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Specifications (2)
DEC -04 -2000 15 13 ANKROM MOISAN ARCHITECT S 503 245 7710 P.01/13 ■■ TRANSMITTAL ■ "■ c/ MINIM S(A/fi — 34. & a 5 5 ) s S-f- ANKROM MOISAN ASSOCIATED ARCHITECTS To: Bob Poskins Date: 1214/00 Firm: City of Tigard Address: 13125 SW Hail Blvd AMAA Proj. No. 993203 Tigard, Oregon 97223 Client Proj. No Project: TOC Management Office Building Recipient Phone: We are sending you: ❑ Shop Drawings ❑ Change Order ® Prints [] Copy of Letter • ❑ Documents ❑ Reproducible Drawings ❑ Specifications 0 Disks ❑ Other Sent via: ❑ U.S. Mail ❑ Fed -Ex ❑ Pronto ❑ ® Fax # 503.684 -7297 er Total pages faxed: Copies: Dated: Item: 1 11/29/00 Shear Wall Footnq Field Conditions Design - At Grid line Ex/D +1 1 ASI 1 1 RFI3,4,5 Rernarlq:: Here is supplemental design Information for your use as requested. �gZ The 6x6 Column referenced in VLMK's field report that you were copied on refers to a replacement post for one that was existing. Replacement was required only because we felt that a new continuous column would be more stable. No drawings were generated for this condition. If you wish to have us copy you on future RFI's and ASI's, please let me know what type Information you would like to see. Thank you. Distribution: File David R. Lintz 503- 297-6184 By R r A. Supemeau K; T oc\ CorrespondenceVrigard 12-4- 00- Poskins.doc 1 of 1 6720 SW Macadam, Suite 100, Portland, Oregon 97219, 503/245 -7100, FAX 503/2457710 Principals: Stewart Ankrom, Thomas Maisan. David N. Yamada, Lorraine K+ellow, Jeff Hamilton, Karam Bowny, auis Daleagas, Jeff Los, Phil Marquis DEC -04 -2000 15:14 ANKROM MOISAN ARCHITECTS 503 245 7710 P.02/13 •.: N i Z9 i00 0 Vu c G,kg�"«,... Engineers = .s =_ -•- • . tz. VI.MK Consulting 1:' " - T--. ; 'f'---. 3933 SW KELLY AVE. / PORTLAND, OR 97201 -4393 =s . j - .�� c (503) 22 2.4453 / FAX 248 -9263 .--N TRANSM (Please call 222.4453 if all pages are not received) GC�O(LIMAG �' OATE: N V , 2°J ----- TO: P � ��o i NI IM M. 1 ‘. C.O. FRO M: ATTN: � -�G p f•fi e--° t t7447 NO. OF PAGES TO FOLLOW: `�_. PROJECT. S COPY TO FOLLOW IN MA11. �_� URGENT, PLEASE MANS DELIVER � p39 ^ � G 1- 1 - 1 ;1 . . 1-- [ ' ' ' ' ' I ' • IT 1 .... .i.T ... .1 .1.. COMMENTS: >< @ C - - ! ;15 GJ 5'S � _ ' 1 L_ _ 4 u: i : . H 4:: . :L 1 4 . .. .. i f _ .. ., ...,; -._ . G. • , l wI •., IAA, P - Hi:ltd ' I _ l •• ... . ...,.._ .. I. 1.._. L.1......___._.} .. .. .4__ . i . ....... �.. i .1 I.. 1 L... ..1... 3 _• t - 1. - . 1 ,.. _ __ 1 i DEC -04 -2000 15:14 ANKROM MOISAN ARCHITECTS 503 245 7710 P.03/13 NOV 29 `00 09 i OSPM VLMK LNULf+c c.mm r m.la « L•.. • C p - c ormac_ �C_ . i Ne. , . — CensuueCiCC Managers 9ieni( CoRI(1Om($ rre}ect I mo imsamou Puerile. OnYY• PIP ------ Fl $0202121A13 4. $73•110•21154 • Subiset -- MEt^O Mauro with 1 E -Mail c•∎•••• nas � � ; PUene _�,,.� r A: ' ae - !. , ( . • r • ` 1 -i + / , _ , - •• r •» mow' '(•" ��,1y� + •w+ 1 1 v . : . 1 i , ( . • - r V'r t � ' • • • • .._� • 1 - I •1 � 1� \r ��`•,. • i . • i ' —r • • . - ; • _ �- - -- ! • ( 1 � 1 _.. - - 1' i 1 1 i 1 ?'.• '. ! , .. 34.21.10.? ....3._____eft...x..41—si 0'4.- .. . --it - ..... . . 2- •'lead— o.•."_�' _ : • a ` , , , 1 �Ct5TW S H ! P ( ' • .. . 4 �::+ ; ‘..-, . th t• . . .-- ,..,- -- -- -i . : P•. __' '_rr yiy .+• , 0.1:77. l t • C 4r . ' , 1 • - W 4 ' ...4• .. CI) 4-s 440.- ' • • • ...P . r _ _ ._._._ e Diatripalio� �- i 07 — gar 4STI 1 � I1 ti 04 M- '�C.A'J i g 46 �/ 1T1�L " - -! SO oeperIomeper kosei - oomVt..�IL E N eSln1 , .- IV — CCBp 741525 WC Zd WdB0:et 0e0e SS 'AI . 'ON Aid DEC -04 -2000 15 :15 ANKROM MOISAN ARCHITECT S 503 245 7710 P.04/13 NEN A S ■EM ANKROM MOISAN ASSOCIATED ARCHITECTS ARCHITECTS SUPPLEMENTAL INSTRUCTIONS ASI NUMBER:_ 1 DATE OF ISSUANCE: 11/13/00 PROJECT: TOC Office ffice Addition PROJECT NO. 993203 ADDRESS: 6825 SW Sandburg Street OWNER: TOC Management Services CONTRACTOR: Perlo McCormack Pacific ARCHITECT: Ankrom Moisan Associated Architects CONTRACT DATED The Work shall be carried out in accordance with the following supplemental instructions issued in accordance with the Contract Documents without change in Contract Sum or Contract Time. Prior to proceeding in accordance with these instructions, indicate your acceptance of these instructions for minor change to the Work as consistent with the Contract Documents and return a copy to the Architect. • Description: 1. Install new aluminum storefront windows as specified replacing existing windows in Office 112, per attached partial elevation drawings SD-2 & SD -3 and as shown on Lower Floor Plan. Install new header, framing, sheathing, insulation, wood siding and interior finishes to match existing. Complete installation per details 3 & 4/A4.2 of construction drawings. 2. Install Cementitious Underlayment at Main Floor Level only per attached specification. Maintain finished floor level to match existing finished floor. 3. Construct Shear wall and modify existing wood capped partial height wall per attached detail SD -1, dated 11/9 /00. This detail modifies detail S18/S6.1. 4. Wall finishes at structural shear walls are to be flush. This will require offsetting studs, furring or adding an additional layer of gypsum board to portions of the wall where shear wall is not required for the full length or width of the wall. Attachments: Section 03540, Cementitious Underlayment; SD-1; SD-2; SD-3. ISSUED: November 13, 2000 ACCEPTED: BY: BY: Ankrom Moisan Associated Architects DATE: DATE: \ 1Ama2uc1Toc1Coa61Admin \ASI1ASIdi.doa Page 1 of 1. 6720 SW Macadam. Suite 100, Penland, Oregon 97219, 5034245.7100. PAX 5032157710 Principals: Stewart Ankrom, Thomas Moisan, David N. Vonada, Lorraine [fellow, Jeff Hamilton, Karon Bowery, Chris Dalengas, Jeff Los, Phil Marquis DEC -04 -2000 15 15 ANKROM MOISAN ARCHITECT S 503 245 7710 P.05/13 _—! AS= — l ■O■ — Ol�i lr Z- iii ei>o �/ tL.�, U..... °J �o .d 5 o -',41 ANKROM MOISAN ASSOCIATED ARC I TECTS Er I i L _ ! 1 _,____L_f ! i i . ...dal. ___, __ • , • 5x _ __ T ° �.I I I�r I - I _ • . i - i g/V1401-1-- --1-, : 1 . ,ii.i.,_i_ __ ...• • i"i"_____ .---fr'"' I! r -------- I — , . if vi -- 1 i .. _ __1_ ..___ . , , i ipp......,_% I i ,¶Co ... `T-JD .. ?i _%(..___. ii I i - l i T AIN _.r. • .. i . -- # - -I _ - - _. 1 . • !� i& 1° C a1 . I I i ___ ___1___ i, , I IMI 1 _ . . .., _.... , 1 ... I I; I , ; FiLg.:17. l ir- -- .--. i i � ,4r _ 1 - v I - i --- — - ..... - i i 1 ' - - - • ••I\*YY . 1- I ._,.. - - -- , - • - I -? - lvt , - 1 14,ti j-1--1 - 7 1 I 1 a .— -. . . 1 , 67zo S.W. Macadam, Suite ioo, Portland, Oregon 97219, 5o1/245-7I00, FAX 50 045 -77co ) • o o 1 A4.o > A4.0 i' Pri K r 0 .-N M -6 s 0 SI l ai s<7.... .....--- (E) CLEARS •RY -j k's \ NEW STOREFRONT 4 T.0 PARAPET • , \ A r WIN rr Arth I --N-- -..\ 4 nt■■=. D .MWMAIIIIIIIIIII _ IMIIMO■ni ffi iar I WINDOW EADi■NNON1111/4111 1 1g . 7 r.... P,1 _ 7 L.,....z ,..: .....) T.O. CO . r, L , CONC WIND* SILL r l ‘ .., ,..... 1 W ....m. : ,,.. Itqllinpilliiiipi", .memirm■-," ., 1 4 . — Pa 7-4741110111111h11111111 cir: — is) WINDOW AD Ng i i . 1=iii! 317 " 1 111:1111111 m mm mille ... aim CO 11 i I" I li rippqp poip 1.=-- 1 -, Jai:1i I• I Wig 15 7 . iiL___I II 1 . 111 a I 1 li =- i n 1 El I Illkla — T.O. CONC. ___ x • • . II /EL r - - - • - - - - — I i N IMMIIHMIHMM11 gliiih I lirdliillinliMilli _ - - - i 4 . in NEW HEADER - .wIIPviafrwA OVERFLOW SPOLT 1/4' X 1/4 PSL V VERIFY LOC. W/ ARCI-4. L , 0 5 9 .ts CLEANOUT. TYP. L r , 9 A NEW WINDOW - WIDTH TO DOWNSPOUT, FIT WALL TO CORNER -.3 NEW BOARD FORMED - i- is) CAST CONCRETE. TYP. - ti "r -- or-Fie.v- q45.0 3 cr‘ rA AL-. j. t)T14 f A S r I 1 W—A9-7'FiTiTia-r— .1:' — 2 • , 0 , 1 ,,, m '1 BUILDING • NEW CONSTRUCTION , i m . I A N.) 1 DEMO. THIS PORTION m OF EXIST. CLEARSTORI'� m :: ».;- �. "" - -- ;- - ..77- --- = � '" _ "I' NEW HORIZ WOOD , j SHIPLAP SIDING TD. PARAPET � _ 1 � � - ... .. ..... . .......... .... I - _.- _ _. i j a i � � � � I as. WINDOW HEAD ■ D _r. I NEW STOREFRONT ■� WINDOWS 0 - o Mil C 3 o I WINDOW SILL " TO. CONC. ;i � D ' Iii e ! /11,1' _ ' - Z - -----....__j ' Ij I i 1t ii _ i 1 ii I i t.LI 1I1 I; WINDOW FEAD . ® I NEW HEADER - `' ' - - - R ■ter.;` i® di �_ Mli • - ---7r ' NEW WINDOW 6' -1' RO W X 4'6' H NEW BOARD FORMED CAST EXISTING BUILDING NEW CONSTRUCTION , CONCRETE cn % m N A Ul N m x-91 Gs . Toe- ,otioi 5.240 3 FAg'r 1Ar1.r W S T f.. VA 0i\{ - 1 -pi Asa' 411 W 1 8 - II 13 Roo DEC -04 -2000 15 16 ANKROM MO SAN ARCHITECT S 503 245 7710 P.08/13 NNW A S ■U■ ANKROM MOISAN ASSOCIATED ARCHITECTS • ARCHITECTS SUPPLEMENTAL INSTRUCTIONS ASI NUMBER: 2 DATE OF ISSUANCE: 11/27/00 PROJECT: TOC Office Addition PROJECT NO. 993203 ADDRESS: 6825 SW Sandburg Street OWNER: TOC Management Services CONTRACTOR: Perin McCormack Pacific ARCHITECT: Ankrom Moisan Associated Architects • CONTRACT DATED The Work shall be carried out in accordance with the following supplemental instructions issued in accordance with the Contract Documents without change in Contract Sum or Contract Time. Prior to proceeding in accordance with these instructions, indicate your acceptance of these instructions for minor change to the Work as consistent with the Contract Documents and return a copy to the Architect. Description: 1. Delete vertical dimensions at Interior Elevation 2/A6.3 B for Kitchen window. See Exterior Elevation for vertical dimensions. See response to RFI #4. 2. Details 1/A4.2 and 2/A4.2 — Delete V/" vent holes through concrete wall. Add VP vent hole at each wall stud cavity through sill plate to vent air space between concrete wall and studs. 3. Revise ceiling lighting layout in Learning Development Center 103 per attached supplemental drawing. Attachments: o ISSUED: /s13 • i . - 27, r! ACCEPTED: BY: i , _ : • • m M.'. - i . sociated Architects DATE: eft / DATE: x:\TOc ConatAdwjn1ASt1ASIM2.doc Page 1 of 1 6720 SW Macadam, Suite 100, Penland Orogon 97219. 503/245 -7100, FAX 5032457710 Principals: Stewart Ankrom, Thomas Moisan, David N. Vonada. L canine Kam, Jeff Hamilton, Karen Bowery. Chris Dalengas. /eff Los, Phil Muquis 1:'-0' - 'Clilr 1d I . - - - .L AFT ASIA _ — K IR O , G , b io�� CD EQ . /3��..r�i ���� aa•��rrn E Q. ry • 1 , 111.1... ■ ■ ■■ . 6 I 1.-17c_ . 1 6_ f11•••• ■ isii I lii ■I /F ti8 _ f' D- i ' ' . RIMEIMEI 1111 ?3 ]+ . A • . . _ -rte_ • II .. - 11•1 II �., t. - - ; ' ' — li ■ ■■I - Iii■ ■ii i - - - e ... D ` � E ■ 11. ■11 ii I • ® 11 Elli■ ■v1I -1■mii■ilI K 3 o Iu ■S ■11- IIIiII ■11.1 ___ - _ _ _x, - . � ���m._�.. D D 0 LEADERSHIP T ` . E _ - C ut D :. ' � - _ �-L�� r r - _ - _ - GENT R. _ I I n xi _ - - - - z . W , . - 1103 I- .® .fl 11 m m n 3 • E� ...... - c i 1 . . , 11111.111111111 11111111111.1 . N ■■■ ■1 . 111111114-11.1 ` or, GRID AND RECESSED NDANT LIGHTS HAA Y ' ail 1 ?1 ! 1 F !U.u. III f I�ms ■11I t LIGHT FIXTURE (TYPICAL) I EQ. - a ' 1 .111111111110 _ 11.11111•11.1 • • K 6 MI N E m LiA L.1 . lal� ■ ■ ■1!,_,,! ■1 ©1111 A 11 - -■ - - -■ I ■iiiivf IPr.iiil■I p u_ 1 i ��!E - -� - -_� ® m Aft F ' F r w II 8' -k 0' AFFI ® ■ L E - � `�_ RI �:_ fl` AF' DEC -04 -2000 15:17 ANKROM MOISAN ARCHITECT S 503 245 7710 P.10/13 • p eiios . s . s U lc CaneiruattorrArden Banana/ :&eat letars 7 +9e Oh beams at .. .... :. patine; atidOA: s720 . .. . .......................... • • • F; .503.61111:4134 • REQUEST FOR INFORMATION RFI NO. 3 PROJECT: TOC Management Services JOB NO. 403 SUBMITTED TO: Roger Supemeau COMPANY: Ankrom Moisan DATE OF RFI: 11/8/00 RESPONSE REQUIRED BY: 11/13/00 SUBMITTED BY: Chris McLaughlin INITIATED BY: PERLO McCORMACK PACIFIC NO. OF PAGES: 1 REGARDING: Foundation Drain ,UESTION(S): The civil and structural drawings make no reference to a foundation drain or tie in to the storm system of a foundation drain. The only place that It shows up is on the architectural site plan and on the architectrual cuts. Is this required? I have not included it in my original pricing to TOC as I concluded that it would not be required. We typically do not install foundation drains on the low side of foundation walls. In or out? RESPONSE: • -rfA gr-iJ1.17xT1a)4 Moe. Ntlicr i130 fl -oNE Coi4vroP-40A v/r ibtJ1•113' s yr 600o r r r I s ce * P P r- z "47 vN/ vsior r‘vos gc) Fiii.)171t-tio 1,1 Y'//'E AT r40 iu r 'moo VV' r� j7 ✓' -o!n.1 Cr✓ 'w/11/41 ltc% ego - - .ESPONSE BY DATE: • DISTRIBUTION: A kt,- • K t =Os W ri-k- wp- ro?‹T71 r AP" 4 (P. gArer 9WIz Age p rI . DEC -04 -2000 15:18 ANKROM MOISAN ARCHITECT S 503 245 7710 P.11/13 • 1 = • d t rr '4 11/ 2. t /Oa { PARTIAL EAST ELEVATION - WV. r% 5 M. REVISED WINDOW LOCATION AND MULLIONS DEC -04 -2000 15 18 ANKROM MOISAN ARCHITECT S 503 245 7710 P.12/13 11/21/0, FL r J OWINIPosil l.,oc,-f-10 J 4'2 mo ..5..1 of f s 41 • STS' x r �� TYP.M104 aTtNr, 1 +� Luivcw ;t�. 1� G .�; � 1a 104 II EX18TQJG © _. IMY f-7!��al �ir1�l / INN iU ' �� i1�bi7� P.O. 6_ 1 r `� i i s lI mown `` - F.G. 9. B A C� I L 1 =. 3 Q Algh w Q gl ,4� Q LL LL LL 6 ' -2' 11' -4' 1' -0' J • II' -6' 6' -0' PLAN O NORTH 1 DEC -04 -2000 15 18 ANKROM MOISAN ARCHITECT S 503 245 7710 P.13/13 ' T"OG o teds t 1 t foe) rArcon At_ , FLA .,) . 1 >+ vI I si ova Loa oN 4 RVvtss 2 m 0 L4.4 oNs Q �`�iE , .. .,..• ilp „..., ' 0171 ,,,, Id \\:,,-V 1 \ 1 Aoi 0 K . / " / I \ .;< 1 0 .1 n " .--AIFL,-14` _ \ , A �1! �` %IP ` /7f'�' Wt�t7Wt3 r ,, r' ` PA. 9HEA ' Ob \ t ''� , r / ' I ii A PUBLICATIONS OFFICE .p II III r —= =- l 110 I 4) II i ).- 4 e r • � FAA II A j ice.:. �� i■i � 9 s u: 5km 2 • �' -6•AI� EQ. O a 2 EQ. ,e-` t W 4 4 44.0 r 5 I/2 1' -0'', / 11' -4' , 4' -2' 6' -I' 9'- 93' -2' 6' -1' RO. RO. R.O. f TOTAL P.13 VLMK Consulting Engineers A 1. - - 3933 SW KELLY AVENUE, PORTLAND, OREGON 97201 -4393 f =_= — —_ _____.__; (503) 222 -4453 / FAX (503) 248 -9263 STRUCTURAL CALCULATIONS for TOC MANAGEMENT SERVICES BUILDING ADDITION �� �a� °O5 & TIGARD, OREGON for ANKROM MOISAN ASSOCIATED ARCHITECTS 6720 S.W. MACADAM, SUITE 100 PORTLAND, OREGON AUGUST 23, 2000 o �G14cr� S' j0y Q .,,: PE LIN AA. Pt ,• 3- of VLMK Job Number 200180 F:'200180\200180 Cato Cover.Doc TOC MANAGEMENT SERVICES 6825 SW SANDBURG STREET TIGARD, OREGON VLMK JOB NO. 200180 STRUCTURAL CALCULATIONS FOR BUILDING PERMIT August, 2000 • TABLE OF CONTENTS Design Outline and Criteria DC -1 thru DC -4 Joist Design J -1 thru J -7 Beam Framing Design B -1 thru B -20 Truss Design T -1 thru T -19 Lateral Load Design L -1 thru L -26 Column and Foundation Design F -1 thru F -8 TOC Management Services DC -1 DESCRIPTION OF STRUCTURAL SYSTEM The exiting TOC building is an L- shaped, wood framed structure. It is two stories, with the lower level being a partial daylight basement. The scope of this project involves an addition to the existing building that will complete the L- shape. The center area will be covered with a roof to create an interior court. Bearing Wall System: Wood stud bearing walls. Roof Structure: TJI joists and Paralam beams are used over the new office areas. Plywood sheathing is used . for diaphragm capacity. The center court roof uses glulam trusses and framing with T &G decking. Floor Framing: TJI joists and Paralam beams. Steel wide flange beams are used over a lower level conference area. Foundations: Continuous and isolated concrete spread footings. Lateral System: Plywood shear walls and diaphragms are used to proved lateral resistance. The entire structure, including the existing building, has been analyzed and designed for conformance with current code. As far as possible, drag struts and ties have been utilized to drag lateral load into the new portions of the structure in an effort to minimize the construction impact on the existing building. • F:\200 80 TOC\DesignCriteria.doc TOC Management Services DC -2 DESIGN CRITERIA: f _ CODES: 1998 Oregon Structural Specialty Code (Based on the 1997 Uniform Building Code.) DESIGN LOADS: Live Loads: Roof (Snow) 25 psf Floor (Office) 50 psf Corridors 100 psf Snow Drift As Req'd Dead Loads: Roof: Roofing (new and future) 4.0 psf } 5/8" Plywood or OSB 1.8 psf Beams 1.5 .psf TJI Joists @ 24" o.c. 2.1 psf Insulation • 2.0 psf Mechanical and Electrical 1.0 psf Suspended Ceiling 1.8 psf Misc. 0.8 psf Total Roof Load 15.0 psf Floor: 1 1/2" Gyperete 14.4 psf 3/4" Plywood 2.3 psf Beams 2.0 psf TJI Joists @ 16" o.c. 3.5 psf Mechanical and Electrical 2.0 psf Suspended Ceiling 1.8 psf Misc. 1.0 psf Total Floor Load 27.0 psf Additional Loads: Partitions 20.0 psf Roof Mounted Mechanical Units As Noted F:\200180 TOC'DesignCriteria.doc TOC Management Services DC -3 Seismic: Zone: III Soil: S C 0.33 C 0.45 R: 5.5 (wood shear walls) Redundancy, p = 1.0 Design Base Shear: V = 0.15 * W (ULT) V= 0.107 *W (ASD) • Wind: Speed: 80 mph Exp.: B • Maximum Wind Pressure at Roof : P = 16.2 psf at 30' MATERIALS: Concrete: Footings f' = 3000 psi Slab on grade (exterior) f' = 3000 psi Slab on grade (interior) f' = 3500 psi Walls f'c = 3500 psi Reinforcing Steel: ASTM A615 Gr.60 F = 60 ksi (Shop Bent) Fy = 40 ksi (Field Bent) Structural Steel: . Wide Flange Beams ASTM A992 F = 50 ksi Plates, Shapes ASTM A36 F = 36 ksi Structural Tubes ASTM A500 Gr.B F = 46 ksi Bolts: Structural bolts ASTM A325 F = 44 ksi Anchor bolts ASTM A307 & ASTM A449 Ft = 20 ksi Concrete Drilled A.B. ITW/Ramset - Red HeadTrubolt ICBO #1372 Hilti - Kwik -Bolt II ICBO #4627 Powers Rawl — Power Stud ICBO #5225 F:\200180 TOC\DesignCriteria.doc TOC Management Services DC -4 Concrete Epoxy Anchors ITW/Ramset - Epcon Ceramic 6 ICBO #4285 Simpson — ET Epoxy Tie ICBO #4945 Wood Framing: Joists, Beams and Stringers Douglas Fir #2 2x studs Douglas Fir #2 Posts Douglas Fir #1 Sills, Ledgers, Plates, etc. in contact with concrete Pressure Treated Hem Fir #2 Glulam beams: Simple spans 24F -V4 Fb =2.4 ksi All others 24F -V8 E =1800 ksi Parallam (PSL) Fb =2.9 ksi E =2000 ksi Timberstrand (LSL) Fb =2.25 ksi E =1500 ksi Floor Sheathing APA Sturd -I -Floor T &G 48/24 span rating 23/32" min thick Roof Sheathing APA.Exposure 1 24/16 span rating 15/32" min thick • F:\200180 TOC\DesignCriteria.doc Job VLMK Consulting Engineers I N \i14. Client . -- — 3933 SW KELLY AVENUE / PORTLAND, OREGON 97201-4393 '2.'"527)( .'2) (503) 222-4453' / FAX (503) 248-9263 / email: vImk@v1mk.corn Job No. --- By I , 1 Date --- ' 1 \ Sheet No.'"-' I . • - – - i _. . _. . _ . . " . 1 - Ot ST - - V a s i (=N.1 - . . . . • _ . ,., • I - . __ ... .... .._. .. . . . .. • . • • -- .. - . . . . . . i . . . .---. F - 1-ofs‘D iit-4G - • . - . 1 . 1 • . ... . . .. .. .._. . ._.. I.. ... .. . .. .. _ . .... . . . . . _ ... • . .. . _ . .. . . ___ _. _. .... i ..... - _ : • . - -L - - b L- ' ---- -- • - --- ----=- - -z f7.--..-c, - I' '.c-F• - .. .. . .. . . _ : :I 13- - 717-1-.- 1 • f?-t-..-... ;- ---::' - - 2c,-c , F- ••, 1 .,. .: . : i • . 1 i ---' . . , • . _ - i , . - 7 . i ■ i -: i.- ■ i , I . — t 1 - - ; • 1 , 1 . . .. --,-- -1 -- 7 , ....... ,... - --• . , I -- - , . „._. ___.... _...... .t - 1 — • . _ ._ , _ . I - i_ _ _ ■ - - _ _ , :, • I ' i I 1 _ , ! ..:__. . ___ ..__ c f- , i i - , '- - - ------.--, ------- -, -- .-- ----Ai-Se-4 --i - — I . - - 1 : I , H . . , • • , 1 ____ _ i • I . . . . ' . _ 1 V I -1-1 • -I- _1 . ----- - - t I . • 1 t. C .o. _0 ____ _ .". • , I I : ; I • ' . , . 4. . ,. • • --se=e--, c_i=vvk p cite r.... Fft;t0-4,171/4,). r,-- ,E - - --i - F ... . . s , t , I —1----. i --, , • - . . , . i. _ I _ ... _ I • I ' • 1 _ . _ _ I . 1--- , I __ 1_._ _ _ _ . --- . • : 1 _ _...____. j • I_ 1 r , . , I ',— :- -- -- -- — --I-- . - I , _____ _ ! I__ ___ — . -I- • ------- _ l_ ___,_ , - L I I I. . 1 1 I r I r _ _ ; I I r - - :- 7---.- , . . _ . _ .___, 7---.--1-- i . _____ - . • : III . . . , . • — '..__t - • ' i __„—_______ Joist Design 4 . -. WW 1 13' -0 "Span J — TJ- Beam'" v5.45 Serial Number 123456789 1 BEAMUSA 1001 08//14/2000 2:41:55 PM 11.875" TJI ® /L65 JOIST @ 16.0" o/c Page 1 of 1 Build Code: 124 • • THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED • I i I 11' iJ 13' Product Diagram is Conceptual. LOADS: Analysis for Joist Member Supporting FLOOR - COM. Application. Loads (P fl s : 50 Live at 100% duration, 27 Dead, 20 Partition . SUPPORTS: INPUT BEARING REACTIONS(Ibs.) WIDTH LENGTH JUSTIFICATION LIVE/ DEAD/ TOTAL DETAIL OTHER 1 2 -2x_ Plate DF /L, SYP 5.50" Hanger Left Face 433 / 407 / 841 2 2 -2x_ Plate DF /L, SYP 5.50" Hanger Right Face 433 / 407 / 841 • HANGERS: Simpson Strong -Tie Connectors® REVERSE T.F. T.F. NAILING MODEL SLOPE SKEW FLANGES OFFSET SLOPE FACE TOP MEMBER ` Left Top ITT311.88 No N/A No 0 2 -10D 4 -10D 2 -N10 Right Top ITT311.88 - No N/A No 0 2 -10D 4 -10D 2 -N10 DESIGN CONTROLS: - . MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 1000 • 1000 1925 Passed(52 %) Lt. end Span 1 under Safe loading Reaction(lb) 995 995 1390 Passed(72 %) Bearing 1 under Safe loading Moment(ft -lb) 2360 ' 2360 6510 Passed(36 %) MID Span 1 under Floor loading Live Defl.(in) 0.079 0.302 Passed(U999 +) MID Span 1 under Floor loading Total Defl. 0.153 0.604 Passed(U945) MID Span 1 under Floor loading . - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL: L/480, TL:U240). - Deflection analysis is based on composite action with single layer of the appropriate span- rated, GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Concentrated load requirements for standard non - residential floors have been considered. . I i ADDITIONAL NOTES: • - IMPORTANT! The analysis presented is output from software developed by Trus Joist. Trus Joist warrants the sizing of its products by this software will be accomplished in accordance with Trus Joist product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a Trus Joist Associate. - Not all products are readily available. Check with your supplier or Trus Joist technical representative for product availability. • - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS: • • - Allowable Stress Design methodology was used for Code NER analyzing the Trus Joist Commercial product listed above. • PROJECT INFORMATION OPERATOR INFORMATION: { No Project Information available Company Name Operator Name Street Address City, State, Zip . Phone # Fax# ' Copyright ® 2000 by Trus Joist, A Weyerhaeuser Business. TJ -Pro TM and TJ -Beam T" are trademarks of Trus Joist. ' Simpson Strong -Tie Connectors® Is a registered trademark of Simpson Strong -Tie Company, Inc. TJI® is a registered trademark of Trus Joist. • Joist Design � ,,� 14' - 0" Span --4 BEAMUSA v5.45 10 01 08/14/2000 Number 00 2: 43 :15 PM 9 1 1 .875" TJIO /L65 JOIST @ 16.0 o/c BEAMSA 01 00 2:'15 PM R �� Page 1 of 1 Build Code: 124 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED I d \ 14' LOADS: Product Diagram is Conceptual. Analysis for Joist Member Supporting FLOOR - COM. Application. Loads(psf): 50 Live at 100% duration, 27 Dead, 20 Partition SUPPORTS: INPUT BEARING REACTIONS(Ibs.) WIDTH LENGTH JUSTIFICATION LIVE/ DEAD/ TOTAL DETAIL OTHER 1 2 -2x_ Plate DF /L, SYP 5.50" Hanger Left Face 467 / 439 / 905 2 2 -2x_ Plate DF /L, SYP 5.50" Hanger Right Face 467 / 439 / 905 HANGERS: Simpson Strong -Tie Connectors® REVERSE T.F. T.F. NAILING MODEL SLOPE SKEW FLANGES OFFSET SLOPE FACE TOP MEMBER Left - Top 117311.88 No N/A No . 0 2 -10D 4 -10D 2 -N10 Right Top 117311.88 - • No N/A No 0 2 -10D 4 -10D 2 -N10 DESIGN CONTROLS: - MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 1000 ' 1000 1925 Passed(52 %) Lt. end Span 1 under Safe loading Reaction(lb) 995 995 1390 Passed(72 %) Bearing 1 under Safe loading Moment(ft -Ib) 2767 2767 6510 Passed(43 %) MID Span 1 under Floor loading Live Defl.(in) 0.105 0.327 Passed(U999 +) MID Span 1 under Floor loading Total Defl.(in) 0.203 0.654 Passed(U772) MID Span 1 under Floor loading • - - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL; U480, TL:U240). - Deflection analysis is based on composite action with single layer of the appropriate span- rated, GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Concentrated load requirements for standard non - residential floors have been considered. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist. Trus Joist warrants the sizing of its products by • this software will be accomplished in accordance with Trus Joist product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a Trus Joist Associate. - Not all products are readily available. Check with your supplier or Trus Joist technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. • - Allowable Stress Design methodology was used for Code NER analyzing the Trus Joist Commercial product listed above. PROJECT INFORMATION OPERATOR INFORMATION: No Project Information available Company Name • Operator Name Street Address City, State, Zip Phone # Fax # Copyright 0 2000 by Trus Joist, A Weyerhaeuser Business. TJ -Pro n" and TJ -Beam n are trademarks of Trus Joist. Simpson Strong -Tie Connectors® is a registered trademark of Simpson Strong -Tie Company, Inc. TJI® Is a registered trademark of Trus Joist. � Joist Design • � ��, 18' -0 "Span BEAMUSA v5.45 s 08Serial /14/2000 Number. 2:44 57 PM 89 11.875" TJI ® /L65 JOIST @ 16.0" o/c Page 1 of 1 Build Code: 124 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED • /` 18' • Product Diagram is Conceptual. LOADS: Analysis for Joist Member Supporting FLOOR - COM. Application. Loads(psf): 50 Live at 100% duration, 27 Dead, 20 Partition SUPPORTS: INPUT BEARING REACTIONS(Ibs.) WIDTH LENGTH JUSTIFICATION LIVE/ DEAD / TOTAL DETAIL OTHER 1 2 -2x_ Plate DF /L, SYP 5.50" Hanger Left Face 600 / 564 / 1164 2 2 -2x_ Plate DF /L, SYP 5.50" Hanger Right Face 600 / 564 / 1164 HANGERS: Simpson Strong -Tie Connectors® REVERSE T.F. T.F. NAILING MODEL SLOPE SKEW FLANGES OFFSET SLOPE FACE TOP . MEMBER Left Top ITT311.88 No N/A No 0 2 -10D 4 -10D 2 -N10 Right. Top ITT311.88 - No N/A No 0 2 -10D 4 -10D 2 -N10 DESIGN CONTROLS: - MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 1105 1105 1925 Passed(57 %) Lt. end Span 1 under Floor loading Reaction(lb) 1105 1105 1390 Passed(79 %) Bearing 1 under Floor loading Moment(ft -lb) 4718 4718 6510 Passed(72 %) MID Span 1 under Floor loading Live Defl.(in) 0.279 0.400 Passed(L/736) MID Span 1 under Floor loading Total Defl.(in) 0.540 0.854. Passed(U379) , MID Span 1 under Floor loading • - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL: 0.4 ", TL:U240). - Deflection analysis is based on composite action with single layer of the appropriate span- rated, GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - Concentrated load requirements for standard non - residential floors have been considered. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist. Trus Joist warrants the sizing of its products by this software will be accomplished in accordance with Trus Joist product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a Trus Joist Associate. - Not all products are readily available. Check with your supplier or Trus Joist technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the Trus Joist Commercial product listed above. • • PROJECT INFORMATION OPERATOR INFORMATION: No Project Information available Company Name Operator Name Street Address City, State, Zip Phone # Fax# Copyright ® 2000 by Trus Joist, A Weyerhaeuser Business. TJ -Prom and TJ- Beam are trademarks of Trus Joist. Simpson Strong -Tie Connectors© Is a registered trademark of Simpson Strong -Tie Company, Inc. TJI® is a registered trademark of Trus Joist. I CID C.- Job . VLMK Consulting Engineers -------- Client — 3933 SW KELLY AVENUE / PORTLAND, OREGON 97201-4393 2 O 1 '7 CD kaetAAA- (503) 222-4453 / FAX (503) 248-9263 / email: vImk@virnk.com Job No. -. By 8 l■ ei-. Date 11 :.Q.ar heet No. Z- 5 . 3 TC-' IT .. De iC-*' --, - -- (CC):HT")- -•- • - - - - . • .. . . . . - • - - .. ._ .... 1 A. - • • - _ . _. . ._ . - . .. . .. _ . .... • . . . . . i ! - • - . • A , . . . . . . . . . .. _ .. ■ • • -AN =-- E.-) ' c-t-..2.- tc:›C- .-------- PLY.= . . . . ,- - - . . . .. _ .,_ .1 :. 1 . , , C.: -' i 1-- 1 - -•- - . , . _.: ; • . - — . — - •-, _ . ;,... , _ • __;_ _ -- ---------------- -- =--- - I- I ._ ._ i _ — I i ; ---- ----- - --- ----- 1 . _, i s — ___ - -1 — 4 1- - - - - • - 1. . 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I I • . , - „ 1 --;,- • , • i . ;.__ ___:___ ' _. . . • . . _ ---- 1 • 1 - __;_-_•__;_ • ; _4.__. __; _ • f • ; • - 1 •- ---- --- ____ ____, _ : . • - r 1 • 1 , i ,1".._....?..C., — Job \ VLMK Consulting Engineers ..._. AMA-4 Client 3933 SW KELLY AVENUE / PORTLAND, OREGON 97201-4393 _ (503) 222-4453 / FAX (503) 248-9263 / email: vfmk@vImk.com Job No. ••• ' By Date 1 6, V :-.7-C- ' C:5 Sheet No. - r aw"ajewl"a"""7".6m1 " I ; • . . i ... , . . ... - .. .... . - - - • 7 '.;.S 01 s 3 • 0 _E-..4 ,i4-.1. - - -CCord'T- ) ; . _ . • - 1 , i . , . . i . 1 - • .--- F-c::: • Lc:::: AD/ N1 c',; - - - - -- ' . • - -- - - - . . . . .. 1 ii -., NO-W L L- I t 1 _ i j_. ____ , - • 1 - , 1 . i 1 1 _ - _ i - , 1 - -- I-- - i _ . 11 .__ _ _ f ttle e- 1 • ir7 it-GC EAT 24 - cz/c H - - • _...... .._ _ _ 1- • ---i , :.- _I . • i _,:i S ee, c..-NA•e,..TE_ ?_ -- p(2:11"17_1t - (.. - it ------ H6 -- C1-1-,._-E-1 . ,,T - 1 _ i + _ _ u -., . , — - ■ , - - - 1 1 ._ r . -1 i - -I- .. .__ . - 4 - _ i- - +-L . . I . -- I 1 • . t • • . •__I_ _ ._ I . —t-• 1 • r , - -4 . , i • • : ,. I • ; . ___ - ,--- . . . — , i • -I I — ------4 • _ __7___ , : , . • , : --- . . . • I •;• _ . - . .- . . . , - . • I . . . . i • , 1_ • , • T:. , i • : ,, . __1 __,_ , 7 _if • . 1 1 _ ___ __ _ . _ .-}- — - _ _ . -I-- - i 1 _ .__ , 1.1 --I - - .r ! • _ ; • ._ -1 : • • _____L . . I . i- : -1-- - - , . • - - • _ _ _ _____ _ __ Ili . 1 . _ ,._ - .• .. .__ ._ 1 . ..: . , ! - 7 - ..4. , . . _ _ . i ., TILT -1---' ' ' • . . , - .-_ _._ ,-- • _ i___ IT —_, i-- , ‘ - • • — _ I ! _:_L —__ _ __ _ I__ -44 . ----- -- - • --'-- 4— . • I : - 1___ __ __________. _ _ • . . : ____ _. . • • .. .•__ . .-__.: .. . . I . - -- ------ • 1 H : 1 1 . , - I - i ---- , ----', --"-- -1- -- ' -----1- -: , --------- -7 . . i I_ — . I i 1 , , . ! I . ' _..._ - ------4 , , , : 1_,. • . : • : . 1 1 ' ; r - --f-, ;-1- . : . , . . • - •-•1 Joist Design I �. _ - i • Ti 20' - 0" Span BEAMUSA 1 001 07/1 8/2000 Number 8:05:'44 AM 123456789 11.875" TJI® /L65 JOIST @ 24.0" o/c • Page 1 of 1 Build Code: 124 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope: 0 I � � L C' 20' All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis for Joist Member Supporting ROOF Application. Loads(psf): 25 Live at 125% duration, 20 Dead SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH JUSTIFICATION LIVE/ DEAD/ TOTAL DETAIL OTHER 1 2 -2x_ Plate DF /L, SYP 3.50" Hanger Left Face 500 / 400 / 900 2 2 -2x_ Plate DF /L, SYP 3.50" Hanger Right Face 500 / 400 / 900 • HANGERS: Simpson Strong -Tie Connectors® REVERSE T.F. T.F. NAILING MODEL SLOPE SKEW FLANGES OFFSET SLOPE FACE TOP MEMBER Left Top ITT311.88 _ No N/A No 0 2 -10D 4 -10D 2 -N10 Right Top ITT311.88 No N/A No 0 2 -10D 4 -10D 2 -N10 DESIGN CONTROLS: - MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 874 874 2406 Passed(36 %) Lt. end Span 1 under Roof loading Reaction(lb) 874 874 1738 Passed(50 %) Bearing 1 under Roof loading Moment(ft -lb) 4241 4241 8138 Passed(52 %) MID Span 1 under Roof loading Live Defl.(in) 0.385 0.647 Passed(U606) MID Span 1 under Roof loading Total Defl.(in) 0.692 0.971 Passed(U337) MID Span 1 under Roof loading - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL: U360, TL:U240). - Bracing(Lu): All Alt compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist. Trus Joist warrants the sizing of its products by this software will be accomplished in accordance with Trus Joist product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a Trus Joist Associate. - Not all products are readily available. Check with your supplier or Trus Joist technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the Trus Joist Commercial product listed above. PROJECT INFORMATION OPERATOR INFORMATION: No Project Information available Company Name Operator Name Street Address City, State, Zip Phone # Fax # • • Copyright ® 2000 by Trus Joist, A Weyerhaeuser Business. TJ- Beam"' is a trademark of Trus Joist. Simpson Strong -Tie Connectors® Is a registered trademark of Simpson Strong -Tie Company, Inc. TJI® is a registered trademark of Trus Joist. • • _ — _ VLMK Consulting Engineers Job AM 4 -- 3933 SW KELLY AVENUE / PORTLAND, OREGON 97201 -4393 Client �y���'�'y "� �- Job No. 2 O o 1 ��By - - (503) 222 -4453 / FAX (503) 248 -9263 / email: vlmk@vlmk.com I o 0 II Date Sheet No. — I . .. , ✓ f J .�- ^'- —__ - -- — ..___ — . y ___ -.. _ .. ..- - ._ 1 ]] 1_ • V\i°9 --ST • �pSS- S�;.la . ....;dlonl•�--- �n -� _ P C - i3 --0 _ _ -. . - -. , 7 42.,' �;< 13 � g98 -� T �I�r v - - - - � V . i S)C 42 60 ,$) .= mac . - - - - - - . i r � • '. -- - - - _ - (s;} 4 2- ) -{ -i--3 17 -1,a) -- ,d; - - - - - 4 I ..rte c., Gts Its pr.) . �i �� �P= �? i _ -_ - • - J -- . • . r - - i , -- - - I3 E;oM -- I`Cz I F--1 N rr t C - - - - - -- M Too �) �' _ -- O ,-- - l-.- - -F=r- - -� - - -- -- - - — -1 - d - - -- = -_ ; - -� g) - -____ = - • / ; I__- ' - = - -1 __ - - -- - -- .-- -- -.... -. ... - -v = - -C 1 -=C.-oo)=.4-� - I i -- ,- - - - - 1— ; , . - ;� L GAP } - c;)/-S-9--°- 1,.( _. _ — 1/ - S- Job C - VLMK Consulting Engineers A / 3933 SW KELLY AVENUE / PORTLAND, OREGON 97201 -4393 Client (503) 222 -4453 / FAX (503) 248 -9263 / email: vtmk @vlmk.com Job N o ` mod By Date 7 I (i I c=)° Sheet No. —? • - - - 0ot - 5 �,c,,.n- - -/� T- ; - I✓LG ;//3T - t7 �. - (Grp PS) - - - • - -- — i - ... -- �s� t 1 - • s (SS s ) 4 — — I - • c� t . _ _ _ _ _ _ _ _ _ _ _ ____ . . . . . _... -r- I 1 l c 0 , - - • -- - - - - - -- - i — —1 - -- - -- ' ry — — - - - -; T -- - - - -- - -= ' • r -._- — .._... ---, -- - — E/ Gam � : 'S- _ SP�� - _ i2o -� ;- -' - - 1 — _� - -- _ - - - - — _ I - -- - ' - -... t �t� -F�a -- _ , . � p- = -fit- - --- - - - -- - - -- -- - • - -� - -- '--- .__.._..--- - - - - -- , -------- - - - - -• — C -p -o g 2' i - - i - -' — - ti Ix- 1 - - -- ����� - - - — - - - -- — — _— -- --- a — - - -'— = • _ . -- , , , -- x � -'X3 _ , _ I i - 17.72N-C Job _ VLIVIK Consulting Engineers — 4. 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I • • Job r � VLMK Consulting Engineers pN, A4 - -_ 3933 SW KELLY AVENUE / PORTLAND, OREGON 97201 -4393 Client Job No •2 vo // �� 1^, (503) 222 -4453 / FAX (503) 248 -9263 / email: vlmk @v!mk.com { � By �' v �' 4 + Date I I Z Sheet No. - d _ . . t 0 A ti`W 6 ST- ft' 4 -T 2._� - NI, - N,a . _ . - • - :- t. .. j P _ .(25i-1s, ,+-. = (4 )C C19-)C> . . -._.. _. : 1 • • l w -_ ( .4.--2. 1- -2.0 z) •-:, 1 2 0 i fc—c. " Z �C C.c * S --- C --- C - i -Ci be* - 97 - S -- ) - F ----i TC:D)C 1 ‘a/rS)) 570 C DTs E 5 x 14 • P-5- �— M e �� • ! r Nli /� - - o -off.= -- - tn � PM - -,oT - -- _ - - -- -� — - -- - - - _ -- -f 2- -- • - il - - - -- - - -- - -------- - -� N S P oN �o i 1 A � / I - -- - - - -- IY _ - - u - - '�O - PO ` _.�$ jai . - -- -- — { , LI L_ i f • - - - ; — - - -! -- - - -- -L - - L - - - - - - - - 5 ' Li - - _ ! - _. _ _•_ i - I 1 - - -- — - . _ �_ -_ _ -_ - - - - - -- - - - I I 1 _- 1 - - - -.. zz)(71. — I _ I VLMK Consulting Engineers Job Client NA NA, /. A • 3933 SW KELLY AVENUE / PORTLAND, OREGON 97201 -4393 (503) 222 -4453 / FAX (503) 248 -9263 / email: vlmk@vlmk.com Job No L I o B y -7 12 !.�i�M ( o o _1 Date I Sheet No . ,..,, N1 l NJ FcP----n r M .__. ' . 1 w - ( 2 o S os)(� S7 C- s) -- 12 S 7L-F: . - o t _ a ` ) _ _. .... -- 1 4 I ./ v 1 � r i i . 1 . ; -- -- '- ... - -- - — °.. -- i 1 i • :_.__-. __..___.._..______.__._____ --_. — __ -._- — _._L.___.___. -_ !-- ._____- _ ? i _._.-- '. --._. 1 - - - -- l 1 ■ I _ i ■ . . I f f . 1 • . . • . r • i • ^ I 1 -_ __._— __.... _._e _— _- _— _._. ___._ —. - -_ —.— -___,— I C - - - - -- — - - - - -- I Job TJ ~•" VLMK Consulting Engineers Client AA 4,-2, 3933 SW KELLY AVENUE / PORTLAND, OREGON 97201 -4393 (503) 222-4453 / FAX (503) 248-9263 / email: vlmkwlmk.com Job No. � ' `� ~ 6y ;t t4 I ' Date I ? -7_____--..!--. .� ., — I Sheet No. 'Vv - 5 E 0 6;:r* - C.;� +: >� - - . t• 1. . .. . Ft PA ` r = te _ s ,� _.._.. -�- - - SS i , ; • • --k-r - - i • . f L Le t=l� L�' {, : . f • ----=---- - -t-^- - • — I ,. a -1'- •-'_- __.__._- _-.'---- - _ __.. - r i i . -- -tom /� ?X` - _ -- - - - - - - .__.. i j I j - -- — ■ • • -- • • I T__... -.� ti i _ fi - I ' I - VLMK Consulting Engineers Title : Job # I - 1 3933 SW Kelly Ave. Dsgnr: Date: 9:17AM, 18 JUL 00` Portland, OR 97201 Description • (503) 222 -4453 / Fax 248 -9263 Scope : Rev. 510002 User. KW- 0802744. Ver 5.1.2. 13Jun -1999, vwn32 Steel Beam Design (C) 1983-99 ENERCALC Description Grid J.8 t_.. ' General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W24X55 y 1. 1. si Pinned - Pinned Load Duration Factor 1.00 Center Span 36.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft I Distributed Loads #1 # 2 # 3 #4 #5 # 6 # 7 DL 0.560 k/ft LL 0.700 k/ft ST k/ft Start Location ft End Location 36.000 ft P oint Loads. Dead Load 2.057 2.625 k Live Load 3.428 3.410 k Short Term k Location 15.500 20.500 ft • Summary Beam OK Static Load Case Governs Stress Using: W24X55 section, Span = 36.00ft, Fy = 50.0ksi End Fixity = Pinned - Pinned, Lu = 0.00ft, LDF = 1.000 Actual Allowable Moment 302.335 k -ft 315.019 k -ft Max. Deflection -1.750 in fb : Bending Stress 31.671 ksi • 33.000 ksi Len th /DL Defl 547.5 : 1 fb / Fb 0.960:1 g Length /(DL +LL Defl) 246.9 : 1 Shear 29.469 k 186.203 k fv : Shear Stress 3.165 ksi 20.000 ksi fv / Fv 0.158: 1 Force & Stress Summary «- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST Maximum ' Only . @ Center @ Center @ Cants @ Cants Max. M + 302.33 k -ft 135.97 302.33 k -ft Max. M - k -ft Max. M @ Left • k -ft Max. M @ Right k -ft Shear @ Left 29.39 k 13.37 29.39 k Shear @ Right 29.47 k 13.45 29.47 k Center Defl. -1.750 in -0.789 -1.750 -1.750 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in • ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in • Reaction @ Left 29.39 13.37 29.39 29.39 k Reaction @ Rt 29.47 13.45 29.47 29.47 k Fa calc'd per 1.5 -1, K "Ur < Cc Section Properties W24X55 , ep[n zs. in' , Weig r -xx in Width 7.005in I -xx 1,350.00 in4 r -yy 1.340 in Web Thick 0.395 in • I -yy 29.10 in4 Rt 1.680 in • Flange Thickness 0.505 in S -xx 114.552 in3 Area 16.20 in2 S -yy 8.308 in3 • VLMK Consulting Engineers ' Title : Job # i� ! • 3933 SW Kelly Ave. Dsgnr: Date: 9:17AM, 18 JUL 00 Portland, OR 97201 Description (503) 222 -4453 / Fax 248 -9263 Scope: . Rev. 510002 • User. KW- 0802744. Ver5.1.2, 13- Jun -1999, WIn32 Steel Beam Design I (c) 1883 -99 ENERCALC • Description Grid J.8 i i Sketch & Diagram 1Y.7a J.bU /.1U 1U.0U 14.40 10.UU [1.00 [0.40 14.00 .34.40 -1800 3.48 p S k d.035k 7J ,j 3 fy � l: if 6 11 • p •^ ��, �lnik'I�i 'v':. 12p , I i r . . I I . ti 1.26 1t t i i sy N:iliJ ii lw l . ili?� t � �i: P ;n, ,,.�. i S � Hle ll, yal.)' 'I'U�;,: �'I;�',.0d;lilj ! I Iy.,! !1i'11go.i$ ,. .:! , ,i, .;-,, 1p il; ln1;141 1!G'�li!, n,. , i "'ii' PI:I!;,!,,,,, i i1' i! ii4 'iri;! : 'I(CI :II'I'' :Idii:i i!ili:fHIpii L. n : I''1ig!tle'G'I! I!Vli4�l1 " ' 1 11111i'ii is i!ill;Gilh(' P1!'!IIIV'uNi' 4 1 17 ulgiul' dlllil�l� i �lll!' illlla;,ipr;,,',llh "IIIVCI, � zszl I i I I I I ul i!e'+!I'iVi Iii !;1, I " ,,, :a401, • I I Snea7Loetl (k) Location ng em ar ` • 768 3U1.JJ I J,bU .40 (11./.110 Ii AN ^,A ,> tl U ZI.bU 3.40 L0.4U Jl.4U Mmax = 302.3k-ft [ /I. lU 1 . e, 3' 5" I.I I U I ➢Irl y' 1, r f I ,.18.00 . Dmax = - 1.750m 2417137 ' „„ P Iii I "!iI''Ilj!III!il ll�l'I� lili I �.. "i! p,' it, I I ,,ii.' ill! )IICih'Ji;1i 116!.P ilitiL il Sit ll ?'„. rl.b3 , Ili ,. il la II , Arl ii. I ..,L.!,I I ry,Ill.I,il ildli,,c, I' �. r, ' z Rmax = 29.392k 1B1.40 7 I Ii 1 'I IiS�I'�I' i, ill ill I I Iha 1 Rmax = 29A69k I i 1 1 i l:.lf l 1 1 1 ii 1P' '!M it;! ii,A ll l l ll l 01: I II IR',!',0l',h, 1 Vmax 5 left = 29.362k Vmax®n=29.469k ,' I II r 'l 1 f I �illlllt ; I g ��I III l ll, 1 1 li ''II VI "' 14I' VII i4 io '61,11I l . d l ' i l tl , ! 1 1 ,11 ' h : I l i ' I Ii , l l l l l I I I I H I I I I I I III I ll l f'l I 1 'I °l i ll � l III 1If.; , I I 6 '' n 1,11 , l I' I 1 l'I t . a , 1 ,, �1 I I IIIlL,L dl ulhlVlll n'1G 1'4,IJ�� III II 1 411 I I I!� I ,I I �• - 3 ..,1.11, II, Ju�;,r9h! . I 1 ' IJ I i II tln I . i 11'0 d I I, I I � GIi.V L) IVI;!q,.l�1.II,16utIi:C 1 oca ti n , A C member r u !no llli 111 I�II!I II� BI!I 1dl .l l'„I .III, f3endl ',AT :1 1, Mbmenl (k40 � '1i Location Abnp member (a) a ' 1 1, 1I I , ,, I, I III :. , , �� I . 11.... n 1�t1 II, 111 ilpiI,,1:LIi,l�,ip 8.00 '41, 1, i ' I II 1111 1111li I GI l i4I 1 l lit I t i 1N - Ii liI i Iwo L. Film '1 rei IL I III p iP��li i Iiii ip �rl,l 1 .. a. ,1 1!I'IIIIIn I 1 !bile I' I, i 't illIlIl k!1 �II1 III �•II i II, 11,! I I `11 wI''V16PilIn, J si3OHl'i II f� EP 1;l _I fl EMI ;IC 191 y I,1,, ;P ■ 4,1!'I II'1'pl ,1 . i 1 n. in , 'l! tiI ld9liln " I '1'I!IL�1'61 t li, 4' , IPI'' . I ,'!' III ,i, 41i1Il�6.VV �'I , ll 3'll ' I . 1 �:Irl ' " I 'lr 10 �i41,t t, iii, 9 ' 061 li I ,: 1. 0 i� IMP llll Ilrliil'Ji I,I I } I •'P I /' /DI/ III 11/ / I IV/11' i I I Inlilll�i i'pI I! illifa.�� d rlil' 11 16rl�IF!! ii lu i' I I l u �lfi llf . il' 1i1l it I t I ■ Lace/ y Deflection (in) bunion A 008 Member (fl) • • i I 1 - Job LIVIK Consulting Engineers V . - - 3933 SW KELLY AVENUE / PORTLAND, OREGON 97201-4393 Client '2 s\-7 - ..-:) • - (503) 222-4453 / FAX (503) 248-9263 / email: vlmk@vlmk.com job No. '.-- By -' ; - Date • '. ' - - -1 :' ' - ' - Sheet No. -' . : -r , ....... .. • • -- - -- - C= C 47 .. ,..-- --- - ct= - - 3 - ; -- - 7:: -- 4\1 - • --. . - - _. • . - - ... - - • - - 3 . : . • . . 1 . ' • . r - t‘; ' - - - - - - - - -- ' .. . ._ . ... .. L • G -. - -.; • ef_ii",(\l--...- - . ----,en . . . . _ . r,...--, 1 4... ....,.. ....,A ....,.c...^-4 S.- -... I/ ---, ,,---, / j .. t 5 j c.. I c=) 6 ,z)-(.._- tc../ 47} ÷---c- , s")(10 ) ,. is_,, d • 1 . . . ,/- 7. e- --% ,,-, • , - - - - - 1 . - - " --- CS 4 1' ;" V r - .' .. - . . • , - - - 1. _ . ...._ . . .. __, _I_ - k• • , 1 ,• , - .- i N., .- --.,-. - ----s• , ; - -..... ' N, p l--) -+ C-2-.S i; t-eS 12 c '''1,, , C i (1 -2. - ; , ' - ., i ! i ' ■ .; _ - o. - TS : . 1 • - 1 .-. - , _ -,-; - ; - . • --, . i ! 1 _ I _., C' t‘7-' -46.- -D L.) .... . . L • ! • , ,i ?c....-F- . ---i I- • i 1 i 7C:X_D L../ 4:::, 0 ;... „,- . . . f- - .., ) 1 _ , J . • i ' • . , - : i— — . ,—,-- -- -1--- IIIIJ ' . , . CEG . -.- c=' , (.\ -- A - Pci'rz-.- - :-."..*-: 1 t:::. 75 ----- 74P.774C-: i ... r • 1 ' • ! • ; , r - — -_---- 71._ - • -I - : • : i , ! • • T l'' . .' . - P - 5"-E , V\F`2- . . i- , . - I . . . . , I I I 7' ' ' h , . • • . . F . . I ; . . . . . _:___' . I_ 1 ' ...._________ ____________.,_ - ' 1 1 _I,_ ...---------.---1.--7-7i-F-7,---- t.----"-71--6-t7:=1),(2S-e-Y--------- IN s. . -T.- • 1, ._ ._ - . - -- - --- ,. , - - 7" --- 7 ------- i - , ; - ' ' i . : : I i : • ‘.., i ouP- 1 - t i ' • ,___ .. . 1 • , 1 ' I : , • i — - 1 • • _____,, . , 1 — .. • • . • --i i : - i : - ! 1 ! - _ I ! • ! i ! ! ! ! ____ __ ; ! ■ 1 ., . 1 ._ i- - _ _ . • , I ___ . 1 i . . • ! ! . , - ' . __._ _____,__. ,_ •• • i ' j • i • I - I , ■ - -- --- - t • ; -.-d- : --.-.. : --HI ______ • ..,_ [ , ; • _, . 1 i i - 4 . • i ; • t 1 i . 1 1 - i ----- — 4 . , _ , ____1__: _____HL_I • .__:_-.- _ ___..:_.....____. - ------'-- .- ,...... . , -- 7 1 1 , 1.;;. - 7 -- 771.:ii 1 • , i ; - 1 ! T '' 1 i , VLMK Consulting Engineers Title : Job # - 1 4. 3933 SW Kelly Ave. Dsgnr: Date: 9:42AM, 18 JUL 00-- - - - - -- ' Portland, OR 97201 Description (503) 222 -4453 / Fax 248 -9263 Scope: Rev. 510002 User. KW-0802744. ye, 5.1.2. 13Jun -1999. WIn32 Steel Beam Design (c) 1983-99 ENERCALC Description Grid L.5 • General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements ' Steel Section W27X84 y ..iii si _.._.._. Pinned- Pinned Load Duration Factor 1.00 Center Span 36.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft Distributed Loads # 1 # 2 #3 # 4 ... .. # , 5 #6 _ # 7 .. ., DL 0.660 k/ft LL 0.700 • k/ft ST k/ft Start Location ft End Location 36.000 ft Point Loads . . ff� Dead Load 2.003 2.346 k Live Load 3.339 3.910 k Short Term k Location 15.500 20.500 ft il Summary Beam OK Static Load Case Governs Stress Using: W27X84 section, Span = 36.00ft, Fy = 50.0ksi End Fixity = Pinned - Pinned, Lu = O.00ft, LDF = 1.000 Actual Allowable Moment 323.904 k -ft 586.859 k -ft Max. Deflection -0.890 in fb : Bending Stress 18.214 ksi 33.000 ksi Len th /DL Defl 1,013.5 : 1 fb / Fb 0.552:1 9 Length /(DL +LL Defl) 485.6 : 1 Shear 31.859 k 245.732 k fv : Shear Stress 2.593 ksi 20.000 ksi fv /Fv 0.130:1 Force & Stress Summary ii «- These columns are Dead + Live Load placed as noted --» DL LL LL +ST LL LL +ST • Maximum Only @ Center @ Center @ Cants @ Cants _ Max. M + 323.90 k -ft 154.28 323.90 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 31.73 k 15.55 31.73 k Shear @ Right 31.86 k 15.59 31.86 k Center Defl. -0.890 in -0.426 -0.890 -0.890 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 • 0.000 0.000 0.000 0.000 in Reaction @ Left 31.73 15.55 31.73 31.73 k Reaction @ Rt 31.86 15.59 31.86 31.86 k Fa calcd per 1.5 -1, K *L/r < Cc Section Properties W27X84 ep[n in eig r -xx in Width 9.960in I -xx 2,850.00 in4 r -yy 2.067 in • Web Thick 0.460 in l 106.00 in4 Rt 2.490 in Flange Thickness 0.640 in S -xx 213:403 in3 Area 24.80 in2 S -yy 21.285 in3 VLMK Consulting Engineers Title : Job # ? —. — i : 3933 SW Kelly Ave. Dsgnr: Date: 9:42AM. 18 JUL 001 -- Portland, OR 97201 Description (503) 222 -44531 Fax 248 -9263 Scope: I Rev: 510002 1 _ (0)196 B0 0274& e,5.1.2.13J Wi un- 1999.n32 Steel Beam Design D escription Grid L.5 Sketch Sr, Diagram 9 331 d.6U 1.20 10.00 10.40 .10.00 11.60 eb.1U 10.00 42.40 38.00 ! 342k g.256k 1 'NI ' i l i�111 hiii'h lr ° . I I t Va' .. taswrt 1 .51,115.17;r,4, AS:i 0 14r l I•I }i '�,, 4 , 1' ' 1 1 I I h ' 1• v ,'i' I 1 I . 1•I idhi i�� rp, s I 1 ! e ?19 U 1 ii:��11 1 1i1i• is r llili,i,il :N :1,' %d�ii?ii ! 1 1 000 ' lit 91i1INI;' "i I cy 1 i ` 11 . 196111' h1114, 1! 1 1 1; 1; 4;; 10 1Iil; ljtioullo •'I'h ?11+;1;�14Ii!,IIif4'111,11, I I 'IWI hiI'1 6, 11.I d.h 1 " Ill' I' h! ' 1;lidii rl ,6.9y ,, • A A � �asz 1 .n1ia ^,41 :I ' lil 9 j; 1 11! 1 1�f: ' +1 i 1 Sheer Load (k) Location Along Member (6) - h 365 I 323:55 a4Ur' I' tli r1 1 .5.0.4U 32.40 48.00 Mmax= 323.9k.9 [01.01 1 3.bU /.40 10.00 .l 'wft ^ "'IIIIIIhII41I,Lrltl �l lli1^m bu 2ZU 1 I Dmax =- 0.69010 2a9.1 1 I .� + ,; 101.): "' 1 + Sillll!I I R'l � N;I�ij�!GI�L?f @ul }' 1 zz:. ; I IP1 d l ! l ll''4 , i1 till i119M 1 J', Pjp'j i N I I Id,'l' N! IiI ,:4,;! :;v1Ind ;II!!.1 Il @!I•..' 1 Rmax = 31.732k • 1 Rmax =31.1359k 1 1 ; 'I' /' 4yl I!;'!' .,' n .; V ", ,' I vmax @ten =31.732k i bt.9a II -i,ll�1; .l,il l ;l 161(11I 141;,11.1,11).,, 1 vmax ® n = 31.659k III 9101I,; :1.,1!' , . u: It 1! ill 1 1' 1 .1141' 11'MN, I Ohl! 1 01 dl I 1I, 1 , I 111 I 'l lag I I I Illi (I ' ! p{p � • �VVV�If�I III + 111 � I p IWIVAI� 1 II 1 1' 1 i +'1 iYWAY 711I{�1 '' I I I I,II11 f''' 111 ,l 11 I I11'1NI114,N I, I,4 , 1 ' , !, , I II 1 II, WI II'1' 1' oI111111ima11i e I'lli'I III III Ely ' - � n„IlI, II.'lllildill' II,', .11, !I1111!611ld , '! . 11111I; III 114:V.! 1 11' ir 1; 1; 1 1111h BenUnJMoment (9.11) °cation Along Mern or (h) ,.r V "+'Ii111';,'i :lil iii it,i'. !I':i; 1.1 :. !,ui I II' II; I'd . iI'il'I!1 I' :r ;Ill!II'ii f fill " +iij''ll;l'ip1. 111E41 ; 1 Il ,`;III „II 1I IIi4 1111 IVJII 69111IIIIIdlll 1 I 191 liElfill ' , ��i • IL l 11• d4 b ( "•111 "'11 I V Ill/ ,: �, .II; III Ill! + 'I i4'04l " 11 'd A ', "dl pi I I l II r I +. f. 'al I ��1 i 4 4111! I � Ill 161�9,u" 1 0• 1' +4,. nill,, Il'•': ,�•1. „ I 1;i' llrI;1011.1 1 rq'iI1' ',. ¢! limn I � ��pp I rl 1 , ll I I ,I1 N11 `IGI�II1'I�9 +” I� "ELM'.II I i i , t �,. 1 : . I I ' i J ' I , I I I ] 'I r 1 1 1 + IA ! 'AIPJII I II ' °° I I ' I l l I I II •, I I' ° Ill iI' I i ' i7, � II�IgIM I l i ' !i�� 1 1 I ' P l I Ill 111 I -1111 '' I I l;lli;lld ILIJ I� i !171 � �i(lhll+ ' �9g� 'dl. lii Irlll'1I'IIII I:11j0 j ' : I • - , 1 , 1 1 ; 1191 'P '' 'I! lillEMINIMINIM 1; i " VEIN '•I.a 11111 11!:I.IEVN II I Lo - y •6 Baron in °cation ong ' ern. :r ' Job (�� VLMK Consulting Engineers ,v A 4� 3933 SW KELLY AVENUE / PORTLAND, OREGON 97201 -4393 Client - (503) 222 -4453 / FAX (503) 248 -9263 / email: v!mk ®vlmk.com Job No. - `T' (' ) By 1,0M" is Date 7 ( I S \ ^G `" C Sheet No. 1� _ (Co r .., k/V -F ,_ ,-A15' �"- - rte- . - .. - - -.. . . . -- . -- j�'�11. � _ sr,' '~ ' !- 1 • .1 1:� : =f`, -:,n . 5,�nf, -. ,4. `. PP..--1-,..R _ 5 - ) . f7 1q t (-ac i 1S)n)c+) cr44 -) ` - - .} - (2 - 5 t_t S..)Cf.I.. ( )C �,� -4) - _ - -3_ -gip - t . _ . _ .., 1 . - - - - c = Z Z }.1z -J Cei J - - -- — - - - - = -- -- _ - - -1 -- 1 i Io - t.L. Z S t '1- G �- • • - - — - - - -I - - ._... • - - - - - -- 7 — f - - - - - -- - 1 - - _ - -- - .. _ I - W - �d f•. L`� �'- 1 - ��- - -(d-- - -- r -tom - -•- -..._- - - - --- ._ .... _ .. - - -- �- - - - -- - -- -- - - = -- i . , : • ' 11.)FL ' CCZ LY I 1 4'h 7I Pc.}V�► -- - - --- - - - - -- �- - - -- ------ - - - -.; I • . - 7 - Ail . : : , . „ ; — . L -- r-.-c-c-c3.-c. -- L. - . ..., • 1 „;.__+' : 1 I , : 1 • __.---_ . ,-- F- - . F i - } rt - �- - j - - - -- -- -- _i - - - -- - - — -- f i ! ' I I � -* - -. -. - — - -- - - -- - — -- - - - • i i ; VLMK Consulting Engineers Title : Job # 3933 SW Kelly Ave. Dsgnr: Date: 10:10AM, 18 JUL 00 1 B - l ` Portland, OR 97201 Description : (503) 222 -4453 / Fax 248 -9263 Scope : Rev. 510002 l User KW- 0602744,Ver 5.1.2. 13Jun -1999, Win32 Steel Beam Design (c) 1983-99 ENERCALC . Description Grid M.5 • General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section . W24X55 _ Pinned - Pinned Load Duration Factor 1.00 Center Span 36.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft • Distributed Loads , # 1 #2 #3 #4 #5 #6 #7 DL 0.550 • LL 0.700 k/ft ST k/ft Start Location k/ft End Location 36.000 ft ft Point Loads -11315=26111223116212 -31162346631154=1311=32114251626151mmimi Dead Load 1.136 2.517 - k Live Load 1.894 4.196 k Short Term Location 15.500 20.500 k . ft ummary Beam OK Using: W24X55 section, Span = 36.00ft, Fy = 50.Oksi Static Load Case Governs Stress End Fixity = Pinned - Pinned, Lu = 0.00ft, LDF = 1.000 Actual Allowable Moment 287.883 k -ft 315.019 k -ft fb : Bending Stress 30.157 ksi 33.000 ksi Max. Deflection 1.666 in fb / Fb 0.914:1 Length /DL Defl 586.6: 1 Shear Length /(DL +LL Defl) 259.3 : 1 28.618 k 186.203 k • fv : Shear Stress 3.074 ksi 20.000 ksi fv / Fv 0.154: 1 Force & Stress Summary «- These columns are bead + Live Load placed as noted » DL LL LL +ST LL LL +ST Maximum Only A Center @ Center @ Cants @ Cants Max. M + 287.88 k -ft 126.62 287.88 k -ft Max. M - Max. M @ Left k-ft Max. M @ Right k-ft k -ft • Shear @ Left 28.11 k 12.62 28.11 k Shear @ Right 28.62 k 12.81 28.62 k Center Defl. -1.666 in -0.736 -1.666 -1.666 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 , 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 28.11 12.62 28.11 28.11 k Reaction @ Rt 28.62 12.81 28.62 28.62 k Fa calc'd per 1.5 -1, K *L/r < Cc Section Properties W24X55 . ep[n in e(g r - xx (n Width . 7.005in I -xx 1,350.00 in4 . Web Thick 0.395 in I_ 1.340 in YY 29.10 in4 Rt 1.680 in Flange Thickness 0.505 in S -xx 114.552 in3 Area 16.20 in2 S -yy 8.308 in3 VLMK Consulting Engineers Title : Job # 1 ' 3933 SW Kelly Ave. Dsgnr: Date: 10:10AM, 18 JUL 00 �— ' Portland, OR 97201 Description (503) 222 -4453 / Fax 248 -9263 Scope: I Rev: 510002 i User 09027 Ver 5.1.2, 13- Jun -1999 Win32 Steel Beam Design • 1 (e) 199 9 E NEAL C RL , .. , _., _ .,.. nom- . ;as p -r.. .... ._::_ -_.: _..... Description Grid M.5 _ , �.., • • Sketch & Diagram 261 Jbl iZU 11 U.1.1 14.4U 10. U te.eu JL4u J600 'l.o3k ir.713k Zi 1P J � I!" ri' ' _ 001 " 1 • "Oil ' ' I , .. - I ' ' . , , 1 i 1 ' ' !-f r' I�I� i �' i li:IA iiN'll ?' .: L 25k/ft • � '"I I I I 11: .1 1, ,li141'llliCllll,t,,,i,. ,n I) :',: ,;;,� ! I I I 1 '):11 I, "IGILY�Ii;ll l 1• 'sr ill N 1 !1 "III!1;11:,;111,1411:11q: " „1. ■ I u.uu I 1 I 1 .11iiii �6i!dGll+9iti!.i; i IC 1 1111 :4,2;� 'I l uP I T,.37 I I .1111i111;1i!'111 11 114 1 ' 'i 1'I l 1 ' r q. ' I '1..144141 i �u�'1�i ' 6 i1.r,l �111�I;1 „�il:�.116.1 111.31 ' I �I11114k (lull,lil+llyI{'1110111'1'IR;CII 1 I I I I 1."'ItI1411 i:�'IIIIIIiIIIi!!111dill 44.74 •'muLl 1 k) I I 1 "'ICl'i, Shear Load ( 389 Location Along Member (ft) 201.06 J.bu (. 11 - al 411 U.0u 1<14l('ll1 0IUU I P�1 � 41.0U 0.49 2 0.011 _ usu ; +0.99 I 4 Mmao =287.9k -ft 259.99 I lfll li�(11,1,�1h1' Omax = - 1.666�n 241 31 • I 1 �,� jh I,i p: +J;' l lllt!ill�0 r 4i lilp I��'Ii �i I I1!I M�l ". z i 1 .1 1 terIIitn'a, 1 1 Rmax = 28.106k n l , r.:lU , :I II1 II. ill " ".1' I 111i 1! IIIllrlil!11 � ' II iII I'! !111 4; n; ; I Rmax = 28.618k , (111!1,;: -1:, , 01,6'1; ' 1' 1 1'. y I � 1 I V, 1 1 n Ills 1 I I al 11''" 9 III 1.11 Ji . I .I i ll I, . "'>l.. Vmax ® left = 28.108k Vmax ® n = 28.618k1 111;1 11 ' 1 "'1111111 1 d' :I 1 1' l 1� 1I4U1 [I�11I I [I 1 11. 11 fill 1 NJ:. • -r 6 l di' 1I I 1 I I: ' 11111 �I 1 1 1 N1.1PoN91&I1AIaa11111111�IJ111 I 1111111.1• lir,'1 . P r, Vital;;! I n1 1', 111V111 1611 111 111' 1111�111� 1 1I ¶ I 4a it II is 1111M 111M1 1 111 I 1 INI P 111 11 1, 1 1 11 i gamin. l i I ,1111110 I I; I i . 11;. 111111131111111111111111,111110111 1 I. RI1 ,) ;11111 ''111d1I;4111'!. ',11'.1'6 1 1 1 16 . ! I111II'ii ICIIII11dr11i 111 111116. +ry11 I''; "I 116 Illihil'11 - een�§IMament ent (k-ft) Location Along Me (ft) " 8611q II � @ • • 111' 111811 ''it 11 0 llu�ihIIIiitill lidP'1'1I i11111111 .i1'"IP`III'. • 11 0,1 Mt 11. II Hull 1111111 I 1 111111 1 i;,' ii "!1111111111 • 11111YIN!19� • ., 0,,1,0,,,,i 11 i , iiiivII 1.1 ICI l ',I1tIIIIIM 11tltl11nIR I;r1 ;1011111 fff II 11,114!0 16,' !;II H 1 ,1411�I:•III" UI(�1 I 111 Io!IIll�ll..111!1 :41II' mompammi • Imo- 1111 1 �')JeV''1VIDI1 I 1 �11plild 1 1" 11101 111�1i111€IIt1111=11111q�1ilk i F' ' 1 '"11111°" m; ".;''1111 d1111i1 11 11. iiimmV0110VII11011'1' 11 "'iiemai 1'IIs'' I i .,' I ' ••. iOMRill x, 11411111611 III!, ' 4 i MIS 41II111101111fl111010111V 1 "fit lill'II 111114M111111 I 1 1.55 1 1 I I ' 46 ! • 1 •� � 1 Ili! I■ 1�'I iiIi." I 1 I IV, "w. Low •6 edlon N ocallon ' ong ' ern •:r • Job I� ✓ � _ VLMK Consulting Engineers 3933 SW KELLY AVENUE / PORTLAND, OREGON 97201 -4393 Client A. M / (503) 222 -4453 / FAX (503) 248 -9263 / email: vlmk@vlmk.com Job No.(:—K=�Q B 1,4 W! %/ Date 1Z3 (Ov Sheet No. _ ) A ��1� - Desk, N C-co�.-r) - - ._.._ .- V V _- . . s o,_ , - ) - - ; Soo -1),-.--.F_ -- - ' _ S os • _ <7 __, /f ":2;-7 0 - sr )(1.2.--) 1 . i • ■ 5s) • i 1 i I i 1 4 2.) . - - 1 I .1 I I 1 • • • -- — 1 i L r . _ 1 7---- X - -- Job I------__ _ VLMK Consulting Engineers Cfient 3933 SW KELLY AVENUE / PORTLAND, OREGON 97201-4393 = (503) 222-4453 / FAX (503) 248-9263 / email: vlmk@vlmk.com Job No. By SI 0 .0 Date sheet No. "" . . . , leralielailWainew1NamiallWaleannleriamar. I : , . . 5 eA . . . .. . ! . I •4C:='t. • I- • • • . 1 i 1 _____.____________ _________________.____._.________ • - I . ..\1.-_.,..(: 0.i...c...) Ce2 _-_- ...._ h6..1, . .. ;. ... . . . . i . ' . . 1_ . • , i c, -2_ . . . . . M = . 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'__,:. _..1 _:__ __L . . -------?-_ ••-•-,_ ,,...____ ___. • i_eas c: , - r 1 • - • . . C5 cc,C) i X I — I -- - - - S - ---. 1 1 ( 1 .---- ) <-71 V 4. SY . . - 7- . L 1. 1 I • . • :._._ r- - --- - - - ----- - - - - - - - - -. 1 --- .. ' - -- :T__ 6 --- L'A --i -:. Ct . sc:5) - ', -- 1 - .T.' . --- --:- -- 1 . ' . . I - ' — 1 t i -4---. 7 • -- 7-. ? -1. 7- • )4- eb - - -*: , _ _ . . . : _ _ _ . . . - . _.. • 4 I ' 1"" (-4 - 1 --- ‘, in.i , 3 -12 ) •-• " 1 - , .... .... - ---:---------;-- ; --; --;,-----, , --E -; ( r--cl)e.7-) : , , , • -- • - - --- _____ . [ • - - • : • i ■ I h i 7 • . , - 7 - 7 1 : i !--. -..- ._ - VLMK Consulting Engineers Job A. NA AA — ,' 3933 SW KELLY AVENUE / PORTLAND, OREGON 97201-4393 Client N -7- 7) c.-- - - — - •- :: B (503) 222-4453 / FAX (503) 248-9263 / email: vlmk@vlmk.com Job o: y Date '- Sheet No. ' • j i • , - _. .. .....) _ . . . ! . 5 1 - 1 2- t) S 5 -- ii - 1 ) •'..)f - Z , I...(/` 4 - •-•-•.-- a c,,,, T• . ' i • - • , ,• :. . _. _ . .. . • . i --- . A ---. (--1 --12Dci--s :- . . , , t -- ) . i ).. _ i - : I . • __ . _ i ! .••••• i . --- / 14 41. 1 . . . ... , i i 1 .1 4__ 4 1 1 _ , ., • - i, • A : i 4 - i - , 7 • ! - i I • _ .. , - • - - • • ' -.1 I i .. 1 _ . _ . .. . _ .. 1 - - I . r . . . . .. ., 1 . 1 . _ _ . , - ' i . . I ,' ! .1 ! ■ . r 1 • i 1 • 1 I I- -. _. .. , - - I -I " . .- .. . . : 1 .1 - • • - .— --- - 1 - . 1 - i I ' -;-- • 1 t _i_ 1 L.. - ----- ------- ■ 1 . -.1 / , ._ • 1_ . . ' : _ _ 1 • ------ -- --• 1 . _ t 1 .1 1 • • i . 1_, . 1 _ _ i 1 . - 1 - '1 1 . f • ! . :_______ 1 ' , . - - [---' ' -----, . • 1 , • , •1 i • • • • . . , }--- 1 1_ . 1 -.--- , • ,______,_ . . ___ , - I • - i . . . : , , , .._ • . - I ....{ -I • ', . . ! . _ . ,-- -------- , - I i . - • i .. . . „......_ 1 . 1-- ,. • . ' ' ....1 I 1 -- T — . . , • 1 ' 1 . i i . f . . 4 , _ : : _ i . , • , .. _ . • 1 . -- - . . I__ • ___ t I " 1 - • - -- .. _ 1 • • - r . . I I , , 1 i• I , • .-_: - __ _ _ j_ ._ _ ,',,.. ,..•11; , !, I , 1 . , ; • : H i • . • , , r -; - . _-_ I - -• . . ., ,____i ._,_-4-- ___.-.-',-.!..■-1--i- ■ i 1 i T- ----- Company : VLMK Engineers August 3, 2000 - -- • Designer : System Administrator 7:58 AM Job Number : 200180 TOC Truss Checked By: Basic Load Case Data , BLC No. Basic Load Case Category Category Gravity Load Type Totals Description Code Description X Y Z Nodal Point Dist. Surf. ! 1 1 DEAD LOAD 1 None 1 , . 4 . i 2 1 2! : ‘, --......';'..' :LIVE LOAD "--.:-.! : - .:..NOrie.. ' ' ' ';:: i ' '.. ' ::: . L. ::4. ' : ',' . : : 1 : . 1 4:'' r 2' 3 ; WIND LOAD 1 None : 1 • I 1 ...:None::.',1 . :::...:. - - ... ..,; ;.-..,.. .1 . 1 • , ••:1 Boundary Conditions Joint Label X Translation Y Translation Z Translation MX Rotation MY Rotation MZ Rotation (K/in) (K/in) (K/in) (K-ft/rad) (K-ft/rad) (K-ft/rad) Ni I Reaction 1 Reaction 1 Fixed 1 Fixed Fixed 1 1 ... ':' , •:' ,. ',:. -. .-N4, - -.:• .- -; '..` ' ;',:-[-..-, .;-...::.!;.;::::-..,:'-:. .....:',.:Readtibrt , 1 :'. ';1:: .'Fixed-'-- l. 1: , :- .-I Fixed' :.. '-: : ' '--:.- :--,'::-:,' • ' :, Steel Design / NDS Parameters Member Section Length Lb y-y Lb z-z L_comp Cm y-y Cb Sway Label Set 1e2 lel le bend K y-y K z-z CH Cm z-z B y z (Ft) (Ft) (Ft) - (Ft) M1 SEC2 6.657 0 1 0 1 0 1 1. 1. I 1 1 1 i'MZ.:":;' . . :SEC2 ':':-.: :- , :a.052 - :. : .. : ; 0' ' .1......, 0 :: - J: 0 ' 2: . , I.. ',1; 1..';.' 1 M3 . SEC3 I 8 0 ,, 1 0 , . 0 1 1. : 1. M5 SEC2 3.052 1 0 0 0 ' 1. 1. I 1 M6. . . . 6 G , '-: •:. ;0 :. -' ' ''', 0 .. i:' L 1 1 . .1 , . 4 ' ,.. 2: i :' ' .' '' t 'Y' ,LI '''".'. ::: :: '' ' ' :' : ' ■ A I ' :., ■ i M7 SEC2 1 8 1 1. ' 1. 1 I 1 1 M9 SEC2 8 1 1. 1. 1 1 1 I M10: SEC2 ' - ill'. ',:,•,•:., .:43:. , : '- ',...'.: :.-..-:" ' '-,' '- '';: ' -:::,- -':.':: '`' : .:::: 1':::' :',':-- : - :-::::, :-.''',', i ''.•:, i• 1 M11 SEC1 1 5.5 ; 1. 1. 1 1 1 1 : -, : . '.. SEC1 5.5 :-:- I - t:.. 1: :::1 1 M13 SEC1 5.5 1 , 1. 1. 1 1 - -, -, M14 - . 1:SEC1 %-'3 ...--...; 4.507 1 f .; ' , . ' .•- :: : '..- ' .. ::.:., - 1.' 4 -1-:-.1: . - ';1- ::-,::, ..."..., - :: '. - • . ' 1 M15 SEC1 9.708 1 1. ' 1. 1 1 1 1 • :•;:', :-M1'6- -. : SEC1 .- ' 9.708. 7, ...._ _ :2 ',- 'I . , ; ;" - '-: ' ... -- ..-.: '1. r.1' A..'" M17 SEC1 1 4.507 I I . 1. 1 1. ! 1 I 1 1 Member Distributed Loads, Category : None, BLC I : DEAD LOAD Member Label I Joint J Joint Load Pattern Label Pattern Multiplier M3 N5 1 N8 DL1 1 -:.:.:'•': ,' ' ' ;,::T:. ,--. '.'....---...,:..;. :N8 ' ' ''':' I A : :' '.. ''ts18:. ::',..:;;':!: ;::', • „ - ..:', 4':--.::.: Member Distributed Loads, Category : None, BLC 2 : LIVE LOAD Member Label I Joint J Joint Load Pattern Label Pattern Multiplier M3 N5 N8 LL1 1 1 1 M4, : ., .T :.'..: .:: 1 -, '-1,:•:',.::,:%: . ,;..:,:-: : ' •', '...„.;,. ' LL1.'..,.: •1-! RISA-3D Version 4.1 [C:\Engineer\Risa3d v. 4.1\200180 Trussl.r3dl Page 44 ±T- ‘=j Company : VLMK Engineers August 3, 2000 . Designer : System Administrator 7:58 AM Job Number : 200180 TOC Truss Checked By: Materials (General) Material Label Young's Modulus Shear Modulus Poisson's Thermal Coef. Weight Density • Yield Stress (Ksi) (Ksi) Ratio (per 10 .'5 F) (K/ftA3) (Ksi) WOOD I 1800 I 11165 .3 I .65 I .49 I 2.4 Global !Steel Code None Allowable: Stress�'lncrea . ' se �Factor;(ASI F);::. ` >:. - 1::333 <� ., ;':: � : ; : - Include Shear Deformation I Yes Include In No. of Sections for Member Calcs 5 I e eslgn ections- ::,. :.;;;" .,; . Yes': - ..... ... P -Delta Analysis Tolerance 0.50% • Vertical AXis:;. : _ . _ : - '... 'Y . - - Joint Coordinates Joint Label 4 X Coordinate Y Coordinate Z Coordinate Joint Temperature (Ft) (Ft) ' (Ft) (F) N1 I 0 0 0 0 N2 8' N3 24 0 0- 0 I • N4 32 N5 8 5.5 0 0 I N7 I 16 0 0 0 ?N8' 16 5.5 ". 0 . , .. '0 :.: N9 5.5 3.75 0 0 N10' I - 26.5. " . '3.75 . . . - 0 ;: .. - - - 0,' „ Envelope Joint Displacements Joint Label X Translate Y Translate Z Translate X Rotate Y Rotate Z Rotate (In) Lc (In) Lc (In) Lc (radians) Lc (radians) Lc (radians) Lc N1 max 0.000 2 I 0.000 2 0.000 2 0.000 2 0.000 2 -0.002 2 . .. - . ..,min ::o.aoo:� .2:4 0..000. ' 2. ' 0.000 2.: 0.00.0 I ";2 ::: :0..000 ::1:,1 .2 . - 0002 2 , . _,. N2 I max 0.024 2 I -0.168 2 0.000 12 _ 0.000 2 0.000 12 -0.001 2 - ... I : 24 0:0. - ::2 1 0:1.68: 2 . 0 :000 2 0:000 :. 2 . :0:000 2 • = 0.001 = 2. N3 max I 0.088 2 I -0.168 2 0.000 1 2 I 0.000 12 0.000 12 I 0.001 12 , _::tnin '...: -0 :088 ,2 , - 0.168' , .2. 0.000 ,' '- 2. '0.000 • 1 -'2_ 0.000 2 :0001 _._ I 2 N4 max , 0.112 2 0.000 . 2 0.000 2 I 0.000 2 0.000 12 0.002 2 _min - :.0 :112' ,:. ,2.- , 0.000 ' 2 - ' : 0:000 . 2 { 0000 2 :.0.000 ` 21' . 2 - . 0.002., , 2 . N5 I max 0.068 2 ` -0.162 12 I 0.000 I 0.000 12 I 0.000 12 I -0.002 2 _ - ':..min , 0.068 • = '2. I - 0.162 I .. 2 I .0 :000' J. 1. 2 1 a:o0o 2 - I- '..0:000: =:1. 2 I 0:002. 2 . N6 max 0.044 2 I -0.162 12 I 0.000 1 2 I 0.000 2 0.000 12 0.002 2 `- =min • 0:04_4' 2-' °I. -01.62 _ I . :2.-', 0:000 :,' I .2 I ". ` 0 1000 ' -2.. 0 :.000 -2 -0:002: .2 N7 'max I 0.056 2 I -0.249 12 0.000 12 0.000 12 '; 0.000 12 0.000 2- ,- " ',' - ; ' 'minr' I ' 2: • -Q:249 `a: '2' - .. ..0.000 " 2 0:000. =.`2 I . `;0000. '.:I; :'2' <0:000 2 ... ..... N8 I max I 0.056 2 -0.249 2 I 0.000 2 0.000 12 0.000 .12 I 0.000 2 , _ ... min : ' . 2. _ : 0:249-` ., 2 : - 0 :000.. , 2- . -, =0:000"._;.1:2 ' `!,. 0.000 -2" - 0:000:-:-; 2:. N9 max 0.066 2 1 -0.14 12 I 0.000 2 0.000 2 0.000 12 -0.001 2 :,; "_, : ;2 " �'. :.., ` ::_.'min ':._ 2_ ' -': 2 0.1:iV ` :: ::!': =0.0C10. " 2 =0:000 i::: 2 - "0000 : ': :'2... - - 0..001 " 2: - N10 I max 0.046 2 -0.14 2 0.000 2 0.000 2 0.000 1 2 0.001 2 . _. - , mik: '0 :.046: ` ;.2',V1:` •. -0 :'t4 . 2::. 0:000. . 2' 0:000'..' 2 ' :0 :.000'. ,.V 2 . ' ' .2 RISA -3D Version 4.1 [C: \Engineer \Risa3d v. 4.1\200180 Trussl.r3d] Page 45 T- Company : VLMK Engineers August 3, 2000 Designer : System Administrator 7:58 AM Job Number : 200180 TOC Truss Checked By: Joint Loads/Enforced Displacements, Category : None, BLC 9 : DEAD LOAD Joint Label [L]oad or Direction Magnitude [D]isplacement (K, K -ft, In, rad) N9 i L I Y I -.98 : :N:1.0,..,,,;;:.,:.- : ::.' :1: : ,_., :, - L..:''::, .,;.;:,: ':{:' :...A.' =Y :. 1 L -1.44 N5 i 1 144 Joint Loads /Enforced Displacements, Category : None, BLC 2 : LIVE LOAD Joint Label [Woad or Direction Magnitude [D]isplacement (K, K -ft, In, rad) 1 N9 1 L 1 Y 1 -1.23 N5 1 L i. Y I -1.8 Envelope Reactions Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment (K) Lc (K) Lc (K) Lc (K -ft) Lc (K -ft) Lc (K -ft) Lc N1 max 0.000 2 29.61 1 2 NC NC I { NC 0.000 2 - min , 0.000 2. 29 :6:1 1..2. :.. ,NC • NC, 1 :' ,,: :,, <.;;,'. .:0:000' : 2 1 N4 max I 0.000 2 1 29.61 1 2 I NC ( 1 NC 1 1 NC 1 � 0.000 1 2 - - i ,min: k;: 0.000 :, ..2 I ' 29 :61t 1 2. .: -NC.: :1 • = -' NC_ . .I N;C 1 X0:000; :;r. 2• -. Reaction Totals : max 0.000 2 59.22 2 0.000 2 `min.�� ::: 0:000'7 ...2'.:::.,..59 : • 2:: . .:0.000..'`.., 2 Load Combinations Num Description Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC Factor 1 1 DL 1 y 1 1 1 1 1 j 1 ■ 2 :- .DL +SL .` - Y:•v {; 1 Y 1 ':1 1 1 2 1 3 1 DL +W 1 1 1Y1 11 1 1 3 1 1 1 ''4 DL E/1.:4 . :-: .., ', 1 1,1 'I , - .1'1 ' .:::::i '.: :: 4::;-': :, ' t: :,,'[::':...:::'...:;- -, ' :, .‘, :'-,, :H::;:H '2.: ,:;':,•:•-•:: 1 5 1 0.9DL +E/1.4 I 1 1 Y 1 11 1 .9 4 I .71 1 I l' ' .',-;:.---.:0:9DL- y 1 - •'9 :4•- 71 -: 7 1 DL +0.75(SL +W) 1 1 I Y I 11 1 1 2 i .75 i 3 1 ■ 8', If. _ 0.75(S.L +E); - 4'z "::I .y..1 F,:- { • L'f:" - -,::11 . :'f,... ', ':1.::y .:' ,. - :75 4 . _ 1. = . ,_.. - Envelope Member Deflections Member Label Section x- Translate Lc y- Translate Lc z- Translate Lc x- Rotate Lc (n) L/y Ratio Lc (n) Liz Ratio Lc (In) (In) (In) (radians) 1 M1 1 `max[ 0 1 2 1 0 .2 0 2 0 i 2 1 NC 1 NC min 1 0 2 0 1 2 I 0 1 2 0 1 2 NC 1 NC RISA -3D Version 4.1 [C: \Engineer \Risa3d v. 4.1\200180 Truss1.r3d] Page 46 I -„- r Company : VLMK Engineers August 3, 2000 - .... Designer : System Administrator 7:58 AM Job Number : 200180 TOC Truss Checked By: Envelope Member Deflections, (continued) Member Label Section x- Translate Lc y- Translate Lc z- Translate Lc x- Rotate Lc (n) Uy Ratio Lc (n) Liz Ratio Lc (In) (In) (In) (radians) 2 :max , -0.006 ! 2 -0.044 : 2 : 0 i 2 . 0 2 NC NC min -0.006 1 2 • -0.044 ; 2 0 . 2 0 2 NC NC ' 3 max -0.012 1 2 -0.087 2' 0 2 0 2 7139.519 2 NC . min , -0.012 1 2 -0.087 2 0 ; 2 0 2 7139.519 2 NC i 4 . max . -0.018 12 -0.125 2 , 0 • 2 0 2 7469.974. 2 NC ; I min . - 0.018 1 2 . -0.125 • 2 • 0 : 2 0 2 7469.974: 2 NC . 1 5 1 max ; -0.024 1 2 -0.152 ; 2 1 0 , 2: 0 2 NC 1 NC 1 : min ' -0.024 ! 2 ' -0.152 ' 2 I 0 : 2 1 0 2 NC NC I M2 1 I max.l - 0.026. 2 I -0.152 I; 2' I 0 1 2 1 • 0 1 2 1 • NC I I NC min I -0:026 .2 I - 0.152' 1 2 0 . 12 1 0 12 I NC • I i NC • ' • 2 max - 0.029. 2 -0.16 12 0 1 2 I 0 12 I • • NC I NC I min • -0.029 _2 : -0.16: 12 .0 2 • 0 12 I NC I NC I. 3 I max 1 0.032 .: 2 I -0.165 12: 1 0 2.. I 0 1 2 1 NC. I I NC • 1 min I •- 0.032. 12 - 0.165 2 I• 0 12 I 0 2. 1 NC I I NC I . 4 ' maxi I - 0.034' • 12 -0.169 2 . . 0 '.. 2. 1 0 12 I' NC i NC mini -0.034 2 . =0.169 .. : 2 '0 2 1 0 12 I NC . I NC 5 max. - 0:037' ' .2 '- 0.172...:'2 I• 0. • 2.I'. 0 2. I , NC .I • NC -..I. min -0.037 2.; - 0.172: 2 I • _ . 0 2 I 0 .2 . I . NC. I NC.' . ' • M3 1 1 1 max 1 0.068 2 1 -0.162 1 2 I 0 1 2 I 0 2 I NC I NC I I I min 1 0.068 2! -0.162 I 2 I 0 I 2 1 0 . 2 1 NC I • NC 1 l 2 I max I 0.065 1 2 ! -0.2 1 2 I 0 I 2 i 0 2 1 6026.57 1 2 . NC I min I 0.065 12 i -0.2 1 2 I 0 1 2 I 0 2; 6026.57 1 2 NC I 1 3 1 max I 0.062 I 2 I -0.229 1 2 I 0 1 2 i 0 2; 4161.043 1 2. NC I !mint 0.062 121 -0.229 121 0 1 2 0 214161.04312: NC 4 1 max 1 0.059 1 2 1 -0.245 1 2 I 0' 1 2 1 0 2 1 5522.65 1 2 I NC 1 I min I 0.059 1 2 1 -0.245 1 2 i 0 1 2 I 0 2 1 5522.65 1 2 NC 1 5 1 max I 0.056 2 I -0.249 2 1 0 2 I 0 2 1 NC I NC I i I min 1 0.056 2 I -0.249 2 i 0 2 1 0 2 I NC 1 1 NC 1 . : : M4 . • - . 1 ' max' • 0:056 , ' . , 2 . - - 0 : 2 4 9 ._ 2 • 0 . : . 2 2 . - . • . . . - 0 - : : . ' , 2 . 0' ._ 2' I .. NC • , NC: . min 0.056.• .,2 I .. •••-0 :249. • 2. 0 :: . :. 2 ' 0: : 2. NC NC :' 2 :. I.max: 0 2 • .0 2. • 0: ' 1 2 :, 5522 :65 •2 1 :NC., . I:•• • 1 min 0.053' •: 2 =0.245 2 0' - . . 2 ••I . 0.: 2 5522.65 12. I ''NC,. 3 , max . 0.05. -: 2. =0.229-:. 2 . . 0 2 1 0 12 1 4161:043 2 I • NC • . min ' .-.0105 2 0:229.... 2 » ' 0 ' . ...: 2 I: • 0 . 2. l 4161.043 .: 2 , • NC.'.. ' 4 . : : max: .0.047.-._.:2 LO :2• . . 2 . ' . ' . 0 . • : 2 I 0. '. 12. 6026.57. 12 1. . NC, . 1 1. min... 0.047' . : : 2 : -. 0:2 -.. ' . .2' . I " ' . 0 .... I . 2• • :: 0:.. 1 2 6026 :57 I. 2 I - NC: ' ..I . . • :0..044 ..' -2' : =: , :' =0 :162.: :2' : 0 2 0 . Z. NC . I •NC : ;•:: ., I 5 . •max ,. min: 1 ... 1 0:044- 1 L 2 .. ° -0 :162 . ' 2 . . ..0 • •2••• 0: , I. 2 NC • I NC'. I . M5 1 1 1 max 1 0.129 2 1 -0.107 1 2 I 0 1 2 1 0 • 2 i NC NC ! I 1 min I 0.129 2 I -0.107 1 2 I 0 1 2 I 0 2 NC 1 NC 1 I 2 1 max I 0.126 2 1 -0.104 1 2 I 0 1 2 1 0 2! NC ' NC ! I !min i 0.126 2 I -0.104 ! 2 1 0 1 2 0 2 1 NC I ' NC 3 !max I 0.123 ' 2 I -0.101 2 I 0 i 2 I 0 2 NC NC I I 1 min I 0.123 2 I -0.101 2 1 0 1 2 1 0 2; NC NC 1 4 1 max 1 0.121 1 2 1 -0.095 1 2 0 i 2 0 2' NC NC I 1 min 1 0.121 1 2 I -0.095 1 2 0 12 i 0 2 1 NC NC I 1 5 1 maxi 0.118 1 2 ': -0.088 2 I 0 1 2 0 2; NC • NC I 1 min 1 0.118 1 2 -0.088 2 I 0 1 2 ! 0 2! NC NC i I M6,.: :... _:;:,;I •1: • max..._ 0.:11.7' 2 0.089 • 2: I 0 1 ' . 2 I 0 2. . .: I NC': .. I min.. _.0.117' - 2 .. - 0.089:. 2._ :I . .0• ; . L -2 .0. 1 2H NC.. I :NG. I 2: max - :0 : 111 .. 1: 2 0.062 . I' 2.:.: '. 0 2 •0 .2•. 1 7469:974 .2 I NC RISA -3D Version 4.1 [C: \Engineer \Risa3d v. 4.1\200180 Truss1.r3d] Page 47 Company : VLMK Engineers August 3, 2000 '-- - -'- Designer : System Administrator 7:58 AM Job Number : 200180 TOC Truss Checked By: Envelope Member Deflections, (continued) Member Label Section x- Translate Lc y- Translate Lc z- Translate Lc x- Rotate Lc (n) Uy Ratio Lc (n) Liz Ratio Lc (In) (In) (In) (radians) min 0 2. - 0.062 2 I 0 2! 0 ' 2 1 7469.9741.2 NC I 3 1 maxl 0.105 1 2 1 -0.024 1 2 i 0 1 2! 0 : 2 1 7139.519 1 2 NC I min .1 0:105 1 2 I -0.024 1 2 1 0 12 1 0 ; 2 1 7139.519 12. I NC 4 max I 0:099 1. 2 I 0.019 2 1 0 21 0 ; 2 I NC j NC I min 1 0.099 1 2 0.019 2 I 0 2 1 0 ' 2 1 NC i NC I 5 I max 1 0:093 2 I 0.063 1 2 1 0 12 1 0 ; 2 i NC I I NC I I min , 0.093 . -2 1. 0.063 12 1 , 0 .I 2 I. 0 1 2 1 NC I I NC M7 1; max i 0 • 2' 0 ! 2: 0 2 0 2' NC NC min 1 0 ' 2 0 1 2 0 2 0 2 NC i NC 2 , maxi 0.006 , 2 1 -0.049 j 2' 0 i 2 0 2 NC NC ' min I 0.006 1 2 ' -0.049 1 2 , 0 2 0 2 • NC : NC 3 ; maxi 0.012 ; 2 , -0.093 1 2 1 0 12 ; 0 2 . NC ! NC min I 0.012 + 2 1 -0.093 1 2 1 0 2 0 2. NC NC . 4 I max I 0.018 1 2' -0.132 ' 2 0 2 0 2' NC NC min ! 0.018 12 , - 0.132 ! 2 ' 0 2 1 0 2 : NC i NC 5 !max 1 0.024 1 2 1 -0.168 1 2 1 0 ! 2 1 0 2, NC ! NC I • ! min I 0.024 I 2 1 -0.168 1 2! 0 2 1 0 2 I NC 1 NC I 1 M8 1 max 0.024- 2 - 0.168 2 1 .0- 2.. 1 0 2' • .NC NC min • 0.024 2 - 0.168- 2 • • 0 2 I 0' 2 • NC. . . NC. I • 2 I max 1 0.032 . 2 -02 2. 1•: 0 I• 2 . j 0 1 2 1 8389.009 2 NC . min I.: 0.032. ` .2 . 4:1.2' . 2 0 1 2 I 0 1 2 1 8389.009.1 :2 NC I' 3 max. I.. 0.04 • .- 2 • • -0.225 . 2 0 • • 1 , 2 1 0 1 2 ` 5688.731. 2 NC : -. min. 0:04' . 2 =0.225 • 2 1 • ' 0 • .1.2 ..I . 0 • 1 2 ' 1 5688.731 '. 2 , NC , ' 4. 1 max. .0.048 ' . 2. ' - 0.243. - 2' • 0 1 2 1 . 0 1 2 1' 6921.583 . 2 I NC . - 1 min. 1 ' . 0.048. • 2 . - 0.243. 2 . . 0 . 2 I 0 1 2 16921.583'1 2 1 NC 5 .. max' : • . 0.056: 2 -0.249 ..2 : 0' • • 1 : 2 I. 0. 1 2 NC' I NC min • 0.056 2 -0.249 . • 2 0 12 [ 0 1 2 NC- l NC j M9 i 1 I max 0.056 ! 2 I -0.249 1 2 1 0 12 1 0 2 1 NC 1 NC I 1 ' min 0.056 1 2 I -0.249 12 ! . -0 ! 2 1 0 2 1 NC . NC I 1 2 i max I 0.064 ; 2 -0.243 1 2 I 0 1 2 1 0 2! 6921.583 1 2 i NC ! min 1 0.064 1 2 -0.243 1 2 0 i 2 • 0 2 1 6921.583 1 2 1 NC 1 3 1 max I 0.072 1 2 -0.225 12 ! 0 1 2 1 0 2 1 5688.731 1 2 1 NC I i mini 0.072 i 2 -0.225 1 2 0 ! 2 0 2 1 5688.731 1 2 r NC I 1 4 I max 0.08 1 2 1 -0.2 1 2 I 0 j 2 1 0 2! 8389.009 1 2 1 NC 1 min 0.08 ! 2 I -0.2 I 2 I 0 1 2 I 0 2 1 8389.009 1 2 1 NC 5 i max 0.088 12 1 -0.168 1 2 I 0 1 2 I 0 2 1 NC 1 I NC ! I 1 min 0.088 1 2 I -0.168 12 1 0 ! 2 1 0 2 I NC 1 NC 1 L ... .. U ) .. . . ; 1 1 'Max , 0.088 ' ... 2.. = 0.168,.,. ,.21 '., .. 0..._ ..1 • 2 ' . ...0 .• 1 2 • 1. • NC H NC .: '. • min 0.088. 2.. - -0.168' . : 2 I • :' • 0' 1.: 2 0 1 2 .1 NC ' ' 1 NC 2 max;' 0.094: • 2 =0 ::132 ' 2 ' ' : 0 ' • 2 I' 0 2 ' NC NC • min_ : 0.094:. 2 -0.132 2 0 �.. 2 ' I 0 . 1 2 ' NC ' I NC . 3 max . 0.1 '2 I -0.093 . 2 • 0 12 I 0. 1 2 1 NC I NC . min .0.1 2 -0.093 2 I 0 12 0 ! 2 NC NC. 4 max :...0.106. 2 . -0 :049' 2 1 . 0 '2 1 0 1 2 'NC NC . -. . :min 0.106. 2 -0 :049 - 2' , I . . 0 : 2 0 1 2 1 NC: NC . I 5 I max• ' .0.112 2 - • 0 . 12. 1 • -- 0. . 2 I 0 12 I . NC 1 I NC . . I mine 1 ' . 0 . 1 1 2 1 2 I 0 - f 2 I. . 0- .. 12. I. 0 12 I NC I NC I• M11 11 I max I 0.162 1 2 0 1 2 i 0.068 1 2 0 2 1 NC : NC I 1 min 1 0.162 1 2! 0 1 2 1 0.068 1 2, 0 2' NC NC I 12 i max I 0.163 1 2 i 0 1 2 I 0.057 i 2 0 2; NC ! 1 NC ! i ! min I 0.163 ! 2 1 0 1 2 1 0.057 1 2 1 0 2 1 NC 1 NC j • RISA -3D Version 4.1 [C: \Engineer \Risa3d v. 4.1\200180 Trussl.r3d] Page 48 Company : VLMK Engineers August 3, 2000 Designer : System Administrator 7:58 AM Job Number : 200180 TOC Truss Checked By: Envelope Member Deflections, (continued) Member Label Section x- Translate Lc y- Translate Lc z- Translate Lc x- Rotate Lc (n) Uy Ratio Lc (n) Liz Ratio Lc • (In) (In) (In) (radians) 3 max ; 0.165 : 2 0 2 ' 0.046 • 2 0 2 NC NC min I 0.165 • 2 0 2 0.046 2 0 2 NC NC ' ' 4 max ; 0.166 ; 2 0 2 0.035 ' 2 0 2 NC _ NC ' • min ' 0.166 ! 2 0 2 0.035 2 0 2 ' NC NC 5 , max I 0.168 . : 2 0 2 • 0.024 • 2 . 0 2 NC NC ' . min , 0.168 1 2 0 • 2 0.024 2 0 2 NC NC 1_ M12 • . 1 max I 0.249 '2 0 1 2 0.056 -2 I 0 1 2 NC I NC min I 0.249 2 0 1 2 0:056 2 ! 0 i 2 NC I NC 2 max •0.249 2 1 0 • 1 2 0.056 2' 0 ! 2 NC I NC min 1 0.249 2 1 0 1 2. 0.056 2 0 1 2 NC I NC• 3 max 0.249 2 0 1 2 I 0:056 2 0 1 2 NC 1 1 NC I min 0.249 . 2 1 0 1 2 0.056 • 2 0 1 2 NC I I NC 4' Max I. 0.249 2 1 0•• 12 1 0 :056. 2 0. 12 NC j I •NC' I min 1 0'.249' . .. 2 1 0 • 1 2 1 0.056 2 0 12 . NC 1 I NC. • I• 5 I max (1249 • 2 .' 0 2' • 0.056 - : , 2 .. 0 12 NC 1 1 • NC. • minx 0.249 .2 • . 0 - 2 0.056' 2 0. 12.. NC I I ' NC M13 i 1 i max 1 0.162 1 2 ' 0 1 2 i 0.044 ; 2 i 0 2; NC NC I !min I 0.162 1 2 0 ' 2- 1 0.044 i 2 I 0 2 1 NC 1 NC ; ! 1 2 1 max I 0.163 1 2; 0 ; 2 1 0.055 1 2 I 0 2 1 NC 1 5962.976 1 2 I min I 0.163 1 2 1 0 ! 2 1 0.055 1 2 0 2 i NC 1 5962.976 1 2 3 !max 1 0.165 1 2' 0 2 1 0.066 1 2 I 0 2! NC , 1 2981.488 1 2 ' min 1 0.165 1 2 0 ; 2 0.066 1 2 i 0 2 i NC ' 2981.488 1 2 I 4 1 max 1 0.166 ! 2. 0 2 1 0.077 1 2 1 0 2 1 NC 1 1987.659 i 2 i min I 0.166 12 : 0 ' 2 1 0.077 1 2! 0 2! NC ; 1987.659 1 2! 5 1 max ! 0.168 1 2 0 i 2 i 0.088 1 2 i 0 2! NC ! ' 1490.744 1 2 1 1 min 1 0.168 1 2: 0 1 2 1 0.088 1 2 1 0 2 1 NC • 1 1490.744 1 2 M :14 1 . man 1 •.0.•153 2 "I :'..0: 2 0.023 2' 0 1 2 ' •N.0 I •NC. • ; ...2 max .• :.0.153. :•,2 :. 0...:,.. 2 :1•• . 0.035. :. .2 . 0. 1 2 NC - NC • :. min :0.153:•• •2 : ' 0 •` • 2. I 0.035 " 2 . 0 12 NC ' • NC. 3 max' - 0.1.53 2 - • 0 .1 2. 0.048' 2'. 0 12 '_ NC 1 NC: . .mine 0.153 2 1• : 0 12 0.048: 2 I 0 12 l' NC. . NC• I ' 4 . • max 0.153: - 2 0 • ' 2 0.061 • ., 2 :.I I. '0 2 I NC 1 I ' NC , - min ' ..0.153 2 .0 2: 0 :061 2 .1 0 2 1 NC I NC f 5 ' makl .0.153'.'. 2 0': -. . 2 • ' 0:073 2 1: 0 1 2 .1 NC I I NG- min'.l :0.153, 12 '.0' 2 '0 :073 2 1 0' 1 2 1 NC ' I I NC. I M15 1 1 1 max ! -0.076 i 2 1 0 ; 2 ! 0.152 1 2! 0 2 1 NC NC I I 1 min 1 -0.076 1 2 1 0 1 2 1 0.152 ! 2 1 0 2 I NC i ! NC 1 1 2 1 max 1 -0.08 2 0 1 2 i 0.173 12 1 0 2 1 NC i 5451.674 2 1 min 1 -0.08 2, 0 ! 2 i 0.173 1 2 1 0 2 NC ' 5451.674 2 1 3 1 max I -0.085 1 2' 0 ! 2! 0.195 ! 2 1 0 2 NC 1 2725.837 1 2 1 min I -0.085 1 2; 0 i 2 ! 0.195 i 2 0 2 i NC . 2725.837 1 2 I 4 1 max I -0.09 1 2 , 0 : 2 1 0.216 1 2 0 2' NC , 1817.225 1 2 1 min ! -0.09 1 2 I 0 ! 2 ! 0.216 ! 2 0 2 . NC ' 1817.225 12 5 1 max i -0.095 2 i 0 i 2 I 0.237 12 0 2 1 NC ' 1362.918 1 2 1 1 min I -0.095 2 1 0 . 2 1 0.237 1 2 1 0 2; NC ' 1362.918 1 2 M16 ::': 1 max 0.188. 2 0 2. . 0.174 1.2 . 0 1 2 :NC 11.362.918 :1:2 min 0.:188' • 2 .. 0 ' L ' 2' • 1174: . 1;2 0 . 12 . NC 1 1362.918 1 2 2 max: 11183 ' 2 0' : ' 2 : : 0.152 2 ' 0 1 2 . 1 . NC ` I 1 1817'.225 1 ' 2 min :11183 . •.' 2 0 ` 2' 0:152 2. I •0 .. 12 1 ' NC .1817.225 1 2 • 3 1 max 1 :..0.178 .2 0 . 2 :; .0:131= ' . 2 O 12 I NC I 2725.8371 2 RISA -3D Version 4.1 [C: \Engineer \Risa3d v. 4.1\200180 Truss1.r3d] Page 49 Company : VLMK Engineers August 3, 2000 ' -- ---... • Designer : System Administrator 7:58 AM Job Number : 200180 TOC Truss Checked By: Envelope Member Deflections, (continued) Member Label Section x- Translate Lc y- Translate Lc z- Translate Lc x- Rotate Lc (n) Uy Ratio Lc (n) Liz Ratio Lc (In) (In) (In) (radians) • [Min 0.178 .2 . I. 0 1 2 I .0.131 I' 2 I 0 12 I NC. I 12725.8371 2 4: 1 max 0.173 2 • 0 2 .I 0.11 1 2 I 0 12 I NC 1 1 5451.674 ! 2 I min I 0'.173 2. .0 2 1 0.11. 2 1 0 1 2 I NC I 1 5451.674 1 2 5 max 0.168r ' 2 0 2 ' I. 0.088 2 I 0 12 I NC I NC I min 0.168 2 0 • 2 I 0.088 12 i. 0 . 12 I NC . I NC ! M17 , 1 i maxi -0.091 ! 2 ! 0 2; 0.167 j2 0 2' NC NC min! -0.091 12! 0 2! 0.167 !2 0 2 NC NC 2 ` max i -0.091 12 , 0 1 2 : 0.154 ! 2 0 2 . NC NC min I -0.091 1 2; 0 2 0.154 2 0 2 i NC NC 3 1 max I -0.091 12 , 0 12 ; 0.141 12 0 2 , NC NC : m i n ! -0.091 1 2 ' 0 !2, 0.141 ';2 ' 0 2i NC NC 4 max I -0.091 12 i 0 12 ! 0.129 ; 2 ; 0 2 I NC NC I min I -0.091 1 2 ! 0 1 2: 0.129 1 2 • 0 2. NC NC 5 i max -0.09 12 + 0 i 2 i 0.116 1 2 0 2 i NC • NC I I min ; -0.09 12 1 0 12 ; 0.116 12 . 0 2 ! NC NC a Envelope Member Section Forces . Member Label Section Axial Lc Shear y -y Lc Shear z -z Lc Torque Lc Moment y -y Lc Moment z -z Lc (K) (K) (K) (K -ft) (K -ft) (K -ft) M1 1 1 !max 1 51.048 1 2 I 1.11 1 2 1 0 1 2 1 0 2 0 I 2 i 1.45 1" 2 I I min 1 51.048 1 2 1 1.11 1 2 1 0 1 2 0 2 1 0 1 2 I 1.45 12 1 2 1 maxi 51.048 2 1 1.11 1 2 1 0 12 , 0 2 I 0 12 I -0.397 12 I min I 51.048 2 I 1.11 I 2 I 0 I 2 i 0 . 2 0 1 2 1 -0.397 1 2 I 3 1 max 1 51.048 2 1 1.11 1 2 i 0 1 2 i 0 i 2 0 12 I -2.244 2 1 min I 51.048 2 1 1.11 1 2 I 0 ! 2 1 0 � 2 1 0 12 I -2.244 2 I 1 4 1 max 51.048 I 2 1 1.11 1 2 I 0 ' 2 I 0 ' 2 i 0 ! 2 I -4.092 1 2 I 1 min 1 51.048 1 2 1 1.11 1 2 I 0 2 1 0 ! 2 0 1 2 I -4.092 1 2 I 5 i max 51.048 1 2 I 1.11 1 2 i 0 1 2 1 0 2 1 0 1 2 1 -5.939 1 2 I i min 51.048 1 2 1 1.11 12 I 0 1 2 I 0 : 2 1 0 1 2 I -5.939 1 2! M2 1..:I max 1 49 :777. - 2' - . 1.946:. : 2 0: :2 I•• 0 2 : . 0 ... 2 _5.939'' "I 12 • .. min 49 ::777:: ' 2 1.94•: ' 2 0 ..; ' 2 = 0 . 2 ... 0' 2 5.939: I'. 2 .2 - Imax ' 49.777:,.' 2.: -1:946 .'• ; .2' -." .:0'. • 2' I 0 2 :. " .0 2.:.'.; -4.454.'.::''.:2. min_ I 49.777. • ' 2 =1 -.946 2 ` 0 . 2 I 0 2. ' _ 0 2 4.454 .. • 2 3 - 'max..:49. 777::.:.:2 :: - 1.946:._.•2' - ; . 0 . • : . : _ : . . 2 : . I . . 0 . . , ' 2 : . . . : ' . 0 : . 2•'' - 2.969'' :- ._. min. 49:777 ,2 .1.946i: . i .2,. ;'... :0::: :2 ... • 0 2 :. . 0 " . 2 - .'- 2.969'.' i:.2. 4::' maxi :149:777" .' '::2 1 :946.::.:; :.2 : . : .:.:.0:.' • _ : 2 4. _ .. , 0 2 >: • ...- :_.0: 2 .: 1:485: 2 - ..'min' ' :49-.777;:' 2•::: -1:946'., t946.'::;'2: I ..: :.0 , - ' 2 .1; 0 2' - :0 2 -1.485 ' '' 2. 5.. •max :-.49:7.771';' 2.' - 1.946 •12 ;0; �'2. I ' '0.'.' .'. 2 • . ' !.'0:'. . :' .2. '. 0. • 2 .,:.:min ' :49 :777'' '2' 1.946;.::'.2.: 0.. 2:.:- 0 - -' 2' 0: 2 : .0' :2 • M3 11 I max 41.903 2 I 13.776 I 2 I 0 1 2 I 0 2 0 L 2 1 0 1 2 ! I min 41.903 2 i 13.776 1 2 1 0 1 2 I 0 2 0. 1 2 1 0 1 2 I 2; max ! 41.903 2 1 7.736 1 2 I 0 12 ; 0 2 0 1 2 1- 21.511 1 2 1 1 min I; 41.903 . 2 I 7.736 1 2 1 0 I 2 i 0 2 0 I 2 I- 21.511 1 2 3 1 max I 41.903 1 2 I 1.696 1 2 I 0 I 2 i 0 2 0 2!- 30.943 1 2 I min I 41.903 1 2 ! 1.696 12 ! 0 1 2 0 2 0 ! 2 i- 30.943 1 2 I 4! max I 41.903 1 2 1 -4.344 1 2 I 0 1 2 i 0 2 i 0 ! 2 1- 28.294 1 2 ! I min I 41.903 1 2 1 -4.344 I 2 ! 0 1 2 0 2 0 1 2 !- 28.294 1 2 ! 5 1 max 1 41.903 1 2 1- 10.384 1 2 I 0 1 2 0 2 1 0 1 2 I- 13.566 ! 2 i 1 min I 41.903 1 2 - 10.384 1 2 I 0 1 2 0 2 1 0 I 2 I -13.566 2 M4'`,::;.,::` . 1:; 1 man:, :. 41 :903 f -- :' 2 ` 10 :384:= :. :2'.:';.:,: _O.::: 2 h. . 0 1 .2 ` : ,....0 : I. 2. I•' 13.566: • 43:566 . 2... RISA- 3D•Version 4.1 [C: \Engineer \Risa3d v. 4.1\200180 Trussl.r3d] Page 50 Company : VLMK Engineers August 3, 2000 - Designer : System Administrator 7:58 AM Job Number : 200180 TOC Truss Checked By: Envelope Member Section Forces, (continued) Member Label Section Axial Lc Shear y -y Lc Shear z -z Lc Torque Lc Moment y -y Lc Moment z -z Lc (K) (K) (K) (K -ft) (K -ft) (K -ft) 2 imax 1 41.903 2 I 4.344 1 2 1 0 1 2! 0 1 2 1 0 i 2 1- 28.294 1 2 1 min. I 41.903 1 2 1 4.344 1 2 I 0 12 I 0 ' 2 1 0 2 1- 28.294 1 2 3 1 max I 41:.903 I 2 -1.696 I -2 I 0 12 I 0 ' 2 1 0 2 I -30.943 1 2 1 min 1 41.903 1 2 1 -1.696 • 1 2 I 0 i 2 I 0 : 2 1 0 2 .1 - 30.943 1 2 4 I max 1 41.903 1 2 1 -7.736 1 2 I. 0 12 I 0 1 2 1 _0 2 1- 21.511 1 2 ' I min I 41.903 1 2 1 7.736 ! 2 1 0 12 I 0 ; 2 1 0 2 1- 21.511 1 2 5 .. I max 41.903. 2 1- 13.776 1 2 . 0 1 2 I 0.; 2 1 0 2 1 0 1 2 _ I min. 41.903 2 1- 13.776 1 2 0 12 1 0 1 2 1 0 2: 1 0 1 2 M5 ' 1 max , 49.777 1 2 1.946 2 0 , 2 1 0 2• 0 2! 0 . 2 . ' min 49.777 1 2 1.946 2! 0 ' 2 1 0 2 0 2 0 ; 2' 2' max , 49.777 ' 2 1.946 2: 0 • 2 i 0 2 0 2 -1.485 ; 2 min • 49.777 : 2 1.946 2: 0 . 2' 0 2 0 2 • -1.485 1 2 3 max . 49.777 1 2 1.946 2 1 0 2 i 0 2: 0 2: - 2.969 ! 2 min 149.777 12, 1.946 21 0 1 21 0 2 0 i2 - 2.969 '2i 4: max I 49.777 1 2 i 1.946 2 i 0 ' 2 I 0 2; 0 ! 2. -4.454 t 2 ' min =I 49.777 ! 2; 1.946 2! 0 1 2 1 0 2 i 0 2 1 -4.454 1 2 ! 5 :max 49.777 i 2: 1.946 : 2 I 0 i 2 1 0 2 0 1 2 ! -5.939 1 2 I ' min I 49.777 1 2 : 1.946 2. 1 0 1 2 I 0 2 1 0 1 2 ; -5.939 12 . • . :. M6 ::: : 1 max 51.048 .2 • • -1.11 1 2 0 - 2 0 1 .2 I 0: 2 , -5.939 ! 2 min :51,048. : 2 -1.11 1 . 0 .2 , 0. 1 2 ' 0 2 - 5.939: • .:.2 2 max 51.048 2 .. -1.11 2 .. '0 . 2 0' 12 . 0 ' ' 2 -4.092 2 'min. ' 51.048 2' - 1.1.1. 2 0. 2 1 0 1 2 . 0 2 - 4.092. 1 2 3 I max.) 51.048 • 2 -1.11 .1 2 •' 0• 2 .1 0 1 2 1 . 0 1 2 I -2.244 '2 1 min 1 ..51'.048' ' 2 -1.11 1 2 - 0 . • 2 1 0 1 2. 1 0 • 1 2 1 - 2.2441 . 2 . 4 niax 1 51.048:1. 2 I -1111 . 1 2. . .0 . 2 I 0 1 2 I 0 2 - 0.397. •• 2 min • .51.048.: I- 2. I -1.11 12 1: - 0- ' ' 2 .1. 0, 2.. 0. 2 -0.397 • •2 . 5 I Max: .51.048 2 I =1.1 :1 : 2. . 1 ' 0 1 . 2 . _ G 12 0' 1 2.. I ' 1:45 2 I min -51;048`• 2 -1..11 . 2 1 0 1 2 1' 0 1 2. . 0 1 .2 1 1.45 2 1 M7 11 !max I- 41.607 I 2 '- 0.057 ; 2 0 1 2 I 0 2 1 0 1 2 -1.45 ! 2 1 min I -41.607 1 2' -0.057 2 1 0 2 1 0 2 1 0 1 2 -1.45 1 2 2! max i- 41.607 1 2: - 0.057 ! 2 1 0 1 2 I 0 2 i 0 1 2 -1.337 1 2 ■ min I- 41.607 1 2 ': -0.057 ; 2 i 0 1 2 1 0 2 i 0 1 2 i -1.337 2 3 I max 1- 41.607 i 2 1 -0.057 : 2 1 0 2 0 2 I 0 1 2 i -1.223 12 : min 1- 41.607 1 2• -0.057 2 I 0 2 I 0 2! 0 1 2 I -1.223 1 2 1 1 4 i max I- 41.607 2 - 0.057 ' 2 I 0 1 2 I 0 2+ 0 12 I -1.11 1 2 1 min I -41.607 2' - 0.057 ' 2 1 0 1 2 i 0 2 1 0 1 2 I -1.11 1 2 1 1 5 1 max 1- 41.607 1 2: -0.057 i 2 I 0 2 0 2 1 0 1 2 -0.996 1 2 I 1 min 1- 41.607 1 2' - 0.057 2 1 0 1 2 I 0 2' 0 1 2 -0.996 1 2 :. :M8 • 1 1 max. -56.527 2 0.337 1 2: � • 0 ' ..I 2.: I- ' 0' : 2' I • 0: . 1 2 1 - 0.996- 2' min .- 56:527 I .' 2 - 0.337' • 1 2 � 0 :.. -1 2.' 1 0 - 2' 1 0 .1 2. 1 - 0:996. 2 2: max: . - 56.527. 2 ..' ' 0.337 2 ' . :0: . 2 1 0 ! 2 0 2' -1.67' 2 min. :- 56:527:. 2 ' 0337: 2 • 0, ' 2 I 0 1 2 F 0 ' 2 -1 :67 2 3. max - 56.527 • 2 0.337 2' 0 2 0 1 2 1 0 2 1 2.344 2 ' • min '- 56.527' :'2 • G337 2,• 0 2 0 i 2 0 2 I -2.344 2 4.: max - 56:527 '. 2. I ' 0.337.: 2•.1 0 - 2 1 0 ! 2' 1 0' 1 2 1 - 3.018 2 . 'min:. -56:.52T. 2 • 0.337- 2 : 1- - 0 . 2:1 0 12: 1 0` 12 I - 3.018: 2 5 !max - 56.527 12. I 0:337 2. . 0 2 0 1 2 • 0 2 - 3.692. 2 min-1 -56.527.: 2 I .0.337 2 : 0 : 2 0- 1 2. 0: .2 - 3.692: 2 M9 ! 1! max !- 56.527 1 2 1 -0.337 : 2 I 0 12 I 0 2; 0 .! 2 1 -3.692 1 2 1 min I- 56.527 1 2! -0.337 2 1 0 2! 0 2 i 0 1 2 1 -3.692 ! 2 1 2 1 max 1- 56.527 1 2 1 -0.337 ; 2 1 0 1 2 i 0 2; 0 1 2 -3.018 1 2 1 RISA -3D Version 4.1 [C: \Engineer \Risa3d v. 4.1\200180 Truss1.r3d] Page 51 Company : VLMK Engineers August 3, 2000 Designer : System Administrator 7:58 AM Job Number : 200180 TOC Truss Checked By: Envelope Member Section Forces, (continued) Member Label Section Axial Lc Shear y -y Lc Shear z -z Lc Torque Lc Moment y -y Lc Moment z -z Lc (K) (K) (K) (K -ft) (K -ft) . (K -ft) min - 56.527 ' 2 -0.337 2 0 2 0 2 0 2: -3.018 2 3 max !- 56.527 ; 2. -0.337 ' 2, 0 2 0 2 0 2; -2.344 2 min I -56.527 ! 2 -0.337 2 0 2 0 2• 0 2; -2.344 2 4 :max !- 56.527 2 -0.337 ' 2 i 0 2 0 2 0 2 • - 1.67 ! 2 min ;- 56.527 2 • -0.337 : 2• 0 2 0 2 0 2. -1.67 2 5: max '- 56.527 ; 2 -0.337 2• 0 2 0 2 • 0 2 -0.996 2. min 56.527 ; 2 ! -0.337 ! 2. 0 : 2 0 2 0 2 I -0.996 ' 2 • • M1.0.. ' I 1 1 max I -41.607 2 0.057 2 I 0 2 I 0 12 0 12 I- 0.996 1 2 I I. min I -41:607 2 0.057 2 I 0 2' I 0 ! 2 0 2 I -0.996 1' 2 2 I max] L - 41.607 1 2 0.057 2. , 0 1 2 1 0 , 2 0 2 -1.11. 12 I min I- 41.607 2 0.057 2 0 2 1 0 I 2 0 2 -1.11 1 2 3 I max 1- 41.607 2 0.057 2 I 0 1 2 I 0 i 2 0. I. 2 I' -1.223 1 2. I min I- 41.607 12. 0.057 2 1 0 . 1 2 I 0 1 2 . 0 1 2 I -1.223 1 2 4 max! - 41.607 2 I. 0.057 2 0 12 I 0 ! 2 0 1 2 1 -1.337 I. 2 mini -41..607 2 I 0.057 2 0 12 I 0 12 • 0 12 I -1.337 12 .5 I maxt I 41.607 2 , 0.057 2 0 .I 2 I 0 12 '.0 2 -1..45 :' 1' 2 . I'min I' - 41.607 , 2 0.057 1 2 0 12 I 0 12' 0 2. - -1.45 1 2 M11 ! 1 max I -9.952 1 2 0 1 2 I 0 1 2 1 0 2! 0 ! 2 0 1 2 ! i min 1 -9.952 1 2 ! 0 1 2 I 0 1 2' 0 2 1 0 12 - i 0 1 2 ! 1 2 I max ! -9.952 12 I 0 12 1 0 2: 0 2 1 0 ; 2 0 ! 2 i min ! -9.952 1 2 ! 0, 1 2 1 0 1 2: 0 2 1 0 1 2 1 0 1 2 3 i max 1 -9.952 1 2! 0 I 2 i 0 2' 0 2 1 0 i 2 i 0 i 2 ' min i -9.952 1 2' 0 1 2! 0 1 2: 0 2 i 0 2 1 0 1 2 4 i max ! -9.952 '2 i 0 !21 0 2 0 2 1 0 2 0 2 min I -9.952 1 2 0 i 2 i 0 ! 2! 0 2 1 0 i 2 1 0 1 2 5' max 1 -9.952 1 2! 0 1 2 1 0 2! 0 2 1 0 12 I 0 1 2 min 1 -9.952 1 2 ! 0 1 2 1 0 1 2 I 0 2 1 0 1 2 1 0 1 2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . .' . . 2 : . . ' . ' : 0 ' . ' . ' _ . 2 .. ...0 .2 0 .. - 12.., • 0 .. . .2 .. • 0 1 '_, 2: I :min: . 0.769 - _.. 2 . 0' A 2.: 0 • '2 I 0 12= 1 . 0 • 2 . 0 • • I. 2 , 2 • max -' 0:769 . - 2 . .0 •2. '..0 ..: '1 2'I 0' . 12; 0 2 . :0 2 • min ...0.769 '2 • .0 2 0. ..1.2 I 0 • 1 2. 0 1'2 0'. 12 3 ' I m .. 0:769' • '. 2 .: 0 • 2'' I . 0.. I '2 0 - 12. ' I . .. • 0 ' 2 0 1 . . 2 '4 i max. • 0.769 .2. .' 0. 1 2 - 0 . 1 . : 2 . I 0 ' 1 2 1 0 • 2 . 0 . 1 2 . min'. 0.769 2 ' .. 0. . 1'2.. 0 -. .2 - F. - 0 1 2 I 0 2 . ': 0 .1 2 • 5 ' . max .0.769. 2 - 0 ' 2. = 0 2 0 2. 12 ' ' 0: : '•0 .. :I ;2 -min TO :769'•• . : 2 . 0 2 0' • 2. I . . ' 0 1 2 ' 0:- : . 2 ••I.. 0 1:. 2' M13 1 1 1 max ! -9.952 2 1 0 12 1 0 12 0 2 1 0 ! 2 I 0 12 I ' !min! -9.952 21 0 121 0 i2; 0 2! 0 '21 0 121 2 Imax1 -9.952 21 0 I I 0 1 2; 0 2' 0 ;21 0 121 'mint -9.952 2 0 1 2 1 0 !2' 0 2 0 2 0 1 2! 3 i max ! -9.952 1 2 ' 0 1 2 0 ' 2 • 0 . 2 0 2 1 0 1 2 1 ; min 1 -9.952 1 2 ' 0 i 2 0 1 2 0 2 0 ' 2 1 0 1 2 • i 4 i max I -9.952 1 2 , 0 1 2 0 ' 2. 0 2 0 1 2 I 0 1 2 1 min ! -9.952 1 2 1 0 1 2 i 0 2• 0 2 0 1 2 0 1 2 5 1 max I -9.952 1 2 1 . 0 1 2 1 0 1 2: 0 2, 0 . i 2 I 0 1 2 min I -9.952 1 2' 0 1 2 i 0 ! 2: 0 2 0 1 2 1 0 1 2 ':M1'4 - 1: 'Max' 0:547 2 0' 2. 0'. 2_ 0 . 1 2 0 121 0 1'2 Him : -0:547 .2 ' 0 • 2 0.. 12 . 0 • 12' 0 .. 2. : '0' 12 2. max 0.547 2. 0 2. I 0 22 . 0 1 2 0 2' :: 0 I'. '2 . . I min. •0 :547 ••• 2 .0 .2- I ' .0 • . 2 I .. 0 : ' 2.• 0 2' .. 0 1•_ 2: RISA -3D Version 4.1 [C: \Engineer \Risa3d v. 4.1\200180 Trussl.r3d] Page 52 7-. ' Company : VLMK Engineers August 3, 2000 Designer : System Administrator 7:58 AM Job Number : 200180. TOC Truss Checked By: Envelope Member Section Forces, (continued) Member Label Section Axial Lc Shear y -y Lc Shear z -z Lc Torque Lc Moment y -y Lc Moment z -z Lc (K) (K) (K) (K -ft) (K -ft) (K -ft) 3• max•! -0.547 2 0 ' 1 2. 0 1 2! 0 ! 2 0 12 I 0 ! 2 I min l- 0.547. 2 0 1 2 1 0 1 2 1 0 1 2! 0 1 2! 0 i 2 4 1 max I• -0.547 2 1 0' 1 2 I 0 1 2 1 0 12 I 0 1 2 1 0 1 2 I min 1 -0.547 2 1 0 1 2' 1 0 1 2 1 0 1 2! 0 1 2 1 0 i 2 5 I max I -0.547 2 1 0 :1 2 - I 0 12 I 0 12 I 0 12 I 0 1 2 i min 1- 0.547 2 1 0 1 2 1 0 1 2 _I 0 1 2 ' 0 1 2! 0 i 2 M15 ' 1 i maxi 17.737 i 2' 0 : 2: 0 2' 0 2 0 2 0 • 2 1 min , 17.737 1 2 i 0 2• 0 ; 2' 0 2 0 2 0 2' 2 max ; 17.737 1 2 0 ' 2. 0 1 2. 0 2 0 2 0 2 !mint 17.737 1 2 ; 0 2 0 12' 0 2 0 2 0 • 2 3' max ' 17.737 1 2 1 0 2 1 0 1 2. 0 2 0 2 0 2 • min : 17.737 ' 2 0 2 0 1 2 1 0 2 0 2 0 2 1 4! max . 17.737 ; 2 1 0 ' 2 , 0 1 2: 0 2 0 2, 0 2; ' min ' 17.737 1 2 1 0 2' 0 1 2: 0 2 0 ' 2 0 ' 2' 5 'maxi 17.737 i2! 0 ;2 0 12! 0 2 0 2 0 2' l mind 17.737 1 2 1 0 X 2 1 0 1 2 1 0 2' 0 2. 0 1 2 1 ,M16 1 'max 1 17.737 2 I• 0 2 0 12 1 0 2 0. 1 2 0 1 2 I min 1 17.737 2 1 0 2- ' 0 12 I 0 . 2 0 1 2 • 0 1 2 2 max 17.737 2 0' 2 0 1 2 0 2 0 - 1 2 ' 0 2 1.min 17.737 2 0, 2 0 12 0 2. 0• 2 0 ..2 3 max I 17.737 2 0 1 2 0. 2 ' 0 2 . 0 1 2 0 2 min 1. 17.737.: 2 ' 0 ._ 12 0 2 0 2 0 I 2 0 2 -.4 max• I :17.737 :. 2 :1.. . 0: '' . 2 0 I. 2 1 0 2 0. '2 0 2 1 min I ' 17.737 .2 1 ' • 0 • 2' 0 1 2 I 0• 2 . 0 2 .0 -' 2 5 max. 17.737 '.. : 2 I 0. '• 2 0 1 2. I' • 0 .2 0 , 2 ' 0 2 r. min 17.737 •'. '2 I .10: : 2 • 0 • :: 1. 2'.1: '. 0 2 0 2 ' . 0 ' - 2 M17 11 I max 1 -0.547 ! 2 1 0 1 2 i 0 1 2 1 0 2; 0 ' 2 1 0 1 2 1 ! (mini -0.547 1 2 I 0 1 2 1 0 1 2! 0 ' 2 0 ; 2 ■ 0 ! 2 i 2 1 max 1 -0.547 1 2 0 l 2 i 0 1 2 I 0 ' 2 • 0 1 2 1 0 1 2 I I Imin! -0.547 1 2 0 2 1 0 1 2 1 0 : 2 0 ' 2! 0 1 2 3 :max i -0.547 1 2 i 0 i 2 1 0 12 i 0 2. 0 2 i 0 , 2 I I min 1 -0.547 1 2 i 0 ! 2 1 0 ! 2 1 0 2' 0 : 2 1 0 ! 2 4 I max ! -0.547 ; 2 1 0 2 1 0 1 2 0 • 2 • 0 2 0 2 I I min l -0.547 1 2 1 0 2 1 0 ! 2 0 2 0 ' 2 0 1 2 5 I max 1 -0.547 1 2 1 0 2 1 0 1 2 I 0 2! 0 ; 2 0 1 2 1 min 1 -0.547 1 2! 0 1 2 1 0 1 2! 0 2. 0 2; 0 2! Envelope Member Stresses Member Label Section Axial Shear y -y Shear z -z Bending y -top Bending y -bot Bending z -top Bending z -bot (Ksi) Lc (Ksi) Lc (Ksi) Lc (Ksi) Lc (Ksi) Lc (Ksi) Lc (Ksi) Lc M1 1 1 1 maxi 0.486 1 2 1 0.013 I 2 ; 0 1 2 1 -0.083 2 • 0.083 2 0 1 2: 0 , 2 i : min 1 0.486 1 2 i 0.013 1 2' 0 2 1 -0.083 2 0.083 • 2 0 2. 0 ' 2 2 i max 1 0.486 1 2 1 0.013 1 2 1 0 12 ; 0.023 2 -0.023 • 2; 0 . 2 0 2 1 1 min 1 0.486 1 2 1 0.013 1 2 0 1 2 i 0.023 2 -0.023 • 2: 0 ' 2: 0 2 3 1 max 1 0.486 1 2 1 0.013 1 2! 0 20.129 2 -0.129 2 0 ' 2; 0 2 ; m i n i 0.486 , 2 1 0.013 1 2 1 0 1 2 1 0.129 2' -0.129 2' 0 • 2; 0 1 2 4! max ' 0.486 1 2 0.013 1 2 I 0 1 2 i 0.235 2' -0.235 2' 0 , 2 ■ 0 i 2 I 1 1 min , 0.486 1 2' 0.013 1 2 1 0 ` 2: 0.235 2; -0.235 2 i 0 1 2! 0 1 2 5 ;max. 0.486 12' 0.013 1 I 0 12; 0.341 2; -0.341 !2, 0 12: 0 '21 1 min 1 0.486 1 2! 0.013 1 2! 0 .1 2 1 0.341 2 H0.341 ' 2 1 0 1 2, 0 1 2 . . M2::; • . 1 'max 1 0.474 1 2 1 -0.022 1 2: 1 ' ' .0: 1 . 2 1.0.341'' 12 1 -0.341 1 2'1 0 , • 2 I' 0 '.' 1 2 'I RISA -3D Version 4.1 [C: \Engineer \Risa3d v. 4.1\200180 Truss1.r3d] Page 53 Company : VLMK Engineers August 3, 2000 "" • Designer : System Administrator 7:58 AM Job Number : 200180 TOC Truss Checked By: Envelope Member Stresses, (continued) Member Label Section Axial Shear y -y Shear z -z Bending y -top Bending y -bot Bending z -top Bending z -bot (Ksi) Lc (Ksi) Lc (Ksi) Lc (Ksi) Lc (Ksi) Lc (Ksi) Lc (Ksi) Lc I min 0.474 2 I -0:022 I 2 I 0 1 2 0.341 1 2 .I -0.341 12 I 0 2 I 0 • 2 2 I max! 0.474 12 I -0:022 12 I 0 12 •1 0.256 12 I -0.256 12 I 0 12 ! 0 12 I min 1 0.474- 1 1 -0.0221 2 1 0" 1 2 1 0.256 1 2 1 -0.256 1 2. I 0 1 2 1 0 1 2 3 max 1 0..474 1 2 1 -0.022 2 I 0 1 2 1 0.171 1 2 1 -0.171 1 2 j 0 2 I 0 1 2 min 1 0.474 12 I -0.022 2 I 0 1 2 0.171 1 2 1 -0.171 12 0 2 1 0 1 2 4 1 max 1 0.474 2 -0.022 2 0 2 0.085 1 2 -0.085 i 2 I 0. j 2 I 0 2_ I min 1 0.474 , 2 -0.022 .. 2 0. 12 0.085 1 2 -0.085 I 2 I 0 1 2 I 0 2 5 I max 1 0.474 I.2 I -0.022 2 0 1 2 I 0 1 2 1 0 12 I 0 2 I 0 2 _ I min I 0.474 1 2 1- 0:022 2 0 I 2 1 0 1 2 I • 0 I 2 I 0 2 1 0 2 M3 i 1 'maxi 0.2 2 0.079 ;2! 0 '21 0 21 0 2 0 12 0 12 min 0.2 2 0.079 ' 2 1 0 1 2 1 0 2 0 2! 0 ; 2 0 1 2 2 max 0.2 1 2 0.044 1 2 I 0 2 0.147 2 -0.147 2 0 2. 0 1 2; I min ; 0.2 12 0.044 ; 2 1 0 ' 2' 0.147 2: -0.147 2 I 0 2 0 2 3 :max! 0.2 12 0.01 !2! 0 I i 0.212 2 : -0.212 2 0 12, 0 12' I m i n ! 0.2 1 2 : 0.01 1 2 i 0 1 2 ! 0.212 2 1- 0.212 1 2 1 0 1 2 1 0 i 2! 4 1 max-I 0.2 i 2; -0.025 ! 2 0 1 2 0.194 ; 2 1 -0.194 i 2 I 0 1 2 i 0 ( 2 ! min 0.2 1 2 1- 0.025 1 2 1 0 1 2 1 0.194 ' 2 1 -0.194 2 1 0 12 0 12 5! maxi 0.2 1 2 -0.059 i 2 i - 0 1 2 1 0.093 ; 2 1 -0.093 ! 2 i 0 1 2 i 0 12 I mini 0.2 1 2 1 -0.059 12 ( 0 1 2 0.093 1 2 1 -0.093 ! 2 1 0 ! 2 1 0 1 2 M4 • ..1. max 1 . 0.2 1 2 0.059 2: . 0 - I.2 1 0.093. 1 2 - 0.093' 2 1 0 .2 • 0 2 I.min I 0.2 2 0.059 ': 2 0 2 1 0:093' 1 2 -0.093 2 I 0 2 0' 2 2 max .0.2 . 2 • 0.025 • 2 ' .0 . 2' 1.1: 0 :194 12 '- 0.194 2 , 0 • 2 0 • • 2 • • :min I 02 • 2. 0.025: 2. •0 2 1 0.194 1 2 0..194 2 0 2 0'• 2. 3 ' I Max . 0 :2 • : 2 - -0 :01 2 0 • I 2 0 : 2 1 2 1 : 2 1 - - 0 2 1 2 2 . 0 12 0 2 : I min: I. • 0.2. f 2 =0.01 2. • 0 • 2 [' 0.2.12. 1 2 I -0.212 2 • 0 .1- 2 0 ::2 • 4 I m a n . . .0.2. . 2 • : -0 2 : :- 0 . 2 [ 0.147 - I ( .2 : 0.147 1 2 I 0 12 I 0 :2 5 I max. 0.2. : 2 •0:079..:2::: 0 •: 2. I 0: 2. I• 0• 1 2 .0 2 0• 2 min ' 0.2:• - 2 - 0.079 2: • 0 • 12 :L 0 . 1 :2 I 0 -I 2 0 12 0 12 , I M5 1 1 1 max 1 0.474 1 2 1 0.022 I 2 I 0 1 2 I 0 2 1 0 1 2 I 0 1 2 I 0 1 2 ! ;min ! 0.474 1 2! 0.022 1 2 1 0 1 2 1 0 , 2 1 0 1 2 0 1 2 0 1 2 j 2 !max ; 0.474 1 2 ' 0.022 ; 2 1 0 1 2 1 0.085 ! 2! -0.085 1 2 1 0 2! 0 12 ! I min ; 0.474 1 2 1 0.022 1 2 I 0 1 2 1 0.085 : 2 1 - 0.08512 1 0 2 1 0 i 2! 3 max 0.474 12 0.022 2 0 2 0.171'2. - 0.171.21 0 I I 0 1 21 IminI 0.474 I 2 1 0.022 1 2 I 0 1 2 1 0.171 2 -0.171 ! 2! 0 1 2 i 0 ! 2 4 I m a x ! 0.474 1 2 1 0.022 ! 2 I 0 1 2 j 0.256 X 2 1 -0.256 1 2 1 0 1 2 0 2 I ! min 1 0.474 1 2 1 0.022 1 2 I 0 1 2 1 0.256 1 2! -0.256 1 2 I 0 I 2 I 0 2 5 max 1 0.474 I 2 0.022 1 2 I 0 ! 2 0.341 2 1 -0.341 1 2 0 1 2 I 0 1 2 1 1 min 0.474 12 0.022 1 2 I 0 1 2 '; 0.341 ' 2 I -0.341 1 2 i 0 1 2 0 ! 2 1 max :0 :486 2 0:013 . 2 • 0: • • 2 0 :341 1 2 : - 0.341..) 2 0 2' : • 0 : 2 min_ • 0.486: 2 0.013. 2 0 •12 _ I. 0 :341' 1 2 - 0.341 1 2' 0 • 12: 0 :: • 2- 2.. max . 0.486 2 1 -0.013:-. .I '2 0' 2 1 0.235 2' 1 - 0.235.1 2. 1 .0 2: I 0 • 1 2 . • . min I . 0:486: 2 1 - - 0:0.13 2 . 0 : . . 2 1 . 0:235: 2 - 0 . 2 3 5 1 1 2 0 12 I 0 1 2 3 max .0.486. ' 2 -0.013 2 0 ._ 2 '1 I 0.129 • 2' -0.129 ( 2 I •• 0' 2: I . 0 2 :min 0:486 2:: -0.013 I. 2. • : 0.. 2 0 :129 _2 - 0.129.1 2 I 0_ 21 • 0 . 2 • 4 'max 0.486 2 • - 0.0.13 .1 ' 0 •-: 2 1 0.023 2 -0.023 2: 0 • .2 I 0 _? 'min '.0.486.' ' • -0:013 ' 2 0 2 I. 0.023, 2 I -0.023 2 I. 0 121 0 • 2 • 5 I man 0 :486 , 2 I -01-013 2 0 2 1• 2! 0.083' 2 I 0 2. 0 • 2 I M7 1 I max ; -0.396 2 -0.001 1 2 1 0 l 2 0.083 2•- 0.083. 2 I 0 I 2 ; 0 I 2 1 I 1 min ! -0.396 2 i -0.001 1 2 I 0 1 2 1 0.083 : 2 1- 0.083 1 2 1 0 1 2! 0 1 2 RISA -3D Version 4.1 [C: \Engineer \Risa3d v. 4.1\200180 Trussl.r3d] Page 54 Company : VLMK Engineers August 3, 2000 Designer : System Administrator 7:58 AM Job Number : 200180 TOC Truss Checked By: Envelope Member Stresses, (continued) Member Label Section Axial Shear y -y Shear z -z Bending y -top Bending y -bot Bending z -top Bending z -bot (Ksi) Lc (Ksi) Lc (Ksi) Lc (Ksi) Lc (Ksi) Lc (Ksi) Lc (Ksi) Lc 2 max -0.396 2 -0.001 ! 2 1 0 ; 2' 0.077 2 -0.077 2 0 2: 0 2 • min -0.396 : 2 -0.001 ' 2 0 2: 0.077 2 -0.077 2 0 2 0 . 2 3 max •- 0.396 ' 2 -0.001 ! 2 0 , 2 0.07 2 -0.07 2 0 2 0 2 min ' -0.396 ' 2 -0.001 2 0 2' 0.07 2 -0.07 2 0 2 0 • 2 4 max , -0.396 1 2 -0.001 ' 2 1 0 2, 0.064 2 -0.064 2 0 2 0 2. min ' -0.396 2 -0.001 2. 0 2 0.064 2 -0.064 2 0 2 0 2 5 ;max :- 0.396 2: -0.001 : 2; 0 ; 2 0.057 2 -0.057 2 0 2: 0 2' min -0.396 2 -0.001 1 2 1 0 1 2 1 0.057 • 2 -0.057 2' 0 . 2 0 2 M8. 1 I max 1 -0.538 1 2 1 0.004 12 I 0 1 2 1 0.057 2 I -0.057 2 0 2 I.: 0. 1 2 1 min I -0.538 12 1 0.004 2 .1 0 2 1 0.057 2 1 -0.057 2 0• 2 I 0 1 2 2 max 1- 0.538• 2 0.004 . 2:1 0 2 0.096 2 - 0.096 2 .0 2. 1 0 2 - min I -0.538. 2 '0.004 2 1 0 2 0.096 2 -0.096 2 0 2 1 0 2 3 max I -0.538 2 I 0.004 12. 0 12 0.135 2 -0.135 2 0 2 I' 0 1 2 min 1 -0.538 '2 0.004. • 2 .0 1 2 :0.135 2 -0.135 2 0 2. 0 12 • 4 max •0:538' 2 0.004 2 0 2 0.174 j 2 -0.174 2 0 2: 0. 2 mina -0.538 2 0.004 2 •0 1 2 0.174 1. 2 -0.174 2 0 2. 0 2 5 max , -0.538 2. I 0.004. 1.2 0' 2 0.212 1 2 -0.212 12 0 1 2 0 2 min. - 0.538 2 1 0.004 1 2 - 0 2 0.212 1 2 -0.212 1 2 0 1 2 1 0 1 2 M9 11! max I -0.538 1 2 i -0.004 2 I 0 2 0.212 i 2 1 -0.212 2 1 0 1 2 0 1 2 1min1- 0.538121 -0.004 2I 0 2 0.212121 - 0.212121 0 2 0 12 2 ! m a x i - 0 . 5 3 8 1 2 1 - 0 . 0 0 4 ! 2 ! 0 12! 0.174 !21- 0.174!21 0 ;21 0 12 ! min i -0.538 1 2 -0.004 1 2 1 0 1 2 1 0.174 1 2 1 -0.174 ' 2 1 0 1 2 1 0 1 2 3 1 max 1 -0.538 , 2 ! -0.004 1 2 0 1 2 1 0.135 1 2 1- 0.135:2 1 0 2 1 0 ' 2! i min 1 -0.538 1 2 1 -0.004 1 2 0 1 2 1 0.135 1 2 1 -0.135 1 2 I 0 X 2 1 0 2 4 1 max 1 -0.538 1 2 1 -0.004 1 2 0 1 2 1 0.096 ! 2 -0.096 ! 2 1 0 ! 2 0 1 2 I min l -0.538 1 2 1 -0.004 1 2 0 I 2 ! 0.096 12 1- 0.096. 2 1 0 ! 2 i 0 1 2 5 I max 1 -0.538 1 2 1 -0.004 1 2 0 1 2 1 0.057 1 2 I -0.057 ' 2 1 0 i 2 I 0 12 1 min I -0.538 1 2 1 -0.004 1 2 0 1 2 1 0.057 12 I -0.057 1 2 1 0 1 2 1 0 1 2 • M10 .1! max -0.396. -2 0:001 2 '. 0 2 0.057 2 -0.057 . 2 ' . 0 '2. • - -0:- 2 - . min I -0.396 '2 0.001 2' 0 2 1 • 0.057 2 -0.057 2 0 2 : • 0 2. 2 'max 1 -0.396 1 2 0.001 2 f 0 2 10.064 ' 1 2 I -0.064 2' 0 2 0 I 2 . 1 min '-0.396 . 2 • 0.001 2' •0 ` 2 1: 0.064 2 -0.064 2 ' 0 2 0 ' 2' 3. I max -0.396 2 0.001 2 0.' 12 0.07 2 -0.07 2 • 0 1 2• 0 . 2 min 1-0.396 . 2 1 0.001 • 2 0. 2 • • 0.07 2 -0.07 2 0 1 2, 0 2 4 max 0.396 2 0.001 2 0: ', 0.077. 2. 0 2 :. -0.396 . 1 2 12. 1 -0.077 • 0 2 2' - 0.077' 1 2 -0.077 . 2 • ' 0 • • 2. 0 : 2 5.. max. -0.396 1 2 0.001 .2 . '0 2 0.083' 12 -0.083 2' I 0 2 0 2 •min 1. -0:396 .2 . 0.001 2 . 0. .2 0.083 • 12 -0.083 -2 0 . 2 . • 0 2 . M11 1 1 !max i- 0.151I2i 0 121 0 1 I 0 21 0 12! 0 2 0 !21 1min1- 0.1511 2 1 0 121 0 1 2 1 0 21 0 2, 0 2i 0 1 2 1 2 1 max l- 0.15112! 0 1 I 0 I2! 0 21 0 2 0 2 0 2 i min ) -0.151 1 2 1 0 12 1 0 1 2 1 0 ; 2 1 0 ' 2 i 0 ' 2 0 1 2 3 Imaxl- 0.15112! 0 121 0 I 2 0 •2; 0 2; 0 ;2 0 12 Imin 1- 0.151121 0 121 0 I i 0 2 0 2 0 ; 2 1 0 ; 2 4 1max1 -0.151 121 0 !21 0 121 0 2I 0 21 0 121 0 I2 1min!. -0.151 i 2 1 0. 1 2 1 0 1 2 1 0 • 2 1 0 2 1 0 1 2'; 0 1 2 5 !max! -0.151 I2 0 12! 0 I21 0 ' 2 0 2; 0 I 2 0 2 imin! -0.151 i 2 i 0 1 2 1 0 1 2 1 0 ! 2 1 0 1 2 1 0 12 I 0 2 ..M12 1 • ' maxi 0.012 2 . 1 0 2 ' : 0 2 1 . 0 1 2 0 1 2 1 0. 2 1 0. .2. min.) 0 :012 .2. 0. 2: • ' 0 ' 2. 1 0 : _ ! 2 . 0 ! 2 : 1 0.. • 2 1.-• 0 2 2 . max l 0.012 • 2 : 0 . • 2" •0 2 1 ' 0 2 - .. 0 ' 12.1 0 2 1 0,_ 2_. RISA -3D Version 4.1 [C: \Engineer \Risa3d v. 4.1\200180 Trussl.r3d1 Page 55 I - Company : VLMK Engineers August 3, 2000 •-• Designer : System Administrator 7:58 AM Job Number : 200180 TOC Truss Checked By: Envelope Member Stresses, (continued) Member Label Section Axial Shear y -y Shear z -z Bending y -top Bending y -bot Bending z -top Bending z -bot (Ksi) Lc (Ksi) Lc (Ksi) Lc (Ksi) Lc (Ksi) Lc (Ksi) Lc (Ksi) Lc min 1 0.012 1 2 1 0• 2 I 0 2 1 0 1 2 1 0 1 2 1 0 12 I 0 1 2 3 maxi 0.012 ' 2 I 0 2 0 1 2. 1 0 12 I 0 12 I 0 I 2 I 0 2 min 11012 2 0 2 1. 0 12.1 0. 1 2 I • 0 1 2 1 0 1 2 1 0 2 4 max 0:012 2 0 . 2 0 2 0• 1 2 0 1 2 1 0 12. I 0 12 min 0.012 2 0 2 0 2 0 • 1 2 0 12 I 0 1 2_ ! 0 12' 5 max 1 0.012_ 2 0 2 I 0 12 1 0 12 I 0 2 0 12 I 0 2 min 1 0.012 2 0 2 I 0 12 I 0 I 2 0 2 0 1 2 1 0 2 M13 1: max -0.151 1 2 0 i 2 0 ! 2 0 2 0 ! 2 0 ' 2 0 1 2 1 min !- 0.15112 0 i2 0 121 0 2` 0 1 21 0 •2 0 12 2 1 max : -0.151 ;2i 0 2 0 12! 0 2 0 !21 0 :2 0 12 ;min 0.151 2! 0 i 2 0 ! 2 0 2 0 1 2 1 0 • 2. 0 1 2 3 !max; - 0.15112! 0 i2; 0 !2 0 . 2 0 :2! 0 i2 0 I 2 I I minl -0.151 1 2! 0 1 2 1 0 1 2 1 0 ' 2 1 0 1 2 1 0 2 1 0 1 2 4 l max !- 0.151 1 2 0 1 2 0 ! 2 1 0 2 1 0 1 2 0 ; 2 1 0 1 2 (min 1- 0.151 1 2 1 0 1 2 1 0 1 2 1 0 i 2 0 ! 2 0 2 0 1 2 5! marl -0.151 1 2 1 0 12 1 0 12 i 0 12 I 0 12 I 0 ; 2 1 0 2 1 . !mint -0.151 1 2 1 0 l 2 1 0 1 2! 0 : 2! 0 1 2 1 0 1 2 1 0 2 - :M14 1 max -0.008 • 2' 0 •2 I - 2 0. 2. . 0 12 0 2 0 f 2. min -0.008 2 • 0. 2 I 0 2, 0 • 2 • 0 1 2 0• 2 0 12 2 max -0.008 2' 0 2 0. 2 0. 12. 0 1 2 0 • 2' 0. 2 . .min 0.008 2 •. 0 • .2 0; 2 '0 • 2 0 1 2 0 • 2 I - - 0 2 3 max - 0.008' 2 I' 0 2 : 0: 2: • 0. 2 I. 0 1 2. • • 0' 1 2 ' 2 min. -0.008 2 I 0 2 0 I 2 0 12 I 0 2. . 0 12 '• - 0 12 4 ' 'max -0.008 2 . 0 ' • .2 1 . 0'. : 2 .'I . 0- 1 2. ,. • 0 : 2 • 0 1 2: 0 . .2. min ' -0.008 2 .0 • . 2' 1 ": 0 I 2 •1 0' . 1 2 1 0 2 0 2 1 • 0 2 6 mn, 0.008 '2 • 0 •..•2 0' ; ,2 0: 1 2 ' 0 .. 2 I 0 2. • 0 • 2 1 M15 11 I max 1 0.269 1 2 I 0 12 0 2 1 0 ; 2 I 0 1 2 I 0 1 2 I 0 2 l l min l 0.269 12 I 0 12 0 2 1 0 2 I 0 1 2 1 0 1 2! 0 2 2 'maxi 0.269 1 2 I 0 1 2 I 0 1 2 0 ! 2 I 0 12 ! 0 1 2 I 0 1 2 I l minl 0.269 12 ! 0 1 2! 0 1 2 0 • 2 1 0 1 2 1 0 1 2! 0 1 2 3; max! 0.269 1 2 1 0 1 2 1 0 ; 2 1 0 . 2 1 0 1 2 0 1 2 0 l 2 ! min 1 0.269 1 2 1 0 1 2 1 0 1 2 1 0 2! 0 1 2 0 1 2 1 0 1 2 4 !max! 0.269 121 0 12 0 2 0 '21 0 12 0 1 2 0 121 !min 0.269 1 2 1 0 1 2 0 2 0 2! 0 1 2 0 1 2 1 0 12 5 l max l 0.269 2 1 0 12 I 0 1 2 j 0 1 2 1 0 ! 2 0 12 I 0 1 2 I min 1 0.269 2 1 0 1 2 1 0 1 2 1 0 1 2 1 0 1 2 0 1 2 1 0 1 2 I. '.,_'M16. : 1 :Imax: ..0 :269'. .2 0. .. I 2. 0 aj 2 . • 0 • 2 0 1 2- 0 Imin .:0.269:- 2•'.•_0: 1:2' 0' • - I'2•1 •'0 1 2:I 0. 2 0 . 12' 0 2 2 max ., 0.269 2 0 :. 2 ' ' • 0. • 2. '0 2. 0 2 0 • .1 2 0 • 2 • min 0.269: 2.. '0 2 • ' 0 : 2 • 0. 2 0: • 2 0 . 1' 2 - • 0 2 3. max I 0.269• 2 0 ••2 0 2 1 0 2 1 0 2 I 0 1 2 1 0 1 2 . min 1' 0.269 -. 2 . • 0 •.2 ' 0' ' 2 1 0. ' 2 1 0 . 2 1 0 ' 1 2 . 0 2 4 • max 0.269, . 2 • . 0 ' .2• , . 0. 0 2 I 2 0 • 2 0 2 0 ' . 2 I min - .0.269:T 12 .. 0 2. 0• . 2 1 0 - . 2 • 0 • 2 0 2 ' 0, 2 5 max '0:269- 2 0. ' 2 0. - 2 1 0a 12 1. 0 I 2: 0' I '2 I 0 2. • - min • 0.269. = 2 0' 2•. 0 . 2 I 0' 12 I 0 1 2 0 1 2. I 0' 2 1 M17 1 1 1 max ! -0.008 1 2 0 1 2 I 0 ! 21 0 2 I 0 121 0 12 1 0 1 2; I ( m i n i - 0.008 1 2 1 0 ! 2 0 21 0 121 0 1 2 1 0 12 1 0 12 2 1 max -0.008 1 2 1 0 1 2 1 0 12 0 2 I 0 12 1 0 12 0 2 Imin -0.008 1 2 i 0 1 2 1 0 1 2 0 , 2 1 0 ! 2 ! 0 12 i 0 2! RISA -3D Version 4.1 [C: \Engineer \Risa3d v. 4.1\200180 Trussl.r3d1 Page 56 Company : VLMK Engineers August 3, 2000' __- Designer : System Administrator 7:58 AM Job Number : 200180 TOC Truss Checked By: Envelope Member Stresses, (continued) Member Label Section Axial Shear y -y Shear z -z Bending y -top Bending y -bot Bending z -top Bending z -bot (Ksi) Lc (Ksi) Lc (Ksi) Lc (Ksi) Lc (Ksi) Lc (Ksi) Lc (Ksi) Lc 3 i max 1- 0.008 1 2: 0 1 2 1 0 1 2 1 0 2 1 0 ! 2 1 0 1 2! 0 1 2 I 1 min l- 0.008!2 0 12: 0 12' 0 2' 0 '2 0 121 0 :2' 4 i maxi- 0.00812' 0 12; 0 !2: 0 2! 0 '21 0 '2 0 !2• 1 min : -0.008 ! 2 0 12 0 i2• 0 ;2: 0 .2' 0 i2! 0 ;2 5 1 max ! -0.008 ! 2 0 !2! 0 12: 0 21 0 !21 0 '2' 0 !2' 1 min 1 -0.008 1 2 0 ' 2! 0 , 2: 0 2 0 ' 2' 0 ' 2 • 0 i 2 1 Member Data X -Axis Section End Releases End Offsets Inactive Member Member Label I Joint J Joint K Joint Rotate Set I -End J -End I -End J -End Code Length (degrees) xyz xyz xyz xyz (In) (In) (Ft) I M1 1 N1 N9 1 I 1 SEC2 1 I 1 I 6.657 1 M2 N9 . 'N5 ... SEC2 ,, . BenPIN 3.052.: M3 1 N5 I N8 1 I 1 SEC3 1 1 I I 8 • : M4. N8 I N6 ::.. SEC3 : :., 8 - M5 N6 a N10 1 I SEC2 1 BenPIN 1 I 3.052 M6 N10 N4 • SEC2 - I - . { 6.657 M7 N1 I N2 I I SEC2 ! I I 8 M8 . . N2, I N7 SEC2 . M9 1 N7 N3 I SEC2 I 1 ! I 8 '1A1.0. . N3 .N4 SEC2 8.,. , M11 N5 N2 90 SEC1 1 BenPIN j BenPIN ; ! 5.5 M12 N8 ' N7 : 1 90 SECT 1 BenPIN BenPIN'. Y - ,, I :: 5.5 M13 N6 I N3 I 90 I SEC1 ' BenPIN BenPIN i I 5.5 • 'M14 N9 I N2 - .. '90 SEC1 '. BenPIN _BenPIN -1' -. - 4:507 M15 I N2 I N8 90 SEC1 BenPIN 1 BenPIN I I 9.708 M16 ..• N8 _ 1 : N3 - : ,: . - 90. - SEC1 ,BenPIN 1 BenPIN { : ' I .. 1 9 :708 . :: ' M17 N3 j N10 90 SEC1 BenPIN BenPIN I I 4.507 Sections Section Database Material Area SA(yy) SA(zz) I y -y I z -z J (Torsion) T/C Label Shape Label (In) ^2 (In ^4) (In^4) (In ^4) Only SEC1 DFLARNO2_8X8 W1 I 66 1.2 1.2 308 1 419 445.605 : • : SEC2. DFLARNO28X12:. . .W2 . • 1:05 1.2. :1!.2 670 _ . 1 :1200 = 962.751 SEC3 DFLARNO2_8X12 W3 210 1.2 1 1.2 1 1340 10080 962.751 Envelope Member NDS Code Checks Member Label Code Chk Loc Shear Chk Loc Dir Fc' Ft' Fb1' Fb2' Fv' Eqn (Ft) Lc (Ft) Lc (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) I M1 0.229 I 6.657 2 I 0.02 0 . y 1 2 I 1.65 I 1.1 2.4 2.4 ! 0.65 3.9-3 M2 -0.225 1 0 I 2 0.034 0 { ''y I 2 . 1 1.65= 'I 1.1. '[' :2.4' 1 . 2.4 ' 0.65` 1 3.9 -3. M3 0.104 1 4.667 12 0.121 0 I y 12 I 1.65 ! 1.1 1 2.4 '; 2.4 0.65 3.9 -3 _ M4 0.1:04 3.333 I 2 : 0 :121 . .. 8.' .. y 2 - I . 1:65-:' ..1.`1 "_ ' ,F. • 2:4 •2:4 " ' 0.65 :. 19 -3 M5 0.225 I 3.052 12 1 0.034 ] 0 I y 1 2 1 1.65 1.1 1 2.4 I 2.4 I 0.65 13.9 -3 M6 . . 1 0.229 ,1 0. I 2- 0 :02 I 0' .. y. I 2'_ - : 1.65'. 1:1, I -.2.4 -1. , . 2:4' '.1 0.65. • 13.9 -3 M7 1 0.395 1 0 2 0.001 1 0 y 1 2 1 1.396 I 1.1 ! 2.4 2.4 1 0.65 i 3.9 -1 M8 • 0.578 8 ' 2 0.006 1 . 0 y 2 - • 1 1.396 1 :1 I 24 ' ' - . 2.4 -I 0.65 I' 3.94.. M9 0.578 0 2 0.006 0 y 2 1.396 ( 1.1 2.4 I 2.4 I 0.65 f 3.9 -1 M10 :0.395 8 - ' 2' 01001 • _ 0., y 2' ' ' 1.396 . 1.:1 -2 :4 1 _ 2.4 . .0.65 :- 3.9 -1 RISA -3D Version 4.1 [C: \Engineer \Risa3d v. 4.1\200180 Trussl.r3d] Page 57 Company : VLMK Engineers August 3, 2000 Designer : System Administrator 7:58 AM Job Number : 200180 TOC Truss Checked By: Envelope Member NDS Code Checks, (continued) Member Label Code Chk Loc Shear Chk Loc Dir Fc' Ft' Fb1' Fb2' Fv' Eqn (Ft) Lc (Ft) Lc (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) ! M11 1 0.137 ! 0 1 2 I 0 ; 0 ; z ; 2 1.547 1 1.1 2.4 2.4 . 0.65 ; 3.9 -1 .M12::i 'I 0 - 0 -_.• 0 • . 1 0.' 1 .1: 2 1 1.547 1.1.1.1 2:4 2.4 0.65 1 M13 1 0.137 0 1 2 i 0 0 : z 2 1.547 1.1 2.4 i 2.4 0.65 . 3.9 -1 • • 111008_ -) . 0 - 2 2 . . O. 1' 0 z 1 2 1 1.584':1 1.1... - 1 2.4 -: 1 2.4 ;0.65 . 3.94 M15 1 0.047 I 0 1 2 1 0 0 z i 2 I 1.24 , 1.1 2.4 2.4 ! 0.65 ! 3.9 -3 M1.6 .. . 0 .1. .: 0 :1 ,2 : 0. 1.. 0 1.2 1_. 2 -..; . 1.24 1:1' : 1 14 • . 2.4 1'. ° 0.65_: 3.9 =3. 1 M17 0.008 0 1 2 1 0 0 ! z 1 2 1 1.584 ' 1.1 2.4 i 2.4 0.65 ! 3.9 -1 Wood Material Parameters Wood Set NDS Species Therm Weight Label Database Fb Ft Fv Fc E Poisson's Coef. Density (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) Cm Cr E_mod Ratio (10 ^5 F) (003) F W1 DFLARNO2_8X8 I 2.4 1 1.1 .65 I 1.65 I 1600 1 I l i .3 .3 .035 I W2 DFLARNO2_8X12 2.4 .1 1.1 1: •..65 • 1.65 -1600 1 1 '• 1 .3 1 .3 ..035 1 W3 I DFLARNO2_8X12 I 2.4 I 1.1 I .65 1 1.65 1600 1 11 i .3 1 .3 I .035 I RISA -3D Version 4.1 [C: \Engineer \Risa3d v. 4.1\200180 Trussl.r3d] Page 58 I I . — C Job _ VLMK Consulting Engineers PM. 3933 SW KELLY AVENUE / PORTLAND, OREGON 97201-4393 Client -.) v...w. 1 I (503) 222-4453 / FAX (503) 248-9263 / email: vlmk@vlmk.com Job No...- --- -'' By Clete --- --'-' Sheet No. 1 ::■ -•" I ' 'l NI E-- C7 1 ' NI - D 4 ' . IS . 1 C-7 N - . . . '- ' . _ . . . - . . . _ . . . . . . ...! . . • U S a I.- f)/P.. -- r - s.. - - -- Dcf)u T3 Le --- E AN,cz C_S) • NA E rEe rt. • i . C_ 11,, r4-.5..-----tici-e_,. :. .-`' ---, t,---.)-e----P "--L.:"..-ra-E . . , 1 1 . .. . , v - 1 . . - M A, ■ RI. 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Wall Section Width Depth Segments (ft) Weight % of (ft) (ft) N E S W (kips) Total I F 20 112 112 20 56 20 96.6 24.7% G 48 20 0 48 0 48 42.2 10.8% ' H 48 36 0 48 0 48 66.8 17.1% I 38 126 70 38 126 38 185.9 47.5% 391.6 • _- ° - - -_ VLMK Consulting Engineers �_� Yk 3933 SW KELLY AVENUE, PORTLAND, OREGON 97201 -4393 _ ______ (503) 222 -4453 / FAX (503) 248-9263 VERTICAL DISTRIBUTION OF LATERAL FORCES Seismic Coef. = 0.107 ASD TOTAL BASE SHEAR Outer Wings Diaphragm Level Height Weight w x h ratio Fx V Shear (Fpx) h (ft) w (kips) (kips) (kips) (kips) Roof 24 269.0 6456 0.579 40.9 40.9 40.9 2nd 12 391.6 4699 0.421 29.8 70.7 41.9 660.6 11155 1 4 V = 70.7 (kips) Roof Load Distribution North /South 325 (plf) East/West 341 (plf) 2nd Level Load Distribution North /South Load to Section Diaphragm Shear Section Width % of Total Per Width Total Per Width (ft) Total (kips) (pIfl (kips) (plf) A 14 6.4% 1.9 135 2.7 191 B 20 22.1% 6.6 329 9.3 463 C 56 12.6% 3.7 67 5.3 94 D 56 20.8% 6.2 111 8.7 156 E 36 38.1% 11.3 315 16.0 444 29.8 41.9 East/West Load to Section Diaphragm Shear Section Width % of Total Per Width Total Per Width (ft) Total (kips) (pIfl (kips) (pIf) F 20 24.7% 7.3 367 10.3 517 G 48 10.8% 3.2 67 4.5 94 H 48 17.1% 5.1 106 7.2 149 I 38 47.5% 14.1 372 19.9 523 29.8 41.9 VertDist.xls L -0 04.... ......... 0. doio 0 z ies.z.........._ r7. 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(503) 222 4453 / FAX (503) 248 -9263 Page Number: L- I D ANALYSIS OF A SHEAR WALL WITH TWO OPENINGS i Internal Diaphragm Shear Zones and Chord Forces 0 © O © 0 0 v = 45 plf 4.00 6.00 2.67 12.67 3.25 O Inflection x2= 7.53 3.50 -19 79 -19 79 -19 x5= 6.55 0 — . -._._. a . -- - Y- 2.63 Q y ' ' 130 ..._. i ' 4.50 130 -< 130 -K i 2.50 -19 7 9 -19 : 79 -19 Internal 473 472.5 Net ♦ -1775 -1775 . Vertical Chord Forces Horizontal Chord Forces 1 2 4 5 7 8 2 3 4 5 6 7 8 B 64.82 -340 340.4 -340 340.4 -64.8 A 1361 767.8 888.1 937.6 421.5 -60.2 0 C -276 0 0 0 0 275.6 B 7 - -593 0 - 2 - 0 0 D -519 243.2 -243 243.2 -243 518.8 ll 59 0 120.3 516 • 0 E -473 0 0 0 0 472.5 E -74.1 518.8 398. 349 865 1347 1287 External Overturning Analysis - S' +`A^.) Roof Dead Load = 10 psf Tributary Roof = 8 feet ( L.,STK. I 8 Floor Dead Load = 25 psf Tributary Floor = 0 feet Wall Dead Load = 10 psf (W)ind or (S)eismic? S Tension /Compression From Wall Above = 0 Mot = 13509 Mres = 64267 Uplift = -1775 Total Uplift = -1775 == 7 === 7-----7 . VLMK Consulting Engineers Job Name: 1 7: 7 '; 7 _ =' 3933 SW KELLY AVENUE, PORTLAND, OREGON 97201.4393 Job Number: Page Number: L ! \ (503) 222 -4453 / FAX (503) 248 -9263 9 ANALYSIS OF A SHEAR WALL WITH AN OPENING Z Internal Diaphragm Shear Zones and Chord Forces • Inflection x= 6.956 0 ©x T Q 0 © y= 2.625 v = 41 pif 3.25 12.67 2.67 Vertical Chord Forces O 1 . 1 2 4 5 i B 86.84 -338 338 -86.8 3.50 i - 25 72 - 25 C -251 0 0 251.1 0 t' .._._.._.....__.._� _......._.__._ .. . - ._. ..__ D -493 241.4 -241 492.5 Q Y I E -431 0 0 430.5 4.50 129 j 129 -s, i t ■ Horizontal Chord Forces 2 3 4 5 2.50 25 72 - 25 A 842.8 343.8 -66.2 0 © =. B -499 0 10 0 • D 499.1 0. -410 ) 0 Internal 431 431 E -80.6 418.4 828:4 Net -557 -557 External Overturning Analysis (SS_ 1 Wnp N Roof Dead Load = 10 psf Tributary Roof = 2 feet Imo-` - It3, Floor Dead Load = 25 psf Tributary Floor = 0 feet Wall Dead Load = 10 psf (W)ind or (S)eismic? S Tension /Compression From Wall Above = 0 Mot = 8002.995 Mres = 18359 Uplift = -557 Total Uplift = -557 • -- ` :j V4& Consulting Engineers Job Name: TOC ; 3933 SW KELLY AVENUE, PORTLAND, OREGON 97201 -4393 Job Number: - __:_ (503) 222 4453 / FAX (503) 248 -9263 Page Number: L.. ANALYSIS OF A SHEAR WALL WITH TWO OPENINGS Internal Diaphragm Shear Zones and Chord Forces 0 © O © 0 0 v. 47 plf 2.67 9.67 2.67 6.00 3.67 Inflection O A 1 x2= 4.64 3.50 -14 82 i -14 82 -14 x5= -0.4 I Y 0 4.50 129 '-„,,,- 29 / . \ 129 r <, 129 2.50 -14 82 i -14 82 ` -14 p v --_ _ - - - - - - -- - L Internal 494 493.5 Ilr Net -818 -818 Vertical Chord Forces Horizontal Chord Forces 1 2 4 5 7 8 2 3 4 5 6 7 8 B 50.07 -338 337.9 -338 337.9 -50.1 A 1198 816.2 402.8 472.5 -52.5 9E -14 C -288 0 0 0 0 287.9 B 41211 0 3.4 31.48 -0 C D -529 241.4 -241 241.4 -241 529.3 D 0 -413 - - 1 E -13 0 E -494 0 0 0 0 493.5 E -38.2 343.7 757.2) 719 687.5 1212 1160 USF Slti.,.rso i External Overturning Analysis l c Roof Dead Load = 10 psf Tributary Roof = 2 feet LS''k -) °v Floor Dead Load = 25 psf Tributary Floor = 0 feet Wall Dead Load = 10 psf (W)ind or (S)eismic? S Tension /Compression From Wall Above = 0 r Mot = 12180 Mres = 32359 Uplift = -818 Total Uplift = -818 • =_ = -= VLMK Consulting Engineers Job Name: TOC 3933 SW KELLY AVENUE, PORTLAND, OREGON 97201 4393 Job Number: __ ___:_.._.._____. _ , (503) 222 -4453 / FAX (503) 248 -9263 Page Number: . -13 ANALYSIS OF A SHEAR WALL WITH TWO OPENINGS I ' 1 Internal Diaphragm Shear Zones and Chord Forces 0 0 x 0 © 0 0 v = 71 plf 4.00 6.00 2.67 - 12.67 3.25 0 1 ►- - ., .. Inflection x2= 7.53 4.00 , -22 120 -22 ' 120 -22 x5= 6.55 O — = == - — y.-- 2.77 y ,: . - 0 4.50 1 205 ,><„ 205 �X 205 0 2.50 ; -22 120 : I -22 H 120 -22 A Internal 781 781 Net V -2574 -2574 Vertical Chord Forces Horizontal Chord Forces 1 2 4 5 7 8 2 3 4 5 6 7 8 B 86.04 -567 566.7 -567 566.7 -86 A 2116 1211 1395 1452 665 -69.9 0 C -481 0 0 0 0 480.6 B - 05 0 - 84 0 734.9 0 D -835 354.2 -354 354.2 -354 834.8 904.5 0 183.6 787 735 0 E -781 0 0 0 0 781 E -86 818.5 634.9 577.4 1365 2100 2030 External Overturning Analysis ()S .Syv"/ Roof Dead Load = 10 psf Tributary Roof = 2 feet Floor Dead Load = 25 psf Tributary Floor = 0 feet z, 24 Wall Dead Load = 10 psf (W)ind or (S)eismic? S Tension /Compression From Wall Above = -1775 Mot = 22329 Mres = 45161 Uplift = -799 Total Uplift = -2574 VLMK Consulting Engineers Job Name: ;. y 7.F.: , = .. 3933 SW KELLY AVENUE, PORTLAND, OREGON 972014393 a Job Number: .;;.. : Li t'j (503) 2224453 / FAX (503) 248-9263 Page Number I,... ANALYSIS OF A SHEAR WALL WITH AN OPENING 151 Internal Diaphragm Shear Zones and Chord Forces Inflection x= 6.956 0 e xT 0 0 y= 2.625 v = 66 plf 3.25 12.67 2.67 Vertical Chord Forces 1 2 4 5 0" 1 , . -, B 139.8 -544 544 -140 3.50 - 40 , ; 116 : - 40 C - 404 0 0 404.3 0 / 0 -793 388.6 -389 792.9 am y .,. i N __, : ,- s7------- ii- E -693 0 0 693 4.50 207 207 W .. -'' 1 ) I i Horizontal Chord Forces 0 „, „, , , „, i , 2 3 4 5 2.50 - 40 ; 1 116 I - - 40 : A 13 553.4 : 107 0 --- 0 B -803 i 07 660 0 6 803. ( -660 0 Internal 693 693 AIL E -130 673.6 1334 1227 Net V -852 -852 OSE:. Sl■AM:::k1 External Overturning Analysis ' /...- - C - 4 7 Roof Dead Load = 10 psf Tributary Roof = 2 feet Floor Dead Load = 25 psf Tributary Floor = 0 feet Wall Dead Load = 10 psf (W)ind or (S)eismic? S Tension/Compression From Wall Above = -557 Mot = 12882.87 Mres = 18359 Uplift = -295 Total Uplift = -852 • • VLMK Consulting Engineers Job Name: TOC :E7 '.T.T.:-I . - ,:t . 'r :-•"= :-; ;;:;;- 3933 SW KELLY AVENUE, PORTLAND, OREGON 972014393 Job Number: : (503) 222-4453 / FAX (503) 248-9263 Page Number: /....-- ) S ANALYSIS OF A SHEAR WALL WITH TWO OPENINGS L e7 Internal Diaphragm Shear Zones and Chord Forces 0 exT c' exT 0 0 v= 75 plf 2.67 9.67 2.67 6.00 3.67 Inflection O (—÷ :, x2= 4.64 4.00 : -15 127 : -15 • 127 -15 x5= -0.4 0 , ,,,,,, , r y= 2.77 . '.. O y 4.5o ' 205 K 205 >c' 205 / N ' '' „ , „ „ 0 , 2.50 1 -15 ! i H. Internal 825 825 Net -1357 -1357 Vertical Chord Forces Horizontal Chord Forces 1 2 4 5 7 8 2 3 4 5 6 7 8 B 61.21 -569 568.9 -569 568.9 -61.2 A _2_13 664.5,7,05_4_,7 -56_22E-13 C -508 0 0 0 0 507.7 B - 89 ,-•" 48.58 .„ 0 ( - --. 11T.1 '\? D -863 355.6 -356 355.6 -356 863.3 589.4 -638 -48..6--" -a -810 A E -825 0 0 0 0 825 -40.9 548. 1146 1097 External Overturning Analysis /) : k vo■oiStit.1 Roof Dead Load = 10 psf Tributary Roof = 2 feet Floor Dead Load = 25 psf Tributary Floor = 0 feet feet , 2-i Wall Dead Load = 10 psf (W)ind or (S)eismic? S Tension/Compression From Wall Above = -818 Mot = 20361 Mres = 33653 Uplift = -539 Total Uplift = -1357 Job — VLIVIK Consulting Engineers A Client ANKQDW' rAo v::i 3933 SW KELLY AVENUE / PORTLAND, OREGON 97201 -4393 _ - (503) 222 -4453 / FAX (503) 248 -9263 / email: vlmk @vlmk.com Job No. QQ Z 0 / O Sy ' ° T' +3 Date - `"•-6• �� Sheet No. L -14° .1 lsoa,1■37 ? i -- - - . _ _-__ ._ -. -. - ._ ______ ___- ._1_ -- _.._ -_.__. _ —. • ._ _. .... ., _ . . -1 2275 - -._ - - '- i- . /er.._4 -+.� -1 *44?7 � _ !1{ ` +- IZ - r- .. -3_r /c -+ 7 7 -- -- 1.- 5 3' ...... _ ... - -. .. _.._ _ . - -.... J` Z7 Z - i • - - . - 4 .cis'__ - - -- - -,Eau 'r - W L �n1 • - - I + 3 ` �./o. — _Zs. — _ _ • - fi : - - 9 L . .I — Eck' : / zo . C i_._.4a.m.. �. - -- - T — — I - } - -T - -- - - -- -- - - - 1-_ _ _._.. __I , , , f Q , ; srS -_:__ LDyA� -- 9g, . ,•.•__________ I _ - ---- ---- - - - -•- -- -- - ' - - • a e ' ' -. . 'I -'-- � - i i I . _ 62.444.0. .. __ _ -T I . _ ,..,. , i . ! , . . . : ____;____ _____ .. ., _. _; ! . . , , . . : , : , , , , , . . . , , , , , , i , , . , : , , , , . ; _ m _ i _ . ___ , , , . • . , - -i- , -- ; j - , - a - -' -- -- I_L_ - i. I , I Job �0 VLMK Consulting Engineers Client A N!«"".- PA01.Sa+.4 3933 SW KELLY AVENUE / PORTLAND, OREGON 97201 -4393 (503) 222 -4453 / FAX (503) 248 -9263 / email: vlmk @vlmk.com Job No. Ore '&0 By - 72 r,.t- / Date 404 404 i • .� Sheet No. L- -- ► ? V - - - _ - — -- Lazo_ -- — - - .. ___ • , Zloo - j I - - - - - - = ` ?C - ° — - - - -; -- - - - ,ADO j ` = c/ E - �►')'Im 0 - - --- - - -- - I ! I P r, — 1 ! 0 i 1 f L_ /Io701 k-_ y �- _ ' •_, , __ , : ' � USE dl�S�t 0 - -- - • - -- -- --- -- -: - -- T - — -- rJSE —IIYL� • �- r . [ :.' __: • — — Job , - VLM Consulting Engineers Client 3933 SW KELLY AVENUE / PORTLAND, OREGON 97201 -4393 (503) 222 -4453 / FAX (503) 248 -9263 / email: vlmk @vlmk.com Job No. ��/2 _ By T N T Date Ate, ','0 Sheet No. L- -_.., - -_.. .. ... _. ., .., -.. 2aa10a • . . • I i ► 1 L - = . , I • • I 1 f • • . ' l • . c • I. • • . r-; L -__ - -- — — — — — — — I .. - __ : x -_ —_ } I 1 - -- - ;- • - -- — - -- I �_ - - -- I - - - - - _ -- _I - -- -- • I .. . ________T—!--.2...--L , — - I — t.— :---- .- H,. -4—: 4 - -....----- . - - - I i.— __ .__. ._ - ____ _— .._-- . —__ -- i I - u - -: -'- f ' —I I --- - - -.- VLMK Consulting Engineers Job Name: TOC . - &L =- 3933 SW KELLY AVENUE, PORTLAND, OREGON 972014393 Tk Job Number: ___-_—....-_,L,,,,.., (503) 222 4453 / FAX (503) 248 Page Number L.,- ANALYSIS OF A SHEAR WALL WITH TWO OPENINGS Internal Diaphragm Diaphragm Shear Zones and Chord Forces 0 e xT C. 0 xT 0 0 v = 135 plf 6.00 12.67 6.00 12.67 6.00 Inflection •• • 4 : - • ,-,' x2= 8.45 3.50 -8 H 236 1 1 -8 H 236 -8 x5= 4.22 . i , ...----.-- ,._,..___ ....._ y= 2.63 0 - , , , , 'S : i ,,-- , , o Y 4.50 325 ,,c, / , 1 325 `,.. ,-/ , 1 ,-`.., i 325 i I _ 2.50 -8 ! 236 1 i -8 I 236 ' i -8 0 _ _ _ _____ , ____ I L' A Internal 1418 . 1417.5 Net -1990 -1990 Vertical Chord Forces Horizontal Chord Forces 1 2 4 5 7 8 2 3 4 5 6 7 8 B 26.38 -853 853.3 -853 853.3 -26.4 A 5896 3901 2903 2948 1950 -45.2 1E-12 C -827 0 0 0 0 826.9 B -1996 0 . ,..-467.11 -99 0 1996 I D -1436 609.5 -609 609.5 -609 1436 D 1996 0 . -0 -1996 1 E -1418 0 0 0 0 1418 E -45.2 1950 2948 2903 3901 ;•6 5851 External Overturning Analysis Roof Dead Load = 10 psf Tributary Roof = 8 feet 1.._7 Floor Dead Load = 25 psf Tributary Floor = 0 feet Wall Dead Load = 10 psf (W)ind or (S)eismic? S Tension/Compression From Wall Above = 0 r,s1 f WI 4 ,7 1 q 3 Mot= 61434 Mres = 147686 Uplift = -1990 Total Uplift = -1990 Job --- FD( ' ■ VLMK Consulting Engineers . . Dent Al... M I) / L1 ki 3933 SW KELLY AVENUE / PORTLAND, OREGON 97201-4393 .---- , . . . (503) 222-4453 / FAX (503) 248-9263 / email: vlmk@vlmk.com Job No laY Date A/ 1 )0 e Sheet No. L.-2Z ell° _ „........,.....,,,.."....... 1 • j . , , .._. ... .._ ...._ . . . .. . . . _ __. . - • _ - • ..._„ . . • . . _ .. - 1 .._ 1 . . .._ ••• ._,.. - . " .. . __ .. . . .. . . • ! - .. . . ...-:'• ...:. - : _ 1 V ..... --- i.. ( 4 1 i . -4 _, 'etkl - k.. - -• 7- -. 1.12ixir• 1 /-airi■P? i4-77,0 /.4) . , __. __ -s . . 1 .._ . ...._. • : • _ . 1 1 _,1,... , 1 • 1. t 7 ] --I- • .1 Z.,1^Xr_I.L) • . t t . - . II. . #- • ___ • vi 321/7 -fr. 1 _ -Z94,s_ T ___ . . 4 • II ___ _ _ . -_.. il - I --- i 4_ ■ 1 1 -71:265tH T4)(1 1 \4E-1.- - 2 e - i.G , .. - C- _ --, Fier-. 4- 4-E- el- • _ - - - - - - . 1 I . 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TOTAL MARK HT 1 WDTH LOAD -OR- ROOF FLOOR Mot Mres UPLIFT UPLIFT HOLDOWN (ft) (ft) _ (plf) (S)EIS (ft) (ft) (lb -ft) (Ib -ft) (Ibs) (Ibs) 4 - - - Roof Line 3 11 10 367 S 4 - 0 40370 6375 3400 3400 'MST60' 11 16 367 S 4 0 64592 16320 3017 3017 'MST48' 0 /sv.1 Line 4 11 13 630 S 5 0 90090 11492 6046 6046 'GU3T6bf Line 5 11 12 233 S 10 0 30756 12852 1492 1492 'MST37' 11 26 233 S 14 0 66638 71825 -200 -200 OK Line 6 11 21 309 S 19 0 71379 56228 722 722 'MST37' SEs= Io /SY.l Line C 11 14 743 S 2 0 114422 10829 7400 7400 'C616T910- Line D 11 20 455 S 2 0 100100 22100 3900 3900 'MST60' Line E 11 7 425 S 8 0 32725 3957 4110 4110 'MST60' 11 19 425 S 8 0 88825 29151 3141 3141 'MST60' Line F 11 6 325 S 8 0 21450 2907 3091 3091 'MST48' MAIN Line 3 11 10 498 S 4 4 54780 10625 4416 7815 'HD10A' 11 16 498 S 4 4 87648 27200 3778 6795 'HD10A' Line 4 11 13 825 S 5 8 117975 25857 7086 13132 tE ,i L-Z 3 WALL (W)IND TRIB. TRIB. TOTAL MARK HT WDTH LOAD -OR- ROOF FLOOR Mot Mres UPLIFT UPLIFT HOLDOWN (ft) (ft) (plf) ( S)EIS (ft) (ft) (lb-ft) (lb-ft) (Ibs) (Ibs) Line 5 11 12 376 S 10 5 49632 20502 2428 3920 'PHD5' 11 26 376 S 14 10 107536 143650 -1389 -1589 OK Line 6 11 21 645 S 19 19 148995 145254 178 900 'PHD2' fES• 1 't /S2 E Line C 11 14 1003 S 2 2 154462 14994 9962 17362 'GUSTO ' DL-T. r co.N Line D 11 20 610 S 2 2 134200 30600 5180 9080 'G'tt3TOV Line E 11 19 370 S 8 2 77330 36822 2132 6242 'PHD8' 11 31 370 S 8 2 126170 98022 908 4049 'PHD5' • • • CAP. MARK SHEATHING AND NAILING PLATE ANCHORAGE NOTES 310 ® 1/2' COX PLYWOOD, ONE SIDE, ALL EDGES UPPER WALL: 16d AT 4" O.C. STAGGERED BLOCKED WITH 10d NAILS AT 6" O.C. ALL PANEL -OR- 5/8" LAGS AT 28° O.C. EDGES AND 10d AT 12" O.C. FIELD FOUNDATION: 3/4" DIA. A.B. AT 48° O.C. 460 • 1/2° CDX PLYWOOD, ONE SIDE, ALL EDGES UPPER WALL: 16d AT 3° O.C. STAGGERED BLOCKED WITH 10d NAILS AT 4" O.C. ALL PANEL -OR- 5/8" LAGS AT 18" O.C. EDGES AND 10d AT 12° O.C. FIELD FOUNDATION: 3/4" DIA. A.B. AT 48° O.C. 600 1/2" CDX PLYWOOD, ONE SIDE, ALL EDGES UPPER WALL: 3/4" LAGS AT 12" O.C. USE 3" FRAMING MEMBERS AT ALL PANEL JOINTS O BLOCKED WITH 10d NAILS AT 3" O.C. ALL PANEL EDGES AND 10d AT 12° O.C. FIELD FOUNDATION: 3/4" DIA. A.B. AT 32" O.C. 920 1/2° CDX PLYWOOD, BOTH SIDES, ALL EDGES UPPER WALL: 3/4° LAGS AT 16" O.C. OFFSET PANEL JOINTS TO FALL ON DIFFERENT BLOCKED WITH 10d NAILS AT 4" O.C. ALL PANEL FRAMING MEMBERS OR USE 3" MEMBERS AT PANEL EDGES AND 10d AT 12" O.C. FIELD FOUNDATION: 3/4" DIA. A.B. AT 24° O.C. JOINTS 1200 O 1/2° CDX PLYWOOD, BOTH SIDES, ALL EDGES OFFSET PANEL JOINTS TO FALL ON DIFFERENT BLOCKED WITH 10d NAILS AT 3" O.C. ALL PANEL FOUNDATION: 3/4" DIA. A.B. AT 18" O.C. FRAMING MEMBERS AND USE 3° MEMBERS EDGES AND 10d AT 12° O.C. FIELD SHEAR WALL SCHEDULE NOTES: Sheathing: 1. All sheathing to be APA Rated CDX Plywood or OSB with a minimum 15/32" thickness. 2. All sheathing edges are to be blocked. 3. Sheathing may be installed horizontal or vertical. No piece smaller than.24" x 24 "or 12" x 48 ". 4. Sheathing is to be applied directly to face of studs. Do not apply over Gyp. board. 5. Where sheathing is to be applied on both sides of the wall, panel joints shall be offset to fall on different framing members. 3x framing members are to be used at adjoining panel edges as noted in schedule. Nails: 6. Edge nail all sheathing as indicated in schedule. Nail sheathing to intermediate members at 12 "o.c. unless otherwise noted. 7. Shear nails to be 10d common (0.148 ") or 10d Galvanized Box (0.128 ") nails.' Minimum penetration into framing members to be 1 5/8 ". Alternate nails are not to be used without prior written permission from Engineer. Staples are not an acceptable substitute without prior written - approval from Engineer. 8. 16d nails used for plate anchorage are to be 16d Common (0.162 ") or 16d Box (0.135 ") x 3 1/2" length. • 9. If nails cause splitting of the plate, either pre -drill for nail holes or use lag screws. Lag Screws: 9. 3/4" Lag Screws are to have a minimum embedment of 3" into the main member(s). 10. Lead Holes are required for all lag bolts. Use soap or other lubricant as required. Anchor Bolts: 11. Anchor bolts to be standard J -bolts with 7" minimum embedment into concrete stem wall or foundation. r 12. Holdown bolts and anchors are to be as specified by holdown manufacturer or as noted elsewhere in drawings. i Page 12 of 43 E A _ 0� e. 7V ► � Z GO NER•272 ALLOWABLE SHEAR 1 FOR WIND OR SEISMIC LOADING (POUNDS PER FOOT) FOR WOOD STR C T URALL P HORIZONTAL Ot C DIAPHRAGMS WITH FRAMING OF DOUGLAS -FIR, LARCH, OR SOUTHERN PINE 2 FOR 15/32" THICK RATED SHEATHING 3.11 L _Z 5 BLOCKED DIAPHRAGMS I UNBLOCKED DIAPHRAGMS Fastener spacing (In.) at diaphragm boundaries (all cases), at • continuous panel edges parallel to load (Cases 3, 4), and at all panel edges (Cases 5 & 6) r Fasteners spaced 6' max: at supported edges 7 4 MINIMUM 6 I I 2.112 4 I 2 a NOMINAL NAIL 4 NOMINAL DIAMETER 6 NAIL MINIMUM WIDTH OF Nail spacing at other panel edges (ln inches) LENGTH6 FRAMING MEMBER (Cases 1, 2, 3 & 4) 1 Case I (No unblocked OR STAPLE 5 GAGE (in inches) (in inches) 8 6 4 3 edges or continuous All other configurations 0,148 smooth v 2-1/8 or 2 290 joints parallel to load) (Cases 2. 3, 4, 5 & 6) 3 3 385 575 655 255 190 325 430 650 735 290 I 215 4. !I; , cmooLh 2 or 2 ■ 265 355 535 I 505 235 ! 80 or deformed I 2-1/2 3 i 300 400 600 680 265 200 • 0.120 smooth 3 2 230 305 455 515 200 150 340 510 580 225 170 0.113 smooth 2 -3/8 or 2 275 410 205 465 180 135 or deformed 2 3 230 305 460 520 • 205 (55 0.099 smooth 2 -I/4 2 165 2(5 325 370 (45 or deformed 3 185 110 245 365 415 160 120 • 0.092 smooth 2 -1/4 2 145 190 290 ' 325 130 95 3 160 215 325 365 145 110 3 • 14 gage 2 2-( Q or 3 260 305 460 520 205 1 155 ' 2 340 515 585 230 170 , 2 -1/2 15 gage 211 2 (95 260 390 445 175 (30 220 290 440, 500 195 - 145 1 -3/4 2 16 gage 1 -3/4 or 2 (60 210 315 360 140 (05 1-1/2 3 180 235 355 405 160 120 See page 13 for footnote explanations and load diagrams. • TABLE 12 ALLOWABLE SHEAR 1 FOR WIND OR SEISMIC LOADING (POUNDS PER FOOT) FOR WOOD STRUCTURAL PANEL HORIZONTAL DIAPHRAGMS WITH FRAMING OF DOUGLAS -FIR, LARCH OR SOUTHERN PINE 2 FOR 19/32" THICK RATED SHEATHING 3 ,10,11 BLOCKED DIAPHRAGMS UNBLOCKED DIAPHRAGMS Fastener spacing (In.) at diaphragm boundaries (all cases), at continuous panel edges parallel to load (Cases 3. 4), and at all panel edges (Cases 5 & 8) r Fasteners spaced 6' max. at supported edges r MINIMUM 6 I 4 2.1/2 I 2 NOMINAL NAIL 4 NOMINAL Nail spacing at other panel edges DIAMETER 6 NAIL MINIMUM WIDTH OF In inehea LENGTH6 (Cases 1, 2 3 & d) Casa I ( 1 FRAMING MEMBER (No unblocked OR STAPLE 5 GAGE (In Inches) (In inches) 8 g 4 - 3 edges or continuous All other configurations joints parallel to load) (Cases 2. 3, 4, 5 & 6) 0.148 smooth 9 2-1/4 3 or 2 320 425 640 730 285 215 360 480 720 820 320 240 0.131 smooth 2.1/2 2 270 360 540 610 240 180 or deformed 3 305 405 605 685 270 200 0.120 smooth 3 2 2 3G0 310 465 525 205 155 350 520 590 235 175 0.113 smooth 2 -3/8 or 2 210 280 420 475 185 or deformed 2 3 235 315 470 535 210 155 0.099 smooth 2 (/4 2 170 225 340 385 150 or deformed 3 190 255 380 435 170 125 0.092 smooth 2 -1/4 2 170 205 305 345 135 100 230 340 390 155 115 • 3 ... . 2 -1/2 2 340 510 575 225 170 gage 14 2 -1/4 or 3 285 380 570 650 255 190 2 2-1/2 2-1/4 ' (45 IS gage 2 or 2 245 290 435 495 195 1 -3/4 325 490 555 215 165 2 - 16 gage 1-3/4 or 2 175 235 350 400 155 115 ( -(/2 3 200 265 395 450 175 130 Sec page 13 for footnote explanations and load diagrams. Page 13 of 43 ~ NER-272 Footnote Explanations for Horizontal Diaphragm Tables 5 - 12 — Z& / Tabulated values arc for short-term loading due to wind or earthquake and shall o,rcuu cuo'zxnorvntm,nvmm/loam/n«bas, " on a duration of load factor of 1 z�� 3 and a diaphragm factor of 1.3. For diaphra dcflection analysis, " vn arc uscd. 2 Too�m equal to or grcatcr than 0.42 h �om/u�umxnoa�nns �m/�dioomon�:��Lu�xm Southern r�c.m|*e»�m/mo for diaphragms framed with wood having a specific gravity but less than 0.50 ma be calculated by multiplying the values above by 0.82. For woods with oxn ific gravity less tha 0.42, multiply ^ c'o.c'c Exterior Sheathing and other panel grades covered in PS I or PS 2. ° Nails with "T', brad, finish or casing heads arc not permitted. A deformed shank nail shall have either a helical (scrcw shank or an annular (ring) shank " Staples shall have a minimum 7/16-inch crown width. 6 Changes to fastener tyn*.s/zpor s p =n u m " oo,cnnsmvox/r u/anxragm , rrre«"/rcum°.m , omun,un'/.cnrcss"rc,vm/oo°mu,v,°o,rcv"ocri n,,mvo oco.o/ cvuc,"ov�vv.,00nnr are s��vuu/cx�,ummo�ua/nTumozom3z model Values are based on»4"uc. spacing vr support framing m:mbvm. Fasteners shall m "m"x/" when supports uc nv�v ao-u".) � � ` Framing u oomm.i and uctenms^ouon^ staggered where a:./^ arc *xez. ' Framing at adjaccnt panel cdgcs shall bc 3-inch nominal or wider, and fastcncrs shall bc staggered where nails with shank diameters vruw8"mgrcatcr and penetrations of /» Plywood nvtqc:cum«/'xx^iomicm`,ouvmmincomm`uttachm.nm"iucu,ocxaten,rpen*m,mouo|castn°m.00mv,moouteno,,,onxmxmc,,c // /n addition torequirements presented ubm."fo,uo'm,mcvrhvnzonm/monxogma.xoo'm`rrevu/mmontsvr,h,^nv/icab/,mvo,/couon,rtxinmo*xvrizvntaima- phragm design and construction shall be met. Load Diagrams for Horizontal Diaphragm Tables 5- 12 Load CaSs1 Framing CASE 2 USED CASE 3 j 4 4 Load CASE 4 m ' g __ . M�w� NNIMMEN*nw�� ^- — �� � 0 -� r I - ��� � / / / | / '� �N��� ' � � �NN � | | | | / � ����������� - � owWNmwNmv"wmm, ^ I Continuous panel joints Load CASE 5 Framing Load CASE6 Framing c������� 111 1/11117.1 Blocking 000�mw,�nm�ms yr Blocking NOTE: Framing orientation in either direetion for diaphragms is permitted, provided sheathing is properly designed for vertical loading. • • • • • I —' VLMK Consulting Engineers Job 4 A. 4 - r , 3933 SW KELLY AVENUE / PORTLAND, OREGON 97201 -4393 Client I (503) 222 -4453 / FAX (503) 248 -9263 / email: vlmk @vlmk.com Job No ��� �� By e. Date -. ,4 '.'J Sheet No. l' .Mn 16,11 - U yvl - R j � --,\ * i 5 I -f N ' Foo - � n5, q — 1.. 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