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Specifications I, Structural Calculations Balcony Support °A. �T2 vlo -OD /90 ?'/O 3 s vi/ C�QI $ MS T�crr��o- a /9/ a/yo/ �< g yo5 „ r f Amato Townhouse Balconies Tigard, Oregon /�PST20-1) -az) / 9 `_; 5f✓ r f X57 -2 0d CID /9 if 7 for William J. Hawkins III Architect FAIA 1425 Southwest 20 Ave.. Portland, Oregon 97201 0,0 YlipF �,�RtJCrv, G GIN F �� cr 4 • Pierson, James G. Inc. * OREGON �tiGIN 6 )3.R. G0\$ '. _'';:?ES: JUNE. 30, e _! James G. Pierson, Inc. Consulting Structural Engineers • 320 S.W. STARK SUITE 535 PORTLAND, OR. 97204 � �� 1 / JAX2263l3O OCT 2 0 2006 October 18, 2006 CITY OF TIGARD ®u;L1.c7SL"3 DiVlSaON • Townhouse Balcony Tigard, Oregon Design Data: 2003 IBC Floor Loads 60 psf Live Load 10 psf Dead Load Lateral Loads: Wind @ 100 mph Wind Zone Exposure B Seismic Category D1 • Structural Narrative Structural Calculations are provided herein for balcony.design hanging on the side on new townhomes in Tigard. The techniques and principles of structural analysis used for these calculations conform to generally accepted standards of the engineering community. The design is performed in accordance with our understanding of the 2003 International Residence Code. These calculations have been prepared based upon architectural sketches by William J. Hawkins Architects out of Portland, Oregon. The drawings and conformance to the structural • recommendations of these calculations, were completed by them under the direction of our office. • 10/17/08 TUE 13:00 FAX 503 2259460 WILLIAM HAWKINS ARCHITEC R1002 ‘2-A4L0.1re 617-.4 : . e,ss Et eVA.-'1iom . 2-X to 3SU'D - o „ 14- ( . , FRVAI 5Ra�,.x 1wE-eN ?tu c � '•' Max • • 0 4 i • M . . • 2449 FtA • FF,b.NUNa It C • inn! : oaaaaumwaaaaaahi I • v q - +tss x 4 (9 �,, olG yv 4P 4 'r5 _ • i •I TS 2k2vix / i .- 34 OA: x er IA/ (2.) 5 .TO . i , , , 1 ! . 4,04..e.: s. • • i I 1 . • 1 .. , J I , . ..._ . 0. .k 1 177A ff . , , . t . . h i p O t3 -Co ,� tom' l.5° .5" l PlL • w A ' T '0 , 01 i ° o ° Pt GG -TS (SRS a} - 4% C"r f ) z .. 'a , , 0. . � -»::. ,-. 777 I : ll it "°_ ' ' "'_ 17771.1 , .I 3 M o P+4N 5'rr3,- Y4. l ,Get. '.L c9? a m c (F+�wttlNG 'tYP t a is Z ,�-`� X 3 �M� U S c 4QP.L 'SQA u a c ors (z`cf ) + AA-- 5'r N We.. 1 Ow V itco . ' x i x9 wl .. O • h ._. U • ti e vA t Eck. .: y _1'_ p„ 0 • • I. n a • O � LJ I 11 17gP rtitizik . . • _ . .. . . , • • • 0 0 0 4 6 U FURNACE .. w : iz 3 TYP. j VENT, TYP. Zr �[i �1�1f t 11[1 �6 m G �S l i `1 i �ii i` rlir 'd LL1 I[ R 1 1 It 7 C 1 1 T 1: 1 ,Ult�.yy r °cy R' u� ,- i• [ 1 ,1 1 r �- i °1�+ 1 " t: 1 4y t• 1 [ r u r S � [1�� c c c•� tJJS •u R n, r. •1: ti.'i 11 _ JJ5S •�' P li"r.'1Re1 xl.R'^I. k 1:� [ il�•lya .., 411:, / ;91,X11 „1 at. l[ „Relf „I:q� _ I�1y�11IY tI:14I11,ILI:GIilclt 151„ .qtly it i 1S I� •II:;I:I:11R1.•, -1i le^, l ° �_��s . . ,[ 1111 a �r' z - b5 ec ..,∎— 61.11-1111113.1171M111114111.4 a 1. f 1 Disomorlim u l - � - Nam - - . a _ SECOND F - 1 g III�I� IIIEIiI�11d i fI N • �a I II�I�I�I���IIIII f� winomplibulion- --a--- - -:, 1L��1 i I - IF. " _ • IN i 0 If .4 Et l I®I� __ 0 Fail a 101 v ICI ' I ■ 7.7 -- ol _ O i -- �►'�I� E � - - i � ExrST�64FZRSr FLR. I I� MI_ enNI _ ,� sRaDE E6 3�0 671 =I� N . C`t 11 � NEW f RAbE EL: 227 FT �; ti X1 91 �I�I — I •C� — Ir - - d `-� - - - � � — T — — •�, UNIT1 UNIT UNIT 3 =- U = == co o SOUTH ELEVATION - UNITS 1 -5 SCALE: *=i'_0” • m ti - .., 0 • (6) • . J — 1 h51( ' bes,S Y�1 Jri I o,n 5,1,! �II('.IrS . , • t . • • • LL , G e : i � 1 Gl�h 3 �P�� 4' (a" _SPAS 11iY 4 , ilr .......6.1. 4. 4 : r Q1GA * ry .... ti�+ .._ • �' '� 1),...! sF k 315 }3 = 01T — ! W I _f,:i.l _ ^3(I m 1 1b S 't '` i t_ _.. .. • • : i • I : . ; i 0 I l N3 — - - - - - I ' '5 ao " 5 \e��: i : I : 1 I I i • i . T' 11 . . . • ■ I • .. i • • • . • 1 . : I . ' I I i Project Jobm James G. Pierson, Inc. Location Date Consulting Structural Engineers I111 .)6 320 S.W. Stark, Suite 535 Portland Oregon 97204 Genf Sheet na Tel: (503) 226 -1286 Face (503) 226 -3130 i • Welded Steel Grating , W hen selecting a bar grating product, consider Welded Steel Grating first. TABLE OF SPACINGS AVAILABLE Usually our most economical products, they provide a comfortable walking e• Stan Ram WddrdGrat gwtlrt<n bearing surface with nearly 80 percent open area. This, combined with the positive welded STANDARD versa aced at 1-3/16' on renter and cross bar/bearing bar intersection, make these products our most popular. pular. WELDED lye ( - cross Mrs at 9' on center. 7hr workhorse of industrial (losing Manufactured from ASTiv1 A -1011 carbon steel, welded gratings are recommended for GRATING products serving a multitude of nearly allindustrial flooring applications. TYPE W19.4 '1 11.4■ applications. To specify welded steel grating, first specify the type of grating from the adjacent - ?' 2 Bearing bars spared at 1.3/16' on OTHER BAR ... renter and close spaced crass bars at table. In the instance of standard welded grating, the °W indicates the assembly of SPAGNGS lye ' 2 anrrntrr.rr /e rd(ersharsparrs j .444.141 the grating shall be Welded construction, the "19 "indicates that the bearing bars AVAILABLE � .444.141 ' and where small wheeled each mast shall be 19/16's (1 -3/16) inches on center, and the "4" indicates that the cross bars TYPE W - I9.2 �j - x.1 smoothly pass ova the grating. shall be spaced at 4 inches on center. Following selection of the type of grating, con- A° Bearing bars spaced at 15/16' on renter suit the load table below to select the appropriate bearing bar size for the loads and with cross bars at 4' on center. Provides I spans to be serviced. Proper designation for standard welded grating with 1" x 3/16" 'ye' MITI additional floorsurf ceareaand rr increases load rapacity by 26% when bearing bars is indicated W -19-4 1 "x 3/16 "' compared to standard spared products. TYPEW-15 -4 � 1 1 . ` `a 2' 2. Bearing bars spaced at 15/16 on TYPE W-1 9-4 3 �� 1 : q • center and close spaced cross ban at we } �' _ ' _ / Thu center. Yields Me dual J advantage of closer spared bearing + ' V .N l n . ° sf . • TYPE W-15 � I ' I 6ars uM rross 6nrs. ' � ;�} i,�rn .� 4_' 4° The bar spacings on Types W -11 -4 L The W -11 -2 both conform with the / 4;!‘f'''' - 1. � ." � CONFORMING "/ _' '� rigid provisions o(rhrAmrrieans . • -- .� �''�� SPACINGS = I � with Disabilities Act. When T �T ^`� -.. I a TYPE W II-4 - 1 i= s rir sto nom with 1 .'- d +'.` o = • � pnrjyinggra r8 Ph r' AD.1 requirements, it is rnnral to - - r i - S , 1 2' 2" specify that the bearing ban span I . • aim r i a V ok. _ •perprndrrumr to Nrc normal flow o/ -- ,r..'s ,.4 TYPEW-11-4 ,v.,.. _,. „,_ ba((sr. • TYPE W-11-2 i = / = i= Steel Bar Grating Load Table 19 -4 / 19 -2 LOAD TABLE BEARING BAR SIZE UNSUPPORTED SPAN WEIGHT PER SQ. FT. (LBS.) 2' -0' 2'-6° 3' -0' 3' -6' 4'-0° 4' -6' s'-0° S'-6° 6' -O 6' -6° 7' -0° 8' -0° 9'-0 19-4 19.2 15.4 I5 -2 11-4 11 -2 7-4 7-2 • :D•• g.: 10.2 12.1 13.1 19.4 21 P; 3/4 X 1/8 6 89 IR iii p LOADS AND DEFLECTIONS Alf THEORETICAL VALUES BASED Off 4.0 4.8 4.9 5.7 6.4 7.2 9.7 10.7 3 :_ s :342:71, t, 18,000 PSI UNIT STRESS. FOR PEDESTRIAN COMFORT DEFLECTIONS Y'` S' /¢'Xi lb i' -. ;�' r }5Z$( :724 • . g !.:1114,4k '(A IN EXCESS OFI /4 "ARE NOT RECOMMENDED. 5.6 6.4 6.9 7.7 9.2 10.0 14.5 16.0 i ; '? if s - 2i...p c...` 'D: :. .079.:. x ' �',. . 8 18:7• Q f s 1 X 1/8 1 :1 11 .i .j 1j .d Ie ( = SAFE CONCEN TRATEDMID-SPANLOAD, 5.1 5.9 6.2 7.1 8.2 9.0 12.9 14.2 w; " jr ' 4 . :its, f : : 0g r . LBS. PER FT. Of GRATING I /IDTH i. 3 VE d . =.. = - r.: . : ,•*;.! s' j�. p g 427 `c , .., D =DEFLECTION IN INCHES 7.4 8.4 9.2 .3 44 :_ g:r.: . ... ( ' ..1. •! `i.' k . } 4: 4) /Y 8 $ 2a - . .":363: ., _.!'?: 72 - : t •:'' .., .',:: - 3'' 4 QQ . ' 5 7.7/4 X 1/8 - - . 3 7t +{b iii ill 9f .1 7i l b i4 13 � 6.4 7.4 7.8 8.8 10.3 11.3 15.8 17.1 (-"' 1'S;i4:7f`3JI6 =r1 'g 't IA '1<.g : .:z l � 3Q�.. ?�: 'i. 44 �.• g i " .49i: ` ' § a "� :y':3 n ,, S; , rte " � � f . 3 T ?� .3 - -' ; q 9.0 10.0 11.2 12.2 ]4.9 15.9 23.R 25.7 1 - 1/2 X 1/8 D '840 'b62 � � l Ali i � ," . 2 ` be .358 .a q j il6 1 . A 04 7. 4 8.4 9.2 10.2 12.1 13.1 18.8 20.0 sk : I iz ,4it Vet /j % l .:040 ° i .0. P "' l • ' 1 D S7p�y : : 9 43 •• Si gg i gq2 77 p %����� � '7 1. . . 11.1 12.5 13.7 15.1 18.1 19.6 28.1 30.1 Viz" ..ii s'' ' :' 1 '•': 8'': = 1 • , i 1 .159'.• 1 . `:7A r: -:•'..300. ?:358 ,. . �•' ., g 87: 2 1 'lip 9 n7 7 7 9 A 22 27 7 11 d4 12.7 14.1 15.7 17.1 20.9 22.3 32.5 34.4 ' 1.3/4 7s 2901 2 1 0 1 09 Jill Ail ? pi ' ii . 116 . R ii " !;:',T.:=7,- 5 fil IF'1'16, 31;:: U _ 66 J '• 1• 7 , , dq 7 q !. 1 �9 4 - .. - t 5 6: ! , . .hr: fa d6 • • . 5 .i1D . it i • 5 ? i 3 G p�� . 42 : 1• 1 47. ! 14.3 15.7 17.8 19.2 23.7 25.1 36.9 38.8 . Kit =: �, r . :.��� . ,U �' `�'� :�7.� � , .091 < : .11 qq • � .7 . } � � • .`2 , . X65 . • .4 ,.6 U 47 3 Q Q ¢¢ 9 2132 1566 ll ' 1 7 250 29 3 S 3 0 2 I 7 7 2.1 /4X3 /I6 c 4796 4 3 j i • °a i31 iA - 1 4 5 i91A 1744 "hi .1 11 i1 . 1 1 15.9 17.4 19.8 21.2 26.5 27.9 41.3 43.2 D .026 . 1 066b0 .011 1 1.4 1_66 .200 8 28 29 4 S 6 .2=f /2X,1416!. - f ' • '"j ' , a' .32°7 :. • 3.f: --T 7 17.5 19.0 21.8 23.3 29.2 30.7 45.6 47.5 NOTE WHEN GRATWMS WITH SERRATED BEARING OARS ARE SLIMED, THE DEMO/ GRATING REQUIRED TO sumo A SPECIFIED LOAD Will BE 1/4' GREATER THAN THAT snow IN DUMB ABOVL CONVERSION TABLE The loads shown above are for type 19.4 and 19.2 gratings. To determine the load carrying opacity for alternative bar spacings, multiply the loads given by the following conversion factors (DEFLECTION REMAINS CONSTANT)' FOR TYPES 15-4 AND 15-2: 1.26 FOR TYPES 11-4 AND 11-2:1.72 FOR TYPES 7.4 AND 7 -2: 2.71 SELECTION GUIDE: 19 -4 PLAIN SURFACE GRATING For deflection of not more than 1/4' when subjected to the severest 01 the following: (1) the uniform loads below; (2) under concentrated mid.span loads of 300 lbs. up to 6-0' span; or (3) 400 lbs. for spans 6'-0' and over. SAFE UNIFORM LOAD 185./SC Fr 2' 1 3' - 0° P•6° C 4'fi° S' - 0" S'•6° 6'•0" 6 %6" 7' - 0° 8 %0' 9' -0° o SR 1 x 1/8 1 0 1/8 1 x 1/8 I x 1/8 1 x 3/16 1 -1/4 x 1/8 1 -1/4 x 3/16 1.1/2 x 3/16 1 -3/4 0 3/16 1.3/4 x 3/16 2 x 3/16 2 -1/4 x 3/16 73 1 x 1/8 1 x 1/8 1.s 1/8 I x 1/8 1 x 3/16 1 -1/4 x 1/8 1.1/4 x 3/16 1.1/2 x 3/16 1.3/4 x 3/16 1 -3/4 x 3/16 2 x 3/16 2 -1/4 x 3/16 100 1 x 1/8 1 x 1/H 1 x 1/8 1 x 1/8 1 x 3/16 1.1/4 x 1/8 1.1/4 x 3/16 1 -1/2 x 3/16 1.3/4 x 3/16 1 -3/4 x 3/16 21/4 x 3/16 21/2 x 3/16 175 1 a 1/8 1 x 1!8 I x 1/8 1 x 1/8 1 -1/4 x 1/8 1.1/4 x 3/16 1 -1/2 x 1/8 1 -1/2 x 3/16 1.3/4 x 3/16 2 x 3/16 2 -1/4 x 3/16 - . ISO 1 x I/O 1 x 1/8 I x 1/8 1 0 3/16 1.1/4 0 1/8 1.1/4 x 3/16 1.112 x 3/16 1.3/4 x 3/16 1.3/4 x 3/16 2 x 3/16 2 -1/2 x 3/16 - .. 200 1 a 1/8 I x 1/8 1 x I/8 1 -1 /4 x 1/8 I -I/4 x 3/16 1 -1/2 x 3/16 1-3 /4 x 3/16 1-3/4 x 3/16 2 x 3/16 2 -1 /4 x 3/16 - - 300 1 x 1/8 I x 3/16 1 x 3/16 1 -1/4 x 3/16 1.1/2 x 3/16 1 -3/4 x 3/16 2 x 3/16 2 x 3/16 2.1/4 x 3/16 2.1/2 x 3/16 - - .. GRATING LOS ALAMITOS, CA - TEL (800) 321 -4314 • FAX (562) 598 -2740 W00DBURN, OR - TEL (800) 942 -4041 • FAX (503) 980 -2068 4 SAN LEANDRO, CA - TEL (800) 491 -1212 • FAX (510) 351 -8094 SEATTLE, WA - TEL (800) 243 -3939 • FAX (206) 575 -6455 PACIFIC TURLOCK, CA - TEL (800) 491 -7999 • FAX (209) 669 -2204 www.gratingpacillc.com J i • • . _. .. , : i . I 3' • 1 �ra UEti • 8� 7I,NF,Z i r• m 1 1 I' ■ ■ 1 _ I. I I / 1 1 Z ► iNCWX` . 2 2 ' .— ., Al r o;e . • I i , • W� IwR��c R� c,Ri�E� , (i 4 � !� � ,,] - :{$ 'isf i •2 �S I. I :.... I I a I ° F • • � l i 9 �,r�1 5 f15 • 2� os . 1. PlF .__._.. ! i (atcic 171... :V kttl 54;4 {s I i ! i. i... I. i • • . : F.>> w,im :,VI "l - i1U4.4 � 13J. 2ti.G. ',r''b_..._- .,,dt......_. . ; • ' � i i 3' 15F i , D _r LLt W - Gk -[ s1. LIj i 1 t4 1. /,l\ � � { < � ih, � .itr4 3 rb /.� f�_ t1.�‘i:" • i + : i i • .... - — — - i • i I 7 : I Proica Jthr James G. Pierson, Inc. Consulting Structural Engineers { 3 (11 l d • 320 S.W. Stark, Suite 535 Portland, Oregon 97204 Sheet na Tel (503) 226 -1286 Fat (503) 226 -3130 • : G�G th,1 2, ...; � S , » ... 1 - , i c_ 'E _ ;. I t - i • r� .. 7r• 1;t �i; 1 1 1114. -- - ' . . • . - • • I . 1 w :1 _�t i' 1 Cfr 1 f? • , 1 . 1. � .� f i j : i. r i , : : . . i 1 . i I . i , . . 1 1 1 j i • -.._ I . 1 , 1 Prciect lthro: James G. Pierson, Inc. Ixonicn Date . Consulting Structural Engineers j 19 1 v6 320 S.W. Stark, Suite 535 Pordand Oregon 97204 shy „Q Tel (503) 226 -1286 Fax (503) 226 -3130 Ili ► ,'. i t : 3 .,.:,..4,. ; " r 1: 11 ti' } ; .; ' X , ,• k : S • I S uS j y r{ ; y _ fir! + < - • ,,,,,,,g a .1.. ' Cs _ 'te -a� . ::' 2`'. . • James G. Pierson, Inc. Balcony . 1 PRG Oct 17, 2006 at 2:45 PM balcony.r3d i • , I , i • • 04 0 o y �� • o 0 0 0 s �. • `� 0�% � 4 �i�O ,o y i o i��O�O.. ` oiyi��: y00 yo � io Oo. ` ..... 00�0 y0 y 0 y, � y o o y y O o O ' 0 00 ��0 0 0 0000 � i0 i 0 i ♦ooy0000.. • y0♦i �o io�o O �o • '• i �i' io � 0 0 yy i0000 .! r� y y�ioy o o o y i oyy+oyoy97�� - ; J• •• o •%•••�% iy y o�o�0yy o o o 00 00�►000N.'� � .r :, ��O O o o � � �%o0+0004 ,.� pt * � 0♦ y 0 0i000i0 yy0 0 iO4o 0 yo 0 � 0 0�O0yiyyy 0 7. , t � ii �' ' 0 i�•„ op .iiOi'i ' , :, �F :. ♦ ��0i0ibO0i�0�0�y � 000yi000i0i0i00 • :.. u: 000�0o y 0y 0o00o0000o00o0y 00i00 . r 0 y0 9 0� � 0�s0o ��0 0y0io�o�o�0 000 �0000, t•,- ....... .:: ,.'% O X00�0 ► y.....,.,.... ; s1 . .0000�0 "° , ` '.......... ::...... 00 000�o - F�- _ !- • 00 0.0. : . !s c 3. s Loads: LC 2. ASCE 2 SOlulion: Envelope James G. Pierson, Inc. Balcony _ PRG Oct 17, 2006 at 2:32 PM balcony.r3d • • • • P1 , Ms My , 4 12 • P2 N3 MO 6 S N8 Solution: Envelope James G. Pierson, Inc. Balcony PRG Oct 17, 2006 at 2:32 PM balcony.r3d • Co rn[any : James G. Pierson, Inc. Oct 17, 2006 De siggtter : PRG 2:33 PM • Job limber : Balcony Checked By: Global DisplaySections for Member Calcs 5 Maxi Inbrnal Sections for Member Calcs 97 IncludeShear Deformation Yes IncludeWarpinq Yes Area Load Mesh (inA2) 144 Merge tolerance (in) .12 P -Delta Analysis Tolerance 0.50% Vertical Axis Y Hot Rded Steel Code AISC: ASD 9th Cold Formed Steel Code AISI 99: ASD Wood Code NDS 91/97: ASD _ Wood Temperature . <100F Concrete Code ACI 2002 Number of Shear Regions 4 _ RegionSpacing Increment (in) 4 Biaxial Column Method PCA Load Contour ParmeBeta Factor (PCA) .65 . Concrete Stress Block Rectangular Use 'Cracked Sections Yes Bad Framing Warnings No Unused Force Warnings Yes General Material Properties Label E [ksfl G fksi] Nu Therm ( \1E5 F) Densityfk /ft ^3] 1 qen Conc3NW 3155 _ 1372 .15 .6 .145 • 2 gen Conc4NW _ 3644 1584 . .15' .6 .145 3 qen Conc3LW 2085 906 .15 .6 .11 4 gen Conc4LW 2408 ' 1047 .15 ..6 .11 5 qen Alum 10600 4077 .3 1.29 .173 6 gen Steel . 29000 11154 .3 .65. .49 1 7 RIGID 1e +7 0 0 0 Hot Rolled Steel Properties Label E [ksil G [ksil Nu Therm ( \1 E5 F) Densitvfk/ft ^31 Yield[ksil_ 1 A36 Gr.36 29000 11154 .3 .65 .49 36 . 2 A572 Gr.50 . 29000 11154 .3 .65 . .49 50 3 A992 29000 11154 .3 .65 .49 50 4 A500 Gr.42 • 29000 11154 .3 '.65 .49 42 5 A500 Gr.46 29000 11154 .3 .65 .49 46 General Section Sets Label Shape Type Material A [in2l lyy [in4] Izz [in4] J fin41 1 GEN1A RE4X4 Beam gen Conc3NW 16 21.333 21.333 31.573 2 RIGID • None RIGID 1e +6 1e +8 le +8 1e +6 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rules A fin21 Ivy [in41 lzz in41 J fin4] 1 Front HSS6X3X4 Beam Tube A500 Gr.46 Typical 3.83 5.691 16.962 14.197 2 bracket HSS2X2X3 Beam ' Tube A500 Gr.46 Typical 1.195 .641 .641 I 1.091 RISA -3D Version 6.0 [C: \... \Peder Golberg \My Documents \RISA DATA \balcony.r3d] Page 1 • Company James G. Pierson, Inc. Oct 17, 2006 Designer PRG 2:33 PM ' Job Number Balcony Checked By: Member Primary Data Label I Joint J Joint K Joint Rotate(d...Section /Sha... Type Design List Material Design Ru... 1 M1 N1 N2 Front Beam Tube A500 Gr... Typica 2 M2 N2 N3 Front Beam • Tube A500 Gr.., Typica 3 M3 N3 N6 Front Beam Tube A500 Gr... Typica 4 M4 . NO N5 Front Beam Tube • • A500 Gr... Typica 5 M5 N5 N4 Front Beam Tube A500 Gr... Typica • 6 M6 N4 N1 Front Beam' Tube A500 Gr... Typica 7 M7 N6 N8 bracket Beam Tube A500 Gr... Typica 8 M8 N4 N7 bracket Beam Tube . A500 Gr... Typica 9 M9 N2 N5 Front Beam Tube A500 Gr... Typica Member Advanced Data Label I Release J Release I Offset[n] J Offset[inl T/C Only Physical TOM Inactive 1 M1 Yes _ 2 M2 Yes 3 M3 Yes 4 M4 Yes 5 M5 _ Yes - 6 M6 Yes 7 M7 Yes 8 M8 Yes 9 M9 Yes Joint Coordinates and Temperatures Label X fftl Y [ft] Z [ftJ Temp [F1 Detach From Diap_ 1 N1 0 0 0 0 2 N2 4.25 • 0 0 0 3 N3 8.5 0 0 0 __ 4 • • N4 0 0 3 0 5 N5 4.25 0 3 0 6 NO 8.5 0 3 0 7 N7 0 -2.66 0 0 8 N8 8.5 • -2.66 0 0 Joint Boundary Conditions • Joint Label - X [k /in] Y [Win] Z [k/in] X Rot.[k- ft/radl _ Y Rot.[k- ft/radL Z Rot.[k Footing_ 1 N1 Reaction Reaction Reaction • 2 N2 Reaction Reaction 3 N3 Reaction Reaction 4 N8 Reaction 5 N7 Reaction Hot Rolled Steel Design Parameters Label Shape Lengthf... Lbvyfft]_ Lbzzfftl Lcomp top...Lcomp bot... Kvy Kzz Cm -yy Cm -zz Cb y sway z sway 1 M1 Front 4.25 , • 2 M2 Front 4.25 _ 3 M3 Front 3 4 M4 Front 4.25 . - 5 M5 Front 4.25 • 6 M6 Front 3 7 M7 bracket 4.009 • 8 M8 bracket 4.009 . • • RISA -3D Version 6.0 [C: \... \Peder Golberg \My Documents \RISA DATA \balcony.r3d] Page 2 • Company James G. Pierson, Inc. Oct 17, 2006 Designer PRG 2:33 PM • Job Number Balcony Checked By: • Hot Rolled Steel Design Parameters (Continued) I Label Sha a Length ... Lb Lb ft Lbzz[ft] Lcomp top...Lcomp bot... Kw Kzz Cm -yy Cm -zz Cb y swa z sway 9 M9 Front I 3 I I - I I 1 Plates Label A Joint B Joint C Joint D Joint Material Thickness[in]_ Inactive Plane Str... 1 P1 N1 N2 N5 N4 den Steel .25 2 P2 N2 N3 N6. N5 gen Steel - .25 Rigid Diaphragms Joint Label Plane Type Inactive No Data to Print ... Joint Loads and Enforced Displacements Joint Label L.D.M Direction Magnitude[k.k -ft in.rad k's ^2/ftl No Data to Print ... Member Point Loads Member Label Direction Magnitude[k.k-ft] Location[ft%J No Data to Print ... Member Distributed Loads (BLC 5 : BLC 2 Transient Area Loads) Member Label Direction Start Magnitude[k /ft.d..End Magnitude[k/ft.d... Start Location[ft. %1_ End Location[ft °/ ] 1 M1 Y -.019 -.019 .425 .85 2 M1 Y • -.019 -.019 1.275 1.7 3 M1 Y -.019 -.019 1.7 2.125 4 M1 Y -.019 -.019 • 2.125 2.55 5 M1 Y -.019 -.019 2.55 2.975 6 M1 Y -.019 -.019 3.4 3.825 7 M1 Y -.019 -.019 3.825 4.25 8 M5 Y -.019 -.019 0 .425 9 M5 Y -.019 -.019 .425 .85 10 M5 Y -.019 -.019 1.275 1.7 . 11 M1 Y -.019 -.019 0 .425 12 M5 - Y -.019 -.019 1.7 2.125 13 M5 Y -.019 -.019 2.125 2.55 14 M5 Y -.019 -.019 2.55 2.975 15 M5 Y -.019 -.019 3.4 3.825 16 M5 Y -.019 -.019 3.825 4.25 17 M2 Y -.019 -.019 .425 .85 18 M2 Y. -.019 -.019 1.275 . 1.7 19 M2 Y -.019 -.019 1.7 2.125 20 M2 Y • -.019 -.019 . 2.125 2.55 21 M2 Y -.019 -.019 2.55 2.975 22 M2 Y -.019 -.019 3.4 • 3.825 23 M2 Y -.019 -.019 3.825 4.25 24 M4 Y -.019 -.019 0 .425 25 M4 Y -.019 -.019 .425 .85 26 M4 Y -.019 -.019 1.275 1.7 . 27 M2 Y -.019 -.019 0 .425 • 28 M4 Y I -.019 -.019 1.7 2.125 29 M4 Y -.019 -.019 2.125 2.55 RISA -3D Version 6.0 [C: \... \Peder Golberg \My Documents \RISA DATA\balcony.r3d] Page 3 i Company : James G. Pierson, Inc. Oct 17, 2006 Designer : PRG 2:33 PM Job Number : Balcony Checked By: Member Distributed Loads (BLC 5 : BLC 2 Transient Area Loads) (Continued) Member Label Direction Start Magnitudefk/ftd..End Magnitude[k /ft,d... Start Locationfft, %1 End Locationfft, %1 _ 30 M4 Y . -.019 ' • -.019 2.55 2.975 31 M4 Y -.019 -.019 3.4 3.825 32 M4 Y -.019 -.019 3.825 • 4.25 Member Distributed Loads (BLC 6 : BLC 3 Transient Area Loads) Member Label Direction Start Maonitude[k/ft.d..End Magnitude[k/ft.d... Start Locationfft, %1 End Locationfft, %] 1 M1 Y -.112 -.112 - .425 .85 2 M1 Y -.112 -.112 1.275 1.7 3 M1 Y -.112 -.112 1.7 2.125 4 M1 Y -.112 -.112 2.125 2.55 5 M1 Y -.112 -.112 2.55 2.975 6 M1 Y -.112 -.112 3.4 • 3.825 . 71 M1 _ Y -.112 _ -.112 3.825 4.25 8 M5 Y -.112 -.112 0 .425 9 M5 _ Y _ -.112 -.112 .425 .85 10 M5 Y -.112 -.112 1.275 1.7 11 M1 Y -.112 -.112 0 .425 12 . M5 Y -.112 • -.112 • 1.7 2.125 13 M5 _ Y -.112 -.112 2.125 2.55 14 M5 Y -.112 . -.112 2.55 2.975 15 M5 Y -.112 -.112 3.4 3.825 16 M5 Y -.112 -.112 3.825 4.25 17 M2 Y -.112 -.112 .425 .85 18 M2 Y -.112 -.112 1.275 1.7 • 19 M2 Y -.112 -.112 _ 1.7 2.125 20 M2 Y -.112 -.112 2.125 . 2.55 21 M2 Y -.112 -.112 2.55 2.975 22 M2 Y -.112 • . -.112 • 3.4 3.825 23 M2 Y -.112 -.112 3.825 4.25 24 M4 Y -.112 -.112 0 .425 • 25 M4 Y -.112 -.112 .425 .85 26 M4 Y -.112 -.112 1.275 1.7 27 M2 _ Y -.112 _ -.112 0 _ .425 28 M4 Y -.112 -.112 .1.7 2.125 29 M4 Y -.112 -.112 2.125 2.55 30 . M4 Y -.112. -.112 2.55 2.975 31 M4 Y -.112 -.112 3.4 3.825 32 M4 Y -.112 -.112 3.825 I 4.25 • Member Distributed Loads (BLC 7 : BLC 4 Transient Area Loads) Member Label Direction Start Magnitudefk/ft.d..End Magnitude[k/ft,d_. Start Locationfft, %1 End Location ft 1 M1 Y .019 .019 _ .425 _ .85 2 M1 Y .019 .019 1.275 1.7 3 M1 Y _ .019 _ .019 _ 1.7 _ 2.125 4 M1 Y .019. .019 2.125 2.55 5 M1 Y .019 .019 2.55 2.975 6 M1 Y .019 • .019 3.4 3.825 7 M1 Y .019 .019 3.825 4.25 8 M5 Y .019 .019 0 - .425 9 M5 Y .019 _ .019 .425 _ .85 • 10 M5 ' Y .019 .019 1.275 1.7 11 M1 _ Y .019 .019 0 _ - .425 12 M5 Y - .019 .019 1.7 . 2.125 - 13 M5 Y .019 .019 2.125 2.55 . 14 M5 Y .019 .019 2.55 2.975 15 M5 Y .019 .019 3.4 3.825 16 M5 Y .019. . .019 3.825 4.25: • RISA -3D Version 6.0 [C: \...\Peder Golberg \My Documents \RISA DATA \balcony.r3d] Page 4 Corn pany James G. Pierson, Inc. Oct 17, 2006 Desiggn�er PRG 2:33 PM Job Nimber Balcony Checked By: Member Distributed Loads (BLC 7 : BLC 4 Transient Area Loads) (Continued) Member Label Direction Start Magnitudefk /ft.d..End Magnitude[k/ft.d... Start Location[ft, %1 End Location[ft. %1 17 M2 I Y .019 .019 .425 .85 18 M2 Y .019 • .019 1.275 1.7 • 19 M2 Y .019 .019 1.7 2.125 20 ' M2 Y .019 .019 2.125 . 2.55 21 M2 Y .019 .019 2.55 2.975 22 ' M2 Y .019 .019 3.4 3.825 23 M2 Y .019 .019 3.825 4.25 24 i M4 Y .019 .019 0 '.425 25 M4 Y .019 .019 .425 .85 26 i M4 Y .019 .019 • 1.275 1.7 27 M2 Y .019 .019 0 .425 28 • M4 Y .019. .019 - 1.7 2.125 29 M4 Y .019 .019 2.125 2.55 30 M4 Y ..019 .019 2.55 . 21975 • 31 M4 Y .019 .019 3.4 3.825 32 M4 • Y .019 . .019 3.825 4.25 - Plate Surface Loads Plate Label Direction Ma nitude ks No Data to Print ... Moving Loads lag Pattern Increme...Both ... 1st Joint 2nd Joint 3rd Joint 4th Joint 5th Joint 6th Joint 7th Joint 8th Joint 9th Joint 10th Joint No Data to Print ... Member Area Loads (BLC 2 : Dead Load) Joint A Joint B Joint C Joint D Direction Distribution Magnitude[ksf] 1 N1 N2 N5 N4 Y B -C -.01 2. . N2 N3 N6 N5 Y B -C -.01 Member Area Loads (BLC 3 : Live Load) Joint A Joint B Joint C Joint D Direction Distribution Magnitude[ksf] 1 N1 N2 N5 N4 Y B -C -.06 2 . N2 N3 N6 N5 Y B -C -.06 Member Area Loads (BLC 4 : wind) Joint A _ Joint B Joint C Joint D Direction Distribution Magnitude[ksf] 1 N1 N2 N5 j N4 Y _ B -C .01 2 _ N2 N3 N6 I N5 Y B -C .01 BasicLoad Cases BLC Description Category X Gravity_ Y Gravity Z Gravity Joint Point Distributed Area (Me... Surface (_ 1 Self Weight DL 2 Dead Load DL 2 ' 3 Live Load LL 2 4 wind WL 2 • 5 BlC 2 Transient Area.. None 32 6 BlC 3 Transient Area.. None • 32 7 BLC 4 Transient Area.., None 32 • RISA3D Version 6.0 [C: \... \Peder Golberg \My Documents \RISA DATA \balcony.r3d] Page 5 Cornpny James G. Pierson, Inc. Oct 17, 2006 Desiger PRG 2:33 PM ' Job Nrnber Balcony Checked By: Load Combinations Ekscription SoIvePD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Fa ctor BLC Factor BLC Factor 1 ASCE 1 Yes DL 1 2 • ASCE 2 Yes DL 1 . LL 1 3 ASCE 3A Yes DL 1 RLL 1 4 ASCE 3B Yes DL 1 SL 1 5 ASCE 3C Yes DL 1 RL 1 6 ASCE 4A Yes DL 1 LL .75 RLL .75 7 ASCE 4B Yes I DL 1 LL .75 SL .75 8 ASCE 4C Yes DL 1 LL .75 RL .75 9 ASCE 5A Yes DL 1 WL 1 10 ASCE 5B Yes DL 1 EL .7 11 ASCE 6A Yes DL 1 WL .75 LL .75 RLL .75 12 ASCE 6B Yes DL 1 EL .525 LL .75 RLL .75 13 , ASCE 6C Yes DL 1 WL .75 LL .75 SL .75 14 ASCE 6D Yes • DL 1 EL .525 LL .75 SL .75 15 ASCE 6E Yes DL 1 WL .75 LL .75 RL .75 16 ASCE 6F Yes DL 1 EL .525 LL .75 RL .75 17 ASCE 7 Yes DL .6 WL 1 18 ASCE 8 Yes DL .6 EL .7 • Load Combination Design Description ASIF CD ABIF Service Hot Rolled Cold Formed Wood Concrete Footings 1 ASCE 1 Yes Yes Yes Yes • 2 ASCE 2 Yes Yes • Yes Yes 3 ASCE 3A Yes Yes Yes Yes 4 ASCE 3B Yes Yes Yes Yes • 5 ASCE 3C Yes Yes Yes Yes 6 ASCE 4A Yes Yes Yes Yes • 7 ASCE 4B Yes Yes Yes Yes 8 ASCE 4C • Yes Yes • Yes Yes 9 ASCE 5A Yes Yes _ Yes Yes • 10 ASCE 5B Yes Yes • Yes Yes , • 11 ASCE 6A Yes Yes _ Yes Yes 12 ASCE 6B Yes Yes Yes Yes . 13 ASCE 6C Yes Yes Yes Yes 14 ASCE 6D Yes . Yes Yes Yes 15 ASCE 6E Yes Yes Yes Yes 16 ASCE 6F Yes Yes Yes Yes 17 ASCE 7 Yes Yes Yes Yes 18 ASCE 8 Yes Yes Yes Yes Envelope Joint Displacements Joint X [ipi_ Ic Y [inj Ic Z [inl Ic X Rotation ... Ic Y Rotation ... Ic Z Rotation ... Ic 1 N1 max 0 17 0 17 0 2 1.447e -2 2 9.37e -8 2 1.089e -6 17 2 " min 0 11 0 2 0 17 - 8.267e -4 17 • 0 17 - 1.905e -5 . 2 3 N2 max 0 2 0 17 0 2 1.459e -2 2 0 17 _ 0 2 4 min 0 17 0 2 0 17 - 8.335e -4 17 • 0 • 2 0 17 5 N3 max 0 2 0 17 0 2 1.447e -2 2 0 17 1.905e -5 2 6 • min 0 17 0 2 0 17 - 8.267e -4 17 - 9.37e -8 2 - 1.089e -6 17 7 N4 _ max 0 2 .029 17 0 2 1.393e -2 2 1.574e -6 2 2.487e -5 17 8 . min 0 17 -.512 2 0 17 _ -7.961e-4 _17 - 8.997e -8 17 - 4.352e -4 2 9 N5 max 0 2 .03 17 0 17 1.449e -2 2 0 17 0 17 . 10 min 0 17 -.523 2 0 2 -8.279e-4 17 0 2 • 0 2 11 N6 max 0 17 .029 17 0 2 1.393e -2 2 8.997e -8 17 4.352e -4 2 12 min 0 2 -.512 12 0 - 17 _- 7.961e -4 17 - 1.574e -6 2 - 2.487e -5 17 • RISA -3D Version 6.0 [C: \... \Peder Golberg \My Documents \RISA DATA \balcony.r3d] Page 6 Company James G. Pierson, Inc. Oct 17, 2006 Designer PRG 2:33 PM Job Number Balcony Checked By: Envelope Joint Displacements (Continued) Joint X [in] Ic Y [in] Ic Z [in] _ Ic X Rotation ... Ic Y Rotation ... Ic Z Rotation ... Ic 13 N7 max 0 17 .029 17 0 17 3.924e -4 17 1.574e -6 2 2.487e -5 17 14 min -.014 2 -.511 2 0 2 - 6.867e -3 2 - 8.997e -8 17 - 4.352e -4 2 15 N8 max .014 2 .029 17 0 17 3.924e -4 17 8.997e -8 17 4.352e -4 2 16 min 0 17 -.511 2 0 2 - 6.867e -3 2 - 1.574e -6 2 - 2.487e -5 17 Envelope Joint Reactions Joint X [k] Ic Y [k] Ic ZJkl Ic MX [k -ft] Ic MY [k -ft] Ic MZ [k -ft] Ic 1 N1 max 0 11 .474 2 .025 17 0 1 0 1 0 1 2 min 0 17 -.027 17 -.446 2 0 1 0 1 0 1 3 N2 max 0 1 .837 2 .007 17 0 1 0 1 0 1 4 min 0 1 -.048 17 -.115 2 0 1 0 1 0 1 5 N3 max _ 0 1 .474 2 .025 17 0 1 0 1 0 1 6 min 0 1 -.027 17 -.446 2 0 1 0 1 0 1 7 N8 max 0 1 0 1 .503 2 0 1 0 1 0 1 8 min 0 1 0 1 -.029 17 0 1 0 ' 1 0. 1 9 N7 max 0 1 0 1 .503 2 0 1 0 1 0 1 10 min 0 1 0 1 -.029 17 0, 1 0 1 0 1 11 Totals: max 0 11 1.785 2 0 2 12 min i . 0 17 -.102 17 0 17 Envelope Member Section Forces Member Sec Axial[k] Ic v Shear[kl Ic z Shear[k] Ic Torque[k -ft] Ic y -v Momen... Ic z -z Momen... Ic 1 M1 1 max 0 17 .203 2 0 17 .002 17 0 2 .095 2 2 min -.009 2 -.012 17 0 2 -.031 2 0 , 17 -.005 17 3 2 max 0 17 .092 2 0 17 .002 17 0 2 .003 17 4 min -.009 2 -.005 17 0 2 -.031 2 0 17 -.049 2 5 3 max 0 17 .001 17 0 _17 .002 17 0 2 .006 17 6 I min -.009. 2 -.02 2 0 2 -.031 2 0 17 -.099 2 7 4 max 0 _17 .008 17 0 17 .002 17 0 17 0 17 8 min -.009 2 -.132 2 0 _ .2 _ -.031 2 0 2 -.007 2 9 5 max I 0 17 .014 17 0 17 .002 17 0 17 .181 2 10 min -.009 2 -.243 2 • 0 2 ' -.031 2 ' 0 2 -.01 17 11 M2 1 max 0 17 .243 2 0 _ 2 .031 2 0 17 .181 2 12 min -.009 2 -.014 17 0 17 -.002 17 0 2 -.01 17 13 2 maxl 0 17 .132 2 0 2 .031 2 0 17 0 17 14 I min -.009 2 -.008' 17 0 17 -.002 _17 0 2 -.007 2 15 3 max 0 17 .02 2 0 , 2 .031 2 0 2 .006 17 16 min -.009 2 -.001 17 0 17 -.002 17 0 17. -:099 2 17 4 max 0 17 .005 17 0 2 .031 2 0 2 .003 17 18 , min I -.009 2 -.092 2 0 17 -.002 17 0 17 -.049 2 19 5 max 0 17 .012 17 0 2 .031 2 0 2 .095 2 20 min -.009 2 -.203 2 0 17 -.002 17 0 17. -.005 17 21 M3 1 max .013 17 .044 2 0 2 .009 17 0 2 .031 17 22 min -.226 2 -.002 17 0 17 -.153 2 0 17 -.546 2 23 2 max .013 17 .044 2 0 2 .009 17 0 2 .033 17 24 min -.226 2 -.002 17 0 17 -.153 _ 2 0 17 -.579 2 25 3 max .013 17 .044 2 0 2 .009 17_ 0 2 .035 17 26 min -.226 , 2 -.002 17 0 17 _ -.153 , 2 0 17 -.612 2 27 4 max .013 17 .044 2 0 2 .009 17 0 2 .037 17 28 min -.226 2 -.002 17 0 17 _ -.153 2 0 _17 -.644 2 29 5 max L .013 17 .044 2 0 2 .009 17 .001 2 .039 17 30 min -.226 2 -.002 17 0 17 -.153 2 0 17 -.677 2 . 31 M4 1 max .038 2 _ .245 2 0 17 .144 2 .001 2 .009 17 32 - min l -.002 17 -.014 17 0 2 -.008 17 0 17 -.151 2 33 2 max I .038 2 .133. 2 0 17 .144 2 0 2 .019 17 • RISA -3D Version 6.0 [C: \...1Peder Golberg \My Documents \RISA DATA \balcony.r3d] Page 7 Cornpny James G. Pierson, Inc. Oct 17, 2006 Desiger PRG 2:33 PM Job Nmber Balcony Checked By: Enve/epe Member Section Forces (Continued) . Member Sec Axialfkl Ic v Shearfkl Ic z Shearfkl Ic Torquefk -ftl Ic v-y Momen... Ic z -z Momen... Ic 34 _ min -.002 17 -.008 17 0 2 -.008 17 0 17 -.34 2 35 3 max .038 2 .021 2 0 17 .144 2 0 17 .025 17 36 _ min -.002 17 -.001 17 0 2 -.008 17 0 . 2 -.434 2 37 4 max .038 2 .005 17 0 17 .144 2 0 17 .022 17 38 min -.002 17 -.09 2 0 2 -.008 17 -.001 2 -.385 2 39 5 max .038 2 .012 17 0 17 .144 2 0 17 .014 17 40 min -.002 17 -.202 2 0 2 -.008 17 -.002 2 -.242 2 41 M5 1 max .038 2 .202 2 0 2 .008 17 0 17 .014 17 42 min -.002 17 -.012 17 0 17 -.144 2 -.002 2 -.242 2 43 2 max .038 2 .09 2 0 2 .008 17 0 17 .022 17 44 min -.002 17 -.005 17 0 17 -.144' 2 -.001 2 -.385 2 45 3 max .038 2 .001 17 0 2 .008 17 0 17 .025 17 46 min -.002 17 -.021 2 0 17 -.144 2 0 2 -.434 . 2 47 4 max _ .038 2 .008 17 0 2 .008 17 0 12 .019 17 48 min -.002 17 -.133 2 0 17 -.144 2 0 17 -.34 2 49 5 max .038 _ 2 .014 17 0 2 .008 17 .001 2 .009 17 50 min -.002 17 -.245 - 2 0 17 -.144 2 0 17 -.151 - 2- 51 M6 1 max .013 17 .002 17 0 17 .153 2 .001 2 .039 17 52 min -.226 2 -.044 2 _ 0 . 2 -.009 17 0 17 -.677 2 53 2 max .013 17 .002 17 0 17 .153 2 0 2 .037 17 54 min • -.226 2 -.044 2 0 2 -.009 17 0 17 -.644 2 55 3 max .013 17 .002 17 0 17 .153 2 0 2 .035 17 56 min -.226 2 -.044 2 0 • 2 -.009 17 0 17 -.612 2 • 57 4 max .013 17 i .002 17 0 17 .153 2 0 2 .033 17 . 58 min -.226 2 -.044 2 0 2 -.009 17 0 17 -.579 2 59 5 max .013 17 .002 17 0 17 .153 2 0 2 .031 17 60 min -.226 2 -.044 2 0 2 ' -.009 17 0 • 17 . -.546 2 61 M7 1 max .377 2 1 .334 2 0 1 0 1 0 1 1.339 2 62 min • -.022 17 1 -.019 17 0 1 0 1 0 1 -.077 17 63 2 max .377 2 I .334 2 0 1 0 1 0 1 1.004 2 64 min -.022 171 -.019 17 0 1 0 1 _ 0 1 -.057 17 65 3 max .377 2 .334 2 0 1 0 1 0 1 .669 2 66 min -:022 17 -.019 17 0 1 0 • 1 0 1 -.038 17 67 4 max .377 2 .334 2 0 1 0 1 0 1 .335 2 68 min -.022 17 -.019 17 0 1 0 1 '0 1 -.019. 17 69 5 max .377 2 .334 2 0 1 0 1 0 1 0 1 70 min -:022 17 -.019 17 0 1. 0 1• 0 1 0 1 71 M8 1 max .377 2 .334 2 0 1 0 1 0 1 1.339 2 72 min -.022 17 -.019 17 0 1 _ 0 1 0 1 -.077 17 73 1 2 max .377 2 .334 2 0 1 0 1 0 1 1.004 2 74 • min -.022 17 -.019 17 0 1 0 1 0 1 -.057 17 75 3 max .377 2 .334 2 0 1 0 1 0 1 .669 2 76 min -.022 17 -.019 17 0 ' .1 0 1 0 1 -.038 17 77 4 max .377 2 .334 2 0 1 0 1 0 1 .335 2 78 min -.022 17 -.019 17 0 1 0 1 0 1 -.019 17 79 5 max .377 2 .334 2 0 1 0 1 0 1 0 1 80 min -.022 17 -.019 17 0 1 0 1 0 1 0 '1 81 M9 1 max .049 2 0 17 0 1 0 _ 1 0 1 .008 17 82 min -.003. 17 -.015 2 0 1 0 1 0 1 -.134 2 83 2 max .049 2 0 17 0 1 0 1 0 1 .007 17 84 . min -.003 17 -.015 2 0 1 ' 0 1 0 1 -.123 - 2 85 3 max .049 2 0 17 0 1 0 1 0 1 .006 17 86 min -.003 17 -.015 2 0 1•' 0 1 0 1 -.112 2 87 4 max .049 2 0 17 0 1 0 1 0 1 .006 17 88 min -:003 17 -.015 2 0 1 0 1_ 0 1 -.101 2. • 89 5 max .049 2 0 17 0 1 0 1 0 1 .005 17 90 • min -.003 17 -.015 2 0 1 0 1 0 1 -.09 - 2 RISA -3D Version 6.0 [C: \... \Peder Golberg \My Documents \RISA DATA \balcony.r3d] Page 8 Company James G. Pierson, Inc. Oct 17, 2006 Designer PRG 2:33 PM Job Number Balcony Checked By: Envelope MSC ASD Steel Code Checks Member Shape Code Check Locfftl Ic Shear..LocfftlDir Ic Fa fksil Ft fksil Fb y -v f...Fb z -z fksilCbCmvCmzASD ... 1 M1 HSS6X3X4 .013 4.25 2 .007 4.25 v 2 2 3.7 4 9 27.6 30.36 30.36 1.. .6 .85 H2 -1 2 M2 HSS6X3X4 .013 0 2 .007 0 y 2 23.749 27.6 30.36 30.36 1 -- .6 .85 H2 -1 3 M3 HSS6X3X4 .050 3 2 .014 0 v 2 25.169 27.6 30.36 30.36 1...637.923 H2 -1 4 M4 HSS6X3X4 .031 2.302 2 .017 0 y 2 2 3. 74 9 27.6 30.36 30.36 1 .38 .85 H1 -2 5 M5 HSS6X3X4 .031 1948 2 .017 4.25 v 2 23.749 27.6 30.36 30.36 1 .38 .85 H1 -2 6 M6 HSS6X3X4 .050 0 2 .014 0 y 2 25.169 27.6 30.36 30.36 1...637.923 H2 -1 4 7 M7 HSS2X2X3 .837 0 2 .026 0 v 2 20.419 27.6 30.36 30.36 1_ .6 .6 H1 -2 8 M8 HSS2X2X3 .837 0 2 .026 0 v 2 20.419 27.6 30.36 30.36 1.. .6 .6 H1 -2 g Mg HSS6X3X4, _010 0 2:.000 0 y 2 25.169 27.6 30.36 30.36 1.. .6 .867 H1 -2 RISA -3D Version 6.0 [C: \... \Peder Golberg \My Documents \RISA DATA \balcony.r3d] Page 9