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HomeMy WebLinkAboutB16-0425 040-110-005r i STRUCTURAL CALCULATIONS Rancho Job #14-082 Calculation Index: 0 Lateral Analysis =K • Beam Analysis e Footing Analysis Column Analysis Retain Wall Analysis Revision Summar for Airehart Quonset Hut 9873 Esquon Rd Durham, CA Ll -L5 131 — B2 F1 -F2 C1-C3 R1 -R2 Rev. 0 03/02/15 Initial Issue Rev. 1 04/11/16 Revised wind load for open structures. Pages L2, L57 _ R1 -R2. 1f�- . y , .y.• s fit. y��� /fj, �.`►'`�,✓✓ 1PBUTTE T ��► , -�RMEAT SERI iCESJT' n / COUNTY �E�EL�P t .X REVIEWED FOR " E CONIPLIANCE APR 8 2016 SERVICES This calculation package is valid for the project location as listed above only and may not be used or modified for another site without the authorization of Rancho Engineering. Rancho Engineering disclaims responsibility for any structural design not specifically addressed in this calculation package. Calculations and plans are not valid until reviewed and approved by appropriate governmental agencies. Jarrod Holliday, P.E. Civil, Structural, Surveying 5550 Skyway Suite C Paradise CA 95969 (530) 877-3700 Phone/Fax 3/2/2015 Airehart Quonset Hut - Job 14-082 L V Gravity Loads: Roof Dead Load Slope= 10 /12 Roof Live Load Roofing 2.5 psf Framing 4.0 psf Misc. 1.0 psf Total Sloped= 8 psf Total Horiz.= 10 psf Construction 20 psf r 4/7/2016 (Wind Load - ASCE 7-10 Section 27.4.2 Array Specifications Length, L Width, W Height above ground, z Minimum azimith angle Maximum azimith angle Wind Flow Coefficient, Cn Wind Direction, y= 0 Wind Data Wind Direction, y = 0 36.00 ft Exposure Category B 24.00 ft Basic Wind Speed, V 110 mph 13.00 ft Importance Fa cto r,1 0.87 0 deg Gust effect factor, G 0.85 45 deg Directionality factor, Kd 0.85 3.33 0.30 Topographic factor, Kzt 1 -1.20 -12.21 Height & exposure factor, Kz 0.570 -0.10 -1.10 Wind Load, qh 13.06 Ib/ft2 Wind Flow Coefficient, Cn Wind Load, p (psf) Wind Direction, y= 0 Wind Direction,y=180 Wind Direction, y = 0 Load Case Wind Direction, y= 180 Obstructed Flow l Fe Load Case Clear Wind Flow Cnw Cnl Obstructed Cnw Flow Cnl Clear Wind Cnw Flow Cnl Obstructed Cnw Flow Cnl 0 A 1.20 0.30 -0.50 -5.55 -1.20 1.20 3.33 0.30 -0.50 -14862.87 -1.20 -12.21 B -1.10 -0.10 -1.10 -1.11 -0.60 -1.10 45 -0.10 -1.10 -19.98 -0.60 45 A -1.60 -1.80 -1.30 -1.80 2.20 -7.77 2.50 0.80 28.86 -0.90 23.31 B -2.30 -0.70 -1.90 -1.20 2.60 1.40 2.10 0.40 Wind Load, p (psf) Normal Forces, V (lbs) Wind Direction.. y = 0 Wind Direction, y = 180 Panel Angle Wind Direction, y= 0 Wind Direction,y=180 e Tgll Load Case Clear Wind Flow Obstructed Flow Clear Wind Flow Obstructed Flow Cnw Cnl Cnw Cnl Cnw Cnl Cnw Cnl 0 A 13.32 3.33 -5.55 -13.32 13.32 3.33 -5.55 -13.32 -14862.87 B -12.21 -1.11 -12.21 -6.66 -12.21 -1.11 -12.21 -6.66 45 A -17.76 -19.98 -14.43 -19.98 24.42 27.75 8.88 -9.99 B -25.53 -7.77 -21.09 -13.32 28.86 15.54 23.31 4.44 Normal Forces, V (lbs) Wind Direction.. y = 0 Wind Direction, y = 180 Panel Angle Load Case Clear Wind Flow Obstructed Flow Clear Wind Flow Obstructed Flow 0 A 7191.71 -8150.61 7191.71 -8150.61 V vert B -5753.37 -8150.61 -5753.37 -8150.61 45 A -16301.21 -14862.87 22534.03 -479.45 7191.71 B -14383.42 -14862.87 19177.90 11986.19 Forces, V (lbs) Design Force, (Ibs) Wind Direction,y=0 Wind Direction, y= 180 l Load Case Clear Wind Flow Obstructed Flow Clear Wind Flow Obstructed Flow V horiz V vert V horiz V vert V horiz V vert V horiz V vert rAngle A 0.00 7191.71 0.00 -8150.61 0.00 7191.71 0.00 -8150.61 -291.93 B A 0.00 -11526.70 1 -5753.37 -11526.70 0.00 -10509.64 -8150.61 -10509.64 0.00 15933.97 -5753.37 15933.97 0.00 -339.02 -8150.61 -339.02 B -10170.62 -10170.62 -10509.64 -10509.64 13560.82 13560.82 8475.51 8475.51 Design Force, (Ibs) Max Forces, V (Ibs) Clear Wind Flow Obstructed Flow Clear Wind Flow plf Obstructed Flow plf Normal Force +, V 13520.42 11986.19 375.57 332.95 Normal Force -, V -9780.73 -14862.87 -271.69 -412.86 Horizontal, Vh 9560.38 10509.64 265.57 291.93 Down Force, Vd 9560.38 8475.51 265.57 235.43 Uplift, Vu -6916.02 -10509.64 -192.11 -291.93 3/2/2015 Airehart Quonset Hut -Job 14-082 L �( ASCE 7-10 Seismic Loads - Equivalent Lateral Force Procedure Description Symbol Value Source Units Site Class - D Chapter 20 - MCER (short period) SS 0.608 USGS website %g MCER 0 sec period) S, 0.232 USGS website %g Response Modification R 1.5 Table 12.2-1 - Risk Category - 11 Table 1-1 - Importance Factor I l Table 11.5-1 - Strutural Height hn 13.0 - ft Peroid Parameter Ct 0.02 Table 12.8-2 English Peroid Parameter x 0.75 Table 12.8-2 English Long Period TL 16 Figure 22-16 sec Aprx. Fundamental Period Ta 0.137 Section 12.8.2.1 sec Design Spectral Acceleration SDS 0.532 Eq. 11.4-3 %g Design Spectral Acceleration SDI 0.299 Eq. 11.4-4 %g Redundancy Factor p 1.3 Section 12.3.4. - Seismic Response Coefficient Cs 0.355 Section 12.8.1. - Use 0% of Snow Load in the Seismic design. Diaphragm Tributary Area = Dia h. width 1-2: 3G V = p ultimate 111 plf 864 SQFT Sloped Roof @ 10.00 psf V tress = work,ng s 79 plf 0.00 SQFT of Ext. Wall @ 13.00 psf 0.00 SQFT of Int. Wall @ 8.00 psf • _ V = Diaph. width A B 24 ult,mate 166 if P 0.00 SQFT Floor @ 12.00 psf V working stress -- 119 plf W= 8640.0 lbs •iso► � � � � � 4/11/2016 Airehart Quonset Hut - Job 14-082 C Lateral Load Summary Roof Level Wall Line ID 1 2 A B Tribunary Length (FT) 15.0 Seismic Loading (PIf) 79 Wind Loading (plf) 292.0 Seismic Wall Load (kips) 1.19 Wind Wall Load (kips) 4.38 Controaling Load Case Wind 9.0 79 292.0 0.71 2.63 Wind 18.0 18.0 119 119 EE 125.0 125.0 2.14 2.14 2.25 2.25 Wind Wind Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection, Project Title: Engineer: Project Descr: Protect ID: $ 1 Printed: 2 MAR 2015,10:27AM Description : B1 [. 1. "pf':µ 41 V", +.«r .. ..Y .... ,.., w, rn t nr, M'..y - M1�1 4J w•M M'♦i`T •qfM ^M'�� WIT' ,��. coyP8�EKN s � • ., , Y4 � I �Y Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Material -Pro rties Analysis Method: Allowable Stress Design Fb - Tension 1,350.0 psi E: Modulus of Elasticity Load Combination i BC 2012 Fb - Compr 1,350.0 psi Ebend- xx 1,600.0 ksi Fc - Pdl 925.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi p Wood Grade : No -1 Fv 170.0 psi Ft 675.0 psi Density 32.210 pcf Beam Bracing : Completely Unbraced 15) Lr(0.3 , � '.P .• .-r, � r P � '� l..X .: , , -r ,.. y :. ,. . , .. r -... •. .: .. yr'v ': •L -�..y. 'r•- �♦ �• � :�. Q �.:. : Ys i .,YF ! a ' : .: - .. r.2 .. 1. t • .. '. •.�i r. .. .i1 r. N. .-. ..-r . .+., Y,.. -, i �..- -, .. i �.`; r• i-... '•.• #`% e1 .t. '� X J�`u..rr'1 A,•, r•+ � ,,. .P R. rC ii. , t .! ,r. � ., t A:. �.,7 .i s• i •• `.fin:= �a• Y, i j- ., 1, Y. •. -C :: Yr e J '.t W - •. ur • C M l - V y� t` y • •f. - yy r-• j �n r' .Y v� 4 Y34y 1 t V k 1 I r n c • t. 1 k R , 6x10 Span = 12.0 ft ._�,•:/Iw'y ,I.G1 �'n.Lw•. ¢•M rlryY.1-1'a'�J,h./w.v�.M J tA�J"r•+x i.�'tnl int ILJ Slyly �fn 1#Y •Mo' 7•Y'M4•t .•'?�•'1 ai }il• �..' •..' �� Service loads entered. Load Factors will be applied for calculations. A feed Laads Q., 1. •,• II. r r n 1 Beam self weight calculated and added to loads Uniform Load : D=0.150, Lr = 0.30 , Tributary =1.0 ft ,Width I :•rl '�•:w �.••s».. 1.: V!`'^'1('F "rf bT�h'�UV"""1¢:PI.+ f.1'�nm n;�.t w tr Mlr'.It -�� t V[rjSNlllwl til fti '. �r twh Nl�lyh t�A i"1�h a 1� Y ,VIII 71 JT�.d, �•a..J.,,a;,/ .��u•.r1 h..."1«;✓ <' y } �Lti I..f 1 : J Y�J'� ILII I,.l'. In�V.'Al y.y , � O ...: l3ES1GN,-SUMMARY,,.'Bending g ress Ratio - 0.719:1 Maximum Shear Stress Ratio = St MaximumStress 0.325 Section used for this span 6x10 Section used for this span 6x10 fb : Actual - 1,205.43 psi fv : Actual - 69.08 psi FB: Allowable - 1,677.24 psi Fv : Allowable .= 212.50 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span - 6.000ft Location of maximum on span = 0.000 ft Span #where maximum occurs = Span # 1 Span #where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.224 in Ratio= 643 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.345 in Ratio= 417 Max Upward Total Deflection 0.000 in Ratio = 0 <180 .t','.1r RV rM; •'I tyv�.c�'+Y �...MMNAn 'M1.wn•�'4r1'�Irr 'M a Elh...�_�IhA�n'r.'..AV...t nW ^,�+T'••M".� YY.IY�7`y.iI�RVrn Y oC , . r - -. �4- .1"t•'""1'I I�'I;�I �'t"I �ItX'I 'Zh w•' �1 NI '" �"wYty..nl,�'^,; M '»^'"t'.l�;'. , M'I'`�'1r 'I�'+$I1K' t�� dr:r�u Deec J J,� veramum lont 1. � Y'w Y4a c•'>. .. '.' i i;rE.Id Mfw .:' .;,1, y � �0, r r 1Lr;r0, I��I !;",, SJ .Location Load Combination Span Max. "= Defl in Span Load Combination Max. "+" Defl Location in Span +D+Lr+H 1 0.3446 6.044 . 0.0000 0.000 Vertical React Load Combination , w• ( ,.•Y t. r�J •, Overall MAXimum Overall MlNimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H Support 1 0.582 0.970 0.970 2.770 0.970 2.320 0.970 Support 2 2.770 0.582 0.970 0.970 2.770 0.970 2.320 0.970 Support notation : Far left is #1 Values in KIPS Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. —... v%1 t t . n Project Title: Engineer: Project Descr: Project ID: Printed: 2 MAR 2015,10:27AM Description : B1 ri p. i i rro••. i.a r iY'In .,n .rw-�.. ewrM•vM+r M ,PP ry^^r ryI ., •.��,V'ertEcai ��'ac�io��• Yt t '�A''�', x Load Combination +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +0+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only Support 1 Support 2 0.970 0.970 0.970 0.970 2.320 2.320 0.970 0.970 0.970 0.970 0.582 0.582 0.582 0.582 0.970 0.970 1.800 1.800 Support notation : Far left is #1 r Values in KIPS Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Project ID: r/ Printed: 2 MAR 2015,11:28AM Description : F1 n� r�w � r 1 �le.'I` "h,��IM•_.�d �L:Cod$References . .� , Y. . •y cJ�.4y• SVM r E IN�r PI ,J Il,�i, rilj. Wr wq , ,1l. i r " Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 Load Combinations Used: 2012 IBC & ASCE 7-10 xp.t.yr .n,•MI NF�NI�K7? '14 icy.NNh'+R�Y+P'1Y�"'+whnr'.4«..Ilp'M 'JP' 'Tye IG�fneral,'naririation ' 4 A r: N F �{ r it t'N. y I l i, �Ir Y' �,Yv �i 1l rt lJ Ili Pole Footing Shape Circular Footing Diameter .............. 24,0 in FINM`°•° Calculate Min. Depth for Allowable Pressures Lateral Restraint at Ground Surface Allow Passive .................. 200.0 pcf Max Passive ................... 1,500.0 psf Controlling Values Governing Load Combination: +D+0,60W+H Lateral Load 0.4980 k Moment 5.976 k -ft Restraint a@ Ground Surface Pressure at Depth Actual 793.69 psf Allowable 800.0 psf Surface Retraint Force 3,672.75 lbs +.. +. a -r - � s .' `. a y,,...a J J s� � •_ r L b• • ' J Y Mr J 1 , l l+.•Kr).��i �Vr'. �� �; A { �l rJ v,;,F •�.. ., *4 I '.I. t 1 1 fJ r +y J�� ?i , t i ♦^r �'VF + r �,,, f} %�.t Footing Base Area Maximum Soil Pressure 3.142 ft^2 2.188 ksf J • ' .Q 1a'&.' �rN �� fi J -.! �� ti �Y Ind !.1 Icy 11 Apf ��V�'fr a'%�C :- r•N sy'.. .. <. VIII .J'1� Lateral Concentrated Load 0.000 0,000 Lateral Distributed Load D: Dead Load 25.0 k k/ft Lr: Roof Live 0.13 k k/ft L: Live 0.0 k k/ft S: Snow 25.0 k k/ft W: Wind 0.830 k k/ft E : Earthquake 0.30 k k/ft H : Lateral Earth 25.0 k k/ft Load distance above 4.00 793.7 TOP of Load above ground surface ground surface 12.0 ft ft BOTTOM of Load above ground surface ft Applied Moment k -ft k -ft k -ft k -ft k -ft k -ft k -ft +r: Footing Diameter = Z-0" Vertical Load 3.20 k 3.60 k 1.30 k k k k k D Only +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H 0.000 0.000 0.13 0.0 25.0 1.000 0.000 0,000 0,13 0.0 25.0 1.000 0.000 0.000 0.13 0.0 • 25.0 1.000 0.000 0.000 0.13 0.0 25.0 1.000 0.000 0.000 0.13 0.0 25,0 1.000 0,000 0.000 0.13 0.0 25.0 1.000 0.498 5.976 4.00 793.7 800.0 1.000 0.210 2.520 3.00 595.0 600.0 1.000 0.374 4.482 3.63 724.8 725.0 1.000 Title Block Line 1 Project Title: .� • You can change this area Engineer. Proect ID. using the "Settings' menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 2 MAR 2015,11:28AM ,:Irl' •.,p. r:. •� q�' ! I :.1 a:UY .h�,,:�Y.. y{, 7• „l.� . 1:. 1 6 , I I, N• 'I 1 1 r .,.,r 4 J I A � 1�.x i ry+. 4 'hl „t, fi, � I jt.. W "war .r, k � �: ( ER IE C6 I, n 2= ZEE c�# C5' 1 �bed '1'lw I p } tF y�'�,'�{)/w'�j��y/y� ��M/�� R i. II ....i Y,' .. � , .x..,. � 1 f. '� Y':I:L. I�II,x �. , ' ,.rx... �. J '-. �/� 11� �rra I/..1YM�Y..V� /•�O� �� O r. :,, In,,.7.u. f �., .. bo. .11 .�d,�.ir �r ,•-�, h .W , :,. '.IYY;, v., „ �H •+S .'•F11V',�, ,F , !r. I r'1'�`jt�IrA t -^''r ...{ W i vJ r..r � ➢.^' b r xrl I o av�a �_ n' J�Y �� r!`I�1 x 1 �: L = P I �c���d l p; � �: k• � Bt a +� ,w., r. r �; ,, � .,. CC �cALc •'rNc.. �3-015 - '+a�0►'�Ik1 �,:�� ,W �;^. • t., ,,, c�,: ,. i'� r'.:�„ ci,M>II .,i „ -� fi i� i - ;l'�G�� � i• P� �,� e • , � l u r , I at' . r ^"9 f et a ,1 I•r. + YM %� f ..d.l �'rt .N.. F > Ix�..,l, ,r .,;,,:.•. ,-r l:, a n a.,� h21. t, •q"M.:.: L' .I: w•,•iQ. is l � I:I ^iwr" r .1 ,.4 1•• �'IKIi fIK r' ,.•t�, . ar.Y.O'P..l � .Yli r 'iW.,µ'ilr;n.t..T l� .. M.N,.M m.. uYU .., i'�."�I,'I:.t �'1f� 'W UIiWI 4 I � '�, t. � k 1 - .. i.111 Description : F1 +D+0.750L+0.750S+0.450W+H 0.374 4.482 3.63 724.8 725.0 1.000 +D+0.750L+0.750S+0.5250E+H 0.158 1.890 2.75 531.1 550.0 1.000 +0.60D+0.60W+H 0.498 5.976 4.00 793.7 800.0 1.000 +0.60D+0.70E+H 0.210 2.520 3.00 595.0 600.0 1.000 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. lie- -^ Project Title: En ineer: Project ID: l Project Descr: Printed: 2 MAR 2015, 11:41 AM Description : C1 a A,.. I� ...-.M,,,.y,, t>,n k+y+w.Nv�•.f rt �ra(,s PRS 'GF,R'mA•IuuSK'c'M. w ral-,r � If ^ I n ��.. w �� d"" Il*� I ; v � w I ., =� " � s bode teererceS hl Ar 11 �, A Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 -.� s er•LA nA'P 1"�it l'A`.e�MTr. n. I��."�+ 1 r5',A"1n uA @V"'A �A��1 r'.MAINM'4 yl rsR'MKi+W�,N1� Geneir l In . rr� t n � 1. . ��.. •. - Steel Section Name: Analysis Method: Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Load Combination: HSS5x5x3/16 Allowable Strength 46.0 ksi 29,000.0 ksi ASCE 7-10 L t ...t.xl pplied oads Overall Column Height 12.0 ft Top & Bottom Fixity Top Free, Bottom Fixed Brace condition for deflection (buckling) along columns X -X (width) axis: Unbraced Length for X -X Axis buckling =12.0 ft, K = 2.1 Y -Y depth axis: Unbraced Length for Y -Y Axis buckling =12.0 ft, K = 2.1 Column self weight included: 143.462 lbs * Dead Load Factor AXIAL LOADS ... Axial Load at 12.0 ft, D = 0.970, LR =1.80 k BENDING LOADS ... Lat. Point Load at 12.0 ft creating Mx -x, W = 0.830, E = 0.30 k n pn y y 1�"'p'•�.. ,... mrrn�.«..n _4 11. ..y,>..• r 1 C rti r�.9,1 1 � rry � � R �' A�✓y'a'',^ 1'7 1 Z'«A IACG,IYI'A5M1 l"YYr yyp^.'�PP�1"1 I.O,�WIGY'vr'i �. .I�. t IJ 11' 1.,1 I 'i.M �r.'I ono �1 e P'�t� ��"� I X11 '�Ny r •. ! : ES1GN..SUMMARY �;.�~s 11 In:I r � � "� + 1i.. I, :•� I � ! ..i � { tIJ F3•'� ti II t'1 I Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.4689 :1 Load Combination +D+0.60W+H Location of max.above base 0.0 ft At maximum location values are ... Pa: Axial 1.113 k Pn / Omega: Allowable 20.711 k Ma -x: Applied -5.976 k -ft Mn -x / Omega: Allowable 13.520 k ft Ma -y: Applied 0.0 k -ft Mn -y / Omega: Allowable 13.520 k -ft PASS Maximum Shear Stress Ratio = 0.01934 :1 Load Combination +D+0.60W+H PASS Location of max.above base 0.0 ft At maximum location values are ... ft +D+Lr+H Va : Applied 0.4980 k Vn / Omega: Allowable 25.755 k I .I •,i�' y 'I �u«. Y l".I •.r. "rt :1 i. `uli.4Y 4 ..... ��. M ��1M r% IMIN f IYr`4•y N ��" AI lu Y IRI I r -;J fy1�11d� "I M'14t'17A�1'V� I zadlCombination Resu�tsl t .� * ! Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Load Reactions . . Top along X -X Bottom along X -X Top along Y -Y Bottom along Y -Y Maximum SERVICE Load Deflections ... Along Y Y 2.249 in at for load combination :W Only Along X -X 0.0 in at for load combination : 0.0 k 0.0 k 0.0 k 0.830 k 12,Oft above base O.Oft above base Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D+H 0.054 PASS 0.00 ft 0.000 PASS 0.00 ft +D+L+H 0.054 PASS 0.00 ft 0.000 PASS 0.00 ft +D+Lr+H 0.141 PASS 0.00 ft 0.000 PASS 0.00 ft +D+S+H 0.054 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.119 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+H 0.054 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.60W+H 0.469 PASS 0.00 ft 0.019 PASS 0.00 ft +D+0.70E+H 0.213 PASS 0.00 ft 0.008 PASS 0.00 ft +D+0.750Lr+0.750L+0.450W+H 0.391 PASS 0.00 ft 0.015 PASS 0.00 ft +D+0.750L+0.750S+0.450W+H 0.358 PASS 0.00 ft 0.015 PASS 0.00 ft +D+0.750L+0.750S+0.5250E+H 0.167 PASS 0.00 ft 0.006 PASS 0.00 ft +0.60D+0.60W+0.60H 0.458 PASS 0.00 ft 0.019 PASS 0.00 ft 4-60D+0.70F+0.60H 0.203 PASS 0.00 ft 0.008 PASS 0.00 ft Title Block Line 1 You can change this area r using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 I G F 4 t ri Std,e;,Colunr�n Kb�� :L,•..1.0"' ,x.I... 1.11 Description : C1 Project Title: Engineer: Project Descr: Project ID: G Z.- Pdnted: 2 MAR 2015,11:41AM wf. Nti� h 41 W II,! t yObS'�2014087--Al' �11ENERCA-r&E 6 ' File SEY1Rcunto /{/Ry,' I. �� .� !\ .. �. r 'll: x. �1 ry �.W:'Vd ,d f, zp,li�r, q.yi:,:•i '.>'b. } ':.4y inC I��. �'I �. 'i I ry �Np ''i SII,. •,I x I i. lt.. lJ'..�I. �i,�i •'ui: � gGil i r :,:�'7 i j� *�}}��► I� r p r �n r r r �y LC;li�i►✓r`9+7"��7''[�i�if�Vi�J��r�Flaf:�.V.���7. �r 4-,^ .�.I . . ,'� J , i... • C.. E,P t F •w. . e «..V r r Keadtion''s'", .INiaciur» +:� � ,•� ylnl.^. a � '.I M � ;� �' I Hl,li �rnt Note: Only non -zero reactions are listed. . +'� Ift~f, X -X Axis Reaction Y -Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base k k 1.113 k +D+H k k 1.113 k +D+L+H k k 2.913 k +D+Lr+H k 1.113 k +D+S+H k k k 2.463 k +D+0.750Lr+0.750L+H k k 1.113 k +D+0.750L+0.750S+H +D+0.60W+H k -0.498 k 1.113 k +D+0.70E+H k -0.210 k 1.113 k +D+0.750Lr+0.750L+0.450W+H k -0.374 k 2.463 k +D+0.750L+0.750S+0.450W+H k -0.374 k 1.113 k +D+0.750L+0.750S+0.5250E+H k -0.158 k 1.113 k +0.60D+0.60W+0.60H k -0.498 k 0.668 k 460D+010E4601-1 k -0.210 k 0.668 k k k 1.113 k D Only k k 1.800 k Lr Only L Only k k k S Only k k k W Only k -0.830 k k E Only k -0.300 k k H Only k k k .,,N nw•.4ro +N w,Myh• Y"r I; h•i I,-rrt^' /r+Y►MV'•{1 .y '.r. -r+J +-+. e, ti,rJ.«I ...y„. r^a. ...,. , w +.-.. y>•.n .!syn 'rlp w..r °;7 I"rrrN y,•....,«.s,�1N.,.�,r.}.r«rT!'±y I Own - •. J` ., .,i. G �." V t t � d,, .. r � ro - Maximum'aeflections for`Laa��Co binatio;ns k y +.t .P Load Combination n Max. X -X Deflection Distance Max. Y -Y Deflection Distance 0.000 ft 0.000 in 0.000 ft +D+H 0.0000 in +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 1.350 in 12.000 ft +D+0.70E+H 0.0000 in 0.000 ft 0.569 in 12.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 1.012 in 12.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 1.012 in 12.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.427 in 12.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 1.350 in 12.000 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.569 in 12.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 2.249 in 12.000 ft E Only 0.0000 in 0.000 ft 0.813 in 12.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft ,y. ,, .;A y.rp • :,','p l M y { r1 v II ..k .Stee1-Sees ��: F; �, SNI' IIII;� dioOioortl HSS5x5x3116 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Project I D: Printed: 2 MAR 2015, 11:41 AM Description : C1 in^4 5.03 in"3 : SteetSection Properties il� Ii YI"+! HSS5x5x3ll6 5.890 in^3 •�a Vr1.MY n n, in^4 5.030 Depth = 5.000 in I xx S xx Width = 5.000 in R xx Wall Thick = 0.187 in Zx Area = 3.280 in^2 1 yy Weight = 11.955 plf S yy W Ycg = 0.000 in 12.60 in^4 5.03 in"3 1.960 in 5.890 in^3 12.600 in^4 5.030 in"3 1.960 in J = 19.900 in"4 C 27M M•x Loads I 1.13k 7E X o N r It s Q CD Mal 8.080 in"3 I SIA Loads are total entered value. Arrows do not reflect absolute direction. C3 - Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project Descr: Project ID: Prin+arl- 7 APR )MA 9.14PU Description : Rear Conc 4' Stem wall Criteria Retained Height = 0.50 ft Wall height above soil = 4.00 ft Slope Behind Wall = 0.00 :1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Surcharge Loads Surcha�rgge Over Heel, _ .0.0 psf Used Io Resist Sliding & Overturning 9 Surcharge Over Toe = 0.0 psf Used for Slidinq & Overtuminq Axial Load Applied to Stem Axial Dead Load = 200.0 lbs Axial Live Load = . 200:0 lbs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios - Overturning = 1.67* OK Sliding = 2.07 OK Total Bearing Load = 1,935 lbs ...resultant ecc. = 14.90 in Soil Pressure @ Toe = 1,460 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 11500 psf Soil Pressure Less Than Allowable = ACI Factored @ Toe = 1,498 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 0.3 psi OK Footing Shear @ Heel = 3.5 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 452.3 lbs less 100% Passive Force = - 243.1 lbs less 100% Friction Force = - 690.6 lbs Added Force Req'd ....for 1.5 :1 Stability Load Factors Dead Load Live Load Earth, H Wind, W Seismic, E 0.0 lbs OK 0.0 lbs OK 1.000 1.250 1.600 1.600 1.000 Soil Data Allow Soil Bearing = Equivalent Fluid Pressure Method Heel Active Pressure = Toe Active Pressure = Passive Pressure Soil Density, Heel Soil Density, Toe Friction Coeff btwn Ftg & Soil Soil height.to ignore for passive pressure 1,500.0 psf 45.0 psf/ft 30.0 psf/ft 389.0 psf/ft 110.00 pcf 0.00 pcf = 0.400 Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom Wind on Exposed Stem 12.00 in 292.0 plf 4.50 ft 3.50 ft 26.0 psf Calculations per ACI 318-11, ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Stem Construction To Stem Stem OK 0.0 lbs 0.00 ft = 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Design Height Above Ftg ft = 0.00 Wall Material Above "Ht" = Concrete Thickness in = 8.00 Rebar Size = # 5 Rebar Spacing in = 18.00 Rebar Placed at = Center Design Data fb/FB * fa/Fa = o.so� Total Force @ Section lbs = 401.6 Moment.... Actual ft -I = 11428.9 Moment..... Allowable ft -I = 2,379.2 Shear..... Actual psi = 8.4 Shear..... Allowable psi = 75.0 Wall Weight psf = 100.0 Rebar Depth 'd' in = 4.00 Lap splice if above in = 15.60 Lap splice if below in = 7.00 Hook embed into footing in = 7.00 Concrete Data fc psi = 2,500.0 Fy psi = w Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 �y Y:.'h ✓�, ..✓. +Jrp', : . 1 J w,11L_� i{rr ."'?�. :R dtainin rear W Description : Rear Conc 4' Stem wall Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe f c ; 2,500 psi Footing Concrete Density Min. As % Cover @ Top 2.00 = 1.25 ft 4.25 = 18.00 in 0.00 in 0.00 in = 0.00 ft Fy = 40,000 psi = 150.00 pcf 0.0018 @ Btm.= 3.00 in Project Title: Engineer: Proiect ID: Z Project Descr: Printed: 7 APR 2016, 2:13PM , ti :, .r-, �.. F.,.,r .. •:...,,l r, ,r1, I,y .. lu.. .,. kf,'�W.�i-'.'rSF�� 1. --�YlS :'5.1., ,r .y eti-'I�GP iY"; '.'i ,d -F. 4.':r`. it W082-Al" V .lids {� v� A"{+i ,.T.. V V NE CA. 3 E a�l 10 2 , � bs12 Ir o R o .l. :I r �. i r A nl. r.. w e r:: y F"K i r M � 7 � f 1 to ✓t T r 1 I I Y v4,' 4 }yy (�.y( 15 Q�•�J'►y �ry1 /J� _/•�"j� Y1,..ti< < �.: 1 llhrtt 1 A Ji''. Mr;.h, 'M ?.I� h ILII i �•vl J Il 1 �� F W .dl.y a '�I J" R '�N Y r1 a�Iwt 1 � 1 RYA "1 V 4/ ���.6.� . � 7GI /VA.�YM iNY ! 1ia Ek Footing Design Results Summary of Overturning & Resisting Forces &Moments Item Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stern Above Soil .....OVERTURNING..... Force Distance Moment lbs ft ft -Ib 90.0 0.67 60.0 _ -33.8 292.0 104.0 Total = 452.3 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 1 V 5.50 4.00 O.T.M. 1.67 1,934.6 lbs -16.9 1,606.0 416.0 2,065,1 Toe Heel Factored Pressure = 11498 0 psf Mu': Upward = 986 0 ft -Ib Mu': Downward = 176 762 ft -Ib Mu: Design = 811 762 ft -Ib Actual 1 -Way Shear = 0.30 3.51 psi Allow 1 -Way Shear = 75.00 75.00 psi Toe Reinforcing = # 4 @ 18.00 in 316.7 Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings 450.0 1.58 Toe: Not req'd, Mu < S * Fr Earth @ Stem Transitions = Heel: Not req'd, Mu < S * Fr Key: No key defined 956.3 2.13 21032.0 Summary of Overturning & Resisting Forces &Moments Item Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stern Above Soil .....OVERTURNING..... Force Distance Moment lbs ft ft -Ib 90.0 0.67 60.0 _ -33.8 292.0 104.0 Total = 452.3 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 1 V 5.50 4.00 O.T.M. 1.67 1,934.6 lbs -16.9 1,606.0 416.0 2,065,1 .....RESISTING..... Force Distance Moment lbs ft ft -Ib Soil Over Heel = 128.3 3.08 395.7 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load - Axial Dead Load "on Stem = 200.0 1.58 316.7 * Axial Live Load on Stem = 200.0 1.58 316.7 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 450.0 1.58 712.5 Earth @ Stem Transitions = Footing Weight = 956.3 2.13 21032.0 Key Weight = Vert. Component = Total = 1,734.6 lbs R.M. = 3,456.9 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. U.S. DEPARTMENT OF HOMELAND SECURITY FEDERAL EMERGENCY MANAGEMENT AGENCY National Flood Insurance Program A1. Building Owner's Name Brian Airehart r, 0 P11. CFROFEFICATE ti10,PORTANT: Follow the instructions on pages 1-9. SECTION A - PROPERTY iNFOR%4,ATION. 01'AB No. 1660-0008 Expiration Date: July 319 2015 FOR INSURANCE COMPANY USE Policy Number: A2. Buildinr, Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Company NAiL Number: Butte 9873 Es uon Rd ''i Ca B4. Map/Panel Number B5. Suffix B6. FiRM Index Date city Durham State Ca ZIP Code 95938 AS. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Revised Date APN: 040-110-005 A0, use base flood depth) 06007CO520 A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) .4.ns t -Hut AE A5. Latitude/Longitude: Lat. Long. Horizontal Datum: ❑ NAD 1927 ❑ NAD 1983 A6. Attach at !east 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number .I R A8. For a building with a crawlspace or enclosure(s): A9. For a building with an attached garage: a) Square footage of crawlspace or enclosure(s) N/A sq ft a) Square footage of attached garage N/A sq ft b) Number of permanent flood openings in the crawlspace b) Number of permanent flood openings in the attached garage or enclosure(s) within 1.0 foot above adjacent grade within 1.0 foot above adjacent grade c) Total net area of flood openings in A8.b sq in c) Total net area of flood openings in A9.b sq in d) Engineered flood openings? ❑ Yes ❑ No d) Engineered flood openings? ❑ Yes ❑ No SECTION Q - FLOOD INSURANCE RATE MAP (FIRM) INFORMiATIO B1. NFIP Community Name & Community Number B2. County Name B3. State Butte County 060017 Butte Ca B4. Map/Panel Number B5. Suffix B6. FiRM Index Date B7. FIRM Panel Effective/ B8. Flood Zone(s) B9. Base Flood Elevation(s) (Zone Revised Date A0, use base flood depth) 06007CO520 E 01/0612011 01/06/2011 AE 174.5 B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item 139: ❑ FiS Profile 9 FIRM ❑ Community Determined ❑ Other/Source: B11. Indicate elevation datum used for BFE in Item 139: ❑ NGVD 1929 Fg NAVD 1988 ❑ Other/Source: B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Designation Date: / / ❑ CBRS ❑ OPA ❑ Yes 0 No SECTION C -- BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: 9 Construction Drawings* ❑ Building Under Construction" ❑ Finished Construction ._..�.,.E *A new Elevation Certificate will be required when construction of the building is complete.a C2. Elevations - Zones Ai -A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/A0. Complete items, C2.a-h below according to the building diagram specified in Item A7. In Puerto Rico only, enter meters. w ;� Benchmark Utilized: Butte County Benchmark RM# 59 Vertical Datum: NGVD 1929 L�1 Lig: r Indicate elevation datum used for the elevations in items a} through h) below. ❑NGVD 1929 DF, NAVD 1988 ❑ Other/Source: Lu cfi..0 0' Datum used for building elevations must be the same as that used for the BFE. Check the measurement used. LL < tM CL 31 a) Top of bottom floor (including basement, crawlspace, or enclosure floor) �j feet ❑meters l _J ®r N/A W t� b) Top of the next higher floor ❑ feet ❑ meters Z_:ar_ c) Bottom of the lowest horizontal structural member (V Zones only) N/A ❑ feet ❑ meters d) Attached garage (top of slab) N/A ❑ feet ❑ meters LlLLr e, e) Lowest elevation of machinery or equipment servicing the building N/A ❑ feet ❑ meters Q ECO (Describe type of equipment and location in Comments) nn 0 0 170 98 feet meters '1 UJ f) Lowest adjacent (finished) grade next to building (LAG) ['1 ❑ nt finished rade next to building HAG 171 . 31 [Ki ❑ meters �g) Highest adjacent (finished) g g ( ) :D h) Lowest adjacent grade at lowest elevation of deck or stairs, including N/A . ❑ feet ❑ meters structural support W SECTION D -- SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION n a This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information on this Certificate represents my best efforts to interpret the data available. i understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. ND X rprovidedon back of form. Were latitude end longitude in Section A provided by a�' ❑ Check here if comments are g P � -----� El Check here if attachments. licensed land surveyor? ❑ Yes ❑ No Certifier's Name License Number 11 U 01 �C%FAIN - is Lauren J. McSwaln 8754 t �; Title Company Name o- 875. ' Professional Land Surveyor Feene Engineering & Surveying, Inc. .�- Address City state ZIP Code �0% PMB 301, 2n W. Past V�nuA, Suite A Chico Ca 95926 •JTelephone Signatur ) C- Daae �,;,�,. l(530)_570-7174 FEMA.,or 08fi -0-33 evised 7/12)`-`�' See reverse side for continuation. Replaces all previous editions. j ELEVATION CERTIFICATE, pacre 2 ir-APOR T ANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: 9873 Esquon Rd Cit State ZIP Code Company NAIC Number: city Ca 95938 Dur SECTION' D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICAT ION (CONTINUED Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments The Butte County benchmark elevation was converted from NGVD 1929 to NAVD 1988 by using the National Geodetic Website Online } u . Signa�6re tEGTfo Date -- BUILDING EL rmbNf INFORMATIOr'� (SURVEY NOT REQUIRED) FOR ZONE AO Ar-�!D ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E1—E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, Band C. For Items E1—E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) P To of bottom floor (including basement, crawispace, or enclosure) is _ . ----- Elfeet ❑ meters ❑ above or [:Jbelow the HAG. Top b) T of bottom floor including basement, crawispace, or enclosure) is . _------ ❑ feet ❑ meters Elabove or Elbelow the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9 (see pages 8-9 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is _______ . ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top o p Y f platform of machinery and/or equipment servicing the building is ______._ . ___-- Elfeet Elmeters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY 01PYKIER (OR OWNER'S REPRESENTATIVE) CERTIFICATION Thero ert owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA -issued or community -issued BFE) or P p Y Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner or Owner's Authorized Representative's Narve- Address City State ZIP Code Signature Date Telephone Comments ❑ Check here if attachments. SECTION G - COMMUNITY Y INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain ma,nagement ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8—G10. In Puerto Rico only, enter meters. G1. The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized b law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) � o Y G2. A community official completed Section E for a building located in Zone A (without a FEMA -issued or community -issued BFE) or Zone A0. G3. F^1 The following information (Items G4—G10) is provided for community floodplain management purposes. `. G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued G4. Permit Number G7. This permit has been issued for: L,] New Construction L.l 5unsianuai 1rJJJ.)f VU"1U"L G8. Elevation of as -built lowest floor (including basement) of the building:_ ------ G9. BFE or (in Zone AO) depth of flooding at the building site: — •--------- G10.Community's design flood elevation: ----- ❑ feet ❑ meters Datum ❑ feet ❑ meters Datum ❑ feet ❑ meters Datum Local Official's Name Title Community Name Telephone Signature Date Comments ❑ Check here if attachments. vised r Replaces all previous editions. FEMA Form 086-0-33 (Re / 12 ) M(BIL(411) "dineering, Inc. s April 11, 2016 Butte County Building Department 7 County Center Drive Oroville CA 95965 - - Re: Airehart Shade Structure 9873 Esquon Road Durham, CA 95938 Attn: Building Official ' ' e verification thatQuonset Hut framing being reused is good structural I am writing this letter to proved condition and is acceptable to the. reused for this new construction. After reviewing the materials at the site and the attached plansjob , constru proction of osed structure will meet the structural requirements of p current code. As well after reviewing typical construction standards of the manufacture it is felt that the provided constructions plans meet the intent of the manufactures requirements. If there are any questions or concerns please feel free.Mto contact me at the number below. Thankou, y Jarrod P. Holliday P.E. Garrod Holliday, 1?eEe Civil, Structural, Septic Design P E R M I T -�t! [2-�,-> 1 L - o 4, z i�; "_4 77 t ;O �a�" UEVELOPPI;E«T SERVICES REVIEWED F0, ;,:,,ODE COMPLIAK DATE BUTTE APR 2 ° 2016 D E NTE -1--,0PNIENjT SERVTC_,ES 5550 Skyway Suite C Paradise CA 95969 (530) 877-3700 Phone/Fax ranchoengineering@hotmail.com 77, A DK V N ry L J DK LJ I 4" LAE n WA ON GRADE rr'-a° • u EXISTING SHOP • I I I 1 L I I PROP05EL i QUON5ET I HUT I I .I 2 52 AREA OP PROP05ED STRUCTURE GOOF 6'13.0' T (E) SHED 6(E) WELL 0-0A , L � IOWA 4 E �— — — — — EX15TINO RE5C'ENCE (E) 5EPTIG TANK va•=r-o• (E) LEACH FIELD SQUARE FOOTAOE PROPOSED QUONSET HUT 648 SQ. FT. FROJECooT 1::ATA: OWNERS: BRIAN 8 RAGHELLE AIiLEHAtiT PROJECT DESCRIPTION: QUONSET HUT PROJECT ADDRESS: 983 ESQUON ROAD DURHAM, CALIFORNIA A55. PARCEL h10.: 040-I10-005-000 JURISDICTION: COUNTY OF BUTTE, GA ACRES: 2.0 ACRES ZONING: AS LAND USE: SFR t=rar- n1JnMS1=T HUT ROOF SYSTEM W/ date 11.11.15 wz�o �2 uq J Q 0 W°�@� oz �CJZO Wv o QQ0w � �=0 v7 BUTTE COUNTY APR 2 8 2016 DEVELOPMENT CES Tim VI EXTERIOR I. CORRUOATED z METAL ROOF I NO. 2. STEEL ROOF JOIST PER PLAN. 3. FLAT NAILER. 4. WOOD SHIM. 5. (1) SPS25412 EA. SIDE (2) PER 5. RAFTER. 6. 6X 10 DF NO.1 6. BEAM. 7. TUBE STEEL COLUMN PER PLAN. 8. COLUMN GAP SEE 4/- A m■ I. CORRUOATEI7 z METAL ROOF I NO. 2. STEEL ROOF JOIST PER PLAN. 3. FLAT NAILER. 4. #4 a 18" o.c. 5. 4" SLAB I. CORRUOATED z METAL ROOF I NO. 2. STEEL ROOF JOIST PER PLAN. 3. FLAT NAILER. 4. 6"X10"XS" THICK STEEL PLATE. 5. n" X 10 ANCHOR BOLT. 6. FOUNDATION PER 6 DETAIL 2. I. 6 X 10 BEAM 2. CCO COLUMN GAP. 3. SD525312 4. TUBE STEEL COLUMN PER PLAN. I 4 a o. 1541' 3/161/ v d 4 d I d4 I I M - .. _ . a E3EAM TO ROOF JOIST CONNECTION I SHEARMOLDOM CONN. CCS FOUNDATION j 2 j5HEAR/HOLDONN CONN. © FOUNDATION JE3EAM TO COLUMN CONNECTION 4 I. TUBE STEEL COLUMN PER tiPLAN. 2 + + 2 2" BASE PLATE I I/2" 3. NON -SHRINK &ROUT FOR + LE\/ELINO NUTS. 3 I 4. 8" X 0 ANCHOR 1 1/2" BOLT. 3/16 BASE PLATE 5. SLAB ON ORADE PER PLAN. ( I I I A I I I STEEL COLUMN AT FOUNDATION I 5 1 N NQtflz -,MF<- wJz� ~p-�jd1QtY Z°W Q- 40wz _ °ln0i-�~21L wQO �z � w�npo ziF:x ,- zlYvpW �l�Yu DC~ = OL> uw�Q�==��dwwW40 z���WR�wuz�w�p0 iz�(Lox 0O jzm°73Q dd �Dy0 ON00-1 OLOzd�ddwn-w w F- 4 OV V OC<Zz V 00-z-z!9wz zOL < z j)< <>()-tu §dvo0 �� �a�aiQ4 ON t ERVr ES REVIEWED FOR R?�NGHO ENC. JOB: 14-082 CO® COMPLIANIC DRAI�IN BY: NJM DATE�l- l ( B GKD,.BY: JPH DATE: 4/11/16 REVISION: 1 DRAV41 NO NUMBER BUTTE COUNT' APR 28 ?016 DEVELOPMENT SERVICES I z Lu 6 IIII II— LLL Z W w lT Q t ERVr ES REVIEWED FOR R?�NGHO ENC. JOB: 14-082 CO® COMPLIANIC DRAI�IN BY: NJM DATE�l- l ( B GKD,.BY: JPH DATE: 4/11/16 REVISION: 1 DRAV41 NO NUMBER BUTTE COUNT' APR 28 ?016 DEVELOPMENT SERVICES I z Lu w �Z 4 - Lm Q.,�OO � c m ti a W ci � O t ERVr ES REVIEWED FOR R?�NGHO ENC. JOB: 14-082 CO® COMPLIANIC DRAI�IN BY: NJM DATE�l- l ( B GKD,.BY: JPH DATE: 4/11/16 REVISION: 1 DRAV41 NO NUMBER BUTTE COUNT' APR 28 ?016 DEVELOPMENT SERVICES I