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Plans • RECEIv Nov 2 2 2006 CITY pF TIGARD �U STRUCTURAL CALCULATIONS DIVISION OFFICE COPY FOR RESIDENTIAL DEL inspection occupancy. SW HOODVIEW DRIVE TIGARD, OREGON Approved plans shall be on job site. LIABILITY The City of Tigard and its employees shall not be PROFj responsible for discrepancies 187 which may appear herein. 1 w A OREGON win This permit doldoes not pr authorize the v i olation o any rivhts of hers of ivate easemen The ap `'o G` ` 9 0 ��' licant is urged to contact any such parties and . t 5 p g work titi . NOR� secure sh approval before commencing EXPIRES: 12 / 31 / CITY OF TIGARD Approved Conditionally Approved ( ): For only the work as §criigd i s c l r PERMIT NO. u See Letter to: Follow • ( { )- Job Address i -51 T opr Date: Contents Details A - g D1 - D 2 Contact Person: John E Nordling, PE Calculations C 1 - C (o q NORDLING Proj. No.: 06 -387 STRUCTURAL RESIDENTIAL DECK 10200 SW HOODVIEW DR ENGINEERS, LLC EDELEN CO. 6775 SW 111th, Suite 200 Beaverton OR, 97008 Date: NOV 2006 By: JEN Sheet No.: COVER f 0 tt- S Y- l \ - kA .0-k k '' ( CS\ k — ' EM 4-k0 A Iu -r x10 3 0Aft.4..1 . EP $4 -117; en AA \ o II 2Y-� \v 1 Got. - - - 4, If-ILA so\x - 3 c\l st-tVt.p. sue _2 r tia\.5 tvr 2I- Vi-- sum ■�' - L203let -.- 4'` u...5 ; scUw3 t. t .swo l «% .� / 21- 0 l lRA WI3i$1:` 0" 2, is :Ac+r,otiaY,- '� tr DIiLcL1 r SoI'C>s b7- i�►1 / ' �,�° j 4- 2 1 � d o�sn - arcs �► '^� 0.12 c w L , ac % rf . . I ( S\ tea `1hsc.4■1 - V.M��y S I BrKV-+NA I N S� [ 1 Lua. 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V Q c..«a/ ; . 24 e11; ‘-1 VfboW11 ti� -- 1 /1.4. t z-VO -- i• tetW g : vn 4 , - ,,... .s, s wr4 PC: CAP A I C ----"-- g - c— (0\1411 i'4r 1 r ), 1 . 2 ,.__— 0 Tn S t e t. rvC 1k4 T4\3 . i "1 4 �. h u� G L. �p PROF (..A.,----- � 1 N fF � � ✓ / O S o 12,1 \ PL ^ ' REGON .111Li. F. NOW - 4. EXPIRES: 12 / 31/ I NORDLING Proj. No.: 06 -387 RESIDENTIAL DECK ' STRUCTURAL 10200 SW HOODVIEW DR , ENGINEERS, LLC EDELEN CO. 6775 SW 111th, Suite 200 • Beaverton OR, 97008 Date: NOV 2006 By: JEN Sheet No.: 9 Z- I o ` 4 f, fl - _ pc, l N '� SCE f 5-� fi- // ., ,, s / LIGIa' ' I cl..� ■ Crv(...); ) . 0 ' I -, ,, ';:i3 3 1 6/111 0 s o w � O � A 9 ; 1 1 °11 i \ .1- - OF PM - \ /6....,$) ,...,. 0 d" - ` r _ 4 _ L___ L__ ' fiv r / NORDLING Proj. No.: 06 -387 STRUCTURAL 1020 S RESIDENTIAL OODVIEW DR . v ENGINEERS, LL EDELEN CO. 6775 SW 111th, Suite 200 • Beaverton OR, 97008 Date: NOV 2006 By: JEN Sheet No.: Li I A . \L �o «�s & S � cx W■.z 4 55 Wv,..�- .4: MI 32$ W wLCe6s) 3 5 6 t 44S% fl a t'f. 1 �_ F. rya, t (iwr(L., � z Q � ° •�O � (k0 t.-- .32= .1 NORDLING Proj. No.: 06 -387 STRUCTURAL 10200 SW RESIDENTIAL ODVIEW DR ' : ' EDELEN CO. ENGINEERS, LL 6775 SW tiith, Suite 200 • Beaverton OR, 97008 Date: NOV 2006 By: JEN Sheet No.: Cold © tiro. ►‘,TS ©k T 1 p6E1t - 'Ncs 550 r -� drso tit 31.-0 = 3 ►S Iwu 5L , 250 A% c V���:� its (4 z Ste"° ICA Jt L ccmj 3 , ' 310: 4\e" 1- ��,D � �• 1 ,. .� 4, � i k . � . �.. W '` sty. ' o�s �b� t con- 126 4 •4» ii \2� ( s� 4 , 1 _ 3 if - tGU..Zi 4' 141 o�� l cv� 51 'M � t3S s o (mot- 8 Sc\ro 'tat 4 'O (. T( Lo :to-t.t r y� e■� NORDLING Proj. No.: 06 -387 RENTIAL DECK STRUCTURAL 10200 SW OODVIEW DR e ^ - EDELE ENGINEERS, LLC N CO. 6775 SW 111th, Suite 200 • Beaverton OR, 97008 Date: NOV 2006 By: JEN Sheet No.: G3 • Nordling Structural Engineers LLC 6775 SW 111th, Suite 200 Beaverton, OR 97008 Date: 11/21106 Page: MULTI -SPAN TIMBER BEAM DESIGN RESIDENTIAL DECK AT 10200 SW HOODVIEW DRIVE A -(TL) B-(TL) B -(TL) C -(TL) GENERAL DATA 1 2 3 4 - All Spans Simple Support ?? YES Spans Length ft : 12.50 12.00 12.00 8.00 End Fixity: Pin:Pin Pin:Pin Pin:Pin Pin:Pin Beam Width in : 1.500 3.500 5.500 3.500 Beam Depth in : 9.25 11.25 9.25 9.25 CALCULATED VALUES - -OK- -OK- -OK- -OK- F'b- Modified Allow. psi : 1140.0 1320.0 1300.0 1080.0 fb - Actual. psi : 767.0 1170.3 1101.6 789.4 F'v- Modified Allow. psi : 180.0 180.0 180.0 180.0 fv (actual) • 1.5 psi : 41.6 76.8 61.3 60.3 Moment @ Left k -in : 0.0 0.0 0.0 0.0 Moment @ Right k -in : 0.0 0.0 0.0 0.0 Max. Mom. @ Mid -Span k -in : 16.4 86.4 86.4 38.4 X -Dist ft : 6.25 6.00 6.00 4.00 Shears: Left k : 0.44 2.40 2.40 1.60 Right k : -0.44 -2.40 -2.40 -1.60 Reaction @ Left DL k : 0.09 0.45 0.45 0.30 LL k : 0.34 1.95 1.95 1.30 Total k : 0.44 2.40 2.40 1.60 Reaction @ RightDL k : 0.09 0.45 0.45 0.30 LL k : 0.34 1.95 1.95 1.30 Total k : 0.44 2.40 2.40 1.60 Max. Defl. @ Mid Span in : -0.243 -0 -281 -0.322 -0.100 X -Dist ft : 6.25 6.00 6.00 4.00 DESIGN DATA Le: Unsupported Length ft : 0.00 0.00 0.00 0.00 Fb:Basic Allowable psi : 1140.0 1320.0 1300.0 1080.0 Fv:Basio Allowable psi : 180.0 180.0 180.0 180.0 Elastic Modulus ksi : 1600 1600 1600 1600 Load Duration Factor 1.00 1.00 1.00 1.00 APPLIED LOADS Use Live Load on This Span 7 Yes Yes Yes Yes Uniform DL plf : 15.0 75.0 75.0 75.0 LL plf : 55.0 325.0 325.0 325.0 QUERY VALUES Location ft : 0.00 0.00 0.00 0.00 Shear !1 : 0.44 2.40 2.40 1.60 Moment k -in : 0.00 0.00 0.00 0.00 Deflection in : 0.000 0.000 0.000 0.000 V4.4B2 (c) 1983 -95 ENERCALC Bruce W. Kenny, KW060914SL -A Nordling Structural Engineers LLC 6775 SW 111th, Suite 200 Beaverton, OR 97008 Date: 11/21/08 Page: MULTI -SPAN TIMBER BEAM DESIGN RESIDENTIAL DECK AT 10200 SW HOODVIEW DRIVE D-(TL) D -(TL) E -(TL) E -(TL) GENERAL DATA 1 2 4 5 - All Spans Simple Support ?? NO Spans Length ft : 4.00 4.00 4.00 4.00 End Fixity: Pin:Pin Pin:Pin Pin:Pin Pin:Pin Beam Width in : 1.500 1.500 3.500 3.500 Beam Depth in : 5.50 5.50 6.50 5.50 CALCULATED VALUES - -OK- -OK- -OK- -OK- F'b- Modified Allow. psi : 1345.0 1345.0 1300.0 1300.0 fb - Actual. psi : 571.2 571.2 748.1 748.1 F'v- Modified Allow. psi : 180.0 180.0 180.0 180.0 fv (actual) • 1.5 psi : 67.0 67.0 87.7 87.7 Moment @ Left k -in : 0.0 -4.3 0.0 -13.2 Moment @ Right k -in : -4.3 0.0 -13.2 0.0 Max. Mom. @ Mid -Span k -in : 2.4 2.4 7.4 7.4 X -Dist ft : 1.49 2.51 1.49 2.51 Shears: Left k : 0.27 0.45 0.82 1.37 Right k : -0.45 -0.27 -1.37 -0.82 Reaction @ Left DL k : 0.02 0.07 0.07 0.25 LL k : 0.25 0.82 0.75 2.60 Total k : 0.27 0.90 0.82 2.75 Reaction @ RightDL k : 0.07 0.02 0.25 0.07 LL k : 0.82 0.25 2.50 0.75 Total k : 0.90 0.27 2.75 0.82 Max. Defl. @ Mid Span in : -0.013 -0.013 -0.017 -0.017 X -Dist ft : 1.88 2.32 1.88 2.32 DESIGN DATA Le: Unsupported Length ft : 0.00 0.00 0.00 0.00 Fb:Basic Allowable psi : 1345.0 1345.0 1300.0 1300.0 Fv:Basio Allowable psi : 180.0 180.0 180.0 180.0 Elastic Modulus ksi : 1600 1600 1600 1600 Load Duration Factor 1.00 1.00 1.00 1.00 APPLIED LOADS Use Live Load on This Span ? Yes Yes Yes Yes Uniform DL plf : 15.0 15.0 50.0 50.0 LL plf : 165.0 165.0 500.0 500.0 QUERY VALUES Location ft : 0.00 0.00 0.00 0.00 Shear ff : 0.27 0.45 0.82 1.37 Moment k -in : 0.00 -4.32 0.00 -13.20 Deflection In : 0.000 0.000 0.000 0.000 V4.482 (c) 1983 -95 ENERCALC Bruce W. Kenny, KW060914SL -A 0 E a 0 1 Nc 4 � ,l,1 C) 4'61..04\N:: 0— .,- '5L.10 r * W'pl, ► VWaw10.3 s V D1 TKO I Ce _ 1 U SP4\ t -- `b -- \ - ..........") —,-- 0 cl t■S GI V ' , \ c L\ deo) 3 "*" 1.-"Zio er *' 4 c ., 0c-s la(ti, =11 oraii 'Ao.c4 1'4 ) r4 (1,,,b.%. t "° 1 Tle 14 CL , — n\� (b4Y.io G6v4zt� ca v.LAt \ -- ' tom r � lib FL) o v....) 4 n _o \4 - 59 041 ` � S 4 ( M,i ` Z \ ,5`t? •■30i 21■6 VI Org, ( 1`6 \ 4 ) 1 \ lo'r\ \ -b 'H° -i1431 W' �S .`, x NORDLING Proj. No.: 06 -387 STRUCTURAL 10200 x ODVIEW DR % ENGINEERS, LLC EDELEN CO. 6775 SW 111th, Suite 200 • Beaverton OR, 97008 Date: NOV 2006 By: JEN Sheet No.: Gfs° �0m� 0 967 Framing Plan r /O,ze,z9 c.o / , 6/.0vo'vi ew g 8' Otani k t ons < < S I 1 member '8t � $ per E;'-nto 441 • r ') � en) = 2x10 /Us Z max x 8 PT Beams Joist Hanger 8' 6" Attach to House With HUC 48Z r '7 : Vr V 7 .1. = 4x4 PT Post 8' 6" Existing 2x10 PT House Framing 2x6 Sway 16' O.C. Bracing Use 2 12d Per Joist • a i • • A • • • • • • • A. • • ,, ,, 4 cp 12' 6 Hot Tub See Support Detail sz � " w 1 8" i 2' 1.4 12' .1Q 12' t>.I 2' 1 4x12 PT Beams = Ch any5 m pe • - encreer\n%. - If r' Elevation and Support Plan Hot Tub 2x10 Deck Framing See Guardrail Detail l i 2x6 - / N Bracing 4x12 PT Use 1 / ' 4x4 PT Beam HDG Bolt f Posts @ Each Post 102" • See Footing Detail 1 2' _ d 4' — it- 1— 4' -4— 4' -b., 4 12' '0' 2' Hot Tub Support Plan = 4x4 PT Post 1 4--4 —�-4 4' 4x6 PT Beams 4 ' 2x6 PT Framing 2' O.C. With 2x6 PT Decking Hot Tub Specs: Dry Weight: 550 lbs Capacity: 400 Gal Total Load: 3882 lbs Ledger Board Detail 2 x 8 Ledger Board V • ) / i •) r / 4 \ Approved 3/8 x 5 Joist Hanger 2 x 8 HDG Lag Bolt Deck Joist Alternate 1 High 1 Low 1 Per Bay ( 16" — 24 ") O.C. Not to Scale Post to Beam Connection . . 4 x P Simpson PC T Beam Z -Max Coated Typical 4x PT Post Footing Detail 4x4 4 _____--- ---- P T Post Existing Grade -_______ / Fill With Concrete 18" 12" Concrete v J 4___.____ _________■ Pier Block 4 16" 0 ►I 4. Stair Jack Detail • Tread no less than 10" 2 deck boards width typical Rise divided equally. No less than 6" No more than 8" 2x 12 PT g Remove thickness of decking material from bottom Provide Guardrail When Over 3 Risers. Provide Handrail on One Side Hand Rail Post Inside Frame Mounting Detail 4 4 x4 Post 2 x Blocking 1 2 x Deck Framing Use Two 1/2w • Through • Bolts per Post Spaced 1 -1/2" From Top and Bottom of Framing Guardrail Detail 4x4 Post 2x2 Pickets 2x4 Rails 5" O.C. 36" Min Deck Surface 1 5' Max ► � j A■ Max CITY OF TIGARD - SITE PLAN REVIEW BUILDING PERMIT NO'`'�l,l' /]Y1 — (16 ( 1C9 t e--' C. 16 c.nC 6 0 d e Kv Ag+ PLANNING DIVISION: Required Setbacks: f A rov�d_ `` 1 ❑ Not Approved 2 ( p a 0 5 W 1\ otCI %- h 'L'Lk *Dr Side: } Street Side: From. G rage: Rear: /S Visual Clearance: CI Approved ❑ Not Approved ! I r� o t � 1 2_ I Maximum Building Height feet CWS Service Provider Letter Required: EY ❑ No B' ❑ Received Date: e0/ ENGINEERIN DEPARTMENT: Actual Slope: _% ❑ Approved ❑ Not Approved RECEIVED Site Plan: II ..roved w.. ,, s d RECEIVED B : fir !_"P' Date: lo %fob EP 2 8 =/ S 2006 CITY OF TIGARD BUILDING DIVISION • [x _5 ; `kovSe 21 o o ►20. 8 ,mo • 20 I 0 4 . 2 c, p1 c— — — ♦ 4 •