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HomeMy WebLinkAboutB17-1382 027-230-109o . • s structures July 28, 2017 Re: Duggins Residence Ground Mounted PV Array 554 Four Junes Way Oroville, CA 95966 . AOstructures Inc. 916.541.8586 www.AOstructures corn To whom it may concern: This letter is in reference to the design of the proposed ground mounted PV array at the above referenced project location. The scope of this report includes the design of the steel rack and footing of the PV support structure. The calculations and plans that follow are designed with the following design criteria: Building Code Used: ?,6 CBC Superimposed PV Dead Load: 3 psf Wind: 110 mph, Exposure C, RC II Maximum allowed Sds = 0.6 PERMIT# Ground Snow Load 0 psf BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE Material Specs: All concrete shall be 2,500 psi minimum at 28 days DATE 5—io-1 7 BY 61-' All steel tubes shall be A500 Grade B All steel shall be galvanized All reinforcing shall be covered with 3" of concrete cover, min. If you have any questions on the above, do not hesitate to call. Sincerely,pF10 Andrew Oesterreicher, PE 1117 1382 F[LE/ RC2 01-7-230-409 .JULY 31., 2017. GRND.:MN,r S01.1AR RES AOstructures Inc. ' 790 Carnelian Circle " Carneliar Bay, CA 96140 • -91Q.541.8586 structures ` Lateral Loading r .- www.AOstructures.com :y -Per ASCE 7-10 , Lateral Force (V) - Building - r , ,' • Design Values ` `` SDS = 0.60 (max allowed Sds) - • Importance Factor= 1.00 (Tabel11.5-1) " . Seismic Design Category = D (Table 11.6-1) Response Modification.Factor (R) = 1.25 (Table 15.4-2). - , e Oo = 2 - (Table 15.472) Weight of Structure (W) = 0.51 k ` * Represents weight of (1) bay of modules • - `.. Base Shear Calculations ' Cs = Sds • (12.8-2) `~ (R/le) y . .. = 0.48 ,-,t• *4,. - Cs (min) = 0.044 * Sds * le (12.8-5) 0.026 Cs (Design) 0.480 , .= Base Shear (V) = Cs * W * Qo (12.8 `r -• ) Seismic Base Shear = 0.49 k ) , y r ` . J S • 6'+^ � ' - - � S - - r 1. Y j, • - � 'rte � * . _.' • _ f4 ta- � _ _ .. , � � .. .� ..' . • • ', AOstructures Inc. �- 790 Carnelian Circle .. .. l� Carnelian Bay, CA 96140 - 916.541.8586 structures www.AOstructures.com ' - Wind Calculations , • Per ASCE 7-10 MWFRS " Input Variables Wind Speed 110 mph . Exposure Category • C , t { .. - Roof Shape Monoslope a Array Tilt 21 degrees h _ Mean Roof Height ' 10 ft Design Wind Pressure Calculations Wind Pressure P = qh*(G*Cp) (Eq 27.4-3) qh = 0.00256 * Kz * Kzt * Kd * V^2 (Eq. 30.3 •` tl. , . Kz (Exposure Coefficient) = 0.85 i (Table 30.3-1) Kzt (topographic factor) _' 1 • (Fig. 26.8-1) `• Kd (Wind Directionality Factor) = 0.85 (Table'26.61} ' V (Design Wind Speed) = 110 mph (Fig. 26.5-1A) 1°. -• a • Risk Category = II (Table 1.5-1) qh = 22.38 . ' MWFRS Uplift Calculations- WD = 0 ((From ASCE 7.10) , 4, Cp (Fig. 6.18-A) G GCp Pressure ; A Cnw -1.50 0.85 • -1.28 -28.5 psf x B . Cnw -2.40 0.85 •-2.04 -45.7 psf A Cnl -1.60 0.85 -1.36 -30.4 psf s B Cnl -0.30 0.85 -0.26 -5.7 psf. r MWFRS Down Calculations- WD =180 (From ASCE 7-10) Cp (Fig. 6.18-A) G GCp •Cnw Pressure. A 1.70 0.85 1.45 32.3 psf B Cnw 2.20 0.85 1.87 k. 41.9 psf, A Cnl ',� 1.80, 0,.85 1.53 34.2 psf "• B Cnl 0.70 5 0.85 , 0.60 13.3 psf J,: .. it •. A ,. r•.. .' , ' ,. .. ` ,� _. , . .Y .Z-�—. X �1 �3 b F 1 Envelope Only Solution SK -2 Nov 14, 2016 at 7:00 PM Member and Node Diagram Racks calcs.r2d * Company Nov 14, 2016' Mm QHS Designer Job Number Checked By: tECMNoL"oG1ES Model Name ' Hot Rolled Steel Properties' Label E ksi] ',G ksi Nu Therm (\1E5 F) Densi k[ /ft^3] Yield[ksi] 1 LR 1 � � � � � ' why ....i. ...f .. � 'K... t •2: .; A36 Gr.36 29000 1 11154 '. .3 .65 .49 36 2 A572 Gr.50 29000 1.1154 .3 .65 .49 _50 3 A992 29000 11154 .3 .65 .49 50- 0-4•-. 4,- A500 Gr.B RIND 29000 11154 .3-- .65 .49 42 • 5 A500 Gr.B Rect 29000 11154 .3 .65 .49 46 6 A53 Gr.B 29000 11154 .3 .65 .49 35 -Joint Coordinates and Temperatures x s Label ` X [ft] Y Temp [F] Y .1 :' N1- 0 0 - 0 2 N5 -2.5 1.5 0 3 N6 10 6.5 0 ' 4. 'N3, 7.5 0 0 5N4 EL. - -- 7.5 '' 5.5 0 6 _ N2 0 2.5 0 Joint Boundary Conditions " Joint Label X [k/in Y [K/ Un Rotation k-ft/rad] _Footing N1 Reaction Reaction Reaction -.._,.i 2 ( N3 Reaction Reaction Reaction •' Hot Rolled Steel Design Parameters - Label Shape Length[ft] Lb -out ft Lb -in ftJ Lcomp tonIftl Lcomp bot[ftI K -out °K -in Cb Function 1 M1 1.5" Pie 2.5 1 Lb out I I Lateral 2 M3 1.5". Pie 13.463 Lb out Lateral 3 M3A 1.5" Pie 5.5 • - Iy Lateral 4 M4. 1.5" Pie 7.906 --Lh out 11 ateral ~ Load Combinations Desc�on Solve PD SR BLC Factor BLC Factor BLC Fartor RU' Fartnr RI (` Fartnr RI C` Fartnr RIC Fartnr RI f Fartnr RISA -2D Version 13.0.0 [CA ... \... \Desktop\3 Sunworks projects\Duggins Residence\Racks Calcs.r2d] - Page 1 { Hot Rolled Steel Section Sets .,,• ' Wind U LCB WL Label - ShaDe Type List Material Desian Rules 'A [int 1 (90,270)_ i... I (0.180)_[in4 1 1.5" Pipe PIPE 1.5 None 'Design 'None A500 Gr.B R... Typical - .749 293 293 'Basic Ii 6 EL. - -- EL Load.Cases Y '- - BLC Description Cate ON f X Gravitv Y Gravitv Joint Point. Distributed ^� . .',. • 1 DL DL -1 1 , ,. 2 Wind U (LCA) WL 2 3 m ~ Load Combinations Desc�on Solve PD SR BLC Factor BLC Factor BLC Fartor RU' Fartnr RI (` Fartnr RI C` Fartnr RIC Fartnr RI f Fartnr RISA -2D Version 13.0.0 [CA ... \... \Desktop\3 Sunworks projects\Duggins Residence\Racks Calcs.r2d] - Page 1 { Wind U LCB WL - 2 4 1 Wind Down LCA WL --- - - ---- - - 2 -5 Wind Down LCB WL 2 Ii 6 EL. - -- EL - 2 - - - ~ Load Combinations Desc�on Solve PD SR BLC Factor BLC Factor BLC Fartor RU' Fartnr RI (` Fartnr RI C` Fartnr RIC Fartnr RI f Fartnr RISA -2D Version 13.0.0 [CA ... \... \Desktop\3 Sunworks projects\Duggins Residence\Racks Calcs.r2d] - Page 1 { " Company Nov 14: 2016 n HROSA Designer Job Number Checked By: y ` Tec H No Loa6Es Model Name Load Combinations (Continued) -Description Soly PD... R... BLC Factor BLC Factor BLC Factor BLC Factor BI C Factor BI C Farfnr BLC Eartnr 131-r- Firtnt' ' C Joint Loads and Enforced Displacements (BLC 6: EL) Joint Label L D M Direction Magnitude[(Ib.lb-ft),_(i�rad)'(Ib*s^... Member Point Loads Member Label Direction Magnitude Ib.lb-ft] Location[ft %] +. No Data to Print ... Member Distributed Loads (BLC 1 : DL) ' Member Label Direction Start Ma nitude[tb Fl Enid Magnitude[Ib/ft.... Start Location[ft_ %] End Location AL] 1 M3 _- -- Y -22.75 I -22.75 0 'Member Distributed Loads (BLC 2: Wind Up,(LCA)) -Member Label Direction Start Magnitude[lb/ft. Fl_ End MaMagnitude Ib/ft ... Start Location[ft %] End Location[f< °o -21 1 M3 v 7 I -217 n �n Member Distributed Loads (BLC 3: Wind Up (LCB)) max 2.936 5 Member Label Direction Start Magnitude[ End Ma nig tude Ib/ft ... Start Location[ft�%] End Location ft°/o] 2 U1 min M3 8 -347 -347 %50 5 %100 N3 max 2. 5 M3 _ Y ---- - .. -43.3 - . -43.3 0 %50 - -1257.474 Member Distributed Loads (BLC 4: Wind Down (LCA)) -1054.894 5 -2.705 Member Label Direction Start Maqnitudeflb/ft,FI End Magnitude Ib/ft ... Start Location[ft.%] End Location[f[ %] - 672 1 M3 8 245:3-245.3 0 % 1 min _ -1262.5 _ 2 M3 yL -259.7. 259.7 1- %50 %100 Member Distributed Loads (BLC 5: Wind Down (LCB)) - Member Label Direction Start Magnitude[Ib/.F1 —317 End Magnitude I[ b/ft... Start Location[ft. End Location ft %] =' 1 M3 y 317.4 4 %50 %100 2 M3 v '10 1 101 0 %50 Envelope Joint Reactions Joint X [lb] LC Y flbl LC Moment [Ib -ft] LC 1 ° N1 RISA -21D Version 13.0.0 [CA ... \... \Desktop\3 Sunworks projects\Duggins Residence\Racks Calcs.r2d] Page 2 max 2.936 5 1404.935 9 -13.281 8 2 min -5.026 8 -859.038 6 =7.178_ 5 3 N3 max 669.064 5 2205.881 8 5.112 8 4 min -1257.474 '8 -1054.894 5 -2.705 5 5 Totals: max 672 5 3156.25 8 6 1 min _ -1262.5 _ 8 -1451.321 5 RISA -21D Version 13.0.0 [CA ... \... \Desktop\3 Sunworks projects\Duggins Residence\Racks Calcs.r2d] Page 2 Company Nov 14, 2016 `Ova B SA Designer , Job Number Checked By: TEC M No LQc IES Model Name - - - - Envelope Member Section Forces Mcmhor Cor 4violflhl !` Che�.fl4�7 f" nA.,.. __+nk Hl I !'• 1 M1 1 max 1404.935 9 5.312 8 13.281 8 2 .517 min -859.038,6 -2.871-- 5 -7.178 5 3 2 max 1404.935 9 5.312 8 9.961 8 4 1.876.' min -859.993 6 -2.871 5 -5.384 5 5 3 max 1404.935 9 5.312 8 6.641 8 6 - - -.209' min -860.949 6 -2.871 5 =3.589 5 7 I 4 max 1404.935 9 5.312 8 3.32 8' 8 -1.149 min -861.905 - 6 -2.871 5 -1.795 5- 9 5 max 1404.935 9 5.312 8 0 1 10 .129 min -862.861 6 -2.871 .5 - 0 1 11 M3A 1 max 1786.869 8 .929 8 5.112 8 12 1.876 min - -838.125 ' 5 -.492 5 -2.705 5 13 2 max 1786.869 8 .929 8 3.834 8 14 0- min -840.228 5 -.492 5 --2.029 5 15, - 3 max 1786.869 8 .929 8 2.556 8 16. -1.119 min -842.33 5 '-.492 5 -1.353 5. 17 4 max 1786.869' • 8 .929 -8 1.278 8 18 _ .149 min -844.433 - 5' -.492 5 -.676 5 19 5 max 1786.869 8 .929 8 0 1 20 _ 2.386 min 846.536 5 -.492 5 p 1 -. 21 M4 1 max 1324.998 8 9.558 3 0 1- 22 -.053 min . -706.527 5 0 8 1 0 1 23 2 max 1324.998 8 4.779 3 0 8 24 - min -705.571 5 0 8 -14.167. 3 25 3 max 1324.998 8 0 1 0 8 26 0 min . -704.615 5 0. 1 -18.89 3 27 4 max 1324.998 `.8 0 8_ 0 8 28 - min -703.659 5 -4.779 1 -14.167 3 29 5 max 1324.998 8 0 8 _ _. _. 0 1 30 min -702.704 _5 --9.558 1 0 1 Envelope Member Section Stresses f ' KA. -k-, Cen A_;_m._n 1 el OL..... -fL..a I r+ 1 RISA-2D Version 13.0.0 [C:\... \:..\Desktop\3 Sunworks projects\Duggins Residence\Racks Calcs.r2d] Page 3 M1 1 max 1.876 9 .014 8 .279 5 .517 8 2, min -1.147 6 -.008 5 -.517 -8 .. -.279 5 3 2 max 1.876.' 9 .014 8 .209 5 .388 8 4 _ min -1.148 -6 -.008 -5 -.388 8-- - - -.209' 5 5 3 max '1.876 9 .014, 8 .14 5 .258 8 6 min -1.149 .6 -.008 5 -.258 8 -.14 5 7 4 max 1.876. 9 014 8 .07 5 .129 8 8 - min -1.151 6' -.008 5 -.129 8- -.07, - 5 9 5 max 1.876 9 .014 8 0 1 0 1 10 - min -1.152 _ 6 -.008 5 _ 0 1 0- 1 11 M3A 1 max 2.386 8 .002 8 .105 5 .199 8 -12 min -1.119 5 -.001 5 __-199 _ . _ 8 -.105-_ 5 13 2 max 2.386- 8 .002 8 .079. 5 _ .149 8 .14 min -1.122_ 5 -.001 5 -.149 8 =.079 5 15 ` ' 3 max 2.386 8 .002 8 .053 5 .099 8 16 ` ._ - min -1.125 _ 5 -.001 5 -:099 _-- 8 -.053 5 17 4 max 2.386 8 .002 8 .026 5 .05 8. 18 - _ min -1.127_ 5 -.001 5 05 8 -.026 5 19 5 max 2.386 8 .002 8 0 1 0 1 20' min -1.13 5 -.001 5 0 1 0 M4 max 1.769 8 .026 3 0 1 0 Ell 0Jr Company :` Nov 14, 2016 HORNSA_ Designer ob Number Checked By: TECH N0L0GIEs Model Name Envelope Member Section Stresses (Continued) Member Sec Axialfksil LC Shearfksil LC TOD Bending k LC Bottom Bendin LC 22 1 min -.943 ` 5 0 8 0 1 0 1 232 max 1.769 8 .013 3 .551 3 0 8 24' 0 min -.942 5 0 -8 0 8 -.551 3 25 3 max 1.769 8 0 1 .735 3 0 8 26 6 min -.941 5 0 •1 0 8 -.735 3 27 4 max 1 1.769 8 0 8 .551 3 0 8 28 - min I -.939 5 -.013 1 1 0 8 1 -.551 3 29 5 max 1 1.769 8 0 8 0 1 0 1 30 8 'min -.938 1 5 -.026 1 0 -1 0 1 Envelope Member Section Deflections Member Sec z in LC y [in LC L/y Ratio LC 1 M1 1 max 1 0 1 0 1 NC 1 2 min 0 1 0 1 NC - 1 32 max 0 6 0 5 NC 5 4 .. min 0 9 0 8 NC 8 5 3 max 0 6 0 5 NC5 6 min _0 9 -.002 8 NC 8 7 4 max 0- 6 .002 5. NC 5 8 min - -.001 9 -:004 ,� 8 8362.365 8 9 5 max F .001 6 .003 5 NC 6 10 --- - min -.002 9 -.006 - 8-- 5297.973 8 11 M3A 1 max 0 1 0 1 NC 1 12 _min 0 1 0 1 - .NC 1 13 2 max 0 5 0 5 NC 5 14 1 min -.001 8 0 8 NC 8 15 3 max .001 5 .002 5 NC 5 16 - min -.003 8 -.003 8 NC 8 17 4 max .002 5 .004 - 5 NQ- 5 18 min =.004 8 =.007 8 9933.582 8- 5 max .003 006 5 NC 5 ..19 20 min _-.005 8 01 8 6287.615 8 21 M4 1 max .006 8 0 8 NC _ 8 22 min -.003 -5 : 0 3 - NC 3 23 2 max .004 8 0 8 NC .8 24 min _-.002 5 -.018 _3 - 5323.813 3 25 3 max .003 8 0 8 NC _ 8 26 - - min -.002 5 - -.025 3 _ _ _ 3793.217 3 -27 4 max .001 8 0 8 -' NC 28' - min 0 '5 -.018 3 -5323.813 3 29 5 max 0 1 0 1 -NC 1 30- _ _ _ min 0 - - 1 0 1 NC Envelope RISC 14th(36040): ASD Steel Code Checks RISA -2D Version 13.0.0 [CA ... \... \Desktop\3 Sunworks projects\Duggins Residence\Racks Calcs.r2d] Page 4 .APPhed Loads - - �----.---r t Title Block Line 1 1 + h ' ' Project Title: ' ` "f' You can change this area " t * .' Engineer: Project ID: ' ' using the "Settings" menu item • , Project Descr: 1 1 D : Dead Load 0.0 k and then using the "Printing & y Title Block" selection. - r • Lr : Roof Live ' k Title Block Line 6 ` Printed: 14 NOV 2016, 6:49PM '` POI@ FOOtli1 Embedded I11 SOII g File=C:\Users\ANDREW-11Desktopl3SUNWO-11DUGGIN-11FOOTIN-1.EC6 ' k/ft ENERCALC, INC. -1983-2015, Build:6.15.12.9, Ver:6.15.12.31 k S : Snowk .a KW -06010748 License• sw k Description : 12" Drilled Pier - Front W: Wind • :0.30 k' ti� k/ft } ., .. �' , ' _ f -1.460 k ' 1 Code References �., r jr } E : Earthquakes 0.0 k + k1ft , ,:' ..� • -0.0260 k Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 H : Lateral Earth - `- k �.; k1ft 1 Load Combinations Used . IBC 2012 k General 1'nfor o 1 ' { Load distance above - Pole Footing Shape w Circular Pole Footing Diameter ........... 12.0 in • .. ` ground surfa e r 0.50 ft ft Calculate Min. Depth for Allowable Pressures • ' �, , . _ No Lateral Restraint at Ground Surface '• BOTTOM of Load above ground surface .Allow Passive .................. 250.0 pcf . , �•` Max Passive ........ ..... 1,500.0 psf �:. ft j. .APPhed Loads - - �----.---r ', r Lateral Concentrated Load Lateral Distributed Load Vertical Load 1 D : Dead Load 0.0 k k/ft y -0.1950 k - r • Lr : Roof Live ' k k/ft '` k L : Live k k/ft k S : Snowk .a k/ft sw k „t ' W: Wind • :0.30 k' ti� k/ft } ., .. �' , ' _ f -1.460 k I S. r jr } E : Earthquakes 0.0 k + k1ft . -0.0260 k H : Lateral Earth - `- k �.; k1ft 1 ` k 1 ' { Load distance above TOP of Load above ground surface •' .. ` ground surfa e r 0.50 ft ft BOTTOM of Load above ground surface ti r' ` �:. ft j. Load Combination Results' Y Forces @ Ground Surface Required Pressure at 113 Depth Soil Increase, Load Combination Loads - (k) Moments - (ft -k) Depth - (ft) Actual - (psf) Allow - (psf) Factor 3 +D+H , * 1 0.000 0.000 0.13 0.0 0.0 1.000 r +D+L+H ., 0.000 0.000 0.13 0.0 0.0 1.000 +D+Lr+H 0.000 0.000 , : 0,13 0.0 0.0. - 1.000 +D+S+H - ' ^ r 0.000 0.000 0.13 X0.0 0.0 1.000 +D+0.750Lr+0.750L+H 0.000' 0.0000.13 0.0- 0.01 1.000 +D+0.750L+0.750S+H . ' 0.000 0.000 0.13'' ' " 0.0 0.0 , 1.000 ' ' +D+0.60W+H • 0.180 0.090 2.50,- } . 206.4 207.3 1.000 ' 3 +D+0.70E+H y ; 0.000 0.000 0.13 0.0 0.0 ' 11.000 +D+0.750Lr+0.750L+0.450W+H 0.135 0.068 2.25' jam' 181.3' -' 181.5 , 1.000 �' Title Block Line 1 Project Title: --�r•You can change this aiea Engineer: Project ID: _ 4 using the "Settings" menu item Protect Descr: ' and then using the "Printing & ' • " . Title Block" selection. • '' Title Block Line 6 Printed: 14 NOV 2016, 6:49PM •" ' Pole FootingEC6 Embedded I11 SOII File=C:IUsersIANDREW-11Deskldpl3SUNWO-11DUGGIN-IIFDOTIN-I. ' ENERCALC, INC. 1983-2015, Build:6.15.12.9, Ver.6.15.12.31 i.i rAOstructures Inc. Description : 12" Drilled Pier - Front ' +D+0.750L+0.750S+0.450W+H 0.135 0.068 2.25 181.3 181.5 1.000 +D+0.750L+0.750S+0.5250E+H 0.000 A.000, 0.13 0.0 0.0 1.000 +0.60D+0.60W+0.60H 0.180: 0.090 2.50 206.4 ' ,. 207.3 1.000. ; .+0.60D+0.70E+0.60H 0.000: 0.000, 0.13 `.0.0 r ' 0.0 1.000 'tip, •'� 4 � � . � v. ,`.... ' , r •+ • i • -R. l+ - ` 'T 11 l A _. * C . {. - . _A 1-• *y r Title Block Line 1 Project Title: f,•You can change this area Engineer: Project ID: ' » using the "Settings" menu item << ` Project Descr: and then using the "Printing & • u� ` Title Block" selection. Title Block Line 6 Printed: 14 NOV 2016, r.OsaM Pole Footing Embedded in Soil File=C:\UsersVANDREW-11Desktopl3SUNWO-11DUGGIN-11FOOTIN-I.EC6 ' ENERCALC, INC. 1983-2015, Build:6.15.12.9, Ver:6.15.12.31 KW -06010748 Description: 12" Drilled Pier - Rear I Code References Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 .. ` Load Combinations Used : IBC 2012 r , r general Information Pole Footing Shape Circular ' Pole Footing Diameter ........... 12.0 in r Calculate Min. Depth for Allowable Pressures r No Lateral Restraint at Ground Surface Allow Passive ... .. ..... 250.0 pcf ' Max Passive ................... 1,500.0 psf = 4 Q N ♦ J i Footing Dia® ter = 1'-0' y ` .4 LAplphfid Load's _ No lateral restraint Lateral Distributed Load 4 Q N ♦ J i Footing Dia® ter = 1'-0' y ` .4 LAplphfid Load's _ F • . Lateral Concentrated Load~ ' ' Lateral Distributed Load Vertical Load D : Dead Load. ' k k/ft -0.1950 k ' Lr: Roof Live -• - k t k/ft L: Live k f klft - k S: Snow k k/ft k ' W: Wind 1.257 k k/ft -2.20 k i '. E : Earthquake _ 0.060 k k/ft ' -0.0260 k , H `. Lateral Earth k kilt k ` t' Load distance above TOP of Load above ground surface ground surface 0.50 ft ft • - BOTTOM of Load above ground surface ft Load Combination Results Forces @Ground Surface Required Pressure at 1/3 Depth Soil Increase Load Combination Loads.- (k) Moments - (ft -k) Depth - (ft) Actual - (psf) Allow - (psf) Factor .. +D+H 0.000 0.000 - 0.13 0.0 0.0 1.000 .-. r' +D+L+H r+ ' a 0.000 } 10.000 0.13 0.0 ', 0.0 1.000 ' `+D+Lr+H 0.000 0.000 0.13 0.0 /r 0.0 1.000 .A,o s '~ +D+S+H 0.000 ._ 0.000 0.13 0.0 0.0 1.000 - : ,r ` +D+0.750Lr+0.750L+H Y 0.000 ' 0.000 0.13 -0.0' 0.0 1.000 1 ` +D+0.750L+0.750S+H 0.000 s' 0.000 0.13 0.0 0.0 1.000 +D+0.60W+H 0.754 0.377 4.88 404.4 404.5 1.000. ° 1 +D+0.70E+H 0.042. 0.021 • . 1.38 r 107.6. 108.1 1.000 +D+0.750Lr+0.750L+0.450W+H 0.566 0.283 ' ' 4.25 352.3 353.3 1.000 ti ' -Title Block Line 1 F Project Title: "•-You can change this area z Engineer: Project ID: 'using the "Settings" menu item Protect Descr: ., and then using the "Printing & f f Title Block" selection. Title Block Line 6 Pdnted: 14 Nov 2016;f7:05PM Pole FOOtin EmbeddLad in'Soil g t r R16 CAUsersIANDREW-11Desklopl3SUNW0-11DUGGIN-1XFOOTIN l.EC6 �NERCALC, INC. 1983-2015, Build:6.15.12.9, Ver:6.15.12.31' KW -06010748 Licensee AOstructure7lnc.' ' Description : 12" Drilled Pier - Rear f. . +D+0.750L+0.750S+0.450W+H . 0.566 ;' 0.283 .4.25 352.3 353.3 . e 1 MO. 3 . +D+0.750L+0:750S+0.5250E+H ." 0.032, 0.016 1.25 94.6. ( 95.7 1.000 +0.60D+0.60W+0.60H 0.754 ' 0.377 4..88 Y 404.4 404.6 - 1.000' . +0.60D+0.70E+0.60H ..0.042 0.021 • 1.38 107.6 1081 y'9.000 - " , f A. +'0 ayjT44' t dv ��� y� �-,�- tip _ ,� ��r,",� 'S"`.. 4_ .: � �" C • �. T; � 7'f y� C,""�•• C — �' 1 �'�� � c Google. 11/14/2016 Design Maps Summary Report PRIUMr.• , Design Maps Summary Report User -Specified Input ' Building Code.Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 39.368696N, 121.512470W r � 4 Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III USGS-Provided Output ' r Ss = 0.569 g S,,,s = 0.765 g Sns = 0.510 g S1 = 0.258 g SMI = 0.486 g Sul = 0.324 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCER Response Spectrum Design Response Spectrum o.ee - a.so 0.54-- 0.72-- 0.48-- 0.64-- 0.42 0.56-- 0.36-- 0.48 .560.360.48 V N 0.40-y 0.30 0.32 i 0.24- 0. 24 .240.24 F0.18-- 0.16-- 0.12-- 0.09-- 0.06 / 0.00. 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) Period, T (sec) For PGAM, T, CRS, and CR, values, please view the detailed report. Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy ofthe data contained therein. This tool is not a substitute for•technical subject -matter knowledge. http://ehpl-earthquake.cr.usgs.gov/desi gnmaps/us/sum m ary.php?tem plate=minimal &latitude=39.368686&1 ongitude=-121.512474&sitecl ass=3&ri skcategory=0.. 1/1 N 1 r USGS-Provided Output ' r Ss = 0.569 g S,,,s = 0.765 g Sns = 0.510 g S1 = 0.258 g SMI = 0.486 g Sul = 0.324 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCER Response Spectrum Design Response Spectrum o.ee - a.so 0.54-- 0.72-- 0.48-- 0.64-- 0.42 0.56-- 0.36-- 0.48 .560.360.48 V N 0.40-y 0.30 0.32 i 0.24- 0. 24 .240.24 F0.18-- 0.16-- 0.12-- 0.09-- 0.06 / 0.00. 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) Period, T (sec) For PGAM, T, CRS, and CR, values, please view the detailed report. Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy ofthe data contained therein. This tool is not a substitute for•technical subject -matter knowledge. http://ehpl-earthquake.cr.usgs.gov/desi gnmaps/us/sum m ary.php?tem plate=minimal &latitude=39.368686&1 ongitude=-121.512474&sitecl ass=3&ri skcategory=0.. 1/1