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Plans (11) J� T VAK ■ CIVIL CONSTRUCTION V. KOIV STRUCTURAL CALCULATIONS 11/05/09 FOR FANNO CREEK TRAIL 09 -098A Boardwalk Design SHTS 1 -32 CONTENTS: DRAWINGS 1 - 3 BOARDWALK FRAMING DESIGN 4 - 13 GUARDRAIL DESIGN 21 - 23 PIPE PILE DESIGN 24 - 25 CATALOGUE CUTS 26 - 28 PROJECT DRAWINGS 39 - 32 OF TIGARD APProved t Conditionally Approved... I - ))/() See Letter to: Folbw ( I Pernik Numbar' �-' te iai 40 c;' 1 PRO F L Addams r ' i�,.. - — '� `°' OUi& 1 ,1 ?i. :;.0 ,D ATTACHMENTS: / NONE y,' •-EG ('<e di 21,x ,&S REFERENCE DRAWINGS: OQLAr CE 09 -098A -01(0) TO 09 -098A -03(0) I FYP ES: /Q 3 ( I) I DESIGN REFERENCES: AISC MANUAL OF STEEL CONSTRUCTION, ASD ANSI /AF &PA NDS -2007 OFFICE COPY VAK Construction Engineering Services, LLC 8285 SW Nimbus Avenue, Suite 104 • Beaverton, Oregon 97008 • T: 503 718 -5999 • F: 503 718 -5980 • www.vakengineering.com , r I t a , f r , End Boardwalk. Sta. 9 +95.75 GENERAL NOTES: Sta. 3 +37, 33.5' Rt (Hall Blvd) Northing = 6487737627 Miele 1. All st ruural steel shall be ASTM A36 U.N.O.. Easting = 76204931121 5i morowermer -- For Connection Detail I =Sail -- — — _ 2. All structural steel shall be detailed as per A SC Standards. Member sizes shown are minimum required. Equivalent or `See © !� 4 arti sizes masted substitu w th p or app oval from VAK ICOF =� Existing Conc. Walk 4. All welding shall be done with E70 electrodes in conformance =MK 9 with American Welding Society (AWS) Structural Welding Code rn AWS D1.1. Pipe splice welds shall be with E90 electrodes (full IIIII a penetration weld). Elevated Boardwalk (Outline) �� § 5. All hardware and structural steel shall be hot- dipped galvanized '1 I per ASTM -A153 and ASTM -A653 (coating designation G -185). == a 6. All lumber shall be pressure treated DF -L #1 or better. O.N.O... IIMIIIIMI J C. All Stringers: DF-L Select Structural 7. All wood connectors shall be installed per manufacturer's � � requirements. , 8. All bolts shall be A307 U.N.0... / � �� 9. Rpe piles shall be driven to a 10,000 lb bad, for a wwxing load of 5,000 lb. Ark / i �� , � 10. Design Loads: Live Load' �r- t00 Wind Load: 20psf ''4 0 O d¢ 4 � S S / ,' /`_ r r NDS for Wood Canetnrctlon ,2001 Edition. . . �� \ et, \„ / ' 6x8 Poets 5' -0' 0.C. / ' - �`` 4x 12 Timber Bent 4x12 Joist at Edge Q 10'-0' O.C. (Max) �,� fi , 5 -( •) of Walk, (Typ.) � �� ��) I 1 � */ ,�/s Structures Plans , �M p PROf Per Western Wood Structures ` ` �4E r ,fpJi <->--- — _ • — _ $ Install Bridge Abutment I — — ` fi i — 1 End 8 ,/ � �� , at I I Ste. 8 +66.10 = W W Sta. 8+64.20 ` Fo con Detail v` � < A. — — — I L — - 7 S * I IV 2x6 Railing Typ �,`�`���` Plan Cont., ., . Plan Detail 1i �`�` ° � sic m.1.a 4x12J�atEdge Ell um. , - Dee 2 1111101 �1� ll - R � dW R� B � � �� 9 re O K . . 4 „ VAK Construction Engineering Services, LLC CIVIL CONSTRUCTION CO. fiCur.04 04 ,.r� ^ ' r . 1255 SW Nb�tiue Accrete. Brie 704 Ali F � a 2g' wa 6 s0 a4 mrtnim 001114 ' Beaverton, Oregon WOW Boardwalk Z . 01.1 a.04 da A o i 5 07.7 78.69DB Y1 eIXi.716a950 Y4 Plan View Design 4 p W t4VegoAO bw4M t ..ci siom .acio f IsuMbei ' �n arml � Or 4/0.000 � A AS FOND 09-098A-01 1 VOK P.0 i r V -0" 8'-0' •_' / __ 6x6 Posts 6 64 Posts @ t 2x6 Rail & cap 5-0" 0.C. 5 D" O.C. Zr 2x6 Rail & cap • 1/4" Stainless steel cable 3/8"0 Hole For 3/8 ° 0 Hole For railing (railing to match 1/4 "0 SS Wire Rope 0., 1/4"0 SS Wire Rope 9 specifications, • brid e typ.) 12, • • 4x12 Decking w/ • 4x12 w/ Siatpeon , • (3) Simpson 1/4x6 . • lic C412 SOS, (ryp.) ( // SDS25600 ea. end FN I " NERMIIIIIIIIIIIIIMii .: j 0x,2 Q, 1r-0' — O.C. ( " ,S I (Typ.) 91/2 r1 V-5" 3 "0 Sch. 40 Pipe w/ In Simpson LCC3.5 -3.5 Cap Ex. Ground Ex. Ground —\ - - - - • ,-.,': A /V /� ' \< A -, — e Section a Bent, (Typ.) I Section (a), Intermediate Post Connection salt Urea , awe 1/7•rc 4X12 Decking w/ n 6x6 Post _____ 4x,2 Dsddng w/ 6x6 Post (3) Simpson 1/4x6 "o peon 1/4x6 SDS25600 ea. end S0625 SDS25600 ea. end 3/4 "0 Bott w/ it 5/16" x 3" x 3" $ o Ea. Side, (Typ.) 4 : dA1/ NI_ 4 1 , , i. 4x12 Stringer Attached to 4x12 Support ti�isi +e /7t Q — - -- o `a j w/ Simpson HUC0412SDS (Typ t,.%. ED I R Off; 4,, " I S J� r I��II " 4x12 Support . B e am (Typ.) f ../ . �I r - 4x12 Stringer n _ 0•. .ter 1 r A, 7, „ • C _= _ R a. �CLO A.*. ! 'Y n� yin Q Detail v salt 112 = -- - VAK Construction Engineering Services, LLC CIVIL CONSTRUCTION CO. O Detail r.„7.147 1100.00 1100.00 w. a ,ua, ,a r 0200 9W Nimbus AVOuO, SUM 101 Fenno Creek Trail twit 1 12.1'-0• WV e�s� ,m w e[ , mcmw ry a s 070 elb,,. Qpa, 70 $ ,p ra � � a VAK aM S03.7 bp 003.710.6000 fog Boardwalk Design TO „0kr,y„N,"0,6q„ Sections and Details L'J . W„ 10X810{ Mfwa u OW IS A C. W 141062008 A o........ o.. ow.. .1014 No. u.....^.. .. : . wn an . a n. [1.0 01:640.01 norm ,,,6, .,r ,,,m,n,a J.1. •,,nveea .3, W. .s MOM 09-088A-02 1 § a.6ae:,a .../ ,.,o PLO 10 Pt 5 1 Exist. Bridge New Boardwalk (By Others) (By VAK) . Note: New Boardwalk Exist. Sidewalk 1.) Demo Existing Sidewalk only as Minimize Gap f Match Boardwalk (By VAK) (By Others) Required to Install Boardwalk Then Deck Elev. to Bridge Replace w/ New Concrete. Deck Elev. I Note 1 i ir i r a . a rr. • • l'" I' Ai trr , v , 01 ". Vapor Barrier t - , .' t Excavate as Required : " ��. " ' to Install Boardwalk. Then Backfill w/ Gravel. €£ I Ex. Concrete e Bridge Abutment , S s ® Connection A Existing Bridge - Detail ® Connection a Existing Sidewalk - Detail b 1 Sort r = ro• 1 S. r = v-o. i 6 g a 401 -Of 1 tj' u � B r '4,. - .4 , ,,� M� VAK Construction Engineering Services, LLC CIVIL CONSTRUCTION CO. 4 rv o. `[ , 6 eeever ,p. Meg eSIN Nimbus Avenue. e. Sub 101 Fenno Creek Trail 601 la OF 01050. 45.00■40. COP60 cot 1 an, Oregon 971X4 =.%.011.11 VAK 1 503.11B tel soa.rle.saeo a. Details gn 0001.40 [[[ r.s /J /) www w 9inasuq.mn 0. O.. +.w ' '" rua nu e...s wear msoe n o e +\ ..—.« rW o... m.e v w..=.9- mes 11/00004 WA 5 ■ iox Rm r a mwbewr A4VOY v % olwoas9Csn6o V. os- osBA -as VisualAnalysis (version 5.50) - Thu Nov 05 09:17:00 2009 OAK Construction Engineering Services, LLC, Vello A. Koiv Live Load @ 100 psf & DL o a O a IIIIIIIIIII I VIII WWWWWWWWWWW�W��WWWWWv� 8 WV�b(VWWWWWWWWWWWWWWIVW Douglas Fir -Larch theta =9 deg L 4./ VisualAnalysis (version 5.50) - Thu Nov 05 09:17:35 2009 VAK Construction Engineering Services, LLC, Vello A. Koiv / Live Load @ 100 psf & DL Beading Moment, Mz All- Members: Max = 0.87 K -ft (M1) Min = 0 K -ft (M1) v .,,._ ;! r•." .8I K.ft X v,; • M Ch O p VisualAnalysis (version 5.50) - Thu Nov 05 09:17:49 2009 VAK Construction Engineering Services, LLC, Vello A. Koiv (01 Live Load @ 100 psf & DL Bending Stress, fby( -z) Alf Members: Max = 0.45 Ksi (M1) Min = 0 Ksi (M1) 0.4 Ksi t t x M cam) N O p r 6, _ //S 0 ea /./5-) / / ),% 1 9 5 0.- _ £ b P / `. C ,,, �,- i VisualAnalysis (version 5.50) - T.hu Nov 05 09:18:01 2009 VAK Construction Engineering Services, LLC, Vello A. Koiv Live Load @ 100 psf & DL • Shear Force, Vy Alt Members: Max = 0.43 K (M1) Min = -0.43 K (M1) // , - ,45 X1375 / gale ,. 0.43 K co p 7c= Yz. ( di?c _ / - 35 e-5/ 39,S /0 (o.Sa )(obie VisualAnalysis (version 5.50) - T.hu Nov 05 09:18:09 2009 VAK Construction Engineering Services, LLC, Vello A. Koiv (�( Live Load @ 100 psf & IL / Local Disp., dy All Members: Max = 0 in (M1) Min = -0.15 in (M1) v -0.1.5 in M v. ci O — 4/ =.. mix' VisualAnalysis (version 5.50)- Thu Nov 05 09:28:09 2009 VAK Construction Engineering Services, LLC, Vello A. Koiv Live Load @ 100 psf & DL 3. Douglas Fir -Larch theta =0 deg ffZi_a 67 57 Kye..17/Mi---- / be I VisualAnalysis (version 5.50) - Thu Nov 05 09:28:53 2009 VAK Construction Engineering Services, LLC, Vello A. Koiv Live Load @ 100 psf & DL b Betiding Moment, Mz All Members: Max = 5.48 K -ft (M1) Min = 0 K -ft (M1) V 5. K -ft x rn rn • N N VisualAnalysis (version 5.50) - Thu Nov 05 09:32:04 2009 I VAK Construction Engineering Services, LLC, Vello A. Koiv / Live Load @ 100 psf & DL Bending Stress, fbz( +y) Atl Members: Max = 0 Ksi (M1) Min = -0.89 Ksi (M1) -0.89 Ksi 0) N r b = /52 (z s /B 8 - /P2.0 ,"s / .e)% VisualAnalysis (version 5.50) - Thu Nov 05 09:28:45 2009 V:AK Construction Engineering Services, LLC, Vello A. Koiv '1/ Live Load @ 100 psf & DL / Shear Force, Vy All-Members: Max = 2.19 K (M1) Min=- 2.19K(M1) A 39,s -2� S P ' 2 9 K rn N (y /1 Xis es, 4-S 1 - /Z2.4 • VisualAnalysis (version 5.50) - Thu Nov 05 09:28:34 2009 VAK Construction Engineering Services, LLC, Vello A. Koiv Live Load @ 100 psf & DL Local Disp., dy All Members: / Max = 0 in (M1) Min = - in (M1) -0.1 in ....4 . . . /i o) cs, T N N 4 ---- 756,,,, L = /20'° I. 3 /,/ ok ,,,:::. .../ ... VisualAnalysis (version 5.50) - Thu Nov 05 09:52:06 2009 VAK Construction Engineering Services, LLC, Vello A. Koiv ) Live Load @ 100 psf & DL {/ ./4;1-3s 7 .A w w co CO 0 0 0 0 SS4x1 L =8 ft X 1 Douglas Fir -Larch theta =0 deg < ...... / 5:1 } '4___. ,, p 11 VisualAnalysis (version 5.50) - Thu Nov 05 10:06:57 2009 VAK Construction Engineering Services, LLC, Vello A. Koiv Live Load @ 100 psf & DL 1 ✓ / Bending Moment, Mz Alt Members: Max = 0 K -ft (M1) Min = -3.47 K -ft (M1) v -3.4- K -ft R • -...�5 v • v rF VisualAnalysis (version 5.50) - Thu Nov 05 10:07:04 2009 \ {AK Construction Engineering Services, LLC, Vello A. Koiv Live Load @ 100 psf & DL Bending Stress, fbz( +y) AU Members: Max = 0.56 Ksi (M1) Min = 0 Ksi (M1) Y 0.5( Ksi e — ;r d- /eboy .85) ( =-. 6,53 p VisualAnalysis (version 5.50) - Thu Nov 05 09:53:25 2009 VAK Construction Engineering Services, LLC, Vello A. Koiv �� Live Load @ 100 psf & DL / Shear Force, Vy All Members: Max = 4.39 K (M1) Min = -4.39 K (M1) � `' 59 375 } 4. K 4 , l 71077,r, v � Y 3 /214 S' /(;) P 349, _;7 /moo ("). - /L2,4- 7 t--: Y � fiLk, kiV/ a �M �= 9 z Construction Engineering Services ■■ ■■EMOMMM :MEOPMEM M■■ ■ ■■■■■ ..a ■■■■■■■■■ MEMIIMMOMMEEMEMEMMIUMEMEMINEMM ■ ■!' ■ rl.. % ■ ■■ ■..:. ■ommomiiimi ■■ ■u■■ AIMMEMOMEMONOTAMMEMMEMMPECEEMM ■■■ ■fL MMEmaEEEME ■■MEWM`il■■i ■ ■MS ■ ■ ■■■■■■!mi■■■■■ ■■ ■ ■ ■ ■ ■■■ ■■■m■ www.vakengineering.com VisualAnalysis (version 5.50) - Thu Nov 05 10:06:49 2009 1 (a VAK Construction Engineering Services, LLC, Vello A. Koiv l ) Live Load @ 100 psf & DL Loe.al Disp., dy All Members: Max = 0.04 in (M1) Min = -0.02 in (M1) a Zrf 32 REFERENCE DESIGN VALUES • 1/ Table 4A Reference Design Values for Visually Graded Dimension Lumber (2" - 4�'" (Cont.) thick) (All species except Southern Pine - see Table 4B) (Tabulated design values are for normal load duration and dry service conditions. See NDS 4.3 for a comprehensive description of design value adjustment factors.) USE WITH TABLE 4A ADJUSTMENT FACTORS Design values in pounds per square inch (psi) Tension Shear Compression Compression Modulus parallel parallel perpendicular parallel of Grading Species and Size Bending to grain to grain to grain to grain Elasticity Rules commercial grade classification Fb F, F F F E Emin Agency • BEECH - BIRCH - HICKORY Select Structural 1,450 850 195 715 1,200 1,700,000 620,000 No.1 1,050 600 195 715 950 1,600,000 580,000 No.2 2 °& wider 1,000 600 195 715 750 1,500,000 550,000 No.3 575 350 195 715 425 1,300,000 470,000 NELMA Stud 2" & wider 775 450 195 715 475 1,300,000 470,000 Construction 1,150 675 195 715 1,000 1,400,000 510,000 Standard 2" - 4" wide 650 375 195 715 775 1,300,000 470,000 Utility 300 175 195 715 500 1,200,000 440,000 COTTONWOOD Select Structural 875 525 125 320 775 1,200,000 440,000 No.1 625 375 125 320 625 1,200,000 440,000 No.2 2" & wider 625 350 125 320 475 1,100,000 400,000 No.3 350 200 125 320 275 1,000,000 370,000 NSLB Stud 2 "& wider 475 275 125 320 300 1,000,000 370,000 Construction 700 400 125 320 650 1,000,000 370,000 Standard 2 " -4" wide 400 225 125 320 500 900,000 330,000 Utility 175 100 125 320 325 900,000 330,000 DOUGLAS FIR - LARCH 0 Select Structural 1,500 1,000 180 625 1,700 1,900,000 690,000 No.1 & Btr 1,200 800 180 625 1,550 1,800,000 660,000 No.1 2" & wider 1,000 675 180 625 1,500 1,700,000 620,000 No.2 900 575 180 625 1,350 1,600,000 580,000 WCLIB No.0 525 325 180 510,000 WWPA Stuc 700 450 180 510,000 3000 a 'fi 380 q � 17'3 1 471 Sele 1,350 825 180 690,000 No.1 1,150 750 180 660,000 No.1 850 500 180 580,000 No.3 475 300 180 510,000 NLGA Stud 650 400 180 510,000 Cont 950 575 180 550,000 Standard 2 " -4" wide 525 325 180 625 1,450 1,400,000 510,000 Utility 250 150 180 625 950 1,300,000 470,000 DOUGLAS FIR -SOUTH Select Structural 1,350 900 180 520 1,600 1,400,000 510,000 No.1 925 600 180 520 1,450 1,300,000 470,000 No.2 2° & wider 850 525 180 520 1,350 1,200,000 440,000 • No.3 500 300 180 520 775 1,100,000 400,000 WWPA Stud 2 "& wider 675 425 180 520 850 1,100,000 400,000 Construction 975 600 180 520 1,650 1,200,000 440,000 - Standard 2`-4' wide 550 350 180 520 1,400 1,100,000 400,000 • Utd ` 250 150 _ 180 520 900 1,000,000 370,000 EASTERN HEMLOCK - BALSAM FIR Select Structural 1,250 575 140 335 1,200 1,200,000 440,000 No. 775 350 140 335 1,000 1,100,000 400,000 No.2 2" & wider 575 275 140 335 825 1,100,000 400,000 No 3 350 150 140 335 475 900,000 330,000 NELMA 0 Stud 2° & wider 450 200 140 335 525 900,000 330,000 NSLB Construction 675 300 140 335 1,050 1,000,000 370,000 Standard 2 " -4" wide 375 175 140 335 850 900,000 330,000 Utility 175 75 140 335 550 800,000 290,000 AMERICAN WOOD COUNCIL FANNO CREEK TRAIL y t BOARDWALK DESIGN �/A K 09 -098A r SHEET : OF , Construction Engineering Services ( T✓' Co (i 6 co K a c) Z / r _ (3J(t) / 2 , 4 ,_ "` 5 "el ,`,, - . al 2.6 k 4 ;2,5 3 27 7 3 d 4 ,.- I T - V 1 I 4. /3 . re f .4 „A T -- /,.5 x f ----- -- 6 25- s . :.. i ; z-- ix A k - • o4- , 7 ? x 3 "/4 L.105 e r-- , • .. e / ✓( f `l 4aie www.vakengineering.com 11/3/2009 FANNO CREEK TRAIL BOARDWALK DESIGN VA K 09 098A ,, SHEET: y OF Construction Engineering Services e � - EnrI« MMIC _ . U o �.■�■•_ ii _mirmriffirmmulmommop 111 /I mom • WM � EM= ' i OWN MOM= II MM. Wei. •_Mill 3CIZE 1111133ii 4711 www.vakengineering.com 11/3/2009 FANNO CREEK TRAIL BOARDWALK DESIGN VA K 09 -098A J SHEET: 23 OF + l Construc Engineerin ErEprilorM4! • Services ■■r■w■v■Immm ■ ■■ ■■MMOM ■ ■r■■ MEM MMENMERMANOMEMMEMIC r■ %■ ■■■ ■r■■INE ■■■■ : Era•BrarrOMINIMEMINI ■■■ ■■■ME iii ■' ■ ■3iU■MIM 8 — ilrziiriiir Ampimommummummi 40111EI NE MB! ■rII/, ■M 1 .67 111111iiiiiiREMINIZEIBM1111111 111 - MOMEMONEMOMEMEAMREW ■ ■ ■■■Gr!i!� ■2■Pi i9 ■EtAQM= o/ www.vakengineering.com 11 /3/2009 FANNO CREEK TRAIL BOARDWALK DESIGN VA K 09 -098A SHEET: OF • Construction Engineering Services Dest in P: ' e- .1s , I I "" s . 1001117071 eo A 61 f I 2 } ( • "i (isoei 4s (//)&ei 4,6 (- c90. - 6 - / ") /1 D k " / 01? (Se' 4 14d4c( S te.00, / ;� J _ _ www.vakengineering.com 11/3/2009 FANNO CREEK TRAIL BOARDWALK DESIGN 09 -098A • SHEET: 1 -' 5 OF STEEL BEAM DESIGN (AISC ASD 9TH ED. CHAPTER H) INPUT VALUES F 36 ksi E 29000 ksi Member M M y P A S S r r K L L Cmx Cmy Fa K -in. K -in. K in in in' in. in. in. in ksi 1 11.5 , 0 4.8 2.23 1.721 1.72 1.16 1.16' 2 48 48 1 1 15 OUTPUT VALUES Member KL /r KL /r f fbx fb Fee Fey Fbx Fby H1 - H1 - ksi ksi ksi ksi ksi ksi ksi 1 82.8 82.8 2.2 6.7 0.00 22 22 27.0 27.0 0.42 0.35 < 1.0 < 1.0 ok ok 11/3/2009 Solid Sawn Connectors SIMPSON • FACE MOUNT HANGERS LU /U /HU Standard Joist Hangers Strong - -Tie NEW! LUCZ concealed flange hanger available for • r 1" 2x6, 2x8, 2x10 and 2x12 lumber. Ideal for end of ledger/ I ' • °' • header or post conditions, the LUCZ also provides cleaner ° •11 lines for exposed conditions such as overhead decks. ( I See Hanger tables on pages 74 to 80. See Hanger p I / ° • Options on pages 193 for hanger modifications, which G (" ° ■ may result in reduced loads. 1 i ? ° . LU —Value engineered for strength and economy. c1E ° rI • I . a Precision- formed — engineere for installation ease I ° and design value. U —The standard U hanger provides flexibility of S >* . ., \ joist to header installation. Versatile fastener selection , L with tested allowable loads. (14014 - I r• 11.--..-- -',...„,(512 HU —Most models have triangle and round holes. X 4 ) ' 'FORLU24 To achieve maximum loads, fill both round and triangle LUCZ 0210 HUC412 LU28 HU214 holes with common nails. These heavy -duty connectors Concealed (except Projection seat are designed for schools and other structures requiring �t r Flanges LU Roughs) on most additional strength, longevity and safety factors. 'Ilr models for MATERIAL: See tables on pages 74 to 80. 1 u� r�r �' a 1 r� � maximum FINISH: Galvanized. Some products available in ZMAXe. I * ' I ''iA Ip l r'i bearing and t INSTALLATION: 19 'I h , 4, lj' Model configurations section economy. ca • Use all specified f See General Notes. ; 41�� , 1 r r ( ij w may differ from p s 1iYl those shown. ft • HU —can be installed filling round holes only, .1 r j .' r +'.4 ..' "N� c or filling round and triangle holes for r . - r i Some HU models e gam . t i, t, do not have v • Jisope up " ° .1 F +� It+ � t r i ang le holes ots sloped to Y:12 achieve tab lo ads. HU LL MIN. ROU N ND AILINHOLES G C C facto 3 • For installations to masonry or concrete h see page 152. Typical LUCZ Installation I FI HU MAX .NAILING FILL ROUND AND b • HU hangers can be welded to a steel member — TRIANGLE HOLES refer to technical bulletin T-HUHUC -W ; , '1} , , , c (s page 199 for details). ' r ".•,iz ,� ,. > OPTIONS • • HU hangers available with the header flang u u ¢ ; / turned in for 2 width and larger, with no load 1, „∎ . jp s reduction —order HUC hanger. h t„ ? s ad 1 ' A \ . • See Hanger Options on page 193 for sloped k '' f'% ` ' HU6 and/or skewed U /HU models, and HUC ' ; , c I (concealed flange) models. „ , I • HU only —rough beam saes available by special order. `s!I , as • See page 80 for stocked U hanger rough sizes tables. Typical HU Installation Typical LU28 Installation - Also see LUS and HUS series. HUCQ Heavy Duty Joist Hangers The HUCQ series are heavy duty joist hangers ° p j that incorporate Simpson's SOS wood screws. ° I `3 +¢ t:, �a ' �r Designed and tested for installation at the end of a • ° rs'ajz11_ ��, � beam or on a post, they provide a strong connection ° `^� 4-4 1 p with fewer fasteners than nailed hangers. See page 95 1:: p ,a i i r� 11 z for structural compo lumber hangers. ° H a ' s t f p MATERIAL 14 gauge ° ,it a a la 1 ° FINISH: Galvanized 4 5, l t • INSTALLATION: x' v "t rt �I � �, • Use all specified fasteners. See General Notes. Z;. "� , o • SDS screws supplied. .'” ' • For use on solid sawn wood members. w ' Typical HUCQ Installation Typical HUCQ Installation o CODES: See page 12 for Code Listing Key Chart. __.HUCQ4 - 10 on a Post on a Beam ._ Dimensions Fasteners Allowable Loads E OF/SP SPF /HF Code o Model No. W H B Face Joist Uplift Floor Snow Roof Floor Snow Roof Ref. E • • (1331160) (100) (115) (125) (100) (115) (125) HUCO310 -SDS 2 9 3 8 -SOS Ya'x21' 4 -SDS Y4 "x2+/6' 2505 3195 3195 3195 1960 2015 2015 HUCQ210 -2 -SDS 3 9 3 12 -SDS 14 x2W 6 -SDS Wx2W 2505 4955 4955 4955 4170 4170 4170 , , ( � , \ ' HUCQ410 -SDS 3956 9 3 12 -SDS 1 /4x2 +k 6 -SDS Y4 x2W 3025 4955, 4955 4955 4170 4170 4170 " , —) HUCQ412 -SDS 3%6 11 3 14 -SOS Y4'x2 6 -SDS 1 /4 "x2W 3025 5560 5560 5560 4680 4680 4680 146 ))' HUCQ210 -3 -SDS 4% 9 3 12 -SDS Y, x2V2' 6 -SDS Y4 x2 3025 4955 4955 4955 4170 4170 4170 HUCO610 -SDS 5% 9 3 12 -SDS Yi x21Fe' 6 -SDS Y4 x2 3025 4955 4955 4955 4170 4170 4170 HUCQ612 -SDS 51/2 11 3 14 -SOS Y4 X2W 6 -SDS V4"x2D ' 3025 5560 5560 5560 4680 4680 4680 1.Uplitt loads have been increased 33% for earthquake or wind loading, with no further increase allowed. 3. When using structural composite lumber columns, screws 2. See page 95 for additional engineered wood products saes. must be applied to the wide face of the column. 72 1 Caps & eases SIMPSON 2 • BC /BCS Post Caps Strong -Tie The BCS allows for the connection of 2-2x's to a 4x post or 3-2x's to a 6x 1 Lateral ( post. Double shear nailing between beam and post gives added strength! The e Mh� ' BC series offers dual purpose post cap/base for light cap or base connections. / ^ a -r, MATERIAL 18 gauge i e ° ° 4 ' ` a FINISH: Galvanized. Some products available in ZMAX®; 1 •._- / , s ` II I `I I see Corrosion Information, page 10 -11. t 4% NOT , I i1 ; INSTALLATION: REaf11RED 4P j Pilot holes tunn , . ° III • Use all specified fasteners. See General Notes. �` manufa anufachirin g • • If 346 pilot holes are bolted, no additional load is achieved. ° � �s (Do not all bons) . , , I� I • BCS: install dome nails on beam; drive nails at an angle through a (TVa.1 1 the beam into the post below to achieve the table loads s • BC: install with 16d commons or 16dx2'' joist hanger nails. BCS2 -2/4 t • Post bases do not provide adequate resistance to prevent members U. Patent Q Typical BCS from rotating about the base and therefore are not recommended for 5,603,580 . atn • , / Installation non top- supported installations (such as fences or unbraced carports). y CODES: See page 12 for Code Listing Key Chart. - PosT BASE RANGE Ro ® These products are available with additional corrosion protection. Additional products BOTTOM t on this page may also be available with this option, check with Simpson for details. BC60 Half Base m Allowable Loads (other similar) - 11 -- ,, , c.+ Model Dimensions Fasteners (Each Side) (133 & 160)' Code / f Plotbotester No. W1 Wz Li 12 Hi H2 Beam Post Base Uplift Lateral Ref. �\ r ' , purposes uring : ' Flange Flange Bottom I • (Do not install R , CAPS H 1 it` 1 bolts) (TYO) NI) BC4 395. 39h• 2% 2% 3 3 3 -16d 3 -16d _ - 980 1000 -.L • 1 BEAM ■ BC46 39'6 5% 4% 2% 3% 2% 6 -16d 3 -16d - 980 1000 • / - RANGES BC4R 4 4 4 4 3 3 6 -16d 6-16d - 980 1000 4, 37, I L °" • ilt BC6 5% 5% 4% 4% 3% 3% 6 -16d 6-16d - 1050 2000 87,121 I �' ° BC4 Cap/ BC6R 6 6 6 6 3 3 6 -16d 6 -16d - 1050 2000 W I Base BC8 7% 71/2 714 71/2 4 4 _ 6 -16d 6 -16d - 1800 2000 z �� . ,•I RANGES LY ID BCS2 -2/4 3% 3956 2% 2% 2 2'9/ie 4 -10d 3 -10d - 780 1025 122 ' ® BCS2 -3/6 4% 5 4% 2% We 2 6 -16d 3-16d - 800 1495 PILOT BASES HOLES . ( III BC40 395e - 3% - 234 - - 3-16d 4 -16d - 535 (T1'P) . 0 • BC4OR 4 - 4 - 3 - - 4 -16d 4 -16d - 535 1 BC460 5% - 346 - 3 - - 4 -16d 4 -16d , - 535 170 I BC8 Cap/ BC60 5% - 5% - 3 - - 6 -16d 4 -16d - 535 Base BC6OR 6 - 6 - 3 - - 6 -16d 4 -16d - 535 , III) III) 1 Allowable loads have been increased 33% and 60% for 2. NAILS: 16d = 0.162' dia. x 31/2' long. • 0 • earthquake or wind loading with no further increase 10d = 0.148' dia. x 3' long. • allowed; reduce where other loads govern. See page 16-17 for other nail sizes and information. 0 V o LCC Lally Column Caps r. aa w z Z ir IC Lally column caps provide adequate bearing length for larger girder reactions. It;' Z u MATERIAL: 12 gauge FINISH: Simpson gray paint ') �_ 11 Ve-- _ _ - } > INSTALLATION: • Use all specified fasteners. See General Notes. v . y • Fit the lally column cap over the lally column and attach to the girder. ° o CODES: See page 12 for Code Listing Key Chart. 4' . Lally Allowable Loads ° • Q a Model W Girder Nails Column Download Fi ' Code No. Outside Ref. %wk._ Dia. DF/SP /SPF LVL/PSL_ (133) (160) LCC4.5 -3.5 4% Triple 2x10 /12 8 -16d 31/2 15820 - 1345 1615 LCC5.25 -3.5 g LCC4.5 -4 4% Triple 2x10/12 8 -16d 4 20670 - 1345 1615 l , o • g LCC6 -3.5 6% Quad 2x10/12 8 -16d 3% 15820 - 1345 1615 - © e LCC6 -4 6% Quad 2x10/12 8 -16d 4 20670 - - 1345 1615 a '� LCC3.5 -3.5 3% 3.5 LVL/PSL 8 - 16d 3% - 15820 1345 1615 F1 r I II i ` L` � �' ° LCC3.5 -4 3% 3.5 LVL/PSL 8 -16d 4 - 20670 1345 1615 170 't 'l I! � ■ LCC5.25 -3.5 5% 5.25 LVL/PSL 8-18d 3% • - 15820 1345 1615 I! I I III I;; LCC525 -4 5% 5.25 LVL/PSL 8 -16d 4 - 20670 1345 1615 "'' i 4 g- < LCC7 -3.5 716 7 LVL/PSL 8 -16d 3% - 15820 1345 1615 - _ X41 1 LCC7 -4 716 7 LVL/PSL 8-16d 4 - 20670 1345 1615 � % 1. Loads may not be increased for short-term loading. means other than the )ally column. The splice condition v 2. Allowable loads are determined using the lowest of the load is 6750 lbs per beam side and the lally cap must be Refer to bearing loads using Fc equal to 425 psi for SPF 625 psi evenly loaded. i Note 5 for DF and 700 for LVL/PSL, or the 8' tally column capacity. 5. To achieve lateral loads, LCC pipe must be welded to the Typical LCC5.25 - 3.5 installation - - 3. Loads are for a continuous beam. column with an 1 h' fillet weld around the entire pipe. connecting a 3 pfy LVL and 4. Spliced conditions must be detailed by the Designer to 6. NAILS: 16d = 0.162' dia. x 31/2' long. transfer tension loads between spliced members by See page 16 -17 for other nail sizes and information. a 3 "diameter steel column 51 m - c Fasteners & (talk Drive SIMPSON U r. . a SDS & SD Wood Screws Strong-Tie ca The Simpson Strong - Drive® screw (SDS) is a 14' diameter - m structural wood screw ideal for various connector installations as ?? well as wood -to -wood applications. It installs with no predrilling � 01 w and has been extensively tested in various applications. For 2007 >-, - - - -- ►� the SDS is new and improved with a patented new easy driving tip and a corrosion resistant coating. Identification ,.— SDS ' /4 "x3" FEATURES: on all SOS Y U.S. Patent �• The patented 4CUT" tip has a square core and serrated screw heads �1E� � 6,109,850 threads to reduce installation torque and make driving easier (NNS 14"x3" ' 5,897,280 with no predrilling and minimal wood splitting. shown) 5,044.853 • A new double- barrier coating finish provides corrosion resistance superior to hot -dip galvanization. Now one screw can handle interior, exterior and certain pressure- treated wood applications (see Corrosion Information on page 10 -11 ce �irr, /� _\ for more information). � lik • 34" hex washer head is stamped with the No -Equal sign and fastener length for easy indentification after installation. MATERIAL: Heat - treated carbon steel SOSD /8-RB FINISH: Double- barrier coating Strong - Driver The new 4CUT' tip reduces CODES: See page 12 for Code Listing Key Chart. installation torque and The SDS Strong - Driver® has a deep socket and magnetic tip to help i makes driving easier. provide a positive installation for the SOS Screws. Fits a standard drill. WARNING: Industry studies show that hardened fasteners can 111******** experience performance problems in wet or corrosive environments. SD8x1.25 Accordingly, use this product in dry, Interior, and noncorrosive environments only. (Titen and SD8 o nly) 5 These products feature additional corrosion protection. Additional products on SDS and SD Wood Screws this page may also be available with this option, check with Simpson for details. Doug Fir - Larch /Southern Pine Spruce- Pine -Fir Thread Fasteners Allowable Loads' Allowable Loads' Size Model No. Length per Shear' 14 ga to 3 gal Withdrawal" Shears 14 ga to 3 g a" Withdrawal's Code' (in) T Carton Wood to Shear (lbs.) Wood to Shear (lbs.) Ref. Shear (DWmDF) 00) (160),2 (100) 033/ Wood (SPF (100) (160) (100) ( jsp�,: 452 x 114 SDex1.25 — — — 50 65 — — — 45 60 — — 170 • �) 14 x 1 '� SDS25112 1 1500 — 295 390 170 230 — 245 325 120 160 . 14x1/ SDS25134 114 1400 — 295 390 215 285 — 245 325 150 200 • 14 x2 SDS25200 114 1300 — 470 625 215 285 — 395 525 150 200 5 14 x 214 SDS25212 114 1100 — 470 625 255 345 — 395 525 180 240 27 96 5 14 x 3 SDS25300 2 950 240 470 625 345 460 200 395 525 240 320 126 5 14 x 314 SDS25312 214 900 240 470 625 385 515 200 395 525 270 365 5 14 x 414 SDS25412 234 800 260 470 625 475 630 220 395 525 330 445 5 14 x 6 SDS25600 3 600 260 470 625 490 650 220 395 525 345 460 o O 1. Allowable loads for SDS screws are based on testing per ASTM D1761. 8. Load shown may not match code reports. i" 2. Metric equivalents are listed by Diameter x Length. New tested loads have been submitted to the Code Report Agencies. rc 3. SDS screws install best with a low speed W drill with a'16' hex head driver. 9. The SDS screws with HDG finish will be supplied with their corresponding HDG or a a 4. Wood -to -wood applications are based on a wood thickness of 1W side ZMAX® connectors. ii member. All applications are based on full penetration into the main member. 10. Loads based on NDS calculation for a /14 wood screw or tested ultimate/5. If thread > 5. Shear (100) values may be increased by the wood load duration factor, g ( ) Y Y penetration into main member is less than thread length T as shown in table, reduce a a Cd, as permitted by the building code. allowable load by 172 lbs. x inches of thread not in main member. Use 121 IbsJinch for SPF o 6. DO NOT USE SD8x1.25' wood screws with structural connectors 11. Shear steel side member to wood main member. w o unless specifically stated in this catalog. 12. The (133/160) values for earthquake or wind loading may not be increased any 1 vi 7. SD8 requires V; minimum penetration. further than shown. z o = N 1E TITEN Concrete and Masonry Screws N o a m a °. Titen Screws are 3 4e and' /i diameter masonry screws for attaching all types of components to concrete and masonry. N o CODES: See page 12 for Code Listing Key Chart. 0 WARNING: Industry studies show that hardened fasteners can experience performance problems in wet or corrosive environments. Accordingly, use this product in dry, interior, Titen Hex Head • and noncorrosive environments only. (Titen and SD8 only) • Titen Screw Anchors for Concrete Drill Critical Tension Load Shear Lead Tit Emb Critical g Pc? 2000 psi Concrete or Pc z 4000 psi re a20 00 psi Concrete or I1 Edge e p Code ) D Dia Depth Spacing Dist. I'm >_ 1500 psi for Masonry Concrete I'm a 1500 psi for Masonry Ref. 1. The Designer shall (in) (inl (in) (in) (in Allowable Allowable Allowable verify allowable load of lbs. lbs. lbs. the attached member or Mel 452 1 214 11/2 125 160 255 element as it may govern 31e 45z 11/2 2' 114 305 460 415 the allowable load. • 14' 45s 1 3 114 145 180 225 131 2. Screws should be installed with the drill 20 14 3e 114 3 114 365 500 400 in rotation only mode. .. _____ • pc„,4 hj o /- CITY OF TIGARD b Ctv, Coos 7Cutc.4;m 6 )i-c OREGON 7 d yo i„ 1 I 6 -- si - PLANS FOR PROJECT TiLe OA f 01 '174Ski 52 1 I' 2 ‘ • R 0'--)--- S ---- FANNO CREEK TRAIL f<ix "Po 2 g 6 Po Boardwalk and Pedestrian Bridge (e 53f/, qq3 , c4 T3 Hall Blvd to Fanno Creek 1 W(.t / r l if f, i TO BE SUPPLEMENTED BY THE CITY OF TIGARD DESIGN STANDARDS DATED JULY 15, 1998 4 N t . IL 4 I ' ti C y y 4� R Sr :>' S' ' � + � � Project Location FE ti 0 G o Z 6/ �O > P o 'er Jo : i u, < z:.: l m �\ FIR ST P� .c O'MARA ST DR LOCATION MAP 7uires you to follow rules �itit) Notification Center. Those 952 -001 -0010 through OAR >btoin copies of the rules by the telephone number for the Center is (503) 232 - 1987). 'rot at (503)220 -2415 when \\: existing high pressure gas :E YOU DIG 44 EN `\ T • 4 __ . . . "'""'_ •-- -- _ - -� Hall Blvd V C . ' - ° • • / 00C 1 1 y • * • • , ° . S09 O 111 I :22 doe �'_; -- --- — — 7 End Boardwalk. Sta. 9 +95.7 = PT = 9 + 73 99 Ste. 3 +37, 33.5' Rt (Hall Blvd) Northing = 6487737627 / • fasting = 762049.31121 I • . . 1 r / / f f 0 / co • I Probable Post Locations / .. / 6 3� ; ■ • • / o s / C / j ' 1 f �0 m 1 f • i / / �o° ; / v Install Bridge Abutment 12 / / 1/4' Per Western Wood Structures / / 1 ! Plans. / / • End Arid e. / / / Sta. = , / / / to In Bac Walls 14 V Ste. 8+64.20 4:3x / j Elevated Boardwalk (Outline) / / 1111 111, �nl` r1 'i�►i�ii►► • . 1 1 11111► WIA 11` 1. r 11 " 11 1 11 ► ► / // fiF. . ' / / / \ / ry / \ Begin Boardwalk f ,rricade ` � r Ste. 8 +67.01 = / / f Tigard) [" \ WW Ste. 8 +64.79 / , c: ill ,.. i • r • • . • . ■ ■ . . / > 1 Y 1 1 Y 1 l• k / i 1 / . 1 I. / 1 I. • • ■ 1 . f { . # 1 / 1 1 • • 1 / 1 # # 1 1 i II 1 I y I. ! f 1 . )4 ki , • / 1 1 . . / / f . / t J 1 , ( / , • • ./ / C • 1' I • . • 1 1 , 1 • • / • . , . , , • .. , 1� / � 1 . > . 1 , , Y / . • S ; • , • • # CAPITAL CONSTRUCTION AND FAN N O CREEK TRAIL III TRANSPORTATION DIVISION , 13125 S.W. "ALL BLVD. N. ' 71GAR0, OREGON 97223 Boardwalk & Pedestrian Bridge • VOICE: 503- 639 -4171 FAX: 503- 624 -0752 ARD WWW IIGARD- OR.GOV IJ. NO: I BID ON: Layout r. 8 r Roiling Post, ✓ Typical Note: This Typical Section Does•Not Represent A • tsructoble Boardwalk, It I Coble Railing, Typical ICon Is Intended To Provide (Coble Railing Specifications Design Information Related ' to Match Bridge Specifications) To The Geometry Of The /// Boardwalk. A Final Design 3.5" Maximum Shall Be Submitted By The Top of Contractor And Reviewed ' Decking Boardwalk By The City Of Tigard. ;. Cross Beam (At Piers) . I f Bottom of Boardwalk i Pier, Typical Notes: Approx. (Substructure) 1. See Western Wood Drawings 30" Low Impact Footing for Western Wood (WW) Stations Clearance D z _ Existing Ground (Diamond Pier or I 7 2. Bridge to be Supplied by the City of Tigard. Equivalent) Bridge to be Assembled and Placed by Contractor. - 3. Structural Excavation to be Considered Roadway Excavation for this Scope of Work. Boardwalk Typical Section N7S End Bridge - 148 Sta. 81 66.10 — WW Sto. 8 +64.20 - Elev = 143.30 �� Fnd nardwnik Begin : ardwolk Top Of Bcardwalk (Deck Surfa;e/Finish b - ound) Mate Hall Blva Sidewalk � Sta. 8 +67.01 = Sto 9 +95.75 ' WW Sta. 8 +64.79 / / Bottom Of Board yolk (Substructure) li d —L.30% Elev = 142.92 : I jX 2 Elev = 143.30 144 I I Jl (131 LFt Boardwalk �/ � ��'� II 1 r r � — � Fnished Ground �i ./ / - I I n I _ Existing Lund 30 Typical Clearance From ")/ , 41 1 Existing Ground to Bottom / - 1,, 1 of Sutstru — — — — Jf — 140 ______L__________ _I — - - - -- J . - 136 8 "0 Steel Pipe Pr to be Criven to a Depth 28.5' below Bottom Existing Ground — — Finish Ground of Pile Cap. 0 Centerine 0 Centerline _.,-- Approx. Dep h of Encountered Gmundwoter - - 132 Scale: Hor: 1"=20' Vert: 1"=4" ' h 0 0 coc N ,, On V - hC) CI of n • of n m n 0 D i n o'N 7 • 8 +80 9 +20 9 +60 10 +00 ■ CAPITAL CONSTRUCTION AND FAN N O CREEK TRAIL II TRANSPORTATION DIVISION 77GARD, OREGON 97223 Boardwalk & Pedestrian Bridge I. . `- TIGAR, OGON 2 VOICE: 503- 639 -4171 FAX: 503- 624 -0752 ARD WWW.TIGARD— OR.GOV NO: BID ON: Profile . • . A ar-Ir IN TO IN 8ACKWAUS _ • I ir laza 1 ex-nr OUT 10 OJT MU r CAP A r-tor - A r-ior A r-soir _ I 11 MC& s I r r rt rig D4iI ‘ CIL --- 1 \ RI ••---- , L•-•-•■•+.-- i f 1 1 ,-.- Di!---...__________7,..- '-1 ''.,... — Pa •••••-::. PLI -.--- "-- i .,... I .4. ... 1 I ••• . . • . . . • . - • — --- :::: -- -- • - ..1, I i / ,.. . • ,, • -...., __ / 1,4 _.... I NSTALLER NOX K PILO RP ENO PNEL ST TO MOM (APPROX. 13r) AS /WAREN TYPICAL EACH D10. UPI 02.0 1HE GUAM PA OECD NELS HALE A RESOD FACE AND AYE USUALLY INALLED 01111 ME ROUGH DOC UP. NORDEN, IF MERE 5 AN APPEARANCE PROBLEM WM ME RUM FAIX OR r 111E PANEL IS CUPPED PLACE DE BEST SIX FACE UP OR DE CUPPED SOE FACE DORN. THE TIECK IS IXSIOIED *110 A r GAP BETREDI DE PANELS. LAT CUT AIL PANELS AND AILUST TO A UNIFORM GAP BEFORE Um Up CUT—AWAY BRIDGE PLAN VIEW TADDING ANT PANELS DOM. FLEW IRN DA PAWLS AS REQUIRED 4. A r-st A e-tor r-lor A tr-101 t 1 t i f ..... , I I 1 I 1 1 1 I I I P1 I PT I P I I n i OD ITRIDGE IPI fl2 4 SEATO 0•114.20 R2 RI ELEV. 143.10' A i 1 lor i STATIEN 11444.79 .11, DIV. 113.0 i --........---. ..----- Li . ,:. ..,.. id ,-, A LIU SLOPE • Tti Tior/ ,•■; i t■." \ ...-- • BRIDGE ELEVATION 2 DMA CO ABU 1 BEAM SEAT 1 • 2 2,610 • 9-1/2 1 3/4 R 11-112 3 3/4 • ir FE 4 3,/e0 IIALLEAIs: 2 3/411 CUT NAT. ORDER TO /DUI OEM StAl - I: • SMITE IRKAT ABOUT SIMMEIRIDAL ABOUT WO 1 9-1/2" I 3/4 x 11-1/7 3/4 ir IT Mt (--CY .._ 3/4 CUT RAD ' ._1 i , 1 , 4 POST & ROM I VA' 2 ..■ " — i 113 GLOM RNL 1. " 1101 I I 11.00R REAM Ilk 2 3/4 e I-1/r 5 1 . ' 4 r 1 3/4 • 8-1/2" QOM POST I I 3/4 x IV Ea ri, STAIIMESS I I VC, 4 IS • ICC 2 4 • SHEM PEAR STEEL CABLE RAILS 1 5 3/4 INMEALIO 2 ye. OJT WASH as I 44 sfirs/...4 CV; VA • : I .!-4 GLULAM .. DURUM 2r CLIAJAI OEM (RCIA21 SIDE IP) C* in Imam Pm A &bane ABER 111311FORCIDD GAM CIROL4 = . 2/Ar QUM . PURLN LIS 4 POST t STILL 0. AS 3/4 31 8-1/2' 1 3/4 a 8-1/2' INI = wommommlimmimmo I 3/4*.. IV (CS I 2/4'• a ir ccu 11 2 AC -- ES , 2 4 0 SHEAR PLAIT A 6 3/4 MALLEABLE AD VC* COT WASH( ginillfj __ __ ES -11■11•11=110 . sym. pux. = M STEEL FLOOR 1 NANCOL BEAM RAKER . _ -- ... of or owLsw I i ST M BEAM SEAT A SIM OLIPHRAGII _ ROM KM 'ILI PI AL SECTION 0 FLOOR I M ABUTMEN • . TYPICAL SECTION 0 STEEL DIAPHRAGM -'■ • / 33 (0 )' / Yom- t e'( , 0 9— er-v a 9 End Boardwalk. Sta. 9 +95.75 GENERAL NOTES: Sta. 3 +37, 33,5' Rt (Hall Blvd) • Northing = 6487737627 _ 1. All structural steel shall be ASTM A36 U.N.O.. Pipe shall be Easting = 76204931121_ A -530. For Connection Detail 1 _ _ — — — Emil 2. All structural steel shall be detailed as per AISC Standards. See / 2 3 ° n Existing Conc. Walk Member sizes shown are minimum required. Equivalent or larger sizes may be substituted with prior approval from VAK. 0 Q 4. All welding shall be done with E70 electrodes in conformance • _ WIEM,. b with American Welding Society (AWS) Structural Welding Code AWS 91-1. Pipe splice welds shall be with E90 electrodes (full Elevated Boardwalk (Outline) 11111•1111111111111 penetration weld). 1111111•1111111111111 . U I 5. All hardware, structural steel and pipe shall be hot dipped in galvanized per ASTM -A153 and ASTM -A653 (coating ��1 w designation G -185). M= • All lumber shall be pressure treated DF -L #1 or better, U.N.O... ' f � All Stringers: DF -L Select Structural ♦ , ■ 7. A wood connectors shall be installed r manufacturer's Ari � � • " balk r- F uirements. ;'" K' ' �L-L l :3 8. • I bolts shall be A307 U.N.O... © \ i . Pipe piles shall be driven to a 10,000 lb load, for a working load A‘4* � of 5,000 lb. 01 / A ■ i 10. Design Loads: �� Live Load: 100psf � Wind Load: 20psf �1S ,' No'S, 11. Design References: / w; 02 NDS for Wood Construction, 2001 Edition. NC)' / IN/ AISC Manual of Steel Construction, ASD, 9TH Edition. a a e � ' ' // 6x6 Posts @ 5' -0" 0.C. ' �' @ 10-0 O.C. / 4x12 Timber Bent - 4x12 Joist at Edge `, / ' " -0 (typ.) T (Max.) ( Max. ) [of Walk, (Typ.) ' ` �� / (TYP•) r . ��� AilbiT - Install Bridge Abutment #2 �' \ , Per Western Wood Structures Plans .41110• ! 9, PR A Ny nix d.1:? /&\ End Bridge. . � I►s Sta. 8 +66.10 = WW Sta. 8 +64.20 ` \ t .p,. 21,E A For Connection Detail � `, • See �� , "F r PJIJ* ,03/ � ` L L IA y u [Z] [Xl 1 ..� 1 � �, Plan 2x6 Railing 1 ili cP o � = �' -0 • 2 Plan - Detail i1�1�1 ,g Cont., (Typ.) 4x12 Joist at Ed e r �' g 01 Seale: 1/4" = r-0" 11 111** Q �' , T v - of Walk(YP ) g 11 „ E1 V AK Construction Engineering S ervices, LLC ° 2 p -o � I NC DRARWG HEARD ES OF DESIGN. 5 THE g g CIVIL CONSTRUCTION CO. O „ �, INCLUDING THE PRINCIPLES OF DESIGN. 5 THE PROPERTY OF THE ORIGNNTOR OF MS DOCUMENT ��'" i B�SW Nimbus Avenue, Suite 104 Q ' C @ ma IS SUBMITTED "ITN THE AGREETEM THAT R 5 _ Fanno Creek Trail OD 2 spa NOT TO BE ALTERED, REPRODUCED. COPIED OR Oregon 97008 ro LOANED, IN PAYE OR RNOLE. R 6 NOT TO BE USED 503. 718.5999 tel 503.718 fax Boardwalk Design M AM' MANNER THAT MAY BE A DETRIMENT TO Ws o p OR.GlMATO U SE THIS ELECTRONIC ALE AT YOUR 9 RRV'¢ad per Review JRS 11/,62009 VAK V AK www Plan View OWN RISK WITH NO LARILDY TO THE ORIGMATOR FOR ANY INACCURACIES Revised per Review JRS 11/122009 VAK CURACIES OR INCONPATI IBLINES. SEE T CUTEST SIGNED DPoONAL Al DAT 6 GRAPHICAL R.. Existing Bridge w NAT URE. AND 6 F OR RrORAMT10N PURPOSES ONEY. 1 Issued TOT SubmRM DrrnB 9 9 MSS 11 1➢S 20O9 VAK 4 DslRmr CNM96Y SeAN: O,aH,p NUner ° FLL M OTHE SONRC ELEVATIONS ES ACCEPTAN CE WERE O F THI S 0 Issued JFIS 11/032009 VAK AS 09- 098A -01 3 U M OTNE SOURC. CE F THI FROM JRS 11/032009 MSC VAK NOTED DRAWING IS AN AGREEMENT TO THE ABOVE. SUM. REVISIONS BY DATE 0159 ■ CL a 81 -0.I 02 8'-0" ,1 2x6 Rail ° Posts Cha@ O.C. ' '' 2x6 Rail w 3/4 mpher .--:_ °� 3/8 "0 Hole For ° 6x6 Posts @ 5' -0" O.C. ° 1/4" Stainless steel cable ° 1/4 "0 SS Wire Rope 4 ^ w/ 3/4" Champher . ° railin railin to match • P 3/8 "0 Hole For 4 g ( 9 1 ° Note: Location of Wire Rope `' 1/4 "0 SS Wire Rope r., ���"` bridge specifications, typ.) • 02 • . Shall Line up with Bridge ° Note: Location of Wire Rope ° ° 3 Shall Line Up With Bridge 4x12 Decking w/ ° — — 4, 1,117„:1: • ° 4x12 w/ Simpson 02 (3) Simpson 1!4x6 ° • ° HUCQ412 -SDS, (Typ.) SDS25600 ea. end ° I : F 4,, i i t i I I CI b \ / 4x12 @ 10' -0" 1 O.C. (Max.) p 91/2" 6' -5" >4 1/8 / (TYP•) x ii /&/, ai f0 3 "0 Sch. 40 Pipe A -53G j � o ; _ . e We- 5�� ? RfIFr in LCC3.5-3.5 For Pile Embed. Depth F Cap Ex. Ground See General Note 9. Ex. Ground l 12q c `//' \: ff % \ / > % / \ % / \/\\/\/\% / / \ / �� ( / \ / / \// \ \ \ \ \ \ \ \ \ \ \ \ \ r ° x A Section ia'�, Bent, (Typ.) B Section A Intermediate Post Connection o \02 Scale: 1/2^ = 1-0• 02 Scale: 1/2" = 1 6x6 Post o 4x12 Decking w/ 6x6 Post @ 5' 0" O.C. 4x12 Decking w/ (3) (3) Simpson 1/4x6 w/ 3/4" Champher 6x6 Post o Simpson 1/4x6 (Galvanized) SDS25600 ea. end SDS25600 ea. end 3!4 "0 Bolt w! R ° 1/2 "0 Galvanized '� 5/16" x 3" x 3" A Carriage Bolt ri Ea. Side, (Typ.) $ Ii 1 ii. II En s II G -- 1— CV ' _ 6 - 4x12 Stringer Attached to 4x12 Support w! Simpson HUCQ412 -SDS, (Typ.) 2x6 Cont. Rail o d 3 ° IvI I 4x12 Support <> 3/8 "0 Hole For 1 °J Beam (Typ.) 1/4 "0 SS Wire Rope o "' H iv iI - — I. 4x12 Stringer T °,i -_ I _ `- D 1 Ism w �2 Detail �� Detail 5 o ----\— 3 5/8" x 11 1/2" Column Cap 02 Scale: 1 1/2 =1 -0^ 02 Scale: 1 1/2 =1 o^ By Simpson � 1 Detail HIS °""" (HARD COPY AND/OR EIC RONC RIO. VAK Construction Engineering Services, LLC CIVIL CONSTRUCTION CO. >� I NCLUDING THE PRINCIPLES OF DESIGN, IS THE PROPERTY OF THE ORIGINATOR OF THIS DOCUMENT 8285 SW Nimbus Avenue, Suite 104 Q Scale: 1 1/2 = 1' AND 5 SUBMITTED W11H 1HE AGREEMENT THAT IT IS ! Fanno Creek Trail 2 m 02 NOT TO BE ALTERED. REPRODUCED, COPIED OR - Beaverton, 3.718. tel Oregon 97008 Boardwalk Design o LOANED, w a R PART DR WHE. s NOT to e< usc0 N ANY MANNER DAT MAY BE A DETRIMENT TO R'S 503.718.5999 tel 503.718.5980 fax 9 Cp ORIGINATOR. USE TILES ELECTRONIC FILE AT YOUR 3 Revised per Review JRS 11/162009 VAK VAK www .vakengineering.c om 9 Sections and Details Um FOR ANY N INACCURACIES OR SEE 2 Revised per Review J 1 Issued or Submittal MSS 11/05/2009 VAK 4 °• JRS 11/122009 VAK THE LATEST SIGNED ORIGINAL ALL DATA 5 GRAPHICAL l °w^Ry: °e": Onyrv,: cHN9 BY Swk: Drawing N0.r* S ALL AL NATURE, U IO - 0 R M OTHER ACCEPTANCE 5 FOR INFORMATION PURPOSES ONLY, S, RUPEE E CE WERE DERNED 0 Issuatl for Submittal JRS 11 /032009 VAK JRS 11/03,"2009 MSC VAK AS NOTED Re. m G FROM OTHER 50VRCE5. OF THIS 09- 098A -02 3 —``_° n� - : 5 1 DRAWING AN AGREEMENT 10 THE E RB ABOVE. .SYM_ . R IO O/SNS BY DATE CHM r.. A o 7 U.' Exist. Bridge New Boardwalk (By Others) (By VAK) New Boardwalk Exist. Sidewalk (By VAK) (By Others) Minimize Gap Match Boardwalk - - Deck Elev. to Bridge 2T -0N Deck Elev. New Sidewalk ��� —1•411....-- /C .% ° Vapor Barrier ° ' ° , ° ° °° ° , ° to e° °° ° °° ° ° S ° ° Vapor Barrier S S ° ° e ° ° en ip iii , • gr.., • .11.-7,0,--.114/4"...- ° Excavate as Required Ex. Concrete to Install Boardwalk, Bridge Abutment —,�� ° , Then Backfill w/ Gravel. .k $ 1 Connection @ Existing Bridge - Detail 2 Connection @ Existing Sidewalk - Detail di q 03 Scale: 1" =1' -0" 03y Scale: 1" = 1' -0" /1/%0 U P pp Eifg, r ,;. 2 u w 11, ORYA x f ' 7 a G 6 D,_ 21,E \AF 4. w / 1.5 EXPIRES e�j 1 I — CD Lw5 oerneG (HARD COPY MID /OR EEECTRONIC ERE). VAK Construction Engineering Services, LLC CIVIL CONSTRUCTION CO. CJci INCLUDING THE PRINCIPLES OF DESIGN. IS THE 8285 SW Nimbus Avenue, Suite 104 PROPERTY Of THE ORIGINATOR OF TH5 H5 D OCUMErvT g0 AND 10 REPRODUCED, EVT COPIEO OR T Beaverton, Oregon 97008 Fanno Creek Trail 0o L6ANEO. 0 PART O R wHOLE. Sr 5 NOT TO BE USED 50 tel 503.718.5980 fax Boardwalk Design . IN ANY MANNER THAT MAY A DETRIMENT TO YOUR 3 Revised Review JAS 11/162009 VAK v A K www.vakengineering.com Details ORIGINATOR. USE THIS ELECTRONIC O AT OUR Per OWN RISK WITH T,' TO TO T THE ORIGINATOR OW g.8 ANY IN CRS S I DR OR A DATA TIISL1TIES. SCE 2 Revised per Review JRS 11/12/2009 VAK THE L6SEST SIGNED A SIGHED ORIGINAL ALL LL MT 0 A GRMG HL O r.wney Sll W NATURE. AND IS FOR HEORI.wRON PURPOSES ONLY, I Issued for SubmRlel MSS 11/052009 VAK Dine. Design.' CHND By sole. Drawing Numb. Hev. Sp ALL DIMENSIONS, SLOPES, ELEVATIONS WERE OERNED 0 Issued for Submittal JRS 11/032009 VAK $Q FROM OTHER SOURCES. ACCEPTANCE Of THIS 11/0312000 MSC VAK AS NOTED 09- 098A -03 3 () DRAWING 15 AN AGREEMENT 10 THE ARDVE, sYM REVISKAJS ay DATE COED