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HomeMy WebLinkAboutDESIGN CALCULATIONS - 07-00433 & 434 - The Bank of Commerce11i7 00434 The Bank of- Commerce STRUCTURAL DESIGN CALCULATIONS FOR THE NEW BANK OF COMMERCE IN REXBURG, IDAHO Prepared For: Nielson Bodily & Associates P.A. Idaho Falls, Idaho Desiqned b Mark D. Andrus, PE Project #07405 TABLE OF CONTENTS DESCRIPTION General Design Criteria Design Load Calculations Lateral Design (wind & seismic) Roof Framing & Wearier Designs Foundation Design PAGE 1.1 2.1-2.10 3.1-3.7 4.1-4.25 5.1-5.5 G & S Structural Engineers 1600 John Adams Parkway Suite 200 Idaho Falls, ID 83401 Telephone: (208) 523-6918 E-mail: gs@gsengineers.net fax: (2a8) 523-6922 Telephone: (208) 523-6918 Project.- Location: Building Code- Design Loads: G & S Structural Engineers 1600 John Adams Parkway Suite 200 Idaho Falls, ID 83401 E-maif: gs@gsengineers-net GENERAL DESIGN CRITERIA Bank of Commerce Rexburg, Idah-o 2003 International Build -in Roof: Snow Load (SL)-. Dead Load (DL): Floor: 4" Concrete slab on grade Code (IBC Fax: (208) 523-6922 Project #07405 35 PSF (Importance factor 20 PSF S011'. Allowable des41 ign soil�r�ssure: Wind: 9D -mph 3 -second gust Exposure C Importance factor: 1.0 Seismic: Ss = 5Q.6% g S1 W 19,3% g Site class D Design category D Importance factor 1.0 R= 6.5 1500 PSF SDS = .531 g Soy _ .261 g zu�ro snow weight included fn seismic calculations Sheet 1. 1 T 9 Structural Ein gine 1600 John Adams PLNN1, Swta 200 Idaho Palm,, ID 93 401 JOS TITLEBt-tnk of Commerce JOB NO. SHEET NO. CALCULATED B M. Andrus DAT CHECKED BY ?V. Andrus DATE CODE SIMA-1-kRY Code: Live Loads: Roof 0 to 200 s 200 to 600 r over 600 I: Fl or Stairs & Ddtvays Balcony N-lechanical Partition's Dead Loads: Floor Roof Roof Snow Loads: DesILT l Roof Snow load Flat Roof Siiow Loyd OW EXPOSUre Factor Importance factor Thermal, Factor Ground n . Lour. Rain on Snowur .ar c iep ed -roof Factor Wind D iq n_Data: e �-�,�••e.�eeeeeeeeeer�� Balsic We inn speed Mean Roof Ht (h) Building Cattgon., Importance Factor Exposure Category r,isUTC ClaSff. Directionality Earthquake ides in Data: Seismic Use Group: Import-ance Factor Mappe, d p c tai resp ons a Site Class alp tralp ns: o f, Seismic Design Cate god? Seismice s sfiSystems. Design Base Shear Seismio Response Coef. Response -Modifivation Factor Analysis Procedure In,mati nal Building Code 2003 IS psf 1. - 0.01 gAroa,, but not less than 12 ps 12 psf T N/ N slab on grade . 0 psf S mph 20.0 I� C Enclosed Building +11-0-18 0.85 35.0 pf, 3 5. 0 ps I 1.00 1.0 50,0.psf 0.0 ps 1.00 I 1r0 60.60 % 1, 9.30 % D 0.'1 0.261 I During Wall Systems — Light frame, N all q with shear p anis - wood tm . S = 0.082 6.5 Equi'vaie t Lztt rai-Force Anrilysis WWW 3_ ct pmals/s .e t stcel p.,ttn, G & S Structural EncrineersnJ013 TITLE B&uk of Commerce _ 1600 John Adams P ,-, Suite 200 Idaho Falls, ID 83401 JOB No, SHEET No. CALCULATED E . Andrus Tr /113/07 HE C ACED BY 1A Andrus DATE Code Search i. Code: H. Occupancy: hitemational Building Code 2003 Occupancy Group Type of Construction Fire .n Roof= Floor IV. Live Loads Roofere woof 0 to 200 Sf.- 200 to 600 f: 600 f VE Floor Stals & Exxitways B,alcony, Mechanical Partitions Wind Loads : ASCE 7 , 0 Importance Factor B asi c Nkrind speed Dj re toP (Kd) Mean Roof Ht h Paxapet lit above cyr n ExTosuxe CatecFory tD Enclosure Classif Intemal pre sears BuI flits; _Ot Least vAth (B) Khcl e, 1 Kii case 6.00/1. Business 6.6 deg 18 Psf 1. -. 0 1 gArebut not les s than 1 12. Psf 1.00 90 mph ■ 20,0 ft P t C Enclosed Biding Toi) o 21ra hic Factor (_fit) Top o r hy 1 ht10, .n OFI) Naff Hill Leqcgth (Lh) Actual H[L-, Use H/Lh Monied Lh From top of crest.- _ up /down w` HlLh= D.50 x1Lh = 0.31 zlLh = 0.1; At Mean Ro c) f I -It Kzt;;7— (I +KIK2K� )A 2 +/-0,18 87`5 ft 74.5 fA 0.902 FIt 80.0 ft 1.0 ft 0,80 0. 50 16M t 50.0 ft o- ilwin d �,�- w'g e stru ac . om rr ai * t -M 4 ! •k +� aAa - }}} 4 e,•e k s FF-eu.. -iI FF}lttt f S � P PP ESCARPMENT 4�F ' i,, •y � �� �{ � Tq d i k J' �4 j z � + + •_+,gyp. + ■ .r+7 0.00 0.792 '1/1'J1 • �r V - Prey a.±� � Citi' r sl' ! e - - ! • �- H AA i A' f'� t i, i ii#�. i aL i a i ai i t • h 1.000 {� d • °�i �9i�� - : `. i P _ �it� i d 4P," a F �•. } ■ + _' t ..... , , :: ::•_F_�J +•�J4*"+h;l1mF,■_` +•'�l.`e+ 1.000 2D RfOGE Or 30 AXISYMMETRICALHILL .R&.. 2tZ kr S Structural in s; 16 0 0 Joico Adams Pkvv, Suite 2 0 Idaho Falls, 11D 83401 JOB TITLE Batik of Co=erce JOB NO. S HEFT CALCULATED RY A Andras TE CHECKED BY M. Aums DATE V. Wind Loads - MWFRS h:560' Low-rise Buildinasi .t 1l� "! ,rte ! °•,*.--� .�-�� A cif 4 �" sr �Jr3 .� . i.�-"` ° tea° '•. Le I Z L!1 _K_UjU x Traii SIT rS a Direction A I ' w oxo itudi ral Direction 6 Torsional loads are % of zones I 4. See code for loading dia-�'am L� rKz = Kh 0.90 (case 1) Edge Strip D Base (a) 7. ft pre sure jj - End Zone (2a) 14,9 t GCPI Zone 2 length 37.3 f t Transverse Directialri Lwngitudinal Direction tipen is-ular e 26.6 dtg Par . 1 0 _ Ode(, -y Surface G CP f T - 1"/+C Cpi GCpf �N7/- 1 'vv f+GCS. o . 0.73 0.37 0.40 0.58 _722 -0,10 0.08 -0.28 -0.69 -0.51 -0,87 -0.45 -0.27 -0.63 -0-37 -0.19 -0.55 -0.39 -0.21 - . -0.29 -0.11 -0.47 -0.45 -0.27 - 0. 6 e3 -0.45 -0.27 -0.63 ".°. -0.27 -0.63 -0,45 -2. -0-63 0.73 0.91 0.61 0,79 0.43 -,1 -1 - -. ,'{'fjf 1.0 -0.99 -1. 3 - i -0.40 -0.76 -0. -0.-_'35 -0.71 1 - 0. 5 3 -0.35) -0.71 -0-43 i 0.2 -0.61 Wind Surface pressures (psf) 1 11.6 3 . 1 -'. -8.1 -13.8 -10.0 -. , - , -9-1 -1.7 745 -, -10.0 -. -10.0 -. -10,0 -4. -10.0 E 14.4 8.7 12.6 jf . -. -19.9 3E -6.4 -12.2 - 4E `5. -11.4 -. Parapet W .. T r Parapet: Le vard Parapet: 30.8 psf (up-wrard) add to windward roof pressure . 0 P s f 111 - 1, F0 psf (GCP11 _Hont,-aY �NtiFRS Simple, Diaj2hrat4ni Pressures Transverse direction normal to L Interior .done. NVaH 14,9 f Roof .5 psf End Zone: Wail 20.1. psf Roof 6.3 p sf Y d -final direction (parallel to L Ince or Zone: Wall 11.0 psf End .done: Wall 16-.5) psf S G & 9StructuralEngineexs 160 0 klm Ades Pkwy. � Suite 20 0 Italic Falls, 18340 1. V. Wind Loads - Components & Clad dl n 11 _Kz nz Kh (case 1) 090 C-1CPi a— Nwffidin'um p .rap t he4ht at building-rt r J O B TITLE a r f Coerce JOB NO. SHEET NO. CALCULATED BY M. AjiLdju r)A T Roof. cy tiNT nc f Ne cy hT Zona Negative sic - P it v. e All Zoi v.g Zone Ov erhamcl Zone 1aR Pa-rapet o f21 . de o Tvpe of roof = I CHECKED BY M. Andrus IDTE I If trio ut y arise is greater thall . IVRNTRS pressure ma -v be used. Area 10 sf GCp +/- GCpl '00 Sf Surface Pressure (Ps1f) el.i p u t 100 Sf] D 10 Sf 100 Sf 500 sf15 f .3 psi - 17.5 lel 15.6 p . =18.4 P 4 1 . I. 1. -0.98 -25.1 P -19.5 -15.6 Ps -PL 21.2 Psf 17.8 psi' U P 1 b. I Vis. qp = 0.0 pf CA S E A= pressure tomvards building $ SE B_ Pressure, aNkray from building o filo Structures &Equipment Dist from e -Lro f heialit to c entrod of Af = 10. 0 ft I_1t1AE_J1t Of equilDment (lie) 15.0 ft Ik Cro s.- e ii t1 I ality K -d) Width D Type of Surface Square 10'() ft u are (1wha d aloqdiad onal) Cf = 1.1. Af Adjustment Factor (Aqj) _ F = qz G Cf Af Ads= F 10.0 3f '1.90 Y. 7 Af 157 Ibis I Id IP arapt Press 10 Sf 100 Sf -500 sf CASE A I t r or one Ups 0.0 Ps 0. 0 P71 Comer zone : 0.0 uS I 0.0 Psf CASE B Interior zone 0�opsf Comer Zone 0.0P s1 . ��Sd 0.0 Gast Effect. Factor (G) Base pressure (qz) = 0,85 20.4 Kd Psf 111D = L50 u Eire (Al -rind -normal to face) Cf = 1431 f Ac�justnicijt Factor (Adj) F _ qz G Cf A djz M 9fructural Engir�.c��►-s 1600 3o1mAclaxns Pkwy., Suite 200 Idaho Falls, ID 83401 i a t i �1 r• r 1 � x 1 � 1 r J 1 i e t a I�1 Yi 1 h J r 1 j 1 ,lrr 1 p 1 rF 1 a I I qw- kh 4 1 carc and Monosldeorrecs CD c JOB TITLE 13'ar Lk of Conu-t-Le_rce JOB NO. _ H EET NO, CALCULATED B M. Andrus DATE CHECKED M. Andills DA TE Location of Wind Pressure Zones w MN 1 � Y 1 I I qw- kh 4 1 1 1 � 1 1 a 5..r # 1 r I41 M � a � A T i IL � r J t 1 � 1 rr •r' h �� � k i Jj t may. � # �P f 1 •�_ L r yF ' � �f 1 i rrtrr:___rr_w_rr�T��, — FP i F r e r r FFP + 1 i -�� �..•..�� T T�_� ICY _.__=.w.__._—«r se__._. JOB TITLE 13'ar Lk of Conu-t-Le_rce JOB NO. _ H EET NO, CALCULATED B M. Andrus DATE CHECKED M. Andills DA TE Location of Wind Pressure Zones w MN 0110 Slop -roofs 30 < G:� 100 degrees �L ��r s �� ry 4 • �} r ' . _{ ,rte• { IL r� 1 � Y 1 I I qw- kh 4 1 1 1 � 1 1 a 1' # 1 r M � 0110 Slop -roofs 30 < G:� 100 degrees �L ��r s �� ry 4 • �} r ' . _{ ,rte• { IL r� degree qw- kh 4 M 1 1 1 � d— rip", 0 Be M � a T i IL J t 1 1 •r' �. •�~ �� � k i Jj t may. � # �P i 1 •�_ r yF ' � �f r vP , � L.2 rrtrr:___rr_w_rr�T��, — degree Pocatello MCE Ground Motion Zip Code - 83201 Period (sec) 0.2 1.0 - Conterminous 48 States Central Latitude = 42.891227 Central Longitude = -112.316718 MCE Sa 055.3 016.4 Spectral Paramete 0.2 075.3 1.0 035.1 MCE Value of Ss, Site Class B MCE Value of S 1, Site Class B rs for Site Class D Sa = FaSs, Fa = 1.36 Sa = FvS 1, Fv = 2.14 o ,. 1600 John Adams Pkivv, Suite 200 Idaho Falls, ID 93401 1. Seismic Loads: IBC 2003 seisnile Use Group : f Imporla c Factor 1 1.00 Site, 1 2-9 S,: f Ss (0.2 see) S5.30 % 1 (1.0 Sec) = 16.40 3013 TITLE Bank Of COIMMMe JOB NO. SHEET NO. CALCULATED BY M, Andrus DATE CHECKED BY M. Andrus DATE h :/ int, r. u . o_ / q- nfhtrnl/l c o ke 2002-1rate rp-OE. htm l SMI 0.352 Sdi . 234 Design Categ ScIsmic Design Category D Number off. tori. : Structure T\ipe, Light Frame Plan truest rat Irr l �'ti �s : No p 1, an Irre gulari F Vertical Structural. IrrcgUlariti s :No vrti aJ Irregularity B iJdin System: Bearing Wall Systenis Seismic r si t .x � s t : Light r �� a galls withshear panels- wood ter ueMr a1 {stem 1 Li dingy II ilk: Limit: ft .ilii.(]in) -20.0 t See ASCE7 tion 9.5.2-2.4 for exceptions and Quiet system lullitat ons DESIGN COEFFICIENTSM R -4,C O Response Modification Factor (R) 6.5 Simplified Analysis 6.5 stern Over -Strength Factor o 2.5 2.5" Deflection Amplification Factor (Cd) — 4 4 ds s 0.501 d1 — 0.234 Co de Reference,, S e tion for Detailing '23 06.x -1 2211 Seismic Load Effect Qs 0. D — P QE_ sIsm' Load Effect = _+ %s I 2- Qr, PERMITTED A NALY TTCAL PROCEDURES I is is)11i Category a 011 t d Not P ermitted Simphfied Anal 'I D esign Bas e Shear —1. 2 S d.W,/ uildill�-r period coed'. App rox funda nt .l period _ User calculated fundainental. period (T) — Seismic ra5pon:5e cue£. (Cs) need riot exceed Cs but not less t1jan, c.s USE Cs = redundance c o.ff,it .1 OOD QE. horizontal seismic force .1 OOD D = dead. load � 4 PE�rmftted 0.020 1.47 Tisa"0.199 sec x= 0.75ma.� =-_ u 0.277 see Use T = 0.189 IIYRT 0.1.91 0,4f 0.0.2 0.07 Design as Sher fode.1, Linea- & Nonlinear Response Analysis LL01 T� STOR17 DRIFT Structure Type: hwvablc story drift = -Permitted (see code for procedure) 0.020hsx W,mere 11 SX is the story h � fit b e 1 o w ie�i e I Rexburg MCE .Ground Motion Zip Code - 83446 - Conterminous 48 States Central Latitude = 43.763462 Central Longitude = -111.609017 Period MCE Sa (sec) (%g) 0.2 060.6 1.0 019.3 MCE Value of Ss, Site Class B MCE Value of S1, Site Class B spectral Parameters for Site Class DI 0.2 079.4 Sa 1.0 039.2 Sa = FaSsT Fa = 1.31 FvS 1 , Fv = 2.03 i G&T S Stmetur-al Engineers 1600 Jolie Adains Pic a '+f Suite 200 Idaho Falls, ID 83401 1. Seismic Loads: IBC 2003 Seismic Use Gz-oup : I Importance Factor (I) : 1.00 Site clasS : D s (0r2 see) = 60.60 " o 1 1, .0 see) e 19.30 %g Fa = 1.315 FV = 2.0 Seismic Design Category Number of Stories: l Structure `'pe: Light ' Plan Stru, etur l Irrtg U1 ariti t s: No p ars Irre cul arl't3l Vertical Sfxuctural Irregularities -No i.lorti l Irreg-ulaTity SMS ;-- 0.797 SMI — 0.391 JOB TITLE 13ank of Commerce JOB NO. SH5FT NO. CALCULATED B M, Andjrus DATE 7/13/07 CHECKED B M. Andrus IDA TE htt:Ie int,cr.us s. ogle -men/htmlllooku�-2DD2�Fnter SdS = 0.531 dl= 0.261 Design at or ign Cat , =. Flexible Diaphragms: Yes uddincF ?stem: earl�� Wall yst nis l's 1c.. resisting system- Ligbt frame walls with s1war panels - wood structuralpanels/sheet ys ttni B uaIdIn H ei ht pit: G5 ft Actual 13ufl.ding Height h 20.0 ft SeeSection 9.5.2.2.4 for cxceptions and other system hinflti lls DESTGN COEFFICIENTS�T FACTORS I Simplified al si' Response Modification Factor 6,5 .5 \P to Over -Strength Factor (f2o) 2.5 Defkr,tioa Amplificatiall. Factor = Sds =z 0.531 dI 0.261 Co d e Reference S ection for Detailing :23 !06.4,1 / 2211 Stismic Load Effect EI[-0,2SDs I P 0. 106D QE -110rIZ011tal, ISOismiforce Special Selsrmc Load. Effect = o +/- . < dead load 0.1 PER -A- 41..4'TE ANALYTICAL ED /RES Ind Force _ x lysi i m' c Category A died Not Permitted Design Base Shear V=1. sW/ Equi -valent Lateral -Force Analysis uRdilig period eoef , Approx fundamontat period (Ta-) User cad til at d fundamental e n' d T= ISMI r. eSp- OrlSe C Oen`- s _ need nal exceed Cs but not less than USE C _ .0;� - P rinitte 0.020 U = 1.44 see T ase T0,189 dsl/ I I /T = .04dI _ Model, Linear & Nonli"near Response An at Tsh L�NBLF STORY DRIFT Structure Tie., Allo,wa 1 e store drift All other structure 0.081 0.212 0.023 1 '. - Permitted (%see code, -for procedure) 0.020hsx whersx is he stork{ liei. 11t b elaw ie--��ej -0G.htmj D K ru ct mq I IE norineers JOB TITLr: Bank Of COITImerce 1600 John Adams Pk -%y., Suite 200 Idaho Falls:, ILS 8340 JOB NO. SHEET NO, CALCULATED BY M. Andrus DATE 7/13/07 CHECKr=D BY M. Andrus DATE VII. Snow Loads Roof slope 2 6.6de. Hor . ea-ve to rjdE!e dist(W)- ', Roof J n Atliraleto idL 7. 5 ft Typeof Roof Ground Snow Load Importance Category. Import ne Factor Thermal Factor Exposure Factor p f= .**t*I*F -Pf mire Flat Roof no- v Load Rain on Snow Surebarioe L 35.0 Psf = 0,0 psf Pf = UnabStrLlcted Slippery Sul -face (per Section.7.4) io d -roof Factor CS = ).).o Pf .0 psf 11 1.00 Desiun Roof Snow Load s _ 35.0 psi' ("balanced" snow load) Building Officiai Minlinum - 5.O p f nbalancel. Sn -,v f_, a(ls for i Gable roofs oniy 70/ + 0.5 = 2.4 d u Un b la n c d now loads must be applied Windward sn. toad = 10. PSr = .3 *f*s Ml ^ I 2(1+b)'2)Ps/Ce ward Snow Omits - from adiacent higher rnnf Up cr roof 1. ncrt:li Projection height Buildina s paration, Adjacent structure factor Snow density Balanced now lie r lit li /lib 0. = -1. Drift h is zht. Drift. width Surcharge load - 50.0 t l _ . 0 ft, s0i.0 ft. IM = 20.5 Pcf jib = I.1 ft h _ -1:71 ft Therefore, no drift lid = 0.0 ft W = -19.82 ft Windward now Drifts i Aaainst Walk r�i �� . -tc more than i ' l on �o uii ding roof 1 i %metl� I � =50.0 11 Projection height 0.0 ft n oix density T .5 p f Baianced snow hei lit _ 1.71 ft lie _ -1.71 ft li c/li b . = -I . Drift h i�lit Drift width rcharcc load - Therefore, no drift lid W pd = cr*d . ft --13.66 ft 0.0 psf OTE- Alternate spans fcontinuous beams and other areas sh Il be loaded wtli half the design roof snow load so as to produce tbe. gr atest possible, effect - see coact 2. icy Exposure Factor, Ce - Exposure of roof MW Terrain 'Fully Partially Sheltered i 1. 1. 0.9 Lo 12 0.9 Lo LI D O8 0.9 1.0 lAbove treeiiiie Desiun Roof Snow Load s _ 35.0 psi' ("balanced" snow load) Building Officiai Minlinum - 5.O p f nbalancel. Sn -,v f_, a(ls for i Gable roofs oniy 70/ + 0.5 = 2.4 d u Un b la n c d now loads must be applied Windward sn. toad = 10. PSr = .3 *f*s Ml ^ I 2(1+b)'2)Ps/Ce ward Snow Omits - from adiacent higher rnnf Up cr roof 1. ncrt:li Projection height Buildina s paration, Adjacent structure factor Snow density Balanced now lie r lit li /lib 0. = -1. Drift h is zht. Drift. width Surcharge load - 50.0 t l _ . 0 ft, s0i.0 ft. IM = 20.5 Pcf jib = I.1 ft h _ -1:71 ft Therefore, no drift lid = 0.0 ft W = -19.82 ft Windward now Drifts i Aaainst Walk r�i �� . -tc more than i ' l on �o uii ding roof 1 i %metl� I � =50.0 11 Projection height 0.0 ft n oix density T .5 p f Baianced snow hei lit _ 1.71 ft lie _ -1.71 ft li c/li b . = -I . Drift h i�lit Drift width rcharcc load - Therefore, no drift lid W pd = cr*d . ft --13.66 ft 0.0 psf OTE- Alternate spans fcontinuous beams and other areas sh Il be loaded wtli half the design roof snow load so as to produce tbe. gr atest possible, effect - see coact 2. icy P ro e c'Ll Designed By F* 1-he""00O." G&S Structural Engineers I 2L 29 - 0 P..)l .01 d ["ojerC;l lam %- z -- 04�7 r , -5 1: r 3 F -r!"? hi- - Le /6/AFF/4c�17 7-1 • -ir, ULL, 9CAV 3�d AL- . L ej Rv ipo� ps Date L.—O —�j- 62-1— c".*. Sheet t / Pro"ect eCr A:R P roj 1 0. D t 6V Designed By�... ew, 5 5 f r 4)F R,71; 4- Stu tur l Engineers Jm" f A— P0941 i Z9 t Sheet 3,Z ec, Designed Byh = RL r L cnck r ML� ap" IML ar, rdl� 45 � r^{ 0. r r bw --� Project No. Date A kw .0 ILP - AN: * Am LaiK 11 3�,v S `I?! 4�7 476 -7_ 4gft 08%S Stl uctural Engiints-,.evs S h e et r r Ct .VF 41 Designed By �" X45 �'' I A L 3L, - Pit, G&S Structuralno %,at ,j in er--% rs t z GbL PF-O%ki". ject No. Date C"F" *7 z 7- - I- 6�t Jr M�A A let" 'r , k. 1. ia- i'wt A i't :e, C� f+"Z> 2 7 Sheet i roi c elk, rm It I G&S Structural Engineers ell, � l� 7`tt3Z )6,s Jot� 7 #Act - 7 P 771 > VZf ?'tv - 5. Sheet � ,.,> HFj-oiect F D.esigned' 1* - �:�^..��, , .:0.r l•' � PIIN v 40- 0 Immo r G&S SLtvuc,ural Engineers Pr oiDj e cf r r J,Aj i Date v, *-' / (off PIL f �f I%Llowy RWr Pp Ila-'r j 3 5--o A�5 .4 rt C�3- - -. �f I ' r Sheet Structural Engineers 1600 ti o li n Adams P iga {.,� 16'. 200 Jdaho Falls M 83401 1. Seismic Loads: JBC 2003 i smi U.s Groep Inip o rt n Factor 1: 1 .00 Site. Class Ss (0.2 sec) 60.60 % I L 0 sec) = 19.30 % F 1 i? ._ 2.0.8 Seismic Design Caie,.gcry Number of Stories.- Structure ton s Structure Type: Not applicable Plan `tru tizral Irrr u1 r'ti es : o plail Irregularity 'Vertical Siructural. Irregularitles:No vertical Irregulanty JOB TITLEB ank of C 0M.M r ,SOB NO. SHEEN` NO. CALCULATED [BY M. Andrus DATA /13/07 CHECKED BY M. Andrus DATE h tt -./ i Vit. r. u . o e - ht 1. l o o feu -2002-i me -. SMS _ 0.797 Sds = 0.531 .cosign Category l 0,391 SdI 0.261 l an Cate g o ry-' flexible Diaphragms.- Yes Building vstem: Moment -r sistin, Fraine. Systems Seismic reslstm s fst M Ordinary steel montent frames 3i stab B Uil di ng Height LI -Mit: Sys tein not permitted for this s i =*c design category(see.code footnote) Actual -Building Height h =20.0 ft See ASCE7 Section 9.5,2.2..4 for exceptions and other system Yiltations DESIGN COE. FFICIENTS AND FACTORS 102003 Response Modification Facto ; 3.5 System Over -Strength Factor = 2.5 Deflection Amlif i atl'Factor(Cd) — 3 ds — 0.531 l = 0.261 Code Refc-rence Section foril' n : l I ti ll 1 I Seismic Load Effect — p QE +/- 0.2%s D SPecial Soismi c Load Effect = D +/. 0.Ds1 PERMITTED . N kLYTTCAL PROCEDURES Index ForceAnalysis (Seismic Category A oWy) hiiLp die Aial. F i . � Permitted Design Base Shear =1. ds -1R — 0 .1 Equivaleiit Lateral -Force aL sis - Pern111te . 3 -� " 2.5 QThr_ Method Not P rrnitt d uil �. � period. coef --0.020 App-rox funarn ental period T 1 0.189 s User calculated fundamental p n'o T 0 sec = 0.75 P � redundancy coefficient 0. 1 06D Q — "Zon al seismi force .1 D -- d ad 10'ad Tina _ CuTa � 0,2172 . jrp oiis : ro . s — dsl/R 0.152- netd not exceed Cs= 1 I T 0,394 but not less than Cs 0.044SM 0.023 USE CS OA52 Design Base Shear V . - 152W Model, Lin r & Nonlinear Rs ons Anal sis - Permitted s ce code for -procedure) ALLOWA13LE STORY DRIFT Structure All other structures' ll wabl st ry drift = 0.020hsx whereis the stoyer lieigllt below. l T,r e, l Use T — 0,189 T I G & S Sfiructural engineers _ MD. Andrus, PE „---� liZ iWx wt, F�� F Bank of Commerce Drive Thru Canopy Frame July 13, 2,007 at 1 1 %-54 ANi D7349 -Drive Thru-r3d I A G & S Structural Engineers --..I Bank of Commerce il Mark D. Andrus, PE � Node Numbers 14 July 13, 2007 at 11.-54 AM j 07349 -Drive Thrur3d df,W71", x I G & S Structural Engineers I Bank of Commerce � -- � ---------. � _ � Mark D. Andrus, PE � �-- -- C- � Judy 13, 2007 at 11.-54 Alli .— _ _ _ _�. I Member Numbers 07349 -Drive Th ru. r3d -- -- — Company G & S Structural Engineers Designer :Mark D. Andres, Job Number Hot Rolled Steel PraDerties Label A36 L 2 i A572Grade5O 3 A992 A I A 1- 4 -1 AbUU 42 Bank of Commerce E fksl*l -[ksil Nu-- TherM (1� E5� 29000 1 11'I54 .3 5�_ A50-0 -46., 29000 11154 I 3 11154 i .3 11154 11154 Density[i A _q .65 749' .65 AQ .3 I .65 i 49 .3- .65 -,49 July 132 2007 11:58 AM Checked Bv - 3 YjgIdL �si 36 Oro= ,Hot Rolled Steel Section Sets Label Shape T e Design List Material Design_ Rul, A fin2j. [i�n 4], 'I,z in4L J [i __jyy � � HRS Vtil1.6X57 1 Beam wide Flange n4 I A992 Tvr)ical 1 16,8 43 -. 1 758 2.22 2 HR2 HS58X8X6 Column---'� Tube 1 A500 46 T Ty�icaf 10.36 99.512VVI --. — .. 99_512 1159.HR3 1 6X57 Beam Wide Flange64b A992 'Cal 6d,8 43.1 758 �`�2.�5g 2.22 Typical 4 HR4 HSS4X4X4�Colt�mn 1 Tube A500 65 7.788 7.7 3,3 88 1-5- HR5 Wide Rang—..� L WI 6X57 Beam el A992 TY-P-LCqI-2 1 6.8 43.1 758 1 2.22. ,Member Prima Data Labe! I -joint J Join 7 2 3 2, 3 E 5 5 6 6� 7 '7 �8 8 9 9 10 IL10 1 11 OR I 13 10 14 12 10. 14 Member Advanced Data K joint Rotate(d, Section/Shaoe Tvpe De5jgn ist� � _ Material Desi n Rul... HR4 Column 1' Tu be Typica!l A500 46 HR2 Column 1 . ' �. eTube A500 46 ypica HR2 I Cafumn i Tube A500 -... 4 �6 1 Typical HR4 Column I Tube A500 46 1 Tmical HR2 Column Tube A500 46 � T icaj _� I HR2 Column Tube I A500 46 T pica I I HR3 Beam'Wide Flange A992 I. T ic all HR3 Beam Wide Flange A992 --i I Tmical —fvv ;D �! c a I --------- I-- HRS Beam 1 Wide Flange ':wide Mange A992 I H R 1 I Beam VV' e A992 Typical _L...� i HR51 Beam Wide Flange A992 �pica.l� __ f Release —J Release„ew I —. I Off"et iRL.4-Offi�etr TIC OnIv PhvQir--:31 R A [HaCIIV& Yes __�- e �- _ �Io 1 Yes Yes Yes Ye --T Yes F-7 7 Rpn PI NI -_ 8 BenPIN �1 9 10 10 Ben.P],N BenPIN Joint Gvordfnates and Temperatures Yes Yes Yes y F�Y e -S �_.�_��u_� Label y [ft] TeMp LF1 Detach From Dian- 0 - 0 - r.e - o 0 2 0 — -13.5 0_l�i 3 3 0 ---- 0 -26.75 4 0- 4 24..5 0 0 5 1 0 5 - i1 ___ -'iii- _ _ -�° 24.5 0 -13.5 6.. _ __ --6 24.5 - 0 �-_ �- _0 -2_-- ' 6,75 01 �i 7I _���I._ _. -- 7 7_- - - i 0 14 0 �- g��_�.=. ��_�_i�. _-. version b.0.1.5 [C:1.._1...1...1p7349-Bank of Commerce-pacatellolfl7349-Drive Thru.r3d] Page I F Company G & S Structural Engineers Desfgner Mark D. Andrus, PE Job Number Bank of Commerce July 137 2007 11:58 AM Checked By - Joint Coordinates and Temperatures C -.—Label x H Z fffl —TempJEL miss ---- am 8 ___Uetach From Dap .. 8 0 14 . -135 0II 9 9 0 14 -26.75 0 10 10 0 14 1 . ..... 0 -- 2. r 14 _.0 12 12 1 24.5 14 -13.5 In 13 Joint Bvunda 14 Conditions 24.5 24.5 _ 14 _T -26.75 14. -38 0 I Joint Label X rk/in] _Y [klin] Z Win] X Rot.[k-ftiradl Y Rot. -ft/radl Z Rot.rk-fUradl Footing Reaction Reaction Rea'ction Reaction 2 ReactEan Reaction i Reaction Reaction 3--- 3 Reaction Reaction Reaction Reaction i 4 4 i Reaction Reaction I Reaction � --- Reaction i Neaction reaction Reaction �_. 6 Reactifln_ Reaction i Reaction � � -._ 7 Star..Story- 1 Story 1,,-. _. Hod Rolled' -Steel Design Parameters Label Shape Lestgthft �byy Lb,Kz ft]-- LCDMD PLcor � ._� � ,. H R4 1 4 I j � 2 2 1 HR2 I 14 3 3' HR2 i 14 4 4 HR 14 5 i 5 HR2 14 6 6 ' HR2 14 7 7 HR3 38 I8 8 HR3 38 9 _ 9 HR1 24.5 10 10 HR1 24.5 HR5 2.4.5 Basic Load Cases, BLC DescriptioD... Catega,5( X Gravity Y Gra 1 I SNOW LOAD SL j.. 2 DEAD LQAD DL _� �� 3 111fI N D LOAD X,�WLX— 4 VVIND LOAD _(Z WIZ 5 SEISMIC LOAD (}C} I ELX 6 S EISMIC ��_�.�EL� Member Point Loads BLC 1 : SNOW LOAD bot...__Kv 2 'Segment 2me 12 12 12 12 12 12 Reaction Reaction Cb z swa rid �. Joint Point„ ed Distrbut 2 7 –Member Label DIirection Magnitudej� 7 Y ��.�__ Location[ft, ----------- - - - 30 2 8 01 _2 30 Member Point Loads BL{G 2 : DEAD LOAD) _—Mernber Label 7 2 RISA -3D Version 6.0.1.5 Direction _.fin itude[k., k -ftp Lac2fi () n [ft. O Y -1 4F; [C:1...1...1...107349-Bank of Commerce-pocatello\07349,Drive Thru.r3dj Z_ G Page 2 7 �� 7 _ I 7 2 2-- –Member Label DIirection Magnitudej� 7 Y ��.�__ Location[ft, ----------- - - - 30 2 8 01 _2 30 Member Point Loads BL{G 2 : DEAD LOAD) _—Mernber Label 7 2 RISA -3D Version 6.0.1.5 Direction _.fin itude[k., k -ftp Lac2fi () n [ft. O Y -1 4F; [C:1...1...1...107349-Bank of Commerce-pocatello\07349,Drive Thru.r3dj Z_ G Page 2 Company G & S Structural Engineers Designer MarkD. Andrus, PE� Job. Number Bank of Commerce Member Distributed Loads (BLC I ;SNOW LOAD der abel Direction _T___ _qgnj�tude ki de 2 1 7 7- y y 5 y 6 i 11 7- Y -.21 -.508 July 13, 2007 11:58 AM Checked Bv: �d - End _Mq9DL1tUdefk/ft,de ---Start Locationfft_. End Location [ft. -0/1 508 1 0 1 �n 0 30 I 38 -.508 i 0 I 3n � .21 0 -W21 __21 y i 7 .21 Member Distributed Loads (BLC 2 : DEAD LOAD Member Label 7 7-- 3 1-4 8 J - 0 16.5 24.5 Dire,ctiorStart MagnitudeL� �ft, P� End MagRi�tude[kfft,deg Start Localionfft.,... End Locgijonjft 0,1 _y �.29 I I 0 30 0 30 38 y -29 -.29 0 30 38 8 16.5 y -.12 0 1X6.5 ?A P; Member Distributed Loads (BLC 3: WIND LOAD Member Label Direction �� 7 y 28 y 3-- 9 i y 4 i �p y 9 I x .................... 6 7 �- y Start Mag [0/f_t.,_de_gL__ End itude _-Raga�_A k /ft.,deg] start Location E 355 .355 0 .65b .05 Member Distributed Loads (BLC 4 .355 .05 05 4.05 .038 .038 035-- .038 .159 .159 : WIND LOAD ,..--,,—Member Label. Direction Start Macinitude[Kftde End 7 Ma, I degl Start Location[ft qn tu e End Location ft y 355 -�.- 0 20 8 y -A- ._ .355 .355 0 � i 3 7 z .028 .028 0 0 8 ... . .. z .028 05 0 . .028 F- y - .05 0 10 y 7 .159 159 0 0 nd Locationft2�0 n I 9 I MemberDisfributed Loads (BLC 5 : SEISMIC LOAD � _ Member Label Direction S ta. rt.._K@_g n it u d.pLk,/ftqe g] End Ma-qnitu �� � � de[k/f 91 Start Locaflonfft.... End Location ft,%l 9 x .07 X .07 0 2 10 07 � Member Distributed Laads (BLS 6 SEISMIC Z) Member Label Direction .__—Start Klauitude k1ft dec_ End nitud �a ekft.de Start LocationIft End Location[ft.°/� �-�, ' 7 z .05 u05 0 2 � 7 z .05 0 Load Combinations Descripji�on Solve PDelta SRSS BLC Factor BLC Factor BLC Factor BLC Factor BLC F2QtQrBLCFacts r_�. I9LCF2ctpr BLC Factor I DL 1 DL1 'DL I 'SL 11 2 DL+SL Ye s 'I--. L T 31. DL+VVLX+SL Yes.; DLI 1 VVLX SL RISA_ 3D Version 6.0.1.5 [C -\...\.,...,,,'k07349 -Bank of Comm rce-pocatello�07 349 -Drive Thru.r3d) Page 3'� P Company G & 5 Structural Engineers Designer : Mark D. Andrus, PE Jab Number Load Combinations Continued Desai tion Solve.`. PDe1fa--- . U Li V L-A T RN 7 .duLtcLAe yes .6DL+E17 YP-q �DL wax Y es Yes `des Envelope Joint Displacements Bank of Commerce r- L r-, Y rti I - . July 73, Zoog 11 :58 AM Checked By: Ic L .0 Z Rotation-L.-Ic 2 3 or. B LC Factor B LC Factor B LC Factor i ~I Joint mminax I _ X�0 � I 4 max 0 14 I YO n-�-s Z 12 On if 4 4.879e-3 .-5.4 i 5e-4!5 IY rto,6 3.312e-3-1 15 �po14 2 219e-� 6 4 15 15 _ 0 2 � 8.'398e 5 6 0 2 0 '! 2 I O� � 002e-3 5 -. 0 � 14�,522e-3 14 1-4 min 0 6 0 6 p 4 �:_� 0 14 0 � 13 � 0 6 4 806e-3 15 0 2_ 8.4e-5 2 5 3 max 7-I min 14 1-4.529e-3, 74 12 9 564e-5 5 0 4 Max I _._ 0 5 0 i 12 0 1 2 3.312e-3 ' 15 ' 0 2 2.812e-6 ' 13 min ii 0 13 D 6 0 10 1-5.426e-4: 2 ! 0 '_14 3.193e-3 5 ; 9 I 5 li max 0 5 0 12 0 115 1 15 0 2 _7.345e-5 13 10 0 13 i 7- 'max: � 3 � 5 0 12 4.806e -3 902e-5 2 _ 0. 1 �6�3e 3 1 e-5� 1� mm 0 r4 4 606e-3 1 67, 6 I max _ 12 min I _3.312e-3 �,-4.538e-63e-3:5 1--2 5.549e-6 13 1 -- 112 , 556 15 5 1 664e-8 - 15--1 6 092 5 -5 465e-4 i 5 14 3 045 15 8 max 5................. 028 5 � 527 5 004 _14 � 01 I� 12 I .556 15 15 006e 4 6 ' 1. 564e 8 2 1.494e-4 1 13� -.092 5 i -2.397e-4 t_�21 -4.538e-6 14 -5.093e-4 17F --I 6 9 .manmin O 9 14--7 .007 0 6. 6 556 � � 5 1-4.538e- 4 51. 185e-3 13 1. 564e-8 2 1.495e -4 09e- 5 1 �18 I .013 2 092:-1.464e-31 �9 _ 10 max .529 14 303 i 13 556 15. 2.544e-3 13 1, 564e 8 _ 2 1.495e-4 13 ?9 I min 0 ' 2 -.396 i 2 I -.092 5 �-3.309e_3 4.538e 61 14 i -5.09e-4 � 5_! 21 11 i max .527 1 5 t 004. 12 ;_ .556 115 3.312e-3 I .15 1. 564e-8 , 2 �6.352e� 6 j �2 � _. min 0 15' 01 6 -.091 � 2 -5.426e-4.' 2 -4.538e-6:141 b 3 7 e- 3 1 4 23 12 .528 0 12 i 556 35 15.006 e-4� 6 1.564e 8 2 1.708,e-4 16 1 x_24 min 0 115 006 1 6 -.091 2 2.412e 4: 12 .-4.538e-5 14' -3,385e-4 14 25 13 maxL.27 I 14 max I 5� 9 14 1 .007 13 � 013 � 556 _ 115Se-3!13 1.564e 8 2 i1.709e-4! 226 5 -. 09 1 2 1 463e-3 : 2 1-4.5 3 8 e 6 14 ' 3 381 e-4 14 .529 14 • 303 13 ._556 1I 5 2 544e 3 13 ' 1.564,e-8�2 1,709e-4 � X28 min 0 _ 2 I 396 5 � -.091 2 -3.308e,3 _ 2 . 4.538e-6.14 -3.381 e-4 14 q& LO IvZa Envelope Joint Reactions �N� 9 _ 0 1f i Joint _ X [$]_,_ Ic Y fk1 Ic Z fkl Ic MX[k-ft] Ic MY fk-ft1 Ic VIZ -1 Ic_ max, 0 6 I 5.645 i 6 I 0 4 0 1' I� i 2 I 0 min ' -.002 14 -2.341 ' 1 2 0 6 I 0 1 1 0 2 0 3 2 max! 052 6 10.138 6 I .282 5 li 0 .004 ' 14 i 0 4' _ 'min -.856 1 14 -2.656 12 I� -.973 15 0 ' 1 0 12 0 ' 1 5 3 max 1 .0 5 2 i 2 ! .23.38 2 195 i 12I 0 11 i .004 14----------------- � 6 'min_ -.857 14 -13. 149 13 I -1208 16 l 0� 1! 0 2 0 1 7. 4 maxi _ 0 13 5.645 i 6 0 10 0 1' 0 14 � 0 1 � 8 I I min -.003 5' -2.336 12 � 0 � 2 0 ! 1 I 0 1 2 9 ..._ 5. max l .046 � 13 I �n ��R I � F-'- sz, i -, � ,,,,, .. -_ ri -u version .. q . 1(-;A---\---\-,-\07349-Bank of Commerce-pocatello\07349-Drive Thru.r3d] im G� 7 Company, G & S Structural Er ineers .�u1y 13, 2x07 Designer Mirk D. Andrus, PE 11:58 AM Job !Number : Bank of Commerce Checked By-, Enveloae_ Joint Reactions (_Continued, Aoint '', !c Tar ue €c -ft X k Ic Y [k] Ic Z fkl Ic MX [k -N Ic 10 min -.908 5 -1.599 12 -.973 _ 15 ' 0 11 ! 6 'max .046_13 24.362 5 .194 ; 12 ', 0 12 I min I- 90 9 5 ', -13.749 13 -1.2D8 16 i 0 11 13 Totals: ! max � 0 i 2 74.926 2 0 1 min � -3.43 � 14 ' -33.326 12 1 -3.8 1 6 Enveippe Member Section Forces _ Member Sec 6 2 3 4 6 7 2 8 9 10 11 12 --. -- 13 3 2 0 u 6 1 14 15 2 X16 1 max� Axial k 5,645 ShearLk .DOS Ic 14' MY Kftl Ic MZ k -ft Ic 0 2 I 0 1 .004 114 0 1 0 2 I o z Shur k]_ !c Tar ue €c -ft Ic v -v Mooren.., lc z -z Mooren... lc 0 0 I 14 n min ! -2.34.1 ' 12 0_ ' 6 0_�I ._0 2 0 1 0 1 'max 5.565 . 6 .002 14' 0_ 1' 0 14 0 1 I .001 16^I min -2341_12. 0 6 0 1 0 2 ., p 1 -.017 14 1 max,, 5.484 6 002 , 1.4 i 0 1 ! 0 14 _ 0 1 .002 6 min -2.341 i 12 J 0 6 0 1 0 X 2 0 1 -.034 1 14, max 10.138 6 .856 i 14 282 0 14 ! 0 _ � o � min -2.656 1 12 -.052 1 6_-1 973 1 15 0 2 0 1 0 I � max 9.891 ,. 6 li .856 114-+_282_ _ ' 5 004 _ 14 1_977_53 65 -6 min !---2,656 ; 12 _ -.052 16_973_15 0 2 -6.809 15 -5.989 1 14 max I 23.38 2 .857 14 195 i 004 14 3.953 5 i .729 6 9,645.856 1 14 I in 2.656 1� -.052 6 _ 973 ' 151,0 2 I -13.618 _15 i -11.97 4 14 0 M in -13.149 , 13 -.052 2 ....-857 14 11958 T 0 4 114 -- 01'2 1 �365._. 0� i1 ;max 23,134 2 112 I _004 _ 1.362 12min -13.149 13 ; 77 ! 3 max 1 22.88.7 2 � .85� 1 1 2 11908 � 6, p-004-;- 4 2.725 6- 5.999 1$ min -1 3.149_1. 13 � 73 - Z D52 2 -12�08_ �6 0 2 I-16.912 6'-11.9.97 1 14_ �i 194 1 max 5.645_ 6 .003 _ ' 5 �0 I 1 0, 14 0 � 0 1 20 min -2.336 12 � 0 13 0 � 1 _ � r�_ 0 ' 1 0 1 � 22 � � max 5 565 6 003-� � 0 ; 1 i._ . 0 - - � - 21 ;003 5 0 � 1 0 O � 013� 0 1 � 018 i 5 min 2 336 i12 � 0 13 0 1 0 i13 2� ! 3 I max 5 484 6 �24min 2.336 1,21 0 13 �_ 0 � 0 2 I 0 1 036 5 25 5 1 Imax 10.138 I� .90g 5 I 281 1 2 004 14T0 1 0 1 26 �- � _ 2 _ 0 1 0 1� 27 � � 2 maxi 9.89 1T 908-- ! 5 281 2 I 004 114 1 1.965 2 .319 113 -- -131_ 973 15 , 0 2 3.931-__ 6.809 15 6.353 _ 28 min 1.599_ 12 046 _ _ _ 004 ,38 1 31 14 1 30 5 1 0 331 2 I 6] -max 4.362 5 909 �99 12 -.0.46 3 _9 4�2 I .004 4 30619 15 160 07 �29 3 max9.645 6 .908 5 1 .281 5 9 13 -.046 1 13 0 2 0 33 2 'max 24 1 �5 _ 5 909 5 1.208 194 1 2 004 -14 I-- 1_ �55 12 .3 31a 1 113... 35 3 max � _ � i.2os � o z18 b i 6 I 6.36334 i m��_13149 13 046 1131-1.2086 i0 2 23 868 5 909 5 194 12 004 I 141271 i 12 638 13 36 min37 7 1 'Max!- 2.341 12 __T� '' QD ...92_727 5� 0 38 ImIn I 13.149 13 046 13 I �1 002 6 39 2 max O 1 _ �� O 1 � 056 15 3.843 6 0 1 034 14 0 1 Q J-1 0 1_ 0 14_ 0 ��.10.66 6 42 41 340 �anX -.281 1 015 -1.948 3..in 0 1 1 -352 � I o � 16 .. 0 0 8.576 22 1 12 0 1. 0 1 0 1 0 14_ 43 _8 �1 lmax .337 6 5.484 6 0 1 .036 15 0 1 - I- i 44 - _ � minim. 0 1 2.336 12 0 1 i .002 13 0 0 1 45 2 max � _ 056 ' 15 3.543 ! 13 0_ 1 0 5 � 0 I 1 1Q65 6 1_46 I mini 0 11� 3_522 5 0� 1 0 _ I 13_ 0-- 1 i 8.607 1 12 47 _�_3 max. 0 �1 1 3.423 1 Q � 1 0 .0 141 48 � mid -.2 81115 i -1.948 1 12 I 0_ 1 0 1 I_ O__ 4 _ I 2 RISA -3D Version 6.0.1.5 [C:1.. 1...\...107349 -Bank of Comm erce-p ocatel I o\07 34 9 -Drive Thru.r3d] Page 5 Company G ,& S Structural Engineers July 13, 2007 Mark D. Andrus, PE Designer 11,58 AM Job Number Bank of Commerce Checked By: Envefape Member Section Forces (Continued Member 4 9 9 Sec 1 max 1 Axial[k] 0 Ic 1 y Shear[K]_ .7 Ic z Shear[k] 0 Ic 1 ToEque[k-ftj 0 Ic 5 y -y Momen... Ic 0 1 z -z Momen... Ic .731 6 _50 min -.858 14 -1.145 12 0 1 0 15 0 1 -12.012 14 1 51I,.._2__.Imax__..__0._ 'min 0 1 i 1 0 -.981 15 5 0 1 I 0 5 0 1 3.112 121 52 0 1 0 15 0 1 -3.558 6 53 1 3 max .858 15 .613 13 0 1 0 5 0 1 12.743 15 54 i min 0 -1.681 5 0 i 1 0 15 0 0 1 11 -.64 .73 13 2 55 10 max0 1 .7 1 ?_0 1 0 2 56 .1 min -.858 1 .41 -1.144 12 0 1 0 14 0 1-11 14 57 2 max i 0 0 2 14- 0 0 1 1 0 0 2 0 1 3.113 12 58 min 0 11 -.979 14 0 1 1 -3.56 5 59 3 max .8581 5 .612 131 0- 1 0 2 X12 727 5 50 1 2 !.min 3 Amax min max mini max i min 0 0 0- 0 0 0 0 1 1 -1 1 1 1 1 -1.68 5 3.4232 I -1.948 1 12 0 1 0 1 1.948 12 -3,42.3 2 0 0 i 0 0 0 0 0 1 1 1 1 I 1 1 I 1 1 0 0 0 0 0 0 0 141 2 14-A.- 2 141 2 14-0 0 0 0 o 0 0 11 1 1 T 1 1 -.638 0 0 11.93 -25.53 0 0 _�' 13 1 1 12 2 1 61 11 62 i 63_ -64 65 FR6 Envelope Member Section Stresses Member 7 2 8 1.678 9 1.654 _.694 I 10 .001 0 �_/ 1-3 2 4-- max N max ial[ AxIc I v- ShearL. Ic z Shear[... Ic Y -TO 1P I CZ 7 Q r, I nnl I � A I n -IF n :d�fflw�j 0 0 .001 14.__0 0 6_; 0 .153 14 1 .051 -.009 6__-.174 -.1153 14 051 .153 1141 .051 5 5.777 -.009 6 -.174 .151 -.352 2.209 2 .154 -1.269 1 13 6 1-1.0101. 12; -.009 0 1.678 -.694 1.654 _.694 I 16 12' .001 0 *11%. 2b b M2)( q. 7 .-q 26 27 28 i-29 30 min -.154 _.._� 2 Amax. .955 min -.154 3 i rnax:,- .931 1 , TI � -_-54 I WaINIZZ WNFAFAI U .953 5 -3.2841 151 1. 907 15 � I r, I�e U.juv I;d: -1 907 5 0 0i 1 j 3285__5 -,948 12 569 6. 5- 14 1jv,, I 4.001 1 0 A 00 U .J 12- I U U 0 0 32_ .. _ _ min -1.269 1131 -_008 13 -_216 -1-6 0 1 1 0 1 0 4.1 0 1 3.3 2 1 max L 2.328 I. 5 . 1 63 5 .035 I 1 2 3.069 i 5 1 1 54 13 .654 1_1 2 4.079 61 -4-079 6 -.654 11 2 34 min -1.269 1 1 3 -3-069 5 13 -.008 13 -.21 CD 6 -,154 5 .163 5 0 1 6 35 3 m ax 2.3 04 35 1211 6.139 5 .308 13' 1.307 112, 8.158 RISA -3Q Version 6.0.1.5 [C:1...1...I...1Q7349-Bank of Co mme rce- po cate llo\07349 -Drive Thru.r3d] Page 6 Company G & S Structural Engineers Juiy 13, 2007 Designer Mark. D. Andrus, PE 11,58 AM Joh Number : Bank of Commerce Checked By: Envelope Member Section Stresses (Cantinueol "IF �Wmlfm M envelope Member Section Deflections 9-M -1.307 U I 0 1 Member Sec . x [int Ic �n�_ 1c z_jFn Ic_ x Rotate jr_.. Ic n Uy Ratio is nl Llz Ratia is 1 � max 1 0 1 O 0 '.._1 � 0, 1 NC_ NC � 2min I 0 1 a 1 0-..- 1 d NC NC �-J -- 2 max � --- .002 12 � _ _ 0 � . 6 .278 151 0 1. MC _ i� 6 603.881 151 4 .. � , min � =.ODS i 6 .� -.267 ���0�� 5 1 -2.259e-6 14: NC 14 3659.5281 5 ` 5 ` 3 _ lmax� .004 12 0 15 ._...55615 0 I � NC . 15 . 30 � .94 1 5 6_ � ._ 0 I miry _------�'I 6 -.5�' � 5 -,09� 5 -4.538e-6 4 h�C 5 � �829.7G4 i 5. --7 _._2 _� max Q 0 0 0 1 NC NC S _ � � min C) 1 _ 0 0 1 N C NG � 2 !max' _ �7 i 121 .005 16 .378 15.= 0 1_ NC — 6 15l I min i -.o03. i 6 :_ -.352 14 ; -.075 � 5 �--2.269e-S 114 I �9�49 '! 2.24 :5793.413 i 5 3 Imaxi _ .001 I �2 o 15; .556_ i -15.I._ o r1 NG 15 f NC 15. _ FMjn ; -.046 6:. -.528 51 -- -.asz 5 1-4.538e-6 i 14 NC5 13 __. 3 - 1 mix l- - 4 _ i 'f 1� 0 1 Q I '#__.._ NC 1 NC 1 � 14 � _—.. � i min i d 0 ... 1 o T"l d 1 NC 1 N C 'f 1 I 2 Imax .Q04 13: .C�d5i_373 � 15 i L� 1 NC 1 2T- 151764.36 15 t� 16 = i min -,006 ! 2 -.352 14 -017 5 -2.269e-6 i 14' 19 09.071 . 141 -Y9783.2 5 17 3 max .ODS � 13: 0 ' 2 i -..556 115 D 1--. N C 2 NC-- 15, �S min-.[�'�3 2 -.529 � 14 !-- ---092 5 -4.538e-6 14 NC 'i4 1829.7E4 5 19 .__ 4 1 imax 0 1 0 1 fl� 7 0 � 1 N C I AJC � 1 20 � _ min ._ 0 10 .�.—�.. _0,1 0 1 N C 1 N C_ 11 21 2 max .002 12 0 13' .278 15' 0 '{ NC 13 603._85 15 22 min I _-.005_ .---6 -,267 5 �-.04E 2_ -2.269e-6 14 � -- NC 5 3686.1 02_!___2� RISA -3D Version 6.0. 1 .5 [C:1...1...1...147349 -Bank of Commerce-pocatel(a107349-Drive Thru.r3d] Page 7 Company G & S Structural Engineers July 1 3, 2007 Designer Mark D. Andrus, PE 11-58 AM Job Number Bank of Commerce Checked By - Envelope Member Section Deflections (Cnnflnuedf Member Sec X in IC _y Ic z [h ic x Rotate [r... Ic (n) L/y Ratio Ic (n) Uz Ratio Ic 23 3 .max.I .004__12_ 0 1 15 .55b 15 0 1 NC 1.51301.925 15 24 min -.01 -,,527 1 5 -.091 2 -4.538e-6' 14NC5 1843.051 2 25 5 1 :maxi C) 1 0 1 0 1 0 1 NIC 1 NC 1 I 127 26 I min 0 1 0 11 0 i 296 _. 0 12 .005T2 Max 13 .3781115: 0 1 NC 13 6 1681.7651 15 I 7 28 1 min -.003 6 -,357 5 -.074 2 :-2.269e-6, 14 1802.501 515827.007'2 29 NC 15 9 3 max 0 12 0 15 .556 15 1 0 1 NC 15 F.30min --006 -.528 5 -.091 2_.j -4.538e-6! 14 NC 5 NC 2 _.6 31- 6 1 maxi 0 1 0 0 1 0 1 NC 1 NC 1 32 min I 0 1 0 1 I 0 1 I 0 11 NC 1 NC 1 33 2 max1130 .004 13 .005 .373 i i NC 13,1764.271115 34 'min -.007 5 -.358 5 -.017 2 -2.269e-6 14 1799.61 15 1 NC 2 35_1_3 Imaxl .007 13 0 12 .556 115 i 0 1 NC 2 NC L! 5 36 5 min -.01-3 -�529 14 -.091 2 14 1 NCI 141 11843,051 � 2 37 7 1 !max i .092 5 .004 112 .527 5 3.043e-3 5 NC 12 NC i 5 38 I I min -.556 i 15 1 -.01 6 115 -5r 549e-6. 13 NC 16 NC 15 -0 39 2 max .0__92 5 .02 5 .528 5 1 5.092e-4 5 NC 5 NC 5_f 40 min -.556 1 .018 0 3 13 13 15 �-1.494e-4 1 NCNC15 41 3 -max .092 5 1 .303 1 1.3 11 .52,9 141 5.09e-4 5 1523.0531 13 NC 14 42 min -.556 151 -�396 27 0 1 2., -1.495e-4 13 1178.772 2 NC 2 --- 43 8 1 1 max 0 9 1- 2 527 004 12 - 5 I037e-31141 NC 12 NC 5 44 min 15: -.01 6' 0 115 -6.352e-6 6 NC 6 NC 15, 45 2 max091 2 . �l .019 2 .528 5 1 3.383e-4 14 NC 2 NC 5 1 46 I min -.556 151 -.018 131 0 151-1.708e-4! 6 NC 113NC 15 .47 I 3 Imax 091 2 .303 1 13 1 6529 14 3.381e-4 14 1523-047 13 NC 14 48 -.556 15. -.396 min 1 5 012-1709e-4 2 :117r.495 5 NC 2 _Tj 49 1 9 1 max 1 .528 5 i .001 12; .556 15 15.006e-4. 6 NC 12 1 NC 15 '. 50 - min 0 151 -.006 6' .092 5 1-2.397e-4 1 121 NC 6 NC 12 NC NC 5 15! 51 i 2 max .528 5 11 .016 12 .556 I 5 1 5.006e-4 52 min 0115 -.022 6 -.091 2 1-2.405e-4 12 NC 5 I NC 2 53 I 3 max .528 15 0 12 .556 15 15.006e-4 6 NC 12 i NC._ 6 NIC 15 54 1 min 0 15: -.0 06 6 -.091 2 1-2.412e-41 12 NC 2 55 10 Imax I .529 14 1 .007 13 .556 115 1.185e-3 113 NC 13' NC .15 _56 Mir 0 2 -.013 2 -.092 5-1.464e-3 51 NC 12 NC 5 57 2 'max .529 14 1 13 .556 15:11-185e-3 1131 NC 13 NC 15 1 min 0 i 2 1 -.03 2 -.091 2-1.463e-31 2 NC 2 NC 2 59 3 1 max .529 1114 .00.7 1 131 .556 15.11.185e-3 113 NC 1 131 NC 15; 60 min 2 -.013 5 0 1 IT12X .529 14 303 131 2 .-1.463e-3 2 13 5 N C 2 61 556 15 12.5421re,-3 13 1 N C 15 NC62 NC 2 NC 5 min 0 2 -.396 1 2 -�092 5 3.309e3 5 632 max l 529 14 1 .36213 556 1.5 2.544e-3 13 5013,841 13 NC 15 1 64 min I 0 2 -.51.9 2 -.091 2 1-3.308e-3! 2 12392.049__2: NC 2 65 3 Amax' .529 114 .303 13-1 .556 1 15 2.544e-3 13 i NC 113 NC 15 66 min' 0 2 -.396 5 770,91308e-3 2 1I �2 .-3.: NC 15 NC 2 Envelope A/SC ASD Steel Code Checks LocIftj 0 -- 14 14 Ic Shear-C..Lo 6 000 F 5 .009 1 .5 25-821 SD E... HI -2 RISA -3D Version 6.0.'x.5 [C:1...1...1...107349 -Bank of Commerce-pocatello\07349-Drive Thru.r3dj Page 8 Member 1 Shape Code Check HSS4X4X4.137 2 � 2 HSS.8X8X61__,_.267 HSS8_X8X5, .354 1 3 7 3 3 -4 4IHSS4?C4X4':­_ 5 5 7HSS8X8X6i. 296 6 6 HISS8X8X6i; .354 7 7 8 VV1 6X57 V'V16X57' .332 .33'[ 9 9 W1 6X57 LocIftj 0 -- 14 14 Ic Shear-C..Lo 6 000 F 5 .009 1 .5 25-821 SD E... HI -2 RISA -3D Version 6.0.'x.5 [C:1...1...1...107349 -Bank of Commerce-pocatello\07349-Drive Thru.r3dj Page 8 Company : G & S 5traacturai Engineers July 1 3, 2007 Designee :Mark D. Andrus,PE 1 1,58 AM ,Job NumberBank of Commerce Checked BY: Envelope A/SC ASD Steel Code Checks (Continue Member 'q h q 0-41 0 .••. I' 6J RISA -3D Version x.0.1.5 [C:I...I...l...1d7349-Bank of Commerce-pacafello107349-Drive Thru.t-3d] Page 9 kl"' A7� Project Dez: . igned Bv '017 -e 7 A 7- Project No. -�p ( Z- 4-9 76-wl D ate C -m- I . Z` C�—W- rol Zor 4r eon, 7'X Inic-ers Sheet Y113 h COMPANY PROJECT ECT d0A.ark, Andrus Structural Engineers { Idaho Falls, Idaho a 2007 10:24:50 Design Check Calculation Sheet Sizer 2004 LOADS: lbs, p f, or pif 1 Load 1 vDistribution Magni.t d e Locat-ion Stat EndSi-art n L1 TC a, X11 ' Snow � Fu l I C�1 IS L . No MAXIMUM REACTIONS Iband BEARING LENGTHS (in): --- .•e��J�:-.tix� •f�jP�..,a•�:.Ja�'. .. ......r.r.° ... r..°, _. — J••�` ,e... ... .,f_{'.. .::.,. �.. .. :. .. ... —' •• ,. -.• ,.. _. .. { stir• ';tv .. .v _.. vo ... _. .. . "T .� .:.. r : ...... • ° _ .:. -W . y. ivy _ IJ . —:. .... _ .:. .. .. .. ° .. -.. ;.•, ,. , .. ... • ,. _ ,.} ry .. .. a ... tee. • ... � ,,,, `: - .. •.y: ,,. ° .. .. .. e. .. .:.. .. .. .J _. .y J�,a_ — � L] ... — raw. •'£a . ... -.• .. •. .:._:: .G r .: • •.a.Jha�', i'{a' is _,�e.•:z, •, ... .. .� _ - .. '�° . D�ea �7 2 7 Li ,1066 Total 17�39 1066 Bearing: 1739 LSC number Lente 1.0 LVL ni-p[ , 1.8E, 260OFby 1-3/4x9-11211, -Pl ys ff Weight of 9.58 pif automatically included in io d r Lateral support: top= full, bottom = at supports; Loadombin ton : ICC-IBC,. SECTION vs. DESIGN CODE NQS-(Ibs,• ��. t� r �E• En rit ionnalysl Value De icrn Value Analysis/Design 1 Shear - =69 -v T ,-,32B f F r 0.21 Bending(+)Z10 1338 Fb 3086 f /Fb = 0.43 Dead Def1'n 0.1 L/9179 Lies Deflln 0.26 :x/617 0 . 45 = L/360 0.58 ADDITIONAL DATA: FACTORS D CM Ct CL CV Cfu Cr f rt C i Cn L Fb l + 2 600 1.15 - 1.00 i.000 1.03 - 1.00 1..00 - 285 1.15 1.00 - - - - 1. - 1.00 Fc l 750 - 1.00 - - 1.00 - - a� .� , 1.00 - - 1.00 - T Shear : L # 2= D+S, v 1739, V design 1 lbs Def ltl n : LP,,74 D+S EI= 225_.0 l; -in /p1 -,f 'dotal Ike fi e - 1.00(Dead Load Del-if-lection) + L -1 , Load Deflection. (])=dead L-;live S=snow W-wind I--i t C=con.Q-truction U=con qtr ll L a are listed in thenal s -� s ut u -,-- ) DESIGN" NOTES: I . Please verify that the default deflection limits are appropriate for your application. 2. L- E r S (structural Composite Lumber): the attached S L selection is for preliminary design your local SCL m@nufa tur r. , Size fRCtOrS Very frOMone manuf2cturer to another for SCL materials. They can be d-13n9ed In the database editor. .13 f LT- P SL-BEe l : cont2ct manuf2 tur r- for connection details when loads are, net applied equally to a 11 W orks LOADS: [ 1b$, p$f, or p!f ) COMPANY Mark Andrus G&S Structural Engineers I ahD F@las, Idaho July 1 , 20 07 10:25:23 Design CheGk Caiculation Sheet Sizer 2004 Loyd Type Distxibu -j on Magnztade Lo,�.atfon fit] Pattern Start 'End Start End Load? Loa Srlor� Full LDL 210.0 NoLoad2 Dead Full CTRL 120.0 No - - MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in): I - PROJECT Dead 4 - - 4 Live 10 5 0 Total 1674 50 1674, LC number LVL n -p 1 , 1.8E, 2600 F , 1-314x9-1/2'11 1- l Self ' i ht of 4.79 PIf automatically included in 1024 Lal: t� T,1�, �o- t supports, Load 'isatin: l-113; SECTION vs. DESIGN CODE NDS.2001: (Ibs, lbs -ft, orin) ADDITIONAL DATA: Fb' + 2600 1.15 1. 0 . DO 1-03 i.00 1-00 F r 285. 1.15 1.00 E;T 1.6 million 1.00 I.0 - Shear L D+S, v 1674, V design 16-09 lbs Def -lection: L# 2 D+S EI= 5. 0 P lb --in 'l' tal Def la�io 1 . 00 (D ad Load D.e. + Live Load Defin t.io n. = r nd z= mpa t -construction' Lir (All ­Acls are fisted in the Aria.lys.s output) DESIGN NOTES: 1. Please verify that the default deflection limns are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SGL selection is for preliminary design only. For final member design contact your loco! SCL manUfactLrrer. 3. Size factors vary from one manufacturer to another for 5CL materials. They can be changed in the database editor. 4. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. Woodworks" LOADS.- ( lbs, psf, or pif ) COMPANY Mark Andrus GAS Structural Engineers Idaho Falk, Jd h July 13, 2007 10:26;01 Design Check Calculation Sheet Sizer 2404 Load Tvpe Distribution -Magnitude L oC_ation - ft Pattern Start Er Start End Load Loads now Foil U DL 19 3 . 0 No Load2 DeadF11jDL 110. 0 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): PROJECT IN Dead '777 Live 1255 Total 2032 Bearing: LC number Length 1.0 LVA n -ply, '1,$E, 260OFb, 1-314x9-112", 2-Plys Self Weight of 9.58 plf automaticaffy included in fonds; Lateral supports top- full, battam= at subparts; Load combinations: ICC -ISG; SECTION us. DESIGN CODE Nas_2001: (Ibs, Ibs-ft, or in Criterion �. .Fzi`i l 1 7 lu � D Si ri 5w Analysis/Design Shea' ..1 .i,,a.., :..:.. a-. .e •:lal °...:: e..I .... 1•: . .. _ _ - f,}�x:.. ending (+) •.�.,. ._ .: ... .' .: .. ., ..:.. .e °,.e •_ ^ hL 0.17 - L/91 - -- 1.00 - -- - : 0. 17. . 43 L/360 . 4 Total Defl°n , 0* 5 = 1 . 6 " L/240 . 9 D+ j M a= 6603 lbs ---Ft Shear LC4 2= D+S j V _ 2032e V lesion _ 1784 lbs a :• v Dezlc-Lion t LCR 2 D+S EI= 225.0 i b-ln,2reply Total Deflect -ion = 1 . ( Dead Load Deftion' + Live Load .... .. .. ,. .—�e. -- � ..aae� ee .. ".� •:u :.. _ ., . = I no -wind 1=irn_ aCt =con,5tru ion Ld= ncentrate ) ( All L ' arL 1 ® s ted in IN Dead '777 Live 1255 Total 2032 Bearing: LC number Length 1.0 LVA n -ply, '1,$E, 260OFb, 1-314x9-112", 2-Plys Self Weight of 9.58 plf automaticaffy included in fonds; Lateral supports top- full, battam= at subparts; Load combinations: ICC -ISG; SECTION us. DESIGN CODE Nas_2001: (Ibs, Ibs-ft, or in Criterion �. .Fzi`i l 1 7 lu � D Si ri � Value Analysis/Design Shea' f' so F " _ -32 8 T0.25 ending (+) � _1505 1.15 F , r 0 TS F r - � Dead -f1' n 0.17 - L/91 - -- 1.00 - -- - Lire De fl to 0. L . 43 L/360 . 4 Total Defl°n , 0* 5 = L/349 . 6 " L/240 . 9 ADDITIONAL DATA: FACTS"P,.S F CD CM Ct CL CV Cfu Cr frt Ci Cn LCA 2 E-00 1.15 -- 1-00 1.000 1r 03 1.00 0 x.00 - F1 �e 1.15 - 1.00 1.00 .. Fcp 7 - -- 1.00 - -- - -400 ' 1. llir 1}0 - - -- 1 .00 - - B ending ( + ) ; L - D+ j M a= 6603 lbs ---Ft Shear LC4 2= D+S j V _ 2032e V lesion _ 1784 lbs Dezlc-Lion t LCR 2 D+S EI= 225.0 i b-ln,2reply Total Deflect -ion = 1 . ( Dead Load Deftion' + Live Load Deflection. (D; --dead L=li = I no -wind 1=irn_ aCt =con,5tru ion Ld= ncentrate ) ( All L ' arL 1 ® s ted in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application, 2. S L- E M (Structural Composfte Lumber)- the tt h d SCL selection is for preliminary design oral . Fcr final memberyour local SCL 2nuf tur r_ - Size factors vary from one manufacturer to another for SCL mat mals. They cavi be c hanged in the database ciEtor. 4.BUILT-UP L-E'I : contact manufacturer for con nectb i details when loads are not applied equally to afl plys. 131 '77 1255 032 2 1.0 COMPANY PROJECT Mark Andrus Wo d G&S ivy k Works Structural Engineers 1-dah.o Falls, Idaho SO ffWA Rr FOR WO 00 DESIG Ov July 13, 200710-.26'.32 Design Check Calculation Sheet Sizer 2004 LOADS: lbs, pf, or plf Load Type D tribu n Magnitude Location [ft] Pattern t ri. F.n Start End Load. L ail Snow Fu Ll UDL 298 o ,Lead d1 full UDL 170.0 MAXIMUM REAI and BEARING LENGTHS, (in : :._.. .... ..: _ ,. ,..E_.... ;rte 1. .. .... :. -.. :af e.= _ .. '... . ,.... ._.. :-'SF: yz.:. n•, :. ..• ^.•A �.'fF, r"t s ... .^ ,.•I ... .... ...e :.;v-.. Jsa ^. ..5 :• _ ._ .. �,..}. .. .. ate._.• .._ _ !,° •"' _ , 4 . ... flL�v•.• •: .-� ,:.,, ,.:.moi,: � ,._ .. _ _. .. .. .. .. �,. ._. .•.f =' � : '��f ....._. :f.. >. a ..��. .w••_ � � .—.. .. .v s s. e r 1 Dead 699Live 11 .92 115 2 Tota C1. 1 1 691 Bearing:__. LC riurr , Length 1 , L 1. LVL ply, 1.8E, 260OFb, 1-3/4xg-1/2 1 -ply Self Weight of 4.79 plf automatically included in loads; Lateral support'. top= full, bottom= at supports; Land or i nation : ICC -113 C.-, SECTION vs. DESIGN CODE T0,1 ; Ib, >b-, or in) 1 Shear f ..� 137 F ' = 328 f ql Fv l _ 0.42 n din f + ,', fb = 1724 FbIFb 0.56 Dead e_-L'::'1'n 0.07 <L/99 ,Ua_`r e Deft 'n 0..1 L/786 7= L 0,46 ADDITIONAL DAT : FACTORS.- F CD CM C CL CV Cfu CT C ffrt Cri L Fb`+ 2600 1.i_15 1.00 1.000 1.03 - x.00 1.00 P 1'750 - - 1.00 1. x 0, - Beading (-ra) r LCA 2 = D+Sr M = 3782 lbs -ft Shear LCO 2 = D+S, V- 1891E V design - 1517 l s Deflection: L D+ - 225. 1 -in Total DefFlection -= 1 . 0(D ad Lead Deflection) + Live Load Deflection. (fill LCIs are listed in .-,,e Analysis output DESIGN NOTES: I . please verify that the default deflection limits are PPMri ate f r your appliC2tion. L -BEAMS (Structural Composite Lumber)- the attached ACL- se-ler-tion is for preliminary design only. For fina[ member design contact your local SCL manufacturer. w Size factors vary from one manufacturer to another for SCL mat r� l . They can be changect pry the database editor, 4 -BUILT-UP SCL-BEAUS: contact manufacturer for connection details when loads are not applied equally to all p[ys. Des i g ne. d B y I Z -7 Y P -t No. Date G&S Structural Engint-fors L OP2 F ekA OL m 6m V�m 4� p e &P t I I --i0w 10 Zx 6. Woo.dWorksl LOADS: (1b_spsf.orp1f) 5 0 rmflk PE Fir 171 Vo CIL IR514-1:" COMPANY Mark Andrus tru to r@f Engineers Idaho Falls, Idaho July 13, 2007 12:0819 Design Check Calculation Sheet SFzer 2004 PROJECT L. Type �tr�� -pori xi []r 4716 e ' 4716 Began a Lq to r, t End S t a U- Erie Load? Loadl Snow Full Area 35 , 00 (31. 0) i. 00 No L ade Dean Full Area .".3. 00 ( 1 . 0) 1.7 lNo Trx utary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): ad L_ve 1732 298 4 4•� ^mak 'a lue 1.732. 2 9 B 4 Total 4716 e ' 4716 Began a j 22 i 207 Fv 90 1 L C Herb e r i. 00 1.00 1.000 ri .Lh 1 . 7 Def1'n 1.7 Lumber -ply, .Fir -L, No.2, 2xl 0", 3-Plys Self VVelght of 9-89 plf autornatIcally included in loads; Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); SECTION Ws. DESIGN CODE Nos -2001: (stress=psi, and in) 9 i L. r i 'V a' 3S 1 4•� ^mak 'a lue D i -- ;7. r 4. L L U e 3 1 l s i D e i .J e ' .� f u r C' 1 t j 22 i 207 Fv 90 1 . i 5 i. 00 1.00 1.000 1.100 1.00 1 1 -5, Dead Def1'n 0.03= L/99 2 V L1ve Deft '1 00 - L,, 0.18 _'. L/360 0.2 notal De tn 0.07 = L B87 0.28 - L/240 0.21 - 1.00 1.00 � � 1.100 ADDITIONAL DATA: FACTO --'IS: 7 ;� -M t L .� f u r C' 1 t i C n Fh T + 90 1 . i 5 i. 00 1.00 1.000 1.100 1.00 1 1 -5, 1.00 1.00 2 V 1.15 1.00 1.00 — Q � 1 f rI 1.00 SI0 _ 0 a Fcp 6.25 - 1.00 1.00 � � 1.100 1.0 '` Bend ng (+): L al D+S, M 6 B4 lbs—ft Shear L # 2_ D-- f ; 4716f V design = 3394 lb a T) e fie c tioi LCA - 2= D+S EI= 1 r eO 1 -l�.i /P1 otai ldeiiectlon = i. Ou (Dead Load Def lti-n) + Live. Local D flecti -_i. D=stead L=li x'_ S - snow W=wind 1= mDact C=const­jruction CLQ =conte �r ated) (All C " s are listed in the Analysis oat u ) DESIGN ONES : Load combinations'. ICC -113C; 1. Please verify that the default deflect -[on limits are appropriate fOr oaur application . Sawn lumber herding members shall be laterally supported 2C ording to the provisions of N DS C la se 4.4. 1, , BUILT-UP BEAMS-, it is assumed that each ply is a single continuous nnembcr (thatis, no butt joints are present) fastened logethei securely at intervals net exceed -Ing 4 times the depth and that each ply is equally top -loaded. Where beams are sidle -foaled, special f2stenlrig detailsM2y be required. G/,/ r I VVo0'dVtfrksv LOADS: i lbs, psf, or plf j �50 A pr 0- R Ito (,P ' "�Jr, COMPANY Mark Andrus S Structural Engineers Idaho F11 r Idaho July 13, 2007 12:08,36 Design Cheek Calculation Sheet Sizer 2004 *Tri uta?" Width (ft MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): PROJECT Lumber n -ply, D -Fir -L, No.2, 2x10", 3-plys Self Weight of 9.89 pif automatically included in loads; Lateral support: tapes foil, bot;arr�= �# suppor#s; Repetitive factor: applied where permitted (refer to online heip); Load combinations: fGC-18C; SECTION vs, DESIGN CODE Nfls-2001: (stress=psj, aid i�n ) ADDITIONAL DATA: CT + F CD t CL CF Cfu � l'rt ci Cri L FbT+ 90 1.15 1. 1.0 1.000 1-100 1■0* �+�� 1. � 1.� Fu°' 180 1.15 1.0 0 1.00 - - - 2 F' k-6 lli n 1.00 1.00 - - - - 1.00 1.00 Beading (+): L # _ 4341 1 -- f t She car F L4 2_ D+S f V 3858, V design _ 7 lbs Deflection; L# 2_ D+S ZE 158.29mO6 lb-=2/ply Total _ 4 =dead L-L�ve = ps i TAT= d-�ImPact = �i traction Ld= .nce (All LC are1.-sted ire the Analysis Out ut) DESIGN NOTES: 1. Please verify th t the default deflection limits are appropriate for your appllcation. 2. Sawn lumber bending members shall be laterally supposed according to the provrsfors of NDS Clause 4.4.1. 3. BUILT-UP ESI': it is assumed that �� � i � ��f �n�ir�� � is, no butt joints are present) fastened together securelyt intervals not exceeding 4 times the depth and ffiat each ply is equa[ly top -loaded. Where beams ars sr -load de i l frits � �n 3 y P [Irequired. COMPANY PROJECT Mark Andrus Structur i Engineers Idaho Falls, Idaho July 13; 2007 1:0& 1 Design Check CaIrmlation Sheet Sizer 2004 LOADS: lbs, pf, or pif Load Type D, 11 s t r i b u t _-L" o n Magnitude Location � e� � � - P 'vim t t 4.e r n Start E.n.d Start Er -d Load La ; Dead Full Area 20.00(31.00)* Noo *Trio tare Width (Oft) MAXIMUM REQAR TIONS Us) ancl BFJkRJ-NG L NGTHS tin) • of P T.. 11 Dead 1097 Live 18 99 1097 Tota � 1899 2995, LC Hoer 2. L ?n Crth y .6 2 Lumber n -ply, DFir-L, I " ., 2-Plys Self Weight of 6.59 pff automatically included in . i ojad.qtr F utop= full,T t« factor: lid hr permitted(refer t o nline help, Load combinations- ]CC -IBC; SECTION VSDESIGN CODE= - and in) Criterion n i i3 value Design a 1 u e An aIysis D � Shear V 91' r 0.44 Dead. efl'n 0.01 <L/999 Live Derirr 0,01 <L/999 0.12 L/360 0.10 L.Total Defl I n 0. 02_ L � 1 8 L/240 . 1 ADDITIONAL DD' .Ct CL CF CfU rt Ci Cn F '' + 900 1.15 1.00 !.0o 1.000 1.100 1.00 1.00 1.00 11.00 �- F I 180 1.15 1 J., - - - T �- _ 1,0 1.00 �1.00 . L-00 1.00 00 1. _ Ben in (+) : LC4 2 D+ j M = 2621 lbs -ft Shear : LCA; 2 _ D+S1 V 2995, V design = 16 7 6l Deflection: L = D+S E1= 158.29eO6 1b -i- /ply Total Deflection = 1 . 0 0 ( Dead Load Deflection) + Live Lack Deflection. (D-da L=li =snow W= -wind 1= mpa t=constrru t'I= trate (1l L ' a� e listed ire the Analysis output DESIGN NOTES: 1 _ Please verifythat the default deflection limits are appropriate for your application. 2. Sawn lumber beading Members sh211 be laterally su�� rt d according r to the provisions of NDS Clause 4.4.1. WO d .0 W. k . BUI LT -UP BF - it iS aSS ued that each plyis a singleontin uous r-n� joints�r tl��t r, �� ��ttre present) fastened togethersecurely 2t intervals not exceeding 4 times the depth and that e2chply is equally top -loaded. Where beams are side -loaded; special ftRjjetails may be required. Z/ WoodWorks` LOADS: ( lbs, psf, or pff ) COMPANY Mark Andrus Structural Engineers Idaho F11, Idaho July 13, 2007 12:09:21 Design Check Calculation Sheet Sizer 2004 PROJECT *Tributary Width MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS. (in) Dead L-1 V Tutsi Bearing: L C nu Lath 3349 5690 9046 2 LVL n -ply, 1.8E, 260017b, 1-.3f4xl 1-7/8", 3-Plys Self Weight of 97.97 plf au#omatica[fy included in loads; Lateral support- fop- full, bottom= at subparts; Load combinations: ICC -IBC;. SECTION vs. DESIGN CODE NDS -2001-- (Ibs, lbs -ft, or En i d r . e =.�� Design aloe nal sjs, 'DF__ S'gn � V - 177 Fv1 = 328 fv F} r = 0. 54 Bendi (+) fb Fb 311 fb/Fb' =0.7/4 Dead. ]Dell I n 0.13 L 9 !3 Live Defiln 3 J 5 0.35 5 L 0 0.64 Total De fl ' _n 0.36 L/352 .5 = L/240 0.68 ADDITIONAL DATA- ATAF'ACTOR FACTORS: : F CD CSI Ct CL CV C:f U Cr Cf -rt Ci C -n L :f F''+ 2600 1.15 - 1.00 1.000 1.00 - 1.04 1t - - 7T 285 1.15 1.00 - - -1 I) Pcp T -/5 0 - -� 1.00 - - - ` 1.00 - - �' 1.8 million 1.00 1.00 2 Fend 4 (+) : Lit 2-- D+sl M - 23745 1 - Shear . LCA D+Sr V = 9046, V design - J� 7341 lbs e .,L l e �- L,_ i - 1 �. L I F D+ E 4 Y'S ,Y f p ly . .f O iJ l - Total Deflection � 1 . 0 ( Dead Load. Defle u3 n) + Live Load Deflection. =dea L=give �sn ��, _wind I=i m L -co t=r tion CLd` n trat � 11 LC' a e listed in the Analysis output) r DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. L -BE (Structural composite Lumber): tht� attached 3CL selection Is for preliminary design only. For fin2l member design contact your local SCL rnar- ufactur r_ . SIze factors Crary from one manufacturer To another for L materials. They can be ohangedi n the database editor. . BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. 339 5696 9046 2 WoodWorks�' LOADS: ( lbs, psf, or Of ) Load, Type i x` z u t . on L a l Snow R ul I Are a L o a d2 I D Ze (a d Fuld. A-rea Tri uatart' Width (ft) ,70 ff WR FOR IfCi{ COMPANY I PROJECT Mark Andrus Structural Engineers Idaho Falls, Idaho July 13, 2007 12-09-51 Design Check Calculation Sheet Magnitude Start End ,35 .00 (9.00) 20,00 (9.00)* Sizer 2004 Location [ft- Pa -t e rn Start End Load? No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): - T Dead 560 Live 945 5 Total 1505 945 1505 LC_' number Length1 _ 1.0 Lumber n -ply, D.Fir-L, No.2, 2x10"', 2-Plys Self Weight of 6.59 plf automatically included in loads; Laieral support: tap= full, bottom= at supports; Repetitive factor: applied where permitted (refer toonline help); Load combinations- fCC-MC; SECTION vs. DESIGN CODE htDS-2001: (stress=psi, and in) ADDITIONAL DATA: FACTORS: F CLQ CM Ct CL CF C -f -U Cr Cfrt L.Q LCA F '+ 900 1.!0 1.00 1.00 1.000 1.100 1.00 1.0n y.���4.d 1. - T 160 i.15 1.00 !.0o - - - - 1.00 1.00 1. 1) FCPP 625 a_.0 1 { 00 — — T 2.00 1.00 — Ef 1*06 m,11.ion 1.00 1.00 - - 1-00 1. 00 2 Bendin (+) : LCA 2- D+SF 2257 lb s -tet D+ f V -1505.f V design 1118 lbs Deflection: L _ ]D+S El= 158.29eO6 ll -ire 1y Tota.-. Deflection 1. (Dead Load Deflection) + LJ_ve Load D l txo*r . = � -snow W=wire . I:= --impact = onstru oriLd= ncentr e ) (All T ' s E e listed in t�1� Anal s � 3 � , DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. . Sawn 1 unnber bending members shall be laterally supported according to the Provisions of NDS BEAMS:3. BUILT-UP it iS 2ssumed that each poly is a single continuous member that ist no buttpint ars � present fastened together securely t intervals not exceeding 4 times the depth and that each ply is equallytop-loaded. There beams are side -loaded special fastening required. WoodWarks° LOADS: (15, p5f, or pff ) Load Tye . Loadl Snow Ful 1 A -ea ad ad Full Area *TributarWidth ft COMPANY.1 TW: Mr 11 Mark Andrus tru tur2l Engineers Idaho Falls, Ido ,duly 13, 2007 11.0 Design Check Calculation Sheet Sizer 2004 Ma -gni ud tart End 35.00 (9..00)* . � . 01) Location [ft] Start End MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS fln): Pattern Load. N No PROJECT 0 Dead 458 Live 787, 458 To tta1 1246 787 Bearing - 1246 LC neer 21 Lei �11 -1 1 Lumber -ply, D.Fir-L, No.2, 2x10 it I - ply Self Weight ht f 3.3 Plf 2LItOM2tiCaNy included in loads., - Lateral support: top- full, boarmt supports; Repetitive factor: applied where rmhired refer to online hey p); Load conibinations: ICC -IBC - SECTION vs. DESIGN CODE NQS -2001: (stress=psi, and in) CrI.LeYlQn Shear BeI7,Ct1T1g (+) Dead Def3'n Live Defl'n Total Defl'Tz -'na V 1U Design Value 1 D esigrl fV 93 F i= 207 f F r_ .45 _ B-74 F I 11 fb Fb l 0.-17 {� %f +.S . V L /999 - - i 0 1.00 1.00 0.03 = L 0.17 = L0.�? 0.04 ` L 0.25 = L/24_0 0.18 ADDITIONAL DATA: DESIGN NATES: 1 . Please verify that ithe default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1, Fh 900 1.15 1.00 1.00 i. 000 1.1-00 1.0 1 t0 0 1.00 1.00 - F' 1.15 1.00 ' . 0 0- - - i 0 1.00 1.00 E ` 1.00 i t L+ -r 1 Beading (+) . LC# 2- D r S , 1557 lbs --ft Shear■ ■ L D,+S, 124.6t design lbs Deflection: L Y+D+S EI-- 115'8.29e06 lb -=2 Total Ise f1 ecti on ■ 0 0 ( Dead Load DefI tion) + Live Load De f I e cltlion. ( =dead L=11 _ s n -wind. I! --impact = o tru tionLd-co cent r t ed (All LC's LC' are listed in the n . ' output DESIGN NATES: 1 . Please verify that ithe default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1, W Beam., I Shape: WlOX54 Ma.terfal.' A36 Gr.36 Length: 23.5 ft i I Joint: 1 J Joint: 2 � L!; 9: sl+dl Code Check: 0.345 {bending} Report Based On 99 Sections 'FC -1.157 at 11.51 18.85 at 0 ft :,:� -13.35 at 23.5 ft I _ E I. I LA �I 1 -102.18 at 10.791 ft 20.416 at 10.791 i# AISC ASD 9th Ed. Code Check } ft ... _. _...v._,. e,.Y&Yd ... w—"WM~r, -20.416 at 10.791 ft Max Bending Check 0.945 Max Shear Check 0.351 (y) Location 10.791 ft Location 0 ft Equation H7-2 Max DefJ Ratio L/244 Compact FY 36 ksi Y -Y Z -Z Fa 17 ksi Cm .6 85 . Ft 27.6 ksi L b 2 ft 23.5 ft Fby 27 ksi KUr 9.4 64.396 Fbz 21,6 ksi Sway No IN o Fey Fvz 14.4 ksi L Comp Flange 2 3.5 ft 14.4 ksi Torque Length 23.5 ft Cb 1 ksi f -13.35 at 23.5 ft I _ E I. I LA �I 1 -102.18 at 10.791 ft 20.416 at 10.791 i# AISC ASD 9th Ed. Code Check } ft ... _. _...v._,. e,.Y&Yd ... w—"WM~r, -20.416 at 10.791 ft Max Bending Check 0.945 Max Shear Check 0.351 (y) Location 10.791 ft Location 0 ft Equation H7-2 Max DefJ Ratio L/244 Compact FY 36 ksi Y -Y Z -Z Fa 17 ksi Cm .6 85 . Ft 27.6 ksi L b 2 ft 23.5 ft Fby 27 ksi KUr 9.4 64.396 Fbz 21,6 ksi Sway No IN o Fey Fvz 14.4 ksi L Comp Flange 2 3.5 ft 14.4 ksi Torque Length 23.5 ft Cb 1 ksi f 1 Company G & S Structural Engineers Designer :Mark Andrus July 13, 2007 juu iNumDer: Bank of Commerce Checked By... Sketch Details C 6 ft -0 LH &I 13 in z 13 J_n X Dir. Steel: 1.18 inz {min)(6,#4) Z Dir. Steel: 1ins n2 (min)(6 #4) W, I N Bottom Rebar Plan 12 a'.n 24 in 6 ft f4@16.25 X Dir. Seel: 1.18 ins (min)(fi #4) Z Dir. Steel:.98 ins (min){5 #4) Top Rebar Plan f--\'IbAi-OOt Vers -Ion 2.Oa [Llntitled.rft] Pedestal Resat- Plan Pa e 1 Company Designer dab Number G & S Structural Engineers Marie Andrus Bank of Commerce July 13, 2007 Checked 6y: GeomeLrLl, Materials and Criteria 1960 o 1960 Length Vllidth Thickness Height :6 ft : fi ft : 12 in : 36 in eX :0 eZ : pX : pZ : in 0 in 24 in 24 in Net. Allowable Bearing Concrete Weight Concrete f'c Design Code : 1500 :145 : 2,5 : ACI psf pcf ks 'I 318-02 Steel fy Minimum Steel Maximum Steel ; 60 ksi :.0075 Fooling Top Bar hover :3.5 ire Overturning 5afefy Factor :'1.5 Phi for Flexure : 0.9 Footing Bottom Bar Cover : 3.5 in Coefficient of Friction '.0.3 Phi dor Shear : 0,75 Fedestai Longitudinal Bar Cover, : 1.5 in Passive Resistance of Soil : 0 k Phi dor Bearing :0.65 Loads DL LL EL WL i 10.914 .052 12.466 Vz (k) Mx (k -ft) M z (k -ft) Overburden (r)sf) .135 .146 300 -2.429 1.224 1.324 -13-149 .511 .325 I Soil Barin Description ASCE 2.4.1-1 D D C D C Ay D Categories and Factors ADL ASCE 2.4.1-2 1 DL+1 LL ... ASGE 2.4.1-3a I I DL+IV1lL _Gross Afiow,{psi 1960 � 1960_� +Over Max Bearing (psf) Max/Allowable Ratio �. _.. 783.944.(A) - -- _ .4 1146.44 (A) .585 511.583 (A) .261 ASCE 2.4.1_-3b 1 DL+.7EL 1960 934.89 (A) .477 ASCE 2.4.1-3c_ I DL+.75LL+.75WL .SCE 2.4.1- : IDL+.Lr._+.L ASCE 2.4.1.4 F L+I WLT .ASCE 2.4.1- PDL+.EL - --..� 1960 4 1960 1960 o 1960 851.549 (A) 126.77 fA 198.158 to 629.314 (A) .434 .616 1101 RISAFoot Version 2.Oa [Untitledrft] pagu Z Company G & S Structural Engineers ,duly 134 2007 Designer :Mark Andrus dab Number : Bask of Commerce Checked By: I DL+.75LL+.7EL BY 1206.77 psf QB. 946.478 4s r y 4 QC: 744.522 psf QD: 1004.81 D `{ xJ NAZ: 333.811 in 1 D L in QA: 783.944 psf QB: 753.944 psf QC: 742.389 psf QD: 772.389 psf NAZ: 1881.47 I COAX; 4884. i I DL+.75LL+.7EL QA: 1206.77 psf QB. 946.478 psf QC: 744.522 psf QD: 1004.81 psf NAZ: 333.811 in HA7C:430.229 in in Footin EO 41 0 C 1 DL+I LL QA: 1146.44 f QB: 1084 psf QC: 1072.44 psf QD: 1134.89 psf NAZ-M 1321.88 in X: 7143.23 in M r D ,SDL+'i 1NL QA: 198.158 psf QB: 1D7.752 psf QC: 0 psfi QD: 77.482 psf NAZ: 157.815 in NAX:1'18.229 in Flexure Design (Bottvrn Bays Descr'ipfion _ _Categories and Factors ACI -1 .L+ .LL ACI 9-2 1.05DL+1.275LL+1.275WL ACI - .L+1.WL_a B ME DR., C } y.f t ' ����Fxnao-�tay� 'I pL+'i Vtil'L �t. 4IB QA: 51'� ,583 pst QB: 409.361 psf QC: 284.25 psf QD: 386.472 psf NAZ-M 360.333 in NAX-.294.41 in .ADL+.7EL �t. 4IB QA; 621.314 419 QB: 397.35$ psf QC. 20D.025 psf QD: 423.981 psf NAZ-M 199.748 in NAX:226.596 F . in .ADL+.7EL 16-5 QA; 621.314 psf QB: 397.35$ psf QC. 20D.025 psf QD: 423.981 psf NAZ-M 199.748 in NAX:226.596 333.302 in Mu -XX (k -fit) 20,339 -095 � iBC 16-5 'LL+1 EL 934.892 16.028-----7 IBC Mote: .1 6-6 Overburden .9DL+'i EL and footing self weight are included i� 8.932 ----._~ in the D!, load case. 'IDL+.7EL Categories and Factors QA. 934.892 psf GAB: 698.936 psf QC. 496.98' psf QD: 73.936 psf NAZ-M 285.275 in NAX-M 333.302 in Dir (in .5 .436 ■ ' Note: Overburden and faaiir►g self weight are included in the DL load case. Footin Flexure Desi-qn (Top Bars n IV W 1 L+.7 LL+.7 L QA: 851.549 psf QB: 743.049 psf QC: 646.326 psf QDI 754.826 psf NAZ-M 565.083 in NAX in Mu -ZZ (k -ft 19.961 10.058 3.282 X Dir As (in 2 .5k5 .273 .089 15.669 r� .426 .7 i .237 _ description Categories and Factors Mu -XX {k -ft} Z Dir As (in 2 � Mu -ZZ (k -ft �w+aB � sw+� OB -(ACI 9-3,ACI 9-3}� 3.36 .09'� 3.533 Moment GapacEty of Plain Concrete Section Along XX and ZZ-Ok-ft,Ok-ft Per Chapter 22 of ACI 318_ ._ X Dir As (int } --I .095 µ i RISAFoofi Version 2.Oa [Untitled.rffl page 3 ik M Company' Designer : Job Nu tuber G & S Structural Engineers Mark Andrus Footing Shear Check Bank of Commerce July 13,2007 Checked Bv- Two Way (Punching) Vc; 272.85 k One Way (7C Dir. Cut) Vc 59.4 k One Way (Z Dir. Cud} Vc; 59.4 k Description Categories and Factors ACI 9-1 1.4DL+1.7LL ACI 9-2 1.05aL+1 .275LL+'I .275WL � _ACI 9-3 .9DL+1.3V1fL SBC 16-6 ! 1.2DL+'! LL+1 EL -- I.. IBC 16-6 j .9aL+'i EL Punching Vu(k) VU/ ej-,Vc 47.68i .299 22.364 ,14 6.102 .038 34.378 I .215 1 10.523 .236 I X Dir. Cut Vu(k) 13.349 j .3 6.627 .149 2.042 ! .aa.s 17.824 112 5.866 .132 Node: Overburden and footing self weight are included in the DL load Case. Pedestal Design Shear Check Results (Envelope)- Shear Along X Direction Vc:52.2 k Vs: 24,022 k Vu: 1.286 k Vuk Vn:.Q23 Shear Along Z Direction Vc:52.2 k Vs: 24.422 k VU: 1.632 k Vul� Vn:.029 Pedestal Ties.- #3 @ 12 in Bending Check Resits (Envelope) Urity Check :.048 Phi :7 ParmeBeta.,,65 .448 1 PU • 38.21 Mux . -1.1 5.745 -f P • 1142!84 k Mnxi -f nz- rNA l n x. NA Mnoz NA Pedestal Br . 8 #6 % St I.. 1 Compression Development Length Pedestal Bars (Envelope): Lreq .,, 18 in Lpro.1 6.75 in Lreq./Lpro.-. 2.66? Concrete Bearin F,e a -ring BH Check (Vertical Loads OnI Description Categories and Factors Bearing Bu (k) Bearing B�r1�: aBc ACI 9-1 't.4DL+�l.7'LL j 59.E56 � .a37 ACI 9-2 .._ 1.�5D�+'�.275LL+�! .2 � -- - _ _ _ ---- _ _._J _ .7sw� 27,977 .ass I Acr 9-3 _ .9aL+1 .31(VL _ 7.633 -. .005 -_IBC 16-5 _ 1 .SQL+'I LL+I EL 43.006 .027 SBC 116-6 .9DL+1 EL - 2.-298 .014 -. Note- Overburden and fooling self weight are included in the DL load case. R15AFoof Version 2.0a [UntitIed+rft] Z Dir. Cut Vu(k) VU/ S:TVc 13.099 6.603, i Shear .148 ; 2.156 .448 1 10.287 ,231 5.745 'I29 -129-- 0:.75 Page 4 Company Designer Job Number G & 5 Structural Engineers Mark Andrus Overturnia-9Check(service Description ASCE 2.4.1-1 Bask of Commerce July 13; 2007 Checked By: Ca-tegories and Factors Mo.. -XX (k -ft) Ms -XX (k,ft) Mo--,?Z�(-ft} Ms -ZZ (_MwWEEEEPUd====� k-f�) OSF-XX OSF-ZZ IDL ,54 A9 AT) � .2D8 1 X2.422 �if 52. U 33 39b.2G � ASCD 2.4.1-2=1 DL+1 LL 1.124 119-82 .2Q8 '�'� 9.82 1 D6.6p1 �76.�58 ASCE 2.4.'�-3a 1DL+'�Vt1L --- 1 .- - - _�. I 41.28 82,422 41.699 4'[ .699 i 82.422- 1.996 1.977 l � ASCE 2.4.1-3b 't DL+.7EL 9.348 52,422 $,736 _ 82.422 8.87 7 , 9.435 ASCE 2.4,1-3c I I DL+.75LL+.75WL -_ 31.538 � 110.47 31.326 110.47 3.53 3.526 ASCE 2.401-3d I DL+.75LL+.7EL 9.786 110.47-11 8.736 _ _-� �! 0,47 .28q i� � ids i _ASCE Iz.4.14 .6DL+9V1lL � 41.71 J Lj�SGE 2.4.E -5 - - .EDLf.7EL � 9.132 Mo -?CK: Governing overturning Nlamenfi about AD or BC Ms -XX: Governing Stablizing Moment about AD or BC OSF-XX- Ratio of Ms -XX to Mc -XX Sliding Check f$ervice 49.453 - 41.616 49.453 1 .2Q4 49.45 8.65349.453 5.415. 15.715 Description Categories and Factors Va- ?�X Vr-XX (k) Va-zz ASCE 2.4,1-1 j 'iDL - � .Q52 � 8..242 .135 ASCE 2.4.'I -2DLf11" LL � - � _ ._ _. _I_ .05' _ 11.98Z .281 __ _ -3a I 1 UL+'t WL .563 ASCE 2.4.1-3b I DL+.7EL � 2.4.1-5 � ,909 - _- ASCE 2,4.1-3c 'IDL+.TALL+.ESWL .435 ASCE 2.4.1-3d 16L+.75LL+.7EL ; .909 .41401 i 7.732 8.089 10.537 1 AsLt 2.4.14 6 +1 WL .542 ; 1.001 ASCE 2.4.1-5 _ e .SaL+.SEL _ . ��_ i 1.001 g .858 12.465 65 4.435 4.435 4.9 95 .41401 Va-XX: Applied Lateral Force to Cause Sliding Along XX Axis Vr-XX: Resisting Lateral Force Against Aiding Along XX Axis SR -ACX: Ratio of Vr-XX to Va-XX RISAFaat Version 2.Oa [Untitled.rft] 1.062 k) Vr-ZZ (k sig-xx 8.42 58o504 11.982 230.423 � 4.97 7.533 7.73 SR -ZZ !61.D53 42�-54 j 9.34 7.282 .488 I 8.089 18.584 _ 1.17110.537 1 1.5948.996 _ e E '7f i 1.001 g 1.845 ... 12.465 65 r. _ 4.435 4.9 95 .41401 Page