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Plans (31) ,` ABHT STRUCTURAL ENGINEERS 1640 NW Johnson St. Portland,OR 97209 • •• 4 ,- AY 't, 1e1503.243.6682 • • Fax 503.243.6622 www abht-structural.com - - January 14, 2016 • 1 Taryn Wheeler, AIA MWA Architects 70 NW Couch Street, Suite 401 Portland, OR, 97209 RE: CWS Durham O&M Building Phase lb 16060 SW 85th Ave., Tigard, OR Dear Taryn, Transmitted herewith are calculation sheets 1-45 dated August 2015, which verify the structural adequacy of the structural revisions shown on sheets S001 through S601 dated January 14, 2016. The design is based on the 2014 Oregon Structural Specialty Code. Please call us if you have any questions. Sincerely, Clinton J. Ambrose, P.E., S.E. Principal Attachments:Structural Calculation Sheets 1-45 .A)CT Ia Idprojects\2015\11315\calc letter 1-14-2016 doc P R Off 0 Of-72CD IL, -e:ez..1-7 .4) City of Tig,ard A• triv-d Plans - „ By :Itg. Date 2- r2 Cf0C70 CIA) 011,1 oN, %Ilk' 18041 Oc° j pate ON - II OFFICE COPY sr 'I Project /'�Vj t 1)u R 0 j' Job No. AClient t•J d Location q+v 6 112'` B � TDesigned by Date s Page ofJJ I 1 �� /ILD((J STRUCTURAL ENGINEERS ( Sheet description I (7. � , I11.01 IP"�$ !$f- + LT41. 1x-.515) - 17.®q 1 /7/ • ' I c ! . tow o : 20.2 r5,, ( ®) . . I . . ,,,,,, 0.,,Jo. i e a!' 0.-6:, ov7 see Airfterer, Gazo c,x)ezie-spuiror. • I I II • • • • . 1 I• • 1i 1 • • • • • 111 >r II0 COMPANY PROJECT I WoodY Y r s .: .:..: SOFTWABYFASO W000 DES7lFW;, I Aug. 16,2015 11:24 full height stud.wwc Design Check Calculation Sheet Sizer 6.2II LOADS (lbs,psi,or plf) : Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Wind Full Area 20.80 (12.0)*_ No I *Tributary Width (in) MAXIMUM REACTIONS(lbs): I ,- EVt `?.., ar-..r' `1r:e� .Y..c.i x v'7; ,�,�. -a-*a. ', � }�!T Y^t' VWI-L-�j, L�s�`E." z."�'-"ui,_,._flg5FA .:� ter:,-:�, � .�.-�s ��'�.�f�.-,w�.,.�...3�.� €i��;�d .�.u, ItR-�=�. :*_,�1�.�.: ;,,;'�'I� x,,,,,�. : 0' 17'• Dead I Live 177 177 Total 177 177 II - Lumber Stud, D.Fir-L, No.1, 2x6" = = Spaced at 12"c/c;Self-weight of 1.96 plf included in loads; Pinned base;Loadface=width(b);Ke x Lb: 1.00 x 0.00 0.00[ft];Ke x Ld: 1.00 x 17.00=17.00[ft];Lateral support:topLb,bottomLb; Repetitive factor:applied where permitted(refer to online help); I Analysis vs.Allowable Stress(psi)and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 32 Fv' - 288 fv/Fv' = 0.11 Bending{+) fb = 1192 Fb' = 2392 fb/Fb' = 0.50 IIAxial fc = 4 Fc' = 350 fc/Fc' = 0.01 Axial Bearing fc = 4 Fc* = 1485 fc/Fc* = 0.00 nei.r. e��y I ii�K. i 7! 4 Combined (axial compression + sude load bending) Eq.3.9-3 = 0.50 ''��f"V��aQii`V' 1 7 Live Defl'n 1.11 = L/184 1.13 = L/180 0.98 L/t. L A.Total Defl'n 1.11 = L/184 1.13 = L/180 0.98 }=... lADDITIONAL DATA: , FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.60 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 1000 1.60 1.00 1.00 1.000 1.300 1.00 1.15 1.00 1.00 - 2 II Fcp' 625 1.00 1.00 1.00 1.00 Fc' 1500 0.90 1.00 1.00 0.236 1.100 1.00 1.00 1 Fc'comb 1500 1.60 - - 0.136 - - - - E' 1.7 million 1.00 1.00 - - - - 1.00 1.00 - 2 I Fc* 1500 0.90 =1.00 1.00 - 1.100 - - 1.00 1.00 - 1 Shear : LC #2 .6D+W, V = 177, V design = 177 lbs Bending(+) : LC #2 = .6D+W, M = 751 lbs-ft Deflection: LC #2 = .6D+W EI= 35e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. - Axial : TC#-1 - 5 only, -13-. -33Ibs Combined : LC #2 = .6D+W; (1 - fc/FcE) = 0.99 (D=dead L-live S=snow W=wind I=impact C=construction CLd=concentrated) {All LC's are listed in the Analysis output) I Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. I I I_... I �/ III- _ Project CWS p ®` rt o iM Job No. 11 Client v� +7�` Location 1111`� A B H T Designed by Date ' Cik �!(P�(,/ Page of J STRUCTURAL ENGINEERS Sheet description I VS5((a) Www 'Ikfw'Lu, 0*N-2 QI7ii., e lguw kir $ t)Q i+-q-ax., : wily., 5Too5 I-►-tt.L. lig Co @ 1e ad, (LE ryi vfr t.Ar. I .i Q 0f 5m O versilvii (' f t iloui 1-1491-0 'Crtitrat.- 14:::: . I --ti'Ve ill 94 1.25".2' 0.2z k•"/ Pt,talGe. fk l` � 11��1 C 3 A .22 ' O�ir t edlZL. rit'Stt1r£25 two _ t,,...,4 ®�7 v of.. 33.it, 7.464,40 X1.25 x.et ' P .® 4 r.c. vAtll�f4,, A .,,,y2, .®B'$ �' to .1.95 iti- s r- P 9 - x )e/.(Q /3I-� o 105'� c t/ d z la`7 l 4•� = /46.9 } l z j81 �c s .5,40) --k-- 13,44,„ (56"4-33.1(,) UM, C -, , o. g.x 11(v . cittv,ise le El IProject Job No. Client I Location - I I1 15 — ^ 9 T I Designed by CA Date g//6:7145- Page 11....., ofJ ,• bSTRUCTURAL ENGINEERS Sheet description PCStC.e..( 1kttri LA,: wn.w > ,.alt; A-r^' L4/6 0624.) c;) k1 (ply 0t f zrp 0604-- ! tr1,a- i N I -14 I ! -31 : -7 ' 14_1:1_41 !.-..: iv or (A:4JL. ateity- I IL_ I .co"I 11 I?lr17 L!Ave? A-00.14,/. Ip,2.,a- 4- >' k-4t Pip �U"- = 120 Wig" 1 { IVit.Le l Z r•i pciio•-J6 4') : U L c. x,d.kip - f(P•7-P°f / cp 34,E 'cc (z04_16. S) : -1 f/f I , 1 c. , (2. tx1 w,0 0 -,- U.2 Pc >4 69.17f Jig' i I YL J,4 ,6 4• X 4 o4- • 6: woo 4- r 6.ea lc`Dv e ! LA,21" . 1 \f ,ac. ' L,D4o Z is j &� z . 042 IrFr 6v .13'" �IA)* 20 � (75-c �• 1 � 34•'1 i I /i3f4x9> % etc. I I II I Gravity Beam Design Ill R-A L.0/10 ® RAM RAM SBeam v3.0 �� INTE'IATK At Licensed to: ABHT Structural Engineers 08/16/15 12:58:05 STEEL CODE: ASD 9th Ed. SPAN INFORMATION(ft): I-End(0.00,0.00) J-End (12.67,0.00) Beam Size(User Selected) = HSS4X4X1/4 Fy = 46.0 ksi Total Beam Length(ft) = 12.67 LINE LOADS (k/ft): Load Dist(ft) DL LL 1 0.000 0.011 0.000 12.670 0.011 0.000 2 0.000 0.128 0.000 12.670 0.128 0.000 SHEAR: Max V(DL+LL)=0.88 kips fv=0.47 ksi Fv= 18.40 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb Center Max+ 2.8 6.3 12.7 1.00 8.61 27.60 8.61 27.60 Controlling 2.8 6.3 12.7 1.00 8.61 27.60 --- --- REACTIONS(kips): I Left Right DL reaction 0.88 0.88 Max+total reaction 0.88 0.88 I DEFLECTIONS: Dead load(in) at 6.34 ft = -0.357 L/D = 425 Live load(in) at 6.34 ft = -0.000 i Net Total load(in) at 6.34 ft = -0.357 LID = 425 -■ I Gravity Beam Design 1492 ofiz-rw.4.4,. 1.94-172 IRAM RAM SBeam v3.0 INTERNATIONAL Licensed to: ABHT Structural Engineers 08/16/15 13:00:16 ISTEEL CODE: ASD 9th Ed. SPAN INFORMATION(ft): I-End (0.00,0.00) J-End (12.67,0.00) I Beam Size(User Selected) = HSS4X4X1/4 Fy = 46.0 ksi Total Beam Length(ft) = 12.67 LINE LOADS (k/ft): ILoad Dist(ft) DL LL 1 0.000 0.011 0.000 12.670 0.011 0.000 1 2 0.000 0.042 0.000 12.670 0.042 0.000 I SHEAR: Max V(DL+LL)=0.34 kips Iv=0.18 ksi FIT=18.40 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange I kip-ft ft ft fb Fb fb Fb Center Max+ 1.1 6.3 12.7 1.00 3.30 27.60 3.30 27.60 Controlling 1.1 6.3 12.7 1.00 3.30 27.60 --- --- IREACTIONS (kips): Left Right I DL reaction 0.34 0.34 Max+total reaction 0.34 0.34 DEFLECTIONS: I Dead load(in) at 6.34 ft = -0.137 L/D = 1109 Live load(in) at 6.34 ft - -0.000 Net Total load(in) at 6.34 ft = -0.137 L/D = 1109 I I I I I I FilGravity Beam DesignS I L.L.- 6) I RAM RAM SBeam v3.0 NTERNAEONAt Licensed to: ABHT Structural Engineers 08/16/15 13:04:30 STEEL CODE: ASD 9th Ed. I SPAN INFORMATION(ft): I-End(0.00,0.00) J-End(12.67,0.00) Beam Size (User Selected) = HSS4X4X1/4 Fy = 46.0 ksi Total Beam Length(ft) = 12.67 LINE LOADS (k/ft): Load Dist(ft) DL LL I 1 0.000 0.124 0.000 12.670 0.124 0.000 SHEAR: Max V(DL+LL)=0.79 kips fv=0.42 ksi Fy= 18.40 ksi I I MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange I kip-ft ft ft fb Fb fb Fb Center Max+ 2.5 6.3 12.7 1.00 7.66 27.60 7.66 27.60 • Controlling 2.5 6.3 12.7 1.00 7.66 27.60 --- --- REACTIONS (kips): j Left Right DL reaction 0.79 0.79 Max+total reaction 0.79 0.79 DEFLECTIONS: I Dead load(in) at 6.34 ft = -0.318 L/D = 478 Live load(in) at 6.34 ft = -0.000 I Net Total load(in) at 6.34 ft = -0.318 L/D = 478 1• 1 Project G a)L 71U Job No. Client �s/ Location 113,�� /.\1/4 B F-I T 1 Designed by /q Date g 1 Ilo�s- Page (r of l �j STRUCTURAL ENGINEERS Sheet description • I I P2 • P I 441` 1y' *1°114. i PI I I A- .0 ii x .1 t- . 42r' Kew I • • I I I . • I . 1 I ••I • • ■ Project Job No. I Client Location i i - ABHT Designed by /'/y date 0./6,f II� !f, Page ( of STRUCTURAL ENGINEERS I i Sheet descriptlon "� W cJQ • I .liA. , 'L 4dry. `4 oz.. 5ix sc (2 9' v/s or z� V - .104. .„. . 4s . V417 1 o " CAUL. 4,c - id 0*, 564,0' MI `A, � �rw Vit1ro2t2. - -4S, . Ile111 '' 4 7' . •4S 7'2.2 ` / 1 IV ,i z I 111 ce�2 . .. 1 —_ , I. \cut.. d'el. .ois%ope,0 ° . ' L 11 2 Idt,! !o .a Iiil 3i b ,, I fkRAJu 4 z . 164 - 084 • ' • 'I NI! vaifrt,i1I 41( 8- z co K x =+ 1 III 110. 8 Ti41Di MAI:414 ill 44.)‘.1.c‘%)(2/1 t1Rik, .k.15".1( .5 "' l•17.54. IIRIA C2)db• g Sum.-›)- •- 37,1-II -1-; 1.125`` z p.Ig2 k • / . 10.5".. / 7t + o- r .5-4,4c.)5.- . 0o) 'Tr-74c--^� I • , T i 4 n 1., u a .a01� ' I 2 1 Fil 1 Gravity Beam Design J 4740 j-f 0 IRAM RAM SBeam v3.0 INTERNATIONAL Licensed to: ABHT Structural Engineers 08/16/15 13:23:16 1 STEEL CODE: ASD 9th Ed. SPAN INFORMATION(ft): I-End(0.00,0.00) J-End (17.00,0.00) I Beam Size(User Selected) = HSS4X4X3/8 Fy = 46.0lcsi Total Beam Length(ft) = 17.00 POINT LOADS (kips): 1 Flange Bracing Dist(ft) DL LL Top Bottom 4.670 0.88 0.00 No No 1 14.170 0.79 0.00 No No SHEAR: Max V(DL+LL)=0.90 kips fv=0.32 ksi Fir= 18.40 ksi I MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb lb Fb 1 Center Max+ 3.6 4.7 17.0 1.00 8.41 27.60 ' 8.41 27.60 Controlling 3.6 4.7 17.0 1.00 8.41 27.60 I REACTIONS(kips): Left Right DL reaction 0.77 0.90 Max+total reaction 0.77 0.90 DEFLECTIONS: Dead load(in) at 8.33 ft = -0.612 L/D = 334 Live load(in) at 8.33 ft = -0.000 Net Total load(in) at 8.33 ft = -0.612 L/D = 334 1 I 1 I I I I I 811112015 Design Maps Summary Report 0' . • Design Maps Summary Report (5 User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS h0 azard data available in 2008) Site Coordinates 45.4038°N, 122.76443°W Site Soil Classification Site Class D - "Stiff Soil" It 3. ` .! 1. .Risk Category I/II/III ---`"(41$10,114112;-.1.144-4.7., .b X1D>. m� es . 1 •cx3°a3- . 3 Cf� ' $1,145A-141---;., F` 1,,,..,;,:74.,- :''';:::' 1g'r!$ 6 . Y} ' ' i ` ,a,aST uxH ta za g1� - p" - � h1 [ dacG i_ z 'f4:1/4-tit.„ ;x . t a15Q1 • a�ifi-t41 Nt ,71 ti s � a,:e. r. � . s t V' � + : ''Air-,41L Y .4 ..-4-0.)'' s °z �oo.11-- nt , qN �q = x s Ifi.• ° d...:-.., , - '` j -Nx # fik.a t fit ' --,,,T4;- *t ' ' �, ,ta rl " Ev s xa{ "F ' a�aL ' is,. 'ss;iCr -Ma3, Y 4c 1ui„ ;1's -...0;;;!"tix at-.ar1£ . R twti i.s0 p Vat ril �y0. " t .xe� ' ? oti .ax k.: a # ' wFSE �z �Y M' ia.1Lr z s rc ' acuth' t�7Yu-++• x, sem twit* 4, . cem ' a .-amr s {r40,,,:75,.,.v-p..4.4.14;_-.2;,:_ s, a 44.. s [ks {src t 'sgl ::A ra a r �" aE �{ "o ❑^L..; .c av4` .r mYm �� "4rs7-° "kr x a E r ' 4sc�° w S71 i. da • i. : tt< N E • l; ta :tz � sf-�� ' F: ? ,p7xc � R�Cu,a_�� ir�Eai2S --..4r . l " tes�z1E � �3i'11023""•'72 . - q ` 4cn [N � , � :u� u' 23' a7 hxra ] ' �11F s { t } t k E.§: Ii.rs ' p a * . { .stL , : +- 3`• ' . r . I x:, `" 41111; hx , . .a r:fir- sy ,,A,-.:,,,,;..,,,,-.. . � i - i a s r f is Y an m cck - d� t x .• . ';',:1;,,,,.,..:.,,,; , e ` p }z -' t ,t.."`."'"'2'...,-.... om r .{u "r s t'Mx A--F"+- si 1 { >�3 ia41K " ' ,APT teu , ea - ,LaE4a - t''' � , ... ' Ce1 *."-L:°::::,77:::- , !ce. `.c.1 . ' s,{ F3k . 5 k' ,i71 yu. . r i i Lu . cE"a ` -. tm ,,a ,�'� z J6 r,5-,L.' ,, '` ` .{d * 4� � .y741- t & r .. i a .?:-.4.2,. ....:11r-`: � "cks,uj3m ':. * ir ESi rt d s, , � a .= P4 'P�# 's' Li • S j ,` {t Sak:� aa ' A n a 's`^e. w ` ' ,4 x " } Q�". t « .,. . s.: •ta7k4,, r• a. F.47 7;7,7 111 At jig Niii,USGS-Provided Output S� - 0.9618 S s = 1.072g Sns = 0.715g S1 0.419 g 0 5M1 = 0.662 g S01 = 0.442 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. MCEit Response Spectrum Design Response Spectrum 1.10 r1.7 0.95• 0.54 9.5E Din Sany 0.45 o.ss m 9.55 T 0.19 LB 0.4. r�. z 0.23A.24 11.E 0.16 0.11 0.05 0.00 5.00 R.00 0.20 .40 0.50 0.50 1.00 1. 41 1.10 1.50 LOU 100 E7.50 0.20 0.40 ass r.so 1.00 1.2a 1.40 1.50 LBO 2.05 Period. T!sec} Period, T(sec) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein,This tool is not a substitute for technical subject-matter knowledge. htipJ/ehp2-earthquake.wr.usgs.gov/designmapshEs/summary.php7templat�minimal&latitude=45.403802&longitude=-122.764428&siteclass=3&riskcategory=0... 111 MI 1 8/11/2015 Latitude and Longitude of a Point 01-. • iTouchMap.com Maps I Country-State I Places I Cities I Lat-Long 7:„..--„t Adablas 414 Rantstop Iftpe III Home a Latitude and Longitude of a Point E.F.4 To find the latitude and longitude of a point Click on the map,Drag the marker,or enter the... ,..s. .4 5 4...., ......— .,...Q.6::::-] Address 16060 SW 85th Ave Tigard, OR 1 '''''''' Map Center: WikipediaNVikivoyage Places of Interest-Get Address-Land Plat Size [ I3 steps to East Maps&Dirsolletts 1..Click Start Download P V ,--, START DOWNLOAD Atil iSTART DOWNLOAD ' , 2.Free ADPAVAS-No Sign uril I3,Ottt Flee Direollorts&Maps '. ',1 ruirro,r114"1°...-*'•1 Latitude and Longitude of a Point 3 steps to Fast Maps __,..„........ &DIre4lens , . - - , „, , . , . . . 1.Click 11,....,-cm ii17 ii dØ '''-'-` Start Dowrilosti I E. 1 4 t'-- ----, ' 2.FreeAsosse- No Sign LIP! - - ' - : ' ••••4* -7,•••- - " ' '-"-- 3 Oat Free Directions .. , , ,a, . ..,„•,,,• :,- "i . I ....• &Mace „..: .,..... , '• ,, I ' Q. , FtVi WiVet 1:',f 'C'' ' '—'• '. 4' -...10,,r - 1.,. OrnoFgloatoot . ..„ I "i 1 --,,, I '• '' cor,,,olf: Map data 02015 Google Imagery crD20"15.DlyitaIGIoae,Metro,P5.100,rd"-- - , • .:.of Oregon,U.S.Naxdagnidp3eava, ,,,) _ 1l:,ireW4Xli:li"ie:s,;i i„iiiiimik4Show Point from Latitude and Longitude etiterAisty,larkerti Use this if you know the latitude and longitude coordinates of .. . _ . - '' '^ a point and want to see where on the map the point is. I Get the Latitude and Longitude of a Point Use:+for N Lat or E Long -for S Let or W Long. Example:+40.689060 -74.044636 When you click on the map,move the marker or enter an Note:Your entry should not have any embedded spaces. I address the latitude and longitude coordinates of the point are inserted In the boxes below. Decimal Deg.Latitude: r................................ - i Decimal Deg.Longitude: I' , Latitude: :45.403802 1 I Longitude: I-122.764428 1 k5hOW.:gclifij Example:+34 40 50.12 for 34N 40'50.12” ...... Degrees Minutes Seconds Degrees Minutes Seconds , I Latitude: i45 1 [24 I {13Latitude; .6866 ...7. Longitude: 1-122 I [45 I [51.9402 I Longitude: I L _i 1. _., MIMPF9inti ©ITouchMap.com 2007-2014 I 1 http:/ntouchmap.comlationg.html 1/1 Protect --__ Job No. ( Client Location fl., t A B 1-1 T Designed by /i! Date rfrPage Iii of STRUCTURAL ENGINEERS Sheet description �} 1ljjjj,'�jJ 1 1410w STUD$ e I ) 2VCa D6+��A.�i C I ( ( I • I II • I ( • ( i • I t) COMPANY PROJECT I di W ... ,`.-: .-.. ....: .. :. $C1FlWANF'.FOR WF74tS�Df3lOA" I . Aug.16,2015 13:32 S-1,wwc Design Check Calculation Sheet Sizer 6.2 I LOADS (lbs,psf,or plf) : Load Type Distribution Magnitude Location [ft1 Pat- Start End Start End tern Loadl Wind Full Area 20.80 (16.0)* No I *Tributary Width (in) MAXIMUM REACTIONS (lbs): v,f.if " , - 'x; iprh_F4 z .Fi � . ^# 7§ is, try a:4r 'K `�- 1a. TtOk , it ra. .<) . ,r ri. .v5. t�.i"-- 4-tki7..pF- pu ey i'3k ^ p.. ' iP,,; ' c zq l tl.y std,i YtTrr tr .H2.lu " 'L taYu'�` # '"; "r4 . otriut , . !t6 , ;_fA +- 4. ,, y,w ,sy ` ,4-24.0. c. j. 4!',4 � ph n tid[4410 : A+ ,grti + ,= 'F xc rom 43 j 1)> ,4 . E` 3 W kiat T:: rtlitj » ;� 34 '1 ' i ' W ; rA 1 4.-8"A Dead Live 65 65 Total 65 65 Lumber Stud, D.Fir-L, No.2,2x8" Spaced at 16"do;Self-weight of 1.96 plf included in loads; I Pinned base;Loadface=width(b);Ke x Lb:1.00 x 0.00=0.00[ft];Ke x Ld:1.00 x 4.67=4.67[ft];Lateral support:top=Lb,bottom=Lb;Repetitive factor:applied where permitted(refer to online help); Analysis vs.Allowable Stress(psi)and Deflection (in)using NDS 2001 : I Criterion Analysis Value Design Value Analysis/Design Shear fv = 12 Fv' = 288 fv/Fv' -- 0.04 Bending(+) fb = 120 Fb' = 2153 fb/Fb' = 0.06 Combined (axis_ compression + s_de load bending) Eq.3.9-3 = 0.06 I Live Defl'n 0.01 = <L/999 0.31 = L/180 0.03 Total Defl'n 0.01 = <L/999 0.31 = L/180 0.03 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# I Fv' 180 1.60 1.00 1.00 1.00 1.00 1.00 2 Fb'+ 900 1.60 1.00 1.00 1.000 1.300 1.00 1.15 1.00 1.00 2 Fcp' 625 1.00 1.00 1.00 1.00 Fc' 1350 0.90 1.00 1.00 0.932 1.100 - - 1.00 1.00 - 1 Fc'comb 1350 1.60 - - 0.863 - - - - - 2 1111 E' 1.6 million 1.00 1.001.00 1.00 2 Fc* 1350 0.90 1.00 1.00 1.100 1.00 1.00 1 Shear : LC #2 = .6D+W, V = 65, V design = 65 lbs IBending(+) : LC #2 = .60+W, M - 76 lbs-ft Deflection: LC #2 .6D+W E1= 33e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L-live S=snow W=wind I-impact C-- construction CLd=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC IDESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. • Project CIA)J —_ Job No. ...—'--- I Client C.�/V 5 Location 11'315 1'315 , Designed byiii gate g/, / r s Page I of STRUCTURAL ENGINEERS I Sheet description / chis-c46 (t) 6 1- V6n ig r1-'°r 15.!4/ 5 Tc., (Su e - I '/-if 1 Ca'bCuIe. I yrs 614" t ct 6 ilin . i I T- A-0 Loner 214 ' 0 (.- 4•(,0`3 Ps r • I l$ F-awg ti.ez rs rr I Oohs 4,0 p r si,i00 z (7sF' OS 4 2`' tt s Zoo tej( /c,4.-tL -ro 0/46 A &L$ 71p . . Pc GI-.5 $-1 S A- c l-1k47H7 Pit' /1/6215- 4. (st0 2 M2- 6j62-)4419e. 6f /117"14 • O'° '7 4. //.674x.22 27. 3,a 'c. ',- vim/h. ;/tixi8 :1Z}J a/ ep`t- fr. e. 'e imi,99AI m q.Eve ‹ /4 7A ®k l ® FXrsr w6 3`'5,,c. 18 6L a 1/ ok "7":7 ,s/yfretr 174fir~l , MI I !(o COMPANY PROJECT I stoma roe moo orsroer. :. I Aug. 12,2015 15:09 3.125x18 GL joist.wwb Design Check Calculation Sheet Sizer 6.2 I LOADS (lbs,psf, Load or pif) Type Distribution Magnitude Location fft] Pat- Start End Start End tern Loadl Dead Full UDL 96.0 No I/ Load2 Snow Full UDL 200.0 No Load3 Live Point 6000 4.40 No MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : I " 1ffi..._v£ 2� .w+` ,'E r '"`''�=�^ ..7.':-.7777--"::�.�a�53 J_ -77-": «7; '''-'"_''!,--'x' -'''''-'!'"'"'1 .Y.2,6,1ffd. ..-.+ aM�Yx xarvxvx� 4.3 ^�.C-F -.22Z4.17.,..''''''''''''r7.-- � a ^.IA:GYTGFr' a'F- ...•e..tis• "==''' '. ,:i£'.d21`.'�..i."L."biCF..+s.-,.wawe...�.>a...-."i'l'w..na.,,2t9E4 Ls.eY•+..,.�5.Wa^3.Y1.....a1.4..ou.Axs 3^Witve.a-�1i.'St.-.`--1V%S ..liEt`iNw-atle�Atc-.i.4s S cxFS.J.9_:ti L I �� • Q' 17'-7.5• Dead 960 960 Live 4698 I Total 5659 3405 Bearing: Load Comb #3 #3 Length 3.23 1.95 IGlulam-Unbal.,West Species,22F-V3 DF,3-118x18" Self-weight of 12.95 plf included in loads; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection (in)using NOS 2001 Criterion Analysis Value Design Value Analysis/Design Shear fv = 141 FV' = 240 fv/Fv' = 0.59 I Bonding(+) fb = 1634 Fb' = 2200 fb/Fb' 0.74 Live Defl'n 0.36 = L/584 0.59 = L/360 0.62 II Total Defl'n 0.45 = L/466 0.88 = L/240 0.51 ADDITIONAL DATA: II - FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 240 1.00 1.00 1.00 1.00 1.00 1.00 2 Fb'+ 2200 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 560 - 1.00 1.00 -• - - - 1.00 - - - 1.7 million 1.00 1.00 1.00 - - 3 IN' Shear : LC #2 = D+L, V = 5462, V design - 5299 lbs Bending(+) : LC #2 = D+L, M = 22979 lbs-ft Deflection: LC #3 = D+.75(L+S) EI- 2582e06 lb-int I Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S-snow W=wind I=impact C-construction CLd=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC I DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3.GLULAM:bxd=actual breadth x actual depth. 4.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3,3. I5.GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). I I 1 - ((!() COMPANY PROJECT II 1 ' 1100 l_Works® .. .SORWARE Foe WOO O257O,V Aug.12,2015 15:09 3.125x18 GL joist.wwb Design Check Calculation Sheet Sizer 6.2 LOADS (lbs,psf,or plf) : Load Type Distribution Magnitude I Location [ft] Pat- Start End Start End tern Loadl Dead Full UDI 96.0 No Load2 Snow Full CDL 200.0 No Load3 Live Point 6000 8.81 No MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : _ -...R::.--;« "4m,litre......T'*ate"'"` .•+"aC ,,,,, T'(tJ'9 � SG„ _, =,km9S,, ,f7G [ .'5''''45xt , C- Lr o-r - l -Y. J.I-YC. St %d-.,; *411.21.44.4.4......4.44441.4* k-A ..a . ' ax u ss. .w '' e e x... «-� �z, ms reer -m' ain"..............- e �:ea"- arur...,. .o.�r .a . s.�:asn -m41w, �1�., .n..�� as..«h._r:al*L e..,, ,r . %� .ww«4: - j 0' 17'-7.5'i Dead 960 960 i Live 3573 3571 Total 4533 4531 IIl Bearing: Load Comb #3 #3 i Length 2.59 2.59 Glulam-Unbal.,West Species,22F-V3 DF,3-118x18" i Self-weight of 12.95 plf included in loads; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection(in)using NDS 2001 : 1 Criterion Analysis Value Design Value Analysis/Design Shear fv = 101 FV' = 240 fv/Fv' = 0.42 Bending(+) fb = 2181 Pb' = 2200 fb/Fb' = 0.99 Live Defl'n 0.47 = L/450 0.59 = L/360 0.80 11 Total Defl'n 0.56 = L/376 0.88 = L/240 0.64 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Co LC# li Fv' 240 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2200 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 2 Fcp' 560 - 1.00 1.00 - - - - 1.00 - - - D' 1.7 million 1.00 1.00 - - -- - 1.00 - - 3 IIShear : LC 42 = D+L, V = 3961, V design = 3798 lbs Bending(+) : LC 42 = D+L, M = 30668 lbs-ft Deflection: LC #3 = D+.75(L+S) EI- 2582e06 lb-int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. II(D=dead L=live S=snow SA(=wind I=impact C.-construction CLd=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: I 1.Please verify that the default deflection limits are appropriate for your application. 2.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3.GLULAM:bxd=actual breadth x actual depth. 4.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. I 5.GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). I I I Ill I Project —�� Job No. ^•`—_— Client Location f s ABHT I ned b9 Y pateO Qdesi Pae of //r..�� i% STRUCTURAL ENGINEERS Sheet description I t l - I • tI t 0 � � w 1 I WC L= «f4f K ( 11.147-4is' `11,' ) — 2g®.�4i 1 I IlA tip.. = 2S, 'Fs' S ( ) 2 (0-1.7 , I CK ) &L (01/4Z 1a Ott. 1 1 I I I . r • 0?-0-0 1 COMPANY PROJECT I ID iii Wood Wors SOFTWAkr Pon W000 DF.sreiv Aug. 12,2015 15:45 6.75 x28.5 GL beam.wwb Design Check Calculation Sheet Sizer 6.2 LOADS (lbs,psf,or pif) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern I Loads Dead Full UDL 280.6 No Load2 Snow Full UDL 467.7 Yes Load3 Live Point 6000 22.92 Yes0 MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : 0' 4'-3" 41'-7" 45'-10" I/I Dead 7445 7445 Live 10774 10774 Total 18219 18219 Bearing: - Load Comb #0 #14 #17 #0 Length 0.00 4.44 4.44 0.00 Cb 0.00 1.08 1.08 0.00 Glulam-Unbal.,West Species,22F-V3 DF,6-314x28-112" Self-weight of 44.29 plf Included In loads; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection (in)using NDS 2001 : II Criterion Analysis Value Design Value Analysis/Design Shear fv = 104 Fv' = 276 fv/Fv' = 0.38 Bending(+) fb = 2038 Fb' - 2135 fb/Fb' = 0.95 Bending(-) fb = 94 Fb' = 1715 fb/Fb' = 0.05 II Deflection: Interior Live 1.05 = L/426 1.87 = L/240 0.56 Total 1.65 = L/271 2.49 = L/180 0.66 Cantil. Live -0.37 = L/137 0.43 = L/120 0.88 Total -0.59 = L/86 0.57 = L/90 1.03 ADDITIONAL DATA: 11 FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# i Fv' 240 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 21 Fb1+ 2200 1.15 1.00 1.00 1.000 0.844 1.00 1.00 1.00 1.00 - 20 Fb'- 1500 1.15 1.00 1.00 0.994 1.000 1.00 1.00 1.00 1.00 - 4 Fcp' 560 - 1.00 1.00 - - - - 1.00 - - - E' 1.7 million 1.00 1.00 - - - • - 1.00 - - 20 Shear : LC #21 = D+.75(L+S) (pattern: XXs), V = 14903, V design = 13298 lbs Bending(+): LC #20 = D+.75(L+S) (pattern: sXs), M = 155173 lbs-ft Bending(-) : LC #4 = D+5, M = 7158 lbs-ft Deflection: LC #20 = D+.75(L+S) (pattern: sXs) EI= 22136e06 lb-int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I-impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3.Grades with equal bending capacity in the top and bottom edges of the beam cross-section are recommended for continuous beams. 4.GLULAM:bxd=actual breadth x actual depth. 5.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6.GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). 7.The critical deflection value has been determined using maximum back-span deflection.Cantilever deflections do not govern design. 1 Project n(los Job No. Client �l/ Location Iiii I / A B I-1 T 1 Designed by ^■ _ Date rill,it / Page n,., of 1 (.� rill, } G� STRUCTURAL ENGINEERS Sheet description I . 114; 3" Itf� to., ":„.:_. w .may V $ I ji -- 1 iI I 3 ,t e, 4) -"inewBoLT' • Z a 12.Z& At 4Q-r (Co 1/44- .01544.x$t . ',4(:),/ 9) (Co) `-'6°L-r%t.22t°` I ' Ii 1 I 1 11 1 . I 1 ... i .. . . . I 1 I . I • 1 I 1• Project ( Job No. I Client Location l.acation Designed by (/`'�I J4• itData �tu, Page 2.I of STRUCTURAL ENGINEERS I Sheet description nzwr Li01-1,Pcr. WAW I IJt(0 of 1 W43'fes 1 lx'-42- / ,, (24°x (� il# v56:64-) . / le- 1°4 .. OSE- Smit- 11-1444., - • I :1_1.24_,.21 3" 1 "N., —,,,, 1,31— ' I t____ _ 1 t 1 I.t f 14. r � , �' IA n. 1 ./l� . 2- �' 142 L` y k 4. ,,� !.!i 1 leJ 11'G.e,y gti•G-7r 34x.GJ t G- 1 21-7- sr /.7 4 (1.752 .g47 ) 1 R R''celwt2}0y Z kei,z V6 'YJa `� b°', `c ' .ham •591>;,F',, .e/lo t--T el 6 5 Jt3i) Tr iteNA0 (2) ° 4% '11- 43�Lai a`J Com(, X 14 6.64nA4 . a 7 5< 310v n l j) �j q� > 1.43 of t 31szx 31iz, % ,mow- 1 . 1 4%40 I a 1_, .3t- 1 , T . (,, et- Vs �£ *. p Upper X66' � zbz- � � ' I KA, .s.-,, zu :11 w. -s-21, ._- •. /! --4______.t....4 �,+ ",4a (MO OIC _ I J/ 1 IProject Job No. Client Location -- ABHTIDesigned by Date Page 22of STRUCTURAL ENGINEERS Sheet description I r rn r I --- i 1 I /A GI'k 24 - %, '�` t` j 1 1 i 3G'' .5.2.' I 6x4c°VP I I 6: (q,kV) tt e .C7 1riv ILose- 1 s, 2'-06 tv"C. 1 I - i I I •• i I ill Project c , q 5�_ Job No. I Client W Location •113,5 • ABHT Designed by // Date Page of ' CST ��Z�fs i� _ STRUCTURAL ENGINEERS Sheet description I I l two°'t_ta c 4' Sk'� .i.. ., I il i.H..i x".-..1 N. I i N. • .154" 1 %, I rt_ „kai,i, ii,. sive 0E.) -s- yc 'i I t rbvw4 4 ,','(t1_.,fv�Nna-1,,, r-t 5 20 .'L�v` • -ti 0 C°41515 /Ai VECii •Vt5661J fat 17. at W i tial A.-yo s 6t&..,10J cr- ADD (--00pl,6 rot2.G6 I d f zit-c.St' --',o fdkUL Dl riZzs7 DJ V •Cj`- 'S. 1‘! 23 5 .2St`' / Ai CDWJ 1c2(,c6 of I-WA T. Irys racuAale-n r)a J uJ& ; •mel 1 ' ' 4-1�"/,../23,Stt z . 436, IProject C_..W / —_ �— Job No. Client I Location 1_1 7,15 A B I—I T G, I Designed by k, Date tysi15 Page 24, of STRUCTURAL ENGINEERS Sheet description ,G• I Oir- 'G 5 n7a!»,'far"' 0..1 . /455 4-md cvi.....•, '-3 ,2S444" r i or I ,ro `'1-- h.3'9 I Pb-1 lax -P (0��j Via✓1,41-c-- gtGt.(4-'0 4-1 4.1a)ail , 1/46-AA Ute 1 I l ILtSC 11-5f sG4sa3/ I 1 uSf/ C IeJ&07,,l e tri,N oc) 2x F /Je.0 pt. 06,01 LX��iG� Guifr-s peutwito 1 fz_ L-€44-17. // Cie ✓ 1 f I Iii i I I I Ij I I r 1 .Y .7 .X -.2 i _ 9 6 . .25k .61 .5 I Loads: LCI , DL 1 Results for LC 1 ■ - 1 Member Bending (k-ft) Z-mornent Reactiorpits are k and k-ft SK- 1 1 Sept 2, 2015 at 11:17 AM transformer frame.r2d 1 1 I 61,49 Company Sept 2,2015 I Designer : 11:18 AM Job Number Checked By: rBasic Load Cases BLC Description Categor+ X Gravity Y Gravity Joint Point Distributed PCI DL ! None -1 1 1 i Joint Boundary Conditions Joint Label X[kiln] Y[Win] Rotatiort[k Ftlrad] Footing I 1 NI _ Reaction Reaction ..... a.:�"x.=.::::tm:- ..,.... ::.•°��-zmniiu"r".-r�:i?<:-- fio°r.?a°i• �.'.:w:.:ia:eE:,�.^'.' .�.. ..^, n y � 6:>. .56¢S N-�«•"«w:«"t�� '7:':^..«k:,tin T9 .. t � .e:�'.mt:..y.. ,t. Uig=�_. -_� w �. l :,><P•.,:Wim.:-=•: .-�,.-- x .iri .r�;._: .t,_F s-:3,:°,.:dt- ._�:�n�`R";��.•x.�:::.:.;�-.;�;,�..,:�.`�-r.-�.�.:~�.-::::,w»�:v��::.-,�-�-�d�tl�l:t�:uA:«::a:3.�w�-...,:.�,-.,�«�,�,:,�,y:-°a4�vr-�:�=.--� ,„.m ...:��a:-�=.'.�m�-_,�,�,k>t::;_:�. :--_,-,�,„.�.....=w:�M 1 Hot Rolled Steel Design Parameters Label Shape Length...Lb-out[ft] Lb-in[ft] Lcomp to...Lcomp bo...K-out K-in Cm Cb Out sway In sw.. Function 1t. M1ti =DHSS 9 :�2�.=<-:m:-: .: .> wry-=:� :� wa-==:: : - Lateral _ -°-yxrg-c:x :�•a• 'L�!;e ri w.,e�;L4'SiI�S' i3"c. .....�::?^a,m:.::».�.._....._- ra.. L::r•we:s...F+? i^==m e:ra:::��iu:a�a«sa” e.�S:z�:'::.ea.: x::<w?as.5'kc•r. .. .t�P.F�`"�» 3 M3 HSS 2 Lateral Global IDisplay Sections for Member Calcs 5 Nra i to i rlr� 1.. li:'f l® M nrS riba.. ._-_m-€m-�-= x - ,11Ni_l... ..: Include Shear Deformation? Yes 4�.';..":mow 1 t� E 1 ; ,; , P-Delta Analysis Tolerance 0.50'620 =lode a lfi t=a Milir l iR ._ tom y 7.CCIMEWIRREAlliaraMIK GravityAcceleration(ft/secA2) 32.2 IEi. ensolution Convenience Tol. 1.E- 4 __ .c•. .�.5.;..s° -R•x,�-,Ka ::.a:.i :'_"••_---:"'-•=' -^� »-�.y�-�+.ta._"i:.^.:.=:!s:_:�:...M..:..- .;r.:;.rr.-gC ".ss-j= ?:a •r. :.=:s'°•- ..•_ x�!a� .QT�-� T. ... -.6ts .mt�sx"__ • _._._.�->. x°_..•�•.�-°".=�..``� p.�.�r.�.�e�lc�kn �,�.,: . ...•w•c.�i+�o'k'?�a?�.z^:n^>^:M Hot RolledAl1301060-06):ASD Steel Code SC �-� _ ��` .-,�w Y:Yes Ilk€f1�s�: ttffCte..i�:��=w=u „�:�� ::::_:.v��- `{irt�av -..,-_. �a•w;:.: -�:�;>r��w a m�::�; Cold Formed Steel Code AISI NAS-07:ASD I Wood Temperature < 100F ya:�T� J. { ..• .°:"':AVM31;.'=1AI� '�.,�,.,:^^: -s.��rr%':...�.^;r.;�:s.:.,.Mi9 S:4d�i=1��k-..:.d�...�.,;»....,.i^�3^t•—� r^^..•n.a• .•c._........ ..;....�c 0 Masonry Code ACI 530-05/08:ASD A .�Lk_{ ,` �'S `::x::..::a...- cr?^` �-«�a�'�°�°'}:ie:^.°^:^.`el'(yy'�<n��y�� .1�s['�^ry��?y�tt.�1 y1- /yk, �;�»i#," •,.��:..ek,`e'y��'„� ti'xµ^^: .1BM P:Lr� -.^ t5te fRT -w�« F`L::Y{".•t:.•^...>•:••.^-..•'.: _,r[ ..'-".y[lAI IY:I:Y1.Cl'AV.:V[' A:J Graff.Y.:E '3U'w. •:s2 I Number of Shear Regions �a 4grnesaaratit MEW • _ ry Concrete Stress Block Rectae;ulq ar _ I Bad Framing Warnings? No ; nu .; `qrr: .:7Ua it �. =•.�.I ;:.°._ y M TE w ', . T .._. °--~�-__.� .:tet. .: Min 1 Bar Diam. Spacing? No I;e iiidet :e V$[. ._.i=E=m :r_ • ;E`EBA"F " 'R Ltit°+ `1 - za: Min % Steel for Column 1 rt'� .t•. a•Y:-..- •`:•�".^'".��5.I yyy�,, >..Sti. 4•{PC."�::ffffi..'gSS c.NY°.:d �_-.�Ye.we�„"u«.....ta'.'^"��^�.TM.�.-«A.A. • +�` 'Y: /[ _ C. pY3.=”�4E1:1 I"1:_:»•.....Y,..... .-. T:1. �.1..�«Y.^"°".«..�'aA'si_i•:i.»:'-:m :..A}� 'y..L�,.� .-..._�4:."��..- .. ..�+.".d::..�':.':«:tvt^:W..•'..,.^a..:d�...:�..�_::=�. :4..^^^^..!..:.�n�.... "`:^.r«.di:.CY._�:�i'-»-.:.»4.:.Y Joint Coordinates and Temperatures Label X{ft] Y[ft] Temp[F] I 1 .•:'S-",.....;F... Ni 0 0 .:.; 0 ne:,, _s1 _ _'SQ W� . �N. ' ai� mv ^ ��• % d�. .w = ss=etXV AS K= 3 N3 0 17 0 ,.....:. row_. ... 11 RISA-2D Version 10.1.0 [K:lProjects120151113151CALCSItransformer frame.r2d] Page 1 I MI Company Sept 2,2015 111) Designer 11:18 AM Job Number : Checked By: Member AISC 13th(360-05):ASD Steel Code Checks (By Combination) 0 LC Member Shape UC Max Loc[ft] Shear UC Loc[ft] Pnc/om[k] Pnt/om[k] Mnlom[k-ft] Cb Eqn 1 ' 1 M1 HSS4x4x6 .044 9 .Q02 0 91.482 131.665 r . 14.668 4.668 1.667 H.1-10 _ 2u 01 mlm. e ; SS� x�= �_ 1� � 'mats nY » _.,;0a8iir. t4:0: wW. - = 3 1 M3 HSS4x4x6 .066 0 .028 0 129.318 131.665 14,668 3 H1-lb I Joint Deflections (By Combination) LC Joint Label X[in] Y[in] Rotation[rad] 1 1 N1 0 � 0 -2.14e-3 :r�_^ Yi� � L^ = - ^r9I STRAI 'IFe •:' 'MM„ ^ ^ Wt .eg(4 �� _ ^ 3 1 N3 0 -.001 3.062e-3 _ "".'.':�.:f.e..<..._>..» G.a."..:L...�.....t+..«»....fir. «e,...�C:YG�:'.-e-' :::]'.4''9:. .e.s.>..I.._...«:..._...,......._........ _ � _ - -' - ' .Sb"•"amp.� _..•».•... .. .. :..... .��55°^_''•... _..8«-^...�1,„....Y.L°.y�•ek--..:X«.......^s�YY^nq°";y: - .....�... ., ._-._...__. �a_ •�• .<...<•fi.a. "..- ! :r»':`a,P?.ic-O :::xy:.rxe°�__s: i 2 r.A�:::�mNrexa:c£...tif Pr ...J'.!;.—.c. .<»_'r`,,^-u ..r•.�.,;...;;ti�:'::�::,k-.�. -• n_..aa:��cis`cr�•Fz•=W��n: -�6:::a .,..�s•. -. .�+�e r'=.d'kie�..reTi;.i,�r`°.».r, _r �1..�.°_•-'..'•.li,�'°°zaxa4��,'rl �:.:•r� �wn ^-° (�L�:Ti�:..�'�ira�_.cT.,-. [s•<:i+W°cl.� ':..............,,.�, 3�.";u ..., °'�.'?�°...,.._«,..�.,��. u':.... Joint Reactions (By Combination) LC Joint Label X jk] Y[k] MZ[k-ft] 1 I NI -.059 1.245 0 w ", . .r-•v.. °S.::. °kY .s.rsP� ._ear»RET •°n.S r'2" 1 . .ae" re ,.. , i E r .y ;r;;r "`' „-�r'n?�-=v-v..<.•,_._..._ ..°.,fw.«..»... ,-_.... ...�+>.Sr:fine..,._ ._...a��fnra�sZ.....s :,.. IS 3 1 Totals: -.25 1.245.245 waar_WY+ vM „ 2 « : 4 - Yffi^ m."LfP«" iw = Vti R. ?- »?�v«ua � a ( i Load Combinations I Description Sol,,.PDeItaSRSS BLCacto_BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 DL Yes Y 1 i 1 I Joint Loads and Enforced Displacements (BLC 9 : DL) Joint Label L,D,M Direction Magnitude[(k,k-ft),(in,rad).(les^21ft.k"ft^2)] 1 N2 L X .25 Member Point Loads (BLC 1 :DL) Member Label Direction Magnitude[k,k-ft] Location[ft,%] 1 M3 Y -.936 1 Member Distributed Loads Member Label Direction Start Magnitudefk/ft,decil End Magnitudelk/ft,deg] Start Locationift.%] End Location[ft,%] No Data to Print.°, Hot Rolled Steel Properties Label E[ksil G[ksi] Nu Therm(11E5 F) Densityjk/ft^3] Yield[ksi] 1 A36 Gr.36 29000 11154 .3 .65 .49 36 mss....."....-f r r:% ,._. �.".":mom;ac_�.-•.. :'' �-....w :�"s..'.:.<.;...-r.< a°fie• r°:,`:.-a-F.:��- x�,;, ,.-rr;,.�.r:; ^.i•:aL"'".,,-.is•es:.:rs•`n". �� ._<,». '.,-.. = ..c:ca»�..•:-•`e.-:r. . , e g jam,-sa_"s,i 'ffai i'a.:.�:`.-_ _ ,�.-.y:e.;.ss:.....:^.�?e -a<az::^.F 4:`„„,.;�:as".,°.maa�z:ssss l i,ii ii¢,i �=��;�.�--=_:�'=m:s:��'7 ''3�-a�;5:��:�..�w,-;.,2�0�"((�.«:....._-,_...?l.`�:1,�,?�..�::a-v.._...r�'�-:::�.:G._,�_.a<�5=�.� r ..� �.�• �...___...�..... .�::...<»., 3 A992 29000 11154 .3 .65 .49 50 04E1] dti .rG)i'a-....w i -:_"29 th ',,:!a 3.5. .w__ATZ Z w WRNS-.S ;,ice. ,TA:# r - ; a_ 5 A500 Gr.46 29000 11154 .3 .65 .49 46 RISA-2D Version 10.1.0 [K:\Projects\2015\113151CALCS\transformer frame.r2d] Page 2 -III I @) Company . . Sept 2,2015 I Designer . , 11:18 AM Job Number : , Checked By: IMember Section Deflections (By Combination) LC Member Label Sec x[in] y tin] (n)Lty Ratio 1 1 Ml 1 0 0 NC 1 3n-.-‘....,,,-,..."1-41(0714,,,twilratara:-....aawitsparimormaiyi,--7410 orimaromfil taleilliffirdiE T.Afg ViVia.7fil:E±:42 : 3 _ 3 0 -.109 ' 5269.225 , grills-%WOW, MitirgEreiltalr-3-12-21-11,2- 4S-,..tit 0 4_,13.-eig':47'-7°.-a in ritrie RV IVA:V.P:`XtBtejifi-V-Ai"Tattingar:4-1---:- 5 5 -.001 -.177 NC 2112 rih--.1..figlialatalitEM11 Pitallitra'MI aaritWatratingfft''EiraWNIMENA 51SMINEM57-1 II 7 2 -.001 -.171 2481.677 : - ---u ----ww..........,3....,........t.1:. ,-04.-..,-..f.g... ...1.::-....4.e.....;www.;..:,:-.21-,....1.-tlat.4,46.-dair.rw.a.To.;.1..q,---,Plareviarla i 47-4--EM .._:_,.....r.,4,,-,I.A.......m.....,, -..-÷..,,,,,,....-...,,,aak.,filr-.REET:r1,11,..7,ViE,L4.4,414Ftillaian.41;,--iaggii:,41-457-6P-AiilrFuWiarG.-.t 9 4 -.001 -.072 3474. 47 I o I ME EM3gam r:SIESMENETWZITA 1%I=iM....amitstionSTMORM BEI 1 ni 3 1 .177 -.001 NC LETS Helm.e.Atropi.a- Ktp-ro;;it.Ffea}mem MET-...7-11 raratill.-'jogla.F':Or-igattia :AelattitUreeltISM 13 3 .177 -.011 2393.664 I EITC7T::,..atr.:.i."eggsal.,-.____:-172rit•Riani,:fliN*17,-.:164S-3' I atrail.4-14:0 X-14,1...__F: WiiiiRiltOrkg i AfitiR'Mgt limo-wfouv, 15 5 .177 -.022 1129.431 IMember Section Forces (By Combination) LC Member Label Sec Axial[k1 Shearfkl Momentjk-ft1 1 1 Ml 1 1.245 .062 0 I MEtre5.-TZMISE45:AlatEMENEV-a-MaiR RAII,MiTi IffM'--,.':t"hn'WV.WEV.,410,SSGME--'''Tfin:S-"lMMMI F-1 3 3 1.172 .062 -.28 5249210511"1:1'..-4.WWW---;;.-finT,P,S-Vi.W4OR E4P-Mialgaen ltAWAr0'61MW;A;'f-Lt':-.4::fteZii-91-RT4-1W-MN:4!-r-4-4 . , 5 5 1.099 .062 -.56 . I7 2 .098 -.191 -1.146 Pi-7Malift...:71;i0X15.*:21-5121149WklaIRIVE-;E+Mat:titaf:AWAVAINIMM.S.AFAMMP64 -MA:t2717.41 9 4 .033 -.191 -.382 I Offi tral:i....610' ....§411X" t4itWflr :T,'Y6T:Mi3NV.=CW:NEIWtt.q,Ir....%4'r.AlftfratifiraiWAKILT4*.--1;Wk-wirAi- A 11 1 M3 1 0 .969 .969 OH ilf- itiffighl t‘FIT..,1!;...-amfoirox_miE...givara mr4tagetrawft-olimitarif,..witmaigragrakiffirowriga 13 3 0 .016 .008 I gla REN:VararatallE114,-, TP3-1';',..igraiifiralWalfWe22.-f42..:S2,2*VVATAtigijOillWOMNOM-7511ffal 15 .1 5 1 0 _ 0 , 0 Member Section Stresses (By Combination) I LC Member Label Sec Axial[ksil Shear[ksi] Too Bendino[ksi] Bot Benclino[ksi] 1 1 ,1Y11 _ 1 .26 .022 0 I 1 aftrATIMIZE-MIEMT.42.10:11A.M.-1Elo.„141W-1.-1 Mgt-T048, :k.-7072-Warringtragl.era:47,-;-.-.5,h:4'.41 .A8 ze304.6 3 3 .245 .022 .652 -.652 f 041--2 rj,.. --14I-M':'74.774.-* --------------7,E.0,01-04.7954ft*..ikkARTZ.°7:: ::2-,itit 5 5 .23 .022 1.305 -1.305 I gtrg-:.7:M..1 10111*-7114+PAVV-:.47,--tft- 1161+-ZHEM refgrai Zakare4.,',-..,- .:1 ifitaliATiiterzlATO figaRiffaIMES-M- 7 2 .02 -.068 2.671 -2.671 MOW itilatIfttre-4210:... 84-5:172-;„Nikaii,4,;:sZ.0.14,:diMiTgatl-ilitinfiratiriMia- TOM- 41.11RMATtnilE-*-7=1:631141-7.6-Per8 9 4 .007 -.068 .89 -.89 I -r- - ..w.2.:Fiwrgt.---:..,,,,,!,:,„,-,..E7,1Ene...7.----:.,-.-,-,--ng4-7.0.1.1s..---1,4;,..1,..?..m.`r`:7.11, :•Veliu,,..-=. -;..L, .i.....t.....- .ii.A.Cif67141:-..-I.-'6-:W-.....-:::':WIL.V..Waii,,,134,:-,..--1--- ---"-•Fer---ni:r.:117.1112I gs...r., 4' lb'.:7,1a4,7:41 Agwataraii-a-;!Aff-4,-.74,,VP:airartwei4t,T744,41,5.....-4.- th•-sa.,..411nlii..,.. ..,,,,,,„..17,14-4511,4gaue-Thearaikw:cp.m.=....awma........--.--1,-----,„1,..--A. --.,,PY- 1 1 1 M3 1 0 .347 -2.257 2.257 .z.,,,e-fragia fa sin.VSSIMCga-kir-L'ai7.-S--fi 4.4:21.-:-V:. -7-5.--:,---.17,1--" d,M-VIVitW*0.441 ili7.4. tgirITA it.--_-.V-ft fg.Vatitii 13 '3 ____,.._,.....9 flop -.019 .019 I EtWAWMEREMOVOMM-r-,,"--2--M.F.f.gt 740,3-VA-SX:r 7---#7117W1-7-11nieW0-').trX.71400EMSZ-PriV0RSATS 15 5 0 0 0 0 IRISA-2D Version 10.1.0 [K:\Projects120151113151CALCSItransformer frame.r2d] Page 3 I r Company Sept 2,2015 C) Designerr p 11:18AM Job Number : Checked By: Member Primary Data Label I Joint J Joint Rotate(deg) Section/Shape Type Design List Material Design Rules 1. .. M1 N1 .... N2 HSS Column Tube A500 Gr.46 _..Typical ....e....—,�y... a t:-7i::a: u-`iz Mn _.�::;�rs;�.l�l�rW�a� =�nt�..._, .-�.N3...„ ,o...x.l;�rv::,i,.,r,.�;HSS��.:��liin .�:.:='�"�i b��:r:e�°�A�iO(Fr:••�:�:. :_.:�.. yp rG:= 3 M3 N2 N4 HSS Column Tube A5Q0 Gr.46 Typical • • • • i I r I RISA-2D Version 10.1.0 [K:1Projects12015\113151CALCS\transformer frame.r2d] Page 4 M 1 IMIILFril 1° I www.hittt,us Profs Anchor 24.8 Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos.No.: I Phone l Fax: E-Mail: I Date: 9/2/2015 Specifler's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ-CS 3/8(2) li '" I # jl Effective embedment depth: he}=2.000 in.,h,�m=2.313 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 1 I Issued I Valid: 511/2013 5/1/2015 Proof: design method ACI 318/AC193 Stand-off Installation: eb=0.000 in,(no stand-off);t=0.375 in. I Anchor plate: Profile: Ix x ly x t=3.000 In.x 6.000 In.x 0.375 In.;(Recommended plate thickness:not calculated) no profile Base material: cracked concrete,3000,f,'=3000 psi;h=4.000 In. i I Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present i I edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) yes(D.3.3.6) I I 1 Geometry[in.]&Loading[Ib,in.lb] 1 1 i I I4 1 1 I 450 II 00 . orf _,1011: 44: 4 dk h - G7i a t- m..wn v ----1 .I, T: -:,,.3-.4d0.14- i To .dd +.. rrr4 ¢ �" s J` . fir • W1z, .r.i ,S =IS 5 I Input data and results must be checked for agreement with the existing conditions end for plausibility) PROFS Anchor(c)2003-2009 HIM AG,FL-9494 Schwan HOU Is a registered Trademark of Hlkl AG,Schwan I Ng Pa lairIl /..) 1 www.hilti,us Profis Anchor 2.4.8 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 9/212015 E-Mail: 2 Load case/Resulting anchor forces Load case:Design loads �� Te 1.2n Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 135 -113 75 2 64 135 113 75 x max.concrete compressive strain: 0.01[%o] max.concrete compressive stress: 44[psi] resulting tension force in(x/y)=(0.00011.969): 65[Ib] resulting compression force in(x/y)=(0,0001-2.677):65[lb] 0 3 Tension load Load NUe[Ib] Capacity+Nn[Ib] Utilization PN=Nua1$Nn Status Steel Strength* 64 4875 OK Pullout Strength* 64 1212 6 OK Concrete Breakout Strength** 65 1292 5 OK *anchor having the highest loading **anchor group(anchors In tension) 0 3.1 Steel Strength Nea =ESR value refer to ICC-ES ESR-1917 $Netaei z NUe ACI 318-08 Eq.(D-1) Variables n Nem(in,2] feta[Psi] 1 0.05 125000 Calculations Nsa lib] 6500 Results Nsa[lb] LOsteel N.[lb] Nua[lb] 6500 0.750 4875 64 3.2 Pullout Strength Npn o =Np,290a 2500 refer to ICC-ES ESR-1917 4,Npn,t z Nua ACI 318-08 Eq.(D-1) Variables to[Psi] Np,2500[lb] 3000 2270 Calculations .\/ le 2500 1.095 Results Nion, [Ib] •concrete lJ elamic •nonduclite •Nnn.f.[lb] Nua[Ib] 2487 0.650 0.750 1.000 1212 64 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003.2009 Ht9!AG,FL-9494 Schaan Mg Is a registered Trademark of Hilti AG,Schaan i I misioril I www.hiltLus Company Profis Anchor 2.4.8 Page: 3 Specifier: Project: Address: Sub-Project I Pos.No.: I Phone I Fax: E-Mail: ( Date: 9/2/2015 3.3 Concrete Breakout Strength I AN Nag =(At)Wec,N l ed,N yrc.N Vcp,N Nb ACI 318.08 Eq.(0-5) Nabg 2 N`18 ACI 318-08 Eq.(D-1) ANa see ACI 318-08,Part 0.5.2.1,Fig.RD.5.2.1(b) I ANca =9 hBf 1 ACI 318-08 Eq.(D-6) Wea,N 1+2 eN 51.0 ACI 318-08 Eq.(D-9) 3 hef� I Wed.N =0.7+0.3( a,min 1.5CL)5 1.0 ACI 318.08 Eq.(D-11) woo MAxrcaCaomin� C— 1-5hef1 1.0 ACI 318-08 Eq.(0-13) l zc J Nb =kc .47;hats ACI 318-08 Eq.(D-7) I Variables het[In.] eel,N[ln•] ee2,N[in.] ce,min[in.] Wc,N 2.000 0.000 1.969 3.000 1.000 I Cac[In.] ke 2, ec[Psi] 4.375 17 1 3000 I Calculations �� AN,[1n.2] Am- RIM 1�ec1,N Wec2,N Ilfed,N 1Vcp N Nb[Ib) 60.00 36.00 1.000 0.604 1.000 1.000 2634 Results I NNP[Ib] +concrete +selsmlo +nonductfle 1.000 Ncbg[Ib] R.[Ib] 2650 0.650 0.750 1292 65 • I I I I I I I 1 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilli AG,FL-9494 Schaan Hilli is a registered Trademark of Hilt'AG,Schwan I www.hllti.us Profis Anchor 2.4.8 Company: Page: 4 P S ecifler: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 9/2/2015 E-Mail: 4 Shear load Load Vua[Ib] Capacity 4,14,[lb] Utilization$v=Vua/$Vn Status Steel Strength* 135 1466 10 OK Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength* 135 1152 12 OK Concrete edge failure in direction x-** 188 962 20 OK *anchor having the highest loading **anchor group(relevant anchors) 4.1 Steel Strength Vaa,eq =ESR value refer to ICC-ES ESR-1917 4,Vatae1 z Vi. ACI 318-08 Eq.(D-2) 1 Variables n Ase,v[in 2] fine[Psi] I! ' 1 0.05 125000 Calculations Vsa[lb] 2255 Results V.[lb] Oste91 to V.[lb] Vua[Ib] 2255 0.650 1466 135 I 4.2 Pryout Strength AN.l • Va =kcp[(ANao)Ved,N Wc,N Wcp,N Nb} ACI 318-08 Eq.(D-30) 4 Vs,2 Vua ACI 318-08 Eq.(D-2) 111 Alia see ACE 318.08,Part D.5.2.1,Fig.RD.5.2.1(b) Ardor) =911,2g ACI 318-08 Eq.(0-6) 1 Wec,N= (1+2 6N)51.0 ACI 318-08 Eq.(13-9) 1 3 her Wed N=0.7+0.3(CSF)5 1.0 ACI 318-08 Eq.(D-11) eP Wcp,N_MAX(Cy 1.5faP1 c to ACI 318-08 Eq.(D-13) ill Cac Cac Nb =kb.170 hef5 ACI 318-08 Eq.(D-7) Variables kcp h0P[in.] em,N[in.] Gaz,N[in.] Copal[in] 1 2.000 0.000 0,000 3.000 Wc,N cac[In.] kc A fa[Pail 1.000 4.375 17 1 3000 Calculationst Ark[in.2] ANce[in2] Went,14 Wec2,N Wed,N Wcp,N Nb[Ib] 30.00 36.00 1.000 1,000 1.000 1.000 2634 Results Vcp[lb] 4,concrete 4selsmie y.nanductile 4,Vcp[lb] Vua[lb] 2195 0.700 0.750 1.000 1152 135 Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor(c)2003-2009 Hhti AG,FL-9494 Schaan Hilt is a registered Trademark of HMI AG,Schaan i 111111161.1.1r 111 ;(ji- I www.hittl.us Profs Anchor 2.4.8 Company: Page: 5 Specifier; Project: Address: Sub-Project I Pos.No.: I Phone i Fax: E-Mall: I Date: 9/2/2015 4.3 Concrete edge1failure in direction x- ' Vcbg =(a Av. 1�egv 11/ed.V 111o,V 4!h,V llipare!le!,V Vb ACI 318-08 Eq.(D-22) Vcbg z Vua ACI 318-08 Eq.(D-2) Av. see ACI 318-08,Part D.6.2.1,Fig.RD.6.2.1(b) Ave° =4.5 cel ACI 318-08 Eq.(D-23) wec,v =i 1+2e F 51.0 ACI 318-08 Eq.(D-26) �I 341/ I yred.v =0.7+0.3(1 SCet)51.0 ACI 318-08 Eq.(D-28) I WV = 1.5a 1.0 ACI 318-08 Eq.(0.29) ha 02 Vb =(7(ho.) 1C1.) cel ACI 318-08 Eq.(D-24) 1 Variables cal[in.] cel[In.] oev[in.] wo,v he[In.] 3.000 - 1.200 1.000 4.000 I I.[in.] a. da[in.] 1 [psi] a i/parallal,V 2.000 1.000 0.375 3000 1.000 ICalculations Avo[in 2] Avco[in-2] yreo,V yred,V gih,V Vb[Ib] 52.00 40.50 0-789 1,000 1.061 1705 I Results Vcbg[Ib] concrete +selsmrc Q nonducdle Vcbg[Ib] Vice[Ib] 1833 0.700 0.750 1.000 962 188 I5 Combined tension and shear loads RN 5v i Utilization 13N,V[%] Status 0.053 0.195 5/3 8 OK 6 Warnings • Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered.The anchor plate Is assumed to be sufficiently stiff,in order not to be deformed when subjected to the loading! • Condition A applies when supplementary reinforcement is used.The(1)factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout I Strength.Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads Into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard( I • An anchor design approach for structures assigned to Seismic Design Category C,D,E or F is given in ACI 318-08 Appendix 0,Part D.3.3.4 that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure.If this is NOT the case,Part D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.In lieu of D.3.3.4 and D.3.3.5, Ithe minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6. An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in iBC 2009,Section 1908.1.9.This approach contains "Exceptions"that may be applied in lieu of D.3.3 for applications involving"non-structural components"as defined in ASCE 7,Section 13.4.2. An alternative anchor design approach to AC!318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains I "Exceptions"that may be applied in lieu of D.3.3 for applications involving"wall out-of-plane forces"as defined in ASCE 7,Equation 12.11-1 or Equation 12.14-10. • It is the responsibility of the user when inputting values for brittle reduction factors(I�nonduatlle)different than those noted in ACI 318-08,Part D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08,ASCE 7 and the governing building code. I Selection of ynonauoole=1.0 as a means of satisfying ACI 318-08,Part D.3.3.5 assumes the user has designed the attachment that the anchor Is connecting to undergo ductile yielding at a force level<=the design strengths calculated per ACI 318-08,Part 0.3.3.3. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 HIM AG,FL-9494 Schaan HMI Is a registered Trademark of HMI AG,Schaan I t— H1 rFI 3'3 www.hilti.us Profis Anchor 2.4.8 Company: Page: 6 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 9/2/2015 E-Mail: Fastening meets the design criteria! I 'i/1 11 i I I iiI0 Input data and results must be checked for agreement with the existing conditions end for plausibility! PROFIS Anchor(o)2003.2009 Hilti AG,FL-9494 Schaan Hilti in a registered Trademark of Hliti AG,Schwan I 1.41111LATI 1 www.hilti,us Profis Anchor 2.4.8 Company: Page: 7 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 912!2015 I E-Mail: 7 Installation data I Anchor plate,steel:- Anchor type and diameter:Kwik Bolt TZ-CS 3/8(2) Profile:no profile;0.000 x 0.000 x 0.000 in. Installation torque:300.000!nib Hole diameter in the fixture:df=0.438 in. Hole diameter in the base material:0.375 in. Plate thickness(Input):0.375 in. Hole depth in the base material:2.625 In. Recommended plate thickness:not calculated Minimum thickness of the base material:4.000 in. Cleaning:Manual cleaning of the drilled hole according to instructions for use is required. Ay I1.500 1.500 I 0 0 0 I r 0 2 ei O M 0 0 • Jo. V I O 0 c:'. 1 C • oa , • 1.500 1.500 I • • a Coordinates Anchor in. Anchor x y c-x c.x c. c.i, I 1 0.000 -2.000 3,000 12,000 - 2 0.000 2.000 3.000 12.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(a)2003.2009 Hill AG,FL-9494 Schwan Hlltl Is a registered Trademark of Hilti AG,Schaan IUIL1I /11 www,hilti.us Profis Anchor 2.4.8 Company: Page: 8 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 9/2/2015 E-Mail: 8 Remarks;Your Cooperation Duties • Any and all Information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hlitfs technical directions and operating,mounting and assembly instructions,etc„that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you.Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,If applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. 111 1111 I Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor(c)2003.2009 Hai AG,FL-9494 Schoen HIItt fs a registered Trademark of'bitI AG,Schaan all .. .i. ' NIS all INN Mil .. MINI .. NIS MINI — — .. .. .. .II OM 1 m. m S to 2 -' r SIEMENS 03 CATALOG NO. 3F3Y112FTP1 3g SERIAL NO. SERIES H 5 i 1 12.5 WA 60 Hz 3 PHASE 5.1 % IMP AT 135 'C d Id Hf X xo lllt�l.,.. 7t3 E > 115 -C RISE `C AVG. AMBIENT H3 Is 220 'C TEMP CLASS 'C MAX. AMBIENT VOLTS CONNECT Ft PRIMARY ( H1 H2 H3 ) 480V V 504 1 02 S ECO N DA RY(XO X1 X2 X3 ) 208Y/120V V I 4492 2 80 3 X WINDING MATERIAL AL 468 4 2 ENCLOSURE TYPE NEMA-3R WEIGHT 800 LBS 456 5 o o ENERGY EFFICENCY NEMA TP 1--2002 432 7 o sn SPACINGS BETWEEN ENCLOSURE AND ANY ADJACENT TYPE K z0 WALL SHALL BE A MINIMUM OF 6 INCHES VERIFIED LiST£8 P '3p aRr tYPE Renderxnt TRANSFORMER ��' ® CR 3.302 '��911 Emmet*. Ef f23i3 77U5t. SUITABLE FOR INDOOR OR OUTDOOR LOCATIONS VERIFIE D BEFORE HANDLING, INSTALLING AND OPERATING, SEE INSTRUCTION MANUAL LNEM Class ANN Dry Type Transformer Siemens Energy & Automation, Inc Atlanta, GA U.SA a N - 'R O N 0.2 told 2008/O1/03 17:50 ■ 1 . 6;, 1..._:RONT VIEW SIDE VIEW 32.00 ._ bpi .._-25.: • MEE / N. 12.00 IIIIIIIIIIIIIIIIIIIIIIIINIIII ` 24.00 .00 X 3,00 41.00 TYPICAL PER SIDE 4. 2.56-m- 1 'i A 6 0 01110 OCI -• 23,50 -.1 (..*- 23.50 -- { 0.56 DIA, (4) 0 All Dimensions in inches ENCLOSURE COLOR :ANSI 61 GREY OUTDOOR . 0 H.V.1. TERMINAL DETAIL L.V,1, TERMINAL DETAIL 1,00 i L:1 ir-(2s) SUITABLE FOR 250MCM-6 CU/AL C•'1, DIA. CONDUCTORS (11) 1 CONDUCTOR PER PHASE 1.00 (25) MATERIAL: 1/4" (6) THICK AL. 11/ CUSTOMER NOTES: - HV1 TERMINATED AT TOP FRONT - LV1 TERMINATED AT COIL FACE s Q. REVISION DATE BY DATE BY CUSTOMER DRAWN 03/09/09 VD CHEK'D SIEMENS ORDER NO. DWG. NO. l VERIF'D 3F3Y112FTP1 SH2 OF2 - ■ I 4,00 i I , General information (Section 1 of 1) IM&[rt Lugs Only Service Voltage: 200Y1120V 3Ph 4W Bnelosure: Type i 22M Due Rating&Type: 225AAlum)num Neutral Rating:225A Ground Bar: Sid,Boiled Aluminum,Al or Cu cable 1 uAS1020 BAeio2o 2 S.C.Rating: 10k Alt.Pully Rated 1 ' e BABMS ' BABI020 .1 a BAB1020 BA 1 i.0 a Main Device'Type: Mein Lugo Only-Top Cable Entry Main Terminals: Mechanical-(1)11&-300kcrnif(Cu/At) 7 QBGF1020 BA61020 a 1 Neutral Terminale: Mechanical-(1)40300 komil(Cu/AI) I a 43aFia20 BAt01020 I it Box CaMori No.: 52020808 II t20oF1020; t0AB202e re' Trim: BZTrim,Door lnDoor,CorweuledHardware(H2f20605) • 1e BAB1020 j 74 is BAeI ( B,�eaa2o it Surface Mounted 17 0A51020 IT 1s mill WO itABi020 2t Box Dimensions: 00.00"11624.0mm]Hx20.00"[500.0mrnIWx5.75"[146.1mm]i) 218AB102o BAB I020 as MN.Gutter Size: Top=5,5"J139.7mm]Bottom 5.5"[139.7mrn] 22 RAB1020 ! BABio20 u Loft B$.d"[152.4mmi Right.6.0"[152.4mm] , as BAB20a0 i t3AB1020 at Panel lb Nameplate: (1)LA 1 27 Ilartall 2E Type; Plastic,adhesive-hacked (2)2ABY/123V 9Ph 4W as BAB1020 Malmo ss Color: White with Black Letters (3) I 31 DAB2020 sAB1020 a: a Boa ro200J s. tri- .:c ,' ' ` as aeoFtozo eAB1020 3t ,. 33 ! BAB1020 3E Trim Look:Standard Look$Key(Keyed WF.M2) • I as t3Au1020 ' BAB9020H ! 4c Circuit Direotoly:Plaslio Sleeve wish Card 41 R aims , 4: 43 BAB1020 41 ! 45 BAB1020 BAB302014 45 I 47 I SAB1020 4r I 4Q BAB1020 _ Fr st BAB1020 Mel 020 a: so BA81020- r1AB1020 1e R Blank Cover m_m,_ 12 inches 1 Device Modifications: Ref# . Branch Devices l Qty Poles Trip Frame Amps kAIC 2 3 20 BAB 100 10 I 4 2 20 BAB 100 10 b 1 20 QS GF 100 10 8t3 1 20 BAB 100 10 • • I { 3 i I I I } I I Notes; { "'^ Elio iafnrmaticn on Ode document is PR J.BI)2Y DATE created by Baton Corporation.It 15 VANESSA SCLCRIO 4/8/2015 Eaton disclosed In confidence and it Is onlyto be used for the purpose In which it Is APPROVED BY DATE JOB NAHAE 24 Hour Friaes$Woodland Hills supplied. mammon LA VERSION TYPE DE NataTYPE I 1.0.0.9 PRt.ia Customer Approval NE4AL7Nwnhpr SLUIOION DWO812E G.P. ITEM 3HFEr i Ats103oex3x&PG02 D A i of t I I ■ Project _ y4 Job No. Client Loca !tion Ib 015 \ B u T Designed by (, Date —1 Page 41 of STRUCTURAL ENGINEERS I Sheet description g sc ;f f /9nauaj7 / -T I coat k 3�� r 41) I 55 !� V)a1-.1 IS f f �51/z lcx x 2 anal OSL_z 2`5 ?, 81/2. z I® 1 '- (o :A2 ° - Pr, 4310* MIN 1 0'Z. COMPANY PROJECT I It WoodWorks®O. ARE FjDitWian I5 55:.: Sep.3,2015 09:56 B1 at RTU1.wwb _ Design Check Calculation Sheet Sizer 6.2 ' LOADS (lbs,psi,or pif) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Full UDL 151.0 No I Load2 Snow Full UDL 100.0 No MAXIMUM REACTIONS (Ibs)and BEARING LENGTHS(in) : h. k "".. '5.�,'.:7=4:1-3-401:j!,{ .. �.' `1`7''''r^ma: r#4 4:4; cs ,."`-.r'^F6'r'22'roc ' z JTy.1 ,-;,, S 3 �.nr- x h a`,, f Te.'V p i �+',� `# ,$ r.a s �.. �1 h '-,.i`2,3 ,: '',1, 7_, Gu '- 01,.;1[' -"f'h z'�" t -,k4 i I� j , a�"%, ,.,t. jaka.. !! .rr�^t ,-..,0,1444.47.. .,..,',-Nom �.„s '� st x1 4411 ki, 1 fir r s A!'; �'�r f}¢ -K.. N ( .a r^(� 1 f -t .+ -r. s��'t a.-k t r.. S f c F. ],r c,,:e5,sr 1 r t¢dK ki ix,--cr li21t I..4 " d li s�z t,(111,-; -1/4.1,.....,-,4r +' ., a �' iflr ' L`'"-t'.ca,"i ?iN. . t S .r t z 4 ..�A4-s j;� etxa (�F .1 .'s � t l -y.- � � : i�' . :ff;k7""' t g itt-i il;`1 �' T a a' �' ! c 3 b `' v „rO #:? ^ . f.N . "'�. •z'r. °4"71'x -F`kw-°`A'r4t 4 x``14T- 17.'%9 "k�� ;f....0 6;:ki , Mfr''�,; '' F'm litt ti ' ri 1,. I MI ►i U 6-64 Dead 436 436 IILive 275 275 Total 711 711 Bearing: Load Comb #2 #2 II Length 1.00 1.00 Lumber-soft,D.Fir-L, No.2,4x10" Self-weight of 7.69 plf included in loads; Ii Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection (in)using NDS 2001 : I Criterion Analysis Value Design Value Analysis/Design Shear fv = 24 Fv' 207 fv/Fv' - 0.11 Bending(+) fb 235 Pb' = 1229 fb/Fb' - 0.19 Live Defl'n 0.01 = <L/999 0.18 = L/360 0.03 Total Defl'n 0.01 = <L/999 0.28 = L/240 0.05 1 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 IFb'+ 900 1.15 1.00 1.00 0.989 1.200 1.00 1.00 1.00 1.00 - 2 Fcp' 625 1.00 1.00 - - - 1.00 1.00 { E' 1.6 million 1.00 1.00 1.00 1.00 2 Shear : LC #2 = D+S, V = 711, V design = 512 lbs Bending(+): LC #2 = D+S, M = 978 lbs-ft Deflection: LC #2 = D+S EI= 369e06 lb-int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I--impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC IIDESIGN NOTES: 1.Please verify that the 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. I Ir I I I• 0 COMPANY PROJECT 11 WoodVVorks = .. :: ...:.SOFTWARE Ycu?WO6f5®Es7C11::' I Sep.3,20i 09:58 B2 at RTU1.wwb L Design Check Calculation Sheet Sizer 6.2 LOADS I lbs,psf,or plf) : Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Point 436 3.50 No Load2 Snow Point 275 3.50 No MAXIMUM REACTIONS (lbs)and BEARING LENGTHS(in) : Iri--7,4,-TS-w,,21,, "u -w'. i:a�, -,,i' t�tW'^ Ig�r it,-T..2iTdy -....a VI .s. % 3p:7Wirr " fr �' ` 'Ya:f -tixt j � � r sE f[�jq,TiNf yT 11/4,jr �kw� - i ` mr Ar. fPi ii4 fnY; h + r -N , ;;r'i kd -ti l '1' WIIitr r : ama e t �=T4r 4"3 ✓� raa Ww .. al 4 , I *- ; M _4*0=,.iimt,qezn;,! = ,s,e'iai ,„ = ..c, i„3a4v 9fka.. rp.,ak %, � a ,.a ' g Ip' 8 Dead 276 222 Live 155 120 II Total 431 342 Bearing: Load Comb #2 #2 II Length 1.00 1.00 r I Lumber-soft, D.Fir-L, No.2,4x10" I Self-weight of 7.69 plf included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection(in)using NDS 2001 : I Criterion Analysis Value Design Value Analysis/Design Shear fv = 20 Fv' = 207 fv/Fv' = 0.10 Bending(+) tb = 351 Fb' = 1222 fb/Fb' = 0.29 Live Defl'n 0.01 = <L/999 0.27 = L/360 0.05 Total Defl'n 0.04 = <L/999 0.40 = L/240 0.09 I! ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 21! Fb'+ 900 1.15 1.00 1.00 0.984 1.200 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D+S, V = 431, V design = 425 lbs :: Bending(+) : LC #2 = D+S, M = 1460 lbs-ft Deflection: LC #2 = D+S EI= 369e06 lb-int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application, III 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. IProject eft)$ Job No. Client Location ABHT I Designed by Date ///3/2.406°' Page +4, of STRUCTURAL ENGINEERS Sheet description e41.4 opt 6,24.de,ier.b. triuff3.7.1c. 1 ' 7 +/A- I, . .. - dot ,f( dr . x 4.- ::'. '.7. ,., d r i I ii ii ) / I 44 Cd-474 avvit-e41 t 7.5 raiii .. Iikisr/774/.1.Vry Itiow-t-- --1-, ii, IL,0- AI I iP-112e4 1/(4(9141 '-'`.--, V i- .6p2 (,Octuch,Acc ti4F4A-- / 602-6imd kyr ';' LZ". Iarlyv) + /244-14.- lAir--7- ioNtr.00t .' lik.714- Iie'df4441-1-- *Vie- ..-.69 CAIViteretst• Z. 9,&4* tor of. 6-0.A-.)6 Triih/444-41-rt, trillre44-0. 6 ..- - I wr or- a140645 p4-uct-- I 1 S77M A1111.-- ‘19 L.-1-4.4,1 r.-1 t4;a4-47: I /5IC /.-4.- 1,2, -I- .(4131 iri x I - V ,2. z q/ .67 . X 1,ZS I I k 1A/3 113 Al I ''' peta a--I i3t1b1NA Lik. '' .1e,(1511-t• 14"-4- r' 4. .5--bvt--1- .03-1—#.011 ft- I I DiA-41 4 I A__ ifr 311 a liojtd0" I i ■ Prosect ____ _..... _.. _.... Job No. CIO Client ._. Location .. _._.. ABHT Designed by Date 1 f/j ('5 Page 45- °f STRUCTURAL ENGINEERS Sheet description ! 1.169'/C) 45:26- 32, 7 2 I. S - fb . r 4 itt 111 3� 7r . 1 I r t I t ... . ....... ■ Project CIA-35 i,,`5 '^71U R Owl • Job No. • Client Location !I2 15 A B F-1 -1- Designed by CA. Date o'� Qluv�ra Page I of J STRUCTURAL ENGINEERS Sheet description Iyf(ae,fuu.E-1-.. kl'�'. .�v1L�o(.tlI�'tfif✓ I _, •-i• 47•®i , yi9 $ d$f-(7 + I.S .{1.5.' .3159:y 17.07 /7/ I 1 ILW,tr7 a 20.2 psi. `prs®) IZ%11": Llf.>_to.j @ 17-`` 0.6, 014 S Goav c,ix)ar-.s V. • i i I t I I IJ I H. I 1 • I • I II--- __ . 0 ill COMPANY PROJECT .1 WoodWorks SOFTWARE'DOJO WODO 00110ff Aug. 16,2015 11:24 full height stud.wwc Design Check Calculation Sheet Sizer 6.2 I LOADS (lbs,psf,or pif) : Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern j Loadl Wind Full Area 20.80 (12.0)* No I *Tributary Width (in) II MAXIMUM REACTIONS(lbs): y� x �..�.w �.- t- c :�} i-��.na':_ tec t l9s! r, '[.cam 4,r d. F .'�"' 3 ` '�'�k" "3 ..-t ,4 'F 3e-r.. 3 * ....�."`.` i s- 5a , �d' ['g t..s``ca ,r..jr r� cin ?w�i.z_•tij ,i, r a I .uL -u.,3,.nh .k. '.:d.:. sr.s..,....ao. vc �sv'"ul_Ur,K '4,,--�.`q. ..., twn, ,.. '.u.a..,.1 .� s»..,, ..w 0' 17'• I Dead Live 177 177 I/ Total 177 177 I Lumber Stud, D.Fir-L, No.1, 2x6" Spaced at 12"dc;Self-weight of 1.96 plf included in loads; , Pinned base;Loadface=width(b);Ke x Lb:1.00 x 0.00=0.00[ft];Ke x Ld: 1.00 x 17.00=17.00[ft];Lateral support:top=Lb,bottom=Lb; Repetitive factor:applied where permitted(refer to online help); i i Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2001 : I Criterion Analysis Value Design Value Analysis/Design Shear fv = 32 Fv' = 288 fv/Fv' = 0.11 Sending(+) fb = 1192 Fb' = 2392 fb/Fb' = 0.50 Axial fc = 4 Fc' = 350 fc/Fc' = 0.01 Axial Bearing fc = 4 Fc* = 1485 fc/Fc* = 0.00 fittrtar Mi. ii i}i°K.• . •77 Combined (axis= compression + s.de load bending) Eq.3.9-3 = 0.50 d Live Defl'n 1.11 = L/184 1.13 = L/180 0.98 /-/L,.2 etc. Total Defl'n 1.11 = L/184 1.13 = L/180 0.98 ADDITIONAL DATA: 11 FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# 1 Fv' 180 1.60 1.00 1.00 - - - -- 1.00 1.00 1.00 2 li Fb'+ 1000 1.60 1.00 1.00 1.000 1.300 1.00 1.15 1.00 1.00 - 2 Fop' 625 - 1.00 1.00 - - - - 1.00 1.00 - - Fc' 1500 0.90 1.00 1.00 0.236 1.100 - - 1.00 1.00 - 1 Fc'comb 1500 1.60 -- - 0.136 - - - - - - 2 E' 1.7 million 1.00 1.00 -- - - - 1.00 1.00 - 2 li Fc* 1500 0.90 1.00 1.00 - 1.100 - - 1.00 1.00 - 1 Shear : LC #2 = .6D+W, V = 177, V design = 177 lbs Bending(+) : LC #2 = .6D+W, M = 751 lbs-ft Deflection: LC #2 = .6D+W EI= 35e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Axial : LC #1 - D only, P = 33 lbs Combined : LC #2 = .6D+W; (1 - fc/FcE) = 0.99 (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. MI IProject C(A) ry,/�t ,t�_t ®rpM Job No. Client Location I ABHT ' Designed by r Date 97/0te/ Page03 ofl'. 1STRUCTURAL ENGINEER S f Sheet description (rte J 1 I1765 t GJ w 'drk.rd`yw 14447 .. 17111is a Ituttkir 51Uo t i-.(rtr i- , , .. . ... wAt,t4 511005 ra rt E. IA j C 2Y o_.✓ I (2.. 1'11 vk 68, CJ t1 of, 5 n O • 1 1 ILis 1 tvi-1 (Jk-�t C. oil _ -rafr tt. . �u 4==fi 1 ,,*),. i,zs -I f • I ; , 111 -c 1.254 -2. 0.22, 14*"/ �/ I _ - . 0.06" I I . CSC3 a 40 X Ic o e • I Iu% 14 6A 1 RPr tz. 1 cam. , t Itx._ ,� ® 57 4.2s 5,4.061 f I Vim - •l77'/. . #on 1(4. .rip. :041194--. .1�� I No. g - Jfts►, m / a X .to L ®. �' sin '' ` 9�-"� �e�� lcp 7L-4-,, I II Zd 2 10.7 ,134.(-0 = J46.9 % > /©a V t f I (Cos ,n(oT-E✓' 13$.1, (5;;A-53.1 1.0)1- : ..0 COd.4°. gxli . AsaI2- • I In Project Job No. Client Location I J 1 15 n B 1--I T Designed by Date d JlVljr� Page of STRUCTURAL ENGINEERS Sheet description 0 r l • • . -p•Ci(og,A 10 tri ,4., V-,/A. -4 . h..l(o A' LA)/‘119.2g...) c,' . kj --' . I i r°fy op riot C96 - 0. ‘PP . 1111"... r. 14 5�.4,j_ '. 'NP or &UV-. CAM& • V- . le_ • a.411 -1 hr i ,,1 Pi (2 n-011/0,Ai 12124.F 4. ).k-I'lc. ftp Jutx" s.to two- 1 )4,= Lo 14 It,y l l® i rykik 30 Z r• if pcr (.204-14, 4) : u LA--. ,K,0.kfi J6°'7-el F?'I17 34,i t zipiJ , : to-itif 2°-'2 j x Ca.e7' ./28P144 et -%4,6$ % t . o . • 6: o 4 .3G k ,,, K,/4 .2 (-/goo. V tair. ! t...*4o Z lc,•( ,4 2.8'31 -, . 042 lra- 6 = .l3'7" _ C�-t�- , S]L� ; /- duducrih.;r b W o Zo. Qsc 7C1,c4. = . )41'74 ". (25P-i3i) . 124-``/, /b3,c4K4x -1„ ®4. t II I El Beam Design i+Drz- ® • RAM RAM SBeam v3.0 w"'°`A''0 INTERNAT1CtJAL Licensed to: ABHT Structural Engineers 08/16/15 12:58:05 ISTEEL CODE: ASD 9th Ed. SPAN INFORMATION(ft): I-End(0.00,0.00) J-End (12.67,0.00) I Beam Size(User Selected) = HSS4X4X1/4 Fy = 46.0 ksi Total Beam Length(ft) = 12.67 LINE LOADS (k/€t): 1 Load Dist(ft) DL LL 1 0.000 0.011 0.000 12.670 0.011 0.000 1 2 0.000 0.128 0.000 12.670 0.128 0.000 I SHEAR: Max V(DL+LL)=0.88 kips fir=0.47 ksi Fir= 18.40 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange I kip-ft ft ft fb Fb fb Fb Center Max+ 2.8 6.3 12.7 1.00 8.61 27.60 8.61 27.60 Controlling 2.8 6.3 12.7 1.00 8.61 27.60 --- --- IREACTIONS(kips): Left Right I DL reaction 0.88 0.88 Max+total reaction 0.88 0.88 DEFLECTIONS: I Dead load(in) at 6.34 ft — -0.357 L/D = 425 Live load(in) at 6.34 ft = -0.000 Net Total load(in) at 6.34 ft = -0.357 L/D = 425 I I I I I I 1 rim Gravity Beam Design 1119(2. V r3 A- . 1-44-12-2 RAM RAM SBeam v3.0 INTERNATIONAL Licensed to: ABHT Structural Engineers 08/16/15 13:00:16 STEEL CODE: ASD 9th Ed. SPAN INFORMATION(ft): I-End (0.00,0.00) J-End (12.67,0.00) Beam Size (User Selected) = HSS4X4X1/4 Fy = 46.0 ksi Total Beam Length(ft) = 12.67 LINE LOADS (k/ft): Load Dist(ft) DL LL 1 0.000 0.011 0.000 12.670 0.011 0.000 2 0.000 0.042 0.000 12.670 0.042 0.000 I SHEAR: Max V(DL+LL)=0.34 kips fv=0.18 ksi Fv=18.40 ksi MOMENTS: ill Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb Center Max+ 1.1 6.3 12.7 1.00 3.30 27.60 3.30 27.60 Controlling 1.1 6.3 12.7 1.00 3.30 27.60 --- --- REACTIONS (kips): Left Right DL reaction 0.34 0.34 Max+total reaction 0.34 0.3411 DEFLECTIONS: Dead load(in) at 6.34 ft = -0.137 L/D = 1109 Live load(in) at 6.34 ft = -0.000 Net Total load(in) at 6.34 ft = -0.137 L/D = 1109 IGravity Beam Design '.(0, IRAIN RAM SBeam v3.0 NTERNA110NAL Licensed to: ABHT Structural Engineers 08/16/15 13:04:30 ISTEEL CODE: ASD 9th Ed. SPAN INFORMATION(ft): I-End(0.00,0.00) J-End (12.67,0.00) IBeam Size (User Selected) = HSS4X4X1/4 Fy = 46.0 ksi : Total Beam Length (ft) = 12.67 LINE LOADS (k/ft): ILoad Dist(ft) DL LL 1 0.000 0.124 0.000 12.670 0.124 0.000 ISHEAR: Max V(DL+LL)=0.79 kips fv=0.42 ksi Fv= 18.40 ksi MOMENTS: I • Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb Center Max+ 2.5 6.3 12.7 1.00 7.66 27.60 7.66 27.60 I Controlling 2.5 6.3 12.7 1.00 7.66 27.60 --- --- i REACTIONS(kips): Left Right DL reaction 0.79 0.79 Max+total reaction 0.79 0.79 I DEFLECTIONS: Dead load(in) at 6.34 ft = - =0.318 L/D478 Live load(in) at 6.34 ft = -0.000 Net Total load(in) at 6.34 ft = -0.318 L/D = 478 I I I I I I I I U Project G e4.) U A�l�J® Job No. Client � Location h31h31 B I I Designed by /q Date g I qr. Page (� of STRUCTURAL.•\ C ENGINEER S Sheet description POSa _ J-( Jit cl,st Pt kh7t .'1°4„' • A- .(00- ': . 422". ou. • • • • • • 1111 IProject Job No, ClientLo/cation i 1 \ �15 B I—I T Designed by /•/�, Date �J/„As'As' j Page Qi of STRUCTURAL• ENGINEER S i Sheet description 4 lC v I 't {'° • p Urs _ z7._5_±_____77), �_ i _ __ 1-2,10.! 0.10 I WcJ0 1-12-f L 4v c't `4 1 Lam. 51, ,30/4.0)&17 •7o 0/5 or- to I v _ .X90 • c4S 2' m O city, i!*t Id Or, 564,0' `/17 ` 14., ill ,.. .. . I i t ! 1" MO Ur- - J( ! Lb'11 % .1,02,�1.f 1-Ai.eE. I 77II ,t/b62 Al6 t4. _: ' \i ii,,Mt- 4S y .015Y5 trod 5trod ` • D4- to i I Vibutou "11S‘''41/6.5" tb a9-14 ' 3 S. 34 ,, 4' 1 i GIA 2: 11JJ. . 1 VtZAuc.r=--Ni C orrs)z4LoV)a f13 ' I I I # it v � 1rJ z e20 Kr•6x !s ,g. Ig-ept. y116 ow I 7 eA2C- ,5t ) Ire11.SioJ •. 4 N Ido. 8 Zioi ca {ts R 111/,.K.(.c, OA X ° L RA, . 5"-x-2.S .-1 1.12S4' i,3.?-4 c2) lib' S. s 3. 371-II I I -r- I.12k a , 0.112 k 6� .411, &.5".. /R 1'�7t 41.9- I of .�f '- o a . 1412 n 3i u a ,e(014- 2:s i I ■ Gravity Beam Design J J-1 III 0 RAM RAM SBeam v3.0 UdTERNA1IONIAL Licensed to: ABHT Structural Engineers 08/16/15 13:23:16 STEEL CODE: ASD 9th Ed. SPAN INFORMATION(ft): I-End(0.00,0.00) J-End (17.00,0.00) Beam Size(User Selected) = HSS4X4X3/8 Fy = 46.O ksi Total Beam Length(ft) = 17.00 POINT LOADS (kips): Flange Bracing Dist(ft) DL LL Top Bottom 4.670 0.88 0.00 No No 14.170 0.79 0.00 No No SHEAR: Max V(DL+LL)=0.90 kips fv=0.32 ksi Fir= 18.40 ksi MOMENTS: Span Cond Moment @ Lb Cb Tension Flange Compr Flange kip-ft ft ft fb Fb fb Fb ill, Center Max+ 3.6 4.7 17.0 1.00 8.41 27.60 ' 8.41 27.60 Controlling 3.6 4.7 17.0 1.00 8.41 27.60 --- --- REACTIONS (kips): 111 Left Right DL reaction 0.77 0.90 Max+total reaction 0.77 0.90 DEFLECTIONS: Dead load(in) at 8.33 ft = -0.612 L/D = 334 Live load(in) at 8.33 ft = -0.000 1 Net Total load(in) at 8.33 ft = -0.612 L/D = 334 I Ng 8/11/2015 Design Maps Summary Report Design Maps SummaryI Report �� I User-Specified Input b Building Code Reference document 2012 International Building Code (which utilizes USGS hazard data available in 2008) ISite Coordinates 45.4038°N, 122.76443°W Site Soil Classification Site Class D - "stiff Soil" Risk Category I/II/III ».,..«.w«,..«,,.we.......,.»yrt 'y ,^ ,r-�+.°ti 2 r .. p= r lY A sa{ 4.r .,,7„44,3i• , ° i ty ... € it am ;, - 2nr1 uhf i aai , N a 4 1rjG�° tg." � is� _€ i� QI�IF1 r'",.�'^�,r __g 7 rr _ �u^3 r e x r r , t' ,� r :41,1:k�.r. �tY . § �,.""r� ,`° a c r5'' r''. , + S ik e w �; r• i .x .0 i� cd L i 3 �+#° as r�C��t+ R S " x : ~1 � ,t s `' i ',,,,i .u1 x s•� -{ ss m i �7C�i,. s�• :',. f4. rw 41 �S i- '# 1 ..� q r!L., �` v �'" +" t° '�1 'r 1i r r At +. � li � r Y I '�K�"`"�'s:2"� � �+�-� i� 6t"t�+' "`�}"�7t�t s i �r�,;,�� #°� �" ,r'�'..� ' � �eva.aair� w , #�#�.. r t � '�-�-£ r +ntt- y L.a __ .r.t, y a, r: r �..^^,^.., lb-:' ' #,,� C X38 L irb 'nY ua q xe cr +,x -}i t. .t `u T ,�." tr- t i y, r z,a n�. t� r&F�t,x� ' r34 3iw r ' :t ',,q,E^° 'cr y,o„p, • •f.E a ,� a2 rtag {{Sfa F �tt as ri.c c.r S �K�w 7 � rn y�+' ..��. #r � � r r ir I x � T" 2, � ,rx's'd7i s t.� .rte �^a c t [ �ii r�fiBfi� • s� '�u� �� 'sf i "rr'x...s...... a r t - art 1,,,, '[ "G.E!€ "4 1 4x r e F r ♦ .0 t it ' . e...a ,,,� ,�, aa0. r .c � n� � � i, � a �} x E "�� ', c.r`'�y � -F y r 'tti itl .: , ,1, 4_01161042. s .�',r'r .�^ .. 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Ste...,,....� .-............... uses-Provides output - - SS = 0.961 g sas - 1.072 g Sas - 0.715 g Si = 0.419 g Sox = 0.662 g SDI, -1?" 0.442 g I For information on how the SS and Si values above have been calculated from probabilistic (risk targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and Iselect the"2009 NEliRP" building cede reference document. r 10E Response Spectrum Design Response spectrum 1,10 0.72 0.39- • 0.54 • 701 0.08 0.56 0.77 0.40 .a 0.60 r�.4Q la• iti 0.55 Irin r1.3 0.44 II 0,23 01 12.74 0.220.15 I 0.11 0.09 0.00 0._ 0.00 I.20 0.40 t7.50 tt. 0 1.00 1."0 1.40 1. 0 1.00 100 0.00 0.70 0.30 11. 0 0,00 1.0.0 1.20 1.4.0 1. 0 1.00 100 Period, T i;a c) Period, T(secls Although this Information la a product of the U.S.Geological Survey,we provide no warranty,expressed or Implied,as to the ag accuracy of the data contained therein.This toot is not a substitute for technical subject matter knowledge. II httpJ/ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php7template=minimar&latitude=45.403802&longitude=-122.764428&siteciass=3&riskcategory=1-1 1/1 i III W11/2015 Latitude and Longitude of a Point LTouchM i "Corn `7P Mobilo and tlPsahtnlp'Wain Maps I Country-State I Places I Cities I Lat-Long Home»Latitude and Longitude of a Point To find the latitude and longitude of a point Click on the map,Drag the marker,or enter the... 3 Address ;16060 SW 85th Ave Tigard, OR ,1:!,..,....9,,a___51 4051 Map Center: WikipediaNvikivoyage Places of Interest-Get Address-Land Plat Size I 3 steps to Fast Rasps&Oirecflone _ 11 1.OIlo Start Download S`F`AK I DOWNLOAD �s�rAR�r DOWNLOAD Fres Asrasa-No Sign upl 3,Dot Free Directions f&Maps w "'* a Latitude and Longitude of a Point taps Maps ii&DIrsotions `" iii 0,IlRIle ch 61 f.,Click II ,t om ,`-s,', Start Download No Signor)! - �. 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Longitude: i-122.764428 I F P41n Example:+34 40 50.12 for 34N 40'50.12" Degrees Minutes Seconds Degrees Minutes Seconds Latitude: 45 24 13 6866 Latitude; , Longitude: 1-122 • r45 -51.9402 Longitude: j hovR.gint ©iTouchMap.com 2007-2014 http:/fitouchmap.com/latlong.html Ill -1111— II Project Job No. Client Location r� l I llfS B� \ B 1--I T /y / �( Designed bf / Date �� /� Page t of STRUCTURAL• ENGINEER S Sheet description b I gin u- $flAQS e .1,04p0,,,.: ( _ i ) . , . 1 . i 1 I1 2Co D±Grp.7r If�a a vg- . 1 I 1 1 1 . , i It I . . • . . I . .. . . 1 • ,I F / . . . 1 • 1 I • 1 • I 1 I Off COMPANY PROJECT ffl Wood Works ::.:.... ...: .:.:. .: 80PtK�ARE.fOtt tYikf50 bg51GY':- Aug.16,2015 13:32 S-1,wwc Design Check Calculation Sheet Sizer 6.2 LOADS (lbs,psf,or plf) Load Type Distribution Magnitude Location [ft) Pat- Start End Start End tern Loadl Wind Full Area 20.80 (16.0)* No *Tributary Width (in) MAXIMUM REACTIONS (lbs): }im,r.r i14Av''� r'."4�' a 14 �' x ,� `�;z6�� '�`�- � 1 �� ,� , -t��!4�7s+t�.e� ��}""F"x f�� `{-"'}u�,{+r �it 5 +'�-�h�� "�'�-4� � t u�;?..r z h` " ,kliT_ r.,�a r'sr R ra a 1 a "i J 0, 4� } �i"t it -y>�S'h kZ4 {�r f 7rs �i}i} ��i„ie s, ��ac� a },��! '�+E�' �,.,,{^ �'- �- rte` if iltpla git�,iAti ritoo a.. 3� ' elf �' ,e}r...,� iAg '}.. moi "};:yfat"= 5?',a.�...,[rsI 3LVaitlt ir"'..'a5.gf �!.•Af,.xi s ? ,�,J m, 1. :T t - -^ca ::1 4'-8" Dead Live 65 65 Total 65 65 11 Lumber Stud, D.Fir-L, No.2,2x6" Spaced at 16"c/c;Self-weight of 1.96 plf included in loads; Pinned base;Loadface=width(b);Ke x Lb:1.00 x 0.00=0.00[ft];Ke x Ld:1.00 x 4.67=4,67[ft];Lateral support:top=Lb,bottom=Lb;Repetitive factor:applied where permitted(refer to online help); Analysis vs.Allowable Stress(psi)and Deflection (in)using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv - 12 Fv' = 288 fv/Fv' = 0.04 111 Bending(+) fb = 120 Fb' = 2153 fb/Fb' = 0.06 Combined (axia- compression + sude load bending) Eq.3.9-3 = 0.06 Live Defl'n 0.01 = <L/999 0.31 = L/180 0.03 Total Defl'n 0.01 = <L/999 0.31 = L/I80 0.03 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.60 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.60 1.00 1.00 1.000 1.300 1.00 1.15 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - Fc' 1350 0.90 1.00 1.00 0.932 1.100 - - 1.00 1.00 - 1 Fc'comb 1350 1.60 - - 0.863 - - - - - - 2 E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 111 Fc* 1350 0.90 1.00 1.00 -- 1.100 - - 1.00 1.00 - 1 Shear : LC #2 = .6D+W, V = 65, v design = 65 lbs Bending(+) : LC #2 = .6D+W, M = 76 lbs-ft Deflection: LC #2 .6D+W El= 33e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S-snow W=wind I-impact C-construction CLd=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. ni Project CIA/ Job No. .— Client 5 Location ✓ 15 ABHT I Designed by 4 Date Page d of $�'z-/ f is STRUCTURAL ENGINEERS Sheet description I I Q Cl-1£ I, (6.) 6 L''' vox 1g poor ��dh-5 7', SuPP, `7--r "3-1704-1 GSA Icm-b64. 1-71--iv 4pArJ : . I , lin I PIER-s) LoAr7 I2 ¶ c+c4,1(s" 4.69e3 rr r Oozy ALat 4 o p "1` PIA v74. trb/e Z C'se ie FT p__ re I d1. TR!417 RCN"' 1-'10 � + L ` . I 42 k $ 2 9(01171 I 4A-A,1,54:. /60..43 To *24IS A GL-5 7YP AC- 6/-5 $-1 14-4S A- c.:yretke-17-1 of- ii,6915' 4 (J1-'0—)2 M2- 41-162-:Afrive' .0e /.f,P7a G -7-o-21-G O °7 //.6.74 X'Z. 2 z'3. 3 $ 4- . VinC41, ;/41 x IS lehal a/ to k. Pr. 14472 'CC 02,0994,./ . 4.s-- '' e /4 7'4 Ok I ® xr.st r�6 3%.t i &c. 0 -)f ®k P" �i°,�°2r Ayr l ,n 1 MI 110 II COMPANY PROJECT tilik scommaroN WOei I>MINA, 1 Wood f r Aug.12,2015 15:09 3.125x18 GL joist.wwb Design Check Calculation Sheet Sizer 6.2 LOADS (lbs,psf,or plf) : Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Full DOL 96.0 No Load2 Snow Full UDL 200.0 No I Load3 Live Point 6000 4.40 No . MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : 1! A-.,..,-- --............,.�uN., 1T�,�. ,..�.e �.�-� ,, naw ,,,,, 3,,,,. 4. Y1..-%.. •%Y a-v.��x.�- _.11s'u - IIx 3 y•:os_� . 'a--,..a,,SF,w."-'-"•w..yJ2r, e,..,sa,,ae,'CG.i'.e.�a.+n,..iv,-,Y..`�Y.��a..v:.a.-mmi..f,....,.o,.1MCJ..R....v.5. RIS'x3,hNtTtf J.iP...."Y..i:C.A....1tER3.SP.a:<.19 ,,iavm.,,__bE�",, 0� 0 A A I 0' 17-7.5 Dead 960 960 Live 4698 2445 Total 5659 3405 1 Bearing: Load Comb #3 #3 I Length 3.23 1.95 Glulam-Unbal.,West Species,22F-V3 DF,3-118x18" Self-weight of 12.95 plf Included In loads; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection (in)using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 141 Fv' = 240 fv/Fv' = 0.59 Bending(+) fb = 1634 Fb' = 2200 fb/Fb' = 0.74 Live Defl'n 0.36 = L/584 0.59 = L/360 . 0.62 Total Defl'n 0.45 - L/466 0.88 = L/240 0.51 11 ADDITIONAL DATA: 1 FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 240 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2200 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 560 - 1.00 1.00 - - - - 1.00 - - E' 1.7 million 1.00 1.00 - - - - 1.00 - - 3 Shear : LC #2 = D+L, V = 5462, V design = 5299 lbs Bending(+): LC #2 = D+L, M = 22979 lbs-ft Deflection: LC #3 = D+.75(L+S) EI= 2582e06 lb-int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3.GLULAM:bxd=actual breadth x actual depth. 4.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5.GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). MP II S COMPANY PROJECT I g WoodWorks® SOFTWARE rok W000 MOT IAug.12,2015 15:09 3,125x18 GL joist.wwb Design Check Calculation Sheet Sizer 6.2 I LOADS (lbs,psf,or plf) : Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Full UDL 96.0 No II Load2 Snow Full UDL 200.0 No Load3 Live Point 6000 8.81 No MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) tF '^ ^1 - 'x. tL'1.t...,""' i�• Y"iST«'t"L'f. ..i..RAL.,...¢,nm .. ."f-TJ'Ct^ I;T ft e".^.. -Pa?-i",.:7•:.�'W .m.k5.YS` w. r�_mc.'' J .e.. .1'.`..-"' -.v+.eww. i.. ,':,'tVr 3Ali 1 U nzw�iMer.��w't��GC�C • IIm.'.,nev.atwl2Ti--r.-z4 NW. •""`w'..r�: .'xWm1.ebA4Vvart'g."'f.'?,:'.'a-7::.�n.,:r•Ledt4:%1Lttz:..w..»'+ f.xKw.W3:'h'+""a.+..+rwMry.a.s:.0 1:74 !ra:�V-:;',Lt.'.F :Y.fti cxY�'R .a a.ax�nxF.va•.%xu .a..+.e. ...� .sam: a... -- e�§+�.- Ik w n.` �' .vw...c a..ar .tg2 .e.new.w •[... ...1... . •3�.FC:.ALu:A.L P31T+Pf.l!u..-+�•wss`S^.�'�.�Y"i<5.......,#�'�nT':��._mn�,IDv�, .w....3ti...a.-.�...1 . .�s^4�iL�nTat=..i-l.=Tu�i-.=t� ri �;P,Af8R ...a...,.-.(..u.`9YY'.M 1tii'f, .. ...^TMt1..1"411. ..� mo'.....:y.�.-,.711^ I 11 0' 17'4.4 Dead 960 960 Live 3573 3571 Total 4533 4531 Bearing: Load Comb #3 #3 Length 2.59 2.59 IGlulam-Unbal.,West Species,22F-V3 DF,3-118x18" Self-weight of 12.95 plf included in loads; Lateral support:top=full,bottom=at supports; IAnalysis vs.Allowable Stress(psi)and Deflection(in)using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 101 Fv' = 240 fv/Fv' = 0.42 I Bending(+) fb = 2181 Fb' = 2200 fb/Fb' = 0.99 Live Defl'n 0.47 = L/450 0.59 - L/360 0.80 Total Defl'n 0.56 = L/376 0.88 = L/240 0.64 ADDITIONAL DATA: I FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fv' 240 1.00 1.00 1.00 1.00 1.00 1.00 2 Fb'+ 2200 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 560 - 1.00 1.00 - - - - 1.00 - - - I B' Shear 1.7 million 1.00 1.00 - - - - 1.00 - - 3 LC #2 = D+L, V = 3961, V design = 3798 lbs Bending(+) : LC #2 = D+L, M = 30668 lbs-ft Deflection: LC #3 = D+.75(L+S) EI= 2582e06 lb-int I Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D-dead L=live S=snow w=wind I=impact C-construction CLd=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC I DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Glu lam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3.GLULAM:bxd=actual breadth x actual depth. 4.Glu lam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. I5.GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). I I IN Project � Job No. -—.—____ 1 Client Location/ j i, , \ 'c 5 / EE3 1-1 T Designed by a. Date (7f 1 /t bilis Page 1.% of 7 STRUCTURAL ENGINEERS Sheet description a 111 l I i 6,, istp * . . ti t � 4.'4 4-5rdI i • [A) 3. is P4f 11.1,zS 11 � =- .280.(9 4/ oL - g1 + 1 i ) Z 1 �iL.. 2. 2� Qsc s C � 4o.7 , 111 • 1 41 iI i I • i tar II 8 I COMPANY PROJECT I WoodWorks I . Aug. 12,2015 15:45 6.75 x28.5 GL beam.wwb Design Check Calculation Sheet Sizer 6.2 ILOADS (lbs,psf,or pif) Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Full UDL 280.6 NoII Load2 Snow Full CDL 467.7 Yes II Load3 Live Point 6000 22,92 Yes MAXIMUM REACTIONS(lbs)and BEARING LENGTHS(in) : A A Ia' 4'-3" 41'-7" 45'-10" Dead 7445 7495 Live 10774 10774 Total 18219 18219 I Bearing: Load Comb #0 #14 #17 #0 Length 0.00 4.49 4.44 0.00 Cb 0.00 1.08 1.08 0.00 I Glulam-Unbal.,West Species,22F-V3 DF,6-3/4x28-112" Self-weight of 44.29 plf included In loads; • Lateral support:top=full,bottom=at supports; IAnalysis vs.Allowable Stress(psi)and Deflection (in)using NOS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 104 Fv' = 276 fv/Fv' = 0.38 Bending(+) fb = 2038 Fb' = 2135 fb/Fb' = 0.95 I Bending(-) fb = 94 Fb' = 1715 fb/Fb' = 0.05 Deflection: Interior Live 1.05 = L/426 1.87 = L/240 0.56 Total 1.65 = L/271 2.49 = L/180 0.66 Cantil. Live -0.37 = L/137 0.43 = L/120 0.88 I Total -0.59 = L/86 0.57 = L/90 1.03 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC4 I Fv' 240 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 21 Fb1+ 2200 1.15 1.00 1.00 1.000 0.894 1.00 1.00 1.00 1.00 20 Fb'- 1500 1.15 1.00 1.00 0.994 1.000 1.00 1.00 1.00 1.00 9 Fcp' 560 - 1.00 1.00 - - - - 1.00 - - - E' 1.7 million 1.00 1.00 - - - - 1.00 - - 20 I Shear : LC #21 = D+.75(L+S) (pattern: XXs), V = 14903, V design = 13298 lbs Bending(+): LC #20 = D+.75(L+S) (pattern: sXs), M = 155173 lbs-ft Bending(-): LC #4 = D+S, M = 7158 lbs-ft Deflection: LC #20 = D+.75(L+S) (pattern: sXs) EI= 22136e06 lb-int I Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) Load combinations: ICC-IBC IDESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.Glulam design values are for materials conforming to AuTC 117-2001 and manufactured in accordance with ANSIIAITC A190.1-1992 I 3.Grades with equal bending capacity in the top and bottom edges of the beam cross-section are recommended for continuous beams. 4.GLULAM:bxd=actual breadth x actual depth. 5.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3, 6.GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). 7.The critical deflection value has been determined using maximum back-span deflection.Cantilever deflections do not govern design. 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Page Z$ of STRUCTURAL ENGINEERS Sheet description IDPPh -- F�Fa m a 1 Gutq:IA.0M' --nz.A45 f -n 4.2. , • -- IItdsf ,2 - V,k it 111 rrirr ' t s uJ,,i 'f7-det �. ■'... . 1 11 I � 2' �' q1 ` • .254' '�-Zs'` • I2%i.a i i t I -- Et. t--.10, rit CI. /..-0 —> .2.5' i I1 L+ d l Alt, m&G ,Ur L 4x4'1 (i`'lod56C..V/^°kt 140,1 Wts or co IV Cc ,9 s. �'�ltx 'ate re" ,o rptti,� 1'02t203r•A i o 3 • Pr$$ ,52.„,. ,,,,, lC. �d,_,d�r 1 I i,JQJ 6- : • 1 IADD Goopus ronit.a id lz,,,Loir -1-,, sA-r,v._ pyst-evj-.. V ik. •�'� )G t‘ / 3.s/v7,,rJ z .2514' I / /v7,, 7otp Dowd 1C04X.4 OJ 1-1.0&41, I s r'au'' a kari.30..-JUJU , • l I WM Protect 61, y �T — Jab No. I Client Location .1._1(6 / — \ 6 H T Designed by Date g/2 r/r Page !1 !ot 3 STRUCTURAL ENGINEERS Sheet description 32., fvf, x $f I,O' CAI,14 41- gt eit rrl$( i 2.3? b 1 •471 Q 2,5 pGjet("a to /Jot— .,(0x4(0 {� Q i Ga�fi Cei.W c,// .1 pp ( ) 2x 11a.f. Oer44Pp 4./ .Y e9 ,X —. I I -. V 6 i 1 25k 1 i I I Loads: LC 1 , DL Results for LC 1 --- - 1 Member BendingMonents (k-ft) 1 Z-moment Reactioriuyiits are k and k-ft SK- 1 Sept 2, 2015 at 11:17 AM transformer frame.r2d I s 6_,,), I Company Sept 2,2015 Designer 11:18 AM Job Number : Checked By: Basic Load Cases I BLC Description Category X Gravity Y Gravity Joint Point Distributed 1 DL None -1 1 1 1. Joint Boundary Conditions Joint Label X[k/in] Y[Win] Rotation[k-ft/rad] Footing N1 _ Reaction Reaction t.....1 . .. aSsa✓am�ira:_i:sya:: ^^.,. a^<i:?a°Y=e y.�::..^......IY.a�'°°!».^.:_i:!L s _.°_^l.9_`�aAj..-S,aC:^»` A::„...._a<wr»��.aLY..BS:i�.Y-: :•'dY"^°�:".•`f•.:.�.i?:Gr .;-•'lY�"�:«.t.�,.... .... ,. «T..L.'_..a�° .>r - »...•� :T'��'. ._..-�.c:.-... 'L.....:•. aN:9ataa-tSII584S.aiY_.,..,... Y.,• a _ .tFS» yY�9.__. _.I:::�:.•9.'�2•..�.=it:^l:.^T..t ...a= sR�.>� :tet -_::>x._. ��.._..._,_�; atm..., �":.... '�5" _..�:: �:a =::.,.�� .... ............. ..�sW. ..J��i:�.:_-;_ - •°�.:.,_._t�;ed�tli�r7::�::�:-.a:.,:-:-�.�t:.�, W._..��,;W a:-u��.�� -...�,.�� :Fa�aaa,�a:°:'.,:: s�� _::::.:-_-„,,:w�.<.._....a� Hot Rolled Steel Design Parameters 1 Label Shape Length...Lb-out[ft] Lb-in[ft] Lcomp to...Lcomp bo...K-out K-in Cm Cb Out sway In sw... Function 1 M1 HSS 9 Lateral __ -tp,w.n mow....„.�..fir._..;_. S^--ERZ ti:y:�"•::"•aC;S1:8:.•Hxs:'•T..c�LS'_ _^ EMI ».9:J.Y^.:'C? `:Ahe°__:°..«^S�,�..._ :Sill”-X-..J^L.�Rt«'1.°_,-..•w.-..".•t"«,1:9�::w�KM:� .. Y: °:T<.: ti L 1.....Y.... Mnw{a. S ii »ti..«.. ::ttaE wr_»�'.-yam:^"F-.. ..« ._^°.. ..._« . 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E •......,� r1 O ;-= r'ET flit apt -• _ ` ' '3. iME5;r-•� ;.: a=.:;' ''-mss :d•:.- --`-` ,-,° .=.yM P-Delta Analysis Tolerance 0.50% „,3[ Ee 0 4 mt '-ltf` IgX . . :N_ WMSZMVPBEt:A_M eaAW_ Gravit Acceleration ft/secA2 32.2 Ii A LEf7gS: (in)]. i r:1 G,^.I Elia J M•:ipa _. :E F"a"^,... EL II Eigensolution Convergence Tol. (1.E-) 4 . tgt/a= ;— lYnKM_ :I : , - M :MSt-i_aleCrte _-_ aisW - i Hot Rolled Steel Code AISC 13th(360-05 :ASD li °Yn:.:�...,....,,;......_,.t,_.. mai:--K->raF� -=:: ;,;.`�_-:. ._; _-_a• a_.€ `stv::tt::;:es :a R` -� V: == ;z- Y�es(iit ae v KRB:'~=- s•—_:: Mayaa' Cold Formed Steel Code AISI NAS-07:ASD o ° od =X'w'' E= a l i.=;10.80A 5-05/08lA ___:: Wood Temperature < 100F111 .0 ncirete=:Cod 9Ma M T : ;li s 8-0 = .. t E_ ° °- ;wy ' " Masonry Code _ _ ACI 530-05/08:ASD �l�k'--...°.._m....._ ;.:::.Ezr.,-u,s^ai^^"=�,`•-` <^:�c:i •-DI:W`'t:+:i'::- '.,,.;....,:IM tl'<'. ,in-*G'S '° s r- 1�f1iNiT,t� '"•--:._�-=_:- ._-.• 5..�--_ Y�,_.t..___=__ ^-`M-:., y'-� Number of Shear Regions 4 il'0,M�.b.-�...._.�..�_�.,:.. _ _ :.^v.':�:::.:-,r.: ^^a:x;•.�.�:;i-•'•-• - -_- __ �--:r. ec �tts'<:� 15a:;:u:. a:.sse:,msi?as,i•�� -- 4gjQ=_-: 0i.61 n 1rt-tf:1'�.4��.en(in�.'t_, - rs c:�sr':'[!.»• :aw=s`. sm?ac:r d •t.£«•..w�.+ °L.°a ss�assnyrcasssnn,'s34•+ ..^' Concrete Stress Block Rectangular Bad Framing Warnings? No nu_ dreWaSFbtfp « T-4 � tMS— s - vrt „ r:m Min 1 Bar Diam. Spacing? No Co'icrset ebar.Se nBA M- ::A-S NIM 'SI= I Min % Steel for Column 1 . Q - __ t •I iA.-_'i�T.> T:4• yam,- .•M,=.Efxt�S99i'• ,'1...A. -..._._. Y Y.....w,......^.J _-: .M .; I tOVIOL••s OM .. 0174 ..,-.._r .„ ;:". ffi=µ..__ :r: Wil=i moi. = t` Joint Coordinates and Temperatures .`':....:... Lab el X[ft] Y[ft] ».- Temp[F 1 N00 0 NUM :!,; •: M;:a,_.. nz ta l=�mmW c �w_r � � -=�' 'aw :S�r 3-_E: i _- tiUte.- {gm` 3 N3 0 17 0 Ev.�,5M2«0a -r- � rr. "L >.. r—.. g.6.... , .. .y ",,...,J«wT6 ._ �ssa�tgYcY =-^4..te...„d..7E1n e4_= , I 1 RISA-2D Version 10.1.0 [K:\Projects120151113151CALCS\transformer frame.r2d] Page 1 1 Or I Company Sept 2,2015 go I Designer 11:18 AM Job Number Checked By: IMember AISC l3fh(360-05):ASD Steel Code Checks (By Combination) LC Member Shape UC Max Loc[ft] Shear UC Loc[ft] Pnc/om[k] Pnt/om[k] Mn/om[k-f] Cb Eqn 1 1 M1 HSS44x6 .044 9 .002 0 91.482 131.665 14.668 1.667 H1-lb I :�ntF�rWm„r �xFSx:w�u„ 5um_ _a:,1ina:. aUM:NVI- UMN68 : 8V'' 3 1 M3 HSS4x4x6 .066 0 .028 0 129.318 131.665 14.668 3 H1-lb I IJoint Deflections (By Combination) LC Joint Label X[in] Y[in] Rotation[rad] 1 1 N1 0 0 -2.14e-3 I aT .u:"�:`-aer ...<..�;�ay�„.wax .::a.�-;�e,"::^::ciaa_e.t:r�•s_£� :ter•-: :z � r... ......... ;r_>r mw�v:::ca::7'4,'3i�ale«•�s'..:c-z,_-...«.a.......:;�:m�re» ....... i:_t..,.._ it. rn .::�..., ........_ __._..»,_._..•^a .. ..,... ,....r.._ ss:ru- •e_?s:r.... x.„:^.m-:.:.__:� �".'v �.art»-<:n:::::rx.a:=.»• T.,iS-" - .. ..�C7�:?«a; smi==::^�3: �,�a{� - ..<..�.......:r"a_-'i^...<-.z�afy;,._ ?E,..»F..-...............•�'ei=7;Y :':ar":e<a sa.s:.EB K-..,aat�-; -� h.a_•.._-P...»,.»........... _rr .. ,. .�:>ias":1.�}E'Cz� '";'"«�?-� 3 1 N3 0 -.001 3.062e-3 _ SW_-:�:.t; a...,,...r.. ..__.a.-_... r>;:8:s'asi"s"•"s< -.:. 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'y: •„�m<w�v�:^.�.'a'°.'^:”'. ...1e.�.,... �»t...Y<`�a"E...•a:�:-�I..a:.•^Cr.:3X9:^:^.•...:.�^--a:..Y=��'�M� .._.eW...l —___ _ ^�, •r.,. >.».....4' ra.»�...7s _ ...:r. .. __ `er..�:.�•z:::... -S::ea... a-'A-.»s^Fa�:�"3._.`.Y,w. _--....'La43•....•:—'«=: ae..3:,�Tf»n— —ra ....«.e.F..•?.a.X.m a::�°2!Y! �'�—• r� • '.p.E�»K s maw •.:s. >�. — ..� ,.. — .--��a'_.._...r�:t ,;�:wa..w:-,: •�:�� w�::�°<-=:.- �Y:_._ M...�� ,'*�;as,'''.'�'-, � .�:w:.. ..� ,6?. `�'�: Joint Reactions (By Combination) LC Joint Label X k Y MZ k-ft El 1 Ni -.059 1.245 0 I aaaa• 11 f...4 _: •..•-'..- ? r• i •` .. ..� .r .g .�-i�!_.,rr f 5 �.� ...».«..- I .. -�� '-a• °' :e¢ tY� f4`i' =:�«.�.::s.�•,-: 'w.rKirx�'�''�� ri� � ,3� :a�. `'° .t as 4 a� =�a._rx-'?r .. 3 1 Totals: -.25 1 245 i *Fat s : PREINEMMMENICKIN fn •r - i 5mRE ?' » r�= "' crr 1 i ILoad Combinations Description SoI...PDeItaSRSS BLC Facto_BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor I1 DL Yes Y 1 . 1 Joint Loads and Enforced Displacements (BLC 9 : DL) I Joint Label L,D.M Direction Magnitude[(k,k-ft),(in.rad),(k*s^21ft,k`ft^2)] 1 N2 L X .25 IMember Point Loads (BLC 1 :DL) Member Label Direction Magnitude[k,k-ft] Locationfft,%] M3 P Y -.936 1 Ii Member Distributed Loads I Member Label Direction Start Magnitudeik/ft,deol End Magnitude[k/ft,degl Start Location[ft,%] End Location[ft,%] No Data to Print... 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I15 5 0 0 0 0 RISA-2D Version 10.1.0K:1Pro'1eccts120151113151CALCS\transformer frame.r2d] Page 3 I II or I 0 Company Sept 2,2015 Designer 11:18 AM IJob Number : Checked By: IMember Primary Data Label I Joint J Joint Rotate(degl Section/Shape Type Design List Material Design Rules 1 M1 N1 N2 HSS Column Tube A500 Gr.46 Typical Nog ;��^:::r_......_......._...�hr.:ri:�_..:..v:�e::.:o'•,.-::..._>,;.A.:u,:z�k;:t9:.r..-•::w.c:_a:..�..,;;_..,....._,.._._;;.w..::•--::•....... .. __.._.._ ..�,....___. ,.., s._,.... _..._..< :re v.,:sa�:+::er:.:' ,.:'°:.-s:-..a� ....... . :.v:-:a::•r..!::a:�:.��..�ra»a»...»..,r_....>...r^u3�:n:..;,,..;�.:��a-. e, ..�'°;i"'�-=°.y....-�::=;'-'�wa�:r��gs�e��'r`:-..:....--.+c;�'p::. i SRO _=• ' rn` ..: o_ h f-w,; : i; �:N ,T-n=_-m W E x �= Rt �__.>: I ri:ifiril i it �. _CAK4:.. r:=ROO =: 3 M3 N2 N4 HSS Column Tube �A500 Gr.46 Typical I I I I 1 Il I I 1 I { C 1 I I I l IRISA-2D Version 10.1.0 [K:\Projects120151113151CALCS\transformer frame.r2d] Page 4 I �•• U 0 11 www.hllti,us Profis Anchor 2.4.8 Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: { Date: 9/2/2015 E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ-CS 3/8(2) .. �...- Effective embedment depth: he=2.000 in.,hrrom=2.313 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 5/112013151112015 Proof: design method ACI 318/AC193 Stand-off installation: eb=0.000 in.(no stand-off);t=0.375 in. Anchor plate: Ix x Iy x t=3.000 In.x 6.000 In.x 0.375 In.;(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,3000,fo'=3000 psi;h=4.000 In. 4 Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar111 Seismic loads(cat.C,D,E,or F) yes(D.3.3.6) Geometry[In.]&Loading(Ib,in.lb] I z r CI II! CI 0 450 100;1. to ,,, .7.11. 1e--fr °k'3"— p r r V° ui 'r qtr'..". w n' \\\_ -4 - , 44.x-z..'1�1 --1 4 fr 4 y � M 1 t} . l' is .. ' .[3 i. .t. ay s5 '[t'^.R z _ I -.:.,1-,:-`-' • Input data and results must be checked for agreement With the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilt!AG,FL-9494 Sahaan NH Is a registered Trademark of Huth AG,Sc!san ID I Miles-�- I www.hilti,us Company: Page: Profis Anchor 2.4.8 2 Specifier: Project: Address: Sub-Project I Pos.No.: I Phone I Fax: I Date: 9/2/2015 E-Mail: 2 Load case/Resulting anchor forces I Load case:Design loads r� Te In Anchor reactions[Ib] Tension force:(+Tension,-Compression) I Anchor Tension force Shear force Shear force x Shear force y 1 0 135 -113 75 2 64 135 113 75 P'"x max.concrete compressive strain: 0.01[%o] I max.concrete compressive stress: 44[psi] resulting tension force in(x/y)=(0.00011.969): 65[Ib] resulting compression force in(x/y)=(0.0001-2.677):65[Ib] Oinproccio — 3 Tension load I Steel Strength* Load Noa[ib] Capacity 4,N,[Ib] Utilization i N=Nua/$N,� Status 64 4875 2 OK Pullout Strength* 64 1212 6 OK Concrete Breakout Strength** 65 1292 5 OK I "anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength II Naa =ESR value refer to ICG-ES ESR-1917 Nateel N. refer 318-08 Eq.(D-1) Variables n Aee,N De] futa[psi] I 1 0.05 125000 Calculations Nsa[lb] 6500 I Results Nsa[lb] steel 4,Nsa[lb] Nua[Ibl 6500 0.750 4875 64 I3.2 Pullout Strength IT Npa,f =Np,2500 2500 refer to ICC-ES ESR-1917 Not z Nua ACI 318-08 Eq.(D-1) i 4, Variables 10[Psi] Np,2550[Ib] I 3000 2270 Calculations c 2500 I 1.095 Results Ad Nnn{lnn ib] +concrete y,AA rselamic +nonductlie Notir[Ib] Nua[Ib] 2487 0.650 0.750 1.000 1212 64 I I Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilo AG,FL-9494 Schaan Hilti Is a registered Trademark of Hilti AG,Schaan I i 3i1141111.011.111 I www.hilti.us Profis Anchor 2A.8 I Company: Page: 3 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: E Date: 9/2/2015 I E-Mail: 3.3 Concrete Breakout Strength Nag =(t) Wec,N Wed,N WON Wcp,N Nb ACI 318-08 Eq.(0-5) 1 +Ncbg 2 Nua ACI 318-08 Eq.(0-1) ANa see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) ANe0 =9 hef ACI 318-08 Eq.(D-6) 1 Wac,i1 = 1+2 eN 51.0 ACI 318-08 Eq.(D-9) 3 her l Wed,N =0.7+0.3(,ftf.6 5 1.0 ACI 318-08 Eq.(0-11) 1 Imo =MAX(ca,min 1.5hef <1.0 ACI 318-08 Eq.(0-13) I cac cac Nb =ko a,lr het5 ACI 318-08 Eq.(D-7) I Variables he[in.] e01,N(In.] ec2,N[in.] ;Jan[in.] Wa,N 2.000 0.000 1.969 3.000 1.000 I I cac[in.] kc 2k. rc[psi] 4.375 17 1 3000 I. Calculations AN c0[irl2] ANc0[in 2] tliecl,N Wec2,N Wed,N Wcp,N Nb[Ib] 60.00 36.00 1.000 0.604 1.000 1.000 2634 Results A A Nchg[Ib] AA,+concrete +seismic 4tnonduxdile d Nmg[Ib] N00[Ib] 2650 0.650 0.750 1.000 1292 65 I I 0 I 11 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2000-2009 ifit!AG,FL-9494 Schaan H91i is a registered Trademark of Hilli AG,Schwan UP I ILA11 I www.hlltLus Company: Page: Profis Anchor 2.4.8 4 Specifier: Project: Address: Sub-Project I Pos.No.: I Phone I FaxI: E-Mail: Date: 9/2/2015 4 Shear load I Steel Strength* Load Vua[Ib] Capacity iVn[Ib] Utilization iiv=V,,,,/,V„ Status 135 1466 10 OK Steel failure(with lever arm)* N/A N/A N/A N/A I Pryout Strength' 135 1152 12 OK Concrete edge failure In direction x-*' 188 962 20 OK *anchor having the highest loading **anchor group(relevant anchors) I 4.1 Steel Strength Vee,eq =ESR value refer to ICC-ES ESR-1917 4 Vateet z Vua ACI 318-08 Eq.(0-2) 1 Variables n Ase,v[in2] fute[Psi] 1 0.05 125000 Calculations IVs.[Ib] 2255 Results Vsa[Ib] 4steel Vsa[Ib] Vue[Ib] I2255 0.650 1466 135 4.2 Pryout Strength ' Nt VLp =kw 1.\ANco)l�Jed,N ti!c,N Ycp,N Nb] ACI 318-08 Eq.(D-30) ; Vcp Z Vua ACI 318-08 Eq.(D-2) AN. seeAC!318-08,Part D.5.2.1,Fig.RD.5.2.1(b) p4Jco =9 hof ACI 318-08 Eq.(0-6) I 1 tyec,N= 1+2 1.0 ACI 318-08 Eq.(D-9) 3h Vad,N=0.7+0.3(c�5hn)S 1.0 ACI 318-08 Eq.(D-11) 1 of WAN=MAX�Ca—mn 1.5harl c 1.0 ACI 318-08 Eq.(D-13) Cac bac Nb =kc a, h®f° ACI 318-08 Eq.(D-7) I Variables kcp ho[in.] em.N[in.] ec2,N[in.] Ca,min[in.] 1 2.000 0.000 0.000 3.000 I Vc,N Oac[in.] kc �, 4[PSI] 1.000 4.375 17 1 3000 I Calculations ANc[in.2] ANco[in 2] ,yec1,N lllec2,N Wed,N 1icp,N Nb[ib] 30.00 36.00 1.000 1,000 1.000 1.000 2634 Results1 rrII V,[lb] concrete Oaelsmfc �nanductle 4,Vo[l b] Vua[Ib] 2195 0.700 0.750 1.000 1152 135 I I Input data and results must be checked for agreement with the existing conditions end for pleusibIlityl PROFIS Anchor(c)2003.2009 HIM AG,FL-9494 Schaan Hitt)is a registered Trademark of Hill AG,Schoen NI -�-E 0 www.hilti.us Profis Anchor 2.4.8 Company: Page: 5 Specifier; Project: Address; Sub-Project I Poe.No.: Phone I Fax: I Date: 912/2015 E-Mall: 1 4.3 Concrete edge failure In direction x- Avel Vcbg =(AVice)Vec,V Wed.V'1o,V Wh,V Wperallel,v VA ACI 318-08 Eq.(D-22) 'i 4 Vojg a Vua ACI 318-08 Eq.(0-2) Avc see ACI 318-08,Part D.6.2.1,Fig.RD.6.2.1(b) Avco =4.5 cat ACI 318-08 Eq.(D-23) 1 Wec,v =` 1+ 2e, 51.0 ACI 318-08 Eq,(D-26) 3ca1 =0.7+0.3( C821.5cat Wed,v )5 1.0 ACI 318-08 Eq.(0-28) 1 1.5cet Z 1.0 ACI 318-08 Eq.(D-29) 1 whyha os Vb =(7(da) g)7�' cal ACI 318-08 Eq.(D-24) Variables cal[in.] cat[in.] ecv[in.] w",v ha[in.] I 3.000 - 1.200 1.000 4.000 I le Dn.] ),, da[in.] In[psi] WparalleI,V I 2.000 1.000 0.375 3000 1.000 • Calculations I Av.[in.2] Avco[in.2] Wec.v Vred,v yrh,V Vb[Ib] 52.00 40.50 0.789 1.000 1.061 1705 Results I Vobg[Ib] +concrete +seismic +nonducdle 0 Vcbg[Ib] Vua[Ib] 1833 0.700 0.750 1.000 962 188 5 Combined tension and shear loads ii iiN Itv Utilization 9N,v(%1 Status 0.053 0.195 513 8 OK j Priv=0,1+IA<_1 0 6 Warnings li • Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered.The anchor plate Is assumed to be sufficiently stiff,in order not to be deformed when subjected to the loading! • Condition A applies when supplementary reinforcement is used.The factor is Increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout I Strength.Refer to your local standard. 0 • Refer to the manufacturer's product literature for cleaning and installation Instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C,D,E or F Is given in ACI 318-08 Appendix 0,Part D.3.3.4 that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure.If this is NOT the case,Part D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.In Lieu of D.3.3.4 and 0.3.3.5, the minimum design strength of the anchors shall be multiplied by a reduction factor per 0.3,3.6. An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains "Exceptions"that may be applied in lieu of D.3.3 for applications involving"non-structural components"as defined in ASCE 7,Section 13.4.2. • An alternative anchor design approach to ACI 318-08,Part 0.3.3 Is given in IBC 2009,Section 1908.1.9.This approach contains "Exceptions"that may be applied in lieu of D.3.3 for applications involving"wall out-of-plane forces"as defined In ASCE 7,Equation 12.11-1 or Equation 12.14-10. • It is the responsibility of the user when inputting values for brittle reduction factors()nandudlle]different than those noted in ACI 318-08,Part D.3.3.6 to determine if they are consistent with the design provisions of ACI 318-08,ASCE 7 and the governing building code. Selection of gnonduaille=1.0 as a means of satisfying ACI 318-08,Part D.3.3.5 assumes the user has designed the attachment that the anchor is connecting to undergo ductile yielding at a force level<=the design strengths calculated per ACI 318-08,Part 0.3.3.3. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003.2009 Hilt!AG,FL-9494 Schaan HMI Is a registered Trademark of Htiti AG,Schaan www.hilti.us Profis Anchor 2.4.8 Company: Page: 6 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: Date: 9/2/2015 E-Mail: Fastening meets the design criteria! I I I 1 1 1 1 N 1 1 ' Input data and results must be checked for agreement with the existing conditions end for plausibility! PROFIS Anchor(c)2003-2009 Hilli AG,FL-9494 Schwan Hilt la a registered Trademark of Hilt!AG,Schwan I • -110I1161 r 1 O www.hiiti.us Prof is Anchor 2.4.8 Company: Page: 7 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: i Date: 9/2/2015 E-Mail: 7 Installation data Anchor plate,steel:- Anchor type and diameter Kwik Bolt TZ-CS 318(2) Profile:no profile;0.000 x 0.000 x 0.000 In. Installation torque:300.000 In.lb Hole diameter in the fixture:df=0.438 in. Hole diameter in the base material:0.375 in. Plate thickness(Input):0.375 in. Hole depth in the base material:2.625 in. Recommended plate thickness:not calculated Minimum thickness of the base material:4.000 in. Cleaning:Manual cleaning of the drilled hole according to instructions for use is required. A 1.500 1.500 0 0 v 0 2 • 0 0 0 0 • 1►x of C1 • 0 • • 1.500 1.500 i • Coordinates Anchor in. Anchor x y c-x c,X c_y c,y 1 0.000 -2.000 3,000 12,000 - - 2 0.000 2.000 3.000 12.000 - - Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilt AG,FL-9494 Schaan FR is a registered Trademark of HO!!AG,Schuss boll IProfwww MMus is Anchor 2.4.8 Company: Page: 8 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 9/2/2015 E-Mail: 8 Remarks;Your Cooperation Duties ' Any and all Information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hitti's technical directions and operating,mounting and assembly instructions,etc„that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be ' put in by you.Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to Interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,If applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. 1 1 1 1 1 1 1 i 1 1 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schwan HIItI Is a registered Trademark of Hilti AG,Schaan 1 I 23 m tA 2 m SIEMENS 05 CATALOG NO. 3F3Y112FTP1 SERIAL NO. SERIES H ir\tH2 112.5 kVA 60 Hz 3 PHASE xo 141 5.1 % IMP AT 135 `C Xl 0 • X3 8 > 115 'C RISE `C AVG. AMBIENT H3 ' 220 'C TEMP CLASS 'C MAX. AMBIENT VOLTS CONNECT 6 131 PRIMARY ( HI H2 H3 ) 480V V 504 1 c SECONDARY(X0 X1 X2 X3 ) 208Y/120V V V. 6 492 2 3 X WINDING MATERIAL AL 468 4 tri z ENCLOSURE TYPE NEMA-3R WEIGHT 800 LBS 456 5 os 444 6 ENERGY EFFICENCY NEMA IP 1-2002 432 7 oSPACINGS BETWEEN ENCLOSURE AND ANY ADJACENT TYPE K 33 - WALL SHALL BE A MINIMUM OF 6 INCHES VERIFIED O m.9csA' kr IIIK TYPE 1�L�TRANSFORM e® tR 3902 licaNIL E112 13 SUITABLE FOR INDOOR OR OUTDOOR LOCATIONS VERIFIE' Tt_::- . :,..: , v BEFORE HANDLING, INSTALLING AND OPERATING, SEE INSTRUCTION MANUAL LNEMAA Class ANN Dry Type Transformer Siemens Energy & Automation, Inc Atlanta, GA U.SAIA z J w0 -1 13 z o N 0.2 root 2000,01/03 11:50 lb° I• ' ____IIIII-_-._nil __. IMO_._.__..IIIIIIO r MINIINNMil ASO M I 1 �, IFRONT VIEW SIDE VIEW 32:00' - 60— a- __2'5 - ,____A\ MEE / \12.00 I (°) .00 x 3.00 24.00 I 41.00 TYPICAL PER SIDE { • 2.56-4- - I _i _.. 60 a..._ ... • •ea 1\. 0- 23.50 --I 1 1.•--- 23.50 ---.-1 0.56 DIA, (4) I Ail Dimensigns in inghes ENCLOSURE COLOR :ANSI 61 GREY -- OUTDOOR E I i H.V.1. TERMINAL DETAIL L.V.1, TERMINAL DETAIL 11:1 (2 1,05} 0 C' L 0.44 DIA. I SUITABLE FOR 250MCM_6 Cu/AL (11) CONDUCTORS "�"� 1 CONDUCTOR PER PHASE 1.00 (25) _ IMATERIAL: 1/4" (6) THICK AL. E I CUSTOMER NOTES: — HV1 TERMINATED AT TOP FRONT — LA TERMINATED AT COIL FACE I I I Ig 111w a REVISION DATE BY DATE 6Y CUSTOMER DRAWN 03/09/09 VO SIEMENS I CHEK'D VERIF'0 ORDER NO. DWG. NO. 3F3Y112FTP1 SH2 OF2 I III 40I ° 111 General information (Section 1 of 1} Main Lugs Only Setvia°Voltage: 208Y/120V 3Ph 4W Enclosure: Typo 1 • 225A Bus Rating&Type: 225AAtuminum Neutral Rating:225A ! I Ground Bar! SW,Bolted Aluminum,Ai or Cu cable i 1 0A0102a 0A01020 - 2 S.C.Rating: 10kA.F.Q.Pully Rated 3 _..._.BA81020 0AR1020 1 5 BAB1020 BA(11920, . a Main Device'Type: Main Lugs Only-Top Gable Entry . Main Terminals: Mechanical-(1)iY8-300 kcmii(Cc/Al) 7 QSGF1020� BABi020 . a i Neutral Tertntnels: Mechanical-(1) 0300 kcmil(Cu/AI) � s Q8oF3020 BABitS20 +� Bax Catalog No.: EZB2080R I I QBQF1020 ; aAB2020 121 Mm: EZ Trim,Door to t700r,Concealed i-lardware(EZT2060S) 111 ie BAPta20 ! 14 to L OAB1.20 i BAB2020 to Surface Mounted 17 r BAB102O 1 14 1 1e BABioil , BA91020 RC Box Dimensions: 00.00"11624.Omm1H x20.00.'1508.0mm]W a 5.75"j1dill mm)n Mln.Gutter Size: Top=5.5"1139.7mm)Bottom=6.6"(189.7mm) 23 PAB1020 8AB1020 2t 1020 21 • RABAB1020 x Left-6,0"1152.4mm]Right=6.0"[162.4mm) as eAB2020 ! PABaa2a or Panel I1�Nameplate: (1)LA ', 27 '.'_- Typo: Plastic,adltasivs backed 2206Y1120V 3Ph 4W 1 ae BAB1020 ; 13P6211020 ac Color: White with Black Letters (3) 3r 0H1O20 . a A52020 BA 3t.st. _ `BABi020_ a Ul- l 111, as . an0FI020; BAB1020 3E 37 . COGP1020; BA01020 at Trim Look:Standard Look&Key(keyed WEM2) so 0AB1020 BABso2o11 4c Circuit rireololy:Plastic Sleeve with Card 44 _ PAs-92o ; at 43 Maitre., 45 aa BAB1020 : BAB3020-L ae ± 47 BAB1020 At 49 BAB1020 - or at 0A51020 PAB1020 a: I sa _.....13A0102o_ ilAa1020 s^ , Blank Cover 12 inches E. DeVlce Modifications: gef# Description Branch Devices III Qty Poles Trip Frame Amps kAIC 2 3 20 BAB 100 10 1 I 4 2 20 BAB 100 10 '' 5 1 20 QS OF 100 10 II S5 1 20 BAB 100 10 • I I I 1/1 I Notes; 11w information on tilts document is PREPARen BY DATE created By Eaton Corporation,It IS VANESSA SOLORIO 4/0/2015]ratan • disclosed In confidence and 11 le aniyfo he used for the purpose in witch It IS APPROVEo BY DATE 302114/1143 24 Hour Fitness Woodland Hills supplied. ooCONATION LA . vessiou TYPO onNAINOWAS 1,00.5 PFiLia Customer Approval Nt:LtArNaltl€r Revisit* ^�OW00120 0.0. OEM enIET B11103sex2x6 4402 0 A lad I MI IProject Job No. _�.. Client Location I I15+5 A B H T C- ��fr I Designed by Date r�. Page ad of ■■ `1'I STRUCTURAL ENGINEERS { sheet description I Sici r I wr6 /from 0 AV-I r •ipt , ,, , 41 8i Ico- 44.,, a 3.., C,) CSL e.„. —,, ...., I `. 1 i dk__5§ ___],, ,1 I ii I I 1 le-----y.-. .1. i i 2 S 1")S 1.a Z'S k 81,2. 2. 1(:) .4-11 q X 10 p* :if 2 n vc- 1 f P 0 4 1 , 3.� , rs :--//1-5k I MNI 4 KI O vp Z avL.- . I • • . NO (431) ' COMPANY PROJECT I Wood Works® �. ;.. = ..� .: �. ... .. ... :..$GF&hVARP.WGdCF[f.Y1GW:'.. i Sep.3,2015 09:56 81 at RTU1.wwb Design Check Calculation Sheet Sizer 6.2 LOADS (lbs,psf,or plf) II Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Full UDL 151.0 No Load2 Snow Full UDL 100.0 No II MAXIMUM REACTIONS (lbs)and BEARING LENGTHS(in) : p'' §. �F7�'� z r�sr.... j 3 10-1`arc' n.'-''' s r 1+4 q 4.r a.+�r»- `r'r.2 0,...5^�S.t.' 'x +'�s. 5 1 i'- � {. tl`s.t+ "€� a;,},t s y'+3 ,,.}- i.".`i k.e s,'ry s kt.".� '1..�'"'"t`E t-1 t'Ilr{''`..r .17Att ril r.7.0 " '+� �3� vs��``��r,. '3.. t-ti,J + },,1�t �I�"�``uF3� fsr .a'�r-r v_. li r+y�'i1 4r +( e,r S.£}' ,:1 f 1.,.. cls,} - ry �'-~c +-yam: , .} .r w. .1.-t j,,,l,p,, 32 t 3' - c �^n g .?,e c ( -c v+ •s E''rt '}, + i r s s n 'x4 %r}y r 7. S , '147€r r e''a l t S' >4, .: v� -u+"#a.*Ii--, k` a4 a,c j;r%t e ..1°K 4A1 ^'° �.,I". a4 E }d irk' T.�" c s .fie="' r'M' ' 1 + �I-,Ir*` 'd , r `' [, rj r ., ,- S r n"r,e' ^+ :' P i Aum l ,. A - 3 3 a Efi' ,� .a t;; 3}° 61 't. �'�..,.. z -+- ,P. ,.� -yu t i tj Ty vr•'`'�ir9, (�, ,.: I e'' t,-ri z��,i., :t7i ya r' I ys t. c •:--: -: "'1�-Vhli �f::E.. ^s l x£ �yds ti's :vi!„ r -a''^4 ,a•a.(3 a'x+a-�., �,F .��.Nx„�. ,..,-,.m,.,., r�.- �,.c � ��aro.,15.��t_ i �-, �^,,,a�..�+�'�:�k:=� '},., � �....w.a?.;.ui:3o� '- I p' 5'-6'1 1 Dead 436 436 f Live 275 275 Total 711 711 Bearing: 1 Load Comb #2 42 Length 1.00 1.00 t Lumber-soft, D.Fir-L, No.2,4x10" Self-weight of 7.69 plf included in loads; ( Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress(psi)and Deflection (in)using NDS 2001 : 11 Criterion Analysis Value Design Value Analysis/Design Shear fv = 24 Fv' - 207 fv/Fv' = 0.11 Bending(+) fb = 235 Fb' = 1229 fb/Fb' = 0.19 Live Defl'n 0.01 = <L/999 0.18 = L/360 0.03 I Total Defl'n 0.01 = <L/999 0.28 = L/240 0.05 ADDITIONAL DATA: 1111 FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCI Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 0.989 1.200 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Shear : LC #2 = D+S, V = 711, V design = 512 lbs Bending(+): LC #2 = D+S, M = 978 lbs-ft Deflection: LC #2 = D+S EI= 369e06 lb-int Total Deflection - 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: 1.Please verify that the 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, { II I 0 COMPANY PROJECT I Il i i Wood Works I Sep.3,2015 09:58 B2 at RTU1.wwb IDesign Check Calculation Sheet Sizer 6.2 LOADS (lbs,psf,or plf) : I Load Type Distribution Magnitude Location [ft] Pat- Start End Start End tern Loadl Dead Point 436 3.50 No Load2 Snow Point 275 3.50 No IMAXIMUM REACTIONS (lbs)and BEARING LENGTHS(in) : rfi� � i ... il1 : E 7 i Iz tmu y 0WAI :aIM .+.�4 iW4 7� 4f ft-s,74-4. r� f st! omi- ril Miy ,4-T" A u7-. ±- yi:., ,:2 # a r 1,cil-ris at 0 0 :ri9 ' :o s , i # Ris tt4. 'i,^` L§' ': �. ^.zt�riw.i.,,- 'sr+v`ccF,3zn q;�.a,3. jAk,!: t^..i�.�..q�w'4,., .z,.'. 1El.i ' . :..7.fi�f:i 3:c �a;I 41.T �.fiY...,2 a..,.,... .:L•a�w..z`�''�.,,�'e0.o,..tsG...,, 10' 8 Dead • 276 A 222 Live 155 120 Total 431 342 I Bearing: Load Comb #2 #2 Length 1.001 1.00 ' Lumber-soft, D.Fir-L, No.2,4x10" Self-weight of 7.69 plf included in loads; Lateral support:top=at supports,bottom=at supports; I `. Analysts vs.Allowable Stress(psi)and Deflection(in)using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 20 Fv' = 207 fv/Fv' = 0.10 Bending(+) fb = 351 Fb' = 1222 fb/Fb' = 0.29 I Live Defl'n 0.01 = <L/999 0.27 = L/360 0.05 Total Defl'n 0.04 = <L/999 0.40 = L/240 0.09 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# I Fv' 180 1.15 1.00 1.00 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 0.984 1.200 1.00 1.00 1.00 1.00 2 Fcp' 625 1.00 1.00 1.00 1.00 E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 I Shear : LC #2 = D+S, V - 431, V design = 425 lbs Bending(+) : LC #2 = D+S, M = 1460 lbs-ft Deflection: LC #2 = D+S EI= 369e06 1b-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live 5-snow W=wind I=impact C=construction CLd=concentrated) I (All LC's are listed in the Analysis output) Load combinations: ICC-IBC DESIGN NOTES: I 1.Please verify that the 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. I 1(