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Q U O ° a0. o[ LL / \ J Z a LL _ °' a OeAv, j0 � � ° w W O � c — o Fes- o o >° a r`ni lit ` v� � c uCIS � Z O N N C JN +r C t 0Q p N Q a C p p a) 0 ca � U � �L �❑ ❑ ❑ ❑ N ❑ ❑ ❑ ❑ ❑ ❑ ❑ C I T1f OF ARI— I MU-rUM CMMV _rFRUCT I ON FPERM I T F=NERM I T NO- = 02-5�30 Owner: NEWMANS FOODS 19227 62ND AVE HE ARLIHTON 98223 Value of Work: $5, 000. 00 Tax ID: 153105-4-012-0009 Phone: 360. 435. 2100 Describe Work: INSTALL TEMP WALLS RELOCATE DUE TO FIRE Proposed Use: FOOD PREP Legal Description: Job Address: 19227 62ND AVE HE Contractor's Name Type Address License# SIR CONSTRUCTION GEN 11630 SLATEY AVE SIRCO*0660T TOTALS Fee Permit Fee $0. 00 Plan Fee $0. 00 _ SIGNATURE: Bey 7 TOTAL FEE. . . . . . . . . . . . . . . . . 90.00 I HEREBY CERTIFY AT I HAVE READ AND EXAMINED THIS APPLICATION AND PAYMENTS. . . . . . . . . . . . . . . . . . $0.00 &MH.E SAME TO BE TRUE AND COR- PROVISI HS OF LAWS AND TOTAL DUE. . . . . . . . . . . . . . . . . $0. 00 E GOVE IN THIS TYPE OF L C LI D WITH WHETHER D E O NOT. DATE RECEIPT � --. .I L - �u V1 tJ T i]N I J�1 A �C� •Y-Y" I � T I MF1 CI VIO I TC7U TE314C7C3 61F-- c --��"L9 a _"tA T I MSS -ICI ESS6e NOTNIJRA 314 3VA UHS:1 CSSel 2GO09 2HAMW3M :zenMO f c,riq E-,OOCv-S119- p,-c:WIE.Z! :r3I :•ssT (M .8N6) .Zc^ :A70V 30 sulsV j :3AI'3 C►T 3UU ::JTAJO.J3H 2JJAW gM:3T JJATal4f :A-ioW sdi-ios9a a30q (10(39 :SaU besogozq :no!Igi-rowsG lopeJ :3N 3VA GMscl 'Sel :esezbbA doL #ssneaiJ us-azbbA egVT smom 84zOf3ez3no0 TOc1r30�►OJRi�3 3VA Y3TAJ2 80ali K30 140IT,DU9T2KO;J RIP- g9q 2JATOT (90 .GO 994 timzeq 00 .B* 993 nslq :HRUTAK012 QA30 ;JVAH I TART Y--IIT',,CAD Y8:3S13H J s8 .s2 . . . . . . . . . . . . . . . . .33.4 JATOT QMA NOITA:IIJ9qA c^IH'r (13HIMAX3 '314A -000 UHA :3URT :38 OT 3MA2 :3HT WORM 88 .8:s 2TM3MYAq (1NA 2WA.J 90 2JAU12IVOR9 J.JA; T03R 9Ci 3RYT 2IHT ONIN93VOO ?3J14A14PJ;40 88 .80 . . . . . . . . . . . . . . . . .3U© JATOT S13H'T3HW HTIW a31J9MOn M JJIV XIIOW .TUN Rai '1QMUH CM IZ)3`1r= • # T9I3U:3f1 3TAd JA�'IOI'�'� 7f►1?d.I7iltt NOV-01-2002 12:08 FROM: TO:3604357 P.002/006 CITY OF ARLINGTON CONSTRUCTION PERMIT ❑ COMBINATION P( BUILDING MECMANICAL ///�� PLUMBING ❑ SIGN PERMIT NO.d� 'S*2D owNlk � IUY Ito fNO4 wA LAU LS ne AgCI11TlCT OR UESZI,N.I�k MAII..�)U0.(.SS CITY KIP PRONE N IE-AL t`7�NT MALL ADDRESS CITY LIP n[ONE i LICkNST hiule.ILtroD 018 "�.. � ,"tso iI � Ssezz bkgaa.,T ULWANICAL CVNTRACTOR MAIL ADDRESS CITY LP PIf0N[ LICENSE F I 1.1, 64NM&IS r3;-SF"".1 UMBIF/UCDNTRAC70R MAILAWRESS CItY LIP PIKY$ LICENSE/ I Rokmiam 1511 !A^k al s-T! C ASSoF woRK ❑NEW ❑AUDITION Al TERATION ❑REPAIR ❑DEMOLI I ION ❑BUILDING RELOCATION i1MIION OI WORK O ►1sZprll._ � t� ka2 wlr ,.s To a -l,a htE tea t s C 1-s 01%CRIM MIRK PR�VPVS`IDU� l0/, DnINI': i I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICM TION AND KNOW THE SAME TO BE TRUE AND CORRECT ALL PROVI-: LLL-%LULXRIPIIUHOI PR LKTY(SHC044LLQW Olt AT TACH POUR CUPIESI SIONS Of LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK LUI BLUI:k or WILL BE COMPLIED WITH WHETHER SPECIFIED HERIN OR NOT.THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR TAX ID NUMBER LOCAL LAW REGULATING CONSTRUCTION OF THE PERFORMANCE OF. CONSTRUCTION.PERMIT EXPIRES 1 YEAR FROM DATE OF ISSUANCE, SKAATUIIE Of CONTRACTOR OR AUTHORIZED AGENT OATf 1og A -T (f1 n De- x <OFFICE USC ONLY)', I MECHANICAL PLUMBING NO. TYPE OF FIXTURE I FEE NO. TYPE OF EQUIPMENT •� FEE WATER CLOSET[TOILET) AIH CONO.UNITS-H.P.EA. -.-.- UA IIIIUS I RCf kIGLRATION UNI IS-H P,EA- LAVAIORY(W'ASII UA51N1 BOILERS-N.P.EA SIIOW'Lk GAS FIRED A UNITS -TONNAGE EA, KI ICIILN SINK-6 DISP. I FORCED AIR SYSTEMS-0 T.U. MEA UISHWASIIER . I WAIL HEATk RS-B T.U. M LAUNURY IRAY I UNIT IIEAfEKS-B.T.U. M I CLUIIILSWAS-HER I EVAPVRAIIVECOOLFRS } WA I ER t1EATLN CLOTHES URYERS URINAL VLNYILATICN FAN I OkINKING FUUNIAIN kANGE HOQDCOMMERCIAL I LOOK UKAIN AIR HANOLIN(i UNIT CPM VACUUM BREAKERS STOVE RUUI UkAINS RAINLLAUERS METAL FIREPLACL A CIIIMNCY �► SINK(Sf kVtCL-BAk,ETC.) WATER Hf ATER r )GAS PIPING I ^' —SUIT TOTAL 1 SUBTOTAL 1 PERMIT 1 PERMIT 1 TOTAL FEE 11 TOTAL FEE 1 SIDL YARD SL IUM.K SIRLLI SLIUACK REAR YARD ETB"K P►ANCIIECKNUMBLR PLANCHECK fCC FEC RECEIPT MO. r LAC fuNE LOT AREA VJIi4A' ]YES [7]NO FEES VALUATION TYPE UI CONSI OCCUPANCY GkUUP NO,OF OTYE ING UNH3 PLANCH I. I AL met tH BLU4- No.or STORILSI iMA1L OCCL AD BUILDING 1 ; PLUMBING L IRE SPR INK'ERSREOUIRH) U y DYES NO MECHANICAL!"�• STATE RLDG.CODE /1 COMMENTS I i ' ENERGY CODE SUROIARGE PENALTY U.B.C. \ / 86.3DT(q N V 01 2002 WAIT ITiSEINERFEES TOTAL CI FAR ING ON P E TUI ITYALIDATION WMEN PROPERLY VALIDATED IINTHIS SPACE)YMIS IS YOUR rfl'a RECOPY PAID (;RE- - BY [ - ---- } cc:ASSESSOR,APPLICANT.TRCA I PE0.SLOG DEPT. RURp ca OFE1c-L OATS II I�i RECORDS COPY --- � I I NOU-01-2002 12:08 FROM: TO:3(�')53906 P.001/006 1� e-� � FAX Transmittal DATE: //-/- FROM Chuck Williams CWA Consultants 22421 NE 20th Street Sammamish, WA 98074 RECEIVED Phone (425) 836-2833 Fax# (425) 836-3707 NOV 01 2002 CITY OF AR•LINGTON FAX # No. Pages ell (include cover sheet) Message r c..r 5 s Pam" aJ vc�. cwD 1. 1 �. I� NOV-01-2002 12:08 FROM: TO:3F �53906 P.003/006 FROM : IN&JI�FUV FOSS INC PHD* NO, 13604352257 Oct. 31 2002 02:10PM P2 II i i MGM L D G'CRI PT 1 ON j LEAST T ACT 11 AR 'iNGTON AIRPORT INDUSTRIAL TRACT$ i i I That po ti<,n of the Southeast Towrashi 31 1Vo th. I anise 5 E Quaxtrax� of Section ] 5, East of the �ii-1140mette Mexidi&n, �escriL� d as f llok : Commencing at the Southwest corner of Saj,d su; divisi ni: t enoe N 40 00' 06" W, along the West lane o31 satid s bdiv' ion, a distannce of 1380. 59 feet; thence ; 85° 0 6a' t at distance of 5.00 feet to the point df �.nta tctio of he North margin of a 70-foot wide road "I th th;� East axg#. of $ 60-foot wide road; thence distanc.tinc g N $ "! 07' 34" E, aloUr said North margin, a distance'' of 68 .79 f et; thence N 4" 00' 06" W a distance 852,8 feet to t ' True Point of Beginning; thence C.Ontin4 g N 4 00, 6" W a distance of 150.04 feet to a Point vn the S uth m rgin of a 90-foot wide road; thence S- 6,70 38' 1" W, alOnglse,id South margin, a distance of 166.85 feet; i hence S 4" 0' 06" E a distance of 97.55 feet; thence 85° 69, 54" 2 a distance of 158. 17 feet the True P,axnt o B gxnni g. 06ntaining 0.45 acres, more or lose. SIIBJECI' I b an Ralemelit far utilitie 1 acroaa AM th�ro gh t 'e North 10.00 feet. the sEast e10 .00 dfeet, the Souk 10.00 feet and the Nest 10.00 feet of the above describes tract ' I ! t • I t 71-276 8-2i-87 CHL-LS i I � �--� i b C I TY OF ARL. I MCGTON C M N S T R U C T I C3 M P E R M I T PE RM I T r40 _ n 02-5237 Owner: NEWMANS FOODS 19227 62ND AVE NE ARLINTON 98223 Value of Work: $80, 000. 00 Tax ID: 153105-4-012-0009 Phone: 360. 435. 2100 Describe Work: REBUILD EXISTING STRUCTURE LOSS DUE TO FIRE Proposed Use: BAKERY Legal Description: Job Address: 19227 62ND AVE NE Contractor's Name Type Address LicenseO DKS INC GEN 12128 CYRUS WAY DKSIN**iBOCW TOTALS Fee Permit Fee $0. 00 Plan Fee $0. 00 SIGNATURE: � . C�' �& �, TOTAL FEE. . . . . . . . . . . . . . . . . $0.00 I H EBY CERTIF THAT I HAVE READ AN XAMINED TH S APPLICATION AND PAYMENTS. . . . . . . . . . . . . . . . . . $0.60 KN W HE SAME TO BE TRUE AND COR- RE T LL ROVISIO OF LAWS AND TOTAL DUE. . . . . . . . . . . . . . . . . $0.00 0 IN NC GO RN G THIS TYPE OF W K IL k MP ED WITH WHETHER S C Tt N NOT. DATE RECEIPT #� -- - l I� � ✓�1�� - - - — DIM I A ES.S.fiE' HOTHIJHA 314 S V A UNS,cl :.b OI a(3009 2NAMW3H :'I9nr0 :al x6T 4r0 .000 .0$c :it-low 3o gutsy aPI9 OT 3UQ 220J 3HUTaUHT2 OMIT2IX3 aJIU83H :A7oW 9di-ioesa YH3MA8 :gnU bg80gox9 :noj1Jgl7Oaga ISPSJ 314 3VA UNSd :sa9zbbA doL IgsagoiJ ss9-=bbA sgyT -amom 0,zo.t08zlnoo W:)��t�t* 'NT2MCi YAW 2UAY0 BStSt 143D OHI 2MQ 9.34 2JATOT 00 .08 993 JIM199 00 .192 999 n619 :3HUTAMaI2 PIA3H 3VAH I TAHT Y9ITH30 Y8393H I 96 .90 . . . . . . . . . . . . . . . . .33.4 JATOT UNA NOITA'0TJ99A GIHT (]314IMAX.3 UMA -HOJ ONA : UHT 38 UT 3MA2 3HT WONM 99 .98 . . . . . . . . . . . . . . . . . .2TM3MYA9 (INA 2WAJ 90 EM0I2IVOR9 JJA T;Gfl AO 39YT 2IHT ONINA3Y00 ?JOHANiago 99 .90 . . . . . . . . . . . . . . . . .3Ua JATOT H3HT311W HTIW a3,TJ9MO0 38 iJJIW M� Q W .TON AO 14f3f13F1 ';03I910 ,92 T9?:30 A 3TAQ a'70 i)M IQ.I uff NOU-01-?002 12:08 FROM: TO:3604353906 P.004/006 OFFICE COPY It E 4i r $fLAM ! rr i� i j r � l i i I 1 I Q b W 4 3 i 700 It m w,o 11 Lo JrT �9 t3ov�, f�' I L✓�f>C S 3 v _ 0TY (OF i BUILDING D 'AA7N 1340M SG/�6ntAf` / ov D rE llz-- _ j L-By 1 NO CHANGE AUTI-IC, 1 D UNLESS APF ^D BUILDING IN,,P�:-( T Zi } 3 ' TVA SUTRA` 7?(] VOR ` NOV-01-�,002 12:06 FROM: T0:3604353906 P.005'006 vu - r XIF ly � f V� Ld J. W, CA 1 ""WWI I 1 -04A � r 49 NOV-01-2002 12:08 FROM: TO:3604353906 P.006/006 Ik to �1 T 0 C.. :f 3 �`` 'Z�►4 Q��Qom. '� .,. T. o, -. i� r. ^ ~ � -� Jot no. 3066 _ . Building Configuration � Building Length = 300.00 it. Building width = 80.00 ft. ��I�� Bay Spacing = 25.00 ft. o"~~ — Span Width (s) (ft. ) ~ 80'00 �� Column Base Elevations (ft. ) = 0'00 0.00 ��, � " �ww� Left Have Height = 18'00 it. �� V� Left CoIamn Slope � 0'00/12 r K�� 0�«»^�^~ Left Rafter Slope = 1.00/12 - Right Rafter Slope = -1 .00/12 Right Column Slope = 0'00/12 Right Eave Height = 18.00 it. Special Framing : LOW OFFICE @ LINE B Design Loads : Dead Load = 5.00 psi + Frame Weight Live Load = 25.00 psf Wind Left = 11.90 psi Auxiliary = BRACE FORCE LEFT Auxiliary = LOW RAFTER Auxiliary = LOW RAFTER Seismic = Zone 3 Material Specifications � Flange Plate Yield Strength = 42.00 ksi Web Plate Yield Strength = 42.00 ksi Rolled Shape Yield Strength = 42.00 ksi Cold-Formed Yield Strength = 55.00 ksi Primary Framing Fasteners = A325 bolts Secondary Framing Fasteners = A307 bolts | Recommended Anchor Bclts = A307 bolts Recommended Reinforcing = 40.00 ksi Recommended Concrete = 3000 psi Allowable Soil Bearing = 1000 Psf Allowable Lateral Bearing = 100 psf/ft Allowable Sliding Resistance = 0.00 coef. / u,tr � %~11 1�� ; �mv 0N/�\/ 0 � ��M� V�u V U V ��uu� .� _; I I I ^ , PAGE 3.0 WIND DESIGN CALCULATIONS BASED ON 1985 U.B.C. REQUIREMENTS: ' U.B.C.-SECTION 2311 (A-H) & TABLES AS REQUIRED INPUT DATA: WIND SPEED = 90.00 mph EXPOSURE FACTOR = B EAVE HEIGHT = 18. 00 ft. ' OCCUPANCY FACTOR = 1.00 CLOSED - BUILDING RIGID FRAME DYNAMIC WIND PRESSURE = (CeQsI) = 11.47 psf SEE HAND CALC. S FOR WIND PRESSURE; P=CeQsCqI END WALL DYNAMIC WIND PRESSURE = (CeQsI) = 11.47 psf SEE HAND CALC. S FOR WIND PRESSURE; P=CeQsCqI PURLIN UPLIFT DYNAMIC WIND PRESSURE =(CeQsI) = 11.47 psf SEE HAND CALC. S FOR WIND PRESSURE; P=CeQsCqI ********** GIRT DESIGN AT 0-20 FT. HT. ZONE , P~13.76 psf / P=12.62 psf GIRTS-ft. 6Z16 8Z16 BZ14 8Z12 10Z14 10Z12 LOADING CRITERIA ------------------------------------------------------------------------------------------- 20.00 5.73 12.56 15.72 21.58 29,29 40.73 DEFLECTION. 6.82 10.601 14.23 20. 14 20. 14 30.37 BENDING. ------------------------------------------------------------------------------------------- 25.00 2.93 8'05 11'05 15'00 20.85 DEFLECTION. 4.37 6.79 9. 11 12,89 12.89 19.44 BENDING' ------------------------------------------------------------------------------------------- aIlowable bending stress increased 33 1/3% for wind ] oad;allowable deflection = 1/100 iA<11 94n / . �� - , ��.�� MAX | i I ^ , J3066APD � � Purlin Analysis for : 'J3066APD Load Case no. 1 : total load = 30 psf Member no. 1 : BZ14 Purlin : Length = 24. 08 ft. X = 0. 000 4t Mom. = -0. 013 kip ft Shr. = 0. 284 kip X = 1 . 000 ft Mom. = 0. 256 kip ft Shr. = 0. 254 kip X = 1 . 333 it Mom. = 0. 339 kip ft Shr . = 0. 244 kip X = 9. 453 ft Mom. = 1 . 328 kip ft Shr. = 0. 000 kip X = 22. 747 4t Mom. = -1 . 323 kip ft Shr . = -0. 399 kip X = 23. 080 ft Mom. = -1 . 458 kip ft Shr. = -0. 409 kip X = 24. 080 ft Mom. = -1 . 881 kip ft Shr. = -0. 439 kip Maximum Spacing for 00 in. total lap is 3. 530 it . Combined Shear and Beading Controls Moment = -6. 642 kip ft : Shear = -1 . 549 kip Maximum Spacing for 24 in. total lap is 4. 440 ft. Combined Shear and Bending Controls Moment = -6. 471 kip ft : Shear = -1 . 815 kip Maximum Spacing for 32 in. total lap is 4. 830 ft. Combined Shear and Bending Controls Moment = -6. 390 kip ft : Shear = -1 . 926 kip Maximum Unit Deflection = -0' 341 in. : at X = 10. 57 ft. Member no. 2 : 8Z14 Purlin : Length = 25 it. X = 0. 000 ft Mom. = -! . Be! kip ft Shr . = 0. 391 kip X = 1 . 000 ft Mom. = -1 . 505 kip ft Shr. = 0. 361 kip X = 1 . 333 ft Mom. = -1 . 386 kip ft Shr . = 0. 351 kip X = 13. 039 ft Mom. = 0. 669 kip ft Shr. = 0. 000 kip X = 23. 667 ft Mom. = -1 . 025 kip ft Shr. = -0. 319 kip X = 24. 000 ft Mom. = -1 . 133 kip ft Shr. = -0. 329 kip X = 25. 000 ft Mom. = -1 . 477 kip ft Shr. = -0. 359 kip Maximum Spacing for 00 in. total lap is 3. 575 ft . Combined Shear and Bending Controls Moment = -6. 725 kip ft : Shear = 1 . 398 kip Maximum Spacing for 24 in. total lap is 4. 397 it ., Combined Shear and Bending Control si. Moment = ^6. 619 kip ft Shear = 1 . 5B8 kip Maximum Spacing for 32 in. total lap is 4. 740 TV Combined Shear and Bending Controls Moment = -6. 572 kip ft : Shear = 1 . 665 kip Maximum Unit Deflection = -0. 115 in. : at X = 13. 13 ft. i �� , �� ~ " J3066APD 2 , ' Member no. 3 : 8Z14 Purlin : Length = 25 ft. X = 0. 000 ft Mom. = -1 . 477 kip it Shr . = 0. 371 kip . X = 1 . 000 ft Mom. = -1 . 121 kip ft Shr . = 0. 341 kip � X = 1 . 333 ft Mom. = -1 . 010 kip ft Shr . = 0. 331 kip X = 12. 356 ft Mom. = 0. 813 kip it Shr. = 0. 000 kip X = 23. 667 ft Mom. = -1 . 106 kip ft Shr. = -0. 339 kip X = 24. 000 ft Mom. = -1 . 221 kip ft Shr. = -0. 349 kip X = 25. 000 ft Mom. = -1 . 585 kip ft Shr. = -0. 379 kip Maximum Spacing for 00 in . total lap is 4 . 176 ft. Combined Shear and Bending Controls Moment = -6. 621 kip ft : Shear = -1 . 584 kip Maximum Spacing for 24 in. total lap is 5. 282 ft . Combined Shear and Bending Controls Moment = -6. 450 kip ft : Shear = -1 . 845 kip Maximum Spacing for 32 in . total lap is 5. 758 ft ' Combined Shear and Bending Controls Moment = -6. 370 kip ft : Shear = -1 . 954 kip Maximum Unit Deflection = -0. 176 in. : at X = 12. 36 ft. Member no. 4 : 8Z14 Purlin : Length "= 25 ft. X = 0. 000 ft Mom. = -1 . 585 kip ft Shr . = 0. 376 kip X = 1 . 000 ft Mom. = -1 ' 224 kip ft Shr' = 0. 346 kip X = 1 . 333 ft Mom. = -1 . 111 kip ft Shr . = 0. 336 kip X = 12. 539 ft Mom. = 0. 773 kip ft Shr. = -0. 000 kip X = 23. 667 ft Mom. = -1 . 085 kip ft Shr. = -0. 334 kip X = 24. 000 ft Mom. = -1 . 197 kip ft Shr . = -0. 344 kip X = 25' 000 ft Mom. = -1 . 556 kip ft Shr . = -0. 374 kip Maximum Spacing for 00 in. total lap is 4. 181 ft . Combined Shear and Bending Controls Moment = -6. 628 kip ft : Shear = 1 . 573 kip Maximum Spacing for 24 in. total lap is 5. 279 ft. Combined Shear and Bending Controls Moment = -6. 463 kip ft : Shear = 1 ' 827 kip Maximum Spacing for 32 in. total lap is 5. 750 ft. Combined Shear and Bending Controls Moment = -6. 386 kip ft : Shear = 1 . 933 kip Maximum Unit Deflection = -0. 159 in. : at X = 12. 54 ft. :. �I� I ^ , J306��D 3 Member no. 5 : 804 PurIin : Length = 25 ft. X = 0. 000 ft Mom. = -1 . 556 kip ft Shr. = 0. 375 kip � X = 1 . 000 ft Mom. = -1 . 197 kip ft Shr . = 0. 345 kip X = 1 . 333 ft Mom. = -1 . 083 kip it Shr. = 0. 335 kip X = 12. 489 ft Mom. = 0. 783 kip ft Shr . = 0. 000 kip X = 23. 667 ft Mom. = -1 . 091 kip ft Shr . = -0. 335 X = 24. 000 ft Mom. = -1 . 204 kip ft Shr. = -0. 345 kip X = 25. 000 it Mom. = - 1 . 564 kip it Shr. = -0. 375 kip Maximum Spacing for 00 in. total lap is 4. 231 ft . Combined Shear and Bending Controls Moment = -6. 619 kip ft : Shear = -1 . 5BB kip Maximum Spacing for 24 in. total lap is 5. 355 ft . Combined Shear and Bending Controls Moment = -6. 447 kip ft : Shear = -1 . 849 kip Maximum Spacing for 32 in . total lap is 5. 838 ft. ' Combined Shear and Bending Controls Moment = -6. 367 kip it : Shear = -1 . 958 kip Maximum Unit Deflection * -0. 163 in. : at X = 12. 49 ft. Member no. 6 : BZ14 Purlin : Length = 25 ft. X = 0. 000 ft Mom. = -1 . 564 kip ft Shr. = 0. 375 kip X = 1 . 000 ft Mom. = -1 . 204 kip ft Shr. = 0. 345 kip X = 1 . 333 ft Mom. = -1 . 091 kip ft Shr. = 0. 335 kip X = 12. 504 ft Mom. = 0. 781 kip ft Shr. = -0. 000 kip X = 23. 667 ft Mom. = -1 . 088 kip ft Shr. = -0. 335 kip X = 24. 000 ft Mom. = -1 . 202 kip ft Shr. = -0. 345 kip X = 25. 000 ft Mom. = -1 . 562 kip ft Shr . = -0. 375 kip Maximum Spacing for 00 in . total lap is 4. 232 ft. Combined Shear and Bending Controls Moment = -6. 6�19 kip ft : Shear = 1 . 587 kip Maximum Spacing for 24 in. total lap is 5. 355 ft. Combined Shear and Bending Controls Moment = -6. 448 kip ft : Shear = 1 . 848 kip Maximum Spacing for 32 in. total lap is 5. 83B ft. Combined Shear and Bending Controls Moment = -6. 368 kip ft : Shear = 1 . 956 - kip Maximum Unit Deflection = -0. 162 in. : at X = 12. 50 it., �I� �� I 1 J3066APD 4 , ^. Member no. 7 : 8Z14 Purlin : Length = 25 ft. X = 0. 000 ft Mom. =: -1 . 562 kip ft Shr. = 0. 375 kip . X = 1 . 000 ft Mom. = -1 . 202 kip ft Shr. = 0. 345 kip X = 1 . 333 ft Mom. = -1 . 088 kip ft Shr . = 0. 335 kip X = 12. 496 ft Mom. = 0. 781 kip ft Shr . = 0. 000 kip X = 23. 667 ft Mom. = -1 . 091 kip ft Shr. = -O. 335 kip X = 24. 000 it Mom. = -1 . 204 kip ft Shr. = -0. 345 kip X = 25. 000 ft Mom. = -1 . 564 kip it Shr. = -0. 375 kip Maximum Spacing for 00 in. total lap is 4. 232 ft . Combined Shear and Bending Controls Moment = -6. 619 kip ft : Shear = -1 . 587 kip Maximum Spacing for 24 in. total lap is 5. 355 it ., Combined Shear and Bending Controls Moment = -6. 448 kip ft : Shear = -1 . 848 kip Maximum Spacing for 32 in. total lap is 5. 838 ft. Combined Shear and Bending Controls Moment = -6. 368 kip ft r Shear = -1 . 956 kip Maximum Unit Deflection = -0. 162 in. : at X = 12. 50 ft. Member no. 8 : 8Z14 Purlin : Length = 25 ft. X = 0. 000 ft Mom. = -1 . 564 kip ft Shr. = 0. 375 kip X = 1 . 000 ft Mom. = -1 . 204 kip ft Shr. = 0. 345 kip X = 1 . 333 ft Mom. = -1 . 091 kip ft Shr. = 0. 335 kip X = 12. 511 it Mom. = 0. 783 kip ft Shr . = -0. 000 kip X = 23. 667 it Mom. = -1 . 083 kip ft Shr. = -0. 335 kip X = 24. 000 ft Mom. = -1 . 197 kip ft Shr . = -0. 345 kip X = 25. 000 it Mom. = -1 . 556 kip ft Shr. = -0. 375 kip Maximum Spacing for 00 in. total lap is 4. 231 ft. Combined Shear and Bending Controls Moment = -6. 619 kip ft m Shear = 1 . 588 kip Maximum Spacing for 24 in. total lap is 5' 355 it . Combined Shear and Bending Controls Moment = -6. 447 kip ft : Shear = 1 . 849 kip | Maximum Spacing for 32 in. total lap is 5. 838 ft. Combined Shear and Bending Controls Moment = -6. 367 kip ft : Shear = 1 . 958 kip Maximum Unit Deflection - -0. 163 in. : at X = 12. 51 it. i ^ ' J3066AFD 5 Member no. 9 : SZ14 Purlin : Length = 25 ft . X = 0. 000 ft Mom. = -1 . 556 kip ft Shr. = 0' 374 kip X = 1 . 000 it Mom. = -1 . 197 kip ft Shr. = 0. 344 kip X = 1 . 333 ft Mom. = -1 . 085 kip ft Shr. = 0. 334 kip X = 12. 461 ft Mom. = 0. 773 kip it Shr . = 0. 000 kip X = 23. 667 ft Mom. = -1 . 111 kip ft Shr. = -0. 336 kip X = 24. 000 ft Mom. = -1 . 224 kip ft Shr. = -0. 346 kfp X = 25. 000 it Mom. = -1 - 585 kip ft Shr ' = -0. 376 41p Maximum Spacing for 00 in . tota] lap is 4. 181 it. Combined Shear and Bending ControA.-, � Moment = -6. 628 kip ft : Shear = -1 . 573 kip Maximum Spacing for 24 in. total lap is 5. 279 ft. Combined Shear and Bending Controls Moment = -6. 463 kip ft : Shear = -1 . 827 kip Maximum Spacing for 32 in. total lap is 5. 750 ft. Combined Shear and Bending Controls Moment = -6. 386 kip ft : Shear = -1 . 933 kip Maximum Unit Deflection = -0. 159 in. : at X = 12. 46 ft. Member no. 10 : 8Z14 Purlin : Length = 25 ft . X = 0. 000 ft Mom. = -1 . 585 kip ft Shr. = 0. 379 kip X = 1 . 000 ft Mom. = -1 . 221 kip ft Shr. = 0. 349 kip X = 1 . 333 ft Mom. = -1 . 106 kip ft Shr . = 0. 339 kip X = 12. 644 ft Mom. = 0. 813 kip ft Shr. = -0. 000 kip X = 23. 667 ft Mom. = -1 . 010 kip ft Shr . = -0. 331 kip X = 14. 000 ft Mom. = -1 . 121 kip ft Shr . = -0. 341 kip X = 25. 000 ft Mom. = -1 . 477 kip ft Shr. = -0. 371 kip Maximum Spacing for 00 in. total lap is 4. 176 ft . Combined Shear and Bending Controls Moment = -6. 621 kip ft : Shear = 1 . 584 kip Maximum Spacing for 24 in . total lap is 5. 282 ft. Combined Shear and Bending Controls Moment = -6. 450 kip ft : Shear = 1 . 845 kip | Maximum Spacing for 32 in. total lap is 5. 758 ft. Combined Shear and Bending Controls Moment = -6. 370 kip ft x Shear = 1 . 954 kip Maximum Unit Def ] ection = -0. 176 in. : at X = 12. 64 ft . , :. {I I I ^ J3066A�D � ~ Member no. 11 : BZ14 Purlin : Length = 2� ft. X = 0. 00D ft Mom. = -1 . 477 kip ft Shr . = 0. 359 kip X = 1 . 000 ft Mom. = -1 . 133 kip ft Shr. = 0. 329 kip -^1 . 025 kip ft Shr . = 0. 319 kip X = 11 . 961 ft Mom. = 0. 669 kzp ft Sh�. = -0. 000 kip X = 23. 667 ft Mom. = -1 . 386 kip ft Shr. = -0. 351 kip X = 24. 00O ft Mom. = -1 . 505 kip ft Shr. = -0. 361 kip X = 25. 000 ft Mom. . 881 kip ft Shr . = -0. 391 Maximum Spacing for 00 in . total lap ls 3. 575 ft. . Combined Shear and Bendi CD; trols Moment = -6. 725 kip -1 . 39B kip Maximum Spacing for 24 in. total lap is 4. 397 ft. Combined Shear and Bending Co�trols �oment = -6. 619 kip ft : Shear = -1 . 588 kip M�ximum Spacing for 32 in . totaI lap i� 4. 740 ft' Combined Shear and Bending ControIs Moment = -6. 572Shear = -1 . 665 kip Maximum Unit Deflection = -O. 115 in . : at X = 11 . B7 ft. Member no. 12 � BZ14 PurIin : Length 24. 0B ft. X = 0. 000 ft Mom. = -1 . 881 kip0. 439 ki0 X = 1 . 000 f� Mom. = -1 . 458 kip ft Shr. = O. 409 kip X = 1 . 333 f� Mom. = -1 . 323 kip ft Shr. = 0. 399 kip X = 1Li . 627 ft Mom. = 1 . 326 kip ft Shr. = -0. 000 kip X = 22. 747 ft Mom. = 0. 339 kip ft Shr . = -O. 244 ki� X = 23- 0B0 ft Mom. = 0. 256 kip ft Shr . = -0. 254 kip X = 24. 080 ft Mom. = -0. 013 kip ftkip Maximum Spacing for 00 in . total lap is 3. 530 ft . Combined Shear and Bending Controls Moment = -6. 642 kip ft : Shear = 1 . 549 kip Maximum Spacing for 24 in . total lap is 4. 440 ft. Combined Bhear and Bending Controls �oment = -6. 471 kip ft : Shear = 1 . 815 Maximum Spacing for 32 in. total lap is 4. 830 ft. Combined Shear and Bending Controls Moment = -6. 390 kip ft Shear = 1 . 926 kip Maximum �nit Def�ection = -0. 341 in. : at X = 13. 51 ft . BZ14 32 1G 4. 703801 B275. 76 - / / <: .� I I t � i l� = 7. 0 = 20 Ps F GS= I r,-? 7.0'/20 PsF) = 5 �✓ �G o 2 x-1,o' = i L - o «a aoa NNN NNN NN N NOU lV P^ - n�N I o P5� << Igo PSF Z I(v PSF ,IL T t�f:o' I :� ' ° .. Pur] in Analysis for � ty3��fv �ember �a�a : Mem. Al Leng�h Mo. End Condi��o� nu. �ype (�t) Start Er�d Start �r.d � 1�Z14 O. 9Z � 2 5u��ort �ree 2 �0Z14 4. 08 2 3 �ree ��ree 4 1 ('Z14 4. �� 4 5 Free F�ee 5 J �Z14 5. 08 5 6 Free �' e� � 10Z14 5.. 67 8 � Free Support --__ _ _-_---__------_--_='�-_ .-_----_ -_ | i �� ^ ' Loatiny for : J3066 -------------------------------------~---------------------- Member Dead Loads Load Member no. 1 : -0' 01 kif to -0' 05 UT Load Member no. 2 x -0. 23 klf to -OAS kIf Load Member nm' 3 : -0. 18 Of to -0. 12 klf Load Member no. 4 ; -0. 12 klf W -0. 06 kIf Load Member no. 5 : -3. 06 klf to -0. 06 kIf Load Member no. 8 : -0. % kIf to -0. 06 klf ____________________________________________________________ ' i I ^ J3066BpD 3 Stress Resultants for : J3066 ____~_____-________________ _________________ Mem. Point Member Forces Contro] ling Ratios no. (ft) Shear Bending Shear 0 Web Flange (kip) (kip-ft) Bending Bending _________________-__-_--______-____-____-__-____-____-_______ . 1 0. 00 -1 . 77 -0. 00 0. 25 1 0. 92 -1 . 73 -1 . 61 0. 27 2 0. 00 -1 . 73 -1 . 61 0. 27 2 2. 04 -1 . 28 -4. 67 0. 45 2 4. 08 -0. 87 -6. 85 0. 66 3 0. 00 -0. 67 -6. 85 0. 66 3 2. 50 -0. 44 -8. 48 0. 85 3 5. 00 -0. 09 -9. 12 0. 97 4 0. 00 -0. 09 -9. 12 0. 97 4 0. 69 0. 00^ -9. 15 0. s8 4 4. 92 0. 40 -8. 24 0. 80 5 0. 00 0. 40 -8.24 0. 80 5 2. 54 0. 57 -7. 01 0. 67 5 5. 08 0. 75 -5. 33 0. 51 6 0. 00 0. 75 -5. 33 0. 51 6 2. 84 0. 94 -2. 94 0. 22 6 5. 67 1 . 14 -0. 00 0. 10 --------------------------------------------------------------- . I DisplacamentE and Reactions for a WOQ'-� ------------------------------------------------------------ joi nt- Vert . Disp. Reaction no'. 11 w Ckip) ------------------------------------------------------------ 4. —1 .77 2 —0. 22' —1 A; 5 1 6 A.. 7 ---------------------------------------------------------- An a I ym i S is 1 et ili ~ ^ | * � � * Truss — T Structures Inc. * � � * * 2100 N. Pacific Highway * � * * � * Woodburn, Oregon 97071 * * * . * Phone 503+981-9581 * * * ******************************* FileNme JN6CSD Frame Title 80El88S ' Prepared by CRL 1O/O3/88 Execution Options Analysis Only Number of Anolysis Erles = 1 Reports Generated � L Member Design Date 2. Forces Moments and Stresses 3. Displacements and Reactions Structural Steel � Flange Plate Yield Strength ` 42.00 ksi Web Plate Yield Strength = 42,00 ksi Modulus of Elasticity = 29000 ksi Coef. of Linear Exsponsion = 0.0000065 �1 ,� I ^ so 3V6�3D 2 Load Cae no. \ � DEAL. LOAD ioad All Sections � Memher Self Weight Load Joint oo -0.07 kips Vertical Load Jnint no. ] � -0.0 k-it Moment Load Sec. no. -0.06 klf to -0.06 klf at 90.00 deg. Lo a d Sec. no. 6 : -0.06 klf to -0.06 k8 at 90.00 deo. Load Sec. no. 9 : -0.06 klf to -0.06 klf at 9O.O; deg. ' Load Sec. no. �2 � -O.06 k8 �o -0.06 klf at 9V.V0 deg, Load Joint nc. O � -0.07 kipo Vortical �oad Joint no. 13 � A. k-ft Moment Load Cas no. 2 � LlVE Lul� Jo 32 kip5 Verticd` Load Joint no. � � -0.16 �-ft Moment Loa d e C. no. 3 x -0,.32 klf to at 9S.VO UK. Load Sec. no. 6 : -0.32 klf to -O.J2 klf at 90.(� deg, LClad, Sec. no. 9 deg. �md Sec. no. 12 � -O.32 kH to -0.32 klf at 90.0V deg. Load Jomt no. l 2 kips VErticij Load Joint no. 13 � 0 6 k-ft Moment Loa Case no. 3 : W7h0 LOAD : PRESSURE Load 'a e c. no. f at O.00 de�. Load Sec. no. 5 : 0.19 klf to 0.19 klf at 0.00 deg. Load Sec. no. 8 0.19 klf to 0.19 k\f at 0.00 deg. Load Sec. no. 11 : 0.19 Bf to 0.\9 k\f at 0.00 deg. Load Sec. no. 14 0.12 klf to 0.12 Uf a 0.0O deg. Load ��p no. � � WlND LOAO : S03lON Load Sec. no. 2 -0.08 klf to -0.08 klf at 0.00 deg. Load Sec. no. 5 -0.12 k8 to -V.12 klf at 0.00 deg. Load Sec. no. 8 -0.12 klf to -0.12 klf at 0.00 deg. Load Sec. no. It -0,12 klf�to -0.12 klf at 0.00 deg, I oad Sec. no. 14 -0.08 klf to -0.08 klf at 0.00 deg. Load Case no. 5 WIND LOAD : UPLIFT Load Joint no. I 0.11 kips Vertical Load Joint no. 1 0.05 k-ft Moment Load Sec. no. 3 0.11 klf to 0.11 klf at 90.00 deg, Load Sec. no. 6 0.11 kl{ to 0.0 k}f at 90.00 deg. Sec. no. 9 0.l1 k}f tu V.0 klf at 9O.00 deg. Lo ad Sec. no. D 0.11 k}f to 0.1i klf at 90.00 deg. Load Joint no. }3 O.1I kips Vertical Load Joint no. 3 -0.05 k-ft Moment Load Combinu-ion» � Load Combination no. l . DL + LL + Load Ease no. 1 % 1.00 + Load Case no. 2 y L00 } I 1 1 I ` 8OE�8BSD J3(66:S0 3 Load Combination no. 2 DL + 1/2 LL + NiP t + Load Case no. 1 X 1.90 + Load Case no. 2 1 V.5� + Load Case no, J X 1.0V Load Cnmbination no. 3 � DL + U2 + Lo3�� Case nu. 1 OV + Load Case no. 2 X V.50 + �e� Cae nu. 4 X 1.V0 bar Cnmbination no. DL + t + Load Cae no. + Load Case U. 5 X �V0 ��8�� J3O�6CSJ 4 Member Data � ________________________ _________ |--- lnitial Eod ---|-- Terminal End ---| Sec. Left Flg. Right Flg. Web Sec. �pth 8racin§ Sec. Qt. Jt. Cour. E it. it. Com'. E Lth. Thick Nidth Thick Width Thick lni. Trm. Left Right no. no. type hor. ver, C no. type hor. vnr. C (ft) (in) (io) (in) (in> (in} end end o.c. o.c. hvr (ft) (ft) hvr (ft) <ft> (in) (in) -----------''--------- ---''- --------''------ 2 2 01l 1.00 16.58 F 3 001 1.00 0.00 F 16.58 0.2050 3.94 0.2050 3.94 0.1700 7.B9 7.89 7.50 7.5O 3 1 01\ 1.0O 16.59 F 4 1l1 20.00 18.17 F �9.07 0.2100 3.96 0.20C 3.96 0.1900 9.G7 9.87 5.0V 5.0O 5 5 Oil 2O.00 0 N.�6 F 6 1 20.N 0) .O0 F 18.16 0.2O5 0 Y4 0.D50 J.94 0.17V0 7.89 7.O9 7.5O 7.5O 6 4 111 1 20.00 18.l7 F 7 1U 40.00 19.64 P 20.O7 0.21V0 3.96 0.2100 3.96 O.1�N 9.97 9.87 5.V0 �.00 8 8 Oil 40.00 l9.83 F 9 9`01 40.00 0.00 F 119.S3 0.205 3.94 0.2050 3.94 0.1700 7.89 7.89 7.5V 7.56 9 7 111 40.00' 19.84 F 10 111 60.00 18.17 F 2O.07 0.21V0 7.96 0.21V0 3.96 0.1900 9.87 9.67 5.00 5.O0 U U 0ll 60.00 0.|6 F 112 001, 60.00 0.00 F 18.16 O.2050 3.94 0.2050 3.94 0.l7 0N 7.89 7.89 7.50 7.50 �2 1V 111 60.O0 18.17 F 13 111 79.00 46.59 F 19.07 0.2100 3.96 0.200 3.96 0.1900, 9.87 9.87 5.O0 5.0O 14 14 0U 79.0O 16.58 F 15 001 79.00 0.00 F 16.58 0.2050 3.94 0.20 5Q 3.94 0.DO0 7.89 7.89 7.50 7.50 ��----- --------- X 2.00 199.07 X 5.00, 218.07 X 8.00 .238.07 y 1I.0O 218.07 X 14.00 199.07 | i� -r Cliu" !.0':I1.-:?L' Stress Kc_i.s -----------------------: ------------------------------�---_-_-------------:-_--------_-.----------------.----�-----------4--�- -- MeltFe` �Jr[eE member gFrec_oc A' otiaF.e RrESSes unity rhec: .._.,, SeC. !Q3` G^ear Ci!.i3j �pr,r,i•'!l] Shear nd1 Asia! Peneinj Components ::C!L: Ai;ja1 F+e.. r:g No, CuP. FQrre FurceIoC;ent 5tre=s Stress Deft Right Stres Left Rlyht ti%;1a1 Ser:ding Ci-es= ho. KIp 1[!. 1?k ILl Ik5i? t :=i Ik5 15ja `:5'_ ' '{ R_ght Ratlo 1, 'i 1 x i 1, J 1:::Sj k5j !_ei I,i.11 2 -..�Iri -1.94 -'�,^5 -Ci,fii? -1.b9 b.7y 7LL 1 n7 1.I yr 2 -0.p O,20 -^ 7 -0.31 -u. 6 %.L. .i.60 ,,.1 4 .. .2 i 80 0.40 -13.12 2.u1 0..2 21.7,Cj 21.70 25,L0 25,2V 2_.620- U.L. 'v.86 ,92 L 5..1. _.0 5,92 -1.85 VV 9.v.J i�.4� "4u i .27 .u: �.!. 9 .,1.2 v,j. -0,.•, u1 6,00 _r, 4i �,.. -n ' 12 21.70 -21.7 17 151.20 2' u6 " 0i B -0.92 9-2 :0 1 -4:9L -1 L.it 'V.j� I 1 _:i. G B. '1 r,liij 1J -7.'4 j, -1.?Il j4.61 -14.B7 27 J� 19 -i) R, ,01 4 _ .C. .i.5.• iJ. .l_ 4 � 3 -O.O u,� _ . L I "tu -0. 2' 2 .u6 - 1 .,. . - u I :9.0 4.7a .,4i -19.09 u 1)i ':I.11!� -5,�� -f,:i� ..rj�0 -2.0� 12.48 -' e6 . .-, A 25 Q i. '1 7 -;,r.� RJ J 1�.�1J !7 ..1.. il.l. -.Isis �r'_.1 I!: 40 -i°,09 -2.ui j.12 21,e6 -21,u6 J.=. 2r.�. u6 0.01 0.6u - .52 2 i4.0 -J,'J`i -i y _'D.Yj -Cj 9 F 17.n. r 19 -!,0A Ij,7' -1.27 L'v-_'.l B SD V S0_u__. J Negative a ri cpl R t4 d 4 ctionc f"a%:lA!ilC! aa_.'d_ Ll�a.a[e en and :.ea��j�::_ Dispiacement Reaction joint Horizontal Load Vertical Load Rotationai Load Hurl2ontai Load Vertical Load Rotational Load No. (ini Colt. (ir!i Com. (rad) Colt. (kip) Com:. (kip) Coff!, lk-fti Cod. ----------------------------------------------------------------------------------------------------------- 0.0000 0 -0.0-075 1 -0.0004 4 0.00010 0 0.0000 0 -010025 -0.e4 3 -31_.37 1 0.00 0 4 -0.0001 4 -0.0257 1 -0.0001 4 0.0000 0 -0,0257 1 -O.00BO 2 u 0,0010i) 0 0.0000 0 -0.0050 3 -1.06 -9.97 1 0.100 0 7 -0.00.0i 4 -0.0177 i -0.0005 4 6 0.ii 101, p -0.0177 1 -0,0104 2 9 0.000: Ci !.OI 0 -0.0Vu5 10 6,i)i;Qi) 0 -v.0257 1 -C:'.0007 1 .. 0.0000 0 -0,0257 11 -0.C110B.0 2 1� 0,00 noOi C j.{j^f -1106 -9.95 1 0.00ili 4 -0.0+78 1 -0-.!I`152 1 14 0.000" 0 -i0.0076 1 -M039 2 i5 O,Oi=OC'' 00,CiCi(!'i 0 -0.002° ? -0.?4 -..76 i 0.00 0 i Spice JGC3 : . %dEm %E veE&:£@ew e§ 9£Ees ----------------------------------.—®-----------------�—� EEB2@R wESa 2Rt 6GSR£ Load @\&£ Load %QEEzLoa »H2Rz Loa w«i &a .. b6 o E6 pied E@ Sc ka! C. RJ; rem r1 U— R2S 2G ------------®-------------------------------------------- ! %6J e %904 ! 8 §32 ! 0,9010 a Gyg 4 GRS . E 30 C' . 0 0 . G Oki,9 2 E D 4 G G . 4 agP ! 1).95 » Eg9 1 5 E009 r EQJ 4 aaE( 3 a %9g § Gayo J Ky& 2 L 2 ES Gy a . 0.01113 ! Cy -, . E005 _ G 6.1,1060 § «Sad * «yg 3 § 0.61" r 0,0 09 . KGR 2 2E C5 4 GD G J «yy § VQ8 GGQ 4 2 ECR ) «ye A 1%A : R GJy § EQy . Gye 2 u2 2 %2 4 «R § 2 EG E _ «yg 4 ERg G zey § 0.y9 4 Ggs ; 2 Eya . G&y§ ; G62 R2 2 62 00 . ------------------------------------------------------.— 8E2E 236 C D B Shear 2Ha2rSpacing ------------------------------------------------------ ----- SB No, RK se w R1 Poi A Point %Rt Ubt Point bat %b! a:n t Poi No. E e. En et 2§ 31 14 25 J& 19 .2 »4 -----------------®------------------------------------------- 2 2 198.96 all none required 3 : 2E64 all none RpR@ s 2 2Re 6l none rewired 6 3 240.84 £1 none rewired e 2 27,5 all! Eno required 9 : aC@ a''A R2 required u 2 252 all none required !: ! 219.8L all none required . . Rc% all Eno 2pR@ ---------------------------------------------------------- � I I ' HE MC 0066ND 9 , Reaction. Summary Com. at. J It, 6 it. Y at. 12 it, 15 Hobz. 1 0.VO 0.0O k00 V.O0 0.00 Vert. 1 -J.37 -197 A32 -196 -3.38 Rota. 1 0.00 O.0V 0.o0 O.0V LV0 Horiz. 2 1.0 1.73 1.09 1.73 1.03 Vert. 2 -2.07 -6.O! -3.84 -6.01 -2.07 Rota. 2 O.0O V.V0 0.O0 0.O0 100 �riz. 3 -0.64 -|A -MB -too -164 Vert, J -2.07 -6.0\ -184 -6.01 -2.07 Rota. 3 0.O0 0.00 0.0V too o.O0 Horiz. 4 0.06 O.O0 V.0O 0.0O 0.00 Vert. 4 0.10 0.59 129 6.59 0.0 Rota. 4 100 0.00 O.O0 0.O0 0.0O Report Complete ` . . ' / >: S I I ^ , BASE PLATE : Joint 3 Column Reactions : Maximum Vertical = 3. 37 kip Maximum Horizontal = 1 . 03 kip * Maximum Uplift = 0. 10 kip * Member plate sizes : Left flange thickness = 0. 2050 in. Left flange width = 1. 9400 ln. Right flange thickness = 0. 2050 in. Right flange width = 3. 9400 in. Web thickness = 0. 1700 in. Member depth = 7. 8900 in. (2) Bolt base plate x Use : 8 in. x 6 in. x . 25 in. plate Use : 2 - . 75 in. diam. A-307 bolts Y - gage = 3. 5 in. (4) Bolt base plate : Use : 8 in. x 6 in. x . 25 in. plate Use : 4 - . 75 in. diam. A-307 bolts X - gage = 3. 5 in. : Y - gage = 3. 5 in. Note : forces that are followed by an * are the results of a wind load combination. The allowable stresses for these forces will. be increased by 1 /3. | i t J3066CCD 2 ` BASE PLATE : Joint 6 Column Reactions : Maximum Vertical = 9. 97 kip Maximum Horizontal = 1 . 73 kip * Maximum Uplift = 0. 59 kip * Member plate sizes : Left flange thickness = 0. 2050 in. Left flange width = 3. 9400 in. Right flange thickness = 0. 2050 in. Right flange width = 3. 9400 in. Web thickness = 0. 1700 in. Member depth = 7. 8900 in. (2) Bolt base plate : Use : B in. x 6 in. x . 25 in. plate Use : 2 - . 75 in. diam. A-307 bolts Y - gage = 3. 5 in. (4) Bolt base plate : Use : 8 in. x 6 in. x . 25 in. plate Use : 4 - . 75 in. diam. A-307 bolts X - gage = 3. 5 in. : Y - gage = 3. 5 in. Note : forces that are followed by an * are the results of a wind load combination . The allowable stresses for these forces will be increased by 1/3. i �� ` J3066CCD 3 BASE PLATE t Joint 9 Column Reactions : Maximum Vertical = 6. 32 kip Maximum Horizontal = 1 . 89 kip * Maximum Uplift = 0. 29 kip * Member plate sizes : Left flange thickness = 0. 2050 in. Left flange width = 3. 9400 in. Right flange thickness = 0. 2050 in. Right flange width = 3. 9400 in. Web thickness = 0. 1700 in. Member depth = 7. 8900 in. (2) Bolt base plate : Use : 8 in. x 6 in. x . 25 in. plate Use : 2 - . 75 in. diam. A-307 bolts Y - gage = 3. 5 in. (4) Bolt base plate Use : B in. x 6 in. x . 25 in. plate Use : 4 - . 75 in. diam. A-307 bolts X - gage = 3. 5 in. : Y - gage = 3. 5 in. Note : forces that are followed by an * are the results of a wind load combination. The allowable stresses for these forces will be increased by 1/3. ' - i I J3066CCD 4 BASE PLATE : Joint 12 Column Reactions : Maximum Vertical = 9. 96 kip Maximum Horizontal = 1 . 73 kip * Maximum Uplift = 0. 59 kip * Member plate sizes : Left flange thickness = 0. 2050 in. Left flange width = 3. 9400 in. Right flange thickness = 0. 2050 in. Right flange width = 3. 9400 in. Web thickness = 0. 1700 in. Member depth = 7. 8900 in. (2) Bolt base plate : Use : 8 in. x 6 in. x . 25 in. plate Use : 2 - ' 75 in. diam. A-307 bolts Y - gage = 3. 5 in. (4) Bolt base plate : Use : 8 in. x 6 in. x . 25 in. plate Use : 4 - . 75 in. diam. A-307 bolts X - gage = 3. 5 in. : Y - gage = 3.5 in. Note : forces that are followed by an * are the results of a wind load combination. The allowable stresses for these forces will, be increased b , 1 /3. it I J3066CCD 5 BASE PLATE : Joint 15 Column Reactions : Maximum Vertical = 3. 38 kip Maximum Horizontal = 1 . 03 kip * Maximum Uplift = 0. 10 kip * Member plate sizes : Left flange thickness = 0. 2050 in . Left flange width = 3. 9400 in. Right flange thickness = 0. 2050 in . Right flange width = 3. 9400 in . Web thickness = 0. 1700 in . Member depth = 7. 8900 in. (2) BoIt base plate : Use : 8 in. x 6 in. x . 25 in. plate Use : 2 - . 75 in . diam. A-307 bolts Y - gage = 3. 5 in. (4) Bolt base plate : Use : B in. x 6 in. x . 25 in. plate Use : 4 - . 75 in. diam. A-307 bolts X - gage = 3. 5 in. : Y - gage = 3. 5 in. Note : forces that are followed by an * are the results of a wind load combination. The allowable stresses for these forces will be inbreased by 1/3. i • Job IJo, g�' -`�O(o1� ' AT iZ y�l i 0 x�2 ._ tit i o n ►Z. 3 x x X k X C C C C C I A 4ZS &oL.Ts A5 S Sovrs A32S bot.-rs 3Z5 BoLTs GAP PL. 8 GAP PL. ENo PL: Eafo PL., 1. V4-" AILS BOLTS A3ZS Bot.TS ENo PL. Ciao L. COL.Wo. BASE PL. I I A3Z5 BoLTS j, A3Z5 BOLTS F 'ICI I CAP PL. GAP PL. �. I I t t I I i i �, :� i I I i o }�� 2 D• 1-7On + x0, 1 Y- ,-75 a<a oao tV S �/�J I `Po V E- CRJ✓u f o, tV NN . Ib7C,r� xxt{-21/_5 i 4-K > `�� `a-e c = o, �- x ►<s x o . g�5 / C� x .70-7 1 D 0 a z x u x 8 ` x •70-7 x 21 k-sr i 1 r � . IziD(s� �25f5� t�pSF'�x C2�, 2 z = p +b 2c h== 1-7 7- 2 psi 08 �o UJZ w2 Z i5 p ® 5 8 rl�, •°� /Z f:!SFx I I �X I►� psFx 2 r • 67 + 1117 1 I✓1-7.a n2�,� - I� 3 I� �7 kt�,7 , - ��x I,s ]s.673� c 6•� = �,��i k -r• 7 k ' ~ J3066ACD 1 MOMENT CONNECTION : RIDGE CONN, Applied forces : ' Maximum negative moment = 3. 43 kip ft . Assosiated axial force = 0. 00 kip ' Maximum positive moment = 0. 72 kip it * Assosiated axial force = 0. 00 kip * Ma: imum shear = 0. 39 kip i Member plate sizes : Left flange thickness = 0. 2050 in. Left flan width- = 3 9400 in flange w . , Right flange thickness = 0. 2050 in., Right flange width = 3. 9400 in. Web thickness = 0. 1700 in. Member depth = 7. 8900 in. End Plate Connection : y ^ Use : 8 - . 75 in. diam. A-325 bolts Left Flange Weld : . 125 in . D. F. Right Flange Weld : . 125 in. D. F. Standard End Plate : . 375 in. x 3. 94 in. Web Weld : . 1875 in. D. F. x 2 in. Note m forces that are followed by an * are the results of a wind load combination. The allowable stresses for these forces will be increased by 1/3. i r �� i J lrJ L!� CaJT t) I I ' I I I I a<a 000 00 �/,g CA1, J a 2 `v 2 L,o vl FT�25 i rJ P 5' L VS- - 5 Ps�- x - IT -, = d•�gS -K7 v,J L, D�- -i- SNovd �_�- �i� Psrx0.-7xo,-� /2 5 IBC--Ma x � ��- O5 iK i %:1 4' y i O'N 1 y, Go�jPj T!0t�( � fists �2)- 4x�x II`►— . . V, S 000 rL I, t3� Uw,Nd .r-!' x -Z ks� U-r I-7 f-- x 0.7 c2 CV�rz = • �,! , t� x 18.�� !� + _v x 13 - I(a, J! 1 , y ►'� ,N;17x 2� U�� O�r x S ��r' x ✓/grr � J V'J/ _ - i 5.0 BRACE CABLES & FASTENERS' RATED C BREAKING STRENGTH A14D 00 ALLOWABLE LOAD OF EHS CABLE SPHE( KIPS ) BRACE EYE BRACE GRIP EYE BOLT WASH CAL F`L.r I HEx NUT WOSNEN WaSHEII Fl/4 STR. ALLOW• SIZE REO'D 1/4" 5/16' 3/6` 7/I6" 1/2" 5/B' 3/4' 7/8' SIZE REOb SIZE IREO'D SIZE REvU 6.65 3.325 60uo 5/8' 5/8" 5/8" 11.20 5.60 60110 g:_`' .' 5/8' 5/8" 5/8' 3/6 15.40 7.'70 60110 3/4' 3/4" 3/4' 7/16 20.80 10.40 60112 3/4' 3/4' 3/4' I/2 26.9 13.45 60112 # . 7/6' /e' lie' �A.FTC R S.�T-s/zE /- BR---cE EYG -�— - — R•.�-cL EtIC q - R B R.►CG GRIo� iV p C.AeLc Ur fr, AAU► C-" CABL-E --COIJrJ. Scrwl-5o►+celc�� N•T•S. Q W�e.,ea t Lleao T BR..e.e Ga.lr • Ba.�.ct (S qIP 4 C.. �Ba�cce EYs �,A B L-.��C ci,.�►.1 I �WP FTEFL CABLE CONK C.)EAVE I T CAo`E • / EYc go,7 SCM 1�SPNC 4 K^L V✓�.S n E v �Ew-S.MGRJCAL —j' MJ�S►1EA C Erc Eio-s BR...ce Ga•PE - CA mt.E A - A L - BASE �.T.S. CArBLE CJ R1E>6E �.1•T•S-- II w IZ 000 Cq 'z a Ica) � II'2 ,a z � � C'- - i x X\ C - 14 I I:12 4-(2,2o' n n � n i i i !I ��wiNl✓ =' ll.0) PsFx I.3 x I�' x �? �, �;22 4y-- MIG = 0,'7 Y, Ixly, O IU-X ip X 000 _ wow U+�C�1FT� ID� IG, I '' I�I-D • 2. 5� X I�•��'�20.0'— 00 x 4-o' x ( I �+ 2►,�� /�= (�. OP�K Z CJ•-75 X Ix I x O. ly-X I J rx x �-o x D�-� v\l x I . x 12.V7 z 2-X I I - 1, y-I ►� VS�srv�iG= 0•75 x I. l x0. 10- x P�r- x 2 �zr:Ac-e - 2-4. 5-7 i` 1 +- I bz l 2�;Z of 3/8'' DNS C-Ae?L-e: = 4x-7.-70�= J — 2>-}-.C�� /y- x 18/2� -- � ,o d�q•�- � 2.t-I-Z�` 12r�v itst�MiG -t-2oz /2 5 z = 15.-7 y-k L [2 1 DC7� lit�� ( �-I-) 6 TS p 5/►�' F-H _GF,F!,L . 4-x 5.(moo s 2 2. L�o K C e�k,v� 2'1- 5-K i i i �O�w �i�G 1 tJC� corJT'� www VvwiNn — 1 •4'IK oao goo �r�r.=-�,c� � I• �-1 x I +� 2 5 / o x o. I�WIrJri II•� «° VS�i��Ml� ` C,•l� x i x l 4,012 X 61 fl.E,V\A1..L— r-oI"z- Vowp - I , Lpv- u�� ► )� s�T oF� �,�� s•!- �� cam.�!.�.sp��? �� I I I I I ~ * � * ��-uss _ T' Structures Inc. * * � * �10C N. Paci� ic Nighway * � * * �oodburn, Oreg/ n 97D71 * * * * Phone 503-981�9581 * V. * ******************************* File Kame 30 rBD Frame Tit e � 80C-18-25 25/00 1�12 Prepared by RL 9/28/88 Execution Option:; � AnaLysis Only . Number of Analy Cycles � | R e-Forts Generated - 1. Member Design Data 2' Forces Mom en—, and Stresses J. Displacemen. aod Reactions 8uildmg -Comfiu ration : Building width = 80.00 it. Bay Spacing = 25.*0 ft. Span Width(s) (ft.) = 80.00 Column Base Elevat ons (ft.) = 0.00 0.00 Lef� Eays Height = 1B.0V it. Lpft Column Slupe � 0.V0/i2 Left Rafter Slope Right Raf-er Slope Right Column Slope � 0.V0/12 Right Eave Hei�ht = 18.O0 ft. Left Girt Deoth = 8.OV | PurUn Depth Right 6irt Denth � 8.00, �tructural Stepi � F�ange Plate YielC Strongtk " 42.00 ksi Wob Plate Yie trength � 42.OV ksi Modulu o y � 29 .1,0 kci Coe�. of Lirear E pansion = 0.0OV0065 {� I ' ° Lna� Coe� � �oad ��e No. 1 Dead Load = 5.00 psi + Frame Weight Load Case Mo. 2 Live Loar, = .O0 psi Lnad race No. 3 Nind Left = 11.90 psf cq = 0.8O for Kember oo. 1 cg = O.7O for Member no. 2 cq = O.7O for Member no. 3 for Nember no. 4 ' Load Combinations : �oa� Com-tinaticn no. 1 DI" + LL + Load no. "'f- � Load Case no. 2 x 1.O; Load Comb ination no. 2 DL + WLL t + Load Pase no. 1 0.01 + Load Case no. 3 X 1.00 ad Combination no. J DL + 1/2 LL + �l t + Load Cm-se no. 1 X \.0V + Load Case no. 2 X 0.50 + Load Ca no. 3 X 1.00 Load Combination nu. 4 OL + LL + 1/2 W Ll t + Load -r..se no. 1 y 1.O0 + La a� Case no. 2 X LC0 + Load Case no. 3 % 0.50 8H 18-25 25/80O \�\2 1766BSD 3 M*mber Data � ------------------------'----'-----'----'---------------------' \--- al End ----|-- Termmal End -----| �c. ��t Flo, Right Flg. Neb S»c. ��tk Br-cin� Sec. it. R. Coo'. E Jt. Jt. Conr. [ ULh. Thick Hidth Thick Nidth Thick Inj. Trm. Left Right no. no. type hor. ver. C nu. type hor. vpr. C <ft) (in} (in) (in) (io> (in) end end o.c. D.C. hvr (ft> <ft> hvr �ft) ({t) ' (in> <in) (fU (ft> _____________ 1 \ ON1.15 0.0O F 2 U1 2.63 14.V� F 14.09 O.25O0 6.00 0.3750 7.�O 0.2500 1V.VV 44.OV 7.50 7.50 4 4 U1 kl9 �5.75 F 5 Ili' 16.24 J.47 F l2.D 0.25O0 6.O0 V.3750 6.0O V.25V 4�.00 28.C� 5.0S 5.0O 5 5 111 16.24 17.47 F 6 111 28.19 18.57 F }2.00 0.250J0 6.00 0.2500 6.00- 0.1875 28.60 28.00 5.0'V 1O.O0 6 6 U1 28.!9 0.53 F 7 111 40.0O 19.55 F 11.85 0.3i25 6.00 01.2500 6.00 0.H75 28.0 28.0O 5.(* 43.0O 1q.55 � G ill51.81 0.53 F \l.D5 0.J125 6.0O O.�Q0 6.00 0.1B5 28.00 28.V0 5.00 �O.0O B G 11L 51.81 18.53 r 9 1 63.7i 17.47 F 2.10C 0.2 5@0 6.O0 0.25V0 6.00 O.1875 28.V0 28.00 9 -3.76 75.51 15.75 P 12.�7 0.2500 6.O0 k375� 6.0 �.25OO 28.{0 44.O0 ;2 77.37 1 73.8r; .06 F I4.09 0.2 5O 7.OS O.25VV A.{� 10.O� ------------------------------------------------------------------------------------------------________________________ i 11<_f' :,G',LC`_'IeG SLrE55 R0LiGS Member 70-CPS Member S=rESSE5 Allowable StrESSES Unity Check Fie'r:. SEC. LGa"u Sh2dr A.;idi k2riC:n4 ShE+r Axial SEnoirig a;iial Beridlrig Coin 0,ent5 No. CGT!. corCe FGrCE r,0TIEnt St-25S StrESS Lett Rlght S+e55 Left Right A: BenGin_ __rE== G. l%:1�1' l:l;:l (k-ft) l .5:1 ;'r:E l iKSii l'F:�1F !{51) � Sii l Sl Left h:ght Rd+io +q 1 2 / r r r- ns 1.i:'4 1 21.87 -__.8? -29 .08 1.92 -..26 2 .?: -i9.8L iJ.69 2J.�0 23._ii -G.14 1j. :1 -;i.Ni -v.. •; _'? T? _ p` _gyp+ _1 ql �, 4+ _3; e 7 K.2j 7 5� _fl r,') 'i y? -D 82 -!.`�8 4.iU I -4. .B} L.L� ._. L:.26 :8.12 2J. 4. 1.. �.._ e -_sQ(-i.07 - iJ./ii :J. `J 1L.i3 2J.i!' 2J.21.1 -Ci.[il +.62 u-.. C� n,IIL 'i'.9' -24.48 i6.1F -I.i: L. 7 21.Ji ..� L-20 L .tV -�'.« -V., 8' 99 7•01 1 0.91.. 4.4. .16.15 0. 2.57 -17.32 21.01 2.84 25.2_ 2 5.241 -l.a:- -i1.77 l%.8_ .. 99 E.'.•C • .. .� -LJ.VL 4._ i..C• ..U1 ,...:i+ J.!0 12.13 L.;. 0 -_.a.4 -l%.2. 'L:.he U:61 .. 9,04 ! 24.0- -�'.� -29 .88 �. 4 -1.91 _ .4 -21._. i8.. IJ.2ii 24.14 -i,1l_i i.9' -..8= ,a.0� 1 - I:. -�9 yl _E9 �r �:;,3f -0.i4 0,q r -A ?9 r' c 9^ a 9.� i L._ LL a .'J a: 1Je6 LJ.a.I� 1 '�i.�J i•. 00Z 1 6-2 5 2 e0F 1;__ 0:_6 Ei 2.'1( TIL;rt; IN +iv L-:Sr.1Z=BT!er! S "G REZCt1G- Di Sp:ECEment ReactiGn JG1."? 11Gr:2Grii3l LGdG Vert' LGZI't ISG'dtiGndl LGZ' "Gr1:Gntdl LGZB VErti.Cdl LGdt ClGtdtlGndi LGd NI,G. iin CGe:. !in 'rad) CGa. k:ipi Cog., ;ki[i CGT!. R-fti Cor.. ----------------------------------------------------------------------------------------------------------- 1_ 0.0000 0 0.0000 0 -0.0071 1 -24. 2 1 -�1.96 1 0.00 0 ? -0.2461 1 -0.07.94 0. iV.v CI 4 -0.2297 1 -li.l7�8 j ti,fjfilJJ it J -O.liJB 1 ;I.K25 1. -u.O..nn L 6 -O.fj278 1 -2.0909 1 -0.0012 2 7 0.0000 0 -2.5798 1 -0.0011 2 8 0.0,D00 0 -2.0969 1 -0.0066 1 9 0.0000 0 -0.9225 1 -0.0062 1 l0 i .0000 0 -0.0472 1 -rj.0036 1 it 0.0000 0 -C.0019 l -0.00 3 1 i 12 ii.0000 1 0.0000 `i -0.0025 1 1) 0.000 i 0 0.0000 0 0.0000 0 0.0'' 1 r 1 0 0 a:.96 �.I'Ci ----------------------------------------------------------------------------------------------------------- i i i ' Qye2: 3g3 H� Janes ! GS&rR@G2 5§&ewRSE: %£usE -------------------------------------- DiRGBeR WEED Joint wG2a2 Load 6RE£ L2( RGB@w Load §EbaGlb@ Vertical Load Rogge£ Load w. in 5m, En Join (rin) or, RR) 2E R&; 2m, RV U Eon. ! -------- 0.y« 0 %Vey § K9S§ 2 48 2 Son ES e 2 325 : «Gin ! G02 4 . 1 ! E7S : Eyy e Ege 4 » 2241", 2 0.,--,on. § G§2B 4 5 ESQ 2 Cyy ) GQE ! & G748 . u9y . 0.0".6 ! 7 G 5 : G5V 2 GQ9 » ; B G 3 g & 0.2Q 2 0.0 0 2246 2 MM 2 «4, . EO : GyA E412 . 6Sm 2 EGG _ «@f _ .9w E E 9S . E 9y e 0.a075 * 22 . 1. _ t S § r2535 D §2 2VwQ Shear art@er \acb§ ec W. aS Loa RRt eRt %at Rb! Rat %Lot Point %Lot ebt iH ;e. 210 a! are .2 2 »5 »a J7 3B Jon ! 4 169.08 al none rq a nod 4 4 »E# all Joe rg62E 5 3 144.00 all none required & ! ps& all none required I ; ASJ a I sr repRk B 3 »(G all none SgRe 9 4 14E9 z1 none required E ■ 39.3 all none equine � `� 1 I . . 8C[-1R-25 25/EVE ��L2 J306�BS� 8 ' Raaction Summary Jt. 13 �riz. 24.32 Vert. 1 -31.96 Horiz 4,89 2.04 ' Vert. 2 2.3 6 0^C� 0.V0 Vert. l -10.12 '!2.�4 Rota. 3 V.V0 �.0V Horlz. 4 -�9.43 22.89 Vert. 4 -27.29 '28.3V R ta. 4 0.V0 0.O0 Report C0 M ete ' � , | i 1 I J3066F7D A ' ^ BASE PLATE : Joint 1 Column Reactions : Maximum Vertical = 31 . 96 kip Maximum Horizontal = 24. 32 hip Maximum Uplift = 2. 38 kip * Member plate sizes u Left flange thickness = 0. 2500 in. Left flange width = 6. 0000 in. Right flange thickness = 0. 3750 in. Right flange width = 7. 0000 in. Web thickness = 0. 2500 in. Member depth = 10. 0000 in. (2) Bolt bass plate : . Use : 10 in. x 7 in. x . 625 in. plate Use : 2 - 1 . 25 in. diam. A-307 bolts Y - gage = 5. 5 in. (4) Bolt base plate : Use : 10 in. x 7 in. x . 625 in. plate Use : 4 - . 875 in. diam. A-307 bolts , X - gage = 5. 5 in. : Y - gage = 5. 5 in. Note : forces that are followed by an * are the results of a wind load combination. The q] lowable stresses for these forces will be increased by 1 /3. | {� i� it I ^ 33066BCD 2 , BASE PLATE : Joint 13 Column Reactions : Maximum Vertical = 31 . 96 kip Maximum Horizontal = 24. 32 kip � Maximum Uplift = 0.36 kip * Member plate sizes : Left flange thickness = 0. 2500 in. Left flange width = 6. 0000 in. Right flange thickness = 0. 3750 in. Right flange width = 7. 0000 in. Web thickness = 0. 2500 in. Member depth = 10. 0000 in. (2) Bolt base plate : Use : 10 in. x 7 in . x . 625 in. plate Use : 2 - 1 . 25 in. diam. A-307 bolts Y - gage = 5. 5 in. (4) Bolt base plate : Use : 10 in. x 7 in . x . 625 in. plate Use : 4 - . 875 in. diam. A-307 bolts X - gage = 5. 5 in. : Y - gage = 5. 5 in. Note : forces that are followed by an * are the results of a wind load combination. The allowable stresses for these forces will be increased by 1/3. | i ' J3066BCD 3 , HAUNCH CONNECTION : Section 1 . 04 Applied forces : Maximum negative moment = 293. 68 kip ft. Assosiated axial force = -33. 83 kip Maximum positive moment = 41 . 14 kip ft * ' Assosiated axial force = 3. 04 kip * Maximum shear = 20. 87 kip Member plate sizEs : Left flange thickness = 0. 2500 in. w Left flange idth = 6. 0000 in e � . ^ Right flange thickness = 0.'3750 in . Right flange width = 6. 0000 in . Web thickness = 0. 2500 in . Member depth 44. 0000 in . Shear plate connection z Use : 10 - . 75 in. diam. A-325 bolts Reinforcing plate : . 625 in. x 5 in . Reinforce B bolts Weld : . 25 in. D. F. x 9 in. Minimum bearing plate thickness : . 1875 in . End plate connection : Use : 4 - . 75 in. diam. A-325 bolts Flange weld : . 1875 in. D. F. Standard end plate : . 375 in. x 6 in. ' Web weld : . 25 in. D. F. 4 5 in. . . Note : forces that are followed by an * are the results of a wind load combination. The allowable stresses for these forces will be increased by 1/3. , i I , J3066BCD 4 , HAUNCH CONNECTION : Section 12. 00 Applied forces : Maximum negative moment = 293. 68 kip ft Assosiated axial force = -33. 83 kzp Maximum positive moment = 0. 00 kip ft ' Assosiated axial force = 0. 00 kip Maximum shear = 20. 87 kip Member plate sizes : Left flange thickness = 0. 2500 in., Left flan ibth ' = 6 0��0 o� flange w . - ~ Right flange thickness = 0. 3750 in. Right flange width = 6. 0000 in,. Web thickness = 0. 2500 in. Member depth = 4. 0000 in. Shear plate connection : Use : 10 - . 75 in. diam. A-325 bolts Reinforcing plate : . 625 in. : 5 in. Reinforce 8 bolts Weld : . 25 in. D. F. x 9 in. Minimum bearing plate thickness : . 1875 in. End plate connection : Use : 4 - . 75 in. diam. A-325 bolts Flange weld : . 1875 in. D. F. Standard end plate : . 375 in. x 6 in. Web we] d : . 25 in . D. F. x 5 in. | ^ i I I I i I ' 53066BCD 5 MOMENT CONNECTION : Section 7. 00 Applied forces x Maximum negative moment = 8. 23 kip ft * Assosiated axial force = 1 . 24 kip * . Maximum positive moment = 114. 00 kip ft ' Assosiated axial force = -24. 21 kip Maximum shear = 2. 38 kip ^ � MembeV plate sizes k Left flange thickness = 0. 3125 in. Left flange width = 6. 0000 in. Right flange thickness = 0' 2500 in. Right flange width = 6 . 0000 in. Web thickoess = 0. 1875 in. Member depth = 28. 0000 in. End Plate Connection .: Use : B - . 75 in. diam. A-325 bolts Left Flange Weld : . 1875 in. D. F. Right Flange Weld : . 25 in. D. F. Warning Flange Reinforcement Required Use : . 25 in . x 3 in . x 4 in. plate Standard End Plate g . 75 in. x 6 in. Optional End Plate : . 625 in. x 6. 9 in. Web Weld : . 1875 in. D. F. x 2 in. Note : forces that are followed by an * are the results of a wind load combination . The allowable stresses for these forces will be increased by 1/3. | i I� �� I ****�*********�******** * * * Truss — T Structures * * * 2100 N. Pacific Highw�y * * * * Woodburn, Oregon 97O71 * * * * Phone 503-981-9581 * * * ******************************* File Name J3066DSD Frame Title 80C-18'25 25/808 1�12 Prepared by CRL 9/28/B8 Execution Options nalysis On y Number of Ana�ysis Cycles = 1 Reports Generated � \. Member Des-gn Data 2. Forces Moments and Stresses 3. Disp\acements and Reactions Building Configuration, � Building width = 80.00 ft. Bay Spacing = 25.00 it. Span Width(s) (ft.) = 80.00 Column Base Elevations (ft.) = 0.00 V.()Ol Le4t Eave Height = 18.00 ft. Left Colunm Slope = 0.00/12 Left Rafter Slope Right Rafter Slope = -L0082 Right Co}umm Slope = 0.00/12 Right [ave Height = 1B.00 ft. Left Girt Depth = 8.00 in. / Purlin Depth 8.00 in. Right Girt Depth � 8.00 in. Structural, Steel � F��p Plate Yield Strength = 42.00 ksi Web Plate Yieid Strength = 42.00 ksi ModuluS nf E'asbcity 2 2KNO ksi Coef. of Linea' Exspansion * V.0 000V65 i I J'i l Load Case=- : Load Case No. 1 Dead Load = 5.00 psf + Frame Weight Load Case No. 2 . Live Load = 25.00 psf Load Case No. 3 . Wind Left = 11.40 psf cq = 0.90 for Member no. 1 c4 = 0.70 for Member no. 2 cq = 0.70 for Member no. 3 cq = 0.50 for Member no. 4 Load C H E no. 4 LOW RAFTER Load Sec, ne. 1 -:1.62 kips , at -11.50 ft at 40,00 deg Load,Case no. 5 LOW RAFTER Loa- Sec. no. 1 1.44 kips at -11.50 ft : at 90.00 deg Lead Combinations . Load Combination no. 1 : DL + LL + Load Case no. 1 X 1.00 + Load Case no. 2 X 1.00 + Load Case no. 4 X 1.00 'Load Combination no. 2 : DL + WLL # + Load Case no. 1 X 1.0.E + Load Case no. 3 X 1.00 + Load CaSe no. 5 X 1.00 Load Combination no. 3 : DL + 1/2 LL + WLL # + Load Case no. 1 X 1.0% + Load Case no, 2 X 0.50 + Load Case no, 3 X 1.00 + Load Case no. 4 X 0.50 + Load Case no. 5 X 1.00 Load Combination no. 4 : ➢L + LL + 1/2 WLL # + Load Case no. ? X 1.00 + Load Case no. 2 X 1.00 + Load ease r,o, 3 X 0.50 + Load Case no. 4 X 1.00 + Load Case no. 5 X 0.50 i i i i I cis 1 )2 :Lrp`r,, {emii?Der Data , ----- Initial End ------'---- Terminal End ------ Sec. Left Fig. Right Flo. Web SeC. Depth :racing Sec. it. it. Ce,r. E it. Jt. Cgor. E th. Thick. Width: Thiick Width Thick Ini. Trel. Left Right no. no. type hor. ver. C no. type hgr, ver. C (it! (in) (in) (in) (in) lin) end end J.C, D.C. hvr (ft) (ft) hvr (it) ift) (ln) (irl fft) HU 1 1 001 1.17 0.00 2 !1! � '4.0' .69 1 5! .00 0.3750 .10 i.25010.00 44 00 l i 50 11.50 ' F .. li. �,67 1 F 14 �,2 C0 6 � � i f ' 0 ,.1 d •1 1 4 1 r -lr F r 111 17 T r n 2rnn 7rq � 0 1 2500 44 n 2 0qr. r- 1' -5 i i 4 lli i9 1J.,v ., 11 16.G4 11,4r f 12.117 V.LJ.0 �.�� Jl+ .�i �•,LJ!!V ,Ou .l!V �s�ii ..!.{_ 5 1 , + ,» + ^ r' O 50;i .60 I, 06 •i0 •i 2F 00 H. 5.00 10, -0 lii .6 24 17 7 F 6 I1. 26,19 18:57 r' 12.0 0,2Jt' 6 1 t 25- 6.i'° i.1875 !!`i l rT r n cr pc ;�r ;!rr 0,11675 ^ n n r:n 6 6 111 LC.19 19.JJ F l i l 40,:%0 19.55 F 11.85 Q._:25 6,0c 0.2Y-)0 6. 0 26.OU 28.!J!J _.VV ...{i'J r• rr r T C 5O!D - r c '1 11 1 40,i)-0 19=JJ F 8 111, 51.B1 18,5 11.8J 0. 12J 6.O i ! � !J;! i:i 2 ,(i: !- 1 iiii 10.00 1: <1 ❑ ,: _- Q - ? 1' 1,' F r:, -- ^r.l(( �'ilr, M1 �n r [[+ 1 .i"i lr !ii E. _. 511 21 1J.J.: 11. -r� .. 11. V J._J�.0 6.vl) �' 25-.v 6.7! I.,.o7J - =01J iGe U\ -.. _.... ,Y 0 176. If) 1117 1iJ J ii : 57,4 ^ {i. J . 2 5 ! B.i 4'.i -ii °J :. . L; LiV, �! 7 ,., r �r n ter!! MOO .. s n:. cr. r:, i2 :': �7.3i 14,i?" F ._ rir" ,8.? ,i 14 9 0,2500 00 ,n r h; G 0 7,,- a .L, li Jl! .l= 6,.,.- �1,3l J--: ;.(� U.cJ-�' 4 ,1i1� .!!tl l..�I: C I-13 1,75 C 02 .,7�: C C': F. 4 6.001- phi;:-la-nr -r r ^ i'j TT;:, . '-nr_I A :•� �J psi G;i .,a �_%',ip='��'-. Mar;i6'Llm Cambined 3tre55 Ratios ----------------------------------------------------------------------------------------------------------------- Member Forces Member Stre55e5 Allowable Stresses Unity Check Ma;:, Sec. Load Shear Axial Bend irig Shear Axial Bending Anal Rending Components Coma, No, Com. Force Force Moment Stress Stress Left Right Stress Left Right Axial Bending Stress No. (kip) (klal ;t.-4L! (If.511 (k51! (k'ill (k5i) Ik511 (z:51) ( :51) Left Right Ratio --------------- i. 3 I ^" "1 -34.01 -217.61 2.40 -2.57 23.i1 5` 1 25.26 24.64 -0.21 0,92 -0,75 -`0.9T c R!.?s -1d. J 2.01 . 1 4.00 1 -24.28 -28.03 -293.07 -2.24 -1.92 23.37 -21.% 18.72 25.20 24.14 -0.10 0.93 -0,98 -0.98 r = Tr n r r)r 2r 20 r 2 - YI 5.03 1 -6.97 -25.13 84.03 -1.75 -7.!S -15,64 IJ.64 12,i3 .J.��J J.L!1 -L. J -pU.6� U.6L -!:, 6.02 1 -0.93 -24.58 115,53 -0.19 -2.87 -19.21 26.89 12.64 25.20 25.20 -0.22 -0.76 0.83 -0.99 7.01 1 1.00 -24.59 1115.26 0.19 -2.99 -19.17 20.84 12,84 25.20 25.20 -0.22 -6.76 0.83 -0.97 83, ^ '. 18.00 1 7.01 -2r.17 2L -TJ.08 -1C.49 1 V.49 12.13 2 5.20 251 ,20 -0,25 -0,61 0.61 -0.�i 9,04 1 74.35 -28.04 -295.52 2.25 -1.92 23.56 -21.38 18.72 25,20 24.14 -0.10 0.94 -0.89 -0.99 -20.98 -33.07 -295.18 -1.93 -2.26 23.02 -19.92 15.69 25.20 23,30 -0,14 0.94 -0.66 -1.00 ------------------ i I B0�18Q5 2 /8OT h 12 NOWSD5 ' Maximm Nqative Displacements and Reacticms ---------------------- Displacement Reaction Joint Horizontal Load Vertical Load Rotational Load Horizontal Load Vertical Load Rotationa} had No. (in) Com. (in) Cam. (rad) Cnm. (kiP) Com. (kip) Cum. (k-it) Cam. _____________________________________________________________________ 1 0.O000 0 0.00VO 0 -0.00'64 1 -24.43 1 -43.56 1 0.00, O 2 '0.248B l -0.0332 2 V.V0V0 0 3 -0.2062 1 -0.0406 3 O.VO0V O 4 -0.1902 1 -0.0739 3 0.0011"10 0 5 -O.077B 1 -0.9127 1 1.000 2 6 V.ONO 0 -2.06Y3 \ -0.V0l2 2 7 0.ONO V 05493 i -O.O011 2 8 1VV0V .0 -2.V583 1 -0.0066 l 9 0.0000 V -0.8981 1 -;.00OI � 10 V.ONO V -0.0433 \ 4.0035 � 11 0.0V00 O 0.0000 0 4.0029 1 12 O.OVOV 0 0.0000 0 4.0024 l 13 0.0000 V 0.0000 O 0.DON 0 too O -31.99 1 0.00 O ---''__'_-_'---_-_---'_-__--____-_-_'-_-_'____--_--__-_'--__-___-_-_-__-_ 80C-1B05 25/80D W J3066DSC 6 Maximum Positive Displacements and Re2ctions ____________________________________________________________________ Displacempnt Reaction Joint Horizontal Load Vertical Load Rotational Load Horizontal Load Vertical Load Rotational Load No. (in) Com. (in) Cam. (rod} Cori. (kip) Cam. (kip> Cot. (k-ft> Cam. _________________________________________________________ 1 0.0000 0 0.0000 V 0.0029 2 4.90 2 4.30 2 0.00 0 2 0.3233 2 0.0089 \ 0.0029 4 3 0.3422 2 0.0000 V 0.0033 4 4 0.3480 2 0.0000 V 0.0037 4 5 0.3588 2 0.0000 0 0.0081 1 6 0.3547 3 V.VVO0 0 0.0065 1 7 0.3513 3 0.1640 2 0.0000 0 0 0.3724 3 0.2696 2 0.0000 0 9 0.4V44 J 0.2291 2 0.0009 2 \0 0.(246 3 0.0568 2 0.0014 2 11 0.4236 3 0.0385 J 0.0014 2 12 0.4329 4 0.0372 3 0.0014 2 13 0.0000 0 0.0000 0 0.0077 4 24.43 0.36 2 0.00 O ---------------------------------------------------------------------------------------'-----'--'---- i • BOO-19-25 25/60P j i ii Shear Stiffener Sracing ----------------------------------------------------------------------------------------------------------------- Sec. No. Lth. Load 'ro:nt Point Foint Point Foie: !'L'int Point "`q:nt Pont Go:ri= No. Ele. (in) Coin. .00 .01 .02 .013 .04 .05 .06 .07 . )$ .09 ----------------------------------------------------------------------------------------------------------------- 1 4 169.08 all none required 4 4 146.04 aii none required 5 3 144.00 ali none required 6 3 142.20 all none required 7 142.20 all none required 0 ? 144.00 all none required 4 i46.04 all none required 12 4 163.06 all none required i i I , B0C-18-25 25/8 P. ^ Reaction Summary Cum. Jt. 1 Jt. �3 H.or z. 1 -24.43 24.43 Vert. 1 -47.56 -31.99 Rofa. � 0.00 V.0O Horiz. 2 4.9O 2.O3 Vert. 2 4.30 O.J6 Rota. 2 C. O.03 �riz. 3 -4.86 11.79 Vert. 3 -�4.V0 -12.15 Rota. 3 O.0O V.V0 Horiz. 53 22.99 Vert. 4 -78.33 R D ta. L. 0.00 O.O0 Report Complete � i ' J3066rCD 1 ` ^ BASE PLATE : Joint 1 Column Reactions : Maximum Vertical = 43. 56 kip Ma: imum Horizontal = 24. 43 kip . Maximum Uplift = 4. 30 kip * ' Member plate sizes : � Left flange thickness = 0. 2500 in. Left flange width = 6. 0000 in. Right flange thickness = 0. 3750 in. Right flange width = 8. 0000 in. Web thickness = 0. 2500 in. Member depth = 10. 0000 in. (2) Bolt base plate : Use : 10 in. x 8 in . x ' 75 in. plate Use : 2 - 1 . 25, in. diam. A-307 bolts Y - gage = 5. 5 in. (4) Bolt base plate * Use : 10 in. x 8 in . x . 75 in. plate Use : 4 - . 875 in. diam. A-307 bolts X - gage = 5. 5 in. : Y - gage = 5. 5 in. Note : forces that are followed by an * are the results of a wind load combination. The allowable stresses for these forces will be- increased by 1 /3. i i �'� i ` J3066DCD 2 ' BASE PLATE : Joint 13 Column Reactions : Maximum Vertical = 31 . 99 kip Maximum Horizontal = 24. 43 kip Maximum Uplift = 0. 36 kip * ' Member plate sizes : Left flange thickness = 0. 2500 in. Left flange width = 6. 0000 in . Right flange thickness = 0. 3750 in. Right flange width = 7. 0000 in . Web thickness = 0. 2500 in. Member depth = 10. 0000 in . (2) Bolt base plate : Use : 10 in . x 7 in. x . 625 in. plate Use : 2 - 1 . 25 in. diam. A-307 bolts Y - gage = 5. 5 in. (4) Bolt base plate : Use : 10 in. x 7 in. x . 625 in. plate Use : 4 - . 875 in. diam. A-307 bolts X - gage = 5. 5 in. : Y - gage = 5. 5 in. Note : forces that are followed by an * are the results of a wind load combination. The allowable stresses for these forces mill be increased by 1/3. i I , J3066DCD 3 . . ^ HAUNCH CONNECTION : Section 1 . 04 Applied forces : Maximum negative moment = 291 . 33 kip ft . Assosiated axial force = -33. 84 kip . Maximum positive moment = 40. 75 kip ft * ' Assosiated axial force = 3. 04 kip * Maximum shear = 20. 93 kip ! Member plate sizes : Left flange thickness = 0. 2500 in. Left flange width = 6. 0000 in. Right flange thickness = 0. 3750 1n. Right flange width = 6. 0000 in. Web thickness = 0. 2500 in. Member depth = 44. 0000 ln. Shear plate connection : Use : 10 - . 75 in. diam. A-325 bolts Reinforcing plate : . 625 in. x 5 in. Reinforce 8 bolts Weld : . 25 in. D. F. x 9 in. Minimum bearing plate thickness : . 1875 in. End plate connection : Use : 4 - . 75 in. diam. A-325 bolts Flange weld : . 1875 in. D. F. Standard end plate : . 375 in. x 6 in. Web weld : . 25 in. D. F. x 5 in. Note w forces that are followed by an * are the res 'Its of a wind load combination . The allowable stresses for these forces will | be increased by 1/3. I I I J3066DCD 4 ` HAUNCH CONNECTION : Section 12. 00 ' Applied forces : Maximum negative moment = 295. 18 kip ft Assosiated axial force = -33. 87 kip . Maximum positive moment = 0. 00 kip ft Assosiated a:ial force = 0. 0O kip Maximum shear = 20. 98 kip Member plate sizes : Left flange thickness = 0. 2500 in. Left flange width = 6. 0000 in. Right flange thickness = 0. 3750 in. Right flange width = 6. 0000 in. Web thickness = 0. 2500 in. Member depth = 44. 0000 in. Shear plate connection : Use : 10 - . 75 in. diam. A-325 bolts Reinforcing plate : . 625 in. x 5 in. Reinforce B bolts Weld : . 25 in. D. F. x 9 in. Minimum bearing plate thickness : . 1875 in. End plate connection m Use : 4 - . 75 in . diam. A-325 bolts Flange weld : . 1875 in. D. F. Standard end plate : . 375 in. x 6 in. Web weld : . 25 in. D. F. x 5 in . | ^ 1 I I I I ' , J3�66DCD � ^ MOMENT CONNECTION : Section 7. 00 ' Applied forces : Maximum negative moment = 8. 09 kip ft * Assosiated axial force = 1 . 26 kip * . Maximum positive moment = 113. 17 kip f± ' Assosiated axial force = -24. 33 kip Max jmum shear = 2. 06 kip i Member plate sizes � Left flange thickness = 0. 3125 in. Left flange width = 6. 0000 in. Right flange thickness = 0. 2500 in. Right flange width = 6. 0000 in. Web thickness = 0. 1875 in. Member depth = 29. 0000 in. End Plate Connection : Use : 8 - . 75 in. diam. A-325 bolts Left Flange Weld : . 1875 in . D. F. Right Flange Weld : . 25 in. D. F. Warning Flange Reinforcement Required Use : . 25 in. x 3 in. x 4 in. plate Standard End Plate : . 75 in. x 6 in. Optional End Plate : . 625 in. x 6. 9 in. Web Weld : . 1875 in. D. F. x 2 in . Note V forces that are followed by an * are the results of a wind load combination . The allowable stresses for these forces will be increased by 1/3. | ^ i i �! M .: Job No. 12.0" 1519�1" X51, • . Srr�F � 66A,.S I D C — C oL- CA.P q, 14- r - I , A-3ZS Bours - �,��II x �,�� AlD PL. • I.00 GoL. No, DIAM. EASE , NO. bot�YS Bot.T�. Pt-XTE 6F-OUTE or �X5 -71 8g , i I 7.0 * DUE TO BRACING REACTION 0 DUE TO WIND COLUMN VERTICAL HORIZ . UPLIFT UPLIFT f ( KIPS ) (KIPS ) CKIPS) -X- CKIPS )Z LxW"-- 1 ll 3 B 1= 3.4-'` 1- I K a o. l A x (o x 1/4- 13 C 1= 1O.-OK I. bk- A 2.o O. b G °) x (o x Yq-- 1r> C )30 k 1.15?k A S—ov- 0. .2 A xtoX 'i4- 2- x 7`1-/,5/g -12F 32•D 1" X 7" x5/8 (0-8 F 2.OK 2�loK 2.5K � II ��x 7uxs/8 3. 1k Q I1" X7` X5�8 -7 g y-3. K �I,ro" 4.3k 4 I I"X 8" x &,24, 7,93 0) X (ax114- U , 7 A 2,oK 0.7K a — o.s�A Izx (ox3Va 1o.7 A (o,4-I.4- ,7►� A I• 4-'` 1� 12 X x 3/b 7,-?A I. OK D•7� 4 I k 4 IZxI� �c3/g \J r: i i ^ , J3066AFD 1 , Spread Footing Design ° Column Location . . . ° . . " . °° 6. 2A & 7. 8A Design Specifications . . . . Concrete Yield Strength = 3000 psi Steel Yield Strength = 40000 psi ' i Allowable Soil Bearing = 1500 psf Minimum Cover = 12 in Column Reactions . . .. . . . , . Horizontal = 0. 0 kips Vertical = 2. 0 kips UPI ift = 0. 5 kips Footing Dimensions ~ . . ~ . . . Width = 2 it 0 in Length = 2 it 0 in Depth = 12 in Reinforcing Steel . . . . . . . . Bottom Bars = 3 # 4 e. w. Top Bars = none required Tie Bars = none required i I I " . ° Spread Footing Design x Miumn location . . . . . .. . . . 6' 7A & AN, Design Concrete Yield 5trength = 3000 psl Steel yield StrenQth = 40200 psi Allowable Soil Bearing := 1500 psf Minimc^m cover = !2 in [olorn Reactions . ^ . ^ ° ° . . . sarizontaI kjos Vert� ca� = 6. 4 kips LPs Footing Dimensions . . . . . . , Widt� = 2 ft 4 in 2 M 4 im D h = !2 in ReInforcing Steel . . . . . . . , FottDm Tars = 3 4 4 e,w° Top = none required Tie Sars = none require.::! . . � | / , ^ . . ^ Spread Tooting Design � Cal"mr Location . . . . . . . . . . �� 1F 13B �3F Dssign Concrete Apid Strength = 3000 ps� Etwl |iE1d Wrength = 40030 psi 010wable Soil Bearing = 1500 psf "inimUM Cover Column ReaLtAnns ~ . ~ . ~ . . . . Hor] z=nta� kips Vert icaI = 7. A kips OPIA� = 1. 1 kips Footing Dimensions . . . . . . . Wldth = 2 ft C in Length = 2 it 0 in Dapti- = 17 in Reinforcing Steel WOom Z 1 4 e. A^ Top Ba nwe require� Tie Bars = wne reguire� . . . | i �� i ° ^ * , Spread Footing Design r 701 "m �oca±imn . ~ ° . . ., ~ . . 1[ 1D 1E 13C M 13E Desigr 5peclfications . . . . Concrete Yield Etrength = 3000 PO'. Steel Yield Strength = 40002psI Allowatle Sol ! Bearing = 1500 psf MiMmum Cover = 12 in Column Reactions . ^ ~ ~ . . . ° ~ Horizont"I = 0' 0 kiP.- vertical = 15. 0 w i P s Uplift = 7' 0 kips- Footing Dimensions . . . . . . . Width = 2 ft %D in Length = 2 it 10 in Dep th = 12 in Reinforcing Steel . .~ ~ . , . " nottom = 3 # 4 e. w. Top Bars = none required Tie Bars = none require-.�I | / I I ° ^ - " ' 5pread �oo�ing Desigr � ^ � �ec - . . . ° Concrs�e Yie� d �tren�t� = 30�� psi Al � owable Soil Be�rinQ = 1�0O �sf Vertical = �2. 0 kips l �ootin Dimensiors ft Leng�h = 4 ft G in Reinforcing Top Bar� = no�e required . . . . ' | i i� i ^ . , ' ~� ' Spread 1oo4 ing 6B 7B 8B De�ign 5�ecificatinns , . ' . Concrete �i��d Stren�th = 3DD� p�� Al lowabJ.e �inimum Co�e� = �Z in Column Reac�ions . . . . . . . . , 24.6 i. ps Vertical = 43. 6 kips Footin� �idth = 5 ft 4 in Le�gth = 5 ft At in �epth = l2 in Re�nforcin� Stee] . . ^. . . . . Bottom Bars � � # 5 e. w. Top Bars = none reguired Tie Bars = 2 # 6 . . | / � OFFICE COPY - ® KS INC . General Contractors 1 va DKSIN**180CW---_-s. �` of Transmittal To: City Of Arlington Date: 10/12/02 238 North Olympic Ave. Arlington, WA. 98223 Re: Westar Properties Bldg 501 Attention: Mr. Scott Black We are sending you: ( ) Contract(s) ( ) Change Order(s) ( ) Samples (X ) Blue Prints (X) Shop Drawings ( ) Submittals SHEET NO.OF NO. OF DATE: DESCRIPTION: NO: ORIGINALS COPIES 1 2 10/12/2002 Original Plans 2 2 10/12/2002 Pre-engineered Steel Drawing 3 2 10/12/2002 Pre-en ineered Steel Bldg Calculations These are transmitted: For Approval Approved For Your Information X For Your Use Approved As Noted As Requested Not Approved For Review and Comment Others Notes: Cc: Sincerely, �'N Bryan H rd / Project Manager 19012 -61st Ave NE, Suite 5 • Arlington,WA 98223 • 360-474-1333 • 1-877-778-5357 • Fax 360-474-1919 - � r� .. , ,� ' Ill •, ' 1 TM 1 . v r 1 1 '1 I • �' rr I71 J . '' 1 _ • • •' ,. r, I :r•I ♦ - �: 1 ' � • ' � 1 Il _ _ J R � r � �. 1 I r I • 44 ' �i ' 1 r IL IN Al r_i _ ��4_ 1 •� 7 I L,, - I• I` •1 - - �,-' .: + f - � it • ' , � ' � , i (; ' �1 1 , _ y _ L _ - � n -' i 1 ; • J I �� 11 L . J�i ' • • I • � . � . 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