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Specifications
®bi 1V3riee / a / : ,b 5e;iZ1bl b /e LAM moat e'L/ e7 9:0 Da//4,14-7v TIGARD H.S.- BATTING CAGE ‘ I LJi Ti N . � � �- r . ; � ! - � ' _ - - . L . _ J I _ - ' 4 . 0 0 P � �GPR O �I • o,�ls1 SW DURHAM RD so TIGARD, OREGON BATTING CAGE REVISED ROOF FRAM ' • 1 -R3 SKETCHES 1 /SK -4 /SK (8 PAGES TOTAL INCLUDING COVER SHEET) O f t1 RE_Vi OF TO) S N I°114e tt s F e City of Tigard `'� 2 z � =�� • ye • Plans I S 0. ��'* B dFlift _ Date tL � up � � _ l� I � May 9, 2007 CIDA PROJECT NUMBER: PL:L1 r:L A 4445 SW BARBUR BOULEVARD, SUITE 200 PORTLAND, OREGON 97201 (503) 226 -1285 3 fax (503) 226-1670 E -MA1L• info @cidainc.com • OFFICE COPY CON ': 1DU TPI �l CESICI ::. Rc_ F ITEC Ti r C . CID,`. INC 05/09/2007 87:55 5032261670 CIDA PAGE 03/09 ‘ . 7 IYI e4T1/'1 ‘Afte- goi vz, a g I 5200 SW MACADAM AVENUE, SUITE 420 PoOfeCT NANO; Pooh NO. SHIM PORTLAND, OREGON 97201 4./7.- ,,, v, TEL 503 n .226.1285 FAX! 503.226.1670 Tit: . By; watt: S/Oxf E-MAIL.: cldaeteleport.Com r . i I ! . 1--/-- I- - -=........ • _L__. i___L -- fir4i f ,-- r i leaVii;3 h T 1 1 1 i i __.. j_ ___ I i • - _ _ .. ! I 1 ,_ I--• . P : - k4U4rr e 2.' r i c F 0 we . livC 0 l e , Pic V --$ 0 . 1:1 z ,. . eafrifE f III 1111111 - I T i [ L.__ I Iffill i . I -I- .3, -..... III - I • 7-- . ____I_______ • t HI* - 1 f• iii/r. of.'417. , ..,... • -4, 7j--- T I I 1 I 1 • -...-- i 4 :; ! I EEE • 4. ll. _... . I : I 1 I 1 I O. II I 1 .1111:1 1116. 1-1— • AMU • 2. -C 7 ..! • '. 2- i ; ± 1 , , . , 11•11111111M ! I , . 1j+ ____4______, • 1 1 . ,_ , , , _ 1 _ r_ 1 ___L ! 1 , , , 1 , , ___._____... __ i ll _ _-..-.----r- I 1 I ri . , N. . , i , _..... k_i_____._ 1 0 ,. • , . • 1 1 1 is _L. .._._: ___ ......... ___. , ._ .... _..._ . _. . _, . L 1 I 1 • , i . 1 ___ __. _. „.. _ r I :-.1. Ell -- - il •••, .. 1 I Rill ... al • MIMI . IIIII , , 1 MIII ' .m01111111 — • I • ..1---' ! J _ _ Il ... • M _. ____ I_ ! 1 . ' 1111 . I . 1 —I • — — TI I . ■— 't - L_ ...._......1. . __;__ . ' ! 1 ..--I • NEON . EMS . 1 ' inIIMMEMI IIMMiliiIIMIN - mu • b5 /li4 /2titl/ N/: 5b 01:1•5L2blb el I:lUH rHUr_ owing tl Title : K Z Os ►. Job • Rate: 7:42AM. 9 MAY 07 Description : • Scope : . r M - ��0 - Veer. Ipgpag85. Yip 9.8.0. I- Dec.20w ccessa -ta 10/60936985. EP RCALc Elie' so�wre General Timber Beam P age 1 u �` -- • banana aeee.nMQeaoulaient Description PERIMETER GIRDER 4,4 -Ses ft/ • I mineral Information Code Ref t997/2001 NOB, 20002003 IBC, 2003 NFPA 5000. Base eaowades are user defined Asameggiffammus- Section Name 6x12 Center Span 10.00 ft Lu 2.00 ft Beam Width 5.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 11.500 in Right Cantilever ft Ur 0.00 ft Member Type Sawn Douglas Pir - Larch. NO.2 Om Wt. Added to Loads Fb Base Allow 875.0 psi Load Our. Factor 1.150 Fv Allow 170.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 30.000pcf E 1,300.0 ksi • [Fug Length Uniform Loads • Center DL 293.00 elk U.. 488.00 Mt Left Cantilever DL Alit LL Mt Right Cantilever DL Mt U. k/k . • Summary Beam Design OK 8pane 10.00k, Beam Width = 5.500in x Depth =11.5in, Ends are Ph-Pin Max Stress Ratio 0.978: 1 Maximum Moment 9.9 kat Maximum Shear' 1.5 4.9 k Allowable 10.1 k -ft Allowable 12.4 k Max Positive Moment 9.93 k-ft at 5.000 ft Shear- @ Left Max. Negative Moment 0.00 k-ft at 10.000 ft 3.97 k Max ® Left 3 0 Right 3.97kk upport 0.00 k -R Camber: @Lett 0.0001n Max w Fight Support 0.00 k -ft o Center 0.1141n Max M allow 10.15 Reactions... @ Right 0.000in • fb 982.88 pei M 76.64 psi Left DL 1.53 k Max 3.97k Fb 1,004.53 psi Fv 195.50 psI Right DL 1.63 k Max 3.97 k Deflections ---- Center Span... Dead Load Toil Load Left Cantilever... d I.,pad 0xal Load Deflection -0.078 in -0.197 In Deflection 0.000 in 0.000 in -Location 5.000 ft 5.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1.578.5 608.57 Right Cantilever.. Camber ( using 1.5' O.L. Dell ) ... Deflection @ Center 0.114 in 0.000 in 0.000 in @ Lek 0.000 in -Length/Deft 0.0 0.0 S Right 0.000 In l Stress CeICB Bending Analysis Ck 29.150 Le 4.118 ft Sxx 121.229 M3 Area 83.250 in2 a 1.000 Rb 4.335 . CI 0.998 Max Moment Sn RW Atlowagte !b a Center 9.93 k-ft 118.59 Ina 1,004.53 psi a Left Support 0.00 k-ft 0.00 1n3 1.006.28 a Right Support 0.00 k -ft 0.00 in3 1.006.25 psi Shear Analysts Of Left Support a Right Support Design Shear 4.88 k 4.98 k Area Required 24.861 6x2 24.881 in2 Fv: Allowable 195.50 psi 195.50 psi Bearing @ Supports Max. Left Reaction 3.97 k Bearing Length ReQ'd 1.155 In Max. Right Reaction 3.97 k Bearing Length Req'd 1.155 in A 177 / t7y/AM/ 17/: no 7GSLLblb /t7 1;11X4 rank OW u, Title : rob B iCY Dsgnr Date: 7:44AM. 9 MAY 07 Description : Scope : rcieea " a °0p ex+epcelc s ' O.1 -De e r° sown General Timber Beam Page 1 I • treNnp oe9e•a* Celwmlonr Description PERIMETER GIRDER (TYPICAL SPAN) I General Information Code Ref: 1997/2001 NOS, 2000/2003 IBC. 2003 NFPA 5000. Base allowables are user deftned II Section Name 802 Center Span 8.00 ft Lu 2.00 ft Beam Width 5.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 11.500 in Right Cantilever ft Lu 0.00 ft Member be er T a to Loads Sawn Douglas Fir • Larch. No.2 Fb Bm Base Alloy/ 875.0 psi Load Dur. Factor 1.150 Fv Allow 170.0 psi Beam End Fixity Pln -Pin Fc Mow 625.0 psi Wood Density 30.000pcf E 1,300.0ksi • �ull Length Uniform Loads • Center DL 293.00 Mt I:L 488.00 Wit Left Cantilever DL Mt IL A/h Right Cantilever DL Mt U. e/ft Summery Beam Design OK Spam 8.00ft, Beam Width = 5.500in x Depth t 11.5in, Ends aid Pin -Fin Max Stress Ratio 0.626 : 1 Maximum Moment 5.4 k -ft Maximum Shear * 1.5 3.7 k Allowable 10.1 k -ft Allowable 12.4 k Max. Positive Moment 6.35 k-ft at 4.000 ft Shear: 0 Left 3.18 k Max. Negative Moment 0.00 k-ft at 8.000 ft Max 0 Left Support 0.00 k -ft Camber: 0 Left 0.000in Max 0 Right Support 0.00 k -ft 0 Center 0.047In Max. M allow 10.15 Ructions... 0 Right 0.000in fb 828.90 psi N 57.86 psi Left DL 1.22 k Max 3.16k Fb 1,004.53 psi Fv 195.50 psi Right DL 1.22 k Max 3.18 k LD�f�et tions Censer Span... Dead Load Total tog Left Cantilever... 10 .__Log T otal Load Deflection -0.031 In -0.081 in Deflection 0.000 in 0.000 In .Location 4.000 f1 4.000 It ...Length/Defl 0.0 0.0 ...Length/Defl 3.083.1 1,188.81 Right Cantilever... Camber ( using 1.5 • D.L. Defft) ... Deflection 0.000 in 0.000 in 0 Center 0.047 in ...Length/Deft 0.0 0.0 0 Lek 0.000 In ® Right 0.000 In Lstre®s Calls . . Banding Analysis Ck 29.150 Is 4.115 ft Sot 121.2291n3 Area 63.250 in2 or 1.000 Rb 4,335 CI 6.898 Max Moment agijksce a._ _ 12 0 Center 6.35 k-ft 75.96 in3 1,004.53 psi 0 Left Support 0.00 It-ft D.Ob in3 1,006.25 psi 0 Right Support 0.00 k-ft 0.00 in3 1,005.25 psi Shear Analysis 0 Left S Right Support 0 R I 5u port Design Shear 3.86 k 3.60 k Area Required 18.719 in2 18.719 in2 Fv. Allowable 195.50 psi 195.50 psi Bearing 0 Suppe/Se Max. Left Reaction 3.18 k Bearing Length Req'd 0.924 in Max. Right Reaction 3.18 k Bearing Length Req'd 0.924 in t75 /dy /Ybt1/ 17 /:fi 517;i'L•lblb /0 1;111H 1'FWt bb /t / 85' -0" .1/ 8' -0" 8' -0" t 8' -0' ,. 8' -0" , 5' -0" ` 8'_0" i i ,, . 9 6x12 DFL No • I II I IIIIII I III J II I III 1 1 I I 1 1 1 r I I 1 I I 1 1 1 1 1 1 I 1 1 1 1 1 I I W I I I I U I 1 1 I I 1 1 I I I 1 oil I I 1 I I 1 I 1 1 I 1 I I 1 I 1 I 3 I II III IIII 1 1 11 SK I II 1 1111 111 1 I 1 1 1 1 1 1 1 1 1 I I I I r 1 1 1 1 1 1 1 I I 1 1 I 4. I I1I 11( I I I 1 I 1 I 1 1 8 1 1 � t I 1 I 1 1 I 1 1 1 i I 1 I 1 ( 1 I „...› 1 I I 1 1 1 1 1 1. I 1 1 1 I . 1 IPRV,c'� I I I I I 1 I " II III III I II . I I � . Ilil I I 1 I I 1 1 r I ( I I r 1• 1 I 1 • 1 / ; I I 1 I r 1 C I I ( A I ( I I I C 1�.G,,. IIIi1 0 1 I 1 I 1 1 1 I 6 � I I I 1 1 I P I ca I I I II I 1 ,I I 1 1 141/ �� iI : l /_._IIII IIIlli� lll •x12 1FL No 0 a 0 NORTH TYP. PARTIAL ROOF FRAM PLAN � , 1/8 = 1' —o° _ KEYNOTES O 1 ,/ 32- PLYWOOD ROOF SHEATHING STRONG AXIS PERPENDICULAR TO SUPPORTS W 10d NAILS AT 6” O.C. EDGE NAILING AND 10d AT 12 O.C. FIELD NAILNG O RIDGE LINE ® PRE - FABRICATED TRUSS OTHERS ® SPACINGS NTE 4" 0.C. 01=-15 PSF TO CHORD TRUSS WEIGHT NOT INCLUDED), 5L =25 PSF NET UPLIFT= 5 PSF O PERIMETER GIRDER, 6x12 Oft Not MAX SPAN= 10' -0" TIC9aARD RS. BATTING CAGE SKETCH 1 TIGARD, OR 05/09/07 PARTIAL ROOF FRAMING PLAN cdg PROJECT #050042.01 n 4445 fie 120 eoutt 01312 200 POOITLAND. 02200N Sao ?E, (003) 220 -12a3 hat (oo) 020 -1070 I ZOOS eAit o.C./aet rs. Illl 21725 Rp lib % Fri/ 'Lt717/ tri:5t7 5F7:i'1Lb1b /17 LUUA 1'M* GU/ t1.1 • ROOF SHEATHING PER PLAN lif ROOF TRUSS PER PLAN 8d AT3 "O.C. 10 11111°.- 2x BLOCKING BETWEEN JOISTS 6x BEAM PER PLAN ig SIMPSON H10 i r 8x8 WOOD COLUMN 0 EACH TRUSS FA • ► ='1 ss0 PR SIMPSON A34 0 24" O.C. � `; of' AG1 N e i ' SIMPSON , NSA LE0 24" O.C. I �� • GP (MAY BE ON FACE . OF TOP PLATE TO UNDERSIDE OF BEAM ) EXPIRES: p 03 4 WALL & SHEATHING PER PLAN E) ROOF TRUSS AT PERIMETER 1" = 1 '_ O " TIGARD KS. BATTING CAGE i _ ETCH 2 Tom, OR 03/09/07 - cdg PROJECT 0050042.01 n Mss Sal osmium POULCVNRD Bunt 200 PORRAND OROIOM 07770 T@u (303) 225-1295 CAIN (003) 220 -1870 ® 7es m% P2dCpk me. A.1 RSMR REO 419 b5Jby /'Lbb/ b '/: 55 bb�'1'Lblb /b t:1 VA F'AGt 1b' B9 SIMPSON LSTA18 AT FIRST (3) TRUSSES FROM WALL 2x6 BLOCKING BETWEEN JOISTS 2x4 KICKER AT KICKER LOCATIONS AT 48" 0.C. ROOF SHEATHING W/ (4) 16d PER PLAN NAILS TO JOIST Bd AT 3" O.C. • - - - - -_ _ -_ ROOF TRUSS iri Il, i PER PLAN I I 111 1 DOUBLE 2x4 TOP I PLATE -- ATTACH '. TOGETHER W/ I r i ►�i j ROOF TRUSS iii= PER PLAN ~^�; 8x8 WOOD COLUMN <. 0.0 FfipF SIMPSON A35 BETWEEN i y C•' , f - 1 NZ F4P� KICKER AND TRUSS 4 �� pl. WALL & SHEATHING 1,4/ 6 7 PER PLAN ir O ON CI {' � w 12 (( '� /S D. ON" Bla 09 FRAMING AT EXTERIOR WALL 1.. 1 ._ a n TIGARD H.S. BATTING CAGE �- a- 7-2-------....SKETCH 3 TIGARD, OR 05/09/07 _ cdg PROJECT #050042.01 4449 sr swam notnemoto sur1E Zoo PQanAND, ORM% Mao * tom) aze-,sss FAX: (eoa) ase -,sio 0 aao am Acid" . AL mans mo® 12S /Fly/YF7b/ F7i:00 DF7JYLb1b /U l:1UA riot DJ/0J ' N ee 0 PROFF g n/ tu 1 ON C' G4 , �/ )2 P G A ACCEPTABLE COLUMN CAPS: NOTE: SEE 12/S1.2 FOR S D. G SIMPSON CC68 INFORMATION NOT SHOWN SIMPSON CCQ68SDS2.5 EXPIRES: 0 O - SIMPSON PC88 TRUSS PER PLAN SIMPSON PC68 SIMPSON CMST52 AT EACH GIRDER JOINT (MAY BE INSTALLED ON FACE OR TOP OF BEAMS) SIMPSON COLUMN /POST CAP AT EACH POST SHIM FACE OF BEAM AS REQ'D SEE TABLE ABOVE FOR ACCEPTABLE CAPS. USE EPC, ECC, OR ECCQ AT CORNE COLUMNS 6x BEAM PER PLAN SPLICE OVER POSTS AS REVD ii k ) / I t. I, °I V • -DOUBLE 2x TOP PLATE o o I / e —4''FF251=17— ----1-1.„..... i _..... .__ ...... S SIMPSON PHD2 PER 12/S1,2 S NOTE: IT IS ACCEPTABLE TO -- OMIT PHD2'S IF THEY CONFLICT WITH COLUMN CAPS "-DOUBLE 2x HEADER ATTACH 2x TO COL. W/ v N (2) ROWS OF 16d AT 12' O.C. - -TYP. P.T. WOOD COL. PER PLAN NOTE: SHEATHING NOT SHOWN FOR CLARITY 0 TYPICAL . WALL FRAMING 1/2° = 1' -0' TIGARD .1-L$. BATTING CAGE SKETCH 4 TIGARD, aR 05/09/07 — c �� w� cdg PROJECT #050042.01 C••�I.Ri.4/"� ssss sw 9iw61/6 eoWiYMO SYIr6 000 POMtAm. OREGON eMe 181.: (503) 220 -1288 FAX: (503) aPe - ,670 © aeon at . o.c.icaK err iii. ROCS ROMEO 1 1111111111111 Compul.us Inc. This design prepared from computer input by I IIIIII VIII VIII VIII VIII VIII VIII IIII II II PACIFIC LUMBER / BC Trans ID' 1E9585 7.2.4TfiL) -E LUMBER SPECIFICATIONS TRUSS SPAN 39'- 6.0' IBC 2003 SINGLE MEMBER FORCES .4WRGD LOAD DURATION INCREASE = 1.15 1 1= -4079 B 1= 3781 W 1= -385 SIZE SPECIE GRADE PANEL(S) SPACED 24.0' 0.C. T 2= -3719 B 2= 3187 W 2= 526 TOP CHORDS: 1 3= -2596 8 3= 3187 W 3= -959 2x 4 DF f118BTA 1- 6 LOADING T4= -2596 8 4= 3781 54= 1242 BOTTOM CHORDS: LL( 25.0)+01( 7.0) ON TOP CHORD = 32.0 PSF T 5= -3719 W 5= -959 2x 4 DF #156TH 1. 4 01 ON BOTTOM CHORD = 10.0 PSF T 6= -4079 W 6= 526 • WEBS: TOTAL LOAD = 42.0 PSF W 7= -385 2x 4 DF STAND 1. 7 TC LATERAL SUPPORT <= 12'0C. UON. LEFT = 1659 RIGHT = 1659 BC LATERAL SUPPORT <= 12'OC. UON. BEARING AREA REQUIRED (SO. IN) BAG @ 0'- 0.0' 2.65 DF / 4.10 HF / 3.90 SPF . BRG @ 39'- 6.0' 2.65 DF / 4.10 HF / 3.90 SPF MAX LL DEFL = - 0.309° L/1498) @ 19'. 9.0' L /240 = 1.529" MAX TL DEFL = - 0.518° L/893) @ 19'- 9.0' L /180 = 2.572' MAX HORIZ. LL DEFL = .103' @ 39'- 0.5" • MAX HORIZ. TL DEFL = 0.171' @ 39'- 0.5" NOTE: Truss designed in accordance with IBC 2003 or IRC 2003 reflecting a 100.lrlph wind load • (enclosed structure, Exposure B, height to 30 feet). Uplift Connections: Left = -431 Right = -431 • 19.09 -00 19 -09 -00 12 C -5x5.1 12 4.00 E7" -7 34.00 5.0 C- 5x6(S) -`! C- 5x6(5) 0.25' 0.25° .t fa C- 2.5x3.4 C- 2.5x3.4 ty 1a .f _ c ° C - 5.5x6 C - 2.5x4.3 0.25° C- 2.5x4.3 C- 5.5x6. ° C- 5x7.7(S) • y y O PR0A- 39-06-00 �'kV"c 5941. Scale: 3/16° (j. �GINE�C � 2 JOB NAME: JOB -5292 TIGARD BATTING CAGES - B • X 44 'P Ll.... WARNINGS: General Notes, unless otherwise noted: -- - '. -• - • 1. Read all General Notes and Wsndngs before construction of hussies. 1. Design to support loads an shown. 2. Builder and erection contractor should be edvWd of NI General Notes and 2. Design assumes the lop and bottom chords to be laterally braced at FILE N0.: B Warnings biters construction commences. 2'-0" o.c. end at 1Z-CY c.c. respectively. qs 3. 254 commando coots bracing meal be Installed whom shown 4. 3. 2x4 Impact bridging or lateral bracing r where shown 4 • OREGON ^ P e 4. Installation of truss Is the responsibility of the respective contractor. i �l 4. Al btersl force resisting dements ouch as temporary and permanent bracing, 5. Design assumes trusses are to be used In a non - corrosive environment, f �O „ V DATE: 6/2/2006 must be assigned and provided by designer of complete structure. and are for 'dry condition' of use. 9ER 6' 4‘ O CompuTrns assumes no responsibility for such bracing. 6. Design assumes full bearing at all supports shown. Shim or wedge M Q� - - S. No ad should be applied to any component =hi after all bracing end necessary. DES. BY: BC fasteners are complete, and at no d b ens should any loads greater than design 7. Design assumes adequate drainage is provided. R . c loads to applied to any component. 8. Plates shall be located on both faces or truss, and placed so their center a. CompuTrse has no control over and assumes no responsibility for the Digits indicate with joint plate center inches. Ones. P° 9. Digits indicate size of plate in in •• SEO .: 2884409 - - fabrication, lunching, shipment and Installation of components. 10. For bask de values of the CompuTrus Plate, Indicated by the prefix EXPIRES 12/31/07 7. This design in furnished subject to the limitations on trim designs set forth 'C ", see L .B. . R.R. 4211. - - - - - - - - - -- - --= by TPI In HIS-el or TPIrNITCA In SCSI 1-03 copies of which will be furnished 11. The CompuTrus Net Section Plate Is Indicated by the prefix "CN the i by CompuTrus upon request. designator (18) indicates 18 ga. material is used. All others are 2b ge. • • IIIIIIIIIII'I / Inc. This design prepared from computer input by IIIIIIIIIIIIIIIIIIIIlhIIIIIIIIIIIIIIIIIIIIII PACIFIC LUMBER / BC Trans ID: 149585 7.2.4T(1L1 -z / LUMBER SPECIFICATIONS TRUSS SPAN 39'- 6.0' LOAD DURATION INCREASE = 1.15 SIZE SPECIE GRADE PANEL(S) SPACED 24.0' O.C. TOP CHORDS: 2x 4 DF 016BTR I. 6 LOADING Gable end truss on continuous bearing wall. BOTTOM CHORDS: LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF C -1x2.6 or equal typical at stud verticals. 2x 4 OF N18.BTR 1- 4 DL ON BOTTOM CHORD = 10.0 PSF WEBS: • TOTAL LOAD = 42.0 PSF Refer to CompuTrus gable end detail for 2x 4 OF STAND 1- 7 complete specifications. TC LATERAL SUPPORT <= 12'0C. UON. Uplift Connections: Left = -431 Right = -431 BC LATERAL SUPPORT <= 12'0C. UON. • • 19 -09 -00 T 19-09-00 T 12 C -5x5.1 12 4.00 5 0 a -7J4.00 . .hr C- 5x6(5) m C- 5x6(S) 0.25° 0.25° 4.ta O 0.25° t' C -5.5x6 C -5.5x6 C- 5x7.7(S) y 1 39-06-00 �.EO PROF Scale: 3/16" ∎ GINS O JOB NAME: JOB -5292 TIGARD BATTING CAGES - A -GABLE � tV . <€, F .A / WARNINGS: • General Notes, unless otherwise noted: I ... 1. Read all General Notes and Warnings before construction of trusty. 1. Design to support loads as shown. . •` 2. Builder and erection contractor should be advised of all General Notes and 2. Des't assumes the top and bottom chords to be laterally braced at _ - - FILE NO.: A- GABLE Warnings before construction comm . 2'-0 o.c. and at 12' -O o.c. respectively. • OREGON 3. 2.4 compression web bracing must be Installed where shown •. 3. 2x4 Impact bridging or lateral bracing r where shown • • 4. Installation of truss Is the responsibility the respective contractor. 01 -4 4. All lateral force rssteting element. such es temporary and permanent brsclttg, 5. Design assumes trusses are to be used In a non- corrosIve environment, r �0 °� ... DATE : 6/2/2006 must bo designed and provided by designer of complete 'Rectum. and are for - dry condition' of use. ' 9 g 6 - O CompuTrus assumes no responsibility for such bracing. 6. Design assumes full bearing at all supports shown. Shim or wedge if Q)>. � 5. No lead should be applied to any component until after as bracing end necessary. DES. BY: BC fasteners are complete, and at no time should any toads greater than design 7. Design assumes adequate drainage Is provided. R. C IX loads be applied to any component. 8. Plates that be located on both faces of truss, and placed so their center _ CompuTrus has no control over and nonunion 9. Digits no responsibility for the lines Ondcaet size with Mint plate ate i to ins M lines. _ s e, SE D .: 2884410 fabrication, n, nenaling, sntptnam and or mempera. 10. For basic deslsi dn valulu of p es of the by CompuTrus Plate, Indicated the prefix EXPIRES 12/31/07 7. This design is furnished subject to the limitations on truss designs net forth "C', see I.C.B.D. R.R. 4211. - - - - - - - - - - - - - - by TPI in HI21-91 or TPWYTCA In SCSI 1.03 copies of which will be furnished 11. The CompuTrus Net Section Plate Is Indicated by the prefix "CN' the by CompuTrus upon request. designator (18) indicates 18 ga. material is uses All others are 2(1 ga.