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HomeMy WebLinkAboutB16-1220 000-000-000Date: 5/9/2016 . t BUTLER Butler Manufacturing 16-010666-01 Letter of Certification Time: 05:14 PM Page: I of 2 .� )(.ettei Of CeCtIf1C8t10I1 '� a a Contact: Jessica Hopper - Project: Smuckers Name: North Valley Building Systems, Inc. Builder PO #: 16-930 Address: 30 Seville Court Jobsite: 37 Speedway Ave City, State: Chico, California 95928 City, State: Chico, California 95928 Country: United States I County, Country: Butte, United States f This is to certify that the above referenced project has been designed in accordance with the applicable portions of the Building Code specified below. _ All loading and building design criteria shown below have been specified by contract and applied in accordance with the building code. Overall Building Description r Shape Overall ' Width Overall ' Length Floor Area Wall Area (s . ftJ (sq. ft.) Roof Area Max. Eave Min. Eave (sq. ft.) Height Height 2 Max. Roof Pitch Min. Roof I Pitch Peak I Height Loading Dock Cover 1 79/0/0 .96/0/0 7584 6910 9537 19/0/0 19/0/0 1.000:12 1.000:12 22/3/3 Loads and Codes - Shape: Loading Dock Cover City: Chico County:. Butte State: California Country: United States t • Building Code: 2013 California Building Standards Code + Structural: IOAISC - ASD Rainfall: 1: 3.30 inches per hour Based on Building Code: 2012 International Building Code 1 Cold Form: `• .12AISI - ASD fc: 3000.00 psi Concrete Building Risk/Occupancy Category: 11 (Standard Occupancy Structure) • 1 Dead and Collateral Loads Roof Live Load Collateral Gravity:3.00 psf t Roof Covering + Second' Dead Load: 1.98 psf - Roof Live Load: 20.00 psf Reducible `y Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf Wind Load Snow Load' Seismic Load • Wind Speed: Vult 1 10.00 (Vasd: 85.21) mph ' Ground Snow Load: pg: 0.00 psf Lateral Force Resisting Systems using Equivalent' r - Force Procedure The'Envelope Procedure' is Used Flat Roof Snow: pf: 0.00 psf Mapped MCE Acceleration: Ss: 61.00 %g -Wind Exposure: C - Kz: 0.908 Design Snow (Sloped): ps: 0.00 psf { Mapped MCE Acceleration: S 1: 27.00 %g Parts Wind Exposure Factor: 0.908 • t Rain Surcharge: 0.00 r Site Class: Stiff soil (D) f Wind Enclosure: Free Roof - Clear/Obstr Exposure Factor: 2 Partially Exposed - Ce: 1.00 Seismic Importance: le: 1.000 ' Topographic Factor. Kzr. 1.0000 :Show Importance: Is: 1.000 Design Acceleration Parameter: Sds: 0.5335 " Thermal Factor: U he t 0 ' NOT Windborne Debris Region Groucd N Design Acceleration Parameter: Sd 1: 0.3348 o r r Seismic Design Category: D Base Elevation: 0/0/0 Obstructe or t S ,p,(�cry t Primary Zone Strip Width: 2a: 20/7/12 krl� C1013. 1�/4W�1� It-WI`� Seismic Snow Load: 0.00 psf % Snow Used in Seismic: 0.00 Parts / Portions Zone Strip Width: a: 7/10/13 + Diaphragm Condition: Flexible I Basic Wind Pressure: q: 23.91 psf Mayr. ?ItA '' Fundamental Period Height Used: 20/7/12 f Transverse Direction Parameters tNTERWEST Ordinary Steel Moment Frames CONSULTING GROUP- Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.3155 V R -Factor: 3.50 Overstrength Factor: Omega: 2.50 PERMIT # Deflection Amplification Factor: Cd: 3.00 BUTTE COUNTY DEVELOPMENT SERVICES Base Shear: V: 0.1524 x W REVIEWED FOR CODE COMPLIANCE. ;• Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames - DATE y Redundancy Factor: Rho: 1.30 , _BYE Fundamental Period: Ta: 0.1937 ' r f R -Factor: 3.25 ' Overstrength Factor: Omega: 2.00 i Deflection Amplification Factor: Cd: 3.25 j r,0 Base Shear: V: o.16ayr� TE ; . COUNTY i JUN 16.2016 • JUN 0 7 2016 INTE�:•NEST DEVEL()R�IENT C0NaUL?'I lC; GROUP r SERVICES i File: 16-010666-01 `. Version: 2016.1 Butler Manufacturing, a division of BlueScope Buildings North'America; Inc. A ` r ��L Cory Date: 5/9/2016 Butler BUTLERna 16-010666-01 Letter of Certification Time: 05:14 PM' •.�r...�..._,..a.,....,..�. Page: 2 of 2 Building design loads and governing building code is provided by the Builder and is not validated by Butler Manufacturing, a division of BlueScope Buildings North America, Inc. The Builder is responsible for contacting the local Building Official or project Design Professional to obtain all code and loading information for this specific building site. The design of this building is in accordance with Butler Manufacturing, a division of BlueScope Buildings North America, Inc. design practices which have been established based upon pertinent procedures and recommendations of the Standards listed in the Building Code or later editions. This certification DOES NOT apply to the design of the foundation or other on-site structures or components not supplied by Butler Manufacturing, a division of BlueScope Buildings North America, Inc., nor does it apply to unauthorized modifications to building components. Furthermore, it is understood that certification is based upon the premise that all components will be erected or constructed in strict compliance with pertinent documents for this project. Butler Manufacturing, a division of BlueScope Buildings North America, Inc. DOES NOT provide general review of erection during or after building construction unless specifically agreed to in the contract documents. f The undersigned engineer in responsible charge certifies that this building has been designed in accordance with the contract cuments as in ' aced in this letter. v •• �No.C 82293 ocP• 331-18 SEJY WGl,4.6WM6Ya Date: 5 ��� Engineer's Seal: Engineer in responsible charge . B 7T G D�VISION t File: 16-010666-01 Version: 2016.1 f Butler Manufacturing, a division of BlueScope Buildings North America, Inc. i F CRANDALL ENGINEERING 5448 MERRILL MILL ROAD MARIPOSA, CA 95338 PERMIT#_F�6• (Z Sheet I of OUTTE COUNTY DEVELOPMENT SERVICES Job No. REVIEWED Fop Date: C008 COMPLIANCE DATE _--0- FOUNDATION --0FOUNDATION DESIGN FOR PRE-ENGINEERED STEEL BUILDING: ' I Q�pFtsS • i r Project Name: I�CiG- ��t✓b�c,� .a Q�� Q;E. Client:g�4 z -W: Building Manufacturer:(✓'0 Lr --tom. XP.6/3w1i Building Location: Inspecting Authority: Job # ICP I COCvfo sT ' C►vl� ��P .. gTFOFCAUFp� . . ' MAY 2 4 20fS G�4-Icy• � ;m Latitude/Longitude: I Elevation:- i Engineering Design Criteria: Roof Load: Wind: Seismic: 4 20 P.S.F. (Reducible) per CB�yT0i{/C® ❑ Snow: 6t ❑ Other: FOR CODE COMPLIANCE Speed: AUG 18 2016 Exposure: B INTERWEST Risk Category: CONSULTING GROUP Soil Profile: (� Accelerations: See sheet 2 IVED JUN 16 20016 I Nrr_c,.;'NEST o �� ( o - Q30 BUTTE COUNTY JUN 0 7 2016 DEVELOPMENT SEFZVICES SDC. Soil: Basis for Design: �G��t- !�f �p f-tU �?;bc Allowable Foundation Pressure: �15c':p psf Lateral Bearing: I®.av psf/f below natural grade Lateral Sliding: µs = or Resistance = ` psf ` PHONE: 2097966-4844 F71 CIO (OF 2� ,5/13/2016 Design Maps Summary Report W,LM, Design Maps Summary Report User -Specified Input Report Title Smuckers Loading Dock Cover Fri May 13, 2016 23:17:10 UTC Building Code Reference Document Site Coordinates ASCE 7-10 Standard COUNTY (which utilizes USGS hazard data available in 2008)OUTTIF COUNTY 39.70561N, 121.8006°W BUILDING DIVISION Site Soil Classification Site Class D - "Stiff Soil" APPROVED Risk Category I/II/III USGS-Provided Output SS = 0.614 g SMS = 0.803 g SDs = 0.536 g S1 = 0.272 g SM1 = 0.504 g Sol = 0.336 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCE3t Response Spectrum 0.90 0. el 0.72-- 0.63.- 0.54-- 0.45- M .720.630.5b0.45 <n 0.36 0.27-- 0.18-- 0.09 .270.1e0.09 0.00 0.00 0.20 0.40 0.60 0.60 1.00 1.20 1.40 1.60 1.90 2.00 Period, T (sec) Design Response Spectrum 0.5a 0.49 0.42 0..36 C� 0..30 W 0.24- 0.19-- D.12-- 0.06-- 0.00 .240.190.120.060.00 0.00 0.20 0.40 0.60 0.90 1.00 1.2D 1.40 1.60 1.90 2.00 Period, T (sec) For PGA,„ TL, CRs, and CR, values, please view the detailed report. httpJ/ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latitude=39.70568dongitude=-121.8006&siteciass=3&riskcategory=0&editi... 1/2 ~ surr�sz Date:5/9/2016 16-010666-01 Calculations Package Time: 05:13 PM Page: 9of76 ..., .. " 99jF ' t! r a t -'! �,.,v'. �.,•F�- e �C,��, . �j'S i � Y � p���i.Er: S'�.�i ?zl �"" � �.�, �a tiM.�,,.P` 4 �a n �e � M `; �v...-,w...bu...-.�..-��IY'�.:.�C .se,, .::'�e�.v, val...s�'J?3:,.'R"P�.�,3���^'W'Y..,__.�.:+..�.+..!��.w++l.➢'�:s_i rt2 v.t e.iml.t..Y.L.L!vJR.�t7 ..Y,u3�'�:uwvu� lO1.euJ�.�^.} Shape: Loading Dock Cover Loads and Codes - Shape: Loading Dock Cover r% City: Chico- County:- Butte ; State: Califomia Country: United States Building Code: 2013 Califomia Building Standards Code, + Structural: IOAISC -ASD Rainfall: 1: 3.30.inchesper hour y' Based -on Building Code: 2012Intemational Building Code .• Cold Form: 12AISI - ASD, fc:3000 00 psi Concrete/ Building Risk/Occupancy Category: 11 (Standard Occupancy Structure) -- - • -' Dead and Collateral Loads Roof Live Load / Collateral Gravity, 3.00 psf ' Roof Covering + Second. Dead Load: 1.98 psf Roof Live Load: 20.00 psf Reducible ✓ Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf Wind Load -� �- �'�4,/S�nowLoad % Seismic Load ` Wind Speed: Volt: 110.00 (Vasd: 85.21) mph Ground Snow Load: pg: 0.00 psf ✓✓✓ Y Lateral Force Resisting Systems using Equivalent Force Procedure The 'Envelope Procedure' is Used / Flat Roof Snow: pf 0.00 psf Mapped MCE Acceleration: Ss: 61.00 %g 1/ / Wind Ezposu�c: C Kz: 0.908) ✓ ' Design Snow (Sloped): ps: 0.00 psf } Mapped MCE Acceleration: SI: 27.00 %g t/ Parts Wind Exposure Factor: 6.908 • Rain Surcharge: 0.00 ' Site Class: StiffsoiI (D)� r� Wind Enclosure: Free Roof- Clear/Obstr Exposure Factor: 2 Partially Exposed - Ce: 1.00 , Seismic Importance: Ie: 1.000 Topographic Factor: Kzt: 1 .0000 "Snow Importance: Is: 1.000 Design Acceleration Parameter: Sds:,0:533J5 / Thermal Factor: Unheated - Ct: 1.20 Design Acceleration Parameter: Sal: 0.3348 "NOT Windbome Debris Region Ground/ Roof Conversion: 0.70 Seismic Design Category: D Base Elevation: 0/0/0 Obstructed or Not Slippery Seismic Snow Load: 0.00 psf Primary Zone Strip Width: 2a: 20/7/12. t. t % Snow Used in Seismic: 0.00 Parts / Portions Zone Strip Width: a: 7/10/13 C- . Diaphragm Condition: Flexible Basic Wind Pressure: q: 23.91 psf ' ,y r + Fundamental Period Height Used: 20/7/12. Transverse Direction Parameters t ' Ordinary Steel Moment Fr r Redundancy Factor: Rh .30 " Fundamental Period: Ta"9. 5 'R -Factor: 3.50 Overstrength Factor: Omega: 2.50 Q iDeflection Ampli,aa n Factor: Cd: 3.00 Base Shear 524 T ' Longitudinal Direction Parameters Ordinary Steel Concentpc+�3na rames Redundancy Factor: Rh6�- 1.30 - t;Fundamental Period: Ta. 3'79 7 c , - R -Factor: 3.25 ` - ' 6v`strength Factor: Omega: 2.00 i, + • r5 Deflection Amp ; • n Factor: Cd: 3.25 She W' Base ear. V: :1642 j Deflection Conditions ` Frames are vertically supporting:Metal Roof Purlins and Panels: - . Frames are laterally supporting:Metal Wall Gins and Panels t, • �' ° Purlins are supporting:Metal Roof Panels ' r Girts are supporting:Metal Wall Panels ` BUTTE 000NTY- ' BUILDING DIVISION r # APPROVE® File: 16-010666-01 Version: 2016.1 Butler Manufacturing, a division of BlueScope"Buildings North America, Inc;. 6t, -,n. Pc%:;,i co �- aurcEFr Date: 5/9/2016 16-010666-01 Calculations Package Time: 05:13 PM Page: 8 of 76 @)-M— I alm_ 7LdY JFUY • I �d lY T �IT.IY T 17-P,GT 2 Irl ' V n� , L L <'> The building is designed with bracing diagonals in the designated bays. Column base reactions, base plates and anchor rods are affected by this bracing and diagonals may not be relocated without consultine the buildine sunnlier's er,eineer_ • VV 1 I V VV Vl� • • BUILDING DIVISION APPROVE® File: 16-010666-01 Version: 2016.1 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. 2 IV V ` / R Irl ' V n� , L L <'> The building is designed with bracing diagonals in the designated bays. Column base reactions, base plates and anchor rods are affected by this bracing and diagonals may not be relocated without consultine the buildine sunnlier's er,eineer_ • VV 1 I V VV Vl� • • BUILDING DIVISION APPROVE® File: 16-010666-01 Version: 2016.1 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. S/ Date: 5/9/2016 BUTLER 16-010666-01 Calculations Package Time: 05:13 PM Page: 32 of 76 Frames M -h- Cigna Mem. No. Fig Width in. Fig Thk in. Web Thk in. Depth in. Depth2 in. Length ft Weight Fig Fy si Web Fy si Splice it.l Codes 3t.2 Shape 10001 5.00 0.1345 0.1345 12.00 12.00 10.71 115.5 55.00 55.00 SS SS 3P 10002 5.00 0.1345 0.1345 12.00 12.00 10.71 115.5 55.00 55.00 SS SS 3P 1 8.00 0.2500 0.1345 22.00 22.00 18.35 473.3 55.00 55.00 BP KN 3P 2 5.00 0.2500 0.1345 24.00 14.00 13.91 230.1 55.00 55.00 KN SS 3P 3 5.00 0.1875 0.1345 14.00 14.00 10.00 135.3 55.00 55.00 SS SP 3P 4 5.00 0.1875 0.1345 14.00 11.00 15.00 196.5 55.00 55.00 SP SP 3P 5 5.00 0.1875 0.1345 11.00 14.00 15.00 196.5 55.00 55.00 SP SP 3P 6 5.00 0.1875 0.1345 14.00 14.00 10.00 135.3 55.00 55.00 SP SS 3P 7 5.00 0.2500 0.1345 14.00 24.00 13.91 230.1 55.00 55.00 SS KN 3P 8 1 8.00 1 0.2500 1 0.1345 1 22.00 1 22.00 1 18.35 473.3 55.00 55.00 BP KN 3P I otal t•rame weignt= tsut.b (p) (tnctuaes all plates) Rn��ndary r^..ditin� c........a.•., Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X in. Displacement Y in. Displacement Z red. 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 8 79/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 10001 79/0/0 19/0/0 Yes Yes Yes 0/0/0 0/0/0 0.0000 10002 0/0/0 19/0/0 Yes Yes Yes 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. , Base Connection Design is Based on 3000.00 (psi) Concrete R -ti- - llnf-t-d 1.-I Toon at Frame rrnaa Q -ti • 1 Type X -Loc Grid -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base El v. Exterior Column 0/0/0 1-B 9 X 23 0.375 4-0.750 100'-0" Exterior Column 79/0/0 1-A 9 X 23 0.375 4-0.750 100'-0" Load Type Desc. Hx Vy Hx V D Frm 0.77 1.97 -0.77 1.97 CG Frm 0.68 1.34 -0.68 1.34 BUILD NG DIVISIO 1.� I�A4 L> Frm 2.46 6.09 -2.46 6.09 _ �7 - <L Frm 2.46 6.09 -2.46 6.09 ASL^ Fnn 3.06 4.28 -3.06 4.28 - APPROVED ROVE ^ASL Fnn -0.60 1.81 0.60 1.81 Wl> Frm 3.08 9.31 -3.76 4.32 <Wl Frm 3.76 4.32 -3.08 9.31 W2> Fnn -2.36 -8.22 3.12 -2.68 <W2 Frm -3.12 -2.68 2.36 -8.22 W3> Frm 4.15 -5.78 3.62 -9.66 <W3 Frm -3.62 -9.66 4.15 -5.78 W4> Frm -3.69 -9.11 4.07 -0.34 <W4 Frm -0.07 -0.34 3.69 -9.11 W5> Frm -5.48 -10.90 5.48 -10.90 <W6 Frm 2.28 4.54 -2.28 4.54 MW Frm - - - MW Frm 0.77 0.40 2.22 -0.40 MW Frm MW Frm -2.22 -0.40 -0.77 0.40 CU Frm - - - - L Frm 2.46 6.09 -2.46 6.09 E> Frm -0.51 -0.27 -0.51 0.27 EG+ Frm 0.18 0.36 -0.18 0.36 <E Frm 0.51 0.27 0.51 -0.27 EG- Frm -0.18 1 -0.36 1 0.18 -0.36 File: 16-010666-01 Version: 2016.1 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. 11 BUIL Ea 0.69alt+.O;pOsi4k'Oi69�4;'?0:63°r.',. (APPROVED Eb -0.69 'g (0:U0:r `,lX104.69 .4A (L:63:t Ec Ac 70!515iU 0.00 kT 0:51 4 4V Oi2W ...__ ....................._. .. _ .Q' CRANDALL_ENGINEeRING,,..:..,,,. -• We 3.76 32+»:0:00>++'dW;9>76•C;� WI�4:320: MA%Hz - Wb SHEET OF_ • We 5448 Merrill Mill Road STEEL BUILDING FOUNDATION DESIGN :? W'3:08�.- ' 0.00 :• x3:083« t•N;1,31Ys MIN Ht Date:42507.37 JOB NO: 15034 'F '.�'.'-5 48�N;i^, Wt 40:00A-,, 5.48 W-16:96 n MAX H Mariposa, 95338 ISOLATED OR TIED PIER FOOTINGS • W V136'D - Wh t D+H+0.75 0.6Nc +0.75L+0.75 U 31 133% MINW Do MANUFACTURER: BUTLER -536 1 - 0.6D+H+0.6V.b I .. 133% ' BUILDING NO: 16.01 BUILDING UNE: 18 _ CLIENT: NVBS " LOCATION: BUTTE CO, CA JOB NO: 15034.00 WIND ADJUST= 1.000 ' fl= 0.5 f2= 0.20 Seismic ms= 0.54 METAL BUILDING LOAD REACTIONS PER MANUFACTURER Redundancy p = 1.00 (Set to LO if included in mals calm( O•= 2.5 FOR ANCHOR DESIGN W HtV DEAD LOAD D 10.77 1 1.97. 1 CRITICAL SERVICE LOADS . • Hx W Rx -*M V COLLATERAL LOADS Cg 0.68 134 Gravity DR 1.45 0.00 1.45 3.31 • Co Uplift DO 0.77 0.00 0.77 1.97 • MATERIA EARTH H H 0.00 0.00 0.000.00 UVE LOAD L l 0.00 0.00 0.00 0.00 • ROOFLOAD U 2.46 6.09 • U 6.09 2.46 MOD 2.46 SNOW LOADS 5 S1 S2 I Se 1 0.00K=3.0: DOW ;A0:wA 00.00"RT: MA%Hx 53 - Sb 0.00 &"??O:OOs-6`1VA0:00s �muv • S4 . Sc :C.aa1000�5.:,'I'7-9000w;?R(t',.:O.001..` 0.00 SS Sd ;;5:-S:.'O:OOY%' s3#O:OOe: $O:Ob:wg 0.00 IMINV S6 BUTTE COUN _ - -DING DIVISION BUIL Ea 0.69alt+.O;pOsi4k'Oi69�4;'?0:63°r.',. (APPROVED Eb -0.69 'g (0:U0:r `,lX104.69 .4A (L:63:t Ec Ac 70!515iU 0.00 kT 0:51 4 4V Oi2W • ADJUSTED z 1.00 -• We 3.76 32+»:0:00>++'dW;9>76•C;� WI�4:320: MA%Hz - Wb -5.48 ';70:005;,t.45146A. ;S}'s10901,t MIN Hz • We f;.i 306! *.,' . 0.00 X' -t 08 a 'yY9 31 `u MAX Ht ' Wd :? W'3:08�.- ' 0.00 :• x3:083« t•N;1,31Ys MIN Ht ' We 'F '.�'.'-5 48�N;i^, Wt 40:00A-,, 5.48 W-16:96 n MAX H Wf dtg'-KOXI 3;E�.Jry:O`.00F.`-�. 0.00 t&A0 .;ic: MINH • W e:^<..�„,3.06's fk��`& 0.00 ti'.L;:31.08',, 9.31 MAXV - Wh 5+ }'-S:'48';kik ffift.00.,K j'WSr4814'1 -10.90 MINV ' - Ea 0.69alt+.O;pOsi4k'Oi69�4;'?0:63°r.',. MAX Hz MINH. MAX H, MIN It MAXH MINH MAX V MINV Eb -0.69 'g (0:U0:r `,lX104.69 .4A (L:63:t Ec Ac 70!515iU 0.00 kT 0:51 4 4V Oi2W Ed 'Z:0'51 0.00 !V25'«'+'f' Ee:ck1.' ,00:•I'h.., 0.69,1�,"-0:63b`d.' Ef ;✓34Il;0:003::eA'!5a:0:0 kA 0.00;'A6:00V E *U40 69iC..1" O'.00,m°; ",-i R" 0:69.x,'. 0.63 ,... Eh fPl�-0'.69. Vim.tl , O.00CL`.i i?f'`.D.69$4t -0.63 V MIN MAX - MAX W1 DR e� `"L• -4"C:68^ -V' 1: 10.ObI41k ',4.'68x•=' 12.07 O+ H+ 0.750.6Nk+0.751.+0.75U 31 133% MINW DR 3.1-2921 ?T;d.001a'u 1 Wi 42�.W 4.55 1 0.6D+H+0.6Mb 110 133% MAX W Do !t ;'4':OOx1`:SY.3O:Ops�o 00 -i 10.73 D+H+0.75 0.6Nc +0.75L+0.75 U 31 133% MINW Do '�"=2631;'a'` kld.'d0i:i s'�2iEG-!. -536 1 - 0.6D+H+0.6V.b I .. 133% 15034 RF 1/4 ASD FOUNDATION DESIGN 4 - e �•Al an� SHEET OF_ MATERIALS CONCRETE WT= 0.15 K/CF fl- 2500 y .y.,. \��r� 1Date: 5/20/16 OVERBURDEN WT= 0.11 K/C�,,. �' a LOB NO: 15034 - BASIC SOIL BEARING= 1.50 KSF `\ 3.77 ACTIVE SP= _ PASSIVE SP= 0. K/Y 0.10 K/CF PEDESTAL 1.41 COEF FRICTION= SLIDING RESISTANCE= 0.00 K/SF LOADING COMBINATION Ol 3.99 COMPONENT W (K) !(FT) WX 2 (FT) viz FOOTING 9.36 2.75 25.73 2.84 26.52 OVERBURDEN 1.37 2.75 3.77 2.84 3.89 PEDESTAL 1.41 2.75 3.87 2.84 3.99 FOOTING +OVER 12.13 FT -K 33.3734.40 0.00 FT -K BUILDING 9.82 2.75 27.01 2.84 27.84 LOAD COMB: D + H + 0.75(0.6Wa)+0.7SL+0.75Lr STRESS LEVEL= 133% Hx= 4.99 K Hz= 0.00 K V = _9JM _.IL_ FOOTING 111117, PEDESTAL Bp= 2.50 FT PEDESTAL Dp= 2.50 FT DISTANCES= 1.50 FT FOOTING Bf = - 5.67 FT FOOTING Df = 5.50 FT FOOTINGT= 2.00 FT " DEPTH BELOW F.G.=FT. HEIGHT ABDVE FG 1.00 FT. UPLIFT: MAXIMUM UP=Vmin= -5.36 K TOTAL Rd - 14.103 K UPLIFT FOS= 2.63 EOK BUTTE COUNTY BUILDING DIVISION E.® AppRO ex=_ -0.80� FT LOAD COMB TOTAL V = 21.95 K ez= 0.00 FT • - TOTAL RMx = 60.38 K -FT TOTAL RMz = 62.24 K -FT BUILDING Hx= 4.99 KIPS BUILDING Hz = 0.00 KIPS @ HEIGHT = 3.50 FT @HEIGHT= 3.50 FT OTMx = 17.45 FT -K - OTMz = 0.00 FT -K FOOTING OVERTURN AND SOIL BEARING 0.24 SP= 0.00 LOAD COMB: D + H + 0.75(0.6Wa)+0.7SL+0.75Lr STRESS LEVEL= 133% Hx= 4.99 K Hz= 0.00 K V = _9JM _.IL_ FOOTING 111117, PEDESTAL Bp= 2.50 FT PEDESTAL Dp= 2.50 FT DISTANCES= 1.50 FT FOOTING Bf = - 5.67 FT FOOTING Df = 5.50 FT FOOTINGT= 2.00 FT " DEPTH BELOW F.G.=FT. HEIGHT ABDVE FG 1.00 FT. UPLIFT: MAXIMUM UP=Vmin= -5.36 K TOTAL Rd - 14.103 K UPLIFT FOS= 2.63 EOK BUTTE COUNTY BUILDING DIVISION E.® AppRO ex=_ -0.80� FT LOAD COMB FOS OTx ez= 0.00 FT SP/Sp_ SP FOS SLIDE e c= FOOTING D/6 E OK e > FOOTING D/6 f NA - e c= FOOTING D/6E OK e > FOOTING D/6 E NA A= 31.19 P= 5.86 OK 1.77 OK A= 31.19 OK 1'= 8.25 110 Sx= 28.59 SP= 1.32 OK NA Sz= 29.47 0.24 SP= 0.00 NA SP = 1.31 2.63 - - SP = 0.70 3.76 - NA - OK 0.52 OK 1.96 OKI NA OK 1 2.76 0 110 LOVERNING MOX SP = 1.31 ALLOW 2.00 E OK NA GOVERNING MAX SP = 0.70 ALLOW = 2.00 E OK OTx.FOS=Mr/Mo =-, _, 3.46 . -� MIN= 1.50 _(-OK / 1 OTx FOS= Mr/Mo = NA MIN = 1.50 F OK COMBINED SP MAX = 1.31 KSF ALLOW = 2.00 0.275 = 2.27 f OK LATERAL STABILITY 8.37 K NA 09 , Oe 4.37 Ot NA • Xx 6.15 K 1 Hz 14.39 koK NAAK FRICTION= 6.59 - SLIDING X: NA FRICTION= 6.59 OK SLIDING X: PASSIVE SP= • 2.26 FSXAREA = 0.00 ACTIVE SP= 2.19 K NA FS AREA 0.00 E SLIDING= 0.00 1/2 V= 10.98 E 0+H+ 0.750.6Wc+0.75L+0.75 Lr SLIDING= 0.00 NA 1/2DL- 10.98 TOTAL R = 8.85 K. - NA r TOTAL R = 8.78 K 0.6D+H+0.6Wb 246 SLIDING FOS= R/H=1.77 NA 150 EOK SLIDING FOS= R/H= NA OK MINIMUM= 1.50 EOK OK COMBINED Hx+Hz OK 31 D+H+0.750.6Wc+0.75L+0.75 Lr 4.49 • OK NA 0.54 APPLIED Hxp HZ= 4.99 OK 3.21 O110 O.6D+H+O.6W6 1.88 OK TOTAL R = 12.47 0.27 OK 1.52 OK NA OK + OK FOS__ 2.50 E OK SUMMARY OF CRITICAL CASES: LOAD CASE • �/ �- - • �M" V O{// LOAD COMB FOS OTx FOS OT: SP/Sp_ SP FOS SLIDE FOS SLIDE FOS SUDEXZ 29 D+H+0.750.6Wa +0.75L+0.75 Lr 3.46 OK NA OK 0.58 OK 1.77 OK NA OK 2.50 OK 110 0.61)+H+0.6Wb 2.46 OK NA OK 0.24 OK 1.88 OK NA OK 2.63 OK 29 -. D+H+0.750.6Wa +0.75L+0.75Lr 3.76 O NA - OK 0.52 OK 1.96 OKI NA OK 1 2.76 0 110 0.61)+H+0.6Wb 1.88 O NA OKI 0.27 OK 1 1.52 Ovj NA OKI 2.13 O 1 D 8.37K NA O 0.38 OK 4.37 0 NA 0 6.15 1 D 8.37 K NA 09 0.38 Oe 4.37 Ot NA 09 6.15 K 1 ID 14.39 koK NAAK 0.31 7.70 NA 10.85 OK 1 D 14.39 /OK _ NA 0.31 K 7.70 K NA K 10.85 OK 31 0+H+ 0.750.6Wc+0.75L+0.75 Lr 406 1OK NA 0.59 K 2.03 K NA K 2.87 O110 0.6D+H+0.6Wb 246 + OK NA 014 OK 1.88 OK NA OK 2.63 OK 31 D+H+0.750.6Wc+0.75L+0.75 Lr 4.49 • OK NA 0.54 OK 2.28 OK NA OK 3.21 O110 O.6D+H+O.6W6 1.88 OK - NA 0.27 OK 1.52 OK NA OK 2.13 OK 11034 111110 2/4 LRFD ANCHORAGE DESIGN CRTTICAL LAFD FORCES TO ANCHORS 45 = 0.75 A) TENSION ON BOLT I 4,Nsa = 43587 W MIN/MAX Hs :Ht.'ri nHii),Hx 24^ LOAD CASE LCR MAX W/ DR 7.56 Y;C:'0:00;:°.�:}'"•iL'.7�.56 �-]SieB?Sac: L1Da L6U.L6H.0.5We 12 MINW D -0.184:18.`+•'2 .... ........ .i .. .._:..._.. ur"a,�7:92J.i D.9D+LOWb♦1.6H 125 MA%W Do 6.74 s`'..i0:00iC' a 1.2D+1.6Lr+16H+O.SWa�7 12 MIN W/ Do -0.79 k1'Ld:OD4t'"t'a,.4;79:'4=3 �'-7;=9.73.Fxt 0.9D a 1.OWba 1.6N 125 V MIN/MAX MAX W/ D .:=; x.7:22 i3�i'.'TO:OU&'}'y. :$7:22%-J' 18.37 1.22a 1.6Lr4 L6H+0.5Wc 14 MINW -•.: •7.92 0.9D+I.6Wb+1.6H 129 MAXW Do640v:- :.,:. pp-�'-.;.?'5:40 �" 16.76 LID* L6U+L6H+O.SWc 14 MIN W/ Do '?F-q:79,et50:00'".': I; i"�4.79k-k •9.13 0.91)+ 1.OWb+ 1.611 125 ANCHOR BOLT DESIGN • AC131"S APPENDIX D fc= 2500 PSI 58000 PSI )A-307 BOLTS) VU BED d R } 1 ' c .aJA INN v SHEAR ANGLE AREA: SDC"C"ORABOVE Y SEISMIC RED= 0.75 0 SQ. IN. CONCRETE Hsa = 0.00 K STEEL Hsa= 0.00 K SHEET� OF_ Date: 5/17/16 JOB NO: 15034 �p 1 SQUAREHEAD 2 HEAVY SQUARE 3 HEX HEAD IV 1 F HEX ILDIN „ DIVISION Pr nvED 1) STEEL STRENGTH ).PNn) 45 = 0.75 A) TENSION ON BOLT I 4,Nsa = 43587 Ib = 43.59 K 2) CONCRETE BREAKOUT Qt=' 0.75 EDGE ADJUSTED heJ= 10.67 IN - 1.5X het= 16 IN ' BLOCK8= 30 IN BLOCK D= 30 IN A.,= 900 SQ. IN. Aim= 1024 SO, IN. - - Aw, <= n ANco '' K ' Wec,N= 1.00 CONCENTRIC CONNECTION Wed,N: w,min= 9 IN 1.5 Xhef= 18 IN Wed,N = 0.85 Wc,N = 1.00 CONCRETE LIKELY TO CRACK Wcp,N : 1.00 CAST IN PLACE ANCHORS Nb= 41805 Ib kc = 24 FOR CIP ONcbg= 17567 Ib = 17.57 K 3) CONCRETE PULLOUT Q= 0.70 Wc,P- 1.00 CONCRETE LIKELY TO CRACK " Np: eh= 3.000 • FOR L -BOLTS Np = 5062.50 FOR HEADED BOLTS Np = 18220.OD ONpn= 38262 Ib = 38.26 K 15034 RF ISO 3/4 4) CONCRETE SIDE -FACE BLOWOUT • - ' FOR L -BOLTS 4,NSb= N/A - - SHEET' OF ' HOR HEADED BOLTS: 0.4 hef = 4.80 IN - Date: 5/17/16 • ca,min= 9 IN JOB NO: 15034 _ (�Nsb- N/A B) SHEAR ON BOLT GROUP 1) STEEL SHEAR dt= 0.65 4,Nsa = 22665 Ib 22.67 K . 2) BREAKOUT FOR ANCHORS NEAREST EDGE 0.75 Wec,N= 1.00 CONCENTRIC CONNECTION • Wc,V= 1.25 CONCRETE LIKELY TO CRACK - HI DIRECTION q, = 12.50 H2 DIRECTION q, = 9.00 • 1.5Xq,= .13.50 1.5Xq,= 18.75 GOVERNS: 12.50 GOVERNS: 9.00 " A,„ = 418.50 SO. IN. - A� = 546.25 SO. IN. " qm = 364.50 50. IN. " am = 364.50 SQ. IN. " Av„r--n AVm '''`x0 A, -nAVm Wed,V = 1.00 Wed,V = 0.84 HI SINGLE ANCHOR SHEAR STRENGTH H2 SINGLE ANCHOR SHEAR STRENGTH le= 6.00 IN le= 6.00 IN Vb= 12405 Ib = 12.40 ,K Vb= 20304 Ib = 20.30 K - 4)Vcbg = 13.35 K d Vcbg - 24.08 K GROUP QVcbg= 20.03 K GROUP OVcbg= 72.23 K " 3) BREAKOUT FOR ANCHOR GROUP HI DIRECTION c'„= 14.00 - H2 DIRECTION a„= 17.50 • q, = 12.50 q, = 9.00 " 1.5Xc'„= 21.00 1.5 Xd,i= 26.25 - GOVERNS: 12.50 GOVERNS: 9.00 • A,, = 539.00 SO, IN. A. = 704.38 SQ, IN. A,.= 882.00 SO, IN. A-= 1378.13 50. IN. • /L„ c= n AVcor4�''KTttgj - A� c= n AVmEg Wed,V = 1.00 Wed,V = 1.00 Hl SINGLE ANCHOR SHEAR STRENGTH H2 SINGLE ANCHOR SHEAR STRENGTH , I� COUNTY � - le= 6.00 IN - le= 6.00 IN V • Vb= 24066 Ib - 24.07 K Vb= 33634 Ib=BUIL(841Nri omS'ON GROUP dtVcbg= 13.79 K � .GROUP bVcbg= 16.12 �g�,JrL6J�lt��.w®��® 4) BLOWOUT FOR ANCHOR GROUP APPROVED FOR L -BOLTS 4,Nsb = N/A HOR HEADED BOLTS: 0.4 hef = 4.80 IN .'.in= 9. IN ' dlNsb= N/A 5) PRYOUT STRENGTH FOR GROUP dt = 0.70 kcp = 2.00 Ncbg = 23423 LB SEE TENSION ABOVE - - 4)Vcpg= 32793 Ib =. 32.79 K fi r TENSION SUMMARY: SHEARSUMMARY: Hl H2 " STEEL STRENGTH 4,Nsa= 43.59 STEEL STRENGTH �Nsa = 22.67 22.67 EMBEDMENT STRENGTH - BREAKOUT: rbNcbg = 17.57' BREAKOUT FOR ANCHORS NEAREST EDGE OVcbg = 20.03 72.23 EMBEDMENT STRENGTH -PULLOUT: �Npn= 38.26 BREKOUT FOR FULL GROUP dVcbg= 13.79 16.12 EMBEDMENT STRENGTH•BLOWOUT:. Nsb= NA SEISNIIG EMBEDMENT STRENGTH -BLOWOUT: 4,Vab= N/A N/A GOVERNING 4)Nn = 17.57 13.18 • EMBEDMENT STRENGTH • PRYOUT 0cwt = 32.79 32.79 SEISMICA'"k. GOVERNING 4,Vnxa 13.79 10.34 SEISMIC „� GOVERNING ¢Vny= 16.12 12.09 C) INTERACTION 0.2 ¢Nn = 3.51 264 0.2,VVnx = 2.76 2.07 ' 0.24,Vny= 3.22 242 - • F • aur�r� Date: 5/9/2016 16-010666-01 Calculations Package Time: 05:13 PM • - �+��� Page: 39 of 76 ' F-- M -h- Si, - Mem. No. Fig Width in. Fig Thk in. Web Thk in. Depth in. Depth2 in. Length ft) Weight (p) Fig Fy (ksi) Web Fy (ksi) Splice R.I Codes 3t.2 Shape 10001 5.00 0.1875 0.1345 12.00 12.00 10.70 137.4 55.00 55.00 SS SS 3P 10002 5.00 0.1875 0.1345 12.00 12.00 10.70 137.4 55.00 55.00 SS SS 3P 1 8.00 0.2500 0.1644 12.00 31.00 18.35 518.1 55.00 55.00 BP KN 3P 2 5.00 0.3125 0.1644 27.00 17.00 13.91 284.6 55.00 55.00 KN SS 3P 3 5.00 0.2500 0.1345 17.00 26.00 25.00 469.6 55.00 55.00 SS SP 3P 4 5.00 0.2500 0.1345 26.00 17.00 25.00 469.6 55.00 55.00 SP SS 3P 5 5.00 0.3125 0.1644 17.00 27.00 13.91 284.6 55.00 55.00 SS KN 3P 6 1 8.00 1 0.2500 1 0.1644 1 12.00 1 31.00 1 18.35 518.1 55.00 1 55.00 1 BP I KN 1 3P roonrrameWetgnr=1aty.3 tp) tmcluaesauplates) Rn ...rs.., r^..a:w..., c....... Member X -Loc Y -Loc Supp. X upp. Y Moment Displacement X in. Displacement Y in. Displacement Z tad. 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 6 79/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 10001 79/0/0 19/0/0 Yes Yes Yes 0/0/0 0/0/0 0.0000 10002 0/0/0 19/0/0 Yes Yes Yes 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. �� t of �'✓ ` - Base Connection Design is Based on 3000.00 (psi) Concrete R-fi- _ 11.f -t. -A I ..A T- .f P-. r..... Type Exterior Column Exterior Column X -Loc 0/0/0 79/0/0 GridI -Grid2 2-B 2-A Base Plate W x L (in.) .9 X 13 9 X 13 Base Plate Thickness (in.) 0.375 0.375 Anchor RodQty/Diam. (in.) 4-0.750 4-0.750 Column Base Elev. 100'-0" 1 100'-0" j -, �,� Z> -Lp Load Type Desc. Hx Vy HX V D Frm 1.20 3.01 1.20 3.01 CG Frm 1.12 2.45 -1.12 2.45 L> Frm 4.07 11.12 4.07 11.12 <L Frm 4.07 11.12 4.07 11.12 ASL^ Frm 5.10 7.82, -5.10 7.82 -ASL Frm -1.03 3.30 1.03 3.30 Wl><WI Frm 5.07 -5.32 7.94 ' <W 1 Frm 6.32 7.94 7.94 -5.07 16.96 = BU TE COUN = W2> <W2 Frm -3.865.25 Frm -5.25 4.95 1.95 3.86 1495 -14.97 : BUILDING DIVISION W3> <W3 Frm -5.94 Frm -5.97 -10.60 5.97 -17.62 6.94 -17.62 �� -10.60 PROVED W4> Frm -6.11 -16.62 6.80 -11.61 = <W4 Frm -6.80 -11.61 6.11 -16.62 W5> Frm -8.39 -18.34 8.39 -18.34 <W6 Frm 3.80 8.30 -3.80 8.30 MW Frm - - - - MW Frm 1.46 0.72 3.99 -0.72 MW Frm - - MW Frm -3.99 -0.72 -1.46 0.72 Cu Frm - - L Frm 4.07 1112 1.07 11.12 F> Frm -0.94 -0.50 -0.94 0.50 EG+ Frm 0.30 0.66 -0.30 0.66 <E Frm 0.94 0.50 0.94 -0.50 EG- Frm -0.30 -0.66 0.30 -0.66 File: 16-010666-01 Version: 2016.1 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. aur�R Date: 5/9/2016 16-010666-01 Calculations Package Time: 05:13 PM Page: 46 of 76 Frame M-hnr Ci - Mem. No. Fig Width in. Fig Thk in. Web Thk in. Depth in. Depth2 in: Length ft) Weight (p) Fig Fy (ksi) Web Fy (ksi) Splice Jr.l Codes Jt.2 Shape 10001 5.00 0.2500 0.1345 12.00 12.00 10.70 162.9 55.00 55.00 SS SS 3P 10002 5.00 0.2500 0.1345 12.00 12.00 10.70 162.9 55.00 55.00 SS SS 3P 1 8.00 0.3750 0.1345 12.00 21.00 18.35 521.9 55.00 55.00 BP KN 3P 2 5.00 0.3750 0.1875 29.00 15.00 13.92 338.1 55.00 55.00 KN Ss 3P 3 5.00 0.3125 0.1345 15.00 25.00 25.00 497.5 55.00 55.00 SS SP 3P 4 5.00 0.3125 0.1345 25.00 15.00 25.00 497.5 55.00 55.00 SP SS 3P 5 5.00 0.3750 0.1875 15.00 29.00 13.92 351.9 55.00 55.00 SS KN 3P 6 1 8.00 1 0.3750 1 0.1345 1 12.00 1 21.00 1 18.35 1 540.2 55.00 1 55.00 1 BP I KN 1 3P i otai name welgnt = j rza (p) (tnuuaes all plates) Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X in. Displacement Y in. Displacement Z md. 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 6 79/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 10001 79/0/0 19/0/0 Yes Yes Yes 0/0/0 0/0/0 0.0000 10002 0/0/0 19/0/0 Yes Yes Yes 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Ro rf:n _ I lnf.-.. A r neJ T.. e. G......o /`- c-".- I Type X -Loc Gridl-Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column Exterior Column 0/0/0 79/0/0 3-B 3-A 9 X 13 9 X 13 0.375 0.375 4 -0.750 4-0.7.50 100'-0" 100'-" Load Type Desc. Hx Vy Hx V D Frm 1.38 156 -1.38 3.56 CG Frm 1.36 3.04. -1.36 3.04 ' L> Frm 4.96 13.80 4.96 13.80 <L Frm 4.96 13.80 4.96 13.80 ASL^ Frm 6.19 9.72 -6.19 9.72 ^ASL Frm -1.23 4.08 1.23 4.08 Wl> Frm 6.14 21.07 -7.69 9.87 <W 1 Frm 7.69 9.87 -6.14 21.07 W2> Frm 4.67 -18.60 6.39 -6.15 BUTTE -COUNTY W3> W> Frm Frm -6.39 -8.44 13.1 4.67 -]3.18 7.23 -18.60 -21.89 -BUILDING DIVI ION - W4> WO Frm Frm -7.41 -7.41 -21.89 8.44 -20.65 8.27 -13.18 -14.42 � - APPROVED � O` ' V _ D <W4 Frm -8.27 -14.42 7.41 -20.65 �La1 W5> Frm -7.60 -17.00 7.60 -17.00 <W6 Frm 4.11 9.19 4.11 9.19 MW Frm - - - MW Frm 1.83 0.89 4.95 -0.89 MW Frm - - MW Frm -4.95 -0.89 -1.82 0.89 Cu Frm - - - - L Frm 4.96 13.80 4.96 13.80 F> Frm -1.17 -0.62 -1.17 0.62 EG+ Frm 0.36 0.82 -0.36 0.82. <E Frm 1.17 0.62 1.17 -0.62 EG- Frm 1 -0.36 -0.82 1 0.36 -0.82 I File: 16-010666-01 Version: 2016.1 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. ENPINEERING EB 1.53 *t4OAM Ar�L`We� 'C4Z441:,, APPROVED SHEET 12 OF_ ADJUSTED x 1.00 Wa 7.69 k1'0.00i.-!*`,*,9:87.41!., MAX Hs Eb.­..PR"jPJkLL -8.44 44t0."00;•rt i49!44* MINHx We ">6 0.00 64411 41,''1207ttJ MAX W • Wd 5446 Merrill Mill Road STEEL BUILDING FOUNDATION DESIGN *0-4B.'44't�4 �460`i;f, 8.44 V MAX H Date: 42510'87 JOB NO: 1503 0.00 MINH Marlposa, 95338 ISOLATED OR TIED PIER FOOTINGS Wh V13.:.O 6r 9;ZZ�, W.O: DOI MANUFACTURER: BUTLER D+ H+0.75 (0.6'At) +0.75L+0.75 L, 31 1335, MINW/ Do • BUILDING NO: 15'018874 -9.27 0.61) . H . 0.6M 116 331H BUILDING LINE: 3B CLIENT: NV85 LOCATION: 81.1171 CO, CA • JOB NO: L5038.000 WIND ADJUST 1.000 fl= O'S it. 0.20 Seismic SM 0.54 METAL BUILDING LOAD REACTIONS PER MANUFACTURER • Redu . ndancv p= LOD (Set to 1.0 If Included In mfr's talcs) CL. 2.5 FOR ANCHOR DESIGN DEAD LOAD D 1.38 3.56 CRITICAL SERVICE LOADS Rx w "MV COLLATERAL LOADS C9 Gravity DR L38 OD 1.3 3.56 Co 136 Uplift Do 2.74 0 0.00 2.74 6.60 MATERIAL/EARTH H H 0.00 0.00 -BAD 0 • UVELOADI L • L 0.00 0.00 0.00 0.00 ROOF LOAD Lr 4.96 13.80 Lr 13.90 4.96 0.00 4.96 SNOW LOADS 5 51 • 52 S.0,00 1'44,O:Oof.91 14AX: 53 g O.OD 117ti[WOOZ11 MIN -S4 I Sc Z301.ouil 0.00 MAX v S5Sd n- NV S6 BUTTE COUNTY BUILDING DIVISION EB 1.53 *t4OAM Ar�L`We� 'C4Z441:,, APPROVED Eb -1.53 ADJUSTED x 1.00 Wa 7.69 k1'0.00i.-!*`,*,9:87.41!., MAX Hs Wb -8.44 44t0."00;•rt i49!44* MINHx We ">6 0.00 64411 41,''1207ttJ MAX W • Wd 0.00 4Y21!07� MIN Hx We *0-4B.'44't�4 �460`i;f, 8.44 V MAX H Wf 0.00 MINH Wit *t'4-Cf4AK-4 L,e0:00'09, 21.07 MAX V Wh IM"z7 23r,50,P 1 70'.005R 4ft7'.2.1'V -21.89 MINV • • EB 1.53 *t4OAM Ar�L`We� 'C4Z441:,, MAX HX MIN Hx MAX Hz MIN H1 MAX H MINH MAX V MINV Eb -1.53 Ec 0.00 'k*Af62& Ed 0.00 4,217,14 CeVkh� Ee 'kj*yS3&'i' 1.53 !if -2404 Ef -il,` ".0041;=f` O.00,?49 0.00 5�",ODi4k Eg ft -=153 1046.01DWI O.T1153',NA 1.44 Eh t*W115AAA1 4 0:00M 4,153N� -L44 CRTTICALASD FORCES TO FOOTING H- LOA E LC# LEVEL MAX W, .7 P.56W-'�:h!tn'1i65'71fi6u�ik+f3�5d.R:iiu`x:�v? V MIN MAX MAX W/ DR 23.31 75(0.6141l +0.75L + 0.75 Lr 31 L33i MINW/Dg -11. 6D.H.0.6Vh 116 133 MAX W/ Do 6r 9;ZZ�, W.O: DOI 43 D+ H+0.75 (0.6'At) +0.75L+0.75 L, 31 1335, MINW/ Do 9F?41'4;q= P.16W -9.27 0.61) . H . 0.6M 116 331H 15038 RF 1/4 ASD FOUNDATION DESIGN COMPONENT LOAD COMB: D + H + 0.75(0.6Wa)+0.75L+ 0.75U MATERIALS CONCRETE WT= 0.15 K/CF Pc= 2500 OVERBURDEN WT= 0.11 K/CF BASIC $OIL BEARING = 1.50 KSF ACTIVE SP= 0.03 K/CF PASSIVE SP = 0.10 K/CF - COEF FRICTION = 0.30 SLIDING RESISTANCE = 0.00 K/SF SECTION SHEET �F_ Date: 5/20/16 JOB NO: 15038 LOADING COMBINATION Ol COMPONENT LOAD COMB: D + H + 0.75(0.6Wa)+0.75L+ 0.75U W(K) X(FT) WK. Z(FT) WZ a c= FOOTING D/6 E OK FOOTING A= 52.00 - 15.60 3.25 50.70 4.00 62.40 2.50 FT. OVERBURDEN 0.83 FT, 2.49 3.25 8.10 4.00 9.97 2.00 FT. PEDESTAL 2.50 FT. 2.00 2.08 4.17 4.00 8.01 FOOTING OVER TOTAL Rd - 26.695 K 20.10 UPLIFT FOS= 2.43 <- OK 62.97 KSF 80.38 = 2.27 FOK BUILDING OK 18.35 2.08 38.17 4.00 73.41 OK APPLIED Hat, HZ = 8.56 TOTAL V = 38.45 K OK TOTAL R = TOTAL RMx = 101.14 K -FT 0.61)+H+MGM 4.00 TOTAL RMt = 153.79 K -FT BUILDING Hx= 8.56 KIPS 2.35 BUILDING Hz = 0.00 KIPS @HEIGHT= 4.00 FT 1 D @ HEIGHT = 4.00 FT OTMx = 34.24 FT -K OK 6.88 OTMz = 0.00 FT -K FOOTING OVERTURN AND SOIL BEARING OK 1 D 12.75 OK NA SHEET �F_ Date: 5/20/16 JOB NO: 15038 LOADING COMBINATION Ol LOAD COMB LOAD COMB: D + H + 0.75(0.6Wa)+0.75L+ 0.75U STRESS LEVEL= 133% FOS OTz Hx= 8.56 K e> FOOTING D/6 Hz = 0.00 K a c= FOOTING D/6 E OK - 18. K A= 52.00 - FOOTING DIM { - i. PEDESTAL Bp= 2.69 FT. PEDESTAL Op= 2.50 FT. DISTANCES= 0.83 FT, FOOTING Bf = 8.00 FT. i FOOTING Of = 6.50 FT. FOOTING T= 2.00 FT. DEPTH BELOW F.G.= 2.50 FT. FIGHT ABOVE F.G.= 1.50 FT. UPLIFT: " OTx FOS = Mr/Mo = 2.95 MAXIMUM UP = V.ln = -11.00 E OK TOTAL Rd - 26.695 K MIN= 1.50 F OK UPLIFT FOS= 2.43 <- OK BUTTE COUNTY KSF BUILDING DIVISION = 2.27 FOK APPROVED OK ex= -1.51 FT LOAD COMB - ez= 0.00 FT FOS OTz e c= FOOTING D/6 E OK e> FOOTING D/6 F NA a c= FOOTING D/6 E OK e > FOOTING D/6 F NA A= 52.00 - 1'= 5.22 FRICTION=. 11.53 A= 52.00 1'= 9.75 + Sx = 56.33 SP= 1.84 OK Sz = 69.33 SP - 0.00 SP = 1.77 ACTIVESP= 2.59 FSXAREA = SP = • 0.74 - GOVERNING MAX SP = 1.84 ALLOW = 2.00 F OK GOVERNING hh4X SP = 0.74 ALLOW = 2.00 F OK OTx FOS = Mr/Mo = 2.95 MIN = 1.50 E OK OTx FOS = Mr/Mo = NA MIN= 1.50 F OK COMBINED SP MAX = 1.84 KSF ALLOW= ,2.00 + 0.275 = 2.27 FOK LATERAL STABILITY LOAD COMB FOS OTx FOS OTz Hx FOS SLIDE Ht FOS SLIDE FRICTION=. 11.53 SLIDING X: 29 FRICOON= 11.53 SLIDING X: OK PASSIVE SP= 3.19 FSXAREA = O.OD 0.81 ACTIVESP= 2.59 FSXAREA = 0.00 F SLIDING= 0.00 1/2V= 19.22 F 2.38 SLIDING= 0.00 1/2 DL= 19.22 TOTAL R = 14.73 K OK NA TOTAL R = 14.13 K 0.30 OK SLIDING FOS= R/H = 1.72 1.50 F OK SLIDING FOS= R/H - NA MINIMUM= 1.50 F OK OK COMBINED Hx+ Hz D+H+0.750.6Wa+0.75L+0.75 Lr 2.71 OK NA OK APPLIED Hat, HZ = 8.56 + OK NA OK TOTAL R = 20.41 110 0.61)+H+MGM 4.00 OK. FOS-- 2.38 F OK 0.26 OK 2.35 SUMMARY OF CRITICAL CASES: NA OK 3.20 OK 1 LOAD CASE LOAD COMB FOS OTx FOS OTz SP/Sp. uca SP FOS SLIDE FOS SLIDE FOS SUDEXZ 29 D+H+0.750.6Wa +0.75L+0.75 Lr 2.95 OK NA OK 0.81 OK 1.72 OK NA OK 2.38 OK 110 0.6D+H+0.6W6 3.01 OK NA OK 0.30 OK 1.77 OK NA OK 2.40 OK 29 D+H+0.750.6Wa+0.75L+0.75 Lr 2.71 OK NA OK 0.93 OK 1.58 OK NA OK 2.19 OK 110 0.61)+H+MGM 4.00 OK. NA OK 0.26 OK 2.35 OK NA OK 3.20 OK 1 D 12.75 OK NA OK 0.38 OK 6.88 OK NA OK 9.50 OK 1 D 12.75 OK NA OK 0.38 OK 6.88 OK NA OK 9.50 OK 1 D 7.00 OK NA OK 0.50 OK 3.80 OK NA OK 5.26 OK 1 D 7.00 OK NA OK 0.50 OK 3.80 OK NA OK 5.26 OK 31 D+H+0.750.6Wc +0.75L+0.75 Lr 3.55 OK NA OK 0.87 OK 2.07 OK NA OK 2.87 OK 116 O.6D+H+0.6Wh 2.86 OK U OK 0.61 OK 1.69 OK NA OK 2.27 OK 31 D+ H+ 0.750.6Wc+0.75L+ 0.75 Lr 1 3.20 1 OK NA OK 0.98 OK 1.86 1 OK NA OK 258 OK 116 O.6D+H+0.6Wh 4.07 OK NA_•- OK 0.27.- OK 2.40 OK NA OK 3.24 OK r ISM RF LS02/4 Ri ' -LRFD ANCHORAGE DESIGN • a°" - ANCHOR BOLT DESIGN AC1318-05. APPENDI%D 4 '. ''.. ut "` a 2500 Pm - r` r','SDC°C OR ABOVEY �p/ .. ,. �` , 56000 P51 (A-307 BOLTS) SEISMIC RED=. -•x. 0.75' ' z ['<•4D'W'''M'ETER f s! 0752 INS i BOLTgHEAD.TYPE •4Ib r BOLT HEAD TYPES ,�,.�SzzSdd�AREy�Ar�a +02INj t..,'�, � 0 NONE L -BOLT f . T' EFEECf1VEih,r +CO 334T" ,$pelry a i x 1 - , SQUARE HEAD •, a • "'f f•> gu +0 9i•y�..,A; 77 2 HEAW SQUARE 1 .., f Y� ^s'� v3'#Ss vn. �. i .r "*."• 3 HEX HEAD NOr00CTS #" 2 ROWS OF 2�-".Ry+'BOLTS"4 TOTAL 4 HEAVY HEX' ��.+ENIBED J' .12 RGAES COIN OEPTH'li 36%r � '` LIENT [ mh�.-INCHES : `!•,;EDGEIDI$f y Ss T 24 t a• = �SY UNW ' 4XF• r y y i'}n N? M+itX ���..rM Ss X13 to GAGE A' � °p�b�P�I �?���11.1 �qy (, SIµ K �-Y 4 4 :�icv��f,iCr" n i• °ii ,,a,». ?'� ,� .3��:y ,4,,s• a�`k,�t[ ri•.v'yl,{Y:`6°`� W-sk r hn�iley L patDOFS O40RiMRGERIREINF.ORCINGT7E90CTS ,�,�NJri�°�.r-wo- '•t4*"7` TO STRUCfUTAE YORH I� Y W,y ��_ z'ck�'li".���'.Y'��n�"'3<�, �"� -, 3 • � ew 'Xef ,+".darn zr.-SHEArRA�yN:GLE..Yalsah,.Yl's moi', _ �a��.o`"• nywk-• �ry.ss INCH. Bi:7 - 3i [,.' F5...[:'F`ra,'°t:x„wx•'?.f:�.,�.dsa Ng1E?,wyda't�i.x�,Y,u"M 't SHEAR ANGLE AREA: .. i ". -. 0 SO, IN., CONCRETE Hsa ,0.00 ..K 1• -.....{ " � -, } STEEL Hsa K -.•' O. t ~ 'yp Ce 3A G c • � Get I [5 . s. 1f '; t.�L - <^ ..... FACTORED FORCES TO A.B. y 1 .' A ..*, SHEAR •• -. "' '11 ai r [ LOAD CASE .. Nx Hx•Hsa Hz Hx4Hz VERT �• s I - i '1•' !' 11.2D+1.6Lr+1.6H+O.SWa - 1344 13.44 0.00 13.44 31.29 2 0.9D+1.OWb+1.61-1 -7.20 -7.20 0.00 ,. 7.20 -9.98 t- ,� 31.2D+1.61r+1.6H+O.SWa 1507 15.07: 0.00- 15.07 •: 34.94 ••T. •- +ar . I r .. 4 0.90+1.OWb+1.6H -5.97 -5.97 0.00 '5.97. `z •7.24 { •' �. . J` 5 1.4Da T .1.93 1.93. 0.00 1.93 --4.98 - I: r:. ... O ti.. O ...�_ � ,1 t .� : _ 6 1.4D� '.- � n - 1.93 1.93 0.00 .' 1.93.-. - 4.98 " `•' D. t ,;s + ' �� Hz • I t . •. .. 7 1.4D.3.84:- 3.84 0.00 .3.84 9.24 :•>i';. .w' �...~� y 1 " t 8 1.41) • 3.84 " 3.84. 1).00 ' - 3.84 .: 9.24 - . •� \ - 91.21)+ 1.6Lr+ 1:6H. 05Wa - 1344 1.9300 11.93 31.29 • �° o, ' -. • 30 0.9D+1.0 Ec+1.6H 007, 31.93 "O.DO ..1.93 2.56 ++ r 1112D+1.6U+1.6H+05Wa -- 15.07 . 3.84 - 0,00 3.84 34,94 - �- - - 12 1.2+0.2SD5 D+fb Eb+fl L+0.2Sa - -0.24 3.84 0.00 3.84 - `5.03 ■` I -' 13!12D+161+16H+O.SW "'a• 12.66 13.44 0.00 13.44 `.36.89 ._ ,�G '- ., 1 0 . . '0.07 0.0.90+1.0h+1.6H •5.99 0.07 -18.69 \•; i r .. " jr,1.2Dil.6lr+1.6H+O.SWc r r+ -1429 15.07 -.0.00 .15.07• 40.54 ^+ 16 0.91)+1.0Wh+1,6H -076 ',-0.24 .0:00 ` 0.24 -15.95 '. 4 � T" ... f••+ " L .. +* ."" __ .. _ A1) STEEL STRENGTH (.ON.) 075 + .} A)TENSIONON BOLT. �Nsa= 43587 Ib'` ,43.59 K 7 CONCRETE a� + 2) BREAKOUT t 0.75 7 EDGE ADJUSTED hef 9,00 '"y�IN 1.SXhef ,13.5 IN '.� ,[ s _• Ga y..• / { - BLOCK B „ 32 IN BLOCK 0 30, x IN "' ti t - -td'' r i J. y r h. A.- 960 SQ, IN ♦ Z7� r r _, Lt I •w -. s«.. f y '-n r. t : �+ :� ,A„�e!, .729 SQ:.IN{{ .�.a r +.^, r f�i •'7 v Sr, ,. F •� i ;, z, AFh r' h ANmOK{~'£rSS r TL %F •�{ Kl Jr-.. w r Z• � r`" ,✓s, wr , Wea,N=r r .. •> .S 1.00 CONCENTRIC CONNECTION-• sy - - + i+ r F{'L , Wed,N:. 0 m,min= 12 IN 1.5 %hef 18 IN ••� L r �~- t' `. r s` • �� WcN= Wed,N=. .090.•.., .r', 7`-7 4 '"f b '' :1.00 CONCRETE LIKELY TO CRACK- .. • 1• ''. ' ; ., + WcP N :. 1.00 . CAST IN PLACE ANCHORS - ( Nb = 32400 "Ib- .� ._+ +kc 24% FOR CIP". '"y'+T' '� { •.,h A',+(bNrbg= j•,, 21600 -Ib."* f 21.60 K ` 1.1 `, iw' �. •a py,`- F r t A . 1 • '�• \ c'.Ti i\f: -. \.. . ` 3) CONCRETE PULLOUT •.,: _ 2 f .T ', �ti:,0.70 �. . •. . 1 -� A t,r ., Wc,P= .. NP: 1.00 CONCRETE UKELYTO CRACK r `Y -;�-. �4 1 v"•. .,1+. 1 • .� •.. . .. _ eh= 3.000 `f ,. ' ti • , -,+ FOR L -BOLTS Np = 5062.50 t.. "1' 4 F ¢Npn= - FOR HEADED BOLTS Np- 18220.00 •.Z- ,r,� r+„ r 38262 Ib + .• r t ' �38.26ti K � 150348 5 C :.' r.. '4 rj i •. � .. • d'Or " RF 1503/4 4,e'4 'p4 � � 3 � � M . �a RF � ��.,� %j + •. rL" • a . - �r-. t p•tf 4) CONCRETE SIDE -FACE BLOWOUT HI H2 FOR L-BOLTSoNsb= N/A HOR HEADED BOLTS: bVcbg= 27.23 0.4 hef = 4.80 IN BREKOUT FOR FULL GROUP OVcbg= 17.36 m,min= 12 IN EMBEDMENT STRENGTH - BLOWOUT: 4,Vsb= N/A 4,Nsb = N/A B) SHEAR ON BOLT GROUP OVCPR= 40.32 40.32 55€ISMIC 1) STEEL SHEAR GOVERNING OVnx- 4,= 0.65 4.Nsa = 22665 Ib = 22.67 K 2) BREAKOUT FOR ANCHORS NEAREST EDGE Wec,N= 1.00 CONCENTRIC CONNECTION Wc,V= 1.25 CONCRETE LIKELY TO CRACK HI DIRECTION c„= 13.50 - 1.SXq,= 18.00 GOVERNS: 13.50 A. = 657.00 SQ. IN. A- = 648.00 50, IN. u+v4- Wed,V = 1.00 HI SINGLE ANCHOR SHEAR STRENGTH le= 6.00 IN Vb= 19098 Ib = 19.10 K 4,Vcbg= 18.15 K , GROUP 4)Vcbg = 27.23 K 3) BREAKOUT FOR ANCHOR GROUP HI DIRECTION c'„= 17.00 _ q, = 13.50 1.5Xc'„= 25.50 GOVERNS: 13.50 A� = 748.00 SCL IN. A_ = 1300.50 SQ, IN. Ah¢-nAVm pK Wed,V = 1.00 HI SINGLE ANCHOR SHEAR STRENGTH ' le= 6.00 IN Vb= 32203 Ib = 32.20 K GROUP 4,Vcbg = 17.36 K 4) BLOWOUT FOR ANCHOR GROUP FOR L -BOLTS 4,Nsb = N/A , HOR HEADED BOLTS: 0.4 hef = 4.80 IN m,mIn= 12 IN ' oNsb = N/A 51 PRYOUT STRENGTH FOR GROUP 0.70 kcp = 2.00 Ncbg= 28800 LB SEE TENSION ABOVE ,oVcpg= 40320 Ib = 40.32 K TENSION SUMMARY: STEEL STRENGTH 4,Nsa= 43.59 EMBEDMENT STRENGTH - BREAKOUT: 4,Ncbg = 21.60 EMBEDMENT STRENGTH - PULLOUT: 4,Npn= 38.26 EMBEDMENT STRENGTH - BLOWOUT: Nsb= NASEISMIC ,;Tz'�+w GOVERNING obNn = 21.60 16.20 ,ST E15M�C� Q INTERACTION 0.2 4tNn = 4.32 3.24 ^ 0.24,Vnx= 3.47 2.60 n_7 AVnv= ifR 779 .11 SHEET k�7 OF_ Date: 5/17/16 JOB NO: 150346 4, = 0.75 H2 DIRECTION C„= 12.00 1.5 Xc,= 20.25 GOVERNS: 12.00 732.25 50, IN. A- = 648.00 SO, IN. A„ - n AVm? ZioLc W-4 OK '`' '"� Wed,V = 0.88 H2 SINGLE ANCHOR SHEAR STRENGTH le= 6.00 IN Vb= 22789 Ib = 22.79 K .tVcbg= 21.19 K GROUP 4,Vfbg= 63.57 K H2 DIRECTION c'„ = 18.50 S, = 12.00 1.5Xc'„= 27.75 GOVERNS: 12.00 Ate= 827.88 SQ IN. A_ = 1540.13 SQ. IN. A„ c= n A V w MO Wed,V = 1.00 H2 SINGLE ANCHOR SHEAR STRENGTH l e = 6.00 IN Vb = 365571 Ib = 36.56 K GROUP 4,Vcbg= 18.42 K BUTTE COUNTY BUILDING DIVISION APPROVED •OVER SHEARSUMMARY: HI H2 STEEL STRENGTH (ON. 22.67 22.67 BREAKOUT FOR ANCHORS NEAREST EDGE bVcbg= 27.23 63.57 BREKOUT FOR FULL GROUP OVcbg= 17.36 18.42 EMBEDMENT STRENGTH - BLOWOUT: 4,Vsb= N/A N/A EMBEDMENT STRENGTH - PRYOUT OVCPR= 40.32 40.32 55€ISMIC GOVERNING OVnx- 17.36 13.02 GOVERNING oVny- 18.42 13.82 (e/ sureER Date: 5/9/2016 BUMF Mnaufam-Ing_ 16-010666-01 Calculations Package Time: 05:13 PM Page: 53 of 76 Fig Width in. 61 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB> Weight (p) Fig Fy (ksi) 62 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + E> + EG- + EB> 5.00 0.2500 63 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> 55.00 55.00 64 System Derived 1.000 .6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> 0.2500 0.1345 65 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ 55.00 SS 66 Special 1.000 0.6 D + 0.6 CU + i.75 EB> + 0.7 EG- D + CU + EB> + EG - 0.1345 12.00 67 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB + CG + E> + EG+ + <EB BP KN 68 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG++ <EB 31.00 18.00 69 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB SS 3P 70 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 26.00 25.00 " 71 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + E> + EG- + <EB 3P 4 72 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB 25.00 520.5 73 System Derived 1.000 0.6D+0.6CU+0.273<E+0.7EG- +0.91<EB D + CU + <E + EG- + <EB 5 5.00 74 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB 3689 55.00 75 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ + CG + <EB + EG+ 1 8.00 1 0.3750 76 1 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- + CU + <EB + EG - 55.00 Frame Memher Sizes I KN I 3P 9.17 -14.14 Mem. No. Fig Width in. Fig Thk in. Web Thk in. Depth in.) _ Depth2 in. Length ft Weight (p) Fig Fy (ksi) Web Fy (ksi) Splice It.I Codes ]t.2 Shape 10001 5.00 0.2500 0.1345 12.00 12.00 10.70 162.9 55.00 55.00 SS SS 3P 10002 5.00 0.2500 0.1345 12.00 12.00 10.70 162.9 55.00 55.00 SS SS 3P 1 8.00 0.3750 0.1345 12.00 23.00 18.35 552.4 55.00 55.00 BP KN 3P 2 5.00 0.3750 0.1875 31.00 18.00 13.92 368.9 55.00 55.00 KN SS 3P 3 5.00 0.3125 0,1345 18.00 26.00 25.00 " 520.5 55.00 55.00 SS SP 3P 4 5.00 0.3125 0.1345 26.00 18.00 25.00 520.5 55.00 55.00 SP SS 3P 5 5.00 0.3750 0.1875 18.00 31.00 13.92 3689 55.00 55.00 SS KN 3P 6 1 8.00 1 0.3750 1 0.1345 1 12.00 1 23.00 18.35 552.4 55.00 1 55.00 1 BP I KN I 3P I ural rramc W tagnt = Jtvy.v tp) tmcmrres an plates) Boundary itionSummary umma Member X -Loc Y -Loc I Supp. X I Supp. Y Moment Dis lacement X in. Dis lacement Y in. Dis lacement Z rad. 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 6 79/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 10001 79/0/0 19/0/0 Yes Yes Yes 0/0/0 0/0/0 0.0000 10002 0/0/0 19/0/0 Yes Yes Yes 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (ps• onerete Reartinns _ I Infortnrej I n.,I T-- e♦ V- {3...- Ce..ti..... A � Type X -Loc Grid -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) I Anchor RodQty/Diam. (in.) Column Base Elev. xterior Column 0/0/0 4-B 9 X 13 0.375 50 100'-0" Exterior Column 79/0/0 4-A 9 X 13 0.375 4-0.750 100'-0" /��q . OUN Su C Al �I"VIS N Load Type Desc. Hx Hz IllyHX Hz V D Frm 1.49 3A6 -1.49 3.76• CG Frm IAS 3.27 -1.48 3.27 L> Frm 5.42 14.74 -5.42 14.74 <L Frm 5.42 14.74 -5.42 14.74 ASL^ Frm 6.72 10.43 -6.72 10.43 ^ASL Frm -1.30 4.31 1.30 4.31 Wl> Frm 6.69 22.61 -8.35 10.59 <WI Frm 8.35 10.59 -6.69 22.61 W2> Frm -5.10 -19.96 6.94 -6.60 <W2 Frm -6.94 -6.60 5.10 - -19.96 W3> Frm -9.17 -14.14 7.88 -23.49 <W3 Frm -7.88 -23.49 9.17 -14.14 W4> Frm -8.06 -22.16 8.99 -15.48 <W4 Fmr -8.99 -15.48 8.06 -22.16 W5> Frm -7.98 -17.61 7.98 -17.61 <W6 Frtn 4.30 9.49 4.30 9.49 MW Fmn - MW Frm 1.97 0.96 5.30 -0.96 MW Frm - MW Frm -5.30 -0:96 • -1.97 0.96 File: 16-010666-01 Version: 2016.1 Butler Manufacturing, a division of BlueScdpe Buildings North America, Inc. BUTLER Date: 5/9/2016 16-010666-01 Calculations Package Time: 05:13 PM Page: 54 of 76 Horizontal Load Reaction CU Frm - - - - CG 0.0 0.0 6.5 6.5 L> L Frm 5.42 29.5 14.74 -5.42 0.0 14.74 29.5 ASL^ 0.0 0.0 F> Frm -1.25 0.0 -0'.67 -1.25 8.6 0.67 1.7 1.7 33.2 33.2 EG+ Frm 0.39 33.2 0.88 -0.39 1.8 0.88 26.6 26.6 <W2 1.8 <E Fnn 1.25 W3> 0.67 1.25 37.6 -0.67 <W3 1.3 1.3 37.6 EG- Frm -0.39 - -0.88 0.39 <W4 -0.88 0.9 37.6 "37.6 W5> MWB Brc 0.17 -6.52 -6.17 -0.17 -6.52 -623 19.0 MW 0.0 0.0 MWB Brc - - - - - MW 0.0 0.0 0.0 0.0 MWB Brc -0.15 0.0 6.20 0.15 0.0 6.20 0.0 0.0 L 0.0 MWB Brc - F> - - 0.0 0.0 EG+ 0.0 0.0 1.8 EB> Brc 0.13 -4.67 -4.54 -0.13 4.67 -4.60 0.0 1.8 1.8 MWB <EB Brc -0.11 12.4 4.58 1 0.11 0.0 4.57 0.0 MWB 0.0 0.0 0.0 12.4 MWB 0.0 0.0 0.0 0.0 EB> 0.0 0.0 0.0 9.1 <EB 0.0 0.0 1 0.0 9.1 Load Type Horizontal Load Reaction Vertical Load Reaction k k D 0.0 0.0 8.0 7.5 CG 0.0 0.0 6.5 6.5 L> 0.0 0.0 29.5 29.5 <L 0.0 0.0 29.5 29.5 ASL^ 0.0 0.0 20.9 20.9 ^ASL 0.0 0.0 8.6 8.6 Wl> 1.7 1.7 33.2 33.2 <Wl 1.7 1.7 33.2 33.2 W2> 1.8 1.8 26.6 26.6 <W2 1.8 1.8 26.6 26.6 W3> 1.3 1.3 37.6 37.6 <W3 1.3 1.3 37.6 37.6 W4> 0.9 0.9 37.6 37.6 <W4 0.9 0.9 37.6 "37.6 W5> 0.0 0.0 35.2 35.2 <W6 0.0 0.0 19.0 19.0 MW 0.0 0.0 0.0 0.0 MW 7.3 7.3 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 7.3 7.3 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 29.5 29.5 F> 2.5 2.5 0.0 0.0 EG+ 0.0 0.0 1.8 1.8 <E 2.5 2.5 0.0 0.0 EG- 0.0 0.0 1.8 1.8 MWB 0.0 0.0 0.0 12.4 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 12.4 MWB 0.0 0.0 0.0 0.0 EB> 0.0 0.0 0.0 9.1 <EB 0.0 0.0 1 0.0 9.1 Maximum Combined Reactions Summary with Factored Loads - Framing Nnte• All --ti- are ha A nn 1 a -A- �--1 -1-;� BUILDING DIVISI[�n� A r% r.. - X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down L om o ad (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Xase (k) (k) W (k) (in -k in -k 0/0/0 4-B 1 4.61 25 1 10.79 32 8.18 65 11.84 26 28.26 31 79/0/0 4-A 1 10.79 31 1 4.61 26 8.18 65 11.84 25 28.26 32 File: 16-010666-01 Version: 2016.1 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. n.._..CRANDALL ENGINEERING Ea 1.64 P"0.*'00'�i 119L(5.4�W -4 MAX NX MIN Hx MAX Ht MIN M MIN H MAX H MAX V MINV SHEET OF_ 5446Merrill Mill Road STEEL BUILDING FOUNDATION DESIGN Date: 42509. JOB NO 150348 Mariposa, 95338 ISOLATED OR TIED PIER FOOTINGS Eh 4654 V13.6.0 MANUFACTURER: BUTLER BUILDING NO: 16-010566 BUILDING LINE: 4B CLIENT: WEIS LOCATION: BUTTE CO, CA JOB NO: 150348 WIND ADJUST 1.000 110.5 f2= 0.20 Seismic Slu 0'54 METAL BUILDING LOAD REACTIONS PER MANUFACTURER Redundancy p = 1.00 (Set to 1.0 If included In mfr's talo) D.= 2.5 FOR ANCHOR DESIGN DEAD LOAD 0 1 1.49 3.76 CRITICAL SERVICE LOADS Hx Fit COLLATERAL LOADS C COA L48 1 3.27 Gravity D 2.97 0.00 2.97 7.03 C 1 Juplift D! 1.49 0.00 1.49 3.76 MATE&WEARTH I H I I N 0.00 0.00 0.00 0.00 UVELOADT L 5.42 1 14= --542--T-0.00 1 5.42 4 L ROOF LOAD Lr Lr 0.00 1 0.00 1 0.00 1 0.00 j SNOW LOADS S S1 52 00 W'0-002-,'N�-2 flt L MAX H. 53 56 .00 - 0:00*,AkS"O MIN W S4 Sc W-4�O. 00 4,11%'j fl -10.00V 1 0.00 MAX V 55 Sd OD'* -%Z, itr 6. 00 0:00.4# 1 000 MINV S6 LOADS W1 6.69 W2 22.63 BUTT E COUNTY DIVISION D • W3-- 5:10 9,AIUILDING -6.60 -2414 .23.49 APPROVED ADJUSTED x 1.00 W4 W5 •9.17 W6 -7.88 W7 -- -8.06 -22.16 W. 8.35 !*,-O'.Ol)i t'iT k3 5 47 MAX H. W8 -8.99 15.48 Wb -9.17 ^r *6.004a-, r*XI,74W44LUV, MIN Hx W9 -7.98 -1761 We r.'A7G!69$.Vt 0.00 ��46!69V A22163--�, MAX Ht 4.34.30 1,41 Wd �W--0-117-�W2 -652 t%�.52:1�i 4�4117ii;f MIN Ht • NJ, 0.96 We WM!'=9i1'/A-0 1;00:OOV,9.17 z�16filN, MU H WT -0.96 W! Zer--O-ISSgP ZXOO-�'�,- 0.15 MIN H W13 1 0.17 1 -6.52 -617 WR tg,16.15§''..+3 22.63 MAX V W14 -0.15 6 7n- Wh -- FV�0.00-1;1�' W7!88P�' 3 7 -49 MINV CRITICAL ASO FORCES TO FOOTING 150348 RF 1/4 Ea 1.64 P"0.*'00'�i 119L(5.4�W -4 MAX NX MIN Hx MAX Ht MIN M MIN H MAX H MAX V MINV -E b -1.64 U'V644? Xs�':255w, Ec tiXt=0.00 -W W�;V673W Ed 67 W�3`.67U, VX -454U Ee T��O.IXX� 4.670 4!544 Ef .,�W11VU �WCF.,Oopg 6.11 N-41. Eg 0.00V" "06,304 4.58 Eh 4654 150348 RF 1/4 ASD FOUNDATION DESIGN MATERIALS CONCRETE WT= 0.15 OVERBURDEN WT= 0.11 BASIC SOIL BEARING = 1.50 ACTIVE SP = 0.03 PASSIVE SP = 0.10 COEF FRICTION = 0.30 K/CF fc- 2500 K/CF KSF K/CF K/CF SLIDING RESISTANCE= 0.00 K/SF FHR sU I_ -m j w`........ . .... -L_ _ _J 1 � j F20 i ce.' ew , SECT, k -N SHEET - OF Date: 5/20/16 JOB NO: 150348 LOADING COMBINATION Rl COMPONENT IN(K) X(FT) WX I Z(FT) I WZ K•FT FOOTING 16.01 3.34 53.39 4.00 64.03 KFOOTING OVERBURDEN 2.48 3.34 8.27 4.00 9.92 FT.L PEDESTAL 2.48 2.21 5.46 4.OD 9.90 Bf = a FOOTING +OVER 20.96 Of = 67.12 FT.INGT= 83.86 2.00. BUILDING 1 22.85 2.21 1 50.39. 4.00 91.40 FT. UPLIFT: 0.83 SUMMARY OF CRITICAL CASES: MAXIMUMUP=Vmin= .-11.84 K SHEET - OF Date: 5/20/16 JOB NO: 150348 LOADING COMBINATION Rl TOTALV= 43.61 K LOAD COMB: D + H + 0.75(0.6Wa) +0.75L + 0.75 Lr STRESS LEVEL= 133% BUTTE COUNTY TOTAL RMx= 117.50 K•FT K.00 175.26 K -FT K2.85 SLIDING = 0.00 1/2 DL= KFOOTING TOTAL R = 16.34 K DIAL BUILDING DIVISION BUILDING Hx= 10.79 Bp =' 3.00 FT.L Dp= 2.75 ET.NCE 5= 0.83 FT.ING Bf = a 8.00 FT.NG Of = 6.67 ' FT.INGT= FT -K 2.00. FT.W F.G.= 2.50 FT.E F.G: 1.50 FT. UPLIFT: 0.83 SUMMARY OF CRITICAL CASES: MAXIMUMUP=Vmin= .-11.84 K E OK TOTAL Rd - 24.724 K 110 UPLIFT FOS= 2.09 FOX OK FRICTION= 13.14 TOTALV= 43.61 K SLIDING X: BUTTE COUNTY TOTAL RMx= 117.50 K•FT TOTAL RMz= 175.26 K -FT 1/2 V = 21.91 E SLIDING = 0.00 1/2 DL= 21.91 TOTAL R = 16.34 K NA BUILDING DIVISION BUILDING Hx= 10.79 KIPS BUILDING Hz= 0.00 KIPS MINIMUM= @ HEIGHT= FT ( HEIGHT= 4.00 FT NA OTM03.17 FT -N OTMz 0.00 FT -K APPROVED • FOOTING OVERTURN AND SOIL BEARING ' 29 D+H+0.750.6Wa +0.75L+0.75 Lr 2.96 ex= -1.64 FTa,= OK 0.83 SUMMARY OF CRITICAL CASES: 0.00 FT e _ FOOTING D/6 E OK e > FOOTING D/6 E NA 110 a <= FOOTING D/6 E OK e> FOOTING D/6 E NA A= 53.36 OK P= 5.09 Ok 0.30OK A= 53.36 1'= 10.01 Sx= 59.32 OK` SP= .2.15 OR 2.26 O Sz= 71.15 SP= 0.00 SP= 2.03 6.95 OK NA OK SP= 0.82 - GOVERNING Mol( SP = 2.15 ALLOW = 2.00 E X O 5.05 GOVERNING MAX SP = 0.82 ALLOW = 2.00 F OK OT. FOS = Mr/Mo = 2.72 MIN = 1.50 E OK NA OTx FOS = Mr/Mo = NA MIN = 1.50 E OK 0.46 COMBINED SP MAX = 2.15 KSF ALLOW = 2.00 ♦ 0.275 = 2.27 E X LATERAL STABILITY 1 D 12.65 , NA Mx 0.38 OK: 6.59 OK Hz FRICTION= 13.14 SLIDING X: FRICTION= 13.14 SLIDING X: PASSIVE SP= 3.19 FSXAREA = 0.00 ACNVESP= 2.66 FS XAREA = 0.00 E SLIDING = 0.00 1/2 V = 21.91 E SLIDING = 0.00 1/2 DL= 21.91 TOTAL R = 16.34 K NA TOTAL R = 15.81 K 0.95 OK I1.51 SLIDING FOS =R/H=1.51 1.50 <- OK SLIDING FOS =R/H= NA MINIMUM= 1.50 EOK 110 COMBINED H.. Hz 3.88 OK NA O APPLIED Hr HZ= 10.79 OK 2.20 OK�c NA TOTAL R = 22.73 ' 29 D+H+0.750.6Wa +0.75L+0.75 Lr 2.96 FOS-- 2.11 E OK NA OK 0.83 SUMMARY OF CRITICAL CASES: 1.65 OK_ NA O 2.29 LOAD CASE LOAD COMB FOS OTx FOS OTz SP/SP- SP FOS SUDEX FOS SUDEZ FOS SUDEXZ 29 DrH+0.750.6Wa +0.75L+0.75Lr 2.72 OK NA of 0.95 OK I1.51 0 NA K 2.11 K 110 0.6D+H+0.6Wb 3.88 OK NA O 0.26 OK 2.20 OK�c NA 3.02 ' 29 D+H+0.750.6Wa +0.75L+0.75 Lr 2.96 OK NA OK 0.83 OKI 1.65 OK_ NA O 2.29 O 110 0.6D+H+0.6Wb 2.90 OK NA Ok 0.30OK 1.65 OK` NA OR 2.26 O 1 D 6.95 OK NA OK 0.51 OK 3.64 OK NA O 5.05 O 128 1.0+0.145DSD+H+0.7 Ed 5.55 OK NA OK 0.46 OK 3.12 OK 2.11 OK 2.50 0 1 D 12.65 OK NA OK 0.38 OK: 6.59 OK NA Ok 9.13 0 128 1.0+0.14SDSD+H+0.7Eb Ed 9.53 OK 9A OK 0.35 OKI 5.39 OK 1.88 OK 2.58 OK 31 D+ H+ 0.750.6Wc+0.75L+0.75 Lr 3.22 OK NA OK 1.00 OKL 1.79 OK NA OI( 2.49 K 116 0.6D+H+O.6Wh 3.85 OK NA OK 0.27 OIC 2.21 ;OK NA OK 3.00 OK 31 D+ H+ 0.750.6Wc+0.75L+0.75 Lr 3.57 OK NA - OK 0.88 OK 1.98 ,OK NA OK 2.76 ;OK 116 0.61)+H+O.6Wh - 2.67 OK NA OK 0.68 OK 1.55 ' OK NA OK 2.09 'OK 1550348 RF ISO 2/4 J LRFD ANCHORAGE DESIGN .SHEET OF • Date: 5/17/16 - JOB NO: 150348 • f•kw� .. �" C.� '+ TA) TENSION ON BOLT ONsa=' .. -' 43587' 4,,=0.75 Ib-'. 43.59 K + ' # MAX .SHEET OF • Date: 5/17/16 - JOB NO: 150348 • - .. : • - A �V EcoUN�. '+ TA) TENSION ON BOLT ONsa=' .. -' 43587' 4,,=0.75 Ib-'. 43.59 K + ' # MAX "2). 4 0.00 :PaT819.16`.,°"t-a rasN"�9!IWNAk 1.4D It - .0.75 EDGE ADJUSTED IN - , ' hef 10:33 ` a f IN * •w EW '4'�V6t92?�,:t -11.68 k-313i57i5 t'"dsi 522'>t 1.2+0.25DS Dap Ed+f1L+0.25x' IN BLOCK D 33- IN ' '2`.09 ! 0.00 t' 2 Ax= 1188 SQ. IN. - `74?98K2F= -11.68 '' '-'t`°'Y cs12i69 I'c iv0:94•z =L2+025D5 D. p EdaflL+0.2Sa 961 SIX I°1 / An - n ANw .,.�s., } .`• ,A-:+�.'.MAX .'�'13.14r2,�i�.a0'00-1i� -" 14.62 .2, :2tWl-is: '. 1.2D+ LOWa+ flt+ 1.6H+ 0.5U 52..- •_ m ?4.38AifA OOd✓.i 0.38' E40=3i3144W -1.21)+ 1.6U. 1.6H+ 0.5Wh 19 F Wc,N = 1.00 4 12.85. AX0OORl . 12.85 ,FS:6°.'22�47 ' ".'.:L2D4 laws+ Ill+L6H+0.5U 52 Wcp,N: - :�1.00. CAST IN PLACE ANCHORS :^,k5d:09 s`E.. ;. `. U:OO i; - .0.09' 'u .:?2:7.1• "_ti '0.91)+1. Ec+1.6H •'• . t - V MIN/MAX' .. .. • Ib MAX D '•�. .::.12.96'::.1' .38.44. b1296x.nd:00 hi'i L2D+LOWc�(11+1.6H+0.5U 54 - " lb ..,kce - MIN W/ D ?-5.21;..L10:00FY :,. ..'S{21':i! -17.16 -0.90+LOWh+1.6H .. +' :. - "` • ." MAX W/ Do JO OOx?. w-:?LL19eK 34.51 -,- 1.21). LOWc+I11+1.6H+0.5U- 0.70 + 5'' I` - �' ,.1 MIN W/ Do :;r'=6:54 d"I.t#'O:Ob - x.6.54 •':s' •20.11 0.9D. 1.OWh+1.6H' 1\31..'`�•}`}`�- - .5+ .,•1 - �- Np ,, 1.. _ eh= 3.000 .- ,� s a' ;- + s°�' ' T '+ T A ANCHOR BOLT DESIGN - AC1318-OS APPENDIX D - +� FOR HEADED BOLTS Np c ` 18220.00 4 - 38262 Ib. _ 38.26 K,. Tc = .2500 - PSI SOC OR ABOVE :'-Y 71 SBOOO ' PSI (A-307 BOLTS) ' . .• SEISMIC RED = 0.75 F i .4 144. f. �b yt"«.+Lr� DIAMETE 0.75' CHESu*�+;OLT FIEAD TYPE`C'"4� k q Y lh �x. �:.,@;,g."r 14A.#-'.��'v s `"1 ROSS pR zEA ," 0 4429x SgiIN> rl�,+�` r ,3,• \5. \� CC - + `�'✓ Xr� EFFEC-n E]Ag5O 33ar, sasw `\•,'cr:lIr Q'.�aa ;� r.,BEARING!�na '01911 � '�a a�+� •.�' � , '4-;j -�' 3�;0 BOLTS - - tr2(y, ROWS OF 2_• BOLTS` 4yS TOTAL ,,,,` :x BOLT HEAD TYPES 0 NONE L -BOLT 1 SQUARE HEAD '2 HEAVYSQUARE 3 HEX HEAD 4_ HEAVY HEX �s B SR."^reE BED�MENTa ryhN'laINCFiE$ta1t'` CONCOE t� 3INCHES y i''+syi`ED EtDIST�iri's14c.rY GAGE'S -° r qq C • �����d���1 ��� �, tri �•- `Sa s,a'ycr- ��Ra� 1 ' �F(TCH ���5�+ �� 5. .iof ce A4ORjLARGE EINFORCING;.nE BOLTS O STR JGTURE'(YrOR N)?' ' , '.,�, Y x "tsfdsr.As a. T. 'e •t ; - /y�\Yr:F7.t( . -.,'w'',' {V / 4 .rs�1.',c*SHEAR ANGLE `'� I>.-0 t INOOiFS,,t�'`.yY, 1 a,T tza �.K_.3•`",,'4udsa SHEAR ANGLE AREA: r +0 SQ. IN: CONCRETE Hsa= h0.00� K -. ..••- -...... STEEL Hsa= 0.00 K 1 4. .;..C83>.. G L '-•C42 i b y; A " * ,� - - 1). STEEL STRENGTH($Nn)" • •.�., - „SIM - $ *'. c i j_- : • - A �V EcoUN�. '+ TA) TENSION ON BOLT ONsa=' .. -' 43587' 4,,=0.75 Ib-'. 43.59 K + ''' i r,k- ar BUILDING DIVISION ' "2). 4 CONCRETE BREAKOUT 1.5Xhef I ,- 35.5 It - .0.75 EDGE ADJUSTED IN - , ' hef 10:33 ` a f IN * •w `• lep��9 `�/' �® ���8 "ROVED BLOCK B 36. IN BLOCK D 33- IN Ax= 1188 SQ. IN. 5 961 SIX I°1 An - n ANw ' r WecgN= �Wed,N: X1.00 CONCENTRIC CONNECTION + ' r • _. .,.In?. ,14 IN, r 15Xhef Wed,N= 0.93 ,...;,. 18: IN F Wc,N = 1.00 CONCRETE LIKELY TO CRACK Wcp,N: - :�1.00. CAST IN PLACE ANCHORS Nb- 39860 Ib 24, FOR CIP .. QNebg25870 lb ..,kce t • . 3) CONCRETE' PULLOUT 0.70 + 5'' •.. + - �' ,.1 _ Wc,P= 1.00• - CONCRETE LIKELYTO CRACK. > -C .5+ .,•1 - �- Np ,, 1.. _ eh= 3.000 .- ,� s a' ;- FOR L-BOLTSNp .5 062.50 s°�' ' T '+ T A ` - - - - - FOR HEADED BOLTS Np c ` 18220.00 - bNpn= - 38262 Ib. _ 38.26 K,. 150348 RF UO3/4 F i .4 144. f. v. �`' 4) CONCRETE SIDE -FACE BLOWOUT FOR L-BOLTSbNsb= N/A HOR HEADED BOLTS: 0.4 hef= 4.80 IN w,.In= 14 IN mNsb= N/A B) SHEAR ON BOLT GROUP Hl q,=. 15.50 ' 1) STEELSHEAR 1.5Xc'„= 28.50 0.65 4,Nsa = 22665 Ib = 22.67 X 2) BREAKOUT FOR ANCHORS NEAREST EDGE SO. IN. 4,V:b= N/A Wec,N= 1.00 CONCENTRIC CONNECTION Wc,V= 1.25 CONCRETE LIKELY TO CRACK HI DIRECTION GOVERNING OVnx= c„= 15.50 Hl SINGLE ANCHOR SHEAR 1.5Xq,= 21.00 le= GOVERNS: 15.50 At= 871.50 SO, IN. Ib = A_ = 882.00 SO. IN. 20.44 " A,,, r- n AVco �a1.00 Wed,V = FOR L-BOLTStNsb= N/A Hl SINGLE ANCHOR SHEAR STRENGTH 0.4 hef = Ie= 6.00 IN o,.In= Vb= 24066 Ib = 24.07 K N/A OVcbg = 22.29 K 4,= 0.70 GROUP OVcbg = 33.44 K " 3) BREAKOUT FOR ANCHOR GROUP Ncbg= " LB HI DIRECTION c'„= 19.00 .mtd. 1.0Wh SHEET *V OF_ Date: 5/17/16 JOB NO: 15034B 4'. 0.75 H2 DIRECTION c„ = 14.00 1.5 X q, - 23.25 GOVERNS: 14.00 AK= 932.25 SO. IN. A-= 882.00 SQ IN. AK e=n AVco S.� Wed,V = 0.88 H2 SINGLE ANCHOR SHEAR STRENGTH le= 6.00 IN Vb= 28036 Ib = 28.04 K 4,Vcbg= 24.47 K GROUP 4,Vcbg= 73.40 K H2 DIRECTION c'„= 20.S0 C., = 14.00 1.5Xc'„= 30.75 GOVERNS: 14.00 A,s= 1019.88 SO, IN. A- = 1891.13 SCL IN. A,t - n AVwgo. �OK Wed,V = 1.00 H2 SINGLE ANCHOR SHEAR STRENGTH le= 6.00 IN Vb= 42643 Ib = 42.64 K GROUPc0Vcbg= 21.56 K . Uii� C®11N�`Y BUILDING DIVISION APPROVE® SHEARSUMMARY: Hl q,=. 15.50 ' STEEL STRENGTH c�Nsa= 22.67 22.67 1.5Xc'„= 28.50 73.40 GOVERNS: 15.50 A� = 931.00 SO. IN. 4,V:b= N/A A,. = 1624.50 so, - 48.29 'IN. A. m n AVw ��.Row GOVERNING OVnx= Wed,V = 1.00 Hl SINGLE ANCHOR SHEAR STRENGTH 16.17 le= 6.00 IN Vb = 38049 Ib = 38.05 K GROUP 4,Vcbg = 20.44 K 4) BLOWOUT FOR ANCHOR GROUP FOR L-BOLTStNsb= N/A HOR HEADED BOLTS: 0.4 hef = 4.80 IN o,.In= 14 IN 4,Nsb = N/A 5) PRYOUT STRENGTH FOR GROUP 4,= 0.70 kcp = 2.00 Ncbg= 34493 LB SEE TENSION ABOVE 4,Vwg = 48290 Ib = 48.29 K TENSION SUMMARY: STEEL STRENGTH ONsa= 43.59 EMBEDMENT STRENGTH - BREAKOUT: 4,Ncbg= 2S.87 EMBEDMENT STRENGTH -PULLOUT: QNpn= 38.26 EMBEDMENT STRENGTH -BLOWOUT: Nsb= N/A SEIA4�E GOVERNING bNn= 25.87 19.40 EEISMI C) INTERACTION 0.24,Nn= 5.17 3.88 0.2 OVnx= 4.09 3.07 0.24,Vny= 4.31 3.23 .mtd. 1.0Wh SHEET *V OF_ Date: 5/17/16 JOB NO: 15034B 4'. 0.75 H2 DIRECTION c„ = 14.00 1.5 X q, - 23.25 GOVERNS: 14.00 AK= 932.25 SO. IN. A-= 882.00 SQ IN. AK e=n AVco S.� Wed,V = 0.88 H2 SINGLE ANCHOR SHEAR STRENGTH le= 6.00 IN Vb= 28036 Ib = 28.04 K 4,Vcbg= 24.47 K GROUP 4,Vcbg= 73.40 K H2 DIRECTION c'„= 20.S0 C., = 14.00 1.5Xc'„= 30.75 GOVERNS: 14.00 A,s= 1019.88 SO, IN. A- = 1891.13 SCL IN. A,t - n AVwgo. �OK Wed,V = 1.00 H2 SINGLE ANCHOR SHEAR STRENGTH le= 6.00 IN Vb= 42643 Ib = 42.64 K GROUPc0Vcbg= 21.56 K . Uii� C®11N�`Y BUILDING DIVISION APPROVE® SHEARSUMMARY: Hl H2 STEEL STRENGTH c�Nsa= 22.67 22.67 BREAKOUT FOR ANCHORS NEAREST EDGE ¢Vcbg = 33.44 73.40 BREKOUT FOR FULL GROUP OVcbg = 20.44 21.56 EMBEDMENT STRENGTH - BLOWOUT: 4,V:b= N/A N/A EMBEDMENT STRENGTH - PRYOUT coVcpR = 46.29 48.29 SEISINIG " GOVERNING OVnx= 20.44 15.33 GOVERNING OVnye ZL56 16.17 15034B a� aurLEsa Date: 5/9/2016 -Buaw Manu„=".ta,_ 16-010666-01 Calculations Package Time: 05:13 PM .w�� Page: 60 of 76 Fig Width in. 61 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG-+ 0.91 EB> D + CU + Fj + EG-+ EB> Weight (p) 62 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + Fj + EG-+ EB> 10001 63 System Derived 1.000 0.6D+0.6CU+0.273<E+0.7EG- +0.91EB> D + CU + <E + EG- + EB> 10.71 64 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG-+ EB> 3P 65 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ 12.00 66 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG - SS 67 System Derived 1.000 1.0 D + 1.0 CG + 0.273 F> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 12.00 68 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG++ 0.273 <EB D + CG + E> + EG+ + <EB BP 69 System Derived 1.000 1.0D+I.0CG+0.273<E+0.7EG++0.91<EB D + CG + <E + EG+ + <EB 0.1875 70 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 55.00 71 System Derived 1.000 0.6 D + 0.6 CU + 0.273 F> + 0.7 EG- + 0.91 <EB D + CU + E> + EG-+ <EB 0.2500 72 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG-+ <EB 55.00 73 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG-+ 0.91 <EB D + CU + <E + E(,_ + <EB 5.00 74 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB 500.0 75 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+ 5 76 Special 1.000 0.6D+0.6CU+1.75 <EB +0.7EG- D +CU+<EB +EG - Frame Memher Sizm Mem. No. Fig Width in. Fig Thk in. Web Thk in. Depth in. Depth2 in. Length ft) Weight (p) Fig Fy (ksi) Web Fy (ksi) Splice 3t.1 Codes A.2 Shape 10001 5.00 0.1875 0.1345 • 12.00 12.00 10.71 137.5 55.00 55.00 SS SS 3P 10002 5.00 0.1875 0.1345 ' 12.00 12.00 10.71 137.5 55.00 55.00 SS SS 3P 1 8.00 0.3750 0.1345 12.00 20.00 18.35 534.8 55.00 55.00 BP KN 3P 2 5.00 0.3125 0.1875 30.00 21.00 13.92 357.3 55.00 55.00 KN SS 3P 3 5.00 0.2500 0.1345 21.00 27.00 25.00 500.0 55.00 55.00 SS SP 3P 4 5.00 0.2500 0.1345 27.00 21.00 25.00 500.0 55.00 55.00 SP SS 3P 5 5.00 0.3125 0.1875 21.00 30.00 13.92 357.3 55.00 55.00 SS KN 3P 6 1 8.00 1 0.3750 1 0.1345 1 12.00 1 20.00 1 18.35 1 534.8 55.00 1 55.00 1 BP KN I 3P i otat rrame weight = suw..s (p) (inctuaes an plates) Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X in. Displacement Y in. Displacement Z tad. 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 6 79/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 10001 79/0/0 19/0/0 Yes Yes Yes 0/0/0 0/0/0 0.0000 10002 0/0/0 19/0/0 Yes Yes Yes 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete�� Type X -Loc Grid] -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Load Type Desc. Exterior Column 0/0/0 5-B 9 X 13 0.375 4-0.750 100'-0" Hx I Hz Vy Exterior Column 79/0/0 5-A 9 X 13 0.375 4-0.750 100'-01, Hx Hz I Vv Bum®V'v Bull -DING COUNT( D Frm 1.28 3.35 -1.28 3.35 CG Fim 1.22 2.78 _1.22 2.78 APPROVED L> Frm 4.46 12.64 -4.46 12.64 <L Frm 4.46 12.64 4.46 12.64 ASL^ Frtn 5.56 8.89 -5.56 8.89 ^ASL Frm -1.10 3.75 1.10 3.75 Wl> Frm 5.51 19.27 -6.93 9.03 <WI Frm 6.93 9.03 -5.51 19.27 W2> Frm 4.19 -17.01 5.76 -5.63 <W2 Frm -5.76 -5.63' 4.19 -17.01 W3> Frm -7.60 -12.05 6.50 -20.02 <W3 Frm -6.50 -20.02 7.60 -12.05 W4> Frm -6.66 -18.88 7.44 -13.19 <W4 Frm -7.44 -13.19 6.66 -18.88 W5> Frm -8.95 -20.36 8.95 -20.36 <W6 Frm 4.15 9.43 -4.15 9.43 MW Frm _ - - - MW Frm 1.70 0.82 4.50 -0.82 MW Frm - - - - NW Frm -4.50 -0.82 -1.70 0.82 File: 16-010666-01 Version: 2016.1 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. T/ BurcEr= - Date: 5/9/2016 au1W, Mnnufnetu,I.g 16-010666-01 Calculations Package Time: 05:13 PM �.� - Page: 61 of 76 Horizontal Load Reaction CU Frm - 0.0 7.1 6.7 CG 0.0 0.0 5.6 5.6 L> L Frm 4.46 25.3 12.64 -4.46 0.0 12.64 25.3 ASL^ 0.0 0.0 E> Frm -1.07 0.0 -0.57 -1.07 7.5 0.57 1.4 1.4 28.3 28.3 EG+ Frm 0.32 28.3 0.75 -0.32 1.6 0.75 22.6 22.6 <W2 1.6 <E Frm1.07 22.6 W3> 0.57 1.07 32.1 -0.57 <W3 1.1 1.1 32.1 EG- Frtn -0.32 0.8 -0.75 0.32 -' <W4 -0.75 0.8 32.1 32.1 W5> MWB Brc -0.14 40.7 6.20 0.14 0.0 6.20 18.9 MW 0.0 0.0 MWB Brc - 6.2 - - 0.0 - 0.0 0.0 0.0 0.0 MWB Brc 0.18 6.52 -6.23 -0.18 6.52 -6.17 0.0 0.0 L 0.0 MWB Brc 25.3 - - - - - EG+ 0.0 0.0 " EB> Brc -0.10 - 4.57 0.10 - 4.58 0.0 1.5 1.5 MWB <EB I Brc 1 0.13 1 4.67 1 4.60 1 -0.13 1 4.67 1 4.54 0.0 MWB 0.0 Snm of Fn.roe wif6 Roorhn..c !`60..4 _ R.e...:.... Load Type Horizontal Load Reaction Vertical Load Reaction k k D 0.0 0.0 7.1 6.7 CG 0.0 0.0 5.6 5.6 L> 0.0 0.0 25.3 25.3 <L 0.0 0.0 25.3 25.3 ASL^ 0.0 0.0 17.8 17.8 ^ASL 0.0 0.0 7.5 7.5 Wl> 1.4 1.4 28.3 28.3 <Wl 1.4 1.4 28.3 28.3 W2> 1.6 1.6 22.6 22.6 <W2 1.6 1.6 22.6 22.6 W3> 1.1 1.1 32.1 32.1 <W3 1.1 1.1 32.1 32.1 W4> 0.8 0.8 32.1 32.1 -' <W4 0.8 0.8 32.1 32.1 W5> 0.0 0.0 40.7 40.7 <W6 0.0 0.0 18.9 18.9 MW 0.0 0.0 0.0 0.0 MW 6.2 6.2 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 6.2 6.2 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 25.3 25.3 E> 2.1 2.1 0.0 0.0 EG+ 0.0 0.0 1.5 1.5 <E 2.1 2.1 0.0 0.0 EG- 0.0 0.0 1.5 1.5 MWB 0.0 0.0 0.0 12.4 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 12.4 MWB 0.0 0.0 0.0 0.0 EB> 0.0 0.0 0.0 9.1 <EB 0.0 0.0 1 0.0 9.1 Maximum Combined Reactions Summary with Factored Loads - Framing hlm.- All -i.... .01--A .... 1- ...de. ... ....1 .-.6. .. BUTTE COUNTY BUILDING DIVISION APPROVED X -Loc Grid Hrz left Load Hrz Right Load Hrz lu Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (I u) Case k k in -k in -k 0/0/0 5-B 4.61 29 8.96 32 8.18 75 10.21 29 24.28 31 79/0!0 5-A 8.96 31 4.61 29 8.18 75 10.21 29 24.28 32 'Y File: 16-010666-01 Version: 2016.1 Butler Manufacturing, a division of BlueScope Buildings North America; Inc. aur -L -IW M ---Wb Date: 5/9/2016 a�fw.�n�fa�w,m, 16-010666-01 Calculations Package Time: 05:13 PM Page: 67 of 76 Frame Memher Ci, - Mem. No. Flg Width in. Flg Thk in. Web Thk in, Depth in. Depth2 in. Length ft) Weight (p) Flg Fy (ksi) Web Fy (ksi) Splice A.I Codes A.2 Shape 10001 5.00 0.1345 0.1345 12.00 12.00 10.71 115.5 55.00 55.00 SS SS 3P 10002 5.00 0.1345 0.1345 12.00 12.00 10.71 115.5 55.00 55.00 SS SS 3P 1 8.00 0.2500 0.1345 22.00 22.00 18.35 473.8 55.00 55.00 BP KN 3P 2 5.00 0.2500 0.1345 25.00 12.00 13.91 228.3 55.00 55.00 KN SS 3P 3 5.00 0.2500 0.1345 12.00 12.00 10.00 145.6 55.00 55.00 SS SP 3P 4 5.00 0.1875 0.1345 12.00 12.00 15.00 '55.00 - 55.00 SP SP 3P 5 5.00 0.1875 0.1345 12.01 12.00 15.00 192.4 55.00 55.00 SP SP 3P 6 5.00 0.2500 0.1345 12.00 12.00 10.00 145.6 55.00 55.00 SP SS 3P 7 5.00 0.2500 0.1345 12.00 25.00 13.91 228.3 55.00 55.00 SS KN 3P 8 1 8.00 1 0.2500 1 0.1345 1 22.00 1 22.00 1 18.35 473.8 55.00 55.00 1 BP I KN I 3P 1 otal Frame Weight = 231 1.3 (p) (includes all plates) Annnd- r-difinn C...n.n- Member X -Loc Y -Loc Supp. X Supp. Y Moment X in. Dis lacement Y in. Di lacement Z rad.1 Vy 0/0/0 0/0/0 Yes Yes No0/0/0 D 0/0/0 0.0000 8 79/0/0 0/0/0 Yes Yes No0/0/0 rDscement 0/0/0 0.0000 10001 79/0/0 19/0/0 Yes Yes Yes0/0/0 L> 0/0/0 0.0000 10002 0/0/0 19/0/0 Yes Yes Yes0/0/0 <L 0/0/0 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Sectioe: 6 Type X -Loc Gridl - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 6-B 9 X 23 0.375 4-0.750 100'-0" Exterior Column 79/0/0 6-A 9 X 23 0.375 4-0.750 100'-0" Load Type Desc. Hx Vy I Hx V D Frm 0.78 2.00 -0.78 2.00 CG Frm 0.69 1.37 -0.69 1.37 L> Firm 2.51 6.24 -2.51 6.24 <L Frm 2.51 6.24 -2.51 6.24 ASL^ Frtn 3.12 4.39 -3.12 4.39 +� COU ^ASL Frm -0.61 1.85 0.61 1.85 U 1y+1 p Wl> Frm 3.14 9.54 -3.84 4.43 S JILDING DIV SION- <W l W2> Frm Frm 3.84 -2.40 4.43 -8.43 -3.14 3.18 9.54 -2.75 - Frm -3.18 -2.75 2.40 -8.43 - APPROVED W> W3> Frm 4.22 -5.93 3.68 -9.90 <W3 Frm -3.68 -9.90 4.22 -5.93 W4> Frm -3.76 -9.34 4.15 -6.50 <W4 Frm 4.15 -0.50 3.76 -9.34 W5> Frm -5.58 -11.18 5.58 -11.18 <W6 Frn1 2.33 4.66 -2.33 4.66 MW Firm - - - - MW Frm 0.79 0.41 2.27 -0.41 MW Frm - - - - MW Frm -2.27 -0.41 -0.79 0.41 CU Frm - - - - L Frm 2.51 6.24 -2.51 6.24 E> Frm -0.53 -0.28 -0.53 0.28 EG+ Fnn 0.18 0.37 -0.18 0.37 <E Frm 0.53 0.28 0.53 -0.28 EG- Firm -0.18 -0.37 0.18 -0.37 File: 16-010666-01 Version: 2016.1 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. + A - BUILDINGDJI�VII/SIO" 11 Pp 0 •!,^.� �9 E® Eb - a - • + ADJUSTED x 1.00 ♦ Wa 3.81 *%Q.'O0 V6 + 3 81 J 644A3=21 MAX Hx _ a. „'Qf'0!53'x4'g O.OD .4^,0:5334c 440;2844 Wb . ....._CRANDALL._ENGINEERING.,..,....,. MINH. .. - SHEET50F_ We ' saga Merrill MITI Road STEEL BUILDING FOUNDATION DESIGN MINH Date: 42509.44 JOB NO: 150340 Wd Mariposa, e5338 ISOLATED OR TIED PIER FOOTINGS �'�'6'° We MANUFACTURER: BUTLER MAXH Wf BUILDING NO: 16-010666 MINH ' We BUILDING UNE: 6B MM V Wh CLIENT: NVBS MINV LOCATION: BUTTE CO, CA - - JOB NO: 150349 " + WIND ADJUST -1.000 fl= 0.5 f2= 0.20 • Seismic ms= 0.54 METAL BUILDING LOAD REACTIONS PER MANUFACTURER Redundancy p= 1.00 (Set to 1.01f included In mfr's talcs( ' Tye 2.5 FORANCHORDESIGN , Hz Ht V DEAD LOAD D 0.78 1 CRITICAL SERVICE LOADS Hx Ha HaiHx V • COLLATERAL LOADS 0.69 L37 Gravity D 1.47 0.00 147 1 3.37 • Co Uplift Do 0.78 0.00 1 0.78 1 2.00 • MATERIA EARTH H - H 0.00 0.00 0.00 0.00 LIVE LOAD L .- - L 0.00 0.00 0.00 0.00 ROOFLOADI Lr 2.51--F--6.24 - U 2.51 0.00 2.516.24 • SNOW LOADS S 51 ♦ S2 Se 0.00 a�%",O:OO.G+'>?t0:00 'J1S °ruO.OD'S'". MAX HM 53 Sb ODD 1,kO.'00>. 3, Z x_+0:00*H l0,OWM MIN Hx • 54 Sc �0�'-:.ti0:00.aii' io?O:OOF" MA%V 55 • Sd 4;WA6.00Tax;>45WO:06:ftj MINV ' S6 COUNTY BUTTE r E. 0.71 1,0:00':.-Q O'.'O)71;'! `'kA0:65'SC - BUILDINGDJI�VII/SIO" 11 Pp 0 •!,^.� �9 E® Eb -0.71 .tea 000'?.A XOJ1:4, 4650�MINNx ti s E. 0.71 1,0:00':.-Q O'.'O)71;'! `'kA0:65'SC - BUILDINGDJI�VII/SIO" 11 Pp 0 •!,^.� �9 E® Eb -0.71 .tea 000'?.A XOJ1:4, 4650�MINNx - • + ADJUSTED x 1.00 ♦ Wa 3.81 *%Q.'O0 V6 + 3 81 J 644A3=21 MAX Hx _ a. „'Qf'0!53'x4'g O.OD .4^,0:5334c 440;2844 Wb -5.58-*` CID0,5T. 'g'_5t584, S.._1.1f1A,ta: MINH. .. - MAX H We !L;>£'i3:1010:4 0.00 ?^;3:141V MAX Ht MINH Wd +%W-31,14 3U 0.00 ¢+7.3:14 MIN HI ®mss We $f-5:58!'A"g:i=-cO.00*+f 5.59 MAXH ti s E. 0.71 1,0:00':.-Q O'.'O)71;'! `'kA0:65'SC - BUILDINGDJI�VII/SIO" 11 Pp 0 •!,^.� �9 E® Eb -0.71 .tea 000'?.A XOJ1:4, 4650�MINNx - • + ADJUSTED x 1.00 ♦ Wa 3.81 *%Q.'O0 V6 + 3 81 J 644A3=21 MAX Hx _ a. „'Qf'0!53'x4'g O.OD .4^,0:5334c 440;2844 Wb -5.58-*` CID0,5T. 'g'_5t584, S.._1.1f1A,ta: MINH. .. - MAX H We !L;>£'i3:1010:4 0.00 ?^;3:141V MAX Ht MINH Wd +%W-31,14 3U 0.00 ¢+7.3:14 MIN HI Eh,LY:,'rrti-0i71<#S We $f-5:58!'A"g:i=-cO.00*+f 5.59 MAXH Wf t14t O.'OdttCW 0.004'14- 0.00 '12+0:OO lx: MINH ' We V(. ,,S3?14'FA +'COO S..r'3 f4= 9.54 MM V Wh ><9.�.t'-5.58"ASN I AOW (n&5'.S8t>ti -11.18 MINV • CRITICAL ASD FORCES TO FOOTING _ Hx MIN/MAX W rst?iiHi':' ? JHxH1[``,. fii �' VaT LOAD CASE LCR LEVEL .3)(WIM F. MIEO:OO.t"!, "?' &O7`r-v"x+�L�,-a10.047',£d' D+H+0.750.6MA +0.75L+0.75Lr 19 133-A • MIN W D •2.47 '- O:OOrm e.'v5';2;47' •:i %.giro'. -0':69', w? Q6D4 H+0.6WL 110 133% E. 0.71 1,0:00':.-Q O'.'O)71;'! `'kA0:65'SC MAX H. • Eb -0.71 .tea 000'?.A XOJ1:4, 4650�MINNx • + Ec �*T,0!53..:2`&, 0.00 MAX Ht _ Ed a. „'Qf'0!53'x4'g O.OD .4^,0:5334c 440;2844 MINH2 Ee '•0f7,V+A;Q�V-O,tp.: * 0.71 sit`-O!6iA MAX H Ef W.t0004'6'J k -O.00SI»°; 000 +;,10!00-4'1 MINH E !F,-- Yl O:72 9',00,0030,X10:711 0.65 MAX V Eh,LY:,'rrti-0i71<#S EE *16,064" 43-0:713X -0.65 MINV • CRITICAL ASD FORCES TO FOOTING _ Hx MIN/MAX W rst?iiHi':' ? JHxH1[``,. fii �' VaT LOAD CASE LCR LEVEL .3)(WIM F. MIEO:OO.t"!, "?' &O7`r-v"x+�L�,-a10.047',£d' D+H+0.750.6MA +0.75L+0.75Lr 19 133-A • MIN W D •2.47 '- O:OOrm e.'v5';2;47' •:i %.giro'. -0':69', w? Q6D4 H+0.6WL 110 133% 150348 RF 1/4 _ t 150348 RF 1/4 ASD FOUNDATION DESIGN MATERIALS CONCRETE WT= OVERBURDEN WT = BASIC SOIL BEARING = ACTIVE SP = PASSIVE SP= COEF FRICTION c 0.15 K/CF Pc= 2500 0.11 K/CF 1.50 KSF 0.03 K/CF 0.10 K/CF 0.30 SLIDING RESISTANCE .= 0.00 K/SF FOOTING OVERTURN AND SOIL BEARING SHEET � OF_ Date: 5/20/16 JOB NO: 150340 LOADING COMBINATION p1 LOAD COMB: D+H+0.75i0.6Wa)+0.75L+0.75 Lr STRESSLEVEL= 133% Hx 5.07 K Hz= 0.00 K �•„�.---•---- V = 10.04 K FOOTING DIMENSION PEDESFAL Bp= 2.50 FT� PEDESTAL Dp=2.50 DISTANCES= 1.50 FT. FOOTING Bf = 5.33 • FT. ' FOOTING Of = 5.83 - FT. FOOTINGT= 2.00 FT. DEPTH BELOW F.G.= 2.50 FT. HEIGHT ABOVE F.G.= 2.00 FT.+ UPLIFT: MAXIMUM UP -VmIn- -5.51 K TOTAL R4 - 15.031 K UPLIFT FOS= 2.73 +- OK BUTTE COUNTY BUILDING DIVISION APPROVED ex= -1.08 FF • COMPONENT Hx ! YI X)FT) WX z(FT) II e � FOOTING D/6 FOOTING a c= FOOTING D/6 F OK 9.32 2.92 1 27.17 2.67 24.84 OK .-.-L- ` ---� OVERBURDEN 8.75 ' 1.37 2.92 FCC N(: . PLAN 5=C71CN FOOTING OVERTURN AND SOIL BEARING SHEET � OF_ Date: 5/20/16 JOB NO: 150340 LOADING COMBINATION p1 LOAD COMB: D+H+0.75i0.6Wa)+0.75L+0.75 Lr STRESSLEVEL= 133% Hx 5.07 K Hz= 0.00 K �•„�.---•---- V = 10.04 K FOOTING DIMENSION PEDESFAL Bp= 2.50 FT� PEDESTAL Dp=2.50 DISTANCES= 1.50 FT. FOOTING Bf = 5.33 • FT. ' FOOTING Of = 5.83 - FT. FOOTINGT= 2.00 FT. DEPTH BELOW F.G.= 2.50 FT. HEIGHT ABOVE F.G.= 2.00 FT.+ UPLIFT: MAXIMUM UP -VmIn- -5.51 K TOTAL R4 - 15.031 K UPLIFT FOS= 2.73 +- OK BUTTE COUNTY BUILDING DIVISION APPROVED ex= -1.08 FF • COMPONENT Hx W(K) X)FT) WX z(FT) I Wz e � FOOTING D/6 FOOTING a c= FOOTING D/6 F OK 9.32 2.92 1 27.17 2.67 24.84 OK A = 31.07 OVERBURDEN 8.75 ' 1.37 2.92 1 3.98 2.67 3.64 SP= 0.00 PEDESTAL 0.61)+H+0.6Wb 2.34 2.75 6.45 2.67 6.25 GOVERNING MAX SP = 1.57 ALLOW = FOOTING +OVER F OK 13.03 ALLOW = 37.60 OTx FOS = Mr/Mo = 2.86 34.73 1.S0 F OK BUILDING MIN = 10.04 2.75 27.62 2.67 26.77 ALLOW = 2.00 + 0.275 TOTAL RMx = 65.22 BUILDING Hx= 5.07 @HEIGHT= 4.50 OTMx = 22.80 K -FT KIPS FT FT -K TOTAL V = Z3.07 K TOTAL RMz = BUILDING Hz= @ HEIGHT = OTMz = 61.49 0.00 4.50 0.00 K -FT KIPS FT FT -K FOOTING OVERTURN AND SOIL BEARING SHEET � OF_ Date: 5/20/16 JOB NO: 150340 LOADING COMBINATION p1 LOAD COMB: D+H+0.75i0.6Wa)+0.75L+0.75 Lr STRESSLEVEL= 133% Hx 5.07 K Hz= 0.00 K �•„�.---•---- V = 10.04 K FOOTING DIMENSION PEDESFAL Bp= 2.50 FT� PEDESTAL Dp=2.50 DISTANCES= 1.50 FT. FOOTING Bf = 5.33 • FT. ' FOOTING Of = 5.83 - FT. FOOTINGT= 2.00 FT. DEPTH BELOW F.G.= 2.50 FT. HEIGHT ABOVE F.G.= 2.00 FT.+ UPLIFT: MAXIMUM UP -VmIn- -5.51 K TOTAL R4 - 15.031 K UPLIFT FOS= 2.73 +- OK BUTTE COUNTY BUILDING DIVISION APPROVED ex= -1.08 FF • LOAD COMB Hx ez= 0.00 FT 6.92 PASSIVE SP= e - FOOTING D/6 F OK e � FOOTING D/6 FNA a c= FOOTING D/6 F OK e > FOOTING D/6 F NA A = 31.07 1' = 5.51 OK A = 31.07 I'= 8.75 ' Sx = 30.19 SP = 1.57 NA Sz = 27.60 SP= 0.00 SP= 1.57 0.61)+H+0.6Wb 2.23 0 SP= 0.74 0.30 GOVERNING MAX SP = 1.57 ALLOW = 2.00 F OK GOVERNING KW SP = 0.74 ALLOW = 2.00 F OK OTx FOS = Mr/Mo = 2.86 MIN = 1.S0 F OK OTx FOS = Mr/MD = NA MIN = 1.50 E OK COMBINED SP MAX = 1.97 1.57 KSF ALLOW = 2.00 + 0.275 2.27 F OK • LATERAL STABILITY LOAD COMB Hx FRICTION = 6.92 PASSIVE SP= 2.13 SLIDING= 0.00 TOTAL R = 9.05 K SLIDING FOS = R/H = 1.79 SUMMARY OF CRITICAL CASES: Hz SLIDING X: FRICTION = - 6.92 FS AREA= 0.00 ACTIVE SP= 2.33 1/2 V = 11.54 F SLIDING = 0.00 TOTALR = 9.25 K 1.50 FOK SLIDING FOS= R/H= NA COMBINED Hx+ Hz APPLIED HxC HZ = 5.07 TOTAL R = 12.94 FOS-- 2.55 F OK SLIDING X: FS X AREA - 0.00 E 1/20L= 11.54 MINIMUM= 1.50 FOK LOAD CASE LOAD COMB FOS OTx FOS OTz SP/Sp-. SP FOS SLIDE FOSFOS SLIDE Z SUDE)C2 29 10+H+ 0.750.6Wa+0.75L+ 0.75 Lr 2.86 OK NA 0.69 1.79 K NA 2.55 K 110 0.61)+H+0.6Wb 2.23 0 NA 0.30 1.88 K NAR 2.71 K 29 0+H+0.750.6Wa +0.75L+0.75 Lr 3.12 O NA 0.62 1.97 K NA2.82 dK330 0.6D+H+0.6Wb 173 0NA OK 0.37 JOK 152 K NA 2.20 01 0 7.08 Ok NA OK 0.44 443 NA 6.34 01 D 7.08 0)2. NA Ok 0.44 4.43 NA 6.34 0 1 0 12.28 OK NA OK 0.35 OK 7.83 O NA11.21 O 1 D 12.28 OK NA OK- 0.35 OK 7.83 0 NA11.21 31 D+H+0:750.6Wc s0.75L+0.75 Lr 3.34 OK NA OK 0.71 OKI 2.04 O NA 2.92 K110 O.6H+0.6Wb 2.23 OK NA OK 0.30 OK 1.88 0 NA 2.71 K 31 O+H+ 0.750.6Wc+0.75L+0.75Lr 3.70 OK NA ox, 0.64 Ok 2.29 O NA OK 3.27 K 110 10.6D+H+0.6Wb 1 1.73 OK NA I OK 0.37 1 Ok 1.52 OR I NA OK 2.20 OK 1101411 RFLSO 1/4 V V/E OSI AN MOST G3A08dd`d NOISING JNialine X 9z'8E - q1 ZME =udN4' + 00'OZZ8t =dN 51108 030V3H Vol Zt eMS'0+H9'T+III +OZ'S'strt-09:VTn t+ ti98:9e"-i 'pO�Os:�,�. OS'Z905 = dN 51108-1 Vol - 00 M% ;ZT H9'T+gM0i+06'0 0001 =43 92'Y AN XOVVO 01 A13)11313HONO0 001 =d'3M' OL'0 = 31 3mavo7L ino-nOd 31LAUNO0 (E M LS'LT ql L95LT -BgaNI d13 801 9Z =3)1 ql 509TC =qN _ SVOHONV 30V Id NI 15V0 s 00'T N'd3M M:)tlHJ 01A13MI1313VJN0: 001 58'0 =N'PaM •8T + t NI ={24X SI NI 6 =U1.1. :N'Parh NOU33NN0OOIH1N3:)NO0 001 =N',aM , VZOT =meV , +'NI'bS 006 ='"V - NI OE =a )13019 NI OE =8)7018 ' NI 91 =W4XS'T NI L9'OT =)a4 ousnraV 3903 SL'0 =,p inOAVU8313VONO0 (Z X 6S'EO = C11 LBSEV = esNQ' 11108 NO NOISN31 (V • SCO (uN¢) 1+19143V1513315 (T M 00'0 . =esH1331S , M 00'0 =UH 313V0NO3 'N1 !DS 0 :VRIV 319NV VV3HS X3H AAV3H b aV3H IGH E 311VnDS AAV3H Z aV3H3VVOD5 t 108-1 MON 0 53dA1 atl3H 1108 8DE05T :ON 601' 9T/LT/S :alg0 10�, 133111 A • 3A08V VO.O. JOS ' ��Z ISd OOsz =aJ 0 XION3ddtl SO^BTEU -N91S301109 V0HONV EET 1191-4 0'T+06'0 ' .:.SCT;jt$:C'; TO'0 : 000'::; `�TO'0`TYn* oa MNIW n WT.-H9'T++19'T+OZT ,",090Ti.3{'-'i 989 -r', Ovk W,'. M:9,v,6T. oa M%VW T9T e5Z'0+1A+Q3 T7+OSOSZ'O+Z'T BL:Z T STO 'n000,Tg+ K•y STMIN"I 30 MNIW ZT eM5'0+H9'T+III +art p3{T,>9Z9i.;a 691 1^�OOO g— ;g`69:L',;.i 0 ImXVW XVW NIW LIFM izT H9T+gM01+CSO l �BE16' }''8@:9,zs:Y. �:•i00.�0': ' 88'C- 00 ME Zt eMS'0+H9'T+III +OZ'S'strt-09:VTn t+ ti98:9e"-i 'pO�Os:�,�. 98'9 - 00 M% ;ZT H9'T+gM0i+06'0 on:;y S4'B T�yd X~:ty9ZiV;' �00OQI- 92'Y O MA ZT eMS'O+H9'T++19'T+OZ'iw�*w,".a4Z 9Ti{',+,I�.. 69iL ,•�"..�^.J.00;0:'""y. 691 22 M% 31 3mavo7L yiy"K..;s{•;_ es�THE,!WF3d Z•c+ Rl ,'^'„ XH XVW/NI4 SHOHONV O1 MHOd OIHI N J ~ LID N91S30 39VUGH3Ntl amn 0 4) CONCRETE SIDE -FACE BLOWOUT 9.00 1.5 XC+t= FOR L-BOLTSbNsb= N/A - - HOR HEADED BOLTS: 0.4 hef - 4.60 IN - - M'min - 9 IN Wed,V = 0.84 4,Nsb= N/A 8) SHEAR ON BOLT GROUP le= 6.00 IN 22.67 11 STEEL SHEAR 20.30 K 0.65 QNsa = 22665 Ib =, 22.67 K . . 17.50 - Gt= 2) BREAKOUT FOR ANCHORS NEAREST EDGE i 1.5Xc;t= Wec,N= 1.00 CONCENTRIC CONNECTION Wr,V= 1.25 CONCRETE LIKELY TO CRACK HI DIRECTION 4t= 12.50 ' ! <=n AVw'fwOK 1.5XSt= 13.50 GOVERNING 4iVny= GOVERNS: 12.50 ± !�„ = 418.50 50. IN. Vb= 33634 Ib = - - Aw 364.50 SO IN. 0.43 - !^ f,<<=n AVw+ �OK$�. 0.43 OK Wed,V = 1.00 N HI SINGLE ANCHOR SHEAR STRENGTH 0.00 le= 6.00 IN 0.00 Vb = 12405 Ib = 12.40 K - 4,Vcbg = 13.35 K 1.40 GROUP 4,Vcbg= 20.03 K " 3) BREAKOUT FOR ANCHOR GROUP 0.00 0.75 HI DIRECTION c',t= 14.00 - St - 12.50 OK • 1.5 Xc',t= 21.00 2.06 GOVERNS: 12.50 + A� = 539.00 SO" IN.. 0.00 ' A_ = 882.00 SO, IN. 0.00 0.00 A,,, <= AVwOMW 1.41) N n 0.00 0.00 Wed,V = 1.00 0.00 HI SINGLE ANCHOR SHEAR STRENGTH 0.00 - le= 6.00 IN ' Vb= 24066 Ib = 24.07 K 1.09 GROUP OVcbg= 13.79 K 4) BLOWOUT FOR ANCHOR GROUP 0.00 0.00 FOR L -BOLTS ONsb= N/A 0.00 HOR HEADED BOLTS: 0.4 hef = 4.80 IN ' N .,min= 9 IN 0.00 • 4,Nsb = N/A 5) PRYOUT STRENGTH FOR GROUP 0.48 _ . 0.70 kcp = 2.00 OK ' Ncbg= 23423 LB SEE TENSION ABOVE 0.00 (oVcpg= 32793 Ib = 32.79 K - TENSION SUMMARY: 0.00 0.00 0.00 STRENGTH bNsa = 43.59DM 2_21)+1.61.r+1.6H+O.5Wa N ENT 5T1iENGTH-BREAKOUT: F 4,Ncbg= 17.57 2.49 11.00 DMENT STRENGTH -PULLOUT: ONpn= 3826 0.00 0.43 DMENT STRENGTH - BLOWOUT: Nsb= • N/A SEISMIC `. 0.00 GOVERNING oNn= 17.57 13.18 0.00 SEISMIC a C) INTERACTION 0.24,Nn= 3.51 2.64 0.00 0.2 bVnx= 2.76 2.07 - N 0.24,Vny= 3.22 2.42 SHEET �OF_ Date: 5/17/16 10B NO: 1SOMB 4• = 0.75 H2 DIRECTION c„ = 9.00 1.5 XC+t= 18.75 GOVERNS: 9.00 Ar,=, 546.25 SO, IN. Nu 0.2 Nn A-= 364.50 SQ. IN. Vuy/$Vnv 74. r- n AVw,.3A'�',f`.:OK,'T y I Wed,V = 0.84 HI H2 SINGLE ANCHOR SHEAR STRENGTH 7.69 le= 6.00 IN 22.67 Vb= 20304 Ib 20.30 K (OV bg = 24.08 K 20.03 GROUP 4,Vcbg= 72.23 K 0.00 H2 DIRECTION c',t= 17.50 - Gt= 9.00 i 1.5Xc;t= 26.25 GOVERNS: 9.00 + A� = 704.38 SO, IN. 32.79 Ax„ = 1378.13 SQ, IN. 0.00 ' ! <=n AVw'fwOK L3"79 Wed,V = 1.00 GOVERNING 4iVny= H2 SINGLE ANCHOR SHEAR STRENGTH 12.09 le= 6.00 IN 0.00 Vb= 33634 Ib = 33.63 K GROUP 4,Vcbg= 16.12 K 0.43 BUTTE COUNTY SEISMIC Vx V BUILDING DIVISION V 0.2 Vnz /0.2 Vn Nu 0.2 Nn \PPROVED APPROVED Vuy/$Vnv Nu/ Nn I SHEAR SUMMARY: HI H2 7.69 STEEL STRENGTH ONsa= 22.67 22.67 0.00 BREAKOUT FOR ANCHORS NEAREST EDGE 4,Vcbg=, 20.03 72.23 0.00 BREKOUT FOR FULL GROUP 4,Vcbg= 13.79 16.12 N EMBEDMENT STRENGTH - BLOWOUT: 4,Vsb= N/A N/A 1.54 EMBEDMENT STRENGTH - PAYOUT 4)Vcpg 32.79 32.79SEISMIC-. 0.00 GOVERNING 4oVnx a L3"79 10.34 GOVERNING 4iVny= 16.12 12.09 0.00 0.00 2.49 0.00 LOAD CASE SEISMIC Vx V Nu V 0.2 Vnz /0.2 Vn Nu 0.2 Nn Vu Vnx Vuy/$Vnv Nu/ Nn I <3.21 1.2D+ 1.6Lr+ 1.6H+ O.SWa N 7.69 0.00 0.00 2.79 0.00 0.00 0.48 0.00 0.00 0.48 OK 0.91)+1.OWb+1.6H N -0.26 0.00 8.15 1.54 0.00 2.32 0.26 0.00 0.46 0.73 OK 121)+1.61r+1.6H+O.SWa N 6.86 0.00 0.00 2.49 0.00 0.00 0.43 0.00 0.00 0.43 OK 0.90+1.OVy6+1.6H N -4.88 0.00 9.38 1.77 0.00 2.67 0.30 0.00 0.53 0.84 OK 1.40 N 2.06 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 OK 1.41) N 2.06 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 OK 1.41) N 1.09 0.00 0.00 0.40 0.00 O.OD 0.00 0.00 0.00 0.00 OK 1.41) N 1 1.09 0.00 1 0.00 0.40 0.00 0.00 0.00 0.00 0.00 0.00 OK 12D+1.6Lr+1.6H+0.5Wa N 7.69 0.00 0.00 2.79 0.00 0.00 0.48 0.00 0.00 0.48 OK 1.2+0.25DSD+ O, Eb+f1 L+0.2Sa Y 0.15 0.00 0.00 0.07 '0.00 0.00 0.00 0.00 0.00 0.00 OK 2_21)+1.61.r+1.6H+O.5Wa N 6.86 0.00 0.00 2.49 11.00 0.110 0.43 0.00 0.00 0.43 OK 0.91)+1.0 Eb+1.6H Y . -0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.OD 0.00 OK 1.21)+1.6Lr+1.6H+0.5Wc N 7.35 0.00 0.00 2.67 0.00 0.00 0.46 0.00 0.00 0.46 OK 0.91)+1.OWb+1.6H N -0.26 - 0.00 8.15 1.54 O.OD 2.32 0.26 0.00 0.46 0.73 OK 1.21)+1.6Lr+1.6H+0.5Wc N 6.52 0.00 0.00 2.37 0.00 0.00 0.40 0.00 0.00 0.40 OK 0.91)+1.OWb+-1.6H -N -0 .88 0.00 9.38 1.77 0.00 2.67 0.30 .0.00 0.53 0.84 OK • sso34 . RF 60 /4 s CRANDALL ENGINEERING SHEET_ OF 5448 Merrill Mill Road JOB NO. I 5k* -:0514- Marlposa. CA 95336 Phone: 209-966-4844 ' DATE-- 4- Oz ATE,2 BUTTE COUNTY &UILDING DIVISION 1 APPROVED IL ,r- I e.I.'II QtL 1JJ 12 CRANDALL ENGINEERING • • I 5448 Merrill Mill Road Mariposa, CA 95338 Phone: 209-966-4844 SHEET _ate OF' -10 JOB NO.1%�✓ iR DATE: �- — ....... e, BUTTE COUNTY-- 6 e Iz1 1�41;K lao ,03;nj .,76mb, Butte County Department of Development Services TTF° PERM IT CENT'.' R FORM NO . yY► ° 7 County Center Drive, Oroville, CA 95965 Main Phone (530)538-7601 Permit Center Phone (530)538-6861 Fax (530)53&7785 �outlt't [ACCESSIBILTYUPGRADE WORK Job Address 37 Speedwvav Ave Date 6/08/16 Project Name Snicukers Natural foods inc loading dock cover Permit Number B lie— t22.o Applicant North Vallee Building Systems owner Smcukers Natural Foods inc.. 1. Construction Cost: $ 174.468.00 a. Groundfloor$ salve b. Basement $ na c. Other floors ( ) $ na 2. Construction Cost on the same path of travel during the previous three years: $ na 3. Total Construction Cost (add amounts in 1 and 2 above): $ 174.468.00 4. Current Valuation Threshold (Effective January 2012): $ 150,244.00 SELECT YOUR APPLICABLE ACCESSIBILITY UPGRADE COMPLIANCE OBLIGATION ❑ This alteration consists solely of accessibility upgrades and i t&Vt�fis , 'ic scp of work ❑ The existing primary entrance, route of travel, at leafc&s 2 fp�e�cl �(Pblea)3 iiN%Fpublic phones or drinking fountains (if any), parking, storage and alarms that serve a area o a teration current y comply with all accessibility provisions as for new buildings. II II QQ Q The total Construction Cost (item 3 above) exceeds the current �a //�� kRonlAs2flo0l�and the alteration occurs on the ground floor. I will upgrade the existing primary entrance, route of travel, at least one restroom for each sex (as applicable), public phones or drinking fountains (if any), parking, storage and alarms that serlWo1mvIon to comply with all accessibility provisions as for new buildings. ((��((���� ' II (� (�0 1p ❑ The total Construction Cost (item 3 above) does not exPeee9 th'e-WLTWUQdif`Ttir9RPd (Item 4 above) 01 the alteration occurs on a floor other than the ground floor. I will upgrade the existing primary entrance, route of travel, at least one restroom for each sex (as applicable), public phones or drinking fountains Qf any), parking, storage and alarms that serve the area of alteration, as applicable, to'comply with all accessibllity provisions as for new buildings. ❑ The total Construction Cost (item 3 above) does not exceed the Current Valuation Threshold (item 4 above) gr the alteration occurs on a floor other than the ground floor and providing compliance with all accessibility provisions as for new buildings would create an unreasonable hardship. I will provide accessibility to the maximum extent feasible without incurring disproportionate costs (i.e. 20 percent of the amount in Item 1 $ 1. In choosing which accessible elements to provide, priority will be given to those elements that will provide the greatest access in the order provided in the Cost Table. (Please complete the Cost Table) Signed North Vallee Building Systems ��• y Date - 6/8/16 (OWNER OR APPLICANT) Building Division Plan Approval Cost Table Date Step A. Select the compliance status applicable to each category. If "Existing f=ull" is selected go to Step C. Otherwise, go to Step B. Step B. Select the individual elements in this category that are non -complying. Describe the upgrades necessary for full compliance of each selected individual element and provide their costs. Step C. Go to the next category (2, 3, 4, 5 then 6) and perform Step A. Repeat until all 6 categories have been completed in order. ( S PWIN .:,ri.e.01 4 t� :.:; K:NNEW WEBSITE�Bi ldinPuilding Forms & Documents\201412014 Fomes - Complefed\DRCOP,C- 01 AccessibiltY_ PPS U de_Worksheet_l 1.26.12 _ rev'd_ 3.7.2014_AKM,doc ° �, �`"✓ '�� ` PERMIT(I Page 1 of3 r, BUTPR COUNTY DIV96OPMENT OFAVICES co5VAED FOR DATE �� ��Z� [[�--- -B�r _-� VV ,. . • !r NOTE: If providing an individual element is unfeasible or the costs of an individual element cause the total costs to exceed the disproportionate costs for this project, note it as such and skip to the next individual element selected. Your total costs should be approximately equal to or greater than the disproportionate costs unless full compliance for each category is achieved prior to exceeding disproportionate costs. Disproportionate Costs for this project $ (Amount from Accessibilitv Unarade Worksha_et CATEGORY COSTS 1• PRIMARY ENTRANCE TO ALTERED AREA Compliance Status: Existing Full ❑ Upgrade Full ❑ Upgrade Partial ❑ ❑ ,, ❑ ❑ ❑ ❑ ❑ ❑ ❑ DOOR ' A. Change of door B. Threshold C. Hardware $ D.Kick plate E. Strike -side clearance F. Other SIGNS AND IDENTIFICATION A. Sign at building entrance B. Sign in building lobby C. Other Subtotal 2. ROUTE TO THE ALTERED AREA Compliance Status: ❑ F_cisting Full ❑ Upgrade Full ❑ Upgrade Partial ❑ ❑ ❑, El' ❑ ❑' ❑ ❑ ❑ ❑ - CHANGE OF ELEVATIONS) A. Ramps/Curb Ramps B. Lifts C. Elevators DOORS A. Change of door B. Threshold C. Hardware D. Kick plate E. Strike -side clearance F. Signs and identification (Braille) G. Other $ - - - Subtotal BUTTE COUNTY BUILDING DIVISION APPROVED K:WEW_WEBSITE1Building\Building Forms & Documents\2014\2014 Forms - Comp1eted\DPC1DPC- 01 Accessibilty_Upgrade_Worl:sheet_11.26.12_rev'd_3.7.2014_AKMdoe Page 2 of 3 1 /i CATEGORY 3.TROOMS SERVING ALTERED AREA N N. COSTS Co Status: ❑ Existing Full ❑ Upgrade Full Upgrade Partial ❑ A. Enlarge%pom $ E] B. Enlarge doorC� ❑ C. Strike side clear y1 [I D. Door symbols__- ----_-_ ❑ E. Signs and identification _ E] F. Replacement or relocation o% (specify) 2. - 3. / 4. ❑ G. Replacement or relocation of accessories (specify) 1. 2. / - 3 - 4. ❑ H. Grab bars (bars and backing) L Other Subtotal 1111 ICftl EPHONES o app ting Full ❑ Upgrade Full ❑ Upgrade Partial ❑ IIIIIIIIIIIIIIB1111111 A. Retrofit/Add � $ 1�111J11611JJJ1J Subtotall 5. �J�J�IKING FOUNTAINS ""ddPfi¢d1i tatus: ❑ Existing Full ❑ Upgrade Full ❑ Upgrade Partial ❑A. Replace drinking/ IQUAi $ B. Relocate existing drinking ❑ C. Provide alcove A/J ❑ D. Add wing walls and/or floor treatment i ❑ E. Other AFVKUVtu Subtotal �OIJI®II�►e,. 6. PARKING, STORAGE, ALARMS Compliance Status: ❑ Existing Full ❑ Upgrade Full Upgrade Partial ❑ A. Replace curb ramps $ ❑ B. Re -slope parking space & loadinglunloading aisle C. Paint the border of loading/unloading aisle blue 5 D. Other Subtotal $ 750.22 TOTAL S 750.00 KANEW WEBSIMBudding\Building Forms & Documents12014\2014 Forms - CompletedOPOWC- 01_Accessibilty_Upgrade Worlshect_11.26.12 redd 3.7.2014 AKM.doe Page 3 of 3 BlueScope Buildings North America, Inc 1540 Genessee Street R IVV EA) Kansas City, P.O. Box 419917 64102 FOR CODE' COMPLIACity, MO 64141-6917 e ephone 816 968 3000 www.bluescopesteel.com AUG 1.8 2016 INTERWEST CONSULTINGg59P1316 �f l! • 12-2 Jessica Hopper BUTTE NORTH VALLEY BUILDING SYSTEMS, INC. COUNTY 30 Seville Court Chico, California 95928 AUG 0 4 2016 Subject: Field work to remove canopy DEVELOPMENT sERvrcEs Smuckers 37 Speedway Ave. Y Chico, California 95928 R1,7 kin O To whom it may concern: , «,►6 J iN T ERWEST -GQNSULTINO MQUP This letter regards to the BMC project for the order 16-010666-01 is to state that field work is acceptable to remove the canopy at grid B and to perform the required adjustments. Also is important to state that the wind enclosure of this building is now being considered as "Enclosed" due to the presence of a self-supporting firewall at grid B. The safety of the BMC structure is not being affected by these changes and No reinforcement is needed to meet the design requirements. Cordially Yours, Jeremy Welschmeyer, PE ' PERMIT-- BUTt E COUNTY DEVELOPMENT SERVICES REVIEWED FOR COLE C0MPIJAN S �i� cow M h " June 2,'2016 PERMIT # • ' ' BUTTE COUNTY OEVELOPMEN7 SERVICES ' North Valley Building Systems REVIEWED iaOl ` 30 Seville Court 0001 OOMPLIARICE Chico, CA 95928 n , Attn: Bret Wood DATE _Vj tk Additional structure based on Streamline's Soils Report ' ' ' BUTT Owner: SmuckerNatural Foods, Inc.. - COUNT Y Location: `37 Speedway, Chico, CA ' Streamline Job No. 23$0 AUG 04 2016 • DEVELOPMENT' To Whom It May Concern: ` ' " . SERVICES Per'this letter we are approving the construction—of a new 7,893 SF loading dock cover . _ located at 37 Speedway, Chico. The building is, located per site plan dated 5/22/ 15 and s. ' prepared by Crandall Engineering with a foundation "design based on'our soils report ' dated May 20, 2016. We are not the foundation designers for this project: ' It was not in the scope of our work to make an additional site visit or foundation y inspection; ,therefore, it is the owner's responsibility to verify that the soil conditions at the new site are in conformance with our original report: If any new,soil conditions are encountered, Streamline Engineering shall be notified immediately; and modifications to, the original report may be required: .r ' ' These, findings are based on my professional opinion and are not intended as a , ` warranty of any kind: Please contact me ftii�' a &D ons at530-892-1100. FOR CODE COMPLIANCE.' • x. . •Sincerely, � _ . • .- . ' AUG. 1.8 2016 Jeff Richelieu, . PE " President INTERWEST Streamline Engineering;. Inc. .CONSULTING GROUP ` �OVESSIp�y,, • cn 53 0 m 08jP UG INTE'Rw EST .OFN+TN� • Page. 1 of 1 • . t ~ 60 Independence Cir., Ste -;201 ` Chico, CA 95973 (530),892-11'60 ' Fax: 892-1115 • •-T-..-«-- �i�� llama _ ..._ tit' • 3060 Thorntree1EDrive, Senate 10 o Chico, CA 95973 0 Telephone': (530) 8917-6625 0 )Facsimiie: (530) 89142443 ' •` i APPLIED TES11NG CONSULTANTS S - MATERIALS TESTING, ENGINEEWWM- pIWD INSPECTION 'Z : BUTTE COUNTY DEVELOPMENT SERVICES Plasticity Index E COMP FOR CODE • • ! DATE Project: Smuckers ' Sample No: 1 Client: Streamline Engineering _ .• ' Address 60 Independence Circle t- Date: 5/12/2016 • City, State; Zip: -Chico, CA 95973 Technician: McKeehan Attention; Jeff Richelieu" . Source: Test Pit #1 :. -' Material Description: CL- Brown Clayey Sandy Silt Liquid Limit:' Trial Number: 12 3 4 5 Tin Label: - 1 2 - 3 6 Wet Weight + Tare: 38.77 ' 39.55 39.37 Dry Weight + Tare: 36.44 37.04 36.74 ' - -.Weight of Water: 2.33 ". 2.51 2.63 Weight of Tare: 30.2330.43 30.08 Weight of Dry Soil: 6.21 6.61 6.66 ' Moisture Content: 37.52% 37.97% 39.49% Number of Blows: 11 30 2511 17 `•` Plastic Limit, PL Plasticity Ind=17 Liquid Limit, LL 38 21 ,• . ,. Plastic Above ALine ''• Trial Number: Limli: 1 2 3 4 5 ' ' • -Tin Label:4 5 6- ' Wet Weight +Tare: 37.20 37.17 _'- 'Dry Weight + Tare: - • • 35.97 35.95 Weight of Water: 1.23 1.22 Weight of Tare: 30.05 30.15 Weight of dry soil: 5.92 5.8 Moisture Content:' 20.78% 21.03% , 3060 Thorntree1EDrive, Senate 10 o Chico, CA 95973 0 Telephone': (530) 8917-6625 0 )Facsimiie: (530) 89142443 ' •` i • •S 3060 Thorntree1EDrive, Senate 10 o Chico, CA 95973 0 Telephone': (530) 8917-6625 0 )Facsimiie: (530) 89142443 TABLE OF CONTENTS 1.0 INTRODUCTION ............. ............... ............................................................. 3 1.1 General .......... 3 1.2 Proposed . Construction..........:: 3 1.3 Scope of Work., ....................... I................................................. 3 .1.4 Attachments .... , .............................. I ....................................... 3 2.0 FINDINGS ........................ 7 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 2.1 Site Description ................... 4 2:2 Subsurface Soil. Conditions 4 2.3 Erosion Controls 4 2.4 Ground Water ...................... : ................................................. 4 2.5 Asphalt Pavement ................. ................ ...... ........... 2.6 Corrosive Soils .......................... ............... 4 .............. 4 3.0 CONCLUSIONS AND RECOMMENDATIONS ........................................ 5 3.1 Site Clearing and Grubbing ' .......................... I ........................ 5 3.2 Site Preparation Engineered Fill Construction 5 ............................................... 5 3.4 Foundation Design Recommendations ................ 6 3.5 Interior Concrete Slabs on Grade for Living ............. M .............. 7 3.6 Special Inspections ..................................... 7 3.7 Site Geology and Seismicity. ............. ............ 7 3.8 Soil. Expansion Potential ................. I ....... ................................ 8 3.9 Liquefaction Potential8 ........................... ........................... 3.'10 CBC Requirements . ....................... ....... .................................. 8 4.0 LIMITATIONS .......... ....... ...... I ....... 9 Figures: BUTTE COUNTY Figure 1: Site Location BUILDING DIVISION Figure 2: USGS Design Maps Summ' ary Report APPROVED Figure 3: Test Pit Location Plan Figure 4: Unified Soil Classification System Figure 5: Earthquake Epicenter Map Appendix A - Field Investigation Logs. and Laboratory Test Data Streamline, Project No. 2380 Page 2 of 10 60 Independence Cir., Ste. 201 Chico,, CA 9 5973, ® (530) 892-1100 ® Fax: 892-1115 ream in BUTTE COUNTY BUILDING DIVISLOIV APPROVE® 1.0 INTRODUCTION 1.1 General Streamline Engineering, Inc. and Applied Testing Consultants have performed an investigation of the soil near the proposed building pad for a new building to be used for : food processing. The purpose of this report is to provide the design parameters for the foundation system required to. support the structure described herein. This report is intended to satisfy the requirements of the 2018.CBC Section 1803. This report should not be used for additional structures on this site without written approval of Streamline Engineering. 1.2 Proposed Construction This, report is prepared based on the assumption that the proposed structure will be a one-story metal building withconventional concrete spread foundations. The building pad is located as shown on the map included as "Figure 1". The foundation system design is not within the scope of thisreport. The foundation designer is solely responsible for providing an adequate foundation design to support all imposed loads . on the structure including loads required by the California Building Code (CBC) edition as noted in 1.1 above. 1.3 Scope of Work The scope of our services included the following: o Exploration of the subsurface conditions near the proposed building pad using 1 exploratory test hole.:. ® On-site observations of the area surrounding the building pads to study topography and drainage, patterns. ® Research maps prepared by the United States Department of Agriculture (USDA). i , ® Provide the seismic design variables, SMs, SM' 1, SDs, SD 1, soil site class, and the Seismic Design Category provided by the Unites States Geologic Survey. ® Provide soil classification per Table 1806.2 -of the: CBC based on on-site observations, soil testing, and USDA mapping of site: ® Prepare report of findings and. recommendations. ® The scope of work excludes any items not mentioned above: 1.4 Attachients This report contains Site and Test Pit Location Plans, a.profile log for test pit 1, and 2, laboratory test data sheets, and. NEHRP Seismic Design Provisions from the website: http:'//vrxk-w.earthquake. usgs ggy.1 research/ hazmaps/design /index php. See figures and appendices.' Streamline Project No. 2380 Page 3 of 10 60 Independence Cir., Ste. 201 ° Chico, CA 95973 ° (530) 892-1100 ® Fax: 892-1115 ream in" 2.0 FININGS 2.1 Site Description The development site is located on a parcel as shown on "Figure 1" in'Chico, California. It is bounded by metal buildings on three sides and a public road to the south. The site is relatively flat. We made a site visit on 5/11/16 and found no significant areas of standing water. The building site had an existing building and an ac parking area at the time of our observation.' 2.2 Subsurface Soil Conditions The soil encountered in the top 72" of our test hole consisted predominately of clayey `silty sandy loam as shown on Test Pit Log. The'soil is classified .per the Unified Soil Classification chart included as Figure 4 in this report. The classification is. shown in the "Design Criteria" in Section 3.4., See Appendix A for more information. . 2.3 Erosion Controls It is not within the scope of this report to determine erosion controls. The owner is solely responsible for monitoring erosion for this site. Erosion on our near the site could have a negative impact on any proposed structures on this site. The owner shall maintain the site and surrounding areas as necessary. to protect the structures) from the effects of erosion and be in compliance with all government requirements. 2.4 Ground dilater At the time of our field investigation, no groundwater was encountered in our test holes. It should be noted that the groundwater level on this site will vary depending on the local rainfall, irrigation practices, and runoff conditions. 2.5 Asphalt Pavement Not within the scope of this report. Corrosive Soils It was not in the scope of this report.to test.for corrosive soils. It should be noted that Streamline Engineering does not provide corrosion engineering services. If it is necessary to test for corrosive soils, we recommend that a qualified corrosion engineer be retained to provide the necessary services and testing. BUTTE COUNTY BUILDING DIVISION PPMROVE® Streamline Project No. 2380.Page 4 of 10 60 Independence Cir., Ste. 201 e Chico, CA 95973 ® (530) 892-1100 ® Fax: 892-1115 . OF BUTTE COUNTY BUILDING DIVISION APPROVE® 3A CONCLUSIONS AND RECOMMENDATIONS 3.1 Site Clearing and Grubbing Existing foundations, utilities; .septic tanks, and leach fields must be located and . removed prior to grading,the site: Tree stumps and roots larger than 1" in diameter shall be removed from the building pad area .and replaced with properly compacted engineered fill. All voids resulting from the removal of foreign objects shall be replaced with properly compacted engineered fill: 3.2 " Site Prep' ratiomm After completing site clearing and grubbing, the exposed native soil to receive engineered fill should be scarified to a minimum depth of 8" and then uniformly . moisture conditioned to within + 4 percent of the ASTM D 1557 optimum moisture content. All surface grades shall,be constructed to drain surface water away, from the. structure pad for a minimum of 10.' on:all sides. Roof drain discharge should be collected and directed to discharge down slope from the building pad a minimum of 10' away from the building. All compactions shall be observed by Applied Testing .Consultants. 3.3 Engineered )F°ill Construction' Where engineered fills are used to support the proposed structure(s) they shall be constructed as noted below: Prior to placement of engineered flll within the pad areas, all organics shall be removed and replaced with compacted engineered fill. The exposed sub -grades should be Moisture conditioned and compacted to a minimum of 90% relative compaction, based on test method ASTM D 1557. Engineered fill should be placed in 8" loose lifts, moisture conditioned and compacted to '90% relative compaction. The compacted thickness of each layer shall not exceed 6. inches. Compaction control and testing should be performed by a qualified testing agency to insure the recommendations of this report are followed. Depending on .the- amount of rock encountered in the on-site or import soils. We recommend that compaction testing be performed using Sand Cone methods. (per ASTM D1556), or Nuclear Density methods (per ASTM D2922). If imported off-site material is required" to build the pads to finish grade, it must be approved by a representative from our office and meet the following minimum criteria: Import material must have a plasticity index of less than 4; be non=expansive (El<20); have 100% passing the 3" sieve; 30% to 60% passin the #200 sieve. g the #4 sieve; and no more than 20% passing Note; At the owner's option the finished floor elevation, can be' raised with self compacting pea gravel. If pea gravel is used it shall be bounded on all sides by an engineered concrete stemwall. Compaction tests will not be required for pea gravel fills constructed in this manner.; Streamline Project No. 2380 " Page 5 of 10 60 Independence Cir., Ste. 201 ® Chico, CA 95973 9 (530) 892-1100 ® Fax: 892-1115 f ream ll ,.:., BUTTE COUNTY BUILDING DIVISION 'APPROVED 3.4 Foundation Design Recommendations: Based on the results of our field investigation, it is our professional opinion that the structure(s) described in Section 1.2 may be supported on continuous or isolated reinforced concrete footings. The footings shall be properly sized by a design professional to support the design loads without exceeding the allowable design values provided in this report. The bottom of all footings shall be level and clean. Continuous footings shall be stepped and not sloped where site conditions are not flat. Design Criteria: NOTE: THESE VALUES SHOWN ARE MINIMUM' DESIGN VALUES AND DIMENSIONS. LARGER DIMENSIONS AND LOWER DESIGN VALUES MAY BE USED AT THE DISCRETION. OF THE DESIGN PROFESSIONAL. '1T IS NOT WITHIN THE SCOPE OF THIS REPORT TO DESIGN THE FOUNDATIONS. Class of Materials: Class 5, CL Allowable Foundation Pressure: 1,500 psf Allowable Lateral Bearing Pressure: 100 psf per foot below natural grade Lateral Sliding Resistance: 130 psf (lateral sliding resistance to be multiplied by the contact area, as limited by CBC Section 1804.3) Minimum footing width: 12" Minimum footing depth into naiive soil: 18" single -story bearing walls 12" non-bearing walls Minimum footing steel: Continuous footings: As determined by design professional Isolated footings: 0.002 times. the cross sectional area of the footing in each direction. Minimum interior/ exterior slabs: As determined by design professional Moisture control through slabs: As determined by design professional Note: Any deviation from the assumptions stated eabove wiifl require written approval of Streamline Engineering. Streamline Project No. 2380 Page 6 of 10 601ndependence Cir., Ste. 201 ® Chico, CA 95973. ® (530) 892=1100 ® Fax: 892-11:15 SU` TF_ COUNTY BUILDING DIVISION APPROVE® 3.5 Interior Concrete Slabs on Grade This section pertains to interior concrete slabs that do not support loads greater than 225 psf. Slabs supporting loads greater than 225 psf shall bedesigned by a California registered design professional: Slabs shall be a minimum of 4" thick and reinforced with #3 @ 24" o.c. in both directions placed in the center of the concrete. The steel shall be placed on dobies to insure that it stays in the center of the slab during the pour. The slab shall be placed over 2" of moist, clean sand. The sand shall be placed over 10 mil., high density polyethylene membrane. The membrane shall be properly sealed at all laps, edges and penetrations. The membrane shall be placed over 4" minimum thick clean, crushed rock. The rock shall be placed on sub -grade prepared as noted in this report. The slab can be expected to crack as the concrete cures. This is normal and cannot be controlled with reinforcement or control joints. The purpose of the reinforcement is to minimize the number and size of the cracks, but not to eliminate cracking altogether. 3.6 Special Inspections The foundation system is conventional in nature and within the scope of the required Building Department inspections. There are no special inspections required for the excavations or for the concrete footings associated with this project. If thereare proposed fill placements greater than 8" above native soil, the contractor is required to contact Streamline Engineering for design and inspection of fills. The contractor shall also contact Streamline Engineering if any unusual soil conditions are discovered. '3.7 Site Geology and Seismicity The site is not within an Alquist-Priolo Special Studies Zone according to the State of California Department of Conservation: There are no active faults running through the site according to the book, Maps of Known Active Fault Near -Source Zones in California and Adjacent Portions of Nevada". Based on these sources, surface rupture due to faulting activity should not be an issue for this site. Due to the frequency of earthquakes in Northern California, ground motion should be expected to occur at this site during the life of the proposed structure. Based on the 2003 NEHRP Seismic Design Provisions for this parcel we have the following. Seismic variables: For Lat. = 39.706009 degrees N and Long. = 121.801383 degrees West Soil Site Class D (per CBC 1613.5.2) Ss, Period 0.2 sec.: 0.614 g . Sl, Period 1.0 sec.: 0.272 g SMs = Fa x Ss: 0..803 g SMI.=FvxS1: 0.5048 SDs = 2/3 x SMs: 0.536 g SDI = 2/3 x SMI: 0.336 g Seismic Design Category: D_ (As defined by the CBC) Streamline Project No. 2380 Page 7 of 10 60 Independence Cir., Ste. 201 ®Chico, CA 95973 ' (530) 892-1100 m Fax: 892-1115 ream In BUTTS COUNTY BUILDING DIVISION APPROVED 3.8 Soil Expansion Potential The surface and near surface soils encountered at the site were found to contain a certain amount of clay, which has potential for volumetric changes. A Plasticity Index, PI test was performed on one sample and returned a value of 17. Based on these results, and the sieve test showing over 80% of the soil passing the #200, it is our opinion that the soil is slightly expansive. Based on the type of structure and the proposed use of the building for.processing food we are recommending that all bearing footings be at least 18" thick into undisturbed soil. Non-bearing footings at the perimeter of the metal building can be 12'.thick into undisturbed soil. 3.9 Liquefaction Potential Liquefaction is a phenomenon in which the strength and stiffness of a soil is reduced by earthquake shaking or other, rapid loading. Liquefaction occurs in saturated soils, that is, soils.in which the space between individual particles is completely filled with water. This water exerts a pressure on the soil particles that influences how tightly the particles themselves are pressed together. Prior to 'an earthquake, the water pressure is relatively low. However, earthquake shaking can cause the water pressure to increase to the point where, the soil particles can readily move with respect to each other. When liquefaction occurs, the strength of the soil decreases and; the ability of a soil deposit to I foundations for structures is significantly reduced. Based on our site review, the soil types found at this site are not prone to liquefaction. 3.10 CBC Requirements This section is intended to address the applicable requirements listed in section 1803 (Foundation and Soils Investigations) of the CBC. The following code sections have been specifically addressed as noted below: 1803.3.1 The classification and investigation of the soil has been made by a registered design professional. The wet stamp and signature of the. individual responsible for the report is on the cover sheet. 1803.5. IL The soil classification has been determined based on -the USCS . procedures and the sieve analysis, and on-site observation.. 1803.5.3 See section 3:8 "Soil E✓ pansion potential" .in this report. Streamline Project No. 2380 Page 8 of 10 60 Independence Cir., Ste. 201 Chico, CA 95973 ® (5 30) 892-1100 ® Fax: 892-1115 BUTTE COUNTY BUILDING DIVISION 4.0 LUnTATIONS e"! PROVED This report was prepared according to the scope of work included in our "Contract for Professional Services" agreement made between Streamline Engineering and our client. This report is intended for the sole use of our client. Use of the report by a third party is neither expressed nor implied and shall be at the party's sole risk. Our recommendations contained in this report are based on our engineering judgment, research of government documents, and site observations for the site location described in this report. This report was prepared specifically for the proposed structure(s) described in this report. If additional structures are constructed at this property, the owner shall contact Streamline Engineering for approval. Our findings are based on the condition of the site as it existed at the time of'our site observation. If site conditions have changed since our investigation was completed, we shall be notified to examine ,the changes and determine if our initial recommendations are still valid. This report is only valid for the CBC edition shown in section 1.1. For structures built under newer additions of the CBC, written approval from Streamline Engineering is required. If on-site excavations during construction reveal conditions different than specified in this report, Streamline shall be contacted for a follow up evaluation and possibly new recommendations. This report is not valid for discovery items or other changes to the site. This report should not be* used after 2years of the specified date on the cover sheet without written approval of Streamline Engineering.. . It is not within the scope of our work.to locate buried objects or problems that were concealed by others. These objects. include, but are not limited to existing. foundations, leach fields, septic tanks, fuel tanks,' and underground utilities. We cannot be held liable for hidden objects. The elevation of the groundwater noted in' this project is only relevant for the date of the site observation. This depth to groundwater can change with time and location. It is not within the scope of our work to identify or locate hazardous materials that may " be contained on this site. These materials could be manmade or naturally occurring. If the owner would like to have a hazardous material survey performed, it is the owner's responsibility .to contact a specialist in this field to perform the survey as needed. These findings are based on our professional opinion and are not intended as a warranty of any kind. Design for consolidation, differential settlement, and engineered fill are by others. No warranty is expressed or implied. Please contact us with any questions at 530-892-1100 Streamline Project No. 2380 Page 9 of 10 60 Independence Cir., Ste. 20.1 ® Chico,.CA 95973 0 (530) 892-1100 °. Fax: 892-1115 Goo,gle earth feet1 2000 metersi 800 4 BUTTE COUNTY BUILDING DIVISION APPROVED - - - - - r,- .- • - r... _�1 . - .� ... .�.. ,b .b...,... .g..auuy01 "01 OU .cuy.}nr}J: LCMjJ1. F I C3 . L_ Design Maps Summary Report user -Specified Input Report Title Smuckers Wed May 18, 2016 03:28;33 UTC Building Code Reference Document ,OSCE 7-10 Standard (which utilizes USGS hazard data available in 2008) BUTTE COUNTY Site Coordinates 39J06011 -N, 121.80138°W BUILDING DIVISION Site Soil Classification Site Class D - "Stiff Soil', APPROVED Risk Category I/II/III USOS-provided Output Ss= 0.614g S,s= 0.803g SDs= 0.536g S, = 0.272 g SHa = 0.504 g Sol = 0.336 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCEIt Response Spectrum 0.90 O. B1 0.72-- 0.63.- 0.54-- 0.45- U) .720.630.54O.d5U) 0.36 0.27-- 0.19-- 0.03-- 0.00 .270.180.090.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.d0 1.60 1.80 2.00 peraad. T ase¢) Design Response Spectrum 0.54 O.dB 0.42-- 0.36-- 0.30- FA .420.360.30FA 0.24- 0.1B 0.12-- 0.06 0.00 0.00 0.20 0.40 0.60 O.BD 1.00 1.20 1.40 1.60 1.80 2.00 pevBock T (see) For PGA,„ TL, CRs, and CR1 values, please view the detailed report. of 2 5/17/2016 8:28 PM -w � h f ''�.a.y..��� y�".. -'*r�... 't� f.3N :.J. �- � +f}.. 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SILT ca a ORGMC LL(e. •enmkavLL (na.�5 OL ORGANIC CLAY OR SILT = — I20 SILTS AND GAYS _ C PtP1O75>a- CH FATCLAY LIQL„DL,� LL PIP1015tA-IS7E MH ELASTICS2T ORGAP®C HIGHLY ORGAft4C 6=Om M4044 LL (orendfed)fL Woidr@75 ORGAb�RC CLAY OR SAT -Y MGM LSITWL _,W O) COLOR. ARD ORGANEC v I MtR MATERpAg SYi+/(B )LS SAMPLE TYPES POCAy vaCbyjadedsandftrid t!, Erna o. Ciamd �- Sm BUTTE COUNTY BUILDING DIVISION ZwdySd) ��G��y� . R ® �� APPROVE® Lowto Ffl9h ft%V aty Clay QweDy sm ® Qaftcuft .ftwhrLadedGavelysaw ADDITIONAL TESTS CA • CI ALAfOtLY5t3l>:ORROSryIIy1 !>�1 Top I CD - CW)SOUDATPD DP•AWWTRM)M > AWjG)D. 1a : BatddesandCobble cu sW - SIAFLLTS54 VM Graded Gavel COtA1� DS - MMMS4MR R�vEaTR)A CYLitCTR1A)pAL woUlCiay PP - F00WrP9MM0MEYStrTSP) TV - 7MMISSMAR o V VftGraded G ei vft Sae, i7D) - IYIRMSMEARSTREMGMO)RSp) 1!t - W IEDC SSI@) Rv (13) - lat9Dt SMEAR 6t 4 30 2D t0 0 1 R•VAW5 SA _ ==sum %PA.�lG O) w) —BVG1M W) - WX0130LIDAI p FLAsnaryCFIART �•- PA1TBtLAIBIWMDAfEOF WmR&,?= e VSA _ vpm 41Lym ) ' 4V M %PA860)G Ma P6NElRUT10NRESISfA[Vtg �� sem Vi:AY LOOSE -- �amRRp 0.4 V� IORiE 4_10 D-2 SOrT L1EQO1A001m 10-30 :-d :DIAL OEAm 10-30 4.0 V6tYA81�� ai1F'F 8. ti V3iYStFrF t4.� ROD OVFRAa __ __ .,, w 90 fOD 110 tm OI�1OR60F tbD18ifA87LtER FALLD)6100)UIESTblatA)EA2NCM O.A. )A7t)W1=4%1 SRCFmARDF6dt:TAA7�d7E51i �EtASTL'AYOffSt AN1ttO7CFiDXND14S:ttnaSBd CONE 102!GiMf1SP 0.0Z a3.cm am -1.0 t.0_ J0 :A -4,D GM4& LEGEND TO SOIL FIGURE ®14Y No., q DESCRIPTIONS (CA L.IEF®RNIA EARTHQUAKE EPICENTER M [A P Magnitude 07 6.5 - 6.4 Qp Date ® e r 1932-2000 868 It. 17656 • ®��s9-949 • �i � ---�` ".fid; a _.�,�..�o — -._.__ ' BUTTE COUNTY ®A BUILDING DIVISION _ C APPROVED A. _ m k yr ---------- ca. pit - *d! . p APPLIED TESTING CONSULTANTS . . . . . . . . . . ill,", MATERIALS TESTING, ENGINEERING AND INSPECTION Sieve Anaeysos - Combined Client: Streamline Engineering Address: 60 Independence Circle City, State, zip: Chico, CA 95973 Attn.: Jeff Richelieu Project: Smuckers Samplesource: Taken ByATC Sample Description: CL- Brown Clayey Sandy Slit . Sample location: Test Pit#1 Sample depth: Minus X-011 100.0% 90.0% lel 60.0% 70.0% 60.0% 50.0% 40.0% 30.0% Lu. 20.0% 10.0% LU 1.,., 0.1 0.01 GRAIN SIZE IN WILLIMIETERS Sample No: I Date: 12 -May -16 Tech: 42502 BUTTE COUNTY BUILDING DIVISION .. 1POVED GRADATION CURVE U -S. STANDARD SIEVE OPENING IN INCHES U.S. STANDARD SIEVE NUMBERS 1 �o 3060 Thorntre@ Drive, Suite 10 o Chico, CA 95973 o Telephone: (530) 891-6625 0 Facsimile: (530) 891-4243 Sieve Analy APPLIED TESTING CONSULTANTS MATERIALS TESTING, ENGINEERING AND INSPECTION - Combined Client: Streamline Engineering Address: 60 Independence Circle City, State, zip: Chico, CA 95973 Attn.: Jeff Richelieu Project: Smuckers Sample source: Taken By ATC Sample Description: CL- Brown Clayey Sandy Silt Sample location: Test Pit #1 Sample depth: -2'-0" Start Wt, Course: 17,057.0 g Start Wt. fine: 485.6 g Sample No: 1 Date: 5/12/2016 Tech: McKeehan BUTTE COUNTY BUILDING DIVISION APPROVED This teat Was performed according to ASTM D2487 3060 Thorntree Drive, Suite 10 0 Chico, CA 95973 a 'Telephone: (530) 891-6625 ® Facsimile: (530) 8914243 BfJTLER Date: 8/17/2016 16-010666-01 Calculations Package Time: 11:25 AM Page: 1 of 69 Butler Manufacturing Company 1540 Genessee Street . Kansas City, MO 64102 STRUCTURAL DESIGN DATA Project: Smuckers Name: 16-010666-01 Builder PO #: 16-930 REVIEWED Jobsite: 37 Speedway Ave FOR CODE COMPLIANCE City, State: Chico, California 95928 'AUG 18 2016 County: Butte ' Country: United States INTERWEST ' � l V`#loo q17LISCONSULTING GROUP TABLE OF CONTENTS BuildingLoading - Expanded Report............................................................................................................................................ 2 Bracing- Summary Report.......................................................................................................... ................... ............................ 10 Secondary- Summary Report........................................................................................ ........ ................................................. 17 Framing- Summary Report ............................................ :.................................. ........ ............. ............................. 28 Covering- Summary Report............................................................................................... 4��.F S�0 68 - y LS_,yA9�� 5 ' No. C 82293 LJ Exp. 3-3118 SEC IVF -0 AtjG.18 2016 9TF Fl CAILF��� INTERWESI File: 16-010666-01 Version: 2016.1c Butler Manufacturing, a division of BlueScope Buildings North Americl? EMIT # "BUTTE COUNTY DEVELOPMENT SERVICES REVIEW .D FOR /CODE OO PLIANOE COfy BfJTLER - Date: 8/17/2016 16-010666-01 Calculations Package Time: 11:25 AM Page: 2 of 69 Building_Loading -;Expanded Report•_ Shape: Loading Dock Cover Loads and Codes - Shape: Loading Dock Cover City: Chico County: Butte State: California Country: United States Building Code: 2013 California Building Standards Code Structural: I OAISC - ASD Rainfall: 1: 3.30 inches per hour Based on Building Code: 2012 International Building Code Cold Form: 12AISI - ASD fc: 3000.00 psi Concrete Building Risk/Occupancy Category: 11 (Standard Occupancy Structure) Dead and Collateral Loads Collateral Gravity:3.00 psf Frame Weight (assumed for seismic):2.50 psf Collateral Uplift: 0.00 psf Side Type Mag Units Shape Applied to Description 2:1 D 2.304 psf Entire Frm Covering Weight- 26 Butlerib II Unpunched +Secondary Weight 1.35: Wall: 2, Canopy: 1 2:1 D 0.950 psf Entire Pur Covering Weight - 26 Butlerib 11 Unpunched : Wall: 2, Canopy: I A D 1.979 psf Entire Frm Covering Weight - 26 Butlerib II Unpunched + Secondary Weight 1.03: Roof: A A D 0.950 psf Entire Pur Covering Weight - 26 Butlerib B Unpunched : Roof: A B D 1.979 psf Enure Frm Covering Weight- 26•Butlerib 11 Unpunched + Secondary Weight 1.03: Roof: B B D 0.950 psf Entire Pur Covering Weight - 26 Butlerib B Unpunched : Roof: B Roof Live Load Roof Live Load: 20.00 psi, Reducible Wind Load 'Wind Speed: Vol;: 110.00(Vasd: 85.21) mph Gust Factor: G: 1.0000 Wind Enclosure: Enclosed Least Horiz. Dimension: 79/0/0 Height Used: 19/0/0 (Type: Eave) Base Elevation: 0/0/0 NOT Windbome Debris Region Primary Zone Strip Width: 2a: 15/2/6 Parts / Portions Zone Strip Width: a: 7n13 Velocity Pressure: qz: 30.98 psf qz= 0.00256' (1.00) s (110.00)^2 r (1.00) Topographic Factor: Kzi:'1.0000^ Factor: BUTTE COUNTY The'Envelope Procedure' is Used Directidnality Kd: 0.8500 , Wind Ezp'osure: C -;Kz: 0.892 - Basic Wind Pressure: BUILDING MOON q: 23.49 psf Snow Load APPROVE® Ground Snow Load: pg: 0.00 psf Rain Surcharge: 0.00 Flat Roof Snow: pf.. 0.00 psf Exposure Factor: 2 Partially Exposed Ce: 1.00 Design Snow (Sloped): ps: 0.00 psf Thermal Factor: Unheated - Ct: 1.20 Snow Accumulation Factor: 1.000 Obstructed or Not Slippery Snow Importance: Is: 1.000 Slope Reduction: Cs: 1.00 Ground / Roof Conversion: 0.70 Slope Used: 4.764 deg. ( 1.000:12 ) Snow Load @ Wall: 2 - Canopy: 1 Ground Snow Load: 0.00 psf Snow Exposure Category (Factor): 2 Partially Exposed (1.00) Flat Roof Snow: 0.00 psf Thermal Category (Factor): Unheated (1.20) Snow Uniform 0.00 psf - Obstructed or Not Slippery Snow Accumulation Factor: 1.000 Rain Surcharge: 0.00 Sn�%Vlmportance: 1.000, __ ' Slope Reduction: 1.00 Ground 7 Roof Conversion: 0:70. Slope Used: 4.764 (1.000:12 ) itera ('Si"tad� Frce ResistiagrSystems using Equibalent Force Procedure Transverse Direction Parameters Mapped'MCE Acceleration: Ss: 61.00 %g 1 Ordinary Steel Moment Frames Mapped �MCE'ArY eIerdtion: S I}: 27.00%g Redundancy Factor: Rho: 1.30 , Site Class: Siiff sod (D1 ' ', Fundamental Period: Ta: 0.2952 Seismic Importance: le; L000 � R -Factor: 3.50 Design`Aceeleration Parameter: Sds: 0.5335 Overstrength Factor: Omega: 2.50 Design Acceleration Parameter: Sd1: 0:3348 Deflection Amplification Factor: Cd: 3.00 Seis iic Design Category. D, Base Shear: V: 0.1524x W % Sno Used in Seismic 0.60 ---*, .00- Seismic Sno load: =0:00 psf Longitudinal Direction Parameters Diaphragm Condition: Flexible Ordinary Steel Concentric Braced Frames Fundamental Period Height Used: 19/0/0 Redundancy Factor: Rho: 1.30 Fundamental' Period: Ta: 0.1820 R -Factor: 3.25 File: 16-010666-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. 11 ff'j , { BL/TLER Date: 8/17/2016 a�no.ntnnumdur�npN 16-010666-01 Calculations Package Time: 11:25 AM .-.. �-. Page: 3 of 69 Overstrength Factor: Omega: 2.00 Deflection Amplification Factor: Cd: 3:25 Base Shear: V: 0.1642x W Side Type Mag Units Shape Applied to Description 2:1 E 1.190 psf Entire Frm Seismic: Covering Weight- 26 Butlerib I I Unpunched + Secondary Weight 1.35 + (Includes 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 3.000 Collateral 2.500 Frame Weight) : Wall: 2, Canopy: I 2:1 E 1.281 psf Entire Brc Seismic: Covering Weight- 26 Butlerib 11 Unpunched+ Secondary Weight 1.35 + (Includes 3 System 3.000 Collateral 2.500 Frame Weight) : Wall: 2, Canopy: A E 1.140 psf Entire Frm Seismic: Covering Weight- 26 Butlerib 11 Unpunched+ Secondary Weight 1.03 + (Includes 1.000 1.0 D + 1.0 CG + 1.0 AASL D + CG + AASL 3.000 Collateral 2.500 Frame Weight) : Roof: A A E 1.228 psf Entire Brc Seismic: Covering Weight- 26 Butlerib 11 Unpunched+ Secondary Weight 1.03 + (Includes 6 System 3.000 Collateral 2.500 Frame Weight) : Roof: A B E 1.140 psf Entire Frm Seismic: Covering Weight - 26 Butlerib II Unpunched + Secondary Weight 1.03 + (Includes 1.000 I.0D+I.0CG+0.6W2> D+CG+W2> 3.000 Collateral 2.500 Frame Weight) : Roof: B B E 1.228 psf Entire Brc Seismic: Covering Weight- 26 Butlerib II Unpunched+ Secondary Weight 1.03 + (Includes 9 System 3.000 Collateral 2.500 Frame Weight) : Roof: B D+CG+WPL 10 "TM BUTTE COUNTY Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels BUILDING DIVISION Frames are laterally supporti ng: Metal Wall Girts and Panels System Roof Panels Purlins are sportin MW - Wall: 12 :Metalal Gins are supporting: Metal Wall Panels 1.000 0.6 MW gpPROVED Desivn I.nad Cnmhinati- - F-;.. System 1.000 0.6 MW No. Origin Factor Application Description System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D +.1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 1.0 ASLA D + CG + ASLA 4 System 1.000 1.0 D + 1.0 CG + 1.0 AASL D + CG + AASL 5 System 1.000 I.0D+1.0CG+0.6WI> D+CG+WI> 6 System 1.000 1.0 D + LO CG + 0.6 <W I D + CG + <W 1 7 System 1.000 I.0D+I.0CG+0.6W2> D+CG+W2> 8 System 1.000 I.0D+I.0CG+0.6<W2 D+CG+<W2 9 System 1.000 I.0D+I.0CG+0.6WPL D+CG+WPL 10 System 1.000 I.0D+LOCG+0.6WPR D+CG+WPR System 1.000 0.6 MW MW - Wall: 12 System 1.000 0.6 MW MW - Wall: 2 13 System 1.000 0.6 MW MW - Wall: 3 14 System 1.000 0.6 MW MW - Wall: 4 15 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 16 System 1.000 0.6 D + 0.6 CU + 0.6 <W I D+CU+<WI 17 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D+CU+W2> 18 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D+CU+<W2 19 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D+CU+WPL 20 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D+CU+WPR 21 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W I > D+CG+L+WI> 22 System 1.000 I.0D+I.0CG+0.75L+0.45<WI D+CG+L+<WI 23 System 1.000 I.0D+I.0CG+0.75L+0.45W2> D+CG+L+W2> 24 System1.000, I.0D+.I.0CG+0.75L+0.45<W2 D+CG+L+<W2 25 System 1.000 1.6D+9:0CG+6.75L+0.45WPL D+CG+L+WPL 26 System 1.000 LO D41CGI+ 0.75 Lq+ 0.45 WPR D + CG + L + WPR 27 System I6W 1.06+1.0CG+0.91-E>40.7EG+ D+CG+E>+EG+ 28 System. 000`10 D, + 1.0 CG + 0.9 1, <E + 0.7 EG+ D+CG+<E+EG+ 29 System 1.006. 0.6 D+ 0.6 CU+0.91 E>+0.7EG- D + CU + E> + EG - 30 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 31 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ 32 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 33 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG - 34 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 35 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 36 OMFConnection 1.000 I.0D+I.0CG+2.45<E+0.7EG+ D+CG+<E+EG+ 37 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG - 38 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - 39 System Derived 1.000 I.0D+I.00G+0.6WPR +0.6WBI> D + CG + WPR + WB I> 40 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB I> D+CU+WPR+WBI> 41 System Derived 1.000 I.OD+I.0CG+0.75L+0.45WPR +0.45WB1> D + CG + L + WPR + WB I > File: 16-010666-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/17/2016 BUTLER 16-010666-01 Calculations Package Time: 11:25 AM Page: 4 of 69 Origin 42 System Derived 1.000 I.0D+I.0CG+0.6WPR +0.6<WBI D+CG+WPR +<WBI 1.000 43 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB I D+CU+WPR+<WBI 1.0 D +0.6 <W I 44 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <W B I D + CG + L + WPR + <W B D+W2> 45 System Derived 1.000 I.0D+I.0CG+0.6WPR +0.6WB2> D + CG + WPR + WB2> 6 46 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> D+CU+WPR+WB2> System 47 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 W B2> D + CG + L + WPR + W B2> 1.000 48 System Derived 1.000 1.0D+1.000+0.6WPR +0.6<WB2 D + CG + WPR + <WB2 0.6 MW 49 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 D+CU+WPR+<WB2 MW - Wall: 2 50 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WPR +0.45<WB2 D + CG + L + WPR + <WB2 12 51 System Derived 1.000 I.0D+I.0CG+0.6WPL+0.6WB3> D+CG+WPL+WB3> System 52 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D+CU+WPL+WB3> 1.000 53 System Derived 1.000 I.0D+I.0CG+0.75L+0.45WPL+0.45WB3> D + CG + L + WPL + WB3> 1.0 D + 1.0 CG + 0.6 W 1> 54 System Derived 1.000 I.0D+I.0CG+0.6WPL+0.6<W133 D + CG + WPL + <WB3 D + CG + <W 1 55 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3 18 56 System Derived 1.000 I.0D+I.0CG+0.75L+0.45WPL+0.45<WB3 D + CG + L + WPL + <WB3 System Derived 57 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4> D + CG + WPL + WB4> 58 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> D + CU + WPL + WB4> 59 System Derived 1.000 1.0 D+ 1.0 CG,+0.75 L+0.45 WPL+0.45 WB4> D+CG+L+ WPL+ WB4> 60 System Derived 1.000 I.0D+I.6CG.+0.6WPL+0.6<W134 D + CG + WPL + <WB4 61 System Derived 1.000 0,6,D+0.6CU+0.6,WPL+0.6,<WB4 D+CU+WPL+<WB4 62 System Derived 1.000 I.0D+I.06G+03+0.45 WPL+0.45<WB4 D + CG + L + WPL + <WB4 63 System Derived 1.000 0.6 MWB : MWB -Wall: 1 64 System Derived 1.000 0.6 MWB iMWB - Wall: 2 65 System Derived 1.000 0.6 MWB MWB - Wall: 3 66 System Derived 1.000 0.6 MWB MWB - Wall:4 67 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + E> + EG+ + EB> 68 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + E> + EG+ + EB> 69 System Derived 1.000 I.0D+I.0CG+0.273<E+0.7EG++0.91EB> D + CG + <E + EG+ + EB> 70 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 71 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB> 72 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + E> + EG-+ EB> 73 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> 74 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> 75 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ 76 Special 1.000 0.6 D+0.6CU+ 1.75 EB> +0.7 EG- D + CU + EB> + EG - 77 System Derived 1.000 I.0D+1.0CG+0.273E>+0.7EG++0.91<EB D + CG + E> + EG+ + <EB 78 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 79 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 80 System Derived 1.000 1.0D+I.0CG+0.91<E+0.7EG++0.273<EB D + CG + <E + EG+ + <EB 81 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + E> + EG- + <EB 82 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB 83 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB 84 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB 85 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+ 86 Special 1 1.000 jO.6 D+0.6CU+ 1.75 <EB +0.7 EG- ID+CU+ <EB +EG- Desien Load Combinations - Bracine No. Origin Factor I Application Description I System 1.000 I.0D+0.6W1> D+WI> 2 System 1.000 1.0 D +0.6 <W I D + <W I 3 System 1.000 I.0D+0.6W2> BUTTE COUNTY D+W2> 4 5 System System 1.000 1.000 I.0D+0.6<W2 I.0D+0.6W3> BUILDING DIVISION D+<W2 D+W3> 6 System 1.000 I.0D+0.6<W3 D+<W3 7 System 1.000 I.0D+0.6W4> �ppR®VEp D+W4> 8 System 1.000 1.0 D +0.6 <W4 D + <W4 9 System 1.000 0.6 MW MW -Wall: I 10 System 1.000 0.6 MW MW - Wall: 2 11 System 1.000 0.6 MW MW - Wall: 3 12 System 1.000 0.6 MW MW - Wall: 4 13 System 1.000 1.0 D + 0.7 E> D + E> 14 System 1.000 1.0 D + 0.7 <E D + <E 15 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1> D + CG + W 1> 16 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W I D + CG + <W 1 17 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 18 System Derived 1.000 I.0D+I.0CG+0.6<W2 D+CG+<W2 19 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W3> D + CG + W3> File: 16-010666-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BL/TLER Date: 8/17/2016 eutm.M-n urveurtrro 16-010666-01 Calculations Package Time: 11:25 AM Page: 5 of 69 '20 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W3 D + CG + <W3 21 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W4> D + CG + W4> 22 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W4 D + CG + <W4 23 System Derived 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 24 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W 1 25 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W2> D+CU+W2> 26 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 D+CU+<W2 27 System Derived L000 0.6 D + 0.6 CU + 0.6 W3> BUTTE COUNTY D+CU+W3> 28 29 System Derived System Derived 1.000 1.000 0.6 D + 0.6 CU + 0.6 <W3 0.6 D + 0.6 CU + 0.6 W4> BUILDING DIVISION D+CU+<W3 D+CU+W4> 30 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W4 D+CU+<W4 31 System Derived 1.000 I.0D+I.0CG+0.7E>+0.7EG+ APPROVE® D+CG+E>+EG+ 32 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <E + 0.7 EG+ D + CG + <E + EG+ 33 System Derived 1.000 0.6 D + 0.6 CG + 0.7 E> + 0.7 EG- D + CG + E> + EG - 34 System Derived 1.000 0.6 D + 0.6 CG + 0.7 <E + 0.7 EG- D + CG + <E + EG - Design Load Combinations - Pur6n Origin Factor Application Description System 1.000 1.0 D + 1.0 CG + 1.0 L D + CG + L 2 System Derived 1.000 I.0D+I.0CG+0.6W1>+0.6WB1> D+CG+WI>+WBI> rNo. 3 System Derived 1.000 I.OD+I.00G+0.6<W2+0.6WB1> _ D+CG+<W2+WBI> 4 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6WB1> D+CU+WI>+WBI> 5 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB 1> D+CU+<W2+W61> 6 System Derived 1.000 I.0D+I.0CG+0.75L+0.45W1>+0.45WBI> D+CG+L+WI>+WBI> 7 System Derived 1.000 1.0D+I.0CG+0.75L+0.45<W2+0.45 WBI> D+CG+L+<W2+WBI> 8 System Derived 1.000 1.0D+I.0CG+0.6W1>+0.6<WBI D+CG+WI>+<WBI 9 System Derived 1.000 1.0D+I.0CG+0.6<W2+0.6<WBI D+CG+<W2+<WBI 10 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB I D+CU+WI>+<WBI 11 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB I D+CU+<W2+<WBI 12 System Derived 1.000 I.0D+I.0CG+0.75L+0.45WI>+0.45<WBI D+CG+L+WI>+<WBI 13 System Derived 1.000 I.0D+I.0CG+0.75L+0.45<W2+0.45<WBI D+CG+L+<W2+<WBI 14 System Derived L000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 WB2> D+CG+WI>+WB2> 15 System Derived 1.000 I.0D+LOCG+0.6<W2+0.6WB2> D + CG + <W2 + WB2> 16 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W 1> + 0.6 WB2> D+CU+WI>+WB2> 17 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB2> D + CU + <W2 + WB2> 18 System Derived 1.000 I.0D+I.0CG+0.75L+0.45W1>+0.45WB2> D+CG+L+WI>+WB2> 19 System Derived 1.000 1.0D+I.0CG+0.73L+0.45<W2+0.45WB2> D + CG + L + <W2 + WB2> 20 System Derived 1.000 1.0D+1.000+0.6W1>+0.6<WB2 D+CG+WI>+<WB2 21 System Derived 1.000 I.0D+I.0CG+0.6<W2+0.6<WB2 D+CG+<W2+<WB2 22 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB2 D+CU+W[>+<WB2 23 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB2 D + CU + <W2 + <WB2 24 System Derived 1.000 I.0D+I.0CG+0.75L+0.45W1>+0.45<WB2 D+CG+L+WI>+<WB2 25 System Derived 1.000 I.0D+I.0CG+0.75L+0.45<W2+0.45<WB2 D+CG+L+<W2+<WB2 26 System Derived 1.000 1.0D+I.0CG+0.6W1>+0.6WB3> D+CG+WI>+WB3> 27 System Derived 1.000 I.0D+I.0CG+0.6<W2+0.6WB3> D + CG + <W2 + WB3> 28 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB3> D + CU + W1> + WB3> 29 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB3> D + CU + <W2 + WB3> 30 System Derived 1.000 1.0D+I.0CG+0.75L+0.45W1>+0.45WB3> D+CG+L+WI>+WB3> 31 System Derived 1.000 I.0D+I.0CG+0.75L+0.45<W2+0.45WB3> D + CG + L + <W2 + WB3> 32 System Derived 1.000 I.0D+I.0CG+0.6W1>+0.6<WB3 D+CG+WI>+<WB3 33 System Derived 1.000 I.0D+I.0CG+0.6<W2+0.6<WB3 D+CG+<W2+<WB3 34 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB3 D+CU+WI>+<WB3 35 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB3 D + CU + <W2 + <WB3 36 System Derived - 000 1.0 D + 1.0 CG + 0.75 L + 0.45 W 1> + 0.45 <WB3 D+CG+L+WI>+<WB3 37 System Derived L000 I.OD +I.:OCG+0.751;+0.45<W2+0.45<WB3 D + CG + L + <W2 + <WB3 38 System Derived IOOO 1.0 D,-+I.0CG+0.6W1>+0.6WB4> D + CG + W I > + WB4> 39 System Derived ('.0001 LOD+I.00C:+0:6<W2+0.6WB4> D+CG+<W2+W64> 40 System Derived 1.000-0.6D+0.6CU+6.6W1>+0.6WB4> D+CU+WI>+WB4> 41 System Derived I000"0`.6'D+0.6'CU,+0.6<W2+.0.6WB4> D+CU+<W2+WB4> 42 System Derived I.000A 'I.OD+'].00G'+0.75L+0.45W1>+0.45WB4> D+CG+L+WI>+WB4> 43 System Derived 1.000 I.0D+I.0CG+0.75L+0.45<W2+0.45WB4> D + CG + L + <W2 + WB4> 44 System Derived 1.000 I.0D+I.0CG+0.6W1>+0.6<WB4 D+CG+WI>+<WB4 45 System Derived 1.000 I.0D+I.0CG+0.6<W2+0.6<WB4 D + CG + <W2 + <WB4 46 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB4 D+CU+WI>+<WB4 47 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB4 D + CU + <W2 + <WB4 48 System Derived 1.000 I.0D+I.0CG+0.75L+0.45W1>+0.45<WB4 D+CG+L+WI>+<WB4 49 System Derived 1.000 I.0D+I.0CG+0.75L+0.45<W2+0.45<WB4 D + CG + L + <W2 + <WB4 File: 16-010666-01 Version: 2016.1 c Butler Manufacturinu. a division of BlueScope Buildings North America, Inc. BL/TLER Date: 8/17/2016 au„o, n1o��roao.i�o Origin Faclor 16-010666-01 Calculations Package Time: 11:25 AM I 2 System System i,r 1, 1.000 ° `t.000 0:6 W l> -' i w'-+ 0.6 <WTt4 . ti': M Page: 6 of 69 1.000 I.0 6<W2 50 System Derived 1.000 1.0 D + :.0 CG + 0.7 EB> + 0.7 EG+ + W1 > D + CG + EB> + EG+ 60 51 System Derived :.000 0.6 D + 0.6 CU + 0.7 EB> + 0.7 EG- System D + CU + EB> + EG - 60 52 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <EB + 0.7 EG+ System D + CG + <EB + EG+ 60 53 System Derived 1.000 0.6 D + 0.6 CU + 0.7 <EB + 0.7 EG- System D + CU + <EB + EG- 11-', I..,aa Cn-hioati.,... - rtH No. Origin Faclor - -, «. Application Description I 2 System System i,r 1, 1.000 ° `t.000 0:6 W l> -' i w'-+ 0.6 <WTt4 . ti': M W1> <W2 nam:.,., t nod rn t : o.: _ D=V, , p':__1 _ - / No. Origin Factor p r Application Description . 1 System 1.000 I.0 D+ L0 L 1+ D+ L 2 System 1.000 I.0 6<W2 D+<W2 ID 3 System 1.000 0.6D+0.6W1> + W1 > nada., I.,,aa r.,..,hioatinne - Wau _ Pa.,a1 No. non....:,.., i ..od No. Origin Factor Application Description I 2 System System 1 :.000 1.000 0.6 W I> 0.6.<W2 W 1> <W2 non....:,.., i ..od No. Ori in Factor Def H Def V Application Description I System 1.000 0 180 1.0 L L 2 System 1.000 60 180 0.42 W1> WI> 3 System 1.000 60 180 0.42 <W I <W1 4 System 1.000 60 180 0.42 W2> W2> 5 System 1.000 60 180 0.42 <W2 <W2 6 System 1.000 60 180 0.42 WPL WPL 7 System , 1.000 60 180 0.42 WPR WPR 8 System 1.000 10 0 1.0 E> + 1.0 EG- E> + EG - 9 System 1.000 1 10 0 1.0 <E + 1.0 EG- <E + EG- nono..t:.,., i mad r­h;­;­ - P -n - No. Origin Factor Deflection Application Description System :.000 System 1.000 System 1.000 150 1.0 L L 2 System 1.000 180 0.42 W I> W1> 3 S stem 1.000 180 0.42 <W2 <W2 No. Origin Factor Deflection Application Description I 2 System :.000 System 1.000 90 90 0.42 W I> 0.42 <W2 W1> <W2 BUTTE COUNTY BUILDING DIVISION APPROVED File: 16-010666-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTTE COUNTY BUILDING DIVISION APPROVED BUTLER Date: 8/17/2016 9utic r Manurnelur—ing. - 16-010666-01 Calculations Package Time: 11:25 AM Load Type Descriptions D Material Dead Weight CG Collateral Load for Gravity Cases L Roof Live Load ^ASL Alternate Span Live Load, Shifted Left L.> Live - Notional Right S *USI *US2 SS PFI PF2 S> SMS <SMS PS2 WI> W2> W3> W4> W5> W6> WP W PL WPA2 WPB2 WPC2 WPD2 <WBI <W B2 <W B3 <W B4 <W B5 <W B6 MWB E> EG EG - <EB FL* FD AL*> <AL* AL* AL*>(I ) <AL*(I ) AL*(I ) AL*>(2) <AL*(2) AL*(2) AL*>(3) <AL*(3) AL*(3) AL*>(4) <AL*(4) AL*(4) AL*>(5) <AL*(5) AL*(5) ALB <ALB <WALB <ALB (I ) <WALB(I ) <ALB(2) <W ALB(2) <ALB(3) <WALB(3) Snow Load Unbalanced Snow Load I, Shifted Left Unbalanced Snow Load 2, Shifted Left Sliding Snow Load Partial Load, Full, 1 Span Partial Load, Full, 2 Spans Snow- Notional Right Specified Min. Roof Snow Specified Min. Roof Snow - Notional Left Partial Load, Half Span 2 Wind Load, Case 1, Right Wind Load, Case 2, Right Wind Load, Case 3, Right Wind Load, Case 4, Right Wind Load, Case 5, Right Wind Load, Case 6, Right Wind Load, Parallel to Ridge Wind Load, 11 Ridge, Left Wind Parallel - Ref A, Case 2 Wind Parallel - Ref B, Case 2 Wind Parallel - Ref C, Case 2 Wind Parallel - Ref D, Case 2 Wind Brace Reaction, Case I, Left Wind Brace Reaction, Case 2, Left Wind Brace Reaction, Case 3, Left Wind Brace Reaction, Case 4, Left Wind Brace Reaction, Case 5, Left Wind Brace Reaction, Case 6, Left .; Minimum Wind Bracing Reaction Seismic Load, Right Vertical Seismic Effect C CU ASL^ PL2 <L USI* US2* SD RS PHI PH2 <S SMS> PSI W <WI <W2 <W3 <W4. <W5 <W6 WPR WPA1 WPB I WPC WPDI WBI> W B2> W B3> W B4> W B5> W B6> MW �E <E -,- "EG+' Vertical Seismic Effect, Subtractive'�r, y < EB> Seismic Brace Reaction, Left �_5 � i y FL, Alternate Span Floor Live Load, Shifted Right *FL Floor Dead Load AL Auxiliary Live Load, Right, Right *AL> Auxiliary Live Load, Left, Right <*AL Aux Live, Right *AL Auxiliary Live Load, Right, Right, Aisle I *AL>(I) Auxiliary Live Load, Left, Right, Aisle I <*AL(I) Aux Live, Right, Aisle 1 *AL(I) Auxiliary Live Load, Right, Right, Aisle 2 *AL.>(2) Auxiliary Live Load, Left, Right, Aisle 2 <*AL(2) Aux Live, Right, Aisle 2 *AL(2) Auxiliary Live Load, Right, Right, Aisle 3 *AL>(3) Auxiliary Live Load, Left, Right, Aisle 3 <*AL(3) Aux Live, Right, Aisle 3 *AL(3) Auxiliary Live Load, Right, Right, Aisle *AL>(4) Auxiliary Live Load; Left, Right, Aisle 4 <*AL(4) Aux Live, Right, Aisle 4 *AL(4) Auxiliary Live Load, Right, Right, Aisle 5 *AL.>(5) Auxiliary Live Load, Left, Right, Aisle 5 <*AL(5) Aux Live, Right, Aisle 5 *AL(5) Aux Live Bracing Reaction ALB> Aux Live Bracing Reaction, Left WALB> Wind, Aux Live Bracing Reaction, Left ALB>(I ) Aux Live Bracing Reaction, Left, Aisle I WALB>(I ) Wind, Aux Live Bracing Reaction, Left, Aisle I ALB>(2) Aux Live Bracing Reaction, Left, Aisle 2 WALB>(2) Wind, Aux Live Bracing Reaction, Left, Aisle 2 ALB>(3) Aux Live Bracing Reaction, left, Aisle 3 WALB>(3) Wind, Aux Live Bracing Reaction, Left, Aisle 3 ALB>(4) Page: 7 of 69 Collateral Load Collateral Load for Wind Cases Alternate Span Live Load, Shifted Right Partial Live, Full, 2 Spans Live - Notional Left Unbalanced Snow Load I, Shifted Right Unbalanced Snow Load 2, Shifted Right Snow Drift Load Rain Surcharge Load Partial Load, Half, I Span Partial Load, Half, 2 Spans Snow - Notional Left Specified Min. Roof Snow - Notional Right Partial Load, Half Span 1 Wind Load Wind Load, Case 1, Left Wind Load, Case 2, Left Wind Load, Case 3, Left Wind Load, Case 4, Left Wind Load, Case 5, Left Wind Load, Case 6, Left Wind Load, I Ridge, Right Wind Parallel - Ref A, Case 1 Wind Parallel - Ref B, Case I Wind Parallel - Ref C, Case I Wind Parallel - Ref D, Case 1 Wind Brace Reaction, Case 1, Right Wind Brace Reaction, Case 2, Right, Wind Brace Reaction, Case 3, Right Wind Brace Reaction, Case 4, Right Wind Brace Reaction, Case 5, Right Wind Brace Reaction, Case 6, Right Minimum Wind Load Seismic Load Seismic Load, Left Vertical Seismic Effect, Additive Seismic Brace Reaction, Right Floor Live Load Alternate Span Floor Live Load, Shifted Left Auxiliary Live Load Auxiliary Live Load, Right, Left Auxiliary Live Load, Left, Left Aux Live, Left Auxiliary Live Load, Right, Left, Aisle I Auxiliary Live Load, Left, Left, Aisle I Aux Live, Left, Aisle 1 Auxiliary Live Load, Right, Left, Aisle 2 Auxiliary Live Load, Left, Left, Aisle 2 Aux Live, Left, Aisle 2 Auxiliary Live Load, Right, Left, Aisle 3 Auxiliary Live Load, Left, Left, Aisle 3 Aux Live, Left, Aisle 3 Auxiliary Live Load, Right, Left, Aisle 4 Auxiliary Live Load, Left, Left, Aisle 4 Aux Live, Left, Aisle 4 Auxiliary Live Load, Right, Left, Aisle 5 Auxiliary Live Load, Left, Left, Aisle 5 Aux Live, Left, Aisle 5 Aux Live Bracing Reaction, Right Wind, Aux Live Bracing Reaction, Right Aux Live Bracing Reaction, Right, Aisle I Wind, Aux Live Bracing Reaction, Right, Aisle I Aux Live Bracing Reaction, Right, Aisle 2 Wind, Aux Live Bracing Reaction, Right, Aisle 2 Aux Live Bracing Reaction, Right, Aisle 3 Wind, Aux Live Bracing Reaction, Right, Aisle 3 Aux Live Bracing Reaction, Right, Aisle 4 File: 16-010666-01 Version: 2016.1 e Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER Date: 8/17/2016 ButWr ManWocturl+p 16-010666-01 Calculations Package - Time: 11:25 AM Page: 8 of 69 <ALB(4) Aux Live Bracing Reaction, Left, Aisle 4 WALB>(4) Wind, Aux Live Bracing Reaction, Right, Aisle 4 <WALB(4) Wind, Aux Live Bracing Reaction, Left, Aisle 4 ALB>(5) Aux Live Bracing Reaction, Right, Aisle 5 <ALB(5) Aux Live Bracing Reaction, Left, Aisle 5 WALB>(5) Wind, Aux Live Bracing Reaction, Right, Aisle 5 <WALB(5) Wind, Aux Live Bracing Reaction, Left, Aisle 5 WALB Wind, Aux Live Bracing Reaction AD Auxiliary Dead Load U0 User Defined Load U I User Defined Load - I U2 User Defined Load - 2 U3 User Defined Load - 3 U4 User Defined Load - 4 U5 User Defined Load - 5 U6 User Defined Load - 6 U7 User Defined Load - 7 U8 User Defined Load - 8 U9 User Defined Load - 9 UB User Brace Reaction UB I User Brace Reaction - I UB2 User Brace Reaction - 2 UB3 User Brace Reaction - 3 UB4 User Brace Reaction - 4 UB5 User Brace Reaction - 5 U136 User Brace Reaction - 6 UB7 User Brace Reaction - 7 UB8 User Brace Reaction - 8 UB9 User Brace Reaction - 9 R Rain Load T Temperature Load V Shear BUTTE COUMV IBUILDING DWISI00 APPROVE File: 16-010666-01 Version: 2016.1 c Buder Manufacturin8, a division of BlueScope Buildings North America, Inc. ,� BUTLER * Date: 8/17/2016 eueierninnuroemrtrro� 16-010666-01 Calculations Package Time: 11:25 AM f Page: 9 of 69 - ,' .14 °1 •1R n° I f ,1T M • ; i r 4 ;>N.rr 'r.c.� .. 'Xl' M. • i r 1T_F• 6' r J rD •� t r ' L ' • •Ah r .f ' Nw - , r 2, < - • ,d' r 8 ii8'COUNT1/+ �. BUILDING DIVISION AA PROVED: 111 � r f2.10C.i _ s It i r a, L ; L <*> The building is designed with bracing diagonals in the designated bays. Column base reactions, base plates and anchor rods are affected by this bracing and diagonals " may not be relocated without consulting the building supplier s engineer TE • ' File: 16-010666-01. y r t _'' Version: 2016.Ic . •' �' Buder Manufacturing, a di�'ision of B168cope Buildings North America, Inc. 1 t- f R , e , 1' • 3 L ; L <*> The building is designed with bracing diagonals in the designated bays. Column base reactions, base plates and anchor rods are affected by this bracing and diagonals " may not be relocated without consulting the building supplier s engineer TE • ' File: 16-010666-01. y r t _'' Version: 2016.Ic . •' �' Buder Manufacturing, a di�'ision of B168cope Buildings North America, Inc. 1 t- f R , e BUTLER Date: 8/17/2016 10 16-010666-01 Calculations Package Time: 11:25 AM Page: 10 of 69 Bractne:=Stmarv=Report Shape: Loading Dock Cover Loads and Codes - Shape: Loading Dock Cover City: Chico County: Butte State: California Country: United States Building Code: 2013 California Building Standards Code Structural: IOAISC - ASD Rainfall: 1: 3.30 inches per hour Based on Building Code: 2012 International Building Code Cold Form: 12AISI - ASD fc: 3000.00 psi Concrete Building Risk/Occupancy Category: 11 (Standard Occupancy Structure) Dead and Collateral Loads Roof Live Load Collateral Gravity:3.00 psf Roof Covering + Second. Dead Load: 1.98 psf Roof Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf Wind Load Snow Load Seismic Load Wind Speed: Vult: 110.00 (Vasd: 85.21) mph Ground Snow Load: pg: 0.00 psf Lateral Force Resisting Systems using Equivalent Force Procedure The 'Envelope Procedure' is Used Flat Roof Snow: pf: 0.00 psf Mapped MCE Acceleration: Ss: 61.00 %g Wind Exposure: C - Kz: 0.892 Design, Snow • (Sloped): ps: 0.00 psf Mapped MCE Acceleration: S 1: 27.00 %g Parts Wind Exposure Factor: 0.892 Rain Surcharge: 0.00 Site Class: Stiff soil (D) Wind Enclosure: Enclosed Exposure Factor: 2 Partially.Exposed- Ce: 1.00 Seismic Importance: le: 1.000 Topographic Factor: Kzt 1.0000 Snow Importance: Is: 1.000 Design Acceleration Parameter: Sds: 0.5335 Thermal Factor: Unheated= Ct-. 1.20 Design Acceleration Parameter: Sd l: 0.3348 NOT Windborne Debris Region Ground [RoofConversioni 0.70 " Seismic Design Category: D Base Elevation: 0/0/0 Obstructed or Not Slippery Seismic Snow Load: 0.00 psf Primary Zone Strip Width: 2a: 15/2/6 %Snow Used in Seismic: 0.00 Parts / Portions Zone Strip Width: a: 7/7/3 Diaphragm Condition: Flexible Basic Wind Pressure: q: 23.49 psf Fundamental Period Height Used: 19/0/0 Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.2952 R -Factor. 3.50 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1524 x W COUNTY Longitudinal Direction Parameters BUTTE Ordinary Steel Concentric Braced Frames DIVISION Redundancy Factor: Rho:1.30 BUILDING Fundamental Period: Ta: 0.1820 R-Fact3.25 APPROVED Overstrength Factor: Omega: 2.00 th Deflection Amplification Factor: Cd: 3.25 Base Shear: V: 0.1642 x W Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Gins and Panels Purlins are supporting:Metal Roof Panels Gins are supporting:Metal Wall Panels File: 16-010666-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America. Inc. r Date: 8/17/2016 Butler MunufaCudna 16-010666-01 Calculations Package Time:11:25 AM Page: I I of 69 Desivn I.nad Cnmhinatinne - Rrarina ' No. Ori in Factor - ,��A lication- y, - Description 1 System 1.000 I.0D+0.6WI> `' D+WI> 2 System 1.000 I.0D+0.6<WL ,� - "�,�,', .,•, D+<WI 3 System 1.000 1.0D+0.6W2>".tea,.,_, D+W2> 4 System 1.000 1.0D+0.6<W2 i D+<W2 5 System 1.000 1.0 D + 0.6 W3> a "- `- % . l D + W3> 6 System 1.000 1.0D+0.6<W3 D+<W3 7 System 1.000 1.0 D + 0.6 W4> D + W4> 8 System 1.000 1.0 D + 0.6 <W4 D + <W4 9 System 1.000 0.6 MW MW -Wall: 10 System 1.000 0.6 MW MW - Wall: 2 11 System 1.000 0.6 MW MW - Wall: 3 12 System 1.000 0.6 MW MW - Wall: 4 13 System 1.000 1.0 D + 0.7 E> D + E> 14 System 1.000 1.0 D + 0.7 <E D + <E 15 System Derived 1.000 1.0D+1.0CG+0.6W1> D+CG+WI> 16 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W 17 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 18 System Derived 1.000 1.0D+I.0CG+0.6<W2 D+CG+<W2 19 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W3> D + CG + W3> 20 System Derived 1.000 1.0D+I.0CG+0.6<W3 D+CG+<W3 21 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W4> D + CG + W4> 22 System Derived 1.000 1.0 D + 1.0 CG +'0.6 <W4 D + CG + <W4 23 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W 1> D+CU+WI> 24 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W 1 D + CU + <W 25 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W2> D+CU+W2> 26 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 D+CU+<W2 27 System Derived 1.000 0.6 D+0.6 CU+0.6 W3> D+CU+ W3> 28 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W3 D+CU+<W3 29 System Derived 1.000 0.6 D+0.6 CU+0.6 W4> D+CU+ W4> 30 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W4 D+CU+<W4 31 System Derived 1.000 1.0 D + 1.0 CG + 0.7 E> + 0.7 EG+ D + CG + E> + EG+ 32 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <E + 0.7 EG+ D + CG + <E + EG+ 33 System Derived 1.000 0.6 D + 0.6 CG + 0.7 E> + 0.7 EG- D + CG + E> + EG - 34 1 System Derived 1 1.000 10.6 D + 0.6 CG + 0.7 <E + 0.7 EG- D + CG + <E + EG - BUTTE COUNTY BUILDING DIVISION APPROVED. File: 16-010666-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. surc.ER Date: 8/17/2016 auna,Mon uraau 16-010666-01 Calculations Package Time: 11:25 AM Page: 12 of 69 BUTTE COUNTY BUILDING DIVISION APPROVE® L 94'-O' L Marr T -al Diagonal Bracing Member Design Summarv: Roof A Mem. Bracing Length Angle Design Seismic Stress Stress Governing Design Comment No. Sha (ft) OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Axial (k) Factor Factor Ratio Load Case Status I R0.375 28.93 47.8 -1.26 :.0000 :.0000 0.494 I.OD+0.7<E passed weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 2 R 0.375 28.93 47.8 -1.26 1.000 1.0000 0.494 I.OD+0.7E> passed 3 R 0.5 . 26.85 44.4 4.2 1.0000 1.0000 0.923 4 ' I.OD+0.6<W2 passed 4 R 0.5 26.85 44.4 4.24 L0000 1:0000 "50.923 I.OD+0.6W2> sled t4 i Mem. End Dia on'al Connection Design Information I Left Slot: Web Thk = 0.134, Load Case I.OD+0.7<E, Factored F.=,1.26, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case I.OD+0.7<E, Factored F ='1.26, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 2 Left Slot: Web Thk = 0.134, Load Case I.OD+0.7E>, Factored F = 1.26, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case I.OD+0.7E>, Factored F = 1.26, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 3 Left Slot: Web Thk = 0.134, Load Case I.OD+0.6<W2, Factored F = 4.24, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case I.OD+0.6<W2, Factored F = 4.24, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 4 Left Slot: Web Thk = 0.134, Load Case I.OD+0.6W2>, Factored F = 4.24, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case I.OD+0.6W2>, Factored F = 4.24, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. File: 16-010666-01 - Version: 2O16.1c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. r Date: 8/17/2016 Butler Manurnctur.I,.ng.. .16-010666-01 Calculations Package Time: 11:25 AM �~ Page: 13 of 69 BUTTE COUNTY BUILDING DIVISION A r% mss 161P tr.a• L qtr -re L �a-re L tr-n• L W.n• II i •rlia al R-;.. Mnml,..r rin n C„ m D.,.,CR Mem. Bracing ' Length Angle Design Seismic Stress Stress Governing Design Comment No. Sha (ft) - I Axial (k) Factor Factor Ratio Load Case Status Right R0.375 28.93 47.8.: -1.26 1.0000 1.0000 •0.494 1.0D+I.00G+0.7E>+0.7EG+ passed weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 2 R 0.375 28.93 47.8 -1.26 1.0000 1.0000 0.494 I.OD+I.00G+0.7<E+0.7EG+ passed 3 R 0.5 26.85 44.4 4.2 1.0000 1.0000 0.923 I.OD+0.6W4> - passed 4 R 0.5 26.85 44. -4.24 1.0000 1.0000 0.923 I.OD+0.6<W4 passed Mem. End Diagonal Connection Design Information Left Slot: Web Thk = 0.134, Load Case I.OD+I.00G+0.7E>+0.7EG+, Factored F = 1.26, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case 1.6D+I.6CG+0,7E>+0.7EG+, Factored F = 1.26, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct,shear.OK,,web punching shear' OK, tensile fracture of web OK, >> PASSED. 2 Left Slot: Web Thk = 0.134, Load Case I:OD+I.00G+0.7<E+0.7EG+', Factored F = 1.26, E factor = 1.000, stress increase = 1.000, slot offset, = 3.0001. web -flange weld OK, web direct shear, OK„web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case I:OD+I.0CG+0.7<E+0.7EG+, Factored F = 1.26, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000. web -flan a weld OK, web direct shear OK, web punc6ishear OK, tensile fracture of web OK, >> PASSED. 3 Left Slot: Web Thk = 0.134, Load Case I.OD+0.6W4>, Factored F = 4.24, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case I.OD+0.6W4>, Factored F = 4.24, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 4 Left Slot: Web Thk = 0.134, Load Case I.OD+0.6<W4, Factored F = 4.24. E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case I.OD+0.6<W4, Factored F = 4.24, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. File: •16-010666-01 Version: 2016. l c Butler Mam.1facturing, a division of BlueScope Buildings North America, Inc. BUTLER Date: 8/17/2016 avnn, mnn„rxmv.ine 16-010666-01 Calculations Package Time: 11:25 AM Page: 14 of 69 ninvnnnl Rrarinv Mrmhrr nr ivn Cnmmnrv- CidPwnll 2 Mem. Bracing Length I Angle Design Seismic Stress Stress Governing Design Comment No. Sha ft web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Axial k Factor Factor Ratio Load Case Status Right R 0.625 27.1 43.5 -6.13 .0000 :.3000 1.0000 0.825 I.OD+I.00G+0.6<W4 passed 2 R0.625 27.1 43.5 -4.72 1 1.0000 0.826 I.OD+I.00G+0.7E>+0.7EG+ imssed Mem. End Diagonal Connection Design Information Left Slot: Web Thk = 0.134, Load Case I.OD+I.00G+0.7<E+0.7EG+, Factored F = 9.40, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, web -Flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case IAD+I.00G+0.7<E+0.7EG+, Factored F = 9.40, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 2 Left Slot: Web Thk = 0.134, Load Case :.0D+I.000+0.7E>+0.7EG+, Factored F = 9.44, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, web -Flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case LOD+ I.00G+0.7E>+0.7 EG+, Factored F = 9.44, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, web -Flan a weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK; >> PASSED. BUTTE COUN r i BUILDING DIVISION APPROVED File: 16-010666-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. ' ' BL/TLER Date: 8/17/2016 16-010666-01 Calculations Package, Time: 11:25 AM ~� Page: 15 d'69 11 Diagonal Bracing Member Design Summary: Sidewall 4 Mem. Bra Mem. cing Length Angle Design Seismic Stress Stress Governing Design Comment No. Sha ft web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Axial k') Factor Factor Ratio Load Case 'Status I R 0.625 27.1 43.5 4.6ti 1.3000 1.0000 0.815 I.OD+LOCG+0.7E>+0.7EG+ passed 2 R 0.625 27.1 43.5 4.68 1.3000 1.0000 0.818 I.OD+LOCG+0.7<E+0.7EG+ passed Mem. Bra Mem. End Diagonal Connection Design Information 1 I Left Slot: Web Thk = 0.134, Load Case I.OD+I.00G+0.7E>+0.7EG+, Factored F = 9.3 1, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case I.OD+I.00G+0.7E>+0.7EG+, Factored F = 9.3 1, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 2 Left Slot: Web Thk = 0.134, Load Case 1.0D+I.00G+0.7<E+0.7EG+, Factored F = 9.35, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, M1 �, " web -Flange weld OK, web direct shear OK, web princhingt sFiear OK,'[eosile fracture of web OK, .»PASSED. Right Slot: Web Thk = 0.134, Load Case 1.0D+1.000+0.7<E+0JEG+, Factored F= 9.35, E factor= 2.000, stress increase= 1.000, slot offset, = 3.000, 11 1 web -Flan a weld OK, web direct shear OK, web'�'unchin' shear OK [ensile fiactuie of web OK, >> PASSED. r y • I, BUTTE -CO BUILDING DIVISION AppROVE® File: 16-010666-01 Version: 2016. I c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. r aurcER Date: 8/17/2016 6utle, Mnnufn uring " 16-010666-01 Calculations Package. Time: 11:25 AM w�~ Page: 16 of 69 .s • r r r BUTTE COUNTY r " BUILDING DIVISION APPROVED, s i�ttl 6b..-jT 3'I, ;r - UO File: 16-010666-01 Version: 2016. I c Butler Manufacturing, a division of BlueScope Buildings North America,, Inc., • ' BUTLER Date: 8/17/2016 16-010666-01 Calculations Package Time: 11:25 AM Page: 17 of 69 Secondary '=:Summary_ Report Loads and Codes - Shape: Loading Dock Cover City: Chico County: • Butte State: California Country: United States Building Code: 2013 California Building Standards Code Structural: 10AISC - ASD Rainfall: 1: 3.30 inches per hour Based on Building Code: 2012 International Building Code Cold Form: 12AISI - ASD fc: 3000.00 psi Concrete Building Risk/Occupancy Category: 11 (Standard Occupancy Structure) Dead and Collateral Loads Collateral Gravity:3.00 psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: Vult 110.00 (Vasd: 85.21) mph The'Envelope Procedure' is Used Wind Exposure: C - Kz: 0.892 Parts Wind Exposure Factor: 0.892 Wind Enclosure: Enclosed Topographic Factor: Kzt: 1.0000 NOT Windborne Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 2a: 15/2/6 Parts / Portions Zone Strip Width: a: 7/7/3 Basic Wind Pressure: q: 23.49 psf na.:o.. t. -t r t :.fly: - v. -u.. Roof Covering + Second. Dead Load 1.98 psf Frame Weight (assumed for seismic):2.50 psf Snow Load Ground Snow Load: pg: 0.00 psf Flat Roof Snow: pf: 0.00 psf Design Snow (Sloped): ps: 0.00 psf Rain Surcharge: 0.00 Exposure Factor: 2 Partially Exposed- Ce: 1.00 Snow Importance: Is: 1.000 Thermal Factor: Unheated - CC 1.20 Ground/ Roof Conversion: 0.70 Obstructed or Not Slippery .BUTTE COUNTY BUILDING DIVISION APPROVED. Roof Live Load Roof Live Load: 20.00 psf Reducible Seismic Load Lateral Force Resisting Systems using Equivalent Force Procedure Mapped MCE Acceleration: Ss: 61.00 %g Mapped MCE Acceleration: S I: 27.00 %g Site Class: Stiff soil (D) Seismic Importance: le: 1.000 Design Acceleration Parameter: Sds: 0.5335 Design Acceleration Parameter: Shc:0.3348 Seismic Design Category: D Seismic Snow Load: 0.00 psf % Snow Used in Seismic: 0.00 Diaphragm Condition: Flexible Fundamental Period Height Used: 19/0/0 Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.2952 R -Factor: 3.50 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1524 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.1820 R -Factor: 3.25 Overstrength Factor: Omega: 2.00 Deflection Amplification Factor: Cd: 3.25 Base Shear: V: 0.1642 x W No. Origin Factor Application Description System • 1.000 1.0 D + 1.0 CG + 1.0 L D + CG + L 2 System Derived 1.000 I.0D+I.0CG+0.6W1>+0.6WBI> D+CG+W1>+WBI> 3 System Derived 1.000 I.0D+I.0CG+0.6<W2+0.6WBI> D+CG+<W2+WBI> 4 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6WBI> D+CU+WI>+WBI> 5 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB I> D+CU+<W2+WBI> 6 System Derived 1.000 1.0D+1.0CG+0.75L+0.45W1>+0.45WB1> D + CG + L + W I > + WB I> 7 System Derived 1.000 I.0D+I.0CG+0.75 L - 0.45 <W2 + 0.45 WB I > D + CG + L + <W2 + WB I> 8 System Derived1.000 I.OD+I.0CG+0.6W1>+0.6<WBI D+CG+WI>+<WBI 9 System Derived :.000 I.0D+COCG+,0.6°<W2+0.6<WBI D + CG + <W2 + <WB I 10 System Derived 1.000 0.6D+0:6CU+0.6W1>+0.6<WBI D + CU + W I> + <WB I II System Derived 1.000 0.6D�+0.6`CU+0.61<W2'+0.6<WBI D+CU+<W2+<WBI 12 System Derived 1.000 I.OD+LO CG+0.75L+0.45WI>+0.45<WBI D+CG+L+WI>+<WB1 13 System Derived 1.000 I.0D+I.0CG+0:75'1: 0.45aW2+0.45<WBI D+CG+L+<W2+<WBI 14 System Derived 1.000 I.0D+1.0CG+0.6W1>+0.6WB2> D+CG+WI>+WB2> 15 System Derived 1.000 I.0D+I.0CG+0.6<W2+0.6WB2> D+CG+<W2+WB2> 16 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6WB2> D+CU+W:>+WB2> 17 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB2> D+CU+<W2+WB2> 18 System Derived 1.000 1.0D+I.0CG+0.75L+0.45W1>+0.45WB2> D+CG+L+WI>+WB2> 19 System Derived 1.000 I.0D+1.0CG+0.75L+0.45<W2+0.45WB2> D+CG+L+<W2+WB2> 20 System Derived 1.000 I.0D+I.0CG+0.6W1>+0.6<WB2 D + CG + W I > + <WB2 21 System Derived 1.000 I.0D+I.0CG+0.6<W2+0.6<WB2 D+CG+<W2+<WB2 File: 16-010666-01 Version: 2016. I c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. surcErr , Date: 8/17/2016 16-010666-01 Calculations Package Time: 11:25 AM Page: 18 of 69 22 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6<WB2 D+CU+WI>+<WB2 23 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB2 D+CU+<W2+<WB2 24 System Derived 1.000 I.0D+I.0CG+0.75L+0.45W1>+0.45<W132 D+CG+L+WI>+<WB2 25 System Derived 1.000 I.0D+I.0CG+0.75L+0.45<W2+0.45<W132 D+CG+L+<W2+<WB2 26 System Derived 1.000 I.0D+I.0CG+0.6W1>+0.6WB3> D+CG+WI>+WB3> 27 System Derived 1.000 I.0D+I.0CG+0.6<W2+0.6WB3> D+CG+<W2+WB3> 28 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6WB3> D+CU+WI>+WB3> 29 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB3> D+CU+<W2+WB3> 30 System Derived 1.000 1.0D+I.0CG+0.75L+0.45W1>+0.45W133> D + CG + L + W I > + WB3> 31 System Derived 1.000 I.0D+I.0CG+0.75L+0.45<W2+0.45WB3> D + CG + L + <W2 + WB3> 32 System Derived 1.000 1.0 D +. 1.0 CG + 0.6 W 1> + 0.6 <WB3 D+CG+WI>+<WB3 33 System Derived 1.000 1.0D+I.0CG+0.6<W2+0.6<W133 D + CG + <W2 + <WB3 34 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6<W133 D+CU+WI>+<WB3 35 System Derived 1.000 0.6D+0.6CU+0.6<W2+0.6<W133 D+CU+<W2+<WB3 36 System Derived 1.000 I.0D+I.0CG+0.75L+0.45WI>+0.45<W133 D+CG+L+WI>+<WB3 37 System Derived 1.000 I.0D+I.0CG+0.75L+0.45<W2+0.45<W133 D+CG+L+<W2+<WB3 38 System Derived 1.000 I.0D+I.0CG+0.6W1>+0.6WB4> D+CG+WI>+WB4> 39 System Derived 1.000 I.0D+I.0CG+0.6<W2+0.6WB4> D+CG+<W2+WB4> 40 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6WB4> D + CU + W 1> + WB4> 41 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB4> D+CU+<W2+WB4> 42 System Derived 1.000 I.0D+I.0CG+0.75L+0.45WI>+0.45WB4> D + CG + L + W I > + WB4> 43 System Derived 1.000 1.0D+I.0CG+0.75L+0.45<W2+0.45W134> D + CG + L + <W2 + WB4> 44 System Derived - 1.000 I.0D+I.0CG+0.6W1>+0.6<WB4 D+CG+WI>+<WB4 45 System Derived 1.000 I.0D+I.0CG+0.6<W2+0.6<WB4 D+CG+<W2+<WB4 46 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6<W134 D+CU+WI>+<WB4 47 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB4 D+CU+<W2+<WB4 48 System Derived 1.000 I.0D+I.0CG+0.75L+0.45WI>+0.45<WB4 D+CG+L+WI>+<WB4 49 System Derived 1.000 I.0D+I.0CG+0.75L+0.45<W2+0.45<W134 D+CG+L+<W2+<WB4 50 System Derived 1.000 1.0 D + 1.0 CG + 0.7 EB> + 0.7 EG+ D + CG + EB> + EG+ 51 System Derived 1.000 0.6 D + 0.6 CU + 0.7 EB> + 0.7 EG- D + CU + EB> + EG - 52 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <EB + 0.7 EG+ D + CG + <EB + EG+ 53 1 System Derived 1.000 10.6D+0.6CU+0.7 <EB +0.7EG- ID+CU+ <EB +EG - Design Load Combinations - Girt No. Origin I Factor I Application Description I 2 System System 1 1.000 1.000 0.6 W I> 0.6 <W2 W I> <W2 Deflection Load Combinations - Purlin No. Origin Factor Deflection Application Descri tion ' System 1.000 150 1.0 L L 2 System 1.000 I80 0.42 W 1> W I> 3 System 1.000 180 0.42 <W2 <W2 Deflection Load Combinations - Girt No. Origin Factor I Deflection I Application Descri tion I System 2 System 1.000 1.000 1 90 90 0.42 W I> 0.42 <W2 W I> <W2 SUITE COUNW BUILDING DIVISION APPROVE® File: 16-010666-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. ` BUTLER • •� ' �- A., ' .. ; Date: 8/17/2016 8u1orNan ,�,,�, 16-010666-01 'Calculations Package Time: 11:2s AM ......._.... _ Page: 19 of 69 3 - Wall. 1 r, E . ,F ;. , .z 'Open t. ' • , r • . r .+ +jam �. .. .. op 777 :-L7r 77=7 ..' •P yn .i .. ^ BUTTE COUNTY T r t BUILDINGbIVISION t:f4# * .��i • _ PPROVE,##j . • x �y.6 • „�.. 4 {r K r • File: -16-010666-01 r . z ! Version: 20 16. 1 c ; Butler Manufacturing, a division of BlueScope Buildings North America, Inc' . r BfJTLER � r • Date: 8/17/2016 „a,Mo ��n� 16=010666-01 Calculations Package Time: 11:25 AM ~� Page: 20 of 69 LWATMMIZZIT If .7 w• r. ,7=Y3. c -. . �/��1 Jr �/J�) r • �/J�) �/IL]�J 4 L dL L L L SF(r)NnARY FI FVATION AT A SL Dimension Key , 6" r i. 2 1,_0„ k U ECO jJ , TY - gUILDING�D . , t:®r APPR®\4 a File: 16-010666-01 Version: 2016.Ic ' Butler Manufacturin=, a division of BlueScope Buildings North America, lone. ; Open - L dL L L L SF(r)NnARY FI FVATION AT A SL Dimension Key , 6" r i. 2 1,_0„ k U ECO jJ , TY - gUILDING�D . , t:®r APPR®\4 a File: 16-010666-01 Version: 2016.Ic ' Butler Manufacturin=, a division of BlueScope Buildings North America, lone. ; r `:+t, .•, t BL/TLER • - Y •. $F •16-010666-01 Calculations_Package Date: 8/17/2016 Time: 11:25 AM Page: 21 of 69 , V1'all"-3 .. E . a 77, • {� . ' �� r ._ � i i r. • �/Ups) �//1�) + • •! ,.. •'f ` ! it ! � -i y. • ' ' ,h ' ' �` � F � {. j Open '" � . ,.t r -• _I .. }`,..:fir - • • - t �' ^ � d :• ; ` � • � r r' 1 . ♦<f •:4 �.. •. .f, i ` �}� 4} -... •r'• -- - ' •fit .� r• T - ` • _..7a:n it ..:� • t - e .. - r - IF r BUTTE VOUN�6110b . 1 7•IA c i BUILDING•DIVISION,r! APPROVE E: wcl w' • ' 'File 16-010666-01 , _ •� � - - Versign: 2016tic ' t . Butler Wnufacturin8, a division of BlueScope Buildings North'America, Inc. y BUTLER .« ' Date: 8/17/2016 -16-010666-01 Calculations Package Time: 11:25 AM Page: 22 of 69 • W'all:•4 L L L L L SF('(�NI�ARY FI FVATI(�N ATR L Dimension Key 2 6" 7 _ i BUTTE COUNVY63NO :�; tl i BUILDING DIVISION ► -'-)' x -. pip �i ED:�- . �..r .. f File: 16-010666-01 Version: 2016.1c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. rl•, aureER Date: 8/17/2016 a�nc.Mmm�oaor�np+ 16-010666-01 Calculations Package Time: 11:25 AM . _..r_..�_. Page: 23 of 69 Roof: A _-- � , . .. •� ,, . • , BUTTE'COU TY BUILDING DIVISION APPROVED 1 r JR-rr t iT.rr t- _ 94'-tr I M-rr t 1T -Fr f ��.,..:......., c ---- A _.. n....:.. _., r.._ cam.._,. . ,... _- -_ cam_ Des Len Description - Fy(ksi) Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % % % Ld % % % % Ld Lap Id ft Status in. Bnd Shr Crab We Cs in.) Bnd Shr Cmb Wcp Cs Bnd Shr Cmb We Cs in. I, I 17.00 8.500.060 Z Con -60.0 Yes 10-5 0.02 0.05 0.57 0.84 1 0.28 0.24 0.52 0.64 I 10.5 1,2 17.00 8.500.060 Z Con -60.0 Yes 10.5 0.28 0.19 0.52 0.64 1 10.5 0.84 0.40 0.77 0.00 1 0.47 0.23 0.72 0.80 I 10.5 1,3 24.00 8.500.060 Z Con -60.0 Yes 34.5 0.47 0.29 0.72 0.80 1 16.5 1.01 0.56 0.98 0.00 1 0.52 0.30 0.78 0.85 1 16.5 1,4 20.00 8.500.060 Z Con -60.0 Yes 16.5 0.52 0.26 0.78 0.85 1 10.5 0.92 0.45 0.86 0.00 1 0.39 0.23 0.65 0.76 1 10.5 1,5 18.00 8.500.060 Z Con -60.0 Yes 16.5 0.39 0.26 0.65 0.76 1 10.5 0.00 0.34 0.55 0.82 1 2,1 17.00 8.50x0.060 Z Con -60.0 Yes 10.5 0.02 0.05 0.57 0.84 1 0.28 0.24 0.52 0.64 1 10.5 2,2 17.00 8.500.060 Z Con -60.0 Yes 105 0.28 0.19 0.52 0.64 I 10.5 0.84 0.40 0.77 0.00 1 0.47 0.23 0.72 0.80 1 10.5 2,3 24.00 8.500.060 Z Con -60.0 Yes 34.5 0.47 0.29 0.72 0.80 1 16.5 1.01 0.56 0.98 0.00 1 0.52 0.30 0.78 0.85 1 16.5 2,4 20.00 8.500.060 Z Con -60.0 Yes 16.5 052 0.26 0.78 0.85 1 10.5 0.92 0.45 0.86 0.00 1 0.39 0.23 0.65 0.76 1 10.5 2.5 18.00 8.5020.060 Z Con -60.0 Yes 16.5 0.39 0.26 0.65 0.76 1 10.5 0.00 0.34 0.55 0.82 1 3,1 17.00 8.50x0.060 Z Con -60.0 Yes 105 0.02 0.05 0.57 0.84 1 0.28 0.24 0.52 0.64 1 10.5 3,2 17.00 8.500.060 Z Con -60.0. -),Yes 10.5 , 0.28 0.19 •0.52 0.64 1 10.5 0.52 0.31 0.66 0.00 19 0.48 0.24 0.72 0.80 1 10.5 3,3 24.00 8.500.060 Z Con -60.0 'Yes' .34:5 0.48 0.29 0.72 0.80 1 34.5 0.87 0.52 1.02 0.00 19 0.54 0.30 0.79 0.86 1 34.5 3,4 20.00 8.500.060 Z Con -60.01 'Yes 16.5 ', 0.54 0.26 0.79 0.86 1 16.5 0.63 0.38 0.95 0.00 25 0.40 0.23 0.65 0.76 1 16.5 3,5' 18.00 8.50x0.060 Z Con -60.0 Yes '16'5 0.40 0.27 0.65 0.76 1 16.5 0.48 0.00 0.89 0.00 22 4,1 17.00 8.50x0.060 EZ Sim -60.0 Yes --0.0 0.28 0.00 0.38 0.00 16 4,2 17.00 8.500.060 EZ Sim -60.0 Yes . 0.0 0.31 0.00 0.41 0.00 16 4,3 24.00 8.500.079 EZ Sim -60.0 Yes 0.6 0.42 0.00 0.50 0.00 16 4,4 20.00 8.500.079 EZ Sim -60.0 Yes 0.0 0.08 0.00 0.72 0.00 50 4,5 18.00 8.500.079 EZ Sim -60.0 I Yes 0.0 0.22 10.00 0.30 10.00 1 22 File: 16-010666-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER " Date: 8/17/2016 „ef„u- 16-010666-01 Calculations Package Time: 11:25 AM Page: 24 of 69 Maximum Secondary Deflections for Shane Loadine Dock Cover on Side A Design Id Segment Deflection(in.) . Ratio t . Location(ft) Load Case Description 1 1 -0.28 (U684) 8.00 . 1 1.01- 1 2 0.09 �( U2234 )1 1 -29.88 1 1.01- 1 3 -0.74 -(L/387) 45.88 1 1.01- 1 4 -0.06 (U3879 ) . 68.88 1 1.01- 1 5 -0.36 ( L/579) " 87.88 1 1.01, 2 1 -0.28 ( U684) 8.00 1 1.01, 2 2 0.09 (L/2234) 29.88 1 1.01, 2 3 -0.74 ( U387) 45.88 1 1.01, 2 4 -0.06 (U3879) 68.88 1 1.01- 2 5 -0.36 ( U579) 87.88 1 1.01- 3 1 -0.28 ( L/684) 8.00 1 1.01- 3 2 0.08 ( U2507) 29.38 1 1.01- 3 3 -0.69 ( U415) 45.88 1 1.01- 3 4 0.05 ( U4902) 61.38 1 LOL 3 5 -0.36 ( U591) 87.88 1 1.01- 4 1 -0.19 ( U1021) 9.00 1 LOL 4 2 -0.24 ( U843) 25.50 1 1.01, 4 3 -0.73 ( U392) 46.00 1 1.01, 4 4 -0.35 (U678) 68.00 1 1.01. 4 5 1 -0.21 1 U1015) 86.50 1 I 1 1.01- Purlin Anchorage Forces for Shape Loading Dock Cover, Roof A, Panel Tvpe is BRU. Pitch = 1.000:12 AR Clio if rea'd - EPC3 Bay Thickness Load(psf) Ld Case # Purlins Length Simple? Diaphragm Width Allowable Defl Actual Defl 1 0.060 -15.90 1 8 17.00 N 39.64 0.567 0.027 2 0.060 -15.90 1 8 17.00 N 39.64 0.567 0.026 3 0.060 -15.90 1 8 24.00 N 39.64 0.800 0.055 4 0.060 -15.90 1 8 20.00 N 39.64 0.667 0.037 5 0.060 1 -15.90 1 8 1 18.00 N 39.64 1 0.600 0.031 Reference Fnn-Line Located @ Force per Anch. Line(k) Force per Anchor Anch. Allow Req'd AR Anchors Actual AR, STD Required Stiffness Available Stiffness Diaphragm Allow Diaphragm Shr Diaphragm Stress Ratio 1(0.00) Frame 0.07D 0.011) (k) 0.11 0 0,0 0.314 2.140 0.086 0.001 0.014 2(17.00) Frame 0.21 D 0.02D (k) 0.22 0 0,0 0.976 6.104 0.086 0.002 0.021 3(34.00) Frame 0.21 D 0.02D (k) 0.22 0 0,0 0.974 6.013 0.086 0.002 0.021 4(58.00) Frame 0.20D 0.02D (k) 0.22 0 010 0.943 5.951 0.086 0.002 0.020 5(78.00) Frame 0.20D 0.02D (k) 0.22 0 0,0 0.933 6.018 0.086 0.002 0.020 6(96.00) Frame I 0.061) 1 0.011) k 0.11 1 0 1 0,0 1 0.300 1 2.138 1 0.086 1 0.001 1 0.013 BUTTE COUNTY BUILDING DIVISION APPROVED File: 16-010666-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. ' Date: 8/17/2616 16 •• • Butler fAu-1, ctuorQ 16-010666-01 Calculations Package Time: 11:25 AM Page: 25 of 69 R,777ros' � • BUILDING DIVISION APPROVED , , 14 Pq s ... a.I A' A 51 11A _ M - ! ' t Maximum Secondar Desi ric for SNDe* Loading Dock Cover on Side B L_ Des Len Description - Fy(ksi) Design Detail Lap Exterior .. Interior Exterior % % %a -% ; Ld Lap % % % % Ld % % % % Ld Lap Id (ft) atus St in.) Bnd Shr Cmb We Cs (in. Bnd Shr Cmb We Cs Bnd Shr Cmb We Cs in. ' 1,1 18.00 8.500.060 Z Con -60.0 Yes 16.5 0.00 0.02 0.55 0.82 1 0.39 0.26 0.65 0.76 I 10.5 • 1,2 20.00 8.50x0.060 Z Con -60.0. Yes 165' 0.39 0.23 0.65 0.76 1 10.5 0.92 0.45 0.86 0.00 1 0.52 0.26 0.78 0.85 I 10.5 1,3 24.00 8.500.060 Z Con -60.0 Yes 345 0.52 0.30 0.78 0.85 1 16.5 1.01 0.56 0.98 0.00 • 1 0.47 0.29 0.72 0.80 1 16.5 1,4. 17.00 8.50xO.O6O Z Con -60.0 Yes 10.5 0.47 0.23 0.72 0.80 1 10.5 0.84 0.40 0.77 0.00 1` 0.28 0.19 0.52 0.64 1 10.5 1,5 17.00 8.50x0.060 Z Con -60.0 Yes • 10.5 0.28 0.24 0.52 0.64 1 10.5 0.02 0.32 0.57 0.84 1 2,1 18.00 8.500.060 Z Con -60.0 Yes 165 0.48 0.00 0.89 0.00 46 0.40 0.27 0.65 0.76 1 16.5 2,2 , 20.00 8.500.060 Z Con -60.0 Yes 16.5 0.40 0.23 0.65 0.76 1 16.5 0.63 0.38 0.95 0.00 43 0.54 0.26 0.79 0.86 ' 1 16.5 2,3 24.00 8.500.060 Z Con -60.0 Yes 34.5 054 0.30 0.79 0.86 1 34.5 0.87 0.52 1.02 0.00 43 0.48 0.29 0.72 0.80 1 34.5 2,4 17.00 8.500.060 Z Con -60.Q, Yes- 10.5 0.48 0.24 0.72 0.80 1 10.5 052 0.31 0.66 0.00 43 0.28 0.19 0.52 0.64 1 10.5 2,5 17.00 8.50x0.060 Z Con -60.0. oe Yes 10 5 0.28 ,0.24 0.52 0.64 1 10.5 0.02 0.32 0.57 0.84 1 - 3, I 18.00 8.50x0.079 EZ Sim -60.0 ` Yeses I„y. x"0.0 ' f �' "�Sy 0.27 0.00 0.35 0.00 46 3,2, 20.00 8.50x0.079 EZ Sim`60.0 Yes X0:0 j ( *, 0.09 0.00 0.74 0.00 50 t. 3,3 24.00 8.50x0.079 EZ Sim -60.0 , Yes K 0.0 � ' ' 0.52 0.00 0.57 0.00 43 3,4 17.00 8.500.060 EZ Sim -60.0 Yes'� 0 0 t f 0.36 0.00 0.47 0.00 40 3,5 17.00 8.50x0.060 EZ Sim -60.0 Yes" "40 L- - 0.33 10.00 10.44 10.00 1 40 1' r u. 1 , 4 , .. .. 4 i �A ` :4� " 1 file: 16-610666-01' t �, Version: 2016.1c Butler Manufacturing, a division of Bl_ueScope Buildings North America, Inc.: , A t , r BUTLER Date: 8/17/2016 16-010666-01 Calculations Package Time: 11:25 AM Page: 26 of 69 Maximum Secondary Deflections for Shane LOadine Dock Cover on Side B Design Id Se mens Deflection(in.) t Ratio •. . Location(R) Load Case Description 1 1 -0.36 ( U586) " 8.00 1 LOL 1 2 -0.06 " ( L/4013) 27.38 1 LOL 1 3 -0.75 ( U386 )' 49.88 1 LOL 1 4 0.09 ( U2186) 65.88 1 1.01- 1 5 -0.28 (L/678) 87.88 1 LOL 2 1 -0.35 (L/597) 8.00 1 LOL 2 2 0.05 (L/5037) 34.88 1 LOL 2 3 -0.69 ( U415) 49.88 1 LOL 2 4 0.08 ( U2427) 66.38 1 LOL 2 5 -0.28 (U678) 87.88 1 LOL 3 1 -0.26 ( U810) 9.50 1 LOL 3 2 -0.44 ( U541) 28.00 1 LOL 3 3 -0.92 ( L/313) 50.00 1 LOL 3 4 -0.30 (U673) 70.50 1 LOL 3 5 1 -0.24 1 ( U815 ) 87.00 1 1.01- Purlin Anchor a Forces for hape Loading Dock Cover Roof B Panel T e is BRU Pitch = 1.000:12 AR Clip if re 'd - EPC3 Bay Thickness L.oad(psf) Ld Case # Purlins Length Simple? Diaphragm Width Allowable Defl Actual Defl 1 0.060 -15.90 1 8 18.00 N 39.64 0.600 0.031 2 0.060 -15.90 1 8 20.00 N 39.64 0.667 0.037 3 0.060 -15.90 1 8 24.00 N 39.64 0.800 0.055 4 0.060 -15.90 1 8 17.00 N 39.64 0.567 0.026 5 0.060 1 -15.90 1 1 8 1 17.00 1 N 1 39.64 0.567 0.027 Reference Fnn-Line Located @ Force per Anch. Line(k) Force per Anchor Anch. Allow Req'd AR Anchors Actual AR, STD Required Stiffness Available Stiffness Diaphragm Allow Diaphragm Shr Diaphragm Stress Ratio 1(0.00) Frame 0.06D 0.0113 (k) 0.11 0 0,0 0.300 2.138 0.086 0.001 0.013 2(18.00) Frame 0.20D 0.02D (k) 0.22 0 0,0 0.933 6.018 0.086 0.002 0.020 3(38.00) Frame 0.20D 0.02D (k) 0.22 0 0,0 0.943 5.951 0.086 0.002 0.020 4(62.00) Frame 0.21 D 0.02D (k) 0.22 0 0,0 0.974 6.013 0.086 0.002 0.021 5(79.00) Frame 0.21 D 0.02D (k) 0.22 0 0,0 0.976 6.104 0.086 0.002 0.021 6(96.00) Frame 1 0.0713 1 0.0113 k 0.11 1 0 1 0,0 1 0.314 1 2.140 1 0.086 0.001 0.014 13UTT.COUNTY iN p�pRo File: 16-010666-01 Versi on: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. r- � BUTLER - Butter Manufactur`np_. • ! - ,. Date: 8/17/2016 16-010666-OI,Calc6lations Package Time: 11:25 AM ' Page: 27 of 69 WaIL• 2 - Canopya : BUILDfN• - ' * _ - • s� G'DWIS1GI. r �, 4 ...... �. -APPROVED, � � • r - ,� . LC 1T -R° L 'Xl'-M L 7d' -n° • L. 1 -P -M47 L. • 1C. !)°A'. • . Ft Maximum Secondary Desi w for Sha pe LoadirntWg Dock Cover on Side 2 At -` Des Len r '1 Design Detail Lap r . LC 1T -R° L 'Xl'-M L 7d' -n° • L. 1 -P -M47 L. • 1C. !)°A'. • . Ft Maximum Secondary Desi w for Sha pe LoadirntWg Dock Cover on Side 2 At -` Des Len '1 Design Detail Lap r . LC 1T -R° L 'Xl'-M L 7d' -n° • L. 1 -P -M47 L. • 1C. !)°A'. • . Ft Maximum Secondary Desi w for Sha pe LoadirntWg Dock Cover on Side 2 At -` Des Len Description - Fy(ksi) Design Detail Lap Exterior Interior Exterior . % % % % Ld Lap % % %% 2 Ld , % % % % Ld Lap Id (ft) (U420) Status (inJ Bnd Shr' Cmb We Cs (inJ Bnd Shr Cmb We Cs Bnd Shr Cmb We Cs (in.) ,IJ 18.00 8.500.060 Z Con -60.0 Yes 10.5 9.50 1 1.01, i . • 2 2 0.00 0.02 0.49 0.73 1 0.35 0.24 0.58 0.68 1 10.5 1',2 20.00 8.50x0.060 Z Con -60.0 Yes 10.5 0.35 0.21 0.58 0.68 1 10.5 0.94 0.43 0.86 0.00 1 0.46 0.23 0.70 0.77 1 10.5 1,3 24.00 8.5OxO.06OZCon-60.0 Yes 10.5 0.46 0.27 0.70 0.77 1 10.5 0.89 0.50 0.87 0.00 1' 0.42 0.26 0.64 0.72 1 10.5 1,4 17.00 8.500.060ZCon-60.0 .Yes 10.5 0.42 0.21 0.64 0.72 1 10.5 0.86 0.38 0.77 0.00 1 0.26 0.17 0.47 0.58 1 10.5 1,5 17.00 8.500.060 ZCon-60.0 ' Yes 10.5 0.26 0.21 0.47 0.58 1 10.5 0.01 0.29 0.51 0.75 1 2,1 18.00 8.500.060 C Sim -60.0 Yes 0.0 • 0.00 0.20 0.00 0.65 1 2,2 20.00 8.500.060 C Sim -60.0 Yes 0.0 0.00 0.23 0.00 0.76 1 2,3 2,4 24.00 17.00 8.500.060 C Sim -60.0` 8.50x0.060 C Sim -60.0 Yes 0.0 ' ' �` y 7Cit t ► , 0.89 0.00 0.00 0.00 4 Yes 0.0 F i; 0.00 0.19 0.00 0.71 2,5 17.00 8.50x0.060 C Sim -60.0 Yes. 0.0 C '+if/ 0.00 1 0.18 0.00 10.571 Y r w, e • Maximum Sec ndary Deflections for Shape Loadin Dock Cover on Side 2 A0.1" •� Design Id Segment Deflection in. Ratio ' Location ft Load Case - + Description • 1 • I -0.32 (U657) 8.00 1 .01- 1.01- 1, 1, 2 0.08 , ., (U3054) 27.38 2 + 0.42W]> ' " 1 3 -0.69 (U420) 49.88 11, 1.01- I 4 0.08 (U2435) 65.88 1 LOL r I 5 ' -0.25 (1.1759) 87.88 I _ OL2 1.01- 2 1 -0.35. (U598) 9.50 1 1.01, i . • 2 2 -0.60 (U400) 28.00 I 1.01, .' 2 3 -1.25 (U231) 50.00 1• 1.01- 2 ' 4 -0.31 t (0651) 70.50 01 .•= IOL fi 2 5 -0.24 ( U788) - 87.00 1 I.OL ' 1 M-777 " r • ' , R ' r • File: 16-010666-01 , •. I Version: 2016.1c .. • Butler Manufacturing, a division of BlueScope Buildings North America, Inc.- 1 - ' .. - • ' r Date: 8/17/2016 B(JTLER • a�ne.Moo�r�rtrp . 16-010666-01 Calculations Package Time: 11:25 AM ..,......_r.~�_ I Page: 28 of 69 gaming-.;-- ryRe brt 74 - 7-.„70m;u 1707 77,77,J77M, 777 Loads and Codes - Shape: Loading Dock Cover City: Chico County: Butte • State: California Country: United States Building Code: 2013 California Building Standards Code' :� �^ Structural:, - IOAISC - ASD Rainfall: I: 3.30 inches per hour Based on Building Code: 2012 International Building Code Cold Form: 12AISI - ASD fc: 3000.00 psi Concrete Building Risk/Occupancy Category: 11 (Standard Occupancy Structure) Dead and Collateral Loads Roof Live Load Collateral Gravity:3.00 psf Roof Covering + Second. Dead Load: 1.98 psf • Roof Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf Wind Load, Snow Load 'Seismic Load Wind Speed: Vult: 110.00 (Vasd: 85.21) mph Ground Snow Load: pg: 0.00 psf Lateral Force Resisting Systems using Equivalent Force Procedure The'Envelope Procedure' is Used Flat Roof Snow: pf: 0.00 psf Mapped MCE Acceleration: Ss: 61.00 %g Wind Exposure: C - Kz: 0.892 -Design Snow (Sloped): ps: 0.00 psf Mapped NICE Acceleration: S 1: 27.00 %g Parts Wind Exposure Factor; 0.892 Rain Surcharge: 0.00 Site Class:'Stiff soil (D) Wind Enclosure: Enclosed Exposure Factor: 2 Partially Exposed - Ce: 1.00 Seismic Importance: le: 1.000 Topographic Factor: Kzr. 1.0000 Snow Importance: Is: 1.000 Design Acceleration Parameter: Sds: 0.5335 Thermal Factor: Unheated - Cr. 1.20 Design Acceleration Parameter: Sd 1: 0.3348 NOT Windborne Debris Region Ground / Roof Conversion: 0.70 Seismic Design Category: D Base Elevation: 0/0/0 Obstructed or Not Slippery Seismic Snow Load: 0.00 psf Primary Zone Strip Width: 2a: 15/2/6 ' % Snow Used in Seismic: 0.00 Parts / Portions Zone Strip Width: a: 7/7/3 Diaphragm Condition: Flexible . Basic Wind Pressure: q: 23.49 psf Fundamental Period Height Used: 19/0/0 " 1 Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor: Rho: 1.30 ` Fundamental Period: Ta: 0.2952 R -Factor. 3.50 - �/ 1 Overstrength Factor: Omega: 2.50 Q, 1 e COVN t t v l Deflection Amplification Factor: Cd: 3.00 • p Base Shear: V: 0.1524 x W 1"1S'ON gU1LDING Longitudinal Direction Parameters ry ��® �® Concentric Braced Frames • % AP� Redundancy Redundancy Factor: Rho: 1.30 L A Fundamental Period: Ta: 0.1820 ' R -Factor: 3.25 Overstrength Factor: Omega: 2.00 Deflection Amplification Factor: Cd: 3.25 Base Shear: V: 0.1642 x W Deflection Conditions c Frames are vertically supporting:Metal Roof Purlins and Panels ,. Frames are laterally supporting: Metal Wall Girts and Panels Purlins are supporting:Metal Roof Panels Girts are supporting: Metal Wall Panels r > .. ; v , • _ .` w , � , e File: 16-010666-01 Version: 2016.1 c Butler, Man ufacturina, a division of BlueScope Buildings North America. Inc. BUTLER Date: 8/17/2016 e�ua.Mno�roa�.��c 16-010666-01 CalculationsPPackage Time: 11:25 AM �~ Page: 29 of 69 Wa1L' 4 Frame:ati' 1`/0/0 ` �. Frame Cross Section: I BUTTE yy yyr COUNTY yN BUILDING DIVISION AOVED r. t0 m Rl LL LL rD (o - [u0 m m 0 "4- 11D01 to `f{(,.!!T£ Cr •'�•'.t�tt.: L .w'.� FRAME CROSS SECTION AT FRAME LINE(S) 1 SL Dimension Key 118'-2" • 2 8 1/2" ' 3 1'-1' 4 2 @ 4'-3 5/16" 5 2 @ 4'-5 3/4" 6 22'-3 12" Ridge Ht. 7 10'-07/16" 1.000:12 Frame Clearances Horiz. Clearance between members I(CX001) and 9(CX002): 73'-10 15/16" Horiz. Clearance between members I(CX001) and 10(CX002): 73'-10 15/16" Horiz. Clearance between members 2(CX001) and 9(CX002): 73'-10 15/16" Horiz. Clearance between members 2(CX001) and 10(CX002): 73'-10 15/16" Vert. Clearance at member 2(CX001): 16-5 7/16" Vert. Clearance at member 9(CX002): 16-5 7/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) 4 i File: 16-010666-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER Date: 8/17/2016 6ut1C.M1=11' 11119 16-010666-01 Calculations Package Time: 1.1:25 AM �..��_�._ Page: 30 of 69 Desien Load Combinations - Framing ` No. Origin Factor ._ _Application, Description I System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + I> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 1.0 ASL^ D + CG + ASL^ 4 System 1.000 1.0 D + 1.0 CG + 1.0 ^ASL D + CG + ^ASL 5 System 1.000 1.0D+I.0CG+0.6WI> D+CG+WI> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W I D + CG + <W1 7 System 1.000 1.0D+1.000+0.6W2> D+CG+W2> 8 System 1.000 1.0D+I.0CIS +0.6<W2 D+CG+<W2 9 System 1.000 1.0D+I.0CG+0.6WPL D+CG+WPL 10 System 1.000 1.0D+I.0CIS +0.6WPR D+CG+WPR I I System 1.000 0.6 MW MW -Wall: 1 12 System 1.000 0.6 MW MW - Wall: 2 13 System 1.000 0.6 MW MW - Wall: 3 14 System 1.000 0.6 MW MW - Wall: 4 15 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 16 System 1.000 0.6 D + 0.6 CU + 0.6 <WI D+CU+<WI 17 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D+CU+W2> 18 System 1.000 0.6D+0.6CU+0.6<W2D+CU+<W2 SS 19 System 1.000 0.6 D+0.6CU+0.6 WPL BUTTE COUNTY D+CU+WPL 20 System 1.000 0.6D+0.6CU+0.6WPRD+CU+WPR DIVISION 11.00 21 System 1.000 I.0D+I.0CG+0.75L+0.45aUILDING D+CG+L+WI> 22 System 1.000 I.D+OCG+0.75L+0.45< D+CG+L+<WI 23 System 1.000 L0D+L0 CG+0.75L+0.45W PPROVED D+CG+L+W2> 24 System 1.000 I.0D+I.0CG+0.75L+0.45< 2 D+CG+L+<W2 25 System 1.000 I.0D+I.0CG+0.75L+0.45WPL D+CG+L+WPL 26 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR 27 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 28 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 29 System 1.000 0.6 D + 0.6 CU + 0.91 E>+0.7EG- D + CU + E> + EG - 30 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 31 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ 32 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 33 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG - 34 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 35 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 36 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 37 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG - 38 1 OMF Connection 1 1.000 10.6D+0.6CU+2.45<E+0.7EG- ID+CU+<E+EG- Framr Mrmh- Sizes Mem. No. Flg Width (in.) FlgThk (in.) Web Thk (in.) Depth in.) Depth2 (in.) Length (ft) Weight O FigFy (ksi) WebFy (ksi) Splice Jt.l Codes Jt.2 Shape 10001 5.00 0.1345 0.1345 12.00 12.00 10.71 115.5 55.00 55.00 SS SS 3P 1 8.00 0.2500 0.1345 22.00 22.04 15.77 391.3 55.00 55.00 BP SS 3P 2 8.00 0.2500 0.1644 22.04 22.00 2.58 99.5 55.00 55.00 Ss KN 3P 3 5.00 0.2500 0.1345 24.00 14.00 13.91 230.1 55.00 55.00 KN SS 3P 4 5.00 0.1875 0.1345 14.00 14.00 10.00 135.3 55.00 55.00 SS SP 3P 5 5.00 0.1875 0.1345 14.00 11.00 15.00 196.5 55.00 55.00 SP SP 3P 6 5.00 0.1875 0.1345 11.00 14.00 15.00 196.5 55.00 55.00 SP SP 3P 7 5.00 0.1875 0.1345 14.00 14.00 10.00 135.3 55.00 55.00 SP SS 3P 8 5.00 0.2500 0.1345 14.00 24.00 13.91 230.1 55.00 55.00 SS KN 3P 9 8.00 0.2500 0.1644 22.04 22.00 2.58 87.7 55.00 55.00 SS KN 3P 10 1 8.00 1 0.2500 1 0.1345 1 22.00 1 22.04 15.77 1 391.3 55.00 1 55.00 1 BP SS 3P Iota] I-rame Weight =221L)9.1.) (p) (includes all plates) File: 16-010666-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. 'BUTTE COUNTY Member Type Exterior Column Exterior Column X -Loc 0!0/0 79/0!0 Grid - Grid2 I -B I -A Base Plate W x L (in.) 9 X 23 , 9 X 23 Base Plate Thickness (in.) 0.375. 0.375 . Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 ' Column Base Elev. 100'-0" 100'-0" Load Type Desc. Hx V Hx V D Frm 0.82 1.63 -0.82 2.00 - - - CG Frm 0.72 1.05 -0.72 1.37 - - L.> Frm 2.76 4.12 -2.76 6.25- <L Frm 2.76 4.12 -2.76 .6.25. - - - ASL^ Frm -0.30 -0.16 0.30 1.97 - - - ^ ASL „ Frm 3.06 4.28 -3.06' 4.28 - - - W I> Frm -5.52 -9.18 5.81 -8.31<W1 Frm -5.57 -0.86 4.88 -13.27 - - - W2> Frm -3.37 -6.17 3.65 -5.30 - - - '<W2 Frm -3.41 :3.84 2.72 -10.25 - - - - WPL Frm -5.76 5.96 5.19 -11.68 - - - WPR Frm -5.52 -9.18 5[81 -8.31- MW Frm - - - - MW Frm 0.77 0.40 2.22 -0.40 - - - MW Frm - - MW Frm -2.22 -0.40 -0.77 0.40 - - - Cu Frm � - - - L Frm 2.76 4.12 -2.76 , 6.25- F, Frm -0.45 -0.25 -0.47 0.25 - EG+ Frm 0.19 0.28 -0.19 0.37- <E Frm 0.45 0.25 0.47 - -0.25 - - EG- Frm -0.19 -0 X -Loc BUILDING DIVISION Supp. X sum. Y Moment Dis lacement X(in.) Dis lacement in. Dis lacement ZZ(md. APPROVED 0/0/0 0/0/0 BUTLER ' ' No -010/0 0/0/0. 0.0000 Date: 8/17/2016 • 16-010666-01 Calculations Package .Yes Time: 11:25 AM No 0/0/0 0/0/0 0.0000 .10001 79/0/0 19/0/0 Yes Yes Yes 0/0!0 0!0/0 0.0000 Page: 31 of 69 0.0 0.0 ) 8.6 WI> Boundary Condition Summar 0.3 17.5 17.5 <W1 0.7 0.7 20.1 20.1 ` W2> 0.3 0.3 I L5 I I.5 <W2 0.7 0.7 14.1 14.1 WPL• 0.6 0.6 18.6 18.6 • WPR 0.3' 0.3 17.5 17.5 MW 0.0 0.0 0.0 0.0 MW 3.0 3.0 0.0 0.0 MW 3.0 Values shown are resisting forces of the foundation. L 0.0 Base Connection Design is Based on 3000.00 (psi) Concrete 0.0 0.0 R ... fi- _ I InFnrinrod U-1 T-.�f F-.. r-. Co..�:..... I 10.4 Member Type Exterior Column Exterior Column X -Loc 0!0/0 79/0!0 Grid - Grid2 I -B I -A Base Plate W x L (in.) 9 X 23 , 9 X 23 Base Plate Thickness (in.) 0.375. 0.375 . Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 ' Column Base Elev. 100'-0" 100'-0" Load Type Desc. Hx V Hx V D Frm 0.82 1.63 -0.82 2.00 - - - CG Frm 0.72 1.05 -0.72 1.37 - - L.> Frm 2.76 4.12 -2.76 6.25- <L Frm 2.76 4.12 -2.76 .6.25. - - - ASL^ Frm -0.30 -0.16 0.30 1.97 - - - ^ ASL „ Frm 3.06 4.28 -3.06' 4.28 - - - W I> Frm -5.52 -9.18 5.81 -8.31<W1 Frm -5.57 -0.86 4.88 -13.27 - - - W2> Frm -3.37 -6.17 3.65 -5.30 - - - '<W2 Frm -3.41 :3.84 2.72 -10.25 - - - - WPL Frm -5.76 5.96 5.19 -11.68 - - - WPR Frm -5.52 -9.18 5[81 -8.31- MW Frm - - - - MW Frm 0.77 0.40 2.22 -0.40 - - - MW Frm - - MW Frm -2.22 -0.40 -0.77 0.40 - - - Cu Frm � - - - L Frm 2.76 4.12 -2.76 , 6.25- F, Frm -0.45 -0.25 -0.47 0.25 - EG+ Frm 0.19 0.28 -0.19 0.37- <E Frm 0.45 0.25 0.47 - -0.25 - - EG- Frm -0.19 -0 X -Loc Y -Loc Supp. X sum. Y Moment Dis lacement X(in.) Dis lacement in. Dis lacement ZZ(md. I 0/0/0 0/0/0 Yes Yes No -010/0 0/0/0. 0.0000 10 79/0/0 0!0/0 , � .Yes Yes No 0/0/0 0/0/0 0.0000 .10001 79/0/0 19/0/0 Yes Yes Yes 0/0!0 0!0/0 0.0000 Load Type File: 16-010666-01 Version: 2016.Ic ' Butler Mantafaclurin�, a division of BlueScope Buildings North America, Inc. Horizontal Load .Reaction (k) (k) Vertical ` Load Reaction (k) (k) _ D 0.0 0.0 3.9 3.6 CG 0.0 0.0 2.4 2.4 L> 0.0 0.0 10.4 10.4 <L 0.0 0.0 10.4 10.4 ASL^ 0.0 0.0 , 1.8 1.8 ^ASL 0.0 0.0 8.6 8.6 WI> 0.3 0.3 17.5 17.5 <W1 0.7 0.7 20.1 20.1 ` W2> 0.3 0.3 I L5 I I.5 <W2 0.7 0.7 14.1 14.1 WPL• 0.6 0.6 18.6 18.6 • WPR 0.3' 0.3 17.5 17.5 MW 0.0 0.0 0.0 0.0 MW 3.0 3.0 0.0 0.0 MW 3.0 3.0 L 0.0 0.0 0.0 10.4 10.4 t <E 0.9 0.9 0.0 0.0 EG- 0:0 0.0 0.6 0.6 • .28 0.19 -0.37 Load Type File: 16-010666-01 Version: 2016.Ic ' Butler Mantafaclurin�, a division of BlueScope Buildings North America, Inc. Horizontal Load .Reaction (k) (k) Vertical ` Load Reaction (k) (k) _ D 0.0 0.0 3.9 3.6 CG 0.0 0.0 2.4 2.4 L> 0.0 0.0 10.4 10.4 <L 0.0 0.0 10.4 10.4 ASL^ 0.0 0.0 , 1.8 1.8 ^ASL 0.0 0.0 8.6 8.6 WI> 0.3 0.3 17.5 17.5 <W1 0.7 0.7 20.1 20.1 ` W2> 0.3 0.3 I L5 I I.5 <W2 0.7 0.7 14.1 14.1 WPL• 0.6 0.6 18.6 18.6 • WPR 0.3' 0.3 17.5 17.5 MW 0.0 0.0 0.0 0.0 MW 3.0 3.0 0.0 0.0 MW 3.0 3.0 L 0.0 0.0 0.0 10.4 10.4 t <E 0.9 0.9 0.0 0.0 EG- 0:0 0.0 0.6 0.6 U. f BUTLER Date: 8/17/2016 Bullar Manufnctur`Ienp- 16-010666-01 Calculations Package Time: 11:25 AM ....r. -~y Page: 32 of 69 Maximum Combined Reactions Summary with Factored Loads - Framing Nnte- All reactions are haled nn I st nrder stnlchtral annlvsis. X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (in.) (in.) (-Hx) Case I (Hx) I Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case 0.750 5.0 (k) Std (k) OS -0.1875 k) I -A (k) 0.375 (k) 23 (k) 4 (in -k) 5.0 (in -k) Std 0/0/0I -B 2.96 19 4.60 4 0 16 Extended 3.25 11 0 4.53 15 6.96 4 0.232 16 0.033 1 79/0/0 I -A 4.60 4 2.99 15 SP 0.375 6.00 14.99 6.76 16 9.61 1 Flush 2.50 11 Flush 2.50 5 2 Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter f:aa. Rr n:trh o,­IMMd ar. hnc.d nn Art_41 R An -lir tl rrir.ria fnr "rad_:n_nlar." -hnr mdc (Min ­­ X-Loc n X -Loc Grid Mem. Thickness Width Length Stiff. Num.Of Rod Diam. Pitch Gage Hole Welds to Welds to Load Shear No. (in.) (in.) (in.) (k) Rods (in.) (in.) (in.) TyDe Flange Web 0/0/0 I -B 1 0.375 9 23 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 79/0/0 I -A 10 0.375 9 23 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 P:. --A Roc. plot. rnn...nt:nn I nod:... Rocas plot. rnnn.rfinn qtr ... th Raf:nc X -Loc Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracing/WA Case X -Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame S eat oad (in.) (k) (k) Case (k) (k) Case (k) (k) Case (k) (k) (k) Case 0/0/0 4.68 6.95 4 2.78 -4.54 15 4.68 6.95 4 N/A 0 3.000 0 79/0/0 4.71 7.66 4 2.40 -6.76 16 4.40 9.64 I 79/0/0 0.204 4 0 Rocas plot. rnnn.rfinn qtr ... th Raf:nc X -Loc Rod Load Rod Load Rod Load Rod i Load Cone. Load Plate Load Plate Load Flange Load Web Load (in.) Shear Case Tension Case V+T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.203 4 0.118 15 N/A 0 3.000 0 0.030 1 4 0.156 15 0.024 4 0.059 4 0.084 15 79/0/0 0.204 4 0.176 16 Extended 3.25 11 0 4 0 0.042 1 0.232 16 0.033 1 0.081 1 0.117 16 W.h Ctiff.n., %.­- Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. Gages In/Out (ft) (in.) Desc. (in.) ID Desc. (in.) (in.) (in.) (in.) (in.) Description 2 1 S9 0.57 21.542 131.03 N/A N/A 0.2500 3.000 Both SP -BS -0.2500,W -BS -0.1250,F -OS -0.1250 9 1 S9 0.57 21.542 131.03 N/A N/A 0.2500 3.000 Both SP -BS -0.2500,W -BS -0.1250,F -OS -0.1250 9 2 S5 1.57 20.654 125.63 N/A N/A 0.2500 3.000 Both SP -BS -0.2500,W -BS -0.1250 Rntr.d Fnd_viaf. rnnn..Annc (Plat. F. = cc nn 1,61 BUTTE COUNTY BUILDING DIVISION .APPROVE® File: 16-010666-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. End -Plate Dimensions Bolt Outside Flange Inside Flan e Mem. Jt. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches Ist/2nd Configuration Pitches Ist/2nd ID Desc. (in.) ID Desc. (in.) No. No. (in.) (in.) (in.) (in.) (in.) 1000 2 CIP 0.375 6.00 12.54 0S00 A325N/PT 3.00 12 Flush (0) 1.50 11 Flush 7.63 1 2 2 KN(Face) 0.500 8.00 27.25 0.750 A325N/PT 3.00 31 Extended 3.25 11 Flush 20.50 3 1 KN(Face) 0.500 6.00 27.25 0.750 A325N/PT 3.00 31 Extended 3.25 11 Flush 20.50 4 2 SP 0.375 6.00 15.00 0.750 A325N/PT 3.00 II Flush 2.50 11 Flush 2.50 5 1 SP 0.375 6.00 14.99 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 5 2 SP 0.375 6.00 14.42 0.750 A325N/PT 3.00 11 Flush 7.66 31 Extended 3.25 6 1 SP 0.375 6.00 14.42 0.750 A325N/PT 3.00 11 Flush 7.66 31 Extended 3.25 6 2 SP 0.375 6.00 14.99 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 7 1 SP 0.375 6.00 15.00 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 8 2 KN(Face) 0.500 6.00 27.25 0.750 A325N/PT 3.00 31 Extended 3.25 11 Flush 20.50 9 1 2 1 KN(Face) 0.500 8.00 27.25 1 0.750 A325N/PT 3.00 31 Extended 3.25 11 Flush 20.50 BUTTE COUNTY BUILDING DIVISION .APPROVE® File: 16-010666-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. wlni1, , �TiIf + + 6l1TLERt� -'� 14 +. Date: 8/17/201.6 B�+,o,„1nulat,-1,�- 16-010666'01 Calculations Package Time: 11:25 AM Page: 33 of 69 Moment Connections: Outside Flange Required Strength Design StrcngWqh Ratios * Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k) (in -k) Proc. Tension Shear Bending Yieldin Rupture Tearing Weld Weld 10001 2 1 0.2 2.4 166.3 AISC DG-16/Thin plate 0.550 0.073 0.685 0.000 0.000 0.039 1.000 0.516 2 2 4 -5.3 5.6 925.1 AISC DG-16/Thin plate 0.512 0.076 0.642 0.267 0.395 0.056 0.639 0.516 3 1 4 -5.3 5.6 925.1 AISC DG-16/rhin plate 0.512 0.076 0.642 0.267 0.395 0.056 0.633 0.516 4 2 15 3.2 1.1 137.7 AISC DG- 16/rhin plate 0.405 0.022 0.654 0.000 0.000 0.035 0.719 0.516 5 1 15 3.2 1.1 137.7 AISC DG- I6/I'hin plate 0.405 0.022 0.654 0.000 0.000 0.035 0.719 0.516 5 2 16 3.2 0.2 144.3 AISC DG- 16/rhin plate 0.540 0.005 0.870 0.000 0.000 0.008 0.719 0.516 6 1 16 3.2 0.2 144.3 AISC DG- 16/rhin plate 0.540 0.005 0.870 0.000 0.000 0.008 0.719 0.516 6 2 19 3.2 1.2 119.7 AISC DG- 16/Thin plate 0.358 0.024 0.578 0.000 0.000 0.039 0.719 0.516 7 1 19 3.2 1.2 119.7 AISC DG- I6/I'hin plate 0.358 0.024 0.578 0.000 0.000 0.039 0.719 0.516 8 2 1 -5.0 5.9 1067.1 AISC DG- 16/rhin plate 0.598 0.081 0.750 0.312 0.461 0.059 0.739 0.516 9 2 1 -5.0 5.9 1067.1 AISC DG- 16frhin plate 1 0.598 0.081 0.750 0.312 0.461 0.059 0.639 0.516 Inside Flan a Required Strength Design StrengZth Ratios * Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k) (in -k) Proc. Tension Shear Bendin Yielding Rupture Tearing Weld Weld 10001 2 16 0.0 2.1 142.1 AISC DG- 16/rhin plate 0.867 0.095 0.663 0.000 0.000 0.068 0.516 0.516 2 2 19 3.3 2.9 577.0 AISC DG- 16/rhin plate 0.785 0.059 0.776 0.000 0.000 0.071 1.000 0.516 3 1 19 3.3 2.9 577.0 AISC DG- 16/rhin plate 0.785 0.059 0.776 0.000 0.000 0.071 0.959 0.516 4 2 1 4.5 2.0 141.3 AISC DG- 16/rhin plate 0.279 0.041 0.451 0.000 0.000 0.066 0.719 0.516 5 1 1 -4.5 2.0 141.3 AISC DG- 16/rhin plate 0.279 0.041 0.451 0.000 0.000 0.066 0.719 0.516 5 2 1 -4.4 0.6 259.3 AISC DG- 16/rhin plate 0.33 0.008 0.725 0.213 0.315 0.007 0.757 0.516 6 1 1 -4.4 0.6 259.3 AISC DG-16frhin plate 0.334 0.008 0.725 0.213 0.315 0.007 0.757 0.516 6 2 7 0.8 0.4 66.4 AISC DG-16/Thin plate 0.183 0.009 0.295 0.000 0.000 0.014 0.719 0.516 7 1 7 0.8 0.4 66.4 AISC DG- I6/I'hin plate 0.183 0.009 0.295 0.000 0.000 0.014 0.719 0.516 8 2 16 3.2 4.3 625.3 AISC DG- 16/rhin plate 0.845 0.087 0.835 0.000 0.000 0.105 0.974 0.516 9 1 2 16 3.2 4.3 625.3 AISC DG- 16/rhin plate 1 0.845 0.087 0.835 0.000 0.000 0.105 1.000 0.516 * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit (Stress Limit = 1.03) Flange Brace Summar Member From Member Joint I From Side Point I Part Axial Load per FB k Load Case Design Note 3 1/11/3 35/4/5 GFB2097 0.855 4 3 6/2/8 31/l/0 GFB2081 0.675 0 4 3/11/12 21/l/0 GFB2063 0.128 19 5 3/11/12 II/I/0 GFB2050 0.260 1 5 13/11/12 1/1/0 GFB2050 0.269 1 6 1/0/4 1/1/0 GFB2050 0.269 4 6 11/0/4 '11/1/0 GFB2050 0.241 19 7 6/0/4 21/1/0 GFB2063 0.261 I 8 6/0/4 31/l/0 GFB2081 0.814 I 8 .10/3/10 35/4/5 GFB2097 - 0.992 I 10001 8/11/3 UI/0 GFB2050 0.000 I 10001 4/5/8 1 5/6/11 GFB2050 0.000 I BUTTE COUNTY BUILDING DIVISION APPROVED File: 16-010666-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. SyY Nth p VI ON COUNTY gUILDI BUTLER /y, Date: 8/17/2016 16-01066 1 c ons Package Time: 11:25 AM Page: 34 of 69 Frame Design Member Summary - Controlling Load Case and Maximum Combined Stresses per Member (Locations are from .loint 1 ) Parameters Used for Axial and Flexural Design Mem. No. Controlling Cases Require Strength Available Strength Strength Ratios Ag in.2 Afn in.2 Ixx in.4 Axial Sx in.3 Axial Shear Mom -x Mom -y Axial Shear Mom -x Mom -y Axial Qa Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure 1.00 k k in -k in -k k k in -k in -k Flexure 53.13 10001 10.75 12.00 I 2523.52 0.2 1.00 -166.3 0.0 96.5 2 211. 39. 0.79 197.9 10001 10.75 12.00 21.34 I 5.33 2.4 8.10 0.10 2523.52 16.7 1.00 1.00 0.65 0.14 1 16.49 22.0 4 20.9 -6.9 1.25 -929.7 0.0 67.8 2.09 1137.6 250.2 0.87 735.13 1 13.75 22.03 0.94 4 4 -4.7 446.67 120.0 120.0 9.1 0.94 117.79 3.91 0.51 2 16.49 22.00 4 186.45 -6.9 1.00 -929.7 0.0 67.8 5 1137.6 250.2 0.87 2 13.75 22.01 3.91 4 1.5 4.7 2.39 0.03 118.29 9.1 1.00 1.12 0.85 0.51 3 0.84 24.00 4 -5.3 0.94 -925.1 0.0 93.1 1.5 1224.8 95.5 0.78 118.29 3 0.84 24.00 0.85 4 7 5.6 446.67 1201120.0 8.3 0.94 117.79 3.91 0.68 4 0.00 14.00 4 186.45 4.9 1.00 -247.0 0.0 39.3 8 476.6 53.5 0.58 23.5 4 0.00 14.00 5.21 4 2.0 3.8 3.23 0.07 735.13 14.5 0.95 1.00 0.94 0.26 5 13.98 11.19 1 197.9 -4.4 2.0 265.9 0.0 39.4 5.3 376.1 56.2 0.76 2523.52 5 0.00 14.00 0.65 4 10 2.1 197.93 197.9 197.9 14.5 2.00 584.48 21.34 0.14 6 0.98 11.19 4 2523.52 4.7 1.00 261.2 0.0 39.4 376.1 56.2 0.75 6 14.96 14.00 1 -2.4 14.5 0.17 7 10.00 14.00 1 -4.6 -344.7 0.0 39.3 476.6 53.5 0.78 7 10.00 14.00 1 -4.1 14.5 0.29 8 12.26 24.0 1 -5.0 -1067.1 0.0 93.1 1224.8 95.5 0.90 8 12.26 24.00 1 -5.9 8.3 0.71 9 16.4 22.0 4 7.6 -940.5 0.0 67.8 1137.6 250.2 0.88 9 13.75 22.01 4 4.7 9.1 0.52 10 16.49 22.0 4 -7.6 -940.5 0.0 67.8 1137.6 250.2 0.88 10 13.75 22.03 1 4 1 4.7 9.1 0.52 Parameters Used for Axial and Flexural Design Mem. No. Loc. ft Lx in. Ly/Lt in. Lb in. Ag in.2 Afn in.2 Ixx in.4 lyy in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 Cw in.6 Cb Rpg Rpc Qs Qa 10001 10.75 128.95 21.5 21.5 2.92 0.67 65.44 2.80 10.91 1.12 12.61 1.73 0.02 98.71 1.00 1.00 1.15 0.59 1.00 1 16.49 197.93 197.9 197.9 6.89 2.00 584.48 21.34 53.13 5.33 59.04 8.10 0.10 2523.52 1.66 1.00 1.00 0.65 0.76 2 16.49 197.93 197.9 197.9 6.89 2.00 584.48 21.34 53.13 5.33 59.04 8.10 0.10 2523.52 1.66 1.00 1.00 0.65 0.76 3 0.84 446.67 20.9 20.9 5.66 1.25 498.01 5.21 41.5C 2.09 48.26 3.23 0.07 735.13 1.00 0.95 1.00 0.94 0.59 4 0.00 446.67 120.0 120.0 3.71 0.94 117.79 3.91 16.83 1.56 19.19 2.41 0.03 186.45 1.58 1.00 1.09 0.82 0.83 5 13.98 446.67 120160.0 3.33 0.94 70.93 3.91 12.68 1.5 14.25 2.39 0.03 118.29 1.03 1.00 1.12 0.85 0.86 6 0.98 446.67 120160.0 3.33 0.94 70.93 3.91 12.68 1.5 14.25 2.39 0.03 118.29 1.07 1.00 1.12 0.85 0.89 7 10.00 446.67 1201120.0 3.71 0.94 117.79 3.91 16.83 1.5( 19.19 2.41 0.03 186.45 1.48 1.00 1.09 0.82 0.83 8 12.2 446.67 23.5 23.5 5.66 1.25 498.01 5.21 41.5 2.0 48.26 3.23 0.07 735.13 1.05 0.95 1.00 0.94 0.59 9 16.4 197.93 197.9 197.9 6.89 2.0 584.48 21.3 53.13 5.3 59.04 8.10 0.1 2523.52 1.66 1.00 1.00 0.65 0.76 10 16.49 197.93 197.9 197.9 6.89 2.00 584.48 21.34 53.13 5.3 59.04 8.10 0.10 2523.52 1.66 1.00 1.00 0.65 0.76 Deflection Load Combinations - Framing No. Origin Factor Def H Def V Application Description Load Case Description System 1.000 0 180 1.0 L L 2 System 1.000 60 180 0.42 W I> W I> 3 System 1.000 60 180 0.42 <W I <W l 4 System 1.000 60 180 0.42 W2> W2> 5 System 1.000 60 180 0.42 <W2 <W2 6 System 1.000 60 180 0.42 WPL WPL 7 System 1.000 60 180 0.42 WPR WPR 8 System 1.000 10 0 1.0 E> + 1.0 EG- E> + EG - 9 System 1.000 10 0 1.0 <E + 1.0 EG- • t +- . •- <E + EG- Controllina Frame Deflection Ratios for Cross Section: 1 Z. Description Ratio Deflection(i Member Joint Load Case Load Case Description Max. Horizontal Deflection Max. Vertical Deflection for Span 1 (H/269) U318) 0.773 --2.850 8 5 2 I. 7 I WPR L * Negative horizontal deflection is left * Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. Frame Lateral Stiffness (K): 1.541 (k/in) Fundamental Period (calculated) (T): 0.633 (sec.) File: 16-010666-01 Version: 2016.1 c Buller Manufacturing, a division of BlueScope Buildings North America, Inc. + . BUrrECOUNTY WILDING DIVISION APPR9s • + Bl1TLER Y au+ 1• Calculations Package! ♦ ner Mn..f. -1r g g •- Date: 8/17/2016 Time: 11:25 AM♦ Page: 35 of 69 Wa11: 4; Eraime at:J7/0/0�W :..===p -7^_i -7777777' 7-777-7,w s� a Frame Cross Section: 2 391-6 ♦. ! i m to C3 00 co C� C7 IL Co to C� LL ,�� ii74.1�.+�1I ►f'iCr` t +'{ 10001 + qq,, � ' FRAME CROSS SECTION AT FRAME LINE(S) 2 _inur y SL is Dimension Key I 18'-2,. + i' i I 2 8 1/2., t 4 2 @ 4'-3 5/16" i 5 2 @ 4'-5 3/4" ! `- 6 22'-3 1/2" Ridge Ht. r 7 10'-0 7/16" 1.000:12 t Frame Clearances + ♦ . Horiz. Clearance between members I(CX003) and 6(CX004): 72'-4 15/16" Vert. Clearance at member I (CX003): 16-3 3/16" + + Vert. Clearance at member 6(CX004): 16-3 3/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise). File: 16-010666-01, wrsion:2016.1c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. f BL/TLBR . . _ Date: 8/17/2016 16-010666-01 Calculations Package Time: 11:25 AM Page: 36 of 69 Frame Location Design Parameters: nano., t. -a - v_;.,a No. Origin Factor Application Description System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 1.0 AS L^ D + CG + ASL^ 4 System 1.000 1.0 D + 1.0 CG + 1.0 ^ASL D + CG + ^ASL 5 System 1.000 1.0D+I.0CG+0.6W1> D+CG+WI> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W I D + CG + <W 1 7 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 8 System 1.000 1.0D+I.0CG+0.6<W2 D+CG+<W2 9 System 1.000 I.0D+I.0CG+0.6WPL D+CG+WPL 10 System 1.000 I.0D+I.0CG+0.6WPR COUNTY D+CG+WPR I I System 1.000 0.6 MW BUTTE MW - Wall: 1 12 System 1.000 0.6 MWn BUILDING DIVISION MW - Wall: 2 13 System 1.000 0.6 MW MW - Wall:3 14 System 1'.000 0.6 MW`, MW - Wall:4 15 System 1.000 0.6D+0.6CU+0.6W1> APPROVED' D+CU+WI> 16 _ System 1.000 0.6 D + 0.6 CU + 0.6 <W I D+CU+<WI 17 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D+CU+W2> 18 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D+CU+<W2 19 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D+CU+WPL 20 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D+CU+WPR 21 System 1.000 1.0D+1.0CG+0.75L+0.45WI> D+CG+L+WI> 22 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W I D + CG + L + <W 1 23 System 1.000 LOD+I.0CG+0.75L+0.45W2> D+CG+L+W2> 24 System 1.000 I.0D+LOCG+0.75L+0.45<W2 D+CG+L+<W2 25 System 1.000 I.0D+I.0CG+0.75L+0.45WPL D+CG+L+WPL 26 System 1.000 1.0D+I.0CG+0.75L+0.45WPR D+CG+L+WPR 27 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 28 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 29 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG - 30 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 31 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ 32 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 33 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG - 34 Special 1.000 0.6 D+0.6 CU+ 1.75 <E+0.7 EG- D + CU + <E + EG - 35 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 36 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 37 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG - 38 1 OMF Connection 1 1.000 10.6 D + 0.6 CU + 2.45 <E + 0.7 EG- ID + CU + <E + EG - Mem. No. Fig Width (in.) Fig Thk (in.) Web Thk (in.) Depth I (in.) Depth2 (in.) Length (ft) Weight O Fig Fy (ksi) Web Fy (ksi) Splice Jt.I Codes Jt.2 Shape 10001 5.00 0.1875 0.1345 12.00 12.00 10.70 137.4 55.00 55.00 SS SS 3P 1 8.00 0.2500 0.1644 12.00 31.00 18.35 529.9 55.00 55.00 BP KN 3P 2 5.00 0.3125 0.1644 27.00 17.00 13.91 284.6 55.00 55.00 KN SS 3P 3 5.00 0.2500 0.1345 17.00 26.00 25.00 469.6 55.00 55.00 SS SP 3P 4 5.00 0.2500 0.1345 26.00 17.00 25.00 469.6 55.00 55.00 SP SS 3P 5 5.00 0.3125 0.1644 17.00 27.00 13.91 284.6 55.00 55.00 SS KN 3P 6 8.00 0.2500 0.1644 12.00 31.00 18.35 518.1 .55.00 55.00 1 BP KN I 3P Total Frame Weight = 2693.9 (p) (Includes all plates) Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X in. Displacement Y in. Displacement Z md. 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 6 79/0/0 0/0/0 Yes 1 Yes No 0/0/0 0/0/0 0.0000 10001 79/0/0 19/0/0 Yes Yes Yes 0/0/0 0/0/0 0.0000 File: 16-010666-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. r. h J1 Date: 8/17/2016 a�U.,Mo 0, ,[.a 16-010666-01 Calculations Package - Time: 11:25 AM •._......_.....,.. Page: 37 of 69 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete i Reactions - Unfacto red Load Type at Frame Cross Section: 2 Type Exterior Column Exterior Column X -Loc 0/0/0 79/0/0 Gridl-Grid2 2-B 2-A ` Base Plate W x L (in.) 9 X 13 9 X 13 Base Plate Thickness (in.) 0.375. 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 Column Base Elev. 100'-0" 100'-01, Horizontal Load Reaction (k) (k) Vertical . Load Reaction (k) (k Load Type Desc. Hx Vy Hx V 5.5 CG D Frm 1.28 2.46 -1.28 3.05 L> 0.0 CG Frm 1.20, 1.91 -1.20 2.49 0.0 0.0 L.> ,• Frm 4.59 7.55 -4.59 11.40 0.0 3.3 <L Frm 4.59 7.55 4.59 11.40 15.6 15.6 ASL^ Frm -0.52 -0.28 0.52 3.58 - 26.6 <W I ^ASL - Frm 5.10, 7.82 -5.10 7.82 W2> 0.4 WI> Frm -7.68 -13.80 8.06 12.77 1.0 1.0 <W I Frm -7.70 -10.62 6.69 -20.24 BUTTE COUNTY 28.1 W2> Frm -4.08 -8.29 4.46 -7.26 26.6 26.6 <W2 Frm 4.10 . -5.10 3.08 -14.73 _ -BUILDING ®MSI N WPL Frm -8.02 -10.79 7.23 -17.35 MW 0.0 WPR Frm . 7.68 13.80 8.06 12.77 5.5 5.5 MW Frm `- - - - _ APPROVED.. V 0.0 MW Frm 1.46 0.72 3.99 --0.72 - 18.9 MW Frm - 1.7 0.0 0.0 EG+ MW Frm -3.99 -0.72 -1.46 0.72 <E 1.7 CU Frm - - 0.0 0.0 L Frm 4.59 7.55 459 11.40 E> Frm -0.83 -0.44 -0.85 0.46 EG+ Frm 0.32 0.51 -0.32 0.67 <E Frm 0.83 0.44 0.85 -0.46 EG- Frm -0.32 -0.51 0.32 -0.67 Sum of Forces with Reactions Check - Framin Load Type Horizontal Load Reaction (k) (k) Vertical . Load Reaction (k) (k D 0.0 0.0 5.8 5.5 CG 0.0 0.0 4.4 4.4 L> 0.0 0.0 18.9 18.9 <L 0.0 0.0 18.9 18.9 ASL^ 0.0 0.0 3.3 3.3 ^ASL 0.0 0.0 15.6 15.6 W 1> 0.4 0.4 26.6 26.6 <W I 1.0 1.0 30.8 30.9 W2> 0.4 0.4 15.5 15.5 <W2 1.0 1.0 19.8 19.8 WPL 0.8 - 0.8 28.1 28.1, WPR 0.4 0.4 26.6 26.6 MW 0.0 0.0 0.0 0.0 MW 5.5 5.5 0.0 0.0 MW 0.0 0.0 0.0 .0.0 MW 5.5 5.5 0.0 0.0 Cu 0.0 '0.0 0.0 0.0 L 0.0 0.0 18.9 18.9 E> 1.7 1.7 0.0 0.0 EG+ 0.0 • 0.0 1.2 1.2 <E 1.7 1.7 0.0 0.0 EG- 0.0 0.0 1.2 1.2 File: 16-010666-01 Version: 2016.1c' Butler Manufacturing, a division of BlueScope Buildings North America, Inc. I;ID �t�l�ING DIVISION �PpROVED Date:8/17/2016 au6rManan R,^o 16-010666=`01.6aicu&a onss,Ackage Time: 11:25 AM Page: 38 of 69 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on I st order structural analysis. X -Loc Grid Hrz left Thickness Width Load HrzIn Load HrzOut Load Uplift Load VrtDown Load Momcw Load Mom cew Load(-Hx) (in.) (in.) _ - (k) 7oadrzRight (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case 0.750 5.0 (k)(k) Std OS -0.1875 OS -0.1875 (k) 2-A (k) 0.375 (k) 13 (k) 4 (in -k) 5.0 (in -k) Std 0/0/0 2-B 4.04 19 7.58 4 0 16 6.00 0 6.81 15 12.19 4 0.313 16 0.103 1 79/0/0 2-A 7.58 4 4.07 I S Flush 2.00 31 Extended 3.25 5 2 10.32 16 16.94 1 A325N/PT 3.00 32 Extended 3.25/2.00 12 Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gage & pitch standards are based on ACI -318 Appendix D criteria for "cast -in-place" anchor rods (Min space = 4*drod) X -Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole Welds to I Welds to Load Shear No. (in.) (in.) (in.) _ - (k) Rods (in.) (in.) (in.) Type Flan a I Web 0/0/0 2-B 10.375 (k) 1 9 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 79/0/0 2-A 6 0.375 9 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OSA R75 Pinned Base Plate Connection Loadin Base Plate Connection Strength Ratios X -Loc Maximum Shear Case I Maximum Tension Case Maxim mComp Case Maximum Bracin A Case X -Loc . Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shear Load (in.) _ - (k) (k) Case (k) (k) Case (k) (k) Case (k) (k) (k) Case 0/0/0 7.62 12.18 4 3.82 -6.82 15 7.62 12.18 4 N/A 0 3.500 0 79/0/0 7.67 13.38 4 3.23 -10.32 16 7.15 16.97 1 79/0/0 0.333 4 0 Base Plate Connection Strength Ratios X -Loc Rod I Load I Rod Load Rod Load RodLoad Thick. Conc. Load Plate Load Plate Load Flange Load Web Load (in.) Shear Case Tension Case V +T Case Bendin Case Bearin Case Tension Case Com Case Weld Case Weld Case 0/0/0 0.330 1 4 1 0.177 15 N/A 0 3.500 0 0.094 4 0.207 IS 0.074 4 0.120 4 0.225 4 79/0/0 0.333 4 0.269 16 6.00 0 A325NIPT 0 0.131 1 0.313 16 0.103 1 0.167 1 0.228 4 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t I a/h a Thick. Width I Side Welding No. No. ID (ft) (in.) No. No. (in.) (in.) (in.) (in.) (in.) Description (in.) 1 S9 16.06 30.344 184.57 N/A N/A 0.2500 3.000 Both SP -BS -0.2500,W -BS -0.1250,F -OS -0.1250 6 1 S9 16.06 30.344 184.57 N/A N/A 0.3125 3.500 Both SP -BS -0.2500,W -BS -0.1250,F -OS -0.1250 6 2 S5 17.31 29.464 179.22 N/A N/A 0.2500 3.000 Both SP -BS -0.2500,W -BS -0.1250 Bolted End -Plate Connections (Plate Fv = 55.00 ksi) Moment Connections: Outside Flange Required Strength Design End -Plate Dimensions Bolt Outside Flange Inside Range Mem. Jt. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches Ist/2nd Configuration Pitches Ist/2nd ID Desc. (in.) ID I Desc. (in.) No. No. No. (in.) (in.) (in.) (in.) (in -k) (in.) 1000 1 2 CIP 0.500 6.00 12.54 0.750 A325NIPT 3.00 12 Flush (0) 2.00 11 Flush 6.63 1 2 KN(Face) 0.500 8.00 30.25 0.750 A325N/PT 3.00 32 Extended 3.25/2.00 12 Flush 2.00/2.00 2 1 KN(Face) 0.500 6.00 30.25 0.750 A325N/PT 3.00 32 Extended 3.25/2.00 12 Flush 2.00/2.00 3 2 SP 0.375 6.00 29.33 0.750 A325NIPT 3.00 12 Flush 2.00 31 Extended 3.25 4 I SP 0.375 6.00 29.33 0.750 A325N/PT 3.00 12 Flush 2.00 31 Extended 3.25 5 2 KN(Face) 0.500 6.00 30.25 0.750 A325N/PT 3.00 32 Extended 3.25/2.00 12 Flush 2.00/2.00 6 2 1 KN(Face) 0.500 8.00 30.25 0.750 A325N/PT 3.00 32 Extended 3.25/2.00 12 1 Flush 2.00/2.00 Moment Connections: Outside Flange Required Strength Design Strength Ratios * Mem. Jt. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k) (in -k) Proc. Tension Shear Bendin Yielding Ru ture Tearing Weld Weld 10001 2 1 0.4 4.3 299.3 AISC DG-16/Thin plate 0.462 0.058 0.702 0.000 0.000 0.047 1.000 0.516 1 2 4 -8.7 9.9 1328.6 AISC DG-16/Thin plate 0.473 0.101 0.684 0.334 0.494 0.064 0.658 0.631 2 1 4 -8.7 9.9 1328.6 RISC DG-16/Thin plate 0.473 0.101 0.684 0.334 0.494 0.064 0.792 0.631 3 2 15 4.5 1.3 380.0 AISC DG-16frhin plate 0.290 0.017 0.735 0.000 0.000 0.019 0.959 0.516 4 1 15 4.5 1.3 380.0 AISC DG-16/Thin plate 0.290 0.017 0.735 0.000 0.000 0.019 0.959 0.516 5 2 1 -8.3 10.4 1561.7 AISC DG-16/Thin plate 0.567 0.106 0.81 0.400 0.591 0.068 0.948 0.631 6 2 1 -8.3 10. 1561.7 AISC DG-16/Thin late 0.567 0.106 0.81 0.400 0.591 0.068 0.788 0.631 File: 16-010666-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, ]nc. BUTTE COUNTY BUILDING DIVISION Dace: 8/17/2016 * BurcER _ , e-nc,M-0.-r[r.o- l6-OlAfaVE& Package .Time: 11:25 AM Page: 39 of 69 Inside Flan a Re uired Strength Design Strength Ratios Mem. Jt. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing I Flange Web No. No. Cs (k) (k) (in -k) Proc. Tension Shear Bending Yielding Ru pture Tearing Weld Weld 10001 2 16 0.0 3.3 225.4 AISC DG- 16/Thin plate 0.624 0.067 0.617 0.000 0.000 0.081 0.719 0.516 l 2 19 4.6 4. 720.4 AISC DG-I6/Thin plate 0.463 0.059 0.72 0.000 0.000 0.043 1.00 0.631 2 1 19 4.6 4. 720.4 AISC DG-16/rhin plate 0.463 0.059 0.72 0.000 , 0.000 0.043 0.799 0.631 3 2 1 -7.I 0.8 759.7 AISC DG- 16/Ihin plate 0.397 , 0.010 0.810 0.270 0.399 0.010 0.639 0.516 4 I ' 1 -7.1 0.8 759.7 AISC DG- I6/1-hin plate 0.397 0.010 •0.81 0.270 0.399 0.01 0.639 0.516 5 2 IS 4.8 4.5 774.2 AISC DG-16/Thin plate 0.496 0.061 0.77 0.000 0.000 0.04 0.799 0.631 6 2, IS 4.8 4.5 774.2 AISC DG-16/Thin late 0.496 0.061 0.77 0.000 0.000 0.04 1.00 0.631 * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit (Stress Limit = 1.03) Flange Brace Summar Member From Member Joint I From Side Point 1 Part Axial Load r FB (k) Load Case Design Note 2 1/2/7 35/4/5 (2)GFB3021 0.583 4 Mom -y 2 5/5/12 31/l/0 GFB2097 0.824 0 Mem. 3 3/11/12 21/l/0 GFB2081 0.197 1 Mrx 3 13/11/12 II/l/0 GFB2097 0.414 1 Shear 3 23/11/12 1/1/0 GFB3000 0.362 1 k 4 1/0/4 1/1/0 GFB3000 0.360 4 Flexure 4 11/0/4 II/I/0. GFB2097 0.395 4 0.4 4 21/0/4 21/l/0 GFB2081 0.156 9 55. 5 6/0/4 31/1/0 GFB2097 1.029 1 1 5 10/3/10 35/4/5 (2)GFB3021 0.687 1 0.96 10001 8/11/3 1/1/0 (2)GFB2050 0.000 1 _ 4 10001 4/5/8 5/6/11 (2)GF62050 0.000 1 2.09 1 Fro a n..;.. m -ho. S.. - r'...d...n:- i -A !•..�.. --A AA ............. !•...--r-:....a c ------- _ nn,....1.,._ rr •........-....._., r-..- . Pn.�... #- I T -A r... A..:..1 -A CL. -.---..J n,...:. -.- Mem. No. ControllingCases Require Strength Available Strength Strength Ratios Ag in.2 Afn in.2 Ixx in.4 .' Axial Sx in.3 Axial Shear Mom -x Mom -y Axial Shear Mom -x Mom -y Axial Qa Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No. ft in. Flexure 1.00 k k in -k in -k k k in -k in -k Flexure 86.08 10001 10.75 12.0 1 5045.67 0.4 0.97 -299.3 0. 113.5 2 407.7 55. 0.74 25.7 10001 10.75 12.00 6.52 1 2.61 4.3 4.08 0.14 1160.96 17. 0.96 1.00 1.00 0.25 1 16.3 31.00 _ 4 60.0 -12.5 1.25 -1379.5 0.0 73.5 2.09 1788.5 250.3 0.86 727.83 1 16.3 31.00 0.94 4 4 -7. 437.30 120. 60.0 11.7 1.25 492.33 5.21 0.60 2 I.I 27.00 4 727.83 -8.7 0.95 -1328. 0. 131.8 5 1895. 134.8 0.73 14.7 2 1:1 27.0 ' 6.5 4 2.61 9.9 4.08 0.1 1160.96 13. 0.96 1.00 1.00 0:73 3 18.98 23.88 1 195.9 -7.2 q • ,} "i�69 �,760 .1 X) 00 # 53. 5.3 1149.7 95.5 0.73 . 5045.67 3 0.0 17.00 0.65 4 ..� 1 i j 12. 0.58 4 5.93 23.88 4 F7,7'`fl�, �� X726.9 1 0 53. 1157. 95.5 0.70 4 24.91 17.0 1 "-7: :,:i d }. ��_'+ 12. 0.62 5 11.53 27.00. I 8.3 `c„ ;`' f r --1561.7 :-+ 0. 131.8 1895. 134.8 0.86 5 11.53 27.0 1 o.! -10: ., • ..F "I _' 13. 0.77 6 16.3 31.0 4 13.7 -1384.1 i 0.0 73.5 1788.5 250.3 0.87 6 16.3 31.0 4 7.1 11.7 0.60 Pn.�... #- I T -A r... A..:..1 -A CL. -.---..J n,...:. -.- Mem. No. Loc. , ft Lx in. Ly/Lt in. Lb in. Ag in.2 Afn in.2 Ixx in.4 .' lyy in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 Cw in.6 Cb Rpg Rpc , Qs Qa 10001 10.75 128.95 21.5 21,5 3.4 0.94 83.02 3.91 13.84 L56 15.62 2.40 • 0.03 136.35 1.00 1.00 1.13 0.84 1.00 1 16.32 195.90 195.9 195.9 9.01 2.00 1334.29 21.34 86.08 5.34 99.73 8.21 0.13 5045.67 1.66 0.97 1.00 0.65 0.67 2 1.1 437.30 25.7 25.7 7.46 1.56 807.81 6.52 59.84 2.61 70.29 4.08 0.14 1160.96 1.00 0.96 1.00 1.00 0.58 3 18.98 437.30 120.0 60.0 5.64 1.25 492.33 5.21 41.23 2.09 47.92 3.23 0.07 727.83 1.00 .0.96 1.00 0.94 0.68 4 5.93 437.30 120. 60.0 5.6 1.25 492.33 5.21 1 41.23 2.0 47.92 3.23 0.07 727.83 1.01 0.95 1.00 0.9 0.68 5 11.53 437.30 14.7 14.7 7.46 I.5 807.81 ' 6.5 59.8 2.61 70.29 4.08 0.1 1160.96 1.04 0.96 1.00 1.00 0.58 6 16.3 195.90 195. 195.9 9.01 2.0 1334.29 21.3 86.08 5.3 99.73 8.21 0.13 5045.67 1.66 0.97 ' I.0 0.65 0.67 File: 16-010666-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/17/2016 BUTLER - 16-010666-01 Calculations Package Time: 11:25 AM Page: 40 of 69 nrnprtinn Load rnmhinniinr.c . Fr"min, No. Origin Factor Def H Def V Application Description I System 1.000 0 180 1.0 L L 2 System 1.000 60 180 0.42 W I> W 1> 3 System 1.000 60 180 0.42 <W I <W l 4 System 1.000 60 180 0.42 W2> W2> 5 System. 1.000 60 180 0.42 <W2 <W2 6 System 1.000 60 180 0.42 WPL WPL 7 System 1.000 60 180 0.42 WPR WPR 8 System 1.000 10 0 1.0 E> + 1.0 EG- E> + EG - 9 1 System 1.000 1 10 1 0 11.0 <E + 1.0 EG- I<E + EG- cnnirnuina Framr n.fi—ii— P.ai r— r..... snriinn• 9 Description Ratio Deflection (in.) Member Joint Load Case Load Case Description Max. Horizontal Deflection T( Max. Vertical Deflection for S n I H/468) (, 63) -0.442 -1.941 6 4 2 1 7 1 WPR L * Negative horizontal deflection is left * Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare Game basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. Frame Lateral Stiffness (K): 3.273 (k/in) Fundamental Period (calculated) (T): 0.587 (sec.) BUTTE COUNTY BUILDING DIVISION APvmOVIED File: 16-010666-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/17/2016 BUTLER 16-010666-01 Calculations Package Time: 11:25 AM �.� .-. Page: 41 of 69 Wall: `9, Fy ame at: 34/0/0 _ _ _ • a Fume Cross Section: 3 * 6" m m m m m C) LL N t - 10001 X , L FRAME CROSS SECTION AT FRAME LINE(S) 3 Dimension Key, 2 F - I' 3 1_.BUTTE COUNTY . ` 4 2 @ 4'-3 5/16" BUILDING DIVISION ` 6 22'-3 1 Ridge :1 APPROVED ' 7 10'-0 7/1/1 6" 1.000:12 � Frame Clearances Horiz. Clearance between members I(CX005) and 7(CX006): 74'-I 1/4" Horiz. Clearance between members I(CX005) and 8(CX006): 74'-1 5/8" Horiz. Clearance between members 2(CX005) and 7(CX006): 74'-0 15/16" Horiz. Clearance between members 2(CX005) and 8(CX006): 74'-I 1/4" Vert. Clearance at member 2(CX005): 16-05/16" Vert. Clearance at member 7(CX006): 16-0 5/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) ' N 1 T File: 16-010666-01 Version: 2016. I c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. .. BlJTLER Date: 8/17/2016 atrurMnnurncro 16-010666-01 Calculations Package Time: 11:25 AM 90.0000 Desien Load Combinations - Framine Trib. Override Page: 42 of 69 No. Origin Factor Application Description I System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 1.0 AS L^ D + CG + ASL^ 4 System 1.000 1.0 D + 1.0 CG + 1.0 ^ASL D + CG + ^ASL 5 System 1.000 I.0D+I.0CG+0.6W1> D+CG+WI> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W I D + CG + <W 1 7 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 8 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D+CG+<W2 9 System 1.000 I.0D+I.0CG+0.6WPL D+CG+WPL 10 System 1.000 I.0D+I.0CG+0.6WPR D+CG+WPR I I System 1.000 0.6 MW���/ MW - Wall: 1 12 System 1.000 0.6 MW BUTTE CNTY T MW - Wall: 2 13 System 1.000 0.6 MW p� \/ ION MW - Wall: 3 14 System 1.000 0.6 MW BUILDING DIVISION I`c MW - Wall:4 IS System 1.000 0.6D+0.6CU+0.6W 1><WI �qt� /�� D+CU+WI> 16 System 1.000 0.6D+0.6CU+0.6<WI Vv AP� D+CU+<WI 17 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D+CU+W2> 18 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D+CU+<W2 19 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D+CU+WPL 20 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D+CU+WPR 21 System 1.000 I.0D+I.0CG+0.75L+0.45WI> D+CG+L+WI> 22 System 1.000 I.0D+I.0CG+0.75L+0.45<WI D+CG+L+<WI 23 System 1.000 1.0D+I.0CG+0.75L+0.45W2> D+CG+L+W2> 24 System 1.000 I.0D+I.0CG+0.75L+0.45<W2 D+CG+L+<W2 25 System 1.000 I.0D+I.0CG+0.75L+0.45WPL D+CG+L+WPL 26 System 1.000 1.0D+I.0CG+0.75L+0.45WPR D+CG+L+WPR 27 System 1.000 1.0 D + I.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 28 System 1.000 1.0 D + 1.0 CG + 0.91 '<E + 0.7 EG+ D + CG + <E + EG+ 29 System 1.000 0.6D+0.6CU+0.91E>+0.7EG- D + CU + E> + EG - 30 System 1.000 0.6D+0.6CU+0.91<E+0.7EG- D+CU+<E+EG- 3 I Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ 32 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 33 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG - 34 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 35 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 36 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 37 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG - 38 OMF Connection 1 1.000 10.6D+0.6CU+2.45<E+0.7EG- ID+CU+<E+EG- Frame Member Sizes Mem. No. Fig Width (in.) Fig Thk (in.) Web Thk (in.) Depth (in.) Depth2 (in.) Length (ft) Weight ( ) Fig Fy (ksi) Web Fy (ksi) Splice Jt.I Codes Jt.2 Shape 10001 5.00 0.2500 0.1345 12.00 12.00 10.70 162.9 55.00 55.00 SS SS 3P 1 8.00 0.3750 0.1345 12.00 20.68 15.35 434.9 55.00 55.00 BP SS 3P 2 8.00 0.3750 0.1875 20.68 21.00 3.00 115.4 55.00 55.00 SS KN 3P 3 5.00 0.3750 0.1875 29.00 15.00 13.92 338.1 55.00 55.00 KN SS 3P 4 5.00 0.3125 0.1345 15.00 25.00 25.00 497.5 55.00 55.00 SS SP 3P 5 5.00 0.3125 0.1345 25.00 15.00 25.00 497.5 55.00 55.00 SP SS 3P 6 5.00 0.3750 0.1875 15.00 29.00 13.92 351.9 55.00 55.00 SS KN 3P 7 8.00 0.3750 0.2500 20.68 21.00 3.00 128.5 55.00 55.00 SS KN 3P 8 8.00 1 0.3750 1 0.1345 1 12.00 1 20.68 1 15.35 434.9 55.00 1 55.00 1 BP I SS 3P Total Frame Weight= 2961.4 (p) (Includes all plates) Boundary Condition Summary Member X -Loc Y -Loc Supp. X Supp. Y Moment Dis lacement X in. Displacement Y in. Displacement ZZ(rud. 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 8 79/0/0 0/0/0 Yes Yes No 0/0/0 _ 0/0/0 0.0000 I00 79/0/0 19/0/0 Yes Yes Yes 0/0/0 0/0/0 0.0000 File: 16-010666-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America. Inc. M11% 1:.1t tl+ �(], rJ � `'"yi •+)� i �/�,�iw� - ' eureER _ Date: 8/17/2016 6ut1L.Manurao urfm. 16-010666=01 Calculations Package Time: 11:25 AM �..� t Page: 43 of 69 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete ' Y Reactions - Unfactored Load Type at Frame Cross Section: 3 Type X -Loc Grid I - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in,) Column Base Elev. X Exterior Column 0/0/0 3-B 9X 13 0.375 4-0.750 100'-01, 1 ,Exterior Column 79/0/0 3-A 9X 13 0.375 4-0.750 100'-0" r Load Type 0.0 Desc. Hx I Vy Hx V 5.5 D L> Frm 1.47 2.89 -1.47 3.61 , 0.0 CG 23.5 Frm 1.45 2.38 -1.45 3.10 4.1 L.> Frm 5.57 9.38 -5.57 14.13 0.4 <L 28.8 Frm 5.57 9.38 -5.57 14.13 W2> ASL^ 0.4 Frm -0.62 -0.34 0.62 4.42 20.0 ^ASL WPL Frm 6.19 9.72 -6.19 9.72 0.4 WI> 28.8 Frm -8.17 -14.83 8.52 -13.97 0.0 <WI 6.8 Frm -8.12 -11.65 7.06 -22.07 0.0 W2> _ 0.0 . Frm -3.80 -7.98 4.15 -7.12 CU <W2 0.0- Frm -3.75 4.80 2.69 -15.21 23.5 WPL E> Frm -8.50 -11.87 7.72 -18.48 0.0 WPR 1.5 Frm -8.17 -1.4.83 8.52 -13.97 - MW 0.0 Frm - 1.5 MW Frm 1.83 0.89 4.95 -0.89 MW Frm - - - - MW Frm 4.95 -0.89. -1.82 0.89 CU Frm L Frm 5.57 9.38 -5.57 14.13 E> Frm -1.03 -0.55 -1.06 0.57 EG+ Frm 0:39 0.63 -0.39 0.83 <E Frm 1.03 0.55 1.06 -0.57 EG- Frm -0.39' -0.63 0.39 -0.83 Cum of Fnrrac with Roorti^nc f h....4 _ Gr�...:..o Load Type Horizontal Load Reaction (k) (k) Vertical Load Reaction (k) (k) D 0.01 0.0 6.8 6.5 CG 0.0 0.0 5.5 5.5 L> 0.0 0.0 23.5 w 23.5 <L 0.0 0.0 23.5 23.5 ASL^ 0.0 0.0 4.1 4.1 ^ASL0.0 0.0 19.4 19.4 r WI> 0.4 0.4 28.8 28.8 <W1 1.1 1.1 33.7 33.7 W2> 0.4 0.4 15.1 15.1 <W2 1.1 1.1 20.0 20.0 WPL 0.8 0.8 30.3 30.3 WPR 0.4 0.4 28.8 28.8, MW 0.0 0.0 0.0 0.0 MW 6.8 ,6.8 0.0 0.0 MW 0.0 0.0 0.0 _ 0.0 . MW 6.8 6.8 0.0 0.0 CU 0.0 0.0- 0.0 0.0 •L 0.0 0.0 23.5 23.5 E> 2.1 2.1 t 0.0 0.0 EG+ 0.0 0.0 1.5 1.5 <E 2.1 2.1 0.0 0.0 EG- 0.0 0.0 1.5 1.5 AUI (TE COON 1 i WILDING DIVISION APPROVED File: 16-010666-01 Version: 2016.1 c Buder Manufacturing, a division of BlueScope Buildings North America, Inc. . BUTTE COUNTY BUILDING DIVISION APPROVE® �,. Date: 8/17/2016 BY .,M-0, R'� 16-010666-01 Calculations Package Time: 11:25 AM Page: 44 of 69 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on Ist order structural analvsis. X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Gage Hole Vrt Down Load Mom cw Load Mom ccw Load (in.) (in.) Hx) Case (Hx) Case (-Hz) Case(Hz)Case Flanpe I Web [-U-plTiftLoad (-V 3-B (Vy) Case(-Mzz)Case 9 13 (Mzz)Case 4 0.750 5.0 (k) Std (k) OS -0.1875 (k) 3-A (k) 0.375 (k(k) 13 No 4 (in -k) 5.0 (in -k) Std 0/0/0 3-B 4.22 19 9.11 4 0.288 16 0.750 0 7.17 IS 14.99 4 0.330 16 0.126 I 79/0/0 3-A 9.11 4 4.23 15 A325N/PT 3.00 33 Extended 11.07 16 20.84 1 0.017 0.866 0.000 0.000 Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gaee & nitch standards are haled on ACI -3I R Anrendix D criteria fnr "ract-in-nlare" anchnr rndc Min mare = d*drnrt) X -Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole Welds to Welds to Load (k) No. (in.) (in.) (in.) (k) Rods (in.) I (in.) (in.) Tvpe Flanpe I Web 0/0/0 3-B I0.375 15 9 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 79/0/0 3-A 8 0.375 9 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 Pinned Race Plate Cnnnection Lnadinv Maximum Shear Case Maximum Tension Case Maximum Com Case Maximum Bracing/WA Case X -Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shea Load (k) (k) Case (k) (k) Case (k) (k) Case (k) (k) (k) Case 0/0/0 9.20 14.98 4 3.99 -7.18 15 9.20 14.98 4 Case Weld Case 0 79/0/0 9.26 16.45 4 3.33 -11.08 16 8.63 20.90 1 0.116 4 0.214 0 Rase Plate Connectinn Strenpth Ratins X -Loc Rod Load Rod Load Rod Load Rod Load Cone. Load Plate Loadl Plate LoadFlange 0 Load Web Load in. Shear Case Tension Case V + T Case BendingCase 0.57 BearingCase 107.94 Tension Case Com Case Weld Case Weld Case 0/0/0 0.399 4 0.187 15 - 0 3.500 0 0.116 4 0.214 15 0.091 4 0.174 4 0.276 4 79/0/0 0.401 4 0.288 16 0.750 0 3.00 0 0.162 1 0.330 16 0.126 I 1 0.242 1 1 0.278 4 Web Stiffener Summary Mem. Stili. Desc. Loc. I Web Depth h/[ I a/h a Thick. I Width Side Welding No. No. Gages In/Out (in.) 0 in. Desc. (in.) ID Desc. (in.) in. in. in. 0.625 0.500 Description 2 I S9 0.57 20.239 107.94 N/A N/A 0.3125 3.500 Both SP -BS -0.2500,W -BS -0.1250,F -OS -0.1875 7 I S9 0.57 20.239 80.95 N/A N/A 0.3125 3.500 Both SP -BS -0.2500,W -BS -0.1250,F -OS -0.1875 I 7 2 S5 1.99 18.976 75.91 N/A N/A 0.3125 3.000 Both SP -BS -0.2500,W -BS -0.1250 Bolted End -Plate Connections (Plate Fv = 55.00 ksi) Moment Connections: Outside Flange Gusset Out 2.875 x 0.2500 x 5.00 SP -BS -0.1875, Design End -Plate Dimensions I Bolt Outside Flange Inside Flange Mem. No. Jt. No. Type �` + Thick. (in.) Width (in.) Length I (in.) Diam. (in.) Spec/Joint Gages In/Out (in.) Confi uration Pitches Ist/2nd Configuration Pitches Ist/2nd ID Desc. (in.) ID Desc. (in.) 1000 I 2 2 2 `1CIP KN(Face) 0.625 0.500 6.00 8.00 12.54 32.38 0.750 0.750 A325N/PT A325N/PT 3.00 3.00 12 42 Flush (0) 2.00 11 Ext/Gusset 3.50/2.00 11 Flush 6.63 Flush 23.06/2.00 Moment Connections: Outside Flange Gusset Out 2.875 x 0.2500 x 5.00 SP -BS -0.1875, Design Strength Ratios Mem. Jt.Ld Axial 3 1 1 KN(Face) 1 0.500 1 6.00 1 32.37 10.750 1 A325N/PT 3.00 142 1 Ext/Gusset 3.50/2.00 11 Flush 23.06/2.00 Flange Gusset Out 2.875 x 0.2500 x 5.00 SP -BS -0.1875, No. No. Cs (k) (k) (in -k) 4 2 SP 1 0.375 1 6.00 1 28.32 10.750 1 A325N/PT 3.00 12 Flush 2.00 41 Ext/Gusset 3.25 Weld Gusset In 2.750 x 0.2500 x 5.00 SP -BS -0.1875, 2 1 0.4 5.3 369.9 AISC DG-16/Thin plate 5 1 SP 1 0.375 1 6.00 1 28.32 10.750 1 A325N/PT 3.00 12 Flush 2.00 41 Ext/Gusset 3.25 2 Gusset In 2.750 x 0.2500 x 5.00 SP -BS -0.1875, 4 -10.7 12.6 1719.7 AISC DG-16/Thin plate 0.571 6 2 1 KN(Face) 0.500 6.00 132.38 0.750 A325N/PT 3.00 331 Extended 3.50/2.00 II Flush 21.06/2.00 7 2 KN(Face) 0.500 8.00 32.38 0.750 A325N/PT 3.00 33 Extended 3.50/2.00 II Flush 21.06/2.00 Moment Connections: Outside Flange Required Strenth Design Strength Ratios Mem. Jt.Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k) (in -k) Proc. Tension Shear Bendipk Yielding Rupture Tearing Weld Weld 10001 2 1 0.4 5.3 369.9 AISC DG-16/Thin plate 0.551 0.072 0.553 0.000 0.000 0.046 1.000 0.516 2 2 4 -10.7 12.6 1719.7 AISC DG-16/Thin plate 0.571 0.128 0.614 0.000 0.000 0.081 0.719 0.719 3 1 4 -10.7 12.6 1719.7 AISC DG- I 6/Thin plate 0.571 0.128 0.614 0.000 0.000 0.081 0.764 0.719 4 2 15 4.7 1.3 425.6 AISC DG -161 Thin plate 0.340 0.017 0.866 0.000 0.000 0.017 0.799 0.516 5 1 15 4.7 1.3 425.6 AISC DG- I6/1-hin plate 0.340 0.017 0.866 0.000 0.000 0.017 0.799 0.516 6 2 1 -10.2 13.2 2018.7 AISC DG-16/Thin plate 0.527 0.107 0.883 0.481 0.712 0.06 0.913 0.719 7 2 I 10.2 13.2 2018.7 AISC DG-16/Thin plate 0.527 0.107 0.883 0.481 0.712 0.06 0.71 0.719 File: 16-010666-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. M- COUNTY OWING DIVISION eurtER Date: 8/ 17/2016 B,bO calculations Package Time: 11:25 AM Page: 45 of 69 Inside Flange Required Strength Design Strength Ratios * Mem. Jt. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k) (in -k) Proc. Tension Shear Bending Yielding Ru pture Tearing Weld Weld 10001 2 16 0.0 3.7 251.4 AISC DG-16/rhin plate 0.671 0.074 0.438 0.000 0.000 0.07 0.959 0.516 2 2 19 4.9 4.8 791.2 AISC DG-16/Thin plate 0.907 0.097 0.90 0.000 0.000 0.093 1.000 0.719 3 1 19 4.9 4.8 791.2 AISC DG-16frhin plate 0.907 0.097 0.902 0.000 0.000 0.093 0.959 0.719 4 2 1 -8.6 0.9 993.0 AISC DG-16/Thin plate 0.550 0.012 0.794 0.000 0.000 0.012 0.624 0.516 5 1 1 -8.6 0.9 993.0 AISC DG-16/Thin plate 0.550 0.012 0.79 0.000 0.000 0.01 0.62 0.516 6 2 16 4.7 6.7 868.3 AISC DG-16/Thin plate 0.985 0.135 0.97 0.000 0.000 0.13 0.95 0.719 7 2 16 4.7 6.7 868.3 AISC DG-16/rhin late 0.985 0.135 0.979 0.000 0.000 0.13 1.00 0.719 * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit (Stress Limit = 1.03) Flange Brace Summary Member From Member Joint I From Side Point I Part Axial Load per FB (k) Load Case Design Note 3 2/0/12 35/4/5 (2)GFB3021 0.701 0 Mom- y 3 6/4/1 31/l/0 GFB2097 1.003 0 Mem. 4 3/11/12 21/l/0 GFB2063 0.252 1 Mrx 4 13/11/12 II/l/0 GFB2097 0.506 1 Shear 4 23/11/12 1/1/0 GFB3000 0.446 1 k 5 1/0/4 1/1/0 GFB3000 0.443 4 Flexure 5 11/0/4 II/I/0 GFB2097 0.485 4 0.4 5 21/0/4 21/l/0 GFB2063 0.205 4 96.3 6 6/0/4 31/l/0 GFB2097 1.272 I 1 6 10/3/10 35/4/5 (2)GFB3021 0.831 I 0.99 10001 8/11/3 1/1/0 (2)GFB2050 0.000 I 4 10001 4/5/8 1 5/6/11. (2)GFB2050 0.000 I 3.12 Frame Design Member Summary - Controlling Load Case and Maximum Combined Stresses Der Member (Locations are from Inint 1 ) Parameters Used for Axial and Flexural Design Mem. No. Control III ng Cases Required Strength Available Strength Stren th Ratios Ag in.2 Afn in.2 Ixx in.4 Axial Sx in.3 Axial Shear Mom -x Mom- y Axial Shear Mom -x Mom -y Axial Qa Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No. ft in. Flexure 1.00 k k in -k in -k k k in -k in -k Flexure 69.6 10001 10.75 12.00 1 3403.56 0.4 0.99 -369.9 0.0 133.5 2 596.1 96.3 0.62 192.9 10001 10.75 12.00 32.00 1 8.0 5.3 12.09 0.30 3403.56 17.4 0.99 1.00 0.90 0.30 1 16.07 20.68 4 22.3 -15.2 1.88 -1714.4 0.0 116.3 3.12 2080.8 337.0 0.89 1603.55 1 16.07 20.68 1.00 4 4 ,-8 9 447.62 120.0 60.0 9.8 1.56 509.31 6.51 0.90 2 16.07 21.00 4 812.26 i 15.2 0} 's 17 14.4 0.0 116.3 5 2080.8 337.0 0.89 60.0 2 16.07 21.00 6.51 4 '110 ,- -8.9, , 0.1 812.26 9.8 0.97 I.0 1.00 0.90 3 0.7 29.0 4 24.9 -10:7 - -1719.7 4 0.0 162.4 3.1 2.480.5 162.9 0.73 1603.55 3 0.76 29.00 1.00 4 ♦ ". 12.6 192.88 192.9 192.9 18.9 3.0 731.23 32.00 0.66 4 18.98 22.6 1 3403.56 _ ., ., , -8.7 0.99 992.5 0.0 66.3 8 1290.9 132.2 0.83 192.9 4 0.00 15.00 32.00 4 8.0 8.6 '' 0.3 3403.56 13.9 0.99 1.00 0.90 0.61 5 5.94 22.6 4 -9.3 955.0 0.0 66.3 1299.7 132.2 0.81 5 24.92 15.00 1 -9.2 13.9 0.66 6 12.39 29.00 1 -10. -2018.7 0.0 162.4 2480.5 162.9 0.85 6 12.39 29.00 1 -13.2 18.9 0.70 7 16.07 21.00 4 -16.6 -1729.3 0.0 116.3 2080.8 337.0 0.90 7 16.07 21.00 4 8.9 9.8 0.91 8 16.07 20.68 4 -16.6 -1729.3 0.0 116.3 2080.8 337.0 0.90 8 1 16.07 20.68 1 4 1 1 8.91 1 1 1 9.81 1 0.91 Parameters Used for Axial and Flexural Design Mem. No. I Loc. ft Lx in. Ly/Lt in. Lb in. Ag in.2 Afn in.2 Ixx in.4 lyy in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 Cw in.6 Cb Rpg Rpc Qs Qa 10001 10.75 128.95 21.5 21.5 4.05 1.25 103.35 5.21 17.22 2.OE 19.13 3.18 0.06 179.85 1.00 1.00 1.11 0.98 1.00 1 16.07 192.88 192.9 192.9 8.72 3.00 731.23 32.00 69.6 8.0 75.66 12.09 0.30 3403.56 1.65 0.99 1.00 0.90 0.81 2 16.07 192.88 192.9 192.9 8.72 3.00 731.23 32.00 69.6 8.0 75.66 12.09 0.30 3403.56 1.65 0.99 1.00 0.90 0.81 3 0.76 447.62 22.3 22.3 9.05 1.88 1120.49 7.83 77.28 3.12 91.08 4.94 0.24 1603.55 1.00 0.97 1.00 1.00 0.59 4 18.98 447.62 120.0 60.0 6.09 1.56 509.31 6.51 44.98 2.61 51.20 4.01 0.1 812.26 1.00 0.97 1.00 1.00 0.72 5 5.9 447.62 120. 60.0 6.09 I.5 509.31 6.51 44.98 2.61 51.20 4.01 0.1 812.26 1.01 0.97 I.0 1.00 0.72 6 .12.39 447.62 24.9 24.9 9.05 1.88 1120.49 7.83 77.28 3.1 91.08 4.9 0.2 1603.55 1.07 0.97 1.0 1.00 0.59 7 16.07 192.88 192.9 192.9 8.7 3.0 731.23 32.00 69.6 8.0 75.66 12.09 0.3 3403.56 1.65 0.99 1.00 0.90 0.81 8 16.07 192.88 192.9 192.9 8.7 3.0 73123 32.00 69.6 8.0 75.66 12.09 0.3 3403.56 1.65 0.99 1.00 0.90 0.81 File: 16-010666-01 Version: 2016.1 c Butler Manufacturing; a division of BlueScope Buildings North America. Inc. t/i► 1)011 1111, till BUTLER f t Date: 8/17/2016 Butler Manufactur.ring 16-010666-01 Calculations Package Time: 11:25 AM -�� Page: 46 of 69 novo...:,.., t ...,a r.....t.:...,.:....� _ ❑...,-.:.... No. Ori in Factor Def H Def V Application Description Load Case System 1.000 0 180 1.0 L L 2 System 1.000 60 180 0.42 W I> W l> 3 System 1.000 60 180 0.42 <W I <W I 4 System 1.000 60 180 0.42 W2> W2> 5 System 1.000 60 180 0.42 <W2 <W2 6 System 1.000 60 180 0.42 WPL WPL 7 System 1.000 60 180 0.42 WPR WPR 8 System 1.000 10 0 L0 E> + 1.0 EG- E> + EG - 9 1 System 1 1.000 1 10 1 0 11.0 <E + 1.0 EG- j<E + EG- Contrnllinv Frame nPfi—tinn Ratinc fnr Crncc Q—tinnf i Description I Ratio I Deflection (in.) Member Joint Load Case Load Case Description Max. Horizontal Deflection Max. Vertical Deflection for S n I ( H/432 )0.476 ( U344) -2.637 6 4 2 1; 7 1 WPR L • Negative horizontal deflection is left • Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. Frame Lateral Stiffness (K): 3.014 (k/in) Fundamental Period (calculated) (T): 0.682 (sec.) BUTTE COUNrf BUILDING DIVISION APPROVE® File: 16-010666-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER _ Date: 8/17/2016 Bu,lar Manuimaurino16-010666-OI Calculations Package Time: 1 1:25 AM Page: 47 of 69 Wall:' 4, dame at. 58/0/0 Frame Cross Section: 4 3 39 6° m m m p' j j m f }4 .i'm •-� r. r t� t'S m m m m L7 m m w U' U' rn m l� m • rnnm� vnv,�o .�w i lulu n i r nnm� �iwr=�.�/ •r Dimension Key r 1 18'-2" 2 8 1/2" 3 1' l" BUTTE COUNTY 4 2 @ 4'-3 5/16" 5 2'- 4'-5BUILDING DIVISION 6 22'-3 12"" Ridge Ht. 7 10'-07/16" 1.000:12 APPROVE® Frame Clearances Horiz. Clearance between members I(CX007) and 7(CX008): 73'-9 3/8" Horiz. Clearance between members I(CX007) and 8(CX008r 73'-9 13/16' Horiz. Clearance between members 2(CX007) and 7(CX008): 73'-8 15/16" Horiz. Clearance between members 2(CX007) and 8(CX008): 73'-9 3/8" Vert. Clearance at member 2(CX007): 15'-10 12" Vert. Clearance at member 7(CX008): IS' -10 12" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) t I File: 16-010666-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America. Inc. sureER Date: 8/17/2016 16 -01066'6 -01 -Calculations Package Time: 11:25 AM Page: 48 of 69 Frame Location Desien Parameters: I System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L.> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 1.0 ASL^ D + CG + ASL^ 4 System 1.000 1.0 D + 1.0 CG + 1.0 ^ASL D + CG + ^ASL 5 System 1.000 I.0D+I.0CG+0.6W1> D+CG+WI> 6 System 1.000 I.0D+I.0CG+0.6<WI®11��COUNTY D+CG+<WI 7 System 1.000 G I.0D+I.0CG+0.6W2> BUTTE D+CG+W2> 8 System 1.000 I.0D+I.0CG+0.6<W2 DUILDING DIVISION D+CG+<W2 9 System 1.000 I.0D+I.0CG+0.6WPL D+CG+WPL 10 System 1.000 I.0D+I.0CG+0.6WPR ®��®\'�® D+CG+WPR I I System 1.000 0.6 MW APPROVED Is MW -Wall: I 12 System 1.000 0.6 MW MW - Wall: 2 13 System 1.000 0.6 MW MW - Wall: 3 14 System 1.000 0.6 MW MW - Wall:4 15 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 16 System 1.000 0.6D+0.6CU+0.6<WI D+CU+<WI 17 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D+CU+W2> 18 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D+CU+<W2 19 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D+CU+WPL 20 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D+CU+WPR 21 System 1.000 I.0D+I.0CG+0.75L+0.45W1> D+CG+L+WI> 22 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W I D + CG + L + <W 1 23 System 1.000 I.0D+LOCG+0.75L+0.45W2> D+CG+L+W2> 24 System 1.000 I.0D+I.0CG+0.75L+0.45<W2 D+CG+L+<W2 25 System 1.000 I.0D+I.0CG+0.75L+0.45WPL D+CG+L+WPL 26 System 1.000 I.0D+I.0CG+0.75L+0.45WPR D+CG+L+WPR 27 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 28 System 1.000 1.0 D + 1.0 CG.+ 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 29 System 1.000 0.6 D + 0.6 CO + 0.91 E> + 0.7 EG- D + CU + E> + EG - 30 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 31 Special 1.000 1.0 D +:1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ 32 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 33 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG - 34 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 35 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 36 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 37 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG - 38 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - 39 System Derived 1.000 I.0D+I.0CG+0.6WPR +0.6WB1> D+CG+WPR +WBI> 40 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB 1> D+CU+WPR+WBI> 41 System Derived 1.000 I.OD+I.0CG+0.75L+0.45WPR +0.45WBI> D + CG + L + WPR + WBI> 42 System Derived 1.000 I.0D+I.0CG+0.6WPR +0.6<WBI D+CG+WPR +<WBI 43 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB I D+CU+WPR+<WBI 44 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <W B I D + CG + L + WPR + <W B 1 45 System Derived 1.000 I.0D+I.0CG+0.6WPR +0.6WB2> D + CG + WPR + WB2> 46 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> D + CU + WPR + WB2> 47 System Derived 1.000 I.OD+I.0CG+0.75L+0.45WPR +0.45WB2> D + CG + L + WPR + WB2> 48 System Derived 1.000 I.0D+I.0CG+0.6WPR +0.6<WB2 D + CG + WPR + <WB2 49 System Derived 1.000 0.6D+0.6CU+0.6WPR +0.6<WB2 D+CU+WPR+<WB2 50 System Derived 1.000 I.0D+1.0CG+0.75L+0.45WPR +0.45<WB2 D + CG + L + WPR + <W132 51 System Derived 1.000 I.0D+I.0CG+0.6WPL+0.6WB3> D + CG + WPL + WB3> 52 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D+CU+WPL+WB3> 53 System Derived 1.000 I.0D+I.0CG+0.75L+0.45WPL+0.45WB3> D + CG + L + WPL + WB3> 54 System Derived 1.000 I.0D+1.000+0.6WPL+0.6<W133 D+CG+WPL+<WB3 55 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D+CU+WPL+<WB3 56 System Derived 1.000 I.0D+I.0CG+0.75L+0.45WPL+0.45<W133 D+CG+L+WPL+<WB3 57 System Derived 1.000 I.0D+I.0CG+0.6WPL+0.6WB4> D + CG + WPL + WB4> 58 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> D+CU+WPL+WB4> 59 System Derived 1.000 I.0D+I.0CG+0.75L+0.45WPL+0.45WB4> D + CG + L + WPL + WB4> 60 System Derived 1.000 I.0D+I.0CG+0.6WPL+0.6<WB4 D+CG+WPL+<WB4 File: 16-010666-01 Version: 2016.1 c Butler Manufacturing, a division of 131116COpe Buildings North America. Inc. BUTTE COUNTY BUILDING DIVISION ��® lime: an iiaulo BUTLER (�� 9aae. Mnnurncmr�pr 16-01^Package Time: 11:25 AM ..ter..-. Page: 49 of 69 Flg Width (in.) 61 System Derived 1.000 0.6D+0.6CLI +0.6WPL+0.6<WB4 D+CU+WPL+<WB4 Weight O 62 System Derived 1.000 I.0D+I.0CG+0.75L+0.45WPL+0.45<WB4 D + CG + L + WPL + <WB4 10001 63 System Derived 1.000 0.6 MWB MWB- Wall: 1 10.70 64 System Derived 1.000 0.6 MWB MWB - Wall: 2 3P 65 System Derived 1.000 0.6 MWB MWB - Wall: 3 22.59 66 System Derived 1.000 0.6 MWB MWB - Wall: 4 SS 67 System Derived 1.000 I.0D+I.0CG+0.273E>+0.7EG++0.91EB> D + CG + E> + EG+ + EB> 22.59 68 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + E> + EG+ + EB> SS 69 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB> 0.1875 70 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 55.00 71 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB> 0.3125 72 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + E> + EG- + EB> 55.00 73 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> 5.00 74 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> 520.5 75 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ " 76 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG - 13.92. 77 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 3P 78 System Derived 1.000 I.0D+I.0CG+0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 23.00 79 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB ` 80 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 1 12.00 81 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + E> + EG- + <EB 1 BP 82 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB 83 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D+CLI +<E+EG- +<EB 84 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D+CU+<E+EG- +<EB 85 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+ 86 Special I • 1.000 10.6D+0.6CU+1.75 <EB +0.7EG- ID+CU+ <EB + EG - Pr ame M. -h - Q; - Mem. No. Flg Width (in.) FlgThk (in.) WebThk (in.) Depth (in.) Depth2 (in.) Length (ft) Weight O Fig Fy (ksi) Web Fy (ksi) Splice Jt.I Codes h2 Shape 10001 5.00 0.2500 0.1345 12.00 12.00 10.70 162.9 55.00 55.00 SS SS 3P 1 8.00 0.3750 0.1345 12.00 22.59 15.19 437.0 55.00 55.00 BP SS 3P 2 8.00 0.3750 0.1644 22.59 23.00 3.16 140.1 55.00 55.00 SS KN 3P 3 5.00 0.3750 0.1875 31.00 18.00 13.92 368.9 55.00 55.00 KN SS 3P 4 5.00 0.3125 0.1345 18.00 26.00 25.00 520.5 55.00 55.00 SS SP 3P 5 5.00 0.3125 0.1345 26.00 18.00 25.00 520.5 55.00 55.00 SP SS 3P 6 5.00 0.3750 0.1875 18.00 31.00 13.92. 368.9 55.00 55.00 SS KN 3P 7 8.00 0.3750 0.1875 22.59 23.00 3.16 127.7 55.00 55.00 SS KN 3P 8 1 8.00 1 0.3750 1 0.1345 1 12.00 22.59 1 15.19 437.0 55.00 55.00 1 BP I SS 3P t otat rrame wetgm= sua�.t tp) ttncmaes an plates/ Boundary Condition Summary Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X in. Displacement Y in. Dis lacement Z rad. 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 8 79/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 10001 79/0/0 19/0/0 Yes Yes Yes 0/0/0 0/0/0 0.0000 ` r ' Yi f►It!l��:� File: 16-010666-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. a r III iUQ:j -TYl Date: 8/17/2016 Man ufn uIn�o 16-010666-01 Calculations Package Time: 11:25 AM Page: 50 of 69 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Tvpe at Frame Cross Section: 4 Type X -Loc Grid I - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 4-B 9X 13 0.375 4-0.750 100'-0" Exterior Column 79/0/0 4-A 9 X 13 0.375 4-0.750 100'-0" Load Type Desc. Hx I Hz Vy Hx Hz V D Frm 1.59 3.05 -1.59 3.82 CG Frm 1.58 2.55 -1.58 3.32 L> Frm 6.07 10.07 -6.07 15.10 <L Frm 6.07 10.07 -6.07 15.10 ASL^ Frm -0.65 -0.36 0.65 4.67 ^ASL Frm 6.72 10.43 -6.72 10.43 W 1> Frm -8.87 -15.92 9.26 -15.00 <W1 Frm -8.83 -12.50 7.69 -23.68 W2> Frm -4.13 -8.56 4.51 -7.64 <W2 Frm 4.08 -5.15 2.94 -16.33 WPL Frm -9.23 -12.73 8.39 -19.83 WPR Frm -8.87 -15.92 9.26 -15.00 MW Frm - - - MW Frm 1.97 0.96 5.30 -0.96 MW Frm - - - - MW Frm -5.30 -0.96 -1.97 0.96 Cu Frm - - - - L Frm 6.07 10.07 -6.07 15.10 E> Frm -1.11 -0.59 -1.13 0.61 EG+ Frm 0_.42 0.68 -0.42 0.89 <E Frm 1.11 0.59 1.13 -0.61 EG- Frm -0.42 -0.68 0.42 -0.89 WBI> Brc 0.18 -7.17 -6.78 -0.18 -6.65 -6.34 <WBI We -0.16 - 6.81 0.16 - 6.31 WB2> We 0.18 -7.17 -6.78 -0.18 -6.65 -6.39 <WB2 Brc -0.16 - 6.81 0.16 - 6.31 W B3> Brc 0.19 -6.65 -6.41 -0.19 -7.17 -6.98 <WB3 We -0.16 . - 6.43 0.16 - 6.95 W B4> We 0.19 -6.65 -6.40 -0.19 -7.17 -6.98 <WB4 Brc -0.16 - 6.43 0.16 6.95 MWB We 0.17 -6.52 -6.17 -0.17 -6.52 -6.23 MWB We - - - - - - MWB Brc -0.15 6.20 0.15 6.20 MWB Brc - - - EB> Brc 0.13 4.67 -4.52 -0.13 -4.67 -4.60 <EB I Brc 1 -0.11 4.55 1 0.11 4.57 BUTTE COUNTY BUILDING DIVISION APPROVED File: 16-010666-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. A BUTLER � - Date: 8/17/2016 auttcrntnnuruoturina- 16-010666-01 Calculations Package - Time: 11:25 AM Page: 51 of 69 Sum of Forces with Reactions Check - Framin Horizontal Vertical Load Type Load Reaction Load .Reaction Maximum Combined Reactions Summary with Factored Loads - Framing Nnte• All renriinnc - h-pri nn I ct -1- ctnrtnn,l mlvcic r BUTTE COUNTY BUILDING DIVISION APPROVED t - t X -Loc (k) (k) • (k) (k) t D 0.0 0.0 7.2 6.9 CG 0.0 0.0 5.9 5.9 a L> 0.0 0.0 25.2 25.2 - <L 0.0 0.0 25.2 25.2 ASL^ 0.0 0.0 4.3 4.3 ^ASL 0.0 0.0 20.9 20.9 W I> 0.4 0.4 30.9 30.9 <WI 1.1 1.1 36.2 36.2 W2> 0.4 0.4 16.2 16.2 <W2 1.1 1.1 21.5 21.5 W PL 0.8 0.8 32.6 32.6 WPR 0.4 0.4 30.9 30.9 MW 0.0 0.0 0.0 . 0.0 MW 7.3 7.3 0.0 0.0 MW 0.0 0.0 0.0 _ 0.0 MW 7.3 7.3 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 25.2 25.2 E> 2.2 ,° 2.2 0.0 0.0 EG+ 0.0 0.0 1.6 1.6 <E 2.2 2.2 0.0 0.0 EG- 0.0 0.0 1.6 1.6 . WBI> 0.0 0.0 0.0 13.1 <WBI 0.0 0.0 0.0, '13.1 WB2> 0.0 0.0 0.0 13.2, <WB2 0.0 0.0 0.0 13.1 WB3> 0.0 0.0 0.0 '13.4 <WB3 0.0 0.0 0.0 13.4 WB4> 0.0 0.0 _ 0.0 13.4 <WB4 0.0 0.0 0.0 13.4 MWB 0.0 0.0 0.0 12.4 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 12.4 MWB 0.0 r 0.0 0.0 0.0 EB> 0.0 0.0 0.0 9.1 <EB 0.0 0.0 0.0 9.1 Maximum Combined Reactions Summary with Factored Loads - Framing Nnte• All renriinnc - h-pri nn I ct -1- ctnrtnn,l mlvcic r BUTTE COUNTY BUILDING DIVISION APPROVED t - t X -Loc Grid Hrz left Load Hrz RightLoad Length Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (in.). (in.) (-Hx) Case (Hx) Case (-Hz) Case (Hz) • Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case 0.750 5.0 k Std k OS -0.1875 k 4-A k 0.375 k i 3 (k) 4 (in -k 5.0 in -k Std 0/0/0 4-B 1 4.69 55 9.89 4 8.18 75 11.79 46 16.03 4 79/0/0 4-A 9.89 . 4 4.70 49 8.18 75 Pinnod Rnco P1.6a r`r......rti.... t ..X ­ 13.80 58 1 22.24 1 Base Plate Summary Grid Mem. Thickness Width Length Stiff. Base Connection Design is Based on 3000.00 (psi) Concrete Pitch Gage Hole ' Welds to Plate Fy = 55.00 ksi Comp .- (k) No. (in.) (in.). (in.) Load Case Grade A36 Anchor Rods used to determine quantity and diameter (in.) (in.) T Flange Gage & pitch standards are based on ACI -318 Appendix D criteria for "cast -in- lace" anchor rods (Min space = 4*drod i3 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 79/0/0 4-A 8 0.375 9 i 3 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 Pinnod Rnco P1.6a r`r......rti.... t ..X ­ X -Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole Welds to Welds to Shear (k)t:'t Comp .- (k) No. (in.) (in.). (in.) Load Case Rods (in.) (in.) (in.) T Flange Web 0/0/0 4-B I 0.375 9 i3 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 79/0/0 4-A 8 0.375 9 i 3 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 File: 16-010666-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Maximum Shear Case Maximum Tensi6n Case l I Maximum Com Case Maximum Bracing/WA Case X -Loc Shear (k) Axial (k) Load Case Sheart (k) f , -Tension . • '�(k)+�1 Load Case Shear (k)t:'t Comp .- (k) Load Case Shear (k) Axial k) Frame Shea (k) Load Case 0/0/0 79/0/0 9.96 10.03 16.02 17.59 4 4 4.25 3.94-". ,'-11.80, _-13.81, 46 58 9.96 9.37 t 16.02 22.28 4 1 4.30 4.30 -11.80 13.81 4.25 3.94 46 58 File: 16-010666-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. eurtEtSr. Date: 8/17/2016 6utle. M-1. -d" 16-010666-01 Calculations Package Time: 11:25 AM Page: 52 of 69 Raco Plato f nnnorNn., Rero..ot6 R�t:..� X -Loc Rod Load Rod Load Rod Load I Rod Load Conc, Load Plate Load Plate Load Flange Load Web Load 43.04 Shear Case Tension Case V + T Case ending Case Bearin Case Tension Case Com Case Weld Case Weld Case 0/0/0 0.432 4 0.307 46 0.307 46 3.500 0 0.124 4 0.352 46 0.097 4 0.186 4 0.299 4 79/0/0 0.435 4 0.359 58 0.359 58 20.822 0 0.172 1 0.412 58 0.135 1 0.259 1 0.301 4 Weh Stiffener Summnim Mem. No. Stiff. No. Desc. Loc. (ft) Web Depth (in.) h/t a/h a (in.) Thick. (in.) Width (in.) Side Welding Description I I SI 11.37 19.197 142.73 2.25 43.04 0.1875 2.000 Opposite F -OS -0. 1875,W -OS -0. 1875 I Desc. in. 1000 1 2 CIP 0.625 6.00 12.54 0.750 A325N/PT 3.00 12 Fillet Flush 6.63 2 1 S9 0.57 22.217 135.14 N/A N/A 0.3125 3.500 Both SP -BS -0.2500,W -BS -0.1250,F -OS -0.1875 7 1 S9 0S7 22.217 118.49 N/A N/A 0.3125 3.500 Both SP -BS -0.2500.W -BS -0.1250.F -OS -0.1875 7 2 S5 2.16 20.822 111.05 N/A N/A 0.3125 3.000 Both SP -BS -0.2500,W -BS -0.1250 8 I,- _ SI .11.37 19.197 142.73 2.25 43.04 0.1875 2.000 Opposite F -OS -0. 1875,W -OS -0. 1875 6!".1 _ '. 1` -; 1 1 0.887 0.000 0.000 0.018 0.799 0.516 5 Fillet 43 Rnitod Rad -Plata r'nnno.a:n. ,. /Phfo V. - GC "t ,t Design End -Plate Dimensions Bolt Outside Flange Inside Flange Mem: it., Type Thick. Width Length Diam. Spec/Joint Gages In/Out Confi uration I Pitches Ist/2nd Configuration Pitches Ist/2nd No. No. Flange in. (in. in. in. Cs in. ID Desc. (in. ID I Desc. in. 1000 1 2 CIP 0.625 6.00 12.54 0.750 A325N/PT 3.00 12 Flush (0) 2.00 11 Flush 6.63 2 2 KN(Face) 0.500 8.00 34.38 0.750 A325N/PT .3.00 33 Extended 3.50/2.00 II Flush 23.062.00 3 1 KN(Face) 0.500 6.00 34.37 0.750 A325N/PT 3.00 33 Extended 3.50/2.00 11 Flush 23.062.00 4 2 SP 0.375 6.00 29.33 0.750 A325N/PT 3.00 12 Flush 2.00 41 Ext/Gusset 3.25 Gusset In 2.750 x 0.2500 x 5.00 SP -BS -0.1875, 5 1 1 SP 1 0.375 1 6.00 1 29.33 10.750 1 A325N/PT 3.00 12 Flush 2.00 41 I Ext/Gusset 3.25 Gusset In 2.750 x 0.2500 x 5.00 SP -BS -0.1875, 6 2 1 KN(Face) 10.500 I 6.00 34.37 0.7501 A325N/PT 3.00 133 I Extended 3.50/2.00 II Flush I 23.062.00 7 2 KN(Face) 0.500 8.00 1 34.38 0.750 A325N/PT 3.00 33 Extended 1 3.502.00 II Flush 23.062.00 Mn of f n fin Outside Flange Required Strength Design Strength Ratios * Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k) (in -k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 10001 2 1 0.5 5.6 391.7 AISC DG-16/Thin plate 0.584 0.076 0.586 0.000 0.000 0.049 1.000 0.516 2 2 4 -11.5 13.4 1828.1 AISC DG- 16/rhin plate 0.432 0.109 0.724 0.397 0.587 0.065 0.575 0.719 3 1 4 -11.5 13.4 1828.1 AISC DG- 16/Thin plate 0.432 0.109 0.724 0.397 0.587 0.065 0.752 0.719 4 2 43 5.2 1.4 450.6 AISC DG-16/Thin plate 0.348 0.019 0.887 0.000 0.000 0.018 0.799 0.516 5 1 43 5.2 1.4 450.61 AISC DG-16/Thin plate 0.348 0.019 0.887 0.000 0.000 0.018 0.799 0.516 6 2 1 I I.0 14.0 2141.7 AISC DG-16/Thin plate 0.516 0.1 14 0.86 0.474 0.701 0.068 0.899 0.719 7 2 1 I I.0 14.0 2141.7 AISC DG-16/Thin late 0.516 0.1 I 0.86 0.474 0.701 0.068 0.575 0.719 Inside Flan a Required Strength Design Strength Ratios * Mem. Jt.Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k (k) (in -k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 10001 2 16 0.0 3.9 270.2 AISC DG-16/Thin plate 0.721 0.080 0.471 0.000 0.000 0.078 0.959 0.516 2 2 19 5.3 5.1 848.2 AISC DG-16/Thin plate 0.911 0.104 0.906 0.000 0.000 0.100 1.000 0.719 3 1 19 5.3 5.1 848.2 AISC DG-16/Thin plate 0.911 0.104 0.906 0.000 0.000 0.100 0.959 0.719 4 2 1 -9.3 1.0 1034.2 AISC DG- 16/rhin plate 0.545 0.014 0.787 0.000 0.000 0.013 0.619 0.516 5 1 1 -9.3 1.0 1034.21 AISC DG-16/Thin plate 0.545 0.014 0.787 0.000 0.000 0.013 0.619 0.516 6 2 16 5.1 7.1 928.0 AISC DG- 16/Ihin plate 0.986 0.145 0.98 0.000 0.000 0.139 0.959 0.719 7 2 16 5.1 7.1 928.0 AISC DG- 16/rhin late 0.986 0.145 0.98 0.000 0.000 0.139 1.00 0.719 * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit (Stress Limit = 1.03) BUTTE COUNW BUILDING DIVISION APPROVE® File: 16-010666-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. '1111L I aurtER _ Date: 8/17/2016 aunc,rm��„n�, 16-010666-01 Calculations Package Time: 11:25 AM -.-~~ Page: 53 of 69 Member From Member Joint I From Side Point I Part Axial Load per FB (k) Load Case Design Note 3 1/10/14 35/4/5 (2)GFB3111 0.545 4 Mom -y 3 6/2/4 31/l/0 GFB3000 1.005 0 Mem. 4 3/11/12 21/l/0 GFB2081 0.242 1 Mrx - 4 13/11/12 II/I/0 GFB2097 0.508 1 Shear 4 23/11/12 I/I/0 GFB3000 0.459 4 k 5 1/0/4 I/I/0 GFB3000 0.456 4 Flexure 5 11/0/4 II/I/0 GFB2097 0.486 4 0.5 5 21/0/4 21/l/0 GFB2081 0.196 14 96.3 6 6/0/4 31/l/0 GFB3000 1.264 1 1 6 10%3/10 35/4/5 (2)GFB3111 0.643 1 3 10001 8/11/3 1/1/0 (2)GFB2050 0.000 1 4 10001 1 4/5/8 5/6/11 1 (2)GFB2050 0.000 1 1.00 P. --- nom .. Mom6o. c.. _ !'n..•.nll:..., 1 -I d- -A M....:......., r.....ti:..,.a c ------- --- nn,.. -.ti,._ 1........------ c_...... -:_. • I Mem. No. Control! n Cases Require Strength Available Strength Stren th Ratios Afn in.2 I.xx in.4 lyy in.4 Axial Sy in.3 Axial Shear Mom -x Mom -y Axial Shear Mom -x Mom -y Axial 10001 Mem. Lac. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No. ft in. Flexure 15.92 191.07 k k in -k in -k k k in in -k Flexure 12.10 10001 10.75 12.00 1 1.00 0.5 0.79 -391.7 0.0 133.5 191.1 596.1 96.3 0.66 32.00 10001 10.75 12.00 12.10 1 4095.70 5.6 0.98 1.00 0.90 17.4 3 0.82 445.70 24.1 0.32 1 15.92 22.59 4 84.63 -16.3 100.32 -1823.4 0.0 117.7 1.00 2291.3 337.2 0.86 0.56 I 13.27 20.8 60.0 4 1.56 -9.5 6 ' 52 48.77 2.61 9.7 , 4.01 0.1 922.98 0.98 2 15.92 23.00 4 5 -16.3 120. -1823.4 0.0 117.7 588.05 2291.3 337.2 0.86 55.75 2 13.27 22.93 1.01 4 1.00 -9.5 0.70 6 12.23 445.70 9.7 23.0 9.4 1.88 0.98 3 0.82 31.0 4 4.95 -11.5 1835.71 -1828.1 0.0 164.2 1.00 2670.9 163.5 0.72 191.1 3 0.82 31.00 891.37 4 77.51 13.4 84.52 12.10 0.3 17.6 1.65 0.98 1.00 0.76 4 18.98 24.1 1 191.1 -9.4 3.0 1034.9 0.0 66.4 8.0 1377.3 132.4 0.82 4095.70 4 0.00 18.00 4 9.1 11.4 0.80 5 5.93 24.1 4 -10.1 997.5 0.0 66.4 1386.0 02.4 0.80 5 24.91 18.00 1 -9.8 11.4 0.86 6 12.23 31.0 1 -11.0 -2141.7 0.0 164.2 2670.9 163.5 0.84 6 12.23 31.00 1 Nrl 44'.017.6 :rt 17. 0.80 7 15.9 23.00 4 -17.8 -1835.5' j~' �0.0 117.7 2291.3 337.2 0.88 7 13.27 22.93 4 V1 t, , 9.7 0.98 8 15.92 22.59 4 -17.8 t 4 1835.5 " ' 0.0 117.7 2291.3 337.2 0.88 8 1 13.271 20.821 1 4 - r , 9.61 9.7 0.98 Mem. No. Loc. Lx ft in. Ly/Lt in. Lb in. Ag in.2 - Afn in.2 I.xx in.4 lyy in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 Cw in.6 Cb Rpg Rpc Qs Qa 10001 10.75 128.95 21.5 21.5 4.05 1.25 103.35 5.21 17.22 2.OE 19.13 3.18 0.06 179.85 1.00 1.00 1.11 0.98 1.00 1 15.92 191.07 191.1 191.1 8.99 3.00 891.37 32.00 77.51 8.0 84.52 12.10 0.30 4095.70 1.66 0.98 1.00 0.90 0.79 2 15.92 191.07 191.1 191.1 8.99 3.00 891.37 32.00 77.51 8.0 84.52 12.10 0.30 4095.70 1.66 0.98 1.00 0.90 0.79 3 0.82 445.70 24.1 24.1 9.42 1.88 1311.83 7.83 84.63 3.1 100.32 4.95 0.24 1835.71 1.00 0.96 1.00 1.00 0.56 4 18.98 445.70 120.C 60.0 6.28 1.56 588.05 6 ' 52 48.77 2.61 55.75 , 4.01 0.1 922.98 1.00 0.96 1.00 1.00 0.70 5 5.93 445.70 120. 60.0 6.28 1.5 588.05 6.5 48.77 2.61 55.75 4.01 0.1 922.98 1.01 0.96 1.00 1.00 0.70 6 12.23 445.70 23. 23.0 9.4 1.88 1311.83 7.83 84.63 3.1 100.32 4.95 0.2 1835.71 1.06 0.96 1.00 1.00 0.56 7 15.9 191.07 191.1 191.1 8.99 3.0 891.37 32.0 77.51 8.0 84.52 12.10 0.3 4095.70 1.65 0.98 1.00 0.90 0.79 8 15.9 191.07 191.1 191.1 8.99 3.0 891.37 32.0 77.51 8.0 84.52 12.10 0.3 4095.70 1.65 0.981l1,001l0.90 0.79 npflrctinn Load C.-hinatinnc . F-mino No. Origin Factor Def H Def V Application Description I System 1.000 0 180 1.0 L L 2 System 1.000 60 180 0.42 W I> BUTTE COUNTY W 1> 3 System 1.000 60 180 0.42 <W 1y DIVISION <W I 4 System 1.000 60 180 0.42 W2> BUILDING W2> 5 System 1.000 60 180 0.42 <W2\' <W2 6 System 1.000 60 180 0.42 WPL ����VE� WPL 7 System 1.000 60 180 0.42 WPR WPR 8 System 1.000 10 0 1.0 E> + 1.0 EG- E> + EG - 9 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG - File: 16-010666-01 . Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BL/TLER Date: 8/17/2016 16-010666-01 Calculations Package Time: 11:25 AM Page: 54 of 69 r— r-- c,.,,.:,.... e Description Ratio Deflection (in.) Member Joint Load Case Load Case Description Max. Horizontal Deflection ( H/526) Max. Vertical Deflection for Span I (U388) -0.390 1 -2.335 6 4 2 1 7 1 WPR L * Negative horizontal deflection is left * Negative vertical deflection is down Lateral deflections of primary fraises are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. Frame Lateral Stiffness (K): 3.794 (k/in) Fundamental Period (calculated) (T): 0.630 (sec.) BUTTE COUNTY BUILDING DIVISION i� PROVED n Y 1 E! U'-" J:, ,.-I w ,,fix it •�` I ' File: 16-010666-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. ' • ret. l , 1. e - • • i, * w w f r B[JTLER " - • '• +• `` _• - • • , aunu,Mn ra<m�o_ t 16=010666=01 Calculations Package nu _ _ R F Date: 8/17/2016 Time: 11:25 AM Page: 55 of 69 Wa11: 4 >E i ame`at: 78/0!0' • a. + ; , . 7 L . =777 ' Frame Cross Section: 5 39-6 m m - N _ (4 m ca N N N_ • + - f • . t BUTTE COUNTY' • . 10001 e `. .►; }_" �-BUILDING DIVISION •Y, " syr APPROVED r' ... t i — - L t FRAME CROSS SECTION AT FRAME LINE(S) 5 Dimension Key 1 18'-2" +• "` 2 81/2" r , '3 1'-1•. .4 2 @ 4'-3 5/16" 5 2@ 4'-5 3/4" 6 22'-3 I2" Ridge Ht. y ,y_ • , ,+ • 7. 10'-07/16" 1.000:12 Frame Clearances •^ ;f ♦ Horiz. Clearance between members I(CX009) and 7(CX010): 74'.3 1/4" .' i a Horiz. Clearance between members I(CX009) and 8(CX010):'74'-3 9/16" • t� - Horiz. Clearance between members 2(CX009) and 7(CX010): 74-2 15/16"„ Horiz. Clearance between members 2(CX009) and 8(CX010): 74-3 1/4" ' Vert. Clearance at member 2(CX009): 15'- 11 1/4" a4 ' " . Vert. Clearance at member 7(CX010): 15'=1 1 1/4" ` ' Finished Floor Elevation= 100'-0" (Unless Noted Otherwise) to ,_ h •`' ''' �� tY ,9 • ;; f r _ • v � File: 16-010666-01 '- v Version: 2016.1 c Butler Manufacturing, a division ot'BlueScope Buildings North America, ine. , B(JTLER Date: 8/17/2016 16-010666-01 ' Calculations Package Time: 11:25 AM Page: 56 of 69 Design Load Combinations - Framing No. Origin Factor Application Description I System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 1.0 AS LA D + CG + ASLA 4 System 1.000 1.0 D + 1.0 CG + 1.0 AASL D + CG + AASL 5 System 1.000 I.0D+I.0CG+0.6W1> D+CG+WI> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W I D + CG + <W 7 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 8 System 1.000 I.0D+I.0CG+0.6<W2 D+CG+<W2 9 System 1.000 I.0D+I.0CG+0.6WPL D+CG+WPL 10 System 1.000 I.0D+I.0CG+0.6WPR D+CG+WPR I I System 1.000 0.6 MW MW -Wall: 1 12 System 1.000 0.6 MW cO IN°Y MW - Wall: 2 13 System sure e 1.000 0.6 MW M V s, MW - Wall: 3 14 System 1.000 0.6 MW j11]� IVIS1ON MW - Wall: 4 15 System 1.000 0.6 D + 0.6 CU + 0.6 W I > � leafi"'� D+CU+WI> 16 System 1.000 0.6D+0.6CU-.+0.6<WI® D+CU+<WI 17 System 1.000 0.6 D + 0.6 CU + 0.6 W2> J/� V D+CU+W2> 18 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D+CU+<W2 19 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D+CU+WPL 20 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D+CU+WPR 21 System 1.000 I.0D+I.0CG+0.75L+0.45W1> D+CG+L+WI> 22 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W I D + CG + L + <W 1 23 System 1.000 I.0D+I.0CG+0.75L+0.45W2> D+CG+L+W2> 24 System 1.000 I.0D+I.0CG+0.75L+0.45<W2 D+CG+L+<W2 25 System 1.000 I.0D+I.0CG+0.75L+0.45WPL D+CG+L+WPL 26 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR 27 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 28 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 29 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG - 30 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 31 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ 32 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 33 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG - 34 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 35 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 36 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 37 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG - 38 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - 39 System Derived 1.000 I.0D+I.0CG+0.6WPR +0.6WB1> D+CG+WPR +WBI> 40 System Derived 1.000 0.6D+0.6CU+0.6WPR +0.6WBI> D+CU+WPR+WBI> 41 System Derived 1.000 I.OD+I.0CG+0.75L+0.45WPR +0.45WB1> D+CG+L+WPR +WBI> 42 System Derived 1.000 I.0D+I.0CG+0.6WPR +0.6<WBI D+CG+WPR +<WBI 43 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB I D+CU+WPR+<WBI 44 System Derived 1.000 LOD+I.0CG+0.75L+0.45WPR +0.45<WBI D+CG+L+WPR +<WBI 45 System Derived 1.000 I.0D+I.00G+0.6WPR +0.6WB2> D + CG + WPR + WB2> 46 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> D + CU + WPR + WB2> 47 System Derived 1.000 I.OD+I.0CG+0.75L+0.45WPR +0.45WB2> D + CG + L + WPR + WB2> 48 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 D + CG + WPR + <WB2 49 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 D+CU+WPR+<WB2 50 System Derived 1.000 I.0D+I.0CG+0.75L+0.45WPR +0.45<W132 D+CG+L+WPR +<W62 51 System Derived 1.000 1.0 D+ 1.0 CG+0.6 WPL+0.6 WB3> D+CG+WPL+ W133> 52 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D+CU+WPL+WB3> 53 System Derived 1.000 1.0 D+ 1.0 CG+0.75 L+0.45 WPL+0.45 WB3> D+CG+L+ WPL+ WB3> 54 System Derived 1.000 1.0 D+ 1.0 CG+0.6 WPL+0.6 <WB3 D+CG+ WPL+<WB3 55 System Derived 1.000 0.6D+0.6CU+0.6WPL+0.6<W133 D+CU+WPL+<WB3 56 System Derived 1.000 I.0D+I.0CG+0.75L+0.45WPL+0.45<W133 D + CG + L + WPL + <WB3 57 System Derived 1.000 I.0D+I.0CG+0.6WPL+0.6WB4> D + CG + WPL + WB4> 58 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> D + CU + WPL + WB4> 59 System Derived 1.000 I.0D+I.0CG+0.75L+0.45WPL+0.45WB4> D + CG + L + WPL + WB4> 60 System Derived 1.000 I.0D+I.0CG+0.6WPL+0.6<WB4 D+CG+WPL+<WB4 File: 16-010666-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTTE COUNTY BUILDING DIVISION 1 Date: 6 surcER _ A-FOROPMaguRion's Package Time: 11:25:25 A AM -`..•.......•.�_..._. Page: 57 of 69 Fig Width (in.) 61 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 D+CU+WPL+<WB4 Weight O 62 System Derived 1.000 1.0 D+ 1.0 CG+0.75 L+0.45 WPL+0.45 <WB4 D + CG + L + WPL + <WB4 10001 63 System Derived 1.000 0.6 MWB MWB -Wall: 1 10.71 64 System Derived 1.000 0.6 MWB MWB - Wall: 2 3P 65 System Derived 1.000 0.6 MWB MWB - Wall: 3 19.72 66 System Derived 1.000 0.6 MWB MWB - Wall: 4 SS 67 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + E> + EG+ + EB> 19.72 68 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + E> + EG+ + EB> SS 69 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> . D + CG + <E + EG+ + EB> 0.1875 70 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 55.00 71 System Derived 1.000 0.6 D+0.6 CU+0.273 E>+0.7 EG -+0.91 EB> D + CU + E> + EG- + EB> 0.2500 72 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + E> + EG- + EB> 55.00 73 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> 5.00 74 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> 500.0 75 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ - D + CG + EB> + EG+ 6 76 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG - 13.92 77 System Derived 1.000 1.0 D + LO CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 3P 78 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 20.00 79 System Derived 1.000 I.0D+I.0CG+0.273<E+0.7EG++0.91<EB D + CG + <E + EG+ + <EB KN 80 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 1 12.00 81 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D+CU+E>+EG- +<EB 1 BP 82 System Derived 1.000 0.6 D + 0.6 CU + 0.9 1, E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB 83 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB 84 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB 85 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+ 86 1 Special 1 1.000 10.6D+0.6CU+1.75 <EB +0.7EG- ID+CU+<EB +EG - Frump M. -h- Q;- Mem. No. Fig Width (in.) Fig Pik (in.) Web Thk (in.) Depth (in.) Depth2 (in.) Length (ft) Weight O FigFy (ksi) WebFy (ksi) Splice A.l Codes R.2 Shape 10001 5.00 0.1875 0.1345 12.00 12.00 10.71 137.5 55.00 55.00 SS SS 3P 1 8.00 0.3750 0.1345 12.00 19.72 15.27 429.2 55.00 55.00 BP SS 3P 2 8.00 0.3750 0.1644 19.72 20.00 3.08 129.2 55.00 55.00 SS KN 3P 3 5.00 0.3125 0.1875 30.00 21.00 13.92 357.3 55.00 55.00 KN SS 3P 4 5.00 0.2500 0.1345 21.00 27.00 25.00 500.0 55.00 55.00 SS SP 3P 5 5.00 0.2500 0.1345 27.00 21.00 25.00 500.0 55.00 55.00 SP SS 3P 6 5.00 0.3125 0.1875 21.00 30.00 13.92 357.3 55.00 55.00 SS KN 3P 7 8.00 0.3750 0.1875 19.72 20.00 3.08 115.9 55.00 55.00 SS KN 3P 8 8.00. 0.3750 1 0.1345 1 12.00 1 19.72 1 15.27 429.2 55.00 1 55.00 1 BP SS 1 3P Iota] I-rame Weight = Z`l»: / (p) (Includes all plates) Member X -Loc Y -Loc SUDI). X SUPD. Y Moment Displacement X in. Displacement Y in. Displacement Z md. 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 8 79/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 1 000 1 79/0/0 19/0/0 Yes I Yes Yes 0/0/0 0/0/0 0.0000 f File: 16-010666-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. �• it ,• iS �f ,� .. ,y BfJTLER 1. , � ' 9�ncr Mnn 1 -t 'I" 16-010666-01 Calculations Package Date: 8/17/2016 Time: 11:25 AM Page: 58 of 69 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete R ... H.nc - I Inf-t-d 1-d T- of Pr- --!'rncc RoaNnn• e Type Exterior Column Exterior Column X -Loc 0/0/0 7910/0 Grid I - Grid2 5-B 5-A Base Plate W x L (in.) 9X 13 9 X 13 Base Plate Thickness (in.) 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 Column Base Elev. 100'-0" 100'-0" Load Type Desc. Hx I Hz Vy Hx Hz V . D Frm 1.36 2.75 -1.36 3.39 CG Frm 1.31 2.18 -1.31 2.83 L> Frm 5.01 8.58 -5.01 12.95 <L Frm 5.01 8.58 -5.01 12.95 ASL^ Frm -055 -0.31 0.55 4.06 ^ASL Frm 5.56 8.89 -5.56 8.89 WI> Frm -8.22 -15.39 8.64 -14.27 <WI Frm -8.28 -11.87 7.15 -22.61 W2> Frm -4.30 -9.13 4.71 -8.01 <W2 Frm -4.35 -5.61 3.23 -16.34 WPL Frm -8.61 -12.07 7.74 -19.33 WPR Frm -8.22 -15.39 8.64 -14.27 MW Frm - - - - MW Frm 1.70 0.82 4.50 -0.82 MW Frm - - - MW Frm -4.50 -0.82 -1.70 0.82 CU Frm - - - - L Frm 5.01 8.58 -5.01 12.95 E> Frm -0.95 -0.50 -0.97 0.52 EG+ Frm 0.35 0.58 -0.35 0.76 <E Frm 0.95 0.50 0.97 -0.52 EG- Frm -0.35 -0.58 0.35 -0.76 WBI> Brc -0.15 6.81 0.15 6.31 <WBI Brc 0.19 7.17 -6.84 -0.19 6.65 -6.28 W B2> Brc -0.15 - 6.81 0.15 - 6.36 <WB2 Brc 0.19 7.17 -6.84 -0.19 6.65 -6.28 W B3> Brc -0.15 - 6.44 0.15 - 6.95 <WB3 Brc 0.19 6.65 -6.46 -0.19 7.17 -6.92 W B4> Brc -0.15 - 6.43 0.15 - 6.95 <WB4 Brc 0.19 6.65 -6.46 -0.19 7.17 -6.92 MWB _ Brc -0.14 - 6.20 0.14 6.20 MWB Brc - - - - - MWB Brc 0.18 6.52 -6.23 -0.18 6.52 -6.17 MWB Brc - - - - - EB> Brc -0.10 . 4.54 0.10 - 4.58 <EB Brc 0.13 1 4.67 1 -4.57 1 -0.13 1 4.67 1 -4.55 E3UTTE p�Cp V S ON ��stI�DINGO�ED ^ File: 16-010666-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. 1.. Load Type Load Reaction (k) (k) � 3 a D 0.0 illi 4E� r . 6.5 6.1 Date: 8/17/2016 0.0 0.0 16-010666-01 CalculationsTackage Time: 11:25 AM 5.0 L> 0.0 0.0 21.5 Page: 59 of 69 Sum of Forces with Reactions Check - Framin 0.0 0.0 21.5 Horizontal Vertical 0.0 0.0 3.8 3.7 ^ASL 0.0 0.0 17.8 17.8 WI> 0.4 0.4 29.7 29.7 <WI1.1 Std 1.1 34.5 34.5 W2> : 0.4 0.4 17.1 17.1 <W2 Load Type Load Reaction (k) (k) Load Reaction (k) (k) D 0.0 0.0 6.5 6.1 CG 0.0 0.0 5.0 5.0 L> 0.0 0.0 21.5 21.5 <L 0.0 0.0 21.5 21.5 ASL^ 0.0 0.0 3.8 3.7 ^ASL 0.0 0.0 17.8 17.8 WI> 0.4 0.4 29.7 29.7 <WI1.1 Std 1.1 34.5 34.5 W2> : 0.4 0.4 17.1 17.1 <W2 1.1 1.1 21.9 21.9 W PL 0.9 0.9 31.4 31.4 W PR 0.4 0.4 29.7 29.7 MW 0.0 0.0 0.0 0.0 MW 6.2 6.2 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 6.2 6.2 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 21.5 21.5 E> 1.9 1.9 0.0 0.0 EG+ 0.0 0.0 1.3 1.3 <E 1.9 1.9 0.0 0.0 ' EG- 0.0- 0.0 1.3 1.3 WBI> 0.0 0.0 0.0 13.1 <WBI 0.0 0.0 0.0 13.1 WB2> 0.0 0.0 0.0 13.2 <WB2 0.0 0.0 0.0 13.1 WB3> 0.0 0.0 0.0 13.4 <WB3 0.0 0.0 '0.0 13.4 WB4> 0.0 - 0.0 0.0 13.4 <WB4 0.0 0.0 0.0 13.4 MWB 0.0 0.0 0.0 12.4 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 12.4 MWB 0.0 0.0 0.0 0.0 EB> 0.0 0.0 0.0 9.1 <EB 0.0 0.0 1 0.0 9.1 Maximum Combined Reactions Summary with Factored Loads - Framing Note- All react inns ire hosed nn Ict order an icn-I inn Ivcic BUTTO COUNW BUILDING oiVISION APPROVED !I E® r X -Loc Grid Hrz left Load Hrz Right Load Stiff. Num. Of Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (in.) (in.) (-Hx) Case (Hx) Casese (in.) T (Hz) Case (-Vy) Case (Vy) Case (.Mzz) Case (M7z) Casek 0.750 5.0 - 5.0 Std k OS -0.1875 4ad k 0.375 k '13 k 4 in -k 5.0 in -k0/0/0 Std OS -0.1875 5-B 4.44 58 8.22 48.18 61 85 11.69 49 13.81 4 79/0/0 5-A 8.22 4 4.46 468.18 85 13.71 61 19.17 I Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete r, Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter r,.,a z :.ir�6 c ,.,d,.d� .,.a t.�.e., .... A f`I Z 1 4 A..w...l:e fl ...:•o.:.. C . 5......:....L.....a ......1........d. /AA :............ _ A �d...d\ . X -Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole Welds to Welds to Load Shear No. (in.) (in.) (in.) (k) Rods (in.) (in.) (in.) T Flange Web 0/0/0 5-B 1 0.375 9 - 13 No 4 0.750 5.0 - 5.0 Std OS -0.1875 OS -0.1875 79/0/0 5-A 8 0.375 9 '13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 Pinned Race Pyre t`nnn..,nnn t.nodtnn File: 16-010666-01 Versi on: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Maximum Shear Case Maximum Tension Case Maximum Com Case Maximum Bracing/WA Case X -Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shea Load (k) (k) Case (k) (k Case (k) (k) Case (k) k) (k) Case 0/0/0 8.27 13.80 4 3.99 -11.71 49 8.27 13.80 4 4.30 -11.71 3.99 49 79/0/0 8.33 15.14 4 3.69 -13.72 61 7.77 19.21 1 4.30 -13.72 3.69 61 File: 16-010666-01 Versi on: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. gjUTTEG QNIS14N IN eureER �%%��a� ®®� G® Date: 8/17/2016 � 16��0�POd61"Calculations Package. - Time: 11:25 AM Butler Monufoaurl��g_ Page: 60 of 69 Base Plate Connection Streneth Ratios X -Loc I Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load (in.) Shear Case Tension Case V+T Case Bendin Case BearingCase 117.08 Tension Case Com Case Weld Case Weld Case 0/0/0 0.359 4 0.305 49 0.305 49 - 0 0.107 4 0.349 49 0.083 4 0.160 4 0.248 4 79/0/0 0.361 4 0.357 61 0.357 61 4 0 0.149 1 0.409 61 0.116 I 0.223 1 0.250 4 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. Gages In/Out (ft) (in.) No. (k) (in.) (in.) (in.) (in.) Description 2 1 S9 0.57 19.248 117.08 N/A N/A 0.2500 3.000 Both SP -BS -0.2500,W -BS -0.1250,F -OS -0.1250 7 I S9 0.57 1 19.248 102.65 N/A N/A 0.3125 3.500 Both SP -BS -0.2500,W -BS -0.1250,F -OS -0.1875 ..7. 2.. S5 2.07 17.885 95.39 N/A N/A 0.2500 3.000 Both SP -BS -0.2500,W -BS -0.1250 I s+ Bolted End -Plate Connections (Plate Fv = 55.00 ksi) Moment Connections: Outside Flange Required Strength Design Strength Ratios * End -Plate Dimensions Bolt Outside Flange Inside Range Mem: it. Type Thick. Width Length Diam. SpectJoint Gages In/Out Configuration Pitches Ist/2nd Configuration I Pitches Ist/2nd No. No. (k) (in.) (in.) (in.) (in.) Shear (in.) ID Desc. (in.) ID Desc. (in.) 1000 1 2 CIP 0.500 6.00 12.54 0.750 A325N/PT 3.00 12 Flush (0) 2.00 11 Flush 6.63 2 2 KN(Face) 0.500 8.00 33.38 0.750 A325N/PT 3.00 32 Extended 3.50/2.00 12 Flush 2.00/2.00 3 1 KN(Face) 0.500 6.00 33.38 0.750 A325N/PT 3.00 32 Extended 3.50/2.00 12 Flush 2.00/2.00 4 2 SP 0.375 6.00 32.59 0.750 A325N/PT 3.00 31 Extended 3.25 33 Extended 3.25/2.00 5 1 SP 0.375 6.00 32.59 0.750 A325N/PT 3.00 31 Extended 3.25 33 Extended 3.25/2.00 6 2 KN(Face) 0.500 6.00 33.38 0.750 A325N/PT 3.00 32 Extended 3.50/2.00 12 Flush 2.00/2.00 7 2 KN(Face) 0.500 8.00 33.38 0.750 A325N/PT 3.00 32 Extended 3.50/2.00 12 Flush 2.00/2.00 Moment Connections: Outside Flange Required Strength Design Strength Ratios * Mem. it.Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k) (in -k) Proc. Tension Shear Bendin Yieldin Rupture ring Weld Weld 10001 2 1 0.4 4.9 339.0 AISC DG-16/Thin plate 0.52 0.066 0.795 0.000 0.000 0.053 1.000 0.516 2 2 4 -9.4 11.7 1551.9 AISC DG- 16/Thin plate 0.496 0.119 0.726 0.364 0.517 0.075 0.719 0.719 3 1 4 -9.4 11.7 1551.9 AISC DG-16/Thin plate 0.496 0.119 0.726 0.364 0.517 0.075 0.829 0.719 4 2 46 4.9 1.5 473.8 AISC DG-16/Thin plate 0.309 0.020 0.630 0.270 0.399 0.019 0.959 0.516 5 1 46 4.9 1.5 473.8 AISC DG-16/rhin plate 0.309 0.020 0.63 0.270 0.399 0.019 0.959 0.516 6 2 I -9.0 12.3 1824.1 AISC DG- 6/Thin plate 0.59 0.125 0.871 0.419 0.620 0.079 0.993 0.719 7 2 I -9.0 12.3 1824.1 AISC DG-I6/1'hin late 0.59 0.125 0.871 0.419 0.620 0.079 0.719 0.719 Inside Flan a Required Strength Design Strength Ratios * Mem. it.. Ld Axial . Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k) (in -k) Proc. Tension Shear BendingYieldingRupture 4 13/11/12 TearingWeld GFB3000 Weld 10001 2 16 0.0 3.7 253.1 AISC DG-16/Thinplate 0.701 0.075 0.693 0.000 0.000 0.091 0.745 0.516 2 2 55 4.9 5.1 826.2 AISC DG- 16/rhin plate 0.473 0.069 0.74 0.000 0.000 0.049 1.00 0.719 3 1 55 4.9 5.1 826.2 AISC DG- 16/rhin plate 0.473 0.069 0.74 0.000 0.000 0.04 0.799 0.719 4 2 4 -8.3 0.6 959.4 AISC DG- 16/rhin plate 0.273 0.005 0.75 0.310 0.458 0.00 0.735 0.516 5 1 4 -8.3 0.6 959.4 AISC DG- 16/rhin plate 0.273 0.005 0.75 0.310 0.458 0.00 0.735 0.516 6 2 16 4.7 7.1 895.8 AISC DG-16/1-hin plate 0.509 0.097 0.797 0.000 0.000 0.069 0.799 0.719 7 2 16 4.7 7.1 895.8 AISC DG-16/rhin late 0.509 0.097 0.797 0.000 0.000 0.069 1.00 0.719 * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit (Stress Limit = 1.03) Flange Brace Summary Member From Member Joint I From Side Point 1 Part Axial Load per FB k) Load Case Design Note 3 2/1/13 35/4/5 (2)GFB3111 0.425 0 3 6/5/3 31/1/0 GFB3000 0.727 0 4 3/11/12 21/1/0 GFB2097 0.249 1 4 13/11/12 II/l/0 GFB3000 0.478 1 4 23/11/12 1/1/0 GFB3021 0.437 4 5 1/0/4 1/1/0 GFB3021 0.434 4 5 11/0/4 11/l/0 GFB3000 0.457 4 5 21/0/4 21/l/0 GFB2097 0.206 58 6 6/0/4 31/l/0 GFB3000 0.931 1 6 10/3/10 35/4/5 (2)GFB3111 0.505 1 10001 8/11/3 1/1/0 (2)GFB2050 0.000 1 10001 4/5/8 1 5/6/11 1 2 GFB2050 0.000 ' 1 File: 16-010666-01 Version: 2016.1 c Butler Mandacturin,-, a division of BlueScope Buildings North America, Inc. OUTTE COUNTY . WILDING DIVISION APPqG-0Date: 8/17/2016 BL/TLER � - _ - BunerManufacturino+ 7 66-01 Calculations Package Jime:11:25 AM r j Page: 61 of 69 t Frame Desi n Member Summar - Controlling Load Case and Maximum Combined Stresses per Member Locations are From ]oint 1 e F E Controlling Cases I Require Strength* Available Strength Strength Ratios Ag in.2 Afn in.2 Ixx in.4 Axial , -i Axial Shear Mom -x Mom -y Axial . i;♦a Parameters Used for Axial and Flexural Desi n s Mem. No. E Controlling Cases I Require Strength* Available Strength i;♦a Parameters Used for Axial and Flexural Desi n s Mem. No. Controlling Cases I Require Strength* Available Strength Strength Ratios Ag in.2 Afn in.2 Ixx in.4 Axial , Sx in.3 Axial Shear Mom -x Mom -y Axial . Shear Mom -x Mom -y Axial Qa Mem. Loc. Depth + Shear Pr - ••Vr Mrx Mry Pc Vc Mcx Mcy + Shear No. ft in. Flexure 1.00 k k in -k in -k k k in -k in -k Flexure 65.77 10001 10.75 12.00 1 *308 1.50 0.4 1.00 -339. 0. 113.5 2 1 407.7 55. 0.83 191.8 1000 I 10.75 12.0 32.00 1 .,8.00 4.9 12.09. 0.30 3081.50 -17.0 ' 1.00 1.00 0.90 0.29 1 15.98 19.7 4 22.5 -14.0 ' L56 -1539.1 0.0 117.0 ,2.61 1974. 336.9 0.84 1438.04 1 15.98 19.7 1.00 4 - 4 -8.0 448.50 120S 60.0 10.4 1.25 578.32 5.21 0.77 .2 15.98 20.0 4 836.85 -14.0 0.94 -1539.1 a' • , 0.0 - 1 17.0 •5 ` 1974.7 336.9 0.84 60.0 2 15.98 20.00 5.21 4 , ' -8.0 3.2 0.07 836.85 10.4 0.9 1.00 0.94 0.77 t 3 0.71 30.00 4 f -9. " 1 -1551. +0.0 144.3 2.61 2290.1 137.4 0.71 1438.04 3 0.71 30.00 1.00 4.. 7 11.7 191.78 191.8 191.8 18.1 3.0 F 32.0 0.65 . 4 ` 18.98 • 25.59 1 ` = -7.8 1.00. 949.9 0.0 53.5 8 1231.7 95.7 0.84 191.8 4 0.010 21.00 32.0 4 ` 8.0 7.8 12.09 0.3 3081.50 9.6 1.00 1.00 0.90 0.81 5 5.93 25.59 4 ; ' . --8.4 922.8 0.0 53.5 1238.5 95.7 0.82 5 _ 24.91 21.00 I -8.4 9.6 0.87 -6- 12.47 30.00 1 -9.0 -1824.1 0.0 144.3 2290.1 137.4 0.83 6 12.47 30.00 I -12.3 18.1 0.68 7 15.98 20.00 4 t -15.3 -1550. 0.0 117. 1974.7 336. 0.85 -7 15.98 20.00 4 8.1 10. 0.78 8 15.98 19.7 4 15.3 -1550.7 0.0 117. 1974.7 336.9 0.85 8 15.98 19.7 4 8.1 10. 0.78 i;♦a Parameters Used for Axial and Flexural Desi n s Mem. No. Loc. ft Lx in. Ly/Lt in. Lb in. Ag in.2 Afn in.2 Ixx in.4 lyy in.4 Sx in.3 Sy , in.3 Zx in.3 Zy in.3 . J in.4 Cw in.6 Cb Rpg Rpc Qs Qa 10001 10.75 128.95 21.5 21.5 3.44 0.94 83.02 3.91 13.84 1.56 15.62 . 2.40 0.03 136.35 1.00 1.00 1.13 0.84 1.00 15.98 0.42 W2> `W2> 191.78 191.8 191.8 8.59 3.0 657.73 '32.00 65.77 8.0 71.34 12.09 0.3 *308 1.50 1.65 1.00 1.00 0.90 0.83 2 15.98 191.78 191.8 191.8 8.59 3.00 657.73 32.00 65.77 .,8.00 71.34 12.09. 0.30 3081.50 1.65 ' 1.00 1.00 0.90 0.83 3 0.71 448.50 22.5 22.5 8.63 ' L56 1084.63 6.53 72.31 ,2.61 86.83 4.16 0.17 1438.04 1.00 0.96 1.00 1.00 0.5 4 18.98 448.50 120S 60.0 5.87 1.25 578.32 5.21 45.2 - 2.09 52.84 3.24 0.07 836.85 1.00 0.94 1.00 0.94 0.66 •5 ` 5.93 448.50 120. 60.0 5.87 1.25 578.32 5.21 45.2 2.0 52.84 3.2 0.07 836.85 1.01 0.9 1.00 0.94 0.66 6 • 12.4 448.50 26. 26.0 8.63 I.5 10.34.63 6.53 72.3 I 2.61 86.83 4.16 0.17 1438.04 1.07 0.96 , 1.00 1.00 0.5 7 15.98 191.78 191.8 191.8 8.59 3.0 657.73 32.0 65.77 8.0 71.34 12.09 0.3 3081.50 1.65 1.00. 1.00 0.90 0.83 8 15.98 191.78 191. 191.8 8.59 3.0 657.73 32.0 65.7 8.0 71.34 12.09 0.3 3081.50 1.65 1.00 1.00 0.90 0.83 Deflection Load Combinations - Framing> No. Origin Factor Def H Def V . 'Application Load Case Description . System 1.000 0 180 1.0 L „ e 7 WPR L 2 System 1.000 60 180 0.42W[> • W 1> b 3 System 1.000 60 180 0.42 <W I base fixity. Therefore, these deflections may be considerably overstated. <W1 4 System 1.000 60 180 0.42 W2> `W2> r•' ` 5 System 1.000 60 180 0.42 <W2 ' - r . <W2 6 System 1.000 60 180 0.42 WPL ` '^ WPL 7 System 1.000 60 180 0.42 WPR t. A WPR ^ 8 , System 1.000 10 0 1.0 E> + 1.0 EG- ' E> + EG- - 9 System . 1.000 10 0 ' 1.0 <E + 1.0 EG- J<E + EG- Controiling Frame Deflection Ratios for Cross Section: 5 Desai tion - T Ratio- :r �+DeFlection (in.)Member Joint Load Case Load Case Description : I I r Max. Horizontal Deflection ( H/520) " '-0.395',.ft:� 6 2 „ e 7 WPR F; Max. Vertical Deflection horizontal deflection is left *Negative ,+��! Negative vertical deflection is down a .,- L. Lateral deflections of primary frames ane calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. Frame Lateral Stiffness (K): 3.575 (k/in) Fundamental Period (calculated) (T)i 0.599 (sec.) q. " 17 1777 7.77 File 16-010666-01 Version: 2016.1c Butler Manufacturing, a division of BlueScope Buildin;s North•America, Inc. r L for S n I • (U399. ' 1� k'. [-2.278 r .. 4 .. : I I r L ro 00 4,1L J ' BUTLER ", Date: 8/17/2016 ,. '16-010666-01 Calculations Package . Time: 11:25 AM aurb,Monurru„n, .�•����^ Page: 62 of 69 • • . Wall: 4; Fume:"at: 95/6/0' � _ ��?�:�.�.�.:,z — „fir - �. � ;:;,�; �a w� .� ,:t~, _, . r Frame Cross Section: 6 m m r ED Co • .. m0 C3 (7 ((7r., m m fD LL • k • � • - . '. .. 03 Co Q3 ! f 10001 Y - , +� 10 St. FRAME CROSS SECTION AT FRAME LINE(S) 6 Dimension Key l 1 18,-2., i 2 81/2" r 3 1'-1° f 4 2 @ 4'-3 5/16"- ' . ry 5 2 @ 4'-5 3/4" 6 22-3 12" Ridge Ht. - e' 7 10'-07/16" 1.000:12 W" "'' FramerClearances a Horiz. Clearance between members l(CX011) and 9(CX012): 73'-10 15/16", Horiz. Clearance between members I(CX011) and IO(CX012): 73'-10 15/16" Horiz. Clearance between members 2(CX011) and 9(CX012): 73'-10 15/16" Horiz. Clearance between members 2(CX01 1) and I O(CX012): 73'-10 15/16" rt ` Vert. Clearance at member 2(CX01 1): 16'-4 7/16" •' {`� , Vert. Clearance at member 9(CX012): 16'-4 7/16" '- a Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) ^ •' + BUTTE COUNTY ^ . _ rvROVED Apt- 17 ' File: 16-010666-01 t Version': 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. i Date: 8/17/2016 16-010666-01 Calculations Package Time: 11:25 AM Page: 63 of 69 Frame Location Design Parameters: Location Avg. Bay Space Description Angle Group Trib. Override I Design Status 95/6/0 9/3/0[Loading Dock Cover Rigid Endwall #i2 EW 3 1 90.0000 Analysis Only Mem. NO t' Origin Factor Application Description Depth2 (in.) System 1.000 1.0 D + L0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L rNo. 3 System 1.000 1.0 D + 1.0 CG + 1.0 ASL^ D + CG + ASL^ 4 System 1.000 1.0 D + 1.0 CG + 1.0 IASL D + CG + ^ASL 5 System 1.000 I.0D+I.0CG+0.6W1> D+CG+WI> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W 7 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 8 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D+CG+<W2 9 System 1.000 �4G 1.0 D+ 1.0 CG+0.6 WPLBUTTE U EC®U D+CG+WPL 10 System 1.000 COUNTY I.0D+I.0CG+0.6WPR �� D+CG+WPR II System 1.000 0.6 MW BUILDING DIVISION MW-Wa11:1 12 System 1.000 0.6 MW MW - Wall: 2 13 System 1.000 0.6 MW APPROVED PP MW - Wall: 3 14 System 1.000 0.6 MW r r V G MW - Wall: 4 15 System 1.000 0.6 D + 0.6 CU + 0.6 W 1> D+CU+WI> 16 System 1.000 0.6D+0.6CU+0.6<WI D+CU+<W1 17 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D+CU+W2> 18 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D+CU+<W2 19 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D+CU+WPL 20 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D+CU+WPR 21 System 1.000 I.0D+I.0CG+0.75•L+0.45WI> D+CG+L+WI> 22 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W I D + CG + L + <W 1 23 System 1.000 I.0D+I.0CG+0.75L+0.45W2> D+CG+L+W2> 24 System 1.000 1.0D+I.0CG+0.75L+0.45<W2 D+CG+L+<W2 25 System 1.000 1.0D+1.0CG+0.75L+0.45 WPL D+CG+L+WPL 26 System 1.000 I.0D+I.0CG+0.75L+0.45WPR D+CG+L+WPR 27 System 1.000 1.0 D + 1.0 CG + 0.9.1 E> + 0.7 EG+ D + CG + E> + EG+ 28 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 29 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG - 30 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 3 I Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ 32 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG +_<E + EG+ 33 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG - 34 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 35 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 36 OMF Connection 1.000 I.0D+I.0CG+2.45<E+0.7EG+ D+CG+<E+EG+ 37 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D+CU+E>+EG- 38 1 OMF Connection 1 1.000 10.6D+0.6CU+2.45<E+0.7EG- ID+CU+<E+EG- Mem. NO t' Fig Width' - ' -FlgThk 1. (m.) . ,WebThk . ,(in.) Depth (in.) Depth2 (in.) Length (k) Weight O Fig Fy (ksi) Web Fy (ksi) Splice JLI Codes Jt.2 Shape 10001 ._ 5.00 `0.1345'• x-0.1345 12.00 12.00 10.71 115.5 55.00 55.00 SS SS 3P 18.00 c 0.2500 0.1345 22.00 22.04 15.69 389.3 55.00 55.00 BP SS 3P 2-'-- . 8.00 0.2500 0.1644 22.04 22.00 2.66 102.0 55.00 55.00 SS KN 3P 3 5.00 0.2500' 0.1345 25.00 12.00 13.91 228.3 ` 55.00 55.00 KN SS 3P 4 5.00 0.2500 0.1345 12.00 12.00 10.00 145.6 55.00 55.00 SS SP 3P 5 5.00 0.1875 0.1345 12.00 12.00 15.00 192.4 55.00 55.00 SP SP 3P 6 5.00 0.1875 0.1345 12.01 12:00 15.00 192.4 55.00 55.00 SP SP 3P 7 5.00 0.2500 0.1345 12.00 12.00 10.00 145.6 55.00 55.00 SP SS 3P 8 5.00 0.2500 0.1345 12.00 25.00 13.91 228.3 55.00 55.00 SS KN 3P 9 8.00 0.2500 0.1644 22.04 22.00 2.66 90.2 55.00 55.00 SS KN 3P 10 8.00 0.2500 1 0.1345 22.00 1 22.04 1 15.69 1 389.3 55.00 1 55.00 1 BP I SS 31' Total Frame Weight= 2219.1 (p) (Includes all plates) File: 16-010666-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. -13-0-TZ-AE-J7111Date: 8/17/2016 Butlor Mnnufnaurinp 16-010666-01. Calculations Package Time: 11:25 AM Page: 64 of 69 Boundary Condition Summar Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 10 79/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 10001 79/0/0 19/0/0 Yes Yes Yes 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Tvoe at Frame Cross Section: 6 Type X -Loc Grid I-Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 6-13 9 X 23 0.375 4-0.750 100'-0" Exterior Column 79/0/0 6-A 9 X 23 0.375 4-0.750 Load Type 0.0 DescY i Vi Hz ;, 1 V. t Hx V D 0.0 Frm t t' 0.84 -1.65 - -0.84 2.03 CG 10.6 Frmi 0.73 1.07 " -0.73 1.40 L.> 0.0 Frm r + 2.82 4.22 -2.82 6.40 <L 8.8 Frm 2.82 4.22 -2.82 6.40 ASL^ <W I Frm' -0.31 -0.16 0.31 2.02 ^ASL 0.3 Frm 3.12 4.39 -3.12 4.39 W I> 14.4 Frm -5.61 -9.38 5.90 -8.49 <WI 0.3 Frm -5.65 -7.01 4.95 -13.55 W2> 0.0 Frm -3.41 -6.29 3.70 -5.40 <W2 MW Frm -3.45 -3.91 2.75 -10.46 WPL 3.1 Frm -5.85 -7.11 5.27 -11.92 WPR 0.0 Frm -5.61 -9.38 5.90 -8.49 MW 0.9 Frm - 0.0 - - MW 0.7 Frm 0.79 0.41 2.27 -0.41 MW EG- Frm - - 0.7 - MW Frm -2.27 -0.41 -0.79 0.41 Cu Frm - - L Frm 2.82 4.22 -2.82 6.40 E> Frm -0.47 -0.25 -0.48 0.25 EG+ Frm 0.19 0.28 -0.19 0.38 <E Frm 0.47 0.25 0.48 -0.25 EG- Frm -0.19 -0.28 0.19 -0.38 Sum of Forces with Reactions heck- Framing Load Type Horizontal Load Reaction (k) (k) Vertical Load Reaction (k) (k) D 0.0 0.0 4.0 3.7 CG 0.0 0.0 2.5 2.5 L> 0.0 0.0 10.6 10.6 <L 0.0 0.0 10.6 10.6 ASL^ 0.0 0.0 1.9 1.9 ^ASL 0.0 0.0 8.8 8.8 W I> 0.3 0.3 17.9 17.9 <W I 0.7 0.7 20.6 20.6 W2> 0.3 0.3 11.7 11.7 <W2 0.7 0.7 14.4 14.4 WPL 0.6 0.6 19.0 19.0 WPR 0.3 0.3 17.9 17.9 MW 0.0 0.0 0.0 0.0 MW 3.1 3.1 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 3.1 3.1 0.0 0.0 Cu 0.0 0.0 0.0 0.0 L 0.0 0.0 10.6 10.6 E> 0.9 0.9 0.0 0.0 EG+ 0.0 0.0 0.7 0.7 <E 0.9 0.9 0.0 0.0 EG- 0.0 1 0.0 0.7 0.7 `BUTTE COUNTY BUILDING DIVISION APPROVE® File: 16-010666-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings Noah America, Inc. f Date: 8/17/2016 BUTLER sono, Mony1 -'Ino 16-010666-01. Calculations Package Time: 11:25 AM Page: 65 of 69 Maximum Combined Reactions Summary with Factored Loads - Framing Nntr• All --tine .- h -M nn I ct nrdrr onirin-1 anni-ic X -Loc Grid Hrz left Load Hrz Right 1 Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (in.) (in.) (-Hx) Case (Hx) Case (-Hi) Case (Hz) Case (-Vy)' Case (Vy) Case 9 Case (Mzz) Case 0.750 5.0 (k) Std (k) OS -0.1875 (k) 6-A (k) 0.375 (k) 23 I (k) 4 I (in -k) 5.0 (in -k Std 0/0/0 6-B 3.01 19 4.69 4 0 16 Extended 3.25 11 0 4.6415 0 7.12 4 0.238 16 0.034 I 79/0/0 6-A 4.69 4 3.04 15 SP 0.375 6.00 13.00 6.91 16 1 9.83 1 Flush 2.50 11 Flush 2.50 5 2 Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter (:nor R nitrh ctnndnrdc arr hncrd nn Ar i_41 R An-elir n rrirrrin fnr "roct_in_nlo " onrhnr mdc lM:n cnorr - A*d-Al `X -Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole Welds to Welds to Load Shear No. in.) (in.) (in.) Shear Rods (in.) (in.) in. Type Flanpe Web 0/0/0 6-B 1 0.375 9 23 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 79/0/0 6-A 10 0.375 9 23 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 P:nno.l Rnco plot.. f nonor.:nn 1 -1;­ Base Plate Connection S►renpth Ratins X -Loc Maximum Shear Case Maximum Tension Case -Maxim mCom Case I Maximum Bracin A Case X -Loc r Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shea Load (in.) Shear (k) Case (k) (k Case (k) (k) Case k) (k) k Case 0/0/0 �4.7 7.11 4 2.83 4.65 IS 4.78 7.11 4 1 00 3.000 079/0/0 0.031 4 7.83 4 2.44 -6.92 16 4.49 9.87 1 79/0/0 1 0.208 4 0 Base Plate Connection S►renpth Ratins X -Loc I Rod Load Rod jLoadj Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load (in.) Shear Case Tension Case V+T Case Bendin Case Bearin Case TensionlCasel N/A Comp lCase Weld Case Weld Case 0/0/0 0.207 1 4 1 0.121 15 1 00 3.000 Both 0.031 4 0.160 I S 0.024 4 0.060 4 0.086 I S 79/0/0 1 0.208 4 0.180 16 Extended 3.25 11 0 4 0 1 0.043 1 0.238 16 0.034 I 0.083 1 0.119 16 Weh Stiff'n r Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. Gages In/Out (ft) (in.) No. (in.) (in.) 1 (in.) (in.) Description 2 1 S9 0.57 21.542 131.03 N/A N/A 0.2500 3.000 Both SP -BS -0.2500,W -BS -0.1250,F -OS -0.1250 9 1 S9 0.57 21.542 131.03 N/A N/A 0.2500 3.000 Both SP -BS -0.2500,W -BS -0.1250,F -OS -0.1250 9 2 S5 1.65 20.570 125.12 N/A N/A 0.2500 3.000 Both SP -BS -0.2500,W -BS -0.1250 Rnitrd G..d_Phte r`n..nort:nnr !Flora Go - CC 1111 4ea ...tttLltil`�1 rli�. , - BUTTE COUNTY BUILDING DIVISION APPROVE® File: 16-010666-01 Version: 2016.1c , Butler Manufacturing, a division of BlueScope Buildings North America, Inc. It End -Plate Dimensions Bolt Outside Flange Inside Range Mem. Jt. Type Thick. Width Length Dian. Spec/Joint Gages In/Out COnfi uration Pitches Ist/2nd Configuration Pitches Ist/2nd No. No. (in.) (in.) (in.) (in.) (in.) ID Desc. (in.) ID Desc. in. 1000 I 2 CIP 0.375 6.00 12.54 0.500 A325N/PT 3.00 12 Flush (0) 1.50 11 Flush 7.63 2 2 KN(Face) 0.500 8.00 28.25 0.750 A325N/PT 3.00 31 Extended 3.25 11 Flush 21.50 3 1 KN(Face) 0.500 6.00 28.25 0.750 A325N/PT 3.00 31 Extended 3.25 11 Flush 21.50 4 2 SP 0.375 6.00 13.00 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 5 1 SP 0.375 6.00 13.00 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 5 2 SP 0.375 6.00 15.42 0.750 A325N/PT 3.00 11 Flush 8.66 - 31 Extended 3.25 6 1 SP 0.375 6.00 15.42 0.750 A325N/PT 3.00 11 Flush 8.66 31 Extended 3.25 6 2 SP 0.375 6.00 13.00 0.750 A325N/PT 3.00 II Flush 2.50 11 Flush 2.50 7 1 , SP 0.375 6.00 13.00 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 8 2 KN(Face) 0.500 6.00 28.25 0.750 A325N/PT 3.00 31 Extended 3.25 11 Flush 21.50 9 1 2 KN(Face) 0.500 1 8.00 1 28.25., 1,0350 1 A325N/PT 1 3.00 31 1 Extended 1 3.25 1 11 1 Flush 1 21.50 ...tttLltil`�1 rli�. , - BUTTE COUNTY BUILDING DIVISION APPROVE® File: 16-010666-01 Version: 2016.1c , Butler Manufacturing, a division of BlueScope Buildings North America, Inc. It BUTLER Date: 8/17/2016 9una-IM nn"r=111n0_ 16-010666-01 Calculations Package Time: 11:25 AM Page: 66 of 69 Moment Connections: Outside Flange Required Strength Design Strength Ratios * Mem. it. Ld Axial Shear , Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k) (in -k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 10001 2 1 0.2 2.4 170.3 AISC DG-16/Thin plate 0.563 0.075 0.702 0.000 0.000 0.040 1.000 0.516 2 2 4 -5.5 5.7 940.8 AISC DG-16/Thin plate 0.497 0.078 0.623 0.260 0.384 0.056 0.639 0.516 3 1 4 -5.5 5.7 940.8 AISC DG-16/rhin plate 0.497 0.078 0.623 0.260 0.384 0.056 0.615 0.516 4 2 15 3.3 1.1 139.3 AISC DG-16/Thin plate 0.481 0.022 0.771 0.000 0.000 0.036 0.959 0.516 5 1 15 3.3 1.1 139.3 AISC DG-16/Thin plate 0.481 0.022 0.771 0.000 0.000 0.03 0.95 0.516 5 2 16 3.2 0.3 152.8 AISC DG-16/Thin plate 0.518 0.006 0.835 0.000 0.000 0.009 0.71 0.516 6 1 16 3.2 0.3 152.8 AISC DG-16/Thin plate 0.518 0.006 0.835 0.000 0.000 0.009 0.71 0.516 6 2 19 3.2 1.2 121.4 AISC DG-16/Thin plate 0.425 0.025 0.685 0.000 0.000 0.041 0.71 0.516 7 1 19 3.2 1.2 121.4 AISC DG-16/Thin plate 0.425 0.025 0.685 0.000 0.000 0.041 0.719 0.516 8 2 1 -5.2 6.0 1087.7 AISC DG-16/Thin plate 0.583 0.082 0.73 0.304 0.450 0.05 0.721 0.516 9 2 1 -5.2 6.0 1087.7 AISC DG-16/rhin late 0.583 0.082 0.73 0.304 0.450 0.059 0.639 0.516 Inside Flan a Required Strength Design Strength Ratios * Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k) (in -k) Proc. Tension Shear Bendin Yielding Rupture Tearing Weld Weld 10001 2 16 0.0 2.1 145.3 AISC DG-16/Thin plate 0.886 0.097 0.678 0.000 0.000 0.069 0.516 0.516 2 2 19 3.4 2.9 583.8 AISC DG-16/Thin plate 0.763 0.059 0.754 0.000 0.000 0.072 1.000 0.516 3 1 19 3.4 2.9 583.8 AISC DG-16/Thin plate 0.763 0.059 0.754 0.000 0.000 0.072 0.959 0.516 4 2 1 4.6 2.0 148.1 AISC DG-16/rhin plate 0.368 0.042 0.589 0.000 0.000 0.067 0.959 0.516 5 1 1 -4.6 2.0 148.1 AISC DG-16lrhin plate 0.368 0.042 0.589 0.000 0.000 0.067 0.959 0.516 5 2 1 4. 0.5 274.9 AISC DG-16rrhin plate 0.322 0.007 0.694 0.206 0.304 0.007 0.731 0.516 6 1 1 4. 0.5 274.9 AISC DG-16/rhin plate 0.322 0.007 0.694 0.206 0.304 0.007 0.731 0.516 6 2 23 -2.0 1.0 85.3 AISC DG- 16/Thin plate 0.222 0.021 0.358 0.000 0.000 0.034 0.719 0.516 7 1 23 -2.0 1.0 85.3 AISC DG-16/Thin plate 0.222 0.021 0.358 0.000 0.000 0.034 0.719 0.516 8 2 16 3.3 4.3 634.7 AISC DG-16/Thin plate 0.823 0.088 0.814 0.000 0.000 0.106 0.959 0.516 9 1 2 1 16 1 3.3 4.3 634.7 AISC DG-16/Thin plate 1 0.823 0.088 0.814 0.000 0.000 0.106 1.000 0.516 * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit (Stress Limit = 1.03) Flange Brace Su Member From Member Joint I From Side Point I Part Axial Load per FB k Load Case Design Note 3 1/11/4 35/4/5 GFB3000 0.856 4 3 6/2/10 31/l/0 GFB2081 0.703 0 4 3/11/12 21/l/0 GFB2050 0.161 19 5 3/11/12 II/l/0 GFB2050 0.292 1 5 13/11/12 1/1/0 GFB2050 0.264 1 6 1/0/4 1/I/0 GFB2050 0.264 4 6 11/0/4 II/l/0 GFB2050 0.271 19 7 6/0/4 21/l/0 GFB2050 0.330 1 8 6/0/4 31/l/0 GFB2081 0.851 1 8 10/3/10 35/4/5 GFB3000 0.995 1 10001 8/11/3 1/1/0 GFB2050 0.000 1 10001 4/5/8 1 5/6/11 1 GFB2050 0.000 1 v vs BUILDINGioN File: 16-010666-01 Version: 2016.1 e Butler Manufacturing, a division of BlueScope Buildings North America, Inc. '� BUTLER ry Date: 8/17/2016 dune• Manufawur`i`np_ 46-01066641.Calculations Package Time: 11:25 AM Page: 67 of 69 Frame Design Member Summar - Controllin Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Mem. No. ControllingCases Require Strength Available Strength Strength Ratios 1 Afn in.2 J Axial Sx in.3 Axial Shear 5 Mom -y fl t Mom -x Mom -y Axial Qa r Loc. Depth + . Pr Vr Mrx Mry p Vc Mcx Mcy + Shear No. ft r• in.' Flexure 1.00 k . k in -k _ in -k k k in -k in -k Flexure 53.13 Mem. No. ControllingCases Require Strength Available Strength Strength Ratios 4 Afn in.2 J Axial Sx in.3 Axial Shear Mom -x Mom -y Axial Shear Mom -x Mom -y Axial Qa Mem. Loc. Depth + Shear ' Pr Vr Mrx Mry Pc' Vc Mcx Mcy + Shear No. ft r• in.' Flexure 1.00 k . k in -k _ in -k k k in -k in -k Flexure 53.13 10001 •10.75 12.00 - 1 2523.52 0.2 1.00 -170.3 ', 0. 96.5 2 ', 211. 39. 0.81 196.9 10001 10.75 .r 12.00 421:3 I ....�; -1 5.3'•59. 2. , 8.10 0.1 2523.52 16.7 1.00 1.0 0.65 0.15 1 16.41 22.0 4 21.2 -7.1 0' -943. 0.0 68.1 1 2.0 1137. 250. 0.88 798.37 1 13.68 . 22.03 0.9 4 - 4 11.8 446.75 120.1 120.1 9.1 1.25 103.35 X5.21 0.52 2 16.41 22.00 4 179.85 --7.1 1.00 -943. 0.0 - 68.1 5 1137. 250. 0.88 60.0 -2 13.68 22.01 "3.91 4 _ -4.8 2.40 0.03 136.35 9.1 1.00 1.13 0.8 0.52 3 0.8 25.00 4 60.0 -5.5 0.9 -940.8 0. 93. ,1.5 1277.9 95. • 0.77 136.47 3 0.8 25.00 " 4 7 5.7 446.78 120.1 120.1 8. - W3.35 ... 5.21 0.72 4 0.0 12.0 •4 179.85 -5.0 1.00 -252.7 0.0 53.1 „ 596.1 96.3 0.47 23.5. 4 0.0 12.0 5.21 4 2.0 r 3.9 3.2 0.07 798.37 17. ' 1.00 0.94 0.23 5 11.48 12.0 1 �•;>- 11.5 , 289. 0.0 , 39. 5.3 407.7 55. 0.77 2523.52 5. 0.0 12.0 0.65 4 10 2.1 r r 196.9 17. 2.0 584.48 21.3 0.13 ,6 0.98 12.01 4 2523.52 4.8 a' 276_.3 0.0 39. 407.8 55. 0.74 6 14.96 12.0 1 , • -2.5 17. 0.15. 7 10.0 12.0 1 r 4.7 -354. 0. - 53.1 586.1 96.3 0.65 7 10.0 12.0 1 11. 17. 0.24. 8 12.27 25.00 1 -5.2 -1087.7 0. 93.9. 1277. 95. 0.88 8 12.27 25.0 1 -6.0 i-' 8. .; - 0.75 9 16.41 22.00 4 7.8 -955. 0. 68.1 1137. 250. 0.90 a r• � 6.41 :6.413.6 '22.0 4 .-7.8 -955. - 0. 68.1 1137. 250. 0.90 , 10'- 13.68 22.03 _ 4 4.8 0.53 Mem. No. 9 13.68 22.01 Lb in. 4 Afn in.2 J `4.8 Sx in.3 Sy in.3 ZX in.3 Zy in.3 9.1 Cw in.6 Cb Rpg 0.53 Qs Qa 10 10.75 128.95 21.5 21.5 2.9 - 0.67 65.44 . 2.80 10.91 1.1 12.61 1.73 0.02 98.71 1.00 1.00 1.15 0.59 1.00 ' 1 16.41 196.93 196.9 196.9 6.89 2.00 584.48 21.34 53.13 5.3 59.04 8.10 0.10 2523.52 1.66 1.00 s Parameters Used for Axial and Flexural Des' n 0.65 0.76 2 ', Mem. No. Loc. ft Lx in. r Lb in. Ag in.2 Afn in.2 J lyy inA Sx in.3 Sy in.3 ZX in.3 Mem. No. Loc. ft Lx in. r Lb in. Ag in.2 Afn in.2 Ixx in.4 lyy inA Sx in.3 Sy in.3 ZX in.3 Mem. No. Loc. ft Lx in. Ly/Lt in. Lb in. Ag in.2 Afn in.2 Ixx in.4 lyy inA Sx in.3 Sy in.3 ZX in.3 Zy in.3 J in.4 Cw in.6 Cb Rpg Rpc Qs Qa 10001 10.75 128.95 21.5 21.5 2.9 - 0.67 65.44 . 2.80 10.91 1.1 12.61 1.73 0.02 98.71 1.00 1.00 1.15 0.59 1.00 ' 1 16.41 196.93 196.9 196.9 6.89 2.00 584.48 21.34 53.13 5.3 59.04 8.10 0.10 2523.52 1.66 1.00 1.00 0.65 0.76 2 ', 16.41 196.93 196.9 196.9 6.89 2.00 584.48 421:3 53.13 -1 5.3'•59. , 8.10 0.1 2523.52 1.66 1.00 1.0 0.65 0.76 3 - 0.8 446.75. 21. 21.2 5.80 '1.25 537.70 * 5.21 1143.8 1 2.0 51.12 3.2 0.07 798.37 1.00 0.9 1.0 0.9 0.57 4 0.0 446.75 120.1 120.1 4.05 1.25 103.35 X5.21 ',17.2 : 2.01 19:13 f:3.18 0.06 179.85 1.57 1.00 1.11 0.98 0.88 5 11.48 446.75 120.0 60.0 3.44 0.94 83.02 "3.91 r13.8 "1.5 15.62 2.40 0.03 136.35 1.03 1.00 1.13 0.8 0.87 6 0.9 446.78 120. 60.0 3.4 0.9 83.10 ° 3.91 1 13.8 ,1.5 15.63 x _ 2.40 0.03 136.47 1.07 1.00 1.13 0.8 0.87 7 10.0 446.78 120.1 120.1 4.05 1.25 W3.35 ... 5.21 '• 17.2 1 2.0 • 19.13 3.18 0.06 179.85 1.47 1.00 1.11 0.98 0.8 8 12.27 446.78 23.5 23.5. '5.80 1.25 547.70 5.21 43.8 2.0 51.12 3.2 0.07 798.37 1.05 0.9 1.00 0.94 0.57 9 16.41 196.93 ' 196.9 196.9 •,6.89 . 2.0 584.48. 21.3 53.13 5.3 59.04 8.10 0.1 2523.52 1.66 1.00 1.00 0.65 0.76 10 16.41 196.93 196.9 196.9 6.89 2.0 584.48 21.3 53.13 5.3 59.04 8.10 0.1 2523.52 1.66 1.00 1.00 0.65 0.76 r• •r Deflection Load Combinations - raming No. Origin Factor Def H Def V Application Description ISystem Ratio 1.000 .0 180 1.0 L L 2 `, System 1.000 180 0.42 W I> r W I> E x 3 System 1.000 `60 60 180 0.42 <W I - s • <W I ' 4 System 1.000 60 ' 180 0.42 W2> COUNTY W2> 5 System 1.000 60 180 0.42 <W2 ' - BUTTE <W2 _ t 6 System 1.000 _60 180. 0.42WPL • BUILDING DIVISION WPL 7 System 1.000 60- 180 Tr 0.42 WPR WPR 8 System 1.000 10 ` 0 - 1.0 E> + 1.0 EG- A, P R 0 E ®'• E> + EG - G -9, 9, System 1.000 10 0 Y`/ 1.0 <E + 1.0 EG- e `P <E + EG - • • Controllin Frame Deflection Ratios for Cross Section: 6 r+ Desai tion . Ratio Deflection (in.) Member Joint Load Case Load Case Description I Max. Horizontal Deflection (H/236) -0.881. 8 '2 7 WPR , Max. Vert * Negative horizontal deflection is left r ' * Negative vertical deflection is down - - {' lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial ` base fixity. Therefore, these deflections may be considerably overstated. zi ! Frame Lateral Stiffness (K): 1.389 (k/in) Fundamental Period (calculated) (T): 0.675 (sec.) _ L 177 'AL ' File'`16-010666-01 ` Version: 2016.1c ,'... Butler Manufacturing, a division of BlueScope Buildings North America, Inc. • x ical Deflection for S n 1 (U304) -2.989 5 1 I L Date: 8/17/2016 BUTLER 16-010666-01 Calculation's Package Time: 11:25 AM Page: 68 of 69 Co'vering_Sumtnary_Report _. Shape: Loading Dock Cover Loads and Codes - Shape: Loading Dock Cover City: Chico County: Butte State: California Country: United States Building Code: 2013 California Building Standards Code Structural: IOAISC - ASD Rainfall: 1: 3.30 inches per hour Based on Building Code: 2012 International Building Code Cold Form: 12AIS1 - ASD fc: 3000.00 psi Concrete Building Risk/Occupancy Category: If (Standard Occupancy Structure) Dead and Collateral Loads Collateral Gravity:3.00 psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: Vult: 110.00 (Vasd: 85.21) mph The'Envelope Procedure' is Used Wind Exposure: C - Kz: 0.892 Parts Wind Exposure Factor: 0.892 Wind Enclosure: Enclosed Topographic Factor: Kzt: 1.0000 NOT Windborne Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 2a: 15/2/6 Parts / Portions Zone Strip Width: a: 7/7/3 Basic Wind Pressure: q: 23.49 psf rnverinu necian I.narlc - Rnnf-- A Roof Covering + Second. Dead Load: 1.98 psf Frame Weight (assumed for seismic):2.50 psf Snow Load Ground Snow Load: pg: 0.00 psf Flat Roof Snow: pf: 0.00 psf Design Snow (Sloped): ps: 0.00 psf Rain Surcharge: 0.00 Exposure Factor: 2 Partially Exposed - Ce: 1.00 Snow Importance: Is: 1.000 Thermal Factor: Unheated - Ct: 1.20 Ground / Roof Conversion: 0.70 Obstructed or Not Slippery BUTTE TE COUNTY BUILDING DIVISION APPROVED Roof Live Load Roof Live Load: 20.00 psf Reducible Seismic Load Lateral Force Resisting Systems using Equivalent Force Procedure Mapped MCE Acceleration: Ss: 61.00 %g Mapped MCE Acceleration: S 1: 27.00 %g Site Class: Stiffsoil (D) Seismic Importance: le: 1.000 Design Acceleration Parameter: Sds: 0.5335 Design Acceleration Parameter: Sd1: 0.3348 Seismic Design Category: D Seismic Snow Load: 0.00 psf % Snow Used in Seismic: 0.00 Diaphragm Condition: Flexible Fundamental Period Height Used: 19/0/0 Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.2952 R -Factor: 3.50 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1524 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.1820 R -Factor: 3.25 Overstrength Factor: Omega: 2.00 Deflection Amplification Factor: Cd: 3.25 Base Shear: V: 0.1642 x W Zone Units Type Description Actual LocI Allow. Ratio Dir. Coef. Entire Surface psf L :"' Standard Spacing is Adequate 20.88 0/0/0 69.000 0.30 IN 0.997 Side Zone psf = <W2 , - Standard Spacing is Adequate 7.72 7n13 69.000 0.11 W 0.480 Side Zone psf W I> Standard Spacing is Adequate 27.34 7/7/3 64.000 0.43 OUT -1.980 Side Zone psf <W2 Standard Spacing is Adequate 7.7 88/4/13 69.000 0.11 IN 0.480 Side Zone psf WI> Standard Spacing is Adequate 27.3 88/4/13 64.000 0.43 OUT -1.980 Corner Zone psf <W2 Standard Spacing is Adequate 7.72 88/4/13 69.000 0.11 IN 0.480 Corner Zone psf W I> Standard Spacing is Adequate 41.43 88/4/13 64.000 0.65 OUT -2.980 Side Zone psf <W2 Standard Spacing is Adequate 7.72 7/7/3 69.000 0.11 IN 0.480 Side Zone psf W I> Standard Spacing is Adequate 27.34 7/7/3 64.000 0.43 OUT -1.980 Corner Zone psf <W2 Standard Spacing is Adequate 7.7 0/0/0 69.000 0.11 W 0.480 Corner Zone psf W I> Standard Spacing is Adequate 41.43 0/0/0 64.000 0.65 OUT -2.980 Interior Area psf <W2 Standard Spacing is Adequate 7.72 7/7/3 69.000 0.11 IN 0.480 Interior Area I psf I W I> Standard Spacing is Adequate 16.061 7(113 64.0001 0.25 OUT -1.180 File: 16-010666-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/17/2016 eut,e, „,onuf� �dn�,- 16-010666-01 Calculations Package Time: 11:25 AM • ..��... - Page: 69 of 69 Covering Design Loads - Roof: B i Zone 'k r Units Type Description Actual LocI Allow. Ratio Dir, Entire Surface psf L Standard Spacing is Adequate 20.88 0/0/0 69.000 0.30 IN Side Zone psf <W2 Standard Spacing is Adequate 7.7 0/0/0 69.000 0.11 IN Side Zone psf WI> Standard Spacing is Adequate 27.3 0/0/0 64.000 0.43 r0.48O OUT Side Zone psf <W2 Standard Spacing is Adequate 7.7 88/4/13 69.000 0.11 IN Side Zone psf WI> Standard Spacing is Adequate 27.3 88/4/13 64.000 0.43 OUT Interior Area psf <W2 Standard Spacing is Adequate 7.7 7!1/3 69.000 0.11 IN Interior Area psf I W I> Standard Spacing is Adequate 1 16.061 7113 1 64.0001 0.25 OUT -1.180 Covering Design Loads - Wall: 2 - Canopy: 1' Zone Units Type Description Actual LocI Allow. Ratio Dir. Ccef. Entire Surface psf L Standard Spacing is Adequate -19.93 0/0/0 69.000 -0.29 IN 0.997 • Side Zone psf <W2 Standard Spacing is Adequate 5.18 0/0/0 69.000 0.08 IN 0.300 Side Zone psf W I> Standard Spacing is Adequate 23.39 0/0/0 64.000 0.37 OUT -1.700 Side Zone psf <W2 Standard Spacing is Adequate 5.18 88/4/13 69.000 0.08 IN 0.300 .Side Zone psf WI> Standard Spacing is Adequate 23.39 88/4/13 64.000 0.37 OUT -1.700 Corner Zone psf <W2 Standard Spacing is Adequate 5.18 88/4/13 69.000 0.08 IN 0.300 Corner Zone psf W 1> Standard Spacing is Adequate 38.9 88/4/13 64.000 0.61 OUT -2.800 Side Zone psf <W2 Standard Spacing is Adequate 5.18 7/7/3 69.000 0.08 IN 0.300 Side Zone psf W I> Standard Spacing is Adequate 23.39 7!7/3 64.000 0.37 OUT -1.700 Corner Zone psf <W2 Standard Spacing is Adequate 5.18 0/0/0 69.000 0.08 IN 0.300 Corner Zone psf W I> Standard Spacing is Adequate 38.90 0/0/0. 64.000 0.61 OUT -2.800 Interior Area psf <W2 Standard Spacing is Adequate 5.18 7/7/3 69.000 0.08 IN 0.300 Interior Area psf I W I> Standard Spacing is Adequate 23.39 7!7/3 64.000 0.37 OUT I -1.700 Panel Data Wall/Roof Type Thickness - Finish Color Direction Gable Dir Max. Length Wall: I Open Exposed to wind Wall:2 Open , Canopy: I Butlerib 11 Unpunched, - 26 AIZn Plain AIZn System Generated Not Applicable 41/0/0 Wall: 3 Open Exposed to wind Wall:4 Open Roof: A _ Butlerib If Unpunched 26 AIZn Plain AIZn System Generated Not Applicable 41/0/0 Roof: B Butlerib 11 Unpunched 26 AIZn Plain AIZn System Generated I Not Applicable 1 41/0/0 Fastener Data Wall/Roof T 'Length Spacing Washers Insul. Block Mod. Ctrl. Ice Damming Wall: l None. Wall:2 None. Canopy: 1 Hex CS SDS, CS SDM SDS, SDM Stitch Standard Option Yes None No No Stitch Wall:3 None. Wall:4 None. Roof: A Hex CS SDS, CS SDM SDS, SDM Stitch Standard Option Yes None No No Stitch Roof: B Hex CS SDS, CS SDM SDS, SDM Stitch Standard Option Yes None No No Stitch BUTTE COUNTY, BUILDING DIVISION' PAPP ROVED File: 16-010666-01 1 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. y r