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14-1019 Acceptance of Under the Sun and Dreaming by CJ RenchCITY OF MERIDIAN BY THE CITY COUNCIL: RESOLUTION NO. 14-1019 BIRD, BORTON, CAVENER, MILAM, ROUNTREE, ZAREMBA A RESOLUTION OF THE MAYOR AND THE CITY COUNCIL OF THE CITY OF MERIDIAN SIGNIFYING FINAL ACCEPTANCE OF "UNDER THE SUN AND DREAMING" FROM C.J. RENCH FOR CJRDESIGN, AND PROVIDING AN EFFECTIVE DATE. WHEREAS, with financial support from the City of Meridian and numerous donors, including major financial support in the form of a Public Art and Cultural Facilities Grant from the Idaho Commission on the Arts, and the leadership of the Meridian Arts Commission, C.J. Rench, for CJRDesign ("Artist") created, and installed at the triangular parcel of land at the intersection of Ada and Main Streets in Meridian, Idaho, a public art piece for the City and people of Meridian: a metal sculpture entitled "Under the Sun and Dreaming"; . WHEREAS, this art piece has been inspected and accepted by City, and the fabrication and installation of "Under the Sun and Dreaming" has been found to be compliant with the blueprints attached hereto as Exhibit A and structural design calculations attached hereto as Exhibit B; WHEREAS, pursuant to the Professional Services Agreement for Fabrication and Installation of Meridian Split Corridor Phase 2 Public Art Project, executed by the Parties on November 12, 2013 ("November 12, 2013 Agreement"), Artist submitted a Maintenance Plan for the artwork, attached hereto as Exhibit C; and executed an Acceptance Agreement contemporaneously herewith; WHEREAS, by these actions and submissions Artist did timely execute Final Completion as that term is defined by the November 12, 2013 Agreement, and "Under the Sun and Dreaming" was installed and dedicated to the people of the City of Meridian on or about September 10, 2014; NOW THEREFORE, BE IT RESOLVED BY THE MAYOR AND CITY COUNCIL OF THE CITY OF MERIDIAN CITY, IDAHO: Section 1. That the City of Meridian hereby accepts the delivery of "Under the Sun and Dreaming" as designed, created, and installed by Artist, and by this instrument the City conveys its Final Acceptance thereof, as that term is defined by the November 12, 2013 Agreement. Section 2. That this Resolution shall be in full force and effect immediately upon its adoption and approval. ADOPTED by by the City Council of the City of Meridian, Idaho, this 1 (9 day of September, 2014 APPROVED by the Mayor of the City of Meridian, Idaho, this day of September, 2014. APPROVED: ATTEST: -L,z , Jaycee man EXHIBIT A BLUEPRINTS i I I � O z Aq n C q Q y C q I I i - R - N a ea e Peii 0 ex 7; cN 5 :N ryq ^ -1 l4 A III s! fill w c � [sF'R S� � � S R y @ £51 R Ta• Ag A 3 e119A 1® a�$ gg A a o �.Oa AIR i '26 my S *§ C �FI R DS n4 qa z R A � 6 E 0 i C 1y;1£� ... 1 ®ALLSTRUCTURE ps yI`=99jPP__ rnnauu, GENERAL NOTES UTSAD STATUE Engineering LLC • : k DETAILS MERIDIAN, IDAHO If e:r:ew.s vl.rraa.marzu ient EXHIBIT B STRUCTURAL DESIGN CALCULATIONS �ALLSTRUCTURE E n g i n e e r i ng L LC 7140 SW Fir Loop, Ste. 231 • Tigard, OR 97223 v: 503.620.4314 • f: 503.620.4304 www.allmucture.com STRUCTURAL DOCUMENTS Project: Allstruc=e # 14131.00 UTSAD Public Sculpture Meridian, Idaho June 16, 2014 TABLE OF CONTENTS: Sheet No. PROJECT INFORMATION 1 DESIGN LOADING 2 - 7 MEMBER ANALYSIS 8-52 POST SUPPORT AND FOUNDATION 53-67 NOTES: Allstmcture Engineering LLC was retained in a limited capacity for this project and is responsible only for the items described in these documents. PROJECT INFORMATION: Name: New Sculpture for CJR Design Studio Location: Split Corridor Project Meridian, Idaho Code: 2012 International Building Code AJC %-1 V IV1IYnIY1 Lln1 DC31�,'il LU[LdJ fUl BU11d1ilpi MIU VUler ot1mtua GS Scope: The attached calculations are for a 20' x 11' tall light gage steel sculpture. The structure consists of shop fabricated structural components welded together with non-structural infill members. The structural members are identified by being shaded on the project plans. The foundation design is based on International Building Code presumed soil bearing values. Structure is a risk category I structure. Roof Snow: Wind: Seismic: Sds: Structure Risk Category: R: AL LS T R U C T U R E ! F n g i nee r i n g L LC 7140 SW Fir Loop, Suite 231 Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 25 psf 105 MPH, Exposure C Design Category C 0.31 I 1.25 U ; 5 A,-" L —BY DATE s Tv CHK BY_ DATE JOB NO 15 t'0 SHEET i OF Design Maps Summary Report ilm User -Specified Input Building Code Reference Document 2012 International Building Code ;which utilizes USGS hazard data available in 2008) Site Coordinates 43.607961N, 116.390231W Site Soil Classification Site Class D — "Stiff Soil" Risk Category I/II/III USGS-Provided Output Ss = 0.291 g Seas = 0.456 g Sos = 0.304 g Si= 0.102g S,„= 0.244g Sox= 0.163g C For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRF" building code reference document. R a -n e"mofr qn4tt` tsaTI e",k?i'A i'"4s�-nnon4fe'3ok!'ctrum Pori" T 4*4 E Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accu-acy of the data contained therein. This tool is not a substitute fortechnicai subject -matter kno'Vdedgc. `i c ci. =.�i iy d^•n , lNt3,, v� 0 SEISMIC ANALYSIS ASCE?-10 Non -Building Structure (Reference Chapter 15) Sds = Sd 1= R = 1.25 Is = 1.00 V= CSW Cs = Weight of Structure: Contingency Weight: V= 912.64 Vasd a ^.7V = T= 1.8 hn = 10 feet Ct = 0.28 x = 0.8 Sds or Sdi 0.25 or (R/Is) (T*(R/I)) 12 psf 20"x 1W= 2880 pounds pounds Total Weight: 3680 pounds 0.07 ALLSTRUCTURE BY DATE ® E n g i n e e r i n g L L C CHK BY- DATE ,'140 SW Fir Loop, Suite 231 - ioa No Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET 3 or S CA i. Com— vvtF-kS5 C'—<'9s..a.Ft"-.y A L L S T R U C T U R E BY DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 _ 106NO Tigard, Oregon 97223 v:503.620.4314 • f: 503.620.4304 SHEET d OF WIND LOADING ASCE7-10 DESIGN WIND LOADS ON OTHER STRUCTURES DESIGN WIND SPEED: EXPOSURE: C VELOCITY PRESSURE qz = 0.00256*Kz*Kzt*Kd*I*V2 (psf) Kz = 17,85; (TABLE 6-3) Kzt = 1 8a (NO TOPOGRAPHIC EFFECT) Kd = Udt) t I /AbLC b-4) qz = 20.39 psf DESIGN WIND LOAD ON OTHE STRUCTURES (Reference 29.4 Design Freestanding Walls and Solid Signs) F = qz*G*Cf Af (pounds) G = Q:$- (rigid structures) FREE STANDING WALL OR SOLID SIGN S = $: FT B/s = B = 20 FT s/h = h = 15 FT Cf = 1.64 CASES A & B Cf = 2.25 CASE C Cf = 2.25 Controls F = 39DOF, psf (strength level design) Fasn= .23.40 psf (allowable stress design) 2.35 0.57 MALLSTRUCTURE IMGROI' 1%,q By DATE 1 _ F n g i n e e r i n g LLC CHK BY DATE 7140 SW Fir Loop, Suite 231 JOB No I Ll 1'3! . e1:? Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEE7 5 or r. AL LST RU CTU RE E n g i n e e r i n g L L C 7140 SW Fir Loop, Suite 231 Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 3Y DATE CHK BY DATE JOB NO n SHEET OF face: 4.37 PSF 12 GAGE skin: 4.37 PSF 12 GAGE FACE SKIN TOTAL FACE AREA SKIN PERIMETER SKIN WIDTH SKIN AREA WEIGHT WEIGHT WEIGHT 1 17.8 48.5 24 97 155.6 423.9 579.5 POUNDS 2 0.68 3.25 18 4.875 5.9 21.3 27.2 POUNDS 3 1.0 1.0 J 10 dV 1 0C G.VJ 1G L 1V.V 11 C dG.J 101 pn,U&.'C LJ.l rV IY VJ 4 1.95 12 18 18 17.0 78.7 95.7 POUNDS 5 1.64 8.75 18 13.125 14.3 57.4 71.7 POUNDS 6 1.17 9 18 13.5 10.2 59.0 69.2 POUNDS 7 2.4 14.75 18 22.125 21.0 96.7 117.7 POUNDS 8 10.45 35.1 18 52.65 91.3 230.1 321.4 POUNDS 9 1.65 9.5 18 14.25 14.4 62.3 76.7 POUNDS 10 2.3 10.5 18 15.75 20.1 68.8 88.9 POUNDS 11 2.85 15.5 18 23.25 24.9 101.6 126.5 POUNDS 12 2.8 19 18 28.5 24.5 124.5 149.0 POUNDS 13 0.95 5.75 18 8.625 8.3 37.7 46.0 POUNDS 14 1.2 7.58 18 11.37 10.5 49.7 60.2 POUNDS 15 2.1 10.75 18 16.125 18.4 70.5 88.8 POUNDS 16 2.5 9 18 13.5 21.9 59.0 80.8 POUNDS 17 0.35 1.83 18 2.745 3.1 12.0 15.1 POUNDS 18 3.65 16.25 18 24.375 31.9 106.5 138.4 POUNDS 19 0.93 8.5 18 12.75 8.1 55.7 63.8 POUNDS 20 0.6 5.25 18 7.875 5.2 34.4 39.7 POUNDS 21 4.6 10 18 15 40.2 65.6 105.8 POUNDS 22 0.49 4 18 6 4.3 26.2 30.5 POUNDS 23 0.88 4.5 18 6.75 7.7 29.5 37.2 POUNDS 24 2.7 11.5 18 17.25 23.6 75.4 99.0 POUNDS 25 1.21 9.5 18 14.25 10.6 62.3 72.8 POUNDS 26 2630.7 AL LST RU CTU RE E n g i n e e r i n g L L C 7140 SW Fir Loop, Suite 231 Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 3Y DATE CHK BY DATE JOB NO n SHEET OF AL L S T R U C T U R E _ BY DATE_ E n g i n e e r i n g L L C CHK BY DATE 7140 SW Fir Loop, Suite 231 Tigard, Oregon 07223 — OB NO v: 503.620.4314 • f: 503.620.4304 SHEET OF ELEVATION KEYNOTES 1. STRUCTURAL ELEMENT (SHADED, TYPICAL). CONSTRUCT FACE AND SKINS OF 14 GA. MATERIAL 2. NON—STRUCTURAL ELEMENT (UNSHADED, TYPICAL). CONSTRUCT FACE AND SKINS OF 16 GA. MATERIAL 3. WELD THIS PIECE ENDS CLOSED 4. FOOTING PER FOOTING PLAN, (2) LOCATIONS 5. P6—X—STRONG PIPE 6. MOUNTING PLATE, SEE DETAIL 7/S1. 7. FIELD CONNECTION WELD 8. KINETIC MOUNT 9. NON—STRUCTURAL FOOTING COVER 16GA MIN. A L L S T R U C T U R E Engineering LLC 7140 SW Fir Loop, Suite 231 I ISGI U, VIGsVII l/ GJ v: 503.620.4314 s f: 503.620.4304 BY .�._.__.__._. DATE CHK BY DATE JOB NO SHEET ` OF END LVIE ® A L L S T R U C T U R E Engineering LLC 7140 SW Fir Loop, Suite 231 TiSa..J ��ebv 07223 v: 503.620.4314 a f: 503.620.4304 BY DATE CHK BY DATE JOB NO _ SHEET io OF Al"- �` r 'Zc -t, r c 3 Z l'= -i= H�lLLSTRUCTUBY DATE RE - � H E n g i n e e r i n g L L C CHK BY DATE 7140 SW Fir I nop, Smite 231 JOB NO Tigard, Oregon 97223 -- ----- v: 503.620.4314 • f: 503.620.4304 SHEET 0 OF M Solution SK -1 June 13, 2014 at 4:48 PM members and nodes I meridian model.r3d 112, Fl 4 Company June 13, 2014 0 11 e -I Job Number Desnerumber Checked By: T E C H W 0 L 0 u{ e• Model Name Joint Loads and Enforced Displacements Joint Label L,D.M Direction Magnituder(k.k-ft), (in red), (k *SA 211fl, *^ *f I No Data to Print ... Basic Load Cases Load Combinations n,rmfmn Rni Pn RR RI r. Fnr.tnr RI r. Fnr-tnr RI C Fartnr RI C Factor RLC Factor BLC Factor BLC Factor BLC Factor Envelope Joint Reactions �irf Y rki 1 rl. Y rk-i I (1. 7 rki I C MX rk-ftl I C MY fk-ftj LC MZ rk-ftl LC 1 N234 max .806 ma 1 1.609 1 .31 2F —�L32 3 1.222 2 1 22:2-121 IAMIIMRDWMI.� 1 -,004 - min 26e -3 -3 MIN 2 .1 112 .199 2 i I i 3 N24 �maxi 0 1 0 1 0 1 0 1! 0 1 0 1 max 2 0 1 2 166 2 9.849e-3 2 11.338e-4 3 5 919e-5 1 5 N22 max 232 j 2 1.994 1 .418 3 1 1.185 3 1 .071 3 .8251 1 1,386e 4 3 6 64e-5 2 WIN- n 15611 A.&O AM --- 4 Le -5' 7 N max 0 2 -.003 0 1 0 1 1.054e-2 1 1 0 i 1 0 1 � I 16, 0 H d AM XI 0 1 "T max' -001 2 007 2 .162 2 1. 146e-2 2 max m 3 03 1 .73 3 min - 002 . I -.012 J-- 3 13 N7 am FIRF-Iff -Nol— 2 1.219e-2 2 1.236e-4 3 ,i,,f 'd F02 1 2"i 1 r. Y rinI i r 7 Pin I 1 r X Rotation _. LC Y Rotation .. � LC Z Rotation r... LC RISA -3D Version 12.0.0 [S:\...\2014114131.00 Meridian Statue\03 Calculations\meridian model.r3d] Page 1 k,- -6 -- _7 �02 2 F .19-5 2 11.014e-2 2F —�L32 2 1 22:2-121 IAMIIMRDWMI.� 1 -,004 26e -3 -3 2.7.E 3 N2imax -.002 2 002 1 2 1 .199 2 1.007e-2 2 11.322e-41 3 1 1.12P-4 1 --"i -- 00 j -3' i 2 6.728e, 5 1 5 N3 max 2 0 1 2 166 2 9.849e-3 2 11.338e-4 3 5 919e-5 1 awill M ILI 016, -400 1 Mli 3 j 2 7 N4 max -.001 2 0 2 11 .122 1 2 1 9.466e-3 2 1,386e 4 3 6 64e-5 2 n A.&O AM --- 4 Le -5' 9 N5 i max -.001 2 -.003 2 .136 2 1.054e-2 2 1.466e-4 0- 1,Je-4 Z 11 N6 max' -001 2 007 2 .162 2 1. 146e-2 2 1.436e-4 3 1-2.672e-4 2 min - 002 . I -.012 J-- 3 13 N7 max 1 0 1 1 -.011 2 .248 2 1.219e-2 2 1.236e-4 3 -2.096e-4 2 min 2 !N w 14M 15 N8 max .004 1 -.012 2 .416 2 1.269e-2 2 7.723e-5 3 -1.218e-4 2 MIN V max .005 14 2 2 6.232e-5 3 -6.995e-5 2 F7 4, 4 max .4 �09 2 1.301e-2 1_21.585e-5 1 1-1 O!W -R 399p 4 3 'LT RISA -3D Version 12.0.0 [S:\...\2014114131.00 Meridian Statue\03 Calculations\meridian model.r3d] Page 1 k,- Company June 13, 2014 W- f Designer Job Number Checked By: T E C H N 0 L�G u I E S Model Name Envelope Jolnt ®isplacenaents (Continued) v ri.i I r V r1_1 I! 7 rinl I c Y PM.finn I ('. V PM.finn I r 7 PM.tinn r I (' 21 N11 max 0 2 -.011 2 1 .466 2 1.312e-2 2 3.898e-5 2 4.208e-4 1 22 SX I 3 , -6.7%941� 5 23 N12 max -.002 2 -.008 2 .517 2 M9 2 1 1.2,48e-5 2 4.529e-4 11, 24 9 M11 11,13 ox 5X 1 8x, 10 Can't ... M D:-702 51 -1 -5 vim �A, 25 N13 max 0 1 -.004 2 .419 2 1.285e-2 2 1 6.72e-5 2 3.915e-4 1 26 ml 19 M21A ox5X18X.I0 -Can't... t5X1 OQ ............ UX %UX, W 21 M23A Box 5X1 8X. 10 -Can't... 27 N14 max .004 1 -.002 2 .284 2 1.248e-2 2 1 2.29e-4 2 2.62e4 1 !L 28, MIR& 1 29 N15 maxi 0 2 .173 2 1.186e- 2 14.805e4 2 2.423e-5 1 30 is XON, .--- -, � � -M 110-71! a 0 M; 2 w I'm " W, -a; t� 1. 4 7444W,,'!�-VIARA- ft 31 N16 max .005 1 1 0 2 .129 1.086e-2 2 16.053e-4 2-2.206e-4 2 !min .0030 2' NOW- -2 3 j;-61VIe-4 33 N17 max .007 1 -.005 2 .145 2 1.156e-2 2 6.326e-4 2 -4.809e-4 2 34 mi 3 3 �-5.433e-4 WO INOW 35 35 N18 max .013 1 -.013 2 .207 z3aj_i!35Be-4 .199e-2 2 17.383 -4 2 -6.565e4 2 4N36 6 37 max .016 1 -.022 2 .228 2 1.232e-2 �3 2 3 �-3 1 -1.562e-4 2 1-7.413e4 2 39 39 N20 min max .01 .017 1 ®R -.031 q- P. R, WIN - 2 1 .226 2 1.253e-2 3 2 17.415e-4 2 -7.735e-4 2 41 4� N21 max! .008 1 1 -.041 2 .136 2 -306e-4 1.26le-2 3 2 1 6.95e4 2 -7.79e4 2 min W6111: 2 1 -.068! t MUN s- 7 .4 3 40 �m 43 N22 max 0 1 o 2 0 2 0 2 0 2 0 2 -44 : min OP ou mm,,vw. -g . 45 N23 max 0 2 0 2 0 2 0 2 0 3 0 1 It Min 0 min 1719- 3 0 Off 47 N24 x max 0 1 0 1 0 1 0 1 0 0 1 min R N 417 N25 max, 0 i 1 0 1 0 1 0 1 0 1 0. 1 min 0 N --W� 1 r Ck-, 1 -W Mi, I C Dt rvi PmmrL,1 AAnmdnm AAroolnm Ch F,,, 1 M20 RPE 5(0- 1.049 0 s 2 .186 0 2 85.711 86.443 12.269 1 12.26 ? H1 -1h PE S' p4g R, ; 1 R W mom j q � �!Ij _w 9, 1� 12169 PON 2 2 f 5 N.. Hl-lbl 3 MS _v iBoA 5XI 8X.' Can't. SX I 5 M7 Box 5X18X104- Can't ... 'T T 7, rT ZIP` 7 M9 Box 5X18X104- Can't ... mlm ox 5��XI Ocan 9 M11 11,13 ox 5X 1 8x, 10 Can't ... fr- a n VE�51,21R, 11 M 13 Box 5X18X'_ vim �A, pa mg- - 13 h 70 15 M 17Box 5X 1 8K 104- Can't... OX g7 17 M19 Box 8X. 10 -Can't... M RE ='.!1`::1.4 19 M21A ox5X18X.I0 -Can't... t5X1 OQ ............ UX %UX, W 21 M23A Box 5X1 8X. 10 -Can't... Q -7 71, .10 _77 - - ETTER, ISA-31D Version 12.0.0 [SA..A2014\14131.00 Meridian Statue\03 Calculations\meridian model.r3d] Page 2 �.. Company "d x.4F�e: Designer Job Number T e c x w o i o c i e s Model Name Te Member, June 13, 2014 Checked By:_ Memher Sac Axialrkl 12 v Shearrkl LC z Shenrrkl LC Torouelk._ LC v -v Mom._ LC z -z Momentfk-ftl LC 1 M20 1 Imaxl 1.609 1 1 -.484 1 2 i .312 3 1 1.222 2 1 12.797 2 -.413 2 ®Egg_ 1 _.., -1893 2 3 2 max 1.609 1 -.48 2 .312 3 1 1.222 2 11.85 2 -.172 2 - - -alt . _ 1 " 1 893:.2 ... -.154 -' 5 3 max 1.609 1 -.475 2 .312 3 1.222 2 10.904 2 .111 1 L: _::: 3:.2..=:154 ... k t:- -INI 7 4 max 1.609 1 -.471 2 .312 3 1.222 12 9.957 2 .505 1 im -1154 '. .: ..�� ! I , - p 1 5 may 1.609 1 -.467 9,8Q7 1 M '.{ :_NOW ffifilIMPA", IN IN= M _ 2 1 154 2 T16.11 11 1 M22 1 maxi 1.994 1 .387 1 .418 13 ! .071 3 2 1 .825 1 �IMWIM 733''1.1 = 13 2 max 1.994 1 .393 1 .418 3 .071 3 114.892 2 .646 1 Ml J2 _ 15 3 max 1.994 1 .399 1 .418 3 .071 3 113.673 .465 1 FM Rl- x.405 pyy.071 2 r• =: 17 4.. max 1.994) 1 1 .418 3Y 3 112.455 2 .281 1... �s s -� 21 {{r 2r - _ -- - 19 5 max 1.994 1 .412 '1 .418 3 .071 3 11.236 2 .094 1 21 M5 1 max 0 1 0 2 0 2 0 1 0 1 0 1 -0 x.001 a 23' 2 max 2 .05 2 .04 1 .2 2 .005 1 3 vilawmilim2w 22 25 3 max 0 2 .1 2 .08 1 .4 21 .02 1 .004 3 ...__ MR . :..,2< ...15 r1 .x045 ::.. 27 4 max 0 2 12 1 .6 2 1::. .009 3x 26. m :..,: - 0 1 .9 , 29 5 max 0 2 2 2 16 1 8 2 08 1 016 3 31 1 M6 li! Me 1 max 044 :026 1 iIl 2 2 153 1 741 v 2 08 $ 1 1 1 2 Oio 318 :31 3 2 33 2 max 056 1 254 2 195 1 955 2 27 1 3 35 ..::..f511rf.:a! 3 max .067 1 2 .236 1 1169 2 185 037 I a _..30! _ 37 4 max .r379 1 .361 2 277 1 1.384 2 254 052 3 min .t'7-48 { 2 .ar� 39 5 [max 091 1 414 2 1.598 2 334 1 061 - 3 -01 , .! mint 055 _ 2 067 3 `3181 -. moi. t?Is15Ia: ...._:= r._.__,,, {;. 41 M7 1 maxi 117j .415 2 309 1 1.539 2 334 1 ..--. 068 3 i . !! 1:._...:i ON, .:EE • ,li ,y�, i �: '{'��i 9: m 1`. 43 2 max i 33 -.... 47 2_ 351 1 1.761 2 42?6 1 088 3 wt w l- ! `� 1WHI 3 .21 ..hiit i{ii�, `, .2J Ilii . O i'to3lll:i __.._' 45 3 max 1 .149 1 1 .526 ! 2 1 .392 1 1.984 2 ! .53 1 .11 3 47 4 max .164 1 .582 2 .434 1 ' 2.206 2 .646 1 .135 3 I;rig _ M -,a ..M 49 1 5 max .18 1 .637 1 2 .475 1 2.429 2 .773 1 .163 3 !.. 50 f : ltL ,.... ': _._. &J mL._o- 51 M8 1 max ,727 1 .21 3 -.662 2 .208 3 1.669 1 .304 3 53 2 max .723 1 .202 3 -.638 y 2 .208 3 1.398 1 1! 252 3 55 1 3 max .719 1 1 .194 3 -.615 2 .208 3 1.137 1 .203 3 .. ..:.:.... �= ` ....:la..:1 w: 15 2". �3;:.: _:. _• .5 $29�. _ ._.. n ._� 682 _ 2 - 759,. ;.. _ •:: ... 2 RISA -31D Version 12.0.0 [S:\...\2014\14131.00 Meridian Statue\03 Calculations\meridian model.r3d] Page 1 Company June 13, 2014 7 • *` = y . Designer Job Number Checked By: U T e c x N o L o c I e s Model Name Envelope Member Section Forces (Continued) Mpmhpr Cpc Gvialfkl I C v Fhparrkl I C> ghpnrfkl I C Tnrnuprk I C v -v Mnm I C 7-7 Mnmp.ntrk-ftl I C 57 4 lmax .715 1 .186 3 -.591 2 .208 3 .886 1 .155 3 "MUr 59 5 ',max .711 1 .178 3 -.567 2 .208 3 .645 1 1 .11 3 60. ..: 61 M9 1 min max .427::.~2 _802 j 1 ':1.05 1 .178 .2_ 3 ®., -.522 .,® 2 . ; .196 3 .645 2. 1 -i:� .13 3 62 mini .481 ':2 i -1`051 2- -.87 " 1 _ . 63 -- 2 max .794 1 .17 3 -.499 2 .196 3 .431 1 .086 3 2 [ =1.001 2 831 1 - _ ' • , f „ 65 1 3 max .786 1 .162 3 -.475 2 .196 3 .227 1 .045 3 1 MTE FEE--__ 67 : 4 .:-... max ' 1 ,778 2:. 1 g�1: p.�_ I, .1543 j -70') -.452 2 �,y .196 -'!t 1f_ . 3 .033 1 _ " .005 HAIR 3 2' '-.901 '.; -'753 1 4 2 ], - 1 69 5 Imax •77 1 .146 3 -.428 2 .196 3 091 2 .208 2 _ Q ._:851 ::2 71 1 2 . _4 :1 71 M10 1 max 982 1 .146 3 -.222 2 .194 3 091 2 .044 3 51;r _:. _.._. , ®® 73 2 max •957 1 .137 3 -.2 2 .194 3 -.151 2 .004 3 th-� : 2 i' :333:: 1 -41 2 r = , ,... m: 75 3 max .932 1 .128 1 3 -.177 2 .194 3 -.204 2 0 1 „HUMOR', 2 295 ;1 3.871 - - - - 77 4 max .907 1 1 .119 3 .155 2 .194 3 -.251 2 0 1 79 5 max .882 1 1 .11 2" 3 -.258 -.132 .'1 2 4'' .194 3 -.291 2r 0 1 81 M11 1 max ,905 2 i__€ -Z3 1 .11 211 3 -.2'' .083 1 .216 3 -.291 2 0 1 ® : 2 ' =:632: .2': '.05 :. 2 -2 -1,10011101101 83 2 ,max .859 1 .098 3 .118 1 1 .216 3 -.269_- 2 0 1 ...4 i i _ 85 _ 3 ml ' 'max . •'559 .812 1 .086 2 "' 13 :071 .154 .2 1 -- _PH;v 1 .216 3 -.239 2 0 t 1: 4 max .765 1 .074 2''1 3 1 .09287 .189 216 3 -.201 2 0 1 .5 V77, 2 2'`;I. ..: -2.119 2_� -336 i '' 89 :Ta�x1 .062 3 .224 1 1 .216 3 1 -.156''20 1 _ 1 i 1.826;; 2 -6 1 I " : , 91 M 12 1 maxi 731 1 .062 3 -.107 2 ' .104 A56 1 2 02 2 _ 92 1 i'=, 194 2 ;` ma mIn . 459119: ; i 1 �2g 2 .054 3 084 2 10^ - - M ..912r 2 1 81 30'i .� 'i L46 r t 26i 3 3 95 97 13 !:,-min 1 4 max Imax 7 42 .685 1 .046 12" ": _.: ' 1 .037 3 :,` 3 -.061 2 .104 .. !Ln..1 _ -.038 2 .104 3-j 2 3 199 333 -.212 2 1 112 .167 274 .22 1 2 3 2 m1 ®u '•:z ..., 2 . .e 1 285. 3:- ] 99 5 1011 M13 1 103 L m=x 669 max 301 max 53b 1 1 .029 3 015 2 104J I 6 111 .029 3 359 2 0 A=11 M IN 017 3 333 2 U 219 2 € 1 1 219 2 1 5 1 1 342 2 26 _ .294 -33 1.255 233 ' Ltb 2 1 2 i L X04 _._ c min 2fl2 '. f -5 1' 2 105 3 maxi 372 02 1 2 307 2 .168 2 .455 2 1.291 2 <: min 223 1 2e ! 1 'r .512.::wII ., € ff 107 4 max .407 1 ' .09 2 -.281 j' 2 .45 2 -.559 2 1.272 2 244_! 2 1 3 -,468 J1 i ,'_: "® 1 MEMO, -37 - I_ = 109 5 max .443 1 .16 2 -.255 2 .731 2 -.653 2 ! 1.228 2 1111 M14 1 max .424 1 .154 2 ! 424 .443 ME 1 .241 3 -.653 2 .731 2 fl � _ _ F w.381 t _ __ 3 266 2t... 113 2 max 1 225 2 1 478 ' 1 241 3 1 -.556 2 664 2 RISA -3D Version 12.0.0 [SA ... \2014\14131,00 Meridian Statue103 Calc lationslmeridian model.r3d] Page 2 Company June 13, 2014 .9 A. PF Designer Ail Ile., o. Job Number Checked By:. T E C H N D L 0 0 1¢ S Model Name Envelope Member Section Forces (Continued) Mpmhp.r Sp.r. AAAW I (` v.qhp.nrrkl I (' 7 qhp.nrfkl I r Tnrnijprk LC v -v Mom. LC z -z Momentfk-ftl LC €€ t€EI SO @I' 115 3 max .337 1 2- .51 1 .241 3 -.45 2 .572 2 3w an MR U.295- 117 4 max .294 1 .365 2 .549 1 .241 3 -.338 2 .456 2 12m"M MEEK W 91 12 2 Ea.. -T - 119m 5 max .25 1 .436 2 .585 1 .241 3 -.217 2 .314 2 Emma .15'11�2`� go ER 1 max .487 11 .437 2 .41 1 .147 3 -.217 2 .326 1 2 kl2193 �lM N A h=11112 im 142101 MIN 11 2NOMM 1 �36212 - I'll !29 N R max .469 1 .489 2 1 AAA I I I 9A 9 9 90A m 125 3 max .452 1 .542 2 .486 1 .469 2 -�076 2 1 .069 1 2 '47 MAY 7TT7M� 127 4 max .435 1 .594 2 .524 1 .679 2 .007 1 0 1 Em -M 7110WIRMN14- 1� -ffilkook - 2z HE -. 166 All �H 97� 11 129 5 max .418 1 .646 2 .563 1 .889 2 .15 1 0 1 IN MORI IWIWWWM---w MWRM T, W �97 2 ff,W -.2440-21 � 131 M16 1 max .7 1 .653 2 .036 1 .377 2 .15 1 0 1 1331 2 ma .721 1 .712 2 .078 1 .612 2 .166 1 0 1 R W. 135 3 max .742 1 1 .771 2 .12 1 .848 2 .196 1 0 1 AS 137 4 max .762 1 .829 2 .162 1 1.083 2 1 .237 1 0 1 i ------------- - 142 1110 139 5 max .783 1 1 .888 2 .204 1 1.318 2 .291 1 0 1 mama M 141 M17 1 max .805 1 1 .89 12 .081 1 1.034 2 .291 1 1 0 1 ,I777�.. 75,,W -T - 143 max .836 1 .956 2 124 1 1.298 2.325 1 0 .2 TIN MMOSUM wlll'!'Iqpli-w--�l, - -Z 239 �2 1451 3 max 866 1 1.022 2 .167 1 1.562 2 .374NW, 1 1 .021 3 4Z a,", min' RIN - 14.711 4 max .896 1 1 1"' " 2 .21 1 1.825 2 .436 .074 I - ---i - - - min 538 2 F 16a1 -w& Z C. ,10, i S $a Fj, -n- 91 i49 g rnax 11 1 1 253 1 1 2.089 2 .513 1 .1311- 3 aro r MIM .y27- !D*�' 1 �4 -A54 -1L2 1,5 �2' �2 t J NIRM14- 4 't, -15-1 Ivi'i 6 - ifflax, - - - .902 1 1 - -- � f.i54 r-, 12 .331 1 1 2.362 2 .513 1 .126 3 1152 9W 1153 imml �541 2t -�l 76 ' 3 11111 id"! Hffisww- 11 1 2 Imax 1 .926 1 216 1 �216 2 374 608 2 622 1 183 3 WR l 0 -154-- Qli im tni 2 1 �186 -155 3 max 951 1 1 1.277 2 .416 1:2.855 2 .745 1 .242 3 DOWN 15-RE. -M 11, j 11NO A -,Ej 3 b'5 f7: 4 max .976 1 1.339 � 2 .459 1 1 3.101 2 .88 1 3 41MA L -k ®,' 3 Mellmi 211x1 ER 3 52 En -'4 159 5 max 1.001 1 1.4 2 .501 1 1 3.348 2 1.029 1 .369 3 ,ro I ot/ 1 �'N, T 161 M19 11 max .755 1 1.396 2 .826 1 1 4.803 2 1 1.029 1 k .325 3 t3 3 6 17 2 163 2max.761 1 1.448 2 .867 1 5.009 1 1.248 1 1 .382 3 - -2 r 748 --7 7717 166 3 !max .768 1 1.499 2 .908 1 5.215 2 1.478 1 1 .441 3 W 72 MEMO M 0r. IMF W� 2 167 1 4 max .774 1 1.561 2 .948 1 5.421 2 1.718 1 .502 3 W" M [-jy�l SIR - IN 169 1.602 2 .989 21: 5.628 2 1.969 .566 3 gno- ;;T"L-24V 13 1 F2 A-71 9 RISA -3D Version 12.0.0 [SA -.\2014\14131.00 Meridian Statue\03 Calculations\nnerician model.r3dl Page 3- Company June 13.2014 174 Ir,F Designer UT : ,u .w:'i Job Number Checked By: T e C e w o L a c i e s Model Name Envelope Member Section Forces (Continued) Mpmhpr Spc Avinirkl I C v Rhzarrkl I C 7 Rhp.arrk] I C Tomuerk__ LC v -v Mom... LC z -z MomenBk-ftl LC 171 M_20A 1 max .224 1 1 .169 3 -.486 2 .022 3 2.0631 437 3 ryi i I d .,; - 1 173 2 max .213 1 .161 3 -.463 2 .022 3 1 1.862 1 .395 3 1751 3 max .203 1 .153 3- -.439 2 .022 3 1.672 1 - .356 3 177 4 min _; max .192 1 .145 3 = -.416 !3- , e 2 - 71'' .022 3 1. _ 1.491 1 .318 fir , 3 MWE 179 _ 5 min .11 Imax .181 1 I .137- 3 -.393 0 . 12 .022 2' 31 ` .89` 1.32 1 SM 1 .282 3 181 I M21A 1 1 Lenin Inca Imax .364 2 1 .137 3 -.344 11 Wo 2 MOM' 2 0 1 i .79 ..... 1.32 1 = .276 i 3- ' mif ' 218 _ 2 -1 _ 2 92 - - - 183 2 max! .34 1 .128 3 -322 2 0. 1 1 1.165 1 .239 3 185 3 n' . 04 max .316 11 -- ; 2 .119 13 ' -.2991 2 = 0 2 1 :669 1.02 2 1 .205. rl - - " 3 �i min i9 .= h,, 612 2 :: '„. _ _ .._...:i.=ir= 187 4 !max .292 1 .11 3 -.277 2 0 1 .886 1 1 .173 3 :min' 3!75 2 ` T .53: ( 2 ,: = '! 189 5 max, .269 1 101 3 -.254 2 0 1 .762 1 1 .143 3 191 M22A min .161 1 max .148 ' 2 1 6 .101 - 3 -.288 2 0 1 .762 1 1 .154 3 `: ' Hyl min .089 12 :::.'"-.6 9 2-: ===' ! .` I = .457 i 2 ! , 193 2 max .136 11.093 13 -.264 2 0 1 .645 1 .129 3 195124 ; .,,; min 682 .124 12 1 :, I .085 3 -.241 2 0 1 .537 1 ®. .107 3 197 ® = 4 rrin.=.074I Imax .112 1 .077 3 -.218 2 0 1 .44 1 1 .086 �3� 198.'.:-11 _.•:_ ! " min 067.' Z . = 2 2 26i` 199 5 'maxi 1 1 .068 3 -.195 2 0 1 .352 1 068 3 200 !. ;i: _. t iF> El6 2 426 2 ix ' ' _ 201 M23A 1 max .0_51 1 1 .068 3 -.201 2 0 1 .352 1 .07 3 203 " .._.. `11:i 2 . t59 •; : L _ .2 max.045 1 -=.42_ .06 2 3' _.... 6 -.178 2 0 1 .273 t 054 3 1 -:376 2' -296 120 K -x...164 2' -�3©5 2 5, 3 max .039 1 .052 3 54 2 0 1 .204 1 .04 3 206 . .; :. _ 3t1 . �`' �i' , s.: ._ 326 2 "f - 257 _ 1 kE(Y5 . _ � _ -.717 -' ' r RISA -3D Version 12.0.0 [S:\._\2014\14131.00 Meridian Statue\03 Calculations\meridian model.r3d] Page 4 :., Company June 13, 2014 AR Designer `1 Jab Number Checked B y. T e c x ry o L o a 4 e s Model Name I Envelope Member Section Stresses Mem r Sec Axial k... LCv Shea .. z Shea._LC -To ... LC LC z-Toorksil LC z-Botflksil LC '3 1 M20€ 1 max .395 1 -.212 12 1 .155 3 'i 1.366 1 -.819 2 30.579 2 2.151 3 23TI 2 1 . r . .. 3 ® . 73 2; ,9 3 2 max .395 1 -.21 2 155 31 542 1 325 2 28.371 2 1.789 3 -max 'RUW�124I ' n _. 9 e' 5 3 .395 1 - 208 2 155 3 -.164 2 .274 1 26.163 2 1.426 3 2 i x.34 2 .. 7 4 max 395 1 1- 206 2 155 3- 649 2 1.082 1 23.955 2 1.064 3 ® 9 5 max 404 1 -.204 2 155 3 -1.129 2 1,882 1 1 911.7A7 9 1 709 3 max .503 11 153 1 .21 3 -.666 2 1.111 1 36 843 2 2.704 3 2: 092:'; 2: 3::: m; ZW21 132 max .503 1 .156 1 .21 3 -.468 2 .781 1 33 999 2 2.255 3 153 max .503 1..159 1 .21 3 -.266 2 .443 1 I 31.156 2 1.806 3'2, 095';2 -1321; &4 6 :2 174 imax .503 1 .162 1 1 .21 3 -.06 2 .09_9 1 1 28.313 2 1.358 3 ?..0971 2 -1:329-: ?fig T _ _.:_:n' 19 5 max .503 1 .165 1 .21 3 .251 1 -.151 2 25.47 2 .909 3 HJU-.. ®2 -1 3291 2 _.. _ _i �m 2 _ 21 M5 1 max 0 1 1 0 1 0 1 0 1 0 1 0 1 0 1 23 2 max p 11 .015 2 .036 1 .003 12 0 3 .004 1 1 -.002 2 - LL? 2.0112` i 25 3 max 0 1 .03 2 .072 1 .011 2 .002 13 .016 1_ -01i 2 I -.005'.., 3 .�4 i1it:-. Fr ...: : =','i i°, .-,.s .2 ,1I 27 4 max 01 .044 2 .108 1 .025 2 .004 3 .036 1 1 -.022 2 __. .2TTMi9�4 29 5 max 0 1 .059 2'.144 1 .045 2 .007 3 .065 1 -.039 2 � u> �? ,r,Iaiir- - �. - 2 .00 _ - !•'• I 2- 31 M6j, 1 max 01 1 059 2 .139 1 I .142 2 .007 3 .065 1 1 -.039 2 -&- ME77- fl4 �•a:,-.IM. 4 4. 2,--.ao7,- i it 4�' 2 -065 1 _ 33 2 max .013 1 .075 2 .176 1, .169 2 .011 3 .103 1 -.062 2 ''FIIIL 0= 35 max 015 1 091 2 21a Ii 203 17 15 1 09 , v 32�.� ,rU �_ :tri! - 2 € ._..-4 _ 3/ I 4 max .018 1 .107 2 .25 1 .243 i 2 .023 3 .205 1' -.123 2 39 5 Imax 02 1 1232 287 1 289 2 031 3 27 1 162 2 :_ ; r°= I -,ihf `�' � .' j11 � �, „-R. i..a -=3 j �8�1,:2. . �6::._. ash �''•�ili f�..tu�.:-_®:. 41 M7_.. 1 !max 026 1 123 2 .279 1 1 347 2 03 .27 1 162 2 EAM-1 - min.'s 121It_ - :.67`2 1 347'2 T3 "]II"„__ IN'i'i .m 43 2 wax .03 1 .139- 2 .317 .402fiL 2.039 ' 3' .344 1 -.207 2 f� mml.._ `614'2. _.: " :" Q2 : 2 ; "II N� 45 3 max .033 1 .156 2 .354 1 .464 2 .049 131 .428 1 -.257 2 s"2 47 1 4'•.max; .037 1 .172 2 .391 1 .533 2 .06 13 .522 1 -.313 tii ,�4.i€_ Ttn .022"; _ F •"�i,i .-' m- d,.tt -, 31....I,:,it 49 5 max .04 1 .189 2 .429 1 .609 2 .072 3 .624 1 -.374 2 .?-::'.,, '� n.-.' . i•.' __. I _:. '. .:: ':_374':_.. _24:~44 != 51 M8 1 max .14 1 .061 3 -.586 2 .402 2 .108 3 1.277 1 -.766 2 ®" 53 2 max •139 1 .059 3 11 .564 2 .265 2 086 3 1.063 1 -.638 mm 2 iili,' ::. m. ,® ®... _ .i,ri:� .�_;........._ 55 3 max .138 1 .057 3 -.543 2 .135 2 .064 3' 856 1 -.514 2 min 083; 7 .34` - 04;' - Q64`r;3 4r, i4 h ] . x . 4 ®.m= RISA -3D Version 12.0.0 [S:\...\2014\14131.00 Meridian Statue\03 Calculations\meridian model.r3d] Page 5 tot Im 1 Company June 13, 2014 q,� r, $r - r, Designer nxya:^ /rte Job Number Checked By:� T e c x W a L o e{ s s Model Name Enveioae Member Section Stresses (Continued) Member Sec Axialfk... LC v Shea ... LC z Shea ... LC v-TOof... LC v-Botfk... LC z-ToofksilLC z-Botfksil LC 57 4 max .137 1 .054 3 . - .521 12 F 01 12 -.M 13 .658 1 -.395 2 mint.r�8 � :"' 2; '.8695; 59 1 5 'max .137 1 .052 3 -.5 121 0 11 .11 2WJ-.281281 2 08._.2. _34 2 =: 33' 1 -.11 i2 11:61 M9 1 max ,156 1 .052 3 -.464 2 .145 2 .033 13281 2 63 2 max .154 15 1 .05 3 -.443 2 .03 2 .014 1x.7381 3179 _,©14 3 2=65 3 max .153 1 .047 3 -.422 2 .004 13 .079 2081 12 TOE 71i" +-:= ___ 67 4 max .151 1 .045 7nz,, 3 -.4v 2 into .022 Ch 3 _ .182_ I 2 -.011 2 _--:'' - _ _ 018 1 . 68 i•` $. -s- ' 69 5 max .149 1 > . .043 !I :`.-.667 3 -.379 1 2 '1'82', .038 3 0 .28 2 -.099 2 _ :. :_...... .164 1 = .632::.1' 71 1 M10 1 max .196 1 .043 3 -.212 2 .572 2 .004 3 -.099 2 .164 1 ;-354 1 -.004' 3 -.572 `2 f'. _ - -_ 73 2 max .191 1 .04 3 -.192 12 .468 2 0 1 -.15 2 .25 1 75 3 max .186 1 .037 3 -.172 1 2 0 .371 1 2- 68 0 2 1 -.1965 2 HE SII;I 327 _ 1 7 `,'w:: 77 ' 4 Imax '•¢ .18 1 :. ' .035 3 -.152 2 .281 1 12i 71: 0 1 7 -.237 2 .395 1_ - LL79 5 mid -w- max .175 1 .032 31-.131 2 °:9r .198 2 -.28T 0 v 1- mm .273 2 454 1 81 r M11 1 max _. _2: .182 1 -.186 ' 2 .032 i 3 _:219°) .029 1 1 _ .762 2 0 1 -.273 m1 2 273 .454 2 1 82 a 21-.186 2 018'''2' ::.0 1 -.7 2 1 273 2 s 83 2 max .17_2 1 .028 31.061 '1 .665 2 0 1 264 2 44 1 84 . 85 3 max .162 12 .025 3 g-1,) .093 1 1 ' 0 .58 2 0 11 ..248 2 .414 1 i 86 0; - _ 2 ! Q g7 4 max .152 1 .021 3 .125 1 .506 12 0 1 -.227 2 1 .378 1 88 i - - _ L 89 5 max r09 141 . 1 018 3 157 2 1 _ 445 06 2 0 1 .199 2 331 1 190 Cnr .08- kms:=!. 2 !ifi1 -445 '2 91 Vi12 2 1 11112X mrnl 141,11 Ods I .018 3 099: 015 3 098 077 1 2 128 3 163 =t28 134 3 190 12I + 1 �' 199_ %9_ 2 331 2 365 1 . •tr 1 94 195 1 mt1 3 max min .0$3 12 { 134 1 08 2..,, 2 ' i{ 3i 013 3 056 2 14 3 228 2i ,, 2 0 =. .. t'.md.t 235 2 391_ !I 391 1 :1KENN11 e 4 Max 131 1 .01 1 3 035 2 145 3 .252 2� 245 2„ .409 1 F97 .07$ 2 ; = 3,,2 f =] }1' '' ; 409 ;tr :I max .127 .008 3 -.015 2 148 3 .269 2 -251 2 .419 1 i .:111 r,�itr' .: ; 2�- 03T' 2 .E E Ir' : = 2 :N" ' 1 !. 251 - ;Q 101 M13 1 max .056 1 008 13 1 -.281 1 2 ! .13 3 .8 2 -.251 2 1 .419 1 fntrs .. , ' ! 2 ; 036 2 1 -.468 103 2 imaxi .064 1 .UUo I3 I -.2.b% 1 1' 2 i .:1, , . .133 3 .814 2 1 -.336 2 5o'i _.I! !:s a 2 --01512! -,429 1 , :!ii, $ ( 1 _ 336 2 105 3 max 072 1 006 2 -.234 2 135 3 .816 2 -.414 2 69 1 1i4.:;'r - 0 :' 1 -.39;. 1 -816 -2._t.. _ 9 1''u ..:414' r_ 2 107 4 max .08 1 .027 2 -.21 2 .135 3.808 2 -.484 2 .807 1 109 5 max .088 1 2i i 3 .047 12 - .3 5.1 .'S 1 -:1308_ -.187 2 ' .133 _. - 3 8.. .788 2 -. �? __ :® 547 1 2 _ .484-. .912 .,._-2..i Ia 1 1 . 111 M14 1 max .076 1 .046 s;+ 2 .359 1 .098 3 ...! 3. .368 1:�.�..= 2 .: ,,I� = 547 2_ .912 1 {i.: 2' _ I' t ;;!. _ y t?98 i 3 :,!, 1•i I' .5 I..i =. 113 2 max 067 1 067 2 ,391 1 094 131 338 121 -.476 1 2' .793 1 RISA -3D Version 12.0.0 [S: \...\2014\14131.00 Meridian Statue103 Calculationslmeridian model.r3d] Page 6 Company June 13, 2014 r 4' Designer .H, Job Number Checked By:� T e c s N v v u c i e s Model Name Envelope Member Section Stresses (Continued} Ser Avinlfk Iry Shea I r v Shca t r v_Tnnf I r v_RnNk 1(-. 7-Tnnikeil I C z-Rntlkail LC RISA -3D Version 12.0.0 [S:\...\2014\14131.00 Meridian Statue\03 Calculations\meridian model.r3d] Page 7 2 115 i 3 max .057 1 .088 2 .424 1 .088 3 .297 2 -.399 2 .664 1 116 2 . _ 088 r 399 "s'. ` 2 . 117 4{5 max 047 1 .109 2 .456 1 .081 3 .245 2 -.315 2 .525 1 _ 118: -' ' . 2 119 5 max .038 1 .129 2 488 1 .072 3 182 2 -.226 2 376 1 120 m1 - 2 . Y.: - _ - = YY 121 M15 1 max .087 1 .13 2 .366 1 .124 3 .291 2 -.226 2 .376- 1 10i Zfl W WOR, !m,ax n8n 7 ,746 2 .4n� 1 11R 11 �Z7 2 _'171 '7 _�$6 1 m1 = 2 -;116 ;._ _ _ ®n 125 3 max .08 1 .161 2 .436 1 .107 3' .176 2 -.112 2 .187 1 „.2 5. 127 1 4 max .076 1 176 21 .47 1 .097 3 .11 -.048- 2 .08 1- M min .04- ..� ®_ 1 3 97:: :. Y _ .i e 1 129 5 max ,072 1 .192 2 .505 1 .086 3 .037 2 .035 1 -.021 2 131 M16 1 'max .141 1 .193 2 .093 1 .13 2 0 1 .035 1_ -.021 2- �_ - - .:_: 085 2 .. r - 4: 133 2 max .146 1 .211 2 .131 1 22 2 0 1 064 1 -.038 2 `a 2 -. - i2 va,I - . - 135 3 max .151 1 .228 2 .168 1 .317 2 0 1 .104 1 -.062 2 IK�-, �7777731TWNWR It ME 137 4 max .155 1 .245 2 1 .206 1 .423 2 0 11 .153 1 -.092 2 f A, a1, 1 4 :. = _-- II.1Er?; 139 5 max .16 1 .263 2 .244 1! .536 2 0 1 .213 1 -.128 2 ® ,5 yr1 141 M17 1 max 167 11 I.263 2 .141y 1 .617 2 0 1 213 -.128 2 1153 OIL 2 . _.:.... i SIE , ., IGS? I90 Y •. 143 2 max 174 11.283 2 .18 1 753 2 0 1 .26 1 156 2 - . a 145 3¢ max 181 1 302 2 219 1 .899 2 0 1 319 1 192 2 ". "� h:lYGi ,. "_' , .- .' . �I. , -_._. ..; ..... ��i i" .1•o-' ::l Y .19L=!=-_._ _.._...''_�,..� 147 4 max,187 11 .322 I2 .257 1 1.055 2 .01 3 .39 1 -.234 2 :i t ,sl! : 2 -05,,, 3 .154- ? 012 _ s"J 234:__ .,h. G1:ii' 5 _9- 'M 149 5 max .194 1 .341 !2 .296 1 I '1.22 2 .035 3 .472 1 1 -.283 2 .' ......a` ... ...:::_ .. ..'E' _05H'-.' '{'!# / ' ! ... •'._ _._,� li .. ...'� },': 4d2 L!�! rl..`.�1!"�:.'.__.1, 151 M18 1 max ,187 1 .341 2 .363 1 ' 1.134 2 .033 3 .472 1 -.283 2 09h 22-.053 33 Y_2118'- 2 350 .578 153 2 max .193 1 .36 21 .401 1 1.298 2 .059 3 1 .347 2 3 t' 2 •.ii89d i [.Y % 155 3 max .198 1 .378 I2' .439 1 1.469 2 .085 3 .694 1 -_416 2 •-.3'`'1.'2 -.- '.'t� i:I,'E.!,41 �1 2.._ 157 4 max ,204 1 .396 2 .478 ' 1.65 2 .113 3 .821 1 493 2 i 1ii1 5 _ s .. t 2 - 113'r:s 24 . aitlli ®._- h 7 Y9. -.821 -' .,... uEEI 159 5 max 1 .414 2 516 i 1,838'2 142 3 959 1 575 2 �.20a9 mi n ..3"Yl}iI t ., .�: .: a .= D9 "X i '.1,12 161 M19 1 ',[max .15 1 .413 211 .789 i 1.98 2 .124 3 .959 1 575 1 2 _ .-4,f min _.091m 473 s. i' 18,L 575k- lar - - 163 'max .152 .429 2 .825 1 1.34412 .15 3I1' 1.146�y 1 2 _ ._ I ..2 .1 . 6. 2r4 95c .z1 .l3 !mz _-...6 .8..7..m _.,�.,•. 13I- 165 3 Imax .153 ill .444 2 862 1 1.514 2 177 3 1.341 1 -.805 2 i Min2 2 ...1. 1... tk� = .•�1E . � 1 t a� �, ,.: 167 4 max .155 11.459 2 899 1 1.69 2 204 3 1.545 1 927 2 m1nl='. .1 21,7W 169 5 max 156 1 474 2 935 1 1871 2 232 3 1.758 1 1055 2 2 r i`�3' 71 RISA -3D Version 12.0.0 [S:\...\2014\14131.00 Meridian Statue\03 Calculations\meridian model.r3d] Page 7 �. Company a June 13, 2014 Designer .,di A a I � Job Number Checked By:_ a .: &°: ot,n T s c x w o/ n c e s Model Name Envelope Member Section Stresses (Continued) nnemher Re„ avlaRk I ('„Shea I r. z Rhaa I C v-Tnnr I C v-Rntrk I C z-Tnnrksil LC z-Bottksil LC 171 M20A 1 max .049 1 .05 3 -.44 2 1.376 2 .195 13 1.671 1 -1.002 2 MIWR�IZIIP !221-733 1", ' .m am 173 2 max .046 1 .048 3 -.419 21 1.26 2 .176 3 1.508 1 -.905 2 r, 175 3 maxi .044 1 .045 3 -.398 21 1.15 2 .158 3 1.354 1 -.812 2 mina - 2 :_.6 3 1 -: _::. 1 :cam 177 4 maxi .042 1 .043 3 -.377 i 211.045 2 .142 3 1.208 1 -.724 2 -- miK 2 - 628''! 1 E 179 5 max', .039 1 .041 3-.355 2 .946 2 .126 3 1.069 1 -.641 2 mu^.I: 1' Sn2;'..1 _. _ 641:.... =! _ 1 181 M21A 1 max 08 1 .041 3 -.3122 1.334 2 .123 3 1.069 1- 641 2 . ;#. -.52.CI 1 -" 1 183 2 max .075 1 .038 3 1 -.292 2 1.231 2 .107 3 .943 1 -.566 2 184 r -.486 1 -. ' -1=.566; _ 1 185 3 max .069 1 .035 131-.25751 2 1.135 2 .091 3 .826 1 496 2 186' 0452' 1 -A91' ___ .496` - 187 4 max .064 1 .033 131-.251 2 1.046 2 .077 3 717 1 -.43 2 1881', 1.077= x;:.43: 'ME M,'. 1- 189 5 max .059 1 .03 3 -.23 2 .965 :2 .064 3 617 1 -.37 2 a64' r m.. '4 37 , 2.: ' 191 M22A 1 max .032 1 .03 3. -.26 2 .737 2 .069 3 .617 1 -.37 2 r® to 2, ..;,-= 1 '..0 37 2 : « �1 193 2 max .03 1 .028 3 -.23912 .668 2 .058 3 .522 1 -.313 2 194.. <f:' .:,:_ E171 I2! 2.399; 1'� x,31<7 :-_ N@o.pc - 195 . 3 max ,027 1 .025 3 1-.218 2 .605 2 .048 3 435 1 -.261 2_ 1 1961 :' rni 'no- ' . I 't.2 _:364'.1 1 _- _ 1971 4 max .024-.197 2 .548 2 .038 3 .356 1 .213 2 2 -. 29:1 - t TM 199 F max 022 1 02 3 - 176 2 497 2 03 3 285 1 171 2 . -294- i .I ! _.,?# F3 W 17 f 2 _ r 1 201 M23A 1 max 011 1 02 3 182 2 403 2 031 285 171 2 11I, -a31 r3 $1 a ° 171= 203 2 max 01 1 018 3 161 2 359 ''2 024 3 .221 132 2 20 I SII?%d, a .t!1 ! :.tIii 1 -.024 <3 - 2 1 g•.x :• 205 1 3 max 008 1 016 3 14 2 319 018 3 165 099 1 2 206 = }, r. in . }tO5 096r .a16_ a 3151 Ia lislili 1 2017 O max l !07 3 3 118 2 , n+n X1 12 3 117 �- 7 --�- I _, u't21,s1 .•`s 4 G I i�h/x. 209 5 max 006 011 3 097 2 258 I2 008 3 046 2 10 ... ... _ . 4iE SIR _ ' 4 ' ? - 067 tIEI-F-00-8-1,37 I L076 7 - 076 _- s 211 M24 1 max -.009 2 .C'11 3 -.09 2 .057 1 2 1 .009 3 .076 04t 2 _ _ IE I: , !`.. _: Ii1.�i: - 067 2 1 - _-. ,-' 3 ( f. r: c .,IIE' :2 1 '', 076 _ 1 213 2 max 007 008 3 068 032 2 005 344a 043 1 026 2 AErt I m{.!' i i ..05 2 �5 _' - {� =_3 0 z „ E ! , ...23L 1- 04' 215 3 max .005 t2. 005 3 045 2 .014 2 002 3 019 1 011 i 2 a34 2=.014 Z,IS9MWi,4 21/ - 4 max 002 2 uO3 1 023 G VU4 0 vu5 e vC3 29 8 "' t}0 X17 21$: L£ ''37 - a04 2 flBI i I' '2 ' ' -005 _R_ ' 219 1 5Inx1 0 111 0 ISI 0 111 0 i1 0 1 0 i0 �nad7 #SII �€rHI€ d 2I 1 �{4 ?1 i iS! I 0 1 771 RISA -3D Version 12.0.0 [S:\..12014\14131.00 Meridian Statue\03 Calculations\meridian model.r3d] Page 8 2 /_✓ RA E 9 /-r Fr i L_- sc ^�rac CJ v.PR,` (1 -' 2P.?USe� Co f�v'R_ C Sc /S2iV i L e X E 7 Y 7 aj toA Mcmdmm A L L S T R U C T U R E 6V DATE E n g i n e e r i n g L L C CHK BY DATE 71 An SW Fir lnnn Cuita 7Z1 . . ....... ... _0-11 _-.._ __ . ..._ .... 1Vb IV V Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 __-. SHEET of CFS Version 7.0.0 Section: Section 2.sct Tube 24x8-14 Gage Rev. Date: 4/30/2014 7:50:51 AM Printed: 4/30/2014 7:51:05 AM <_. Page 1 0 Section Inputs CFS Version 7.0.0 Section: Section 2.sct Tube 24x8-14 Gage Rev. Date: 4/30/2014 7:50:51 AM Printed: 4/30/2014 7:51:05 AM Material: A653 SS Grade 33 No strength increase from cold work of forming. Modulus of Elasticity,E 29500 ksi Yield Strength, Fy 33 ksi Tensile Strength, Fu 45 ksi Warping Constant Override, Cw 0 in^6 Torsion Constant Override, J 0 in^4 Tube, Thickness 0.0713 in (14 Gage) Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Closed shape 12.000 0.000 Length Angle Radius Web 12.000 (in) (deg) (in) y(t) 1 8.000 -0.000 0.10690 Single 2 24.000 90.000 0.10690 Single 3 8.000 180.000 0.10690 Single 4 24.000 -90.000 0.10690 Single Full Section Properties Page 2 k Hole Size Distance Coef. (in) (in) 0.000 0.000 4.000 0.000 0.000 12.000 0.000 0.000 4.000 0.000 0.000 12.000 Area 4.5254 in^2 Wt. 0.015386 k/ft Width 63.470 in Ix 322.16 in^4 rx 8.437 in Ixy 0.00 in^4 SX(t) 26.846 in^3 y(t) 12.000 in a 0.000 deg Sx(b) 26.846 in^3 y(b) 12.000 in 12.678 in^3 Sye(1) 12.525 in^3 Tensi..nn Height 24.000 in in^3 S_ve(r) 4.139 Iy 59.27 in^4 ry 3.619 in Xc 0.000 in Sy(1) 14.819 in^3 x(1) 4.000 in Yo 0.000 in Sy(r) 14.819 in^3 x(r) 4.000 in jx 0.000 in Width 8.000 in jy 0.000 in I1 322.16 in^4 rl 8.437 in 12 59.27 in^4 r2 3.619 in Tc 381.43 in^4 rc 9.181 in CW 862 in^6 Io 381.43 in^4 ro 9.181 in J 161.71 in^4 Fully Braced Strength - 2010 North American Specification - US (ASD) Material Type: A653 SS Grade 33, Fy=33 ksi 24.89 in^4 Sye(1) Compression Positive Moment 12.525 Positive Moment Pao 20 7,6k w Maxo 250.51 k -in Mayo 81.78 _ k -in Ae 1.1305 in^2 Ixe 198.37 in^4 Iye 9 in^ Sxe(t) 12.678 in^3 Sye(1) 12.525 in^3 Tensi..nn Sxe(b) 23.748 in^3 S_ve(r) 4.139 in^3 Ta 89.424 k Shear fav 2.728 k Vax .440 k Negative Moment Maxo 250.51 k -in Ixe 198.37 in^4 Sxe(t) 23.748 in^3 Sxe(b) 12.678 in^3 Tube element 2 w/t exceeds 200. Tube element 4 w/t exceeds 200. Negative Moment Mayo 81.78 k -in Iye 24.89 in^4 Sye(1) 4.139 in^3 Sye(r) 12.525 in^3 Calculation Details - 2010 North mrinerican Specification - US (ASD) Z5 CFS Version 7.0.0 Page 3 Section: Section 2.sct Tube 24x8-14 Gage Rev. Date: 4/30/2014 7:50:51 AM Printed: 4/30/2014 7:51:05 AM Axial Tension Strength Ag=4.5254 inA2, Fy=33 ksi Tn=149.34 k NAS Eq. C2.1-1 S2t=1.67, �t=0.9 Shear Strength Tube element 1 Aw=0.54499 inA2, Fv=12.389 ksi NAS Eq. C3.2.1 -4a Vn=6.7617 k at 0 deg Qv=1.6, Ov=0.95 Tube element 2 Aw=1.6858 inA2, Fv=1.2948 ksi NAS Eq. C3.2.1 -4a Vn=2.1827 k at 90 deg S2v=1.6, �v=0.95 Tube element 3 Aw=0.54499 inA2, Fv=12.389 ksi NAS Eq. 03.2.1-4a Vn=6.7517 k at 180 deg S2v=1.6, �v=0.95 Tube element 4 Aw=1.6858 inA2, Fv=1.2948 ksi NAS Eq. C3.2.1 -4a Vn=2.1827 k at -90 deg S2v=1.6, Ov=0.95 Axial Compression Strength Ae=1.1305 inA2, Fy=33 ksi Pn=37.307 k NAS Eq. C4.1-1 Qc=1.8, �c=0.85 Positive Flexural Strength about X-axis Center of gravity shift: y=-3.647 in Sxe=12.678 inA3, Fy=33 ksi Mnx=418.36 k -in NAS Eq. C3.1.1-1 S2b=1.67, Ob=0.9 Negative Flexural Strength about X-axis Center of gravity shift: y=3.647 in Sxe=12.678 inA3, Fy=33 ksi Mnx=418.36 k -in NAS Eq. C3.1.1-1 Qb=1.67, �b=0.9 Positive Flexural Strength about Y-axis Center of gravity shift: x=-2.0131 in Sye=4.1387 inA3, Fy=33 ksi iviny=136.58 k -in NAS Eq. C3.1.1-1 Qb=1.67, Q b=0.9 Negative Flexural Strength about Y-axis Center of gravity shift: x=2.0131 in Sye=4.1387 inA3, Fy=33 ksi Mny=136.58 k -in NAS Eq. C3.1.1-1 92b=1.67, Ob=0.9 M-- A L L S T R U C T U R E BY DATE � e n g i nee r in g LLC CHK BY DATE ,'140 SW Fir Loop, Suite 231 -,r;,. M Oregon 97223 JOB Na _ v: 503.620.4314 9 f: 503.620.4304 SHEET 2? OF LE:FTi L� � — s �C. ell t Q � cgS bf— FUL_d' tete) Pil e �'g e I' G7 a. Cft t s A L L S T R U C T U R E BY DATE Engineering LLC CHKBv DATE . ..— SW Fir I nn1, Sii lite 237 jDB NO Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 _.._. __ — _.... SHEET Z$ OF CFS Version 7.0.0 Page 1 Section: Section 1.sct Tube 3x15-14 Gage Rev. Date: 6/6/2014 4:03:47 PM Printed: 6/6/2014 4:04:45 PM Section Inputs Material: A653 SS Grade 33 No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 33 ksi Tensile Strength, Fu 45 ksi Warping Constant Override, Cw 0 in^6 Torsion Constant Override, J 0 in^4 Tube, Thickness 0.0713 in (14 Gage) Placement of Part from Origin: X to center of gravity 0 in (in) Y to center of gravity - 0 in 0.000 Outside dimensions, Closed shape 0.000 7.500 Length Angle Radius Web (in) (deg) (in) 1 15.000 0.000 0.106.90 Single 2 3.000 90.000 0.10690 Single 3 15.000 180.000 0.10690 Single 4 3.000 -90.000 0.10690 Single ■ k Hole Size Distance Coef. (in) (in) 0.000 0.000 7.500 0.000 0.000 1.500 0.000 0.000 7.500 0.000 0.000 1,500 M CFS Version 7.0.0 Page 2 Section: Section 1.sct Tube 3x15-14 Gage Rev. Date: 6/6/2014 4:03:47 PM Printed: 6/6/2014 4:04:45 PM Full Section Properties Area 2.5290 in^2 Wt. 0.0085987 k/ft Width 35.470 in Ix 4.826 in^4 rx 1.3814 in Ixy 0.000 in^4 Sx(t) 3.2174 in^3 y(t) 1.5000 in a -90.000 deg Sx(b) 3.2174 in^3 y(b) 1.5000 in Tube element 4 Height 3.0000 in Iy 61.830 in^4 ry 4.9445 in Xo 0.0000 in Sy(1) 8.2440 in^3 x(1) 7.5000 in Yo 0.0000 in Sy(r) 8.2440 in^3 x(r) 7.5000 in jx 0.0000 in Width 15.0000 in jy 0.0000 in I1 61.830 in^4 rl 4.9445 in 22 4.826 in^4 r2 1.3814 in Ic 66.656 in^4 rc 5.1338 in Cw 46.01 in^6 Io 66.656 in^4 ro 5.1338 in J 15.358 in^4 Fully Braced Strength - 2010 North American Specification - US (ASD) Material Type: A653 SS Compression Pao 18.032 k Ae 0.98358 in^2 Tension Ta 49.975 k Grade 33, Fy=33 ksi Positive Moment Maxo 22.60 k -in Ixe 2.449 in^4 Sxe(t) 1.1436 in^3 Sxe(b) 2.8536 in^3 Negative Moment Maxo 22.60 k -in Shear Ixe 2.449 in^4 Vay 4.665 k Sxe(t) 2.8536 in^3 Vax 4.405 k Sxe(b) 1.1436 in^3 Tube element 1 w/t exceeds 200. Tube element 3 w/t exceeds 200. Positive Moment Mayo 124.34 k -in Iye 53.154 in^4 Sye(l) 8.1115 in^3 Sye(r) 6.2925 in^3 Negative Moment Mayo 124.34 k -in Iye 53.154 in^4 Sye(1) 6.2925 in^3 Sye(r) 8.1115 in^3 tilpm- FUMM-411 NOW- ► ' Axial Tension Strength Ag=2.529 in^2, Fy=33 ksi Tn=83.458 k NAS Eq. C2.1-1 Sgt=1.67, Ot=0.9 Shear Strength Tube element 1 A. 444 in^2 Fv=3.3754 ksi may. ":AS �" C3.2.q-4a Vn=3.5242 k at 0 deg Qv=1.6, �v=0.95 Tube element 2 Aw=0.18849 in A2, Fv=19.8 ksi NAS Eq. 03.2.1-2 Vn=3.7321 k at 90 deg M=1.6, �v=0.95 Tube element 3 Aw=1.0441 in A2, Fv=3.3754 ksi NAS Eq. 03.2.1-4a Vn=3.5242 k at 180 deg ,,.,-n c ...-n ng SLV- 1.0, Y,U.VO f f Tube element 4 CFS Version 7.0.0 Section: Section 1.sct Tube 3x15-14 Gage Rev. Date: 6/6/2014 4:03:47 PM Printed: 6/6/2014 4:04:45 PM Aw=0.18849 in^2, Fv=19.8 ksi NAS Eq. C3.2.1-2 Vn=3.7321 k at -90 deg Lt OV --1.6, �v=0.95 Kx 1.001-0 Axial Compression Strength 1.0000 Ae=0.98358 in^2, Fy=33 ksi 1.0000 Pn=32.458 k NAS Eq. C4.1-1 Sec=1.8, Oc=0.85 ex Positive Flexural Strength about X-axis Cmx 1.0000 Center of gravity shift: y=-0.64171 in 1.0000 Sxe=1.1436 in^3, Fy=33 ksi 0.0000 in Mnx=37.739 k -in NAS Eq. 03.1.1-1 Sib=1.67, �b=0.9 Negative Flexural Strength about X-axis P.cd. Factor, � : 0 Center of gravity shift: y=0.64171 in 20.000 ft Sxe=1.1436 in^3, Fy=33 ksi Mnx=37.739 k -in NAS Eq. C3.1.1-1 Qb=1.67, �b=0.9 My Positive Flexural Strength about Y-axis (k) Center of gravity shift: x=-0.94716 in (k) Sye=6.2925 in^3, Fy=33 ksi (k) Mny=207.65 k -in NAS Eq. C3.1.1-1 Ob=1.67, Ob=0.9 0.00 Negative Flexural Strength about Y-axis Applied 0.520 Center of gravity shift: x=0.94716 ir, 0.000 Sye=6.2925 in^3, Fy=33 ksi 0.000 Mny=207.65 k -in NAS Eq. 03.1.1-1 Qb=1.67, Ob=0.9 124.34 Member _k - 2010 North American Specification, Material Type: A653 SS Grade 33, Fy=33 ksi Design ParameLers: Page 3 Lx 3.000 ft Ly 3.000 ft Lt 0.000 ft Kx 1.001-0 Ky 1.0000 Kt 1.0000 Cbx 1.0000 Cby 1.0000 ex 14.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None kQ 0 k P.cd. Factor, � : 0 L-, 20.000 ft Loads: P Mx Vy My VX (k) (k -in) (k) (k -in) (k) Entered 0.520 0.00 0.000 0.00 0.000 Applied 0.520 0.00 0.000 7.28 0.000 Strength 17.607 22.60 4.665 124.34 4.405 Effective section properties at applied loads: Ae 2.52902 in^2 Ixe 4.826 in^4 Iye 61.830 in^4 Sxe(t) 3.2174 in^3 Sye(1) 8.2440 in^3 Sxe(b) 34 in^3 Sye(r) 8.2440 in^3 3i CFS Version 7.0.0 Section: Section 1.sct Tube 3x15-14 Gage Rev. Date: 6/6/2014 4:03:47 PM Printed: 6/6/2014 4:04:45 PM Page 4 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.030 + 0.000 + 0.059 0.088 <= 1.0 NAS Eq. C5.2.1-2 (P, Mx, My) 0.029 + 0.000 + 0.05V= 0.087 <= 1.0 NAS Eq. C3.3.1-1 (Mx, VY) Sgrt(0.000 + 0.0)= 0.000 <= 1.0 NAS Eq. C3.3.1-1 (My, Vx) Sgrt(0.003 + 0.0 0)= 0.059 <= 1.0 Tube element 1 w/t exceeds 200. Tube element 3 w/t exceeds 200. MR CFS Version 7.0.0 Section: Section 2.sct Tube 4x15-14 Gage Rev. Date: 6/6/2014 4:06:58 PM Printed: 6/6/20144:07:29 PM Section Material: A653 SS Grade 33 No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 33 ksi Tensile Strength, Fu 45 ksi Warping Constant Override, Cw 0 in^6 Torsion Constant Override, J 0 in^4 Tube, Thickness 0.0713 in (14 Gage) Placement of Part from Origin: X to center of gravity Y to center of gravity Outside dimensions, Closed Length Angle (in) (deg) 1 15.000 0.000 2 4.000 90.000 3 15.000 180.000 4 4.000 -90.000 Page 1 0 in 0 in shape Radius Web k Hole Size Distance (in) Coef. (in) (in) 0.10690 Single 0.000 0.000 7.500 0.10690 Single 0.000 0.000 2.000 0.10690 Single 0.000 0.000 7.500 0.10690 Single 0.000 0.000 2.000 CFS Version 7.0.0 Page 2 Section: Section 2.sct Tube 4x15-14 Gage Rev. Date: 6/6/2014 4:06:58 PM Printed: 6/6/2014 4:07:29 PM Full Section Properties Area 2.6716 in^2 Wt. 0.0090835 k/ft Width 37.470 in Ix 8.867 in^4 rx 1.8219 in Ixy 0.000 in^4 SX(t) 4.4337 in^3 y(t) 2.0000 in a -90.000 deg Sx(b) 4.4337 in^3 y(b) 2.0000 in Ixe 4.685 in^4 Vay 6.430 k Sxe(t) 3.8941 Height 4.0000 in 1.6749 in^3 Tube element 1 w/t Iy 69.775 in^4 ry 5.1105 in Xo 0.0000 in Sy(1) 9.3033 in^3 x(1) 7.5000 in Yo 0.0000 in Sy(r) 9.3033 in^3 x(r) 7.5000 in jx 0.0000 in Width 15.0000 in jy 0.0000 in I1 69.775 in^4 rl 5.1105 in I2 8.867 in^4 r2 1.8219 in Ic 78.642 in^4 rc 5.4255 in Cw 65.89 in^6 Io 78.642 in^4 ro 5.4255 in J 26.167 in^4 Fully Braced Strength - 2010 North American Specification - US (ASD) Material Type: A653 SS Grade 33, Fy=33 ksi Compression Positive Moment lye Pao 19.124 k Maxo 33.10 k -in Ae 1.0431 in^2 Ixe 4.685 in^4 Sxe(t) 1.6749 in^3 Tension Sxe(b) 3.8941 in^3 Ta 52.792 k Negative Moment Maxo 33.10 k -in Shear Ixe 4.685 in^4 Vay 6.430 k Sxe(t) 3.8941 in^3 Vax 4.405 k Sxe(b) 1.6749 in^3 Tube element 1 w/t exceeds 200. Tube element 3 w/t exceeds 200. Positive Moment Mayo 149.31 k -in lye 61.418 in^4 Sye(1) 8.9379 in^3 Sye(r) 7.5561 in^3 Negative Moment Mayo 149.31 k -in lye 61.418 in^4 Sye(1) 7.5561 in^3 Sye(r) 8.9379 in^3 Calculation Details - 2010 North American Specification Axial Tension Strength Ag=2.6716 in^2, Fy=33 ksi Tn=88.163 k Sgt=1.67, �t=0.9 Shear Strength Tube element 1 Aiv=1.0441 ;n^2, Fv=9.3754 ksi Vn=3.5242 k at 0 deg nv=1.6, ov=0.95 Tube element 2 Aw=0.25979 in^2, Fv=19.8 ksi Vn=5.1438 k at 90 deg Qv=1.6, ov=0.95 Tube element 3 Aw=1.0441 in^2, Fv=3.3754 ksi Vn=3.5242 k at 180 deg �--n oc w„ - Tube element 4 y ram NAS Eq. C2.1-1 NAS .2.1 4a Com,. NAS Eq. 03.2.1-2 NAS Eq. C3.2.14a M CFS Version 7.0.0 Section: Section 2.sct Tube 4x15-14 Gage Rev. Date: 6/6/2014 4:06:58 PM Printed: 6/6/2014 4:07:29 PM Aw=0.25979 in^2, Fv=19.8 ksi NAS Eq. C3.2.1-2 Vn=5.1438 k at -90 deg Lt nv=1.6, �v=0.95 Kx 1.0000 Axial Compression Strength 1.0000 Ae=1.0431 in^2, Fy=33 ksi 1.0000 Pn=34.423 k NAS Eq. C4.1-1 92c=1.8, �C=0.85 ex Positive Flexural Strength about X-axis Cmx 1.0000 Center of gravity shift: y=-0.79698 in 1.0000 Sxe=1.6749 in^3, Fy=33 ksi 0.00000 in Mnx=55.271 k -in NAS Eq. 03.1.1-1 S2b=1.67, Ob=0.9 Negative Flexural Strength about X-axis Rad n. n� Center of gravity shift: y=0.79698 in 20.000 ft Sxe=1.6749 in^3, Fy=33 ksi Mnx=55.271 k -in NAS Eq. C3.1.1-1 nb=1.67, Ob=0.9 My Positive Flexural Strength about Y-axis (k) Center of gravity shift: x=-0.62834 in (k) Sye=7.5561 in A3, Fy=33 ksi (k) Mny=249.35 k -in NAS Eq. C3.1.1-1 S2b=1.67, Ob=0.9 0.00 Negative Flexural Strength about Y-axis Applied 0.520 Center of gravity shift: x=0.62834 in 0.000 Sye=7.5561 in^3, Fy=33 ksi 0.000 Mny=249.35 k -in NAS Eq. C3.1.1-1 Qb=1.67, Ob=0.9 149.31 Member Check - 2010 North American Specification - US (ASC) Material 'Type: A653 SS Grade 33, Fy=33 ksi Design Parameters: Page 3 Lx 3.000 ft Ly 3.000 ft Lt 0.000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Cbx 1.0000 Cby 1.0000 ex 7.00000 in Cmx 1.0000 Cmy 1.0000 ey 0.00000 in Braced Flange: None ko 0 k Rad n. n� Lm 20.000 ft Loads: P Mx Vy My VX (k) (k -in) (k) (k -in) (k) Entered 0.520 0.00 0.000 0.00 0.000 Applied 0.520 0.00 0.000 3.64 0.000 Strength 18.907 33.10 6.430 149.31 4.405 Effective section properties at applied loads: Ae 2.6716 in^2 Ixe 8.867 in^4 Iye 69.775 in^4 Sxe(t) 4.4337 in^3 Sye(1) 9.3033 in^3 Sxe(b) 4.4337 in"3 Sye(r) 9.3033 in^3 3S CFS Version 7.0.0 Page 4 Section: Section 2.sct Tube 4x15-14 Gage Rev. Date: 6/6/2014 4:06:58 PM Printed: 6/6/2014 4:07:29 PM Interaction Equations _ NAS Eq. C5.2.1-1 (P, Mx, My) 0.028 + 0.000 + 0.024 0.052 <= 1.0 NAS Eq. C5.2.1-2 (P, Mx, My) 0.027 + 0.000 + 0.024 = 0.052 <= 1.0 NAS Eq. C3.3.1-1 (Mx, Vy) Sgrt(0.000 + 0.00 )= 0.000 <= 1.0 NAS Eq. C3.3.1-1 (My, Vx) Sgrt(0.001 + 0.00 )= 0.024 <= 1.Q Tube element 1 w/t exceeds 200. Tube element 3 w/t exceeds 200. �--'' CFS Version 7.0.0 Section: Section 3.sct Tube 2x12-14 Gage Rev. Date: 6/6/2014 4:10:28 PM Printed: 6/6/2014 4:11:05 PM Section Material: A653 SS Grade 33 center of gravity No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 33 ksi Tensile Strength, Fu 45 ksi Warping Constant Override, Cw 0 in^6 Torsion Constant Override, J 0 in^4 Tube, Thickness 0.0713 in (14 Gage) Placement of Part from origin: Page 1 X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Closed shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 12.000 0.000 0.10690 Single 0.000 0.000 6.000 2 2.000 90.000 0.10690 Single 0.000 0.000 1.000 3 12.000 180.000 0.10690 Single 0.000 0.000 6,000 4 2.000 -90.000 0.10690 Single 0.000 0.000 1.000 N S7 CFS Version 7.0.0 Section: Section 3.sct Tube 2x12-14 Gage Rev. Date: 6/6/2014 4:10:28 PM Printed: 616/2014 4:11:05 PM Full Section Properties Area 1.9586 in^2 Wt Page 2 0.0066593 k/£t Width 27.470 in Ix 1.651 in^4 ra 0.9181 in Ixy 0.000 in^4 SX(t) 1.6511 in^3 y(t) 1.0000 in a 90.000 deg SX(ID) 1.6511 in^3 y(b) 1.0000 in 26.397 in^4 Tube element 2 Sxe(t) Height 2.0000 in 4.8197 in^3 Tension Iy 29.330 in^4 ry 3.8698 in Xo 0.0000 in Sy(1) 4.8884 in^3 x(1) 6.0000 in Yo 0.0000 in Sy(r) 4.8884 in^3 x(r) 6.0000 in jx 0.0000 in Maxc Width 12.0000 in jy 0.0000 in 11 29.330 in^4 rl 3.8698 in 26.397 in^4 Vay I2 1.651 in^4 r2 0.9181 in 4.0468 in^3 Vex IC.. 30.981 in^4 rc 3.9772 in Cw 11.389 in^6 Io 30.981 in^4 ro 3.9772 in J 5.4872 in^4 Fully Braced Strength - 2010 North American Specification - US (ASD) Material Type: A653 SS Grade 33, Fy=33 ksi Compression Positive Moment Positive Moment NAS Eq. Pao 15.252 k Maxo 13.133 k -in Mayo 79.966 k -in Ae 0.83192 in^2 Ixe 0.921 in^4 Iye 26.397 in^4 Tube element 2 Sxe(t) 0.6646 in^3 Sye(1) 4.8197 in^3 Tension Qv=1.6, �v=0.95 Sxe(b) 1.5011 in^3 Sye(r) 4.0468 in^3 Ta 38.703 k Qv=1.6, ov=0.95 Tube element 4 Aw=0.11719 in^2, Fv=19.8 ksi NAS Eq. Negative Moment Negative Moment Maxc 13.133 k -in Mayo 79.966 k -in Shear Ixe 0.921 in^4 Iye 26.397 in^4 Vay 2.900 k Sxe(t) 1.5011 in^3 Sye(1) 4.0468 in^3 Vex 5.540 k Sxe(b) 0.6646 in^3 Sye(r) 4.8197 in^3 Calculation Details - 2010 North American Specification - US (ASD) Axial Tension Strength Ag=1.9586 in^2, Fy=33 ksi Tn=64.634 k NAS Eq. C2.1-1 Snt=1.67, apt=0.9 Shear Strength Tube element 1 Aw=0.83019 in^2, Fv=5.3388 ksi NAS Eq. C3.2.1 -4a Vn=4.4322 k at 0 deg Ov=1.6, apv=0.95 Tube element 2 Aw=0.11719 in^2, Fv=19.8 ksi NAS Eq. C3.2.1-2 Vn=2.3203 k at 90 deg Qv=1.6, �v=0.95 Tube element 3 Aw=0.83019 in^2, Fv=5.3388 ksi NAS Eq. C3.2.1 -4a Vn=4.4322 k at 180 deg Qv=1.6, ov=0.95 Tube element 4 Aw=0.11719 in^2, Fv=19.8 ksi NAS Eq. C3.2.1-2 v n=2.3203 k at -90 dey` CFS Version 7.0.0 Section: Section 3.sct Tube 2x12-14 Gage Rev. Date: 6/6/2014 4:10:28 PM Printed: 6/6/2014 4:11:05 PM Qv=1.6, �v=0.95 Axial Compression Strength Ly Ae=0.83192 in^2, Fy=33 ksi Lt Pn=27.453 k NAS Eq. C4.1-1 92c=1.8, Oc=0.85 KY Positive Flexural Strength about X-axis Kt Center of gravity shift: y=-0.38626 in Sxe=0.6646 in A3, Fy=33 ksi Cby Mnx=21.932 k -in NAS Eq. C3.1.1-1 4b=1.67, Ob=0.9 in Negative Flexural Strength about X-axis Cmy Center of gravity shift: y=0.38626 in ey Sxe=0.66459 inA3, Fy=33 ksi in Mnx=21.932 k -in NAS Eq. C3.1.1-1 62b=1.67, Ob=0.9 Positive Flexural Strength about Y-axis Center of gravity shift: x=-0.52302 in Lm Sye=4.0468 inA3, Fy=33 ksi Mny=133.54 k -in NAS Eq. C3.1.1-1 52b=1.67, Ob=0.9 MX Negative Flexural Strength about Y-axis Mir Center of gravity shift: x=0.52302 in Sye=4.0468 in A3, Fy=33 ksi (k -in) Mny=133.54 k -in NAS Eq. C3.1.1-1 nb=1.67, �b=0.9 kle,-her Check - 2010 North American Specification - US (ASD) :4e�t�rial Type: A653 SS Grade 33, Fy=33 ksi Design Parameters: Page 3 Lx 1.000 ft Ly 1.000 ft Lt 0.000 ft Kx 1.0000 KY 1.0000 Kt 1.0000 Cbx 1.0000 Cby 1.0000 ex 10.50000 in Cmx 1.0000 Cmy 1.0000 ey 0.00000 in Braced Flange: None k� 0 k Red. Factor, R: 0 Lm 20.000 ft Loads: o MX V'7 Mir Vg (k) (k -in) (k) (k -in) (k) Entered 0.260 0.000 0.000 0.000 0.000 Applied 0.260 0.000 0.000 2.730 0.000 Strength 15.165 13.133 2.900 79.966 5.540 Effective section properties at applied loads: As 1.95862 in^2 Ixe 1.651 in^4 Iye 29.330 in^4 Sxe(t) 1.6511 in^3 Sye(1) 4.8884 in^3 ' Sxe(b) 1.6511 in^3 Sye(r) 4.8884 in^3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.017 + 0.000 + i� 0.034 = 0.051 <= 1.0 ..�q CFS Version 7.0.0 Section: Section 3.sct Tube 2x12-14 Gage Rev. Date: 6/6/2014 4:10:28 PM Printed: 6/612014 4:11:05 PM NAS Eq. C5.2.1-2 (P, Mx, My) NP.S Eq. C3.3.1-1 (Mx, VY) NAS Eq. C3.3.1-1 (My, Vx) 0.017 + 0.000 + 0.0 Sgrt(0.000 + 0.0 Sgrt(0.001 + 0.0 Page 4 0.051 <= 1.0 = 0.000 <= 1.0 = 0.034 <= 1.0 ME A L L S T R U C T U R E __ ......_._.__._.__.... By ..,,..,..._,_._, DATE E n g i n e e r i n g L L C CHK BY DATE ............ ....._. ............... ..................... ... ...... ...--- 7140 SW Fir Loop, Suite 231 :gain, yrego n 97223 - ��._... ...... JOB NO v: 503.620.4314 s f: 503.620.4304 SHEET '`i OF 7 -t P f :—� S — LI—� i inn, r_ q, S2& 1" �i J`jz0 14 Es �: Et Va _A L it AL LST RU CTU RE U BY DATE Engineering LLC CHK BY DATE 7140 SW Fir Loop, Suite 731 Tigard, Oregon 97223 ioe No v: 503.620.4314 • f: 503.620.4304 SHEET or CFS Version 7.0.0 Section: Section 4.sct Tube 1.25x12-14 Gage Rev. Date: 6/6/2014 4:22:51 PM Printed: 6/6/2014 4:23:18 PM Section I Material: A653 SS Grade 33 No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 33 ksi Tensile Strength, Fu 45 ksi Warping Constant Override, Cw 0 in^6 Torsion Constant Override, J 0 in^4 Tube, Thickness 0.0713 in (14 Gage) Placement of Part from Origin: X to center of gravity 0 in 0.000 Y to center of gravity 0 in n.000 Outside dimensions, Closed shape Length Angle Radius Web (in) (deg) (in) 1 12.000 0.000 0.10690 Single 2 1.250 90.000 0.10690 Single 3 12.000 180.000 0.10690 Single 4 1.250 -90.000 0.10690 Single k Hole Size Coef. (in) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 n.000 Page 1 Distance (in) 6.000 0.625 6.000 0.625 M CFS Version 7.0.0 Section: Section 4.sct Tube 1.25x12-14 Gage Rev. Date: 6/6/2014 4:22:51 PM Printed: 6/6/2014 4:23:18 PM Page 2 Full Section Properties Area 1.8517 in^2 Wt. 0.0062957 k/ft Width 25.970 in Ix 0.605 in^4 rx 0.5714 in Ixy 0.000 in^4 SX(t) 0.9674 in^3 y(t) 0.6250 in a 90.000 deg Sx(b) 0.9674 in^3 y(b) 0.6250 in 22.522 in^4 Sxe(t) Height 1.2500 in 4.1470 in^3 Tension Iy 25.526 in^4 ry 3.7129 in Xo 0.0000 in Sy(i) 4.2543 in"3 x(i) 6.0000 in Yo 0.0000 in Sy(r) 4.2543 in^3 x(r) 6.0000 in jx 0.0000 in Maxo Width 12.0000 in jy 0.0000 in I1 25.526 in^4 rl 3.7129 in 22.522 in^4 Vay I2 0.605 in^4 r2 0.5714 in 3.4286 in^3 Vax To 26.130 in^4 rc 3.7566 in Cw 5.189 in A6 Io 26.130 in^4 ro 3.7566 in J 2.1657 in^4 Fully Braced Strength - 2010 North American Specification - US (ASD) Material Type: A653 SS Grade 33, Fy=33 ksi Compression Positive Moment Positive Moment Pao 13.291 k Maxo 7.343 k -in Mayo 67.750 k -in Ae 0.72497 in^2 Ixe 0.327 in^4 Iye 22.522 in^4 Sxe(t) 0.3716 in^3 Sye(1) 4.1470 in^3 Tension Sxe(b) 0.8817 in^3 Sye(r) 3.4286 in^3 Ta 36.590 k Neaative Moment Negative Moment Maxo 7.343 k -in Mayo 67.750 k -in Shear Ixe 0.327 in^4 Iye 22.522 in^4 Vay 1.577 k Sxe(t) 0.8817 in^3 Sye(1) 3.4286 in^3 Vax 5.540 k Sxe(b) 0.3716 in^3 Sye(r) 4.1470 in^3 Calculation Details - 2010 North American Specification - US (ASD) Axial Tension Strength Ag=1.8517 in^2, Fy=33 ksi Tn=61.105 k f2t=1.67, of=0.9 Shear Strength Tube element 1 Aw=0.83019 in^2, Fv=5.3388 ksi Vn=4.4322 k at 0 deg S2v=1.6, �v=0.95 Tube eiernent 2 Aw=0.063714 in^2, Fv=19.8 ksi Vn=1.2615 k at 90 deg Qv=1.6, �v=0.95 Tube element 3 Aw=0.83019 in^2, Fv=5.3388 ksi Vn=4.4322 k at 180 deg S2v=1.6, �v=0.95 Tube element 4 Aw=0.063714 in^2, Fv=19.8 ksi vn=1.2615 k at 90 deg (DG NAS Eq. C2.1-1 NAS Eq. 03.2.1-4a NAS Eq. C3.2.1-2 NAS Eq. C3.2.1 -4a NAS Eq. C3,2.1-2 CFS Version 7.0.0 Section: Section 4.sct Tube 1.25x12-14 Gage Rev. Date: 6/6/2014 4:22:51 PM Printed: 6/6/2014 4:23:18 PM S2v=1.6, ov=0.95 Axial Compression Strength 1.000 ft Ae=0.72497 in^2, Fy=33 ksi 1.000 Pn=23.924 k NAS Eq. C4.1-1 nc=1.8, Oc=0.85 ft Positive Flexural Strength about X-axis 1.0000 Center of gravity shift: y=-0.25436 in 1.0000 Sxe=0.37162 in^3, Fy=33 ksi Kt Mnx=12.264 k -in NAS Eq. C3.1.1-1 92b=1.67, Ob=0.9 1.0000 Negative Flexural Strength about X-axis 1.0000 Center of gravity shift: y=0.25436 in ex Sxe=0.37162 in^3, Fy=33 ksi in Mnx=12.264 k -in NAS Eq. C3.1.1-1 S2b=1.67, Ob=0.9 1.0000 Positive Flexural Strength about Y-axis ey Center of gravity shift: x=-0.569 in in Sye=3.4286 in^3, Fy=33 ksi None Mny=113.14 k -in NAS Eq. C3.1.1-1 S2b=1.67, �b=0.9 Negative Flexural Strength about Y-axis Center of gravity shift: x=0.569 in R: 0 Sye=3.4286 in^3, Fy=33 ksi 20.000 Mny=113.14 k -in NAS Eq. C3.1.1-1 S2b=1.67, Ob=0.9 Member Check - 2010 North American Specification - US (ASD) Material Tyne: A653 SS Grade 33, F'y=33 ksi Design Parameters: Page 3 Lx 1.000 ft Ly 1.000 ft Lt 0.000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Cbx 1.0000 Cby 1.0000 ex 6.25000 in Cmx 1.0000 Cmy 1.0000 ey 0.00000 in Braced Flange, None k6 0 k Red. Factor, R: 0 Lm 20.000 ft L_n_aric •_ P Mx V,, My Vx (k) (k -in) (k) (k -in) (k) Entered 0.952 0.000 0.000 0.000 0.000 Applied 0.952 0.000 0.000 5.950 0.000 Strength 13.108 7.343 1.577 67.750 5.540 Effective section properties at applied loads: Ae 1.85167 in^2 Ixe 0.605 in^4 Iye 25.526 in^4 Sxe(t) 0.9674 in^3 Sye(1) 4.2543 in^3 Sxe(b) 0.9674 in^3 Sye(r) 4.2543 in^3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.073 + Q..�000 + 0.088 = 0.160 <= 1.0 s J "i CFS Version 7.0.0 Section: Section 4.sct Tube 1.25x12-14 Gage Rev. Date: 6/6/2014 4:22:51 PM Printed: 6/6/2014 4:23:18 PM NAS Eq. C5.2.1-2 (P, Mx, My) NAS Eq. C3.3.1-1 (Mx, Vy) NAS Eq. C3.3.1-1 (My, Vx) 0.072 + 0.000 + 0.088 Sgrt(0.000 + 0.000 Sgrt(0.008 + 0.004 N Page 4 7.0.159 <= 1.0 0.000 <= 1.0 0.088 <= 1.0 Is CFS Version 7.0.0 Section: Section 5.sct Tube 415-14 Gage Rev. Date: 6/6/2014 4:26:04 PM Printed: 6/6/2014 4:26:27 PM Section I Material: A653 SS Grade 33 No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 33 ksi Tensile Strength, Fu 45 ksi Warping Constant Override, Cw 0 in^6 Torsion Constant Override, J 0 in^4 Tube, Thickness 0.0713 in (14 Gage) Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 0 in 7.500 Outside dimensions, Closed shape 0.000 0.000 Length Angle Radius Web (in) (deg) (in) 1 15.000 0.000 0.10690 Single 2 4.000 90.000 0.10690 Single 3 15.000 180.000 0.10690 Single 4 4.000 -90.000 0.10690 Single Page 1 k Hole Size Distance Coef. (in) (in) 0.000 0.000 7.500 0.000 0.000 2.000 0.000 0.000 7.500 0.000 0.000 2,000 CFS Version 7.0.0 Page 2 Section: Section 5.sct Tube 4x15-14 Gage Rev. Date: 6/6/2014 4:26:04 PM Printed: 6/6/2014 4:26:27 PM Full Section Properties Area 2.6716 in^2 Wt. 0.0090835 k/ft Width 37.470 in Ix 8.867 in^4 rx 1.8219 in Ixy 0.000 in^4 Sx(t) 4.4337 in^3 y(t) 2.0000 in a -90.000 deg Sx(b) 4.4337 in^3 y(b) 2.0000 in Sxe(t) 1.6749 in^3 Sye(1) Height 4.0000 in Sxe(b) 3.8941 Iy 69.775 in^4 ry 5.1105 in Xo 0.0000 in Sy(l) 9.3033 in -3 x(l) 7,5000 in Yo 0.0000 in Sy(r) 9.3033in^3 x(r) 7.5000 in jx 0.0000 in k -in Shear Width 15.0000 in jy 0.0000 in I1 69.775 in^4 rl 5.1105 in 7.5561 in^3 Vax 4.405 22 8.867 in^4 r2 1.8219 in in^3 Tube element 1. w/t exceeds 200. Ic 78.642 in^4 rc 5.4255 in Cw 65.89 in^6 10 78.642 in^4 ro 5.4255 in S 26.167 in^4 Fully Braced Strength - 2010 North American Specification - US (ASD) Material Type: A653 SS Grade 33, Fy=33 ksi Compression Positive Moment Positive Moment Pao 19.124 k Maxo 33.10 k -in Mayo 149.31 k -in Ae 1.0431 in^2 Ixe 4.685 in^4 Iye 61.418 in^4 Sxe(t) 1.6749 in^3 Sye(1) 8.9379 in^3 Tension Sxe(b) 3.8941 in^3 Sye(r) 7.5561 in^3 Ta 52.792 k Negative Moment Negative Moment Maxo 33.10 k -in Mayo 149.31 k -in Shear Ixe 4.685 in^4 Iye 61.418 in^4 Vay - 6.430 k Sxe(t) 3.8941 in^3 Sye(1) 7.5561 in^3 Vax 4.405 k Sxe(b) 1.6749 in^3 Sye(r) 8.9379 in^3 Tube element 1. w/t exceeds 200. Tube element 3 w/t exceeds 200. Calculation Details - 2010 North American Specification - US (ASD) Axial Tension Strength Ag=2.6716 in^2, Fy=33 ksi Tn=88.163 k NAS Eq. C2.1-1 Qt=1.67, �t=0.9 Shear Strength Tube element 1 Aw=1.044' i^A2 Fv-3.3754 ks, Vn=3.5242 k at 0 deg S2v=1.6, �v=0.95 Tube element 2 Aw=0.25979 in A2, Fv=19.8 ksi Vn=5.1438 k at 90 deg S2v=1.6, �v=0.95 Tube element 3 Aw=1.0441 in A2, Fv=3.3754 ksi Vn=3.5242 k at 180 deg S2v=' 6, wv=0.95 Tube element 4 "LA,S E^ rl 7 q_qa NAS Eq. C3.2.1-2 NAS Eq. C3.2.1 -4a CFS Version 7.0.0 Section: Section 5.sct Tube 4x15-14 Gage Rev. Date: 6/6/2014 4:26:04 PM Printed: 6/6/2014 4:26:27 PM Aw=0.25979 inA2, Fv=19.8 ksi NAS Eq. 03.2.1-2 Vn=5.1438 k at -90 deg Lt SN=1.6, ov=0.95 Ka 1.0000 Axial Compression Strength 1.0000 Ae=1.0431 inA2, Fy=33 ksi 1.0000 Pn=34.423 k NAS Eq. C4.1-1 nc=1.8, Oc=0.85 ex Positive Flexural Strength about X-axis Cmx 1.0000 Center of gravity shift: y=-0.79698 in 1.0000 Sxe=1.6749 inA3, Fy=33 ksi 0.0000 in Mnx=55.271 k -in NAS Eq. C3.1.1-1 Qb=1.67, Ob=0.9 Negative Flexural Strength about X-axis Red. FauLuL, Re v Center of gravity shift: y=0.79698 in 20.000 ft Sxe=1.6749 inA3, Fy=33 ksi Mnx=55.271 k -in NAS Eq. C3.1.1-1 nb=1.67, �b=0.9 My Positive Flexural Strength about Y-axis (k) Center of gravity shift: x=-0.62834 in (k) Sye=7.5561 inA3, Fy=33 ksi (k) Mny=249.35 k -in NAS Eq. C3.1.1-1 S2b=1.67, �b=0.9 0.00 Negative Flexural Strength about Y-axis Applied 0.952 Center of gravity shift: x=0:62834 in 0.000 Sye=7.5561 inA3, Fy=33 ksi 0.000 Mny=249.35 k -in NAS Eq. 03.1.1-1 92b=1.67, �b=0.9 149.31 Member Check - 2010 North American Specification - US (ASC) Material Type: A653 SS Grade 33, Fv=33 ksi Design Parameters: Page 3 Lx 1.000 ft Ly 1.000 ft Lt 0.000 ft Ka 1.0000 Ky 1.0000 Kt 1.0000 Cbx 1.0000 Cby 1.0000 ex 14.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None kr 0 k Red. FauLuL, Re v Liu 20.000 ft Loads: P Mx Vy My VX (k) (k -in) (k) (k -in) (k) Entered 0.952 0.00 0.000 0.00 0.000 Applied 0.952 0.00 0.000 13.33 0.000 Strength 19.100 33.10 6.430 149.31 4.405 Effective section properties at applied loads: Ae 2.6716 in^2 Ixe 8.867 in^4 Iye 69.775 in^4 Sxe(t) 4.4337 in^3 Sye(1) 9.3033 in^3 Sxe(b) 4.4337 in^3 Sye(r) 9.3033 in^3 CFS Version 7.0.0 Section: Section 5.sct Tube 4x15-14 Gage Rev. Date: 6/6/2014 4:26:04 PM Printed: 6/6/2014 4:26:27 PM Interaction Equations Page 4 NAS Eq. C5.2.1-1 (P, Mx, My) 0.050 + 0.000 + 0.089 = 0.139 <= 1.0 NAS Eq. C5.2.1-2 (P, Mx, My) 0.050 + 0.000 + 0.089 = 0.139 <= 1.0 NAS Eq. C3.3.1-1 (Mx, Vy) Sgrt(0.000 + 0.000)= 0.000 <= 1.0 NAS Eq. C3.3.1-1 (My, Vx) Sgrt(0.008 + 0.000)= 0.089 <= 1.0 Tube element 1 w/t exceeds 200. Tube element 3 w/t exceeds 200. O 5o A L L S T R U C T U R E ®1 Engineering LLC 7140 SW Fir Loop, Suite 231 igaru, Oregon 57223 v: 503.620.4314 s f: 503.620.4304 pp 4 BY DATE CHK BY DATE JOB NO SHEEP GI-- OF C —�W— PA�- e� ICE C. 0 c �� , 4 9 f J d Ct 14-<� A, -0-r.4 t d t- Y�° ,1c Cs r U� AL L S T R U C T U R E 9 - Engineering LLC 7140 C\A/ Fir Innn< $i i6to 721 Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 BY SAIF CHK BY DAII JOB NO SHEET S 2 OF -z(dt,7 '�— fA ,u r E A 10 i ALLSTRUCTURE am BY DATE E n g I n e e r i n g L L C CHK BY DATE 7140 SW Fir I Don, Shite 731 - ---- ioaNO Tigard, Oregon 97223 53 v: 503.620.4314 • f: 503.620.4304 _ SHEET OF Rte. A L L S T R U C T U R E DATE w Engi n e e r i ng LLC CHK BY DATE . . .- SW Fir I -oll Gina 731 jG6 NO Tigard, Oregon 97223 v: 503.620.4314 • f: 503.620.4304 SHEET &''-� of 117�1Itvlaaze® Anchor DesignerTM °7„ a 1, _= Software '>*�''-'t Version 2.0.5154.42 1.Proiect information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-08 Units: Imperial units Anchor Information: Anchor type: Cast -in-place Material: F1554 Grade 36 Diameter (inch): 0.625 Effective Embedment depth, he (inch): 18.000 Anchor category: - Anchor ductility: Yes hmin (inch): 19.38 Cmm (inch): 3.75 Smin (inch): 3.75 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not set Company_ Allstructure Engineering Date: 1 6/6/2014 Engineer: Ryan Hardie Page: 115 Project: Address: Phone: E-mail: Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, In (inch): 24.00 State: Cracked Compressive strength, f� (psi): 2500 Wc,v: 1.0 Reinforcement condition: 8 tension, B shear Supplemental reinforcement: Not applicable De not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Ignore 6do requirement: No Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 12.00 x 24.00 x 0.38 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company !nc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 99 b JLjQW Anchor Designer TM cMy Software 15.'@&54`'- Version 2.0,5154.42 0 <Figure 2> Company: Allstructure. EngineeringDate: 6/6/2014 Engineer: Ryan Hardie Page: 215 Project: Address: Phone: E-mail: Recommended Anchor Anchor Name: Heavy Hex Bolt - 5/8"0 Heavy Hex Bolt, F1554 Gr. 36 :YD YC fls u s x+prg&p�� Yn'a�X'FpY h . as I0 ^'E:W.. '..� .tx .. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las PosHas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 wwwstrongtie.com M, • Anchor DesignerTM Software "�•s;r;::au Version 2.0.5154.42 c Company: Alistructure Engineering Date: 616/2014 Engineer: Ryan Hardie Page: 315 Project: Address: Phone: E-mail: 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.. (lb) V. (lb) V,ey (lb) q(Vu .)4(V„,)' (lb) 1 0.0 0.0 935.0 935.0 2 6457.6 0.0 935.0 935.0 3 6457.6 0.0 935.0 935.0 4 0.0 0.0 935.0 935.0 Sum 12915.1 0.0 3740.0 3740.0 Maximum concrete compression strain (%b): 0.16 Maximum concrete compression stress (psi): 675 Resultant tension force (Ib): 12915 Resultant compression force (lb): 12915 Eccentricity of resultant tension forces in x-axis, e'N. (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00 Eccentricity of resultant shear fomes in y-axis, e'vy (inch): 0.00 4 Steel Strength of Anchor in Tension(Sec D 5 11 Nse (lb) 0 ON. (lb) 13100 0.75 9825 5. Concrete Breakout Strength of Anchor in Tension (Sec. D.5.2) Nb = 1614Fbh.?m (Eq. D-8) A fo (psi) her(in) Nb (lb) 1.00 2500 18.000 98903 <Figure 3> 0 0.750doNeb¢=0.750eo (ANc7AN.o) rYeaNTW,N',N Pm,NNb (Sec. D.3.3.3, D.4.1 & Eq. D-5) ANe (in 2) ANca (Ind) ' 1,N %dN V'N Pep,N Nb (Ib) d 0.75OdONwg (Ib) 3483.00 2916.00 1.000 1.000 1.00 1.000 98903 0.70 62021 6 Pullout Strength g• Anchgr In Tension (Sec D 5 3) 0.750coNob = 0.750do FcPNu = 0.750epT,P8Absfe (Sec. D.3.3.3, 0.4.1, Eq. D-14 & D-15) ycp Abs (int) I'e (psi) d 0.750doNpb (lb) 1.0 0.67 2500 0.70 7046 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company :no. 5956 W. Las Pesitas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 7 e Anchor DesignerTM W Software zst's :c1 Version 2.0.5154.42 s 8. Steel Strenath of Anchor in Shear (Sec. D.6.1) V. (lb) 09out 0 Qg, tot/ (lb) 7865 1.0 0.65 5112 Company: Allstructure Engineering Date: 6/6/2014 Engineer: Ryan Hardie Page: 415 Project: Address: Phone: E-mail: 9. Concrete Breakout Strength of Anchor in Shear (Sec. DAM Shear perpendicular to edge in y -direction: it, ANo (In2) ANco (in 2) T c,N Vby=7(1e/de)e.=JdeAdfeoert .5 (Eq. D-24) T'V'N Nb (lb) 1. tin) d. fn1 a. fc (psi) cel (in) Vey (Ib) 5.00 0.63 1.00 2500 24.00 49311 0.750doVmgy=0.750do(Avc/Avco)T'wvFwvF4vTh,VVby(Sec. D.3.3.3, D.4.1 & Eq. D-22) Aw(in 2) Avco (in") T.,v TW,,v To,v Th.v Vby(lb) d 0.750doVa,(lb) 1980.00 2592.00 1.000 1.000 1.000 1.225 49311 0.70 24220 Shear parallel to edge In y -direction: Vbx = 7(/e/ d.f.2gd.AJfccatt's (Eq. D-24) 1d (in) da (in) A F. (psi) ceu (in) Vhx (Ib) 5.00 0.63 1.00 2500 24.00 49311 0.750,roll bgy = 0.750do (2)(Ave/Avco)Tac,v %d,v'Pb,vTh,Wb, (Sec. D.4.1, D.6.2.1 (c) & Eq. D-22) Au (int) Av. (in') Teav Ted.v Y'c.v Th,v Vbx (Ib) 0 0.750doVwgy (Ib) 2232.00 2592.00 1.000 1.000 1.000 1.225 49311 0.70 54606 10 Concrete Prvout Strength of Anchor in Shear (See D 6 3) 0.750do Vovg = 0.750d¢kmMbg = 0.750dokw(ANd/ANco)Tec,NTed,NTo,NTcp,NNb (Eq. D-31) it, ANo (In2) ANco (in 2) T c,N Te4N Yc.N T'V'N Nb (lb) 0 0.754dOViceg (lb) 2.0 4837.50 2916.00 1.000 1.000 1.000 1.000 98903 0.70 172279 11. Interaction of Tensile and Shear Forces (Sec. D.71 Tension Factored Load, N. (Ib) Design Strength, eN„ (Ib) Ratio Status Steel 6458 9825 0.66 Pass Concrete breakout 12915 62021 0.21 Pass Pullout 6458 7046 0.92 Pass (Governs) Shear Factored Load, V.e (Ib) Design Strength, oVn (lb) Ratio Status Steel 935 5112 0.18 Pass (Governs) T Concrete breakout y+ 3740 24220 0.15 Pass 11 Concrete breakout x- 1870 54606 0.03 Pass Pryout 3740 172279 0.02 Pass Interaction check M45N, VIIWWV Combined Ratio Permissible Status Sec. D.7.1 0.92 0.00 91.7% 1.0 Pass 518"0 Heavy Hex Bolt, F1554 Gr. 36 with hef = 18.000 inch meets the selected design criteria. 12. Warnings Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines mustbe checked for plausibility. Simpson Strong -Tie Company inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 wwwstrongtie.corn 66 t�ii'�i-•��® Anchor Designer"I" Qr Software K Version 2.0.5154.42 Company: Allstructure Engineering Date: 6/_6/2014 Engineer: Ryan Hardie Page: 5/5 Project: Address: Phone: E-mail: - Per designer input, ductility requirements have been determined to be satisfied — designer to verify. - Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. S mpsoo Strang -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.550.9000 Fax: 925.847.3871 www.strongtie.com M Anchor DesignerTM Software Version 2.0.5154.43 1.Proiect information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-08 Units: Imperial units Anchor Information: Anchor type: Cast -in-place Material: F1554 Grade 36 Diameter (inch): 0.625 Effective Embedment depth, her (inch): 18.000 Anchor category: - Anchor ductility: Yes hmm (inch): 19.38 Cmm (inch): 3.75 Smm (inch): 3.75 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not set Company: Allstructure Engineering I Date: 6/6/2014 Engineer: Ryan Hardie Page: 1/5 Project: Address: Phone: E-mail: Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 24.00 $tate: Qrarked Compressive strength, f. (psi): 2500 4r,,v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Ignore Edo requirement: No Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 12.00 x 24.00 x 0.38 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. S€mpson Strong -Tie Comr.any !nr, 5956 W. Las Pashas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 wvnr✓.strongtie.com M M•. • Anchor Designer TIM " Software is "ME MVersion 2.0.5154.43 <Figure 2> Company: Allstructure Engineering Date: 6/6/2014 Engineer: Ryan Hardie Page: 2/5 Project: Address: Phone: E-mail: Recommended Anchor Anchor Name: Heavy Hex Bolt - 5/8"0 Heavy Hex Bolt, F1554 Gr. 36 F I64 Iep2+taQy�4Y %ifi�i tHl Ra hR"u, Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Im, 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 w .strongtie.com M -1ivl;�z•�c■ Anchor Designer TM a a Q.l33 Software sfi3 Version 2.0.5154.43 Company: Allstructure Engineering Date: 6/6/2014 Engineer: Ryan Hardie Page: 3/5 Project: Address: Phone: E-mail: 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nue (Ib) V.. (Ib) Vuay (lb) 4(V.e.)2+(V�.y)' (lb) 1 3251.1 132.0 0.0 132.0 2 3251.1 132.0 0.0 132.0 3 0.0 132.0 0.0 132.0 4 0.0 132.0 0.0 132.0 6502.2 528.0 0.0 528.0 Maximum concrete compression strain (%o): 0.08 Maximum concrete compression stress (psi): 340 Resultant tension force (lb): 6502 Resultant compression force (b): 6502 Eccentricity of resultant tension farces in x-axis, @'N. (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'v. (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4. Steel Strength of Anchor in Tension(Sec. D.5.1) Nee (Ib) 0 01Ve, (Ib) 13100 0.75 9825 S. Concrete Breakout Strength of Anchor in Tension (Sec. D.5.21 Nb = 16A4F�h.P (Eq. D-8) A r', (psi) her (in) Nb (lb) 1.00 2500 18.000 98903 <Figure 3> Y 0.750doNms=0.750no (AN./AN`o)P ,N'Ta NT,N'Ym,N& (Sec. D.3.3.3, D.4.1 & Eq. D-5) AN, (In2) AN�o (Ins) T�qN V"e6N KN TOpN Nb (Ib) 9 0.750a^by (lb) 4050.00 2916.00 1.000 1.000 1.00 1.000 98903 0.70 72117 ^u€Ivut Strength of Anchor in Tension (Sec. D.5.3; U.7oryorpNpe = 0.750e¢'T-,PNp = 0.750aO'Y,P6Abefc (Sec. D.3.3.3, DAA, Eq. D-14 & D-15) T.'F Abq (ins) Fc (psi) d 0.750doNp„ (ib) 1.0 0.67 2500 0.70 7046 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 5 e7livl:rz•�e® Anchor Designer""' " U _ Software @€3IVersion 2.0.5154.43 8. Steel Strength of Anchor in Shear (Sec. D.6.11 V. (Ib) 115'-m 0 0,pwOV.. (ib) 7865 1.0 0.65 5112 Company: Allstructure Engineering Date: 616/2014 Engineer: Ryan Hardie Page: 4/5 Project: Address: Phone: E-mail: 9 Concrete Breakout Strenath of Anchor in Shear (Sec. D.6.21 Shear perpendicular to edge in x -direction: Vb.=7(!./d.)Ugd.,J> f.e.11.5 (Eq. D-24) 4 (in) d. (in) a. Y. (psi) c.r (in) Vh. (lb) 5.00 0.63 1.00 2500 24.00 49311 0.750doWbg. = 0.750d¢ (Av./Avw)9'.,,v%dvT1wvTh,vVb. (Sec. D.3,3.3, D.4.1 & Eq. D-22) Av. (in 2) Awo (in 2) y..,v Tm,v 'F,V V'h,v Vb. (lb) 0 0.75OdOvmg. (lb) 2232.00 2592.00 1.000 1.000 1.000 1.225 49311 0.70 27303 Shear parallel to edge in x -direction: Vhy = 7(l./ d.)b�Nd. 4fccel s (Eq. D-24) 1. (in) d. (in) A N (psi) c.r (in) Vby (lb) 5.00 0.63 1.00 2500 24.00 49311 0.75¢dOVav = 0.75Od¢ (2)(AvJAv.) V'. v %d.vT..vFh,vVby (Sec. D.4.1, D.6.2.1 (c) & Eq. D-22) Av. (in 2) Av. (in 2) T..,v T.d,v T.,v Th,v /by (lb) 0 0.750doWby. (lb) 1980.00 2592.00 1.000 1.000 1.000 1.225 49311 0.70 48440 10 Concrete Pryout Strength of Anchor in Shear (Sec D 6 31 0.750dm Vow = 0.75Od0k.bNwg = 0.750d0kw(ANd/AN.o) Te ,N T.dOT NTcp,NNb (Eq. D-31) k, AN. (In2) AN. (in2) T.c,N Y' d,N TFN T,, N Nb (Ib) 0 0.750dol/,g (Ib) 2.0 4837.50 2916.00 1.000 1.000 1.000 1.000 98903 0.70 172279 1i. Interaction of Tensile and Shear Forces (Sec Tension Factored Load, N,,. (Ib) Design Strength, oW (lb) Ratio Status Steel 3251 9825 0.33 Pass Concryte breakout 6502 72117 0.09 Pass Pullout 3251 7046 046 Pass (Governs) Shear Factored Load, W. (lb) Design Strength, oW (lb) Ratio Status Steel 132 5112 0.03 Pass (Governs) T Concrete breakout x+ 528 27303 0.02 Pass ii Concrete breakout y- 264 48440 0.01 Pass Pryout 528 172279 0.00 Pass Interaction check M,d4iM V.14 V. Combined Ratio Permissible Status Sec. D.7.1 0.46 0.00 46.1% 1.0 Pass 5/8"0 Heavy Hex Boit, F1554 Gr. 36 with hef = 18.000 inch meets the selected design criteria. 12. Warnings Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Cornoary mc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 w .strongtiexom N Anchor Designer TM 'y Software Version 2.0.5154.43 Company: Allstructure Engineering I Date: 6/6/2014 Engineer: Ryan Hardie Page: 5/5 Project: Address: Phone: E-mail: - Per designer input, ductility requirements have been determined to be satisfied — designer to verify. - Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strang -Tie Compamt'no . 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.corn_ &y Engineering LLC Description : typical footing - hrences i 's,; — Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-10 Load Combinations Used : 2012 IBC & ASCE 7-10 Project Title: Title Block Line 1 Engineer: You can change this area Project Descr: using the "Settings" menu item and then using the "Printing & Title Block" selection. Project ID: Material Properties 0.750 Soil Design Values ft f : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = Nn Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pct CnnrrAtP npngifv c 145 O r f c..{I/!`nnr.nio Rdnf ..o CncH _ !1 3!1 cp Values Flexure = 0.90 Allowable pressure increase per fool of dept = ksf Shear = Analysis Settings 0.750 Increases based on footing Depth Footing base depth below = ft Min Steel % Bending Reinf. = soil surface Allowable pressure increase per foot of deptl= ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = it Min, Overturning Safety Factor = 1.0 :1 Min. Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per fool of dept = ksf Use ftg wt for stability, moments & shears Yes when maximum length or width is greater4 ft Add Pedestal Wt for Soil Pressure No Use Pedestal for stability, mom & shear No Mbfin ijwkmt Width parallel to X -X Axis = 6.0 ft Length parallel to Z -Z Axis = 6.0 ft Footing Thicknes = 16.0 in Pedestal dimensions px : parallel to X -X Axis = 12.0 in pz : parallel to Z -Z Axis = 12.0 in Height - in Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.0 in Bars parallel to X -X Axis Number of Bars = 7.0 Reinforcing Bar Size = # 5 Bars parallel to Z -Z Axis Number of Bars = 7.0 Reinforcing Bar Size = # 513-h 111111011111I Bandwidth Distribution Check (ACI 15.4.4.2) �r Direction Requiring Closer Separation n/a # Bars required within rung nla # Bars required on each side of zone n/a ��a}yeti L P: Column Load = 2.630 k OB: Overburden = ksf M-xx = k -ft M-zz = 16.480 1.90 k -ft V -x = k V -z = k 6-s E n g in e e P in g L L C Description : typical footing Project Title: Title Block Line 1 Engineer: You can change this area Protect Descr: using the "Settings" menu item and then using the "Printing & Title Block" selection. Project ID: 1--i-ND 'i"15 `I't' = a � Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.3577 Soil Bearing 0.5366 ksf 1.50 ksf +D+0.60W+H about Z -Z axis PASS n/a Overturning -X-X 0.0k -ft 0.0k -ft No Overturning PASS 1.047 Overturning -Z -Z 16.480 k -ft 17,262 k -ft 0.6D+W PASS n/a Sliding -X-X 0.0 it 0.0 It No Sliding PASS n/a Sliding -Z-Z 0.0 it 0.0 it No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1678 Z Flexure (+X) 3.434 k -ft 20.4655 k -ft +1.20D+0.50Lr+0.50L+1.60'VV PASS 0.05695 Z Flexure (-X) 1.165 k -ft 20.465 k -ft +1.40D PASS 0,05695 X Flexure (+Z) 1.165 k -ft 20.465 k -ft +1.40D PASS 0.05695 X Flexure (-Z) 1.165 k -ft 20.465 k -ft +1.400 PASS 0.04463 1 -way Shear (+X) 3.347 psi 75.0 psi +1.40D PASS 0.04463 1 -way Shear (-X) 3.347 psi 751 psi +1.40D PASS 0.04463 1 -way Shear (+Z) 3.347 psi 75.0 psi +1.40D PASS 0.04463 1 -way Shear (-Z) 3.347 psi 75.0 psi +140D PASS 0.06120 2 -way Punching 9.180 psi 150.0 psi +1.40D Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual l Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio 5 ie tl t I ' 14"U"A>q I0111!12181 i.'('i1 43 j Y�ll�E11 4 E I I Flexure Azis&Load Combination Mu Which Tension@ As Req'd Gym. As Actual As Phi•Mn Status k -ft Side? Bot orTop? inA2 inA2 inA2 k -ft X -X. +1.40D 1.165 +Z Bottom 0.3456 Min Temp % 0.3617 20.465 OK X -X. +1.40D 1.165 -Z Bottom 0.3456 Min Temo % 0.3617 20.465 OK X -X, +1,20D+0.50Lr+1.60L+1.60H 0.9990 +Z Bottom 0.3456 Min Temo % 0.3617 20.465 OK X -X, +1.20D+0.50Lr+1.60L+1.60H 0.9990 -Z Bottom 0.3456 Min Temo % 0.3617 20.465 OK X -X. +120D+1.60L+0.50S+1.60H 0.9990 +Z. Bottom 0.3456 Min Temo % 0.3617 20.465 OK X -X, +1.20D+1.60L+0.50S+1.60H 0.9990 -Z Bottom 0.3456 Min Temo % 0.3617 20.465 OK X -X. +1200+1.601-r+0.50L 0.9990 +Z Bottom 0.3456 Min Temp % 0.3617 20.465 OK X -X, +1.20D+1.60Lr+0.501_ 0.9990 -Z Bottom 0.3456 Min Temo % 0.3617 20.465 OK X -X. +120D+1.601-r+0.80W 0.9990 +Z Bottom 0.3456 Min Temp % 0.3617 20.465 OK X-X,+1,20D+1.60Lr+0.80W 0.9990 -Z Bottom 0.3456 Min Temo% 0.3617 20.465 OK X -X. +1.20D+0.60L+1.605 0.9990 +Z Bottom 0.3456 Min Temo % 0.3617 20.465 OK X -X, +120D+0.50L+1.608 0.9990 -Z Bottom 0.3456 Min Temp % 0.3617 20.465 OK X -X. +120D+1.60S+0.80W 0.9990 +Z Bottom 0.3456 Min Temo % 0.3617 20.465 OK X -X, +1.20D+1.60S+0.80W 0.9990 -Z Bottom 0.3456 Min Temo % 0.3617 20.465 OK X -X. +1.20D+0.50Lr+0.50L+1.60W 0.9990 +Z Bottom 0.3456 Min Temo % 0.3617 20.465 OK X -X, +1.20D+0,50Lr+0.50L+1,60W 0.9990 -Z Bottom 0.3456 Min Temo % 0.3617 20.465 OK X -X, +1.20D+0.50L+0.50S+1.60W 0.9990 +Z Bottom 03456 Min Temo % 0.3617 20.465 OK X -X. +120D+0.501_+0.50S+1.60W 0.9990 -Z Bottom 0.3456 Min Temo % 0.3617 20.465 OK X -X. +120D+0.50L+0.20S+E 0.9990 +Z Bottom 0.3456 Min Temo % 0.3617 20A65 OK X -X. +1.20D+0.50L+020S+E 0.9990 -Z Bottom 0.3456 Min Temo % 0.3617 20.465 OK X -X. +0.90D+1.60W+1.60H 0.7492 +Z Bottom 0.3456 Min Temo % 0.3617 20.465 OK X-X.+0.90D+1.60W+1.60H 0.7492 -Z Bottom 0.3456 Min TemD% 0.3617 20.465 OK X-X.+0.90D+E+1.60H 0.7492 +Z Bottom 0.3456 Min TemD% 0.3617 20.465 OK X-X.+0.9GD E+i.60H 0.7492 -Z Bottom 0.3456 MiinTemp% Oa W 20.465 OK Z -Z, +1.40D 1.165 -X Bottom 0.3456 Min Temo % 0.3617 20.465 OK Z -Z, +1.40D 1.165 +X Bottom 0.3456 Min Temp % 0.3617 20.465 OK Z -Z, +1.20D+0.5DLr+1.60L+1.60H 0.9990 -X Bottom 0.3456 Min Temo % 0.3617 20.465 OK Z -Z, +120D+0.50Lr+1.60L+1.60H 0.9990 +X Bottom 0.3456 Min Temp % 0.3617 20.465 OK Z-Z,+1.20D+1,60L+0.50S+1.60H 0.9990 -X Bottom 0.3456 Min TemD% 0.3617 20.465 OK Z -Z. +1200+1.60L+0.50S+1.60H 0.9990 +X Bottom 0.3456 Min Temp % 0.3617 20.465 OK Z -Z. +1.20D+1,60Lr+0.50L 0.9990 -X Bottom 0.3456 Min Temo % 0.3617 20.465 OK Z -Z. +1.20D+1.60Lr+0.50L 0.9990 +X Bottom 0.3456 Min Temp % 0.3617 20.465 OK Z -Z, +120D+1.60Lr+0.80W 0.1814 -X Bottom 0.3456 Min Temo % 0.3617 20.465 OK Z-Z.+1.20D+1.60Lr+0.80W 1.832 +X Bottom 0.3456 Min Temo% 0.3617 20.465 OK Z-Z.+120D+0.50L+1.60S 0.9990 -X Bottom 0.3456 Min Temo% 0.3617 20.465 OK Z-Z,+1.20D+0.50L+1.605 0.9990 +X Bottom 0.3456 Min Temp % 0.3617 20.465 OK M Project Title: Title Block Line 1 L U Engineer: You can change this area Project ID: r0 Protect Descr using the "Settings" menu item E n g j Tt e 2 i i n g L L C and then using the "Printing & Title Block" selection. Flexure Axis& Load Combination Mu Which Tension@ As Req'd Gvm. As Actual As Phii Status k -ft Side? Bot or Too? inA2 inA2 inA2 k -ft Z -Z. +1.20D+1.60S+0.80W 0.1814 -X Bottom 0.3456 Min Temo % 0.3617 20.465 OK Z -Z, +1.20D+1.60S+0.80W 1.832 +X Bottom 0.3456 Min Temo % 0.3617 20.465 OK Z -Z. +1.20D+0.50Lr+0.50L+1.60W 0.0 -X Too 0.3456 Min Temo % 0.3617 20.465 OK Z -Z, +1.20D+0.50Lr+0.50L+1.60W 3.434 +X Bottom 0.3456 Min Temo % 0.3617 20.465 OK Z -Z. +1.20D+0.50L+0.50S+1.60W 0.0 -X Too 0.3456 Min Temp % 0.3617 20.465 OK Z -Z. +1.20D+0.50L+0.50S+1.60W 3.434 +X Bottom 0.3456 Min Temo % 0.3617 20.465 OK Z -Z. +120D+0,50L+Q.20S+E 0.8799 -X Bottom 0.3456 Min Temo % 0.3617 20.465 OK Z -Z, +1.20D+0.50L+0.20S+E 1.118 +X Bottom 0.3456 Min Temo % 0.3617 20.465 OK Z -Z. +0.901)+1.60W+1.60H 0.0 -X Too 0.3456 Min Temo % 0.3617 20.465 OK Z -Z, +0.90D+1.60W+1.60H 0.0 +X Too 0.3456 Min Temo % 0.3617 20.465 OK Z -Z. +0.90D+E+1.60H 0.6301 -X Bottom 0.3456 Min Temo % 0.3617 20.465 OK Bottom 0.3456 Min Temo % 0.3617 20.465 OK Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu I Phi'Vn Status +1.40D 3.347 osi 3.347 osi 3.347 osi 3.347 osi 3.347 osi 75 psi 0.04463 OK +1.20D+0.50Lr+1.60L+1,60H 2.869 osi 2.869 osi 2.869 osi 2.869 psi 2.869 osi 75 osi 0.03825 OK +1.20D+1.60L+0.50S+1.60H 2.869 osi 2.869 osi 2.869 osi 2.869 osi 2.869 osi 75 osi 0.03825 OK +1.20D+1.60Lr+0.50L 2.869 osi 2.869 osi 2.869 osi 2.869 osi 2.869 osi 75 osi 0.03825 OK +120D+1.60Lr+0.80W 2.869 osi 2.869 osi 2.869 osi 2.869 psi 2.869 osi 75 psi 0.03825 OK +1.20D+0.50L+1.60S 2.869 osi 2.869 osi 2.869 osi 2.869 osi 2.869 osi 75 osi 0.03825 OK +1.20D+1.60S+0.80W 2.869 osi 2.869 osi 2.869 Dsi 2.869 Dsi 2.869 psi 75 psi 0.03825 OK +1.20D+0,50Lr+0.50L+1.60W 2.868 psi 2.868 osi 2.869 osi 2.869 Dsi 2.869 osi 75 Dsi 0.03825 OK +1.20D+0.50L+0.50S+1.60W 2.868 Dsi 2.868 Dsi 2.869 osi 2.869 Dsi 2.869 psi 75 psi 0.03825 OK +1.20D+0.50L+0.20S+E 2.869 osi 2.869 osi 2.869 osi 2.869 osi 2.869 osi 75 Dsi 0.03825 OK +0.90D+1.60W+1.60H 0 psi 0 Dsi 2.152 Dsi 2.152 Dsi 2.152 psi 75 psi 0.02869 OK +0 90D+�+160H 2,152 Dsl 2.152 psi 2.152 Dsi 2.152 osi 2.152 psi 75 osi 0.02869 OK ,. _. All units k Load Combination... Vu Phi'Vn Vu I Phi"Vn Status +1.40D 9.18 Dsi 150 Dsi 0.0612 OK +1.20D+0.50Lr+1.60L+1.60H 7.869 Dsi 1500s! 0.05246 OK +1.200+1.60L+0.50S+1.60H 7.869 Dsi 1500si 0.05246 OK +1.200+1.60Lr+0.50L 7.869.osi 150osi 0.05246 OK +1.20D+1.60Lr+0.80W 7.874 osi 150osi 0.0525 OK +1.20D+0.50L+1.60S 7.869 Dsi 150osi 0.05246 OK +1.20D+1,60S+0.80W 7.874 psi 150osi 0.0525 OK +1.20D+0.50Lr+0.50L+1.60'W 8.841 psi 1500si 0.05894 OK +1.20D+0.50L+0.50S+1.60W 8.84' osi 150osi 0.05894 OK +1.20D+0.50L+020S+E 7.869 Dsi 150osi 005246 OK +0.90D+1.60W+1.60H 5.902 osi 150osi 0.03934 OK +0.90D+E+1.60H 5.902 osi 1500si 0,03934 OK MW EXHIBIT C RECOMMENDED MAINTENANCE PLAN "Under the Sun and Dreaming" '' are and feeding MEET F' 'i= Maintenance: °'_? Using stainless steel provides an extremely durable and low !i maintenance finish with strong stain resistance. When the shine or finish start to loose the sparkle I recommend using a Zepp stainless '`EM • a steel cleaner found at most home stores like Home Depot. Just spray this on to all the stainless steel and then wipe off with a soft towel. One of the many reasons we use the Zepp is it leaves an oily coating on the sculpture and this is a great deterrent for water stains and people that think climbing on the art is a good idea. IN Tagging: if the Stainless steel gets tagged with paint or some other substance, you can simply use Acetone to remove the marks and then clean again with a Stainless cleaner. _3 iia tiiF :i'• ic7Kie.. rn ii ¢' 541 .399.3830 1457 Barker Rd. Hood River Oregon 97031 Certificate of Authenticity This letter certifies that this is an authentic original work of art designed and fabricated by artist C.J. Rench of CJRdesign, This piece was finished in the year 2014 Purchase value of the work $95,000.00 Replacement cost and insurance value of the same work of art is $114.000.0 Title of sculpture "Under the Sun and Dreaming" C.J. Rench Artist S41.399.3830 1457 Barker Rd. Hood River Oregon 97031