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Home My WebLink AboutDESIGN CALCS (1) - 06-00375 - Jenks Townhomes Phase 2 - 6 UnitsTelephone: (208) 523-6918 G & S Structural Engineers Suite 200 Idaho Falls, ID 83-401 E-mail: gs@dataway.net Fax: (208) 523-6922 Nor. Tony Jenks Jenks Brothers Construction 589 Legacy Lane Rexburg, !d 83440 Re: Jenks Brothers 6 —Flex Rexburg,, ID,83440 Dear Mr, Jinks, 0600375 Jenks Tawnhomes- 6 Units This letter is to provide documentation that GAS Structural Engineers designed the foundation and the laterad resisting systems for the above referenced project. The design is based upon the requirements and restrictions of the 20D3 international Building Cade (113C). The design incorporates a 35-psf road snow load, 9Q -mph 3 -second gust wind speed with an exposure C, end Seismic Design Category Q forces. Enclosedple2Sefinda "rediined" 24" x 3E" copies of the Footing and Foundation, Main Level Floor, and Upper Level Floor Plans, dated Z -9-Q6, along with a set of structural calculations and schedules. Incorporating the " redlined" information, the foundation and the lateral resisting systems meet the requirements and restrictions of the 2003 113C. G&S Structural Engineers did not review or design the floor framing system or the roof trusses (other than the beams located at the entry porch and above the garage at the end units) for the project referenced above and does not claim responsibility dor any mechanical, electrical, or architectural features. This structural design is limited to two 5 -plea units for the above referenced project only and none of the design or portions of the_.. design ars to be used or reused on any other projects without the written consent of G & S Structure! Engineers. Due to the limited scope that G & S Structure! Engineers had in this project, our limit of liability for this project is $32,000. Pll--Zalase calf if you have any questions or if I can be of further assistance. Sincerely, M. Weekes DESIGN CALCULATIONS FOR JENKS BROTHERS i in REXBURG, Client.- JENKS BROTHERS CONSTRUCTION 589 LEGACY LANE REXBURG, 1.0-1.11 2.0-2.9 3.0-3.14 4.0-4,.17 S1.0 -S1 END Job No. 06047 Designed by: M. Weekes TABLE OF CONTENTS DESCRIPTION Lateral Analysis Shear Wall Design Foundation Design Beam and Header Design .10 Schedules / Section b ¢ Jr L — s• i 7r) ckp: x"16 6 `IF =gam �., )v G & S Structure! engineers 1600 John Adams Parkway Suite 2 0 0 Idaho Falls, ID 83401 Telephone-, (208) 523-6918 -Mail. 9s5dataway.net Fax: {208} 523-6922 G S Structur;jj EjIgilleel's 1�falio 83401 r `-69 1 Code: Live Loads: JOB NO -00047 SHEET NO, HECK BY to 200 sf- 200 600 t'- vr C1 0 t ., Floor Stair: EiV al olv'� Mechallical I r tti ons Dead- Loads, Floor Roof hoof Snow Loads: Design Foot' now lead Flat Roof Snoxv Load Snow Exposers Factor Importance Factor Thermal Factor Ground now Load Rani on Snow Surcharge Sloped -roof Factor Wind Desicin Data: Basic Wirld speed Meal, Rooff-it (h) Building atoLvon� Importance Factor EXPOS111'e Category Enclosure Classif, 111t mal pressure i' Directional if(Kd) Earthquake Des -fin Data- Seismic, Use Group importance Factor Mapped S coral response accelerations Is It -Class t)"U'al 1 e 5polv.,u Coe[ Seismic Dei;,ign Category ass C 4' t RIOU I -a k System De-si.gn Hese Shear rif �, Code 2003 19 P 22.8 r 0.0 19Area, bUt 110t leSS t1jall 12 p ff 12 psi' 4 0 ps Ps r/ NIA 1 15.0 f I . .1, 90 11 i -0 ft 11 1.00 C Enclosed BuddI112 0.85 _ 1.0 S1 19-30 'log l Sds ._ Sd 1 0 201 I DATE L ul l �\-Al % itli shear pnwj ls. T wood StIli tUru1 pane s,,_, 8 -2) ReSPOtlse Modification Factor _ 35.0 Psf P 35.0 psf = 1.00 I = 1-00 t T 1.00 _ Ps I' 1. 0 90 11 i -0 ft 11 1.00 C Enclosed BuddI112 0.85 _ 1.0 S1 19-30 'log l Sds ._ Sd 1 0 201 I DATE L ul l �\-Al % itli shear pnwj ls. T wood StIli tUru1 pane s,,_, 8 -2) ReSPOtlse Modification Factor _ G & S Sti-tictural Engineers 1600 J i\cl%j III. 1 ��• 1'�f�1�%Suite'200 Irl{111 s ��a _ IdZillo 83401 () 8 - - 91 Code: Lt l -o: Roof to 200 ACL 0 to 600s t': over 600 1: Floor Stairs Exit -ways Balcony Mechanical Partitions Dead Loads: Floor R o I - Roof n Loa Design Roof` ilow load Flat Roof Snow Load Snow Exposure Factor Importance .Factor Thermal Factor 'ground Snow T..� Rain on Snow Surcharge 'Sloped -roof Factor And Design to Basic Wind speed Mean RoofFit 11) Building atcgnr�! Importance Factor ExposureCate�ory . t Enclosure + 1 f. me al pressure CoefL Earthauake Deslan Data: Seismic U se, rr LJP Importance Factor Mapped pec tra 1 response acceleratiolls Site Class Basic StFuctural System Seismic:. Rsi tIFIU SVPNteln Des ig11 l a s i - Seismic fine oef- 106 TITLE Jenks Bros. 6-111e Rexburt- Idaho JOB NO. 06047 SHEET NO. CALCULATED BY M,C,W,DATA _, .. CHECKEDBY DATA ` I Ii UVIA IA RY Inter-IzAtional Buil til N, Code 2003 19 (f' . - 0.019Area, but not less tlian 1. .. f' 12 Ps t, i PSI' 15.O Psf- 35.0 psf Pf 3 5.0 psf = 1.00 t = 1.00 t 1.00 Ptjmm 50.0 Psf . est, S = 1.00 90 mph 1,0 ft T1 1-00 C F-nclosed Building 4-./-0.18 0.95 I — l _0 .. _6 St = 19..0 ds _ _, 3 1 dl 0.61 D Beartlig Wall Systems Light fra-me walls %vithhear pancis - Lill ()t}jci= t1jut Vials 0-266W -66 �- Equivalent 1-.aleral-F OfLC jaj�;t i G & S Sti-Licturad Enaineeios I 000,44w Adzmis Stlile 200 � - Code Search 1. Code: 11� Occupancy: Occupancy Groep Type cJ Construction-, Fire Root' Floor IV. Live Loads: Roof angle Roof to 200 200 to 6DO v r 600 sf, Floor St -airs & Exiorv-ays B l or- . a1co F w Mechanical Partitions It (, 0 hr 0.0 hr Resi-dential .0 12 22.6 dei 19 PSI, 12 psi - V. Wind Loads ASCE 7 - 02 Lmpoftance Factor Basic Wind speed Directionality (Kd) Mean Roof t (h) Parapet ht above -gr Enc losure C 1a 1 f` tai pressure uIl Ing len rt.h L Least width Kh case l Kh case 4 0 lel` psi~ NIA N/ 1.00 90 mph . 85 1.1.(): 0.0 ft C Enclosed Buildincy 120.O ft X4.0 It JOB TITLE JenkLs Bros, 6-PIc JOB NO. 0604-7 SHEET NLO. CALCULATED BYNit. C.W. DATE RE29E Factor K-zt T . r -vFlat F1111 Flelaht t__ (H) 0,0 ft H< 1 5 ttex p Half Hill Le th .(Lh) 0t Kzt= Actual : h _ 0.00 Ust HUI _ 0_00 Modified Lh 0-0 ft From top of crest. - 0.0 tt downwind 3 1.000 At Mean Rool'Ht: 1�_Zt - (I +K I K�Kj)A2 = I .00 CHECKED B DATE VY -V .0 er2� Y ESCARPMENT Y� JHJ L I RIDGE or 3D AA I S Y M N1 RICALHILL G & S Stnictural Engineers Smtc 2m) 2()S-5./ JOB TITLE .jcA-� Hros. } JOB NO. U6047 SHEET NO. LULTD BY M.0 11. W. DATE CHECKED B DATE ""O k) Wind Loads-- MWFt f -r- (Low ■ u I ld i r Enclosed Lnclosed on[y ■14, .' ��" _--1'��i' ��-'� :�-yy �^'a. � :ter �■�. ii: __3 }{ � � .rp 111 '� b��.'i��i�5��i �}��1� are FSI �- � y - �.,,� � T• � 'a,� YC ti '� .3ILI ° ■ i°Jk - S. • �� F��"i .L;� .�+,�(•,r J„'��u ��l� ,��.. •�'� -,% Transverse ffilrection Long.j to difiat i rect'10r1 Kh 0, _. 11p ase pres-sure (qh) 16. 1 psf- � qtr 5-4 ft End Zona)M-8 ft 27.0 ft Transverse Direction Lonaitudin-A Direction Pe'Ptlldlcuhr _ 22,0 de r 1 Surface j� �. ti ji 1 l � deo 1 1 (-p- P I -0.45 -0.27 -OL03 -0,69 -0.51 l -0.87 445 -0,27 -0-63 -0.4-5 -OL63 I E 0.77 0.95 0.59 9 0,43 l E -0.7 -0.54 - -1.07 -().8 1 -0,60 4 Wind Surface pressuresU s e 10 re f` x-ri l n i rn r r un Cn r- -:r r% T -L ■., c- I .. LL Root, .,.. T rzA L, direction (jj(jj-j-n,j[ to L) 15-3 pLLA"(-L"4F-T1-) R i'ICA L 1 En' -1 o 1w, y r k rel _ T {r a Longitudinal direction(P-11-111el t L) � � � � .}.-- - -l��r¢ �a �., �p�}a�.�pr .-_!■5�-��{'. _'�.yF�� . wr �ir In # 1 n erior Zone, Weil, 1 1 1 - 1 �:�� F + ML 916- Wall -' # I , y■ , i y I _ lVD7 1 ` die �1°z�add - X �Ifiti="�1 lzl + G & S Strilcttil",11 E, Ilumeers 1-691 , wind Loads - MWFRS h t (Low-rise Rijildin JOB TITLE ,Jcjj s JOB NO,. CALCULATED B CHECKED B s) Enclosed/partial] enclosed onl y �` � f�. • - �` � / ye � 1 ,� of �yyP�S�� _�•- - -fes �•� R. � � ��• s �� -� u '4ya p�� 01, IN , MC�M_T" a 10 K7,=1r_ .base pressure(qh) = Gj 0.91 16.1 psf +/-G-Is Wind Surface pre_ssures (P'S0 - SHEET D TE DATE ilnu'nal Iii r -e t -Mrs rdc)e End Zozie Ilse Ps nj 1111 m Lim dor zones I 4 an W FR in ale Dia raarnr t` s u ire (j).sr) Transverse (Itve tlon normal to L (t� Roof, 0 L;- .�psf% ( 0 7L s f rritri iCi r-+tim (p-ar-allQj t 111ttr-1oone,ps � Wlr imc,ird 0()1' overhajjc) - a rapet + (.(IC� �l_ d i cls Fa m 7.0 I � . r r kms. �•. � Y ",err A JL AL FT_ 7D Or 1 p f r ...........71-771; 7. G & S Struct,11-ji E111ir- Y� I60() J h Adaiiis 1' �,Va, Crile ` 0 1dzi II() %'�I I I L�� 08--;.-)3 V. Wind lr -Comorients Ia dims m Buri i h<601 h l =� B.,ClsLf Pt S�qa J' i. - i rl L t. L io�it ti�i� `aPet Ile tL�ht al huddii�� Izoof Negative Zone 2 - Negative Zone 3 O.C."itiv lltin s, Overhang, Zone 3 N �11l1S mea Negative Zone e(xatt Zone P Alve L)ne 4 TVP(,' V Of ft)o s= cable JOB `ITL . )SHEET NO, CALCULATED BY r° I W DATE Alternate desl G 0 1'[ DATE n 'h0' 11 aII (J q 0,0 p1. CASE A = r wire tt),wards building = pressure awav from u i l d 11 Lw a.. A j I Ij I I I { A { Y •I JI � 1 ■ i J r e r , _■- ■ ■ L ti �. S 7 r M _ 11J + �� jM s.a� -n--.° as is 3 ■ ■ ■ F 6 r � 1 I r t Y ■ ■ fir' a.. A j I Ij I I I { A { Y •I JI � 1 ■ i J r e r , _■- ■ ■ L ti �. S 1 _ t �� •" --'-• s.a� -n--.° as is 3 d 1 J r e r , _■- ■ ■ f ------------- Solid PaFar)Ct PFess re tritrjr rje : 101-11f,hr 0kn o . C Interior zone orner .nne. - 3 0 :� i ()0 i 7�4�i,:` .ell 11 JL}° J i r] r �� yW. Ind 06,'- �%A— �' � 1 '� 'ate F t��, 1�6• -° �, � r 1.5 r 1. M P f Y , _■- ■ ■ Tal Vo r � I r t fir' ■ 1 % A6 A P { J Y IJ b J I.e / • F' _ 1.5 G & S Structurld En(jillecl*S 1 (00 Joh ii Adaills _NM lde.t o alk- t ell 0.2-6918 us W) df.,lta'4.x'eI v'1I.eI '1. Seismic loads: Sei,SMIC USC GFOUP 1 1111P 1'Wnc Factor 1c) l .0' JOB NO. 0604 7 SHEET NO - CALCULATED AL LATER B 'i . ` , W DATE _);06 -- CHECKED BY DATE Site Class 1 s 0 see) 6 0.6 �, `�� 1� � — Z rS� r 10 , 19-30 % o ' x.028 I�z- SMI 0391 l= 0.261 ,i, x ; x ti - CI tic Dts i g ra t ori! I Number of Stories- - I) Structure Type: LiPhl Frainc Plan tructur-d Irregularities., No plan Irregulan-tv Vertical SlrUCIAIMI Irr gular tie -Ls: No ve t'cal Irregularity UIldin System: BC4411,11riff Il -Stents �, walls ��shear- �� r�1 - ��P�� *��tu�� l x��l Ik��4et t1�� 11 I Svstem BUIlding Height Limit; 65 ft A ctucal D u I I d I n L, Hei cylit (h n) I , 0 tj See ASCE7 Section 9.5.2..2.4 .5 for exceptions and ether � -t em limitationsv DESIGN COEFFICIENTS AND FACTORS I M Pli f ed nal -, i lacj)on e Modification Factor (R) . Y t m ever- trcrith Factor C�= 2, �- ds = 0.531. l 0.261 odc. Rel'erence Sectiol, for Detailing: Seismic Load Effect D QE Special 6 D Special Seismic Load Etfeet m QoQ+/-: 0. . A- �t Q E 0. 106D PERMITTEDANALYTICAL LYTI PROCEDURES hided Force n lysi ( lsrn catcoomy . ren l�� n.Meth ._d 1`t e�rtltte iPliliePeriTiitted Desivri Base Eq. t L ittera I- Foj-,ce A n a Iv is Uddin g, period coef. T Approx fLi n dtrtne wa l period T-ra (J (-,r CAQUIated t'Undarjjjjt�jl prod T lsvm(: r pont-pe coif- (C's.) ALLOWABLE T ORS` 1 FT I I ov cr 1 MOT-% USE _8W 0,020 CAI' 196 1 lci T 0.205 �..�_.8 2 TM 0 75 - Perizlitte (see code COr P T'DCCdUFe) d I r hsx Is the sto�a-v Ili,!_)h1 helm�� ievel QF — horizontal "'."CISMIC torc dead lead U = I. 4 UJB T' — 0,1 G & S Structur,-Ell Erjuilleel-S 1 1600 Jolm :,viijills S11, itc 200 H 8 - -6918 1. Seismic Load fill rtic'M Factoii Ie.) 1.00 Site Class JOB TITLE Jenks 1.3ros-6-PIcx JOB NO, 06047 SHEET CALCULATED BY M-C.w. GATE CHECKED B DATE SS (0.2 sec) 60.60 % S I ( 1,0 stc) 19,310 `- og hitP n t_cr.u:- TovleclM C a-41t[�'►�fr�. F = T1S M's— Fv .028 MI 0.391 «t[I Seismic Des1911 Category D Number of -Stories" Structure Type, Light Frame lan fru furl lrr -Ular ties. N lan 1r�r �r11'�r- Vertical. Structural frr ul ti s: No vertical Lrre Merit Flexible inplir ms: Yes Building System. Bearincir Wall Systems lc resi t» , system- Light f - rn all Orth h _ 4 mate ials Sc sm''System buil in Height Lira -to 35 ft Actual Building Height (hn) = 11.0 f. See ASCE DESIGN COEFFICIENTS AND FACTORS 7 Section 9.5.x_'.4& r exceptions and ether system li sp nsr, Modification Fa for = Svstem Over -Strength Factor Q - flct on Amplification Factor (Cd) Sds Sd] coda Re f'ererice .lection 1 �� r Detailing Bel_s is Load Effect (E) —. I isErree t . PERMITTED ANALYTICAL PROCEDURES Index Fw-ce Anafvsis (Seismic C -el w '* Tip11fieri ��f ysj - ' r pt Is i,Fcln B Zine S h crr = 1 -sW,'` Eq,� �xnr . - BUI 11610 period coef. T ppro i'u n d - m en tat period Ta - User ecdculatcd J'U ridame nt l period T ei relic response cod s netd not exceed_ but riot less than Cs USE 0.11 W - Permitted 0, ( Siniplified Analyst's I tho Not Pe-rmitted TTl' = 0.196) I :1 0_ Sri r l R1 0.665 Model) Lineal- & Nonlinem, Res Dasacoaly i b. ALLOWABLE STORY DRIFT All other h—U CI L11 -C S 7 _10 t .I0 D 0.266 si n Base SIlear' ()._) � W 4_1 - 1lumitted (see wde for j-()ce4d Ler 0-O 11SX Neil l -c 11SN 1,s the heJ17111 below ow le\,C QE = ri .011t�ll SCiN1111 '. orc dead load U = l_4 Use r = 0.196 G IF 1 00 J01111 ��cl��ms I lar �vaN t"ori Itc 200 ld III ]:-aIIs. IdaII() S1401 { -5 -1) � I L'i'Ur'Ll at�tw ay.IIcl X11. S now Loads - 1Iif I lortz_ eave to ri cje dist (W) 2 7.0 ft O(If loll th pxal l td to ri o Tvpe of' Roof Gromid Snow Load Importance Cates i r ,. - Importance Factor Thermal Factor Exposure f=actor f= _7*-*Ct* I *1)(j Pi'm1n Flat RoofSnow Load Ff Rain oil Snow Surcharge nob tru t li � pie-Iry Surface (per Section 7,4) Sloped -roof Factor CS Desic.pn 001' no v io d u.dding Official MMtMUM inhal noel Snovv Loads - for, Hf Gable roofs nl 70/W + 0.5 W_Ind%vard sno,%v load Lee'%vard snow load Upper roof lencrth I - rojtin Ijei2ht l� Building separation 35.0 pf, -0 p f 35.0 psf .0 PIS JOB TITLE Jenks Bros. -131ex I e\N1rU_. Idaho JOB � 06047 H E ET _ FEED B DATE E P S11re F ar'j r� Ce _____' I ExposLffe Of roof f Terrain Ful1v Parties 1N.- Sheltered B O�9 1. 0.9 1.0 1 l lAbove. treefinc D 0.8 0-9 1.0 Alaskza-no trees O7 0.8 Ilia 35.1 I) ("balanced" snm load) 35,0 pf NOTE: Alternate spas of continuous beams rind other areas shall he loaded with half the des i r 11 P load so as to produce the aratest Pt effect _ see. code. .1 de'a Urlbal nce snow loo east be dip lied 52.5 p f 1-2(1 +b/2)Ps/Ce 40.0 ft . 0 fit 0.0 ft _la"IPL L1 UfAUTC f t r 1..00 Snow dens1tv '10-5 PCf Balanced snow Height 1pb 1.71 ft 11C _ C29 ft 2.5 Th desiort for drift Drift fit Zvi th V 1. 7 ft urolr lir p ;--T*h —. 2 psf L Windward Snow Drifts - Ac_Pit T�vIIsars ebt etc more tljaoj uildinoroofl�r�ctl� 1 40A f lr I c:tI of i, 11Snow dells -M, 20-i _ It p 11C 4-29 ft 11c/lib 2.5 Thercforc, design foi, drift ri f't lie hl lid = 1-94 l' 7.7 t't u r hrL � I pd = * lid 3 9.9 i & S Struettiral Eitigirleffs I C -1 00 - 5 2- 1 JOB TITLE _Jenks Hr)s_ 6 -Hex J02 NO. 0604 7 SHEET NO. L ULATED BY M. C, W. DATE 20/06 HES BY DATE Roof Chin Loads Items Description ill f (min_) y _ ` .0 Deck 1/201 �1 �\vood/ - � 1. 1i r'Wood Trusses (d) 24 2_ x 10 8 9 l... eflin SpFlnklers G x I pl_y(s) 2.2 2.0 Mech & Elec 0.0 114C. 10. I L i 1.0 g. 9I. Use this DL i11 teal 15,o Live Load 19-0 0.0 Snow Coed 0. o I n (zone 100 10.0 ASD Loading--- Dead + Snow Load 50.0 Dead + 0.75 ( in d + ti 110w) 1.road 48,8- 0. * Dead + Wind Coed -'LRFD Loadinf! -1 . I. 1.6 S - w810 0_ + 1.6W - ,2 -7 - Roof Live. U.)ad Reduction Usr mut; o ()Area. but not lesgffian 12 P,(;r over- 600 f, 12-0 pst- 300.0 f. 00-0f. _0 .1�� 17-1 ps t' 151).2 p C P s f psi 22.6 deg G Lk� S StRICIL11-ill Ejj ' )600 John AcImns [Y�It-kwriv, lie 20.0 83401 -- 23_69 I S 0 d, 1.1 [ZI W"M Im "w JOB TJTLE JOB O. 06047 SH EET CAL.CULATED BY i C W- DATE CHECKED 13Y Floor Design Loads DATE 06 FLOOR LIVE LOAD Rtr4,DU(---r1 N Not al lowed for assembly occupancy or LL> I 00psf or passenger car �!arasms, ex"cept may reduce columns 20" -2 or more floors & non -assembly L_Lo(0_-215+ 1 5�'KLLAT) Unreiduc:ed dcsqz'n liVre load-. Lo Floor rnember Kr L-A_ Tributary Area A,F Red ticed live load.- L KLL Trlbill�irv' Area AT L Reduced live load: L =7 IBC & F13C -9titerij; .1te Procedure Smallest af. 40 : 0 11-' beams; 600/0- columns 300 sf cdticed h f ve load: L 35-2 ps F 500 s f 23.4 ps-f' RedLlCed live load: L 28,8 rsf JENKS 6-PLEX Date and Time., 2/3/2006 2:18'06 PM MCE Ground Motion - Conterminous 48 S Zip Code - 83440 Centrad La fitude Centra! Longitude Period MCE Sa (sec) 0.2 (%g) 060.0 totes = 43.763462 _ -111 .609017 MCE Value of Ss, Site Class B I.0 U1 y -J MCE Value of S1, Site Class B Spectral Parameters for Site Class D 0.2 079.4 Sa = FaSs, Fa = 1.31 1.0 039.2 Sa = FvS1, Fv = 2.03 Spectrum for Site Class D Period MCE Sa 1.200 = OAFaSs 1.300 = FaSs 1.400 FaSs 1.500 FaSs 1.600 1.700 1.800 = OAFaSs 1.900 = FaSs 2.000 FaSs (%g) 031.8 079.4 079.4 079.4 078.5 065.4 056.1 049.1 043.6 039.2 035.7 032.7 030.2 028.0 026.2 024.5 023.1 021.8. 020.7 019.6 T = 0.0, T = To, T = 0.2, T = Ts, Sa = OAFaSs Sa = FaSs Sa = FaSs Sa = FaSs T = 1.0, Sa = FvS1 � . t Designed B y--- 1; . �71 z ( � g , , �— ) 4z- Project No.��r,� �t,� _ - -- - - �'i ln0,oLao t i,082� Date Z -?ao �-- t 49 5 1 C G&S Structural Engineers 1 S L,o�Jif, . 4 0 4 3" l�s Sheep 2 " 0 [0 C J Sheep 2 " 0 roject No----.- Date - Designed ate Designees Hy Q p p E- Q - V,/ A- f t3e C rn Ox A, Lr S / (-� .1 0 <6 -3 �+_ r +�� . 2 S \�l lk {yam -Z- t f kPL DE 0 f.- LS -�3 -7 o �o Z Cc, --� 4- Or -7 ( CA E 4 G&S S ruct!Ur l Engineers dP'Z T-.-> C- z:;) f -k i> z S k j Sheet - � Project Designed Project N�.-----�_. _pate v uxJ�TS � U Q k 7 'S 9 p W �' C..►�D U'�-1�TS = 1 Q'� �� 22 LL=� = �P4 �� Q3 PAF ��) W -p -�q (a I Li- R Op" �T� �d L.P., t ( Z' L� LI GAS Structural Engineers Beset " , 12, rj- eI I._ Designed C- ?JD--�L 0 tL D. --U. w Q, Y E _\= 1�17 -U- Pro'ecl No, __ Date 0 1 `3 T. U ,l IT ; �j 4 k 0T%. U0 1 -F 0 C' trut rad nqIne r -W 67 Sheet rod est ,slgf�ed By.. L DI �� . ��- KI "�- z2 7 e �Z 0 Project No. Id- 2 0.S'�15 P<,F) do83( �.-. L - L /2- -7.I Z /2- -z_4 T �-4 t -ti LI �O C� � k W7 41 i' Ir � 1 . T , G Eft Sheet -Z, �- I r j �. 4 Designee 4 o Fo , :�� L T ZA Lo, A TZAR PA C- A L z- \( 6 L,) L y ,L-1 L, -F + x Project No. 3 i 1-7' ( t QSf ) L EPP h/ t r i Opo 4 l L t /4, ,�.PA v L- D ) '�., f :-- C). P (\AJ C)Z) u&S Structural Engineers �f5 Sheet -Z - �; L 4 t� h s (\AJ C)Z) u&S Structural Engineers �f5 Sheet -Z - �; P r j1 Designed By— 0 1? p *r%-- R. -�-- 6 i3 �o a_ a 2., 0, p � 2� .` / z - C. >, r,-) �- - L r 7- Project Date ,+t 9 It , — 5" 1, J5- 1 G 2 0. s" (� s P< r-) CIO 05 q �w-- JT- L 4 0) \. r � ) � 1J L � 6 D L L ( k 3 c�) .d .►.rALL, r . - —7 li . -7 , 1 L- vi t_ /L.,- r- 0 .�I (I, � 0 -1-) s I U � I -1— 4; -74s I T F - V" (::,0, -F <. -1� G&S Structural Engineers = 448 ss(44- i o Sheet Project Designed Bye_ LL, -7` r Project No._ ' .. L s 0 2 4 ' .. L k.Z. � 0 k C, � Lv 3 o UPPER-' 2 -Il (PLI=) = 9?S" a A wool, 0 p 0 C, r I ?�,-( is, L..,, L, , , S 12-q2 - �O 4 `/ F 0 LL, S Iq -rc, D 1L 1'l A, L.,L PL, z 2' LJ CO L) /7- L40 I —Z }LA I jE�& �Z. G&S Structural Engineers T -.01 -L 9 ---r- (0 Pfd L ` 3 5`' _ L . 0 N� (3— � Q, 7 11 LO 11 �, , 0 . s 0 k.Z. � 0 k C, � Lv 3 o UPPER-' 2 -Il (PLI=) = 9?S" a A wool, 0 p 0 C, r I ?�,-( is, L..,, L, , , S 12-q2 - �O 4 `/ F 0 LL, S Iq -rc, D 1L 1'l A, L.,L PL, z 2' LJ CO L) /7- L40 I —Z }LA I jE�& �Z. G&S Structural Engineers T -.01 -L 9 ---r- (0 Pfd L ` 3 5`' _ L . 0 N� (3— � Q, 7 11 LO 11 �, , 0 . Project Desir7zd By ------- 4 -�.___ p ro, ject No, -- IDA = 3Q PAF � C5 , ( 3 4- p L- F-) � 4410- J"r �.O-7 4 3 2S0'`) lr 5� - lt3fp2d- Date—. -- 51 ++-LE L R A2 Nei E- ILI F I 'E�5 "wor ..,..MML �j w -z4 G 0 f Lt 5.4` 0 IL� P 0- 1� 1 : AJ AJ L L 44 0 tL L c.r fir° &J F, r� T tr •- � L t Z_�,44%L I k L S /3 � :::- � LP) Gz .0 1 -t� k�4�3 A 4� =- t L; 7 3 4- (t0,5)/ -L = C5 r i z"� � � � -7 � -3 , �4 0 1 k1-74 3 tLApr� G&S Structural Engineers 0 i � a F- 0 FE i Q.W- P6 , ) 0 �j [ ---1 5 Z30 rL F sheet S-, 0 Prj De,--Y'Igned 5 �, 0 fin,/ E, Q- L,J Project No._.------ . _�---------- Date � 1 �tJ p lj 1 L ) ��:; — - C p - 7 4 3 154 ; 14 O°) 5A% ( 2 -7') 0 OF& MW 4412 Coz C,> t 1 W 0 IZ S S C M_ 4: pip -7 11 2 04 PAF /ZAL- �-1 J XJ I -T ez:> E3 0 tl r;> 7- -Z, LF L `3 0 C. t.. PA PC �r __ 115) 7- rt �O U PJ 4l W 23 p t'L f &5 Structural Engineers Sheet 2`� Company . G & S Structural Engineers Designer . M. VVEEKES Job Number , 06047 EXT. EAIIE FTG. AT 1 -STORY Sketch Details -40 I [�7 C H cr) z MA- E-3 12- in U t Febiruary 8, 2006 Checked By: x #4@6 in z 44 I ft Controlling Z direction steel requires res the following placement: Region 1 (starts at A).- 2 'in Steel. .2 in2 I #4:@NA) Region 2 (rniddfe): 12 in Steel:.39 in (2 #4 @12 in) Region 3 (ends at . - DI�2 in ��eel; 2 1n2(1 #4 @NAI. I Bottom Rebar Plan Gevmet Length "M d t h Thickness Height Materials and Criteria t ,� ft X33 f t in M ri rr C> H x #4@6 in z 44 I ft Controlling Z direction steel requires res the following placement: Region 1 (starts at A).- 2 'in Steel. .2 in2 I #4:@NA) Region 2 (rniddfe): 12 in Steel:.39 in (2 #4 @12 in) Region 3 (ends at . - DI�2 in ��eel; 2 1n2(1 #4 @NAI. I Bottom Rebar Plan Gevmet Length "M d t h Thickness Height Materials and Criteria t ,� ft X33 f t in 0 1 n eX :din e in PX :8 i n PZ .12 in r_a� ED f �_, Footing Bottom Bar Cover : 3 in Pedestal Longitudinal Bar Cover .- 1.5 in Loads DL SL Gross Allow. Bearing uoncrete Weight Concrete ft Design Code 2000 psf 150 PCf 12.5 ksi ACI 31-8-02 Z-11% uvert urning "afy Factor Coefficient of FricfiDn Passive Resistance of Sof P k 1) Vx (k) Vz (k) .2 �. .. 47 + P +VX +VZ A D D C L -P, i I_- 13 z L I I ^ 00L /--ua Mx (k -fit) Footing Elevation Steel fy 60 ksl Minium Steel '.0018 Maximurn Steel " -.0075 Phi for Fiere Phi for Shear Phi for Bea ring .0.75 . 0.65 Mz (k -ft) Overburden (psi} 1 50 +Over [UADocurnents cand Szttings\mardy\My Documents\DESIGN\2006 J0B&060z1,-7\F0B�ff-jNG,9\EXT. Company N s 19 re -r Job Number Sail Searin Description ASCE 2.4.E-1 ASCE 2.4.1-2 G & S Structural Engineers M. WEEKES 06047 EXT. SAVE FTG. AT 1 -STORY ASCE 2.4.1-3a ASCE 2.4.1-3b ASCE s1- 2.4.1-3c AS . .1 - ASCE 2,4.1-4 ASCE 2.4.1- C 1L LL+. L QA: QA: 425.0-38 p f QB: 425. f QC: 425.038 psf D: 425.038 p f -1 in 1 in X:-1 X:,1 in in A C 1 DL+. LL+. L QA: 425.038 psf QB: 425..038 f QC: 425.038 psf D- 425.038 psf NAZI -1 in 25.023 X:-1 X:- i in Categories and Factors 1 DL+I LL IDL+I WL 1DL+. EL 1 LyLL+.WL I L+.LL+.E L L+I WL .L+.'L WL It C 1DL+ILL QA-. 425.038 psf QB: 425.038 psf QC: 425.038 pf QD.- 425.038 psf 1 :-1 in .X:-1 in n C . D L+ l W L (psf) QA: 255.023 p f Q6 • 255 -.023 {...� Qc 255.023 p f QD: 255.023 pf JAZ: -1 i 25.023 NAX'.-I X:- 1 in Footing Flexure Desi n (Bottom Bars Categories and Factors . L+1.71 L 1. L+1. I' LL+l .275WL .L+I.BWL .LLL+IEL .DL+1EL I1 i� Gross A1low. (psf) 2000 2000 zoos 2000 2000 2000 2000 2000 C 1 L + 1 WL (psf) QA: 425.038 psf QB: 425.038 psf QC: 425-038 PSf QD: 425.038 psf NAZ: -1 in 25.023 NAX'.-I i D 0 • L+. E L QA: 255.023 psf QB: 255.023 psf QC- 255.023 psf QD: 255.023 f NAZ: -1 in X:-1 in MU -XX (0t) r;n- .- .�8 373 8.49863- .-8 Note- Overburden and footing self weight are inc)uded in the DL load case. Max Bearing (psf) 425.038 (A) 425.03$ (A) 425.038 (A� 425.338 (A) 425.038 (A) 425.438 (A) 255.023 (A) 25.023 (A) C 1L+.`EL QA: 425.038 Q B 425.038 Pf QC- 425.038 psf QD: 425.038 psf -1i in X:-1 in Dir As int M , ') 2.44816e-9 8 3e- 2.7979_ ,09843- F-a-1ruar , 2006 Checked By-. Max/Allowable Ratio 0 .213 .213 .2i 3 .213 .213 .213 .128 .12$ C LL,+.WL QA: 425.038 pkf QE3: 425.038 psf QC: 425.038 psf QD&, 425.038 psf NAZ. 11 in X: -1 in M - -t .025 .021 .028 .021 X Dir As ' ins .00081 5558 .000699036 .000,932086 .000699036 n Des it Job Number G 8. S Structural Engineers Ni. VIIEEKES February 8, 2006 06047 EXT. SAVE FTG. AT 1 -STORY Checked By: Foo.ting Shear check Two Way (Punching) Vc- NA One Way (?C Dig. Cut) Vc 10,797 k DescriptionCategories and Factors Punching k� VU/ ACI 9-1 1 .4pL}1.7LL NA h1A ACS 9-2 1 .D5DL+1.275LL+1 .2T5WL NA NA ACI 9-3 .9DL+l .3WL NA MA IBC 16-5 1.2DL+l LL+1 EL NA NA IBC 16-6 .9DL+l EL NA NA Nate:. Overburden and footing self weight are included in the DL toad case Concrete Bearing CheckLVertical Loads Onl Bearing Bc Description Ali 9-1 ASI 9-2 AC! 9-3 18C 16.5 IBC 15-fi 206.125 k Categories and Factors I .DL++1,,LL .DL+l EL Bearing Bu (k) .793 - .595 .57 .fib Notes Overburden and footing self weight ars included in the DL load case. Overtuming Check (Service Description ASCE .so 1 1 ASCE 2.4.1.2 ASCE 2.4.1-3a ASCE 2.401-3b ASCE 2.4.1-3c ASCE 2-4.1-3d ASCE 2.4.1 -4 c 2.4.1 - Categories and factors 1 DL 1 DL+1 WL IDL+.SEL 'f DL+.75LC.+.75WL 1 DL+.75LL+.7EL _fiDL+1 WL .SaL+.7EL M a -XX tk-ftj . 0 0- 0 0 0 0 Mo -XX- Governing Overturning Moment about AD or BC Ms -XX- Governing StaNizing Moment, about AD or BC F -XX - Ratio 011 -XX to M0 -XX Sliding Check (Service Description ASCE 2.4,1 SR-Z� ASCE 2.4.1- Z fir. ASCE 2.4.1-a VU/ Uc S 2.4.1-3b .QOD396603 ASCE 2.4.1-3 c ASCE 2-4.1-3d .000297452 ASCE ..1- 2.4.1-4 0 ASCE E 2.4.1 - Categories and Factors Va-XX (k) 1DL 0 1 UL+9 LL 0 1 DL.+3 yyL 0 7 DL+.7EL 0 1 DL+.75LL+.75WL 1 DL+,75LL+.7EL 0 .6DLfI1NL � .6DLf.7EL 0 Va-XX.- Applied Lateral Force -o Cause Sliding Along XX AxIS i-XK Resisting Lateral Force Against -XX. Ratio Of 'r -XX to -XX -XX -ft. .283 .283 .283 _28, .283 7,283 �1 .1- One Way {Z Dir. Cit} Vc: 8.1 k SR-Z� X Dir. Cit Z fir. Cut VC Vu (k) VU/ Uc Vu{k) Vu,' .QOD396603 0 .00{}396603 D .DO0297452 0 .000297452 0 .00-0254959 0 .000254959 D .000339945 0 .000339945 0 .040254959 U .000254953 0 VC Bearing Bu/ Bc SR -XX SR-Z� .00s .117 NA NA .ao4 .117 tti[A NA .oar .117 NA NA 005 117 NA NA :ooa .117 NA NA Ma -ZZ (k -ft) Ms -ZZ (k -ft) OSF-XX QSF-ZZ 0 .37$ NA NA 0 .378 NA [vp 0 _378 NA NA 0 .378 NA Nle 0 .378 NA NA Q .378 NA NA, 0 .227 NA NA 0 .227 NA NA Va-ZZ- (k) Vr-ZZ (k) SR -XX SR-Z� 0 .117 NA NA 0 .117 tti[A NA 0 .117 NA NA 0 117 NA NA 0 .117 NA NA 0 .117 NA NA Q .07 NA NA 0 .07 NA NA [C-0ocunnents and f ,� �� a 7 Company G & S Structural Engineers DesignerM. VVEEKES February 8, 2006 Job Number : 06047 EXT. EAVE FTG. AT 2 -STOGY Checked By- Sketch Details I 44 M D °C H a X A B 1.2' in � a1 {.• x4 �C " { 41 1 + { 116 �+ � r . {]Ci'ti'aV i m '1 =8 in P • 1 ••'� dy%Y 4 1 .. m i ft Controlling Z direction steel requires the following placement: Region I starts at A): 2 in Steel.- .2 in �1 #4 @NA) Region 2 middle): 12 in S#eel: _39 inn {2 #4'@12 in} Region 3 (end, of D)= 2 in Stee3:.2 inZ(? #4 @NA) Bottom Rebar Plan Geomet Length Width Thickness Height Materials and Criteria X in e Z- i PX =8 in P - 12 in FM'ar 'over m z - Footing Bottom Bar Cover Pedestal Longitudinal Bar Cover : 1.5 in Loads P vx N .88 .26 i *: +P . +Vx D LJ 1 '.-- If X I Z % I - __ 1-1% r% IPA Gros Allow, Bearing Concrete Weight Concrete t'c Design Code uverturning Safety�-actor Coefficient of Friction Passive Resistance of Si Mx (k -ft) D M .-a Footing �1eVation Steel fy _FAD ksi Minimum Steel '.0018 Maximum Steel '.0075 Phi for Flexure 0.25 Phi dor Shear 4 k Phi for Bearing 0.75 . 1 0.65 Mz (k -ft) Overburden (psf) 150 VU[SlOrl Z-Ua 1L1r--,"\L)DCuments and Stir\ } E L \D S I G IS\ J O S\ 6 �F �ri 0 Company Designer Job Number Soil Bearin F1 G & 5 Structural Engineers M. YUEEKES 06047 EXE. SAVE FTG. QT 2 -STORY Description LL+,IEL ASCE 2.4..1-1 935.165 ASCE 2,4.1-2 935.165 ASCE 2.4.1-3a 935.165 ASCE 2.4.1-3b 935.165 ASCE 2.4.1-3c -1 in ASCE 2.4.1-3d i1 in ASCE 2.4_1-4 ASCD 2,4.1-5 IDL LL+,IEL QA: QA: 935.165 pf QB: 935.165 psf QC: 935.165 p f QD: 935.165 pf ►: -1 in NAX ■ NAX■lin i1 in ULI C 1 L+. LL+,IEL QA: 1081. f QB: 1081.45 P f QCT 1081. f QD: 1 1.45 pf NAz-. -1 I 561.099 NAX ■ - F in i1 in Categories and Factors IDL 1 DL+I LL 1 DL+I V1lL 1DL+.7EL 1 DLt.75LL+.75WL '€ G L+.75LL+.7EL .fiDL+1V1fL .6QL+.7EL 1L+1LL (Psf) QA-- QA: 1130.21 Psf sf QB: 1130.21 Pf psf QC: 1130.21 f f 561.099 30.1 psf -1 i 561.099 ■ ;.AXR • X ■ I i i1 in 10 IC IV D L+ l WL (Psf) QA-- 561.099 Psf QBE. 561.099 Pf Q C -• 561-099 f QD: 561.099 Psf Z a -1 i 561.099 ■ ;.AXR • I i1 in Footing Flexure DeSiqn_(Bottom Bars DescriptiLon I -1 ACI 9-2 ACI -3 IBC 16-5 IBC 16-6 Categories and Factors I r4DL+I:;7LL 1. DL+ . LL+1 . VV.L L+ . W L 1. 2 D L+1LL IEL ,DL+1EL n Gross Alfow.(psf) 20-00 2000 2000 2000 2000 2000 zoao L+11L (Psf) QA: 935.165 psf QB.& 935.1 f QC: 935.1 f QCT# 935.165 Psf 1::1 in 561.099 X■ -I in i1 in w IC A . L+.7EL (Psf) QAw. 561.099 Psf QB: 561.099 Psf QC: 561}099 pf QD: 1 ■f {A} NAZ: -1 in 561.099 X w - I in i1 in Mu -XX (k -ft' 71 a,7 ■ ■ ,.� -- 1.- 2.19486e-7 1.4024e-7 Note: Overburden and foot' lf we-aht ar.,,--., i t; DL load cash_ Max Bearing (Psf) 935.65 (A) 113 0.21 (A) 935.165 (A) 935.165 {A} 1081.45 (A) 1081 .45 {A} 561 .039 (A) 561.099 (A) 1 L , EL QA: QA: 935.165 Psf QB.- '935.165 psf QCEE 935.165 Psf QD: 935165 psf NAZI E - in x .- X, i1 in F J-- rrjuL ve;pion /-.ua ['',\L)ocuments and S fin \r r Ny D u e ��..n.DESIGN February 8. 2406 By- Max/Alllowable ratio W .4&$ .565 .46$ .46$ 541 .541 .281 .281 C L+. LL+f WL QA: 1081.45 psf QB- 1081.45 pf : 1081. f QD-. 1081A5 -i in x .- i ■ n MU- -f r .047 .073 .047 X Dir ins .00 .002 .002 .002 10 \F�XT R Company G & S Structural Engineers Designer M. WEEKES Job Number : 06047 EXT. EAVE FTG. AT 2 -STORY Foofirtg► Shear, Check Two Way (Punching) Vc.- Description ACI 9-1 ACI 9-2 ACI 9-3 IBC 16-5 IBC 16-6 NA One Way (?C Dir. Cut) Vc Categories and Factors 1.4DL+1.7LL 1.05DL+1 .275LL+1.275WL .9DL+1.3WL 1.2DL+l LL+1 EL .9DL+l EL 10.797 k PUnching Vu: (k VU/ NA NA NA N,q NA NA NA NA NA NA Note- Overburden and footing self weight are included in the DL load case. Concrete Bearrn W= Check Bearing Bc' 206-125 k erfr'ca! Loads err! Description Categories and Factors Bearing Bu (k) ACI 9-1 1.4DL+l ,I'LL 2.187 ACI 9-2- 1.05DL+1.2.75LL+1.275WL ACI - L+ 164 93 .9D1.3WL 1.122 I.B-C 16-5 1. D L+'1LL+I E L 1.756 IBC 16-6 -.9DL+l EL 1.122 Note, Overburden and foo -ting self weight are 'Included in the DL load case, 4vertumin Check (Service Description Categories aInd Factors ASCE 2.4.1.1 1DL ASCE 0 T IL+D1 ILL ASCE 2.4.1.3a I D L+ I'WL ASCE 2.4.1-3b -4 1 L+m7 EL ASCE 2.4.1-3c 1 DL+.75LL+.75WL ASCE 2.401 -3d 1DL+.75LL+.7[=L ASCE 2.4.1-4 .6DL+1 WL ASCE 2.4.1-5 .6DL+.7EL February S. 2006 Checked By- ani Way (Z Dir. Cut) Vc- 1 8.1 k X Dir. Cut Vc V u (k) Vu/ .001 0 .000820202 0 .000560959 0 .000877945 0 .00,0560959 0 Bearing Bu/ .016 .012 0008 .013 .008 Ma -XX (k -ft) MS -XX (k -ft) MO -ZZ (k -ft) 0 -623 0 0 .753 0 0 ,say 0 0 .623 0 0 6721 a 0 721 0 0 .374 01 0 .374 0 Mc) -XX..- Governing rtreinMoment about AD or B(_ --,h MS -XX- Governing St li in e about AD C)r E3C OSF-XX.- Ratio of Ms -XX to M0_XX ,Sliding Check {Service Descript' i ion ASCE 2.4.1-1 A S G E 2.4.1.2 ASCE 2.4.1 -SE NA 2.4.1.3 b ASCE 2.4.1. 3C ASCD 2.4.1.3d ASCE 2.4.1-4 ASCE 2.4.15 Categories and Factors Va-XX (k). Vr-X}( (k) IDL 0. .287 lDL+lLL 0 .352 I DL+1 WL 0 .287 I DL+.7EL 0 -.287 IDL+.75LL+.75WL 0 .335 I DL+.75LL+.7EL 0 3 .6DL+IWL 0 .172 6DL+.7EL 0 .172 Va-/'X- Applied Lateral Force to Cause Slid'[ng Along XX AXIS Vr-X\X, P\esisting Laura Force Against Sliding Along XX Axi,"--',' SR -XX- Ratio of Vr-XX to Va-XX Bc Z Dir. Cut VC Vu(k) VU,/ .001 0 .000820202 0 .000560959 0 -0008737945 0 "00,0560959 0 Ms -ZZ (k -ft) OSF- .831 NA '1.U04 NA 68-31 NA .831 NA A961 NA .961 NA AQQ Nq .499 NA Va-ZZ (k) Vr-ZZ (k) 0 .2 0 .352 0 .287 0 .287 0 ..335 0 .335 0 .172 0 .172 Vc AA OSF-Z NA. NA NA NA NA NA NA NA SR -XX A NA NA NA NA NA NA NA i-\ioProut version z-ua [C.00cuments ancJ SjG-_1rttjngs\mardvkMv Dor_,-umjE-.11,n L ts\DFS1GN.. ?006 J0BS\06n'fAb7%,F0BJqW.GS\EXT Company G & S Structural Engineers Designer M. WEEKES February 8, 20Q6 Job Number 06047 1NT, EAVE ATG. AT 2 -STORY Cnecked gv_ Sketch Details a _C ft Controlling Z direction steel requires the following placement: Reglan 1 {starts at A}: 2 in5teef:.2 a�Z��d #4 @NA) Region 2 (middie)- 12 in Steef:.39 in (2 #4 @12 ink Region 3 (encs at D�: 2 inSieel:.2 in (1 #4 @NA') Bottom Rebar Plan Geometr Length rth Th ickness Height .Materials and Criteria �r r - r _ �ri _ e ' X S 6 1 1 Gross allow. Bearing concrete Weight Concrete r � s inCode 2000 psf 160 PCf 2.5 ii 8.02 1 0 Footing Steel fY .60 ksi Minimum Steel 1'.0018 Maximum Steil :.0075 ruoiiny Op [Bar mover : 2 in Overturning Safety Factor Footing Bottom Bar CQv¢_ 1 _5 r ; 3 �n Coefficient of Frict�Qn P�� for Flexure : p.g Pedestal Longitudinal Bar Cover : 1.5 in Passive Resistance of Soil : � k� Phi for Shear :0.75 Phi for Bearing : p,65 Loads DL p (k)�Vx (k) Vz (k) Mx (k -ft} Mz (k -ft) Overburden (psf) LL .Z6 150 SL 9.36 +MX +Over A D Q C C A ... p ��Imwq [,,\Docume,ntS2nd Seth �m rdMy SJ r r Company Designer .Job Number Sari Bearin n *1 G & 5 5tructurai Engineers M. WEEKES 06047 INT, EAVE FTG. AT 2 -STORY Description ASCE 2.4.1.1 ASCE 2.4.E -2 ASCE 2.4.1-. ASCE i1- 2..4.1-3b A..S C E 2.4.1,3 C a■ASCE . 1070.2 2.4. 1 - ASCE -1 i m n,o C 1 L 10 7 0.2 QA: QA: 1070.2 Psf QE3* 1070.2 Pf QC: 1070,2 Psf QD: 1070.2 Pf 1. -1 i MAS: NAX-_-1 i in U&I X C 1 DL+.'75LL+.7EL QA: 1216.49 psf QE3: 1216.49 psf QC: 1216.49 Psf QD: 121.6.49 Pf -1 -i n X. -1 i Categories and Factors 1DL 1DL+l LL l DL+I WL 1 DL+.7EL 1 DL+.75LL+.75WL 1 DL+,75LL+.7EL .SDL+l VIJL .GpL}.7EL 0 1] 17V C 1 DL+1 LL 10 7 0.2 QA: 1265.25 psf QB: 1265.25 psf QC: 1265.25 psf QD: 1265,25 psf NAZ. -1 in -tAj MAS: -1 in in 0 IC . . L+l WL 10 7 0.2 QA: 642.119 f QB: 642.119 psf QC: 642.119 psf QD: 642.119 f ►: -1 in -tAj IX. -1 in -1 Footing Flexure Design Bvttvm Bars Description ACI - C1 -3 18C 16-5 16-6 Categories an Factors I. DL+1.275LL�1.275WL .9 D I .WL 1 ..LL+1 LL+1 EL .DL+1 EL 0 Gross Alfow.Msfj 2000 2,000 200[] ZODD 2000 2000 2000 2000 1 C L+1'L 10 7 0.2 QA: 1070.2 psf QB: 1070.2 psf QC: 1070.2 psf QD: 1070.2 Pf -1 in QD: X -1 In psf U LC 1:01 L T L+ F " L 10 7 0.2 QA: 642.119 pf QB: 64.119 Psf QCm. 642.11 f QD: 642.119 psf 1. ,l 1 -tAj XM -1 -in -1 M u -XX (k -ft) 0 A ^0-4 -7 �F- ._ 1.6049e-7 2.46486e-7 1.6049e-7 Note- Overburden and footing self weight are inuclud.ed 'In the DL load case. CUlax Bearing Fpsf) 10 7 0.2 (A) 1265.25 (A) 1070.2 (A) 10 7 0.2 (A) 1216.49 (A) 1216-49 (A) 6.4.2.119 (A) 642.1 19 -tAj X It VM C 1 D L+ . L QA: 1070 PsQB: f 1070.2 psf Q C: 11 _2 Psf Q : 1070.2 Psf NAZI- -1 in X -1 in February , 206 Checked By_ Max/A[Iowable Ratio n J91 .535 .633 . 535 .535 .608 • 0 .321 .321 A V +. 5WL QA .0 1216.49 psf Q B 4. 1r f QC: 1216.49 Psf QD: 1216.49 f NAZ: _1 i X;;1 in X Dir As (in2- ) ,003 .002 .003 .? 4 ;' 1 M� - ument and ttin rdy'� .�.r . hj L_1%S\1 Cana Designer job Number G & S Structural Engineers M. WEEKS 06047 INT. SAVE FTG. AT 2 -STORY Foo" Shear Cheek TwoVV2y (Punching.) Vc Description ACI 9-1 ACI 9-2 ACI 9-3 SBC 'fC-5 isc as -s NA One Way (X Dir. Get) Vc 10.797 k 'Categoriesand Faits 1,L+1.'LL .L+l.WL 1.L+ILL+1EL . L+l EL Punching Vu (k) V NA NA NA NA NA NA NA NA IN A NA Note: Overburden and footing Leif weight are included in the DL load case. Concrete Bearing Chick Vertical Loads an! Bearing Bc Description ACI -1 ACJ 9-2 ACI -3 IBC 16-5 IBC 16,6 categories and Factors I . L+1.7LL - L+ . LL+1.27 9 L L+1, WL - 1. L+lLL+1 EL . L+l EL Baring Qu (k) 2.439 1.829 1.284 1.91 - 1.284 Note: Overburden and floating self weight ars included in the DL load case. Overtum - Check (Service Description ASCE 2.4.1-1 AS-CE2.4-1-2 ASCE ASCE 2,4.1-; ASCE 2.4.1-3b ASCE 2.4.1-.3c ASCE 2-4.1-3d ASCE ,+1_ ASCE 2.4.1 - Categories and Factors 1 DL IDL+1 ILL I d L+1 WL 7 DL+.7EL _ 1 DL+.75LL+.75WL .6DL+1 WL .6DL+.7EL Mc) -XX; Governing Ov rtur in Mom ent about AD or BC Ms -XX- Governing StliiMnof SF -XX: Ratio of M -XX t X� Sliding Check LLrLice Descr'iptDr ASCE 2.4.1-1 0 ASCE 2.4.1-2 1 aL+I iNL ASCE 2,4.1-3a 0 ASCE 2.4.1-3b 1 DL+.75LL+.7EL ASCE 2,4.1-3c -01 S . 2-4.1-3d - ASC CE ..1-- ASCE . % 1 - Categories and Factors Va-}{X (k) 1 DL 0 1 DL+1 LL 0 1 aL+I iNL 0 1 DL+.7EL 0 1 DLf.75LL+.75WL 0 1 DL+.75LL+.7EL p -01 .6DL+.7EL 0 -XX , Applied Lateral Force to Caul e Sliding Along XX Axis Vr-XX- R---13'st- i ing Lateral Force Against Sliding Along XX fix« ISM MSAs -MS-XX k uft .x13 .843 . 713 T1 .811 . 428 ,428 VF -XX (k) .397 .332 .332 .38 _38 .199 -.199 Fe-bruary 8. 2006 Checked By: One Way �Z Dir. Cud} Vc: 8.1 1- X Dir. Gut Vc Vu(k) VU/ 0 00 0 .000914702 0 .000641959 0 .000985945 Q .000641959 p Dir. Cut VC Vu(k) VU/ .001 -000914702 -000641959 .000985945 .1000641959 Bearing Bu! Bc -018 .014 -01 .015 Mo -ZZ (k -ft) MS -ZZ {k -ft} OSF-XX OF -ZZ � .951 NA N I A fl 1.24 NA NA 0 .,951 NA NA Q .951 NA NA 0 1.081 NA NA Q 1.081 Ivy NA 0 .57 NA NA o .57 NA Na Va-ZZ {k} Vr-ZZ (k) SR -XX SR -ZZ 0 .332 NA ISA 0 .397 NA NA 0 .332 NA NA � .332 NA NA � .38 NA NA Q .38 NA CSA 0 .'f �9 A 0 .199 NA NA r M -T ---til U U L mor i n e a [U.0ocumentsstirWy nt'�� _ Company G & S Structural Engineers DesignerFebruaryM, WEEKES 9 200rN Job Number 06047 EXT. SPOT FTG. AT GLULAM Ci I ecked k ' Sketch 1 .332 ft a- 41 4-4 rq OD ■ _ . .,' � � .. ; .. ... _ _ ... .a. _• � - ... as _� 3.331 ft Details X 0 @11.3in z 2 -- _ ME C9 Foo ting Ele va tion #4011-32 3.331 ft X Drr. Steel: r79 int - 1#4) Dir. t '%Mai.:.79 m2 (4 #4) Bottom Rebar Plan Geometrv,Materials and Criteria Length Width ThICkCl@5S Height 3.331 f 10 in 0 G X .-0 in eZ -0 in X -8 in PZ .8 E Footing Tap Bar Coyer ; 2 in Footing Bottom Bar Cover .3 ;n Pedestal Longitudinal Bar Covey : 7.5 in Loads P K) DL 6 VX (k) L L 1 a o..: A D L-�r--- r-4 I-- - - L x - - 1a r -"r -UL VeFSIOrl Z.Ua Grolsz:)s Allow, Bearing Concrete cit Concrete f1c Desiar Code ! Safir-:Av Factor .0 Coefficient of Friction Passive Resistance of Soil SI"e e f - Go ksl Maximum Steel '.0075 Phi for Flexure Phi for Shear Phi for Bering 0.75 0,6,E Vz (k) Mx (k -ft) M z (k f burden f 150 - -- [CAD0cumenfs and k gs ti r - \ D un ts\DE S I I% JO0471-, / 7 �T s EngineersDesignpr, r- eL b r u a r y 9, c), -o C) %..- t - M. WEEKES J b Number o06047 EXT. FTG. AT GLULAM (.�tlecked B y. Soil Bearin U Description ASCE 2,41 -1 x.4.1 - ASCE 2.4,1-3-a ASCE 2.4.1-= 815.757 ASCE . - 2.4.1-3c 815-757 AS E 2.4,1-3 815.757 ASCE 2.4.1- 815.757 ASCE .W- 2.4.1 X■ X_--1 X IDL 1 WL QA: QA: 815.757 psf ■ 815-757 psf QC* 815.757 psf QD: 815.757 psf .W- -1 in X■ X_--1 in -1 MI 0 C Categories and Factors 't D L 1 DL+1 LL 1 DL+1 WL 7 dL+.7EL I i]L+.75LLf.75WL 1 DL+.75LL+_7EL .6DL+1 WL .6DL+.7EL 0 X rIV M 1DL+LL 1 WL QA: 1660.69 psf QB -M 1660.69 Pf QC: 166Om69 Psf D: 1660.69 DSf NAZ: -1 -in , 1 i X■ I 'in A in Categories and Factors 't D L 1 DL+1 LL 1 DL+1 WL 7 dL+.7EL I i]L+.75LLf.75WL 1 DL+.75LL+_7EL .6DL+1 WL .6DL+.7EL 0 X rIV M 1DL+LL 1 WL QA: 1942.33 QA.' ,: 1942.33 Psf QC: 1942.33 psf QD_& 1942 ■ L P F -1 in Psf NAC: X:-1 psf 0 191 C .6D L+ 1 WL QA: 815.757 QA.' 489.454 Pf QB, 9.454 psf QC: 489.454 Psf NAC: 489.454 psf NAZ. i , 1 i X ■ X. A in -1 Footi Flexure Design (Bottom gars Description A `' _ I ACI - Cl -3 IBC 16-5 IBC 16-6 Categories and Facto5rs .DL#l,VVL 1 .2DL+1 LL+1 EL . DL+l EL Gross Aliow_(psf) 2000 2000 2000 2000 2000 2000 z000 2000 9 1 DL+ WL (psf) QA: 815.757 psf QB: 815.757 psf CSG: 815.757 psf Q D -. 815.757 psf NAZ: -1 in QCT. NAC: -1 in NAZ.-1 0 .01 A N #6DL+.71=L (psf) QA: 489.454 psf QB.' 489.454 psf QC- 489.454 psf QCT. 489.454 psf NAZ.-1 in 489.454 X ■ l in NAZ: Mu -SCK {k -ft} 6.777 2.17 6.23 2.17 Note.- Overburden and fcot�'n g self e:5w �included in the DL load case- L-Irr ti- xi i _ i 1 x Max Bear (psf) 815.757 (A) 1942.33 (A) 815.757 (A) 815.757 (A) 1660.69 (A) 1660.69 (,4) 483.454 {A} 489.454 (A) Ulk .0 M C Z Dir As (in 2 ) .302 .226 .072 .207 .072 Max/Allowable Rano .408 .971 .408 .408 .83 .83 .245 .245 V I D L+. L QA: QA 815.757 QB: Pf Q B 815.757 1660.69 Psf Q C. . 15.757 psf Psf QD. 815.757 i X: psf NAZ: -1 i 1 X:-1 ir, Z Dir As (in 2 ) .302 .226 .072 .207 .072 Max/Allowable Rano .408 .971 .408 .408 .83 .83 .245 .245 V I D L+. LL+, WL QA: 1660.69 QB: 1660.69 psf QC11 1660.69 Psf QD: 1660.69 psf AZ-' l in i X: -1 MU -ZZ ^ r% ^.f - ti .0 6.777 .1 6.223 2.17 X Dar As Binz1502 j .226 _07Z .zap .a7z . ' int n � � I � � �{ � � \ D LP._: .� um version 2.ua [U'Docu t n \ r� � c SIG �� .t� o J S\0604 V A C Company G & 5 Structural Engineers February 9, 2006 Designer M. 1NEEKES Jab Number : 06047 EXT. SPOT FTG. AT GLULAM Ch%,.�ked By: War ----- wh�" Footing ShearCheck Two Way (Bunching) Vc: 79.65 k One Way (X air. Cut; VC 26.981 k One Way (Z Dir. Cit) Vc: 25.981 k Punching X Dir. Cut Z Dig. Cud Description Categories and Factors 11u{kj VU/ VC Vum Vu/ VC Vu(k) Vu/ Uc ASI 9-1 1 .4DL+1.7LL 29.x[}3 .4g1 7.838 .387 7.838 .387 ACE 9-2 �.(}5�L�-1.275LLfi�.275WL 29.977 .368 5.879 .29'[ 5.879 .291 ACS 9-3 .9DL�+1.3WL 7.037 .118 1.882 .093 1.882 .1}93 IBC 16-5 1.2C1L�-'� LL+1 EL 2.18 .338 5.398 .267 5.398 .267 !BC 16-6 .9DL+1 EL 7.037 .118 _ 1.882 .093 1.882 .093 Note: Overburden and footing self weight are included in the DL load case. Concrete Bearig Check LVertical Loads and yj Bearing Be : 272 k Description Categories and Factors Bearing Bu (k) Bearing Bul Bc AGI 9-1 1.4DL+I .ALL 33.922 .'[ 92 . ACI 9-2 1.05DL+7.275LL+1.275WL 25.441 .._144 AC! 9-3 .9DL+1,3WL 8.146 046 IBC 16-5 1.2DL+lLL+1 EL--- 23.362 132.._ IBC 16-6 .9DL+1 EL 8.146 .046 Note' Overburden and footing self weight are included in the DL load case, Overtumin2..Check Service Description Categories and Factors Mo -XX (k -ft) Ms -XX (loft) Mo,ZZ (k -fit) ASCE 2.4_1 -1 Ms -ZZ (k -ft) QEF -?CX C SF -ZZ 1 DL . 0 15_C37� Q 15.075 NA NA ASCE 2.4.1-2 1DL+1 LL 0 35.894 Q 35.894 NA NA ASCE 2.4.1-3a 1DL+1 WL D 15.075 0 15.075 NA NA ASCE 2.4.1-3b 1 DL+.7EL 0 15.075 0 15.075 NA NA ASCE 2.4.1-3c 1 DL+,7SLL+.?5WL 0 30.689 0 30.689 CSA N A ASCE 2.4.' -3d ? DL+.75LL+.7E'. 0 30_689 0 30.689 NA NA ASCE 2.4.1-4 .6DL+1 WL Q 9.D45 Q 9.045 NA NA ASCE 2.4.1-5 .6DL+.7EL (y 9.045 4 9.045 NA NA -XX Governing rtu Ming Moment about AD or BC -XX- Governing Stabplizing Mome t about AD or F -X: : Patio of -XX to -x x Sliding Check (Service erltIr ASCE 2.4.1-.1 p NA ASCE 2.4. 1 -2 ASCE 2.4.1-3a 1 DL+.75LL+.75WL ASCE 2.4.1-3b p ASCE i.: . 1 - ASCE .2.4.1-3d p 4.59 ASCE AA -4 ASCE 2.4.1-5 1.348 Categories and Factors Va-XX (k) '1 D L p NA NA 1 D L+ 1 VIlL p 1 DL+.7EL Q 1 DL+.75LL+.75WL 0 1 DL+.75LL+.7EL p .saL+'! WL 0 -6QL+.7EL p -XX: Applied Lateral Force to Geese Sliding AlongXX Axis r -XX: Resisting Latrai Force Against Sliding Alun g XX Axis SR -XX- Ratio of Vr-XX to Va-XX r -XX ) 2.246 5.371 2.246 2.246 4.59 4.59 1.348 . 348 Va-ZZ (k) o 0 0 0 0 0 0 0 Vr-ZZ (k'� SR -XX SR -ZZ 2.246 NA NA 5.371 NA NA 2.246 NA NA 2.246 NA NA 4.59 NA NA 4.59 NA NA 1.348 NA NA 1.348 NA !VA /A' --00t V,::,-sinn �2.Ua 1C:\Docurn,1e..nts and Se tlk \ r \' u me.SI`\.- JS\06047\F S\LXT �I Company G & S Structural Engineers Desigrtnr M. WEEKES Jib Number : 06047 Sketch t,A Details . 16 ft X SPOT FTG. AT ENTRY February 9, 2006 Checked By- H 4 1 ft I ft - Dir. Steel: .39 in 2 (2 7 #4) " _ ir. i.. ink Geomet Materials and Criteria Foohna Top Bar Cover in Foot ntto Bar Cover -3 In Pedestal Longitudinal Bar Cover : 1.5 in Loads P (k Vx (k) L .45 L - + + 7,777D IPA z Gr �� rin Concrete Weight concrete V Des'lgn Code z .rq � R ri fooUng Elevation 2000 psf 150 PCf . i ACI 318-02 0vrE.,rtuFn1nq Safety Factor Coefficient of Friction Passive Resistance of Solt Vz (k) Mx (k -ft) Stec! fy 60 k i Minimum Steel 1.0018 Maximum Sl -1.007*OM Phi for Flexure Phi for Shear Phi for ing Mz {k -ft} Overburden (psf) 150 +Over �H c .s :� Seal n g s m a- rd y documents\ F S 1 G \2006. S\ F A GS\SP0j V, d t% h 11 t P,7 =0 1 n 'lht 0 ire P -8 i Foohna Top Bar Cover in Foot ntto Bar Cover -3 In Pedestal Longitudinal Bar Cover : 1.5 in Loads P (k Vx (k) L .45 L - + + 7,777D IPA z Gr �� rin Concrete Weight concrete V Des'lgn Code z .rq � R ri fooUng Elevation 2000 psf 150 PCf . i ACI 318-02 0vrE.,rtuFn1nq Safety Factor Coefficient of Friction Passive Resistance of Solt Vz (k) Mx (k -ft) Stec! fy 60 k i Minimum Steel 1.0018 Maximum Sl -1.007*OM Phi for Flexure Phi for Shear Phi for ing Mz {k -ft} Overburden (psf) 150 +Over �H c .s :� Seal n g s m a- rd y documents\ F S 1 G \2006. S\ F A GS\SP0j Company D e�lt' g n e r Job Number Sol -I Bearin 0 G & S Structural Engineers M. VIfEEKES 06047 Description QA: ASCE 2.4.1-1 psf ASCE 2.4.1-2 psf ASCE •1- 2.4.1-3a psf ASC SE 2.4.1-b f ASCE 2.4.1-3c X: ASCE .i L :SCE 2.4.1- SF2.4.1-5 1 L QA: 725 psf QB: 725 psf QC: 725 psf QD: 725 psf .t-1 i NAX:-1 in 0 FBI 0 C 411 C i DI +"7rlI+.7=1 QA: QA -I- 725 psf QB: 725 psf Q C., 725 psf Q D., 725 f :: -1 'in X: X- i Categories and Factors 1DL 1 DL+1 LL 7 DL+1 WL 1 DL+.TEL 1 DL+.75LLf.75WL 1 DL+.75LL+.7EL .6DL+1 VIfL .6DL+.7EL 0 7 DL+1 LL QA: 725 psf QB; 725 psf QC: 725 psf CSD: 725 psf NAZ: -1 in NAX-r -1 in 0 X] .L+IWL QA: 435 psf Q B 435 psf QC 435 Pf QDE 435 psf N ,. 1 4 435 X: -1 in V C 0 100 Footing Flexure DesigR_(Bottom Bars Descviptjon r - I ACI - CI - IBC 1- 1:C 1- X: Categories andFactors .ADL +i . LL [L+1 .WL 1. DLl LL+1 EL .DL+L SPOT FTG, AT ENTRY U n Gross Rilaw,(psf) 2000 2000 zoaa zona zoao 2000 Zaoo zoo L+ ISL : 725 p' QB: 725 psf QC: 725 psf QD: 725 psf 1 1 : -1 In X: -1 i 0 FBI iP:[ QA: 435 psf QB: 435 pf QC: 435 psf QD: 435 psf -1 in NAX:-1 in C Mu -XX (k -ft) .%114 .011 .409 .012 _D09 Note., Overburden and footing self weight are incl in the L load , Max Bearing (psf) 725 (a} 725 (A) 725 (A) 725 (A) 725 (a) 725 (A) 435 (A) 435 (A) W if ICL+L QA: 725 psf QB: 725 psf QC: 725 psf QD: 725 psf NAS: _1 i X: -I i Z 2 i ire 'r 641 .000348101 +000298369 .000397833 .000298369 X C F�brurr 9, 2006 Checked By. Max/Allowable Ratio .362 NO IC .362 .362 . 362 .362 .362 .217 .217 C IDL+.I'LL+.WL QA: 725 psf QB& 725 psf CI- 725 psf QD: 725 psf Z: -i i 1 X:{I in MU-ZZ(k-ft) .011 .009 .012 .009 X Cr As J r) n n t t .000348101 .000298369 .000397833 .000298369 Company Designer Job Number G & S Structural Engineers M. WEEKES 06047 ,Footing Shear Check Two Way (Punching) Vc: NA Description ACI -1 ACI - CI 9-3 IBC 16-5 IB - IL 1 - SPOT FTG., AT ENTRY One Way (X Dir. Cuts Vc 8.1 k Carr and Factors 1. L+1.7 LL 1. [ L+1, LL+1. 75WL F . L+ 1. WL -- .LL+l LL+1 EL - . L+l EL Punching u f k' VU/ 5 NA NA NA NA NA NA NA NA NA NA Note- Overburden and footing self we - ht are included in the DL load case_ Concrete Bearing -Check �VerficaJ Loads On! Bearing 8c : 139.188 k Description Categories and Factors CI --1 1.4L L+1. LL_ ACI 9-2 1 .DL+1 .LL+1.WL ACI 9-3 .9DL+1.3WL IBC 16-5 1. L+ LL+1 EL IBC 16-6 [ L+l EL One W (Z Lair X Dir Vc Vu(k) .aoo5o75 .000380625 .00a32s25 .000435 February ,tD Checked By: t)'r,--.o 8.1 l Cut Z Dir. Cut / VC Vu(k) .165 0 .0005075 • T .165 .I'3, 2.4.1-3b o .00032625 ii .os9 .000435 2.4.1-3d 0 .00032625 2.4.1-4 Bearing Bu (k} Bearing Bu/ Bc 1.015 .761 .008 .653 .007 .653 .007 Note: Overburden and footing self weight are included in the DL load case. Overturnin Check LService Description -- Categories and Factors -XX .. -XX-ftMo-ZZ- -ZZ (k- -ASCE _ L_ 0 t .363 ASCE i. 1 - '1 L+1 LL . _ ..__ . _ a, G ___ _-- ____ _ ___. _' _ i r 363 ASCE 2.4.1- l L+IWL 0 .363 ..-_-.., ASCE 2.4.1-3b. 1 L+F^EL 0 .363 0 .363 ASCE 2.4.1-3c IDL+.'LL+.0, WL - - _ .363 ASCE 2-4.1-3d I L+.I' LL+.�E 1" 0 T i-1 ASCE 2-4.1-4 : DLA -1 WL 0 .218 F1 ASCE L4.1-5 .L+.'EL 0 .218 0 218 lido-XK Governing Overturning Moment about AD or BC ins -XX: Governing St-ablizing Moment about AD or ..I,0 f M rz -X X tot Sliding Check (Service, Description ASCE 2.4.1 -1 SIA,_.., ASCE2.4,1-2 .165 0 ASCE • T .165 ASCE 2.4.1-3b o ASCE- ii .os9 ASCE 2.4.1-3d ASCE 2.4.1-4 AS -CE 2.4.1-5 Categories and Factors IDL 1 DL+1 LL 1 DL+I'LL 1 CSL+.`SEL 1 DL+.751-1-+. WL 1 L+.LL+.E L . C L+` WL T L+. EL -XX: Applied Lateral Force to Cause Shding AlongXX Axis r -XX-. Resisting Lateral Force Against Sliding Along XX Axis SR -XX- Rat -lo of Vr-XX to Va-XX Vr-XX (k) .1G5 .165 .165 165 .165 .165 .099 .099 11a -ZZ (k) Vr-ZZ (k) o SIA,_.., 0 .165 0 .165 D .165 0 .165 o .1s5 a .os9 o .o99 VC CSF -XX OSF-ZZ [VA SIA,_.., NA NA NA � NA NA NA NA CSA NA. N A NA ISA NA NA SR -XX NA NA I'dA NA NA NA NA NA SR -ZZ RISAFoot Version 2.Oa [0-.�Documentsand Sett n r M Documents\ LSI \2006 J BS\6 ' F (3S\SP0 r k.