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Plans 'FORENSIC BUILDING CONSULTANTS Rue 2 0/2- 0 0 1.-/ 1200 NW NAITO PKWY STE.100 ZAC BLODGET,PE GREENBURG TERRACE APTS. , PORTLAND,OR 97209 _ 12/5/2012 —__ 11410 SW GREENBURG ST.TIGARD,bR PLAIN PICKET BALCONY . I . Ornamental Iron Railing SpalfflcaIIona ` (� i Summary TOP VIEW Wrought Iron Steel: 8AMf8P! r Vertical posts:2 inch Sq.18 GA.Iron tubing OUGL�rG Pickets: }'x}'it 18 GA.Iron tubing baluster Top rail: 1?Dixie cap(molded steel handrail) A welded on 1 x 1 it 16 GA.square tubing. Bottom rail 2 x}'x 18 GA.Flat bar 24. �-Y �j"�gqq�..R��� q'(141I Platform. Molded 11 GA.smooth{'sheet metal plate �'L;7� S1 1e^( tit Brackets 3 x}flat bar /fir` 9 j. All posts.pickets and rail spacing not to exceed a space as to not allow 4'sphere to pass through. 4 IrIt+ T! M?C;t I-3 Hole Dia.for plate brackets,}Die. For wood framing application: 610E VIEW }'x 5'Zinc Plated leg bolts dl=ax NOTE:WHERE BALCONY IS TO BE INSTALLED OVER WOOD TRIM,ADD A#8x3" SCREW THRU TRIM INTO STUD FRAMING 36" MIN., WITHIN 3"OF EACH LAG BOLT LOCATION, I 42" MAX TYPICAL. General Product Materials 4 Components: 1.Structural Steal Shapes and Plates, ASTM A 38. 2.Steel Plates to be Bent of Formed Cold:ASTM A 203. I 3.Hot Rolled,Rail Carbon Steel Bare and Shapes:ASTM A 499 2" 4.Cold-Finished Steel Bars:ASTM A 108 5.Wrought Steel Bars: ASTM A 29 8.Welling Electrodes: AWS Specifications serial designation E-60 or E•790. 0 0 0 0 Welding complying with American Welding serial Society AWS 10 Structural Welding Code for Steel AWS D1.1 Ornamental fences complying with the National Association ' of Architectural Metal Manufacturer's(NAAMM)Metal Finished O O O O - Manual,for compliance with surface preparation and ._ prime painting of fabricated hams. -I 2a f 7. Painting Double Powder Coated wl cleaned phoaphatized surface 80" (VERIFY i N FIELD) - 8. Fasteners.Zinc Plated Bolts,Nuts.Threaded Inserts and Anchor Bolts ASTM A 153. Inserts and boils sized to resist specified or applied 11,47 bads,and appllo.W•code requirements. 9. Bolt count: }x 18 #8x3"x 18 SCREWS SSK-01 - PREFABRIC €t '=' : ' A CuT ABOVE GREENBURG TERRACE APARTMEN S- 11410 SW GREENBURG RD. TIGARD OR 97223 CONSTRUCTION FORENSIC BUILDING CONSULTANTS 1200 NW NAITO PKWY STE. 100 ZAC BLODGET,PE GREENBURG TERRACE APTS. PORTLAND,OR 97209 12/5/2012 11410 SW GREENBURG ST.TIGARD,OR SSK-02: BALCONY WELDING AND MINIMUM FASTENING INFO (SEE SSK-01 FOR ADDITIONAL INFO) I -:� Y ItocA- L- 11J TYR a -o R.O. J i-r1r Iri l�', ., sr/ii . A 11 i ��•_r- _ r c„.,h;_ ?'14 0— ; I )1 , H-S i 0ils- ) \-- 1-.71,.L. ,. ./.3)34 Y,;-"I–A-a.--1ga-73 3" Q d.s T'�ip•('At)n:.,;c.1- Fii-).3.---w,,-"---. o1-Tf'1817.1 set TYP. € �, r4 je: ,.,v � r r Lo - R.0, ,r ,, 0t -- __,T•,P �` so 1 VreP 3�, _lirld ,;—e_- —C.1.-J k k _ .. - , (i) _' 114" X3"5 2 • �- '+ _--il.; IF'�xrb&At I" ;iv-6 &Au- ',in-,: l�4 Y 47, t-#16- .r`S G.EkC,S > I ' I, --A --cv ,.)= )6- ..07-,..1 l,J{sLL r-l ;-t-7(s- 1 HI ,II. Pr 11‘4, C (0) -Ygy 491.6 ss_l. -c A CUT ABOVE 06 NfeEco, 4v •r-\1(a��$r5n , CONSTRUCTION 114 j. V-G! J . f xPIRAnON DAR:141.Ell3 Sr t>v /. -YS 35502 L.,. _ FORENSIC BUILDING CONSULTANTS 1200 NW NAITO PKWY STE. 100 ZAC BLODGET,PE GREENBURG TERRACE APTS. PORTLAND,OR 97209 12/5/2012 11410 SW GREENBURG ST.TIGARD,OR I STRU TURAL CALCULATIONS GREE BURG TERRACE APTS. JULIE BALCONY PI rLj__ 1 l.._ -- YI (3/ 1 r zr S . . ��n5— 3.-7 o`'' `jag w:;jr= r0 - J R ,3 .` RE(30lY IF°� A O 4. ,� vs' L�sS,.,;s EfXPIRATIONDATE:l� 13 'a,-r'' t CIS Z.)/b 1 3 i >il , — - . . , , 1 +,.) he) --.d 4.. 3/8''1-46- c (o��'i;•, Z I, I `..I 7 p I S —L-- I i 00 MSS) ! u '—k ∎ :-/" r. 6 S`� /;/m T12;.-- - Yi-r - fir • ',, c7)�� i,III1 'oa (ITi �lY'�1«7EC�It r. 311E 'T ?1 aar.:22DTVE If 041.11.*! :1R`!GIMEENIEF11.1P ' "? L'1it d1Y1 r- COMPANY PROJECT • i WoodWorks® •erfTWARr,OR WOO()O(iIC Dec.5,2012 13:11:52 POST AT BALCONY.wwc Design Check Calculation Sheet Sizer 2004 LOADS: (lbs.Pst or Pit) Load Type Distribution Magnitude Location [ft) Pattern Start End Start End Load? BALCY'Live Point 100 3.50 No MAXIMUM REACTIONS(lbs): 0' B' Dead Live 56 44 Total 56 44 Lumber n-ply, D.Fir-L, No.2,2x4",2-Plys Self Weight of 2.49 Of automatically included in loads; Pinned base;Loadface=width(b);Built-up fastener:nails;Ke x Lb: 1.00 x 0.00=0.00[ft];Ke x Ld: 1.00 x 8.00=8.00[ftj;Lateral support:top=Lb,bottom =Lb;Load combinations:ICC-IBC; SECTION vs. DESIGN CODE NDS-2001:(stress=pal,and to) Criterion Analysis Value Design Value Analysis/Design Shear fv = 8 Fv' = 180 fv/Fv' = 0.04 Bending(+) fb = 386 Fb' = 1350 fb/Fb' = 0.29 Axial fc = 2 Fc' = 563 fc/Fc' = 0.00 Axial Bearing fc = 2 Fc* = 1397 fc/Fc* = 0.00 Combined (axia: compression + s.de load bending) Eq.3.9-3 = 0.29 Live Defl'n 0.11 = L/913 0.53 = L/180 0.20 Total Defl'n 0.11 = L/913 0.53 = L/180 0.20 ADDITIONAL DATA FACTORS: F CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fb'+ 900 1.00 1.00 1.00 1.000 1.500 1.00 1.00 1.00 1.00 2 Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - Fc' 1350 0.90 1.00 1.00 0.403 1.150 - - 1.00 1.00 1 Fc'comb 1350 1.00 - - 0.369 - - - - - 2 E• 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Fc* 1350 0.90 1.00 1.00 - 1.150 - - 1.00 1.00 1 Bending(+): LC# 2 = L, M - 197 lbs-ft Shear : LC# 2 - L, V - 56, V design = 56 lbs Deflection: LCI 2 = L EI= 8.57e06 lb-in2/ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Axial : LCI 1 = D only, P - 20 lbs Kf - 1.00 Combined : LC# 2 = L; 41 - fc/FcE) = 1.00 (0=dead L=live S-snow W=wind I-impact C-construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2.BUILT-UP COLUMNS:nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. 3.SCL-Columns(Structural Composite Lumber):the attached SCL selection is for preliminary design only.For final member design contact your local SCL manufacturer. •