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Home My WebLink AboutBLD96-01284 Structural Calculations - BLD Engineering / Geo-tech Reports - 9/18/1996 i - STEEL BUILDINGS STRUCTURAL CALCULATIONS CUSTOMER: SKOOKUM LUMBER JOB NO: J-16379 INDEX A, DESIGN LOADS AND REACTIONS B . PLAN C . SHEETING DESIGN D. SECONDARY FRAMING DESIGN �� S. �DFjrfl E . ENDWALL DESIGN F . RIGID FRAME DESIGN 716 4 1 TE G. LONGITUDINAL BRACING H . SPECIAL FRAMING DESIGN EXPIRES 10r 2397 CBC STEEL BUILDINGS IS AN APPROVED FABRICATOR OF STEEL BUILDINGS: ICBOES FA-322 CITY OF SEATTLE CERTIFIED PLANT CITY OF LOS ANGELES - TYPE 1 FABRICATOR RO BOX 1009 LATHROR CALIFORNIA C 209 3 983 - 0910 i ** •sUotQe�tTgnd .Atag4 pue (dWaW) UOT4eToossd s la,An:.oejnUeW 6uippTtna T��aW a43e ` ( IS'Iti) a4n4t4suI Taa�.� pue Uo.4I ueo,,Aawd ° (oan) sI�IOt�30 ' TTII tT 30 - a�uaaaAuo0 Teuot4euaa4ul (OSIti) uot4an,44suo0 Taa4s 3o a4nI-T4SUl UeOI Aawd aye. 40 suol4epuawwo0a'A pue suOtstno.Ad 4uaui4.Aad ay4 6utztlt3n sp.Aepue4s pug suot4eoT4toads 093 y4Tm aouetTdwoo ut paU6tsap st a_ ��nZ)n.A4s stye JSd O T Sati01 1UH31ti1100 ,_4sd 4 - peO-j peaQ 6UTPI Trig 0 a,Arisodx3 4dw og paadg : (oan i766T ) Peo-1 PUTM jsd SF • men) peo-1 aAT-1 aWe AA jsd S? peo1 ant-1 1008 'Sati01 3I Stio 14.4/ 'U1 adoIS jooa '4.4 0C (qt-A4) az)edS Aeg '44 Sc"+73 4WT8H ane3 /'�d 39 (ueds) 44-PTM 6utPltr,a \'" NOIldIaOS3a 38nl0nalS 6LFgT # qor a3awn-1 wmiomi8 4sn3 9661-8T-60 a4ea 4aa4S dr,d Aa S� ��---AtAjb�kA kj,=j tVtJ I �3:E]Q E F2A1'rtE f E CT r C-3P4E By PJR Sheet A— Z Date 09-18-1996 CoAst SKOOKUM LUMBER Job # 16379 D L + L L D L + W L . . 8 k w723. 8 k �17. 4 k 1 0. 8 k ' l 36.f 0 k C6. 0 k `1.l 6 k 1,�. QZf k ,Pz- � 1 ANCHOR BOLTS (4) 1 in. dia. x `O in. long, ASTM A36, 3 in. hook with Bearing Angle L 3 x 3 x 3/16 x 8 in. , ASTM C Z) /'v' I F RAMS REACT I C3IVE3 By F'JF' Sheet A...... Date 09-18-1996 Cust SKOOKUM LUMBER Job # 16379 L44in/—�UNE frl¢ r� D L + L L �- D L + WL � GRAN- D I Z k / ,/ k S.o k f I t k ZS.Io k /!v,to k ��3 k 1 7A. �Aiv- o ANCHOR BOLTS (4) 1 in. dia. x 20 in. long, ASTM A36, 3 in. hook with Bearing Angle L 3 x 3 x 3/16 x 8 in. , ASTM A36. F= F2"mE FRE1=1C-F I IlirgS; By RJP Sheet A-�_ Date 09-18-1996 Cust SKOOKUM LUMBER Job # 16379 E�luE hl - D L + L L D L + W L - I — — 10. 8 k 10. 8 k 1f 7. 4 k 6. 2 k 1 3111 k 59. 7 k c` i k c 1. 4 k � 1 ANCHOR BOLTS (4) 1 in. dia. x 20 in. long, ASTM A36, 3 in. hook with Bearing Angle L 3 x 3 x 3/16 x 8 in. , ASTM A36. F FRi=4ME IREPk(--T I C)h•1E3 By PJP Sheet A- ^ Date 09-18-1996 Cust SKOOKUM LUMBER Job # 16379 O D L + L L D L + W L 36. ` k 1$. 4 k ANCHOR BOLTS (4) 3/4 in. dia. x 16 in. long, ASTM A36, 3 in. hook with Bearing Angle L 3 x 3 x 3/16 x 6 in. , ASTM A36. F` RAME FRF= I Oh.JE3 By LIE Sheet A— �O Date 09-18-1996 Cust SKOOKUM LUMBER Job # 16379 . D L L L FD + W L 8 k `9.I _ ' 9 k 1 c9.t 9 k Z� g k /o,O k s G�gti-r'y 24� lDfw� wf�) ANCHOR BOLTS (4) 3/4 in. dia. x 16 in. long, ASTM A36, 3 in. hook with Bearing Angle L 3 x 3 x 3/16 x 6 in. , ASTM A36. �2) //j, A�flG/ �r Geif l/- O ZoLvI�YINGJ, T f i j I j _o xxt". I � Y /// V��7Jh'�G �� 2%l//-x 5,,�,\ vvx f1v Ix y Q 11 %%000 �J 6L.F9T # qor k, }j3e in i Lkimioo�i 1i 1 966T-8T-60 aWO drd Ag SHEET I rVC3 L}EE3 I C9PA BY PJF' Sheet C- Date 09-18-1996 Cust SKOOKUM LUMBER Job # 16379 ROOF PANELS Span = 4. 5 ft. Actual DL + LL = . 92 + 2'5 - 25. 92 psf *** USE: 26 Ga Standard R panel *** Allowable DL + LL = 47 psf (See chart ' C' ) > OK < WALL PANELS Span = 5 ft. Act ua 1 WL = p s f *** USE: 26 Ga Standard R panel *** Allowable WL = 38. 1 x 1. 33 = 50. 67 psf (See chart ' C' ) > OK < FASTENERS Furl in Space = 4. 5 ft. Wind uplift = 34. 29 psf Actual W = 34. 29 x 4. 5 - 154. 31 lbs/ft. *** USE: #12-14 x 1 in. Self Drilling Screw at 12 in. o. c. *** Allowable W = 504 lbs. (Atlas Bolt & Screw Co. ) SHEET I PAC3 DES'. _►- I C3tV Z By F'JF' Sheet C- - l Date 09-18-1996 Cust SKOOKUM LUMBER Job # 16379 i 45-6 4k C H A R I- ' CI ' 45 AG 4W �I y C--------------„6 net coverage-------------> <-----12-----> <-----12-----> <-----12-----> HEIGHT BASE WIDTH TOP WIDTH HIGH RIB: 1-1/4 3-5/64 1 LOW RIB: 3/16 1-3/8 3/4 Steel gage: 26 ga. Ixx 0.0423 in''4 F� : 80 ksi Thichness : .0198 in. Eff Sxx : 0.0408 in'3 F b : 30 ksi ALLOWABLE UNIFORM LOAD PSF ) Span 1 Span 3 lan 4 SPan (Ft ) Bending Dflc.L/180 Bending flc.L/180 Bending Dflc.L/180 1.50 362. 7 1076.9 453.3 2032.3 423.3 2157.3 1.75 266.4 678.2 333. 1 1 1385. 5 311. 0 1385.5 2.00 204.0 454.3 255.0 857.4 238. 1 910. 1 2. 25 161.2 319. 1 201. 5 602.2 188. 1 639.2 2.50 130.6 232.6 163.2 439.0 154.2 466.0 2.75 107. 9 174. 8 134. 9 329.8 125.9 350. 1 3.00 90.7 134.6 113.3 254.0 105.8 269. 7 3.25 77.3 105. 9 96. 6 199.8 90.2 212. 1 3.50 66.6 84. 8 83.3 160.0 77. 7 169.8 3.75 58. 0 68. 9 72.5 130. 1 67. 7 138. 1 4.00 51.0 56.8 63.7 107.2 59.5 113.8 4. 25 45. 2 47. 3 56. 5 89. 3 52.7 94. 8 4.50 40.3 39.9 50. 4 75.3 47.0 79.9 4. 75 36.2 33. 9 45.2 64.0 42. 2 67.9 5.00 32.6 29. 1 40.8 54.9 38. 1 58.2 5.25 29. 6 25. 1 37. 0 47. 4 34. 6 50. 3 5.50 27.0 21.8 33.7 41.2 31.5 43.8 5. 75 24. 7 19. 1 30. 9 36. 1 - 28. 8 38. 3 6.00 22. 7 16.8 28.3 31.8 26.5 33.7 6.25 20. 9 14. 9 26. 1 28. 1 24. 4 29. 8 6.50 19.3 13.2 24. 1 25.0 22.5 26. 5 6.75 17. 9 11. 8 22.4 22. 3 20. 9 23. 7 7.00 16.7 10.6 20.8 20.0 19. 4 21.2 7.25 15. 5 9. 5 19.4 18. 0 18. 1 19. 1 7.50 14. 5 8.6 18. 1 16.3 16.9 17. 3 7. 75 13.6 7.8 17.0 14. 7 15. 9 15.6 8.00 12.7 7. 1 15. 9 13. 4 14.9 14.2 The above values may be increased by 33.33% for wind load EGf3tVLD" RY ER"M 1P4C L}EE3 I (E3tq Py PJF' `r �'�'� /D Sheet D- Date 09-18-1996 Cast SKOOKUM LUMBER Job # 16379 PURLIN DESIGN Span = 25 ft. Tributary width = 4. 5 ft. Fy = 50 ksi Actual w (dl + cl + 11 ) = 4. 5 x ( 1. 68 + 10 + 25 ) = 165. 06 lb/ft ** USE: 8. 5 in. IV 14 Ga / 16 Ga Continuous at 4. 5 Ft o. c. max *** Allowable w (dl + 11 ) = 165 lb/ft (chart ' D' ) > OK < Laps @ Frame Lines 4 / 2. 67 4 5 9 2. 67 / 2. 67 5 TO 8 CHECK UPLIFT ON PURLINS Net uplift = 34. 29 - ( 1. 68 + 10 ) _ 22. 61 psf Endbay moment = . 125 x 22. 61 x 4. 5 x 24. 17 "2 = 7427 lb-ft Pending stress = 7427 x 12 / 2. 83 I 1. 33 = 23622 psi *** USE: ( 1 ) 1 x 1 x 16 Ga SAG ANGLES in endbayy*** REF: AISI Chart V-3. 3(B) D/ E Factor = SDR ( ( 11. 42 x 12) "2 x 2. 83 / ( 1. 75 x 8. 5 x . 85 ) ) = 64 EAVE STRUT DESIGN n SPAN = 25 ft. Tributary width = 2 ft. Actual w (dl + cl + 11 ) = c ( 2. 85 + 10 + 25 ) = 75. 7 lb/ft *** USE: 8. 5 in x 8. 5 in x 16 Ga simple span Eave Strut *** Allowable w (dl + 11 ) = (20, 000 * E. 47 / 25 "2) = 79. 04 lb/ft > OK < f'�lW- 25�A/ E3 E Ci C)RI D" Ft\K F= FR"M I hl CG D EE3 I C-;t q By PJP �T�f/EE'4 '4 ,l A,/ �� Sheet D- 2 Date 09-18-1996 Cust SKOOKUM LUMBER Job # 16379 PURLIN DESIGN Span = 30 ft. Tributary width = 2. 33 ft. Fy = 50 ksi Actual w (dl + cl + 11 ) = 2. 33 x ( 2. 38 + 10 + 25 ) = 87. 1 lb/ft * * USE: 8. 5 in. ' Z' 14 Ga / 14 Ga Continuous at 2. 33 Ft o. c. max * * USE 16 GAGE PURLINS BETWEEN LINES A zt P C & E AND E & G. USE 14 GAGE SIMPLE PURLINS ' - eP -0 WIDE LEAN-TO (3 TO 4. 2) Allowable w (dl + 11 ) = 84. 2 lb/ft (chart ID' ) > OK < Laps @ Frame Lines 4 / 2. 67 B G 2. 67 / 2. 67 C E CHECK UPLIFT ON PURLINS Net uplift = 34. 29 - ( 2. 338 + 10 ) = 21. 91 psf Endbay moment = . 125 x 21. 91 x 2. 33 x 29. 17 '''-2 = 5428 lb-ft Bending stress = 5428 x 12 / 2. 83 / 1. 33 = 17264 psi * USE: ( 1 > 1 x 1 x 16 Ga SAG ANGLES in endbay *** REF: AISI Chart V-3. 3 (B) 14,VPLbo pQ A�17 Fact or, = SUR ( ( 13. 92 x 12) `2 x 2. 83 / ( 1. 75 x 8. 5 x . 85 ) ) = 78 EAVE STRUT DESIGN SPAN = 30 ft. Tributary width = 1. 17 ft. Act 1-tat w(d1 + cl + 11 ) = 1. 17 ( 4. 19 + 10 + 25 } = 45. 85 lb/ft *** USE: 8. 5 in x 8. 5 in x 16 Ga simple span Eave Strut *** Allowable w (dl + 11 ) = (20, 000 * 2. 47 / 30 "2) = 54. 89 lb/ft ) OK( .17 ZI -01 N1o(� r �z / �)/ XAey �T * cQ c 1--Aek43 aaS * ) )10 < 4=k/qT F0 'T;E!T = FS 'T x 00 'T6 = ( TM) M aigeMoiTti 4_4/q I <F/ -/p/ _ ( TM) M T e l-I I U * SlaI9 'p9 bT x &Z a ut 9'9 -3sn ** * I-A 0� '1-4 99 '44 00 '47 ue S y4PtM qT-Al > )-10 < 4_4/qT 0T = LF 'T x 00 '0L = ( TM) M ti _4/qT Q� '�� _ aiq�Moii( TM) M T�-n4DU *# * SIM19 "L9 9T x tZ & WE S 'B -3sn *�*� '44 00 'gP '+4 SL 'c '4-4 5R'2 'L uedS ggpTm qx Al // NO 11df1313 jsd /SGZ = Peo-1 Putts '4d 9 '6 = '4H aAL3 N9I S3Q JLH I9 6L29T # qof 83ewn-1 w i0miS 4sn3 966T—BT-60 a4eG E)tV I w ZJ --A 1h?A uclt%4C7�3:El�i- i I E3 (D t .I ID/" R/ Y F R C1 M I PA C; ID E r,3 I C3 P,,1 By F J F, f1��ff /L�/' uN �N //f Nd �f/� Sheet Date 09-18-1996 Cust SKOOKUM LUMBER Job # 16379 GIRT DESIGN Eave Ht. = 24. 25 ft. Wind Load psf ELEVATION I-rib Width Span 20. 33 ft. 3. 96 ft. E3. 00 ft. * USE: 8. 5 in ' Z' x 14 Ga. GIRTS *# Actual w (wl ) = 93 lb/ft Allowable w (wl ) = 107. 00 x 1. 33 = 142. 31 lb/ft > OK ( Trib Width S an 16. 33 ft. 4. 00 ft. 23. �O ft. ** USE: 8. 5 in ' Z' x 14 Ga. GIRTS * Act UaI w (wl ) = IV,14 lb/ft Allowable w (wl ) = 107. 00 x .1. 33 = 142. 31 lb/ft > OK < Trib Width Span lc_. 33 ft. 4. 50 ft. 23. 00 ft. ** USE: 8. 5 in IV x 14 Ga. GIRTS #*** Act 1-1aI w (wl ) = /¢5,2l0 lb/ft Allowable w (wl ) = 107. 00 x 1. 33 = 142. 31 lb/ft > OK < Trib Width S an 7. 33 ft. 4. 16 ft. 23. 0 ft. ** USE: 8. 5 in ' Z' x 14 Ga. GIRTS Act UaI w (wl ) lb/ft Allowable w (wl ) = 107. 00 x 1. 33 = 142. 31 lb/ft > OK < "Frib Width Span 4. 00 ft. 3. 66 ft. 23. 00 ft. **** USE: 8. 5 in ' Z' x 14 Ga. GIRTS ***** Act uaI w (wl ) - 11b. 14 lb/ft Allowable w (wl ) = 107. 00 x 1. 33 = 142. 31 lb/ft > OK ( ** See Chart ' D' *** 13 F�co C3 HA to CA FR�K FF= R CA m I Pli(H; ID F—= f:�3 1 C3 tq / V Sheet D�By PW'JP 17114'0t11tp11-4 Date 09-18-1996 Cust SKOOKUM LUMBER Job # 16379 GIRT DESIGN Eave Ht. = 24. 25 ft. Wind Load psf ELEVATION USE 14 GAGE NESTED GIRTS AT ELEVATIONS SHOWN WHEN GIRT SPAN GREATER THAN 231 -0. I SE(--C)t JDA RY F RiAM I h!G DES I C31NJ . By PJP Sheet D- Date 09-18-1996 Cust SKOOKUM LUMBER Job # 16379 -X--*--X- C H A R T ? D -W-X- SECTION PROPERTIES Fy = 50 ksi Fb = 30 ksi Member Lbs/ Area Sxx SyZ Rxx Ryy Q Size Ft in^2 in"-3 in"6 in. in. Purlins 8.5x2.75xl6 ga ' Z' 3.01 0.89 2. 18 0.43 3.30 1.23 .60 and 8.5x2.75x 14 ga ' Z' 3. 76 1. 11 2.83 0.155 3.30 1.24 .67 Girts 8.5x2.75xl6 ga 'C' 3.01 0.89 2. 18 0.38 3.30 1.01 .60 8.5x2.75xl4 ga 'C' 3. 76 1. 11 2.83 0. 47 3.30 1.01 .67 Eave 8.5x2. 75xl6 ga 3. 78 1. 11 2. 47 2.47 3.50 1.54 . 72 Struts 8. 5x2.75x 14 ga 4. 72 1.39 2.98 2.98 3.50 1.55 . 79 CONTINUOUS PURLIN DESIGN SIMPLE SPAN DESIGN No. Live Bay End Int Laps Allow Bay Allow Bays Load Sppace Bay Bay Ft. /Ft. Lbs/ Sppace Gage Lbs/ psf Ft. Gage Gage Ft. Ft. Ft. 20 16 0 0. 00/0.00 109 18 16 135 20 25 16 0 2.67/2.67 107 14 175 30 14 0 4.00/4.00 111 19 16 121 20 16 0 2. 00/2. 00 171 14 157 2 25 25 14 0 2.67/2. 67 156 30 14 0 4. 00/4.00 111 20 16 109 20 16 0 2.00/2. 00 171 14 141 30 25 14 0 2.67/2. 67 156 21 16 99 30 14 0 4. 00/4.00 ill 14 128 20 16 16 0.00/0. 00 109 22 16 90 20 25 16 16 2.67/2. 67 117 14 117 30 14 16 4.00/2. 67 108 23 16 82 20 16 16 0. 96/0.96 168 14 107 3 25 25 14 16 2.67/2.00 1E0 30 14 16 4.00/2. 67 108 24 16 76 20 16 16 0.96/0.96 168 14 98 30 25 14 16 4.00/2.67 158 25 16 70 30 14 16 4.00/2.67 108 14 91 20 16 16 0. 00/0. 00 109 26 16 64 20 25 16 16 2. 67/2.00 119 14 84 30 14 16 4.00/2.67 109 27 16 60 20 16 16 0.96/0. 96 156 14 78 4 25 25 14 16 2. 67/2. 00 138 30 14 16 4. 00/2.67 109 28 16 56 20 16 16 0.96/0. 96 156 14 72 _ 30 25 14 16 4.00/2.67 1 165 29 16 52 30 14 16 4.00/2. 67 109 14 67 30 16 48 14 63 . E htil ID W A L-1 F= FR 6=1 M I VA C7 ID E S I G3 hJ By EIR Sheet E- / Date 09-18-1996 Cust SKOOKUM LUMBER ,lob # 16379 RAKE BEAM DESIGN AT LINES "A" AND "H" Span = 23. 00 ft Trib width = 15. 00 ft dl = 13. 38 psf 11 = 25. 00 psf *** USE-..10 B. U. w/ 6 x 1/4 FLGS 10 Ga WEBSxx = 16. 18 in-"'3 I ActUal w (dl+ll) = 15 ft x ( 13. 38 psf + 25 psf) = 575. 70 lb/ft Allowable w(dl+ll ) = (See Chart ' E' ) = 611. 72 lb/ft CORNER POST DESIGN Length = 23. 13 ft Trib width = 15. 00 ft ** USE:8. 5 B. U. w/ 5 x 1/4 FLG 10 Ga WEB Sxx = 11. 36 in"-3 Actual w (wl ) = 15 ft x 16. 1376 psf = 242. 06 lb/ft Allowable w (wl ) = 424. 68 x 1. 33 - 564. 82 lb/ft (See Chart ' E' ) END POST DESIGN Length = 26. 30 ft Trib width = 21. 90 ft *** USE:8. 5 B. U. w/ 5 x 1/4 FLG 10 Ga WEB Sxx = 11. 36 in-`3 Act LtaI w (wl ) = 21. 9 ft x 16. 1376 psf = 353. 41 lb/ft Allowable w (wl ) = 328. 47 x 1. 33 - 436. 87 lb/ft (See Chart ' E' ) Er%JnWAL_L F= FR"M I P4C-1 n E3 I SPA By PJR Sheet E- 2 Date 09-18-1996 Cust SKOOKUM LUMBER Job # 16379 -)K--W-)rt- ( H A FR T E ' #-K--)C Light Gage Coldformed Shapes : Fy = 50 ksi , Fb = 30 ksi Size Wt/ft Area Sxx Syy Rxx Ryy Q 8.5 x 2. 75 x 16 ga ' P 3. 00 0.87 2. 18 0. 38 3.30 1.01 . 60 8.5 x 2. 75 x 14 ga ' P 3. 76 1.08 2.83 0. 47 3.30 1. 01 . 67 8. 5 x 2. 75 x 16 ga 11 P 6. 00 1.74 4. 36 0. 88 3. 30 1. 25 .60 8.5 x 2. 75 x 14 ga ' ] P 7. 34 ". 16 5. 66 1. 19 3.30 1.26 .67 10 x 5.5 x 14 ga ' Z' 5. 06 1.49 4. 35 1. 15 3. 93 1.63 . 62 10 x 5.5 x 12 ga ' Z' 7. 10 2.09 5. 72 1. 61 3. 91 1. 63 . 71 8. 5 x 8.5 x 16 ga 'G' 4.89 1.44 3. 34 3. 34 3. 19 3. 19 . 60 (3) Three Plate Built-up Shapes : depth flg size web Wt/ft Area Sxx Syy Rxx Ryy Rt 8.5 5 x 3/16 10 ga 10.08 2.97 9.04 1.56 3.60 1. 15 1.33 8.5 5 x 1/4 10 ga 12. 14 3.58 11.36 2.08 3.67 1.21 1.36 8.5 6 x 1/4 10 ga 13.84 4.08 13. 36 3.00 3. 73 1.49 1.64 8.5 8 x 1/4 10 ga 17.24 5.08 17.s6 5.33 3.81 2.05 2.22 NOTE: Rake beams and end posts are designed as simple span. End post anchorage (2) 3/4 dia. anchor bolts. Formulae for Allowable Load Determination: M = w x L''2 / 8 then w = 8 x M / L^2 = 8 x (Fb x S) / L'2 Allowable w = (8 x 30000 x S / 12) / L"2 = 20,000 x S / L"2 CPC Steel Buildings Job 16379 Seq 1/5404 Date 09/18/96 14: 16 Page F- 1 MBP Computer System - Rigid Frame Design, Copyright by ISE, Inc. , 1991 i I F R A M E D E S C R I P T I O N MBP Data File Name: 16379.MBP Rim Title: RIGID FRAME AT LINES 5 THRU 10 Customer: SKOOKUM LUMBER MBP File Creatn Date: 09/18/96 14:14:52 Analysis / Desg Date: 09/18/96 14: 15:42 Prepared by : RJR Frame Type : CLEAR SPAN Bldg Width (ft) : 60.000 Eave Height (ft) : 10. 750 Roof Pitch (in/ft) : 2. 000 Bay Spacing (ft) : 25.000 Live Load (psf) : 25.000 Dead Load (psf) : 12.000 Wind Speed (mph) : 80.000 EXPOSURE : C Num of Nodes: 7 Num of Supports: 4 Num of Members: 6 Num of Member Types: 3 Num of Segs per Mem: 8 Num of Load Cases: 4 Num of Load Combs: 2 Node Coordinates ---------------- Node 1 2 3 4 5 6 7 X-Coordinate (ft) .4940 1.438 18. 787 30.000 41.213 58.562 59.506 Y-Co ord i nat e (ft) .0000 8.899 12. 149 14. 018 12. 149 8. 899 . 0000 Support Locations ----------------- Sup Port 1 2 3 4 At Node 1 1 7 7 Direction Horizontal Vertical Horizontal Vertical Member Data Member 1 2 3 4 5 6 Node at the Mart 1 2 3= 5 6 7 Node at the End 3 4 4 5 6 Length of the Member (ft) 8.949 17.651 11. 367 11.367 17.651 8.949 Member Kind B/TIE/O B/T/E/O B/T/E/O B/T/E/O B/T/E/0 B/T/E/O Normal/Opp State Normal Normal Normal Opposite Opposite Opposite End-Release Code 00 00 00 00 00 00 Yield Stress Fyy (ksi) 50.000 50. 000 50.000 50. 000 50. 000 50.000 Modulus of Elasi, E (ksi) 29000.000 29000.000 29000.000 29000.000 29000. 000 29000.000 � I F CBC Steel Buildings Job 16379 Seq 1/5404 Date 09/18/96 14:16 Page F- 2 L O A D I N G LOAD CASES 1 : SELF WEIGHT 2 : Dead Load 3 : Live Load 4 : Wind Load LOAD COMBINATIONS 1 : DL + LL -2 : DL + WL LOAD COMBINATION COMPOSITIONS (PERCENTS) Load Case 1 Load Case 2 Load Case 3 Load Case 4 1 : 100. 000 100.000 100. 000 -2 : 100.000 33. 300 100.000 A negative sign in front of the load combination number indicates wind or seismic loading (allowable stresses may be increased 1/3). SELF WEIGHT loads are calculated by the program. LoadCase 2 ----------> ----------) ----------) ----------> ----------) Member 2 ----------> Member 3 Member 4 Member 5 ----------> UNIF L Magni (kip/ft) : -.2949 -. 3251 -. 2959 -. 2959 -. 2949 -.3251 From (ft) -1.463 -8.571 0000 0000 -1.463 -8. 571 To (ft) 17.651 -1. 072 11.367 11.367 17.651 -1. 072 Eccen (ft) .0000 2. 159 .0000 . 0000 .0000 2. 159 Angle (degr) VER VER VER VER VER VER LoadCase 3 ----------) ----------) ----------) ----------) ----------) Member 2 ----------> Member 3 Member 4 Member 5 ----------) UNIF L Magni (kip/ft) : -. 6143 -.6251 -.6165 -.6165 -. 6143 -.6251 From (ft) -1.463 -8.571 .0000 .0000 -1. 463 -8.571 To (ft) 17. 651 -1.072 11. 367 11.367 17.651 -1. 072 Eccen (ft) .0000 2. 159 .0000 .0000 .0000 2. 159 Angle (degr) VER VER VER VER VER VER LCase 4 --------) --------> --------) --------) --------) --------) Member 1 Member 2 --------) Member 3 Member 4 Member 5 Member 6 UNIF L Magni (ki /ft) : -,4040 7070 7101 .7070 .6060 6060 . CJCJ From (ft .0000 -1. 114 -8.571 . 0000 .0000 -1. 114 . 0000 To (ft) 10.810 17.651 -1. 072 11. 367 11. 367 17. 651 10. 810 Eccen (ft) .0000 .0000 2. 159 .0000 .0000 .0000 .0000 Angle (degr) POU POU VER POU POU POU POU CPC Steel Buildings Job 16379 Seq 1/5404 Date 09/18/96 14:16 Page F- 3 R E S U L T S ` Support Reactions kips for horizontal and vertical supports ----------------- kip-ft for rotational supports DL + LL At Node: 1 1 7 7 Direc: Horizontal Vertical Horizontal Vertical Reac: 23.782 35.978 -23.782 35.978 DL + WL Sup: 1 2 3 4 AtNode: 1 1 7 7 Direc: Horizontal Vertical Horizontal Vertical Reac: -17. 353 -21.609 10. 757 -12.918 Highest Combined Stress Ratios ------------------------------ Member 1 2 3 4 5 6 Comb Stress Ratio .9634 1.011 .6496 .6496 1.011 . 9634 Final Lat Sup Sp Top (ft) 8.500 5. 000 5. 000 5.000 5.000 8.500 Final Lat Sup Sp Bot (ft) 8.500 5.000 5.000 5.000 5.000 8. 500 Station (ft) 7.958 1.0000 7. 105 7. 105 1. 0000 7. 958 Load Comb 1 1 1 1 1 1 Highest Shear Stress Ratios --------------------------- Member 1 2 3 4 5 6 Shear Stress Ratio . 4775 .5126 .7456 .7456 .5126 . 4775 Station (ft) 7.958 1.0000 . 0000 .0000 1. 0000 7. 958 Load Comb 1 i 1 i 1 1 Final Sections -------------- Member 1 Member 2 Member 3 Member 4 Member 5 Member 6 Member Type 1 2 3 -3 -2 -1 Final Flange Width (in) 6 6 6 6 6 6 Final Flange Thick (in) 1/4 1/4 1/4 1/4 1/4 1/4 Final Web Thickness (in) 1/4 1/4 10 Ga 10 Ga 1/4 1/4 Final Depth at Start (in) 11.930 32. 490 24.000 24.000 32. 490 11. 930 Final Depth at End (in) 34. 700 24.000 24. 000 24. 000 24.000 34.700 Length of the Member (ft) 8. 949 17.651 11. 367 11.367 17.651 8.949 Weight of the Member Abs) 265. 987 597. 806 238. 683 238. 683 597. 806 265. 987 Weight of the Frame Abs) 2204.952 I i b L T� T c" 6T naHl Q saNI1 td 33wda=j aioia i �y ------------------------------------------------------------------------------ MBP System - COnnection Processor, Version 1. 2 (4/91 ) -------------------------------------------------------------------------------- MBP file name : 16379. MBP ` Customer: SKOOKUM LUMBER E Run title : RIGID FRAME AT LINES 5 THRU 10 f Frame analyzed/designed : 09/18/96 14: 15:42 This report created: 09/18/96 14: 15:52 C O N N E C T I O N D E F I N I T I O N S ------------------------------------------- CONNECTION 1 On member 1, At 7. 816 ft, Angle : HOR Min In-Plane Dim : 32. 000 in, Min Transversal Dim : 6. 000 in CONNECTION 2 On member 3. At 11. 367 ft, Angle : VER Min In-Plane Dim : 24. 331 in, Min Transversal Dim : 6. 000 in CONNECTION 3 On member 6, At 7. 816 ft, Angle : HOR Min In-Plane Dim : 32. 000 in, Min Transversal Dim : 6. 000 in F 0 R C E S A T C 0 N N F_ C T I 0 N S ----------------------------------------- LIST OF LOAD COMBINATIONS 1 DL + LL DL + WL CONNECTION 1 Load Axial Shear Bending Comb Force Force Moment (kips) (kips) (kip—ft ) 1 —35. 745 —23. 782 —155. 276 —E 21. 841 14. 196 104. 692 CONNECTION 2 Load Axial Shear Bending Comb Force Force Moment (kips) (kips) (kip—ft ) 1 —23. 78E . 001 50. 860 -c 16. 488 —. 18c —24. 959 CONNECTION 3 Load Axial Shear Bending Comb Force Force Moment (kips) (kips) (kip—ft ) 1 —35. 745 782 —155. `76 13. 151 12. 730 80. 532 R I C3 I L7 F= Ri=kMF= C::C71%.1N1 FEE C;-IF I (DPA 1E)EE3 I C3tq i By F'JP Sheet F= 1Z Date 09-18-1996 Cust SKOOKUM LUMBER Job # 16379 i USE 3/4 in. ASTM (A325-N) High Strength Bolts i KNEE CONNECTION Plate size : 6 x . 5 x 36 in. ( 50 ksi ) Allow bolt tension w/ stiffener = 14. 370 k/bolt Allow bolt tension w/o stiffener = 7. 185 k/bolt Actual Dead + Live moment = 156. 00 k-ft (Outside bolts in tension) Allow Dead + Live moment = 186. 21 k-ft w/ 3 rows of bolts w/ 0 stiff i row of bolts outside flange Actual Dead + Wind moment = 105. 00 k-ft ( Inside bolts in tension) Allow Dead + Wind moment = 176. 79 k-ft w/ 3 rows of bolts w/ 0 stiff RAFTER RIDGE CONNECTION Plate size : 6 x . 5 x 28 in. ( 50 ksi ) Allow bolt tension w/ stiffener t ffener -- 14. 370 k/bolt Allow bolt tension w/o stiffener = 7. 185 k/bolt Actual Dead + Wind moment = 25. 00 k-ft (UPeer bolts in tension) Allow Dead + Wind moment = 100. 34 k-ft w/ rows of bolts w/ 0 stiff Actual Dead + Live moment = 51. 00 k-ft (Lower bolts in tension) Allow Dead + Live moment = 114. 96 k-ft w/ ` rows of bolts w/ 0 stiff 1 row of bolts below flange COLUMN BASE PLATE Vertical load = 36. 00 kips Column flg width = 6. 00 in. USE: BASE PLATE 8 x . 5 x 13 in. ( 50 ksi ) Min Req' d Thk : 1. 6 x SOR 1 36 / ( 8 x 13 x . 25 x 50 ) I = 66 in CRC Steel Buildings Job 16379-04 Seq 2/5412 Date 09/23/96 10:05 Page F- 8 MBP Computer System - Rigid Frame Design, Copyright by ISE, Inc. , 1991 F R A M E D E S C R I P T I O N MBP Data File Name: 16379-04.MBP Run Title: RIGID FRAME AT LINE 4 Customer: SKOOKUM LUMBER MBP File Creatn Date: 09/23/96 10:03: 19 Analysis / Desg Date: 09/23/96 10:04:22 Prepared by : PJP Frame Type : CLEAR SPAN Bldg Width (ft) : 60. 000 Eave Height (ft) : 12.000 Roof Pitch (in/ft) : 2.000 Bay Spacing (ft) : 21. 100 Live Load (psf) : 25.000 Dead Load (psf) : 12.000 Wind Speed (mph) : 80. 000 EXPOSURE : C Num of Nodes: 6 Num of Supports: 4 Num of Members: 5 Num of Member Types: 5 Num of Segs per Mem: $ Num of Load Cases: 5 Num of Load Combs: 3 Node Coordinates ---------------- Node 1 2 3 4 5 6 X-Coordinate (ft) 1. 205 2.035 22. 500 45. 105 57.943 58. 798 Y-Co ord i nat e (ft) . 0000 10. 333 14.200 10. 419 7. 626 .0000 Support Locations -------------Su ort sup 1 3 4 At Node 1 1 6 6 Direction Horizontal Vertical Horizontal Vertical Member Data T Member 1 2 3 4 5 Node at the Start 1 2 4 5 6 Node at the End 2 3 3 4 5 Length of the Member (ft) 10.366 20.828 22.919 13.097 7. 872 Member Kind : BU/TD/EF/0P BU/TD/EF/Op BU/TD/EF/Op BU/TD/EF/Op BU/TD/EF/Op Normal/Opp State Normal Normal Opposite Opposite Opposite End-Release Code 00 00 00 00 00 Yield Stress Fyy (ksi) 50. 000 50.000 50. 000 50.000 50.000 Modulus of Elast, E (ksi) 29000. 000 29000. 000 29000.000 29000. 000 29000.000 CBC Steel Buildings Job 16379-04 Seq 2/5412 Date 09/23/96 10:05 Page F- 9 • L 0 A D I N G LOAD CASES 1 : SELF WEIGHT 2 : Dead Load 3 : Live Load 4 : Wind Load 5 : WIND LOAD FROM RIGHT LOAD COMBINATIONS i DL + LL DL + WL -3 DL + WL FROM RIGHT LOAD COMBINATION COMPOSITIONS (PERCENTS) Load Case 1 Load Case 2 Load Case 3 Load Case 4 Load Case 5 1 : 100.000 100.000 100.000 -2 : 100. 000 33. 300 100.000 -3 : 100.000 33.300 100.000 A negative sign in front of the load combination number indicates wind or seismic loading (allowable stresses may be increased 1/3). SELF WEIGHT loads are calculated by the program. Load Case 2 -------------> -------------) -------------> Member 1 Member 2 Member 3 Member 4 UNIF L Magni (kip/ft) : -.2488 -. 2497 -. 2482 From (ft) -2.071 .0000 -2.099 To (ft) 20. 828 22. 919 13.097 Eccen (ft) .0000 .0000 .0000 Angle (degr) VER VER VER CONC L Magni (kips) -1. 700 At (ft) 11.035 Eccen (ft) 2.088 Angle (degr) VER LCase 3 --------> --------) --------> --------> --------) -------- UNIF L > Member 1 Member --------> Member 3 --------> Member 4 --------> Magni (ki /ft) : -. 5183 - 1400 -. 5203 -. 1400 -.5171 - 1401 From (fJ -2. 071 -1.690 .0000 .0000 -2.099 -1.685 To (ft) 20. 828 21. 115 919 23, 174 13.097 13.097 Eccen (ft) .0000 1.769 .0000 1.536 .0000 1. 796 Angle (degr) VER VER VER VER VER VER CON C L Magni (kips) -2.900 At (ft) 11.035 Eccen (ft) 2.088 Angle (degr) VER LoadCase 4 -------------) -------------> -------------) -------------> UNIF L Member 1 Member 2 Member 3 Member 4 Member 5 Magni (kip/ft) : -.3410 . 5967 . 5115 . 5115 .2131 From (ft) .0000 -1.733 .0000 -1.754 .0000 To (ft) 12.039 20.828 22. 919 13.097 9. 557 Eccen (ft) .0000 .0000 .0000 .0000 .0000 Anggle (degr) POU POU POU POU POU CON C L Magni (kips) 3. 300 At (f t) 11.035 Eccen (ft) 2. 088 • Angle (degr) VER CPC Steel Buildings Job 16379-04 Seq 2/5412 Date 09/23/96 10:05 Page F-10 f LoadCase 5 -------------) -------------) -------------) -------------) Member 1 Member 2 Member 3 Member 4 Member 5 UNIF L Magn i (kip/ft) : -.2123 5111 . 5970 5973 -. 3390 From (ft) .0000 -1.690 .0000 -1.685 0000 ; To (ft) 12.039 21. 115 23. 174 13.097 9. 557 Eccen (ft) 1.687 1.769 1.536 1. 796 1. 721 Angle (degr) HOR POU POU POU HOR s, CONE L Magni (kips) 3.300 At (ft) 11.035 Eccen (ft) 2.088 Angle (degr) VER a 'a 8 CBC Steel Buildings Job 16379-04 Seq 2/5412 Date 09/23/96 10:05 page F-11 R E S U L T S Support Reactions kips for horizontal and vertical supports ----------------- kip-ft for rotational supports DL + LL Sup: 1 2 3 4 AtNode: 1 1 6 6 Direc: Horizontal Vertical Horizontal Vertical Reac: 25.351 33.568 -25. 351 28.558 DL + WL Sup: 1 2 3 4 AtNode: 1 1 6 6 Direc: Horizontal Vertical Horizontal Vertical Reac: -15. 104 -16. 580 7. 996 -11. 256 DL + WL FROM RIGHT Sup: 1 2 3 4 AtNode: 1 1 6 6 Direc: Horizontal Vertical Horizontal Vertical Reac: -10. 557 -15. 196 14.540 -14. 157 Highest Combined Stress Ratios ------------------------------ Member 1 2 3 4 5 Comb Stress Ratio 1.031 1.003 .9285 .9243 . 9114 Final Lat Sup Sp Top (ft) 9. 500 5. 000 5.000 5.000 6. 000 Final Lat Sup Sp Bot (ft) 9.500 5.000 5.000 5.000 6.000 Station (ft) 9.413 . 9580 11.460 . 9220 6. 961 Load Comb 1 1 1 1 1 Highest Shear Stress Ratios --------------------------- Member 1 2 3 4 5 Shear Stress Ratio .4985 . 4548 1.034 . 4484 . 4972 Station (ft) 9.413 .9580 22. 919 . 9220 6. 961 Load Comb 1 1 1 1 1 Final Sections -------------- C Member 1 Member 2 Member 3 Member 4 Member 5 Member Type 1 2 -3 -4 -5 Final Flange Width (in) 6 6 6 6 6 Final Flange Thick (in) 3/8 3/8 1/4 1/4 1/4 Final Web Thickness (in) 1/4 1/4 10 Ga 1/4 1/4 Final Depth at Start (in) 11.960 30.510 20.000 30.770 11. 930 Final Depth at End (in) 31.930 19.650 19. 730 20.030 32. 570 Length of the Member (ft) 10.366 20.828 22.919 13.097 7.872 Weight of the Member (lbs) 346.709 751.314 437.806 411. 872 226. 860 Weight of the Frame (lbs) 2174. 562 M Q My TV T•1 N r D 3 m 1 r M m A N N J � o 1 � A n . ._----------------------------------------------------------------------------- MBP System - COnnection Processor, Version 1. 2 (4/91 ) MBF' f i 1 e name : 16379-04. MBF' Customer: SKOOKUM LUMBER Run title : RIGID FRAME AT LINE 4 Frame analyzed/designed : 09/23/96 10:04:22 This report created : 09/23/96 10:04:31 I i C O N N E C T I O N D E F I N I T I O N S ------------------------------------------- CONNECTION 1 On member 1, At 9. 312 ft, Angle : 4. 59 DEGREES Min In-Plane Dim : 29. 997 in, Min Transversal Dim : 6. 000 in CONNECTION 2 On member 3, At 22. 919 ft, Angle : -9. 50 DEGREES Min In-Plane Dim : 20. 004 in, Min Transversal Dim : 6. 000 in CONNECTION 3 On member 5, At 6. 822 ft, Angle : 6. 24 DEGREES Min In-Plane Dim : 29. 999 in, Min Transversal Dim : 6. 000 in F O R C E S A T C O N N E C T I O N S ----------------------------------------- LIST OF LOAD COMBINATIONS 1 : DL + LL -2 : DL + WL -3 : DL + WL FROM RIGHT CONNECTION 1 Load Axial Shear Bending Comb Force Force Moment (kips) (kips) (kip-ft) 1 -33. 257 -25. 350 -210. 398 -2 16. 892 11. 928 112. 934 -3 15. 508 12. 533 95. 474 CONNECTION 2 Load Axial Shear Bending Comb Force Force Moment (kips) (kips) (kip-ft ) 1 -25. 351 --7. 075 2. 743 -2 13. 210 3. 562 4. 847 -3 15. 002 3. 810 2. 204 CONNECTION 3 Load Axial Shear Bending Comb Force Force Moment (kips) (kips) (kip-ft ) 1 -28. 36 1 -25. 352 -150. 8`8 -2 11. 452 9. 450 50. 748 -3 14. 353 12. 228 80. 618 i R I iC I ID FRAME C;C3V4P4EC:T I C3PJ 1E)EE3 I (E;h! B PJP Y Sheet F— � • Date 09-1$-1996 Cust SI'.00KUM LUMBER Job # 16379 I USE 3/4 in. ASTM (A325—N) High Strength Bolts KNEE CONNECTION Plate sire : 6 x . 5 x 34 in. ( 50 ksi ) Allow bolt tension w/ stiffener = 14. 370 k/bolt Allow bolt tension w/o stiffener = 7. 185 k/bolt i Actual Dead + Live moment = 211. 00 k—ft (Outside bolts in tension) Allow Dead + Live moment = 258. 66 k—ft w/ 4 rows of bolts w/ 1 stiff 1 row of bolts outside flange Actual Dead + Wind moment = 113. 00 k—ft ( Inside bolts in tension) Allow Dead + Wind moment = 164. 05 k—ft w/ 3 rows of bolts w/ 0 stiff RAFTER RIDGE CONNECTION Plate size : 6 x . 5 x 24 in. ( 50 ksi ) Allow bolt tension w/ stiffener = 14. 370 k/bolt Allow bolt tension w/o stiffener = 7. 185 k/bolt Actual Dead + Live moment = 0. 00 k—ft (UPeer bolts in tension) Allow Dead + Live moment = 61. 07 k—ft w/ c rows of bolts w/ 0 stiff Actual Dead + Wind moment = 5. 00 k—ft (Lower bolts in tension) Allow Dead + Wind moment = 127. 41 k—ft w/ 2 rows of bolts w/ 0 stiff 1 row of bolts below flange COLUMN BASE PLATE Vertical load = 33. 60 kips Column flg width = 6. 00 in. USE: BASE PLATE 8 x . 5 x 13 in. ( 50 ksi ) Min Req' d Thk : 1. 6 x SUR E 33. 6 / ( 8 x 13 x . 25 x 50 ) 1 = . 257 in CBC Steel Buildings Job 16379-03 Seq 1/5407 Date 09/19/96 09:08 Page F-16 MBP Computer System - Rigid Frame Design, Copyright by ISE, Inc. , 1991 F R A M E D E S C R I P T I O N MBP Data File Name: 16379-O3. MBP Run Title: RIGID/CARRIER/PORTAL FRAME AT LINE 3 Customer: SKOOKUM LUMBER MBP File Creatn Date: 09/19/96 09:01:20 Analysis / Desg Date: 09/19/96 09:03:53 Prepared by : PJP Frame Type : CLEAR SPAN Bldg Width (ft) : 54.000 Eave Height (ft) 24.500 Roof Pitch (in/ft) : .000 Bay Spacing (ft) : 9. 100 Live Load (psf) : 25. 000 Dead Load (psf) : 12.000 Wind Speed (mph) : 80.000 EXPOSURE : C Num of Nodes: 5 Num of Supports: 4 Num of Members: 4 Num of Member Types: 4 Num of Se per Mem: 8 Num of Load Cases: 5 Num of Load Combs: 3 Node Coordinates ---------------- Node 1 2 3 4 5 X-Coordinate (ft) 1. 207 2.370 31.008 51.630 52. 7915 Y-Co ord i nat e (ft) . 0000 22.208 22. 208 22.208 . 0000 Support Locations ----------------- Support 1 2 3 4 At Node 1 1 5 5 Direction Horizontal Vertical Horizontal Vertical Member Data Member 1 2 3 4 Node at the Start 1 2 3 5 Node at the End 2 3 4 4 Length of the Member (ft) 22. 239 28. 638 20.621 22.239 Member Kind BU/TD/EF/0p BU/TD/EF/DP BU/TD/EF/Dp BU/TD/EF/Op Normal/Opp State Normal Normal Normal Opposite End-Release Code 00 00 00 00 Yield Stress Fyy (ksi) 50. 000 50. 000 50. 000 50. 000 Modulus of Elast, E (ksi) 29000. 000 29000. 000 29000. 000 29000.000 CBC Steel Buildings Job 16379-03 Seq 1/5407 Date 09/19/96 09:08 Page F-17 L O A D I N G f ' LOAD CASES 1 : SELF WEIGHT 2 : Dead Load 3 : Live Load 4 : Wind Load 5 : WIND LOAD FROM RIGHT LOAD COMBINATIONS 1 : DL + LL -2 : DL + WL f -3 : DL + WL FROM RIGHT LOAD COMBINATION COMPOSITIONS (PERCENTS) j Load Case 1 Load Case 2 Load Case 3 Load Case 4 Load Case 5 1 : 100. 000 100. 000 100.000 -2 : 100.000 33.300 100.000 -3 : 100.000 33.300 100.000 A negative sign in front of the load combination number indicates wind or seismic loading (allowable stresses may be increased 1/3). SELF WEIGHT loads are calculated by the program. Load Case 2 -------------) Member 2 Member 3 UNIF L Magni (kip/ft) : -. 1092 -. 1092 From (ft) -2. 370 . 0000 To (ft) 28.638 22.992 Eccen (ft) . 0000 . 0000 Anggle (degr) VER VER CONC L Magni (kips) -10. 700 -10.900 At (ft) 26.830 18. 192 Eccen (ft) . 0000 . 0000 Angle (degr) VER VER Load Case 3 -------------> -------------> ------------- UNIF L > Member 2 -------------> Member 3 -------------> Magni (kip/ft) : -. 2275 -. 1400 -. 2275 -. 1400 From (ft) -2. 370 -2.370 . 0000 .0000 To (ft) 28. 638 28.638 22.992 22.992 Eccen (ft) .0000 2.292 .0000 2. 292 Anggle (degr) VER VER VER VER CON C L Magni (kips) -19. 100 -19.400 At (ft) 26.830 18. 192 Eccen (ft) .0000 . 0000 Angle (degr) VER VER Load Case 4 Node 2 X-For (kips) 17. 700 LoadCase 4 -------------) -------------) ------------- UNIF L > Member 1 Member 2 Member 3 Member 4 Magni (kip/ft) : -. 1471 .2573 .2573 . 09191 From (f(kW > .0000 -2. 370 .0000 . 0000 To (ft) 24.534 28. 638 22.992 24.534 Eccen (ft) . 0000 . 0000 .0000 . 0000 Angle (degr) POU POU POU POU CON C L Magni (kips) 21. 600 21. 900 At (f t) 26.830 18. 192 Eccen (ft) . 0000 .0000 Angle (degr) VER VER CBC Steel Buildings Job 16379-03 Seq 1/5407 Date 09/19/96 09:08 Rage F-18 Load Case 5 Node 2 X-For (kips) -17.700 Load Case 5 -------------> -------------> -------------> UNIF L Member 1 Member 2 Member 3 Member 4 Magni (kip/ft) : -.09187 .2570 .2570 -. 1468 From (f t) 0000 -2.370 .0000 .0000 To (ft) 24.534 28.638 22.992 24.534 Eccen (ft) 1.849 2. 292 2.292 1.849 Angle (degr) HOR ROU ROU HOR CON C L Magni (kips) 21. 600 21.900 At (ft) 26.830 18. 192 Eccen (ft) .0000 .0000 Angle (degr) VER VER i CBC Steel Buildings Job 16379-03 Seq 1/5407 Date 09/19/96 09:08 Page F-19 R E S U L T S Support Reactions kips for horizontal and vertical supports ----------------- kip-ft for rotational supports DL + LL Sup: 1 2 3 4 AtNode: 1 1 5 5 Direc: Horizontal Vertical Horizontal Vertical Reac: 10. 716 31.041 -10.716 59.661 DL + WL Sup: 1 2 3 4 AtNode: 1 1 5 5 Direc: Horizontal Vertical Horizontal Vertical React -17.376 -22.071 -6. 187 -21. 310 DL + WL FROM RIGHT Sup: 1 3 4 AtNode: 1 1 5 5 Direc: Horizontal Vertical Horizontal Vertical Reac: 6.223 -4.028 17. 332 -39.334 Highest Combined Stress Ratios ------------------------------ Mcmber 1 2 3 4 Comb Stress Ratio .6357 1.004 .9991 .6325 Final Lat Sup Sp Top (ft) 6. 000 20.000 20.000 6.000 Final Lat Sup Sp Bo t (ft) 6.000 20.000 20. 000 6. 000 Station (ft) 19.459 25.058 .0000 19. 459 Load Comb 2 1 1 J Highest Shear Stress Ratios --------------------------- Mcmber 1 2 .3 4 - Shear Stress Ratio .6579 . 7842 .6108 Station (ft) 20. 736 1.505 19. 117 20. 736 Load Comb 2 1 1 3 Final Sections ------------ Member 1 Member 2 Member 3 Member 4 Member Type 1 2 3 -4 Final Flange Width (in) 8 10 10 8 Final Flange Thick (in) 3/8 1/2 1/2 3/8 Final Web Thickness (in) 3/16 1/4 1/4 3/16 Final Depth at Start (in) 11.983 38. 000 38.000 11. 983 Final Depth at End (in) 39. 941 38. 000 38.000 39. 941 Length of the Member (ft) 22. 239 28. 638 20.621 22.239 Weight of the Member (lbs) 813.721 1878.956 1352. 979 813. 722 Weight of the Frame (lbs) 4859. 378 C RIOID,,CARRIERiPORTAL FRAME AT LINE 5 4 Ff� 1 4 ILI :�-Jp Z 1 3 Y 0 ------------------------------------------------------------------------------ MBP System — COnnection Processor, Version 1. 2 (4/91 ) ------------------------------------------------------------------------------ MBP file name : 16379-03. MBP Customer: SKOOKUM LUMBER Run title : RIGID/CARRIER/PORTAL FRAME AT LINE 3 Frame analyzed/designed: 09/19/96 09 :03:53 This report created: 09/19/96 09 :04:08 C O N N E C T I O N D E F I N I T I O N S ------------------------------------------- CONNECTION 1 On member 1, At 20. 653 ft, Angle : HOR Min In—Plane Dim : 38. 000 in, Min Transversal Dim: 8. 000 in CONNECTION 2 On member 3, At . 000 ft, Angle : POU Min In—Plane Dim : 38. 000 in, Min Transversal Dim : 10. 000 in CONNECTION 3 On member 4, At 20. 653 ft, Angle : HOR Min In—Plane Dim : 38. 000 in, Min Transversal Dim : 8. 000 in Fzz F O R C E S A T C O N N E C T I O N S • ----------------------------------------- LIST OF LOAD COMBINATIONS 1 : DL + LL -2 : DL + WL -3 : DL + WL FROM RIGHT CONNECTION 1 Load Axial Shear Bending Comb Force Force Moment (kips) (kips) (kip-ft) 1 -30. 285 -10. 716 -187. 89 22. 826 14. 339 302. 660 -3 4. 783 -4. 326 -113. 645 CONNECTION Load Axial Shear Bending Comb Force Force Moment (kips) (kips) (kip-ft ) 1 -10. 716 -16. 234 353. 307 - 3. 932 . 126 -219. 608 13. 731 18. 158 -148. 006 CONNECTION 3 Load Axial Shear Bending Comb Force Force Moment (kips) (kips) (kip-ft ) 1 -58. 905 -10. 716 -156. 972 -2 22. 066 -4. 289 -131. 376 -3 40. 090 14. 300 283. 459 FR I C; I n FR"ME C:�"rAr%,iEC:-IF I "P-1 DES I C;hJ By PJP Sheet F- 2 _ Date 09-18-1996 Cust SKOOKUM LUMBER Job # 16379 USE 3/4 in. ASTM (A325-N) High Strength Bolts KNEE CONNECTION Plate size : 6 x . 5 x 42 in. ( 50 ksi ) Allow bolt tension w/ stiffener = 14. 370 k/bolt Allow bolt tension w/o stiffener = 7. 185 k/bolt Actual Dead + Live moment = 188. 00 k-ft (Outside bolts in tension) Allow Dead + Live moment = 258. 66 k-ft w/ 4 rows of bolts w/ 0 stiff i row of bolts outside flange Actual Dead + Wind moment = 303. 00 k-ft ( Inside bolts in tension) Allow Dead + Wind moment = 315. 35 k-ft w/ 3 rows of bolts w/ 1 stiff RAFTER SPLICE CONNECTION Plate size : 6 x . 5 x 42 in. ( 50 ksi ) Allow bolt tension w/ stiffener = 14. 370 k/bolt Allow bolt tension w/o stiffener = 7. 185 k/bolt Actual Dead + Wind moment = 220. 00 k-ft (Upper bolts in tension) Allow Dead + Wind moment = 258. 01 k-ft w/ 4 rows of bolts w/ 0 stiff Actual Dead + Live moment = 354. 00 k-ft (Lower bolts in tension) Allow Dead + Live moment = 368. 23 k-ft w/ 5 rows of bolts w/ 1 stiff 1 row of bolts below flange COLUMN BASE PLATE Vertical load = 59. 70 kips Column flg width = 8. 00 in. *** USE: BASE PLATE 8 x . 5 x 13 in. ( 50 ksi ) Min Req' d Thk . 8 x SUR C 59. 7 / ( 8 x 13 x . 25 x 50 ) 1 = . 171 in CPC Steel Buildings Job 16379-GE Seq 1/5408 Date 09/19/96 09:54 page F-24 MBP Computer System - Rigid Frame Design, Copyright by ISE, Inc. , 1991 F R A M E D E S C R I P T I O N MBP Data File Name: 16379-GE.MBP Run Title: CARRIED FRAME AT LINES "G" AND "E" Customer: SKOOKUM LUMBER MBP File Creatn Date: 09/19/96 09:47:56 Analysis / Desg Date: 09/19/96 09:53:34 Prepared by : PJP Frame Type : CARRIED FRAME Bldg Width (ft) : 62. 000 Eave Height (ft) : 24. 250 Roof pitch (in/ft) : 2. 000 Bay Spacing (ft) : 25. 000 Live Load (psf) : 25. 000 Dead Load (psf) : 12. 000 Wind Speed (mph) : 80. 000 EXPOSURE : C Num of Nodes: 4 Num of Supports: 4 Num of Members: 3 Num of Member Types: 3 Num of Se gs per Mem: 8 Num of Load Cases: 4 Num of Load Combs: 2 Node Coordinates ---------------- Node 1 2 3 4 X-Coordinate (ft) 1. 000 31. 000 60. 792 60. 792 Y-Coordinate (ft) 22.945 26. 941 22. 987 . 0000 Support Locations ----------------- Sup Port 1 2 3 4 At Node 1 1 4 4 Direction Horizontal Vertical Horizontal Vertical Member Data Member 1 2 3 Node at the Start 1 3 4 Node at the End 2 2 3 Length of the Member (ft) 30.265 30.053 22. 987 Member Kind BU/TD/EF/Op BU/TD/EF/Op BU/TD/EF/Op Normal/Opp State Normal Opposite Opposite End-Release Code 00 00 01 Yield Stress Fyy (ksi) 50.000 50.000 50. 000 Modulus of Elast, E (ksi) 29000.000 29000. 000 29000. 000 CRC Steel Buildings Job 16379-GE Seq 1/5408 Date 09/19/96 09:54 Page F-25 L O A D I N G� ' LOAD CASES 1 : SELF WEIGHT 2 : Dead Load 3 : Live Load 4 : Wind Load LOAD COMBINATIONS 1 : DL + LL -2 : DL + WL LOAD COMBINATION COMPOSITIONS (PERCENTS) Load Case 1 Load Case 2 Load Case 3 Load Case 4 1 : 100.000 100. 000 100.000 -2 : 100.000 33.300 100.000 A negative sign in front of the load combination number indicates wind or seismic loading (allowable stresses may be increased 1/3). SELF WEIGHT loads are calculated by the program. Load Case 2 -------------> -------------) Member 1 Member 2 Member 3 UNIF L Magni (kip/ft) : - 2974 - 2974 From (ft) -1.009 -1.219 To (ft) 30. 265 30.053 Eccen (ft) .0000 .0000 Angle (degr) VER VER CON C L Magni (kips) -1.400 At (ft) 16.500 Eccen (ft) 1.208 Angle (degr) VER Load Case 3 -------------) -------------) Member 1 Member 2 Member 3 UNIF L Magni (kip/ft) : -.6195 -.6196 From (ft) -1.009 -1.219 To (ft) 30. 265 30.0153 Eccen (ft) .0000 .0000 An le (degr) VER VER CON L Magni (kips) -4. 100 At (ft) 16.500 Eccen (ft) 1.208 Angle (degr) VER Load Case 4 -------------) -------------) Member I Member 2 Member 3 UNIF L Magni (kip/ft) : .6060 . 7070 -. 4040 From (ft) -.7720 -.9840 .0000 To (ft) 30.265 30.053 24.250 Eccen (ft) .0000 .0000 .0000 Angle (degr) POU POU POU CONE L Magni (kips) 2.900 At (ft) 16.500 Eccen (ft) 1.208 Angle (degr) VER i CRC Steel Buildings Job 16379-GE Seq 1/5408 Date 09/19/96 09:54 Rage F-26 j �R E S U L T S • Support Reactions kips for horizontal and vertical supports ----------------- kip-ft for rotational supports DL + LL Sup: 1 2 3 4 AtNode: 1 1 4 4 Direc: Horizontal Vertical Horizontal Vertical Reac: -.2890 29.905 .2890 36.207 DL + WL Sup: 1 2 3 4 AtNode: 1 1 4 4 Direc: Horizontal Vertical Horizontal Vertical Reac: 4. 766 -14.825 4.515 -18.352 Highest Combined Stress Ratios ------------------------------ Member 1 2 3 Comb Stress Ratio 1.018 1. 016 .2665 Final Lat Sup Sp Top (ft) 5. 000 5.000 6. 000 Final Lat Sup Sp Bot (ft) 5.000 5.000 6.000 Station (ft) 18. 916 18.783 11.493 Load Comb 1 1 2 Highest Shear Stress Ratios --------------------------- Member 1 2 3 Shear Stress Ratio .8886 .8830 . 1322 Station (ft) 3. 783 3.757 .0000 Load Comb 1 1 2 Final Sections -------------- Member 1 Member 2 Member 3 Member Type 1 -2 -3 Final Flange Width (in) 10 10 8 ,Final Flange Thick (in) 3/8 - 3/8 3/8 Final Web Thickness (in) 3/16 3/16 9 Ga Final Depth at Start (in) 17.860 17. 690 12.000 Final Depth at End (in) 41.630 41. 630 12.000 Length of the Member (ft) 30.265 30.053 22.987 Weight of the Member (lbs) 1334. 862 1323. 891 601.855 Weight of the Frame (lbs) 3260.607 N £ -74 9� Ola L L i � y -a- allo ..0.. S3N I I L" awot:" aH I aaHo 28 ------------------------------------------------------------------------------ MBP System — COnnection Processor, Version 1. 2 (4/91 ) ------------------------------------------------------------------------------ MBP file name : 16379—GE. MBP Customer: SKOOKUM LUMBER Run title: CARRIED FRAME AT LINES "G" AND "E" Frame analyzed/designed : 09/19/96 09 :53:34 This report created: 09/19/96 09 :53:41 C O N N E C T I O N D E F I N I T I O N S ------------------------------------------- CONNECTION 1 On member 1, At 30. 265 ft, Angle : —7. 59 DEGREES Min In—Plane Dim : 41. 999 in, Min Transversal Dim : 10. 000 in �29 F O R C E S A T C O N N E C T I O N S ----------------------------------------- LIST OF LOAD COMBINATIONS 1 : DL + LL : DL + WL CONNECTION 1 Load Axial Shear Bending Comb Force Force Moment (kips) (kips) (kip—ft ) 1 . 289 —. 1O5 433. 819 —1. 675 —. 704 —240. 094 4- i H I C7 I n F" RI=kME iCO1VhqEC-IF I C)h*1 I3EE3 I HIV By PJP Sheet F—� Date 09-18-1996 Cust SKOOKUM LUMBER Job # 16379 USE 3/4 in. ASTM (A325—N) High Strength Bolts RAFTER RIDGE CONNECTION Plate size : 6 x . 5 x 46 in. ( 50 ksi ) Allow bolt tension w/ stiffener = 14. 370 k/bolt Allow bolt tension w/o stiffener = 7. 185 k/bolt Actual Dead + Wind moment = 240. 00 k—ft (Upper bolts in tension) Allow Dead + Wind moment = 289. 87 k—ft w/ 4 rows of bolts w/ 0 stiff Actual Dead + Live moment = 434. 00 k—ft (Lower bolts in tension) Allow Dead + Live moment = 449. 06 k—ft w/ 5 rows of bolts w/ 2 stiff 1 row of bolts below flange COLUMN BASE PLATE Vertical load = 36. 20 kips Column f.lg width = 8. 00 in. ** USE: BASE PLATE 8 x . 5 x 13 in. ( 50 ksi ) Min Reg' d Thk : . 8 x SUR f_ 36. 2 / ( 8 x 13 x . 25 x 50 ) 7 = . 133 in CBC Steel Buildings Job 16379-CB Seq 1/5409 Date 09/19/96 13:00 Page F-31 MBP Computer System - Rigid Frame Design, Copyright by ISE, Inc. , 1991 F R A M E D E S C R I P T I O N MBP Data File Name: 16379-CB.MBP Run Title: RIGID FRAME AT LINES "C" AND "B" Customer: SKOOKUM LUMBER MBP File Creatn Date: 09/19/96 12:58:43 Analysis / Desg Date: 09/19/96 12:59:28 Prepared by : PUP Frame Type : CLEAR SPAN Bldg Width (ft) : 62.000 Eave Height (ft) : 24.250 Roof Pitch (in/ft) : 2.000 Bay Spacing (ft) : 19. 000 Live Load (psf) : 25.000 Dead Load (psf) : 12.000 Wind Speed (mph) : 80.000 EXPOSURE : C Num of Nodes: 7 Num of Supports: 4 Num of Members: 6 Num of Member Types: 3 Num of Segs per Mem: 8 Num of Load Cases: 5 Num of Load Combs: 3 Node Coordinates ---------------- Node 1 3 4 5 6 7 X-Coordinate (ft) 1.208 2.083 19.760 31. 000 42.240 59.917 60. 792 Y-Coordinate (ft) .0000 22. 496 25. 980 27. 854 25.980 22.496 .0000 Support Locations Support 1 2 3 4 At Node 1 1 7 7 Direction Horizontal Vertical Horizontal Vertical Member Data Member 1 2 3 4 5 6 Node at the Start 1 2 3 5 6 7 Node at the End 2 3 4 4 5 6 Length of the Member (ft) 22.513 18.017 11.395 11.395 18. 017 22. 513 Member Kind B/T/E/O B/T/E/O B/T/E/O B/T/E/O B/T/E/O B/T/E/O Normal/Opp State Normal Normal Normal Opposite Opposite Opposite End-Release Code 00 00 00 00 00 00 Yield Stress F yy (k s i) 50.000 50.000 50.000 50.000 50.000 50.000 Modulus of Elast, E (ksi) 29000.000 29000. 000 29000. 000 29000.000 29000. 000 29000.000 CRC Steel Buildings Job 16379-CB Seq 2/5411 Date 09/20/96 09:05 Page F-31 MBP Computer System - Rigid Frame Design, Copyright by ISE, Inc. , 1991 F R A M E D E S C R I P T I O N MBP Data File Name: 16379-CB.MBP Run Title: RIGID FRAME AT LINES "C" AND "B" Customer: SKOOKUM LUMBER MBP File Creatn Date: 09/20/96 09:02:34 Analysis / Desg Date: 09/20/96 09:04:43 Prepared by : PJP Frame Type : CLEAR SPAN Bldg Width (ft) : 62. 000 Eave Height (ft) : 24. 250 Roof Pitch (in/ft) : 2. 000 Bay Spacing (ft) : 19. 000 Live Load (psf) : 25. 000 Dead Load (psf) : 12. 000 Wind Speed (mph) : 80. 000 EXPOSURE : C Num of Nodes: 7 Num of Supports: 4 Num of Members: 6 Num of Member Types: 3 Num of Se gs per Mem: 8 Num of Load Cases: 5 Num of Load Combs: 3 Node Coordinates ---------------- Node 1 2 3 4 5 6 7 X-Coordinate (ft) 1. 208 2. 083 19. 760 31. 000 42. 240 59. 917 60. 792 Y-Coordinate (ft) . 0000 22. 496 25. 980 27. 854 25. 980 22. 496 . 0000 Support Locations ----------------- Support 1 2 3 4 At Node 1 1 7 7 Direction Horizontal Vertical Horizontal Vertical Member Data Member 1 2 3 4 5 6 Node at the Start 1 2 3 5 6 7 Node at the End 2 3 4 4 5 6 Length of the Member (ft) 22.513 18. 017 11. 395 11. 395 18. 017 22. 513 Member Kind B/T/E/O B/T/E/O B/T/E/O B/T/E/O B/T/E/O B/T/E/O Normal/Opp State Normal Normal Normal Opposite Opposite Opposite End-Release Code 00 00 00 00 00 00 Yield Stress Fyy (ksi) 50. 000 50. 000 50. 000 50. 000 50. 000 50. 000 Modulus of Elast, E (ksi) 29000. 000 29000. 000 29000. 000 29000. 000 29000. 000 29000. 000 CBC Steel Buildings Job 16379-CB Seq 2/5411 Date 09/20/96 09:05 Rage F-32 L O A D I N G LOAD CASES 1 : SELF WEIGHT 2 : Dead Load 3 : Live Load 4 : Wind Load 5 : WIND LOAD FROM RIGHT LOAD COMBINATIONS 1 : DL + LL -2 : DL + WL -3 : DL + WL FROM RIGHT LOAD COMBINATION COMPOSITIONS (PERCENTS) Load Case 1 Load Case 2 Load Case 3 Load Case 4 Load Case 5 1 : 100.000 100.000 100.000 : 100.000 33.300 100.000 -3 : 100.000 33.300 100.000 A negative sign in front of the load combination number indicates wind or, seismic loading (allowable stresses may be increased 1/3). SELF WEIGHT loads are calculated by the program. LoadCase 2 ----------) ----------> ----------> ----------> ----------> Member 1 Member 2 Member 3 Member 4 Member 5 Member 6 UNIF L Magni (kip/f t) : -. 2237 -. 2249 -. 2249 -.2237 From (f t) -2. 123 .0000 .0000 -2. 123 To (ft) 18.017 11.395 11. 395 18. 017 Eccen (ft) .0000 .0000 .0000 . 0000 An le (degr) VER VER VER VER CONC L Magni (kips) -2.400 -1. 700 At (f t) 23.268 16. 512 Eccen (ft) 2. 112 1.849 Angle (degr) VER VER Load Case 3 ----------) ----------) ----------> ----------) ----------) Member 1 Member 2 Member 3 Member 4 Member 5 Member 6 UNIF L Magni (kip/ft),: -. 4660 -.4685 -.4685 -. 4660 From (ft) -2. 123 . 0000 .0000 -2. 123 To (ft) 18.017 11. 395 11. 395 18.017 Eccen (ft) .0000 .0000 .0000 .0000 Angle (degr) VER VER VER VER CONC L Magni (k i Ps) -4. 400 -4.800 At (ft) 23.268 16.512 Eccen (ft) 2. 112 1.849 Angle (degr) VER VER Load Case 4 Node 2 X-For (kips) 8.000 LoadCase 4 ----------) ----------> ----------) ----------> ----------> Member 1 Member 2 Member 3 Member 4 Member 5 Member 6 UNIF L Magni (kip/ft) : -. 3070 5373 . 5373 .4606 4606 . 1919 From (ft) .0000 -1.766 .0000 .0000 -1.766 .0000 To (ft) 24. 268 18.017 11. 395 11. 395 18.017 24.268 • Eccen (ft) .0000 .0000 .0000 .0000 .0000 .0000 Angle (degr) POU POU POU POU POU POU CON C L Magni (kips) 4.900 3.400 At (f t) 23.268 16.512 Eccen (ft) 2. 112 1.849 Angle (degr) VER VER CBC Steel Buildings Job 16379-CB Seq 2/5411 Date 09/20/96 09:05 Page F-33 Load Case 5 Node 2 X-For (kips) -8.000 LoadCase 5 ----------) ----------) ----------) ----------) ----------> Member 1 Member 2 Member- 3 Member 4 Member 5 Member 6 UNIF L Magni (kiP/ft) : -. 1919 4612 .4610 . 5370 5372 -.3068 From (f t> .0000 -i. 704 .0000 .0000 -i. 704 .0000 To (ft) 24.268 18.017 11.652 11.652 18.017 24.268 Eccen (ft) 1.679 1.833 1.542 1.542 1.833 1.679 Angle (degr) HOR POU POU POU POU HOR CONE L Magni (kips) 4.900 3.400 At (ft) 23.268 16. 512 Eccen (ft) 2. 112 1. 849 Angle (degr) VER VER CBC Steel Buildings Job 16379-CB Seq 2/5411 Date 09/20/96 09:05 Page F-34 R E S U L T S 11 Support Reactions kips for horizontal and vertical supports ----------------- kip-ft for rotational supports DL + LL Sup: 1 2 3 4 AtNode: 1 1 7 7 Direc: Horizontal Vertical Horizontal Vertical Reac: 8.817 29.894 -8.817 29.582 DL + WL Sup: 1 2 3 4 AtNode: 1 1 7 7 Direc: Horizontal Vertical Horizontal Vertical Reac: -15.807 -21. 747 -3.907 -8.577 DL + WL FROM RIGHT Sup: 1 2 3 4 AtNode: 1 1 7 7 Direc: Horizontal Vertical Horizontal Vertical Reac: 4. 788 -10.011 14.922 -20.517 Highest Combined Stress Ratios ------------------------------ Member 1 2 3 4 5 6 Comb Stress Ratio .8711 1.024 .8071 .8075 .9794 .9530 Final Lat Sup Sp Top (ft) 6.000 5. 000 5.000 5.000 5.000 6.000 Final Lat Sup Sp A (ft) 6.000 5.000 5.000 5.000 5. 000 6.000 Station (ft) 21. 459 1. 054 8. 546 8.546 1.054 21.459 Load Comb 1 2 1 1 1 1 Highest Shear Stress Ratios --------------------------- Member 1 2 3 4 5 6 Shear Stress Ratio .8446 1.029 .6527 .6158 1.028 . 8738 Station (ft) 21. 459 1.054 .0000 .0000 1.054 21. 459 Load Comb 1 1 2 1 1 1 Final Sections -------------- Member 1 Member 2 Member 3 Member 4 Member 5 Member 6 Member Type 1 2 3 -3 -2 -1 Final Flange Width (in) 6 6 6 6 6 6 Final Flange Thick (in) 3/8 1/4 1/4 1/4 1/4 3/8 Final Web Thickness (in) 9 Ga 3/16 10 Ga 10 Ga 3/16 9 Ga Final Depth at Start (in) 11.990 32. 760 20.000 20.000 32.760 11. 990 Final Depth at End (in) 33. 010 20.010 20.000 20.000 20.010 33.010 Length of the Member (ft) 22.513 18. 017 11. 395 11.395 18.017 22.513 Weight of the Member Ubs) 595. 057 482. 344 218.376 218. 376 482.344 595.057 Weight of the Frame (lbs) 2591. 554 c RIGID FRAME AT LINES -C- AND "Bl �j %ivy -►Z ,, u /"' �� dill- y�.J lv�c/.v, /2 7V ri 1 3 2 4 ------------------------------------------------------------------------------ MBP System - COnnection Processor, Version 1. 2 (4/91 ) ------------------------------------------------------------------------------ MBP file name : 16.379-CB. MBP Customer: SKOOKUM LUMBER Run title : RIGID FRAME AT LINES "C" AND "B" Frame analyzed/designed : 09/20/96 09 :04:4.3 This report created : 09/20/96 09 :04:51 C O N N E C T I O N D E F I N I T I O N S -------------------------------------------- CONNECTION 1 On member 1, At 21 . 407 ft, Angle : HOR Min In-Plane Dim : 32. 002 in, Min Transversal Dim : 6. 000 in CONNECTION 2 On member 3, At 11. 395 ft, Angle: VER Min In-Plane Dim : 20. 276 in, Min Transversal Dim : 6. 000 in CONNECTION 3 On member 6, At 21. 407 ft, Angle: HOR Min In-Plane Dim : .32. 002 in, Min Transversal Dim : 6. 000 in F 0 R C E S A T C O N N E C T I O N S ----------------------------------------- LIST OF LOAD COMBINATIONS 1 : DL + LL -2 : DL + WL -3 : DL + WL FROM RIGHT CONNECTION 1 Load Axial Shear Bending Comb Force Force Moment (kips) (kips) (kip-ft ) 1 -29. 328 -8. 817 -163. 964 -2 22. 313 9. 235 249. 206 -3 10. 576 -. 68►Zi -67. 145 CONNECTION 2 Load Axial Shear Bending Comb Force Force Moment (kips) (kips) (kip-ft ) 1 -8. 817 . 006 68. 068 -2 3. 110 -4. 772 -44. 313 -3 10. 228 4. 594 -29. 832 CONNECTION 3 Load Axial Shear Bending Comb Force Force Moment (kips) (kips) (kip-ft ) 1 -22. 516 -8. 817 -177. 470 -2 6. 309 . 201 -41. 064 -3 18. 249 8. 354 237. 555 FR I C7 I D F= R4=k F= C:(DMP 1EiCT I (D1q EE3 I C3r4 i By F'JF' Sheet F— i Date 09-18-1996 Cust SKOOKUM LUMBER Job # 16379 USE 3/4 in. ASTM (A325—N) High Strength Bolts KNEE CONNECTION Plate size: 6 x . 5 x 36 in. ( 50 ksi ) Allow bolt tension w/ stiffener = 14. 370 k/bolt Allow bolt tension w/o stiffener = 7. 165 k/bolt Actual Dead + Live moment = 178. 00 k—ft (Outside bolts in tension) Allow Dead + Live moment = 186. 21 k—ft w/ 3 rows of bolts w/ 0 stiff 1 row of bolts outside flange Actual Dead + Wind moment = 250. 00 k—ft ( Inside bolts in tension) Allow Dead + Wind moment = 258. 01 k—ft w/ 3 rows of bolts w/ 1 stiff RAFTER RIDGE CONNECTION_ Plate size : 6 x . 5 x 24 in. ( 50 ksi ) Allow bolt tension w/ stiffener = 14. 370 k/bolt Allow bolt tension w/o stiffener = 7. 185 k/bolt Actual Dead + Wind moment = 45. 00 k—ft (UPper bolts in tension) Allow Dead + Wind moment = 81. 23 k—ft w/ a rows of bolts w/ 0 stiff Actual Dead + Live moment = 68. 00 k—ft (Lower bolts in tension) Allow Dead + Live moment = 95. 80 k—ft w/ 2 rows of bolts w/ 0 stiff 1 row of bolts below flange COLUMN BASE PLATE Vertical load = 29. 90 kips Column flg width = 6. 00 in. USE: BASE PLATE 8 x . 5 x 13 in. ( 50 ksi ) Min Req' d Thk . 1. 6 x SUR C 29. 9 / ( 8 x 13 x . 25 x 50 ) I _ . 243 in i I - a aw rt = # qor l osn3 6E)T=V�o 7 L_(DtgE-3 /I -rUn I/hIAL_ EN RP1C I P%J(D i By PJP Gpw �v/Gv/N too Sheet G— Date 09-18-1996 CIAst SKOOKUM LUMBER Job # 16379 1 BLDG DATA Bldg width = 75. 00 ft Bldg length = 166. 20 ft Bay space = 25. 00 ft Eave height 9. 500 ft Ave EW height — 6. 313 ft LOADS Wind Pressure = 26. 22 psf Wind Load = 26. 22 ( 75. 00 x 6. 313 ) / 1000 = 12. 42 kips Seismic Zone = 3 Importance Factor = 1. 00 W — ( 3. 5 + 10 ) x ( 75 x 168. 22 ) + ( 0 ) x ( 75 x 6. 313 ) — 170303 l bs ZIC Seismic Load = x W / 1000 I Rw = 1 0. 138 x 170302. 5 1 / 1000 = `3. 42 kips SIDEWALL BRACING USE ( 4 ) PORTAL FRAMES A Sidewalls see sheet — Seismic load controls design. Max load per portal frame = ( Seismic Load / # of portal frames) _ ( 23. 42 / 4 ) = 5. 85 kips �7 CBC Steel Buildings Job 16379POR Seq 1/5405 Date 09/18/96 14:34 Page 2 • MBP Computer System — Rigid Frame Desi n Copyright b ISE Inc. 1991 P Y 9� Design, Y e F R A M E D E S C R I P T I O N MBP Data File Name: 16379POR. MBP Run Title: PORTAL FRAME Customer: SKOOKUM LUMBER MBP File Creatn Date: 09/18/96 14:32: 11 Analysis / Desg Date: 09/18/96 14:32:53 Prepared by : PJP Frame Type : PORTAL FRAME Bldg Width (ft) : 24. 000 Eave Height (ft) : 10. 100 Roof Pitch (in/ft) : . 000 Bay Spacing (ft) . . 000 Live Load (psf) . . 000 Dead Load (psf) . . 000 Wind Speed (mph) : 80. 000 EXPOSURE : C Num of Nodes: 4 Num of Supports: 4 Num of Members: 3 Num of Member Types: 3 Num of Segs per mew: 8 Num of Load Cases: 2 Num of Load Combs: 1 Node Coordinates ---------------- Node 1 2 3 4 X—Coordinate (ft) .4167 .4167 23.583 23.583 Y—Coordinate (ft) . 0000 9. 683 9.683 .0000 Support Locations ----------------- Support 1 2 3 4 At Node 1 1 4 4 Direction Horizontal Vertical Horizontal Vertical Member Data Member^ 1 2 3 Node at the Start 1 2 4 Node at the End C. 3 Length of the Member (ft) 9.683 23. 167 9. 683 Member Kind BU/TD/EF/0p BU/TD/EF/0p BU/TD/EF/Op Normal/Opp State Normal Normal Opposite End—Release Code 00 00 00 Yield Stress F yy (k s i) 50. 000 50.000 50.000 Modulus of Elast, E (ksi) 29000. 000 29000.000 29000.000 CPC Steel Buildings Job 16379POR Seq 1/5405 Date 09/18/96 14:34 Page4— 3 L 0 A D I N G LOAD CASES 1 : SELF WEIGHT : Seismic Load LOAD COMBINATIONS —1 : DL + LONGITUDINAL SEISMIC LOAD COMBINATION COMPOSITIONS (PERCENTS) Load Case 1 Load Case —1 100. 000 100. 000 A negative sign in front of the load combination number indicates wind or seismic loading (allowable stresses may be increased 1/3) . SELF WEIGHT loads are calculated by the program. Load Case Node X—For (kips) 5. 900 (7 CBC Steel Buildings Job 16379POR Seq 1/5405 Date 09/18/96 14:34 Page,#— 4 • R E S U L T S Support Reactions kips for horizontal and vertical supports ----------------- kip—ft for rotational supports DL + LONGITUDINAL SEISMIC Sup: 1 2 3 4 AtNode: 1 1 4 4 Direc: Horizontal Vertical Horizontal Vertical Reac: —2.889 —2.084 —3.011 2.849 Highest Combined Stress Ratios ------------------------------ Member 1 2 3 Comb Stress Ratio .4166 .6750 .4533 Final Lat Sup Sp Top (ft) 9.500 22.400 9.500 Final Lat Sup Sp Bot (ft) 9.500 22.400 9. 500 Station (ft) 9.267 22. 750 9.267 Load Comb 1 1 1 Highest Shear Stress Ratios --------------------------- Member 1 2 3 Shear Stress Ratio . 1059 .09779 . 1104 Station (ft) .0000 22.750 .0000 Load Comb 1 1 1 Final Sections -------------- Member 1 Member 2 Member 3 Member Type 1 2 —3 Final Flange Width (in) 8 8 8 Final Flange Thick (in) 1/4 1/4 1/4 Final Web Thickness (in) 10 Ga 10 Ga 10 Ga Final Deppth at Start (in) 10.000 10.000 10.000 Final De th at End (in) 10.000 10.000 10.000 Length of the Member (ft) 9.683 23. 167 9. 683 Weight of the Member (lbs) 174. 187 416. 730 174. 187 Weight of the Frame (lbs) 765. 104 U n � v n I w `a rc a a a 0 a ------------------------------------------------------------------------- MBP System — COnnection Processor, Version 1. 2 (4/91 ) . —MRF file name : 16379F'OR. MRF' — -- ------ Customer: SKOOKUM LUMBER Run title : PORTAL FRAME Frame analyzed/designed : 09/18/96 14:32:53 This report created : 09/16/96 14:33:01 C O N N E C T I O N D E F I N I T I O N S ------------------------------------------- CONNECTION 1 On member 1, At 9. `67 ft, Angle: HOR Min In—Plane Dim : 10. 000 in, Min Transversal Dim : 8. 000 in CONNECTION On member 3, At 9. 267 ft, Angle : HOR Min In—Plane Dim : 10. 000 in, Min Transversal Dim : 8. 000 in F I F O R C E S A T C O N N E C T I O N S ----------------------------------------- LIST OF LOAD COMBINATIONS -1 : DL + LONGITUDINAL SEISMIC CONNECTION 1 Load Axial Shear Bending Comb Force Force Moment (kips) (kips) (kip-ft ) -1 2. 250 2. 889 26. 769 CONNECTION 2 Load Axial Shear Bending Comb Force Force Moment (kips) (kips) (kip-ft ) -1 -2. 682 -3. 011 -27. 904 R I G I D F RC-AME C:(DM VEC:-IF I C)M DES I StV By PJF' Sheet ,4& Date 09-18-1996 Cust SKOOKUM LUMBER Job # 16374 USE 3/4 in. ASTM (A325—N) High Strength Bolts KNEE CONNECTION Plate site : 6 x . 5 x /I in. ( 50 ksi ) Allow bolt tension w/ stiffener = 14. 370 k/bolt Allow bolt tension w/o stiffener = 7. 185 k/bolt S Actual Dead + Wind moment = 28. 00 k—ft (Outside bolts in tension) Allow Dead + Wind moment = 63. 71 k—ft w/ 2 rows of bolts w/ 0 stiff 1 row of bolts outside flange Actual Dead + Wind moment = 28. 00 k—ft ( Inside bolts in tension) Allow Dead + Wind moment = �� ,/ k—ft w/ ` rows of bolts w/ 0 stiff COLUMN BASE PLATE / Aw r Vertical load = 2. 90 kips Column flg width = 8. 00 in. USE: BASE PLATE 8 x . 375 x 11 in. ( 50 ksi ) Min Req' d Thk : . 8 x SOR C 2. 9 / ( 8 x 11 x . 25 x 50 ) 1 _ . 041 in L_OIVC3 I T Un I 1,qAL_ LNFZ�I� I tVC By PJF► � ��/M� �(/E L/N� �� Wool Sheet G- Date 09-18-1996 Cust SKOOKUM LUMBER Job # 16379 BLDG DATA Bldg width = 62. 00 ft Bldg length = 116. 30 ft Bay space = 28. 00 ft Eave height = 24. 250 ft Ave EW height = 13. 417 ft LOADS Wind Pressure = 26. 22 psf Wind Load = 26. 22 ( 62. 00 x 13. 417 > / 1000 = 21. 81 kips Seismic Zone = 3 Importance Factor = 1. 00 W = ( 4 + 10 ) x ( 62 x 116. 3 ) + ( 6 ) x ( 62 x 13. 417 > = 105939 l bs ZIC 3Rw Seismic Load = L Rw x 8 x W l / 1000 = C 0. 138 x 2. 25 x 1059..ff39. 4 1 / 1000 = 32. 78 kips SIDEWALL BRACING USE i Z ) X—braces : 3/4 in dia ROD BRACING see sheet =-TfT — COS 0 = 28 / SUR ( 88"2 + 24. 25' 2 ) = 0. 756 Max tension wind Wind Load / X—braces = COS 0 ( 21. 81 / 4 ) / 0. 756 = 7. 21 kips Allow tension wind = ( 1. 3333 x 8. 4 ) ------> = 11. 20 kips >OK < Max tension seismic Seismic Load / X—braces = COS is ( 32. 78 / 4 ) / 0. 756 = 10. 84 kips Allow tension seismic = ( 1. 7 x 8. 4 > ------> = 14. 28 kips > OK < STEEL Building - C C BUILDINGS Specifications GENERAL DESIGN: Structure shall be designed in compliance with these CBC specifications and standards utilizing the pertinent provisions and recommendations of the American institute of Steel Construction(AISC) International Conference of Building Officials(UBC),American Iron and Steel Institute(AISI),the Metal Building Manufacturers Association(MBMA)and their pubhtahong. •Standard design loads:Live load,Wind load and Seismic per the Uniform Building Code,or as detemuned by the local building official. Primary Framing: •'Rigid frames: Shall be ei#w tapered or constant depth"I"beam sections fabricated by automatic welding. Rigid frames shall be bolted together where required with A325^14 bolts. -'Post and Beam End Frames: Shall be fabricated of either cold formed sections or built-up sections,fabricated by welding,as dictated by design loads. •Anchorage: Shall be anchored to concrete foundations at the base of frame columns with anchor bolts cast in place.Column base reactions are indicated in the ..Mt ttt, calculations for use in preparing foundation design by others. Secondary Framing:', Puri la 1111: irts shall be fabricated of cold formed steel 8 1/2"deep with a 2 3/4"wide stifEe#iad flange. Mini mutri tl. ... tess is 16 U S gage.'$peeing and gage of these members shall be as determined by design and sltvvvaonllteglsrts. Purlins and gtttsshall be attached to the primary framing members with 1/2"diameter A-307 bolts. Primary and Secondary Framing Paint: •All frames,purlins and girts shall receive one(1)shop coat of rust inhibitive primer after being thoroughly cleaned of all loose mill and scale rust Primary and Secondary framing Material Specifications: •Plates and bars uW:fsbricating automatically continuous welded beams and columns. Materials conform to the requirements of ASTM A-529,A.5'X2 and A-570(Minimum Yield Pbint=50.0 ksi). Structural Pipeg.;Materials conform to the re4tiirements of ASTM A-53. •Cold Formed: :.Steel: Steel used to form purlins and'girts shall be hot rolled steel. Materials conform to the requirements of ASTM A446. Roof and WA1!—6"rin •Roof and wall`eo'vemtifg shall be formed from galvanized steel of minimum 26 U S gage with not less than 1.25 ounce per square foot (G 90)of zinc coating. •Materials all conform to the chemistry requirements of ASTM A446.. •Roof and wall panels shall be fastened to framing members with#12 heat-head cadmium plated self-tapping,self-drilling screws. •Factory Coated'b4M:'ein"4 ovioxed roof and wall sheets will be pMVidednptiofWly with colors to be selected ft*4 available colors.; •High ribs of the panel shall be spaced at 12"on center. These ribs shall be 1 1/4"in depth. Roof and wall panels shall be made to overlap one rib: The pastels shall provide s rief Coverage of 3'0" •Fiber lass Rai F itfdreed TranslucentPahels: Where translucent roof or sidewall panel are indicated,they shall have a profile matching the adjacent steel panels. Nominal weight of panels shall be 8 ounces per square foot and a nominal thi0bites of.060 inches. Walk Doors: Standard walk,door shall be Y-0" x T-0"x 1 3/4 inch thick single swing flush type steel construction. Doors shall be galvanized and bonderized for i.==.um rust protection. Ridge Ventilators: Whaxe specified,ventilators shall be either continuous or circular ridge mounted. Circular vents may be either stationary or rotary type. Gutter,Trim and Downspouts: •Viable,corner,door,window,eave and gutter shall be of 26 U S gagc galvanized steel. All gutter splices shall be field riveted and caulked to provide leakproof joints. Ridge Cap: •The Kmdard formed ridge cap shall be formed to match the roof slope and shall be of the same materials,color and configuration as the roof panels. Sealants: •Closure Strips: Closures shall be constructed of semi-rigid polyethylet4natn •Tape Sealant: Ribbon mastic 1"x 3/32"shall be provided for side atfd end laps of roof panels •Gutter Sealant:Acrylic base polymer applied with open barrel cauU#g gun.