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Specifications
6UPG2009—'60(r7 1.2.1 • Precision I II '4* ' ` Structural �� � •` �� `� � + ' Engineering, Inc. •••■••=1►■a * I____ RECEIVED i DEC 162009 1 STRUCTURAL C ITY OF TIGARD BUILDING DIVISION 1 CALCULATIONS I for 1 Project: Aeropostale # CO5 Washington Square Mall I i n: 9677 SW Washington S Project Location: Square o g q I Road ,Portland, OR -97223 I PSE Project Number: KF209 -1240 I Date: 11-03-2009 „„,,,, „O 41 t i■ 1. 'E V By: Nabil Taha Ph.D., S.E. .V / ,, R• 23, ?�fl '- -9 m . I }� I OFFICE COPY 'EXPIRES: 6- e01 0 1 I 4810 B Shasta Way Tel. (541) 850 -6300 Fax (541)850 -6233 I Klamath Falls, OR 97603 Email: psei @charter.net 836 Mason Way Tel. (541) 858-8500 Fax(541)776 -4663 Medford, OR 97501 www.structurel.com Email: pseil p(�,gwest.net 9. } , i City of Tigard, Oregon • 13125 SW Hall Blvd. • Tigard, OR 97223 1 November 13, 2009 4 III I RE: TENANT IMPROVEMENT IIC;ARD Pniiect Information I Building Permit BUP2009 -0 00 / Construction Type: 2 -B Address: 9677 SW Washington Sq. Occupancy Type: M Area: 4131 Sq.Ft. Stories: 1 I Name: Aeropostale Sprinklers: Yes The plan review was performed under the State of Oregon Structural Specialty Code I (OSSC) 2007 edition; 2007 Oregon Fire Code. Please respond to conditions below. , 1) Please provide engineered design for the ceiling supports, including seismic )( I struts, taking into consideration the approximate 17-20 ft. of interstitial space ,. between the ceiling tile and the roof. Please include all calculations for engineered designs with all submittals. OSSC106.1 1 ` ,' 2 ) P rovide calculations and construction details (including seismic bracing 4 details for non full height partitions) for all walls. Note: The roof structure is . _.1 I approximately 30' above the finished floor. OSSC 106.1 3) Please provide calculations and construction details for the soffit construction) I structure, and portion thereof, including non structural components that ` t are permanently attached to structures and their supports and attachments, `: ' 1 it shall be designed and constructed to resist the effects of earthquake motions l' l in accordance with ASCE 7 as modified by Section 1613.7. The seismic design category for a structure is permitted to be determined in accordance kith Section 1613 or ASCE 7. OSSC 1613.1 1 4) Please submit plans and calculations for steel storage racks that comply with f'` the design requirements of ASCE7 (15.5.3). I When responding, provide an itemized letter stating in what way each numbered issue has been addressed in the revision. When submitting revised drawings or additional information, please attach a copy of the I enclosed City of Tigard, Letter of Transmittal. The letter of transmittal assists the City of Tigard in tracking and processing the documents. N II � Respectfully, —7' � . � �` I 044-)‘ . - k\ir"-G ' / / iirif, Dan Nelson Senior Plans Examiner 1 (503) 718 -2436 dann @tigard- or.gov (.\.\ ,,,. I' Phone: 503.639.4171 • Fax: 503.684.7297 • www.tigardor.gov • TTY Relay: 503.684.2772 11 TO/I0 39Vd 1d3Q ONIQ1IllB QJd9Il T89EtZ9E05 EE:bT 600Z/ET/TT I 1.2.1 I NM A� Precision AM Mil' � MO' ar� '`'.''. + . -= 4 " .. Structural I im ∎mom 4 Engineering, Inc. ■ ■ I Date: December 7, 2009 I Mr. Dan Nelson Senior Building Inspector 1 City of Tigard, Oregon 13125 SW Hall Blvd I Tigard, OR 97223 RE: City of Tigard Building Permit Bup2009 -00192 I PSE Project Number KF209 -1240 I Dear Mr. Nelson I would like to thank you for your thorough inspection of the 1 drawings and for bringing the following constructive remarks, deficiencies and /or omissions to my attention in your report dated I November 13, 2009. Please see my responses to those items below. • r point 1: New calculations and details for the suspended poi ended P I ceiling is now provided. Please see calculations pages 5000 to 5040 and new sheets S5 and S6. I • For point 2: New calculations for the non full height wall are now provided. Please see calculations pages 7000 and up. I • For point 3: New calculations and details for the soffit constructions, light cove etc are not provided. Please see I calculations pages 6000 to 6007 and sheet S6. I 1 4810 B Shasta Way Tel. (541) 850 -6300 Fax (541)850 -6233 Klamath Falls, OR 97603 Email: pseiAcharter.net 836 Mason Way Tel. (541) 858-8500 Fax(541)282-7689 I Medford, OR 97501 www.structure1.com ' 1.2.1 • For point 4: The maximum height for the storages racks is 10 ' feet. Please see calculations pages 2000 to 2016 and sheet S2 Thank you so much for your thoughts and ideas that will make this project better and safer. I appreciate the opportunity to be of service to you on this project. Please feel free to call me from 6:30 am until 6:00 pm. I Office 541 - 850 -6300 or 541 - 858 -8500, Cell 541 - 892 -8392 Also, I could fax any additional information if needed. I 1 Have a great day. Sincerely yours, Nabil Taha, Ph.D. P.E. Precision Structural Engineering Inc. 1 I t 1 1 4810 B Shasta Way Tel. (541) 850 -6300 Fax (541)850 -6233 Klamath Falls, OR 97603 Email: psei @charter.net 836 Mason Way Tel. (541) 858-8500 Fax(541)282-7689 Medford, OR 97501 www.structurel.com 1 1.2.1 •... Precision Al ■ ME lk $ � Al �' �. .r Structural l im k , ` 4 , A __ ∎4 • ' -- i illlllll�llllllIM llllll. �' P Engineering, Inc. I I I Table of Contents Subject: Page I 1- Platform Design 1000 -1999 2- Storage Rack Shelves Design 2000 -2999 I 3- Storefornt design 3000 -3999 I 4 -Sign design 4000 -4999 I 5- Suspended Ceiling Design 5000- 5999 6 -Soffif and Light Cove design, etc 6,000 — 6,999 7- Non -full height partitions 7,000 -7,999 I I I 1 I I 4810 B Shasta Way Tel. (541) 850 -6300 Fax (541)850 -6233 I Klamath Falls, OR 97603 Email: psei(a�charter.net 836 Mason Way Tel. (541) 858-8500 Fax(541)776 -4663 Medford, OR 97501 www.structurel.com Email: pseil @gwest.net ai - ri ,:" • �a � am 4 , ? $'' • � � a �- r`p i P. ii �y y _ T l 3 il i.e, ',c '''''.. -^ ' . -..' . ',‘ ''': '''',,.:::.,''' '',11 , ' ‘‘t.4,,,...,,,,,,,.,k,„,...- `" ,,,,1::',i'' � �� ms's � ;.< it i A top ,„,,,,,,,,,,_,‘,,„..,„;;„:4,,.,.,„ ..* ...',, .:,1'4',, '''i,-..-.::.-tiy,:',';',.;:, ,.":4',.'ati,.:-'1,. ,!''';,' ,r � � --It-. , �1 mod' " $ t 67 '-a �° s � ". �, � .,..:1' � ' � �� '� 3` . � �* = x ' 2 yyvn 9� F`� � M� mss z � � , � , � a . :�..� ��' ` : ��. . zc + F kF+ „: e 2, 's . a :-`'.1i'; a a �t ' � �� �a� i a y e � a# � � � � � 4 is -'� , ,,,,,,„,........,,,„,„4„,,, � F alp "`_ I t L Ima e « . c7 h etrts ,0iir rtsa riil {3teg 2 ' . "`. ' ` a 10 e 3 3 eE a S � E j 45'28'57 51 N 12'� 4659.34 W �� eI v h20 fi �_�. Jul 12 �7 7 Y,e Ott X3 90 ft s I 1 I I I I ' 1.2.1 Precision /ft` AMMIL' ∎` . _ Structural • IN A im IN■ t, "�� Engineering, Inc. t References: 1- State of Oregon Structural Specialty Code, 2007 edition Based on the 2006 International Building Code 2- Minimum Design Load for Buildings & other Structures, ASCE 7 -05 American Society of Civil Engineers 3. Cold Formed Steel Design Manual, AISI. 2002 edition 4. Cold Formed Steel Design Guide, AISI. 2002 edition ' 5. ASTM C635 & C636 I Software : 1- RISA 3D Version 7.0 RISA Technologies 26212 Dimension Drive, Suite 200 Lake Forest, Ca 92630 -7801 3- CFS version 5.0.2 RGS Software Inc. I I 1 1 4810 B Shasta Way Tel (541) 850-6300 Fax (541)850-6233 Klamath Falls, OR 97603 Email: psei(c�charter.net 836 Mason Way Tel. (541) 858 -8500 Fax(541)282 -7689 Medford, OR 97501 www.structurel.com 1 1.2.1 I may_ Precision � ` ` ` ` -- Structural I∎ i � �� � �� • t� Ammi►�it ��•+ Engineering, lnc. m. +� I Design Criteria: 1- Location: 9677 SW Wahington Square Road. Portland, OR. 97223 I (Lat 45 Lon 122 46' 34 ") (Keno, OR) 1 2- Seismic using IBC: SUG 1 SDC D Site Class D I Sms 1.060 Smi 0.584 SDS 0.706 I SD1 0.390 l 1.0 R 4.5 I T 0.110 V =0.11 x I 3- Basic wind speed N/A I 4- Snow: N/A I 5- Soil Bearing Capacity: 1500 psf(assumed) I VERTICAL LOADS: - DL Floor: 15 psf I - LL Floor: N/A - DL Roof: N/A I - Partition Walls: 10 psf - Exterior Walls: 10 psf I DEFLECTION CRITERIA: - Floor LL Deflection: L/480 I - Roof TL Deflection: N/A 850 -6233 541 4810 B Shasta Way Tel. (541) 850 -6300 Fax (541)850-6233 I Klamath Falls, OR 97603 Email: psei{a�charter.net 836 Mason Way Tel. (541) 858-8500 Fax(541)776 -4663 Medford, OR 97501 www.structurel.com Email: psei1(a,gwest.net ` 4 a � PROJECT Aeropostale, Washington Square Mall PAGE : 1 4 IA 4 G ' 1 DESIGN BY : VIK x F � /, CLIENT : LAMI GR ' ,, ^ JOB NO.: KF209 -1240 D ATE : 11/3/2009 REVIEW BY : �.`: ^ Seismic Analysis Based on IBC 08 /CBC 07 (Equivalent Lateral -Force Procedure, ASCE 7 -05 12.8) INPUT DATA DESIGN SUMMARY I Typical floor height h = 10 ft Total base shear Typical floor weight w„ = 0.35 k V = 0.16 W, (SD) = 0 k, (SD) Number of floors n = 1 = 0.11 W, (ASD) = 0 k, (ASD) Importance factor (ASCE 11.5.1) I = 1 (IBC Tab. 1604.5) Seismic design category = D I Building location Zip Code 97223 Latitude: 45.442 Site class (A, B, C, D, E, F) D (If no soil report, use D) Longitude: . ; 122.778 _ The coefficient (ASCE Tab 12.8 -2) C 0.02 S = 94.417 %g , Sma = 1. 060 9 , F. = 1.122 The coefficient(ASCE Tab. 12.2.1) R = 4.5 S = 33.957 %g , S = 0.584 g , F„ = 1.721 I SOS = 0.706 g , 5 D1 = 0.390 g h = 10.0 ft k = 1.00 , (ASCE 12.8.3, pg 130) x = 0.75 , (ASCE Tab 12.8 -2) I W = 0 k Ew,hk = 4 T = C = 0.11 Sec, (ASCE 12.8.2.1) VERTICAL DISTRIBUTION OF LATERAL FORCES Level Level Floor to floor Height Weight Lateral force 0 each level Diaphragm force I h k C F V O. M. EF EW; F, No. Name Height h w w . „ X ft k k k k -ft k k k 1 Roof ft 10.0 4 1.000 0.1 0.1 0 0 10.00,„ 0.1 I Ground 0.0 , 1 °fis '#84 x:'. .. • 1 ,.� • I • 2z I • y N£ I 3 .., I 1.2.1 Precision � �. " ' � Structural • ANIEW mm. 44, Engineering, Inc. •••—►N + a �NM -� Table of Contents Subject: Page r 1- Platform Design 1000 -1999 2- Storage Rack Shelves Design 2000 -2999 3- Storefornt design 3000 -3999 4 -Sign design 4000 -4999 I 1 I I 1 4810 B Shasta Way Tel. (541) 850 -6300 Fax (541)850 -6233 ' Klamath Falls, OR 97603 Email: psei(cDcharter.net 836 Mason Way Tel. (541) 858-8500 Fax(541)776 -4663 Medford, OR 97501 www.structurel.com Email: pseil( gwest.net 1.2.1 •�� Precision �•���-- •� • • ` , • � . _ Structural gar Engineering, Inc. I 1 I I 1 1 Platform Design i Pages 1 1 1 1 t 1 4810 B Shasta Way Tel. (541) 850 -6300 Fax (541)850 -6233 Klamath Falls, OR 97603 Email: psei a�charter.net ' 836 Mason Way Tel. (541) 858 -8500 Fax(541)776 -4663 Medford, OR 97501 www.structurel.com Email: psei1 @gwest.net • MI all r r MI - •• MI MI • - - ad. MI r MI STRUCTURAL GENERAL NOTES - APPLICABLE TO ALL CONSTRUCTION UNLESS OTHERWISE NOTED ON THE PLANS A. DEW. SCOPE BY PRE09ON SIRUCIURHI. ENGINEERING (PSE) 4. PASIELERS AW CONNECTIONS -t I . 1 w t e..rp u earl re. We L+•+e 1 .• A u 1 nta., earl be heldled according to the maneroct,,.e:. ap,a.ee product ewralm report L omen e.. w Pr ewe. a � not es. a tawaaype.dl St ru( EY. e..r bias Pa. lira Pr...aMba re.. .... manl r trbe m r.a day e r ads b. Refer he foe.. schedule and shear.nu che.r per Wan. bre. Metes. Mr Wm a ., .wears, of am .ea- a 1 ..enrr +. .ea. + .e.�... - b wens ` Screws S g see nmere 1 a a ret.Te. a. r. se... date a. St tennis a r h... eel . beanie deter • e fowl.. le male a T A caws shoe be a ma.r•m sim of t unto atnr.be emceed. A van. sins M corm. _ n 1() n erd dame. 4 maintained. and shall be speed such that the minimum cantor- r edge dente. of M.s car. I r etora d EL aliERAL REOLa6ffNT: -self drilling tape. •crew Ma conform le SAE -.176, A a-.Dat is m of throe eepew r d thread. Mall t re. en ter. men. we a l..w...s1 te m tats me ........ Hew ... mle through supporting supporting .ter mem.. Screws Mel penetrate daidud ...en. of ..e L .see seM,tl. ear we r dew et ,she ar my net r La w\ me per r be Ms eau. m be .. wen ease w a connect. without causing permanent se... the ampmenla . a Sv. shall be installed nO r.. a moor etch that the threads or Mdse are not stripped Hood stem Uweede. and pent type. for Kenoth F a Ibr ind. /.. p • me r etwires lee eee e a..wr es. we be. Ws In am r me. a e � Nora met. rwb (100 nee. me • ed e r •rem .... b . Ere. for men. Brew shoo be Wnted Eased n applkslbn can.. and maw.. racommsWOlbu ! 97 a me • 1 and .m pinch to .ea, l Dell a l Is a O me 676 Le e 2. Sow Onene er Sim Ca.. 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I .r It O1M Up le 1140 ire. a 1 a Old. pee rosins Epp.. e.1 garb a l• .eaten � Fe: (Mt' t le Sed *are Mel ease N am d• ens. S emi i a e6. dlr ,, 0e.... me es ...al Tien. we 610 al p to is ilA r/ *441= p, = a E / 1 , 1 � 1 alond�lr pray emr.d. s.ereea Ma e M ... ..rd. sin.. Oa way Immo...•eel.. r bem est. I ..L be r. 0116 le b 11.210 lla ..e e f ' caeca say b ernes aura a our.. a u. Mda..t /Cm. a ,wire ern .w. rd. a.... -r m n lame : H '� ( PSE.. PRC m M me. ..1 . a e.... re+ e' Coma. a .....a b .try •albee wean r re be a. a Id. for Ib.el ® ® °•' M b le s• r le. w+.• are ea • same. a. en.. embee rare Fa 9: 1' • I25.4 made. b a ,. 1- KF20f. sm., b �rYyd .lr..w mal.g. .Tr ..•...t rla. I. G.etr tNelr� esae.a -. re consult ems menu/cats. tmenu/cats. Ear 1L Matra Ye.. B.Y. we ea. . a acidic Kea 2, Self -dr hgplrepine when total heroes W le embeds 0.013 Inc. rInc. ( e mete. TO Seal scar A.A. err r wen g • ...Sm.. Saw rd. n IS lee r e• en.. 9horp peat sawn r are able for et. Mims' Of 0.033 bred Nth (0.M to nen) an0 r la w ., � � 13. Act end ... e W eelsie act e r Meg. by P&L c Belts shoe meet or esc. e. r g at 651 of A.511 A707. Baits Mall be fat.. a. II 1 - S art.... fa e nd . weed a e.e er del e•e a reY••e b1 Ye .14.t we St dal PAD•.. a. ••••• e• a r .r ... c ..„. I. a ir a enb• g d bell halo anr.lie Meet meld mot. to concrete, M M • 1 �e� NW w a tY..e r n.elmme for b Yd. Owe Cana. elY...r..r act Ms r•1N.tr J be Maul .. iu K A e..ekeuw . n M.t r wain e.wda.a raewa h..velw ..ern Mr In chromium of three net be bolt le. ih dlorwlr t Oink. from the center h ale d.sal r 1. bail has to the ape the ball easanslYq ��� r e " w a . . e • C. WOE AND LOADS: ow men Mae then 1 -)j enMr. Ball hr ewe not ea. M ail Jnrtr by \ •.� I ` M > mare 1. M ley., r m..bvefr. ..d r thio moat Mr mdann a Om Orman Slat. S...n, are♦ Gant ides.. a. use paamatlmly Ste Mace Aa., root e Structured sheathing ore peedei \,. L 1d. i nrara Mats 0s I. Pin dames ,ll p cal e 0.10 end r road // • am • labs. gam r all . 10 al • amao• Sae, . t w.l.. rd. tae - r the. 3. Idemen delan . PM der pe.•Irsa to • efr ft., • maim. of 1 ..d. r der.• a9. D .e a 0r...w Ste a e bets. pas and Pne edpn end b. 3/6 inch. •.M MIS: e .n. ..m .v.. R a • e, eau • e t . tt Matta 4. Use a be.. Meath. and pinta • o. 011 y. e • GSM • - 0 D rumm 5 Submit nwnulocNrer'. design .dun is nOpro.el a the algae at record w011r mm AT PAW MOE f NR 09aM.4%1GALIA115._ L Y. 1,0 Lm•1,0 en ~ L , l 5 SECTION DEUGNAODN AND PROPERTIES O. M. INSPE ma erns `e a Ma I ma r pee. in n. ••"' Appt for on mere. l a act t 11. . , •.dire snap. a TIER t STUFF: TYPICAL WALL BRIDGING /STRAPPING & SHEAR DETAILS M ...r a a. Ice e•. see a.. a.. air pr. IEG A L I E .err 0 . Ye. W em.. r p.m. I. ammlr• SPECIL NSP PROGRAM • Universal TSi t S tt I , far n y ca Gaups se. ironing l Intoning man TS 137.0113t Aey.m rFM sttee. e. • ... 1) . 1M Web STUFF wl . ap a en or &mth gag. N aches. Mal M1m..nta tang: : )� Web Depth (0), ..paled a Joan ✓ oan Mall SIM m..a Flange Wroth (0). exp.. a %no.. th no r....a. d rah r.. r ...a - a fin.. O. Late mama (T), ed.. a me. (Ilsth ad.), and the blowing desigwtera S • Stud or bbl Section with Flange Stiffeners (C -Stan) �.ame�_ �a - a T • Trod Section. U • Cad -Rolled Cannel or Channel S1. (a/o flange Stiffener.) F . Furring Chanel. PROGRAM FOOTNOTES B 1. We lms 0. a e. r m 9 r OM an•O a ne.w• me.. a L Ya r M• ow. seethe We e.1. ben ep ie rut a.orAr. Mmm. ..........9 , w.•... d. b r pm.r a se act r (- mak e..r meta s ea 1d. s w.m MM eau aim r a Mw•w r„ see me.. . teem M..1D r O. a., enc L L J enc. .pee. .1a r beg ear. d.1 arm ere IS r .r La papal amlab• •. D r .FENNG ...... m Me • . b a .eel.t/w.. .. sW Pos.l . bete ....... are rm. Le r bed. deter. -./ L Op era Walla • * ..dad be are% prance be so alma law. a Calf ms male b.m1. Law w IS-u.. ran.re. of 1. wee me. es. beenoe by mew. male a d. m (e to a) S. Y ...et • Me erm r.• I l for a ..m /•caeca S•Slud or Joist T •Trod Sections U•Rolled -Rowed F•FUn tn ag Oneb r • •e.1 b..a.. rem a• pent -1... es t et eat ..e. et eat r•ee.O mad be.. Me. env. m S Sect.n with flag. Channel or OMo ne Mode (.e ad. 5) •e• • ..in . w r.. Mo mob r r. es • bate, ..r-te r e far wesele. rte Senn. (C- Snap.) Ste. (w /o Flange a rarmb.r memen . irons. air may .a the re. r Stiffener") a ara mamas *ton .. .al ale .e re. m. AA....0 ,....wen. w .eats •rp e • EXAMPLE& seed r M • 5a mil tee be •c m be s Y r ..wire'ae m aw a m brawl r ••••••,.. le be (oi LT.PLE ST110 CONTown TIP TRACK • 7. le .11.• acme.e a as .e s •.e.... W aa• l M L IEImI • e db.mwr rd. a •.mA r are am* r. r e w edaa. a amore 1d. a mt.. a be bAam O.egnotb. b a 5- Ye -10 goug C -sine Nth 1 -Ti' angn seal 11' N I'e •55 0 5161 -5♦ .eta r e w Lp.. Y .l•• le ben . e.1 err sts rent a act eYm else r M U.. 550 S 162 5 � a a. d / _p me be a es tau l.ee m.. Owa r dm tee. et w. .. r ... .d. sot Nos. - `HAYnum b. mold MI.. a me (.StaN. •) l a:•••� _._ ......___._. . _ ..___.... . .._..._..__ a lire I... need w ....a a ed... me a • ad... ale bap.. a e arm. N N I I I I II • CIO ride lama 1 -i' A w.g. a 1 acne. 1 A Pe. stab as re. em I. en eee.e le kw tae ..area imen. we Me dm.. wee a ltd r )oil Nth Xonp .1111•. '7-7r member dseth a A... aches (outside la out. deem.) N N e � .Yl.d m is s loor dmYa•, sane our'. T.. r ..... r rm. or my. r ma. r caner r e• � � i5 a t. siw TOP OF Dmy Tr atlan for a 7- 11' -10 gauge Rod N Onga with 1 -)<' • 7507115 -77 _ E COLD FORMED STRUCTURAL FRAMING (LIGHT GAUGE STEEL): 350 T 125 -73 WAll 1RdCK a Me ewer. •aria r see Mad. eau mat 0• inseam 1.1. Main. Om mend thiiena n me (.033i. • 33 mil.) SCREW L- IFAOER 10 KING .uw1. (Asia 'cow tonal alas bap baud. reel • .an.. t -D,' erg. n ll.lh adn KING .de IMCX S7w PER HEADER SCEB1lE L MI.* Soda, 1. Tabs r Yana (Ma) et . C -al - SM. Teeda al. le Less So. )lea. Trail actin ,5��,,w.It. ✓ Ace) We 91..4 gm. Moat, .e Ikea r 6100. be Sew Natal. 01 07... a•.d r Yee PER SCHEDULE • 1- 6 SCREWS l6" O.C. 3 -)1 member depth a Nadu aches (aside to aside dimension) SCHEDULE L-�FAOw 10 TOp Moser Boa wall 114.100 1 ASK canal C- 1007-5eew Sp.. M Wel. Ye. at L. Mang (r.... me Aar) Sr SO. r b. .La i e UU..eet� . rm.. FM00W /DOOM OPEMIC L Cm.y ..read.. • M.lale. of reed .met wmm.r eta rem T.. r e re a al ea ..nn apnea 1 -1.0ER L ISeS An . tyl bale pews ..d..• neebe morsel b..t , oar- ELEVATION term eel a dads toe totoe ..mama eg r r .d L T. Me .•..1 ... r..•le /Al ... Id. . r a .nano ohm M mere en 11 se Seen. Fri )d.4 r Mated . MI r e CCOMNIA IS 70P MACS A N.T.S. .... e1lA wawa rep.. We .r s a. M 12 . w e.• r b.. an et wa a pm b ��� ma • s cal s as. at. b se el m e1a. th ac d Me 1e r nabs, alma Sinn. Base Late Theme. , p..dr ace M. I .e. alai.• se reek The mein. oNwable ba theta,. (Mmr•.•d a m.). 1. we dal .(. a b ..) r rn.�M ad. . dea r. 4 r e I t . HEADER PER I I. eta r De a. (Meg la eel es r ewe • news . sal rain el thin• r. We.wr • e... • Il HEADER SCHEDULE .... . egos te to P Mee ens.. bee 1 MO b•pe r rpm raw be. me M e Y Mee. Y Ms r ea A des ;a P I II ` e au PPP ..ma s es1. Mew 1 ..d en s. Mr.. Laren a4I 1 p a Unred.e.e ached.. l bee a Mmd.r wow Mar el 1 -1R be. Me . • foam ..t rod aw u .I. M a.' ,. d.1 I II nmmLE saw BEIwO Mrs .1.• r M .r M • arum end. he ..t male el 24 M. IL M. ass' 35 a D n WBllt • OPER 00 . le bent ....inchs ti bete mr mama* r by dwp r e••.y a bane ewe m.a M r be r mere. Wine 1. Ms. a.e el.. et ales wear ee4 re MOP OW 43 a HMO MCI( KT= L S e . el. MM. * W * lore on ea data ar.asa rd.4 be.11 nano meas. ra, a gam MN y .r KING STw (2) 111 SCREW TM. les me imp. r M.r r acres . Nom radio a ea. re. bard e.� PEA II SCHEDULE GRIP O. crop so no L WW■ lee. r ears .wan r east. 'S b• w.rba.r .. ....1 ....1 watt ..a ..Hg No. 11 PM. .0e. 07 a PVT Sf1Af5 Ste O . M. r A. ASIR P451 d. mate . K; e a red. 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NOT . air rd. e L NOT IISED d Lr Mart Ma . ale be Accra M. aew a 1/NI a sprees a rd. F. ABBREIIADONS I 1. ewe.. bee or eeeb.d ds.ldee (e SPA a rte.e) Lead b me a It rem. MT MIT CMIS 619II a rd.e air me Mer se air e.m ee re. Sem. rd. ern He Ie-i_p. a act r .w CC m a-nra act b•.. eta r a... rn A e se. r air e el ae rseb.r a•ma4 men Me be Memo COY ON srt vow( • ••PPE ear - mo a P. •t sr K .. • nLIGHT " GAGE STEEL L HEADER DETAILS AND SCHEDULE L .111. a .. 1, me r a• bias -l* tt a ll M .end ``J SI. Saha Nw. eta eV.. th • a e -.acct m Ft. •re me 1r. pee le • I .9 ,a eW TS l.-aw LL bra sees a • me. ad. recta we. air e te Ml oft aeeay me rob. e gre.a.. ma M name eeme a tirt an am. e m erg I I 1 I I I Prec I Struc Engin( 1N I n www.struc Klamath F I 250 I' Klamath 97( e+ Phone: � ►�" Fax: (541 ) STRAPPING PER II DETAIL B ,�D �. • , • infoOstruc . • I I i-1 /z" . 1-1/Z K 1 -BOARD BOTH 836 Mac STUD OF WALL, / SSTPD W / 1O ® -.0. ' I i TYPICAL Medford �� SCREWS: "MOLE LENGTH 1 -1 /2 >< 18p,,, / a SHALL NOT BE LESS THAN Phone: (541 U- CHANNEL VERTICAL STUD DEPTH. MINUS 1/2" L STUD SIZE AND l t� Fax: (541) I SPACING AS REQUIRED ��' (2) 01O -16 TYPICAL / I infomd®strl SCREWS SIN GAUGE AS REQUIRED / I I I i 7 . LI g i PSE,I PRC I ®eRIQGING AT 4' -0" Q.C.. TYPICAI , _° KF209 1" GAUGE 18 CONTINUOUS I' S TRAP BOTH SIDES, �,. I* O PANEL EDGES. 1 I A 1 Ih A� I ►�� l TYPICAL STUD, i i I -CONNECT WALL BOTTOM TRACK TO I `\ 4 ∎ A SIZE k GAUGE? PER PLAN ; I CONCRETE PER 6/51. \ I / (2) -#8 SCREW(S) EACH FASTENER, PER SHEET NOTE /9 STUD BOTH H SIDES Y STRAPPING AT PANEL EDGE, IF ANY. ©SHEATHING DETAILS I O TYPICAL WALL BRIDGING /STRAPPING & SHEAR DETAILS N. T.S. I I I I I I I I O L— HEADER CRIPPLE STUD CONTINUOUS TOP TRACK 1 / til M 1 ++ / I + I I 1 I ++ ++1 + + ++ I \— O.C. STUD TOP OF It+ + + ++ WALL TRACK i , 1 - SCREW L— HEADER TO KING STUD PER HEADER SCHEDULE KING STUD(S) HEAD TRACK PER HEADER 2- 8 SCREWS ®6" O.C. SCHEDULE L- EADER TO TOP WALL TRACK �� WINDOW /DOOR OPENING �� l, K L— HEADER ELEVATION N" I CONTINUOUS TOP TRAC A N.T.S. %X I \ I II "L" HEADER PER III HEADER SCHEDULE I' CRIPPLE STUD BEYOND A O.C. — OPENING —HEAD TRACK HEAD TRACK BEYOND STUD WIDTH ® OPENING KING STUD (2) #8 SCREW TYP. KING STUDS) — CRIPPLE STUD(S) PER HEADEERR SCHEDULE @16' O.C. AND AT LOAD POINTS I coSECTION B ISOMETRIC N.T.S. N.T.S. I LOAD BEARING "L" HEADER (LH) OPENING FULL HEIGHT Connect Header to Refer to MARK (SPAN) L —SHAPE SIZE STUDS Full Height Stud with: Detail Number: I LH1 UP TO: 3' -6" LH1 2 — 800L150 -43 TWO 4 — #10 7/51 NOT USED I GAGE STEEL L HEADER DETAILS AND SCHEDULE 0 LIGHT N.T.S. `i .. .,.. . : „ :..rolsM �, ti Precision ..... I. _:r Structural ec' MAT L Engineering, r Y_.� (” rt.. Inc. • ra ^s y} ", • ' .1awm rs olls Ors ktill i ,..• : a. • KW.. ream. Ws. :R: x:SK ?Y .Y I Vt. i5:iz1 i)n. I P.a. (MI) 050 - OYKI p, r. � m: (Sa ) �So-� r I .1 ryLrn23 a1Pa.�r IL ..• _::: :::: o- : : :__.. i Ylr •t .rl05 71. M. mad. YS s �. y . : P1 e:c (Sal) :111 AK:: 2 ..lb 1 L I r .....12 ce.%� ; L'.. 1103 ash . _ e , i 1 > i PSE,: PROJEG7 /: 7 i 1 _ sash, a.../ { i KF209-1240 4 1 Li .113.3.012•112 � d. _ 4_ t....._ 9 4 C • if g i i ?,± 'r, - ,! L..1 : , _ I I. I . .. .. _ ._.... I GE I • _ ...........:...................................... ........__.._......_.__.._..... _........_................_. ... \1 E ® LEGEND: M ORS 11010. r �ISL, \ I, .. . t sass.._ to ■� : ana.. _._._. `+a a%, a rkz aa. 3:c:a 1 —s C _} s+'4 SHEET NOTES: ,� �' WALL STUDS AND GENERAL NO :f ;AA. . ....._.:, 4. Z .... ti ..._.. -.: 0PLATFORM FRAMING PLAN SECTION 0 CORRIDOR ® . .� ».nN.r.•n..•aaeM o .weF IC sass Na WM z SALES STDC K PARTIT © i- ..... ° 11 be . wr w ( 555 • 55-52 ) • +e n� \„J ' . N 0-11% 12 uwaew moll WO (62.162 -s>) • 1• e. „ to, IN At.. WI lop M Wt. bona a — Mei pew wok r — to 11/22- 1 13, 5 5 L'S . .d' 0 — r I © 1.•• WO.. M •: %+/s+ .r a!u- �qg..�- C_? I. i p . P •s 1 . .. Car,) a r oMr x I .i W. a s n� .>... r e • rKMw•Wito * it .� t � am -r:. .r r d. ow rnr.. :L - 'C; Z 1 .K Carl VT •-1: m.. 9. r4: 3o. a 11: a•.. ; V O OC}a SNAG ro FLOOR JOISTS j 00,3015 i9. WL sm. EA. mr 15Y. INNIIMIIIIINIMIIIII 1 .., P © w 50• do. wow ,. (+00.,62-s» w Y•• • 1K •• s:T 1 3. i :d El ioe :mFb.ng. Ma. MSVwillo. sow. r.r Iw Ifm alb S 1s wa.a. 1 !. I a :._ ... ............_...........i E::_:c::�::. ::.: -:. sass — .. . .: ® rw .e Oil S., I. as n a .m. le as y M..1law I.M CONNECTIONS Ril 1.' .e • r`i,.l: f _ .a r . i � ,[�.p © altat. -n WO s M0 ca la• — ' ^ , ` i I _ 9.. R: c`J V © Soar. .1 s as an of pet MU . wow 3. 4 -6... :.srMe r..-+ ...oa st.- +._.__ ' I maw �:.: n.a •. :...a a w. .4.5 • sw. TRACKS b.a. • ..:.s p w.. er sIn Vela m as wow Inm s no sass. K... , �s.a:� - �e�vKKC.�K. Y � :'I sas s: , VA © Da. vans I.o m :::::d..w w;.:�w N W. x: • sass. ,.:. ..._.__. .,, ran..... a r w Mo m ..ln IN snow • r as. Y r r SW r P1.,. ': i. .r +,. .r._Soa :. iai0R N.: i Laxxx'..., ® r.... w• r.r Wok r d •.:•+t..w. s- III es • C .a ti ewa ...I ma. now jam Ws. se as; Ni 0 PLATFORM FRAMING <.,. ..s� > .._ -- FLOOR 5SHEATHING :Kerr w a « > -a: ; ! . •r � FLO • 0 ` K n R.. Y dale Ka m1 rz ® .............. r same pas �• d. a. : v ..:.aro e< ,q.1 awe to wow. and .aod:aaa TFORM FRAM ® a .•at ( rvl -+K+» • 2.- I » . DETAILS n;. =w — .....� d Na wr '� '' F so-. Bowan 1)..1 .K Na 2.0.. 5 se., I•. IN smlaM r� 11I�lY1::K. rr r f .. Mid Goo raw. �m 1 121724 - aw: M .wy 5 S 5 e. 0.51 ... . } W r s rsu • ° —,1 ..Y . , r : ......a. drr ..M�+..t./..N:...•a...r N ..r 21233 !AMR. ...a 2.1. : L i:0 fY._.t. FL: t - j ® P e w r rr: 11.. dm.. alwd:aM al K a>- o1: a aa..aP aN a: 0' a. • ♦ + , m f:J ' ls. \ ` - _ , Woo 0........ .Ia..W. +. ba MaY .xn `r. :X.a by 01..62 Maw 1.1. TYPICAL WALL DETAIL Ei •�— •ar. .,•..w.e+r..:•1nM. S TOILET SECTION 0 RR!OP ® �. 0173 • rl ROOM do CORRIDO _ 5..5. -- ........_._........ .. Sedc N15 MN — r i — — _ MI N— OM — OM I w OM UM — = 1 F.E. : ‘,...% N. SV \.:. \‘'S.W.: j ki',i, St C (' N 0 11 jji 1 I i i \ \ \ . • % • No :vv ....ANN %N.:%' . .1 ' .' ■ •..N.1 NA.' .' AN: .� ■A V % S. 4. �� N� ►.�'% 1.N 4 . ,... • • ADJACENT TENANT SIM. • 0 PLATFORM FRAMING PLAN Scale: NTS IIIIIIIIIIIIIIIIIIIIIIINIIIIIIIIIIIIIIIIIIIIIIIINIIIIIINIIIIIMIIIIIOIIIIIIIIMIIIIIIIIWII NMI NMI SIMI I I Wall top Track, Match I Stud Gauge and Size, /Detail per Plan. Typical all Walls. Y I I I #8 SCREWS, TRACK TO WALL STUD, EACH SIDE, TYP. I H I I 6 1 i I I Bridging & Straping per 1/S1. I I i I etal Stud per Plan. I 1 vv/r0 X 2r Hilti Kwik Bolt TZ Carbon Anchors (ESR -1917) © 24" o.c., typ. Wall Bottom Track, Match Stu • #8 Screws, Track to Size & Gauge, Typical all Walls. Wall Stud, Each Side, typ. 'k Pan Deck Floor by Others. I TYPICAL WALL DETAIL 0 Scale: NTS I I I I Underside of Deck Above. I I --ts Screw Top and 2x6 16 Gouge Metal -- Bottom, Typ. Studs ot 12" o.c. i I lir I _ ofg • • : '-s_.,..7-,. • • • / I \ 44 . 18 ,..— : , W_ : : \ \--1 E- • ... _ — ...........i ' _ .5::::.C.L LE, OIL [../ \--Gyp. Bd Ceiling &-I " Gyp. bd. -- CEILING Walls per Arch. 12 Ceiling & Walls per Arch, in & 6 I. / - -Face of Furred out Gyp. Bd Ceiling & ... Wall. Walls per Arch. I / —1- i ■ I b L Exit Corridor L Toilet Room -Stock Room I Face of Existing Demising Wail, I Gyp. Bd Ceiling & E" & [071YP / Walls per Arch, ; , T . f.5 ./.' I 5 20 MSG Metal Floor Runners. 20 mSG Me.al I I Finish now Run-e s i rioor i . . \ \ ‘ /1 Refer to Sheets A1.1 & A1.2 41 V, Refer to Sheets A1.1 & A1.2 \, i See Sheets A1.1 & See Sheets A1.1 & I A1.2 for Partition A1.2 for Partition Type. Type SECTION © TOILET I (T\, ROOM & CORRIDOR ) Scale: NTS 1 I ' LEGEND: fl INDICATES SHEET NOTES. SHEET NOTES: WALL STUDS AND GENERAL NOTES ' fl Refer to s1 for structural general notes . Verify all dimensions with the architectural drawings. do not scale drawings. ' © Wall studs shall be a- 3- 5/8 ",16 gauge metal stud (365s162 -57) 0 16" o.c. b —not used. c -6 ", 16 gauge metal stud (600s162 -57) ® 16" o.c. I d—not used. Q Attach wall top and bottom trucks to studs with #8 screw each side, refer to 4/S2. © Install bridging and strapping per 1 /S1 and 4/S2. 6 Attach sheet rock to steel studs with #8 screws at 6" o.c at panel edges and #8 screws at 6" o.c. of field /intermediate studs, typical all new and existing walls at the new platform ' area. refer to 1/S1 and 4/S2 . Not used 6 Not used. FLOOR JOISTS HD Use 10" deep gauge 16 (1000s162 -57) floor joists 0 16" o.c. ® Attach floor joists at the end and at intermediate supports to wall top track with 2 #8 screws, typical. I+ Fasten floor joist flanges to rim tracks with #8 screws top and bottom, typical. ' CONNECTIONS PC Simpson L -90 with 5 #10 screws each leg. © Stiffener, stud section full depth of joist, with 8 #8 screws. 05 Blocking between joists TRACKS ' E/ Rim track match joists size and gouge, typical. ® Rim track, fasten to each stud with 5 #10 screws. ' 19 Double tracks • Fasten rim track to wall top plate with #8 screws ® 6" o.c. ® Fasten wall bottom track to floor framing with 2— #8 screws 0 8" o.c., two screws must penetrate Floor joist below. ® Not used. FLOOR SHEATHING ' ® Lay floor structural panels with the long dimension at right angle to supports and continuous over two or more spans. • Not used. ® Structural floor sheathing shall be i" or more thick apa plywood or osb with 48 "/24" span rating glued and screwed to floor joists. see architectural drawings for fire retardant treated requirements and /or other requirements if any. ® Use #8 screws to fasten floor structural sheathing at 6" o.c. along all panel edges and at 6" o.c. at field /intermediate supports. screws shall penetrate floor joists with three threads, minimum, typical. ® Maximum live load on the new platform is 125 psf. Precision Structural Engineering, Inc. Medford Office I 250 -A Main Street, Klamath Falls, OR 97801 838 Mason Way (off Sage Road) Medford,OR 97501 L'1 \'S "' ,. Tel. (541) 858 -8500 ww Tel. (541) 850 -8300 •FAX (541) 850 8233 ( ) i ... ` y ` " `' =- J ' T;'"j�� . R'�: w.structurel.com • Email: PSEI®charter.net ;' , k -r- • J! - .5 - Cit i • PROJECT NO. SHEET $ t OF z ,. - ' ` " • " x1 ' I PROJECT NAME DESIGNED BY DATE SUBJECT CHECKED BY DATE . ter- �r--- .-..� ... I 1.I i _ 1 i - 1 - : ') . '.. i a�ra�arsa>•>•na�tu�ra>i�■a��a j T , r i - __ 1 I . 1 .__ 1 . -4- _ L _ _ � -I ; .. _ - _ -� -� --� ►- 19W I I ! .- Lam 1--- , < I, ._ + l L _ � _._. 4. I , II f I. 1 _ _ ._ __ i . �_ =_l - -. i - - - . + _ , - -._ I _ i - - 4.. ---�.- -- 4• �- -- - I • - 1 - -- I" I I- .J._ 11111111 . , _ - 1 , . III I I � ..-i . f-- ! I I I H i u l i _ _ _ . _ • - ■ _. - _ �� . _ -- -_ _ — ! -. — I I Mil 't F- 1...______:_ 14 I . ".....+.; 1 _.... - t.: 1..__ , . • I , • [ I- 1 . i i Ty L•x i 0- 1 1 I I -.186km _ p T --- 8AA••••v∎••• ∎•• ∎•u∎ •••••AA ••••LWUW4u..4•AJ T T I I • I I I I I I t Loads: LC 1. Dl + LL Results for LC 1. DI + LL recision Structural Engin... Built -Up Truss l Michael D. Moser, P.E. Oct 18, 2009 at 8:44 AM KF207- Floor joist.r3d I , 1 46.4. 6' Coda Chick I No Cak r >1.o .75-.90 T x .50-.75 I o: s0- 1 1 1 1 I 1 .57 4 I • 1 1 1 1 1 i 1 Member Code Cheeks Displayed Results for LC 1, Dl + LL recision Structural Engin... Built -Up Truss ' Michael D. Moser, P.E. Oct 18, 2009 at 8:45 AM • Floor joist.r3d KF207- I Company Precision Structural Engineering, Inc. 1 0 0 � 1_4 0: . 1 VI Designer Michael D. Moser, P.E. Built-Up Truss hecked By: Job Number KF207- p — — Basic Load Cases I BLC Description Cate. •. '+ + + • Point Distributed • rea (Mem.. urface . . • • ' one 4 ,- 1 `. . ili ry , ' Ps: N !*.£.a.• ri I Joint Boundary Conditions Joint Label X Dc/In] Y (Win] Z [1c/in] X Rot[k- fllrad] Y Rot[k- ft/rad] Z Rot[k- ft/rad] Footing I Cold Formed Steel Desian Parameters ,,t iMIETA Floor'oists Ealliall all Member Cold Formed Steel Code Checks I C Member Shape . 625.. .Max Max Locjf ] . hear U.. L o c 1 [ f t ] D I Pnjkl •4 _ Tn[k] ; nyv .p- [k -ft nzz Cb Cmyy Cmzz EQn • 1 10CS1 . C5.2.1.. I Joint Coordinates and Temperatures Label X [ft] Y jft] Z [ft] Temp [Fl Detach From Diaphragm 1 • I 1 I Joint Reactions (By Combination) LC Joint Label X rk] Y Dc] Z Di] MX Ik -ftl MY fit-ft] MZ pc-ft] • 1 1 1 1 I Load Combinations s 1 I e s r L I Yes r De } SR..,, BLC I Factor $2C Fa... .BLCF... pLCf... 8LC Factor i BLCFactor I BLC.Fact.$LC.Fact..l l Member Distributed Loads (BLC 1 : Dead Load) I 1 M l : Y - .02 Member Distributed Loads (BLC 2 : Live load) U Member Label Direction Start Mag 16 e[k/ft.degl I End Magri tlu degl Mart Loo tion[ft.. f rid L Otlon[ft.... 1 1 I MI I Y I Material Takeoff Material Size Pieces Lenathrft] Weight[K] I . Cold Formed Steel s s , 3 , x . $ .�' 4 a , � v t3s F,.4d?v .1” "i91 ,4a'l . °zv.r fi 3 . p� �8`} ,e5.ek i •.I. ..,` i :. ',1::,:.t, ?U .. _ — - - — Page 1 RISA-3D Version 8.0.0 [ F :\...1... \... \Engineering!First Floor\Floor joist.r3 I Company Precision Structural Engineering, Inc. Oct 18 2009 8:46 A It4 Designe ber Michael iCF207- D. Moser, P.E. , Built -Up Truss Checked By: Job Rum I i Takeoff (Continued) Material 1 Len9 [ftl I Weight / Mat Size Pieces 3 1 Total CF eria S teel 1 1 1 • I Member Section Forces :sheared Torque[k -ft[ y y Mo... -z Moment(k.. • LC Member Label Sec Axle i 1 y ShearOd I 5 5 0 • -.837 0 0 0 0 1 I I . I I I • I I I I I • I I Page 2 RISA -3D Version 8.0.0 [ F:\... \...\...\Engineering\First Floor\Floor joist.r3dl Medford Office 4810 Shasta Precision to Wa y • Falls. OR 97603 Structural Engineering. Inc. 836 Mason Way (off Sage Road) • Medford.OR 97501 ■ ta Wa Tel (541) 858 -8500 - :;---r-;-:-.":„.....,....., _ Tel. (541) 850 8300 •FAX (541) 850 -8233 I wwwstrucWrol.com •Email: PSEI ®chartar.net ,; 1p ;, r ,'t ` •' SHEET OF =-rs -: ";" PROJECT NO. " � ■ PROJECT NAME DESIGNED BY DATE SUBJECT CHECKED BY . DATE 1 ,__ r _ -... � ._. _ __�- f i I r 1 .i I /...j.. • i 1 + +lF _I. 1 41 , ., . . ..o. • . _____t_l__________ : _ I, -_41_ a 1 . _ a ■ 1 •_-L .. t . • I ! --'- - - 1111111 • i f-: -!:-.1- ; :_t_ I 1 `_ I - -• 1 I • 1 i ■ • 1 . .; l' i ' 1 j II : '' i r - ;* • ' t IIIII 1 IIIII 1 ' • , II • . , : 3 , , r -1.-•_ •........ _.4.__... _.. • ■ - ■ :1 - . t . .. , 3 L 4-1-1,- ' a -- • • . frP ________:__. 11..., ...... . 4: -1-------.+: 1 ,.,.._ i , . • I . . I ' . . _.- .i. . --.:--- r .! ___. 1 ... _ , , , , _ . _.._.,,.... ___....._. r. . . f e -- f ; - :- ■ ril i II . • 1 ' ....._ sp . . .. . . . • _ ....4_ 1 4._. -. -- J 1 . I I ! x 1 I • I 1 -1.49k I I MliI siors ward mac• mores I memo few 1 -: Immo 1 NW MCI INIWSI 1 IIIMII WIWI 1 MICIII MIMI IMMO t• 1 MN I De I M� MIZOI MIIIMII -4 1 MEI 1 .01 IV I i _ads: LC 1, DL + LL + Wind Precision Structural Engin... Built -Up Truss ' Oct 27, 2009 at 9:38 AM Michael D. Moser, P.E. Stud for the wan.r3d KF207- I I 0 0 i 6 Y 1I• sj 1 Results for LC 1, DL + LL + Wind Built-Up Truss I Precision Structural Engin... Oct 18, 2009 at 8:48 AM Michael D. Maser, P.E. Stud for the wan.r3d I KF207- a _ cod. cner Y .90.1.0 .76.90 IPA II 60.76 11 0:.60 2.1 . 1 I ' Member Code Checks Displayed .esults for LC 1, DL + LL + Wind Precision Structural Engin... Built -Up Truss Oct 27, 2009 at 9:32 AM Michael D. Moser, P.E. Stud for the wall.r3d I KF207- I Company Precision Structural Engineering, Inc. I (,) i Oct 77, _2009 Designer KF207- D M oser, P.E. 9:34 AM Built-Up Truss Checked By: I --1 - < I Basic Load Cases BLC Description Category_ Gravity Y Gravitt_j Gravity Joint Point DistributedArea (M... .Surface L. - I. • I 3 r;:f:i'f1arSM I '; IF111•0217rrall 1 Joint Boundary Conditions Joint Label X Odin' Yildin] Z adin] Rotj)c-ft/rad Y Rot.Dt-ft/rad] Z RotElt-ft/rad Footing - .. : sli • Ji ' ; : 4 • Z., - . - a/ • 1 CaligaititriliMnari-itTMTnEaMfarP/0-: i 1: .1 , . V I'ir''''''' Th: :PLA : 1[1 -,( 4 e telt t.:::01 , 4rao,,,, , 10‘..aff tAt/ Joint Coordinates and Temperatures I Label X [ftl S Y Iftl._ z Ift1 4 I Temp [Fl e - tech From Diap... I I Joint Deflections .z. .•. t• 1.•• •i a. z., •• i . I lig imunowNikraloMmilim mirmIll isii111111INIMIINIIMIMIIIIIIMEWYTS -, `',A.tirrra4pagiV Ail , 2 v'iliiii,g‘Ait'FI,.: i.2:,itit4-1,Ti-Vii v. , I Joint Reactions . LC Joint Label X.Dil lf ad z N La Dc-fl MY Dc-ftl PAZ Oc • - o_ 1 I • s I IF1111111111111111 1111111111 • 157111111iir1111111111111 NI I Load Combination Desian ASIF CD ABIF Service Hot Rolled ,Cold Formed, Wood Concrete Masonry Footings I I 1 I DL + LLItt Ai 7nd I I I I I Yes I Yes 1 Yes I Yes I Yes 1 Yes I I Load Combinations 1 DL Descri pti o n ' ' S I I i [ P: erD.** S R.. BLC Far i i orBlC factor. BLC factor. " [ BLC F a c tor r BLC [ Factor., BLC factor. BLCI JFa c tor i B factor Di - + I I Member Distributed Loads (BLC 1: Dead load) Member Label Direction tart Magnitude[Idtt.d..,End Magnitudefldfid.. Start Locationift.%1 End Locationift.%1 I ki. • • a Member Distributed Loads BLC : Wind I. ad iiiii iiirjjis .... iiim I ••■••■••======mmum°===1"."":"..........milmiummimmilmil========mm‘ RISA-3D Version 8.0.0 [\...\...\...1...\...\..APlafform Tyoical Details\Engineering\Stud for the wall. r3d] Page 1 Oct 27 2009 a - { Company Precision Structural Engineering, Inc. 9'34 7 2009 1 D Michael D. Moser, P.E. Built -Up Truss Checked By: Job Number KF207 Joint Loads and Enforced Dis iacements BLC 1: Dead loa • A ii Joint Loads and Enforced Displacements (BLC 2 : Live Laod) . ' rial Takeoff Mats i s ,'A I ' � � ��€ i 111 T }� A r acres 1 7� e • r :,_ ' Mom er C i rme Steel Co Ch ks I �� ., ' t� ►�h» 12.80222�825" i�� „ 3.5t:S1.625X 1_ MemberSeCtIOflD0f10cti01s , , t ti �� { , EE YY ' z �$ it €y} k _ ���� e : w:�P f'at:•�;2se. Y a . 1 Will I Member Sectio Forces I ���� _ t. • 1,. IMMO 1 1 I Cold Formed Steel Section ets . I ,- T � �� �i � ��i�E11 E� �T)13.5CS 1.625X05 1 I I I . 1 RISA -3D Version 8.0.0 (\••• \ ,,.\ .,\ ..\... \Platform Typical Details \Engineering\Stud for the wall.r3d) Page 2 I Precision Inc. Medford Office . Msdford,OR 97501 = 250-A Mein Strset r OR 97501 938 Meson e Sage Road) i r ;; _ Mi. (541) ., :.— rr__ , 791. (b41)150- d500•F/1X (541) l50 62J.1 l com•EniaN: PSEl�chaItsrnst f �.' ._. ? : r == ;r PROJECT NO. • • SHEET JOF ''�= � F N r� II PROJECT NAME DESIGNED BY DATE - SUBJECT CHECKED BY DATE I. Li ...-, 50, ,, " - " ; "to' . 1 i _. r . _ ......_ _._. ..� _. __ � , .... _ __ i... } 1 _ ' . _ 1Pe L ,.;;_ if_tp i • -L-ri. : 1 .....",.. _____ ___,_..H..,:.:_... _.._ .. .. t r i ig t i 0 J ' j.. _ / 2 ) • ■ • e''. • 1 1 ' fol.) , 1 ' 1 1 _ I i ,.._ ,,• . i . . I — 4--� ..__ _ _,__ -- • _.,.. • 1 :i _..... __ __ _ _ -_ - - -.. -- T i .___r... _.____. __ I._ 1 i I . I a . I ' i _..... - 111 i I ; f_ _ I . • __ 1 _......._....4. : .. s : I ; 1 i 1 Page 2 1 CFS Version 4.14 Nabil Taha ectioa L1 50- 54.SCt _ _ .. Precision Structural Engineering Inc. (2) 800L150 -54 � � f- - ' R ev. Date: 2/4/2006 10:7 7:28 PM ) ) ` 1 By: Nabil Taha 1 Material: A653 SS Grade 50/1 No strength increase from cold work 2of0fo�ng. I Modulus of Elasticity, E 0 ksi 65 ksi Yield Strength, Fy 0 5 Tensile Strength, Fu 0 1 Warping Constant Override, Cw 0 in ^4 Torsion Constant Override, J 0 in Connector Spacing II Part 1, Thickness 0.0566 in (16 Gage) Placement of Part from Origin: 2.75 in X to right edge 0 in Y to center of gravity l Outside L ions, Angle Web k Hole Size Distance (int ) (deg) Leng (in) Coef. (in) (in) 1 1.5000 0.000 0.10800 None 0.000 0.7500 0.0000 00..757500 2 8.0000 270.000 0.10800 None 0.000 0.0000 Part 2, Thickness 0.0566 in (16 Gage) Placement of Part from Origin: 2.75 in I wn X to .left edge 0 in Y to center of gravity shape Outside dimensions, Open Radius Web k Hole Size Distance II Leng (in Angle (deg) (in) Coef. (in) (in) ) 0.000 0.0000 0.7500 1 1.5000 180.000 0.10800 None 0.000 0.0000 4.0000 2 8.0000 270.000 0.10800 None II I 1 1 1 1 I 1 1 ' CFS Version 4.14 Nabil Taha Page 1 Section: (2) 800L150- 54.sct Precision Structural Engineering Inc. (2) 8001150-54 ' Rev. Date: 2/4/2005 10:17:28 PM ' I By: Nabil Taha 1 1 1 1 i i 1 • 1 1 1 1 1 1 1 1 _ Section Inputs 4 Page 1 1,4 c___ C.FS Version 4.1 Nabil Taha Analysis: 3.5 R 2000 _pitanl Precision Structural Engineering Inc. 3.5 ft Span Simple B Rev. Date: 2/17/2005 8:26:28 AM I By: Nabil Taha I I I 4 . 4 I Analysis Inputs I Membe Revision Date and Time 2) 800 L150- 54.act File 2/4/2005 10:17:28 PM 2) 00 ` ex ey Start Loc. End Loc. Braced R (in) (in) (ft) (ft) Flange 1 0.0000 3.5000 None 0.0000 0.0000 0.0000 I Supports Type Location Bearing Fastened (ft) (in) No 1.0000 XYT 0.0000 1.500 No 1,0000 I i 2 XYT 3.5000 1.500 Loading: Dead Load End Type St 1 Distributed Angle Start Loc. End Loc. Start II (deg) 90.000 (ft) (ft) Magnitude Magnitude 3.5000 0.0000 -2.00 -2.00 k /ft Load Combination: D II Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Factor Loading 1.0000 I i Beam Self Weight 1.0000 2 Dead Load Load Combination: D +0.7E +L +Lr II Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes r Facto Loading 1.0000 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 II 3 Live Load 1.0000 4 Roof Live Load 1.0000 5 Earthquake Load I I I I Page 2 CFS Version 4.14 Nabil Taha Analysis: 3.5 ft 2000_pIf.anl Precision Structural Engineering Inc. I 3.5 ft Span Simple Beam Rev. Date: 2/17/2005 8:28:26 AM 1 By: Nabil Taha Load Combination: 0.6D +W Specification - US (ASD) 1 Specification: 2001 AISI Sp Inflection Point Bracing: Yes or Loading F Factct Beam Self Weight 0.6000 I i 2 Dead Load 1,0000 3 Wind Load Load Combination: 0.6D +0.7E 1 Specification: 2001 AISI Sp ecification - US (ASD) Inflection Point Bracing: Yes Factor Loading 0.6000 Beam Self Weight 0.6000 I i 2 Dead Load 0.7000 3 Earthquake Load Member Check - 2001 AISI S ecification - US (ASD) 1 Load Combinat Parameters at 1.7500 ft: 3.5000 ft Lt 3.5000 ft Lx 3.5000 ft Ly 1.0000 Lt 1.0000 I 1.0000 KY Section: (2) 800L150- 54.sct 1.0000 ex 0.0000 in Cbx 1.0000 Cby 1.0000 ex 0.0000 in II 1 Cmx 1.0000 Cmy Braced Flange: None Moment Reduction, R; 0.0000 Flange: V My Vx Loads: P (k) (k -in) (k (k) (k -in) 0.000 0.00000 Total 0.00000 36.816 0._00000 0.000 0.00000 Applied 0.00000 41.896 0.00000 12.851 0.00000 Strength 0.22538 1 Effective section properties at applied loads: 7.2624 inA4 8 inA2 Ixe 6.5709 in Iye Ae 1.03138 Sxe(t) 1.8690 in Sye(1) 2.6409 inA3 II Sxe(b) 1.4653 inA3 Sye(r) 2.6409 inA3 Interaction Eq uations 0,000 + 0.879 + 0.000 0.879 <= 1.0 AISI Eq. 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(541) 850-6300 • FAX (541) 850-6233 Medford Office Tel. (541) 858-8500 r ti: ....,' www.structural.com • Email: psei©structure1.corn 4-1:7 ;frt - t,' . % I PROJECT NO 14 P 2- Or, — r 2. t i 'D , ,, .., — , SHEET , c) OF ' - - 1- ...;4,!.- • v s,:i..1! . :.,;.. - -'r='''''' A ..:,_ •‘ A-A .1 5r '-''. • .F' PROJECT NAME • e Yo .,,)_ •:1 . . ! _ cDESIGNED BY VI ii... DATE I SUBJECT • .1, rn i r . De...A .? n Tii , , Ar ti HECKED BY DATE c • • . . • . • • , . . . . . . • . . . . . . . , . . . . , , : , : • . : . , ' • . . , . . • • . . • - , • . . , . . . . . . . ., ,„ s m , (...#: , r ..: d,,, . , • t . 1. n I: . tis I , . k . • : : ! i ! 9 ,. :, ; : : • i .. : ! ' •• 1 •••1 ••• i... 1 ! 1 ' : : , ! • ! : i ,' i . 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(541) 850-8300 • FAX (541) 850-8233 Medford Office Wa Tel (541) 858-8500 . . - • - - • 7 '::::::;,,.,',A. viww.stiucturel.com • Email: psei©structurel :earn .7.... , t '• 't.;'- • I PROJECT NO. v -).___( ) c) ..,._., „. — - 'r ., '''') SHEET 0 ,' 1 OF '' 1 I ,...---... • •".: ''' ,;.. '''- . ' ict.,..,:::: ....t; ; .:.'•^` PROJECT NAME A ti,. i' I, / ' ''' ' i! ' .1 CtYc DESIGNED BY V I IL, DATE I ) ) 7 ) -4 ) i r I e,- ..,„ SUBJECT .5 i Smi C. i)to ,,Sr) 1- ti t V CHECKED BY DATE '. 1 1 . 1 1 - 1 1 i i . : . I • : 7 I - - i 1 1 - , F 1." : 1 i 1 '. ,,,-, , ..- , i-•••1: if.: i it., , 1 i • ° ° - I • • : ..... i 1 i ! - . 1 1 , i : : . . . . ! 1 1 .! !, ! ! ! i i• i • . . . . ! ''‘. ! t: i, I i ,A, I ! : t i : : 1 . fli 1 , : : f. - , . ,. , , ... 1 : t.,, - 0 - 4 4- „,>, tsk „4„.„.„ .: 4,--.), i, 4. 1),.,.,--- ..1. j y.,.../Y, ,,,,,,,,, ,,,,,,i,:„, . ! 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ANSI 1 0 4 ta AISI /COFS /LATERAL -2004 S I F________.q � i American 2 `' 1 I' ` }I� Iron and Steel I Institute I I AISI STANDARD 1 Standard for I Cold- Formed Steel Framing - Lateral Design, 2004 Edition 1 : 41 i 0 I , 4 . . , , Endorsed by: 0 Steel Framing Alliance`" Standard For Cold- Formed Steel Framing - Lateral Design - 2004 1 / 62 3 1 10 B. GENERAL DESIGN REQUIREMENTS Bi General ' The proportioning, design and detailing of cold - formed steel light -framed systems, members, connections and connectors shall be in accordance [Specification] with e and the General i an Provisions for the Design of documents a ece mo dified by he provisions of this Lateral ' Prvisions and the referenced Standard. The lateral force resisting systems shall be subject to the limitations in the applicable building 1 code. B2 Design Loads The design loads and load combinations shall be determined in accordance with the applicable building code. B3 Shear Resistance Based on Principles of Mechanics permitted be calculated 'The shear resistance of diaphragms, strap fastener and walls heathing shear resistance. The by principles of mechanics using values o um resistance the diaphragm, shear wall, or strap 1 nominal strength so calculated defines the maxim d bracing is capable of developing. Available strength shall be comppudt values for e ms d an d seismic force requirements in the applicable building code. Calculate in this Lateral Standard shall be scaled to the values in this Lateral Standard. B4 Framing and Anchorage proportioned to ' Boundary members, chords, collectors and connections thereto shall be p ro po transmit the induced forces and, where required, the amplified seismic loads. • 1 i I I 6 Standard For Cold- Formed Steel Framing - Lateral Design - Imp+ /024.- ' C. WALLS Ci General _ I The design of shear walls or systems using strap bracing that eSht forces f from sifted or seismic loads shall comply with the requirements of this section. as either Type I shear walls, which shall meet the requirements of Section C2 or shall be classified as Type II shear walls, which shall meet the requirements Section I CL1 Seismic Requirements for Shear Walls Where permitted by the applicable building code, when the seismic response modification coefficient, R, (for steel systems) is taken equal to or less than 3, the design shall comply with I these provisions exclusive of Sections CS and D3.� eater than 3, the Where the seismic response modification coefficient, R, gi design shall comply with these provisions including Section C5 and D3. i C2 Type I Shear Walls Type I shear wall shall be fully sheathed and shall be provided with hold- downni an hors at I A each end of the wall segment. Type I shear walls are only permitted to have o p detailing for force transfer around the openings is p rovided as provided by this section. I The nominal shear strength for Type I shear walls, as shown in Table C2.1 -1 for wind loa or Table C2.1 -2 for wind and seismic loads or Table C2.1 -3 for seismic loads, are permitted , 0 establish available strength for such walls. The available strength shall be determined using the I safety factor (0) or the resistance factor (4) as set forth in Section Type I shear walls sheathed with wood structural or sheet steel panels are permitted to have window openings, between hold -down anchors at each end of a wall segment, where details are I provided to account for force transfer around openings. of a wall pier at the side of each opening shall be The height to width aspect ratio (h /w) s I limited to a maximum of 2:1. The height of the wall pier (h) shall be defined as the clear height of the pier at the side of an opening. The width of a pier (w) shall be defined as the sheathed width of the pier. The width of wall piers shall not be less than 2�e values in Tables C2.1-1, ' (h w of the Type I shear wall shall not ex The aspect ratio / ) exceeds 2:1 the available shear strength shall be C2.1 -2 and C2.1-3. Where the aspect ratio (h /w) t : Ill adjusted as required by Section C2.1. Setbacks of structural walls shall not exceed the designed for the th e setback exceed four joist except web e additional loads, but in no case shall depth of the member. i< C2.1 Available Shear Strength. 1 a Where allowable strength design (ASD) is used, the available strength shall be determined by dividing the nominal shear strength, shown in Table 02.1-1, (2.1-2 and C2.1 -3by a s safety factor (s2) of 2.5 for assemblies resisting seismic loads and 2.0 for assemblies resisting wind loads. is used, the available strength shall be Where load and resistance factor design (EKED) shown in Tables C2.1 -1, C2.1 -2 and determined by multiplying the nominal shear strength, II 1 Standard For Cold- Formed Steel Framing - Lateral Design - 2004 c , C2.1 -3, by a resistance factor (4)) of 0.60 for assemblies resisting seismic loads and 0.65 for I 4 assemblies resisting wind loads. Where a height to width aspect ratio (h /w) of v segment t rength shall be t m pli d permitted in Tables C2.1 -1, C2.1 -2 and C2.1 -3, the available shear exceed 4:1. by 2w /h, but in no case shall the height to width aspect ratio (h / N, ) The available strength for shear panels with different sheathing materials and fastener configurations applied to the same side of a wall is not cum f the For walls the material I of the same type and nominal strength applied to opposite inal shear strength of material of the same capacity is cumulative. all be either two the available II shear strengths are not equal the available shear strength e of the shear strength of the material with the smaller value available shear strengths dissimilar stronger side, whichever is greater. Summing the I material applied to opposite faces or to the same wall line is not allowed unless permitted by Table C2.1 -1 I C2.1.1. Design Deflection The deflection of a blocked wood structural panel e sheet steel shear wall fastened throughout is permitted to be calculated according 3 vh 5/4 v 2 (Eq. C2.1 -1) 8 = 8vh + 0 o + ah X 0) 3 .-- + 8 ' TT; (2)1 l 2 2vh vh + 5/4 y + a ° (Eq. C2.1 -2) F or SI: 8 = + �Dz 0), 2�3 4 (0.00290fl) 3E, A c b PGt.beathing where: Ac = Gross cross - sectional area of chord member, in square inches (mm I b = Width of the shear wall, in feet (mm) (203,000 MPa) E. = Modulus of elasticity of steel = 29,500,000 psi ( square inch (MPa) 1 G = Shear modulus of sheathing material, in pounds per h = Wall height, in feet (mm) s = Maximum fastener spacing at panel edges, in inches (mm) a t i g = Nominal panel thickness, in inches (mm) I ttud = Framing designation thickness, in inches (mm) v = Shear demand (V /b), in pounds per linear foot (N /mm) V = Total lateral load applied to the shear wall, in pounds (N) 8 = 810 for plywood and 660 for OSB inches) = 500 (t /0.018) for sheet steel (for t.te.tt,+ng in 500 (t, thing /0.457) for sheet steel (for t.twtt ►g in ) r, 8 = Calculated deflection, in inches (mm) g. = Deflection due to anchorage/ attachment details, in inches (mm) p = 1.85 for plywood and 1.05 for OSB inches) I S = 0.07(ta t�►g/0.0 for sheet steel (for t.heattdng i I = 0.075(ta,e.t�g /0.457) for sheet steel (for t.nw.tt,i,g in mm) col = s/ 6 (for sin inches) and s/152.4 (for sin mm) „� Wz = 0.033 /t.t„d (for tstud in inches) and 0.838 /tstud (for tstud in mm) I I 8 Standard For Cold- Formed Steel Framing - Lateral Design - Z/v��o4 . • 'Vb 1 W3 =ti 2 ou =1 for wood structural panels I = 227.5 (for F in MPa) for sheet steel 1 1 31 (for F in ksi) and = F , y ( r I C2.2 Limitations for Systems In Tables C2.1 C2.12 and C2.1 - 3 The lateral resistant systems listed in Tables C2.1 -1, C2.1 -2 and C2.1 -3 shall conform to I the following requirements: 1. Studs shall be C -shape members with a minimum thickness of f 33- mils, flange width of 1-5/8 inches (41.3 mm), web depth of 3 i inches (89 mm) g I stiffener of 3/8 inches (9.5 mm). 2. Track shall be a minimum thickness of 33 -mils with a flange width of 1 -1/4 ' inches (31.8 mm) and a web depth of 3 -1/2 inches (89 mm). 3. Fasteners along the edges in shear panels shall be placed not less than 3/8 inches (9.5 mm) in from panel edges. 4. Panel thicknesses shown are minimums. I 5. Panels less than 12 inches (305 mm) wide shall not be used. 6. Maximum framing spacing shall be 24 inches (610 mm) on center. I 02.2.1 Sheet Steel Sheathing permitted to resist Steel sheets, attached to cold - formed steel framing, shall be _ horizontal forces produced by wind minim seismic metal thickness shown in Tables C2.1 -1 ' 1. Steel sheets shall have a grade of structural quality steel: ASTM or C2.1 -3, and shall be of the following I A1003 Grade 33 Type H. 2. Nominal shear strengths, used to establish available t - r seiarc shear lo loads. Table given in Tables C2.1 -1 for wind loads and Table I C2.1 -3 shall also be permitted for calculating the nominal shear strength for wind loads. 3. Steel sheets are permitted to be applied either parallel to or perpendicular to I framing•{ to be overlapped and attached to 4. In lieu of blocking, panel edges are p each other with screw spacing as required for panel edges. Where such a I connection is used, tabulated design values shall be reduced 30 percent. 8 or No. 10 in i. 5. Screws used to attach steel sheets shall be a minimum accordance with Table C2.1 -3. I 02.2.2 Wood Structural Panel Sheathing. anels, Cold- formed steel framed wall systems, sheathed with structural s subject p to or shall be permitted to resist horizontal forces produced by the following: comply with DOC PS 1 or PS 2 and shall be II t;: 1. Wood structural panels shall P Y manufactured using exterior glue. Nominal shear strengths, used to establish the available shear strengths, are 0 1 2. t given in Tables C2.1 -1, for wind loads and Table C2.1 -3, for seismic loads. Table C2.1 -3 shall also be permitted for calculating the nominal shear strength for g I Standard ForCold - Formed Steel Fra ming - Lateral Design - 2004 i ') 7 wind loads. lied either parallel to or perpendicular 1 J 3. Structural panels are permitted to be applied P to framing. 4. Wood structural panels shall be attached to steel framing I head diameter of um No. 0.285 8, flat -head self - drilling tapping screws with a minim a screws with 5 inch (7.24 mm) or No. 10, flat -head self - drilling tapping with with a m inimum head diameter of 0.333 inch (8.46 mm), 1 C2.1 -3: 1 (plywood) shall be 5. Where 7/16" OSB is specified, 15/32" Structural 1 Sheathing (p yw permitted for the values in Table C2.1 -1 (wind loads). I . 6. Increases of the nominal loads shown in Tables C2.1 -1 and 02.1-3 as allowed by other standards shall not be permitted. I C2.2.3 Gypsum Board Panel Sheathing gypsum board, shall be 1 b Cold- formed steel framed wall systems, shea�a or seis loads subject to the permitted to resist horizontal forces produced by following: 1. Nominal shear strengths, used to establish the available shear strengths, are given in Tables C2.1 -2. 2. The available shear strengths ths deterrtmn ed from the values liste oth ine er Ta s ar) shall not be cumulative same ne shear herein. 1 materials applied to th 3. Screws used to attach gypsum board shall be a minim um No. 6 in accordance with ASTM C954. I TABLE 02.1.1 NOMINAL SHEAR STRENGTH (Rn) FOR WIND LOADS I FOR SHEAR WALLS (Pounds Per Foot) '� � - .i§ .�- f s � C' ug, n a 'K , - : ' s A . : , ;1. ? � � ` i ,,,, , „>, `" r ��, � � � �� s, a ,Z ' "‘ x� $ "a � � . c�'�.."v�i 1.r � � °� �' tom . , �� s < .� �, g r�^ '� 2 � � fi � ; : c i s $ r i x s v ,, _ , i' „t '� �� ,„ , ;': , ' y .. , ,"; 3 �.' - ' � : £ yXb c a7 ,� � ffi. ka t , F ., v .inns'. ��. aat,a b.:3S y., 15/32" Structural 1 sheathing (4-ply), 2:1 1065 $ - I one side 910 s 1410 ® 1910 7/16" rated sheathing (OSB), one side 2:1 7/16" rated sheathing (OSB), one side 2 :1 1020 - 11111 — 1 oriented perpendicular to framing 1825 7/16" rated sheathing (OSB), one side 2:1 - 1025 El m 0.018" steel sheet, - one side 2:1 485 - IIII 1 1,000 1085 1170 0.027" steel sheet, one side 2:15 or divided by 1) Nominal shear strengths shall be multiplied by the resistance factor (4) to determine design strength the safety factor (n) to determine allowable r strengths i (30 forth o.cnunless io otherwise shown. I 2) Screws in the field of the panel s hall 4 I I Standard For Cold- Formed Steel Framing - Lateral Design - 200.. I 10 --44., 3) Where fully blocked gypsum board is applied to the opposite side of this assembly, per Table C2.1 -2 with screw I spacing at 7 Inches (178 mm) o.c. edge and 7 inches (178 mm) o.c. field, these nominal strengths are permitted to be increased by 3096. I 4) See Section C2.1 for requirements for sheathing applied to both sides of wall. 5) Shear wall height to width aspect ratios (h/w)i greater than 2:1, but not exceeding 4:1, are permitted provided the ` nominal shear strength is multiplied by 2w /h. See Section C2.1. 6) Shear values permitted for use in seismic design where the se l equal to or less than 3, subject to the limitations in Sectio is response modification factor, R, is taken 7) For Sl:1" _ 25.4 mm, foot _ 0.305 m,1 lb .. 4.45 N 1 TABLE C2.1-2 NOMINAL SHEAR STENGTH Rn), FO H WIND M BOARDs� . 3 � OADS FOR SHEAR WALLS FACED 1 (Pounds Per Foot) 1 :: - , { °Y B ..,... . A'.sx x� �,Tn. .Yi."A 3 A.�94"f .k I,' K � HI Gypsum applied y £� , r 7 7 I 290 :, endicula " um board to framing with strap blocking behind 4 4 J on lane the horizontal joint and with solid lid on one side of 2:1 blocking between the first two end 4 12 295 I wall; studs max: studs or applied vertically with all 24" o/c edges attached to framing members 8 12 230 I. Nominal sear strengths shall be multiplied by the resistance factor (4) to determine design strength o II. h r divided by as foh In Section C2.1. the sa fety factor (11) to determine allowa shear str engths set rt . See blocked assemblies S C2.1 for requirements for sheath applied to both sides of wall. 3. Unre peritted provided the nominal shear strength values above are m multlpii by 0.35. I 2 4. For SI: 1."'. 25.4 mm, lfoot '. 0.305 m, 1 Ib' 4.45 N TABLE C2.1 -3 NOMINAL SHEAR STRENGTH, (Rn)FOR E1 LOADS FOR SHEAR WALLS 7 / 1 � . •. 780 990 33 or 43 15/32" Structural 1 3 2:1 sheathing (4-ply), one side 2:1 890 1330 - 1775 2190 43 or 54 MEIN 2:1 3 700 91 2:1 825 2060 43 or 54 0 I 7/16" OSB, one side 2 940 1410 1760 2350 mum 8 68 10 2 :1 1232 1848 2310 3080 O 1 0.018" steel sheet, one side 2:1 390 INIINIIIIIIIII 0.027" steel sheet, one side 4:1 - 1000 1085 11 a �e�ine design strength or 1 Nominal shear strength shall be multiplied by the resistance factor ( }) as set forth in Section C2.1. divided by the safety factor (Q) to determine allowable shear strength 2 Screws in the field of the panel s instal installed 12 in th es ( bu mm) � hall � , ot 1 0 are show I 3 Sh wall height to width aspect ratios (h/w) gth re multiplied Section C2.1 for is foe I 4 See sheathing pp ed to s des of wall See i i i 1 Standard For Cold- Formed Steel Framing - Lateral Design - 2004 / v2_ i Unless noted as (min.), substitution of a stud or track of a different designation thickness, per the General 0 Provisions, is not permitted. Type H steel for members with a designation studs and track shall thickness Wall ckness of 33 and 43 mil and �0 3 Grade 50 Type H steel for members with a designation thickness equal to or greater than 54 mils. 7 For SI:1" .. 25.4 mm, 1 foot = 0.305 m,1 lb = 4.45 N 1 C3 tYP a II Shear Walls Type II shear walls sheathed with wood structural panels or sheet steel Type permitted ed to I resist wind and seismic loads when designed in accordance with shall meet the requirements for Type I shear walls except as revised by this section. I C3.1 Limitations I ls: The following limitations shall apply to the use of Type II shear al lsons of Section C3.2.3, 1. A Type II shear wall segment, meeting the aspect ratio (h/ w) shall be located at each end of a Type II shear wall. Openings shall be permitted to occur beyond the ends of the Type II shear wall, however the width of such openings shall not I be included in the width of the Type shear wall• shall be based upon 2. In other than Seismic Design Category inches the o c nominal shear strength edge screw spacing not less than out of plane I 3. A Type II shear wall shall not have u on each side of the ffset shall be considered as offsets occur, portions of the separate Type II shear walls. I • 4. Collectors for shear transfer shall be provided for the full length f of w Type shear wall Type II 5. A Type II shear wall shall have uniform top of wall gn by methods. Z shear walls not having uniform elevations shall be designed othe ' 6. Type II shear wall height, h, shall not exceed 20 feet. C3 Type II Shear Wall -- Design Shear Resistance I 2 The available strength of Type II shear walls shall be equal to theme adjusted shear �) resistance, as determined by the provisions in Section C32.4, times th e sum I H shear wall segments and shall be calculated in accordance with the following: 03.2.1 Percent Full Sheathing of The percent of full- height sheathing shall be calculated as the sum of widths ( g,i) i Type II shear wall segments divided by the total width of the Type II shear wall including openings. I 03.2.2 Maximum Opening Height Ratio calculated by dividing the maximum i . . The maximum opening height ratio shall be opening dear height by the shear wall height, h. nad usted Shear 03.2.3 U Resistance 1 c�cu in • I lated in The unadjusted shear resistance shall be the available shear strength leS cu 1te and accordance with Section C2.1, based upon the nominal strengths a �) calculations shall not C2.1 -3. The aspect ratio (h /w) of Type II shear wall segments I exceed 2 :1. ratio w of Exception: Where permitted by Tables C2.1 -1 and C2.1 -3, the aspect r>n fitted to 4 4:1, shall be pe Type II wall segments Brea ter than be ��uste d s e sistan th provided the shear values ' be included in the calcula • I 12 Standard For Cold- Formed Steel Framing - Lateral yews', - __i ( 3 ... I in that segment are multiplied by 2w /h. C3.2.4 Adjusted Shear Resistance The adjusted shear resistance shall be calculated by multiplying the unadjusted shear resistance by the shear resistance adjustment factors of Table C32-1. sheath t � sh values of opening height ratio and percentages of full-height eb interpolation. resistance adjustment factors shall be permitted to be d etermin by rP I Table 03.2-1 SHEAR RESISTANCE ADJUSTMENT FACTOR -C. ° E , Y '� a ` a 3 g S"� t �` '' S , d i s "�o-k�r ,. , . -� � f c`^�` n z f - a�' a a P s. . h , s'''''',: 4 ',„A; s` z r *� r a � � �"a a �.� � � ,. z, q ` '�*' - 3 - . �- ,, '�ias 6'-8" 8 , /y � �`��,� ILA '���n� x 's f ' y - ,,,�n a ✓s ',' ,: it .,emu • -A :'''' .. f. +sa- .w.. I 8'-0" 2'-8" 4'-0" 5 ' -0" J (2440 mm) (810 mm) (1220 mm) (1630 mm) (2030 mm) ( 1p� -0" (2440 mm) 5' -0" 6 ' -8 " 8' -4" 3'-4" 3�0 mm) 00' -0" mm ) (2030 mm) (2540 mm) I (3050 mm) (1020 mm) (1530 N, . r... . . .- >. 0. I 20% 4 3 , 140., F 1.00 0.69 0.53 0 0.42 10% 0.56 0.45 1.00 0.74 0.59 0.49 30% 1.00 0.74 0.63 0.53 0.45 40% 1.00 0.77 0.50 50% 1.00 0.80 0.67 0.57 0.56 I . 1.00 0.83 0.71 0.63 70% 0.77 0.69 0.63 I 70% 1.00 0.87 0.77 0.71 80% 1.00 0.91 0.83 0.71 1.00 0.95 0.91 0.87 90% 1 100% 1.00 1.00 1.00 1.00 1.00 I 1 See Section C3.2.2 2 See Section C3.2.1 C3.3 Anchorage and Load Path Design of Type II shear wall anchorage and load path s�lc�orm to the requirements of this section, or shall be calculated using principles of m I 03.3.1 Anchorage for In -Plane Shear The unit shear force, v, transmitted into the top and out of the base of the Tg e I segments nd into collectors (drag struts) shear wall full-height sheathing segm I II shear wall segments, shall be calculated in accordance with the following: (Eq. C3.3 -1) V I v C.E L1 where: Iv = unit shear force (plf, kN /m) v V = shear force in Type II shear wall (lbs, kN) C. = shear resistance adjustment factor from Table C3 -1 ELi = sum of widths of Type II shear wall segments (feet, mm /1000) It Type II Shear Wall Ends C3.32 Uplift Anchorage at Ti►P provided at each end of the Anchorage for uplift forces due to overturning shall be p L u Standard For Cold- Formed Steel Framing - Lateral Design - 2004 a' I 14 rom Type II shear wall. Uplift anchorage and boundary chord for a and shall b d d et er mi ne d shall Eq. C3.3 -2. Where seismic loads govern, the uplift anfo g also comply with the requirements of Section C5.3. I (Eq. 0.3 -2) C = Vh C E L, 1 where: C = boundary chord force (tension /compression) (lbs, kN) = shear force in Type II shear wall (lbs, kN) I v h shear wall height (feet, mm/ 1000) C. = shear resistance adjustment factor from Table C3.2 -1 ELr = sum of widths of Type II shear wall segments (feet, mm /1000) , C3.3.3 Uplift Anchorage Between Type H Shear Wall Ends In addition to the requirements of Section C3.3.2, Type II shear wall bottom plates, at • I full- height sheathing locations, shall be anchored for a uniform uplift force, t, equal to the unit shear force, v, determined in Section C3.3.1. 1 03.3.4 Load Path A load path to the foundation shall be provided for the uplift, shear, and compression forces as determined from Sections C3.3.1 through C3.3.3 inclusive. Elements resisting shear wall forces contributed by multiple stories shall be designed for 4 the sum of forces contributed by each story. V C4 Strap Bracing I Strap bracing, as part of a structural wall, is permitted to resist wind and seismic forces and shall be designed in accordance with the Specification and General Provisions. • C5 Special Seismic Requirements C5.1 General I Where the seismic response modification coefficient, R, used to determine the lateral forces greater orces is taken eater than three, the requirements of this section shall apply in addition to the requirements of Sections C2, C3 and C4. I C5.2 Connections The required strength of connections for diagonal strap bracing members, top strength of chord sppl c� I ry bounds members and collectors shall be the lesser of the nominal ten t b e used to resist member or amplified seismic load. The pull-out resistance of seismic forces. I C5.3 Anchorage of Braced Wall Segments ends of wall segments, that resist seismic other vertical boundary members gm Studs or oth embers at the end ora or dial l braces, shall be anchored such that the loads, braced with either sheathing g of the track web. Both flanges of the I bottom track is not required to resist uplift by bending or other vertical boundary 111 studs shall be braced to prevent lateral torsional budding• I members and anchorage thereto shall have the nominal strength to resist amplified seismic loads, I 14 ' Standard For Cold- Formed Steel Framing - LaLCI .,....'e.. f, ) but need not be greater than the loads that the system can deliver. Foundations need not be • ' designed to resist loads resulting from the amplified seismic C5.4 Sheet Steel and Wood Sheathing loads. provide lateral resistance, the design and construction of I Where steel or wood sheathing p eter such walls shall be in accordance with the additional _ ddetailed requirements o distribute the shearing members at openings shall be provided and shall I members Wall studs and track shall be of ASTM A1003 Grade Type steel for members with a designation thickness of 33 and 43 mil, and A1003 50 Type H n with a designation thickness equal to or greater than 54 mils, d h nominal a des gnatio I thickness, per the General Provisions, conforming to Table C for light-framed a� wall systems for buildings, where the seismic 3, shall ons response be modification up n coefficient. R, used to determine the lateral forces is taken greater values from Table C2.1 -3. C5.5 Diagonal Strap Bracing I Where diagonal strap bracing provisions shall be made for pretensioning, or other methods of is P provided for tension-only bracing shall be used to guard I g permitted to exceed against loose diagonal straps. The slenderness ratio of the brace shall be pe 200. 1 It 1 II. . .. 'I i !.I . '' i a ,, 4 . • 1 1.2.1 1 .4■, IM +: „• Precision 1 Al Ili* a�� � �•�.��- • -- Structural AMN . Al MI �� AMMO .- ��.�__ �� ��� 1 • Engineering, Inc. Nimmim I + � i 1 1 1 1 Storage Rack Design i Pages 2,000 — 2,999 1 1 1 1 1 1 4810 B Shasta Way Tel. (541) 850 -6300 Fax (541)850 -6233 y Email: psei atcharter.net Klamath Falls, OR 97603 Fax(541)776 -4663 1 836 Mason Way Tel. (541) 858-8500 Medford, OR 97501 Tel. (5ructure1.com Email: psei1 @gwest.net 1 I I I 1 1 / 2' -0" t 41_oa 1 Max. wt. Assumed on Each Shelf =50 lb. I i I . I I I I 1 H i b I ! f z 1 I ' I 1 ( r. „t: . ' ; ;f;, .f:•S: ' i t w = N N I DETAIL B, TYP. I 4 STORAGE RACK CONNECTION DETAILS Scale: NTS 1 i 17-- Post of Rack. 1 11 GA. Anchor Clip Attached to Post w/ 1 "0 Bolt w/ Nut & Washer. 1 urn Existing Hilti �"0x21" EmbedmenT 9 Floor. Kwik Bolt 3 Expansion Anchor at Each Side. NOTE: Shelving Should be Attached to Floor Only. DETAIL B 1 1 1 I i 1 1 1 1 1 1 1 _r , E$R7111 I RE PORT TM R eissued September 1, 2007 This is subject to re-examination in two years. I aoeol • PO MOW own ■ sap Workmen Pa Wed, Menu 36213 ■ l MOW 5111011300 . ICC Evaluation s�frlricfa+ Inc. �� • 000 Morel* Rood, R�oNd. ��� Fsk � ��. VOX 711.43f#5 W� ICC.OS.Ora OOIa • am w«« I stainless steel. The hex nut the hex nut for stainless steel to Sectional: 151 CONCRETE ASTM A 563.04, Grade Section: 03151—Concrete Anchoring conforms ASTM F 594. I The anchor body is comprised of • high - strength rod REPORT HOLDER: threaded et o e end and a tapered mandrel e he es -sees end. The tapered mandrel is .noised by HILT!, INC. expansion element which freely moves around the mandrel. 5400 BOUTH 122 EAST AVENUE TULSA, The expansion element movement is restrained by the 500)1 4000 OKLAHOMA 74146 mandrel taper and by a collar. The anchor is installed in s mILI ( 671 -x000 prsdrllied hole with a hammer. When torque Is applied to the nut of the Installed anchor, , tum expanded app rest the wa I eeMA.'``MIAM hiltl.com expansion element, which d the drilled hole. EVALUATION SUBJECT: Installation information and dimensions are set forth In I ANCHORS ORS KWIK I BOLNC CARBON AND STAINLESS STEEL Se p t and structure lightweight concrete must ANCHORS IN CO to Sections 1903 and 1905 of the IBC and UBC. 1.0 EVALUATION SCOPE 4,0 DESIGN AND INSTALLATION I Compliance with the following codes: 4.1 Strength Design: i • 2008 International Residential Code' (IRC) • 2006 International Building Code (IBC) 4.1.1 r emend: Design strengths must be detsrminad in accordance with ACI 316-05 Appendix D and this report. are provided In Tables 3 and 4. Strength • 1997 Unilomn Building Code"" (UBC) � u l g�p arameters h p given In ACI 316 D.4:4 must be used I Property evaluated: for bad combinations calculated In accordance with Section 1805.2.1 of the IBC or Section 1612.2 of the UBC. Strength Structure) reduction factors I as given In ACI 318 0.4.5 must be used for load combinations calculated in accordance with 2.0 USES bt C or Section 19092 tithe UBC. Strength The HMI Kwik Bolt TZ anchor (KB-1Z) is used to resist studio, Appendix ding to ductile steel Stre may be and factors # corresponding to provided el Figure 6. III wind. and seismic normal-weight tension and shear foods in adn sand nd used. An example In Tension: uncracked concrete and for Static Steal h lightweight concrete having a specified compressive strength' 4.12 IRequlreb be calculated in f,,, of 2,500 psi to 8,500 pal (17.2 fdPa to 58.6 MPs); and The suet strength in tension must or structural sand accordance with ACI 318 D.5.1. The resulting N, values are crocked and une over metal deck having a minimum a In with ACI 3 and 4 d thb report specified d compressive ret os f! d 3,000 psi (20.7 NPs). p for 8tstre Concrete Bnsafrout apeclanc sa s trength, ��� to cast -In -place 4.1.3 Requirements breakout Breakout The anchoring system In Tension: The basic concrete I anchors described in Sections 1911 and 1912 of the IBC and Strength must be calculated according to ACI 318 Section the values of h. r and 1 es given in Tables 3 strength also used where 19232 �n The anchors is submitted D.5 tension The ev i n Tles concrete also d used where an engineered in tendon h regions where analysis aoc D E SCRIPT h Section 8301.1.3 tithe IRC. bro 4 �tf s ��!nd k, roe 3.0 DEgCRIpT10N indicates no crocking In accordance i van bt Tables 9 r I expansion 0.5.2.8 must be calculated with KN.: 9 mechanical sops 4 . For carbon steel KB-TZ Installed in the soffit of structural I anchors. s. KB-TZ are nchoue- controlled, or normal-weight Inst ll ooncreta on steel de a edge (expansion anchors omelet a a stud (anchor body), lc uro 5, calculation of the wedge steel elements). nut, and washer. The anchor sand Ilof assemblies, omitted. ( Section Figure 1. The stud b and roof assemblies. as shown Fig manufactured steel version) b n ustrated M Fig strength may manufactured from carbon or stainless steel materials with concrete breakout corrosion resistance equivalent to Type 304 stainless steel. 4.1.5.) Critical Edge Distance: In I Carbon steel KB-TZ anchors have a minimum 5 pm (0.00002 4.1.4 Requirements for supplemental reinforcement to inch) zinc e K The anchors n are fab ricafedt from stainless and applications where c < c„ and supp present, f or concrete to steel with stwith�cor+oabn resistance equivalent t to Type control splitling of the concrete is not �° ra in other MOWN not spectfically midmost wor ore thm to be onalmat pEpORTe h . not to k coward as momently Is no iNDv 4 d1drlla s.* . redo nr6�lect of the report or a nowwnriNarJ� Is use f*ar '° arawn0'N covnarythe ms. I finding or other wars in call: report, Flap 1 of 14 Copyright 0 2001 r 00 ESa -1917 I Page aofl4 lightweight or norms{- weight concrete on steel deck flag and in tension for untracked concrete, 9 In Figure 5, is steel given In Table 3. breakout s assemblies, as shown i9 equation: on: according to ACI 318 Section D.5 2, must be 4. 7 Requirements for Static Concrete V c concrete further multiplied by the factor 4 as given by the following Strength o f Anchor in Shear, V.. equation: breakout strength shear capacity must be calculated in c (1) accordance with ACI 318 Section D.6.2 based on the values I WcrN = c provided in Tables 3 and 4. The value of I. used in ACI 918 Equation (D-24) must taken as no greater than h need not be taken u tae 4.1.8 Requirements for Static Concrete Pryoat Strength whereby the factor Wcr.N of Anchor in Shear, V,,, or V,,,,: Static concrete pryout I =1.0. Viiues for the shear capacity must be calculated in accordance I than 1 � . For all other cases. Wp N strength by using the value of lei co with ACI 318 Section 0.6.3. and the value of k , critical edge distance c.. must be taken from Table 3 or Tabu in Tables 3 and 4 d report 4.1.3 of this report For 4. or N as calculated In Be dof�atrudurei sand lightweight or anchors installed in the soffit for Static Pullout StrengAfr�M norma�bM concrete over profile steel deck floor and roof Tension: .8 n: The pullout of the anchor in cracked Tension: Ths pullout strength Ivan in Tables 3 assemblies, as shown in Figure 5, calculation of the concrete andr 4. In a co r an where ce with ACI 318 Is given the pry-out strength In accordance with ACI 318 Section 0.6.3 Is and 4. In pullout strength in cracked must be not required. nominal pulbut 4.1.9 Requirements for Minimum Member Thickness, I calculated according to the following equation: Minimum Anchor Spacing and Minimum Edge as 2 in Neu of ACI 318 Section 0.8.3, values of c„,,, and Ave N, fe = N " ' 2, 500 (11:1. psi) () given In Tables 2 and 3 of this report must be used. in Neu of ACI 318 Section D.8.5, minimum member `us dh l given o bi in Tables 3 and 4 of itle I nca c and spacing a,„, I combinations for may be derived vsd by hY linear e interpolation between the given I i /' boundary values. (See Figure 4.) The critical edge distance Nov, = N,,., (N, MPs) at comers must be minimum M accordance with ACI 318 17.2 Section 0.8.6. for Seismic Designs For load is cracking in 4.1.10 Requirements for design must be I In regions where analysis Indicates no D,u the nominal pullout combinations 0 R Including r S e is ke. accordance with ACI 318 Section according to ACI 318 Section 0.3.3 as modified by strength In tension must be calculated according to the Section 1908.1.16 of the IBC, as follows: following equation: Ad 311 CODE V D.3.3. EQUIVALENT CODE sfE11i ■ 311 ID.3.3. DEMO EQUI ALE (3) A ION Nr� r • = N„,„,„. 2.5 (lb, psi) Moderato or high Seismic Design Categories I IBC and IRO seismic risk C, O. E. and F high Seismic Zones U BC seismic Ask 28 3 and 4 r N MPs) and the nominal coronets N , ,, r. =N ON° (� The nominal steel in tension, and the nominal breakout nominal strength suers p Where values for pullout or N om , .,., are not provided in Table 3 concrete breakout strength strength for anchors in I to ACI 318 Sections D.5 o r Table 4, the pullout strength In tension need not be shear. must be calculatebac mount the corresponding 0.6, respectively evaluated. values oiler In Tables 3 and 4. The anchors oomph with ACI The pullout strength In cracked concrete of the carbon sf 318 D.1 as ductile steel elements and must be designed in weight ght installed In the soffit of sand d oof a s m or lies s accordance with ACI 318 Section 0.3.3.4 or 0.3.3.5. The on steel deck floor and root asssmbllss, as �� pullout strength N,,,r, and the nominal steel strength shown In Figure given in Table 3. In accordance with ACI for nominal re b shear V„,,, must be evaluated with the vacua shown In Figure 5. is g pullout strength must t adjusted 318 Section must b e.c, the ra ail pu In cracked given In Tables 3 end 4. values of N ,�.' I the value mu be calculated st ubs according to Eq. Cl� for concrete strength es follows: stainless steel the value Of N ., must be substituted for N,,.,. �_ � (4) in l M-TZ deck anchors installed in no g of Now, = NA* 2,500 r' » I this report. . on i steel deck e anal es is this report• In regions where analysis indicates accordance with ACI 318 Section D.5.3.6, the nominal pullout strength in tension may be increased by W cs as given in N = N�.rr i (Ni, mss) I Table 3. W is 1.0 for all cases. Minimum anchor efer of 3.0� ""'`r 17.2 along the flute for this condition must be the greater or V are given In Table 3 or Table or 1'l, times the flute width. If no values for kiwi ` ~` values govern. (See Sections V .:In 4, the static design strength 4.1.8 Requirements for Static Steel Shear Capacity 4.1.5 and 4.1.6.) given in ACI 318 Section 0.6.12(c), I lieu of the value of V. as g report must be LlwhtwwlgM Concrete: When used. The shear e giv in Tables 3 and 4 er this repo lure 4.1.11 Structural Sand used. Ths shear st l ed In V the as governed soffit of by steel of the KB-TZ installed in tits soffit of structural sand structural lightweight concrete is used, values determined in I �t E8R -1117 Page ! modified by a factor of 0'80' ue 4.1.12 accordance a wilt ACI 318 Appendix assemblies, see Fig al Inspection: Deck: se of 0.80. asseSpecial 4.4 sand lightt igt tt concrete allo 1704.13 of the IBC eWquired, the continuously during Table in accordance with values Pre special inspector must be on th J anchor dimensions, Installation details re show in Figure 5. anchor type hole anchor installation ty to c verify compressive strength, 4.2 Al a e bN St ss Design: concrete type, concrete rocedures, anchor anchor dimensions, edge with Section 1805.3 o dimensions, hole cleaning p 4.2.1 General: Design resistances for use with allowable distances, stress design load combinations the IBC caicul, end Section of the i Uefete thickness, anchor embedment, and II of the tightening UBC, must be established as follows. 5.0 CONDITIONB OF USE comply with a 3 ( 5 ) The Hllti KB-TZ anchors described in this report R,�.,,,uo the codes listed In Section 1.0 of this report, subject to the : or s hear as the limiting cula design in in following conditions: where Rd I • � calculated according to ACI 5.1 Anchor .re as set forth in and embedment tension (t on or 0.4.1.1 and depths 316 Sections D.4.1.1 ,nd D.4.1.2 and Section 4.1 of The anchors must be Installed in accordance report. For load combinations including earthquake, aea 5.2 o by manufacturer's Published instructions i R, in Equation (5) must p 3 3 3 �� Ka o^ ad4a distance case of conflict, this roped governs. and ACI is Sadler In Tables 3 must limited use end structural sand anchor spacing and member thickness. as given loads for 5.3 Anchors s 4 of this report. must and h • te with le service s distance or uncracked single g reduction in tension provided and ed in Tables no 6 t for lightweight o Crete psi having 8, • speckled Pal omp a 58.8 m roc ludion are provided In Tables 8 through 9, .6 These values have been derived per Equation (5) strength and cracked and uncrecked normal ght illustration. reduction factors *from Tables a ctural sand lightweight concrete over metal deck having usingtheapproPrlata st ren g th reduc in Section 42 of this hh a minimum specified compressive strength, f. ' 3 and 4 and the or factors provided of 3,000 psi (20.7 MPs). report used for calculation purposes must not The value of E a must STRENGTH taken u follows: 5.4 The values of f. exceed 8,000 psi (55.1 MPs). REFERENCE FOR RS Including Seismic rs must be adjusted in REDUCTION FACTO Seismic 5.5 accordance P° with Sector 1605.2 of the IBC and ® 1812.2 or 19092 of the UBC for strength ACI 318 Section D.4.4 ® de n, in accordance with $ection 1805.3 of the 4.2.2 ACI 318 Section D.4.5 ®® C end Section 1812.3 of the UBC for allowable stress Sion: In l ieu of ACI 318 0.7.1, D.7.2 and 0.7.3, design. interaction lobs design values must be established in interadio^ mo be 0.2 as follows: full 5.8 Strength accordance with Section 4.1 of this report. ns shear loads V s 0.2 • V.r.,.�aa the tell a 110 bi °load In tension T,ion loads o b° taken. 5.7 Allowable design values are established in accordance the full allowable load Sadler 42. For tension be t with and edge distance as well as minimum I in shear V,�,.,uo 5.8 mber t mess must comply with Tables 3 and 4 . For all other cases: dstaib T y (8) 5.9 Prior to installation, with this ionsreP� mus be s 1 T + y.Ma. submitted demonstrating be P re code official. The calculations ts design details must prepared by the Professional where required is to be cons II 4.3 Installation: profession in which the prcl to be co aluatin f the to 5.10 Since an ICC-ES aaroPta^ca criteria expansion anchors Installation parameters are provided in Table 1 and In Figure to determine the p°�joadinptals unavailable 2. The KB-TZ must be installed according ue or shock and this report. Anchors subJscted to fatigue anchors under such menuhct reI in red instructions time, the use of these of this report a installed OnrY holes in ill drilled �� complying ANSI conditions beyond the scope I carbide a nominal drill bit diameter �� � depth be Installed in regions of concrete where 8212.16 -1994. The The drilled hole must 5.11 Anchors may occurred or where analysis indicates to that or embedment by at least one anchor diameter to trekking has o e f subject to the conditions of of arch re r must s provide a tie into the cracking may occur (f f ) , J permitover - driving of anchors must be hammered into the this report to area as required. The m ay be used to resist short - term loading are surface. !led hole until at least four threads ast the washer 5.12 Anchors may subject the conditions of this surface• a nut must ci if l e i dd h in Tabl g e 1 are achieved. For wind or seismic force . the torque values spa concrete on steel deck assemblies, MCA installation In the soffit of con cod I deck not exceed the diameter 5.13 Where not otherwise Prohibited in the code, KB-TZ the hole hole In th diameter in the steel then 'I inch (3.2 mm). For an rs are permitted e for use with n fire KB I of the hole in the concrete by more distance restrictions for member thickness and edge I Page 4 of 14 I construction provided that at least one of the following 6.0 EVIDENCE SUBMITTED 6.1 Data In accordance with the ICC-ES Acceptance conditions is fulfilled: Mechanical Anchors In Controls f dated January 2007 (ACI ' Elements • Anchors are used t resist ist windsi envelope (AC193 only. Criteria • Anchors that support • firs - mb are p by 6,2 A quality control manual. p a prove resistance-rated 6s materials, or have been evaluated for resistance to fire exposure in 7.0 IDENTIFICATION ng labeled with the ' accordance with recognized standards. The anchors are I identified by pac =tact � o m C • Anchors are used to support nonstructural name (Hutt, nc.) l elements. anchor nom, anchor size, evaluation and report numbs -ES agency ESR 1917), and the name of the inspection 5.14 Use nt zinc coated grb°n �eei anchors Is limited to (Und Laboratories Inc.). The anchors hMthe letters dry, Interior locations. on the anchor stud and four b � 5.15 Se Inspection must be provided In accordance with .m i anchor head, and these are Section 4 4.4. installation for verification. 6.16 Anchors are manufactured by Hilts AG, In Schoen, Liechtenstein, under a quality control program with inspections by Underwriters Laboratories Inc. (AA -637). 1 i 1 r 1 I r. I I ! .so' 14 I UNC thread - � dog point = 1" mandrel setting assist hex nut expan collar washer element bolt 1 FIGURE 1 —HILTI CARBON STEEL K1MK BOLT TZ (KB -TZ) N STEEL AND STAINLESS STEEL ANCHORS) TABLE 1— SETTING INFORMATION (CARBON �� �� di�� (M.) y4 SETTNIG vv 0.,5 I INFORMATION 0.525 In . 0.275 h� (1Y.1) AndgrOD. 1111 P.5) (12.7) I =:111:111:1111111C11111111111111:11111111111111111:1111111111 2 3.114 pq 04 3414 4 (1314 2-551 4 Dec:ft mln. Ell in• anbebart i 011 (51) (11 I =1111:11 ilL (01 004 0 u ,� 1 1N 314 ,M 3N (a) N1) FE3111:11rsig p DO to so „o I p (51) n ,311 :I:0 4115 11115 07.51 ' 12551111:11P1 (14.3) .51 • 10 © ®gip ©0® 040) a r�ra p ©® oe a» Gfl rya EMI r52) elm as nma r © cam® 7 _____ ______ 4 cm Threaded isneih c>o► r ICIIM ® ®® a ""1 (102) i , th.lanOth of . If a embedment anilladililisilliFilly thickness th. fastened pert Y based on use ° , b � � Wn n.rr th Is required, Increase the anchor I I 1 I I Ps Sot 14 I . iSI I �� d h 1, t • - 1 inch d0 he �, h, • funthr II 1.1 I r h , I FIGURE 2.—KB TZ INSTALLED . I ANCHORS) STEEL AND STAINLESS STEEL TABLE �� IDENTIFICATION SYSTEM �� ®vmm �� © ®vmmv L CIDOWNOINDCIDOCIDOCIDOCIOCI ®v anchor , 'Ohio :401:: 11:111111111111:1111 1 I id/ , I FIGURE BOLT HEAD WITH LENGTH IDENTIFICATION CODE AND ICB HEAD NOTCH EMBOSSMEN . 1 I I 1 1 1P*9.714 of KB'TZ TABLE 3-- DESION INFORMATION CARBON STEEL � 0.025 0.75 OESION INFORMATION 0. 19.1 0.375 12.7 15.9 5 Anchor O.D. Ir IR 162 .IK IK IlEalEd Effective min. embedment' © 4 102 �� � 1 K � 10 Min. member thickness' ©M M 102 1 rr HUM K 4 5-092 4-112 7-112 4-116 © � 102 140 114 19 Z-3/8 H }1M 106 C�ticN edge distance �� 80 10-112 CZNIENIIIMIIIVAIIIIHNINIE111 4 11511110111111AallaillEilialIVIIIIIIM 102 106 Min. anchor spacing �� h 4 102 �� Min. hol. daph In • 1 • / �,.. "a 0 ,oe Min. specified yield strength ,26.000 104.000 106,000 0 • 1.,01 1 152.6 0.052 . 0 1 17,170 25,120 33.8 1 7,170 111.6 MPS 1 stn>n" area 10. .4 930 I I Effects ® 8,5 47.8 . 10. • - • 16, 1.9 ® � 3. ... 1 • 47.0 18.0 • ,ol� • Z255 6 .� 47.0 • In seer, r .6 ,0 Bled sfrsr�9th Ewes 21 50 5.000 • . 4 8 r40 ' , • � Pucsm sammosing 10.880 1 ealsrtlb' 1S.S 91145 Pe" 47.5) concrete' MIR" Aout • © © © cortaedr crsd�d ® 2 �� Hp NP Pullout d � concrete on Mel 8 2.0 I 1.0 I reduction in —igls6"Ai".""Am.'-- Millcked concretes ""Alli-- 1—_________.■ 0.75 0.85 Strength tam 4 for shear, steel failure modes" 0.85 111 *f.����,��. failure B" Condition hAure modes or ' Strength r e d u c t i o n * f e t t e r f for shear, concrete 0.70 Condition B �� solo: mm in 1: Fort" mode . . 4.46 , • .T• ' . .. ' - • For Inch � 26�t mm, Sas Flg. 2 - acrrore0e over metal cacti ale f 6' t0 34::: ::: :::1:N1 ▪ For structural -bP ( fi t, M not supported for design. V q for crocked concrete. Velum ere sPP s 41.6 of tlds report. applicable) denotes that the conditions not supported by ibis won ' See Sedan 8e 4.1 A dicclwmd combinations. (not P both static and I 'S.. ACI 318-05 Sudiono 0 In oordormef1a with 31 ts du r s not 'See ACI 316-06 Seth p.6.2.2. D.1. reinforcement , tits strength �.n� duds el steel element as defined by ACI 31 Cacti applies *Were suppi ry con "For use o r v t load out or layout d � g cams where presence of supplementary reinforcement provided, or vrtrpe pullout or pryout usocisted with CondRion A may be used. I Ira •8pt14 1Z 4—DESIGN INFOpMATI STAINLESS STEEL KB- TABLE =ICILNIOMININIE IIIIIIIIIIIINC3WlIllIllIlligrllIl 0.825 19.1 DESIGN INFORMATION O.a 15.9 19.1 ©� 0.375 12.7 cluiliFilliffl Anchor O.D. 9.a �� Effective min. e mbedment' © 4 4 8 6 182 IK IR .Irt 1 02 I 102 152 ,IR 10 �� 12 $ ©��� 140 114 112 191 ��' `� 4 _ 4 102 54 108 ��� 6-112 6 -112 10 ■■ 111, , .d,..MIBIlli,,„ ©� 140 4 ���� � 102 14 14 en 1:117M112110111431111H111119111H1144° 105 108 �. I � ® ww 102 1 � In. hole depth M ©� 92,000 34 600 M . ,000 92, 604 101, 116,000 116,000 , , IMMINII Min. specified yield strength �. 116,000 " � x Min. weaned ult. strength t,� 0.052 . ..101 0 ' y 152. 104.6 k ,8 .1 ' 17,580 107.0 asumtsillimi III Effective tensile dress wee Mig g 20.1 . 1 ll Steel strength in tension 4.8. 8,880 Steel strength in shear 1 2.T35 t'u 9out stren9fa 112 tension, (12 2) © 14,615 selsmlas 11131 ® 8,880 (121.0) ' 2,825 s strength in cheer. (12.5) (30.8) 12,040 seismic' elel a ,780 2.04 OM= I MOM 6) 8,110 N (11.7) �' 5,840 lb 2.340 3,180 (26.0) (38.1) I e s trsrrglh cracked (kN) (10.4) (14.1) lie I Efiloctive concrete ©��" 1.00 2412- nx ® 1.00 11110 0.75 I r Strength reductiOn # factor for tension. ooncnKs 2.0 failure modes' Condition Bs 1.0 0.85 Coefficient for pryout strength, k 0.70 I Strength reduction. factor � sh concrete failure modes. Condition 9 ■ 0.006 MI's For pound's units: I nun ■ o "� ' 71nctn' I For SI:1 Inch •I 25A mnn,1 Mt is 4.45 N,1 Pa that this value doss not control for daslps. '5s Section 41.5 of this r Aped. NA (no ate) denotes )de that this value does not contra for design. 'gee AC1316-05 Section D D .4 A.2. wltlr ACI 316 -� Sedbrn tsdors DAA Y ' gee AC1 31646 Section 0.8.2.2. D.1. rMdoroeflsat b mince redrrctlorn ' gea AC131 g-06 Section nt es detlnad by 31 SarCondtiofl S app where suppMmactary s nerd can to „medal, tlw stranptl+ I * fhs 118-12 b ■ dudes of 316-06 Sectbrr floe d supf+ ^s^ governs. where the press 'For use vdtin tha bed connbUstio^s For cases not provided, or where pullout a � associated with Condition 1-� 1 1 � ■7sf1 Page 9 of 14 a, .,M N v L . . I I 11111 s pct i ii s ,..�,,,-- - - - - -- 1 a q edge distance C I FIGURE 4—INTERPOLATION OF MINIMUM EDGE DISTANCE AND ANCHOR SPACING I TABLE 5—MEAN KB-17 CARBON AND STAINLESS STEEL ANCHORS IN EAN AXIAL STIFF NO S RMA EIG CONCRETE 18� • • de/in. ell diameters stalnlese steel KB carbon steel KB-TZ, all diameter 120 Concrete condition carbon 90 cracked s may vary considerably on strength, loading an 0 ( pp 0n. 'Mew values shown. �d stiffness I I NORMALrwEIGHT ALLOWABLE STATIC TENSION (�D)' TABLE B —KO-TZ CARBON AND STAINLESS NC E1- COMMON COMMON B (pounds) UNCRACIQ� CONCRETE, Concrete Compressive 8tr ft • e. Pa to a 4.00 Pd E,r+b.dm.nt ft � 2.500 re - 3,000 pd c. Nominal I Anchor Depth hr awi 1, 809 1 .892 Diameter (I" �:. liallialliall ® , 1 '1,993 a ® I © v �� 2,806 2,930 5. ® ® ® 3.893 ®®® 6,905 ® 8 3 .078 I 5,078 ®� MIECEM 4�® 7 �, 5,660 is 0. • .. MMPa For . � . of R es per SCI 918-06 end ' For SI: 1 = 4.4 N,1 ' csla� dtstena or mdudton. For o>� +v vers At n ; g d 4.2.1 E4. (6) d this repo a values by 0.80. ceded. or where Cr I concrete. For sand-MO concrete, �y 618-06 Section D.4.4 Is not provided, reduction ~ 'Condition where For cases wh erry ry reinforcement an be verified. the strength I B For cases when the presence of supplement• dated governs. CondMon A may be used. I Pa 10 d 14 OHT ' N AND STAINLESS STEEL ALLOWABLE STATIC 110 D), NORMAL • TABLE 7-KS CARGO CRACKED CONCRETE, CONDITION B (po Concrete Compressive Strength' I b • 6,000 gel to ■ 4,000 pet fibiniess D naheett pep (I .) Embedment b o ■ 2.S00S Carbon 3.000 psi dal stool • � Mod (trr�) owl awl dud 1 1,883 I 1,156 1,100 1,333 1,374 310 2 1,054 1,086 1,9x8 1�� 2,257 3114 2, 1,116 1,470 1,223 1,017 3,635 3,682 I 2 2,533 2,006 2,926 2,312 2,500 2,533 2,758 2,769 3,377 3,377 616 ,t `� 180 ] 2,180 2,388 2,711 3,458 2,970 3,994 4,901 4.201 3,994 4793 4,440 4,201 3 314 2,806 3,766 3,139 4,125 3,026 ' I 4 304 4,065 " •' 314 4,095 4,475 4,475 5,109 5,166 6,320 6,329 11.. • mm . •x�; or .. I / Values are for single �� of R M per ACI 31!-06 and with no edge distance or epsdng reduction. For other oases, D In motion o req red. values by p.SO. or to ABD In accordance with Sidon 4.2.1 Eq. I k �'�� DAa1 M not provided, or where pullout M concrete. For sand-Mgldsralptrt ' 11 CondUbn webs where supplementary reinforcement In dap ce with 5 nYe D.4A IM strength reduotbn he ' pryorrt elrerr9th governs. For eases whore the 'essence d wPPry reinforcement accredited ser.Condttcn A may be used. STEEL ALLOWABLE SUM (MD), (pounds Anchor Allowable Steel CepeCKY Odle Shear l Anchor Stainless Steel a Carbon Steel 1.009 . 2,661 3,194 ,, 4,001' 5,496 or I 314 Talmo am for angle � on due epedng I t I . I I . . I ' I + 'i D ESR -7tr77 Pa a 11of14 TABLE st--KB TZ CARBON AND STAINLESS STEEL ALLOWABLE SEISMIC TENSION (MD). NORMAL IGHT CRACKED CONCRETE, CONDITION B (pounda) III Concrete Compresehre Strength' fa • A� Pal Nomina Anchor) Embedment fa • 2,500 Pal fc is 3,000 pal f s • 4.000 psi 0 Stainless Anchor Depth hw Stainless C steal steel I Dtemebr Um) Carbon Stainless steel steal steal steel 1 1,312 1,659 1,607 3/8 2 1,006 1,037 1,102 1,136 2 8 1,085 1,212 1 1,328 1,348 1533 1 1,1 8 I 1R 31J4 2,178 2,207 2,386 2,418 2,755 2,792 ,8656 1,661 3,419 2,832 2,832 2,280 2,280 3,224 3,224 2,081 2, 3118 2,081 3,812 3,274 4,669 4,010 4 3,014 2.688 3,301 2, 3,460 4,546 4,238 5,568 4 31 I 314 43/4 4 3,900 3,900 3,594 3,900 4,933 4,272 4,272 4,933 6,042 6,042 I For • 7 • • r. ,1 • • 0 • • N • Pa or pound-inch units: 1 mm • 0. ' ' 7 T calculation d l:+ as par ACI 318-05 and conversion era for single anchors with no edge disbar= or apadng reduction. For other doss, to A8D in accordance with Section 4.2.1 Eq. (5) b required. concrete, multiply wares by 0.80. ed, or wham =lout or we for ' appl whe weight p with a w3� la not provld reduction *t m =l the strength I pryout strength governs. For Sae wham the pesos= =sodded with Condition A nay be used. I TABLE 10 -KB-TZ CARBON AND STAINLESS STEEL ALLOWABLE E ndIC SHEAR LOAD (ASD). Nominal Allowable Steel Capacity, Sdsndc Shear ' Anchor Stainless Stall Dian do Carbon Steel 3/8 999 1,252 I 112 2 ,839 3,0 518 4,678 5,245 314 8.313 6,477 I or :1 ■4. Values are for single anchors with no edge distance or spacing reduction due to concrete failure. • I I I I I I Pa 12oC14 TABLE 11 —KB-TZ CARBON STEEL ALLOWABLE TENSION AND SHEAR LOADS (MD), INSTALLED INTO THE UNDERSIDE OF A STRUCTURAL SAND LLiGHTWEIGHT CONCRETE OVER METAL DECK SLAB (Pes ) ' 8HEAR SHEAR EMBEDMENT TENSION TENSION SEISMIC' NO EISMIC NOMINAL SEISMIC' NONSEISMIC ANCHOR DEPTH, he I DIAMETER (Inches) 944 989 3/8 2 709 743 1,330 1.393 8 3-1/8 971 743 1, 1/2 2 709 1,333 2,192 3-1/4 1,272 2,138 1/2 1,017 2,039 5/8 2,877 2,804 4 2,255 2,382 For SI: 1 plf is 4.45 N, 1 Inch=25.4 mm. ' strength strength at the i� are for anchors Installed l structural . Th sand nd lightweight concrete having a minimum 2,500 Psi compressive iw strr ength at the time of Installation. See e Table 3. The values listed in Table tssd ror ilph 1 lweipM oonaste� • minimum 3,000 psi concrete compressive strength. The pullout strengths may be compressive strengths in accordance with Section 4.1.5 using the following reduction equation: I NA*" s N r- (Ib, Pair N°. = N. o* 1 s (N, War 172 strengths between 2,500 psi and 4,000 psi (17 This equation can be used for structural sand lightweight concrete compressive in accordance with Section 4.1.4. i MPS and 28 MPs)• greater of 3.Oh.r or 1.5 times the flute width 'Minimum anchor spacing along the flute shall be the g offset in either See Figure 5. 'Anchors in the lower flute may be Installed with a ma,dmum 1-Inch er direction. the strength reduction O factor of I 0.8 5, the seismic ter seismic reduction and factor of are according to AC131 fmultiplying . , and this dividing by an a of 1.1 In accordance vAth 5,1he dl Section 42.1. calculated multiplying N Vona by the strength reduction • factor of 0.85 and v iding b a tension and shear loads are i 4.2.1. Allowable nonseismic loads are calculated assuming the 0.85 and dividing by en a of 1.4 In accordance with Section lightweight concrete over metal deck is cracked. I I I I I I I I I Pa 13ot14 : ° I 6 EaR -1E1 I k I a + '.rf ,• t , .1t+S.tr'.:. {.lr...1 : , . : .:.ra :.S'. %;rt ' r . r r. . „+ D• +, rt f ' f) } l r' 1 ti +.t'a`i.`iS`rS !�f 3a.a.4r.S ;S OVAN: `ya'�' i r t' th , `,; � {: f ; t MIN. 3,000 PSI NOR AAL OR SAN r f` . � . r ` a ` + : r :.4 .:a .5 ar . fr. r . , 1 :1 ::� : .� 5 1,�;a 1; Y,5� 4 ; ' r; LIG EIGHT y ` CONCR S •ati +• f . 4 ' `}.,S a 515 Z a , 1 � > S'a:`4ar S `, .a a a .. , a EI .. yy ,�+ I i y'1 r � + 4 iJt+ai 4 +`' : ' t�SSl .trZ�� �' , .r r Y.r p r` iZr�'i ., y, }S't . ' J S a,.5r. S'4tiS . ., .. r. S 1t�, a r,r rl��1. r a ,3j �� � J UPPER "t � f . a 4` A, „ y ,,, 1.1 ' r i • • ∎ FLUTE + .S .a 1 GAUGE ,ecrA liv N h AA. }SY ii:,' MAN W-0 • till I I ''--. I I M4 12L1-1 I LOWER 1 MIN.12' L (RIDGE) I MAX 1' OFFSET. TrP. FIGURE 5—INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES I I I I I I I I . I I I ,P a V e14of14 ria. �� A 1.5h• fin: A t T'"°" Two 1 /ranch KB TZ anchors under static tension load as shown. he _ 325 In. s , g• Normal wt. concrete, f o = 3.000 psi reinforcing. �I /III' ow • woo _ No supplementary ... Assume untracked concrete. �, ►I II/II 1.5h.� Condition B per ACI 318 D.4.4 c) VIII", Calculate the allowable tension load for IIII� this conflgurstioa• �i'. �?� {t'`r4�tli''ti141.'1'+t'ti ',Iyi, .goo I i /�001 A-A I IIiIIiII/I/Ii/IIi�I IIII � Cods Ref. I Calculation per ACI 318 -02 Append 0 and this report. Cods N - I / , - 0.75x2•0.10 1 • 106,000_18,0591b 0.5.4 a) step 1. Calculate steel capacity: I � 125,000 pal. Egli Check whether f Is not greater than 1.94. • 4.1 Z Step 3. Calculate concrete breakout strength anchor In tension: p.g.2.1 I Ndi I. ; 4.1.8 - yr e .NMr.r,Nl ' r e.Nw4.N Ni NCti Step 3s. Verify minimum member thickness, and edge distant 0. Table 3 . 2.375, 5.75 Fig. 4 ' h.r,=81n.s : .ok 2.875 - 5.75 - -3.0 �. 3.5 -2.375 9.5, 2375 I For c„ ° 41n 2675 5 c.. 0.875 <2375in <Bin : . ok . 4 Ir = 5.75 - (2. - 4 D.52. Step 3b. For AN check 1.51% =1.5(325) _ 4.8 it > C 3 .0h - 3(325) - 9.75 In > s lial Step 3c. Calculate AM. and AN for the anchorage: A., • ph' • 9 x (325 )* •98.11n' 0.52.1 + c + s) _ [1.5 x (325)+ 4][3 • (3 25) ] 4 v I Step 3d. petermine r = ,N : •M .0 :. w1e •1.0 rs = 5.456 Ito 0.524 D.52. Step 3e. Calculate Nr: Nr = k,.,.r fe here = 17 x 3,000 x 3.25 4 �p 3 3f. Calculate modification factor for edge distance: r . 0.7 +0.31 D.52.5 5 Step 3g. � -1.41 (uncndced concrete) ct 3M ;; . asx •o.6s 14.1.3 Step 3h. Calculate modification factor for splitting: ►'Q.N ■ e 7.s Table 3 i N 0.63 >0.33 :. 0.5.2.1 Table 3 e x 0.85 _ 4 ,839 Ito �.rs0.85x139_e x1.00x0.95x1.41x5,458 0.521 Step 31. Gkxulate �N.ev : 05 . 4.1.5 - 0. 8502x5,515 lb _ 7,852 lb >4539 :. OK 0.5.32 a) Tabe 3 0.5.3 c) Step 4. Check pullout strength: Per Table 3. ranNp,,,ro 2,eot1 0.4.12 I Ste • 5. Controlll •sire • i : ON IMMO is 4,539 lb < On < ON. :. ON controls v® Step 6. Convert value to ASD: Tam _ 4 i9 _ 3,242 lb. FIGURE 6--EXAMPLE CALCULATION I 1 1.2.1 1 AO- �� �_,,, Precision • 1 ∎ ` Structural ��. . ∎ ∎•• i Engineering, Inc. 4--- i i i 1 1 3- Storefornt design i 1 Pages 3 — 3,999 1 1 i r i 1 1 4810 B Shasta Way Tel. (541) 850 -6300 Fax (541)850 -6233 Klamath Falls, OR 97603 Email: pseiAcharter.net 1 836 Mason Way Tel. (541) 858-8500 Fax(541)776-4663 Medford, OR 97501 www.structurel.com Email: pseil angwest.net i I ; go 0 6 il l .."----- -----"" I i 2 Ale Saws • r o.c.. Wall top track to Roof Metal MiffarlP lo / '5,O Precision -1,/5/09 SRI NO: 092130 Dack. ORAWIf/STAFF Structural I Ai Engineering, .,......._zzixrzezew;eereff&zzezez ....,, , rir Inc. ,,,c,mo:STAFF 11M111=111.11111■ V ynnr.atructurotcom I: P .; •.•-', 041 Klamath Falls Office 11/00, 250 MoIn Klamath FRIA Oregon 4 •,•,,,f44.'3I KATATTk , I j MOW. 01.0 vv./WY) .M.I=INIMIMEMINI.111 IF / 97803 Phonic (S41) 850-8300 Ffac (541) 850-5233 Infollotruaturatoom ...^: . '',Witi:44441 EXIS TING MALL \ Modford Offka ''-'1W STROCILWAL CLERERIS 00' 635 Mason Way Radford OR. 97M1 711 N. FIELDER RD- I Meow (541) 553-esco Roc (SO) 779-4853 InforndIktructurstoon, 4604TOR, lx 70012 PM; (817) 836...,58813 Fa: (8 7) 8,18-58 FRATANC IF NO'l EMS MG P5E0 PR.OJECT #: PATCH AND REPAY? ir cro. on rs Exisnw 1111■111■11M111111 TO NAINTMN A fAiDit£ TAMER (M.) 01" KF209-1240 I 10 ....,/, „tq - 5 / s I C - , ke, •ire - / . a. IMINIII■ I I FEIME / ' F...x:504 MALL MARK AO Et :ZINO - '''‘ C•1 'm N. Le-I Hort ron lo erocal on Reoweed - osan........„‹ • ,,, / r-r ' AC' ,, as , •=t t. mn. shm$ wi !ft ao iierod ip-ul ,,,, --,,„... , 4) a P ....- I Strews (Ito). S.C. to Ffed *RN Lsootiona of Exiatrig Maii ORuolufat. Eaurnetta Ior Carlow Non .. IFEIMINIIIIi:: - Z. CD < 53 to 375(IrleverciestolstsG75•2°:e. @ffa 1...Ct = (::-/ c.c. 1,411terimerstt 1 II '4.'1_ ED VI t.-. ce I I taf, elf , . . I \ Efi WE 511/11 it 1.0 g■ 1 hi igifil.Nalrati z Eg CI , '-- •aX C:3 'E2W tn Z PI AIM Pi t PI NNW I+ F, . faig - < .2- I N metal Box seem per Pen end 2b/S11. — s lip> , i A a I L / i ; I. s . \ 1 \ rm.. ...... i VI 17 c7r, O- 5/6" OrR. 0 MR ,..; fic I MMIIIMMINIMNMIIIII. 2. AR * - " - --224Tar(rOgthey I - • - ,..,....., 40. 1 - 1 , , s , 04 i• I . I , 1 Iiro• Tratioorad aka. Gams oa pee Am, , ,. • , 4 1.. . ?) I ) I I I • 1 ? - i.,, . ') I ..1. IIMIIIIIMMIIMINIM i u .. I FAINT I% -1 11.1. • ..i 1:1Z - - .. , • • I .-. REVISIONS REVTIAON I LANDLORD REVISIONS/ 10/21/1}8 PE ogrr EET 314TETS o.1.1 At AI.2 tOR s ' , ..,, ,, f IV"' %,••• ' ''' 11: I A2.01 00 ION, ; s 4. ' ..• 1 PCJP-CiUr , 1.• • i .--" II ASE LINE 1 !le -,,, 1 11■1.1111=1.1", NAle.RD PLATFORM, 92E k.,,,` 1., - II PLANK FLOCRINO I '• "1- ,, ; 1 i PLATFORM FRAMING DETAILS (PF-1) ON SL413. STE-1 • , •,.. I,, I I TriCET AI. 1 i %..... r, Aat: A IIIIIMIIMMIMIIIMIIIIIIIIIIMIMI I i f , . \ \ • 1:r.E:: ,:thiece - S4 ri STOREFRONT SECTION cols: 374 .111111.111 • I Precision Structural Engineering, Inc. 250-A Main Street, Klamath Falls, OR 97601 836 Mason y (off Sage Road). Medford,OR 97501 Tel (541) 850-6300. FAX (541) 850-6233 Medford Office VVa Tel (541)8588500 A .. eie L" www.structurel.com • Email: PSEI©charter.net 'T.thr7t A` "" ••• :::::at•;.,;-,;;t;;.. ; ; ..e-: ••• Jr ...-41. - ..tet,er •••eee:e;;;;;Leeee I PROJECT NO. PROJECT NAME SHEET _.,oII_ OF DESIGNED BY ! r ? / .1 ../ / - ,.,.;,...te., t To17.r. 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' '• 1 ...,..........:.---.1.,----.....J...—........--............. ........e.----.4,-- - ,__— ' .......L.— 1, • • ' . _.......„) I Y r X 1 - .05k/ft -.05k/ft i I 1 A . , L, A At. A i‘ At\ N3 I I I I I I I I I Loads: BLC 1, wall and ceiling weight Results for LC 1, Total load ?recision Structural Engin... Built -Up Truss ' Michael D. Moser, P.E. Nov 7, 2009 at 9:18 AM Joists.r3d KF207- I Code Check No Calc IL . 80.1.0 X 755- 0 .80 50- 75 o.-.50 0. -.50 1 I + .14 I .14 1 iN3 1 t 1 1 I Member Code Checks Displayed Results for LC 1, Total load I . 'recision Structural Engin... Built -Up Truss _ ' Michael D. Moser, P.E. Nov 7, 2009 at 9:18 AM KF207- Joists.r3d I Company Precision Structural Engineering, Inc. Nov 7, 2009 '---------- Des igner Michael D. Moser, P.E. 9:19 AM Job Number KF207- Built -Up Truss Checked By: I Basic Load Cases U BLC Description Category X Gravi..Y Gravi..Z Gravity Joint Point Distrib... Area (... Surfac... 1 wa and ceiling weight N one 2 I Joint Boundary Conditions Joint Label X [k/int Y [k/in] Z [Win] X Rot.[k- ft/radL Y Rot.[k- ft/rad] Z Rot.jk- ft/rad] Footing 1 N1 Reaction Reaction Reaction Reaction Reaction I 2 N2 Reaction Reaction Reaction Reaction teactioti fl, I Member Cold Formed Steel Code Checks LC Member Shape UC Max Loc[ft Shea...Loc[ft]... Pn[k] Tn[k] Mnvy...Mnzz... Cb C... C... Eqn 1 1 M1 5.5CU 1.2 X035 .144 1 .140 1 4.126 8.943 .021 .887 1 .6 .85 C5.... M2 5.5C 1. ..I. P41 ft 7, . #.- s . ' 4 0 .121 0 4.126 8.943 .021 .887 1 .6 .85 C5.... Joint Coordinates and Temperatures I Label X [ft] YiftJ Z [f J Temp [F] Detach From Dial.•• 1 Ni l 0 0 0 0 2 N2 1 0 0 0 - I 3 N3 2.75 0 0 0 Joint Deflections I 1 LC Joint Label X in l Y in Z [in l X Rotation [radl Y Rotation fradl Z Rotation rad 1 N1 0 0 0 0 0 2.941 e 6 - 1.527e -4 21 N2 _ 0 0 0 0 0 0 - 3.564e -4 3 1 N3 0 -.007 0 0 Joint Reactions I 1 LC Joint Label X [k] Y [kkl Z [k)_ MX [k - ft] MY [k - ft] MZ [k -ft] 0 0 ....1 N r i . . .9 2 F � ' _ : g , 0 0 0 0� 3 1 Ttals: Ali I 4' 1 CO ft: �� i p . I Load Combinations t on Sol... PD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 Total load Yes 1 1 I Member Distributed Loads (BLC 1 : wall and ceiling weight) Member Label Direction Start Magnitude[k/ft,d..End Magnitude[k/ft,d... Start Location[ft.%1 End Loca %] I 1 M1 Y -.05 -.05 0 2 M2 Y -.05 -.05 0 . I Material Takeoff Material Size Pieces Length[ft] Weight[K] 1 Cold Formed Steel I 2 ° a,_, X0 3 Total CF Steel 2 .,. 2.8 4 : < 0 RISA -3D Version 8.0.0 [ \... \... \... \... \... \...1 Engineering \Storfront \Joists.r3d] Page 1 1 I Company Precision Structural Engineering, Inc. Nov 7, 2009 Designer Michael D. Moser, P.E. 9:19 AM Job N KF207- Built -Up Truss Checked By: Member Section Deflections ' LC Member Label Sec x [in] y [in] z [in] x Ro ate[rad] (n) Uy Ratio (n) Liz Ratio 1 1 M1 1 0 0 0 0 NC NC 2 2 0 0 0 0 NC NC 3 0 0 0 0 NC NC 4 0 0 0 0 NC NC 5 5 0 0 0 0 NC NC 6 1 , ;..,, . 2 1 0 0 0 °'4m: NC ..:. NC .W I 7 2 0 -.001 0 0 NC NC l' i :`';.. 3. 0 :.,003 0 0 " 6966.599 NC 9 4 0 .005 0 0 4233.61 NC _. m 0 - max x..007 0 0 3015.194 NC 4 1 Member Section Forces I 1 LC Member Label Sec Axial[k] y Shear[k] z Shear[k] Torgue[k -ft] y -y Moment[k -ft] z -z Moment[k -ft] 1 M1 1 0 -.052 0 0 0 0 , 2 . `" , tfi'l fs , i 7 ', , "{ tom . , , D -.064 0 0 0 .014 .r 3 3 0 -.077 0 0 0 .032 F� . 5 0 .077 5 0 -.102 0 0 0 .077 al- �':. . , 3 .� < s }�9' �� , - �� .�, E .4w 7 2 ; 0 .066 0 0 0 043 I ;1 $ r "It-- * 4 .. ;- 4� "ia'. e •A r & # e . 019 9 4 0 .022 0 0 0 005 I I • I I I I I I RISA -3D Version 8.0.0 [\... \... \... \... \... \...\ Engineering \Storfront \Joists.r3d] Page 2 1 ... .. -. - - I l - rare A e Each Sae Pm Boson Schedule. Engi � � end bat LL Raman 110,00 Kama t- P hone C if-:, II, Mil Foe (S. 1 M Yea i s Ob b Soared # of farms b all King Stub • . Each Enq • S ± EyaNr 5waat.d I or Saw. P 5E,, PR r Each ea; stud. i !Pil I KF20 ■ ! 11111 1J ir I tl ... X_ • . a rNO 11611361 connect Sean b ha 114161 r ai6s smac s,w4 . Q it.: r © PER a/'il (76 __ 2 Take Eac EM n‘ I ^ .1. PER 3‘63 (7}1751.7 -5. 5 (N) Tetd h C tbn m9i BOX BEAM SCHEDULE ... =..R... - •. CONNECTION DETAIL 30 V N.T.S. ED p 5e.e 6 3 -5/a' kn. 6r 15 G STOREFRONT FOUNDATION PLAN , STOREFRONT FRAMING ABOVE DOOR ELEVATION }5"r )12 s.cbn ` � l ore ,/ r - r -r as San. • r St se • a' (7,\ Seder 1 /a' 1' -r stStaggered . .c. ' .. .vae.d ere .111111k 11111‘. k a 7-'e" ca " (,76�1a7 -sa) 1 5.) bN . . tadso ribm r Ink e S dad bp ad I dad Val SM Scram Y p S. • r t p eL w • _ 5 6 . • 5 se Ina j i r ba r• a .al Stomata ac Strewed I 7-10. 1f 6p T Sedan. 1se ova action bar Sara by CZ. Asa le rim, �. i .. � r a Saab. stir r. L I _ °'` TYP. BOX BEAM SECTION TYP. BOX BEAM SECTION .. , I L — —E I �.... MIS ® Sera NT5 )s a " BOX BEAM DETAIL T \\ Sub Paid i Tee # PP -57 eW ; Scam N1S ` \ f r o .T -1, e r a....1. 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Box B -.m Per � , a �,._�,� pr. ' ;? fir - ' 1 (111) v., ci r .1. t 1,,-- .... I IIIIIIIIIIIIIIIMIIIIIIIIIIIIIIIIIIIIIIINIIIINIIIIIIIIIIIMIIIIIIIIOIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIMIIIIII # Screw ®6" 3 —5/8" 8 Screw ® 6" Staggered o. c. Staggered o.c. \ 16 Gauge 3 -5/8" Track Section, typ. 3 0 6° 8 Screw ®6" taggered Screw o.c. Staggered o c. \ 0 0 w w 0 i o 12" Deep Gouge 16 N (12005162-54) 0o Joist . Gauge 16 (800S162 -54) Joist . \ ,00001r.411 \ 8 Screw ®6" #8 Screw ®6" # Screw c 6" #8 Screw ® 6" Staggered o.c. Staggered c.c. Staggered o.c. Staggered o.c. 16 Gauge 16 Gauge Track Section, typ. Track Section, typ. b TYPT S Scale: T BOX BEAM SECTION TYP. BOX BEAM SECTIO\ Scale: - 3', BOX BEAM DETAIL I Precision Structural Engineering, Inc. Medford Office 250-A Main Street, Klamath Falls, OR 97601 Tel. (541) 850-6300* FAX (541) 850-6233 836 Mason Way (off Sage Road) • Medford,OR 97501 Tel. (541) 858-8500 , . e- ••s, / iti Stia: ,...' www.structure1.corn • Email'. PSEl@charter net ‘,V lit Ftrz..,:li.,,1:1t:, -.. r i r :„.t:.) , :: 1 . , , , : . '!-•.-.... . • 1 ,7 3 :t ...;:, * 'k. ''' , . ,- '3;:r:.7# 7 .1.`4..,;...;.. • . ..r........-^ PROJECT NO. SHEET 7 a 13 'v OF I PROJECT NAME DESIGNED BY 1 1 4 I '' ' ' 1 /17'...r.tx.."7:-...c..77::.:E..,.... • .: • ' DATE 1/ - 7- • 1 — 7------,---r --, 111 SUBJECT l' CHECKED BY DATE 1 --- "- "- - I — '' '' -- - r - ' ---- l' " ---- "1 , 1 I rsi ' 1 • .' # l : i /7 i .. (7 1 4 t 5-4 „, , .: , :IT: : ; – : . • • 1 ; I : • ; • : • ! 1 ; : : 1 . ',. I . 1-.- ; --. 1 ; ,' • --,--- • 1 , ;, 1- : '; , , , ; , . i 1 1 I I , I , _ 1 ' 1 ' • ' 1 1 L . I , ; , ; , ....._.,,... ,... .- , ...1,,--,--,- .,...........,— ,,,,..,— , ...., l '''' ' 1 I I ' : ■ 1 . I, . , , . I f i 4 , -'----- , I : i : , , , 1 I , I . ■ : 1 k 1. — i 1 I 1 k , • I V\ ( o , • ! ' '. I , ,, i .. , , . , • ! I ,,,i. 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I 1 , 1 . .. 1 I 1 • . i . ; 1 .1 ■ i I 1 ...., ., .... .-- 4- ,-.. -; p • . • , • • r € I i i , i '• • I ' ' ' ' ': : ' ! . : : : , '. I I 1 ' i • I III! t : + - . I 1 ; - ' t ! i i • ; • t ' ! I i ' • ! ! i 1 I 1 i ■ - ! ; ' t : t _ "- I 1 • 1 ' I I t ! I • I ! ! : I I ! I ! ! I • t I ! I I ■ I I ! t I i i 1 I I i I ; , ,......;.......-4—...i -- ..,...,...., . . ' I ■ ' , ' ! . I L , f ' • ' 1 i ' . . , 1 • i I ! I I : I : I I i ■ I : , I : f : 1 i .-- - i - i , 1 ; 1 1 . . , , ■ - 1 ■ ' . I 1 1 - 1 '; • , , • -. - , 1 i ' , i 1 I I i I • I I i . , I ... , 1 , ; ! ! t I . i! .1_.. .4. ...:_.. ±. i _ 1 t 1 ' i ; • ! 1 t ' —I—........t.,..- — ! . ,• , ! 12 I Y 1Z -X iiiIiAhiiHhI!ii!!Iii!II 1 Loads: BLC 1, dead load II Results for LC 1, Total load . recision Structural Engin... Built -Up Truss I Michael D. Moser, P.E. Nov 7, 2009 at 10:03 AM KF207- Box beam at the storfront two sides... 1 8 I e Check No Glc > 1.0 .90-1 .0 X .75 -.80 50•.75 I I I I I I I .76 1 I I I I I I I Member Code Checks Displayed Results for LC 1, Total load -'recision Structural Engin... Built -Up Truss I Michael D. Moser, P.E. Nov 7, 2009 at 10:01 AM KF207- Box beam at the storfront two sides... 7 f I Company Precision Structural Engineering, Inc. Nov 7, 2009 I} Designer Michael D. Moser, P.E. 10:02 AM Job Number KF207- Built -Up Truss Checked By: 1 Basic Load Cases I BLC Desolation Category X Gravi.. Y Gravi..Z Gravit/ Joint Point Distrib... Area (... Surfac... 1 dead load I N one I I 11 I Joint Boundary Conditions Joint Label X [k/in] Y [k/in] Z [k/in] X Rot.[k- ft/radL Y Rot.jk- ft/rad] Z Rot.[k- ft/rad] Footing 1 a N1 Reaction Reaction . Reaction Reaction Reaction , � ; , N� ` =.. : ` Reaction - - Reaction 1, Reactidtt Reaction :Reaction I Member Cold Formed Steel Code Checks LC Member Shape UC Max Loc�ft1Shea.. .Loclft ... Pn[kL Tn[k1 Mnvy...Mnzz... Cb C... C... Ern 1 I 1 M1 8CS1.625X057 I .765 14.251.412 0 ly 13.277122.1761 1 . 6 I Joint Coordinates and Temperatures Label X [ft] Y [ft] Z [ft] Temp [F] Detach From Dia° I I N1 0 0 0 � 0 I Joint Deflections LC Joint Label X [in] Y jin] Z [in] Rotation [rad] Y Rotation [rad] Z Rotation [rad]_ 1 1 1 N1 • 0 • 0 0 -4.354e-3 I Joint Reactions LC Joint Label X [k] Y [k] Z [k] MX [k -ftj MY 1k -ft] MZ [k -ft] N1 0 .85 0 0 0 0 3 1 To -1 • • 1.7 0 r I Load Combinations I 1 To Description d Sol. IYe s . . I PD... I R... 1 I 1 C Factor I I BLC Factor I IF BLC actor I I BLC Factor I BLC Factor I I BLC Factor I I BLC Factor I I BLC Factor Member Distributed Loads (BLC 1 : dead load) I Member Label Direction Start Magnitude[k/ft.d..End Magnitude[k/ft.d... Start Location[ft. %] End Locationjft. %] 1 1 M 1 Y -.2 -.2 0 0 I I Material Takeoff Material Size Pieces Length[ft] Weight[K] 1 Cold Formed Steel , I 3 Total CF S teel 1 4 8 .5 0 I RISA -3D Version 8.0.0 [\... \... \... \... \... \... \Engineering \Storfront \Box beam at the storfront two sides.r3d] Page 1 1 e�ii. ) ' Company Precision Structural Engineering, Inc. Nov 7, 2009 Designer Michael D. Moser, P.E. 10:02 AM Job Number KF207- Built -Up Truss Checked By: I Member Section Deflections I LC Member Label Sec x [in] y [in] z fin] x Rotate[radl (n) Uy Ratio (n) Uz Ratio 1 1 M1 1 0 0 0 0 NC NC 2 ,2 0 -.099 0 0 1031.596 NC 3 0 -.1 9 0 0 735.012 NC I 3 ' 'b w :._. " -= 0 1031.596 NC 5 5 0 0 0 0 NC NC 1 Member Section Forces LC Member Label Sec Axial[k] y Shear[k] z ShearCkj Torque[k -ft] y-y Moment[k -ft] z -z Moment[k -ft] 0 0 I i 1 M1 1 0 8 5 O " ; e >ffi. ri 3 0 0 0 0 0 -1 0• 3 -.425 0 0,, ._ ;ti' I 5 5 0 -.85 0 0 0 0 I I I 1 I I I I I I RISA -3D Version 8.0.0 [ \... \... \... \... \... \... \Engineering \Storfront \Box beam at the storfront two sides.r3d] Page 2 I Precision Structural Engineering, Inc. Medford Office 250-A Main Street, Klamath Falls, OR 97601 Tel. (541) 850-6300* FAX (541) 850-6233 836 Mason Way (off Sage Road) . Medford,OR 97501 ii Tel. (541) 858-8500 i• .,) =T A: . Z ''''...:•.:. ... 1: "4t** www structurel.coni • Email: PSEI©charter.net ' — - - ' • 'itiisitoigir . •Aii:iicic,:-.:::-.::-.. i • . - ri.ix..., _? :i.;; ....12 .... ; siit ii ii PROJECT NO. SHEET - ? c , , , \ OF I _ PROJECT NAME .... , , DESIGNED BY ..±..,:s... : ,............. DATE I SUBJECT ____...........,.............. . ........„...,_- • 1 I : - --- CHECKED BY , DATE i 1 1, i , '! \ • I I 1 .. O. . ....... .ti/.4 , .1:: "-I t •:.5' ' I IC. 4..1 1 . * " I 1,,i ' , , I • ! ! 1 : ! _0 ...I- ! , 1 • .1: „ 7 1 . ' . . • • : . . • • 0 'try/ ; 4 1 i . • j ' ; ; , i ' I ....„„,,„.,,,..., ......... w,,,,..:.., ' .............47: , ...:,..., ....... .; ........... :-.. .... k....... ,-...........-H. ' ' ,..r. , ,e:.: .......:. .l 4.r. : l r r, , 1 i . l 1 r ■ r 1 a . -- -:. - ,.. L , , , •,. t . • . . . • ,...8......._.,,,,.. ,:, : . ..„ .: , . ,.... .,. . • i ''' - 4-- 1 - - 1 . 4 4 1......, t t • - . : y l'N . I I , • I I . .-- ._ ..! .1. ' I , 1 : j .. I i .._ ; j. 1 : I ' t 1 ! ; ' ! I . 1 , A ,111 ... 1 , ' 1 , 1 ! 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'. i ) I ) • . 1 ! 1 t , I i t . , I • I ' t . . , . , : ; - + -- - - I • - I - ' , 1 * ----4--- - I' - : '' L - 4 --- ---1 --L- - r --- * - --- '' 4-- -- 4.- -- 1 . . l ' : .1 , !, , I 1 ! 1, , 1 1....... i ,. I .... .... , T I ___ i 1 .! - 4-- 1 I - 4 • 1 - 1 I 1 . — 1,- ,• .4. -t ti 1- 1 -,.. . ; . . 1 , • , . . , t 1 -'••••• ! t 1 : i . t • 1 ; i • t , 1 : • ; ; 1 1 1 t ; i i ; ! 1 1 1 i I t : . „ .. _ ; t ......,........ -----' --;--...--' '. i ' ' L.__ • ! 1 . ' '' . ..., I I I I Cop /Trim Bottom of studs as needed at steel brace. Weld Studs #8 Sc to Brace with A. thick weld. Stagg I \N, Column Mounting Plate for Sign 40 Support by G.C. Anchor to Floor 5" i , ;$ Slab. see Structural Sheets For 1 Details. 1 Er ii N 1 ,_ f? , ; Surface Mounted Flip Two 3i" gaugel6(362s162 -57) studs Finish MT -1, see 1 for Box Beams Support. Provide 6" I Section 1/A7. long track at bottom, typ. Line of Raised Platform —see / detail 1/A7.2. H ,c.).1(:::;. L D I A :, N _ I ., 4 Stich Studs With 2 #8 Screws ®12" o.c., Vertical Mullion as per Arch. 1 Typical. Cleared Tempered Plate Glass I w /Polished Edges as per Arch. Sign Post — 18 GaugE, 8" Metal Studs to 14' -0" A.F.F. See " Sheet SG1 & Structural Sheets "' For Details. A \ � 'l 11 . r Sign Above see sheet SG1. ' �-- 45 \\ 1 1 �,. H OLD f s 1 • I I 5 ENTRY PIER DETAIL ',, Scale: 1 1 /2" = 1' -0" � Y u! - ' -.85k 402 1 1 _1 1 1 I Loads: BLC 1, Dead load . 'recision Structural Engin... Built -Up Truss I Michael D. Moser, P.E. Nov 7, 2009 at 10:16 AM KF207- untitled.r3d �� 13 I Code Check No f lu_ ' Iq > 1.0 90-11 0 .0 75-.90 50-.75 0:.50 -.85k ' o 1 1 1 Member Code Checks Displayed ' Loads: BLC 1, Dead load Results for LC 1, Total load recision Structural Engin... Built -Up Truss — ' Michael D. Moser, P.E. Nov 7, 2009 at 10:19 AM KF207- Double studs.r3d 1 1F I Company Precision Structural Engineering, Inc. u.Z,' 9 Designer Michael D. Moser, P.E. 10:19 AM Job Number KF207- Built -Up Truss Checked By: I Basic Load Cases I BLC Description Category None X Gravi.. Y Gravi..Z Gravity Joint Point Distrib... Area [... Surfac... 1 1 Dead load I 11 I Joint Boundary Conditions Joint Label X [k/in] Y [Mn] Z jk/inj X Rot.[k -ft/rad Y Rot.[k-ftlrad] Z Rot.Ek-ft/rad Footing 1 N1 Reaction Reaction Reaction Reaction Reaction - .11 .1 F '. r . . '-` -:, _ -- . a ,_ i°« i ,. ' :; F - -c ion I Member Cold Formed Steel Code Checks LC Member Shape UC Max Locfft Shea...Loc[ft ... Pn k k M Tn n ...M nzz... Cb C... C... Eqn 1 1 M1 3.5CU1.25X0571 .305 0 1.0001 0 1 y I 5.02110.7 25 .079 .8221 1 1.61.610 I Joint Coordinates and Temperatures Label X jft] Y [ffl Z [ft] Temp [F] Detach From Diap... I I , a 1 N1 I ; �' � � F ,, 0 � , ; :,.. „ , WO I Joint Deflections LC Joint Label X [in] Y [in] Z [inj X Rotation [rad] Y Rotation [rad] Z Rotation [rad] 1 1 1 N1 0 0 0 0 0 0 N2 0 -.012 0 4 3.4: , :° s ,. I Joint Reactions L • i L. b:1 X k Y k Z k MX k -ft MY k -ft MZ k- 1 1 N1 0 .85 0 0 0 0 Il 3 1 0 s 0 3' .. • I Load Combinations Description Sol... PD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor Factor BLC Factor I Total load Yes I 1 1 ( I l ) I II I i Member Distributed Loads ' Member Label Direction Start Magnitude[k/ft.d..End Ma_gnitude[k/ft.d... Start Location[ft. %] End Location[ft. %] No Data to Print ... I Material Takeoff Material Size Pieces Lenathfft] Weight[K] 1 Cold Formed Steel 3 Total CF Steel 1 11 0 I RISA -3D Version 8.0.0 [ \... \... \... \... \... \... \Engineering \Storfront \Double studs.r3d] Page 1 0 f I Company Precision Structural Engineering, Inc. Y_ 2009 Designer Michael D. Moser, P.E. 10:19 AM Job Number KF207 Built -Up Truss Checked By: 1 Member Section Deflections 1 LC Member Label Sec x [in] y [inl z [in] x Rotate[rad] (n) L/y Ratio (n) Uz Ratio 1 1 M1 1 0 0 0 0 NC NC 2 2 -.003 0 0 0 NC , 3 -.006 0 0 0 NC NC I Ca...':. -.009 0' 0 0 NC �o:A 5 5 -.012 0 0 0 NC NC I Member Section Forces LC Member Label Sec Axial[k] y Shears ] z Shear[k] Torque[k -ft] y -y Moment[k -ft] z -z Moment[k -ft] 1 1 1 M 1 0 3 3 .85 0 • 0 0 4 4 .85 G, 0 5 5 .85 0 0 0 0 0 1 1 1 1 1 i 1 1 1 i 1 1 RISA -3D Version 8.0.0 [ \... \... \... \... \... \... \Engineering \Storfront \Double studs.r3d] Page 2 1 , ..,,,--- ---- I Precision Structural Engineering, Inc. 250-A Main Street, Klamath Falls, OR 97601 836 Mason Way (off Sage Road) • Medford,OR 97501 le.t. 4 Tel (541) 850-6300* FAX (541) 850-6233 flifedford Office Tel (541) 858-8500 •-• .i -31,4i4V•Z' -y ..., ,x..., .„ ,,,,,..,-. i .t r ,.., - t; ,, .V www.structure1.corn • Email: PSE1@charternet 1&:-.1: 1 4. k '.''. . -'4'ir...,::•,.:ilgt•,,,,'V":7*: '[.7 : - I PROJECT NO. SHEET 3J OF PROJECT NAME DESIGNED BY i il.v 4 f• I DATE if_ 7--.7 I SUBJECT . ' , • 7"..''".'s CHECKED BY DATE ,.......... ; ,,'• ;,. , i , ; I .: : I ; : • 4 kviACo -tIvv--- ', a 1 i i -•- 4) ) e \ 14 °er : : " I I . . . • I : , I • .. . . •. 1 ,, • • , : i ' - i • ••,. ! . .. • I I i . i • '. 1 ! • i i i , i . . f ' ; ' # i ; [ [ [ . .. .....t i. _ - , • --- -t---,-..-----.---4' ' - --* i.... _. -I - , ! -,.... --,---, - --, --- 1 -;-' • 1 : , ■ [ . ; 1 . . : I j — , , . . i i 1 •. / I . i : • 1 : ; ' • I . L . .i - • . I r J- 'I. I ,. , , , f j i '' - ' • i -4 , 1 —% • Cr •' . . . . , 6 . i i . . : : ' , r -- ,,' C -. irci ; 1 # . 1 L I 1 ' ' ' ' e -4 e•-r. -i — ‘ 1 , 1 -I . . 1 .;,. -66t4. . ; . , • I-, , . 1 " ,, • ; . ---, ,. ;;;1-- 1 , ; ., 1 . i , , ; ; .,.... . __.,...,... _„...., _...,,,..... , . I _ ; , -4.— - 4-. • 1 « •,- « • , i 1 ; • i ' - 4.-- 1 - i. . ...I • .; . 1 .4 / 44., ; .... i i • ; , 1.. , 1 , • ; f [ I 1 . « « , • : ! 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I ...... ....1 I i i 1; T i ,ii: ...1 - : ; f I. : 1 • 'i ' 1 ---- 7 L • :-•4,-- •- i -1 .4 - I '`. i i 1_ ,: , L_,.., , , , • • , , ', i, ' , „ : , ,........................_....... ,,,,..........„......................._,..„.. _......................._ H : .. 1 . 2 1 1 I I I I Attach Beam to Top Track With #8 ® 6 "O.C. Staggered. 1 41 I Screws Each Side per Beam Schedule, _ - ;• 4.4- each Joist end. I Joists & Track per Plan. '''� r '!�. I T:/°1/;° • , I Beam Per Schedule. I eam Shall be Screwed to all King Studs ® Each End, Equally Distributed # of Screws at Each King Stud. I I BEAM ' r " _ ` am to Full Height MARK OPENING BEAM BEARING FULL HEIGHT g (SPAN) SIZE STUDS STUDS ds with: 7 Each C— Section 8X81 PER 3b /S3 — (2)362S162-54 , ^otal Each End .' -- crews Each C— Section I 8X82 PER 3c /S3 (2)362S162 -54 (24) Total Each End BOX BEAM SCHEDULE 1 N.T.S. 3a CONNECTION DETAIL N.T.S. I , «-' _ I - K .1 —5 /8" -Y 111 Connections for use with the 2001 North American Cold- Formed Steel Specification V TABLE OF CONTENTS PART IV I CONNECTIONS FOR USE WITH THE 2001 EDITION OF THE I NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF I COLD - FORMED STEEL STRUCTURAL MEMBERS I SECTION 1- WELDS 2 1.1 Notes on the Tables 2 1.2 Welded Connection Design Tables I Table IV - Fillet Welds - Shear of Sheet 3 Table IV - Resistance ( "Spot ") Welds - Shear Strength 3 Table IV Arc Spot Welds - Shear of Single or Multiple Sheets 4 I Table IV Arc Spot Welds - Tension 5 SECTION 2 - BOLTS 6 2.1 Notes on the Tables 6 I 2.2 Bolted Connection Design Tables Table IV Bolts - Tension 7 Table IV Bolts - Shear 7 I Table IV - 7a Bolts - Bearing - Inside Sheet of Double Shear Connection 8 Table IV - 7b Bolts - Bearing - Outside Sheets - Washers on Both Sides 8 Table IV - 7c Bolts - Bearing - Outside Sheets - without Washers on Both Sides 8 I SECTION 3 - SCREWS 9 3.1 Notes on the Tables 9 3.2 Screwed Connection Design Tables I Table IV-8a Screws - Shear of Sheet (F = 45 ksi) 10 Table IV-8b Screws - Shear of Sheet (F = 65 ksi) 11 Table IV - 9a Screws - Pull -Out (F = 45 ksi) 12 I Table IV - 9b Screws - Pull -Out (F = 65 ksi) 12 Table IV - 10a Screws - Pull -Over (F = 45 ksi) 13 Table IV - 10b Screws - Pull -Over (F = 65 ksi) 13 I SECTION 4 - EXAMPLE PROBLEMS 14 4.1 Weld Examples Example IV -1 Fillet Weld 14 I Example IV -2 Arc Spot Weld 16 Example IV Arc Seam Weld 19 Example IV Flare Bevel Groove Weld 22 I Example IV Groove Weld 24 4.2 Bolt Examples Example IV Bolted Connection 26 I Example IV - Bolted Connection with Consideration of Shear Lag 30 4.3 Screw Example Example IV Screwed Connection 34 ILIMMIMM ENN■milmilmill'Imillw ___,.......... ., ., -_—_, X. s ,u • ...{ ,e P ,f 5 4 m..., ■ • ■ ' o 1V -2 Connections for use with the 2001 North American Cold Formed Steel Specification SECTION 1- WELDS I Application must comply with the requirements set forth in Section E2 of the , Specification. The Specification applies to the welding of parts wherein the thinnest U part is 0.18 in. or less. For welded connections in which the thickness of the thinnest connected part is greater than 0.18 in., refer to the AISC specifications. Welds shall be made in accordance with AWS D1.3, except resistance welds which shall be in I accordance with AWS C1.3. 1.1 Notes On The Tables I Shown in Table IV -1 are the unit nominal shear strengths for fillet welds made on various sheet thicknesses and for sheet tensile strengths of 45 ksi and 65 ksi. The nominal weld shear strength is found by interpolating between values in the Table, I then multiplying by the length of fillet weld used (adding values for longitudinal plus transverse welds). For ASD, the weld design shear strength is determined by dividing the nominal weld shear strength by Q. For LRFD, the weld design shear I strength is found by multiplying the nominal weld shear strength by 4). Nominal shear strengths of resistance welds, "spot welds ", are provided in Table IV -2. For ASD, the weld design shear strength is determined by dividing the I nominal weld shear strength by Q. For LRFD, the weld design shear strength is found by multiplying the nominal weld shear strength by 4). Table IV-3 gives the nominal shear strengths for 1/2 in., 5/8 in., and 3/4 in. arc I spot welds based on sheet strength. Values are provided for sheet tensile strengths of 45 ksi and 65 ksi. Nominal strengths are determined by interpolation based on the total sheet thickness being welded to the supporting structure. For ASD, the weld I design shear strength is determined by dividing the nominal weld shear strength by Q. For LRFD, the weld design shear strength is found by multiplying the nominal weld shear strength by 4). The strength of the weld metal must also be checked using I Specification equation E2.2.1 -1. Table IV-4 gives the nominal tension strengths for concentrically loaded 1/2 in., 5/8 in., and 3/4 in. arc spot welds based on sheet strength. Values are provided I for sheet tensile strengths of 45 ksi and 65 ksi. Nominal strengths are determined by interpolation based on the total sheet thickness being welded to the supporting structure. When used as side lap connectors within a deck system, these values must be reduced 30 percent. In other eccentric connections, these values must be I reduced by 50 percent. For ASD, the weld design shear strength is determined by dividing the nominal weld shear strength by O. For LRFD, the weld design shear strength is found by multiplying the nominal weld shear strength by 4). The strength I of the weld metal must also be checked using Specification equation E2.2.2 -1. 1 1.2 Welded Connection Design Tables I I 7302 :1 Connections for use with the 2001 North American Cold- Formed Steel Specification ` 'F-9 — i SECTION 3 - SCREWS 1 _ Requirements for screw connections are listed in the Specification in Section E4. Application is limited to self- tapping screws with nominal screw diameters greater 1 than 0.08 in. and less than or equal to 0.25 in. The screws must be thread forming or thread cutting, with or without a self - drilling point. 1 3.1 Notes On The Tables Provided in Table IV-8a and IV-8b are the nominal shear strengths of screwed connections with designations from #6 to 1/4 inch, which connect various sheet +1 thickness combinations. These are presented for sheets with tensile strengths of 45 ksi and 65 ksi. Provided in Table IV -9a and IV -9b are the nominal pullout strengths of screwed II connections with designations from #6 to 1/4 inch, in various thicknesses of materi- al. These are presented for sheets with tensile strengths of 45 ksi and 65 ksi. Provided in Table IV -10a and IV -10b are the nominal pullover strengths of con - I nections with hex head and hex washer head screws with designations from #6 to 1/4 inch, in various thicknesses of material. These are presented for sheets with ten - sile strengths of 45 ksi and 65 ksi. ANSI /ASME standard screw head diameters I were used in the calculations and are listed in the tables. Larger or smaller diame- ters will results in different strengths. The hex washer head screw values are also • applicable to other screws with washers of the listed diameter having a minimum I thickness of 0.050 in. The nominal strengths can be determined by interpolating within the Tables. %, r t The design strength for ASD can b g, found by dividing the nominal strength by 5 L - -, I The design strength for LRFD can be foun by multiplying the nominal strength by , 4). Note that shear and tensile strengths of the fasteners must be determined by the III manufacturer through tests. 3.2 Screwed Connection Design Tables I P I I I $ 0 111 1 l iminmommumim=imm■mi -.1=06._ J!j I IV 10 Connections for use with the 2001 North American Cold- Formed Steel Specificatio I Table IV - 8a Screws 0= 3.0 Shear of Sheet - F„ = 45 ksi 4) = 0. I Nominal Shear Strength, P,„ kips T hickness of Screw Diameter member in Thickness of member not in contact with the screw head, in. I Designation in. contact with screw head, in. 0.036 0.048 0.060 0.075 0.090 0.105 0.135 0.036 0.480 0.604 0.604 0.604 0.604 0.604 0.604 I 0.048 0.480 0.738 0.805 0.805 0.805 0.805 0.805 #6 0.138 0.060 0.480 0.738 1.01 1.01 1.01 1.01 1.01 0.075 0.480 0.738 1.01 1.26 1.26 1.26 1.26 0.090 0.480 0.738 1.01 1.26 1.51 1.51 1.51 I 0.105 0.480 0.738 1.01 1.26 1.51 1.76 1.76 0.135 0.480 0.738 1.01 1.26 1.51 1.76 2.26 0.036 0.523 0.717 0.717 0.717 0.717 0.717 0.717 I Q9.4f3 0.523 0.805 0.956 0.956 0.956 0.956 0.956 #8 0.164 0.060 0.523 0.805 1.12 1.20 1.20 1.20 1.20 0.075 0.523 0.805 1.12 1.49 1.49 1.49 1.49 I 0.090 0.523 0.805 1.12 1.49 1.79 1.79 1.79 0.105 0.523 0.805 1.12 1.49 1.79 2.09 2.09 0.135 0.523 0.805 1.12 1.49 1.79 2.09 2.69 0.036 0.563 0.831 0.831 0.831 0.831 0.831 0.831 I 0.048 0.563 0.866 1.11 1.11 1.11 1.11 1.11 - - -4- #10 0.190 0.060 0.563 0.866 1.21 1.39 1.39 1.39 1.39 0.075 0.563 0.866 1.21 1.69 1.73 1.73 1.73 I 0.090 0.563 0.866 1.21 1.69 2.08 2.08 2.08 0.105 0.563 0.866 1.21 1.69 2.08 2.42 2.42 0.135 0.563 0.866 1.21 1.69 2.08 2.42 3.12 I 0.036 0.600 0.928 0.945 0.945 0.945 0.945 0.945 0.048 0.600 0.924 1.26 1.26 1.26 1.26 1.26 # 12 0.216 0.060 0.600 0.924 1.29 1.57 1.57 1.57 1.57 I 0.075 0.600 0.924 1.29 1.80 1.97 1.97 1.97 0.090 0.600 0.924 1.29 1.80 2.36 2.36 2.36 0.105 0.600 0.924 1.29 1.80 2.36 2.76 2.76 U 0.135 0.600 0.924 1.29 1.80 2.36 2.76 3.54 0.036 0.645 1.02 1.09 1.09 1.09 1.09 1.09 0.048 0.645 0.994 1.40 1.46 1.46 1.46 1.46 1/4 in. 0.250 0.060 0.645 0.994 1.39 1.82 1.82 1.82 1.82 0.075 0.645 0.994 1.39 1.94 2.28 2.28 2.28 0.090 0.645 0.994 1.39 1.94 2.55 2.73 2.73 0.105 0.645 0.994 1.39 1.94 2.55 3.19 3.19 0.135 0.645 0.994 1.39 1.94 2.55 3.19 4.10 I Note: Design Strengths are: ASD: Pns / Q LRFD: 4 P,. h Y • � 1 .. ,. 1 s 1 i Connections for use with the 2001 North American Cold-Formed Steel Specification Ivi I • I ''., Screw ; Diameter 1 member in , Thickness of member nal 1 I Designation I in, ; contact with ! , 0. 0.0 0 screw head, in. ; 0.036 0.048 , 0.060 1 0,075 .. 0.105 ,... 0.036 , 0.693 1 0.872 ; 0.872 ; 0.872 O. .','' ' '' , 4;: , i; ' i i 1 ' ■ i, IP 1.16 1.16 #6 I ! 0.048 ! 0.693 i 1.07 1 1.16 1 1,16 ; ;, 146 : ' '; 1 4 1 1 45 0.138 1 0.060 0.693 ; 1,07 1 1.45 1 1.45 1 . 5 1 . ! 0.075 ; 0.693 1.07 ' 1.45 ; 1,82 ; 1,82 1.82 '11 0.090 , 0.693 1.07 1 1.45 i 1,82 2.18 - P 1 , . 1 ,., 0.105 1 0.693 l 1.07 ; 1.45 i ' 0.135 ; 0.693 1 1.07 1 1,45 1 0.036 1 0.755 1 1.04 1 1.04 i 1,04 I 0.048 ; #8 i 0.164 i 0.060 0.755 I 1.16 `i ) i ; 1.73 1.73 ! 113 1 AI I 1 , ! 0,075 0.755 i 1.16 1,62 i 2.16 ! 2,16 . ! 0.090 0.755 1.16 i 1.62 ; 2.16 2.59 I , 1 , , . A 0 i i 0 105 , 0.755 1 1.16 1 1.62 ! 2,16 1 2.59 ,i - ‘ , ', 0.135 ' 0.755 1 , 1.16 1 1.62 , 2.16 1 2.59 P , ..„ , , 1 0,036 ! 0.813 I 1.20 1 1.20 1 1.20 1.20 0.048 ' 0,813 i 1.25 1 1,60 i 1.60 . 1.60 1 1.60 g ° , , 2 00 #10 1 0,190 1 0.060 i 0.813 1 1.25 1 1,75 ' 2.00 ! 2.00 , . 1 ,, I 0075 ! 0813 1 125 ,.'...;; - i,L, k , 1,, _ .i., i L',.,(6,„;;,;,: :•,. 1 • '- i I ' 1 0.090 0.813 ; 1.25 1 1 I '', io t ' 1 0.105 0.813 ! 1.25 4 I I 1 i 0.135 1 . 0.813 1 1.25 1 ,A; ', 1 1 1 1 0 048 ; 0 867 1 33 .<., . , , . . 1 ! ,;5i ; • ;!!!! I #12 ■ 0.216 1 , 0,060 1 0.867 1 1.33 1 1 , 0.075 0.867 I 1.33 1 ' , , • 3 1 1 i 0.090 0.867 1 1.33 ; 1„;', t i i ; 0.105 0.867 I 1,33 I I ! I 0.135 1 0S6 1 1 ', 0.036 0.932 ! 1,47 1.58 , 1,58 i 1,58 , 1,58 0,048 j 0.932 ; 1.44 I , 2.02 ;, 2,11 1 2.11 2,11 ! 3 ! i 1/4 in. i 0.250 ! 0.060 ; 0.932 1 1.44 ;, 2.01 - 2.63 1 2.63 ! 2.63 0.075 ;, 0.932 ; 1,44 i 2,01 2.80 i 3.29 ! 3.29 I 11 1 ; 1 0,090 1 0.932 1 1.44 1 2.01 ' 2,80 i 3.69 I 0,105 ; 0.932 1.44 1 2.01 2,80 1 3.69 , '' '4 . 4,6 , av,,„„,,.,;: ..,,,, ,,' .,. ,, ,-,,,,r t,s4 ,,, ,Ki.' , '' .,',.,:'..‘ .$ ,- -:- '...: I Note: Design Strengths are: • ASD: P rd LRFD: SP„ ( . 1,5 k 3 ... .., : ,..,,,/ .... • .i .: .., V ......-,‘" a " ' / • „,;*!: I l f .y. ■ • • / ' i , • e 7 • ' ' . - . '' . . 1 < 1 i ''',3 ' t's :4 ,...-- q f -- 1 ? . ) I. & „,„_ . 0000 _ onch Joist end. ME IIIIII NM Me Mill Mil IIIIII a. OM MI 111111 MI 111111 MI OM .. C Mob & Trod, ,. Plat t q, p . ' cio ' I E [: (�� :5 " ' ban P. se6.sd. r" v ` a. ,. 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ENTRY,PIER, " . , : - -:- 1, ,,.• : , 7 ..,, - ! ..... . / ' I nN. FLOOR 0 COORDINATE WITH AEROPOSTALE '-• • s . - - . T MALL AREA vENDOR, '---, I . ' '' t ,...‘ - .:" • '.:. , , 1 1 \ I PLANK FLOORING ExTENT OF NEW. MALL ••• '''''' ---«.-....•-•-EXTENT OF EXISTING MALL FLOCRING FLOORING, I I Precision Structural Engineering, Inc. Medford Office 250 -A Main Street, Klamath Falls, OR 97601 836 Mason Way (off Sage Road) Medtord,OR 97501 Y , Tel. (541) 850-6300. FAX (541) 850 -6233 Tel. (541) 858 -8500 � . t ss,r www.structurel.com • Email: PSEl @charter.net r`t 1 . "M � 4 i � I PROJECT NO SHEET U OF , r ` PROJECT NAME DESIGNED BY /` /v t/ DATE /— 7-3 SUBJECT CHECKED BY DATE � , - _ . -.._ _ I s y / I , I , : . . :4 31,01 i S K ,!. 13. L 1 1 ..,, ,. j ,L.,.. ..... 4 „I i. E. I .. .. F .... - L . - _ I _ __ __...f. _ _ _ I — _ ' .. - .. i -. .. ... Y I :. C ' i , y ! 4 .111 _ } r -. u i 1 N Qr TT _ I I ; 1 11H; n .._ _. - _.+ .._..._ __ . I i if p }} t i A 1 Y 1 1 I_ I s . , , . . , — , —.4 ,71 I . , ; . ).0„,... i J am ^ • - f I I I __ - - -f-._ • 1 { I al s , 1 • • r. •,' , i 1 t, t ',., f ; ,' - I'[. 1 ,; 1 1 r I , I 1 I . _. -.__ - 1 _ 1 I I f 1 • _.._. 1 _ _ . - I .... _ __ . .. ...._..._ ._.... { ...._ r ;;; i I • I 1 1 ; I ' 1 IIII 1 — I ; . 1 i I .1......."L. j_.....i_i...... ; H _ I . , I 1 • Code Check ' Y No Calc } > 1.0 . 90 -1.0 . 75•.90 50- 75 0. -.50 I I I I 1 I I I I I Member Code Checks Displayed Results for LC 1, Total load . 'recision Structural Engin... Built -Up Truss _ Michael D. Moser, P.E. Nov 7, 2009 at 10:56 AM Box beam over the door.r3d KF207- I Company Precision Structural Engineering, Inc. Nov 7, 2 9 Designer Michael D. Moser, P.E. 10:57 AM Job Number KF207- Built -Up Truss Checked By: I Basic Load Cases II BLC Description Category X Gravi..Y Gravi..Z Gravity Joint Point I Distrib... ( Area (... Surfac... 1 I dead load None I I I I Joint Boundary Conditions Joint Label X [k/in] Y [k/in] Z [Win] X Rapt-ft/rad] Y Rot.[k- ft/rad] Z Rot.fk- ft/rad] Footing in 1 N1 Reaction Reaction Reaction Reaction Reaction I Member Cold Formed Steel Code Checks LC Member Shape UC Max Locft hea.[ft . Pn[jk] M. . .Mz... Cb .. c E 1 I1 I M1 10CS3X060 .695 5.25 S . 534 ..Loc 0 ly . 16 .25532 nz 1 C . 6 . 85 C5..• •I I Joint Coordinates and Temperatures Label X [ft] Y [ft] Z [ft] Temp [F] Detach From Diap... 1 N1 A 0 ��, 0 0 ,� 0 '.. g I Joint Deflections LC Joint Label X [in] Y [in] Z [in] X Rotation [rad] Y Rotation [rad Z Rotation ['rad] I 1 1 N1 0 0 0 0 - - I �'' elf- y :v� k+JfS: * * +, � H. if ).: S ,� 3. e � ? � I Joint Reactions LC Joint Label X [k] 1 05 Z 1 ] MX ft] MY [k ft] MZ [k ft] 1 1 Ni 0 z 0 .. 0 . ' 3 1 � Totals: 0 2.1 0 I Load Combinations Description Sol. PD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor I I Total load Ye 11 f 1 I I I I I I I I I 1 Member Distributed Loads (BLC 1 : dead load) I 1 Member Label Direction Start Magnitude[k/ft.d..End Magnitude[k/ft.d... Start Lo ation[ft. %] I End Lo oion[ft %] M 1 Y I -.2 -.2 I Material Takeoff Material Size Pieces Length[ft] Weight[K] 1 Cold Formed Steel �, r ` . = - ' 3 Total CF Steel 1 1 0. 5 0 I RISA -3D Version 8.0.0 [\... \... \... \... \... \... \Engineering \Storfront \Box beam over the door.r3d] Page 1 ./ .c- ) I Company Precision Structural Engineering, Inc. Nov 7, 2009 ----- Designer Michael D. Moser, P.E. 10:57 AM .....____,--- Job Number KF207- Built-Up Truss Checked By: I II Member Section Deflections 111 LC Member Label Sec x jinj y [in] z [in1 x Rotate[radl (n) Uy Ratio (n) Liz Ratio 1 1 M1 1, 0 0 0 0 NC NC 2 0 -.093 0 0 1351,474 NC I 3 _ , 3 0 -.131 0 0 962.926 NC 4), -.093 0 0 1351A74 NC 5 .5 0 0 0 0 NC NC Member Section Forces LC Member Label Sec Axial[] y Shear[kl_ z Sheatikl Torquejk-ftl v-y Mornent[k-ft] z-z Moment[k-ft1 II 1 1 M1 1 0 1.05 0 0 0 0 2 2 0 ';',',, 11111117Meirr- . , 0 -2.1; 3 3 0 0 0 0 0 -2.756 4 4 0 -.525 ' . ,.?:ff;r:f.-7sr:7(012:1511411.9.AW0V I IIIIIMME 5 5 0 -1.05 0 0 0 0 I I I I I I 1 I I I I RISA-3D Version 8.0.0 [\...\...\...\...\...\...\Engineering\Storfront\Box beam over the door.r3d] Page 2 1 1.2.1 1 ∎N' r= ,, ,, Precision 1 •- Structural A � Elmk's ��� i Engineering, Inc. 1 1 1 1 1 4 -Sign design 1 1 Pages 4,000 — 4,999 1 1 i 1 1 i 1 4810 B Shasta Way Tel. (541) 850 -6300 Fax (541)850-6233 Klamath Falls, OR 97603 Email: psei@charter.net 836 Mason Way Tel. (541) 858-8500 Fax(541)776 -4663 Medford, OR 97501 www.structure1.com Email: psei1(a�gwest.net 1 IMP 1111 IIIM • • IIIII ON • Ell I•111 OM MR • MO INII • MN 11111/ MO .. ' ■ 1 Engineering - - - 1 4- OP A11114‘ ■1010111■ ,..s ■ Lokatatto. 4 3 < FLZ tt.14r= , ■01 'Mgr '. t A Silho b. I 4 , s • :AO: oz..a.o.tty Precision ,-tabiAti-t.'? 01 aagt A.5,4.n . ; ,i.liOl* -. 1,04,,t..< at 4 Orlf 3A•MAT =.1.... X.CX , AC 40..0 .:::: 1 tl> ..? FAO.FS. SW) Structural A' a e. •0 C.:A lot Mt f ,.. N. tf .1 IRA --„ -.. - . 8 ia, Ali' ia O.; a - Th.. I 11111111 ,ct -- 7717. - r - 7.7 - i -•- cn, .....-,...., ,• .:3 ..,..-,-.-. 7 -7,z , , i■iimemo■Ii sx 'ism t2•5..0 ‘,.., it . • , ,.„,„„ ...,-• • 14,0 A.ZO , • i :Ca sig.:3 ; CU., 0 t. :tAtto fa Alt . • .... .... .W.04 1.at.t ilt.t.0 i ••,. Inc. '74 ,t , `4,i, 0,,,..0. 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PLATE DEW__ t,s1 i i i i i - a- zr:r " • - • - i MI • MO r MI - NM MI • I• MN •• illi 12' -4 1/( 16" HIGH INTERNALLY ILLUMINATED CHANNEL G1 LETTERS. TRANSLUCENT RED ACRYLIC FACES, SOLID _ METAL. SIDES. COLOR P -3 SOLID WHITE ° ..^ 7 ,t — ' � . . t . � . y s .r , :--' . a �'` t it t 4 ALUMINUM SIGNAGE ``'' ' / i FIELD • `,,,, j t - 2" x 2" ALUMINUM FRAME _� `" SURROUND W/ ROLLED I-, EDGE FINISHED TO MATCH 4 s t _' �t •r <,. t it . �, f' 1 •, y • y. ' ALUMINUM BOTTOMY im ~ PANEL FINISHED TO \ RECESSED DOWN LIGHTS MOUNTED IN MATCH MT -1 I-- THE BOTTOM OF THE SIGN ASSEMBLY, SEE SECTION 5 SIGN ELEVATION SG1 Scale: 3/4" = 1' -0" ? of COLUMN ? of COLUMN ENTRY PIER, SEE AG - i i - 11' -8" (PLYWOOD COLUMN, 10' -10' CENTER TO CENTER WRAPPED IN BRAKE STOREFRONT BELOW, METAL) • SEE A6 10' -0' CLEAR LINE L ; ULK 11D SOX FRONT OF COLUMN , �/ ;: OPENING � ' 1 COLUMN EACH SIDE. • ° — FURNISHED AND i / `-••__,., INSTALLED BY C.C. TEASE LINE r `1 -- �. SEE 4 /SG1 J HINGED ACCESS `' ELECTRICAL SIGH DOORS, TYP. - �._ ;_` .._. WFIIP TO BE SUPPLIED -• C ACT' ^IDf" _ -- —. _. _. THROUGH RIGHT SIGN 2" x 2" ALUMINUM WHITE METAL L ._._ R DOWN BRACKET (AS SEEN BEHIND LETTERS LIGHTS BELOW FROM MALE SURROUND WITH I CURVED SIGN TRIM SIGN AT AC�HMEN ROLLED EDGES, SEE INDIVIDUAL I— SURROUND. OUTSIDE PLATE; & BOLTS SECTION LETTERS • RADIUS IS 19' -3 3/4" FURNISHED BY SIGN 12' -41. VENDOR & INSTALLED / / BY G.C. SEE 2 /SG1 6 SIGN DETAIL PLAN SG1 Scale: 1 /2" = 1' -0" I I I I 8" x 8" BOX COLUMN SIGN SUPPORT, SEE 4/SG1 N. I p BACK PLATE SUPPLIED with TAPPED HOLES FOR • I RETAINER PLATE BOLTS 4 ,. n. • APART STEEL RETAINER PLATE W/ .k — _ _ 3/8" BOLTS TO HOLD _ g" FRONT I CARRIAGE BOLT HEADS IN 4i PLACE L .. , 4 � ONT BACK MOUNTING PLATE: - — — — 4" x 8" x 1/4" STEEL— PLATE _ — — �� G, C. TO DRILL HOLES IN _ _ `� . ` v BOX COLUMN AND MOUNT .____... _• - t! . I SIGN PLATES _��,�,AO* of Ar FRONT MOUNTING PLATE: � �► 4" x 8" x 1/4" STEEL. - '""_" ..- -- "� - II PLATE I 1/2" x 11" CARRIAGE _-' BOLTS W/ WASHER & HEX I NUT (T). G.C. TO — LEAVE CARRIAGE BOLTS S ,� EXPOSED AT THE FRONT ; _ ,-- � FOR SIGN INSTALLATION — - - - ""~ _, i i. i Ih '' #10-16 TEK SCREW (TYP.) 1 " " -,-., . T - SEE BOX COLUMN DETAIL 1 j = = J I 4 /SG1 6 1 2 BOTTOM PLATES IDENTICAL. L _ - - -- ` - � ail., I TO THE TOP BUT 12" "" ` v � 17 t...OWER a • I .. SIGN MOUNTING PLATE ASSEMBLY (FRONT & ,, BACK PLATES WITH CARRIAGE BOLT RETAINER \ �U�- Q�I AND BOLTS} FURNISHED BY SIGN J I CONTRACTOR & INSTALLED BY G.C. • ari 2 ATTACHMENT PLATE AXON I S G 1 S cale: 3 "= 1' -0'� I Precision Structural Engineering, Inc. Medford Office 250-A Main Street, Klamath Falls, OR 97601 Tel. (541) 850-6300. FAX (541) 850-6233 836 Mason Way (off Sage Road)• Medford,OR 97501 /....t Tel. (541) 858-8500 .x.. ...,&., , . ' - '''..,•s ''...r...._. 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AISI MANUAL I x. 4 I : Ill I ► I ► , I 2002 Edition t 0 t I i i American I- II Iron and Steel I) # Institute , I I Connections for use with the 2001 North American Cold- Formed Steel Specification IV- TABLE OF CONTENTS U PART IV I CONNECTIONS F OR USE WITH THE 2001 EDITION OF THE I NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF I COLD - FORMED STEEL STRUCTURAL MEMBERS I SECTION 1- WELDS 2 1.1 Notes on the Tables 2 1.2 Welded Connection Design Tables 1 Table IV - Fillet Welds - Shear of Sheet 3 Table IV - Resistance ( "Spot ") Welds - Shear Strength 3 Table IV Arc Spot Welds - Shear of Single or Multiple Sheets 4 I Table IV Arc Spot Welds - Tension 5 S ECTION 2 - BOLTS 6 2.1 Notes on the Tables 6 I 2.2 Bolted Connection Design Tables Table IV - Bolts - Tension 7 1 Table IV Bolts - Shear 7 • Table IV - 7a Bolts - Bearing - Inside Sheet of Double Shear Connection 8 Table IV - 7b Bolts - Bearing - Outside Sheets - Washers on Both Sides 8 Table IV - 7c Bolts - Bearing - Outside Sheets - without Washers on Both Sides 8 I SECTION 3 - SCREWS 9 3.1 Notes on the Tables 9 3.2 Screwed Connection Design Tables I Table IV Screws - Shear of Sheet (F = 45 ksi) 10 Table IV-8b Screws - Shear of Sheet (F = 65 ksi) 11 Table IV - 9a Screws - Pull -Out (F = 45 ksi) 12 I Table IV - 9b Screws - Pull -Out (F = 65 ksi) 12 Table IV - 10a Screws - Pull -Over (F = 45 ksi) 13 Table IV - 10b Screws - Pull -Over (F = 65 ksi) 13 I SECTION 4 - EXAMPLE PROBLEMS 14 4.1 Weld Examples Example IV - Fillet Weld 14 I Example IV - Arc Spot Weld 16 Example IV-3 Arc Seam Weld 19 Example IV Flare Bevel Groove Weld 22 I Example IV - Groove Weld 24 4 .2 Bolt Examples Example IV Bolted Connection 26 I i Example IV Bolted Connection with Consideration of Shear Lag 30 4.3 Screw Example Example IV-8 Screwed Connection 34 1 II 1V_2 Connections for use with the 2001 North American Cold- Formed Steel Speeificatron 1 SECTION 1- WELDS I ' Application must comply with the requirements set forth in Section E2 of the PP P � Specification. The Specification applies to the welding of parts wherein the thinnest !�' part is 0.18 in. or less. For welded connections in which the thickness of the thinnest j connected part is greater than 0.18 in., refer to the AISC specifications. Welds shall be made in accordance with AWS D1.3, except resistance welds which shall be in } accordance with AWS C1.3. ' ' 1 1.1 Notes On The Tables LI Shown in Table IV -1 are the unit nominal shear strengths for fillet welds made on various sheet thicknesses and for sheet tensile strengths of 45 ksi and 65 ksi. The j nominal weld shear strength is found by interpolating between values in the Table, ;i . then multiplying by the length of fillet weld used (adding values for longitudinal I plus transverse welds). For ASD, the weld design shear strength is determined by " dividing the nominal weld shear strength by S2. For LRFD, the weld designs ear ; strength is found by multiplying the nominal weld shear strength by 4). „, Nominal shear strengths of resistance welds, "spot welds", are provided in r , Table IV -2. For ASD, the weld design shear strength is determined by dividing the J. nominal weld shear strength by Q. For LRFD, the weld design shear strength is found by multiplying the nominal weld shear strength by (P. '' Table IV -3 gives the nominal shear strengths for 1/2 in., 5/8 in., and 3/4 in. arc spot welds based on sheet strength. Values are provided for sheet tensile strengths n of 45 ksi and 65 ksi. Nominal strengths are determined by interpolation based on the 4 total sheet thickness being welded to the supporting structure. For ASD, the weld 7 design shear strength is determine by dividing the nominal weld shear strength by Q. For LRFD, the weld design shear strength is found by multiplying the nominal weld shear strength by cp. The strength of the weld metal must also be checked using Specification equation E2.2.1 -1. Table IV-4 gives the nominal tension strengths for concentrically loaded 1/2 in., 5/8 in., and 3/4 in. arc spot welds based on sheet strength. Values are provided for sheet tensile strengths of 45 ksi and 65 ksi. Nominal strengths are determined by interpolation based on the total sheet thickness being welded to the supporting structure. When used as side lap connectors within a deck system, these values must be reduced 30 percent. In other eccentric connections, these values must be reduced by 50 percent. For ASD, the weld design shear strength is determined by dividing the nominal weld shear strength by Q. For LRFD, the weld design shear t strength is found by multiplying the nominal weld shear strength by 4). The strength s of the weld metal must also be checked using Specification equation E2.2.2 -1. I , 1.2 Welded Connection Design Tables 1 1 l a dP lv 4 •l 0 IV 6 Connections for use with the 2001 North American Cold- Formed Steel Speci ' SECTION 2 - BOLTS Bolts, washers and nuts approved for use with cold- formed members are listed in the Specification in Section E3. Application must comply with the requirements set forth in Section E3. The Specification applies to the bolting of cold- formed steel structural members in which the thickness of the thinnest connected part is less than 3/16 inch. For connections where the thinnest connection part equals 3/16 inch or thicker refer to the AISC specification. The area resisting failure due to shear or ten- sion is determined by deducting the bolt hole size along the corresponding failure surface. A standard hole is defined for bolts less than 1/2 inch in diameter as the diameter of the bolt plus 1/32 in. For bolts equal to or greater than 1/2 in., the stan- dard hole size is taken as the bolt diameter plus 1/16 inch. Requirements for bolted slip critical connections are not contained in the AISI Specification. `��r �e aCI 3r-_, 2.1 Notes On The Tables 7 Shown in Tables IV -5 and IV-6 are tabulated values for the nominal tension ,,strength a nominal shear strength for A307, A449, A325, A354 and A490 bolts. - f Design strengths an be found directly from the table for ASD by dividing by 52, and or L y u tiplying by 4. Provided in Tables IV -7a, IV -7b and IV -7c are bearing strengths under various shear conditions for steels with tensile strengths of 45 ksi and 65 ksi. The design strength for ASD can be found by dividing by 52, and for LRFD by multiplying by 4. 2.2 Bolted Connection Design Tables 9 r 1 () `) ` I Connections for use with the 2001 North American Cold- Formed Steel Specification - ; 1V- `7 " --- -� Table IV - 5 I Bolts Q= See Table Tension 4) = 0.75 Nominal Tension Strength, P kips Nominal Bolt Diameter, in. ASTM Fy F„ Diameter Fut 1/4 5/16 3/8 7/16 112 9/16 5/8 3/4 I Designation ksi ksi in. Q ksi Gross Area, in. .0491 .0767 .1104 .1503 .1963 .2485 .3068 .4418 A307 - 60 < 1/2 2.25 40.5 1.99 3.11 4.47 6.09 , a 1/2 2.25 45.0 8.84 11.2 13.8 19.9 A325 92 120 a 1/2 2.0 90.0 17.7 22.4 27.6 39.8 A449 92 120 < 1/2 2.0 81.0 3.98 6.21 8.95 12.2 ' A354 Gr. BD 130 150 < 1/2 2.0 101.0 4.96 7.75 11.2 15.2 A490 150 a 1/2 2.0 112.5 22.1 28.0 34.5 49.7 ' Note: Design Strengths are: ASD: P, /Q LRFD: pP ,' Table IV - 6 Bolts ;' Shear sz= 2.4 (0= 0.65 , Nominal Shear Strength, P kips I Nominal Bolt Diameter, in. - ASTM Type Diameter F I 1 "' l Designation (2) in. ksi 1/4 5/16 3/8 7/16 1/2 9/16 5/$ 3/4 �/- •s r 1 Gross Area, in. �• '" 4 , .0491 .0767 .1104 .1503 .1963 .2485 .3068 .4418 d A307 N or X <1/2 24.0 1.18 1.84 2.65 3.61 Ili. i 2k:/? a 1/2 27.0 5.30 6.71 8.28 11.9 - n, !. "" I A325 N a 1/2 54.0 10.6 13.4 16.6 23.9 � X 72.0 14.1 17.9 22.1 31.8 A449 N < 1/2 47.0 2.31 3.60 5.19 7.07 ' X 72.0 3.53 5.52 7.95 10.8 A354 Gr. BD N <1/2 59.0 2.90 4.53 6.52 8.87 X 90.0 4.42 6.90 9.94 13.5 I A490 N a 1/2 67.5 13.3 16.8 20.7 29.8 X 90.0 17.7 22.4 27.6 39.8 Notes: (1) Design Strengths are: I ASD: P„ / Q LR FD: cP (2) Type N has threads Included In a shear plane Type X has threads exiuded from all shear planes .1 ... _r _ . I IV -8 Connections for use with the 2001 North American Cold- Formed Steel Spe=c Table IV - 7a ' Bolts MIII Bearing on Connected Members Q = 2.50 Inside Sheet of Double Shear Connections 4) = 0.60 Bolt Hole Deformation Not Considered I Nominal Bearing Strength, P kips F = 45 ksi 1 L-- - . ___ F = 65 ksi t Nominal Bolt Diameter, in. �_� Nominal Bolt Diameter, in. � I (in.) 1/4 5/16 3/8 7/16 1/2 9/16 5/8 3/4 1/4 X 5/16 1 3/877/16 l 1/2 . 9/16 1 5/8 i 3/4 0.024 1.06 1.21 1.31 1.37 138 1.45 1.62 1.94 1.53 1,75 1,90 i 1.98 1.99 2.10 2.33 1 2.80 0.036 1.62 2.02 2.39 2.62 2.81 2.95 3.05 3.10 2.33 2.92 345 ( 379 4.06 4.27 4,40 j 4.47 0.048 2.15 2.69 3.23 3.77 4.25 4.57 4.84 5.25 311 3.89 4.67 j 545 } 614 6.60 ( 7,00 1 7,59 _, ,, . 0.060 2.0 .69 3.37 4.04 4.71 5.39 6.06 6,64 7.41 3.89 j 486 1 5 84 81 7.78 i 875 9.59 i 10.7 . 75 3.3 4 M....7 . 4 .21 1 5 5.05 . .,. 5... .89 ... _.._ 6..73 ..57 8.42 ...... 1 �. 0.10 4.$6 6.08 729 8 51 6 9.7 • ..i 1.0.9 `1.2.2 +' 3.4,6 0 73 7 � 1 i 0.090 4.04 5.05 6,06 7.07 8.08 9.09 10.1 12.1 5.84 7.29 8.75 10.2 11.7 13.1 14,6 i 17.5 ' 0.105 4.71 5,89 7.07 8.25 9.43 10.6 11,8 14.1 6.81_ 8.51 10.2 11,9 ? 13.6 15.3 17'0 ; 20`4 0.135 6,06 7.57 9.09 10,6 12.1 13.6 15.1 18.2 8.75 10.9 ! 13.1 15.3 ' 1.7 .5 19.7 21'9 ' 263 0.165 7.41 9.26 11.1 13.0 14.8 16.7 18.5 22.2 10.70 13.4 16.0 i 18. 21.4 l 24.1 26.7 32.1 !' Table IV - 7b Bolts Bearing on Connected Members sa = 2.50 Outside Sheets of Connections with Washers on Both Sides = 0.60 1 .... Bolt Hole Deformation Not Considered Nominal Bearing Strength, P kips F„ = 45 ksi , F 65 ksi t Nominal Bolt Diameter, in. i V o f minal Bolt Diameter in (in.) 1/4 5/16 3/8 7/16 1/2 9/16 5/8 3/4 1/4 5/16 ' 3/8 7/16 ' 1/2 9/16 5/8 3/4 - \ 0.024 0.799 0.911 0.987 1.03 103 1.09 1.22 1.46 i 1.15 1.32 i 1.43. i 149 ' 1.50 ` 1.58 1.75 2.11 .? ' 0 .036 1.22 1.52 1.80 1.97 2.12 2.22 2,29 233 y 1..'75 i 2.19 1 2,60 2 85 3.06 3.21 3.31 13 36 0.048 1.62 2.03 2.43 2.84 3.19 3.44 3 .64 3.95 2.34 2.92 3,51 4 09 4.61 ! 4.96 5 26 5 70 _ _ 3.66 5 , . 0.060 2.03 2.53 3.04 3.54 4.05 4.56 4.99 557 ,,. 2,92 ! 4 39 _i 5 12 5'85 ' 6 58 { 7 23 x,04 ____.. .075 -.- 2:53 - 116 - 3:1Y5 5.06 5.70 6,33 7.59 3.66 4.57 5.48 6.40 7.31 I 823 i i - 9714 11.0 0.090 3,04 3.80 4.56 5.32 6,07 6.83 7.59 9,11 4.39 5,48 6.58 7.68 ; 8.77 9.87 f 11.0 13.2 0.105 3.54 4.43 5.32 6.20 7.09 7.97 8,86 10.6 5.12 6.40 , 7.68 8.96 10.2 11.5 12.8 15.4 0.135 4.56 5.70 6.83 7.97 9,11 10,3 114 13.7 6.58 3 8,23 9.87 11.5 13'2 j 14,8 16.5 19,7 0.165 5.57 6.96 8.35 9.75 11.1 12.5 13.9 16.7 8 04 101 1_____2A___.6.1- 1.8.1 20.1 , 24'1' Table IV - 7c Bolts '` , jam Bearing on Connected Members sa = 2.50 ,, Outside Sheets of Connections without Washers on Both Sides 4, = 0.60 Bolt Hole Deformation Not Considered 5 1 Nominal Bearing Strength, P kips �,,,, F u =45 ksi F =65 ksi lk .. „,°° Nominal Bolt Diameter, in. Nominal Bolt Diameter, in, (in.) t 1/4 5/16 3/8 7/16 1/2 9/16 5/8 3/4 1/4 1 5/16 3/8 7/16 1 1/2 9/16 ; 5/8 I 3/4 c , ( 0.024 0.599 0.683 0.740 0.772 0.776 0.820 0,911 1.09 0865 , 0,986 1.07 ' 1.11 1.12 1.18 1.32 1.58 � F 0.036 0.911 1.14 1.35 148 159 167 1.72 175 1.32 1.65 1.95 214 i 2.29 ' 2.41 1 2.48 2.52 0.048 122 1.52 1 82 2.13 2.40 2.58 2.73 2.96 1.75 2.18 2.63 3.07 j 3 3.72 3.95 4.28 0.060 1 52 1.90 2.28 2 3.04 3.42 3.74 4.18 2.19 ` 274 3.29 3,84 39 j 4.94, , 5,41 6�8 ' . 1 � ,:� � bp: 0.075 1.90 2.37 2.85 332 3.80 4.2 4.75 5 2 3 4.11 4 80 , 6.1_7 4 686 823 `4. 1 0.090 2,28 2.85 3.42 3.99 4.56 5.13 5.70 633 3.29 4.11 4.94 5,76 ! 6.58 i 7.40 1 823 9.87 14.8 I 0.105 2.66 3.32 3.99 4.65 5,32 5.98 6.64 7.97 3.84 4.80 5.76 6,72 ' 7.68 8.64 j 9,60 11.5 ..8,64 1 ( i y 0.135 3.42 4.27 5.13 5.98 6,83 7,69 8.54 10.3 4.94 6.17 ?,40 9,87 11.1 123 ` V - , 0.165 4.18 5.22 6.26 7,31 8.35 9.40 10.4 12.5 6.03 7.54 99.05 10.6 I 12.1 1 13.6 15.1 18.1 !, a ,, Note: Design Strengths are: ASD: P / Q j i \ LRFD: OP„ . ' /lit vin - V` S'^ 1 SIGN AS MBLY J( C o r-r � Les) FURNISHED I INSTALLED BY S SIGN VENDER. SEE SUPPORT COLUMN: C 1 6, � 7/SG1 8" x 8 ", 18 GAUGE METAL 1 =_1 Af STUD BOX COLUMN BY _ - - , TOP O G.C. SEE 4/301. (24' -O" r MAX. HEIGHT) ...... 1 U SUPPc *- _ COLU 41 0 , 1 SC1 1 SIGN MOUNTING PILE II 1 ASSEMBLIES FURNISHED I BY SIGN VENDOR. G `` I I TO DRILL COLUMN 8c — INSTALL.. SEE DETAIL I 2/S01 ,- ,- , 1 _ _ _ _ 'T-4 1/2" A:f I BO i T 111 9 jjOF S VW I M-- TENANT NANT SIDE 1 ALL SIDE I I (110 1 ,7--- 1 1 x----riv -- q/ I U COLUMN MCJ:" PLATE BY G.0 3/5G1. ANCHC I FLOOR SLAB COLUMN MOUNTING PLATE BY G.C. SE 8/S G1. ANCHOR - t EXISTING FLOC 1 FLOOR SLAB I I 3'--6 3/4" MIN. TO FIT _ °r WITHIN ENTRY PORTAL / END OF PLATE . OE BUILT UP COLUMN I I I. SIGN SUPPORT COLUMN Scale: 3/4" = 1' -0" 1 I Precision Structural Engineering, Inc. 250-A Main Street, Klamath Falls, OR 97601 836 Mason Way (off Sage Road) • MedfordOR 97501 Tel (541) 850-6300. FAX (541) 850-6233 Medford Office , Tel (541) 858-8500 a 4., . .0ti,:::::.a S.ii,:•P - ::::::= - www.structure1.corn • Email: PSEl@charternet - • ‘,, • :. ' ;5 ;.; ... '-i '''t* '' I PROJECT NO. PROJECT NAME SHEET t ••••• • 4. ( 2 OF OF DESIGNED BY , t , ' ., i i ; , ..,!...r.v..-*."„s•JI.,--'-''''' 4. • • DATE I (- 7_ 0 7 _ I SUBJECT .„............. ._.....- CHECKED BY 1 -,--.7 ,. - — - 7 - •° - - '-‘ = ''''' . i DATE _ : I : : . cot buitivl . 1:1-e 4 k . , t - . I ,' • i ., .L. i I 4 • 1 i 1 1 • I ., .., 1 ' , : : . • . , . • : ; 1„ . : • i :: 1 ; i , , : . I !, : L • I I , : : : ', • - -- , ' r ,„ . , r• , i : • _,#..,, , ., , 1 ! • i ! !'• I: I I tt■ p • ••■•• (..4.„ ; _Li. ° 1 1 1,„ ; ........i I 1 ..... L .. .._ ., ,...... _ . , t ' • : •, ! 1 1 t ; !, • , * , • I ! , , , . , • . . !-- •!-•!! ••-t- • -4 4 - 4. - 4 • i• i 4- ; -. 4. I I t ; ; ! ; : , : 4„.... . : • I a I : : : • 7 ; I I ; 7 • t . . ! ... ....i ... t . ,_ i - .4._ 1 . ....;... • : _ ; • ; : I ...." .. : ...,: " ! 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' • • : ' • • ' 1 , .• • . , I , • , , ! 1 , . 1 : ! , , : , , 1 1 ; , 1 . 1 , ! 1.•• i ! ! 1 !! . • • • • . , • . IL , I :......, ... ......1......._;,..._..L.—; -I-- - -I- —.I --...--- ..-.........-. i ' ,7----•----;;,,,..--- 0� 3 z 1 ► ... ' N2 1 1` ✓F� A y s. i N 1 1 . recision Structural Engin... Built -Up Truss I Michael D. Moser, P.E. Nov 7, 2009 at 12:47 PM KF207- untitled.r3d I L �X I -.2k I I . 02 k ...._..... N3 I I I 1 I I I I I I I 11 I I I Loads: LC 1, DL + Seismic recision Structural Engin... Built -Up Truss ' Michael D. Moser, P.E. Nov 7, 2009 at 12:51 PM KF207- Column for the sign.r3d I I Code Check No > 1.0 ee 90-1.0 X .75 -.90 ' .50- 75 0._50 0:.50 -.2k .02k N3 1 0 1 ' rn N ' 1 1 Member Code Checks Displayed I Loads: LC 1, DL + Seismic Results for LC 1, DL + Seismic . recision Structural Engin... Built -Up Truss I Michael D. Moser, P.E. Nov 7, 2009 at 12:52 PM KF207- Column for the sign.r3d 1 I Company Precision Structural Engineering, Inc. Nov 7, 2009 Designe Mi 12:52 PM Job Num ber KF207- chael D. Moser, P.E. Built -Up Truss Checked By: I Basic Load Cases I 1 BLC Description Vertical load CategoNone ry X Gravi...Y Gravi..Z Gravi Joint Point Distrib... Area (... Surfac 1 ' `' Se &imic for6e . "`None 1 1 Joint Boundary Conditions Joint Label X [k/in] Y [kiln] Z [k/in] X Rot.[k- ft/radl Y Rot.jk- ft/rad] Z Rot.[k- ft/radL Footing I I Ni Reaction Reaction Reaction Reaction Reaction 2 N2 Reaction Reaction Reaction Reaction I Member Cold Formed Steel Code Checks C Member Shape UC Max Loc[ft Shea...Loc[ft ... Pn[k Tn[k Mnvy...Mnzz... Cb C... C... Eqn 1 1 M1 5.5CU1.25X035 .289 5 .011 0 1.735 8.943 .021 .492 1 .6 .. C5.... Joint Coordinates and Temperatures I Label X fftl Y [ft] Z fft] Temp [F] Detach From Diap... 1 N1 0 0 0 , 1 3 . 1:- 0 7 0 ; 0 Joint Deflections I IC Joint Label X Nil Y [in] Z [in] X Rotation [rad] Y Rotation [rad] Z Rotation [rad] 1 1 N1 0 0 0 0 0 1.473e-4 N2 0 g. A. I 3 1 N3 I .011 -.002 0 0 0 - 4.914e -4 Joint Reactions I LC Joint Label X [k] Y (k] Z [k] MX [k -ft] MY [k -ft] MZ [k -ft] 1 1 N1 .008 .2 0 0 0 0 -.028 0 #..'- o ,,, .. o t 3 1 Totalls -. 02 .2 0 I Load Combinations Description Sol... PD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 DL + Seismic !Yes! 1 1 1 2 1 1 I I I Member Distributed Loads I Member Label Direction Start Magnitude[k/ft.d..End Magnitude[k/ft.d... Start Location[ft. %] End Location[ft. %] No Data to Print ... I Material Takeoff Material Size Pieces Length[ft] Weight[K] 1 Cold Formed Steel I 3 Total CF Steel 2 7 0 RISA -3D Version 8.0.0 [ \... \... \... \... \...\... \Engineering \Sign Design \Column for the sign.r3d] Page 1 I I Company Precision Structural Engineering, Inc. Nov 7, 2009 Designer Mi D. Moser, P.E. 12:52 PM Job Number KF207- chael Built -Up Truss Checked By: Member Section Deflections LC Member Label Sec x [in] y f inj z [inl x Rotate[rad] in) Uy Ratio (n1 Liz Ratio 1 1 M1 1 0 0 0 0 N NC � 2 ��' 1 3 0 .003 0 0 �. mum 5 4 -.001 -.00 0003 0 0 0 IIMIZSIMI NC r; ,„ , —.002 0 .; " 0 / ! :,: 1 7 MI 2 -.002 -.002 0 0 I 1 ' 4Y ' : ;: ; , `' 0' / 1 9 Mill 4 -.002 -.00: 0 0 Member Section Forces I 1 LC 1 M Member 1 1 Label Sec Axial[k] y Shear[k] z Shearfkl 0 Torqu lk -fl y -y Momen ik -ftl z -z Mo oent[k -ft] .2 -. 008 r At. a'x 1 A4, 1 5 �'9� 2 .2 .� =� 1 1 • 0 .01 -' rs �.� e � s� c ', . 0 0 .02 3 � 3 .2 4 008 0 � � � �: 0 .03 :, - - �' 4 .2 1. #M it : _ 5 5 .2 -.008 0 0 0 .04 6 1 M2 1 .2 .02 0 0 0 .04 4 I " . - 2 .2 .02 0 . f . :, `-;" .; 0 .03 .01 9 4 .2 .02 0 0 0 1 5 .2 .02= , 1: t : ! ° ; . , • 7:., I I I I I I I I I RISA -3D Version 8.0.0 [ \... \... \... \... \... \... \Engineering \Sign Design \Column for the sign.r3d] Page 2 I Precision Structural Engineering, Inc. Medford Office 250-A Main Street, Klamath Falls, OR 97601 Tel. (541) 650-6300 a FAX (541) 850-6233 836 Mason VVay (off Sage Road) • Medford,OR 97501 4i 4 Tel. (541) 858 : --.4.-.:.., 46.- ,,:.--„•,...:: vmw.structure1.corn • Email: PSEl@charter.net • • - . 1:." 1• - PROJECT NO. SHEET OF ,....r ..-. 'it-±?:-',.',1*•*::, ' *". ' I PROJECT NAME DESIGNED BY her...- '..-1...e.:Lx•_,....1--::: ' DATE . I SUBJECT ,.........._,_, ...... 1 . CHECKED BY DATE , - I G , ; : : , : , T : ! . 1, I .1 . 1 t ' , 3 or,c ... . i., : . • : ', i , . --.• ; I ; , • ! / , /:, / . • ,- • / . : ' • , . • . I . . • • . 1 : ' ! 1 1 I. • : 1 1 : I _.... ftr .. 1 „, :i . ... ..,_,„....t r r ! : -i• --1- 4 1 fl 1 , : • i t . } "-"..`'....1...*".' .**,..... ,.....,-*-}.... '.".*"."''.. .! Milillir . —4- 1 1 ' 1 ! • , i . : 1 : 1 - - I ' I .., ;-. I ---1.-.. 1 , , 4 ..;_. g • I ] , . 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I 1 . , ; ; ■ " I I I I 1 ; i , , • ; - . , ...- -- : , . . ... .. .. I , . , i___,.... .:. . - • , : • -,, , 4-- f . i. : 1 - 1 t -1- —r-- ; .. - , , , : I i • I 1 .... —I I , ' . I Y Iz I -.03k I I I ' *Ai VA 1 I Trii I I I t 0 I 4440; ,- 'e'R i I Loads: BLC 1, Seismic force . recision Structural Engin... Built -Up Truss I Michael D. Moser, P.E. Nov 7, 2009 at 1:11 PM KF207- untitled.r3d ' Code Check Y No Calc • > 1.0 .90-1.0 ' /0 . 0-50 ' -.3k 1 0 Member Code Checks Displayed I Loads: BLC 1, Seismic force Results for LC 1, Total Load _ . recision Structural Engin... Built -Up Truss ' Michael D. Moser, P.E. Nov 7, 2009 at 1:13 PM Brace for the sign.r3d KF207- I Company Precision Structural Engineering, Inc. Nov 7, 2009 Designer Michael D. Moser, P.E. 1:14 PM Job Number KF207- Built -Up Truss Checked By: I Basic Load Cases I BLC Description Category X Gravi.. y Gravi..Z Gravit/ Joint Point I Distrib... Area (... Surfac... 1 Seismic force None I I Joint Boundary Conditions Joint Label X [k/inl Y [k/in] Z [k/in] X Rot.[k- ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad Footing 1 N1 Reaction Reaction Reaction Reaction Reaction • it � -,, '• r w • 1 i = i - + ®I" �r_ Irirlrlr " 1 M R I Joint Coordinates and Temperatures Label X [ft] Y [ftI Z [ft] Temp [F] Detach From Diao... 1 N1 0 0 0 0 f Joint Deflections I 1 1 LC Joint Label X [in] Y [in] Z lin] X Rotation [rad] Y Rotation [rad] Z Rotation Va.] N1 0 0 0 0 0 0 '' 2 ' 0 0 0 0 ..... ' '; I Joint Reactions LC Joint Label X [k] Y [k] Z [k] MX [k -ft] MY [k -ft] MZ [k -ft] I 1 Ni 0 .3 0 0 0 0 I F' 1 Totals: 3 ; m � :.. , Load Combinations I Desc ription Sol.. PD... SR... BLC Fa BLC Factor BLC Factor BLC Factor Factor BLC I Factor BLC I Factor BLC Factor 1 Tot L IYes� 1 1 I Member Distributed Loads Member Label Direction Start Magnitude[k/ft.d..End MagnitudeLk/ft.d... Start Location[ft. %1 End Location[ft. %] _ in No Data to Print ... II Material Takeoff I Material Size Pieces Lengthtft] Weight[IQ 1 Hot Rolled Steel 3 Total HR Steel 1 6 0 I Member Section Deflections I LC Member Label Sec x [in] y [in] z [in] x Rotate[rad] (n) L/y Ratio (n) L/z Ratio 1 1 M1 1 0 0 0 0 NC NC 3' � 3 3 0 k 0 0 0 NC NC < '�� a4 ' ¢ 1* s '# A ` . 6 5 0 0 0 0 NC NC RISA -3D Version 8.0.0 [ \... \... \... \... \... \... \Engineering \Sign Design \Brace for the sign.r3d] Page 1 i Company Precision Structural Engineering, Inc. Nov 7, 2009 Designer Michael D. Moser, P.E. 1:14 PM Job Number KF207- Built -Up Truss Checked By: Member Section Forces I LC Member Label Sec Axial[k] y Shearfk] z Shearlk] Torque[k -ft] y -y Moment[k -ft] z -z Moment[k -ft] 1 1 M1 1 .3 0 0 0 0 0 I 0 s 0 0 0 5.. 5 3 ... 0 0 0 0 0 I Member AISC ASD Steel Code Checks Member Shape UC Max Loc..Shea...Loc..Dirfa[k..Ft[ksi Fbv[ksi] 1 131. 6 . 1 G . b C... C... Eqn 1 1 I M1 HSS3X3X4 .007 0 1 0 I Z 1 •I21 23 1 . s Joint Loads and Enforced Displacements (BLC 1 : Seismic force) I Joint Label L.D.M Direction Magnitude[(k.k- ft). (k *s "2 /ft... 1 N2 L Y 1 I 1 1 1 RISA -3D Version 8.0.0 [\... \... \... \... \... \... \Engineering \Sign Design \Brace for the sign.r3d] Page 2 MN • • • • • • • • • MIN I= MI • IIIN EN mil I= es. E. • . . r -..;-,'--- • ,.. • .5 ......„ • . —)--"--- ..... ,, . c.. . • .... > 1 , ,....„ me AMM.C, 70 kuati; le-, ay LBA ac. a) s' writ... s,..,., eax muem 1 1 1 I 77,7,1a kW 47711A0.7 ,,,, 77.Ar, 7,7.7.,117 ,I R 11 - •• • ', 77; • - -Txt ..9, 0 ,...... (7.7 ,..- :"..D I i i 7119, ATTA:WM7 MAKS. I a Nr Gra 4tto - I I 1 .:■*Clueos: HAM:refire re NT..4 YSS:XV 1,--....,. r..... 1 kr M.1.00 Nfilkli p) 717 ttt 70 •,•••;St! \:•,. 1 A.. . • r. W.D. 77.77IA CD v) ,... ce us .,,--.. . - , .„., I ---- Kat-rweuv: sot - N ..oznum 1r v.... CL. Lxi 2 0 0 0 I a.: izrAla...1 cxive,..%. 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WS TOrtIN.E.,,..c.ALu... =111■1111•1=1 0 BOX COLUMN DETAIL PLAN g . I $ • SUM.= TEMPLATE. C. SIGN ASSEMBLY 70 OE METALLED IM SICI1 VENDOR. SIGN DETAILS Seac 3•=r-Tr g 0 --.., • D. C.C'S ELECTRICAL CONTRACTOR 70 FURNISH 11111P 10 SION THROUGH THE RIGHT SISMEFROMT COWAN 0 01:1001G AT STORE FRONT). SHIP 70 BE EXTENDED 1 V 0' IC BEYOND 11E EOM OF THE STOREFRONT COLUMN. MENIIIIIIIIIIIIIIIIIII AT RE POINT WHERE ME NMI CONNECTS TO PIE .4771 Nioxiik 't.Ararsj DO= CLUNK NO EX1EIME0 1W TIE OUTSIDE it THE COLUMN TO A MICRON ROIL MOWED IN GERBIG ABOVE PRICE TO SIGN INSTALLATION. I • ''-- - j - + S C; 1 ,, ..-... ,...., BRACE TOP PLATE DETAIL Siiiiiii . . Precision Structural Engineering, Inc. Medford Office I 250 -A Main Street, Klamath Falls, OR 97601 836 Mason Way (off Sage Road) • Medford,OR 97501 �t N Tel. (541) 850-6300. FAX (541) 850 -6233 Tel. (541) 858 -85D0 ; www.structurel.com •Email: PSEI@charter.net .. • PROJECT NO. SHEET OF , . -:= „ .. 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I I I AISI MANUAL Cold-Formed Steel Design 1 2002 Edition r { American I *1 Iron and Steel Institute I Reissued September 1, 2007 REPORT This report is subject to rot-examination in MD yenta' • 1 1 � Ros0. yYlis+R Ctdbn+r �' " "1°543 am • 63rD Wal Mama C."1 36213 • (206) 59114.00 ICC Evaluation s�rvlc�+ Inc. � • Soo Monti* lead BM A, �""�"" -:.'S'.'� 1 Icc-es.ora_ 1.a Olbos • 4061 west Fbamaor Rad, Gaul t/ akro, lark boUe• MS) reaaob The hex nut for carbon steel conforms to stainless steel. Grade A. and the hex nut for stainless steel to DIVISION: 03— CONCRETE ASTM A 583.04, F 594. Section: 03151 -- Concha Anchoring conforms to ASTM of a high - strength rod I The anchor body Is comprised REPORT HOLDER: The at one end and a tapered mandrel at the other end. The tapered mandrel Is enclosed by a three - section HI 0 0 INC. expansion element which freely moves around the mandrel. 5400 SOUTH 122 EAST AVENUE The tel apex and by expansion element movement Is restrained Installed y In e I a colter. The anchor TULSA, OKLAHOMA 74145 a (100 �7� -/000 prsdrilled hole with • hammer. When torque Is applied to the I www us ht ncia nut nslon element, gilled which is in the mandrel is turn expanded against t into the ....a,�__hCna�Ue hl ils morn exQ• d the drilled hole. EVALUATION SUBJECT: Installation Information and dimensions are set forth In I HILTI KWIK SOLT TZ CARBON AND STAINLESS STEEL Section 4.3 �ht and structural lightweight concrete must ANCHORS IN CONCRETE conform to Sections 1903 and 1>i05 dthe IBC and UBC. 1.0 EVALUATION SCOPE 4.0 DESIGN AND INSTALLATION I Compliance with the following codes: 4.1 Strength Design: • 2006 international Building Code (IBC) m ust be determined In 4.1.1 Genera Design strengths must D and this report 2008 International Residential Cods* (IRC) Desig accordance with ACI 1proovidsdI� Appendix 3 and 4. Strength ' Design parameters are given � ACI 318 D.4.4 must be used • pertalu Uniform Building Code" (�C) reduction factors I calculated In In 318 accordance D .4 must Section evaluated: for load combinations 1612.2 of the UBC. Strength 18052.1 of the IBC or Section 2.0 US res reduction factors *as given In ACI 318 0.4.5 must be used for I combinations calculated In accordance with ACI 318 I 2.Q USIES 1909.2 of the UBC. Strength reduction Bolt 12 anchor (K9 -12) M used to resist static, Appendix C &W to ductile steel steal s may be The Hllti loads In cracked and factors I le elation b provided In Figure 6. wind, and seismic tension and ��rel sand used. An example In Tension: untracked normal - wsl9 compressive strength' 4.12 Require• for Static Steel Strength F . of 250 psi t having 50 psi (17.2 M The steel strength b tension e1 S be calculated ose are P„ d 2,500 Psi to 8,500 pal (17.2 MPa o structural sand ACI 318 0.5.1. The resulting and untracked n metal weight accordance with cracked and concrete over metal deck having •minimum p rovided in Tables 3 and 4 of this report sghtweig compressive strength, 1 d 3,000 psi (20.7 MPs). Requirements 3a Salve Concrete ape enn oomn s system Is an alternative to cast.lnirl• strength anchors anchoring Sys 1911 and 1912 of the IBC and Strength In Tension: The basic concrete ACI breakout Section Sections 19 In Sections values of h., and I as given In Tables 3 accordance al o tibes led w end n eng d 1M � n T Is submitted" D.5 Z�u sing t e calwt e a teY TM s nv n l T abcrete ' ao used where an ertgirteersd 9 and k, and 4 In Nsu d h p Ions where analysis .0 DSCRIPTI Section 8301.1.3 date IRC. breakout strength in tension In reg indicates no cracking In accordance with ACI Section h I Tables 3 n I 3.0 DESCRIPTION n D.6.2.6 must be calculated with K as p and mechanical expansion TZ Installed In the soffit of structural KB-TZ anchors . KB-T are anchors con t i s t led, ms stud (anchor may). 4. For carbon steel KCB" ao steel structural anchors. KB-TZ anchors upheld of a stud ( ht or normal-weight concrete send wedge (expansion elements) nut, in Figure e1. The stud anchor and rrd a ossmbli s, as shown In Fi omitted. (See gure 5 Se lore (carbon steel version) b Is n wtreted materials with concrete breakout strength may manufactured iron crsrbon or stainless steel Critical Edge Dlstanct: In corrosion resistance equivalent to Type 304 stainless steel. 4.1.5.) have a minimum 5 pm (0.0000 4.12 Requirements for Carbon c plating. ng. The anchors have for the carbon and 4.1A Require e c < c f and eupc Edgersin�t Distance ro I M a i nles c plating• -1 expansion re fabricated from stainless trot splitting of the concrete Is not present stemless steel KB-TZ anchors sta n . steel with corrosion resistance equivalent to Type 918 Con REPORTS- ,* are net b k eaawnr.r rte' b b Service, lam. apron o l 'r le ow (ANSI Rs um lbws I s Re �jrarrOlf VilrUl JY� War mom M a I � b �• matt I frig" N Who maw iw Alt r o'f or 1 ■0'N Ps. N 14 Copyright 0 2007 I Page 2 of 14 is on steel deck floor and II htweigrmal- weight concrete Is given in Table 3. Figure 5, breakout s in tension for uncracked ht or no 0 ed concrete, for Figur Concrete Breakout 3. I equation: multiplied according to ACI 318 Section 0� the following roof assemblies, e uirements for FIQ c concrete further muttipttsd by the factor W„�H ss glean by Stre q Stab equation: Strength st of Anchor In Shear, V�o rV catculatsd In (1) accordance with ACI 318 Section D.8.2 based breakout strength shear capacity must a the values Wn e e C� provided In Tables 3 and 4. The value of I, used in ACI 316 Equation (D-24) must taken as no greater than he Ms for SNUG Concrete Pryout Strength whereby the factor Wcr.N need not be taken as less o Ar r I Shear, V,,, or V Static concrete pryout than I 1.5h ■ 1.0. Values for the strength shear capacity must be calculated Sine of accordance --- .For all other caeca, W N w 318 Section D.6.3. madded by n0 c.. and the value of N.. provided In Tables 3 and 4 of this report For critical edge distance c,. must be taken from Table 3 or Table or N as calculated In Section ��nl of this s report. or the I 4 • In anchors installed in 4L1.5 Requirements for Static Pullou Strength M concrete over profile steel deck floor and roof Tension: The concrete, strength of l the anchor In cracked a l and normal-weight ssem Web applicable, Is given In Tables 3 assembtt�es ��i^�� ^� with Section . b I and nds 4. In accordance where app 0.5.3.2, the pry-out strength n n In uccu a with ACI cracked a must be not required. pullout strength in sacked 4.9A Requirements for ct and Min Member imum m mind Distance: a calculated according wa to the following (lb equation: I Minimum Anchor Minim. values of am, as In lieu of ACI 318 Section luect be used. In Ile, of = N , pal) (2) given in Tables 2 and 3 of this report N r+► 4J' 2 '� 0 ACI 318 Section D.8.5, minimum member thicknesses h.,., as I given M Tables 3 and 4 of this report must be used. Additional combinations for minimum edge distance c„„„, and spacing a„„ may be derived by linear interpolation between the distance g given values. (See Figure 4.) The critical edge Nov, �« �-- N MPS) at re must be minimum 4h e In accordance with ACI 318 Section D.8.6. =N 17.2 I N, � Seismic Design: For load In regions where analysis indicates no cracking In 4.1.10 Requirements earthquake, the design must be the combinations including accordance with ACI 318 Section D•6.3 the a pullout fo performed according to ACI 3 Section D.3.3 at modified by I strength In tension must be calcu Section 1908.1.16 of the IBC, as tolloWs following equation: ACI 31$ D,3.3. CODE EQUIVALENT CODE SEISMIC REGION DESIGNATION I N,,,r. = N 2.500 nisi psi) (3) Weeks DENO Moderate or high Categories F IBC and IRC seismic risk c, 0, E. and Moderate or high Zcarr�44 UBC seismic risk I = N s- (N, MPs) and the nominal concrete I Ni�.ry �""' 17.2 Ths nominal stl anchors h tension, and the nominal strength and pa ct strength for anchors In M � are not provided In Table 3 concrete breskout strength to ACI 318 Sections D.6 Where virtues for ll or tr ,. g in tension need not be shear, must be to according account the Sections D.5 evaluated. Table . the pullout strength and D.8. resp m with ACI evaluated• values given In Tables 3 and elements 4. eand anchors be ply with In I I The -T Inst pullout strength n the concrete w of the carbon steel In cracked sand lightweight 318 D.:nsscaductile �1 318 Section 0.3.3.4 or 0.3.3.6. The h M or normal- nominal steel strength shown in Figure , t11e soffit lea. ACI nominal pullout strength No evaluated with the values on steel deck floor and roof assemblies, for anchors in shear �... must be adjusted weight concrete 318 S In on 0..3 Is given In Table u. o t accordance eng h with racked pullout strength in cracked given In Tables 3 and 4. The values of N,,,.. I 318 rate must st b e.c, the nominal pu giv n In Ta b strength as follows: value of N be calculated according to Eq. (2), The use must be substituted for N,..• Tire 4 stainless Value of N •► anchors installed in the soffit of = N F— (ib, Pal) ( ) I stainless rtes of N �"" 1 deck assemblies Is beyond the scope ,,. .rr concrete on steel s indicates no cracking in this report. In regions where analysis with ACI 318 Section D.5.3.6, the nominal pullout y (N, MPs) strength in tension may be increased by 4 as given in I Table 3. Wu, is 1.0 for all cases. Minimum anchor re�r of 3.01x., r••wr• = N 17.2 along the flute for this condition must be the greater or V are given In Table 3 or Table or 1/, times the flute width. If no values for N V.: in , the static design strength values govern. (See Sections used. Requirements for Static AtCeleg g Capacity tee D.8.1.2(c), 4 and 4.1.6.) I used. Th Iteu of the value of V. as given report must be 4 the d. The shear s he e strength given In Tables 3 ands d breyt�d failure 4.1.11 Structural Sand Lightweight Concrete: When h V,, as as g e soffit of structural sand structural lightweight concrete is used, values determined in of the KB-TZ installed in th y : u i) I pale 3 of 14 E8R -1117 on steel deck must be crete Appendix D and this report assemblies, see Figure 5. accordance modified as with of 0.5 installations into the soffit of con I modified by titan: sand lightweight concrete is allowed Special of the IBC is required, n n 1701.5.2 of the UBC. The 4.1.12 Structural Sand Lightweight Concrete over Metal 4.4 Special inspection: accordance with Section Deck: Use of details a structural q 9 1704.13 of the IBC and Se In accordance with values presented in Table 3 and special inspector must be on the Jobsie continuously ndimnsi during I installation details as show in Figure 5. anchor installation to verify anchor type, th, hole concrete type, compressive strong edge 4.2 Allowable enerel Stress e Desists dimensions, concrete hole cleaning procedures, anchor again /, hol I 4.2.1 Genrnl: Design combinations calculated for use with cordon le distances, concr stress Section load co t e IBC n 18 of I torque. thickness, anchor embedment, end with Section 1605.3 of the IBC and Section tightening UBC, must be established as follows. 5,0 CONDITIONS OF USE I R, u s ( The codes slistteed I Section 1.0 of this Ct to the Gr the codes following conditlons: where R. Er ,) • . or s ve presen (#V)s as c Il la a dac ding L oth In in this d mini I 315 Sections (ion) or 4.1.1 end as calcula es gn st g tg h in all depths snditions one and minimum embedment 316 Sections D.4.1.1 and D.4.1.2 and Section 4.1�o�til� e � _ report. . For lad combinations including earthquake, ecoondance m nufacturer's publish installed in structions and this report. In rs must be I R, Equation (5) must be multiplied by 0.75 In with ACI 316 Section 0.3.3.3. Limits on edge distance, p of conflict, this report governs. crocked n in Tables 3 dud lim t dt� ad stn nd distance or anchor spacing and member thickness, as given for 6.3 Anchors must be and 4 of this report, must apply• arc with n service single i g r in onre tension and shear wTabla through 9, for lightweight of 2 rete P� B•� a compressive or I splicing reduction are provided per Equation (5) strength, ~ ere d ad and uncracked These values have e duc derived Pr Eq centres over metal deck I report tton• reduction factory IfromT■ctas MPs), and r ein/ the appropriate strength h sd In Section 4.2 of this having a minimum � � M compressive strength, r., 3 grid 4 and the a factors provided erg ■minimum specified ' repoR. of 3,000 pet (20.7 MPs). must not The value of a must be taken as follows: 5.4 ., 000 s r used for calculation purposes d 8,000 psi (66.1 r c MPa). FOR a TORS TH Excluding ease must be adjusted in I REDUCTION FACTORS including applied to the anchors Nisnrls !N® 5.5 Loads with Section 1605.2 of the IBC and gedr 12.Z or 190on 1605.2 UBC for C and ACI s1 s Section �.4.4 ® ® design, and In accordance with $eCtion 1605.3 of the ACI 318 Section 0.4.5 ® IBC and Section 1512.3 of the UBC for allowable stress I 4.2.2 Interaction: In lieu of ACI 918 0.7.1, D.7.2 and 0.7.9, design. established In calculated as follows: 5.0 design. I design values must be eats interaction shear loads be accordance ncd with v 4.1 of this report. For shear bads V s 0.2 • V n eon the full allowable load in te tension tension loads may be taken. 5.7 Allowable design values are established in accordance the full allowable load with Section 4.2. For tension load be takO and edge distance as well as minimum member In shear V...,,Auo 5.8 spicing ew must comply with Tables 3 and 4. T I For all other cases: and details V : 12 (6) 5.! Prior to installation, calculations must be I + () demons compliance w with this report T Aso V, .,aso detailbmstsd i muted cit be prepared official. a eregistered design details s required by the statutes of the • professional where Jurisdiction in which the project Is to be constructed. 4.3 Installation: ltes of data I Installation parameters are provided In Table 1 and d ng to 5,10 Since an ICC-ES acceptance expansion for evalu anchors 2. The Hilti KB-TZ must be installed sanding to detemrine the performance N unavailable at lions and this report. Anchors to dech or to fatigue shock under such manufacturer's ust be nsta ed masonry instructions ANSI su b time, fatigue use these loading s concrete I must be inst■Ile In asor�rY dolt drilled l � � with AN the soaps e 212.151 must be equal conditions Is beyond regions of report. pna.sl■ where 8212.15 -1994. The nominal drill bit diameter depth 5,11 Anchors be installed in rag (s indicates to that of the anchor. The drilled hole must exceed the cracking o or where analys r diameter to occurred d to the concrete where of I of anchor embedment by at least one anchor collection 5.11 may occur (f, > f,), subject area permit as required. of anchors end to provide aired. The anchor must be hammered into the this report due to area as req ms bs used to resist short -tenet loading this I surfs led hole until at least four threads d washer until 5.12 Anchors Y ect to the cod surface. The nut must be tightened a 1 are �i • For wind or seismic forces, subJ the torque values specified steel deck assemblies, report the hole diameter in t soffit a concrete on exceed the diameter 5,13 Where not otherwise d I co I of prohibited the fire-resistance-rated �d the hole diameter in cr a steel deck than inch (32 mm). For anchors are permitted for hibite h n r the member the hole In the concrete by edge distance restrictions for member thickness and ed9 Page 4 of 14 construction provided that at least one of the following 6.0 EVIDENCE SUBMITTED conditions is fulfilled: 6.1 Data In accordance with the ICC-ES Acceptance are used to resist wind or seismic forces only. Crit ria for January oZ 07 in l Concrete • Anchors a (AC ) • Anchors that support a fire-resistance-rated envelope membrane are protected by 6.2 A quality control manual. or fire- c� mrated materials, or have approved fire-resistance- nce to fire exposure In 7.0 IDENTIFICATION labeled with the ' been evaluated for recognized standards. The anchors are Identified by packaging information, a nchors cewith reco0 manufacturers name (Hilts, Inc.) and con ba orm a ti n, • Anchors are used to support nonstructural elements. anchor Hams, anchor size, evaluation report number E n 1 p Laboratories the name Inc.). The anchors M letters I 5.14 Use of zinc-coated carbon steel anchors Is limited to dry, interior locations. U embossed on the anchor stud and four notches 0 8 edai Inspection must be provided In accordance with e mbossed Into the anchor head, and these are visible after 6.1 P Section 4.4. installation Into verification. anchor ' 6.16 Mchons are manufactw'ed by HMI AO, In Schoen, Liechtenstein, under a quality control program Inspections by Underwriters Laboratories Inc. (AA -837). 1 1 1 1 I 1 I 1 I Pa 50!14 I UNC thread � dog point mandrel ; ii setting assist washer hex nut expansion collar bolt - element I FIGURE i —HILTI CARBON STEEL KWIK BOLT TZ (KB TZ) am ON STEEL AND STNNLEN STEEL ANCHORS) I TABLE 1- -aEmNO INFORMATION (CARN �� diameter ( In• ) y4 s j �o o. 0.76 I 0.376 OW Maur o.o. 11111M as p w I ==11C11lEllIllCIM IIIIIICIIIIIIIIIINCMIIII _ 2 ''' 1 El n�a as 021) • min. IS (�,) CM an 6•w I .mbedm.nt ® MS 4 ® la um NO ©� y4 1M 3R V h 1 N,) PI I c=1 MI Ra 25 PO 14 la ON 110 © 40 ran m v�d (37) �s 1,fl6 7 ( �. m15 0.""d t+4.» 10 I ESN'S 6.,37 ©v 0-,0. �� ( 0.o 0 ®v © ® m 074 ® rte 0.,p R�1 4 5 t_dNP_ 121111gralEMEE11131131133112311101C:1111311:131131 22 ) ® 4 I (102) 111111 in , II MOM I . 6,y the length of tined. o • o/ the fastened part a based on use of the b minimum a controlled thinner k nom, Increase the anchor thinner fastening embedment I I I I I I Ps 61014 1 I sib — Ahmed db , . t I I WI `inch ,r • + ' • d tu„ ° ho I Irmo Illibi he I N ■••■....7" h. I FIGURE 2—KB Tz INSTALLED . LESS STEEL ANCHORS) ON STEEL AND STAIN TABLE S— LENGTH IDENTiFICA710N SYSTEM lC� � v ODD m ® ® I La,on,�Dm.rwno 1300001300 013013131313130 � ®0�v ®m I Length of ® © ®0 ®p ®pm�1® Law. 1 1111 I v I etol , , I I FIGURE 3—BOLT HEAD WITH LENGTH IDENTIFICATION CODE AND KB-12 HEAD NOTCH EMBOSSMENT I I I I I I a 70114 STEELKB TABLE 3--DESIGN INFORMATION CARBON ESION INFORMATION =1:1 1111111 1111111111111111111::::=1 0.625 0.75 0. 19.1 11:11E11 0.375 15.9 9.5 12.7 r_� 4 char O.D. In. �� 102 e e © tt�m 4 4 �� � � 152 ..K 203 z 102 CI 102 ■'� IK Min. member thickness' ®_ 4-118 4 6 .1 4.1R 7 152 �� ©� 102 140 114 19 106 10111011615111111011 ' 60 i � 10.1 y r. distance � �� 4 Min. odes ��� , H � � Mn. 'anchor 'peeing 106 littFilliA 106 ?4 Mn. hole depth In concrete 1011191119111 W 77, T., c===Wili &ill lithill 106.000 10d 0 1 1 •, 1 0. i Mn. seed ult. strength �� 33. ' , 0 104.6 © 33.6 hk1tmfl°° 17, .4 6"C." 10.6 , K • ® 3 '' 47.0 I C:=MMIIIIIIIPAI 16.0 v, 1 10.555 2. 6.405 .5 Steel strength M sheer, 10 r 300 v ® 3.000 . "47.0 � 10 T ' • sehtmlc' 21 5 13.3 9, 6 47.6 v ©v cwar.te °r1 • © 2,�0 © ©�rr� w � _. r , ®� 10.1 ® 2.6� 2.�© I _____ 6A F'Vrt+t strength concrete on ®� • .6 ntsl dealt 2.0 I 1.0 0.75 Strength reduction factor 0 for tension, steel I failure modes" 0.65 Strength reduction factor 4 for shear, steel failure modes" O.BS 1 mete Strength reduction *lector CDnd0lorlB "B „' failure modes or • 0.70 f actor for shear. concrete Strength reduction � R : �,. I . mm, °° B" ' • • - e or you failure modes mm, `' ' , ' or r Fli. aver meld deck, see Figure 5. ' Far Section 1. of this concrete the andMlon a not nN►PaMd dglyn. • Values ere sppll Vdues enl for ae aonaete to 4 4.1.10 d Ihle rpsed see '� 8edian 4.1. of thi �Po een ) d notes tha the 00ndSon Is not supported by Ws re I e �Be N e Section 4.1.6 d Ws report. NP (not penned) nation. both static and alsMic load 4o Bedlon D 4.4 u not ?See ACt 3111-05 Sedlon Malt A with AC1316-0 I 'see ACl 3154 Section D. BS ilinsmt N de5ned by lee vdlere suPplemsntsry rslydoraMe^t in eo n d 1 mum reduction factors �$N 31 9.05 Section ACI 31B Section D.1. emshary rnent in e W "For is a ductile ut or 9.2. Condition B apps reinforcemen eorr►WnslWns d ACI 311 Section presence of supplementary "For uN vdth the iDed lout or pryart strength governs. For cases where the or where pullout A may be used. I "sodded with Condition Ps •Sof14 TABLE 4— DESIGN INFONMATIO STAINLESS STEEL KB-TZ 0.626 19.1 DESIGN INFORMATION 0.. 16 5 16.1 MEM 0.375 0.5 4 SHOW' �� 1oz Anchor O.O. ©�� 4 4 S p ,� �� r �. .� ' ©� 102 MI 102 152 152 1!Z ����� 4-114 4 v�� • 140 1011 102 Critical edge distance � 0 60 10 5-1 5-1R ©� 140 140 4 Pfil Min. edge distance ®�� 10Z 1 ' 4 4 ri v •��- 16,000 O. Fi 1111:111119a "Y" 52.000 WNW 634 116 ' IIIII"Ill Min. apedped 115. Strength � � 104.0 • � , .T. © O.D52 I 3,. 107.0 iiiiii111311911111Fillilledlillii .. 1111"111111.611111:1 1 I C:=1:1111111111 kN Wall 2 7S5 Ion, 12.2) © 14,615 Pullout strength In tens ( St smk:' 0111011112 I 2.626 Steel Strength �^ sh.sr. Infill (12.e) (301) Man 12,M0 NE° (65.0) seismic' 2,630 6,760 ( uncooked 6 e.11 m length (25 ) 5,640 t s s trsr>ath cracked (10.4) (14.1) 1 ®vim _, unaeckdooncr.ts ©��® 1.00 Nina 4 0.76 NNIIrallIll 1.00 I ' Strength reduction factor O for tendon, steel failure rimes 0.65 Strength reduction factor 0 for sheer, steel failure modes' I 0.66 Strength redudiohn 0 factor for tension. concrete (spurs modes. Candplohh 13 1.0 2.0 0.70 I Strength reduction 0 factor for shear, concrete or S un modes, Condition Ss • p,0061<ib Ids For pound-Inch • mm' 0.03037 Inert liee fig. 2. � s1:1 inch is 2e.4 nun.1 Ibf • 4.45 N. psi denotes this value doss not control for design. 1n 4.1.10 of this nPorL NA (not a dsnota that this value dog not control for design. 'ess Section 4.1.e alibis report NA l�.Pa�W ) DAA. AAA 1s `S�es ACI 316-05 Seam D on 0.1. rslrAaamsnt In �n{orrnsna � w ;toys I ?The b us. with load c h � ss dspnsdby ACI 31e 2 .ai whsrs supp►«nsnisry msrd un w mans d t � i governs. For cs Condition s ate applies of supasmsmsry reinforcement not provided, or vAlsre pullout or matt sssodated h It i Condition A may be used. 1 I I P. Sot 14 1, I �,,natsZ Cii SIRS m e at c s I I s _ I I 111 P IIII t ruin IA III I IIIII b edge distance c I STANCE AND ANCHOR SPACING FIGURE �RPOLATION OF MINIMUM EDGE DI I TZ CARBON AND STAINLESS STEEL ANCHORS IN sTiFFN GHT CONCRETE 10' .. ndsfln. all diameters TAELE 5—MEAN AXIAL stsinlsss steel KB-TZ, I I carbon steel KB-TZ, sll diameters 120 Concrete condition carbon 90 concrete u �0ed concrete depending on concrete strength, I "� �d geometry d ' 'Mean values etwwr+, *duel stiffness may vary considerably i TENSION (MD), • NORMAL EIG TABLES—NB-TS CARBON AND STAINLESS STEEL ALLOWABLE s ��,s, s UNCRACKEo marrow NDITION I pone - Strengths to ■ 6,000 Pal fa ■ 4,000 pal _ pet Embedment To ■2,500 cast to • 3,000 steal Nominss Depth hr steel 11E51111E2 1.800 1,892 1E31 I • I Munster can., IEGIMENIEEil ®® KEA 111133a 2.805 2,930 3.239 wallumillorsal 8.075 � ® �� I MB � 4,046 ®� x,071 em° ® 5.590 . `�1 0.0 For SI: 1 I' is 4A N,1 ■ 0.006 MPa or ' . For o8rsr , calculation of Rd as ACI X18-05 'Voids ere for slnple anchors with no wipe dts �5� j� it�is �ePoR Is nrqui '''d. to ASO in accadanas with Sim multiply values by 0.60. or and coa version For sand -0pMwall commie p.4.4 Is not provided, reduction 'Colds are for noes w v et cplemen reinforcement in conformism* with ACI 31s�5+�` the strength Ilse i r caser� e he presence of supplementary reinforam thetas ��� weme. For opa who associated with Condition A may be used. I I Pa 10 d 14 a1 O p), NORMAL-WEIGHT TABLE 7--KB-11 CARBON AND STAINLESS STEEL ALLOWABLE STATIC CRACKED CONCRETE, COMMON B (pa Comets Compressive Strength' I to is O,000 Pd to i 3,000 psi to IN 4,000 pal Minims steel to • 2,500 t a6 mesa Carbon beldam ab s steel Anchor NO (In.) steel shat sled 1,374 1,6� 1,653 1056 1,155 1,190 1,333 1633 1,553 I 1,565 , 3/5 2 1,617 1,412 2 NOR 1,476 1,223 2,3,z 2,925 5.63,535 3,552 I IA 2,886 a,r4 IN V101 I 2,500 2,500 ��2,533 2 756 2,755 a.an x,377 2,180 2,� 2� 3,3T 4,201 CipiM;(,&;1114j1 3,004 5,450 OMNI 2,711 3,458 Z.� 4,440 5.533 3,755 3,130 4,126 6, 25 4,766 166 6,320 6 •' 4 31 4 � 4,056 4,475 4,476 'µ 4 214 J.-- 4,085 T a r .. .• T WM • , , . , a or ;: - • �. � ACI 311105 rodudlon. For other oases, pbuladon of R. a per h ValuM are far single anchors *It no edged `t��. te�p�rsd. and conversion to ADD In accordance wtlh send-1111 E W (5) I oorshr mull* yob*. by OM p•4.4 Y not provided, a' where pullout or Values n 13 applies % l d weight m _t In oonfonnwe fir__ S con willed, la strength reduction fallen I pryout D ar Imams. For wee whore the presence of supplementary sseodeld whh Ccndltion A may be wed. I TZ (ABS), STE ALL ABLE (pounds I Nominal Allowable Meal Capacity, tlHdfa Shear Dianrslar M Anchor uinlaas Meal 2,651 «??w�' 3,194 1 ► 4,901 6,406 [`C0fit 0, 905 I ! • - 'Values are for dn4N anchors vAth no edge Mena or spacing reduction dus b canasta Mum. • 1 • I I • I I pa 11 of 14 D NORMAL-WEIGHT ' TABS 9--KB TZ CARBON AND STAINLESS CONCR C B (pound$)1•�• (AS D), CRACKS Concrete Compressive Pe • i pal Embedment fie • ■ 3,000 pee *a • 4,000 psi 0 psi le Nominal Depth h.r ft ■ A� pal Carbon Stainless Carbon steel Anther De Stainless Carbon Stainless steel steel steel Diameter (In.) alai 1,559 1,607 steel steel 1,273 1,312 1,006 1,037 1,102 1,138 1,651 1,607 11 31/4 2,178 2,207 2,388 2,418 2 1,348 1,633 1,08;9 1,212 1,187 1,328 1,348 3,419 , 81 2 2,755 2 1� 3.224 9.224 2,280 2,632 2,632 91 /8 3,0 2,581 3,3 2,635 3,812 3,274 4,669 4,010 6/8 4 3,014 2,685 4,548 4,238 5,568 � 3/4 2,738 3,594 2,997 3,937 4,933 6,042 6,042 3/4 43/4 3,900 3,900 4933 • 0.0393 ,... mm r'''.` ' ACI 31ti 0!s end conversion or ■ • T' • se , with . . - e Memos or spacing reduction. For other cans, calculation of Rd as per • Values are for aingb anahore with no edge �, or where pullout or to MD In accordion Section 4.21 Eq. (5) b required. Values we ter normal weight oonorets• For sand-lightweight concrete, A� 315-06 Section D.4.4 b not provided, minforawnent In confortnance with pryout ondllbn 8 F � the presence of supplementary relnfamsment sun be wined, the strength reduction fedora strength governs. I associated with Condition A may be used. TABLE 10_ ICB-TZ CARBON AND STAINLESS STEEL ALLOWABLE SEISMIC SHEAR LOAD (M Nombd Allowable sisal Comity, Sdende Shear Mahon Stainless Steel Dlarmetsr Carbon Mal ti99 1,252 3/8 3,049 I 1/2 2,839 515 4,678 5,245 3/4 6,313 8,477 .45 'Values are for single anchors with no edge &nonce or spacing reduction due to concrete failure. • I I I I I I I I Pa s12of I TABLE 11—KB-7i CARBON STEEL ALLOWABLE OHTS AN AND LOADS OVER ( METAL DECK SLAB INSTALLED INTO THE UNDERSIDE OF A STRUCTURAL un TENSION SHEAR SHEAR NOMINAL EMBEDMENT TENSION SEISMIC NONHEAMIC DEPTH, he SEISMIC' NONSEISMIC ANCHOR DIAMETER (inches) 743 989 Z 1,330 1,393 1/2 2 709 743 2,192 2,296 1/2 3.1/4 1,272 1,333 2,039 2,136 ys 3-1i8 971 2,362 2,677 2,804 6/8 4 2,265 For SI: 1 pif = 4.45 N, 1 lnch=25.4 mm. having a minimum 2,500 psi + values Nook are for anchors Installed In structural send lightweight concrete been glcn 2,500 psi • I om lout strength s r adjusted for other n cal eight concrete 0 strength concrete at e e time p r Issive strength. See Table ulbustrengths may be adJ tey Table 11 minimum 3,000 psi concrete compressive strength. Thep compressive strengths in accordance with Section 4.1.5 using the following reduction equation: I Nombekr s Now* 2 ,l00 (lb, psi) • N !z (N, MPa)• Now, at I compressive strengths batW°sn 2,500 psi and 4,000 psi (17 `This equsUon can bs used for structural wnd Ilphtweight� � � 1.5 times the flute width in accordance with Section 4.1.4. MP* and 2a anchor I 'Minimum 5. nimum anchor sparing along the flute shell be the pre be installed with a maximum 1-inch offset in either � strength reduction m factor of by the I 'Anchors In the lower flute may be calculated by multiplying NA** °n a of 1.1 ed uction 0 ac h 'Allowable .65, e s seismic tension and sheer loads l to AC1318 03.3.3, and the divides 0.65, the seismic reduction m factor of 0.75 according the strength reduction Qt factor of Section le no _ multiplying NON and V b91 with Section 4.2.1. Allowable nonseismlc loads are calculated assuming the 'Allowable nonssism�c �i 1.4 in �000rdances are calculated by 0.65 and dividing by lightweight concrete over metal deck is cracked. I I I I I I I I I Pa •130114 I 9 L a, T� • rti •r • r *jVA7�TN> • 4r•S a r• •`�•,•l ti • a a i,,,,11.:, l i ....... r � N�+ �' f kk iI 1 i MM.,� PSI N - a L IGFITVIIEIf�FI T CONCREI E + • • C TE yYri r` \ r ,, 4 c%, - „,,,,, } }y+' ' ., 7' ' . N .„,,, % , e y ' VV,y; fl:11 i y I T .).6%, Siii r cos F LU R l 11 N s • r J• : s ' 11 } MN. 20 GAUGE ALLEY) {# STEEL W DECK IIII I I MIN. 4 .1/Z' I LOWER ��. I L .__ _ MN. taw. 4-11r I 12' T_ YP—_�I __.I 4--- MAX 1' I FLUTE FLUTE OFFSET, TYP. I TION IN T SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES FIGURE 5—INSTALLATION I I I . 1 I • I I I. I I I I a 14 of 14 Given: A rill t Tn A 1 .5h.r T 1 Irinch KB -TZ anchors under y _ _ _ static tension load ss shown. hw ' 3.251n. s s wt. concrete, fox 3,000 psi Normal supplementary reinforcing. ��YI No supple ♦4 /i t. • - - • d concrete. 4♦♦♦ Assume unoracke ∎ 1.5/10 Condltlon B per ACI 318 D.4.4 c) r♦ 00 Wm ble tension load for ♦♦♦♦ Calculate the allowable f „ • „ 'we conflgurotios• .`fti;� NV4 %r.` <;� { r % I ? vt; 4jloili A Calculation per ACI 318-02 Appendix D and this report. p,5,1.2 EallEiill N s /n A.�r r 0.75K2 x0.101x 108,000 -1��1b D.4.4 a) Step 1. Calculate steel cepadty: � and 125,000 psi. r ful is not greater than 1.9f). f 4.1.2 Check whether breakout strength of anchor In tension: D.5.2.1 1 4.1.3 Step 3. Calculate concrete N .F►.., 0.8 Table 3 `� 4 N� s distance' Fig. 4 gill Sap 3s. Verify member thickness, spacing and edge distance: 2.31L 6.75 h 8 in. s 8 In.:. ok I 2.375 - 5.75 , -3.0 slope ` 3. 6 �� 3.6, 2376 ' For c ■ 4in 2.375 °or O.d 5 chi. ' Sap3b.F ■ 6.75 -[(2.375 - 4.0X -3.0)1 a 0.875 < 2.375in < 81n :. ok p.5.2.1 B or AN check 1.5h, ■ 1.6(3.2 ° 4.88 In > c 3.0h, in 3(325) ■ 9.751n > s gig Step 3c. Calculate AN. and AN IOC the anchorage: Al • phi • 9 x (325) . • 96.10 0.5.2.1 Table 3 ■ (1.5k, + opk, 4. . [1.5 x (325)+ 4] [311(325)+ 81 is 139.81n' < 2 . A :. ok D.5.2.4 v ' IN 0 :. v • Lc D.5.2 4 Step 3d. Determine p?„.,, ' .H " a 5,4561b Step 3e. Calculate Nr: N. K f. h ° 17 x 3,000 x 3.25 4 •� .0.lS 0.52.5 I factor for edge distance: lr.d,N' 0.7 +0.3 t - Step 3f. Calculate nrodifbat�n f I p.5.2.8 Ca Step 3g. F►Q.N'1.41 (ur>cradced concrete) ) �•� dbdk 7 ! � 7.s .asx '2 •a.6s ; 4.1.5 Table 3 Step 3h. C elculate modification factor for splitting: Iry.M ` e , e ' p .5.2.1 Table a6s> o.sa:. t- controls • 4,689 lb 0.4.4 c) 3 4.12 "Q ON.wO.65x 1�_8 x 1.00 x 0.95 x 1.41 x5,456x Step 31. Calculate *Now : 96.1 >4539 :. OK D.5.3.2 � 4.1.5 I 515 lb roo ` D.4. c) Table 3 Step 4. Check pules strength: Per Table 3. mnN�,� 0.8505, D.4.12 Table 3 I Ste. S.Cor+trolll • stre . i : @N._ : 4,539 lb < On < ON.: . ON controls f 1111 to 3,242 lb. Step 8. Convert value to ASP: rsr+' 4 1.4.4 FIGURE 6-EXAMPLE CALCULATION I I 1 1.2.1 Precision I ME .� , �= Structural � im ENE • + - - -! Engineering Inc. --- 1 1 1 ADDITIONAL 1 STRUCTURAL 1 CALCULATIONS 1 for 1 1 Project: Aeropostale # CO5 Washington Square Mall 1 Square Project Location: 9677 SW Washington S Project g q 1 Road ,Portland, OR -97223 PSE Project Number: KF209 -1240 Date: 12 -04 -2009 1 By: Nabil Taha PhD., S.E. 1 1 4810 B Shasta Way Tel. (541) 850 -6300 Fax (541)850 -6233 1 Klamath Falls, OR 97603 Email: psei a�charter.net 836 Mason Way Tel. (541) 858-8500 Fax(541)776 -4663 Medford, OR 97501 www.structure1.com Email: psei1 @gwest.net 1 fi x: td . :�: �' � b F ,j�Y k P ? ,, g# } 9 ' k 54 �t y { I ` `! a S R' � n '� k ' -," ..:. ita •, . ,. '� a 1 - 1 $ , 3 ; : � ji` " ,,t T ' m r‘..:;- n. " k " 'r3 , i C - Y .iA ;1, ' r" d . 3 H `r i rte .a, a t . � ` t ; b` s , t o f '44.': -: '. . - - ... 4, „ , 1 14-2 ,...; 7itz... -„ ,.... _ ...,.., , .,, , , , k.0,, ,, .... � � k all li 0 :11''' ' '.. l ' ''. '''''' 't' -• i:.- 9 j Ta. r Ott a$ p' F $, e :::1?:.: i � y i n C W r a � i ' y a R 3. r . ., n# r gtt ;gyp ,i fir g P � d k � e+ " < S ,, 'f� .., h w a � ; r a ,5 , .'1.11: . .,.�, i ^ '""" t. 7 T r' p< < q � . . g 'r � s ^ , ' 4- � , ,� , 3 t �� may ., y at X 13, .. ' YS s t 'a' i .' { i'k 3 � Xj � 5. Y 1 , u gy p¢ , . v « xr T { I t g `zz. 'fi � 1 S _ iW.ra ,. i� { 4FNT ta-ab . , . . %. ' 4,, . ,,,,,, .,, ,,,,,,,401. ..,.!,1 I - . — . pns t "r .'t - ' " ' "" �'.. i .� ._at 1l 1 Es ** �` � Eye al ?4 °C St { e '�I'lr'�' ,15.:6 57 53" P3 12''a6 59.34' LV I I I I I 1.2.1 ' Precision Structural ' EmiL- j a 4. �= Engineering' Inc. I References: • 1- State of Oregon Structural Specialty Code, 2007 edition Based on the 2006 International Building ther Structures, ASCE 7 -05 2- Minimum Design Load for Buildings Society of Civil Engineers 1 3. Cold Formed Steel Design Manual, AISI. 2002 edition 4. Cold Formed Steel Design Guide, AISI. 2002 edition 5. ASTM C635 & C636 Software : ' 1- RISA 3D Version 7.0 RISA Technologies 26212 Dimension Drive, Suite 200 Lake Forest, Ca 92630 -7801 ' 3- CFS version 5.0.2 RGS Software Inc. 1 1 t t Tel. (541) 850 -6300 Fax (541)850 -6233 4810 B Shasta Way Email: psei(a charter.net Klamath ails, 97603 Tel. (541) 858 -8500 Fax(541)282 -7689 836 Masoo n Way y Medford, OR 97501 www.structurel.com I PAGE :'.',,,,,,.,,,,c „„),t'4 1 PROJECT Aernpostale, Wa:shtngtdn; ' '' �� DESIGN BY CLIENT : LAMI GRUBB 4 DE ,*' DATE:y�! +.+ �: REVIEW BY � a - - - --- JOB NO.: KF209 -1240 / I DESIGN SUMM ARY INPUT DATA Total base shear Typical floor height h = .. R = SD 0 k, (SD) I w _z k V — 0.16 W,( ) _ Typical floor weight x - 0.11 W, (ASD) = 0 k, (ASD) Number of floors n = D I ;.:, (IB Tab.1804.5) Seism desi category Importance factor (ASCE 11.5.1) Latitude: 46.41* :: . Budding location Zip Code : s ' Site class (A, B, C, D, E, F) a '' (If no soil report, use o) Longitude ;1247 : 1 122 S 94.417 %D.sms= 1.oso e, F.= The coefficient (ASCE Tab 12.8-2) G = S = 13.1157 , S , 0.584 o F, ii 1.72 The coefficient(ASCE Tab. 12.2.1) R =:. Soy = ! '0 304.: g s� = :ak706: g , 10.0 ft k = 1.00 , (ASCE 12'8.3, pg 130) X = 0.75 , (ASCE Tab 12.8 -2) I h^ W = 0 k Ew, 4 a h = T = C, (h„ ) = 0.11 Sec, (ASCE 12.8.2.1) VERTICAL DISTRIBUTION OF LATERAL FORCES teral each level Diaphragm force force Level Level Floor to floor Height Weight La V O M EF EW Fr., ' wh C, ” k k k No. Name Height hk w x " " k k-ft ft k ft , ., . k , 4 1.000 0.1 0.1 0 1 Roof 10.0 fio0 0.1 1 I Ground 0.0 • : : k i N 6•'• . • :i i • - , 4 k i . 4.. .1 • 'r� ?g : •5 .•• 4 nvf: skJ.'?''3cit9:' 1.2.1 1 I � P recision � �. .... , � , _,� : . ; • S tructural ... � r - - -- - Inc. ��� :.4• �_...�_• Engineering. I Design Criteria: 1- Location: 9677 SW Wahington Square Road. Portland, OR. 97223 I (Lat 45 Lon 122 46' 34 ") (Keno, OR) I 2- Seismic using IBC: SUG 1 SDC D I Site Class D Sms 1.060 Smi 0.584 SDS 0.706 I Si o 0.390 l 1.0 R 4.5 I T 0.110 V =0.11 x W I 3- Basic wind speed N/A I 4- Snow: N/A 5- Soil Bearing Capacity: 1500 psf(assumed) I VERTICAL LOADS: - DL Floor: 15 psf II - LL Floor: N/A - DL Roof: N/A II - Partition Walls: 10 psf - Exterior Walls: 10 psf I DEFLECTION CRITERIA: L/480 - Floor LL Deflection: I - Roof TL Deflection: N/A Tel. (541) 850 -6300 Fax (541)850 -6233 II 4810 B Shasta Way Email: asei(a het Klamath o Falls, Way 97603 Tel. (541) 858 -8500 Fax(541)776 -4663 836 Mason Way Email: aseil Qwest.net Medford, OR 97501 www.structure1.com I 1 1.2.1 i 1 Precision i:�• • . ���•�• A • ~�� - � Structural A n..161 ♦ „ Ate ■■ 1 ..wm Al MI . ; ' Engineering. Inc. AMIN MI MA IMMIL7 1 1 1 SUSPENDED CEILING 1 SEISMIC BRACING ANALYSIS 1 & DESIGN 1 Pages 5,000 — 5,999 1 i 1 1 1 1 1 850 -6233 541 4810 B Shasta Way Tel. (541) 850 -6300 Fax (541)850-6233 Klamath Falls, OR 97603 Email: psei a(�charter.net ' 836 Mason Way Tel. (541) 858-8500 Fax(541)776 -4663 Medford, OR 97501 www.structurel.com Email: pseil a(�gwest.net 1 the following notes into 260 Add 9 your calculations: Y 1 Suspended Ceiling specifications. Also shown on the drawings: ' 1. Components: system shall support no other components except grilles or light fixtures. Total system wgt not to exceed 4 psf. 2. Hanger wires: min. 12 ga, max. 16 sf. No splices permitted. P 3. Perimeters: hanger wire w /in 8" or support or w /in one quarter of length of end tee, whichever is less. 4. Provide supplementary support @ obstructions. Hanger wires more than ' 1:6 out of plumb shall have counterslope wires. 5. Splayed bracing assemblies: sets of 4 wires oriented 90 degrees from ea ' other, 12 ga min, spacing per plan. Provide vertical compression strut @ ea set of bracing wires. ' 6. Slop e of bracing wires: 45 degrees from plane of cig. Maintain wires tight, no splices. 7. (3) tight turns req'd @ hanger wire, (4) tight turns @ bracing wire, all w /in a distance of 11/2 ". Align wires in direction of pull. 8. Separate wires 6" from unbraced ducts, pipes or conduit. Conduit 3/4" P dia. Or less may be attached to wires w/ approved connectors. 9. Light fixtures: attach to clg system to resist horiz. Force eq. To the weight of the fixture. ' 10. Light fixtures & air terminals weighing under 56Ibs may be supported by heavy duty grid runners, but shall also have (2) 12 ga slack safety wires at diag. Corners to structure above. Support light fixtures & air terminals weighing over 56Ibs independently w/ (4) taut 12 ga. Wires. Wires & attachments shall be capable of supporting 4x weight of unit. 11. Surface mounted fixtures: support w/ min. (2) positive devices which surround runner, support runner w/ 12 ga hanger wire. Spring clips or 5 1 ' ed by hanger clamps not support y er wire not permitted. 9 ' 12. Pendant mounted fixtures: support direct from structure w/ hanger wire or cable passing thru each pendant hanger, capable of supporting 4x weight of fixture. 13. Do not eccentrically load system. 14. Suspension grid system: heavy duty er -1994. See specs for approved ' products. 15. All sprinkler heads shall have 2" oversized ring around head to allow 1" ' of independent movement in any direction. ' 16. Cable tray and conduit shall be supported independently of ceiling. 17. Suspended ceiling shall be subject to special inspection section 11a.1.3.9 18. Change in Ceiling elevation shall be provided with positive bracing. 19. Seismic separation joint, that allow a minimum of 3 /4 inch movement, or full height partition shall be provided for area exceeding 2,500 square feet. ' ter closing an 20. Provide perime 9 le L2x2 Minimum. angle ' 21.Suspended ceiling shall be designed and installed in accordance with ASMT C635, ASMTC636, CISAA for seismic zones 3 -4 and CISCA Ceiling System Handbook, the most stringed requirements will apply. 1 1 1 6 I Precision Structural Engineering, Inc. Medford Office 250 -A Main Street, Klamath Falls, OR 97601 836 Mason Way (off Sage Road) • Medford,OR 97501 a. l •., Tel. (541) 850-6300. FAX (541) 850-6233 Tel. (541) 858 -8500 �t,•� z 4'`;: : :: www.structurel.com • Email: PSEl @charter.ngt " ` ' T :� . :t. =• PROJECT NO l< / / SHEET ) -0 °) OF 4 , � j ' = . ,� „ _: - 0(1 ' PROJECT NAME- DESIGNED BY DATE ' • , I SUBJECT, 13 f)E-1::) te! r CHECKED BY DATE I� � k _- r ' ] . f i i . e , 1 1.. 1 ....1 —.1 e : IL.. ; , 1 i ! --.1 „.. . .1 . -- 1 . „ f f '' ! e 1 . ' f e e i I I f , if I : , . , 1 --1--•--. : : .1-- - ..-::-.• - ' • I . i -- 1, - - : i : :'' : . , I • T • i I ill , ' 1 '1 •: '1 1 L ''• ' ' 1 i e p7. . 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PROJECT NAME It co5 DESIGNED BY DATE /2/ 7 I • SUBJECT (10_,./' ' " ' ' ' ( a ' .N BY DATE r ; • e- d :,...„ . . i i.., : t I rel" i , ,. . . . - : - , : H . 1 . 1 , , " , .,. , - .1-... . , , • • . . ......... i ... _ t .... .. _. .._ . _..._ .. .. . .... ... ..... ... ... .......... .. .. _ • • r . E a 1 ■ q i rc � i „ , : I 11:;H”Dt i iil 11;i .;1, 1 b. . I • : �/f • Yl : ... I p• f r . i _ f ;Orr i ,.... /2 , : E • : . - I lin i i : . , ................:4-....., . , , , , . ...... • ..... • • • • : 1: ' I 1 al . a 1 a r 0 . t ., EI )(4 p , . • • :• , 1 0 , , i , ,_ + , ..1 : : I .: .' . ,!, : ' : I 2 (......,, i I 1 i e , I et_ • . , ,� 7 r J / k i 1 • • • • ! G t fir I 2 .. ............. ... I • .. .. ..». -. ro ........... .. ... .. ., a .. I Precision Structural Engineering, Inc. Medford Office 250-A Main Street, Klamath Falls, OR 97601 • FAX (541) 850-6233 836 Mason VVay (off Sage Road) • Medford,OR 97501 Tel (541) 850-6300 Tel. 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Loads: BLC 1, Seismic load Results for LC 1, Seismic load PSEI _ Suspended ceiling bracing I VIK _ Dec 4, 2009 at 3:20 PM KF209 -1240 Ceiling Bracing.r3d I Company PSEI Dec 4, 2009 sof b(97 Designer VIK 3:21 PM Job Number KF209 -1240 Suspended ceiling bracing Checked By. 1 , Basic Load Cases I BLC Description Category None X Gravi.. Y Gravi..Z Gravity oint Point Distrib... Area (... Surfac... 1 Seismic load 1 1 1 I Joint Boundary Conditions Joint Label X [k/in] Y Ik/inj Z fk/inj X Rot.fk- ft/radL Y RQt•fk- ft/radi Z Rot.[k- ft/radL Footing 1 N1 Reaction _ Reaction Reaction Reaction , Reaction 2 N2 Reaction Reaction I Hot Rolled Steel Design Parameters Label Shape Length... Lbvyfftj Lbzzfft] Lcomp to... Lcomr bo... Kvv Kzz Cm- yvCm- j Cb y swa z sw Function I I 1 I 1 Ceiling Br.. 18 I I I Global Display Sections for Member Calcs 5 Main Internal Sections for Member Calcs 97 I Include Shear Deformation Yes Include Warping : Yes Area Load Mesh (in ^2) 144 Merge Tolerance (in) .12 I P -Delta Analysis Tolerance 0.50% Vertical Axis Y I Hot Rolled Steel Code AISC: ASD 9th Cold Formed Steel Code AIS1 99: ASD Wood Code NDS 91/97: ASD Woo. iii = = o ; - a , : ; „='' Concrete Code ACI 2002 Masonry Code MSJC 05 /IBC 06 ASD Number of Shear Regions 4 I Region Spacing Increment (in) 4 Biaxial Column Method PCA Load Contour ;pie Beta Factor ., ., 1 .65 Concrete Stress Block Rectangular I use Cracked Sections Yes Bad Framing Warnings No Unused Forma: Warnings Yes I I I I I RISA -3D Version 8.0.0 [N: \... \... \... \Engineering \Suspended ceiling bracing design \Ceiling Bracing.r3d] Page 1 I Company PSEI Dec 4, 2009 v � ' Designer VIK 3:21 PM Job Number KF209 -1240 Suspended ceiling bracing Checked By: Global, Continued I Footing Overturning Safety Factor 1.5 Check Concrete Beanrtq : Yes , , Self Wt, Overburden in DL for Design Yes Footing Concrete Weight .145 k /ftA3 I Footing Concrete ft 3 ksi Footing Concrete. C 4000 ksi Footing Steel fy 60 ksi Minimum Steel 0 =4018 1 Maximum Steel 0.0075 III Footing To Bar Footing Top Bar Cover 3.5 in Footing Bottom Bar It #4 I Footing Bottom Bar Cover 3.5 in Pedestal Bar #3 Pedestal Bar Cover 1.5 in r Pedestal Ties e,..4 `' #3 Member AISC ASD Steel Code Checks Member Shape UC Max Loc...Shea...Loc...Dir Fa[k..FtLksi Fbv[ksi) Fbz[...Cb C... C... Eqn 1 1 M1 3 00 E MT .093 0 .000 0 3.437 21,6 23.76 23.761..•• .6 .6 H1 -1 I Joint Coordinates and Temperatures Label X [ft] Y [ft] Z [ft] Temp [F] Detach From Diap... 1 N1 0 0 0 0 I =2 N2 0 18 0 0 1 I Joint Reactions LC •• L .. r =I X k Y k Z k MX k -ft MY k -ft MZ k -ft 1 1 N1 0 .207 0 0 0 0 N .,SIT 41.l >', 0 0 0 MIME MINIIEIOIIIII 0 I 3 1 Totals: 0 .207 0 4 MN COG ft : X: 0 Y: 18a '' <,. R I Load Combinations Description Sol... PD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 Seismic load Yes 1 1 Joint Loads and Enforced Displacements (BLC 1 : Seismic load) I Joint Label L,D.M Direction Magnitudef(k,k ft). (in.rad). (k's ^2 /ft... 1 N2 L Y -.207 I Material Takeoff Material Size Pieces Length[ft] Weight[K] 1 Hot Rolled Steel I 2 A36 Gr.36 3 OD, EMT 1 i, a, x 0 3 Total HR Steel 1 18 0 I RISA -3D Version 8.0.0 [N: \... \... \... \Engineering \Suspended ceiling bracing design \Ceiling Bracing.r3d] Page 2 I I Company PSEI 1-7)c) Dec 4, 2009 Designer VIK r 3:21 PM Job Number KF209 -1240 Suspended ceiling bracing Checked By: i Member Section Forces I LC Member 1 Label Se1 c Axial [k] y Shear [k1 z Shea lki Torque jk -ft] y -y Momentjk 0 ftj z -z Mom ent[k -ft] 1 1 M � 2 2 .207 0 0 0 0 ,;; 0 07 0 0 0 0 0 I 3 3 4 x.207 0 0 0 0 0 5 5 .207 0 0 0 0 0 I I I 1 I RISA -3D Version 8.0.0 [N: \... \... \... \Engineering \Suspended ceiling bracing design \Ceiling Bracing.r3d] Page 3 1 I I° I UNISTRUT' 4:1/..iimmill. P2185 wt/100 pa: 83 Lbs (37.6 kg) I sCJ rIri.9 . mfAfr4b 6. 1e(5— G,G, „..,,r - %" Hex Nuts and :.---' "U" Bolt Included 066)4 3.1 P i a fxf s if x '4)9 IA" rib" (6.4) (22 z 1(;�O by .2) 3 " 3 " (76.2) Design Load Each (gs !4-1 1000 Lbs (453.6 kg) ' rte Ike, x ? = .2,0c m.) t b s > (Go 110S Use in Pairs Only I • For use with Beams up to %" (19.1) Flanges and with Channels P1000, P1100, P2000, P3000, P3300, P3301, I P4000, P4001, P4100, and P4101. I I MATERIAL Fittings, unless noted, are made from hot - rolled, pickled and oiled steel plates, strip or coil, and conform to ASTM specifications A575, A576, A635, or A36. The fitting I steel also meets the physical requirements of ASTM A1011 SS GR 33. The pickling FINISHES of the steel produces a smooth surface free from scale. Fittings are available in: Perma -Green II (GR), electro- galvanized (EG), Many fittings are also available In stainless steel, aluminum and fiberglass. conforming to ASTM A Type ill and Hotped galvanized (HG), Consult factory for ordering information. I When used for mechanical supports, bad capacities of brackets and fittings should be In compliance with the American Standard Code for Pressure Piping. I Project: Approval Stamp: Architect / Engineer: Michael D. Moser, P.E. Date: 04 - 08 - 08 Phone: 541850 -6300 Contractor: I Address: Notes 1: I Notes 2: I 1 oil 1 UNISTRUT •`~ 1 5 /8 " Channel Wt/100 Ft 116 Lbs (173 kg /100 m) III P2000 Allowable Moment 3,520 In -Lbs (570 N•m) 41.3 16 Gauge Nominal Thickness .060' (1.5mm) 1 4'6" F III I1 890" 22.6 1 s +1 4F — t - 4 1 I 735" 18.7 10' & 20' 1 I 2 2 COLUMN LOADING - P2000 BEAM LOADING - P2000 h � t. 5 r o ; r Y * r .... - a ' n J1: ' , I s # is �p f yvrYa° .t .� 4 .,,. , 1.. '� IN ,ai -:1 .*¢ . t - e k ' If ! t > I o! !i. ' I Ill i °d' g r �,,.. i � ,� � s S d� ^ se�.� v� �` tl �u "�°' � y r n ^�' � .7 �1 Y� s � W 4 ,� I � f 1.. T Pt , l�' < I . IN 1 Jilt'''. �� l �' )? i I i 0A t, d !r + I ` f a �S'.* �p t CO , vYA' '3 "y °j <�e"} T 4 i'F Txs "`ill sub �, ue �. - _ R ` " ; .x1, .1 ; ?..z .. ''il E, .r.l `i- 8e..:1 < a A.� S Lf 52.L°�,.4v" . �.i���i. » ..,.., ..w 24 2,320 6,600 6,000 5,130 4,230 24 1,170 0.6 0.06 1,170 770 1,170 770 1,170 36 1,950 5,240 4,230 2,970 2,060 36 600 I 48 1,490 3,790 2,610 1,670 1,160 48 60 0.23 590 510 590 430 330 220 60 1,120 2,530 1,670 1,070 740 0 72 860 1,750 1,160 740 510 72 390 0.5 220 2 30 1 84 680 1,290 850 540 380 84 290 0.92 170 130 80 540 990 650 420 - 290 _ 108 _ 440 780 510 330 108 260 1.17 130 100 70 r 120 370 630 420 270 •• 120 230 1.44 110 80 50 144 200 2.08 80 60 40 I 168 170 2.83 60 40 30 192 150 3.70 40 30 20 MATERIAL - 216 130 4.68 30 30 NR I Unistrut channels are accurately and carefully cold formed to size 240 120 5.78 30 NR NR from low- carbon strip steel. All spot - welded combination members, except P1001T, are welded 3" (76 mm) maximum on center. I STEEL: PLAIN 12 Ga. (2.7 mm), 14 Ga.(1.9 mm) and 16 Ga. (1.5 mm) FINISHES ASTM A1011 GR33 All channels are available in: STEEL: PRE - GALVANIZED • Perma Green II (GR) 12 Ga. (2.7 mm), 14 Ga. (1.9 mm) and 16 Ga. (1.5mm) • Pre- galvanized (PG), conforming to ASTM A653 G90 ASTM A653 GR 33 • Hot - dipped galvanized (HG), conforming to ASTM Al23 For other materials, see Special Metals or Fiberglass sections. • Plain (PL) 1 Project: Approval Stamp: Architect / Engineer: Michael D. Moser, P.E. ' Date: 04 -08 -08 Phone: 541 850-6300 Contractor: I Address: Notes 1: 1 I Notes 2: I I 1 UNISTRUT , P2785 Wt/100 pa: 83 Lbs (37.6 kg) I =• 38" Hex Nuts and ..•/�..,,�.- "U" Bolt Included 1 1/4" 7�" I (6.4) (22.2) I (76.2) Design Load Each 3 " ~� T �•� 1000 Lbs (453.8 kg) (85'7) Use in Pairs Only • For use with Beams up to 3 /4' (19.1) Flanges and with Channels P1000, P1100, P2000, P3000, P3300, P3301, ' P4000, P4001, P4100, and P4101. I I I MATERIAL Fittings, unless noted, are made from hot - rolled, pickled and oiled steel plates, strip or coil, and conform to ASTM specifications A575, A576, A635, or A36. The fitting FINISHES I steel also meets the physical requirements of ASTM A1011 SS GR 33. The pickling of the steel produces a smooth surface free from scale. Fittings are available in: Pema -Green II (GR), electro- galvanized (EG), Many fittings are also available in stainless steel, aluminum and fiberglass. conforming to ASTM TM 63 3 3 Type iii and plain Hot-dipped galvanized (HG), Consult factory for ordering information , _ When used for mechanical supports, load capacities of brackets and fittings should be in compliance with the American Standard Code for Pressure Piping. I Approval Stamp: Project: Architect / Engineer: Michael D. Moser, P.E. ' Date: 04 - - Phone: 541 850 -6300 Contractor: I Address: Notes 1: Notes 2: i f MAX B' -0' MAX FIRST POINT OF LATERAL BRACING L ENT WI:BmIII aPPORT AT A WAIN OF If FROM 1E I01MBIT 11111. `ADM®IT PAR0101 MAX LDE CIF EIISOW OECK. 12 CAME INE MOM 1WIC& PIS (-d 0.C. MX c01 1:5elON SRNT AT LA1BM1. IIMOE V BIT LAWN. S NOT MOE 12 FEET ON CBIOS IOW MECUM V ... ___7.11.4.0". 1 -1 5163. T-11N1 OIIOI p1W1WPICAI. 4'-4 0.C. MAIL 1-1/2 1E111. MT BINAB.1IPICM.. (-0' at YIIIL. s'• MAIL SW S/E OW. III OBINR PANT. Ian 1. WOK ANON OI0I201101. IESWI E 4 Ma 12 CAVE M113 1111B �MED 101E WIN AMER 111M 2 METES OF 1E 0I011 AND SLAM 10 Mn FAOM UM OMER AT Na AMOE NOT MEMO 111 OWES MOM 1E PUME OF 1E CEUIQ 2. FSPIMES 91111 NOTE SUMMED FROM MAN MITERS OR MOB RUMENS MURES MALL E IMEPBOENLY SPPORND. 3. LAM. MONO MIMI WU. R SPACED A MINIM OF , NWES FROM TILL MORTAL PP1N OR OUCf Wat 1ST IS NOT P110110 131 B11 MOM IF3RMNR FOR Ho1110NTAL FCM I MAORI INES MALL E ATTAOI®101E ORB NO 101E SNMICIUIE N 2101 A RIMIER VAT 1EY CMI 511PPORT A OEM LOAD OF NOT LEIS 11111 202 P OU1CM OR 1E ACRLM. E101 UK NOW IS OEAU, NOW A SAFETY FACTOR OF 2. • NM I OM NM N NM • • NM MI I I N NM M IIIII I Hot Zinc Spei lid olfstisoiondarY coating spotted glvsn laing. • 11 51------- I after u provides:added 00noidon poitectien Electrical ikilOtallic Tubing , F_. 0 ..„ 1 WESTERN EM.T.posidies SnitormIty.o ght, Wad thIcImmis, O.D. and 1.0. oonosnitICIty, ductility and rnulmum stnmgth ATI kl ' iv: v , 1 . wosturn E.M.T. 10 ;00 from OW *toot., 11120. irettustiq No .clilpp....e(atkIng, .0e6110§-.0vielde. Surfaces...Sri welded; A.atodnu000hotoalveOlzed process 15 employed : Sat* coengtot tAipeclOrcorroP9nnfb I le1160Ce$Wrio.i SUrfa. IrdetilY MO 0* 1 ". .110 111 014 1 -• ' • • • - • • • • • -- '' • • "'•• •-• • trarisPareig °" . ay Mating. PrFrildlCh!OPrProtiNdon .cOO CIIiilt.411 :5 1 it hi ll r 16 ".1PRH da e andbb ad• le iiirvice..21146111 Ex°tlietile .agabstoaybk.ManUiditfinsdlh.000tdetitioth Under • COMP1011)101 d typal of building mderiali; . .virllef'sesailffliAt.r1W10.an.t.4000r10$11110*.f01 • P, fgv,. 11 0 01 4 Lbw In.Collt-dtrentl ,.durible. . I SPecieeationter.;004.:Rderel.SDialftettiOvieWW4.603A, AoPreald. 'by 1. . elev# egen,Oeficeided andiVinotete Web. instaeatIons. ARCH- ITECTS NOT ZINC 'COATED ONOU IT SPECIFfCATIONS OOdity.COntrolledasOhats0 Of.thaSisy-RagSlat tams (Or To•spsoit . ViVesteth 1101 Zino C0/006.geP.41..1n0 14 • weld o InsUpabllity, • 10ailnItthiC0 Of°. lin.. •sintiiiiiiii0t letteritli.d0ang Pi0Vidilyai. With: Conduit of - ' 'esifddilOohducfoltiliebsindoiAdinWaNam followIng. . • NolZooCoalbd.E.M.T.Insaxedinco vAtlIthst4INIOnslEldp hIghsit quollty-# E,M.:TI• tiicsitbakti..ialisigaif Mitilita libiiigittail bisi001.. E sloe- I • itq le....b d-P irtrried.beitde irid *feats bomb, Made CluiCklYwhhilgtdvlight,'Paslf4cPhlindle V01510f11.00.T. Wcall ficZ=4 ' ll bi'd..° lorIci witi:atim• ‘skAt s . . I m ost faxismul* b; . stnct shaft catty. the Un. 00h0.7 EssyNO.ublitt.fata Sillii:PullIng-A•011oislbikit4tiesiating 4abistOilesiabeLes•inanufacturod by W1,0■0m Tdlo brtinlid11 101.1141000f.VVIPPorn EAC. FPO40;0 0 060041,popotation. 1 iftWAlilii.MErtslaiiirin:whillfildblistloh. . • UJESTER(1 TUBE F, COEIDUIT CORPORATIOA goo, 'Aar ooiamisuu way. P.O. sox It710 • LONG-REACH, CALIFORNIA 10801 4720 I Cm IA W430 • 01 024i te• FAII: 0103 004478. • WEIGHTS DIMENSIONS AND ____ STANDARD I 0 • ... . ... . .... 9..I.a...(iFK..:-.P..«,:li; :: r...,:•-i•• ...l l'•''. 'it).T.: q •• . 1 .•: , ''.. "ii,,...3. ,........ '....,: : • . I l I: ' ...- . : • j ," • 2' .':•:...i. •":71VI: : ••••" ' : l i• 1 . : ••••'• 1 '..• • . .: • 4 ... r ifk um . 1 -54011 : , ....; •• ,.• 1 ..r. ;:.. 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'fil• 1.1.0 ...t .0 • .. • •tr g.": a . • 1$$'1 F•Itiiid. ' 3, ...• . • •••••.P1.4.3'.:1.!:•/' fie:•, •: : vs' , I . Akipit sicida LIAINTPJNEDATAU- TIMES FORPROMPT jpip,.0101.AE.Nr. . ! . I . . ! 11 1 I PRODUCT TECHNICAL 4:911- DATA & TABLES Information Conforms to 1996 AISI "Specification" CLARK STEEL FRAMING SYSTEMS NEW INDUSTRY STANDARD MEMBERS, PHYSICAL PROPERTIES, TABLES, �..:�% AND NOMENCLATURE MEMBER: STEEL STUD MANUFACTURERS ASSOCIATION M EM NM 4 4110 4 %IWO .4 3505162 (studs) SpsE lateral load P(S 350 x (studs) 5psf lateral load Hi r r 33 43 54 54 68 AR H. ('c 20 6' 18 GA 16 GA 16 GA 14 GA to GA fi in 33 KSI 33 KSI 33 KSI 50 KSI in 1 50 K 33 KSI 50 KSI 12 2,03 2.76 3.55 4.09 ' 4 • 5. '14 12 2a4 /96 314' 4.31 4.64 5.39 8 16 2 . 216 3 S5 4.09 4.44 5.14 8 16 2.12 L96 3.74 4.31 4.M 5.39 N mn 2.76 3 5 ;e :4.09 4.44 5.14 24 21R .g$ ' 3.14,> , 4.31 4M 5.39 24 � ;: � r 1 2 1.95 2.66 3.4 3.13 414 4.8 12 2.04 2.14 351 4.04 4.44 5.03 m m D 9 16 115 2.66 3.4 3.13 4.24 4.8 9 16 2.04 214 351 4.04 4.44 5.03 T 24 115 2.66 3.4 3.83 4.24 4.8 24 2.04 284 331 4.04 4.44 5.03 3 L. 24 1.82 2.54 r 12 1:86 " "'" 2.54 " ,- "` "3 353 4.02 4.43 = p ` i.94 231 °� 4 " 313 4.2 4.64 N o 3 cis �r o P , 3A, ,, t 196, 2.71 2 3 4.1 4.64 w - �, 10 16 1.86 2.54 3.22 3.53. 4.02 4.43 � _ . ,� � ,� �, ai 3.22 3.53 4.02 4.43 , � I w ,. ..„,n - <s 17 . 4.2 4.64 0 L . Film 12 1.66 2.26 2.83 2.92 3.52 3.64 -r 12 1J3 2.41 2.91 3.01 " 3.61 3.8 N 1 12 16 159' 2.26 2.83 2.92 352 3.64 4- • • _ 12 16 1.W 2.41 L91 3.01 3.67 3.8 a ; 24 1.34' 2.13' 2.83 2.92 3.52 3.64 s a 24 141' 13Y' L!0 3.08 3.67 3.8 m 7 12 lit 1.94 2.4 2.4 2.97 2.97 o o = - 253 3.1 3.1 m o oc 14 16 111 1.84` 2.4' 2.4' 2.97 2.91 Q s � 2 2.53' 3.0 3.1 = 0.41 156 _ 214 ` 2.35 ` 2 91 ` Q ... 12 0.98' 15` 1.971 1.9P 2.44 241 '- 12 114' 164' 2.08' 2.08' 2.54 254 16 16 0.83' 1.3$' 112' 1.97' Z41' 2.44' o 16 li 0.11' 1.46` 1.95' 2.08' 2.54` 2.54' o = 24 0.56' 1.01' 1.53' 1.13' 2.1' 2.4' �• N 24 0.61' 1.W 1.65' 1.92' 2.23' 2.54' o 12 164' -4,0' 2.01' 12` ;1 6' :1,03' 1.63' 1.11' 21' 2.1' ' ' ' 1!1 1 035' 1 18' 1.44' 1.94' 1.43' ... 18 6 ' �� ," 2.01 1.82' . t" 12 051'. 0.15' 1.17' 119' 136' 1.69' 12 0.54' 0.93' 1.25' 1.42' 1.65' 1.76' 20 16 0.37' 0.71' 1.01' 1.16 1.4' 1.61' 20 16 0.4' 071' 1.1' 1.29' 1.48' 1.71' 24 1.13' 0.46' 0.75' 0.93' 1.11' 1.39' 24 0.16' 0.53' 0.83' 1.07' 1.2' 1.48' ,,3" 1 I Opi later. '':5 350 , (Ad') I00 lateral loa 68 68 H r r 70 5:• - . l6 GA 16 G:. I1 G:. 1.1 G� - r pS; 50 KS: in 33 KS 3 h:.I 33 KS1 50 651 33 hAI 50 K51 'X� 3 r = I M 5.14 12 2.12 2.96 3.74 4.31 4.64 5.39 ' `' _ r �.t 2.12 2.96 314 4.31 4.64 5.39 i 216 3,52 4.0 4.44 5 .. �� ' 1.97 2.96 3.14 4.31 4.64 5.39 ,`> � � � " � , _lid ;- 276 ;:. 335. 4.09 4.44 5.14 � "��` { 12 1.95 2.66 3.4 3.83 4.24 4.8 12 2.04 2.84 3.58 4.04 4.44 5.03 9 16 1.10 2.66 3.4 3.83 4.24 4.8 9 16 1.99 2.14 338 4.04 4.44 5.03 24 1.57' 253' 3.4 3.83 4.24 4.8 w w 24 1.67' 2.77 338 4.04 4.44 5.03 � v� w .. 4 31 333 412 4A3 0 0 • 17 112 1 3.4 3.73 4.2 4.64 w o s (* s „� 3.21 3.531 4.02 4 4.02 4.43 .. 10 16 1.72 /' 1 3.4 3.13 4.2 4.64 c„ w n . .. r l . '�, - . 3.03 3.53 .43 N 24 1.36' ',_39` 3.16' 3.13' 4.2 4.64 o • 12 . 1.34' L13' 2.13 2.92 332 3.64 - .64 -a N 12 1.42' 2.32' 2.98 3.08 3.67 3.8 a N 12 16 1.11' 1.19' 261' 2.92' 349' 3.64' = a = 12 16 1.19' 2.01' 28' 3.08' 3.67' 3.8' _ -- 24 011' 1.47' 2.16' 2.54' 3.01' 3.57' 24 0.11' 1.64' 2.34' 2.84' 3.21' 3.79' eT �: 253' 3 03' 12 491' 1.56' !,} _ 2. 97` 95' o _ � ' cr •41 ' Y" 7` 229' 3.1' o E r, 14 16 0.67' 131' 1 4 51,41 2 s c r= `� 'k * ' 2.03' 2 36' 2.74' 3.1' s q c 0.,,\ a 24 916' 0.87' '140' 4 2.56' a =, :- .: •• r 135' < 198' 213' 273' a 7 � r ��-- _.a, a s 12 056 1.07' 133' 1.73' 2.1' 2.4' N 12 0.61' 1.1r l 65' 1.92' t 2.54' o N 16 16 0.34' 0.83' 1.27' 1.51' 1.1P 2.11' a c 16 16 038' 094' 13!' 1.72' 1.95' 2.32' c 24 01' 0.42' 0.13' 1.13' 1.34' 1.1' =' ° 24 0.01 05? 1.94' 1.35' 1.46' 1.94' a am 12 01' 0 0.72' 1.08' ;5' i s ' r � k lr 144! 1.64' 1.93' 18 16 - 0`.1' 0:49' 0.84' f1* * m„ir� sl�` 5 . x z� rz �0.9Q' 1.24` 1.31' 1J3' 24 O A' :11' 0.42' r.. * n c0:t�. . i 6 : :St ` *h . ,10' x - ri. « �It3 1` 019' .91 1.36' 12 0.13' 0.46' 0.7Y 0.93' 1.11' 1.39' 12 0.16' 053' 0.13' 1.07' 1.2' 1.48' 20 16 0.0' 0.25' 0.52' 0.14' 011' 1.19' 20 16 0.0' 0.32' 0.6' 011' 0.95 1.28' a- 24 0.0' 0.0' 0.13' 0.4' 0.45' 0.85' 24 0.0' at O.2' 036' 0.52' 0.94' vi 0016: Add Gds in 1,0006 ail D, ledio6 we id ssd Iry opus:A& Ile rir Yirs a Mika 11s 1st V120, fl : pat r V720, y % � s::ti'1 a 'f »'i'.v: ?J�; 3i -f, s!:l: +.i; ?r rti ti°` %:t)Cy! %` t ;rk�-4.,7 ,,:::::;:•�± ; .0.1,.,.,14:..,..:„.:....„,:„...1 , a` i ; ' . 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'/ '•t, - /,�,'.�: i 14 ,i.r :tA•J•.Z ��r {!;;�i�.w,`•t•.: .: : F Fs?i .:fel ! .n u'1.5� �,11i�'� :1 •'3...r:f„?,_.. .. ii ��:: :'��. ..):...:.".•7�. rt _..rl.i,,.. !i " .r ;:. .t .`� -l :� �/.w Vii: �::1^. w tr.': C1SCA • . .., a the power of partnership Ceilings & Interior Systems Construction Assoc iation • Application 3 J/ 7 I The practice outlined for Zone 3 -4 is specified in the International Building Code (IBC), 2000 Edition for Seismic Design Categories D, E, and F. There are additional requirements stated in the code. You must refer to the IBC to know all of the requirements. The determination of the IBC Seismic Design II ' Category is not only a function of geographic location. It is a complex combination of location, foundation conditions, and building importance. The Seismic Design Category must be specified by a Professional Engineer or Registered Architect on the project drawings. I I I I I I 1 I I I I Notice All of the statements, opinions, specifications and recommendations contained in this publication are for general information I purposes only and are not intended to imply that these are the only materials, procedures, processes or methods that are available or suitable. By publishing this document, the participants, individually or collectively, make no express or implied warranty or other I representation as to the quality, characteristics, or suitability of the materials or techniques described herein and specifically disclaim any implied warranties of merchantability or fitness for a particular purpose that may arise by operation of law or otherwise. Authorized and published under the direction of the Ceilings & Interior Systems Construction Association, 1500 Lincoln Hwy, Suite 202. St. Charles. IL 60174 I Copyright © 1991, 2002 and 2004 by Ceilings & Interior Systems Construction Association All Rights Reserved It :: t., r I These guidelines cover metal ceiling suspension systems structure shall be designed and constructed to o resist a lateral used primarily to support acoustical tile or acoustical lay -in force specified, for example, International Building Code I panels and are based on Uniform Building Code Standard (IBC). W e partitions, ceiling ssyst system be p rovi de s for lateral support bed (UBCS) 47 -18 (1988 edition) and on Title 24, CAC, g requirements for schools. They are not intended to be a pa�rt section of these guidelines. specified tion of lighting substitute for review by design professionals. fixtures to the ceiling system shall be designed for a lateral I tit n� force of 100 percent of the weight of the fixture. ,( -' 2. Grid Members, Connectors and )xpanslon bevices ' The main runners and cross runners of the ceiling system `� The structural performance required from a ceiling and their splices, intersection connectors, and expansion suspension system shall be defined in terms of a suspension devices shall load of designed than constructed pounds o carry aceean not system structural classification. The load- carrying capacity shall be the maximum uniformly distributed load (pounds the actual load, whichever is greater, in tension with a 5- I per linear foot) that a simply supported main runner section degree misalignment of the members in any direction and having a span length of 4 feet 0 inch is capable of supporting in compression. red with a 1-inch eccentricity misalignment, on s I w a mid -span deflection exceeding 0.133 inch, or nt than 24 inches long on each side of the splice. 1/360 of the 4 -foot 0 -inch span length. The structural of clas listed i a y t he ca pabiabili yy of main recommendations nners. These the e mechanical interlocking type. Where composition e or shall be bhphtY configuration of ceiling system members or assemblies I classifications shall be: 1. Light -Duty Systems: Used where ceiling loads other and their connections are u � cannot be calculations made in their than acoustical tile or lay -in panels are not anticipated, such allowable load-carryin with estab g methods of analysis, their as residential or light commercial structures. Systems: Used primarily for ordinary performance shall be established by test. Evaluation of I 2. I commercial structures uty y res in which some ceiling loads, due to test results shall be made on the basis of the mean values commmercial structu resulting from tests of not fewer than three identical I 3. light fixtures and air diffusers, are anticipated. specimens, provided the deviation of any individual test t ructures in which the quantities and weights of ceiling Heavy -Duty Systems: Used primarily for commercial s result from the mean value does not exceed plus or minus t 10 percent. fixtures (lights, air diffusers, etc.) are greater than those for 1 an ordinary commercial structure. r 3. Substantiation , (as di ic fated rnners y shall be dapanse it out z exceeding the design load ] loading systems. indicating the following: a. m s dtam allowable deflection equal to 1/360 of its span. j ted b job conditio ) sizes. b. Tension and t mum compression forcecapabilities of main runner splices, cross I 1 � runner connections, and expansion devices. All tests shall be u ,^ conducted by an approved testing agency. i 4n. Suspended ceilings that are designed and constructed to y support ceiling panels or tiles, with or without lighting ,,� I N S' I 1 I.1.11 I O N fixtures, ceiling mounted air terminals, or other ceiling; I mounted services shall comply with the requirements of 1. Vertical Hangers this standard. - Suspension wires shall not be smaller than o5 st if feet on Exceptions: spaced at 4 feet on center or No. age P ae I i. A ceiling area of 144 s uae feet or less surrounded by center along each main runner nl�ess c al cu l, - te ns u walls that connect y irec o e structure above shall be the increased spacing are provided. Each er tuber and exempt from the lateral load design requirements of these shall be attached to the ceiling suspension ca wire standards. to the support above with a minimum of three turns. Any 2. Ceilings constructed of lath and plaster or gypsum board, connection device no less supporting than 100 construction Suspension on shall be I screw or nail attached to suspended members that 1 shall be wires shall not ang more than 1 in 6 out -of -plumb unless , a ceiling on one level extending from wall to than 6ou of-of not attach to ntersloping wires are exempt from the lateral load design requirements of these or bend around interfering material or equipment. A trapeze ` ' standards. or equivalent device shall be used where obstructions 41 x �` , . preclude direct suspension. Trapeze suspensions shall be a minimum of back -to -back 1 -1/4 inch cold rolled channels 111 ' I I N 111 l! 1 1) I : 1(. N 1. (l: I > for spans exceeding 48 inches. 1. Lateral Forces 2. Perimeter Hangers i Such ceiling systems and their connections to the building The perimeter ends of each cross runner and main runner 1 i I shall be supported independently a maximum of 8 inches ) , ., -- fixtures (see figure 7), these cross runners must provide from each wall or ceiling discontinuity with No. 12 gage the same carrying capacity as the main runner. If the cross I wire or approved wall support. These wires shall not hang runners are not the same carrying capacity as the main tees, more than 1 in 6 out -of -plumb and must be connected to an No. 12within gage hanger wires 3 inches of each a be of each of adjacent wall or to the structure above. to the grid members fixture supported by a cross tee. 3. Lateral Force Bracing Light fixtures weighing less than 10 pounds shall have 1 ' Where substantiating design calculations areiotiprovided, one, No. 12 gage hanger wire connected from the fixture horizontal restraints shall be effected by four N0. 12 gage housing to the structure above. This wire may be slack. wires secured to the main runner within 2 inches of the cross Supplementary hanger wires are not required. I 1 runner intersection and splayed 90 degrees from each other Lighting fixtures weighing more than 10 pounds but less than at an angle not exceeding 45 degrees from the plane of the ou havetion requirements ceiling. A strut fastened to the main runner shall be extended above, nds two shall No. 12 gage , in hang wires to th connected e fmm outlined the to and fastened to the structural members supporting the 55 fixture housing to the structure above. These wires may be roof or floor above. The strut shall be adequate to resist the slack. vertical component induced by the bracing wires. These horizontal restraint points shall be placed 12 feet on center Lighting fixtures weighing 56 pounds or more shall be I in both directions with the first point within eet supported directly from th not bove by approved each wall. Attachmnt of the restraint wires to the structure hangers. Supplementary hangers 1 above shall be adequate for the load imposed. Lateral force pendant -hung lighting fixtures shall be supported directly bracing members shall be spaced a minimum of 6 inches from the structure above using No.9 gage wire or an approved from all horizontal piping or duct work that is not provided I with bracing restraints for horizontal forces. Bracing wires 41 ) alternate support without using the ceiling suspension system for direct support. be attached to the grid and to the structure in such a ='' manner that they can support a design load of not less than ;,, I shall 1 200 pounds or the actual design load, with a safety factor of , .', 11: ( 11 I ( I ti I I Z 2, whichever is greater. 4. Perimeter Members Ceiling mounted air terminals or services weighing less I Unless perimeter members are a structural part of the than 20 pounds shall be positively attached to the ceiling approved system, wall angles or channels shall be suspension main runners or to cross runners with the same considered as aesthetic closures and shall have no structural I value assessed to themselves or their method of attachment carrying capacity as the main runners. Terminals or services weighing 20 pounds but not more than to the walls. Ends of main runners and cross members shall 56 pounds shall have, in addition to the above, two No. 12 be tied together to prevent their spreading. gage hanger wires connected from the terminal or service to I 5. Attachment of Members to the Perimeter To facilitate installation, main runners and cross runners the ceiling system hangers or to the structure above. These wires may be slack. may be attached to the perimeter member at two adjacent Terminals or services weighing more than 56 pounds shall I walls with clearance between the wall and the runners maintained at the other two walls or as otherwise shown or be supported directly from the structure above by approved hangers. described for the approved system. , ... I - 44 I'kIZ "I fl ONS 1( \( I I\ 11 RI ‘s fir' The drawings shall clearly identify all systems and shall Only Intermediate and. eavy Du eiling systems as define or show all supporting details, lighting fixture ifica ion section of these guidelines may attachment, lateral force bracing, partititon bracing, n approved etc. Such 1, "`�; efined in the Class e used for the support of li h definition may be by reference to this s pp roved me x system, in whole or in part. Deviations or variations must be All lighting fixtures shall be positively attached to the shown or defined in detail. suspended ceiling system. The attachment device shall have a capacity of 100 percent of the lighting fixture weight ., \\N 1 N (; \� ; acting in any direction. ; . Whe intermediate du systems ystems a r e used, supplementary, , I ) IZ : ti k N I ) ti I ' I' ( 1 1 - 1 ( 1 I I ( ).\ ti I ,,, , No. 12 gage hanger wires shall be attached to the grid members within 3 inches of each corner of each fixture. The drawings shall clearly identify all systems and shall I Tandem fixtures may utilize common wires. define or show all supporting details, lighting fixture Where hea -duty systems are used, supplemental hangers attachment, lateral force bracing, partition bracing, etc. Such wires are nd required if a 48 -inch modular hanger wire definition may be by reference to this standard, or approved I pattern is rollowed. When cross runners are used without system, in whole or in part. Deviations or variations must be supplemental hangers wires to support the ends of lighting shown or defined in detail. 2 I 4 r c 1 I CI:II.ING (;Ril) 1)1�;"I \I1 ,: '` I Wall connection 8" Max. 8" Max. or see note 1 12 ga. hanger wire or see note 1 Min. 3 turns I-- ■ V Main or cross runner Wall connection 1111I1 III III I. 111 III . Acoustic panel Ill I Wall angle \ Wall angle Pop rivet I (see note 2) I Detail B Acceptable hanger wire connection to grid Main runner — 12 ga. hanger wire I I mumuilmmillimmuminu itin .3tums Notes Cross runner 1. Eight Inches or 1/4 the length of the end runner — whichever Is leas Acoustic panel 2. Optional, If used, attach only to two adjacent walls I `.,, . I t 1� 1Gt'Rl�: 2 SUGGESTED I)1�:'1�:11Lti:�� lll1�: CONNECTIONS 'TO WOOD CONSTRUCTION Detail A Detail B I Wood joist or rafter At wood joist or rafter 3 -1 1/2' x 9 ga. staples or 1/4" dia. screw eye with full thread / 3 stronghold "J" nails embedment (1 1/4" min.) 3" Max. /4�b 4 1" Min. Joist or rafter I at each wire loop // Bracing wire Hanger wire Bracing wire I Joist or rafter Detail C Detail D At wood joist or block To bottom of Joist lijj I I f J For bracing wires n fully embed screw eye 2" Min. — r 3 -1 112' x 9 ga. staples or ��'_ �� threads indirection of wire e 3 stronghold "J" nails at each wire loop ,. t !� � � �. + L 114' dia. drilled hole n 2 x Bracin wire 16d common nails ea. end , Saddle tie – (See Detail G) I Bracing wire - Hanger wire Note: Solid blocking required for either type of bracing I 3 Detail E Bracing wire parallel to wood truss Micro -lam upper flange I Web member - Saddle tie (see Detail G) ti Bottom chord i D o not Insert screw eyes into side 4 of micro -lam flange Hanger wire Bracing wire 7\ Bracing wire I Detail G Detail H Typical saddle tie Micro -lam lower flange I Dimensions greater Note: Do not insert screw eyes parallel to lamInations than 1/2" I (see Detail F) (detail may also be used at top chord) I I 1 1F—Ail { 1/4 " dia. screw eye with 1 1/4" min. penetration S I Hanger wires & bracing wires — 3 turns Hanger wire -r1 I 1' Min. • I t I I(:URF, 3 N\'IRE. AT'I'A('I ?N "1 ('AS l- IN- P1,A('I. ('ON('RI. I'E. ('ONS 1'RU(" 1'ION 4Fti I Detail A Detail B Vertical hanger wire attachment Splayed seismic bracing wire attachment Shot -in anchor "Hilt' DN27P87 or equal 5/18" drill -in expansion anchor } minimum -, Structural concrete Structural concrete I Ceiling clip 'Hilt" or equal 13 ga. x 3/4" wide max Steel strap 1" wide x 2' long x 12 ga. V minimum 3 turns 3 turns � I Splayed seismic bracing wire Vertical hanger wire Detail C Detail D I Wire 'Pigtail' w/ 2 "dia. loop & 4" tail Wire "Pigtail" wl 2' dia loop & 4" tail 4 216191MINE. Structural concrete° e 45° Max. •' °: Structural concrete '� ~ • , Vertical wire hanger ° • Bracing wire I 4 I No. 12 Ga. hanger wire _� 1 each runner Wood joist f No. 1 Ga. ( strut for seN t x wood Joist .) No.2 Ga. splay (See struct.) wire 6' Q" o.c. �'l— I No. 12 Ga. hanger wire @' each �:� --..e---.... . i runner yp board I �� .+ ■■ . Pop rivet wall x 1/4" dia. /pi 410 �� angle support 3" x 1/4" dia. closed eye screw closed eye screw with 1" penetration min. penetration with 1" min. into wood 1 Into wood No 12 Ga Note: No. 12 Ga. hanger or splay �� Bend and pop rivet hanger or wire where occurs �• �� tee or No. 6 tec screw. splay wire where occurs I Note: Wires shall be attached to suspension members with a minimum of three turns. I I ,. . ., ' ' � '+ i '1 F 1 I( ;I.' 7 IA)(: l it)1 OF St PITMEN I'.1I. 111ti( ;FRS ()It IZI' ;Qt IRE)) ('ROSS TEE S'fltFN(;'tnIS 7, key' I intermediate Duty Main Tee ® Supplemental Hanger Wire Locations within Three Inches of the Corner 0 �' 2' x 4' 2' x 4' Light Fixture 16 lb/Ft. Light Fixture Supplemental 4' Cross Tee Main Tee (Black) I �� Hanger Wires ►� 0 o Supplemental i0 Hanger Shown �� Hanger Wires as Shown - Cross Tee (Green) I intermediate Duty Main Tee Heavy Duty Main Tee Main Tee Heavy Duty Main Tee Intermediate Duty � or. ,► 0 2'x2' 1.� 0 2'x2' Light xture I 2' x 4' 16 lb/Ft. Light Supplemental ughure 2x4 4'CrossTee ,► : Fixture Hanger Wires 2' .� Light or Supplemental S as Shown lit Fixture Hanger Wires as Shown ►► Heavy Duty Main Tee Intermediate Duty Main Tee I Intermediate Duty Main Tee Heavy Duty Main Tee �� : v �� 1 � E► �� 2' 4' Cross Tee �� 2' x 4' Supplemental � 2' x 2' 2'x2' LI ht or Supplemental Light I Light Hanger Wires Light Fixture or Supplemental leme . ► Light -r Fi xture as Shown Fixture 1 Intermediate Duty Main Tee Heavy Duty Main Tee 6 I I Y c1 r , ; FIGURE 8 1'1•PI('AL BRACING I ® Bracing Location B -B I ›K ti A -A — g `? to I �EE ' ---0— _ +_ 6'•0 Max. 0 ., 12'-0 12' -0 I >.< >< - D -D I >.< _ q Oil Pla Iv I ><— ----><– ____ 1 -•- ^ n I I c -c I A -A B -B C-C or less or less or less Strut stabilizer / ii or similar device / / Cross runner Main runner r Main runner 0 111 / I Cross tee / s slot / Pop rivet optional Pop rivet Cro optional slot s tee Nail / 2 adjacent sides only 2 adjacent sides only See next image D -D below I D -D E -E 45° or less 545 or less or less Strut stabilizer I or similar device \ _ I 12 splayed brace ce wires 11.71111111111111111111/ 45° ar less � . o r less I I Cross runner Main beam Nail Cross tee ( Lateral bradn 6' -0" or less II Same references as shown on C-C from wall -12 -0 ' on center 7 LtH cA 41k I kik ‘ -'' Wry( i i k lk, _A" . , , i n a: . Y v,,,,:,,, iii ¢ ` ^ iq r.w . Z = 1110111 L- ii C., G A z a e. f M `0' i I A A iii p s i sy " En OM - ME - ME r NM OM - MI ME a MI 1111 Mill 11111 IMILIMIL CISCA SEISMIC COMMITTEE I /C0:2,-215 Mike Hankins, Chairman Acoustics & Specialties, Inc. I Dennis Alvarez USG, Inc. Jerry Davis Bonitz Contracting Company, Inc. Douglas Gehring BPB America I Paul Hough Armstrong World Industries Tony Ingratta Chicago Metallic Corporation Joe Kelly WAVE I Charles McDonald USG, Inc. Bob Stone CSI Interior Contractors I I I . I €: I I I I I CISCA the power of partnership ! I Ceilings d Interior Systems Construction Association i CEILINGS & INTERIOR SYSTEMS CONSTRUCTION ASSOCIATION II 1500 Lincoln Highway, Suite 202, St. Charles, Illinois 60174 Phone 630 -584 -1919 • Fax 630 -584 -2003 • E Mail CISCA@cisca.org I1 www.CISCA.org 1 1 - • - :1'::. 7 . ..:. 1 .1:::. ,•• • '' , • ........_., ;',,r1 '..::'''. . 0 ,• .i ' • '1 ' ' 3 • • •,.; ...e.,:'!, :,','s:...:,'.3,'27.-'-,...',:'....,.;:l.•' *11:!....3: 1 ;.:..'..:. :k'' : , . . .,•, i;.'„: .....-■, ...:-..:;•;,:-:... t ' -3.1.:. ir'fl ',' :' ::' .m. .,:. i ' , 40 .a:•ii' ... 1 :g, ' • - . . . , ' .• , ; , , , - - , 1; :' !".. ; ::•: ,..... . 'q , ....> ;.;':".. .: . 1 ' 'qt.' ;:•:... - . 4' ..', ; ,i .,,,.".. 1/4: '■..,.. • . , ;.,.. ... . - ., .7. ''..."! e .'•.: .", ' ' A 4". 7';' • .,,,,..'....,.:' i ,,.., , ' ''''' • 1" : 1 : . ,. „ °4!A.. , ;.•i_f-",.!: ..*:' f.,!:':t- ,'•*:•:.: ' .,..•• •• ' 1 .‘• •f • .'••-. 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I ' N !%:•'-, .:::,.j."c•';•" •••-,• -1.• jir ..f .. ;74 .. ,.: f ' .' .'..",-..,:V.., -""..- :- ?-..‘.,•-;,::.. .;,.. ;•'.; ::. • ' i • - ' ,-. , -:,-, .: :,,-;; t - ---:•••: .t:' ; -:,:-::". , . .... , - :‘....:,. ••'-.. , : ,-' „ .. , ••• i.:i I •., t ' 1 . , : . --1 • i • , r i L i / 1 i 1 I I 1 1 — t 1 I ir , ; I — , i, .,a ill j v Int, f 1 1 ' 1 p , ---____ ... t 4,-1 . . .. U iiii _...... D 2-6 nt ASTM Sta nd a rds 1 n . a:2 4. J - ' B 695—D 244 ...., ,.. , Includes 1,550+ standards referenced by: .. • International Code Council • National Building Code of Canada — National Research Council Canada • Uniform Plumbing Code and Uniform Mechanical Code— International Association of Plumbing and Mechanical Officials ' • MASTERSPEC .... • SPECTEXT • BSD Spec Link , .„ • Unified Facilities 2 0 0 3 . Guide Specifications • NFPAS000 4 : '' ' I , ''., n, 1- . : • , , , 1 1 , ,, , 1 • ' / • , . • .. ..„....),,,,,,..,„ I --, .'-''------- 1', , '.': ';' :, - , ti, ■ is :. i IP STRUCTURE-CODE 12 . 1 `" 7 Designation: C 635 - 00 T 0 I ° . •asow,..._._A_ro„A, Standard Specification for the Manufacture, Performance, and Testing of Metal I Suspension Systems for Acoustical Tile and Lay -in Pane Ceilings 1 This standard is issued under the fixed designation C 635; the number immediately following indicates the tionr i e year of original adoption or, in the case of revision, the year of last revision. A number in parentheses superscript epsilon (a) indicates an editorial change since the last revision or reapproval. This standard has been approved for use by agencies of the Department of Defense. 1. Scope 2. Referenced Documents I ; 1.1 This specification covers metal ceiling suspension sys- 2.1 ASTM Standards: Operating Spray App aratus terns used primarily to support acoustical tile or acoustical B 117 Practice for O ratin Salt S ra (Fog) lay -in panels. 3, Ziernduology 1.2 Some suspension systems incorporate locking assembly Definitions: details that enhance performance by providing some continuity 3.1 D fi ear . or load transfer capability between adjacent sections of the 3.1.1 Where the meaning terms app ca d as f this they . ceiling grid. The test methods included in this specification do shall not provide the means for making a complete evaluation of 3.1.1.1 backing board— a flat sheet of gypsum board to continuous beam systems, nor for assessing the continuity which acoustical tile is attached using adhesive, screws, contribution to overall system performance. However, the test staples, or other suitable means (Fig. lc). methods can be used for evaluating primary structural mem- 3.1.1.2 bow —the maximum component of deviation in the I members that interlock, as vertical plane of a main runner, cross runner, or wall molding well as with bens with those c with secondary of noninterlocking type. where the centroidal axis of these structural components has . nd to end into the shape of 1.3 While this specification is applicable to the exterior been permanently deformed g the a manufacturing process (Fig. installation of metal suspension systems, the atmospheric a simple �' conditions and wind loading require additional design attention 2). to ensure safe implementation. For that reason, a specific Ncn 1 meanings for bow and camber given here may differ from I review and approval should be solicited from the responsible those applied elsewhere. architect and engineer, or both, for any exterior application of 3,1.1.3 camber —the maximum component of deviation in metal suspension systems in the construction of a new building the horizontal plane of a main runner, cross runner, or wall or building modification. molding where the cent a al axis of these structural or compo- wall 1.4 The values stated in inch-pound units are to be regarded nents has been permanently deformed from end to end into the as the standard. The values given in parentheses are provided shape of a simple regular curve during the manufacturing for information purposes only. process .(Fig. 2). I 1.5 The following safety hazards caveat pertains only to the 3.1.1.4 carrying channel or hanging channel —the three - test methods described in this specification. This standard does sided or "r'-shaped metal sections that support the entire not purport to address all of the safety concerns, if any, structural grid network in some forms of mechanical ceiling associated with its use. p It is the rlesp a of al user practices usually suspended by hanger wires from the existing structure and determine the applicability of regulatory limitations prior and the main runners are then attached to the channels. to use. 3.1.1.5 ceiling suspension system —the entire network or I grid of structural components, as defined by the ceiling I This specification is under the jurisdiction of ASTM Committee 5-33 on suspension system manufacturer, that provides support for Environmental Acoustics and is the direct responsibility of Subcommittee E33.04 on ' Application of Acoustical Materials and Systems. �_ Current edition approved May 10, 2000. Published August 2000. Originally Annual Book of ASTM Standards, Vol 03.02. published as C 635 — 69. Last previous edition C 635 — 97. I I Copyright 0 ASTM International, 100 Barr Harbor Drhre, PO Box C700, West Conshohocken, PA 19425-2959, United States. 1161 I . I j' C 635 �j° J Hanger Wi,. 1 03 0 4.\ - . -...,.. I .„„ ...„ ,000, .1 1111101012h...._ � I , \ W.p Melding c A oustical Loy-I^ Panel' �' �` ' I - .�\ Mein Runners ,PM Cron Runners (Spanning Mein Runners) .) Direct Hung S„ spin ion Sydow I I �, , -0 ' ' ' - .... . Hangs Wire I Support Cpp 0 +��� .. %' Well Wahl Main Runners 4' 4 _ I Carrying Cb.mwl � 4 . e4 / 4 ` Moire Runners o .. is., Coss Runners I Ruing Runners) Cress S1iln. (Spanning b) Indirect Hun{ Suspension System I Hanger wire y ` fi Y "nR ,O ®j �' Minutiae( The Furringy {.r+ .► _��� L µ.din {.n -- -- " I d fvrrino {.r S„ op anion System FIG 1 Three types of Ceiling Suspension Systems Showing All Components component of a 3.1.1.8 horizontal plane (of a structural panels, lighting fix- suspension on system)–a plane parallel to the plane of of ha acoustical ceiling tile, acoustical ceiling p ceiling pe h the cen parall axis the of plane member lures, and air diffusers. or cross beams of a ceiling which passes through I 3.1.1.6 cross runner — the secondary 1, a and b) The (Fig. 2). a ceiling system where the cross run - mechanical ceiling suspension system (Fig. 3.1.1.9 interlocking — cross runners sus usually nsion support only the , the cross tile. unesomo ners are connected to the main runner or ho holes, etc. r in the main forms of support systems, however, the (f uss runners also provide su port for lighting fixtures, air diffusers, and other b ni o nner t intervals controlled by or main beams of the ' pro p 3.1.1.10 main runner the primary cross runners. 3.1.1.7 hanger wire— the wire employed to sos ste e 1 type of ceiling suspension system in which the structural b I barjoi ts, st ceiling from the existing structure (wood joists, b members are mechanically spen suspension locked together (Fig. 1, a and b). bar joiss, eel beams, concrete slabs, etc.) (Fig. 1). 1162 1 .; y1 . C 635 I 5 D3/ I ..441,0 4 ) - ' 1 IA i 4001:0 ( \_,, , -1 '''.-*-''' i 1 , 1 1 1�111(MrM PLMI[ � / 1 I i I 1 Ii i II Li Ty„„ vtlrriM n - - �.— -. - 4 .. . U FIG. 2 Diagrams Showing Camber, Bow, and Twist 1 .115 ve rtical plane (of a structural component of a I The main runners provide direct support for cross runners, and 3.. nsion system spa structural c o the plane may support lighting fixtures and air diffusers. In addition, the o � g ceil'ng which passes through the centroidal axis of the acoustical tile may also be directly supported by the main emmber (Fig. 2). runners. In some forms of mechanical ceiling suspension 3 ber 16 wall molding— the edge angles or channels of a systems, the main runners are supported by hanger wires mechanical ceiling suspension system that are attached to a I attached directly to the existing structure. In other forms,. the main runners (also referred to as "H" runners, "Z" bars, etc.) wall (Fig. 1, a and b). The wall molding provides support for the acoustical tile, main runners and cross runners that are are installed perpendicular to carrying channels and are sup- ported by specially designed sheet metal or wire clips attached located at the periphery of the ceiling. to the carrying channels. 4. Classification 3.1.1.11 nailing bar or furring bar—the continuous sheet 4.1 The structural performance required from a ceiling I metal strips to which a backing board is attached using either are installed suspension system shall be defined by the specifying authority perp endd screws (Fig. lc )• icular to and supported by the carrying channels. The nailing bars in terms of a suspension system structural classification. perpendicular 4.1.1 The structural classification of ceiling suspension 3.1.1.12 non-interlocking-- ceiling system that does not comply with the specifications stated in the definition of systems shall be based on the load- carrying capacity of the main runners of the structural network. Load - carrying capacity of interlocking. as used herein is based on the more stringent requirement 3.1.1.13 spline —a strip of metal or fiber inserted in the kerfs esthetic acceptance rather than the less confining prevention m of nt structural failure. The criterion is the arbitrary but widely of adjacent acoustical tile to form a concealed mechanical joint established limit of deflection to ' so of the span between seal (Fig. lb). r 3.1.1.14 twist —the angle of rotation measured in a trans- supports• capacity shall be the maximum verse plane between the two end cross sections of a main 4.1.2 The load -carrying apacittys per li foot) that a I runner, cross runner, or wall molding which has been perma- uniformly istibu ed runner (pounds per i n a span length of gently deformed during the process of manufacturing (Fig. 2). simply PP i 1163 s. 4 C 635 5 10 , 7 A 0 in. 1 .219 m) is capable of supporting without the shall be stated by the suspension system manufacturer in 4 ft, ( published literature. The thickness in thousandths of an inch of mid -span deflection exceeding 0.133 in. (3.38 mm) or the 4 ft, 0 in. span length, as tested in accordance with the metal band allowable thickness variation for the component I ' / of shall method described in Section 8. 5.1.1.2 be t For aluminum systems the thickness of metal used n capability pension systems shall be determined by the cap Y 4.1.3 The structural classification or grade of ceiling sus - of main ma in runners cross runners, wall moldings, or splines shall be I y runners or nailing bars to support a uniformly distributed load. stated urbey the suspension system manufacturer in published P These classifications The thickness in thousandths of an inch of metal and D s S a be: 4.1.3.1 Ligght ht - - D uty Syss tems, used where ceiling loads other the a allowable thickness variation for the component shall be than acoustical tile or lay -in panels are not anticipated, such as 5 1.2 Straightness: residential and light commercial structures. wist in main 4.1.3.2 intermediate -Duty Systems, used where ceiling 5nor2s� Cro g runners, °�1 m iding�p ber, or nes, or bars of I loads other than acoustical tile or lay -in panels (light fixtures, runners, air diffusers, etc.) are anticipated, such as ordinary commercial various lengths shall not exceed the values shown in Tab e . 5.1.2.2 Main runners, cross runners, wall moldings, splines, structures. bars of ceiling suspension systems shall not contain 4.1.3.3 Heavy -Duty Systems, used where the quantities and or nailing (lights, air diffusers, etc.) are greater weights of ceiling fixtures (leg ter local kinks or bends. Length: than those for an ordinary commercial structure. the structural classifi- 5.1.3.1 The variation in the specified length of main runner I 4.1.4 For the purpose of determining part of art of an interlocking cation of main runner members as covered in 4.1.2, their sections or steal not exceed ±0.010 minim). clock simple -span, minimum load- carrying capabilities, when tested grid system in accordance with the test method de in Section 10, 5.1.3.2 The variation in the specified spacing of slots or shall be listed as shown in Table 1. ,- -- ': other cutouts in the webs of main runners or cross runners that in the load are employed in assembling a ceiling suspension grid system I 4.2 Cross .runners shall be capable' of canry g specified by the manufacturer without exceeding the maximum shall not exceed ±0.010 in. (0.25 mm). 5.1.4 Over -all Cross - section Dimensions: allowable deflection equal to '/560 of its span. 5.1.4.1 For steel systems, the overall height of the cross I 4.3 The design and definition of the suspension system shall be the responsibility of the manufacturer. Included is selection section of main specified e erunners ons w l moldi molding, or me of appropriate materials, metal thicknesses, dimensions of a I necessary component section configurations, design of special The width of the cross section of exposed main runners or cross hanger and assembly devices, and provision for whatever runners shall be the specified dimension -±0.008 height of the g systems, accessory items are needed to ensure satisfactory ceiling cross e� o �d the a able variation of main runn s� nsion performance within the scope of this specification. runners, or wall molding shall be stated by Pe provide supplementary published literature and price lists. The each classification for spans other than 4 ft (1.2 4.3. System ma deflection capabilities of main runners in manufacturers may pro PP data describing load system �1 allowable manufacturer variation of the cross section of exposed t a 4.4 Where specialized loading conditions that are outside be main 1.5 Se or cross runners shall be similarly stated• members the scope of this specification exist, the manufacturer should 5.1.5.1 Intersecting webs and flanges of structural me consulted for his recommendations; and, he may furnish „r,�„ T", or "Z" sections) shall form angles between them of engineering data as required. Specification or design of super- ("I"," If deviations from squareness at more than one such g Y I structure anchors or fasteners are not the responsibility of the 90— + ceiling system manufacturer unless specified by the ceiling intersection are tiv with est � their use in a ceiling, l not be system manufacturer as part of the suspension system. the total angle 5.1.5.2 The ends of structural members that abut or intersect other members in exposed grid systems shall be cut perpen- ' S. Dimensional Tolerance dicular to the exposed face, 90° + 0, — 2 °. 5.1 Suspension system structural members shall conform to 5.2 Suspension sy assembly devices shall satisfy the the following tolerance requirements: following requirements and tolerances. I 5.1.1 Metal Thickness: 5.2.1 The design of and dimensional tolerances set by the 5.1.1.1 For steel systems the thickness of metal used in main manufacturer for accessory items such as formed wire hangers, runners, cross runners, wall moldings, splines or nailing bars spring spacer clips, tile retainers, and spacer bars shall be such I T ABLE 1 Minimum Load-Carrying Capabilities of Main Runner Mem TABLE 2 Straightness s is Tolerances Syats mructural Members of Suspension S stem Straightness Tolerances ' Main Runner I b/Iinear ft (kdm Deformation Member Direct Hun Indirect Hu Furrin Bar Bow 1 /32 in. in any 2 ft (1.30 mm/m) 5.0 (7.4) 2.0 (3.0) 4.5 (8.7) lrembe[ +� in. In any 2 ft (1.30 mm/m) I Light-duty rate 12.0 (17.9) 3.5 (5.1) 8.5 (9.7) 1 In any 2 tt 0.64 ) I Me v y - slate duty 8.0 (11.9) Twist Heavy -du r 1164 I .; 41' C 635 , performance of their intended function a special order item arranged for, and agreed upon in advance as to ensure satasf acto ry p in she control suspension ali system. gnment, prevent attributable le rotation, or other between the 6.2.2 Adhe purchaser on nd Reslience Finishes shall exhibit good ' unsatisfactory ti sf ac to ry alignment, untiacry performance that results in unfavorable acous- adhesion properties and resilience so that chipping flaking tical tile ceiling appearance, will be cause for their rejection. does as for S process. Environment 5.2.2 A joint connection shall be judged suitable bothbefore I ■ a nd after ceiling loads are imposed if the joint provides Performance —In order to provide for suitably protected corn- sufficient ponents for acoustical ceilings that might be subjected to the alignment so that: � 5.22.22.1 The horizontal and the vertical displacement of the severe environme ' c and when compor ts d sso I exposed surfaces of two abutting main runners does not exceed spray ) or and specifilly ordered from ceiling suspension 0.015 in. (00.38 8 mm). specified (and displace- system manufacturers), coating can be ranked according to I 5.2.2.2 There shall be no visually apparent angu p Y rent of the longitudinal axis of one runner with respect to the their m dete tot protect the components of suspension systems other. Test — Practice B 117, conducted in 5.2.3 Assembly devices shall provide sufficient spacing 6.3.1 Salt Spray (Fog) tion— 5 I control so that horizontal gaps between exposed surfaces of accordance with the following test conditions nweo weight sodium ranking. either abutting or intersecting members shall not exceed 0.020 (1vaCp to Salt water. Y g in. (0.51 Spring 5..2.4 4 Spring wire clips used for supporting main runners 6.3.1.2 Humidity i�Chambe90 relative 9U'F (32 °C). midity shall maintain tight contact between the main runners and the 6.3.1.3 Temp I carrying channels when the ceiling loads are imposed on the 6.3.1.4 Exposure Pon 6.3.1.5 Report —Up request the manufacturer shall pro - I \ runners. vide photographs showing worst corrosion conditions on Pe components and shall provide comments regarding corrosion 6. Coatings and Finishes for Suspension System edges, on galvanized surfaces without Components that occurs on cut metal edg paint, on galvanized and painted surfaces, at edges rolled after 6.1 Protective Coatings— Component materials that oxidize being painted, and on any change of paint color or gloss that is or corrode when exposed to normal use environments shall be apparent at the conclusion of the test. Color and gloss inspec- I provided with protective coatings as selected by the manufac- a pp Curer .except for cut or punched edges fabricated after the tion of the component shall be made after washing in a mild I coating is applied. soap solution. 6.1.1 Sheet Steel— Components fabricated from sheet steel 6.3.2 High - Humidity Test —The test and inspection shall be shall be given an electrogalvanized, hot dipped galvanized, identical to that of the salt spray test, 6.3.1, except that distilled cadmium, or equal protective coating. water instead of salt solution (see 6.3.1.1) shall be used. I 6.1.2 Aluminum Alloy— Components fabricated from alu- 6.3.3 The installation of metal suspension systems in any minum alloys shall be anodized or protected by other suitable exterior application shall be considered as use in a severe technique as selected by the manufacturer. environment. II 6.1.3 Other Component Materials — Components formed from other candidate materials shall be provided with a suitable 7, Inspection protective coating. 7.1 When items not meeting specification requirements are 6.2 Finishes —If the protective coatings identified in 6.1 discovered, their existence shall be called to the attention of the provide a finish that is satisfactory for the intended use of manufacturer prior to installation. Possible use of such items nonexposed individual components p suspension may be adjudicated among the responsible parties involved, system, no further coating of such items shall be required• based on the nature of the deficiency and the effect on the Exposed suspension system components shall be provided with performance of the ceiling. a decorative finish by the manufacturer. 72 When rejection occurs, the manufacturer or his agent 6.2.1 Color and Texture: 6.2.1.1 The color and texture of components shall be deter- shall have the right to examine the rejected material. After mined by the manufacturer and shall be appropriate to the use resubmission of the lot shall be permitted. I of the component in the suspension system. removal of the portion not conforming to the specification, 6.2.1.2 The limits of variability in color, texture, and gloss S. Experimental Loading Facility I of finishes for exposed components shall be available, upon g 1 Perform the experimental loading of structural members request, from the manufacturer in the form of standard color- texture chips or painted samples. in a manner that closely simulates their use in suspension 6.2.1.3 Prior to ordering, the purchaser shall determine if systems, except that all loading will be with incremental I finishes of standard suspension system components are satis- weights rather than acoustical ortt, material, shall all be distances, s, su factory for a specific installation, either matching, harmoniz- spacing between secondary pp of in or contrasting with selected acoustical panels or tile. ceiling grid designs in which the structural member is used. g, 8.1.1 Su ort Frame— Provide a rectangular support frame 6.2.1.4 If nonstandard color or texture, or both, finishes are pp required on suspension system components, this will constitute having the essential features of the unit described below: 1165 C 635 J' • 8.1.1.1 The frame (Fig. 3) shall have the capability for 8.1.3 Deflection Measurements — Observe the deflection of len gth adjustment ustment to permit testing of structural members on structural members after application of each full load incre- clear spans for a maximum of 8 ft (2.4 m) to a minimum of 3 ment during the entire test. 0.90 m). It shall have the capability for overall width 8.1.3.1 Measure the deflection of direct reading to members being in I ft ( ) (1.2 m) to a inimum of tested with dial indicators : f . adjustment from a maximum of 4 ft ( (0.025 mm). 2 ft (0.58 m). p gag e frame 1 8.1.1.2 The support frame shall have sufficient stiffness so 8.1.3.2 Mount dial Indic indicators s frog a sepa ae frame that o significant deflection occurs within the frame during (Fig. 3) having three points ppo rl sition it to fram e embers load tests of suspension system structural m erlin mounted or the dial 8 s ms vernc� over structural member be I 8.1.1.3. The support frame may be g tested. floor supported. 8.1.2 Test Loading — Do not use the main runner weight for 8.1.3.3 The at � pei�or�ce of the sufficient structural r. . evaluating load-deflection performance. Include one half of the capability to p the entire test without truc al weight of the cross runners as part of the test load. members to be observed during ' 8.1.2.1 Provide the individual test weights appropriate for resetting. evaluating the structural member. Provide loads weighing up to Members 1 lb (0.45 kg) so that their actual weight is within 0.01lb (4.5 9. Structural t,y. 9.1 The manufacturer shall determine the load- deflection ;I==:: g) of their marked weight. Weights over 1 lb shall be within •'. . 196 of their marked weight. Conveniently provide loading performance. 1 weights of the sizes required by weighing load shot into cloth 9.1.1 The structural members tested shall be identical to the bags and tying them closed. sections used in the final system design. All cutouts, slots, etc., g se ;;.:'.. •1.2.2 Provide a sufficient number of weights of suitable :: exist in the system component shall be included in the mass to permit evaluation of the structural member through its sections evalLU;ted. elastic range by loading in approximately ten equal load 9.1.2 Allowable mill variations of sheet stock thickness can ' : ments. When elastic performance of the member under have a significant effect on section stiffness and load carrying * mere a suitably reduced load ability. Consequently, load- deflection studies of t.'"'., .. test is exceeded, continue loading using Y members shall utilize sections fabricated in accordance with :- i increment until significant section yielding has been produced. ' • 8.1.2.3 Apply a complete load increment, simulating a the system manufacturers' published metal thicknesses and distributed load imposed over the entire section . uniformly y dimensions. ' length, before measuring the deflection of the structural mem- ber. 10. Procedure ~. 8.1. 2.4 Make provision for imposing test loads on the procedures used for evaluating performance of , • ,:::, y 10.1 The `;:�;;.• :� structural member in a symmetrical manner.. Avoid eccentric ension system structural members shall utilize the general IIII loading that initiates lateral buckling of structural members. susp Y DIAL INDICATORS FOR VERTICAL � DEFLECTION (Ty P). STRUCTURAL : END DIALS 0 0 ANGLE ii‘. STRU CTURAL MEMBER : TO BE TESTED A" ROLLER SUPPORT v , I' ` S E O RARY 404 444/40))....0. ■.1 b, 44011101. 1 41114141° :,;.• : ;101.0)›...1020, WEIGHT FOR ill DEAD LOAD FIG. 3 Schematic Diagram of Experimental Loading Facility 1166 { i C 635 ' ' P i 4w ' An rinc of following actual field installation practice wher- which exists in the actual ceiling grid A y u bu c kl rted axially cy in tendency ever possible (see 8.1). As an example of the general procedure will be defeated as the secondary r to be followed, the setup and testing of a primary structural thn� c��l of the test frame, bears on the web of the member is described below. P 10.1.1 Experimental Setup —In preparation for testing, ad- 10.1.1.2 Where interlocking secondary structural members just the length and width of the support frame to the typical are used, assemble them into the central primary using cu ctur l I grid dimensions that are established as appropriate to the member being tested in customary fashion the other end of the evaluation of the structural member. Install the primary struc- tional center distance spacing. Support frame. tural member along the longitudinal centerline of the frame and secondary member simply from the pe rimeter e support support it at points simulating its field application. Note that No interlocking of the secondary member and the perimeter I testing for classification of a suspension system (Section 4) support frame shall be permitted. This type of setup provides a requires testing with the primary structural member simply means for giving at least capability that 1 � ge waura- supported over a 4-ft (1.2 -m) span (Fig. 4). Prevent lateral ment of load- carrying p tY ' a buckling of the section during testing by installing secondary members contribute to grid systems. structural member to be members between the test system and the vertical sides of the evaluated nstalled in the support frame, position the gage test frame. n a c ; ' .10.1.1.1 In actual ceiling installations, buckling of structural frame to mount t test section displacement teid span: As an option, ::members is generally prevented by the lateral support provided directly i by intersecting structural members and acoustical tile or lay -in additional deflection gages may be mounted at each end of the panels. When secondary structural members of a noninterlock- test section at the rest supports. The optional end gages may be I ing type are used in a grid system, they provide needed lateral used when a test section exhibits a tendency to compact at the support but make no direct contribution to the load- deflection rest supports. Position the gages to read zero with reference to performance the primary structural member being tested a horizontal plane that runs through the supports of the p Where such sec secondary members are used, install them normal structural member in the mss e pans., the to the direction of the primary support part of the first Incorporate o incre- the I structural member and at the weight of hanger wires, p midpoint and quarterpoint locations along the test span length. mental test load. In accordance with 8.1, do not use acoustical material. Support 10.1.2.1 Apply the test weights, simulating the weight of one end of such secondary members from the side of the test ceiling tile or panel, to the structural member starting frame and the other from the flange of the primary structural (0.15 m) from the end supports, and at 1-ft (0.30 -m) intervals member (Fig. 3). Clearances between the ends of the secondary thereafter, always proceeding from the ends toward the center typical of that of the span in applying the load. After the first uniformly structural member in the test setup shall be tyP distributed load increment has been applied, measure and • record the mid -span deflection of the structural member. Mid -Span Deflect (mm) record the end gage deflections when the the gages are re al member I 2.5 5.1 7.6 10.2 12.6.3 Measure and record the loading of 12 10 Continue loading of the structural member in the same manner, applying successive increments of uniformly distributed load and observing the deflections after each increment. Continue Fr SP/11 13.6 until it is apparent that the test section has yielded. Load rww gri at loading oflon tde st of Yielding 1e 10.1.2.2 Determine the load- deflection performance of sec - observed ° ondary structural members of acoustical tile and lay -in pane l I i e / 10.e ceiling systems similarly. Set up and test the units in a manner appropriate to their use in actual grid systems. /„j Load Carrying Capacity o! 6 Structural Member eased on 8 1 Experimental Data �g ^ - — ofd 1/ SimplytSun ortteria B.l 3 R o! 1/360 Simp1Y Supported � - 3 Span Length t 11.1 A test log shall be prepared to record all pe rtinent data regarding the structural member being evaluated and the i * 5.4 . Mid -span (3.38 mm) value 6 w II in. . of 0.133 in. (3. principal accessory items used. Such information as the fo - p 2.7 , 11.1.1 Manufacturer's name, 1 lowing shall be provided: (1/360 of she 4-ft (1.2 -m) '� Span Length) 2 11.1.2 Suspension system identification, 5 11.1.3 Test system identification, 0 11.1.4 Description of section, measured overall Sigh , 0 ° 0 0.1 0 .2 0.3 0.+ 0.5 width, and thickness of basic stock, type material, I weight, etc., M id -Span Deflection (in.) 11.1.5 Test span length, FIG. 4 Applied Load versus Mid -Span Deflection for Span 11.1.6 Spacing of lateral supports, Hypothetical Structural Member Having a Simply Supported 11.1.7 Identification of accessory items and how used, I Length of 4 ft (1.2 m) 1167 1 .,y1 ' C635 , . 0 c3 ? ' ex experimental setup, giving dimensions of ber can successfully su length inches (see t e4)eflection 11.1 dial Sketch gage locations, of Pe limit of V360 of the p gm grid, dial gage locations, load spacing, etc., and 12.4 Use the load deflection curve to establish the maximum I 11.1.9 Record of the incrementally applied uniformly dis- loading intensity beyond which the structural member begins tributed loads and the resultant mid -span deflection measure- to yield. ments for each loading. When end gages are used, subtract the to I Suspension System Performance average value of the two end gages from the corresponding System for individual suspension mid -span deflection, and report the resultant net mid -span 13.1 Published performance deflection for each increment. Subtracting the average end systems shall be developed by the manufacturer upon the basis gage readings will compensate for vertical translation of the sy results obtained from load - deflection tests of its principal I test section due to compaction at the rest supports. gage members. Where a ceiling design incorporated a number of .components, each of which experiences some 12. Section Performance • deflection as used in the system, the additive nature loveable 12.1 The performance of structural members of suspension displacements shall be recognized in setting systems shall be represented by individual load - deflection plots system deflection criteria. shall be responsible to see performed at each different span length 13.2 The specifying authority to see • . obtained from tests pert that the applied ceiling load, for example, light fixture, panels, - used in service. vitied b the licate tests of the etc., falls within the load recommendations pro y � ., 12.2 Plot and average the results of rep three individual sections, each tested on the same span length, suspension system manufacturer. to obtain a characteristic load- deflection curve for the structural 14. Keywords member. 14.1 acoustical; acoustical tile; ceiling; ceiling grid; metal �... 123 Use the average load deflection curve to establish the s nsion systems; panel ceilings maximum uniformly distributed load that the structural mem- ceiling uspe n the validity of any patent asserted in connection with any item mentioned ! ASTM International Users takes no position respecting tt rights patent rights, and the risk expressly advised that detemanatIon of the validity of any such pa • , In this standard. Uaere of this standard are • ' of infringement of such tights, are entirely their own reaponslbIlity ,.. • • and • ' i This standard Is subject to revision at any time by the responsible technical committee nd must t be reviewed or evdrti five ytnsa re an if not revised, either reapproved or withdrawn. Your comments are invited either for revision a should and should be addressed to ASTM International ead qu r e u . Your comments will receive careful consideration ate meeting of the �e you a technical kno the which e Y feel the address shown below. el that your comments have not received a fair hearing you make your views s known to to the ASTM Committee on Standards, I is copyrighted by ASTM International, 100 Barr Harbor Drive, one Box obtained st contacting TM at The above This Standaro copyng of this standard y ` United s or Individual 9585 ( (single or multiple copies) e- mall); or through The ASTM website address or at 610 - 892.8585 (phone), 610-832-9555 (fax), or serviced ( r (www.astm.org)• '' fi...; .. z • , '. is ; fit: 1168 t . Designation: C 636 — 96 50 -'37 Standard Practice for Installation of Metal Ceiling Suspension Systems for I ' Acoustical Tile and Lay -In Panels 1 This standard is issued under the fixed designation C 636; the number immediately following the designation indicates the year of I original adoption or, in the case of revision, the year of last revision. A number in parentheses indicates the year of last reapproval. A superscript epsilon (a) indicates an editorial change since the last revision or reapproval, This standard has been approved for use by agencies of the Department of Defense. I 1. Scope 2. Installation of Components This practice covers the installation of suspension sys- 2.1 Hangers: I 1.1 tems for acoustical tile and lay -in panels. It is applicable to 2.1.1 Where acoustical ceilings are suspended from a struc- contractors whose services are utilized for installing acoustical tore of wood construction, attach hangers with suitable me- ceilings and to other trades if their activities are responsible for chanical devices either to the bottom edge of the wood joists or interference with ceiling components or performance as de- to the vertical fists t h e ified by joists near the eturer must edge. fined in this recommended practice. Holding power be 1.2 While the practices described in this document have available on request for bottom edge attachment devices. equal application to rated fire- resistive suspension systems, 2.1.2 Where acoustical ceilings are suspended from a struc- I additional requirements may have been imposed to obtain the concrete construction, gea m ount othangers using attachment fire endurance classification of particular floor - ceiling or roof- place ceiling assemblies. These details should be obtained from the devices whose suitability has been demonstrated by standard I manufacturers. construction practice or by certified test data. 1.3 Similarly, additional detailing may be necessary to meet 2.1.3 Space hangers for carrying channels or main runners 4 sound attenuation requirements when ceiling plenums extend ft 0 in. (1.2 m) on centers. If local situations allow greater over contiguous rooms. These, too, should be obtained from center distances between 1hangers, lad - carrying g I the manufacturer of the acoustical material employed. capacity of the ceiling suspension system 1.4 The values stated in inch -pound units are to be regarded the 2 actual al center-to-center suspension wire g eall n distances ang more than one in as the standard. 1.5 While many of the practices described in this practice six out of plumb unless a countersloping wire or horizontal have application to the installation of metal suspension systems bracing is provided. See Fig. 1 for allowable countersloping in exterior environments, the specific design of exterior ceiling methods. Suspension wires should not press against ducts or installations requires the review and approval of the architect, pipes• alvanized sheet metal stock I engineer, or both, who are responsible for the construction of - 2.1.5 Hangers formed from g the building or modifications to an existing building. While shall be suitable for suspending carrying channels or main in th h t ann hangers ems do recommendations from the manufacturer should be solicited, it runners from an existing structure provided c g c ionabae movement. I remains the final responsibility of the architect/engineer to not yield, twist, or undergo sus nd g carrying movement. nt or ensure proper application of the materials in question. 2.1.6 Wire hangers pe 1.6 This standard does not purport to address of the safety main runners from an existing structure sshall g prepared froft concerns, if any, associated with its use. It is the responsibility a minimum of No. 12 -gag e (2.05-mm) I of the user of this standard to establish appropriate safety and annealed, mild steel wire. health practices and determine the applicability of regulatory 2.1.7 In some installations hanger wires are secured to limitations prior to use. special attachment devices that support the carrying channels or main runners. Such attachment devices shall have certified I load test data from an independent test laboratory and shall be r This practice is under the jurisdiction of ASTM Committee E -33 on Environ- capable of carrying five times the design load. mental Acoustics and is the direct responsibility of Subcommittee E33.04 on 2.2 Carrying Channels: Application of Acoustical Materials and Systems. t Current edition approved June 10, 1996. Published August 1996. Originally 2,2.1 Install the carrying channels so that they are all level I published as C 636 — 69. Last previous edition C 636 — 92`r. to within t /8 in. in . 12 ft (3.2 mm in 3.66 m): I Copyright C ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428 -2959• United States. 1169 I 1.,;:.. i 5o3 g ... : MINIMUM �. E •S' ANGLE T. METHOD 1 t AM X MINIMUM MINIMUM +t: MINIMUM •S �' -n' .:' MINIMUM •S• ANGL •S' ANGLE .. AS' ANGLE - , • 1 METHOD 2 ` T S 4 i. 1v .0 it, < , 4 MINIMUM MINIMUM �tiS - � �3' ANGLE j AS' ANGLE 1 III ' METHOD 3 FIG. 1 Allowable Countsrsloping Methods 2 .2.2 Perform leveling with the supporting hangers taut to formed to prevent any vertical movement or rotation of the 0 prevent any subsequent downward movement of the carrying member within the loop• channels when the ceiling loads are imposed. 2.3 Main Runners: ,,,, ; 2.2.3 Local kinks or bends shall not be made in hanger wires 2.3.1 Install main runners so that they are all level to within as a means of leveling carrying channels. y in. in 10 ft (6.4 mm in 3.05 m). Determine evaluation of 2.2.4 In installations where hanger wires are wrapped levelness from measurements taken below hanger points. Make around carrying channels, the wire loops shall be tightly 1170 y,= �d�'' C 636 °� I the measurements after completion of the ceiling installations 2.6.2 There shall be no visually apparent angular dial - but prior to building occupancy. ment of the longitudinal axis of one runner with respect to the 2.3.2 Where main runners are supported directly by hang- other. I ers, perform leveling with the supporting hanger taut to prevent 2.6.3 Assembly devices shall provide sufficient spacing surfaces of a ny subsequent downward movement of the main runners ether gaps between shall not exceed 0.020 I when the ceiling loads are imposed. g in. (0.51 mm). 2.3.3 Local kinks or bends shall not be made in hanger wires 2.6.4 Spring wire clips used for supporting main runners ' as a means of leveling main runners. 2.3.4 In installations where hanger wires are wrapped shall maintain tight contact between the main runners and the I f through or around main runners, the wire loops shall be tightly carrying channels when the ceiling loads are imposed on the ! i wrapped and sharply bent to prevent any vertical movement or runners. rotation of the member within the loops. The wire must be 2.7 Ceiling Fixtures: wrapped around itself a minimum of three full turns (360° 2.7.1 Mount fixtures installed in acoustical tile or lay -in I each) within a i 3 -in. length. See Fig. 2 for an example. panel ceilings in a manner that will not compromise ceiling 2.4 Cross Runners: performance. 2.4.1 Install cross runners supported by either main runners 2 7,2 Futures shall not be supported from amain runners or runners or by other cross runners to within 1/22 in. (0.79 mm) of the cross runners if the weight of. the fixture causes the total dead o . � load to exceed the deflection capability of the ceiling suspen- tive bed center distances. This tolerance shall be noncumula- sion system. In such cases, the fixture load shall be supported five beyond 12 ft (3,66 m). ; by supplemental hangers within 6 in. (152 mm) of each corner, 2.4.2 Intersecting runners shall form a right angle. or the fixture shall be separately supported. I 2.4.3 The exposed surfaces of two intersecting runners shall 2 7 3 Fixtures shall ll not be i s rt that main runners ar lie within a vertical distance of 0.015 in. (0.38 mm) of each other with the abutting (cross) member always above the cross runners will be eccentrically loaded except where provi- ' continuous (main) member. sion is inherent in the system (or is separately provided for) to prevent undersirable section rotation or displacement, or both. 2.5 Splines— Splines used to forma concealed mechanical In any case, runners supporting ceiling fixtures shall not rotate joint seal between adjacent tiles shall be compatible with the more 2° after the fixture loads are imposed. 1 tile kerf design so that the adjacent tile will be horizontal when 2 7 4 Where fixture installation would produce rotation of I installed. Where splines are longer than the dimension between runners in excess of 2 °, install fixtures with the use of suitable edges of supporting members running perpendicular to the accessory devices. These devices shall support the fixture in splines, place the splines so that they rest either all above or all such a manner that main runners and cross runners will be I below the main running members. t. 2.6 loaded symmetrically rather than eccentrically. A ssembly Devices: Components 2.6.1 Join abutting sections of main runner by means of 3. Interference of Ceiling Related Com P I suitable connections such as splices, interlocking ends, tab 3.1 The specifier shall designate the type of suspension • locks, pin locks, etc. A joint connection shall be judged suitable system to be employed and shall communicate to all parties both before and after ceiling loads are imposed if the joint concerned the necessary details of the acoustical ceiling to I Po satisfactorily identify the number, size, spacing, location, and provides but ng sufficient eugmew wiso thin that theca distance surfaces of two abutting main runners lie within a vertical distance of 0.015 in. types of fixtures to be accommodated in or above the ceiling. (0.38 mm) of each other and within a horizontal distance of 3.2 Prior to the beginning of ceiling work at a construction 0.015 in. (0.38 mm) of each other. site, the ceiling contractor and other contractors whose work is ` related to the ceiling installation shall designate all areas of I potential interference between ceiling components and compo- nents from other trades. 3.3 All areas of interference that arise following the begin I ning of ceiling construction shall be reported by the contractors I ` involved to the general contractor or the specifier, or both, as soon as the interference is observed. • ' 4. Appearance -11 4.1 Lighting: 3 ' MAX. 4.1.1 Where light from fixtures, cove lights, or high win - lows strikes the surface at a small angle, even slight uneven- ' ness of joints of acoustical tile may result in unsatisfactory a Under such conditions beveled tile should be used in preference to square edge tile and installed with considerable I care. ce sometimes roduced by __ 4.1.2 The unfavorable appearance P � FIG. 2 Hanger Wire TIe Detail edge lighting of ceilings suggests the desirability of using flush ;Y� 1171 e 4 C 636 lighting must be used, m ; recessed mounted lighting fixtures wherever this problem final building occupancy. f temporary l i ting tempo m ust may be a critical one. Ceiling shadows cast by strong natural care shall be taken position the final lighting condition. light coming through high windows also suggests draperies to soften or the conditions will app ability of using tinted glass, blinds or drap 6, Ke words Inspection the light entering such openings. y 5. Inspection 6.1 acoustical tile; lay -in panels; metal ceiling suspension on system; suspension systems - 5.1 The inspection of specific ceiling areas for acceptability shall be made with lighting conditions corresponding to that of A STM International takes no position respecting the validity of any patent rights asserted in connection with any item mentioned In this standard. Users of this standard are expressly advised that determination of the validity of any such patent rights, and the risk ?c of infringement of such rights, are entirely their own responsibility. '•,• Thls standard is subject to revision at any time by the responsible technical committee and must be reviewed every five years and r a not should either ssedro ASTM wl re uHeadquarters. Youinvited omments will of this standard or consideration additional at a meeting g of the and onside be addressed to AST In r comments have not received a fair hearing you should , ` ?• ' • ' responsible technical committee, which you may attend. If you feel that you , t : •. ' make your views ►Drown ro the ASTM Committee on Standards, at the address shown be w. ; , , •r. '1:: This standard is copyrighted by ASTM International, 100 Barr Har Dr ive, PD Box 0700, WB8f Conshohocken, IAA 19428.2859, at The above .. • Unittividual Staress or es. Ind 10.832 reprints (phone), 610- 832- 95�s�ol this standard eOasttm.org (e-mail); by or through the T ASTM website c add dr at 810.832.8585 (p (www astm. erg). i .. . ... .:;.: . .., ji r d VI., • 0... .., . . • . • • • si • •• • N? : 1172 's 1.2.1 1 V.S. Precision �` •` Asim ii% �`� t •• Structural ��. "Z � �. � � M �� ' � ' Engineering, Inc. EN 1 1 1 1 6- Soffif and Light Cove design 1 1 Pages 6,000 — 6,999 1 1 1 1 1 1 1 4810 B Shasta Way Tel. (541) 541 850 -6300 Fax (541)850 -6233 ' Klamath Falls, OR 97603 836 Mason Way Tel. (541) 858 -8500 Email: psei ancharter.net Fax(541)776 -4663 Medford, OR 97501 www.structure1.com Email: psei1 .gwest.net 1 I Precision Structural Engineering, Inc. Medford Office - ,^ z° 250 -A Main Street, Klamath Falls, OR 97601 836 Mason way (off Sage Road) • Medford,OR 97501 � Tel (541) 8504300* FAX (541) 850 6233 Tel (541) 858 -8500 T' , ; 4' u, }� www.structurel,com • Email: PSEI @charter,net i , 's` 7 �"S - 4`' , -' s a• PROJECT NO. r 2 n �` 2 If SHEET { OF ` , �., _ _' , ' „ :. PROJECT NAME DESIGNED BY /V ,- to. r V DATE 1 7 - ?- " I SUBJECT CHECKED BY DATE i I , ! 1 • A Hi 1 1 ; I ,s .. ,.„ „ .. ., , ..„... , • , 4,-, ,, T ' te k - i , ,,,. , .., , , , : ,, . ,... Y I _ • I I I 1 i I _. �.. ' - -- -� { -- ""f ......, _...., _ I/ ' r" .1__ r _. -!_. Th JL 4 t F._.. �. r Ter- � y� 1e r: L {i E ±i, „ , , L .. — ... . - .. I A I I L , j 4� i -- I i ■ , 1 i I ' r _, I f I I ....•. _ ._._I _ / . -,._ , _ _ i . } r - ... _. i...._.._ ... 1 i , ! I I I 9 �'. i E 1 1 . ' • , , I t . r a ' • ow EQUAL 14'-0--" EQUAL 12' -0" / HOLD N . 1_ ,, 0, zit,. . Arf Ad/ 402". ■ 1 ; • { j 1 I ` D O D N • = W N _ _ ,_,,„ CD �, ,. ; 12'-101 / \ _ ._ HOLD .._ .._ __�.. N 1 1 ! r) DO , ; ? OF CASHWRAP ritio„, ,,,,,\::. J I Precision Structural Engineering, Inc. Medford Office 250 -A Main Street, Klamath Falls, OR 97601 836 Mason Way (off Sage Road) • Medford,OR 97501 '+ Tel. 650 -6300 •FAX 541 850 -6233 Tel. (541) 858 -8500 > x: www.structurel .corn • Email: PSEl @charter. net _ ; >1,71 b; - --r • , I PROJECT NO )/F L SHEET . OF - : .,,N ..:3,.. , f PROJECT NAME DESIGNED BY 7'! DAT I Z I SUBJECT CHECKED BY DATE , I - Y � _ • 9 i 5 0 tri. . i • i 1- ! I I Y ! , l ! • I 1 1 __...... ..,.. i { t 1. . .. __._ t.. 1 1 . 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DATA i i, Information Conforms to 1996 AISI "Specification" I ' I I C LARK STEEL FRAMING SYSTEMS NEW INDUSTRY STANDARD MEMBERS, PHYSICAL PROPERTIES, TABLES, , AND NOMENCLATURE MEMBER: STEEL STUD MANUFACTURERS ASSOCIATION sEtF ® CLARK S TEEL FRAMING SYSTEMS -- I )' I t Allowable Heights Table I fy c/c 5 psf 5 psf 5 psf 15 psf 15 psf 15 psf 15 psi 0 psi 20 psf 20 psf 20 psf 25 psf 25 psf 25 psi 25 psf MEMBER KS1 in 1/1 20 1/240 1/360 L/240 L/360 1/600 1/720 /240 1/360 L /600 1/720 L/240 L/360 L /600 1/720 is ? `' 600 , , 1111 d 11' S "d 24 0 " d 19 0 "d 16 1 "d 14' 0 "d 13 2d 7 3d 15 I "d 12 9 "d 12 0'd 16' 0'd 14' 0'd Ii' 10"d I1' 1 "d I €, 6 .. ,1 12 9' 10 9, i p 1 " : 'STRUCTURAL ®® 12 11'1'd 9'4'd 8'10 "d STUDS 16' 9"d 14' l'd 12' 4"d 11' 7 'd ' 6005162 -33 EN Ran 32' 9 26' 0". 22' r 18 0 . 15 9' 13' 3 12' 6'. 6' 4'. 14' 3 12' 0" I 11 4'; 15' 2'. 11' 3" 11' 0' 6 15' 9'. 13' 9'. 11' 7 . 10' il' 20GA 6CS 600x20 ®® 20' I'd 17' 6'd 14' 9'd 13' 11 "d 16' 11'd 14' 9'd 12' S'd 11'9'd 905 600x10 ® 15' 4• 13' 5' 11' 4' 10' 8" KS 600x20 13' 5'd 11'9'd 9' 9'3"d ' ®� 11' 6' 15' 3 " 12' 11' 11 1" , 6005200-33 31' 9 "� 29' 11'� 26' 2'� 20' 9 � 1B 2 � 15' 3'� 14' 5 � 18 ' 10' 16' 6 13' 11' nit 26•4r 13' 6005200 33 34' 4 'd 27' 3 'd 23' 9'd 18' 10"d 16' 6'd 13' 11'd 13' 1'd ]' 2 "d 14' 11 "d 12' 7 "d 11' 10 "d 15' 11'd 13' 11'd 11' 8 'd 11' 0 'd I . 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''7 '' . 4' 21 4' 20'1' 26'4' 23'0'. 19'5" 18'3'. 24'6'. 21'4'. 18'0 ". 16'I1 "• 6005200 -97 33 16 47' 11'd 38' 0"d 33' 31 26' 4'd 23' 0'd 19' S "d II' 3'd 23' 111 20' 11'd 17' S'd 16' 1'd 22' 3'd 19' 5 "d 16' 4'd 15' 5'd 6005200 -97 33 24 41' 101 33' 3'd 29' 01 23' O'd 20' 1'd 16' 111 15' 111 20' 1 I "d 18' 3'd 15' 5'd 14' 6'd 19' 5 "d 16'11'd 14' 3 "d 13' 5'd Notes: Alpha notes indicate wall height controlled by: 'd" - deflection; 'v' - shear; "I' - flexure. See page 44 for Allowable Heights Table Notes. I L 1 © CI..ARK Allowable Heights 57 gilt STEEL FRAMING SYSTEMS I Precision Structural Engineering, Inc. 250-A Main Street, Klamath Falls, OR 97601 Medford Office 836 Mason Way (off Sage Road) • Medford,OR 97501 ...*: Tel (541) 850-6300 • FAX (541) 850-6233 Tel (541) 858-8500 www.structure1.corn • Email: PSEl@charter.net EV ''' ' .1i''''Ikl"' :-.,.r''',:•:',":',,ft: .., :',• PROJECT NO 1F 2 a 1 ^ ) 2 Y- -=") SHEET(' 0 S OF .7-, --....„ ,• t■. ":;:if. • - . a ,, ''-'.. 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Date: 12/7/2009 1:39:41 PM By: Nabil Taha 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 CFS Version 6.0.2 Page 1 Analysis: Analysis 1.anl Nabil Taha ‘-‘(,) ' 7 ) 13 ft Span Simple Beam Precision Structural Engineering Inc. I Rev. Date: 12/7/2009 2:25:27 PM By: Nabil Taha 1 Member Check - 2007 North American Specification - US (ASD) I Load Combination: D Design Parameters at 6.500 ft: Lx 13.000 ft Ly 2.000 ft Lt 13.000 ft II Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: 6 inch gauge 16 track.sct Material Type: A653 SS Grade 33, Fy =33 ksi Cbx 1.0076 Cby 1.0000 ex 0.0000 in I Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None Red. Factor, R: 0 Stiffness, k +: 0 k I Loads: P Mx Vy My Vx (k) (k -in) (k) (k -in) (k) Total 0.0000 6.814 0.0000 0.000 0.0000 Applied 0.0000 6.814 0.0000 0.000 0.0000 1 Strength 1.5236 13.148 2.7391 0.555 2.5711 Effective section properties at applied loads: 0.1764 in ^4 Ae 0.54159 inA2 Ixe 2.7996 in ^4 Iye I Sxe(t) 0.91418 inA3 Sye(1) 0.44611 inA3 Sxe(b) 0.95303 inA3 Sye(r) 0.10996 inA3 Interaction Equations 1 NAS Eq. C5.2.1 -1 (P, Mx, My) 0.000 + 0.518''+ 0.000 = 0.518 <= 1.0 NAS Eq. C5.2.1 -2 (P, Mx, My) 0.000 + 0. 8 + 0.000 = 0.518 <= 1.0 NAS Eq. C3.3.1 -1 (Mx, Vy) Sgrt(0. 26 + 0.000)= 0.475 <= 1.0 NAS Eq. C3.3.1 -1 (My, Vx) Sgrt(0400 + 0.000)= 0.000 <= 1.0 ,,`, 1 I S a t ' ( 1 1 i 1 1 1 I 1 1.2.1 1 Precision a` .t . __ S t ructural ' �� . A " I= Engineering Inc. 1 1 1 1 1 7- Non -full height partitions 1 7 -7,999 1 1 1 1 1 1 1 4810 B Shasta Way Tel. (541) 850 -6300 Fax (541)850-6233 Klamath Falls, OR 97603 Email: psei ancharter.net 836 Mason Way Tel. (541) 858-8500 Fax(541)776 -4663 Medford, OR 97501 www.structurel.com Email: pseil angwest.net 1 I Precision Structural Engineering, Inc. Medford Office 250 -A Main Street, Klamath Falls, OR 97601 836 Mason Way (off Sage Road) • Medford,OR 97501 ye s Tel. (541) 850 -6300 • FAX (541) 850 -6233 Tel. (541) 858- 8500 • S �, ? ,' , k, . www.structurel.com • Email: PSEI @charter. net r r_� titi�V u PROJECT NO f of SHEET o'' � OF At , 1 PROJECT ' :s. " 1 T NAME DESIGNED BY )/ .i I �) DATE 1 --7 1 SUBJECT CHECKED BY DATE 1 . , . b e ; . . : . .. ,. .... . .:"}:„ ,. 1 . ' I I ..a __�... -• . f i T 1 4 ' 1- ,. : . . - ' — 4 ". , 1 V i i r� »...L ,.r- „,.«.,^ .j: y . � t I . . ( 1 . 1 . . 1 z2......, : Li ---; -1 • , ,-- , ' _ _ ,. ,,, ,;; ;,• ,,,, , „„ „., I� ; 1 41, f - :„ • i 1 1 ki i . . L : . , . I • I ,. . 1 : w f , H 1d 0 __. ._._ .. . f1. 1 • -- I '.- ! F 1 ! 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' ....-...L.-1—i-,....i.-1.....— 1...................- - : L....--- ,, . . lb UNISTRUT ■ Metal Framing E 1 1 GENERAL 1 ENGINEERING � CATALOG it,j) 1 I EP2000 & P2001 CHANNELS `! , UNIST FOR 1" (41 MM) WIDTH SERIES CHANNEL ;,' may .,�. j 1 LOADING DATA �' BEAM L ,," y Uniform Loading at Deflections Max. A llowable Deflection at Span/360 In mm Lbs kN In mm Lbs k r L Span Channel Uniform Load Uniform Load Span /180 Span /240 p c_3 kN N Lbs kN L.bs P2000 1170 5.2 0.06 1 1170 5.2 1170 5.2 1170 5.2 Da Zii 24 610 P2001 1370' 6.1 0.01 0 1370" 6.1 1370" 6.1 1370 * 6.1 L4 , 41, P 2000 7 80 3.5 0.13 780 3.5 780 3.5 600 2.7 914 P2001 1370* 6.1 0.05 1370" 6.1 1370* 6.1 1370 6.1 2.6 0. 2A3 6 590 2.6 510 2.3 340 1.5 P2000 590 1370 * " 6.1 1370' 6.1 CP G 48 1219 P2001 1370' 6.1 0.11 3 1370" 6.1 asy CD w P2000 470 2.1 0.36 i 9 430 1.9 330 1.5 220 1.0 60 1524 P2001 1270)4' 5.6 9.20 & 5 1270 5.6 12.70 5.6 1080 4.8 � 300 1.3 230 1.0 150 0.7 c P2000 3 0 1.7 0 s2 13 ., P2001 1060 4.7 0 �8 7 1060 4.7 1060 4.7 750 3.3 z, 2 1829 1.5 0 72 P2000 34. 18 2 20 1.0 170 0.8 110 0.5 '0 . 820 3.6 550 2.4 Ya 2134 P2001 910 4.0 0.39 , ;} 10 910 4.0 ecs c o 23 170 0.8 130 0.6 80 0.4 to .: P2000 2?s 1 0 ,1 13 r "330 2.8 y 420 1.9 �� ;u,,: X36 2438 P2001 790 3.5 0.50 790 3.5 a 130 0.6 100 0 4 70 0.3 P2000 , 260 1.2 117 30 108 2743 3.2 0.64 16 660 2.9 P2001 71 v; 500 2.2 1 ! 3:30 1.5 a? ' ,,- 11 0 ' 0.5 8f' 04 50 0.2 c c P2000 230 1.0 1 41 �.Y 36 ! c . 40 i 2.4 400 1.8 27 1.2 ca 3048 P 2001 3 4J 2 8 OJ9 "' 20 r 54 8G 0.4 60 0.3 40 0.2 P2000 00 0.9 213 , 1.6 60 0 .3 140 0.8 cr, .E E 3658 P2001 530 2.4 1,1 3 � 29 370 U, P2000 170 0.8 2.6'7 73 ,t4 0.3 40 0.2 30 0.1 _.. 4267 P2001 450 2.0 1.53 39 -� . 1. P2000 150 ' 0.7 - 78 96 , 2 210 0.9 140 0.6 x 0. 2 30 0.1 NA ` NR .*, , 1: 0- :, . a 0.9 160 0.7 110 0.5 E 4877 P2001 400 1.8 2.0;? 52 u. 0 01 , 0 0.1 NR NR P2000 130 0.6 4.66 118.; , 30 0.4 5486 P2001 350 1.6 z'.53 64 e 0.8 120 0.5 r 7.0*.:,,,, - . Y, � `? NR NR NR NR �c 120 ' 0.5 5.90 15 k id 0.1 7X I 0.3 A 01. 6096 P2001 3 . 2 1 . 4 :3.17 81 rge 0.6 100 0.4 %a.... NR = Not Recommended na LL, CO `Load limited by spot weld shear. Notes: , 1. Above loads include the weight of the member. This weight must be deducted to arrive at the net allowable load the beam will support. as 2. Long span beams should be supported in such a manner as to prevent rotation and twist. c 3. Allowable uniformly distributed loads are listed for various simple spans, that is, a beam on two supports. If load is concentrated at the center of the span, multiply Toad from the table by 0.5 and corresponding deflection by 0.8. 4. See page 66 for lateral bracing load reduction charts. 1 I Precision Structural Engineering, Inc. 250-A Main Street, Klamath Falls, OR 97601 836 Mason Way (off Sage Road) • Medford,OR 97501 Tel. (541) 850-6300 • FAX (541) 850-6233 Medford Office Tel. (541) 858-8500 ; 4 -_,V,..,. ..,::. •''„ ,rrt: -i.,."Mf‘'%•.4.ki_g„N„.,.: ' www.structure1.com • Email: PSEl@charternet x - z --- r" 1 - st.„.. - .4,:.... ,.: • - . ...r: ' j.ir.A, ' 6.7 - 4f; '''."1:.:,:, 1 :.• ........"""- ,42: . • I .,) PROJECT NO. r. y- ? a c, - 1 SHEET" ,-. ,A'-' OF d - i / . s 4 ,......-t.",......D...tm..........,:. • • PROJECT NAME DESIGNED BY /Alp i / DATE 1 2 - 7 -.21 I , SUBJECT CHECKED BY DATE 1 . # • ' ,,,, . : ,• 1 1 ---,..-- • I! 4 - : : , • r . 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' - : ' 1 ; i --L.- a : -.1.-, 1.--...-...: (1‘64 1 4 111 AISI MANUAL - ;ColdFormed Steel Design 1 111 1 2002 Edition 4 1 • American 1+11 Iron and Steel Institute 111 11 Connections for use with the 2001 North American Cold- Formed Steel Specification ,.... ° tV=9 ( 0 , SECTION 3 - SCREWS 'I 0 Requirements for screw connections are listed in the Specification in Section E4. Application is limited to self - tapping screws with nominal screw diameters greater I I than 0.08 in. and less than or equal to 0.25 in. The screws must be thread forming or thread cutting, with or without a self - drilling point. 11 3.1 Notes On The Tables Provided in Table IV-8a and IV-8b are the nominal shear strengths of screwed II connections with designations from #6 to 1/4 inch, which connect various sheet thickness combinations. These are presented for sheets with tensile strengths of 45 ksi and 65 ksi. I I Provided in Table IV -9a and IV -9b are the nominal pullout strengths of screwed connections with designations from #6 to 1/4 inch, in various thicknesses of materi- al. These are presented for sheets with tensile strengths of 45 ksi and 65 ksi. Provided in Table IV -10a and IV -10b are the nominal pullover strengths of con - lI nections with hex head and hex washer head screws with designations from #6 to 1/4 inch, in various thicknesses of material. These are presented for sheets with ten - sile strengths of 45 ksi and 65 ksi. ANSI /ASME standard screw head diameters 11 were used in the calculations and are listed in the tables. Larger or smaller diame- ters will results in different strengths. The hex washer head screw values are also applicable to other screws with washers of the listed diameter having a minimum 1 thickness of 0.050 in. The nominal strengths can be determined by interpolating within the Tables. `s ■ ' • The design strength for ASD can be found by dividin the nominal strength ty 9.. , / The design strength for LRFD can be found by multiplying tie nominal strength by $• Note that shear and tensile strengths of the fasteners must be determined by the ;� manufacturer through tests. . 3.2 Screwed Connection Design Tables � i , I 0 ...............___ / �fyy/ 7 , F YAP I IV 12 Connections for use with the 2001 North American Cold Formed Steef�Spec ICYa...... - J I Table IV - 9a Screws 0= 3.0 Pull-Out - F„ =45ksi 4) = 0 . 5 1 Nominal Pullout Strength, Pnot+ kips Thickness of member not in contact with the screw head, in. Screw Diameter Designation in. 0.036 0.048 0.060 0.075 0.090 0.105 0.135 I #6 0.138 0.190 0.253 0.317 0.396 0.475 0.554 0.713 #8 0.164 0.226 0.301 0.376 0.470 0.565 0.659 0.847 #10 0.190 . 262 0.349 0.436 0.545 0.654 0.763 0.981 #12 0.216 0.297 0.397 0.496 0.620 0.744 0.868 1.12 1/4 in. 0.250 0.344 0.459 0.574 0.717 0.861 1.00 1.29 1 Table IV 9b I Q=3.0 Screws Q 3.5 Pult -Out - Fu = 65 kW 1 Nominal Pullout Strength, i not, kips Thickness of member not in contact with the screw head, in. Screw 1 Diameter Designation in, � ,___ - -1-; _ .__- __- _ __ Le 0.036 0;048 i 0.060 ~ ± 0.075 � _. 0090 ' 0,105 0.135 � # 6 i 0.138 1 0 274 0.366 0,457 0572 ; 0686 0 1.03 a #£ -0-.164-1- ._ i 0 326 i 0435 i 0.544 0.680 i 0 u 815 0951. 6 1.22 #10 f 0.190 ' ..._0 378 0.504 0.630 E 0 ; 0 . 1 1:10 1,42 I #12 _ -. 0.216 0.430 1 0.573 0,716 -if 0.895 1.07 I 1..25 1 1.,61 1 1/4 in, i 0.250 i 0. J 0.663 } 0.829 1,04 a! 124 ! 1.45 .1 1.86 Note: Design Strengths are: ASD: Pnot / Q LRFD: $Pnot Connections for use with the 2001 North American Cold Formed Steel SGLecifcation ( -7C" I Table IV - 8a Screws si= 3.0 et Shear of Sheet - F„ = 45 ks1 4) = 0.5 I Nominal Shear Strength, P„, kips T hickness of Screw Diameter member in Thickness of member not in contact with the screw head, in. Designation in. contact with I screw head, in. 0.036 0.048 0.060 0.075 0.090 0.105 0.135 0.036 0.480 0.604 0.604 0.604 0.604 0.604 0.604 0.048 0.480 0.738 0.805 0.805 0.805 0.805 0.805 I #6 0.138 0.060 0.480 0.738 1.01 1.01 1.01 1.01 1.01 0.075 0.480 0.738 1.01 1.26 1.26 1.26 1.26 0.090 0.480 0.738 1.01 1.26 1.51 1.51 1.51 0.105 0.480 0.738 1.01 1.26 1.51 1.76 1.76 0.135 0.480 0.738 1.01 1.26 1.51 1.76 2.26 0.036 0.523 0.717 0.717 0.717 0.717 0.717 0.717 I #8 0.164 0 0.523 0.805 0.956 0.956 0.956 0.956 0.956 0.060 0.523 0.805 1.12 1.20 1.20 1.20 1.20 0.075 0.523 0.805 1.12 1.49 1.49 1.49 1.49 0.090 0.523 0.805 1.12 1.49 1.79 1.79 1.79 I 0.105 0.523 0.805 1.12 1.49 1.79 2.09 2.09 0.135 0.523 0.805 1.12 1.49 1.79 2.09 2.69 I 0.036 0.831 0.831 0.831 0.831 0.831 0.831 0.048 0.563 0.866 1.11 1.11 1.11 1.11 1.11 *- #10 0.190 0.060 0.563 0.866 1.21 1.39 1.39 1.39 1.39 , I 0.075 0.563 0.866 1.21 1.69 1.73 1.73 1.73 0.090 0.563 0.866 1.21 1.69 2.08 2.08 2.08 0.105 0.563 0.866 1.21 1.69 2.08 2.42 2.42 0.135 0.563 0.866 1.21 1.69 2.08 2.42 3.12 0.036 0.600 0.928 0.945 0.945 0.945 0.945 0.945 0.048 0.600 0.924 1.26 1.26 1.26 1.26 1.26 #12 0.216 0.060 0.600 0.924 1.29 1.57 1.57 1.57 1.57 I 0.075 0.090 0.600 0.924 1.29 1.80 1.97 1.97 1.97 0.600 0.924 1.29 1.80 2.36 2.36 2.36 0.105 0.600 0.924 1.29 1.80 2.36 2.76 2.76 I 0.135 0.600 0.924 1.29 1.80 2.36 2.76 3.54 0.036 0.645 1.02 1.09 1.09 1.09 1.09 1.09 0.048 0.645 0.994 1.40 1.46 1.46 1.46 1.46 I 1/4 in. 0.250 0.060 0.645 0.994 1.39 1.82 1.82 1.82 1.82 0.075 0.645 0.994 1.39 1.94 2.28 2.28 2.28 0.090 0.645 0.994 1.39 1.94 2.55 2.73 2.73 I 0.105 0.645 0.994 1.39 1.94 2.55 3.19 3.19 0.135 0.645 0.994 1.39 1.94 2.55 3.19 4.10 Note: Design Strengths are: ASD: P / 0 LRFD: 4)„ J ' , 1 , , kr � 41 1 1.2.1 1 - - Precision �:. + A Al na : = Structural 1 , m om ►� .`• r A MI =�`•` Engineering, Inc. 1 Date: December 7, 2009 1 Mr. Dan Nelson RECE Senior Building Inspector DEC 16 2009 I City of Tigard, Oregon 13125 SW Hall Blvd CITY OVTIGARD 1 Tigard, OR 97223 BU ILDIN�D RE: City of Tigard Building Permit Bup2009 -0O- 2 00/ 1 PSE Project Number KF209 -1240 1 Dear Mr. Nelson I would like to thank you for your thorough inspection of the 1 drawings and for bringing the following constructive remarks, deficiencies and /or omissions to my attention in your report dated I November 13, 2009. Please see my responses to those items below. • w calculations and details for the suspended point 1: Ne ended c P 1 ceiling is now provided. Please see calculations pages 5000 to 5040 and new sheets S5 and S6. 1 • For point 2: New calculations for the non full height wall are now provided. Please see calculations pages 7000 and up. 1 • For point 3: New calculations and details for the soffit constructions, light cove etc are not provided. Please see calculations pages 6000 to 6007 and sheet S6. 1 OFFICE COPY 1 4810 B Shasta Way Tel. (541) 850 -6300 Fax (541)850 -6233 Klamath Falls, OR 97603 Email: psei @charter.net 836 Mason Way Medford, OR 97501 Tel. (541) 858-8500 www.structure1.com Fax(541)282-7689 ' 1 1.2.1 1 • For point 4: The maximum height for the storages racks is 10 1 feet. Please see calculations pages 2000 to 2016 and sheet S2 Thank you so much for your thoughts and ideas that will make this 1 project better and safer. I appreciate the opportunity to be of service to you on this project. I from 6:30 am until 6:00 Please feel free to call me pm. P Office 541 - 850 -6300 or 541 - 858 -8500, Cell 541-892-8392 Also, I could fax any additional information if needed. Have a great day. Q ED �� �' Sincerely yours, i , 0 1PE 'p ��''. Nabil Taha, Ph.D., P.E. OREGON Precision Structural Engineering Inc. 4, 23,'�o� 1 A (ors: 6 7 o� 1 1 1 1 1 1 4810 B Shasta Way Tel. (541) 850 -6300 Fax (541)850 -6233 Klamath Falls, OR 97603 Email: psei @charter.net 836 Mason Way Tel. (541) 858-8500 Fax(541)282-7689 Medford, OR 97501 www.structure1.com '-', 1 t-I / ' ;,./ -..--- 1 City of Tigard, Oregon • 1125 SW Hall Blvd. • Tigard, OR 97223 1 November 13, 2009 q RE: TENANT IMPROVEMENT TIGARD I Prglct Information Building Permit BUP2009- 00192 / ` , 7 Construction Type: 2-8 Address: 9677 SW Washington Sq. Occupancy Type: M Area: 4131 Sq.Ft. Stones: 1 I Name: Aeropostale Sprinklers: Yes The plan review was performed under the State of Oregon Structural Specialty Code I (OSSC) 2007 edition; 2007 Oregon Fire Code. Please respond to conditions below. 1) Please provide engineered design for the ceiling supports, including seismic \ I struts, taking into consideration the approximate 17-20 ft. of interstitial space between the ceiling tile and the roof. Please include all calculations for engineered designs with all submittals. OSSC106.1 .r' ' 2) Provide calculations and construction details (including seismic bracing details for non full height partitions) for all walls. Note: The roof structure is ° .,.. 1 \` approximately 30' above the finished floor. OSSC 106.1 3) Please provide calculations and construction details for the soffit construction) Every structure, and portion thereof, including non structural components that' E „ '. are permanently attached to structures and their supports and attachments, �� S ` ` \ shall be designed and constructed to resist the effects of earthquake motions , J r ` 1 in accordance with ASCE 7 as modified by Section 1613.7. The seismic ' \ design category for a structure is permitted to be determined in accordance with Section 1613 or ASCE 7. OSSC 1613.1 4 Q` 1 4) Please submit plan:; and calculations for steel storage racks that comply with the design requirements of ASCE7 (15.5.3). 1 When responding, provide an itemized letter stating in what way each numbered issue has been addressed in the revision. When submitting revised drawings or additional information, please attach a copy of the I enclosed City of Tigard, Letter of Transmittal. The letter of transmittal assists the City of Tigard in tracking and processing the documents. 1 � Respectfully, , , - `' i / Dan Nelson •• II n / 1! Senior Plans Examine ‘,1' 1 (503) 718 -2436 dannigtigard- or.gov 1 Phone: 503439,4171 • Fax: 503.684.7297 • www.tigard- or.gov • TTY Relay: 503.684.2772 1 TO /T0 39dd 1d3G 9NIGlIf18 a 911 T89E12Z9E05 EE:I 6002 /ET /TT 1 1.2.1 410-, � :��,� Precision ' ��, •� ••�` - St ructural tio ` - - -` Engineering, Inc. 1 ADDITIONAL STRUCTURAL CALCULATIONS 1 for 1 Project: Aeropostale # CO5 Washington 1 Square Mall 1 Pro Location: 9677 SW Washington Square Project g q are 1 Road ,Portland, OR -97223 1 PSE Project Number: KF209 -1240 1 r Date: 12 -04 -2009 1 9 E 0.411 By: Nabil Taha Ph. D. S.E. ° RE3o Y �tq °h 1 11 4810 B Shasta Way Tel. (541) 850 -6300 Fax (541)850 -6233 I Klamath Falls, OR 97603 Email: pseicharter.net 836 Mason Way Tel. (541) 858 -8500 Fax(541)776 -4663 Medford, OR 97501 www.structurel.com Email: psei1 angwest.net 1 1.2.1 .�_ Precision � IV IM � mo t_ Structural Am um k' 4% • � � ��� `+ � Engineering, Inc. 1 ____ 1 i Table of Contents Subject: Page 1 1 1- Platform Design 1000 -1999 2- Storage Rack Shelves Design 2000 -2999 1 3000 -3999 3- Storefornt design 1 4 -Sign design 4000 -4999 1 5- Suspended Ceiling Design 5000- 5999 1 6 -Soffif and Light Cove design, etc 6,000 — 6,999 7- Non -full height partitions 7,000 -7,999 1 1 1 1 1 1 4810 B Shasta Way Tel. (541) 850 -6300 Fax (541)850 -6233 I Klamath Falls, OR 97603 Email: psei ancharter.net 836 Mason Way Tel. (541) 858-8500 Fax(541)776 -4663 Medford, OR 97501 www.structurel.com Email: psei16 gwest.net , 4 a �� s ,..,,,,-,=,„.„ .„,„. ,,,-,:,-. 0.0,, -, . .... ,,., .... ,, ,,...,. -,,..-,-.4-,,,,,..,..*,., ' ' 1 .....,,-7,.---.,',..,.. ,...„,,,'- -. - 4r a ,4 f.!, ,.:. ,---- . ,.. , ---V. '';',4 .. ' x h,w;��� yyyy� v, . i s t S S ; x 4 i o s ' . . , ° S t:� ' k.� i'''..4 sfi £ r y a x +r '�' . a .x ' ; , ,,..., . 4 9 e } ..:),,,r.,:,,,,i,,,,:i. , (1... ,, ...-.ee.? ' .'. , ; ,,r ., ".-. .. '.,,......:71', - •.,,,,- ; "i < < i - t & ,/,‘,1. � rf 4 • Vi e` x '� , r� » d z '' � d • ,01 { ' s, `� .t m» �' , fi - :' tom` u , i i p'� y t `4' • , ^i ' 44T 4` r96�7 T'S't " �.l��n Squa Rd � .4 Tig ard °. ` i ash $ a &< ; �, c � " : t , t, -2 i .m�q 9� .ems y, 1 4 n #' . r r ? ?y+ ' p !' IA : .40 ; � ' at e _ _ � :,£ e f F Y ,}. —' . • 1 3 � ' ' . liti '..-..,. •^5'# f T mod' tr a - j S A u", .� ; Fps„ �.' a +� r ' 41,7.z. ( A 14 1 t i., • . '' ''; • 9 I ' , « z E.nr. �- _.I � 1 � 11, , gk _. ..� •i Ede .T V It :' • 4'5'26'57 • 5." N 122 '46 "59 1 1 1 1 1 1 I .� � ,111$ Precision 1.2.1 ��. AI IL�.1 •- Structural A NEM AIIMI ►�.` � == == Engineering, Inc. . � - -m. - 1 i References: , 1- State of Oregon Structural Specialty Code, 2007 edition 1 Based on the 2006 International Building Code 2- Minimum Design Load for Buildings & other Structures, ASCE 7 -05 American Society of Civil Engineers I 3. Cold Formed Steel Design Manual, AISI. 2002 edition 4. Cold Formed Steel Design Guide, AISI. 2002 edition 1 5. ASTM C635 & C636 1 Software : I RIS 1 - RISA 3D Version 7.0 RISA Technologies I 26212 Dimension Drive, Suite 200 Lake Forest, Ca 92630 -7801 I 3- CFS version 5.0.2 RGS Software Inc. 1 1 1 1 1 I 850 -6300 Fax(541)850 -6233 4810 B Shasta Way (541) Email: psei a(�charter.net Klamath Falls, 97603 Tel. 541 Tel. (541) 858 -8500 Fax(541)282 -7689 836 Mason Way 1 Medford, OR 97501 www.structurel.com 1 .; .E1b °BF e> 4i: �_ - > / "r : 'P ROJECTx�V ' `' y F d iit iii Viiii t >} ' d ,a � . PAGE ,} ry �> �r >� : ; , ? ' t ! . . DESIGN BY tb ' a ftt. - CLIENT : K �� DATE -zxi>. � ,. . `. JOB NO : i � ��' � � , t A : 11/312009 REVIEW BY Seismic Artelyals Mewl en MC OBICBC 07 (EquW$l'e 'I:iibiiid *Ot'ae r ire, ASCE 7-0512.8) DESIGN SUMMARY INPUT DATA Total base shear Typical floor height h = 10 'r I V _ 0.16 W, (SD) = = 0 k, (SD) Typical floor weight h = 10 ' k 0.11 W, (ASD) = 0 k, (ASD) Number of floors n = 1 D I = 1 (IBC Tab.1604.5) Seismic desig category Importance factor (ASCE 11.5.1) Latitude: `�' I Building location Zip Code 97223 Site class (A, B, C, D, E, F) D pi no soil report, use D) Longitude: 41 = 04417 €: lig , Sm. = 1.060 g . F• = 1 122 The coefficient (ASCE Tab 12.8 -2) C, = 0.02 Ss . . The coefflcient(ASCE Tab. 12.2.1) R = 4.5 S = • • 13. • lip , salt = 0.584 g , F = 1.721 1 sps = 0106 g, s = .114.08 10.0 ft k = 1.00 , (ASCE 12.6.3, pg 130) x = 0.75 , (ASCE Tab 12.8 -2) h " 1 W = 0 k Ewxhk = 4 T a = C, (h„ ) = 0.11 Sec, (ASCE 12.8.2.1) VERTICAL DISTRIBUTION OF LATERAL FORCES Level Level Floor to floor Height Weight Diaphragm force Lateral force CD each level O M EF, EW; F,„, No. Name Height ft h w w , h x k C F% Vx k k k k k k k -ft 1 Roof 10.0 : ,0 4 1.000 0.1 01 0.1 0 0 �n II Ground 1 0.0 ; r. • II .ii iiiK:•:k . . • `iF:• :: .... Vin.; . d:;!` 444:4 4444. .. I ....... • : J; :i : :. :$113 ; t:f 4444 1 9•:.•• • •• ?N::t:iSi•:•H':d•.•k.. .;•; }. }06:4: }: • i;;Ft.;;t;;.F,;. • 4;: , • g 1�, y 3 F:Y::1 : �. . ".1 4 ORM wiltail • 1 1 • 1.2.1 1 I ..� Precision ��.� •� -, • _ Structural /� \~ /��►' �= `� i Engineering, Inc. 1 Design Criteria: 1- Location: 9677 SW Wahington Square Road. Portland, OR. 97223 I (Lat 45 Lon 122 46' 34 ") (Keno, OR) 1 2- Seismic using IBC: SUG 1 SDC D Site Class D 1 Sms Smi 1.060 0.584 SDS 0.706 1 SD1 0.390 lE 1.0 R 4.5 1 T 0.110 V =0.11 x W 1 3- Basic wind speed N/A 1 4- Snow: N/A it 5- Soil Bearing Capacity: 1500 psf(assumed) y 1 VERTICAL LOADS: - DL Floor: 15 psf I - LL Floor: N/A - DL Roof: N/A 1 - Partition Walls: 10 psf - Exterior Walls: 10 psf 1 DEFLECTION CRITERIA: - Floor LL Deflection: L/480 1 - Roof TL Deflection: N/A ( 4810 B Shasta Way Tel. (541) 850 -6300 Fax (541)850 -6233 Email: pseina.charter.net 1 Klamath Mason Falls, ( ) 97603 836 Maso Tel. 541 858 -8500 Fax(541)776 -4663 Email: psei1(a)gwest Medford, OR 97501 www.structurel.com 1 1.2.1 1 i Prec ision i'b I 110'4' Al IV' 11j, 1■• ,`. � ' � __ ' St ructural � MI.► 4116 • - - - '► Engineering, Inc. 1 1 SUSPENDED CEILING SEISMIC BRACING ANALYSIS 1 & DESIGN 1 Pages 5 — 5 1 1 1 1 1 1 850 -6233 541 4810 B Shasta Way Tel. (541) 850 -6300 Fax (541)850-6233 Klamath Falls, OR 97603 Email: psei @charter.net 1 836 Mason Way Tel. (541) 858-8500 Fax(541)776-4663 Medford, OR 97501 www.structurel.com Email: pseil @gwest.net 1 260 Add the following notes into your calculations: 1 s: Suspended Ceiling specifications. Also shown on the drawings: ' 1. Components: system shall support no other components except grilles or light fixtures. Total system wgt not to exceed 4 psf. 2. Hanger wires: min. 12 ga, max. 16 sf. No splices permitted. 3. Perimeters: hanger wire w /in 8" or support or w /in one quarter of length of end tee, whichever is less. 4. Provide supplementary support @ obstructions. Hanger wires more than 1 1:6 out of plumb shall have counterslope wires. 5. Splayed bracing assemblies: sets of 4 wires oriented 90 degrees from ea 1 other, 12 ga min, spacing per plan. Provide vertical compression strut @ ea set of bracing wires. ' 6. Slope of bracing wires: 45 degrees from plane of clg. Maintain wires tight, no splices. 7. (3) tight turns req'd @ hanger wire, (4) tight turns @ bracing wire, all w /in a distance of 11/2 ". Align wires in direction of pull. 8. Separate wires 6" from unbraced ducts, pipes or conduit. Conduit 3/4" 1 dia. Or less may be attached to wires w/ approved connectors. 9. Light fixtures: attach to clg system to resist horiz. Force eq. To the ' weight of the fixture. 1 10. Light fixtures & air terminals weighing under 561bs may be supported by heavy duty grid runners, but shall also have (2) 12 ga slack safety wires at diag. Corners to structure above. Support light fixtures & air terminals ' weighing over 56Ibs independently w/ (4) taut 12 ga. Wires. Wires & attachments shall be capable of supporting 4x weight of unit. support w/ min. positive devices which 1 11. Surface mounted fixtures: supp 2 () p surround runner, support runner w/ 12 ga hanger wire. Spring clips or 5 1 t supported by hanger clamps no pp Y er wire not permitted. 9 1 12. Pendant mounted fixtures: support direct from structure w/ hanger wire or cable passing thru each pendant hanger, capable of supporting 1 4x weight of fixture. 13. Do not eccentrically Toad system. 14. Suspension grid system: heavy duty er -1994. See specs for approved 1 products. 15. All sprinkler heads shall have 2" oversized ring around head to allow 1" of independent movement in any direction. 16. Cable tray and conduit shall be supported independently of ceiling. 17. Suspended ceiling shall be subject to special inspection section ' 11a.1.3.9 18. Change in Ceiling elevation shall be provided with positive bracing. 19. Seismic separation joint, that allow a minimum of 3 /4 inch movement, or full height partition shall be provided for area exceeding 2,500 square feet. perimeter closing 20. Provide p 9 angle L2x2 Minimum. 1 21.Suspended ceiling shall be designed and installed in accordance with ASMT C635, ASMTC636, CISAA for seismic zones 3-4 and CISCA Ceiling System Handbook, the most stringed requirements will apply. 1 1 1 1 6 Precision Structural Engineering, Inc. Medford Office 250-A Main Street, K ~.~~..�� OR 97601 836 Mason Way v��ffouormvam^mnommon I n,/.m41)000�mm^pm�Vwn000�oou n�p*1) o5�5�� ~' ' ' ' / �- �� --_ • Email: _ .__~.~~ � ` SUBJECT( ■ 9 L Pi j f)tlf.) 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(541) 850- 6300•FAX (541) 850 -6233 Tel, (541) 858 -8500 r sa t, T r .�u www.structurel.com • Email: PSEI©charter,net - a OF „ PROJECT NO. SHEET PROJECT NAME A e vo 1 C o - V 1 A r D ESIGNED BY U 1 DATE 4 21 D SUBJECT c? v t,' r-,,..: Po' c .'I -+1 CHECKED BY DATE .... .. ... .. ...... . . ..�„,.,.,,,„y • . . 0 i ;-,.. e,... . ti n . Let' ' ' s r . ; r : S 1 g I I : C 1 . .__ • • Fp .. . ' ... r r _... r 'Q' . , ........ 1 • .. _. • • i. • • . i .. j([ ' 1 1 b '. 2. ) ,. 1 : : , r .. :. .... ....... . ... a .... ... .. . . . ... : : . . " / : : . , : : • • li, .. a .; e . . , : . , • : .• . : • . . . . • . : • . : , . : .• : : : . , : : „.....„............„ . . . . • : , : , :::"..".±:"+".11: i.:;:: . ; f' Y e , , 1 1 :. ,:. i • i p : .1;„1,1: . . . . . . 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' • 1: . ----.. r ' 1 1 : 1 1 1 • • • i 1 1 1 i 1 1 ., I 1 1 1 : l '' 1 .1' 1 :i ' 1 • ' ' ' 1 . „ 1 ; • i : 1 ' 1 + 1 1 1 - • 1 1 1 1 i 1 4 1 i. i.......4 ; . 4-._ : 1 . t ... . • , ',, ; i .,..... : ;• . : ' 1 1 1 : 1 ' 1 1 ' 1 I 1 1 • 1 1 i 1 1 1 •,, . 1 I . . , _ ,..1.... -.....—.......,-A. -----...---....-...,..... Code Check Y No CaIc > 1.0 • 90-1 .0 •, . 50- 75 50-.75 1 Z X 0. -.50 1 1 -.207k 1 � 2 1 1 1 1 1 rn ' o 1 1 1 1 1 Member Code Checks Displayed 1 Loads: BLC 1, Seismic load Results for LC 1, Seismic load PSEI Suspended ceiling bracing IVE Dec 4, 2009 at 3:20 PM KF209 -1240 Ceiling Bracing.r3d 1 1 Company PSEI Dec 4, 2009 7 Designer VIK 3:21 PM J Job Number KF209 -1240 Suspended ceiling bracing Checked By: 1 Basic Load Cases 1 BLC Description Category X Gravi..Y Gravi..Z Gravity oint Point Distrib... Area (... Surfac... 1 Seismic load None I I 1 1 I 1 Joint Boundary Conditions Joint Label X [Win] Y [kiln] Z [Win] X Rot.[k- ft/rad] Y Rot.[k- ft/radl Z Rot.[k- ft/rad] _ Footing 1 N1 Reaction Reaction Reaction Reaction Reaction I 2 N2 Reaction Reaction n,:; I Hot Rolled Steel Design Parameters Label Shape Length... Lbvyfftj Lbzzzft] Lcomp to... Loom) bo... Kyv Kzz Cm -vy Cm -zz Cb x swa z swa Function 1 1 M1 Ceiling Br... 18 I I I 1 1 � Lateral 1 Global Display Sections for Member Calcs 5 Max titernal Sections for Member Calcs 97 I Include Shear Deformation Yes Include. Warping Yes Area Load Mesh (in ^2) 144 Merge Tolerance (in) .12 I P - Delta Analysis Tolerance 0.50% Vertical Axis Y =_= I Hot Rolled Steel Code AISC: ASD 9th Cold Formed Steel Code AISI 99: ASD Wood Code NDS 91/97: ASD Wood Temperature < 100F 1 Concrete Code ACI 2002 Masonry Code MSJC 05 /IBC 06 ASD Number of Shear Regions 4 I Region Spacing Increment (in) 4 Biaxial Column Method PCA Load Contour Parme Beta Factor (PCA) .65 . , .;.:r Concrete Stress Block Rectangular I Use Cracked Sections Yes Bad Framin. Warnin•s No 1 riused Force Warnings Yee., 1 1 1 1 1 RISA - Version 8.0.0 [N: \... \... \... \Engineering \Suspended ceiling bracing design \Ceiling Bracing.r3d] Page 1 Company PSEI Dec 4, 2009 600E 1 Designer VIK 3:21 PM Job Number KF209 -1240 Suspended ceiling bracing Checked By: I Global. Continued I Footing Overturning Safety Factor 1.5 Check Concrete Bearing Yes Self Wt, Overburden in DL for Design Yes Footing Concrete Weight- .145 kift^3 I Footing Concrete fc 3 ksi Footin• Concrete Ec t "'' ' "`'i 4000ksr' " '. ,_,V, .- Footing Steel fy 60 ksi inimum St 1 f i i ' _ . r . ' si ;. :. ,• . ",'' I Maximum Steel _ 0.0075 Footiirw • To • Bar '1 .,. , ., i, Footin • To • Bar Cover 3.5 in Footin. Bottom Bar ",. A .. =1 I Footin• Bottom Bar Cover 3.5 in Pedestal Bar r i . k : , ' 4. � ,, , : Pedestal Bar Cover 1.5 in 1 Member AISC ASD Steel Code Checks 1 Member Shape UC Max .She...Loc..DirFajk..Ftfksi yjksi� bz[...Cb C... C. . . E 1 111 M1 3OD, EMT Loc . .093 0 1 0 I 3.437121.61 Fb 23.76 3.7611•••• , 6 . 6 H1-t 1 Joint Coordinates and Temperatures Label X [ft] Y [ft) ZLft] Temp IF] Detach From Dim..., 1 N1 1 I Joint Reactions LC Joint Label X [k] Y [k] Z [kl MX [k -ft] MY [k -ft] M2 [k -ft] 1 1 N1 0 .217 0 0 0 0 '' I :N, ..: ice . � 4 ; 1 N, T" WA 1 T•tals: � .207 � 0 1 Load Combinations Description Sol... PD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 1 Seismic load Yes 1 11 1 1 I 1 1 1 1 1 I 1 Joint Loads and Enforced Displacements (BLC 1 : Seismic load) Joint Label L,D.M Direction Magnitude[(k.k -f , (in.rad). (k`s "2/ft... 1 N2 1 L Y -.207 1 Material Takeoff Material Size Pieces Length[ft] Weight[K] 1 Hot Rolled Steel I 2 " ^; 61`:36 *,--'''7,4--,p, _: OD. EMT a 1 18 - 0 . 3 Total HR Steel 1 18 0 1 RISA -3D Version 8.0.0 [N: \... \... \... \Engineering \Suspended ceiling bracing design \Ceiling Bracing.r3d] Page 2 1 1 Company PSEI Dec 5® 4, 2009 Desig VIK 3:21 PM Job Number ner KF209 -1240 Suspended ceiling bracing Checked By: Member Section Forces LC Member Label Sec Axial[k] y Shear[l z Shear[k] _ Torque[k -ft] y -y Moment[k -ftl z -z Moment[k -ftl 1 1 M1 1 .207 0 0 0 2 2 .207 0 0 0 0 0 I 3 3 .207 0 0 0 • 0 4 a � a> ° ". 4 207 _. 0 g� Ze. 4 e 5 5 .207 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1 1 1 1 RISA -3D Version 8.0.0 [N: \... \... \... \Engineering \Suspended ceiling bracing design \Ceiling Bracing.r3d] Page 3 1 SD /0 1 UNISTRUT • P2785 Wt/100 pa: 83 Lbs (37.6 kg) 1 se)S1rN96- L ,°nr+ -0 & )Cj- _ b,C, W' " Hex Nuts and I r l J — • '" "U" Bolt Included " ' l ~ rJ�c ,t:) P= ai PCif $ N Ft X 109 4. 1 'A" 22 : )X0164 TAN i (6.4 v (22.2) I _ "� 3 IS" � tt�l (76.2) Design Load Each 1 l .% x. -2 _ -2 112,s > 1 G o VA (8s l� 1000 Lbs (453.6 kg) 1 Use In Pairs Only t .__ ---- 3- • For use with Beams up to 'A" (19.1) Flanges and with I Channels P1000, P1100, P2000, P3000, P3300, P3301, P4000, P4001, P4100, and P4101. 1 1 1 MATERIAL Fittings, unless noted, are made from hot-rolled, pickled and oiled steel plates, strip I or coil, and conform to ASTM specifications A575, A576, A635, or A36. The fitting steel also meets the physical requirements of ASTM A1011 SS GR 33. The pickling FINISHES of the steel s a are i o available In stainless aluuminum and fiberglass. Fittings forming to available ASTM 8833 Type III C1( Hot - dapped galvanized (HG), Many fittings rea ' Consult factory for ordering Information. conforming to ASTM Al23 or A153 and plaln (PL). When used for mechanical supports, load capacities of brackets and fittings should be In compliance with the Amsd an Standard Coda for Pressure Piping. I Approval Stamp: Project: 1 Architect I Engineer: Michael D. Moser, P.E. Date: 04 -08 -08 Phone: 541 850 -6300 Contractor: I Address: 1 Notes 1: Notes 2: 1 , 1 5 bt'i 1 UNIST RUT `'� 15," Channel 1 ® P2000 wt/100 Ft: 116 Lbs (173 kg/100 m) Allowable Moment 3,520 In -Lbs (570 N•m) 16 Gauge Nominal Thickness .060• (1.5mm) 1 74„ 41.3 -. 1 22.2 ti,, 9.5 f�. 9.5 r,11 T___ T i Channel nshes: .890" T 1 22.6 PL, nn l Fiish 1 1 + 1 41.3 + 1 Standard Lengths: .735" 18.7 10' & 20' 1 2 2 COLUMN LOADING - P2000 BEAM LOADING - P2000 x Y h1 v4. , Rz ,�} x+ I l I t I I 11�. 1 CI u 1,1,t, , i.1%1 r � k� 1',0i.i. c i;f 111 I,'9 I If 11 , i t u ' „ 4 t e' I� � � d � '° °. r� �"'_ ' '"R µ 'Yb -� P '� �' p L ` � ASe . � L " : , J & 1- � ,,,,, k} 1 1 ) , ' - l � .... .bs......... TP. .4a.. .. u w,. .. 24 2,320 6,600 6,000 5,130 4,230 24 1,170 0.06 1,170 1,170 1,170 36 1,950 5,240 4,230 2,970 2,060 36 780 0.13 780 780 600 I 48 1,490 3,790 2,610 1,670 1,160 48 590 0.23 590 510 340 60 1,120 2,530 1,670 1,070 740 60 470 0.36 430 330 220 30 72 860 1,750 1,160 740 510 72 340 0.71 0.52 .5 220 2 30 110 84 680 1,290 850 540 380 84 ' 96 540 990 650 420 290 96 290 0.92 170 130 80 _108 440_ _ 780 510 330 108 260 1.17 130 100 70 120 370 630 420 270 •. 120 230 1.44 110 80 50 144 200 2.08 80 60 40 168 170 2.83 60 40 30 192 150 3.70 40 30 20 _ _ _ MATERIAL 216 130 4.68 30 30 NR I Unistrut channels are accurately and carefully cold formed to size 240 120 5.78 30 NR NR from low- carbon strip steel. All spot - welded combination members, except P1001T, are welded 3" (76 mm) maximum on center. I STEEL: PLAIN 12 Ga. (2.7 mm), 14 Ga.(1.9 mm) and 16 Ga. (1.5 mm) FINISHES ASTM A1011 GR33 AD channels are available in: STEEL: PRE - GALVANIZED • Perma Green II (GR) 12 Ga. (2.7 mm), 14 Ga. (1.9 mm) and 16 Ga. (1.5mm) (PG), conforming to ASTM A853 G90 ASTM A653 GR 33 • Hot - dipped galvanized (HG), conforming to ASTM Al23 (PL) For other materials, see Special Metals or Fiberglass sections. • P lain ( 1 Approval Stamp: Project: Michael D Moser, P E I Architect / Engineer: 541 850 - 6300 Date: 04 - 08 - 08 Phone: Contractor: 1 Address: Notes 1: 1 Notes 2: • 1 !Tor).__ ,® General Fittings 1 UNISTRUT �, I P2785 Wt/100 pa: 83 Lbs (37.6 kg) ,,.,r::= 3 4" Hex Nuts and ' "U" Bolt Included i r i _,. (22.2) - al 3 „ 3 " (76 Design Load Each (85 7) 1000 Lbs (453.6 kg) Use in Pairs Only 1 • For use with Beams up to 'h" (19.1) Flanges and with Channels P1000, P1100, P2000, P3000, P3300, P3301, I P4000, P4001, P4100, and P4101. 1 1 I MATERIAL Fittings, unless noted, are made from hot - rolled, pickled and oiled steel plates, strip or coil, and conform to ASTM! specifications A575, A576, A635, or A36. The fitting I steel also meets the physical requirements of ASTM A1011 SS GR 33. The pickling FINISHES of the steel produces a smooth surface free from scale. Fittings are available In: Perna Green II (GR), electro- galvanized (EG), Many fittings are also available In stainless steel, aluminum and fiberglass. conforming to ASTM B633 3 e and plan Hot-dipped galvanized (HG), Consult factory for ordering information. When used for mechanical supports, load capacities of brackets and fittings should be in compliance with the American Standard Code for Pressure Piping. Approval Stamp: Project: Architect / Engineer' Date: 04 -08 -08 Michael D. Moser, P.E. Phone: 541850 -6300 Contractor: Address: Notes 1: 1 Notes 2: 1 C O LC ) 6' -0' MAX LNE OF E�LSIN 0®1. FIRST POINT OF LATERAL BRACING AFL 12 WOE VIE NICHE. TN CM. PACED 0-0' EC. W11L CONEESION SNIT AT LAM 0GC'JICL 1' 1 u1eG . ■MClNL ,: --•- �aua -r 110 111110 " -- , LAIB NOT NNE 12 FEET a COILS N T 8011 INNS OD 1FI FEET SMOKE SUPPORT AT A MAX A 1-1/2' SE EL T-IVE CROI5 MEER, WIC WARM IFlr RIONTHE 4- O'0.C:MAX ADdACBIT J. 1-1/2' IETM. FAT C11NIE1.11PICM. (-4 OL �ADMCEIIT P NI111N1 1111. FWL. -O NA L SPIN 6/r ow. ®. cam PAINT. 1. 1.1111311. IRNEIO 01 01111111% lINL E NO. /NIA ( L_) S 1011ED W 'SE NAN NINE11111 2 NOES C F 1 E C M NO S FU 4 f�LLAAIE 10 MOM- ROM WI OVER AT NI MEE NOT ONBMO t6 OED RION lE PLNE OF lE CEUIL 2. ROMS 11/41. NOTE lN'PO D FROM YAM IN OR MSS MEM FOIRtES IIMJ. E IEEPBOOILY 3. LA1BtN. MUM WIRERS INML E SPACE! A WWI CF S NOII FROI ALL 110 1113111. MO OR DUCT MIK TEAT Q NOT PIWIC O 111 ORM 11131111111 v1 IW11MITN. FORCES. IIRNNO tIOS EVIL E ATTACHED 10111 A NO 10 TIE SR#ICRM N SOH A IMUIR IIAT VEY C/N SUPPORT A 1111 LOAD CF NOT MR 1W1 2O0 P IJCS 0I 1E ACMIL 1111 LEAD, MOW IS OEM III A SAFETY FACIOt OF 2. M EM 1 Hot Zinc Coated . # 41111 % . 1 l 1. 1 j 9 Speolid sIeerepeirderY coeting sp after galvanizing 1 5-('D provides:ridded Corrosion prOtecn Electrical *Metallic Tubing , F__ im :‘....e.„, 1 WESTERN E.M.T.:.proyides UriNarmitte.f *eight, Wall thIckns, oe O.O. and 1.D.• anneentriaty, dectiMy and rnsidnunn strength lin g ' 1 V1 S I 1 VVOstern E.1.4.7. 10 010d from 01.r.IP 11004 htli111. Ir00U11/ No shlOairig..:cretldrig, .01611rig-Outeida. Surfaces...ire welded: A.centinuotratietisIvahIged process Is employed . Witivino cosengloc superlorearroslenrsaWmcw .. . I eUr . da$Iendiable. servioe..:S cis' protective 10.SlatitAistwIW fateS. Wanly sr 10 smoqt09.1 a a ya!sal eixtlon • eithig, . . PIP VansParePt 1 c0 Fwid echrl,r:leetecdon. . co:dingle thoh, Agenotaittron...010101010rodinoc00tdificrisith UM* • =bit lam AU Vint of bullring material:I: v.irilefotab..PF.110.risp,'01.497,:A1-10r41041111onsl:StandsrOs Pmetirrtidf We eloOtri40. 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": " •" 1 . ‘4' • •• •• • •• ‘i• • • 14 ' - •• ' • .. - '. ' • iviirtAsyciCK ktorrAiNEOISAU. TIMES FOR FROMFT,I0u..000ARwr. . 1 • . • , . • I . i 1 1 5/ PRODUCT TECHNICAL DATA & TABLES Information Conforms to 1996 AISI "Specification" C CLARK STEEL FRAMING SYSTEMS NEW INDUSTRY STANDARD MEMBERS, PHYSICAL PROPERTIES, TABLES, AND NOMENCLATURE MEMBER: STEEL STUD MANUFACTURERS ASSOCIATION i =I INN =I I= INE NE EN um =I INNI Imo um um. NE 11E1 .1. NM Milli IMO AB* *41Niiii0 , 3505162- (studs) 5p:f laterul locd PCS 35u . (studs) 5p,t iateroi looci Hi c c 33 43 54 54 68 68 H? ?n G!, 18 GA I6 GA , 6 GA 14G4 I4 GA 33 KSI 33 KSI 33 KSI 50 KSI ' kSl 'SI 1 IE 1 Y; 12 2.03 2.76 3.55 4.09 4:44 514 s , ; `' 4 . 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'-'•;•.•,•' r 1. -4. 4. ;%t.d •':; ∎•••• ?r'i ZT: 1 ?it:c,.; ; c {� :; ra ?t '• ;i'9, •=Nun•• i':.; ';^:0";',-•-•:•4:43:•• f�I raJ ::YSI" ,�1. .J •ifnn\r .: ,Ci�it:Narr `f,.J t4t '- Li +y 'L r( • e , ; it1; t j; • t a •iry t` L.:rrb • + ?1 .4: : n ,..q : .:Si,y v- ?,5:t:i' r r:tf^ a 11a.. `L .. ;r4to : :tip i ut.;: :'� :� ,.. 1 j t t•' ' t.. • , "rite t !'tL '� 1 r, "f; e•,-..- <<:. :L. _,, ,.. �,�: <-- ...•...� =R:j!• ,�'• C.':,�.a. ;.:i. r t. ^�> -r t •.. . ;:'Fr*'' �. 'a1.4:: i• , ,r. i.,:..5' �•.i••fi.lih. r:1 ¢. l j:, i „,+t' :re :! >>:.:�Sl... ^r ,C ' • , !4 rr r- .4. -.1 r:"'r,S':•'.$11,1P. r' 1 . J'-i:r i':1"! +'� Gh ".r.'. . : . ),. 7�• dt.' :r 'i . C ISCA ' the power of partnership ■ I Ceilings d Interior Systems Construction Association 1 Application 5 0/ ' The practice outlined for Zone 3 -4 is specified in the International Building Code (IBC), 2000 Edition for Seismic Design Categories D, E, and F. There are additional requirements stated in the code. You must refer to the IBC to know all of the requirements. The determination of the IBC Seismic Design 1 Category is not only a function of geographic location. It is a complex combination of location, foundation conditions, and building importance. The Seismic Design Category must be specified by a Professional Engineer or Registered Architect on the project drawings. 1 1 1 1 1 1 1 1 1 1 Notice All of the statements, opinions, specifications and recommendations contained in this publication are for general information 1 purposes only and are not intended to imply that these are the only materials, procedures, processes or methods that are available or suitable. By publishing this document, the participants, individually or collectively, make no express or implied warranty or other 1 representation as to the quality, characteristics, or suitability of the materials or techniques described herein and specifically disclaim any implied warranties of merchantability or fitness for a particular purpose that may arise by operation of law or otherwise. Authorized and published under the direction of the Ceilings & Interior Systems Construction Association, 1500 Lincoln Hwy, Suite 202. St. Charles. IL 60174 1 Copyright © 1991, 2002 and 2004 by Ceilings & Interior Systems Construction Association All Rights Reserved 1 ' These guidelines cover metal ceiling suspension systems structure shall be designed and constructed to "resist a lateral used primarily to support acoustical tile or acoustical lay -in force specified, for example, International Building Code I panels and are based on Uniform Building Code Standard (IBC). Where the ceiling system provides lateral support for (UBCS) 47 18 (1988 edition) and on Title 24, CAC, nonbearing partitions, it shall be designed for the prescribed requirements for schools. They are not intended to be a lateral force reaction from the partitions as specified in the I substitute for review by design professionals. Partitions section of these guidelines. Connection of lighting fixtures to the ceiling system shall be designed for a lateral z K' r force of 100 percent of the weight of the fixture. wr , ; ,�, 2 . Grid Members, Connectors and Expansion devices 1 t The main runners and cross runners of the ceiling system The structural performance required from a ceiling and their splices, intersection connectors, and expansion suspension system shall be defined in terms of a suspension devices shall be designed and constructed to carry a mean system structural classification. The load - carrying capacity ultimate test load of not less than 180 pounds or twice I shall be the maximum uniformly distributed load (pounds the actual load, whichever is greater, in tension with a 5- per linear foot) that a simply supported main runner section degree misalignment of the members in any direction and having a span length of 4 feet 0 inch is capable of supporting in compression. In lieu of a 5 -degree misalignment, the I without a mid -span deflection exceeding 0.133 inch, or load may be applied with a 1 -inch eccentricity on a sample 1/360 of the 4 -foot 0 -inch span length. The structural not more than 24 inches long on each side of the splice. classification listed in a Manufacturer's recommendations The connectors at splices and intersections S al composition be of I or shall be determined by the capability of main runners. These the mechanical interlocking type. Where P classifications shall be: configuration of ceiling system members or assemblies 1. Light -Duty Systems: Used where ceiling loads other and their connections are such that calculations of their than acoustical tile or lay -in panels are not anticipated, such allowable load - carrying capacity cannot be made in as residential or light commercial structures. accordance with established methods of analysis, their I 2. Intermediate -Duty Systems: Used primarily for ordinary performance shall be established by test. Evaluation of commercial structures in which some ceiling loads, due to test results shall be made on the basis of the mean values light fixtures and air diffusers, are anticipated. 3. Heavy -Duty Systems: Used primarily for commercial resulting from tests of not fewer than three identical specimens, provided the deviation of any individual test I result from the mean value does not exceed plus or minus structures in which the quantities and weights of ceiling 10 percent. fixtures (lights, air diffusers, etc.) are greater than those for 1 an ordinary commercial structure. 3. Substantiation Cross runners shall be capable of carrying the design load ? Each ceiling system manufacturer shall furnish lateral (as dictated by job conditions) without exceeding the loading systems, indicating the following: a. Maximum maximum allowable deflection equal to 1/360 of its span. I 1 5, 1 bracing pattern and minimum wire sizes. b. Tension and compression force capabilities of main runner splices, cross runner connections, and expansion devices. All tests shall be ` L �I I:It:11. 1)1 SIGN KI:(ll Illl";111: \ "1'ti conducted by an approved testing agency. Ni Suspended ceilings that are designed and constructed to z < � g i support ceiling panels or tiles, with or without lighting n v INS 1. 11.1 , 1 1 1( ) N. fixtures, ceiling mounted air terminals, or other ceiling F," ,' mounted services ; shall comply with the requirements of 1. Vertical Hangers „ this standard. Suspension wires shall not be smaller than Nolage Exceptions: spaced at 4 feet on center or No age spaced at 5 feet on 1. A ceiling area of 144 square feet or less surrounded by center along each main runner n1 calculations ustif I walls that connect drrec e structure above shall be the increased spacing are provided. Each v�wire exempt from the lateral load design requirements of these shall be attached to the ceiling suspension member and standards. to the support above with a minimum of three turns. Any ;' 2. Ceilings constructed of lath and plaster or gypsum board, connection device at the supporting construction u pounds. Sus shall screw or nail attached to suspended members that support capable of carrying not less than 100 P Suspension unless a ceiling on one level extending from wall to n� these wires shall not hang more than 1 in 6 oping wires are provided. Wires shall notattach to I exempt from the lateral load design eq sxempt from . or bend around interfering material or equipment. A trapeze or equivalent device shall be used where obstructions i preclude direct suspension. Trapeze suspensions shall be a j ,, i' ° ,, minimum of back-to-back 1 -1/4 inch cold - rolled channels 1 :. ! d 1 I N 111 l ! 11 DESIGN 1. (> I > ti for spans exceeding 48 inches. ill Lateral Forces 2. Perimeter Hangers 1. Such ceiling systems and their connections to the building The perimeter ends of each cross runner and main runner °1 1 i 1 1 J 1 shall be supported independently a maximum of 8 inches fixtures (see figure 7), these cross runners must p from each wall or ceiling discontinuity with No. 12 gage the same carrying capacity as the main runner. If the cross wire or approved wall support. These wires shall not hang runners are not the same carrying capacity as the main tees, more than 1 in 6 out -of -plumb and must be connected to an o grid tart No 12 ga n e 3 inches her of each shall be ofeach adja wall or to the structure above. fixture supported by a cross tee. ' 3. Lateral Force Bracing - - \ Light fixtures weighing less than 10 pounds shall have Where substantiating design calculations are one, No. 12 gage hanger wire connected from the fixture horizontal restraints shall be effected by four No. 12 gage housing to the structure above. This wire may be slack. wires secured to the main runner within 2 inches of the cross Supplementary hanger wires are not required. I 1 runner intersection and splayed 90 degrees from each other Li htin fixtures weighing more than 10 pounds but less than at an angle not exceeding 45 degrees from the plane of the 55 pounds shall have, in addition to the requirements outlined ceiling. A strut fastened to the main runner shall be extended above, two No. 12 gage hanger wires connected from the to and fastened to the structural members supporting the fixture housing to the structure above. These wires may be I roof or floor above. The strut shall be adequate to resist the slack. vertical component induced by the bracing wires. These horizontal restraint points shall be placed 12 feet on center Lighting fixtures weighing 56 pounds or more shall be I in both directions with the first point within eet1'rom supported directly from the structure above by approved each wall. Attachment of the restraint wires to the structure hangers. Supplementary hangers are not required. above shall be adequate for the load imposed. Lateral force Pendant-hung lighting fixtures shall be supported directly bracing members shall be spaced a minimum of 6 inches from the structure above using No.9 gage wire or an approved I from all horizontal piping or duct work that is not provided alternate support without using the ceiling suspension system with bracing restraints for horizontal forces. Bracing wires for direct support. shall be attached to the grid and to the structure in such a manner that they can support a design load of not less than ef�� I 4 200 pounds or the actual design load, with a safety factor of , 11', ( 11:1 N 1('.11. ti 1': Ili ICE 1. ti 2, whichever is greater. • 4. Perimeter Members Ceiling mounted air terminals or services weighing less I Unless perimeter members are a structural part of the than 20 pounds shall be positively attached to the ceiling approved system, wall angles or channels shall be suspension main runners or to cross runners with the same considered as aesthetic closures and shall have no structural I value assessed to themselves or their method of attachment carrying capacity as the main runners. Terminals or services weighing 20 pounds but not more than to the walls. Ends of main runners and cross members shall 56 pounds shall have, in addition to the above, two No. 12 be tied together to prevent their spreading. gage hanger wires connected from the terminal or service to I 5. Attachment of Members to the Perimeter woes l may be to k hangers or to the structure above. These To facilitate installation, main runners and cross runners may be attached to the perimeter member at two adjacent Terminals or services weighing more than 56 pounds shall walls with clearance between the wall and the runners be supported directly from the structure above by approved I maintained at the other two walls or as otherwise shown or hangers. described for the approved system. 4.' I.I(ill I'1 \(: 1 l\ 1 1 R1 ' , :?, p, " The drawings shall clearly identify all systems and shall O Intermediate an ie av D eiling systems as define or supporting detail�tg n bracing, etc. Such efi n ed in the Cl on section of these guidelines may attach , lateral all force bracing p .� - � used for the support of li h ' tares. definition may be by reference to this standard, or approved system, in whole or in part. Deviations or variations must 1 All lighting fixtures shall be positively attached to the shown or defined in detail. suspended ceiling system. The attachment device shall have a capacity of 100 percent of the lighting fixture weight , , acting in any direction. {�' . When intermediate -duty systems are used, supplementary, " 1 I l R \\\ I \ (, ! \ NI) S I' I "(III ( .■1 I l l \ S �' No. 12 gage hanger wires shall be attached to the grid members within 3 inches of each corner of each fixture. The drawings shall clearly identify all systems and shall Tandem fixtures may utilize common wires. define or show all supporting details, lighting fixture I Where hea -duty systems are used, supplemental hangers attachment, lateral force bracing, partition bracing, etc. Such wires are cl req uired if a 48 inch modular hanger wire definition may be by reference to this standard, or approved pattern is ollowed. When cross runners are used without system, in whole or in part. Deviations or variations must be supplemental hangers wires to support the ends of lighting shown or defined in deta 2 1 Ca. FIGURIE I CEILING GRID 1)1 1'.,th.ti I 8" Max —,---- Wall connection 8" Max. I or see note 1 12 ga. hanger wire or see note 1 Ilin I-- Min. 3turns N/ � -- I Main or cross runner Wall connection I III 1 III IIII I III III Acoustic panel II Wall angle Wall angle I Pop rivet (see note 2) Detail B Acceptable hanger wire connection to grid Main runner 1 I —12 ga• hanger wire n in. 3 turns Notes t Cross runner 1 1. Eight Inches or 1/4 the length of the end runner — Acoustic panel whichever Is less 1 2. Optional, If used, attach only to two adjacent walls 1 1 ; r 1:1(1 2 tit'(:GEti'1 11) 1)1:'1 % II,ti :W1 IRE ('ONNF,("flONS 1O W001) C'ONti 1 Rt'CTION Detail A Detail B I Wood Joist or rafter At wood Joist or rafter 3 -1 1/2" x 9 ga. staples or 1/4" dia. screw eye with full thread 3 - stronghold "J" nails IP embedment (1 1/4" min.) 3' Max. � � 1" Min at each wire loop — Joist or rafter I Bracing wire . Hanger wire Bracing wire I Joist or rafter r Detail C De bottom of Joist � , � I At wood Joist or block r 3 -1 1/2" x 9 ga. staples or / J For bracing wires — fully embed screw eye 2" Min. /��_ threads in direction of wire 3 stronghold "J" nails at each wire loop i! I h J — _ I = t /4 dia. drilled ho ��, 1 2 x bikg. w/2 -16d common nails ea. end ,��� Saddle tie — (See Detail G) Bracing wire Hanger wire Note: Solid blocking required for either type of bracing 3 I 1 5 , Detail E Detail F Bracing wire parallel to wood truss Micro -lam upper flange I Web member - - - -Y Saddle tie (see Detail G) Bottom chord Do not insert screw eyes into side I of micro lam flange - Hanger wire Bracing wire ' r 1 Bracing wire Detail G Detail H I Typical saddle tie Dimensions greater Micro -lam lower flange Note: Do not Insert screw eyes parallel to laminations than 1/2" I (see Detail 9 (detail may also be used at top chord) 1 � l I l i Ael I I 1/4" dia. screw eye with 1 1/4" min. penetration ti Hanger wires & bracing wires – 3 turns Hanger wire •'• 1 1' Min. 1 if . P4'1'" } FIGURE 3 \VIRE ATTACH NI N 1 1'0 (',\'•1'- IN- PI,AC'17, C'ON('RE"1E ('ONti"1'RU(' 110N D etail A Detail B Vertical hanger wire attachment Splayed seismic bracing wire attachment I Shot -in anchor "Hilti" DN27P87 or equal 5/16" drill-in expansion anchor 4 4 minimum . , . , 3/4 "— a 1 � 45° I Structural concrete Structural concrete Ceiling clip "Him" or equal 13 ga. x 3/4" wide max Steel strap 1" wide x 2" long x 12 ga. 1 1, minimum `:' 3 turns 3 rums i I Splayed seismic bracing wire Vertical hanger wire I Detail C Detail D 1 Wire "Pigtail" w/ 2" dia. loop & 4" tail Wire 'Pigtail" w/ 2" dia. loop & 4" tail MERPENEW Structural concrete v . , -;";•::::',";. ' , ' : 45° Max. # s� : 1 Structural concrete ,• ... �• Vertical wire hanger .I ' Bracing wire 1 4 1 .... . ,.. .,, 6D2-...3 . ..:k;_,. 1 No. 12 Ga. hanger wire _ I s each runner Wood joist l ir strut for seismic t 2 x wood joist (See .) ` _ I �� G No. 12 Ga. splay (See struct.) No. 12 Ga. hanger wire @ 6' -0" o.c. itl wire each - �� ._ runner � y Z. I rivet /VI . 0 11°11111111 �I angle suppor t 3" x 1/4" dia. 3" x 1/4" dia. closed eye closed eye screw screw with 1" 1 min. penetration with 1" min. penetration into wood into wood Note: No. 12 Ga. No. 12 Ga. �� Bend and pop rivet hanger or hanger or splay 1 _" �_ � tee or No. 6 tec screw. splay wire wire where occurs k_ where occurs N ote: Wires shall be attached to suspension members with a minimum of three turns. 1 1 .4,, 1 1:1(;t 7 I.O('; TJON OF til'I'PI,AII:N 111, II.1N(;F1(ti ()R RI.:Qt IRZI'i) (ROSS TIT S1 1: :NCJ11S I Intermediate Duty Main Tee () Supplemental HangerWlre Locations nirk �� within Three Inches of the Corner �►' ',it:, 2'x4' 2' x 4' Ught Fixture 16 lb./Ft. Ught Fixture Supplemental 4' Cr0SSTee 1 Hanger Wires 4 `x� lemental Main Tee (Black) 1: % as Shown �� or Supp .► Hanger Wires as Shown Cross Tee (Green) 1 Intermediate Duty Main Tee Heavy Duty Main Tee Intermediate Duty Maln Tee Heavy Duty Main Tee ®'x2' ® I Light 2'x2' ®'x4'® Light 161b./Ft. ---. Light Supplemental 2'x4' Ixture -► Fixture HangerWlres _ FiMure® 4' Cross �� I�C�Y1 Light or Supplemental '� �� as Shown Fixture HangerWlres 1 as Shown ® ® Intermediate Duty Main Tee Heavy Duty Main Tee 1 Intermediate Duty Main Tee Heavy Duty Main Tee 111.1 4 j= i '� 1 1 �� 4 Cross Tee 2' x 2' •4117 •4117 , 1117 Supplemental 2 x 2 2' x 4' 2' x 4' L ight or Supplemental Light I Ught Hanger Wires Ught or erWlres Fixture Shown Fixture �► " Fixture g � � ► Flxture �► �r .� � � - i i rglMlirdllIllMrgli 1 Intermediate Duty Main Tee Heavy Duty Main Tee 6 i • ,...d.H;.' 5 1... %* 1 ' ' ■tiA ® Bracing Location 1 i B -B A -A _ o L m .›K _ 1 0 E -E -----0— _ 6 %0 Max. 12' -0 12'-0 I >< >< _ > \ D -D I q _ zv 1 —>< --->< _ I I I CC I 1 I A -A B -B C -C or less or less or less Strut stabilizer l i i / or similar device 1 / Cross runner Main runner U r` Main runner 0 r / Pop rivet - optional Pop rivet optional C slot Nail Crossisotee / 2 adjacent sides only 2 adjacent sides only See next image D-D below 1 D-D E -E " 45° or less 45° or less or less Strut stabilizer fig or similar device / 12 Ga. splayed brace wires 45° or less ' or less i i Cross runner \\ Main beam Nail Cross tee `\ •--C I Lateral bracing 6' -0" or less 1, Same references as shown on C -C from wall -12 -0" on center [ . 7 . / irtillir: Q 4164411°Itt., iiii 7 = z. Mt .,,.: .;,,, 0 x < d. Go is r.. A a , r Z a ..d s, .., G f .,, '/: eft •er Cp C pp { N N M I I I I I I I I se -I •!,,, — ,' rte - MN OM MN 111111 OM NM 11.11 ME - ME OM MO UM 111111 EMI MI IMO - CISCA SEISMIC COMMITTEE I 5 2 '"* ) Mike Hankins, Chairman Acoustics & Specialties, Inc. I Dennis Alvarez USG, Inc. k _._ Jerry Davis Bonitz Contracting Company, Inc. Douglas Gehring BPB America I Paul Hough Armstrong World Industries Tony Ingratta Chicago Metallic Corporation Joe Kelly WAVE I Charles McDonald USG, Inc. Bob Stone CSI Interior Contractors 1 1 1 1 1 J 1 1 1 1 1 1 CISCA {{ ' the power o f partnership SYSTEMS CONSTRUCT ASSOCIATION I 1500 Lincoln Highway, Suite 202, n St Charle Illinois 60174 Phone 630 -584 -1919 • Fax 630 -584 -2003 • E Mail CISCA @cisca.org 1 www.CISCA.org . . . . " ' I ,,-. , - . -. ,, •.• . . . 4 „. . . . . •,.::, , L: , .1 - ...,—. ... . . re:,...'.i.: 'A;;':.V. f I' . . . . _ . , .... ..,, . . , - ..... : . ..•;..- ' : .:-‘- ',..-.7..:•••• , •:-::. 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Li iic ,... - -.,,,,,,,,,,,,:?:;,,,,,,,,,,i.i....,..,,i.:,, , .....4.... - ,.f..r. ::.:- , :.....,...ti.ci.:;.,;.•. s .Ai..,...., ,,....„,-,i,„,„.. , 17 ..?.:i...-k,-',, . .. - .,..,:. 1 .. , Li . ...• :::••:.,..-. , „...,. .. .... . ,....,„. ... ..,,' ,... n ....iii:::;..-.....,,....,.... ... ' • '1' ..., .. .::-. • I i , • . ,.....i.„. i 1 Li — __... 1 0 n Fi .. , . : f i , ,--, 1 i ii fi ll ., i f: • 1 1 , i ' 1 I i L 1 1 ' i 1 1. f : r - - 1 _ , , 1 , _f ' " J1 i r ) 1 ' 1 '-', t' 1 ASTM Sta nd a rd s i n 7_2 0 _ > B 695-D 244 Iriclucles1,550+ standards referenced by: • International Code Council I • National Building Code of Canada — National Research Council Canada — • Uniform Plumbing Code and Uniform Mechanical Code International Association of Plumbing and Mechanical Officials • WIASTERSPEC • SPECTEXT • BSD SpecLin1( • Unified Facilities Guide Specifications • NFPA5000 ..1 ,---. 1 N 1 ., 4'. r ___ "...,- .. I n -,-.'"•„- ,- .' • -, .z , , , t4.• v.',.. : A ■ ,'• .r.' '-'-`,.' P':. L} STRUCTURE-CODE 12 , , I T Designation: C 635 — 00 i , par/n r : Standard Specification for the Manufacture, Performance, and Testing of Metal II:- . Suspension Systems for Acoustical Tile and Lay -in Panel Ceilings I This standard is issued under the fixed designation C 635; the number immediately following the designation indicates e year of ~ • original adoption or, in the case of revision, the year of last revision. A number in parentheses indicates the year of last reapp superscript epsilon (e) indicates an editorial change since the last revision or reapproval. This standard has been approved for use by agencies of the Department of Defense. 1. Sipe 2. Referenced Documents 1 1.1 This specification covers metal ceiling suspension sys- 2.1 ASTM Standards: Apparatus' terns used primarily to support acoustical tile or acoustical B 117 Practice for Operating Salt Spray (Fog) App I lay -in panels. 3, Terminology Some suspension systems incorporate locking assembly details that enhance performance by providing some continuity 3.1 Definitions: or load transfer capability between adjacent sections of the 3.1.1 Where these terms appear fin as specs s cation they I ceiling grid. The test methods included in this specification do shall have the meaning not provide the means for making a complete evaluation of 3.1.1.1 backing board- a flat sheet of gypsum board to continuous beam systems, nor for assessing the continuity which acoustical tile is attached using adhesive, screws, ' contribution to overall system performance. However, the test staples, or other suitable means (Fig. lc). methods can be used for evaluating primary structural mem- • 3 . 1 .1.2 bow —the maximum component of deviation in the bers in conjunction with secondary members that interlock, as vertical plane of a main runner, cross runner, or wall molding well as with those of noninterlocking type. where the centroidal axis of these structural components has I 1.3 While this specification is applicable to the exterior been permanently deformed from end to end into the shape of installation of metal suspension systems, the atmospheric a simple regular curve during the manufacturing process (Fig. conditions and wind loading require additional design attention 2). ' to ensure safe implementation. For that reason, a specific Nam 1—The meanings for bow and camber given here may differ from review and approval should be solicited from the responsible those applied elsewhere. architect and engineer, or both, for any exterior application of 3.1.1.3 camber —the maximum component of deviation in metal suspension systems in the construction of a new building the horizontal plane of a main runner, cross runner, or wall I or building modification. molding where the centroidal axis of these structural compo- 1.4 The values stated in inch -pound units are to be regarded rents has been permanently deformed from end to end into the as the standard. The values given in parentheses are provided Si of a supple regular curve during the manufacturing I for information purposes only. process . (Fig. 2) 1.5 The following safety hazards caveat pertains only to the 3 1.1.4 carrying channel or hanging channel —the three - test methods described in this specification. This standard does sided or "r'- shaped metal sections that support the entire not purport to address all of the safety concerns, if any, structural grid network in some forms of mechanical ceiling associated with its use. It is the responsibility of the user of this suspension systems (Fig. lb). The carrying channels are standard to establish appropriate safety and health practices usually suspended by hanger wires from the existing structure and determine the applicability of regulatory limitations prior and the main runners are then attached to the channels. I to use. 3.1.1.5 ceiling suspension system —the entire network or grid of structural components, as defined by the ceiling ' This specification is under the jurisdiction of ASTM Committee E-33 on suspension system manufacturer, that provides support for ' Environmental Acoustics and is the direct responsibility of Subcommittee E33.04 on Application of Acoustical Materials and Systems. Current edition approved May 10, 2000. Published August 2000. Originally i Annual Book of ASTM Standards, Vol 03.02. published as C 635 – 69. Last previous edition C 635 – 97. 1 Copyright 0 ASTM International, 100 Barr Harbor Drive, PO Box C100, West Conshohocken, PA 19429.2959, United States. 1 1161 1 C 635 , 35 6030 Hanger Wire � � I` ., ,,,„, i '� 4 � � WatMelding 1 % ,�..o Latin Panels Al ��. . Mein Rwnars (Direct Cron Runner (Spanning \ / Suspended) Mein Runners) Suspended) a) Direct Hung Suspension System 1 • 1 Hanger Wire ♦ V °� i iiiipM I •''' ay �� / � Support Clip � � Wet Molding /'� : ♦ .• , -- O j' am ��/ - 1 for Mein Runners Carrying Channel ♦ , �� sticai Tile I Crow Runners 4, Mobs Runners • Spline (Spanning Crew • Runners) b) Indirect Hung Suspension System 1 Hanger Wire K am \ �€y fil%111111'' ' i Sup CAnor nq 1H p ]PY '01W 1 �/ ' , ®\A tarrying Channel bard tacking "1/1/ ' V i" '' / _ Acoustical Tile Wrnnnqq tan r _ 46 -:...! � ' NafliM tan -.. I cl Serino tar Suspension System FIG. 1 Throe Types of Ceiling Suspension Systems Showing MI Components I component of he g panels, lighting fix- 3.1.1.8 horizontal plane (of ta parallel to the plane of of ha acoustical ceiling file, acoustical ceilin p ceiling suspension system) —a plane and air diffuser cross beams of a ceiling which passes through the centroidal axis of the member . or c 1 3.1.1.6 cross runner — the secondary 1, a and b). The (Fig. 2). g stem where the cross run - mechanical ceiling suspension system (Fig. 3.1.1.9 interlocking —a ceiling system cross runners sus usually support only the , the cross trun runners some slots, holes, etc. r in the main systems, however, the cross runners also Hers are connected o the Brunner or other cross runners, or t forms of support y provide support for lighting fixtures, air diffusers, and other both, r �nrs or main beams of the cross runners. 3. main runner — the primary 3.1.1.7 hanger m wire— the wire employed structure suspend steel type of ceiling suspension system in which the structural I bar oi joists, ste ceiling from the existing structure ( members are mechanically locked together (Fig. bar joists, steel beams, concrete slabs, etc.) (Fig. 1). 1 1162 1 . y1 C 635 D 3.;/ 1 1 4110),---- 1 ,4' w "" t �/ , \ I■ 11 I I I -' .. .. J. ........ .....7-0" I SAM. j - 1Mito■rr KARL • II I I u .mss:'%'. 11 1 i % ,' „.,... - '- I1 / - t ‘„„ 1 vatt►L`K PM l — — - --- -- - - - o - 4 0 - - — — 040 0 — — — 1 FIG. 2 Diagrams Showing Camber, Bow, and Twist .nent of a The main runners provide direct support for cross runners, and 3.1.1.15 vertical plane (of lane a structural al co co mm p po o the plane re may support lighting fixtures and air diffusers. In addition, the ceiling suspension a thro ane the i cula axis of the I acoustical tile may also be directly supported by the main of the ceiling hich passes runners. In some forms of mechanical ceiling suspension member (Fig. 2). 3.1.1.16 wall molding — the edge angles or channels of a systems, the main runners are supported by hanger wires mechanical ceiling suspension . system that are attached to a I attached directly to the existing structure. In other forms, the main runners (also referred to as "11” runners, "Z" bars, etc.) wall (Fig. 1, a and b). The wall molding provides support for in channels and are sup- the acoustical tile, main runners and cross runners that are are installed perpe ndicular to c �Y g located at the periphery of the ceiling. 1 ported by specially designed sheet metal or wire clips attached to the carrying channels. 4. Classification 3.1.1.11 nailing bar or furring bar—the continuous sheet 4.1 The structural performance required from a ceiling I metal strips to which a backing board is attached using either suspension system shall be defined by the specifying authority nails or screws (Fig. lc). The nailing bars are installed perpendicular to and supported by the carrying channels. in terms of a suspension system structural classification. 4.1.1 The structural classification of ceiling suspension 3.1.1.12 non-interlocking-- ceiling system that does not systems shall be based on the load- carrying capacity of the r 1 comply with the specifications stated in the definition of main runners of the structural network. Load - carrying capacity , interlocking. as used herein is based on the more stringent requirement of r 3.1.1.13 spline —a strip of metal or fiber inserted in the kerfs esthetic acceptance rather than the less confining prevention of 1 of adjacent acoustical tile to form a concealed mechanical joint structural failure. The criterion is the arbitrary but widely seal (Fig. lb). established limit of deflection to 1/26o of the span between r 3.1.1.14 twist —the angle of rotation measured in a trans- supports. 1 verse plane between the two end cross sections of a main 4.1.2 The load - carrying capacity shall per aalllibear the maximum that a 1 runner, cross runner, or wall molding which has been perma- uniformly distributed load (pounds ne tly deformed during the process of manufacturing (Fig. 2). simply supported main runner section having a span length of 1163 .; 4 C 635 5O37 ' su without the shall be stated by the suspension system manufacturer in I 4 ft, 0 in. (1.219 m) is capabl e of supporting g , published literature. The thickness in thousandths of an inch of mid -span deflection exceeding 0.133 in. (3.38 mm) or /360 of p the 4 ft, 0 in. span length, as tested in accordance with the metal all be and ate allowable thickness variation for the component method described in Section 8. 5.1.1.2 For aluminum systems the thickness of metal used in 4.1.3 The structural classification or grade of ceiling sus - pension systems shall be determined by the capability of main m ed b eke suspension system manufacturer splines publihed ' runners or nailing bars to support a uniformly distributed load These classifications shall be: literature. The thickness in thousandths of an inch of metal and 4.1.3.1 Light -Duty Systems, used where ceiling loads other tot allowable thickness variation for the component shall be I than acoustical tile or lay -in panels are not anticipated, such as 5 1.2 Straightness: residential and light commercial structures. 5.1.2.1 The amount of bow, camber, or twist in main 4.1.3.2 Intermediate -Duty Systems, used where ceiling loads other than acoustical tile or lay -in panels (light fixtures, runners, cross runners, wall molding, splines, or nailing bars of I s urestr diffusers, etc.) are anticipated, such as ordinary commercial various 5.1.2.2 M n runners, cross runners, wall moldings, splines, I 4.1.3.3 . str 4.1t.3.3 Heavy -Duty Systems, used where the quantities and or nailing bars of ceiling suspension systems shall not contain (lights, air diffusers, etc.) are greater local kinks or bends. weights of ceiling fixtures (ligh 5.1.3 Length: than those for an ordinary commercial structure. 4.1.4 For the purpose of determining the structural classifi- 5.1.3.1 The variation in the specified lentgo o l cation of main runner members as covered in 4.1.2, their sections tem steal system exceed ±0 010 4 ft (0.21 mm/m). ss runner sections that are par I simple -span, minimum load - carrying capabilities, when tested grid y in accordance with the test method 4esbed in Section 10, 5.1.3.2 The variation in the specified spacing of slots or shall be listed as shown in Table 1. F .. other cutouts in the webs of main runners or cross runners that I the load are employed in assembling a ceiling suspension grid system 4.2 Cross runners shalt 6 capabl' of cant'to • g specified by the manufacturer without exceeding the maximum shall not exceed ±0.010 in. (0.25 mm). 5.1.4 Over -all Cross - section Dimensions: allowable deflection equal to 1 /360 of its span. 5.1.4.1 For steel systems, the overall height of the cross I 4.3 The design and definition of the suspension system shall , or nailing be the responsibility of the manufacturer. Included is selection section lll be Specified dimensions moldi nn (0. mm). of appropriate materials, metal thicknesses, dimensions of necessary component section configurations, design wh rankers shall be the specified dimensions 0.008 in. (0.20 mm). main runners or cross I hanger and assembly devices, and provision for 5.1.4.2 For aluminum systems, the overall height of the accessory items are needed to ensure satisfactory ceiling cross section and the allowable variation of main runners, cross performance within the scope of this specification. runners, or wall molding shall be stated by the suspension I provide supplementary published literature and P lists. The 4.3. System manufacturers may pro PP lementary data describing load deflection capabilities of main runners in system an�AloW�e variation of the cross section of exposed each classification for spans other than 4 ft (1.2 m). I 4.4 Where specialized loading conditions that are outside main 1 5 Section c ross rues rs shall be similarly stated. tubers the scope of this specification exist, the manufacturer should be 5.1.5.1 Intersecting webs and flanges of structural me consulted for his recommendations; and, he may furnish s form T", or "Z" sections) shall for angles between them of engineering data as required. Specification or design of super- ( „I „,., ° squareness at es b e w ee one such I structure anchors or fasteners are not the responsibility of the 90 2°. If deviations from with ceiling system manufacturer unless specified by the ceiling a o ong shall additive not be g rese�an their use in a ceiling, system manufacturer as part of the suspension system. th 5 total The ends of structural members that abut or intersect I 5. Dimensional Tolerance .5.2 members in exposed grid systems shall be cut perpen- dicular to the exposed face, 90° + 0, - 5.1 Suspension system structural members shall conform to 5 l Suspension the exposed system assembly devices shall satisfy the 0 the following tolerance requirements: following requirements and tolerances. I 5.1.1 Metal Thickness: 5.2.1 The design of and dimensional tolerances set by the 5.1.1.1 For steel systems the thickness of metal used in main manufacturer for accessory items such as formed wire hangers, runners, cross runners, wall moldings, splines or nailing bars spring spacer clips, tile retainers, and spacer bars shall be such ' TABLE 1 Minimum Load - Carrying Capabilities of Main Runner TABLE of Structural Members of •, Msm LE 2 Straightness Tolerance bsrs Suspension s of S s 1 _ . Sus S _ Straightness Tolerances • >... Main Runner IbAin ft (k dm Deformation Members Direct Hun Indirect Hu FuMn Bar Bow in. in any 2 ft (1.30 mm/m) 5.0 (7.4) 2.0 (3.0) 4.5 (8.7) Bow , In. In any 2 ft (1.30 mmlm) Light-duty , ter-ddly 12.0 (17.9) 3.5 (5.1) 6.5 (9.7) Cam 1° In any 2 y 2 ft (1.30 I Intermediate duty 16 Heavy -duty 1164 1111ta� _ II.' C 635 603,,, v as to ensure P e satisfactory performance of their intended function a special order item arranged for, and agreed upon in advance in the suspension system. Failure attributable to such accesso- between the purchaser and the seller. ries to control alignment, prevent undesirable rotation, or other 6.2.2 Adhesion and Resilience—Finishes ce a Fii ish chipping o exhibit flaking good ' u nsatisfactory performance that results in unfavorable acous- adhesion properties tical tile ceiling appearance, will be cause for their rejection. does not occur as a result the for a wri process. Environment 5.2.2 A joint connection shall be judged suitable both before 6.3 Coating 1 : and after ceiling loads are imposed if the joint provides Performance—In for acoustical ceilings provide for suitably protected com- lings that might be subjected to the sufficient alignment so that: i 5.2.2.1 The horizontal and the vertical displacement of the severe environm nt co d when of fu components humidity sand sa lt 'j exposed n surfaces of two abutting main runners does not exceed spray ) or and speccally ordered from ceiling suspension 0.015 i . (The shall ar dis lace- s specified (and manufacturers), coating can be ranked according to 5,2,2.2 There shall be no visually apparent angular P y protect the components of suspension systems I ment of the longitudinal axis of one runner with respect to the their ability to p other. from deterioration. 5.2.3 Assembly devices shall provide sufficient spacing 6.3.1 Salt Spray (Fog) Test — Practice B 117, conducted in I g. control so that horizontal gaps between exposed surfaces of accordance with the following test conditions such r Lknde ' e ither abutting or intersecting members shall not exceed 0.020 NaCI).t Salt water. by weight in. (0.51 5..2.4 4 Spring wire clips used for supporting main runners 6.3.1.2 Humidity in Chamber -90 % relative humidity. ' shall maintain tight contact between the main runners and the 6.3.1.3 Temperature in Chamber -90 ° F (32 °C). Period— 96 h continuous. carrying channels when the ceiling loads are imposed on the 6 3.1.5 Exposure runners. Upon request the manufacturer shall pro- ' 6. Coatings and Finishes for Suspension System vide photographs showing worst corrosion conditions on components and shall provide comments regarding corrosion Components I that occurs on cut metal edges, on galvanized surfaces without 6.1 Protective Coatings — Component materials that oxidize paint, on galvanized and painted surfaces, at edges rolled after or corrode when exposed to normal use environments shall be being painted, and on any change of paint color or gloss that is provided with protective coatings as selected by the manufac- apparent at the conclusion of the test. Color and gloss inspec- turer except for cut or punched edges fabricated after the tion of the component shall be made after washing in a mild I coating is applied. soap solution. 6.1.1 Sheet Steel— Components fabricated from sheet steel 6.3.2 High - Humidity Test —The test and inspection shall be shall be given an electrogalvanized, hot dipped galvanized, identical to that of the salt spray test, 6.3.1, except that distilled cadmium, or equal protective coating. water instead of salt solution (see 6.3.1.1) shall be used. I 6.1.2 Aluminum Alloy— Components fabricated from alu- 6.3.3 The installation of metal suspension systems in any minum allays shall be anodized or protected by other suitable exterior application shall be considered as use in a severe technique as selected by the manufacturer. environment. I 6.1.3 Other Component Materials — Components formed from other candidate materials shall be provided with a suitable 7. Inspection protective coating. 7.1 When items not meeting specification requirements are 6.2 Finishes —If the protective coatings identified in 6.1 1 provide a finish that is satisfactory for the intended use of discovered, their existence shall be called to the attention of the manufacturer prior existence installation. Possible use attention of such items nonexposed individual components in a ceiling suspension may be adjudicated among the responsible parties involved, system, no further coating of such items shall be required. Exposed suspension system components shall be provided with based on the nature of the deficiency and the effect on the performance of the ceiling. I a decorative finish the manufacturer. 7.2 When rejection occurs, the manufacturer or his agent Texture: 6.2.1 Color and Texture: 6.2.1.1 The color and texture of components shall be deter- shall have the right to examine the rejected material. After removal of the portion not conforming to the specification, I mined by the manufacturer and shall be appropriate to the use resubmission of the lot shall be permitted. of the component in the suspension system. 6.2.1.2 The limits of variability in color, texture, and gloss g, Experimental Loading Facility of finishes for exposed components shall be available, upon 8 1 Perform the experimental loading of structural members I request, from the manufacturer in the form of standard color- in a manner that closely simulates their use in suspension texture chips or painted samples. except that all loading will be with incremental 6.2.1.3 Prior to ordering, the purchaser shall determine if P I finishes of standard suspension system components are satis- weights been secondary upportte material, etc. all be distances, s, of factory for a specific installation, either matching, harmoniz- sp acin g d designs in which the structural member is used. ing, or contrasting with selected acoustical panels or tile. 8 l g � art Frame — Provide a rectangular support frame 6.2.1.4 If nonstandard color or texture, or both, finishes are pP I required on suspension system components, this will constitute having the essential features of the unit described below: 1165 u is i�. I 111 C 635 5 ( ' 8.1.1.1 The frame (Fig. 3) shall have the capability for 8.1.3 Deflection Measurements — Observe each load ion ncref l adjustment to permit testing of structural members on structural members after application clear spans for a maximum of 8 ft (2.4 m) to a minimum all dth ment 8.1.3.1 Measure ee the deflection of structural members being ft (0.90 m). It shall have the capability for adjustment from a maximum of 4 ft (1.2 m) to a minimum of tested with m dial indicators capable of direct reading to 0.001 in. 2 ft (0.58 m). a frame 8.1.1.2 The support frame shall have sufficient stiffness so 8.1.3.2 Mount dial orndicaf $ frO a separ separate gage frame that no significant deflection occurs within the frame during (Fig. 3) having three points p position it to locate load tests of suspension system structural members. from the test loading frame and properly P 8.1.1.3 The support frame may be either ceiling mounted or the al stems vertically over the structural member being floor supported. 8.1.2 Test Loading — Do not use the main runner one hal weight f the capability to permit the deflection performance of the structural evaluating load- deflection performance. Inc P weight of the cross runners as part of the test load. members to be observed during the entire test without requiring # 8.1.2.1 Provide the individual test weights appropriate for resetting. evaluating the structural member. Provide loads weighing up to �� 1 lb (0.45 kg) so that their actual weight is within 0.01 lb (4.5 9. Structural Members ....= . g) of the it marked weight. Weights over 1 lb shall be within 9.1 The manufacturer shall determine the load - deflection �_:�• •� r ' :. 196 of their marked weight. Conveniently provide loading performance. weights of the sizes required by weighing load shot into cloth 9.1.1 The structural members tested shall be identical to the ••• ° : bags and tying them closed. sections used in the final system design. All cutouts, slots, etc., �;• 8.122 Provide a sufficient number of weights of suitable exist in the system component shall be included in the as i - mass to permit evaluation of the structural member through its sections evaluated. elastic range by loading in approximately ten equal load 9.1.2 Allowable mill variations of sheet stock thickness can :Rs.. increments. When elastic performance of the member under have a significant effect on section stiffness and load carrying test is exceeded, usin a suitabl reduced load continue loading g Y ability. Consequently, load- deflection studies of structural increment until significant section yielding has been produced. members shall utilize sections fabricated in accordance with 8.12.3 Apply a complete load increment, simulating a the system manufacturers' published metal thicknesses and ';::: i uniformly distributed load imposed over the entire section dimensions. ' II length, before measuring the deflection of the structural mem- bet. 10. Procedure fi 5 structural member in a symmetrical manner. Avoid eccentric 10.1 . . • 8.1.2.4 Make provision for imposing test loads on the procedures used for evaluating performance of The loading that initiates lateral buckling of structural members. suspension system structural members shall utilize the general DIAL INDICATORS FOR VERTICAL i DEFLECTION (yP )• STRUCTURAL END DIALS OPTIONAL ANGLE t ct i , : STRUCTURAL MEMBER TO BE TESTED r`` SECONDARY '' ' ROLLER SUPPORT I1 MEMBER ' ' ~ WEIGHT FOR DEAD LOAD FIG. 3 Schematic Diagram of Experimental Loading Facility !"I 1166 * .! .. F. C635 r- eJ ` ` i nstallation practice wher- which exists in the actual ceiling grid. Any bu tendency principle of following actual field p ever possible (see 8.1). As an example of the general procedure well be defeated oth a es d aar m e m b er, supported axially of the side I I to be followed, the setup and testing structural primary structural member. member is described below. 10.1.1 Experimental Setup —In preparation for testing, ad- 10.1.1.2 Where interlocking secondary structural members just the length and width of the support frame to the typical are used, assemble them into the central primary a n cu ctur l I grid dimensions that are established as appropriate to the member being tested in customary o the other end of the evaluation of the structural member. Install the primary struc- tional center distance spacing. Support e r rt frame. tural member along the longitudinal centerline of the frame and secondary simply the perimeter and the eri rame. eter support it at points simulating its field application. Note that No interlocking of the secondary of setup P r a testing for classification of a suspension system (Section 4) support frame shall be permitted. This type requires testing with the primary structural member simply means for giving at least a partial recognition noelf the an ' supported over a 4-ft (1.2 -m) span (Fig. 4). Prevent lateral ment of load-carrying capability that buckling of the section during testing by installing secondary members contribute to grid systems. members between the test system and the vertical sides of the 10.1.2 Section Loading — With the struc pal ti member a er Bb test frame. evaluated installed in the support frame, p I =' 10.1.1.1 In actual ceiling installations, buckling of structural frame to mount the vertical displacement deflection gages �.. ° intersecting eras ersec generally ting structu r a l mem be rs and acoustical la cou s tical tile oprovided lay-in over the deflection gages may be mounted at each end of the by itcral memrs c panels. When secondary structural members of a noninterlock- test section at the rest supports. The optional end gages may be ing type are used in a grid system, they provide needed lateral used when a test section exhibits a tendency to compact at the support but make no direct contribution to the load - deflection rest supports. Position the gages to read zero with reference of the performance of the primary structural member being tested. a horizontal plane that runs through supports Where such secondary members are used, install them normal structural member in the test support frame. Incorporate the to the direction of the primary structural member and at the weight of hanger wires, pans, etc., as part of the first incre- midpoint and quarterpoint locations along the test span length. mental test load. the test weights, simulating the weight of In accordance with 8.1, do not use acoustical material. Support 10.1.2.1 Apply gh 6 in I one end of such secondary members from the side of the test t Oilingtil�m p ppot d structural mft supports, starting ter i n the alwa . frame and the other from . the flange of the primary (0.15 m) always proceeding from the ends toward the center member (Fig. 3). Clearances between the ends of the sec thereafter, y p� the load. After the first unifo I structural member in the test setup shall be typical of that distr load applying has been applied, measure and record the mid -span deflection of the structural member. Also I Iid -8pan D•!1•cti (mm) 2 - record the end gage deflections when the end gages are present. 2.s 5.1 7.6 10.2 12.7 Measure and record the loading of the structural member. . 12 Continue loading of the structural member in the same manner, I 10 applying successive increments of uniformly distributed load and observing the deflections after each increment. Continue ' , o d ..wl at 13.6 loading until it is apparent that the test section has yielded. _ r ""idc'' t''• ° o! Yielding 1■ n••t 10.1.2.2 Determine the load- deflection performance of sec - — — �» ; ondary structural members of acoustical tile and lay -in pane l M 8 10.8 ceiling systems similarly. Set up and test the units in a manner appropriate to their use in actual grid systems. � Load Carrying Capacity of Structural Based on I 3 6 – _ – – py Member Nid -Span l ember B criteria 9.1 11. Experimental Data of 1/360 simply Supported 8 °pan Length ., th a 11.1 A test log shall be prepared to record all pertinent data lii a 5.4 4 rega the structural member being evaluated and the Mid-Span D.. (3.38 vale. principal accessory items used. Such information as the fol- o! .. (.. ft (1 ) w ' lowing shall be provided: (1/3 1 0! 7 in the h!t (1 -m) ' Span Length) 2.7 8 11.1.1 Manufacturer's name, s I a 11.1.2 Suspension system identification, 11.1.3 Test system identification, 11.1.4 Description of section, measured overall height, ° 0 o 0.2 03 o.+ ° s width, and thickness of basic stock, type of material, section I weight, etc., Mid -Span Deflection (in.) 11.1.5 Test span length, FIG. 4 Applied Load versus Mid -Span Deflection for a 11.1.6 Spacing of lateral supports, Hypothetical Structural Member Having • Simply Supported Span Length of 4 ft (1.2 m) 11.1.7 Identification of accessory items and how used, 1167 i .,4I' C635 5 0 v i vin dimensions o 11.1.8 Sketch of experimental setup, g g f ber can successfully sustain prior to reaching the deflection limit of 1/260 of the span length in inches (see Fig. 4). grid, dial gage locations, load spacing, etc., and 12.4 Use the load deflection curve to establish the maximum I 11.1.9 Record of the incrementally applied uniformly dis- loading intensity beyond which the structural member begins tributed loads and the resultant mid -span deflection measure- to field. ments for each loading. When end gages are used, subtract the Y Suspension System Performance flection I average value of the two end gage f rom the corresponding 13. y mid -span de, and report the resultant • net mid -span deflection for each increment. Subtracting the average end 13.1 Published performance data for individual suspension systems shall be developed by the manufacturer upon the basis gage readings will compensate for vertical translation of the of results obtained from load- deflection tests of its principal I structural members. Where a ceiling design incorporated a test section due to compaction at the rest supports• number of .components, each of which experiences some • 12. Section Performance these I 12.1 The performance of structural members of suspension nature as used in the system, the additive an Towable P displacements shall be recognized in setting systems shall be represented by individual load- deflection plots system deflection criteria. obtained from tests performed at each different span length 13.2 The specifying authority shall be responsible to see I used in service. that the applied ceiling load, for example, light fixture, panels, 12.2 Plot and average the results of replicate tests of the etc., falls within the load recommendations provided by the three individual sections, each tested on the same span length, suspension system manufacturer. to obtain a characteristic load- deflection curve for the structural member. 14. Keywords .'� ... 123 Use the average load deflection curve to establish the ceiling hn u�spensio ; acoustical pa T el c�ei Bg ceiling grid; metal maximum uniformly distributed load that the structural mem g item mentioned ' in International takes no position respecting the veNdity of any patent rights asserted In connection with any ■ • ...i standard. Users of This standard are expressly advised that determination of the validly of any such patent and the risk of infringement of such rights, are entirely their own responsibility. T is reapproved to wit at any time Your the responsible technical committee and must be reviewed every five years and rds ": 1 N not t re revisedsee, either reapproved d or or withdrawn. Your cornmen are Your comments will vlsion ot �re�I consideration this standard or for �eNn p the and should be addressed to ASTM International Headquarte feel that your comments have not received a fair hearing you should responsible technical committee, which you may strand. If you make your views known to the ASTM Committee on Standards, at the address shown below. International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959, This States. tandard Is copyrighted reprints by ASTM of this standard may be obtained by contacting ASTM at the above `• address oat Ind10- 8329585 (phone), or multiple copies) (e-mail); or through the ASTM website ;. eddreas or at 810 -832 -858 (phone), 810- 832 -9555 (fax), or servfceOasbn.org :� (www.estm.org). 1 6 1 • r:: 1168 r5 i...., 1 Desination: C 636 — 96 5o2.7 9 _ALL__ ' I INTIMNATtONAL Standard Practice for I Installation of Metal Ceiling Suspension Systems for I Acoustical Tile and Lay -In Panels 1 I This standard is issued under the fixed designation C 636; the number immediately following the designation indicates the year of original adoption or, in the case of revision, the year of last revision. A number in parentheses indicates the year of last reapproval. A superscript epsilon (e) indicates an editorial change since the last revision or reapproval. This standard has been approved for use by agencies of the Department of Defense. I 1. Scope 2. Installation of Components 1.1 This practice covers the installation of suspension sys- 2.1 Hangers: I tems for acoustical tile and lay -in panels. It is applicable to 2.1.1 Where acoustical ceilings are suspended from a struc- contractors whose services are utilized for installing acoustical ture of wood construction, attach hangers with suitable me- ceilings and to other trades if their activities are responsible for chanical devices either to the bottom edge of the wood joists or interference with ceiling components or performance as de- to the vertical face of the wood joists near the bottom edge. 1 , fined in this recommended practice. Holding power tests certified by the manufacturer must be 1.2 While the practices described in this document have available on request for bottom edge attachment devices. I equal application to rated fire- resistive suspension systems, 2.1.2 Where acoustical ceilings are suspended from a struc- additional requirements may have been imposed to obtain the ture of concrete construction, mount hangers using cast -in- fire endurance classification of particular floor - ceiling or roof- place hanger wires, hanger inserts, orr other hanger attachment ceiling assemblies. These details should be obtained from the devices whose suitability has been demonstrated by standard ' manufacturers. construction practice or by certified test data. 1.3 Similarly, additional detailing may be necessary to meet 2.1.3 Space hangers for carrying channels or main runners 4 sound attenuation requirements when ceiling plenums extend ft 0 in. (1.2 m) on centers. If local situations allow greater over contiguous rooms. These, too, should be obtained from center distances between hangers, reduce the load- carrying I the manufacturer of the acoustical material employed. capacity of the ceiling suspension system commensurate with 1.4 The values stated in inch -pound units are to be regarded the actual center - to-center hanger distances used. as the standard. 2.1.4 Each suspension wire shall not hang more than one in 1.5 While many of the practices described in this practice six out of plumb unless a countersloping wire or horizontal have application to the installation of metal suspension systems bracing is provided. See Fig. 1 for allowable countersloping in exterior environments, the specific design of exterior ceiling methods. Suspension wires should not press against ducts or ' installations requires the review and approval of the architect, pipes. engineer, or both, who are responsible for the construction of 2.1.5 Hangers formed from galvanized sheet metal stock I the building or modifications to an existing building. While shall be suitable for suspending carryiing channels ttre hangers orm in m recomendations from the manufacturer should be solicited, it runners from an existing structure p do I 1 remains the final responsibility of the architect/engineer to not yield, twist, or undergo other objectionable movement. s or ensure proper application of the materials in question. 2.1.6 Wire hangers for suspending carrying 1.6 This standard does not purport to address of the safety main runners from an existing structure shall be p p froft I concerns, if any, associated with its use. It is the responsibility a minimum of No. 12 -gage (2.05 -mm) galvanized, so of the user of this standard to establish appropriate safety and annealed, mild steel wire. health practices and determine the applicability of regulatory , 2.1.7 In some installations hanger wires are secured to limitations prior to use. special attachment devices that support the carrying channels I or main runners. Such attachment devices shall have certified load test data from an independent test laboratory and shall be r This practice is under the jurisdiction of ASTM Committee E -33 on Environ- capable of carrying five times the design load. mental Acoustics and is the direct responsibility of Subcommittee E33.04 on I Application of Acoustical Materials and Systems. 2,2 Carrying Channels: 2.2.1 Install the carrying channels so ihSt,thCj! are all level Current edition approved June 10, 1996. Published August 1996. Originally . m): published as C 636 — 69. Last previous edition C 636 — 92`' to within t/9 in. in 12 ft (3.2 mm ,in 3.66 I I Copyright 0 ASTM International, 100 Barr Harbor Drive, PO Box 0700, West Conshohocken, PA 19429 -2959, Unaed States. i 1169 I l Ail i ii I� $' . 4 C 636 .. . t- 5 D3 .7). t , ,:,, ,. .,,,.. ; t, , •,. •,,,..„ ,..., . . • , . N A . ir MOLE e} ' '. METHOD 1 ta l a E '. NININGL E e• b E MINIMUM ANGLE = 1 iron . - •� 1� `" METHOD 2 ' ..s' ��.1'' M INIMUM MINIMUM b � � �S' ANGLE 45' ANGLE i ' 1� 1 • METHOD 3 FIG. 1 Allowable Counterslopiny Methods 2.2.2 Perform leveling with the supporting hangers taut to formed to prevent any vertical movement or rotation of the prevent any subsequent downward movement of the carrying member within the loop. channels when the ceiling loads are imposed. 2.3 Main Runners: 2.2.3 Local kinks or bends shall not be made in hanger wires 2.3.1 Install main runners so that they are all level to within as a means of leveling carrying channels. V4 in. in 10 ft (6.4 mm in 3.05 m). Determine evaluation of 2.2.4 In installations where hanger wires are wrapped levelness from measurements taken below hanger points. Make around carrying channels, the wire loops shall be tightly I • 1170 isil I ., y C636 L- C13 t he measurements after completion of the ceiling installations 2.6.2 There shall be no visually apparent angtilar di' s0i but prior to building occupancy. ment of the longitudinal axis of one runner with respect to the I 2.3.2 .Where main runners are supported directly by hang- other. ers, perform leveling with the supporting hanger taut to prevent 2.6.3 Assembly devices shall provide sufficient spacing any subsequent downward movement of the main runners control so that horizontal gaps between exposed surfaces of when the ceiling loads are imposed. either abutting or intersecting members shall not exceed 0.020 2.3.3 Local kinks or bends shall not be made in hanger wires in. (0.51 mm). I as a means of leveling main runners. 2.6.4 Spring wire clips used for supporting main runners 2.3.4 In installations where hanger wires are wrapped shall maintain tight contact between the main runners and the through or around main runners, the wire loops shall be tightly carrying channels when the ceiling loads are imposed on the I wrapped and sharply bent to prevent any vertical movement or runners• rotation of the member within the loops. The wire must be 2.7 Ceiling Fixtures: wrapped around itself a minimum of three full turns (360° 2.7.1 Mount fixtures installed in acoustical tile or lay -in I each) within a 3 -in. length. See Fig. 2 for an example. panel ceilings in a manner that will not compromise ceiling 2.4 Cross Runners: performance. 2 7.2 Fixtures shall not be supported from imam runners or 2.4.1 Install cross runners supported by either main runners cross runners if the weight of the fixture causes the total dead I i or by other cross runners to within 1/22 in. (0.79 mm) of the load to exceed the deflection capability of the ceiling suspen- be center f t (3 tive This tolerance shall be noncumula- sion system. In such cases, the fixture load shall be supported five beyond 12 ft (3.666 6 m). ' by supplemental hangers within' I 2.4.2 Intersecting runners shall form a right angle. 6 in. (152 mm) of each corner, or the fixture shall be separately supported. 1 2.4.3 The exposed surfaces of two intersecting runners shall 2 7 3 Fixtures shall shall not be installed rt that main runners or lie within a vertical distance of 0.015 in. (0.38 mm) of each cross runners will be eccentrically loaded except where provi- other with the abutting (cross) member always above the sion is inherent in the system (or is separately provided for) to I continuous (main) member. prevent undersirable section rotation or displacement, or both. 2.5 Splines—Splines used to form a concealed mechanical In any case, runners supporting ceiling fixtures shall not rotate joint seal between adjacent tiles shall be compatible with the more than 2 ° after the fixture loads are imposed. I tile kerf design so that the adjacent tile will be horizontal when 2 7 4 Where fixture installation would produce rotation of installed. Where splines are longer than the dimension between runners in excess of 2 °, install fixtures with the use of suitable edges of supporting members running perpendicular to the accessory devices. These devices shall support the fixture in splines, place the splines so that they rest either all above or all such a manner that main runners and cross runners will be I below the main running members• loaded symmetrically rather than eccentrically. 2.6 Assembly Devices: 2.6.1 Join abutting sections of main runner by means of 3. Interference of Ceiling Related Components type of suspension ' g 3.1 The specifier shall designate the typ locks, pin connections such as splices, interlocking d ends, tab system The specifier employed iffier shall and designate to the t ipe of parties locks, pin locks, etc. A joint connection shall o judged suitable both before and after ceiling loads are imposed if the joint concerned the necessary details of the acoustical ceiling to provides sufficient aligment so that the exposed surfaces of two satisfactorily identify the number, size, spacing, location, and I abutting main runners lie within a vertical distance of 0.015 in. types of fixtures to be accommodated in or above the ceiling. (0.38 mm) of each other and within a horizontal distance of 3.2 Prior to the beginning of ceiling work at a construction 0.015 in. (0.38 mm) of each other. site, the ceiling contractor and other contractors whose work is I related to the ceiling installation shall designate all areas of potential interference between ceiling components and compo- nents from other trades. 3.3 All areas of interference that arise following the begin- ' ning of ceiling construction shall be reported by the contractors involved to the general contractor or the specifier, or both, as soon as the interference is observed. ' 4. Appearance T --- 4.1 Lighting: 3' MAX. 4.1.1 Where light from fixtures, cove lights, or high win- I ` dows strikes the surface at a small angle, even slight uneven- IIIIIIIIIIIIIII (..., ness of joints of acoustical tile may result in unsatisfactory appearance. Under such conditions beveled tile should be used ' in preference to square edge tile and installed with considerable care. _ f __ 4.1.2 The unfavorable appearance sometimes produced by FIG. 2 Hanger Wire Tie Detail edge lighting of ceilings suggests the desirability of using flush 1 1171 ti. '' `�tlf� C 6 36 b ru 10 n or recessed mounted lighting fixtures wherever this problem final building occupancy. If e temporary s li ti li tti b e used, tempo must must may be a critical one. Ceiling shadows cast by strong natural care shall be taken to position lights light coming through high windows also suggests the desir- rary conditions will approximate the final lighting condition. . ability of using tinted glass, blinds or draperies to soften or diffuse the light entering such openings. 6. Keywords 6.1 acoustical tile; lay -in panels; metal ceiling suspension .; 5 . Inspection � 5.1 The inspection of specific ceiling areas for acceptability system; suspension systems shall be made with lighting conditions corresponding to that of ASTM International of takes this stand and posh are respecting the validity of any expressly advised that determination ation of asserted in validity of y such patent rights, and the risk •' In this standard. Users of hi st•: responsibility. ? of infringement of such rights, are entirety their own This standard 1s subject to revision at any time by the responsible technical committee and must be reviewed every five years and if not revised, either reapproved or withdrawn. Your comments are Invited either for revision of this standard or for additional standards be =y: , : and onsi a tech cal to �mlttee, which you may attend. If you feel that your commend have no ived a consideration hearin you should .. ..: make your • views known to the ASTM Committee on Standards, at the address shown below. . . , PA 19428 2958, . This standard is copyrighted by ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, ' "' United States. Individual reprints (single or multiple copies) of this standard may be obtained by contacting ASTM at he above - address or at 610 - 832 -9585 (phone), 610-832-9555 (fax), or aerviceeastm.o►g (e -mall); or through the ASTM website (www astm. org). r:.. : lb . f a: . . ' . ) 111. r li • . • 1 • .,. . • i q V li 1 2: tx;: . ft ?: 1 . ! � J • •,;:::..i ;i 1172 1.2.1 1 Precision ∎`4` ANN 1.'• . t . - r Structural AM �� ■� � =�_ E Inc. - -MI■ ■ 1 1 1 1 1 6 -Soffif and Light Cove design 1 1 Pages 6 — 6 1 1 1 1 1 1 1 4810 B Shasta Way Tel. (541) 850 -6300 Fax (541)850 -6233 Klamath Falls, OR 97603 Email: psei @charter.net 1 836 Mason Way Tel. (541) 858-8500 Fax(541)776 -4663 Medford, OR 97501 www.structurel.com Email: psei1 a(),gwest.net 1 I Precision Structural Engineering, Inc. 250-A Main Street, Klamath Falls, OR 97601 Medford Office 836 Mason Way (off Sage Road)* Medford,OR 97501 Tel. (541) 850-6300 • FAX (541) 850-6233 Tel. (541) 858-8500 www.structure1.com • Email: PSEI©charter.net 14;7,?1, '',,,:::it.'iz;v•;,:4I:4, . '5: ..i.•:,.. . ' ' .. 1 PROJECT NO r , 2 e• 1 q: . SHEET (3 OF At is . ....,..,. .- : sk ' .,. PROJECT NAME DESIGNED BY A/ I- 19 I DATE .1 7 -7- 1 SUBJECT CHECKED BY DATE /A : ; . . I [v ki p : 0:11 S: : i ; — • 'I • : : ;, i ' 1 , i , . . . — . ' I 1 ': • I , : . . . . I : i:- 3 ' ! , : • i i ! I I : I L ; , I I- I i ! ; - I l: - ; - I . t. , 1 ; , A ' .' . ' 1 ' i -: !,,,........4.1,.....' ,', ,. . ,, '17, ' ...,,,,,...;„ kri W „...4. ,.. ....,,,........,.. 1 , i i I ! 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Allowable Heights Table 4\ fy c/c 5 psf 5 psf 5 psf 15 psf 15 psf 15 psf 15 psi 20 psf 20 psf 20 psf 20 psf 25 psf 25 psf 25 psf 25 psi M EMBER KSI in 1/120 1/240 1 /360 1/240 1/360 1 /600 1/720 1/240 1/360 1 /600 1/720 L/240 L/360 1/600 L/720 t 600 6005137 -33 ® 12 d 27' 5"d 24' 0"d 19' 0'd 16' 1"d 14' 0'd 13' rd 17' 3"d 15' 11 12' 9 "d 12' 0"d 16' 0"d 14' 0'd 11' 10'd 11' 11 11 � SIRUCTU R AL 600S137 - ®`16 31' 5'd 24'11"d 21' "d 11' "d 15' rd . 12'9 "d 12' 15'8"4 13' rd 11' 7d l0' 14'1'd 12' 10'rd 10' 1"d 6005131 -33 ® 24 27' 51 21' 91 19' 01 1 5' I'd 13' 21 11' 11 10' 54 13' 11 12' 01 10' 11 9' 61 12' 91 11' 14 9' 41 8' 101 s k 1, STUDS 6005162-33 ® 12 36'l ". 28'1" 25'0': 19'10" 17'4'. 14'7' 13'9'. 18'0'. 15'9'. 173'. 176 " 16'9' 14'7' 174'. 11'7 ". . 6005162 -33 33 16 3Y 9"d 26' 0'd 22' 81 18' 0'd 15' 9'd 13' 31 12' 61 16' 4'd 14' 31 12' 01 11' 41 15' 21 13' 31 11'21 10' 6 "d i; ' 206A 6005162 -33 33 24 28' 71 22' rd 19' 101 15' 91 13' 9'd 11' 1'd 10' 11"d 14' 31 12' 6 "d 10' 61 9' 111 13' 31 11' 74 9' 9'd 9' 21 KS 600x20 33 12 36' rd '28' II/ 25' 3 d 20' 11 17 6 d 14 91 13 111 1r 3 "d l5' 114 13 5'd IT ] d 16 111 14 94 12' S'd 11' 91 PG 600x20 33 16 33' 21 26' 44 23' 0 18' 31 15' 114 13' 51 12' 7 16' 74 14' 54 1724 11' 64 15' 41 13' 54 11' 44 10' 84 - PCS 600x20 33 24 , 28' 111 23' 01 20' I'd 15' 111 13' 111 11' 91 11' 0'd 14' 5'd 12' 7'd 10' 81 10' 01 13' 54 11' 91 9' 104 9' 34 6005200 -33 33 12 37' 91 29' 11'd 26' 2'd 20' 91 18' 21 15' 31 14' 51 18' 101 16' 61 13' 111 13' 1". 17' 61 15' 31 12' 111 12' 11 II , 6005200 -33 33 16 34' 41 27' 31 23' 91 18' 101 16' 61 13' 11'd 13' 11 17' 21 14' 111 12' 71 11' 101 15' 111 13' 111 11' 81 11' 01 12' 1 14' S 20' 9 23' 9 6005200-33 33 24 29' 111 91 16' 61 , I 11 I I d 14' 11 • 13 I 11 I I 13' I1 / 12' 11 10 1 I 111 "d d 'd 51 d S ' d 1 it d 0'd 10' 4 13 d d ' 1 d 3 d 9' 71 • 186A 60051 r43 ,.. 33. 12 37 r d 29'10 '11'. 20'11 1B 1'd 15'3 18'101 16'51 13' 101'13'0 _17'5'4 15'3112'10112'14 • 6 ■ 1 t; 16 34' 27' 2r - x 6' ' ' 1 i' 7' T' 4'11'. 12'r. 11 10' S' 10' 13' 10 11' 8 11' 0' - 600S137.43 33 24 29' 101 23' 8 "d' 20' 1'd ?.' . 16' 51 ; :14' 4`d 12' 11 11' 41 X 14' 11 13' 01 11' 01 10' 41 13' 101 '12'14. 10' 21 9' 71 I 6005162 -43 33 12 39' 31 31' 2"d 27' 31 21' 7/ 18' 10 15' 111 14' 111 19' 71 17' 21 14' 54 13' 74 18' 24 15' 11 13' 51 12' 71 600S162 -43 33 16 35' 81 28' 41 24' 91 19' 71 17' 21 14' 51 13' 7 17' 101 15' 71 13' 14 12' 4'. 16' 64 14' 54 12' 24 11' 5 6005162 -43 33 24 31' 21 24' 91 21' 74 17' 21 14' 111 12' 71 11' 101 15' 71 13' 71 11' 51 10' 91 14' 51 12' 71 10' 81 10' 01 PG 600x11 33 12' 40' 01 31' 91 27' 94 22 0'd 19.21 ' 16'21 • 15' 31 20' 01 11' S`d' 14'114 ` 13' 10 ''18' 6 1 16' 24 • 13' 8 1 12' 101 - KS 600x18 33 , 16 36' 41 28' 101 25'21 ` 20' 01 11'51 14' 81 13' 101 :18' 24 IS' 101 13' 41 12' 71 16' 101 14' 11 12' 51 11' 1'd _1 KS 600x1 24 . 31'9" 252' 22'0''; ,7'.5' ?15'3". 12'10' 12'1' '1'10' 13'10' . • ' .`11'0' 14'I 12'10' . 10'10' 10' 6005200 -43 12 41' 31 32' 91 28' 71 27 84 19' 101 16' 81 15' 91 20' 71 18' 01 15' 21 14' 3'd 19' 14 16' 84 14' 14 13' 3 - 6005200 -43 16 37' 6'd 29' 91 26' 04 20' 71 18' 01 15' 21 14' 31 18' 91 16' 41 13' 91 13' 01 17' 41 15' 21 12' 91 12' 01 6005200 -43 24 32' 9" 26' 0' 22' 8'.. 18' 0' 15' 9' 13' 3' 17 6' 16' 4' 1 ' 12' 0' 11' 4" 15' 2' 19' 3' 11' 2' 0' 6' . ; I 16CA 600313754,; 12 40' 44 132'01 } 01 ` 22'21 :111 1 a.16�4' 15 "`51 , 20'2' / d i7' 7"d` 14' ' d.:14'0'd 10'9/4 16`41 17' 1701 • ,�r, 'A 29' 1" 25 tl;3'e1:a t t �' t 0" 1. 600516.-34 ;. /. I 42 , igitf " p 5' ' :11' 14' 1) 1 `0" 10' ' 1 3' 60051 �., �YYi1 • : � i 0' }4' 0 ': 2' 33' 5 29' 2" 23' 2' 20' 17' 1' 1 ' 1' 21' 14 18' 51 15' 64 It 74 19' 61 17' 11 14' 54 13' 64 6003162 --54 24 ' 33' 51 61 26' 24 18 51 . 16 14 13' 61 12' 9 d 16 8 d 14' 7 16' 1 12 1 1 '1 115' 91 �3' 6 a 11' 5 a 10 91 s 1 6003162-54 16 38' 31 30' r 2' - 1 34 _ 29'..: z .:, :.. 16 4 " : 13734 I , 60r ..: I • .. .. r ` , - x (t i. - KS' 600x16 '..3r 111 30' 111 27' of 2fi 51 . ' w 81 `:l5'`9"d.14'101 19' 51 17'0'4 14' 418 : .13' 61 IF 14 : 15:.91 1 731 17 6 4: - :-.11 x . 17 27'O' ! ' l : r . 4' ' 9' :17. 11' • 17' 0" I4'. 0'.. l' Y , 1 ' . 11' 7" 11. . . • I I 111 11 I 6005200.54 33 . 12 M' 3'd 35' 2'd 20' B84 4' 41 21' 31 T 111 16' 10 22' 11 19' 4 d 16 1 3 r d is' 4 d 20' 6 d 11 I 11 d 15 I 1 d 14 I 3 d 6005200 -54 33 16 40' 31 31' 111 27' 111 22'1'4 19' 44 16' 3'd 15' 44 20' 1"d 17' 71 14' 101 13' 111 18' 81 16' 3'd 13' 9'd 12' 111 6003200 -54 33 24 35' 2'd 27' 111 24' 4'd 19' 4'd 16' 101 14' 31 13' 54 17' IId 15' 44 17 11 12' 2 16' 31 14' 34 12' 01 11' 34 1 46A , 6005137-68 ' 33.: . 12 , 43' 'd • � 34' 4"4 30' 01 : ! l3 :;.:40911:4 'd ' 61 21' 71 17.10"d 15' 111' :15'01 .'20' 1' 1 i/d 14' 91 3' 111 • I ['TriI � !l 1 F 1 " 15' ■1;Yii'®t� 1 m s.iF�d� . - : .1. 1 5' 60051 ; ENE IL Ita L" ' e i1 T`a° l��' 13' 11 2 15' '' • 13 1 I I • 6005162 -68 REM MEN URI WIN! in! (■ 24' 10'. 21' 8'. 11' . 17' 31 22' 71 19' 81 16' 74 15' 81 20' 111 18' 31 15' S "d 14' 64 - 6005162 -68 OM KM 0'. 32' 7'. 28' 51 20' 6' 17' 11'. 15' 1' 14 2'. 19' 0' 16' 7 14' 0' 1 - 1 6005162 -68 ®I KE 35' 10" 28' 5' 4' 10' • 19' 1' 17' 3' 14' 6' 13' 1" mu. 15' 8" 13' 2' 1 5' 16' 7' 14' 6' 12' 3" ' KS 600x14 25'2'4 ` 22'8"4 18'71 17'51" 22'111 20" 15'101 - 21'31 8'7'4 • 15'81 4'9'd • 600x14 1 ,41 0' , : ,'' 2 ' 1 , 1 15'10 IJE;! 'll? ®Td18810RY1111CWital ' 3' 16' lO' 14' ' KS 600x14 i. 36:, ' . 7' 13' i 11 -2 15;10' 1 4' 1 ; :16' 101 14' ' 6005200 -60 ' 12 41' 6'd 37' 8 ". 32' 111 26' 21 22' 10'I 19' 31 18' 14 23' 91 20' 9'd 17' 6'd 16' 51 22' 01 19' 31 16' 3 "d 15' 31 • - 6003200.60 16 43' 21 34' 31 29' 111 23' 9'd 20' 9'd 17' 64 16' 5 21' 74 18' 101 15' 104 14' 11'd 20' O'd 17' 6"d 14' 91 13' 101 -1 6005200 -61 24 37' I'd 29' 11'd 26' 2'd 20' 9 "d 18' 11 15' 31 14' 41 low, 16' 5' 13' 10' 13' 1' 17' 6 15' 3 12' 10'. 17 1 1 2GA '6 00513747 ` 12 47' 10 "d 3A' 0'4 4 > 10'41- 23' 1 51 : r 311 . .23'^11 d 20111 17' 71 16' 71 22' 2'd .19'3 d 16`44 :15'41 `, 131 :: T 600513 24 38' 1 30' 1 11 `1 r:0" 16'T - ; - }3' 2' , 7' 1 12'11 TY2" 6005162 -97 33 12 50' 11 39' 91 34' 84 21' 6'd 24' 11 20' 3'd 19' 1'd 25' O'd 21' 10'd 18' 5'd 17' 4'd 23' 3' 2o' r, 17' . 16' 1" 6005162 -97 33 16 45' 61 36' 14 31' 6'd 25' 0"d 21' 10 18' 5'd 17' 4'd 22' 9'd 19' 101 16' 9 "d 15' 9'd 21' 11 18' 5 'd 15' 6'd 14' 71 6005162 -97 33 24 39' 91 31' 6'd 27' 6'd 21' 101 19' l'd 16' 1'd 15' 2'd 19' 101 17' 41 14' 7'd 13' 9'd 18' 51 16' 11 13' 71 12' 91 KS600x12 ®tea . ''' _ i �aYa` U + . i $8'ili4k1C11 25' 22' 18' 1'6'. 3 5' 1' • 73'. 1' I KS 600x12 to . u8fil+'f�i�11 22°11' 20 0'. 1 '10' '15'10' `21' 18'7' 15'8'. 4'9' • KS 600x12'; 33 - 24 7 ' 31' • • ' 1� % 20'0' 17'6` 14'' 1 10' -18'1' 16'3' 13'8' 1 11 ` - I 6005200-97 33 12 52' 91 41' 10" T 7" 1 . 25' 4'. 1' 4' • 20' 1'. 26' 4' 23' 0" 19' 5'd 18' 3'd 24' 6'd 21' 4'd 18' 01 16' 111 6005200 -91 33 16 47' 11'd 38' 0 "d 33' 3'd 26' 41 23' O'd 19' 51 18' 3'd 23' 11'd 20' 11'd 17' 81 16' 11 22' 31 19' 51 16' 41 15' 5'd i • 6005200 -97 33 24 41' 10 "d 33' 31 29' 01 23' 01 20' 11 16' 114 15' 11'd 20' 111 18' 31 15' 51 14' 61 19' 5'd 16' 111 14' 31 13' 5'd Notes: Alpha notes indicate wall height controlled by:1" - defledion; "v" - shear; "1' . flexure. See page 44 for Allowable Heights Table Notes. I I i ra C LARK Allowable Heights - 57 ' STEEL FRAMING SYSTEMS t.. _ I Precision Structural Engineering, Inc. 250-A Main Street, Klamath Falls, OR 97601 836 Mason Way (off Sage Road)• MedfordOR 97501 Tel. (541) 850-6300. FAX (541) 850-6233 Medford Office , Tel (541) 858-8500 ..,; -.;‘,. ....„. ... •-, •''' 4-2i. :--7-. Email www.structure1.co PSEI©charter.net .. . . rn • : E.../ : r 7:I*1`"Ift.N.*`.1::::iiC,`?"::4; '1 - 1/ PROJECT NO. 2 a 6?-12 t,t- SHEET c._ OF 4. A. • *4. I ' ‘ PROJECT NAME DESIGNED BY p,,I,Lt/ I DATE 12 - 7-2 1 1 SUBJECT CHECKED BY . DATE • , i . , — , • , 1 4 ; - : . - . ... ' ' , 'i . • v 1 i „ . 70 T( 4g. , Pt-; ' ' 7 : °' p •• :, , , • , , 3 ; . , .. .1 i !. . • : ., • ,"'":e . • , • ;,,. , . ,• ., . , . 1 ,,it , „ • • t ....„„„ ; 7 . i i • 4 1 ::.,.. +, —, 7----t , . , , 1 . , z . . . , # • • .., ; # , i ; • • . , , i • , , i , _I . , , , ,:, . . . . sr : i 0. , • , I 1 ! : , f : ! ,. • , 0 .....-, 1 I 1 , • . , • . • _•• , , • • • . . • • , , i : • , , , : : • . , , • , I i - ' ; ; . , • 1 : I 1 • I : : 1. . : - ... . 1 ..... .... _;. , .. _.-.. ; _, t .......; „.1 ..... , 1 . ,._... ... _ " ' ••• ,., .. !, I I • 1 : : I 1 ! 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Date: 12/7/2009 2:25:27 PM By: Nabil Taha I Member Check - 2007 North American Specification - US (ASD) II Load Combination: D Design Parameters at 6.500 ft: Lx 13.000 ft Ly 2.000 ft Lt 13.000 ft II Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: 6 inch gauge 16 track.sct Material Type: A653 SS Grade 33, Fy =33 ksi Cbx 1.0076 Cby 1.0000 ex 0.0000 in I Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None Red. Factor, R: 0 Stiffness, k(1): 0 k I Loads: P Mx Vy My Vx (k) (k -in) (k) (k -in) (k) Total 0.0000 6.814 0.0000 0.000 0.0000 Applied 0.0000 6.814 0.0000 0.000 0.0000 II Strength 1.5236 13.148 2.7391 0.555 2.5711 Effective section properties at applied loads: Ae 0.54159 in ^2 Ixe 2.7996 in ^4 Iye 0.1764 in ^4 I Sxe(t) 0.91418 in ^3 Sye(1) 0.44611 in ^3 Sxe(b) 0.95303 in ^3 Sye(r) 0.10996 in ^3 Interaction Equations '�,.. I NAS Eq. C5.2.1 -1 (P, Mx, My) 0.000 + 0.5L&'+ 0.000 = 0.518 <= 1.0 NAS Eq. C5.2.1 - 2 (P, Mx, My) 0.000 + 0. 8 + 0.000 = 0.518 <= 1.0 NAS Eq. C3.3.1 - 1 (Mx, Vy) Sgrt(0. 26 + 0.000)= 0.475 <= 1.0 II NAS Eq. C3.3.1 -1 (My, Vx) Sgrt(0.00 + 0.000)= 0.000 <= 1.0 II II II II II II II 111 1.2.1 1 Precision Ate' 4; .0 r Structural ' A imm 4 - Engineering, Inc. 4=IIMIIM 40 - -` ■ 1 1 1 1 7- Non -full height partitions 1 1 7 1 1 1 1 1 1 1 850 -6233 541 4810 B Shasta Way Tel. (541) 850 -6300 Fax (541)850-6233 Klamath Falls, OR 97603 Email: psei@charter.net ' 836 Mason Way Tel. (541) 858-8500 Fax(541)776 -4663 Medford, OR 97501 www.structurel.com Email: psei1 @gwest.net 1 I Precision Structural Engineering, Inc. Medford Office -. : 250 -A Main Street, Klamath Falls, OR 97601 836 Mason Way (off Sage Road) • Medford,OR 97501 c Tel. (541) 850 -6300 • FAX (541) 850 -6233 Tel (541) 858 -8500 � . .. -� u k www.structurel.com•Email: PSEI @charter.net Gf rid 4 S't,� . 1 PROJECT NO. 6 T � • 1 / SHEET co OF q - • .. PROJECT NAME DESIGNED BY y/ ✓ L r) DATE 1 ? -7 - J f 1 SUBJECT CHECKED BY DATE 1 1 . i ... . e I t g c I I i; ,r1 roi 4 7 f i b; i , ;47; tr-. .c,dif9.. i -1:), ...e.'..r..,;. ff 1 t 1 ` 1 I/ i, 1 1i—)i, i . „ i 1 , } . -.-: .� I i 1 C. i . , „ . „ s 1 .M ry a M ■ . ! . r— L �. .., ,... ... �. li_. _..; rj` LaR,L- r•• + --- -•�`�'".. .... ' .. G. i /.h r _ '. � - i _ i ._.. • I s 1 i • {n/ 2 o 1 I � 1 t 1 i r ,I . ; " i • ■ • } J r _ i l e . 1 , ; ; I 1 • • l i r l' i " i , , f , , : Y ' tl b......H I 1 1 c 1 1 I i ... s - i .... I 1'1 i • I Precision Structural Engineering, Inc. 250-A Main Street, Klamath Falls, OR 97601 836 Mason Way (off Sage Road) • Medford,OR 97501 Tel. (541) 850-6300 • FAX (541) 850-6233 Medford Office Tel. (541) 858-8500 „ wywkstructure1.com • Email: PSEI©charternet Ar 7'..`tx:i.it.s.':. ,,,,, ,- I PROJECT NO. r r 701,-12. L-1,-1 SHEET_7.1 OF i t, i ,t...,-; , .10 s• 0 Atzi.... 7s.:.... .'s , PROJECT NAME DESIGNED BY ti es pi ./ DATE I ? 0 7 .....01 . 1 SUBJECT CHECKED BY DATE . 1 i r,•' t P : • i 1 1 f , . 1 1 : • t • t I t ! I . : i ; t ; ” • 4 • - ' 4 ' t ' 4 . ; . • i ■ , I , /. .. t • o k c i i incl . _ . ; i 4,4,4444-4-4•444.44.4441 ........,-,. ......... , ,, - ' . ..• ! : 1.1 ' ... ,_, t 1- ,......-- ...24 <,, ...iitp..4.1.::,...--.1,.......„,,,:-....,,...........1.---.„ ,...... '.''....' . —; 4- r -i• : i t . . t 1 • ; 1 ( i "tit.N : , c) _. : i 1 i 1 e . f , 1 • !..... ..1 I , . 1 ' • i : ; . , • -; t t 4 4 -: I , I I . , .. . I • , ' .1 : , ' 1 ' ' - 1 I • -1 - rr i ' : . • 1 , ; ! '+ - ', - • r t t' I 1 • . - ■ , 3 • t ; , -.«.. . :' ; , 1 : i ( ' • , • , i ... ... 1 'l 1 r,.. 7 , .:,: I - ie - ,: - .' . 1 , . , : ,,,,... i : . 1 ...,_ i : : , • . . . :, : - •:, ,__ , ,. ....,,, • , :. .„,.,.. .,, .,.. ...... _, . . . , 1 , • , , , , . . . : . , . e . 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T. ■ r _ : I 1 ..,,, . . i • ■ ; 1 i i , i i i 1 , 1 i . ...---- , ---L. l .1 ' . • --__: ,......:-.- . , , i ; : , i 1 I , • _-__I ' l ' 1 i .-,____1 H ' -L....._H - ___I_• ; I ' ,,--I - 1 ; --.1.- I ----L.-_-:___ J.--.1-____;_ — UNISTRUTR ` Metal Framing CL. 1 1 1 GENERAL 1 ENGINEERING I CATALOG igor 44 1 ti P2000 & P2001 CHANNELS R FOR 1 / s a (41 MM) WIDTH SERIES CHANNEL "" ____, BEAM LOADING DATA °' Max. Allowable Deflection at j �- Uniform Loading at Deflections Span Channel Uniform Load Uniform Load Span /180 Span /240 Span /360 0, v In mm Lbs kN Lbs kN Lbs kN In mm Lbs kN -• •= P2000 1170 5.2 0.06 1 1170 5.2 1 170 5.2 1170 5.2 1370' 6.1 1370" 6.1 1370" 6.1 , fix 24 610 P2001 1370' 6.1 0.0# 0 P2000 780 3.5 0.13 3 780' 3.5 780 3.5 600 2.7 • 36 '' 914 P2001 1370` 6.1 0.05 1 1370" 6.1 1370" 6.1 1370 6.1 P2000 590 2.6 0.23 6 590 2.6 510 2.3 340 1.5 r j 1370` 6.1 1370` 6.1 1370 6.1 1219 P2001 13 0 6 .1 0. _ , ,i 3 a E ; 4th P2000 470 2.1 0.36 9 430 1.9 330.. 1.5 220 1.0 60 1524 P2001 1270 5.6 0.20 5 1270 5.6 1270 5.6 1080 4.8 300 1.3 150 0.7 T P2000 3 90 1 0.52 13 230 1.0 c.....-1. ':4, 72 1829 P2001 1060 4.7 0.28 7 1060 ' 4.7 1 060' ' 4.7 750 3.3 " # , " 1.5 0.72 18 220 1.0 17 0 0.8 110 0.5 '" P2000 34 C q 84) 2134 P2001 -; 910 i 4.0 0.39 ::;; 10 910 4.0 820 3.6 550 2.4 f7.91 ; 23 TO 0.8 130 0.6 80 0.4 U P2000 230 1.3 90 ; 3.5 ! 630 2.8 420 1.9 ; , 96 2438 P2001 790 3.5 0.50 li 13 z 20 0.6 1 ' 70 0.3 M _ _ P2000 260 1.2 1.17 I 30 50 0 2.2 33 1.5 101 2743 P2001 710 3.2 0,64 16 f; 2.9 V) 1 1 41 36 11#i 0.5 ■ i v = P2000 230 i. 2f 3048 P2001 640 2.8 0 7 e 20 546 ' 2.4 ` . 4;10 1.8 210 1.2 y 0.4 CO 0.3 40 0.2 P2000 200 0.9 i 2.1'3 54 80 5 i 4.1 3658 P2001 530 2.4 1.13 29 370 1.6 ; 280 1.2 190 0.8 ?0 0.1 40 0.2 w P2000 170 0.8 2 87 , n 73 60 0 .3 X 10 0.9 140 0. 153 4267 P2001 450 2.0 1 1.53 f 39 27 o+ P2000 150 0.7 3.78 96 40 0.2 30 0.1 NR NR 192 4877 P2001 400 1.8 2.03 52 210 0.9 100 0.7 110 0.5 '-'- y '""�.°" . 0.1 NR NR 30 0. P2000 130 0.6 4.66 118 30 0.1 f30 NR 216 5486 P2001 350 1.6 2.53 64 170 0.8 120 0.5 0 . 4 i s" .< 30 0.1 NR NR NR NR ,. P2000 �i, 0.5 5. 90 150 100 0.4 70 0.3 240 6096 P 2001 2t 1.4 3.1 ' 81 130 0.6 ` 0 _ NR = Not Recommended ca u " Load limited by spot weld shear. Notes: 1. Above loads include the weight of the member. This weight must be deducted to arrive at the net allowable load the beam will support. a> 2. Long span beams should be supported in such a manner as to prevent rotation and twist. supports. If load is concentrated at the 1 .' 3. Allowable uniformly distributed loads are listed for various simple spans, that is, a beam on two sup sr ' center of the span, multiply load from the table by 0.5 and corresponding deflection by 0.8. 4. See page 66 for lateral bracing load reduction charts. ' Precision Structural Engineering, Inc. Medford Office 250 -A Main Street, Klamath Falls, OR 97601 836 Mason Way (off Sage Road) • Medford,OR 97501 _. Tel. (541) 850 -6300 • FAX (541) 850 -6233 Tel. (541) 858 -8500 iY •. ,, , V ,, www.structurel.com • Email: PSEl@charter.net - ' d e .L � '� 1 PROJECT NO. , V. -- a �:p .> ' SHEET OF ;" l .; v " ' / PROJECT NAME DESIGNED BY J1f F � h I 1 DATE I 2-7- 4 1 1 SUBJECT CHECKED BY DATE 1 7 ... .. -- 1 X f .A UV1 tt i ! t= s _ + . 1 _ �..�..# I 1 1 , et i.., ° C .-. ..- y.v _ ..re.. K c1. t .. ,.., % e ., �( 01.. — r s` . I �' I 1 t,v� I � wl L —— • 1 ,.. a._.. i__. Y r • _ i 1 1 ` : : : , : • ; • . . : 1 I 1 7 - , i : ; • 1 „. 1 i _ , , , I , 1 . , , ; ,...._, . . , . • ...„........_,........ ....... ; , .: i , : , , . . , 1 : ..„. . , j - 1-; I. , • i , , . : 1 , ; " : ,., ; ; _f , . • . ! , I , ill.'i' , , t••• _,,,gy-,t • ,.... . , . , : __...1 , . _t_ i : 111 i i , , 1 . 1 , 1 ! i i , i,- 7 , . , I , _ . :„......„ ! 's,,-.4,4 . , , - M � 1 ,,,,.. ,," . 1 I , - 1 t - 1' - —"t - 1 - I ,' • ' v i .._» R .. -- r I I • ■ i 1 i I r I 11 � a ' , I : (. -' r c • I; i 1 1 I cJ, , i 1 ' T 1 r , 1 r : i : I 4 • i . n , ..«,..,L..� �yy ...1 t , , :, , 1 1 I .7 I ' Le f ; ,.... , : ,• ; ; _, . . , , , , , . , ,,... ti I r ''' 1,11' fi : . • , i , , , •,•.,," , . , „ , 1 7 I . �.. F i i r i T , f . r V I .,. 1. �' 1 I t j 1 4 I • 1" , : I T r _ .. ' 3 ,gy ... Y..-. ,. . .4 4, ; _ .1_1 _ 1 ..t. 1 ...1--- ,I •••. i.,; _ _ 1 ?"7"", i ; 6) - iy ._ _ • ...- : i ! S • 111 1111 Cold-Formed 11 1 11 ! 111 2002 Edition American 111 Iron and Steel institute 1 Connections for use with the 2001 North American Cold- Formed Steel Specification .„, IV-5 SECTION 3 - SCREWS ( 76 ;"7 6.° Requirements for screw connections are listed in the Specification in Section E4. Application is limited to self- tapping screws with nominal screw diameters greater 1 than 0.08 in. and less than or equal to 0.25 in. The screws must be thread forming or thread cutting, with or without a self - drilling point. I 3.1 Notes On The Tables Provided in Table IV-8a and IV-8b are the nominal shear strengths of screwed I connections with designations from #6 to 1/4 inch, which connect various sheet thickness combinations. These are presented for sheets with tensile strengths of 45 ksi and 65 ksi. Provided in Table IV -9a and IV -9b are the nominal pullout strengths of screwed . connections with designations from #6 to 1/4 inch, in various thicknesses of materi- al. These are presented for sheets with tensile strengths of 45 ksi and 65 ksi. I Provided in Table IV -10a and IV -10b are the nominal pullover strengths of con - nections with hex head and hex washer head screws with designations from #6 to 1/4 inch, in various thicknesses of material. These are presented for sheets with ten - sile strengths of 45 ksi and 65 ksi. ANSI /ASME standard screw head diameters ;' were used in the calculations and are listed in the tables. Larger or smaller diame- ters will results in different strengths. The hex washer head screw values are also applicable to other screws with washers of the listed diameter having a minimum ' thickness of 0.050 in. The nominal strengths can be determined by interpolating within the Tables. , The design strength for ASD carOefound_by dividin the nominal strength b S2. x - The design strength for LRFD can be found by multiplying the nominal strength ..X by Note that shear and tensile strengths of the fasteners must be determined by the 1 manufacturer through tests. 3.2 Screwed Connection Design Tables :1 i 1 : ' . I. IV 12 Connections for use with the 2001 North American Cold Formed Steed S�, pe I catiort 1 Table IV - 9a '� Screws s2= 3.0 Pull -Out - F„ = 45 ksl 0= 0.5 1 Nominal Pullout Strength, Pnot, kips Thickness of member not in contact with the screw head, in. I Screw Diameter in. 0.036 0.048 0.060 0.075 0.090 0.105 0.135 Designation #6 0.138 0.190 0.253 0.317 0.396 0.475 0.554 0.713 #8 0.164 0.226 0.301 0.376 0.470 0.565 0.659 0.847 I #10 0.190 , .262 0.349 0.436 0.545 0.654 0.763 0.981. #12 0.216 0.297 0.397 0.496 0.620 0.744 0.868 1.12 1/4 in. 0.250 0.344 0.459 0.574 0.717 0.861 1.00 1.29 Table IV - 9b I ki... 30 = 0,5 Pull -Out - F „ = 65 k sl i Nominal Pullout Strength, Pnot, kips Thickness of mem er not in contact with the screw head, in, Screw i Diameter z Designation j in. i 0._036 0,048 0.060 0.075 0.090 0.105 1 0.135 #6 0.138 0274 i 0.366 0.457 0.572 0.686 v l 0.801 103 Is 48 .. "ma 0.9 64 0326 �0 435 0 544 _0680 { 0.815 ¢ 0:952 .22 III #10 L 0.190 1_0.378 0.504 0.630` i J 0,787 4 0.945 1.90 _ 1.42 #12 0,216 0.430 0573 i 0.716 0.895 i 1.25 . 1.61 I 1/41n ; 0.250 ( 0,497 0.663 0.829 1.04 1 I Note: Design Strengths are: ASD: Pnot / Sd LRFD: OPnot Il I � I M ill M 1 i 1 IV -10 Connections for use with the 2001 North American Cold Formed Steel Specification ( 70 Table IV - 8a I Screws Q=3.0 Shear of Sheet - F„ =45ksi 0 = 0.5 Nominal Shear Strength, P kips T hickness of Screw Diameter member in Thickness of member not in contact with the screw head, in. I Designation in. contact with screw head, in. 0.036 0.048 0.060 0.075 0.090 0.105 0.135 0.036 0.480 0.604 0.604 0.604 0.604 0.604 0.604 I #6 0.138 0.048 0.480 0.738 0.805 0.805 0.805 0.805 0.805 0.060 0.480 0.738 1.01 1.01 1.01 1.01 1.01 0.075 0.480 0.738 1.01 1.26 1.26 1.26 1.26 0.090 0.480 0.738 1.01 1.26 1.51 1.51 1.51 I 0.105 0.480 0.738 1.01 1.26 1.51 1.76 . 1.76 0.135 0.480 0.738 1.01 1.26 1.51 1.76 2.26 0.036 0.523 0.717 0.717 0.717 0.717 0.717 0.717 I • 11 0.0413 0.523 0.805 0.956 0.956 0.956 0.956 0.956 # 8 0.164 0.060 0.523 0.805 1.12 1.20 1.20 1.20 1.20 0.075 0.523 0.805 1.12 1.49 1.49 1.49 1.49 1 0.090 0.523 0.805 1.12 1.49 1.79 1.79 1.79 0.105 0.523 0.805 1.12 1.49 1.79 2.09 2.09 0.135 0.523 0.805 1.12 1.49 1.79 2.09 2.69 I 0.036 .56 3`) 0.831 0.831 0.831 0.831 0.831 0.831 0.048 0.563 0.866 1.11 1.11 1.11 1.11 1.11 - #10 0.190 0.060 0.563 0.866 1.21 1.39 1.39 1.39 1.39 _ 0.075 0.563 0.866 1.21 1.69 1.73 1.73 1.73 I 0.090 0.563 0.866 1.21 1.69 2.08 2.08 2.08 0.105 0.563 0.866 1.21 1.69 2.08 2.42 2.42 I 0.135 0.563 0.866 1.21 1.69 2.08 2.42 3.12 0.036 0.600 0.928 0.945 0.945 0.945 0.945 0.945 0.048 0.600 0.924 1.26 1.26 1.26 1.26 1.26 I #12 0.216 0.060 0.600 0.924 1.29 1.57 1.57 1.57 1.57 0.075 0.600 0.924 1.29 1.80 1.97 1.97 1.97 0.090 0.600 0.924 1.29 1.80 2.36 2.36 2.36 0.105 0.600 0.924 1.29 1.80 2.36 2.76 2.76 I 0.135 0.600 0.924 1.29 1.80 2.36 2.76 3.54 0.036 0.645 1.02 1.09 1.09 1.09 1.09 1.09 0.048 0.645 0.994 1.40 1.46 1.46 1.46 1.46 I 1/4 in. 0.250 0.060 0.075 0.645 0.994 1.39 1.82 1.82 1.82 1.82 0.645 0.994 1.39 1.94 2.28 2.28 2.28 0.090 0.645 0.994 1.39 1.94 2.55 2.73 2.73 I 0.105 0.135 0.645 0.994 1.39 1.94 2.55 3.19 3.19 0.645 0.994 1.39 1.94 2.55 3.19 4.10 Note: Design Strengths are: I ASD: P / 0 LRFD: SP„ 1 I III Precision Structural Engineering, Inc. Medford Office ,g 11- P , 0 ei - De/97 250-A Main Street • Klamath Falls, OR 97801 838 Mason lAtsy (off Sage Road) • Medford,OR 97501 :,.:.. Tel. (541) 850-6.3013 • FAX (541) 850-8233 Tel. (541) 858-8500 p om • Ema eigstructure1.com www.structure1.cil: s vs .,*--• J r : , ..-.21-1A...:111,11*,x,c-,:•.:,.-1,,:1-,..t.....:1?,,,,,1:,,,r,,,,,,,,,,,,.3,..;,,--,-. _:,="i; PROJECT NO. r I 2 t.,,, * 4 SHEET .2- ° OF ,,, -- PROJECT NAME hay° 1 '?..: ) , ''..1,../... r '-. ?•!,..-. DESIGNED BY ' 1 '.--.- !). V tt I DATE ,! ..1 ; !! ; 4., ...44, i t, --/ i ...,. ..„. SUBJECT -:. 1 eVr...KL • f CA.C.1 CHECKED BY DATE i i i • • I li ...1 i 1 4 - ' I •• 11 1,T1 l' [I : 1 1 • 7-1 1 1 : I [ : ' I . 1 I I I : • - 1 . T : i I •: I [ t , , • t t , . t . : : . : I. .4 i I I t, ; 1. : -..4....,-1: i- ---1.. i ,... .-4.- -..i- ..4 , i .... 1 - : ....,. ! 4 . .-.. q. , >,:. 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