The URL can be used to link to this page

Plans l Y. Nicoll Engineering, Inc. PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 STRUCTURAL CALCULATIONS & DRAWINGS PROJECT: RAISED PLATFORM PORTLAND VINEYARD CHURCH 10795 SW CASCADE AVE. PORTLAND, OREGON 97223 CLIENT: PORTLAND VINEYARD CHURCH 10795 SW CASCADE AVE. PORTLAND, OR. 97223 CITY OF TIGARD Approved [1 Conditionally Approved [ ] P R : ,, See Letter to: Attached [ ] [ t ' \' Permit Number: ay ivr) 7- a cS 444 4to 16,507 9 Address: 40 4114A- ► / � By: Mn') Date: J - t ? b lY tr,Y *•Z`;/ (1%1Wi Note: Nicoli Engineering's design responsibility is limited to only those specific areas of the structure and /or project as presented herein. The attached calculations and /or construction details have been prepared for the above referenced project for the one — time —use at the noted site. OFFICE CO JOB NO.: 07 -0104 PREPARED BY : ENK CHECKED BY : JA DATE : 1/15/07 PAGE 1 OF 11 . . . . UP .. . v . • : Mom • ...I! MIMI . ...1= 0 ■■ =OEM , - MNIIII I■i■ • MIMI MIMI • limIl■ wi. ... . . . . r h . • . . II 111 . OFF I CE Cli . . . . . . . M . • Al • , • . . • . .. . _a_ , - a..._ _ I a a.a._ _ aaa. _ 1 . • . ---.M . , OFFICE . . . . . OW . . 21 - • II 7-i . . I. IF 11 F I ' -- VINO Ito o -- . __ , .• 4 • • • • mow In! WM . • . 1 p we. • we .. - wel..011 il • . • U ip k ..... INNIIIMIN■PMI Erz l • ' I. . 1 . . . - 7 1 FL-. • 1 92 ---- ' 4,- • 1 7 • /..( . . . . . . • . . ; . • • TM • • , . . . 111 111. N., tkz, - ('' • . .., ■.... .■,. ; = .m. . = = . . t.,. W W Mll k'N M=INR=.114111=E=S1=1116= 1■IE .. I ' . . i i • • , !MEM= ii 11.1 • rail • . . •••Imemsmo 0 _ - . .1' I . . . STORAGE/ WAREHOUSE STORAGE/ - • • 1 .... . .ININ MEZZANINE . w . . ..• . ... . /71 . . I - - ' 1 41- 0 ' ■....., . 1...4 ", _ : .. ) ', (7, . • . . . ) . . . . . • • . MAI= \ fa 1111■111•1■ 62121132622E . 1 WEEZE21.225 M. swage . PS. -no% • , . (PLAN .. i 101 , 3 SW CASCADE SCALE: 1/16".1.-0" i TIGARD, OREGON 91223 . . . 1 . l . . : . . i . 1•‘ NNicu Project: /1dr�Z>�l� Page: 17 I Client: By. ENGINEERING, VI r ub �C�'� -� � G INC. . Job No.: tf 7 p 4- Date: ( 1 J r77 (6-‘-) i-?v --) 1 ■ \\ ' , ----ter .___I , . ____ 51175hoQ A i 4 7' 0 ,-) 0 rr Pil-- — T 0 r)" r^ --P- 1 z - r RA . Z ,,s / �c i O JT, - I 1: ros' ' ° 11 W�1L�- 4— �f U $/4- a? p;t app " f2 -AMP F1. 17 Pie- ' I- 1 21. PE 1:a \luf 1 Oct; ‘0b ..‹t L. 4v.V Ic - Wi61-1- 2 0 ?Al 1b� �A LA _,..a \_< f4C7 VA t.. 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 o Project: Page: NNicoli p�- A g G� Client: g. ENGINEERING, INC. Job No.: (,V' CJ 1 Date: I ` 1,1-te4 1 ( tx.,1, rppe7 mtse(i \/ fI�� 2.v 4 z � R,►W 6 /4'040v I r , /, Z 6 fo I A kt\ 11:1 � k-tA . 7 r---, j> i \\ \ /:\. V, i i '-' b/ I \,..,,v04 . 54 a' . 1 .t2e 4 r 2v tq kcsz \to■ voL, I K .T,0e V ¢- a oG 67 1. 2G - it P di c A ) * Yl7f7 51 P tD' (f7'''1711C2' 00 i*A1-45 W3 (/ /0-3 ' C -7.--- 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 NNicoli jr �A,,( Pro Client: ect: By. � 11•�� 1 Page: Y � ENGINEERING, INC. Job No.: a7-t-71 (74' Date: 11 )407 407 2`t�V 1&� P‘,2. •okodsr r, . w frf,4.. 1 7 1)( . a i 4\9vEb 12X( t2 , ,. put- iblt, 44/ 7 t)6•Ipir.q... vfic)L " 1 OP A 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 NNicuill • Project: �1 /p, f r Page: V Client: r1 By �! ►��`fPr� D ENGINEERING, INC. Job No.: C2 ? 4 Date: FI 1 , 2 4,97 Dx A.1, U 21p 1 , 1. ,. E irrar2 wi1 r 1 4`\ C (2)Kie 461 e, \,w? hL' 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 -PLAT O I[ N� L P NNiC0111 Project: B Client: �2T r %} l �r� Ul'J�Vr; f( � ) :_ �,iJI(C {7 Y .ei(/ /C ENGINEERING, INC. Job No.: Thrl _- n/ 0 y Date: I - I z -d 7 \6,, 61,1 I i' � ►��`� �, ��. 0�' w (A - rip P �tkiL d IN E-I u ) l2Ma'MATe.- 1 ?f r _,H." r 'Er? , ••••••"" iiii.11111"11.111111 _ i I I a it ! x; M ycre? V. WE. I Iol r isi` Pt k. 6 0: 0 . r 1T 41,A q. 4 rr) -4\1z . V -S,Tti 4411 pt. 4•t 12, rZ` t 4- Opt', i -1 7 7Aisl -(G b1,1'1, .�� X1-51,-t\-7 111 1 2 ' Cil Old ?- eta tx/A 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 P roject: ��(/ ` �% � �Z• /L Page: U C lient: �� By. Cl l � y�- r2 � v � t� C� ENGINEERING, INC. Job No.: 0 rl _ () - U `t Date: _ 12-0 2)(. h�CUOh for, e•r77 L9 fp! r)ee; - 1/1 • . J 1 1 A '2A.'" `N/ c;"/Ii-/-iseet v\ . 1, c1rc) WklAd 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax: (503) 684 -3636 • C O I I Project: \"7 � v lam• � Page: Client: - V( 1,f,.y is By ENGINEERING, INC. Job No.: (7)_ C C7 4 Date: \ �z4 IA)/ 4\4 1/1 PPP [z ?d414 ' -- & tc7 4-, ,7[24,1c (�� f�� p si 4) 17- - 41-V? 4 &71 7. �G 4 Jfc7 4\1, 17. C -- v1 t26 IZ <!1`21 t17; &PRT1 c i 1./722 C7 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620 -2086 • Fax (503) 684 -3636 1 - I il COMPANY PROJECT ,�� ^ r ®, Nicoli Engineering, Inc. PORTLAND VINEYARD CHURCH �I I . W 1 ° ( \S PO Box 23784 CK E. 4X12 FLOOR BEAM r ,, Tigard, OR 97281 FB -1 sor !WARE FOR wn00 0ssicI Jan. 12, 2007 11:57 FB -1.wwb Design Check Calculation Sheet Sizer 2004a LOADS ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pat - Start End Start End tern Loadl Dead Full UDL 80.0 No Load2 Live Full UDL 500.0 Yes MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 1 n o I, 0' 8' 16' 24' Dead 256 704 704 256 Live 1800 4800 4800 1800 Total 2056 5504 5504 2056 Bearing: LC number 7 5 8 7 Length 1.00 2.14 2.14 1.00 Cb 1.00 1.18 1.18 1.00 Lumber -soft, D.Fir -L, No.2, 4x12" Lateral support: top= at supports, bottom= at supports; Load combinations: ICC -IBC; WARNING: Member length exceeds typical stock length of 20.0 [ft] Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 88 Fv' = 180 fv /Fv' = 0.49 Bending( +) fb = 592 Fb' = 976 fb /Fb' = 0.61 Bending( -) fb = 690 Fb' = 987 fb /Fb' = 0.70 Live Defl'n 0.05 = <L/999 0.27 = L/360 0.20 Total Defl'n 0.06 = <L/999 0.40 = L/240 0.15 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.00 1.00 1.00 0.986 1.100 1.00 1.00 1.00 1.00 - 7 Fb'- 900 1.00 1.00 1.00 0.997 1.100 1.00 1.00 1.00 1.00 - 5 Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 5 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 7 Custom duration factor for Wind load = 1.33 Bending( +): LC# 7 = D +L (pattern: L_L), M = 3644 lbs -ft Bending( -): LC# 5 = D +L (pattern: LL_), M = 4245 lbs -ft Shear : LC# 5 = D +L (pattern: LL_), V = 2851, V design = 2307 lbs Deflection: LC# 7 = D +L (pattern: L EI= 664e06 lb -in2 Total Deflection = 1.50(Dead Load D + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) (Load Pattern: s =S /2, X =L +S or L +C, _ =no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. . . . COMPANY PROJECT ® Nicoli Engineering, Inc. PORTLAND VINEYARD CHURCH NA /o } ^ PO Box 23784 NEW FLOOR JOIST �:� ; � " V V" O ; ll S Tigard, OR 97281 FJ -1 WAAC FOAWOOO DO1f.N Jan. 12, 2007 12:01 FJ -1.wwb Design Check Calculation Sheet Sizer 2004a LOADS ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft) Pat - Start End Start End tern Loadl Dead Full UDL 20.0 No Load2 Live Full UDL 166.0 Yes MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : I 1 a n 0' 4' 8' 12' Dead 32 88 88 32 Live 299 797 797 299 Uplift 1 1 Total 331 885 885 331 Bearing: LC number 7 5 8 7 Length 1.00 1.00 1.00 1.00 Cb 1.00 1.66 1.66 1.00 Lumber -soft, D.Fir -L, No.2, 2x6" Spaced at 16" c/c; Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Load combinations: ICC -IBC; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2001 : Criterion Analysis Value Design Value Analysis/Design Shear fv = 68 Fv' = 180 fv /Fv' = 0.38 Bending( +) fb = 467 Fb' = 1345 fb /Fb' = 0.35 Bending( -) fb = 542 Fb' = 1338 fb /Fb' = 0.41 Live Defl'n 0.02 = <L/999 0.13 = L/360 0.16 Total Defl'n 0.02 = <L/999 0.20 = L/240 0.12 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.00 1.00 1.00 1.000 1.300 1.00 1.15 1.00 1.00 - 7 Fb'- 900 1.00 1.00 1.00 0.994 1.300 1.00 1.15 1.00 1.00 - 5 Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 5 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 7 Custom duration factor for Wind load = 1.33 Bending( +): LC# 7 = D +L (pattern: LL), M = 294 lbs -ft Bending( -): LC# 5 = D +L (pattern: LL_), M = 342 lbs -ft Shear : LC# 5 = D +L (pattern: LL_), V = 457, V design = 372 lbs Deflection: LC# 7 = D +L (pattern: L_L) EI= 33e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) (Load Pattern: s =S /2, X =L +S or L +C, _ =no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.