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Home My WebLink AboutB16-0898 000-000-000f CRANDALL ENGINEERING 5448 MERRILL MILL ROAD REVIEWED MARIPOSA. CA 95338 FOR CODE COMPLIANCE MAY 3 1 2016 Sheet of 1Loo Job No. Itpoll Date: k 8 PROJECT SPECIFIC SOILS REPORT BASED ON-TaiRmWIPATA:UUNSULTING GROUP % Q�ossl ProjectName: Client: Address or Location: �-�� - -1 VAt�- �20 /�e15 Basis of Soil Information: #"--"w I This report is based on information available from the Natural Resources Conservation Se�vllice? 2 2016 United States Department of Agriculture, Web Soil Survey. Available online at: http://websoilsurvey.nres.usda.gov/ Access Date: General Soil Information: Soil Name(s): � V -i v-�G,r Limitations for dwellings without basements and small commercial buildings: Slope: i•l-oAr Proposed Mitigation: BUTTE COUNTY Shrink/Swell:CA.')"nu�-rc- MAY 0 4 2016 Proposed Mitigation: DEVELOPMENT Other: � "/� /�°J-31tr0 SERVICES Proposed Mitigation: dno X31(, 0�4� ------ --------------- - -- - - - - - -. ,- - - - -_-- S30IA83S 1N3NdO13MCJ UNno-, 3LLniq Seismic Hazard: .BBQ _ I /Y #.LIW83d Is location shown on CA. Geologic Survey Maps as specific hazard Zone: '7. No ❑ Yes- Hazard Proposed Mitigation: Soil Classification and Design Values: Seismic Site Class: D Unified Classification Symbol(s) Per NRCS Engineering Properties: GL If- CBC Table 1804.2 Material Class: Allowable Foundation Pressure: I psf gy ' 0 2016 Lateral Bearing: 147�0 psf/f below natural grade INT EFtWESI ^, ,, Lateral Sliding: 4s = or Resistance = � psf PHONE: 209-966-4844 �� L'r y TOPO! map printed on 04/18/16 from "Californla.tpo" and'"Untitled.tpg" 121°44.000' W 121°43.000' W 121°42.000' W WGS84 121'41.000'W. Z Z a3 r E. 4 xry S'mix nt t - .. ers Kx& Z . W - e " i �5eAz S e raatT { ( d awn 5R �' r x� Xtl ��•`A t �� s O a to i. p i (e'�x:� n ,.•. sv C � � � i �' 1y 3��<9�FdIrLgou�e� '� o , ry ..-. r ..... �: �.� a -° r SA praua 3K i a l za c..c r Ir �•fi� N aed• 1 r�� ry ' ... ..._ .. a ... , ��,. , .......> ,dn....::3.'�S`s..:, .-.i � « .. aW� •S( kx• �.+..>¢ tirr, �� n, N - z � f x at�v _ ♦ � S J,u9epo3 a F �v1 t v4t i� �S +iS Yi � �. 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OO " l Y rcewd Ya xM» Yt�9"sMNK?S«°a�4�Oi . ,:. ; : _ ' P yy��, k' � 1i�r•9c�rY'«IAEA XA YV9 VA el. .. ..., .. ..- .�' ....•, ar..n. vx47 dspa�A. •a<5 arry_,ps.r0a.arei...W.a"ewd4< 121'44.000'W 121043:000` W 121°42.0001 W WGS84 121°41.000' W r a s 1 Mute , Jta 000 FEET 0 SOD 6000 METERS _ IP! .Prviied iram TOM C2Wl National GMFaP= Holdirt¢x (W%M.toposom) BUTTE COUNTY ® , BUILDING DIVISION APPROVE® 4/15/2016 Design Maps Summary Report Design Maps Summary Report User -Specified Input Report Title FILLMORE ADDITION Fri April 15, 2016 21:15:19 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 39.3270N, 121.7116°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III USGS-Provided Output SS = 0.598 g SMS = 0.790 g SDS = 0.527 g S1 = 0.274 g SMI = 0.508 g SDI = 0.338 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,t Resryonsfe-Spectrum --- ---Design-Re-spons-e-Spectrum--.--- 0.08-- 0.80 0.54-- 0.72-- 0.48 0.64 O.d2 0.56 M 0.46 0.36--'��/ rA O.dO 0.30 Q 6U�TE CO \UN COUNTY {�� 0.32 0.24 BUILDI �. I V ISIO V 0.24 0.18 �� 0.16 0.12 0.08 0.06 0.000.00F. 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.8D 2.00 Period, T (sec) Period, T (sec) For PGAM, TL, Cas, and Cal values, please view the detailed report. httpJ/ehp2-earthquake.wr.usgs.gov/desigrunaps/us/summ ary.php?template=minimal&latitude=39.3270&Jongitude=-121.7116&siteclass=3&riskcategory=0&editi... 1/2 t f �i6'4�1S�>.• 1. (V.�' t ` 4. �M7b�� rt� `A; $3Tra1{a�tttr '.-.;qVrfrtijYi.�i..a.-.w a�i'�T��11'..":•�s.:�:tr; Y"'.' -LL rt,.n5.}t �1+6rr+,r•�<�'A'.urv�>sTYtirt7+t.i0u,{s'�Cait'YrLy.jpL rt. t-.'s.Ye,.sstf"is(.';.i`',,.:5_-s. —_• ..-v{t ,�Fi�1 3 •z + Vt:��yft°r P ._ . ./"tyftZ+� B �V .ivij,rr4�r?�iy�.st'.':•..'o ,,a�'.Ywy,,'-- ¢y � y st,y " —_ irR,y �?�r¢fi#IiM ,i'n'{4"i ,tP'�1SQt�yyi?\� t + srM' �as-i 'i . var"-;�y•?, .�4>s'xsL�iRL-�„ r �s+ ,1�1�!vi:5:'..M.s�.:g_.'.tu' • �xb�i, ✓yF� ' �..frrrf' - e. •i® .-3 . Vyce-�4q'.v,y�, • �ye'�r\tty.aw�g 77 Luf`K + " Ile 4la t r aj 1,, ee 4,4; i ,1 rf 1s+ 1I .M • f e jz a.rSr 1irr w,Yrr �..a, la+•.ibbr�!` { K' �, �.+ r bs x � •. m ^ "� ., f � M H _ � i e : L. f r; ,� ` T . s ,. ... _ .t:' r .. o'p't,, d:SF• Soil Map—Butte Area, California, Parts of Butte and Plumas Counties (FILLMORE ADDITION) LEGEND MAP INFORMATION Area of Interest (AOI) Spoil Area The soil surveys that comprise your AOI were mapped at 1:24,000. i Area of Interest (AOI) Stony Spot Warning: Soil Map may not be valid at this scale. Soils Soil Map Unit Polygo Very Stony Spot Enlargement of maps beyond the scale of mapping can cause ns 1 Wet Spot misunderstanding of the detail of mapping and accuracy of soil line .,;. Soil Map Unit Lines placement. The maps do not show the small areas of contrasting Other soils that could have been shown at a more detailed scale. 0 Soil Map Unit Points � ..� Special Line Features Special Point Features Please rely on the bar scale on each map sheet for map Blowout Water Features measurements. Borrow Pit ,..•..,.• , Streams and Canals Source of Map: Natural Resources Conservation Service Transportation. Web Soil Survey URL: http://websoilsurvey.nres.usda.gov Clay Spot +-Fat Rails Coordinate System: Web Mercator (EPSG:3857) Closed Depression � Interstate Highways Maps from the Web Soil Survey are based on the Web Mercator Gravel Pit US Routes projection, which preserves direction and shape but distorts :sem distance and area. A projection that preserves area, such as the Gravelly Spot Major Roads Albers equal-area conic projection, should be used if more accurate Landfill^ calculations of distance or area are required. 9;��4 Local Roads Lava Flow Background This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Marsh or swamp Aerial Photography � Soil Survey Area: Butte Area, California, Parts of Butte and Mine or Quarry Plumas Counties Miscellaneous Water I Survey Area Data: Version 12, Sep 3, 2015 Perennial Water I Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. aq Rock Outcrop Date(s) aerial images were photographed: Feb 2, 2012—Apr 29, + Saline Spot 2012 Sandy Spot I The orthophoto or other base map on which the soil lines were +g� Severely Eroded Spot compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting Sinkhole of map unit boundaries may be evident. Slide or Slip 0 Sodic Spot USED Natural Resources +� Conservation Service Web Soil Survey National Cooperative Soil Survey 4/15/2016 Page 2 of 3 i ;y�' � 'q[ '�i�r,�'� r.v�r 4 e'AreaCallfornia" P_artstof�Butteandlumas Countles �tA61 _ ✓ ,... _, ...... �. �..3 �.' •.mcYw�NN:`t'w�'.. 7 - ;y�' � 'q[ '�i�r,�'� r.v�r 4 e'AreaCallfornia" P_artstof�Butteandlumas Countles �tA61 _ ✓ ,... _, ...... �. �..3 �.' •.mcYw�NN:`t'w�'.. ""' .a ' �3�- §!'-. .. -`, fl�:+�kd)° I' .. .: 94, ;.'Lig ) _6�-r..: vI .. v Ma )TLrM t3ymbof : '� Map nil Name " "r Ascres in AOI a � Pe cent g� .._'..te ,'1..cr�,sn7d., ,� r .. - .-,x .. ........ _. .a, .. -.. 120, Gridley taxadjunct clay loam, 0 39.6 80.7% to 2 percent slopes " 127 Gridley taxadjunct loam, 0 to 2 1.4 - 2.8% ' percent slopes <' t 1 38s Liveoak sandy clay loam, 0 to 2 • 8.1 16.5% .- percent slopes { Totals for Area of interest `` 49.1 100.0% s ' r. F .-, •`^ - .... - is - BUTTE COUNTY BUILDING, DIVISION, . 1 • :.:-Ro H Hr VE • USDA Natural Resources r Web Soil Survey 4/15/2016 a *" Conservation Service ' ', National Cooperative Soil Survey Page'3 of 3 Engineering Properties—Butte Area, California, Pails of Butte and Plumas Counties 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 soil group is a group of soils having similar runoff potential under similar storm and cover conditions. The criteria for determining Hydrologic soil group is found in the National Engineering Handbook, Chapter 7 issued May 2007(http:// directives.sc.egov.usda.gov/Open NonWebContent.aspx?content=17757.wba). Listing HSGs by soil map unit component and not by soil series is a new concept for the engineers. Past engineering references contained lists of HSGs by soil series. Soil series are continually being defined and redefined, and the list of soil series names changes so frequently as to make the task of maintaining a single national list virtually impossible. Therefore, the criteria is now used to calculate the HSG using the component soil properties and no such national series lists will be maintained. All such references are obsolete and their use should be discontinued. Soil properties that influence runoff potential are those that influence the minimum rate of infiltration for a bare soil after prolonged wetting and when not frozen. These properties are depth to a seasonal high watertable, 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. FILLMORE ADDITION -11 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-modesately finetexture 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. BUTTE COUNTY BUILDING DIVISION APPROVED USDA Natural Resources Web Soil Survey 4/15/2016 2111111111111 Conservation Service National Cooperative Soil Survey Page 1 of 4 Engineering Properties—Butte Area, California, Parts of Butte and Plumas Counties 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). 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. FILLMORE ADDITION bt 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-4-1.0-40-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 materials 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 4/15/2016 Conservation Service National Cooperative Soil Survey BUTTE COUNTY tTY Page 2 of 4 BUILDING DIVISION APPROVE® r , Engineering Properties—Butte Area,`California, Parts of Butt' and Plumas Counties' J sFILLMORE ADDITION : Report=Engineering Propertie's ,r t� r* s� ; Absence of an entry indicates that the data were not estimated: The asterisk '"',denotes the representative texture; other r possible textures follow the dash. The criteria for determining the hydrologic soil group for individual soil components is found . ' f in the National Engineering Handbook,, Chapter 7 issued May 2007(http://directives.sc.egov.usda.gov/ OpenNonWebContent.aspx content=17757.wba). �: ' a � ,•-{;6+Cr , " 4 � w F+, ,. fit¢ t . �°: Ali Eng , r a"7ln�y - . e.., . .'A' OI"�?n A a Callo (1?; H 6ts niParts se j _ of�tte an P ma C:o n ,�.,i... es , r�-r i 5 �, 1 ^ m$ fir a.. nee ro erties–Butte s. ,�" . ass •s g s ue nu . bs ,' -�irr�, t F Ll mid ti z fi 3- lM ,uni s an� Mapispo Pc , of .i��1� Hyd o Dept U U exture,l lassifica � n . - 9m� Per l�'me map gc f �. ,r . t : m3 :} mit TOS > 03 10'L21je JE eg -les 11' ?- In' Pct Pct Pct 120—Gridley taxadjunct clay loam; 0 to 2 percent ir _ slopes ) ,y, Gridley taxadjunct, 80 D 0-4 . . • Clay loam CL A=7-6. 0-0-0 0-0-0 100-100 100-100 90-95-1 70-75- 3943 19-20-2 day loam I _ -100 -100 00 80 -47 1 - f 4-9 Clay loam, day, silty CH A-7-6 _' 0- 0- 0 0-0-0 100-100 95-95-1, 85-90- 70-70- 47-52 25-27-3 day loam i --100 00 95 75 • -66 6 9-15 Clay loam, day, silty CL' A-7-6 0-0-0 0-0-0 100-100 95-95-1 85-90- " 70-70- . 45-48 25-26-3 clay loam - 100 00 95 75 -62 6 15-21 Clay loam, day CL A-7-6 0-0-0 0-0-0 100-100 100-100 90-95-1 70-75- 4146 21-24-3 -100 -100. 00 .80 -62 6 ' 21-60 Loamy coarse sand, — — ` 0-0-0 0-0-0 100-100 100-100 60-65- 30-35- 16-16 2-2-17 loam, cemented . 100 -100 - 70 40 33 + coarse sandy loam USDA Natural Resources Web Soil Survey ` r i� • Conservation Service �` National Cooperative Soil Survey P [ s. .�. 4 , t , USDA Natural Resources Web Soil Survey ` r i� • Conservation Service �` National Cooperative Soil Survey ' gEieerg P. opertles–Bine Aa, CIffIa, Pa u eid�Fumas � Counties,�gfa��:, ''�t u'•u' -� 5 aso p� ap unit ymboland a Pco ro o ' 9; EDepth r r D ate ure, „Classification { � {�.p I]'.*e. -' ragments#j$r r nlfie�d S �. �,-:�I 31 Ot`t �t,�.� ��Ef' .� T'�at+l". Percentage passing -qtr u°mo- e� 4' 1'0 - h' sieve numbriqutas y h 1, " fi� q s,mif qa 3 �,r iCit= �lid z ,xy •� Lt,�i�� uni ��:. rou - �.- 9, S � i ;j TO 1 �,�t�- 3 a in�.��`� �F�H It Y.{ .(L K� � n wl-v'�.:�._Jl.'�. r �!b ine�hes�e �+�1v�`n�.`cr 1 5 h �� S'rtl.�.:. ''1 .L. cJ! � ��ba �.n� S.. _ ��,r L.....�C.. � 1 t •_� 1�..• .. } ryy�-r �,,,6 �, T �Y'�' 3. E..,. cCa� '+ .i .&LL _� In Pct Pct Pct 127 --Gridley taxadjunct loam, 0 to - 2 percent slopes Gridley taxadjunct, 85 D 0-10 Loam CL A-6 0-'0-0 0-0-0 100-100 100-100 85-90- 60-70- 37-39 17-17-1 loam -100 -100 95 75 -45 9 ' 1 0-20 Clay loam CH A-7-6 0-0-0 0-0'0 r; 100-100 100-100 90-95-1 70-75- 47-50 25=25-3 -100 1 -100 00 95 66 6 20-22 Clay loam, day ' . CH ' ' A-716 0 O-.. 0" 0-0-0- - 100-100 100-100 90-95-1 . 70-85- 41-56 21-33-3 t-100 --100 .00 95 -62 6 22r601. Cemented material — - — — — — — — — — 138su—Liveoak sandy, ' day loam, 0 to 2 percent slopes Liveoak, sandy day 85 B 0-13 1 Sandy day loam SC -SM A4 ` 0-10-0 0-0-0 95-100- 90-100- 70-90- 30 45- 20-26 5-9 -10 loam j100 100 90 55 -30 13-53 Sandy loam, sandy SC -SM A4' 0-0-0 0-0-0 90-100- - 85-100- 50-85- 25-45- 21-27 6-9 -10 day loam 100 100 90 55 -30 , a 53-6d Loamy coarse sand, SC A-24 0-0-0 0- 0- 0 75-100- 65-100- 35-65- 5-35-40 10-24 0-8 -8 sand, coarse 100 100 70 -24 . , sandy loam, sandy loam, loamy sand, gravelly sandy '. _ loam, gravelly �: loamy sand - o ' Physical Soil Properties—Butte Area, California, Parts of Butte and Plumas Counties Physical Soil Properties q 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, -of the -so if -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. FILLMORE ADDITION 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 4/15/2016 Conservation Service National Cooperative Soil Survey BUTTE C®U NT' Page 1 of 5 BUILDING DIVISION R� � 'lipi ; Physical Soil Properties—Butte Area, California, Parts of Butte and Plumas Counties 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. -1f 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. FILLMORE ADDITION k&) — E-rosion-factor-s-ar-e-shown-in-the-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 4/15/2016 Conservation Service National Cooperative Soil Survey Page 2 of 5 BUTTE COUNTY BUILDING DIVISION APPROVED v� / Physical Soil Properties—Butte Area, California, Parts of Butte and Plumas Counties 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, or the tons per acre per year that 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) FILLMORE ADDITION USDA Natural Resources Web Soil SurveyB'r�� C�®��•� 4/15/2016 e Conservation Service National Cooperative Soil Survey U V Page 3 of 5 BUILDING DIVISION APPR�� Physical Soil Properties -Butte Area, California, Parts of Butte and,Plumas Counties a ' - FILLMORE ADDITION . e ropert Report -Physical Soil Properties arts Bu a an . PI - . " .'"� as bol ! �3and o I alic, h :.: '�^^ '.4 Or anla Erosion _ :matter'' fac'tocs, as '�1k erotlbllity�erotllblltty rain San �Sil ClaMoist S iurat d Awall ble tnear water a ensibility a ��, tk� • � a ' - 0 oilaR y ales . e ropert tte .e Califor:,nia, arts Bu a an . PI as G�.ountles " .'"� as bol ! �3and o I alic, h :.: '�^^ '.4 Or anla Erosion _ :matter'' fac'tocs, as '�1k erotlbllity�erotllblltty rain San �Sil ClaMoist S iurat d Awall ble tnear water a ensibility a ��, ��i .des o tl e i�i � ca acity �•: .a �i.��! ti= , 'gro"iip tL'� In�- exp Kf T SIR 41 In Pct Pct Pct g/cc micro m/sec In/In Pct Pct 120 -Gridley - taxadjund clay loam, 0 to 2 percent slopes Gridley 0-4 -34- -38- 27-28- 30 1.35-1.43 2.00-3.00-4.00 .0.20-0.21-0.. 3.0- 3.5- 4.0 1.0-2.0- .28 .28 3 6 48 '. taxadjunct, j -1.50 21 3.0 Gay loam 4-9 -32 -30- 5-38- 50' 1.30-1.38 0.80-2_.00-2.00 0.15-0.18-0. '6.0- 6.7- 9.0 1.0-2.07 28 .28 -1.45 21 3.0 9-15 -32- -32- 5-36-50 1.30-1.38 0.80-2.00-2.00 0.15-0.18-0.. 6.0- 6.1; 9.0 0.0-0.5- .32 .32 -1.45 `21 1.0 '15-21 -34- -32- 30-34250 1.40-1.45 0.80-2.00-3.00 0.15-0.19-0. 4.0- 5.4- 9.0 0.0-0.5- .32 .32 -1.50 21 1.0 21-60 -30-, 5=_5- 25 1.55-1.55 .0.00-0.01-0.05 - 0.2- 0.2- 0.2 0.0-0.0- 1.43 1.43' 1-65- -1.60 0.0 ". s W Ph y ..�ct.�,}'Ik Pro a ies"=B,�yutteAe�a P r Callfo � is Part o Butte and Plumas Gount'es '� 'M�r�' k, �� „r�.�+�F, De h 3a-�r,_�n..�f' Man v�.-' S�' 4 �I.c�a�l Soil • Cla of t � b I � ara e '�:ii �MA h tlraul c ._I;�.` � v `S'T ear• r � a er extensibility' Or 'an c 9a er' i -c'F � Eros on 3d .�Lt '1TLti.. facto . 'tea:' '.� .� '� k (bill Wip j,jit�� ndrE}Fri R�iTtF �-+; erodlbllity �Yu'•l',�S t nMa `s'm�ol F antl so -I n e Physical Soil Properties -Butte Area, California, Parts of Butte and Plumas Counties • * _ ` ILLMORE ADDITION Y t b` E'roup v lnde _I ,r r r. s W Data Source Information . �` _� ,Soil Survey Area:'. Butte'Area, Kalifornia, Parts of,Butte. and Plumas Counties - y Survey Area Data: .Version)12, Sep 3. 2015 USDA Natural Resources Web Soil Survey, 16 z : re Conservation Service j National Cooperative Soit Survey - - ' Page 5 of 5 _ r, Ph y ..�ct.�,}'Ik Pro a ies"=B,�yutteAe�a P r Callfo � is Part o Butte and Plumas Gount'es '� 'M�r�' k, �� „r�.�+�F, De h 3a-�r,_�n..�f' Man v�.-' S�' 4 �I.c�a�l Soil • Cla of t � b I � ara e '�:ii �MA h tlraul c ._I;�.` � v `S'T ear• r � a er extensibility' Or 'an c 9a er' i -c'F � Eros on 3d .�Lt '1TLti.. facto . 'tea:' '.� .� '� k (bill Wip j,jit�� ndrE}Fri R�iTtF �-+; erodlbllity �Yu'•l',�S t nMa `s'm�ol F antl so -I n e I., E'roup v lnde In Pct Pct I Pct g/cc micro m/sec In/in Pct Pct 127 -Gridley + taxadjunct +' loam, 0 to 2 percent - slopes Gridley _ 0-10 -39- -37- 25-25-27 1.40-1.45 4.00-5.00-5.00 0.17-0.17-0 2.6- 2.6- 6.0 1.0-2.0- .28 .28 3 6 48 taxadjunct, I 1.50 ` 18 .- ,' 3.0 ` .. loam IJ.. 10-20 33- -32- 35-35- 50 ' 1.30-1.38 0.80-2.00-2.00... 6.15-0.19-0. 5:8- 5.8- 9.0 1.0-.2.0-, .32 .32 . -1.45 21 3.0 a 20 22 , - 26- -29= 3'0-45- 50 1,30-1.35 0.80-1.00-3.00 0.-0.16-0. .15 5 4.0- 8.9- 9.0 0.0-0.5- .28' '.28 1.45 • 1.0 22-60 - - i 1.45-1.50 0.00-0.01-0.05< -1.55 1386u- . i + Liveoak • v . is sandy clay loam, 0 to 7 percent s, t slopes F Liveoak, sandy 0-13 t -61- -18- 14-21- 25 1.45-1.50 4.00-12.00-14.0 0.15-0.18-0. 0.0- 2.0- 3.0 1.0-2.01- .24 .24 5 5 56' Gay loam -1.55. , 0 '18 3.0 13-53, -60-- ` -18- 5-22-25 1.45-1.53 4.00-11.00-14.0 '0.11-0.17-0. .0.0- 2.0- 3:0,• .. 1.0- 1.0-. .24- .24' • -1.60 '0 t19 a. -2.0 . -66 -15- 19 19-19 1.55-1.63 14.00-14.00-10 0.05-0.13-0 0.022.0- 3.0 0.5-0.5- .20 .20 153-60 _ i19- -1.70 0.00 13 , 1,0 t Data Source Information . �` _� ,Soil Survey Area:'. Butte'Area, Kalifornia, Parts of,Butte. and Plumas Counties - y Survey Area Data: .Version)12, Sep 3. 2015 USDA Natural Resources Web Soil Survey, 16 z : re Conservation Service j National Cooperative Soit Survey - - ' Page 5 of 5 _ r, i4p/vp SOIL NOTES I. FOUNDATION DESIGN IS BASED ON INFORMATION PROVIDED BY NATURAL RESOURCES CONSERVATION SERVICE ON LINE WEBSITE ACCESSED ON 4/15/2015. 2. 501L CLASSIFICATION 15 LISTED AS "GRIDLEY TAXADJUNCT CLAY LOAM " OR "GRIDLEY TAXADJUNCT CLAY", UNIFIED SOIL CLASSIFICATIONS CL OR CH CONFORMING WITH CBG TABLE 150(0.2, CLASS 55 MATERIAL ALLOWABLE 501L BEARING CAPACITY: 1500 PSF ICRC TABLE 1804.2) LATERAL SOIL BEARING CAPACITY: 100 PCF SLIDING RESISTANCE = 130 PSF OR LESS THAN 509. DEAD LOAD 3. THE 517E 15 RELATIVELY LEVEL AND EXCAVATION WILL BE LIMITED TO REMOVAL OF THE ORGANIC AND L005E MATERIAL. NO STRUCTURAL FILL 15 REQUIRED AND ANY MINOR FILL REQUIRED TO REPLACE OVEREXCAVATION AT SOFT SPOTS, TREE ROOTS, ETC., 15 TO CONSIST OF CLEAN GRAVEL. 4. 5UBGRADE PREPARATION: a. THE BUILDING SITE SHOULD BE STRIPPED OF ALL VEGETATION, FILLS AND OTHER DISTURBED SOIL. THE BUILDING PAD 5U5GRADE SHOULD BE SCARIFIED AND PREPARED BY ADJUSTING MOISTURE CONTENT TO AT LEAST 2% BUT NOT MORE THAN 5% ABOVE OPTIMUM TO A DEPTH OF AT LEAST 12" BELOW FINISHED 5U5GRADE. b. THE BUILDING AND SLAB AREAS SHOULD BE 'PROOF ROLLED' AND ANY SOFT MATERIAL SHOULD BE REMOVED AND REPLACED WITH GRAVEL. c. RECOMMENDED MOISTURE CONTENT MAY BE ESTABLISHED EITHER DURING SITE EARTHWORK BY PONDING OR SPRINKLING (PRESOAKING) WITH WATER. THE DEPTH OF WETTING SHOULD EXTEND AT LEAST 12" BELOW FINISHED SUBGRADE. 5. ALL BUILDING FOUNDATIONS, FOOTINGS AND THICKENED SLAB EDGES SHALL EXTEND THROUGH ANY GRAVEL FILL AND BE BASED ON FIRM, UNDISTURBED EARTH. MINIMUM FOOTING DEPTH SHALL BE AS SHOWN ON THE PLANS. Co. IF SOIL CONDITIONS ARE ENCOUNTERED DURING CONSTRUCTION THAT DIFFER FROM THOSE DESCRIBED IN THE SOILS REPORT, THE ENGINEER SHOULD BE NOTIFIED IMMEDIATELY AND ACTIONS TAKEN AS DIRECTED BY THE ENGINEER. BUTTE COUNTY BUILDING DIVISION APPROVED D m 1 i 0 0 m FOR -1 ,O.CRAN�DALL_ ENGINEERING 5448 Merrill Mill Road Marlposa, CA .95338 Phone: 209-966-4844 ' co c m 0 c a FA$ eLr 1uok►kP :lp k pq SHEET ( OF�. JOB NO. I(P�p t t DATE: �/ t ��` �� •G, ` .�.:: _...rte � �►2�G'*� 0 It�l. ��'� . P.006 CWl- 9�FOFCA��FC� 2j5Z 2:H% . 4-- -gzE;�-r BUTTE COUNTY MAY 042016 DEVELOPMENT SERVICES EV i E �1 � V QE®$q ODE COMPLIANCE MAY 3.1 2016 i cam, � ►L C -r 2 9borm. V-0 L� Le INTERWEST CO SULTII-at-A�-"rL f C c ism0v M-4 10 201 �i SULT �x Gi C>,I:,T #, .. yl 21-1 � ald7 { i 4/15/2016 Design Maps Summary Report Design Maps Summary Report User -Specified Input Report Title FILLMORE ADDITION Fri April 15, 2016 21:15:19 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 39.3270N, 121.7116°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III USGS-Provided Output Ss = 0.598 g SMs = 0.790 g SDs = 0.527 g S1 = 0.274 g SMl = 0.508 g Sol = 0.338 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. . -MCE$t-Response Spectrum - 0.®a 0.eo 0.72-- 0.64-- 0.56-- 0.48 .720.640.560.48 WM 0.40 0.32 0.24-- 0,16-- 0.08-- 0.00 .240.160.080.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) Design -Response-Spectrum 0.54-- 0.48-- D.d2 14M WNTTE COUNTY 1).31) BUILD , IG DIVISION AAPPR0.18 0.13 0.06 0.00 0.00 0.20 0.40 D.6D 0.80 1.00 1.21) 1.40 1.60 1.80 2.00 Period, T (sec) For PGA,„ TL, CRS, and CR1 values, please view the detailed report. http://ehp2-earthquake.wr.usgs.gov/design aps/us/sum mary.php?template=minimal&latitude=39.3270&1ongitude=-121.7116&siteclass=3&riskcategory=O&editi... 1i2 CRANDALL ENGINEERING 5448 Merrill MITI Road Marlposa, CA 95338 Phone: 209-966-4844 I b t l ( 7- �l l.t�+ SHEET OF JOB NO. DATE: LO r f I,.► - BUTTE COUNTY BUILDING DIVISION CRANDALL ENGINEERING SHEET II4' of 5448 Merrill Mill Road JOB NO. Marlposa, GA 95338 Phone:209-966.4844 DATE: p4 ago . d sur�ER Date: 4/11/2016 Butte, Man,n,t,,,,,g Calculations Package 16-005921 Time: 11:16 AM. Shape: Addition Builder Contact: Jessica Hopper Name: North Valley Building Systems, Inc. Address: 30 SevilleCourt City, State Zip: Chico, California 95928 Country: United States Project: Gerald Fillmore - Fillmore Farms Builder PO #: Jobsite: 459 W. Evans Reimer Rd City, State Zip: Gridley, California 95948 County, Country: Butte, United States Page: 9 of 77 - Loads and Codes - Shape: Addition City: Gridley County: Butte State: California Country: United States Building Code: California Building Code - 2013 Edition Structural: ' IOAISC - ASD Rainfall:]: 0.10 inches per hour Based on Building Code: 2012 International Building Code Cold Form: 12AISI - ASD fc: 3000.00 psi Concrete Building Risk/Occupancy Category: II (Standard Occupancy Structure) Dead and Collateral Loads Roof Live Loa Collateral Gravity.3.00 psf Roof Covering+Second. Dead Load: Varies Roof Live Lo 0.00 ps Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf Wind Load Wind Speed: V t 110. asd: 85.21) mph The'Em elope P re' is Used Wind Expo e: C - :0.975 V/ Parts Wind re Factor: 0.975 Wind Enclosure: Enclosed Topographic Factor: Kzt: 1.0000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 2a: N/A Parts / Portions Zone Strip Width: a: N/A Basic Wind Pressure: q: 25.68 psf Snow Load Ground Snow Load: pg: 0.00 psf Flat Roof Snow: pf: 0.00 psf Design Snow (Sloped): ps: 0.00 psf Rain Surcharge: 0.00 Exposure Factor: 2 Partially Exposed - Ce: 1.00 Snow Importance: Is: 1.000 Thermal Factor: Unheated - Ct: 1.20 Ground / Roof Conversion: 0.70 Unobstructed, Slippery Seismic Load Mapped MCE Acceleration: Ss: 60.00 %g Mapped MCE Acceleration: SI: 27.00 %g Site Class: Stiffsoil (D) Seismic Importance: Ie: 1.000 Design Acceleration Parameter. Sds: 0.5280 Design Acceleration Parameter. Shc : 0.3348 Seismic Design Category: D V Seismic Snow Load: 0.00 psf % Snow Used in Seismic: 0.00 Diaphragm Condition: Flexible Fundamental Period Height Used: 28/9/0 File: 16-005921-01 Version: 2015.2d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. t$U I I r- liVU1V 1 7 BUILDING DIVISION APPROVED Transverse Direction Parameters Redundancy Factor: Rho: 1.30 _ Fundamental Period: Ta: 0.4112 R -Factor. 3.50 Ov Factor: Omega: 2.50 Deflection Amplification Factor. Cd: 3.00 C� Base Shear: V: 0.1509 x W Longitudinal Direction Parameters Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.2483 R -Factor: 3.25 Overstrength Factor: Omega: 2.00 Deflection Amplification Factor. Cd: 3.25 _ Base Shear: V: 0.1625 x W - -"`-""'----I;oad-Type- --"Description `- ------L:oad Type --" -Descriptions D Material Dead Weight C Collateral Load CG Collateral Load for Gravity Cases CU Collateral Load for Wind Cases L Roof Live Load ASL^ Alternate Span Live Load, Shifted Right ^ASL Alternate Span Live Load, Shifted Left PL2 Partial Live, Full, 2 Spans L> Live -Notional Right <L Live -Notional Left S Snow Load US]* Unbalanced Snow Load 1, Shifted Right *USI Unbalanced Snow Load 1, Shifted Left US2* Unbalanced Snow Load 2, Shifted Right *US2 Unbalanced Snow Load 2, Shifted Left SD Snow Drift Load SS Sliding Snow Load RS Rain Surcharge Load PFI Partial Load, Full, 1 Span PHI Partial Load, Halt; I Span PF2 Partial Load, Full, 2 Spans PH2 Partial Load, Half, 2 Spans S> Snow -Notional Right <S . Snow -Notional Left SMS Specified Min. Roof Snow SMS> Specified Min. Roof Snow -Notional Right <SMS Specified Min. Roof Snow -Notional Left PSI Partial Load, Half SpanI - PS2 Partial Load, Half Span 2 W Wind Load Wl> Wind Load, Case 1, Right <WI Wind Load, Case 1, Left W2> Wind Load, Case 2, Right <W2 Wind Load, Case 2, Left File: 16-005921-01 Version: 2015.2d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. t$U I I r- liVU1V 1 7 BUILDING DIVISION APPROVED <aurtEsa- Date: 4/11/2016 Butler Manufacturing Calculations Package 16-005921 Time: 11:16 AM Page: 8 of 77 W A� ,5 tip Q"T \ �f 1101 r 1 '4 4 <*> The building is designed with bracing diagonals in the designatM bays. Column base reactions, base plates and anchor rods are affected by this bracing and diagonals may _not be relocated withorut cr�onsulting the building supplier's engineer ��,,-�, y� ,,;f� � e BUTTE COUNTY BUILDING DIVISION APPRO"UWED 000, File: 16-005921-01 Version: 2015.2d Butler Manufacturing, a division of BlueScope Buildings North America, Inc.' V, 7/ Date: 4/11/2016 BUTLER Calculations Package 16-005921 Time: 11:16 AM ...._.4.._..�......_..._. Page: 13 of 77 Wall: 4, Frame at: 0/6/0 Frame ID:Addition Pinned Endwall #I EW 1 Frame Type: Post & Beam V y �N vv \ Vv Vv vy w I �. � L� w I i.•"G�� 'V�i�✓�i hl �E11i�7�i:17�_17� Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete - r t..r9,.r,.-A r nod "r- of R.o...n p'- co...i,..,. r -0t Type X -Loc Gridl -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 1-G 8X12 0.375 4-0.750 100'-0" Interior Column Interior Column 25/0/0 50/0/0 1-F I -E 8X11 8X12 0.375 0.375 4-0.750 4-0.750 100'-0" 100'-0" Interior Column 74/0/0 I -C 8X12 0.375 4-0.750 100'-0" Interior Column 99/0/0 1-13 8X12 0.375 4-0.750 100'-0" Load Type Desc. Hx Hz I V _ Hx Hz I Vy Hx Hz Vy Hx Hz Vy Hx Hz V D Frm 0.51 1.08 1.03 0.99 1.05 CG Frm 0.24 0.64 0.56 0.56 0.64 L> Frm 1.63 4.28 3.71 3.71 4.29 <L Frm 1.63 4.28 3.71 3.71 4.29 ASL^ Frm -0.22 2.21 1.89 1.89 2.21 ^ASL Frm 1.85 2.07 1.82 1.82 2.08 W2> Frm -2.18 -1.62 4.90 -3.84 -1.69 -1.90 <W2 Frm 0.68 -0.79 -1.82 -2.08 -4.19 4.84 WPL Frm 1.84 -1.63 -3.88 -3.44 -5.70 -6.89 WPR Frm 1.84 -2.72 -6.97 -5.18 -3.20 -3.94 MW Frm - - - - - - MW Frm 0.02 -0.13 -0.08 0.02 MW Frm - - - MW Frm -1.74 0.17 0.03 -0.14 -0.08 0.02 Cu Frm - - - - - _ --WI> --Frm-. -4:1-8- .L2.46- ----6:51 =6:93--=----6:96--_5.40--------6:82`-=3:32- -.---6:37--=3:92` <WI Frm 1.69 -1.63 -5.86 -3.85 -6.26 -3.64 -6.14 -5.82 -5.73 -6.86 L Frm - 1.63 - 4.28 - 3.71 - 3.71 - 4.29 E> Frm -0.27 - 0.88 0.87 - - 0.87 - 0.87 - EG+ Frm - - 0.06 - - 0.17 - 0.15 - 0.15 0.17 <E Frm 0.27 - -0.88 - -0.87 - -0.87 - -0.87 - EG- Frm - -0.06 - -0.17 - -0.15 - -0.15 -0.17 WBl> Brc 0.36 -5.90 -11.79 0.01 - -4.82 4.85 0.01 - 4.81 0.01 - <WBl Brc -0.19 - 24.50 -0.01 -0.70 -0.01 5.02 4.84 - 4.78 -0.01 -0.61 WB3> Brc 0.36 -5.49 -11.35 0.01 - -4.82 -4.91 0.01 - 4.87 0.01 - <WB3 Brc -0.19 - 25.63 -0.01 -0.73 -0.01 5.09 4.84 - 4.83 -0.01 -0.67 MWB Brc 0.41 -15.47 -30.91 - - -0.06 - - -0.03 - - MWB Brc 0.14 - 3.03 3.09 - -3.03 - MWB Brc - 31.94 -0.91 - 0.17 0.14 -0.80 MWB Brc 0.16 - -3.19 -3.09 - 3.09 - EB> Brc 0.18 4.93 -11.53 -1.27 -1.68 - 1.65 - <EB Brc -0.03 - 11.12 -0.32 - 1.74 1.28 - -1.63 -0.28 File: 16-005921-01 Version: 2015.2d Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. BUTTE COUNTY BUILDING ®IVISIOI�! APPROVED �j B[JTLER BUtlar Manufacturing Calculations Package 16-005921 Date: 4/11/2016 Time: 11:16 AM Page: 14 of 77 Type X -Loc Gridl -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 124/0/0 I -A 8 X 1 1 0.375 4-0.750 100'-0" 0/0/0 25/0/0 Load T Desc. Hx I Hz I V 99/0/0 Grid] -Grid2 D Frm 1-F 0.49 ]-E ]-C CG Frm Description 0.24 Hz V Hx Hz V L> Frm Hx Hz V 1.63 V Cs_ _-(application factor not shown _ k _ <L Frm _(k) _ k _ . k _ 1.63 _ k _ _ _ k _ ._ __(k). k .. _(k) _ . k ASL^ Frm D+CG+L> -0.22 2.38 6.00 ^ASL Frm 5.25 - - 1.84 rLd 2 D + CG + <L - - W2> Frm -0.67 - - -0.78 - - 5.25 - - 5.98 <W2 Frm 2.14 - -1.63 - - 3.93 - - 3.48 WPL Frm -1.81 3.90 -2.72 D + CG + ^ASL - - 2.60 WPR Frm -1.81 3.41 -1.62 3.36 - - 3.77 9 MW Frm - -0.22 - -1.22 - - -0.71 - - MW Frm 1.71 10 0.17 0.41 - 0.28 - MW Frm - - - - - - -1.21 11 D + CG + WPL MW Frm -0.22 - - -0.61 - - -0.47 - - -1.88 Cu Fnn 12 D + CG + WPR 1.10 - -0.87 - - -2.46 Wl> Frm -1.66 -0.38 -1.61 -0.67 13 MW -Wall: 1 - <W 1 Frm 1.16 - -2.47 - - L Frm - 1.63 0.01 E> Frm -0.27 - 15 MW - Wall: 3 - EG+ Frm - 0.06 - - <E Frm 0.27 - 0:02 -0.08 EG- Frm - 0.01 -0.06 D + CU + W1 > -0.71 -1.17 WBl> Brc -0.05 -5.54 -10.88 -1.40 3.82 -1.72 18 <WB1 Brc -0.15 - 23.67 -1.66 -3.76 -1.57 -3.68 WB3> Brc -0.08 -5.94 -12.75 1.10 -0.67 - <WB3 Brc -0.15 - 25.91 - -3.51 20 D + CU + WPR . MWB Brc -0.56 -15.61 -30.63 - -2.49 - -1.33 MWB Brc 0.11 - - 0.87 2.93 1.81 MWB Brc - 2.83 31.08 3.14 22 D + CG + L + <W l 0.76 MWB Brc 0.12 3.20 - 2.74 -2.76 1.71 -2.58 EB> Brc -0.16 4.93 -9.96 <EB Brc -0.03 - 10.80 Frame Reactions - Factored Load Cases at Frame Cross Section: 1 Note• All reactinns are haled nn I qt nrder stnicniml nnalvsis File: 16-005921-01 Version: 2015.2d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTTE COUNTY BUILDING DIVISION APPROVED X -Loc 0/0/0 25/0/0 50/0/0 74/0/0 99/0/0 Grid] -Grid2 1-G 1-F ]-E ]-C 1-B Description Hx Hz V Hx Hz V Hx Hz V Hx Hz V Hx Hz V Cs_ _-(application factor not shown _ k _ . , k __(k) _ _(k) _ k _ . k _ k _..,. k _ _ _ k _ _ _ k _ ._ __(k). k .. _(k) _ . k k I D+CG+L> 2.38 6.00 5.30 5.25 - - 5.98 rLd 2 D + CG + <L - - 2.38 - - 6.00 - - 5.30 - - 5.25 - - 5.98 3 D + CG + ASL^ - - 0.54 - - 3.93 - - 3.48 - - 3.43 - - 3.90 4 - D + CG + ^ASL - - 2.60 - - 3.79 - - 3.41 - - 3.36 - - 3.77 9 D + CG + W2> -1.31 - -0.22 - - -1.22 - - -0.71 - - 0.53 - - 0.55 10 D + CG + <W2 0.41 - 0.28 - 0.63 - - 0.34 - - -0.97 - - -1.21 11 D + CG + WPL 1.10 - -0.22 - - -0.61 - - -0.47 - - -1.88 - - -2.44 12 D + CG + WPR 1.10 - -0.87 - - -2.46 - - -1.52 " - - -0.38 - - -0.67 13 MW -Wall: 1 - - - - - - 14 MW - Wall: 2 0.01 -0.08 -0.05 0.01 15 MW - Wall: 3 - - - - - - 16 MW - Wall: 4 -1.04 0.10 0:02 -0.08 -0.05 0.01 17 D + CU + W1 > -0.71 -1.17 3.90 -3.51 4.17 -2.62 4.09 -1.40 3.82 -1.72 18 D + CU + <W1 1.01 -0.67 -3.51 -1.66 -3.76 -1.57 -3.68 -2.90 -3.44 -3.49 19 D+CU+WPL 1.10 -0.67 - -1.68 - -1.44 - -2.83 - -3.51 20 D + CU + WPR . 1.10 -1.32 - -3.53 - -2.49 - -1.33 - -1.73 21 D+CG+L+W1> -0.53 0.87 2.93 1.81 3.13 1.95 3.07 2.83 2.86 3.14 22 D + CG + L + <W l 0.76 1.25 -2.64 3.20 -2.82 2.74 -2.76 1.71 -2.58 1.82 File: 16-005921-01 Version: 2015.2d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTTE COUNTY BUILDING DIVISION APPROVED CRANDALL ENGINEERING STEEL BUILDING FOUNDATION DESIGN 4868 PONDEROSA WAV i P.O. LOX 124 hRu2ptN�• CA 91113�5 'RIGID FRAME WITH SLAB PHONE 200-088-044 FAX: 20D-900-4744 t 'F.__...________________.__.__.____..__�._.....___._______._..__�_- 1 MANUFACTURER: BUTLER BUILDING NO: 16-005921 BUILDING UNE: SG • CLIENT: NVBS _ - LOCATION: BUTTE CO, CA JOB NO: 19011.00 - SELSMICLOADS El -0.27 We 1.84 f'!},0:003'i' :Ew".1842.:4 % MAX Hs E2 -0.27 0.06 E3 -0.27 .0.06 mm�® O.OD 0.00 ES 0.27 co UPI MATERIAL/EARTH®_-- E7 0.18 -0.93 •11.53 EB -0.03 1112 0.00 0.D0 LIVE LOADo�� Wf •i 0:00 ,'a .+°'o.C:0:00.Y8: 0.00 A MIN L ROOF LOAD®�� 0.00 DOD 1 0.00 .. Lr 0.00 0.00 0.00 $NOW LOADS© 1! --- '".-c'< 11 --,?I N.,,w0�g2W, R3'�'.0.00?;9. MAX Hs MIN Hs MAX V , MIN V S1 S2 53 S4 55 S6 .90.00 f?' SELSMICLOADS El -0.27 We 1.84 f'!},0:003'i' :Ew".1842.:4 % MAX Hs E2 -0.27 0.06 E3 -0.27 .0.06 mm�® O.OD 0.00 ES 0.27 -0.06 E6 0.27 0.06 E7 0.18 -0.93 •11.53 EB -0.03 1112 0.00 0.D0 0.00 Wf •i 0:00 ,'a .+°'o.C:0:00.Y8: 0.00 A MIN L 0.00 0.00 DOD 1 0.00 .. Lr 0.00 SELSMICLOADS El -0.27 We 1.84 f'!},0:003'i' :Ew".1842.:4 % MAX Hs E2 -0.27 0.06 E3 -0.27 .0.06 E4 0,27 O.OD 0.00 ES 0.27 -0.06 E6 0.27 0.06 E7 0.18 -0.93 •11.53 EB -0.03 1112 ASD FOUNDATION DESIGN 't SHEET !FL OF_ Date: 4/20/2016 JOB NO: 19011 V13.5.2 WINDADJUST- LOO It- 0.50 fee 0.20 Seismic As= 0.53 Redundancyp - 1.00 (Set to LO If Included in Mfr's calm) O,e 2.50 FOR ANCHOR DESIGN CRITICAL SERVICE LOADS L We 1.84 f'!},0:003'i' :Ew".1842.:4 % MAX Hs H. Ht Hx-1Ht V MIN H. D 0.00 O.OD 0.00 0.75 - Do 0.00 0.00 0.00 0.51 H 0.00 0.00 0.D0 0.00 Wf •i 0:00 ,'a .+°'o.C:0:00.Y8: 0.00 A MIN L 0.00 0.00 DOD 1 0.00 .. Lr 0.00 0.00 0.00 1.63 1! 0.00 '".-c'< 11 --,?I N.,,w0�g2W, R3'�'.0.00?;9. MAX Hs MIN Hs MAX V , MIN V Sb 0.00 k'i';10-14 H340:00=:;. .90.00 f?' Sc .'1,VO.001e.L1; ".10:O ,1 ?�A,O.00',»r, 0.00 Sd R-aY::0.00':s ,. hk"O:OOA'r', "w",+'OAO'�.", 0.00 r ADJUSTED x 1.00 L We 1.84 f'!},0:003'i' :Ew".1842.:4 % MAX Hs 19011 Wb -2.18 '**0.004-* s.,Zb2Yl$4!A4'. MIN H. We a+k.'i�•2:18:'r. S 0.00 KV2516KI 4 MAX Ht - Wd %:�'O'36ia :5 -5.90 ki'.' 5:91 [ MIN Ht We ,-'?3,$4:0:36:"'-LTI".+W*.90-p9' 5.91 3 N3L MAX H Wf •i 0:00 ,'a .+°'o.C:0:00.Y8: 0.00 A MIN W "4F=`.-0i19•T„� #..All..00 4 Ad -N 19"•?MAX V Wh x-, , r':0A0;i!A 9A,&.005x `i3:0.00:0�';MIN V Ea 0.27 9{1!0:00{.*+1 y0:'271'?": ', MAX NX , Eb -0.27 ;f 6O.'00L14,`! 40-OC:27^f; MIN Hx Ec -0:WYTI!J', 0.00 A?4617YF ! 0* MAX Ht Ed i l•',�,W18'*7`-i -4.93 ,',�' 4:93'�ce�.s: MIN HtEeW,$"41t99k 4.93 wA.'MA%H 11L.13 E( .•0;03`T„$6':c0:00 0.03...MINHE M6.03WR� ' rObDr-g aWG0:0.3 MAX V Eh 'tUwv0:184'sit,R.fi,.=4(93t't+',a.'w"✓4:93'll ; MIN V " r BUTTE COUNTY, .BUILDING DIVISION APPROVED . 4 , L 19011 RF 1/4 BUTTE COUNTY, .BUILDING DIVISION APPROVED . t .'ASD FOUNDATION DESIGN - j - SHEET'O OF. Ir, MATERIALS AND ALLOWABLE STRESSES:1 Date: 4R0/16 . q . SOIL* as s BEARINGCAP: 1.5 KSF - - 4 ' JOB NO: 19011 t • 4 WIDTH INCREASE: 0% PER FOOT IN EXCESS OF I' DEPTH INCREASE: 0% PER FOOT IN EXCESS OF 1' r ,i •F"'` - _ CONCRETE:, , - fc - 2.5 XSI @ 28 DAYS r - REINFORCING: - Fs = . , 20.0 KSI P t WT= 0.15 KCF'. ALTER NATE CONCRETE DESIGN CONSTANTS: N=`. 10.0 ". J= 0.9 (ASSUMED FOR APPROXIMATE MR CALCUUATIONS) s SLAB: - r 'Y- x iSLAB THICKNESS`.° ,! F'' c , y T6 'INCHES"`r18^"• E° . �„��,��`.,Ly,,,€',,REINF,ORCING � It4 y�x��:.18�.„ �IN O. G.�y•��,3��As,,,�;0133,;,,,�SQ�IN:�/,{„FwF��'Pj WEIGHT OF SLAB TO RESIST UPLIFT: SLABMr = FsxAsxT/2x1/12= 0.609 'K-F-i SLAB WT= . 0.075 KSF EFFECTIVE SLAB WIDTH = SQRT(2 x Mr / WT( _= 4.00 - FT T/ EFFECTIVE SLAB WEIGHT= WIDTHx Wt y 0.300 K/LF FOOTINGS & THICKENED SLAB EDGE ' ISIDEW�LLL PERIMETER FOOTINGf/THIULENED-SLAB <' ;f*r'� 'F !''`a' •" Y,tt'i�9,'14-�i��r�,. � 48} IN� a ,"4jd �xs �12 "� IN � °�`iKt p ��jj''�q• .: ,t � ��j/ `.,•`� In REINFORCI�NG��".,y �,�� TO,.�� .�114"*�TOT�AI�OF �" 4". T � OP'1 �"�� 080 ..j1 '��iIN >�tl � K ♦ � •ti i% � .'.�"x�.-s+F`st `, .: .i.�OTfOM..,'�`•p,4,.�.v°TOTAL OF?��+a'4Fh. �'t�BO�:`ar�x.+'.. L0_�/"ssrai�' i:54�IN±s• -: :nf - ,, 1 COMBINED WEIGHT OF PERMITER AND SLAB TO RESIST UPLIFT:, ` r - FOOTING WT= Wf = 0.600 KLF - SLAB WT= Ws - 0.300 `KLF TOTAL Wf=Wf+W! '0.900•x. ' PERIMETERMr-FsxTOPAsx(d-2")xj/12= 1100'K-FT" , EFFECTIVE PERIMETER L= SORT (2xMr/WT)=. 5.16 FT+• , - _ '1 '�f, t• FOR 2SIDES TOTALWf=2x Lx TOTALWT9.30 K * RIGIDIFRAMEf-00T1NG .. `A wa , ,wqg `,.^`�� 6 8 N dWN W-4N Lt-78 ` fIN k -�•. REINFORCING - 70P c�+#4+yx TOTAL 0 F4r yTOPAsr'080�.- Y ::;' .. � n 'r 4.., i ��»r��*rs �.�.�w, _a�:.W�'"#BOT_TO�M��z`+.K?,xt, T�sTO AL F?,.,'�S c.�?`:z�i:.. O,?LAs;«. �t`�l 00g$3;�' ` w54 N��` '� µ •1 _ UPLIFT ON FOOTING: •Y g '� WEIGHT: FOOTING=' 18.44 u �.,.�. SLAB AT FOOTING"= 1.95 r -P" t sx, OVERBURDEN @.120 PCF 1.95 : • PERIMETER FOOTING AND SLAB= ,. 9.30, -• ` s '• TOTAL DEAD WEIGHT-� 31.64 X0.60 16.98 K - a V MAXIMUM FRAME UPLIFT 18.66 Kk SOIL BEARING:, '�.. .. - �. - •' • s MAXIMUMVERTICAL FOOTING LOAD= 1613 K ..� :[.. i - AREA = 36.83 50, FT.. INCREASE IN BEARING FOR WIDTH INCREASE IN BEARING FOR DEPTH = } 0%. AlL OWABLE SOIL PRESSURE= .1.50, KSF _ _.T. }" '• •-1 APPLIED SOIL'PRESSURE= 0.44 KSF f"WlOK„,p, BENDING STRESSES IN CONCRETE AND REINFORCING: POSITIVE BENDING IN FOOTING k.', { • J• CANTILEVER FOOTING LENGTH = L/2 3.25 FT Sr - - POSITIVE MOMENT= SP x W x LA2/2= ..^ '9.25 K-FT c P = 0.06% K = 0.1101 1= 0.9633' ), t fs= 2.6 KSI Fs=.y 20.0 KSI- OK �ti t+i• - fc= 27 PSI F'c= 1125 PSI t f & '� _ NEGATIVE BENDING IN FOOTING _•-- MOMENT DUE TO PERMITER FTG = _ - 30.21 K-FT Tr • MOMENT DUE TOFOOTING WT= - } - 1499.K-Fi )' :'r a _t•r-.y TOTAL NEG. MOMENT= .45.19 K•FT P= 0.05% K= 00989. 1= 09670- 'L• � : ~ - � s 7 - Is = -15.6 KSI �Fs =' 20 KSI- OK t q4 •�� fc = 141 P51 F'c 1125 PSI OK HAIRPIN(FRAMETIE J� L ,IANGLEAT T C O SIDEWALL= 90 DEG< - r J •4 ' /`' + - v MAX. TENSION TO SLAB= 1.10 K z - - + 12ROVIDED STEEU - #4 TOTAL 1 ' As = 0.20 -SQ IN/EA - 'REQ'O As- X0.06=SQINTOTAL= -D.03 SQ IN/EA SIDE -' s , '' R' REQ'D SPREAD FOR HAIRPIN ' s ° -0.0 ' 'FEET/EA SIDE �Vx p TOTAL REQUIRED HAIRPIN LENGTH=, : 0.00 .FEET T • JY K f +.. �,. R9011 F +r�Y:i 'Y 1..�1.« s _ •,. .e�, _ "i lr.rr.,7 ,r , _. ` r• alll� BU'L'DII' DIVISION APPROVED y � ,• S i i s l:' r +. , ',✓• ,se ,- : - tri. ..1 LTi � �� J .. r , " - L ' 1,. 1• �^ 1 ..Y -- . 4 , ". ,.� + ' s - yr , rY'+ti ., 4 , f ♦:,w -•. h .: - . . MAX W 0.00 I.`G'O OOa3d ^r.L05 1.4D ' _`: 1-ry .Ib =.58.12 Kr--, f • ;� -�� 1'" ' MINW O 1^_'1'045. -12.33 `l,�''1233M r W2785?* 1.2+0.2SOSD+Q Ed+fl L+0.2Sa 143 3` A,-s14k1 1 '�.� x ' ` MAX W Do ('`O:OU/n'T - 0.00 FID 00?El• : 4071�'%C i'. ,2^! Ny >1.5%hef= f. .. AT-'. ^{{+LRFD ANC HORAGEDESIGN� w,' yr y., 143". ♦ `` 1 t i 1� �• r '". i a4 �: .. SHEET 1 OF_ •. 6O- Date: 4/19/16 c f � at JOB NO: 19011 r • . WMIN MAR .: "• TENSION ON BOLT GROUP - 1,. 1• �^ . ! ,,.' .. i. : -O:OO.t1C? '^'' - - } •s. - 1) STEEL STRENGTH (�Nn) `� .. ¢ ' 0.75 ? -•. h .: - . . MAX W 0.00 I.`G'O OOa3d ^r.L05 1.4D ' _`: 1-ry .Ib =.58.12 Kr--, f • ;� -�� 1'" ' MINW O 1^_'1'045. -12.33 `l,�''1233M r W2785?* 1.2+0.2SOSD+Q Ed+fl L+0.2Sa 143 3` A,-s14k1 1 '�.� MAX W Do ('`O:OU/n'T - 0.00 FID 00?El• : 4071�'%C 1.4D '. 1 >1.5%hef= rT .IN - -MINW Do": r xS^0°45r'•'S -12.33 (1.2+O.2SOSD+(jEd.fl L+0.25a 143". �" BLOCKS i_ - i BLOCKD 3300 -."IN`+ • �• r '". i ' •. 6O- Hx-)W MIN MAX , Jr p'..... t It •- 784. IN. 3 'e. MAX W/ D a�0451'i``s'32?33?'K '12.33 .KHf7''2785'".T`L12+0.2SD5 D+q Ed+fl L+O.iSe 143- *'._. -• ._ MIN W/ D '¢O OOP 1ii000 a2 '.0.00 i3r'L05 ✓.2't --1.40 .' 1 "1.00' -. CONCENTRIC CONNECTION ' MAX W Do ^10.45•k ` 12133iF 12.33. ;# " 2816cr 1.2+0.2SDS D.11 Ed. fl L+0.25d 143 Wed,N. •. jj '14 IN 15%hef= ",< 18+IN i f i r + MIN W Do M".10:00, 1^50:00.9 0.00 -. ..- 0.73._?i - - LAD- Wed,N= 0.93 .,' •• f f "1 { � • j� Wc,N= 1.00. CONCRETE UKELYTO CRACK . V MIN MAX - Wcp,N : 1.00. - CAST IN PLACE ANCHORS • t - xr - 7 r, r,'tY •f • MAX W a.%-0:Uec1.± &N0:OYMIT-�o-U.OBf�,�,� 28.78 L2+0.25DS D. f1 Ef. f11+0.2SW 145 - M + T. MIN W/ D OOOw- Ir,+'"}0'.00`r`m`�,�i000t -31.27 0.90+ 1.OWh+ 1.611 131 s, { y ; ,xn , f �. 2 . �Ncbg MAX W/ Do d•�-0tOWE 3 x0.00G, »008 5; 28.47 L2+0.25D5D+.q E(+flL+O.25a 145 *�• 1 j n .•f j-. .MINW Do _ }4(0:00"3a';x0100 :�:'IO:Oo % 31.48 0.9D. 1.0Wh+L6H 131 " BUTTE COUNTS + .. y t r '�c. . a - ANCHOR BOLT DESIGN- AC1318.05. APPENDIXD - ' -BUILDING DIVISION,' t, T - fc 3000 PSI SDC"CORABOVE 'Y - f - 58000 PSI (A-307 BOLTS) 'SEISMIC RED = 0.75- :APP 1 . .: : TENSION ON BOLT GROUP - . ! ,,.' .. i. -h k � .: : TENSION ON BOLT GROUP - . ! ,,.' .. i. -h 2 -{ } •s. - 1) STEEL STRENGTH (�Nn) '.. .. ¢ ' 0.75 ? eye y •� • ,..Hk "� - 7 - ,�Nsa= 58116,. .Ib =.58.12 Kr--, f •t• a ;, ,'I, .. ,+, • 3` • 2) CONCRETE BREAKOUT rp= 0.75 -EDGE ADJUSTED het= 9.33 IN '- .' ".. r r • •• �� .r,y� • '• 1}' >1.5%hef= '. 14 • ., - .IN f4.� •,,_ `'' 4` �T „,�.M •. `1. J,•C �" BLOCKS 47- •IN BLOCKD 3300 -."IN`+ • �• r '". i 6O- Jr p'..... 784. IN. 3 !;� !- r` 4' 4• f•.< Wec,N= "1.00' -. CONCENTRIC CONNECTION ' l g• • Wed,N. p,mih= '14 IN 15%hef= ",< 18+IN i f i r + r' Wed,N= 0.93 .,' •• f f "1 { � • j� Wc,N= 1.00. CONCRETE UKELYTO CRACK - - Wcp,N : 1.00. - CAST IN PLACE ANCHORS • t - xr - 7 r, r,'tY •f • M ' 37482 Ib�- kc=4 24 « FOR CIP s, { y ; ,xn �Ncbg 51906 Ib - +51.91 K ":� - s ,.r ,f 19011, *�• _ �ti 1 . n .•f j-. ., o.. .-. RF 3/4t+ f " BUTTE COUNTS + .. y t r '�c. . a + - -BUILDING DIVISION,' t, T :APP 1 . " ` } 3) CONCRETE PULLOUT - Q' = 0.70 Wc,P= 1.00 CONCRETE LIKELY TO CRACK ' - Np: eh= 3.000 A� = 1353.00 SQ, IN. FOR L -BOLTS Np = 6075.00 A-= 882.00 S4 IN. FOR HEADED BOLTS Np = 21864.00 Q,Npn= 61219 Ib = 61.22 K 4) CONCRETE SIDE -FACE BLOWOUT FOR L -BOLTS ctNsb= N/A HOR HEADED BOLTS: 0.4 hef = 4.80 IN Vb= 59173 Ib = a,min - 14 IN - bNsb = N/A B) SHEAR ON BOLT GROUP 11 STEELSHEAR 4,= 0.65 4tNsa= 30220 Ib = 30.22 K ' 2) BREAKOUT FOR ANCHORS NEAREST EDGE Wec,N= 1.00 CONCENTRIC CONNECTION Wc,V= 1.25 CONCRETE LIKELY TO CRACK HI DIRECTION c,t= 24.00 - 1.5 X S,= 21.00 GOVERNS: 21.00 A� = 987.00 SQ. IN. 1 A_ - 882.00 SQ. IN. A� -n AVwZEK4I 78.60 K Wed,V = 1.00 Hl SINGLE ANCHOR SHEAR STRENGTH le = 6.00 IN V6= 26363 Ib = 26.36 K 4,Vcbg = 27.66 K GROUP 4,Vdag= 55.32 K 3) BREAKOUT FOR ANCHOR GROUP •. HI DIRECTION c'„= 19.00 r„ = 24.00 1.5Xc'„= 28.50 GOVERNS: 24.00 AK = 1092.50 SO, IN. - A_ = 1624.50 SQ. IN. A,, r- n AVm 0K6 Wed,V = 1.00 HI SINGLE ANCHOR SHEAR STRENGTH le= 6.00 IN _ V6= 41681 Ib = 41.68 K GROUP 4,Vcbg= 26.28 K 4) BLOWOUT FOR ANCHOR GROUP FOR L -BOLTS bNsb =N/A HOR HEADED BOLTS: 0.4 hef = 4.80 IN ca,min= 14 IN 4,Nsb= N/A 5) PRYOUT STRENGTH FOR GROUP Q' = 0.70 kcp= 2.00 Ncbg= 69209 LB SEE TENSION ABOVE 4,Vcpg= 96892 Ib = 96.89 K TENSION SUMMARY: STEEL STRENGTH gNsa= 58.12 EMBEDMENT STRENGTH - BREAKOUT: ONcbg= 51.91 EMBEDMENTSTRENGTN-PULLOUT: EMBEDMENT STRENGTH BLOWOUT: _ __¢Npn=_61,22_ _ V Nsb= NA SEISMIC,,4� NON SEISMIC GOVERNING oNn= 51.91 3893 C) INTERACTION SEISMIC ' 0.2 QNn= 10.38 134 0.2 4tVnx = 5.26 32:394 0.2 (oVny = 6.04 w-4-53 , -12L+ 1.bH f 1.4D SHEET ,lt"'OF_ ' Date: 4/19/16 JOB NO: 19011 1 r 4, = 0.75 H2 DIRECTION c„= 14.00 1.5Xcz= 36.00 GOVERNS: 14.00 A� = 1353.00 SQ, IN. 30.22 A-= 882.00 S4 IN. A,„ r_ n AV4 R�w�YM bVcbg- 55.32 Wed,V = 0.82 H2 SINGLEANCHOR SHEAR STRENGTH BRENOUTFORFULLGROUP_ Ti le= 6.00 IN _35.29 Vb= 59173 Ib = 59.17 K 4,Vcbg = 69.50 K bVsb- N/A GROUP 4,Vcbg= 277.99 K H2 DIRECTION c',1= 29.00 S, = 14.00 1.5 X c',1= 43.50 GOVERNS: 14.00 A,.,= 1812.50 SQ, IN. ]2y67/`K Ate, = 3784.50 SQ, IN. A,-nAVm 0_K?C q sxi! _ Wed,V = 1.00 H2 SINGLE ANCHOR SHEAR STRENGTH • le= 6.00 IN Vb = 78597 Ib = 78.60 K GROUP 4,Vcbg= 35.29 K BUTTE COUNTY BUILDING DIVISION APPROVE® SHEARSUMMARY: Hl H2 STEEL STRENGTH �Nsa= 30.22 30.22 BREAKOUT FOR ANCHORS NEAREST EDGE bVcbg- 55.32 277.99 BRENOUTFORFULLGROUP_ Ti _mVcbg _26.28 _35.29 EMBEDMENT STRENGTH -BLOWOUT: bVsb- N/A N/A EMBEDMENT STRENGTH - PRYOUT OVcpg = 96.89 GOVERNING 4,Vnx= 96.89 26.28171 SEISMIc- GOVERNING ¢Vnyo 30.22 ]2y67/`K .41� . \.),�:�� -77 V.VU U.61 V.bl OK ' tL RF //4 2-11",000 GRANDALL ENGINEERING 5448 Merrill Mill Road Mariposa, CA 95338 Phone: 209-966-4844 ' SHEET ' i OF JOB HO. DATE: ��- + BUTTE'COUNTY BUILDING DIVISION APPROVE® -Y/-q5-v6-"f -- -_ 4 r GRANDALL ENGINEERING 5448 Merrill Mill Road Marlposa, CA 95338 Phone: 209-966.4844 ®, .� 0 I Ujr I �1- 4L t t, SHEET OF J013 NO. DATE: C 15; v t==, s � � p� -,- 6- 4v* --. \15c,=l BUTTE COUNTY, BUILDING DIVISION APPROVED ------------ /!®dddv NaOISIAaa ENiaiina \L, /� . o/T May HOST 0igM9'0-N+0 pS .t*szT LSTs*'-, pYl LE'6• 00/M NIW EI aM9'O+H+0 806'},sR 17; T6 E,K.' ?tVoo -.4, 16'6 00/Mx vy of gM9'0+H+0 a` y8S0• 44 `I(tILS E`,A9 WOO'o*'. LS'E• Ha/M NIW EI QM9.O+H+0gj»fVL ,'gam, S.dT6'Eyv y'i,Ta OP07¢. is'6 DO/M XVW 331 3MOVOI ,�,'ANC,;;w 't..MEIW'.a,$fy.�"g1,!;,'a; x11I XVW/NIWXH A 40. AI aH SOVOI MONS sZ'V ONI100i 01 SMHOi OSV IWINLL7 a ANIWZVO- e:y.00'CI;;��; *.Yv500;0 ,`?'*,y+p¢00'O,;.nsa 43 A XVW LVO R.90'0.,•Ky{0001+n44}t,B80^,3w,' 3 HNIW "'LEtr,Y3 000 OOO a+1 000. 13 ytiv . - HXVVa'k 00010 680a3 , LH NIW lXWOj� 11 s8'Ory;, 000 �4r�rW0'��-" p3 IN IIVW `Y,s00'O r; 1!�rt�SWDALg 000 i; ?88,0?. vj 13 am NIW'00'Oip?.ti :-.88'D�•K !r��000`A:' 88'0• q3 am xvw *--;00'O N 9't88'Mot� 3'iR,00p;..-, 88'0 a3 A NIW L609• 4;000K* dW.00.0'e.A �WOO;OAA14`, 4M A XV W EO'0 4WIWO1M "ix000s3;I'*t's'Og0'.:;+$ M H NIW �r 06:>,:p 00'0 'y(OO.O('n'.f 10=00.OIe`R' i IM H XMW ¢,�E6:S,If4 TS'9 v4—,0oMll' 4„g+,`5S"9 V^Ili am sH NIVY,*06Vr.t $'OO'OJi: 000 $5'000 {',1 PM 1H Way 6 06:?1x001 kl* 00'0 V--tpo!Al' . >M � all NIW p, S9'E';l'98'Sy+'O 't}:000G*,.?? 98'5• qM XH XVW ss:EE9•Ax ti+.t5'91ux `=;00'O, r:: I79 am oo'T x 0315nrov ANIW 000 Z1fOV01l1j. :,AOT.O!-`,+1 ;&',400;0-1:lwc pS A X% W 00'0 gT1000? i� xH NIW,+,K„OOO,G;4y*,00.0?�,K„+'.,3Sp700'Oy:.'�.; 00'0 qS xHxVW Y-woO�"moo:Oul3;l"lao0,:",tidF 00'0 Ia5 0'0 gro 00'0 00'0 00*0 11 Coro w'0 00.0 Co'0 1 ' 00'0 00.0 00.0 00.0 H 00'0 000 00 EL'S 00'0 00'0 00'0 0 A 40. AI aH SOVOI MONS sZ'V SOV0137— IAMSS JIT NOIS30 HWONV 803 OS'L '0 (.j.(salaasdlW ul papnpu1110'T a a say) 001 =d ANuapunpatl ES'0 vsaS Slwsla5 OVO = L 1 05'0 .11 00'T-LSnrOV ONIM N91S30 NOLLVONnOi OSV Z :NOLLV]o135n E 311. d 3WVS/M V3NtlW Z 90MINI T M.00 T'S'ETA SV1S HIM 103 IIVMd N3 9'$ d SI URV :ON eOo NDIM N0I1d4Nf103 9Niaiin91331S —i0 2� 133HS IT061 :ON 80r r V3'OJ 31Ln9 :Nouvooi ' SEAN :1N3113 313NII 9NIOlIne TL650O91:ON 9NIO11na V3Un8:83tln13VinNVW 8££96 aesodljoL*j 1 PUOU 111W 111»0W 8"S ; 9N12l33NI�N3l1b/aNV217 � r 0'0 9S ss�0 0'0 SS 0'0 K 00 ES TO zs 0'0 TS 0'0 5 SOVOI MONS sZ'V 00 >1 av(n i00tl 0n Z :NOLLV]o135n E 311. d 3WVS/M V3NtlW Z 90MINI T M.00 T'S'ETA SV1S HIM 103 IIVMd N3 9'$ d SI URV :ON eOo NDIM N0I1d4Nf103 9Niaiin91331S —i0 2� 133HS IT061 :ON 80r r V3'OJ 31Ln9 :Nouvooi ' SEAN :1N3113 313NII 9NIOlIne TL650O91:ON 9NIO11na V3Un8:83tln13VinNVW 8££96 aesodljoL*j 1 PUOU 111W 111»0W 8"S ; 9N12l33NI�N3l1b/aNV217 � r 0'0 9S 0'0 SS 0'0 K 00 ES TO zs 0'0 TS 0'0 5 SOVOI MONS sZ'V 00 >1 av(n i00tl 0n 1 Cvol3nn 0'0 - H HIHV3 Itl31VW 1111dn 0'0 OJ A41na19� 59'0 0'01 J SOVO11Vtl31V1103 90.1 0'0 1 1 0 OVOl OV30 A 1H am Z :NOLLV]o135n E 311. d 3WVS/M V3NtlW Z 90MINI T M.00 T'S'ETA SV1S HIM 103 IIVMd N3 9'$ d SI URV :ON eOo NDIM N0I1d4Nf103 9Niaiin91331S —i0 2� 133HS IT061 :ON 80r r V3'OJ 31Ln9 :Nouvooi ' SEAN :1N3113 313NII 9NIOlIne TL650O91:ON 9NIO11na V3Un8:83tln13VinNVW 8££96 aesodljoL*j 1 PUOU 111W 111»0W 8"S ; 9N12l33NI�N3l1b/aNV217 � r MATERIALS AND ALLOWABLE STRESSES SOIL: BEARING CAP: 15 KSF - WIDTH INCREASE: 0% PER FOOT IN EXCESS OF V DEPTH INCREASE: 0% PER FOOT IN EXCESS OF I' CONCRETE: f c = 25 KSI @ 28 DAYS WT= 0.15 KCF REINFORCING: Fs= 20.0 KSI SHEET `� OF_ Date: 4/20/16 JOB NO: 19011 EW 2/4 ALTERNATE CONCRETE DESIGN CONSTANTS: N = 10 J= 0.9 (ASSUMED FOR APPROXIMATE MR CALCULATIONS) SLAB: SLAB.THICXNESSY r gy a+ 7 Z`r a yT,�'ty. 6 11NCHES's°'�.. 'J� r ��yY�+y-,�/�, y'�x i� �'f'>% '•,.� tF �.�fi;. /'1// WEIGHT OF SLAB TO RESIST UPLIFT: SLAB Mr = Fs x As x T/2 x 1/12 = 0.600 K• FT SLAB WT= 0.075 KSF EFFECTIVE SLAB WIDTH = SQRT(2 x Mr / WT) 4.OD FF EFFECTIVE SLAB WEIGHT= WIDTH. Wt = 0.300 K/LF FOOTINGS & THICI(ENED SLAB EDGE UPLIFT: COMBINED WEIGHT OF PERM TER AND SLAB TO RESIST UPLIFT: FOOTINGWF=Wf= 0.600 KLF SLAB WT=Ws= 0.300 KLF ..Nx..__ r+....�" -:. '.. i4 y �R ""''h t_ICwlIC%"""' W-• TOTAL WT=W1. W.= 0.900 KLF MAXW/D ENDWALL Mr=133%x Fs x TOP Asx ( d-2')xJ/12= 12.00 K -FT 52 EFFECTIVE ENDWALL L=SORT (2x Mr/WT) = 5.16 FT 1.2D+1.OWb+f1L+1.6H+0.Ar FOR2-SIDES-TOTAL WT=2x Lx TOTAL WT= 9.30 K AT INTERIOR CORN ER W/RETUFIN G51 i�'+�U:00:':fi51-"..', Ccii3A9`� FOR I-SIDE-TOTALWr= L.TOTALWT= 4.65 K ATCORNTER MIN W/Do AVAILABLE FOOTING Wr THIS LOCATION= 9.30 X0.60 5.58 53 MAXIMUM UPUFT= 353 K BEARING: SOIL PRESSURE: INCREASE FOR WIDTH = 0% INCREASE FOR DEPTH = 0% ALLOWABLE SP = 150 KSF EFFECTIVE LENGTH OF FOOTING FROM POST BASE Mr = BOTTOMAsx Fs x j.(0.3')/12 = 10.80 K -FT L=SQRT(2. Mr/W)= 1.90 FT EACH SIDE BEARING CAP = SP x 0/12 = 6.00 KLF FOR 2 -SIDES -TOTAL WT=2x Lx TOTAL WT= 22.77 K AT INTERIOR CORNER W/ RETURN FOR 1 -SIDE -TOTAL WT= Lx TOTAL Wr= 11.38 K AT CORNTER� AVAILABLE THIS LOCATION = 22.77 K MAX VERTICAL LOAD= 6.01 K TIES TO SLAB MAX H (CORNERS) = 3.91 K MIN Z (INTERIOR) = 0.00 K FOR 904 CORNER TIE REQUIRED As= 0.20 SO. IN. FOR 04 TOTAL OF 1 As 0.20 jNA;-y-1,�yy FOR 454 HAIRPIN REQUIRED As= 0.000 SQ. IN. FOR 04 TOTAL OF 1 ->As= 0.20 Ifq;7yz ;s? , REQ'O SPREAD FOR SLAB STEEL= 0.0 FEET TOTAL REQUIRED HAIRPIN LENGTH= 0.00 FEET LRFD ANCHORAGE DESIGN CIrrICAL LRFD FORDS TO ANCHORS - HQ MIN MAX . _ . . ..Nx..__ r+....�" -:. '.. i4 y �R ""''h t_ICwlIC%"""' W-• �IOAD. CASE_.__..__._ MAXW/D 6.51`L`:O:OD4 Sdu�iGi]';Z= >'�; :2r71??ry 1.2D . I.OW.. NL♦ 1.6H+ D.SlUr 52 MINW/D •5.86'-'w,'.uO:OD}.s:5:86$'u'�.-Oi37='-'�j 1.2D+1.OWb+f1L+1.6H+0.Ar S3 MAX W/Do G51 i�'+�U:00:':fi51-"..', Ccii3A9`� 1.2D+1.OWa+F31+1.6H+0.5U 52 MIN W/Do -5.66 V` CFJ(:CD 'ir, ?S:B6xd=_.�:;-0;g17: 1.2D+ 1.OWb+ III. + 1.6H+O5U 53 V MIN MAX MAX W D P,r;i0:ODT?q?'�K'"R`OADEC�S::l):RO 8.941.20+ 1.6U+ 1.6H+ 0.5W I9 MIN W/D WUDD.•v bMOXUC�?{4 OA0 •5.41 0.90,+ S.OWh+ 1.6H 131 MAX WI 0.0 $'ise;0:00}sii O:Of).'-'^.$ OI7D` 8.16 1.2D+ 1.6Lr+ 1.6H+ 05WE 19 MINW/Do a�xt"?OAO1"1 -6.00 0.91)+ S.OWh+ 1.611 131 EW 2/4 BUTTE COUNTY BUILDING DIVISION APPROVE® 2 '+`2`eh Y 3DIAMETER 075; NCHES`+.�`ijp" `-.-'`'tom BOLT HEADaTYP " 'i0 ,x�. '�� ryts itSeS+.e G qw r drL "�y�t+� .r ROSS AREA •0442.3;. 4422- MW- '""`iz; wr ,8�`' °1 r+.� a i 1�Fcyk ""'`�6^�'{ YEFFECf1VE Ag03345Q iIN'r+�,i•�"ae'Y� {� E'•d v OR 7 Is,EwA�INc tD�a e �a3+. Fla 4r ',sasJs�a f71^ ..YPx t NO�BOLTS, qdd ] d.R0�2'tB4f�TOiAI..ct"., BOLT HEAD TYPES 0 ' NONE l•BOL �4 P _ SQUARE HEAD 2 '.. MEAW SQUARE 3 HEX NERD 4 ' HEAW HEX - ' ANCHOR BOLT DESIGN -A[3318-05. APPENDIX D "• •�iTl T .. SNEET Oi _ r• s t �, �4/19/16- • fc 2500 PSI • . SDC OR ABOVE .Y "" - Date: •'� N fi� .58000 PSI (A 307 BOLTS SEISMIC RED= 0.75. _ IOB'NO. 19011. 4 f{ pA C 2u2 �CfURER nY"it �4z P %- e.-•.I� 2 '+`2`eh Y 3DIAMETER 075; NCHES`+.�`ijp" `-.-'`'tom BOLT HEADaTYP " 'i0 ,x�. '�� ryts itSeS+.e G qw r drL "�y�t+� .r ROSS AREA •0442.3;. 4422- MW- '""`iz; wr ,8�`' °1 r+.� a i 1�Fcyk ""'`�6^�'{ YEFFECf1VE Ag03345Q iIN'r+�,i•�"ae'Y� {� E'•d v OR 7 Is,EwA�INc tD�a e �a3+. Fla 4r ',sasJs�a f71^ ..YPx t NO�BOLTS, qdd ] d.R0�2'tB4f�TOiAI..ct"., BOLT HEAD TYPES 0 ' NONE l•BOL �4 P _ SQUARE HEAD 2 '.. MEAW SQUARE 3 HEX NERD 4 ' HEAW HEX . ti I Cr ,J • r r t ,J'j,&.. 7''•.wcylt:Ya<t`YY''! ;'jb„y w, ,��` � yc» ,USX.`?,.•. , .. - .. • .. L• EMBEOMEM bd , 13,f �INCfiFS+� INC DEPRI3'6` 'i�iINCM,�ESY - ' . ti I Cr ,J • r r t ,J'j,&.. 7''•.wcylt:Ya<t`YY''! ;'jb„y w, ,��` � yc» ,USX.`?,.•. , .. - .. • .. L• EMBEOMEM bd , 13,f �INCfiFS+� INC DEPRI3'6` 'i�iINCM,�ESY ,(1,, J�•c 15T3t' J Sr�1Zr1""+:�'+'..d 0y 6AGE' PRCH fi� #W 4 f{ pA C 2u2 �CfURER nY"it �4z P %- e.-•.I� r�~� R'R P6VIARGER�REINFOR "rdLTS'N STR ��5 aS ti ,• �o�hltl��L*.�y�jNCHFS Y- �i.SHFARLA�sa� ..s':.'y4 if:,x+.,.i'i�.rfi�,dsa...'9<r.,.t.•iINCHES?'''.�i.0 ;Xs:ai.{w a's _«fc,.�.'� % . • - SHEAR ANGLE AREA: • D. SQ. IN. - CONCRETE Hse = 0.00 K . • '•"'• '- "............ ` .- STEEL Hsa= 0.00 K f Ce3 6 G L C.2 6 FACTORED FORCES TO A,B. SHEAR - LOAD CASE Hx Hx-Hse Hx H19HiAXIAL". .. 1': 1.2D.1.OWa.f1L.1.6H.O.5U 651 651 0.DO 6.51 -2.71 0.37 •). ° t F 1.2D+1.0W6+f11+1.6H+0.S1u, •5.86 -5.86 0.00 5.86 -.3 1.2D+ 1.OWa+f1L+1.6H+O5U 651 651 0.00 - `651 -3.49 '6 3.2D+1.OWb+f3L+1.6H+O5U -5.86 -5.86 0.00 5.86 -0.41 2.42'T - �)-,+ 4 4 .. 3.41) 0.00 .0.00 . 0.00 0.00 6 7 1.4D 0.00 0.00 0.00 .' 0.00 2.42 , -.. fL N= 1.41) 0.00 0.00 - 0.00. 0.00 1.53 ., ,. 8 1AD 0.00 "0.00 0.00 0.00 151 " - 9 1.20 1.O . Wa+fll♦ 1.6H+0.5U 6.51 0.00 0.00 0.00 -2.71 - 10 1.41 0.00. 0.00 0.00 • 0.00 2.42 11 1.2D+LOWa +f1L+1.6H+0.5U 6.51 0.00 0.00 0.00 Fx� x V .12 - •3.49 . ' IAD 0.00 0.00 0.00 0.00 -0.00 1.51 / .. i "- 13 1.21)+ 1.6Lr. 1.6H+O.SW 0.00 6.51 651 .8.94.• •5.41 -r ) 14 0.9D+1.OWh+1.6H 0.00 -O.OD 'I• 15 .0.00. .0.00 1.20.1.6 U. 1.6H+ O.SW 0.00 6.51 •. O.00s 651 - 8.16.- ,. x •6.00. �� i,. ' K • - 4 i5 0.9D+1.OWh+ 1.6H r' 0.00 .0.00 0.00 - 0.00 ... • -- ._ A) TENSION ON BOLT GROUP , • - • . - .-....-. ._. ._ ` " _ _ ... , - "- '.d • • _ % ' 11 STEEL STRENGTH (4)Nn) m=0.75 l r .. - - dtNsa = 58116 Ib - 58.12 �K /•i-. - . - •� Y -.a' `� _ , 21, CONCRETE BREAKOUT. ' d' _ 0.75 EDGE ADJUSTED hef = „ 4.75.. IN •' , . ' •' S ..df " - • 15 X hef= 7.125' IN i.. '• M .. BLOCK 26.375 IN BLOCK D 19.25 IN •" - A,a= 507.719 SO, IN. . i �.� _.,#'s" ` ` ' • Aa 203.063 SQ. IN. - - Aa, 2= n ANco{r,OKs •• k J Wec N=. 100 CONCENTRIC CONNECTION ~ A, : Wed Nca,min=" 7.12S IN 1.5X hef=" 15 IN 't s+ 3• ..-Wed,N= 0.84 Wc,N = 1.00 CONCRETE UKELY TO CRACK ! .. . WcP,N: 1.00 CAST IN PLACE ANCHORS- - ' sr. ,.. .... . Nb- 12423 Ib .. kt:=:. 24 _ Y FOR CIP 1`.t a t. ' .� drNcbg=" 19627 Ib 19.63 K • �,! .., • CONCRETE PULLOUT -: to. 0.70 ' - Wc,P = ..1.00 CONCRETE LIKELY TO CRACK - _ '- k - • x ' Np: eh= 3.000 _ FOR L -BOLTS Np = 506250t• :` ` w•. FOR HEADED BOLTS Np= 0.00 (bNpn= 14175 Ib 14.18 K - •' ` �~fC - SY } -4)'CONCRETE SIDE=FACE'SLOWOUT----Y^--- ' - FOR L-BOLTS.PNsb= N/A- ' NOR BOLTS:; ..-� 0.4 hely 4.00 IN .. � - - `- - 6L ca,min - 7.125: IN : 4Nab = N/A y 8) SHEAR ON BOLT GROUP - ,1) STEELSHEAR b. 0.65.' ' bN. = •" 30220 Ib • _ . 30.22 K 2) BREAKOUT FOR i " ANCHORS NEAREST EDGE.. d,= Wec,N= 1.00 CONCENTRIC CONNECTION 0.75 ,• •' - �9 e��P"'r�O N 1`9® CB�'n' gilR' . -, Wc,V = - 1:25- CONCRETE UKELYTO CRACK r + . - r - ' BUILDING DIVISION - H3 DIRECTION Ss = 24.00 � Y ' H2 DIRECTION ' S, 7.13 • +'i � • lO 30.69 p 4 x , .. 15 X S = 36.00 • .. ER '" `GVERNS• 10.69 � � � GOVERNS: 7.13 ` Eu : y ' •{ A,v= '281.88" SQ. IN V"..t A� - 789.25. SQ. IN. 6 Y v {; ' • A,� _ 228.45 SQ. IN. 'ti Are' 228.45 'SQ. IN. ' r • AK c= n AVco OK At - n AV- f'f` 456.89 J • i + Wed,V = 1.00 - Wed,V = 0.76 r Hl SINGLE ANCHOR SHEAR STRENGTH , •H2 SINGLE ANCHOR SHEAR STRENGTH' ' r /e= 6.00 -.. IN - - 'fe= 6.00, IN- '. ,... y )t - Vb= 8738 Ib. 8.74 K .'y; Vb� 54017 Ib �v 54.02 K ,e dtVcbg= 10.11 K (bVcbg="'}132.86"- K ' I, GROUP bVcbg'• 20.22 K ' 4 GROUP mVcbg= 531.44 �K 19011 - - EW 3/4.-. 3) BREAKOUT FOR ANCHOR GROUP STEEL STRENGTH Hl DIRECTION c',x = 12.13 c,x = 24.00 1.5 Xc;,= 18.19 GOVERNS: 18.19 AM1= 501.67 SQ. IN. 14.18 A_= 66157 SQ. IN. EMBEDMENT STRENGTH - BLOWOUT: A� c= n AVcoyT':AK}r; N/A Wed,V - 1.00 GOVERNING ON. HI SINGLE ANCHOR SHEAR STRENGTH C) INTERACTION le- 6.OD IN 71.75 K Vb - 19397 Ib = 19.40 K GROUPmVcbg- 13.79 K 0.2 4,Vnz - 4) BLOWOUT FOR ANCHOR GROUP FOR L-BOLTSbWb- N/A 5.73 'ia30:e:' NOR HEADED BOLTS: 0.4 hef = 4.00 IN ce,.h = 7.125 IN 4rNsb= N/A 5) PRYOUT STRENGTH FOR GROUP d,= 0.70 kcp = 2.00 Ncbg = 26169 LB SEE TENSION ABOVE $Vcpg - 36636 Ib = 36.64 K %D CASE ♦ f1Ln 1.6H ♦ f1L + 1.6H ♦ H2 DIRECTION c',x= STEEL STRENGTH 4,Nse= 58.12 1.5 Xc;x= EMBEDMENT STRENGTH - BREAKOUT: QbNcbg= 19.63 AK= 1613.13 SQ. IN. EMBEDMENT STRENGTH - PULLOUT: c�Npn= 14.18 A� c= n AVco OK? w EMBEDMENT STRENGTH - BLOWOUT: d,Nsb= N/A H2 SINGLE ANCHOR SHEAR STRENGTH GOVERNING ON. 14.18 C) INTERACTION ESE'ISMIG 71.75 K 0.2 ONn= 2.84 2:13 0.2 4,Vnz - 2.76 0.2 OVny = 5.73 'ia30:e:' %D CASE ♦ f1Ln 1.6H ♦ f1L + 1.6H ♦ H2 DIRECTION c',x= 29.00 c.x - 7.13 1.5 Xc;x= 43.50 GOVERNS: 7.13 AK= 1613.13 SQ. IN. A-= 3784.50 SQ. IN. A� c= n AVco OK? w Wed,V - 1.00 H2 SINGLE ANCHOR SHEAR STRENGTH le- 6.00 IN Vb = 71749 Ib 71.75 K GROUP bVcbg- 28.67 K FULL GROUP STRENGTH - BLOWOUT: SHEET OF Det.: 4/19/16 JOB NO: ODO00 ,PN.- 30.22 30.22 .oVcbg = 20.22 531.4 OVcbg = 13.79 28.67 4,Vsb= N/A N/A d,VcPR = 36.64 36.64 GOVERNING 4,V-- 13.79 GOVERNING oVny a 28.67 00000 EW 4/4 0� BUTTE COUNTY BUILDING DIVISION APPROVED • SEISMIC LOADS E1 0.87 OAO Ea 0.87 :0,9 OJOD's :.-OJ17,t WdD.00r,4? MAX Hx 7 E2 0.87 0.15 Eb GRANDALL ENGINEERING E3 0.87 SHEET OF_ 5448 Merrill Mill Road aL WO.009,'X 1.28 a4412BA '' W=1,63 Aw, MAX HI STEEL BUILDING FOUNDATION DESIGN Date: 42479.913 JOB NO: 19011 Mariposa, 95338 - Ed !MOOSV5ft O.OD L'O1O:B'7�;Zi 7 060, 4A MIN XI p & B ENDWALL COL WITH SLAB V13.5.1 r c -0.15 Ee 9:iA.w`i0.00.'�C ; J,'« 41.28'A'4t 1.28 K,'L63%•# MAXH e MANUFACTURER: BUTLER 0.15 COLUMN LOCATION BUILDING NO: 16-005921CORNER • E7 1 FEEINFERIOR BUILDING LINE: 2E 'X;"+;:0:00 :'"-Oole 1.65 MAXV EE 2 - • ASD FOUNDATION DESIGN CORNER W/ SAME SIDE 3 - - CLIENT: NVBL USE LOCATION: 2 , LOCATION: BUTTE CO, CA , JOB NO: 19011 WIND ADJUST- 1.00 -f1-. 0.50 11- 0.20 Seismic 5osv 0.53 EBUILDING LOAD REACTIONS PER MANUFACTURER M_FA_L Redundancy p- 1.00 (Set to 1.01fincluded In Mfr's calu) - ' O. v 2.50 FOR ANCHOR DESIGN ... Hx Ni V DEAD LOAD 0 0.0 1.03 CRITICAL SERVICE LOADS . a 11% Ht H%iNx V COLLATERAL LOADS CB 0.0 OS6 Gravlry OR 0.00 0.00 0.00 1.59 Co 0.0 Uplift Do 0.00 0.00 1 0.00 1.03 MATER EARTH H H 0.00 0.00 1 0.00 0.00 ' 0.0 UVELOADI L I0.0 l 1 0.00 1 0.00 1 0.00 1 0.00 ROCIFLOADI Lr I 1 U 0.00 1 0.00 1 moo 1 3.71 - 0.0 1 3.71 SNOW LOADS 5 0.0 ' 51 52 Sa 0.00 �Z:f0.00'�'H:0:00f7-?,;0.00.s`P MAXHx 53 Sb 0.00 y * 0.00',;K & 0:00%ri `rOJb; MIN M%S4 =.0 ScO.OD MAX V 55 Sd i?'JDA01T'K'x}','=:7U:00 °;;?O;ODAZ 0.00 MINV SE WIND LOADS - • t - . WI •3.84 W2 -2.08 W3 - •3.44 ' W4 .5.18 .. WS -0.13 - W6 -0.14 ADJUSTED x 1.01) W7 6.96 -SAO We 6.96 `!-*0.00z+S6:96_4 �--SAO kc MAX NX `v f WB •6.26' •3.64 Wh -6.26~ A;0.00'`=;;�;a646Zt ?7360" MINH. •, r ' W9 3.71 We.•we0:0OS4+:'. 4.84 i+:4!64fi• "T3` -0'78'4p MAX Hi W20 I 1 0.01 4.81 Wd -0.83 '`+4td:B3.A�''^:4:67-^ts MIN Xi Wit 4.84 4.78 We 6.96 MAXH W32 -0.83 4.87 Wf AV,0.001;U;4 �>r0:00iRH 0.00 ';"}�•=3ie4,.}!: MIN H W13 •3.03 W-Nv'.,S;i{OAUn'.'+k` "sSwq':69y?s:; ;.%'4:63�!� 4.87 MAXV W14 3.09 Wh:tIF y6:%n"J,.•?'h':YO.00 Kn §?;F6.96>< 05.40 MIN • SEISMIC LOADS E1 0.87 OAO Ea 0.87 :0,9 OJOD's :.-OJ17,t WdD.00r,4? MAX Hx 7 E2 0.87 0.15 Eb -0.87 ;;;,*,0.00.er4 I Ln&97?.ts r'v10.00*MIN Hx E3 0.87 -0.15 Ec aL WO.009,'X 1.28 a4412BA '' W=1,63 Aw, MAX HI E4 -0.87 0.00 Ed !MOOSV5ft O.OD L'O1O:B'7�;Zi 7 060, 4A MIN XI ES MIN W/ Do -0.15 Ee 9:iA.w`i0.00.'�C ; J,'« 41.28'A'4t 1.28 K,'L63%•# MAXH E6 0.15 EI+`"' �;dSOJ]Op�R?�ai#O:OO.M• 0.00 ..�-0i15 �n MINX • E7 - 1.65 Eg 'X;"+;:0:00 :'"-Oole 1.65 MAXV EE 1.28 443 - ' Eh �.1 O.00I IT .'.' 28*T'� 1, 1?28X3 -2.63 MIN V ;. ASD FOUNDATION DESIGN - • e CRTNCAL ASD FORCES TO FOOTING Hx MIN MAX Hx i0tl Hol.%:IHX416.�, 1b",',4:WV„11ift LOAD CASE LC 0 MAXW/Og 4.18 9N'U:OO:"tn4'4:c`.?;=1':65',x•+% D. H.0.6Wa 13 MINW/D -3.76 wawb,:.'a`.'T3:76"rr`?�.y�".-0:59i=?:`j D. H.0.6Wb 14 MAX W/ Do 4.18's'o:Obi49, 1 ttf.4.1Bd, 4??4Wi!2:21 D. H.0.6Wa 13 MIN W/ Do •3.76 ZO,'0�'• 31763.�S:.':Ms1 S5tnV D. X.0.6Wb 14 E BUTTE COUNTY BUILDING DIVISION APPROVED 19012 EW 1/4 .r, t :•+ik''f aVF. -. f .t s ! �. -, 1. MATERIALS AND ALLOWABLE STRESSES: ` .`y.'a ♦ a . - , SHEET s•� OF _ ^f ~. SOIL:F BEARING CAP: 1.5 KSF . Data: 4/20/16 " I• w WIDTH INCREASE: 0% PER FOOT IN EXCESS OF I' - + � _ JOB NO: 19011 ' a'•�e• .,.• DEPTH IN CREASE: 0% PERFOOTINEXCESSOFI'+ EW 2/4 ..+ CONCRETE j s` fc- 2.5 KSI @`28 DAYS - REINFORCING: Fs- ~20.0 K51 ' T -r {. - • Wr= 0.15 KCF Y :• ALTERNATE CONCRETE DESIGN CONSTANTS: '' r N = •-7F_ t .. , ,. 1=� 0.9. (ASSUMED FOR APPROXIMATE MR CALCULATIONS) ' _ • 4 . SLAB: v ��REINFORCING'�.ad g4.a.z,v�a:a�.R@ a��v4?H�N..O G+^.n..�`T•.3K..�p��•��.... =��13��d�..�N:/7Ff�.��.�,c WEIGHTOF SLAB TO RESIST UPLIFT: SLAB Mr - Fs x As x T/2x1/12 0.600 K- FT- _ 'SLAB WT 0.075 XSF ✓� ,/r,n t • i. EFFECTIVE SLAB WIDTH a SQRT( 2 x Mr / WT) 4.00 FT h ! ,a'_\ s •' ,. •EFFECTIVE SLAB WEIGHT Wt = 0.300 K/LF ,P '., -`{' paf�s•'}J ` FOOTINGS& THICKENED SLAB EDGE - +rFX4DWALLiPERIMETER�FOOTING%iHICKENEU:5lTA8"�"�''66p '+''��""�?t°'^{r��"��y i�. �,� 'X�-�+ '�� • (�/�/F � . REIN(-0RCI�N�rG o Rr TOP ^�iJ4k. TOTAlxl7F' q4�' IDP A�s ". ✓ � L. xi t', y, !"i T - # L � " . � �S3a,c. 'cw.�`.,.',cse.•�.xsisBOTTO � p4• TOTAIOF -j1�4 BOTfas;=• .. p:gU o!�,_�iM a e ta��S�G •• . .. a s :✓ UPUFT: COMBINED WEIGHT OF PERMITER AND SLAB TO RESIST UPLIFT: FOOTING WT= Wf 0.600 " . KLF - -. SLAB WT= Ws 0.300 KLF ^ y - TOTALWT=WF+Ws= 0.900 KV •. - :`... + - =y, ENDWALLMr=133%x.FsxTOP Asx (d -2°)x)/12= { 12.00 K -FT a - - - EFFECTIVE ENDWALLL=SQRT(2x Mr/V/T)= 5.16 FT / " FOR2-SIDES•TOTALWT=2x Lx TOTALVrr, • 9.30 K AT IBFTERIOR&CORNER W/ RETURN q - -e •� FOR 1 -SIDE -TOTAL WT= Lx TOTAL WT= ,• ' 4.65 K 4 CORNTER , •. AVAILABLE FOOTING WT THIS LOCATION= 9.30 X0.60 558 K' ' -� a r ' MAXIMUM UPLIFT e• 2.62 K P BEARING: SOIL PRESSURE: 'INCREASE FOR WIDTH=. - 0%4w. INCREASE FOR DEPTH - 0% " ♦ - • 17 • ',f ° - _ ALLOWABLE SP- 150 KSF - - • - • .y. - e "EFFECTIVE LENGTH OF FOOTING FROM POST BASE Mr - BOTTOM As x Fs x l x (D-3')/12= , _ ' 10.80 K -Fr L- SORT (2 XMr/W)= 1.90 FT EAC/11D BEARING CAP-SPx 8/12 _ 6.00 KLF9 FOR 2 -SIDES -TOTAL WT=2X Lx TOTAL Wr=22.77 KNERW/RETURNFOR 1 -SIDE -TOTAL WT= Lx TOTAL WT= - 11.38 KAVAILABLE THIS LOCATION = 22.77 KMAX VERTICAL LOAD= 656 ��K r TIES TO SLAB i MAX H (CORNERS) _ 4.18 K w Y t ~! w - MIN Z (INTERIOR) - 0.00 ..K - ` ' 4• _ •1 1. • - - y FOR 909 CORNER TIE REQUIRED As=IN.! b = 0.21 SQ �� d ,,y FOR- R4 • TOTAL OF - 1 As- 020' `AAM FOR 459 HAIRPIN REQUIRED As = 0.000 SQ. IN. •-FOR R4 TOTAL OF 1 ->A,= �' 0.20. OK: _ �.. �O. . REQ'D SPREAD FOR SLAB STEEL= 0.0 FEET. - T yS TOTAL REQUIRED HAIRPIN LENGTH= a .0.00 FEET' • LRFD ANCHORAGE DESIGN H ' ',• ' '' •'.. .:f. w t CUBICAL LRFD FORCES TO ANCHORS ---'-- * -'_ -- •-Hx'MIN MIN/MAX--- "�._.-yp'IRcbw.-`HxiYlt3-'aC-%�Vi�+c �._._____ r_-LOADCASE-.,- ._-.__ __LC.R._ , :.- _ i -•r- - v-...-. .-.. r MAX W1 D 6.96 OOD;$j°r 696 ','+' L64f,^c 1.2D+1.0Wx+f1L+1.6H+0.5L, 52 - H MIN W/ DR -6.26 m dG fo+ n6 •mt �0.12�- ' 1.20+ 1.OWb+f2L+1:6H+OSlr 53 MAX Wt Do fi.96 `a�kll'.0'DQA lf`-6.%�Pd "'"2.314e• 1.2D+1.0WF+f1L"+1.6H+0.5U 52 .�1.., 4. MIN W/ Do `,rD.00: T,�626�.i 1".rh-0S5:°r`�.L' 1.2D+ 1.OWb+flL+ 1.6H+0.51r 53' Y J BUTTE COUNT • A � R ' ;S; ; \ s .o �AP� R01 EQ�l, r. •- s ANCHOR BOLT DESIGN-AC1318-05 APPENDIX D ' - SHEET Oi .12500 _ fc PSI .. SDC "C OR ABOVE Y - -y� bete: 4/19/16 - f 58000 PSI (A-307 BOLTS) SEISMIC RED 0.75 111.. ` JOB NO. 18011 • u,�:;•• DIAMETER' h 0:75 NCHES,.. jr 'w s,BOLT s •'',{��^'c.`S<.Y HFAD.,TYPE,0,'i`auz�`„(x•� BOLT HEAD TYPES s rca a s „r ROSS AREA 0442A1•�541N� "'`'4' x �r �.d.•,^;� + - '°Ab� �>3,"'1 m X l" 0 NONE L-BOJ +FEEFECIIVE(J 7 994 34.iINM ''S. �'"}e w.ARING. M 2�' > . "' ..• 1 SQUARE HEAD BEARING O. Cryi[ 2 HEAWSQUARE . +'''•�. � 32 i V-7 HIX HEAD •y ROW5+0 BOLTS'. '+xi T; •'031 M y a �bNO'.SBOLTNo •, 14t`„�.f 1 TOTAL# ! Nx•M!. y= ti wF yc'`� 7^'�' s,}! , sa„MBEDMEhe t)�1' INCHES CONC�EPTH�hr xt -.:36 �,INGHESt-e EDGE .\ }`X.sY �y)y..5jg%ryv-. TS',rz.fr 4x 24. x r asr t ' P 3d. GAGE 24 r� t �A„"•-J^vg7°Mae� tin PFFCH,t� S�.s�'?1N '3`1Ci i }... F _. _ DOES 1140RIARGERREINFORCINGTIE % Y^• e T..7� BOLTS TO STRUCTURE-(Y t� rt +ver 9 rs •x � wx,�, �a ' '." CRN? �,3�`±�r-&'V�. t-'�.\ Y M� � y.nR. '' , ." 1 1 N'��''1>i ,:l^SM"i:3" 1✓ar. ,'' YlF SHFAR ANGLE t�0INCHES. 'A2€�2l 'V R�7n D, 4yr taala3`.e1F' I' '. - - y SHEAR _ SHEAR ANGLE AREA: r 0 54. IN. CONCRETE H. = 0.00 K ......: .- ........ _.........___... _.... .. .., . _...... ...... �.,� -# " 'STEEL Hsa= FACTORED FORCESTO A.B. SHEAR. 0.00 K C83 G6 C4, •. .i • - LOAD CASE Hx Hx-Hsa W Hx-)Hx AXIAL yJ 1 1.2D+1.OWa+Ill. +1.6H+0.5u 6.96 6.96 -0.00 6.96 -1.64 0.12 ' - 2 1.20+ 1.OWb+ Ill♦ 1.6H+ OSLr -6.26 -6.26 . 0.00 6.26 ' 3 1.20+1.OWe+f1L+1.6H+05Lr 6.96 6.96 0.00 6.96-2.31 455 • ( �I ,1 a .t<,. ' , 4 1.20+1.OWb+f1L+1.6H+O.SLr -6.26 •fi.26 0.00 • ).5 .6.26 1.20 i 1.OWc+ Ill♦ 1.6H+ 05Lr '0.00 0.00 4.84 .4.84 r •1.02.- 01'.- - 'i ' 6 - * 1.20+ 1.OWd+ I'll.♦ 1.6H+ 051.J 0.00 0.00 4.83 4.83 8.63. _ !•!- - ' 7 8 1.2D+1.OWc+ f1L f 1.6H+ 0.5Lr 0.00 0.00 4.84. 4.94 1.2D+1.OWd+Ill. -+1.6H♦O,5L, 0.00 0.00 -4.83 4.83 .•1.69 7.96 O O- - b 9 1.2D+ 1.OWa+ fllw 1.6H+ O.SLr 6.96 0.00 - 0.00 0.00 •1.64 10 1.40 0.00 0.00 0.00 0.00 -1.2D+1.OWa+ - 2.23 11 12 Ill. ,+1.6H+05Lr6.96. 0.00 0.00 0.00 1.40 -- 0.00 0.00 0.00. 0000 •2.31 1.44 C- 1:. _ Z • - I r a1 F r 13 14 1.2D+ 1.61x+ 1.6H+ 0.5Wd 0.00 6.96 -2.42 ^7.37 1018. ( f'Y 'Y •• I ! 4 , 0.90+ 1.OWa+ 1.6H 6.96 0.00 - 0.00L -0.00 •3.97 -" • �. ;H p - 1.5 16 1.2D+1.6L,+1.6H+OSWd 0.00 6.96 - -2.42 7.37 9.61 - - a 4M J ri r ! •- ti d �,°5 r , 0.9D+ 1.OWa+ 1.6H 6.96 0.00 0.00 - 0.00 -4.47 A) TENSION ON BOLT GROUP - • �• ' .. 1) STEEL STRENGTH((bNn)_ - =0.75 - - QoNu 58116 Ib .58.12K ' - n •. - ... .. i r - � � •,. - 2) CONCRETE BREAKOUT �= 0.75 EDGE ADJUSTED heE= 4.75 ' ,-IN :K - P -1 - . 1SXhef= 7.125 IN - BLOCK B = r 26.375 IN BLOCK D = 19.25. IN • 1 - 1..; A. = 507.719 SQ. IN. • .. . Y r .:w t AHm= 203.063 SQ. IN. .OI( .. 1; AHr -nANco • i V - .. t r Wec,N=1.00 'CONCENTRIC CONNECTION - SIN ' - - . -! • Wed,N: ca,min= 7.125 IN 1.SXhef=, 15 .. .l ' J.- - o Wed,N= 0.84 .•.. i. Wc,N= 1.00 CONCRETELIKELYTO CRACK Wcp,N : 1.00 CASs IN PLACE ANCHORS - Nb- 12423 Ib �kc=. 24 -F7R CIP �. -:,� r _ �. , 4.Ncb8= 19627 Ib 19.63 K •, ,• 1 31 CONCRETE PULLOUT 4-0.70 ; We R= 1.00 'CONCRETE LIKELY TO CRACK, I •.. NP: eh= 3.000 4 . FOR L-BOLTS NP = 506250t- - FOR HEADED BOLTS NP= 0.00 r. i"" • bNP.= 14175 Ib = 14.18 K • u ,j• t },! °j f ' 4pCONCRETE'SIDFFACEBLOWOIR- ° • FOR L-BOLTS 4,Wb -= N/A _ 7, t r - •' �,_� - HORHEADEDBOLTS: •0.4 het= 4.00 IN .t`.`, - ' • •,(• .h;l r Sr i. 1_ ca,min= 7.125 IN *,. a. ^t - - B) SHEAR ON BOLT GROUP , - _ - -k • . , STEEL SHEAR ,. �= 0.65 ... a R ... `. `3) �N. 130220. Ib = 30.22 .K [• .a .., •.; �• 2) BREAKOUT FOR ANCHORS NEAREST EDGE '0.75', ' ..' -. .•-' 1 w " {, „ Wec,N= 1.00 CONCENTRIC CONNECTION - - 1..` ; ' - Wc,V= •1.25 CONCRETE LIKELY TO CRACK • ,. , _ • +- • ! * •- �p T COUNTY Hl DIRECTION c x = 24.00 H2 DIRECTION 4. e 7 .13 BUTTE 1L.N .�U .ti 0 l .- •- ' • � D1VVI * t a - T J ,{ GOVERNS: 10.69 Y t • A= 281.88 SQ. IN. �. ,• A_-.228.45 SQ. IN. .. ; A.c=n AVco GOVERNS:. 7.13 A.r :789.25 SO-IN "A,. 228:45 513. IN AK-n AVco-_iUSETA �A 456.89 ,BUILDING •` Pti PRU v ED - . ,, Wed,V = 1.00 . - Wed,V = 0.76 Hl SINGLE ANCHOR SHEAR STRENGTHH2 + SINGLE ANCHOR SHEAR STRENGTH t • s - . le- 6.00 IN 1 - le- 6.00. IN lY _ • Vb = 8738 Ib= 8.74 K Vb = 54017 16 54.02 K _ • - _ 4,Vcbg = 10.11 K + *' .2.86 -a K . mVcbB = 33 - ... . .. L ` + a . a r•� � � GROUP bVcbe 20.22 K r GROUP tVcbg = 931.44 K 29022 7 3) BREAKOUT FOR ANCHOR GROUP 29.00 Hl DIRECTION c;t = 12.13 c,t = 24.00 1.5 X<;t= 18.19 GOVERNS: 18.19 AK= 501.67 SQ. IN. A-- 661.57 SQ. IN. A� <= n AVcowo Wed,V - 1.00 Hl SINGLE ANCHOR SHEAR STRENGTH le- 6.00 IN 71.75 K Vb- 19397 Ib = 19.40 K GROUP d Vcbg - 13.79 K 4) BLOWOUT FOR ANCHOR GROUP FOR L-BOLTS.ONab- N/A MOR HEADED BOLTS: 0.4 hef = 4.00 IN ca,min a 7.125 IN ,PNab = N/A 5) PRTOUT STRENGTH FOR GROUP dt= 0.70 kcp - 2.00 Ncbg= 26169 LB SEE TENSION ABOVE OVcpg - 36636 Ib = 36.64 K STEELSTRENGTH ONxe = 58.12 EMBEDMENT STRENGTH - BREAKOUT: 4,Ncbg= 19.63 EMBEDMENT STRENGTH - PULLOUT: tbNpn= 14.18 EMBEDMENT STRENGTH -BLOWOUT: d,Nab= N/A GOVERNING 4)Nn = 14.18 C) INTERACTION nSEI5MIG, 0.2 ONn= 2.84 213 0.2 mVnx = 2.76 .'�^.11�07� ## 0.2 ov.v - S.73 `30' 1.2U + l.OWa + f1L + 1.6H + Ill)4 l.OWb+fll+1.6H+ 1.20. 1.0Wc+ f1L+ 1.6H+ 1+l.btf+1.6H+OSWd 0.91)+ S.OWa+ 1.61ml ). 1.6Ll+1.6H+O.SWd non- nW=.- H2 DIRECTION c',t= 29.00 S, - 7.13 15Xc;t= 43.50 GOVERNS: 7.13 AK= 1613.13 SQ. IN. A-= 378450 SQ. IN. c=n AVco OX,� A. ��v�3XI Wed,V - 1.00 H2 SINGLE ANCHOR SHEAR STRENGTH le- 6.00 IN Vb- 71749 Ib 71.75 K GROUP.bVcbg- 28.67 K STRENGTH :OUT FOR ANCHORS NEAREST EDGE )UT FOR FULL GROUP DMENT STRENGTH - BLOWOUT: SHEET 2�OF _ Date: 4/19/16 JOB NO: 00000 Q,Nsa - 30.22 30.22 OVcbg = 20.22 531.44 ,oVcbg = 13.79 28.67 4,Vab = N/A N/A ibVcog = 36.64 36.64 GOVERNING (oVnx= 13.79 GOVERNING oVny- 28.67 BUTTE COUNTY BUILDING DIVISION APPROVED BUTLER Date: 4/11/2016 a dam, Me�we�„In� Calculations Package 16-005921 Time:11:16 AM ._.e..._....�.r._. Page: 18 of 77 Wall: 4, Frame at: 15/0/0 Frame ID:Addition Clearspan #I Frame Type:Rigid Frame Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete R~finnc _ i InPorfnrad r nod T -P of Ti ronin r• Q -ti . 9 (i` BUTTE COUNTY BUILDING DIVISION APPROVED Type "Exterior Column X -Loc 0/0/0 Grid] - Grid2 2-G 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 Elev. 100'-0" Exterior Column 124/0/0 2-A 8 X 13 0.375 4-0.750 100'-0" Load Type Desc. Hx Hz I Vy Hx Hz V D Frm 2.61 4.84 -2.61 4.67 co Frm 2.18 3.21 -2.18 3.21 L> Frm 8.73 12.83 -8.73 12.83 <L Frm 8.73 12.83 -8.73 12.83 W2> Frm -13.84 -14.96 4.59 -7.69 - <W2 Frm -5.21 -8.26 14.16 -15.40 WPL Frm -11.01 -19.31 10.12 -24.14 WPR Frm -9.92 - -23.64 10.76 -18.79 MW Frm - - - - - MW Frm 2.13 1.08 6.48 -1.08 MW Frm - - - 7 - - MW Frm -6.28 -1.1, -2.40 1.11 - CU Frm - - - _ --W1> ------Friii--18.'23. . _24:85 8:98 . _ - :17.59'._- <W] Frm -9.60 -18.16 18.55 -25.29 L Frm 8.73 12.83 -8.73 12.83 F> Frm -1.53 -0.66 -1.69 0.67 EG+ Frm 0.57 0.84 -0.57 0.84 <E Frm 1.53 0.66 1.69 -0.67 EG- Frm -0.57 -0.84 0.57 -0.84 WBl> Brc -0.20 11.80 0.20 10.90 <WBI Brc 0.42 11.97 -23.97 -0.42 11.79 -23.13 WB3> Brc -0.21 - 11.35 0.21 - 12.77 - <WB3 Brc 0.44 11.69 -25.07 -0.44 12.05 -25.32 MWB Brc -0.53 30.93 0.53 - 30.68 MWB Brc - - - MWB Brc 0.55 15.60 -31.24 -0.55 15.48 -30.38 MWB Brc - - - - - - EB> Brc -0.19 - 11.55 0.19 - 9.97 - <EB Brc 0.19 4.93 -10.87 -0.19 4.93 -10.55 i File: 16-005921-01 Version: 2015.2d Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. SEISMIC LOADS ES •1.53 -0.66 Ee k4P;06.119F:4A 4.93 eaa"49_Ttry mak-10:872 E2 496 f E3 -2.10 -2.50 E4 L53 0.66 .....__._._...._._...__._......_._..__...... -_....... { _...... ......................... _............... E6 2.10 : . , . . E7 -0.19 IL55 CRANDALL ENGINEERING -10.87 ?sl SHEET_ OF_ 4988 PONDEROSA WAY ;STEEL BUILDING FOUNDATION DESIGN Det.: 4/20/2016 P.O. BOX Z24 N�PM@S, CA 98946 • (RIGID FRAME WITH SLAB JOB NO: 19011 - i PHONE 209-988-4844 PAX 209-886-17" I V33.5.2 ' MANUFACTURER: - BUTLER WINDADIUST- 1.00 • BUILDING NO: 16005921 f1= 0.50 f2= 0.20 BUILDING UNE: 2G - Seismic mf - 0.53 .. Redundancy p^ LOO (Set to 1.0 if intluded In Mfr, ala) • _ CLIENT: NVBS - CA. - 2.50 FOR ANCHOR DESIGN LOCATION: BUTTE CO, CA - JOB NO: 19011.00 METAL BUILDING LOAD REACTIONS PER MANUFACTURER Hx ' Hx V DEAD LOAD D 1.61 4.84 CRITICAL SERVICE LOADS Hx HtWiHz V COLLATERAL LOADS C 2.18 3.21 GroWty D 4.79 0.00 4.79 8.05 Co Uplik Do 2.61 0.00 2.61 4.84 J MATER( EARTH H - H 0.00 0.00 0.00 0.00 • WE LOAD .- L O.OD 0.00 0.00 0.00 L - RO0FLOAD1 U 8.73 0.00 8.73 12.83 L, 8.73 1 " SNOW LOADS S t Sl 52 Sa 0.00 '>i�`0:005:'-MA1I Hx - - - S3 Sb NO .;08,'"O:OOn { :Sif.aO.'0 41,4 7u 0:00',P4 MIN Hx SOSc - *.°".:0:00<'" ;Y? ?Cf4;0:00 ": !Y€R'.0`.00!f,�', 0.00... MAX V - SS Sd y.Y'k4t'n:()W e°F' >:,:16.00,-Wig%ko:0Vft DOD MIN V S6 l• WINDLOADS WI -13.84 -14.93 ^ r - W2 -5.21 -8.26 - ' W3 -11.01 49.31 W4 -9.92 •23.64 - WS 2.13 1.08 W6 -6.28 .1.11 ADJUSTED x 'LOO " Vn -18.23 -24.85 We 2.13 Y0�'0:061,'V'.A'e-kZ-13':`Ve WL10814 MAX Hx W8 •9.60 -18.16 Wb -18.23OAO+r•'8' «MC23 „xT -.24!85 •_' MIN HX W9 -0.20 11.80 We 49fto:55 15.60 4*1S.-SV4�''+31:24% MAX Ht ` W10 0.42 1 11.97 •23.97 Wd "w:-�L9i84�..i�,-` O.OD F',*;13.84`:fI?,Et=14f93 .'MIN Ht -' W1L -0.21 1L35 We Com' 218.23 WJ3:0W;W 18.23 *--24:85V MM • W12 0.44 11.69 -25.07 Wf .fF A.-nU;-4 V6.e0;001 0.20 t•�!`A1:i53 MIN H ' W13 -0.53 30.93 W Wi 4;S3?,04 ,Tt;!MO0 .,-140.53�t=, 30.93 MAXV W14 o.ss u.6D -31.24 . Wh ?:'0-.s1'D?55 Xi W15?6O"i';�' a�r15:6ia •t, •31.24 MIN V - SEISMIC LOADS ES •1.53 -0.66 Ee k4P;06.119F:4A 4.93 eaa"49_Ttry mak-10:872 E2 496 0.18 E3 -2.10 -2.50 E4 L53 0.66 ES0.96 -0.18 E6 2.10 L50 E7 -0.19 IL55 EB 0.19 4.93 -10.87 ASO FOUNDATION DESIGN f BUTTE COUNTY BUILDING DIVISION APPROVED 19011 RF 1/4 Ea 2010 :... ?00 �, 'x4?2110$S' kR]:SOe� MAX H. � MIN Hx MAX NT MIN Ht , NUN MINH MAX V MINV Eb -2.10igen 0:00 je 2.1101W Ee k4P;06.119F:4A 4.93 eaa"49_Ttry mak-10:872 Ed-t53*0.003.1%<X`0:8891 Ee `{; 0:19 ti:?: ,f1r4:4l83# 4.93 t *f JdTW-X EI f_'*w,-U 19 IMVO:00i+1,`?; 0.19'k1y55':'-1`, E e'F9.'"'.,-'0?]9iv'fw' 0:06± 4 Mt*0!19?A 11.55 Ehid.1.'^3,:O 194:':":a ISov.93 - 3*_.. Ai98�V' -10.87 BUTTE COUNTY BUILDING DIVISION APPROVED 19011 RF 1/4 ASD FOUNDATION DESIGN .. MATERIALS ANDALLOWABLE STRESSES. ., - • SHEET �5OF f ' . ` .. .' , • - :. Date:.. .4/20/16 - SOIL: BEARING CAP: 1.5 KSF - JOB NO: 19011 ' WIDTH INCREASE: 0% ,.. PER FOOT IN EXCESS OF I• ` DEPTH INCREASE: 0% PER FOOT IN EXCESS OF 1' CONCRETE: fc = 2.5. .X51 @ 28 DAYS - REINFORCING: Fs = " 20.0 . X51 -.+ - WT= 0.15 'KCF • ALTERNATE CONCRETE DESIGN CONSTANTS: N = 10.0 - - - 1= 0.9 .(ASSUMED FOR APPROXIMATE MR CALCULATIONS) SLAB: ySIyABCK"'",-'f"..''9t`r "14.,.Tmiy"�6 ¢'I pi�Ey�'¢ �7s: •a:krR +��. '7i' / v�' .. WEIGHT OF SLAB TO RESIST UPLIFT: SLABMr =FsiFAsxT/2xJ/12 = 0.600 K- FT .. SLAB WT= 0.075 KSF EFFECTIVE SLAB WIDTH = SQRT( 2 x Mr"/ WT) _ 4.00 FT EFFECTIVE SLAB WEIGHT-=WIDTHx Wt= ,x0.300 K/LF• FOOTINGS & THICKENED SLAB EDGE - _ D }3 I •��' OOTING;/TIi1pEE[�ED�IAB . �'. :s '�M� ,i £a \ .' ""- '� � 4�wq',.45+ 'I' � •r., - �'� •iI-.^uu4'�'y ,�,.` t .,�.'� 1f - rF I REINFOR NG,.' i* ^' , TO,p x' #4 LOF 4 TOPb ei .•i ...s ..,; . 3 s. t .t30rca � ?avai: BOTL ,w$ TOZALOFR` .4.n 'e BOT As -;w sy .�0.180•N tfAi` COMBINED WEIGHT OF PERMITER AND SLAB TO RESIST UPLIFT: ,. FOOTING WT= WE = 0.450 KLF • SLAS WT= Ws= - b.300 KLF - TOTAL WT- Wt. W!' - 0.750 , PERIMETERMr=FsxTOPAsx(d-2')xj/12=' - 12.00 K -FT- •s �+ EFFECTIVE PERIMETER L=SORT (2xMr/WT) = - - 5.66 Fr. - v FOR 2-SIDES•TOTAL WT=2x LxTOTAL WT= 8.49 K _ (RIGID FRAMEFUOTINGv 'A z`3t,.7•`'' t.s,�.c., AZ+sw�'."'` r. �y,, '.r ,2'•. " sem`"'...- a 5 ,yd � �' ,: �, £ r z��c� ,p�t..k�x � r• i�� 3i7 �'+ � � � _ �.r _. �r+e ��y r � � b ,� • G3 IN 1d 48 'INt ,��.. y L §.j�2 �� , �V ... , REINF�ORUNG�.�T � . Hifi TOP'4'� r NTOTALOF yxy 5 . TOP,7%1s-��t��T00 S ,�SQ IN � �.�� -. ' � - " �'��' � 80770• :�`' TOTALLOF . S S ra.. BOT(Asb 100 '�S IN '� W.<0 s.�..u,$.0 + � - .acz. '� ...moi.__;___ �_�r��. .aS�' • �' _..._......?y _��' _Q•_, E�1A- UPLIFT ON -FOOTING: ' WEIGHT: FOOTING= .`.,. 17.78 K':. SLAB AT FOOTING= 1.80, OVERBURDEN @ 120 PCF = - - 0.45 ' PERIMETER FOOTING AND SLAB= _8.49 �.t TOTAL DEAD WEIGHT=, 26.51 X0.60 17.11 K /. MAXIMUM FFAME UPLIFT= 15.84 K ` rrO: ,. .. .. SOILBEARING: - - - - MAXIMUM VERTICAL FOOTING LOAD= -31.59 K AREA= .31.50 SQ.FT. ' INCREASE IN BEARING FOR WIDTH = , - 0% _ - INCREASE IN BEARING FOR DEPTH 0% ALLOWABLE SOIL PRESSURE= - 1.50 KSF Fit1y'p _ ei APPLIED SOIL PRESSURE= _100 KSFs�0��v7$ BENDINGSTRESSES IN CONCRETE AND REINFORCING: - - POSITIVE BENDING IN FOOTING - -' CANTILEVER FOOTING LENGTH =U2'= - 1. 3.00 FT'- POSITIVE MOMENT = SP x W x L 2/2 = 18.05 K•FT - - <_: .. P =: 0.05% K = 0.0975 1=0.9675 , - fs = 5.0 KSI ' Fs = 20.0 KSI ".OKr`? fc= 47 PSI F'a= 1125. PSI.. NEGATIVE BENDING IN FOOTING - - - - -MOMENT DUE TO PERMTIER FIG = " 25.46 K•FT. .-+.- ,- -.,:�. --._`..:.• MOMENT DUETO FOOTING WT=. - 13.33 K -FT TOTAL NEG. MOMENT= 38.79 .K•FT' - - P - 0.05% K = 0.0983 J ? 0.9672 - - - - fs= 10.7 KSI Fsz 20'X51 - 'OK.. ! - fc=. 96 PSI Fc= 3325 PSI �.OK HAIRPIN /FRAME TIE J. ANGLE AT TO SIDEWALL= -d5 DEG'- _. MAX. TENSION TO SLAB .13.52 K +, REQ'D As 0.96 SQ IN TOTAL= 0.48- SQ IN/EA-SIDE '.:PROVIDED STEEL•115 .TOTAL 2 ,As=: 0.62 SQ IN/EA SIDE '• C REQ'D SPREAD FOR HAIRPIN = 5.1 FEET/EA SIDE - TOTAL REQUIRED HAIRPIN LENGTH = 7.17, FEET - 19611 ` RF 2/4 �YJ BUTTE C®,UNW 'BUILDING DIVISION. �� APP VEP, 15 16 4 A) TENSION ON BOLT GROUP +- (0Nsa-' 168606 Ib 168:61- K 15.60 k 18,90:31 ?:']5;17.°L`51 "M MIN MAX 54 - L'� MAX W1 D _ y111:68 - . 7 •' < '- - MINW '_�8.-6r71i _ y... -�•+� MAX W Oo MIN W Do - 0.00.�3.65,gL+'t'E'6.78a�rc? 1.413 NNW L4 �� 0 ��®�[� 101��4, N TY -)Ha MIN MAX BLOCK B= t u IN BLOCK 4100 14965 SQ. IN:`., + < :?19:99 14 + MIN W1 D;. -0y02 LRFD ANCHORAGE DESIGNi; •. .. 4 '.175 +'MAX W1 Do L517:88 ",.f -1180h'4'. 19.05 "x sE10.72r.+za -4Lf' '. l . ., ANco_+�OK�+-"ti � CONCENTRIC CONNECTION � - ;'D:OOT• '0.36.' S-#if3.50.c�. 0.913.E Ed+L6H •.SHEET OF Date, .4/19/16' • .wtw�. CRITICAL LRFD FORCES TO ANCHORS v -,-I-= VMIN MAX 24 - IN :. t4 4, HOB NO 19011- , fe t. "Ha MIN/MAK• - Ha ,tv:Jftri;; Hx�lh:.-.. rl,�Va-;? LOADCSE : LCR 1_4x86 + y ., . " MAKW D 20.78 hr;:6.00 ?,R-2078b`Sv,,F 30'73--M L2D.L6Lc+1.6H+0.5We 12 - MINWDo... J,.1'2190 -'MINW D - -13.92 ..00:00 x3 S.�},`13}92:%;.'x"�17.61:'?8Y - 0.913. 1.OWb. 1.6H--•- - .125 ey-; �MAXW Do - 18.17L20+ .. L6L1+ L6H+ 0.5Wa "- 12. 1 a. ) -cam r Do.-..- -15.88 1'%KO:OOO LSt .] ggs'w;M X4.20:49 :5` 0.9D+LOWb+L6H 3000 , PSI 15 16 4 A) TENSION ON BOLT GROUP +- (0Nsa-' 168606 Ib 168:61- K 15.60 k 18,90:31 ?:']5;17.°L`51 "M MIN MAX 54 - L'� MAX W1 D _ y111:68 - . 7 •' < '- - MINW '_�8.-6r71i _ y... -�•+� MAX W Oo MIN W Do - 0.00.�3.65,gL+'t'E'6.78a�rc? 1.413 NNW ,e �� 0 ��®�[� 101��4, N TY -)Ha MIN MAX BLOCK B= t u IN BLOCK 4100 14965 SQ. IN:`., + MAX W :?19:99 14 + MIN W1 D;. -0y02 0.9-0,25D5 D. D, Ed 11.6H - '.175 +'MAX W1 Do L517:88 ",.f -1180h'4'. 19.05 "x sE10.72r.+za •1.2D. L6Lr+1.6H+0.5Wc.1 MIN Wj no ANco_+�OK�+-"ti � CONCENTRIC CONNECTION � - ;'D:OOT• '0.36.' S-#if3.50.c�. 0.913.E Ed+L6H 135<• Wed,N: -,-I-= VMIN MAX 24 - IN :. t4 4, "' �Fi @@99 - MAX W1 D :t�9'S8 '.L20+LOW +fl1+1.6H+O.SU 0.93 r .' MINW 1_4x86 75?60`'afmrI4Y86f -24.00 - MAX W Do NEW) - . '.93.15.. - MINWDo... J,.1'2190 r tl«t15!6O:ti "E«T, d15:87a .-26.88 - 0,9D. LOWc+LEH ey-; +4' t .. ANCHOR BOLT DESIGN-AC1318-05,APPENOIXD 1 - :SDC -C- OR ABOVE �Y .. 1 '', .:. }. t .rs rc '' 3000 , PSI 'n.75" FOR CIP _ .. 1. s 1• 58000 PSI )A-307.8OLTS) - +df " f - n •19011 ''/,. .. r -- �'} "A`r'' j...#,DIAMETE_Fiz._ �/ - L� '�DAiv'ci ri Wile .� f�1`�e�� .s. RF 3/4 ANO .8,OL'TSy2§'�+ F,I fDOE5�p4OR;LAFIG ER�Rf'I ,SHEARANGLEAREA 0 15 16 4 A) TENSION ON BOLT GROUP +- (0Nsa-' 168606 Ib 168:61- K 15.60 k 18,90:31 ?:']5;17.°L`51 12D+ LOWc+ f1L+ L6Hi O.SLr 54 0.00. nL6.71' L:H:t11917."A:Y. .IAD { f 2) CONCRETE BREAKOUT;: 15.60;as 1755.. rY �' Y1902 �.7t 1.10.LOWc+11L+1.6H+0.5Lr 54 g i A - 0.00.�3.65,gL+'t'E'6.78a�rc? 1.413 IN . s ,e �� 0 ��®�[� 101��4, N TY - BLOCK B= t 36.5 Ark= IN BLOCK 4100 14965 SQ. IN:`., + ,.:,7ie0di4 21.46W?y1457„+i! 1.21+ L6Lc+ 1.61. 0.5Wc 14 + F" C 0 0.02 �3rx, 474§§ 0.9-0,25D5 D. D, Ed 11.6H - '.175 ' ",.f -1180h'4'. 19.05 "x sE10.72r.+za •1.2D. L6Lr+1.6H+0.5Wc.1 14. ANco_+�OK�+-"ti � CONCENTRIC CONNECTION � - ;'D:OOT• '0.36.' S-#if3.50.c�. 0.913.E Ed+L6H 135<• Wed,N: -,-I-= +47A1 24 - IN :. t4 4, "' �Fi @@99 +;DAO",u„�{r„ipx°958;!�ai7 '.L20+LOW +fl1+1.6H+O.SU 0.93 r .' c 75?60`'afmrI4Y86f -24.00 - 0.913. LOWc+L6N ' -r. 126 1.00. 1: '.93.15.. L2D.1.OW +I1L+1.6H .O.SLr 98 r tl«t15!6O:ti "E«T, d15:87a .-26.88 - 0,9D. LOWc+LEH 126 +4' 0. .. - :SDC -C- OR ABOVE �Y .. 1 '', .:. }. t .rs !1 :• 9 SFISMIr RFD= 'n.75" FOR CIP _ .. 1. s 1• r, < (0Nsa-' 168606 Ib 168:61- K : -JLi ( �•' - - { f 2) CONCRETE BREAKOUT;: ,. °� '0.75 EDGE ADJUSTED hef= 12.00. IN g i A ' LS K hef ' ' - 18 IN . s ,e �� 0 ��®�[� 101��4, N TY - BLOCK B= t 36.5 Ark= IN BLOCK 4100 14965 SQ. IN:`., + p�.y�' e„ eA �py�a0" ep`� ISI®7 Vi IfL.DING, DIVISION + A.m=- 1296 SO.IN.: B.IV .:. T .•♦ Wec N = A«.<=n 1.00 ANco_+�OK�+-"ti � CONCENTRIC CONNECTION � - - 1 "V ;' >< s '� � E D ARM' Wed,N: -,-I-= 18 IN .1.5Xhef= 24 - IN :. t4 4, "' �Fi @@99 Wed,N - 0.93 r .' c 4'* 1 . ,Wc,N = 1.00. CONCRETE UKELY TO CRACK- + " F" - - : <, Wcp,N: '`. 1.00. CAST IN PLACE ANCHORS }t7 .. .. m ,. Nb- 54644Ib- + kti=. 24 ,- FOR CIP _ .. 1. s 1• r, < .•�, 4,Ncbg- 43774 'Ib 43.77 K + f - n •19011 ''/,. .. r -- .s. RF 3/4 31 CONCRETE PULLOUT 0.70 WC,P = 1.00 CONCRETE LIKELY TO CRACK Np:• eh= 3.750 FOR L -BOLTS Np = 12656.25 FOR HEADED BOLTS Np = 53688.00 4SNpn 150326 Ib = 150.33 K 4) CONCRETE SIDE -FACE BLOWOUT FOR L-BOLTSbNsb= N/A HOR HEADED BOLTS: 0.4 hef = 6.40 IN .,Min= 7.5 IN .oNsb- N/A B) SHEAR ON BOLT GROUP 1) STEEL SHEAR 0.65 ONsa= 87675 Ib = 87.68 K 2) BREAKOUT FOR ANCHORS NEAREST EDGE 4, = 0.75 SHEEP 2-1 .- ..le: 4/19/16 JOB NO: 19011 Wec,N= 1.00 CONCENTRIC CONN ECTION V. V Nu Wc,V- 1.25 CONCRETE LIKELY TO CRACK Vux/Vnx Vu / Vn Nu/ Nn - Hl DIRECTION c„ = 24.00 H2 DIRECTION c„ = 18.00 0.00 0.00 1.5XSi= 27.00 1.S XSs= 36.00 0.00 0.00 GOVERNS: 24.00 GOVERNS: 18.00 •13.92 A� = 1512.00 SQ. IN. 1.69 A,,,= 1681.00 50, IN. 2.01 0.29 A_= 1458.00 50, IN. 0.69 A-- 1458.00 SQ. IN. 1.21) + 1.6Lr + 1.6H + 0.5Wa N 18.17 A', r_ n AVco �'OK 0.00 A+, <=n AVcoa"K 0.00 0.00 0.37 Wed,V = 1.00 0.00 Wed,V = 0.85 OK 0.9D+1.OWb+1.6H Hl SINGLE ANCHOR SHEAR STRENGTH 0.00 H2 SINGLE ANCHOR SHEAR STRENGTH 1.93 0.00 le= 10.00 IN 0.00 le. 10.00 IN 0.80 OK Vb= 49618 Ib = 49.62 K Vb- 76392 Ib = 76.39 K 1.61 4,Vcbg= 48.24 K 0.22 dtVcbg= 70.19 K 0.35 0.94 OK GROUP4,Vcbg= 96.48 K - - GROUP,�Vcbg= 280.74 K 0.00 ' 3) BREAKOUT FOR ANCHOR GROUP 0.00 0.00 0.00 0.00 0.00 Hl DIRECTION c'„ = 23.00 H2 DIRECTION c',s= 29.00 15.60 ' Ss = 24.00 c„ a 18.00 0.38 0.43 1.5Xc',,= 34.50 1.5 X c',s= 43.50 3.65 0.00 GOVERNS: 24.00 GOVERNS: 18.00 0.00 A,,, = 1460.50 SO, IN. 0.00 A,= = 1928.50 SO. IN. ' 1.2D+1.6U+1.6H+O.SWc N A_= 2380.50 54. IN. 0.00 A_= 3784.50 SO, IN. 0.80 0.00 0.41 A�r_nAVco kfO 0.00 A„r-n AVu•�.;yOT:*K,*'q OK 0.9-0.2SDSD+ fb Ed+1.6H Y Wed,V = 1.00 0.00 Wed,V = 1.00 0.00 0.00 HI SINGLE ANCHOR SHEAR STRENGTH 0.00 H2 SINGLE ANCHOR SHEAR STRENGTH 0.00 OK le= 10.00 IN 17.38 le= 10.00 IN 0.00 2.11 Vb= 71668 Ib = 71.67 K Vb= 101468 Ib = 101.47 K OK GROUP 4,Vcbg= 41.22 K Y GROUP 4Vbg= 48.47 K 0.00 0.00 4) BLOWOUT FOR ANCHOR GROUP 0.00 0.00 0.00 0.00 g� BUTTE COUNTY FOR L•BOLTS gtNsb= N/A 1.21)+1.OW +f1L+1.6H+0.5U N 9.58 D.DO HOR HEADED BOLTS: 0.4 het= n,min= 6IN 18 IN 18 0.00 0.20 BUILDING DIVISION V P rpNsb=N/A OK 0.91)+1.0Wc+1.6H N + 5)PRYOUT STRENGTH FOR GROUP 15.60 d,= 0.70 0.59 1.61 ��®��® 0.00 0.38 kcp - 2.00 OK 1.213+1.OW +f1L+1.6H+0.5U N 6.97 0.00 0.00 Ncbg= 58366 LB SEE TENSION ABOVE 0.00 0.00 0.00 • 4�Vcpg = 81712 Ib = 81.71 K 0.9D+S.OWc+1.6H N 2.90 TENSIONSUMMARY: •26.88 0.35 SHEARSUMMARY: 3.07 Hl H2 0.38 STEEL STRENGTH coNsa = 168.61 STEEL STRENGTH �Nsa - 87.68 87.68 EMBEDMENT STRENGTH - BREAKOUT: 4,Ncbg = 43.77 BREAKOUT FOR ANCHORS NEAREST EDGE epVcbg = 96.48 280.74 EMBEDMENTSTRENGTH_ P.ULLOU.T:_�_ ....., _ �. _-.�Npn =._150.33_ ___.___.__�_.� BREKOUT FOR FULL GROUP _J._ �__.�.. mVcbg=___41.22._48.47__ EMBEDMENT STRENGTH - BLOWOUT: Nsb= N/A SERGeA T EMBEDMENT STRENGTH -BLOWOUT: �Vsb= N/A N/A NON SEISMIC GOVERNING 4SNn= 43.77 32 i83 EMBEDMENT STRENGTH-PRYOUT V = 81.71 81.71 SEISMIC GOVERNING ,Vnx= 41.22 3092 t GOVERNING'wye 48.47 636 , C) INTERACTION IN- LOAD 0.2,'Nn= 8.75 02 dtVnx = 8.24 0.2 QVnY = 9.69 CASE SEISMIC V. V Nu Vx/0.2 Vnx V /0.2 Vn Nu/0.2 Nn Vux/Vnx Vu / Vn Nu/ Nn I 1.21)+1.6Lr+1.6H+O.SWa N 20.78 0.00 0.00 2.52 0.00 0.00 0.43 0.00 0.00 0.43 OK 0.91)+1.OWb+1.6H N •13.92 0.00 -17.61 1.69 0.00 2.01 0.29 0.00 0.40 0.69 OK 1.21) + 1.6Lr + 1.6H + 0.5Wa N 18.17 0.00 0.00 2.20 0.00 0.00 0.37 0.00 0.00 0.37 OK 0.9D+1.OWb+1.6H N 015.88 0.00 •20.49 1.93 0.00 2.34 0.33 0.00 0.47 0.80 OK 1.2D+LOWc+f1L+1.6H+O.SV N 10.66 15.60 -15.17 1.29 1.61 1.73 0.22 0.38 0.35 0.94 OK 1.41) N 6.71 0.00 0.00 0.81 0.00 0.00 0.00 0.00 0.00 0.00 OK 1.2D+1.OWc+f1L+1.6H+O.SLr N 8.05 15.60 -19.02 0.98 1.61 2.17 0.00 0.38 0.43 0.81 OK IAD N 3.65 0.00 0.00 0.44 0.00 0.00 0.00 0.00 0.00 0.00 OK 1.2D+1.6U+1.6H+O.SWc N 19.99 7.80 0.00 2.42 0.80 0.00 0.41 0.00 0.00 0.41 OK 0.9-0.2SDSD+ fb Ed+1.6H Y -0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 1.21)+1.6U+1.6H+0.5Wc N 17.38 7.80 0.00 2.11 0.80 0.00 0.36 0.00 0.00 0.36 OK 0.91)+1.0 Ed+1.6H Y 0.36 0.00 0.00 0.06 0.00 0.00 0.00 0.00 0.00 0.00 OK 1.21)+1.OW +f1L+1.6H+0.5U N 9.58 D.DO 0.00 1.16 0.00 0.00 0.20 0.00 0.00 0.20 OK 0.91)+1.0Wc+1.6H N 4.86 15.60 •24.00 0.59 1.61 2.74 0.00 0.38 0.55 0.93 OK 1.213+1.OW +f1L+1.6H+0.5U N 6.97 0.00 0.00 0.850.00 0.00 0.00 0.00 0.00 0.00 OK 0.9D+S.OWc+1.6H N 2.90 15.60 •26.88 0.35 1.61 3.07 0.00 0.38 0.61 0.99 OK 29011 RF4/4 V/ l aur�ER Date: 4/11/2016 eu,In, M-fautuNnp Calculations Package 16-005921 Time: 11:16 AM Page: 22 of 77 Wall: 4, Frame at: 35/0/0 Frame ID:Addition Clearspan # 1 Frame Type:Rigid Frame Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete ID000f:n.. _ I Inforfn.•nd i nod 7- of A.o...n 1--.. SnM:nn• 1 Type X -Loc Grid] - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qry/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 3-G 8 X 13 0.375 4-0.750 100'-0" f Load Type Desc. Hx Vy Hx V D HK 3.22 5.72 -3.22 5.69 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete ID000f:n.. _ I Inforfn.•nd i nod 7- of A.o...n 1--.. SnM:nn• 1 Type X -Loc Grid] - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qry/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 3-G 8 X 13 0.375 4-0.750 100'-0" Exterior Column 124/0/0 3-A 8 X 13 0.375 4-0.750 100'-0" Load Type Desc. Hx Vy Hx V D Frm 3.22 5.72 -3.22 5.69 CG Frm 2.80 4.09 -2.80 4.09 L> Frm 11.20 16.37 -11.20 16.37 <L Frm 11.20 16.37 -11.20 16.37 W2> Frm -15.26 -15.98 4.83 -8.02 <W2 Frm -5.52 -8.64 15.63 -16.43 WPL Frm -12.55 -22.55 11.60 -27.76 WPR Frm -11.23 -27.24 12.14 -21.99 MW Frm - - - - MW - Frm 2.82 1.38 8.17 -1.38 MW Frm - - - MW Frm . -8.05 -1.41 -3.03 1.41 - Cu Frm - - - - �� -=20:96'- "=28:60'- --l"0752----'=20.63- - - - - <W1 Frm -11.22 -21.26 21.33 -29.05 L Frm 11.20 16.37 -11.20 16.37 _ E> Frm -2.13 s-0.84 -2.24 0.85 EG+ Frm 0.73 1.07 -0.73 1.07 <E Frm 2.13 0.84 2.24 -0.85 - EG- Frm -0.73 -1.07 0.73 -1.07 BUTTE COUNTY BUILDING DIVISION APPROVE® File: 16-005921=01 Version: 2015.2d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. ...... _............. __..__.__._.__..._..__......... ....... _..................... _ .......... ................... _i MAX Hx e MIN Hx MAX Hz MIN Hi MAX H - MIN H MAXV MINV MAX Hx MIN Hx MAX Hx _ MIN Hz MAX H MIN H MAXV Wb -2L33 `0'4 blre fO.Wi :33TsT fLrBAW We .'i' -4 m: -k? 0.00 &`:9-;A 89'1x- &4:0-N CRANDALL ENGINEERINGI We :W2133`4. VWW O.06*4 21.33 u1129,05,77• Wf VY1'-4'O:OOI :rf O.O0`%;;, 0.00 iil.`OAO0 SHEET OF_ 49136 Po►meNosA WAY STEEL BUILDING FOUNDATION DESIGN Ec S4ii»i2,144 0.00 iiXt-2'41W'WO.`85XZ Dote: 4/20/2016 P.O. BO" t24 Famvwes, ca 96x46 I 'RIGID FRAME WITH SLAB Ee's5%2:97if:--`a'"dOb::':'72197JI`y2 L92 1459 JOB NO: 19011 PHOKL- 209-9884844 . PAIL: 209-860-4744 37 MINW Do V33.5.2 0.61)+H+0.6Wb MANUFACTURER: BUTLER MIN W Do WIND ADJUST= 1.00 • BUILDING NO: 16-005921 115 f1= 0.50 f2= 0.20 • BUILDING UNE: 3A Seismic SDF= 0.53 Redundancy p = 1.00 (Set to 1.0 If included in Mfr's calm) CLIENT: NVBS 0. - 2.50 FOR ANCHOR DESIGN LOCATION: BUTTE CO, CA JOB NO: 19011.00 METAL BUILDING LOAD REACTIONS PER MANUFACTURER Hx Hz V ' DEAD LOAD D 3.22 - 5.69 CRITICAL SERVICE LOADS • Hx Hz Hx4Hz V COLLATERAL LOADS CR 2.80 4.09 Gravity DR 1 6.02 0.00 6,02 9.78 - Co Uplift Do 1 3.22 - 0.00 3.22 1 5.69 ' MATER EARTH H H 0.00 0.00 0.00 0.00 • UVELOADI L . - L 0.00 0.0307-70.00 0.00 - ROOF LOAD Lr 1 11.20 1 7-1-6.37 L 0.00 1L20 16.37 11.20 SNOW LOADS S , S1 S2 Sa 0.00 " ,��wrwa�OAO,S4k `$.vO:OO*ifv : i:0:00°rC'3 MA% Hx " S3 Sb 0.00 x"OlJO;l "VQ;0de_:; _4A.'O:OO Y°.. MIN Hx S4 Sc -8�'00D'A iia ,, }O:OOrt"` `,L�''. D:OO-'s 0.00 MAXV " S5 Set _Tfi1000 .i'V OAO{'A?>..^(LO0&N 0.00 MINV SIS I _ ASD FOUNDATION DESIGN ♦ t ADJUSTED x 1.00 We 0.003'.�%*.000.>Y -, -ki"0:00kSi �*O,00y'•? MAX Hx e MIN Hx MAX Hz MIN Hi MAX H - MIN H MAXV MINV MAX Hx MIN Hx MAX Hx _ MIN Hz MAX H MIN H MAXV Wb -2L33 `0'4 blre fO.Wi :33TsT fLrBAW We .'i' -4 m: -k? 0.00 &`:9-;A 89'1x- &4:0-N = Wd .. '-0!83 .:: 0.00 "^4;'4183.1': tf7m8:02'bi We :W2133`4. VWW O.06*4 21.33 u1129,05,77• Wf VY1'-4'O:OOI :rf O.O0`%;;, 0.00 iil.`OAO0 WR k-r=3:03+4M WO.'00$i -41'173.03ICz.? L41 WhL10,21:ATX -29.05 Ea 2.97 ^ 't:;i40.O6Xk 2:97,>xY`'. ,31tL925fi7 Eb -2.97 OA0 4' h ?971%'A VU°9244# Ec S4ii»i2,144 0.00 iiXt-2'41W'WO.`85XZ Ed 0.00 W`f2124*k ?Vk6M.Fh; Ee ;2.97V--1 t-.40?OD*, 2.97 5MAL°9241 Ef •sGAV.00:t0 .*10,0:00614 0.00 MH65TU Ee's5%2:97if:--`a'"dOb::':'72197JI`y2 L92 Eh�t•5,=2?97�'�"'K',:0'.00d",_��gyL;2974WI •1.92 MINV CRITICAL ASD FORCES.TO FOOTING Hx MIN/ MA% 9-h Ni 0kptt Ni4;ir. VF,,&i LOAD CASE LCR MAX W/ Dg 1739iL'4400j.517139 4;: .2i98'hs4°".- D+H+0.750.7 Ee +0.751+0.751. 37 MINW D -9.19 ivE:S0,U0'Rll vfi'9,1977LJE=13:56,, 0.60a N+Q6Wb 110 MAX W Do 1459 4:*O:OOro3`fd?59&'3 791891:„' D a H+0.75 0.7 Ee +0.75L+0.75 L 37 MINW Do -10.87 "w"w'Oi00,9y, #i 20187u34 N11-',T4i02i,V7 0.61)+H+0.6Wb 110 Hx4H2 MIN MAX V MIN MAX MAX W1 D Ow17:72Ak 3.$"0:00: ;IN D W W Do '° 7.1442 +'. P -O. MAX MINW Do!'x}i=3^6'1�''a a)010d s 1 - MAXWD if�17:39,'B`, i;'S?OAO�IL' 1739 23.98,,...:: D+H+0.750.7 Ea +0.751.+0.751. 37 - MIN W D :,,;0:64'1.,= d.00 d' 0.64 M.ai95 0.6D+H+0.7 Eb 118 - MAXW Do r 1`0.f59Tr yxO � 1439 1M892F D+H+0.750.7 Ee +O.75L+0.75L 37 MIN W Do 0.11 i'�°"J Y89'`=�'t+. D+H+0.750.7 Ea +0.75L+0.75L 115 • V MIN MAX MAX W1 D Ow17:72Ak 3.$"0:00: ;IN D W W Do '° 7.1442 +'. P -O. MAX MINW Do!'x}i=3^6'1�''a a)010d s 1 BUTTE COUNTY BUILDING DIVISION APPROVED 19011 RF 1/4 ASO FOUNDATION DESIGN •-- - SHEET OF` ` MATERIALS AND ALLOWABLESTRESSES:- - - .. Date: 4/20/16 SOIL: BEARING CAP: 1.5- KSF - JOB NO: 19011, - WIDTH. INCREASE`. 0% PER FOOTIN EXCESSOF 1' .. DEPTH INCREASE: 0% PER FOOT IN E%CESS OF 1' CONCRETE - - Y c = 2.5. KSI @28 DAYS REINFORCING: Fs- ,.20.0 KSI WT= 0.15 .KCF" ALTERNATE CONCRETE DESIGN CONSTANTS: _ N = 10.0 ` J=l 1=l 0.9 - )ASSUMED FOR APPROXIMATE MR CALCULATIONS) 7 `V -r'1v +�. „p -u. 'e c�.. 'r ��'�'"` S.Y•' .r"L"" A.'�}i'`l,"Sk�'i..: �, � P ,sy�{, - . µ�9f�'.;sx�„�.'.v7*wy.,...d.REINFORCING.��s�.5?'@�t2??SarIN•�O,G ,.n..3: °�.a?i:�x�ns,,.aiJ".0:133 „CSQ.71N:e/AFT�a��i�"=,�w' - � .. WEIGHT OF SLABTO RESIST UPLIFT: _ - - SLABMr = FsxAsx.T/2012.= 0.600 ,K -FT SLAB WT= 0.075 KSF ' EFFECTIVE SLAB WIDTH = SQRT) 2 x Mr / WT) _ 4.00 FT " - EFFECTIVE SLAB WEIGHT = WIDTH x Wt = 0.300. K /LF - - , FOOTINGS &THICKENED SLAB EDGE - _ - LSIDEWALLINIETER¢00T1�!/TN(Q�EDiSIABM��^6��,^k�'+�vAt.{w�;^s ":.��., '" ; '��'•xs*" .^ ry.. I/1 ' .REINFORCING efi �TOP ti4 TOTALOF� A4��TOPAsk ,0.6� •s;Td4 SQ1 r . �� , 'i. � ,.. � 90TTOM • .'"'' i , TOT�L;OF � BOTLA%= sm 0.80' �f'-SQyIN �3cr�,':1 -. : COMBINED WEIGHT OF PERMRER AND SLAB TO RESIST UPLIFT: - - - - - - .. FOOTING WT= Wf - . 0.450. KLF, •' ' SLAB WT=.Ws = - 0.300. KLF - TOTAL WT.= Wf ♦ W! 0.750: .. PERIMETERMr=FsxTOPAsx(.d-2")xj/12= " - 12.00 K -F7 - ` EFFECTIVEPERIMETERL=SQRT)2x Mr/WT) S.66 FT - FOR 2 -SIDES TOTAL Wr=2x Lx TOTAL WT 8.49 K .-13'Y, OR- �i+,,;=,•-•}b.• 6'BOT.fOM: z°TOTALOF.'"5' BOIegs TDO ;,?i*r54RN UPLIFT ON FOOTING.. WEIGHT: FOOTING= - ,17.78 K - .. SLAB AT FOOTING = - 1.80 " OVERBURDEN @ 120 PCF = - 0.45 .. PERIMETER FOOTING AND SLAB= 8.49 _ - - TOTAL DEADWEIGHT= '- - 28.51 %0.60 17.11ox oo, - - - MAXIMUM FRAME UPLIFT = 14.02 K - xla"..�.YL�6-. .. , . SOIL BEARING: - MAXIMUM VERTICAL FOOTING LOAD =' 26.15 K; - ... - AREA = 31.50 . SQ. FT: INCREASE IN BEARING FOR. WIDTH= .0% ' .. INCREASE IN BEARING FOR DEPTH= - 0% • ALLOWABLE SOIL PRESSURE = 1.50 KSF . APPLIED SOIL PRESSURE= _0.83 KSF :ON '.- BENDING STRESSES IN CONCRETE AND REINFORCING: _ - POSITIVE BENDING IN FOOTING CANTILEVER FOOTING LENGTH L/2 = ` 3.00 FT - - POSfTIVE MOMENT = SP x W x L"2/2 = 14.94 K -FT - P = 0.05% K = 0.6975 " 1= 0.9675 • - ,..: fs= .4.1 KSL" Fs=.- 200 �' KSI .�� - ` - fc= 39 P51 -F'c= 1125. PSI, iOK� „ .. E 9 : NEGATIVE BENDING IN.FOOTING_-_- r ' MOMENT DUETO PERMITER FTG = - - 25.46 K FT i MOMENT DUE TO FOOTING WT= - 13.33 K -FT TOTAL NEG. MOMENT= - 38.79 -K -FT, P=. 0.05% K= 0.0983: 'J= '0.9672. ' - fs= 10.7 KSI Fs=., 20 - KSI MGM -fc= 96 P51_ : F'c= 1125 PSI -�s�OK ^i... :HAIRPIN/FRAMETIE ANGLE AT TO SIDEWALL 45 ` DEG - - - - - - '. K • - - - - MAX. TENSION TO SLAB .17.39. ,K REQ'D As 1.23 - SQ IN TOTAL 0.61 SQ IN/EA SIDE - - - " = PROVIDED STEEL•KS TOTAL - 2 . As=' 0.62 SQ IN/EA SIDE- REQ'D SPREAD FOR HAIRPIN =. - 6.5- FEEr/EASIDE- - >` ' TOTAL REQUIRED HAIRPIN LENGTH = 9.22 '. 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"S:.V3E!W}s':i )M,=?Ht,'V +91 -. %VW/NIW t41' + •� . • + TTO6I'x. ':ON SOF °p..• - SHOH3NVOl SM1104 O41E13W11110 '.. rgif ... _ 9T/OZ/4- :algia • ' - -1,, - _ -,+• _ • e . - 40 133H5 - - .t t ` . ,1. {• N91S3O 3S"OMNV 0481 ,.+ 3) CONCRETE PULLOUT 0 = 0.70 Wc,P= 1.00 CONCRETE LIKELY TO CRACK NP: eh= 3.750 FOR L -BOLTS Np = 12656.25 FOR HEADED BOLTS Np - 53668.00 �Npn= 150326 Ib = 150.33 K 4) CONCRETE SIDE -FACE BLOWOUT FOR L -BOLTS bNsb= N/A NOR HEADED BOLTS: 0.4 hef = 6.40 IN p,min= 7.5 IN 4tNsb= N/A B) SHEAR ON BOLT GROUP 1) STEEL SHEAR c = 0.65 (�Nsa= 87675 Ib = 87.68 K 2) BREAKOUT FOR ANCHORS NEAREST EDGE Wec,N= 1.00 CONCENTRIC CONNECTION Wc,Va 1.25 CONCRETE UKELYTO CRACK HI DIRECTION c,,= 24.00 A.m - 1458.00 SQ. IN. 1.5 X S, = 27.00 2 GOVERNS: 24.00 A,,,= 1512.00 SO, IN. le = 10.00 IN Am= 1458.00 SO, IN. 76.39 K c�Vcbg= 70.19 K A,,, <= n AVw "OKµ.,rV GROUP qSVcbg= 280.74 K 0.00 Wed,V = 1.00 29.00 Hl SINGLE ANCHOR SHEAR STRENGTH 18.00 1 e = 10.00 IN GOVERNS: Vb= 49618 Ib = 49.62 K A_ = 3784.50 SO, IN. OVcbg = 48.24 K A,,, <= n AVw- ff_-gK0l N/A GROUPOVcbg= 96.48 K NON SEISMIC GOVERNING oNn= 3) BREAKOUT FOR ANCHOR GROUP 'a7v le= 10.00 IN Hl DIRECTION c'„= 23.00 GROUP,bVcbg= 48.47 K c„ = 24.00 0.00 1.5Xc'„= 34.50 4-22 GOVERNS: 24.00 A„ = 1460.50 SO. IN, 2.24 Arm= 2380.50 SO, IN. 48,47 0.00 A', -n AV- %O1f•a" ^' 0.93 OK Wed,V = 1.00 N Hl SINGLE ANCHOR SHEAR STRENGTH 0.00 Ie= 10.00 IN 0.00 Vb= 71668 Ib = 71.67 K 11.00 GROUP 4,Vcbg = 41.22 K OK 4) BLOWOUT FOR ANCHOR GROUP FOR L -BOLTS 4,Nsb = N/A NOR HEADED BOLTS: 0.4 hef = 6.40 IN w,min = 18 IN ONsb = N/A 5) PRYOUT STRENGTH FOR GROUP d,= 0.70 kcp - 2.00 Ncbg = 58366 LB SEE TENSION ABOVE OVcpg= 81712 Ib = 81.71 K SHEET OF_ Oate: 4/20116 100 NO: 19011 4, = 0.75 H2 DIRECTION c„= 18.00 1.5 X cr= 36.00 GOVERNS: 18.00 A,,, = 1681.00 SQ, IN. Nu 0.2 Nn A.m - 1458.00 SQ. IN. �Nsa = A.,<=nAVwFw OK 2 Wed,V = 0.85 ¢Nsa= 87.68 H2 SINGLE ANCHOR SHEAR STRENGTH 25.14 le = 10.00 IN ONcbg= Vb= 76392 Ib = 76.39 K c�Vcbg= 70.19 K (bVcbg= 96.48 GROUP qSVcbg= 280.74 K 0.00 H2 DIRECTION e,,= 29.00 c„ = 18.00 1.5Xc;,- 43.50 GOVERNS: 18.00 A,,, = 1928.50 SO, IN. N/A A_ = 3784.50 SO, IN. EMBEDMENT STRENGTH - BLOWOUT: A,,, <= n AVw- ff_-gK0l N/A ._ Wed,V = 1.00 NON SEISMIC GOVERNING oNn= H2 SINGLE ANCHOR SHEAR STRENGTH 'a7v le= 10.00 IN bVcpg z 81.71 Vb= 101468 Ib 101.47 K GROUP,bVcbg= 48.47 K 0.45 BUTTE COUNTY BUILDING DIVISION APPROVED TENSION SUMMARY: SEISMIC Vx V SHEARSUMMARY: Hl H2 Nu 0.2 Nn STEEL STRENGTH �Nsa = 168.61 2 STEEL STRENGTH ¢Nsa= 87.68 97.68 25.14 EMBEDMENT STRENGTH -BREAKOUT: ONcbg= 43.77 0.00 BREAKOUT FOR ANCHORS NEAREST EDGE (bVcbg= 96.48 260.74 0.00 EMBEDMENT STRENGTH --PULLOUT: ._._-_.-_ _oNp-.150.33...__ 0.9D+1.0Wb+1.6H _ .___ BREKOUTFOR.FULL GROUP-_ _.. ... .. -_ ....4,Vcbg=.-41.22. _._ 48.47_ -20.25 EMBEDMENT STRENGTH - BLOWOUT: ONsb= N/A SEI51,)ICf EMBEDMENT STRENGTH - BLOWOUT: OVab= N/A N/A OK NON SEISMIC GOVERNING oNn= 43.77''t3 'a7v EMBEDMENT STRENGTH - PRYOUT bVcpg z 81.71 81.71 Tamar SE SM -I• 0.00 0.45 0.00 0.00 0.45 GOVERNING OV nxe 4-22 96136` -18.43 0.00 43.93 2.24 0.00 GOVERNING 4-Vny= 48,47 0.00 C) INTERACTION SEI9MIC 0.2 'Nn= 8.75 0. 14 0.24,Vny= 9.69 „7�27-� LOAD CASE SEISMIC Vx V Nu V 0.2 Vnx VY10.20ny Nu 0.2 Nn Vu Vnx Vu Vn Nu/Nn 2 <1.2 1.2D+1.6Lr+1.6H+fll N 25.14 0.00 0.00 3.05 0.00 0.00 0.52 0.00 0.00 0.52 OK 0.9D+1.0Wb+1.6H N -15.91 0.00 -20.25 1.93 0.00 2.31 0.33 0.00 DAB 0.79 OK L2D + 1.6Lr + 1.6H + flL N 21.78 0.00 0.00 2.64 0.00 0.00 0.45 0.00 0.00 0.45 OK 0.9D+1.OWb+1.6H N -18.43 0.00 43.93 2.24 0.00 2.73 0.38 0.00 0.55 0.93 OK 1.4D N 8.43 0.00 0.00 1.02 0.00 0.00 0.17 0.00 11.00 0.17 OK 1.4D N 8.43 0.00 0.00 1.02 0.00 0.00 0.17 0.00 0.00 0.17 OK 1AD N 4.51 0.00 0.00 0.55 0.00 0.00 0.00 0.00 0.00 0.00 OK 1.4D N 4.51 0.00 0.00 0.55 0.00 0.00 0.00 0.00 0.00 0.00 OK L2D+1.6Lr+1.6H+f1L N 25.14 0.00 0.00 3.05 0.00 0.00 0.52 0.00 0.00 0.52 OK 1.2+0.2SDSD+MEb+fl L+0.25a Y 0.44 0.00 0.00 0.07 0.00 0.00 0.00 0.00 0.00 0.00 OK 1.2D+1.6Lr+1.6H+f1L N 21.78 0.00 0.00 2.64 0.00 0.00 OAS 0.00 0.00 0.45 OK 1.21)+f1L+1.6H+ 1.0 Eb+0.2f2Sa Y 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 1.2D+1.6Lr+1.6H+0.5W N 23.63 0.00 0.00 2.87 0.00 0.00 0.49 0.00 0.00 0.49 OK 0.91)+1.OWb+1.611 N -15.91 0.00 -20.25 - 1.93 0.00 2.31 0.33 0.00 0.46 0.79 OK 1.21)+1.6Lr+1.6H+0.5W N 20.27 0.00 0.00 2.d6 0.00 0.00 0.42 0.00 0.00 0.42 OK 0.91)+ 1.OWb+ 1.6H N -18.43 0.00 -23.93 2.24 0.00 2.73 0.38 0.00 0.55 0.93 OK 19011 RF4/4 C-1 .......... 5448 Merrill Mill lkc�ad Marlposa, 95338 MANUFACTURER: BUTLER BUILDING NO: 16-M921 BUILDING LINE: 3G CLIENT: Nvas LOCATION: BUTTE CO, CA JOB NO: 16011 METAL BUILDING LOAD REACTIONS PER MANUFACTURER SHEET OF STEEL BUILDING FOUNDATION DESIGN Date: 42480.71 JOB NO: 16011 ISOLATED OR TIED PIER FOOTINGS i V13.6.0 DEAD LOAD D Hs 3.22 Ht V 5.72 -2.2 -0.94 Redundancy p= 1.00 (Set to 1.0 If Included In mfr's talcs) COLLATERAL LOADS OR 2.80 1 1 4.09 1 Gravity Ha It, v co 6 .00 6.02 'D' 0 8 I jupfift MATERIA EARTH H om cLoo om 1 6756-7 L 0.00 1 0.00 1 0.00 1-700-1 Lr 11.20 0.00 1 11.20 16.37 Se UVELOADI L I I Scjr.V40:oo,vKl.]W,0.00 llfWO.00AJI 0.00 MAX V Sd 0.00 MINV ROOF LOAD Lr 1 11.20 1 - --16.37 Wc O.W A4512 ", 4'45198iw MAX Ht Wd 4'2-*JW16W. 0.00 '0-'115:20F, V"ILS!Wi MINH, SNOW LOADS s Wf ',!96bff4-- 4&0oW,-oAMIN W9 AftlgVW "b�.00AC *5"2382)4 1.38 MAX V Si S2 53 54 ss 5 . 6 440'064-S 1$90o60,* -28.60 MIN Ea 2.86 r-N','0'.0CP%J; 5W,2i864w MAX H. WIND ADJUST- 1.00) 11: SEISMIC LOADS F -El -2.2 -0.94 Redundancy p= 1.00 (Set to 1.0 If Included In mfr's talcs) 174. 2.5 FOR ANCHOR DESIGN CRITICAL-S-ERVICE LOADS . IN ID . Ha It, v C" 6 .00 6.02 'D' 0 8 Do 1271 3.22 0.00 3.22 ':±' H om cLoo om 1 6756-7 L 0.00 1 0.00 1 0.00 1-700-1 Lr 11.20 0.00 1 11.20 16.37 Se 0.00 24W!=!�tX6.00'At KU H. Sb MOD XT -W.00;9! MINH. W WIND ADJUST- 1.00) 11: 0.1 F2- 0.20 S. -I, Sas 0.53 Redundancy p= 1.00 (Set to 1.0 If Included In mfr's talcs) 174. 2.5 FOR ANCHOR DESIGN CRITICAL-S-ERVICE LOADS . IN ID . Ha It, v C" 6 .00 6.02 'D' 0 8 Do 1271 3.22 0.00 3.22 ':±' H om cLoo om 1 6756-7 L 0.00 1 0.00 1 0.00 1-700-1 Lr 11.20 0.00 1 11.20 16.37 Se 0.00 24W!=!�tX6.00'At KU H. Sb MOD XT -W.00;9! MINH. W Scjr.V40:oo,vKl.]W,0.00 llfWO.00AJI 0.00 MAX V Sd 0.00 MINV ADJUSTED x 1.00 We 2.82 "`��O!W;0 4124247 �ME380 MAX H. Wb `251.0.004! %;15t2M AASiSer MIN Hz Wc O.W A4512 ", 4'45198iw MAX Ht Wd 4'2-*JW16W. 0.00 '0-'115:20F, V"ILS!Wi MINH, We 9W!15:2640, 'tg,10:00ilt;4 15o26 W1539,^1 MAX H Wf ',!96bff4-- 4&0oW,-oAMIN W9 AftlgVW "b�.00AC *5"2382)4 1.38 MAX V Wh��OoOD.' 440'064-S 1$90o60,* -28.60 MIN Ea 2.86 r-N','0'.0CP%J; 5W,2i864w MAX H. Eb .2.96 EWO!.01S� �-2f86.'1t,1-qLVW1- MIN Ha Ec 0.00 %,x2WA Lli,48400 MAX Hz Ed!13�*E` 0.00 WV3.30 W:61841,1*1 MIN Hz Ee ftC1*t86W; 2.96 A -11.91,W MAX H Ef• �W.00ft� 0.01) 206'.06ft MIN Eg W"',2196br,- JMO.0044 U,2186*4 L91 MAXV Eh WOLOO '21W -1.91 MINV LCR LEVEL BUTTE COUNTY V. MIN MAX MAXj I,V-4 :02b.t.P! 0.00 N="6'.0VP4,j D 'f- 1 1 10D% . IN ID . - - 15:::� 9PAISM26RI 0.00 1"6.02W.,tft9.'8V�-t1 0 1 1 100% MAX W/ Do 000 P%t122NpW-AN5.v2,�Xtj D I 1 100% MINW/Oo 0,00 D 1 100% V MIN MAX MAX W/ DR D-H.L1 3 10D% MINW/D9 XkO40N03161"IMI -11.27 1 0.6D . H . 0.6w 114 133% • MAX W/ Do 2209 D+ H. L, 3 100% MINW/Do -13.73 006D + H' 006W 114 113%1 16011 RF 2/4 BUTTE COUNTY BUILDING DIVISION APPROVED, ASD FOUNDATION DESIGN�o4` COMPONENT STRESS LEVEL= 100% SHEET�Of - MATERIALS CONCRETE WT= 0.15 K/CF fc= 3000 , Date: 4/20/16 OVERBURDEN WT= 0.12 K/CF 108 NO: 16011 BASIC SOIL BEARING= 1.50 KSF PEDESTAL 0.00 7.50 0.00 5.00 0.00 ACTIVE SP= 0.03 K/CF / ' • TOTAL RMx = 316.35 BUILDING Hx= 17.22 @ HEIGHT = 2.50 OTMx = 43.05 PASSIVE SP = 0.10 K/CF 280.90 . 0.00 2.50 0.00 K -FT KIPS FT FT -K • COEF FRICTION= 0.00 TOTAL R4 - 35.720 SLIDING RESISTANCE= 0.13 K/SF LOADING COMBINATION #1 UPLIFT FOS= 2.60 5 L3 ILI Dr FOOTiiW.s 5'i.41sI 5ECTICN _ LOAD COMB: D+H+U COMPONENT STRESS LEVEL= 100% W (K) X (FT) I WX I Z (FT) WZ FOOTING 30.00 4.00 120.00 5.00 150.00 • OVERBURDEN PEDESTAL Bp= 0.00 4.00 0.00 5.00 0.00 PEDESTAL 0.00 7.50 0.00 5.00 0.00 FOOTING +OVER 30.00 120.00 150.00 BUILDING 26.18 7.50 196.35 5.00 130.90 ' • TOTAL RMx = 316.35 BUILDING Hx= 17.22 @ HEIGHT = 2.50 OTMx = 43.05 K -FT KIPS FT FT -K TOTAL V = 56.18 K TOTAL RMz = BUILDING Hz = @ HEIGHT = OTMz - 280.90 . 0.00 2.50 0.00 K -FT KIPS FT FT -K LOAD COMB: D+H+U LOAD COMB STRESS LEVEL= 100% ' Hx= 17.22 K - 0 K 26.18 ez = 0.00 FT FOOT] DIMENSIONS 6AY PEDESTAL Bp= 10.00 FT. PEDESTAL Dp = 8.00 FT. DISTANCES= 3.50 Fr. FOOTING Bf= 10.00 FT. FOOTING Of = 8.00 FT. FOOTING T= 2.50 FT. DEPTH BELOW F.G.= 2.00 FT. HEIGHT ABOVE F.G. 0.50 FT. UPLIFT: SP= 1.16 MAXIMUM UP=Vmin= -13.73 K TOTAL R4 - 35.720 K UPLIFT FOS= 2.60 FOK + BUTTE COUNTY E BUILDING DIVISION FOOTING OVERTURN AND SOIL BEARING LOAD COMB FOS OTx ' A P P R ®V E es = - 0.86 FT SLIDING X: FRICTION = 0.00 ez = 0.00 FT FS X AREA = 10.40 6AY e <= FOOTING D/6 E OK e> FOOTING D/6 ENA a <= FOOTING D/6 E OK e> FOOTING D/6 E NA A= 80.00 I'= 9.41 1.50 EX A= 80.00 I'= 12.00 Sx = 106.67 SP= 1.19 APPLIED HxP HZ= 17.22 Sz = 133.33 SP = 0.00 ' SP= 1.16 _..i..105= -.._.__._.1:00 SP= 0.70 SUMMARY OF CRITICAL CASES: ' GOVERNING MAX SP= 1.16 ALLOW = 1.50 F OK GOVERNING MAX SP= 0.70 ALLOW = 1.50 F OK OTs FOS =Mr/Mo = 7.35 MIN= 1.50 E -OK OTx FOS =Mr/Mo = I NA MIN= 1.50 FOX COMBINED SP MAX = 1.16 K5F ALLOW = 1.50 + 0.24 X 1.74 E OK LATERAL STABILITY LOAD COMB FOS OTx "x Hz FRICTION = 0.00 SLIDING X: FRICTION = 0.00 PASSIVE SP = 2.00 FS X AREA = 10.40 ACTIVE SP = 1.50. SLIDING = 10.40 1/2 V = 28.09 E SLIDING = 10.40 " TOTAL R = 12.40 K OKENA TOTAL R - 11.90 K SLIDING FOS= R/H=0.72 1.50 EX SLIDING FOS= R/H= NA X. COMBINED Hx+Hz OK _ • APPLIED HxP HZ= 17.22 110 0.6D+H+0.6Wb TOTAL R = 17.19 OK _..i..105= -.._.__._.1:00 - SUMMARY OF CRITICAL CASES: ' NA SLIDING X: FSXAREA= 10.40 <- 1/2 1/2 DL = 28.09 MINIMUM= 1.50 f"OK LOAD CASE LOAD COMB FOS OTx FOS OTz SP/Spoor SP FOS SUDEX FOS SLIDE FOS SU EKE 3 D.H+Lr 7.35 OKENA OK 0.67 OK 0.72 X. NA OK 1.00 110 0.6D+H+0.6Wb 6.65 OK OK 0.15 OK 2.36 NA OKJ2.4 OK 3 D+H+Lr 7.92 OK OK 0.60 OK 0.86 % NA OK X 110 0.6D+H+0.6Wb 4.09 OK OK 0.15 OK 1.81 NA OK OK 1 D 32.86 OK OK 0.39 OK 2.06. OK NA OK OK 1 D 16.08 OK OK 0.41 OK 2.06 OK NA OK OK 1 0 20.24 OK OK 0.32 OK 3.85 OK NA OK OK 1 D 20.24 OK OK 0.32 OK 3.85 NA OKOK 3 D+H+Lr 7.35O OK 0.67 OK 0.72 X NA OK X 314 0.6D+H+D.6Wf 3.93 OK NA OK 0.40 OK 3.33 NA OK OK 3 D+H+Lr 7.92 OK NA OK 0.60 OK 0.86 X NA OK X114 0.6D+H+0.6Wf 3.53 OK NA OK 0.65 OK 5.59 NA OK OK Y � V �• FACT W SHEAR , 1 LOAD CASE HY H Hi F* 4 1.21)+1.6Lr+.1.6H+O.SWa - 26.55 - 1RFD ANCHORAGE DESIGN 10.00 1 CRITICALLRFDFORCESTO ANCHORS; 38.65 ' �y r Hi MIN/MAK W • - MAX W D - 26 • MIN W D - K. •92 . ' MAX W/ Do - 23 LC4 f.. .li 1.20+L6Lr+1.6H+0.5We 12 JOBNO 16011 _ , •'` r r. : H. MINIMAX' - SA3 a 7 F 7+ r MAX Wl D LZD+ LAU+ 1.6H+ 0.5Wa • 12- MINWD9 =W%r .. + L�< MAK W Do . ,. ''�> ,.) +• L MINW Do - E . •++ •'Ra4H. MIN 8.01 .It .. - D MAY W/nn 0.00 0M9 43+. 'S -'p13 73 ,�' IEAD TYPES - NONE(L-BOLT) SQUARE HEAD HEAVYSQUARE HEX HEAD HEAVY HEX k "� � 1.a.�rr ?' _. .� x 3 E GE`DIST Zs� '.24 I ClHES �,. '.4CONC•1DE� H (1"ff- �6a .INCHESE� x �, { 'f, •f..„ -x* `�. �. r' +!'.-. ?� �:�}�-DOES 1140RdARGER REINFORCING TIEEBOLT�59T0 STRU RE' ORN)7 n t.§ N _ S.y �,j� .?�� 9 ''} +��, SHEAR��+ Isa 0 ��NCNES^.�, _ � I y Tsa Y" 0 � INCHES � •.• , � - a. t r, �'P„` '-`3�,m.,.�"x ...� S, � �' �s,.::;.. '.,,g' 'n--E� '��iafw.J�M1:'4:�r�'`'�K' � o.. � - + ► Y •+ SHEAR ANGLE AREA. . •0 ` SQ. IN. CONCRETE Hsa= X0.00 K B E + 'Y �" 1; _"° : ♦ .+ .: L ..-. y T` *' ... - a'. STEEL Hsa,0.00 1!' K +Ce3 `G =:C82 r n FACT �S SHEAR , 1 LOAD CASE HY H Hi F* 4 1.21)+1.6Lr+.1.6H+O.SWa - 26.55 26.55 10.00 1 vYs 38.65 ' �y -9.84 -9,84 1 .9.84 - -7.15 • ' » + +� ` n SHEET OF_ M1,Ltt"'�+7?3 veHY;►'HF's,`�M,t,..VM, LOAD CASE LC4 Date: 4/20/16 ' "1adt0'OOS s$'r2G55T,'T 38j65R"'f: 1.20+L6Lr+1.6H+0.5We 12 JOBNO 16011 .wY6'"0.00 �2 A84.4V 7 35et' ' 0.90. LOWb. 1.6H SA3 ,i. d v°i 000 2TY19rd3 3375;:SL LZD+ LAU+ 1.6H+ 0.5Wa • 12- w h ' 8.43 0.91)i LOW6+1.6H.. `125 . ,. ''�> ,.) +• 1.413 - - 4.51 4,51 0.00 ", -' 0.00 �4*1'843s n 1373.: 8.01 1.413 4.51 0.00 0M9 43+. 'S -'p13 73 ,�' - 0.00' 4.51- , 0.00 4 451t�r,:- '48'011 rnw LAD 8.43'' 0.00,' 0.00 K':k4S1 i1�4'0.01�8Y. -L4D - 1 • �'. 1 ' 8.43 0.DO - 8.43 Yr 2655 Rs038:55:r. 12D+ L6U+L6H+O.SWa 4.51 -0.00, I`Ch.O':00 .0.47. 1.2D+ L65a+ 1.6H+ 0.5Wb -; 21. '. 6$pro-S0.00?^`: 23.19 ';V -4.3375+N �'7i:'000�. -..0.00• �1'"t 3'24'a:'"`,'+ L2D+L6Lr+1.6H+O.5Wa -. 0.913+1.0 Eb+L6H:' ..-...',' 133 `a•. Ib . `112:74 K -1 "26.55 .' 26.55 _ ..26.55' 38.65 0.9D+1.0VA+1.6H • - 5.42 3446160x.4 '261mtN: 38.65 L20.L6U+1.6H!0.5Wa 0.41 t'. t h t "0:D0 1'l.,k542 -19.77 Yi' O.000a'�i::2319,-. _ _ 33.75 - 0.9D+1.OWf. 1.6H - 121)+L6U+L6H+O.SWa 129 i f •! QOO " iir90 b 23,45 0.9D+1.OWH I6H 0.913+1.OWf+1.6H e 0.04 0.007 } -23.45 _ = •,� = It \"�, N ' .. SDC „C„OR ABOVE Y- - ... - •:�.IV 1 ilk t` .. ., ... .. j IEAD TYPES - NONE(L-BOLT) SQUARE HEAD HEAVYSQUARE HEX HEAD HEAVY HEX k "� � 1.a.�rr ?' _. .� x 3 E GE`DIST Zs� '.24 I ClHES �,. '.4CONC•1DE� H (1"ff- �6a .INCHESE� x �, { 'f, •f..„ -x* `�. �. r' +!'.-. ?� �:�}�-DOES 1140RdARGER REINFORCING TIEEBOLT�59T0 STRU RE' ORN)7 n t.§ N _ S.y �,j� .?�� 9 ''} +��, SHEAR��+ Isa 0 ��NCNES^.�, _ � I y Tsa Y" 0 � INCHES � •.• , � - a. t r, �'P„` '-`3�,m.,.�"x ...� S, � �' �s,.::;.. '.,,g' 'n--E� '��iafw.J�M1:'4:�r�'`'�K' � o.. � - + ► Y •+ SHEAR ANGLE AREA. . •0 ` SQ. IN. CONCRETE Hsa= X0.00 K B E + 'Y �" 1; _"° : ♦ .+ .: L ..-. y T` *' ... - a'. STEEL Hsa,0.00 1!' K +Ce3 `G =:C82 r n FACT �S SHEAR , 1 LOAD CASE HY H "� � 1.a.�rr ?' _. .� x 3 E GE`DIST Zs� '.24 I ClHES �,. '.4CONC•1DE� H (1"ff- �6a .INCHESE� x �, { 'f, •f..„ -x* `�. �. r' +!'.-. ?� �:�}�-DOES 1140RdARGER REINFORCING TIEEBOLT�59T0 STRU RE' ORN)7 n t.§ N _ S.y �,j� .?�� 9 ''} +��, SHEAR��+ Isa 0 ��NCNES^.�, _ � I y Tsa Y" 0 � INCHES � •.• , � - a. t r, �'P„` '-`3�,m.,.�"x ...� S, � �' �s,.::;.. '.,,g' 'n--E� '��iafw.J�M1:'4:�r�'`'�K' � o.. � - + ► Y •+ SHEAR ANGLE AREA. . •0 ` SQ. IN. CONCRETE Hsa= X0.00 K B E + 'Y �" 1; _"° : ♦ .+ .: L ..-. y T` *' ... - a'. STEEL Hsa,0.00 1!' K +Ce3 `G =:C82 r n I ORED FORCES TO A.B. 4 5 6 7 8 91.20+16Lr+1.6H+05Wa' 01.20+16Sa+1.6H+0.5Wb 11.213+1.6Lr+1.6H+0.5Wa 2 31.2.+1.6U+1.6H+O.SWa 4 FACT �S SHEAR , 1 LOAD CASE HY H Hi F* 4 1.21)+1.6Lr+.1.6H+O.SWa - 26.55 26.55 10.00 1 vYs 38.65 ' �y -9.84 -9,84 1 .9.84 - -7.15 1.21)+1.6U+1.6H+0.5Wa 23.19 23.19 1 23.19- 1 I ORED FORCES TO A.B. 4 5 6 7 8 91.20+16Lr+1.6H+05Wa' 01.20+16Sa+1.6H+0.5Wb 11.213+1.6Lr+1.6H+0.5Wa 2 31.2.+1.6U+1.6H+O.SWa 4 - - SHEAR - - ' LOAD CASE HY H■ -Ha Hi Hx4Hn VERT 1.21)+1.6Lr+.1.6H+O.SWa - 26.55 26.55 10.00 1 26.55 38.65 ' 0.91) + 1.OWb + 1.6H -9.84 -9,84 0.00 1 .9.84 - -7.15 1.21)+1.6U+1.6H+0.5Wa 23.19 23.19 0.00 23.19- 33.75" 0,913+1,OWb+1.6H -12.36 -12.36 -. 0.00 12.36 -10.83 1.4D 8.43 SA3 0.00.. - 8.43 13.73 1.4D - 8.43 ' 8.43 . 0.00 8.43 13.73 ' 1.413 - - 4.51 4,51 0.00 ", 4.51' 8.01 1.413 4.51 4.51 - 0.00' 4.51- 8.01 e 5 26.55 8.43'' 0.00,' 8.43 38.65 r _ -0.41- 8.43 0.DO - 8.43 3.78 r 23.19 4.51 -0.00, 4.51 .33.75 . 0.913+1.0 Eb+1.6H .' - - - 0.04 4.51 ' 0.00 .' 4.SL 9.24 Ib . `112:74 K -1 "26.55 .' 26.55 0.00: ..26.55' 38.65 0.9D+1.0VA+1.6H • - 5.42 -0.41 0.00 0.41 t'. t h t 1.2D+1,6U+16H+O.SWa-: 23.19 23.19 0.00 •23.19 33.75 0.913+1.OWf+1.6H -' 2.90 - 0.04 0.007 004 -23.45 I * rY 1) STEEL STRENGTH (4,Nn) `. 75 - - n • . T r"} T + • A) TENSION ON BOLT I ¢Nsa 126454.5 Ib 126.45 K ¢ •' •'•T k .. 2) CONCRETE BREAKOUT 0.70 •EDGE ADIUSTED hef 16.00 IN - + '� ! - • f'" "r - - IN IN -BLOCK D l 53 " ' IN ae �••� ' ; - ,y ' T r t (. 28D9 ' SO, IN, Nz� J't.. r •may .7 - , M •fjr si - "1` 'S �„ eL A, 2304 SQ, IN. i 0 � Yxx '. +Fi' r •--" . _ ] A.,. rnANco <. OK OY. a; f{ ! '- •�'1. .. 1 Wec,N= '1.00 CONCENTRIC CONNECTION.• fF'a . �•i r - ' I `24' IN r, � + - }• ay ngy�E .� yp��r+��'�y� .} 'BUTTEOU UT ' r. WCNr' 1.00 WcN 1.00 CONCRETE UKELYTO CRACK CAST IN PLACE ANCHOR e i N Y .0 4 *• '�. B a •�I ®ING.ly-ISION- • 4 Nb= 84130 ", `' 4,Nebg t' s 53849 Ib kc= Ib _ „ 53.85 K Y. g 24 FOR CIP -. t .: f r• P P OVED; . t _ e 5 .. + -� 3)CONCRETEPULLOUT+'.? -�{- �= 0.70♦ : r f '• WqP- - 1.00 . '� 1) STEEL STRENGTH (4,Nn) `. 75 - - n • . T r"} T + • A) TENSION ON BOLT I ¢Nsa 126454.5 Ib 126.45 K ¢ •' •'•T k .. 2) CONCRETE BREAKOUT 0.70 •EDGE ADIUSTED hef 16.00 IN - + '� ! - • f'" "r - . 1.5Khef 24-+ , 9 ti. BLOCK B 53 IN IN -BLOCK D l 53 " ' IN ' ; - ,y ' T r t +A., y' f 28D9 ' SO, IN, _ ° •' J't.. r •may .7 - , M •fjr si - "1` eL A, 2304 SQ, IN. '. +Fi' r •--" . _ ] A.,. rnANco <. OK t y a; f{ ! '- .. 1 Wec,N= '1.00 CONCENTRIC CONNECTION.• - r Wed,N: ,. + .,.In 24 IN d.5 X,hef .Wed,N= 1.00 - `24' IN r, � + - }• ay ngy�E .� yp��r+��'�y� .} 'BUTTEOU UT ' r. WCNr' 1.00 WcN 1.00 CONCRETE UKELYTO CRACK CAST IN PLACE ANCHOR e i N Y .0 4 *• '�. B a •�I ®ING.ly-ISION- • 4 Nb= 84130 ", `' 4,Nebg t' s 53849 Ib kc= Ib _ „ 53.85 K Y. g 24 FOR CIP -. t .: f r• P P OVED; . t _ e 5 .. + -� 3)CONCRETEPULLOUT+'.? -�{- �= 0.70♦ C ° t. f '• WqP- - 1.00 CONCRETE LIKELY TO CRACK -..f ' }• +{ '1 4 �° r t Np F eh=- 3.750. FOR L -BOLTS Np 12656.25"Z .s •r. it •I` `4 I ... _ '. ' .;r�� fpi s• �. ,.FOR HEADED BOLTS Np =53688.00 ti u �, _ 4 t a i s.i dfNpn- 112745 Ib . `112:74 K -1 - - r .16011. a 1� ar.•JrF t � �.. � :�. "� "-�. f, RF 150 3/4 S' k °S.}M ,�. ✓• Ir � -Y l � 1 '!�� H � - •� t ` ."}r 4 +4 '. 1 S t'. t h t 6_� _: I },.-A' YL, F ..+�; 41 CONCRETE SIDE -FACE BLOWOUT FOR L -BOLTS cINsb= N/A HOR HEADED BOLTS: 0.4 hef = 6.40 IN ca,min= 24 IN . tNsb = N/A 6) SHEAR ON BOLT GROUP 1) STEEL SHEAR ep 0.65 ONsa = 65756 Ib = 65.76 K 2) BREAKOUT FOR ANCHORS NEAREST EDGE Wec,N= 1.00 CONCENTRIC CONNECTION Wc,V c 1.25 CONCRETE LIKELY TO CRACK HI DIRECTION BREAKOUT FOR ANCHORS NEAREST EDGE c,c= 24.00 Ah c= It AVW 4;,W BREKOUT FOR FULL GROUP 1.5Xc„= 36.00 H2 SINGLE ANCHOR SHEAR STRENGTH EMBEDMENT STRENGTH - BLOWOUT: GOVERNS: 24.00 A.= 2340.00 50, IN. 107.70 A-= 2592.00 SO, IN. 29.00 C., = A•„ c= n AVw%,_ 1.5 X c',, = 43.50 - Wed,V = 0.90 HI SINGLE ANCHOR SHEAR STRENGTH k . AVw „' OKE le= 10.00 IN H2 SINGLE ANCHOR SHEAR STRENGTH Vb= 76392 Ib = 76.39 K 101.47 K 4,Vcbg= 54.31 K GROUP OVcbg= 81.47 K 3) BREAKOUT FOR ANCHOR GROUP Hl DIRECTION c'„= 29.00 c,r= 24.00 1.5 X c;, = 43.50 GOVERNS: 24.00 Ar,= 2102.50 SO, IN. A_ = 3784.50 SQ.IN. Wed,V = 0.87 HI SINGLE ANCHOR SHEAR STRENGTH le= 10.00 IN Vb= 101468 Ib = 101.47 K GROUP d,Vcbg = 42.69 K 4) BLOWOUT FOR ANCHOR GROUP FOR L -BOLTS ONsb = N/A HOR HEADED BOLTS: 0.4 hef = 6.40 IN m,min- 24 IN 0Nsb= N/A 5) PRYOUT STRENGTH FOR GROUP d' = 0.70 kcp = 2.00 Ncbg= 76928 LB SEE TENSION ABOVE d,Vcpg = 107699 Ib = 107.70 K TENSION SUMMARY: STEEL STRENGTH ONsa= 126.45 EMBEDMENT STRENGTH - BREAKOUT: oNcbg= 53.85 EMBEDMENT STRENGTH - PULLOUT: ONpn = 112.74 EMBEDMENT STRENGTH - BLOWOUT: bNsb= N A SEISMIEfl- GOVERNING tONn= 53.85 40.39 - SEISMIG� C) INTERACTION 0.2,oNn= 0.2 d.Vnz= 10.77 8.54 8.08 6.40 SHEET _/� OF_ Date: 4/20/16 JOB NO: 16011 d' = 0.70 H2 DIRECTION C.1= 24.00 1.5XS,= 36.00 GOVERNS: 24.00 A,,,= 2173.00 SQ. IN. BREAKOUT FOR ANCHORS NEAREST EDGE A-= 2592.00 SO, IN. 151.30 Ah c= It AVW 4;,W BREKOUT FOR FULL GROUP Wed,V = 0.90 42.69 H2 SINGLE ANCHOR SHEAR STRENGTH EMBEDMENT STRENGTH - BLOWOUT: le- 10.00 IN N/A Vb= 76392 Ib = 76.39 K 1OVcbg = 50.43 K 107.70 GROUP.oVcbg= 151.30 K H2 DIRECTION c'„ = 29.00 C., = 24.00 1.5 X c',, = 43.50 GOVERNS: 24.00 Ate= 2102.50 SQ, IN. A,,,,= 3784.50 SO, IN. k . AVw „' OKE Wed,V = 0.87 H2 SINGLE ANCHOR SHEAR STRENGTH le= 10.00 IN Vb- 101468 Ib = 101.47 K GROUP 4,Vcbg = 42.69 K SHEAR SUMMARY: HI H2 STEEL STRENGTH ¢Nsa= 65.76 65.76 BREAKOUT FOR ANCHORS NEAREST EDGE dtVcbg= 81.47 151.30 BREKOUT FOR FULL GROUP bVcbg - 42.69 42.69 EMBEDMENT STRENGTH - BLOWOUT: d,Vsb- N/A N/A EMBEDMENT STRENGTH - PRYOUT epVcPR - 107.70 107.70 SEISMIC GOVERNING OVns= 42.69 32.02 GOVERNING OVny= 42.69 32.02 BUTTE COUNTY / BUILDING DIVISION APPROVED CRANDALL ENGINEERING LJ 5448 Merrill Milt Road Marlposa, CA 95338 Phone: 209-966-4844 SHEET /7 OF JOB HO. DATE 171 17/1 o Pt I do I OF BUTTE COUNTY BUILDING DIVISION APPROVED CRANDALL ENGINEERING LJ 5448 Merrill Mill Road_ Mariposa, CA 95338 Phone.• 209-966-4844 ' SHEET OF JOB NO. b011 DATE: A-/ Zc>/ I�Tftico �IG.m co '.;�,(:� �L�E sur�Fa Date: 4/11/2016 Calculations Package 16-005921 Time: 11:16 AM •.�.....-.,.._...,_.__. Page: 25 of 77 Wall: 4, Frame at: 59/0/0 Frame ID:Addition Modular #1 EW 3 Frame Type:Continuous Beam Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Ra fl- - rinf-t-d 1 and T- of R-- f -. Q-fi^n• d N Type X -Loc Gridl - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column Interior Column 0/0/0 59/0/0 4-G 4-D 8 X 22 9 X 11 0.375 0.375 4-0.750 4-0.750 100'-0" 100'-0" Exterior Column 124/0/0 4-A 8 X24 0.375 4-0.750 100'-0" Load Type Desc. Hx Vy Hx Vy Rx V D Frm 0.31 1.63 3.84. -0.31 1.88 CG Frm 0.30 1.20 3.02 -0.30 1.36 L> Fmn 1.19 4.82 12.08 -1.19 5.42 <L ' Frm 1.19 4.82 12.08 -1.19 5.42 ASL^ Frm 0.44 -0.27 6.20 -0.45 5.76 ^ASL Frm 0.74 5.08 5.88 -0.74 -0.34 W2> Frm -5.29 -5.86 -9.61 -1.83 -0.88 <W2 Fmn 1.12 -1.02 -9.23 5.77 -6.84 WPL Frm 1.12 -6.19 -17.46 -1.77 -10.64 WPR Frm 1.40 -9.57 -17.14 -0.78 -6.84 MW Frm - - - - MW Fmn 1.68 1.03 -0.20 5.72 -0.84 MW Frm - - - - - ,_MW _.. _ - --Fm''-. . 4.76 _. --0.48 _ _- - -0:91-- :2.71'- ---- :.1-38_._Cu Frm - - - - Wl> Frm -4.45 -9.89 -18.32 -2.67 -5.35 <WI Frm 1.96 -5.05 -17.93 4.93 -11.30 L Frm 1.19 4.82 12.08 -1.19 5.42 E> Frm -1.39 -0.50 -0.17 -1.93 0.68 EG+ Frm 0.08 0.32 0.79 -0.08 0.35 <E Frm 1.39 0.50 0.17 1.93 -0.68 EG- Frm -0.08 -0.32 -0.79 0.08 -0.35 BUTTE COUNTY BUILDING DIVISION APPROVED File: 16-005921-01 Version: 2015.2d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. �.._._..---.....__-----'-------._._._...__._...._._......._•._..._._..... - - •...._...-•...........� CRANDALL ENGINEERING I 'AO 'A SHEET_ OF_ 49DB PO►m@308A WAV !STEEL BUILDING FOUNDATION DESIGN Date: 4/20/2016 _ MIDvove:S, CA 99949 - X 724 RIGID FRAME WITH SLAB 9012 JOB NO: 15.2 waa� 1199-999-49- PAX 109-969-4744 V13.5.2 - MANUFACTURER: BUTLER WINDADIUST= 1.00 - BUILDING NO: 16-005921 f1= 0.50 f2= 0.20 BUILDINGLINE: 4A ♦ Selsmicbs= 0.53 Redundancy p= 1.00 (Set to LO if included In Mir, 010) CLIENT: NVBS D. 2.50 FOR ANCHOR DESIGN LOCATION: BUTTE CO, CA ' • - JOB NO: 1901LOO METAL BUILDING LOAD REACTIONS PER MANUFACTURER Hx Hi V DEAD LOAD D 0.31 LBB CRITICAL SERVICE LOADS Hx He Id-►Hx V COLLATERAL LOADS C9 0.30 1.36 Gravity D 0.61 0.00 0.61 3.24 Co uplift ' ' Do 0.31 0.00 0.31 LBS ' MATERtWEARTHI H I I I H 0.00 0.00 0.00 1 0.00 •. LIVELOADI L I I L 1 0.00 1• 0.00 1 0.00 1 0.00 ROOPLOADI Lr I L19 I I U 1 0.00 1 L39 5.42 s L19 SNOW LOADS 5 S1 • • S2 • Sa O.OD 4'V6.'0DVt i'sa'';10:004+" ;<4k0:00N8 MAX Hx 53 Sb O.DO 1W&ODa'O!L'� •O:OO, v71 Xvd..007-o MIN Hx - 54 - _ ' Sc =-10:00''�wt 0:00::811p. O:DO -'4 0.00 hwv S5 Sd :L'�YC.80:00+41R ^+.ii41000ijSI :,'ee.'O.00:+L� 0.00 MIN V " S6 ♦ .. ASD FOUNDATION DESIGN c ADJUSTED x LOO ; Wa 2.71 ft0-O.00±s* �w 7 71*�k°;:SS3Mvvt MAX H. Wb -5.77 MR 0;00"AA' "S:77AW W461W'S:' MIN Hx We;i1g.'183.�."'}a' 0.00 ]:93:** J O.88' ti MAX He Wd 3aTMiPLf83' ti 0.00 fi i483MAI�,r1.n-0:88t(?' MIN M • • We ':,N".:=5!77.J`k3T .^.L'6fC0:00C;Q 5.77 j�i84:',t MAXH Wf L. e' 106'00E6IR. 1;S:O:OOTk 0.00 YOip9 w'' MIN WR m'rv:2a7 +i 1k0`.0O,"+'& "111`117 1.38 MAX V yVh Pr`x"1irr,-0f93'x7A 3�"EO.00 'a .rte, "+xi4!93+r° -13-30 MIN Ea 2.01 *40.63--V Is'?C2:0i'R , !s't[1kIOV4 MAX Hx _ Eb -2.01 -"40:00" 4; gA&zo1`t0, f! -1f03 ? MIN Hx Ec ',.:==1934-104 0.00 '-S * 3'aA W6,68!j' MAX He r Ed:y40193"$ 0.00iL93�4i:;;O:68'O MINHL Ee ?S7 OLZLw 0`,.'.10:00_ 2.01 8'Z11103t0, MAI( H Ef ,�''O:OO�d4171r"{,b:00"vi 0.00 M'o:wril; MIN H Eg W0:06A iii ldi a 1.03 MM V Eh .- :01':f..`P 41440:00.++l i+.2:01?n: -1.03 MIN V BUTTB COUNTY BUILDING. DIVISION /. rrnuVED 19011 RT 1/4 ASO FOUNDATION DESIGN I SHEET �, OF _ - - MATERIALS AND ALLOWABLE STRESSES: - .. ,. •w'.. - _ , 'j: •. ,e Date 4/20/16 SOIL • - BEARING CAP: 1.5 KSF _ �' - _ . JOB NO: 19011 WIDTH INCREASE: 0%PER FOOT IN EXCESS OF I' - y " #� •`Y' DEPTH INCREASE: - 0%' PER FOOT IN EXCESS OF 1' ak `• CONCRETE: {; r Fc = 2.5 . KSI @ 28 DAYS - REINFORCING:. Fs = r 20.0 - : KSI ' •..,. WT= 0.15 KCF - r ALTERNATECONCRETE DESIGN [ONSTANTSr. N= 10.0 1, 1 ED 09 (ASSUMFOR APPROXIMATE MR CALCULATIONS) SLAB: f Ifs// � f SLAB�sT�gH,��ICKNESS��y. ��r �'�' ;�' Tr�tb. as NCIIES NO ' ~N 3::9:.z..Y :s`SP...i.. REINFORGNGzt14, f�i@� 18 N .wi"(%U519?Q.LN�,:.FT 'J• k`r WEIGHTOFSLAB TO RESIST.UPLIFT: ► r' v ' SLABMr Fs%AS%T/2x1/12 = 0.600 X- FT "' a ' , SLAB WT=. 0.075 - KSF �� - .`# • • EFFECTIVE SLAB WIDTH = SQRT( 2 x Mr/ WT) ,_ - 4.00 FT t�. •+ - EFFECTIVE SLAB WEIGHT = WIDTH'x;Wt ;. t" f' 0.300 K/LF,. _. FOOTINGS &THICKENED SLAB EDGE •.. - a + fSIDEV11Al1LLPERIMETER FFOOTINGT/aTHIQ(ENED:SLAB7 'P • �E FORGN�� `4-,+�,i:.�-.�.a��OP i14 ,�.TO�T�ALOF.AZA.... TOP As'"= 7 OSO��SQ IN rr 1.. �r, ,�" c-r• 'r Y� .._ A' � 90 OM., �t14T'� TOTAI OF .6.4''. BOT �, 0_•BO I � QIN'�5' • r • J sY`.,.,.".� �-cosi, <. TT _.Jel .».fT.a:_.........i ..-...X._ - .,��n.�•�z"�._. �. •. .f ►. COMBINED WEIGHT OF PERMITER AND SLAB TO RESIST UPLIFT:, - FOOTING WT- Wf = 0.600 KLF SLAB WT= Ws 0.300, KLF TOTAL WT=Wfi W: 0.900 r• `r PERIMErERMr=FsxTOPAsx(d-2").J/12= r 12:00 K-FT 4 Y EFFECTIVE PERIMETER L= SQRT (2 x Mr/VM _ - S.16 FT ' - w r, FOR2SIDES TOTALWT=2x LxTOTALWT 9.30 K • - .'... 91GID RAME FO(7TING ,i g,Y T,1 1ft'' M`" y, c � REINFORCING .4,,r ��OP #4 TOTAIOF� 5 ` x. T1 `As •� 1:0(I O� maS�s a�x�.�s-`'BOTCAt......,1�0 ., t` _ _ i _ . ,., ' UPLIFT ON FOOTING. f _ � � , . WEIGHT: FOOTING= • '8.25 Kr . SLAB AT FOOTING1.20 OVERBURDEN @ 120 PCF -1.68 as - - PERIMETER FOOTING AND SLAB = 9.30 TOTAL DEAD WEIGHT '• 17.07 X 0.60 10.24 K MAXIMUM FRAME UPLIFT_ 5.65 K . -SOIL BEARING:,:.. _ • - - ° . - • ,. . E' ,•` ..: .AREA=. MAXIMUM VERTICAL FOOTING LOAD .r•.8.6 • •.'F. w ',x - .. DOTING 1 6 K SQ, Fr ' INCREASE IN BEARING FOR WIDTH 0% - INCREASE IN BEARING FOR DEPTH 0% n - ALLOWABLE SOIL PRESSURE= 1.50 KSF g r ,y APPLIED SOIL PRESSURE= 039 KSF-r !`a'•-OK,;-, ,`, y 'I r BENDING STRESSES IN CONCRETE AND REINFORCING: ~ A POSITIVE BENDING IN FOOTING CANTILEVER FOOTING LENGTH =I/2 2.00 FT r - POSITIVE MOMENT= SP x W )L^2/2 = * 1.57 K-FT+ " t. _ P= 0.10% + K} 0,1404 ' K • J= 0.9532 _. fs 0.9 KSI Fs= 20.0 KSI 1 O �' �• �' - ` , fc= 13 PSI` 1 Fc= 1125 PSI W•= Rf M r NEGATIVE,BENDING IN FOOTING__.,,,- .. i MOMENT DUE TO PERMITER FTG = ,18.59 K MOMENT DUETO FOOTING WT=- ,P ' 4.13 K-FT - TOTAL NEG. MOMENT= -' '22.72 K-FT "•, s k ti * P-' 0.09% K- 01411 -.J= 09530, .� r fs 13.6 K51 Fs=• 20 KSI ^rOK F - - - fc 175 P F c = 1125 PSI' - at- OKs : • S • ,. HAIRPIN FRAME TIE ANGLE AT TO 51DEWALL 90, . DE MAX. TENSION TO SLAB =L 3.51-. K •REQ'D As= 0.18 -'•SQI TOTAL= 0.09 'SQIN/EA'SIDE ,r 4, s •j • •. PROVIDED STEEL: N4' TOTAL f, I' As 0.20 SQIN/EASIDE `.O .r }• • REQ'D SPREAD FOR HAIRPIN ¢" 0.0 FEET/EASIDE ti e TOTAL REQUIRED HAIRPIN LE GTH = 0.00'• FEET- t .4 a _ 19011 FIT 2/4 BUTTE t , f BU IL®IVIG DIVISION APP � .. DIAMETEIN E5, ^-,�:BOLTHEADTYPE AR44� , Q.11Nyy t , «� � + '�� mu,•� + 21C - NO. BOLTS �. '2T �ROSNS:gF 2 . BO BOLT HEAD TVPFS -" ` 0 NONE UBOL '1 SQUARE HEAD - 2 HEAW SQUARE • 3 `• HE%HEAD n -•.4 NEAW HEX :.. . 4 7 rr1 , :�• 1 a � 24` 7c. at GAGE' • \ L J f to -`5 �'� '� � PTfCH 5;�� 3 F, 1 -5.22 ~' r.. 14... �. '"{i,. f- r', ''\ DOES:If40RfIHARGER(R 4.' 2 S ,;..• "W"'S ,. '�`�\ � J. !, ,r, �, +t✓ l fi� � 1 i Isa INCHESdY` - isa GEE 0 INCCHES� 't - - 4, � r0'. -0.85. +0.00 7 .#' SHEAR ANGLE AREA: ♦t -0 Sq. IN. ' -'CONCRETE Hsa-`i0.0 F-'- ' LRFD ANCHORAGE DESIGN 1 .. rp, z STEEL Hsa 0.00 D K „' " Ga3 C. -Ce7 1.41) - \ x I" •:'4 . 7 T..c.;c -r - SHEET _��OF •"2.63' 1 - n •:' t �, +r t. :. . - . .. .. - . ,., Date: 4120/16 .. - .. • ' - OIITICAI R IRFD FORQS.TO ANOIORS .,'tr�'..�. .• .s'. _ r JOB NO: 19011 "1.2D+1.6V+1.6H+O5Wh 0.17 -.• .. 0.00 IM MIN/MAX x�ay� H. LNHL_ "k1Hx,4H2 G'dV¢'< . LOAD USE - LCR- 140 5.49' 0.00 t' -5.15 MAX W/ D'" 5..7 : OO�P'smSr82+'. vi+T"a•6181vc axr •. •. L2+0.25D5 D+n Ee+f1L+0.25a - 0100 0.19 Y +MINW D ..",,. -S.22 OlOO`AI•.i�'"9r22` .C' 392rf,: 0.9D. 1.OW6. 16H �L2+0.2SDSD+n 125' - k.- •� _'.t .3.99 13.25 " •.►� y -0.38': -. 4.38 MAX W/ D '.;MINW Do 5.43 "'�0.003Hf ST43,' :cam, YO3' •SA9 iw000u549:` 'dr..5?]S.:`s Ea+f1L+0.2SaT_140 ,. 0,9D+1.OWb 1.6H125 .. <' 3.63,0.00 .. .11.62 . 0.9D+1.OWh+1.6H - - -0.65 -4.65 ..�. 4.65 `: --9.61 ra ♦.. Ih MIN MAX + r MAX W/ D R 0185 �: 0.00. `'{+'085.vr'Y'-a'rA`454ey� L4D' •' 4 «� -"'MINW D Ti 0.85 - 0.00 F kiO RS + n-,f4!W- '' Let, 1 .' MAX W Do R-..+` ..a`W43.(,4 '. OAO T4es'40-03PCaZ,` \ M° 2631ni�£ * L4D - - 1 4 r r Y. MINW Do '1G7J0:43� 0.00 K�:0.43r. •°e Kcfr`T2 63EY:,� ' 1:OD - 1 r x _ 'Hx-)W MIN MAX ... • .: '-MA%W D �- fi�5'.82 "t`G}O�OOC<e -- 5.82 `( `,0.00`�e° 1.2+0.2505 D. Ea+f1 L.0.25a n .140 q MIN W/ O '!MA%W T"mT`M681:,'xY O:L7 eI .0.17 l 911W'�i .1.2D+L6Ve1.6H+0.5Wh -19 �f • • i� { ; �' �•\ Do 9549 K`0DAV'a -5.49 �^+\S ]SY"1r..r.`•. 0.9D"�I.OWb+1.6H ! 125 6 I i MINW Do rrri-0:19L�..:50.00`r? 0.19 `SS28.r`d 1.20+L6V +L6H+O.SWh19. • r q- . MAX _ - .. J MAX .S•+3i99 +^k""5000 ''399 13.25 - I' 1.2D+L61i+1AH 05Wa. 12 { •- ` s, "i .. , r. • • . -aMIN is"-4?38�'m8 .4.'MRU:UDi z r"e4i38.'., -g38 -+ 0.9D+ 1.OWh+ L6H - _ 1131 , • . -,. �, r., - ?E43g63°eFslr{0:00�3:63"cj+11.62 "-'1:2D+L6V+1.6H+O.SWa- 12 .'5=4?65.�S ifii0.00iT.i�' ac.4r65 •9.61," '••. ' 0.9D+1.OWh+L6H t„ 131 �.ti� ,. • +'� i' ANCHOR BOLT DESIGN - AC131&05. APPENDIX D ' f t r^' _• 1 . s .y �} A "!�' Y ty; .+n{ fc_ 3000 PSI, "+:..-� CSOC'C"OR ABOVE Y I: r 3.r ., y !"t': - .. s' + • - fw ' '58000 «r PSI (A-307 BOLTS) .1' .SEISMIC RED = 0.75, DIAMETEIN E5, ^-,�:BOLTHEADTYPE AR44� , Q.11Nyy t , «� � + '�� mu,•� + 21C - NO. BOLTS �. '2T �ROSNS:gF 2 . BO BOLT HEAD TVPFS -" ` 0 NONE UBOL '1 SQUARE HEAD - 2 HEAW SQUARE • 3 `• HE%HEAD n -•.4 NEAW HEX :.. MBEDMENTCHES;GONDEPTH L: -... `• SHEAR "zr k A ". MBEDMENTCHES;GONDEPTH -... `• SHEAR "zr C � - LOAD CASE ". .,1 + - � - a ,�'u°'.EW'v .. 1�' 7t'�'i DI51. �� f Mri" �� •• . 4 7 rr1 , :�• 1 a � 24` 7c. at GAGE' r f • -`5 �'� '� � PTfCH 5;�� 3 F, 1 -5.22 Ss H •fir r.. •w f- r', ''\ DOES:If40RfIHARGER(R INFORCING E BOL+TSTO STRU RNNR.4c• r a '. - 2 S ,;..• { 5.03- '+'-5.15 , •' r n ''%�" SHEAR?AN Isa INCHESdY` - isa GEE 0 INCCHES� 't - - 4, � r0'. -0.85. +0.00 7 .#' SHEAR ANGLE AREA: ♦t -0 Sq. IN. ' -'CONCRETE Hsa-`i0.0 F-'- ,y a' 0.85 rp, z STEEL Hsa 0.00 D K „' " Ga3 C. -Ce7 1.41) - I ' 0.43 0.00 0.43 •"2.63' 1 - 0.43 rte, -... `• SHEAR 2 - LOAD CASE Hx Hx-Hsa 4 Hx4Hl �' VERT 1.2+0.25D5D+n•Ea+f1L+0.2Sa 6 L 7 5:82 8 9 y. 1 -5.22 0.00 's '•' _M'_''F°' 1 4.7 1 { 1 0,00' 5.43 FACTORED FORCES TO A.B. - 1 3(1.2+0.2SDSD+TLEa+f1L+0.2Sa 5 0.. 1 2 3 4 5 6 -... `• SHEAR - LOAD CASE Hx Hx-Hsa Hs Hx4Hl �' VERT 1.2+0.25D5D+n•Ea+f1L+0.2Sa .5.82: f5.82 •- 0.00' ', 5:82 6.81' 0.9D+1.OWb+1.6H ':'. -5.22 • -5.22 0.00 's 5.22 '-•3.92 " 5.43 .5.43, 0,00' 5.43 5.03- '+'-5.15 0.91)+1.OWb+1.6H _-5.49 -5.49 0.00- 5.49 142 1.4D % 0.85 -0.85. +0.00 0.85 4.54 1.41 - + 0.85 0.85 0.00 0.85 4.54 1.41) - 0.43 0.43 0.00 0.43 •"2.63' ' - 1.4D - -- - 0.43 - 0.43 0.00 0.43. 2.63 . - 1:2+0.25D5O+ Eb Ea+fl L+0.2Sa 5.82 . 5.82. " 0.00 :'3,82 ' 6.81• "1.2D+1.6V+1.6H+O5Wh 0.17 - 017 0.00 017 .-6.91 -049D+1.OWb+16H: -5.49 5.49' 0.00 5.49.- -5.15 - 1.2D+1.6V+1.6H+O5Wh�. -0.19 -0.19' - 0100 0.19 Y '5.28.' 1.21)+1.6V+1.6H+0.5Wa 3.99 3.99 ..- -0.00 - .3.99 13.25 0.9D+1.OWh+1.6H- -0.38': -. 4.38 -: '0.00 4.38 -8.38 - 1.2D+1.6V+1.6H+O.SWa-� 3.63 3.63,0.00 3.63 .11.62 . 0.9D+1.OWh+1.6H - - -0.65 -4.65 - 0.00 4.65 `: --9.61 4' * • A) TENSION ON BOLT GROUP STEEL STRENGTH (,�Nn) • f r'I` m 0.75 H / I " ti .�r f �... Hsa= Ib 58116 5812 K� S •" 2) CONCRETE RREAKDUT e t - 075.,r EDGE ADJUSTED hef= \ 3933 IN1 i 1.. 1.5%fief :. 14 IN ,f 4L.i' t { .. " - BLOCK B L .', t i 47 a , IN BLOCKD, 33.00 IN _ w Y }+/ gA ap•yp��g up�..a epryry pp �9 7 0 Fra. � M.Y \.Y I��. •�� ,ha<= 1551 SQ. IN -.� :, i+ �' BUILDING DIVISION _,.• _ [y +' a Axm=.. 784 SQ. IN :" q�<=nANeo IC CO 5 } ;•,r a , V ">a'f 4 Wec N = , LOO CONCENTRIC CONNECTION r L_Wed,N i .r ra .1n= ..14IN 1.5 %fief a 1!..,.� IN f 1\ ,L; ♦ �. , - e Wed,N- 0.98'+L •r. `,t i Wc,N= .`Y.OD CONCRETE IIKELY.TO CRACK,, j.•y�- Mr. a r Wcp,N: 1.00 CAST IN PLACE ANCHORS H `i w�„ ,�"'.• >• ,,.: ~ ' S1. - `' - , . {,;'- : _. ,�..,.,• •Pr 14 .,r,•,/ �' t. r c.L 11 L - }."•`Y4., .` 4 - i • # Nb, 4 37482 Ib .,,. # rr 33: kc = 24 FOR CIP cbNcbg= 54502 Ib 5450' K t -4 4 A. .1••'J +' ra _ .19011 , • - }}}�. l�-AI` 4 y f,, 5:.. a .. i' y .�• ' / �� - '-f I RF3/4 , + j. L .'yl ri •.. -T.'r• �.{ ! fi r ..rite �- \� *. R S •'. - JL y Y 7 .•�+ �.F + •j4' ,� t �. .� _ L r' r 4 J ,�>L .. ' w.: 'l, < 6•.1ry,�aq:r :u ti �:+• ""�'-A. -1 1: r - 1.•1) 7 1 r.i C�. 4, a• a dF � w NL,, • ,a. a y _ 142 y i o � x7 b Ty 'I� 'TU --A- '+w.-H+-+w't•- 1' _-sw.- 9.' -ra. .f.` �. �x--. ._ r Y ..may._ ...Tv-+ �i•It 4' * • A) TENSION ON BOLT GROUP STEEL STRENGTH (,�Nn) • f r'I` m 0.75 H / I " ti .�r f �... Hsa= Ib 58116 5812 K� S •" 2) CONCRETE RREAKDUT e t - 075.,r EDGE ADJUSTED hef= \ 3933 IN1 i 1.. 1.5%fief :. 14 IN ,f 4L.i' t { .. " - BLOCK B L .', t i 47 a , IN BLOCKD, 33.00 IN _ w Y }+/ gA ap•yp��g up�..a epryry pp �9 7 0 Fra. � M.Y \.Y I��. •�� ,ha<= 1551 SQ. IN -.� :, i+ �' BUILDING DIVISION _,.• _ [y +' a Axm=.. 784 SQ. IN :" q�<=nANeo IC CO 5 } ;•,r a , V ">a'f 4 Wec N = , LOO CONCENTRIC CONNECTION r L_Wed,N i .r ra .1n= ..14IN 1.5 %fief a 1!..,.� IN f 1\ ,L; ♦ �. , - e Wed,N- 0.98'+L •r. `,t i Wc,N= .`Y.OD CONCRETE IIKELY.TO CRACK,, j.•y�- Mr. a r Wcp,N: 1.00 CAST IN PLACE ANCHORS H `i w�„ ,�"'.• >• ,,.: ~ ' S1. - `' - , . {,;'- : _. ,�..,.,• •Pr 14 .,r,•,/ �' t. r c.L 11 L - }."•`Y4., .` 4 - i • # Nb, 4 37482 Ib .,,. # rr 33: kc = 24 FOR CIP cbNcbg= 54502 Ib 5450' K t -4 4 A. .1••'J +' ra _ .19011 , • - }}}�. l�-AI` 4 y f,, 5:.. a .. i' y .�• ' / �� - '-f I RF3/4 , + j. L .'yl ri •.. -T.'r• �.{ ! fi r ..rite �- \� *. R S •'. - JL y Y 7 .•�+ �.F + •j4' ,� t �. .� _ L r' r 4 J ,�>L .. ' w.: 'l, < 6•.1ry,�aq:r :u ti �:+• ""�'-A. -1 1: r - 1.•1) 7 1 r.i C�. 4, a• a dF 3) CONCRETE PULLOUT Q= 0.70 SEISMIC `.. Wc,P= 1.00 CONCRETE LIKELY TO CRACK Nu // SHEETS OF Np: eh= 3.000 Nu 0.2 Nn Date: 4/20/16 FOR L•BOLTS Np = 6075.00 Nu Nn JOB NO: 19011 FOR HEADED BOLTS Np = 21864.00 1.2+0.2SDSD+ Tb Ea + f3 L. 0.2Sa Y ,tNpn= 61219 It, = 61.22 K 0.00 0.00 4) CONCRETE SIDE -FACE BLOWOUT . 0.00 0.00 FOR L -BOLTS 4,Nsb = N/A 0.00 0.00 HOR HEADED BOLTS: 0.4 hef - 4.00 IN OK 0.90+1.OWb+1.6H ca,min- 14 IN -5.22 0.00 oNsb= N/A 0.99 0.00 B) SHEAR ON BOLT GROUP 0.00 0.00 1) STEEL SHEAR 0.65 0.00 OK ONsa = 30220 Ib = 30.22 K ' Y 5.43 2) BREAKOUT FOR ANCHORS NEAREST EDGE 0.75 1.38 Wec,N= 1.00 CONCENTRIC CONNECTION 0.00 0.24 Wc,V= 1.25 CONCRETE LIKELY TO CRACK 0.00 0.24 Hl DIRECTION c., - 24.00 H2 DIRECTION c„ = 14.00 1.5X q,= 21.00 1.5Xq,= 36.00 GOVERNS: 21.00 GOVERNS: 14.00 Av = 987.00 SO. IN. Ate = 3353.00 SO. IN. 0.00 Ate,= 882.00 SO. IN. A-= 882.00 SQ, IN. 1.41) AVm A'" -^SOK'-1 k-nAVwff 7ql 0.00 Wed,V = 1.00 Wed,V = 0.82 0.00 Hl SINGLE ANCHOR SHEAR STRENGTH H2 SINGLE ANCHOR SHEAR STRENGTH 0.00 Ie= 6.00 IN le= 6.00 IN OK Vb = 26363 Ib = 26.36 K Vb = 59173 Ib = 59.17 K OVcbg= 27.66 K QVcbg= 69.50 K 0.16 GROUP 4,Vcbg= 55.32 K GROUP(bVcbg= 277.99 K 0.00 3) BREAKOUT FOR ANCHOR GROUP 0.00 0.00 Hl DIRECTION e„ = 19.00 H2 DIRECTION c'„ = 29.00 c„ - 24.00 c„ = 14.00 1.5Xd„= 28.50 1.5Xc;,= 43.50 GOVERNS: 24.00 GOVERNS: 14.00 Ate= 1092.50 SO. IN. A,== 1812.50 SO. IN. 1.41) A_ = 1624.50 SO, IN. A- = 3784.50 SO. IN. 0.00 Ax, <= n AVwfOK: A,= m n AVroO..V, 0.00 Wed,V = 1.00 Wed,V = 1.00 0.00 HI SINGLE ANCHOR SHEAR STRENGTH H2 SINGLE ANCHOR SHEAR STRENGTH OK le= 6.00 IN le= 6.00 IN 5.82 Vb= 41681 Ib = 41.68 K • Vb= 78597 Ib = 78.60 K GROUPOVcbg= 26.28 K GROUP 4,Vcbg= 35.29 K 0.26 41 BLOWOUT FOR ANCHOR GROUP 0.000.26 FOR L•BOLTS Q,Nsb= N/A 1.20+1.61x. 1.6H+0.5Wh BUTTE HOR HEADED BOLTS: 0.4 hef = 4.00 IN 0.00 3 U COUNTY ,oNsb= 14 IN ¢Nsb = N/A - 0.00 ta4/ iS.d� BUILDING DIVISION 5) PRYOUT STRENGTH FOR GROUP = 0.70 0.00 , kcp = 2.00 OK APPROVED ®a \\M// Ncbg= 72669 1B SEE TENSION ABOVE 0.00 Br,1Ji 1.04 4,Vcpg= 101737 Ib = 101.74 K 0.47 0.18 TENSION SUMMARY: SHEAR SUMMARY: Hl H2 OK STEEL STRENGTH bNs= 58.12 N -0.19 STEELSTRENGTH 4,Nsa- 30.22 30.22 0.04 0.00 EMBEDMENT STRENGTH - BREAKOUT: ON b:= 54.50 0.00 0.00 BREAKOUT FOR ANCHORS NEAREST EDGE OVcbg- 55.32 277.99 OK -!EMBEDMENT STRENGTH -.PULLOUT: _ _. _.4�Npn=...61.22,. --.--_..__.__BREKOUT.FOR 0.00 FULLGROUP_._.___._ ._. . . __0Vcbg=- ..26.28 .._.35.29 0.00 0.00 EMBEDMENT STRENGTH - BLOWOUT: 4,Nsb= N/A SEISNIIC^�' 0.00 EMBEDMENT STRENGTH - BLOWOUT: 4,Vsb= N/A N/A 0.91)+1.0Wh+1.6H N NON SEISMIC GOVERNING obNn = 54.50-021 ` -8.38 EMBEDMENT STRENGTH - PRYOUT oVcpg = 101.74 101.74 0.77 0.00 0.00 0.00 0.00 GOVERNING Vnx= 26.28 ddddddS��EISMIC; 1,._ N • GOVERNING ov. 30.22 2 "7" C) INTERACTION SEISMIC' 0.00 0.00 0.2 �Nn= 10.90 , '6. 0.2.,Vnx= 5.26 - 3 , 0.2,bVny= 6.04 . 4i5�. LOAD CASE SEISMIC Vx VY Nu V 0.2 Vnx 0.2 Vny Nu 0.2 Nn Vu Vnx Vu Vn Nu Nn Z <1.27 1.2+0.2SDSD+ Tb Ea + f3 L. 0.2Sa Y 5.82 0.00 0.00 1.48 0.00 0.00 0.26 0.00 0.00 0.26 OK 0.90+1.OWb+1.6H N -5.22 0.00 -3.92 0.99 0.00 0.36 0.00 0.00 0.00 0.00 OK 1.2+0.2SDSD+ L'L Ea+fl L+0.258 Y 5.43 0.00 0.00 1.38 0.00 0.00 0.24 0.00 0.00 0.24 OK 0.9D+ 1.0Wb+ 1.6H N -5.49 0.00 -5.15 1.04 0.00 0.47 0.18 0.00 0.00 0.18 OK 1.41) N 0.85 0.00 0.00 0.16 0.00 0.00 0.00 0.00 0.00 0.00 OK 1.41) N 0.85 0.00 0.00 0.16 0.00 0.00 0.00 0.00 0.00 0.00 OK 1.41) N 0.43 0.00 1 0.00 0.08 1 0.00 0.00 1 0.00 0.00 1 0.00 0.00 1 OK 1.41) N 1 0.43 0.00 0.00 0.08 0.00 0.00 0.00 0.00 0.00 0.00 OK 3.2+0.25DSD+{16 Ea+ fl L+ 0.2Sa Y 5.82 0.00 0.00 1.48 0.00 0.00 0.26 0.00 0.000.26 OK 1.20+1.61x. 1.6H+0.5Wh N 0.17 0.00 0.00 0.03 0.00 0.00 0.00 0.00 0.00 0.00 OK 0.91)+1.0Wb+1.6H N -5.49 0.00 -5.15 1.04 0.00 0.47 0.18 0.00 0.00 0.18 OK 1.213+1.6U+1.6H+0.5Wh N -0.19 0.00 0.00 0.04 0.00 0.00 0.00 0.00 0.00 0.00 OK 1.2D+1.6Ls+1.6H+0.5Wa _N 3.99 0.00 0.00 0.76 0.00 0.00 0.00 0.00 0.00 0.00 OK 0.91)+1.0Wh+1.6H N -4.38 0.00 -8.38 0.83 0.00 0.77 0.00 0.00 0.00 0.00 OK 1.20+1.6U+1.6H+0.5Wa - N 3.63 0.00 0.00 0.69 0.00 0.00 0.00 0.00 0.00 0.00 OK 0.9D+1.OWh+ 1.6H N -0.65 0.00 -9.61 0.88 O.OD 0.88 0.00 0.00 0.00 0.00 OK 19011 RF4/4/ .._._..... ............. .... ----- --....._......._......_...._............._..._......, CRANDALL ENGINEERING ! 4955 PONmCNOSA -AY 1STEEL BUILDING FOUNDATION DESIGN I P.O. B"`C • ' 95946 RIGID FRAME WITH SLAB WOOPMES. CA , PNOIC 209-985-4646 -FAZ .."T" .._...... ........... • I MANUFACTURER: BUTLER • BUILDING NO: 16-005921 BUILDING UNE: 40 • - HENT: NVBS LOCATION: BUTTE CO, CA JOB NO: 19011.00 METAL BUILDING LOAD REACTIONS PER MANUFACTURER H. Mx V SHEERS OF_ Date: 4/20/2016 JOB NO: 19011 v13s.x WIND ADJUST= 1.00 11= 0.50 f2- 0.20 Seismic Sos• 0.53 Redundancy p- 1.30 (Set to LO if Included in Mfrs ala) D. . 2.50 FOR ANCHOR DESIGN DEAD LOAD D 3.84 CRITICAL SERVICE LOADS - ' . Wd ;=ixaa:bwow�41 0.00 f?�,OiOdtA �G;r-'9;61 ad MIN Ht . We Mx Non -Oft V t; COLLATERAL LOADS C 3.02 G-ity D 0.00 0.00 0.00 6.86 •26.69 MIN V Co - UpIIH Do 0.00 0.00 0.00 3.84 MATERIAVEJUTHI H I I I I M 1 0.00 1 0.00 1 0.00 0.00 Ef sKzvi0!606-,V F+v�o:0071Z 0.00 x -0.'143E: MIN H E 4JAWOOw14ti YAC'XA!O0' ° �''" O;067,'% 0.62 MAX V Eh UVELOADI L I I l 1 0.00 I 0.00 I 0.60---1 0.00' ROOFLOADI Lr12.08 ' Lr 0.00 0.00 - 0.00 - 1x.08 SNOW LOADS 5 S1 - ' 52 • 5a 0.00 x.0:00:-s�nOrc `-'e'O:OOMRQ .R40:065' MA%Nx S3 f, - - - Sb 0.00 lr Y0:00.+:.. 'S3Ni0:00bian PCI.6O4s'.' MINN. S4 Sc 3r:[C?0:00'Sti; ;«+O:OO:Jr` i%?0'.Ofhi O.DO MAIC V S5 Sd rt li0:OV W "t; ad0.O0;* =0M0"A. -• 0.00 MIN V . 56 ASD FOUNDATION DESIGN OUT ADJUSTED x L00 , We 0.00 4 0.-00 W,6.00'6V .r 9:61' MAX Hx ' Wb 0.00 4FAid.'001w �krb%Wei 9614 MIN Nx ' We .w0:004KA 0.00 � OAO ir- 0-%%9i6TT MAX Ht . Wd ;=ixaa:bwow�41 0.00 f?�,OiOdtA �G;r-'9;61 ad MIN Ht . We ;Ae.;:10:D0: s0:00,Ot., 0.00=9.'6xkts MAX H m -moo ASD FOUNDATION DESIGN OUT ADJUSTED x L00 , We 0.00 4 0.-00 W,6.00'6V .r 9:61' MAX Hx ' Wb 0.00 4FAid.'001w �krb%Wei 9614 MIN Nx ' We .w0:004KA 0.00 � OAO ir- 0-%%9i6TT MAX Ht . Wd ;=ixaa:bwow�41 0.00 f?�,OiOdtA �G;r-'9;61 ad MIN Ht . We ;Ae.;:10:D0: s0:00,Ot., 0.00=9.'6xkts MAX H Wf _ ff',.Wb.'00'%.,e't, iA4;0.'00764 0.00 X9:61 %, MIN H ' ...0.00 W .. l'..''O:OD'..irX,% 4- ir.'0;00'A`?: V40.00` A MAX V Wit •26.69 MIN V E. 0.00 0: .00 faO.'00"ti+3 W14,'lF NO H. _ Eb 0.00 4ri5A.00P.,x,: gfA6lo0 '-0154 MIN Hx •. Ec 0.00 iS,C''O.WT 7� 4..''t-A!'14l+�.,£ MAX Ht ' Ed DI00>i't 0.00 j : O610.✓0 ArklWIA ,, MIN Ht Ee ,i��W6.00Pgf, t4, 000ib�` 0.00 Ql 0.io% MAX H Ef sKzvi0!606-,V F+v�o:0071Z 0.00 x -0.'143E: MIN H E 4JAWOOw14ti YAC'XA!O0' ° �''" O;067,'% 0.62 MAX V Eh t' l' 0'.00, +ta S.' O.'00. 4.F 13*0.00sm -0.96 MIN V CAL ASD FORCES TO FOOTING TY0:00, •11.90 ;f;u0:00'r°.. 15.92 •13.71 HxMIN/MAX Id .:yrr':HiiG+`�?;frHz=)1tr':rJ: Y: '=,' LOAD CASE Lcp MAXW D 0.00 IOAO� V k.0:O03KI �:�6 MI- . , D 1 MINW D 0.00 :f$ 0 000 jS,aM.00= i 6180K,,�, D 1 MAX W Do 1 0.00 1 ftO OOws Ze0:0OW I rI°,Q3?84'�fl IV I D 1 MIN W Do 1 0.00 $'k0:00.1"9�0:00lg";'rsi."�3763iie1? - D 1 BUTTE COUNTY BUILDING DIVISION APPROVED Hx±Ht MIN MAX MAX W D 51rf0!00 0:00 0.00 Kr6i88iyis% D 1 MIN W/ OR va-c l "OdAgri 0.00 'vniwyA D 1 MAXw Do ? n.0o ee:�o`uogz 2.00 aT85 D 1 M. Doo.ao rhP5��3:eair 2 1 - - MIN W/ D .,.<'O:OOT$i •'i0:00°e+"J MAX W Do Z!, Ma 400. MINW Do{','3�01�..'�5:`:.O:OO;s,''„ss0:00�d.'C TY0:00, •11.90 ;f;u0:00'r°.. 15.92 •13.71 19011 RF 1/4 ASD FOUNDATION DESIGN ` - • SHEET ,�,� OF_ MATERIALS AND ALLOWABLE STRESSES: _ Date: 4/20/16 SOIL' BEARING CAP: 1.5 KSF JOB NO: 19011 WIDTH INCREASE: 0% PER FOOT IN EXCESS OF ` DEPTH INCREASE: 0% PER FOOT IN EXCESS OF V " CONCRETE: fc = 2.5 KSI @ 28 DAYS REINFORCING: Fs = 20.0 KSI WT= 0.15 KCF ALTERNATE CONCRETE DESIGN CONSTANTS: N= 10.0 /" • 1= 0.9 (ASSUMED FOR APPROXIMATE MR CALCULATIONS) r/// SLAB: iSIA�'B THICKNESS 6 INCWES,,, � - '^��` WEIGHT OF SLAB TO RESIST UPLIFT: - SLAB Mr = Fs x As x T/2 x 1/12 = 0.600 K- FT ' + SLAB WT= 0.075 KSF " EFFECTIVE SLAB WIDTH = SQRT( 2 x Mr/ WT) = 4.00 FT EFFECTIVE SLAB WEIGHT = WIDTH Wt = 0.300 K/LF FOOTINGS &THICIENEO SLAB EDGE fSIDEVYALLcPERIMEfER3FOOTiNGNTHIIXENED+SIAB' �'�T ai.�?."�',•i�a.isc�nv�5i'ri��•�a,.a�.,.. :tc?�•> �:".. �? � _.,� _ � __;� .. __ r f» - � COMBINEDWEIGHT OF PERMITER AND SLAB TO RESIST UPLIFT: • _ FOOTING WF=Wf- 0.150 KLF SLAB%rr Ws= ' ' 0.300 KLF TOTALWF=Wf+W; 0.450 PERIMETERMr=FsxTOPA3x(d-2")xj/12= -3.00 K -FT - EFFECTIVE PERIMETER L=SQRT(2x Mr/WT)= 3.6S FT �V FOR 2 -SIDES TOTALWF=2x LxTOTALWT 329 K w M PRIGIDIFRAMEF.00TING # Oy�£2rj" � •F^ s _.. �T �`�"`f � \1!`',/J t 4 « F•y„ RECTANG aINFORUNG:?,yu 4y TOPS N0� TOTAL OF>�` �6 rtTOP Az 120SQ INk 1 �' BOTTOM. 'It4"- TOTAL OF„�. . 6�'��BOT{.:hs ,�,r1.20 `'G SQgN • UPLIFT ON FOOTING: _ WEIGHT: FOOTING= 17.00 K SLABATFOOTING=3.00 ! OVERBURDEN @ 120 PCF=• - 0.40 _ PERIMETER FOOTING AND SLAB= 3.29 ' TOTAL DEAD WEIGHT= 23.69 , X0.60= 14.21 K .. MAXIMUM FRAME UPLIFT= 13.71 K,Ok;,;< VVV SOIL BEARING: MAXIMUM VERTICAL FOOTING LOAD= 18.94 K AREA 30.00 SO. FT. _ - INCREASE IN BEARING FOR WIDTH= 0% _ INCREASE IN BEARING FOR DEPTH = 0% ' ALLOWABLE SO IL PRESSURE= 1.50 KSF - APPLIED SOIL PRESSURE = r 0.63 KSF BENDING STRESSES IN CONCRETE AND REINFORCING: ^ - POSITIVE BENDING IN FOOTING CANTILEVER FOOTING LENGTH = L/2 = 5.00 FT. - POSITIVE MOMENT =SP x W x L^2/2= 31.57 K -FT � P= 0.10% K= 0.1417 J= 0.9528 fs= 7.4 KSI Fs= 20.0 KSI •0;.n.. . , fc= 99 PSI - F'c= 1125PSI NEGATIVE BENDING IN FOOTING- MOMENT DUE TO PERMITER FTG 16.43 K -FT"__•... _ _. .-_.._-... _ .._-..�....^._._._y..._.,.,_ �._....- _.,. MOMENT DUE TO FOOTING WT= 21.25 K -FT a TOTAL NEG. MOMENT= ` 37.68 K -FT , P= 0.09% K= 0.1449 J= 0.9517 f,8.8 KSI Fs= 20 KSI , ,y.,• OK} r fc= 111 P51 F'c= 1125 P51 'OKE - HAIRPIN FRAME TIE ANGLE AT TO SIDEWALL- ,45 DEG MAX. TENSION TO SLAB = 0.00 K ' REO'D As 0.00 SQINTOTAL=` 0.00 SQIN/EA SIDE PROVIDED STEEL: 0 TOTAL 0 AS= #N/A SQ IN/EA SIDE REQ'D SPREAD FOR HAIRPIN =, 0.0 FEET/EA SIDE TOTAL REQUIRED HAIRPIN LENGTH= 0.00 FEET .. .. 19011 • '. RF 2/4 {.. BUTTE COUNTY . + BUILDING DIVISION APPROVED JOB NO: 19OU i•- 1 • _ ( f_ ��• Hr IN/MAX- �M sC FMBEDMEN`81-h„ ^a�.�� .x..t 4�:.iiry1'Y'' `S`� - � s10K'� INCHES ChAi:MT}�CONC DEPTHI'm 48S,ya7'a! <O" �� _1 " •µ ' . MAX W D T`•O.00v:3 . 0.00: V,214d 001 `z C,v' 9 60 " . AAD - 1 , � MIN W D ,. !. 0`.OUxf''L . O.W. :: u0 00fh �` %lz9f60`I..,% .. 1.4D -: 1 '. a � t DOES:N40 MAX W Do ,Pb!bovl 0.00 'G•R00, _%V0 M8 ,j L4D _•Y. -.MIN W Do., ",.i0:01)'C;3 OAO.. ?12 d.00.*_ .,.�.•§5.38.`'L L4D .. ' CINCHES, + . , .. HviH[MIN/MAX . - .. •.«- ti _ '� - • ., , • v ,,� `. .7 .. .. MAX W OR ,,•`,h;U:061A s .00•:3 0.00 0:419.66&14 ? 14D 1 .- ,? - -, - • , s _ . ,., '' ' : MIN W D E ?O:OOb"k'sza0':003.. 0.00 ""''•9:60fUt ` - 1.4D • .ir - o- r • MAX W Do C..'0 00.,•.:� 0.00 0:•"r'+•*.5�38ct$�: 14D '+ FACTORED FORCES TO Do - ,�,Or00i'S .. - iT�?MINW 0.00 58 L40 1 •, a: f r' y LOAD CASE Hs NX-Hsa. N: HX4Mz VERT.. 0.00 0.00 ' 0.00 9.60 VMIN/MAX . - .1.4D MAX W D - ?4 0:00>':Ts :'; O.OD��:; :. O.00k`Se 2256 1.2D. L6L, 1.6H+111. -7 L0:00$$ x OOOi$YNa+000.!`= -2052 0.9D+1.OWh 1.6H '131 - 1.40 - MAX W Do °"` O66W VEC DO:a3 gXlOOD , < 13.94 - L2D+L61r+16H+f1L' 7 "L, .I 4' J MINW Do -23.23." 0.91)+JAM 16H L32 ' r •_ AA 1.4D:'. 16 • 6 ,. ♦. 7 9 14D. 0.00 0.00 0.00 D.00 .9.60- 0.00 0.00- - 0.00 0.00 5.38'k 0.00 0.00'. 0.00 _ ...0.00 .:5.38. 0.00 0.00 0.00 0.00 --9.60 ..r 0, v, Nz" 'g 1 .r� � " }' •'` .•;• . �-�R eY " -' f 1.40 ry ANCHOR BOLT DESIGN- AC1318-05. APPENDIXD - 1.41) - ,• 30- 11 331.2D+1.6Lr+1.6H+i1L s-• "PSI +- 1� 'C' ' 0.00 •0.000.00 - 0.00. -.'9.60 0.00 0.00 0.00' 0.00 5.38 -0.00 0.00 0.00 0.00 - 5.38 0.00 0.00' 0.00 " .0.00 27.56 _q [ fc 3000 SDC ON ABOVE Y 1.4D - 58000 - PSI (A-307 BOLTS). , L :SEISMIC RED = 0.75 0.00 0.00 000 0.00 20.52. y 'r •>�_. • 15 16 • 1.2D+1.6Lr+1.6H+f1L. `ua,•R�y. �M sC FMBEDMEN`81-h„ ^a�.�� .x..t 4�:.iiry1'Y'' `S`� - � s10K'� INCHES ChAi:MT}�CONC DEPTHI'm 48S,ya7'a! <O" �� 'kf.-r • - s 7 a .�' - ` ,:• ay '{r0 �'^ j y SSI 24 s, WWI. DOES:N40 �WRGERREIV0�614NG TIErBOL TO - CTURE YOR!N)73. ' CINCHES, 4! �a INCHES,va+.`.t ,5,` .�.�• a157k17 4 - :. SHEAR ANGLE AREA: 0 5q• IN. CONCRETE Hsa =S t�0.00:' K ♦ -- •L.+ "--'- -" - `- _ _ a - s � 6 �, .- T `STEEL Hsa b 0.0 K O>i Ca3 G� YC4 ..:� ,i • .ir - o- r • '+ FACTORED FORCES TO A.B. - '± SHEAR + ' h - vrj f r' y LOAD CASE Hs NX-Hsa. N: HX4Mz VERT.. 0.00 0.00 ' 0.00 9.60 - .1.4D 2 s . , 3 ' ' - 1.41) .0.00 0.00 0.00. 0.00. .: 0.00'. 9.60 0.00 0.00' 0.00 '. 0.00 ; 5.38 krt �If - 1.40 - - 4 ,. .. 5, 1.413 0.00. .'0.00; ": 0.00 0.00' 5.38- .'0.00 0.00- 0.00. 0.00 '9.60,a "L, .I • O O 1. 3, ' r •_ AA 1.4D:'. • 6 ,. ♦. 7 9 14D. 0.00 0.00 0.00 D.00 .9.60- 0.00 0.00- - 0.00 0.00 5.38'k 0.00 0.00'. 0.00 _ ...0.00 .:5.38. 0.00 0.00 0.00 0.00 --9.60 ..r 0, v, Nz" 'g 1 .r� � " }' •'` .•;• . �-�R eY " -' f 1.40 1.4D ., - 1.41) - ,• 30- 11 331.2D+1.6Lr+1.6H+i1L 1.4D - ' 0.00 •0.000.00 - 0.00. -.'9.60 0.00 0.00 0.00' 0.00 5.38 -0.00 0.00 0.00 0.00 - 5.38 0.00 0.00' 0.00 " .0.00 27.56 _q [ i yam, - - 1:4D 1.4D - .. - 14 0.90+d.OWh+1.6H 0.00 0.00 000 0.00 20.52. •>�_. • 15 16 • 1.2D+1.6Lr+1.6H+f1L. ... 0.00 0.00 000 0.00 .23.94. 0.00 0.00 43.23 ♦. - a ' 0.91)+1.OWh+1.6H - A) TENSION ON BOLT GROUP • _ + - 3) STEEL STRENGTH (c�Nn) - _ .- 4. + 0.75 r• ' 4. a ;.,t '�.. •�� + -i2 + J r r t'+' n :i •"1 ¢Nsa= 58116 I¢' 58 K „r k' 2) CONCRETE BREAKOUT DJUSTED hef ADJUSTED -v . 1 UTE C®UN� BUTTE 1.5 c N ` r 1`0..754.: cI•N+ T pB•yq 4112 2900; IDINGDI\IS.0N•#' 5I7 A�c-.'1189 ,EDGE `y8.00 SCL IN. ,t' a A_=. 576 SO. IN:�`• a � ; ANco�OWecN . APPROVED 1.00 .CONCENTRIC CONNECTION- ' d AA�,c=n -.t �$ Wed,N .,mIn 12 IN 1.5 %hef = ✓ `15" IN „tial - ,., f • y' 4 • •" .. • Wed,N = .' 0.94 VI • -x \ C ` + -' • , " 4. • + Wc,N `' 1.00 .CONCRETE LIKELY TO CRACK'+ ; • - 7 I . ,ys, t i Wcp,N : ^ 1.00' _ CAST IN PLACE: ANCHORS '4° ' .�` r , { fr ,, 3 I `.. - . Nb- .29745 v '43287 Ib.•c ,y t%. .. kc= 24�^' FOR CIPS t T Y.'. 4 -y ;` •a ' bNcbg= Ib' 43.29: K ., " - _ 19011: J" RF 3/4 - ri -ae, ." n , n• *._ it �.. � q *'. c . `4 3) CONCRETE PULLOUT Qt= 0.70 V , N1 Wc,P= 1.00 CONCRETE LIKELY TO CRACK Vu Vnx SHEET K OF_ Np: eh= 3.000 <1.27 Date: 4/20/16 N FOR L -BOLTS Np = 6075.00 0.00 JOB NO: 19011 0.00 FOR HEADED BOLTS Np = 21864.00 0.00 0.00 ,bNpn= 61219 Ib = 61.22 K 1.41) N 4) CONCRETE SIDE -FACE BLOWOUT 0.00 0.00 0.00 FOR L-BOLTSoNsb= N/A 0.00 0.00 HOR HEADED BOLTS: 0.4 hef = 4.00 IN N 0.00 DAD w,min= 12 IN 0.00 0.00 0.00 4MN b = N/A 0.00 OK B) SHEAR ON BOLT GROUP N 0.00 0.00 1) STEEL SHEAR ¢ = 0.65 0.00 0.00 .tNsa= 30220 Ib = 30.22 K OK 1.41) 2) BREAKOUT FOR ANCHORS NEAREST EDGE _ 0.75 0.00 Wec,N= 1.00 CONCENTRIC CONNECTION 0.00 0.00 Wc,V= 1.25 CONCRETE LIKELY TO CRACK OK IAD HI DIRECTION c„= 24.00 ' H2 DIRECTION c„= 12.00 0.00 1.5X4,= 18.00 1.5 Xc„, 36.00 0.00 GOVERNS: 18.00 GOVERNS: 12.00 Ate= 738.00 SO, IN. An= 1189.00 SQ. IN. 0.00 A.=, = 648.00 SO, IN. A_ = 648.00 SO. IN. OK A,t c= n AVmJFy;OKi . AK r_ n AV=g O 0.00 0.00 Wed,V = 1.00 Wed,V = 0.80 0.00 HI SINGLE ANCHOR SHEAR STRENGTH H2 SINGLE ANCHOR SHEAR STRENGTH le= 6.00 IN le= 6.00 IN DAD Vb = 20921 Ib = 20.92 K Vb= 59173 Ib = 59.17 K 0.00 4ftbg = 22.34 K bVcbg = 81.43 K OK 1.41) GROUP tbVcbg= 44.67 K GROUPoVcbg= 325.73 K 0.00 3) BREAKOUT FOR ANCHOR GROUP 0.00 0.00 0.00 HI DIRECTION „= 17.00 H2 DIRECTION c'„= 29.00 N 4, = 24.00 4, = 12.00 0.00 1.5 Xc;,= 25.50 1.5Xc;,= 43.50 GOVERNS: 24.00 GOVERNS: 12.00 An= 926.50 SQ, IN. AK= 1754.50 SO, IN. 0.00 A_= 1300.50 SO, IN. A_= 3784.50 SCI. IN. , OK AV, c n AV= ri- A,= r- n AV=YQK'. t.3. 0.00 0.00 Wed,V = 1.00 Wed,V = 1.00 0.00 HI SINGLE ANCHOR SHEAR STRENGTH H2 SINGLE ANCHOR SHEAR STRENGTH le- 6.00 IN le= 6.00 IN 0.00 Vb = 35276 Ib = 35.28 K Vb = 78597 Ib = 78.60 K 0.00 GROUP,pVcbg= 23.56 K GROUP gWcbg= 34.16 K OK1.21)+ 4) BLOWOUT FOR ANCHOR GROUP N 0.00 BUTTE COUNTY FOR L -BOLTS bNsb = N/A 0.00 h�'+�A V HOR HEADED BOLTS: 0.4 hef= 12 IN o,min= 12 IN OK i 1w�,' 1t.1u `v'' l{„5ALDI1 YG DIVISION ISION N ,bNsb= N/A -23.23 0.00 5) PRYOUT STRENGTH FOR GROUP 0.70 0.00 `' � P P �IY�n ®V E D kcp = 2.00 FF ' ` L� tel!! Ncbg= 57716 LB SEE TENSION ABOVE 4,Vcpg= 80802 Ib = 80.80 K TENSION SUMMARY: SHEARSUMMARY: Hl H2 L STRENGTH QtNsa= 58.12 STEEL STRENGTH �Nsa= 30.22 30.22 EDM ENT STRENGTH-BREAKOUT: rEMBEDMENT -ONcbg= 43.29 BREAKOUT FOR ANCHORS NEAREST EDGE 4,Vcbg= 44.67 325.73 STREN(-TH -PULLOUT; ONpn=61.2] BREKOUTFORFULLGROUP bVcbg= 23.56 34.16 EDMENT STRENGTH - BLOWOUT: NON SEISMIC Nsb= N A gSMIC' l GOVERNING ONn= 43.29 „ 2.47'' EMBEDMENT STRENGTH - BLOWOUT: EMBEDMENT STRENGTH - PRYOUT QVsb- N/A N/A V 80.80 80.80 SEISMIC - GOVERNING oVnxc 23.56 �6�7" GOVERNING OVny- 30.22 22.67' C) INTERACTION SEISE If. 0.24,Nn= 8.66 .6;49.- 0.24tVnx= 4.71 x!353'% 0.2 4,Vnl = 6.04 u 4..532 LOAD CASE SEISMIC Vx V Nu Vx/0.2 Vnx V 0.2 Vn Nu/0.2 Nn Vu Vnx Vu Vn Nu/ Nn 1 <1.27 1.40 N 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 1.41) N 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 1AD N 0.00 DAD 0.00 0.00 0.00 0.00 0.00 0.00 OK IAD N 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 1.41) N 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK IAD N 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK IAD N 0.00 0.00 0.00 0.00 0.00 0.00 0.00F0.47 OK IAD N 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK IAD N DAD 0.00 0.00 0.00 0.00 0.00 0.00 OK 1.41) N 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 1.41) N 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 1.41) N 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 1.21+ 1.6Lt+ 1.6H+ f1L N 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 0.91) + 1.OWh + 1.6H N 0.00 -20.52 0.00 2.37 0.00 0.00 0.47 OK1.21)+ 1.6Lr+ 1.6H+ f1L N 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 0.9D+1.0Wh+1.6H N 0.00 -23.23 0.00 2.68 0.00 0.00 0.54 0.54 OK 19011 RF4/4 4 �. .. 'i� � . q`t`r '��`' �n' +� s �o�� t,4 � :k �t- sur�ER Butler Manuf-turing Letter of Certification 16-005921 Date: =1/ 11/2016 Time: 11:16 AM Page: 1. of 2 LeEfer of Gerhficahon � `"' Contact: Project: Gerald Fillmore - Fillmore Farms Name: North Valley Building Systems, Inc. Builder PO #: Address: 30 Seville Court Jobsite: 459 W. Evans Reimer Rd City, State: Chico, California 95928 Country: United States City, State: Gridley, California 95948 County, 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 Shape Overall Overall Width Length Floor Area (sq. ft. Wall Area (sq.ft. Roof Area s . ft. Max. Eave Height Min. Eave Height 2 Max. Roof Min. Roof Peak Pitch Pitch Hei ht Addition 124/0/0 60/0/0 7440 11219 7466 29/0/0 28/6/0 1.000:12 1.000:12 33/11/0 Loads and Codes - Shape: Addition City: Gridley County: 'Butte State: California Country: United States Building Code: California Building Code - 2013 Edition Structural: 10A1SC - ASD Rainfall: 1: 0.10 inches per hour Based on Building Code: 2012 International Building Code Cold Form: 12AISI - ASD fc: 3000.00 psi Concrete Building Risk/Occupancy Category: II (Standard Occupancy Structure) Dead and Collateral Loads Collateral Gravity:3.00 psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: Vult: 110.00 (Vasd: 85.21) mph The'Envelope Procedure' is Used Wind Exposure: C - Kz: 0.975 Parts Wind Exposure Factor: 0.975 Wind Enclosure: Enclosed Topographic Factor: Kzt: 1.0000 NOT Windbome Debris Region Base Elevation: 0/0/0 Roof Covering + Second. Dead Load: Varies Frame Weight (assumed for seismic):2.50 psf Snow Load Ground Snow Load: pg: 0.00 psf Flat Roof Snow: pf. 0.00 psf Design Snow (Sloped): ps: 0.00 psf Rain Surcharge: 0.00 Exposure Factor: 2 Partially Exposed - Ce: 1.00 Snow Importance: Is: 1.000 Thermal Factor: Unheated - Ct: 1.20 Ground / Roof Conversion: 0.70 Unobstructed, Slippery Primary Zone Strip Width: 2a: N/A Parts / Portions Zone Strip Width: a: N/A Basic Wind Pressure: q: 25.68 psf 0 "�r BUTTE eU_ WF OUNW NEV91:60 ENT-AVICES COUNTY RE g MAY 0 4 2016 CO P I N` DEVELOPMENT / / BY'' c a Roof Live Load Roof Live Load: 20.00 psf Reducible Seismic Load Mapped MCE Acceleration: Ss: 60.00 %g Mapped MCE Acceleration: Sl : 27.00 %g Site Class: Stiff soil (D) Seismic Importance: Ie: 1.000 Design Acceleration Parameter: Sds: 0.5280 Design Acceleration Parameter: Shc: 0.3348 Seismic Design Category: D Seismic Snow Load: 0.00 psf % Snow Used in Seismic: 0.00 Diaphragm Condition: Flexible Fundamental Period Height Used: 28/9/0 Transverse Direction Parameters Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.4112 R -Factor: 3.50 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1509 x W ' D SERVICES Longitudinal Direction Parameters {�Redundancy Factor: Rho: 1.30 IN `�,�� PLIA un90@ntal Period: Ta: 0.2483 c0i k1��,`�'t.tJ�i- KI actor: �a actor: 3.25 am �/ O O0v rstrength Factor: Omega: 2.00 MAY 3 1 O� n I�� flection Amplification Factor: Cd: 3.25 Y , Base Shear: V: 0.1625 x W `t 3 I fd�a N� Vd ! lfle Building design loads and govern bbr R V gQYd�eE��I� the Builder and is not validated by Butler �Manufacturing, a division of. BlueScope Buildings North America, �e �is��lrsibTttfor contacting the local Building Official or project Design Professional to obtain all code and loading information for this specific ffuiiding site. The design of this building is in accordance with Butler Manufacturing, a division of BlueScope Buildings North America, Inc. design practices which have been established based upon pertinent procedures and recommendations of the Standards listed in the Building Code or later editions. This certification DOES NOT apply to the design of the foundation or other on-site structures or components not supplied by Butler Manufacturing, a division of BlueScope Buildings North America, Inc., nor does it apply to unauthorized modifications to building components. Furthermore, it is understood that certification is based upon the premise that all components will be erected or constructed in strict compliance with pertinent documents for this project. Butler File: 1.6-005921-01. Version: 2015.2d .Butler Manufacturing. a division of BlueScope Buildings North America, Inc. BUTLER Date: 4/11/2016 Butler Manufacturing ° Letter of Certification 16-005921 - Time: 11: I6 AM Page: 2 of 2 Manufacturing, a division of B1ueScope 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. Date: 04 9 D Engineer in responsible charge Z C 67794 o ` � CIVIV ` i O�O��P F CALF BUTTE COUNTY BUILDING DIVISION APPROVED File: 16-00592 1-01. Version: 2015.2d Butler )Manufacturing. a division of BlueScope Buildings North America, Inc. III FILE COPY {J} C } r n pp ?yi 4. ,I k r a1 # � t ., 1F s ' A i u. 14 4 G7 . BP# - (-) $i g A Assessor's Parcel Enclosed in the envelope are the following items: Residential Construction Req. _ Title 24 Energy Calculations _ Engineered Truss details Structural calculations Soils Investigation Report _ CDF/Cal Fire CBC 7A Information Flood Elevation Certificate/Flood plain Declaration Special Inspection Sheet _ BCQMD Rule 207 Form .. . _ Slope Setback attachment L CIr D'P-oj! Roe Fi�A7ui.+ FILE COPY {J} C 4. ,I k r s" A i u. 14 4 tty,,. yy4 Date: 4/1.1/201.6 BurcErla Butler Manutectu,trnp Calculations Package 16-005921 Time: 11:16 AM Page: 49 of 77 Fig Width in.) 61 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> Weight ) 62 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> 1 63 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ 28.35 64 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG - 3P 65 System Derived 1.000 1.0 D + LO CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 9.00 66 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB SS 67 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 9.00 68 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB SS 69 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + E> + EG- + <EB 0.1345 70 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU .+ E> + EG- + <EB 55.00 71 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG: + 0.91 <EB D + CU + <E + EG- + <EB '0.1345 72 System Derived 1.000 0.6D+0.6CU+0.91<E+0.7EG- +0.273<EB - D + CU + <E + EG- + <EB 55.00 73 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.? EG+ D + CG + <EB + EG+ 5.00 74 Special 1.000 0.6D+0.6CU+1.75 <EB +0.7EG- D + CU + <EB + EG - Frame Member Sizes Mem. No. Fig Width in.) Fig Thk in.) W�ebThk Depthl (in.) Depth2 in.) Length ft) Weight ) Fig Fy ksi) Web Fy ksi) Splice 1t.1 Codes Jt.2 Shape 1 5.00 0.1345 No 11.00 11.00 28.35 279.5 55.00 55.00 BP CP 3P 2 5.00 0.1345 0.1345 9.00 9.00 4.00 40.2 55.00 55.00 SS SS 3P 3 5.00 0.1345 0.1345 9.00 9.00 15.38 131.8 55.00 55.00 SS SS 3P 4 5.00 0.1345 0.1345 9.00 9.00 5.36 45.9 55.00 55.00 SS SS 3P 5 5.00 '0.1345 0.1345 9.00 9.00 3.74 36.1 55.00 55.00 SS SP 3P 6 5.00 0.1345 0.1345 9.00 9.00 15.99 141.2 55.00 55.00 SP SS 3P 7 5.00 0.1345 0.1345 9.00 9.00 5.40 46.3 55.00 55.00 SS SS 3P 8 5.00 0.1345 0.1345 9.00 9.00 8.63 78.6. 55.00 55.00 SS SP 3P 9 5.00 0.1345 0.1345 9.00 9.00 11.44 102.6 55.00 55.00 SP SS 3P 10 5.00 0.1345 0.1345 9.00 9.00 3.22 27.6 55.00 55.00 SS SS 3P 11 5.00 0.1345 0.1345 9.00 9.00 5.40 46.3 55.00 55.00 SS SS 3P 12 5.00 0.1345 0.1345 9.00 9.00 16.97 149.5 55.00 55.00 SS SP 3P 13 5.00 0.1345 0.1345 9.00 9.00 2.72 27.4 55.00 55.00 SP SS 3P 14 5.00 0.1345 0.1345 9.00 9.00 5.40 46.3 55.00 55.00 SS SS 3P ,15 5.00 0.1345 0.1345 9.00 9.00 15.04 128.9 55.00 55.00 SS SS 3P 16 5.00 0.1345 0.1345 9.00 9.00 4.34 43.1 55.00 55.00 SS SS 3P 17 • 5.00 0.1345 0.1345 10.00 10.00 27.85 260.8 55.00 55.00 BP CP 31' 18 5.00 0.2500 0.1644 10.00 10.00. 29.62 425.0 55.00 55.00 BP CP 3P 19 5.00 0.2500 0.1644 11.00 11.00 31.70 473.0 55.00 55.00 BP CP 3P 20 5.00 0.2500 0.1345 11.00 11.00 31.20 432.6 55.00 55.00 BP CP 3P 21 5.00 0.2500 0.1345 11.00 11.00 29.12 404.8 55.00 55.00 BP CP 3P Total Frame Weight = 3367.5 (p) (includes all plates) Frame Member Releases Member Joint 1 Joint 2 1 No Yes 17 No Yes 18 No Yes 19 No Yes 20 No Yes 21 No Yes Boundary Condition Summary Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 '17 124/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 18 25/0/0 010/0. Yes Yes No 0/0/0 0/0/0 0.0000 19 50/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 20 74/0/0 0/0/0 Yes. Yes No 0/0/0 0/0/0 0.0000 21 99/0/0 0/0/0 1 Yes I Yes No 010/0 0/0/0 0.0000 File: 16-005921-01'• i ,.>> Vert4t�0MEd�®u�� Butler Manufacturing, a divisic,;n of I3lueScope Buildings North America, Inc. BUILDING DIVISION APPROVED BurtsR . Butler Manutaaturi�q Calculations Package 16-005921 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactared Load Tvne at Frame Crass Sectinn: 1 Date: 4/1.1/201.6 Time: 11:16 AM Page: 50 of 77 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 0/0/0 l -G 8X12 0.375 4-0.750 100'-0" Interior Column 25/0/0 1-F 8X11 0.375 4-0.750 100'-0" Interior Column Interior Column Interior Column 50/0/0 74/0/0 99/0/0 1-E I -C 1-B 8X12 8X12 8X12 0.375 0.375 0.375 4-0.750 4-0.750 4-0.750 100'-0" 100'-0" 100'-0" Load Type Desc. Hx I Hz Vv Hx Hz I Vy Hx Hz Vv Hx Hz Vy Hx Hz V D Frm Frm 1.63 0.51 <L 1.08 1.63UT'g'� 1.03 0.99 ASL ^ 1.05 CG Frm 1 �/ ^ASL 0.24 1.84Bf' 0.64 W2> 0.56 0.56 0.64 L> Frm -1.63 1.63 WPL Frm-1.81 4.28 3.71 3.71 Frm -1.81 4.29 <L Frm MW Frm - 1.63 4.28 Frm 1.71 3.71 3.71 4.29 ASL^ Frm -0.22 Frm 2.21 1.89 1.89 - 2.21 ^ASL Frm 1.85 2.07 1.82 1.82 2.08 W2> Frm -2.18 -1.62 -4.90 -3.84 -1.69 -1.90 <W2 Frm 0.68 -0.79 -1.82 -2.08 -4.19 -4.84 WPL Frm 1.84 -1.63 -3.88 -3.44 -5.70 -6.89 WPR Frm 1.84 -2.72 -6.97 -5.18 -3.20 -3.94 MW Frm - - - - - - MW Frm 0.02 -0.13 -0.08 0.02 MW Frm - - - - MW Frm -1.74 0.17 0.03 -0.14 -0.08 0.02 CU Frm - - - - - - WI> Frm -1.18 -2.46 6.51 -6.93 6.96 -5.40 6.82 -3.32 6.37 -3.92 <W1 Frm 1.69 -1.63 -5.86 -3.85 -6.26 -3.64 -6.14 -5.82 -5.73 -6.86 L Frm - 1.63 - 4.28 - 3.71 - 3.71 - 4.29 E> Frm -0.27 - 0.88 - 0.87 - 0.87 - 0.87 - EG+ Frm - 0.06 - 0.17 - 0.15 - 0.15 - 0.17 <E Frm 0.27 - -0.88 - -0.87 - -0.87 - -0.87 - EG- Frm - -0.06 - - -0.17 - -0.15 - -0.15 - -0.17 WBI> Brc 0.36 -5.90 -11.79 0.01 - -4.82 -4.85 0.01 4.81 0.01 - <WBl Brc -0.19 - 24.50 -0.01 -0.70 -0.01 5.02 4.84 -4.78 -0.01 -0.61 WB3> Brc 0.36 -5.49 -11.35 0.01 - -4.82 -4.91 0.01 4.87 0.01 - <WB3 Brc -0.19 - 25.63 -0.01 -0.73 -0.01 5.09 4.84 -4.83 -0.01 -0.67 MWB Brc 0.41 -15.47 -30.91 - - - -0.06 - -0.03 - - MWB Brc 0.14 - - - 3.03 3.09 -3.03 ; MWB Brc - 31.94 -0.91 0.17 - 0.14 -0.80 MWB Brc 0.16 - - -3.19 -3.09 3.09 - EB> Brc 0.18 -4.93 -11.53 - -1.27 -1.68 1.65 - <EB Brc -0.03 11.12 -0.32 1.74 1.28 -1.63 -0.28 Type Exterior Column X -Loc 124/0/0 Gridl -Grid2 l -A Base Plate W x L (in.) 8 X 1 1 Base Plate Thickness (in.) 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 Column Base Elev. 100'-0" Load Type Desc. Hx I Hz V D Frm 0.49 CG Frm 0.24 L> Frm 1.63 <L Frm 1.63UT'g'� -OU ASL ^ Frm -0.22 1 �/ ^ASL Frm - 1.84Bf' ®�� DIVISIC " I W2> Frm -0.67 -0.78 l,� <W2 Frm 2. -1.63 p WPL Frm-1.81 - -2.72 a APPR WPR Frm -1.81 -1.62 MW Frm - - MW Frm 1.71 0.17 MW Frm - - MW Frm File: 16-005921-01 Version: 2015.24 Butler Manufacturing, a division of IilueScope Buildings North America, Inc. � r BUTLER a-1�,Mo-�1�1�,1� .�._....��,,... Horizontal Load Reaction (k) k) - Calculations, Package 16-005921 Date: 4/1.1/201.6 Time: 11:16 AM Page: 51 of 77 0.0 CU Frm - CG 0.0 0.0 2.9 2.9 L> 0.0 0.0 19.2 W I> Frm -1.66 ' - -1.61 19.2 ASLA 0.0 0.0 7.8 7.8 AASL <W 1 Frm 1.16 11.5 -2.47 5.4 5.4 14.7 14.7 <W2 5.2 5.2 L Frm - 0.6 1.63 24.3 24.3 WPR 0.5 0.5 -. 23.6 23.6 E> Frm -0.27 - - MW 3.9 3.94 0.0 1 MW 0.0 EG+ Frm - MW 0.06 ' 0.0 0.0 CU 0.0 0.0 0.0 <E Frm 0.27 5.4 - 23.6 <W1 5.2 5.2 24.3 24.3 L EG- Frm - 19.2 -0.06 1.7 1.7 0.0 0.0 EG+ 0.0 0.0 WBl> Brc -0.05 -5.54 -10.88 0.0 0.0 EG- 0.0 0.0 0.8 0.8 <WB1 Brc -0.15 - 23.67 <WBI 0.0 0.3 0.0 47.1 WB3> 0.0 WB3> Brc -0.08 _-5.94 -12.75 0.3 0.0- 50.4 MWB 0.0 0.0 0.0 <WB3 Brc -0.15 - 25.91 0.0 MWB 0.0 0.0 0.0 61.6 MWB MWB Brc -0.56 -15.61 -30.63 0.0 .0.0, 0.0 21.5 <EB 0.0 0.1 MWB Brc 0.11 - - MWB Brc - 31.08 MWB Brc 0.12 , EB> Brc -0.16 -4.93 -9.96 <EB, Brc -0.03 10.80 Sum of Forces with Reactions Check - Framing Load Type Horizontal Load Reaction (k) k) Vertical Load Reaction (k) k) D 0.0 0.0 5.2 5.2 CG 0.0 0.0 2.9 2.9 L> 0.0 0.0 19.2 19.2 <L 0.0 0.0 19.2 19.2 ASLA 0.0 0.0 7.8 7.8 AASL 0.0 0.0 11.5 11.5 W2> 5.4 5.4 14.7 14.7 <W2 5.2 5.2 15.4 15.4 W PL 0.6 0.6 ' 24.3 24.3 WPR 0.5 0.5 -. 23.6 23.6 MW 0.0 0.0 0.0 0.0 MW 3.9 3.94 0.0 0.0 MW 0.0 .' 0.0 0.0 0.0 MW 3.9 3.9 0.0 0.0 CU 0.0 0.0 0.0 0.0 W 1> 5.4 5.4 23.6 23.6 <W1 5.2 5.2 24.3 24.3 L '0.0 0.0 19.2 19.2 E> 1.7 1.7 0.0 0.0 EG+ 0.0 0.0 0.8 0.8. <E 1.7 1.7 0.0 0.0 EG- 0.0 0.0 0.8 0.8 WBI> 0.0 0.4 0.0 22.7 <WBI 0.0 0.3 0.0 47.1 WB3> 0.0 0.4 0.0 24.1 <WB3 0.0 0.3 0.0- 50.4 MWB 0.0 0.0 0.0 61.6 MWB 0.0 .- 0.3 0.0 0.0 MWB 0.0 0.0 0.0 61.6 MWB 0.0 0.3 0.0 0.0 EB> 0.0 .0.0, 0.0 21.5 <EB 0.0 0.1 0.0 21.4 BUTTE ' Al PROs Maximum Combined Reactions Summary with Factored Loads - Framing ' X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom ew 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 1-G 1.31 9 1.32 39 -9.28 51 - 19.91 64 20.25 73 25/0/0 1-F 0.01 42 0.01 39 3.51 18 3.90 17 3.95 43 6.22 5 50/0/0 I -E 2.88 39 - - 3.76''` `18 4.17 17 5.40 -40 5.92 6 59/0/0 33/11/0 2.06 31 2.06 32 - - - - 74/0/0 1-C - - 2.89 42 .3.68 18 4.09 17 5.73 49 5.87 7 File: 16-005921-01 Version: 2015.2d . Butler Manufacturing, a division of `BlueScope Buildings North America, Inc. B[1TLFR' Butler Manufacturing Calculations Package 16-005921 Date: 4/11/201.6 Time: 11: 16 AM Page: 52 of 77 3.44 1124/00 0 I 1-A I 1.117 42 0.01 1 42 I 11.208 I 10 39 I 9.36 158 3.82 17 I 18.38 1 1 49 51 I 19.68 1 3 Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gage & pitch standards are based on ACI -318 Appendix D criteria for "cast -in-place" anchor rods (Min space = 4*drod) X -Loc Grid Mem. No. Thickness (in.) Width (in.) Length (in.) Stiff. Num. Of Rods Rod Diam. in. Pitch in.) Gage in.) Hole Type Welds to Flange Welds to Web 0/0/0 1-G 1 0.375 8 12 No 4 0.750 5.0 5.0 Std OS -O.1875 OS -0.1875 25/0/0 l -F 18 0.375 8 Il No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 50/0/0 1-E 19 0.375 8 12 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 74/0/0 I -C 20 0.375 8 12 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 99/0/0 1-B 21 0.375 8 12 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 124/0/0 1-A 17 0.375 8 ll No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 Pinned Base Plate Connection Loading Base Plate Connection Streneth Ratios X -Loc Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum B acingtWA Case X -Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shear Load Web Weld k) (k) Case k) (k) Case (k) k) Case k) k) k) Case 0/0/0 1.31 -0.22 9 0.30 -19.91 64 0.02 20.25 73 8.63 -19.91. 0.30 64 25/0/0 3.90 -3.51 17 - -3.95 43 - 6.22 5 0.01 -3.95 - 43 50/0/0 4.17 -2.62 17 0.01 -5.40 40 5.92 6 2.88 -5.40 0.01 40 74/0/0 4.09 -1.40 17 0.02 -5.73 49 5.87 7 2.89 -5.73 0.02 49 99/0/0 3.82 -1.72 17 - -3.91 49 6.20 8 0.01 -3.91 - 49 124/0/0 1.28 -0.25 10 0.34 -18.38 51 0.02 19.68 73 9.36 -18.38 0.34 51 Base Plate Connection Streneth Ratios X -Loc Rod Shear Load Case Rod Tension Load Case Rod V+T Load Case Rod BendingCase Load Conc. Bearing Load Case Plate Tension Load Case Plate Comp Load Case Flange Weld Load Case Web Weld Load Case 0/0/0 0.375 64 0.518 64 0.560 64 S2 0 0.191 73 0.729 64 0.353 73 0.294 64 0.294 64 25/0/0 0.169 17 0.103 43 - 0 2.000 0 0.064 5 0.120 43 0.118 5 0.089 5 0.141 17 50/0/0 0.181 17 0.140 40 S2 0 8.731 0 0.056 6 0.196 40 0.103 6 0.081 6 0.134 17 74/0/0 0.177 17 0.149 49 2.000 0 F -OS -0.1250,W -OS -0.1250,F -OS -0.1250 0 0.055 7 0.208 49 0.102 7 0.087 7 0.132 17 99/0/0 0.166 17 0.102 49 13 0 SP 0 0.058 8 0.142 49 0.108 8 0.092 8 0.123 17 124/0/0 0.406 51 0.478 51 0.535 51 Flush 3.00 0 0.202 73 0.580 51 0.374 73 0.290 51 0.290 51 Web Stiffener Summary Mem. No. Stiff. No. Desc. Loc. (ft) Web Depth (in.) h/t a/h a in. Thick. in. Width in. Side Welding Description 2 I S2 1.09 8.731 64.91 N/A N/A 0.1875 2.000 Both F -OS -0. I 250,W -OS -0. 1250,F -OS -0. 1250 4 l S2 4.94 8.731 64.91 N/A N/A 0.1875 2.000 Both F -OS -0. I 250,W -OS -0. 1250,F -OS -0. 1250 7 l S2 4.94 8.731 64.91 N/A N/A 0.1875 2.000 Both F -OS -0. 1250,W -OS -0. 1250,F -OS -0. 1250 11 1 S2 0.46 8.731 64.91 N/A N/A 0.1875 2.000 Both FAS-0.1250,W-OS-0.I250,F-OS-0.1250 14 1 S2 0.46 8.731 64.91 N/A N/A 0.1875 2.000 Both F -OS -0. 1250,W -OS -0. I 250,F -OS -0. 1250 16 l S2 3.98 8.731 64.91 N/A N/A 0.1875 2.000 Both F -OS -0.1250,W -OS -0.1250,F -OS -0.1250 Bolted End -Plate Connections late Fy = 55.00 ksi File: 16-005921-01' Butler Manufacturing, a division of BlueScope Buildings North America, Inc. a 0 End -Plate Dimensions Bolt Outside Flange Inside Flan e Mem. Jt. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches Ist/2nd Configuration Pitches lst/2nd ID Desc. in. ID Desc. in. No. No. in. in. in. in. in. 1 2 CP 0.375 6.00 12.04 0.500 A325/- 3.00 11 Flush 3.00 11 Flush 3.00 5 2 SP 0.250 6.00 10.00 0.500 A325N/PT 3.00 11 Flush 1.50 11 Flush 1.50 6 I SP 0.250 6.00 10.00 0.500 A325N/PT 3.00 11 Flush 1.50 11 Flush 1.50 8 2 SP 0.250 6.00 11.78 0.500 A325N/PT 3.00 ll Flush 6.18 31 Extended 2.75 9 1 SP 0.250 6.00 11.78 0.500 A325N/PT 3.00 ll Flush 6.18 31 Extended 2.75 12 2 SP 0.250 6.00 10.00 0.500 A325N/PT 3.00 ll Flush 1.50 11 Flush 1.50 13 1 SP 0.250 6.00 10.00 0.500 A325N/PT 3.00 ll Flush 1.50 Il Flush 1.50 17 2 CP 0.375 6.00 11.03 0.500 A325/- 3.00 ll Flush 3.00 11 Flush 3.00 18 2 CP 0.375 6.00 11.00 0.500 A325/- 3.00 11 Flush 3.00 11 Flush 3.00 19 2 CP 0.375 6.00 12.00 0.500 A325/- 3.00 ll Flush 3.00 11 Flush 3.00 20 2 CP 0.375 6.00 12.00 0.500 A325/- 3.00 11 Flush 3.00 11 Flush 3.00 21 2 CP 0.375 6.00 12.00 0.500 A325/- 3.00 11 Flush 3.00 ll Flush 3.00 File: 16-005921-01' Butler Manufacturing, a division of BlueScope Buildings North America, Inc. a 0 SL/TLER Date: 4/1.11201.6 Butler Manutoaturirgt Calculations Package 16-005921 Time: 11:16 AM Page: 53 of 77 Outside Flange Required Strength Design Strengoth Ratios Mem. Jt.Ld Ld Axial Shear Moment Bolt I Bolt I Plate Shear I Shear I Bearing Flange Web No. No. Cs k) k) in -k) Proc. Tension Shear Bending Yieldingj Rupture I Learing Weld Weld 5 2 4 -0.1 0.5 61.2 AISC DG- I6/I'hin plate 0.598 0.021 0.899 0.000 0.000 0.023 0.516 0.516 6 1 4 -0.1 0.5 61.2 AISC DG-16/Thin plate 0.598 0.021 0.899 0.000 0.000 0.023 0.516 0.516 8 2 3 0. 0.1 35.8 AISC DG-16,rrhin plate 0.349 0.007 0.525 0.000 0.000 0.007 0.516 0.516 9 1 3 OX 0.1 35.8 AISC DG-16/Thin plate 0.349 0.007 0.525 0.000 0.000 0.007 0.516 0.516 12 2 4 -0. 0.5 67.2 AISC DG- I6/I'hin plate 0.658 0.023 0.989 0.000 0.000 0.025 0.516 0.516 13 1 4 -0. 0.5 67.2 AISC DG-16/rhin late 0.658 0.023 0.989 0.000 0.000 0.025 0.516 0.516 Inside Flange Required Strength Design trength Ratios Mem. Jt.Ld Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange I Web No. No. Cs k) I (k) (in -k) Proc. Tension Shear Bending Yielding Ru ture Tearing Weld Weld 5 2 43 1.7 1.3 43.0 AISC DG- I6/I'hin plate 0.494 0.061 0.743 0.000 0.000 0.066 0.516 0.516 6 1 43 1.7 1.3 43.0 AISC DG-16/Thin plate 0.494 0.061 0.743 0.000 0.000 0.066 0.516 0.516 8 2 4 -0.1 0.6 94.9 AISC DG- I6/I'hin plate 0.387 0.019 0.752 0.218 0.288 0.017 0.516 0.516 9 1 4 -0.1 0.6 94.9 AISC DG-16/Thin plate 0.387 0.019 0.752 0.218 0.288 0.017 0.516 0.516 12 2 49 1.7 1. 58.2 AISC DG- I6/I'hin plate 0.642 0.065 0.966 0.000 0.000 0.070 0.516 0.516 13 l 49 1.7 1. 58.2 AISC DG-16/Thin late 0.642 0.065 0.966 0.000. 0.000 0.070 0.516 0.516 * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit. Member c Maximum Shear Case Maximum Tension Case Strength Ratios Mem. it. Ld Axial Shear Ld Axial Shear Bolt Bolt Bolt Plate Flange Flange Flange Web No. No. Cs k k Cs k k Tension Shear V+T BendingYieldingBearingWeld GFB2033 0.208 43 Weld 1 2 53 -19.1 1.6 20 1. 1.2 0. 0.075 0.000 0.046 0.032 0.056 0.282 0.053 17 2 48 -14.7 2.3 46 1.2 0.8 0.039 0.107 0.000 0.040 0.028 0.080 0.285 0.083 18 2 17 3.5 5.0 43 4.0 0. 0.12 0.23 0.000 0.127 0.048 0.09 0.111 0.188 19 2 17 2.6 5.2 17 2.6 5. 0.082 0.246 0.00 0.085 0.032 0.099 0.083 0.179 20 2 17 1. 5.1 18 2.9 4.6 0.091 0.242 0.000 0.09 0.035 0.098 0.083 0.176 21 2 17 1.7 4.9 49 3.9 0. 0.123 0.230 0.000 0.126 0.0471 0.093 0.106 0.167 Member c From Member Joint 1 From Side Point 1 Part Axial Load per FB k) Load Case Design Note 1 7/6/0 7/6/0 GFB2050 0.246 48 1 12/6/0 12/6/0 GFB2050 0.290 48 1 17/6/0 17/6/0 GFB2050 0.279 48 1 22/6/0 22/6/0 GFB2050 0.214 48 2 4/1/3 55/1/11 GFB2033 0.208 43 3 8/5/11 46/1/0 GFB2033 0.182 43 4 3/1/2 36/1/0 GFB2033 0.202 5 5 2/8/14 31/l/0 GFB2033 0.139 5 6 14/0/0 16/1/0 GFB2033 0.079 4 7 3/0/2 11/l/0 GFB2033 0.174 6 8 2/7/5 6/1/0 GFB2033 0.120 6 8 7!7/5 1/1/0 GFB2033 0.076 3 9 1/0/4 1/1/0 GFB2033 0.070 3 9 11/0/4 11/1/0 GFB2033 0.103 3 11 1/4!7 16/1/0 HFB2033 0.234 7 12 10/11/10 31/l/0 GFB2033 0.083 4 14 1/3/6 41/1/0 GFB2033 0.269 8 15 10/10/10 56/l/0 GFB2033 0.224 49 16 0/5/0 60!7/13 GFB2033 0.211 49 12 15/11/10 36/1/0 GFB2033 0.000 1 17 7/6/0 7/6/0 GFB2037 0.262 49 17 12/6/0 12/6/0 GFB2037 0.302 43 17 17/6/0 17/6/0 GFB2037 0.287 43 17 22/6/0 22/6/0 GFB2037 0.218 48 File: 16-005921-01COUNTY5�! Butler Manufacturing, a division of. BlueScope Buildings North America, Inc. E j d�� u- IL I �A e G DIVISION APP V.® BfJTLER� Date: 4/11/2016 eutim manufac,,,,, v Calculations Package 16-005921 Time: It: 16 AM Page: 54 of 77 Top OF Post Summary X -Loc Grid Top Reaction Conn. Force Condition Flg Mn Moment Rb Allow Shear Comp FB Force R1 FB Angle R2 Min Purlin FB Typ Purlin Bearin Bolt Shear FB/WSF Bearing 25/0/0 I -F 5.07 3.28 C Req 259.83 10.87 N 1.46 28.14 0.060 GFB 2.52 5.30 3.07 Vc Mcx I Mcy + Shear No. ft N 2.26 28.14 0.098 GFB 4.12 5.30 3.07 50/0/0 I -E 5.32 3.54 CReq 259.83 10.72 N 1.65 28.14 0.060 GFB 2.52 5.30 3.07 197.6 39.0 0.98 1 0.00 N 2.37 28.14 0.098 GFB 4.12 5.30 3.07 74/0/0 1-C 5.24 3.45 C Req 259.83 15.87 N 0.81 28.14 0.060 GFB 2.52 5.30 3.07 169.5 39.0 0.63 2 0.43 N 3.11 28.14 0.098 HFB 4.12 5.30 3.37 99/0/0 1-B 4.98 3.19 Std 46.23 3.02 N 0.68 28.14 0.060 GFB 2.52 5.30 3.07 169.5 39.0 0.76 3 15.38 N 2.94 28.14 0.098 GFB 4.12 5.30 3.07 Frame Design Member Summar - Controllin Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 BUTTE E C®U6°g n '3 BUILDING DIVIS1 N P R AZ File: 16-005921-01 Version: 2015.2d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Controlling Cases Require Strength I Available Strength I Stren th 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 I Mcy + Shear No. ft in. Flexure k k in -k in -k k k in -k in -k Flexure l 15.00 11.00 48 -15.2 -125.3 0.0 36.1 197.6 39.0 0.98 1 0.00 11.00 9 1.318.3 0.07 2 3.57 9.00 43 1.3 . -105.9 0.0 83.1 169.5 39.0 0.63 2 0.43 9.00 4 10 20.9 0.10 3 5.97 9.00 4 -0.0 129.1 0.0 30.4 169.5 39.0 0.76 3 15.38 9.00 5 -2.0 20.9 0.09 4 4.97 9.00 5 0.3 -162.3 0.0 83.1 169.5 39.0 0.96 4 4.97 9.00 5 -3.0 20.9 0.14 5 0.00 9.0 5 -0.2 -162.3 0.0 35.6 169.5 39.0 0.96 5 0.00 9.00 5 2.8 20.9 0.14 6 9.00 9.00 3 0.0 104.1 0.0 76.4 169.5 39.0 0.61 6 0.0 9.00 5 2.0 20.9 0.10 7 4.97 9.00 6 0.2 -145.6 0.0 83.1 169.5 39.0 0.86 7 4.97 9.00 6 -2.7 20.9 0.13 8 0.00 9.00 6 -0.2 -145.6 0.0 41.3 169.5 39.0 0.86 8 0.00 9.00 6 2.7 20.9 0.13 9 3.49 9.00 4 0.0 105.8 0.0 83.1 169.5 39.0 0.62 9 11.41 9.00 7 -2.0 20.9 0.09 10 3.6 9.00 7 -0.2 -145.5 0.0 41.3 169.5 39.0 0.86 10 3.6 9.00 7 -2.7 20.9 0.13 it 0.0 9.00 7 0.2 -145.5 0.0 83.1 169.5 39.0 0.86 ll 0.00 9.00 7 2.7 20.9 0.13 12 5.97 9.00 3 0.0 102.4 0.0 76.4 169.5 39.0 0.60 t 12 16.97 9.0 8 -2.2 20.9 0.11 13 3.15 9.00 8 -0.2 -162.5 0.0 27.3 169.5 39.0 0.96 13 3.15 9.0 8 -2.8 20.9 0.14 14 0.00 9.00 8 0.3 -162.5 0.0 83.1 169.5 ' 39.0 0.96 14 0.00 9.00 8 3.0 20.9 0.14 15 10.88 9.00 49 1.3 -110.6 0.0 76.4 139.1 39.0 0.80 15 0.00 9.00 8 2.0 20.9 0.09 16 0.00 9.00 49 1.3 -106.0 0.0 83.1 169.5 39.0 0.63 16 3.56 9.00 4 -2.0 20.9 0.10 17 15.00 10.00 48 -14.6 -118.7 0.0 35.8 183.6 39.0 0.98 17 0.00 10.00 10 -1.3 20.3 0.06 18 17.50 10.00 17 3.5 -440.9 0.0 120.3 448.4 98.1 1.01 18 29.62 10.00 17 5.0 31.8 0.16 19 17.50 11.00 17 2.6 -505.2 0.0 126.0 504.6 98.0 1.02 19 31.70 11.00 17 5.2 31.7 0.16 20 17.50 11.00 17 I. -487.6 0.0 115.1 488.0 96.5 1.01 20 31.20 11.00 17 5.1 19.1 0.27 21 17.50 11.00 17 1.7 -423.0 0.0 115.1 488. 96.5 0.88 21 29.12 11.00 1 17 1 4.91 19.11 1 1 0.25 BUTTE E C®U6°g n '3 BUILDING DIVIS1 N P R AZ File: 16-005921-01 Version: 2015.2d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 4/1.11201.6 . BUTLER a .: r* 1 . • , � ' Butim Manutmturlrp i , , : CdlculationsTackage .16-005921- ,Time:' 1 >.:16 aM ... _.-.� ,.. Page: 55 of 77 . - D--#- TT -A F.... A-1 ...A VI. -.1 fiY.�k r"..i 8'_ Tln ' . .. . Mem. No. Loc. ft Lx in. Ly/Lt- in. Lb in. Ag in.2. Afn in.2 Ixx in.4 lyy in.4 . Sx in.3 Sy - in.3 ' Zx in.3 Zy in.3 J • in.4 Cw in.6 Cb Rpg Rpc Qs Qa 1 15.00 332.06 60. 60.0 2.79 0.67 53.55 2.80 9.7 1.1 11..18 1.73 0.02 82.77 1.00 1.00 1.15 0.62 0.8 2 3.57 281.85 108.7 108.7 2.52 0.67 33.89 2.80 7.53 1.1 8.53 1.72 0.02 55.09 1.04 1.00 1.13 0.67 1.00 3 5.97 281.85 108.7 60.0 2.52 0.67 33.89 2.80 7.53 1.1 8.53 1.72 0.02 55.09 1.09 1.0 1.13 0.67 0.93 4 4.97 281.85 60. 60.0 2.52 0.67. 33.89 2.80 7.53 1.1 8.53 1.72 0.02 55.09 1.15 1.00 1.13 0.67 1.00 5 0.00 301. 60. 60. 2.52 0.67 33.89 2.80. 7.53 1.1 8.53 . 1.72 0.02 55.09 1.15 1.00 1.13 0.67 0.88 6 9.00 301. 180. 60.0 2.52 0.50 33.89 2.80 7.53 1.1 8.53 1.72 X0.02 55.09 1.33 1.00 1.13 0.67 1.00 7 4.97 301. 60. 60.0 2.52 0.67 33.89 2.80 7.53 1.1 8.53 1.72 0.02 55.09 1.17 1.00 1.13 0.67 1.0 8 0.00 108.37 60. 60. 2.52 0.67. 33.89 " `2.80 ' 7.53 1.1 8.53 1.72 0.02 55.09 1.17 1.00 1.13 0.67 0.86 9 3.49 180.62 120. 60. 2.52 0.67 33.89 2.8 7.53 1.1 8.53 1.72 '0.02 - 55.09 1.13 1:00 1.13 0.67 1.00 10 3.6 180.62 60. 60. 2.52 0.67 33.89 ' 2.80 7.53 1.1 8.53 1.72 0.02 55.09 1.32 1.00 1.13 0.67 0.86 I l 0.00 301. 60. 60.0 .' 2.52 0.67 `• - 33.89 2.80 7.53 1.1 8.53 1.72 0.02 55.09 1.32 1.00 1.13 0.67 1.00 12 5.97 301. . 180. 60.0 _2.52 0.50 ' 33.89 2.80, 7.53 1.1 8.53 1.72 0.02 55.09 1.63 1.00 1.13 0.67 1.00 13 3.15 301. 120. 120.0 2.52 0.67 33.89 2.80 7.53 1.1 8.53 1.72 0.02 55.09 2.17 1.00 1.13 0.67 0.96 14 0.00 282.85 120. 120.0 2.52 0.67 33.89 2.80 7.53 1.1 8.53 1.72 0.02 55.09 2.17 1.00 1.13 0.67 1.0 15 10.88 282.85 180. 180. 2.52 0.5 33.89 2.80 • 7.53 1.1 8.53 • 1.72 -0.02 55.09 1.82 1.00 1.13 0.67 1.00 16 0.0 282.85 54.9 54.9 2.52 0.67 33.89 2.80 7.53 1.1 8.53 1.72 0.02 '55.09 1.01 ' 1.00 1.13 , 0.67 1.00 17 15.00 325.98 60. 60.0 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 0.8 18 17.50 359.95 60. 60.0 4.06 0.9 71.17 5.21 14.23 2.08 15.90 3.19 0.07 123.86 1.01 1.00 1.12 1.00 1.00 19 17.50 384.95 60. 60.0 .4.23 0.9 } 88.10 5.21 16.02 2.0 17.97 3.20 0.07 150.58 1.01 1'.00 1.12 1.00 1.00 20 17.50 378.95 60. 60.0 3.91 0.9 85.21 5.21 15.49 2.08 17.1 3.17 , 0.06 150.53 1.00 100 1.1 1 0.99 1.00 21 17.50 353.95 60. 60. 3.91 0.9 85.21 5.21 15.49 2.0 17.1 3.17 0.06 150.53 1.00 1.0 1.11 0.99 1.00 ll z � , ono.•N.... T -A!`n...1.:noNnnc _ V--.• No. Origin Factor Def H Def V r Application Description l System 1.000 0 180 1.0 L : a , '! L ,t ' 2 System 1.000 60 180 0.42 WI> r 't` WI> 3 System 1.000 60 180 0.42<W1 <W1- 4 System 1.000 60 180 0.42 W2> 2> ; 5 System 1.000 60, 180 0.42 <W2 � � <W2 't• 6 System 1.000 60 180 0.42 WPL + t WPL 7 System 1.000 60 . 180 0.42 WPR • " WPR 8 System 1.000 10 0 1.0 E>-+ 1.0 EG- E> + EG- • + 9 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG- Cnntrnllino Frame Deflectinn Ratios for Cross Section: 1 Description Ratio Deflection in. Member Joint Load Case Load Case Description Max. Horizontal Deflection ( H/l9149) -0.017 17 2 . 5 , p ` <W2 Max. Vertical Deflection for Span 1 (0969) -0.295 ' 3 1 1 L ' Max. Vertical Deflection for Span 2 ( U2755 ), 0.109 7 l _7 WPR ." Max. Vertical Deflection for Span 3 (L/1266) -0.227 9 1 1 L S ( U2826) - Max. Vertical Deflection for pan 4 0.106 12 l 1 L' Max. Vertical Deflection for Span 5 0883) -0.324 16 I I' L h ' Negative horizontal deflection is left ' ' t, , " 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. ,'" `� !''p'i t �F ^+ ii - n '�j'v . , ti'av 't` �tP- ; :5 R W, .t �'`," X' .T, -BUTTE C BUILDING DIVISION` APPRo E® File: 16-005921'-01 �,''; Version: 2015.2d Butler Manufacturing, a division of. BlueScope Buildings+ North America, Inc._ B[/TLER Date: 4/11/201.6 ---------- �. - Calkulations.Package 16-005921. Time: 11A.6 AM • Butler Manufacturing . Page: 56 of 77 Frame Cross Section: 2 f0 m m .. .LL LL m 11 m m 0�' LL gr m U. m - LL .. m (D m t0 U. (:7 (LLLL. ty N LL 0 n, (2)GF (2)GFI GFB GFE.. GFB . Y tJL F R A F 2 L Dimension Key. 1 8 1/2" 2 1'-1" 3 2 @ 4'-0 3/4" 4 2 @ 4'-6 7/8" 5 33'-11" Ridge Ht` Frame Clearances,, Horiz. Clearance between members I (CX003) and I O(CX004): 116'-0" Vert. Clearance at member I(CX003): 26'-1 1/4" Vert. Clearance at member IO(CX004): 24'-11 7/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) BUTTE E C®1`x/1 �d BUILDING DIVISION APPROVED File: 16-005921-01.. `-. Version: 2015.2d ' Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 4/,1.1./201.6 [/ ----- Butler Manufmtu,trq Calculations Package 16-005921 Time: It: 16 AM Page: 57 of 77 Location I Avg. Bay Space I Description I Angle I Group I Trib. Override I Design Status I 15/0/0 1 17/3/0 lAddition Clearsnan # l 1 90.0000 Stress Check Desi n Load Combinations - Framin No. Origin Factor Application Description I System 1.000 1.0 D + LO 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 + 0.6 W2> D + CG + W2> 4 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 5 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG +WPL 6 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG +WPR 7 System 1.000 0.6 MW MW -Wall: 1 8 System 1.000 0.6 MW MW - Wall: 2 9 System 1.000 0.6 MW MW - Wall: 3 10 System 1.000 0.6 MW MW - Wall: 4 11 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 12 System 1.000 0.6 D + 0.6 CU + 0.6 <Wl D+CU+<WI 13 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL 14 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D+CU+WPR 15 System 1.000 1.0D+1.0CG+0.75L+0.45W1> D+CG+L+WI> 16 System 1.000 1.0D+I.0CG+0.75L+0.45<W1 D+CG+L+<WI 17 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2> 18 System 1.000 1.0 D + LO CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 19 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL 20 System 1.000 LO D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L +WPR 21 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 22 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 23 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG - 24 System 1.000 0.6 D+0.6CU+0.91 <E+0.7 EG- D + CU + <E + EG - 25 Special 11000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ 26 Special 1.000 1.0 D + LO CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 27 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG - 28 Special 1.000 0.6 D+0.6 CU+ 1.75 <E+0.7 EG- D + CU + <E + EG - 29 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 30 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 31 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG - 32 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - 33 System Derived 1.000 LLD+I.0CG+0.6WPR +0.6WBI> D+CG+WPR+WBI> 34 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB 1> D+CU+WPR+WB1> 35 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WPR +0.45WBI> D + CG + L + WPR + WBI > 36 System Derived 1.000 I.0D+I.0CG+0.6WPR +0.6<WBI D+CG+WPR+<WBI 37 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB I D+CU+WPR+<WB1 38 System Derived 1.000 I.0D+I.0CG+0.75L+0.45WPR +0.45<WB1 D+CG+L+WPR+<WB1 39 System Derived 1.000 I.0D+I.0CG+0.6WPL +0.6WB3> D+CG+WPL+WB3> 40 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D+CU+WPL+WB3> 41 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + WB3> 42 System Derived 1.000 I.0D+I.0CG+0.6WPL +0.6<WB3 D+CG+WPL+<WB3 43 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3 44 System Derived 1.000 I.0D+I.0CG+0.75L+0.45WPL +0.45<WB3 D + CG + L + WPL + <WB3 45 System Derived 1.000 0.6 MWB MWB -Wall: 1 46 System Derived 1.000 0.6 MWB MWB - Wall: 2 47 System Derived 1.000 0.6 MWB MWB -Wall: 3 48 System Derived 1.000 0.6 MWB MWB - Wall: 4 49 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + E> + EG+ + EB> 50 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + E> + EG+ + EB> 51 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG .+ <E + EG+ + EB> 52 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 53 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB> 54 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + E> + EG- + EB> 55 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> 56 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> 57 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ 58 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG - 59 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 60 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB t arsion�o5VllNTlo File: 16-005921-01 B Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUILDING DIVISION AF ROVED BUTLER � a--------fa�,�„� Fig Width in. Calculations Package 16-005921 Date: 4/11/2016 time: It: 16 AM Page: 58 of 77 Depth in. 61 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E'+ 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB Splice Jt.I 62 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 0.1875 63 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + E> + EG- + <EB 55.00 64 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB 0.6250 65 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB 55.00 66 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB 6.00 67 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+ 341.2 68 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG - Frame Member Sizes 6.00 0.2500 0.1345 Mem. No. Fig Width in. Fig Thk in. Web Thk in. Depth in. Depth2 in. Length ft) Weight (p) Fig Fy (ksi) Web Fy - (ksi Splice Jt.I Codes Jt.2 Shape l 6.00 0.5000 0.1875 12.00 38.00 28.35 987.9 55.00 55.00 BP KN 3P 2 6.00 0.6250 0.1644 30.00 17.00 13.49 565.2 55.00 55.00 KN SS 3P 3 6.00 0.6250 0.1345 17.00 17.00 10.00 341.2 55.00 55.00 SS SP 3P 4 6.00 0.2500 0.1345 17.00 17.00 10.00 192.2 55.00 55.00 SP SS 3P 5 6.00 0.3125 0.1644 17.00 32.00 25.00 665.7 55.00 55.00 SS SP 3P 6 6.00 0.3125 0.1875 32.00 20.00 30.00 880.8 55.00 55.00 SP SS 3P 7 6.00 0.2500 0.1345 20.00 20.00 10.00 204.1 55.00 55.00 SS SP 3P 8 6.00 0.3750 0.1644 20.00 20.00 10.00 273.4 55.00 55.00 SP SS 3P 9 6.00 0.3125 0.2500 20.00 38.00 14.51 581.0 55.00 55.00 SS KN 3P 10 6.00 0.3750 0.1875 12.00 41.00 27.85 821.5 55.00 55.00 BP KN 3P Total Frame Weight = 5513.0 (p) (Includes all plates) Boundary Condition Summary Member I X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 1 0/0/0 0/0/0 10 124/0/0 0/0/0 Yes Yes Yes No Yes No 0/0/0 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 Reactions - Unfactored Load Type at Frame Cross Section: 2 Type Exterior Column X -Loc 0/0/0 Gridl -Grid2 2-G 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 Elev. 100'-0" Exterior Column 124/0/0 2-A 8 X 13 0.375 4-0.750 100'-0" Load Type Desc. Hx I Hz Vy Hx Hz V D Frm 2.61 4.84 -2.61 4.67 CG Frm 2.18 3.21 -2.18 3.21 L> Frm 8.73 12.83 -8.73 12.83 <L Frm 8.73 12.83 -8.73 12.83 W2> Frm -13.84 -14.96 4.59 -7.69 <W2 Frm -5.21 -8.26 14.16 -15.40 WPL Frm -11.01 -19.31 10.12 -24.14 WPR Frm -9.92 -23.64 10.76 -18.79 MW Frm - - - - MW Frm 2.13 1.08 6.48 -1.08 MW Frm - - - - MW Frm -6.28 -1.11 -2.40 - 1.11 CU Frm - - - - W1> Frm -18.23 -24.85 8.98 -17.59 <W1 Frm -9.60 -18.16 18.55 -25.29 L Frm 8.73 12.83 -8.73 12.83 E> Frm -1.53 -0.66 -1.69 0.67 EG+ Frm 0.57 0.84 -0.57 0.84 <E Frm 1.53 0.66 1.69 -0.67 EG- Frm -0.57 -0.84 0.57 -0.84 WBI> Brc -0.20 11.80 0.20 10.90 <WBI WB3> Brc 0.42 Brc I1.97 -23.97 11.35 -0.42 0.21 11.79 -23.13 12.77 BUT�� a� I�- IN COU <WB3 -0.21 Brc 0.44 - 11.69 -25.07 -0.44 - 12.05 -25.32 BUILDING ��°�®� MWB Brc -0.53 - 30.93 0.53 - 30.68 MWB MWB Brc Brc 0.55 . 15.60 -31.24 -0.55 . 15.48 -30.38PROVM ® 'a MWB Brc . _ 0 �� File: 16-005921-01. Version: 2015.2d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. r aurtER . Date: 4/1.1./201.6 Calculations Package 16-005921 Time: I I:I6 AM Butler MenufontuHng Page: 59 of 77 EEB I Brc 10 19 14.93 I '10.87 I-0 19 14.93 19.97 10.55 55 -I _ Sum of Forces with Reactions Check - Framing Load Type Horizontal Load Reaction .. (k) (k) Vertical Load Reaction k) k) D 0.0 0.0 .- 9.7 9.5 CG 0.0 0.0 6.4 6.4 L> 0.0 0.0 . 25.7 25.7 <L 0.0 0.0 25.7 25.7 W2> 9.2 9.2 22.6 22.7 <W2 9.0 9.0 23.6 23.7 W PL 0.9 0.9 43.4 43.4 WPR 0.8 0.8 42.4 42.4 MW 0.0 0.0 ' 0.0 0.0 MW 8.6 8.6 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 8.7 8.7 0.0 0.0 CU 0.0 0.0 0.0 0.0 W 1> 9.2 9.2 42.4 42.4 . <W 1 9.0 9.0 43.4 43.4 L 0.0 0.0 25.7 25.7 E> 3.2 3.2 0.0 0.0 EG+ 0.0 0.0 1.7 .1.7 <E 3.2 3.2 0.0 0.0 EG- 0.0 0.0 1.7 1.7 WBI> 0.0 0.0 0.0 22.7 <WBI 0.0 0.0 0.0 47.1 WB3> 0.0 0.0 0.0 24.1 <WB3 0.0 0.0. 0.0 50.4 MWB 0.0 0.0 0.0 61.6 . MWB 0.0 0.0 0.0 •0.0 MWB 0.0 0.0 0.0 61.6 MWB 0.0 0.0 0.0 0.0 EB> 0.0 0.0 0.0 21.5 <EB 0.0 0.0 0.0 21.4 Majdmum Combined Reactions Summary with Factored Loads - Framing X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load in. in. (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case 0.750 5.0 k Std k OS -0.1875 k 2-A k 0.375 k 13 k) 4 (in -k) 5.0 (in -k Std 0/0/0 2-G 9.37 11 1 13.52 1 9.36 47 25.66 37 28.84 1 57 124/0/0 2-A 13.52 1 1 9.56 12 9.29 47 26.87 43 25.92 57 t 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 ..A .. Air 110 A .... A;t n.. .,f. �1 ..hn .^A, lAAin=IM-11 X -Loc . Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole Welds to Welds to Axial Frame Shear No. in. in. in. Case Rods in. in. in. Tvve Flange Web 0/0/0 2-G 1 0.375 8 1 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 124/0/0 2-A 10 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 BUTTE COUNTY 01 oil MlP*Ir% Mot Dile: 16-005921-01Vertii n: X20 �,p Butler Manufacturing, a division of BlueScope Buildings North America, Inc.A P . Fd E i. - Maximum Shear Case Y 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 k k) Case k k) Case (k) k) Case k k k Case 0/0/0 13.94 20.96 2 4.08 -25.73 37 4.92 28.90 57 7.18 -25.734.08 37 124/0/0 13.94 20.71 l 4.06 -26.96 43 4.81 25.87 57 7.23 26.96 4.06 43 BUTTE COUNTY 01 oil MlP*Ir% Mot Dile: 16-005921-01Vertii n: X20 �,p Butler Manufacturing, a division of BlueScope Buildings North America, Inc.A P . Fd E i. B[/TLER Date: 4/1.1,/201.6 ------------- Butler Manufacturing Calculations Package 16-005921 Time: I t:16 AM Page: 60 of 77 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 0.2500 Shear Case Tension Case V + T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.755 2 0.669 37 0.711 37 3.000 0 0.251 57 0.928 37 0.298 57 0.417 57 0.427 2 124/0/0 0.756 l 0.701 43 0.746 43 A325N/PT 0 0.225 57 0.983 43 0.266 57 0.341 57 0.567 43 Web Stiffener Summary Mem. No. I Stiff. No. Desc. Loc. ft Web Depth in. h/t a/h a in. Thick. in. Width in. Side Welding Description 2 *** MUST Use Alternate Web Thick.= 0.2500 Cs in.) ID Desc. in.) ID 2 2 SI 7.75 23.143 140.77 2.00 45.68 0.1875 2.000 Both FAS -0.1875,W -OS -0.1875 2 3 S9 3.17 28.954 176.12 N/A N/A 0.5000 3.000 Both SP -BS -0.5000,W -BS -0.1250,F -OS -0.1875 3 1 S1 0.04 15.750 117.10 3.00 47.25 0.1875 2.000 Opposite F -OS -0. I 875,W -OS -0. 1875 SP 0.500 6.00 18.00 0.750 A325N/PT 3.00 11 Flush 10.63 12 Flush 2.00 5 Fillet SP 3 2 S1 3.98 15.750 117.10 3.00 47.25 0.1875 2.000 Opposite F -OS -0. I 875,W -OS -0. 1875 AISC DG-16/Thin plate 0.790 0.080 0.666 0.000 0.000 0.063 0.959 0.516 5 Fillet 12 7 1 SI 7.80 19.500 144.98 3.00 58.50 0.1875 2.000 Opposite F -OS -0. 1875,W -OS -0. 1875 6 1 12 8.9 0.9 974.6 AISC DG-16/Thin plate 0.586 0.012 0.954 Fillet 0.598 9 l S9 11.09 37.399 149.60 N/A N/A 0.3750 3.000 Both SP -BS -0.3750,W -BS -0.1250,F -OS -0.1875 Bolted End -Plate Connections (Plate Fy = 55.00 ksi) Moment Connections: Outside Flange Gusset In 2.750 x 0.2500 x 4.88 SP -BS -0.1875, Design End -Plate Dimensions Bolt Outside Flange Inside Flan e Mem. Jt. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Co'figuration Pitches Ist/2nd Configuration Pitches Ist/2nd No. No. Flange in. (in.) in.) (in.) Cs in.) ID Desc. in.) ID Desc. in. l 2 KN(Top) 0.625 6.00 43.75 0.750 A325N/PT 3.00 33 Extended 3.75/2.00 31 Extended 3.75/2.00 2 1 KN(Top) 0.625 6.00 43.75 0.750 A325N/PT 3.00 33 Extended 3.75/2.00 31 Extended 3.75/2.00 3 2 SP 0.500 6.00 18.00 0.750 A325N/PT 3.00 11 Flush 10.63 12 Flush 2.00 4 1 SP 0.500 6.00 18.00 0.750 A325N/PT 3.00 11 Flush 10.63 12 Flush 2.00 5 2 SP 0.375 6.00 37.59 0.750 A325N/PT 3.00 31 Extended 3.25 43 Ext/Gusset 3.25/2.00 Moment Connections: Outside Flange Gusset In 2.750 x 0.2500 x 4.88 SP -BS -0.1875, Design Strength Ratios * Mem. A. Ld 6 1 1 SP 1 0.375 1 6.00 1 37.60 10.750 1 A325N/PT 1 3.00 131 Extended 3.25 143 1 Ext/Gusset 3.25/2.00 Shear Gusset In 2.750 x 0.2500 x 5.00 SP -BS -0.1875, Flange Web No. No. Cs 7 2 SP 0.375 6.00 21.00 10.750 A325N/PT 3.00 II Flush 12.00 13 Flush 2.00/2.00 8 1 SP 0.375 6.00 21.00 0.7501 A325N/PT 1 3.00 1 I1 I Flush 1 12.00 1 13 I Flush 2.00/2.00 9 2 KN(Top) 0.500 6.00 46.75 0.750 A325N/PT 3.50 42 Ext/Gusset 3.50/2.00 32 Extended 3.50/2.00 -3.0 Gusset Out 2.875 x 0.2500 x 5.00 SP -BS -0.1875, 408.8 AISC DG-I6/Thin plate 0.790 0.080 0.666 1 10 1 2 1 KN(Top) 1 0.500 1 6.00 1 46.75 10.750 1 A325N/PT 3.50 142 1 Ext/Gusset 3.50/2.00 32 Extended 3.50/2.00 35 Gusset Out 2.875 x 0.2500 x 5.00 SP -BS -0.1875, 3.9 408.8 AISC DG-16/Thin plate 0.790 0.080 Moment Connections: Outside Flange Required Strength ' Design Strength Ratios * Mem. A. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) k) in -k Proc. Tension Shear BendingYieldin Yielding Rupture TearingWeld Weld Weld 1 2 2 21. 13.2 4151.5 AISC DG- l6/Thin plate 0.811 0.108 0.779 0.59 0.873 0.051 0.969 0.719 2 l 2 21. 13.2 4151.5 AISC DG- 16/Thin plate 0.811 0.108 0.779 0.59 0.873 0.051 0.969 0.719 3 2 35 -3.0 3.9 408.8 AISC DG-I6/Thin plate 0.790 0.080 0.666 0.000 0.000 0.063 0.959 0.516 4 l 35 -3.0 3.9 408.8 AISC DG-16/Thin plate 0.790 0.080 0.666 0.000 0.000 0.063 0.959 0.516 5 2 12 8.9 0.9 974.6 AISC DG-16/Thin plate 0.586 0.012 0.95 0.405 0.598 0.012 0.799 0.719 6 1 12 8.9 0.9 974.6 AISC DG-16/Thin plate 0.586 0.012 0.954 0.405 0.598 0.012 0.799 0.719 7 2 39 7.0 3.2 275.5 AISC DG-16/Thin plate 0.648 0.066 0.877 0.000 0.000 0.084 0.959 0.631 8 1 39 7.0 3.2 275.5 AISC DG-16/Thin plate 0.648 0.066 0.877 0.000 0.000 0.084 0.959 0.631 9 2 1 -21.4 12.9 3881.7 AISC DG-16/Thin plate 0.906 0.131 0.942 0.000 0.000 0.083 0.999 0.959 10 2 1 -21.4 12.9 3881.7 AISC DG-I6/Thin plate 0.906 0.131 0.942 0.000 0.000 0.083 0.959 0.959 Inside Flange Required Stren t I 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 l 2 11 12.3 6.8 2420.5 AISC DG-I6/Thick plate 0.930 0.092 0.890 0.485 0.718 0.052 0.822 0.719 2 1 11 12.3 6.8 2420.5 AISC DG-I6/Thick plate 0.930 0.092 0.890 0.485 0.718 0.052 0.822 0.719 3 2 40 10.8 5.4 494.3 AISC DG-16/Thin plate 0.644 0.073 0.859 0.000 0.000 0.048 0.959 0.516 4 1 40 10.8 5.4 494.3 AISC DG-16/Thin plate 0.644 0.073 0.859 0.000 0.000 0.048 0.674 0.516 5 2 2 -13.9 0.6 2090.6 AISC DG-16/Thin plate 0.534 0.005 0.978 0.000 0.000 0.004 0.854 0.719 6 1 2 -13.9 0.6 2090.6 AISC DG-16/Thin plate 0.534 0.005 0.978 0.000 0.000 0.004 0.854 0.719 7 2 14 10.5 4.9 391.7AISC DG-16/Thin plate 0.353 0.05 0.937 0.00 0.000 0.042 0.959 0.631 8 1 14 10.5 4.9 391.7 AISC DG-16/Thin plate 0.353 0.050 0.937 0.000 0.000 0.042 0.959 0.631 9 2 12 12.7 7. 2362.8 AISC DG-16/Thin plate 0.689 0.071 0.931 0.475 0.702 0.0451 0.936 0.959 l0 2 12 12.7 7. 2362.8 AISC DG-16/Thin plate 0.689 0.071 0.931 0.475 0.702 0.0451 0.938 0.959 Qw ITTP not aNTY Dile: 16-005921-01 et�)1 �dDli/ISION Butler Manufacturing, a division of BlueScope Buildings North America, Inc. AP P R® !! ErD BurtEit Date: 4/1.1/201.6 „------ ._ _g Page: 61 of 77 ' _ *Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit. Flo..na Rana C..mmo.v Member From Member Joint I From Side Point 1 Part Axial Load per FB k Load Case Design Note 1 12/6/0 12/6/0 GFB3000 . • 2.474 2 l 22/6/0 22/6/0 (2)GFB4027 1.281 2 2 3/4/15 55/1/11 (2)GFB4007 1.677 2 2 7/5/11 51/1/0 (2)HFB3000 1.970 2 3 3/11/12 41/1/0 GFB2063 2.350 2 3 8/11/12 36/1/0 GFB2063 1.143 2 - 4 8/11/12 26/l/0 GFB2081. 0.699 34 5 8/11/12 16/l/0 GFB2097 0.930 34 5 13/11/12 II/l/0 GFB3000- 0.923 34 5 23/11/12 1/1/0 GFB4007 0.621 12 6 1/0/4 1/1/0 GFB4007 0.612 12 6 11/0/4 11/l/0 GFB3021 1.005 43 6 16/0/4 16/I/0 GFB3000 1.048 40 6 26/0/4 26/1/0 GFB2097 0.968 40 7 6/0/4 36/l/O GFB2097 0.528 40 8 1/0/4 41/1/0 GFB2097 0.587 50 9 1/0/4 51/1/0 GFB2097 1.998 l 9 6/0/4 56/l/0 GFB4007 1.709 1 9 10!7/2 60/7/13 (2)GFB4050 0.909 1 10 12/6/0 t 12/6/0 GFB3021 2.126 1 10 17/6/0 t 17/6/0 GFB4027 1.904 1 10 22/6/0 22/6/0 2 GFB4071 1.053 1 F�omn nnc:on AA -1- C,-- - rn f -M.- t nod roen find Mavim- rnmh-A Qt aceoe nor Momho, rt n -Anne aro f -m tnint 1 ) rarameters usea Controlling Cases Require Strength Available Strength Strength Ratios Lx Ly/Lt Lb Ag Axial lxx Axial Shear Mom -x Mom -y Axial Shear Mom -x Mom -y Axial Rpc Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in -k in -k k k in -k in -k Flexure 134.13 1 22.52 34.41 2 5180.02 -21.4 0.96 -3597.3 0.0 159.1 2 3746.2 306.7 1.03 12.23 l 26.13 38.0 129.58 2 144.13 -13.2 1.02 4856.06 1.00 14.4 1.00 1.00 0.72 0.92 2 1.45 30.0 2 3.75 -15.9 22.50 -4022.3 0. 246.4 11.32 4126.0 377.7 1.01 1.00 2 5.96 24.44 4 2 665.31 120.0 15.7 5.22 1.50 260.79 15.9 30.68 3.00 34.28 0.98 3 0.00 17.00 2 1.02 -14.4 0.77 -2070.2 - 0.0 161.2 60.0 2178.2 373.6 1.00 11.26 3 3.98 17.00 5.79 2 1780.37 13.5 0.98 1.00 0.96 13.1 6 10.90 735.12 120.0 1.03 4 10.00 17.00 1 72.98 -14.1 85.48 745.3 0.0 70.9 1.00 880.8 112.5 0.95 0.62 4 0.00 17.00 60.0 2 1.50 11.7 9.00 37.57 3.00 12.0 4.59 0.08 878.03 0.98 5 13.98 25.46 1 8 -14.0 735.12 120.0 1823.2 0.0 100.1 531.06 1955.5 177.5 1.00- 59.39 5 0.00 17.00 1.52 2 1.0 8.5 0.78 9 11.37 22.2 9.1 13.09 1.88 0.38 6 10.90 27.65 2 6.21 -14.0 4012.01 2125.2 0.0 104.8 0.96 2200.6 179.5 1.03 d- 6 6 29.89 20.00 1037.00 1 78.19 -7.9 89.98 6.98 0.27 27.7 1.66 1.00 1.00 0.29 7 0.00 20.0 2 -14.1 984.6 0.0 72.6 1054.4 111.3 1.03 7 6.02 20.0 1 -10.1 10.1 1.00 8 10.00 20.0 1 -14.4 -1740.1 0.0 118.4 1816.7 227.0 1.02 8 10.00 20.00 1 -14.4 18.9 0.76 9 11.37 38.00 l -16.1 -3784.6 0.0 187.5 3918.2 189.5 1.01 9 11.37 38.0 1 -16.8 33.5 0.50 10 12.51 26.53 1 -21.4 1982.7 0.0 90.2 2227.9 230.2 1.03 10 24.98 41.00 l 12.9 13.1 0.98 rarameters usea for Aria[ ana r lexural uesl n Mem. Loc. Lx Ly/Lt Lb Ag Afn lxx lyy Sx Sy Zx Zy 1 Cw Cb Rpg Rpc Qs Qa No. It in. in. in. in.2 in.2 -in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 1 22.52 313.51 120.1 120.1 12.26 3.00 2307.79 18.02 134.13 6.01 154.06 9.29 0.57 5180.02 1.21 0.96 1.00 1.00 0.62 2 1.45 665.31 30.0 30.0 12.23 3.75 1943.73 22.51 129.58 7.50 144.13 11.44 1.02 4856.06 1.00 0.96 1.00 1.00 0.72 3 0.00 665.31 120.1 120.1 9.62 3.75 546.80 22.50 64.33 7.50 69.75 11.32 0.99 1508.51 1.30 1.00 1.03 1.00 0.88 4 10.00 665.31 120.0 60.0 5.22 1.50 260.79 9.00 30.68 3.00 34.28 4.57 0.08 631.50 1.27 1.00 1.02 0.85 0.77 5 13.98 665.31 120.0 60.0 7.83 1.88 802.91 11.26 63.07 3.75 72.51 5.79 0.16 1780.37 1.03 0.98 1.00 0.96 0.69 6 10.90 735.12 120.0 60.0 8.82 1.88 1008.89 11.26 72.98 3.75 85.48 5.86 0.18 2104.35 1.00 0.99 1.00 0.96 0.62 7 0.00 735.12 120.0 60.0 5.62 1.50 375.67 9.00 37.57 3.00 42.41 4.59 0.08 878.03 1.39 1.00 1.00 0.84 0.72 8 10.00 735.12 120.0 120.0 7.66 2.25 531.06 13.51 53.11 4.50 59.39 6.88 0.24 1300.53 1.52 1.00 1.0 1.00 0.78 9 11.37 735.12 9.1 9.1 13.09 1.88 2419.29 11.30 127.33 3.77 157.97 6.21 0.32 4012.01 1.02 0.97 1.00 0.96 0.51 10 12.51 299.81 150.2 150.2 9.33 2.25 1037.00 13.511 78.19 4.50 89.98 6.98 0.27 2310.49 1.66 1.00 1.00 1.00 0.65 �y�21 Dile: 16-005921-01 ,. ; . `° B�� ° l �d®l0/IS�(.�A' Butler Manufacturing, a division of BlueScope Buildings North America; Inc. i � BL/TLFR Date: 4/1.1./201.6 9atle. ManutacmNnp Calculations Package 16-005921 Time: 11:1'6 AM . Page: 62 of 77 nonorfinn r.nad C—hinnfinne . 11?—;.a No. Origin Factor Def H Def V Application Descri tion I System 1.000 0 180 1.0 L L 2, System 1.000 60 180 0.42 WI> WI> ' 3 System 1.000 60 180 0.42 <W l <W 4 System 1.000 60 180 0.42 W2> W2> 5 System 1.000 60 180 0.42 <W2 <W2 6 System 1.000 60 180 0.42 WPL WPL 7 System 1.000 60 . 180 0.42 WPR WPR 8 System 1.000 10 0 1.0 E> + 1.0 EG- E> + EG - 9 System 1.000 10 0 1 1.0 <E + 1.0 EG- <E + EG- r,.�.....u:.... Description Ratio Deflection in. Member Joint' Load Case Load Case Description Max. Horizontal Deflection( Max. Vertical Deflection for Span 1 H/162) 0205 2.003 -6.973' 1 6 2 '1 6 WPL' I" - L • Negative horizontal deflection is left • Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. Frame Lateral Stiffness (K): 1.627 (k/in) FundamentalPeriod (calculated) (T): 1.158 (sec.) BUTTE COUN BUILDING r"IVISI®N File: 16-005921-01 Version: 2015.24 w Butler Manufacturing, a division of. BlueScope Buildings North America, Inc. eurcER Date: 4/111201.6 Bu— Butler Manufncturirtp Calculations Package 16-005921 Time: 11:16 AM ..� Page: 63 of 77 Wa11..;4�.Frameat35/0/0 a>..:�777 777,7,77,77,17 Frame Cross Section: 3 11 (2) Dimension Key 1 8 1/2" 2 1'-1" 3 2 @ 4'-0 3/4" 4 2 @ 4'-6 7/8" 5 33'-11" Ridge Ht. Frame Clearances Horiz. Clearance between members I(CX005) and IO(CX006): 115'-4" Vert. Clearance at member 1(CX005): 24'-11 11/16" , Vert. Clearance at member I O(CX006): 24'-7 5/8" - Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) - sura cou►vrY BuiLDeNG Divjsiory APPRQVED File: 16-005921-01 Version: 2O15.2d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. sUTLER� Date: 4/11/2016 -------------- ----- Calculations Package 16-005921 Time: 11:16 AM Page: 64 of 77 Frame Location Design Parameters: Location I Avg. Bay Space I Description Angle I Group Trib. Override Design Status 35/0/0 1 22/0/0 lAddition Clearsoan #1 1 90.0000 1 1 • - Stress Check nom:..., r ..ea r,....ti:....w....� c...,...:.... No.. Origin Factor Application Description I System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 0.6 W2> + D + CG + W2> 4 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 5 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 6 System 1.000 1.0 D + LO CG + 0.6 WPR D + CG + WPR 7 System 1.000 0.6 MW MW -Wall: 1 8 System 1.000 0.6 MW MW - Wall: 2 9 System 1.000 0.6 MW MW - Wall: 3 10 System 1.000 0.6 MW MW - Wall: 4 11 System 1.000 0.6D+0.6CU+0.6W1> D+CU+W1> 12 System 1.000 0.6D+0.6CU+0.6<WI D+CU+<WI 13 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D+CU+WPL 14 System L000 0.6 D + 0.6 CU + 0.6 WPR D+CU+WPR 15 System 1.000 1.0D+I.0CG+0.75L+0.45WI> D+CG+L+WI> 16 System 1.000 I.0D+I.0CG+0.75L+0.45<WI D+CG+L+<W1 17 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D+CG+L+W2> 18 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 19 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL 20 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR 21 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 22 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 23 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG - 24 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 25 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ 26 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 27 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG-' D + CU + E> + EG - 28 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 29 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 30 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 31 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG - 32 OMF Connection 1.000 0.6 D + 0.6 CU +2.45 <E + 0.7 EG- D + CU + <E + EG - ria Mamh r Q;- Mem. No. Flg Width (in.) Flg Thk (in.) Web Thk inJ Depthl in.) Depth2 in.) Length (ft) Weight O Flg Fy ksi) Web Fy (ksi) Splice R.I Codes R.2 Shape 1 6.00 0.3750 0.2500 12.00 44.00 28.35 1020.3 55.00 55.00 BP KN 3P 2 6.00 0.3750 0.2500 44.00 24.00 13.49 678.2 55.00 55.00 KN SS 3P 3 6.00 0.5000 0.1644 24.00 24.00 10.00 349.2 55.00 55.00 SS SP 3P 4 6.00 0.2500 0.1345 24.00 24.00 10.00 226.4 55.00 55.00 SP SS 3P 5 6.00 0.3750 0.1644 24.00 33.00 25.00 797.3 55.00 55.00 SS SP 3P 6 6.00 0.3750 0.1875 33.00 26.00 30.00 1035.6 55.00 55.00 SP SS 3P 7 6.00 0.2500 0.1345 26.00 26.00 10.00 235.3 55.00 55.00 SS SP 3P 8 6.00 0.3750 0.1875 26.00 26.00 10.00 330.5 55.00 55.00 SP SS 3P 9 6.00 43750 0.2500 26.00 42.00 14.51 713.6 55.00 55.00 SS KN 3P 10 6.00 0.3750 0.2500 12.00 43.00 27.85 995.7 55.00 55.00 BP KN 3P Total Frame Weight = 6382.2 (p) (Includes all plates) Member X -Loc 1 Y -Loc Supp. X Supp. Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 1 1 0/0/0. 0/0/0 10 124/0/0 0/0/0 Yes Yes Yes Yes No No 0/0/0 0/0/0 0/0/0 0/0/0 0.0000 0.0000 BUTTE BUILDING DIVISION File: 16-005921-01 Version: 20.15.2d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER . f Date: 4/11/2016 Butler Manufacturing Calculations Package 16-005921 Time: 11:16 AM .�• r......�... Page: 65 of 77 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete D....-:,.-... 7 i..r....1......A 7 ..A m.,.....,. V -...o r..,...- a Type Exterior Column X -Loc 0/0/0 Gridl -Grid2 3-G - 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 Elev. 100'-0" Exterior Column 124/0/0 3-A 8 X 13 0.375 4-0.750 1001-0" ' D 0.0 Load Type Desc. Hx Vy Hx V Uplift 8.2 8.2 D Frm 3.22 5.72 -3.22 5.69 <L 0.0 0.0 CG Frm 2.80 4.09 -2.80 4.09 24.0 24.0 <W2 L> Frm 11.20 16.37 -11.20 16.37 1.0 1.0 50.3 <L Frm 11.20 16.37 -11.20 16.37 49.2 MW 0.0 W2> Frm -15.26 -15.98 4.83 -8.02 11.0 0.0 0.0 <W2 Frm -5.52 -8.64 15.63 -16.43 MW 11.1 11.1 WPL Frm -12.55 -22.55 11.60 -27.76 0.0 0.0 W 1> WPR Frm -11.23 -27.24 12.14 -21.99 10.1 10.1 50.3 MW Frm - - 0.0 32.7 32.7 E> 4.4 MW Frm 2.82 1.38 8.17 -1.38 0.0 2.1 2.1 MW Frm - - - - , 0.0 0.0 MW Frm -8.05 -1.41 -3.03 1.41 CU Frm - Wl> Frm -20.96 -28.60 10.52 -20.63 <WI Frm -11.22 -21.26 21.33 -29.05 L Frm 11.20 16.37 -11.20 16.37 E> Frm -2.13 -0.84 '-2.24 0.85 EG+ Frm 0.73 1.07 -0.73 1.07 <E Frm 2.13 0.84 2.24 -0.85 EG- Frm 1 -0.73 1 -1.07 1 0.73 -1.07 Cum of F.- with Raartinnc Charh . Framina Load Type Horizontal - Load Reaction k k Vertical Load Reaction k k D 0.0 0.0 11:7 11.4 CG 0.0 Uplift 8.2 8.2 L> 0.0 ,0.0 0.0 32.7 32.7 <L 0.0 0.0 32.7 32.7 W2> 10.4 10.4 24.0 24.0 <W2 10.1 10.1 25.1 25.1 WPL 1.0 1.0 50.3 50.3 WPR 0.9 0.9 49.2 49.2 MW 0.0 0.0 0.0 0.0 MW 11.0 11.0 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 11.1 11.1 0.0 0.0, CU 0.0 0.0 0.0 0.0 W 1> 10.4 10.4 49.2 49.2 <W1 10.1 10.1 50.3 50.3 L 0.0 0.0 32.7 32.7 E> 4.4 4.4 0.0 0.0 EG+ • 0.0 0.0 2.1 2.1 <E 4.4 4.4' 0.0 0.0 EG- 0.0 0.0 2.1 2.1 Maximum Combined Reactions Summary with Factored Loads - Framing , Kant- All -minnc - hn-i nn I ct nrriPr ctnirtural nnalvcic I BUTTE COUNTY BUILDING DIVISION APPROVED" 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 . 3-G 10.64 11, 17.22 1 13.72 11 26.18 1 1 124/0/0 3-A 17.22 1 10.86 12 14.01 12 26.15 l File: 16-005921-01 Version: 2015.2d Butler Manufacturing, a division of. BlueScope Buildings North America, Inc. «.r BUTLER a Date: 4/11/2016 autter Manur"tutirm Calculations Package 16-005921 Time: 11:16 AM Page: 66 of 77 Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gage & pitch standards are based on ACI -318 Appendix D criteria for "cast-in-Dlace" anchor rods (Min space = 4'drod) X -Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole Welds to I Welds to Load Shear No. in.) in. in. k) Rods in. in. in. Type Flange Web 0/0/0 3-G 1 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 124/0/0 3-A 10 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 Pinned Base Plate Connection Loadin 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 ear Load N/A k) k) Case (k) (k) Case k) k Case k) (k) (k) Case 0/0/0 17.65 26.25 2 10.57 -13.71 11 17.65 26.25 2 0.424 11 2.000 0 124/0/0 17.66 26.18 1 10.78 -14.00 12 17.66 26.18 1 124/0/0 0.957 1 0 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 N/A Shear Case Tension Case V + T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.957 2 0.357 11 0.424 11 2.000 0 0.228 2 0.500 11 0.270 2 0.313 2 0.537 2 124/0/0 0.957 1 0.364 12 0.438 12 0.375 0 0.228 l 0.510 12 0.270 1 0.312 I 0.537 1 Web Stiffener Summary Mem. No. Stiff. No. Desc. Loc. ft) Web Depth in.) hit a/h a in.) Thick. in.) Width in.) Side Welding Description 2 1 S9 3.68 42.543 170.17 N/A N/A 0.6250 3.000 Both SP -BS -0.5000,W -BS -0.1250,F -OS -0.1875 3 1 S1 0.03 23.000 139.90 3.00 69.00 0.1875 2.000 Both F -OS -0. I 875,W -OS -0. 1875 3 2 S1 5.78 23.000 139.90 3.00 69.00 0.1875 2.000 Both F -OS -0. 1875,W -OS -0. 1875 4 1 S1 3.92 23.500 174.72 2.00 47.00 0.1875 2.000 Opposite F -OS -0. 1875,W -OS -0. 1875 Flush 2.00/2.00 3 2 SP 0.375 6.00 27.25 0.750 A325N/PT 3.00 Fillet Flush 4 2 S1 7.83 23.500 174.72 2.00 47.00 0.1875 2.000 Opposite F -OS -0. I 875,W -OS -0. 1875 11 Flush 20.00 31 Extended 3.50 5 2 SP 0.500 6.00 Fillet 0.750 5 1 Sl 1.79 23.886 145.29 2.00 47.77 0.1875 2.000 Both F -OS -0. I 875,W -OS -0. 1875 6 1 SI 29.96 25.250 134.67 1.75 44.62 0.1875 2.000 Opposite F -OS -0. I 875,W -OS -0. 1875 0.375 6.00 27.00 0.750 A325N/PT 3.00 11 Flush 20.00 12 Fillet 8 7 1 S1 3.72 25.500 189.59 1.75 44.62 0.1875 2.000 Opposite F -OS -0. I 875,W -OS -0. 1875 Flush 2.00 9 2 KN(Top) 0.625 6.00 46.38 0.750 A325N/PT 3.50 Fillet Extended 7 2 SI 7.44 25.500 189.59 1.75 44.62 0.1875 2.000 Opposite F -OS -0. I 875,W -OS -0. 1875 33 Extended 3.50/2.00 13 Flush 2.00/2.00 Fillet 9 1 S9 10.92 40.702 162.81 N/A N/A 0.5000 3.000 Both SP -BS -0.4375,W -BS -0.1250,E -OS -0.1875 Bolted End -Plate Connections (Plate Fy = 55.00 ksi) Moment Connections: Outside Flange Required Strength Design End -Plate Dimensions Bolt Outside Flana Inside Flan e Mem. it. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches lst/2nd Configuration Pitches Ist/2nd No. No. k in.) in.) in. in. Shear (in. IDI Desc. in. ID Desc. (in.) 1 2 KN(Top) 0.625 6.00 47.38 0.750 A325N/PT 3.50 33 Extended 3.50/2.00 13 Flush 2.00/2.00 2 1 KN(Top) 0.625 6.00 47.38 0.750 A325N/PT 3.50 33 Extended 3.50/2.00 13 Flush 2.00/2.00 3 2 SP 0.375 6.00 27.25 0.750 A325N/PT 3.00 ll Flush 20.00 31 Extended 3.50 4 1 SP 0.375 6.00 27.25 0.750 A325N/PT 3.00 11 Flush 20.00 31 Extended 3.50 5 2 SP 0.500 6.00 36.47 0.750 A325N/PT 3.00 12 Flush 2.00 32 Extended 3.50/2.00 6 1 SP 0.500 6.00 36.48 0.750 A325N/PT 3.00 12 Flush 2.00 32 Extended 3.50/2.00 7 2 SP 0.375 6.00 27.00 0.750 A325N/PT 3.00 11 Flush 20.00 12 Flush 2.00 8 1 SP 0.375 6.00 27.00 0.750 A325N/PT 3.00 11 Flush 20.00 12 Flush 2.00 9 2 KN(Top) 0.625 6.00 46.38 0.750 A325N/PT 3.50 33 Extended 3.50/2.00 13 Flush 2.00/2.00 10 2 KN(Top) 0.625 6.00 46.38 0.750 A325N/PT 3.50 33 Extended 3.50/2.00 13 Flush 2.00/2.00 Moment Connections: Outside Flange Required Strength Design Strength Ratios' Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k in -k Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 2 -27.1 16.4 4924.1 AISC DG-16/Thin plate 0.794 0.133 0.817 0.485 0.718 0.063 0.959 0.959 2 1 2 -27.1 16.4 4924.1 AISC DG-16/Thin plate 0.794 0.133 0.817 0.485 0.718 0.063 0.959 0.959 3 2 22 ' -7.7 5.9 524.5 AISC DG- I6/I'hin plate 0.667 0.120 0.886 0.000 0.000 0.153 0.9590.631 4 1 22 -7.7 5.9 524.5 AISC DG-16/Thin plate 0.667 0.120 0.886 0.000 0.000 0.153 0.959 0.631 5 2 12 10.3 0.9 110 AISC DG-16/Thin plate 0.630 0.012 0.866 0.00 0.000 0.008 0.959 0.719 6 1 12 10.3 0.9 110 AISC DG-16/Thin plate 0.630 0.012 0.866 0.00 0.000 0.008 0.959 0.719 File: 16-005921-01 Butler Manufacturing, a division of BlueScope Buildings North America, Tnc. Vea' Lnl.,1''1l17-2d�ra%GUNTY BUILDING DIVISION APP ' Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit. Member From Member Joint l From Side Point I Part Axial Load per FB k Load Case Design Note 1 7/6/0 7/6/0 GFB2097 1.805 B[/TLER . Butler Manufacturing 1 12/6/0 Calculations Package 16-005921 1.824 2 Date: 4/1 11201.6 Time: 11: i6 AM r�M�4 - 17/6/0 GFB4027 2.070 2 1 22/6/0 Page: 67 of 77 Weld l 7 2 5 7.9 3. 277.2 AISC DG-l6/rhin plate 0.53 0.070 0.72 0.000 0.000 0.089 0.959 0.719 * 8 1 5 7.9 3. 277.2 AISC DG-16/1'hin plate 0.53 0.070 0.72 0.000 0.000 0.089 0.959 0.719 13 9 2 1 1 -27. 16.3 . 4843.1 AISC DG- 16/rhin plate 0.801 0.133 0.824 0.485 0.718 0.063 0.959 0.959 12.7 10 2 l -27. 16.3 4843.1 AISC DG-16/rhin late 0.801 0.133 0.824 0.485 0.718 0.063 0.959 0.959 0.5 2574.1 AISC DG-16/Thin plate 0.751 0.005 0.953 0.513 0.759 0.003 0.811 0.719 6 1 Inside Flange -17.6 Required Strength 2574.1 AISC DG- I6/1'hin plate 0.751 0.005 Stren h Ratios 0.513 Mem. Jt. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing• Flange Web 0.000 Design 0.074 No. No. Cs k k) in -k Proc. Tension Shear Bending Yieldingi Rupture Tearing 0.000 0.074 ' Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit. Member From Member Joint l From Side Point I Part Axial Load per FB k Load Case Design Note 1 7/6/0 7/6/0 GFB2097 1.805 2 1 12/6/0 12/6/0 GFB3111 1.824 2 I 17/6/0 17/6/0 GFB4027 2.070 2 1 22/6/0 Weld Weld l 2 11 14.2 7.9 2640.7 AISC DG -16f Thin plate 0.740 0.080 0.892 0.000 0.000 ' 0.041 0.983 0.959 2 1 11 14.2 7.9 2640.7 AISC DG- I6/1'hin plate 0.740 0.080 0.892 0.000 0.000 0.041 0.983 0.959 - 3 2 13 12.7 6.2 568.7 AISC DG-16/I'hin plate 0.511 0.084 0.845 0.647 0.957 0.081 0.959 0.631 4 1 13 12.7 6.2 568.7 AISC DG-16/Thin plate 0.511 0.084 0.845 0.647 0.957 0.081 0.959 0.631 5 2 1 -17.6 0.5 2574.1 AISC DG-16/Thin plate 0.751 0.005 0.953 0.513 0.759 0.003 0.811 0.719 6 1 1 -17.6 0.5 2574.1 AISC DG- I6/1'hin plate 0.751 0.005 0.953 0.513 0.759 0.003 0.811 0.719 7 2 14 12.3 5.7 429.1 AISC DG-16/Thin plate 0.432 0.077 0.937 0.000 0.000 0.074 0.959 0.719 8 1 14 12.3 5.7 429.1 AISC DG- I6/rhin plate 0.432 0.077 0.937 0.000 0.000 0.074 0.959 0.719 9 2 12 14.5 8.1 2675.1 AISC DG-16/Thin plate 0.768 0.083 0.925 0.000 0.000 0.042 0.814 0.959 10 2 12 14.5 8.1 2675.1 AISC DG-16/Thin plate 0.768 0.083 0.925 0.000 0.000 0.042 0.814 0.959 ' Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit. Member From Member Joint l From Side Point I Part Axial Load per FB k Load Case Design Note 1 7/6/0 7/6/0 GFB2097 1.805 2 1 12/6/0 12/6/0 GFB3111 1.824 2 I 17/6/0 17/6/0 GFB4027 2.070 2 1 22/6/0 22/6/0 (2)GFB4071 1.130 2 2 7/5/11 51/I/0 (2)GFB4050 1.078 2 2 12/5/11 46/l/0 GFB3000 2.676 2 3 3/11/12 41/l/0 ' GFB3000 2.165 2' 3 8/11/12 36/1/0 GFB3000 1.055 2 4 8/11/12 26/1/0 GFB3000 0.629 14 5 8/11/12 16/l/0 GFB3021 0.984 14 5 13/11/12 II/I/0 GFB4007 0.776 a 14 5 23/11/12 1/1/0 GFB4027 ' 0.722 12 6 1/0/4 1/1/0 GFB4027 0.715 12 6 11/0/4 '11/l/0 GFB4007 0.835' 13 6 16/0/4 16/1/0 GFB4007 0.858 13 6 26/0/4 26/l/0 GFB3021 W 0.971 13 7 6/0/4 36/1/0 GFB3021 0.472 13 8 1/0/4 41/1/0 GFB3021 0.564 21 9 1/0/4 51/1/0 GFB3021 2.243 1 9 6/0/4 56/l/0 GFB4027 2.018 1 9 10/7/2 60/7/13 (2)GFB4071 1.137 1 10 7/6/0 7/6/0 GFB2097 1.811 l 10 12/6/0 12/6/0 GFB3021 2.388 l 10 17/6/0 17/6/0 GFB4027 2.085 1 10 22/6/0 22/6/0 (2)GFB4071 1.138 1 File: 16-005921-01_ V�rp�iyo-o: 20.15.24 Butler Manufacturing, a division of BlueScope Buildings NorthAmerica, Lic. �4J 1� COU�TY UILDIN DIVISI®N A P%""R"""VEDVV U 1 �urtErr� Date: 4/1.1/2016 „�,Maautacturl�np` Calculations Package 16-005921 Time: 11'16 AM Page: 68 of 77 Frame Design Member Summar - Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Parnmotarc iicad far Axial and Flaxnral ilacian ' Mem. No. ng Cases Re wired Stren th Available Stren th Stren th Ratios Ag in.2 Afn in.2 lxx in.4 Axial Sx in.3 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 + Shear No. ft in. .Flexure 0.50 k k in -k in -k- k k in -k ' in -k Flexure 173.93 1 22.53 40.83 .2 6449.87 -27.1 0.93 -4452.6 0.0 211.6 3 4817.8 238.5 '0.99 60.0 1 25.01 44.00 .18.01 2 6.00 -16. - - 0.53 2486.30 29.0 0.99 1.00.. 1.00 0.57 2 1.62 44.00 _ - 2 - 60.0 -20.8 1.50 -4827.4 0.0 225.7 3.00 '5207.0 238.6 0.97 1269.81 2 1.62 44.00 0.84 2 5 20.8 660.56 120.0 . 29.0: 2.25 1423.28 13.51 0.72 3 0.00 24.00 .r 2 3146.38 -18.5 0.9 -2548.8- ' 0.0 186.6 '• 2717.1 302.1 0.99 60.0 3 6.48 24.00 13.52 2 4.51 15.9 7.01 0.28 , 15.9 + 0.97 ' 1.00 1.00 1.00 4 10.00 24.00 1 60.0 -18.0 1.50 952.2 0.0 73.1 3.0 1283.5 111.6 0.91 1492.75 4' 0.00. 24.00 r 2 .8 14.5 733.35 120.0 120.0 31.2 2.25 990.31 , 0.47. 5 18.98 30.90 1 2218.44 -17.8 1.00 2482.5 0.0 120.0-.., 9 2683.1 229.5 1.00 7. 5 0.00 24.00 .13.55 2 4.52 10.5 7.39 0.43 5870.94 15.5 0.94' ,1.00 1.00 0.68 6 10.90 '. 30.46 2 60.1 717.8 2.25 2626.3 0.0 124.6 . 4.52 2785.1 231.4 1.01 5404.00 6 29.88 26.00 1.00 l -9.9 21.2 ; 0.47 7 ; 0.00 26.00 .' 2 -18.0 1225.4 0.0 73.3 1394.0 111.8 1.03 7 10.00 •26.00 1` -141 35.7 0.40 8 10.00 26.00 1 ., -18.4 ,,-2175.2. 0.0 .123.7 2502.9 230.1 0.94 8 10.00 26.00 1 -18.1 - 21 0.85 9 11.23 42.00 _ l -20.3 -4737.0 .0.0 221.5 5035.5 238.5 0:99 ' 9 11.23 42.00 1 -21.3 30. 0.70 10 22.53 40.31 I -27.0 -4437.9 0.0 211.5 4751.6 238.5 1.00 10 24.67 43.00 1 16.3 29.7 0.55 Parnmotarc iicad far Axial and Flaxnral ilacian ' Mem. No. Loc. ft Lx in. Ly/Lt in., Lb in. Ag in.2 Afn in.2 lxx in.4 lyy, in.4. Sx in.3 Sy in.3 Zx , in.3 Zy in.3 J in.4 Cw in.6 Cb Rpg Rpc Qs Qa 1 22.53 300.12 60.1 60.1 14.52 2.25 3182.49 13.55 155.89 4.52 191.42 7.38 - -0.42 5544.76 1.09 0.95 1°.00 1.00 0.50 2 1.62 660.56 38.2 38.2 15.31 2.25 3826.53 13.56 173.93 - 4.52 215.07 7.43 0.44 6449.87 1.00 0.93 1.00 1.00 0.48 3 0.00 660.56 60.0 60.0 9.78 3.00 995.19 .18.01 82.93 6.00 92.24 9.16 - 0.53 2486.30 1.18 0.99 1.00.. 1.00 0.75 4 10.00 660.56 120.0 60.0 6.16 1.50 568.52 9.00 47.38 3.00 54.19 4.61 0.08 1269.81 1.26 0.96 1.00 0.84 0.67 5 18.98 660.56 120.0 60.0 9.46 2.25 1423.28 13.51 •92.1 .4.50 106.02 6.95 0.26 3146.38 1.01 0.9 . 1.00 1.00 0.65 6 10.90 733.35 120.0 60.0 10.07 2.25 1428.31 13.52 93.78 4.51 109.08 7.01 0.28 3058.90 1.00 + 0.97 ' 1.00 1.00 0.62 7, 0.00 733.35 120.0 60.0 6.43 1.50 683.16 9.01 52.55 3.0 , 60.49 4.62 0.08 1492.75 1.39 0.9 -1.00 0.84 0.6 .8 10.00 733.35 120.0 120.0 9.23 2.25 990.31 13.51 76.18 4,50 87.54 6.97 0.27 2218.44 1.52 1.00 1.00 1.00 0.72 9 11.23 733.35 7.4 7. -14.81 2.25 3411.57 .13.55 162.46 4.52 200.00' 7.39 0.43 5870.94 1.01 0.94' ,1.00 1.00 0.50 10 22.53 296.02 60.1 60.1 14.39 2.25 3084.72 13.55 153.0 . 4.52 187.69 7.37 0.42 5404.00 1.09 0.95 1.00 1.00 0.5 nPflvrtian Land Vnmhinahlnnc - Framing No. Origin Factor Def H Def V .' Application Description I System 1.000 0 - 180 1.0 L , 2 1 2 System 1.000 60 180 0.42 W 1> Wl> .' 3 System 1.000 60 180 0.42 <W 1 - <W1 4 System 1.000 60 180 0.42 W2> W2> 5 System 1.000 "60 1804 0.42 <W2 . • `: <W2 6 System 1.000 ` 60 180 0.42 WPL.' y WPL ._ 7 System 1.000 60 - 180. 0.42 WPR WPR 8 System 1.000 10 0 1.0 E> + 1.0 EG- E> + EG - 9 System 1.000 10 .0 1.0 <E + 1.0 EG- ' <E + EG- V.nnfrnllina Frame nafl"finn Ratinc fnr (rncc Snrtinn- 3 Descri tion Ratio Deflection in. Member Joint Load Case I Load Case Description Max: Horizontal Deflection Max. Vertical Deflection for Span l ( H/274) U246 1.158. ` -5 1 ii 2 1 6 1 WPL L * Negative horizontal deflection is left * Negative vertical deflection is down) Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. Frame Lateral Stiffness (K): 3.112 (k/in) Fundamental Period (calculated) (T): 0.976 (sec.) ! File: 16-005921-01 s�ioitEof�,`� i Butler Manufacturing, a division of BlueScope Buildings North America, Inc.BUILDING DIVdSl.ON t I , V '3•F 4 Date: 4/111201.6 8L/TLER ' Calculations Package 16-005921 Time: I I:I6 AM ..w.�..��. Page: 69 of 77 Frame Cross Section: 4 Dimension Key 1 8 1/2" 2 1'-1" 3 2 @ 4'-0 3/4" 4 2 @ 4'-6 7/8" 5 33'-11"Ridge Ht. Frame Clearances Horiz. Clearance between members I(CX007) and IO(CX008): 118'-11" Vert. Clearance at member I (CX007): 26-9 7/8" Vert. Clearance at member IO(CX008): 26'-l" Vert. Clearance at member I I (ICX001): 30'-10 3/8" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) File: 16-005921-01 A' ---- Verti9,2�O.1 0 E COUNTY Butler Manufacturing, a division of BlueScope Buildings North Am America, Inc. BUILDING DIVISION APPROVED 'Date: 4/11/2016 BL/TLER -- --- ----- CuNp Calculations Package 16-005921 Time: It: 16 Alva Page: 70 of 77 Design Load Combinations - Framing No. Origin Factor Application • Description I System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0 D + LO CG + 1.0 ASL^ D + CG + ASLA 4 System 1.000 1.0 D + LO CG + 1.0 AASL D + CG + AASL 5 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 7 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 8 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 9 System 1.000 0.6 MW MW -Wall: 1 10 System 1.000 0.6 MW MW - Wall: 2 I l System 1.000 0.6 MW MW - Wall: 3 12 System 1.000 0.6 MW MW - Wall: 4 13 System 1.000 0.6D+0.6CU+0.6W1> D+CU+W1> 14 System 1.000 0.6 D + 0.6 CU + 0.6 <WI D+CU+<W1 15 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D+CU+WPL 16 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D+CU+WPR 17 System 1.000 1.0D+I.0CG+0.75L+0.45WI> D+CG+L+W1> 18 System 1.000 1.0D+1.0CG+0.75L+0.45<WI D+CG+L+<WI 19 System 1.000 I.0D+I.0CG+0.75L+0.45W2> D+CG+L+W2> 20 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 21 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL 22 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG+ L + WPR 23 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 24 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ ` D + CG + <E + EG+ 25 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG - 26 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 27 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ 28 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 29 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG - 30 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 31 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 32 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 33 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG - 34 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - Frame Member Sizes Mem. No. Fig Width in.) Flg Thk in.) Web Thk in.) Depthl in. Depth2 in.) Length (ft) Weight O Fig Fy ksi) Web Fy ksi) Splice Jt.l Codes Jt.2 Shape 1 5.00 0.1875 0.1345 21.00 21.00 28.35 453.4 55.00 55.00 BP KN 3P 2 5.00 0.1875 0.1345 20.00 14.00 8.49 144.1 55.00 55.00 KN SP 3P 3 5.00 0.3125 0.1345 14.00 14.00 40.00 694.6 55.00 55.00 SP SP 3P 4 6.00 0.2500 0.1345 14.00 27.80 10.00 208.2 55.00 55.00 SP SS 3P 5 6.00 0.2500 0.1345 27.80 19.00 15.00 323.7 55.00 '55.00 SS SP 3P 6 5.00 0.3125 0.1345 19.00 19.00 10.00 205.5 55.00 55.00 SP SS 3P 7 5.00 0.3750 0.1345 19.00 19.00 20.00 440.4 55.00 55.00 SS SP 31' 8 5.00 0.3125 0.1345 19.00 19.00 10.00 208.7 55.00 55.00 SP SS 3P 9 5.00 0.1875 0.1345 19.00 23.00 9.51 177.5 55.00 55.00 SS KN 3P l0 5.00 0.1875 0.1345 23.00 23.00 27.85 480.2 55.00 55.00 BP KN 3P ll 8.00 1 0.2500 1 0.1644 10.00 1 10.00 30.88 604.31 55.00 1 55.00 1 BP CP 3P Total Frame Weight = 3940.7 (p) (Includes all plates) Frame Member Releases Member Joint 1 11Joint 2 ll No Yes Boundary Condition Summar Member X -Loc Y -Loc Supp. X I Supp. Y I Moment Dis lacement X(in. Displacement Y in. Displacement rad. 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 10 124/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 Il 59/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 File:: 16-005921-01B bullITT_ lii -�( pp'� uticr Manufacturing, a division of BlueScope Buildings North America, Inc.Inc• ��lio.•L,d�id� ��U��I�1� _ �.� � Date: 4/l i/201.0 ¢ aueur�tit'� Calculations Package 16-005921 Time: 11:16 AM +�� Page: 71 of 77 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: 4 y Type X -Loc Gridl -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column., 0/0/0 4-G 8 X 22 0.375 4-0.750 100'-0" Interior Column 59/0/0 4-D 9 X I l 0.375 '4 - 0.750 100'-0" Exterior Column 124/0/0 4-A 8 X 24 0.375 4-0.750 100'-0" 0.0 Load Type Desc. Hx Vy Hx Vy Hx V L> D Frm 0.31 1.63 <L 3.84 -0.31 1.88 22.3 CG Frm 0.30 1.20 11.7 3.02 -0.30 1.36 10.6 L> Frm 1.19 4.82 16.3 12.08 -1.19 5.42 6.9 <L Frm 1.19 4.82 0.6 12.08 -1.19 5.42 0.6 ASLA Frm 0.44 -0.27 0.0 6.20 -0.45 5.76 MW AASL Frm 0.74 5.08 MW 5.88 -0.74 -0.34 0.0 W2> Frm -5.29 -5.86 0.0 -9.61 -1.83 -0.88 0.0 <W2 Frm 1.12 -1.02 ;, -9.23 5.77 -6.84 6.9 WPL Frm 1.12 -6.19 0.0- -17.46 -1.77 -10.64 3.3 WPR Frm 1.40 -9.57 0.0 -17.14 -0.78 -6.84 <E MW Frm 0.0 - EG- - 0.0 - 1.5 MW Frm 1.68 1.03w, -0.20' 5.72 , -0.84 MW Frm _ _ - - - MW Frm -4.76 -0.48 -0.91 2.71 1.38 ` Cu Frm - - - Wl> Frm -4.45 -9.89 -18.32 -2.67 -5.35 <WI Frm 1.96 -5.05 -17.93 4.93 -11.30 - L Frm 1.19 4.82 12.08 -1.19 5.42 E> Frm -1.39 -0.50 -0.17 -1.93 0.68 EG+ Frm 0.08 0.32 0.79 -0.08 0.35 <E Frm 1.39 0.50 0.17 1.93 -0.68 t EG- Frm -0.08 -0.32 -0.79 0.08 -0.35 Load Type Horizontal Load Reaction k k Vertical Load Reaction k k D 0.0 0.0 7.5 7.4 CG 0.0 0.0 5.6 5.6 L> 0.0 0.0 22.3 22.3 <L 0.0 0.0 22.3 22.3 ASLA 0.0 0.0 11.7 11.7 AASL 0.0 0.0 . 10.6 10.6 W2> 7.1 7.1 16.3 16.4 <W2 6.9 6.9 17.1 - •17.1 WPL 0.7 0.6 34.3 34.3 WPR 0.6 0.6 33.5 33.6 MW 0.0 0.0 0.0 0.0 MW 7.4 7.4 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 7.5 7.5 0.0 0.0 Cu 0.0 0.0 0.0 0.0 W1> 7.1 7.1 a 33.5 33.6 <W I 6.9 6.9 34.3 34.3 L 0.0 0.0- 22.3 22.3 E> 3.3 3.3 0.0 0.0 EG+ 0.0 0.0 1.5 1.5 <E 3.3 13.3• 0.0 0.0 EG- 0.0 0.0 1.5 1.5 r t File: 16-005921-01 Versb" 21jlSMd,, COUNTY BlItler Manufacturing, a division of. BlueScope Buildings North America; Inc. BUILDING DIVISION . R"VED BUTLER' Date: 4/11/2016 Butler ---- storms- Calculations Package 16-005921 Time: 11: 16 AM Page: 72 of 77 Maximum Combined Reactions Summary with Factored Loads - Framing Note- All reactinnc are hated on I Kt nrder cinirtural analvcic X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load in. in. (-Hx) Case (Rx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case 0.750 5.0 k Std k OS -0.1875 k 4-D k 0.375 k ll k 4 in -k 5.0 in -k Std 0/0/0 4-G 2.86 12 3.09 28 8 24 No 4 4.95 13 7.92 4 OS -0.1875 OS -0.1875 1 2 59/0/0 4-D - - - - 27 0.146 14 2.000 8.68 13 18.94 1 1 0.212 14 0.075 124/0/0 4-A 4.04 27 3.43 10 5.65 14 9.00 3 Fillet 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 Gape & nitch standards are hated on ACI -11 R Annendix n criteria for "cast-in-nlace" anchor nxls (Min snare = 4*drMl X -Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole Welds to Welds to Load Shear No. in. in. in. (k) Rods in. in.) in. TyDe Flange Web 0/0/0 4-G 1 0.375 8 22 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 59/0/0 4-D ll 0.375 9 ll No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 124/0/0 4-A 10 0.375 8 24 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 Pin -1 Roca Plata Cnnnorfinn i.nodino Race Plate Cnnnerfinn Strennth Rnfinc X -Loc Maximum Shear Case Maximum Tension Case Maxim mComp Case Maximum Bracing/WA Case X -Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shear Load 0.1644 (k) (k) Case k) k) ICase Case k) (k) Case k) k) (k) Case 0/0/0 3.08 4.05 28 2.47 -4.91 13 1.88 7.75 2 N/A 0 2.000 0 59/0/0 0.60 13.29 3 0.13 -8.65 13 0.22 19.00 2 59/0/0 0.026 3 0 124/0/0 4.21 4.88 27 2.73 -5.61 14 1.72 8.57 1 2 0.199 2 0 Race Plate Cnnnerfinn Strennth Rnfinc X -Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load 0.1644 Shear Case Tension Case V+T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.134 28 0.128 13 N/A 0 2.000 0 0.040 2 0.186 13 0.074 2 0.073 2 0.099 13 59/0/0 0.026 3 0.225 13 0 0 0.174 2 0.215 13 0.136 2 0.199 2 0.131 2 124/0/0 0.183 27 0.146 14 2.000 0 FAS-0.1250,W-OS-0.I250,F-OS-0.1250 0 0.040 1 0.212 14 0.075 l 0.076 l 0.111 14 Wal, cntr oar Q,,mm,,w Mem. No. Stiff. No. Desc. Loc. ft) Web Depth in.) h/t a/h a in. Thick. in.) Width in.) Side Welding Description 2 1 S10 0.375 Alternate Web Thick: 0.1644 0.2500 2.000 Opposite W -OS -0.1250 3 2 (S1 I) 6.00 17.25 0.750 A325N/PT 4 1 SP 0.500 6.00 Fillet 0.750 A325N/PT 2 2 S9 1.79 .19.763 146.94 N/A N/A 0.1875 2.000 Both SP -BS -0.1875,W -BS -0.1250,F -OS -0.1250 4 1 SI 6.60 22.793 169.47 1.75 39.73 0.1875 2.000 Opposite F -OS -0.1875,W -OS -0.1875 Fillet 4 2 S2 9.99 27.569 204.97 N/A N/A 0.1875 2.000 Both FAS-0.1250,W-OS-0.I250,F-OS-0.1250 5 1 S1 3.44 25.374 188.65 1.50 37.99 0.1875 2.000 Opposite F -OS -0. 1875,W -OS -0.1 875 Fillet 5 2 Sl 7.13 23.182 172.36 1.75 40.52 0.1875 2.000 Opposite F -OS -0. I 875,W -OS -0. 1875 Fillet 9 1 Sl0 Alternate Web Thick: 0.1644 0.3125 2.000 Opposite W -OS -0.1250 (Sl 1) Fillet 9 2 S9 7.59 22.783 169.39 N/A N/A 0.2500 2.000 Both SP -BS -0.2500,W -BS -0. I 250,F -OS -0. 1250 3.00 1 41 1 Ext/Gusset 1 3.25 131 1 Extended 1 3.25 3.00 31 Gusset out Z.SYJ x U.Z�UU x ,).Uu SY-riS-U.1IS"/S, End -Plate Dimensions Bolt Outside Flange Inside Flange Mem. No. Jt. No. Type Thick. in.) Width (in.) Length Diam. (in.) (in.) Spec/Joint Gages ln/Out Configuration Pitches I st/2nd Configuration Pitches 1st/2nd in.) ID I Desc. in.) ID I Desc. in. l 2 KN(Top) 0.375 1 6.00 1 26.75 0.750 1 A325N/PT 1 3.00 41 1 Ext/Gusset 3.25 31 1 Extended 3.25 3.00 1 41 1 Ext/Gusset 1 3.25 131 1 Extended 1 3.25 3.00 31 Gusset out Z.SYJ x U.Z�UU x ,).Uu SY-riS-U.1IS"/S, 2 1 1 KN(Top) 0.375 1 6.00 1 26.75 10.750 1 A325N/PT Extended 3.25 Gusset Out 2.875 x 0.2500 x 5.00 SP -BS -0.1875, 2 2 SP 0.375 6.00 17.28 0.750 A325N/PT 3 1 SP 0.375 6.00 17.25 0.750 A325N/PT 3 2 SP 0.500 6.00 17.25 0.750 A325N/PT 4 1 SP 0.500 6.00 17.31 0.750 A325N/PT 5 2 SP 0.375 6.00 24.52 0.750 A325N/PT 6 1 SP 0.375 6.00 24.50 0.750 A325N/PT 7 2 SP 0.500 6.00 22.37 0.750 A325N/PT 3.00 1 41 1 Ext/Gusset 1 3.25 131 1 Extended 1 3.25 3.00 31 Extended 3.25 12 Flush 2.00 3.00 31 Extended 3.25 12 Flush 2.00 3.00 31 Extended 3.25 Il Flush 10.22 3.00 31 Extended 3.25 Il Flush 10.22 3.00 31 Extended 3.25 31 Extended 3.25 3.00 31 Extended 3.25 31 Extended 3.25 3.00 11 Flush 13.06 32 Extended 3.50/2.00 File: 16-005921-01g MrX20,O2 UN fY Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUILDING DIVISION AV �, Date: 4/111201.6 Burt ER Butler Manufmturing Required Stren th Design Strength Ratios * Calculations Package 16-005921 Jt. Time: 11:16 AM Axial Shear Moment Bolt Bolt Plate Page: 73 of 77 Shear 8 1 SP 0.500 6.00 22.37 0.750 A325N/PT 3.00 11 Flush 13.06 32 Extended 3.50/2.00 Tearing 9 2 KN(Top) 0.500 6.00 28.75 0.750 A325N/PT 3.00 31 Extended 3.25 31 Extended 3.25 0.799 10 2 KN(Top) 0.500 6.00 28.75 0.750 A325N/PT 3.00 31 Extended 3.25 31 Extended 3.25' 0.516 II 2 CP 0.375 9.00 11.01 0.500 A325/- 3.00 11 Flush 3.00 11 Flush 3.00 Mnmwnt rnnnartinne• Outside Flange Required Stren th 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 32 -4.3 2.6 897.2 AISC DG-16/Thin plate 0.630 0.035 0.913 0.000 0.000 0.032 0.799 0.516 2 1 32 -4.3 2.6 897.2 AISC DG-16/Thin plate 0.630 0.035 0.913 0.000 0.000 0.032 0.799 0.516 2 2 3 -1.5. 1.3 324.0 AISC DG- 16/rhin plate 0.350 0.018 0.739 0.337 0.499 0.017 0.792 0.516 3 1 3 -1.5 1.3 324.0 AISC DG-16/Thin plate 0.350 0.018 0.739 0.337 0.499 0.017 0.799 0.516 3 2 3 -1.1 2.2 519.8 AISC DG-16/Thin plate 0.527 0.030 0.674 0.275 0.407 0.022 0.870 0.516 4 1 3 -1.1 2.2 519.8 AISC DG-16/I'hin plate 0.527 0.030 0.674 0.275 0.407 0.022 0.722 0.516 5 2 4 -1.7 2.0 532.2 AISC DG-16/Thin plate 0.424 0.028 0.873 0.337 0.499 0.027 0.959 0.516 6 1 4 -1.7 2.0 532.2 AISC DG- 16/rhin plate 0.424 0.028 0.873 0.337 0.499 0.027 0.799 0.516 7 2 15 3.5 1.8 459.8 AISC DG-16/Thin plate 0.827 0.037 0.819 0.000 0.000 0.036 0.959 0.516 8 1 15 3.51 1.8459.8 1089.0 AISC DG-16/rhin plate 0.827 0.037 0.819 0.0001 0.0001 0.036 0.799 0.516 9 2 31 -5. 3.9 1291.1 AISC DG- 16/rhin plate 0.762 0.053 0.965 0.253 0.37 0.037 0.799 0.516 10 2 31 -5.2 3.9 1 291.1 AISC DG- 16/rhin late 0.762 0.053 0.965 0.253 0.37 . 0.0371 0.7991 0.516 Inside Flange Required Stren th Design Strength Ratios * Mem. Jt- Ld Axial Shear Moment Bolt Bolt Plate Shear Shear I Bearing I Flange Web No. No. Cs k k in -k Proc. Tension Shear Bending Yielding Ru cure I Tearing Weld Weld 1 2 33 0.5 1.8 640.5 AISC DG-16/rhin plate 0.477 0.024 0.989 0.304 0.450 0.022 0.721 0.516 2 1 33 0.5 1.8 640.5 AISC DG- I6/I'hin plate 0.477 0.024 0.989 0.304 0.450 0.022 0.721 0.516 2 2' 12 -1.6 0.5 253.7 AISC DG-16/Thin plate 0.344 0.006 0.862 0.000 0.000 0.006 0.719 0.516 3 1 12 -1.6 . 0.5 253.7 AISC DG-16/Thin plate 0.344 0.006 0.862 0.000 0.000 0.006 0.799 0.516 3 2 15 3.7 2.2 282.4 AISC DG-16/Thin plate 0.734 0.046 0.727 0.000 0.000 0.044 0.799 0.516 4 1 15 3.7 2.2 282.4 AISC DG-16/Thin plate 0.734 0.046 0.727 0.000 0.000 0.044 0.959 0.516 5 2 3 -0.1 5.6 540.0 AISC DG-16/Thin plate 0.442 0.076 0.911 0.337 0.499 0.073 0.959 0.516 6 1 3 -0.1 5.6 540.0 AISC DG- 16/rhin plate 0.442 0.076 0.911 0.337 0.499 0.073 0.799 0.516 7 2 3 -0.9 2.6 1089.0 AISC DG- 16/rhin plate 0.618 0.026 0.914 0.427 0.631 0.017 0.810 0.516 8 1 3 -0.9 2.6 1089.0 AISC DG-16/Thin plate 0.618 0.026 0.914 0.427 0.631 0.017 0.999 0.516 9 2 34 0.8 3.1 1041.3 AISC DG-16/Thin plate 0.649 0.042 0.823 0.253 0.374 0.029 0.799 0.516 10 2 34 0.81 3.1 1041.3 AISC DG-16/Thin plate 0.6491 0.0421 0.8231 0.253 0.374 1 0.029 0.7991 0.516 * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit. P:nnnri !`nnnurtinnc• 1 12/6/0 Maximum Shear Case Maximum Tension Case Strength Ratios Mem. No. R. No. Ld Cs Axial k Shear k Ld Cs Axial Shear k k Bolt Bolt Bolt Plate Flange Flange Tension Shear V+T Bendin Yieldin Bearing Flange Web Weld Weld 11 2 2 19.0 0.6 13 8.61 3 0.2721 0.0301 0.0001 0.1721 0.066 0.0121 0.2041 0.024 1 12/6/0 12/6/0 GFB2097 0.352 20 1 22/6/0 22/6/0 GFB2097 0.581 2 2 3/4/15 55/1/11 GFB2081 0.553 20 3 3/11/12 46/1/0 GFB2063 0.438 3 3 13/11/12 36/l/0 GFB2063 0.488 16 3 23/11/12 26/1/0 GFB2063 0.465 16 3 33/11/12 16/1/0 GFB2063 0.618 3 3 38/11/12 11/l/0 GFB2063 0.797 3 4 8/11/12 1/1/0 GFB3021 1.216 1 5 1/0/4 1/1/0 GFB3021 1.181 1 5 11/0/4 Il/l/0 GFB2097 0.725 4 6 1/0/4 16/1/0 GFB2081 0.641 4 7 1/0/4 26/l/O GFB2081 0.655 15 7 11/0/4 36/l/0 GFB2081 0.738 15 7 16/0/4 41/I/0 GFB2081 0.683 15 8 6/0/4 51/l/0 GFB2081 0.541 12 9 5/7/2 60/7/13 GFB2097 0.582 23 10 12/6/0 12/6/0 GFB3000 0.379 19 10 17/6/0 17/6/0 GFB3000 0.503 19 Dile: 16-005921-01 t Butler Manufacturing, a division of BlueScope Buildings North America, Inc. VersiorTVE COUNTY BUILDING DIVISION APPRU"I'VELD B[/TLER . Date: 4/1.1/201.6 Butler Manufacturing Calculations Package 16-005921 Time- 11:16 AM Page: 74 of 77 10 22/6/0 22/6/0 GFB3000 0.618 19 1 1 t:..o...o nom:-.. Mn...ho.. e........- _ rr .N..nn:-.,1 nod ro.o and Mov:mom rnmh:nnd Sfr•ncen. - XA-h- 11 -fl- ago A-- ruin# 1 1 n --- ...----- TT --.1 r..- A-'..1 .....i 1:1..........1 T....:.... Mem. No. Controlling Cases Require Strength Available Strength Strength Ratios Ag in.2 Atn in.2 Ixx in.4 Axial Sx in.3 Axial Shear Mom -x Mom -y Axial Shear Mom -x Mom -y Axial Qa Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No. ft in. Flexure 0.59 k k in -k in -k k k in -k in -k Flexure 26.87 l 22.50 21.00 2 383.74 -7.7 1.00 -543.3 0.0 39.5 3 585.0 50.0 1.03 60.0 1 26.82 21.00 6.51 15 2.61 3.0 3.97 0.11 305.05 9.5 1.00 1.08 1.00 0.31 2 0.81 20.00 2 22.2 -2.6 1.50 -596.3 0.0 54.2 IOC 703.8 49.9 0.87 1709.39 2- 0.81 20.00 0.84 4 5 6.5 751.93 22. 22.2 10.0 1.50 797.63 9.01 0.66 3 18.98 14.00 4 1709.38 -1.3 0.92 698.7 0.0 56.1 6 779.4 130.9 0.91 60.0 3 40.00 14.0 6.51 1 2.61 -6.2 3.99 0.12 568.72 15.0 0.99 1.00 1.00 0.41 4 9.92 27.80 l 60.0 -1.6 1.88 -1362.1 0.0 92.6 3.13 1490.3 111.9 0.92 677.84 4 6.49 23.03 1.00 4 8 -7.9 751.93 120. 60.0 8.7 1.56 342.39 6.51 0.90 5 0.00 27.80 1 568.72 -1.0 1.00 -1362.1 0.0 90.1 9 1490.3 111.9 0.92 60.0 5 5.93 24.30 3.91 2 1.56 8.2 2.43 0.04 345.95 8.2 1.00 1.00 0.78 1.00 6 10.00 19.0 3 43.0 -0.3 0.94 1050.3 0.0 66.1 1.56 1182.9 131.6 0.89 508.81 6 0.00 19.00 0.78 2 11 5.8 384.46 370.61 370.61 10.8 2.0 106.831 21.3 0.53 7 11.02 19.00 3 507.081 -0.7 1.00 1235.4 0.0 90.9 1244.4 157.4 1.00 7 0.00 19.00 2 3.0 10.9 0.28 8 1.02 19.00 3 -0.8 1055.5 0.0 66.1 1108.4 131.6 0.96 8 10.00 19.00 3 -5.3 10.8 0.49 9 0.00 19.0 3 -0.9 613.3 0.0 41.6 657.0 49.9 0.94 9 7.75 23.00 3 -7.4 8.6 0.86 10 26.08 23.00 19 -7.0 -717.1 0.0 64.6 824.2 50.1 0.92 10 0.0 • 23.00 10 -3. 8.6 0.40 11 25.73 10.00 2 -19.0 0.0 0.0 23. 185.5 164.1 0.81 11 25.73 10.00 27 0.0 31.8 0.00 n --- ...----- TT --.1 r..- A-'..1 .....i 1:1..........1 T....:.... Mem. No. Loc. ft Lx. in. Ly/U in. Lb in. Ag in.2 Atn in.2 Ixx in.4 Iyy in.4 Sx in.3 Sy in.3 ' Zx in.3 Zy in.3 1 in.4 Cw in.6 Cb Rpg Rpc Qs Qa I 22.50 321.86 120.0 120.0 4.65 0.94 301.39 3.91 28.70 1.56 33.82 2.44 0.04 423.46 1.21 1.00 1.00 0.78 0.59 2 0.81 681.61 18.5 18.5 4.51 0.94 268.74 3.91 26.87 1.56 31.53 2.43 0.04 383.74 1.00 1.00 1.00 0.78 0.6 3 18.98 681.61 .120.0 60.0 4.92 1.56 173.21 6.51 24.74 2.61 27.40 3.97 0.11 305.05 1.00 1.00 1.08 1.00 0.87 4 9.92 681.61 22.2 22.2 6.67 1.50 797.63 9.01 57.37 IOC 66.40 4.62 0.08 1709.39 1.02 0.92 1.00 0.84 0.58 5 O.Oc 751.93 22. 22.2 6.67 1.50 797.63 9.01 57.37 3.00 66.40 4.62 0.08 1709.38 1.02 0.92 1.00 0.84 0.59 6 10.00 751.93 120. 60.0 5.60 1.56 342.39 6.51 36.04 2.61 40.55 3.99 0.12 568.72 1.18 0.99 1.00 1.00 0.77 7 11.02 751.93 60A 60.0 6.20 1.88 393.38 7.82 41.41 3.13 46.12 4.77 0.19 677.84 1.01 1.00 1.00 1.00 0.77 8 1.02 751.93 120. 60.0 5.60 1.56 342.39 6.51 36.04 2.61 40.55 3.99 0.12 568.72 1.04 1.00 1.00 1.00 0.77 9 0.00 751.93 114.9 60.0 4.38 0.94 238.32 3.91 25.09 1.56 29.30 2.43 0.04 345.95 1.37 1.00 1.00 0.78 0.72 10 26.08 313.02 43. 43.0 4.92 0.94 373.76 3.91 32.50 1.56 38.60 2.45 0.04 508.81 1.05 0.97 1.00 0.78 0.56 11 25.73 384.46 370.61 370.61 5.561 2.0 106.831 21.3 21.371 5.331 23.21 8.061 0.101 507.081 1.00 1.00 1.091 0.791 1.0 File: -16-005921-01 Version: 2015.2d Butler Manufacturing, a division of. BlueScope Buildings North America, Inc. Date: • 4/111201,6 But ManutoctuNrtp Calculations Package 16=0059211 - Time: I l:16 AM ..... _....,.,. r Page: 75'of :77 `.' • •' Deflection Load Combinations - Framing No. Origin Factor Def H Def V Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 60 180 0.42 W I5 , - W 1> ' 3 System 1.000 60 180 " 0.42 <W 1 * <W 1 P' ' 4 System 1.000 60 180 0.42 W2>.' t W2> 5 System 1.000 60 180 0.42 <W2 ' ' <W2 " ' "r 6 System 1.000 60 180 0.42 WPL WPL • r `' 7 System 1.000 60 180 0.42 WPR r WPR 8 System 1.000' 10 0 1.0 E> + 1.0 EG- ti E> + EG - 9 System 1.000 10 0 1.0 <E + 1.0 EG- . r' ' <E + EG- Controllina Frame Deflection Ratios for Cross Section: 4 Description Ratio Deflection in. Member Joint Load Case Load Case Description Max. Horizontal Deflection ( H/121) 2.671 10 2 6 WPL Max. Vertical Deflection for Span 1 ( U958)0.719 3 1 7 WPR { Max. Vertical Deflection for Span 2 - U358 2.119 7 1 6 WPL 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 defled'ions maybe considerably overstated. Frame Lateral Stiffness (K): 0.614 (k/in) + t i' Fundamental Period (calculated) (T): 1.914 (sec.) 77, rt.'.'. .,�• y. ,..s.'�'�r .F�n� :..; t BUTTE'C®UNTIE BUIL NG DIVISION APPROVED File: 16-005921-01 Version: 2015.2d , Butler Manufacturing,_ a divisii)n cif. BlueScope Buildings North America, Inc.: i t t fif �. �.. `. • ; BUTLER • au„wManu,mn,,,�, . - Date: 4/1.1/201.6 Calculations Package 16-005921 • Time: 11:16 AM Page: 76 of 77 Units Type Description Actual LocI Allow. Ratio Dir. Coef. Shape: Addition End Zone . psf W 1> Loads and Codes - Shape: Addition 22.19 0/0/0 23.000 0.96 City: Gridley - County: Butte State: California Country: United States Building Code: California Building Code - 2013 Edition Structural:' ., l OAISC - ASD . Rainfall: I: 0.10 inches per hour Based on Building Code: 2012 International Building Code Cold Form: 12AISI - ASD fc: 3000.00 psi Concrete Building Risk/Occupancy Category: II (Standard Occupancy Structure) 0.69 Dead and Collateral Loads 1.080 Roof Live Load �. Collateral Gravity:3.00 psf Roof Covering+ Second. Dead Load: Varies.. Roof Live Load: 20.00 psf Reducible ' Collateral Uplift: 0.00 psf' Frame Weight (assumed for seismic):2.50 psf 0.96 ' Wind Load. " - Snow Load Seismic Load Wind Speed: Vult: 110.00 (Vasd: 85.21) mph Ground Snow Load: pg: 0.00 psf Mapped MCE Acceleration: Ss: 60.00 %g ' The 'Envelope Procedure' -is Used Flat Roof Snow: pf: 0.00 psf. • Mapped MCE Acceleration: S1: 27.00 %g ' Wind Exposure:,C - Kz: 0.975 Design Snow (Sloped): ps: 0.00 psf Site Class: Stiff soil (D) Parts Wind Exposure Factor: 0.975 Rain Surcharge: 0.00 Seismic Importance: Ie: 1'.000 Wind Enclosure: Enclosed Exposure Factor: 2 Partially Exposed - Ce: 1.00 Design Acceleration Parameter: Sds: 0.5280 Topographic Factor: Kzt ,1.0000 Snow Importance: Is: 1.000 Design Acceleration Parameter: Shc: 0.3348 Thermal Factor: Unheated - Cr. 1.20. Seismic Design Category: D NOT Windborne Debris Region Ground/ Roof Conversion: 0.70 Seismic Snow Load: 0.00 psf Base Elevation: 0/0/0 Unobstructed, Slippery % Snow Used in Seismic: 0.00 Primary Zone Strip Width: 2a: N/A Diaphragm Condition: Flexible Parts / Portions Zone Strip Width: a: N/A Fundamental Period Height Used: 28/9/0 x Basic Wind Pressure: q: 25.68 psf Transverse Direction Parameters Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.4112 . R -Factor: 3.50 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3:00 Base Shear: V: 0.1509 x W - Longitudinal Direction Parameters Redundancy Factor:, Rho: 1.30 Fundamental Period: Ta: 0.2483 R -Factor: 3.25 Overstrength Factor: Omega: 2.00 Deflection Amplification Factor: Cd: 3.25 Base Shear: V: 0.1625 x W rnvorieu nocine r.nadc . wAu. r _ rnvarino nacion r.nadc . Wall- 2 Zone Y Zone Y Units Type Description Actual LocI Allow. Ratio Dir. Coef. Dir. End Zone . psf W 1> Standard Spacing is Adequate 22.19 0/0/0 23.000 0.96 OUT -1.440 23.000 End Zone psf <W2 Standard Spacing is Adequate 16.6 0/0/0 24.000-- 0.69 IN 1.080 16: 54/0/0 End Zone psf W 1> Standard Spacing is Adequate . 22.19 118/0/0 23.000 0.96 OUT • =1.440 Standard Spacing is Adequate 18.03 End Zone " psf <W2 Standard Spacing is Adequate 16.6 118/0/0 24.000 0.69 IN 1.080 <W2 . Standard S a6in is Adequate Interior Area psf W 1> Standard Spacing is Adequate ' . 18.03 , 6/0/0 ' 23.000 0.78 OUT. -1.170 Interior Area psf. 1 <W2 Standard Spacing is Adequate 16.6 6/0/0 24.000 0.69 IN 1.080 rnvarino nacion r.nadc . Wall- 2 Zone Units I Type Description Actual Locl Allow. Ratio Dir. Coef. End Zone psf W I> Standard Spacing is Adequate 22.19 54/0/0 23.000 0.96OUT End Zone psf -1.440 End Zone psf <W2 Standard Spacing is Adequate 16: 54/0/0 24:000 . 0.69 IN 1.080 Interior Area psf W 1> Standard Spacing is Adequate 18.03 - 0/0/0 23.000 0.78 OUT -1.170 Interior Area psf <W2 . Standard S a6in is Adequate 16.6 0/0/0 24.000 0.69 1N. 1.080 . rn.,arina n..- r node - Wau- d ' Zone Units . Type Description Actual . 'Locl Allow. Ratio Dir. Coef. End Zone,' psf W I> Standard Spacing is Adequate 22.19 0/0/0 23.000 0.96' OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 1 6. 6 0/0/0 24.000 0.69 IN 1.080 ' Interior Area psf W 1> Standard "Spacing is Adequate 18.03 6/0/0 23.000 0.78 " OUT -1.170 `Interior sf . Area <W2 Standard Spacing is Adequate 16.6 6/0/0 24.000 0.69 IN 1.080 Iile:6-00592101 ' : „ Vercacan:2•l5'°2U' Butler Manufacturing, a division of 13lueScc)Ite 1311ildings North• Aineric,a, Inc.�. B1 t%.VNI G (VISION ;pn �U - BUTLER . Date: 4/1.1/201.6 11 ----- -er M---anufac�,,� Calculations Package 16-005921 Time:11:16 AM But�.�.��. r Page: 77 of 77 Covering Design Loads - Roof: A Zone Units Type Description Actual Locl Allow. Ratio Dir. Coef. Entire Surface psf L Standard Spacing is Adequate 20.88 0/0/0 69.000 0.30 IN 0.997 Side Zone psf <W2 Standard Spacing is Adequate 8.35 6/0/0 69.000 0.12 IN 0.480 Side Zone psf W I> Standard Spacing is Adequate 29.9 6/0/0 64.000 0.47 OUT -1.980 Side Zone psf <W2 Standard Spacing is Adequate 8.35 6/0/0 69.000 0.12 IN 0.480 Side Zone psf W 1> Standard Spacing is Adequate 29.9 6/0/0 64.000 0.47 OUT -1.980 Comer Zone psf <W2 Standard Spacing is Adequate 8.35 0/0/0 69.000 0.12 IN 0.480 Comer Zone psf W 1> Standard Spacing is Adequate 45.3 0/0/0 64.000 0.71 OUT -2.980 Interior Area psf <W2 Standard Spacing is Adequate 8.35 6/0/0 69.000 0.12 IN 0.480 Interior Area psf W 1> Standard Spacing is Adequate 17.61 6/0/0 64.000 0.28 OUT -1.180 r - A.. nnc:o.. IF node - ➢nnr. A Zone Units Type Description Actual Locl Allow. Ratio Dir. Coef. Entire Surface psf L Standard Spacing is Adequate 20.88 0/0/0 69.000 0.30 IN 0.997 Side Zone psf <W2 Standard Spacing is Adequate 8.35 54/0/0 69.000 0.12 IN 0.480 Side Zone psf W I> Standard Spacing is Adequate 29.9 54/0/0 64.000 .0.47 OUT -1.980 Comer Zone psf <W2 Standard Spacing is Adequate 8.35 54/0/0 69.000 0.12 IN 0.480 Comer Zone psf W 1> Standard Spacing is Adequate 45.3 54/0/0 64.000 0.71 OUT -2.980 Side Zone psf <W2 Standard Spacing is Adequate 8.35 0/0/0 69.000 O.12 IN 0.480 Side Zone psf W 1> Standard Spacing is Adequate 29.9 0/0/0 64.000 0.47 OUT -1.980 Interior Area psf <W2 Standard Spacing is Adequate 8.35 0/0/0 69.000 0.12 IN 0.480 Interior Area psf W 1> Standard Spacing is Adequate 1 17.61 0/0/0 64.000 0.28 OUT -1.180 v..,oi nflro Wall/Roof Type Thickness Finish Color Direction Gable Dir Max. Length Wall: l Butlerib I[ Punched 26 Butler -Cote Cool Birch White - Left to Right Left to Right 41/0/0 Location: 2 NBBMC - Masonry 8" psf = 56.00 Supported by others=yes Wall: 2 Butlerib II Punched 26 Butler -Cote Cool Birch White Left to Right ' Left to Right 41/0/0 Location: 2 NBBMC -Masonry 8" psf= 56.00 Supported by others=yes None No No ovation: 3 NBBMC - Masonry 8" psf = 56.00 Supported by others=yes Wall: 3 Open Hex Carbon Steel Not exposed to wind Wall: 4 Butlerib 11 Punched 26 Butler -Cote Cool Birch White Left to Right Left to Right 41/0/0 Location: 2 NBBMC - Masonry 8" psf = 56.00 Supported by others=yes Location: 3 NBBMC - Masonry 8" psf = 56.00 Supported by others=yes None No No Roof: A Butlerib II Unpunched 26 Butler -Cote Cool Solar White System Generated Not Applicable 41/0/0 Roof: B Butlerib II Unpunched 26 Butler -Cote Cool Solar White System Generated Not Applicable 41/0/0 rI ..t. P! n.t. 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 Location: 2 Hex Carbon Steel Wall: 2 Torx CMC MPS, CMC SDS MPS, SDS Stitch Standard Option `Yes None No No Stitch Location: 2 Hex Carbon Steel Location: 3 Not Applicable Wall: 3 None. Wall: 4 Torx CMC MPS, CMC SDS MPS, SDS Stitch Standard Option Yes None No No Stitch Location: 2 Hex Carbon Steel Location: 3 Not Applicable Roof: A Hex CMC SDS, CMC SDM SDS, SDM Stitch Standard Option Yes None No No Stitch Roof: B Hex CMC SDS, CMC SDM SDS, SDM Stitch Standard Option Yes None No No Stitch �, File: 16-005921-01- Ver, 12 15. COUNTY Butler Manufacturing, a division of BlueScope Buildings North America, Inc. 3L)ILDING DIVISION -%"ED B[1TLER Date: 4/11/201.6 ------------ Buner ManufacturingCalculations Package 16-005921 Time: 11:16AM ._._..._....�ti.,._.... Page: 33 of 77 Ilioonnol R -A.. M. - F- n-..- Q.,......e. 117-A-11 1 Mem. Bracing Length Angle Design Seismic Stress Stress Governing Design Comment No. Shape 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 0.5 29.77 36.1 -3.71 1.0000 1.0000 0.809 I.OD+0.6<W3 passed web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 2 R 0.5 29.77 36.1 -3.72 1.0000 1.0000 0.810 LOD+0.6W4> passed 3 R 0.375 •. 28.04 33.1 -1.57 1.0000 1.0000 0.613 I.OD+I.00G+0.6<W3 passed 4 R 0.375' 27.81 32.3 -1.56 1.0000 1.000 , 0.611 I.OD+LOCG+0.6W4> assed Mem. i f j End Diagonal Connection Design Information 1 Left Slot: Web Thk = 0.134, Load Case 1.OD+0.6<W3, Factored F = 3.7 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 = 0.164, Load Case 1.OD+0.6<W3, Factored F= 3.7 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+0.6 W4>, Factored F = 3.72, 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 = 0.164, Load Case I.OD+0.6W4>, Factored F = 3.72, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 3 Left Slot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.7<E+0.7EG+, Factored F = 1.89, E factor= 2.000, stress increase= 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.164, Load Case I.OD+I.00G+0.7<E+0.7EG+, Factored F= 1.89, E factor= 2.000, stress increase= 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 4 Left Slot: Web Thk = 0.134, Load Case 1.OD+1.00G+0.7E>+0.7EG+, Factored F= 1.88, E factor= 2.000, stress increase= 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.164, Load Case LOD+I.00G+0.7E>+0.7EG+, Factored F = 1.88, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. BUTTE TE COUN Y BUILDING DIVISION rr• • �PP r OVEU t File: 16-005921-01 Version: 2O15.2d Butler Manufacturing,'a division of BlueScope Buildings North America, Inc. eur---- Date: 4/14/201.6 Butler Manufmiuring Calculations Package 16-005921 Time: 11_:16 AM Page: 34 of 77 IN: ----- 1 v_....:-- %X-1— T....:-- C........-..... C:.io..,..11 7 Mem. Bracing Length I Angle I Design SeismicStress 2 Stress Governing Design Comment No. Shape ft Axial k Factor Factor Ratio Load Case Status I R 1.125 30.81 63.0 -20.49 1.0000 1.0000 0.829 0.6MW Wall 3 passed 2 R 1.125 1 30.81 63.0 -22.6 1.00001 1.00001 0.916 I.OD+I.00G+0.6W4> passed Mem. End Diagonal Connection Design Information 1 Left Clevis Connection Per DP 3.15.2, SQW 5.00.00.375, Design angle = 62.4 deg, , dimA = 5.438 in., SQW Weld 0.19 Fillet Both Ri ht Clevis Connection Per DP 3.15.2 Table 3, SQW 5.00.00.375, design angle = 62.4 deg, SQW web and flange weld 0.188 fillet one side >> passed 2 Left Clevis Connection Per DP 3.15.2, SQW 5.00.00.375, Design angle= 62.4 deg, SQW Web and Flange Weld 0.188 One >> passed Ri ht Clevis Connection Per DP 3.15.2, SQW 5.00.00.375, Design angle= 62.4 deg_ , dimA = 5.678 in., S W Weld 0.19 Fillet Both File: 16-005921-01 Version: 2015.24 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 4/1.1/201.6. -------------- • ButlerManutaaturl" •' Calculations Package 16-005921 Time: 11:16 AM r Page: 35 of 77 r • . 7 t.. . e KY, iz X Diagonal Bracing Member Design Summary: SidewaB 4 Mem. Bracing Length Angle Design I Seismic I Stress Stress I . Y r • . 7 t.. . e KY, iz X Diagonal Bracing Member Design Summary: SidewaB 4 Mem. Bracing Length Angle Design I Seismic I Stress Stress I Governing Design Comment No. ^,' Sha - ft •' Axial(k)l Factor I Factor Ratio Load Case Status I R 1.125 31 ' 24 63. -20.71 1.0000 1.00001 0.838 1 0.6MW Wall 1 passed , 2 R 1.125 31.26 63. -20.92 1.0000 1.00001 0.847 1 0.6MW Wall 3 oassed 1 . - i ,1. "�r. .j.1. .. 1' +' • .r r • . 7 t.. . e KY, iz X Diagonal Bracing Member Design Summary: SidewaB 4 Mem. Bracing Length Angle Design I Seismic I Stress Stress I Governing Design Comment No. ^,' Sha - ft •' Axial(k)l Factor I Factor Ratio Load Case Status I R 1.125 31 ' 24 63. -20.71 1.0000 1.00001 0.838 1 0.6MW Wall 1 passed , 2 R 1.125 31.26 63. -20.92 1.0000 1.00001 0.847 1 0.6MW Wall 3 oassed Mem. End Diagonal Connection Design Information 1 Left Clevis Connection Per DP 3.15.2, SQW 5.0x5.00.375, Design angle= 62.9 deg, , dimA = 5.678 in., SQW Weld 0.19 Fillet Both Right Clevis Connection Per DP 3.15.2, SQW 5.0x5.00.375, Design angle= 62.9 deg, SQW Web and Flange Weld 0.188 One >> passed 1 2 Left Clevis Connection Per DP 3.15.2 Table 3, SQW 5.00.00.375, design angle= 62.9 deg, SQW web and Flange weld 0.188 fillet one side >> passed Right Clevis Connection Per DP 3.15.2, SQW 5.00.00.375, Design angle = 62.9 deg_ , dimA = 5.313 in., SQW Weld 0.19 Fillet Both Yq•:' ..,}.. ..s,m' ""',:t>`"^s. ` 1. `.3:t'„t �.�.,vsgsr yr' +a',.'.ae.'7 '3'„' .:'• 7� ,`.Yy _7 i. 13 TE • t: �` I, APP'''S�v,Mvvg..•.” File: 16-005921-01 Version: 2015.24 i"; • Butler Manufacturing, a division of BlueScope Buildings North Anlerica,-Inc: eUrn6I4 Origin Date: 4/ l 1./2016 Application Calculations Package 16-005921 Time: 11:16 AM - suanuft=1�-. System ... r ._1_M .. a D + CG +L -Page: 36.of 77 Secondary =rSnma y Re ort 1.000 r Loads and Codes - Shape: Addition 3 System Derived City: Gridley County: Butte, State: California Country: United States Building Code: Cal ifomia Building Code.- 2013 Edition Structural: I0AISC - ASD Rainfall L• 0.10 inches per hour Based on Building Code: 2012 International Building Code Cold Form: 12AISI - ASD fc: 3000.00 psi Concrete Building Risk/Occupancy Category: 11 (Standard Occupancy Structure) System Derived Dead and Collateral Loads 1.0D+I.0CG+0.75L+0.45<W2+0.45WBI> Roof Live Load Collateral Gravity:3.00 psf Roof Covering + Second. Dead Load: Varies Roof Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic)i2.-50 psf 7 Wind Load Snow Load Seismic Load, Wind Speed: Vult: 110.00 (Vasd: 85.21) mph Ground Snow Load: pg: 0.00 psf Mapped MCE Acceleration: Ss: 60.00 %g The'Envelope Procedure' is Used Flat Roof Snow: pf: 0.00 psf Mapped NICE Acceleration: S1: 27.00 %g , Wind Exposure: C - Kz: 0.975 Design Snow (Sloped): ps: 0.00 psf . Site Class: Stiff soil (D) ' Parts Wind Exposure Factor: 0.975 Rain Surcharge: 0.00 Seismic Importance: Ie: 1.000 Wind Enclosure: Enclosed Exposure Factor: 2 Partially Exposed 'Ce: 1.00 Design Acceleration Parameter: Sds: 0.5280 Topographic Factor: Kzt: 1.0000 Snow Importance: Is: 1.000 Design Acceleration Parameter: Shc: 0.3348 1.000 Thermal Factor: Unheated - Ct: 1.20 Seismic Design Category: D NOT Windbome Debris Region Ground/ Roof Conversion: 0.70, Seismic Snow Load: 0.00 psf Base Elevation: 0/0/0 Unobstructed, Slippery % Snow Used in Seismic: 0.00 Primary Zone Strip Width: 2a: N/A - Diaphragm Condition: Flexible Parts / Portions Zone Strip Width: a: N/A 14 Fundamental Period Height Used: 28/9/0 Basic Wind Pressure: q: 25.68 psf' 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <W B2 D + CG + <W2 + <W B2 15 ' Transverse Direction Parameters 0.6D+0.6CU+0.6W1>+0.6<WB2 D+CU+W1>+<WB2 Redundancy Factor: Rho: 1.30 System Derived 1.000 Fundamental Period: Ta: 0.4112 D+CG+L+W1>+<WB2 17 R -Factor: 3.50 1.000 LO D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB2 Overstrength Factor: Omega: 2:50 18 System Derived Deflection Amplification Factor: Cd: 3.00 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB3> D + CG + <W2 + W B3> Base Shear: V: 0.1509 x W System Derived w g `� 0.6D+0.6CU+0.6W1>+0.6WB3> D+CU+WI>+WB3> . Bu-r-rR Longitudinal Direction Parameters . 1.000 K I `q e, (,,�� I.�' N D, �'� " Redundancy Factor: Rho:.24 + �� ®I , V I x^14 Fundamental Period: Ta: 0.2483 I.0D+1.0CG+0.75L+0.45<W2+0.45WB3> fie«= }r" R -Factor: 3.25 Overstrength Factor: Omega: 2.00 .' System Derived a. M0 Deflection Amplification Factor: Cd: 3.25 D + CG + <W2 + <WB3 23 Base Shear:. V: 0.1625 x W Desien Load Combinations - Purdn No. Origin Factor Application Description 1 System 1:000 1.0 D + 1.0 CG + 1 A L D + CG +L 2 System Derived 1.000 1.0 D+"I.0CG+0.6<W2+0.6WBI> + D+CG+<W2+WB1> 3 System Derived 1.000 0.6D+0.6CU+0.6W1>+0,6WBI> D+CU+WI>+WBI> 4 System Derived. 1.000 I.0D+I.0CG+0.75L+0.45.W1>+0.45 WB1> D+CG+L+W1>+WB1> 5 System Derived 1.000 1.0D+I.0CG+0.75L+0.45<W2+0.45WBI> D+CG+L+<W2+WB1> 6 System Derived 1:000 1.0D+1.0CG+0.6<W2+0.6<WB1. D+CG+<W2.+<WB1" 7 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6<WBI .. • D+CU+WI>+<WB1 8 System Derived 1.000 I.0D+I.0CG+0.75L+0.45WI>+0.45<WB1'^ D+CG+L+W1>+<WB1 9 System Derived 1.000"I.0D+1.0 CG+0.75L+0.45<W2+0.45<WBI D+CG+L+<W2+<WB1 10 System Derived 1.000 LO D + 1.0 CG + 0.6 <W2 + 0.6 WB2> D + CG + <W2 + WB2> ll System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6WB2> D + CU+ WI> + WB2>. 12 System Derived 1.000 1.0D+I.0CG+0.75L+0.45W1>+0.45WB2> i D+CG+L+WI>+WB2> 13 System Derived 1.000 1.0D+I.0CG+0.75L+0.45<W2+0.45WB2> D+CG+L+<W2+WB2> 14 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <W B2 D + CG + <W2 + <W B2 15 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6<WB2 D+CU+W1>+<WB2 16 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WI > + 0.45 <WB2 D+CG+L+W1>+<WB2 17 System Derived 1.000 LO D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB2 D + CG + L + <W2 + <W B2 18 System Derived 1.000, 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB3> D + CG + <W2 + W B3> 19 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6WB3> D+CU+WI>+WB3> . 20 System Derived 1.000 I.0D+I.0CG+0.75L+0.45W1>+0.45WB3> D+CG+L+WI>+WB3> 21 System Derived 1.000 I.0D+1.0CG+0.75L+0.45<W2+0.45WB3> D + CG + L + <W2 + WB3> 22 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB3 r D + CG + <W2 + <WB3 23 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6<WB3 ` D+CU+W1>+<WB3 24 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WI>+0.45<WB3 11.0 D+CG+L+W1>+<WB3 25 System Derived. 1.000 D + 1.0 CG + 0.75 L + 0.45 <W1 + 0.45 <WB3 D+CG+L+<W2+<WB3 File: 16-005921-01 Version: 20,15.2d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. No. Origin Factor Application Description I System Derived 1.000 1.0 CG+0.6W1>+0.6WB1> CG+WI>+WBI> 2 System Derived 1.000 1.0 CG+0.6<W2+0.6WB1> "i ; ` CG+<W2+WBI> 3 System Derived 1.000 1.0 CG+0.6W1>+0.6<WBI CG+WI>+<WBI 4 System Derived 1.000 1.0 CG + 0.6 <W2 + 0.6 <W B 1 CG + <W2 + <W B l „A BUTLER 1.000 "Calculations.' Date: 4/ 1.1./201.6 ' 6 System Derived. 1.000 1.0 CG + 0.6 <W2 + 0.6 WB2> ' : Package 16-005921. Time: 11:16 AM 1.000 Butler Manufaaturlrq CG + W 1> + <W B2 8 System Derived 1.000 1.0 CG + 0.6 <W2 + 0.6 <W B2 CG + <W2 + <W B2 9 System Derived 1.000 Page: 37 of 77 CG + W 1> + WB3> 26 System Derived 1.000 1.0 D + LO CG + 0.6 <W2 + 0.6 WB4> D + CG + <W2 + WB4> , 1.000 LO CG + 0.6 W 1> + 0.6 <WB3 27 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6WB4> D+CU+WI>+WB4> ' 13 System Derived 1.000 28 System Derived 1.000 F 1.0D+I.0CG+0.75L+0.45W1>+0.45WB4> D+CG+L+W1>+WB4> CG + <W2 + WB4> 15 System Derived 29 System Derived 1.000 1.0 D + LO CG + 0.75 L + 0.45 <W2 + 0.45 WB4> D + CG + L + <W2 + WB4> 1.0 CG + 0.6 <W2 + 0.6 <W B4 CG + <W2 + <W B4 " 30 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <W B4 D + CG + <W2 + <W B4 1.000 0.7 <EB 3. '. ' 31 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6<WB4 D+CU+WI>+<WB4 32 System Derived 1.000 I.0D+1.0 CG+0.75L+0.45W1>+0.45<WB4 D + CG + L + WI > + <WB4 33 System Derived 1.000 LO D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB4 D + CG + L + <W2 + <WB4 34 System Derived 1.000 1.0 D + 1.0 CG + 0.7 EB> + 0.7 EG+ D + CG + EB> + EG+ . 35 System Derived 1.000 0.6 D + 0.6 CU + 0.7 EB> + 0.7 EG- D + CU + EB> + EG - 36 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <EB + 0.7 EG+ D + CG + <EB + EG+ 37 System Derived 1.000 0.6 D + 0.6 CU + 0.7 <EB + 0.7 EG- D + CU + <EB + EG - No. Origin Factor Application Description I System Derived 1.000 1.0 CG+0.6W1>+0.6WB1> CG+WI>+WBI> 2 System Derived 1.000 1.0 CG+0.6<W2+0.6WB1> "i ; ` CG+<W2+WBI> 3 System Derived 1.000 1.0 CG+0.6W1>+0.6<WBI CG+WI>+<WBI 4 System Derived 1.000 1.0 CG + 0.6 <W2 + 0.6 <W B 1 CG + <W2 + <W B l 5 System Derived 1.000 1.0 CG + 0.6 W 1> + 0.6 WB2> ` CG + W 1> + WB2> ' 6 System Derived. 1.000 1.0 CG + 0.6 <W2 + 0.6 WB2> CG + <W2 + WB2> ` 7 System Derived 1.000 1.0 CG + 0.6 W 1> + 0.6 <W B2 _ CG + W 1> + <W B2 8 System Derived 1.000 1.0 CG + 0.6 <W2 + 0.6 <W B2 CG + <W2 + <W B2 9 System Derived 1.000 1.0 CG + 0.6 W 1> + 0.6 WB3>.,, CG + W 1> + WB3> to System Derived 1.000 1.0 CG + 0.6 <W2 + 0.6 WB3> * , . CG + <W2 + WB3> 11 System Derived 1.000 LO CG + 0.6 W 1> + 0.6 <WB3 CG + W 1> + <WB3 12 System Derived 1.000 1.0 CG + 0.6 <W2 + 0.6 <WB3 o CG + <W2 + <WB3 13 System Derived 1.000 1.0 CG + 0.6 W 1> + 0.6 WB4> ._ CG + W 1> + WB4> 14 System Derived 1.000 1.0 CG + 0.6 <W2 + 0.6 WB4> CG + <W2 + WB4> 15 System Derived 1.000 1.O CG + 0.6 W l> + 0.6 <W B4- . '3 L " 16 System Derived 1.000 1.0 CG + 0.6 <W2 + 0.6 <W B4 CG + <W2 + <W B4 " 17 System Derived 1.000 0.7 EB> EB> 18 System Derived 1.000 0.7 <EB 3. '. ' <EB ilaflarfinn i.nad ['nmhinwfinne - Rvlin � No. Origin Factor Deflection Application Description l System 1.000 150 1.0 L W I> <W2 ' '' 2 System 1.000 180 0.42 W 1> t W l> 3 System 1.000 180 0.42 <W2 t <W2 Deflection Load Combinations - Girt r - - 777ws AppkoVE N. a7 h • - _ T _ _ , V - File: 16-005921-01 �. Version: 20.15.24 Butler Manufacturing; a division of. BlueScope Buildings North America, Inc. - } • I +4 ` No. Origin Factor Deflection • Application Description ' 2 System 1.000 S stem 1.000 90 90 0.42 W 1> _ 0.42 <W2 ! , W I> <W2 ' '' Date:. 4/ 1.1./2016 aut,wMeRu,",u„ng Calculations Package 16-005921 Time: 11:16 AM Page: 38 of 77 22 P4 - - - r zr c _ cl IV0 son ILJN AT 1, Mov:mnro Cnonndo.•v ilnc:.rnc rnr C6onn Add:Ann n.. C:dn 1 � - � - •.h�`- 'Y - Des 'Len Description'- Fy(ksi) Design Detail Lap ExteriorInterior eLdr�in. Exterior % % % % 0.42W1> 1 % % % % Ld % . ' % % % Ld 'Lap [d ft 4 Status in. Bnd Shr Cmb W CsBnd 111.50 -' :1 Shr Cmb We Cs Bnd Shr Cmb W Cs in.l,1 _ 1.08 {U278) r 25.00 8.50x0.088 Z Sim -60.0 Yes- •0.0 3` - 62.00 11" 1� i �6 9 Y 0.42W1> 2 1.01 0.00 0.00 0.00 l 2 5 • `,1.10 ( U272) 111.50 II 1,2 25.00 8.50x0.088 Z Sim -60.0 Yes 0.0 0.42WI> .2' (U380U294) 37.50, 1.01 0.00 0.00 0.00 l 62.00 @A 0.42W1> , 3- :. •. 4 1,3 24.00' 8.50x0.088 Z Sim 60:0 Yes 0:0• 5 T AtL50'. l .:0.93 0.00 0.00 A:00 1 l,4 25.00 8.50x0.088 Z Sim -60.0- - Yes 0.0 1.01 0.00 0.00 0.00 11.5 25.0 8.50x0:088 Z Sim -60.0 Yes 0.0' 1.01. 0.00 0.00 0.00 1 2,1 25.00 8.500.073 Z Sim -60.0 Yes 0.0 0.96 0.00 0.00 0.00 1 } = 25.00 8.500.088 Z Sim -60.0 Yes . 4.0..0.93 0.00 0.00 0.00 ,1 2,3 24.00 8.500.088 Z Sim -60.0 Yes "0.0 1.02 0.00 0.00 0.00 1 2,4 25.00 8.500.088 Z Sim -60.0 ' Yes 10.0 : , ._ 0.97 0.00 0.00 0.00 1 ' .r 2,5 25.00, 8.500.073 Z Sim -60.0 Yes, -0.0 1.03 0.00 0.00 0.00 1 3,1 25.00 8.500.0981 Sim -60.0 . Yes 0.0 ' 0.88 0.00 0.99 -0.00 15 3,2 25.0 '8.50x0.098 Z Sim 60.0. Yes 0.0 ;0.87 0.00 0.99 0.00 15 3,3 24.00 8.50x0.113 Z Sim -60:0= Yes 0.0 +� 0.70 0.00 0.95 0.00 13 3,4 25.00 8.500.0982Sim-60.0 Yes ,0.0" f• 0.87 0.00 0.98 0.00 13 ` 3,5 25.00 8.500.098 Z Sim -60.0'• .Yes -VO '.0.88 0.00 0.99 0.00 13 Maximum Secondary Deflections for Shape Addition on Side 1 Design Id' Segment Deflection in. Ratio Location ft Load Case s Description 1 1 1.19 ( U253) 12.50 1 0.42W1> 1 2 • . 1.18 ( U255) • J. 37.50 1 0.42WI> 1 ' 3 1.00 ( U287) 62.00 1 0.42W 1> 1 4 1.18 (U255) 86.50 l ? 0.42W 1> I 5 1.19 ( U253 ) d 111.50 -' :1 0.42W 1> 2 I 1.03 (0290) 12.50: v 1 0.42W1> 2 2 ,_ _ 1.08 {U278) r 37.50 1 p-NT[v,C^ pfN9"�"!B 4 2 3` 1.10 (U263) 62.00 11" 1� i �6 9 Y 0.42W1> 2 ,4 i 1:13 (U264) 86:SQB . p p ILgA e� y UDIVISI®1�0.42W1> . 2 5 • `,1.10 ( U272) 111.50 II 3U291 r 1 1.03 12.50 0.42WI> .2' (U380U294) 37.50, PIP I it ELJ .•3'+ t 33 0.706 r 62.00 @A 0.42W1> , 3- :. •. 4 1.02 (U294) 86.50 ' .l` `' 0.42W1>, -3 5 1.03 U291 AtL50'. l 0.42W1> BUTLER Date: 4/11/201.6 sutler Menutecturng4 Calculations Package 16-005921, Tine: 1f1:16 AM y .�.� - Page: 39 of 77 Wal1:,2� �:; 77.CD t1' Baur L arrr L Dimension Key , 3 Y -O • w Maximum Secondary Designs for Sha Pe Addition on Side 2 t Des Len Description - Fy(ksi) .r Detail Lap Exterior Interior r , , % % % % Ld Lap % t1' Baur L arrr L Dimension Key , 3 Y -O • w Maximum Secondary Designs for Sha Pe Addition on Side 2 t Des Len Description - Fy(ksi) Design Detail Lap Exterior Interior Exterior , % % % % Ld Lap % % % % Ld % % % % Ld Lap Id ft 0.42W1> Status in. Bnd Shr Cmb We Cs in. Bnd Shr Crab We Cs Bnd Shr Cmb We Cs in. 1,1 28.00 8.500.079 Z Sim -60.0 Yes 0.0 U222 1.50 l8. A51? ONE 6 1 1.03 0.00 0.00 0.00 1 7 1 0.21 ( U838 8.50 I 2,1 25.00 8.500.060 Z Con -60.0 Yes 16.5 1.00 0.41 0.89 0.00 2 0.59 0.25 0.64 0.00 1 16.5 2,2 20.00 8.500.060 Z Con -60.0 Yes 16.5 0.59 0.42 0.72 0.00 l 16.5 0.66 0.79 1.03 0.00 1 0.32 0.39 0.50 0.00 1 16.5 2,3 15.00 8.500.060 Z Con -60.0 Yes 10.5 0.32 0.18 0.37 0.00 1 10.5 0.43 0.31 0.53 0.00 1 3,1 16.00 8.500.060 C Sim -60.0 Yes 0.0 0.34 0.00 0.00 0.00 l 4,1 22.50 8.500.098 C Sim -60.0 Yes 0.0 0.83 0.00 0.93 0.00 l , 5,1 22.50 8.500.088 C Sim -60.0 Yes 0.0 0.87 0.00 0.98 0.00 1 6,1 16.00 8.500.060 Z Sim -60.0 Yes 0.0 0.66 0.00 0.40 0.00 1 7,1 16.00 8.500.060 Z Sim -60.0 Yes 0.0 0.64 0.00 0.39 0.00 l Maximum Sornnti-v t7PtIPetinnc fnr Shand AddiNnn an Lida 2 1 Design Id '• Segment Deflection in. Ratio Location ft Load Case Description '. 1 l 1.05 ( U275) 13.00 l 0.42W I> 2 l 0.57 (U507) 1 r 10.50 [ U`117lI IE.C®�e.9N 0.42W 1> r •� 'By' 2 2 0.20 (Ul•173)' • 35.38 C 0.42W1> 2 3, 0.05 (U3854) z 54.88��1lL;JI �� ®��fl ��°42W1> 3 1 0.14 (U1404)1 8.00® 6.42W1>5 - 1 1.22 U222 1.50 l8. A51? ONE 6 1 0.21. (U820) 0 0.42W1> ' 7 1 0.21 ( U838 8.50 I 0.42W l> . 4 w ,. •: ?; -.; .w•,. �", s��,aa ...i5. � .s�E'. ' �,�: . .�ry,�':,._. �;.� ,,. � ,n ��:. f`. i. ':, v § asp ,y: vr''� a. � i� ;+' File: 16-005921-01 . Version: 2015.2d Butler Manufacturing, a division of BtueScope Buildings North America, Inc. . BL/TLERj Date: 4/1.1./201.6 Butler Manufacturing Calculations Package 16-005921 Time: 11:16 AM L Page: 40 of 77 N BUTTE COUNA ° 13UILDING � t AVSFiCYviL File: 16-00592 1 -01- Version: 2015.2d Butler Manufacturing, a division of. BlueScope Buildings North America, Inc. J Bt1TLER Date: 4/1.1/20'1.6 ------------ Bu„er Manufacturing Calculations Package 16-005921 - ± Time: It: 16 AM Page. 41 of 77 777,777=77- O ` r 4 ti NBBWC - Nbsonry t 1` 71 71 71 • .l NBBKC - Wsonry 1W4B3 131. ' Dimension Key - 1 6" , 2 l'-0,. 3 3'-0" Maximum Seenndary I)PgionR Mir Shane AddiNnn nn Side d Des Len Description - Fy(ksi) Design Detail Lap . r Exterior Interior t Exterior % % % % Ld Lap % % % % Ld % % go % Ld Lap Id (ft) 24.88 Status in. Bnd Shr Cmb We Cs in. Bnd Shr Cmb We Cs Bnd Shr Cmb We Cs 1, I,I 16.00 8.50x0.060 Z Sim -60.0 Yes 0.0 ' 1 � .0.42W]> 7 l 1.05 0275 -15.00 0.66 0.00 0.40 0.00 1 2,1 16.00 8.50x0.060 Z Sim -60.0 Yes 0.0 0.64 0.00 0.39 0.00 1 3,1 15.00 8.50x0.060 Z Con -60.0 Yes .10.5 0.37 0.30 0.48 0.00 1 0.33 0.18 0.38 0.00 1 10.5 3,2 20.00 8.50x0.060 Z Con -60.0 Yes 22.5 0.33 0.39 0.51 0.00 1 22.5 0.53 0.79 0.95 0.00 1 0.62 0.43 0.75 0.00 1 22.5 3,3 25.00 8.50x0.060 Z Con -60.0 Yes 22.5 0.62 0.26 0.67 0.00 1 22.5 0.94 0.42 0.85 0.00 2 4,1 16.00 8.50x0.060 C Sim -60.0 Yes 0.0 0.34 0.00 0.00 0.00 I ' 5,1 22.5 8.50x0.088 C Sim -60.0 Yes 0.0 0.87 0.00 0.98 0.00 l 6,1 22.50 8.50x0.098 C Sim -60.0 Yes 0.0 0.83 0.00 0.93 0.00 l 7,1 28.00 8.50x0.079 Z Sim -60.0 Yes 0.0 1.03 0.00 0.00 0.00 1 - t MaximiSarnndary IlaflarHnne fnr Ghana-Addifinn nn CidP d - - Design Id fik►,R` Segment Deflection(in.) Ratio Location(ft) Load Case Description 1 1 0.21 ( U820) X7.50 1 0.42W l> 2 I 0.21 ( U838) 7.50 l 0.42W I> 3 1 0.05 • ( 03651) 5.50 l - ' 0.42W 1> 3 2 0.19 (01276) 24.88 l - t 0.42W I> ` 3 3 0.59 ( U484) 49.38 ;1 0.42W 1> 4 l 0.14 (U1404) , 8.00 1 0.42W1> 5 I. 1.22 '(0222)7 11.50 1, 0.42W1> AP� U223 11.50 1 I.50 ' 1 � .0.42W]> 7 l 1.05 0275 -15.00 1 0.42W I> • ' 6 l 11.21 r • r.:Sy'�..J+�`' s: �..r 1 ;�,. � t .t✓fy v � '' S'.,i'Y `� •P°.: a£ d ,o+...'�'�.i �-�..�NwS � ^' J�`$sl� 'i �S :T a"!zI - ' RN ATTC �nR bry rile: 16-005921-oi . ... • -. - - � D a Com., , �t✓ r,r' � W Y v�,??Ao %221 b j � Divi �N Butler Manufacturing, a division of. BlueScope Buildings North America; Inc. AP� aurtFR yDate: 4/1.11201.6 Butler Manufactutino, Calcula Ions. Package 16-005921. Time: 11:16 AM Page: 42 of 77 IV i 10 1.0 y < - • 4� 1 Maximum Secondary Designs for Sha pe Addition on Side A Des Len Description - Fy(ksi) Design Detail Lap Exterior Interior: Exterior % % % % Ld Lap % % % % • Ld % % . % . I % Ld Lap Id ft Status in.) Bnd Shr Cmb We Cs in. Bnd Shr Cmb We Cs Bnd Shr Cmb We Cs in. 1, l 1.5.00 8.500.060 Z Con -60.0 Yes 10.5 0.91 0.00 0.35 0.00 1 038 0.22 0.52 0.65 1 10:5 1,2 20.00 8.500.060 Z Con -60.0 _ Yes 10.5 0.28 0.20 0.52 0.65 1 10.5 0.85 0.44 0.80 0.00 1 0.41 0.08 0.46 0.39 l 10.5, 1,3 25.00 8.50x0.113 Z Con -60.0 Yes 34.5 0.41 0.10 0.46 0.39 1 34.5 0.99 0.00 0.00 0.00 1 2,1 15.00 8.500.098 Z Con -60.0 Yes 10.5 0.30 0.00 0.93 0.00 27 0.12 0.05 0.51 0.00 27 10.5 2,2 20.00 8.500.060 Z. Con -60.0 Yes 10.5 0.18 0.08 0.29 0.33 1` 10,5 0.85 -0.44 0.80 0.00 t 0.41 0.08 0.46 0.40 l '10.5 2,3 25.00 .8.50x0.113 Z Con -60.0 Yes 34.5 0.41 0.10 0.46 0.40 J, 34.5 0.99 0.00 0.00 0.00 1 3,1 15.00 8.500.079 EZ Sim -60.0 Yes 0.0 0.12 0.00 0.85 0.00 11 3,2 20.00 8.500.079 EZ Sim -60.0 Yes 0,0 0.40 0.00 0.42 0.00 25 ` 3,3 25.00 8.500.079 EZ Sim -60.0 Yes 0.0 0.59 0.00 0.00 0.00 1 r.. ' File: f6-005921-01 •..: ` Versio : tl2tl�� 2 i Butler Manufacturing, a division of BlueScope Buildings North America; Inc: �V H DUiLDING, c)wi 4 ON SUTLER , �+ .• .� Date: 4/1 1./201.6 Buller Manufacturing • • - CalculationsPackage 16-005921 Time: It: 16 AM •' •�r�� Page: 43 of 77 ' U-;-- Bnrnod.- n.f.1-f;- fn, Qh- Aad:#:.,- -,. C.A. A - Desi n Id Segment Deflection in. Ratio Location(ft) Load Case Description I 1 + . -0.16 ( UI 106) 6.50 I LOL 1 2 0.08 (03036) . - . 31.38 1 .01. . 1.01- 1 1 3 -0.74 ( U389) 48.38 1 LOL 2 1 -0.10 (1./1779) 6.50 1 LOL 2 2 0.08 ( U31 l0) 31.38 1 • 1.OL 2 3 -0.74 ( U391) 48.38 l LOL 3 I -0.09 ( U1882) + 8.00 1 LOL 3 2 -0.44 (L/545 25.00 1 LOL 3 3 -0.91 (L/317 47.00 1 LOL P -lin A-hnraon Fn.•..ne fn.• Qh- Add;#;nn Dnnf A P....1 T.,..o ;o DDIT D;#n6 - I 1"Inn.1 I AD !`n..:f -•d _ VD012 Bay Thickness Load(psf) Ld Case # Purlins Length Simple? Diaphragm Allowable Defl Actual Defl Diaphragm Shr Diaphragm Stress Ratio 1(0.00) Frame 0.1 ID ' 0.14W Width 1 0.513 1 0.060 -15.90 l 12 15.00 N '59.20 0.500 0.021 2 0.060 -15.90 1 12 , 20.00 N 59.20 1.333 0.037 3 0.113 -15.90 1 12 25.00 w N _ 59.20 ' 1.667 0.066 Reference Frm-Line Located @ Force per Anch. Line(k) Force per Anchor Anch. Allow Req'd AR Anchors Actual AR, STD Required Stiffness Available Stiffness Diaphragm Allow Diaphragm Shr Diaphragm Stress Ratio 1(0.00) Frame 0.1 ID 0.01D (k) 0.14W 0 0,3 0.513 3.735 0.086 0.001 0.016 2(15.00) Frame 0.03D O.00D (k) 0.22 0 0,0 0.143 *9.136 0.086 0.002 0.019 BRA 0.29T (in -k) 4.35 1 1,0 0.086 0.000 0.000 3(35.00) Frame 0.35U 0.02U (k) 0.54 0 0, 0, 1.662 27.014 0.086 0.003 0.038 BRA 0.54T (in -k) 4.35 1 "0 ,. 0.086 0.000 0.000 4(60.00) Frame 0.15U 0.01 U k 0.37 0 ' 0,0 0.719 16.743 0.086 0.002 0.027 +• X11:7,7t. 77 I ' File: 16-005921-01 .r.' .; - &V sc 1-2L15 Su`j Butler Manufacturing; a division of BlueScolle'Buildings North.America, Inc. UN ,�TY BUILDING UI,VI81014 Sr• _ • p • # , ' 1 • P r% ROVEr% -, Pile: 16-005921-01 �e i T 0I J�� Butler Manufacturing, a division of lueScope 1Buildings.North America, Inc. BUILD11mP, Im B ED Len Description - Fy(ksi) Design Detail Lap Exterior I I Interior Exterior % % % % Ld Lap % % % % Ld % % % % Ld Lap ft Status in. Bnd Shr Cmb We Cs in. Bnd Shr Cmb We Cs Bnd Shr Cmb We Cs in.25.00 rld 8.50x0.113 Z Confi0.0 Yes 34,5 0.99 0.00 0.00 0.00 1 0.41 0.10 0.46 0:39 1 34.5 20.00 8.50x0.060 Z Con 60.0 Yes 10.5, 0.41 0.08 0.46 0.39 1 10.5 0.85 0:44 0.80 0.00 1 0.28 0.20 0.52 0.651 10.5 15.0 . 8.50x0.060 Z Con 60.0 Yes 10.5 0.28 0.22 0.52 0.65 1 10.5 0.91 0.00 0.35 0.00 1 , 25.00 8.50x0.113 Z Con -60.0 Yes 34.5 - 0.98 0.00 0.00 0.00 1 0.41 0.10 0.46 0.40 1 34.5 2,2 20.0 8.50x0.060 Z Con -60.0 Yes 10.5 0.41 0.08 0.46 0.40 l 10.5 0.85 0.44 0.80 0.00 l 0.18 0.08 0.29 0.33 1 10.5 2,3 1 MO 8.500.098 Z Con -60.0 Yes 10.5 0.12 0.05 0.51 0.00 27 10.5 0.30 0.00 0.93 0.00 27 3,1 25.00 8.500.079 EZ Sim -60.0 Yes 0.0. 0.66 0.00 0.00 0.00 1 3,2 20.00 8.500.079 EZ Sim -60.0 Yes' 0.0 0.45 0.00 0.47 0.00 25 3,3 15.00 8.500.079 EZ Sim 60.0 I Yes 1 0.0 0.13 0.00., 0.90 0.00 27 Pile: 16-005921-01 �e i T 0I J�� Butler Manufacturing, a division of lueScope 1Buildings.North America, Inc. BUILD11mP, Im B ED Date: 4/1,1./2016 a�tlorManofoct�Arq Calculations Package:l6-005921+ Time: 11:16 AM Page: 45 of 77 Mnvimum Cornndary noAortinnc fnr Ghana Adriifinn nn C;do R Desi Id " Se ment Deflection(in.) Ratio - Location ft Load Case Description 1 l -0.73 (U394) ' • 11.50 1 LOL f 1(0.00) 2 r 0.08. (U3087) 28.88 1 I.OL `' '� 1 3-0.16 1 ( 01092) 53.38 l .. l„ I.OL 2 1 -0.73 ( U395) 11.50 1 LOL ' 2 2 0.08 ( U3190) 28.88 .1 LOL " 2 3 -0.10 .(01758) "'. 53.38 .1 "• LOL 3 l -1.02 (L/282) 13.00 , 1 , 1.01, = 4. 3 2 -0.50 ( U485 ). 35.00. 1 LOL, 3 3 -0.10 01672) 52.00 l LOL ` Pnrlin Anrhnr000 Fnrr- fnr Rhona Additinn- Rnnf R. Donal T- k RUT Pitoh -I 000.12 AR !`tin ;f ron'd _ T, PVA Bay , Thickness Load(psf) Ld Case # Purlins Length Simple? Diaphragm Allowable Defl Actual Defl Diaphragm Shr Diaphragm Stress Ratio 1(0.00) Frame - 0.17U , ' 0.37 Width 0,0 0.794 1 0.113 -15.90 1 ' 13 25.00 N 65.23 1.667 0.066 - 2 0.060 -15.90 l „ 13 20.00 N 65.23 + 1.333 0.037 3 0.060 -15.90 1 13 15.00. N 65.23 0.500 0.021 ' Reference Frm-Line Located @ Force per Anch. Lin k Force per Anchor Anch: Allow Req'd AR Anchors Actual AR, STD Required Stiffness Available Stiffness Diaphragm Allow Diaphragm Shr Diaphragm Stress Ratio 1(0.00) Frame - 0.17U , 0.01 U (k) 0.37 0 0,0 0.794 18.138 0.086 0.002 0.027 BRA 0.61T (in -k) 4.35 l 1, 0 0.086 0.000 0.000 2(25.00) Frame OAOU 0.03U (k) 0.54 0 -0,0 1.884 29.265 0.086 0.003 0.039 BR.1 0.32T (in -k) 4.35 l 1,0 0.086 0.000 0.000 3(45.00) Frame 0.03D O.00D (k) 0.22 0 4 0, 0' 0.164 9.897 0.086 0.002 0.019 60.00 Frame 0.12D 0.0113 k 0.14W 0 0,3 0.563 4.005 0.086 0.001 -0.016 ` ,' � , r •` � may. !: -'' _ '�� + � File: 16-005921-01 '.; ::� : �, ,, r • 7 '� VeS on: l,5•,,2d,% ' `' Butler Manufacturing, a division of BlueScope Buildings North'America, Ince U � GOUNTY BUILDING -DIVISION 'APPRO surcER Date: 4/1.1/201.6 Calculations Package '16-005921 Time: 11:16 AM Butler ManufactuArp ..._.......,...4�. - Page: 46 of 77' 1,.ratning�^>5.uminar3' Report � � �� T> s� �� , ; �• . Loads and Codes- Shape: Addition f , , '• - , States ` City: Gridley County: Butte state:(.,California Country: United Building Code: California Building Code - 2013 Edition Structural: 10AISC - ASDRainfall: I: 0.10 inches per hour Based on Building Code: 2012 International Building Code Cold Form: 12AISI - ASD fc: 3000.00 psi Concrete Building Risk/Occupancy Category: Il (Standard Occupancy Structure) Dead and Collateral Loads, Roof Live Load Collateral Gravity:3.00 psf Roof Covering + Second. Dead Load: Varies Roof Live Load: 20.00 psf Reducible ; Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf Wind Load Snow Load- , F Seismic Load Wind Speed: Vult: 110.00 (Vasd: 85.21) mph` Ground Snow Load: pg: 0 00 psf- -,'Mapped MCE Acceleration: Ss 60.00 %g The 'Envelope Procedure' is Used Flat Roof Snow: pE 0.00 psf , Mapped MCE Acceleration: Sl: 27.00 %g - Wind Exposure: C - Kz: 0.975. Design Snow (Sloped): ps: 0.00 psf Site Class: Stiff soil (D) Parts Wind Exposure Factor: 0.975 Rain Surcharge: 0.00. Seismic Importance: Ie: 1.000 Wind Enclosure: Enclosed : Exposure Facto: 2 Partially Exposed- Ce: 1.00' Design Acceleration Parameter. Sds: 0.5280 Topographic Factor: Kzt: 1.0000 Snow Importance: Is: 1.000A - _ Design Acceleration Parameter: Shc: 0.3348 Thermal Factor: Unheated - Ct:,1.20 , . Seismic Design Category: D -NOT W indbome Debris Region Ground/ Roof Conversion: 0.70 - Seismic Snow Load: 0.00 psf Base Elevation: 0/0/0 - - Unobstructed, Slippery.1r, % Snow. Used in.Seismic: 0.00 ., Primary Zone Strip Width: 2a: N/A ' t . Diaphragm Condition: Flexible ' Parts / Portions Zone Strip Width: a: N/At ' r Fundamental Period Height Used: 28/9/0 Basic Wind Pressure: q: 25.68 psf i .. J �'Transverse • - Direction Parameters ► '� ' Redundancy Factor: Rho: 1.30 ' Fundamental Period: Ta: 0.41 l2 < < R -Factor. 3.50 a Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.00 `. Base Shear: V: 0.1509 x W Longitudinal Direction Parameters ' Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0:2483 R -Factor. 3.25 . ` Oyerstrength Factor: Omega: 2.00 Deflection Amplification Factor: Cd: 3.25 rr Base Shear: V: 0.1625 x W Deflectiow Conditions ` - Frames are vertically supporting: Metal Roof Purlins and Panels r" . Frames are laterally supporting: Metal Wall Girts and Panels ' r Purlins are supporting: Metal Roof Panels ; Girts are supporting: Metal Wall Panels ` t^ A^ J • • - - - * - 'SUTTE. CO� kz giPPR . File: 1 6-005921-01 Version: 2015.2d - Butler Manufactt ring, a divisum of. BlueScope Buildings North America; lnc. "; aurcEr� Butler Manutaatvrinp Calculations Package 16-005921 Date: 4/11/2016 Time: 11:16 AM Page: 47 of 77 W_all'. 4, FeameJat `y.O/6L0 i777777, 77-_<.' Frame Cross Section: 1 (EA Q +rNlkll— ?� e Q ,a�6 Dimension Key 1 8l/2" 2 1'-1" 3 2 @ 4'-0 3,14" 4 2 @ 4'-6 718" 5 33'-11" Ridge Ht. Frame Clearances Horiz. Clearance between members I(CX001) and 17(CX002): 120'-10" Vert. Clearance at member I(CX001): 27'-8 1/16" Vert. Clearance at member 17(CX002): 27'-2" Vert. Clearance at member 18(EPX001): 29'-7 7/16" Vert. Clearance at member 19(EPX002): 31'-8 7/16" Vert. Clearance at member 20(EPX003): 31'-2 7/16" Vert. Clearance at member 21(EPX004): 29'-1 7/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) 13U7TE COUN11. File: 16-005921-01 Version: 20:15.2d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. B[/TLER Date: 4/1.1./201,6 ------------ Butler Manufaaturirrp Calculations Package 16-005921 Time: 11:16 AM Page: 48 of 77 Trib. 1 0/6/0 1 7/9/0 (Addition Pinned Endwall #I EW l 1 90.0000 1 1 - I Stress Check I I System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG +L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3- System 1.000 1.0 D + 1.0 CG + 1.0 ASL^ D + CG + ASLA 4 System 1.000 1.0 D + 1.0 CG + 1.0 AASL D + CG + AASL 5 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 1 and 2) 6 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 2 and 3) 7 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 3 and 4) 8 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 4 and 5) 9 System 1.000 1.0 D + LO CG + 0.6 W2> D + CG + W2> 10 System 1.000 1.0 D + LO CG + 0.6 <W2 D + CG + <W2 11 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 12 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 13 System 1.000 0.6 MW MW -Wall: 1 14 System 1.000 0.6 MW MW - Wall: 2 15 System 1.000 0.6 MW MW - Wall: 3 16 System 1.000 0.6 MW MW - Wall: 4 17 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 18 System 1.000 0.6D+0.6CU+0.6<W1 D+CU+<W1 19 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D+CU+WPL 20 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR 21 System 1.000 1.0D+1.0CG+0.75L+0.45WI> D+CG+L+W1> 22 System 1.000 1.0D+1.0CG+0.75L+0.45<W1 D+CG+L+<W1 23 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2> 24 System 1.000 1.0D+1.0CG+0.75L+0.45<W2 D+CG+L+<W2 25 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL 26 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR 27 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 28 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 29 System 1.000 0.6D+0.6CU+0.91E>+0.7EG- D + CU + E> + EG - 30 System . 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 31 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ 32 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 33 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG - 34 Special 1.000 0.6 D + 0.6 CU + 1.75.<E + 0.7 EG- D + CU + <E + EG - 35 OW Connection 1.000 1.0 D + LO CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 36 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 37 OMT Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG - 38 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - 39 System Derived 1.000 1.0D+1.00G+0.6WPR +0.6WBI> D + CG + WPR + WBI> 40 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB I > D+CU+WPR+WB1> 41 System Derived 1.000 1.OD+1.00G+0.75L+0.45WPR +0.45WBI> D + CG + L + WPR + WB I > 42 System Derived 1.000 LOD+1.00G+0.6WPR +0.6<WB1 D+CG+WPR+<WB1 43 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB I D+CU+WPR+<WB1 44 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <W B 1 D + CG + L + WPR + <W B I 45 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + W B3> 46 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D+CU+WPL+WB3> 47 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + WB3> 48 System Derived 1.000 1.OD+1.00G+0.6WPL +0.6<WB3 D + CG + WPL + <WB3 49 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D+CU+WPL+<WB3 50 System Derived 1.000 1.OD+1.00G+0.75L+0.45WPL +0.45<WB3 D+CG+L+WPL+<WB3 51 System Derived 1.000 0.6 MWB MWB -Wall: 1 52 System Derived 1.000 0.6 MWB MWB - Wall: 2 53 System Derived 1.000 0.6 MWB MWB - Wall: 3 54 System Derived 1.000 0.6 MWB MWB - Wall: 4 55 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + E> + EG+ + EB> 56 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + E> + EG+ + EB> 57 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB> 58 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 59 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB> 60 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + E> + EG- + EB> INTY File: 16-005921-01 Ver5-RLA 0TI COU Butler Manufacturing, a division of. BlueScope Buildings North America, Inc.�9LD1N�k�{SI®M ,O� aur�sR� Date: 4/1.1/201.6' ------------ Butler Manufacturing Calculations Package 16-005921 Time: It: 16 AM Page: 15 of 77 File: 16-005921-01 Version: 2015.24 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. 23 D + CG + L + W2> -0.98 1.25 2.72 1-A 2.65 3.56 Description Hx 4.05 V 24 D+CG+L+<W2 0.31 (application factor not shown 1.62 k k 4.11 1 3.44 2.44 2.73 D+CG+<L 25 D+CG+L+WPL 0.83 1.24 3 D + CG + ASLA 3.18 0.52 2.83 4 1.76 1.81 26 D + CG + L +WPR 0.83 -0.40 0.76 0.27 1.79 10 D+CG+<W2 2.04 -0.25 2.88 II 3.13 -1.08 27 D + CG + E> + EG+ -0.24 0.80 D+CG+WPR 0.80 1.84 -0.23 0.79 1.69 13 0.79 1.65 0.80 1.81 28 D + CG + <E + EG+ 0.24 0.80 -0.80 1.84 MW - Wall: 3 - Wall: 4 -0.79 1.69 - -0.79 1.65 17 18 -0.80 1.81 - 29 D + CU + E> + EG- -0.24 19 0.26 -1.08 0.80 0.53 0.79 0.52 D+CU+WPR D+CG+L+WI> 0.79 0.49 0.68 123 - 0.80 0.51 22 30 D + CU + <E + EG- 0.24 0.84 0.26 -0.80 0.53 -0.30 -0.79 0.52 -0.79 0.49 D+CG+L+<W2 -0.80 0.51 1.22 39 D + CG + WPR + W B I> 1.32 -3.54 -7.95 0.01 - -2.46 -2.88 -0.01 -4.43 0.01 - 2.51 0.01 - -0.67 40 D + CU + WPR + WB I> 1.32 -3.54 -8.39 0.01 -3.53 -2.88 -0.01 -5.40 0.01 1.56 0.01 -1.73 41 D + CG + L + WPR + W B 1> 0.99 -2.65 -4.55 0.01 1.79 -2.16 -0.01 -0.14 0.01 5.05 0.00 3.13 42 D + CG + WPR + <W B l 0.99 - 13.83 -0.01 -2.88 -0.01 - 1.49 2.89 0.02 -3.25 -0.01 -1.04 43 D + CU + WPR + <W131 0.99 13.38 -0.01 -3.95 -0.01 0.52 2.89 0.02 -4.20 -0.01 -2.10 44 D + CG + L + WPR + <W B 1 0.74 11.78 -0.00 1.48 -0.01 4.30 2.17 0.01 0.73 -0.00 2.86 45 D + CG + WPL + W B3> 1.32 -3.30 -7.04 0.01 -0.61 -2.88 -0.01 -3.42 0.01 - 1.05 0.01 -2.44 46 D + CU + WPL + WB3> 1.32 -3.30 -7.48 0.01 -1.68 -2.88 -0.01 -4.39 0.01 0.10 0.01 -3.51 47 D + CG + L + WPL + W B3> 0.99 -2.47 -3.87 0.01 3.18 -2.16 -0.01 0.62 0.01 3.95 0.00 1.81 48 D+CG+WPL +<WB3 0.99 - 15.16 -0.01 -1.05 -0.01 - 2.58 2.89 0.02 -4.78 -0.01 -2.85 49 D + CU + WPL + <W133 0.99 14.71 -0.01 -2.12 -0.01 1.61 2.89 0.02 -5.73 -0.01 -3.91 50 D + CG + L + WPL + <WB3 0.74 12.78 -0.00 2.86 -0.01 5.12 2.17 0.01 -0.41 -0.00 1.50 51 MWB - Wall: 1 0.25 -9.28 -18.54 - - - -0.04 - - -0.02 - - 52 MWB - Wall: 2 0.08 - - - 1.82 1.84 0.01 -1.82 - 53 MWB - Wall: 3 - 19.17 -0.55 0.10 - - 0.08 -0.48 54 MWB - Wall: 4 0.09 - - -1.91 -0.01 -1.85 - 1.85 - 55 D + CG + E> + EG+ + EB> 0.09 -4.49 -9.69 0.24 1.84 -1.16 0.24 0.17 0.24 3.14 0.24 1.81 56 D + CG + E> + EG+ + EB> -0.19 -1.35 -2.35 0.80 1.84 -0.35 0.79 1.23 0.79 2.09 0.80 1.81 57 D + CG + <E + EG+ + EB> 0.24 -4.49 -9.69 -0.24 1.84 -1.16 -0.24 0.17 -0.24 3.14 -0.24 1.81 58 D + CG + <E + EG+ + EB> 0.29 -1.35 -2.35 -0.80 1.84 -0.35 -0.79 1.23 -0.79 2.09 -0.80 1.81 59 D + CU + E> + EG- + EB> 0.09 -4.49 -10.23 0.24 0.53 -1.16 0.24 -1.01 0.24 1.99 0.24 0.51 60 D + CU + E> + EG- + EB> -0.19 -1.35 -2.89 0.80 0.53 -035 0.79 0.06 0.79 0.94 0.80 0.51 61 D + CU + <E + EG- + EB> 0.24 -4.49 -10.23 -0.24 0.53 -1.16 -0.24 -1.01 -0.24 1.99 -0.24 0.51 62 D + CU + <E + EG- + EB> 0.29 -1.35 -2.89 -0.80 0.53 -0.35 -0.79 0.06 -0.79 0.94 -0.80 0.51 65 D + CG + E> + EG+ + <EB -0.10 - 10.92 0.24 1.55 - 0.24 3.28 1.16 0.24 0.16 0.24 1.56 66 D + CG + E> + EG+ + <EB -0.25 3.83 0.80 1.75 0.79 2.17 0.35 0.79 1.20 0.80 1.73 67 D + CG + <E + EG+ + <EB 0.05 10.92 -0.24 1.55 -0.24 3.28 1.16 -0.24 0.16 -0.24 1.56 68 D + CG + <E + EG+ + <EB 0.24 3.83 -0.80 1.75 -0.79 2.17 0.35 -0.79 1.20 -0.80 1.73 69 D + CU + E> + EG- + <EB, -0.10 10.38 0.24 0.24 0.24 2.10 1.16 0.24 -0.99 0.24 0.26 70 D + CU + E> + EG- + <EB -0.25 3.30 0.80 0.44 0.79 0.99 0.35 0.79 0.05 6.80 0.44 71 D + CU + <E + EG- + <EB 0.05 10.38 -0.24 0.24 -0.24 2.10 1.16 -0.24 -0.99 -0:24 0.26 72 D + CU + <E + EG- + <EB 0.24 3:30 -0.80 0.44 -0.79 0.99 0.35 -0.79 0.05 -0.80 0.44 File: 16-005921-01 Version: 2015.24 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. X -Loc 124/0/0 Gridl -Grid2 1-A Ld Description Hx Hz V Cs (application factor not shown k k k 1 D+CG+L> 2.36 2 D+CG+<L 2.36 3 D + CG + ASLA 0.52 4 D+CG+AASL 2.58 9 D + CG + W2> -0.40 0.27 10 D+CG+<W2 1.28 -0.25 II D+CG+WPL -1.08 -0.90 12 D+CG+WPR -1.08 -0.23 13 MW -Wall: 1 - - 4 14 MW - Wall: 2 1.02 0.10 16 16 MW - Wall: 3 - Wall: 4 - - BUTTE GO1 I f� p 17 18 D+CU+ D+CU+<Wl<Wl. . .99 0.69 - . -0.67 -1.19 - BUILDING D_ M& 19 D+CU+WPL -1.08 -1.34 2 211 D+CU+WPR D+CG+L+WI> -1.08 -0.75 - 0.68 123 - p- 22 D+CG+L+<W1 0.52 0.84 23 D+CG+L+W2> -0.30 1.61 241 D+CG+L+<W2 0.96 1.22 25 D+CG+L+WPL -0.81 0.73 File: 16-005921-01 Version: 2015.24 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Bt/TtER Date: 4/1.1/201.6 autlarManufaatu„� Calculations Package 16-005921 Time: 11:16 AM Page: 16 of 77 Grid 26 D+CG+L+WPR -0.81 Load 1.23 Load Hrz Out Load Uplift Load 27 D + CG + E> + EG+ -0.24 Load 0.78 Load (-Hx) Case 28 D + CG + <E + EG+ 0.24 Case 0.78 Case (-Vy) Case (Vy) Case 29 D + CU + E> + EG- -0.24 Case 0.25 (k) k 30. .. "D+CU+<E+EG- 0.24_ 0.25 k) (in -k -39 . D + CG + WPR + W l3l> 1.11 -3.33 -6.76 9 1.32 39 9.28 51 40 D+CU+WPR+WBI> -1.11 -3.33 -7.20 53 41 D + CG + L + WPR + WBI> -0.83 -2.49 -3.67 39 3.51 18 3.90 17 42 D + CG + WPR + <WBI -1.17 - 13.97 50/0/0 l -E 43 D+CU+WPR+<WB1 -1.17 - 13.53 18 4.17 17 5.40 40 44 D+CG+L+WPR+<WB1 -0.88 11.88 74/0/0 1-C - - 45 D+CG+WPL+WB3> -1.13 -3.56 -8.54 17 5.73 49 5.25 1 46 D + CU + WPL + WB3> -1.13 -3.56 -8.99 1-13 0.01 42 0.01 39 47 D + CG + L + W PL + W B3> -0.85 -2.67 -5.01 49 5.98 1 48 D + CG + WPL + <WB3 -1.17 - 14.65 42 1.28 10 9.36 51 49 D + CU + WPL + <WB3 -1.17 51 14.21 53 50 D+CG+L+WPL+<WB3 -0.88 12.39 51 MWB - Wall: 1 -0.34 -9.36 -18.38 52 MWB - Wall: 2 0.07 - - 53 MWB - Wall: 3 - 18.65 54 MWB - Wall: 4 0.07 - 55 D + CG + E> + EG+ + EB> -0.22 -4.48 -8.29 56 D + CG + E> + EG+ + EB> -0.29 -1.35 -1.94 57 D + CG + <E + EG+ + EB> -0.07 -4.48 -8.29 58 D + CG + <E + EG+ + EB> 0.20 -1.35 -1.94 59 D + CU + E> + EG- + EB> -0.22 -4.48 -8.82 60 D + CU + E> + EG- + EB> -0.29 -1.35 -2.47 61 D + CU + <E + EG- + EB> -0.07 -4.48 -8.82 62 D + CU + <E + EG- + EB> 0.20 -1.35 -2.47 65 D + CG + E> + EG+ + <EB -0.10 - 10.61 66 D + CG + E> + EG+ + <EB -0.25 3.73 67 D + CG + <E + EG+ + <EB 0.05 10.61 68 D + CG + <E + EG+ + <EB 0.24 3.73 69 D + CU + E> + EG- + <EB -0.10 10.08 70 D + CU + E> + EG- + <EB -0.25 3.20 71 D + CU + <E + EG- + <EB 0.05 10.08 72 D + CU + <E + EG- + <EB 0.24 3.20' Maximum Combined Reactions Summary with Factored Loads - Framing Atnrn• A 11 raor ;- - k,,,A ^o I t n,dAr crn--1 �o�lvdc 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 I -G 1.31 9 1.32 39 9.28 51 - - 18.54 51 19.17 53 25/0/0 I -F 0.01 42 0.01 39 3.51 18 3.90 17 3.95 43 6.00 1 50/0/0 l -E 2.88 39 - - 3.76 18 4.17 17 5.40 40 5.30 1 74/0/0 1-C - - 2.89 42 3.68 18 4.09 17 5.73 49 5.25 1 99/0/0 1-13 0.01 42 0.01 39 3.44 18 3.82 17 3.91 49 5.98 1 124/0/0 I -A 1.17 42 1.28 10 9.36 51 18.38 51 1 18.65 53 Rin X -Loc Grid Description 0/0/0 1-G Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. 50/0/0 1-E Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. 74/0/0 1-C Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. 124/0/0 I -A Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. BUTTE COUNTY BUILDING ®IV, S ' APPPM/ � File: 16-005921-01 Version: 2015.2d Butler Manufacturing, a division of. BlueScoPe Buildings North America, Inc. SL/TtER Butter ManutaaturhW Wall: 4, Frame at: 15/0/0 Design Load Combinations - Framing Calculations Package 16-005921 Date: 4/1.1./201.6 Time: 11:16 AM Page: 17 of 77 No. Ori in Factor Application Description I System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 0.6 W2> • + CG +. W2> ' 4 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 5 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 6 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG +WPR 7 System 1.000 0.6 MW MW -Wall: 1 8 System 1.000 0.6 MW MW - Wall: 2 9 System 1.000 0.6 MW MW - Wall: 3 10 System 1.000 0.6 MW MW - Wall: 4 11 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 12 System 1.000 0.6 D + 0.6 CU + 0.6 <Wl D+CU+<WI 13 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D+CU+WPL 14 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D+CU+WPR 15 System 1.000 I.0D+1.0CG+0.75L+0.45WI> D+CG+L+WI> 16 System 1.000 1.0D+I.0CG+0.75L+0.45<WI D+CG+L+<W1 17 System 1.000 1.0 D + LO CG + 0.75 L + 0.45 W2> D + CG + L + W2> 18 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D+CG+L+<W2 19 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL 20 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR 21 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 22 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 23 System 1.000 0.6 D + 0.6 CU + 0.91 E>+0.7EG- D + CU + E> + EG - 24 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 33 System Derived 1.000 I.0D+I.0CG+0.6WPR +0.6WB1> D+CG+WPR+WBI> 34 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB I > D+CU+WPR+WBI> 35 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WPR +0.45WB1> D+CG+L+WPR+WBI> 36 System Derived 1.000 1.0D+I.0CG+0.6WPR +0.6<WB1 D+CG+WPR+<WB1 37 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB I D+CU+WPR+<WBI 38 System Derived 1.000 I.0D+I.0CG+0.75L+0.45WPR +0.45<WBI D+CG+L+WPR+<WB1 39 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + WB3> 40 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D + CU + WPL + WB3> 41 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + WB3> 42 System Derived 1.000 1.0D+I.0CG+0.6WPL +0.6<WB3 D + CG + WPL + <WB3 43 System Derived 1.000 0.6D+0.6CU+0.6WPL +0.6<WB3 D+CU+WPL+<WB3 44 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WPL +0.45<WB3 D+CG+L+WPL +<WB3 45 System Derived 1.000 0.6 MWB MWB -Wall: l 46 System Derived 1.000 0.6 MWB MWB - Wall: 2 47 System Derived 1.000 0.6 MWB MWB - Wall: 3 48 System Derived 1.000 0.6 MWB MWB - Wall: 4 49 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + E> + EG+ + EB> 50 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + E> + EG+ + EB> 51 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB> 52 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 53 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB> 54 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + E> + EG- + EB> 55 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> 56 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> 59 System Derived 1.000 1.0 D + 1.0 CG •+ 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 60 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 61 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 62 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 63 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + E> + EG- + <EB 64 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB 65 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB 66 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D+CU+<E+EG-+<EB LDIAl JMTY IMG ®IVIS10h e /�PUVE File: 16-005921-01 Version: 20.15.24 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. eurcER Date: 4/ 1.1./201.6 Butler Manufacturing Calculations Package 16-005921 - Time: 11: 16 AM Page: 18 of 77 Wall: 4, Frame at: 15/0/0 Frame ID:Addition Clearspan #1 Frame Type:Rigid Frame L Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete noo..ta,.... _ rr..f-f--A IF nod T.- of Piromn rroe. Q -fl ,... 9 4` Type X -Loc Gridl -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 2-G 8 X 13 0.375 4-0.750 100'-0" Exterior Column 124/0/0 2-A 8 X 13 0.375 4-0.750 109-0" Load Type Desc. Hx I Hz I Vy Hx Hz V ' D Frm 2.61 4.84 -2.61 4.67 CG Frm 2.18 3.21 -2.18 3.21 L> Frm 8.73 12.83 -8.73 12.83 <L Frm 8.73 12.83 -8.73 12.83 W2> Frm -13.84 -14.96 4.59 -7.69 <W2 Frm -5.21 -8.26 14.16 -15.40 WPL Frm -11.01 -19.31 10.12 -24.14 WPR Frm -9.92 -23.64 10.76 -18.79 MW Frm - - - - MW Frm 2.13 1.08 6.48 -1.08 MW Frm - - - - MW Frm -0.28 -1.11 -2.40 1.11 CU Frm - - Wl> Frm -18.23 -24.85 8.98 -17.59 " <W1 Frm -9.60 -18.16 18.55 -25.29 L Frm 8.73 12.83 -8.73 12.83 E> Frm" -1.53 -0.66 -1.69 0.67 - EG+ Frm 0.57 0.84 -0.57 0.84 <E Frm 1.53 0.66 1.69 -0.67 EG- Frm -0.57 -0.84 0.57 -0.84 WB1> Brc -0.20 - 11.80 0.20 10.90 <WBI Brc 0.42 11.97 -23.97 -0.42 11.79 -23.13 WB3> <WB3 Brc Brc -0.21 0.44 - 11.69 11.35 -25.07 0.21 -0.44 - 12.05 12.77 -25.32 MWB MWB Brc " Brc. -0.53 - 30.93 0.53 - 30.68 BUI�."Iq# t Brc'-.- _0.55 15.60 -31.24 -0.55 15.48 -30.38 --...MWB MWB Brc 3�.0 f, EB> Brc -0.19 - 11.55 0.19 - 9.97 B I a <EB Brc 0.19 4.93 -10.87 -0.19 4.93 -10.55 File: 16-005921-01 Version: 20.15.2d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. B[/TLER Date: 4/1.1/2016 Butler Manutaaturl"a Calculations Package 16-005921 Time: 11:16 AM Page: 19 of 77 Frame Reactions - Factored Load Cases at Frame Cross Section: 2 Nnt, All -,ti- .- h -A nn I Ct -1- o -M. -I -1-;. X -Loc 0/0/0 124/0/0 Grid -Grid2 2-G 2-A Ld Description - Hx Hz I Vy Hx Hz V Cs (application factor not shown k k k k k k l D + CG + L> 13.52 20.88 -13.52 20.72 2 D + CG + <L 13.52 20.88 -13.52 20.72 3 D + CG + W2> -3.51 -0.93 -2.04 3.27 4 D+CG+<W2 1.67 3.09 3.71 - -1.35 - 5 D + CG +WPL -1.82 - -3.54 1.28 - -6.60 6 D+CG+WPR -1.16 - -6.14 1.66 - -3.39 - 7 MW -Wall: 1 - 8 MW - Wall: 2 1.28 0.65 3.89 -0.65 9 MW -Wall: 3 - - - - 10 MW - Wall: 4 -3.77 -0.66 -1.44 0.66 I1 D+CU+WI> -9.37 -12.01 3.82 -7.75 12 D + CU + <W I -4.19 -7.99 9.56 -12.37 13 D+CU+WPL -5.04 -8.68 4.50 -11.68 14 D+CU+WPR -4.39 -11.28 4.89 -8.47 15 D+CG+L+WI> 3.14 6.49 -7.30 9.59 16 D+CG+L+<W1 7.02 9.50 -2.99 6.13 17 D + CG + L + W2> 5.11 10.94 -9.27 14.05 18 D + CG + L + <W2 8.99 13.95 -4.96 10.58 19 D + CG + L + WPL 6.38 8.98 -6.78. 6.65 20 D + CG + L + WPR 6.87 7.03 -6.50 9.05 21 D + CG + E> + EG+ 3.80 8.03 -6.73 9.08 22 D + CG + <E + EG+ 6.58 9.24 -3.66 7.86 23 D+CU+E>+EG- -0.22 1.71 -2.70 2.83 24 D + CU + <E + EG- 2.56 2.92 0.37 1.61 33 D+CG+WPR+WB1> -1.28 0.94 1.78 3.15 34 D+CU+WPR+WBI> -4.50 -4.20 5.00 -1.93 35 D + CG + L + WPR + WBI> 6.78 12.34 -6.41 13.96 36 D+CG+WPR+<WB1 -0.91 7.18 -20.52 1.41 7.07 -17.27 37 D + CU + WPR + <WB 1 -4.14 7.18 -25.66 4.64 7.07 -22.35 38 D+CG=L+WPR+<WBI 7.06 5.38 -3.75 -6.69 5.30 -1.36 39 D + CG + WPL + W B3> -1.94 - 3.28 1.40 - 1.06 40 D + CU + WPL + WB3> -5.17 -1.87 4.63 -4.01 41 D+CG+L+WPL+WB3> 6.29 14.09 -6.69 12.39 42 D + CG + WPL + <WB3 -1.55 7.02 -18.58 1.01 7.23 -21.79 43 D+CU+WPL+<WB3 -4.77 7.02 -23.72 4.24 7.23 -26.87 44 D + CG + L + WPL + <WB3 6.58 5.26 -2.30 -6.99 5.42 -4.75 45 MWB -Wall: 1 -0.32 - 18.56 0.32 - 18.41 46 MWB - Wall: 2 - - - - - - 47 MWB - Wall: 3 0.33 9.36 -18.75 -0.33 9.29 -18.23 48 MWB - Wall: 4 - - - 49 D + CG + E> + EG+ + EB> 4.61 18.96 -5.48 17.73 50 D + CG + E> + EG+ + EB> 3.75 11.18 -6.68 11.80 51 D + CG + <E + EG+ + EB> 5.44 19.32 -4.56 17.36 52 D + CG + <E + EG+ + EB> 6.53 12.39 -3.61 10.58 53 D + CU + E> + EG- + EB> 0.58 12.64 -1.46 11.48 54 D + CU + E> + EG- + EB> -0.27 4.87 -2.65 5.55 55 D + CU + <E + EG- + EB> 1.42 13.00 -0.54 11.11 56 D + CU + <E + EG- + EB> 2.51 6.07 0.42 4.33 59 D + CG + E> + EG++ <EB 4.95 4.49 -1.44 -5.83 4.48 -0.95 60 D + CG + E> + EG+ + <EB 3.85 1.35 5.06 -6.78 1.35 6.20 61 D + CG + <E + EG+ + <EB 5.78 4.49 -1.08 -4.90 4.48 -1.32 62 D + CG + <E + EG+ + <EB 6.63 1.35 6.27 -3.71 1.35 4.98 63 D+CU+E>+EG- +<EB 0.92 4.49 -7.76 -1.80 4.48 -7.20 T��- 64 D + CL: + E> + EG- + <EB -0.17 65 D+CU+<E+EG- + <EB ` 1.76 1.35 -1.26 4.49 -7.40 -2.76 -0.88 1.35 4.48 -0.05 -7.57 I7 p�I COU p N �ry fifiy 66 D + CU + <E + EG- + <EB 2.61 1.35 1 -0.05 1 0.32 1 1.35 1 -1.27 -®TE e File: 16-005921-01 Version: 2015.2d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER Date: 4/11/2016 nailer ------ a ata„� Calculations•Package 16-005921 Time: It: 16 AM Page: 20 of 77 Maximum Combined Reactions Summary with Factored Loads - Framing Mnt- All rpnminnc — hn—1 nn 1 ct nrrier ctnvmral annlvcic X - Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Loadl 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-G 9.37 11 13.52 1 - - 9.36 '47 • 25:66 37 20.88 1 124/0/0 2-A 13.52 l 9.56 12 - - 9.29 47 26.87 43 20.72 l a.. X -Loc I Grid Description 0/0/0 124/0/0 2-G 2-A Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. Diagonal bracing at base is attached to column. Reactions ARE included with framereactions. a BUTTE COUNTY BUILDING DIVI,,SPG A`E Pile: 16-005921-01 Version: 2015.24 Butler Manufacturing, a division of BlueScoPe Buildings North America, Inc. surtER Date: 4/1.1/201.6. Bauer Maaufmturipp Calculations Package 16-005921 Time:11:16 AM Page: 21 of 77 Wall: 4, Frame at: 35/0/0 DeApn r.nad Cnmhinatinns - Framing No. 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 3 System 1.000 1.0 D + LO CG + 0.6 W2> D + CG + W2> 4 System 1.000 LO D + 1.0 CG + 0.6 <W2 D + CG + <W2 5 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 6 System 1.000 1.0 D + 1.0 CG + 0.6. WPR D + CG + WPR 7 System 1.000 0.6 MW MW -Wall: l 8 System 1.000 0.6 MW MW - Wall: 2 9 System 1.000 0.6 MW MW - Wall: 3 10 System 1.000 0.6 MW MW - Wall: 4 11 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 12 System 1.000 0.6 D + 0.6 CU + 0.6 <WI D+CU+<WI 13 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL 14 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D+CU+WPR 15 System 1.000 1.0D+I.0CG+0.75L+0.45W1> D+CG+L+WI> 16 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W I D+CG+L+<WI 17 System 1.000 1.0D+I.0CG+0.75L+0.45W2> D+CG+L+W2> 18 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 19 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL 20 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR 21 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 22 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 23 System 1.000 0.6 D + 0.6 CU + 0.91 E>+0.7EG- D+CU+E>+EG- 24 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D+CU+<E+EG- BUTTE .BUILDING DIS SIInAPP/jo File: 16-005921-01 Version: 2015.2d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 4/111201-6 BL/TLERa „=,,�o��,��,,,� Calculations Package 16-005921 Time: It: 16 AM Wall: 4, Frame at: 35/0/0 Frame ID:Addition Clearspan #1 L Values shown are resisting forces of the foundation: Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Tvne at Frame Cross Section: 3 Frame Type: Rigid Frame `` Page: 22 of 77 Type Exterior Column X -Loc 0/0/0 Gridl -Grid2 3-G 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 Elev. 100'-0" Exterior Column 124/0/0 3-A 8 X 13 0.375 4-0.750 100'-0" Load Type Desc. Hx Vy Hx V D Frm 3.22 5.72 -3.22 5.69 CG Frm 2.80 4.09 -2.80 4.09 L> Frm 11.20 16.37 -11.20 16.37 <L Frm 11.20 16.37 -11.20 16.37 W2> Frm -15.26 -15.98 4.83 -8.02 <W2 Frm -5.52 -8.64 15.63 -16.43 WPL Frm -12.55 -22.55 11.60 -27.76 . WPR Frm -11.23 -27.24 12.14 -21.99 MW Frm - - - - MW Frm 2.82 1.38 8.17 -1.38 MW Frm - - - - MW Frm -8.05 -1.41 -3.03 1.41 Cu Frm - - - - W 1> Frm -20.96 -28.60 10.52 -20.63 <W1 Frm -11.22 -21.26 21.33 -29.05 L Frm 11.20 16.37 -11.20 16.37 E> Frm -2.13 -0.84 -2.24 0.85 EG+ Frm 0.73 1.07 -0.73 1.07 <E Frm 2.13 0.84 2.24 -0.85 EG- Frm -0.73 -1.07 0.73 -1.07 BUTTE -A.jK0 ,, BUILDING File: 16-005921-01 Version: 2015.24 Butler Manufacturing, a division of I lueScope Buildings North America, Inc. t f � s$JTLER Date: 4/11/201.6 Butler Manufact.H g Calculations Package 16-005921 Time: It: 16 AM Page: 23 of 77 t Frame Reactions - Factored Load Cases at Frame Cross 'Sectiou:3 Note: All reactions are based on I st order structural analysis. {t X -Loc . 0/0/0 124/0/0 Load Hrz Right Gridl -Grid2 3-G 3-A Hrz Out Load Ld Description Hx Vy Hx V Load Mom ccw Cs (application factor not shown k k k k (Hx) Case 1 D + CG + L> 17.22 26.18 -17.22 26.15 Case (Vy) 2 D + CG + <L 17.22 26.18 -17.22 26.15 3 D + CG + W2> -3.14 0.23 3.13 4.98 k) 4 D+CG+<W2 2.71 4.63 3.36 -0.07 in -k) 5 D + CG +WPL -1.51 -3.72 0.94 -6.87 - 1 17.22 6 D + CG +WPR -0.72 -6.53 1.26 -3.41 - ll 7 MW -Wall: l - - - - t 8 MW - Wall: 2 1.69 0.83 4.90 -0.83 9 MW - Wall: 3 14.01 12 26.15 1 10 MW - Wall: 4 -4.83 -0.84 -1.82 t 0.84 11 D+CU+WI> -10.64 -13.72 4.38 -8.96 12 D+CU+<W1 -4.80 -9.32 10.86 -14.01 13 D+CU+WPL -5.60 -10.10 5.03 -13.24 14 D+CU+WPR -4.81 -12.91 5.35 -9.78 15 D+CG+L+WI> 4.99 9.22 -9.69 12.78 16 D+CG+L+<WI 9.38 12.52 -4.83 8.99 17 D+CG+L+W2> 7.55 14.90 -12.25 18.45 18 D+CG+L+<W2 11.94 18.20 -7.39 14.67 19 D + CG + L + WPL 8.77 11.94 -9.20 9.57 20 D + CG + L + WPR 9.37 9.83 -8.96 12.17 21 D + CG + E> + EG+ 4.60. 9.80 -8.58 11.31 22 D + CG + <E + EG+ 8.47 11.33 -4.49 9.76 23 D + CU + E> + EG- -0.51 1.92 -3.46' 3.45 24 D + CU + <E + EG- 3.35 3.45 0.62 1.89 Maximum Combined Reactions Summary with Factored Loads - Framing Nnt, 411 --ti- am h. -,l - 1 ct nrdl ctnirtural a 1a 6c V 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 Lo (-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 3-G 10.64 11 1 17.22 1 - - - 13.72 ll 26.18 1 124/0/0 3-A 17.22 1 10.86 12 14.01 12 26.15 1 BUTTE . L®B�� ® i B f. APPROve,�N i Pile: 16-005921-01 Version: 20.15.24 T Butler Manufacturing, a division of BlueScope.Buildings North America, Inns. , - • Bs TLER Butlar Manufacturing Calculations Package 16-005921 Date: 4/11/201.6 Time: 11:16 AM Page: 24 of 77 Wall: 4, Frame at: 59/0/0 nem:.... ■ ,..,a _ V- No. Origin Factor Applicatioit Description 1 System 11.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 1.0 ASLA D + CG + ASLA 4 System 1.000 1.0 D + 1.0 CG + 1.0 AASL D + CG + AASL 5 System 1.000 1.0 D + LO CG + 0.6 W2> D + CG + W2> 6 System 1.000 1.0 D + LO CG + 0.6 <W2 D + CG + <W2 7 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 8 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 9 System 1.000 0.6 MW MW -Wall: l 10 System 1.000 0.6 MW MW - Wall: 2 11 System 1.000 0.6 MW MW - Wall: 3 12 System 1.000 0.6 MW MW - Wall: 4 13 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 14 System 1.000 0.6D+0.6CU+0.6<WI D+CU+<W1 15 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D+CU+WPL 16 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D+CU+WPR 17 System 1.000 I.OD+I.00G+0.75L+0.45W1> D+CG+L+W1> 18 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W I D+CG+L+<W1 19 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2> 20 System 1.000 1.0 D + LO CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 21 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL 22 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR 23 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 24 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 25 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG - 26 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D+CU+<E+EG- BUTTE DIVISIONBUILDING fill ,A �a fi,. H f l,...r File: 16-005921-01 Version: 2015.2d Butler, Manufacturing, a division of. B1ueScope Buildings North America, Inc. BL/TLER Date: 4/1,1/201.6 ------------- Butler MunufmtuArig Calculations Package 16-005921 Time: 1 t:16 AM, Page: 25 of 77 Wall: 4, Frame at: 59/0/0 Frame ID:Addition Modular #1 EW 3 Frame Type:Continuous Beam vy VV y Fbc F6c Fbc 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: 4 Type Exterior Column X -Loc 0/0/0 Gridl -Grid2 4-G Base Plate W x L (in.) 8 X 22 Base Plate Thickness (in.) 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 Column Base Elev. 100'-0" Interior Column 59/0/0 4-D 9 X 1 1 0.375 4-0.750 100'-0" Exterior Column 124/0/0 4-A 8 X 24 0.375 4-0.750 100'-0" Load Type Desc. Hx Vy Hx Vy Hx V D Frm 0.31 1.63 3.84 -0.31 1.88 CG Frm 0.30 1.20 3.02 -0.30 1.36 L> Frm 1.19 4.82 12.08 -1.19 5.42 <L Frm 1.19 4.82 12.08 -1.19 5.42 ASLA Frm 0.44 -0.27 6.20 -0.45 5.76 AASL Frm 0.74 5.08 5.88 -0.74 -0.34 W2> Frm -5.29 -5.86 -9.61 -1.83 -0.88 <W2 Frm 1.12 -1.02 -9.23 5.77 -0.84 WPL Frm 1.12 -6.19- -17.46 -1.77 -10.64 WPR , Frm 1.40 -9.57 -17.14 -0.78 -6.84 MW Frm - - - - - MW Frm 1.68 1.03 -0.20 5.72 -0.84 MW Frm - - - MW Frm -4.76 -0.48 -0.91 -2.71 1.38 CU Frm - WI> Frm -4.45 -9.89 -18.32 -2.67 -5.35 <Wl Frm 1.96 -5.05 -17.93 4.93 -11.30 L Frm 1.19 4.82 12.08 -1.19 5.42 E> Frm -1.39 -0.50 -0.17 -1.93 0.68 EG+ Frm 0.08 0.32 0.79 -0.08 0.35 <E Frm 1.39 0.50 0.17 1.93 -0.68 EG- Frm -0.08 -0.32 -0.79 0.08 -0.35 L®IN� ®'VIS� ION PP130VED File: 16-005921-01 Version: 2015.24 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BL/TLERDate: 4/1.1/201.6 ; eutim Manutactularq` `_Calculations Package 16-005921. .Time: 11:f6 AM. Page: 26 of 77 Frame Reactions - Factored Load Cases at Frame Cross Section: 4 r + Nnte• All reactions are hated nn 1st nrder stnirmMl analvsis- - - X -Loc 0/0/0 59/0/0 124/0/0 Load Gridl -Grid2 4-G 4-13 4-A Load Ld Description Hx V V Uplift VCs Vrt Down a lication factor not shown k k k Load kI Load D+CG +L> 1.80 7.6618.94 (-Hx) 8.66 (Rx) 2 D+ CG +<L rH 1.80 7.6618.94 rHx 8.66 Case 3 D+CG+ASL^ 1.05 2.5713.06 (Vy) , 9.00 (-Mu 4 D+CG + ^ASL 1.35 7.9212.74 Case 2.905 D+CG+W2> 2.56-0.68 1.09 . 2.71. k 6 D + CG + <W2 1.28 2.22 1.32 2.85 -0.86 . 7 D + CG + WPL 1.28 ' -0.87 -3.61 4.67 -3.15 (in -k , 8' D + CG + WPR 1.45 -2.91 - -3.42 ,-1.08 -0.87 12 9 MW -Wall: 1 - 10 MW - Wall: 2 1.01 0.62 -0.12 3.43 -0.50 4 11 MW - Wall: 3 - 59/0/0 12 MW - Wall`. 4 -2.86 -0.29 -0.54 -1.63 0.83 - 13, D+CU+W1> -2.48 -4.95 -8.68 -1.79 -2.08 - 14 D + CU + <W 1 136 ' • -2.05 -8.46 ` 2.77 -5:65 15 D+CU+WPL' _ ' 0.86 -2.73 -8.17 -1.25, -5.26 . 2.70 16 D+CU+WPR 1.03 -4.76 -7.98 " . -0.65 -2.97 17 D + CG + L + W 1> -0.50 2.00 7.68 -2.70 4.90 9.00 18 D+CG+L+<W1 2.38 4.18 7.85 0.72 2.22 19 - D+CG+L+W2> -0.88 3.81 11.59 -2.32' 6.91 20 D + CG + L + <W2 2.00 5.99 11.77 • 1.10 4.23 21 D + CG + L + WPL 2.00 3.67. 8.06 -2.30 2.52 22 D + CG + L + WPR 2.13 2.14 8.21 '-1.85 23 D + CG + E> + EG+ 0.60 2.60 736 ` ' ` -2.42 4.11 , 24 D + CG + <E + EG+ 1.93 3.52 • 7.57 1.09 2.87 25 D+CU+E>+EG- -1.13 0.30 1,60 -1.89 L50 26 D + CU.+ <E + EG- 1.40 1.22 1.91 1.62, 0.26 Maximum Combined Reactions Summary with Factored Loads - Framing , - Note: All reactions aie based on 1 st order structural analvsis. 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 (Rx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) , Case (-Mu Case (Mzz) Case k k k k k k) (in -k , 0/0/0 4-G 2.86 12 2_.38 18 4.95 13 7.92 4 59/0/0 4-D - - -8.68 '13 18.94 1 124/0/0 4-A 2.70 17 3.43' '10' 5.65 l4 9.00 3 J ` e . •r -� ,"Q: :�,�� ' ' � cry � � ,:k { 3UTTE CI®UNw BUILDING APP . t File: 16-005921-01 Version: 2015.2d Butler Manufacturing, a division of Blu6colle Buildings North America; Inc. ' Date: 4/I L/2O1.6+ BLITLER� Butler Manuf=turynp` _Calculations Package 16-005921 ' Time: 11:1.6 AM, .4" Page: 27 of 77 Bracing '3ammacy Re orta.. ,: .. 77 7 7 17 _ 77.7 7 7777- 77 7777777 7777- . 7 ;<, Shape: Addition j T _ •' �4 Loads and Codes - Shape: Addition City: Gridley County: 'Butte •; State: --California- ---Country: United States _.,. Building Code: California Building Code - 2013 Edition- Structural: IOAISC - ASD Rainfall: 1:0.10 inches per hour Based on Building Code: 2012 International Building Code 'Cold Form: '12AISI - ASD fc: 3000.00 psi Concrete ' Building Risk/Occupancy Category: II (Standard Occupancy Stricture) • 1 Dead and Collateral Loads 1 Roof Live Load Collateral Gravity:3.00 psf Roof Covering + Second.' Dead Load: Varies , 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 i id 1 Wind Speed: Vult: 110.00 (Vasd: 85.21) mph Ground Snow Load: pg: 0.00 psf. , Mapped MCE Acceleration: Ss: 60.00 %g , r The'Envelope Procedure' is Used Flat Roof Snow: pf: 0.00 psf .. Mapped MCE Acceleration: Sl: 27.00 %g , '. Wind Exposure: C - Kz: 0.975 Design Snow (Sloped): ps: 0.00 psf Site Class: Stiff soil (D) + Parts Wind Exposure Factor: 0.975 Rain Surcharge: 0.00 Seismic Importance: Ie: 1.000 + Wind Enclosure: Enclosed Exposure Factor: 2 Partially Exposed - Ce: 1.00 Design Acceleration Parameter: Sds: 0.5280 Topographic Factor: Kzt: 1.0000 Snow Importance: Is: 1.000 - • Design Acceleration Parameter: Shc : 0.3348 Thermal Factor: Unheated - CC 1.2.0 Seismic Design Category: D t, NOT W indborne Debris Region Ground/ Roof Conversion: 0.70 Seismic Snow Load: 0.00 psf I Base Elevation: 0/0/0 . I Unobstructed, Slippery .% Snow Used in Seismic: 0.00 Primary Zone Strip Width: 2a: N/A - - '' , Diaphragm Condition: Flexible Parts / Portions Zone Strip Width: a: N/A Fundamental Period Height Used: 28!9/0 Basic Wind Pressure: q: 25.68 psf t •{ ; , - _ Transverse Direction Parameters 7 . + ' •' Redundancy Factor: Rho: 1.30 ; l } r Fundamental Period: Ti: 0.4112 4 r1 a t• R -Factor: 3.50 t } Overstrength Factor: Omega: 2.50 • j r ^� ' •+ T + Deflection Amplification Factor: Cd. 3.00 r r t Base Shear: V: 0.1509 x W 4Longitudinal Direction Parameters , Redundancy Factor: Rho: 1.30 1 , Fundamental Period: Ta: 0.2483 +• ' ' R -Factor: 3.25 4 • 1 Overstrength Factor: Omega: 2.00 ' Deflection Amplification Factor. Cd: 3.25 Base Shear: V: 0.1625 x W Deflection Conditions / / '<• ' 1 -, i ' Frames are vertically supporting: Metal Roof Purlins and Panels +' i Frames are laterally supporting: Metal Wall Girts and Panels - j,•• :� Purlins are supporting:Metal Roof Panels 1 " Girts are supporting: Metal Wall Panels 71F C l + f 1J1Lt)I n' • ,.. . ' ' ' : � - Abp '�� - I- • File: 16-005921-01 .; Version: 2015.2d i Butler Manufacturing, a division of BlueScope Buildings North America; nc. , f .. r BLTLER Butler Manufacturing Design Load Combinations - Bracing Calculations Package 16-005921 Date: 4/ 1.1./201.6 Time: 11:16 AM Page: 28 of 77 File: 16-005921-01 Version: 20.15.2d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Ori in Factor Application Description 1 System 1.000 LOD+0.6W1> D+WI> 2 System 1.000 1.0 D + 0.6 <W l D + <W I rNo. 3 System 1.000 1.0 D + 0.6 W2> D + W2> 4 System 1.000 1.0 D + 0.6 <W2 D + <W2 5 System 1.000 1.0 D.+0.6W3> D+W3> 6 System 1.000 I.0D+0.6<W3 D+<W3' 7 System 1.000 1.0 D + 0.6 W4> D + W4> 8 System 1.000 1.0 D + 0.6 <W4 D + <W4 9 System 1.000 0.6 MW MW -Wall: 1 10 System 1.000 0.6 MW MW -Wall: 2 I I System 1.000 0.6 MW MW - Wall: 3 12 System 1.000 0.6 MW MW - Wall: 4 13 System 1.000 1.0 D + 0.7 E> D + E> 14 System 1.000 1.0 D + 0.7 <E D + <E 15 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1> D + CG + W 1> 16 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W I D + CG + <W 1 17 System Derived 1.000 1.0 D + LO CG + 0.6 W2> D + CG + W2> 18 System Derived 1.000 1.0 D + LO CG + 0.6 <W2 D + CG + <W2 19 System Derived 1.000 LO D + 1.0 CG + 0.6 W3>. D + CG + W3> 20 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W3 D + CG + <W 3 21 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W4> D + CG + W4> 22 System Derived 1.000 1.0 D + LO CG + 0.6 <W4 D + CG + <W4 23 System Derived 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 24 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W 1 D + CU + <W 1 . 25 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2> 26 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 27 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W3> D + CU + W3> 28 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W3 D + CU + <W3 29 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W4> D + CU + W4> 30 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W4 D + CU + <W4 31 System Derived 1.000 1.0 D + 1.0 CG + 0.7 E> + 0.7 EG+ D + CG + E> + EG+ 32 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <E + 0.7 EG+ D + CG + <E + EG+ 33 System Derived 1.000 0.6 D + 0.6 CG + 0.7 E> + 0.7 EG- D + CG + E> + EG - 34 System Derived 1.000 0.6 D + 0.6 CG + 0.7 <E + 0.7 EG- D + CG + <E + EG - File: 16-005921-01 Version: 20.15.2d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BU-TLER Date: 4/1.1/201.6 Out1w Munuf"tutlng Calculations Package 16-005921 Time: 11:16 AM Page: 29 of 77 iliaonnnl R -Ana M. -h- r .dc Q--.- Rnnf A ,i f a IUTTE COUNTY ILDING DttIVISInIkI` . M -M APPRO-# r Mem. No. Bracing Sha Length ft Angle Design Axial k Seismic Factor Stress Factor Stress I Ratio Governing Load Case Design Status Comment I R 0.375 18.27 39.8 -1.68 1.0000 1.0000 0.656 0.6MW Wall 3 passed 2 R 0.375 18.26 39.8 -0.66 1.0000 1.0000 0.257 I.OD+I.00G+0.7E>+0.7EG+ passed 1 -side Fillet 3 R 0.75 28.30 59.9 -8.23 1.0000 1.0000 0.758 0.6MW Wall 3 passed 4 R 0.75 28.30 59.9 -8.04 1.0000 1.0000 0.740 0.6MW Wall l passed 5 80.875 25.55 57.9 -14.49 1.0000 1*0000 0.971 0.6MW Wall passed 6 R 0.875 25.71 57.9 - 1 4.311 1.0000 1 .0000 0.959 0AMW Wall 1 passed Mem. End Diagonal Connection Design Information 1 Left lot: Web Thk = 0.134, Load Case 0.6MW Wall 3, Factored F = 1.68, 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 = 0.164, Load Case 0.6MW Wall 3, Factored F = 1.68, 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 1.OD+1.00G+0.7F->+0.7EG+, Factored F = 0.66, 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 = 0.164, Load Case I.OD+I.00G+0.7E>+0.7EG+, Factored F = 0.66, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 3 LeftClevis Connection Per DP 3.15.2, SQW 5.00.00.375, Design angle = 59.9 deg, flange offset = 4.500 in., SQW To Web and Stiffener Weld 3/16" 1 -side Fillet Right Clevis Connection Per DP 3.15.2, SQW 5.Ox5.00.375, Design angle = 59.9 deg, Flange offset = 4.500 in., SQW To Web and Stiffener Weld 3/16" 1 -side Fillet 4 Left Clevis Connection Per DP 3.15.2, SQW 5.Ox5.Ox0.375, Design angle = 59.9 deg, Flange offset = 4.500 in., SQW To Web and Stiffener Weld 3/16" 1 -side Fillet Right Clevis Connection Per DP 3.15.2, SQW 5.Ox5.00.375, Design angle = 59.9 deg, Flange offset = 4.500 in., SQW To Web and Stiffener Weld 3/16" 1 -side Fillet File: 16-005921-01 Version: 2O15.2d Butler Manufacturing, a division of. BlueScope Buildings North America, Inc. surER Date: 4/11/201.6 Butler Manutacturirp Calculations Package 16-005921 Time: f 1::16 AM' ~ Page: 30 of 77 5 Left Clevis Connection Per DP 3.15.2, SQW 5.Ox5.OxO.375, Design angle = 57.1 deg, flange offset = 4.500 in., SQW To Web and Stiffener Weld 3/16" I -side Fillet Right Clevis Connection Per DP 3.15.2, SQW 5.Ox5.OxO.375, Design angle = 57.1 deg, flange offset= 2.304 in., SQW To Web and Clip Weld 3/16" 1 - side Fillet 6 Left Clevis Connection Per DP 3.15.2, SQW 5.00.00.375, Design angle = 57.1 deg, flange offset = 2.304 in., SQW To Web and Clip Weld 3/16" 1 - side Fillet Right Clevis Connection Per DP 3.15.2, SQW 5.00.00.375, Design angle = 57.1 deg, flange offset = 4.500 in., SQW To Web and Stiffener Weld 3/16" l -side Fillet r Emj-TTE CU q ( g T v Pile: 16-005921-01 Version: 2015.2d Butler Manufacturing, a division of. BlueScope Buildings North America, 'Inc. BLJTLER� Date: 4/11/201.6 Butlin Ma!0=turlrV Calculations Package 16-005921 Time: 11:16 AM .�.r. Page: 31 of 77 Diaconal Bracinc Member Desicn Summarv: Roof B BUTTE COUNTY BUILDING DIVISION APrftRe%vEr% Mem. No. Bracing Sha Length ft Angle Design Axial k Seismic Factor Stress Factor Stress I Ratio Governing Load Case Design Status Comment i 1 R 0.375 21.51 49.7 -0.49 1.0000 1.0000 0.192 1.OD+I.00G+0.7F->+0.7EG+ passed Right Slot: Web Thk = 0.134, Load Case 0.6MW Wall 3, Factored F = 1.24, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange 2 R 0.375 21.51 49.7 -1.2 1.0000 1.0000 0.485 0.6MW Wall 3 passed Right Clevis Connection Per DP 3.15.2, SQW 5.0x5.00.375, Design angle = 59.9 deg, flange offset = 4.500 in., SQW To Web and Stiffener Weld 3/16' 3 R 0.75 28.30 59.9 -8.16 1.0000 1.0000 0.750 0.6MW Wall I passed Right Clevis Connection Per DP 3.15.2, SQW 5.Ox5.Ox0.375, Design angle = 59.9 deg, flange offset = 4.500 in., SQW To Web and Stiffener Weld 3/16' 4 R 0.75 28.30 59.9 -7.97 1.0000 1.0000 0.733 0.6MW Wall 3 passed 5 R 1.0 26.57 59.0 -14.92 1.0000 1.0000 0.773 0.6MW Wall 1 passed 6 R 1.0 26.40 59.0 -14.73 1.0000 1.0000 0.763 0.6MW Wall 3 passed Mem. End Diagonal Connection Design Information I Left Slot: Web Thk = 0.188, Load Case l .OD+I.00G+0.7E>+0.7EG+, Factored F = 0.49, 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 LOD+I.00G+0.7E>+0.7EG+, Factored F = 0.49, 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. i 2 Left Slot: Web Thk = 0.188, Load Case 0.6MW Wall 3, Factored F = 1.24, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case 0.6MW Wall 3, Factored F = 1.24, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 3 Left Clevis Connection Per DP 3.15.2, SQW 5.00.00.375, Design angle = 59.9 deg, flange offset = 4.500 in., SQW To Web and Stiffener Weld 3/16" 1 -side Fillet r Right Clevis Connection Per DP 3.15.2, SQW 5.0x5.00.375, Design angle = 59.9 deg, flange offset = 4.500 in., SQW To Web and Stiffener Weld 3/16' I -side Fillet 4 Left Clevis Connection Per DP 3.15.2, SQW 5.0x5.00.375, Design angle = 59.9 deg, flange offset = 4.500 in., SQW To Web and Stiffener Weld 3/16' 1 -side Fillet I Right Clevis Connection Per DP 3.15.2, SQW 5.Ox5.Ox0.375, Design angle = 59.9 deg, flange offset = 4.500 in., SQW To Web and Stiffener Weld 3/16' 1 -side Fillet File: 16-005921-01 Version: 2O15.2d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER a Date: 4/111201.6 Butler Manufacturing Calculations Package 16-005921 Time: 11:16 AM Page: 32 of 77 5 LeftClevis Connection Per DP 3.15.2, SQW 5.Ox5.OxO.375, Design angle = 58.3 deg, flange offset = 4.500 in., SQW To Web and Stiffener Weld 3/16" 1 -side Fillet Right (Clevis Connection Per DP 3.15.2, SQW 5.Ox5.OxO.375, Design angle = 58.3 deg, flange offset = 2.304 in., SQW To Web and Clip Weld 3/16" l- 6 Left ICIevis Connection Per DP 3.15.2, SQW 5.00.00.375, Design angle = 58.3 deg, flange offset = 2.304 in., SQW To Web and Clip Weld 3/16" 1 - side Fillet Right Clevis Connection Per DP 3.15.2, SQW 5.Ox5.OxO.375, Design angle = 58.3 deg, flange offset = 4.500 in., SQW To Web and Stiffener Weld 3/16" r File: 16-005921-01 Version: 2015.24 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. suTLCN Butler ManufmtuNig Calculations Package 16-005921 Butler Manufacturing Company 1540 Genessee Street Kansas City, MO 64102 STRUCTURAL DESIGN DATA Date: 4/1.1/201.6 Time: 11:16 AM Page: 1 of 77 Project: Gerald Fillmore - Fillmore Farms Name: 16-005921-01 BUTTE Builder PO #: COUNTY Jobsite: 459 W. Evans Reimer Rd MAY 0 4 2016 City, State: Gridley, California 95948 DEVELOPMENT SERVICES County: Butte n 16 � O g Country: United StatesPERMIT# "CS BUTTE C®UNTY p—E�/pEN SERVICES REVIEWED FOR DATECODF COMPLI CE — l �/& BY TABLE OF CONTENTS Section Page Building Loading. Expanded Report.................................................................................. 2 Reactions. Expanded Report ............................................................................................ 9 Bracing. Summary Report .............................................................................................. 27 Secondary. Summary Report ............................................................................................ 36 Framing. Summary Report ............................................................................................. 46 Covering. Summary Report ...................................................................................a.......... 76 REVIEWED FOR CODE COMPLIANCE MAY 3-1. 2016 INTERWEST CONSULTING GROUP w C 67794 n m s�9T civic FOF CALIF�� File: 16-005921-01 Version: 20.15.2d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. - b'f- I r �or I fo� Bl/TLEf? r Date: 4/11/2016 audw Manufwtudng Calculations Package 16-005921 Time: It: 16 AM Page: 2 of 77 Shape: Addition Loads and Codes - Shape: Addition City: Gridley County: Butte State: California Country: United States Building Code: California Building Code - 2013 Edition Structural: l OAISC - ASD Rainfall: I: 0.10 inches per hour Based on Building Code: 2012 International Building Code Cold Form: 12AISI - ASD rc: 3000.00 psi Concrete Building Risk/Occupancy Category: II (Standard Occupancy Structure) Dead and Collateral Loads Collateral Gravity:3.00 psf Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf Side Type Mag Units Shape Applied to Description A D 1.945 psf Entire Frm Covering Weight - 26 Butlerib II Unpunched + Secondary Weight 0.99: Roof: A A D 0.950 psf Entire Pur Covering Weight - 26 Butlerib II Unpunched: Roof: A B D 1.922 psf Entire Frm Covering Weight - 26 Butlerib 11 Unpunched + Secondary Weight 0.97: Roof: B B D 0.950 psf Entire Pur Covering Weight - 26 Butlerib II Unpunched : Roof: B Roof Live Load Roof Live Load: 20.00 psf Reducible Wind Load Wind Speed: Vult: 110.00 (Vasd: 85.21) mph Wind Enclosure: Enclosed Height Used: 29/0/0 (Type: Eave) Base Elevation: 0/0/0 Primary Zone Strip Width: 2a: N/A Velocity Pressure: qz: 30.98 psf Topographic Factor: Kzt: 1.0000 Directionality Factor: Kd: 0.8500 Wind Exposure: C - Kz: 0.975 Basic Wind Pressure: q: 25.68 psf Gust Factor: G: 1.0000 Least Horiz. Dimension: 60/0/0 NOT W indborne Debris Region Parts / Portions Zone Strip Width: a: N/A qz= 0.00256 * (1.00) *(11 0.00)A2 * (1.00) The 'Envelope Procedure' is Used Snow Load Ground Snow Load: pg: 0.00 psf BUTTE C%atj NJ�L*`, Rain Surcharge: 0.00 Flat Roof Snow: pf: 0.00, psf @ 0 f p ®� A ! 'pI � 5, a 4 PO! Exposure Factor: 2 Partially Exposed Ce: 1.00 _Design Snow (Sloped): ps: 0.00 p • V L f \I Thermal Factor: Unheated - CC 1.20 Snow Accumulation Factor: 1.000i� Unobstructed, Slippery Snow Importance: Is: 1.000APPROk' a�w,1 Slope Reduction: Cs: 1.00 Ground/ Roof Conversion: 0.70 Slope Used: 4.764 deg. ( 1.000:12 ) Seismic Load Mapped MCE Acceleration: Ss: 60.00 %g Mapped MCE Acceleration: S1: 27.00 %g Site Class: Stiff soil (D) Seismic Importance: le: 1.000 Design Acceleration Parameter: Sds: 0.5280 Design Acceleration Parameter: Shc: 0.3348 Seismic Design Category: D % Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Diaphragm.Condition: Flexible *� Fundamental Pe*ncd Height Used. 28/9/0:,-,, N% Side' Type' Mag Units Shapue: " Applied to y,f. E 0.143 psf Entire Frrri 1', -.E 0.154 psf Entire arc i ,� , E 8.448 psf Rect . Frm 1 E 9.098 psf Rect -BCC 1 `.E 0.125 psf Spec , ' Frm 1 E`, 0.135 psf Spec' Brc Transverse Direction Parameters Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.4112 R -Factor: 3.50 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1509x W Longitudinal Direction Parameters Redundancy Factor: Rho: 1.30 Fundamental,Period:-Ta: 0.2483 RR;Faaor 3:25 OverstrengthFacto r Omega: 2.00,, ISAectiW Ampiiekation Factor: Cd: 3.25 Base Shear: V: 0.1625x W " J t k, .i'f€� Description Seismic: Covering Weight - 26 Butlerib II Punched: Wall: I Seismic: Covering. Weight ;26 Butleribli Punched: Wall: 1 Seismic: Covering VVeigh`t''4 56,.00 NBBMC - Masonry: Wall Seismic: Covering Weight - 56.00 NBBMC Masonry: Wall Seismic:' Secondary=W6ight 0:83 Wali: I' Seismic: Secondary Weight 0.83 : Wall: 1 Pile: 16-005921-01 Version: 2015.2d Butler Manufacturing, a division of. BlueScope Buildings North America, Inc. SL/TL6R Date: 4/11/201.6 -------------- Butler Manufacturing Calculations Package 16-005921 Time: 11:16 AM Side Type Mag Units Shape I 2 E 0.143 psf Entire Frm 2 E 0.154 psf Entire Brc 2 E 8.448 psf Rect Frm 2 E 9.098 psf Rect Brc 2 E 8.448 psf Rea Frm 2 E 9.098 psf Rect Brc 2 E 0.113 psf Spec Frm 2 E 0.121 psf Spec Brc 4 E 0.143 psf Entire Frm 4 E 0.154 psf Entire Brc 4 E 8.448 psf Rea Frm 4 E 9.098 psf Rea Brc 4 E 8.448 psf Rea Frm 4 E 9.098 psf Rea Brc 4 E 0.111 psf Spec Frm 4 E 0.119 psf Spec Brc A E 1.123 psf Entire Frm A E 1.209 psf Entire Brc B E 1.120 psf Entire Frm B E 1.206 psf Entire Brc Page: 3 of 77 Applied to Description Seismic: Covering Weight - 26 Butlerib II Punched : Wall: 2 Seismic: Covering Weight - 26 Butlerib 11 Punched: Wall: 2 Seismic: Covering Weight - 56.00 NBBMC - Masonry: Wall: 2 Seismic: Covering Weight - 56.00 NBBMC - Masonry: Wall: 2 Seismic: Covering Weight - 56.00 NBBMC - Masonry: Wall: 2 Seismic: Covering Weight - 56.00 NBBMC - Masonry: Wall: 2 Seismic: Secondary Weight 0.75: Wall: 2 Seismic: Secondary Weight 0.75: Wall: 2 'Seismic: Covering Weight - 26 Butlerib II Punched: Wall: 4 Seismic: Covering Weight - 26 Butlerib If Punched: Wall: 4 Seismic: Covering Weight - 56.00 NBBMC - Masonry: Wall: 4 Seismic: Covering Weight - 56.00 NBBMC - Masonry: Wall: 4 Seismic: Covering Weight - 56.00 NBBMC - Masonry: Wall: 4 Seismic: Covering Weight - 56.00 NBBMC - Masonry: Wall: 4 Seismic: Secondary Weight 0.73: Wall: 4 Seismic: Secondary Weight 0.73: Wall: 4 Seismic: Covering Weight - 26 Butlerib II Unpunched + Secondary Weight 0.99 + (Includes 3.000 Collateral 2.500 Frame Weight) : Roof: A Seismic: Covering Weight - 26 Butlerib If Unpunched + Secondary Weight 0.99 + (Includes 3.000 Collateral 2.500 Frame Weight) : Roof: A Seismic: Covering Weight - 26 Butlerib lI Unpunched + Secondary Weight 0.97 + (Includes 3.000 Collateral 2.500 Frame Weight) : Roof: B Seismic: Covering Weight - 26 Butlerib 11 Unpunched + Secondary Weight 0.97 + (Includes 3.000 Collateral 2.500 Frame Weight) : Roof: B Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting: Metal Wall Gins and Panels Purlins are supporting: Metal Roof Panels Girts are supporting: Metal Wall Panels Design Load Combinations. Framing No. Origin Factor Application Descr72) I System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 1.0 ASLA D + CG + ASLA 4 System 1.000 1.0 D + 1.0 CG + 1.0 AASL D + CG + AASL 5 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Span6 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spansan) 7 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 3 and 4) 8 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 4 and 5) 9 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 10 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 I 1 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG +WPL 12 System 1.000 1.0D+1.0 CG+0.6WPR D+CG+WPR 13 System 1.000 0.6 MW MW -Wall: 1 14 System 1.000 0.6 MW �' O�� MW - Wall: 2 15 System 1.000 0.6 MW BUTTE C®��"� MW - Wall: 3 16 System 1.000 0.6 MW ® t BUILDING MW - Wall: 4 17 System 1.000 0.6D+0.6CU+0.6W1> ®NISI®(+8 D+CU+WI> 18 System 1.000 0.6 D + 0.6 CU + 0.6 <WI D+CU+<WI 19 System 1.000 0.6D+0.6CU+0.6WPL�� ® D+CU+WPL 20 System 1.000 0.6D+0.6CU+0.6WPR D+CU+WPR 21 System 1.000 I.0D+I.0CG+0.751,+0.45WI> D+CG+L+WI> 22 System 1.000 I.0D+I.0CG+0.75L+0.45<WI D+CG+L+<WI 23 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2> 24 System 1.000 1.0 D + LO CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 25 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL 26 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR 27 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 28 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 29 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG - 30 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 31 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ 32 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 33 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D+CU+E>+EG- rile: 16-005921-01 Version: 2015.24 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 4/1.1/201.6 BurcER Butler Manutaeturing Calculations Package 16-005921 Time: 11:16 AM Page: 4 of 77 Origin 34 Special 1.000 0.6 D+0.6CU+ 1.75 <E+0.7 EG- D + CU + <E + EG - 1.000 35 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 1.0 D + 0.6 <W1 36 OW Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ D + W2> 37 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG - 5 38 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45'<E + 0.7 EG- D + CU + <E + EG - System 39 System Derived 1.000 1.0D+I.0CG+0.6WPR+0.6WBI> D+CG+WPR+WB1> 1.000 40 System Derived 1.000 0.6D+0.6CU+0.6WPR+0.6WB1> D+CU+WPR+WB1> /'+ K i LO D + 0.6 <W4p BUILDING B UILDING ®IVOSIO1M 41 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L+ 0.45 WPR+ 0.45 WBI> D+CG+L+WPR+WBI> MW-Wall:I 42 System Derived 1.000 I.0D+I.0CG+0.6WPR+0.6<WBI D + CG + WPR + <WB 1 11 43 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB I D+CU+WPR+<WB1 System 44 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <W B 1 D + CG + L +WPR + <W B l 1.000 45 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 W B3> D + CG + WPL + W B3> 1.0 D + 0.7 <E 46 System Derived 1.000 0.6D+0.6CU+0.6WPL+0.6WB3> D+CU+WPL+WB3> D + CG + W I > 47 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + WB3> 17 48 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB3 System Derived 49 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3 1.000 50 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WPL +0.45<WB3 D + CG + L + WPL + <WB3 1.0 D + 1.0 CG + 0.6 <W3 51 System Derived 1.000 0.6 MWB MWB -Wall: 1 D + CG + W4> 52 System Derived 1.000 0.6 MWB MWB - Wall: 2 23 53 System Derived 1.000 0.6 MWB MWB -Wall: 3 54 System Derived 1.000 0.6 MWB MWB - Wall: 4 55 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + E> + EG+ + EB> 56 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + E> + EG+ + EB> 57 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB> 58 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 59 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB> 60 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + E> + EG- + EB> 61 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> 62 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> 63 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ 64 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG - 65 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 66 System Derived 1.000 1.0 D + LO CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 67 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 68 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 69 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + E> + EG- + <EB 70 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB 71 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB 72 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB 73 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+ 74 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG- Desien Load Combinations - Bracing No. Origin Factor Application Description 1 System 1.000 1.0D+0.6W1> D+WI> 2 System 1.000 1.0 D + 0.6 <W1 D + <W 1 3 System 1.000 1.0 D + 0.6 W2> D + W2> 4' System 1.000 1.0 D + 0.6 <W2 D + <W2 5 System 1.000 1.0 D + 0.6 W3> D + W3> 6 System 1.000 1.0 D + 0.6 <W 3D TIE + <W 3 7 System 1.000 1.0D+0.6W4> BUT; C®lJi"NIATY D+W4> 8 System 1.000 /'+ K i LO D + 0.6 <W4p BUILDING B UILDING ®IVOSIO1M D + <W4 9 System 1.000 0.6 MW MW-Wall:I 10 System 1.000 0.6 MWg� MW - Wall: 2 11 System 1.000 0.6 MW � 6�d �iii VELJ MW - Wall: 3 12 System 1.000 0.6 MW 8 6 MW - Wall: 4 13 System 1.000 1.0 D + 0.7 E> D + E> 14 System 1.000 1.0 D + 0.7 <E D + <E 15 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1> D + CG + W I > 16 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W1 17 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 18 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 19 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W3> D + CG + W3> 20 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W3 D + CG + <W3 21 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W4> D + CG + W4> 22 System Derived 1.000 LO D + LO CG + 0.6 <W4 D + CG + <W4 23 System Derived 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> File: 16-005921-01 Version: 2015.2d Butler Manufacturing, a division of. BlueScope Buildings North America, Inc. BUTLER Date: 4/ 1.1./201.6 Butler Manufacturing Calculations Package 16-005921 Time: 11:16 AM Page: 5 of 77 24 System Derived l .000 0.6 D + 0.6 CU + 0.6 <W l D + CU + <W1 25 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2> 26 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 27 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W3> D+CU+W3> 28 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W3 D+CU+<W3 29 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W4> D + CU + W4> 30 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W4 D + CU + <W4 31 System Derived 1.000 1.0 D + 1.0 CG + 0.7 E> + 0.7 EG+ D + CG + E> + EG+ 32 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <E + 0.7 EG+ D + CG + <E + EG+ 33 System Derived 1.000 0.6 D + 0.6 CG + 0.7 E> + 0.7 EG- D + CG + E> + EG - 34 System Derived 1.000 0.6 D + 0.6 CG + 0.7 <E + 0.7 EG- D + CG + <E + EG - Design Load Combinations - Purlin No. Origin Factor Application Description l System 1.000 1.0 D + 1.0 CG + 1.0 L D + CG + L 2 System Derived 1.000 I.0D+I.0CG+0.6<W2+0.6W131> D+CG+<W2+WB1> 3 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6WBI> D+CU+W1>+WB1> 4 System Derived 1.000 I.0D+I.0CG+0.75L+0.45W1>+0.45WB1> D+CG+L+W1>+WB1> 5 System Derived 1.000 1.0D+I.0CG+0.75L+0.45<W2+0.45 W13 I> D+CG+L+<W2+WB1> 6 System Derived 1.000 1.0D+I.0CG+0.6<W2+0.6<W131 D+CG+<W2+<WB1 7 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6<WB1 D+CU+W1>+<WB1 8 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WI>+0.45<WBI D + CG + L + W I > + <WB 1 9 System Derived 1.000 1.0D+1.0CG+0.75L+0.45<W2+0.45<WB1 D + CG + L + <W2 + <WB I 10 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 W132> D + CG + <W2 + WB2> II System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB2> D+CU+WI>+WB2> 12 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 WB2> D + CG + L + W I> + W B2> 13 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 W132> D + CG + L + <W2 + W B2> 14 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB2 D + CG + <W2 + <WB2 15 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6<W132 D + CU + W1 > + <WB2 16 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W I> + 0.45 <WB2 D + CG + L + W 1> + <W B2 17 System Derived 1.000 1.0D+I.0CG+0.75L+0.45<W2+0.45<WB2 D+CG+L+<W2+<WB2 18 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB3> D + CG + <W2 + WB3> 19 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6W133> D+CU+WI>+WB3> 20 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W 1> + 0.45 WB3> D + CG + L + W I> + WB3> 21 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB3> D + CG + L + <W2 + WB3> 22 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB3 D + CG + <W2 + <W B3 23 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1 > + 0.6 <WB3 D+CU+WI>+<WB3 24 System Derived 1.000 1.0D+1.0CG+0.75L+0.45W1>+0.45<W133 D+CG+L+W1>+<WB3 25 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <W B3 D + CG + L + <W2 + <W133 26 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 W134> D + CG + <W2 + W134> 27 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6W134> D+CU+W1>+WB4> 28 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W 1> + 0.45 WB4> D + CG + L + W1> + WB4> 29 System Derived 1.000 1.0 D + LO CG + 0.75 L + 0.45 <W2 + 0.45 WB4> D + CG + L + <W2 + W B4> 30 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB4 D + CG + <W2 + <W B4 31 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1 > + 0.6 <WB4 D+CU+WI>+<WB4 32 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W I> + 0.45 <W134 D + CG + L + W1 > + <WB4 33 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB4 D + CG + L + <W2 + <WB4 34 System Derived 1.000 1.0 D + 1.0 CO + 0.7 EB> + 0.7 EG+ D + CG + EB> + EG+ 35 System Derived 1.000 0.6 D + 0.6 CU + 0.7 EB> + 0.7 EG- D + CU + EB> + EG - 36 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <EB + 0.7 EG+ D + CG + <EB + EG+ 37 System Derived 1.000 0.6 D + 0.6 CU + 0.7 <EB + 0.7 EG- D + CU + <EB + EG - Design Load Combinations - Girt No. Origin Factor Application Description 1 System Derived 1.000 1.0 CG+0.6W1>+0.6WBI> CG+W1>+WBI> 2 System Derived 1.000 1.0 CG + 0.6 <W2 + 0.6 WB I> CG+<W2+WBI> 3 System Derived 1.000 1.0 CG + 0.6 W 1> + 0.6 <WB I CG+W1>+<WB1 4 System Derived 1.000 1.0 CG + 0.6 <W2 + 0.6 <W B 1 CG + <W2 + <WB 1 BUTTE 5 System Derived 1.000 1.0 CG + 0.6 W 1> + 0.6 WB2> j CG + W1> + WB2> CO 6 System Derived 1.000 +r 1.0 CG + 0.6 <W2 + 0.6 W132 CG CG + <W2 + WB2> 7 System Derived 1.000 1.0 CG+0.6W1>+0.6<WB2"UIL®ING DI�� CG+W1>+<WB2 �" 8 System Derived 1.000 1.0 CG + 0.6 <W2 + 0.6 <WB2 ?? CG + <W2 + <WB2 9 System Derived 1.000 1.0 CG + 0.6 W I> + 0.6 WB3>CG + W 1> + W B3> PP® P, 10 System Derived 1.000 1.0 CG + 0.6 <W2 + 0.6 WB3> I I CG+<W2+WB3> 1 l System Derived 1.000 1.0 CG + 0.6 W I> + 0.6 <W133 CG + W 1> + <WB3 12 System Derived 1.000 1.0 CG + 0.6 <W2 + 0.6 <W133 CG + <W2 + <W133 13 System Derived 1.000 1.0 CG + 0.6 W l> + 0.6 W134> CG + W 1> + WB4> File: 16-005921-01 Version: 2015.2d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLE-M Date: 4/1.11201.6 Butler Manufacturing Calculations Package 16-005921 Time: 11:16 AM 14 System Derived 1.000l .0 CG + 0.6 <W2 + 0.6 WB4> 15 System Derived 1.000 1.0 CG + 0.6 W 1> + 0.6 <WB4 16 System Derived 1.000 11.0 CG + 0.6 <W2 + 0.6 <WB4 17 System Derived 1.000 10.7 EB> 18 Svstem Derived 1.000 10.7 <EB Desien Load Combinations - Roof - Panel Page: 6 of 77 + <W2 + WB4> + W 1> + <WB4 +<W2+<WB4 No. Origin Factor I Application Description 1 System 1.000 11.0 D+ 1.0 L D+ L 2 System 1.000 1.0 D + 0.6 <W2 D + <W2 ID+Wl> 3 _System 1.000 0.61)+0.6W1> Desian Load Combinations - Wall - Panel No. Origin I Factor I Application Description l System 2 System 1 1.000 0.6 W1> 1.000 0.6 <W2 WI> <W2 Deflection Load Combinations - Framing No. Origin Factor Def H Def V Application Description I System 1.000 0 180 1.0 L L 2 System 1.000 60 180 0.42 W 1> W 1> 3 System 1.000 60 180 0.42 <W 1 <W 1 4 System 1.000 60 180 0.42 W2> W2> 5 System 1.000 60 180 0.42 <W2 <W2 6 System 1.000 60 180 0.42 WPL WPL 7 System 1.000 60 180 0.42 WPR WPR 8 System 1.000 to 0 1.0 E> + 1.0 EG- E> + EG - 9 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG - Deflection Load Combinations - Purlin No. Ori in Factor Deflection Application Description 1 System 1.000 150 1.0 L L 2 System 1.000 180 0.42 W1> l> 3 System 1.000 180 0.42 <W2 <W2 Deflection Load Combinations - Girt No. Ori in Factor Deflection Application Description 1 System 2 S stem 1.000 1.000 90 0.42 W 1> W 1> 90 0.42 <W2 <W2 Load Type Descriptions Load Type D Material Dead Weight C CG Collateral Load for Gravity Cases CU L Roof Live Load ASLA AASL Alternate Span Live Load, Shifted Left PL2 L> Live - Notional Right <L S Snow Load US1■ 'USI Unbalanced Snow Load 1, Shifted Left US2' 'US2 Unbalanced Snow Load 2, Shifted Left SD SS Sliding Snow Load RS PFI Partial Load, Full, 1 Span PHI PF2 Partial Load, Full, 2 Spans PH2 S> Snow - Notional Right <S SMS Specified Min. Roof Snow SMS> <SMS Specified Min. Roof Snow - Notional Left 'PSI PS2 Partial Load, Half Span 2 W W 1> W2> Wind Load, Case 1, Right �v� Wind Load, Case 2, Righ,UTTE 4.e11,.1'4.- <W 1 o l <W2 W3> Wind Load, Case 3, i t yy gg�� gg ¢y <W3 W4> Wind Load, Case 4:EkKAL®ING 6,-'F'°Pf�'.;; ,.<W4 W5> Wind Load, Case 5, Righ <W5 W6> Wind Load, Case 6, RighPPRt"tf:<W6 -, WP Wind Load, Parallel tohRid 4-= PR Descriptions Collateral Load Collateral Load for Wind Cases Alternate Span Live Load, Shifted Right Partial Live, Full, 2 Spans Live - Notional Left Unbalanced Snow Load 1, Shifted Right Unbalanced Snow Load 2, Shifted Right Snow Drift Load Rain Surcharge Load Partial Load, Half, I Span Partial Load, Half, 2 Spans Snow - Notional Left Specified Min. Roof Snow - Notional Right Partial Load, Half Span 1 Wind Load Wind Load, Case 1, Left Wind Load, Case 2, Left Wind Load, Case 3, Left Wind Load, Case 4, Left Wind Load, Case 5, Left Wind Load, Case 6, Left Wind Load, 11 Ridge, Right File: 16-005921-01 Version: 2015.2d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER Bunm Manufa turlrm Date: 4/1.1/201.6 Calculations Package 16-005921 Time: 11:16 AM Page: 7 of 77 Load Type Descriptions Load Type Descriptions WPL Wind Load, 11 Ridge, Left WPA1 Wind Parallel - Ref A, Case 1 WPA2 Wind Parallel - Ref A, Case 2 WPBI Wind Parallel - Ref B, Case I WPB2 Wind Parallel - Ref B, Case 2 WPCI Wind Parallel - Ref C, Case 1 WPC2 Wind Parallel - Ref C, Case 2 WPD I Wind Parallel - Ref D, Case 1 WPD2 Wind Parallel - Ref D, Case 2 WBI> Wind Brace Reaction, Case I, Right <WB1 Wind Brace Reaction, Case 1, Left WB2> Wind Brace Reaction, Case 2, Right <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 <WB6 Wind Brace Reaction, Case 6, Left MW Minimum Wind Load MWB 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>(I) Auxiliary Live Load, Right, Left, Aisle l <AL*(l) Auxiliary Live Load, Left, Right, Aisle l <*AL(1) Auxiliary Live Load, Left, Left, Aisle 1 AL*(I) Aux Live, Right, Aisle 1 *AL(I) Aux Live, Left, Aisle l 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(1) Aux Live Bracing Reaction, Left, Aisle 1 WALB>(1) Wind, Aux Live Bracing Reaction, Right, Aisle 1 <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 U0 User Defined Load Ul 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 I 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 T User Brace Reaction - 9 R Temperature LoadBUT'T'E COUNTY Rain Load Shear BUILDING Q rO Appfjovfzy�% File: 16-005921-01 Version: 2015.2d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. <;> 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 ma not be relocated without consulting thebuilding su tier's engineer. T. jjjjjj � ej �jg G��\ t 77 File: .16-005921 -01 Version: 2015.2d Butler Manufacturing, a division of. BlueScoPe Buildings North America; Inc. 4. 9� <;> 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 ma not be relocated without consulting thebuilding su tier's engineer. T. jjjjjj � ej �jg G��\ t 77 File: .16-005921 -01 Version: 2015.2d Butler Manufacturing, a division of. BlueScoPe Buildings North America; Inc. Date: 4/1.1/2016 ' BL/TLER Calculations Package Time: 11:16 A - u1e�Man,16-005921 •�B�tu-tmtut��gy , Page: 9 of 77 Reactions ;'Expanded Report :'' 7 Shape: Addition ' Builder Contact: Jessica Hopper Project: Gerald Fillmore Fillmore Farms t •' f Name: North Valley Building Systems, Inc. _ Builder PO #: Address: 30 Seville Court Jobsite: 459,W. Evans Reimer Rd `• City, State Zip: Chico, California 95928 N '•e" ' .' City, State Zip: Gridley, California 95948_ ' Country: United States ` County, Country: Butte, United States 1 '� Loads and Codes - Shape: Addition City: Gridley County: Butte t' State: California Country: United States Building Code: California Building Code - 2013 Edition . Structural: I OAISC - ASD Rainfall: I: 0.10 inches per hour Based on Building Code: 2012 International Building Code Cold Form: 12AISI - ASD fc: 3000.00 psi Concrete, Building Risk/Occupancy Category: II (Standard Occupancy Structure) Dead and Collateral Loads Roof Live Load Collateral Gravity:3.00 psf Roof Covering + Second. Dead Load: Varies Roof Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf ' - Wind Load Snow Load Seismic Load Wind Speed: Vult: l 10.00 (Vasil: 85.21) mph Ground Snow Load: pg: 0.00 psf Mapped NICE Acceleration: Ss: 60.00%g The'Envelope Procedure' is Used Flat Roof Snow: pf: 0.00 psf a Mapped MCE Acceleration: S1: 27.00 %g Wind Exposure: C - Kz: 0.975 - Design Snow (Sloped): ps: 0.00 psf Site Class: Stiff soil (D) Parts Wind Exposure Factor: 0.975 Rain Surcharge: 0.00 Seismic Importance: le: 1.000 Wind Enclosure: Enclosed Exposure Factor: 2 Partially Exposed - Ce: 1.00 Design Acceleration Parameter: Sds: 0.5280 Topographic Factor: Kzt: 1.0000 Snow Importance: Is: 1.000 Design Acceleration Parameter: Shc : 0.3348 ' # Thermal Factor: Unheated - CC 1.20' Seismic Design Category: D NOT Windbome Debris Region Ground/ Roof Conversion: 0.70 w Seismic Snow Load: 0.00 psf t r Base Elevation: 0/0/0 - Unobstructed, Slippery % Snow Used in Seismic: 0.00 Primary Zone Strip Width: 2a: N/A , Diaphragm Condition: Flexible ! Parts / Portions Zone Strip Width: a: N/A Fundamental Period Height Used: 28/9/0 ' Basic Wind Pressure: q: 25.68 psf a t� _ Transverse Direction Parameters d - ` Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.4112 ' * R -Factor. 3.50 - ' Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.00 'Base Shear: V: 0.1509 x W , ` .w r BUTTE COW, Longitudinal Direction Parameters ' Redundancy Factor: Rho: 1.30BUIL®ING DIqISgnt` Fundamental Period: Ta: 0.2483 ' R -Factor: 3.25 V Overstrength Factor: Omega: 2.00 sIA e` 1 ®� �Q99 ) Deflection Amplification Factor: Cd: 3.25 _ Base Shear:,V: 0.1625 x W ' Load Type} r Descriptions Load Type Descriptions D Material Dead Weight t ' t C - Collateral Load CG Collateral Load for Gravity Cases CU, Collateral Load for Wind_ Cases - L Roof Live Load { ASLA Alternate Span Live Load, Shifted Right AASL Alternate Span Live Load, Shifted Left PL2 Partial Live, Full, 2 Spans L> Live - Notional Right ;1 <L 1 - ' Live - Notional Left S Snow Load USI' Unbalanced Snow Load l; 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 Wl> Wind Load, Case 1, Right <W1 Wind Load, Case I, Left - W2> Wind Load, Case 2, Right. ,? <W2 Wind Load, Case 2, Left - ` File: 16-005921-01 Version: 2015.2d Butler Manufacturing, a division of 13lueScope Buildings North Arm ica,tic. +�. Date: 4/1.1 /201. fi BUTLER Butler Manufacturing Calculations Package 16-005921 Time: 11:16 AM Page: 10 of 77 Load Type Descriptions Load Type Descriptions 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, � Ridge, Right WPL Wind Load, V Ridge, Left WPAI Wind Parallel - Ref A, Case 1 WPA2 Wind Parallel - Ref A, Case 2 WPB I Wind Parallel - Ref B, Case l WPB2 Wind Parallel - Ref B, Case 2 WPC1 Wind Parallel - Ref C, Case I WPC2 Wind Parallel - Ref C, Case 2 WPD1 Wind Parallel - Ref D, Case I WPD2 Wind Parallel - Ref D, Case 2 WB1> Wind Brace Reaction, Case 1, Right <WB I Wind Brace Reaction, Case 1, Left WB2> Wind Brace Reaction, Case 2, Right <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 <WB6 Wind Brace Reaction, Case 6, Left MW Minimum Wind Load MWB 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 1 *AL>(I) Auxiliary Live Load, Right, Left, Aisle l <AL*(1) Auxiliary Live Load, Left, Right, Aisle l <*AL(1) Auxiliary Live Load, Left, Left, Aisle 1 AL*(1) Aux Live, Right, Aisle 1 *AL(l) Aux Live, Left, Aisle l 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, Aisle4 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(1) Aux Live Bracing Reaction, Left, Aisle l WALB>(1) Wind, Aux Live Bracing Reaction, Right, Aisle 1 <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 l User Defined Load - I U2 User Defined Load - 2 U3 User Defined Load - 3 U4 User Defined Load - 4 U5 User Defined Load - 5 U6 User Defined Load - 6 U7 U9 User Defined Load - 7� � User Defined L0� 9 TTE C0 �., �T�® U8 UB User Defined Load - 8 User Brace Reaction UB1 UB3 User Brace Reaction - 1 User Brace EU.33®'VG VIVd(StOc 12 UB4 User Brace Reaction - 2 User Brace Reaction - 4 UB5 q'p User Brace Kctwn-5 UB6 User Brace Reaction - 6 UB7 User Brace Rea JiInUser ® E UB8 UsBrace Reaction - 8 UB9 User Brace Rea io 9 R Rain Load T Temperature Load V Shear Pile: 16-005921-01 Version: 20.15.2d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER Date: 4/11/201.6 ----------- Calculations Package 16-005921 Time: 11:16 AM .�... _ ..�. Page: 1 I of 77 n. —n u..am..a n... Anti— Shape Overall Width Overall Len th Floor Area (s . ft.) WallArea s . ft.) Roof Area (sq.ft.) Max. Eave Height Min. Eave Height 2 Max. Roof Pitch Min. Roof Pitch Peak Height Addition 1 124/0/0 60/0/0 7440 11219 7466 29/0/0 28/6/0 1.000:12 1.000:12 1 33/11/0 41 LOUNTY BUIDING DIVISION 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. File: 16-005921-01 Version: 20.15.24 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. i � c 4 LOUNTY BUIDING DIVISION 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. File: 16-005921-01 Version: 20.15.24 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. i � urtER Date: 4/11/2016 Butler Manufaatutlng Calculations Package 16-005921 Time: It: 16 AM Page: 12 of 77 Wall: 4, Frame at: 0/6/0 Design Load Combinations - Framing UUP' co BUILMNG ppR-° File: 16-005921-01 Version: 2015.24 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Ori in Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> rNo. 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D,+ CG + <L 3 System 1.000 1.0 D + 1.0 CG + 1.0 ASLA D + CG + ASLA 4 System 1.000 1.0 D + 1.0 CG + 1.0 AASL D + CG + AASL 9 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 10 System 1.000 I.0D+1.0CG+0.6<W2 D+CG+<W2 I l System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 12 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 13 System 1.000 0.6 MW MW -Wall: 1 14 System 1.000 0.6 MW MW - Wall: 2 15 System 1.000 0.6 MW MW - Wall: 3 16 System 1.000 0.6 MW MW - Wall: 4 17 System 1.000 0.6 D + 0.6 CU + 0.6 W1 > D+CU+WI> 18 System 1.000 0.6D+0.6CU+0.6<W1 D+CU+<W1 19 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D+CU+WPL 20 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D+CU+WPR 21 System 1.000 1.0D+I.0CG+0.75L+0.45W1> D+CG+L+W1> 22 System 1.000 1.0D+1.0CG+0.75L+0.45<W1 D+CG+L+<Wl 23 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2> 24 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 25 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL 26 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR 27 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 28 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 29 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG - 30 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 39 System Derived 1.000 1.0D+I.0CG+0.6WPR +0.6WB1> D+CG+WPR+WB1> 40 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB I > D+CU+WPR+WB1> 41 System Derived 1.000 I.0D+I.0CG+0.75L+0.45WPR +0.45WBI> D+CG+L+WPR +WB1> 42 System Derived 1.000 1.0D+I.0CG+0.6WPR +0.6<WB1 D + CG + WPR + <WB 1 43 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB I D+CU+WPR+<WBI 44 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WPR +0.45<WB1 D + CG + L + WPR + <WB 1 45 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + W B3> 46 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D+CU+WPL+WB3> 47 System Derived 1.000 I.0D+I.0CG+0.75L+0.45WPL +0.45WB3> D+CG+L+WPL+WB3> 48 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB3 49 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3 50 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3 D + CG + L + WPL + <WB3 51 System Derived 1.000 0.6 MWB MWB -Wall: 1 52 System Derived 1.000 0.6 MWB MWB - Wall: 2 53 System Derived 1.000 0.6 MWB MWB - Wall: 3 54 System Derived 1.000 0.6 MWB MWB - Wall: 4 55 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + E> + EG+ + EB> 56 System Derived 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ + 0.273 EB> D + CG + E> + EG+ + EB> 57 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB> 58 System Derived 1.000 1.0 D + LO CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 59 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB> 60 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + E> + EG- + EB> 61 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> 62 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> 65 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 66 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 67 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 68 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 69 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + E> + EG- + <EB 70 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB 71 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB 72 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB UUP' co BUILMNG ppR-° File: 16-005921-01 Version: 2015.24 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. eureE7 Date: 4/1.1/201.6 ------------ Butler Manufacturing Calculations Package 16-005921 Time: 11:16 AM Page: 13 of 77 Wall: 4, Frame at: 0/6/0 Frame 1D:Addition Pinned Endwall #1 EW 1 Frame Type:Post & Beam Q Q Q �y vY vY vY VY vY "TTE COUNTY UIL®ING DIVISION Values shown are resisting forces of the foundation. AffffROVED Base Connection Design is Based on 3000.00 (psi) Concrete R aaof:nne _ r[nf-t-d i nod T- of V -a r-.. Qe..t.- 1 Type Exterior Column Interior Column Interior Column Interior Column Interior Column X -Loc 0/0/0 25/0/0 50/0/0 74/0/0 99/0/0 Gridl -Grid2 l -G I -F 1-E 1-C I -B Base Plate W x L (in.) 8X12 8X11 8X12 8X12 8X12 Base Plate Thickness (in.) 0.375 0.375 0.375 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 4-0.750 4-0.750 4-0.750 Column Base Elev. 100'-0" 100'-0" 100'-0" 100'-0" 100'-0" Load Type Desc. Hx Hz I Vy Hx Hz I Vy Hx Hz Vy Hx Hz Vy Hx Hz I V D Frm 0.51 1.08 1.03 0.99 1.05 CG Frm 0.24 0.64 0.56 0.56 0.64 L> Frm 1.63 4.28 3.71 3.71 4.29 <L Frm 1.63 4.28 3.71 3.71 4.29 ASLA Frm -0.22 2.21 1.89 1.89 2.21 AASL Frm 1.85 2.07 1.82 1.82 2.08 W2> Frm -2.18 -1.62 -4.90 -3.84 -1.69 -1.90 <W2 Frm 0.68 -0.79 -1.82 -2.08 -4.19 -4.84 WPL Frm 1.84 -1.63 -3.88 -3.44 -5.70 -6.89 WPR Frm 1.84 -2.72 -6.97 -5.18 -3.20 -3.94 MW Frm - - - - - - MW Frm 0.02 -0.13 -0.08 0.02 MW Frm - - - - MW Frm -1.74 0.17 0.03 -0.14 -0.08 0.02 CU Frm - - - - - W1> Frm -1.18 -2.46 6.51 -6.93 6.96 -5.40 6.82 -3.32 6.37 -3.92 <WI Frm 1.69 - -1.63 -5.86 -3.85 -6.26 -3.64 -6.14' -5.82 -5.73 -6.86 L Frm - 1.63 - 4.28 - 3.71 - 3.71 - 4.29 E> Frm -0.27 - 0.88 - 0.87 - 0.87 - 0.87 - EG+ Frm - 0.06 - 0.17 - 0.15 - 0.15 - 0.17 <E Frm 0.27 - -0.88 - -0.87 - -0.87 - -0.87 - EG- Frm - -0.06 - -0.17 - - -0.15 - -0.15 - -0.17 WB1> Brc 0.36 -5.90 -11.79 0.01 - -4.82 -4.85 0.01 4.81 0.01 - <WB1 Brc -0.19 - 24.50 -0.01 -0.70 -0.01 5.02 4.84 -4.78 -0.01 -0.61 WB3> Brc 0.36 -5.49 -11.35 0.01 - -4.82 -4.91 0.01 4.87 0.01 - <WB3 Brc -0.19 - 25.63 -0.01 -0.73 -0.01 5.09 4.84 -4.83 -0.01 -0.67 MWB Brc 0.41 -15.47 -30.91 - - - -0.06 - -0.03 - - MWB Brc 0.14 - - -- - 3.03 3.09 -3.03 - MWB Brc - 31.94 -0.91 0.17 - 0.14 -0.80 MWB Brc 0.16 - - -3.19 -3.09 3.09 - EB> Brc 0.18 -4.93 -11.53 + - -1.27 -1.68 1.65 - <EB Brc -0.03 11.12 -0.32 1.74 1.28 -1.63 -0.28 File: 16-005921-01 Version: 2015.24 Butler Manufacturing, a division of. BlueScope Buildings North America, Inc. "TTE COUNTY UIL®ING DIVISION Values shown are resisting forces of the foundation. AffffROVED Base Connection Design is Based on 3000.00 (psi) Concrete R aaof:nne _ r[nf-t-d i nod T- of V -a r-.. Qe..t.- 1 Type Exterior Column Interior Column Interior Column Interior Column Interior Column X -Loc 0/0/0 25/0/0 50/0/0 74/0/0 99/0/0 Gridl -Grid2 l -G I -F 1-E 1-C I -B Base Plate W x L (in.) 8X12 8X11 8X12 8X12 8X12 Base Plate Thickness (in.) 0.375 0.375 0.375 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 4-0.750 4-0.750 4-0.750 Column Base Elev. 100'-0" 100'-0" 100'-0" 100'-0" 100'-0" Load Type Desc. Hx Hz I Vy Hx Hz I Vy Hx Hz Vy Hx Hz Vy Hx Hz I V D Frm 0.51 1.08 1.03 0.99 1.05 CG Frm 0.24 0.64 0.56 0.56 0.64 L> Frm 1.63 4.28 3.71 3.71 4.29 <L Frm 1.63 4.28 3.71 3.71 4.29 ASLA Frm -0.22 2.21 1.89 1.89 2.21 AASL Frm 1.85 2.07 1.82 1.82 2.08 W2> Frm -2.18 -1.62 -4.90 -3.84 -1.69 -1.90 <W2 Frm 0.68 -0.79 -1.82 -2.08 -4.19 -4.84 WPL Frm 1.84 -1.63 -3.88 -3.44 -5.70 -6.89 WPR Frm 1.84 -2.72 -6.97 -5.18 -3.20 -3.94 MW Frm - - - - - - MW Frm 0.02 -0.13 -0.08 0.02 MW Frm - - - - MW Frm -1.74 0.17 0.03 -0.14 -0.08 0.02 CU Frm - - - - - W1> Frm -1.18 -2.46 6.51 -6.93 6.96 -5.40 6.82 -3.32 6.37 -3.92 <WI Frm 1.69 - -1.63 -5.86 -3.85 -6.26 -3.64 -6.14' -5.82 -5.73 -6.86 L Frm - 1.63 - 4.28 - 3.71 - 3.71 - 4.29 E> Frm -0.27 - 0.88 - 0.87 - 0.87 - 0.87 - EG+ Frm - 0.06 - 0.17 - 0.15 - 0.15 - 0.17 <E Frm 0.27 - -0.88 - -0.87 - -0.87 - -0.87 - EG- Frm - -0.06 - -0.17 - - -0.15 - -0.15 - -0.17 WB1> Brc 0.36 -5.90 -11.79 0.01 - -4.82 -4.85 0.01 4.81 0.01 - <WB1 Brc -0.19 - 24.50 -0.01 -0.70 -0.01 5.02 4.84 -4.78 -0.01 -0.61 WB3> Brc 0.36 -5.49 -11.35 0.01 - -4.82 -4.91 0.01 4.87 0.01 - <WB3 Brc -0.19 - 25.63 -0.01 -0.73 -0.01 5.09 4.84 -4.83 -0.01 -0.67 MWB Brc 0.41 -15.47 -30.91 - - - -0.06 - -0.03 - - MWB Brc 0.14 - - -- - 3.03 3.09 -3.03 - MWB Brc - 31.94 -0.91 0.17 - 0.14 -0.80 MWB Brc 0.16 - - -3.19 -3.09 3.09 - EB> Brc 0.18 -4.93 -11.53 + - -1.27 -1.68 1.65 - <EB Brc -0.03 11.12 -0.32 1.74 1.28 -1.63 -0.28 File: 16-005921-01 Version: 2015.24 Butler Manufacturing, a division of. BlueScope Buildings North America, Inc. File: 16-005921-01 Version: 2015.24 Butler Manufacturing, a division of. BlueScope Buildings North America, Inc. SUTLER e Date: 4/1.11201.6 Butler Manufta,u,,ng. Calculations Package 16-005921 Time:.11:16 AM Page: 14 of 77 Type Exterior Column X -Loc 124/0/0 Gridl -Grid2 1-A Base Plate W x L (in.) 8 X 11 Base Plate Thickness (in.) 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 Column Base Elev. 100'-0" X -Loc Load Type Desc. Hx I Hz I V D Frm 74/0/0 0.49 99/0/0 CG Frm Gridl -Grid2 0.24 1-G L> Frm 1.63 <L Frm 1-B 1.63 ASLA Frm Hz -0.22 Hx Hz AASL Frm V 1.84 V W2> Frm -0.67 Cs -0.78 k) <W2 Frm 2.14 (k) k) -1.63 k) k WPL Frm -1.81 k) -2.72 (k) WPR Frm -1.81 -1.62 2.38 MW Frm - - MW Frm 1.71 5.98 0.17 D + CG + <L MW Frm - 2.38 - 6.00 MW Frm - - 5.25 - CU Frm D + CG + ASLA W1> Frm -1.66 3.93 -1.61 3.48 <W1 Frm 1.16 - - -2.47 4 L Frm - 1.63 - - E> Frm -0.27 3.41 - 3.36 EG+ Frm - 9 0.06 -1.31 <E Frm 0.27 - - - - - EG- Frm - 0.53 -0.06 0.55 WBI> Brc . -0.05 -5.54 -10.88 0.28 <WBI Brc -0.15 - 23.67 - - WB3> Brc -0.08 -5.94 -12.75 - <WB3 MWB Brc -0.15 Brc -0.56 - -15.61 25.91 -30.63p � (OU 44 1 U _ MWB MWB Brc 0.11 Brc - - 31.08.5� ULa-" i �'.JI M MWB Brc 0.12 - - - EB> Brc -0.16 -4.93 -9.96' ' 'f � <EB Brc -0.03 - - 10.80 - h tts� Frame Reactions - Factored Load Cases at Frame Cross Section: 1 Note: All reactions are based on l st order structural analysis. Pile: 16-005921-01 Version: 2015.2d Butler Manufacturing, a division of. BlueScope Buildings North America, Inc. X -Loc 0/0/0 25/0/0 50/0/0 74/0/0 99/0/0 Gridl -Grid2 1-G l -F l -E I -C 1-B Description Hx Hz V Hx Hz V Hx Hz V Hx Hz V Hx Hz V Cs (application factor not shown k) k (k) (k) k) k k) k k) k) (k) k) k (k) (k) 1 D+ CG + L> 2.38 6.00 5.30 5.25 5.98 rLd 2 D + CG + <L - - 2.38 - 6.00 - - 5.30 - - 5.25 - 5.98 3 D + CG + ASLA 0.54 - - 3.93 - - 3.48 - - 3.43 - - 3.90 4 D + CG + AASL 2.60 - - 3.79 - - 3.41 - - 3.36 - - 3.77 9 D+CG+W2> -1.31 - -0.22 - - -1.22 - - -0.71 - - 0.53 - - 0.55 10 D+CG+<W2 0.41 - 0.28 - - 0.63 - - 0.34 - - -0.97 - - -1.21 11 D+ CG +WPL 1.10 - -0.22 - - -0.61 - - -0.47 - - -1.88 - - -2.44 12 D+CG+WPR 1.10 - -0.87 - -2.46 - - -1.52 - - -0.38 - - -0.67 13 MW -Wall: 1 - - - - - 14 MW - Wall: 2 0.01 -0.08 -0.05 0.01 15, MW- Wall: 3 - - - - - l6 MW - Wall: 4 -1.04 0.10 0.02 -0.08 -0.05 0.01 17 D+CU+WI> -0.71 -1.17 3.90 -3.51 4.17 -2.62 4.09 -1.40 3.82 -1.72 18 D + CU + <W I 1.01 -0.67 -3.51 -1.66 -3.76 -1.57 -3.68 -2.90 -3.44 -3.49 19 D+CU+WPL 1.10 -0.67 - -1.68 - -1.44 - -2.83 - -3.51 20 D+CU+WPR 1.10 -1.32 - -3.53 - -2.49 - -1.33 - -1.73 21 D + CG + L + W I > -0.53 0.87 2.93 1.81 3.13 1.95 3.07 2.83 2.86 3.14 22 D + CG + L + <W1 0.76 1.25 -2.64 3.20 -2.82 2.74 -2.76 1.71 -2.58 1.82 Pile: 16-005921-01 Version: 2015.2d Butler Manufacturing, a division of. BlueScope Buildings North America, Inc.