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HomeMy WebLinkAboutB17-0852 041-110-072c)7 Z o4 S16con -Sdbm"iftal Calculations" L For -1, Norm Witt-,, ;-- t-.) r,,,o . �,, --- in 2945 Messilla Valley Road Butte Valley, CA 95965 36x100 Open Steel Building '.v,r.With 25`ta'ys,'�l 3"kigh Columns '-'.*^-q btf; To be built by Superior Barns, Red %Bluff, lZe 1 0lf t U -L -1 These calculations are invalid unless wet stamped IV, and signed by W D Meride'n'kall Certificate Number 36889 'V1 ;1c076 1 (June 30', 2017, The following calculations are for - q 0 Dead Load Calculations PERMIT # * Checking the roof purlin,size,. Jj' , BUTTE COUNTY DSVE4,OPMENT SERVICES * Roof Load Calculations qEVIEWEDFOR Truss -Design �COQE COMPLIANCE . -9 , • ;.:.,•,L,.qolumn Connections -, /A - . , - ;.nS M), I" P6,AT.EfA 2�. J'Q�:RBY • Column Footidg Size z I .:.L,'r .0 'I, t* -11,q a L;, Panel Wall Connections J. .0. Dead Load 2.5 psf (see next calculation);.?ROFESS1041 Live Load 20 .psf 41, 4e Snow Load Pf = 0 psf (per Butte County) <1 Wind Load 110 mph, Exposure C (per Butte County) I TZC- Seismic Category D 0-88 Soil 1,500 psf -jK 3* 6poll , I Concrete 2,500 psi at 28 days, V I L UIF CA 00 Page 1 of 32 (Pc -Z) A Dead Load -Calculation. Total DL weight on Building Roof Purlins: (7 purlins)(25.0'/purlin�(3.60 lbs/ft) = 630 lbs Roofing: (18.97')(25)(1.0 lbs/ft ) I-,- = 474 lbs 1,104 lbs DL = 1,104 lbs / (18.97')(25.0') = 2.33 Ib/ft2 Use DL = 2.5 Ibs/ft2 .+ Check 24'C 8 x 2'/z 14 GA long unsupported Roof Purlin From attached B-2-5 for C 8 x 2'/2 14 GA at 25' span @ 44",o.c. max.: Wallowable = 83 Ib/ft Pallowable = 1,040 Ib Dallowable = 2.48 Total Load = TL = Dead Load + Live Load TL = 2.5 psf + 20 psf = 22.5 psf Purlins are at 44" 0.6. max. spacing Purlin Spacing = Width = w = 44 3:67'. Purlin Loading = W = Total Load -Width = (22.5 psf)(3.67 ft) = 82.6 Ib/ft L = Length of Purlin = 25' . - Purlin End Reaction = P = WL12 = (82.6 lb/ft)-(25 ft)/2 = 1,,033 lbs Deflection = o = [(36')(12 'T)] / 180 = 2.40 in < 2.48 in Since 82.6 Ib/ft < 83 Ib/ft, 1,033 Ibs < 1,040 Ibs, and 2.40 < 2.48" a 26' unsupported C 8 x 2'/z 14 ga purlin @ 44" o.c. max. is OK. ' Roof Load Cal6ulations ` l l rSeismic Load'for.Center Truss =Category D F.i r� 1 ++. `r�►Weight of Rooff!. 2(18.97')(100')(2.5 Ib/ft2) = 9.485 kips' Page 2 of�32 f Roof Level from Base= 13.67,ft,wri.,�, Roof mean height = 16.67 ft Roof Height = 19.67 ft� Ps = 4.01 kips (from "Seismic Base Shear,. printout) o '*t Seismic Load for Truss = PCT = [4.01 kips/(36')(100')] * (36)(25) = 1.00 kips.;,' Ir Apply 1.00 kips / 2 = 0.500 kips to each end of the Truss:', Wind Load for Truss ` 'n-,;, 4 r 44 110 mph, Exposure C From "MecaWind Pro" printout for the Gabled structure:' 04..* ­##,' r tr r t `L' ',:� ,• ,'' ', Windward Wind Pressure = 12.82 psf-and Leeward Wind Pressure 1.98 Windward Upward Pressure,= 12.16.psf f t.0 i �n :t'a {��) = f�^+ t:r r►►::.i,. t sc, "�,'�' Windward Upward Truss Load = :12.1.6 psf (251ft) =,0.'304 k/ft Windward Horizontal Pressure = 4.07 psf Windward Horizontal Truss Load— 4:07 psf(25 ft) -0:102 k/ft, •-• - - _ -• .Y - .",;'li . 'i ! : i,��.l :'? ii}�'•4 i:. '?'.".'( "1: cs�r.0 i. �lti't"` {►�1►►`.` f1 EiL{'."].:} p.�,Mt _ i Leeward Upward Pressure = -1.88 psf Leeward_Upward Truss Load 1.88 psf(25 ft), -0.047 k/ft - _, • ,-.t Leeward Horizontal Pressure = 0.625 psf ,apl �i-, �t"L ►,�� �,;;'`, Leeward Horizontal Truss Load = 0.625 psf(25 ft) = 0.016k/ft - a,: �t, �'.?��! :^ �'��> r~�" :��r+:atrt ::;�� r>r"r,:r�ry "ym�y�; `.. `, .. ;� ,rt�,� •, Dead Load 0".0 t v 1' DL = 2.5 Ib/ft2(25 ft) = 0.063 k/ft t1.�+ al ,: 34 i; t- �.. f ►: �i {,.: Live Load LL = 20 Ib/ft2(25 ft) = 0.500 k/ft (MY TFft� �R}t a ..!}ett' � aye r(y, j j` � VAIT bt1 to Cl i i• a9aC�, t1'7 '� ?e C, r" :;i?i1,1'" C='1•'.`L.I;c .'.d :t''�):`� Truss Desianl="t"�,-R.� 'n F40 ta:.?,'�i r",�f.s•{. 1 For building center truss calculations see "2-1Frame"-output.for,"Witt 36x100 with 25�,� ' Bays, 13' Columns — 2nd" F i{ tl i.i '� .i r r7i tl. {,{ , r.: F u �'(►t,�+3� Oj f`tr {" �..►t.. lfi'i.,�i.l �'l "rl'`�'{.. !J 1 .`r,� J,.1 12� t.�{a . a. S^►.. •fit' .a +�+•l�.1�f•'s'ir: j 1 { 1i... n.w. +. •-.t . w... w'a+�+ .t -a /- '. u .v ..+a . ywr r.i. �. s ..,i . ='1.'f .r r= w• ...t ,r,.. rt. ... swr .: ti.,y K .i .i• +r: •: Page 3 of 32 . V" '%. . '.. 1. if, 1 Column Connections "t3. Top of Column Bolts From the "2-D Frame" printout the highest values of loads were: Shear = 0.3908 kips, - Vertical Tension = 0.2476 kips Vertical load = 10.325 kips Moment = 0.8122 k -ft Check 3/8"d) A307 Bolt at top of Column From attached table a 3/8" A307 bolt -has values of: Allowable shear for one bolt = 3.976 kips/3 =.1.325 kips' 3 bolts(1.325 kips / bolt) = 3.975 kips > 0.3908 kips applied Allowable tension per bolt = (60,000 psi)(0.11044,in2)/3 = 2.209 kips - Two bolts = 2(2.209 kips) = 4.418 kips >.0.248 kips load applied Tension based on moment => (0.8122 k-ft)/(11" / 12"/1') = 0.886kips < 2.209 kips For top of column connection to truss use two 3/8" (� A307 bolts min. at 11" o.c. min. with 2x2 retainer washers. Bottom of Column Anchors From the "2-D Frame" printout the highest values of loads were: Shear = 0.3914 kips Vertical Tension (Uplift) = 1.545 kips Vertical load = 11.046 kips Moment = 0.9206 k -ft Check 1/2"d) Titen HD with 5 3/4" embedment From attached Titen HD tables (values for one Titen screw):. Allowable Shear = 2.938 kips > 0.3914 kips applied Allowable Tension = 2.905 kips > 1,545 applied , Tension based on moment => (0.9206 k-ft)/(10" / 12'71') = 1.105 kips < 2.905 kips For bottom of column connection to footing use two 1/2" (� Titen HD Heavy Duty Screw Anchors at 5 W embedment 10" o.c. min. Page 4 of 32 Column Footing Size_ From the "2-D Frame" printout the highest values of loads were: Shear=0:3914'kips ,' ,�,8, �� t, 1,, „:�,tv >> �.:.rh..-►:it7� { I- i'c. Vertical Tension•(Uplift) —1.545 kips,, 7 ` . "+ �t� n r i nd ' �t, „ Vertical load = 11.046 kips,._ = -a au• , :x „ t ...ryi �-; ;� ' Moment = 0.9206 k -ft Average Uplift along Ridge: [(2(9.32 psf)+(6.99 psf)+(3.50 psf)]/4 = 7.28 psf Gable End Uplift per footing: '(36')(25')(7:28 psf) / 2 '3:276 kips Footing Size for Column Fromithe "General Footing" gutput.1WiM36x100,Footing°'•,,; _, , __ ..-.. t Use '36.x 36'>by,20"deep footing with,5 = #5 rebar,each Airection: Check adiust Gable End Wind Uplift in....... .. — .. .r_ - ... .. . ,.- ..tom_ J'wM ...r Ac;..: :.JK..►r*-..-Mr . .+r.... l..11u q.. v., .._r A` —.. �.' �. Uplift per.jfooting:, 3.276 kips :,;�� .. 1 '.' .' 1�.t r C A j, ,1 t, ,b aEcf iia ,� Resisting 1Neight: Footing +Roofing + Truss/Column. _ (2.250kips),+,(2.33,psf)(25')(18'),+,(105')(2,3 plf)t3 540,kipsE> 3 276 kips uplift,,; Therefore, 36" x 36" by 20" -deep footing is adequate. - a, w. r....y} ... 1F' r • - .r' � ..... . +► • . '-� HT 'w►i . ...s -y.. -+� M+i" . .nl. tart r_:I.wA1i.iY...r•K.. 11... Use a 36" x 36" by 20" deep min. footing with 5 - # 5 rebar in each direction. Panel Wall Connection to Footing Wind Load along bottom of Wall Panel: (1372)(36')(16 psf) = 3.744 kips A'/z"(� x 3 5/8" Titen HD Anchor Screw has a shear value of 2,563 lbs with critical edge distance of 6". Foundation is 6" wide, therefore using the following reduction calculation for a 3" critical edge distance: 28 SI for 3" edge distance / 113 SI for 6" edge distance = 25 % Number of Titens needed across bottom of wall panel = 3.744 kips / (2.563 kips)(0.25) _ 5.8 anchors => 6 anchors min. Use 6 -'/z"(0 x 3 5/8" Titen Screw Anchors across bottom of wall @ 6' o.c. max. Three anchors per panel. Page 5 of 32 4:, ;, b ., ,a . i I Panel Wall Connection to Verticals Wind Load along vertical sides of Wall Panel: (7.5')(1872)(16 psf) = 1.080 kips A 1/4"(� A307 bolts has a shear value of: (1.767 kips)/3 = 0.589 kips per bolt 1.080 kips load / 0.589 kips per bolt = 1.83 bolts => 2 bolts, min. Use three 1/4",0 A307 bolts per panel along vertical edges. !- . . . ;, I .1 Panel Wall Center Vertical Connections Wind Shear Load at top and botorii of center vertical: (13')(18')(16 psf)/2 = 1`.872 kips For bottom of vertical use'one'/Z"�'xI 5/8" Titen Screw'Anchor with '6" min. edge distance. Shear values of a'/Z"(� A307 bolt: 7.068 kips / 3 = 2.356 kips >'1.872 kips applied' r � For top of vertical use one '/z"d) A307 bolt (shear`value through vertical member plate and bottom cord of truss. 1` ;1,•�+rJ>f' -i l � r - .'.,�. '{.r"+l lF �} f'C f{�„ !. -'. . !. s1 , 8 .. � ,.rl ., f. •i J` '� �; ,i. q .1:' - � �i'I';ry� ...j~_1G 1'_ .' � �- .. � rig -� .h• e Y 7 Page 6 of 32 Mendenhall Engineering ` 1 ' . Project Title: Witt36x100 ' ` 14146 Skunk Hollow Rd '' r' Engineer: Bill Mendenhall Project ID:2016_ SB16 Red Bluff, CA 96080 ,r Project Descr: Steel Structure (530) 529-3258 (530) 200-5245 . t. Printed: 29 JUN 2017.10:46PM Witt 36x100 by 13 n '• ' ' 1 Risk Cat O fY r Calculations per ASCE 7-10 . , e9 . ry =;ri ... , Risk Category of Building or Other Structure: "II" : All Buildings and other structures except those listed as Category SCE 7-10, Page 2, Table 1.5-1 I, III, and IV r 1 Seismic Importance Factor = _ ASCE 7-10, Page 5, Table 1.5-2 ';Gridded:$s &;S1,values.;ASCE=7 10 Standard ASCE 7-10 11.4.1 Max. Ground Motions, 5% Damping 9 Latitude 39.559 deg North ~ = 0.6006 g. 0.2 sec response Longitude = ~121.589 deg West S.1 0.2619 g, 1.0 sec response Location ,Site Class, Site Coeff`and'Design`Category;p- 1, L« 1, _ 'Site ClassificatioYD" : Shear Wave Velocity 600 to 1,200 ft/sec, ,: t N! _ ; p : rtt.: 4SCE 7-10 Table 20.3-1 Site Coefficients Fa & Fv 1.32 � = 'S`"`! ASCE 7-10 Table 11.4-1 & 11.4-2 (using straight-line interpolation from table val Fv = 1.88 ,-, '' : s ; • , .,i �� i, .rr i , r , `,' Maximum Considered Earthquake Accelerat SMS = FaSs = 0.793 ' 3' r' ° • ) iii ` ASCE 7-10 Eq. 11.4-1 L ` `•" ,SMI = Fv' S1. -..`;;0.491 .4 -■�`*" , ,: 1 •�� 1 ASCE 7 10 Eq. 11.4-2 Design Spectral Acceleration S =S ' 213 = 0.528 ASCE 7-10 Eq. 11.4-3 DS MS Sol = SMt ' 2/3 = 0.328 ASCE 7-10 Eq. 11.4-4 Seismic Design Category = D = 7-10 Table 11.6-1 & -2 Resisting ASCE 7-10 _Table 12.2-1 Basic Seismic Forge Resisting System Cantilevered column systems detailed to conform to specific classification Steel ordinary cantilever column systems Response Modification Coefficient " 1 = 1.25 Building height Limits System Overstrength Factor " Wo " = 1.25 Category "A & B" Limit: Limit = 35 Deflection Amplification Factor " Cd ' = 1.25 Category "C" Limit: Limit = 35 Category "D" Limit: Not PermittedP-i NOTE! See ASCE 7-10 for all applicable footnc Category "E" Limit: Not PermittedP4 Category "F" Limit: Not PermittedP-i 8ter81 L FOrce'4SCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-10 12.8 1 ermine.Building Period ;, .,' f Use ASCE 12.8-7 Structure Type for Building Period CalculAl Other Structural Systems Ct " value = 0.020 " hn " : Height from base to highest leve 16.670 ft " x " value = 0.75 " Ta " Approximate fundemental period using Eq. 12.8-7 Ta = Ct " (hn ^ x) = 0.165 sec "TL" : Long -period transition period per ASCE 7-10 Maps 22-12 -> 22-16 8.000 sec ' Building Period " Ta "Calculated from Approximate Method sell= 0.165 sec Response W r • �:�'� ASCE 7-10 Section 12.8.1.1 Coefficient SDS: Short Period Design Spectral Response = 0.528 From Eq. 12.8-2, Preliminary Cs = 0.423 " R " : Response Modification Factor = 1.25 From Eq. 12.8-3 & 12.8-4, Cs need not excee = 1.588 " I " : Seismic Importance Factor = 1 From Eq. 12.8-5 & 12.8-6, Cs not be less than = 0.023 Cs : Seismic Response Coefficient = 0.4227 smic.BaseShearr': f`Y d {;: ASCE 7-10 Section 12.8.1 Cs = 0.4227 from 12.8.1.1 W ( see Sum Wi below) = 9.49 k Seismic Base Shear. V = Cs' W = 4.01 k • Page 7 of 32 Mendenhall Engineering yy 1414OSkunk Hollow Rd Bill Mendenhall Project |D:2016GB16 Red Bluff, CASO0OO Project Deucc8tee|Structure (530) 529-3258 (530) 200-5245 Printed: 29 JUN 2017,10:46PM ASCE -Seisnild.: �lsq, She ...-Verficall DistrilSuitiori*of Seisinic" Forces'* ASCE 7-10 Section 12.8.3 Table orbuilding Weights oyFloor LoweL' Level # Wi: Weight Hi : Height (Wi - Hi -k) Cvx Fx--Cvx * V Sum Story Shear Sum Story Moment 1 9.49 13.00 123.31 1.0000 4]01 4.01 0.00 Sum Wi 9.49 k SumWi*Hi 123.31 k -ft Total Base Shear 4.01 k Base Moment 52.1k -n Level # VVi Fi SumFi SumVVi Fpx:Co|od Fpx:N1in Fpx:Mox Fpx Dngn.Fomo 1 9.49 4.01 4.01 9.49 4.01 1.00 2.00 2.00 4.01 VVpx.................... Weight atlevel ofdiaphragm and other structure elements attached 0oit. pi...................... Design Lateral Force applied outhe level. Sum Fi.................. Sum of^LaLForce" ofcurrent level plus all levels above MIN Req'dForce @ Level ... 0.20^Goo°|^VVpx MAX Req'dForce @Level. ..U.4O°Soo~|~VYpx Fpx: Design Force @ Level . Wpx * SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level Page om32 MecaWind Pro v2.2.7.0 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright www.mecaenterprises.com Date 6/29/2017 Project No. 2016SB16 Company Name Mendenhall Engineering Designed By Bill Mendenhall Address 14146 Skunk Hollow Rd' Description 36x100 Steel Frame Building City : Red Bluff Customer Name Norm Witt State :.CA Proj Location Butte Valley, CA File Location: C:\Users\bill\Documents\Mendenhall Engineering\1 - Larry Turner\1 - Witt 36x100 Gabled \Second Submittal\20170629 Witt- Wind.wnd Input Parameters: Directional Procedure Open Building (Ch 27 Part 1) - - Basic Wind Speed(V) = 110.00 mph Structural Category = II Exposure Category = C Natural Frequency = N/A Flexible Structure - No Importance Factor = 1.00 Kd Directional Factor = 0.85 Alpha = 9.50 Zg = 900.00 ft At = 0.11 Bt - 1.00 Am = 0.15 Bm = 0.65 Cc = 0.20 1 = 500.00 ft Epsilon = 0.20 Zmin = 15.00 ft Pitch of Roof = 4 : 12 Slope of Roof(Theta) = 18.43 Deg D: Roof Len along Ridge = 100.00 ft L: Horizontal Width = 36.00 ft h: Mean Roof'Ht = 16.67 ft- Type of Roof = PITCHED Gust Factor Calculations Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 15.00 ft lzm: Cc*(33/zm)^0.167 0.23 Lzm: 1*(Zm/33)^Epsilon = 427.06 ft Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.93 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.89 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 0.85 Normal to Ridge - Open Building - Pitched Roof per Figure 27.4-5: Gamma = 0 & 180 degrees,' Clear Wind Flow Load Cnw Cnl Windward Wind Pres.Leeward Wind Pres. Case psf psf - ---------------- A 1.100 -0.170 12.821 -1.981 B 0.010 0.960 0.117 -11.189 Normal to Ridge - Base Reactions -.Roof +GCpi Page 9 of 32 X T71-7-7-7/7- 1 % % E -,y Gamma = 0 & 180 degrees,' Clear Wind Flow Load Cnw Cnl Windward Wind Pres.Leeward Wind Pres. Case psf psf - ---------------- A 1.100 -0.170 12.821 -1.981 B 0.010 0.960 0.117 -11.189 Normal to Ridge - Base Reactions -.Roof +GCpi Page 9 of 32 J Description Press Area Fx Fy Fz Mx My Mz psf ft^2 Kip Kip Kip K -ft K -ft K -ft Roof Windward 12.82 1897 .00 7.69 -23.08 -79.5 -------------- .0 .0 Roof Leeward -1.98 1897 .00 1.19 3.57 -12.3 .0 .0 Total .00 3795 .00 8.88 -19.51 -91.7 - -------- .0 .0 Normal to Ridge - Base Reactions - Roof -GCpi Description Press Area Fx Fy Fz Mx My Mz psf ft^2 Kip Kip Kip K -ft K -ft K -ft Roof Windward 0.12 1897 .00 0.07 -0.21 -0.7 .0 0 Roof Leeward -11.19 1897 .00 6.71 20.14 -69.3 .0 .0 Total .00 3795 .00 6.78 19.93 -70.1 .0 .0 Normal to Ridge - Base Reactions - Roof MIN Description Press Area* Fx Fy Fz Mx My Mz psf ft^2 Kip Kip Kip K -ft K -ft K -ft Total .00 0 .00 .00, .00 .0 .0 .0 Notes - Normal to Ridge Along Ridge - Open Building - Pitched Roof per Figure 27.4-5: Gamma = 90 degrees, Clear Wind Flow Length Along Roof Angle Load Cn Wind Pressure Along Ridge Ridge of Roof (Theta) Case psf psf ------------------------------------------------------------------- <=16.7 Theta<=45 deg A -0.80 -9.324 B 0.80 9.324 >16.7&<=2*16.7 Theta<=45 deg A -0.60 -6.993 B 0.50 5.828 >2*16.67 Theta<=45 deg A -0.30 -3.497 B 0.30 3.497 Along Ridge - Base Reactions - Roof +GCpi Description Press Area Fx Fy Fz Mx My Mz psf ft^2 Kip Kip Kip K -ft K -ft K -ft ------------------------------------------------------------------------------------- Roof (0 to h) -9.32 316 .00 -0.93 2.80 9.6 -116.6 -38.9 Roof (0 to h) -9.32 316 .00 0.93 2.80 -9.6 -116.6 38.9 Roof (h to 2h) -6.99 316 .00 -0.70 2.10 7.2 -52.4 -17.5 Roof (h to 2h) -6.99 316 .00 0.70 2.10 -7.2 -52.4 17.5 Roof (>2h) -3.50 1265 .00 -1.40 4.20 14.4 69.9 23.3 Roof (>2h) -3.50 1265 .00 1.40 4.20 -14.4 69.9 -23.3 ------------------------------------------------------------------------------------- Total .00 3795 .00 .00 18.18 .0 -198.2 .0 Along Ridge - Base Reactions - Roof -GCpi Description Press Area Fx Fy Fz Mx My Mz psf ft^2 Kip Kip Kip K -ft K -ft K -ft ------------------------------------------------------------------------------------- Roof (0 to h) 9.32 316 .00 0.93 -2.80 -9.6 116.6 38.9 Roof (0 to h) 9.32 316 .00 -0.93 -2.80 9.6 116.6 -38.9 Roof (h to 2h) 5.83 316 .00 0.58 -1.75 -6.0 43.7 14.6 Roof (h to 2h) 5.83 316 .00 -0.58 -1.75 6.0 43.7 -14.6 Roof (>2h) 3.50 1265 .00 1.40 -4.20 -14.4 -69.9 -23.3 Roof (>2h) 3.50 1265 .00 -1.40 -4.20 14.4 -69.9 23.3 ------------------------------------------------------------------------------------- Total .00 3795 .00 .00 -17.48 .0 180.7 .0 Along Ridge - Base Reactions - Roof MIN Description Press Area* Fx Fy Fz Mx My Mz psf ft^2 Kip Kip Kip K -ft K -ft K-ft ------------------------------------------------------------------------------------- Page 10 of 32 Total .00 0 .00 .00 .00 .0 .0 .0 Notes - Along Ridge Total Base Reaction Summary Description Fx Fy Fz Mx My Mz Rip Kip Rip R -ft K -ft K -ft ----------------------- Normal -------- -- - -- Normal to Ridge Roof +GCpi .0 8.9 -19.5 -91.7 .0 .0 Normal to Ridge Roof -GCpi .0 6.8 19.9 -70.1 .0 .0 Normal to Ridge Roof MIN .0 .0 .0 .0 .0 .0 Along Ridge Roof +GCpi .0 .0 18.2 .0 -198.2 .0 Along Ridge Roof -GCpi .0 .0 -17.5 .0 180.7 .0 Along Ridge Roof MIN .0 .0 .0 .0 .0 .0 Notes Applying to MWFRS Reactions: Note (1) Cnw- Net Press (contrib from top and bottom surf) for windward roof surf. - - Note (2) Cnl- Net Press (contrib from top and bottom surf) for leeward roof surf. 'Note (3) Cn- Net Press (contributions from top and bottom surfaces). Note (4) + = Pressure acting toward surface, - = Pressure acting away from surface. Note (5) Per Fig 27.4-1, Note 9, Use greater of Shear calculated with or without roof. Note (6) X= Along Building ridge, Y = Normal to Building Ridge, Z = Vertical Note (7) MIN = Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf Note (8) MIN area is the area of the surface onto a vertical plane normal to wind. Note (9) Total Roof Area (incl OR Top) _ .00 sq. ft Page 11 of 32 ` .' Mendenhall Engineering ~ ' 14140Skunk Hollow Rd, ' Red Bluff, CASOO80 ~ (53O)52&-3258 (53O)200-5245 ' '~ ^ ^ --Engineer:Bill Mendenhall ' Project DeoccG�e Structure ^ . . . . ' ^ ` Description: Witt 36xl uowith 2soayv 1Columns'unu ~. . �� ^ . . . Pnojoct|[l2O18S81O . + ` Printed: 30 JUN 20W.`zoaAw 4 Joint Joint Coordinates Joint Label X y LXTranslational Restraint Y Translational Restraint- Z R' otational Restraint Ter ft ft deg 1 0.0 0.0 Fixed Fixed Fixed 0 2 1.50 0.0 Fixed Fixed Fixed 0 3 34.50 0.0 Fixed Fixed. Fixed 0 4 36.0 0.0 Fixed Fixed Fixed 0 7 34.50 4.330 0 10 1.50 8.660 0 11 34.50 8.660 0 12 36.0 8.660 0 24 0.0 13.670 0 25 1.50 14.140 26 6.0 15.670 0 28 14.0 18.330 0 29 18.0 19.670 0 30 22.0 18.330 0 Page 12 of 32 4 Mendenhall Engineering 14146 Skunk Hollow Rd Red Bluff, CA 96080 (530) 529-3258 (530) 200-5245 Description : Witt Bays, 13' Columns - 2nd Project Title: Witt 36x100 " Engineer: Bill Mendenhall Project ID:2016SB16 Protect Descr.Steel Structure Printed: 30 JUN 2017, 12:08AM Joints... • 1, • I. Joint Joint Coordinates %.1 11 .. , , . Joint Label ft '� ft X Translational Restraint �Y Translational Restraint Z Rotational Restraint ,Teem p Member Le �gth �1� Releases Specify Connectivity I End of Member Ends to Joints J End " �x dgF 31 . • 26.0 17.0 , J ' • 4 0 32 30.0 15.670 i , ry ' ..; t, . 33 34.50 14.140 - " .'' ' ` 0 34 36.0 13.670 ' ' ' "` 0 Members... Member Label , Property Label Endpoint Joints I Joint J Joint Member Le �gth �1� Releases Specify Connectivity I End of Member Ends to Joints J End " �x y z (rotation) x y z' (rotation) 1-2 HSS2x2x1/8 1 2 1.500 Fixed Fixed .. Fixed Fixed Fixed Fixed 1-5 HSS2x2x1/8 1 5 4.330 Fixed 'Fixed . Fixed Fixed Fixed Fixed 10-14 HSS2x2x1/8 10 14 4.340 Fixed Fixed' Fixed' Fixed Fixed Fixed 11-12 HSS2x2x1/8 11 12 1.500 Fixed Fixed Fixed Fixed Fixed4 '' Fixed '11=22 , HSS2x2x1/8' . ~.11 , 22 ''` .. ` - 4.340 Fixed `:Fixed Fixed , 'Fixed , Fixed .'' :Fixed 12-23 HSS2x2xl/8' 12 23 . 4.340 Fixed Fixed Fixed Fixed. Fixed Fixed 13-14 HSS3x2x1/8 13 14 1.500 ' Fixed Fixed `'Fixed Fixed ' _ Fixed Fixed 13-24 HSS2x2x1/8 13 24 0.670 Fixed Fixed Fixed Fixed Fixed Fixed 14-15 HSS3x2x1/8 14 15 4.500 Fixed Fixed Fixed Fixed Fixed Fixed 14-25 HSS2x2x1/8 14 25 1.140 Fixed Fixed Fixed Fixed 'Fixed Fixed' " *14-26' `' HSS3x2xl/8-. "14 `26 Fixed 'Fixed. ': Fixed • Fixed -a- 'Fixed- "'Fixed" 15-16 HSS3x2x1/8 15 16 _5.232 4.000 ,' Fixed Fixed Fixed Fixed Fixed Fixed '15-26 HSS2x2x1/8 15 26 ` 2.670 '"Fixed Fixed Fixed Fixed Fixed Fixed . 15-27--, HSS2x2x1/8 15 27 '- 5.657 Fixed Fixed - Fixed Fixed Fixed Fixed • 16-17 HSS3x2x1/8 16 17 4.000 Fixed Fixed Fixed Fixed Fixed ' Fixed 16-27 .r HSS2x2x1/8 16 27 4.000 Fixed Fixed Fixed Fixed Fixed, •Fixed .16-28 HSS2x2x1 /8 16-. . _. 28 6.664 Fixed Fixed Fixed _ _ Fixed . Fixed • Fixed. 17-18 HSS3x2x1/8 17 ' 18' .tib 4.000 Fixed Fixed Fixed Fixed Fixed Fixed ,17-28 ; HSS2x2x1/8 17. 28 5.330 Fixed _' ; Fixed Fixed Fixed Fixed - - Fixed 17-29 HSS2x2x1/8 .17 29 7.777 Fixed Fixed Fixed Fixed Fixed - Fixed" 18-19 HSS3x2x1/8 18 19 4.000 Fixed Fixed Fixed Fixed Fixed 'Fixed 18-29 HSS2x2x1/8 18 29 6.670 Fixed Fixed Fixed Fixed Fixed Fixed 19-20 ' HSS3x2x1/8 19 20 4.000 Fixed Fixed Fixed Fixed Fixed ,,Fixed :• ,. 19-29_._ HSS2x2x1/8 19., , _ 29 .:. , ._, „7.777. __.Fixed.... ,..Fixed. ,.-Fixed Fixed .,_' . Fixed _ . _.Fixed „ 19-30 HSS2x2x1/8 19 .,. ,.30 1,Ei ; ; 5.330 Fixed Fixed. �:. Fixed.. Fixed Fixed - Fixed 2-6,- HSS2x2x1/8 • 2 . 6 ` 4.330. # Fixed Fixed Fixed . Fixed" Fixed Fixed 20-21 `- HSS3x2x1/8 ' ' ' 20 " �� ` 21 r �' 4.000 r' Fixed Fixed Fixed - Fixed Fixed .' ' Fixed 20-30 HSS2x2x1/8 20 30 1 6.664 Fixed %" Fixed '' Fixed • Fixed :t Fixed ��' -Fixed 20-31 HSS2x2x1/8 20 31 : • r 4.000 Fixed . Fixed" Fixed Fixed Fixed Fixed 21-22 HSS3x2x1/8 21 22 4.500 Fixed Fixed• Fixed Fixed+ Fixed 4Fixed 21-31 HSS2x2x1/8 21 31 5.657 Fixed Fixed' i Fixed - Fixed Fixed Fixed • 21-32 HSS2x2x1/8 21 32 ''' 2.670 Fixed•; • Fixed' '*'Fixed Fixed'' Fixed -(Fixed 22-23 HSS3x2x1/8 22 23-= 1.500 FixedA 0 Fixed' 1 Fixed Fixed Fixed Fixed 22-32 HSS3x2x1/8 22 32 5.232 Fixed Fixed' ','Fixed, Fixed Fixed 1 'Fixed 22-33 HSS2x2x1/8 22 33 1.140 Fixed Fixed • 'Fixed Fixed Fixed Fixed 23-34 HSS2x2x1 /8 23 34 ` •' 0.670 Fixed ' " Fixed ' • Fixed Fixed Fixed - Fixed 24-25 HSS3x2x1/8 24 25 1.572 Fixed Fixed ' "Fixed Fixed Fixed Fixed 25-26 HSS3x2x1/8 25 26 4.753 Fixed Fixed Fixed Fixed�k Fixed `Fixed 26-27 HSS3x2x1/8 26 27 4.215 FixedFixed: 'Fixed Fixed Fixed Fixed 27-28 HSS3x2x1/8 27 28 �'� 4.215 Fixed4 r. Fixed Fixed j' Fixed `'` •Fixed 28-29 HSS3x2x1/8 28 29 4.218 Fixed = _',.Fixed' �' Fixed Fixed ' Fixed Fixed Fixed 29-30 HSS3x2x1/8 29 30 4.218 Fixed Fixed ' %'4Fixed' Fixed 'h Fixed " • Fixed ' 3-4 HSS2x2x1/8 3 4 1.500 Fixed Fixed `'Fixed' Fixed Fixed Fixed -3-7 HSS2x2x1/8 3 7 4.330 Fixed Fixed • ' Fixed, Fixed = Fixed = • Fixed 30-31 HSS3x2x1/8 30 31 4.215 Fixed Fixed Fixed Fixed Fixed Fixed 31-32 HSS3x2x1/8 31 32 '«= 4.215 Fixed '�' Fixed' 'Fixed' Fixed +` Fixed °i Fixed 32-33 HSS3x2x1/8 32 33 ' ' 4.753 Fixed Fixed -Fixed Fixed Fixed Fixed 33-34 HSS3x2x1/8 33 34 t' ► 1.572 Fixed''= + Fixed `-Fixed' 'Fixed • ` `�, Fixed Fixed 4-8 HSS2x2x1/8 4 8 ' 4.330 Fixed I = Fixed `- Fixed' Fixed Fixed Fixed 15-6 HSS2x2x1/8 5 6 1.500 Fixed Fixed r Fixed Fixed Fixed I -/Fixed 5-9 HSS2x2x1/8 5 9 4.330 Fixed Fixed' Fixed Fixed Fixed Fixed 6-10 HSS2x2x1/8 6 10 4.330 Fixed Fixed" Fixed Fixed'' Fixed I; Fixed '7-11 HSS2x2x1/8 7 11 4.330 Fixed Fixed "•'Fixed' Fixed Fixed Fixed Page 13 of 32 S "k . t..: N Mendenhall Engineering Project Title: Witt 36x100 14146 Skunk Hollow Rd Engineer: Bill Mendenhall Project ID:2016SB16 Red Bluff, CA 96080 Project Descr:Steel Structure (530)529-3258 (530)200-5245 J Printed: 30 JUN 2017, 12:OaAM 2=Dn,: r.r Description: Witt 36x100 with 25' Bays, 13' Columns - 2nd Materials... Member -- Label Youngs ksi ' -Density kcf ' � t Thermal �; in/degr -Yield ---� 'ksi Default 1.00 0.000 0.000000 1.00 Members... 29,000.00 0.490 0.000006 50.00 Wood 1,800.00 0.035 0.000000 .0.00 Member Label Property Label. Endpoint Joints 1 Joint J Joint - Member Length e I Releases Specify Connectivity - 1 End x y z (rotation) of Member Ends to Joints - J End x y z (rotation) 7-8 HSS2x2x1/8 7 8 1.500 Fixed Fixed Fixed Fixed Fixed Fixed 8-12 HSS2x2x1/8 8 12 4.330 Fixed Fixed Fixed Fixed Fixed Fixed 9-10 HSS2x2x1/8 9 10 1.500 Fixed Fixed Fixed Fixed Fixed Fixed 9-13 HSS2x2x1/8 9 13 4.340 Fixed Fixed Fixed Fixed Fixed Fixed Materials... Member -- Label Youngs ksi ' -Density kcf ' � t Thermal �; in/degr -Yield ---� 'ksi Default 1.00 0.000 0.000000 1.00 Steel 29,000.00 0.490 0.000006 50.00 Wood 1,800.00 0.035 0.000000 .0.00 Wood Material Data.... -4 9 . Wood, Not Defined, Density= 0.035pci, FbT= 1000psi, FbC= 1000psi, Fv= 1000psi, Ft= 1000, Fc= 400psi, E Bend XX= 1800ksi, E BendMin XX= 1800ksi, E Beny YY= 1800ksi, E BendMin YY= 1800ksi, E A)dal= 1800ksi, Species=, Grade= Any, Class= 0.1020. FMember Sections... 26-27 Prop Label ( Group Tag Material Area Dept Width Ixx lyy Default Group Default 1.0 in^2 ,; 0.0 in 0.0 in 1.0 in^4 1.0 in^4 HSS2x2x1/8 Group Steel 0.840 in^2 2.0 in 2.0 in 0.4860 in^4 0.4860 in^4 HSS3x2x1/8 , I Group _ Steel 1.070 in^2 3.0 in 2.0 in -1.30 in^4 0.6920 in^4 Joint Loads.... Note: Loads labeled :"Global Y" act downward (in "-Y" direction) Load Load Magnitude 0.0 Joint Label Direction Dead Roof Live• Live Snow : Seismic Wind Earth - 13 j Global X 0.1020 0.50 k 23 ( Global X I ° .. 0.50 k Member Distributed Loads.... Note: Loads labeled "Global Y" act downward (in "-Y" direction) Member Label Load Load Extents Start ft - Load Magnitude Dead Roof Live Live Snow Seismic Wind Earth Direction dd Start Mag :, 1 0.0630 24 2-5 -Global-Y--EnO. - Start -Mag -;-0:0630-- --450 ---------0.3040- k/ft 4 1.572 End Mag: 0.0630 0.50 0.3040 k/ft 24-25 Global X 0.0 Start Mag : , - 0.1020 k/ft Global X 1.572 End Mag: Start Mag : 0.1020 k/ft 25-26 Global Y 0.0 Start Mag : 0.0630 0.50 0.3040 k/ft 4.753 End Mag: 0.0630 0.50 0.3040.. k/ft 25-26 Global X G 0 0 Start Ma k/ft 0 1020 k/ff 4.753 • End Mag: 0.1020. k/ft 26-27 Global Y 0.0 Start Mag : 0.0630 ' , 0.50 ti 0.3040 k/ft 4.215 End Mag: 0.0630 0.50 t, 0.3040 , k/ft 26-27 Global X 0.0 Start Mag : 0.1020 k/ft 4.215 End Mag: � { 0.1020 k/ft 27-28 Global Y 0.0 Start Mag :, 1 0.0630 0.50 0.3040 k/ft 4 4.215 End Mag :. 0.0630 p 0.50 0.3040. k/ft 27-28 Global X 0.0 Start Mag : r 0.1020• k/ft 4.215 End Mag: , 0.1020 k/ft 28-29 Global X 0.0 Start Mag :. 0.3040 k/ft 4.218 End Mag: , 0.3040 k/ft 28-29 Global Y 0.0 Start Mag : 0.0630 7. , 0.50 0.1020 k/ft l 4.218 End Mag: 0.0630 • r 0.50 0.1020 k/ft 29-30 Global Y 0.0 Start Mag : • 0.0630 0.50 ; + -0.0470 k/ft 4.218 End Mag: 0.0630. 0.50 r -0.0470 k/ft 29-30 Global X 0.0 Start Mag : . ,. 0.0160 k/ft r 4.218 End Mag: 0.0160 k/ft 30-31 Global X 0.0 Start Mag:- , 0.0160 k/ft 4.215 End Mag: +, 0.0160 k/ft Page 14 of 32 Mendenhall Engineering r r ' i Project Title: Witt 36x100 ' 14146 Skunk Hollow Rd ' ..R t'` �t �'' x Engineer: Bill Mendenhall Project ID:2016SB16 Red Bluff, CA 96080 - r "' Project Descr:Steel Structure (530)529-3258 (530)200-5245 / Printed: 30 JUN 2017, 12:08AM Description : Witt 36x100 with 25' Bays, 13' Columns - 2nd 30-31 I Global Y ., 0.0I Start Mag :.' 0.0630 ; 0.50 -0.0470 k/ft• �..,..-.. _ �...._� . .. r I '4.215 I ( g :"- 0.0630: _ ...._-... 0.50 ' . _ `.� End Ma r. =0.0470` ._-.. _ ....k/ft..... Jr.4. r4l-t 9 4J't}l°r1 r a\*'... 'd rlt.t ar`.1.�'_P C' buP, AA ."Ir1 C�r�j „v i,ni'ti l.v(...+ i)� � ��.�•{ZrL�"1. �r _s ri*'.�tii•1.5� �.�ti'ri•:Y3 :.�;1:. �••'; .t r"'1,.F_ �, r f'.1' t.n.�� f7-. _..: ' .t • ' •.• _ , i o 1. c,h.r ..t, 1•' r ., 1.' , r. � .n +' . •t r - . �• t rpt.' • . ,:: r �1 r. •�' , , . .J.. 1. r_ ... --a. .�.+....►.r ati ...«+.. -+-.. _ � � ►r s..,_ .. w � �...... _. •�, .. -� rr.... ..ti r• -,-++. w--.,-A.•.r..r ....v- ... a.+_.. ....f.. ! M1l/ •. 1 r1 s r . ".r�,r 'l+ � . , v", It;ir 1 i � •t P r' 1� ,•, y- 1, .. i[/+(- , ?-.• a _il� fw.-. I•. 'rw :1 n l '�./.- _t `. �.,•+i,y: T::1rTf. f"L: •: 1 . •.�51 ',4a�f F'.1 rl girl f' + Page 15 of 32 1, Mendenhall Engineering -� 14146 Skunk Hollow Rd Red Bluff, CA 96080 • +t (530)529-3258 (530)200-5245 Description: Witt 36x100 with 25' Bays, 13' Columns - 2nd I Project Title: Witt36x100 Engineer: Bill Mendenhall Project Descr:Steel Structure 1 ,Project ID:2016SB16 Printed: 30 JUN 2017. 12.08AM Member Distributed Loads.... Note: Loads labeled "Global Y" act downward (in "-Y" direction) Member Load Load Extents - • ••Load Magnitude Label Direction Start Endd ft Dead Roof Live Live .• Snow Seismic Wind Earth ---31-32---Global-X----0:0-Start-Mag:----- - -----_-_ - 0.0460 01- 4.215 End Mag: 0.0160 k/ft 31-32 Global Y 0.0 Start Mag : 0.0630 0.50 -0.0470 k/ft 4.215 End Mag: 0.0630 0.50 -0.0470 k/ft 32-33 Global Y 0.0 Start Mag : 0.0630 '0.50 -0.0470 k/ft 4.753 End Mag: 0.0630 0.50 -0.0470 k/ft 32-33 Global X 0.0 Start Mag : 0.0160 k/ft 4.753 End Mag: 0.0160 k/ft 33-34 Global X 0.0 Start Mag : 0.0160 k/ft 1.572 End Mag: 0.0160 k/ft 33-34 Global Y 0.0 Start Mag : 0.0630 0.50 -0.0470 k/ft 1.5721 End Mag: 0.0630 0.50 -0.0470 k/ft Strength/Stress Load Combinations ASCE 7-10 Load Combination Cd Load Combination Factors Description Dead Roof Live Live Snow Seismic Wind Earth +0.60D+0.70E+0.60H 0.9 0.60 9999999 0.60 +0.60D+0.60W+0.60H 1.6 0.60 0.60 0.60 +D+H 0.9 1.0 1.0 +D+0.750Lr+0.750L+0.450W+H 1.6 1.0 0.750 0.750 0.450 1.0 +D+0.60W+H 1.6 1.0 0.60 1.0 +D+L+H 1 1.0 1.0 1.0 +D+0.750L+0.750S+H 1.15 1.0 0.750 0.750 1.0 +D+0.750L+0.750S+0.450W+H 1.6 1.0 0.750 0.750 0.450 1.0 +D+0.750L+0.750S+0.5250E+H 1.15 1.0 0.750 0.750;2499998 1.0 +D+S+H 1.15 1.0 1.0 1.0 +D+0.70E+H 0.9 1.0 ;9999999 1.0 +D+0.750Lr+0.750L+H 1.25 1.0 0.750 0.750 1.0 +D+Lr+H 1.25 1.0 . 1.0 1.0 Reaction Load Combinations ASCE 7-10 Load Combination Load Combination Factors Description Dead Roof Live Live Snow Seismic Wind Earth +D+S+H --- - 1.0 1.0 1.0 E Only ' 1.0 +D+0.750Lr+0.750L+H 1.0 0.750 0.750 1.0 +D+0.750L+0.750S+0.450W+H 1.0 0.750 0.750 0.450 1.0 H Only 1.0 +D+L+H 1.0 1.0 1.0 +D+0.60W+H 1.0 0.60 1.0 L Only 1.0 +D+0.750Lr+0.750L+0.450W+H `1.0 0.750 0.750 0.450 1.0 +D+H 1.0 1.0 Lr Only 1.0! +D+0.70E+H 1.0 0.70 1.0 +0.60D+0.70E+0.60H 0.60 0.70 0.60 D Only 1.0 S Only - 1.0 +0.60D+0.60W+0.60H 0.60 0.60 0.60 +D+0.750L+0.750S+0.5250E+H 1.0 0.750 0.750 0.5250 1.0 W Only 1.0 +D+0.750L+0.750S+H 1.0 0.750 0.750 1.0 +D+Lr+H 1.0 1.0 1.0 Deflection Load Combinations ASCE 7-10 Load Combination Load Combination Factors Description Dead Roof Live Live Snow Seismic Wind Earth +0.60D+0.70E+0.60H 0.60 0.70 0.60 D Only 1.0 +D+0.750L+0.750S+0.450W+H 1.0 0.750 0.750 0.450 1.0 Page 16 of 32 •., ! , Mendenhall Engineering ` _ Project Title: Witt36x100 14146 Skunk Hollow Rd Engineer: Bill Mendenhall Red Bluff, CA 96080 '`' " tProject Descr: Steel Structure (530) 529-3258 (530) 200-5245 Description -. Witt 36x100 with 25' Bays, 13' Columns - 2nd i .• 4 .4 Project ID:2016SB16 Printed: 30 JUN 2017. 12:O8AM Lr Only tr ; ". ,4 x x`'1:0 - Description ' Dead Roof Live Live Snow'Seismic Wind Earth + 4:�++H- L Only -- -- T-0---1-0 1.0 -- 1-0 . • . +D+0.750L+0.750S+0.5250E+H `" '" 1.0 1.0 0.750 0.750'; 0.5250 +D+0.750Lr+0.750L+H. 1.0 - W Only • is , > . t1 .0.750 0.750 , 1.0 ^ .A H Only -4"' . .. 1.0 1.0 F 1.0 E Only 1.0 +D+0.750Lr+0.750L+0.450W+H 1.0 ,1" 0.750'1,0.750 s� 0.450 '1.0 +0.60D+0.60W+0.60H :r 0.60 �` �� 0.60 0.60 +D+0.60W+H 4. . - r �� 1.0 1c , 0.60 1:0 +D+0.70E+H �- Extreme Member End Forces 1.0 Only Load 0.70 1.0 Deflection Load Combinations ` .' ', Member " J " End Forces _''' '' " =•� ' ', 1ASCE 7-10 Shear Load Combination Load Combination Factors Description ' Dead Roof Live Live Snow'Seismic Wind Earth + 4:�++H- - - -- -- T-0---1-0 --- -- 1-0 +D+0.750L+0.750S+H► 1.0 0.750 ' 0.750 1.0 +D+0.750Lr+0.750L+H. 1.0 .0.750 0.750 1.0 +D+L+H 1.0 1.0 1.0 E Only 1.0 +D+S+H 1.0 • 1.0 1.0 S Only 1.0 Extreme Member End Forces Only Load Combinations giving maximum values are listed Member" 11" End Forces Member " J " End Forces lember Labc I Axial Shear Moment Axial Shear Moment k k k -ft k k k -ft 1-2 0.0 0.0 0.0 0.0 0.0 0.0 Max +D+L +D+L +D+L +0.60D+0.70E +0.60D+0.70E +D+L 1-2 0.0 0.0 ,0.0 0.0 0.0 0.0 Min +0.60D+0.70E +0.60D+0.70E +0.60D+0.70E +D+L +D+L +0.60D+0.70E 1-5 1.438 0.1694 0.4166 1.545 0.08217 0.3171 Max +D+L +0.60D+0.70E +0.60D+0.70E +0.60D+0.70E +D+L +0.60D+0.70E 1-5 -1.545 -0.08217 -0.1781 -1.438 -0.1694 -0.1778• Min +0.60D+0.70E +D+L +D+L +D+L +0.60D+0.70E +D+L 10-14 9.595 0.170 0.3310 -0.3094 0.09451 0.4068 Max +D+L +0.60D+0.70E +0.60D+0.70E +0.60D+0.70E +D+L +0.60D+0.70E, 10-14 0.3094 -0.09451 -0.1531 -9.595 -0.170 -0.2571 Min +0.60D+0.70E +D+L +D+L +D+L +0.60D+0.70E +D+L 11-12 .0.01382 -0.05058 -0.03891 -0.001547 1.066 -0.03696 Max +D+L D Only D Only D Only +D+0.750L+0.5250E D Only 11-12 0.001547 -1.066 `t -0.8073 -0.01382 0.05058 -0.7922 Min - D Only +D+0.750L+0.5250E +0+0.750L+0.5250E +D+L D Only +D+0.750L+0.5250E 11-22 9.595 0.2058 0.3751 -0.9791 -0.01058 0.5181 Max • +D+L +D+0.750L+0.5250E +0+0.750L+0.5250E +0.60D+0.70E D Only +D+0.750L+0.5250E 11-22 0.9791 0.01058 0.01713 -9.595 -0.2058 0.02877 Min +0.60D+0.70E D Only D Only +D+L +D+0.750L+0.5250E D Only' 12-23 0.5388 0.1850 0.3518 0.2476 -0.007881 0.4528 Max +D+L '+D+0.750L+0.5250E +D+0.70E +0.60D+0.60W D Only +D+0.750L+0.5250E 12-23 -0.2476. 0.007881 • 0.01393 -0.5388 -0.1850 0.02028 ' Min +0.600+0.60W D Only r D Only +D+L +D+0.750L+0.5250E D Only 13-14 -0.04548 0.2232 , 0.3271 0.9661 0.1443 0.007619 Max D Only +D+L +D+L +D+0.750L+0.45OW r +0.60D+0.70E +D+L 13-14. -0.9661 -0.1443 -0.1136 0.04548 -0.2232 -0.1030 Min +D+0.750L+0.45OW +0.60D+0.70E +0.60D+0.70E D Only +D+L +0.60D+0.70E 13-24 0.6007 -0.05336 -0.01633 -0.03532 0.9171 -0.01942 Max . +D+0.750L+0.45OW D Only D Only D Only +D+0.750L+0.45OW O Only 13-24 0.03532 -0.9171 -0.3335 -0.6007 0.05336 -0.2810 Min D Only +D+0.750L+0.45OW +D+0.750L+0.45OW +D+0.750L+0.45OW D Only +D+0.750L+0.45OW 14-15. -1.255 0.1949 0.4563 13.242 0.02109 0.4209 Max +0.60D+0.70E +D+L +D+L +D+L +0.60D+0.70E +D+L 14-15 -13.242 -0.02109 -0.08169 1.255 -0.1949 -0.01321 Min +D+L +0.60D+0.70E +0.60D+0.70E +0.60D+0.70E +D+L +0.60D+0.70E 14-25 2.422 -0.1131 -0.05736 -0.01507 1.085 -0.07159 Max +D+L D Only D Only +0.60D+0.70E +D+0.750L+0.450W D Only Page 17 of 32 Mendenhall Engineering 14146 Skunk Hollow Rd r . Red Bluff, CA 96080 (530)529-3258 (530)200-5245 Project Title: Witt 36x100 Engineer: Bill Mendenhall Project Descr:Steel Structure Description: Witt 36x100 with 25' Bays, 13' Columns - 2nd - -0.6742 14-25 0.01507 -1.085 -0.5622 Min +0.600+0.70E +D+0.750L+0.450W +D+0.750L+0.450W 14-26 13.925 0.1112 0.3058 Max +D+L +D+L +D+L 14-26 0.3604 -0.01496 -0.06961 Min +0.60D+0.70E +0.60D+0.70E +0.60D+0.70E 15-16 -1.126 0.000942 -0.003381 Max +0.60D+0.70E +0.60D+0.70E +0.60D+0.70E 15-16 -14.585 -0.03971 -0.2176 Min +D+L +D+L j. +D+L 15-26 0.3191 0.01255 0.01601 Max +0.60D+0.60W, _rte _. +0.60D+0.70E • +0.60D+0.70E Project ID:2016SB16 Printed: 30 JUN 2017, 12:08AM -2.422 0.1131 -0.6742 +D+L D Only +D+0.750L+0.450W -0.3604 0.01496 0.2759 +0.60D+0.70E ,+0.60D+0.70E +D+L -13.925 -0.1112 -0.008673 +D+L +D+L +0.60D+0.70E 14.585 - ,0.03971 0.05871 +D+L +D+L +D+L 1.126 -0.000942 0.006570 +0.60D+0.70E +0.60D+0.70E D Only 0.9893 0.1086 0.01750 .. +D+L _ .. _ +D+L +0.60D+0.70E , 7 t ' L 1 • 1 t 1 •" • • y a • r, Page 18 of 32 , ,.Mendenhall Engineering 14146 Skunk Hollow Rd Red Bluff, CA 96080 ` (530)529-3258 (530)200-5245 Project Title: Witt 36x100 Engineer: Bill Mendenhall Project Descr.Steel Structure ~ Description : Witt 36x100 with 25' Bays, 13' Columns - 2nd Extreme Member End Forces Only Load Cc " -- - - Member " 1 " End Forces + Alt 9eintier Labe I , •Axial " Shear Moment Shear f k + k. ! 15-26 �• ' Min ' -15127; - Max-. 15-27 Min 16-17 Max 16-17 ' Min ,16127 Max 16-27' Min 16-28 Max' 16-28 Min . 17-18' Max i 17-18 'Min 17-28 Max 17-28 Min `17-29 _- Max ' 17-29 Min "18-19 Max - 18 -19' Min 18-29 Max 18-29 Min 'I 19-20 Max ' -19-20, Min' " 19-29' Max 19-29 Min ' - 19-30 Max 19-30 Min 2-6 Max 2-6 Min 20-21 Max 20-21 'Min - 20-30 Max 20-30 Min • ' .r `-u.aoa3 ► +D+L T4-' 11.739 +D+L .-0.4128 +0.60D+0.60W -0.9584 +0.60D+0.70E ' �••'-13.430 +D+L • 1*1.909 +D+0.750L+0.450W 0.1648 D Only +, -0.210 J` D Only -2.413 +D+0.750L+0.450W ` .'-0.7680 +0.60D+0.70E • ` ; -11.436 +D+L' 3.561 +D+0.750L+0.450W 0.3135 +0.60D+0.70E -0.3652 +0.60D+0.70E •' '-4.128 +D+0.750L+0.450W � . =0:7677 +0.60D+0.70E -11.436 +D+L 0.006260 +0.60D+0.70E -0.09324 . +D+L -0.8450 +0.60D+0.70E -13.430 +D+L 0.2679 +0.60D+0.60W ' --3.827 r +D+L: A3.312 ' +D+L '„ -0.2193 +0.60D+0.60W L 9.077 +D+0.750L+0.450W 0.9731 D Only -0.8322 +0.60D+0.70E �J- -14.585 +D+L 0.3763 +0.60D+0.60W , -1.877 +D+L Page 19 of 32 ` • -0.1086 -0.1451 . . +D+L +D+L .0.000665 0.000578 +0.60D+0.70E +0.60D+0.70E 70.007598 -0.05822 +D+L +D+L -0.001798 -0.01211 D Only +0.60D+0.70E ' 10.02231 -0.1144 +D+0.750L+0.450W +D+0.750L+0.450W 0.02430 '0.04960 +D+0.750L+0.450W +D+0.750L+0.450W '• 0.002110 , ' 0.004346 +0.60D+0.70E ' +0.60D+0.70E +D 0.010 0.01282 , +D+0.750L+0.450W +D+0,750L+0.450W +D 0.000684.0.000613 +0.60D+0.70E +0.60D+0.70E -0.003256 -0.007313 +0.60D+0.70E +0.60D+0.70E -0.04662 -0.1075 ' +D+L +D+L 0.02899 0.07120 +D+0.750L+0.450W +D+0.750L+0.450W ' 0.002459 ' 0.006245 +0.60D+0.70E . +0.60D+0.70E +D 0.003315 - 0.009086 +D+0.60W +0.60D+0.60W +D •.0000390 '-0.001365 , D Only +D+L 0.04662 ' ' 0.07901 +D+L ,' '+D+L 0.003003 -'0.004897 +0.60D+0.70E +0.60D+0.70E 0.005509. ' 0.01483 +0.60D+0.60W `' +0.600+0.60W 0.00.0 ,"+D+0.750L '+D+0.750L 0.01607 -0.005016 +D+L• rt+ D Only -0.004278 ` -0.04482 +0.60D+0.60W + +D+L ' 0.003183 0.009273 +0.60D+0.60W +D+0.60W -0.000352 0.000153 +D+L D Only -0.000907 '-0.001546 +0.60D+0.60W +0.60D+0.60W -0.02522 -0.06401 +D+L• r. + +D+L . 0.1695'.: 0.4166 +0.60D+0.70E +0.60D+0.70E -0.08277-0.1789 +D+L - • +D+L +D 11-0.03971 ' -0.000737 +D+L +0.60D+0.70E 0.004444 �'-0.05871 D Only +D+L -0.000342 '' 0.001282 +0.60D+0.70E +0401)+0.60W -0.007642 '-0.005639 +D+L 1a.: +D+L „ , •.Project ID:2016SB16 Printed: 30 JUN 2017, 12:08AM • 1.1 oinations giving maximum values are listed Member' "" J " End Forces 1 Axial Shear Moment k k k -ft -u.slal +0.60D+0.60W - 0.4128 +0.60D+0.60W -1.739 +D+L 13.430 +D+L 0.9584 +0.60D+0.70E 0.1648 D Only '-1.909 +0.750L+0.450W - 2.413 +0.750L+0.450W 0.210 D Only 11.436 +D+L 0.7680 +0.60D+0.70E -0.3135 +0.60D+0.70E -3.561 +0.750L+0.450W 1 4.128 +0.750L+0.450W f' 0.3652 +0.60D+0.70E • 1~1:436 +D+L +0.60D+0.70E 0.09324 +D+L 0.006260 +0.60D+0.70E 13:430 " ' +D+L '0.8450 +0.600+0.70E 4 3.827 +D+L -0.2679 +0.60D+0.60W ` 0.2193 +0.60D+0.60W -3.312 +D+L -0.9731 D Only -9.077 +0.750L+0.450W 14.585 +D+L 0.8322 +0.60D+0.70E ,1.877 +D+L -0.3763 +0.60D+0.60W +0.60D+0.70E -0.007598 • • . +D+L -0.000665 +0.60D+0.70E 0.02231 +D+0.750L+0.450W 0.001798 D Only ' • -0.002110 +0.60D+0.70E ' --0.02430 +D+0.750L+0.450W -0.000684 +0.60D+0.70E ''- -0.010 +D+0.750L+0.450W 0.04662 +D+L 0.003256 +0.60D+0.70E 4-0.002459 +0.60D+0.70E -0.02899 +D+0.750L+0.450W -.0000390 , D Only -0.003315 • +D+0.60W -0.003003 +0.60D+0.70E -0.04662 +D+L .p 0.0 +D+0.750L =0.005509 +0.60D+0.60W t 0.004278 +0.60D+0.60W -0.01607 +D+L 0.000352 " +D+L -0.003183 +0.60D+0.60W 0.02522 ti• +D+L 0.000907 +0.60D+0.60W '0.08277 •+ : +D+L -0.1695 +0.60D+0.70E ' -0.004444 , D Only -0.03971 +D+L 1410.007642 +D+L 0.000342 +0.60D+0.70E +D+L 0.01524 +D+L 0.001705 D Only 0.04482 , +D+L -0.009895 +0.60D+0.60W 0.04759 +D+0.750L+0.450W 0.004093 +0.60D+0.70E 0.05385 +D+0.750L+0.450W 0.003944 +0.60D+0.70E -0.005713 +0.60D+0.70E -0.07901 +D+L 0.08333 +D+0.750L+0.450W 0.006860 +0.60D+0.70E 0.01676 +D+0.60W 0.000459 D Only 0.1075 +D+L 0.007117 +0.60D+0.70E 0.02192 +0.60D+0.60W '' • 0.0 +D+0.750L 0.1091 ` +D+L -0.000863 +0.600+0.60W 0.01554 +0.60D+0.60W -0.004105 I +D+L -0.002592 +0.60D+0.70E -0.07039 +D+L 0.3172 +0.60D+0.70E -0.1795 +D+L 0.2176 +D+L 0.02435 D Only -0.002138 +0.60D+0.70E -0.04529 +D+L• Mendenhall Engineering 14146 Skunk Hollow Rd Red Bluff, CA 96080 (530)529-3258 (530)200-5245 Project Title: Witt36x100 Engineer: Bill Mendenhall Project ID: 2016SB16 F. Project Descr: Steel Structure ' Page 20 of 32 Printed: 30 JUN 17, 12:OaAM Frame � K' w Description: Witt 36x100 with 25' Bays, 13' Columns - 2nd Extreme Member End Forces Only Load Combinations giving maximum values are listed Member " I " End Forces Member " J " End Forces 9ember Labe Axial Shear Moment t •' Axial - Shear Moment k k k -ft k k k -ft 20-31 1.473 • 0.001707 0.003951 .0.3105 0.02253 0.002877 Max +D+L +0.60D+0.60W +0.60D+0.60W +0.60D+0.60W +D+L +0.60D+0.60W 20-31 -0.3105 -0.02253 -0.04475 -1.473 -0.001707 -0.04535 Min +0.60D+0.60W +D+L +D+L +D+L +0.60D+0.60W +D+L 21-22 -0.5231 -0.02181 1-0.04710 113.242 0.1949 -0.05106 Max +0.60D+0.70E D Only D Only +D+L +D+L D Only 21-22 • -13.242 -0.1949 -0.4209 0.5231 0.02181 -0.4563 Min +D+L +D+L +D+L +0.60D+0.70E D Only +D+L 21-31 1 1.843 0.007598 0.05822 .-0.1945 -0.000850 0.001935 Max +D+0.750L+0.45OW +D+L +D+L D Only D Only +0.60D+0.60W 21-31 • 0.1945 0.000850 0.006515 • -1.843 -0.007598 -0.01524 Min D Only D Only D Only +D+0.750L+0.45OW +D+L +D+L 21-32 -0.1107 0.1086 0.1451 . , - 1.085 -0.01215 0.1447 Max D Only. +D+L +D+L +D+0.750L+0.45OW D Only +D+L 21-32 -1.085 0.01215 0.016240.1107 -0.1086 0.01619 Min +D+0.750L+0.45OW D Only D Only D Only +D+L D Only 22-23 0.7477 -0.02497 -0.000853 0.4064 0.2931 -0.03661 Max +0.60D+0.60W D Only D Only +D+L +D+0.750L+0.5250E D Only 22-23 -0.4064 -0.2931 -0.1043 70.7477 0.02497 -0.3562 Min • , +D+L +D+0.750L+0.5250E +D+0.70E +O.60D+O.60W 1 D Only +D+0.750L+0.5250E 22-32 _. 13.925 -0.01244 -0.03422 .-1.509 0.1112 -0.03087 Max +D+L D Only D Only +0.60D+0.70E +D+L D Only 22-32 1.509 -0.1112 -0.3072 - -13.925 0.01244 -0.2759 Min +y0.60D+0.70E +D+L +D+0.750L+0.45OW +D+L D Only +D+L 22-33 2.422 1.011 0.5126 -0.2104 0.1086 0.6398 Max +D+L +D+L +D+L +0.60D+0.60W +0.60D+0.70E +D+L 22-33 0.2104 -0.1086 -0.08375 -2.422 -1.011 -0.04002 Min +0.60D+0.60W +0.60D+0.70E +0.60D+0.70E +D+L +D+L +0.60D+0.70E 23-34 0.3156 0.4769 0.1459 - 0.3984 0.6402 0.1736 Max • +D+L +D+L +D+L +0.60D+0.70E +0.60D+0.70E +D+L 23-34 -0.3984 -0.6402 -0.2705 -0.3156 -0.4769 -0.1585 Min +0.60D+0.70E +0.60D+0.70E +0.60D+0.70E +D+L +D+L +0.60D+0.70E 24-25 1.055 .0.2990 0.2810 -0.03323 0.6473 0.1060 Max +D+0.750L+0.45OW +D+0.750L+0.45OW +D+0.750L+0.45OW D Only +D+L +0.60D+0.70E 24-25 0.06148 0.01775 , , 0.01942 -0.8176 -0.1560 -0.5576 Min D Only D Only D Only +D+0.750L+0.45OW +0.60D+0.70E +D+L 25-26 2.587 1.324 1.197 -0.1346 1.148 -0.05762 Max +D+0.750L+0.45OW +D+0.750L+0.45OW +D+L D Only +D+0.750L+0.450W +0.60D+0.70E 25-26 0.2258 0.07260 .0.01997 •-1.821 0.08845 -0.7195 Min D Only +0.60D+0.70E +0.60D+0.70E +D+0.750L+0.45OW +0.60D+0.70E +D+0.750L+0.45OW 26-27 14.583 1.060 0.5732, -1.297 1.141 -0.04518 Max +D+L +D+0.750L+0.45OW +D+0.750L+0.45OW +O.60D+0.70E +D+0.750L+0.45OW +0.60D+0.70E 26-27 - 1.345 0.07260 0.04880 ".,-13.872 0.07088 -0.7452 Min +0.60D+0.70E +0.60D+0.70E +0.60D+0.70E +D+L +0.60D+0.70E +D+0.750L+0.45OW 27-28 15.874 1.10 0.6826 -1.172 1.101 -0.04817 Max +D+L +D+0.750L+0.45OW +D+0.750L+0.45OW +0.60D+0.70E +D+0.750L+0.45OW +0.60D+0.70E 27-28 1.219 0.06930 0.03791 - -15.163 0.07417 -0.6851 Min +0.60D+0.70E +0.60D+0.70E +0.60D+0.70E , +D+L +0.60D+0.70E +D+0.750L+0.45OW 28-29 14.640. 0.9808 0.5647 -0.9938 1.155 -0.06361 Max +D+L +D+L +D+L 1+0.60D+0.70E +D+L +0.60D+0.70E 28-29 1.042 0.06546 0.03737 -13.924 0.07791 -0.9313 Min +0.60D+0.70E +0.60D+0.70E +0.60D+0.70E . +D+L +0.60D+0.70E +D+L 29-30 13.924 1.155 0.9313 --0.9240 0.9808 0.01880 Max . +D+L +D+L +D+L +0.60D+0.70E . +D+L +0.60D+0.60W 29-30 0.8760 0.03926 0.06144 -14.640 -0.006932 -0.5647 Min +0.60D+0.70E +0.60D+0.60W +0.60D+0.70E +D+L +0.60D+0.60W +D+L 3-4 0.0 0.0 0.0�_ 0.0 0.0 0.0 Max +D+L D Only D Only D Only +D+0.750L+0.5250E D Only 3-4 0.0 0.0 0.0 �, ? 0.0 0.0 0.0 Min D Only +D+0.750L+0.5250E +D+0750L+0.5250E +D+L D Only +D+0.750L+0.5250E 3-7 8.696 0.1957 0.4607 0.9833 -0.009262 0.3866 Max .+D+L +D+0.750L+0.5250E +D+0.750L+0.5250E +0.60D+0.70E D Only +D+0.750L+0.5250E Page 20 of 32 Mendenhall Engineering Project Title: Witt 36x100 14146 Skunk Hollow Rd Engineer: Bill Mendenhall Project ID:2016SB16 Red Bluff, CA 96080 ~� Protect Descr.Steel Structure (530) 529-3258 (530) 200-5245 '} Prfnled: 30 JUN 2017, 12:08AM 2-DFrame ' ` > `r r , ' '� .;•tip �• f •. G , t.tKW-06011151 Description: Witt 36x100 with 25' Bays, 13' Columns - 2nd Extreme Member End Forces Only Load Combinations giving maximum values are listed ,• ^ ".," z • Member " I " End Forces " `� '' '� ' ; ' Member," J " End Forces { 9emtier L'abE I • '741-rAxial `'•' + -Shear ti�•�'•' '''Momentt� # f'�� ;'Axial Shead'.., Moment r 47 , k k + k ft , r k ,. k r, k-ft , 13-7• * :: -0.9833 0.009262 • 0.02002 8.696 - - -0.19571 0.02009 fMin a i' M '- +0.60D+0.70E + ' + D Only - D Only I +D+L • ' +D+0.750L+0.5250E D Only '30-31 '�' ' 'v` 15.163 1.0754) F 0.6804 -0.9121 ' 1.062 " -0.01694 .Max ,�1 q 1 +D+L .. +D+L I) +D+L +O.60D+0.70E I �� '? +D+L 1 1 +0.60D+0.60W '30-31 : r. 0.8644 0.009355) -0.01194 -15.874 0.023061. 1 -0.6548 Min :,'ft +0.60D+0.70E',- + +0.60D+0.60W +0.60D+0.60W +D+L "+ +0.60D+0.60W i ? +Dtl_ • 31-32 ,'313.872 1.114-- 2. 0.7154 -0.6130 E 1.023.,.y 0.02569 •Max r• L +D+L +D+L 1P • +D+L' +0.60D+0.70E ^ +D+L1'1 +0.60D+0.60W 31-32 :. <» 0.5653 0.02518 -'0.01212 I -14.583 ` ! i ,�{ 0.007235 - -0.5229 Min VL. +0.60D+0.70E +0.60D+0.60W '+0.60D+0.60W +D+L - , _- 0.60D+0.60W i +D+L 32-33 1.1.202 ' + 1.085 t '•`' ' 0.6541 0.7555 : M 1.314.=► -0.1158 Max ~' .t 1 :9 +D+L : +D+Lt. +D+L' I +0.60D+0.70E • ; +D+L +0.60D+0.60W 32-33 0.8103 J • -0.01265,t ` '* -0.03030 -2.018 ° 0.04882 -1.197 Min c• +0.60D+0.70E +0.60D+0.60W •, . +0.60D+0.60W +D+L ' -,+0.60D+0.60W I +D+L 33-34 ? : "::' 0.2969 ` 0.6531 + ' 0.5576 0.730 '` ` r 0.1586 0.1585 Max : " r1 +D+L +D+0.750L+0.5250E •% ' +D+L' +0.60D+0.70E +D+L , +0.60D+0.70E 33-34 C'. -0.7470 0.07243 'r ' ' 0.06240 -0.5494 '' `' ' -0.1888' -0.1736 Min +0.60D+0.70E D Only ; _1 D Only +D+L 'k t3 '.+0.60D+0.70E • _ •+D+L 14-8 ..5. , r-t2.350 0.1952 -•1' 0.4599 -0.1609 z ' --0.009195 0.3851 'Max .+D+0.750L+0.5250E +D+0-750L+0.5250E C +D+0.750L+0.5250E D Only + D Only l +D+0.750L+0.5250E .418 " * 0.1609 0.009195 t' ° 110.01992 -2.350 f -0.1952 0.01989 1 Min . r ' D Only D Only k D Only +D+0.750L+0.5250E +D+0.750L+0.5250E, D Only 5-6 0.000111 0.4474: t' 0.3368 0.002083 0.9190 0.3343 Max +0.60D+0.70E * +D+L,, '' +D+D i +D+L ';'t+0.60D+0.70E _ +D+L ,5-6 1-0.002083 -0.9190 ' 1' '-0.6893- -0.000111 3 -0.4474.,, -0.6892 Min r +D+L +0.60D+0.70E +0.60D+0.70E ` +0.WD+0.70E + ' r +D+L +0.60D+0.70E -5-9 ;'c + nl0.9908 `0.1696; +" 0.3721 0.6262 0.08426 t' 0.3620 Max %- +D+L +0.60D+070E %.'+0.601D+0.70E ° +0.60D+0.70E .? +D+Lt,- +0.60D+0.70E 5=9 0.6262 - -0.08426 ' _ -0.1590 -0.9908 = -0.1696'r -0.2058 Min :a +0.60D+0.70E +D+L 5 +D+L +D+L "` %'+0.60D+0.70E .+D+L '6-10 ti. •t 9.143 0.1694 r• 0.3719 i -1.023 - : 0.08069 0.3615 (Max +D+L t +0.60D+0.70E 1). +0.60D+0.70E D Only r. +D+L : +0.60D+0.70E 6-10 -!* VI "•1.023 -0.08069 ' 1- � •-0.1548 i -9.143 -0.1694 ' -0.1946 Min t, D Only + - +D+L 1 +D+L +D+L • �' :-+ +0.601D+0.70E +D+L .7-11 " 9.143 0.1939 �" 0.4071' 0.004264 ' •Z -0.009029 .1 0.4323 Max ' ( +D+L w +D+0.750L+0.5250E +• +D+0.750L+0.5250E i +0.600+0.70E * ` D Only +D+0.750L+0.5250E 7-11 _ '-0.004264 0.009029 0.01732. -9.143 '' -0.1939 � 0.02178 (Min a +0.60D+0.70E D Only ', D Only 1 +D+L +D+0.750L+0.5250E;,7) D Only 7-8 -0.000233 -0.050061 ' P-0.03741' 0.002083 1.060 �' -0.03769 Max ! r ! . D Only - 'D Only s D Only +D+L' +D+0.750L+0.5250E D Only 7-8 0.002083 -1.060 -0.7938 0.000233 t 0.05006 -0.7959 `Min ? 1,1 +D+L +D+0.750L+0.5250E +D+0.750L+0.5250E ` D Only IF D Only', +D+0.750L+0.5250E 18-12 . 1.290 0.1970 0.4108 i -0.1109 ►: t -0.009428. 0.4420 Max : s .f +D+0.750L+0.5250E +D+0.750L+0.5250E '1 +D+0.750L+0.5250E t D Only ' A D Only ") +D+0.750L+0.5250E &12 0.1109 0.009428.? - ''0.01780 ' ' -1.290 ` .11� -0.1970 0.02303 Min - i t4, : D Only ,D Only +1'' D Only , +D+0.750L+0.5250E ' +D+0.750L+0.5250E i D Only 9-10 F 0.01382 .0.4520., 0.3303 0.000640 'c 0.92271,? 0.3477 Max ^ +D+L +D+L Be -t +D+L +0.60D+0.70E .• .,„, +0.60D+0.70E f+D+L • 9-10 ?-0.000640 -0.9227 - -'" -0.6915 l- -0._01382 • 1? -0.45201- -0.6925 , Min : - �' +0.60D+0.70E y' - • ; • +0.60D+0.70E ' +0.60D+0.70E 1 +D+L t0 • +D+L l­' +0.60D+0.70E 49-13 =' 1'+� :'> 0.7299- " j ' 0.1689 ' '•' 10.3295 -0.06029 n r 0.07043. 0.4036 1Max r 1+0+0.750L+0.45OW +0.60D+0.70E f -'+0.60D+0.70E o DOnly •:-' 6 +D+L•.,1 +0.60D+0.70E 19-13 -'+ 0.06029 ' -0.07043 - , " -0.1245 1 -0.7299 '�'r: -0.1689 = y -0.1812 Min D Only +D+L +D+L +D+0.750L+0.45OW +0.60D+0.70E +D+L Member Stress Checks... Stress Checks per AISC 360-10 & NDS 2012 Memberl Section Material Max. Axial + Bending Stress Ratios Max. Shear Stress Ratios Label Label I load Combination Ratio Status Dist (ft) I Load Combination Ratio Status Dist (ft) 1-2 Group Steel +o.60D+0.70E 0.000 PASS 1,50 +0.60D+0.70E 0.000 PASS 0.00 1-5 Group Steel +0.60D+0.70E 0.317, PASS 0.00 +0.60D+0.70E 0.025 PASS 0.00 10-14 Group Steel +D+L 0.694 PASS 4.34 I +0.60D+0.70E 0.025 PASS 0.00 Page 21 of 32 4+• '' s , " r• 1 Mendenhall Engineering Project Title: Witt36x100 14146 Skunk Hollow Rd Engineer: Bill Mendenhall Project ID:2016SB16 Red Bluff, CA 96080 Project Descr.Steel Structure (530) 529-3258 (530) 200-5245 Printed: 30 JUN 2017, 12:OaAM T 2-D Frame 4 ;.fix Description: Witt 36x100 with 25' Bays, 13' Columns - 2nd Member Stress Checks... Stress Checks per AISC 360-10 & NDS 2012 Member Section +U+U.IOUL+U.aZaut Max. Axial + Bending Stress Ratios Max. Shear Stress Ratios Label Label Material Load Combination Ratio Status Dist (ft) Load Combination Ratio Status Dist (ft) 11-1Z Group Steel +U+U.IOUL+U.aZaut U.004 rrH55 U.UU +U+U./OVL+U.OZOVt U.1bb FJA55 U.UU 11-22 Group Steel +D+0.750L+0.5250E 0.748 PASS 4.34 +D+0.750L+0.5250E 0.030 PASS 0.00 12-23 Group Steel +0+0.750L+0.5250E 0.317 PASS 4.34 +D+0.750L+0.5250E 0.027 PASS 0.00 13-14 Group Steel +D+L 0.130 PASS 0.00 .+O+L 0.020 PASS 0.00 13-24 Group Steel +0+0.750L+0.450W 0.241 PASS 0.00 +D+0.750L+0.450W 0.133 PASS 0.00 14-15 Group Steel +D+L 0.567 PASS 0.00 •+D+L 0.018 PASS 0.00 14-25 Group Steel +D+0.750L+0.450W 0.510 PASS 1.14 +D+0.750L+0.450W 0.158 PASS 0.00 14-26 Group Steel +D+L 0.782 PASS 0.00 +D+L 0.010 PASS 0.00 15-16 Group Steel +D+L 0.528 PASS 0.00 +D+L 0.004 PASS 0.00 15-26 Group Steel +D+L " 0.119 PASS 0.00 +D+L 0.016 PASS 0.00 15-27 Group Steel +D+L 0.102 PASS 0.00 +D+L 0.001 PASS 0.00 16-17 Group Steel +D+L 0.456 PASS 0.00 +D+0.750L+0.45OW 0.002 PASS 0.00 16-27 Group Steel +D+0.750L+0.450W 0.085 PASS 0.00 +D+0.750L+0.45OW 0.004 PASS 0.00 16-28 Group Steel +D+0.750L+0.450W 0.085. PASS 6.66 +D+0.750L+0.45OW 0.001 PASS 0.00 17-18 Group Steel +D+L 0.393 PASS 0.00 +D+L 0.004 PASS 0.00 17-28 Group Steel +D+0.750L+0.450W 0,288 PASS 5.33 +D+0.750L+0.450W 0.004 PASS 0.00 17-29 Group Steel +D+0.750L+0.450W 0.093 PASS 7.78 +13+0.60W 0.000 PASS 0.00 18-19 Group Steel +D+L 0.393 'PASS 4.00 +D+L 0.004 PASS 0.00 18-29 Group Steel +D+0.60W 0.015 PASS 6.67 +0.60D+0.60W 0.001 PASS 0.00 19-20 Group Steel +D+L ' 0.456 PASS 4.00 +D+L 0.001 PASS 0.00 19-29 Group Steel +D+L 0.079 PASS 7,78 ,+0.60D+0.60W 0.000 PASS 0.00 19-30 Group Steel +D+L 0.264 PASS 5.33 +D+L 0.004 PASS 0.00 2-6 Group Steel +D+L 0.596 PASS 4.33 +0.60D+0.70E 0.025 PASS 0.00 20-21 Group Steel +D+L 0.528 PASS 4.00 +D+L 0.004 PASS 0.00 20-30 Group Steel +D+L 0.068 PASS 6.66 +D+L 0.001 PASS 0.00 20-31 Group Steel +D+L 0.070 PASS 4.00 +D+L 0.003 PASS 0.00 21-22 Group Steel +D+L 0.567 PASS 4.50 +D+L 0.018 PASS 0.00 21-31 Group Steel +D+L 0.102 PASS 0.00 ..+D+L 0.001 PASS 0.00 21-32 Group Steel +D+L 0.119 PASS 0.00 +D+L 0.016 PASS 0.00 22-23 Group Steel +D+0.750L+0.5250E 0.136 PASS 1.50 +D+0.750L+0.5250E 0.027 PASS 0.00 22-32 Group Steel +D+L 0.782 PASS 0.00 +D+L 0.010 PASS 0.00 22-33 Group Steel +D+L 0.488: PASS 1.14 +D+L 0.147 PASS 0.00 23-34 Group Steel +0.600+0.70E 0.194 PASS 0.00 +0.60D+0.70E 0.093 PASS 0.00 24-25 Group Steel +D+L 0.227 PASS 1.57. +D+L 0.062 PASS 1.57 25-26 Group Steel +D+L 0.498 PASS 0.00 +D+0.750L+0.450W 0.121 PASS 4.75 26-27 Group Steel +D+0.750L+0.450W 0,907 PASS 4.22 +D+0.750L+0.45OW 0.118 PASS 4.22 27-28 Group Steel +D+L 0.941 PASS 4,22 +D+0.750L+0.45OW . 0.114 PASS 4.22 28-29 Group' Steel +D+L 0.975 PASS 4,22 +D+L 0.115 PASS 4.22 29-30 Group Steel +D+L 0.894 PASS 0.00 +D+L 0.104 PASS 0.00 3-4 Group Steel +D+0.750L+0.5250E 0.000 PASS 0.00 +0+0.750L+0.5250E 0.000 PASS 0.00 3-7 Group - Steel +D+L 0.696' PASS 4.33 +D+0.750L+0.5250E 0.028 PASS 0.00 30-31 Group Steel +D+L 0.965 PASS 4.22 +D+L 0.107 PASS 4.22 31-32 Group Steel +D+L 0.867 PASS 4.22 +D+L 0.103 PASS 4.22 32-33 Group Steel +D+L 0.620 PASS 4.75 +D+L 0.131 PASS 4.75 33-34 Group Steel +D+L 0.216 PASS 0.00 +D+0.750L+0.5250E 0.059 PASS 0.00 4-8 Group Steel +D+0.750L+0.5250E 0.381 PASS 0,00 +D+0.750L+0.5250E 0,028 PASS 0.00 5-6 Group Steel +0.60D+0.70E . 0.473 PASS 0.00 +0.600+0.70E 0.133 PASS 0.00 5-9 Group Steel +0.60D+0.70E 0.268 ' PASS 0.00 +0.60D+0.70E 0.025 PASS 0.00 6-10 Group Steel +D+L - 0.630 PASS 4.33 +0.60D+0.70E 0.025 PASS 0.00 7-11 Group Steel +D+0.750L+0.5250E 0.636. PASS 4.33 .+D+0.7501 -+0.5250E 0.028 PASS 0.00 7-8 Group Steel +D+0.750L+0.5250E 0.546 PASS 1.50 +D+0.750L+0.5250E 0.154 PASS 0.00 8-12 Group Steel +D+0.750L+0.5250E 0.339 PASS 4.33 +D+0.750L+0.5250E 0.029 PASS 0.00 9-10 Group Steel +0.60D+0.70E 0.475 PASS 1.50 -+0.60D+0.70E .0.134 PASS 0.00 9-13 Group, Steel +0.60D+0.70E 0,285 41 PASS 4.34 +0.60D+0.70E 0.025 PASS 0.00 4: Page 22 of 32 r Mendenhall Engineering `' r Project Title: Witt 36x100 F ` ." ` 14146 Skunk Hollow Rd `' P , r - ' Engineer: Bill Mendenhall Project ID2016SB16 Red Bluff, CA 96080 Project Descr: Steel Structure ; (530)529-3258 (530)200-5245 ] - Printed: 30 JUN 2017, 12:08AM ..•. i /g"!�'� trflrf i r -� s r', AYE+, �hr1 SfY �: 'ytu dun: "�`z�ti-- 4� :tG' .';t ({• - F t., 't r'1e 4V.!•,? t 7 M '24D, Frameu.l X�k.z,4 ��ix,..K , ..,'sir I..s�+.L?;:. r i1 4{::V a fFjt� ti~` .)tf, ritN��iv. - -- r - Description : Witt 36x100 with 25' Bays, 13' Columns - 2nd - ' .. !•,i •yf': NTL .'i J. .11' ' +-♦ V+..�f 1. -+ '� ' ',a• ._.•fin.. 0 ... r a '•a ' 0. 0 0.669W5160kff a 0.5160kff ..: y' i r - �: 4• + _' •' iii�i ' s�iiiii6i �� `• 0. 70kff a 0.8670k I -_0.5160kff a 0.5160kff 0. �70kff a 0.8670k /�� o`r W �` T• - �a0.5160kttff a 00..51�60kff t F -4v TV 0S670kif -> 0.8670kHb 0.5160k8 a 0.5160kff v v- Y gt�, •• ti'r 0.8670 > 0. 0.51k1f a 0.5160kt! ' o / 7 X: E(0.5) 41� / / / �o� X: • 34'I •044-- - —•-45 — — 16------•-1-�- -. 18— --46--19--- o m g-• 10 ' ;� r• -t1 12 1 -5- • 6 .. -7--• 8 p• '.,i- F .. ,Y to . 1L,. t " '... 1. L•• '�.. I, Page 23 of 32 Mendenhall Engineering 14146 Skunk Hollow Rd r Red Bluff, CA 96080 . • (530)529-3258 (530)200-5245 ral, Foo Description: Witt 36x100 Footing Project Title: Witt 36x100 Engineer: Bill Mendenhall Project ID:2016SB16 Project Descr: Steel Structure _ r, r Printed: 30 JUN 2017, 4:40AM Code References sh `u.... Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 `1,z-: 3eneral Inforriiation _; ry. _'._ 4 _: � �. ✓ r ------- = - --- -- - Material Properties Soil Design Values f : Concrete 28 day strength = 2.50 ksi Allowable Soil Beari = 1.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight ' = Yes Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 150.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.0 ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = 0.0 ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = 0.0 ft Min. Overturning Safety Factor = 1.0 :1 Min. Sliding Safety Factor = 1.0 :1 .Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears # :Y . _ 0.0 ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than + = 0.0 ft Use Pedestal wt for stability, mom & shear No Dimensions` Width parallel to X -X Axis = 3.0 ft Length parallel to Z -Z Axis = 3.0 ft Z " Footing Thickness = 20.0 in i Pedestal dimensions... px : parallel to X -X Axis = 0.0 in pz : parallel to Z -Z Axis = 0.0 in Height - 0.0 in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Bars parallel to X -X Axis Number of Bars = 5.0 Reinforcing Bar Size = # 5 Bars parallel to Z -Z Axis - ---- Number of Bars = 5.0 Reinforcing Bar Size = # 5 --- Bandwidth Distribution Check (ACI 15.4.4.2) "' .... Direction Requiring Closer Separatio n/a - ms # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads= D Lr L S W E H P: Column Load = 11.013 0.0 0.0 0.0 -3.276 0.0 0.0 k OB: Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.9206 0.0 0.0 k -ft M-zz = 0.0 0.0 0.0 0.0 0.9206 0.0 0.0 k -ft V -x = 0.0 0.0 0.0 0.0 0.3914 0.0 0.0 k V -z = 0.0 0.0 0.0 0.0 0.3914 0.0 0.0 k Page 24 of 32 Mendenhall Engineering r ' ' ., �° 14146 Skunk Hollow Rd ` , Red Bluff, CA 96080 - :t ' (530) 529-3258 (530) 200-5245 Description: Witt 36x100 Footing Project Title: Witt36x100 r - Engineer: Bill Mendenhall Project ID: 2016SB16 Project Descr: Steel Structure , c { Printed. 30 JUN 2017, 4:40AM n DESIGN SUMMARY ;,� , �.»�..1�. ,.:�{. �. ��"------ 1.750 --- - � - . • - 1.474 Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.8423 Soil Bearing 1.474 ksf ', `"' ' " 'r 1.750 ksf +D+0.750L+0.750S+0.5250E+H e PASS 3.067 Overturning -.X-X 3.892 k -ft 11.937 k -ft +0.60D+0.60W+0.60H '• -PASS 3.067. Overturning - Z -Z 3.892 k -ft ;�,'� 11.937 k -ft +0.6013+0.60W+0.60H ' PASS 9.252 Sliding - X -X 0.2348 k 2.173 k +0.60D+0.60W+0.60H . ' PASS 9.252 Sliding - Z -Z 0.2348 k - 1.. , 2.173 k +0.60D+0.60W+0.60H _ " PASS 4.049 • Uplift -1.966 k 7.958 k +0.60D+0.60W+0.60H PASS 0.05057, Z Flexure (+X) 1.927 k -ft 38.112 k -ft +1.40D+1.60H '• PASS 0.05057, Z Flexure (-X)' 1.927 k -ft 1: „ 38.112 k -ft +1.40D+1.60H • PASS 0.05057 X Flexure (+Z) 1.927 k -ft . , 38.112 k -ft , +1.40D+1.601-1 • „ ' PASS 0.05057 X Flexure (-Z) 1.927 k -ft 38.112 k -ft +1.40D+1.60H .. ' PASS 0.01120. 1 -way Shear (+X) 0.8398 psi `'.- 75.0 psi +1.40D+1.601-1 PASS 0.01120 1 -way Shear (-X) 0.8398 psi 75.0 psi +1.4013+1.60H' ' ` "• PASS 0.01120 1 -way Shear (+Z) 0.8398 psi i- F , 75.0 psi +1.4013+1.60H PASS 0.01120 1 -way Shear (-Z) 0.8398 psi 75.0 psi +1.40D+1.60H PASS` 0.06955 2 -way Punching 10.433 psi 150.0 psi +1.40D+1.60H Detailed Restlts, n/a 1.890 '0.4596 0.8720 n/a n/a y 0.498 X -X, +0.60D+0.70E+0.60H 1.750 Soil Bearing 0.0 0.8842 0.8842 n!a Rotation Axis &'• ' . • Xecc Zecc � •. Actual Soil Bearing Stress (W Location Actual / Allow Load Combination:... Gross Allowable (in) Bottom, -Z Top, +Z Left, --X Right, +X - : Ratio X -X, +D+H 1.750 n/a 0.0 1.474 1.474 n/a n/a ' ' 0.842 X -X, +D+L+H 1.750 n/a 0.0 1.474 1.474 n/a n/a 0.842 X -X, +D+Lr+H ;•' 1.750 n/a 0.0 ' 1.474 1.474 n/a' ,' n!a ' 0.842 X -X, +D+S+H 1.750 n/a 0.0 '` '' 1.474 1.474 n/a , > 'n/a 0.842 X -X, +D+0.750Lr+0.750L+H 1.750 n/a 0.0 1:474 1.474 n/a n/a 0.842 X -X, +D+0.750L+0.750S+H 1.750 n/a 0.0 : 1.474 1.474 n/a n/a 0.842 X -X, +D+0.60W+H 1.750 n/a 1.002 1.049 1.462 n/a = n/a 0.835 X -X, +D+0.70E+H 1.750 n/a 0.0 •1.474 1.474 n/a n/a 0.842 X -X, +D+0.750Lr+0.750L+0.450V1 1.750 n/a 0.7205 1.155 1.465 " n!a n/a 0.837 X -X, +D+0.750L+0.750S+0.450W 1.750 n!a 0.7205 r 1:155 1.465 n/a' ; n/a - .. 0.837 X -X, +D+0.750L+0.750S+0.5250E 1.750 n/a 0.0 1.474 1.474 n/a 61 0.842 X -X, +0.60D+0.60W+0.60H 1.750 n/a 1.890 '0.4596 0.8720 n/a n/a y 0.498 X -X, +0.60D+0.70E+0.60H 1.750 n/a 0.0 0.8842 0.8842 n!a n/a 0.505 Z -Z, +D+H 1.750 0.0 n/a ^ '' '_ n/a n/a 1.474 1.474, 0.842 Z -Z, +D+L+H 1.750 0.0 n/a n/a n/a 1.474 1.474 •, 0.842 Z -Z, +D+Lr+H 1.750 0.0 n/a n/a n/a 1.474 • '' 1.474' * 0.842 Z -Z, +D+S+H 1.750 0.0 n/a t ', n/a n/a 1.474 ` 1.474 '�' 0.842 Z -Z, +D+0.750Lr+0.750L+H 1.750 0.0 n/a n/a n/a 1.474 1.474: 0.842 Z -Z, +D+0.750L4-0.750S+H 1.750 0.0 n/a n/a n/a 1.474'-' . 1.474 `• 0.842 Z -Z, +D+0.60W+H 1.750 1.002 n/a n/a n/a 1.049 '1.462 0.835 Z -Z, +D+0.70E+H 1.750 0.0 n/a n/a n/a 1.474 1.474 0.842 Z -Z, +D+0.750Lr+0.750L+0.450A 1.750 0.7205 n/a R w ' n/a n/a 1.155 1.465 '' 0.837 Z -Z, +D+0.750L+0.750S+0.450W , 1.750 0.7205 n/a n/a n/a 1.155 1.465,' 0.837 Z -Z, +D+0.750L+0.750S+0.5250E 1.750 0.0 n/a n/a n/a 1A74 .1.474 0.842 Z -Z, +0.60D+0.60W+0.60H 1.750 1.890 n/a n/a n/a 0.4596 0.8720 0.498 Z -Z, +0.60D+0.70E+0.60H , , . 1.750 - ; ^ 0.0 n/a , • n!a n/a , 0.8842 i • 0.8842 0.505 Rotation Axis & • ,' -- -- , _ r, . . `Load Combination... Overturning Moment Resisting Moment Ratio "Status ' __ X -X, +D+H ', None 0.0 k -ft _Stability Infinity �. OK X -X, +D+L+H' ; : 'None 't ''" ' 0.0 k -ft - '' Infinity _ OK X -X, +D+Lr+H �- ' 'None r �' , ; 0.0 k -ft Infinity OK X -X, +D+S+H ,; -,None 0.0 k -ft ; y Infinity .• , OK X -X, +D+0.750L40.750L+H' - None r'. - 0.0 k -t Infinity' ' ' ' OK X -X, +D+0.750L+0.750S+H'; ." � "None ''� 0.0 k -ft .Infinity .. ' OK X -X, +D+0.60W+H - t".3.892 k -ft '':r`` 19.895 k -ft -' " 5.111 OK X -X, +D+0.70E+H ` •, *None. "' 0.0 k -ft ` Infinity OK X -X, +D+0.750Lr+0.750L+0.450\A , y.2.919 k -ft ' 19.895 k -ft 6.815 ` OK X -X, +D+0.750L+0.750S+0.450W 2.919 k -ft . '�`" ' '' 19.895 k -ft 6.815 OK Page 25 of 32 Mendenhall Engineering Project Title: Witt 36x100 14146 Skunk Hollow Rd Engineer: Bill Mendenhall Project ID: 2016SB16 Red Bluff, CA 96080 Project Descr.Steel Structure (530) 529-3258 (530) 200-5245 Printed: 30 JUN 2017, 4:40AM I. Footing s 'A Description: Description : Witt 36x100 Footing OvertumingStab�hty Rotation Axis & ` +Z Bottom 0.432 Min Temp % Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X -X, +D+0.750L+0.750S+0.5250E None 0.0 k -ft Infinity OK X -X, +0.60D+0.60W+0.60H 3.892 k -ft 11.937 k -ft 3.067 OK X -X, +0.60D+0.70E+0.60H None 0.0 k -ft Infinity OK Z -Z, +D+H None 0.0 k -ft Infinity OK Z -Z, +D+L+H None 0.0 k -ft Infinity OK Z -Z, +D+Lr+H None 0.0 k -ft Infinity OK Z -Z, +D+S+H None 0.0 k -ft Infinity OK Z -Z, +D+0.750Lr+0.750L+H None 0.0 k -ft Infinity OK Z -Z, +D+0.7501-+0.750S+H None 0.0 k -ft Infinity OK Z -Z, +D+0.60W+H 3.892 k -ft 19.895 k -ft 5.111 OK Z -Z, +D+0.70E+H None 0.0 k -ft Infinity OK Z -Z, +D+0.750Lr+0.750L+0.450" 2.919 k -ft 19.895 k -ft 6.815 OK Z -Z, +D+0.750L+0.750S+0.450W 2.919 k -ft 19.895 k -ft 6.815 .. OK Z -Z, +D+0.750L+0.750S+0.5250E None 0.0 k -ft Infinity OK Z -Z, +0.60D+0.60W+0.60H 3.892 k -ft 11.937 k -ft 3.067 OK Z -Z, +0.60D+0.70E+0.60H None 0.0 k -ft Infinity OK Slid ing,Stability 1 } E ,i " 0.432 Min Temp % All units k Force Application Axis Load Combination... _ Sliding Force Resisting Force Stability Ratio Status X -X, +D+H 0.0 k 4.354 k No Sliding OK X -X, +D+L+H 0.0 k 4.354 k No Sliding OK X -X, +D+Lr+H 0.0 k 4.354 k No Sliding OK X -X, +D+S+H 0.0 k t 4.354 k No Sliding OK X -X, +D+0.750Lr+0.750L+H 0.0 k 4.354 k No Sliding OK X -X, +D+0.750L+0.750S+H 0.0 k 4.354 k No Sliding OK X -X, +D+0.60W+H 0.2348 k 3.764 k 16.029 OK X -X, +D+0.70E+H 0.0 k 4.354 k No Sliding OK X -X, +D+0.750Lr+0.750L+0.450W+H 0.1761 k 3.912 k 22.209 OK X -X, +D+0.750L+0.750S+0.450W+H 0.1761 k 3.912 k 22.209 OK X -X, +D+0.750L+0.750S+0.5250E+H 0.0 k 4.354 k No Sliding, OK X -X, +0.60D+0.60W+0.60H 0.2348 k 2.173 k 9.252 OK X -X, +0.60D+0.70E+0.60H 0.0 k 2.762 k No Sliding OK Z -Z, +D+H 0.0 k 4.354 k No Sliding OK Z -Z, +D+L+H 0.0 k 4.354 k No Sliding OK Z -Z, +D+Lr+H 0.0 k 4.354 k No Sliding OK Z -Z, +D+S+H , 0.0 k 4.354 k No Sliding OK Z -Z, +D+0.750Lr+0.750L+H 0.0 k 4.354 k No Sliding OK Z -Z, +D+0.750L+0.750S+H 0.0 k 4.354 k No Sliding OK Z -Z, +D+0.750L+0.750S+0.450W+H 0.1761 k 3.912 k 22.209 OK Z -Z, +D+0.750L+0.750S+0.5250E+H 0.0 k f 4.354 k No Sliding OK Z -Z, +0.60D+0.60W+0.60H 0.2348 k 2.173 k 9.252 OK Z -Z, +0.60D+0.70E+0.60H 0.0 k 2.762 k No Sliding OK Z -Z, +D+0.60W+H 0.2348 k 3.764 k 16.029 OK Z -Z, +D+0.70E+H 0.0 k 4.354 k No Sliding OK Z -Z, +D+O 750Lr+0 750L+0 450W+H 0.1761 k 3.912 k 22.209. OK Footing:Flexure: i Mu Flexure Axis &Load Combination Mu Side Tension As R d ' Gvrn. As Actual As Phi'Mn Status Surface in^2Q• in"2 in A2 k -ft X -X, +1.40D+1.60H 1.927 +Z Bottom 0.432 Min Temp % 0.5167 38.112 OK X -X, +1.40D+1.60H 1.927 -Z Bottom 0.432 Min Temp % 0.5167 38.112 OK X -X, +1.20D+0.501 -r+1.601-+1.601- 1.652 +Z Bottom 0.432 Min Temp % 0.5167 38.112 OK X -X, +1.20D+0.50Lr+1.60L+1.601- 1.652 -Z Bottom 0.432 Min Temp % 0.5167 38.112 OK X -X, +120D+1.60L+0.50S+1.60H 1.652 +Z Bottom 0.432 Min Temp % 0.5167 38.112 OK X -X, +1.20D+1.60L+0.50S+1.60H 1.652 -Z Bottom 0.432 Min Temp % 0.5167 38.112 OK X -X, +1.20D+1.60Lr+0.50L+1.601- 1.652 +Z Bottom 0.432 Min Temp % 0.5167 38.112 OK X -X, +1.20D+1.60Lr+0.50L+1.6% 1.652 -Z Bottom 0.432 Min Temp % 0.5167 38.112 OK X -X, +1.20D+1.60Lr+0.50W+1.60 1.578 +Z Bottom 0.432 Min Temp % 0.5167 38.112 OK X -X, +1.20D+1.60Lr+0.50W+1.60 1.316 -Z Bottom 0.432 Min Temp % 0.5167 38.112 OK X -X, +1.20D+0.50L+1.60S+1.60H 1.652 +Z Bottom 0.432 Min Temp % 0.5167 38.112 OK X -X, +1.20D+0.50L+1.60S+1.60H 1.652 -Z Bottom 0.432 Min Temp % 0.5167 38.112 OK Page 26 of 32 Mendenhall Engineering , - r 4 ; Project Title: Witt 36x100 14146 Skunk Hollow Rd Engineer: Bill Mendenhall Project ID:2016SB16 Red Bluff, CA 96080 . - • - - Project Descr.Steel Structure 4 - (530) 529-3258 (530) 200-5245 Printed: 30 JUN 2017, 4:40AM Description: Witt 36x100 Footing Footing Flexure' t h * . 'Flexure Axis 8 Load Combination • ' •Mu . Side' Tension As Req'd Gvrn. As Actual As Phi*Mn ^ Status k -ft Surface in^2 in^2 in^2 k -ft X -X, +1.20D+1.60S+0.50W+1.601 1.578 +Z Bottom 0.432 Min Temp % 0.5167 38.112 = .. OK X -X, +1.20D+1.60S+0.50W+1.601 -1.316 -Z Bottom 0.432 Min Temp % 0.5167 38.112 ." OK X -X, +1.20D+0.50Lr+0.50L+W+1. 1.505 +Z Bottom 0.432 Min Temp % 0.5167 38.112 r ' OK X -X, +1.20D+0.50Lr+0.50L+W+1. 0.9804 -Z Bottom 0.432 Min Temp % 0.5167 38.112 OK X -X, +1.20D+0.50L+0.50S+W+1.1 1.505 +Z Bottom 0.432 Min Temp % 0.5167 38.112 OK X -X, +1.20D+0.50L+0.50S+W+1.1 0.9804 -Z Bottom 0.432 Min Temp % 0.5167 38.112 OK X -X, +1.20D+0.50L+0.20S+E+1.6 1.652 +Z Bottom 0.432 Min Temp % 0.5167 38.112 OK X -X, +1.20D+0.50L+0.20S+E+1.6 1.652 -Z Bottom 0.432 Min Temp % 0.5167 38.112 OK X -X, +0.90D+W+0.90H 1.092 +Z Bottom 0.432 Min Temp % 0.5167 38.112 OK X -X, +0.90D+W+0.90H 0.5674 -Z Bottom 0.432 Min Temp % 0.5167 38.112 OK X -X, +0.90D+E+0.90H 1.239 +Z Bottom 0.432 Min Temp % 0.5167 38.112 OK X -X, +0.90D+E+0.90H 1.239 -Z Bottom 0.432 Min Temp % 0.5167 38.112 OK Z -Z, +1.40D+1.60H 1.927 -X Bottom 0.432 Min Temp % 0.5167 38.112 " OK Z -Z, +1.40D+1.60H 1.927 +X Bottom 0.432 Min Temp % 0.5167 38.112 OK Z -Z, +1.20D+0.50Lr+1.60L+1.60F 1.652 -X Bottom 0.432 Min Temp % 0.5167 38.112 OK Z -Z, +1.20D+0.50Lr+1.60L+1.60F 1.652 +X Bottom 0.432 Min Temp % 0.5167 38.112 OK Z -Z, +1.20D+1.60L+0.50S+1.60H 1.652 -X Bottom 0.432 Min Temp % 0.5167 38.112 OK Z -Z; +1.20D+1.60L+0.50S+1.60H 1.652 +X Bottom 0.432 Min Temp % 0.5167 38.112 OK Z -Z, +1.20D+1.60Lr+0.50L+1.60F 1.652 -X Bottom 0.432 Min Temp % 0.5167 38.112 OK Z -Z, +1.20D+1.60Lr+0.50L+1.60F 1.652 +X Bottom 0.432 Min Temp % 0.5167 38.112 OK Z -Z, +1.20D+1.60Lr+0.50W+1.60 1.316 -X Bottom 0.432 Min Temp % 0.5167 38.112 OK Z -Z, +1.20D+1.60Lr+0.50W+1.60 1.578 +X Bottom 0.432 Min Temp % 0.5167 38.112 OK Z -Z, +1.20D+0.50L+1.60S+1.60H 1.652 -X Bottom 0.432 Min Temp % 0.5167 38.112 OK Z -Z, +1.20D+0.50L+1.60S+1.60H 1.652 +X Bottom 0.432 Min Temp % 0.5167 38.112 OK Z -Z, +1.20D+1.60S+0.50W+1.601 1.316 -X Bottom 0.432 Min Temp % 0.5167 38.112 OK Z -Z, +1.20D+1.60S+0.50W+1.601 1.578 +X Bottom 0.432 Min Temp % 0.5167 38.112 OK Z -Z, +1.20D+0.50Lr+0.50L+W+1. 0.9804 -X Bottom 0.432 Min Temp % 0.5167 38.112 OK Z -Z, +1.20D+0.50Lr+0.50L+W+1. 1.505 +X Bottom 0.432 Min Temp % 0.5167 38.112 OK Z -Z, +1.20D+0.50L+0.50S+W+1.f 0.9804 -X Bottom 0.432 Min Temp % 0.5167 38.112 OK Z -Z, +1.20D+0.50L+0.50S+W+1.E 1.505 +X Bottom 0.432 Min Temp % 0.5167 38.112 OK Z -Z, +1.20D+0.50L+0.20S+E+1.6 1.652 -X Bottom 0.432 Min Temp % 0.5167 38.112 OK Z -Z, +1.20D+0.50L+0.20S+E+1.6 1.652 +X. Bottom 0.432 Min Temp % 0.5167 38.112 OK - Z -Z, +0.90D+W+0.90H 0.5674 -X Bottom 0.432 Min Temp % 0.5167 38.112 OK Z -Z, +0.90D+W+0.90H 1.092 +X Bottom 0.432 Min Temp % 0.5167 38.112 OK Z -Z, +0.90D+E+0.90H 1.239 -X Bottom 0.432 Min Temp % 0.5167 38.112 OK Z -Z +0 90D+E+0 90H 1.239 +X Bottom 0.432 Min Temp % 0.5167 38.112 OK firQneWayShea_r'�-";. Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status_ +1.40D+1.60H • 0.84 psi 0.84 psi 0.84 psi 0.84 psi 0.84 psi 75.00 psi 0.01V 0.00 +1.20D+0.50Lr+1.60L+1.60H 0.72 psi 0.72 psi 0.72 psi 0.72 psi 0.72 psi 75.00 psi 0.01 0.00 +1.20D+1.60L+0.50S+1.60H 0.72 psi 0.72 psi 0.72 psi 0.72 psi 0.72 psi 75.00 psi 0.01 0.00 +1.20D+1.60Lr+0.50L+1.60H 0.72 psi 0.72 psi 0.72 psi 0.72 psi 0.72 psi 75.00 psi 0.01 0.00 +1.20D+1.60Lr+0.50W+1.60H 0.55 psi 0.71 psi 0.55 psi 0.71 psi 0.71 psi 75.00 psi 0.01 0.00 +1.20D+0.50L+1.60S+1.60H 0.72 psi 0.72 psi 0.72 psi 0.72 psi 0.72 psi 75.00 psi 0.01 0.00 +1.20D+1.60S+0.50W+1.60H 0.55 psi 0.71 psi 0.55 psi 0.71 psi 0.71 psi 75.00 psi 0.01 0.00 +1.20D+0.50Lr+0.50L+W+1.60H 0.38 psi 0.71 psi 0.38 psi 0.71 psi 0.71 psi 75.00 psi 0.01 0.00 +1.20D+0.50L+0.50S+W+1.60H 0.38 psi 0.71 psi 0.38 psi 0.71 psi 0.71 psi 75.00 psi 0.01 0.00 +.1.20D+0.50L+0.20S+E+1.60H 0.72 psi 0.72 psi 0.72 psi 0.72 psi 0.72 psi 75.00 psi 0.01 0.00 +0.90D+W+0.90H 0.20 psi - 0.53 psi 0.20 psi 0.53 psi 0.53 psi 75.00 psi 0.01 0.00 +0 90D+E+0 90H054 psi 0.54 psi 0.54 psi 0.54 psi 0.54 psi 75.00 psi 0.01 0.00 Two Way Punching $hear;N' *£ y, All units k .,.,, ...X.... .. Load Combination... Vu Phi*Vn Vu / Phi*Vn Status_ +1.40D+1.60H 10.43 psi 150.00psi 0.06955 OK +1.20D+0.50Lr+1.60L+1.60H 8.94 psi 150.00psi 0.05962 OK +1.20D+1.60L+0.50S+1.60H 8.94 psi 150.00psi 0.05962 OK +1.20D+1.60Lr+0.50L+1.60H 8.94 psi 150.00psi 0.05962 OK +1.20D+1.60Lr+0.50W+1.60H 7.83 psi 150.00psi 0.05223 OK +1.20D+0.50L+1.60S+1.60H 8.94 psi 150.00psi 0.05962 OK +1.20D+1.60S+0.50W+1.60H 7.83 psi 150.00psi 0.05223 OK +1.20D+0.50Lr+0.50L+W+1.60H 6.73 psi 150.00psi 0.04484 OK Page 27 of 32 1,- i Mendenhall Engineering 14146 Skunk Hollow Rd ' Red Bluff, CA 96080 (530)529-3258 (530)200-5245 Project Title: Witt36x100 Engineer: Bill Mendenhall Project Descr: Steel Structure Project ID:2016SB16 0 Printed: 30 JUN 2017. 4:40AM Description: Witt 36x100 Footing Wo -Way Punching Shear H4 aR'ttY All units k Load Combination... Vu Phi*Vn ' Vu / Phi*Vn Status_ +1.20D+0.50L+0.50S+W+1.60H 6.73 psi 150.00psi 0.04484 OK +1.20D+0.50L+0.20S+E+1.60H 8.94 psi 150.00psi 0.05962. ' OK +0.90D+W+0.90H 4.49 psi .. 150.00psi 0.02993 OK +0.90D+E+0.90H 6.71 psi 150.00psi 0.04471 - OK Page 28 of 32 ir . . 71 ` ' /..,LIG"mr ^. n GAGE STRUCTURAL INS11TUT-,.,E'* � ` SIMPLE SPAN LOAD TABLES FORCEES' | ^ | `.. I Load is allowable total load that can be supported by the section. the weight of the section has not been subtracted from' 'these values. 2 Allowable loads have been calculated in accordance with the 1966 edition of AISI specifications. These values are valid only if the compression flange it adequately supporled laterally. For special conditions such as imembiirs with laterally unsup- ported sections and nonuniform bay spacings contaa an LGSI member to obtain allowable loads. Allowable loads assurne the U$6 of plates or clips at supports which will effectively transfer support loads dir6ctly to the web -of the member. If sections are to bear directly on the su pp . otts, the sections must -be checl d lo"r w e -b' crippling � Refer to the sample calculations. 4 D on values are the amount of deflection that occurs -when the ful I allowable load is ipplied. For applications with sp6cial deflection requirements it may be necessary tomodity the allowable loads. Reterto arnples 6t how to seledt se ions for wind loads'. ECTION SPAN LOAD OEFL REACT SECTION SPAN LOAD bEFL REACT' 8 X 2 C, FT. LBIFT IN KIPS 8 X 2�. ;5C Fr LB/Fr IN KIPS 16FGA 276 .62 1.65 16 GA' 12, .14 28 51 3.35 20 130 1.59 1.30 1.92 30 5 i.87 140 24 i05 2.48 1.26 24 Its 2.46 i.41 is 100 3.3a 1.40 30 7 3.87 `.. I Load is allowable total load that can be supported by the section. the weight of the section has not been subtracted from' 'these values. 2 Allowable loads have been calculated in accordance with the 1966 edition of AISI specifications. These values are valid only if the compression flange it adequately supporled laterally. For special conditions such as imembiirs with laterally unsup- ported sections and nonuniform bay spacings contaa an LGSI member to obtain allowable loads. Allowable loads assurne the U$6 of plates or clips at supports which will effectively transfer support loads dir6ctly to the web -of the member. If sections are to bear directly on the su pp . otts, the sections must -be checl d lo"r w e -b' crippling � Refer to the sample calculations. 4 D on values are the amount of deflection that occurs -when the ful I allowable load is ipplied. For applications with sp6cial deflection requirements it may be necessary tomodity the allowable loads. Reterto arnples 6t how to seledt se ions for wind loads'. www.strongtie.com >> Home > Products > Anchor Systems > Mechanical Anchors > Titen HD > Load Tables TITEN HD° Heavy Duty Screw Anchor for Cracked and Uncracked Concrete: Shear Loads in Normal -Weight Concrete MID Size ill Embed Critical Critical, ,` E, :Shear load < tc4 A q M . : io: 8'i14 Depth Edge Spacing y^ 1"42000; si ry • _ t'c Z 3000 Os f i 4000:psi (mm) Dia. t In: Dist Dist.,;: , (13.8111Pa) Concrete .. (20..7 MPa) Concrete(27:6 MPa) Concrete (mtnj .'In-Ulllmate:'"Std Dev,• Allowable Allowab)e Ullimati'( Sid,Ogv. Allowablel' (mm) (mm) °itis: (M) lbs. (kN)> _ IbS: (kN) '.;lbs. (kN)`:. r: lbs. (kN)'; ' Ibs.;(kN) 2% Ci 6,353 1,585 1,665 1,740 % a/a (70) 6 (28.3) _ (7.1) (7.4) _ - (7J) 3% 6,377 1,006 1,595 1,670 1,740 , (9.5) (114) (152) (95) (28.4) (4.5) (7.1) 7.4) - - (7.7) 2'h' 6,435 ' 1,605. 2 050 9 987 t/2 ti : 8 9,324;f 1,285 ` 2;3 2��j(j x(9.1).,.' y :2.7 '. (44'.4)'(7.8) 13 027 :. ' 597 3;255 35/e a t�2 : ' w (12:7) ., "(92) (152) .(203) r(41 5) ., .(5.7) (t0. (12.4} :, 57.9 (14.5) T.5' `1,245 - 2,830 -' 3,2.555) . (12:6}14 (146 . 2%. 7,745 1,940 2,220 9,987 2,495 34.5) _ 8.61 (9.9) 44.4 - 11.1) 8,706 1,830 2,175 3,415 18,607 1,650 4,650 5/8 5 714 10 (15.9) r(41/s (191) (254) (38.7) (8.1) (9.7) (15.2) (82.8) (7.3) (20.7) 12,498 2.227 3,125 3,890 4,650 (55.6) (9.9) (13.9) (17.3) _ - (20.7) 7,832: f :. 1;960 x•2,415:; 11 460 .. �, 2,865 v: (70) 34.8. 8.i �. 10.7) ::: (510} : 12.7) 9/a g/4i 4'/i 9 ' 12 -11 222 2,900-1 , 2,805 4 490 ' 241.680, 2 368 6,170 - (19:1) (117j (229) (305) t ,_(.,499. (129).> ..'(12.5 (20.0) y. 1098) . (10.5 (27:4) k, /4 s 793 19,793, 3 547 050 f ` ``t 5,560. '_ (24 7) r . 24 680 109 8) ; 795 ' ..(3 5) ; ` 170 27:9 r� 1. The allowable loads listed are based on a safety factor of 4.0. 2. Refer to allowable load -adjustment factors for spacing and edge distance. 3. The minimum concrete thickness is 1 1/2 times the embedment depth. 4. Tension and Shear loads for the Titen HD anchor may be combined using the elliptical interaction equation (n=5/3). Allowable load may be interpolated for concrete compressive strengths between 2000 psi and 4000 psi. Printed February 12, 2016 from http://www.strongtie.com/products/anchorsystems/mechanicaVtiten-hd/loads_conc shear.htmi © 2015 Simpson Strong -Tie Company Inc. Page 30 of 32 a v www.strongtie.conn r e >> Home > Products > Anchor Systems > Mechanical Anchors > Den HD > Load Tables TITEN H D® Heavy Duty screw Anchor for Cracked and Uncracked -Concrete: Tension Loads in Normal -Weight Concrete Size "Drill Emlied Cntical a Critical r:`:,.. s A.:.t ' Vin'` 7enslanLoad ' in. It Depth Edge Spaiang YCz 2000 psi,< 1'C 23000 psf $ , i'� z 4000 psi (mm) t Dia,. in , Dist Oist ,(13.8 MPa) Concrete. (20`-7MPa)'Concrete "(27.6 MPa) Concrete',,,,; { (mm► (mm) Ultimate $td Dev. Al!mgole Allowable Std.Oev. Allowable' _._� , n�kx-, Ibs,(kN 2% 4,297 +.._• 1,075 1,315 ff 1,550 3/8 s(70) /e 3 6 19.1) .. 4.8) 5.8) _ (6.9) 3'/. 7,087 { 347 1,770 2,115 9,820 1,434 2,455 (9.5) (76) (152) (95) (31.5) - f (11.5)' (7.9) 9.4) 43.7) (6.4) (10.9) ..rr .. 2a/� y 4,610 �, a' . _ "T;155 1,400;* t ''6 580. 4 1;645 4,�/t/t' r ;(70) 4+ i- _ ' 8 (205)'4(29.3) 7;413 412 " 1 855` 2,063 270 ` 10,742 600 (7:3 ` 35/e (12:7)' ..r (92) (102),*(203) (330 (18) (83 ;° 101 478 27). x2;685 11:9) , x� i r .5-1/. x� h.10 278 z +297 ,''. 2 570 3 240. �:15 640 i '„ 2,341 °. r 3 910 (13) `.. 1i:4)'..: 144 1. ..'69.6) -%. .10.4)>i' '17:4).x,, 23/4 4,610_ 1,155 1.400 6,580 1,645 (70) (7.0.5) (5.1) (6.2) (29.3 _ (7.3) % �s 4'/e 5 10 8,742 615 2,185 2,630 12,286 1,604 3,070 (15.9) (105) (127) (254) 1 (38.9) (2.7) (9.7) (11.7) (54.7) (7.1) 13.7 53/4 12,953 1,754 3.240 3,955 18,680_ 4,670 (146) (57.6) (7.8) (14.4) (17.6) (83.1) - 20.8) , .a. x „ma 3 4 , ` „.1405.:` �6580' 5Li'_- 70) 20 8) ? } 512) ': 6 3) F:> " (29.3 g/or ja x 6 R 12 `4�/;' "(117. '"10 340 ' # 1 096 2 585 3 470, ;', 17 426. Y . 1 591 •• 4355` (19.1)' t (152) (305) 460)..(1.1:5, ._ : .(154 . 775 7.1);_� .. 19;4) , a 7,65 F141,016 3,440 4,055, g 18,680 1:1,743 41670 r fir; f13 (53/a (5.3146 180) £ 831). ; (7 8),:... . (20.8) r 1. The allowable loads listed are based on a safety factor of 4.0. 2. Refer to allowable toad -adjustment factors for spacing and edge distance. 3. The minimum concrete thickness is 1 1/2 times the embedment depth. . 4_ Tension and Shear loads for the Titen HD anchor may be combined using the elliptical interaction equation (n=5/3). Allowable load may be interpolated for concrete compressive strengths between 2000 psi and 4000 psi. a Printed January 4, 2016 from hftp://www.strongtie.com/products/anchorsysterrs/mechanicaittiten-hd/loads_conc tension.html © 2015 Simpson Strong -Tie Company Inc. ' t t Page 31 of 32 ; { NOMINAL BOLT BODY SHEAR DIAMETER AREA, SQ IN GR 2 1/4" 0.04908 2,179.2 A307A & B 1,766.9 GR 5 / A325 3,533.8 GR 8 / A440 4,417.2 5/16' 0.07669 3,405.0 2,760.8 5,521.7 6,902.1 3/8' 0.11044 4,903.5 3,975.8 7,951.7 9,939.6 7/16" 0.15033 6,674.7 5,411.9 10,823.8 13,529.7 1/2' 0.19634 8,717.5 7,068.2 14,136.5 17,670.6 9/16' 0.24850 11,033.4 8,946.0 17,892.0 22,365.0 5/8" 0.30679 13,621.5 11,044.4 22,088.9 27,611.1 3/4• 0.44178 19,615.0 15,904.1 31,808.2 39,760.2 7/8' 0.60132 21,647.5 21,647.5 43,295.0 54,118.8 1• 0.78539 28,274.0 28,274.0 56,548.1 70,685.1 11/8" 1 0.99401 1 35,784.4 1 35,784.4 62,622.6 89,460.9 11/4' 1.22718 44,178.5 44,178.5 77,312.3 1 110,446.2 DEFINITIONS: > > > > Ultimate Tensile Strength, UTS - PSI - Lbs/Square Inch Ultimate Shear Strength, USS- PSI USS = .6 X UTS Body Shear Area, BSA - Square Inches Single Shear Strength, SSS - lbs SSS = USS X BSA NOMINAL BOLT DIAMETER 1/4" GR 2 74,000 _ A307A 8, B 60,000 GR 5 / A325 120,000 GR 8 / A490 150,000 5/16' 74,000 60,000 120,000 150,000 3/8' 74,000 60,000 120,000 150,000 7/16" 74,000 60,000 120,000 150,000 1/2' 74,000 60,000 120,000 150,000 9/16' 74,000 60,000 120,000 150,000 5/8' 74,000 60,000 120,000 150,000 3/4' 74,000 60,000 120,000 150,000 7/8' 60,000 60,000 120,000 150,000 1" 60,000 60,000 120,000 150,000 11/8" 60,000 60,000 1 105,000 1 150,000 11/4" 60,000 60,000 1 105,000 1 150,000 TODAY, THAT LITTLE "n" MEANS BIG THINGS! 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(�: :..... :.: r. 3 % �(.. } :�. r .. :�: k 7 ,, r. - - r'-' . } _ - _.._........._....._.. _................... ....... . . ._ % - . t;� Assessor's Parcel Number: �T D .�r 0 Q/ 0 — : Q; Q Scale: 1" _ ,'. 1.4e Owner; Name % X4 Gr.` L= ­ . . r :_ * �. 11 ( Address /-Phone No. 2 _L y SS -z --4-,-"f l � L=y%' �'-. Q� `i L .� i -, . ( Sitfa e Location, S Contact: - Name ,.��1 -� - Ga%/�� Phone �T � . x1442 . �A v - - _ . - '� i FOR OFFICE USE ONLY pN,x 0 . . Zoning: o General Plan Desig: - ' . Size, Acres - - . 4.00" PROVIDE FOR ALL ADJACENT PARCELS- `- SIZE (AC): ZONING: GEN PLAN: USES: RESPONSE TO IST SUBMITTAL Prepared by Bill Mendenhall & Larry Turner Please see BOLD text after each correction notice for resolution to the issue. June 2, 2017 Larry Turner P.O. Box 188 Red Bluff, CA 96080 Assessor Parcel Number: 041-110-072 Building Permit Number: B17-0852 Plan Check #1 Description: 36' x 100' Open Steel Building Occupancy Classification: U Construction Type: Not specifed Stories: 1 Fire Sprinklers: No Building Total Area: U @ 3600 sf Thank you for submitting permits for your building project. The permit documents have been reviewed and comments are listed below. Please respond in writing to each comment. Complete and clear responses will expedite the re -check and approval of this project. Please provide two revised plan sets with your response. STRUCTURAL COMMENTS: 1. Please clarify the Risk Category and wind speed required for design of this structure. The seismic calculations indicate Risk Category II and the wind design calculations indicate "Structural Category H" but the wind pressures acting on the structure were calculated based on 100 mph wind speed. Risk Category II structures; require design for 110 mph wind in California. Please coordinate. Reran model using 110 mph (not 100 mph). See revised calculations MecaWind Pro printout pages 9 & 10 of calculations package. 2. Please revise the wind design calculations to use the correct enclosure classification per ASCE/SEI 7-10 Section 26.10. The wind design calculations provided model an enclosed building but the proposed building is an open structure. Reran model as open structure (not enclosed). See revised ✓ calculations MecaWind Pro printout pages 9 & 10 of calculations package. 3. Please indicate whether or not siding will be applied over the south end wall framing. / Yes, wall panels are covered with metal siding. See added note to Sheet 2 and Sheet 5, Detail 1/5. l/ 4. The design wind force for open buildings shall not be less than 16 psf multiplied by the area Af per ASCE/SEI 7-10 Section 27.4.7. Used 16 psf Wind pressure on panel wall calculations for connections. See pages 5 and 6 of calculations package for panel wall connections. Also added Sheet 5 which is paneled end and details. 5. Please indicate the type of seismic force resisting system(s) used for design of the structure and verify the corresponding design coefficients and factors from ASCE/SEI 7-10 Table 12.2-1. It appears a frame system resists lateral forces in the short direction and cantilevered columns are intended to resist seismic forces in the long direction. Page 8 of the structural calculations indicates a Response Page 1 of 2 modification Factor of 8 was used but an R value of -1.25 is required for steel ordinary a cantilevered column systems. Reran Seismic calculations using R = 1.25. New calculations show seismic load of 4.01 kips (up from 1.00 kips). See pages 7 & 8 of the calculations package for updated seismic calculations. 6. The calculations for the pole footings embedded in soil on page 25 show the lateral load at 4.33' above the ground surface but the columns are 13' tall (11.6' to the bottom of the knee braces). Please revise. Please also include earthquake loading in the applied loads. Reran a General Footing / model using new 2-D Frame model output. See pages 24 through 28 for updated footing ✓ calculations and note changes to Sheet 2. The 2-D frame model was run without knee braces. Knee braces are for extra dampening of movement, not required are modeling. 7. Please specify the framing members used to construct the wall panels at the south end wall. Specify connections of the wall panels to each other and to the columns, roof truss, and foundation stem wall. Wall panels and verticals are 2x2 14 GA members. Additional notes -added to new Sheet 5. ✓ See calculations package pages 5 & 6 for wall panel connections calculations. See Sheet 5 for more details of wall panel and center vertical connections. 8. Please provide a detail. of the stemwall footing supporting the south end wall and specify connections of the wall panels�to the stemwall. See new Sheet 5 details. �� 9. Please provide anchor bolt calculations in accordance with the 2016 California .Building Code (CBC) and ACI 31.8-14, Chapter 17. Please specify required anchor bolt size, type, edge distance and embedment depth on the foundation details. The design strength of anchors must equal or exceed the largest required strength calculated from the LRFD load combinations in ACI 318-14 Section 5.3. See added calculations and new Sheet 5. 10. Special inspection is required by CBC Chapter 17 for welds. Please provide a Statement of Special Inspections on the plans and list the special inspections required. The Special Inspector must be employed by the owner and approved by the Butte County Building Division. Please provide the name of the approved Special Inspectors that will be employed to provide each special inspection. Special Inspectors not already approved by the Butte County Building Division must submit a Statement of Qualifications and verification of current ICC (or equivalent) certification for the particular item they will be inspecting. All welding is done at Superior Barns' shop located in Red Bluff, CA. A certified welder will be doing the welding. No special inspection is required. NOTE: Changes in wind and seismic loads resulted in an increase in the footing vertical loads, / shear, and moment. These increased did not change the 2-D frame members, footing size or column connections. The Department of Development Services is currently open to the public from 8:00 am to 3:00 pm. If you wish to discuss these plan check comments, please call during our business hours or contact us by e-mail at the address below. Permit status can be tracked by logging on to http://www.buttecounty.netldds and clicking Building Permits Status. Efrain Ruvalcaba Philo Hunt, P.E. Plans Examiner Plan Check Engineer 530.538.2875 530.538.2130 eruvalcaba@buttecounty.net phunt@buttecounty.net Page 2 of 2 u (t 18" X 18" 2" SQ TUBE -14 GA. 3/16" MIN. WELDS, CORNER FRAME ALL AROUND (TYP-) 2" X 3" X 3/16" U.N.O. ANGLE (TYP.) ��------o- C ° W11124, TITEN HD W/6" MIN. EM5ED (TYP-) ILLI p N LL Q Qr--T- _ O p P .i ° Z u p D I TRUSS ABOVE OF FOOTING 36" SQ FOOTING INTO NATIVE UNDISTURBED SOIL Oa PLAN VIEW (36"SQ.) 18° (TYP.) 3/16" MIN. WELDS, - - PERMIT #BUTTE IS" X IS" 2" SQ TU5E-14 GA. COMER FRAME COUNTY DEVELOPMENT SERVICES ALL AROUND (Tl'P.J i�IEImD FOR UN O. _ DATE BY 6 RAISED PEDESTAL ' I 1 J GRADE ISI 1�LL—J 36" SQ x 20' 5-#5 BAR OCEW '. 3„ p E (TYP.) 2" X 3" X 3/16" ANGL W/I/2"m TITEN ND W/6" MIN. EMBED (TYP.) J z W�p "v O Z 0 C TTYF. FRAME FOOTINGS NOTE: REFER TO SHEET 4 FOR CONCRETE, SOIL, GENERAL NOTES 4 DEFINITIONS III I TYP. PER DETAIL III I 1 SHEET i III I I 6" WIDE X 20" TALL STEMWALL II[A----W/ 20" DEEP FTG ISI UNDER WALL PANEL III I I III I 1 III I I III I 1 LADDER TRUSS/WALL TRUSS. I TRUSS PANEL W/'TTZUSS ABOVE III I I i III 1 I III - i I ill I I 111 I I III I I ' Ill I III I 1 1 j 2" X 3" X 3/16" ANGLE Ill I IS" X l8" I W/1/2" m TITEN HD Ill 2" SQ TU5E-14 G I (TYP.) CORNER FRAME r (TYP. OF 8) I J (TYPE J L J I I U�� >L L � T O r1L O iii X LuEDL M VJ wrrr 08 Fly c� 36889 11k5117 n , 25'-0" FTGJFTG 23'_6" FTG./FTG 23'-6" FTG./FTG; •'L P OF CALIEOR 25'-0" 0/0 OF STEEL 25'-0" 25'-0" ,O/O OF STEEL DRAW WNAKK 36:100 DATE OcLa— 20* ScAlz 1w . r� OB NO. sEaw 1=0UNDATION FLAN one SCALE= Va" . 11-00 OF 4 smxmm m - - PERMIT #BUTTE COUNTY DEVELOPMENT SERVICES i�IEImD FOR C®® COMPI 1AIVCE _ DATE BY I 1 J LL—J ISI 1�LL—J 36" SQ x 20' III III I DEEP FOOTING W/ I 545 BAR EACH WAY III I TYP. PER DETAIL III I 1 SHEET i III I I 6" WIDE X 20" TALL STEMWALL II[A----W/ 20" DEEP FTG ISI UNDER WALL PANEL III I I III I 1 III I I III I 1 LADDER TRUSS/WALL TRUSS. I TRUSS PANEL W/'TTZUSS ABOVE III I I i III 1 I III - i I ill I I 111 I I III I I ' Ill I III I 1 1 j 2" X 3" X 3/16" ANGLE Ill I IS" X l8" I W/1/2" m TITEN HD Ill 2" SQ TU5E-14 G I (TYP.) CORNER FRAME r (TYP. OF 8) I J (TYPE J L J I I U�� >L L � T O r1L O iii X LuEDL M VJ wrrr 08 Fly c� 36889 11k5117 n , 25'-0" FTGJFTG 23'_6" FTG./FTG 23'-6" FTG./FTG; •'L P OF CALIEOR 25'-0" 0/0 OF STEEL 25'-0" 25'-0" ,O/O OF STEEL DRAW WNAKK 36:100 DATE OcLa— 20* ScAlz 1w . r� OB NO. sEaw 1=0UNDATION FLAN one SCALE= Va" . 11-00 OF 4 smxmm m PERMIT # �' / �� �✓�� _ GBU-)FTE COUNTY DEVELOPMENT SERVICES METAL ROOFINGW/ 1 - I R E V I E� �f LED F O R 12 S D, 0 12 11 O.G. 1 IN THE FIELD AND EDGE$ AND • 14 L.T. 0 16" O.C. A SEAMS mr� -..8" FASCIA 3 PURLIN J— (Ty,p-) (81M) 100'-0" OUT TO OLT n TYP, SIDE VIEW CODE OOMPLIANCE I� BY 'i pROFESS/0\ sf9l CIVIL F Of CRLWO - 8 X 2 1/2 14 GA C 8" X 2 I/2" 14 GA. ®3'-6" MAX. URLINSa 3'-6" MAX.PURLINS PER 3r3 TYP. R 3/3 TYP. 1\ Y 6„ TOP CORD d ZE 3�0 3" X 2" TUBE -14 GA. 41— tz y . 41— 2" SGL TUBE -14 GA. BOTTOM CORD RY*i 3" X 2" TU15E-14 GA. 0 t 0 - 18" X 18" 2" $Q TUBE -14 GA 9 NOTE: SEE SHEET 5 FOR to TYP. CORNER FRAME MORE PANEL DETAILS ' SEE ENGINEERING CAL'C � e e GRADE jll-� I } -�-A f , 34'-6 FOOtINCs/FOOtINCs ALL WALL PANELS 6" WIDE X 20" TALLL STEMWALL 2" X 2" TUBE -14 GA W/ 20" DEEP FTG f UNDER WALL PANEL L'1 NORTH ENDAIRI 8 VIEW , r n SOIJlW END/TRLJSS VIEW W/ WALL PANEL AND LADDER TOM PERMIT # �' / �� �✓�� _ GBU-)FTE COUNTY DEVELOPMENT SERVICES METAL ROOFINGW/ 1 - I R E V I E� �f LED F O R 12 S D, 0 12 11 O.G. 1 IN THE FIELD AND EDGE$ AND • 14 L.T. 0 16" O.C. A SEAMS mr� -..8" FASCIA 3 PURLIN J— (Ty,p-) (81M) 100'-0" OUT TO OLT n TYP, SIDE VIEW CODE OOMPLIANCE I� BY 'i pROFESS/0\ sf9l CIVIL F Of CRLWO 8" X 4" X 1/8" EAVE STRUT PLATE C a" X 2 1/2" 14 GA� b/16"m A301 BOLT (TYPa --% ' WELD 1/16" TAB TO 2" HORIZONTAL POST 5/16"Q A301 BOLT A N (TYP.) 24" LONG 2 SQ. TUBE -14 GA. TYP. DIA. BRACE 3AW X 4" PLATE SHOP WELDED TO 2 X - TYP. EA. END 3116" A3011 BOLT TYP. EA. END 1a1l 18" X IS" - 2" SQ. TUBE -14 GA. TYP. CORNER FRAME n END EAVE CONNECTION TOP CORD 311 X 2" TUBE -14 GA. lu .n MAC4NE BOLTS a Io is/I6•#, A3M X83 (TYPi MN. 0830 STIRRUP C8'X2W"14 GA. MORINS a 31-60 MAX C3� TYF. FURL IN CONNECTION NOTE: RER TO £FSWEET 4 FOR CONCRETE, SOIL, GENERAL'NOTES t DEFINITIONS. 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T' ' 12" BUTTE COUNTY DEVELOPMENT SERVICES ?. REVIEWED FOR :.' COPE COMPLIANCE' DATE COLUMN MEMBER 3 BOTTOM CONNECTION 5 Scale: 1'= 1' or REVISIONS E- E- z W W W E-4 C .-i Co Co �y r Drawn By. SDI Mendenhall 14146 Sank Hollow Rd i Red BIuN, CA 96DBD Julyl 2017 F1 11 H I SOUTH END PANEL 1 AND LADDER TRUSS 5 Seale: r= 1' 5/16" A307 BOLT TO VERTICAL MEMBER 2"X2" 15 GA 1/8" FILLET WELD 4"X2"X1/8" PLATE COLUMN MEMBER (2)TOP CONNECTION 5 Scale: 1"= 1' • 4 5 ' 2X2 14 GA 3"X2"X3/16" ANGLE VERTICAL 3/16" FILLET WELD MEMBER TO VERTICAL MEMBER 3/16"0 A307 BOLT (TYP.) 1/2"X6" TITEN ANCHOR „ 6" 3"X2"X3/16" ANGLE 3/16" FILLET WELD 2X2 14 GA TO HORIZONTAL MEMBER HORIZONTAL MEMBER 1/2-X6- TITEN ANCHOR 6" �, i h 2 - #4 REBAR 12" COLUMN MEMBER 5 BOTTOM `CONNECTION 5 Scale: 1` — V 2X2 14 GA PANEL HORIZONTAL MEMBER 2X2 14 GA PANEL _ VERTICAL MEMBER 12" 3"X2"/J" ANGLE WITH A" FILLET WELD TO CENTER 2X2 VERTICAL MEMBER —1/2"X6" TITEN ANCHOR 3/16"0 A307 BOLT (TYP.) TOP VIEW OF (4E)VERTICAL MIDDLE MEMBER 5 Scale: 1"= 1' PERMIT 2 - #4 REBAR .•! T' ' 12" BUTTE COUNTY DEVELOPMENT SERVICES ?. REVIEWED FOR :.' COPE COMPLIANCE' DATE COLUMN MEMBER 3 BOTTOM CONNECTION 5 Scale: 1'= 1' or REVISIONS E- E- z W W W E-4 C .-i Co Co �y r Drawn By. SDI Mendenhall 14146 Sank Hollow Rd i Red BIuN, CA 96DBD Julyl 2017 Sheet 5