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B14-0044 029-100-019
Lundberg Control Room APN: 029-100-019 January 10, 2014 1:5,732 Q City Limits • Addresses Important Farmland U 0.05 0.1 0.2 ilii r—; �' 1 . I r I I E1 Community Deer Herd — Greenline 0 0.075 0.15 0.3 km Source: Esn, DigialGlobe, Geo Eye, i -cubed, USDA, USGS, AEX, Getmapping,Aerognd, IGN, IGP, swsstopo,and the GIS User Community Parcels CLCA-William son Act Planning Areas No rth Va ley Bu id ng Systems, Inc. e Lundberg Control Room APN: 029-100-019 -- - January 10, 2014 O City Limits Community E) Parcels • Addresses Deer Herd CLCA-Williamson Act Important Farmland — Vreenline Planning Areas 1:5,732 0 0.05 0.1 0.2 mi I r I r I I I I—`r.r. --T—j 0 0.075 0.15 0.3 km Source: Esn, DgialGlobe, Geo Eye, -abed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, swsstopo, and the GIS User Commurvty North Valey Buldng Systems, Inc. )r" M �t- It I NN' q M R min. A n4 � lip a nb Ilk 0.g pp 8 a Y fiy, K Sd P C G r to pa o a �7"l li • n • a o It I c q P 4 IN n i 0 r v g 5 z 0 I=�9� I I I I P V ief Fill; N 0.P P ip >P f Y :y =N gy- 9 ,---- � � ov oil P !;P1 b �p q g 9 g 8 � ; !35 'All Ali! 11 a as � b § RSR 8 =8 R^ Z pR= 5X 8 R Rn O R R q3� I 10x'4 0.q 11m co x� ix lip I Y x s�� a� CRA i 5 a a _ I I a R Q RS � I R > �� I m �I ICenereta / O41.11e, f y � IuDR � 100.95 0 I V ' I I i o4 -t I I I I I, I I I I N !Jr NN' q M R A n4 � lip a nb Ilk RG� �R Y c q P 4 IN n i 0 r v g 5 z 0 I=�9� I I I I P V ief Fill; N 0.P P ip >P f Y :y =N gy- 9 ,---- � � ov oil P !;P1 b �p q g 9 g 8 � ; !35 'All Ali! 11 a as � b § RSR 8 =8 R^ Z pR= 5X 8 R Rn O R R q3� I 10x'4 0.q 11m co x� ix lip I Y x s�� a� CRA i 5 a a _ I I a R Q RS � I R > �� I m �I ICenereta / O41.11e, f y � IuDR � 100.95 0 I V ' I I i o4 -t I I I I I, I I I I N !Jr N mp ga> q M R A n4 � lip > Ilk All gill A! All u O I =I _ °EJ 4❑ I II 4� • � I � I tote I \ cis 'gig lA'. con,m115n I eta I•► II i 9pC) 11gy :P- a r°fie A, Ilk to A, CRANDALL ENGINEERING 4958 PONDEROSA WAY 4P.O. BOX 124 MIDPINES, CA 95345 PHONE: 209-966-4844 FAX: 209-966-4744 -T�-� r L, SHEET OF1_ JOB NO. DATE: FESS/ 9 -%'v Wit:;oI l dZ934 r m` � m P. 6-30-14 * i s CIVIL �Q* OF CAL 1 , ' BUTTE COU I Cra1 � d�21 Tk c> &.3�, -- C -- - - -- - — - - JAN f 0 2014 DEVELOPMENT { �� t SERVIt'ES IT #B11 O N L MENT SERVICES, REVIE COD '.®i�ii� DY�- E Ire iP .. �./Y- �7 'fir - G.��e / ��' ' f.�/'� •ice/ � -"-"' �.'. a U.3) Design Maps Summary Report I http://geohazards.usgs.gov/designmaps/us/summmy.php?template=mini... `USIGS: Design Maps Summary Report User—Specified Input Report Title Lundberg Mon January 6, 2014 19:45:01 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 39.49910N, 121.7426DW Site Soil Classification Site Class D - "Stiff Soil" Risk•Category I/II/III USGS—Provided Output LUNDBERG ELECT SHED CE #14001 SHEET 2 OF Ss = 0.604 g SMs = 0.795 g SDS = 0.530 g S1 = 0.270 g SM1 = 0.502 g SD1 = 0.335 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. MCE,R Response Spectrum 0:86 D.60 D:54 _ 0.72_ 0:48 Q: G4 0.42 0.5G , ^„ 0:3G S0.48. m N 0.'40 ,M 0.30 0.24 0.32-- 0.2i 0.18 0.1G 0:12 0.09 0.06 0.00 0.00 0.00 0.20 0.40 0.60 Q:9D X1.00 1.20 1.40 '1.60 1.90 2.00 f Period, .T (sec) Design Response: Spectrum Period, T (sec) DD For PGA., T1, CRS, and CR1 values, please view the detailed report. Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or Implied, as to the accuracy of 1 of 2 1/6/2014 11:45 AM Date: 1/2/2014 BL/TLER ' 13-023088 Calculations Package Time: 01:24 PM Page: 2 of 50 Reactions - Expanded Report Shape: Electrical Control Room Builder Contact: Andy Wood Name: North Valley Building Systems, Inc. Address: 30 Seville Court City, State Zip: Chico, California 95928 Country: United States Loads and Codes - Shape: Electrical Control Room City: Richvale County: Butte Building Code: California State Building Standards Code - 2013 Edition Based on Building Code: 2012 International Building Code Building Use: Standard Occupancy Structure Dead and Collateral Loads Collateral Gravity:0.00 psf D Collateral Uplift: 0.00 psf C Wind Load r; Wind Speed: 110.00 (85.21) mph �,- The'Low Rise' Method is Used L Wind Exposure (Factor): C(0.849) ASL^ Parts Wind Exposure Factor: 0.849 ^ASL Wind Enclosure: Enclosed PL2 Wind Importance Factor: 1.000 L> Topographic Factor: 1.0000 <L NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 6/0/0 Parts/ Portions Zone Strip Width: 3/0/0 Basic Wind Pressure: 22.35 psf Project: Lundberg Builder PO 9: LFF Jobsite: 5370 Church Street City, State Zip: Richvale, California 95974 County, Country: Butte, United States State: California Built Up: 1 OAISC - ASD Cold Form: 07AISI - ASD Roof Covering+ Second. Dead Load: 2.54 psf Frame Weight (assumed for seismic):2.50 psf Snow Load Ground Snow Load: 0.00 psf Flat Roof Snow: 0.00 psf Design Snow (Sloped): 0.00 psf Rain Surcharge: 0.00 Exposure Category (Factor): 2 Partially Exposed (1.00) Snow Importance: 1.000 Thermal Category (Factor): Heated (1.00) Ground / Roof Conversion: 0.70 % Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Unobstructed, Slippery Country: United States Rainfall: 0.10 inches per hour 3000.00 psi Concrete Roof Live Load Roof Live Load: 20.00 psf Reducible Seismic Load Mapped Spectral Response- Ss:56.00 %g t-'" Mapped Spectral Response - Sl :23.00 %g Seismic Design Category: D Seismic Importance: 1.000 Framing Fundamental Period: 0.2044 Bracing Fundamental Period: 0.1289 Framing R -Factor: 3.5000 Bracing R -Factor: 3.2500 Soil Profile Type: Stiff soil (D, 4) Diaphragm Condition: Flexible Frame Redundancy Factor: 1.3000 Brace Redundancy Factor: 1.3000 Frame Seismic Factor (Cs): 0.1442 x W Brace Seismic Factor (Cs): 0.1553 x W Design Spectral Response- Shc : 0.297.5 G Design Spectral Response - Sds: 0.5047 ,%1 Load Type Descriptions D Material Dead Weight C Collateral Load CG Collateral Load for Gravity Cases CU Collateral Load for Wind Cases L Roof Live Load ASL^ Alternate Span Live Load, Shifted Right ^ASL Alternate Span Live Load, Shifted Left PL2 Partial Live, Full, 2 Spans L> Live - Notional Right <L Live - Notional Left S Snow Load USI' Unbalanced Snow Load 1, Shifted Right *USI Unbalanced Snow Load 1, Shifted Left US2' Unbalanced Snow Load 2, Shifted Right •US2 Unbalanced Snow Load 2, Shifted Left SD Snow Drift Load SS Sliding Snow Load RS Rain Surcharge Load PFI Partial Load, Full, 1 Span PHI Partial Load, Half, 1 Span —' — -------PF2---Partial-L-oad,-Full,-2-Spans—�^ -- — —PH2----Partial-L-oad, Half, -2 -Spans --=— S> Snow - Notional Right <S Snow - Notional Left SMS Specified Min. Roof Snow SMS> Specified Min. Roof Snow -Notional Right <SMS . Specified Min. Roof Snow -Notional Left PSI Partial Load, Half Span 1 PS2 Partial Load, Half Span 2 W Wind Load W 1> Wind Load, Case 1, Right <W I Wind Load, Case 1, Left W2> Wind Load, Case 2, Right <W2 Wind Load, Case 2, Left W3> Wind Load, Case 3, Right <W3 Wind Load, Case 3, Left W4> Wind Load, Case 4, Right <W4 Wind Load, Case 4, Left W5> Wind Load, Case 5, Right <W5 Wind Load, Case 5, Left W6> Wind Load, Case 6, Right <W6 Wind Load, Case 6, Left WP Wind Load, Parallel to Ridge WPR Wind Load, JJ Ridge, Right WPL Wind Load, 11 Ridge, Left WPAI Wind Parallel - Ref A, Case 1 WPA2 Wind Parallel - Ref A, Case 2 WPBI Wind Parallel - Ref B, Case 1 WPB2 Wind Parallel - Ref B, Case 2 WPC1 Wind Parallel - Ref C, Case 1 WPC2 Wind Parallel - Ref C, Case 2 WPDI Wind Parallel - Ref D, Case 1 WPD2 Wind Parallel - Ref D, Case 2 WB1> Wind Brace Reaction, Case 1, Right <WB1 Wind Brace Reaction, Case 1, Left WB2> Wind Brace Reaction, Case 2, Right File: 13-023088-01 - -Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 1/2/2014 BL/TLER But ler Maeureo ",=9 I3-023088 Calculations Package Time: 01:24 PM �.��...�._ Page: 10 of 50 Wall: 4, Frame at: 22/0/0 Frame ID:Electrical Control Room Rigid Endwall #2 EW 3 Frame Type:Continuous Beam I=1 M Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete R-flnnc _ rinf-t-M r -d T- of Tramo fine. R -ti, File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. X -Loc 0/0/0 17/0/0 Grid -Grid2 2-B 2-A Base Plate W x L (in.) 8 X 13 8 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 Vy Hx Hz I V D Frm 0.06 0.44 -0.06 0.44 CG Frm - - - - U Frm 0.33 2.00 -0.33 2.00 <L Frm 0.33 2.00 -0.33 - 2.00 - W 1> Frm -1.51 -3.15 -1.16 - -0.65 <W l Frm 1.16 -0.65 1.51 - -3.15 - W2> Frm -1.88 -2.35 -0.80 0.15 <W2 Frm 0.80 0.15 1.88 -2.35 MW Frm - - - - MW Frm 0.67 0.91 1.66 -0.91 MW Frm - - - MW Frm -1.66 -0.91 -0.67 0.91 _ CU Frm - - - --0:33.. - -2:00- -033- - - - -2:00_------ E> Frm -0.10 -0.13 -0.10 - 0.13 EG+ Frm - 0.05 - - 0.05 <E Frm 0.10 0.13 0.10 - -0.13 EG- Frm - -0.05 - -0.05 - WPR Fnn 0.61 ' -2.10 -0.53 -1.70 WB1> Brc -0.02 -0.03 0.02 - 1.01 <WBI Brc 0.02 0.02 -0.02 1.76 -1.01 WB2> Brc -0.02 -0.03 0.02 - 1.01 <WB2 Brc 0.02 0.02 -0.02 1.76 -1.01 WPL Frm 0.53 -1.70 -0.61 - -2.10 WB3> Brc -0.02 -0.03 0.02 1.02 - <WB3 Brc 0.02 0.02 -0.02 1.76 -1.01 WB4> Brc -0.02 -0.03 0.02 - 1.02 - <WB4 Brc 0.02 0.02 -0.02 1.76 -1.01 , MWB Brc -0.02 -0.03 0.02 - 0.97 - MWB Brc - -- .MWB Brc 0.02 0.02 -0.02 1.68 -0.96 File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BL/TLERDate: 1/2/2014 Butler Manufacturing 13-023088 Calculations Package Time: 01:24 PM Page: 11 of 50 Brc BB I BrcI 10.33 I -B> Brc 0.19 Frame Reactions - Factored Load Cases at Frame Cross Section: 2 W.w All -ti- haaarl nn 9nr1 nrrinr ctn h, l analvaic -in. the nircrt Analy k Mathn l File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. X -Loc 0/0/0 17/0/0 Gridl -Grid2 2-13 2-A Ld Descrition Hx vy Hx Hz I V Cs (application factor not shown (k) (k) (k) (k) (k 1 D + CG + L> 0.39 2.44 -0.39 2.44 2 D+ CG +<L 0.39 2.44 -0.39 2.44 3 D+CG+W1> -0.85 -1.45 -0.75 0.05 4 D + CG +<W1 0.75 0.05 0.85 - -1.45 5 D + CG + W2> -1.07 -0.97 -0.54 - 0.53 6 D + CG + <W2 0.54 0.53 1.07 -0.97 7 MW - Wall: 1 - - - - 8 MW - Wall: 2 0.40 0.55 1.00 -0.55 - 9 MW - Wall: 3 - - - - 10 MW - Wall: 4 -1.00 -0.55 -0.40 0.55 11 D+CU+W1> -0.87 -1.63 -0.73 -0.13 12 D + CU + <W 1 0.73 -0.13 0.87 - -1.63 13 D+CU+W2> -1.09 -1.15 -0.51 0.35 14 D+CU+<W2 0.51 0.35 1.09 -1.15 15 D + CG + L + W 1> -0.37 0.52 -0.83 1.64 16 D+CG+L+<WI 0.83 1.64 0.37 - 0.52 17 D+CG+L+W2> -0.54 0.88 -0.67 2.01 18 D+CG+L+<W2 0.67 2.01 0.54 0.88 19 D + CG + E> + EG+ -0.03 0.36 -0.15 0.59 20 D+CG+<E+EG+ 0.15 0.59 0.03 0.36 21 D+CU+Fj+EG- -0.06 0.11 -0.12 0.34 22 D + CU + <E + EG- 0.12 0.34 0.06 0.11 31 D+CG+WPR+WB1> 0.41 -0.84 -0.37 0.02 32 D+CU+WPR+WB1> 0.39 -1.02 -0.34 -0.15 33 D+CG+L+WPR+WB1> 0.58 0.98 -0.54 1.63 34 D+CG+WPR+<WB1 0.43 -0.81 -0.39 1.06 -1.19 35 D+CU+WPR+<WB1 0.41 -0.99 -0.36 1.06 -1.36 36 D+CG+L+WPR+<WB1 0.59 1.00 -0.55 0.79 0.72 37 D+CG+WPR+WB2> 0.41 -0.84 -0.37 - 0.02 38 D+CU+WPR+WB2> 0.39 -1.02 -0.34 -0.15 39 D+CG+L+WPR+WB2> 0.58 0.98 -0.54 1.63 - 40 D+CG+WPR+<WB2 0.43 -0.81 -0.39 1.06 -1.19 - 41 D+CU+WPR+<WB2 0.41 -0.99 -0.36 1.06 -1.36 - 42 D+CG+L+WPR+<WB2 0.59 1.00 -0.55 0.79 0.72 43 D+CG+WPL+WB3> 0.37 -0.60 -0.41 - -0.21 44 D + CU + WPL + WB3> 0.34 -0.78 -0.39 -0.39 45 D + CG + L + WPL + WB3> 0.54 1.16 -0.58 - 1.45 - 46 D + CG + WPL + <WB3 0.39 -0.57 -0.43 1.06 -1.43 47- "-D + CU + WPT + <WB3 -- `-0:36-- --0:75 ` =0-47- -1-06- :T:60- 48 D + CG + L + WPL + <WB3 0.55 1.18 -0.59 0.79 0.54 49 D + CG +WPL + W B4> 0.37 -0.60 -0.41 - -0.21 - 50 D + CU + WPL + WB4> 0.34 -0.78 -0.39 - -0.39 - 51 D+CG+L+WPL+WB4> 0.54 1.16 -0.58 - 1.45 - 52 D + CG + WPL + <WB4 0.39 -0.57 -0.43 1.06 -1.43 53 D + CU + WPL + <WB4 0.36 -0.75 -0.41 1.06 -1.60 - 54 D+CG+L+WPL+<WB4 0.55 1.18 -0.59 0.79 0.54 55 MWB -Wall: 1 -0.01 -0.02 0.01 - 0.58 56 MWB - Wall: 2 - - - - - 57 MWB -Wall: 3 0.01 0.01 -0.01 1.01 -0.58 58 MWB -Wall: 4 - - - - - 59 D + CG + Fj + EG+ + EB> 0.03 0.44 -0.08 0.68 - 60 D + CG + E> + EG+ + EB> -0.03 0.36 -0.15 0.64 61 D + CG + <E + EG+ + EB> 0.08 0.51 -0.03 0.61 62 D + CG + <E + EG+ + EB> 0.15 0.59 0.03 - 0.41 63 D + CU + E> + EG- + EB> 0.01 0.19 -0.06 - 0.44 64 D + CU + E> + EG- + EB> -0.06 0.11 -0.12 - 0.40 File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. 4?f BUTLER Butter Manufacturing I3-023088 Calculations Package Date: 1/2/2014 Time: 01:24 PM Page: 12 of 50 Load 65 D+ CU + <E + EG- + EB> 0.06 0.26 -0.01 Load 0.37 Load Vrt Down Load Mom cw 66 D+CU+<E+EG- +EB> 0.12 0.34 0.06 (-Hx) 0.16 (Hx) Case (-Hz) Case 69 D+CG+Ej+EG++<EB 0.03 0.44 -0.08 0.30 0.33 Case (Mzz) Case 70 D + CG + E> + EG+ + <EB -0.03 0.36 -0.15 0.09 0.54 (k) k) 71 D + CG + <E + EG+ + <EB 0.08 0.51 -0.03 0.30 0.27 2-B 1.1 130.8. 72 D + CG + <E + EG+ + <EB 0.15 0.59 0.03 0.69 0.31 2.44 1 73 D + CU + E> + EG- + <EB 0.01 0.19 -0.06 0.30 0.09 14 1.06 74 D + CU + F> + EG- + <EB -0.06 0.11 -0.12 0.09 0.29 75 D + CU + <E + EG- + <EB 0.06 0.26 -0.01 0.30 0.02 76 1 D + CU + <E + EG- + <EB 1 0.12 0.34 0.06 0.09 0.06 Maximum Combined Reactions Summary with Factored Loads - Framing Nntp• All rpnrtinnc hn-d nn 9nd nrdpr cm -h-1 analvcic ncino the N -rt A-i-ic Mmhnd X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift I Load Vrt Down Load Mom cw Load i Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Miz) Case (Mzz) Case k k) k (k) k) k) (in -k) (in -k 0/0/0 2-B 1.1 130.8. 16 - 1.63 11 2.44 1 17/0/0 2-A 0.8 I S 1.1 14 1.06 34 1.63 12 2.44 1 Bracing 4- e 1 X -Loc I Grid I i Description 17/0/0 1 A-2 I Diaeonal bracine at age is attached to column. Reactions ARE included with frame reactions. File: 13-023088-01 Version: 2013.2a 'Butler Manufacturing; a division of BlueScope Buildings North America, Inc. SEISMICLOAOS • -0.10 -0.13 • ' E2 -0,10 -0.08 CRANGALL ENGINEERING s , 0.13 SHEET OF i. 40158 PONDEAOBA WAYDate: E7 STEEL BUILDING FOUNDATION DESIGN EB 0.33 1 -0.19 41645.553 f•. ;V0.00..�14 f�-0.00'*e 0.00 UckM00A- P.O. BOIL V24 _ W 0.67.Msi.1M ++w0.00 h O.67.`,�r. 0.91 JOB IN 14001 Wh Pa10w: RA 0534 C09-Oe8-4849 BFA1L' IIOY-086-4744 ... ---"----------'---..._ .... ---'-'-' --! P & B ENDWALL COL WITH SLAB • A • r - MANUFACTURER: BUTLER COLUMN LOCATION BUILDING NO: 19@3088 _ CORNER 1 • BUILDING UNE: 2B - INRRIOR 2 .. CORNER W/SAME@SIDE 3 CLIENT: NVB5 USE LOCATION: 3 LOCATION: BUTTE CO, CA •- 1 JOB NO: 14001 WIND ADJUST v 1.00 " fl. 050 f2= 0.20 SelLrnlc Smv 053 METAL BUILDI NG LOAD R EACTIONS PER MANUFACTURER Redundancy pv 1.30 • 0.. 2.50 FOR ANCHOR DESIGN Hx HI V DEAD LOAD D 0,06 OA OP CRITICAL SERVICE LOADS A •. Nx MZ ' Itx-3Hx V COIlATERAI LOADS 13.0 Gravity D 0.06 ODO OA6 '0.44 - Co 0.01 JUP[ift Do 1 0.06 0.00 0.06 0.44 - . N MOD 0.00 MATERIA TH H 0.0 0.00 CLOD L 0.00 O.OD LIVE LOAD L OA MOD 0.00 • 2.00 LI 0.33 I 2.00 ROOF LOAD - Lr 0.33 0.0 0.00 0.33 SEISMICLOAOS EI -0.10 -0.13 • ' E2 -0,10 -0.08 E3 -0.10 -0.18 E4 0.10 0.13 ES 0.10 MOB E6 0.10 O.IB E7 0.19 EB 0.33 1 -0.19 r S. 0,00 'Xi&OAO;.°;.$ •ks0:00.n`.:+ O:OO r'SIMINV MA%Hx Sb O.OD <'AMDOr�'4^;:10:00--lic,�O:OD9;:.MIN Hx + Sc JLJ^,5'.0.00*m- t^.ta" MOO°a�'.P tY O:0%- 0.00 MAX V 't Sd :.3,10:00:4"--p "4*0.00-i, :. 60.00'IR 0.00 ADJUSTED x 1.00 - ASD FOUNDATION DESIGN ' ASDEOR03T6F66TWG --• - - _ 4 --Tl-�"� -- • Nx MIN MA% W Y{*P/R�Y.i`d:HitiNi`°: kw�:V t-}e'f+„x. LOAD CASE LCI MA%W/D 0.83 `s;!.70:00:? .'nti'A;s1�65`•+"$: D+H♦0.750.6Wa +0.75L+0.75 Lr 29 1 MIN W/ DR -1.09 4+,+M00:? '1A9: �.4)h115i"#, 0.6D+H+0.6Wb 110 + - c MAX W/ Do 083 ^,E0.00.6C. $.10.83$;i�s'Y?JS31655�k;.',{5 DaH+0.750.6Wa+0.75L+0.75 Lr 29 MIN W/ Do -1.09in:"iO:OD; K"r :OTQ1:09 .1=115;.`_. DAD+N+O.6Wb 110 HC MIN MAX 1. , MAX W/D is§0:06•; 0.58 1,kvOS8314 L':1 +6014x ^.''=y 1A+0.14SD5 D+ H+ 0.70. Ec 127 1. MIN W/ DR t,�0:061` 0.00 f"<.".0:06 }:e *0:40Nni§ D 1 _ • i MAXW/Do A90.06':�j 0.58Y`058'.Av KMf4.x"°,, 1AH114SDSD+X+0.70. Ec 127 r .1 MIN W/Do 006'.'•'. MOD +ftvi0.06°*Ei x' "..'.0:44 D 1 ' W. JAB 4*IVMOO:�: '`r':.1:16"n'«:-0:65''�:''. MAX Hx - Wb -1.88 w,x,0.00,,+ ,T' h88 p� tir:135+v+i MIN Hx 1 We Rti'a,E-353•!*rs 0.00 P1'.51'0:M. 593;1533 MAX Ht ' Wd 4.-1'S1:%s:PS MOD +wc3:51`.tti:"..'. 3:15:'.'% MIN Ht 1 - We 4,,;; -4!884A , 4R'+006*'l 1.88 s?ni*'?235.4'v MAX H . ' Wf f•. ;V0.00..�14 f�-0.00'*e 0.00 UckM00A- MIN _ W 0.67.Msi.1M ++w0.00 h O.67.`,�r. 0.91 MAX V ' - Wh :k ..:.L51%i ULkO,004:-3.15 MIN ASD FOUNDATION DESIGN ' ASDEOR03T6F66TWG --• - - _ 4 --Tl-�"� -- • Nx MIN MA% W Y{*P/R�Y.i`d:HitiNi`°: kw�:V t-}e'f+„x. LOAD CASE LCI MA%W/D 0.83 `s;!.70:00:? .'nti'A;s1�65`•+"$: D+H♦0.750.6Wa +0.75L+0.75 Lr 29 1 MIN W/ DR -1.09 4+,+M00:? '1A9: �.4)h115i"#, 0.6D+H+0.6Wb 110 + - c MAX W/ Do 083 ^,E0.00.6C. $.10.83$;i�s'Y?JS31655�k;.',{5 DaH+0.750.6Wa+0.75L+0.75 Lr 29 MIN W/ Do -1.09in:"iO:OD; K"r :OTQ1:09 .1=115;.`_. DAD+N+O.6Wb 110 HC MIN MAX 1. , MAX W/D is§0:06•; 0.58 1,kvOS8314 L':1 +6014x ^.''=y 1A+0.14SD5 D+ H+ 0.70. Ec 127 1. MIN W/ DR t,�0:061` 0.00 f"<.".0:06 }:e *0:40Nni§ D 1 _ • i MAXW/Do A90.06':�j 0.58Y`058'.Av KMf4.x"°,, 1AH114SDSD+X+0.70. Ec 127 r .1 MIN W/Do 006'.'•'. MOD +ftvi0.06°*Ei x' "..'.0:44 D 1 ' Ea 0.10 S5t'SOJJO:e:' +:,'.0:10+°,F', X0:19 Y: MAX Hx 1' Eb -0.10 Y'L. 0:004'+1`:40AO''44;W-LM23.4 MIN Hx , Ec J3a 0:00'�,'Ya' 0.33»"M33,V, 474LL9.,' MAX Ht ' Ed :: ?"-0.10_, *X: MOD !A L0:10N i :0.13"J1; MIN Ht ' + V MIN MAX Ee 1p -x:0:00 "*'^;<^1'-50331:-4'e 0.33-,,I0MIW. MAXH ' Ef;MODC--: k %00-1 MOO aA 1977 MIN H MAX W/ Do E .*lZWM00- ' .xMfO.00., $ T,'T0.00+39 0.19 MAX V C-0%/; Eh J'O.OD:Fa:. "^,::0.33 :+;'='O.`33�^ -019 MIN ASD FOUNDATION DESIGN ' ASDEOR03T6F66TWG --• - - _ 4 --Tl-�"� -- • Nx MIN MA% W Y{*P/R�Y.i`d:HitiNi`°: kw�:V t-}e'f+„x. LOAD CASE LCI MA%W/D 0.83 `s;!.70:00:? .'nti'A;s1�65`•+"$: D+H♦0.750.6Wa +0.75L+0.75 Lr 29 1 MIN W/ DR -1.09 4+,+M00:? '1A9: �.4)h115i"#, 0.6D+H+0.6Wb 110 + - c MAX W/ Do 083 ^,E0.00.6C. $.10.83$;i�s'Y?JS31655�k;.',{5 DaH+0.750.6Wa+0.75L+0.75 Lr 29 MIN W/ Do -1.09in:"iO:OD; K"r :OTQ1:09 .1=115;.`_. DAD+N+O.6Wb 110 HC MIN MAX 1. , MAX W/D is§0:06•; 0.58 1,kvOS8314 L':1 +6014x ^.''=y 1A+0.14SD5 D+ H+ 0.70. Ec 127 1. MIN W/ DR t,�0:061` 0.00 f"<.".0:06 }:e *0:40Nni§ D 1 _ • i MAXW/Do A90.06':�j 0.58Y`058'.Av KMf4.x"°,, 1AH114SDSD+X+0.70. Ec 127 r .1 MIN W/Do 006'.'•'. MOD +ftvi0.06°*Ei x' "..'.0:44 D 1 ' Hx4Hz MIN/MAX ' MAX W/0 MIN W/O MAX W/ Do MIN W/ Do _ + V MIN MAX MAX W/D ' MIN W/D r MAX W/ Do !,P 039?4 �. ' '/ MINW/Do C-0%/; • A • r - :aIi15"DAD ♦H+M6Wb 110 11% D+H+0.750.7 Eb +M75L+0.75 Se 54 0.613+H+Q6Wb 110 0.61)+H+M6Wh , 1 RXT 2.44 D+H+L, 3 ' '$n -1.63 DAD +H+0.6Wc 111 � 2.44 D+H+Lr 3 L* -1.63 .0.60+H.0.6Wc 113 . - . 14001 EW 1/4 • F• , • f if MATERIALS AND ALLOWABLE STRESSES: • s .l SHEET OF_ ' SOIL BEARING CAP: 1.0 KSF - Dete: 1/7/14 , WIDTH INCREASE: 096 PER FOOT IN EXCESS OF V JOB NO: 14001 DEPTH INCREASE: 0% PER FOOT IN EXCESS OF V EW L4 CONCRETE: Pc= 2.5 KSI @ 28 DAYS REINFORCING: Fs- 20.0 KSI 1 WT= 0.15 KCF ALTERNATE CONCRETE DESIGN CONSTANTS: N = 10 ' 1= 09 (ASSUMED FOR APPROXIMATE MR CALCULATIONS) .SLAB: /'•F� N'f� s,,,5 b! 5lAB THICKNESS s�H��`•�`' T 6 ..INCHESm'' °MY yi`�rc,� •/' p�,• � gREIN A"% NG �IN 0C.? As•= O:10D1`.,��54zINs/FT.:d WEIGHT OF SLAB TO RESIST UPLIFT: SLAB Mr - Fs x As x T/2 x 1/12 0.450 K. FT - SLAB WT= 0.075 KSF EFFECTIVE SLAB WIDTH = SQRT( 2 x Mr / WT) 3.46 FT EFFECTIVE SLAB WEIGHT= WIDTH Wt - 0.260 K/LF FOOTINGS& THICKENED SLAB EDGE: _ jENDWALLPERIMETERFOOTINi6 /THICqKENED SLAB • y " y • r, 1 ' A pj RFW.Rl��-Gw-jSy' 'TOf+ T<RTOTAL OFBO;CfO,M. f74 ,TOTALOf,�y�,x._2y ;`,y�'BOT As;=,'5=�,,t0.40 i,�u�54JN•:' � ,,,iii'''///i UPLIFT: COMBINEDFOOTING 0.225 AND SLAB TO RESIST UPUR: - FOOTING WT=Wf= 0.225 KLF SLAB WT=Ws= 0.260 KLF TOTAL WT=Wf+Ws= 0.485 KLF ENDWALL Mr=133%x Fs x TOP As x(d-2")xJ/12= 9.60 K -FT EFFECIVEENDWALL L-SQRT(2x MF/WT)= - 6.29 FT FOR 2 -SIDES -TOTAL WT=2x Lx TOTAL WT= 6.10 K AT INTERIOR & COONER W1 RETURN W FOR 1 -SIDE -TOTAL WT=Lx TOTAL T=�I 3.05 K AT CORNTER AVAILABLE FOOTING WT THIS LOCATION= 6.10 • MAXIMUM UPLIFT= 1.63 K BEARING: SOIL PRESSURE: INCREASE FOR WIDTH - 0% ' _ INCREASE FOR DEPTH -0% - ALLOWABLE SP- 1.00 KSF EFFECTIVE LENGTH OF FOOTING FROM POST BASE - - Mr - BOTTOM As x Fs xf x (D•3")/12 9.00 K -FT L=SQRT(2x Mr/W)= 4.24 FT EACH SIDE - 1 BEARING CAP -SPx B/12 1.00 KLF FOR2.SIDES-TOTAL WT=2x Lx TOTAL WT= 8.49 K AT INTERIOR & CORNER W1 RETURN s FOR 1 -SIDE -TOTAL WT= Lx TOTAL WT= 4.24 K ORNTER AVAILABLE THIS LOCATION= 8.49 K . _ MAX VERTICAL LOAD - 2.44 ' K • > ' " OK ` TIESTOSIAB MAX H(CORNERS)- 0.83 K' MIN Z(INTERIOR)- -1.09 K /+ FOR902CORNERTIE REQUIREDAs- 0.04 SQ. IN. FOR 84 TOTAL OF 1 As- 0.20 AK FOR 459 HAIRPIN REQUIRED As a NA SQ, IN. - FOR R4 TOTALOF 1 -As Aael REQ'D SPREAD FOR SLAB STEE FEET _ TOTAL REQUIRED HAIRPI H- NA FEET LRFDANCIORAGE DESIGN _ CRITICAL LRFD FORCES TO ANCHORS T-- Hx MIN/MAK-LOAD.CASE_.___.____ ____LCt _ MAX W/D L401.2D+I.OWe+F1L+1.6H+0.5U MIN W/D -1.83 ;atM0:00ik's :"`PS:B3;xrC.;-1:95"+�k' 0.9D+1.OWb+1.6H 12.5 - f MAX W/ Do 1.40:0.00.'i':: ;+R.YAO'.�. ''�A?'t0.B8yTs%" 1.2D+1.OWe+t1L+1.611+O.SLr 52 ' w - MIN W1 Do -1.83-ft40.00. IA 441 l83 fi° K=P.95u.-:• 0.9D+1.OWb+1.6H 125 ' HS MIN MAX , • r MAKW/D '.mcg -,kl 0.83 a$0:83:-5 1 10%j 1.2M2SD5D+0"EC+f1 L+0.2Se 142 MINW/D h'.^0.08 "d O.OD •t1.",O.0Btl F.pT0.0.61'a':`l, 1.40 MAX W/ Do YEO:0&?. 1 0.83 440.83 Sf''Syhx`0.10••+i9' 1.2+0.25DSD+C4 EC+tS L+0.2Se 142 • MIN W/ Do Sf6m0l 0.00 �O O.OBtlO:. a#�'+.0.62'i=ia. IAD 1 e _ Hx4Hl MIN MAK - MAKW/Drl'189'.xr L•�i`O.00 ;b'L 1.83 T:t•195: _ 0.9D+I.DWb+1.611 MIN W/D Ys"' ODO-`�"d' 0.05 'flW'0.82'..BF`. 0.90.25D5 D+0" Ef +I.6M 177 - MAXW/Do *-'1.83X[. .O.00k:: L83`W:1.95+-• 0.9D+I.OWb+1.6H 125 t ` MIN W Do 140:05 5 ,A60A0.1k 1 0.05 1 '"?e'0.824i 9? 0.90.2SD5 D+O" Ef + 1.6H 177 r V MIN MAX + MAXW/D .Y.;O.M vti'. ;+0.00,,:t/!r!;0:9C ${ 4.1811D+I.6U+S.611+QSW 18 MIN W/D k�'-1:46 i'O:O�s}'; as=3A6i: -275 Q9D+1AWc+1.6X 126 'MAX W/Do °x^'0:94 "£0.00'SG'G.,U:90w¢ 4.18 1.2D+1.6Lr+1.6H+0.5W MINW/Do :-1;46 R. �r -0:00 ^k5'.`r=`.1:46 -2.75 0.9D+l.0Wc+1.611 12fi - ' • + - EW 2/4 ANCHOR BOLT DESIGN- AC1318-05, APPENDIX D - SHEET F_ V is = 2500 PSI SDC "C" OR ABOVE Y Date: 1/6/14 I,v,= 58000 PSI (A-307 BOLTS) SEISMIC RED= 0.75 JOB NO: 14001 ',•` DIAMETER, 075'x" HES L ,�BOLTHEAD E`'�0 tpy BOLTHEADTYPES . •M' J .1' OSS ARFA.0442:SO.'. S ,, 0 NONE L -BOL AEFFECTIVE Ate- '+' 0 33d 541N TIi4 ` r t'+ �;� r 813 1 SQUARE HEAD 'BEARING , 0' �� 2 HEAW SQUARE s: ' .wst3"aiT 3 HEX HEAD NOr".BOLTS+�ROWS OF2 '^"BOLTS 4, TOTAL, •$ 4 HFAW HEX IEMBEDMENT�'°by�'7h EDGEDIST �i7325 x+€�'L.�Yy4�t.«S •- ' O' DOES p40R lARGERREINFORCNGTIE trSMEA(1'ANGLE Ha x.�dsa=.a SHEAR ANGLE AREA: 0 '� 30 0T 0 SOL IN. d NCI1E5 _ CONC 'flx BODS TO STRUCTURE (V INCHESY��°°'�"tsa: INCHF5...3w CONCRETE Hsa= DEPTH h OR N)7 0.00 K I I 0 0 O O STEEL Hsa= 0.00 - K - 4 S 6 7 8 9 0.9D+1.DWb+1.6H •1.83 -1.83 0.00 1.83 •1.95 v 1 (L 1 I I 0 0 O O I 1.2+0.2SDSD+ Ov Ec+ fl L+ 0.2Sa 0.08 0.08 0.83 0.83 0.30 - Nz 1.4D 0.08 0.08 0.00 0.08 0.62 1.2+0.2SDSD+0•Ec+fl L+0.2Sa 0.08 0.08 0.83 0.93 0.10 1.4D 0.08 0.08 0.00 0.08 0.9D+1.OWb+1.6H 0.08 0.00 0.08 0.62 + 10 11 12 c 131.20+1.611+1.6H+O.SW 14 15 -1.83 0.9.0.25DS D+Ov Ef +1.6H 0.05 0.08 0.00 0.08 -1.95 0.82 i • .. Hx - i 0.9D + 1.OWb + 1.6H -1.83 0.08 0.00 0.08 -195 0.9-0.2505 D+G. Ef +1.6H 0.05 0.08 0.00 0.08 0.82 0.94 •1.83 0.00 1.83 4.38 0.9D+1.GWc+1.6H -1.46 0.05 0.00 0.05 -2.75 1.2D+1.61.,+16H+O.SW 0.94 -1.83 0.00 1.83 4.18 • 16 0.9D+1.OWc+1.6H •1.46 0.05 0.00 0.05 A) TENSION ON BOLT GROUP •2.75 ...._.._...___......_.....__...... . - , _........ _...._._.._..__.. ..... _._.......... ..... ___...._..... _............ 1) STEEL STRENGTH (4,Nn) m • 0.75 - - coWe • 58116 Ib = 58.12 K s - 2) CONCRETE BREAKOUT 4, v 0.75 EDGE ADJUSTED hef v 8.00 IN - 1.5 X hef= 12 IN BLOCK B- 22.5 IN BLOCK D= 24.125 IN .; ' Aa•v 542.813 S4 IN. A_- 576 SO. IN. tWec,N= 1.00 CONCENTRIC CONNECTION ' - - Wed,N : w,min v 7,125 IN L5 X hef - 15 IN ' • Wed,N- 0.84 Wc,N • 1.00 CONCRETE LIKELY TO CRACK • Wcp,N : 1.00 CAST IN PLACE ANCHORS Nbv 27153 It, Kc= 24 FOR CIP ' 4,Ncbg- 16169 Ib • 16.17 K - 3) CONCRETE PULLOUT d,= 0.70 - H WqP= 1.00 CONCRETE LIKELY TO CRACK Np: eh= 3.000 + , _ FOR L -BOLTS Np = . 5062.50 FOR HEADED BOLTS Np = 0.00 - - Opti v 14175 It, • 14.18 K __-__4)'CONCRETE SIDE -FACE BLOWOUT FOR L-BOL75 4)Nsb v N/A • NOR HEADED BOLTS: 0.4 hef • 4.00 IN - w, dn• 5.5 IN <bNsb - N/A B) SHEARON BOLT GROUP , 11 STEELSHEAR 4 • 0.65 - - - 4,Nsa v 30220 Ib • 30.22 K • - • 2) BREAKOUT FOR ANCHORS NEAREST EDGE m• 0.75 • Wec,Nv 1.00 CONCENTRIC CONNECTION " WV v 1.25 CONCRETE LIKELY TO CRACK ' H3 DIRECTION 40 = 12.00 ` H2 DIRECTION 4, • 7.13 . - 1.5 Xq,v 10.69 .0 1.5XC. '18.00 - - GOVERNS: 10.69 GOVERNS: 7.13 , Ase= 281.88 SQ, IN. AK- 442.75 541N. - ' A-= 228.45 SQ. IN. A-- 228.45 SO, IN. , Ay - n AVM ;Eq AK - n AV. • Wed,V v 1.0D + Wed,V • 0.82 - HI SINGLE ANCHOR SHEAR STRENGTH H2 SINGLE ANCHOR SHEAR STRENGTH _ le• 6.00 IN - le= 6.00 IN Vb• 8738 It, • 8.74 K Vb= 19098 Ib = 19.10 K 4.Vcbg - 10.11 K t. mVcbg • 28.41 K . + GROUP mVcbgv 2012 K ' ,GROUP mVcbg• 113.64 K 14002 3) BREAKOUT FOR ANCHOR GROUP 17.00 SHEET OFko c' Hl DIRECTION c',t • 12.13 25.50. 108 NO: D0000 Si • 12.00 1.S Kr,r- 18.19 GOVERNS: 12.00 An= 426.65 SQ. IN. Wed,V - 1.00 A-• 661.57 SQ, IN. H2 SINGLE ANCHOR SHEAR STRENGTH Aim n AVco OK t Wed,V - ,' 14ki... _�.#. 1.00 GROUP OVcbg- 14.85 K H1 SINGLE ANCHOR SHEAR STRENGTH le- 6.00 IN Vb= 19397 It, • 19.40 K GROUP ooVcbg- 11.73 K 4) BLOWOUT FOR ANCHOR GROUP FOR L -BOLTS ONsb= N/A HOR HEADED BOLTS: 0.4 hef = 4.00 IN w,min = 7.125 IN ,pNtb • N/A 5) PRYOUT STRENGTH FOR GROUP dt= 0.70 kW = 2.00 Ncbg= 21558 LB SEE TENSION ABOVE 4,vcpg • 30182 Ib = 30.18 K TENSION SUMMARY: STEELSTRENGTH - QNsa= 58.12 EMBEDMENT STRENGTH - BREAKOUT: bNcbg= 16.17 EMBEDMENT STRENGTH - PULLOUT: bNpne 14.18 EMBEDMENT STRENGTH - BLOWOUT: Nsb• _ N/A 5 GOVERNING QNn- 14.18 C) INTERACTION SEC:MI� Cb=� 0.2 4tNn = 2.84 'x%213 0.2(oVnx= 2.35 t376 O2.oVny- 2.97 2.23 H2 DIRECTION c',t= 17.00 SHEET OFko c' 7.13 Date: 1/6/14 1.5 K 1,t a 25.50. 108 NO: D0000 GOVERNS: 7.13 Ate= 639.63 SQ, IN. A- 1300.50 SQ. IN. A, - It AVco opm Wed,V - 1.00 H2 SINGLE ANCHOR SHEAR STRENGTH le- 6.00 IN Vb - 32203 It, 32.20 K GROUP OVcbg- 14.85 K of an IKtNU in P.,. BREAKOUT BREAKOUT FOR ANCHORS NEAREST EDGE i�Vcbg= 20.22 113.64 BREKOUT FOR FULL GROUP oVcbg= 11.73 14.85 EMBEDMENT STRENGTH - BLOWOUT: ¢Vsb= N/A N/A EMBEDMENT STRENGTH - PRYOUT 6VWe= 30.18 30.18 GOVERNING ov-: 11.73 GOVERNING mVny1485 LOAD CASE SEISMIC Vx Nu V 0.2 Vnx 0.2 Vn Nu 0.2 $N. Vux Vns Vu Vn Nu Nn 1 c1.27 1.2D+1.OWa+f1L+106H+M5v N 1.40 0.00 0.00 0.60 0.00 0.00 0.00 MAD 0.00 0.00 OK 0.91) + 1.GWb + 1.6H N -1.83 0.00 •1.95 0.78 0.00 0.92 0.00 0.00 0.00 0.00 OK 1.21)+1.OWa+fll+L6H+0.5Lr N 1.40 0.00 Q00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 OK 0.9D+1.OWb+1.6H N -1.83 0.00 •1.95 0.78 0.00 0.92 0.00 0.00 0.00 0.00 OK (1.2+Q25D5)D+O, Ec+f1 L+0.25a N 0.08 0.83 0.00 0.03 0.28 0.00 0.00 0.00 0.00 UAO OK 1.4D N 0.08 0.00 0.00 0.04 0.00 0.00 0.00 0.00 "0.00 0.00 OK 1.2+0.25DS D+0= Ec+f1 L+0.2Sa N 0.08 0.83 0.00 0.03 D.28 0.00 0.00 0.00 0.00 0.00 OK LAD N 0.08 0.00 OAO 0.04 0.00 0.00 0.00 0.00 0.00 0.00 OK 0.9D+1.OWb+1.6H N 0.08 0.00 -1.95 0.03 0.00 0.92 0.00 0.00 0.00 0.00 OK 0.9.0.2SDS D+0=Ef +1.6H N 0.08 0.00 0.00 0.04 0.00 0.00 0.00 0.00 0.00 0.00 OK 0.9D+1.OWb+1.6H N 0.08 O= •1.95 0.03 0.00 0.92 0.00 0.00 0.00 0.00 OK 0.92.2SDS D+n• Ef +1.6H N 0.08 0.00 0.00 0.04 0.00 0.00 0.00 0.00 0.00 0.00 OK 1.2D+1,6Lr+1.6H+O.SW N 783 0.00 0.00 0.78 0.00 0.00 MOD 0.00 0.00 0.00 OK �t 0.91)+10Wc+1.6H N 0.05 0.00 -2.75 0.02 0.00 1.30 0.00 0.00 0.19 0.19 OK 1.21)+1.6Lr+1.6H+O.SW N •1.83 0.00 0.00 0.78 0.00 0.00 0.00 0.00 0.00 0.00 OK 0.9D+1.OWc+1.6H N 0.05 0.00 -•2.75 0.02 0.00 1.30 0.00 0.00 0.19 0.19 OK D0000 EW 4/4 A-, CRANDALL ENGINEERING 4956 PONDEROSA WAY P.O. BOX 124 MIDPINES, CA 95345 PROJECT SPECIFIC SOILS REPORT BASED ON N.R.C.S. DATA: Project Name: �a..w .tr' c.luks.' .. ao�L . Client:y- Address or Location: �f. ,dam: � , � ` Hyl . "1.� Z•c� 4=0 - Basis of Soil Information: Sheet of Job No. ova Date: 1 ? BUTTE COUNTY JAN 10 2014 DEVELOPMENT SERVICES 01 q--6UL1L1. This report is based on information available from the Natural Resources Conservation Service, United States Department of Agriculture, Web Soil Survey. Available online at: http://websoilsurvey.nres.usda.gov/ Access Date: L 'f-- QgOF. ESQ Q VAI C General Soil Information: Soil Name(s):� - ��-12'1 G' 2934 EXP_ 6.30-14= Limitations for dwellings without basements and mall commercial buildi Slope: ��- Proposed Mitigation: 0 8 20y Shrink/Swell: Proposed Mitigation: i204. Other: ;-CKI\AIT # Proposed Mitigation: BUTTE COUNTY DEVELOPMENTSERVICES Seismic Hazard: DATE Is location shown on CA. Geologic Survey Maps as specific a ❑ Yes - Hazard Proposed Mitigation: --- - - - E® FOR._ - JDg OMPLIAN E BY azar �Zon Soil Classification and Design Values: Seismic Site Class: Unified Classification Symbol(s) Per NRCS Engineering Properties: G CBC Table 1804.2 Material Class: SZ:_ Allowable Foundation Pressure: c-.;, psf Lateral Bearing: C;� o psf/f below natural grade Lateral Sliding: ps = or Resistance 72tZ;l psf PHONE: 209-966-4844 +T L'4E�5- FAX: 209-9436-4744 V Y q. A 'Y.:,./ � 3 .^' !� '�VY 71,.•i"4.. �•_ 7 '� Lam: N. �r :;�F •../ 'L r. S +��.� a °�' � *Ili wrl q� <1.yt+!" �-'}�^cr�asse< •'� y � *w`,*L xf '',• sx � d ^, � �+ yrs VJ IS tF z ,�C r� �; �p erg �� >� •,— rr s� ,ap�r °`a�. ��=.i�"'�.. ► • �.�_ _rte �•:�.., q ti. ♦ ri � �� � �'. L .d'"' _� t i�i�tit}r9' • ,i fir. t , ,'X `�' � r75i-� 3� .. � k ,� ��° w� �""'. A.Y+x.t'`wrvr!,1 4. w• ,, � T'y.2 k "1 N"..; .4 �:. !C_!!�'ti._ `F-°` •'4sC?' t;'!S � N .�'✓! n nE.. •' wA,+ .�" ^.x�: Soil Map—Butte Area, California, Pmts of Butte and Plumas Counties (LUNDBERG ELECTRICAL) i MAP LEGEND Area of Interest (AOI) " Area of Interest (AOI)' Soils Spoil Area (_1 Soil Map Unit Polygons Interstate Highways Soil Map Unit Lines El Soil Map Unit Points Special Point Features VO Blowout Water Features Borrow Pit i Streams and Canals Clay Spot I (� Closed Depression Gravel Pit I Gravelly Spot Landfill Lava Flow 1 Marsh or swamp Mine or Quarry Miscellaneous Water; (� Perennial Water i q Rock Outcrop Saline Spot Sandy Spot 4� Severely Eroded Spot Sinkhole �0 Slide or Slip I Sodic Spot i A i USDA Natural Resources Conservation Service Transportation Spoil Area Rails Stony Spot Interstate Highways Very Stony Spot i Wet Spot g Other '. Special Line Features Water Features ,.. Streams and Canals Transportation }µ Rails r� Interstate Highways r US Routes Major Roads Local Roads Background ® Aerial Photography Web Soil Survey National Cooperative Soil Survey MAP INFORMATION The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nres.usda.gov Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Butte Area, California, Parts of Butte and Plumas Counties Survey Area Data: Version 9, Jun 2, 2009 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 5, 2011—Apr 29, 2012 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. 1/7/2014 Page 2 of 3 Soil Map—Butte Area, California, Parts of Butte and Plumas Counties ' 4? Map Unit Legend } LUNDBERG ELECTRICAL i r Butte Area jCalf.omia�PArrts�o �Bu and Plumas C°•untiesa(CA612) Unit$ymbol Map¢Unit Name {, Acres In AOIzA•�Pecent of AOIra rMap i -MR • a? 520 ESQUON-NEERDOBE 19.7 100.0% COMPLEX, 0 TO 1 PERCENT SLOPES '• Totals for Area of Interest •19.7 100.0% r—..•—. -.-+_.••-w- ..-.r.-._-+.-.-. r-..Y.•.�.. .uL'- - ..a�:1:y_•+:/• _� -_-�, j_�....� r. � __ __ .a-+Sr�L�-•-... ._.. .. _.�....-.a_. - fe .. - 4 ♦ • Y •i' .. •• .c . - i, .. •7 a �+l � ; -'• r .. •, •w r Y• - -J,.,. LISDA. Natural Resources 1/7/2014 ; Web Soil Survey t . , -� Conservation Service `National Cooperative Soil Survey a ?; • y Page 3 of 3 te'l Dwellings and Small Commercial Buildings (CA)—Butte Area, California, Parts of Butte'and LUNDBERG ELECTRICAL Plumas Counties Dwellings and Small Commercial Buildings (CA) Soil properties influence the development of building sites, including the selection of the site, the design of the structure, construction, performance after construction, and maintenance. This table shows the degree and kind of soil limitations that affect dwellings with and without basements and small commercial buildings. The ratings in the table are both verbal and numerical. Rating class terms indicate the extent to which the soils are limited by all of the soil features that affect building site development. "No limitations" indicates that the soil has features that are very favorable for the specified use. Good performance and very low maintenance can be expected. "Limitations" indicates that the soil has features that are moderately favorable to unfavorable for the specified use. The limitations can be overcome or minimized by special planning, design, or installation. Fair performance and moderate maintenance can be expected. Numerical ratings in the table indicate the severity of individual limitations. The ratings are shown as decimal fractions ranging from 0.01 to 1.00. They indicate gradations between the point at which a soil feature has the greatest negative impact on the use (1.00) and the point at which the soil feature is not a limitation (0.00). Dwellings are single-family houses of three stories or less. For dwellings without basements, the foundation is assumed to consist of spread footings of reinforced concrete built on undisturbed soil at a depth of 2 feet or at the depth of maximum frost -penetration, whichever -is -deeper. -For -dwellings with -basements, -the foundation is assumed to consist of spread footings of reinforced concrete built on undisturbed soil at a depth of about 7 feet. The ratings for dwellings are based on the soil properties that affect the capacity of the soil to support a load without movement and on the properties that affect excavation and construction costs. The properties that affect the load -supporting capacity include depth to a water table, ponding, flooding, subsidence, linear extensibility (shrink -swell potential), and compressibility. Compressibility is inferred from the Unified classification. The properties that affect the ease and amount of excavation include depth to a water table, ponding, flooding, slope, depth to bedrock or a cemented pan, hardness of bedrock or a cemented pan, and the amount and size of rock fragments. Small commercial buildings are structures that are less than three stories high and ..-do_not_have_basements. The_foundation_is_assumed_to_consist_of_spread_footings . _.._. of reinforced concrete built on undisturbed soil at a depth of 2 feet or at the depth of maximum frost penetration, whichever is deeper. The ratings are based on the soil properties that affect the capacity of the soil to support a load without movement and on the properties that affect excavation and construction costs. The properties that affect the load -supporting capacity include depth to a water table, ponding, flooding, subsidence, linear extensibility (shrink -swell potential), and compressibility (which is inferred from the Unified classification). The properties that affect the ease and amount of excavation include flooding, depth to a water table, ponding, slope, depth to bedrock or a cemented pan, hardness of bedrock or a cemented pan, and the amount and size of rock fragments. USDA Natural Resources Web Soil Survey 1/7/2014 ■o Conservation Service National Cooperative Soil Survey Page 1 of 2 .J :%*e,a•+;r_.". Dwellings,and SmaltC^`okmmerciaal Buildings MR! tt y r st ".n's+..?�e „R �s_$. Map symbol�andsoU� ame n-�i n1) r��Y PcLof _r �e ras n7>��aa::?�."�3's`�.ti x SmallEco merc)albuildings Awa CA4 s, E};,ppt a : 3-S It %; i'�`�CA) sa stk exp Rating Value: (CA)� �i Rating Value Ratin �classiand rSUalue° y, class andx�,< � iIimltin features ; class and4 limlii.n fe lures Tr � X11 i'n fe ,.3 AMA., , It tu`res� r a,xg 520—ESQUON- . 'NEERDOBE,,"� :%*e,a•+;r_.". Dwellings,and SmaltC^`okmmerciaal Buildings MR! tt #z'."4^`1c . ah ', ., ., Area California P(� its.ot Butte�.aiidlFl m s>G unUeM'. st ".n's+..?�e „R �s_$. Map symbol�andsoU� ame n-�i n1) r��Y PcLof .,,�"^'$xtY'T4a��} �.�:n;�i gDwellings inilthoutbasementsDwellmithbasements �e ras n7>��aa::?�."�3's`�.ti x SmallEco merc)albuildings Awa CA4 s, E};,ppt a : 3-S It %; i'�`�CA) sa stk exp Rating Value: (CA)� �i Rating Value Ratin �classiand rSUalue° class andx�,< � iIimltin features ; class and4 limlii.n fe lures Tr � X11 i'n fe ,.3 AMA., , It tu`res� r a,xg 520—ESQUON- . 'NEERDOBE,,"� COMPLEX, 0 TO 1 PERCENT i SLOPES Esquon;clay- r 60 Limitations- Limitations' = Limitations " Ponded (any duration) 1.00' Ponded (any duration) �1.60 Ponded (any duration) 1'.00 Flooding >= rare 1.00 Flooding>= rare 1.00 Flooding>= rare 1.00 ` Shrink -swell (LEP >6) 1.00 Shrink-swelL(LEP >6) 1.00 Shrink -swell (LEP >6) 1.00 Saturation -<-2.5' depth -'--0:99 , . _ .. ..:.. N'eertlo a �Ga' �3�0Li'tati s 3`9Limit�atlons w� I.. i k "� "g �:.: 1800 �.:5.s 1 'e;�eS '6t` -p'It :�.'r',*w;.a''k.a..'f 10'0 ?Pontle,d(anytluration) �Po,�tletl�(anyuraUon) y1G00jfiPpntled (anyYytluration) ' `4" ` ra'$M:ti'a'ran'k �!�''"?'y=it�'i. .. V^T4r. '00100�n9ire' 'a?"'R',�3,�..t,rfv"5.,k' _:. �. si••ks r �1 � 0D,Fl°°m'.�Q1�1�ry scVV.,3"" ._:''. good��g'.>a� ?'-,1 �r"it'L'3rv ye"!Yi[.+V, f5hnnk L 6) ( 1 OOS 2 4y :.ems kw.: li}�fiE+ky nk (LEP „ar PVi;e.R,u 1 ,OWN � swei P Satura�fion 5 depths X00 tShn sw e�l 6! OEM � xx g ,g;niin tiha ' 0 88a W 2 j yHr 1 F g'ry3'>;E ,i� #Shenk swel)(tkEP >6)� 100 v#el Satu�atiirorn !,;-SaturaUon�lroml 0881 IARd. ._..r:.,':�u«,s..�"�+.�'a�'�-°*�,s�.r�r .��ka e;,, .,'.rM. l�-. u,. N,.. 3YV�� ,,.w�:�u��✓;€;�.=...a*t����Nxx as�i?3 'Vt Engineering Properties—Butte Area, California, Parts of Butte and Plumas Counties LUNDBERG ELECTRICAL Engineering Properties This table gives the engineering classifications and the range of engineering properties for the layers of each soil in the survey area. Hydrologic group is a group of soils having similar runoff potential under similar storm and cover conditions. Soil properties that influence runoff potential are those that influence the minimum rate of infiltration for bare soil after prolonged wetting and when not frozen. These properties are depth to a seasonal high water table, saturated hydraulic conductivity after prolonged wetting, and depth to a layer with a very slow water transmission rate. Changes in soil properties caused by land management or climate changes also cause the hydrologic soil group to change. The influence of ground cover is treated independently. There are four hydrologic soil groups, A, B, C, and D, and three dual groups, A/D, B/D, and C/D. In the dual groups, the first letter is for drained areas and the second letter is for undrained areas. The four hydrologic soil groups are described in the following paragraphs: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. Depth to the upper and lower boundaries of each layer is indicated. Texture is given in the standard terms used by the U.S Department of Agriculture. These terms are defined according to percentages of sand, silt, and clay in the fraction of the soil that is less than 2 millimeters in diameter. "Loam," for example, is soil that is 7 to 27 percent clay, 28 to 50 percent silt, and less than 52 percent sand. If the content of particles coarser than sand is 15 percent or more, an appropriate modifier is added, for example, "gravelly." Classification of the soils is determined according to the Unified soil classification system (ASTM, 2005) and the system adopted by the American Association of State Highway and Transportation Officials (AASHTO, 2004). USDA Natural Resources Web Soil Survey 1/712014 2110 Conservation Service National Cooperative Soil Survey Page 1 of 4 9/ Engineering Properties—Butte Area, California, Parts of Butte and Plumas Counties LUNDBERG ELECTRICAL The Unified system classifies soils according to properties that affect their use as construction material. Soils are classified according to particle -size distribution of the fraction less than 3 inches in diameter and according to plasticity index, liquid limit, and organic matter content. Sandy and gravelly soils are identified as GW, GP, GM, GC, SW, SP, SM, and SC; silty and clayey soils as ML, CL, OL, MH, CH, and OH; and highly organic soils as PT. Soils exhibiting engineering properties of two groups can have a dual classification, for example, CL -ML. The AASHTO system classifies soils according to those properties that affect roadway construction and maintenance. In this system, the fraction of a mineral soil that is less than 3 inches in diameter is classified in one of seven groups from A-1 through A-7 on the basis of particle -size distribution, liquid limit, and plasticity index. Soils in group A-1 are coarse grained and low in content of fines (silt and clay). At the other extreme, soils in group A-7 are fine grained. Highly organic soils are classified in group A-8 on the basis of visual inspection. If laboratory data are available, the A-1, A-2, and A-7 groups are further classified as A -1-a, A -1-b, A-2-4, A-2-5, A-2-6, A-2-7, A-7-5, or A-7-6. As an additional refinement, the suitability of a soil as subgrade material can be indicated by a group index number. Group index numbers range from 0 for the best subgrade material to 20 or higher for the poorest. Rock fragments larger than 10 inches in diameter and 3 to 10 inches in diameter are indicated as a percentage of the total soil on a dry -weight basis. The percentages are estimates determined mainly by converting volume percentage in the field to weight percentage. Percentage (of soil particles) passing designated sieves is the percentage of the soil fraction less than 3 inches in diameter based on an ovendry weight. The sieves, numbers 4, 10, 40, and 200 (USA Standard Series), have openings of 4.76, 2.00, 0.420, and 0.074 millimeters, respectively. Estimates are based on laboratory tests of soils sampled in the survey area and in nearby areas and on estimates made in the field. Liquid limit and plasticity index (Atterberg limits) indicate the plasticity characteristics of a soil. The estimates are based on test data from the survey area or from nearby areas and on field examination. References: American Association of State Highway and Transportation Officials (AASHTO). - 2004. Standard specifications for transportation mafe�ials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. USDA Natural Resources Web Soil Survey 1/7/2014 r Conservation Service National Cooperative Soil Survey - Page 2 of 4 . ,. �2 n ,R��. ) '`..a .,,.... ., .: .. `q� �,:� .: �'. ..'' -k�+�'`�a .X , a- , �,., -, �%�r.'_t „'' ng�',n^s s�",.1* :.rte. e�.� .;�s�.a ..:'�a��y', ',., Propefies-Butte ,,:'�: "'``-��:t��•;rr t°.. ^Hv+„;?L'r L'.,'�,2�:E�`...,� m�c�'�c:•.zr:,�,a Area,, Calffornia, Parts � .�n.:•j .. yes,�y "�:>v of Butte�andP_.lumas>Counties� '�'•c �;'4al'. rta,.e:..., X�'S=' ''tx:»�r ;;^.� a�•� s^.b ::���u•,P+ -w a x4`rz'ua •' Ste` ., .: xt .��c c � "; t��ng .. ^ s � °� '�•,. '� ' . �.t,:a. �A<v �' �� • :' `•�� ��,�,., f.<, ,Engineering , .9 Cis$ ..C,u3n.�'�..X33'T.t"'t9a�.'X:'G]7S`�':siB•v'.a4�'e.'*��-,Mai r..i° !. �r.�u�..'�aY.�-=cu.^e'�+..3�.<X'i�~ tea' d- �"T. w:,:J�.i�'L3G32 1 "§'� m`��`xk�v:x`..����'.:a.d•���%� :«�'.+E. ^ z3 w,.. .rp °` ..a ' ` S.i�.,A..:.,:, Maplunit-symbol•and,-Pet "soiLname'_ J2'z^'"yy' ,.. ,..i of; ���.•c'i'tes-�v;a#3ka��� •,ma Pte. '>F::T"_6.a�°'�,�Y"nnle�, 6'' , _' ..a#'S -a .Hydrolo ` i°''� :v Depth_. ,xrt',x3.:u'R, ° ,Fy„� „ '. s' ._'* k $'t."�tu <USDAtexture • „ < , :. IFP» •."b', 7?f .•, s `y .' ,,. `fir... .k. >,a y6 :;C� :_Cla s�fication=.. x....•r� 2k '�9 "'�i ,xit?.�iJ4 Fragments^s x;w«>«:���'b��c�,�a;�,�a��x•',>xtA�-,r�:�.�a:�" .. tT.I. :^'r .a4.at., F- ,'. .,.PercentageaP.assingxsievenumber�� ��'• �y.�^., ., �...:.:�x,ri �' �a331r ..rgelp . ss Y�:g'1,7: • f Y$ py,z ;�}y�'. ...+�ga F' ie ..<.��±:rn §., v� `fF py Y'^ 4.x r. 'F .-.0 l;iqu':Plasticit; r.:�, r.�> - ;:�!-_ '�",•s P� �? .:unit y.:�d�.`,��� rou a"t§_'cF5( u�xT?i� .q ' '� n Unified: AASHTO ¢N. � ,.•.2. h*F�^ .... s'��'-_..7x ,3 M a4x"4� ,o ,,,. �'. �����;. 5:s. �. r. 4 y'a1�' i'' �;2' ^u�,.• •. " Ski i������� .;8��ca:£� �tt: {#"t�'•�� .�� ';�-'i;:a��1sm .. '�x?r. �i*? � _ &��iew.�s�''� �$+�u a�,1�''°t�#�#.�-����. a��s,��N'� `�+.-sem � ��w�ti �i>:: `�.�. #'nom' D.' In: " Pct Pct ` Pct' 520-ESQUON- .• ::NEERDOBE `COMPLEX, 0 TO 1' PERCENT SLOPES Esquon,:day `" 60 6r0=5j Clay' -silty CW A-7-6 t 0 0 100 100 90-106 75-95.. 53-77'A 29-45 5=11 ; Clay; silty day CH : A-7-6 . 0 0 ` 100; " 100 • - 6 90-100 75-95 52-74 ,, 29-45 11-22 Clay; silty day ' CH - J : A-7-6" 0 0 100 ,' 100 90-100 75-95 51-74 29-45 22-35 Clay, silty day, CH' A-7-& 0 0 100. •100..,' 90-100 75-95— 51-74 29457 " .o 35-46 Clay, silty Gay •'.CH ' 'A-7-6. :• 0�` ' 0- 100 '= 100 90-100. 75'-95 51-74' ' 29-45 ' 46-50 Clay; silty Gay CH A-7-6 - 0 ' 01 100 400 90-100 ' 75-95 51-74 29-45 * ' ' G. 50-56 ,' .Silty clay loam, day CC - ' `: A� ' 0 0 100,' 100 90=100 70-95' -- .37-74 , 18-45 loam; silty day t 56 67 Cemented material 0 0' — — - - — _df",'(4..�.... Neerdobeclay " IX,,,.�.,`t'.:c. 307 D 0-5 wz Gla >t` s.z:a's. CH: v 10�0� 100 r 90"1:00 Z5-95 '53:77.. 295:. g • tom.. A"S5: :d:.:Q. � : .x -'i' -M+ ' `� _.�_ :.. e:.:>Sil "✓'�x� �t:� r� ",i.' a x,,.. i:._ rs::','�t .a da Isla Y { �:�_K.. ' .."'-` .GH A_!6 `" 0 ;40 . '_d:`n[ „<&x.. S 4100 � v� � ;• 1 0 O90MT:00�75x95 - �i"�..YrYe' , : +:, 52;:74,. .: ,✓.'§. _. '�� .. uxs -" 'S ': , .: v ,5=15 -.. - .. «. .:.: `..•is "iw•>, 'YFf�°i: :w:.z '" L ,y��*s w'sBSi-n : ', ,v �lrt ...< .`ix. 3_ 5, w3-., '."v: ., t:a.�`::.,,.e- .... ,5"ftcd�..,:F,,�z..LtAT2 ,,29-45•, . .. : - ,.... '. 1v r `; :, : Ems_ `4 R,:i::"" ".`.rni£ 1523: ,,,`L,., . z_'SPr.:t::', - Si—ky clay, clay CHx :.,:x t 'E•. A x;a� max. ' l et o:._,..,.� .:.. . ; 1TitL`,s',i wa. ,di'7p "'..Y_sAS., >.:. X75 -.;=X::J''-%€ sw" ite,{:` .•'v .A _3_ ..a azI .c"8.. ),�C ^v,:YH,.-; .' .� _ _, YM.&' wes�"r3c%er::: _. 5� 'WFB`,5._.� r: 2-r.:c,d, ...t�r!� r. k _,, h.- %,X:':i'n*S• mak*', ',GM".+ ' . s:.a"i"x :95� "°i$zm:S�'."r'L45;:.uJSk'� �Y.F .. "s." tiz z.0 •�, _ ...w.... r_^a'-"yrg," T x : s9's5e���:'-?" qui ,.. - :'.�`+,''�>,_m, v, Yd ...� ., -..: •. � s.Ri:. i '�" .: z Y �.�,�, �, yg z,:�... s ay, silty day+ : i�i" ,�.m .. ...: :: ° ` Cli t S�?a'"' z�7 6 ,r,.: "�.u.`#&d��' ,"s' . •. U :5! , •`R:-' pC:.,�= 0. r:<'/�d"�.��' 4 �,.s.'vx.". 71.00100�� x s! 9'.vr'��' : i91�'+�k`.vxM� �.3tu'a'�a.-s - 90 :1'00 i"`ds�:�,`:.-..''� 4 ,t3.:::',F.%iP t"A 75:95 5i'�.i «�� 'i�#i i';3=:59»'. y52::74 +kl%:�`3EC',ax'=`k. 29 45, Ci 9�#a!ta"i:frNx .. : .i° . � is`"020- 4x; Fzy •f"„ :":! „� : . ' 28 33 « -, ' ..: r; ., , , a . - 4CIay day loam .: CH .r .... x.,Sti. `A� � 7,-6 4-xv .... 0 ': x i 0 my+ , 100 .. N 100.::.1;x90 Tk: 'r~ 1:.00< �::•k:z'.19 'sd...' 70#:95a .: �'�„v, :: _XR..A-' �`.1Y=7,h :•. .. 5'... .'...., .," y� 33 38t Loam xAt&, OR 0 0 T:00*r 85 5�.>60"75 1291 1;2 19i x MI >100=' »+ xucs:.� �� .:� r,�aa±.. 38 56 ;-.h''.�r» ' `Cemented mate al: ..- -, P : ,M• y, swra'=T,• n"41 ' •. _ .s.h9:..,. .. A5:. 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Conservation Service ; National Cooperative Soil Survey Page 3 of 4 -••<5' , Q. 4 i Engineering Properties—Butte Area, California, Parts of Butte and Plumas Counties Data Source Information Soil Survey Area: Butte Area, California, Parts of Butte and Plumas Counties Survey Area Data: Version 9, Jun 2, 2009 r { f i l a t t i i . i f i i i i I i I USDA Natural Resources Conservation Service i 0 Web Soil Survey National Cooperative Soil Survey LUNDBERG ELECTRICAL 1 /7/2014 Page 4 of 4 ks/ Physical Soil Properties—Butte Area, California, Parts of Butte and Plumas Counties Physical Soil Properties LUNDBERG ELECTRICAL This table shows estimates of some physical characteristics and features that affect soil behavior. These estimates are given for the layers of each soil in the survey area. The estimates are based on field observations and on test data for these and similar soils. Depth to the upper and lower boundaries of each layer is indicated. Particle size is the effective diameter of a soil particle as measured by sedimentation, sieving, or micrometric methods. Particle sizes are expressed as classes with specific effective diameter class limits. The broad classes are sand, silt, and clay, ranging from the larger to the smaller. Sand as a soil separate consists of mineral soil particles that are 0.05 millimeter to 2 millimeters in diameter. In this table, the estimated sand content of each soil layer is given as a percentage, by weight, of the soil material that is less than 2 millimeters in diameter. Silt as a soil separate consists of mineral soil particles that are 0.002 to 0.05 millimeter in diameter. In this table, the estimated silt content of each soil layer is given as a percentage, by weight, of the soil material that is less than 2 millimeters in diameter. Clay as a soil separate consists of mineral soil particles that are less than 0.002 millimeter in diameter. In this table, the estimated clay content of each soil layer is -given-as-a ,percentage; by -weight, ofthe.soil-material that is less than 2 -millimeters in diameter. The content of sand, silt, and clay affects the physical behavior of a soil. Particle size is important for engineering and agronomic interpretations, for determination of soil hydrologic qualities, and for soil classification. The amount and kind of clay affect the fertility and physical condition of the soil and the ability of the soil to adsorb cations and to retain moisture. They influence shrink - swell potential, saturated hydraulic conductivity (Ksat), plasticity, the ease of soil dispersion, and other soil properties. The amount and kind of clay in a soil also affect tillage and earthmoving operations. Moist bulk density is the weight of soil (ovendry) per unit volume. Volume is __..._....._._____.__measured_when.the soil -is at field moisture capacity,_that.is, the moisture content_ at 1/3- or 1/10 -bar (33kPa or 10kPa) moisture tension. Weight is determined after the soil is dried at 105 degrees C. In the table, the estimated moist bulk density of each soil horizon is expressed in grams per cubic centimeter of soil material that is less than 2 millimeters in diameter. Bulk density data are used to compute linear extensibility, shrink -swell potential, available water capacity, total pore space, and other soil properties. The moist bulk density of a soil indicates the pore space available for water and roots. Depending on soil texture, a bulk density of more than 1.4 can restrict water storage and root penetration. Moist bulk density is influenced by texture, kind of clay, content of organic matter, and soil structure. USDA Natural Resources Web Soil Survey 1/7/2014 s Conservation Service National Cooperative Soil Survey Page 1 of 5 `t1 Physical Soil Properties—Butte Area, California, Parts of Butte and Plumas Counties LUNDBERG ELECTRICAL Saturated hydraulic conductivity (Ksat) refers to the ease with which pores in a saturated soil transmit water. The estimates in the table are expressed in terms of micrometers per second. They are based on soil characteristics observed in the field, particularly structure, porosity, and texture. Saturated hydraulic conductivity (Ksat) is considered in the design of soil drainage systems and septic tank absorption fields. Available water capacity refers to the quantity of water that the soil is capable of storing for use by plants. The capacity for water storage is given in inches of water per inch of soil for each soil layer. The capacity varies, depending on soil properties that affect retention of water. The most important properties are the content of organic matter, soil texture, bulk density, and soil structure. Available water capacity is an important factor in the choice of plants or crops to be grown and in the design and management of irrigation systems. Available water capacity is not an estimate of the quantity of water actually available to plants at any given time. Linear extensibility refers to the change in length of an unconfined clod as moisture content is decreased from a moist to a dry state. It is an expression of the volume change between the water content of the clod at 1/3- or 1 /10 -bar tension (33kPa or 10kPa tension) and oven dryness. The volume change is reported in the table as percent change for the whole soil. The amount and type of clay minerals in the soil influence volume change. Linear extensibility is used to determine the shrink -swell potential of soils. The shrink -swell potential is low if the soil has a linear extensibility of less than 3 percent; moderate if 3 to 6 percent; high if 6 to 9 percent; and very high if more than 9 percent. -If-the-linear-extensibility is -more -than -3, -shrinking -and -swelling -can -cause damage to buildings, roads, and other structures and to plant roots. Special design commonly is needed. Organic matter is the plant and animal residue in the soil at various stages of decomposition. In this table, the estimated content of organic matter is expressed as a percentage, by weight, of the soil material that is less than 2 millimeters in diameter. The content of organic matter in a soil can be maintained by returning crop residue to the soil. Organic matter has a positive effect on available water capacity, water infiltration, soil organism activity, and tilth. It is a source of nitrogen and other nutrients for crops and soil organisms. _..Erosion_factors_aie_shown_inthe-table_as the K factor (Kw and Kf)_and the_T factor,_-__._ Erosion factor K indicates the susceptibility of a soil to sheet and rill erosion by water. Factor K is one of six factors used in the Universal Soil Loss Equation (USLE) and the Revised Universal Soil Loss Equation (RUSLE) to predict the average annual rate of soil loss by sheet and rill erosion in tons per acre per year. The estimates are based primarily on percentage of silt, sand, and organic matter and on soil structure and Ksat. Values of K range from 0.02 to 0.69. Other factors being equal, the higher the value, the more susceptible the soil is to sheet and rill erosion by water. Erosion factor Kw indicates the erodibility of the whole soil. The estimates are modified by the presence of rock fragments. Erosion factor Kf indicates the erodibility of the fine -earth fraction, or the material less than 2 millimeters in size. USDA Natural Resources Web Soil Survey 1/7/2014 2" Conservation Service National Cooperative Soil Survey Page 2 of 5 \be) Physical Soil Properties—Butte Area, California, Parts of Butte ind Plumas Counties LUNDBERG ELECTRICAL Erosion factor T is an estimate of the maximum average annual rate of soil erosion by wind and/or water that can occur without affecting crop productivity over a sustained period. The rate is in tons per acre per year. Wind erodibility groups are made up of soils that have similar properties affecting their susceptibility to wind erosion in cultivated areas. The soils assigned to group 1 are the most susceptible to wind erosion, and those assigned to group 8 are the least susceptible. The groups are described in the "National Soil Survey Handbook." Wind erodibility index is a numerical value indicating the susceptibility of soil to wind erosion, orthe tons per acre per yearthat can be expected to be lost to wind erosion. There is a close correlation between wind erosion and the texture of the surface layer, the size and durability of surface clods, rock fragments, organic matter, and a calcareous reaction. Soil moisture and frozen soil layers also influence wind erosion. Reference: United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 43041. (http://soils.usda.gov) USDA Natural Resources Web Soil Survey 1/7/2014 Conservation Service National Cooperative Soil Survey Page 3 of 5 '' .. �.: N11 ' ' ' ..' 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User -Specified Input 4 P • P s SHEET 2 OF Report Title Lundberg M Mon January 6, 2014,19:45:01 UTC << `' Building Code Reference Document ASCE 7-10 Standard P ¢• .` 7`" .(which util•¢es USGS hazard data available in 2008) t i Site Coordinates 39.49910N, 121.74260W Site Soil Classification • Site Class."D 4 "Stiff Soil" r' Risk Category I/II/IIIA 't 9` 1E "gym° ••""G*",�i Cz - '',L. r. .: x 2m� t r �;, iSOOOmL ; !tl Cm'�y4�"RLw RHERE ��a �q �.. y-.', ,. M *Y !4. fit .. y ..... 5' '" : e�' .,-.ri tje "'•y„*.y*.ao'v ,,,,,.,qitrsz +rw„yr. yu3 r r 1 1 �C 4 ry ... Y + - .. a•F .' tCt! tt *r�� -. u ; „r`#��` " �t-hY�10,,'Se.Dan+iWBIVdW ':..:•. I.h;:..:..u. r _ ' ... -L.. ,y.ItC'`k' t..i :- oi'. � + �:K,�,:�t.Lv�::....::..::.:::":��.�_: ::;:::�e. •-r_�.u:'_�t..-.r. : 'Y. .'a".�"�. C�4in '�.•�d C { ,1 3"'' i � j'� t L^?' ,y; Z � k h � � d± 'FST *" e �p. A ry y+ y p i ti -: 4 11 4� 1 it i9Xs'FkRC+, ' ,A=i! ,yl.t • .f „, a 2014 r 7{IQU ' .......... .......... _t �AMS-Provided Output,Ft ; ` •���� r , Ss — . 0.604.'g;� SMS = 0 795 g - �S 0� 530- g "'• f "' "` _, '' '' .,�� r '+ .�, DS i S` — 0:270 g L S= 0.502 g� S= 0.335' g .. tA �. For information on how, the SS and S1 values above have been calculated from probabilistic (risk -targeted) and r deterministic ground motions in the direction of maximum horizontal response,, please return to the application and select -the "2009 NEHRP" building code reference document. t �• v,` y ,- may. . y•-� •,'F. + 3 •w ..}S �_. MCER Response Spectrum 1 '>Design; -Response Spectrum JrJ 0.89 .. 4 0 54- r — r + +.06A F ,• � � ' 2 t�' ; � f " t.l-' y�. � + D.d3: �• f=, Cn D 49 w fTp; .49—. M y%9 A32 . �. 0.24: 0 2d _ 0 18 ' ♦i r,+, rt �� � • e� t � _ �� ' • r•t ..016. + '. ,. a'� V � 012 i � r �` it ftf t 0 OB � s t 0 D6, r - � s "rf ..� c CT • 0 00 0 OD 0.20 0 40 0:60 0 8D :1.00 1 ZD 1 40 1.60 1 80' 2.D0 D 00;:0 ZO. D'b0 0 60 0 BO 1 DD 1:20 1 ' P,enod, Period„T•(sec) pf*:. For: PGAM, TL, CRs, and CR1'values, please view the detailed reoort , C ' T Althougfi this information is a product of the U.S. Geolpglcal Survey, we provide no warranty, expressed or"implied as to the accuracy of �..fP rl .r f i f-:>”- - Z• w} .. f a. .! i _,- ;., 4/6/2014.11:45 AM i o OTrFo. _- k Department of Development. Services 0 0 : - Building Divisiolci 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530)538-2140 FAX SPECIAL INSPECTION NOTE For Building Permit # B Od Assessor's Parcel # U 00 — O Structural Tests & Special Inspections —2010 Califoinia•Building Code Chapter 17: In addition to the inspections required by Division; II, Section 110, -the owner or the Registered Design Professional acting as the owner's agent shall employ one or more special inspectors who shall provide inspections during construction on the types 'of work listed under Section 1704. The special inspector shall. be a qualified person who shall demonstrate competence, to the satisfaction of the building official,for inspection of 'the particular type of construction or operation requiring special inspection. , ` Duties and Responsibilities of the Special Inspector: 1. The special inspector shall observe the work assigned for conformance with the approved design, drawings and specifications. �• 2. The special inspector shall furnish inspection reports to the building official and the engineer or architect of ` T' record. All discrepancies shall be brought to the immediate attention of the contractor for correction, then, if uncorrected, to the proper design authority and to the building official. ' 3. The special inspector shall submit a final signed report to the Butte County Building Division stating whether the work requiring special inspection was, to the best of his or her knowledge, in conformance with the approved plans and specifications and the applicable provisions of this code. , 4. The special inspector shall advise the contractor that Butte County Building Division inspections cannot be . delegated to him or her, so inspections must also be. made by the Butte County Building Division. 5. Any change in special inspection firms made ager permit. issuance shall be approved by the Butte County Building Division prior to the new firm performing any inspections. 6. Special inspections are in addition to the regular -inspections performed by the Butte County Building Division. Butte County inspection approval and sign off is not to be construed as authorization to pro&W with work which obscures, covers or otherwise prevents proper special inspection. ; Special Inspection is required for the following items: ❑ Reinforced Concrete (Taking of test specimens, placement of reinforcing and placing of concrete). ❑ Structural Masonry High Strength Bolting O Welding ❑ Bolts Installed in Concrete ❑ Other: . Name of Special Inspection Company: C6 l lL S�'Yzy lC-S i INC r 1 of 1 1N i. Date: 1/2/2014 BUTLER 13-023088 Calculations Package Time: 01:24 PM Butler Manufacturing Page: 1 of 50 Butler Manufacturing Company 1540 Genessee Street Kansas City, MO 64141-6917 STRUCTURAL DESIGN DATA Project: Lundberg Job #: 13-023088-01 Builder: North Valley Building Systems, Inc. Builder PO #: LFF Jobsite: 5370 Church Street City, State: Richvale, California 95974 County: Butte Country: United States TABLE OF CONTENTS BUTTE '�1�, C'OIJNTY O 2 � G m JAN 10 2014 w C 53017 n DEVELOPMENT cr- XP. 61301 0 SERVICES �r F OF CAS\F� I File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Reactions- Expanded Report.............................................................................................................................2 13 BuildingLoading - Expanded Report...............................................................................................................20 Bracing - Summary Report ............................................................ ....................................... Secondary- Summary Report..........................................................................................................................26 Framing- Summary Report.............................................................................................................................34 Covering- Summary Report ............................................................................................................................49 q0 ESSIO/V BUTTE '�1�, C'OIJNTY O 2 � G m JAN 10 2014 w C 53017 n DEVELOPMENT cr- XP. 61301 0 SERVICES �r F OF CAS\F� I File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER Butler Manufacturing Reactions - Expanded Report Shape: Electrical Control Room Builder Contact: Andy Wood Name: North Valley Building Systems, Inc. Address: 30 Seville Court City, State Zip: Chico, California 95928 Country: United States 13-023088 Calculations Package Loads and Codes - Shape: Electrical Control Room Project: Lundberg Builder PO #: LFF Jobsite: 5370 Church Street City, State Zip: Richvale, California 95974 County, Country: Butte, United States Date: 1/2/2014 Time: 01:24 PM Page: 2 of 50 City: Richvale County: Butte State: California Country: United States Building Code: California State Building Standards Code - 2013 Edition Built Up: 10AISC - ASD Rainfall: 0. 10 inches per hour Based on Building Code: 2012 International Building Code Cold Form: 07AISI - ASD 3000.00 psi Concrete Building Use: Standard Occupancy Structure L Roof Live Load Dead and Collateral Loads Alternate Span Live Load, Shifted Right Roof Live Load Collateral Gravity:0.00 psf Roof Covering+ Second. Dead Load: 2.54 psf Roof Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf <L Wind Load Snow Load Seismic Load Wind Speed: 110.00 (85.21) mph Ground Snow Load: 0.00 psf Mapped Spectral Response - Ss:56.00 %g The'Low Rise Method is Used Flat Roof Snow: 0.00 psf Mapped Spectral Response - S 1:23.00 %g Wind Exposure (Factor): C (0.849) Design Snow (Sloped): 0.00 psf Seismic Design Category: D Parts Wind Exposure Factor: 0.849 Rain Surcharge: 0.00 Seismic Importance: 1.000 Wind Enclosure: Enclosed Exposure Category (Factor): 2 Partially Exposed (1.00) Framing Fundamental Period: 0.2044 Wind Importance Factor: 1.000 Snow Importance: 1.000 Bracing Fundamental Period: 0.1289 Topographic Factor: 1.0000 Thermal Category (Factor): Heated (1.00) Framing R -Factor: 3.5000 PH2 Ground/ Roof Conversion: 0.70 Bracing R -Factor: 3.2500 NOT Windbome Debris Region % Snow Used in Seismic: 0.00 Soil Profile Type: Stiffsoil (D, 4) Base Elevation: 0/0/0 Seismic Snow Load: 0.00 psf Diaphragm Condition: Flexible Primary Zone Strip Width: 6/0/0 Unobstructed, Slippery Frame Redundancy Factor: 1.3000 Parts / Portions Zone Strip Width: 3/0/0 Partial Load, Half Span 1 Brace Redundancy Factor: 1.3000 Basic Wind Pressure: 22.35 psf W Frame Seismic Factor (Cs): 0.1442 x W W I> Wind Load, Case 1, Right Brace Seismic Factor (Cs): 0.1553 x W Wind Load, Case 1, Left W2> Design Spectral Response - Shc : 0.2975 <W2 Wind Load, Case 2, Left Design Spectral Response - Sds: 0.5047 Load Type Descriptions D Material Dead Weight C Collateral Load CG Collateral Load for Gravity Cases CU Collateral Load for Wind Cases L Roof Live Load ASL^ Alternate Span Live Load, Shifted Right ^ASL Alternate Span Live Load, Shifted Left PL2 Partial Live, Full, 2 Spans L> Live - Notional Right <L Live - Notional Left S Snow Load US 1 • Unbalanced Snow Load 1, Shifted Right 'USI Unbalanced Snow Load 1, Shifted Left US2' Unbalanced Snow Load 2, Shifted Right •US2 Unbalanced Snow Load 2, Shifted Left SD Snow Drift Load SS Sliding Snow Load RS Rain Surcharge Load PFI Partial Load, Full, 1 Span PHI Partial Load, Half, I Span PF2 Partial Load, Full, 2 Spans PH2 Partial Load, Half, 2 Spans S> Snow - Notional Right <S Snow - Notional Left SMS Specified Min. Roof Snow SMS> Specified Min. Roof Snow - Notional Right <SMS Specified Min. Roof Snow - Notional Left PSI Partial Load, Half Span 1 PS2 Partial Load, Half Span 2 W Wind Load W I> Wind Load, Case 1, Right <W I Wind Load, Case 1, Left W2> Wind Load, Case 2, Right <W2 Wind Load, Case 2, Left W3>' Wind Load, Case 3, Right <W3 Wind Load, Case 3, Left W4> Wind Load, Case 4, Right <W4 Wind Load, Case 4, Left W5> Wind Load, Case 5, Right <W5 Wind Load, Case 5, Left W6> Wind Load, Case 6, Right <W6 Wind Load, Case 6, Left WP Wind Load, Parallel to Ridge WPR Wind Load, 11 Ridge, Right WPL Wind Load, 11 Ridge, Left WPAI Wind Parallel - Ref A, Case I W PA2 Wind Parallel - Ref A; Case 2 W PB I Wind Parallel - Ref B, Case I W PB2 Wind Parallel - Ref B, Case 2 W PC t Wind Parallel - Ref C, Case 1 WPC2 Wind Parallel - Ref C, Case 2 WPDI Wind Parallel - Ref D, Case 1 W PD2 Wind Parallel - Ref D, Case 2 W B I> Wind Brace Reaction, Case 1, Right <WB1 Wind Brace Reaction, Case I, Left WB2> Wind Brace Reaction, Case 2, Right File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 1/2/2014 BUTLER Butler Maouraet�r�np 13-023088 Calculations Package Time: 01:24 PM Page: 3 of 50 <WB2 Wind Brace Reaction, Case 2, Left WB3> Wind Brace Reaction, Case 3, Right <WB3 Wind Brace Reaction, Case 3, Left WB4> Wind Brace Reaction, Case 4, Right <WB4 Wind Brace Reaction, Case 4, Left WB5> Wind Brace Reaction, Case 5, Right <WB5 Wind Brace Reaction, Case 5, Left ! WB6> Wind Brace Reaction, Case 6, Right <W B6 Wind Brace Reaction, Case 6, Left MW Minimum Wind Load MW B Minimum Wind Bracing Reaction E Seismic Load E>, Seismic Load, Right <E Seismic Load, Left EG Vertical Seismic Effect EG+ Vertical Seismic Effect, Additive EG- Vertical Seismic Effect, Subtractive EB> Seismic Brace Reaction, Right <EB Seismic Brace Reaction, Left FL Floor Live Load FL* Alternate Span Floor Live Load, Shifted Right *FL Alternate Span Floor Live Load, Shifted Left FD Floor Dead Load AL Auxiliary Live Load AL*> Auxiliary Live Load, Right, Right *AL> Auxiliary Live Load, Right, Left <AL* Auxiliary Live Load, Left, Right <*AL Auxiliary Live Load, Left, Left AL* Aux Live, Right *AL Aux Live, Left AL*>(1) Auxiliary Live Load, Right, Right, Aisle I *AL>(1) Auxiliary Live Load, Right, Left, Aisle I <AL*(1) Auxiliary Live Load, Left, Right, Aisle 1 <*AL(1) Auxiliary Live Load, Left, Left, Aisle I AL*(1) Aux Live, Right, Aisle I *AL(I) Aux Live, Left, Aisle I AL*>(2) Auxiliary Live Load, Right, Right, Aisle 2 *AL>(2) Auxiliary Live Load, Right, Left, Aisle 2 <AL*(2) Auxiliary Live Load, Left, Right, Aisle 2 <*AL(2) Auxiliary Live Load, Left, Left, Aisle 2 AL*(2) Aux Live, Right, Aisle 2 *AL(2) Aux Live, Left, Aisle 2 AL*>(3) Auxiliary Live Load, Right, Right, Aisle 3 *AL>(3) Auxiliary Live Load, Right, Left, Aisle 3 <AL*(3) Auxiliary Live Load, Left, Right, Aisle 3 <*AL(3) Auxiliary Live Load, Left, Left, Aisle 3 AL*(3) Aux Live, Right, Aisle 3 *AL(3) Aux Live, Left, Aisle 3 AL*>(4) Auxiliary Live Load, Right, Right, Aisle 4 *AL>(4) Auxiliary Live Load, Right, Left, Aisle 4 <AL*(4) Auxiliary Live Load, Left, Right, Aisle 4 <*AL(4) Auxiliary Live Load, Left, Left, Aisle 4 AL*(4) Aux Live, Right, Aisle 4 *AL(4) Aux Live, Left, Aisle 4 AL*>(5) Auxiliary Live Load, Right, Right, Aisle 5 *AL>(5) Auxiliary Live Load, Right, Left, Aisle 5 <AL*(5) Auxiliary Live Load, Left, Right, Aisle 5 <*AL(5) Auxiliary Live Load, Left, Left, Aisle 5 AL*(5) Aux Live, Right, Aisle 5 *AL(5) Aux Live, Left, Aisle 5 ALB Aux Live Bracing Reaction ALB> Aux Live Bracing Reaction, Right <ALB Aux Live Bracing Reaction, Left WALB> Wind, Aux Live Bracing Reaction, Right <WALB Wind, Aux Live Bracing Reaction, Left ALB>(1) Aux Live Bracing Reaction, Right, Aisle 1 <ALB(l) Aux Live Bracing Reaction, Left, Aisle 1 WALB>(I) Wind, Aux Live Bracing Reaction, Right, Aisle I <WALB(1) Wind, Aux Live Bracing Reaction, Left, Aisle 1 ALB>(2) Aux Live Bracing Reaction, Right, Aisle 2 <ALB(2) Aux Live Bracing Reaction, Left, Aisle 2 WALB>(2) Wind, Aux Live Bracing Reaction, Right, Aisle 2 <WALB(2) Wind, Aux Live Bracing Reaction, Left, Aisle 2 ALB>(3) Aux Live Bracing Reaction, Right, Aisle 3 <ALB(3) Aux Live Bracing Reaction, Left, Aisle 3 WALB>(3) Wind, Aux Live Bracing Reaction, Right, Aisle 3 <WALB(3) Wind, Aux Live Bracing Reaction, Left, Aisle 3 ALB>(4) Aux Live Bracing Reaction, Right, Aisle 4 <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 UO User Defined Load U I User Defined Load - 1 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 1 User Brace Reaction - 1 UB2 User Brace Reaction - 2 UB3 User Brace Reaction - 3 UB4 User Brace Reaction - 4 UB5 User Brace Reaction - 5 UB6 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 File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. , BDate: 1/2/2014 UTLER 13-023088 Calculations Package Time: 01:24 PM ..�.._.m...�....,�,...— Page: 4 of 50 Overall Ruildino necrrintinn Shape Overall Width Overall Length Floor Area (sq. ft. Wall Area (sq. ft. Roof Area s . ft. Max. Eave Height Min. Eave Height 2 Max. Roof Pitch Min. Roof Pitch Peak Height Electrical Control Room 17/0/0 23/0/0 391 972 392 12/0/0 1 12/0/0 1 1.000:12 1.000:12 1 12/8/8 4 "I I ' 0 <•> 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. { File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. i' Date: 1/2/2014 B[/TLER aut.e. Manures...... Q 13-023088 Calculations Package Time: 01:24 PM Page: 5 of 50 Wall: 4, Frame at: 0/6/0 Desi n Load Combinations - Framin No. Origin Factor A lication Description I System 1.000 1.0 D + 1.0 CO + 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 + 0.600 W 1> D + CG + W l> 4 System 1.000 1.0 D + 1.0 CG + 0.600 <W 1 D + CG + <W 1 5 System 1.000 1.0 D + 1.0 CG + 0.600 W2> D + CG + W 2> 6 System 1.000 1.0 D + 1.0 CG + 0.600 <W2 D + CG + <W2 7 System 1.000 0.600 MW MW -Wall: 1 8 System 1.000 0.600 MW MW - Wall: 2 9 System 1.000 0.600 MW MW - Wall: 3 10 System 1.000 0.600 MW MW - Wall: 4 11 System 1.000 0.600D+0.600CU+0.600W1> D+CU+WI> 12 System 1.000 0.600 D + 0.600 CU + 0.600 <W1 D + CU + <W 1 13 System 1.000 0.600 D + 0.600 CU + 0.600 W2> D+CU+W2> 14 System 1.000 0.600 D + 0.600 CU + 0.600 <W2 D + CU + <W2 15 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 W 1> D + CG + L + W I> 16 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 <W 1 D + CG + L + <W1 17 System 1.000 I.0D+I.0CG+0.750L+0.450W2> D+CG+L+W2> 18 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 <W2 D + CG + L + <W2 19 System 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ D + CG + E> + EG+ 20 System 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ D + CG + <E + EG+ 21 System 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- D+CU+F>+EG- 22 System 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- D + CU + <E + EG - 31 System Derived 1.000 1.0 D+ 1.0 CG+0.600 WPR +0.600 WBI? D+CG+ WPR+ WBl> 32 System Derived 1.000 0.600 D+0.600 CU+0.600 WPR +0.600 WBI> D+CU+ WPR+ WBI> 33 System Derived 1.000 I.0D+I.0CG+0.750L+0.450WPR +0.450WB1> D + CG + L + WPR + WBI> 34 System Derived 1.000 I.0D+I.0CG+0.600 WPR +0.600<WB1 D + CG + WPR + <WBI 35 System Derived 1.000 0.600 D+ 0.600 CU+ 0,600 WPR +0.600<WBl D+CU+WPR+<WBI 36 System Derived 1.000 1.OD+I.0CG+0.750L+0.450WPR +0.450<WBI D+CG+L+WPR+<WBI 37 System Derived 1.000 1.0 D + 1.0 CG + 0.600 WPR + 0.600 W B2> D + CG +WPR + W B2> 38 System Derived 1.000 0.600 D + 0.600 CU + 0.600 WPR + 0.600 WB2> D+CU+WPR+WB2> 39 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 WPR + 0.450 W B2> D + CG + L + WPR + W B2> 40 System Derived 1.000 1.0 D + 1.0 CG + 0.600 WPR + 0.600 <W132 D + CG + WPR + <W B2 41 System Derived 1.000 0.600D+0.600CU+0.600WPR +0.600<WB2 D+CU+WPR+<WB2 42 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 WPR + 0.450 <W132 D + CG + L + WPR + <W132 43 System Derived 1.000 1.0 D + 1.0 CG + 0.600 W PL + 0.600 W B3> D + CG + W PL + W B3> 44 System Derived 1.000 0.600 D + 0.600 CU + 0.600 W PL + 0.600 W B3> D + CU + W PL + W B3> 45 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 W PL + 0.450 W B3> D + CG + L + W PL + W B3> 46 System Derived 1.000 1.0 D + 1.0 CG + 0.600 W PL + 0.600 <W B3 D + CG + W PL + <W B3 47 System Derived 1.000 0.600 D + 0.600 CU + 0.600 W PL + 0.600 <W133 D + CU + W PL + <W B3 48 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 W PL + 0.450 <W133 D + CG + L + W PL + <W B3 49 System Derived 1.000 1.0 D + 1.0 CG + 0.600 W PL + 0.600 W B4> D + CG + W PL + W B4> 50 System Derived 1.000 0.600 D + 0.600 CU + 0.600 W PL + 0.600 W B4> D + CU + W PL + W B4> 51 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 W PL + 0.450 W134> D + CG + L + W PL + W B4> 52 System Derived 1.000 1.0 D + 1.0 CG + 0.600 W PL + 0.600 <W134 D + CG + W PL + <W B4 53 System Derived 1.000 0.600 D + 0.600 CU + 0.600 W PL + 0.600 <W134 D + CU + W PL + <W134 54 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 W PL + 0.450 <W134 D + CG + L + W PL + <W B4 55 System Derived 1.000 0.600 MWB MWB -Wall: 1 56 System Derived 1.000 0.600 MWB MWB - Wall: 2 57 System Derived 1.000 0.600 MWB MWB - Wall: 3 58 System Derived 1.000 0.600 MWB MWB- Wall:4 59 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.910 EB> D + CG + E> + EG+ + EB> 60 System Derived 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 EB> D + CG + F> + EG+ + EB> 61 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.700 EG+ + 0.910 EB> D + CG + <E + EG+ + EB> 62 System Derived 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 63 System Derived 1.000 0.600 D + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 EB> D + CU + F> + EG- + EB> 64 System Derived 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 EB> D + CU + Fj + EG- + EB> 65 System Derived 1.000 0.600 D + 0.600 CU + 0.273 <E + 0.700 EG-+ 0.910 EB> D + CU + <E + EG- + EB> 66 System Derived 1.000 0.600 D + 0.600 CU + 0.910 <E +•0.700 EG-+ 0.273 EB> D + CU + <E + EG- + EB> 69 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.700 EG++ 0.910 <EB D + CG + E> + EG+ + <EB 70 System Derived 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG++ 0.273 <EB D + CG + Fj + EG+ + <EB 71 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.700 EG++ 0.910 <EB D + CG + <E + EG+ + <EB 72 System Derived 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 73 System Derived 1.000 0.600 D + 0.600 CU + 0.273 E> + 0.700 EG-+ 0.910 <EB D + CU + Fj + EG- + <EB 74 System Derived 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG-+ 0.273 <EB D + CU + E> + EG- + <EB File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. B/./TL---, "---b Date: 1/2/2014 Butler Manufacturing 13-023088 Calculations Package Time: 01:24 PM Page: 6 of 50 75 I System Derived 1 1.000 0.600 D + 0.600 CU + 0.273 <E + 0.700 EG- + 0.9 l0 <EB D + CU + <E + EG- + <EB 76 System Derived 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 <EB D + CU + <E + EG- + <EB File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER Date: 1/2/2014 Butler Manufacturing 13-023088 Calculations Package Time.: 01:24 PM ' ._....._._.__..,, Page: 7 of 50 Wall: 4, Frame at: 0/6/0 Frame ID:Electrical Control Room Rigid Endwall #I EW I Frame Type:Continuous Beam Values shown are resisting forces ofthe foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactnred Load Tvne-at Frame Crnss Seetinnl I Type Exterior Column , Exterior Column X -Loc 0/0/0 17/0/0 Gridl -Grid2 1-B I -A Base Plate W x L (in.) 8 X 13 8 X 13 Base Plate Thickness (in.) 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 Column Base El v. 100'-0" 100'-0" Load Type Desc. Hx Vy Hx Hz I V D Frm 0.05 0.43 -0.05 0.43 CG Frm - - - - L> Frm 0.32 1.91 -0.32 1.91 <L Frm 0.32 1.91 -0.32 1.91 W 1> Frm -1.45 -3.02 -1.11 -0.62 <W 1 Frm 1.11 -0.62 1.45 -3.02 W2> Frm -1.79 -2.25 -0.76 0.15 <W2 Frm 0.76 0.15 1.79 -2.25 MW Frm - - - - MW Frm 0.64 0.87 1.59 -0.87 MW Frm - - - - MW Frm -1.56 -0.82 -0.61 0.82 CU Frm - - - - L Frm 0.32 1.91 -0.32 1.91 E> Frm -0.09 -0.12 -0.09 0.12 EG+ Frm - 0.05 - 0.05 <E Frm 0.09 0.12 0.09 -0.12 EG- Frm - -0.05 - -0.05 WPR Frm 0.59 -2.01 -0.51 -1.63 WB1> Brc 0.03 0.04 -0.03 -1.76 -1.02 <W B I Brc -0.02 -0.03 0.02 - 1.01 WB2> Brc 0.03 0.04 -0.03 -1.76 -1.02 <W B2 Brc -0.02 -0.03 0.02 - 1.01 WPL Frm 0.51 -1.63 -0.59 - -2.01 WB3> Brc 0.03 0.04 -0.03 -1.76 -1.03 <WB3 Brc -0.02 -0.03 0.02 - 1.02 WB4> Brc 0.03 0.04 -0.03 -1.76 -1.03 <W B4 Brc -0.02 -0.03 0.02 - 1.02 MWB Brc 0.03 0.04 -0.03 -1.68 -0.98 MWB Brc - - - - - MWB Brc -0.02 -0.03 0.02 - 0.97 File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLE-7 Date: 1/2/2014 Butler Manufaeturin013-023088 Calculations Package Time: 01:24 PM .�.._.._._...,r..,m Page: 8 of 50 EPB> 13rc R I Rrc I I I I-0-33 10 19 Frame Reactions - Factored Load Cases at Frame Cross Section: i Note: All reactions based on 2nd order structural analysis usingthe Direct Analysis Method 0/0/0 17/0/0 -X-Loc Gridl -Grid2 I -B 1-A Descrition Hx V Hx Hz V a lication factor not shown k k k k k rI D + CG + L> 0.37 2.34 -0.37 2.34 D+CG+<L 0.37 2.34 -0.37 2.34 D + CG + W 1> -0.81 -1.38 -0.72 0.05 D+CG+<W1 0.72 0.05 0.81 - -1.38 - 5 D+CG+W2> -1.02 -0.92 -0.51 - 0.51 - 6 D+CG+<W2 0.51 0.51 1.02 - -0.92 - 7 MW - Wall: 1 - - - - 8 MW - Wall: 2 0.38 0.52 0.95 -0.52 9 MW - Wall: 3 - - - - 10 MW - Wall: 4 -0.93 -0.49 -0.36 0.49 II D+CU+WI> -0.84 -1.55 -0.70 -0.12 12 D+CU+<W1 0.70 -0.12 0.84 -1.55 13 D+CU+W2> -1.04 -1.09 -0.49 0.34 14 D+CU+<W2 0.49 0.34 1.04 -1.09 15 D+CG+L+WI> -0.36 0.50 -0.79 1.58 16 D+CG+L+<WI 0.79 1.58 0.36 0.50 17 D + CG + L + W2> -0.51 0.85 -0.64 1.93 18 D+CG+L+<W2 0.64 1.93 0.51 0.85 19 D + CG + E> + EG+ -0.03 0.35 -0.14 0.57 20 D + CG + <E + EG+ 0.14 0.57 0.03 0.35 21 D+CU+E>+EG- -0.05 0.11 -0.12 0.33 22 D + CU + <E + EG- 0.12 0.33 0.05 0.11 31 D+CG+WPR+WBI> 0.43 -0.76 -0.38 -1.06 -1.17 32 D+CU+WPR+WBI> 0.40 -0.93 -0.36 -1.06 -1.34 33 D+CG+L+WPR+WBI> 0.57 0.98 -0.54 -0.79 0.67 34 D+CG+WPR+<WB1 0.40 -0.80 -0.35 - 0.06 35 D+CU+WPR+<WB1 0.37 -0.97 -0.33 -0.I1 36 D+CG+L+WPR+<WB1 0.55 0.94 -0.52 1.58 37 D + CG + WPR + WB2> 0.43 -0.76 -0.38 -1.06 -1.17 38 D+CU+WPR+WB2> 0.40 -0.93 -0.36 -1.06 -1.34 39 D + CG + L + WPR + W B2> 0.57 0.98 -0.54 -0.79 0.67 40 D+CG+WPR+<WB2 0.40 -0.80 -0.35 - 0.06 41 D+CU+WPR+<WB2 0.37 -0.97 -0.33 -0.11 42 D+CG+L+WPR+<WB2 0.55 0.94 -0.52 1.58 43 D+CG+WPL+WB3> 0.38 -0.53 -0.43 -1.06 -1.40 44 D + CU + WPL + WB3> 0.36 -0.70 -0.40 -1.06 -1.57 45 D + CG + L + WPL + W B3> 0.54 1.15 -0.57 -0.79 0.49 46 D+CG+WPL+<WB3 0.35 -0.57 -0.40 - -0.17 47 D+CU+WPL+<WB3 0.33 -0.74 -0.37 -0.34 48 D+CG+L+WPL+<WB3 0.52 1.11 -0.55 1.42 49 D + CG + WPL + WB4> 0.38 -0.53 -0.43 -1.06 -1.40 50 D+CU+WPL+WB4> 0.36 -0.70 -0.40 -1.06 -1.57 51 D+CG+L+WPL+WB4> 0.54 1.15 -0.57 -0.79 0.49 52 D+CG+WPL+<WB4 0.35 -0.57 -0.40 - -0.17 53 D+CU+WPL+<WB4 0.33 -0.74 -0.37 -0.34 54 D+CG+L+WPL+<WB4 0.52 1.11 -0.55 1.42 55 MWB -Wail: 1 0.02 0.02 -0.02 -1.01 -0.59 56 MWB- Wall: 2 - - - 57 MWB- Wall: 3 -0.01 -0.02 0.01 0.58 58 MWB- Wall: 4 - - - - 59 D + CG + F> + EG+ + EB> 0.03 0.43 -0.08 -0.30 0.32 60 D + CG + F> + EG+ + EB> -0.03 0.35 -0.14 -0.09 0.52 61 D + CG + <E + EG+ + EB> 0.08 0.49 -0.03 -0.30 0.25 62 D + CG + <E + EG+ + EB> 0.14 0.57 0.03 -0.09 0.30 63 D + CU + E> + EG- + EB> 0.01 0.19 -0.06 -0.30 0.08 64 D + CU + E> + EG- + EB> -0.05 0.11 -0.12 -0.09 0.28 File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc.. Date: 1/2/2014 BUTLER Butler Manufacturing 13-023088 Calculations Package Time: 01:24 PM Page: 9 of 50 Grid 65 D+CU+<E+EG-+EB> 0.06 0.26 -0.01 -0.30 0.01 Load Uplift - VrtDown 66 D+CU+<E+EG-+EB> 0.12 0.33 0.05 -0.09 0.06 (-Hx) Case (Hx) Case 69 D + CG + Fj + EG+ + <EB 0.03 0.43 -0.08 - 0.67 Case (-Mzz) Case (Mzz) 70 D + CG + E> + EG+ + <EB -0.03 0.35 -0.14 k 0.62 k k 71 D + CG + <E + EG+ + <EB 0.08 0.49 -0.03 0.60 0/0/0 1-13 1.0 72 D + CG + <E + EG+ + <EB 0.14 0.57 0.03 0.40 1.55 II 2.34 1 73 D + CU + E> + EG- + <EB 0.01 0.19 -0.06 I -A 0.43 15 1.0 1 14 1.06 74 D + CU + E> + EG- + <EB -0.05 0.11 -0.12 2.34 0.39 75 D+CU+<E+EG- +<EB 0.06 0.26 -0.01 0.36 76 D + CU + <E + EG- + <EB 0.12 0.33 0.05 0.16 Maximum Combined Reactions Summary with Factored Loads - Framing X-1- A li . .. 6. -A - 1-4 -A- - ......el o oh-ic -i- thn rlircrt A -1 -ie MnthnA X -Loc Grid Hrz left Load Hrz Right Load HrzIn Load Hrz Out Load Uplift Load VrtDown Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case I (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k k k k k) (in -k) (in -k 0/0/0 1-13 1.0 13 0.8 16 1.55 II 2.34 1 17/0/0 I -A 0.8 15 1.0 1 14 1.06 31 1.57 50 2.34 1 Bracin X -Loc Grid Description 17/0/0 1 I -A I Diaconal bracine at base is attached to column. Reactions ARE included with frame reactions. File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 1/2/2014 BUTLER 13-023088 Calculations Package Time: 01:24 PM Page: 10 of 50 Wall: 4, Frame at: 22/0/0 Frame ID:Electrical Control Room Rigid Endwall 92 EW 3 Frame Type:Continuous Beam a Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete R ... tinnc - I 1 -1 T.- f F -PC ... CPolinn• 7 Type Exterior Column X -Loc 0/0/0 Gridl -Grid2 2-B Base Plate W x L (in.) 8 X 13 Base Plate Thickness (in.) 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 Column Base E111 v. 100'-0" Exterior Column 17/0/0 2-A 8 X 13 0.375 4-0.750 100'-0" Load Type Desc. Hx Vy Hx I Hz V D Frm 0.06 0.44 -0.06 0.44 CG Frm - - - - L> Frm 0.33 2.00 -0.33 2.00 <L Frm 0.33 2.00 -0.33 2.00 W 1> Frm -1.51 -3.15 -1.16 -0.65 <W 1 Frm 1.16 -0.65 1.51 -3.15 W2> Frm -1.88 -2.35 -0.80 0.15 <W2 Frm 0.80 0.15 1.88 -2.35 MW Frm - - - - MW Frm 0.67 0.91 1.66 -0.91 MW Frm - - - - MW Frm -1.66 -0.9I -0.67 0.91 CU Frm - - - - L Frm 0.33 2.00 -0.33 2.00 E> Frm -0.10 -0.13 -0.10 0.13 EG+ Frm - 0.05 - 0.05 <E Frm 0.10 0.13 0.10 -0.13 EG- Frm - -0.05 - -0.05 WPR Frm 0.61 -2.10 -0.53 -1.70 WB1> Brc -0.02 -0.03 0.02 1.01 <WBI Brc 0.02 0.02 -0.02 1.76 -1.01 W B2> Brc -0.02 -0.03 0.02 - 1.01 <WB2 Brc 0.02 0.02 -0.02 1.76 -1.01 WPL Frm 0.53 -1.70 -0.61 - -2.10 WB3> Brc -0.02 -0.03 0.02 - 1.02 <WB3 Brc 0.02 0.02 -0.02 1.76 -1.01 WB4> Brc -0.02 -0.03 0.02 - 1.02 <WB4 Brc 0.02 0.02 -0.02 1.76 -1.01 MWB Brc -0.02 -0.03 0.02 - 0.97 MWB Brc - - - - - MWB Brc 0.02 0.02 -0.02 •1.68 -0.96 File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 1/2/2014 BUTLER Butter Manufacturing 13-023088 Calculations Package Time: 01:24 PM �..�......-��. _ Page: 11 of 50 MWB Elm 0.-9 B> Brc EEB I Brc I I 0.33 I 0.191 Frame Reactions - Factored Load Cases at Frame Cross Section: 2 Nnte• All reartinnc hacerl nn 9nd nrdrr ctnirtural analvcic ucina thr liirart Analvcic Mrthnd File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. . X -Loc 0/0/0 17/0/0 Gridl -Grid2 2-13 2-A Ld Descri tion Hx vy Hx Hz I V Cs (application factor not shown k k k k k D + CG + L> 0.39 2.44 -0.39 2.44 2 D + CG + <L 0.39 2.44 -0.39 2.44 3 D + CG + W 1> -0.85 -1.45 -0.75 0.05 4 D + CG + <W I 0.75 0.05 0.85 -1.45 5 D+ CG + W2> -1.07 -0.97 -0.54 0.53 6 D + CG + <W2 0.54 0.53 1.07 -0.97 7 MW -Wall: I - - - - 8 MW - Wall: 2 0.40 0.55 1.00 -0.55 9 MW - Wall: 3 - - - - 10 MW - Wall: 4 -1.00 -0.55 -0.40 0.55 11 D+CU+WI> -0.87 -1.63 -0.73 -0.13 12 D+CU+<WI 0.73 -0.13 0.87 -1.63 13 D+CU+W2> -1.09 -1.15 -0.51 0.35 14 D+CU+<W2 0.51 0.35 1.09 -1.15 15 D+CG+L+WI> -0.37 0.52 -0.83 1.64 16 D + CG + L + <W 1 0.83 1.64 0.37 0.52 17 D+CG+L+W2> -0.54 0.88 -0.67 2.01 18 D+CG+L+<W2 0.67 2.01 0.54 0.88 19 D + CG + E> + EG+ -0.03 0.36 -0.15 0.59 20 D + CG + <E + EG+ 0.15 0.59 0.03 0.36 21 D+CU+E>+EG- -0.06 0.11 -0.12 0.34 22 D + CU + <E + EG- 0.12 0.34 0.06 0.11 - 31 D + CG + WPR + WBI> 0.41 -0.84 -0.37 0.02 32 D+CU+WPR+WBI> 0.39 -1.02 -0.34 -0.15 33 D+CG+L+WPR +WB1> 0.58 0.98 -0.54 1.63 34 D+CG+WPR +<WBI 0.43 -0.81 -0.39 1.06 -1.19 35 D+CU+WPR+<WB1 0.41 -0.99 -0.36 1.06 -1.36 36 D+CG+L+WPR+<WBI 0.59 1.00 -0.55 0.79 0.72 37 D + CG + WPR + WB2> 0.41 -0.84 -0.37 - 0.02 38 D+CU+WPR+WB2> 0.39 -1.02 -0.34 -0.15 39 D + CG + L + WPR + WB2> 0.58 0.98 -0.54 1.63 40 D + CG + WPR + <W132 0.43 -0.81 -0.39 1.06 -1.19 41 D+CU+WPR+<WB2 0.41 -0.99 -0.36 1.06 -1.36 42 D + CG + L + WPR + <W132 0.59 1.00 -0.55 0.79 0.72 43 D+CG+WPL +WB3> 0.37 -0.60 -0.41 - -0.21 44 D + CU + WPL + W133> 0.34 -0.78 -0.39 -0.39 45 D + CG + L + WPL + W133> 0.54 1.16 -0.58 1.45 46 D+CG+WPL+<WB3 0.39 -0.57 -0.43 1.06 -1.43 47 D+CU+WPL +<W63 0.36 -0.75 -0.41 1.06 -1.60 48 D+CG+L+WPL +<W63 0.55 1.18 -0.59 0.79 0.54 49 D + CG + WPL + W B4> 0.37 -0.60 -0.41 - -0.21 50 D+CU+WPL +WB4> 0.34 -0.78 -0.39 -0.39 51 D + CG + L + WPL + WB4> 0.54 1.16 -0.58 1.45 52 D+CG+WPL +<WB4 0.39 -0.57 -0.43 1.06 -1.43 53 D + CU + WPL + <W134 0.36 -0.75 -0.41 1.06 -1.60 54 D + CG + L + WPL + <W134 0.55 1.18 -0.59 0.79 0.54 55 MWB- Wall: 1 -0.01 -0.02 0.01 - 0.58 56 MWB - Wall: 2 - - - - - 57 MWB- Wall: 3 0.01 0.01 -0.01 1.01 -0.58 58 MWB- Wall: 4 - - - - - 59 D + CG + Fj + EG+ + EB> 0.03 0.44 -0.08 0.68 60 D + CG + E> + EG+ + EB> -0.03 0.36 -0.15 0.64 61 D + CG + <E + EG+ + EB> 0.08 0.51 -0.03 0.61 62 D + CG + <E + EG+ + EB> 0.15 0.59 0.03 0.41 63 D + CU + E> + EG- + EB> 0.01 0.19 -0.06 0.44 64 D + CU + E> + EG- + EB> -0.06 0.11 -0.12 0.40 File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. . Date: 1/2/2014 BUTLER 6urlat Manufacturing 13-023088 Calculations Package Time: 01:24 PM ~�- - Page: 12 of 50 Grid 65 D+CU+<E+ EG-+ EB> 0.06 0.26 -0.01 Load 0.37 Load Uplift Load VrtDown 66 D+ CU + <E + EG- + EB> 0.12 0.34 0.06 0.16 (-Hx) Case (Hx) Case 69 D + CG + E> + EG+ + <EB ' 0.03 0.44 -0.08 0.30 0.33 Case (-Mzz) Case (Mzz) 70 D + CG + E> + EG+ + <EB -0.03 0.36 -0.15 0.09 0.54 k k 71 D + CG + <E + EG+ + <EB 0.08 0.51 -0.03 0.30 0.27 0/0/0 2-13 1.1 72 D + CG + <E + EG+ + <EB 0.15 0.59 0.03 0.09 0.31 1.63 11 2.44 73 D + CU + E> + EG- + <EB 0.01 0.19 -0.06 0.30 0.09 15 1.1 14 - 74 D + CU + E> + EG- + <EB -0.06 0.11 -0.12 0.09 0.29 75 D + CU + <E + EG- + <EB 0.06 0.26 -0.01 0.30 0.02 76 D + CU + <E + EG- + <EB 0.12 0.34 0.06 0.09 0.06 Maximum Combined Reactions Summary with Factored Loads - Framing nr-. All --f;- h ... A as 1-I ^,A,, tn -t-1 n -luck a the rl -t Anniveic KAPthM X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load VrtDown Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k k k k k) (in -k) I (in -k 0/0/0 2-13 1.1 13 0.8 16 1 1.63 11 2.44 17/0/0 2-A 0.8 15 1.1 14 - 1.06 34 1.63 12 2.44 1 1 17/0/0 1 A-2 I Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. J File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 1/2/2014 BUTLER e�tle. moourxeur�og 13-023088 Calculations Package Time: 01:24 PM Page: 13 of 50 Building Loading - Expanded Report Shape: Electrical Control Room Loads and Codes - Shape: Electrical Control Room City: Richvale County: Butte State: California Country: United States Building Code: California State Building Standards Code - 2013 Edition Built Up: I OAISC - ASD Rainfall: 0.10 inches per hour Based on Building Code: 2012 International Building Code Cold Form: 07AIS[ - ASD 3000.00 psi Concrete Building Use: Standard Occupancy Structure Dead and Collateral Loads Collateral Gravity:0.00 psf Gust Factor: 1.0000 Frame Weight (assumed for seismic):2.50 psf Collateral Uplift: 0.00 psf Wind Importance Factor: 1.000 Side Type Mag Units Shape Applied to Description A D 2.543 psf Entire Frm Covering Weight - 26 Butlerib II Unpunched+ Secondary Weight 1.59: Roof: A A D 0.950 psf Entire Pur Covering Weight - 26 Butlerib II Unpunched : Roof: A B D 2.543 psf Entire Frm Covering Weight -26 Butlerib II Unpunched + Secondary Weight 1.59: Roof: B B D 0.950 psf Entire Pur Covering Weight - 26 Butlerib 11 Unpunched : Roof: B Roof Live Load Roof Live Load: 20.00 psf Reducible Wind Load Wind Speed: 110.00 (85.21) mph Gust Factor: 1.0000 Wind Enclosure: Enclosed Wind Importance Factor: 1.000 Height Used: 15/0/0 (Type: Eave) Least Horiz. Dimension: 17/0/0 Base Elevation: 0/0/0 Primary Zone Strip Width: 6/0/0 NOT Windbome Debris Region Velocity Pressure: (qz) 30.98 psf Parts/ Portions Zone Strip Width: 3/0/0 Topographic Factor: 1.0000 qz= 0.00256' (1.00)' (110.00)^2 • (1.00) Directionality Factor: 0.8500 The'Low Rise' Method is Used Wind Exposure (Factor): C (0.849) Basic Wind Pressure: 22.35 psf Snow Load Ground Snow Load: 0.00 psf Rain Surcharge: 0.00 Flat Roof Snow: 0.00 psf Snow Exposure Category (Factor): 2 Partially Exposed (1.00) Design Snow (Sloped): 0.00 psf Thermal Category (Factor): Heated (1.00) Snow Accumulation Factor: 1.000 Unobstructed, Slippery Snow Importance: 1.000 Slope Reduction: 1.00 Ground/ Roof Conversion: 0.70 Slope Used: 4.764 ( 1.000:12 ) Seismic Load Mapped Spectral Response - Ss:56.00 %g % Snow Used in Seismic: 0.00 Mapped Spectral Response - S 1:23.00 %g Seismic Snow Load: 0.00 psf Seismic Design Category: D Frame Redundancy Factor: 1.3000 Seismic Importance: 1.000 Brace Redundancy Factor: 1.3000 Frame Seismic Factor (Cs): 0.1442x W Soil Profile Type: Stiff soil (D, 4) Brace Seismic Factor (Cs): 0.1553x W Diaphragm Condition: Flexible Framing R -Factor: 3.5000 Framing Fundamental Period: 0.2044 Bracing R -Factor: 3.2500 Bracing Fundamental Period: 0.1289 Fundamental Period Height Used: 12/0/0 Design Spectral Response - Sds: 0.5047 Design Spectral Response - Shc : 0.2975 Side Type Mag Units Shape Applied to Description I E 0.190 psf Entire Frm Seismic: Covering Weight - 26 Butlerib It Punched+ Secondary Weight 0.37: Wall: 1 I E 0.204 psf Entire Brc Seismic: Covering Weight - 26 Butlerib 11 Punched+ Secondary Weight 0.37: Wall: 1 2 E 0.188 psf Entire Frm Seismic: Covering Weight -26 Butlerib It Punched + Secondary Weight 0.35: Wall:2 2 E 0.202 psf Entire Brc Seismic: Covering Weight - 26 Butlerib 11 Punched+ Secondary Weight 0.35: Wall: 2 4 E 0.188 psf Entire Frm Seismic: Covering Weight - 26 Butlerib II Punched+ Secondary Weight 0.35: Wall: 4 4 E 0.202 psf Entire Brc Seismic: Covering Weight - 26 Butlerib 11 Punch ed+ Secondary Weight 0.35: Wall: 4 A E 0.727 psf Entire Frm Seismic: Covering Weight - 26 Butlerib It Unpunched+ Secondary Weight 1.59 + (Includes 2.500 Frame Weight) : Roof: A File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 1/2/2014 BC/TLER Butlet Manufacturing 13-023088 Calculations Package Time: 01:24 PM Page: 14 of 50 A E 0.783 psf Entire Brc Seismic: Covering Weight - 26 Butlerib 11 Unpunched + Secondary Weight 1.59 + (Includes 2.500 Frame Weight) : Roof: A B E 0.727 psf Entire Frm Seismic: Covering Weight -26 Butlerib II Unpunched + Secondary Weight 1.59+ (Includes 2.500 Frame Weight) : Roof: B B E 0.783 psf Entire Brc Seismic: Covering Weight - 26 Butlerib 11 Unpunched+ Secondary Weight 1.59 + (Includes 2.500 Frame Weight) : Roof: B Deflection Conditions Frames are vertically supporti ng: 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 Load Combinations - 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 + 0.600 W 1> D + CG + W I> 4 System 1.000 1.0 D + 1.0 CG + 0.600 <W 1 D + CG + <W 5 System 1.000 1.0 D + 1.0 CG + 0.600 W2> D + CG + W2> 6 System 1.000 1.0D+I.0CG+0.600<W2 D+CG+<W2 7 System 1.000 0.600 MW MW - Wall: 1 8 System 1.000 0.600 MW MW - Wall: 2 9 System 1.000 0.600 MW MW - Wall: 3 10 System 1.000 0.600 MW MW - Wall: 4 11 System 1.000 0.600 D + 0.600 CU + 0.600 W 1> D + CU + W 1 > 12 System 1.000 0.600 D + 0.600 CU + 0.600 <W 1 D + CU + <W 1 13 System 1.000 0.600 D + 0.600 CU + 0.600 W2> D+CU+W2> 14 System 1.000 0.600D+0.600 CU+0.600<W2 D+CU+<W2 15 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 W I> D + CG + L + W I> 16 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 <W 1 D + CG + L + <W 1 17 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 W2> D + CG + L + W2> 18 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 <W2 D + CG + L + <W2 19 System 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ D + CG + E> + EG+ 20 System 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ D + CG + <E + EG+ 21 System 1.000 0.600 D + 0.600 CU + 0.910 F> + 0.700 EG- D + CU + E> + EG - 22 System 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- D + CU + <E + EG - 23 Special 1.000 1.0 D + 1.0 CG + 1.750 E> + 0.700 EG+ D + CG + E> + EG+ 24 Special 1.000 1.0 D + 1.0 CG + 1.750 <E + 0.700 EG+ D + CG + <E + EG+ 25 Special 1.000 0.600 D + 0.600 CU + 1.750 E> + 0.700 EG- D + CU + E> + EG - 26 Special 1.000 0.600 D + 0.600 CU + 1.750 <E + 0.700 EG- D + CU + <E + EG - 27 OMF Connection 1.000 1.0 D + 1.0 CG + 2.450 F> + 0.700 EG+ D + CG + E> + EG+ 28 OMF Connection 1.000 LO D + 1.0 CG + 2.450 <E + 0.700 EG+ D + CG + <E + EG+ 29 OMF Connection 1.000 0.600 D + 0.600 CU + 2.450 E> + 0.700 EG- D + CU + E> + EG - 30 OMF Connection 1.000 0.600 D + 0.600 CU + 2.450 <E + 0.700 EG- D + CU + <E + EG - 31 System Derived 1.000 1.0 D + 1.0 CG + 0.600 WPR + 0.600 WB I> D+CG+WPR+WB1> 32 System Derived 1.000 0.600 D+0.600 CU+0.600 WPR +0.600 WBI> D+CU+ WPR+ WBI> 33 System Derived 1.000 1.0 D+ 1.0 CG+0.750 L+0.450 WPR +0.450 WBI> D+CG+L+ WPR+ WBI> 34 System Derived 1.000 I.0D+I.0CG+0.600 WPR +0.600<WBl D+CG+WPR +<WB1 35 System Derived 1.000 0.600D+0.600CU+0.600WPR +0.600<WB1 D+CU+WPR+<WB1 36 System Derived 1.000 I.0D+I.0CG+0.750L+0.450WPR +0.450<WBI D+CG+L+WPR +<WBI 37 System Derived 1.000 1.0 D + 1.0 CG + 0.600 WPR + 0.600 W B2> D + CG + WPR + W B2> 38 System Derived 1.000 0.600 D + 0.600 CU + 0.600 WPR + 0.600 W B2> D + CU +WPR + W B2> 39 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 WPR + 0.450 W B2> D + CG + L + WPR + W B2> 40 System Derived 1.000 1.0 D + 1.0 CG + 0.600 WPR + 0.600 <W132 D + CG +WPR + <W B2 41 System Derived 1.000 0.600 D + 0.600 CU + 0.600 WPR + 0.600 <WI32 D+CU+WPR+<WB2 42 System Derived 1.000 1.0 D + l.0 CG + 0.750 L + 0.450 WPR + 0.450 <W132 D + CG + L + WPR + <W132 43 System Derived 1.000 1.0 D + 1.0 CG + 0.600 W PL + 0.600 W133> D + CG + W PL + W B3> 44 System Derived 1.000 0.600 D + 0.600 CU .+ 0.600 W PL + 0.600 W B3> D + CU + W PL + W B3> 45 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 W PL + 0.450 W B3> D + CG + L + W PL + W B3> 46 System Derived 1.000 1.0 D + 1.0 CG + 0.600 W PL + 0.600 <W133 D + CG + W PL + <W133 47 System Derived 1.000 0.600 D + 0.600 CU + 0.600 W PL + 0.600 <W133 D + CU + W PL + <W B3 48 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 W PL + 0.450 <W133 D + CG + L + W PL + <W133 49 System Derived 1.000 1.0 D + 1.0 CG'+ 0.600 W PL + 0.600 W134> D + CG + W PL + W B4> 50 System Derived 1.000 0.600 D + 0.600 CU + 0.600 W PL + 0.600 W134> D + CU + W PL + W B4> 51 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 W PL + 0.450 W B4> D + CG + L + W PL + W B4> 52 System Derived 1.000 1.0 D + 1.0 CG + 0.600 W PL + 0.600 <W134 D + CG + W PL + <W134 File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 1/2/2014 BUTLER Butler Manufacturing13-023088 Calculations Package Time: 01:24 PM Page: 15 of 50 Origin 53 System Derived 1.000 0.600 D + 0.600 CU + 0.600 W PL + 0.600 <W B4 D + CU + W PL + <W B4 1.000 54 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 W PL + 0.450 <W134 D + CG + L + W PL + <W B4 1.0 D + 0.600 <W 1 55 System Derived 1.000 0.600 MWB MWB -Wall: 1 D+ W2> 56 System Derived 1.000 0.600 MWB MWB - Wall: 2 5 57 System Derived 1.000 0.600 MWB MWB - Wall: 3 System 58 System Derived 1.000 0.600 MWB MWB - Wall: 4 1.000 59 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.700 EG++ 0.910 EB> D + CG + E> + EG+ + EB> 1.0 D + 0.600 <W4 60 System Derived 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 EB> D + CG + E> + EG+ + EB> MW -Wall: l 61 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.700 EG+ + 0.910 EB> D + CG + <E + EG+ + EB> 11 62 System Derived 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG++ 0.273 EB> D + CG + <E + EG+ + EB> System 63 System Derived 1.000 0.600 D + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 EB> D + CU + E> + EG- + EB> 1.000 64 System Derived 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG-+ 0.273 EB> D + CU + E> + EG- + EB> 1.0 D + 0.700 <E 65 System Derived 1.000 0.600 D + 0.600 CU + 0.273 <E + 0.700 EG-+ 0.910 EB> D + CU + <E + EG- + EB> D + CG + W 1> 66 System Derived 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG-+ 0.273 EB> D + CU + <E + EG- + EB> 17 67 Special 1.000 1.0 D + 1.0 CG + 1.750 EB> + 0.700 EG+ D + CG + EB> + EG+ System Derived 68 Special 1.000 0.600 D + 0.600 CU + 1.750 EB> + 0.700 EG- D + CU + EB> + EG - 1.000 69 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.700 EG++ 0.910 <EB D + CG + E> + EG+ + <EB 1.0 D + 1.0 CG + 0.600 <W3 70 System Derived 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG++ 0.273 <EB D + CG + E> + EG+ + <EB D + CG + W4> 71 System Derived 1.000 1.0 D + 1.0 CO + 0.273 <E + 0.700 EG+ + 0.910 <EB D + CG + <E + EG+ + <EB 23 72 System Derived 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB System Derived 73 System Derived 1.000 0.600 D + 0.600 CU + 0.273 E> + 0.700 EG-+ 0.910 <EB D + CU + Fj + EG- + <EB 1.000 74 System Derived 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 <EB D + CU + E> + EG- + <EB 0.600 D + 0.600 CU + 0.600 <W2 75 System Derived 1.000 0.600 D + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 <EB D + CU + <E + EG- + <EB D + CU + W 3> 76 System Derived 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 <EB D + CU + <E + EG- + <EB 29 77 Special 1.000 1.0 D + 1.0 CG + 1.750 <EB + 0.700 EG+ D + CG + <EB + EG+ System Derived 78 Special 1 1.000 10.600 D + 0.600 CU + 1.750 <EB + 0.700 EG- ID + CU + <EB + EG- Desien Load Combinations - Bracine No. Origin Factor I Application Description 1 System 1.000 1.0 D+0.600 W I> D + W I> 2 System 1.000 1.0 D + 0.600 <W 1 D + <W1 3 System 1.000 1.0 D+0.600 W2> D+ W2> 4 System 1.000 I.0D+0.600<W2 D+<W2 5 System 1.000 1.0 D + 0.600 W3> D + W3> 6 System 1.000 1.0 D + 0.600 <W3 D + <W3 7 System 1.000 1.0 D + 0.600 W4> D + W4> 8 System 1.000 1.0 D + 0.600 <W4 D + <W4 9 System 1.000 0.600 MW MW -Wall: l 10 System 1.000 0.600 MW MW - Wall: 2 11 System 1.000 0.600 MW MW - Wall: 3 12 System 1.000 0.600 MW MW - Wall: 4 13 System 1.000 1.0 D + 0.700 E> D + E> 14 System 1.000 1.0 D + 0.700 <E D + <E 15 System Derived 1.000 1.0 D + 1.0 CG + 0.600 W 1> D + CG + W 1> 16 System Derived 1.000 1.0 D + 1.0 CG + 0.600 <W 1 D+ CG + <W 1 17 System Derived 1.000 1.0 D + 1.0 CG + 0.600 W2> D + CG + W2> 18 System Derived 1.000 1.0 D + 1.0 CG + 0.600 <W2 D + CG + <W2 19 System Derived 1.000 1.0 D + 1.0 CG + 0.600 W3> D + CG + W> 20 System Derived 1.000 1.0 D + 1.0 CG + 0.600 <W3 D + CG + <W 3 21 System Derived 1.000 1.0 D + 1.0 CG + 0.600 W4> D + CG + W4> 22 System Derived 1.000 1.0 D + 1.0 CG + 0.600 <W4 D + CG + <W4 23 System Derived 1.000 0.600 D + 0.600 CU + 0.600 W 1> D + CU + W I > 24 System Derived 1.000 0.600 D + 0.600 CU + 0.600 <W 1 D + CU + <W 1 25 System Derived 1.000 0.600 D + 0.600 CU + 0.600 W2> D + CU + W 2> 26 System Derived 1.000 0.600 D + 0.600 CU + 0.600 <W2 D + CU + <W2 27 System Derived 1.000 0.600 D + 0.600 CU + 0.600 W3> D + CU + W 3> 28 System Derived 1.000 0.600 D + 0.600 CU + 0.600 <W3 D + CU + <W 3 29 System Derived 1.000 0.600 D + 0.600 CU + 0.600 W4> D + CU + W4> 30 System Derived 1.000 0.600 D + 0.600 CU + 0.600 <W4 D + CU + <W4 31 System Derived 1.000 1.0 D + 1.0 CG + 0.700 E> + 0.700 EG+ D + CG + E> + EG+ 32 System Derived 1.000 1.0 D + 1.0 CG + 0.700 <E + 0.700 EG+ D + CG + <E + EG+ 33 System Derived 1.000 0.600 D + 0.600 CG + 0.700 E> + 0.700 EG- D + CG + E> + EG - 34 System Derived 1 1.000 10.600 D + 0.600 CG + 0.700 <E + 0.700 EG- ID + CG + <E + EG- - Purlin System 1 1.000 11.0 D + 1.0 CG + 1.0 L ID + CG + L File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 1/2/2014 BUTLER B.U., M-0 1. 13-023088 Calculations Package Time: 01:24 PM Page: 16 of 50 No. 2 System Derived 1.000 I.0D+I.0CG+0.600 W1>+0.600WB1> D+CG+WI>+WBI> I 2 3 System Derived 1.000 1.0D+1.0CG+0.600<W2+0.600WBI> D + CG + <W2 + WBI> 1.0 D + 0.600 <W2 1 4 System Derived 1.000 0.600D+0.600CU+0.600W1>+0.600WB1> D+CU+W1>+WB1> + W1> 5 System Derived 1.000 0.600D+0.600 CU + 0.600 <W2 + 0.600 WB I> D+CU+<W2+WB1> 6 System Derived 1.000 I.0D+I.0CG+0.750L+0.450W1>+0.450WB1> D+CG+L+WI>+WBI> 7 System Derived 1.000 I.0D+I.0CG+0.750L+0.450<W2+0.450W131> D + CG + L + <W2 + WBI> 8 System Derived 1.000 I.0D+I.0CG+0.600WI>+0.600<W13I D+CG+WI>+<WBI 9 System Derived 1.000 I.0D+I.0CG+0.600<W2+0.600<WBI D+CG+<W2+<WBI 10 System Derived 1.000 0.600 D + 0.600 CU + 0.600 W1> + 0.600 <WBI D+CU+WI>+<WBI Il System Derived 1.000 0.600D+0.600 CU + 0.600 <W2 + 0.600 <WB I D+CU+<W2+<WB1 12 System Derived 1.000 1.0D+I.0CG+0.750L+0.450W1>+0.450<W13I D+CG+L+WI>+<WBI 13 System Derived 1.000 I.0D+1.0CG+0.750L+0.450<W2+0.450<W131 D + CG + L + <W2 + <WBI 14 System Derived 1.000 1.0 D + 1.0 CG + 0.600 W 1> + 0.600 W B2> D + CG + W1> + W B2> 15 System Derived 1.000 1.0 D + 1.0 CG + 0.600 <W2 + 0.600 W B2> D + CG + <W2 + W132> 16 System Derived 1.000 0.600 D + 0.600 CU + 0.600 W I> + 0.600 WB2> D+CU+WI>+WB2> 17 System Derived 1.000 0.600 D + 0.600 CU + 0.600 <W2 + 0.600 W132> D + CU + <W2 + W B2> 18 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 W1> + 0.450 W B2> D + CG + L + W I> + W132> 19 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 <W2 + 0.450 W B2> D + CG + L + <W2 + W B2> 20 System Derived 1.000 1.0 D + 1.0 CG + 0.600 W I> + 0.600 <W B2 D + CG + W I > + <W132 21 System Derived 1.000 1.0 D + 1.0 CG + 0.600 <W2 + 0.600 <W B2 D + CG + <W2 + <W B2 22 System Derived 1.000 0.600 D + 0.600 CU + 0.600 W I> + 0.600 <W132 D + CU + W I> + <W B2 23 System Derived 1.000 0.600 D + 0.600 CU + 0.600 <W2 + 0.600 <W132 D + CU + <W2 + <W B2 24 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 W1> + 0.450 <W B2 D + CG + L + W I> + <W B2 25 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 <W2 + 0.450 <W B2 D + CG + L + <W2 + <W B2 26 System Derived 1.000 1.0 D + 1.0 CG + 0.600 W1 > + 0.600 W B3> D + CG + W 1> + W B3> 27 System Derived 1.000 1.0 D + 1.0 CG + 0.600 <W2 + 0.600 W B3> D + CG + <W2 + W B3> 28 System Derived 1.000 0.600 D + 0.600 CU + 0.600 W 1> + 0.600 WB3> D+CU+WI>+WB3> 29 System Derived 1.000 0.600 D + 0.600 CU + 0.600 <W2 + 0.600 W B3> D + CU + <W2 + W133> 30 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 W I> + 0.450 WB3> D + CG + L + W 1> + W133> 31 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 <W2 + 0.450 W B3> D + CG + L + <W2 + W B3> 32 System Derived 1.000 1.0 D + 1.0 CG + 0.600 W I> + 0.600 <W133 D + CG + W 1> + <W B3 33 System Derived 1.000 1.0 D + 1.0 CG + 0.600 <W2 + 0.600 <W133 D + CG + <W 2 + <W B3 34 System Derived 1.000 0.600 D + 0.600 CU + 0.600 W 1> + 0.600 <W B3 D + CU + W 1> + <W B3 35 System Derived 1.000 0.600 D + 0.600 CU + 0.600 <W2 + 0.600 <W B3 D + CU + <W2 + <W133 36 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 W I> + 0.450 <W133 D + CG + L + W1> + <W133. 37 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 <W2 + 0.450 <W133 D + CG + L + <W2 + <W133 38 System Derived 1.000 1.0 D + 1.0 CG + 0.600 W I> + 0.600 W B4> D + CG + W l> + W134> 39 System Derived 1.000 1.0 D + 1.0 CG + 0.600 <W2 + 0.600 W134> D + CG + <W2 + W B4> 40 System Derived 1.000 0.600 D + 0.600 CU + 0.600 W1> + 0.600 W B4> D + CU + W1 > + W134> 41 System Derived 1.000 0.600 D + 0.600 CU + 0.600 <W2 + 0.600 W134> D + CU + <W 2 + W B4> 42 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 W 1> + 0.450 W130 D + CG + L + W I> + W B4> 43 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 <W2 + 0.450 W134> D + CG + L + <W2 + W134> 44 System Derived 1.000 1.0 D + 1.0 CG + 0.600 W1> + 0.600 <W B4 D + CG + W I> + <W B4 45 System Derived 1.000 1.0 D + 1.0 CG + 0.600 <W2 + 0.600 <W134 D + CG + <W2 + <W134 46 System Derived 1.000 0.600 D + 0.600 CU + 0.600 W 1> + 0.600 <W134 D + CU + W l> + <W B4 47 System Derived 1.000 0.600 D + 0.600 CU + 0.600 <W2 + 0.600 <W134 D + CU + <W2 + <W B4 48 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 W I> + 0.450 <W B4 D + CG + L + W I> + <W B4 49 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 <W2 + 0.450 <W134 D + CG + L + <W2 + <W134 50 System Derived 1.000 1.0 D + 1.0 CG + 0.700 EB> + 0.700 EG+ D + CG + EB> + EG+ 51 System Derived 1.000 0.600 D + 0.600 CU + 0.700 EB> + 0.700 EG- D + CU + EB> + EG - 52 System Derived 1.000 1.0 D + 1.0 CG + 0.700 <EB + 0.700 EG+ D + CG + <EB + EG+ 53 1 System Derived 1 1.000 10.600 D + 0.600 CU + 0.700 <EB + 0.700 EG- ID + CU + <EB + EG - Design Load Combinations - Girt Design Load Combinations - Roof- Panel No. No. Origin I Factor I Application Description System I 2 System System 1 1.000 1.000 0.600 W 1> 0.600 <W2 W I> <W2 Design Load Combinations - Roof- Panel No. Load Combinations - Wall - System 1 1.000 10.600 W 1> 1> File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Origin Factor Ipplication Description I System 1.000 1.0 D+ 1.0 L D+ L 2 System 1.000 1.0 D + 0.600 <W2 1 D + <W2 ID 3 System 1.000 0.600 D + 0.600 W I> + W1> Load Combinations - Wall - System 1 1.000 10.600 W 1> 1> File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 1/2/2014 BUTLER Butler Manufacturing 13-023088 Calculations Package Time: 01:24 PM Page: 17 of 50 2 System 1000 10600<W2 J<W2 UCIICClIV No. 11 WaU VV.I.U...a Ori in • a.V..J- a'. a...... Factor Def H Def V Ap ication Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 0 180 0.420 W I> W I> 3 System 1.000 0 180 0.420 <W I <W I 4 System 1.000 0 180 0.420 W2> W2> 5 System 1.000 0 180 0.420 <W2 <W2 6 System 1.000 0 180 0.420 WPL WPL 7 System 1.000 0 180 0.420 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 - 10 System 1.000 60 0 0.420 W I> W I> I I System 1.000 60 0 0.420 <W I <W I 12 System 1.000 60 0 0.420 W2> W2> 13 System 1.000 60 0 0.420 <W2 <W2 14 System 1.000 60 0 0.420 WPL WPL 15 System 1.000 60 0 0.420 WPR JWPR UCIICCUUII -rau-nau......u.-- No. Origin . Factor .... Deflection Application Description I System 1.000 150 1.0 L L 2 System 1.000 180 0.420 W I> W I> :�l 3 S stem 1.000 180 0.420 <W2 <W2 I ..-. I .:.....:...... -:.d UCIICClIV No. 11 WAU <.VIIaU...aa1V V�-aaVa Origin Factor Deflection Application Description I System 1.000 90 0.420 W 1> W I> 2 S stem 1.000 90 0.420 <W2 <W2 Load Co Factor 1.000 Load Type Descriptions D Material Dead Weight C Collateral Load CG Collateral Load for Gravity Cases CU Collateral Load for Wind Cases L Roof Live Load ASL^ Alternate Span Live Load, Shifted Right ^ASL Alternate Span Live Load, Shifted Left PL2 Partial Live, Full, 2 Spans L> Live - Notional Right <L Live -Notional Left S Snow Load USI' Unbalanced Snow Load 1, Shifted Right *USI Unbalanced Snow Load 1, Shifted Left US2" Unbalanced Snow Load 2, Shifted Right 'US2 Unbalanced Snow Load 2, Shifted Left SD Snow Drift Load SS Sliding Snow Load RS Rain Surcharge Load PFI Partial Load, Full, I Span -PHI Partial Load, Half, I Span PF2 Partial Load, Full, 2 Spans PH2 Partial Load, Half, 2 Spans S> Snow - Notional Right <S Snow - Notional Left SMS Specified Min. Roof Snow SMS> Specified Min. Roof Snow - Notional Right <SMS Specified Min. Roof Snow - Notional Left PSI Partial Load, Half Span I PS2 Partial Load, Half Span 2 W Wind Load W I> Wind Load, Case I, Right <W 1 Wind Load, Case 1, Left W2> Wind Load, Case 2, Right <W2 Wind Load, Case 2, Left W3> Wind Load, Case 3, Right <W3 Wind Load, Case 3, Left W4> Wind Load, Case 4, Right <W4 Wind Load, Case 4, Left W5> Wind Load, Case 5, Right <W5 Wind Load, Case 5, Left W6> Wind Load, Case 6, Right <W6 Wind Load, Case 6, Left WP Wind Load, Parallel to Ridge WPR Wind Load, 11 Ridge, Right WPL Wind Load, 11 Ridge, Left WPAI Wind Parallel - Ref A, Case I W PA2 Wind Parallel - Ref A, Case 2 W PB I Wind Parallel - Ref B, Case I W PB2 Wind Parallel - Ref B, Case 2 W PC I Wind Parallel - Ref C, Case I W PC2 W ind Parallel - Ref C, Case 2 W PD I Wind Parallel - Ref D, Case I W PD2 -Wind Parallel - Ref D, Case 2 W B I> Wind Brace Reaction, Case I, Right <WBI Wind Brace Reaction, Case I, Left WB2> Wind Brace Reaction, Case 2, Right <WB2 Wind Brace Reaction, Case 2, Left WB3> Wind Brace Reaction, Case 3, Right <W B3 Wind Brace Reaction, Case 3, Left W B4> Wind Brace Reaction, Case 4, Right <WB4 Wind Brace Reaction, Case 4, Left WB5> Wind Brace Reaction, Case 5, Right File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. sur�ER Date: 1/2/2014 Butter Manufacturing 13-023088 Calculations Package Time: 01:24 PM Page: 18 of 50 <WB5 Wind Brace Reaction, Case 5, Left WB6> Wind Brace Reaction, Case 6, Right <WB6 Wind Brace Reaction, Case 6, Left MW Minimum Wind Load MW B Minimum Wind Bracing Reaction E Seismic Load E> Seismic Load, Right <E Seismic Load, Left EG Vertical Seismic Effect EG+ Vertical Seismic Effect, Additive EG- Vertical Seismic Effect, Subtractive EB> Seismic Brace Reaction, Right <EB Seismic Brace Reaction, Left FL Floor Live Load FL* Alternate Span Floor Live Load, Shifted Right *FL Alternate Span Floor Live Load, Shifted Left FD Floor Dead Load AL Auxiliary Live Load AL*> Auxiliary Live Load, Right, Right *AL> Auxiliary Live Load, Right, Left <AL* Auxiliary Live Load, Left, Right <*AL Auxiliary Live Load, Left, Left AL* Aux Live, Right *AL Aux Live, Left AL*>(I) Auxiliary Live Load, Right, Right, Aisle I *AL>(I) Auxiliary Live Load, Right, Left, Aisle l <AL*(I) Auxiliary Live Load, Left, Right, Aisle I <*AL(1) Auxiliary Live Load, Left, Left, Aisle I AL*(1) Aux Live, Right, Aisle I *AL(1) Aux Live, Left, Aisle I AL*>(2) Auxiliary Live Load, Right, Right, Aisle 2 *AL>(2) Auxiliary Live Load, Right, Left, Aisle 2 <AL*(2) Auxiliary Live Load, Left, Right, Aisle 2 <*AL(2) Auxiliary Live Load, Left, Left, Aisle 2 AL*(2) Aux Live, Right, Aisle 2 *AL(2) Aux Live, Left, Aisle 2 AL*>(3) Auxiliary Live Load, Right, Right, Aisle 3 *AL>(3) Auxiliary Live Load, Right, Left, Aisle 3 <AL*(3) Auxiliary Live Load, Left, Right, Aisle 3 <*AL(3) Auxiliary Live Load, Left, Left, Aisle 3 AL*(3) Aux Live, Right, Aisle 3 *AL(3) Aux Live, Left, Aisle 3 AL*>(4) Auxiliary Live Load, Right, Right, Aisle 4 *AL>(4) Auxiliary Live Load, Right, Left, Aisle 4 <AL*(4) Auxiliary Live Load, Left, Right, Aisle 4 <*AL(4) Auxiliary Live Load, Left, Left, Aisle 4 AL*(4) Aux Live, Right, Aisle 4 *AL(4) Aux Live, Left, Aisle 4 AL*>(5) Auxiliary Live Load, Right, Right, Aisle 5 *AL>(5) Auxiliary Live Load, Right, Left, Aisle 5 <AL*(5) Auxiliary Live Load, Left, Right, Aisle 5 <*AL(5) Auxiliary Live Load, Left, Left, Aisle 5 AL*(5) Aux Live, Right, Aisle 5 *AL(5) Aux Live, Left, Aisle 5 ALB Aux Live Bracing Reaction ALB> Aux Live Bracing Reaction, Right <ALB Aux Live Bracing Reaction, Left WALB> Wind, Aux Live Bracing Reaction, Right <WALB Wind, Aux Live Bracing Reaction, Left ALB>(I) Aux Live Bracing Reaction, Right, Aisle 1 <ALB(l) Aux Live Bracing Reaction, Left, Aisle I WALB>(1) Wind, Aux Live Bracing Reaction, Right, Aisle 1 . <WALB(I) Wind, Aux Live Bracing Reaction, Left, Aisle 1 ALB>(2) Aux Live Bracing Reaction, Right, Aisle 2 <ALB(2) Aux Live Bracing Reaction, Left, Aisle 2 WALB>(2) Wind, Aux Live Bracing Reaction, Right, Aisle 2 <WALB(2) Wind, Aux Live Bracing Reaction, Left, Aisle 2 ALB>(3) Aux Live Bracing Reaction, Right, Aisle 3 <ALB(3) Aux Live Bracing Reaction, Left, Aisle 3 WALB>(3) Wind, Aux Live Bracing Reaction, Right, Aisle 3 <WALB(3) Wind, Aux Live Bracing Reaction, Left, Aisle 3 ALB>(4) Aux Live Bracing Reaction, Right, Aisle 4 <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 UO User Defined Load U l User Defined Load - 1 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 U131 User Brace Reaction - l UB2 User Brace Reaction - 2 UB3 User Brace Reaction - 3 UB4 User Brace Reaction - 4 UB5 User Brace Reaction - 5 UB6 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 File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 1/2/2014 BUTLER Butler Manufacturing 13-023088 Calculations Package Time: 01:24 PM Page: 19 of 50 I <*> 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. s File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. 2 M 4 <*> 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. s File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 1/2/2014 BUTLER Butler Manufacturing 13-023088 Calculations Package Time: 01:24 PM Page: 20 of 50 Bracing - Summary Report, Shape: Electrical Control Room Loads and Codes - Shape: Electrical Control Room City: Richvale County: Butte State: California Country: United States Building Code: California State Building Standards Code - 2013 Edition Built Up: IOAISC - ASD Rainfall: 0.10 inches per hour Based on Building Code: 2012 International Building Code Cold Form: 07AISI - ASD 3000.00 psi Concrete Building Use: Standard Occupancy Structure 1.000 1.0 D + 0.600 W I> Dead and Collateral Loads 2 Roof Live Load Collateral Gravity:0.00 psf Roof Covering+ Second. Dead Load: 2.54 psf Roof Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf 1.000 Wind Load Snow Load Seismic Load Wind Speed: 110.00 (85.21) mph Ground Snow Load: 0.00 psf Mapped Spectral Response - Ss:56.00 %g The'Low Rise' Method is Used Flat Roof Snow: 0.00 psf Mapped Spectral Response - S1:23.00 %g Wind Exposure (Factor): C (0.849) Design Snow (Sloped): 0.00 psf Seismic Design Category: D Parts Wind Exposure Factor: 0.849 Rain Surcharge: 0.00 Seismic Importance: 1.000 Wind Enclosure: Enclosed Exposure Category (Factor): 2 Partially Exposed (1.00) Framing Fundamental Period: 0.2044 Wind Importance Factor: 1.000 Snow Importance: 1.000 Bracing Fundamental Period: 0.1289 Topographic Factor: 1.0000 Thermal Category (Factor): Heated (1.00) Framing R -Factor: 3.5000 1.000 Ground / Roof Conversion: 0.70 Bracing R -Factor: 3.2500 NOT Windbome Debris Region % Snow Used in Seismic: 0.00 Soil Profile Type: Stiff soil (D, 4) Base Elevation: 0/0/0 Seismic Snow Load: 0.00 psf Diaphragm Condition: Flexible Primary Zone Strip Width: 6/0/0 Unobstructed, Slippery Frame Redundancy Factor: 1.3000 Parts/ Portions Zone Strip Width: 3/0/0 11 Brace Redundancy Factor: 1.3000 Basic Wind Pressure: 22.35 psf 0.600 MW Frame Seismic Factor (Cs): 0.1442 x W 12 System Brace Seismic Factor (Cs): 0.1553 x W 0.600 MW MW - Wall: 4 Design Spectral Response - Sd1: 0.2975 System 1.000 Design Spectral Response - Sds: 0.5047 Deflection Conditions 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 Design Load Combinations - Bracing No. Ori in Factor I Application Description System 1.000 1.0 D + 0.600 W I> D + W 1> 2 System 1.000 1.0 D + 0.600 <W 1 D + <W I 3 System 1.000 1.0 D + 0.600 W2> D + W2> 4 System 1.000 I.0D+0.600<W2 D+<W2 5 System 1.000 1.0 D + 0.600 W3> D + W 3> 6 System 1.000 I.0D+0.600<W3 D+<W3 7 System 1.000 1.0 D+ 0.600 W4> D + W4> 8 System 1.000 1.0 D + 0.600 <W4 D + <W4 9 System 1.000 0.600 MW MW -Wall: 1 10 System 1.000 0.600 MW MW - Wall: 2 11 System 1.000 0.600 MW MW - Wall: 3 12 System 1.000 0.600 MW MW - Wall: 4 13 System 1.000 1.0 D + 0.700 E> D + E> 14 System 1.000 1.0 D + 0.700 <E D + <E 15 System Derived 1.000 1.0 D + LO CG + 0.600 W 1> D + CG + W I> 16 System Derived 1.000 1.0 D + 1.0 CG + 0.600 <W 1 D + CG + <W 1 17 System Derived 1.000 1.0 D + 1.0 CG + 0.600 W2> D + CG + W2> 18 System Derived 1.000 1.0 D + 1.0 CG + 0.600 <W2 D + CG + <W2 19 System Derived 1.000 1.0 D + 1.0 CG + 0.600 W3> D + CG + W> 20 System Derived 1.000 1.0 D + 1.0 CG + 0.600 <W3 D + CG + <W 3 21 System Derived 1.000 1.0 D + 1.0 CG + 0.600 W4> D + CG + W 4> 22 System Derived 1.000 1.0 D + 1.0 CG + 0.600 <W4 D + CG + <W4 23 System Derived 1.000 0.600 D + 0.600 CU + 0.600 W 1> D + CU + W I> 24 System Derived 1.000 0.600 D + 0.600 CU + 0.600 <W 1 D + CU + <W 1 25 System Derived 1.000 0.600 D + 0.600 CU + 0.600 W2> D + CU + W2> 26 System Derived 1.000 0.600 D + 0.600 CU + 0.600 <W2 D + CU + <W 2 27 System Derived 1.000 0.600 D + 0.600 CU + 0.600 W> D + CU + W 3> File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 1/2/2014 BUTLER 13-023088 Calculations Package Time:01:24 'PM Butler Manufeewa- L "��"-`-'"� Page: 21 of 50 28 System Derived 1.000 0.600 D + 0.600 CU + 0.600 <W3 D + CU + <W 3 29 System Derived 1.000 0.600 D + 0.600 CU + 0.600 W4> D + CU + W 4> 30 System Derived 1.000 0.600 D + 0.600 CU + 0.600 <W4 D + CU + <W4 31 System Derived 1.000 1.0 D + 1.0 CG + 0.700 E> + 0.700 EG+ D + CG + E> + EG+ 32 System Derived 1.000 1.0 D + 1.0 CG + 0.700 <E + 0.700 EG+ D + CG + <E + EG+ 33 System Derived 1.000 0.600 D + 0.600 CG + 0.700 E> + 0.700 EG- D + CG + E> + EG- 34 Svstem Derived 1.000 0.600 D + 0.600 CG + 0.700 <E + 0.700 EG- D + CG + <E + EG - File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 1/2/2014 BUTLER e�c�erMe��racm,�oa 13-023088 Calculations`Package Time: 01:24 PM Page: 22 of 50 n:.. ---.,r D.....:.... Mo...60.. nom:.... G .............. D...d A Mem. Bracing Length Angle Design Seismic Stress Stress Governing Design Comment No. Sha ft weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Axial k Factor Factor Ratio Load Case Status 1 R 0.375 23.39 23.9 -0.61 1.0000 1.0000 0.240 I.OD+0.600W 1> passed 2 R0.375 23.39 23.9 -0.61 1.0000 1.0000 0.240 I.OD+0.600<W2 passed Mem. End Diagonal Connection Design Information 1 Left Slot: Web Thk = 0.134, Load Case I.OD+0.600W 1>, Factored F = 0.61, 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+0.600W 1>, Factored F = 0.6 1, 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+0.600<W2, Factored F = 0.61, 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+0.600<W2, Factored F = 0.6 1, 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: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. _ R Date: 1/2/2014 BUTLER Butter Manufacturin0 13-023088 Calculations Package Time: 01:24 PM ~~� — Page: 23 of 50 U/ niaonnat n—i— m—h— ni—ian Summwrve Rnnr R Mem. Bracing Length Angle Design Seismic Stress Stress Governing Design Comment No. Sha ft 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 80.375 23.39 23.9 -0.61 1.0000 1.0000 0.240 I.OD+0.600W2> passed 2 R 0.375 23.39 23.9 -0.61 1.0000 1.0000 0.240 I.OD+0.600<W2 passed Mem. End Diagonal Connection Design Information I Left_ Slot: Web Thk = 0.134, Load Case I.OD+0.600W2>, Factored F = 0.6 1, 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+0.600 W2>, Factored F = 0.6 1, 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+0.600<W2, Factored F = 0.6 1, 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+0.600<W2, Factored F = 0.6 1, 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: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 1/2/2014 BUTLER Butler Manufacturing 13-023088 Calculations Package Time: 01:24 PM Page: 24 of 50 ninannnl Rrarina Mrmin— n—ion Gn—m- Cid-11 2 Mem. Bracing R Angle Y Seismic a Stress Governing ninannnl Rrarina Mrmin— n—ion Gn—m- Cid-11 2 Mem. Bracing Length Angle Design Seismic Stress Stress Governing Design Comment No. Shape 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 R0.375 24.49 29.2 -1.22 1.0000 1.0000 0.476 I.OD+I.00G+0.600<W4 passed 2 R0.375 24.49 29.2 -1.22 1.0000 1.0000 0.476 I.OD+I.00G+0.600W4> passed Mem. End Diagonal Connection Design Information I Left Slot: Web Thk = 0.134, Load Case LOD+I.00G+0.600<W4, Factored F = 1.22, 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+I.00G+0.600<W4, Factored F = 1.22, 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+0.600W4>, Factored F = 1.22, 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+I.00G+0.600W4>, Factored F = 1.22, 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: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 1/2/2014 BUTLER 13-023088 Calculations Package Time: 01:24 PM Page: 25 of 50 Y Y j .r File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 1/2/2014 BUTLER Butler Manufacturing 13-023088 Calculations Package Time: 01:24 PM Page: 26 of 50 Secondary - Summary Report Loads and Codes - Shape: Electrical Control Room City: Richvale County: Butte State: California Country: United States Building Code: California State Building Standards Code - 2013 Edition Built Up: I OAISC - ASD Rainfall: 0.10 inches per hour Based on Building Code: 2012 International Building Code Cold Form: 07AISI - ASD 3000.00 psi Concrete Building Use: Standard Occupancy Structure Dead and Collateral Loads Root Live Load Collateral Gravity:0.00 psf Roof Covering + Second. Dead Load: 2.54 psf Roof Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf Wind Load Wind Speed: 110.00 (85.21) mph The'Low Rise' Method is Used Wind Exposure (Factor): C (0.849) Parts Wind Exposure Factor: 0.849 Wind Enclosure: Enclosed Wind Importance Factor: 1.000 Topographic Factor: 1.0000 NOT Windborne Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 6/0/0 Parts / Portions Zone Strip Width: 3/0/0 Basic Wind Pressure: 22.35 psf Design Load Combinations - Purlin Snow Load Ground Snow Load: 0.00 psf Flat Roof Snow: 0.00 psf Design Snow (Sloped): 0.00 psf Rain Surcharge: 0.00 Exposure Category (Factor): 2 Partially Exposed (1.00) Snow Importance: 1.000 Thermal Category (Factor): Heated (1.00) Ground/ Roof Conversion: 0.70 % Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Unobstructed, Slippery Seismic Load Mapped Spectral Response - Ss:56.00 %g Mapped Spectral Response - S1:23.00 %g Seismic Design Category: D Seismic Importance: 1.000 Framing Fundamental Period: 0.2044 Bracing Fundamental Period: 0.1289 Framing R -Factor: 3.5000 Bracing R -Factor: 3.2500 Soil Profile Type: Stiffsoil (D, 4) Diaphragm Condition: Flexible Frame Redundancy Factor: 1.3000 Brace Redundancy Factor:1.3000 Frame Seismic Factor (Cs): 0.1442 x W Brace Seismic Factor (Cs): 0.1553 x W Design Spectral Response - Sd1: 0.2975 Design Spectral Response - Sds: 0.5047 No. Ori in Factor Application Description I System 1.000 1.0 D+ 1.0 CG + 1.0 L D + CG + L 2 System Derived 1.000 1.0D+I.0CG+0.600 W1>+0.600WB1> D + CG + WI> + WBI> 3 System Derived 1.000 I.0D+I.0CG+0.600<W2+0.600WBI> D + CG + <W2 + WBI> 4 System Derived 1.000 0.600D+0.600CU+0.600WI>+0.600WB1> D+CU+WI>+WBI> 5 System Derived 1.000 0.600D+0.600 CU+0.600<W2+0.600WB1> D+CU+<W2+WBI> 6 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 W I> + 0.450 W B 1> D + CG + L + W 1> + W B I> 7 System Derived 1.000 I.0D+I.0CG+0.750L+0.450<W2+0.450WBI> D + CG + L + <W2 + WBI> 8 System Derived 1.000 I.0D+I.0CG+0.600WI>+0.600<WBI D+CG+WI>+<WB1 9 System Derived 1.000 1.0D+I.0CG+0.600<W2+0.600<WBl D+CG+<W2+<WB1 10 System Derived 1.000 0.600D+0.6000U+0.600W1>+0.600<WB1 D+CU+W1>+<WB1 II System Derived 1.000 0.600D+0.600 CU+0.600<W2+0.600<WB1 D+CU+<W2+<WB1 12 System Derived 1.000 1.0D+I.0CG+0.750L+0.450WI>+0.450<WBI D+CG+L+WI>+<WB1 13 System Derived 1.000 I.0D+I.0CG+0.750L+0.450<W2+0.450<WBI ( D + CG + L + <W2 + <WBI 14 System Derived 1.000 1.0 D + 1.0 CG + 0.600 W I> + 0.600 W B2> D + CG + W 1> + W B2> 15 System Derived 1.000 1.0 D + 1.0 CG + 0.600 <W2 + 0.600 W B2> D + CG + <W2 + W B2> 16 System Derived 1.000 0.600 D + 0.600 CU + 0.600 W 1> + 0.600 W B2> D + CU + W 1> + W B2> 17 System Derived 1.000 0.600 D + 0.600 CU + 0.600 <W2 + 0.600 W B2> D + CU + <W2 + W B2> 18 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 W I> + 0.450 W B2> D + CG + L + W 1> + W B2> 19 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 <W2 + 0.450 W B2> D + CG + L + <W2 + W B2> 20 System Derived 1.000 1.0 D + 1.0 CG + 0.600 W 1> + 0.600 <W B2 D + CG + WI > + <W B2 21 System Derived 1.000 1.0 D + 1.0 CG + 0.600 <W2 + 0.600 <W B2 D + CG + <W2 + <W B2 22 System Derived 1.000 0.600 D + 0.600 CU + 0.600 WI > + 0.600 <W B2 D + CU + WI > + <W B2 23 System Derived 1.000 0.600D+0.600 CU + 0.600 <W2 + 0.600 <WB2 D + CU + <W2 + <WB2 24 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 W I > + 0.450 <W B2 D + CG + L + W I> + <W B2 25 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 <W2 + 0.450 <W B2 D + CG + L + <W2 + <W B2 26 System Derived 1.000 1.0 D + 1.0 CG + 0.600 W 1> + 0.600 W B3> D + CG + W I> + W B3> 27 System Derived 1.000 1.0 D + 1.0 CG + 0.600 <W2 + 0.600 W B3> D + CG + <W2 + W B3> 28 System Derived 1.000 0.600 D + 0.600 CU + 0.600 W 1> + 0.600 W B3> D + CU + W 1> + W B3> 29 System Derived 1.000 0.600 D + 0.600 CU + 0.600 <W2 + 0.600 W B3> D + CU + <W2 + W B3> 30 System Derived . 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 W 1> + 0.450 W B3> D + CG + L + W 1> + W B3> 31 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 <W2 + 0.450 W B3> D + CG + L + <W2 + W B3> 32 System Derived 1.000 1.0D+I.0CG+0.600WI>+0.600<WB3 D + CG + WI > + <WB3 33 System Derived 1.000 1.0D+I.0CG+0.600<W2+0.600<WB3 D + CG + <W2 + <WB3 34 System Derived 1.000 0.600 D + 0.600 CU + 0.600 W I> + 0.600 <WB3 D+CU+WI>+<WB3 35 System Derived 1.000 0.600 D + 0.600 CU + 0.600 <W2 + 0.600 <W B3 D + CU + <W2 + <W B3 36 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 W 1> + 0.450 <W B3 D + CG + L + W I> + <W B3 File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 1/2/2014 BUTLER Butler Manufacturing 13-023088 Calculations Package Time: 01:24 PM .,.�...... . ,m Page: 27 of 50 Origin Ori in 37 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 <W2 + 0.450 <W B3 D + CG + L + <W2 + <W B3 I 1.000 1.000 38 System Derived 1.000 1.0 D + 1.0 CG + 0.600 W 1> + 0.600 W B4> D + CG + W 1> + W B4> System 39 System Derived 1.000 1.0D+I.0CG+0.600<W2+0.600WB4> D + CG + <W2 + WB4> 40 System Derived 1.000 0.600 D + 0.600 CU + 0.600 W 1 > + 0.600 W B4> D + CU + W I > + W B4> 41 System Derived 1.000 0.600 D + 0.600 CU + 0.600 <W2 + 0.600 W B4> D + CU + <W2 + W B4> 42 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 W1> + 0.450 W B4> D + CG + L + W1> + W B4> 43 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 <W2 + 0.450 W B4> D + CG + L + <W2 + W B4> 44 System Derived 1.000 1.0 D + 1.0 CG + 0.600 W1> + 0.600 <W B4 D + CG + W 1> + <W B4 45 System Derived 1.000 1.0 D + 1.0 CG + 0.600 <W2 + 0.600 <W B4 D + CG + <W2 + <W B4 46 System Derived 1.000 0.600 D + 0.600 CU + 0.600 W1> + 0.600 <W B4 D + CU + W 1> + <W B4 47 System Derived 1.000 0.600 D + 0.600 CU + 0.600 <W2 + 0.600 <W B4 D + CU + <W2 + <W B4 48 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 W1> + 0.450 <W B4 D + CG + L + W1> + <W B4 49 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 <W2 + 0.450 <W B4 D + CG + L + <W2 + <W B4 50 System Derived 1.000 1.0 D + 1.0 CG + 0.700 EB> + 0.700 EG+ D + CG + EB> + EG+ 51 System Derived 1.000 0.600 D + 0.600 CU + 0.700 EB> + 0.700 EG- D + CU + EB> + EG - 52 System Derived 1.000 1.0 D + 1.0 CG + 0.700 <EB + 0.700 EG+ D + CG + <EB + EG+ 53 Svstem Derived 1.000 0.600 D + 0.600 CU + 0.700 <EB + 0.700 EG- D + CU + <EB + EG- G- vNo. Ori in Factor Application Description 2 System System I 1.000 1.000 0.600 W I> 0.600 <W2 W1> <W2 vNo. Origin Factor Deflection Application Description 1 System 1.000 150 1.0 L L 2 System 1.000 180 0.420 W I> W1> 3 System 1.000 180 0.420 <W2 <W2 No. Origin Factor Deflection Application Description 1 2 System S stem 1.000 1.000 90 90 0.420 W 1> 0.420 <W2 W1> <W2 File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 1/2/2014 BUTLER Bute, Manufacturing 13-023088 Calculations Package Time: 01:24 PM ~�— — Page: 28 of 50 Wall: I 1130 . M�rimum Saonndory Ilaninna Fnr Shenn Flartr:rel (`nn�rnl Rnnm nn Sides 1 Des Id Len ft Description Design Status Detail Lap in. Exterior Interior Exterior % Bnd % Shr % Cmb 7/6 WCs Ld Lap % in. Bnd % Shr % Cmb % We Ld Cs % Bnd % Shr % Cmb % We Ld Cs Lap in. I j 17.0 8.500.060 Z Sim Yes 0.0 1 0.93 10.00 10.00 10.00 1 I I I 1 1 0.42 1 ( L/490 ) 1 8.50 1 1 1 W I> I File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 1/2/2014 BL/TLER Butler Manurac,„rl°a13-023088 Calculations Package Time: 01:24 PM Page: 29 of 50 Wall: 2 iso Dimension Key 2 6" 3 4'-6" M9rim— Sarnnd— noeione fnr Shona Flartri—1 Cnntrnl Un— nn Sid, 9 Des Id Len ft Description Design Status Detail Lap in. Exterior Interior Exterior % Bnd I % Shr % Cmb % We Ld Cs Lap in. % Bnd % % % Shr Cmb We Ld % % Cs Bnd Shr % Cm % We Ld Lap Cs in. I'l 21.5 8.50x0.073 Z Sim Yes 0.0 I.01 0.00 0.62 0.00 I Maximum Secondary Deflections for Shane Electrical Control Room on Side 2 File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 1/2/2014 BUTLER 13-023088 Calculations Package Time: 01:24 PM Page: 30 of 50 Wall: 3 File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 1/2/2014 BL/TLER Butlef Manut=turinp 13-023088 Calculations Package Time: 01:24 PM Page: 31 of 50 Wall: 4. 1130 Dimension Key 1 6" 2 1'-0" 3 4'-0" Maximum.Rprnndnm ❑prions fnr.Rhnnp Flertrieni Cnntrnl Rnnm nn .Ride d Des Len Id ft Description Design Status Detail Lap in. Exterior Interior Exterior % Bnd % Shr % Cm % We Ld Cs Lap in. % Bnd % % Shr Cmb % We Ld Cs % Bnd % Shr % Cmb % We Ld Cs Lap in. I,I I 21.5q 8.500.073 Z Sim Yes 0.0 1 1.01 10.00 10.62 0.00 1 I Design Id I Segment I Deflection in. Ratio I Location ft Load Case I Description I I 0.80 L/323 10.50 1 W I> File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLE_� Date: 1/2/2014 Butler Manufacturing 13-023088 Calculations Package Time: 01:24 PM �. Page: 32 of 50 Roof: A L. M-..:........ C ---..d-..., n--:....- r- Ch..... CI --1r:--1 9-....-1 D -n...... CM. A Des Len Description Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % % % Ld % % % % Ld Lap Id R Frame Status in. Bnd Shr Cmb We Cs in. Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs in. 1,1 23.0 8.50x0.060 Z Sim Yes 0.0 0.93 0.00 0.57 0.00 4 2,1 23.00 8.500.060 Z Sim Yes 0.0 0.73 0.00 0.77 0.00 4 3,1 23.00 8.500.060 EZ Sim Yes 0.0 0.36 0.00 0.40 0.00 19 AA-:........ C ---..d-..., n-rl--.:- fn- ch... Gln-..:-nl i'...L.il o-.... c:d- A Design Id Segment Deflection in. Ratio Location ft Load Case Description I 1 -1.31 ( L/196) 11.00 1 L 2 1 -1.09 ( L/236) 11.00 1 L 3 1 -0.53 L/482 11.00 1 L D...1:.. A..-16 -- 117 -- fn. Ch- GI-M.:-nl !`n *l 1 0- U -f A Do nnl Tvnu :e RUT Pitch - 1 nnn•17 Bay Thickness Load(pso Ld Case # Purlins Length Simple? Diaphragm Width Allowable Defl Actual Defl 1 1 0.060 1 -12.91 1 I 1 2 1 23.00 1 Y 1 8.53 1 0.767 1 0.043 Reference Located @ Force per Anch. Force per Anch. Allow Req'd Actual Required Available Diaphragm Diaphragm Diaphragm Frm-Line Line(k) Anchor(k) Anchors Anchors Stiffness Stiffness Allow Shr Stress Ratio 1(0.00) Frame 0.01 D O.00D 0.11 0 0 0.035 0.544 0.108 0.001 0.006 2(23.00) Frame 0.01D O.00D 0.11 0 0 0.035 0.544 0.108 0.001 0.006 File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. ' Date: 1/2/2014 • BUTLER Manureot...13-023088 Calculations Package Time: 01:24 PM Page: 33 of 50 Roof: B 4 Maximum Des JccununrV Len alta. -- Description Design Detail Lap% Exterior Interior Exterior -1.31 % % % Ld Lap % % % % Ld % % % % Ld Lap Id ft Frame Status in. Bnd Shr Cmb We Cs in. Bnd Shr Cmb We Cs Bnd Shr Cmb We Cs in. 1,1 23.00 8.500.060 Z Sim Yes 0.0 0.93 0.00 0.57 0.00 4 2,1 23.0 8.500.060 Z Sim Yes 0.0 0.73 0.00 0.77 0.00 4 3,1 210C 8.500.060 EZ Sim Yes 0.0 0.36 0.00 0.44 0.00 19 .vaax.... U... JctV..Ui.. V -.. Design Id Segment ....V. -.11u.r�.. Deflection in. .vw. �...............•••• Ratio .••• ..•-- - Location ft Load Case Description 1 I -1.31 ( L/196) 12.00 1 L 2 I -1.09 ( L/236) 12.00 1 L 3 l -0.53 L/482 12.00 I L runm BayThickness r V. cca .v. J..w c .....1.. ..w.. ................... Load(psf) Ld Case ....... _ . _..'. - - _- --- 9 Purlins Length - ---_- -- - - Simple? Diaphragm Allowable Defl Actual Defl Actual Required Available Width Diaphragm Diaphragm 1 1 0.060 1 -12.91 1 I 1 2 23.00 1 Y 1 8.53 1 0.767 1 0.043 Reference Located © Force per Anch. Force per Anch. Allow Req 'd Actual Required Available Diaphragm Diaphragm Diaphragm Frm-Line Lin k Anchor(k) Anchors Anchors Stiffness Stiffness Allow Shr Stress Ratio ](0.00) Frame 0.0113 O.00D 0.110 1 0 0.035 0.544 0.108 0.001 0.006 2(23.00) Frame 0.01 D O.00D 1 0.11 .0 0 0.035 0.544 0.108 0.001 0.006 ' A w File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. 0 Date: 1/2/2014 BUTLER Butler Manufacturing 13-023088 Calculations Package Time: 01:24 .PM Deflection Conditions 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 File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Page: 34 of 50 Framing - Summary Report Loads and Codes - Shape: Electrical Control Room City: Richvale County: Butte State: California Country: United States Building Code: California State Building Standards Code - 2013 Edition Built Up: 10A1SC - ASD Rainfall: 0.10 inches per hour Based on Building Code: 2012 International Building Code Cold Form: 07AISI - ASD 3000.00 psi Concrete Building Use: Standard Occupancy Structure Dead and Collateral Loads Roof Live Load Collateral Gravity:0.00 psf Roof Covering+ Second. Dead Load: 2.54 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: 110.00 (85.21) mph Ground Snow Load: 0.00 psf Mapped Spectral Response - Ss:56.00 %g The'Low Rise' Method is Used Flat Roof Snow: 0.00 psf Mapped Spectral Response - S1:23.00 %g Wind Exposure (Factor): C (0.849) Design Snow (Sloped): 0.00 psf Seismic Design Category: D Parts Wind Exposure Factor: 0.849 Rain Surcharge: 0.00 Seismic Importance: 1.000 Wind Enclosure: Enclosed Exposure Category (Factor): 2 Partially Exposed (1.00) Framing Fundamental Period: 0.2044 Wind Importance Factor: 1.000 Snow Importance: 1.000 Bracing Fundamental Period: 0.1289 Topographic Factor: 1.0000 Thermal Category (Factor): Heated (1.00) Framing R -Factor: 3.5000 Ground/ Roof Conversion: 0.70 Bracing R -Factor: 3.2500 NOT Windbome Debris Region % Snow Used in Seismic: 0.00 Soil Profile Type: Stiffsoil (D, 4) Base Elevation: 0/0/0 Seismic Snow Load: 0.00 psf Diaphragm Condition: Flexible Primary Zone Strip Width: 6/0/0 Unobstructed, Slippery Frame Redundancy Factor: 1.3000 Parts / Portions Zone Strip Width: 3/0/0 Brace Redundancy Factor:1.3000 Basic Wind Pressure: 22.35 psf Frame Seismic Factor (Cs): 0.1442 x W Brace Seismic Factor (Cs): 0.1553 x W Design Spectral Response - Sd1: 0.2975 Design Spectral Response - Sds: 0.5047 Deflection Conditions 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 File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 1/2/2014 BUTLER Butte, Manufacturing 13-023088 Calculations Package Time: 01:24 PM Page: 35 of 50 Wall: 4, Frame at: 0/6/0 Frame Cross Section: I in m M LL LL m LL (7 C7 LL Dimension Key 1 1 5/8" 2 4'-6" 3 1--l" 4 2 Q 3'-8 11/16" 5 12'-8 1/2" Ridge Ht. Frame Clearances Horiz. Clearance between members l (CX001) and 4(CX002): 14'-8 3/4" Vert. Clearance at member I (CX00I ): 10'-66 9/16" Vert. Clearance at member 4(CX002): 10'-0 9/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) File: 13-023088-01 Version: 2013.2a Butler Manufacturing, it division of B1ueScope Buildings North America, Inc. Date: 1/2/2014 BUTLER Butler Manu,ac,ur,ne 13-023088 Calculations Package Time: 01:24 PM Page: 36 of 50 File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER Butler Manufacturinp 13-023088 Calculations Package Date: 1/2/2014 Time: 01:24 PM Page: 37 of 50 Frame Location Desi n Parameters: Location Ave Bav Soace Description Angle I Group I Trib. Override Design Status Endwall #I EW I Desian Load Combinations - Framing Origin Factor Application Description 1 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 rNo. 3 System 1.000 1.0 D + 1.0 CG + 0.600 W 1> D + CG + W 1> 4 System 1.000 1.0 D + 1.0 CG + 0.600 <W I D + CG + <W 1 5 System 1.000 1.0 D + 1.0 CG + 0.600 W2> D + CG + W2> 6 System 1.000 1.0 D + 1.0 CG + 0.600 <W2 D + CG + <W 2 7 System 1.000 0.600 MW MW - Wall: 1 8 System 1.000 0.600 MW MW -Wall: 2 9 System 1.000 0.600 MW MW - Wall: 3 10 System 1.000 0.600 MW MW - Wall: 4 11 System 1.000 0.600 D + 0.600 CU + 0.600 W 1> D + CU + W I> 12 System 1.000 0.600 D + 0.600 CU + 0.600 <W I D + CU + <W 1 13 System 1.000 0.600 D + 0.600 CU + 0.600 W2> D+CU+W2> 14 System 1.000 0.600D+0.600 CU+0.600<W2 D+CU+<W2 15 System 1.000 I.0D+I.0CG+0.750L+0.450WI> D+CG+L+WI> 16 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 <W 1 D + CG + L + <W 1 17 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 W2> D + CG + L + W2> 18 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 <W2 D + CG + L + <W2 19 System 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ D + CG + E> + EG+ 20 System 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ D + CG + <E + EG+ 21 System 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- D + CU + E> + EG - 22 System 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- D + CU + <E + EG - 23 Special 1.000 1.0 D + 1.0 CG + 1.750 E> + 0.700 EG+ D + CG + E> + EG+ 24 Special 1.000 1.0 D + 1.0 CG + 1.750 <E + 0.700 EG+ D + CG + <E + EG+ 25 Special 1.000 0.600 D + 0.600 CU + 1.750 E> + 0.700 EG- D + CU + E> + EG - 26 Special 1.000 0.600 D + 0.600 CU + 1.750 <E + 0.700 EG- D + CU + <E + EG - 27 OMF Connection 1.000 1.0 D + 1.0 CG + 2.450 E> + 0.700 EG+ D + CG + E> + EG+ 28 OMF Connection 1.000 1.0 D + 1.0 CG + 2.450 <E + 0.700 EG+ D + CG + <E + EG+ 29 OMF Connection 1.000 0.600 D + 0.600 CU + 2.450 E> + 0.700 EG- D + CU + Fj + EG - 30 OMF Connection 1.000 0.600 D + 0.600 CU + 2.450 <E + 0.700 EG- D + CU + <E + EG - 31 System Derived 1.000 1.0 D+ 1.0 CG+0.600 WPR +0.600 WBI> D+CG+ WPR+ WBI> 32 System Derived 1.000 0.600 D+0.600 CU+0.600 WPR +0.600 WBI> D+CU+ WPR+ WBI> 33 System Derived 1.000 I.0D+I.0CG+0.750L+0.450WPR +0.450WBI> D + CG + L + WPR + WBI> 34 System Derived 1.000 I.0D+I.0CG+0.600 WPR +0.600<WB1 D+CG+WPR+<WBI 35 System Derived 1.000 0.600 D + 0.600 CU + 0.600 WPR + 0.600 <WB I D+CU+WPR+<WBI 36 System Derived 1.000 1.O D + 1.0 CG + 0.750 L + 0.450 WPR + 0.450 <W B I D + CG + L + WPR + <W131 37 System Derived 1.000 1.0 D + 1.0 CG + 0.600 WPR + 0.600 W B2> D + CG + WPR + W B2> 38 System Derived 1.000 0.600 D + 0.600 CU + 0.600 WPR + 0.600 WB2> D+CU+WPR+WB2> 39 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 WPR + 0.450 W B2> D + CG + L + WPR + W B2> 40 System Derived 1.000 1.0 D + 1.0 CG + 0.600 WPR + 0.600 <W132 D + CG + WPR + <W B2 41 System Derived 1.000 0.600 D + 0.600 CU + 0.600 WPR + 0.600 <WB2 D+CU+WPR+<WB2 42 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 WPR + 0.450 <W B2 D + CG + L + WPR + <W B2 43 System Derived 1.000 1.0 D + 1.0 CG + 0.600 WPL + 0.600 W133> D + CG +WPL + W B3> 44 System Derived 1.000 0.600 D + 0.600 CU + 0.600 WPL + 0.600 W B3> D + CU +WPL + W B3> 45 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 WPL + 0.450 W B3> D + CG + L + WPL + W B3> 46 System Derived 1.000 1.0 D + 1.0 CG + 0.600 WPL + 0.600 <W133 D + CG + WPL + <W B3 47 System Derived 1.000 0.600D+0.600CU+0.600WPL +0.600<WB3 D+CU+WPL+<WB3 48 System Derived 1.000 1.0 D + 1.0 CG + 6.750 L + 0.450 WPL + 0.450 <W133 D + CG + L + WPL + <W133 49 System Derived 1.000 1.0 D + 1.0 CG + 0.600 WPL + 0.600 W134> D + CG + WPL + W B4> 50 System Derived 1.000 0.600 D + 0.600 CU + 0.600 WPL + 0.600 W134> D + CU + WPL + W134> 51 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 WPL + 0.450 W B4> D + CG + L + WPL + W B4> 52 System Derived 1.000 1.0 D + 1.0 CG + 0.600 WPL + 0.600 <W134 D + CG + WPL + <W134 53 System Derived 1.000 0.600 D + 0.600 CU + 0.600 WPL + 0.600 <W134 D + CU +WPL + <W B4 54 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 WPL + 0.450 <W B4 D + CG + L + WPL + <W134 55 System Derived 1.000 0.600 MWB MWB -Wall: 1 56 System Derived 1.000 0.600 MWB MWB - Wall: 2 57 System Derived 1.000 0.600 MWB MWB - Wall: 3 58 System Derived 1.000 0.600 MWB MWB- Wall: 4 59 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.910 EB> D + CG + E> + EG+ + EB> 60 System Derived 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 EB> D + CG + E> + EG+ + EB> File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. B(/TLER Date: 1/2/2014 Butler Manufaetu,ln0 13-023088 Calculations Package Time: 01:24 PM .e.d.m....,...,_.. � Page: 38 of 50 Mem. 61 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.700 EG+ + 0.910 EB> D + CG + <E + EG+ + EB> Length 62 System Derived 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> Shape 63 System Derived 1.000 0.600 D + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 EB> D + CU + I-> + EG- + EB> in. 64 System Derived 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 EB> D + CU + E> + EG- + EB> A.I 65 System Derived 1.000 0.600 D + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 EB> D + CU + <E + EG- + EB> 0.1345 66 System Derived 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 EB> D + CU + <E + EG- + EB> 55.00 67 Special 1.000 1.0 D + 1.0 CG + 1.750 EB> + 0.700 EG+ D + CG + EB> + EG+ 2 68 Special 1.000 0.600 D + 0.600 CU + 1.750 EB> + 0.700 EG- D + CU + EB> + EG - 8.39 69 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.910 <EB D + CG + E> + EG+ + <EB 3P 70 System Derived 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 10.00 71 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.700 EG+ + 0.910 <EB D + CG + <E + EG+ + <EB SP 72 System Derived 1.000 1.0 D + 1.0 CO + 0.910 <E + 0.700 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 0.1345 73 System Derived 1.000 0.600 D + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 <EB D + CU + E> + EG- + <EB 55.00 74 System Derived 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 <EB D + CU + E> + EG- + <EB EG- 75 System Derived 1.000 0.600 D + 0.600 CU + 0.273 <E + 0.700 EG- + 0.910 <EB D + CU + <E + EG- + <EB Frm 0.59 76 System Derived 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 <EB D + CU + <E + EG- + <EB 0.04 -0.03 77 Special 1.000 1.0 D + 1.0 CG + 1.750 <EB + 0.700 EG+ D + CG + <EB + EG+ - 78 Special 1 1.000 10.600 D + 0.600 CU + 1.750 <EB + 0.700 EG- ID + CU + <EB + EG - Fr -me Member Rima Total Frame Weight = 426.0 (p) (Includes all plates) Rnundary Cnnditinn Rummary Member Mem. -Fig Width Fig Thk Web Thk Depth Depth2 Length Weight Fig Fy Web Fy Splice Codes Shape 0.375 No. in. in. in. in. in.) 11) (p) (ksi ksi A.I Jt.2 -0.62 1.45 1 5.00 0.1345 0.1345 12.00 12.00 11.30 123.6 55.00 55.00 BP KN 3P - - 2 5.00 0.1345 0.1345 10.00 10.00 8.39 89.4 55.00 55.00 KN SP 3P Frm -1.56 3 5.00 0.1345 0.1345 10.00 10.00 8.39 89.4 55.00 55.00 SP KN 3P I-> 4 5.00 0.1345 0.1345 12.00 12.00 11.30 123.6 55.00 55.00 BP KN 3P Total Frame Weight = 426.0 (p) (Includes all plates) Rnundary Cnnditinn Rummary Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 1 4 0/0/0 0/0/0 17/0/0 0/0/0 Yes Yes Yes Yes No 0/0/0 No 0/0/0 0/0/0 0/0/0 0.0000 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete ue� tinge _ t r.,r rtnred r nod T�..e of Rrome !ince Recti, Type Exterior Column Exterior Column X -Loc 0/0/0 17/0/0 Grid -Grid2 1-B 1-A Base Plate W x L (in.) 8 X 13 8 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" D Frm 0.05 0.43 -0.05 0.43 CG Frm - - - - L> Frm 0.32 1.91 -0.32 1.91 <L Frm 0.32 1.91 -0.32 1.91 W I> Frm -1.45 -3.02 -1.11 -0.62 <W I Frm 1.11 -0.62 1.45 -3.02 W2> Frm -1.79 -2.25 -0.76 0.15 <W2 Frm 0.76 0.15 1.79 -2.25 MW Frm - - - - MW Frm 0.64 0.87 1.59 -0.87 MW Frm - - - - MW Frm -1.56 -0.82 -0.61 0.82 CU Frm - - - - L Frm 0.32 1.91 -0.32 1.91 I-> Frm -0.09 -0.12 -0.09 0.12 EG+ Frm - 0.05 - 0.05 <E Frm 0.09 0.12 0.09 -0.12 EG- Frm - -0.05 - -0.05 WPR Frm 0.59 -2.01 -0.51 -1.63 WBl> Brc 0.03 0.04 -0.03 -1.76 -1.02 <W B I Brc -0.02 -0.03 0.02 - 1.01 WB2> Brc 0.03 0.04 -0.03 -1.76 -1.02 <WB2 Brc -0.02 -0.03 0.02 - 1.01 WPL Frm 0.51 -1.63 -0.59 - -2.01 File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 1/2/2014 BL/TLER Butler Manufacturing 13-023088 Calculations Package Time: 01:24 PM Page: 39 of 50 Horizontal Load Reaction k k WB3> Bre 0.03 0.04 -0.03 -1.76 -1.03 0.0 0.0 0.0 0.0 L> <WB3 Brc -0.02 -0.03 0=02 - 1.02 3.8 3.8 Wl> 2.6 2.6 WB4> Brc 0.03 0.04 -0.03 -1.76 -1.03 W2> 2.6 2.6 2.1 2.1 <WB4 Brc -0.02 -0.03 0.02 - 1.02 0.0 0.0 0.0 MW 2.2 MWB Brc 0.03 0.04 -0.03 -1.68 -0.98 0.0 MW 2.2 2.2 0.0 MWB Brc- 0.0 0.0 0.0 - - 0.0 0.0 3.8 3.8 F> MWB Brc -0.02 -0.03 0.02 0.0 0.97 0.1 0.1 <E 0.2 0.2 MWB Brc - - - 0.1 - WPR 0.1 0.1 3.6 �i. " EB> Brc 0.0 0.0 1.0 -0.33 -0.19 0.0 0.0 1.0 WB2> 0.0 - <EB Brc _ 1.0 <WB2 0.0 0.0 0.19 1.0 WPL 0.1 0.1 Q.,-.,.• c..... ..,;.h ts.: rhnotr - G. -a..,:.... Load Type Horizontal Load Reaction k k Vertical Load Reaction k k D 0.0 0.0 0.9 0.9 CG 0.0 0.0 0.0 0.0 L> 0.0 0.0 3.8 3.8 <L 0.0 0.0 3.8 3.8 Wl> 2.6 2.6 3.6 3.6 <W1 2.6 2.6 3.6 3.6 W2> 2.6 2.6 2.1 2.1 <W2 2.6 2.6 2.1 2.1 MW 0.0 0.0 0.0 0.0 MW 2.2 2.2 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 2.2 2.2 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 3.8 3.8 F> 0.2 0.7 0.0 0.0 EG+ 0.0 0.0 0.1 0.1 <E 0.2 0.2 0.0 0.0 EG- 0.0 0.0 0.1 0.1 WPR 0.1 0.1 3.6 3.6 WBI> 0.0 0.0 0.0 1.0 <WBI 0.0 0.0 0.0 1.0 WB2> 0.0 - 0.0 0.0 1.0 <WB2 0.0 0.0 0.0 1.0 WPL 0.1 0.1 3.6 3.6 WB3> 0.0 0.0 0.0 1.0 <WB3 0.0 0.0 0.0 1.0 WB4> 0.0 0.0 0.0 1.0 <WB4 0.0 0.0 0.0 1.0 MWB 0.0 0.0 0.0 0.9 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 0.9 MWB 0.0 0.0 0.0 0.0 ` EB> 0.0 0.0 0.0 0.2 <EB 0.0 0.0 1 0.0 0.2 Maximum Combined Reactions Summary with Factored Loads - Framing .,,. All ............... 1,-A ,... 1..4 -A- -.--l l.,c:c -i- tho ni-t A-1-ic AAathrvi X -Loc Grid Hrz left Load Hrz Right Load HrzIn Load Hrz Out Load Uplift Load VrtDown Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k k k k k in- k in - 0/0/0 I -B 1.0 13 0.8 16 1.55 II 1 2.34 1 17/0/0 1-A 0.8 15 1.0 14 1.06 31 1.57 50 2.34 1 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 File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER Date: 1/2/2014 Butter Menur=tu„n; 13-023088 Calculations Package Time: 01:24 PM ._.�..a......a..�.,�. - Page: 40 of 50 17/0/0 1 1-A 1 4 1 0.375 8 13 I No 1 4 0.750 1 5.0 1 5.0 1 Std I OS -0.1875 I OS -0.18751 Pinned Base Plate Connection Loading Base Plate Connection Strength Ratios 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 Shear Load Web k k Case k k Case k k Case k k k Case 0/0/0 1.05 -1.09 11 0.84 -1.55 9 0.38 2.35 2 - - - 0 17/0/0 1.05 -1.09 1 12 0.40 -1.57 48 0.38 2.35 1 1.06 -1.57 0.40 48 Base Plate Connection Strength Ratios X -Loc 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 Bending Case Bearinp Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.045 11 0.040 9 N/A 0 2.000 0 0.020 2 0.059 9 0.038 2 0.025 2 0.037 9 17/0/0 0.049 48 0.041 48 11 0 2.50 11 Flush 2.50 0 0.020 I 0.059 48 0.038 1 0.055 48 0.034 12 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. ID I Desc. in. in, in. k Description 2 1 S9 1.03 9.534 70.88 N/A N/A 0.1875 2.000 Both SP -BS -0. 1875,W -BS -0. I 250,F -OS -0. 1250 3 1 S9 7.36 9.534 70.88 N/A N/A 0.1875 2.000 Both SP -BS -0. 1875,W -BS -0. I 250,F -OS -0. 1250 Bolted End -Plate Connections (Plate Fy = 55.00 ksi) Moment Connections: Outside Flange I Required Strength DesignfplateO.072 End -Plate Dimensions Bolt Outside Flange Inside Flange Mem. it. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches Ist/2nd Configuration Pitches Ist/2nd ID I Desc. in. ID Desc. in. No. No. k in. in. in.) in Bendin in. 1 2 KN(Top) 0.375 6.00 13.00 0.750 A325N/PT 3.00 Il Flush 2.50 II Flush 2.50 2 1 KN(Top) 0.375 6.00 13.00 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 2 2 SP 0.375 6.00 11.03 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 3 1 SP 0.375 6.00 11.03 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 3 2 KN(Top) 0.375 6.00 13.00 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 4 2 KN(Top) 0.375 6.00 13.00 0.750 A325N/PT 3.00 I 1 Flush 2.50 11 Flush 2.50 Moment Connections: Outside Flange I Required Strength DesignfplateO.072 Strength Ratios Mem. it. Ld Axial Shear Moment lt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k in -k Proc.ion Tension Shear Bendin YieldingRupture Rupture Tegrin Weld Weld 1 2 18 -1.9 0.4 68.1 AISC DG-I6/Thi171 0.245 0.009 0.277 0.000 0.000 0.014 0.516 0.516 2 1 18 -1.9 0. 68.1 AISC DG-16/thi171 0.245 0.009 0.27 0.000 0.000 0.014 0.516 0.516 2 2 12 0.3 0. 17.5 AISC DG-16/Thi072 0.162 0.009 0.116 0.000 0.000 0.015 0.516 0.516 3 1 12 0.3 0.4 17.5 AISC DG-I6/Thi.072 0.162 0.009 0.116 0.000 0.000 0.015 0.516 0.516 3 2 17 -1.9 0.4 68.1 AISC DG-16/I'hi.171 0.245 0.009 0.27 0.000 0.000 0.01 0.516 0.516 4 2 17 1.9 0.4 68.1 AISC DG-16/Thi.171 0.2451 0.009 0.277 0.000 0.000 0.01 0.516 0.516 Inside 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-k2_Proc. + 0 Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 11 1.5 0.3 71.9 AISC DG-16/Thin plate 0.245 0.006 0.397 0.000 0.000 0.010 0.516 0.516 2 1 11 1.5 0.3 71.9 AISC DG-16/Thin plate 0.245 0.006 0.397 0.000 0.000 0.010 0.516 0.516 2 2 1 -0.4 0.0 45.2 AISC DG-16/Thin plate 0.162 0.001 0.263 0.000 0.000 0.001 0.516 0.516 3 1 1 -0.4 0.0 45.2 AISC DG-16/Thin plate 0.162 0.001 0.263 0.000 0.000 0.001 0.516 0.516 3 2 12 1.5 0.3 71.9 AISC DG-16/Thin plate 0.245 0.006 0.397 0.000 0.000 0.010 0.516 0.516 4 2 12 1.5 0.3 71.9 AISC DG-16/Thin plate 0.2451 0.0061 0.3971 0.0001 0.0001 0.0 1 01 0.5 1 61 0.516 Flange Brace Summary Member I From Member Joint l From Side Point I Part Axial Load per FB k) Load Case Design Note 0 4/9/11 GFB2037 0.060 12 Shear 0 Mom -y 1/1/0 GFB2037 0.040 12 Mom -y 0 1/1/0 GFB2037 0.040 11 + 0 Pr 4/9/11 GFB2037 0.060 II Pc Frame Design Member Summary - Controlling Load Case and Maximum Combined Stresses per Member (Locations are from Joint 1 ) File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Controlling Cases Required Strength Available Strength Strength Ratios Axial Axial Shear Mom -x Mom -y Axial Shear Mom -x Mom -y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy I + Shear No. ft in. Flexure k k in -k in -k k k in -k in -k Flexure 1 10.55 12.00 11 1.5 71.9 0.0 96.5 211.71 39.01 0.35 File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Mem. Loc. Lx Ly/Lt Date: 1/2/2014 "UTLER Afh Ixx Iyy Sx Sy Zx 13-023088 Calculations Package J Time: 01:24 PM Butler „,anu,-t�,,n; Rpg Rpc Qs Qa ._...._r... �.. ft 1 in. in. Page: 41 of 50 in.2 1 0.00 12.00 in.3 13 in.3 1.0 in.4 in.6 <W2 6 16.7 1.000 0 180 1 10.55 0.06 36. 2 0.47 10.00 11 2.80 0.4 I.1 65.5 0.0 87.6 98.71 1.08 183.6 1.15 39.0 0.36 2 0.4 2 0.47 10.00 2.65 2 43.06 1.9 8.61 1.1 9.82 1.73 20.3 68.23 1.00 1.00 1.14 0.09 1.00 3 7.42 10.00 12 32.6 0.4 0.67 65.5 0.0 87.6 1.1 9.82 183.6 0.02 39.0 0.36 1.00 1.14 3 7.42 10.00 10.55 1 36. -1.9 2.92 0.67 65.44 2.80 20.3 1.12 12.61 1.73 0.02 0.09 1.08 4 10.55 12.00 12 1.5 71.9 0.0 96.5 211.7 39.0 0.35 4 0.0 12.00 14 -1.01 1 16.1 1 1 0.06 Mem. Loc. Lx Ly/Lt Lb Ag Afh Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft 1 in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 <W2 6 System 1.000 0 180 1 10.55 126.57 36. 36.6 2.92 0.67 65.44 2.80 10.91 I.1 12.61 1.73 0.02 98.71 1.08 1.0 1.15 0.59 1.00 2 0.4 89.10 10.1 10.1 2.65 0.67 43.06 2.80 8.61 1.1 9.82 1.73 0.02 68.23 1.00 1.00 1.14 0.65 1.00 3 7.41 89.10 32.E 32.6 2.65 0.67 43.06 2.80 8.61 1.1 9.82 1.73 0.02 .68.23 1.36 1.00 1.14 0.65 1.00 4 10.55 126.57 36. 36.6 2.92 0.67 65.44 2.80 10.91 1.12 12.61 1.73 0.02 " 98.71 1.08 1.00 1.15 0.59 1.00 ........ No. Origin .......... Factor Def H Def V Application Description I System 1.000 0 180 1.0 L L 2 System 1.000 0 180 0.420 W I> W 1> 3 System 1.000 0 180 0.420 <W 1 <W1 4 System 1.000 0 180 0.420 W2>_ W2> 5 System 1.000 0 180 0.420 <W2 <W2 6 System 1.000 0 180 0.420 WPL WPL �7 System 1.000 0 180 0.420 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 - 10 System 1.000 60 0 0.420 W 1> W l> 11 System 1.000 60 0 0.420 <W 1 <W1 12 System 1.000 60 0 0.420 W2> W2> 13 System 1.000 60 0 0.420 <W2 <W2 14 System 1.000 60 0 0.420 WPL WPL 15 System 1.000 60 0 0.420 WPR JWPR Description Ratio Deflection in. Member Joint Load Case Load Case Description Max. Horizontal Deflection Max. Vertical Deflection for Span 1 ( H/505) L/2001 -0.259 -0.094 4 3 2 1 11 I <W 1 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): 2.679 (k/in) Fundamental Period (calculated) (T): 0.224 (sec.) File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 1/2/2014 BUTLER 9u„a, Manufacturing 13-023088 Calculations Package Time: 01:24 PM .e..� .....� Page: 42 of 50 Wall: 4, Frame at: 22/0/0 Frame Cross Section: 2 9 m m M LL LL m LL (7 U LL Dimension Key 1 1 5/8” 2 4'-6" 3 1'-1" 4 2 @ 3'-8 11/16" 5 12'-8 1/2" Ridge Ht. Frame Clearances Horiz. Clearance between members I(CX003) and 4(CX004): 14'-8 3/4" Vert. Clearance at member I(CX003): 10'-6 9/16" Vert. Clearance at member 4(CX004): 10'-6 9/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) File: 13-023088-01 Version: 2013.2a Butler Manufacturing, 4 division of BlueScope Buildings North America, Inc. Date: 1/2/2014 BUTLER Buller Manufacturing 13-023088. Calculations Package - Time: 01:24 PM ..._ . _...�. .— Page: 43 of 50 File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 1/2/2014 BUTLER e 13-023088 Calculations Package Time: 01:24 PM Page: 44 of 50 Frame Location 1 22/0/0 1 11/9/0 (Electrical Control Room Ripd Endwall #2 EW 3 1 90.0000 1 1 - I Automatic Design_ 1 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 + 0.600 W 1> D + CG + W 1> 4 System 1.000 1.0 D + 1.0 CG + 0.600 <W1 D+ CG + <W1 5 System 1.000 1.0 D + 1.0 CG + 0.600 W2> D + CG + W2> 6 System 1.000 1.0 D + 1.0 CG + 0.600 <W2 D + CG + <W2 7 System 1.000 0.600 MW MW - Wall: 1 8 System 1.000 0.600 MW MW - Wall: 2 9 System 1.000 0.600 MW MW - Wall: 3 10 System 1.000 0.600 MW MW - Wall: 4 11 System 1.000 0.600 D + 0.600 CU + 0.600 W 1> D + CU + W 1 > 12 System 1.000 0.600 D + 0.600 CU + 0.600 <W I D + CU + <W 1 13 System 1.000 0.600 D + 0.600 CU + 0.600 W2> D + CU + W 2> 14 System 1.000 0.600 D + 0.600 CU + 0.600 <W2 D + CU + <W2 15 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 W 1> D + CG + L + W 1> 16 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 <W I D + CG + L + <W 1 17 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 W2> D + CG + L + W2> 18 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 <W2 D + CG + L + <W2 19 System 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ D + CG + Fj + EG+ 20 System 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ D + CG + <E + EG+ 21 System 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- D + CU + E> + EG - 22 System 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- D + CU + <E + EG - 23 Special 1.000 I.0 D + 1.0 CG + 1.750 E> + 0.700 EG+ D + CG + E> + EG+ 24 Special 1.000 1.0 D + 1.0 CG + 1.750 <E + 0.700 EG+ D + CG + <E + EG+ 25 Special 1.000 0.600 D + 0.600 CU +.1.750 E> + 0.700 EG- D + CU + F> + EG - 26 Special 1.000 0.600 D + 0.600 CU + 1.750 <E + 0.700 EG- D + CU + <E + EG - 27 OMF Connection 1.000 1.0 D + 1.0 CG + 2.450 E> + 0.700 EG+ D + CG + Fj + EG+ 28 OMF Connection 1.000 1.0 D + 1.0 CG + 2.450 <E + 0.700 EG+ D + CG + <E + EG+ 29 OMF Connection 1.000 0.600 D + 0.600 CU + 2.450 E> + 0.700 EG- D + CU + E> + EG - 30 OMF Connection 1.000 0.600 D + 0.600 CU + 2.450 <E + 0.700 EG- D + CU + <E + EG - 31 System Derived 1.000 1.0 D+ 1.0 CG+0.600 WPR +0.600 WB I> D+CG+ WPR+ WBI> 32 System Derived 1.000 0.600D+0.600CU+0.600WPR +0.600WB1> D+CU+WPR+WBI> 33 System Derived 1.000 I.0D+1.00G+0.750L+0.450WPR +0.450WB1> D+CG+L+WPR+WBI> 34 System Derived 1.000 I.0D+1.0CG+0.600 WPR + 0.600 <WB I D+CG+WPR+<WB1 35 System Derived 1.000 0.600D}0.600CU+0.600 WPR +0.600<WBI D+CU+WPR+<WBI 36 System Derived 1.000 LOD+►.00G+0.750L+0.450WPR+0.450<WBI D+CG+L+WPR+<WB1 37 System Derived 1.000 1.0 D + 1.0 CG + 0.600 WPR + 0.600 W B2> D + CG + WPR + W B2> 38 System Derived 1.000 0.600 D + 0.600 CU + 0.600 WPR + 0.600 W B2> D + CU + WPR + W B2> 39 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 WPR + 0.450 W B2> D + CG + L + WPR + W132> 40 System Derived 1.000 1.0 D + 1.0 CG + 0.600 WPR + 0.600 <W132 D + CG +WPR + <W B2 41 System Derived 1.000 0.600 D + 0.600 CU + 0.600 WPR + 0.600 <W132 D + CU + WPR + <W132 42 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 WPR + 0.450 <W132 D + CG + L + WPR + <W132 43 System Derived 1.000 1.0 D + 1.0 CG + 0.600 WPL + 0.600 W B3> D + CG + WPL + W B3> 44 System Derived 1.000 0.600 D + 0.600 CU + 0.600 WPL + 0.600 W B3> D + CU +WPL + W B3> 45 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 WPL + 0.450 W B3> D + CG + L + WPL + W B3> 46 System Derived 1.000 1.0 D + 1.0 CG + 0.600 WPL + 0.600 <W133 D + CG +WPL + <W B3 47 System Derived 1.000 0.600 D + 0.600 CU + 0.600 WPL + 0.600 <W133 D + CU +WPL + <W B3 48 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 WPL + 0.450 <W133 D + CG + L + WPL + <W133 49 System Derived 1.000 1.0 D + 1.0 CG + 0.600 WPL + 0.600 W B4> D + CG + WPL + W134> 50 System Derived 1.000 0.600 D + 0.600 CU + 0.600 WPL + 0.600 W134> D + CU + WPL + W134> 51 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 WPL + 0.450 W B4> D + CG + L + WPL + W B4> 52 System Derived 1.000 1.0 D + 1.0 CG + 0.600 WPL + 0.600 <W B4 D + CG + WPL + <W134 53 System Derived 1.000 0.600D+0.600CU+0.600WPL +0.600<WB4 D + CU + WPL + <WB4 54 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.450 WPL + 0.450 <W134 D + CG + L + WPL + <WB4 55 System Derived 1.000 0.600 MWB MWB -Wall: 1 56 System Derived 1.000 0.600 MWB MWB - Wall: 2 57 System Derived 1.000 0.600 MWB MWB - Wall: 3 58 System Derived 1.000 0.600 MWB MWB - Wall: 4 59 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.910 EB> D + CG + E> + EG+ + EB> 60 System Derived 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 EB> D + CG + E> + EG+ + EB> File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 1/2/2014 BUTLER Butler Manufacturing 13-023088 Calculations Package Time:01:24 PM Page: 45 of 50 61 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.700 EG+ + 0.910 EB> D + CG + <E + EG+ + EB> 62 System Derived 1.000 1.0 D + I.0 CG + 0.910 <E + 0.700 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 63 System Derived 1.000 0.600 D + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 EB> D + CU + E> + EG- + EB> 64 System Derived 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG-+ 0.273 EB> D + CU + Fj + EG- + EB> 65 System Derived 1.000 0.600 D + 0.600 CU + 0.273 <E + 0.700 EG-+ 0.910 EB> D + CU + <E + EG- + EB> 66 System Derived 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 EB> D + CU + <E + EG- + EB> 67 Special 1.000 1.0 D + 1.0 CG + 1.750 EB> + 0.700 EG+ D + CG + EB> + EG+ 68 Special 1.000 0.600 D + 0.600 CU + 1.750 EB> + 0.700 EG- D + CU + EB> + EG - 69 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.910 <EB D + CG + Fj + EG+ + <EB 70 System Derived 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG++ 0.273 <EB D + CG + E> + EG+ + <EB 71 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.700 EG++ 0.910 <EB D + CG + <E + EG+ + <EB 72 System Derived 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 73 System Derived 1.000 0.600 D + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 <EB D + CU + E> + EG- + <EB 74 System Derived 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 <EB D + CU + Fj + EG- + <EB 75 System Derived 1.000 0.600 D + 0.600 CU + 0.273 <E + 0.700 EG-+ 0.910 <EB D + CU + <E + EG- + <EB 76 System Derived 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG-+ 0.273 <EB D + CU + <E + EG- + <EB 77 Special 1.000 1.0 D + 1.0 CG + 1.750 <EB + 0.700 EG+ D + CG + <EB + EG+ 78 Special 1.000 0.600 D + 0.600 CU + 1.750 <EB + 0.700 EG- ID + CU + <EB + EG - Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depth Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in. in. in. in. in. ft) (p) (ksi ksi Jt.I Jt.2 - 1 5.00 0.1345 0.1345 12.00 12.00 11.30 123.6 55.00 55.00 BP KN 3P 2 5.00 0.1345 0.1345 10.00 10.00 8.39 89.4 55.00 55.00 KN SP 3P 3 5.00 0.1345 0.1345 10.00 10.00 8.39 89.4 55.00 55.00 SP KN 3P 4 5.00 0.1345 0.1345 12.00 12.00 11.30 123.6 55.00 55.00 BP KN 3P Total Frame Weight = 426.0 (p) (Includes all plates) Boundary Condition Summary Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. I 4 0/0/0 0/0/0 17/0/0 0/0/0 Yes Yes Yes Yes No No 0/0/0 0/0/0 0/0/0 0.0000 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 Section: 2 Type X -Loc Gridl -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base El v. Exterior Column Exterior Column 0/0/0 17/0/0 2-B 2-A 8 X 13 8 X 13 0.375 0.375 4-0.750 4-0.750 100'-0" 100'-0" Load Type Desc. Hx Vy Hx I Hz I V D Frm 0.06 0.44 -0.06 0.44 CG Frm - - - - L> Frm 0.33 2.00 -0.33 2.00 <L Frm 0.33 2.00 -0.33 2.00 W 1> Frm -1.51 -3.15 -1.16 -0.65 <W 1 Frm 1.16 -0.65 1.51 -3.15 W2> Frm -1.88 -2.35 -0.80 0.15 <W2 Frm 0.80 0.15 1.88 -2.35 MW Frm - - - - MW Frm 0.67 0.91 1.66 -0.91 MW Frm - - - - MW Frm -1.66 -0.91 -0.67 0.'91 CU Frm - - - - L Frm 0.33 2.00 -0.33 2.00 F> Frm -0.10 -0.13 -0.10 013 EG+ Frm - 0.05 - 0.05 <E Frm 0.10 0.13 0.10 -0.13 EG- Frm - -0.05 - -0.05 WPR Frm 0.61 -2.10 -0.53 -1.70 WBI> Brc -0.02 -0.03 0.02 1.01 <WBI Brc 0.02 0.02 -0.02 1.76 -1.01 WB2> Brc -0.02 -0.03 0.02 - 1.01 <WB2 Brc 0.02 0.02 -0.02 1.76 -1.01 WPL Frm 0.53 -1.70 -0.61 - -2.10 File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 1/2/2014 sur�EEr Butler Manu,ac-tu,ine 13-023088 Calculations Package Time: 01:24 PM Page: 46 of 50 Horizontal Load Reaction k k W B3> Brc -0.02 -0.03 0.02 - 1.02 0.0 0.0 0.0 0.0 <WB3 Brc 0.02 0.02 -0.02 1.76 -1.01 0.0 4.0 4.0 Wl> WB4> Brc -0.02 -0.03 0.02 - 1.02 3.8 3.8 W2> 2.7 <WB4 Brc 0.02 0.02 -0.02 1.76 -1.01 2.2 MW 0.0 0.0 MWB Brc -0.02 -0.03 0.02 - 0.97 MW 0.0 0.0 0.0 MWB Brc - - - - - 0.0 0.0 0.0 0.0 MWB Brc 0.02 0.02 -0.02 1.68 -0.96 0.2 ' 0.0 EG+ MWB Brc - - - - - 0.0 0.0 EG- 0.0 EB> Brc 0.1 WPR 0.1 - 0.19 3.8 WBI> 0.0 0.0 <EB Brc <WBI 0.0 0.0 0.33 1 -0.19 WB2> 0.0 0.0 Cum of Fnrcec with R-tinnc ('heck - Framina Load Type Horizontal Load Reaction k k Vertical Load Reaction k k D 0.0 0.0 0.9 0.9 CG 0.0 0.0 0.0 0.0 L> 0.0 0.0 4.0 4.0 <L 0.0 0.0 4.0 4.0 Wl> 2.7 2.7 3.8 3.8 <Wl 2.7 2.7 3.8 3.8 W2> 2.7 2.7 2.2 2.2 <W2 2.7 2.7 2.2 2.2 MW 0.0 0.0 0.0 0.0 MW` 2.3 2.3 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 2.3 2.3 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 4.0 4.0 E> 0.2 0.2 0.0 0.0 EG+ 0.0 0.0 0.1 0.1 <E 0.2 0.2 0.0 0.0 EG- 0.0 0.0 0.1 0.1 WPR 0.1 0.1 3.8 3.8 WBI> 0.0 0.0 0.0 1.0 <WBI 0.0 0.0 0.0 1.0 WB2> 0.0 0.0 0.0 1.0 <W B2 0.0 0.0 0.0 1.0 WPL 0.1 0.1 3.8 3.8 WB3> 0.0 0.0 0.0 1.0 <WB3 0.0 0.0 0.0 1.0 W B4> 0.0 0.0 0.0 1.0 <WB4 0.0 0.0 0.0 1.0 MWB 0.0 0.0 0.0 0.9 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 0.9 MWB 0.0 0.0 0.0 0.0 EB> 0.0 0.0 0.0 0.2 <EB 0.0 0.0 0.0 0.2 Maximum Combined Reactions Summary with Factored Loads - Framing Xi -.e A 11 .e.,.......... 4..,. A .... I -A -A- ----1 -1 - h m -i-.6n ni M A -6 -m Adntr.n.l 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 (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k k k k) k) (in -k) (in -k 0/0/0 2-B 1.1 13 0.8 16 - - 1.63 II 2.44 1 17/0/0 2-A 0.8 15 1.1 14 1 - 1.06 34 1.63 12 2.44 1 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 File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 1/2/2014 BUTLER „a, M ..f. 1. 13-023088 Calculations Package Time: 0 1: 24 PM Page: 47 of 50 17/0/0 2-A 1 4 1 0.375 8 13 No 1 4 0.750 1 5.0 1 5.0 1 Std I OS -0.1875 1 OS -0.1875 Pinned Base Plate Connection Loading Base Plate Connection Strength Ratios X -Loc Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum BracingfWA Case X -Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shea Load (in. k k Case k k Case k k Case k k k Case 0/0/0 1.10 -1.14 II 0.88 -1.62 9 0.40 2.45 2 - - - 0 17/0/0 1.10 -1.14 12 0.88 -1.62 10 0.40 2.45 1 1.06 -1.60 0.41 51 Base Plate Connection Strength Ratios X -Loc I Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web I Load I (in. Shear Case Tension Case V+T Case Bendin Case Bearin Case I Tension Case I Comp I Case I Weld Case Weld Case 0/0/0 0.048 11 0.042 9 N/A 0 2.000 0 0.0212 3.00 0.061 9 0.039 2 0.026 2 0.039 9 17/0/0 0.049 51 0.042 10 Flush 2.50 11 0 3 0 1 0.021 1 0.061 10 1 0.039 1 1 1 0.055 1 51 1 0.039 1 10 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick Width Side Welding No. No. 1t. ft in ) No. No. (in. in. in. in. Descri ption 2 1 S9 1.03 9.534 70.88 N/A N/A 0.1875 2.000 Both SP -BS -0.1875,W -BS -0.1250,F -OS -0.1250 3 1 1 S9 7.36 9.534 70.88 N/A N/A 0.1875 2.000 Both SP-BS-0.I875,W-BS-0.1250,F-OS-0.1250 Bolted End -Plate Connections Plate Fy = 55.00 ksi Moment Connections: Outside Flange Required Strength Design End -Plate Dimensions Bolt Outside Flange Inside Flange Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches Ist/2nd Configuration I Pitches Ist/2nd Mem. 1t. Type No. No. No. in. in. in. in. (in -k) in. IDT Desc. in. ID Desc. in. 1 2 KN(Top) 0.375 6.00 13.00 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 2 1 KN(Top) 0.375 6.00 13.00 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 2 2 SP 0.375 6.00 11.03 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 3 1 SP 0.375 6.00 11.03 0.750 A325N/PT 3.00 ll Flush 2.50 11 Flush 2.50 3 2 KN(Top) 0.375 6.00 13.00 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 4 2 KN(Top) 0.375 6.00 13.00 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 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 Bending Yielding Rupture Tearing Weld Weld 1 2 18 -2.0 0.4 71.1 AISC DG-16/rhin plate 0.179 0.009 0.290 0.000 0.000 0.015 0.516 0.516 2 1 18 -2.0 0.4 71.1 AISC DG-16/Thin plate 0.179 0.009 0.290 0.000 0.000 0.015 0.516 0.516 2 2 12 0.3 0.5 18.4 AISC DG-16/Thin plate 0.075 0.010 0.121 0.000 0.000 0.015 0.516 0.516 3 1 12 0.3 0.5 18.4 AISC DG- 16/rhin plate 0.075 0.010 0.121 0.000 0.000 0.015 0.516 0.516 3 217 12 -2.0 0.4 71.1 AISC DG-16/Thin plate 0.179 0.009 0.290 0.000 0.000 0.015 0.516 0.516 4 2 17 -2.0 0.4 71.1 AISC DG-16/Thin plate 0.1791 0.0091 0.2901 0.0001 0.000 0.015 0.516 0.516 Inside Flan a Required Stren Design Strength Ratios Mem. it. Ld Axial I 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 1 2 11 1.6 0.3 75.2 AISC DG-16/Thin plate 0.256 0.007 0.416 0.000 0.000 0.011 0.516 0.516 2 1 11 1.6 0.3 75.2 AISC DG- 16/rhin plate 0.256 0.007 0.416 0.000 0.000 0.011 0.516 0.516 2 2 1 -0.4 0.0 47.2 AISC DG-16/Thin plate 0.170 0.001 0.274 0.000 0.000 0.001 0.516 0.516 3 1 1 -0.4 0.0 47.2 AISC DG-16/Thin plate 0.170 0.001 0.274 0.000 0.000 0.001 0.516 0.516 3 2 12 1.6 0.3 75.2 AISC DG-16/Thin plate 0.256 0.006 0.416 0.000 0.000 0.010 0.516 0.516 4 1 2 12 1.6 0.3 75.2 AISC DG-16/Thin plate 0.2561 0.0061 0.416 0.000 0.000 0.0101 0.516 0.516 Flange Brace Summary Member From Member Joint 1 From Side Point I Part Axial Load per FB k) Load Case Design Note 2 3/7/12 4/9/11 GFB2037 0.063 12 Mom -y 2 7/4/7 1/1/0 GFB2037 0.042 12 Mem. 3 1/0/4 1/1/0 GFB2037 0.042 II Mrx 3 4/8/15 4/9/11 GFB2037 0.063 11 Shear Frame Design Member Summa - Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint t File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Controlling Cases Required Strength I Available Strength Strength Ratios Axial Axial Shear Mom -x Mom -y Axial Shear Mom -x Mom -y Axial Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc I Vc I Mcx Mcy + Shear No. ft in. Flexure k k in -k in -k k k in -k in -k Flexure 1 10.551 12.001 II 1 1 1.61 1 75.21 0.01 96.51 211.7 39.01 0.36 File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. • BUTLER 9uLer Manuraccu„�; Mem. Loc. 13-023088 Calculations Package Date: 1/2/2014 Time: 01:24 PM Page: 48 of 50 �Lx 1 0.00 12.00 0 180 13 L 1.1 System 1.000 0 180 0.420 W 1> 16.7 3 System 1.000 0 180 0.07 <W1 4 2 0.47 10.00 11 5 0.4 Lb� 68.5 0.0 87.6 lyy 183.6 39.0 0.38 Zy J Cw 2 0.47 10.00 Qs 2 1.0 E> + 1.0 EG- 2.0 No. ft in. 20.3 in. in.2 in.2 0.10 in.4 in.3 3 7.42 10.00 12 in.6 0.4 System 1.000 68.5 0.0 87.6 13 183.6 39.0 0.38 126.57 36.6 36.6 3 7.42 10.00 2.80 1 1.12 -2.0 1.73 0.02 98.71 20.3 1.00 1.15 0.59 0.10 4 10.55 12.00 12 10.1 1.6 0.67 75.2 0.0 96.5 1.12 211.7 39.0 0.36 68.23 1.00 1.00 4 1 O.Oq 12.001 14 3 1 -1.11 89.10 1 32.6 16.1 0.67 43.06 1 0.07 1.12 e.:.... D....n...e.e..0 1T..A f- A-1 -A Cle.......1 n..: -- 0.02 68.23 nPnrtnn r -d r..a,hinnrinoe - e.•a..,tna No. Origin Factor Def H Def V �Lx Description 1 M 0 180 1.0 L L 2 System 1.000 0 180 0.420 W 1> W I> 3 System 1.000 0 180 0.420 <W 1 <W1 4 System 1.000 0 180 MemLoc. W2> 5 Ly/Lt Lb� AgJ Afn I Ixx lyy Sx Sy Zx I Zy J Cw Cb Rpg Rpc Qs Qa 1.0 E> + 1.0 EG- E> + EG - No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 12 System 1.000 60 0 0.420 W2> W2> 13 System 1.000 1 10.55 126.57 36.6 36.6 2.92 0.67 65.44 2.80 10.91 1.12 12.61 1.73 0.02 98.71 1.08 1.00 1.15 0.59 1.00 2 0.47 89.10 10.1 10.1 2.65 0.67 43.06 2.80 8.61 1.12 9.82 1.73 0.02 68.23 1.00 1.00 1.14 0.65 1.00 3 7.42 89.10 32.6 32.6 2.65 0.67 43.06 2.80 8.61 1.12 9.82 1.73 0.02 68.23 1.36 1.00 1.14 0.65 1.00 4 10.55 126.57 36.6 36.6 2.92 0.67 65.44 2.80 10.91 1.12 12.61 1.73 0.02 98.71 1.08 1.00 1.15 0.59 1.00 nPnrtnn r -d r..a,hinnrinoe - e.•a..,tna No. Origin Factor Def H Def V Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 0 180 0.420 W 1> W I> 3 System 1.000 0 180 0.420 <W 1 <W1 4 System 1.000 0 180 0.420 W2> W2> 5 System 1.000 0 180 0.420 <W2 <W2 6 System 1.000 0 180 0.420 WPL WPL 7 System 1.000 0 180 0.420 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 - 0 System 1.000 60 0 0.420 W 1> W 1> I I System 1.000 60 0 0.420 <W I - <W 1 12 System 1.000 60 0 0.420 W2> W2> 13 System 1.000 60 0 0.420 <W2 <W2 14 System 1.000 60 0 0.420 WPL WPL 15 System 1.000 1 60 1 0 10.420 WPR jWPR r.,..+ -w.... 17- n.41-t.nn R.r:nc r- rrn CnnHnn• 7 Description Ratio Deflection in. Member Joint Load Case Load Case Description Max Horizontal Deflection Max. Vertical Deflection for Span I (H1483)0.271 L/1913 -0.099 4 3 2 1 11 1 <W 1 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): 2.679 (k/in) Fundamental Period (calculated) (T): 0.229 (sec.) File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 1/2/2014 BUTLER Maoureeeu,�og 13-023088 Calculations Package Time: 01:24 PM autter Page: 49 of 50 Covering - Summary Report Shape: Electrical Control Room Loads and Codes - Shape: Electrical Control Room City: Richvale County: Butte State: California Country: United States Building Code: California State Building Standards Code - 2013 Edition Built Up: 10AISC - ASD Rainfall: 0.10 inches per hour Based on Building Code: 2012 International Building Code Cold Form: 07AISI - ASD 3000.00 psi Concrete Building Use: Standard Occupancy Structure Dead and Collateral Loads Collateral Gravity:0.00 psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: i 10.00 (85.21) mph The'Low Rise' Method is Used Wind Exposure (Factor): C (0.849) Parts Wind Exposure Factor: 0.849 Wind Enclosure: Enclosed Wind Importance Factor: 1.000 Topographic Factor: 1.0000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 6/0/0 Parts / Portions Zone Strip Width: 3/0/0 Basic Wind Pressure: 22.35 psf Wall: 1 Roof Live Load Roof Covering + Second. Dead Load: 2.54 psf Roof Live Load: 20.00 psf Reducible Frame Weight (assumed for seismic):2.50 psf Snow Load Seismic Load Ground Snow Load: 0.00 psf Mapped Spectral Response - Ss:56.00 %g Flat Roof Snow: 0.00 psf Mapped Spectral Response - Sl :23.00 %g Design Snow (Sloped): 0.00 psf Seismic Design Category: D Rain Surcharge: 0.00 Seismic Importance: 1.000 Exposure Category (Factor): 2 Partially Exposed (1.00) Framing Fundamental Period: 0.2044 Snow Importance: 1.000 Bracing Fundamental Period: 0.1289 Thermal Category (Factor): Heated (1.00) Framing R -Factor: 3.5000 Ground / Roof Conversion: 0.70 Bracing R -Factor: 3.2500 % Snow Used in Seismic: 0.00 Soil Profile Type: Stiff soil (D, 4) Seismic Snow Load: 0.00 psf Diaphragm Condition: Flexible Unobstructed, Slippery Frame Redundancy Factor: 1.3000 Standard Spacing is Adequate Brace Redundancy Factor: 1.3000 0/0/0 Frame Seismic Factor (Cs): 0.1442 x W 0.60 Brace Seismic Factor (Cs): 0.1553 x W 1.080 Design Spectral Response - Shc : 0.2975 psf Design Spectral Response - Sds: 0.5047 • Zone 'Units Type Description Actual Loc1 Allow. Ratio I Dir. Ccef. End Zone psf W I> Standard Spacing is Adequate 19.31 0/0/0 23.000 0.84 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 14.48 0/0/0 24.000 0.60 IN 1.080 End Zone psf W 1> Standard Spacing is Adequate 19.31 14/0/0 23.000 0.84 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 14.48 14/0/0 24.000 0.60 IN 1.080 Interior Area psf W 1> Standard, pacing is Adequate 15.69 3/0/0 23.000 0.68 OUT -1.170 Interior Area psf <W2 Standard Spacing is Adequate 14.48 3/0/0 24.000 0.60 IN 1.080 Zone Units Type Description Actual LocI Allow. Ratio Dir. Coef. End Zone psf W 1> Standard Spacing is Adequate 19.31 0/0/0 23.000 0.84 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 14.48 0/0/0 24.000 0.60 IN 1.080 End Zone psf W 1> Standard Spacing is Adequate 19.31 20/0/0 23.000 0.84 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 14.48 20/0/0 24.000 0.60 IN 1.080 Interior Area psf W I> Standard Spacing is Adequate 15.69 3/0/0 23.000 0.68 OUT -1.170 Interior Area Dsf <W2 Standard Spacing is Adequate 14.48 3/0/0 24.000 0.60 IN 1.080 Zone Units Type Description Actual LocI Allow. Ratio Dir. Ccef. End Zone psf W I> Standard Spacing is Adequate 19.31 0/0/0 23.000 0.84 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 14.48 0/0/0 24.000 0.60 IN 1.080 End Zone psf W 1> Standard Spacing is Adequate 19.31 20/0/0 23.000 0.84 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 14.48 20/0/0 24.000 0.60 IN 1.080 Interior Area psf W 1> Standard Spacing is Adequate 15.69 3/0/0 23.000 0.68 OUT -1.170 Interior Area Psf <W2 I Standard Spacing is Adequate 14.48 3/0/0 24.000 0.60 IN 1.080 Roof• A " Zone Units I Type Description Actual LocI Allow. Ratio I Dir. Coef. Entire Surface psf L Standard Spacing is Adequate 20.88 0/0/0 57.000 0.37 IN 0.997 Side Zone psf <W2 Standard Spacing is Adequate 7.39 3/0/0 57.000 0.13 IN 0.480 Side Zone psf W 1> Standard Spacing is Adequate 25.98 3/0/0 55.000 0.47 OUT -1.980 Side Zone psf <W2 Standard Spacing is Adequate 7.39 20/0/0 57.000 0.13 IN 0.480 Side Zone psf W I> Standard Spacing is Adequate 25.98 20/0/0 55.000 0.47 OUT -1.980 Comer Zone psf <W2 Standard Spacing is Adequate 7.39 20/0/0 57.000 0.13 IN 0.480 Comer Zone psf W 1> Standard Spacing is Adequate 39.39 20/0/0 55.000 0.7 2 O UT -2.980 File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America; Inc. 0 B----- Butler Manufacturing "._.._...-....,.-..... Units Type Description 13-023088 Calculations Package LocI Allow. Date: 1/2/2014 , Time: 01:24 PM Dir. Coef. Entire Surface psf L Standard Spacing is Adequate 20.88 0/0/0 Page: 50 of 50 0.37 Side Zone psf <W2 Standard Spacing is Adequate 7.39 3/0/0 57.000 0.13 IN 0.480 psf W 1> Side Zone psf W I> Standard Spacing is Adequate 25.98 3/0/0 55.000 0.47 OUT -1.980 20/0/0 Comer Zone psf <W2 Standard Spacing is Adequate 7.39 0/0/0 57.000 0.13 IN 0.480 OUT -1.980 Comer Zone psf W 1> Standard Spacing is Adequate 39.39 0/0/0 55.000 0.72 OUT -2.980 Standard Spacing is Adequate Interior Area psf <W2 Standard Spacing is Adequate 7.39 3/0/0 57.000 0.13 IN 0.480 57.000 Interior Area osf W I> Standard Soacine is Adeauate 15.25 3/0/0 55.000 0.28 OUT -1.180 r. -i.. n -ion 1 -i. - Rnn@ R Zone Units Type Description Actual LocI Allow. Ratio Dir. Coef. Entire Surface psf L Standard Spacing is Adequate 20.88 0/0/0 57.000 0.37 IN 0.997 Side Zone psf <W2 Standard Spacing is Adequate 7.39 3/0/0 57.000 0.13 IN 0.480 Side Zone psf W 1> Standard Spacing is Adequate 25.98 3/0/0 55.000 0.47 OUT -1.980 Side Zone psf <W2 ' Standard Spacing is Adequate 7.39 20/0/0 57.000 0.13 IN 0.480 Side Zone psf W 1> Standard Spacing is Adequate 25.98 20/0/0 55.000 0.47 OUT -1.980 Comer Zone psf <W2 Standard Spacing is Adequate 7.39 20/0/0 57.000 0.13 IN 0.480 Comer Zone psf W I> Standard Spacing is Adequate 39.39 20/0/0 55.000 0.72 OUT -2.980 Side Zone psf <W2 Standard Spacing is Adequate 7.39 3/0/0 57.000 0.13 IN 0.480 Side Zone psf W I> Standard Spacing is Adequate 25.98 3/0/0 55.000 0.47 OUT -1.980 Comer Zone psf <W2 Standard Spacing is Adequate 7.39 0/0/0 57.000 0.13 IN 0.480 Comer Zone psf W 1> Standard Spacing is Adequate 39.39 0/0/0 55.000 0.72 OUT -2.980 Interior Area psf <W2 Standard Spacing is Adequate 7.39 3/0/0 57.000 0.13 IN 0.480 Interior Area psf W I> Standard Spacing is Adequate 15.25 3/0/0 55.000 0.28 OUT -1.180 va...i net. Wall/Roof Type Thickness Finish Color Direction Gable Dir Max. Length Wall: I Butlerib 11 Punched 26 Butler -Cote Cool Country Wheat Left to Right Left to Right 41/0/0 Wall: 2 Butlerib 11 Punched 26 Butler -Cote Cool Country Wheat Left to Right Left to Right 41/0/0 Wall: 3 Open Exposed to wind Stitch " Wall: 4 Butlerib 11 Punched 26 Butler -Cote Cool Country Wheat Left to Right Left to Right 41/0/0 Roof: A Butlerib 11 Unpunched 26 AIZn Plain AIZn System Generated Not Applicable 41/0/0 Roof: B Butlerib 11 Unpunched 26 AIZn Plain AIZn System Generated Not Applicable 41/0/0 ca.to... net. Wall/Roof Type Length Spacing Washers Insul. Block Mod. Ctrl. Ice Damming Wall: 1 Torx CMC MPS, CMC SDS MPS, SDS Stitch Standard Option Yes None No No Stitch Wall: 2. Torx CMC MPS, CMC SDS MPS, SDS Stitch Standard Option Yes None No No Stitch " Wall: 3 Wall: 4 Torx CMC MPS, CMC SDS MPS, SDS Stitch Standard Option Yes None No No Stitch 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 File: 13-023088-01 Version: 2013.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. '� BUTLER Date: 1/2/2014 „a,,„e��Te��,,�9 13-023088 Letter of Certification Time: 01:30 PM Page: 1 of 1 Letter of Certification Contact: Project: Lundberg Name: North Valley Building Systems, Inc. Builder PO #: LFF Address: 30 Seville Court Jobsite: 5370 Church Street y City, State: Chico, California 95928 City, State: Richvale, California 95974 Country: United States: _ Count', Country: Butte, United States ` 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 I Shape Overall Width Overall Length Floor Area (sq. ft. Wall Area (sq. ft. Roof Area (sq. ft. Max. Eave Height Min. Eave Hei ht2 Max. Roof Pitch Min. Roof Pitch Peak Hei ht Electrical Control Room 17/0/0 23/0/0 391 1 972 1 392 12/0/0 12/0/0, 1.000:12 1.000:12 12/8/8 Loads and Codes - Shape: Electrical Control Room City: Richvale County: Butte State: California Country: United States Building Code: California State Building Standards Code - 2013 Edition Built Up: l OAISC - ASD Rainfall: 0.10 inches per hour Based on Building Code: 2012 International Building Code Cold Form: •07AIS1- ASD 3000.00 psi Concrete Building Use: Standard Occupancy Structure Dead and Collateral Loads Roof Live Load Collateral Gravity:0.00 psf Roof Covering + Second. Dead Load: 2.54 psf Roof Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf Wind Load — Wind Speed: 110.00 (85.21) mph The'Low Rise' Method is Used Wind Exposure (Factor): C (0.849) Parts Wind Exposure Factor: 0.849 Wind Enclosure: Enclosed Wind Importance Factor: 1.000 Topographic Factor: 1.0000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 6/0/0 Parts / Portions Zone Strip Width: 3/0/0 Basic Wind Pressure: 22.35 psf Snow Load Ground Snow Load: 0.00 psf Flat Roof Snow: 0.00 psf Design Snow (Sloped): 0.00 psf Rain Surcharge: 0.00 Exposure Category (Factor): 2 Partially Exposed (1.00) Snow Importance: 1.000 Then -nal Category (Factor):Vq"L.00) Ground / Roof Conversion: ��f�jj % Snow Used in Seismic:000 NTY Seismic Snow Load: 0.00 psf Unobstructed, SlipperyIAN 1,0'2014 • DEVELOPMENT SERVICES Seismic Load Mapped Spectral Response - Ss:56.00 %g Mapped Spectral Response - S 1:23.00 %g Seismic Design Category: D Seismic Importance: 1.000 Framing Fundamental Period: 0.2044 Bracing Fundamental Period: 0.1289 Framing R -Factor: 3.5000 , Bracing R -Factor: 3.2500 Soil Profile Type: Stiff soil (D, 4) Diaphragm Condition: Flexible Frame Redundancy Factor: 1.3000 Brace Redundancy Factor: 1.3000 Frame Seismic Factor (Cs): 0.1442 x W Brace Seismic Factor (Cs): 0.1553 x W Design Spectral Response - Sd 1: 0.2975 D; S t IV Sd 0 5047 PERMIT #_ esr n pec ra esponse - s. . TT 1l 1l L. E T ERVICES Building design loads and governing building code is pro de �tfi ui1 er a v r a - utter Manufacturing, a division of BlueScope Buildings North America, Inc. The Builder is responsible fo sod et1 to tLa tg Of "i I o ect Design Professional to obtain all code and loading information for this specific building site. DE COMPLIANCE The design of this building is in accordance with Butler u •tu g, d' 'sion of Bl�� co North America, Inc. design practices which have been established based upon pertinent procedurPATiig ndardrti�t�d-in e tiirng o e 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. The undersigned engineer in responsible charge certifies that this building has been designed in accordance with the contract documents as indicated in this ' 'letter. • , J I,jFESS/O-- N Date: Engineer's Seal: G) ni E ineer in responsible charge CD UJ C 53017 rn XP. 6/30j@0 File: 13-023088- Versio T WC, VI` �\Q, Butler Manufacturing; a division of BlueScope Buildings North America, Inc. '9 F OF CA1-SFO �1�� \• I i Iii \II/ \1 \`�` �_�� \� y ��� 0aV3TAUC110N NOTES ', - DUST 3UPPRES310N PLAN 1 1. ALL WON SMALL BE DONE N ACCORDANCE WITH THE COUNTY O BUTTE OsaOYEYOIr • 1. CONDUCT DALY CLEANUP THIS PRACOCE SCOL DCLUDE REMOVAL O MTD AND DUST CARRIED STANDARDS AND SPFCFTCAT C O COUNTY DIRECTOR O PUBLIC WORKS OR THOR ONTO SKEET SLOWACES BY CONSTRUCTION VEHICLES. , `\ FF -10210 (FF -102 10 AU7NddIID REPRESORATIVESIS RONTRACTOR -' 91ML NAVE SIGNED PLANS N HIS -IL TARPAULINS4M / \ / \ / \ I T• POSSESSION POW m COMMENCEMENT OF WORM - 2 COVER MATRUCKS WITARPAULINSERS OR OTHER aTrECTIVE COVAT ALL TIME; EXC PT 4 WIEM LOADING UNAAONG MATERIAL& �I \ / ` I FF -102.10- 2. PRICE TO THE START OF CONSTRUCTION THE CONTRACTOR SHALL BE EESPOLSSE FOR a uTIX ALL E60SED EARTH SURFACES. TKRs PRACTICE SMALL BE CONDUCTED AT A M810M1Y a - ` - -__ \ __ •--�L iii CONTACTING ALL UTILITY COPAIES AMD/OR UTILITY DISTRICTS AS m THE LOCATION O ALL UNDERGROUND FACILITES. THE CONTRACTOR SMALL BE RESPONSIBLE FOR THE LOCATION OF ALL THE UTE MORD AND AT THE END OF THE DAY. FURTHER. THE FREQUENCY O WATERING STALL - ❑ �� r FF=10210 I U IDEACRO ND FACTUM OR OTHER BURIED OBJECTS WNW MAY BE ENCOUNTERED BUT MUCHAR INCREASE IN F REQUIRED FD BY THE BUTTE MAR gl POL UTCONTROL DISTRICT AND/OR COLAN1r NOT SOON THESE PLANS. THE CONTRACTOR SMALL CALL UDCRGRpAD SERVICE ALERT (USA) LI S AT (800) 542-2ME AT LEAST ] DAIS MOR TO WMSTRUCOOL {, ALL OEAIIM CRAODOX EARD/-YOVIK OR EM AVA710 M ACIMEES SMALL CEASE WIICI WINOS a AC IS DfixED AS TYPE b• A9>MALT CONCRETE r MAXIMUM MFDRW GRADOM. r• EXCEED 20 MPI AVERAGED OVER 1 HOUR. S THE AREA DISTURBED BY NRDUTMK C IUM GRAMM, EARTH-MOVOW OR EXCAVATION ❑ 's _ D/ C. - _ I 4 AD IS GEFTND As GLASS : AGGREGATE BASE r MA701W a+ADaG OPERATIONS SMALL BE MOB® AT ALL TOTES - ; :, , _`-� - U -- U----�'--- --__-` _-- __ ------ r -- /`"' ILO E NW O,SUAB e�of/ 5. CAL BUTTE cOLANrY DEPARTMENT Or PUBUC WORKS AT 535-76M m SCEDUE NSPECI1011 6 POR1101S OF THE CONSTRUCTION SITE m ROMAN INACTIVE LONGER THAN A PERIOD O• ] _ • ' /' .... � U V U concrete a _''•. .. , 1 0,000 cwt / AT LEAST 2# MOORS PRIOR m COISTtUCR01l - YORN9 SMALL BE gmEO AND WATERED UNTIL GRASS COVER IS GROWL' �. •Q/ ------- ---- '' ... Q / jA: '--------YS'-'------- �' L ALL NEW GRAN INLETS OWL BE LABELED WITH THE COUNTY APPROVED DRAIN MARKER PER 7. ALL OW TE ROADS SMALL BE PAVED AS SOON AS FLA9SE OR WATERED PERIODICALLY GR - * (}r - -----;-__ FF -10 1 / b / COIMTY STANDARD S -#n - O[MICA Lr.AetraD. �I'. �/ • U?Zlo 7. THE CONTRACTOR STALL REQUEST CONSTRUCTION STAKES FOR ANY PARTICULAR RIAS. OF WON L THE APPUC WT STALL MNIOD: WISIf81CTON-tE3ATm EKMAU•'T EMISSICO BY MAINTAINING • --- AT CREAST N! NORMS PKGR m COMMENCEMENT Or CONSTRUCTION. CONTRACTOR SMALL REQUEST A CONSTRUCTION EOIAPIEMT OK0ES N GOOD CONDITION AND DN PROPER TUE ACCORDING m I T '.r. - -- --- -- � 1407 . ".1`i•. � / / / FOXY GR GRADE STAKE PLeGR m PLwt1Mc d• OPROYFLER74 • - MARdACTUERiS SPECf1GTIONS AID -GRID SHOO SEASON (MAY TROUGH OCTOBER) BY HOT - _ - r I l l l • ALLOWING CONSTRUCTION EQUIPMENT TO BE LEFT LUNO FOR LOG PERIODS _ 1S L NORMSTAR ENGINEERING ASSAES NO RESPONSIBILITY FOR ANY WORK CONSTRUCTED F STAKED I C BY OT ERS. - IL ALL ON-SITE VEHICLES SHOULD BE LOOTED m A SP® OF 15 MRI 011 UNPAVED ROADS 1 - I �� IL POOR TO ANY CORRECTIVE ACRW BY THE CONTRACTOR WNW IS NECESSARY OWE m STAIDIO j6 R -VEGETATE A10/OR RE -PAVE E7POSEl) 9113ACE9. ,MSI STALL BE WPLLIFD AS BD011 A5 - '. 01+ t Pr p V e � - r b -^ �e�`0 TO„S , _-'F _ �I l•/ � � / P065BEE m R[OUGL FUST EVa590114 TE OUST 91PPR£59dE FUM SMALL L BE 91BMITTED m K 1 i /. • / WORK.THE CONTRACTOR QHEE ASSU THE O LIABILITY FOR RE -STA COT AND VERiFO Ra O - THE W W17Y OF BUTTE FOR REVLON AND APPIROVAL PRW m 6SIANCE O' A GRACING PERO/T. PREVIOUS STAIOIG THE F7NWEFA A5911E5 NO UABEIfY FOR 111E COST INCURRED FOR THIS 10. CONTRACTOR m BE I�ON9aE FOR M PROTECTION OF ALL EXISI/D MONUMENTS AND 11. HEEL WASTERS SHALL BE INSTALLED WIER PROJECT VOIL6E3 AND/OR EQUPHENT ENTER I M - ) �..•.`.:.� '\ r -, '� `(dD' . ^' / / / / / OTTER 9URVET MARKERS DURING CONSTRUCTION. ALL AKEM MOMDITS GR MAKERS GESTROVED AND/OR OOT ONTO PAVED STREETS FROM UNPAVED ROADS VEHICLES AD/GR EUIPYOTT SMALL 1 0 -f'f.a1d210 s= °M1 DURING CONSTRUCTION SHALL BE REPLACED AT. CONTRACTORS EIP012 - BE MASKED PROD m EACH TRP F NEEDED m CONTROL FUGITIVE WSL I Tom. T� s.''s.: {4 X1 1_ I / / • / Q / 1L POST A PUBLICLY N9BlE SIM WITH THE TELEPHONE NUMBER AHI, PERSON m CONTACT L P 11. ALL PERMITS NECESSARY FOR THIS,JOB ARE m BE ACQUIRED BY THE CONTRACTOR .PERSON- xA XOURS T KAM TE BCAODOSMALL ALSO VI�IP m C� � :.. � Vy �N• �, .�` �� T• / � B 12 nE CONTRACTOR SMALL RESPWSBE FOR VQIIGIXM 6 ALL ESTIMATES AND QUMTIES. m 0 SCR• .�- I J y caMPUANGE wTM euaD RAE 2N !tax (NLILSANCE AND FUGITIVE DUST f#B90N19} ^ U / . �} pe 1210 I& TRENCH SEETWM 94CRI10 AND SRACDW SHALL BE INSTALLED FOR 'ANYTRENCH OR BMW- , - U () !!qq y'y ^ rI1% Od J1•� / / / AND JACKING PIT FIVE FEET OR MORE N DEPTH. SOLID SYSTEM SMALL CONFORM To THE - -- � U ' l V•: � ase • J I x / - / / z--iC --J�--- M:. / LATEST EIX71011 O THE STALE p1T901 6 INDUSTRIAL SAFER'/ CO6TRUCTI01 SAFETY ORDERS. �jy - .�-- .. _-. CAL OSHA 153W-1542DARD RWSUANT m STATE ASSEMBLY BLL M0. 190 OARED OCTOBER ; 1B'7] AND 3PEC�AL NOTES _ • ' - # `� Tx</4 / CAL 09A STANDAR04 - ,._ • . � --- � .. `•: �.� � SILO � �. 5r+r~ar a]� AF: 1 c � NE ou a or of / ILA W. OUILG GROUND OMSIUIOMO ACTMfIE; ANY GOES. P'OTIERY iRAGMENi4 GR OILER 1. CONTRACTOR IS RES'ONSB E FOR CONSTRUCTING VARIOUS. ONSIRE GRAVEL ROADWAY CONFORMS ;+.- : • - CONNECT TO E)OSTINC DRAIN INLET. V0`%cf' Y-� �'�'''+,..: US. � T � A � I,•'-sn,-� OU DI B X POTENTIAL d0.1URAL RESOURCES ARE ENCOUNTERED. ALL WORK SMALL CEASE W THIN THE AREA 6 PER THE ROtiEMENIs OF THE oWIER. V .�,• Tl. /' :§QP. }r THE FIND PENmNG AN EXAYOAnGR O TIE 9It AND MAiERAIS Br A PROFL59011K - ,. . REMOVE COMPLETELY OR FILL' ABAND NED-1Q ri. - v �, - a toT S / MOHAEODKi4T. MS. PERSON WILL ASSESS THE SCi1GKE OF THE FIND AND PREPARE 2 CONTRACTOR SMAC VERIFY AL E)xSiNO SIRE UR11E9 HROS910 1NDER AND NEM WILE ♦ O SO PIPE WITH CEMENT SLURRY - \� rs.,,i,. y M.-_� CO Nt4T 0 E)OSTINC APPROPRIATE NnCATON M EASLIR a FOR REVIEW BY 71E PLANNING OOECTGR. ALL MILTGTOI PROPOSED SILOS AND RELOCATE PAM m CONSTRICTION. THE ENGINEER SUSPECTS THAT AT ".'4 `" ] 2 � ' _ r!I� :. • , . • ••- i l t•�� D N IN R��r�•VE / MEA97RS DETERMINED BY THE PLANING CMSCMOR m BE APPROPRIATE FOR THIS PRMI SINAL ELECTRIC COIDIM9 FOR SCLM TOO SERVICE ARE N TDs AREA AMONG OTHER POTENTIAL LINES. \ _ �, . .. O p CONSTRUCT NEW ml 'A ',�' - FF. 10 flO('•' 1� V. y�PLE Y OR h,1LL BE OPFYENTED PURSUANT m THE 7EKIS 6 THE ARCAEOLOOSTS REPGRT. r - .. n CONTROL ROOM PER m D' at5 .. 'Cyr ` ' r" (JI _ ` �� e _ - _ r / ANDO.ED SO PE 11 PADS ARE m BE COMPACTED m ILGs RELATIVE COMPACTION • ` J - _ y `= �` • qqy .' GILDING PIANS . a - ,ILD '_/ \�•r ..�--- - - 10210 ••_ -0A�' CE/IENT �(J�JTRY. / TIL EE Q GRACE T KIF C IMPROVEMENTS ARE m UM m BE RELOCATED OR AINH�` • - F - `� ® 'V7.•- - - /Gi^eP` Hb.BO , , "` h -•i,s3 - u,` = M �/ / / / DIEVELOPEIM EXPENSE. 17. ALL STORM DRAIN PIPES PIMTN LESS THAN Y OF COVER 9WL BE BACKFILLED WITH ICOM M ' V �-. • • - L' o . • OH +/- to P r \ " �- UNLESS OTHERWISE SHOWN ON PLANS - , 'i• 101.7$ $ /.• 1Y V / / / /-' comer of bLAdblg N_ / // • _ _ # �� •/ / / / V ~ I » \ r 1 1 V +/- to _ _ Line °9" =1ol.75 / IN INLET \ O �(1(t O >e o DETAIL 'B Q / '-�. _4 1. C - _ •C T • '� .. / AI _ .. J 7y i ' I JR AS AND U40TRIC 24� - _ .OH w. - ��•y • .F. ^ o j o , SCE OH ELECTRIC MAIN PER ELEC IC JINSTALL PRIVATE GAS / la - PLANS SEPARATE TR� ,MAIN PER PG&E , �3201 +Prgp®j�e - io FR MAIN s' B �y 'TYPICAL REQUIREMENTS__ I D CHES IMAM. I 13_8' MINIMUM COVER. _ 0 0 . ., 11 � -:. •C _ i CCN , -------------- ------------------ r�, _ s 1 1 • SURY£Y NOTES A lYP/CAL 7RALMC RAID GYW0?IE7E S£CflQV ;.. B ['7YP/CAL FLAT am 7F ORA/NAGE INLET �1 •' rI cl 7Y:/CAL NOU,SE PAD cavcPE7E SECAQN LEGEND w`' ®� 1 Y \ / 1. TNS TOPOGRAPHIC SURVEY WAS PREPARED USING COWV,IX _ _ r AS$IID RNtOIKAMEHx METHODS BY " ®9ATIGl OMC. - NOT T0. SCALE • C:.P ' - - + . '+'` NOT TO SCALE - / • NOT TO SCALE - - - - r DATE OF PHY 2. LOILTn MVRIWIAPHYSCM. rim WN nTCPOORARND - ,'r J - .L, ' --- B/NB����(( (/'�, no � - M � _ IX STORM GRAN RPE BUILDING Beyy B ' \' � (%� -THEIEN.ACE - - GRATE GAWAIUIID FRAME AND - PROPOSED STEE N DRAIN PEC (HDPE) 8.41 1 I LD I I `E �./F ®IV I S I �s ' 'AE NN SH ML N REAS O OEM VEGET VOLA AGAEACY • - • GRAM TRAFFIC RATED•-• . • --•-------- IX EDGE O' PAVEMENT • LLJJ 66..// O COTI MO WY DEVIATE FROM ACCEPTED AWMKT _ - T .. .. - FLOW ULE STANDARDS _ N 25 CA (PRAM � N - ]COO PSI • 25 DAYS _- ---_ GRAM BREAK 7' -__ WqE CONQEIlIS �® a THE TYPES. LocArMa um AND/OM 0[PMS O DOSTMNO •• •, °' ,� J PROPOSED GAS LINE O® �j" - UBDOW" UTILITIES ASI 9IOWI W MS TOPOGRARMC • _ - ��/rp\yp ■ • _ /- SURVEY IDI OBTAINED FMIOII SURFACE FEATURES AND SOAIm •� l y _ ." •.. ; : ..• .• :. • , ,� S AXIAL m iEETBE dr C PROPOSED UNDERGROUND ELECTRIC LAE PER PONE RAN9� . OF VARYING RELIABILITY. OLY ACRAL EXCAVATION WILL TWmNED ... ti Q iRAFTt RATING BIIDW. 11W(EIED .. ' .. ` REVEAL THE TYPO DOOR, !71'L9, LOCAOM9 AND OCPMs O - . EDGE PER _ .EDGE PEN ' SUCH UoutGnm D UIILREa NORTISTAR dONQIWO NOTE BELOW $ 00 v u NOTE B1DW OD' T---- - 1. ASSME4 IID R�RY FORM COMPLET0® GR ° 0° GRAN PPE, 92 v ° t>D COTCfB(0 I IX SITE CONCRETE F r r • Y AXUXtALY O THE OlANA BUT RIOT. m °C �$B° � PRAFFICER RATED UTILITIES WNW My BE - r SHOW a nn IAWNn - - - lY CL x - •- _ AND SLOPE MY CL, 2 -/. r 4 avow MAI AID am O GEmaus: M wNw.AL AID . r., ALGA eis - - `S • AOIL USE PROPOSED- - . • HORIZONTAL DATM AR ASSUMED. , Ir SIB GRACE ! ALLT PPE N PLACE + :;1,�-..• .P_e. CONCRETE MOIg PAD J . A �M AT D.C. Jr CO SIB GRADE ! ALL p RDAR AT ,8' D.C. T CONCRETE PER ORAL 'C Ir m mW RD. CLEM MNWIL `d 1` • Y •1 • COI�ACIFD m Wi a.0. CUM MNRML s �SECTM PUN - Ex _ 3� w . • , ' Ex p - IX GROUND ELEVATION ''• V . I N . `� •. I.. ALL EDGES OF W/OETE SLABS M EXTRA Y FORnA MNMM O Ir. PPRECAST •. • • '' A '� i �S, SIA PROPOSm RN9ED GROUND ELEVATION a•.-. • -. • '�'r �1{ L INSTALL CRACK CONTROL GROOVES AT id D.C. BOM WAYS PER SOBS RPORT. CONCRETE PROOKT9, UK aML:c BBLLg �i ffiIEFIC RATNQ.' r .. N, . • - - �-ary ` - a EXPANSION JOINTS AS. REMXM BY CONTRACTOR AND AT NO' YAX SPACIM GR APPROVED EQUA THY 8' 2t• IIp. 'Y• -M" • t. THICKEN ALL EDGES O CONCRETE SASS M EXTRA Y FOR A MINIMUM MUM O Ir. PROPOSED CONCRETE DRAN INLET PFR DETAIL 13• 1 *•�••/i• • f "•a �'- '- .�. pPOFFBB! - i ♦ VALLEY QUTIDIS ARE TYPICALLY N VOL MAK dMmOrnGR JODIRS AT f 530 241-2582 _ -1 1 INSTALL CRACK CONTROL GROOVES AT ld 0.G BOM WAYS PER SCE8 REPORT. a _ a EXPANSION JOINTS ASROILRD,BY CONTRACTOR AND AT 40' MAX SPACING 1 AND A FLOW DEPTH O 0.15 TYPICAL MATCH TRAFFIC RATED SECIIOM ABOVE ( ) J - �� PLAN r _ Designed: Rw ReWfon: DIM 'EN .- T.. g .. SITE PI..MI\ . ' ~ } • /,S DROMm sr RMS - - _- Ill WON RANCH BLVD.. SATE 100 � ; � E Lmdberg Famlly Farme - i � �/VI\ �AMov PNCE (5W) 80-106 60D ) BB] 2H� - 5370 ChWCh Street, r PHASE 3. DRYER EXPARSM e: 021 12-1&13 11111 • a CiaFm SITE ..WAIIFtIaM,FFKIK / PdChVAle, CA 99974, ,, f 118.01 surveyors Hors Vert. Cblo le • + .SET P w' .. / _ •• .T , V .i { �`• • _ P - _ '� . 7 _ T - _» •• N. • 4 r� + ,