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Permit D07-421 - SEGMENT 2 - MUSEUM OF FLIGHT - PEDESTRIAN BRIDGE
D07-421 Museum of Flight —Pedestrian Bridge 9404 East Marginal Way South Due to the file size, this record has been broken down into 3 segments for easier download. Click on the following links to review the permit segments: Segment 1 - Museum of Flight Pedestrian Bridge D07-421 Segment 2 - Museum of Flight Pedestrian Bridge D07-421 Segment 3 - PLANS - Museum of Flight Pedestrian Bridge D07-421 Company Designer Job Number MKA HEB 91641.00 MoF Stair - Center Abutment Nov 7, 2007 10:37 AM Checked By: Member Primary Data Tyne, 1 M1 N2 N4 ._ . W10x30 . ....., Beam ......w•v•-1, mi....0,1. Wide Flanoe •••••• Nos no" A57iGr.50 •••,....• I • . Starb,.. Typical 2".i•s •-,k"-?,..,M2;::''''r,v,,, --d-',N4 ,3;°,:v....N6-..?,,J1--..'ra‘g''.i:i-,:',-,'` - .1••'=9T-c,".-';,2',-W10k3OL•-': ".-Beam -,:: Wide Flange A.5.72',Gr:50.,:e-TfOltial•c., 3 M3 N6 N5 90 W10x30 Beam Wide Flange A572 Gr.50 Typical '•,'-.4 '''''''''..M4rl'-':',., i.''::-A5:1-V:i :.,€412z',•,:. :2-:,f-!,...-'.;.'4::,'-; •,:',90W10x30,-;=-- ?Beatti'-i:Widetialige A572 Gr.50 - ::Typical'e'l. 5 M5 N12 N11 90 W10x30 Beam Wide Flange A572 Gr.50 Typical 6 r. -'-,",•',-;,6•:'-!.",-;:-.:.,...Nil,.-e.:;._•-:;•].''.149..,'".---:.C;',' ,---;W•f"4.;,::, ''90 W10x30Beam:-wideFfinge',472.Gt '-',-.-r;TYPiciar-'• M7--, N9 N13 W10x30 Beam Wide Flapop A572 Gr.50 Typical 87 •--:, '-..-rf„t::,i-=:'S N13•-,-.2,--,,.••?r -14-r,„_, ''--:.,-,---cr.,--;,--, :=•;--z±.-j*:,,;:•-/ .„ ., ..,. 1 ' '-'' - --"::A'RetigaMMGE50 Beam. Vide -' Typical 9 M9 N1 N3 W10x30 Beam Wide Flange A572 Gr.50 Typical 10 --,1'.::::'-•'-2•M' Ci";•t:---'-', rt;•=2,is13:?-.-1; •`;•:.':Ni5- ',....:-.:-;--",..7.,•-_--,;.:"-'7,90;::`-w; - -7' -;W105i46 •::: ---, Beam Wide Flange A572-Gr:50;-•nTYPkia 11 M11 N10 N14 W10x30 Beam Wide Flange A.572 Gr.50 Typical 12.=:". ',Y;.'i.M12Nf4. ''...:.'N :•; ",-....-1,,1-'0,-"'IF'z'''';:-.'z'r: - - :-.';-,W1066.--.'z•-• '-' Beam •=-: Wide Flange A572 Gr.50 -1:'Typical":" 13 M13 N3 N4 90 W10x45 Beam Wide Fiance A572 Gr -50 Typical 44'.' :'-)--',-*,-;M14-i--7q: ,'Ii'-'-:IS110-::',7;f37.:49'::::: !:';'‘',"4'-:-.;f:;•"!:',,'-j-,-2it-90--•1;''---: f W10x45 Beam Witie'Fiii ye A572:Gr:50-)TkOroar;•;:; 15 M15 N15 N10 90 W10x45 Beam Wide Flamm A572 Gr.50 Typical f•--16q.7:.!M16-';!.,.. , - . ,k;N16'-;!2',..,--i',';:35.2"';.• , .iiticy!..- r;i r W10x45 Sliearif:',: Beam Wide Flairibt •A572';GrAri,i,Tithrtitiff '- Member Advanced Data Labe Release J Release 1 M1 I Offsetiin] J Offsetfinj TIC Only Physical TOM Inactive Yes 2 2 3 5 M3 M5 BenPIN BenPIN Yes Yes Yes Yes 7 M7 Yes MB 9 M9 ,MI •-• BenPIN Yes 10 11 M11 BenPIN 12 13 M13 BenPIN Yes Yes Yes "14 •- 14 r.- BPIN 15 M15 Hot Rolled Steel Design Parameters Yes 1 Label Shape Length.. Lbyvift] Lbzz[ft] Lcomo to... Lcomp bo... Kyy Kzz Cm-yy Cm-zz Cb y swayz sway Function MI W10x30 'W1Oidd 25.06 1 1 1 1 Lateral 3 M3 m W10x30 Wi0x30' 4 1 1 1 1 Lterat Lateral • 5 M5 • `'.3 m W10x30 4 1 1 1 Leterat Lateral W10x30 7 M7 =M8 W10x30 10296 1 1 1 1 Lateral Lateral W1040 -1 - 9 M9 40 W10x30 W10k45 25.06 1 1 1 1 Lateral Lateral 125 11 M11 W10x30 10.296 1 1 1 1 Lateral Lateral :12 2 VV10ii30 13 44,17.•'• M13 W10x45 4 1 1 1 1 Lateral - W1045 15 M15 W10x45 1.25 1 1 1 1 Lateral LeIterat Lateral ?- -1611.0k46: I. •• -Lidera! RISA -3D Version 7.0.1 [C 1...V..1...WoF Pedestrian Bridgelliisa%Stair Center Abutment.r3d] Page I 0 Company Designer Job Number MKA 91641.00 MoF Stair - Center Abutment Nov 7, 2007 10:37 AM Checked By: Joint Loads and Enforced Displacements Joint Label L.D.M Direction Magnitudejk.k-ft in rad k•s^2/ft] No Data to Print ... Member Distributed Loads (BLC 1: DL) Start Logtion[ft %] 1 M9 Z -.125 125 0 0 2. M1 `" ;-Z ':"4.125..i--- t . -125 k :... _ . Q= �, _-• t3- 3 M12 Z -.125 -.125 0 0 ,. 4, s .. r'4118--.... ,:i7 - ...:. _-.125 - .125 -0 ..0 . 5 M7 Z -.125 -.125 0_ 0 . 6 .M11 Z .125 -.125 0' _ .._t 7 M13 Z -.125 -.125 0 0 1 .8 -',015'.‘-:-', - °.Z . ,< - .125 '. - `� , :�r125 ... '0' , (Pt.,: .,; 9 M10 Z -.125 -.125 0 . 0 =10 M14-._ r . xZ° . , ; .125 . .` 125'- �., 11 M5 Z 125 -.125 0 0 12 M4 °`` Z x .125 -.125 , 0: r 0':;.- 13 13 M3 Z -.125 -.125 0 0 Member Distributed Loads (BLC 2 : LL) Member Label Direction Start M 1 M9 Z agituden' d..End Magnitude[k/ft.d... Start Location[ft %] -.25 [klft. -.25 0 End Location[ft,%] 0 =:25> 5''; 3 4 M12 Z -.25 -.25 0 0 M 5 M7 ' Mi1 Z -.25 -.25 0 0 7 M13 Z -.25 -.25 0 0 8 M15 9 M10 M14 Z -.25 -.25 0 0 2 11 M5 Z -.25 -.25 0 0 -Z: -_2 0 13 M3 Z -.25 -.25 0 0 Member Distributed Loads (BLC 3 : LL unbal 1) Member Label 1 M9 Direction $tart Magnitude[k/ft.d. End dude[k/ft.d Start oca tro [ft.%] End Location[ft.%] Z -.25 Mart' -.25 L 0 n 0 1 .-2 3 M10 13 Z -.25 -.25 0 0 5 M3 Z -.25 -.25 0 0 2.;' 25 7 M12 Z -.125 -.125 =_�z5 0 0 0. 9 M7 Z -.125 -.125 0 0 1 M1i =:125 0' 0 11 1 M5 M14 Z -.125 -.125 0 0 _.125 0,, 0- 13 M15 Z -.125 -.125 0 0 Member Distributed Loads (BLC 4 : LL unbal 2) Member Label 1 M12 Direction tart Magnitude[k/ft.d..End Magnitude[klft.d... Start Location[ft.%] -.25 Z -.25 0 End Location[ft•%] 0 5'. RISA -3D Version 7.0.1 [C:\...1...\...1MoF Pedestrian Bridge\Risa\Stair Center Abutment.r3d] Page SLL I Company Designer Job Number MKA 9ES 1641.00 MoF Stair - Center Abutment Nov 7, 2007 10:37 AM Checked By: Member Distributed Loads (BLC 4 : LL unbal 2) (Continued) 3 DL M7 Y Reaction Z 1 -.25 -.25 2 0 ,Reaction- ' . .. _ . 0 - , ;•.::..4 4 5 , - - -•_ 3 N2 • =z • . - < X4.:25 :, r.25 : _ . , o, 4 ,. ,0. f 5 L M14 Reaction .:. Z 5 -.25 -.25 Reaction 0 Reaction 3 0 Yes `-'6. M5 1.2 �.� Z � 25.:_ x,25 ^yr -'a'�0�� .,,�, 0.-. G 7 M4 4.-� 12D+,t.s[un...Yes Z Y -.25 -.25 0 0 8 . , . -� . MZ � [i1115�• . < _ , .�;_ , .. � .25 � , h . � - = 25 `� t .� s -fir �, x , { 0 9 4 M9 Z -.125 -.125 0 0 10 ''DL"+LL' 1i410 . _ Y • ' . , , Z .... 1 .125`. h- -=., .125 ` Y „ - „x 0 , , , s 11 M3 Z -.125 -.125 0 . 0 12:1 - ,M13"-:' ' :.-- • . .. .125`>. -125 .'- ,r= ,�� - 13 M1 Z -.125 -.125 0 0 Load Combinations 1 DL Reaction Y Reaction 1 1 4 -.007 2 ='N7 ,Reaction- ' . .. _ . .Reaction ,: - , _Reaction 5 0 3 N2 Reaction 2 . Reaction Reaction ..;,' 0 .. 4 ,. Ni `Reaction ,` > ',, Reaction- -= f Y . _ Reaction .:. -, 5 N16 Reaction Reaction Reaction Reaction 3 1.2D+1.6L Yes Y 1 1.2 2 1.6 4.-� 12D+,t.s[un...Yes Y 1, _..1.2 5 1.2D+1.6Lun.. Yes Y 1 1.2 4 1.6 6 ''DL"+LL' Y • ' 1 1 2. 1 > ': Joint Coordinates and Temperatures La 1 bet X [ft] N1 0 Y [ft] 0 Z [ftl 0 Tem P [F] 0 Detach From Diap 2 142: 4 3 N3 0 22 12 -0 0 4' N� 4 5 N5 0 26 12 0 { 12 7 N7 -6.5 6 17 0 { N8 :6- :•17_ ..,: 9 10> N9 Ni -6.5 22 12 0 11 N11 -6.5 26 12 0 2 13 N13 -6.5 13 17 0 15 N15 -1.25 22 12 0 •-•1 Joint Boundary Conditions 1 N8 Reaction max Reaction -�- -- Reaction 4 -.007 2 ='N7 ,Reaction- ' . .. _ . .Reaction ,: - , _Reaction 5 0 3 N2 Reaction 2 . Reaction Reaction ..;,' 0 .. 4 ,. Ni `Reaction ,` > ',, Reaction- -= f Y . _ Reaction .:. -, 5 N16 Reaction Reaction Reaction Reaction Reaction Reaction Envelope Joint Displacements tc 1N1 max 0 4 -.007 5 0 5 -5.958e-3 5 0 4 6.629e-6 5 2 . -;• min ..;,' 0 .. <`' 5 c ,.:"-41 7- > ',, 4 : < 0 .:. -, 9.408e-3 t ---' 5 '43118'6-6 ,.4 ; . RISA -3D Version 7.0.1 [C:1...1--1...1MoF Pedestrian Bridge1Risa1Stair Center Abutment.r3d1 Page 411 2 Company Designer Job Number MKA 91641.00 MoF Stair - Center Abutment Nov 7, 2007 10:37 AM Checked By: Envelope Joint Displacements (Continued) 3 Joint X [in] Ic Y [in) N2 max 0 4 Ic -.055 5 Z [in] X Rotation ... Ic Y Rotabo 0 5 -5.165e-3 5 0 lc Z Rotabo [ Ic 5 4.656e-6 5 tm� -109` 4:; 'Vr.t -5 , 5 N3 max .004 4 0 4 -.011 5 1.39e-3 4 2.02e-3 4 -1.635e-5 4 in'' 1.998-6-4,' -7424641 !ie 3e->0'. 7 N4 max .004 4 -.001 4 -.098 5 5.78e-3 4 1.092e-6 5 5.265e-6 5 3 -.198 • 4'`'3302e 9 N5 max .004 4 0 4 .052 3 4.87e-3 3 8.913e-5 5 -1.625e-5 4 0 350566-3- 4 11 €.12= N6 max Iin. .004 -.001 4 -.001 4 .07 3 5.14e-3 4 1.092e-6 5 5.268e-6 5 ::041 =5 '>278e-3. 55 13 N7 max 0 5 -.187 4 0 4 -8.955e-3 4 0 5 5.475e-6 5 0. 15 N8 max 0 5 -.299 4 0 4 -1.206e-2 4 0 ;59e-5- . 4 4 1.667e-4 5 1 min'' 4.. :467- f903e=2` 17 N9 max .004 4 .001 nn a -.057 4 5.325e-3 5 147 Fb' ° '21991e' 3 3.376e-6 5 5.269e-6 5 82': k734.. . 19 N10 max .004 4 0 3 -.003 4 1.281e-3 5 21 N11 max =.001 .004 4 .001 3 .106 3 4.684e-3 5 -2.379e-4- 3.376e-6 4 -1.619e-5 4 e5. 2 0896-5 5 5.266e-6 5 un - 1 5 0 I ,4 2:4696=3 7 23 �;r24 25 t":26 27 N12 N13 max max .004 -.oat .001 4 5=' 4 0 -.187 3 4 .06 3 4.767e-3 3 486e-3` -.396 4 3.701e-3 3 5.737e-4 2.897e-6 5 -1.625e-5 4 5 5.479e-6 5 N14 itn max 0 4 -.299 4 -.542 4 5.2e-3 3 -8.918e-5 :66 4 1.667e-4 5 =:859 • r 5; '333763 0984=4 5 9t -555e 29 :; 30 N15 max • rrttn .004 -.001 4 0 5 0 5 2.268e-5 3 5.913e-4 4 -1.616e-5 4 1 ,17816-5j.'5 r. 86=4 5z 2 077e5 31 N16 max thin - 0 5 0 5 0 5 0 3 0 4 0 4 1 0::i' Envelope Joint Reactions Joint 1 N8 max r nlin X[k] 0 Ic 4 Y [k] 0 Ic 3 Z [k) 4.605 Ic MX [k -ft) le 3 0 3 MY [k -ft] Ic .003 5 MZ [k -ft) Ic 3 3 3-' 3 3 = 3 0 -0: 5 =2.93 :4. t�3 3 .;4 N7 max mir1 ' 0 4 0 3 3.913 5 0 3 0 4 0 2i 5 N2 max 0 5 0 3 6.388 4 0 3 0 4 0 5; 7 N1 max 0 5 0 3 6.891 0 3 -.001 5 0 0 ; 9 N16 max 0 3 0 4 36.407 9:388` 3 -.192 5 10.23 5 .002 29.537. 11 12, Totals: max 0 4 0 4 58.141 3 =ruin o:-;. 46:267 Envelope Member Section Forces 1 Member Sec Axial[k) Ic y Shear[k] Ic z Shear[k] lc Torque[k-ft] Ic y -y Momen.. Ic z -z Momen.. Ic M1 1 max 3.059 4 -3.49 5 0 5 0 4 0 4 0 3 2 min :1:904 , =5:608 0; 0 0'% 3 2 max 1.409 4 -1.565 5 0 5 0 4 0 5 25.657 4 min 8 =2:583- 4.. -5- 4 =15:834' .5' 5 3 max -.196 5 .466 3 0 5 0 4 0 5 32.363 4 6 :36 o 7 4 max -1.246 5 3.491 3 0 5 0 4 0 5 20.117 4 RISA -3D Version 7.0.1 [CA...1...1..AMoF Pedestrian BridgekRisa1Stair Center Abutment.r3d] Page 6'1 Company Designer Job Number MKA B 91641.00 MoF Stair - Center Abutment Nov 7, 2007 10:37 AM Checked By: Envelope Member Section Forces (Continued) Member Sec Axiairkl Ic v Shearikl Ic z Shearikl min' - =1:904 '3 2:285 5 9 5 max n -2.296 -3:554 5 3 • 6.516 ;4.21 3 5- 0 M2 1 max 0 3 2.888 3 0 13 Mini; 2 max a• 0 3 -2:24 2.888 3 0 15 17 In 3 max run'• 4 max 0 0 0 33 3 3 ...2-124T;••••." 2.888 2.888 3 : 3 0 0' 0 '18' 19 •;20 21 5 max Miff :;0' 0 6.. 3 ,r3 '2:24 2.888 5;- 3 0 22,,. 23 .24 25 ,26; 27 29 31 ^32.. 33 35 M3 M4 1 max min' 2 max min 3 max in 4 max In 5 max mm 1 max 2 max min 3 max 0 0 0,. 0 0 `fl 0 0' 0 0 0 4 4 5' 4 4 4 5. 4 4 -`5 4 - -2.24 -2:888 -1.89 -1.54 '1:788 -1.085 -t238 -.535 -.535 =84 -.191 :496 .152 5 5 5 4 `3 4 5' 4 :5= 4 5'- 4 0 0 0 0 0 0 0 0=: 0 0 Torauerk ft1, Ic y_ -v Mornen.. 0 4 0 �.0 0 3 0 0 3 0 3 O 3 C O 3 .009 5 3 .009 5 3 .009 5 3 .009 is 4. 5 5 5 54- 4 h5 5 `-4 3 f37.` z -z Mooren.. 3 .009 3 .009 -3• k012•-%.-- 3 .009 3 .009 5 • 3 =£012 4;°• 3 .009 5 3 3 .009 3 .009 3 3 .009 .009 5 36 37 • r38 39 6'40 41 42.: 43 M5 min•= 4 max irl. 5 max min 1 max rr m 2 max rrtin 0 0 0 0 0': 0 0 5. 4 -.5 4 4 4 =:152 .496 .191, .84 .84 ''535- 1.238 1:085°= 4 5_, 4 5 4 3 0 0 0 0 0 =3 . 45 3 max 0 4 1.788 3 0 mm 5 47 4 max 0 4 2.338 3 0 fl in' 0 '1:89 x .4,_. 49 5 max 0 4 2.888 3 0 5 -"2-:24 51 M6 1 max 0 3 2.887 3 0 3 •3 3 .3_ 3 .009 5 • =012-4.- 009 5 5 0 3 5 0 40- 3 . 5 0 3 :4r 0. 3,. 5 0 3 5 0 3_ 5 0 0,. 5 0 4 '0' -9.024 5 111679E .3 11.552 3 8.664 3 5.777 3 X4:471 R y 2.889 3 :r2;231;.' .012 4 2.613 3 2.065'kx.,5 4.675 3 `3:78'M.5` 6.188 3 715 3_ 6.16:5a 7.15 3 ''6.10 .$ ;5t 7.472 3 4=6:57 •s5ts: 7.58 3 S:78z•. , 7.472 3 f 6:577, 4 7.15 3 7.15 3 6.188 3 1 0 3 4.675 3 , 0 3 2.613 3 0 3-�2';0651 Y4>j 0 3 0 3 0 3 .012 4 0 5 -2.228 4 0.. 413864';':,4T: 0 5 -4468 4_ 0 5 -6.707 4 °. 0. ;> 4• "•-=8:661. � 3 0 5 -8.947 4 3, 0 4 11.665 3 0 5 1.723 4 A 3'• 043 , .5'' • 52, 53 2 max 0 0 3 2.887 3 0 54 55 Mitt - 3•.. ;2:24 4 3 max 0 3 2.887 3 0 56 57 in 0. ' 2.24 4 4 max 0 3 2.887 3 0 mini 0" 3 2.24. 4 59 5 max 0 3 2.887 3 0 mn .3•. 2:24 4 0. 61 63 64. M7 1 max min 2 max tin 2.737 .1791 2.05 :: 1;353" 3 4 3 4.934 3:226 -- 3.697 2.439 3 .4 3 0 0 0 RISA -3D Version 7.0.1 [CA...1...1...1MoF Pedestrian Bridge\Risa\.Stair Center Abutment.r3d] Page 5)14 Company Designer Job Number MKA E 91641.00 MoF Stair - Center Abutment Nov 7, 2007 10:37 AM Checked By: Envelope Member Section Forces (Continued) Member Sec 65 3 max Axiat[kI Ic y Shearik] Ic z Shearik] Ic Torque[k-ft] Ic y -y Momen.. 1.362 3 2.459 3 0 5 0 4 0 Ic z -z Momen.. Ic 5 -3.541 4 66, Min 9 ,4 ,1:651- „4�.; 79 15`j 67 4 max .675 3 1.222 3 0 5 0 4 0 5 -6.778 4 68 "train x'.478 8 2 449:. 5 69 5 max .041 4 .076 4 0 5 0 4 0 5 -7.987 4 0 min> 1- 5 9 71 M8 1 max 0 3 0 4 .063 5 0 4 -7.987 4 0 4 72 MM 73 2 max 0 3 0 4 1.026 5 0 4 -7.598 4 0 4 74 mm t 0 0 5 :.529 0< 5 y-12:965:: 75 3 max 0 3 0 4 1.988 5 0 4 -6.137 4 0 4 76 m[i 0r 1 4. 77 4 78:` max •min 0 3 0 4 2.951 5 0 4 -3.605 4 0 4 =5 'i:754 4.: ;5F; 79 80 5 max 0 3 0 4 3.913 5 0 4 0 3 0 3 train: .5; 4i• 0 - 81 M9 1 82 max min 3.3 3 -3.85 5 0 4 1 5 0 5 0 3 2.1. .3 5 -.003 83 2 max 1.65 3 -1.925 5 0 4 -.001 5 0 5 28.427 4 84 :irTin 5s> 85 3 max 0 3 0 3 0 4 -.001 5 0 5 37.903 4 86 t iin -3';; 3. 0 87 4 max 88 tr`iin -1.05 5 3.025 3 0 4 -.001 5 0 5 28.427 3 1.925 ..' 41. 89 5 max 90 m[n' -2.1 5 6.05 3 0 4 -.001 5 0 3 0 3 3:85 - 5'r 0 5-- 91 -- 91 M10 1 max min 0 4 19.401 3 0 3 -.073 5 .002 4 -30.941 5 �Q 12:821 55' 0:-` 3 4;: 3-`- 93 2 max 0 4 19.573 3 0 3 -.073 5 .002 4 -34.964 5 94 12.93 0 -`.-.'t28 26 3 95 3 max 0 4 19.745 3 0 3 -.073 5 .002 4 -39.022 5 96 mm '13.04 -428 .-. 97 4 max 98 min 0 4 19.917 3 0 3 -.073 5 .002 4 -43.114 5 5. -13:149- r.: 0- 3 -3=- 99 5 max X100' ;rain' 0 4 20.089 3 0 3 -.073 5 .002 4 -47.24 5 0;' 5. =13:258- 5 -128- =3' 101 M11 1 max 2.383 5 4.297 3 0 4 .003 5 0 3 0 3 102 1.517 103 2 max 1.696 5 3.06 3 0 4 .003 5 0 mm 4, 4 946 . 4. 4 '0 4 6.023 4 105 3 max 1.008 5 1.822 3 0 4 .003 5 0 4 -10.02 4 ;106 Min .642 -'4 �1�159 '4 5] 5 `52 3 107 4 max .321 5 .585 3 0 4 .003 5 0 4 -11.99 4 108 min 109 5 max -.233 4 -.416 4 0 4 .003 5 0 4 -11.932 4 110 min 111 M12 max 0 3 0 4 .755 3 .003 5 -11.932 4 4 112 3 113 2 max 0 3 0 4 1.718 3 .003 5 -10.557 4 0 4 114 0 115 3 MaX 0 3 0 4 2.68 3 .003 5 -8.11 4 0 4 116 min 117 4 max 0 3 0 4 3.643 3 .003 5 -4.591 4 4 118 0 0 119 5 max 0 3 0 4 4.605 3 .003 5 0 3 0 3 120 3 121 M13 0 5 12.51 3 0 3 -.073 5 0 3 45.639 3 RISA -3D Version 7.0.1 [CA...\..A...WoF Pedestrian Bridge1RisalStair Center Abutment.r3d] Page ill 5 Company Designer Job Number MKA E 91641.00 MoF Stair - Center Abutment Nov 7, 2007 10:37 AM Checked By: Envelope Member Section Forces (Continued) 22" Member Sec Axialfkl lc v 6headkl Ic mm 0 • 4- - 8.435. • z Shearfkl Ic Torauefk-ftl lc y -v Momen.. 0 Ic z -z Momen.. k: 123 2 max 0 5 11.96 3 0 3 -.073 5 0 3 33.404 3 `'124 min 0 4 8:085: S ' :r 681=`.5:- 125 3 max 0 5 11.41 3 0 3 -.073 5 0 3 21.719 3 126` min 4 7:735 5': $ 4, {<14. 127 4 max 0 5 10.86 3 0 3 -.073 5 0 3 10.585 3 128 Min 7. 3f 8 129 5 max 0 5 10.31 3 0 3 -.073 5 0 3 0 3 '130 min 0 4 5, 0 =:128 0,f 131 M14 1 max 0 3 -7.327 4 0 3 .118 5 0 3 -26.509 4 132 min 0 '-10:724 3` 0 38.49- 133 2 max 0 3 -6.977 4 0 3 .118 5 0 3 -19.357 4 Min 5 -10:174` f3? 0 135 3 max 0 3 -6.627 4 0 3 .118 5 0 3 -12.555 4 =136 ming 5 9.624 4�= 18148` 137 4 max 0 3 -6.277 4 0 3 .118 5 0 3 -6.102 4 138` min 0, 6 - 9:074. 3 139 5 max 0 3 -5.927 4 0 3 .118 5 0 3 0 3 140 - min =8.524 066- " 4,.. 141 M15 1 142 max mm 0 4 -10.889 4 0 3 .118 5 0 4 -39.846 4 0. =5 "16:319= .066 5`- 143 2 max 0 4 -10.779 4 0 3 .118 5 0 4 -36.461 4 144 min 0'` •46147 53.391h 3 145 3 max 0 4 -10.67 4 0 3 .118 5 0 146'• .5 =15:975 :.:3- 4 3.109 4 5- 147 4 max 0 4 -10.561 4 0 3 .118 5 0 4 -29.792 4 148 min 0 5 15:803` 1_49 5 max 0 4 -10.451 4 0 3 .118 5 0 4 -26.509 4 150 min 0 5 X1`5:631 -3; 3 151 152 M16 1 max min` 36.407 29.388 3 5. .009 -.003 4 .5 0 0 {: 3 5 .002 x::002-- 3 .244 _, :191 .r,• 3 10.227 5 153 2 max 36.407 3 .009 4 0 3 .002 3 .244 3 10.228 5 154 min 29.388 5 -;002. 4 .SFS 4 155 3 max 36.407 3 .009 4 0 3 .002 3 .244 3 10.228 5 156 Min 29.388 3 5` 2`, 192 -29.532 157 4 max 36.407 3 .009 4 0 3 .002 3 .244 3 10.229 5 158 Min 29 388 2-' 4 29:535:= 159 5 max 36.407 3 .009 4 0 3 .002 3 .244 3 10.23 5 .160 -min 29:388 5'. :0. 2 Envelope AISC 13th LRFD Steel Code Checks Member Shape Code C.. Loc[ft] lc Shear ... Loc[ft] Dir lc phi*Pnc N phi'Pnt [kJ phi•Mn y-...Dhi'Mn z-... Cb LRFD E... 1 M1 W10x30 .237 11.486 4 .069 25.06 v 3 395.589 397.8 33.15 137.25 1 H1 -1b 2 $A2' ' W10x30 • .084' 0''. 3 0 • 3 395.589` -"397:8 `;33.15 137.25: .1s 3 M3 W10x30 .052 4 3 .033 0 v 4 395.589 397.8 33.15 137.25 1 H1 -1b 4' 4 W10x30 .055 1:25 3 .013 2:5 5 M5 W10x30 .052 0 3 .032 4 y 4:. 395.589' 3978 -33.15 137:23 ` H1.1k 5 395.589 397.8 33.15 6 4 3 3 395.589 137.25 13725 1 7 M7 .101 10.296 5 .052 0 3 395.589 397.8 33.15 137.25 8 4420 5 .024 '13725-- 9 M9 .276 12.53 4 .065 25.06 V 4 395.589 397.8 33.15 137.25 10 .342 125. 3 125 596,933 76125 11 W10x30 .140 9.009 5 .047 0 5 395.589 397.8 33.15 137.25 12 0 395.589 13 .222 0 3 .139 0 V 3 596.933 598.5 76.125 205.875 14 3 205.875 RISA -3D Version 7.0.1 [CA..A...1...1MoF Pedestrian Bridge1Risa%Stair Center Abutment.r3d] Company Designer Job Number MKA HEB 91641.00 MoF Stair - Center Abutment Nov 7, 2007 10:37 AM Checked By: w Envelope MSC 13th LRFD Steel Code Checks (Continued) 15 Member Shape Code C... Loc[ftjIc hear . Loc[ft] Dirk hi'Pnc [kJ phi'Pnt Ikl phi Mn y-..hi'Mn z-. Cb LRFD E... 3 596.933 3.596.933 598:5" X6.125:1`-205875° M15 W10x45 .284 0 16: M16 `.040 Wi0x45' :172 3 173 4- • 0 Y 0 598.5 76.125 f 205.875 1 H1 lb Fi1.1b'- RISA -3D Version 7.0.1 [C:\...\...\...WIoF Pedestrian Bridge\Risa\Stair Center Abutment.r3d] Page i 7 ON & k E r. 1A4 ▪ o.\ o to d .o M d§ A V 3 A 618 RAM RAM Steel v11.2 Magnusson Klemencic Associates MoF Roof DataBase: MoF Roof Building Code: IBC Alt Floor Map 11/01/07 14:53:56 Steel Code: AISC LRFD Floor Type: Roof 619 L Y%0 "O O. N C d O O r civ N O. O0 -. - co 4;0 II $000a' 00000000 u u u atc3 88 $8888 :2 SS2 S x 6666 ✓ - 00 -1 o 0 .mow v 0000 C NN al 7 C sO o o O O N N O h O QC C4 0.t PC O N N ✓ pppppp so • o C� k 60008 47. Z' z Y -`O aN0Q c5 a c5 c5 H n n .j U> R 3Q''zr. 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Z Ya- .. oG C Oen a • • a•5? e 1.- Z.�ahB C II:' +• •. n N ,o 5� 5�h ., c ii • a� GAoo-0 yp25�25�i E 2U 2 y c E z.5•c o a a N N O wcc N Y_ o Qa ? • o p++ t-�-°F F� Z_ A— e� vi r W1— a • i 11 : e A c5 ;3 z I so^coN z3 W • o o D �' Q a 0 Xrn O U a a is x 0 0 0 0 "I .E 0 0 0 0 g it 0 18888 W V 0 o 0 0 4 H 04 V g 3 8 0 „] 0 ,O E e ea o Is g Z w on v o 0 0 0 E $0000 i IV x •• g ^ ;8888 $2000 $6666 Z -..Ce O m _a F II '2 N Vii. 000 oro a 7... a_ Q 0.4-00., O O o 0 Rl E 6 a K z E -aS OTA e - N- s Fa .. 05 r-: m h .-Nm CC 04 cd C • z • z C c z z ',• 0002502502502525 000000000000 A▪ 00000 0 0000•00 o 0 0 0 o 0 0 0 0 6 6 0 3Q O• M80000NN.- (ID 00 Cv ooaonnviv�v Oroo -- ^NN vi O a el enoo 0 1 N M et Vf '0 z.g .7 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 7.96 kips 0.90Vn 105.98 kips C UI 6.UlN L a pp o0 U N � . . 0. 66 U 88 O 0 0 6 6 gOM as r�Noo� a N M N oecoo 64 4 Y so V m O r C! eV • • t EgU (� m 0 — 0 6 c 2x01 U 0 REACTIONS (kips): u n n 00 00 00 M M M Ori o% ori 620 wg. gU E aE 4( 044041 � � o J -End (8.85,8.63) z 04 e4 94 CC CC z0 0 0 in N ,, I . h X O me ig..+N 10 E d3= E4 N N "��00000rz 00252525 �W 000000o66o rr .4a 8gg§gggg§oo 0 0 0 0 0 0 0 0 0 0 m ry v FObg S ;2,.N am§i,4"F$ bab 10 N N I a C. C NO.04D ry fV NON .. g E C) t d .4 N en NI v1 xaAF-XS _ m rn .4 P1 4.M R 4 1 g C C C z z z z W 4 R Ve . *Ice X ,$ E $3 0 Z q N N „"4jNN0NN0 00 00 • 5 00000000 Ca €$ ‘9' Qgg§gg§so ze15 a 60006000 I „g13-8 85io54§54 a a s°6 00 o c o0 0 wN•6 Q Q [i .Z. ii iO d 2 p -- N .n v `8 < F� z3 E; a SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) =1.00 kips 0.90Vn = 64.26 kips SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 2.28 kips 0.90Vn = 64.26 kips 4 d.NN Si 10 'O a O O 6600 -� 0 o g O O 6. 2 6.N N Si b b .450o0 J 0 O ® Q'....•1 .•1 t+f M1 9Q'O� 2 d.= REACTIONS (kips): REACTIONS (kips): T. NTr co so o% N +a O O N 44:4 h N O! n.I 6 0 -- 00No b .. co N N at N .'1 In O O O U N 11 CCC vvv D '0 10 a w m i N 7 S O O QC ten 1 V N r•1 00 .4 6 6 6 00 40 cD 00 r�r1 10 VO 10 K N 888 G? O� O 621 u a J-End (17.71,17.26) � NN Y '° b 0. .i o O t ga .cs .1i1 00 N p p k� O 8 0 V Vo N 3 .aeC o O N a o 0 a C: RL Py 0.' 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I'd ' le 0. ; '0 C4, ea ri 0 Cr, a s E g 3 Ell - eZ C e+i E v N N ,a�PP$���P25§25 :a 2 .3- 00 000•0 w a 6000000006 p E ° e6 nw A Ara NQIV Csi Q - v T 0 O 6 6 6 6 6 6 6 co O rrw o V7 G U c g p p 85 i •• C c g $a3 N 3 =BN Ofp 1Ots 0250 r c G C v OC $ E QQ0oo6eeo6oeio<0rn x ZU ° co o"0 S �W F.� ;3N..3 N en c h < O G Q Q22 .4 ..:3 S 622 /z.(0 t`-lt tp( 1�� G W1tie3\ Csztc vtcAib^1 As US (s. 12. cA^3 Si2) (0 G Ls AS (s,1k �s��- wills S 5'^ 5� Az54, ,s s/ 4 t. $ = 1- k'� 1 / _2 0, b -". �. c7 0.9S o.7 � ^v a. 11.0 ps F= ---1,t► t Z� 623 ,,PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D07-421 DATE: 03-12-08 PROJECT NAME:. MUSEUM OF FLIGHT BRIDGE SITE ADDRESS: 9404 EAST MARGINAL WY S Original Plan Submittal X Response to Correction Letter # 1 Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS: BuildingtWb ivision Public WQrks Fire Prevention Structural MIK IG DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete ❑ Planning Division n ❑ Permit Coordinator n DUE DATE: 03-13-08 Not Applicable C Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire 0 Ping 0 PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route REVIEWER'S INITIALS: Structural Review Required No further Review Required DATE: n APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Notation: REVIEWER'S INITIALS: DUE DATE: 04-10-08 Not Approved (attach comments) n DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping ❑ PW 0 Staff Initials: Documents/routing slip.doc 2-28-02 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D07-421 DATE: 1 1 -15-07 PROJECT NAME: MUSEUM OF FLIGHT PEDESTRIAN BRIDGE SITE ADDRESS: 9404 EAST MARGINAL WAY S X Original Plan Submittal Response to Correction Letter #, Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS: B�uilding"uivision ;'i A111)6 12.5-61 Fire Prevention ;g1 Public Works (� Structural Permit Coordinator l � ffr/IM ed 2 o -o15 I -*OS TERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 11-20-07 Pldnning D'vision Complete Incomplete Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 12-18-07 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) 17( Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only n + �� CORRECTION LETTER MAILED: ,1 Departments issued corrections: Bldg [GJ Fire 0 Ping ❑ PW Staff Initials:/ Documents/routing slip.doc 2-28-02 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.cttukwila.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 17- tMR.. 2.005 Plan Check/Permit Number: D07-421 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner RECE C1Ty OP rfI l/A MAR 12 Z008 PERMIT cEN ER ‘44..../ Project Name: MUSEUM OF FLIGHT PEDESTRIAN BRIDGE Project Address: 9404 Southcenter Mall Contact Person: Tim Richey Phone Number: 201 • '1'13- 1 Q110 Summary of Revision: R -E Fe -42- IT) Nte.^1,-O C ov Nz- S 1-1-11" Sheet Number(s): S 1 eiZ. TD MNe•AL11:3 c.o J StWET. "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit�fCenter by: 1)6Enteredin Permits Plus on U�((J \applications\forms-applications on line\revision submittal Created: 8-13-2004 Revised: Look Up a Contractor, Electrician or Plumber License Detail Page 1 of 4 Washington State Department of Labor and Industries General/Specialty Contractor A business registered as a construction contractor with L&I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. License Information License SELLEC*372ND Licensee Name SELLEN CONSTR CO INC Licensee Type CONSTRUCTION CONTRACTOR UBI 578006698 Ind. Ins. Account Id Business Type CORPORATION Address 1 PO BOX 9970 Address 2 City SEATTLE County KING State WA Zip 98109 Phone 2066827770 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 8/20/1963 Expiration Date 6/1/2009 Suspend Date Separation Date Parent Company Previous License Next License Associated License Business Owner Information Name Role Effective Date Expiration Date BARRETT, ROBERT E 01/01/1980 BOYESON, WILLIAM R 01/01/1980 REDMAN, RICHARD C 01/01/1980 BADGER, WILLIAM B 01/01/1980 DICKERT, DENNIS A 01/01/1980 CARLSON, LORI L 01/01/1980 HAFENBRACK, CHARLES 01/01/1980 https://fortress.wa.gov/lni/bbip/printer.aspx?License=SELLEC*372ND 03/28/2008 DEPARTMENT OF LABOR AND INDUSTRIES w C1rn • w oto 14NH 04 rI o GD • o N a-� A MWbar w DI o H 0 O f� N, ~ o► a M 0 H DC7 vHiW� H ami PIE CH'1aA rzl En C4 O ill 41 U C\ 41El i N U W 00 E-1 HU) H x1 AMP Woo uw wow w 0 cnwco 00 206 682-7770 NATURE OF BUSINESS TELEPHONE O w 0z U- } 05 zQ 2N Ww ¢ Z Oo W ¢m Ww _I 1- g J -J 4J xm J aQ °vg co cow Wa <ZW w<o U<W J Z U H 0 U o n ozo . 1 1 al �J o► u o EaH JJCcl01 to o En bel IV ra H▪ r cnCs; w This license is to be displayed conspicuously at the location of business and is not transferable or assignable. Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): Building Permit #: D07-421 Grantor/Borrower: Museum of Flight Grantee/Beneficiary: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: The work spans East Marginal Way South, and touches parcels 3324049019 and 5624201034 (including some right-of-way on each parcel) as described in Permit D07-421. Traffic signal and site work will be conducted in the roadway. Abbreviated Work Description: Pedestrian overpass and related site utility work, traffic signal modifications, stairs, ramps and elevators as described in Exhibit A and in Building Permit D07-421. NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right-of-way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the Page 1 of 5 right-of-way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. Page ,2 of 5 DATED this 28th day of March, 2008 GRANTOR: Museum of Flight Foundation, a Washington corporation By: Print Name: Its: President and CEO STATE OF WASHINGTON ) ss. COUNTY OF KING ) On this 2-° day of 1'(0-'L- , 2008, before me a Notary Public in and for the State of Washington, personally appeared ; e_ S �,� �, a �--- , to me known to be the F.:d(e,.►� G o of �'(w�twu�. (DC F�: �r't' rro,ru.� -�6v�. , a corporation that executed the foregoing instrument, and acknowledged it to be the free and voluntary act of said corporation, for the uses and purposes mentioned in this instrument, and on oath stated that he/she was authorized to execute said instrument. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. Name: E d [ D7e -c ( _C3ct.cc,l NOTARY PUBLIC, in and for the State of Washington, residing at My commission expires: - t1-2.c,,c)cl EXHIBIT A DEPICTION OF WORK LOCATION(S) Vicinity Map • Parcel No. 6624201034 y/- ' ` No. 3324040019 Legal Description Parcel No. 5524201034 MOORES FIVE ACRE TRS -REVISED LOT A• TUKWILA BOUNDARY UNE ADJUSTMENT NO B LA41402REC NO20010303900001 S AFFIDAVIT OF CORRECTION REC NO. 20020215001703 WCN M POR OF SE 114 OF SW 114 AND FOR OF SW 114 OF SE 114 BTR 334444 Parcel No. 3324049019 Lapel Dascrlptlon. THAT POR OF THE SE OTR OF SEC 33 TWP 24 N RHO 4 E WM N KING COUNTY WA DESCRIBED AS FOLLOWS COMMENCING AT THE SE COR OF SD BUBO TM N 98-04.93 W A OMT OF 1314.13 FTALO S LN TNOF TO HELY MGN OF E MARGINAL WY S AND POB TH ALO SD MON N 98-0443 W A OMT OF 37.35 FT TH CONT ALO SD MON N 22.3145 W A DMT OF 597.93 FTTH DEPARTING SD MGN S 67-06-39 E A DMT OF 77.07 FT TH N 324102 W A OMT OF 23.50 FT TNS 674939 E A DMT OF 98.53 FT TH S 02411- 36 W A DMT OF 42.10 FT TH SW 4345 E A DMT OF E60Aa FT TH 1143 4346 EA DIST OF 99.25 FTTH S 95-13-47 E A DMT OF 114.79 FT TOA LN THAT IS 500 FT FR AND PLW CIL RUNWAY 138411. TN ALO SD LN S 254344 E A DMT OF 568.30 FT TN S 674545 W DMT OF 156.54 FT TO POB PER CITY OF TUK BL A NO 1.112455 NEC 120030116600002 C Page j of DATED this GRANTEE: CITY of TUKWILA By: Print Name: Its: 31 day of , 2008 •Trtcrets.).4.1..) c�ml�, tf James Morrow Public Works Director STATE OF WASHINGTON COUNTY OF KING On this day, before me personally appeared JIM MORROW to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. 7 N4gio7dF' 4„ 431P 0731,143,_ (seaj) a< _ ,.= Name: L i t 1 NOTARY PUBLIC, in and for the State of Washington, residing at - tf<t '\&. My commission expires: 05-,)67 - / C� Page of S es a Ft' Peternit f4.0 l'nfr REVIEWEDPUAANCE FOR CODEE APPROVED MAR 2 7 2008 I, City Of Tu ila B ILD N DM ION PROJECT MANUAL Museum of Flight Pedestrian Bridge NOV 2 7 2007 I� �n A!DDLETON Construction Documents 11.09.2007 RECEIVED 0 NOV 15 2007 Tr411 PERMIT CENTER SRG PARTNERSHIP INC VI L. Yaw r 4r haw r am DIVISION 1 TABLE OF CONTENTS DOCUMENT 00003 - 1 GENERAL REQUIREMENTS Section 01110 Section 01140 Section 01310 Section 01315 Section 01325 Section 01330 Section 01350 Section 01425 Section 01450 Section 01500 Section 01570 Section 01600 Section 01615 Section 01725 Section 01733 Section 01745 Section 01770 DIVISION 2 SITE WORK Section 02220 Section 02231 Section 02301 Section 02302 Section 02630 Section 02722 Section 02741 Section 02744 DIVISION 3 CONCRETE Section Section Section Section 03100 03200 03300 03480 Summary of Work Work Restrictions Project Coordination Project Meetings Progress Schedules and Reports Submittals Special Procedures Definitions and Standards Quality Assurance Temporary Facilities and Controls Temporary Erosion and Sedimentation Control Product Requirements Delegated Design Requirements Field Engineering Cutting and Patching Resource Recovery and Recycling Closeout Procedures Site Demolition Clearing and Grubbing Earthwork for Structures and Pavement Excavation, Backfilling and Compacting for Utilities Storm Drainage Graded Crushed Aggregate Base Course Asphalt Concrete Pavement Bituminous Tack Coat Concrete Formwork Concrete Reinforcement Cast -In -Place Concrete Precast Concrete Specialties DIVISION 4 MASONRY — Not Used DIVISION 5 METALS Section 05120 Section 05123 Section 05300 Section 05330 Section 05400 Section 05500 Section 05505 2705 MUSEUM OF FLIGHT PEDESTRIAN BRIDGE Structural Steel Architecturally Exposed Structural Steel Steel Deck Aluminum Plank Decking Structural Metal Framing Metal Fabrications Steel Stairs CONSTRUCTION DOCUMENTS RECEIVED NOV 15 2007 PERMIT CENTER 110907 TABLE OF CONTENTS DIVISION 6 WOOD & PLASTICS — Not Used DIVISION 7 THERMAL AND MOISTURE PROTECTION Section 07130 Membrane Waterproofing Section 07190 Water Repellents Section 07260 Weather Barrier Section 07410 Metal Roof and Wall Panels Section 07533 Adhered Elastomeric Roofing Section 07610 Sheet Metal and Flashing Section 07920 Joint Sealers DIVISION 8 DOORS AND WINDOWS Section 08110 Steel Doors and Frames Section 08455 Glass Security Doors Section 08810 Glass and Glazing Section 08840 Plastic Glazing Assemblies Section 08920 Glazed Aluminum Curtain Wall DIVISION 9 FINISHES Section 09250 Gypsum Boards Section 09525 Metal Pan Ceilings Section 09900 Painting DIVISION 10 SPECIALTIES Section 10200 Louvers and Vents DIVISION 11 EQUIPMENT — Not Used DIVISION 12 FURNISHINGS — Not Used DIVISION 13 SPECIAL CONSTRUCTION DIVISION 14 CONVEYING SYSTEMS Section 14240 Hydraulic Passenger Elevators DOCUMENT 00003 - 2 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS L 16, S IMF 6. TABLE OF CONTENTS DOCUMENT 00003 - 3 • DIVISION 15 MECHANICAL — Not Used if DIVISION 16 ELECTRICAL Section 16010 Electrical Work L Section 16051 Inspections and Testing Section 16100 Basic Materials and Methods Section 16105 Electrical Site Work — General Section 16110 Raceways Section 16114 Stainless Steel Cable Trays Section 16120 Conductors and Terminations Section 16130 Outlet, Junction and Pull Boxes Section 16140 Wiring Devices Section 16190 Seismic Restraints, Connectors and Attachments Section 16450 Grounding Section 16460 Dry Type Transformers Section 16471 Panelboards Section 16476 Disconnect Switches and Circuit Breakers Section 16500 Lighting L, Section 16501 Lighting Fixture Schedule Section 16930 Lighting Control Equipment Section 16999 Project Closeout is ENERGY CODE COMPLIANCE FORM TRAFFIC SIGNAL MODIFICATION Supplemental Specifications and Special Provisions, City of Tukwila GEOTECHNICAL ENGINEERING SERVICES REPORT SCREW PILE DESIGN AS FOUNDATION SUPPORT Report by Advanced Geosolutions, Inc END TABLE OF CONTENTS 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS W. SUMMARY OF WORK SECTION 01110 -1 PART 1 GENERAL 1.1 SUMMARY A. SRG Partnership, Inc. has prepared Contract Documents titled Museum of Flight Pedestrian Bridge, dated 110907 Work of the Contract can be summarized by reference to the Contract Documents as defined in the General Conditions of the Contract for construction, documents and standards referenced therein, addenda and other modifications issued in accordance with the Contract requirements. B. Contract requirements include materials, products, equipment, labor, services and incidentals necessary for selective demolition and modifications to certain existing improvements and construction of a new pedestrian overpass including amenities and appurtenances as required for performance of the Work. C. Time to Complete the Work: Contractor shall achieve Substantial Completion as certified by the Architect within the time stipulated in Article II of Amendment 1 to the Agreement. 1.2 PROJECT CONDITIONS A. Premises Available to the Contractor: Work area is restricted to the Work Limit Line indicated and as necessary to allow for Owner occupancy and use by the public. Areas outside of these will not be available. Do not disturb portions of the premises outside the Work limit areas. 1. Work areas will not be available beyond the interval stipulated for execution of the Work. 2. Contractor is responsible to coordinate the Work with limitations and requirements of regulatory authorities having jurisdiction over work affecting public right of ways. B. Owner Occupancy: The Owner will occupy and utilize the existing museum building during the entire period of construction. Normal building operation shall continue uninterrupted throughout all construction activities. Cooperate fully with the Owner, the Development Manager and other designated representatives during construction operations to minimize conflicts, facilitate Owner usage and ensure the safety of Owner personnel and the general public. Perform the Work so as not to interfere with the Owner's operations. Allow convenient and unobstructed use of building facilities, including barrier free access and pedestrian and vehicular entrances, exits, parking areas and public right of ways. C. Owner reserves the right to place and install equipment and to occupy completed areas of the Project, before Substantial Completion, provided such occupancy does not interfere with completion of the Work. Such placement of equipment and partial occupancy shall not constitute acceptance of the total Work. 1.3 MISCELLANEOUS PROVISIONS A. Mechanical Work: Provide as required for drainage and other incidental mechanical requirements of the Work. Where design work is necessary to ensure proper function and regulatory compliance provide work by a Washington Registered Professional Engineer. 1. Scope of work may be generally characterized as providing for drainage of new roofs, elevator sump and pavement and connection to appropriate municipal services. Modifications to existing mechanical system including but not necessarily limited to new distribution of mechanical ventilation (supply and return). At PCW entry determine 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS SUMMARY OF WORK SECTION 01110 - 2 parameters to maintain comfort and regulatory compliance for thermal comfort and air supply. B. Electrical Work of Sections in Division 2 through 15: Comply with applicable requirements of Division 16 Sections, unless otherwise specifically required. 1. Service Connections: Provided as necessary for normal function of each unit of general work. 2. Service Characteristics and Requirements: As required by Division 16 Sections. 3. General Work: Coordinate for proper connection and utilization of available services, as necessary and required. C. Supervision and Administration of the Work: Carried -out with the maximum possible consideration to conservation of energy, water and materials, and to the recovery and recycling of surplus material not to be delivered to the Owner and waste generated by the Work. PART 2 PRODUCTS — Not Used PART 3 EXECUTION — Not Used END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS WORK RESTRICTIONS SECTION 01140 - 1 I`,,., PART 1 GENERAL 1.1 SUMMARY A. Section includes restriction on Contractor access and use of the premises for Work of the Contract. These requirements are in addition to requirements for Owner occupancy in Section 01110 and requirements contained in technical Sections of the Project Manual. 1. Do not disturb portions of the premises outside the Work limit line. 2. Do not encumber the site with materials or equipment. Stockpiling and storage of materials, recycling and debris shall be contained within the area designated by the Work limit line. 1.2 CONTRACTOR USE OF PREMISES A. The Contract Sum shall include all expenses, fees and costs directly and indirectly associated with limitations on access and traffic routes, delivery, storage and loading areas, traffic planning and control, after-hours and premium time and off-site storage resulting from Contract requirements and restrictions. 1. Where Owner's facilities and services made available for the Contractor's use are not adequate to fulfill Contract requirements and facilitate efficient and timely execution of the Work the Contractor shall provide supplemental facilities and services as necessary to ensure efficient and timely execution of the Work at no change in Contract amount. B. Work required for modifications to the existing museum building shall be performed so as to maintain safe conditions for occupants and visitors, prevent damage due to weather exposure and other potential sources of damage. Damage occurring as a consequence of construction operations shall be repaired at no additional cost to the Owner. 1. Keep public areas such as hallways, stairs, elevator lobbies and toilet rooms free from accumulation of waste material, rubbish or construction debris. 2. Permit neither smoking nor open fires within the building and the areas available to the Contractor for performance of the Work. 3. Use of existing toilet by contractor personnel is not permitted. Provide temporary facilities per Section 01500 requirements. 4. Use of elevators by the Contractor will not be permitted. 5. Perform the Work without disruption to required building exits and exit routes including but not limited to exit corridors, stairways, lobbies and exterior egress from the building. Exit discharge shall provide a barrier free route of travel to an area of refuge acceptable to fire authorities and sufficiently sized to provide safe refuge to double the number of people for which the exit is sized. C. Work requiring access to areas outside of the Contract area and work causing noise and vibration that may interfere with the Owner's occupancy: Performed outside the Owner's normal operating hours. D. Utility Services: Maintain continuity of service, and prevent damage due to the Work. Damages and loss occurring due to unscheduled service interruption resulting from the Work and failure of temporary service shall be the Contractor's responsibility. Service interruptions required for the Work shall be scheduled with the Owner not less than 14 days in advance of the interruption. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS WORK RESTRICTIONS SECTION 01140 - 2 1. Interruption: Advance scheduling and written authorization required. 2. Provide temporary services during interruptions to existing utilities as acceptable to Architect and governing authorities. 1.3 TRAFFIC, ACCESS AND PARKING A. Contractor's Access to Project: Limited to designated approaches and shall not interfere with the Owner's occupancy and public right of ways. 1. Keep existing driveways, parking areas, public transportation stops, walkways and entrances clear and available to the Owner and the public at all times; do not use for parking or storage of materials. 2. Conduct the Work to allow uninterrupted access for emergency vehicles and services to the Project, and all adjacent areas. 3. Promptly clean up debris and construction material dropped on traffic and loading areas maintain service access ways and streets to the satisfaction of the Owner's Representative. B. When alternative routing and scheduling to avoid interference with routine street and sidewalk traffic would prevent proper performance of the Work, provide a satisfactory detour affording safe passage of traffic around or over the interference. Temporary construction support facilities shall comply with Section 01500 requirements. 1. Provide advance notice to the Owner where traffic interference and detours may impact Owner occupancy. C. Protect finished surfaces and assemblies and facilities on permanent access routes from damage due to Contractor activities. D. Access For Material Deliveries To The Project: Service and loading areas may be shared by other contractors, vendors, and Owner deliveries. Coordination with other users is Contractor's responsibility. E. Limited parking for certain contractor vehicles may be available in the Owner's facilities. The number of parking spaces available, the time and duration of availability will be determined by the Owner, and is subject to change as determined by the Owner, and as necessary to accommodate the Owner's occupancy. Changes in parking provided by the Owner shall not be a basis for claims against the Owner. 1. Compliance with Owner Vehicular Access Requirements: The Contractor's responsibility for Contractor personnel, operating forces and deliveries. 2. Lock automotive type vehicles such as passenger cars and trucks and other mechanized and motorized construction equipment, when parked and unattended, prevent unauthorized use. Do not leave vehicles or equipment unattended with the motor running or the ignition key in place. F. Do not park trucks, store materials or cross over landscaped areas. Any plant materials damaged as a result of the performance of this work will either be replaced with new plant materials equal in size to those damaged or by payment of an amount representing the value of the damaged material as determined by the Owner. G. Permission for access to the site may be revoked for any and all persons who violate the Owner's traffic regulations, including speed limits, parking restrictions and permit requirements. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS tor iirow bur bow Mai L WORK RESTRICTIONS SECTION 01140 - 3 1.4 ADVANCE NOTICE REQUIREMENTS A. Provide advance notice to the Owner for activities that could affect the Owner's normal occupancy; scheduling of such activities is subject to Owner approval. The Owner shall have the right to require alternative scheduling or sequencing of Work with neither penalty nor modification to Contract Time and Sum when necessary to prevent disruption of Owner's occupancy. All costs and damages incurred by the Owner due to Contractor's failure to comply with advance notice and scheduling requirements shall be the responsibility of the Contractor. 1. Access and Contractor operations outside of conventional business hours require advance approval by Owner and coordination with Owner's security program. 2. Access to areas outside of the Work Limit Line, and work causing noise or vibration that may interfere with the Owner's occupancy: Coordinate with and approved by the Owner in advance of execution. B. Interruption of Utilities Serving Owner Occupied Areas: Advance notice and Owner approval is required regardless of magnitude or duration. Schedule utility interruption for times that will minimize disruption to Owner occupancy. Submit completed SHUTDOWN REQUEST at least fourteen days prior to requested shutdown date. Sample of request form is included at end of this section. 1. Identify existing utilities whether indicated or not and protect from damage. C Traffic Interruption: Provide 14 days advance notice and obtain written authorization of regulatory authorities having jurisdiction over the affected areas. 1.5 DAMAGE AND RESTORATION A. Restore or replace as directed by the Owner's Representative damage to existing and new Work including but not limited to landscaping, paving, roads and sidewalks damaged as a result of the performance of this work at no change in Contract amount. B. Remedial Work: Equal to the physical and aesthetic characteristics of the original work. Finishes shall match the appearance of similar existing adjacent work. Comply with repair requirements for cutting and patching work. C. Remove and replace unacceptable remedial work; where work can not be acceptably restored as determined by the Owner's Representative provide new work as directed. tisri PART 2 PRODUCTS - Not Used PART 3 EXECUTION - Not Used END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS REQUEST FOR SECTION 01140 UTILITY INTERRUPTION Attachment - i 4 REQUEST NO. DATE SUBMITTED: CONTRACTOR: SUBMITTED BY: OWNER REPRESENTATIVE: CONTRACTOR PROJECT MANAGER: irr COPIES TO: SUBMITTED BY US MAIL FACSIMILIE MESSENGER REQUESTED INTERRUPTION DATE / TIME DURATION OF SERVICE INTERRUPTION FACILITIES AFFECTED BY REQUESTED SERVICE INTERRUPTION kir UTILTIY SERVICES AFFECTED BY REQUEST REASON FOR SERVICE INTERRUPTION REQUEST v OWNER RESPONSE SCHEDULED INTERRUPTION DATE TIME TO 2705 MUSEUM OF FLIGHT 101007 PEDESTRIAN BRIDGE Irr CONTRACT DOCUMENTS 6.0 PROJECT COORDINATION SECTION 01310 - 1 PART 1 GENERAL 1.1 SUMMARY A. The Contractor shall use their best skill and attention to coordinate all aspects of the Project and plan the Work in advance of execution so as to achieve each of the following objectives. The Owner is responsible to compensate the Contractor neither for costs nor lost time incurred due to Contractor's failure to meet the objectives required for Project Coordination. 1, The Contractor shall anticipate and thereby prevent circumstances that could delay the Work, and incur additional cost. 2. Avoid the need for alteration of existing work not documented in the Contract. 3. Avoid alteration of new work once it has been executed. 4. Expedite progress so as to complete the Work within the Contract Time or in advance of imp scheduled milestones. 5. Prevent conflicts among the various trades engaged in the Work. 6. Prevent conflicts between existing construction to remain and new work. B. When notified by the Owner's representative the Contractor shall provide for the occurrence of work by other prime contractors at the Project site over the course of the Work. Such work may affect site and building access, utilities and other aspects of the Project. Coordinate the Work, and adapt sequence and staging as necessary to accommodate work by other prime contractors and work by the Owner. As the need for and timing of such work may vary over time, periodically during the course of the Work consult the Owner's representative for information on current projects C. Submittals: General coordination memoranda, drawings, diagrams and schedules, for the coordinated control and utilization of the site, from beginning of construction activity through project close-out and warranty periods 1. Non-standard conditions report; describe condition, location and suggested remedial measures. 2. Coordination Drawings. D. Delegated Design: Follow the requirements of the Authority Having Jurisdiction over the Work current at the time of submission. The Contractor is responsible to coordinate and submit all material required by the AHJ, so review and processing of submittals and permits will not adversely affect the construction schedule. Each Delegated Design item requiring review by the AHJ must be provided by the Contractor and all fees and costs associated therewith shall be the Contractor's responsibility at no additional cost to the Owner. E. In addition to compliance with Contract requirements, and limitations on site utilization allocate available space equitably among entities needing access and space, and enhance overall efficiency in performance of the Work. Coordinate collection recycling and disposal of scrap and waste to minimize space and time requirements for storage of materials and equipment on site. PART 2 PRODUCTS — NOT USED 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS PROJECT COORDINATION SECTION 01310 - 2 PART 3 EXECUTION 3.1 EXAMINATION A. Contractor shall notify Architect of conditions created and uncovered during the Work that may complicate completion of subsequent work. Such conditions include but are not limited to substrate profile, coatings, integrity, voids and protrusions and other conditions. Report non- standard and potentially problematic conditions in writing, and suggest remedial measures. B. Contractor: Responsible for knowing the general character of each item of new work to be installed in areas where Work is performed, and understand the standard conditions and substrate characteristics for proper installation of the new work. 1. Provide adequate clearance for installation and maintenance of equipment between Architectural, Structural, Mechanical, Electrical, and Landscape. Verify physical dimensions of equipment with its available space. Check access routes through concealed spaces. Coordinate all clearances with General Contractor. 2. Manufacturer's Instructions: Where new work will include manufactured products, inspect manufacturer's instructions and recommendations for installation. Provide conditions complying with the manufacturer's recommendations. 3.2 COORDINATION DRAWINGS A. Coordination Drawings: Drawn to scale not smaller than 0.5 inch equals 1 foot, provide larger scale drawings as necessary to depict all work components accurately and legibly. Prepare where work by separate entities requires fabrication off-site of products and materials that must accurately interface on site. Coordination drawings shall indicate how work shown by separate shop drawings will interface, and sequence of installation. 1. Prepare composite coordination drawing as necessary to identify in advance conflicts between various Project system, including but not limited to buried utilities, electrical, plumbing, mechanical and structural systems, and public right of ways. Architect will furnish electronic copies of base drawings subject to limitations provided elsewhere in the Contract. B. Review Contract Documents for possible conflicts prior to rough -in. Contractor is responsible for verification that equipment will fit in the space provided. Resolve conflicts with Architect prior to rough -in work. 1. Coordinate rough -in, plumbing and wiring requirements for equipment with equipment supplier. 2. Install rough -in, plumbing and wiring in accordance with equipment manufacturer's printed instructions. END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS 164 PROJECT MEETINGS SECTION 01315 - 1 iwg PART 1 GENERAL 1.1 SUMMARY A. Meeting Administration: The Construction Manager shall administer periodic progress meetings at intervals appropriate to the status of the Work and as directed. The Architect will attend these meetings as needed. rr B. The Construction Manager shall administer the progress meetings and provide the following as a minimum. 1. Distribute written notice including agenda, of each meeting other than weekly meetings four (4) days in advance of meeting date. 2. Make physical arrangements for meetings. 3. Record the minutes; include all significant proceedings, decisions and actions required. Reproduce and distribute copies of minutes within three (3) days after each meeting: a. To all participants in the meeting. b. To all parties affected by decisions made at the meeting. ids C. Attendance: Contractor Project Manager and Superintendent, Subcontractors and Suppliers as appropriate to the agenda, Owner's representative, Architect and their professional consultants, as needed. 1. Representatives of Contractor, subcontractors, and suppliers attending the meetings: qualified and authorized to act on behalf of the entity each represents. i 1.2 PRECONSTRUCTION MEETING A. Time: Within 15 days of notice to proceed. B. Location: Designate central site location convenient for all parties. C. Suggested Agenda: 1. Distribution and Discussion of: Construction Schedule; Subcontractor and supplier listing. 2. Critical work sequencing. 3. Major equipment deliveries and priorities. 4. Project Coordination: Designation of responsible personnel. 5. Procedures for and Processing of: a. Field Questions b. Proposal requests. c. Submittals. d. Change orders. e. Request for payment applications. 6. Procedures for maintaining record documents. 7. Use of Premises: Requirements for Owner and Contractor. 8. Construction facilities, controls and construction aids. 9. Housekeeping procedures. �r. 2705 MUSEUM OF FLIGHT 101007 PEDESTRIAN BRIDGE CONTRACT DOCUMENTS di PROJECT MEETINGS SECTION 01315 - 2 1.3 PERIODIC PROGRESS MEETING A. The Contractor shall schedule regular meetings. 1. Special Meetings: As required by progress of the Work and when called by the Architect. B. Location: Contractor's project field office, unless otherwise directed. C. Suggested Agenda: 1. Review, approval of minutes of previous meeting. 2. Review of work progress since previous meeting. 3. Revisions to construction schedule. a. Corrective measures and procedures to maintain schedule. b. Review of off-site fabrication, and delivery schedules. c. Contractor coordination. 4. Submittals: Review log and expedite as required. 5. Quality Control 6. Contract Modifications. 7. Design and Construction Issues. 8. Items Carried Forward. 9. As Built Drawings and Record Documents. 1.4 PRE -INSTALLATION CONFERENCE A. Pre -Installation Conferences: Held at the Project well -in -advance of installation of Work as required, and as necessary for coordination with other work. Installer and representatives of the manufacturers and fabricators involved in or affected by the Work, and coordination or integration of it with other work that has preceded or will follow shall attend this meeting. Coordinate schedule with Architect. 1. At each meeting review progress of other work and preparations for the particular work under consideration including specific requirements for the following: a. Contract requirements; Supplemental Instructions; Modifications. b. Delivery, and storage of materials. c. Regulatory; Inspection and Test requirements. d. Environmental requirements, and weather limitations. e. Coordination, sequence, and schedule. f. Manufacturer's recommendations. g. Potential conflicts and compatibility problems. h. Acceptability of substrates. i. Material installation and details. j. Space and access limitations. k. Protection. 2. Minutes: Record of significant discussion, agreements, disagreements, resolution, and actions. Distribute promptly to attendees, Owner, and Architect. 3. Do not proceed with the work until pre -installation conference issues are resolved. Initiate actions necessary to eliminate impediments to performance of the work and reconvene pre -installation conference at the earliest feasible date. 2705 MUSEUM OF FLIGHT 101007 PEDESTRIAN BRIDGE CONTRACT DOCUMENTS PROJECT MEETINGS SECTION 01315 - 3 PART 2 PRODUCTS - PART 3 EXECUTION NOT USED - NOT USED END OF SECTION 2705 MUSEUM OF FLIGHT PEDESTRIAN BRIDGE CONTRACT DOCUMENTS 101007 PROGRESS SCHEDULES AND REPORTS SECTION 01325 - 1 r PART 1 GENERAL >bp 11.4 1.1 SUMMARY A. Coordinate administrative and procedural aspects of the Work to provide consistent, and logical Coordination for the Project; distribute reports and updates to parties involved including Architect and Owner. Architect and Owner review of Schedule shall not relieve the Contractor of responsibility for scheduling, coordinating, and completing the Work within the Contract Time. 1. Quantities and similar requirements of this Section that may pertain to physical originals may be modified as directed to facilitate utilization of electronic transfer of information. Provide and maintain a physical original with any required processing marks as the Record Document. B. Distribution: Most current issue; Architect (3 copies), Owner, principal subcontractors, suppliers, and fabricators, and others with a need -to -know schedule -compliance requirement. Post copies in the project meeting room and temporary field offices. Add and delete entities as appropriate to the performance of the Work. 1.2 SCHEDULES A. Contractor's Construction Schedule: Produced using software acceptable to both Owner and Contractor, and printed on stable, reproducible stock. Software shall be capable of generating a two-week schedule from overall schedule, and independent sorting of Project phases (if any). Show required data and interrelation of construction sequence legibly from the Notice to Proceed (or other acceptable commencement milestone) through Final Acceptance. Provide whatever level of detail and organization in the Schedule the Architect may require to understand how the Contractor will prosecute the work and establish with reasonable certainty that they will complete the Work on time. As a minimum, include major and minor construction activities, percentage of completion, current activities, critical path, float time, and the following. 1. Document how sequence of work is affected by requirements for Project phases (if any), work by other Prime contractors, work by Owner, pre -purchased and Owner furnished materials, coordination with existing work, limitations on Contractor use and access to the site, continuity of utility services, temporary facilities, partial occupancy prior to substantial completion, site limitations, provisions for future work, seasonal variations, environmental control, quality assurance activities, and administrative and procedural requirements for the Work. 2. Resource loading for all major trade groups. 3. Utilities: Temporary and permanent use; anticipated shutdown dates, duration and services involved. 4. Substantial Completion of principal units and stages of Work; include time for required administrative procedures. 5. Two -Week Schedule: Detail sequence and duration of activities; prepare for distribution at regularly scheduled Project meetings. 6. Updating of the Construction Schedule: Prerequisite to processing of all Applications for Payment and a condition precedent to any time extension or delay compensation regardless of cause. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS PROGRESS SCHEDULES AND REPORTS SECTION 01325 - 2 B. Submittal Schedule: In chronological order; Describe Work generically, identify specification Section number, subcontractor, activity or event number on the Construction schedule, related Contract Documents, date for first submittal, and time allowed for processing and resubmittal, note date by which approval is necessary to avoid delay in the Work, and inspections required for quality control, and regulatory agencies. Provide preliminary and comprehensive schedules as required. 1. Correlate with subcontractor, and product listings, Construction Schedule, Schedule of Values, and related requirements of other Sections. C. Schedule of Values: Coordinate with Contractor's Construction Schedule; correlate line items with administrative schedules and submittals. Breakdown Contract Amount in sufficient detail to facilitate evaluation of payment requests and progress reports. Break down principal subcontract amounts into several line items. Round off to the nearest whole dollar, but with the total equal to the Contract Sum. 1. Where payment requests will be made for material, or equipment purchased, fabricated or delivered, but not yet installed, show the "initial value" for the payment request and "value added" for subsequent stage or stages of completion on that unit of work. 2. Arrange Schedule in columns, indicate generic name of item, specification Section, subcontractor, the dollar value for material and the dollar value of labor, and the percentage of the Contract Sum to the nearest one-hundredth percent and adjusted to total 100 percent, and Change Order(s) which have affected the value of the Scheduled item. 3. Margins of Cost: Where such items will be individually listed in payment requests. In general, each item in the schedule of values and in payment requests shall be established to be complete with its total expenses and proportionate share of the general overhead and profit margin. Except as otherwise indicated, major cost items that are not directly the cost of actual work -in-place, such as distinct temporary facilities, shall be shown as line items in the schedule of values. 4. Separate Line Items: Required for the cost of generating and maintaining the Contractor's Construction Schedule, and on-going housekeeping and clean-up of the Project. 5. Submittal and approval of the Schedule of Values is a condition precedent to approval of the Initial Payment application. 6. Schedule Updating: Update and resubmit schedule of values for every Contract modification. Submittal and approval of an updated Schedule of Values is a condition precedent to approval of application for payment following every Change Order. PART 2 PRODUCTS - NOT USED PART 3 EXECUTION - NOT USED END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS SUBMITTALS SECTION 01330 - 1 PART 1 GENERAL 1.1 SUMMARY A. Section Includes: Procedural requirements for work-related, and administrative submittals. 1. Administrative Submittals: Refer to Division -1 sections, conditions of the Contract and other contract documents for requirements for administrative, non -work-related submittals. 2. Project Closeout Submittals: Refer to Section 01770. 1.2 DEFINITIONS A. Administrative Submittals: Non -work-related including, but not limited to the following: 1. Permits. 2. Payment applications. 3. Performance and payment bonds. 4. Insurance certificates 5. Inspection and test reports. 6. Schedule of values. 7. Progress reports. B. Shop Drawings: Technical drawings and data specially prepared for this project, standard information prepared without specific reference to the Project will not be accepted as shop drawings. Shop drawings include but are not limited to the following items: 1. Fabrication and installation drawings. 2. Setting diagrams. 3. Shopwork manufacturing instructions. 4. Templates. 5. Patterns. 6. Contractor's Coordination documents. 7. Schedules. 8. Design mix formulas. 9. Contractor's engineering calculations. C. Product Data: Demonstrate product complies with requirements; printed information, typically not specially -prepared for this project, includes but is not limited to the following. 1. Manufacturer's specifications, installation, operation and maintenance instructions, and catalogue cuts. 2. Manufacturer's Safety Data Sheets. 3. Color charts. 4. Roughing -in diagram and templates. 5. Standard wiring diagrams. 6. Mill reports. D. Samples: Physical examples of products and materials; approved samples may be used for evaluation of acceptability of final Work. Materials and products having a range of deviation in their finished appearance that is to be acceptable in the Work provide sufficient number of samples to demonstrate the entire range of deviations proposed, but in no case less than five; 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS SUBMITTALS SECTION 01330 - 2 such materials include but are not limited to wood products, stone, and brick. Samples include but are not limited to the following: 1. Manufactured and fabricated work representative of the final quality and appearance to be provided in the Work. 2. Products and materials. 3. Complete units of repetitively -used materials. 4. Samples showing color, texture and pattern. 5. Color range sets for final selection of colors where options exist or are required. 6. Units of work to be used for independent inspection and testing. E. Miscellaneous Submittals: Work-related, non -administrative submittals that do not fit in the three previous categories, including, but not limited to the following: 1. Specially -prepared and standard printed warranties. 2. Maintenance agreements. 3. Survey data and reports. 4. Project photographs. 5. Testing and certification reports. 6. Record drawings. 7. Field measurement data. 8. Operating and maintenance manuals. 9. Keys and other security protection devices. 10. Maintenance tools and spare parts. 1.3 SUBMITTAL PROCEDURES A. Preparation and Processing: Coordinated with the performance of the Work, other submittals, testing, purchasing, fabrication, delivery and similar sequential activities. Where electronic files are utilized in the submittals process only a material original stamped and signed by the Architect shall be acceptable as the official record document. kir law Iwo taw 1. Quantities of submittals required by this Article may be adjusted to facilitate utilization of �. electronic transfer of information as directed, but in all cases a processed material original shall be retained as required for Record Documents. B. Interrelated Work: Coordinated for Architect's review so that processing will not be delayed by `"' the need to review submittals, concurrently; Architect retains the right to withhold action on incomplete submittals pending receipt of related materials. C. Review Time: Sufficient in the Architect's professional judgment for processing of each submittal and coordination with related work. Schedule submittals so as not to delay progress of the Work as a result of time required to properly process submittals, and resubmittals. Advise the Architect on each submittal where processing time is critical. 'y 1. The Architect, acknowledging Contract Time limits, will process submittals with all deliberate speed in a manner consistent with the Architect's responsibilities. 2. Architect will promptly advise Contractor when submittal processing must be delayed for coordination with submittals not yet received. 3. No extension of time will be authorized due to Contractor's failure to properly coordinate submittals and transmit them to the Architect sufficiently in advance of the work. LA 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS in SUBMITTALS SECTION 01330 - 3 1.4 SUBMITTAL FORMAT A. Comply with the following requirements for each type of submittal, unless otherwise required in individual technical Sections. 1. Deviations from Contract Documents: Noted on transmittal, and described on a separate attachment, and identified on the submittal. 2. Approved Final Submittals: Maintain as returned by Architect, distribute copies to subcontractors, governing authorities and others as required for proper performance of the work. Show distribution on transmittal forms. Keep record submittals on site for quality control comparisons, acceptance of Work, and incorporation into record documents. 3. Unless otherwise required issue submittal and obtain Architect's approval prior to ordering materials, and beginning fabrication. B. Labeling: For identification processing and recording of action taken 1. Project name. 2. Date. 3. Name and address of subcontractor, material supplier and manufacturer. 4. Reference information to Construction Documents, pertinent drawings and specifications. 5. Contractor's signed review and approval markings 6. 4 by 5 inch space for the Architect's processing marking. C. Transmittal Form: Attached to all submittals. Submittals transmitted to the Architect from Ir sources other than the Contractor will be returned to sender without action. Provide places for the following information: MB 1. Project name. 2. Date. 3. To: / From: 4. Names of subcontractor, manufacturer and supplier. 5. Category and type of submittal. 6. Submittal and transmittal distribution record. 7. Signature of transmitter. 8. Contractor's signed certification stating that the information submitted complies with the requirements of the Contract Documents. 9. Other pertinent information. D. Shop Drawings: To scale, and with dimensions. Identify specific products, materials, compliance with specified standards, coordination requirements, and field measurements. 1. Format: Between 8.5 by 11 inch, and 36 by 48 inch. Provide title block indicating Project, firm preparing drawing, drawing scale, date and revisions. Allow 4 by 5 inch space beside title block for processing marks. 2. Do not reproduce contract documents or copy standard printed information as the basis of shop drawings. 3. Submittal: One reproducible print, one reproducible copy of the processed document will be returned for the Contractor's reproduction and distribution as necessary. 4. Coordination Drawings: Prepared as necessary and required to show special requirements for integration of separate components and systems. 5. Mechanical and Electrical Work: Refer to Division -15 and Division -16 sections for additional general requirements. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS SUBMITTALS SECTION 01330 - 4 E. Product Data: Manufacturer's standard printed recommendations for applications shown, compliance with Reference Standards, tests, labels and seals, performance and aesthetic characteristics, required to document conformity with the Contract Documents. 1. Format: Single submittal incorporating required information. Indicate choices and options; where data includes items not required for the Project identify products and information applicable to the Project. 2. Nonstandard Product Data: Submit as Shop Drawings where standard printed data is not acceptable. 3. Acceptable Submittal: Minimum 4 copies of required product data, one processed copy will be returned. Provide additional copies when the Contractor wishes to have more than one processed copy returned. Confirm product compliance with Contract Documents prior to submitting. 4. Refer to Division -15 and Division -16 sections for additional general requirements applicable to product data for mechanical and electrical work respectively. F. Samples: Fabricated, cured and finished, physically identical to material or product to be incorporated in the Work. Where color, pattern, and texture variations are inherent provide sufficient number of samples to show the full range of variation to be expected in the final Work, but not -less -than three units. Match Architect's sample, where specified; when samples are required for Architect's selection of color, texture and pattern submit complete range of available choices. Samples are for Architect's visual review of generic kind, color, pattern, and texture, and coordination of these characteristics with related elements of the Work; compliance with other required characteristics is Contractor's responsibility. 1. Format: Description of sample, material or product name, manufacturer, source, limitations of availability, size and delivery time, and compliance with reference standards and regulatory requirements. 2. Special Procedures: Indicate on transmittal for disposition of samples that may be returned and incorporated into the Work in accordance with Section requirements. 3. Submittals: A minimum of three samples, provide additional samples when directed. 4. Refer to Division -15 and Division -16 sections for additional general requirements applicable to samples for mechanical and electrical work, respectively. G. Miscellaneous Submittals: 1. Inspection and Test Reports: Process as Shop Drawing when specially prepared for the project, or as Product Data when a standard publication of workmanship control testing at the point of production. 2. Warranties, Documents, Bonds, and Maintenance Agreements: Comply with Section 01770 requirements. 3. Construction Digital Photographs: Provide general documentation of the Work; color images, 640 by 480 pixels on CD-ROM and one set of permanent 8 by 10 inch prints on stable media, with 0.75 inch wide margin punched for standard 3 -ring binder. Provide three project photographs at weekly intervals from consistent vantage points as directed and additional photographs sufficient to provide a general record of the Work. Photographs of specific work activities required by other Sections shall be provided in addition to those required in this Section. Identify each print on the back -side with name of project, date of shot and description of vantage point. a. Provide the Owner with a release for reproduction and use of photographs. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS ilis SUBMITTALS SECTION 01330 - 5 1.5 ARCHITECT'S ACTION A. Processing of Contractor submittals by attached memorandum or mark-up with comments and affix a stamp to indicate status of review as follows: "Reviewed", "No Exceptions Taken", "Make Corrections Noted", "Rejected", or "Revise and Resubmit". "Checking is for general conformance with design concepts and compliance with Contract Document information. Corrections or comments made do not relieve contractor from complying with contract requirements. Contractor responsible for: confirmed correlated site dimensions, fabrication process, techniques of construction, and coordination of his work with all other trades." B. The Architect shall be permitted sufficient time in their professional judgment for review and processing of each Contractor submittal without claim for delay to the progress of the Work, generally not less than 14 days. Architect will endeavor to accelerate review upon written notification attached to the submittal stating that processing time is critical, detailing the nature of the critical timing and the period within which processing is requested to be completed; this request shall not be binding on the Architect. Do not proceed with Work without Architect's approval as required for submittal, Architect's approval does not relieve Contractor of responsibility to perform the Work in accordance with Contract Documents. C. The Architect may direct adjustment to these processing procedures where necessary to facilitate utilization of electronic data transfer. Such modifications shall not affect the requirement for material original Record Documents. PART 2 PRODUCTS - Not Used PART 3 EXECUTION - Not Used END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS i" SPECIAL PROCEDURES SECTION 01350 - 1 PART 1 GENERAL 1.1 SUMMARY A. Section includes special administrative and procedural requirements for the Work. 1.2 SPECIAL ADMINISTRATIVE SUBMITTALS A. Request for Information (RFI): Process to be used for clarification of Contract Requirements and assist the Contractor in gathering information needed for proper execution of the Work. The Contractor and Owner understand and agree that the Contract Documents are complete and sufficiently thorough to document the Architect's design intent, and to establish Contract requirements, Contract Time, and Contract Sum. The Contractor and Owner also understand and agree that the Contract Documents do not provide all of the information that will be necessary to complete the Work. This information will be provided by the Contractor as work of the Contract. Occasionally the Contractor may have need of clarification of Contract requirements, design intent, resolution of on-site concerns or other collaboration with the Architect that can not be adequately resolved by required work-related submittals such as shop drawings, and coordination drawings. 1. Prior to submitting to Architect, Contractor shall date and sign RFI's, ensure that information is complete, and advise when cost or schedule impacts may occur. 2. Architect's Processing of RFI: Sufficient in the Architect's professional judgment for the information requested. Architect will stamp for date received, review the Contract Documents and respond on the RFI or attachments thereto as may be convenient. Architect will not process RFI's lacking complete information, including necessary reference documents. 3. Cost of processing RFI's resulting from Contractor's failure to make timely submittals, provide required coordination of the Work, and lack of familiarity with the Construction Documents will be the Contractor's responsibility at no change in Contract Amount. B. Special Reports: Submit directly to Owner within one day of an occurrence; copy the Architect and other effected entities. 1. Unusual Events: List chain of events, persons participating, response by the Contractor's personnel, an evaluation of the results or effects and similar pertinent information. Advise the Owner in advance when such events are known or predictable. a. Unusual Events include but are not limited to enforcement actions of regulatory agencies and authorities, other than regular inspections by building officials. C. Accident Reports: Provide for accidents where personal injury is sustained, property loss of substance occurs, and where the event posed a significant threat of loss or personal injury. Include accidents on and off-site where work for the Project is in progress. Record and document data and actions. PART 2 PRODUCTS - Not Used PART 3 EXECUTION - Not Used END OF SECTION 2705 MUSEUM OF FLIGHT 101007 PEDESTRIAN BRIDGE CONTRACT DOCUMENTS DEFINITIONS AND STANDARDS SECTION 01425 - 1 Ibr PART 1 GENERAL 1.1 SUMMARY A. Section Includes: Definitions, description of specification format and content, and utilization of reference and industry standards. 1.2 DEFINITIONS A. Certain terms used in the Contract Documents are defined in this article. Definitions and explanations contained in this Section are general for the Work to the extent that they are not stated more explicitly in another element of the contract documents. Basic Contract definitions are included in the General Conditions. Y,,, B. Regulations: Laws, statutes, ordinances and lawful orders issued by governing authorities, requirements of private entities such as utility company serving the Project, and conventions and agreements within the construction industry that effectively control the performance of the Work regardless of whether they are imposed by government authority or not. C. Indicated: A cross-reference to graphic representations, notes and schedules on the drawings, and shall be read to mean "as indicated on the drawings". Where terms such as "shown", "noted", "scheduled", and "specified" are used in lieu of "indicated", it is for the purpose of helping the reader locate the cross-reference, and no limitation of location is intended except as specifically noted. D. Directed, Requested and Similar Terms: Where not otherwise explained, terms such as "directed", "requested", "authorized", "selected", "approved", "required", "accepted", and "permitted" mean "directed by the Architect", "requested by the Architect", and similar phrases. However, no such implied meaning will be interpreted to extend the Architect's responsibility into the Contractor's area of construction supervision. E. Approve: Where used in conjunction with the Architect's response to submittals, requests, applications, inquiries, reports and claims by the Contractor, the meaning of the term "approved" will be held to limitations of the Architect's responsibilities and duties as specified in General and Supplementary Conditions. In no case will the Architect's approval be interpreted as a release of the Contractor from responsibilities to fulfill requirements of contract documents. F. Project Site: The term, "Project site", is defined as the space available to the Contractor for performance of the Work, either exclusively or in conjunction with others performing other work as part of the Project. The extent of the Project site is shown on the drawings, and may or may not be identical with the description of the land upon which the Project is to be built. 1. Work Limit Line: Enclose the area or areas available to the Contractor for execution of the Work or a portion thereof. G. Furnish: Interpreted to mean supply and deliver to the project site, ready for unloading, unpacking, assembly, installation, and similar operations as applicable in each instance. H. Install: Used to describe operations at Project site including the actual unloading, unpacking, assembly, erection, placing, anchoring, applying, working to dimension, finishing, curing protecting, cleaning and similar operations, as applicable in each instance for the Work to be 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS DEFINITIONS AND STANDARDS SECTION 01425 - 2 ►r complete and ready for intended use. I. Provide: Interpreted to mean furnish and install, complete and ready for intended use, as applicable in each instance. J. Replace: When used in the context of "Remove and replace", referring to elimination of unapproved and unacceptable equipment, material and other Work from the Project, the term "Replace" means "Replace with new material, equipment and Work". +• K. Installer: The term "installer" is defined as "the entity" (person or firm) engaged by the Contractor, and subcontractors of any tier for performance of a particular unit of work at the Project site, including installation, erection, application and similar required operations. It is a requirement that installers are experienced in the operations they are engaged to perform. L. Necessary: Needed or essential for complete and proper performance of the Work as ... required and as demonstrated by conventional practices of the Trade or discipline in question and common sense. M. Required: Directive in the Contract Documents, and a charge of the Architect which must be fulfilled for the Work to conform to the intent of the Contract Documents. N. Testing Laboratories: The term "testing laboratory" is defined as an independent entity engaged to perform specific inspections or tests of the work, either at the project site or elsewhere, and to report, and (if required) interpret results of those inspections or tests. O. Shop Work: Designates work not performed at the Project Site and is intended to signify that controlled conditions will be provided within tighter tolerances than might be achievable in the field. Such conditions include but are not limited to, environmental control, cleanliness, and sequence of assembly and finishing. P. Premium Time: Overtime and similar terms shall be defined as any period during which labor or a service is provided for which an elevated cost is assessed (by statute, labor agreement or other reason) due to time of day, calendar day, accumulated hours or other factors. Q. Tolerance: Dimensional deviations in the Work specified in individual Sections and reference standards are the maximum total acceptable deviation and shall not be additive to tolerances for other work. 1.3 SPECIFICATION FORMAT AND CONTENT EXPLANATION A. Specification Format: These specifications are organized into Divisions and Sections based upon the Construction Specifications Institute's 16 -Division MasterFormat System. The organization of the Contract Documents shall control the Contractor neither in dividing the Work among lower tier contractors nor establish the scope of the Work to be performed by a particular trade. 1. Divisions are standard categories of construction information. 2. Sections: Considered as basic units of work, Section title is descriptive only and not intended to limit the meaning or content of a Section or to be completely descriptive of requirements specified therein. 3. Part: An organizational device dividing a Section into three distinct groups of related information. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS DEFINITIONS AND STANDARDS SECTION 01425 - 3 B. Sections are placed in the Project Manual in numeric sequence to facilitate cross-referencing. The Project Manual "Table of Contents" lists the numbers and names of specification Sections in the Contract Documents. C. Project Identification: The project job number and name are recorded at the bottom left corner of each page of the specifications. The Section date is recorded numerically in the lower right corner. D. Page Numbering: Pages are numbered independently for each Section, The Section number is shown together with the page number at the top right corner of each page to facilitate the location of text in the Project Manual. E. Specification Text: Dependent upon other text to the extent described in individual Sections, and as follows. 1. Text: Subordinate to Titles. 2. Indented Text: Subordinate to preceding text that is not indented. F. Specification Language: Imperative and addressed to the Contractor except where other parties are specifically identified. Singular and plural meanings will be interpreted based upon the full context of the Contract Documents. 1. The words "shall be" are included by reference wherever a colon (:) is used within a sentence or phrase. 2. Effort has been made to employ gender neutral language throughout the documents; however, occasional gender based references may be used. Such terminology as . workmanship, craftsmanship and other gender based terms shall be interpreted to be gender neutral. 3. The terms "installer", "manufacturer" and similar words shall be interpreted to mean the entity the Contractor has chosen to perform certain portions of the Work. The use of these terms shall neither be construed to shift responsibility for performance of the Work away from the Contractor nor alter their responsibility to comply with Project requirements. G. Method of Specifying one element of the Work has no bearing on requirements for another element of the Work, and may vary throughout the text, and include any combination of the following: 1. Open generic -descriptive. 2. Performance. 3. Proprietary. 4. Compliance with reference standards. H. Work Required to be Designed and Engineered by the Contractor: Comply with performance and design requirements established in the specifications. The Contract Documents do not include all prescriptive requirements nor details for Contractor designed work. In general, the documents will establish certain design and performance requirements for such work. If the information provided is not sufficient to perform services or certification required, submit a written request for additional information to Architect. As a variety of solutions complying with the Contract requirements may be available, it shall be the Contractor's responsibility to determine the finite scope of Contractor designed work. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS DEFINITIONS AND STANDARDS SECTION 01425 - 4 I. Conflicting, and Ambiguous Requirements: Interpreted to provide the highest quality, greatest quantity, and more costly, time consuming scope of Work; request Architect's resolution before proceeding. 1. Quantity and Quality of Work Specified: Minimum for the Work to be provided, and shall not otherwise be interpreted as establishing required limits. J. Assignment of Specialists: Required when levels of experience and qualifications are specified for entities performing specific parts of the Work. These special requirements, over which the Contractor has no choice or option, establish who may be qualified to perform the Work. The ultimate responsibility to fulfill Contract requirements remains with the Contractor. 1. These Requirements: Interpreted so as not to conflict with the enforcement of building codes and similar regulations governing the work not to interfere with local trade union jurisdictional settlements and similar conventions. 2. No Allowance: Made by Architect in accepting and rejecting Work due to lack of experience and craftsmanship on the part of workers. K. Use of certain titles such as "carpentry" in the specification text, is not intended to imply that the Work must be performed by accredited or unionized individuals of a corresponding generic name, such as "carpenter", and does not imply that the requirements specified apply exclusively to work by tradespersons of that corresponding generic name. 1.4 INDUSTRY STANDARDS A. Trade association names and title of general standards are frequently abbreviated. The acronyms and abbreviations referenced by the Contract Documents are defined to mean the associated names. Both names and addresses are subject to change, and are believed to be, but are not assured to be, accurate and up-to-date as of the date of the Documents. The Contract Documents may use an acronym or abbreviation for a given trade association or reference standard while stating neither the association name or document title in full. Request clarification from the Architect where the intended reference or association is ambiguous or unclear. 1. Standards referenced directly in the Contract documents take precedence over standards not referenced. 2. Standards not referenced, but applicable to the Work will be enforced as a general requirement that the Work conform to superior levels of quality typically recognized in the industry. B. Publication Dates: Date of the reference standard in effect as of the date of Contract Documents. 1. Updated Standards: At the request of the Architect, Contractor or governing authority, submit a change order proposal where an applicable industry code or standard has been revised and reissued after the date of the contract documents and before the performance of the work affected. The Architect will decide whether to issue the change order to proceed with the updated standard. C. Familiarity With Standards and Issuing Bodies/Organizations: Responsibility of the entity performing the Work. The Contractor shall obtain copies of Standards from the publication source as necessary and required to comply with the intent of the Contract Documents. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS DEFINITIONS AND STANDARDS SECTION 01425 - 5 1.5 ABBREVIATIONS AND NAMES A. Trade association names and title of general standards are frequently abbreviated. The acronyms and abbreviations referenced in contract documents are defined to mean the associated names. Both names and addresses are subject to change, and are believed to be, but are not assured to be, accurate and up-to-date as of date of contract documents. The Contract Documents may use only the acronym or the abbreviation for a given trade association or reference standard without stating the associated name in full. Request clarification from the Architect where the intended reference or association is ambiguous or unclear. 1.6 SUBMITTALS A. Permits, Licenses, and Certificates: For the Owner's records, submit copies of permits, licenses, certifications, inspection reports, releases, jurisdictional settlements, notices, receipts for fee payments, judgments, and similar documents, correspondence and records established in conjunction with compliance with standards and regulations bearing upon performance of the work. PART 2 PRODUCTS - Not Used PART 3 EXECUTION - Not Used END OF SECTION la UM 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS �-+ QUALITY ASSURANCE SECTION 01450 - 1 PART 1 GENERAL 1.1 RELATED DOCUMENTS A. The drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. V,,., 1.2 SUMMARY A. Section Includes: Inspection and testing laboratory services for materials, products, and construction methods as specified hereafter for the work. B. All special testing and inspections for the Seismic Force Resisting System as described herein. C. Costs: The costs of the initial services for testing and inspection personnel will be paid by the Owner. If initial tests indicate non-compliance with contract document requirements, any subsequent testing shall be performed by the same personnel and paid for by the contractor. Schedule portions of the work requiring testing and inspections services so as to be continuous and as brief as possible. D. Code Compliance Inspection and Tests: Inspections and tests not specified herein and required by codes and ordinances, or by plan approval authorities, and made by a legally constituted authority, shall be the responsibility of the contractor, unless otherwise specified. 1.3 REFERENCE STANDARDS A. The Building Code as defined in the Structural Drawings. B. American Welding Society: AWS D1.1 — Structural Welding Code — Steel. C. American Concrete Institute: ACI 301 — Specifications for Structural Concrete D. American Society for Testing and Materials (ASTM). The following are specifically referenced for structural steel testing: 1. ASTM A435 Standard Specification for Straight -Beam Ultrasonic Examination of Steel Plates 2. ASTM A898 Standard Specification for Straight Beam Ultrasonic Examination of Rolled Steel Structural Shapes 3. ASTM E114 Standard Practice for Ultrasonic Pulse -Echo Straight Beam Examination by the Contact Method 4. ASTM E164 Standard Practice for Contact Examination of Weldments 5. ASTM E329 Recommended Practice for Inspection and Testing Agencies for Concrete, Steel and Bituminous Materials as used in Construction 6. ASTM E543 Standard Practice for Agencies Performing Non-destructive Testing 7. ASTM E587 Standard Practice for Ultrasonic Angle -Beam Examination by the Contact Method 8. ASTM E709 Standard Guide for Magnetic Particle Examination 9. ASTM E1212 Standard Practice for Establishment and Maintenance of Quality Control Systems for Non-destructive Testing Agencies 10. ASTM E1444 Standard Practice for Magnetic Particle Examination 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS QUALITY ASSURANCE SECTION 01450 - 2 E. American Society for Testing and Materials (ASTM). The following are specifically referenced for concrete testing: 1. ASTM C31 2. ASTM C33 3. ASTM C39 4. ASTM C42 5. ASTM C94 6. ASTM C143 7. ASTM C172 8. ASTM C173 9. ASTM C192 10. ASTM C231 11. 12. 13. ASTM C597 ASTM C803 ASTM C805 Practice for Making and Curing Concrete Test Specimens in Field Specification of Concrete Aggregates Test Method for Compressive Strength of Cylindrical Concrete Specimens Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete Specification for Ready -Mixed Concrete Test Method for Slump of Hydraulic Cement Concrete Practice for Sampling Freshly Mixed Concrete Test Method for Air Content of Freshly Mixed Concrete by Volumetric Method Standard Practice for Making and Curing Concrete Test Specimens in the Laboratory Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method Test Method for Pulse Velocity Through Concrete Test Method for Penetration Resistance of Hardened Concrete Test Method for Rebound Number of Hardened Concrete F. American National Standards Institute (ANSI)/American Society for Nondestructive Testing (ASNT) 1. ANSI/ASNT CP -189-1995 2. ANSI/ASNT SNT-TC-1A 1.4 DEFINITIONS A. Testing Agency refers to the organization or group of organizations responsible for representing the Owner and performing all inspection, testing, and laboratory services as described herein. B. Seismic Force Resisting System (SFRS) is defined as the assembly of structural elements in the building that resists seismic forces as described in the general structural notes. C. Hold Point is a stage of interim construction completion, beyond which the work should not proceed until the designated inspector has completed the inspection tasks specified for this stage. 1.5 SUBMITTALS A. Testing agency shall submit the following: 1. The qualifications of the testing agency management and personnel designated to the project. 2. The testing agency "Written Practice for Quality Assurance." 3. Qualification records for Inspector and NDT technicians designated for the project. 4. The testing agency NDT procedures, equipment calibration records, and personnel training records. 5. The testing agency Quality Control Plan for the monitoring and control of the testing operations. 2705 MUSEUM OF FLIGHT PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS 110907 Yam QUALITY ASSURANCE SECTION 01450 - 3 6. Welding Inspection Procedures. 7. Bolting Inspection Procedures. 8. Shear Connector Stud Inspection Procedures. B. Test and Inspection Reports: The independent testing and inspection agency or agencies will prepare logs, test reports, and certificates applicable to specific tests and inspections and deliver copies distributed as follows: 1. 1 copy to the Owner 2. 1 copy to the Architect 3. 1 copy to the Structural Engineer 4. 1 copy to the General Contractor 5. Copy or copies, as required, to the building department (or as required by the authority having jurisdiction) C. Other tests, certificates, and similar documents shall be obtained by the Contractor and delivered to the Owner and/or Architect in such time as not to delay progress of the work or final payment therefore. D. Laboratory Reports: Furnish reports of materials and construction as required, including: 1. Description of method of test. 2. Identification of sample and portion of the work tested. a. Description of location in the work of the sample. b. Time and date when sample was obtained. c. Weather and climatic conditions at time when sample was obtained. 3. Evaluation of results of tests including recommendations for action. E. Inspection Reports: Furnish "Inspection at Site" reports for each site visit documenting activities, observations, and inspections, including notation of weather and climatic conditions, time and date, conditions and status of the work, actions taken, and recommendations or evaluation of the work. 1.6 QUALITY ASSURANCE A. Qualifications: All inspection and testing required to establish compliance with the contract document requirements, except as may be otherwise specified, shall be made by a prequalified, independent professional testing agency provided, and paid for by the Owner. B. Certification: Product producers and associations, which have instituted approved systems of quality control and which have been approved by document approval agencies, are not required to have further testing. Concrete mixing plants, plants producing fabricated concrete and wood or plywood products certified by the agency, lumber, plywood grade marked by approved associates, and materials or equipment bearing underwriters' laboratory labels require no further testing and inspection. C. Written Practice for Quality Assurance: The testing agency shall maintain a written practice for the selection and administration of inspection personnel, describing the training, experience, and examination requirements for qualification and certification of inspection personnel. The written practice shall describe the testing agency procedures for determining the acceptability of the structure in accordance with the applicable codes, standards, and specifications. The 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS QUALITY ASSURANCE SECTION 01450 - 4 written practice shall describe the testing agency inspection procedures, including general inspection, material controls, visual welding inspection, and bolting inspection. D. Special Inspector Qualifications: All special inspectors shall be trained and competent in accordance with the quality assurance plan. E. Welding Inspector Qualifications: All welding inspectors shall meet the qualification as set forth in AWS D1.1. F. Nondestructive Testing (NDT) Personnel Qualifications: 1. NDT personnel shall be qualified under either ANSI/ASNT CP -189-1995 or ANSI/ASNT SNT-TC-1A. 2. Ultrasonic Testing (UT) shall be performed only by certified ASNT Level III technicians or by certified ASNT Level II technicians acting under the direct supervision of an ASNT Level III technician. G. Bolting Inspector Qualifications: Each bolting inspector shall be trained and qualified to inspect bolting operations and high strength bolted connection for compliance with the RCSC Specification and the Quality Assurance Plan. Competency shall be demonstrated through the administration of a written examination and through the hands-on demonstration by the Inspector of the methods to be used for bolt installation and inspection. 1.7 CONTRACTOR'S RESPONSIBILITY A. General: Coordinate quality control activities to avoid delay and to eliminate any need to uncover work for testing or inspection. B. Access: Furnish free access to the various parts of the work and assist testing and inspection personnel in the performance of their duties at no additional cost to the Owner. C. Data: Furnish records, drawings, certificates, and similar data as may be required by the testing and inspection personnel to assure compliance with the contract documents. D. Notice: Furnish notice to Owner and/or Architect and testing and inspection agency not less than 48 hours prior to any time required for such services. E. Defective Work: Remove and replace any work found defective or not complying with contract document requirements at no additional cost to the Owner. Where testing personnel take cores or cut-outs to verify compliance, repair prior to acceptance. F. Concrete: If test cylinders for concrete fail to meet design requirements, provide additional tests as may be directed by the Owner and/or Architect. Make core tests in accordance with ASTM C42 and load tests in accordance with ACI 318. Correct all deficiencies found in forms, reinforcing steel, and embedded objects. G. Structural Steel: Should any weld or structural connection fail to meet design requirements, provide additional testing for structural connections as directed by the Owner and/or Architect or Structural Engineer. Replace or repair all defective connections as directed. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS QUALITY ASSURANCE SECTION 01450 - 5 1.8 TESTING AGENCY SERVICES A. General: Testing agency shall test or obtain certificates of tests of materials and methods of construction, as described herein or elsewhere in the technical specification. The testing agency shall provide the management, personnel, equipment, and services necessary to perform the testing functions as outlined in this section. W _ B. Inspection Services: The testing agency will have full authority to see that the work is performed in strict accordance with requirements of the contract documents and the directions of the Owner and/or Architect. L C. Welding Procedure Review: The testing agency shall provide a review and approval or rejection of all welding procedures to be used and shall verify compliance with all reference standard requirements. 1.9 TESTS AND INSPECTION REPORTS A. Laboratory Reports: Furnish reports of materials and construction as required, includes description of method of test; identification of samples and portion of the work tested; description of location in the work of the sample, time and date when sample was obtained, weather and climatic conditions at time when sample was obtained, and an evaluation of results of tests including recommendations for action. B. Inspection Reports: Furnish "Inspection at Site" reports for each site visit documenting activities, observations, and inspections. Include notation of weather and climatic conditions, time and date, conditions and status of the work, actions taken, and recommendations or evaluation of the work. 1. Include the following in all structural steel test and inspection reports (include all that apply): a. Welder's certification b. Weld qualification tests c. Visual inspections d. Review of materials testing procedures, including electrodes used, item inspected e. Magnetic particle tests (MP) f. Radiographic tests (RT) g. Ultrasonic tests (UT) h. Liquid Penetrant test (LP) i. High-strength bolted connection tests I. 2. Include the following in all concrete test and inspection reports: a. Exact mix used and maximum size aggregate b. Location in building for which samples were taken c. Cylinder identification d. Date cylinder received in laboratory e. Slump data f. Concrete supplier's name g. Brand and type of cement used w 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS QUALITY ASSURANCE SECTION 01450 - 6 1.10 REPORTING TEST FAILURES A. Immediately upon inspector's determination of a test failure, the inspector shall telephone results to the Contractor, Owner, and Architect. On the same day, the inspector shall distribute written test results. 1.11 TESTING AND INSPECTION A. Concrete Formwork 1. Inspect forms for location, configuration, camber, shoring, sealing of form joints, correct forming material, concrete accessories, and form tie locations. Contractor shall provide the inspector with a copy of the approved formwork/shoring shop drawings. B. Reinforcing Steel 1. All steel bars must be positively identified as to heat number and mill analysis. a. All steel bars that cannot be identified by heat number and mill analysis shall have one tensile and one bend test made for each 2 metric tons or fraction thereof, of each size and kind of reinforcing steel. b. Testing procedure shall conform to ASTM A615. C. Concrete Sampling and Testing 1. Perform the following services as required to assure compliance with requirements of Section 03300, "Cast -In -Place Concrete," of this specification. The contractor shall notify the engineer and inspection -testing agency of the brand and type of cement and sources of aggregates in time for approval, sampling, and testing (if required). 2. Batch Plant Inspection: Batch plant inspection by the inspector shall be as specified in the Building Code. Batch plant(s) shall continuously monitor and control fines content of arriving aggregate at plant prior to batching. 3. Continuous Field Inspection: The inspector shall be present at all times during the placing of structural, reinforced concrete. Prior to placing concrete, he shall inspect and approve, if satisfactory, accuracy of all formwork and quantity and placement of all reinforcing steel. 4. Water: Test in accordance with ASTM C94 and CRC -C 400 as appropriate. 5. Aggregates for normal weight concrete shall be sampled and tested in accordance with ASTM C33. 6. Samples of concrete for air, slump, unit weight, and strength tests shall be taken in accordance with ASTM C172. Concrete test specimen shall be produced from concrete directly exiting the chute of the truck delivering the concrete. a. Air Content: Test for air content shall be performed in accordance with ASTM C173 or ASTM C231. A minimum of one test per day shall be conducted. b. Slump Tests: Slump tests shall be taken every 150 cubic yards delivered for each set of compression strength test cylinders, but not less than one test per hour during continuous pours. Slump shall be tested in accordance with ASTM C143. c. Strength Tests: Strength tests per ASTM C39 shall be performed on test specimen prepared in accordance with either ASTM C192 for Laboratory Cured Specimen or ASTM C31 for Field Cured Specimen. Strength tests shall conform with the following: 1) Test specimen (cylinders) shall be taken so as to represent as nearly as possible the batch of concrete from which they are taken. 2) Tests shall be performed for each 150 cubic yards of each separate mix design of concrete or fraction thereof being placed each day. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS i... kr. Imo ime Wow L of QUALITY ASSURANCE SECTION 01450 - 7 3) The quantity of test specimen shall be produced in order to achieve the following: At least one test at 7 days, at least one test at 28 days, and at least two tests at the specified test age as indicated on the structural drawings. 4) An additional test specimen shall be produced should it be necessary to perform further testing. This specimen is to be discarded should the additional testing not be necessary. 5) The strength level of an individual class of concrete for the cured specimen shall be satisfactory if both of the following requirements are met: (1) Average of all sets of three consecutive strength tests equal or exceed the specified compressive strength, (2) No individual class of concrete strength test (average of two cylinders) falls below the specified compressive strength by more than 500 psi. 6) Report exact mix tested, minimum size aggregate, location of pour in the work, cylinder identification, date of receipt of cylinder in laboratory, cement brand and type, and admixtures used. 7. Investigation of Low -Strength Test Results: When any strength test of laboratory -cured or field -cured test cylinder falls below the specified strength requirement by more than 500 psi, or if tests of field -cured cylinders indicate deficiencies in protection and curing, steps shall be taken to assure that load -carrying capacity of the structure is not jeopardized. a. Nondestructive testing in accordance with ASTM C597, ASTM C803, or ASTM C805 may be permitted by the Owner and/or Architect to determine the relative strengths at various locations in the structure as an aid in evaluating concrete strength in place or for selecting areas to be cored. Such tests, unless properly calibrated and correlated with other test data, shall not be used as a basis for acceptance or rejection. b. When strength of concrete in place is considered potentially deficient, cores shall be obtained and tested in accordance with ASTM C42. At least three representative cores shall be taken from each member or area of concrete in place that is considered potentially deficient. The location of cores shall be determined by the Owner's representative to least impair the strength of the structure. c. If the concrete in the structure will be dry under service conditions, the cores shall be air-dried (temperature 60 to 80 degrees F), relative humidity less than 60 percent for seven days before testing and shall be tested dry. If the concrete in the structure will be more than superficially wet under service conditions, the cores shall be tested after moisture conditioning in accordance with ASTM C42. d. Concrete in the area represented by the core testing will be considered adequate if the average strength of the cores is equal to at least 85 percent of the specified strength requirement and if no single core is less than 75 percent of the specified strength requirement. e. Repair core holes in the concrete found acceptable with an approved dry -pack or non -shrinking mortar. f. If the core tests are inconclusive or impractical to obtain, or if structural analysis does not confirm the safety of the structure, load tests may be directed by the Owner and/or Architect in accordance with the requirements of ACI 318. g. Concrete work evaluated by structural analysis or by results of a load test and found deficient shall be corrected in a manner satisfactory to the Owner and/or Architect. h. All investigations, testing, load tests, and correction of deficiencies shall be performed, and approved by the Owner and/or Architect, at the expense of the Contractor. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS QUALITY ASSURANCE SECTION 01450 - 8 D. Structural Steel — General 1. Mill Certificates: Mill certificates or affidavits and manufacturer's certification shall be supplied to the inspector for verification of steel materials. Testing laboratory shall be notified at least three weeks in advance of fabrication and supplied with the reports so that shop inspection may be performed. 2. General Inspection: a. Testing agency shall be at the fabricator's plant to verify that materials used match the mill tests or affidavits of test reports; that fabrication, welding procedures, surface preparation, and shop painting meet specifications; and that the work in progress conforms with project requirements. b. Testing agency shall visually check fabricated steel delivered to the job to confirm that the work is in compliance with approved shop drawings and shall make any physical tests, measurements, etc., believed to be necessary. c. Testing agency shall witness and report all corrections performed by the steel fabricator occurring on the fabricators own initiative. d. Testing agency shall be present during steel erection at all times. 3. Welding Requirements: Special inspection shall be provided by the testing agency for all welding in accordance with the Building Code. a. Nondestructive testing shall be performed as required by the Building Code and AWS D1.1 as specified herein for all shop and field welds. b. All welds shall be visually inspected. Welds considered suspect shall be further checked by other means deemed necessary by the welding inspector. c. Ultrasonically test 100 percent of all complete penetration welds and 100 percent of all partial -penetration column splice welds. d. Ultrasonically test all joints where the base metal is thicker than 1-1/2 inches, when subjected to through -thickness weld shrinkage strains. The joint shall be ultrasonically inspected for discontinuities directly behind such welds after joint completion. e. When ultrasonic indications arising from the weld root cannot be interpreted as either a weld defect or the backing strip itself, the backing strip shall be removed at the expense of the Contractor, and if no root defect is visible, the weld shall be re -tested. If no defect is indicated on this re -test, and no significant amount of weld metal has been removed, no further repair of welding is necessary. If a defect is indicated, it shall be repaired at no expense to the Owner. f. Perform Magnetic Particle (MP) tests of fillet welds larger than 5/16 inch. g. The inspector shall perform magnetic particle testing in accordance with ASTM E709 for any questionable welds. h. See Specification Section 05120, "Structural Steel," for additional test/quality control requirements. i. Exceptions: 1) When approved by the Owner and/or Architect and Structural Engineer, the rate of testing for ultrasonic testing of complete -penetration welds may be reduced in accordance with the following: a) The nondestructive testing rate for an individual welder or welding operator may be reduced to 25 percent, provided the reject rate is demonstrated to be 5 percent or less of the welds tested for the welder or welding operator. A sampling of at least 40 completed welds for a job shall be made for such reduction evaluation. Reject rate is defined as the number of welds containing rejectable defects divided by the number of welds completed. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS L QUALITY ASSURANCE SECTION 01450 - 9 b) For complete penetration groove welds on materials less than 5/16 inch thick, nondestructive testing is not required provided continuous inspection is provided. c) When approved by the building official, nondestructive ultrasonic testing may be performed in the shop of an AISC approved fabricator utilizing qualified test techniques in the employment of the fabricator 2) Other ultrasonic or magnetic particle testing may be reduced by approval of the Owner and/or Architect and Structural Engineer upon presentation of satisfactory documentation submitted by the contractor. 3) There shall be no exceptions to the testing requirements for the SFRS. 4. Bolting Requirements: All inspection shall conform to the requirements of the current edition of the "Specification for Structural Joints Using ASTM A325 or A490 Bolts." a. For connections using high—strength bolts installed using Load Indicating Washers, the Owner's testing agency need not be present during the entire installation and tightening operation, provided the Owner's testing agency provides the following: 1) Inspection of the surface and bolt type for conformance to plans and specifications prior to the start of bolting. 2) Verification of the minimum specified bolt tensions visually and by using the feeler gauge as "no go" inspection on a few bolts in each connection (10 percent or two bolts, whichever is greater). b. For connection using high—strength tension control bolts, the Owners Testing Agency need not be present during the entire installation and tightening operation, provided the Testing Agency provides the following: 1) Inspection of the surface and bolt type for conformance to plans and specifications prior to the start of bolting. 2) Visual inspection of 100 percent of the high-strength bolts for properly installed tension. 5. Miscellaneous Metal: Where miscellaneous angles, channels, studs, and similar shapes are detailed for support of major components of the work, the welds, bolts, and material are subject to the same testing requirement as other structural supporting members. E. Steel Decking 1. General: Periodic inspection shall be provided for field attachment of all steel roof and floor decking; check and verify attachment and location of all closures and accessories. 2. Welding Inspection: In addition to the specified operator qualifications, prior to each welder starting work on the job and periodically as the testing agency determines, each welder shall perform a weld test to demonstrate to the inspector his ability to produce a satisfactory weld. The weld test shall be as follows: a. Weld at least two samples of deck material to a base steel section simulating the framing with one weld each sample. Twist the deck sample with respect to the base until failure occurs. If the decking tears or if the welds shearing in torsion show the proper fusion area, the welds are satisfactory. b. Questionable welding of the permanent decking shall be checked by the inspector by suitable means, including ultrasonic methods, if applicable. F. Shear Stud Connectors 1. General: Special inspection shall be provided for the shop and field installation of all shear stud connectors in accordance with AWS D1.1. In addition, where the rejection rate for any welder exceeds 5 percent, each stud welded by that welder shall be struck 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS QUALITY ASSURANCE SECTION 01450 - 10 twice by a hammer with a force sufficient to indicate whether or not a quality weld has been obtained. This hammer test is in addition to the two 30 degree bend tests required by AWS D1.1. a. Visual inspection shall be done after ferrule removal. b. The inspector shall also check for plumbness, dimensions, and other requirement, including required stud layout patterns, and when welding is through steel deck, that fusion is complete between studs and underlying beams. c. Certification of the stud base qualification by manufacturer per AWS D1.1 shall be supplied to the inspector. G. Drill-In/Power-Driven Anchors 1. General: The testing agency shall verify procedures used for installation of all concrete anchors and monitor their installation for compliance with manufacturer's requirements. PART 2 PRODUCTS - NOT APPLICABLE PART 3 EXECUTION - NOT APPLICABLE END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS TEMPORARY FACILITIES AND CONTROLS SECTION 01500 - 1 PART 1 GENERAL 1.1 SUMMARY A. Section Includes: Requirements for temporary services and facilities, including utility services, construction and support facilities, Project security and protection. 1. Contractor may utilize Owner's Utility Services for the Work subject to requirements and limitations stated in the Contract Documents. 2. Supplemental Utility Services: Provided by Contractor where Owner furnished service does not comply with Project requirements, where capacity and location are not adequate for the Work and where conflicts occur with Owner's occupancy and progress of the Work. 3. Temporary Construction and Support Facilities: Provide as necessary and required for a safe, efficient, well -organized job site and ensure orderly progress of the Work. 4. Security and Protection: Provide as necessary to prevent unauthorized entry, loss, injury and hazardous conditions. 5. Construction Aids: Provide barricades, guardrails, scaffolding, bridging, shoring, stairs, lifts and similar devices as necessary. B. Use Charges: Paid by the Owner and shall not be a basis of claims for change -order nor increase in Contract amount. 1.2 SYSTEM DESCRIPTION A. Performance Requirements: Capacity, installation and operation of facilities shall provide safe, efficient, and sanitary conditions. Where Owner furnished services do not comply with required performance levels Contractor shall provide supplemental services, and as necessary for efficient performance of the Work. 1. Water: Supply and pressure adequate for construction processes, fire protection, sanitation, and plant maintenance. Provide potable drinking water and label all non - potable service. Sterilize piping prior to use. 2. Electricity: Install underground, unless otherwise required; provide automatic ground -fault interrupter for system circuits. 3. Illumination: Provide temporary lighting with local switching that provides adequate illumination for construction operations, observations, inspections, and traffic conditions. Provide lighting for security and protection without operating entire lighting system. 4. Heat and Ventilation: Provide for each stage of construction; maintain ambient temperature and other conditions as necessary to prevent damage to the Work and to permit proper performance of construction processes. 5. Conservation Plan: Establish to minimize consumption and avoid waste of utility services, and natural resources. Comply with Section 01745 for resource recovery and recycling. B. Sanitary Facilities: Weatherproof, conveniently located and adequate for use of all persons employed on the Project. Install self-contained toilet units or water and sewer connected temporary toilet facilities, as acceptable to Owner and authorities having jurisdiction. C. Provide most effective means available for containment of nuisances resulting from construction activities in existing structures adjacent and proximate to occupied areas. 1. Control dust and noise generated by construction activities; abate nuisances to level acceptable to Owner and to prevent disruption of Owner occupancy. 2705 MUSEUM OF FLIGHT 110707 PEDESTRIAN BRIDGE CONTRACT DOCUMENTS TEMPORARY FACILITIES AND CONTROLS SECTION 01500 - 2 2. Ventilation: Prevent migration of dust and odors resulting from construction activities. Provide temporary enclosure and other controls. , 3. Traffic Surface Protection: Provide as necessary and as directed to prevent damage to concrete, asphalt, and masonry pavements; walkways, drives and parking lots. Repair damaged surfaces at no expense to the Owner. D. Field Office: Insulated, weatherproof, and heated, with lockable doors and windows: standard prefabricated mobile units, or similar job -built construction suitable for Contractor's field supervision functions, meetings, and regular business operations. 1. Conference Room: Equipped and sized to accommodate Project meetings of size and type required, but not fewer than ten participants, with audio-visual and information technology support facilities as required. E. Project Identification: Framed with 2x lumber and supported by pressure treated 4x4 posts, MDO or exterior grade plywood, painted both sides, with exhibit lettering by professional sign painter, in colors selected by Architect. No other signs will be permitted on Project Site. 1. See drawing at the end of this Section for Project Sign. 1.3 SUBMITTALS A. When directed, for each temporary facility, provide information and drawings as necessary to fully document the subject components, services, construction aid and products. B. Quality Assurance: Copies of reports, permits, and documents required by authorities and necessary for operation of temporary facilities. 1.4 QUALITY ASSURANCE A. Regulatory Requirements: Comply with WISHA and OSHA construction workplace safety rules, requirements of State and municipal authorities, Utility Co. policies, and environmental protection regulations, for materials, equipment and installation and operating procedures. 1. Temporary Utilities: Comply with utility company's recommendations for materials and equipment. B. Standards: Comply with the requirements of NFPA Code 241, "Building Construction and Demolition Operations", the ANSI -A10 Series standards for "Safety Requirements for Construction and Demolition", and the NECA National Joint Guideline NJG-6 "Temporary Job Utilities and Services". 1. Refer to "Guidelines for Bid Conditions for Temporary Job Utilities and Services", as prepared jointly by AGC and ASC for industry recommendations. C. Inspections: Inspect and test each service before placing in use. Provide for required inspections and tests by governing authorities, and obtain certifications and permits required for use. 2705 MUSEUM OF FLIGHT 110707 PEDESTRIAN BRIDGE CONTRACT DOCUMENTS L Loki itL inti kir ami is TEMPORARY FACILITIES AND CONTROLS SECTION 01500 - 3 1.5 SEQUENCING AND SCHEDULING A. Temporary Facilities: Ready for use at each location when first needed; maintain, expand and modify facilities as needed, remove when no longer required or replaced by approved permanent facilities. 1. Permanent Utility Service: Use in -lieu -of temporary service at earliest time feasible, subject to Architect's approval. 2. Water Service: Potable and approved by local health authority. B. Service Interruption: Schedule times acceptable to utility, and Owner for connection of temporary service. Provide advance notice of service interruptions as required. PART 2 PRODUCTS 2.1 MATERIALS A. Materials and Equipment: Undamaged, in serviceable condition and suitable for use intended. Provide fire-resistant materials for construction within 50 ft. of building lines. 1. Use of recycled. and used materials for temporary construction is acceptable. 2. Wood: Fire -retardant treated material UL labeled Class "A". 3. Fire Extinguishers: Type ABC dry chemical sized and located for effective extinguishing of fires throughout the Project. B. Electrical Service: Comply with applicable NEMA, NECA and UL standards and governing regulations. 1. Voltage Differences: Identify with warning signs at other than 110-120 volt outlets. 2. Ground -Fault Protection: Provide on receptacle outlets. 3. Electrical Power Cords: Grounded with waterproof connectors; use "hard -service" cords where exposed to abrasion and traffic. 4. Light Fixtures: Capable of establishing ambient light levels sufficient for safe and efficient conduct of the Work and the Architect's observation. C. Fences: 11 gage galvanized chain link, six feet tall with 1.5 inch inside diameter galvanized steel line posts, 2.5 inch inside diameter corner posts, and lockable access gates for vehicles and personnel. D. Traffic Controls: Provide to comply with WSDOT regulations and standards as necessary for conduct of the Work. PART 3 EXECUTION 3.1 INSTALLATION A. Electric Power: Install in compliance with National Electric Code (NFPA 70). 1. Exposed Wiring: Install in rigid conduit and raceways on grade, floors, and where subject to damage and abuse. 2. Circuits: Overload -protected by disconnect switch at power distribution center. 2705 MUSEUM OF FLIGHT 110707 PEDESTRIAN BRIDGE CONTRACT DOCUMENTS TEMPORARY FACILITIES AND CONTROLS SECTION 01500 - 4 B. Telephones: Minimum of three stations (voice, fax and data), each on a separate line. 1. Provide facsimile machine on dedicated line. 2. Electronic Communication Service: Provide temporary electronic communication service, including electronic mail utilizing a DSL or other acceptable high-speed internet connection. C Heating Facilities: Thermostatically controlled, self-contained LP gas or fuel oil heaters or other acceptable type. Do not use open burning and salamander type heating units. 1. When necessary to provide suitable conditions for the Work, dehumidify tempered air. D. Temporary Enclosures: Protect the Work from exposure, to weather, and construction activities. Enclose areas where temporary heat is needed. Coordinate enclosures with construction processes, prevent dangerous conditions and effects. 3.2 TEMPORARY CONTROL A. Minimize potential for contamination of air, water and soil, and other undesirable affects occurring from performance of work. Provide general protection facilities, operate temporary facilities, conduct construction activities, and enforce strict discipline for personnel on Site. 1. Contractor shall provide remedial work necessary due to failure of pollution control measures, at no additional cost to the Owner. Provide necessary permits for pollution control activities. B. Contractor shall provide and maintain adequate and effective mufflers, sound barriers and controls for all construction equipment so that noise from this equipment can be controlled to satisfaction of Owner. Coordinate with Owner when construction work requires use of air hammers or other objectionable noisy equipment. 1. Avoid the use of tools and equipment that produce noise in excess of 90 decibels 6 feet away from operating source. Restrict the use of noise making tools and equipment to hours that will minimize nuisance to Owner and neighboring occupants and residents. 2. Avoid the use of equipment that may produce excessive vibration and shaking. C. Dust Control: Streets, roads and other routes used for construction traffic shall be treated to prevent air borne dust and to contain tracking of dirt and construction detritus. Dust prevention measures, both indoors and outdoors shall be continuous until Final Acceptance by Owner. 1. Provide interior dust control measures, such as temporary partitions, taping of air spaces at doors, maintenance of filters and protection of ducts, etc., as required to control dust. D. Water Control: Grade site to drain. Maintain the site, excavations and construction free of standing and running water. Provide, operate, and maintain pumping equipment. Provide water barriers and conveyances to control drainage. Prevent soil erosion and silting of storm water structures. 1. Erosion and Sediment Control: Plan and execute construction by methods of control surface drainage waste disposal areas. Prevent erosion and sedimentation from excavation, cut -and -fill, and spoils. Minimize time and extent of soil exposure, and angle of repose for stockpiled material. 2705 MUSEUM OF FLIGHT 110707 PEDESTRIAN BRIDGE CONTRACT DOCUMENTS TEMPORARY FACILITIES AND CONTROLS SECTION 01500 - 5 2. Construct fill and waste areas by selective placement to avoid erosive surface silts or clays. 3. Periodically inspect earthwork to detect evidence of erosion and sedimentation; promptly apply corrective measures. E. Temporary Roads and Paving: Locate as required for permanent facilities for similar uses. Obtain Architect's approval of modifications to permanent paving requirements desired to accommodate temporary paving. 1. Extend and relocate as Work progress requires. Provide detours necessary for unimpeded traffic flow. 2. Provide and maintain access for emergency vehicles and services . 3. Paving: Adequately support loads and conditions of service anticipated during the construction period. F. Circulation and Vertical Conveyance: Provide for efficient movement of materials and personnel; include operating personnel where required. Make hoisting equipment available to all trades and lower tier contractors as necessary for efficient conduct of the Work 3.3 TEMPORARY FIRE PROTECTION A. Until fire protection needs may be fulfilled by permanent facilities, install and maintain temporary fire protection facilities of types needed to adequately protect against reasonably predictable and controllable fire losses. 1. Comply with applicable recommendations of NFPA Standard 10 "Standard for Portable Fire Extinguishers". 2. Locate fire extinguishers of type and size appropriate to area of coverage and range of hazards present. Locate where most convenient, visible and effective for their intended purpose. Provide a minimum of two extinguishers on each floor, one in a general Work area, and one at primary stair or vertical access. 3. Store combustible materials in containers in recognized fire -safe areas. 4. Maintain unobstructed access to fire extinguishers, fire hydrants, temporary fire protection facilities, stairways and other access routes for fighting fires. 5. Contractor shall ensure that contractor's employees are familiar with OWNERS' fire procedures and location of fire hydrants and extinguishers in adjacent parts of buildings or areas near construction area. B. Where temporary water outlets are available, provide hoses of sufficient length to reach construction areas. Hang hoses with warning sight to effect that hoses are for fire protection purposes and are not to be removed. Match hose sizes with outlet sizes and equip with suitable nozzles. C. Implement and supervise an overall fire prevention and fire protection program. 1. Instruct personnel in methods and procedures of program; post warnings and information, and enforce strict discipline. 2. Review needs with local fire department officials and establish procedures to be followed. 3. Maintain unobstructed access to extinguishers, fire hydrants, temporary fire hydrants, temporary fire protection facilities, stairways and other access routes for fighting fires. 4. Prohibit smoking on the Project site. 5. Provide extraordinary supervision of welding operations, combustion type temporary heating units, and similar sources of ignition for possible fires. 2705 MUSEUM OF FLIGHT 110707 PEDESTRIAN BRIDGE CONTRACT DOCUMENTS TEMPORARY FACILITIES AND CONTROLS SECTION 01500 - 6 6. Submission and approval of Hot Work Permits prior to commencing work. 3.4 SECURITY AND PROTECTION FACILITIES A. Security: Provide security and facilities to protect Work, existing facilities, and Owner's operations from unauthorized entry, vandalism, or theft. 1. Coordinate with Owner's security program. 2. Maintain security program continuously throughout Project, until Owner occupancy, or Owner acceptance precludes need for security program. Provide control of all persons or vehicles leaving and entering Project Site, and maintain log of visitors. Owner will provide control and coordination of deliveries and vehicles related to Owner's existing operations. B. Barricades, Warning Signs and Lights: Comply with recognized standards and code requirements for the erection of substantial, structurally adequate barricades to prevent accidents and losses. Paint with appropriate colors, graphics and warning signs to inform personnel at the site and the public, of the hazard being protected against. Provide lighting where appropriate and needed, including flashing lights. C. Enclosure Fence: Install when excavation or other substantial elements of the Work begin. Enclose entire site or portions indicated. Provide fence with controlled access points and other features as necessary to secure the Site. 1. Provide vision proof enclosure as necessary to prevent attractive nuisance or other hazard due to the Work. D. Sidewalk Bridge and Walkway: For safe passage of persons along the walkway. Coordinate with project entrance gates and other facilities. Comply with governing regulations and requests of governing authorities. 1. Bridge: Heavy scaffold or shoring type framing, waterproofed heavy wood plank overhead decking, protective plywood enclosure walls, handrails, barricades, warning signs, lights, safe and well -drained walkways and similar provisions for protection and safe passage. Paint and maintain the facility in a manner acceptable to the Owner and the Architect. 2. Construct the back wall to serve as the project enclosure fence. Extend the framed plywood back wall beyond the bridge structure, as needed, to complete the enclosure fence. E. Security Enclosure and Lockup: In addition to site enclosure, provide as necessary for interior work areas and within existing building. Substantial and durable general temporary enclosure. Provide lockable entrances adequate to prevent unauthorized entrance, vandalism, theft and similar deleterious effects and violations of project security. 1. Storage: A secure lockup, enforce strict discipline in connection with the timing of installation and release of materials, so that the opportunity for theft and vandalism is minimized. 3.5 OPERATION, MAINTENANCE, TERMINATION AND REMOVAL A. Operate and maintain temporary facilities in good condition. Protect from damage by freezing temperatures and similar elements due to weather, construction activities and vandalism. 2705 MUSEUM OF FLIGHT 110707 PEDESTRIAN BRIDGE CONTRACT DOCUMENTS Wow L I- TEMPORARY FACILITIES AND CONTROLS SECTION 01500 - 7 B. Temporary facilities are property of the Contractor: Remove when no longer needed, unless otherwise directed. Owner reserves the right to take possession of Project sign. 1. At substantial completion, clean and renovate permanent services and facilities that have been used to provide temporary services and facilities during the construction period, including but not limited to the following: a. Replace air filters and clean the inside of ductwork and housings. b. Replace significantly worn parts and parts that have been subject to unusual operating conditions. c. Replace lamps in the lighting system that are burned out or noticeably dimmed by substantial hours of use. 3.6 CLEANING AND PROTECTION A. Maintain Work in progress in a clean and orderly fashion on the basis of continuous maintenance. Protect Work in progress and adjoining work as necessary to ensure it is without damage nor deterioration at time of final acceptance. 1. Clean and perform maintenance on installed work as frequently as necessary through the remainder of the construction period. Adjust and lubricate operable components to ensure operability without damaging effects. B. Waste Material and Rubbish: Collect and dispose of daily. Do not permit waste to accumulate except when collected into containers specifically designed to safely contain waste. Handle hazardous and unsanitary waste separately. Dispose of waste material in a lawful manner. 1. Collected Waste: Not held on site longer than 5 days. 2. Disposal on the site is not acceptable. C. Protection: Provide to prevent exposure of completed Work, and Work in progress, from damage, harm, and deterioration at all times. 1. Protect installed Work and provide special protection where specified in individual Specification Sections. 2. Provide temporary and removable protection for installed Products. Control activity in immediate work area to minimize damage. 3. Provide protective coverings at walls, projections, jambs, sills, and soffits of openings 4. Protect finished floors, stairs, and other surfaces from traffic, dirt, wear, damage or movement of heavy objects by protecting with durable sheet materials. 5. Prohibit traffic or storage upon waterproofed or roofed surfaces. If traffic or activity is necessary, obtain recommendations for protection from waterproofing or roofing material manufacturer. 6. Prohibit traffic from landscaped areas 7. Restore surfaces of existing building to original condition where damaged due to work of this Contract or due to insufficient protection. D. Damage to Underground Site Improvements Due to Construction Activities: Contractor's responsibility to repair or compensate the Owner, as acceptable to the Owner; unless otherwise provided for in the Contract Documents. END OF SECTION 2705 MUSEUM OF FLIGHT 110707 PEDESTRIAN BRIDGE CONTRACT DOCUMENTS TEMPORARY EROSION AND SECTION 01570 - 1 SEDIMENTATION CONTROL PART 1 GENERAL 1.1 SUMMARY A. Section includes: Requirements for work and materials to minimize erosion from disturbed areas and construct facilities for treating storm water runoff during construction. B. Related sections: Section 02301 "Earthwork for Structures and Pavements" for construction entrance materials. 1.2 REFERENCES A. The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by the basic designation only. B. American Society for Testing and Materials (ASTM): 1. ASTM D 4397: (1991) Polyethylene Sheeting for Construction, Industrial and Agricultural Applications C. Environmental Protection Agency (EPA): 1. TM -180: (1987) Test Method for Turbidity D. City of Tukwila (COT): 1. Development Guidelines and Design and Construction Standards 1.3 SUBMITTALS A. Submit the following in accordance with Section 01330, "Submittals." 1. Submit manufacturer's catalog cuts for erosion control filter fabric, catch basin inserts, and sedimentation barrier. PART 2 PRODUCTS 2.1 EROSION CONTROL FILTER FABRIC A. Mirafi 100X or approved equal. 2.2 POLYETHYLENE SHEETING A. ASTM D 4397, translucent, 6 mil thickness. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS TEMPORARY EROSION AND SECTION 01570 - 2 SEDIMENTATION CONTROL 2.3 STRAW MULCH A. All straw mulch material shall be in an air dried condition free of noxious weeds and other materials detrimental to plant life. Straw shall be seasoned before bailing or loading. Straw mulch so provided shall be suitable for spreading with mulch blower equipment. 2.4 CATCH BASIN INSERTS A. Streamguard catch basin insert #3003, Advanced Environmental Solutions Stream Sentry Dirttrap or approved equal. 2.5 SEDIMENTATION BARRIER A. Barrier shall be a straw -filled tube of flexible netting material (wattle) exhibiting the following properties. It shall be a machine -produced tube of compacted rice straw that is Certified Weed Free Forage, by a manufacturer whose principal business is wattle manufacturing. The netting shall consist of seamless, high-density polyethylene and ethyl vinyl acetate and contain ultraviolet inhibitors. Lightweight rolled erosion control straw or wood fiber blankets rolled up to create a wattle -type device shall not be allowed under this specification. PART 3 EXECUTION 3.1 GENERAL A. During construction the runoff of storm water flows shall be controlled and treated to minimize water quality impacts. The methods of clearing, dewatering, excavation and stockpiling materials shall provide for preventive measure to control silting and erosion, and to intercept and settle any runoff of turbid waters. Any downstream damage due to the failure by the contractor to fulfill these requirements will become the contractor's liability. B. Temporary erosion and sedimentation control are the Contractor's responsibility throughout the duration of the contract. The means and methods shown on the drawings and included in the specifications represent only minimum contract requirements and are not intended to represent a complete and comprehensive plan. It is the responsibility of the Contractor to maintain all erosion and sedimentation control systems to meet all requirements of this contract and all requirements of permitting and regulatory agencies. 1. Any additions, improvements or changes to erosion control systems shall be designed in accordance with the City of Tukwila and all other relevant regulations and design standards, and shall be submitted for the Architect's approval. 3.2 INSTALLATION OF CATCH BASIN INSERTS A. Install according to details and at locations shown on the drawings. B. Install prior to commencement of any clearing and grubbing work. 3.3 INSTALLATION OF SEDIMENTATION BARRIER A. Install as indicated and at locations shown on the drawings. B. Install prior to commencement of any clearing and grubbing work. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS TEMPORARY EROSION AND SECTION 01570 - 3 SEDIMENTATION CONTROL 3.4 PROTECTION OF EXPOSED SURFACES A. Protect newly graded areas from traffic, erosion, and settlements that may occur after clearing, installation of control measures, stockpiling, or excavation until hydroseeding and planting for permanent erosion control can be installed or until indicated on the contract schedule. Repair or reestablish damaged grades, elevations, or slopes. All exposed earth surfaces with a slope of 2:1 or steeper shall be protected from inclement weather by hydroseeding or with polyethylene sheeting staked to the ground as indicated. Individual polyethylene sheeting shall be overlapped a minimum of 1'-6" at the adjacent sheets. Exposed earth surfaces, with slopes flatter than 2:1 shall be protected from erosion with straw mulch spread over areas where concentrated surface water runoff is anticipated. No exposed, stripped soils shall remain unstabilized, unprotected, or uncovered for more than two days from October 1 to April 30, or more than 21 days from May 1 to September 30. 3.5 MAINTENANCE OF EROSION AND SEDIMENTATION CONTROL SYSTEMS A. The Contractor shall maintain, repair and replace all erosion and sediment control devices such as flow-through straw bales, silt fences, and sedimentation pond such that the system is in good working condition for the duration of the contract. END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS L bee it PRODUCT REQUIREMENTS SECTION 01600 - 1 PART 1 GENERAL 1.1 SUMMARY A. Section includes requirements for general control of product, material, equipment, and substitution requests. 1.2 DEFINITIONS A. Products Including "materials", "equipment', "system" and terms of similar intent: Items to be incorporated in to the Work, regardless of whether specifically purchased for the Project or taken from the Contractor's stock. B. Named Products: Identified by use of the manufacturer's name, make, or model designation, current as of the date of the Contract Documents. C. Materials: commodities and products that must be substantially cut, shaped, worked, mixed, finished and otherwise processed for incorporation into the Work. D. Equipment: A product with operational parts, whether motorized or manually operated, or requiring service connections. E. Method: Specific entity (including installers and subcontractors), technique, or sequence required by the Contract Documents. F. Substitutions: Contractor's requests for changes in the products, materials, equipment and methods of construction required by the Contract Documents. Unless otherwise required the Contractor's determination of and compliance with governing regulations and orders by authorities are "substitutions" and are not a basis for change orders. 1. The following are not considered substitutions. a. Revisions to the Contract requested by the Owner or Architect. b. Substitutions accepted prior to the Contract Date, and included in the contract documents by addendum. c. Contractor Option where specific manufacturer and product are listed. Where only a manufacturer is listed provide a substitution request for the product of the listed manufacturer submitted in lieu of the specified product when requested by the Architect. 1.3 SUBMITTALS A. Substitution Request Submittal: Identify the product, fabrication, or method to be replaced by the substitution; include related specification section and drawing numbers. Include the following: 1. Complete product data, drawings and descriptions of products, and fabrication and installation procedures. 2. Samples where applicable or requested. 3. Detailed comparison of the proposed substitution with the work originally specified, including size, weight, durability, performance and visual effect. 4. Complete coordination information, and changes required in the Work to accommodate the substitution, including work performed by the Owner and separate Contractors. 5. Indicate effect substitution will have on the work schedule in comparison to the schedule without approval of the proposed substitution. 2705 MUSEUM OF FLIGHT 110707 PEDESTRIAN BRIDGE CONTRACT DOCUMENTS PRODUCT REQUIREMENTS SECTION 01600 - 2 6. Provide complete cost information, including a proposal of the net change, if any in the Contract Sum. 7. Contractor certification that the proposed substitution will result in work that is equal -to or better than the work required by the Contract documents, and that it will perform adequately in the application indicated. 8. Contractor's waiver of rights to additional payment or time, which may subsequently be necessary because of the failure of the substitution to perform adequately. B. Substitution Request Form: Attached to this Section. 1. Acceptance of Substitutions During Bidding: By Addendum. 2. Acceptance of Substitutions After Contract is Signed: By Change Order. 1.4 QUALITY ASSURANCE A. Source Limitations: Provide products of the same generic kind, from a single source, for each unit of work. B. Assembled Products and Constituent Components: Current production by manufacturers regularly engaged in the manufacture of such items. When two or more of the same units are required, they shall be products of one manufacturer. Manufacturer of equipment assemblies, which includes components made by others, shall assume complete responsibility for the final assembled unit. 1. Constituent Parts: Compatible with each other and with the total assembly for the intended service. Like parts shall be product of a single manufacturer. C. Compatibility of Products and Materials: Essential requirement for the incorporation of every product and material in to the Work. Each product and material selected for use in the Work must be compatible with other products previously selected and suitable for the specific application. Universal compatibility between specified products and materials and alternative and substituted products and materials is not assured by the Contract documents, but must be provided by the Contractor. 1.5 DELIVERY, STORAGE, AND HANDLING A. Deliver, store, and handle products in accordance with manufacturer's recommendations, and standards referenced in individual Sections. Maintain fitness for intended application; prevent loss, theft, damage, contamination, deterioration, and overcrowding of Project. Minimize on- site storage period, especially for items known or recognized to be flammable, hazardous, and easily damaged. 1. Ferrous and Galvanized Metal Products: Keep dry, off of the ground, covered with tarpaulins; provide for ventilation and escape of water vapor. Prevent wet storage stain. B. Deliver products to the site in the manufacturer's sealed container or other protective packaging complete with labels, tags, and instructions for handling, storing, unpacking, protecting and installing. C. Store products at the site in a manner that will facilitate inspection and measurement of quantity or counting of units. Avoid concentrated loads that could endanger supporting construction. Avoid extremes of temperature and humidity. 2705 MUSEUM OF FLIGHT 110707 PEDESTRIAN BRIDGE CONTRACT DOCUMENTS PRODUCT REQUIREMENTS SECTION 01600 - 3 PART 2 PRODUCTS 2.1 MATERIALS AND MANUFACTURED UNITS A. Products: New, Undamaged, comply with Contract requirements, and complete with all accessories, trim, finish, safety guards, devices and details necessary for a complete installation. 1. Provide products used successfully in similar conditions of service on other projects. 2. Replacement Parts and Product: Certified by Manufacturer as being readily available to Owner at a later date. B. Individual Requirements for Products and Manufacturers: Included in the Contract Documents, when conflicting requirements are discovered, obtain Architect's clarification before proceeding. 1. Visual Matching: Determined by the Architect; request substitution where product is not available that matches the sample satisfactorily and complies with other requirements. C. Manufacturer's Nameplate and Trademarks, do not attach or imprint on surfaces of products exposed to view in occupied spaces nor on the exterior of the completed project, except as required for labels and operating data. 1. Required Labels: Where required for observation after installation, locate on inconspicuous, accessible surface or otherwise conceal. 2. Permanent Equipment Nameplates: Provide on inconspicuous, accessible surface of each item of service -connected and power operated equipment. Include the following and essential operating data. a. Manufacturer and Product Names. b. Model and Serial Number. c. Capacities and Ratings. 2.2 SUBSTITUTIONS ire A. Contractor's submittal of and the Architect's acceptance of shop drawings, product data or samples which relate to work not complying with requirements of the contract documents, does not constitute an acceptable request, nor approval, for a substitution. Ver B. Contractor's request for substitution will be received and considered when extensive revisions to the contract documents are not required, when the proposed changes are in keeping with the general intent of the contract documents, when the request is timely, fully documented and ""' properly submitted, and when one or more of the following conditions is satisfied, all as judged by the Architect; otherwise the requests will be returned without action except to record non- compliance with these requirements. u 1. Request is received ten days prior to bid opening, except as otherwise permitted in this Section. 2. Specified product or method cannot be provided within the Contract time except as a lbw result of the Contractor's failure to pursue the work promptly and to coordinate the various activities properly. 3. Specified product or method cannot receive necessary approval by a governing authority, and the requested substitution can be approved. 4. Substantial advantage is offered the Owner, in terms of cost, time, energy conservation or other considerations of merit, after deducting offsetting responsibilities the Owner may be 2705 MUSEUM OF FLIGHT 110707 PEDESTRIAN BRIDGE CONTRACT DOCUMENTS PRODUCT REQUIREMENTS SECTION 01600 - 4 required to bear, including additional compensation to the Architect for redesign and evaluation services, increased cost of other work by the Owner or separate contractors, and similar considerations. 5. Specified product or method cannot be provided, and coordinated in a manner which is compatible with other materials of the work, and where the Contractor certifies that the substitution will overcome the incompatibility. 6. The Architect will consider a request for substitution when the specified product or method is not available with the special warranty required for the Project and where the Contractor certifies that their proposed substitution will be warranted as required. PART 3 EXECUTION 3.1 INSTALLATION A. Except as otherwise indicated in individual sections of these specifications, comply with the manufacturer's instructions and recommendations for installation of the products in the applications indicated. Anchor each product securely in place, accurately located and aligned with other work. Clean exposed surfaces and protect surfaces as necessary to ensure freedom from damage and deterioration at time of acceptance. 1. Protect installed Work, including Owner furnished Contractor installed components and Owner installed work, from damage due to construction activities. B. Installer's Inspection of Conditions: Require the Installer of each major unit of work to inspect the substrate to receive work and conditions under which the work is to be performed. The Installer shall report all unsatisfactory conditions in writing to the Contractor. Do not proceed with the work until unsatisfactory conditions have been corrected in a manner acceptable to the Installer. C. Inspect each item of materials and equipment immediately prior to installation. Reject damaged and defective items. END OF SECTION 2705 MUSEUM OF FLIGHT 110707 PEDESTRIAN BRIDGE CONTRACT DOCUMENTS Iwo Ire L r. 1�. SUBSTITUTION REQUEST TO: PRODUCT REQUIREMENTS SECTION 01600 - 5 The Construction Specifications Institute Northwest Region PROJECT: SPECIFIED ITEM: Section Page Article & paragraph Description im• PROPOSED SUBSTITUTION: Yr: Attached data includes product description, specifications, drawings, photographs, performance and test data adequate for evaluation of request including identifying applicable data portions. Attached data also includes description of changes to Contract Documents and proposed substitution required for its proper installation. Undersigned certifies following items, unless modified by attachments, are correct: 1. Proposed substitution does not affect dimensions shown on drawings. 2. Undersigned pays for changes to building design, including engineering design, detailing, and construction costs caused by proposed substitution. 3. Proposed substitution has no adverse effect on other trades, construction schedule, or specified warranty requirements. 4. Maintenance and service parts available locally or readily obtainable for proposed substitution. Undersigned further certifies and guarantees that function, appearance, and quality of proposed substitution are equivalent or superior to specified item. Undersigned agrees, if this page is reproduced, terms and conditions for substitutions found in Bidding Documents apply to this proposed substitution. Submitted by: Name (Print) General Contractor (if after award of Contract) +Y- Signature Firm Name Address tar City, State, Zip YO re Date Telephone Fax Attachments: For use by NE ❑ Approved ❑ Not Approved 0 0 Approved as noted Received too late By Date Remarks 2705 MUSEUM OF FLIGHT 110707 PEDESTRIAN BRIDGE CONTRACT DOCUMENTS L. DELEGATED DESIGN REQUIREMENTS SECTION 01615 - 1 PART 1 GENERAL 1.1 SUMMARY A. For certain components of the Work of the Contract the Contractor is required to provide professional engineering design and obtain necessary approval of regulatory agencies. The Contractor shall be responsible for the design, calculations, submittals, and permits, for these Delegated Design components. The Contractor is responsible to submit all Delegated Design documents required for approval by regulatory agencies for each Delegated Design item. B. Architect's Review of Submittals: For compliance with design intent and shall neither lessen nor shift the responsibility from the Contractor, or their lower tier contractor, to the Owner or the Architect. The Owner shall not be responsible to neither pay for costs nor damages due to failure by the Contractor to coordinate delegated design work with the work of the Project. C. Follow the requirements of the Authority Having Jurisdiction over the Work current at the time of submission. The Contractor is responsible to coordinate and submit all material required by the AHJ, so review and processing of submittals and permits will not adversely affect the construction schedule. Each Delegated Design item requiring review by the AHJ must be provided by the Contractor and all fees and costs associated therewith shall be the Contractor's responsibility at no additional cost to the Owner. D. Components of the Work to which delegated design requirements apply: As required in individual technical Sections of the specifications. 1.2 DEFINITIONS A. Delegated Design Work: Design services and certifications provided by a Professional Engineer registered as such in the State where the Project is located related to systems, materials or equipment required for the Work to satisfy design and performance criteria established by the Contract Documents. Delegated Design does not include professional services the Contractor needs to fulfill their responsibilities under the Contract including but not limited to construction means, methods and sequence. B. Seal: Certification that builder design plans, computations and specifications were designed and prepared under the direct supervision of the Architect or Engineer whose name appears thereon. C. Approval Stamp: Certification obtained by the Contractor that the Building Official has reviewed a submittal, and finds it acceptable with respect to applicable regulatory requirements. 1.3 DESIGN REQUIREMENTS A. The Contract Documents indicate the general configuration and the appearance required for the completed work. Details of all conditions are not shown; final resolution of details shall be the responsibility of the Contractor such that the completed installation is durable and complies with the design and performance requirements. Deviations from assembly details indicated shall not alter the appearance of the completed work as determined by the Architect. Complete design of a given assembly including but not limited to modifications to standard components shall be considered within the scope required by the Contract and shall not be used as a basis for Claims or modification to the Contract. 0000 PROJECT IDENTITY 000000 ITS ONLY A PHASE DELEGATED DESIGN REQUIREMENTS SECTION 01615 - 2 B. Components and assemblies included in the Delegated Design work that are subject to imposed loads due to gravity, seismic event, wind, or thermal differential shall be engineered by the Contractor to accommodate and resolve each load condition with damage occurring neither to the assembly nor any abutting or adjacent assemblies. Delegated Design work shall conform to the requirements of the 2003 International Building Code with State amendments and directives of Authorities having jurisdiction over the Work. 1. Differential Movement, Expansion, and Contraction: Accommodated to provide optimal performance; prevent stress and deformation of components due thermal differentials. C. Assemblies forming the exterior cladding and enclosure of the building shall function in concert with other components of the total building envelope to provide a contiguous, weather -tight, thermally efficient enclosure. Provide air -barrier, insulation, flashing and other components for each assembly; as a minimum each assembly and the overall integrated exterior enclosure shall achieve the following. tin 1. Provide thermal efficiency by resisting heat loss and heat gain within the specified performance criteria. 2. Prevent migration of air through the assembly except as controlled by window and door apertures. 3. Effectively control and collect water within the assembly and drain it to the building exterior. Provide for control of water regardless of the source, whether due to environmental conditions, condensation, migration of water from other assemblies or other sources. 4. Integrate water control features within each cladding assembly and with all other types of cladding so as to establish an effective, contiguous system throughout the exterior envelope of the building. D. Coordinate cladding assemblies with supporting building structure and attachments to accommodate deviations due to the combination of allowed fabrication and erection tolerances. The Contractor shall identify interferences resulting from the maximum range and engineer these on the submitted anchorage shop drawings and finished shop drawings for the system. 1. Accommodate standard industry dimensional tolerances for building frame and other adjacent construction and comply with specified tolerance where they are more restrictive. E. Unless otherwise required exterior cladding shall be a pressure -equalized rain -screen cavity design and shall incorporate a weather -resistant air barrier. In certain locations the air barrier shall also serve as a barrier to the transmission of water vapor, otherwise the air barrier shall allow the passage of water vapor through it at a specified rate. Size and configure compartments within rain -screen assemblies to ensure pressure within any compartment is equal to the exterior condition at all times, provide ventilation and drainage of compartments to ensure pressure equalization and allow the controlled drainage of water entering or occurring within the cavity assembly. F. Welds : Conform to AWS Code for Gas and Arc welding in building construction and AWS D1.1 with welding procedure specifications complying with the parameters of the filler -metal manufacturer. 0000 PROJECT IDENTITY ITS ONLY A PHASE 000000 Iwo U DELEGATED DESIGN REQUIREMENTS SECTION 01615 - 3 1.4 PERFORMANCE REQUIREMENTS A. Live Load Criteria: In addition to compliance with General Notes on S001, S002, and S003 for Snow, Wind and Seismic Loads comply with the following. 1. Roof: 40 pounds per square foot. 2. Floor: 100 pounds per square foot, except 125 PSF at mechanical floors. B. Gravity Loads and Climate Conditions: Meet requirements of IBC 2003 with Washington amendments, and accommodate dead weight of cladding materials and all connecting materials. i• C. Wind: Meet requirements of IBC 2003 based on 85 mph basic wind speed and exposure B, importance Factor, IW = 1.15 D. Building Cladding: Design to 2003 IBC with Washington amendments; minimum 29 pound per square foot positive and negative pressures, except 29 psf positive and 47 psf negative pressure at corners and areas of discontinuity. E. Seismic: Comply with IBC Chapter 16 requirements utilizing Project specific criteria for Use Group, Design Category, Building Configuration and Site Classification. isr E. Seismic: Comply with IBC Seismic Use Group III and Design Category D requirements and following. 1. S8= 1.46 2. SI = 0.485 3. Site Class C 4. SDS = 0.973 5. SDI = 0.425 6. IE = 1.5 F. Lateral Horizontal Story Drift: Cladding assemblies including supports and connections shall allow primary structure and attached cladding to undergo lateral deflections relative to any adjacent story and accommodate movement of differential movement of adjacent assemblies. 1. Below floor level one: Accommodate 1.0 inch Story Drift, with no damage for 0.5 inch Story Drift. 2. Above floor level one: Accommodate 1.5 inch Story Drift, with no damage for 0.75 inch Story Drift. G. Thermal Cycle: Accommodate movement and stress imparted by a temperature differential of 120 degrees F, from 20 to 140 degrees F. D. Deflection Limit: Not to exceed 0.375 inch nor greater than the length of span divided by 360 l / 360 ) except l / 600 for components supporting masonry veneer. In no case shall deflection be sufficient to cause permanent set, cracking or other damage to a given component and assemblies adjacent to or connect to it. 1.5 SUBMITTALS 0000 PROJECT IDENTITY ITS ONLY A PHASE 000000 DELEGATED DESIGN REQUIREMENTS SECTION 01615 - 4 A. Document compliance with design and performance requirements. Provide calculations, details, fabrication and assembly information, and demonstrate coordination with supporting work and other components to be integrated into Delegated Design Assemblies. Submittals required to be prepared under the control of the Delegated Design Engineer shall bear the professional stamped and signature of the responsible design professional. B. Submittals not stamped and signed by the Delegated Design Engineer, incomplete submittals, and submittals that have not been reviewed by the Contractor will not be reviewed by the Architect. C. Delegated Design Summary Sheet: List entities to whom the Contractor has delegated Delegated Design responsibilities and the registered engineers' name and contact information. D. Delegated Design Documents: Prepared under the direct supervision and control of the Delegated Design Engineer for the subject work, who shall stamp and sign drawings, calculations and other documentation as required. Provide all documentation necessary for complete and concise documentation for the Delegated Design work. Show all members, dimensions, connections, materials used. Indicate how the component or assembly is attached to the main structure, reactions associated with those connections. 1. Shop drawings and erection drawings are not acceptable as Delegated Design drawings. E. Two sets of calculations including criteria, design assumptions, substantiating computations and such additional data sufficient to show the correctness of the documentation and compliance with the International Building Code with State amendments and other regulations. F. Pressure -equalized Rain Screen Assemblies: Provide diagram of pressure equalized compartments and tabulation of pressure differential on the face of the panel system at the center of each compartment. 1.6 QUALITY ASSURANCE A. Delegated Design Submittals: Approved by Regulatory Authorities and the Architect prior to starting fabrication of the work regardless of whether a building permit has been previously issued. B. Where the Contractor is required to provide services of a licensed design professional the Contract Documents will establish design and performance criteria the work must satisfy. The Owner and the Architect shall be entitled to rely upon the adequacy, accuracy and completeness of the services provided as demonstrated by the stamp and signature of the design professional providing the service. C. Except for field quality assurance testing specified to be performed by the Owner, provide laboratory and field tests to establish performance characteristics of Delegated Design work at no additional Cost to the Owner. PART 2 Products - Not Used PART 3 EXECUTION 0000 PROJECT IDENTITY ITS ONLY A PHASE 000000 DELEGATED DESIGN REQUIREMENTS SECTION 01615 - 5 3.1 SCHEDULE A. The following Sections contain requirements for Delegated Design components. 1. Section 05400 Cold Formed Metal Framing 2. Section 05505 Metal Fabrications 3. Section 05810 Exterior Movement Joints 4. Section 07445 Terra Cotta Cladding 5. Section 07460 Metal Cladding 6. Section 07465 Wood Cladding 6. Section 08410 Aluminum Framing for Entrances and Windows 7. Section 08630 Metal Framed Skylights 8. Section 08810 Glass and Glazing 9. Section 08920 Glazed Aluminum Curtainwall A. In addition to requirements for seismic bracing of mechanical, plumbing, and electrical items, and equipment shall be braced against movement and over- turning due to seismic forces to comply with requirements of CBC Section 1632 and the Horizontal Force Factors in Section 1632.2 and Table 16-0. The Contractor shall design and provide seismic bracing and otherwise secure each item the displacement of which could create a life safety hazard either by direct injury or indirectly by blocking exit paths or creating other hazards. Such items include but are not necessarily limited to the following. 1. 2. Architectural Woodwork, casework, and similar items mounted to walls and weighing more than 20 pounds. 3. Free standing and supported Architectural Woodwork, shelving, casework, and similar items taller than 6 feet. 4. Appliances such as refrigerators, freezer and countertop items. END OF SECTION 0000 PROJECT IDENTITY 000000 ITS ONLY A PHASE FIELD ENGINEERING SECTION 01725 - 1 PART 1 GENERAL 1.1 SUMMARY A. Section Includes requirements for survey and layout of construction control points and elevations as necessary to establish site dimensions and reference grids. 1.2 SUBMITTALS A. Submittals: 1. Survey Notes: Submit two copies of survey notes to Architect prior to finalizing survey. B. Record Document Survey: Show the significant features that have resulted from construction of the project. Include on control points established for the location of the Work, elevations and grade. 1. Submit one ink-on-mylar original, and one computer disk in a digital format acceptable to the Owner. 1.3 QUALITY ASSURANCE A. Qualifications: Land Surveyor or Professional Engineer experienced and specializing in land survey work, and registered in the State of Washington to perform Work of this section. PART 2 PRODUCTS 2.1 MATERIALS A. Stakes: Stakes shall have the following minimum nominal dimensions. Hubs shall be 2 by 2 by 8 inches. Grade, reference, slope, and other stakes shall be 1 by 2 by 18 inches. Lath shall be 3/8" x 2" x 4" feet. Other dimensions and materials may be used, such as steel reinforcing bars and metal pins. The top two inches of all slope, grade, reference, clearing and structure stakes shall be painted and marked with plastic flagging. B. Marking Stakes: All stakes shall be legibly marked with a stake pencil that leaves an imprint. PART 3 EXECUTION 3.1 EXAMINATION A. Verification of Conditions: Verify information contained in the Contract Documents against field conditions, existing benchmarks and other relevant features prior to laying out the Work. Locate benchmarks and establish a minimum of three permanent control points; record locations with vertical and horizontal data. B. Differences found between the horizontal or vertical alignment data shown on the Drawings and the alignment observed on the ground that could affect the Work shall be referred to the Architect. Staking of these areas shall be deferred until these differences are reconciled. 2705 MUSEUM OF FLIGHT 110707 PEDESTRIAN BRIDGE CONTRACT DOCUMENTS FIELD ENGINEERING SECTION 01725 - 2 C. Location of Existing Utilities and Improvements: Verify locations in field. Location indicated on drawings is approximate and may differ from actual location. Not all utilities present on the or near the site are necessarily shown. D. Comply with Washington Regulation RCW 19 and Chapter 19.122 and procedures of the Washington Utilities Coordinating Council. Notify all utility companies and request line locations prior to start of the Work. 1. Notify the utility and the Architect upon discovery of uncharted utilities and provide complete information of service type, ownership and location. 2. When interruption of utility service is required for the Work, the Contractor shall be responsible for temporary services and protection of work to remain. 3. The Contractor shall be responsible for all losses and expense incurred due to utility damage and unscheduled interruption resulting from the Work. 3.2 PERFORMANCE A. Working from the lines and levels documented by the Owner's property survey, establish and maintain bench marks and points to set locations, lines and levels for the Work as needed to properly place each element of the Project. Calculate and measure required dimensions as shown within recognized tolerances. Do not scale dimensions from drawings. Advise lower tier contractors of Project locations, lines and levels established for their use. 1. Record locations and elevations of adjoining structures, pavements, and improvements, monitor for settlement, displacement and other conditions that might be construed as damage incidental to Work. B. Before proceeding with the layout of actual work, verify the layout information shown on the drawings in relation to the property survey and existing benchmarks. As work proceeds, check every major element for line, level and plumb. Maintain a surveyor's log or record book of such checks; make this log or record book available for the Architect's reference. Record deviations from required lines and levels, and advise promptly upon detection of deviations that exceed indicated or recognized tolerances. Record accepted deviations on record drawings. Locate, lay -out, and maintain the following until construction is complete and accepted: 1. Site Improvements: Pavements, grading stakes, utility slopes, and invert locations. 2. Existing Utilities: Location of work to remain and control points for work to be relocated. C. Do not begin construction work until stakes, marks, and controls established by the Contractor for that particular construction item are approved in writing by the Architect. Approval of the construction staking work shall not relieve the Contractor of responsibility for maintaining survey work and correcting errors, whether the errors are discovered during the actual survey work or in subsequent phases of the project. D. Tolerances: Maintain a neat, well -organized log of survey work. Record deviations from required lines and levels, notify Architect when deviations exceed typical and specified tolerances. Conform to tolerances specified in individual Sections and the following: 1. Cut and Fill Depths: Within 0.5 ft. for consecutive locations. 2. Finished Grades: 0.1 ft. END OF SECTION 2705 MUSEUM OF FLIGHT 110707 PEDESTRIAN BRIDGE CONTRACT DOCUMENTS CUTTING AND PATCHING SECTION 01733 - 1 PART1 GENERAL 1.1 SUMMARY A. Section Includes: Requirements for cutting of new and existing construction to provide for access, inspection, and performance of the Work, and subsequent fitting and patching to restore the appearances of cut areas. Cutting and patching of Work during manufacture of products, and initial fabrication is not Work of this Section. Requirements of this Section may also be applied to other classes of work having a similar need for alteration -and repair of in- place construction such as termination of selective demolition. 1.2 SYSTEM DESCRIPTION A. Design Requirements: Cutting and patching shall adversely affect neither the physical nor aesthetic characteristics of assemblies and finishes affected by work of this Section as determined by the Architect. Completed patching work shall provide a uniform appearance without evidence of repair. 1. Where the Work is to be cut and patched, comply with Contract Document requirements for each component and the overall assembly. B. Performance Requirements: Remedial work shall conform to Toad requirements and meet or exceed the physical characteristics of the work it replaces and be compatible with the adjacent materials and assemblies. okai 1.3 SUBMITTALS iro litrw A. Procedural Proposal for Cutting and Patching: Where prior approval of cutting and patching is required, and when directed for other work, submit procedures proposed for cutting and patching well in advance of the time work will be performed and request approval to proceed. Include the following information, as anplicable, in the submittal. 1. Describe nature of the work and how it is to be performed, indicating why cutting and patching cannot be avoided. Describe anticipated results of the work in terms of changes to existing work, including structural, operational and visual changes as well as other significant elements. 2. List products to be used and firms that will perform cutting and patching. Confirm all requirements necessary for the preservation of existing warranty coverage including but not limited to qualifications for who may perform cutting and patching work. 3. State dates when work is expected to be performed. 4. List utilities that may be disturbed, relocated, temporarily out -of -service and otherwise be affected; indicate how long utility service will be disrupted. 5. Where structural work will be altered, submit details and engineering calculations to document that there is no adverse affect upon performance of the remaining structure. 6. Approval by the Architect to proceed with cutting and patching work does not constitute acceptance of remedial and replacement work. 1.4 QUALITY ASSURANCE A. Employ skilled workers having minimum of five years experience with assemblies and materials similar to cutting and patching Work required for this Project. B. Utilize means and methods to maintain existing warranties. 2705 MUSEUM OF FLIGHT 110707 PEDESTRIAN BRIDGE CONTRACT DOCUMENTS CUTTING AND PATCHING SECTION 01733 - 2 C. Before cutting and patching the following categories of work, obtain the Architects approval to proceed as required in the procedural proposal for cutting and patching. 1. Primary Structural Components: Girders, beams, joists, columns, piers, bearing walls, foundations, etc. 2. Secondary Structural Components: Lintels, equipment supports, decking, stair systems, retaining walls, etc. 3. Weatherproof Enclosures: Roofing, flashing, curtain walls, exterior doors and windows. 4. Mechanical, electrical, communication, and conveying systems. 5. Primary operational systems and equipment including noise and vibration control elements and systems. 6. Other work as directed. PART 2 PRODUCTS 2.1 MATERIALS A. Unless otherwise indicated or directed provide Work identical to adjacent and similar assemblies as determined by the Architect. When identical materials are not available, or cannot be used, use materials matching existing adjacent and similar surfaces to the fullest extent possible with regard to visual effect and physical characteristics. PART 3 EXECUTION 3.1 INSTALLATION A. Verification of Conditions: Examine materials, assemblies and conditions under which the work is to be performed. Before proceeding with cutting and patching, and as necessary in the course of the work, correct conditions that may jeopardize the integrity and appearance of existing and remedial work. 3.2 PREPARATION A. Protection: Prevent damage to Work during cutting and patching. Protect from weather Work exposed to the exterior by cutting and patching operations. Provide temporary shoring and bracing to maintain existing position and prevent movement of Work. B. Do not cut existing mechanical systems and utilities until provisions to maintain service are in place. C. Where possible, review proposed procedures with the original installer and comply with original installer's recommendations. 3.3 CUTTING A. Cutting: Use methods least likely to damage work to be retained and adjoining work. Make penetrations neatly, to sizes required, minimize disturbance of Work to remain. Use tools designed for sawing or grinding, not hammering and chopping. Cut and drill exposed surfaces from finished side into concealed surfaces. 2705 MUSEUM OF FLIGHT 110707 PEDESTRIAN BRIDGE CONTRACT DOCUMENTS krri 161 ..r CUTTING AND PATCHING SECTION 01733 - 3 1. Cutting of Concrete and Masonry: Use caw or other acceptable cutting tool leaving a clean regular edge, impact tools are not acceptable. Contain dust, water and other waste generated by cutting activity. Mitigate noise, vibration and other nuisances as required to prevent adverse impact to Owner's occupancy. B. Utility Services to be Abandoned In-place: Comply with requirements of Division 15 and division 16 Sections. As a minimum cap, valve, and seal remaining portion of cut and, prevent entrance of moisture and foreign matter. 3.4 PATCHING A. Seams: Durable without change of texture, plane, and profile in finished Work. Restore exposed finishes of patched areas and where necessary extend finish restoration into retained adjoining work in a manner which will eliminate evidence of patching and refinishing. 1. Where repair occurs in a smooth finished surface or may otherwise create a detectable extend repair to natural break to eliminate appearance of patch. B. Floor, Wall, and Ceiling Surfaces: Patch and repair provide even surface of uniform color and appearance. Where necessary to achieve uniform color and appearance, remove existing finish and coverings and replace with new materials. C. Where partitions are removed, patch floors, walls, and ceilings, with finish materials to match existing. D. Appurtenances : Convenience outlets, switches, fixtures and similar components removed from assemblies to remain. Repair and patch framing, backing materials and finishes cut, altered and damaged in conjunction with removal work. E. Tolerances: In addition to performance requirements of this Section, comply with tolerances specified in individual technical Sections for repair of specific assemblies and materials. 3.5 TRANSITION BETWEEN IN-PLACE AND REMEDIAL WORK A. When new work abuts or finishes flush with existing work, make a smooth and workmanlike transition. Patched work shall match existing adjacent work in texture and appearance so that the patch or transition is invisible. B. When finished surfaces are cut in such a way that a smooth transition with new work is not possible, terminate existing surface in an approved manner at a natural line of division, and provide trim appropriate to finished surface. 3.6 CLEANING A. Clean areas and spaces where work is performed and used for access to work. Remove paint, mortar, oils, putty and items of similar nature. Clean ducts, pipes, conduit and similar features before finishes are applied. Restore damaged pipe covering to its original condition. 1. Remove dirt and debris from concealed areas exposed by cutting and patching work regardless of whether the area will be left exposed or concealed when work is completed. END OF SECTION 2705 MUSEUM OF FLIGHT 110707 PEDESTRIAN BRIDGE CONTRACT DOCUMENTS RESOURCE RECOVERY AND RECYCLING SECTION 01745 - 1 PART 1 GENERAL 1.1 SUMMARY A. Section includes requirements for management of debris and waste materials generated by the Work. It is the intent of the requirements for this Section that debris and waste materials from the Work be recovered for reuse and recycling and result in a net financial savings for the Owner. Debris and waste materials that can not be recovered shall be disposed of in a legal and conscientious manner. B. Waste Management Plan: Implemented by the Contractor. When it appears likely that these policies will incur costs greater than the expense of legal disposal the Owner shall be notified of the circumstances and costs and provide direction. 1. The objective for the Work is to maximize the quantity of waste and surplus materials diverted from the waste stream without adverse monetary impact. 1.2 WASTE MANAGEMENT PLAN A. Debris and Waste Materials Produced as a Consequence of the Work: Recovered for recycling and reuse to the maximum extent practical. Review recycling and reuse potential for practicality and cost effectiveness. 1. Personnel Instruction: Contractor shall instruct tradespersons, mechanics and other workers regarding the location of containers for source separation of debris and required procedures for resource processing and avoidance of contamination of the contents. 2. Sale of Recovered Debris and Waste Material: Conducted off the Owner's property. 3. Requirements to Reuse Debris and Waste Materials in the Work: Coordinated with requirements of individual technical Sections. B. Do not stockpile resources on-site beyond the period necessary for sorting and accumulation of practical quantities for transport off-site. Provide for periodic collection of resources and transportation off-site. As a minimum, provide separate containers with identifying signage for source separation of the following resources. Owner reserves the right to modify the listing to add or delete resources where this may enhance the resource recovery effort. 1. Wood: Carefully dismantled and recycled or sold. 2. Metal: Ferrous and non-ferrous containers. Includes sheet metal, mechanical equipment, piping, fasteners, and related accessories and components. 3. Portland Cement Concrete: Recycle where off-site reuse is not acceptable. 4. Gypsum Boards 5. Cardboard 6. Non-recoverable debris; as required for debris collection and disposal. PART 2 PRODUCTS - PART 3 EXECUTION NOT USED — NOT USED END OF SECTION 2705 MUSEUM OF FLIGHT PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS 110907 '`"' CLOSEOUT PROCEDURES SECTION 01770 - 1 6„ PART 1 GENERAL is 1.1 SUMMARY A. Section includes administrative and procedural requirements to be fulfilled near the end of the Contract time in preparation for final acceptance of the Work and normal termination of the Contract. B. Contract Close-out: Directly related to "Substantial Completion" and "Final -Acceptance". Specific requirements for individual units of work are included in the individual Sections of the Specifications. 1. Substantial Completion: A single time period for the entire Work or a series of time periods for individual elements of the Work as identified in the Contract Documents. 2. Final Acceptance: Subsequent to Substantial Completion; a single time period for the entire Contract including phases or parts as acceptable. C. Following Contractor's certification of completion and request for review, the Architect will review the Work once for Substantial Completion and once for Final Acceptance. 1. Upon completion of each review, the Architect will prepare either a Substantial Completion or Final Acceptance certificate, or advise the Contractor of incomplete work and unfulfilled prerequisites. 2. Where more than one review for either Substantial Completion or Final Acceptance is required the Contractor shall reimburse the Owner for all costs associated with these additional reviews. 1.2 PREREQUISITES FOR SUBSTANTIAL COMPLETION A. Complete the following before requesting the Architect's review for certification of substantial completion, either for the entire Work or for portions of the Work. List known exceptions in the request. 1. In the progress payment request that coincides with, or is the first request following, the date substantial completion is claimed, show either 100 percent completion for the portion of the Work claimed as "substantially complete", or list incomplete items, the value of incomplete work, and reasons for the Work being incomplete. 2. Include supporting documentation for completion as required in the Contract Documents. 3. Submit an accounting of changes to the Contract Amount. 4. Advise Owner of pending insurance change -over requirements. 5. Submit special warranties, workmanship/maintenance bonds, maintenance agreements, final certifications and similar documents. 6. Obtain and submit releases enabling the Owner's full, unrestricted use of the Work and access to services and utilities. Where required, include occupancy permits, operating certificates and similar releases. 7. Submit record drawings, maintenance manuals, final contract photographs, damage or settlement survey, property survey, and similar final record information. 8. Deliver tools, spare parts, extra stocks of material and similar physical items to Owner. 9. Make the final change -over of locks and transmit keys to the Owner. Advise the Owner's personnel of the change -over in security provisions. 2705 MUSEUM OF FLIGHT 110707 PEDESTRIAN BRIDGE CONTRACT DOCUMENTS CLOSEOUT PROCEDURES SECTION 01770 - 2 10. Complete start-up testing of systems, and instruction of the Owner's operating and maintenance personnel. Discontinue or change over and remove temporary facilities and services from the site, along with construction tools and facilities, and similar elements. 11. Complete final cleaning up requirements, including touch-up painting of marred surfaces. 12. Repair and restoration of damaged finishes. B. Review Procedure: Upon receipt of the Contractor's request for Substantial Completion review, the Architect will either proceed with review or advise the Contractor of unfulfilled prerequisites. 1. Following the review, the Architect will prepare the certificate of Substantial Completion, or advise the Contractor of work that must be performed before the certificate will be issued and that a reinspection is required to establish Substantial Completion. 2. Results of the Substantial Completion review will form the Architect's "punch -list" of work to be completed for Final Acceptance. 1.3 PREREQUISITES FOR FINAL ACCEPTANCE A. Complete the following before requesting the Architect's final review for certification of final acceptance, and final payment as required by the General Conditions. List known exceptions, if any, in the request. 1. Submit the final payment request with final releases and supporting documentation not previously submitted and accepted. Include certificates of insurance for products and completed operations where required. 2. Submit an updated final statement, accounting for final additional changes to the Contract Sum. 3. Submit a certified copy of the Architect's final punch -list of itemized work to be completed or corrected, stating that each item has been completed or otherwise resolved for acceptance and has been endorsed and dated by the Architect. 4. Submit final meter readings for utilities, a measured record of stored fuel, and similar data either as of the date of substantial completion, or else when the Owner took possession of and responsibility for corresponding elements of the Work. 5. Submit consent of surety, and final waiver of lien. 6. Submit evidence of final, continuing insurance coverage complying with insurance requirements. B. Review Procedure: Upon receipt of the Contractor's request for Final Acceptance review, the Architect will either proceed with review or advise the Contractor of unfilled prerequisites. 1. Following the review, the Architect will prepare the certificate of Final Acceptance or advise the Contractor of work that must be performed before the certificate will be issued and that a reinspection is required to establish Final Acceptance. 1.4 RECORD DOCUMENTS A. Do not use record documents for construction purposes; protect from deterioration and loss in a secure, fire -resistive location; provide access to record documents for the Architect's reference during normal working hours. Upon completion of mark-up, submit complete set of record documents to the Architect for the Owner's records. 2705 MUSEUM OF FLIGHT 110707 PEDESTRIAN BRIDGE CONTRACT DOCUMENTS CLOSEOUT PROCEDURES SECTION 01770 - 3 1. Mark-up record documents to show the actual installation where the as -built work varies substantially from the work as originally shown. 2. Mark the document most capable of recording the actual as -built condition fully and accurately. Give particular attention to concealed work that would be difficult to measure and record at a later date. 3. Annotate cross-references to other record documents and Contract modifications where applicable. B. Record Drawings: Complete set of opaque reproductions acceptable to the Architect of Contract drawings and shop drawings in a clean, undamaged condition. Where shop drawings are used for mark-up, record a cross-reference at the corresponding location on the Contract drawings. 1. Mark record sets with red erasable pencil and, where feasible, use other colors to distinguish between variations in separate categories of work. 2. Mark-up new information which is known to be important to the Owner, but may not be fully described on Contract Drawings or shop drawings. 3. Organize record drawing sheets into manageable sets, bind with durable paper cover sheets, and print suitable titles, dates and other identification on the cover of each set. C. Record Specifications: Maintain one complete copy of the Contract Manual, including specifications and addenda, and one copy of other written constriction documents such as change orders and similar modifications issued in printed form during construction. 1. Give particular attention to substitutions, selection of options. Cross reference record drawing information and product data, where applicable. D. Record Product Data: Maintain one copy of each product data submittal. Mark these documents to show significant variations in the actual Work performed in comparison with the submitted information. Include both variations in the products as delivered to the site, and variations from the manufacturer's instructions and recommendations for installation. Give particular attention to concealed products and portions of the Work which cannot otherwise be readily discerned at a later date by direct observation. Note related change orders and mark- up of record drawings and specifications. E. Upon completion of mark-up, submit complete set of record product data to the Architect for the Owner's records. F. Maintenance Manuals: Three bound sets in heavy-duty 2 -inch, 3 -ring vinyl -covered binders, with pocket folders for folded sheet information, provide multiple volumes where a single two inch binder is not sufficient. Mark the appropriate identification on both front and spine of each binder. Provide table of contents and index for each binder, and include the following types of information: 1. Emergency operation and shut -down instructions. 2. Spare parts listing. 3. Copies of warranties. . 4. Wiring diagrams, flow charts and similar descriptive function diagrams. 5. Recommended maintenance cycles, trouble -shooting and inspection procedures 6. Shop drawings and product data germane to maintenance. 2705 MUSEUM OF FLIGHT 110707 PEDESTRIAN BRIDGE CONTRACT DOCUMENTS CLOSEOUT PROCEDURES SECTION 01770 - 4 G. Special Warranty Documents: Bound in 3 -ring lose -leaf binder sized for contents with table of contents. Provide identifying dividers for each separate warranty organizing document in accordance with the division and Sections of the Project Manual. 1. Cover: Project identification and general binder contents. 2. Provide additional copies of each warranty to include in operation and maintenance manuals. PART 2 PRODUCTS — NOT USED PART 3 EXECUTION 3.1 CLOSE-OUT PROCEDURES A. General Operating and Maintenance Instructions: Arrange for each installer of operating equipment and other work that requires regular or continuing maintenance, to meet at the site with the Owner's personnel to provide necessary basic instruction in the proper operation and maintenance of the entire Work. Where installers are not experienced in the required procedures, include instruction by the manufacturer's representatives. 1. As part of this instruction provide a detailed review of the following items: a. Maintenance manuals b. Record documents c. Spare parts and materials d. Tools e. Lubricants f. Fuels g. Identification systems h. Control sequences i. Hazards j. Cleaning k. Warranties, bonds, maintenance agreements and similar continuing commitments. 2. As part of this instruction for operating equipment demonstrate the following procedures: a. Start-up b. Shut -down c. Emergency operations d. Noise and vibration adjustments e. Safety procedures f. Economy and efficiency adjustments g. Effective energy utilization 3.2 FINAL CLEANING A. General Cleaning during the regular progress of the Work is required by the General Conditions and as required in Section 01500. B. Final Cleaning: As directed and required. Employ experienced workers or professional cleaners for final cleaning. Clean each surface or unit of work to the condition expected from a normal, commercial building cleaning and maintenance program. Comply with the manufacturer's instructions for operations. 2705 MUSEUM OF FLIGHT 110707 PEDESTRIAN BRIDGE CONTRACT DOCUMENTS CLOSEOUT PROCEDURES SECTION 01770 - 5 1. Special cleaning requirements for specific units of Work are included in the appropriate sections of Divisions 2 through 16. C. Complete the following cleaning operations before requesting the Architect's review for certification of substantial completion. 1. Remove labels which are not required as permanent labels. 2. Clean transparent materials, including mirrors and glass in doors and windows, to a polished condition. Remove putty and other substances which are noticeable as vision - obscuring materials. Replace chipped or broken glass and other damaged transparent materials. 3. Clean exposed exterior and interior hard -surfaced finishes to a dust -free condition, free of dust, stains, films and similar noticeable distracting substances. Restore reflective surfaces to their original reflective condition. Leave concrete floors broom clean. Vacuum carpeted surfaces. 4. Wipe surfaces of mechanical and electrical equipment clean. Remove excess lubrication and other substances. Clean plumbing fixtures to a sanitary condition. Clean light fixtures and lamps. 5. Clean the Site, including landscape development areas, of rubbish, litter and other foreign substances. Sweep paved areas to a broom clean condition; remove stains, spills and other foreign deposits. Rake grounds that are neither paved nor planted, to a smooth even -textured surface. D. Removal of Protection: Except as otherwise indicated or requested by the Architect, remove temporary protection devices and facilities which were installed during the course of the work to protect previously completed work during remainder of the construction period. E. Where extra materials of value remaining after completion of associated work have become Owner's property, dispose of these materials to the Owner's best advantage as directed. END OF SECTION 2705 MUSEUM OF FLIGHT 110707 PEDESTRIAN BRIDGE CONTRACT DOCUMENTS SITE DEMOLITION SECTION 02220 - 1 ii PART 1 GENERAL 1.1 SUMMARY A. Section includes: 1. Requirements for demolition and removal work as a part of new construction. 1.2 GENERAL REQUIREMENTS A. Do not begin demolition until authorization is received from the Owner's Representative. Remove rubbish and debris from the project site daily; do not allow accumulations inside or outside buildings. Store materials that cannot be removed daily in areas specified by the Owner's Representative. 1.3 SUBMITTALS A. Submit the following in accordance with Section 01330, "Submittals." 1. Demolition plan shall include procedures for coordination with other work in progress, a disconnection schedule of utility services, and a detailed description of methods and equipment to be used for each operation and of the sequence of operations. 1.4 DUST AND DEBRIS CONTROL A. Prevent the spread of dust and debris to occupied portions of the building, on airfield pavements, and avoid the creation of a nuisance or hazard in the surrounding area. Do not use water if it results in hazardous or objectionable conditions such as, but not limited to, ice, flooding, or pollution. Vacuum and dust the work area daily. Sweep pavements as often as necessary to control the spread of debris that may result in foreign object damage potential to aircraft. See Section 01500, "Temporary Facilities and Controls". 1.5 PROTECTION A. Traffic Control Signs: Where pedestrian, driver, and aircraft safety is endangered in the area of removal work, use traffic barricades with flashing lights. Anchor barricades in a manner to prevent displacement by jet or prop blast. Notify the Owner's Representative prior to beginning such work. B. Existing work: Protect existing work, which is to remain in place, be reused, or remain the property of the Owner. Repair items, which are to remain and which are damaged during performance of the work to their original condition, or replace with new. Do not overload structural elements or pavements to remain. Provide new supports and reinforcement for existing construction weakened by demolition or removal work. Repairs, reinforcement, or structural replacement must have Engineer approval. C. Weather protection: For portions of the building to remain, protect building interior and materials and equipment from weather at all times. 2705 MUSEUM OF FLIGHT PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS 110907 SITE DEMOLITION SECTION 02220 - 2 D. Facilities: Protect existing utility services. Where removal of existing utilities and pavement is specified or indicated, provide approved barricades, temporary covering of exposed areas, and temporary services or connections for utilities. 1.6 BURNING A. Burning will not be permitted. 1.7 RELOCATIONS A. Perform the removal and reinstallation of relocated items as indicated with workmen skilled in the trades involved. Repair items to be relocated, which are damaged or replace damaged items with new undamaged items as approved by the Owner's Representative. PART 2 PRODUCTS - NOT USED PART 3 EXECUTION 3.1 EXISTING FACILITIES TO BE REMOVED A. Structures: Remove indicated existing structures including slabs and foundations. B. Utilities and related equipment: Remove existing utilities as indicated and terminate in a manner conforming to the nationally recognized code covering the specific utility and approved by the Owner's Representative. If utility lines are encountered that are not shown on drawings, contact the Owner's Representative for further instructions. C. Paving and Slabs: Provide neat sawcuts at limits of pavement removal as indicated. Remove sawcut concrete and asphaltic concrete paving and slabs as indicated. 3.2 DISPOSITION OF MATERIALS A. Title to Materials: Except where specified in other sections, all materials and equipment removed, and not reused, shall become the property of the Contractor and shall be removed from the Owner's property. Title to materials resulting from demolition, and materials and equipment to be removed, is vested in the Contractor upon approval by the Owner's Representative of the Contractor's demolition and removal procedures, and authorization by the Engineer to begin demolition. The Owner will not be responsible for the condition or loss of, or damage to, such property after contract award. Materials and equipment shall not be viewed by prospective purchasers or sold on the site. 3.3 CLEANUP A. Debris and Rubbish: Remove and transport debris and rubbish in a manner that will prevent spillage on pavements, streets or adjacent areas. END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS ir. 661 CLEARING AND GRUBBING SECTION 02231 - 1 PART 1 GENERAL 1.1 SUMMARY A. This section includes requirements for clearing and grubbing of trees, shrubs and organic material and the disposal of cleared and grubbed materials. PART 2 PRODUCTS - NOT USED PART 3 EXECUTION 3.1 PROTECTION A. Roads: Keep roads free of dirt and debris at all times. B. Trees, Shrubs, and Existing Facilities: Protect landscape areas and trees to remain as indicated on the landscape drawings. C. Utility Lines: Protect existing utility lines that are indicated to remain from damage. Notify the Owner's Representative immediately of damage to or an encounter with an unknown existing utility line. The Contractor shall be responsible for the repairs of damage to existing utility lines that are indicated or made known to the Contractor prior to start of clearing and grubbing operations. When utility lines, which are to be removed, are encountered within the area of operations, notify the Engineer in ample time to minimize interruption of the service. 3.2 CLEARING A. Clearing shall consist of felling, trimming, and cutting of the existing trees into sections and the satisfactory disposal of the trees and other vegetation designated for removal, including brush and rubbish occurring within the areas to be cleared. Cut off flush with or below the original ground surface, trees, stumps, roots, brush, and other vegetation in areas to be cleared except for trees and vegetation indicated or directed to be left standing. Clearing shall include the disposal of any rubbish or man made materials encountered. 3.3 TREE REMOVAL A. Where indicated, remove designated trees, stumps, and grub roots. +r-+ 3.4 GRUBBING A. Remove and dispose of roots larger than 3 inches in diameter, and the matted roots from the indicated grubbing areas. Excavate this material together with organic and metallic debris, brush, and refuse and remove to a depth of not less than 18 inches below the original soil surface in areas to be grubbed and in areas indicated as construction areas under this contract. Fill depressions made by grubbing with suitable material and in accordance with the requirements specified in Section 02301, "Earthwork for Structures and Pavements." 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS CLEARING AND GRUBBING SECTION 02231 - 2 3.5 DISPOSAL OF CLEARED AND GRUBBED MATERIAL A. All timber on the project site noted for clearing and grubbing shall become the property of the contractor and shall be removed from the site. END OF SECTION 2705 MUSEUM OF FLIGHT PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS 110907 v • EARTHWORK FOR STRUCTURES AND PAVEMENTS SECTION 02301 - 1 PART 1 GENERAL 1.1 SUMMARY A. Section includes: Requirements for excavation, filling, preparation of subgrade, backfill, capillary break, structural fill compaction and testing. B. Section also includes subgrade preparation and compaction requirements in landscape areas. See Section 02900, "Planting, Seeding, and Sodding," for additional requirements. 1.2 REFERENCES A. The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by the basic designation only. B. American Association of State Highway and Transportation Officials (AASHTO): 1. AASHTO T 26 Method of Test for Quality Water to be Used in Concrete C. American Society For Testing And Materials (ASTM): 1. ASTM C 33 2. ASTM C 94 3. ASTM C 150 4. ASTM C 260 5. ASTM C 494 6. ASTM C 618 7. ASTM D 698 8. ASTM D 1556 9. ASTM D 1557 10. ASTM D 2487 11. ASTM D 2564 (1993) Concrete Aggregates (1996) Ready -Mixed Concrete (1997) Portland Cement (1995) Air -Entraining Admixture for Concrete (1990) Chemical Admixtures for Concrete (1997) Coal Fly Ash and Raw or Calcimined Natural Pozzolan for Use as a Mineral Admixture in Portland Cement Concrete (1991) Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/ft (600 kN-m/m)) (1990) Density and Unit Weight of Soil in Place by the Sand -Cone Method (1991) Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-Ibf/ft (2,700 kN-m/m)) (1993) Classification of Soils for Engineering Purposes (Unified Soil Classification System) (1996) Specification for Solvent Cements for Poly (Vinyl Chloride) (PVC) Plastic Piping Systems 2705 MUSEUM OF FLIGHT PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS 110907 EARTHWORK FOR STRUCTURES AND PAVEMENTS SECTION 02301 - 2 12. ASTM D 2855 (1996) Practice for Making Solvent Cemented Joints with Poly (Vinyl Chloride) (PVC) Pipe and Fittings 13. ASTM D 2922 (1991) Density of Soil and Soil -Aggregate in Place by Nuclear Methods (Shallow Depth) 14. ASTM D 3017 (1988; R 1993) Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth) 15. ASTM D 4253 (1993) Maximum Index Density of Soils Using a Vibratory Table 16. ASTM D 4254 (1991) Minimum Index Density and Unit Weight of Soils and Calculation of Relative Density D. Code of Federal Regulations (CFR) 1. 29 CFR 1910 Occupational Safety and Health Standards 2. 29 CFR 1926 Occupational Safety and Health Regulations for Construction E. Corps Of Engineers (COE) 1. COE EM -385-1-1 (1992) Safety and Health Requirements Manual F. Washington State Department of Labor and Industries 1. WAC 296-24 General Safety and Health Standards G. Washington State Department of Transportation (WSDOT): 1. SS -1 (2006) Standard Specifications for Road Bridge and Municipal Construction. 1.3 QUALITY ASSURANCE A. Perform all excavation work in accordance with all applicable requirements of governing authorities and applicable rules and regulations of 29 CFR 1926, 29 CFR 1929 and WAC 296-24. 1.4 DEFINITIONS A. Backfill: A specified material used in refilling a cut, trench, or other excavation, placed at a specified degree of compaction. B. Capillary break: A layer of clean, poorly graded crushed rock, stone, or natural sand or gravel having a high porosity which is placed beneath a building slab with or without a vapor barrier to cut off the capillary flow of pore water to the area immediately below the slab. C. Cohesive Materials: Cohesive materials include materials classified by ASTM D 2487 as GC, SC, ML, CL, MH, and CH. Materials classified as GM and SM will be identified as cohesive only when the fines have a plasticity index greater than zero. 2705 MUSEUM OF FLIGHT PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS 110907 EARTHWORK FOR STRUCTURES AND PAVEMENTS SECTION 02301 - 3 D. Cohesionless Materials: Cohesionless materials include materials classified by ASTM D 2487 as GW, GP, SW, and SP. Materials classified as GM and SM will be identified as cohesionless only when the fines have a plasticity index of zero. E. Compaction: The process of mechanically stabilizing a material by increasing its density at a controlled moisture condition. "Degree of Compaction" is expressed as a percentage of the maximum density obtained by the test procedure described in ASTM D 698 or ASTM D 1557 for general soil types or ASTM D 4253 and ASTM D 4254 (Relative Density) for isolated cohesionless materials, abbreviated in this specification as "XX percent ASTM D 1557 maximum density." F. Embankment: A "fill" having a top that is higher than adjoining ground. G. Excavation: The removal of soil, rock, or hard material to obtain a specified depth or elevation. H. Fill: Specified material placed at a specified degree of compaction to obtain an indicated grade or elevation. I. Hard Material: Weathered rock, dense consolidated deposits or conglomerate materials, (excluding manmade materials such as concrete) which are not included in the definition of "rock" but which usually require the use of heavy excavation equipment with ripper teeth or the use of jack hammers for removal. J. In Situ Soil: Existing in place soil. K. Lift: A layer (or course) of soil placed on top of a previously prepared or placed soil. L. Rock: Solid, homogeneous, interlocking crystalline material with firmly cemented, laminated, or foliated masses or conglomerate deposits, neither of which can be removed without systematic drilling and blasting, drilling and the use of expansion jacks or feather wedges, or the use of backhoe -mounted pneumatic hole punchers or rock breakers; also large boulders, buried masonry, or concrete other than pavement, exceeding 1 cubic yard in volume. Removal of "hard material" will not be considered rock excavation because of intermittent drilling and blasting that is performed merely to increase production. M. Soil: The surface material of the earth's crust resulting from the chemical and mechanical weathering of rock and organic material. N. Structural fill: A specified soil mix or gradation of materials constructed to attain maximum bearing strength and minimize consolidation or differential settlement under a load. O. Subgrade: The material in excavation (cuts) and fills (embankments) immediately below any subbase, base, pavement, or other improvement. Also, as a secondary definition, the level below which work above is referenced. P. Unsatisfactory Material: Existing, in situ soil or other material which can be identified as having insufficient strength characteristics or stability to carry intended loads in fill or embankment without excessive consolidation or loss of stability. Materials classified as PT, OH, or OL by ASTM D 2487 are unsatisfactory. Unsatisfactory materials also include man-made fills, refuse, frozen material, uncompacted backfills from previous construction, unsound rock or soil lenses, or other deleterious or objectionable material. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS EARTHWORK FOR STRUCTURES AND PAVEMENTS SECTION 02301 - 4 Q. Unsuitable Material: Existing, in situ, materials classified as ML, or MH by ASTM D 2487 are unsuitable. R. Working Platform: A layer of compacted crushed rock or natural stone that replaces the in situ soil to provide a stable, uniform bearing foundation for construction equipment to facilitate further site construction. 1.5 SUBMITTALS A. Submit the following in accordance with Section 01330, "Submittals." 1. Gradation test of soil material tested at the source showing compliance with the specifications for structural fill. 1.6 REGULATORY REQUIREMENTS A. Materials and workmanship specified herein with reference to SS -1 State Standard shall be in accordance with the referenced articles, sections and paragraphs of the standard except that measurement and payment provisions do not apply. Where the term State is used it shall mean Owner. 1.7 DELIVERY AND STORAGE A. Deliver and store materials in a manner to prevent contamination or segregation. Store geotextile fabric reinforcing to prevent exposure to direct sunlight in accordance with the manufacturer's recommendations. 1.8 CRITERIA FOR BIDDING A. Base bids on the following criteria: 1. Surface elevations as indicated. 2. The character of the material to be excavated or used for subgrade is as indicated. Rock or hard material as defined in paragraph entitled, "Definitions," will not be encountered. 3. Ground water elevations indicated are those existing at the time subsurface investigations were made and do not necessarily represent ground water elevation at the time of construction. 4. Suitable structural fill in the quantities required is not available at the project site. 5. Blasting will not be permitted. 1.9 SITE CONDITIONS A. Dewatering Plan: Base on site surface and subsurface conditions and available soils and hydrological data. B. Movement of construction machinery and equipment over pipes and utilities during construction shall be at the Contractor's risk. Contact the utility companies for location(s) of their utilities. Perform work adjacent to privately owned utilities in accordance with procedures 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS • ihs • • EARTHWORK FOR STRUCTURES AND PAVEMENTS SECTION 02301 - 5 outlined by the utility company. Excavation made with power -driven equipment is not permitted within 2 feet of known utility or subsurface construction. For work immediately adjacent to or for excavations exposing a utility or other buried obstruction, excavate by hand. Start hand excavation on each side of the indicated obstruction and continue until the obstruction is uncovered or until clearance for the new grade is assured. Support uncovered lines or other existing work as affected by the contract excavation until approval for backfill is granted by the Owner's Representative. PART2 PRODUCTS 2.1 SOIL MATERIALS A. All imported materials shall be provided by a WSDOT approved source for the material specified. B. Provide materials free from debris, roots, wood, scrap materials, vegetable matter, refuse or frozen material. Maximum particle size permitted is 4 inches. C. Structural Fill: 1. Dry Weather Conditions: SS -1, Section 9-03.14(3), "Common Borrow." 2. Wet Weather Conditions: SS -1, Section 9-03.14(1), "Gravel Borrow." D. General Backfill Beside Structures: Use structural fill as specified in this Section. Soft, spongy, highly plastic or otherwise unstable material is prohibited. E. Fill, Backfill and Embankment Material: Use structural fill as specified in this Section. Soft, spongy, highly plastic, or otherwise unstable material is prohibited. F. Working Platform: Material and thicknesses of working platform for support of construction equipment shall be at the discretion of the contractor. The gradation and placement of such material shall not create large void spaces upon which overlying work is indicated to be placed. PART 3 EXECUTION 3.1 PROTECTION A. Shoring and Sheeting: Provide shoring bracing, cribbing, or sheeting where required. In addition to Section 25 A and B of COE EM -385-1-1, and other requirements of this contract meet the following: 1. Prevent undermining of pavements, foundations and slabs. 2. Slope banks where space permits. 3. Where shoring and sheeting materials remain in place in completed work to prevent settlements or damage to adjacent structures or as directed, backfill the excavation to 3 feet below the finished grade and remove the remaining exposed portion of the shoring before completing the backfill. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS EARTHWORK FOR STRUCTURES AND PAVEMENTS SECTION 02301 - 6 B. Drainage and Dewatering: Plan for and provide the structures, equipment, and construction for the collection and disposal of surface and subsurface water encountered in the course of construction. 1. Drainage: Dispose of surface water which may accumulate in open excavations, unfinished fills, or other low areas. Remove water by trenching where approved, pumping, or other methods to prevent softening of exposed surfaces. Surface dewatering plan shall include rerouting of any storm water runoff or natural drainage if necessary and shall comply with requirements specified in Section 01570, "Temporary Erosion and Sedimentation Control." 2. Dewatering: a. Groundwater flowing toward or into excavations shall be controlled to prevent sloughing or excavation slopes and walls, boils, uplift and heave in the excavation and to eliminate interference with orderly progress of construction. French drains, sumps, ditches or trenches will not be permitted within 3 feet of the foundation of any structure, except with specific written approval, and after specific contractual provisions for restoration of the foundation area have been made. Control measures shall be taken by the time the excavation reaches the water level in order to maintain the integrity of the in situ material. While the excavation is open, the water level shall be maintained continuously, at least one foot below the working level. b. Operate the dewatering system until construction work below existing water levels is complete. Measure and record the performance of the dewatering system at the same time each day by use of observation wells and piezometers installed in conjunction with the dewatering system. Have a back-up pump and system available for immediate use. See Section 01570, "Temporary Erosion and Sedimentation Control," for additional requirements. C. Protection and Restoration of Surfaces: Protect newly graded areas from traffic, erosion, and settlements. Repair and reestablish damaged or eroded slopes, elevations or grades and restore surface construction prior to acceptance. Protect existing streams, ditches and storm drain inlets from water -borne soil by means of straw bale dikes or filter fabric dams as indicated. Conduct work in accordance with requirements specified in Section 01570, "Temporary Erosion and Sedimentation Control." D. Disposal of Excavated Material: Dispose of excavated material in such a manner that it will not obstruct the flow of runoff, streams, endanger a partly finished structure, impair the efficiency or appearance of facilities, or be detrimental to the completed work. 3.2 SURFACE PREPARATION A. Unsatisfactory Material: Remove organic matter, sod, muck, rubbish, and unsuitable soils under embankments and under pavements, slabs on grade, and all areas indicated to have new grading. Typical depth of removal of such material shall be 12 inches minimum. 3.3 EXCAVATION A. Excavate to contours and dimensions indicated. Keep excavations free from water while construction is in progress. Notify the Engineer immediately in writing in the event that it becomes necessary to remove rock, hard material, or other material defined as unsatisfactory to a depth greater than indicated. Refill excavations cut below the depths indicated with material as specified for the area of work. Excavate soil disturbed or weakened by 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS EARTHWORK FOR STRUCTURES AND PAVEMENTS SECTION 02301 - 7 construction operations or soils soften from exposure to weather. Refill with material specified for the area of work. B. Excavations for Structures and Spread Footings: Excavate to depth indicated. If excavation is deeper than indicated, then fill with concrete when the foundations or footings are placed, controlled density fill or structural fill material prior to placement of footings. C. Pile -Supported Foundations: Excavate to elevation of bottom of pile cap. Backfill and compact over excavations and changes in grade due to pile driving operations in accordance with the requirements for filling and backfilling for structures. D. Shoring and Sheeting: Shore and sheet excavations as described in the submitted plan, with various members sized and arranged to prevent injury to persons and damage to structures. Also arrange shoring and sheeting to preclude injurious caving during removal. 3.4 BORROW MATERIALS A. Select borrow materials to meet requirements and conditions of the particular fill materials to be used. Obtain borrow materials from sources off the project site. 3.5 FILLING AND BACKFILLING A. Subgrade Preparation: 1. Subgrade Proofrolling: After stripping and removal of topsoil or other overburden, proofroll the existing subgrade with at least two passes of a minimum 15 ton vibratory roller. Operate the roller in a systematic manner to assure the number of passes over all areas, and at speeds between 2.5 and 3.5 miles per hour. Proofrolling shall be done in the presence of the Engineer. Proofrolling shall consist of the following elements: a. Proofrolling shall be completed by making at least two passes with the vibratory roller (vibration used if possible) and observing deflections below the wheels of the roller. b. Deflections beneath the wheels of the roller shall be less than about 1 inch to be acceptable within the building footing areas. c. Deflections shall be less than about 1 inch for proofrolling to be acceptable within the floor slab and pavement areas. d. Areas found to be soft with deflections in excess of 1 inch shall be probed to determine a suitable depth to which the soft material shall be removed. This shall be accomplished by probing outside of the area where deflection was noted and then probing within the area where deflection was noted. It is expected that soft areas will likely only be present where construction traffic has disturbed the soils during period of wet weather. Furthermore, it is expected that it will be necessary to remove about 3 to 6 inches of soft subgrade soil, but likely no more than 12 inches of the subgrade soils when yielding conditions are observed. Areas of soft soil which are removed shall be replaced with the appropriate fill soil compacted as recommended for the application. e. If the subgrade soils are too wet and vibration causes softening of the subgrade, the area shall be proofrolled, as described above, without the vibration (static roll only). f. If the subgrade soils are too wet to proofroll then probing shall be used to evaluate the subgrade. The subgrade conditions exposed in the building pad and roadway areas during good weather shall be probed to provide a basis for evaluating subgrade when wet weather necessitates the use of probing to evaluate the subgrade. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS EARTHWORK FOR STRUCTURES AND PAVEMENTS SECTION 02301 - 8 2. Perform proof rolling only when weather conditions permit. Do not proof roll wet or saturated subgrades. Materials degraded by proof rolling a wet or saturated subgrade shall be replaced by the Contractor as directed by the Engineer at no cost to the Owner. Notify the Engineer 3 days prior to proof rolling. B. Fill and Backfill Beside Structures: Place specified backfill material adjacent to structures and place in a manner that prevents wedging action or eccentric loading upon or against the structures. Do not place material on surfaces that are muddy, frozen, or contain frost. Do not use equipment for backfilling operations or for the formation of embankments against structures that will overload the structure. Backfilling against concrete will be done only after the concrete has attained its 28 -day compressive strength. C. Structural Fill: Place where indicated. Do not place material on surfaces that are muddy, frozen, or contain frost D. Fill and Backfill: Construct fill, backfill with specified material at the locations and to lines and grades with select material where indicated. Use only approved materials in constructing fill on the prepared subgrade. Do not place material on surfaces that are muddy, frozen, or contain frost. E. Final Backfill for Utilities: Construct backfill (final backfill) for storm drains, manholes, utility lines, and other utility appurtenances using the material and compaction requirements specified herein for the adjacent or overlying work. Bedding and initial backfill requirements are specified in Section 02302, "Excavation, Backfilling, and Compacting for Utilities." Backfilling against concrete will be done only after the concrete has attained its 28 -day compressive strength F. Weather Limitations: Fill and backfill shall not be constructed when weather conditions detrimentally affect the quality of the finished course. Place fill and backfill only if the atmospheric temperature is above freezing in the shade and is rising. Do not construct fill and backfill in the rain or on saturated subgrades. If weather conditions are windy, hot or arid, with high rate of evaporation, schedule the placement in cooler portions of the day and furnish equipment to add moisture to the fill or backfill during and after placement. 3.6 COMPACTION A. Compact each layer or lift of material specified so that the in-place density tested is not less than the percentage of maximum density specified in Table I. TABLE I Percent ASTM D 1557 Material Maximum Density Structural Fill against Pile Caps, Pavement Subgrade 90 (more than 2 feet below final subgrade elevation) Structural Fill below Foundations and Pile Caps 95 Structural Fill within 2 Feet of Final Subgrade Elevation 95 3.7 FINISH OPERATIONS A. Finishing Subgrades Under Structures and Pavements and Lawn and Landscape Areas: Finish surface of top lift of fill or top of subgrade to the elevation and cross section indicated. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS bur EARTHWORK FOR STRUCTURES AND PAVEMENTS SECTION 02301 - 9 Finished surface shall be smooth and of uniform texture. Lightly scarify or blade the finished surface to bring the finished surface to within 0.10 foot of the indicated grade and to eliminate imprints made by compaction and shaping equipment. Surface shall show no deviations in excess of 3/8 inch when tested with a 10 -foot straightedge. B. Disposition of Surplus Material: Surplus or other soil material not required or suitable for filling, backfilling, or embankment or meeting the requirements of select material shall be disposed of where indicated or removed from the project site. C. Protection of Surfaces: Protect newly graded areas from traffic, erosion, and settlements that may occur and as required in the Section 01570, "Temporary Erosion and Sedimentation Control," and as specified in the paragraph entitled "Protection of Exposed Surfaces." Repair or reestablish damaged grades, elevations, or slopes prior to acceptance of work. 46.4 3.8 FIELD QUALITY CONTROL A. Moisture -Density Relationship (Maximum Density): 1. Test method: ASTM D 1557 2. Frequency: One test for each of the following: a. Capillary break. b. Wall drainage backfill. c. Structural fill (on-site material or imported). d. Additional test for above materials when source or character changes. B. In-place Density (Compaction) and Moisture Tests: 1. Test method: One of the following: a. ASTM D 1556. b. Combination: ASTM D 2922 and D 3017. 2. Frequency: a. Cut: One test per 1,000 square yards. b. Fill: One test per lift per 1,000 square yards. END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS EXCAVATION, BACKFILLING, AND SECTION 02302 - 1 COMPACTING FOR UTILITIES PART 1 GENERAL 1.1 SUMMARY A. Section includes: Requirements for trench excavation, refilling, bedding and backfilling for buried utilities, pipes, conduits and other related appurtenances. B. Related Sections: Section 02301, "Earthwork for Structures and Pavements." 1.2 REFERENCES A. The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by the basic designation only. B. American Society For Testing And Materials (ASTM) 1. ASTM D 698 (1991) Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/ft) 2. ASTM D 1556 (1990) Density and Unit Weight of Soil in Place by the Sand -Cone Method 3. ASTM D 1557 (1991) Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft) 4. ASTM D 2487 (1998) Classification of Soils for Engineering Purposes (Unified Soil Classification System) 5. ASTM D 2922 (1996) Density of Soil and Soil -Aggregate in Place by Nuclear Methods (Shallow Depth) 6. ASTM D 3017 (1996) Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth) 7. ASTM D 4253 (1993) Maximum Index Density of Soils Using a Vibratory Table 8. ASTM D 4254 (1991) Minimum Index Density and Unit Weight of Soils and Calculation of Relative Density C. Code of Federal Regulations (CFR) 1. 29 CFR 1910 Occupational Safety and Health Standards 2. 29 CFR 1926 Occupational Safety and Health Administration (OSHA); Safety and Health Regulations for Construction D. Corps Of Engineers (COE) 1. COE EM -385-1-1 (1992) Safety and Health Requirements Manual 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS EXCAVATION, BACKFILLING, AND SECTION 02302 - 2 COMPACTING FOR UTILITIES E. Washington State Department of Labor and Industries 1. WAC 296-24 General Safety and Health Standards F. Washington State Department of Transportation (WSDOT): 1. SS -1 (2006) Standard Specifications for Road Bridge and Municipal Construction. 1.3 QUALITY ASSURANCE A. Perform all excavation work in accordance with all applicable requirements of governing authorities and applicable rules and regulations of 29 CFR 1926, 29 CFR 1929 and WAC 296-24. 1.4 DEFINITIONS A. Backfill: Material used in refilling a cut, trench or other excavation. B. Cohesive Materials: Soils classified by ASTM D 2487 as GC, SC, ML, CL, MH, and CH. Materials classified as GM and SM will be identified as cohesive only when fines have a plasticity index greater than zero. L C. Cohesionless Materials: Soils classified by ASTM D 2487 as GW, GP, SW, and SP. Materials classified as GM and SM will be identified as cohesionless only when the fines have a plasticity th- index of zero. D. Compaction: The process of mechanically stabilizing a material by increasing its density at a controlled moisture condition. "Degree of Compaction" is expressed as a percentage of the maximum density obtained by the test procedure described in ASTM D 698 or ASTM D 1557 for general soil types or ASTM D 4253 or ASTM D 4254 (Relative Density) for isolated cohesionless materials, abbreviated in this specification as "XX" percent ASTM D 1557 maximum density. E. Granular Pipe Bedding: A dense, well -graded aggregate mixture of sand, gravel, or crushed stone (mixed individually, in combination with each other, or with suitable binder soil) placed on a subgrade to provide a suitable foundation for pipe. Granular bedding material may also consist of poorly graded sands or gravels where fast draining soil characteristics are desired. F. Hard Material: Weathered rock, dense consolidated deposits, or conglomerate materials (excluding man made materials such as concrete) which are not included in the definition of "rock" but which usually require the use of heavy excavation equipment, ripper teeth, or jack hammers for removal. G. In -Situ Soil: Existing in place soil. H. Lift: A layer (or course) of soil placed on top of subgrade or a previously prepared or placed soil in a fill or backfill. I. Refill: Material placed in excavation to correct overcut in depth. J. Rock: Solid homogeneous interlocking crystalline material with firmly cemented, laminated, or foliated masses or conglomerate deposits, neither of which can be removed without systematic 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS +�- EXCAVATION, BACKFILLING, AND SECTION 02302 - 3 COMPACTING FOR UTILITIES far drilling and blasting, drilling and the use bf expansion jacks or feather wedges, or the use of backhoe -mounted pneumatic hole punchers or rock breakers; also large boulders, buried masonry, or concrete other than pavement exceeding 1 cubic yard in volume. Removal of "hard material" will not be considered rock excavation because of intermittent drilling and blasting that is performed merely to increase production. K. Structural Fill: A specified soil mix or gradation of materials constructed to attain maximum bearing strength and minimum consolidation or differential settlement under load. L. Unyielding Material: Rock rib, ridge, rock protrusion, or soil with cobbles in the trench bottom requiring a covering of finer grain material or special bedding to avoid bridging in the pipe or conduit. M. Unsatisfactory Material: In -Situ soil or other material which can be identified as having insufficient strength characteristics or stability to carry intended loads in the trench without excessive consolidation or loss of stability. Also backfill material which contains refuse, frozen material, large rocks, debris, soluble particles, and other material which could damage the pipe or cause the backfill not to compact. Materials classified as PT, OH, or OL by ASTM D 2487 are unsatisfactory. N. Unstable Material: Material in the trench bottom which lacks firmness to maintain alignment and prevent joints from separating in the pipe, conduit, or appurtenance structure during backfilling. This may be material otherwise identified as satisfactory which has been disturbed or saturated. O. Unsuitable material: In-situ soil material classified as ML or MH by ASTM D 2487. 1.5 SUBMITTALS A. Submit the following in accordance with Section 01330, "Submittals." B. Gradation tests of material tested at the source for trench backfill and bedding showing compliance with these specifications. 1.6 REGULATORY REQUIREMENTS A. Materials and workmanship specified herein with reference to SS -1 State Standard shall be in accordance with the referenced articles, sections, and paragraphs of the standard except that measurement and payment provisions do not apply. Where the term "State" is used, it shall mean "Owner." 1.7 DELIVERY, STORAGE, AND HANDLING A. Deliver and store materials in a manner to prevent contamination, segregation, freezing, and other damage. 1.8 CRITERIA FOR BIDDING A. Base bids on the following criteria: 1. Surface elevations are as indicated. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS EXCAVATION, BACKFILLING, AND SECTION 02302 - 4 COMPACTING FOR UTILITIES 2. The character of the material to be excavated or found in the trench is as indicated. Rock or hard material as defined in paragraph entitled "Definitions," will not be encountered. 3. Ground water elevations indicated are those existing at the time subsurface investigations were made and do not necessarily represent ground water elevation at the time of construction. 4. Blasting will not be permitted. 1.9 PROTECTION A. Dewatering Plan: Base on site surface and subsurface conditions, available soil and hydrological data. B. Utilities: Movement of construction machinery and equipment over pipes and utilities during construction shall be at the Contractor's risk. Perform work adjacent to utilities in accordance with procedures outlined by utility company. Excavation made with power -driven equipment is not permitted within two feet of known utility or subsurface construction. For work immediately adjacent to or for excavations exposing a utility or other buried obstruction, excavate by hand. Start hand excavation on each side of the indicated obstruction and continue until the obstruction is uncovered or until clearance for the new grade is assured. Support uncovered lines or other existing work affected by the contract excavation until approval for backfill is granted by the Engineer. Report damage to utility lines or subsurface construction immediately to the Owner's Representative. PART 2 PRODUCTS 2.1 MATERIALS A. Provide materials as specified below free of debris, roots, wood, scrap material, vegetable matter, refuse, soft unsound particles, ice, or other deleterious and objectionable materials. All imported material shall be provided by a WSDOT approved source for the material specified. B. Trench Backfill: Provide material conforming to SS -1, Section 9-03.14(1), "Gravel Borrow." C. Pipe Bedding: Provide material conforming to SS -1, Section 9-03.12(3), "Gravel Backfill for Pipe Zone Bedding." 2.2 BURIED WARNING AND IDENTIFICATION TAPE A. Polyethylene plastic warning tape manufactured specifically for warning and identification of buried utility lines. Provide tape on rolls, 3 -inch minimum width, color coded as specified below for the intended utility with warning and identification imprinted in bold black letters continuously over the entire tape length. Warning and identification to read, "CAUTION, BURIED (intended service) LINE BELOW" or similar wording. Color and printing shall be permanent, unaffected by moisture or soil. 1. Warning Tape Color Codes: a. Red: Electric b. Orange: Telephone and Other Communications c. Blue: Water Systems d. Green: Sewer Systems (Storm and Sanitary) 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS EXCAVATION, BACKFILLING, AND SECTION 02302 - 5 COMPACTING FOR UTILITIES �,. 2. Acid and alkali -resistant polyethylene plastic tape conforming to the width, color, and printing requirements specified above. Minimum thickness of tape shall be 0.003 inch. Tape shall have a minimum strength of 1500 psi lengthwise, and 1250 psi crosswise, with a maximum 350 percent elongation. Lei f 16.4 he 2.3 BURIED DETECTION WIRE A. Detection wire shall be insulated single strand, solid copper with a minimum of 12 AWG. PART 3 EXECUTION 3.1 PROTECTION A. Shoring and Sheeting: As specified in Section 02301, "Earthwork for Structures and Pavements." B. Drainage and Dewatering: As specified in Section 02301, "Earthwork for Structures and Pavements." C. Structures and Surfaces: Protect newly backfilled areas and adjacent structures, slopes, or grades from traffic, erosion settlement, or any other damage. Repair and reestablish damaged or eroded grades and slopes and restore surface construction prior to acceptance. Protect existing streams, ditches, and storm drain inlets from water -borne soil by means of straw bale dike, filter fabric dams, and as indicated on the contract drawings. Perform work in accordance with requirements specified in Section 01570, "Temporary Erosion and Sedimentation Control." 1. Disposal of Excavated Material: Dispose of excavated material so that it will not obstruct the flow of runoff, streams, endanger a partly finished structure, impair the efficiency or appearance of any facilities, or be detrimental to the completed work. 3.2 GENERAL EXCAVATION AND TRENCHING A. Keep excavations free from water while construction is in progress. Notify the Engineer immediately in writing if it becomes necessary to remove rock or hard, unstable, or otherwise unsatisfactory material to a depth greater than indicated. Make trench sides as nearly vertical as practicable except where sloping of sides is allowed. Sides of trenches shall not be sloped from the bottom of the trench up to the elevation of the top of the pipe, conduit, or duct. Excavate ledge rock, boulders, and other unyielding material to an overdepth at least 6 inches below the bottom of the pipe, conduit, duct, and appurtenances unless otherwise indicated or specified. Blasting will not be permitted. Overexcavate soft, weak, or wet excavations as indicated. Use bedding material placed in 6 -inch maximum layers to refill overdepths to the proper grade. At the Contractor's option, the excavations may be cut to an overdepth of not less than 4 inches and refilled to required grade as specified. Grade bottom of trenches accurately to provide uniform bearing and support for each section of pipe, conduit, duct, or structure on undisturbed soil, or bedding material as indicated or specified at every point along its entire length except for portions where it is necessary to excavate for bell holes and for making proper joints. Dig bell holes and depressions for joints after trench has been graded. Dimension of bell holes shall be as required for properly making the particular type of joint to ensure that the bell does not bear on the bottom of the excavation. Trench dimensions shall be as indicated or specified. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS EXCAVATION, BACKFILLING, AND SECTION 02302 - 6 COMPACTING FOR UTILITIES B. Shoring and Sheeting: Shore and sheet excavations as described in the plan submitted with various member sizes arranged to prevent injury to persons and damage to structures. Arrange shoring and sheeting to preclude injurious caving during removal. Obtain approval from the Engineer prior to removing shoring, sheeting, or bracing in excavations adjacent to structural elements. 3.3 BEDDING A. Of materials and depths as indicated or specified for utility lines and utility structures. Place bedding in 6 -inch maximum loose lifts. Provide uniform and continuous support for each section of structure except at bell holes or depressions necessary for making proper joints. Bring up evenly on each side and along the full length of the pipe, conduit, duct or structure. Ensure that no damage is done to the utility or its protective coating. Ensure that the material placed is tamped firmly under pipe haunches. 3.4 BURIED WARNING AND IDENTIFICATION TAPE A. Install tape in accordance with manufacturer's recommendations except as modified herein. Bury tape at the depth indicated. 3.5 BURIED DETECTION WIRE A. Bury detection wire directly above non-metallic piping at a distance not to exceed 12 inches above the top of the pipe bedding material. The wire shall extend continuously and unbroken, from manhole to manhole or catch basin to catch basin. The ends of the wire shall terminate inside the manholes or catch basin at each end of the pipe, with a minimum of 3 feet of wire, coiled, remaining accessible in each manhole or catch basin. The wire shall remain insulated over its entire length. 3.6 BACKFILLING A. Construct backfill as indicated and specified in this section. Do not backfill in freezing weather or where the material in the trench is already frozen or is muddy, except as authorized. Where settlements greater than the tolerance allowed herein for grading occur in trenches and pits due to improper compaction, excavate to the depth necessary to rectify the problem, then backfill with specified material and compact the excavation as specified herein and restore the surface to the required elevation. Coordinate backfilling with testing of utilities. Testing for the following shall be complete before final backfilling: storm drainage, industrial waste system, water distribution. B. Place backfill in 4 -inch maximum loose lifts if compacted with hand -operated equipment or 8 -inch maximum loose lifts if compacted with heavy equipment. Compact each loose lift as specified in the paragraph entitled, "General Compaction," before placing the next lift. 3.7 GENERAL COMPACTION A. Use hand -operated, plate -type, vibratory or other suitable hand tampers in areas not accessible to larger rollers or compactors. Avoid damaging pipes and protective pipe coatings. Compact material in accordance with the following unless otherwise specified. If necessary, alter, change, or modify selected equipment or compaction methods to meet specified compaction requirements. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS Y�r ihro EXCAVATION, BACKFILLING, AND SECTION 02302 - 7 COMPACTING FOR UTILITIES 1. Compaction of Material in Subcuts or Overexcavations: Compact to 95 percent of ASTM D 1557 maximum density. 2. Compaction of Pipe and Conduit Bedding: Compact to 95 percent of ASTM D 1557 maximum density. 3. Compaction of Backfill: Compact backfill material surrounding pipes, cables, conduits, or ducts, to 95 percent of ASTM D 1557 maximum density. For utilities under structures and pavements compact backfill as specified under paragraph entitled, "Special Earthwork Installation Requirements." 3.8 SPECIAL EARTHWORK INSTALLATION REQUIREMENTS A. Manholes and Other Appurtenances: Provide at least 12 inches clear from outer surfaces to the embankment or shoring. Remove rock as specified herein. Remove unstable soil that is incapable of supporting the structure to an overdepth of one foot and refill with bedding material or controlled density fill to the proper elevation. Refill overdepths with bedding material or controlled density fill. B. Compaction: 1. Place backfill in 4 -inch maximum loose lifts if compacted with hand -operated equipment or 8 -inch maximum loose lifts if compacted with heavy equipment. Compact all backfill surrounding pipes, ducts, conduits, and other structures to 95 percent of ASTM D 1557 maximum density. 2. Backfill to permit the rolling and compacting of the completed excavation with the adjoining material, providing the specified density necessary to enable paving of the area immediately after backfilling has been completed. 3.9 FINISH OPERATIONS A. Grading: Finish to grades indicated within one-tenth of afoot. Grade existing grades that are to remain but have been disturbed by the Contractor's operations. B. Disposition of Surplus Material: Surplus or other soil material not required or suitable for filling, backfilling, or grading shall be removed from the project site. C. Protection of Surfaces: Protect newly graded areas from traffic, erosion, and settlements that may occur and as required in Section 01570, "Temporary Erosion and Sedimentation Control." Repair or reestablish damaged grades, elevations, or slopes. 3.10 FIELD QUALITY CONTROL A. Testing: Refer to Section 01410. B. Moisture -Density Relationship (Maximum Density): 1. Test method: ASTM D 1557 2. Frequency: One test for each of the following: a. Bedding material. b. Backfill material (on-site or imported material). 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS EXCAVATION, BACKFILLING, AND SECTION 02302 - 8 COMPACTING FOR UTILITIES c. Additional test for above materials when source or character changes. C. In-place Density (Compaction) and Moisture Tests: 1. Test method: One of the following: a. ASTM D 1556. b. Combination: ASTM D 2922 and D 3017. 2. Frequency: a. Bedding in trenches: One test per lift per 100 lineal feet. b. Appurtenance structures: One test per lift per 100 square feet or fraction thereof. END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS lie bar STORM DRAINAGE SECTION 02630 - 1 PART 1 GENERAL 1.1 SUMMARY A. Section includes: Requirements for piping materials and appurtenances, installation and testing for storm drainage. B. Related Sections: Section 02302, "Excavation, Backfilling and Compacting for Utilities." 1.2 REFERENCES A. The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by the basic designation only. B. American Association Of State Highway And Transportation Officials (AASHTO): 1. AASHTO M105 (1990) Gray Iron Castings 2. AASHTO M252 (1993) Corrugated Polyethylene Drainage Tubing 3. AASHTO M294 (1993) Corrugated Polyethylene Pipe, 12- to 36 -inch diameter. C. American Concrete Pipe Association (ACPA): 1. ACPA 01-102 (1988) Concrete Pipe Handbook 2. ACPA 01-103 (1990) Concrete Pipe Installation Manual D. American Society For Testing And Materials (ASTM): 1. ASTM A 48 (1993) Gray Iron Castings. 2. ASTM A 760/A 760M (1995) Corrugated Steel Pipe, Metallic -Coated for Sewers and Drains. 3. ASTM A 798/A 798M (1995) Installing Factory -Made Corrugated Steel Pipe for Sewers and Other Applications. 4. ASTM A 849 5. ASTM B 788 6. ASTM C 76 7. ASTM C 270 8. ASTM C 361 (1995) Posted -Applied Coatings, Pavings, and Lining for Corrugated Steel Sewer and Drainage Pipe. (1994) Installing Factory -Made Corrugated Aluminum Culverts and Storm Sewer Pipe. (1994) Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe. (1994) Mortar for Unit Masonry. (1996) Reinforced Concrete Low -Head Pressure Pipe. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS STORM DRAINAGE SECTION 02630 - 2 9. ASTM C 443 (1994) Joints for Circular Concrete Sewer and Culvert Pipe, Using Rubber Gaskets. 10. 1ASTM C 476 (1991) Grout for Masonry. 11. ASTM C 923 (1994) Resilient Connectors Between Reinforced Concrete Manhole Structures, Pipes and Laterals. 12. ASTM D 1056 (1991) Flexible Cellular Materials, Sponge or Expand Rubber. 13. ASTM D 2321 (1989) Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity -Flow Applications. 14. ASTM D 3034 (1994) Type PSM Poly(Vinyl Chloride) (PVC) Sewer Pipe and Fittings. 15. ASTM D 3212 (1992) Joints for Drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals. 16. ASTM F 477 (1993) Elastomeric Seals (Gaskets) for Joining Plastic Pipe. E. Washington State Department of Transportation (WSDOT): 1. SS -1 (2006) Standard Specifications for Road, Bridge and Municipal Construction. 2. SP -1 Standard Plans for Road, Bridge and Municipal Construction. F. City of Tukwila 1. DGDCS (2005) Development Guidelines and Design and Construction Standards 1.3 SUBMITTALS A. Submit the following in accordance with Section 01330, "Submittals." 1. Submit Manufacturer's Catalog Data for piping including fittings and jointing materials. 2. Submit manufacturer's standard drawings or catalog cuts for Precast concrete manholes and catch basins Manhole ring and cover and catch basin frame and grate. 3. Submit certificates attesting that tests set forth in each applicable referenced publication have been performed, whether specified in that publication to be mandatory or otherwise and that production control tests have been performed at the intervals or frequency specified in the publications. Other tests shall have been performed within 3 years of the date of submittal of certificates on the same type, class, grade and size of material as is being provided for the project. 1.4 DELIVERY, STORAGE, AND HANDLING A. Delivery and Storage: 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS ler STORM DRAINAGE SECTION 02630 - 3 1. Piping: Inspect materials delivered to site for damage; store with minimum of handling. Store plastic piping and jointing materials and rubber gaskets under cover out of direct sunlight. Do not store materials directly on the ground. Keep inside of pipes and fittings free of dirt and debris. 2. Metal Items: Check upon arrival; identify and segregate as to types, functions, and sizes. Store off the ground in a manner affording easy accessibility and not causing excessive rusting or coating with grease or other objectionable materials. 3. Cement, Aggregates, and Reinforcement: Store as specified in Section 03300, "Cast -in - Place Concrete." B. Handling: Handle pipe, fittings, and other accessories in a manner to ensure delivery to the trench in sound undamaged condition. Carry, do not drag pipe to trench. i• PART 2 PRODUCTS 2.1 PIPELINE MATERIALS A. Watertight High Density Polyethylene Corrugated (HDPE) Pipe with Intergrally Formed Smooth Waterway (for pipes 12" diameter and larger): 1. Corrugations may be either annular or spiral. All sizes shall conform to the AASHTO classification "Type D." Pipe manufactured for this specification shall comply with the requirements for test methods, dimensions, and markings found in AASHTO Designations M252 and M294. Pipe and fittings shall be made from virgin PE compounds that conform with the requirements of cell class 324420C as defined and described in ASTM D3350. The fittings shall not reduce or impair the overall integrity or function of the pipe line. Fittings may be either molded or fabricated. Only fittings supplied or recommended by the pipe manufacturer shall be used. Pipe and fittings shall be gasketed with gaskets meeting the requirements of ASTM F477. B. PVC Plastic Pipe and Fittings: ASTM D 3034, shall be SDR 35, having ends adaptable for elastomeric gasket joints. 1. Joints and Jointing Material for PVC Plastic Piping: Joints shall conform to ASTM D 3212. Gaskets shall conform to ASTM F 477. C. Ductile Iron Piping (for Storm Drain Force Main and where indicated): 1. Ductile Iron Pipe and Fittings: Ductile -iron pipe shall conform to ANSI/AWWA C1511A21.51, Pressure Class 350. Fittings shall conform to AWWA C110/A21.10 or AWWA C153/A21.53. Fittings with push -on joint ends shall conform to the same requirements as fittings with mechanical joint ends, except that the bell design shall be modified, as approved, for push -on joint. Fittings shall have pressure rating at least equivalent to that of the pipe. Ends of pipe and fittings shall be suitable for the joints specified hereinafter. Pipe and fittings shall have cement -mortar lining conforming to AWWA C104/A21.4, standard thickness. 2. Ductile Iron Joints and Jointing Materials: 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS STORM DRAINAGE SECTION 02630 - 4 a. Joints, general: Joints for pipe and fittings shall be push -on joints or mechanical joints except as otherwise specified in this paragraph. Joints shall be mechanical joints where indicated. Joints shall be flanged joints where indicated. b. Push -on joints: Shape of pipe ends and fitting ends, gaskets, and lubricant for joint assembly shall conform to AWWA C1111A21.11 c. Mechanical joints: Dimensional and material requirements for pipe ends, glands, bolts and nuts, and gaskets shall conform to AWWA C1111A21.11. 2.2 CONCRETE MATERIALS A. Provide as specified in Section 03300, "Cast -in -Place Concrete." 2.3 MISCELLANEOUS MATERIALS A. Drainage Structures: Pipe -to -wall connections shall be mortared to produce smooth transitions and watertight joints or provided with ASTM C 923 resilient connectors. ASTM C443 or AASHTO Type B gaskets for joint connections. Manhole bases shall have smooth inverts accurately shaped to a semicircular bottom conforming to the inside contour of the adjacent sewer sections. Changes in direction of the sewer and entering branches into the manhole shall have a circular curve in the manhole invert of as large a radius as the size of the manhole will permit. 1. Precast Concrete Structures a. Precast concrete catch basin Type 1 shall conform to DGDCS Standard Plan DS -01. b. Precast concrete catch basin Type 2 shall conform to DGDCS Standard Plan DS -02. B. Masonry Materials: Shall conform to the following specifications and other requirements specified hereunder. 1. Mortar: ASTM C 270, Type M. 2. Grout: ASTM C 476. C. Metal Items: 1. Frame for catch basins shall conform to SP -1 Standard Plan B-30.10-00. 2. Catch Basin Type 1 and 2 Grate shall conform to SP -1 Standard Plan B-30.50-00. 3. Catch Basin Solid Cover shall conform to SP -1 Standard Plan B-30.20-01. 4. Manhole Steps: Manhole steps shall conform to DGDCS Standard Plan DS -10C. Aluminum steps or rungs will not be permitted. Steps are not required in manholes less than 4 feet deep. D. Area Drain: Area drains shall be as manufactured by Nyloplast, USA, 12 inch drain basin, or other approved equal. The area drain shall be manufactured from PVC pipe stock, utilizing a thermo-molding process to reform the pipe stock to the finished configuration. The drainage pipe connection stubs shall be manufactured from PVC pipe stock and formed to provide a watertight connection with the piping system specified. Joint tightness shall conform to ASTM D3212. The pipe connection stubs shall be joined to the main body of the area drain utilizing a watertight, gasketed, swedged-type connection. The pipe stock used to manufacture the main body and pipe stubs of the area drains shall meet ASTM D 3034. The swedge gasket material 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS law L tor ism L STORM DRAINAGE SECTION 02630 - 5 and the gaskets used to form the connecting joint with the pipe stub shall meet the requirements of ASTM F 477. Area drains shall meet the mechanical property requirements for fabricated fittings as described in ASTM F 794, ASTM F 949, and ASTM F 1336. The grates furnished for all area drains shall be cast iron and shall be made specifically for each fitting. Grates for 12" and larger area drains shall be capable of supporting H-20 wheel loading and suitable for use in pedestrian areas. Metal used in the manufacture of the castings shall conform to ASTM A 48 class 306 for gray iron. The castings shall be furnished with a black paint. E. Mechanical Couplings: As specified in Section 02510, "Water Distribution." F. Restrained Joints: Megalug or approved equal. Suitable for use with existing ductile or cast iron piping. PART 3 EXECUTION 3.1 INSTALLATION OF PIPELINES AND APPURTENANT CONSTRUCTION A. General Requirements for Installation of Pipelines: These requirements shall apply to pipeline installation except where specific exception is made under paragraph entitled "Special Requirements." 1. Earthwork: Perform earthwork operations in accordance with Section 02302, "Excavation, Backfilling and Compacting for Utilities." 2. Pipe Laying and Jointing: Inspect each pipe and fitting before and after installation; remove those found defective from site and replace with new. Provide proper facilities for lowering sections of pipe into trenches. Lay pipe with the bell ends in the upgrade direction. Adjust spigots in bells to produce a uniform space. Blocking or wedging between bells and spigots will not be permitted. Replace by one of the proper dimensions any pipe or fitting that does not allow sufficient space for proper calking or installation of joint material. At the end of each work day, close open ends of pipe temporarily with wood blocks or bulkheads. Provide batterboards not more than 25 feet apart in trenches for checking and ensuring that pipe invert elevations are as indicated. Laser beam method may be used in lieu of batterboards for the same purpose. B. Special Requirements: 1. Installation of PVC Plastic Piping: Install pipe and fittings in accordance with the "General Requirements for Installation of Pipelines" and with the requirements of ASTM D 2321 for laying and joining pipe and fittings. Make joints with the gaskets specified for joints with this piping; assemble in accordance with the requirements of ASTM D 2321 for assembly of joints. Make joints to other pipe materials in accordance with the recommendations of the plastic pipe manufacturer. 2. Installation of Ductile -Iron Piping: Unless otherwise specified, install pipe and fittings in accordance with paragraph entitled, "General Requirements for Installation of Pipelines" of this section and with the requirements of AWWA C600 for pipe installation, and joint assembly. a. Make push -on joints with the gaskets and lubricant specified for this type joint and assemble in accordance with the applicable requirements of AWWA C600 for joint assembly. Make mechanical joints with the gaskets, glands, bolts, and nuts 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS STORM DRAINAGE SECTION 02630 - 6 specified for this type joint; assemble in accordance with the applicable requirements of AWWA C600 for joint assembly and the recommendations of Appendix A to AWWA C111/A21.11. 3. Installation of HDPE Pipe: Install in accordance with ASTM D 2321 and the manufacturer's recommendations. 4. Concrete Work: Perform cast -in-place concrete work in accordance with Section 03300, "Cast -in -Place Concrete." C. Area Drains: Install in accordance with manufacturer's recommendations. D. Mechanical Couplings: As specified in Section 02510, "Water Distribution." E. Restrained Joints: In accordance with manufacturer's recommendations. 3.2 FIELD QUALITY CONTROL A. Field Tests and Inspections: The Contractor shall perform field tests and provide labor, equipment, and incidentals required for testing. Be able to produce evidence, when required, that each item of work has been constructed properly in accordance with the drawings and specifications. B. Pipeline Testing: Check each straight run of pipeline for gross deficiencies by holding a light in a manhole; it shall show a practically full circle of light through the pipeline when viewed from the adjoining end of line. 1. Leakage Tests: Test lines for leakage by either infiltration tests or exfiltration tests. Prior to testing for leakage, backfill trench up to at least the lower half of pipe. When necessary to prevent pipeline movement during testing, place additional backfill around pipe sufficient to prevent movement,' but leaving joints uncovered to permit inspection. When the water table is 2 feet or more above top of pipe at upper end of pipeline section to be tested, measure infiltration using a suitable weir or other acceptable device. When the water table is less than 2 feet above top of pipe at upper end of pipeline section to be tested, make exfiltration test by filling the line to be tested with water so that the head will be at least 4 feet above top of pipe at upper end of pipeline section being tested. Allow filled pipeline to stand until the pipe has reached its maximum absorption, but not less than 4 hours. After absorption, re-establish the head and measure amount of water needed to maintain this water level during a 2 -hour test period. Amount of leakage, as measured by either infiltration or exfiltration test shall not exceed 500 gallons per inch of diameter per day per mile of pipeline. When leakage exceeds the amount specified, make satisfactory correction and retest pipeline section in the same manner. Correct visible leaks regardless of leakage test results. There shall be no leakage at crossings of swales or ditches for a minimum of 50 feet upstream and downstream of the pipe crossing of the ditch or swale flowline. 2. Deflection Testing: Perform a deflection test on entire length of installed plastic pipeline on completion of work adjacent to and over the pipeline, including leakage tests, backfilling, placement of fill, grading, paving, concreting, and any other superimposed loads. Deflection of pipe in the installed pipeline under external loads shall not exceed 4.5 percent of the average inside diameter of pipe. Determine whether the allowable deflection has been exceeded by use of a pull-through device or a deflection measuring device. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS L, STORM DRAINAGE SECTION 02630 - 7 a. Pull-through device: This device shall be a spherical, spheroidal, or elliptical ball, a cylinder, or circular sections fused to a common shaft. Circular sections shall be so spaced on the shaft that distance from external faces of front and back sections will equal or exceed diameter of the circular section. Pull-through device may also be of a design promulgated by the Uni-Bell Plastic Pipe Association, provided that the device meets the applicable requirements specified in this paragraph, including those for diameter of the device. Ball, cylinder, or circular sections shall conform to the following: 1) A diameter, or minor diameter as applicable, of 95 percent of the average inside diameter of the pipe; tolerance of plus 0.5 percent will be permitted. 2) A homogeneous material throughout, with a density greater than 1.0 as related to water at 39.2 degrees F, and a surface Brinell hardness of not less than 150. 3) Center bored and through bolted with a 1/4 inch minimum diameter steel shaft having a yield strength of not less than 70,000 pounds per square inch, with eyes or loops at each end for attaching pulling cables. 4) Each eye or loop shall be suitably backed with a flange or heavy washer such that a pull exerted on opposite end of shaft will produce compression throughout remote end. b. Deflection measuring device: Sensitive to 1.0 percent of the diameter of the pipe being tested and accurate to 1.0 percent of the indicated dimension. c. Pull-through device: Pass the pull-through device through each run of pipe, either by pulling it through or flushing it through with water. If the device fails to pass freely through a pipe run, replace pipe which has the excessive deflection and completely retest in same manner and under same conditions as specified. d. Deflection measuring device procedure: Measure deflections through each run of installed pipe. If deflection readings in excess of 4.5 percent of average inside diameter of pipe are obtained, retest pipe by a run from the opposite direction. If retest continues to show a deflection in excess of 4.5 percent of average inside diameter of pipe, remove pipe which has excessive deflection, replace with new pipe, and completely retest in same manner and under same conditions. e. Warranty period test: Pipe found to have a deflection of greater than 5 percent of average inside diameter whcn deflection test is performed just prior to end of one-year warranty period shall be replaced with new pipe and tested as specified for leakage and deflection. END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS u lbw irso GRADED CRUSHED AGGREGATE BASE COURSE SECTION 02722 - 1 PART 1 GENERAL 1.1 SUMMARY A. Section includes: Requirements for materials, placement and testing of base course under all roads, drives, pavements and walks. 1.2 REFERENCES A. The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by the basic designation only. B. American Society for Testing and Materials (ASTM): 1. ASTM D 1556 (1990) Density and Unit Weight of Soil in Place by the Sand -Cone Method 2. ASTM D 1557 (1991) Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft) 3. ASTM D 2922 (1996) Density of Soil and Soil -Aggregate in Place by Nuclear Methods (Shallow Depth) 4. ASTM D 3017 (1996) Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth) C. Washington State Department of Transportation (WSDOT): 1. SS -1 (2006) Standard Specifications for Road, Bridge and Municipal Construction. 1.3 SUBMITTALS A. Submit the following in accordance with Section 01330, "Submittals." 1. Factory Test Reports: Submit test reports for gradation of base course material taken at the source. 2. Field Test Reports: Submit test results for smoothness, density and thickness of in-place base course. 1.4 DELIVERY AND STORAGE A. Inspect materials delivered to site for damage and store as to prevent segregation and contamination. 1.5 WEATHER LIMITATIONS A. Do not construct base course when atmospheric temperature is below 35 degrees F or when rainfall or other weather conditions detrimentally affect the quality of the finished course. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS GRADED CRUSHED AGGREGATE BASE COURSE SECTION 02722 - 2 1.6 CONSTRUCTION EQUIPMENT A. Equipment shall be dependable and adequate for the purpose intended. Maintain equipment in satisfactory and safe operating condition. Subject to approval, special equipment dictated by local conditions may be used. Calibrated equipment, such as scales, batching equipment, spreaders, and similar items, shall have been recalibrated by an approved calibration laboratory within 12 months of commencing work. PART 2 PRODUCTS 2.1 MATERIALS A. Aggregates: Provide base course in accordance with applicable requirements of SS -1 except where specified otherwise. Materials for Base Course shall be as specified in Section 9-03.9(3), "Crushed Surfacing, Top Course and Keystone," of SS -1. Material shall be provided by a WSDOT approved source for the material specified. PART 3 EXECUTION 3.1 BASE COURSE A. Construct the graded aggregate base course on a previously constructed subbase course, as indicated. Provide line and grade stakes for control. Place grade stakes in lanes parallel to the centerline of areas to be paved and space for string lining or other control methods. The base course shall consist of aggregate processed, deposited, spread, and compacted on a prepared surface. The Contractor shall be responsible for protection of completed areas against detrimental effects. Recondition, reshape, and recompact areas damaged by freezing, rainfall, or other weather conditions. 3.2 PLACING A. Do not dump materials in piles, but place on prepared subbase in layers of uniform thickness with a spreader. When a compacted course 6 inches in thickness is required, place material in a single layer. When a compacted course in excess of 6 inches is required, place material in layers of equal thickness. Do not exceed 6 inches or have less than 3 inches in thickness for any compacted layer. Place layers so that when compacted, they will be true to grades or levels required with the least possible surface disturbance. Where the base course is constructed in more than one layer, clean previously constructed layers of loose and foreign matter. Maintain material water content during the placing period to obtain the compaction specified. Make adjustments in placing procedures or equipment to obtain true grades, to minimize segregation and degradation, to reduce or increase water content, and to insure a satisfactory base course. 3.3 COMPACTING AND FINISHING A. Immediately following the placing, spread the finished mixture uniformly in a layer and bring to optimum moisture content. The loose thickness and the surface of the layer shall be such that the specified density and the required thickness shall be obtained after compaction. Compact the layer with steel -faced, vibrating or pneumatic -tired rollers, or other suitable compacting equipment or combinations thereof. Continue compacting until the layer is compacted through the full depth to a field density of at least 98 percent of the ASTM D 1557 maximum density 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS m GRADED CRUSHED AGGREGATE BASE COURSE SECTION 02722 - 3 when tested in accordance with ASTM D 1556 or ASTM D 2922 and ASTM D 3017. In areas not accessible to rollers or compactors, compact the mixture with mechanical hand tampers. If the mixture is excessively moistened by rain, aerate by blade graders, or other suitable equipment. Aerate until the moisture content of the material is that needed to obtain the required density. Finish the surface of the layer by a combination of rolling and blading. Final surface shall be smooth and free from waves, irregularities, and ruts or soft yielding spots. 3.4 PROOF ROLLING A. In addition to compacting the base course, proof roll the top surface of the completed base course by making four coverages with a heavy rubber -tired roller having four tires with each tire loaded to 30,000 pounds or more and inflated to at least 150 psi. A coverage is defined as one application of one tire print over each point in the surface of the designated area. When under the action of the proof rolling, the base course yields, pumps, or otherwise fails, remove, replace with suitable materials, and recompact materials in the base course or in the underlying layers indicated to be unsatisfactory. The speed of the roller shall not exceed 5 miles per hour. Obtain approval upon completion of the proof rolling of the base course. 3.5 FINISHING AT EDGES OF BASE COURSE A. Place earth or other approved materials along the edges of the base course in such quantity that it will compact to the thickness of the course being constructed. When the course is being constructed in two or more layers, place material to the thickness of each layer. In each operation, allow at least a one foot width of the shoulder to be rolled and compacted simultaneously with the rolling and compacting of each layer. 3.6 FIELD QUALITY CONTROL A. Approve materials and material sources in advance of the use of such materials in the work. Replace base where samples are removed. B. Testing: 1. Smoothness Tests: Test with a 10 foot straightedge, applied parallel with and at right angles to the center line of the paved area. Correct deviations in the surface in excess of 3/8 inch by loosening, adding or removing material, reshaping, watering, and compacting. The smoothness requirements specified herein apply only to the top layer when base course is constructed in more than one layer. 2. Field Density Tests: ASTM D 1556 or ASTM D 2922 and ASTM D 3017. Take one test for each 500 square yards of each layer of base course. 164 3. Laboratory Density Tests: In accordance with ASTM D 1557. Provide one test for each source and additional tests as specified for each source change. 4. Thickness Tests: Measure thickness of base course at intervals such that there will be a INA depth measurement for at least each 500 square yards of complete base course. Make depth measurements by test holes, at least 3 inches in diameter, through the base course. Where base course deficiency is more than 1/2 inch, correct by scarifying, adding mixture of proper gradation, reblading, and recompacting. The average thickness is the average of the depth measurements and shall not underrun the thickness indicated. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS GRADED CRUSHED AGGREGATE BASE COURSE SECTION 02722 - 4 3.7 MAINTENANCE A. After construction is completed, maintain the base course throughout, except where portion of the succeeding course is under construction thereon. Maintenance includes drainage, rolling, shaping, and watering, as necessary, to maintain the course in proper condition. Correct deficiencies in thickness, composition, construction, smoothness, and density, which develop during the maintenance, to conform to the requirements specified herein. Maintain sufficient moisture by light sprinkling with water at the surface to prevent a dusty condition. END OF SECTION Imis 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS t'"' ASPHALT CONCRETE PAVEMENT SECTION 02741 - 1 PART 1 GENERAL Yoh 1.1 SUMMARY A. Section Includes: Requirements for materials, placement and testing of asphalt concrete pavement and traffic signs. B. Related Sections: Section 02301, "Earthwork for Structures and Pavements," Section 02722, "Graded Crushed Aggregate Base Course." 1.2 REFERENCES A. The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only. B. American Association of State Highway and Transportation Officials (AASHTO) 1. AASHTO T209 Method of Test for Maximum Specific Gravity of Bituminous Paving Mixtures - "Rice Density." bar C. U.S. Department of Transportation, Federal Highway Administration 1. MUTCD Manual on Uniform Traffic Control Devices. 16.0 low tiro ism D. Washington State Department of Transportation (WSDOT) 1. SS -1 (2002) Standard Specifications for Road, Bridge and Municipal Construction. E. Washington State Department of Transportation Materials Manual 1. TM 8 In Place Density of Bituminous Mixes Using the Nuclear Moisture - Density Gauge. 1.3 SUBMITTALS A. Submit the following in accordance with Section 01330, "Submittals." B. Mix Delivery Record Data: Record and submit the following information to each load of mix delivered to the job site. Submit within one day after delivery. 1. Truck No: 2. Time In: 3. Time Out: 4. Tonnage and Discharge Temperature: 5. Mix Type: 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS ASPHALT CONCRETE PAVEMENT SECTION 02741 - 2 6. Location: 7. Stations Placed: C. Mix Design: Submit results of laboratory tests performed on each mix design. Testing shall have been accomplished not more than one year prior to date of material placement. D. Submit reports for testing specified under paragraph entitled "Field Quality Control." 1. Density 2. Thickness 3. Straight Edge Test E. Pavement Cores: Submit 2 pavement cores when using the in-place nuclear density method. 1.4 QUALITY ASSURANCE A. Regulatory Requirements: Provide work and materials in accordance with applicable requirements of SS -1. Sections and Paragraphs mentioned herein refer to those specifications. Paragraphs in SS -1 entitled "Measurement and Payment" shall not apply. Where "state" is used it shall mean "Owner." PART 2 PRODUCTS 2.1 ASPHALT CONCRETE A. Provide asphalt concrete in accordance with the applicable requirements of the SS -1 Section 5-04, except where specified otherwise. Asphalt -concrete pavement shall be Class B. Asphalt concrete shall be provided by a WSDOT approved source for the mix design specified. 2.2 SUBGRADE/SUBBASE A. As specified in Section 02301, "Earthwork for Structures and Pavements." 2.3 BASE COURSE A. As specified in Section 02722, "Graded Crushed Aggregate Base Course." 2.4 COMPOSITION OF MIXTURE REQUIREMENTS A. Aggregates: Provide materials for asphalt concrete aggregates in accordance with Division 9, Section 9-03.8, Class B, of SS -1. 2.5 PAVEMENT MARKING A. White, low VOC waterborne paint in accordance with SS -1, Section 9-34.2(3). 2705 MUSEUM OF FLIGHT PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS 110907 Via la ihoJ ASPHALT CONCRETE PAVEMENT SECTION 02741 - 3 PART 3 EXECUTION 3.1 PREPARATION A. Excavation and Filling: Excavation and filling to establish elevation of subgrade is specified in Section 02301, "Earthwork for Structures and Pavements." B. Prior to the laying of the asphalt concrete, clean underlying course of foreign or objectionable matter with power blowers or power brooms, supplemented by hand brooms and other cleaning methods where necessary. C. Spray contact surfaces of previously constructed pavement with a tack coat, conforming to Section 02744, "Bituminous Tack Coat." Paint contact surfaces of structures, concrete pavements and walks and utility appurtenances with tack coat prior to placing the asphalt concrete. 3.2 CONSTRUCTION A. Provide construction in accordance with the applicable requirements of the SS -1, Section 5-04.3, except where indicated or specified otherwise. B. Methods of construction of asphalt concrete pavement shall be in accordance with Section 5-04.3 of SS -1. Compact asphalt mixture to 92 percent of the maximum attained in a laboratory specimen of the same mixture prepared in accordance with AASHTO T209. Placement will not be permitted unless the Contractor has a working asphalt thermometer on site. 1. The range of temperatures of the mixtures at the time of spreading shall be between 250 degrees F and 300 degrees F. Bituminous concrete having temperatures less than minimum spreading temperature when dumped into the spreader will be rejected. Adjust spreader and regulate speed so that the surface of the course is smooth and continuous without tears and pulling, and of such depth that, when compacted, the surface conforms with the cross section, grade, and contour indicated. Unless otherwise directed, begin the placing along the centerline of areas to be paved on a crowned section or on the high side of areas with a one-way slope. Place mixture in consecutive adjacent strips having a minimum width of 10 feet except where the edge lanes require strips less than 10 feet to complete the area. Construct longitudinal joints and edges to true line markings. Establish lines parallel to the centerline of the area to be paved, and place string lines coinciding with the established lines for the spreading machine to follow. Provide the number and location of the lines needed to accomplish proper grade control. When specified grade and smoothness requirements can be met for initial lane construction by use of an approved long ski -type device of not less than 30 feet in length and for subsequent lane construction by use of a short ski or shoe, in-place string lines for grade control may be omitted. Place mixture as nearly continuous as possible and adjust the speed of placing as needed to permit proper rolling. 2. Shovelers and rakers shall follow the spreading machine. Add or remove hot mixture and rake the mixture as required to obtain a course that when completed will conform to requirements specified herein. Broadcasting or fanning of mixture over areas being compacted is prohibited. When segregation occurs in the mixture during placing, suspend spreading operation until the cause is determined and corrected. Correct irregularities in alignment left by the spreader by trimming directly behind the machine. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS ASPHALT CONCRETE PAVEMENT SECTION 02741 - 4 Immediately after trimming, compact edges of the course by tamping laterally with a metal lute or by other approved methods. Distortion of the course during tamping is prohibited. 3. In areas where the use of machine spreading is impractical, spread mixture by hand. The range of temperatures of the mixtures when dumped onto the area to be paved shall be between 250 and 300 degrees F. Mixtures having temperatures less than minimum spreading temperature when dumped onto the area to be paved will be rejected. Spread hot mixture with rakes in a uniformly loose layer of a thickness that, when compacted, will conform to the required grade, thickness, and smoothness. During hand spreading, place each shovelful of mixture by turning the shovel over in a manner that will prevent segregation. Do not place mixture by throwing or broadcasting from a shovel. Do not dump loads any faster than can be properly handled by the shovelers and rakers. 4. Compact mixture by rolling. Begin rolling as soon as placement of mixture will bear rollers. Delays in rolling freshly spread mixture shall not be permitted. Start rolling longitudinally at the extreme sides of the lanes and proceed toward center of pavement, or toward high side of pavement with a one-way slope. Operate rollers so that each trip overlaps the previous adjacent strip by at least one foot. Alternate trips of the roller shall be of slightly different lengths. Conduct tests for conformity with the specified crown, grade and smoothness immediately after initial rolling. Before continuing rolling, correct variations by removing or adding materials as necessary. If required, subject course to diagonal rolling with the steel wheeled roller crossing the lines of the previous rolling while mixture is hot and in a compactable condition. Speed of the rollers shall be slow enough to avoid displacement of hot mixture. Correct displacement of mixture immediately by use of rakes and fresh mixture, or remove and replace mixture as directed. Continue rolling until roller marks are eliminated and course has a density as specified in this section. During rolling, moisten wheels of the rollers enough to prevent adhesion of mixture to wheels, but excessive water is prohibited. Operation of rollers shall be by competent and experienced operators. Provide sufficient rollers for each spreading machine in operation on the job and to handle plant output. In places not accessible to the rollers, compact mixture thoroughly with hot hand tampers. Skin patching of an area after compaction is prohibited. Remove mixture that becomes mixed with foreign materials or is defective and replace with fresh mixture compacted to the density specified herein. Roller shall pass over unprotected edge of the course only when laying of course is to be discontinued for such length of time as to permit mixture to become cold. 5. Joints shall present the same texture and smoothness as other portions of the course, except permissible density at the joint may be up to 2 percent less than the specified course density. Carefully make joints between old and new pavement or within new pavements in a manner to ensure a thorough and continuous bond between old and new sections of the course. Vertical contact surfaces of previously constructed sections that are coated with dust, sand, or other objectionable material shall be painted with tack coat just before placing fresh mixture. a. Transverse Joints: Roller shall pass over unprotected end of freshly laid mixture only when laying of course is to be discontinued. Except when an approved bulkhead is used, cut back the edge of previously laid course to expose an even, vertical surface for the full thickness of the course. When required, rake fresh mixture against joints, thoroughly tamp with hot tampers, smooth with hot smoothers, and roll. Transverse joints in adjacent lanes shall be offset a minimum of 2 feet. b. Longitudinal Joints: Space 6 inches apart. Do not allow joints to coincide with joints of existing pavement or previously placed courses. Spreader screed shall overlap previously placed lanes 2 to 3 inches and be of such height to permit compaction to 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS 16.4 troIrair1 ASPHALT CONCRETE PAVEMENT SECTION 02741 - 5 produce a smooth dense joint. With a lute, push back mixture placed on the surface of previous lanes to the joint edge. Do not scatter mix. Remove and waste excess material. When edges of longitudinal joints are irregular, honeycombed, or poorly compacted, cut back unsatisfactory sections of joint and expose an even vertical surface for the full thickness of the course. When required, rake fresh mixture against joint, thoroughly tamp with hot tampers, smooth with hot smoothers, and roll while hot. C. Subgrade/Subbase: Section 02301, "Earthwork for Structures and Pavements." D. Base Course: Section 02722, "Graded Crushed Aggregate Base Course." E. Pavement Markings: Apply as specified in SS -1, Section 8-22.3. 3.3 FIELD QUALITY CONTROL A. Sample shall be taken by Contractor as specified herein. Contractor shall replace pavement where sample cores have been removed. B. Core Identification: 1. Place each core in a container and securely seal to prevent loss of material. Tag each sample for identification. Tag shall contain the following information: a. Contract No. b. Sample No. c. Quantity d. Date of Sample e. Sample Description f. Source/Location/Stations Placed/depth below the finish grade g. Intended Use h. Thicknesses of various lifts placed C. Testing: 1. Testing of Pavement Course: a. Density: Determine density by testing pavement in accordance with TM 8 the day the pavement is placed. Perform 3 density tests for each 200 tons, or fraction thereof, of pavement placed at locations determined by the Engineer. b. Thickness: Determine thickness of finished pavement by use of following equation: c. t = w/(0.75d) Where: t = pavement thickness, in inches W = average weight per square yard of mixture actually used in work d = compacted density as measured by nuclear density device d. Straightedge Test: Test compacted pavement of binder course and with a straightedge as work progresses. Apply straightedge parallel with and at right angles to center line after final rolling. Variations in the binder course surface shall not be more than 1/4 inch from the lower edge of the 10 -foot straightedge; variations in wearing course surface shall not be more than 1/4 from the lower edge of the 10 -foot straightedge. Pavement showing irregularities greater than that specified shall be corrected as directed by the Engineer. END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS Ike it ids BITUMINOUS TACK COAT SECTION 02744 - 1 PART 1 GENERAL 1.1 SUMMARY A. Section includes: Requirements for materials and placement of tack coat. 1.2 REFERENCES A. The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by the basic designation only. B. American Association of State Highway and Transportation Officials (AASHTO) 1. AASHTO T102 (1990) Spot Test of Asphaltic Materials C. Washington State Department of Transportation (WSDOT) 1. SS -1 (2006) Standard Specifications for Road, Bridge, and Municipal Construction. 1.3 SUBMITTALS A. Submit the following in accordance with Section 1330, "Submittals." 1. Certification stating that emulsified asphalt meets the requirements of the specification. 1.4 DELIVERY AND STORAGE A. Inspect the materials delivered to the site for contamination and damage. Unload and store the materials with a minimum of handling. 1.5 WEATHER LIMITATIONS A. Apply the tack coat only when the surface is dry. Apply the tack coat only when the ambient temperature is 50 degrees F or above and when the temperature has not been below 35 degrees F for 12 hours immediately prior to application, unless otherwise directed. PART 2 PRODUCTS 2.1 MATERIALS A. Bituminous material for the tack coat shall be emulsified asphalt. B. Emulsified Asphalt: SS -1, Section 9-02.1(6), Type CSS -1. Dilute the emulsified asphalt with equal parts of water. The base asphalt used to manufacture the emulsion shall show a negative spot when tested in accordance with AASHTO T102 using standard naphtha. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS BITUMINOUS TACK COAT SECTION 02744 - 2 2.2 CONSTRUCTION EQUIPMENT A. Provide equipment dependable and adequate for the purpose intended and properly maintained in satisfactory and safe operating condition. Calibrated equipment such as asphalt distributors, scales, batching equipment, spreaders and similar equipment, shall have been recalibrated by a calibration laboratory within 12 months prior to commencing work. B. Bituminous Distributor: The bituminous distributor shall be designed and equipped to distribute the bituminous material uniformly at even heat on variable widths of surface at readily determined and controlled rates from 0.05 to 2.0 gallons per square yard, with a pressure range of 25 to 75 pounds per square inch and with an allowable variation not to exceed 5 percent from any specified rate. Distributor equipment shall include a separate power unit for the bitumen pump, full -circulation spray bars, acoumeter, pressure gages, volume -measuring devices, adequate heaters for heating the materials to the proper application temperature, a thermometer for reading the temperature of the tank contents, and a hose and spray nozzle attachment suitable for applying bituminous material to spots unavoidably missed by the distributor and to areas inaccessible to the distributor. The distributor shall be equipped to circulate and agitate the bituminous material during the heating process. C. Heating Equipment for Storage Tanks: The equipment for heating the bituminous material shall be steam, electric, or hot oil heaters. Steam heaters shall consist of steam coils and equipment for producing steam, so designed that the steam cannot get into the material. An armored thermometer with a temperature range from 40 degrees F to 400 degrees F shall be fixed to the tank so that the temperature of the bituminous material may be determined at all times. D. Brooms and Blowers: Brooms and blowers shall be of the power type suitable for cleaning the surfaces for application of the bituminous material. PART 3 EXECUTION 3.1 PREPARATION OF SURFACE A. Immediately before applying the tack coat, remove loose material, dirt, clay, and other objectionable material from the surface to be treated by a power broom or blower supplemented with hand brooms. After the cleaning operation and prior to the application of the tack coat, inspect the area to be paved to determine the fitness of the area to receive the bituminous material. 3.2 APPLICATION OF BITUMINOUS MATERIAL A. Apply the tack coat when the surface to be treated is dry. Immediately following the preparation of the surface for treatment, apply the bituminous material by means of the bituminous distributor, within the limits of temperature specified herein and at a rate of not less than not less than 0.05 gallon nor more than 0.15 gallon of diluted emulsion per square yard. Apply the bituminous material so that uniform distribution is obtained over the entire surface to be treated. Treat lightly coated areas and spots missed by the distributor with the bituminous material. Following the application of bituminous material, allow the surface to cure without being disturbed for period of time necessary to permit setting of the tack coat. Apply the bituminous tack coat only as far in advance of the placing of the overlying layer as required for that day's operation. Maintain and protect the treated surface from damage until the succeeding course of pavement is placed. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS BITUMINOUS TACK COAT SECTION 02744 - 3 B. Application Temperature for Emulsified Asphalt: Between 75 degrees F and 130 degrees F. 3.3 TRAFFIC CONTROLS A. Keep traffic off surfaces freshly treated with bituminous material. Provide sufficient warning signs and barricades so that traffic will not travel over freshly treated surfaces. Is END OF SECTION a a a a a r it OW IOW INF 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS IND CONCRETE FORMWORK SECTION 03100 - 1 PART 1 GENERAL 1.1 SUMMARY A. This section covers design, construction, treatment of formwork to confine and shape concrete to the required dimensions, and formwork accessories. B. Related Sections 1. 03200 — Concrete Reinforcement 2. 03300 — Cast -in -Place Concrete iho 1.2 REFERENCE STANDARDS A. The latest versions of the publications listed below form a part of this Specification; comply with provisions of these publications except as otherwise shown or specified. 1. ACI 117 Standard Specification for Tolerances for Concrete 2. ACI 301 Standard Specifications for Structural Concrete, including other standards referred to in ACI 301, such as ASTM, etc. ihdd 1.3 SUBMITTALS A. Formwork Shop Drawings: Submit the following in accordance with Section 01330, "Submittals": 1. Formwork shop drawings sealed by a professional Engineer licensed in the state where the Work will be done. i,,,,i 2. Calculations for formwork, reshoring, and backshoring sealed by a professional Engineer licensed in the state where the Work will be done. 3. Exposed Concrete Surfaces: Show the general construction of forms including jointing, formed joints or reveals, form tie locations, pattern of form placement, coordination of cold joints with reveals, and other items that affect the exposed concrete visually. 4. Formwork Facing Materials: Data on form facing materials proposed for concrete exposed to view in the completed work. B. Product Data: Include specifications and installation instructions for proprietary materials and items as required, including formwork release agents, form liners, manufactured form systems, form ties, and accessories. Iwo C. Construction and Contraction Joints in Concrete Flatwork: Submit the location of construction and contraction joints proposed if different from those indicated in the Contract Documents. D. Testing for Formwork Removal: Data on method for determining strength of concrete for removal of formwork when a method other than field -cured cylinders is proposed. E. Formwork Removal Plans: Detail plans for formwork removal operations when removal of forms at concrete strengths lower than that specified is proposed. F. Reshoring and Backshoring Plans: When reshoring or backshoring is required or permitted, submit procedures and plans of operations, before use, sealed by a professional Engineer licensed in the state where Work will be performed. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS CONCRETE FORMWORK SECTION 03100 - 2 1.4 QUALITY ASSURANCE A. Design and construction of concrete formwork is the responsibility of the Contractor. Design and construct formwork to furnish only those lines and shapes indicated on drawings, unless otherwise approved by Architect. Construct formwork for erection in satisfactory sequence and removal without damage to the resulting concrete surface. B. Design, construct, erect, maintain, and remove forms, shores, and related structures for cast - in -place concrete work in compliance with requirements and tolerances in the American Concrete Institute Standard ACI 347, "Recommended Practice for Concrete Formwork." Formwork shall produce as -cast surfaces complying with Tolerance requirements of Section 03300, "Cast -in -Place Concrete." C. Inspections: Refer to Section 01450, "Quality Assurance," for inspection requirements. D. Embedded Items: Where items, such as embedded plates, reglets, anchors, fastenings, conduit, piping and other items are supplied by other trades and specified elsewhere in the Contract Documents, coordinate and obtain approval of their placement in the forms prior to placing any concrete. E. Forms for Reuse: Where applicable, construct and erect forms for reuse; withdraw all projecting nails and other objects from contact surfaces before reusing; clean and completely recondition all forms prior to reuse. Obtain approval for form reuse from Owner's Inspector; formwork with patches and repairs affecting the appearance of concrete surfaces will not be allowed. PART 2 PRODUCTS 2.1 MATERIALS A. Form -Facing Materials: Materials for form faces in contact with concrete shall meet the following requirements unless otherwise specified in the Contract Documents. 1. Rough Form Finish: No form -facing material is specified. 2. Smooth Form Finish: Use plywood, tempered concrete form -grade hardboard, metal, plastic, paper, or other acceptable materials capable of producing the desired finish. Form -facing materials shall produce a smooth, uniform texture on the concrete. Do not use form -facing materials with raised grain, torn surfaces, worn edges, patches, dents, or other defects that will impair the texture of concrete surfaces. Set the facing materials in an orderly and symmetrical arrangement, and keep the number of seams to a practical minimum. 3. Walls Exposed to View: 0.75 inch HDO Plyform High Density Overlaid Concrete Form, Class I. B. Formwork Accessories: Use commercially manufactured formwork accessories that are partially or wholly embedded in concrete, including ties and hangers. Do not use non - fabricated wire form ties. Where noted in the Contract Documents, use form ties with integral water barrier plates in walls. 1. Walls Exposed to View: Provide pre -cast concrete plugs to fill holes coordinate with ties utilized and provide recessed appearance required. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS CONCRETE FORMWORK SECTION 03100 - 3 C. Formwork Release Agents: Use commercially manufactured formwork release agents that will prevent formwork absorption of moisture, prevent bond with concrete, and not stain the concrete surfaces. D. Expansion Joint Filler: Premolded expansion joint filler shall conform to ASTM D994, D1751, or D1752. 6.1 E. Other Embedded Items: Use waterstops, sleeves, inserts, anchors, reglets, dovetail anchor slots, and other embedded items of the material and design indicated in the Contract Documents. ido Yr L 2.2 PERFORMANCE AND DESIGN REQUIREMENTS A. Design and engineering of formwork shall be the responsibility of the Contractor. B. Design formwork, shores, reshores, and backshores to carry all loads transmitted to them and to comply with the requirements of the applicable building code. Design formwork to withstand the pressure resulting from placement and vibration of concrete and to maintain specified tolerances. C. Do not use earth cuts as forms for vertical or sloping surfaces. D. Maximum deflection of facing materials reflected on concrete surfaces exposed to public view shall be L/360 of the span between structural members of the formwork. E. Formed Construction: Locate and form construction joints that least impair the strength of the structure. Unless otherwise specified or permitted, locate and detail formed construction joints to the following requirements: 1. Locate construction joints within the middle third of the spans of slabs. 2. Locate joints in walls and columns at the underside of floors, slabs, beams, or girders and at the tops of footings or floor slabs. 3. Make joints perpendicular to the main reinforcement. 4. Provide keyways as indicated in the Contract Documents. 2.3 FABRICATION AND MANUFACTURE A. Formwork shall be tight to prevent loss of mortar from concrete. B. Place 3/4 -inch minimum chamfer strips in the corners of formwork to produce beveled edges on permanently exposed surfaces unless otherwise specified. Do not bevel re-entrant corners or edges of formed joints of concrete unless specified in the Contract Documents. C. Provide temporary openings at the base of column and wall formwork and at other points where necessary to facilitate cleaning and inspection. Arrange such openings in sides of forms where concrete surfaces will be concealed by other materials or construction. Clean and ry inspect immediately before concrete is placed. Ira Iry D. Fabricate form ties so ends or end fasteners can be removed with minimum spalling at the faces of concrete. 2705 MUSEUM OF FLIGHT 11.0907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS CONCRETE FORMWORK SECTION 03100 - 4 PART 3 EXECUTION 3.1 CONSTRUCTION AND ERECTION OF FORMWORK A. At construction joints, lap contact surface of the form sheathing for flush surfaces exposed to view over the hardened concrete in the previous placement by 1 inch minimum. Ensure formwork is held firmly against hardened concrete to prevent offsets or loss of mortar at construction joints and to maintain a true surface. B. Provide positive means of adjustment (wedges or jacks) for shores and struts. Make adjustments in the formwork prior to concrete placement. Fasten form wedges in place after final adjustment of forms. Brace formwork securely against lateral deflection and lateral instability. C. Camber formwork to compensate for anticipated formwork deflections. Set formwork and . intermediate screed strips for slabs accurately to produce designated elevations and contours of the finished surface. Ensure that edge forms and screed strips are sufficiently strong to support vibration screeds or roller pipe screeds when the finish specified requires the use of such equipment. D. When formwork is cambered, set screeds to a like camber to maintain required concrete thickness. E. Anchor formwork to shores, supporting surfaces, or members to prevent upward or lateral movements of the formwork system during concrete placement. F. Construct formwork for wall openings to facilitate removal and to counteract swelling of wood formwork. G. Place sleeves, inserts, anchors, and embedded items required for adjoining work or form support of adjoining work before concrete placement. H. Position and support expansion joint materials, waterstops, and other embedded items to prevent displacement. Fill voids in sleeves, inserts, and anchor slots temporarily with readily removable material to prevent entry of concrete into voids. I. Clean surfaces of formwork and embedded materials of mortar, grout, and foreign materials before concrete is placed. J. Cover surfaces of formwork with an acceptable material that will prevent bond with the concrete. A field -applied formwork release agent or a factory -applied liner may be used. If a formwork release agent is used, apply following these guidelines: 1. Apply to the surfaces of the formwork in accordance with the manufacturer's recommendations before placing reinforcing steel. 2. Do not allow formwork release agent to puddle in the forms. 3. Do not allow formwork release agent to make contact with reinforcing steel or hardened concrete against which fresh concrete is to be placed. 3.2 REMOVAL OF FORMWORK A. When finishing is required, remove forms as soon as removal operations will not damage concrete. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS two CONCRETE FORMWORK SECTION 03100 - 5 B. Remove top forms on sloping surfaces of concrete as soon as removal will not allow concrete to sag. Perform needed repairs or required treatments at once, and follow immediately with specified curing. C. Loosen wood formwork for wall openings when this can be accomplished without causing damage to the concrete. D. Leave formwork and shoring in place to support the weight of concrete in beams, slabs, and in- place structural members until concrete has reached the specified compressive strength. If a lower compressive strength is proposed for removal of formwork and shoring, submit detailed plans for review and acceptance. When shores and other vertical supports are arranged to allow the form -facing material to be removed without loosening or disturbing the shores and supports, the facing material may be removed at an earlier age. E. Construct formwork to permit easy removal. 3.3 RESHORING AND BACKSHORING A. While reshoring and backshoring is under way, do not permit any construction load on new construction. B. During reshoring and backshoring, do not allow concrete in beam, slab, column, or any structural member to be loaded with combined dead and construction loads in excess of the design loads indicated in the Contract Documents at the specified concrete compressive strength. C. Place reshores and backshores in sequence with stripping operations. D. Tighten reshores and backshores to carry the required loads without overstressing the concrete members. Leave them in place until required tests indicate the concrete compressive strength has attained the minimum value specified. E. For floors supporting shores under newly placed concrete, either leave the original supporting shores in place or install reshores and backshores. The shoring system and the supporting slabs shall have capacities sufficient to resist the anticipated loads. Locate reshores and backshores directly under a shore position. F. Extend reshoring or backshoring over a sufficient number of stories to distribute the weight of newly placed concrete, forms, and construction live loads such that the design loads of the floors supporting the shores, reshores, or backshores are not exceeded. 3.4 STRENGTH OF CONCRETE REQUIRED FOR REMOVAL OF FORMWORK A. Vertical formwork not supporting the weight of concrete may be removed 24 hours after concrete placement, provided the concrete is hard enough to not be damaged and curing and protection operations are continued. B. Formwork Supporting Weight of Concrete 1. Leave in place at least 7 days after concrete placement and until concrete design compressive strength is attained, or until sufficient prestressing has been applied to carry dead loads and construction loads. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS CONCRETE FORMWORK SECTION 03100 - 6 2. After the concrete has been in place at least 3 days and has reached 75 percent of required design compressive strength, reshoring will be permitted, provided concrete does not remain unsupported more than 4 hours. C. When removal of formwork or reshoring is based on concrete reaching a specified compressive strength, concrete will be presumed to have reached this strength when test cylinders, field cured the same as the concrete they represent, have reached the compressive strength specified for removal of formwork and/or reshoring. Mold cylinders in accordance with ►. ASTM C31, and cure them under the same conditions for moisture and temperature as used for the concrete they represent. Test cylinders in accordance with ASTM C39. D. Alternatively, one of the following methods for evaluating concrete strength for formwork removal may be used, provided sufficient data is submitted, using project materials, to demonstrate correlation of measurements on the structure with the compressive strength of laboratory -cured molded cylinders or drilled cores. Submit correlation data on the proposed alternative method for determining strength to the Architect/Engineer. 1. Tests of cast -in-place cylinders in accordance with ASTM C873 (limited to slabs with concrete depths from 5 to 12 inches) 2. Penetration resistance in accordance with ASTM C803 3. Pullout strength in accordance with ASTM C900 4. Acceptable maturity -factor procedure in accordance with ASTM C1074 5 Break -off number of concrete in accordance with ASTM C1150 END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS two CONCRETE REINFORCEMENT SECTION 03200 - 1 PART 1 GENERAL 1.1 SUMMARY A. This section covers materials, fabrication, placement, and tolerances of reinforcement and reinforcement accessories. B. Related Sections 1. 03100 — Concrete Formwork 2. 03300 — Cast -in -Place Concrete 1.2 REFERENCE STANDARDS ir.oi A. The latest versions of the publications listed below form apart of this specification; comply with provisions of these publications except as otherwise shown or specified. 1. ACI 117 Standard Specification for Tolerances for Concrete 2. ACI 301 Standard Specifications for Structural Concrete, including other standards referred to in ACI 301, such as ASTM, AWS, etc. 3. CRSI MSP Manual of Standard Practice ir. 1.3 SUBMITTALS A. Placing Drawings: Submit placing drawings showing fabrication dimensions and locations for placement of reinforcement and reinforcement supports. Indicate splicing, laps, details of reinforcing, and accessories. 1. Show embedded plates and bolts for purposes of checking for potential interferences. 2. Indicate locations of construction joints in the concrete construction. B. Mechanical Splices: Submit the types of mechanical splices proposed for use. Include the latest ICC -ES Reports for threaded or sleeve -type splices to verify compliance with specified requirements. C. Product Data: Include specifications and installation instructions for all proprietary materials and reinforcement accessories. D. Welding Procedures and Qualifications: Submit description of reinforcement weld locations, welding procedures, and welder qualifications when welding is permitted. E. Mill Certificates: Submit mill certificates for all reinforcing steel for information and record only. ihro 1.4 QUALITY ASSURANCE A. Allowable Tolerances: Fabrication and placement tolerances shall be in accordance with Iwo ACI 117. B. Welder Qualifications: Welders shall be qualified in the last six months in accordance with the ,., American Welding Society, AWS D1.4, and the Washington Association of Building Officials (WABO). Welding procedures qualified by others and welders qualified by another employer may be acceptable as permitted by AWS D1.4. If re -qualification is required, the cost of these qualification tests shall be borne by the Contractor. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS CONCRETE REINFORCEMENT SECTION 03200 - 2 1.5 DELIVERY, STORAGE, AND HANDLING A. Bundles of reinforcing bars shall be tagged showing quantity, grade, size, and suitable identification to allow checking, sorting, and placing. Identification of steel shall be maintained after bundles are broken. 1. Bundles of flat sheets and rolls of welded wire fabric shall be tagged showing quantity, style designation, width, and length. B. Reinforcing steel shall be stored off the ground in a manner that will prevent bending and be protected from earth, oil, or any other material that might impair bond to concrete. PART 2 PRODUCTS 2.1 MATERIALS A. Reinforcing Bars: ASTM A615, Grade 60, deformed, unless otherwise indicated on drawings. B. Reinforcing Bars for Welding and Reinforcing Bars Specified as "Special Ductile Quality": ASTM A706, Grade 60, deformed. ASTM A615, Grade 60 reinforcement may be used in lieu of ASTM 706 if the following conditions apply: 1. The actual yield strength based on mill tests does not exceed the specified yield strength by more than 18,000 psi. 2. The ratio of the actual ultimate tensile strength to the actual tensile yield strength is not less than 1.25. C. Column Spirals (where noted): Plain, cold -drawn wire conforming to ASTM A82 or hot -rolled rods for spirals conforming to ASTM A615. D. Welded Wire Fabric: ASTM A185 or ASTM A497; mesh and wire sizes as noted on Structural drawings. When used in slabs, provide flat sheets, not rolls. E. Bar Supports: In accordance with CRSI Manual of Standard Practice; types and sizes as required for the conditions of the installation. 1. For exposed to view concrete surfaces where legs of supports are in contact with forms, provide supports with legs that are hot -dipped, galvanized, plastic protected, or stainless steel, in accordance with CRSI Class 1 or Class 2 (Types A or B). 2. Provide precast concrete blocks not less than 4 inches square when supporting reinforcing steel on ground. Precast concrete blocks shall have a compressive strength equal to that of surrounding concrete. F. Tie Wire: ASTM A82, No. 16 -gage minimum, double annealed black wire. G. Threaded Splices: See General Notes on Structural drawings. 2.2 FABRICATION A. Reinforcement: Bend reinforcement cold. Fabricate and detail to shapes and dimensions shown on drawings in accordance with CRSI Manual of Standard Practice and with fabricating tolerances in accordance with ACI 117. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS 16+ CONCRETE REINFORCEMENT SECTION 03200 - 3 IIS L B. Welding: Welding or tacking of reinforcing bars is not permitted unless specifically indicated in the Contract Documents. When welding of reinforcement is indicated and required, provide welds in accordance with AWS D1.4. PART 3 EXECUTION 3.1 INSTALLATION A. General: When concrete is placed, reinforcement shall be free of materials deleterious to bond. Reinforcement with rust, mill scale, or a combination of both will be considered satisfactory provided the minimum nominal dimensions, nominal weight, and the minimum average height of deformation of a hand -wire -brushed test specimen are not less than the applicable ASTM specification requirements. B. Reinforcement: Place, support, and fasten reinforcement as indicated in the Contract Documents. Do not exceed the placing tolerances specified in ACI 117 before concrete is placed. When necessary to move reinforcement beyond the specified placing tolerances to avoid interference with other reinforcement or embedded items, submit the resulting arrangement of reinforcement for acceptance. C. Cover: Allowable concrete cover for reinforcement is indicated in the project drawings. Tolerances on concrete cover shall meet the requirements of ACI 117. D. Tie Wires: After cutting tie wires, turn wires to the inside of section and bend so that concrete placement will not force ends to exposed concrete surfaces. E. Welded Wire Fabric: Place, support, and fasten welded wire fabric as indicated in the Contract Documents. Do not exceed the placing tolerances specified in ACI 117 before concrete is placed. 1. Slabs on Grade: Extend welded wire fabric to within 2 inches of the concrete edge. Lap edges and ends of fabric sheets a minimum of one mesh spacing, or 8 inches. Support welded wire fabric during placing of concrete to ensure required position in the slab. Do not place welded wire fabric on grade and subsequently raise into position in concrete. Coordinate flashing with waterproofing specified for concrete flatwork as work of Section 07130, "Sheet Membrane Waterproofing." 2. Slabs on Steel Deck: Extend welded wire fabric to within 2 inches of the concrete edge. Lap edges and ends of fabric sheets a minimum of one mesh spacing, or 8 inches. Support welded wire fabric during placing of concrete to ensure required position in the slab. Do not place welded wire fabric on deck and subsequently raise into position in concrete. F. Splicing: Make splices as indicated in the project drawings. Lapped bars shall be placed in contact and securely tied, or spaced transversely apart to permit the embedment of the entire surface of each bar in concrete. Lapped bars shall not be spaced farther apart than 1/5 the required length of lap, or 6 inches. 1. Mechanical Splices: Mechanical splices for reinforcement not shown on the project drawings shall be submitted for review and accepted prior to use. Mechanical splices shall be in accordance with the recommendations of the manufacturer of the mechanical splicing device. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS CONCRETE REINFORCEMENT SECTION 03200 - 4 G. Reinforcement shall not be field bent or straightened except when specifically permitted. H. Reinforcement shall not be cut in the field except when specifically permitted. 3.2 DEFECTIVE WORK A. General: The following reinforcing steel work will be considered defective and shall be removed and replaced by the Contractor at no additional cost to the Owner: 1. Bars with kinks or bends not shown on drawings. 2. Bars injured due to bending or straightening. 3. Bars heated for bending. 4. Reinforcement not placed in accordance with the drawings and/or specifications. END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS io Lt tir v CAST -IN-PLACE CONCRETE SECTION 03300 - 1 PART 1 GENERAL 1.1 SUMMARY A. Section Features 1. Cast -in-place structural concrete 2. Concrete mix design 3. Concrete placement procedures 4. Concrete finishing 5. Concrete curing 6. Repair of surface defects B. Related Sections 1. 03100 — Concrete Formwork 2. 03200 — Concrete Reinforcement 1.2 REFERENCE STANDARDS A. The latest versions of the publications listed below form a part of this specification; comply with provisions of these publications except as otherwise shown or specified. 1.3 A. B. 1. ACI 117 2. ACI 301 3. ACI 305.1 4. ACI 306.1 5. ACI 308.1 SUBMITTALS Standard Specification for Tolerances for Concrete Standard Specifications for Structural Concrete, including other standards referred to in ACI 301, such as ASTM, etc. Standard Specification for Hot Weather Concreting Standard Specification for Cold Weather Concreting Standard Specification for Curing Concrete General: Make submittals in accordance with Section 01330, "Submittal Procedures." Concrete Mix Design Proportions: Submit concrete mixture proportions and characteristics. Submit the concrete mix design to the local building officials where required. Do not begin concrete production until concrete mix designs have been reviewed and approved. Mix designs shall include proportions of all ingredients, including admixtures added at time of batching or at job site. Include the following: 1. Specify the locations for each mix design. 2. Specify the method used to determine proposed concrete mix design. Include field test records or trial mix test data used to establish the average compressive strength of the concrete mixture. 3. For aggregates, submit types, pit or quarry locations, producers' names, gradings, specific gravities, certification, and evidence not more than 90 days old demonstrating compliance with this specification. Aggregate weights shall be based upon saturated surface dry conditions. Include concrete mix gradation of fine and coarse aggregates. 4. For admixtures, submit types, brand names, producers, manufacturer's technical data, and certification data. 5. Submit the cement type and certification, fly ash type and certification, water/cementitious materials ratio, and source of water supply. 6. Submit the slump. 2705 MUSEUM OF FLIGHT PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS 110907 CAST -IN-PLACE CONCRETE SECTION 03300 - 2 7. Submit the air content of freshly mixed concrete. 8. Submit the concrete compressive strength at 7, 28, and 56 days. The 56 -day strength is required only when specified in the Concrete Mix Specification Table in the General Notes. 9. Submit the chloride ion content of concrete. 10. Submit the fibrous reinforcing type, fiber length, dosage rate, and dosage procedures. C. Curing Methods: Submit written methods, procedures, and products for curing of all concrete. D. Repair Methods:. Submit the proposed methods of repair, along with repair material specification, manufacturer's data on the proposed patching material, and the proposed preparation and application procedure. E. Construction Joints: Submit information for acceptance of proposed location and treatment of construction joints proposed but not indicated on the Construction Documents.. F. Qualification of Finishers: Submit qualifications of the finishing contractor and the finishers who will perform the Work. G. Concrete Finishing Samples: 1. Demonstrate as -cast surface to comply with requirements for Concrete Walls Exposed to View. Provide additional sample demonstrating brush abrasive blast finish. Samples shall be nominal 2 feet by 2 feet and include filled tie -holes. 2. Broome Finish: Demonstrate compliance with requirements of this Section for traffic surface finish, surface texture acceptable to the Architect and compliance with coordination of appearance with precast concrete stair treads. H. Records: Retain records of all concrete poured, including exact mix proportions, slumps, test strength, date, time, location of the placement, weather conditions at time of placement, and the source of concrete. Submit copy to Owner's Representative and Building Official. 1.4 QUALITY ASSURANCE A. The Contractor is responsible for correcting Work that does not conform to the specified requirements, including strength, tolerances, and finishes. The Contractor shall submit the proposed solution for review and approval. B. Unless otherwise noted, maintain the allowable tolerances in ACI 117. C. Maintain records verifying materials used are of the specified and accepted types and sizes and are in conformance with the Contract Documents. D. Special Inspection and Testing: Concrete work is -subject to special inspection and testing as specified; notify the Testing Agency at least 48 hours before inspection is required. E. Single Source Responsibility: Provide materials for concrete work made or produced from a single source of supply; no mixing of brands or types of cement will be allowed; no substitution of aggregate type or size from those approved will be permitted. F. Concrete Contractor Qualifications: An experienced concrete contractor who has completed concrete Work similar in material, design, and extent to that indicated for this Project and whose work has resulted in construction with a record of successful in-service performance. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS bow itigo CAST -IN-PLACE CONCRETE SECTION 03300 - 3 G. Concrete Producer Qualifications: A firm experienced in manufacturing ready -mixed concrete products complying with ASTM C 94. Producer must be certified according to the National Ready Mixed Concrete Association's Certification of Ready Mixed Concrete Production Facilities. `r H. Pre -Construction Conference: At least 30 days prior to start of concrete work, the Contractor shall hold a meeting to review the finish appearance requirements, reveal locations, joint spacings, concrete design mixes, requirements for submittals, construction procedures, schedules for testing, inspection, and certifications. 1. Notify attendees 10 days prior to the scheduled date of the meeting. 2. Required in attendance: a. Contractor and Subcontractors b. Testing Laboratory representative c. Concrete subcontractor d. Ready -mix producer e. Architect/Engineer f. All subcontractors with work to be installed in or affected by concrete work 1.5 DELIVERY, STORAGE, AND HANDLING A. Cementitious Materials: Store cementitious materials in dry, weather -tight buildings, bins, or silos that will exclude contaminants. B. Aggregates: Store and handle aggregate in a manner that will avoid segregation and prevent contamination with other materials or other sizes of aggregates. Store aggregates to drain freely. Do not use aggregates that contain frozen lumps. C. Admixtures: Protect stored admixtures against contamination, evaporation, or damage. Protect liquid admixtures from freezing and from temperature changes that will adversely affect their characteristics. Store and handle products in a manner to retain original quality. Do not use products stored beyond the manuiacturer's recommended shelf life. D. Delivery of Materials: Deliver site applied materials, such as joint and curing materials, in original factory packaging and unopened containers and protect from damage and contamination. E. Place concrete within the time limits specified. Concrete shall possess the specified characteristics in the freshly mixed state at the point of placing. PART 2 PRODUCTS 2.1 CONCRETE MATERIALS A. Portland Cement: Portland cement shall conform to ASTM C150, Type I or Type II. 1. The cement shall be of the same brand and type and from the same plant of manufacture as the cement used in the concrete represented by the submitted field test records or used in the trial mixtures. 2. For concrete walls exposed to view, use one brand of cement throughout project, unless otherwise acceptable to the Architect. 3. Type III cement may be used for cold weather construction. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS CAST -IN-PLACE CONCRETE SECTION 03300 - 4 B. Aggregate: Aggregates and aggregate grading requirements shall conform to ASTM C33. Aggregates shall be free from any substance that may be deleteriously reactive with the alkalis in the cement in an amount sufficient to cause excessive expansion of the concrete. Aggregates used in concrete shall be obtained from same sources and have the same size ranges as the aggregates used in the concrete represented by submitted historical data or used in trial mixtures. C. Fly Ash: Pozzolanic mineral admixture conforming to ASTM C618, Class F. Maximum loss on ignition to be 1 percent. Use fly ash from one single source for the whole project. When fly ash is used, the maximum amount shall be 30 percent by weight of the total cementitious materials, unless otherwise noted in the Construction Documents. D. Admixtures: The use of admixtures shall be the responsibility of the Contractor. When more than one admixture is used in the mix, furnish satisfactory evidence to the Architect that the admixtures to be used are compatible in combination with the cement and aggregates. Provide only one brand of each type of admixture. Accelerating admixtures shall not be used. Unless approved by the Architect, admixtures shall be free of calcium chloride and thiocyanate (not more than 0.05 percent chloride ions). The following types of admixtures are approved: a taw 1. Air -Entrainment Admixture: Master Builders "Micro -Air," Grace "Daravair," Sika "AEA -15," or approved equal conforming to ASTM C260. 2. Water -Reducing Admixture (High Range): Master Builders "Rheobuild 1000," Grace 1... "WRDA-19," Sika "Sikament 86," or approved equal conforming to ASTM C494, Type F. E. Water: Water shall be in conformance with ASTM C94. 2.2 RELATED MATERIALS A. Dissipating Resin Curing Materials: Liquid type membrane -forming curing compound O., complying with ASTM C309, Type I. Curing compound must be of a type that does not inhibit subsequent moist curing operations. The film shall chemically break down in a 6- to 8 -week period and shall not affect adhesion of coverings or membranes. Acceptable products are Burke "RES -X Curing Compound," Euclid Chemical Co. "Kurez DR," Dayton "Day -Chem Rez Cure (J -11-W)," or approved equal. B. Cure and Seal Combination Materials (Exposed Interior Concrete Slabs, including Garage Slabs): Use curing and sealing compounds that conform to ASTM C309 (Types 1 and 1D, Class B) or ASTM 1315. Acceptable products are Master Builders "Acryseal," Euclid Chemical Co. "Rez-Seal," Sonneborn "Kure -N -Seal," or approved equal. Cure and seal material for use in parking garages must resist de-icing chemicals. C. Moisture Retaining Cover: Use waterproof sheet materials that conform to ASTM C171. Iwo D. High Density Insulation Fillers: Extruded polystyrene foam insulation complying with ASTM C578, Type VII. E. Commercial Bonding Grout and Repair Materials: Use products in accordance with .r manufacturer's recommendations. Products include, but are not limited to, the following: 1. Portland -cement mortar modified with a latex acrylic, non re -emulsifiable bonding agent 41, conforming to ASTM C1059 Type II. Acceptable products include Euclid Chemical Co. "Flex -Con," Dayton "Day -Chem Ad Bond (J-40)," or approved equal. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE `. CONSTRUCTION DOCUMENTS CAST -IN-PLACE CONCRETE SECTION 03300 - 5 2. Epoxy mortars and epoxy compounds that are moisture -insensitive during application and after curing and that embody an epoxy binder conforming to ASTM C881. The type, grade, and class shall be appropriate for the application as specified in ASTM C881. 3. Shrinkage -compensating or nonshrink Portland cement grout conforming to ASTM C1107. Acceptable products include Master Builders "Masterflow 713 Grout," Dayton "Sure -Grip High Performance Grout," Burke "Non -Ferrous Non -Shrink Grout," or approved equal. 4. Packaged, dry concrete repair materials conforming to ASTM C928. Acceptable products include Master Builders "Emaco T415," Dayton "HD -50," Burke "Fast Patch 928," or approved equal. 2.3 PROPORTIONING AND DESIGN REQUIREMENTS OF CONCRETE MIXES A. Prepare design mixes for each type and strength of concrete by Field Experience Method or, if not available, by Laboratory Trial Batch Methods as specified in ACI 301. Mix proportions shall produce consistent and workable concrete that can be worked readily into forms and around reinforcement without segregation or excessive bleeding. 1. Field Experience Method: If field test data is available, in accordance with ACI 301, submit for acceptance the mixture proportions along with the field test data. 2. Trial Batch Method: Use an independent, qualified Testing Facility for preparing and reporting proposed mix designs. All expenses connected with such testing and submittals shall be borne by the Contractor. B. Concrete Mixes: Provide concrete mixes conforming to the requirements as indicated in the Structural Drawing General Notes. 1. Strength Requirements: Compressive strength requirements are indicated on drawings and are based on cylinder tests at indicated age. Concrete made with high -early strength cement shall have a 7 -day strength equal to the specified 28 -day strength for concrete made with Type III Portland cement. 2. Cement Content for Slabs: Not less than those indicated in ACI 301. 3. Water/Cementitious Material Ratio: Not to exceed limits indicated on Structural drawings. 4. Air Entrainment: Use air -entraining admixture in exterior exposed concrete as indicated on the Structural drawings. 5. Slump: The Contractor shall determine slump. Each concrete mix submitted shall have the slump specified. Slump tolerances shall meet the requirements of ACI 117. 6. Admixtures: Concrete may contain admixtures, such as water reducers, superplasticizers, or set retarding agents to provide special properties to the concrete. When admixtures are specified or required for workability for particular parts of the Work, use the types specified. 7. Chloride Ion: Maximum water soluble chloride ion concentrations in hardened concrete at ages 28 to 42 days contributed from the ingredients, including water, aggregates, cementitious materials and admixtures, shall not exceed a maximum, by weight of cement, of 0.30 percent. C. Adjustment to Concrete Mixes: Mix design adjustments may be requested by the Contractor when characteristics of materials, job conditions, weather, test results, or other circumstances warrant, at no additional cost to the Owner. New field data, data from new trial mixtures, or evidence that indicates that the change will not adversely affect the relevant properties of the concrete shall be submitted for acceptance before use. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS CAST -IN-PLACE CONCRETE SECTION 03300 - 6 PART 3 EXECUTION 3.1 PREPARATION A. Do not place concrete until the Architect approves all required submittals. B. Remove snow, ice, frost, water, and other foreign materials from form surfaces, reinforcement, and embedded items against which concrete will be placed. C. -Place concrete on properly prepared and unfrozen sub -grade or forms and only in dewatered excavations and forms. D. Do not allow mud or foreign materials into the concrete during placement operations. E. When the ambient temperature necessitates the use of cold or hot weather concreting, make provisions in advance of concrete placement. F. Do not begin placing concrete when the sun, heat, wind, or limitations of facilities furnished by the Contractor prevent proper consolidation, finishing and curing. G. Do not begin placing concrete while rain, sleet, or snow is falling unless adequate protection is provided. Do not allow rainwater to increase mixing water or to damage the surface of the concrete. 3.2 JOINTS A. Construction Joints: Locate construction joints as indicated on the structural drawings or as approved by the Architect. Remove laitance and thoroughly clean and dampen construction joints prior to placement of fresh concrete. B. Bonded Construction Joints: Coat concrete joined with new concrete, including topping, with a concrete bonding compound. Mix and apply in strict accordance with manufacturer's recommendations for the conditions of the application. Concrete surfaces to which other concrete is to be bonded shall be roughened in an approved manner that will expose sound aggregate uniformly without damaging the concrete; remove all laitance and loose particles. C. Control Joints in Slabs -on -Ground: Construct control joints in slabs -on -ground to form panels of patterns as approved. Use inserts 1/4 inch wide x 1/4 of slab depth. Where saw -cut joints are required or permitted, start cutting as soon as concrete has hardened sufficiently to prevent dislodgment of aggregates. Saw a continuous slot to a depth of 1/4 the slab thickness, but not less than 1 inch. Complete sawing within 12 hours after placement. If an alternative method, timing, or depth is proposed for saw cutting, submit detailed procedure plans for review and acceptance. 3.3 INSTALLATION OF EMBEDDED ITEMS A. General: Set and build into work anchorage devices and other embedded items required for other work that is attached to, or supported by, cast -in-place concrete. Use setting drawings, diagrams, instructions, and directions provided by suppliers of items to be attached thereto. 1. Embedded items include, but are not limited to, expansion joints, joint fillers, waterstops, anchor bolts, embedded plates, dovetail anchor slots, etc. 2. Items shall be free of oil, loose scale, rust, etc. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS ter IRO CAST -IN-PLACE CONCRETE SECTION 03300 - 7 3. Fill voids in sleeves, inserts, and anchor slots temporarily with readily removable material to prevent the entry of concrete into the voids. 4. Do not embed aluminum in concrete, except where the aluminum is protected from direct contact from the concrete. 3.4 CONCRETE DELIVERY A. Ready -Mix Concrete: Comply with requirements of ASTM C94 and as herein specified. 1. Elapsed time from start of batching at plant to completed discharge at job site shall not exceed 90 minutes or more than 300 revolutions, whichever comes first after introducing mixing water. 2. When air temperature is between 85°F and 90°F, reduce mixing and delivery time from 90 minutes to 75 minutes. When air temperature is above 90°F, reduce mixing and delivery time to 60 minutes. 3. The concrete temperature shall be monitored in the truck. A rise in temperature of 5°F within 10 minutes or less indicates concrete setting has started before discharge and the load shall be rejected. 4. Ready -Mix Concrete: Provide certificate signed by authorized official of supplier with each load of concrete, stating the following: a. Time truck left plant b. Mix of concrete c. Amount of water and cement in mix d. Amount and type of admixtures e. Time truck is unloaded at site f. Additional water amount allowed at the project site 5. A truck without batch tickets will be rejected. B. Control of Mixing Water: Water may be added once to increase the slump of the concrete within the first 15 minutes after the truck arrives at the job -site, provided the following requirements are adhered to: 1. The specified slump and maximum allowable water/cement ratio is not exceeded. 2. The Independent Testing Agency is present to monitor the amount of water added to compare with the amount of water added at the plant. Testing Agency shall keep written record of the amount of water added at the job -site to each truckload delivered. 3. The drum shall be turned an additional 30 revolutions, or more if necessary, until the added water is uniformly mixed into the concrete. 4. Water shall not be added to the batch after the taking of test cylinders, unless new test cylinders are taken at the expense of the Contractor. 5. Do not add water to concrete after adding high -range water -reducing admixtures to mix. C. Admixtures: Add admixtures within an accuracy of 3%. Where two or more admixtures are used in the same batch, they shall be added separately and must be compatible. Approved admixtures must be added at the appropriate time in strict compliance with manufacturer's directions. Concrete that shows evidence of total collapse or segregation caused by the use of admixtures shall be removed from the site. 3.5 CONCRETE PLACEMENT A. Pre -Placement Inspection: Before concrete placement operation begins, perform the following procedures: 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS CAST -IN-PLACE CONCRETE SECTION 03300 - 8 1. Inspect and complete formwork installation and all reinforcing, and embed items. Notify other crafts to permit installation of their work. 2. Ensure that the reinforcing will be maintained in the proper position during concrete placement operations. 3. Moisten wood forms immediately before placing concrete where form coatings are not used. 4. At topping slabs, thoroughly saturate base slab just prior to placing topping, but do not leave pools of water. 5. Verify all dimensions and elevations. B. Conveying: Methods of conveying concrete is the responsibility of the Contractor. Convey concrete from mixer to the place of final deposit rapidly by methods that prevent segregation or loss of ingredients and that will ensure the required quality of concrete. Do not use aluminum pipes or chutes. Use acceptable conveying equipment of a size and design that will prevent cold joints from occurring. Clean conveying equipment before each placement. 1. Provide runways or other means for wheeled equipment to convey concrete to deposit points. Do not run wheeled equipment used to deposit concrete over reinforcement; do not support runways on reinforcement. 2. Belt Conveyors: Use belt conveyors that are horizontal or at a slope that will not cause excessive segregation or loss of ingredients. Protect concrete to minimize drying and effects of temperature rise. Use an acceptable discharge baffle or hopper at the discharge end to prevent segregation. Do not allow mortar to adhere to the return length of the belt. 3. Chutes: Use metal or metal -lined' chutes having rounded bottoms and a slope between 1:2 and 1:3 (vertical:horizontal). Chutes more than 20 feet long and those not meeting slope requirements may be used, provided they discharge into a hopper prior to distributing into the forms. 4. Pumping or Pneumatic Conveying: Use pumping conveying equipment that permits placement rates that avoid cold joints and prevent segregation in discharge of pumped concrete. In addition: a. Pipeline shall be steel pipe or heavy-duty flexible hose. b. Inside diameter of the pipe shall be at least three times the maximum size of the coarse aggregate. c. Distance to be pumped shall not exceed the limits recommended by the pump manufacturer. d. Provide continuous supply of concrete to the pump. e. When pumping is completed, the concrete remaining in the pipeline shall be ejected without contaminating the concrete in place. 5. Cleaning: Do not discharge rinse water into forms or areas to receive concrete. C. Depositing: Deposit concrete continuously in one layer, or in multiple layers if the fresh concrete is deposited on in-place concrete that is still plastic. Do not deposit fresh concrete on concrete that has hardened sufficiently to cause the formation of seams or planes of weakness. If a section cannot be placed continuously, provide construction joint as specified. Deposit concrete as near to its final location as practicable to avoid segregation. In addition: 1. There shall be no vertical drop greater than 3 feet, except where suitable equipment is provided to prevent segregation and where specifically authorized. 2. Do not use concrete that has surface -dried or partially hardened or that contains foreign material. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS tar CAST -IN-PLACE CONCRETE SECTION 03300 - 9 3. Place concrete for beams, girders, brackets, column capitals, haunches, and drop panels at the same time as concrete for slabs. D. Consolidating: Consolidate concrete by vibration. Thoroughly work concrete around reinforcement and embedded items and into corners of forms, eliminating air and stone pockets that may cause honeycombing, pitting, or planes of weakness. 1. Workers shall be experienced in use of the vibrators. 2. Vibrators shall have a frequency of not less than 8,000 vibrations per minute, and the head diameter and amplitude shall be appropriate for the concrete mix being placed. A spare vibrator shall be kept at the job site during all concrete placing operations. 3. Do not use vibrators to transport concrete inside forms. Insert and withdraw vibrators vertically at uniform spacing over the area of placement; distance between insertions shall be approximately 1-1/2 times the radius of action of the vibrator so that the area being vibrated will overlap the adjacent just vibrated area by a few inches. Do not place vibrators within 2-1/2 inches of form face. 4. Place vibrators to rapidly penetrate placed layer and at least 6 inches into preceding layer. Do not insert vibrators into lower layers of concrete that have begun to set; if there is a delay of more than 15 minutes, vibrate previous lift prior to placing the new concrete. At each insertion, limit duration of vibration to time necessary to consolidate concrete and complete embedment of reinforcement and other embedded items without causing segregation of mix. Withdraw vibrators slowly. 5. Consolidation of slabs shall be obtained with vibrating screeds, rolling pipe screeds, or internal vibrators. E. Re -tamping of concrete that has taken its initial set is not allowed. F. Cold Weather Placing: Protect concrete work from physical damage or reduced strength that could be caused by frost, freezing actions, or low temperatures, in compliance with ACI 306.1 and as specified herein. 1. When air temperature has fallen to or is expected to fall below 40°F, uniformly heat water and aggregates before mixing to obtain a concrete mixture temperature of not less than 50°F and not more than 80°F at point of placement. 2. Do not use frozen materials or materials containing ice or snow. Do not place concrete on frozen subgrade or on subgrade containing frozen materials. 3. Do not use calcium chloride, salt, or other materials containing antifreeze agents or chemical accelerators. G. Hot Weather Placing: When hot weather conditions exist that would seriously impair quality and strength of concrete, place concrete in compliance with ACI 305.1 and as specified herein. Loss of slump, flash set, or cold joints due to temperature of concrete as placed will not be acceptable. 1. Cool ingredients before mixing to maintain concrete temperature at time of placement below 90°F. Mixing water may be chilled, or chopped ice may be used to control temperature provided water equivalent of ice is calculated to total amount of mixing. 2. When temperature of steel reinforcement, embedments, or forms is greater than 120°F, fog steel reinforcement, embedments, and forms with water immediately before placing concrete. Remove standing water before placing concrete. 3. Keep subgrade moisture uniform without standing water, soft spots, or dry areas. 4. Use water -reducing retarding admixture when required by high temperatures, low humidity, or other adverse placing conditions, if approved by the Architect. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS CAST -IN-PLACE CONCRETE SECTION 03300 - 10 H. Walls Exposed to View: Utilize concreting means and methods suitable to produce uniformity in appearance of the as -cast surfaces and to comply with requirements for finishes on formed surfaces specified in this Section. 3.6 FINISHES FOR FORMED SURFACES A. General: After removal of forms, give each formed surface one or more of the finishes described below. When Contract Documents do not specify a finish, finish surfaces as required by Unspecified Finishes. B. When the finish is required by the Contract Documents to match a sample panel furnished by the Contractor, reproduce the sample finish on an area at least 100 square feet in a location designated by the Architect. Obtain acceptance before proceeding with that finish in the specified locations. C. As -Cast Finishes: Coordinate finishes of all "as -cast" concrete finishes with construction of formwork. Produce as -cast form finishes in accordance with the following requirements: 1. Rough -Form Finish: Provide for all formed surfaces except as required for walls exposed to view. Patch tie holes and defects. Chip or rub off fins exceeding 1/2 inch in height. Leave surfaces with the texture imparted by the forms. 2. Wall Exposed to View: Formwork, concrete mix and placing methods shall produce as -cast surfaces having a uniform fine -textured appearance free of fins, bug holes and surface irregularities. Fill tie -holes with precast plugs leaving a nominal recess of 0.5 inch. Where as -cast surfaces fail to provide required uniformity of appearance, provide the specified abrasive blast finish. D. Sandblast Finish: Provide for walls exposed to view when as -cast surface is not acceptable. After removal of forms and while concrete is still "green," apply a light abrasive blast finish to exposed -to -view surfaces to match ACI 303 Figure 9.1(a) Brush and Section 9.4 requirements for abrasive blasting for brush finish, and approved sample. Perform abrasive blasting in a continuous operation, utilizing same work crew to maintain continuity of finish on each surface. Use wet sandblasting operations. Use same type and grading of abrasives as that used on approved sample. Continually wash off abraded mortar from sandblasted areas to prevent staining. E. Unspecified Finishes: When a specific finish is not specified in Contract Documents for a concrete surface, apply the following finishes: 1. Rough -form finish on concrete surfaces not exposed to public view. 2. Smooth -form finish on concrete surfaces exposed to public view. F. Related Unformed Surfaces: At tops of walls, horizontal offsets, and similar unformed surfaces adjacent to formed surfaces, strike off smooth and finish with a texture matching adjacent formed surfaces. Continue final surface treatment of formed surfaces uniformly across adjacent surfaces, unless otherwise indicated. 3.7 FINISHES FOR UNFORMED SURFACES A. General: Finish slab surfaces in accordance with one of the finishes noted below, as designated in the Contract Documents. Finish all joints and edges with proper tools as approved. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS Irk ion CAST -IN-PLACE CONCRETE SECTION 03300 - 11 B. Placement: Place concrete at a rate that allows spreading, straightedging, and darbying or bullfloating before bleed water appears. Screed all slabs, topping fills to true levels and slopes. Work surfaces as required to produce specified finish. Do no finishing in areas where water has accumulated; drain and re -screed. In no case use a sprinkling of cement and sand to absorb moisture. C. Tolerances: Measure floor slabs for suspended floors and slabs -on -grade to verify compliance r,. with the tolerance requirements of ASTM E 1155 and ACI 117. Measure floor finish tolerances within 72 hours after slab finishing and before removal of supporting formwork or shoring. D. Scratch Finish: Place, consolidate, strike off, and level concrete, eliminating high spots and low spots. Roughen the surface with stiff brushes or rakes before the final set. Produce a finish that will meet conventional bullfloated tolerance requirements of ACI 117. E. Float Finish: Place, consolidate, strike off, and level concrete, eliminating high spots and low spots. Do not work concrete further until it is ready for floating. Begin floating with a hand float, a bladed power float equipped with float shoes, or a powered disk float when the bleed water sheen has disappeared and the surface has stiffened sufficiently to permit the operation. Produce a finish that will meet conventional straightedged tolerance requirements of ACI 117, then refloat the slab immediately to a uniform texture. F. Light Steel Troweled Finish: Float concrete surface, then power trowel the surface. Hand trowel the surface smooth and free of trowel marks. Continue hand troweling until all "shine" has disappeared from surface; no final troweling is required. Tolerance for concrete floors shall be conventional straightedged tolerance in accordance with ACI 117. G. Full Steel Trowel Finish: Provide for surfaces not required to receive Broom Finish. Float concrete surface, then power trowel the surface. Hand trowel the surface smooth and free of trowel marks. Continue hand troweling until a ringing sound is produced as the floor is troweled. Finished surface shall be free of trowel marks, uniform in texture and appearance. Tolerance for concrete floors shall be conventional straightedged tolerance in accordance with ACI 117. H. Broom or Belt Finish: ACI 301 Section 5.3.4.2.d; stair treads, exterior platforms, walks, ramps and traffic surfaces unless otherwise directed, perpendicular to direction of travel; provide a 4 -inch smooth margin at all edges and joints. Coordinate appearance of work of this Section with precast concrete treads specified in Section 03450. Provide final finish texture to match approved samples. Tolerance for concrete floors shall be conventional straightedged tolerance in accordance with ACI 117. 1. Slip Resistance of Concrete Traffic Surface: Provide static coefficient of friction to qualify as slip -resistant walkway per voices of Safety International VOSI V41.21 test method and definition 3.1.6. 3.8 CONCRETE CURING AND PROTECTION A. General: Cure concrete in accordance with the Curing Methods noted below for a minimum of 7 days after placement. Cure high -early strength concrete for a minimum of 3 days after placement. The materials and methods of curing shall be subject to acceptance. B. Protection: Immediately after placement, protect concrete from premature drying, excessively hot or cold temperatures, and mechanical injury. Protect concrete during the curing period such that the concrete temperature does not fall below requirements of ACI 306.1. The 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS CAST -IN-PLACE CONCRETE SECTION 03300 - 12 concrete shall be maintained with minimal moisture loss at a relatively constant temperature for the period necessary for hydration of the cement and to ensure the necessary strength development for structural safety. 1. Start initial curing as soon as free water has disappeared from concrete surface after placing and finishing, or as soon as marring of the concrete will not occur. 2. Begin final curing procedures immediately following initial curing and before concrete has dried. Avoid rapid drying at end of final curing period. Upon completion of curing cycle on slabs, withdraw water at a gradual rate over an additional 7 days. 3. Monitor the curing operations as required to ensure the concrete surfaces remain fully wetted and that cover materials are not displaced during the full curing period; at a minimum, the curing method shall be checked every 8 hours, including Saturdays, Sundays, and holidays. 4. Additional Curing Periods: When the 7 -day compression test cylinders, representative of parts of a structure already placed, indicate that the 28 -day strengths may be less than 85 percent of the design strengths, give those parts of the structure additional curing. C. Curing Unformed Concrete Surfaces: Apply one of the Curing Methods after completion of placement and finishing of concrete surfaces not in contact with forms. D. Curing Formed Concrete Surfaces: Keep absorbent wood forms wet until they are removed. After formwork removal, cure concrete by one the Curing Methods. E. Curing Methods: After placing and finishing, use one or more of the following methods to preserve moisture in concrete. When one of the curing procedures is used initially, the curing procedure may be replaced by one of the other procedures when concrete is 1 day old, provided the concrete is not permitted to become surface -dry at any time. 1. Ponding, continuous fogging, or continuous sprinkling 2. Application of mats or fabric kept continuously wet 3. Continuous application of steam (under 150°F) 4. Application of sheet materials conforming to ASTM C171 5. Application of a curing compound conforming to ASTM C309 or C1315 a. Apply the compound in accordance with manufacturer's recommendation as soon as water sheen has disappeared from the concrete surface and after finishing operations. The application rate shall not be less than 1 gallon per 200 square feet. b. For rough surfaces, apply curing compound in two applications at right angles to each other. The material applied in each coat shall not be less than 1 gallon per 200 square feet. c. Do not use curing compound on any surface where concrete or other material will be bonded unless the curing compound will not prevent bond or unless measures are to be taken to completely remove the curing compound from areas to receive bonded applications. d. Curing compound may be used on concrete that is to receive resilient flooring, carpet, sand cushion terrazzo, and wood flooring, unless otherwise required by finish treatment manufacturer. Provide written certification from the finish floor treatment manufacturer as previously specified. e. The Contractor shall be responsible for removing any traces of the dissipating curing compound that remains on the substrate prior to applying subsequent floor finish. This shall include, but is not limited to, removing the curing compound using power scrubbers and industrial strength detergents and using fresh water to remove the detergents. Comply with any additional instructions and recommendations of the manufacturer whose products are to be applied directly over concrete slab. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS ire CAST -IN-PLACE CONCRETE SECTION 03300 - 13 3.9 CONCRETE SURFACE REPAIRS A. General: All surface defects shall be reported to the Architect. Comply with the following and finish requirements for Wall Exposed to View. B. Repair of Formed Surfaces: Remove and replace concrete having defective surfaces if defects cannot be repaired to the satisfaction of the Architect. Surface defects include color and texture irregularities, cracks, spalls, air bubbles, honeycomb, rock pockets, fins, stains, and other discolorations that cannot be removed by cleaning. 1. Repair concealed formed surfaces that contain defects that affect the durability of concrete. If defects cannot be repaired, remove and replace the concrete. 2. Repair tie holes and surface defects immediately after formwork removal. Where the concrete surface will be textured by sandblasting, repair surface defects before texturing. C. Repair of Unformed Surfaces: Repair finished unformed surfaces that contain defects that affect durability of concrete. Surface defects include crazing, cracks in excess of 0.01 inch wide or which penetrate to reinforcement or completely through non -reinforced sections regardless of width, spalling, pop -outs, honeycomb, rock pockets, and other objectionable conditions. 1. Test unformed surfaces, such as monolithic slabs, for smoothness and verify surface plane to tolerances specified for each surface and finish. Correct low and high areas as specified. Test unformed surfaces sloped to drain for trueness of slope. 2. Correct high areas in unformed surfaces by grinding, after concrete has cured at least 14 days. 3. Correct low areas in unformed surfaces during or immediately after completion of surface finishing operations by cutting out low areas and replacing with fresh concrete. Finish L, repaired areas to blend into adjacent concrete. Proprietary patching compounds may be used when acceptable to the Architect. D. Repair of Tie Holes: Plug tie holes except where stainless steel ties, non -corroding ties, or acceptably coated ties are used. When Portland cement patching mortar is used for plugging, clean and dampen tie holes before applying the mortar. When other materials are used, apply them in accordance with manufacturer's recommendations. E. Repair of Surface Defects: Outline honeycombed or otherwise defective concrete with a 1/2 - to 3/4 -inch -deep saw cut and remove such concrete down to sound concrete. When chipping is necessary, leave chipped edges perpendicular to the surface or slightly undercut. Do not L, feather edges. Dampen the area to be patched, plus 6 inches around the patch area perimeter. Prepare bonding grout and thoroughly brush grout into the surface. When the bond coat begins to lose water sheen, apply patching mortar and thoroughly consolidate mortar into place. Strike off mortar, leaving the patch slightly higher than the surrounding surface to permit initial shrinkage. Leave the patch undisturbed for 1 hour before finishing. Keep the patch damp for 7 days. r.� F. Removal of Stains: Remove stains, rust, efflorescence, and surface deposits considered objectionable by the Architect by acceptable methods. G. Site -Mixed Repair Materials 1. Bonding Grout: Mix approximately 1 part cement and 1 part fine sand with water to the consistency of thick cream. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS CAST -IN-PLACE CONCRETE SECTION 03300 - 14 2. Repair Mortar: Mix repair mortar using the same materials as concrete to be patched with no coarse aggregate. Do not use more than 1 part cement to 2-1/2 parts sand by damp loose volume. a. For repairs in exposed concrete, make a trial batch and check color compatibility of repair material with surrounding concrete. Blend white Portland cement and standard Portland cement so that, when dry, patching mortar will match color surrounding. b. Use repair mortar at a stiff consistency with no more mixing water than is necessary for handling and placing. Mix repair mortar and manipulate the mortar frequently with a trowel without adding water. H. Commercial Repair Products: Acceptable commercial repair products other than site -mixed repair materials may be used for repair, as specified in Part 2. Use repair products in accordance with manufacturer's recommendations. 3.10 MISCELLANEOUS CONCRETE ITEMS A. Curbs: Provide monolithic finish to interior curbs by stripping forms while concrete is still green and steel -troweling surfaces to a hard, dense finish with corners, intersections, and terminations lightly rounded. B. Equipment Bases and Foundations: Form bases for the mounting of equipment shown on drawings. Coordinate sizes and requirements for bases with trade requiring same; make bases a minimum of 4 inches high, unless otherwise noted on drawings, and finish to match adjacent floor finish. Set anchor bolts for machines and equipment to correct elevations, complying with certified diagrams or templates of manufacturer furnishing machines and equipment. C. Steel Pan Stairs: Provide concrete fill for steel pan stair landings and associated items; coordinate with Section 05505 and provide pleasing match to finish appearance of precast concrete treads specified in Section 03480 and complying with traffic surface requirements of this Section. END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS PRECAST CONCRETE SPECIALTIES SECTION 03480 - 1 PART 1 GENERAL 1.1 SUMMARY A. Section includes precast architectural precast concrete specialties for Stair 8. Work includes final engineering and design of stair components, formwork, concrete mix design, lift and attachment points and coordination with supporting structure and adjacent work. B. Related Sections: 1. 05505 Steel Stairs 1.2 SYSTEM DESCRIPTION A. Design Requirements: Precast concrete treads for steel stair assemblies in the configuration and profiles indicated with architectural quality finished surfaces matching the appearance of the approved samples. Each of the following shall be provided by the Contractor as work of this Section at no additional cost to the Owner. 1. Design and engineering of formwork to produce architectural precast concrete work complying with the System Description requirements. 2. Final determination of concrete mix design for precast concrete stair treads complying with Project requirements for performance characteristics, appearance, profiles, and finishes. a. Provide uniformity in color and texture and other aspects of appearance with a neutral grey color and representative of high-quality pre -cast concrete components as demonstrated by approved samples. 3. Design and engineering of imbeds, anchors and metal fabrications to connect and support precast concrete work in coordination with steel stair assemblies specified in Section 05505. 4. Tread Profile: Comply with IBC Section 1109.8.3. B. Performance Requirements: Completed work of this Section shall provide durable stair assemblies complying with requirements of the International Building Code with State amendments, notes on Drawings S002, and S003, and other conditions incidental to the intended service environment. 1. Provide ICC -ES approved components or Contractor designed, and engineered components for precast concrete both components imbedded in the precast concrete and components attached to the precast concrete complying with the specified Performance Requirements of this Section and to comply with Section 05505 requirements. 2. Contractor shall determine locations where precast concrete connections imparting gravity and lateral loads to the stair structure may be made and provide all support components necessary to support precast concrete and transmit loads to the structure. 3. Stair Tread Loads: 100 psf uniform load and 300 pound concentrated load located as to produce maximum stress conditions with deflection not exceeding span divided by 360 for any Code required load condition. 4. Slip Resistance: Precast concrete traffic surfaces shall have a static coefficient of friction qualifying as slip -resistant walkway per voices of Safety International VOSI V41.21 test method and definition 3.1.6. Configure surfaces to comply with Code Section 1009.5.2 so that water will not accumulate on walking surfaces. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONTRACT DOCUMENTS PRECAST CONCRETE SPECIALTIES SECTION 03480 - 2 1.3 SUBMITTALS A. Product Data: Required for materials, mix design, and test reports. B. Shop Drawings: Unit identification, dimensions, cross-section, and fabrication tolerances; Location, size, and type of reinforcement, joints, lift and support points, and components to connect precast concrete work to the primary structure; narrative of erection procedure. 1. Locate and detail items to be embedded in other construction. Furnish templates necessary for accurate placement. 2. Shop Drawings and Calculations: Provide drawings and calculations stamped by Contractor's registered structural engineer for work that does not have ICC -ES certification demonstrating compliance with Design. Requirements. a. Indicate loads imparted to stair structure at each connection point when loaded. b. Indicated type and size of all welds. c. Installation details including grout and field installed anchors. d. Tolerance for installed work, deviations from specified tolerances must be approved as required for Substitutions; fully document each deviation and explain the reason the work can not comply with Contract requirements. C. Sample: Half-size treads configured as proposed for the work, sufficient number to show range of color and surface variation to be expected in final work, but not less than two. Demonstrate required traffic surface finish and bar insert. 1. Non -Slip Abrasive Bars: Provide one loose sample, 12 inches long in addition to embedded component. D. Certifications: Qualifications for Fabricator and Installer. 1.4 QUALITY ASSURANCE A. Fabricator Qualifications: A firm that complies with the following requirements and is experienced in manufacturing precast architectural concrete units similar to those indicated for this Project and with a record of successful in-service performance. 1. Will provide engineering of precast architectural concrete units to comply with performance requirements including preparation of Shop Drawings and comprehensive engineering analysis by a structural engineer registered in the State the Project is located. Fabricator's engineer shall visit the site to monitor installation of the work and determine compliance with the Shop Drawings. 2. Participates in PCI's Plant Certification program and is designated a Precast Concrete Institute (PCI) certified plant for Group A, Category Al—Architectural Cladding and Load Bearing Units, or is a participant in American Precast Association's (APA) Plant Certification Program for Production of Architectural Precast Concrete Products and is designated an APA -certified plant, or equal quality assurance program including third party monitoring of successful compliance. B. Installer Qualifications: Five years successful experience in the erection and installation of precast architectural concrete work similar to that required for this Project and whose work has resulted in construction with a record of successful in-service performance. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONTRACT DOCUMENTS L PRECAST CONCRETE SPECIALTIES SECTION 03480 - 3 C. Codes and Standards: Comply with ACI 318, Building Code Requirements for Reinforced Concrete, CRSI Manual of Standard Practice, and PCI MNL -117, MNL -122, and MNL 127. 1.5 DELIVERY, STORAGE AND HANDLING A. Deliver precast concrete units to project site in such quantities and at such times to assure continuity of installation. Store units at project to prevent cracking, distortion, warping, staining, and physical damage and so that markings are visible. Lift and support units only at designated lifting or supporting points shown on final shop drawings. 1.6 SEQUENCING AND SCHEDULING A. Precast concrete components for the field sample shall be produced, erected and approved prior to starting production of other precast concrete work for the Project. B. Deliver loose connection hardware to be attached to other construction before start of such Work. Provide templates, setting diagrams, and instructions as necessary for proper installation of loose hardware. Coordinate with other trades for installation of items cast into Work. PART 2 PRODUCTS 2.1 MATERIALS A. Formwork and Facings: Metal, plastic, wood, or other acceptable material, non-reactive with concrete as necessary to produce work of configuration, size, and finish required; Mortar -tight, able to withstand pressure of concrete placing and temperature changes. B. Reinforcing: Comply with requirements of Section 03200. 1. Supports: Non-metallic where legs contact exposed formed surfaces, coated metal is not acceptable. C. Portland Cement: ASTM C 150, Type I or Type III, single brand and type throughout project, unless otherwise acceptable. 1. Subject to approval of samples, provide manufacturer's standard gray cement. D. Aggregates: ASTM C 33, Class 5S clean, hard, durable, and inert, free of staining and deleterious material; from a single source for entire job. Provide durable aggregate having a successful in-service record. 1. Subject to approval of samples, provide manufacturer's standard native aggregate. E. Water: Drinkable and free from foreign materials in amounts harmful to concrete and embedded steel. F. Admixtures: Waterproofing; Xypex, or approved, dosage recommended by manufacturer to produce permanently waterproof concrete. Other admixtures shall comply with Section 03300 requirements. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONTRACT DOCUMENTS PRECAST CONCRETE SPECIALTIES SECTION 03480 - 4 1. Provide for air -entrainment of treads unless otherwise acceptable. 2, When necessary to achieve an approved color mix provide pigment color and proportion as necessary. G. Connection Materials: ASTM A 153 Galvanized carbon steel components, Class required; Prime concealed components with one coat rust -inhibitive primer. 1. Steel Plates: ASTM A 283, Grade C, hot -rolled carbon steel. 2. Steel Shapes: ASTM A 36. 3. Anchor Bolts: ASTM A 307, low -carbon steel bolts, carbon steel washers. H. Welding Electrodes: Comply with AWS standards. I. Grout and Epoxy Adhesive: Comply with Section 03300 requirements. J. Accessories: As required for installation of project units and for support of subsequent construction and finishes. 1. Non -Slip Abrasive Bars: 2 inches wide, length indicated, black color, Balco AB -2 or approved equal. Surface bonded abrasives are not acceptable. a. Installation Adhesive: Epoxy or other acceptable adhesive appropriate to the conditions of installation and recommended by the adhesive manufacturer to permanently bond bar inserts to concrete. 2.2 MIXES A. Design: ACI 318; For each type of concrete required, prepared by independent testing facility or by qualified precast manufacturing plant personnel. Proportion by laboratory trial batch or field experience. 1. Standard -Weight Concrete: Compressive strength; 5000 psi at 28 days. 2. Cure test cylinders per method used for final work. B. Mix Design: Written, submit at least 30 days prior to start of precast unit production. Do not begin concrete production until acceptance of submittals and filed sample. 1. Pigment: Provide as necessary for approved mix color. C. Adjustment to Concrete Mixes: As necessary due to project conditions and requirements, submit substitution request 15 days prior to scheduled use. 2.3 FABRICATION A. Fabrication: Size and configuration indicated, free of voids, honeycomb, and visible defects, with straight, true edges and smooth, uniform surfaces; plant fabricate unless otherwise acceptable. 1. Subject to compliance with Project requirements, including but not limited to installation of abrasive bars, treads produced by Wausau Tile similar to that shown as C-30 tread, color FDXU2008 in the size and configuration required may be acceptable. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONTRACT DOCUMENTS r'.' PRECAST CONCRETE SPECIALTIES SECTION 03480 - 5 E,,, B. Formwork: Comply with Section 03100 in addition to requirements of this Section; use release compound as necessary to produce units required. C. Reinforcing: Comply with Section 03200 in addition to requirements of this Section; Minimum concrete coverage of one inch unless otherwise required. D. Place concrete in a continuous operation, prevent formation of seams and planes of weakness; Comply with ACI 304. Thoroughly consolidate placed concrete by internal and external vibration without dislocation nor damage to reinforcement and built-in items. 1. Cast -in Components: Accurately position and secure to formwork; Locate as shown on approved Shop drawings and to avoid conflict with principle reinforcement and placing of concrete. Include weld plates necessary for anchors, and attachment to other structural members. 2.4 FINISHES A. Unformed Surfaces: Float, and trowel to a smooth uniform finish unless otherwise required. Ihr B. Exposed Surfaces: Uniform appearance in color and texture, free of bug holes, chips, and spalls; match approved samples. 1. Traffic Surface Finish: Produce a textured surface with uniform appearance on treads complying with requirements for slip -resistant traffic surfaces. 2.5 SOURCE QUALITY CONTROL A. Precast units with dimensions exceeding required tolerances will be rejected where, in the opinion of the Architect, appearance or function is affected, and where nonconforming dimensions interfere with other construction. Repair, and replace rejected work as required. 1. Comply with Washington Code requirements for stair tread size and configuration and limitations on dimensional deviations between treads in the same flight of stairs. B. Defective Work: Precast concrete units not conforming to Project requirements, including fabrication, strength, tolerances, finish and excessive characteristics such as bug holes, and air bubbles. Replace defective work, and correct other work as necessary due to defective precast concrete work at no change in contract amount. Iwo PART 3 EXECUTION 3.1 INSTALLATION A. Coordinate installation of precast concrete with related work to function as an integrated assembly with steel stair assemblies and other traffic surfaces to provide a durable, slip - resistant and safe pedestrian traffic way. B. Precast Concrete: Fully cured, and finished, free of defects and damage affecting appearance and strength; plumb, level, and aligned to established lines and levels. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONTRACT DOCUMENTS PRECAST CONCRETE SPECIALTIES SECTION 03480 - 6 1. Provide temporary supports and bracing as necessary, maintain position, stability and alignment of members. 2. Install work to develop full strength at anchor and support points. Mechanical connections aligned and properly threaded and welded connections of uniform section and free of defects. C. Stair Assembly: Coordinate installation with steel structure and metal fabrications work of Section 05505. Anchor components secure against movement and displacement due to design loads. In addition to specified components provide appurtenances and incidentals necessary for a complete installation and to coordinate the work for a smooth transition between adjacent and abutting traffic surfaces. 1. Nosing profile of installed treads shall conform to the profile required by IBC Section 1109.3.3. 2. Comply with Washington Code requirements for limitations on deviations among individual treads within each flight of stairs. D. Welding: Comply with American Welding Society AWS D 1.1, including welder qualification, protect Work from damage due to welding and cutting operations; provide non-combustible shields as necessary; Repair damage to materials, coatings and finishes. E. Provide clips, hangers, and accessories for connection of precast units to supporting structure. Use washers and other acceptable methods to prevent loosening of nuts at connections. F. Cast -In -Place Concrete at Landings: Coordinate with Section 03300 requirements; provide close visual match between the appearance of topping and precast per approved samples. G. Cleaning: Remove dirt and stains from visible surfaces within 24 hours of installation. Prevent staining and the occurrence of efflorescence, thoroughly rinse cleaned units and remove cleaning solution residue. Protect Work from damage due to cleaning operations. Use least concentrated cleaning solution and lowest pressure that will achieve required results; do not alter finish appearance. 1. Clean all flights of stairs immediately following completion of installation work in preparation for sealer application. H. Tolerances: Installed stair assemblies shall comply with International Building Code Section 1009 and Washington amendments for dimensional uniformity. Total, not to exceed unless otherwise noted. 1. Joint Width: Plus or minus 0.125 inch. 2. Joint taper: 0.25 inch in 10 feet. 3. Face Alignment: 0.125 inch. 4. Edge Alignment: 0.125 inch. END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONTRACT DOCUMENTS L� STRUCTURAL STEEL SECTION 05120 - 1 PART 1 GENERAL 1.1 SUMMARY A. Section Features 1. Structural steel fabrication and erection required for completion of the work. B. Related Sections 1. 05300 — Steel Deck 2. 05505 — Steel Stairs 1.2 REFERENCE STANDARDS A. General: The latest versions of the publications listed below form a part of this specification; comply with provisions of these publications except as otherwise shown or specified. B. American Institute of Steel Construction (AISC) 1. AISC 2. AISC 3. AISC 4. AISC 5. AISC "Code of Standard Practice for Steel Buildings and Bridges" Manual of Steel Construction, Load and Resistance Factor Design Specification for Structural Steel Buildings Specifications for the Design, Fabrication and Erection of Structural Steel for Buildings Seismic Provisions for Structural Steel Buildings. Specification for Structural Joints Using ASTM A325 or A490 Bolts C. American Society for Testing and Materials (ASTM) 1. ASTM A6 2. ASTM A36 3. ASTM A53 4. ASTM A123 5. ASTM A307 6. ASTM A325 7. ASTM A441 8. ASTM A490 9. ASTM A500 10. ASTM A501 11. ASTM A572 12. ASTM A588 13. ASTM A913 14. ASTM A992 General Requirements for Rolled Steel Plates, Shapes, Sheet Piling, and Bars for Structural Use Structural Steel Standard Specification for Pipe, Steel, Black and Hot -Dipped, Zinc - Coated, Welded and Seamless Zinc (Hot -Dip Galvanized) Coatings on Products Fabricated from Rolled, Pressed, and Forged Steel Shapes, Plates, Bars and Strip Carbon Steel Externally and Internally Threaded Standard Fasteners High -Strength Bolts for Structural Steel Joints High -Strength, Low -Alloy Structural Manganese -Vanadium Steel Quenched and Tempered Alloy Steel Bolts for Structural Steel Joints Grade B Cold -Formed Welded and Seamless Carbon Steel Structural Tubing Hot -Formed Welded and Seamless Carbon Steel Structural Pipe High -Strength Low -Alloy Columbium -Vanadium Steels of Structural Quality High -Strength Low -Alloy Structural Steel with 50,000 PSI Minimum Yield Point to 4 -Inch Thickness High -Strength Low -Alloy Steel Shapes of Structural Quality, Produced by the Quenching and Self -Tempering Process (QST). Standard Specifications for Steel for Structural Shapes for Use in Building Framing 2705 MUSEUM OF FLIGHT PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS 110907 STRUCTURAL STEEL SECTION 05120 - 2 15. ASTM F959 Compressible -Washer -Type Direct Tension Indicators for Use with Structural Fasteners 16. ASTM F1852 Standard Specifications for "Twist Off' Type Tension Control Structural Bolt/Nut/Washer Assemblies D. American Welding Society (AWS) 1. AWS A2.4 Welding Symbols 2. AWS A3.0 Terms and Definitions 3. AWS A5.1 Specifications for Mild Steel Covered Arc Welding Electrodes 4. AWS A5.5 Specification for Low -alloy Steel Covered Arc Welding Electrodes 5. AWS A5.17 Specification for Carbon Steel Electrodes and Fluxes for Submerged Arc Welding 6. AWS A5.20 Specification for Carbon Steel Electrodes for Flux Cored Arc Welding 7. AWS A5.23 Specification for Low -Alloy Steel Electrodes and Fluxes for Submerged Arc Welding 8. AWS D1.1 Structural Welding Code - Steel 9. AWS D1.4 Reinforcing Steel Welding Code, including Metal Inserts and Connections in Reinforced Concrete 1.3 QUALITY ASSURANCE A. Fabricator/Erector: Must have plant, facilities, and personnel sufficient to fabricate and/or erect structural steel indicated on the drawings. Must have minimum of 5 years experience with a record of successful in-service performance and be able, upon request, to show framing of size, materials, and scope similar to work of this contract. Must demonstrate sufficient production capacity to provide structural steel indicated on the drawings. B. Material: Provide only structural steel certified as conforming with specified requirements and fabricate specifically to the requirements of this contract. Material that does not conform to the requirements of this contract may be rejected at any time. C. Charpy V -Notch Testing: Testing shall be in accordance with ASTM A673, Frequency P where this testing is specifically required. D. Allowable Tolerances: Unless otherwise specified or noted on drawings or in this specification, provide structural steel work in accordance with the following minimum tolerances: 1. Fabrication Tolerances: In accordance with requirements of AISC specification unless noted otherwise and as required to maintain the erection tolerances specified herein. 2. Erection Tolerances: In accordance with requirements of AISC. The Contractor alone shall be responsible for the correct fitting of all structural members and for the elevation and alignment of the finished structure. Any adjustment necessary in the steel frame because of discrepancies in elevations and alignment shall be the responsibility of the Contractor. E. Connection Identification: Each person installing connections shall be assigned an identifying symbol or mark, and all shop and field connections shall be so identified so that the Owner's Testing Agency can refer to the person making the connection. F. Test and Inspections: Work is subject to special testing and inspection. Refer to Section 01450, "Quality Assurance." Notice shall be given for joints requiring inspection for proper end preparation and root opening prior to welding. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS STRUCTURAL STEEL SECTION 05120 - 3 G. Engineering by Contractor: The Contractor shall engage a structural or civil engineer, licensed in the state where the project exists, to review and design, where needed, for the support of hoisting equipment, welding machines, and other construction imposed loads, for the stacking of materials such as steel decking, etc., and for temporary bracing, shoring, and other safety related construction procedures where required. It is the Contractor's responsibility to obtain and pay for such engineering services. H. Welder Qualifications: Each welder performing work on this project shall be qualified before commencement of welding on this project in accordance with the American Welding Society, AWS D1.1, and the Washington Association of Building Officials (WABO). Copies of each welder's qualification records shall be made available to the Architect and Owner's Testing Agency for review. I. Inspections: A qualified inspector under the requirements of the building code shall continuously inspect field welds. J. Bolting Quality Assurance: The bolt supplier shall visit the project site or fabrication plant if bolt installation is to be performed during the bolting start-up to demonstrate proper installation procedures and verify inspection procedure with the Contractor, Erector, and the Owner's Testing Agency. The Contractor shall distribute written verification of the visit to the attending parties, Owner, Architect, and Owner's Structural Engineer. K. Shop Testing by Contractor: The Contractor shall perform ultrasonic testing and visual inspection of all plate material and rolled sections greater than 1-1/2 inches in thickness and located at welded connections for discontinuities prior to fabrication. The test area is defined as a zone up to 6 inches away from the weld in the connection. These tests shall be in addition to the ultrasonic testing of all full -penetration welds that will be performed by the Owner's Testing Agency. The Contractor's testing shall be submitted to the Architect/Engineer and Owner's Testing Agency. All costs associated with this testing shall be borne by the Contractor. 1. Ultrasonic Testing: Conduct in accordance with ASTM A435 with the following modifications and supplementary requirements: a. Supplementary Requirements S1, requiring 100% scanning of the test, are to be included. b. Section 5.2, Acceptance Standards, is supplemented with the following provision: "The fabricator, insofar as practical, may reposition a rejected plate so that rejectable defects are not located in a test area." L. Use adequate numbers of skilled workmen who are thoroughly trained and experienced in the necessary crafts and who are completely familiar with the specified requirements and the methods needed for proper performance of the work of this section. M. Pre -Construction Conference: Schedule a job conference to review the Structural Documents prior to development of shop drawings. The conference shall be attended by all pertinent parties, which is, at a minimum, to include the Fabricator, Erector, Contractor, Owner's Testing Agency, and Structural Engineer. 1.4 SUBMITTALS A. Submit the following in accordance with Section 01330, "Submittals." 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS STRUCTURAL STEEL SECTION 05120 - 4 B. Shop Drawings: Submit shop drawings for review prior to commencing any fabrication of structural steel. 1. Show framing layout, dimensions, connections with adjoining materials and construction, finishes, welds, bolts and fasteners, anchoring, and all fabrication or erection accessories required. 2. Specify field welds, cuts, holes, and fasteners. 3. Verify all dimensions and correlate with adjoining construction and materials. 4. Indicate size, type, and grade of all members. 5. Include with each detail shown on the shop drawings a reference to the Architects and Engineer's drawings and details, where applicable. 6. Prior to shop drawing submittal, the Contractor and Fabricator shall review the drawings for obvious drafting and detailing errors. C. One month prior to commencing fabrication, submit Fabricator's quality assurance procedures to the Architect, Engineer, Owner, and Owner's Testing Agency. D. Indicate welded connections on shop drawings using standard AWS welding symbols. Show all welded connections with details showing size, length, location, and type of welds. E. Mill Reports: Submit three copies of certified mill reports indicating heat and melt numbers of steel. Mill reports are to be submitted for record only and will not be reviewed: 1. If test reports are not submitted or test reports cannot be identified with material proposed for use in the work, then secure and perform structural tests on 5% of all such unidentified steel. 2. Contractor shall furnish all such material for testing and pay for all such tests. 3. Furnish Owner, Architect, and Structural Engineer certified copies and Fabricator one certified copy of all test reports. F. Inspection Test Reports: Upon request, submit to Architect copies of Contractor's ultrasonic testing reports. G. Placement Plans: Submit placement plans and details as required for the satisfactory placing, connection, and anchorage of all structural members. H. Survey Reports: Promptly submit an accurate survey of actual elevations and locations of base plates and anchor bolts, and alignments as well as elevations of all steel as noted on the drawings. The report shall specify that the location of the structural steel is acceptable for plumbness, level, and alignment within the specified tolerances. I. Certification: Submit manufacturer's certified test reports on load indicator washers and/or tension control bolts on at least three samples from each heat supplied to conform to tolerance range. J. Welding Procedures: For welded joints prequalified and non -prequalified by AWS D1.1, submit a description of welding procedures proposed for use on structural steel a minimum of one month prior to use. Furnish joint welding procedure qualification tests as required by AWS D1.1. for non -prequalified welded joints. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS ir. OSW STRUCTURAL STEEL SECTION 05120 - 5 K. Manufacturer's Certification is required as follows: 1. Bolts, Nuts and Washers: Furnish complete manufacturer's mill test reports conforming to ASTM A325, Type 1, or ASTM A490. Markings and chemistry must also comply with the specification. Certification numbers must appear on product containers and correspond to certification numbers on mill test report to be accepted. Mill test report must be supplied to both purchaser and Owner's Testing Agency. 2. Filler material for welding. L. Erection Plan: Submit a comprehensive erection plan including, but not limited to work sequence, crane requirements, means and methods, temporary shoring and bracing, safety procedures, traffic plans, marine and land transit, and specific protection measures for shop finished components. The erection design and calculations shall be prepared by a Washington registered structural engineer. Review of the Plan shall not alter the Contractor's sole responsibility for safety and construction means and methods and protection of the Work. M. Product Data: For shop primers, include manufacturer's technical information including basic materials analysis and application instructions. N. Structural Calculations: Submit structural calculations for connections that are designed by the Contractor as required in the construction documents. These calculations shall be prepared by a qualified licensed professional engineer registered in the state where the project is located. O. Mock -Up: Demonstrate fabrication and assembly methods proposed for the Work; mock-up shall be reviewed before surface preparation and shop coating. Following initial review, provide surface preparation and complete shop finishing of mock-up. Provide a portion with a stepped -finish sample showing each coating type required. Following review of finished mock- up, demonstrate field repair of damaged and altered shop coatings. Acceptable mock-up shall establish the standard for appearance of steel fabrication and finish work only. 1. Welds: Similar in size, type, and extent to those required for the Work; provide grinding and dressing where required for the Work. Demonstrate differences in appearance to be expected between shop and field performed welding. 2. Bolts and Mechanical Anchors: Demonstrate appearance to be expected in the Work. 1.5 QUALITY ASSURANCE A. Finish Applicator Qualifications: 10 years successful experience in application of high performance architectural coatings similar to that required for the Work and routinely performing finishing coating application on large-scale structural steel assemblies. 1. Person in Responsible Charge of Finishing Operations: Five years experience with coating systems and processes of the type being utilized for the Work, the last three with this company, and worked on three of the Projects submitted for review; present at all times finishing operations are in progress with direct authority to control the work. 2. Applicator Experience: Documented by six jobs within 120 miles of the Project site and completed not less than three years prior to bid date for the Project. Document products, application procedures and equipment utilized, General Contractor, Owner, and Architect. B. Preapplication Conference: Preparatory requirements and application of shop coatings. Address specific controls for tubular and radiused components. Review provisions for protection of finished work during transit and erection and field repair. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS STRUCTURAL STEEL SECTION 05120 - 6 C. Pre -erection Conference: Review the erection plan, including measures for protection of shop finished work, lifting and shoring of components and remedial field work. Modify erection plan where necessary as a result of conference discussion to accurately reflect the procedures that will be utilized in the work 1.6 DELIVERY, STORAGE, AND HANDLING A. Means and Methods: Minimize potential for damage to shop applied coatings during delivery and erection. Give particular attention to contact, and lift points, temporary supports and braces. Provide pads, removable coverings, and other types of protection as necessary. 1. Weld tabs for temporary bracing and safety cabling only at points concealed from view in the completed structure and per approved erection plan. Methods of removing temporary erection devices and finish repair shall conform to approved submittals. B. Comply with the requirements of the general conditions and of ASTM A6, including the following. C. Store materials in a manner to permit easy access for inspection and identification. 1. Keep steel members off the ground, using pallets, platforms, or other supports. 2. Protect steel members and packaged materials from corrosion and deterioration. D. Do not store materials on the structure in a manner that might cause distortion or damage to the members of the supporting structures. Repair or replace damaged materials or structures at no additional cost to the Owner. E. All fasteners shall be stored and protected in accordance with the current requirements of the "Specification for Structural Joints using ASTM A325 or A490 Bolts." 1.7 JOB CONDITIONS A. Temporary Bracing: Temporary bracing and guylines shall be provided to adequately protect all persons and property and to ensure proper alignment. B. Temporary Floors: All temporary flooring, planking, and scaffolding necessary in connection with the erection of the structural steel or support of erection machinery shall be provided. The temporary floors or use of steel decking shall be as required by law and governing safety regulations. The reduced load capacity of members and assembly, especially the floor and roof beams and girders due to their unbraced condition prior to welding of steel deck and completion of concrete slabs, is hereby noted and shall be considered. C. Holding and Protection: In assembling and during welding, the component parts shall be held with sufficient clamps or other adequate means to keep parts straight and in close contact. In welding, precautions shall be taken to minimize "lock-up" stress and distortion due to heat. In windy conditions, welding shall be done only after adequate wind protection is furnished and set up and as specified in the AWS. 1.8 WARRANTY A. Guarantee shop applied coatings and field remedial work against failure and deterioration in appearance beyond normal weathering as represented by the paint manufacturer's published product data as follows: 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS tar STRUCTURAL STEEL SECTION 05120 - 7 1. One year Labor; Joint and several singed by the Contractor and their lower tier contractor for shop applied coatings; if a separate entity is responsible for field remedial work they shall also sign this warranty. 2. Ten year material warranty signed by the paint manufacturer. 1.9 MAINTENANCE A. Maintenance Material: Provide additional material for field repair of damaged and altered shop applied coatings. Finish coating shall be taken from the same batch -mixed materials prepared for shop application and packaged so as to ensure maximum shelf -life during storage. 1. Quantity: Minimum 2 percent of the quantity necessary for shop application; provide more per erector's estimates of likely remedial work due to alteration and damage by shipping and handling, erection and final field assembly processes. PART 2 PRODUCTS 2.1 MATERIALS AND COMPONENTS A. Carbon Steel and High -Strength Low -Alloy Steel: Provide steel shapes, plates, and bars of structural quality, sizes, and standards noted on drawings for use in welded and bolted construction. Steel manufactured by the acid bessemer process shall not be used for structural purposes. Steel that, in the opinion of the Owner's Testing Agency, is badly corroded or physically damaged shall not be incorporated in the work until the Owner's representatives, Contractor, Erector, and Fabricator have agreed to allow the installation. B. Standard Fasteners: Low -carbon steel externally and internally threaded fasteners conforming to requirements of ASTM A307, Grade A. Provide hexagonal heads and nuts for all connections. Include lock washers under nuts or self-locking nuts. C. High -Strength Fasteners: Quenched and tempered steel bolts and nuts conforming to requirements of ASTM A325 or ASTM A490. 1. Provide heavy hexagonal head bolts and nuts, and hardened steel washers. 2. Load indicator washers conforming to ASTM F959 or tension control bolts conforming to ASTM F1852 shall be used. 3. Any proposed substitutions must have documentation submitted for review and approval of the Structural Engineer one month prior to construction. 4. Acceptable tension control bolt suppliers shall be Lejuene Bolt Company/Lakeview, Minnesota, and Bristol Industries/Brea, California, or approved equal. D. Weld Electrodes: See AWS D1.1 for requirements. See Structural General Notes for filler metal Charpy V -notch impact toughness requirements. E. Headed Shear Connector Studs, Deformed Bar Anchors: Refer to Section 05300, "Steel Deck," for specific requirements at composite floor deck. 1. Headed Shear Connector Studs: ASTM A108, Grade 1015 or 1020; of dimensions complying with AISC specifications and the contract drawings; through deck stud welded shear connectors. Install in such a manner as to provide complete fusion between the end of the stud and structural steel base material. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS STRUCTURAL STEEL SECTION 05120 - 8 2. Deformed Bar Anchors: ASTM A496 of dimensions per plan. Install in such a manner as to provide complete fusion between anchor and base material. 3. All steel stud/anchors welded to steel beams or plates shall be "Tru -weld studs," Division of Tru -Fit Screw Products Corporation, Cleveland, Ohio; "Nelson Stud," Division of Gregory Industries, Inc., Lorain, Ohio; or approved equal. All stud anchors shall be automatically end -welded in shop or field with equipment recommended by manufacturer of studs and anchors. 4. All welded connectors are to be end welded in accordance with AWS D1.1. Base metal is to be clean, dry, and free of paint, rust, oil, scale, or other contaminants. Welding should not be done when the base metal temperature is below 0°F. 5. Where threaded studs are specified, the stud shall utilize a reduced weld base so that the weld flash will match the diameter of the fastener. F. Drilled -in -Concrete Anchors: Refer to structural drawings. G. Slab Edge/Deck Supports: Refer to Section 05300, "Steel Deck," for specific requirements at composite floor deck. 1. Provide additional structural steel support framing for steel deck where normal deck bearing is precluded by column flange plates or other framing members. 2. The Contractor shall make specific provisions to provide the necessary framing materials at slab and roof edge conditions. The Contractor shall provide and install all gage metal edge closures where required by the plans and specification and shall coordinate shoring requirements at composite slab edges. The Contractor shall provide and install all structural steel bent plate edge closures or structural steel edge materials and any corresponding bracing or shoring where required by the plans and specifications. H. Grout: Refer to Structural General Notes. I. Other Materials: Provide all incidental and accessory materials, tools, methods, and equipment required for fabrication and erection of structural steel framing as indicated on drawings. Provide other materials, not specifically described but required for a complete and proper installation, as selected by the Contractor subject to the approval of the Architect. J. General: Miscellaneous materials or accessories not listed above shall be provided as specified herein under the various items of work and as indicated on the drawings or required for good construction practice. 2.2 FABRICATION A. Fabricate all steel in accordance with requirements of AISC specifications and in accordance with details indicated on the drawings or as approved on shop drawings. 1. Identify all steel at mill showing ASTM standard grade. 2. Identify each piece with an erection mark corresponding to identifications noted on erection drawings. B. Materials shall be properly identified with an erection mark corresponding to identifications noted on erection drawings and match -marked where field assembly requires. The sequence of shipments shall be such as to expedite erection and minimize the field handling of material. C. Cutting: All holes and openings must be approved by the Owner's Structural Engineer. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS STRUCTURAL STEEL SECTION 05120 - 9 1. Do no flame cutting by hand of openings greater than 1/2 the depth of the member, unless approved by the Engineer. 2. All flame -cut holes shall be smoothed by chipping, planing, or grinding members to required AISC tolerances. 3. Sharp bends or kinks will not be allowed. 4. Flame cutting by hand will not be allowed for holes at connections. D. Milled Surfaces: All milled surfaces shall be completely assembled or welded before milling. Milled surfaces are to provide full contact bearing for the entire cross section. E. Beams, girders, and trusses shall be upward cambered where indicated on the drawings. For beams, girders, and trusses without specified cambers, fabricate members so that after erection, any minor camber due to rolling or fabrication is upward. F. Connections Designed on the Structural Drawings 1. The Contractor shall not deviate from these designs unless approved by the Architect and Engineer. 2. Connections shown on the drawings may eliminate certain methods of erection. 3. If the Contractor elects a method of erection that requires a change of some of the connections, it must be approved by the Architect and Engineer. G. Combination of bolts and welds shall not be used for stress transmission in the same faying face of any connection without prior approval by the Structural Engineer. H. For stud anchor and deformed bar anchor welding, the area where the anchor is to be attached shall be made free of all foreign material such as rust, oil, grease, paint, galvanizing, etc. 1. When the mill scale is sufficiently thick to cause difficulty in obtaining proper welds, it shall be removed by grinding or sandblasting. 2. Use automatic end welding of headed stud shear connections in accordance with manufacturer's printed instructions. I. Welding processes other than shielded metal arc, flux core arc, and submerged arc may be used, provided procedure qualification tests in accordance with the American Welding Society are made for the intended application of all such processes. J. Built-up sections assembled by welding shall be free of warpage, and all faces shall have true alignment. K. Types of Welds: Required weld types are indicated by symbols on drawings; characteristics of welds shall be in accordance with standard specifications or codes as applicable; each welder shall mark his identification symbol on his work. L. Preparation of Steel Surfaces to be Welded: Prepare edges to be joined by welding as indicated on drawings and in accordance with AWS D1.1. All welds are to be made to clean steel. Remove all coatings, galvanizing, grease, scale, rust, and other foreign matter at locations that are to be welded in accordance with AWS D1.1. M. Reinforcing Steel: Welding or tack welding of reinforcing bars to other bars or plates, angles, and similar shapes is prohibited, except where specifically shown on plans or approved by the Structural Engineer; where required, use electrodes in accordance with requirements of AWS D1.4/12.1 and the Structural General Notes. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS STRUCTURAL STEEL SECTION 05120 - 10 N. The toughness and notch sensitivity of the steel shall be considered in the formation of all welding procedures to prevent brittle and premature fracture during fabrication and erection. O. Detailing of connections, welding sequences, and preheat methods shall be such as to minimize restraint and the accumulation and concentration of through thickness strains due to weld shrinkage. P. At welded joints that are not hidden by architectural finish materials, remove projecting ends of runoff tabs, backer bars, and any other erection aids, and grind flush with edges of plates. Q. Cleaning of Steel Surfaces: Clean all surfaces of oil, grease, loose rust, loose mill scale, and other foreign matter present in sufficient quantities to impair bond of spray fireproofing or other specified coatings. R. Steel Stud and Deformed Bar Anchors 1. All anchors shall be automatically end -welded in the shop or field with equipment recommended by the manufacturer of the studs and by qualified welders. Steel stud material, welding, and inspection shall be in accordance with AWS D1.1. End -weld in such a manner as to provide complete fusion between the end of the stud and the plate. There shall be no porosity or evidence of lack of fusion between the welded end of the stud and the plate. 2. Tests and Inspections by the Contractor: Provide testing of deformed bar anchors and studs in accordance with AWD D1.1. 3. Refer to Section 05300, "Steel Deck," for specific requirements at composite floor deck. 2.3 SHOP COATING A. Steel Truss Fabrications: Shop prime and finish after inspection and following completion of fabrication and assembly operations; mask contact surface of field welds, and surfaces at friction -type connections. 1. Material and fabrication defects and unacceptable characteristics revealed by surface preparation such as weld imperfections, delamination, scabs and slivers shall be corrected before completion of surface prep and primer application. B. Preparation of Steel Substrates: Steel Structures Painting Council (SSPC) SP -10 "Near -White Blast Cleaning" using only processes proven to establish optimal surface profile for paint bond while neither imparting surface texture nor failing to remove surface texture that cannot be covered by the first and second paint applications as demonstrated in approved samples. C. Shop Coatings: Provide products only of the manufacturer specified for complete paint system, and as necessary to comply with the specified warranty. Provide maintenance stock of each component of the finish system as required. Complete application within the open times recommended by the manufacturer for optimum durability of paint film. Apply coatings using means and methods to ensure uniformity of finished appearance; give particular attention to metallic coating application techniques to avoid deviations in appearance at welds and planar transitions, and maintain directionality of coating appearance. 1. Prime Paint on Steel: One coat of single component, zinc -filled polyurethane 3.0 mils dry film thickness, 330 grams per liter maximum VOC, use of accelerator requires advance approval. Tnemec PerimePrime Series 394; Shop prime prepared substrates immediately following surface preparation. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS kow v Iwo L STRUCTURAL STEEL SECTION 05120 - 11 2. Intermediate -Coating: Provide one coat on primed steel of two -component polyamide epoxy, self -priming on aluminum substrates; Tnemec F.C. Typoxy Series 27. 3. Finish Coating: Gloss metallic appearance; aliphatic acrylic polyurethane DFT of 2.5 mils with aluminum pigment and UV absorbers for color and gloss retention; Tnemec Enduralume, Series 1077. Final color selection by Architect. D. Protect finished assembly and components from damage during shipping, handling and erection and minimize the need for remedial work on damaged and altered coatings. PART 3 EXECUTION 3.1 SURFACE CONDITIONS A. Examine the areas and conditions under which work of this section will be performed.. Correct conditions detrimental to timely and proper completion of the work. Do not proceed until unsatisfactory conditions are corrected. 3.2 ERECTION A. General: Erect structural steel framing in accordance with governing codes and specifications. Conform to configurations and connections as shown in the documents. B. Bracing: Provide temporary shoring and bracing members as required and according to the AISC Code of Standard Practice. C. Column Base and Bearing Plates: Align attached column bases and bearing plates for beams and similar structural members. Set loose column bases and bearing plates. Grout solid with non -shrink grout as required. D. Field Assembly: Accurately assemble structural framing to lines and elevations indicated within specified or noted tolerances. 1. Align and adjust various members of framing system prior to fastening. 2. Prior to assembly, clean bearing surfaces and surfaces that will be in permanent contact. 3. Splice structural members only where indicated or where approved. 4. Cut holes by drilling only. 5. Fasten splices of compression members after bringing abutting surfaces completely into contact. 6. Make all field connections by high-strength bolting or welding, unless otherwise noted. 7. Unless noted otherwise, tighten and leave erection bolts in place after welding. Where high-strength bolts are required, provide identified and marked bolts. 8. Do not field cut or alter structural members without the written approval of the Structural Engineer. 9. Do not use gas -cutting torches for correcting fabrication errors in structural framing. 10. Finish gas -cut sections equal to a sheared appearance. E. Furnish shim plates or develop fills where required to obtain proper fit and alignment. F. Non -Fusible Backing Materials: The use of non -fusible backing materials, including ceramic and copper, in accordance with the structural notes, is permitted only with satisfactory welder qualification testing performed using the type of backing proposed for use, using the test plate 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS STRUCTURAL STEEL SECTION 05120 - 12 shown in AWS D1.1, Figure 4.21, except that groove dimensions shall be as provided in the weld procedure specification. Welders using these backings shall be prequalified per AWS. G. Composite Construction: This building utilizes composite (concrete and structural steel) construction for various beams and columns. Careful sequencing of steel erection and concrete placement is recommended. H. Connections: No welding or bolting shall be done until as much of the structure as will be stiffened by the welding or bolting has been properly aligned. I. Drift pins shall not be used to enlarge unfair holes in main material. Holes that must be enlarged shall be reamed up to a maximum of 1/16 inch larger to admit bolts. Burning, drifting, and reaming may be used to align unfair holes in members only after approval by the Owner's Structural Engineer. J. Mutilate threads or use lock nuts for unfinished bolts to prevent nuts from backing off. Draw unfinished bolt heads and nuts tight against the work. K. Establish required leveling and plumbing measurements on the mean operating temperature of the structure of 65°F unless noted otherwise. Make allowances for differences between temperature at time of erection and mean temperature at which the structure will be maintained when completed and in service. L. The steel erector shall leave the steel clean of oil or other contaminants as outlined under Part 2 of this Specification. M. Touch-up Priming: Immediately after erection, clean field welds, bolted connections, and abraded areas of the shop primer. Apply primer to exposed area with the same material as used for shop priming. Apply by brush or spray to provide a minimum dry film thickness of 1.5 mils. 3.3 ERECTION TOLERANCES AND SURVEY A. Plumb, level, and align individual pieces in accordance with the requirements of the "AISC Code of Standard Practice for Steel Buildings and Bridges." B. Field Survey: Make an accurate survey of alignments and elevations of all steel members as noted on the drawings. 1. During construction of the steel frame, the Contractor shall survey the column locations and splice elevations as each column tier is erected. Submit survey reports indicating this information within 24 hours for review prior to erecting the subsequent tiers. 2. Should locations vary beyond the allowable tolerances, notify the Architect/Engineer and take necessary corrective measures and modify details and/or procedures as required and approved. 3.4 HIGH-STRENGTH BOLT INSTALLATION A. General: Supply and install all high-strength bolts, nuts, and washers in conformance with the requirements of the current edition of "Specification for Structural Joints using ASTM A325 or A490 Bolts," except that the installation of "turn -of -nut tightening" will not be accepted. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS STRUCTURAL STEEL SECTION 05120 - 13 1. All high-strength bolts, both friction and bearing type, shall be installed in accordance with Paragraph 8(d)(4), "Direct Tension Indicator Tightening," unless noted otherwise on the drawings. 2. Load -indicator washers (LIW) or tension control bolts (TCB) shall be used as the authorized direct tension indicator. 3. Load -indicator washers per ASTM F959 shall be supplied and installed in accordance with the manufacturer's written procedures. 4. Tension control bolts shall be supplied and installed providing shearing of the bolt tip in accordance with ASTM F1852 and in accordance with the manufacturer's written procedures. 3.5 FIELD REPAIR OF SHOP APPLIED COATINGS A. Repair of Shop Applied Coatings: Performed by the same entity that applied the original coatings using materials from the specified maintenance stock. Prepare substrate in accordance with the manufacturer's recommendations and as necessary for prevailing conditions. Provide temporary enclosure and controls to the extent practical and as necessary to ensure optimal appearance and durability of finished work. 1. Damage and Alteration Exposing Bare Steel: Provide immediate repair sufficient to prevent oxidation of substrate. Repair subsequent coatings at the first opportunity appropriate to the status of the Work. 2. When necessary to achieve uniform appearance in the finish work, extend site of repair area to a natural break in the work such that no evidence of remedial work is seen when viewed at a distance of 6 feet. 3. Protect adjacent materials and surfaces from damage due to field remedial work. END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS ARCHITECTURALLY EXPOSED STRUCTURAL STEEL SECTION 05123 - 1 PART 1 GENERAL 1.1 SUMMARY A. Section Features 1. Provide architectural exposed structural steel fabrication and erection required for completion of the work including all items listed in the construction drawings as "AESS" and as listed below. a. Steel bridge structure. b. Stairs. c. Sloped pipe column. B. Related Sections 1. 05120 — Structural Steel 1.2 SUBMITTALS A. Submit the following in accordance with Section 01330, "Submittals": 1. Shop Drawings: Include complete details and schedules for fabrication for shop assembly of members, details, schedules, procedures, and diagrams showing the sequence of erection. Include fabrication and erection tolerances. a. Include details of cuts, connections, camber, holes, and other pertinent data. Indicate welds by standard AWS symbols, and show size, length, and type of each weld. b. Provide setting drawings, templates, and directions for the installation of anchor bolts and other anchorages to be installed by others. 2. Product Data a. For shop primers, include manufacturer's technical information, including basic materials analysis and application instructions. b. List all proposed products and their applications. Identify materials by manufacturer's catalog number and classification. 1.3 QUALITY ASSURANCE A. Comply with requirements of Section 05120, "Structural Steel." B. Comply with the provisions of AISC Code of Standard Practice, Section 10, "Architecturally Exposed Structural Steel," within limitations specified in Section 05120, "Structural Steel," except where more stringent requirements are indicated. 1.4 DELIVERY, STORAGE, AND HANDLING A. Deliver materials to the site at such intervals to insure uninterrupted progress of the work. B. Store materials to permit easy access for inspection and identification. Keep steel members off the ground using pallets, platforms, or other supports. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS ARCHITECTURALLY EXPOSED STRUCTURAL STEEL SECTION 05123 - 2 PART 2 PRODUCTS 2.1 MATERIALS A. Metal Surfaces, General: For the fabrication of work that will be exposed to view, use only materials that are smooth and free of surface blemishes including pitting, seam marks, roller marks, rolled trade names, and roughness. Remove such blemishes by grinding or by welding and grinding prior to cleaning, treating, and application of surface finishes. B. Welding: Electrodes, welding rods, and filler metals complying with AWS Code, equal in strength and compatible in appearance with the parent metal joined. C. Shop Paint: Fast -curing, lead-free, abrasion -resistant, rust -inhibitive primer selected for compatibility with substrates and with types of silicone alkyd -type finish paint systems indicated, and for capability to provide a sound foundation for field -applied topcoats despite prolonged exposure; generally complying with performance requirements only of FS TT -P86, Types I, II, and III; and recommended for use over ferrous metal under silicone alkyd enamel coatings. The following are acceptable manufacturers and products: 1. Glidden: Y-5210 Glid-Guard Universal Primer 2. Pittsburgh: PPG 6-204 Zinc Chromate Primer 3. Rustoleum: Primer as recommended by Rust-Oleum 4. Sherwin-Williams: Kem Kromik Metal Primer, B50N2 or B50W1 5. Tnemec: Series 37-77 Chem -Prime 2.2 FABRICATION A. General: Fabricate items of architecturally exposed steel with special care using material selected for best appearance, in accordance with AISC Specifications and as indicated on the final shop drawings. Apply necessary fabricating techniques to produce and maintain the quality of work within required tolerances. 1. Properly mark and match -mark materials for field assembly. Fabricate for delivery sequence that will expedite erection and minimize field handling of materials. 2. Cut, fit, and assemble units with exposed surfaces so that they are smooth and square, free of cutting marks, shear distortion, butts, and nicks. 3. Provide erection and anchoring devices, where practicable, that allow for three- dimensional adjustments of the steel members relative to base structure. B. Fabrication Tolerances: As specified in AISC Code of Standard Practice, Section 10, "Architecturally Exposed Structural Steel," unless otherwise shown on drawings. AESS fabrication tolerances need not apply to the bridge structure. C. Welded Construction 1. Comply with AWS Code for procedures, appearance, and quality of welds and methods used in correcting welding work. Select weld sizes, sequence, and equipment to limit distortions to allowable tolerances. Surface "bleed" of backside welding on exposed surfaces will not be acceptable. 2. Assemble and weld built-up sections by methods that will produce true alignment of axes without warp. Grind butt welds flush; dress all exposed welds. Remove all run-off tabs and backer bars and neatly grind flush. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS Iry Iwo ARCHITECTURALLY EXPOSED STRUCTURAL STEEL SECTION 05123 - 3 3. All access and rat holes exposed to view shall be infilled with matching steel material seal welded and ground smooth. 4. All holes and pipe ends shall be infilled and seal welded to ensure watertightness. D. Holes for Other Work 1. Provide holes required for securing other work to steel framing and for the passage of other work through steel framing members, as shown on the final shop drawings. Provide threaded nuts welded to framing and other specialty items as shown to receive other work. 2. Cut, drill, or punch holes perpendicular to metal surfaces. Do not flame cut holes or enlarge holes by burning. 2.3 SHOP PAINTING A. General: Shop paint surfaces of architecturally exposed steel work, except those members or portions of members to be embedded in concrete or mortar. Paint embedded steel, which is partially exposed, on the exposed portions and the initial 2 inches of embedded areas only. 1. Do not paint contact surfaces that are to be welded or high-strength bolted with friction - type connections. 2. Do not paint surfaces that are scheduled to receive sprayed -on fireproofing. B. Surface Preparation: After inspection and before shipping, clean steelwork to be painted. Remove loose rust, mill scale, and spatter, slag, or flux deposits. Clean steel by "Wheel Abrator" or similar process to equivalent of SSPC SP -6 "Commercial Blast Cleaning." C. Apply shop paint to blast -cleaned steel surfaces before any rusting occurs (within 8 hours after cleaning). D. Painting: Immediately after surface preparation, apply specified shop paint in accordance with the manufacturer's instructions and at a rate to provide a uniform film. Use painting methods that will result in full coverage of joints, corners, edges, and all exposed surfaces. PART 3 EXECUTION 3.1 EXAMINATION A. Erector must examine the areas and conditions under which architecturally exposed steel work is to be installed, and notify the Contractor of conditions detrimental to the proper and timely completion of the work. Do not proceed with the work until unsatisfactory conditions have been corrected in a manner acceptable to the Erector. 3.2 ERECTION A. General: Comply with the AISC Specifications and Code of Standard Practice and with specified requirements. B. Anchor Bolts: Furnish anchor bolts and other connectors required for securing steel to foundations and other in-place work. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS ARCHITECTURALLY EXPOSED STRUCTURAL STEEL SECTION 05123 - 4 C. Field Assembly: Set architecturally exposed steel items accurately to the lines and elevations indicated. Align and adjust the various members forming a part of a complete frame or structure before permanently fastening. Clean bearing surfaces and other surfaces that will be in permanent contact before assembly. Perform necessary adjustments to compensate for discrepancies in elevations and alignment. 1. Establish required leveling and plumbing measurements on the mean operating temperature of the structure when it will be completed and in service. Compensate for construction loadings, sequential applications of dead loads, or any other predictable condition that could cause distortions to exceed tolerance limitations. 2. Splice members only where indicated and accepted on final shop drawings. D. Erection Bolts and Tabs: On exposed welded construction, remove erection bolts and tabs, fill holes with plug welds, and grind smooth at exposed surfaces. E. Field Welds: Grind smooth as required to match adjacent surfaces. F. Gas Cutting: Do not use gas -cutting torches in the field for correcting fabrication errors. G. Erection Tolerances: Comply with erection tolerances of 1/2 those listed in AISC Code of Standard Practice, "Architecturally Exposed Structural Steel." AESS erection tolerances need not apply to the bridge structure. H. Touch -Up Painting: Immediately after erection, clean field welds, bolted connections, and abraded areas of the shop paint. Apply paint to exposed areas with the same material as used for shop painting. Apply by brush or spray to provide a minimum dry film thickness of 2.0 mils. I. Piece marks shall be hidden from view. END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS tor tor I`. STEEL DECK SECTION 05300 - 1 PART 1 GENERAL 1.1 SUMMARY A. Section Features 1. Steel Roof Deck 2. Composite Steel Deck 3. Support Framing 4. Connections 5. Accessories B. Related Sections iu 1. 03300 — Cast -in -Place Concrete 2. 05120 — Structural Steel 1.2 REFERENCE STANDARDS akei hio A. General: The latest versions of the publications listed below form a part of this Specification; comply with provisions of these publications except as otherwise shown or specified. B. American Iron and Steel Institute (AISI) 1. AISI Specification for the Design of Cold -Formed Steel Structural Members C. American Society for Testing and Materials (ASTM) 1. ASTM A36 Structural Steel 2. ASTM A108 Steel Bars, Carbon, Cold -Finished, Standard Quality 3. ASTM A653 Steel Sheet, Zinc Coated (Galvanized) by the Hot -Dip Process 4. ASTM A611 Standard Specification for Structural Steel (SS) Sheet, Carbon, Cold Rolled 5. ASTM A924 General Requirements for Steel Sheet, Metallic Coated by the Hot -Dip Process D. American Welding Society (AWS) 1. AWS D1.1 Structural Welding Code - Steel 2. AWS D1.3 Structural Welding Code - Sheet Steel E. Steel Deck Institute (SDI) 1. SDI Design Manual for Composite Decks, Floor Decks, and Roof Decks F. Underwriters' Laboratories (UL) Fire Resistance Manual G. Factory Mutual (FM) Research Corporation Approval 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS STEEL DECK SECTION 05300 - 2 1.3 QUALITY ASSURANCE A. Qualification of Erector/Installer: Must have a minimum of 5 years' experience in the installation and/or erection of steel decking and accessories. B. All deck material and connections are to have current ICC -ES Reports. C. Each welder performing work on this project shall be qualified in accordance with the American Welding Society before commencement of welding on this project. Welds are to be performed by Washington Association of Building Officials (WABO) certified welders. D. Unless otherwise noted, the materials of this Section are used as part of an assembly in which fire -resistive construction ratings are required. Demonstrate rated approval by Underwriter's Laboratories, Inc., and the governmental agencies having jurisdiction. E. See Section 01450, "Quality Assurance," for testing and inspection. F. Use adequate numbers of skilled workmen who are thoroughly trained and experienced in the necessary crafts and who are completely familiar with the specified requirements and the methods needed for proper performance of the work of this Section. G. Pre -Construction Conference: Schedule a job conference to review the Structural Documents prior to development of shop drawings. The conference shall be attended by all pertinent parties, which at a minimum is to include the Fabricator, Erector, Contractor, Owner's Testing Agency, and Structural Engineer. 1.4 SUBMITTALS A. Submit the following in accordance with Section 01330, "Submittals." B. Shop Drawings: Clearly indicate the following: 1. Deck layout and orientation, type and gage, framing and supports, and unit dimensions and sections 2. Size and location of holes and openings through deck 3. Edge condition details and locations, including type and locations of all closures 4. Additional deck support framing where required 5. Types of welds and weld patterns, including weld washer requirements 6. Types of connection fasteners and locations 7. Location and patterns for button punching 8. Layout of steel shear connector studs 9. Shoring locations, if required C. Manufacturer's Product Data: Clearly indicate all technical information that specifies full compliance with requirements of this Section and contract documents, including manufacturer's published installation recommendations. D. Copies of each welder's qualification records shall be made available to the Architect for inspection. E. Mill Test Reports: Submit mill test reports. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS STEEL DECK SECTION 05300 - 3 F. Submit ICC -ES Report confirming compliance of steel deck with regulatory fire -resistance requirements. 1.5 HANDLING AND STORAGE A. Handling: Handle and stack all materials carefully in order to prevent deformation or damage. During unloading and hoisting, extra care shall be given to prevent damage to the ends and sides. Decking shall not be placed in direct contact with the ground. Store deck at a slope to prevent water from ponding. Where the underside of deck is architecturally exposed, it shall be free from visual defects such as scratches, dents, flame cut edges, holes, etc. All damaged deck shall be replaced. B. Damaged Units: The Contractor shall replace damaged deck units that are rejected by the Owner's Testing Agency. All rejected deck shall be immediately removed from the job site. 1.6 JOB CONDITIONS A. General: Conform to all local, state and federal safety regulations, especially where decking is used as planking prior to welding in place. Exercise extreme care so as to prevent decking from blowing off in wind. 1.7 CONDITION OF STEEL A. Pre -Fireproofing Inspection: The Contractor, steel decking erector, sprayed -on fireproofing applicator, and the Owner's Testing Agency shall conduct a visual inspection of all steel decking prior to receiving fireproofing. The purpose of this inspection is to check for foreign substances on the surfaces that could impair adhesion. Any cleaning that may be necessary as a result of this inspection shall be done at no additional cost to the Owner. 1. All steel decking shall be free of oil, dirt, or other materials that will impair bond of concrete or fireproofing. 2. Application of the sprayed -on fireproofing will not commence until all steel surfaces have been accepted by sprayed -on fireproofing subcontractor and material manufacturer. No additional compensation shall be granted to the Contractor, steel decking erector, or fireproofing applicator should it be determined at a later date that foreign substances that were allowed to remain on the steel surfaces will have a detrimental effect in obtaining total adhesion in accordance with the fireproofing Specification Section. 1.8 REQUIREMENTS AT EDGE CONDITIONS A. The Contractor shall make specific provisions to provide the necessary framing materials at slab and roof edge conditions. The Contractor shall provide and install all gage metal edge closures where required by the plans and specification and shall coordinate shoring requirements at composite slab edges. The Contractor shall provide and install all structural steel bent plate edge closures or structural steel edge materials and any corresponding bracing or shoring where required by the plans and specifications. B. At edge closures, provide necessary modifications to the edge closure to ensure that shear connector studs can be properly connected to the structural framing. Where possible, weld through the edge closure. Where this is not possible or where an inadequate weld occurs, cut the edge plate at each stud and connect the stud directly to the framing. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS STEEL DECK SECTION 05300 - 4 PART 2 PRODUCTS 2.1 MATERIALS AND COMPONENTS A. Galvanized Composite Steel Deck 1. Material: Composite floor deck shall be galvanized steel conforming to ASTM A653 Grade 33 Fy (min) = 33,000 psi with a G60 coating of zinc prior to being formed. Exposed bridge deck shall have a G90 coating. Furnish decking of depth and profile as indicated on the drawings. 2. Gage of deck and minimum connections shall be determined by the Contractor based on the span conditions, unshored condition, and the superimposed loads shown on the drawings, load diagrams, and notes. Minimum gage is 20. The capacities of the deck shall be based on current ICC -ES Reports. 3. For floor deck indicated as part of a fire rated system, furnish decking listed in the UL "Fire Resistance Directory" and bearing the UL label for the system detailed. 4. Fabricate composite deck units with integral embossing or raised patterns to provide mechanical bond with concrete slabs. 5. Furnish deck panels of lengths required to span continuously over four or more supports (three spans) unless framing does not allow for such layout. 6. Furnish deck panels with butted end conditions and interlocking side laps, unless otherwise noted. 7. Furnish deck with UL approved tabs or clips for hanging loads: a. Hanger clips designed to clip over male side lap joints of floor deck units may be used instead of hanger slots. b. Provide manufacturer's standard hanger attachment devices. 8. Furnish deck panels with provisions for venting through the deck ("vent deck") for slabs that are to receive impervious coatings such as roofing materials or waterproof membranes. B. Roof Deck 1. Material: Steel deck shall be galvanized steel conforming to ASTM A653 Grade 33 Fy (min) = 33,000 psi with a minimum G60 coating of zinc prior to being formed or ASTM A611 Grade C or D with Fy (min) = 33,000 psi with primed and painted surfaces where specified. Furnish decking of depth, gage, and profile as indicated in drawings with all connections as indicated in the drawings and notes. 2. Where the deck and connections are not sized on the drawings, they shall be designed by the Contractor to satisfy the requirements of the plan superimposed vertical gravity and uplift loads in conjunction with the required diaphragm capacity as indicated in the load maps and notes. The minimum deck gage is 20. Total load deflections shall be limited to L/360. The capacities of the deck and its connections shall be based on current ICC -ES Reports. 3. Uplift Loading: Steel roof deck and its connections to the supporting steel members shall be capable of resisting uplift loads of 25 pounds per square foot or the loads indicated on the load maps, whichever is greater. C. Connections: Connections shall be determined by the Contractor based on the more stringent of the manufacturer's minimum recommendations for the plan configurations and loading or as specified in the contract documents. Connections may be made by any method recommended by the manufacturer, except that button punching of side laps shall not be allowed at roof 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS L. bir STEEL DECK SECTION 05300 - 5 decks unless indicated specifically as being required per the Structural Plans. Connection materials shall be as follows: 1. Welded Shear Connectors: ASTM A108, Grade 1015 or 1020; of dimensions complying with AISC specifications and the contract drawings; through deck stud welded shear connectors. Install in such a manner as to provide complete fusion between the end of the stud and structural steel base material. 2. Mechanical Fasteners: Corrosion -resistant, low-velocity, powder -actuated or pneumatically driven carbon -steel fasteners; or self -drilling, self -threading screws. 3. Side -Lap Fasteners: Corrosion -resistant, hexagonal washer head; self -drilling, carbon - steel screws, No. 10 minimum diameter. 4. Welding Materials: Applicable AWS D1.1 and D1.3 type required for materials being welded. 5. Weld Washers: Provide as required per manufacturer's recommendations. D. Support Framing: Where necessary to provide support of the deck at edges of openings and at columns, additional support framing shall be provided by the Contractor per the typical details so that the deck flutes are supported with a minimum 2 inches of bearing. Where no details are provided or are not applicable, the Contractor shall design and provide secondary structural steel framing consisting of ASTM A36 steel to support the deck. The secondary framing shall satisfy the requirements of Section 05120, "Structural Steel." E. Accessories: At roof and composite floor slab conditions, the Contractor is to design and provide all accessories of types required to complete the installation of steel decking in the system shown, including edge forms, end closures, sump pans, closure strips, cover plates, etc. Finish sheet steel items to match deck. Include the following items: 1. Metal cover plates to close gaps at changes in deck direction, columns, walls, and openings; 20 gage minimum. 2. Continuous sheet metal edging at openings and concrete slab edges, 20 gage minimum or as required per plan. 3. Sealed closures for ends of cells on single -unit decking, 20 gage minimum. 4. Fabricate metal closure strips of 20 -gage sheet steel for openings between decking and other construction. Form to provide tight fitting closures at open ends of cells or flutes, sides of decking, and between decking. Leaking or bleeding of wet concrete at exposed conditions shall be prevented. F. Shear Connectors: Where the deck capacity is determined based on the installation of shear studs, the shear studs required on the framing plans for composite beams or other connections to structural framing shall not be considered to be effective in determining the deck capacity. Shear studs, which are in addition to those required per plan, shall be provided as required by the deck manufacturer to achieve the required deck capacity, provided these additional studs can be placed on the beam without adversely effecting the shear value of the studs that are required per plan. G. Field Repair Paint for Galvanized Deck: Single component, zinc -filled polyurethane 3.0 mils dry film thickness, 330 grams per liter maximum VOC, use of accelerator requires advance approval. Tnemec PerimePrime Series 394. Coordinate with field -applied coating specified in Section 09900 and ensure compatibility among products applied and work of this Section and those required for subsequent painting work. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS STEEL DECK SECTION 05300 - 6 PART 3 EXECUTION 3.1 SURFACE CONDITIONS A. Examine the areas and conditions under which work of this Section will be performed. Correct conditions detrimental to timely and proper completion of the work. Do not proceed until unsatisfactory conditions are corrected. 3.2 TOLERANCES A. Unless otherwise noted, edge materials shall be field installed to the minimum tolerances of this Section or as required for the installation of the cladding system, whichever is more stringent. 1. Edge Location: ±1/2 inch from established building working lines. 2. Edge Height: ±1/8 inch from established slab thickness 3.3 INSTALLATION A. General: Install decking in accordance with approved shop drawings and manufacturer's recommendations. Where steel deck is to be welded to steel framing with puddle welds or shear studs, the steel framing shall be free of dirt and debris prior to laying the steel deck. Any water in the deck's valley shall be released so it does not become entrapped between the deck and the beam. The deck shall be installed so that the bottom rib is in continuous contact with the steel framing. B. Metal Decking Work to Remain Exposed in the Completed Structure: Exercise a high degree of craftsmanship and care in handling and installing appropriate to finish components. Use tools and methods that will minimize the potential of damage to these components during the work. Protect installed work from damage during subsequent construction activities and damage and deterioration from exposure to weather. 1. Exposed Composite Deck: Ensure all joints, seams, penetrations and termination are fully sealed to prevent leaking of cement paste. C. Accurately align and adjust steel panel units in place before permanently fastening. Provide butt end spliced, do not overlap ends of deck. Inaccuracies in alignment or level shall be brought to the attention of the Architect and corrected by the Contractor before steel panels are finally placed. D. Provide proper bearing on support framing of 2 -inch minimum to steel and 4 -inch minimum to concrete. Where shear connector studs are used, place deck so that the stud can be placed on top of the framing. If the stud falls within the top of the flute, cut a slot through the deck and provide closure so that fresh concrete will not leak. E. Reinforce openings in accordance with structural framing details and manufacturer's recommended details. F. Install strip closures at slab edges of the thickness of slab, as required to contain poured concrete. Ensure closures are of sufficient strength to remain in place without distortion. G. Install closure strips and angle flashings as required to close openings between deck and walls, columns, and openings and gaps between deck, to prevent concrete leakage. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS lbw STEEL DECK SECTION 05300 - 7 H. Connections: After deck has been aligned, provide permanent connections to the support framing with welds, shear connector studs, screw fasteners, or powder driven fasteners as required by the manufacturer or per plan. All closures, edge forms, plates, etc. shall be securely connected to the support framing per the manufacturers recommendations and per °rte plan. I. Comply with AWS requirements and procedures for manual shielded metal arc welding, W,,,, appearance and quality of welds, and methods used in correcting work. Use welding washers where recommended by deck manufacturer. J. Furnish shoring as required to maintain position of structures and prevent deflection beyond allowable limits. Ensure construction loads do not exceed deck carrying capacity per manufacturer. K. Shear Connectors: Weld shear connectors to supports through decking units in accordance with manufacturer's instructions. 1. General: Shear studs may be used in lieu of 3/4 -inch puddle welds. The studs shall be installed only by certified operators approved by the manufacturer and who are thoroughly familiar with the installation equipment. A copy of the operating instructions for the equipment shall be at the job site at all times. Interchanging of studs and welding y, equipment of different manufacturers is not permitted. a. Installation, inspection, and qualification of weld base metal shall conform to the requirements of AWS D1.1. b. The first two studs, at the start of each production period (the interval between start- up and shut -down of equipment) and at the start of each new welding procedure, shall be tested by bending to an angle of 30° by striking the stud with a hammer (in lieu of the first sentence in Paragraph a of the AWS code). If failure occurs in the weld, the procedure shall be corrected and the next two studs shall be welded and tested prior to welding of any more studs. c. If after welding, visual inspection reveals that a sound weld or a full 360° flash has not been obtained for a particular stud, the stud shall be replaced. At Contractor's option, the weld may be repaired by AWS D1.1. d. Studs that show no signs of failure shall be accepted as shear connectors provided they meet the dimensional limitations of the drawings, provided no portion is less than 1 inch from a proposed concrete surface, and provided any bends or out-of- plumbness does not exceed 15°. In addition, all studs shall extend not less than 1-1/2 inches above the top of the decking. If thru-deck stud welding is not practical, provide pre -punched holes in deck. e. The studs shall have complete fusion to the steel beams underlying the decking. Where repairs are made by fillet welding, such welding shall be between stud and beam with removal of portions of the decking as required. f. Ferrules shall be removed after completion. 2. Do not weld shear connectors through two layers (lapped ends) of decking units. 3. Weld only on clean, dry deck surfaces. 4. Space and align shear connectors as shown or, if not shown, as recommended by manufacturer. 5. On steel beam supporting steel deck with concrete or cast -in-place concrete, shear studs shall be placed at a maximum spacing of at 2'-0" on center. L. Hanging Loads: Do not hang concentrated loads exceeding 50 pounds from steel roof deck. Loads shall be located no closer than 5'-0" from any adjacent hanging load. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS STEEL PECK SECTION 05300 - 8 M. Cleaning: Prior to placement of concrete or other finish materials, the deck shall be cleaned to be free of debris and water. N. Repair damage to galvanizing as work of this Section using the specified zinc -rich paint compatible with field applied paint as required by Section 09900. Prepare substrate in accordance with the paint manufacturer's recommendations. 3.4 REPAIRS AND PROTECTION A. Galvanizing Repairs: Repair galvanized coatings on both surfaces of deck with galvanized repair paint according to ASTM A780 and manufacturer's written instructions at cut edges or locations where coating has been damaged. B. Provide final protection and maintain conditions to ensure that steel deck is without damage or deterioration at time of Substantial Completion. C. Provide protection against concrete splatter or spillage for all materials that would be adversely affected by this occurrence. 3.5 CONSTRUCTION LOADING A. The Contractor shall assume complete responsibility for the loading of composite floor deck due to construction loads. The Contractor shall verify when it is acceptable to place loads on the composite floor deck with the deck supplier, who shall substantiate that the slab deck will not be damaged or have a reduced capacity as a result of the proposed construction loads. B. The Contractor shall be responsible to repair any damage that occurs to the deck due to construction loads. END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS 6.4 L tooElbff ALUMINUM PLANK DECKING SECTION 05330 - 1 PART 1 GENERAL 1.1 SUMMARY A. Extent of metal decking is indicated on drawings, including basic layout and type of deck units required. 1.2 SYSTEM DESCRIPTION A. Design Requirements: Interlocking, tubular aluminum extrusion specifically manufactured for use as pedestrian bridge walking surfaces. 1. The Contractor's Washington Registered Professional Structural Engineer shall provide final design and engineering for the decking where the manufacturer's product and testing data is not adequate for regulatory approval. 2. Planks shall interlock with tight joints and be secured to supporting structure via concealed anchors, clips, bracket or other fixings. B. Performance Requirements: Components required to support and anchor other work shall be capable of resisting the following loads and stresses including but not necessarily limited to weather exposure, temperature differential and freeze -thaw cycling, wind loads, seismic loads (including seismic drift) and other conditions incidental to the intended service environment with neither distortion, damage, nor displacement. 1. Structural Performance: Design Wind Speed 80 mph exposure B; accommodate positive and negative pressure for building elevations and configuration indicated. a. Structural Test Pressure: 1.5 times design wind pressure. b. Code Required Snow and seismic loads. 2. Seismic Design Data: Comply with criteria on the General Structural notes on S series drawings for the Project location, specific site conditions, use group and general structure design. 3. Deflection: Limited to L/360 under load and span conditions required. 4. Allow for expansion and contraction over an ambient temperature range of 100 degrees F with neither buckling, nor reduced bearing capacity at interlocking plank joints. 1.3 SUBMITTALS A. Product Data: Manufacturer's specifications, installation instructions and certification of compliance with requirements. B. Shop Drawings: Plans, sections, and details; show deck planking, layout, anchorage, end closure, and fixings. 1. Provide complete layout drawing for plank decking in sizes required. Indicate coordination of planks with supporting structure, including preparation for U -fixing detail and coordinate slots for fasteners. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS ALUMINUM PLANK DECKING SECTION 05330 - 2 PART 2 PRODUCTS 2.1 MANUFACTURED COMPONENTS A. Aluminum Plank Decking: Promecon Bridge Deck extruded aluminum planks in 200 and 300 mm widths utilizing the manufacturer's U -fixing detail and cross -serrated finish. Finish planks as standard with the manufacturer. 1. Provide stainless steel fasteners for fixing points and neoprene gaskets. PART 3 EXECUTION 3.1 INSTALLATION . A. Plank Decking and Accessories: Comply with manufacturer's recommendations, and approved submittals. 1. Placement: Flat, true, square, and aligned, bearing uniformly on support points, do not deform laps nor interlocks. Keep deck cells free of debris. 2. Fasten to structure free of warp and deflection. 3. Cut and fit to projections, and other Work. 4. Provide supplemental structural steel support framing for metal deck where normal deck bearing is precluded by column flange plates or other framing members, and around minor openings where indicated. B. Plank Fastening: Per manufacturer's requirements for U -fixing detail, provide slotted supoort components and other features as required. C. Metal Decking Work to Remain Exposed in the Completed Structure: Exercise a high degree of craftsmanship and care in handling 'and installing appropriate to finish components. Use tools and methods that will minimize the potential of damage to these components during the work. Protect installed work from damage during subsequent construction activities and damage and deterioration from exposure to weather. Coordinate with Section 05120 Structural Steel requirements for related steel components. END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS STRUCTURAL METAL FRAMING SECTION 05400 - 1 PART 1 GENERAL 1.1 SUMMARY A. Section includes requirements for cold formed metal framing systems having 14 and 16 gage components. 1.2 SYSTEM DESCRIPTION A. Design Requirements: For assemblies where complete structural information is not provided in the documents, the final design is Contractor's responsibility. Conform to design intent of the 6-' Contract Documents. 1. Structural Properties: Compute in accordance with AISI "Specification for Design of Cold - Formed Steel Structural Members". B. Performance Requirements: Comply with criteria included in General Structural Notes on S series drawings. 1. Deflection: When exposed to 1.5 times required total live and dead loads; Less than e/600 at exterior framed walls but in no case more than 0.3 inch, and G/ 360 for horizontal members. 1.3 SUBMITTALS A. Product Data: Submit manufacturer's product information and installation instructions for each item of light gage framing and accessories. B. Shop Drawings: Stamped by Registered Structural Engineer in the state where the Project is located, include calculations and the following. 1 Member gages, spacing and sizes. 2. Shop and field assembly details including cuts and connections. 3. Type and location of welds, bolts and fastening devices. 4. Supplemental strapping, bracing, splices, bridging, accessories, and details required for proper installation. 5. Coordination details for related, supported or adjoining work. Vb." PART 2 PRODUCTS Ism 2.1 METAL FRAMING A. Provide manufacturer's standard steel runners (tracks), blocking lintels, clip angles, shoes, reinforcements, fasteners, and accessories as recommended by manufacturer for applications indicated, as needed to provide a complete metal framing system for each type of framing required. B. Metal Framing Components: Cold formed, not less than 16 gage, provide heavier gages where required; ASTM A 1008 structural quality steel sheet; with ASTM A 653 G90 galvanized coating. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS STRUCTURAL METAL FRAMING SECTION 05400 - 2 1. Studs: ASTM C 955; Manufacturer's standard load-bearing "C" -shaped 14 and 16 gage steel studs of with 1.625 inch flange and a flange return lip; stud size and interval indicated. 2. Tracks: Manufacturer's standard C -shape sections of size indicated, 14 and 16 gage components as indicated. 3. Edge -of -Slab Stud Clips: Cold -formed galvanized steel; DriftClip® DSLB by the Steel Network Inc., California Metal System, Inc. or equal. C. Accessories: Galvanically compatible with the materials fastened. 1. Track Gasket: Compressible, closed -cell strip of polyethylene or polystyrene to isolate metal track from concrete slab; Owens Coming FoamSealR, Dow Sill Gasket, or equal. Gasket at fire rated partitions shall comply with Section 07840 Firestopping requirements. 2. Steel Clips: ASTM A 36/A 36M, zinc coated by hot -dip process according to ASTM A 123. 3. Anchor Bolts: ASTM F 1554, Grade suited to application required, threaded carbon -steel bolts and carbon -steel nuts; and flat, hardened -steel washers; zinc coated to ASTM A 153 Class C. 4. Screws: Organic polymer coated steel having a salt -spray resistance to red rust of more than 800 hours per ASTM B 117, size and length as required for Project specific applications. 5. Power -Actuated Anchors: For application required, fabricated from corrosion -resistant material, with capability to sustain, without failure, a load equal to 10 times design load, as determined by testing per ASTM E 1190 conducted by a qualified independent testing agency. 2.2 FABRICATION A. When factory prefabrication of framing components into panels prior to erection is provided such work shall be plumb, square, true to line and braced against racking and damage due to handling and erection. Assembly shall comply with requirements for field -constructed work and shall have welded joints throughout unless other type of connection is required. Prevent damage to prefabricated panels during handling and installation. B. Fastenings: Weld similar components; mechanically fasten or weld dissimilar components as standard with fabricator. Wire typing is not acceptable. PART 3 EXECUTION 3.1 PREPARATION A. Metal Framing Systems: Approved submittals, ASTM C 1007, and manufacturer's recommendations, unless otherwise indicated. Coordinate installation with supporting structure, deck and slab edges, inserts, imbeds, anchors, supplementary framing, and blocking to develop full strength of metal framing system, and comply with Project requirements. 1. Furnish inserts, and imbeds to other trades for installations well in advance of time needed for coordination with other work. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS L STRUCTURAL METAL FRAMING SECTION 05400 - 3 B. Runner Tracks: Continuous sized to match studs, accurately align base and top of studs. 1. Anchors: 24 inches center -to -center spacing for nail or powder -driven fasteners, 16 inches center -to -center for other types, and at corners and ends. Anchor tracks as recommended by manufacturer's for type of construction involved, 2. Provide track gasket to isolate metal framing from concrete slab to prevent corrosion. At fire rated assemblies comply with Section 07840 Firestopping requirements. C. Studs: Plumb, unless otherwise indicated and as needed for diagonal bracing. Secure studs to top and bottom runner tracks at both inside and outside flanges; provide deflection head where shown. 1. Edge -Of- Slab: Provide specified clips as required. 2. Support elevator hoistway door frames independently of drywall shaft framing system unless otherwise acceptable. D. Where stud system abuts structural columns or walls, including masonry walls, anchor ends of stiffeners to supporting structure unless otherwise indicated. 1. Openings: Provide double stud at each jamb of openings larger than 2 square feet, except where more than 2 are recommended by manufacturer. Install runner tracks and jack studs above and below wall openings. Anchor tracks to jamb studs with stud shoes or by welding, and space jack studs same as full -height studs of wall. 2. Install horizontal stiffeners in stud system, spaced (vertical distance) at not more than 54 inches on center. Weld at each intersection. E. Supplementary Framing, Blocking and Bracing: Provide where walls are indicated to support fixtures, equipment, or services, and similar work requiring attachment to the wall or partition. 1. Blocking and Continuous Backing: 6 inch, 16 gage "C" stud at 24, 48 and 72 inches above finish floor unless otherwise required. 2. Where type of supplementary support is not otherwise indicated, comply with stud manufacturer's recommendations and industry standards in each case, considering weight or loading resulting from item supported. F. Field Painting: Repair shop -applied protective coatings damaged during handling and installation. Use compatible primer for prime coated surfaces; use galvanizing repair paint for galvanized surfaces. END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS iro METAL FABRICATIONS SECTION 05500 - 1 PART 1 GENERAL 1.1 SUMMARY A. Section Includes metal fabrications not part of structural steel or other metal systems specified elsewhere, as indicated and scheduled. . Related Sections. 1. Section 03300 Cast -In -Place Concrete 2. Section 05505 Steel Stairs 3. Section 08920 Glazed Aluminum Curtain Wall 1.2 SYSTEM DESCRIPTION 4. A. Design Requirements: Certain components to be provided as work of this Section are required to support and anchor other work including but not limited to Metal Wall Panels, and Aluminum Curtain Wall. To the extent this information is not provided in the Contract Documents the Contractor's Washington Registered Professional Structural Engineer shall provide final design and engineering for these components. 1. Design and engineering of miscellaneous metal fabrications for other work to be supported from and anchored to the primary building structure shall account for the specified Performance Requirements in coordination with the building structure, the work required to be supported, and related components and assemblies. B. Performance Requirements: Components required to support and anchor other work shall be capable of resisting loads as required by the Washington Code Section 1916, requirements of the General Structural Notes on Drawings S series drawings, and stresses including but not necessarily limited to weather exposure, temperature differential and freeze -thaw cycling, wind loads, seismic loads (including seismic drift) and other conditions incidental to the intended service environment with neither distortion, damage, nor deterioration to the work supported and the building structure. 1. Structural Criteria: Comply with General Structural Notes on S -series drawings. a. Structural Test Pressure: 1.5 times design wind pressure. 2. Stress Due to Differential Loads: Accommodate to maintain specified performance requirements. 3. Temperature Differential; Accommodate a range of 120 degrees within specified deflection limits. 4. Deflection: Fabrications of this Section and work of other Sections supported, anchored and otherwise incorporating these components shall have limited deflection such that no permanent deformation and no deterioration in appearance and function of the work occurs. 1.3 SUBMITTALS A. Product Data: Manufacturer's specifications, and installation instructions for products used in Work of this Section. B. Shop Drawings: Plans, elevations, structural calculations, field measurements, and details of sections, anchorages and accessories. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONTRACT DOCUMENTS METAL FABRICATIONS SECTION 05500 - 2 1. Engineer's Stamp: Required on shop drawings and calculations. 2. Templates: Provide for installation of anchors and bolts. C. Samples: Two sets of materials and manufactured products used in Work of this Section. D. Certificate of welding operator qualification. 1.4 QUALITY ASSURANCE A. Qualifications: 1. Engineer: Licensed professional in State where project is located. 2. Welding Process and Operator: AWS D1.1, D1.2, and D1.3, AWS Code for manual shielded metal -arc welding, and remedial work. . B. Certify welding operators have passed AWS qualification tests. 1.5 PROJECT CONDITIONS A. Field Measurements: Made prior to preparation of shop drawings, verify dimensions indicated, coordinate fabrication and construction schedules to avoid delay. 1.6 SEQUENCING AND SCHEDULING A. Prevent delays, coordinate with other trades delivery and installation of anchors, inserts, and finished Work. Provide setting drawings, templates, and instructions for installation of items built into other assemblies. PART 2 PRODUCTS 2.1 MATERIALS A. Steel: Smooth, free of surface blemishes, pitting, seam marks, roller marks, and rolled trade names, Class, Grade, coatings and finish as indicated, unless otherwise required. 1. Plates, Shapes and Bars: ASTM A 36. 2. Tubing: Cold formed, ASTM A 500; hot rolled, ASTM A 501. 3. Structural Sheet: Hot -rolled, ASTM A 1011; cold -rolled ASTM A 1008, Grade A. 4. Pipe: ASTM A 53; Schedule 40, Type and grade required for design loading, and fabrication process; black finish. B. High Strength Non -shrink Grout: Masterflow 928 grout by Master Builders; Sika Grout 212 by Sika Corporation or approved. 1. Fluid Grout: CRD -C611-81, flow of 22 to 30 seconds, one hour after batching, at 40 to 100 degrees F. 2. Strength: 2,500 psi at 24 hours, 4,500 psi at three days, and 7,000 psi at 28 days. C. Concrete: Comply with requirements of Section 03300. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONTRACT DOCUMENTS L METAL FABRICATIONS SECTION 05500 - 3 D. Fasteners: Type, grade and class required, same metal as material fastened, except provide stainless steel fasteners for aluminum connections. Provide ASTM B 633 Class Fe/Zn 5 fasteners for exterior use, and fasteners in exterior walls except where stainless steel is required. 1. Steel Bolts and Nuts: ASTM A 307, Grade A, hexagon head, ASTM A 563. 2. Lag Bolts: ASME 818.2.1. 3. Machine Screws: ASME B18.6.3 4. Anchor Bolts: ASTM F 1554, Grade 36, galvanized where required. 5. Threaded and Wedge Type Concrete Anchors: ASTM A 47malleable iron, ASTM A 27 cast steel with bolts, washers, and shims as necessary; hot -dip galvanized all components per ASTM A 153. 6. Expansion Anchors: Interior applications provide zinc plated carbon steel complying with exterior fastener requirement. Exterior applications provide ASTM F 593 stainless steel bolts and ASTM F 594 stainless steel nuts. 7. Plain Washers: ASME 18.22.1, carbon steel, round. 8. Lock Washers: ASME B18.21.1, carbon steel, helical spring. 2.2 FABRICATION A. Shop Assembly: Required, minimize field assembly, disassemble only as necessary due to limitations of shipping and handling; mark units for reassembly and installation. B. Material Size and Thickness: As indicated, and required for strength and durability in finished product for use intended. Use structural steel shapes, plates and bars, unless otherwise required. C. Form Work true to line and level with accurate angles and surfaces and straight sharp edges. Ease exposed edges as shown for stainless steel fabrications. Form bent -metal corners to smallest radius possible without causing grain separation or otherwise impairing work. D. Weld corners, joints, and seams continuously. Comply with AWS standards. Grind exposed welds smooth, and flush; match adjoining surfaces. E. Exposed Connections: Welded to greatest extent possible, otherwise, use concealed fasteners, and provide hairline joints, flush and smooth. 1. Where exposed fasteners must be used and are approved, use phillips flat -head (countersunk) screws, unless otherwise indicated. ,r,,.; 2. Joints Exposed to Weather: Resistant to intrusion of water, weep locations where water could accumulate. F. Provide brackets, flanges, fittings, and anchors of type and spacing required, and as necessary; coordinate with supporting structure. Furnish inserts to be installed in concrete and masonry. 1. Sleeves For Work Set in Concrete: Galvanized steel pipe or tube, 6 inches long and 0.5 inch ID oversize; hold top of sleeve 0.5 inch below concrete surface, close bottom with 1 inch oversized plate. G. Cut, reinforce, drill and tap metal fabrications for penetrations, and to receive hardware, anchors, and attachments. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONTRACT DOCUMENTS METAL FABRICATIONS SECTION 05500 - 4 H. Elevator Components: Coordinate with requirements of Section 14240. 1. Elevator Pit Ladder: Unless otherwise indicated, comply with ANSI A14.3 Safety requirements for fixed ladders. a. Rungs: Center in side rail, plug weld, and grind rail face smooth; provide non -slip surface on top of rung. b. Support: Top, bottom, and at 2 feet on -center interval. 2. Elevator Hoist Beam: Size to span shaftway and support a net load of 5,000 pounds or greater per elevator requirements. 3. Rail Supports: Provide tubular steel sections sized to span from floor -to -floor and in coordination with deflection limits and other requirements for work of Section 14240. Provide for connection of rail supports at floor structure unless otherwise acceptable. 4. Hoistway Entrance Angle: Provide as necessary for support of sills specified as work of Section 14240. I. Miscellaneous Framing and Supports: Items not part of structural steel framework; provide as necessary and required to complete work. 1. Anchors: Steel straps 1.25 by 0.25 by 8 inches 24 inches on center. 2. Shelf Angles: Provide an approved means of field adjustment to accommodate tolerances permitted in work of steel structure and masonry veneer. Adjustment provided by stacked shims and methods that may reduce the structural capacity of the assembly are not acceptable. 3. Rooftop Mechanical Screen Supports: Provide to support visual screens in configuration indicated. Galvanize work following fabrication and assembly. 2.3 SHOP COATINGS A. Galvanizing: Required after fabrication for all fabrications produced as work of this Section. 1. Iron and Steel Hardware: ASTM A 153. 2. Steel Shapes, and Assembled Products: ASTM A 123. 3. Structural Steel: ASTM A 123, Coating Grade 80. 4. Steel Sheet: ASTM A 653 G90 or equivalent. PART 3 EXECUTION 3.1 EXAMINATION A. Installer shall examine conditions for installation of Work, and notify Contractor of conditions detrimental to proper and timely completion. Do not proceed until unsatisfactory conditions are corrected. Start of installation interpreted as installer's acceptance of conditions. 1. Coordinate work of this Section with field conditions to ensure proper fit with actual constructed assemblies. Provide clearances necessary for proper operation of moving parts and equipment and as necessary for servicing and maintenance of adjacent work. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONTRACT DOCUMENTS .r METAL FABRICATIONS SECTION 05500 - 5 3.2 INSTALLATION A. Set Work accurately in location, and elevation; align, plumb, level, true and free of rack, measured from established lines and levels. Cut, drill, and fit as necessary for required installation. Brace, support, and anchor Work during installation as necessary. 1. Elevator Hoist Beam: Center over rails and to permit rigging as required by Elevator Code and work of Section 14240. B. Align connections accurately, form tight hairline joints. Unless otherwise required, weld connections which could not be shop welded due to shipping limitations. Grind exposed joints smooth and touch-up shop finish. Do not weld, cut or abrade units intended for bolted, and screwed field connections. twit C. Properly secure Work to in-place construction, use lead expansion shields for anchors in masonry and concrete walls. Provide flanges, collars, and sleeves to conceal joints, and as required. Use concealed anchors unless otherwise indicated. D. Install Work in accordance with product manufacturer's recommendations unless otherwise indicated. Fit rails, guards, and gratings around building structure, mechanical systems, and permanent obstructions. E. Grouting: Place in accordance with manufacturer's instructions. Remove bond -reducing contaminants from bearing surfaces, and roughen to improve bond. Support loose plates on wedges, or shims cut-off flush with plate edge before grouting. Pack grout solidly into annular spaces, and between bearing surfaces, ensure that no voids remain. F. Repair of Shop Applied Coatings: Immediately after erection, prepare field welds, and damaged areas of shop applied coatings, and recoat with material originally used. Comply with Section 09900 requirements for preparation and application and coordinate with filed applied finishes. 1. Field Applied Finish: Required for all work exposed to view in the completed Project to comply with Section 0900 requirements. END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONTRACT DOCUMENTS STEEL STAIRS SECTION 05505 - 1 ,.. PART 1 GENERAL 1.1 SUMMARY A. Section includes requirements for steel stairs, landings, guard and handrail assemblies. B. Illuminated Handrails: Cole Lighting Lightrail LR -5; as scheduled in Section 16501 and as required for work of Section 16500. Coordinate work of this Section and integrate illuminated railings into railing assemblies as required. C. Comply with Section 03480 requirements for precast concrete stair treads. 1.2 SYSTEM DESCRIPTION A. Design Requirements: Stair and railing assemblies shall comply with ANSI 1264.1, WAC 296- 155-476 and 296-155-505, Washington Code Section 1009, and NAAM Metal Stairs Manual B. Performance Requirements: Comply with barrier free access requirements of IBC Chapter 11 with State amendments and barrier free access requirements. 1. Stair Treads and Platforms: 100 psf uniform load and 300 pound concentrated load located as to produce maximum stress conditions. 2. Handrails and Toprails: ASTM E 935, and as follows. a. Concentrated Load: 250 foot-pounds applied in any direction. b. Uniform Load: 50 pounds per lineal foot applied concurrently vertically and horizontally normal to top rail. 3. Guardrails: Uniform load of 25 foot-pounds per sq. ft. of gross area of guard, including open areas; concurrent with toprail concentrated load for determining stress on supporting members. 4. Allowable Deflection: Comply with ICC Section 1604.3. 1.3 SUBMITTALS A. Shop Drawings: Plans, elevations, structural calculations, field measurements, and details of sections, anchorages and accessories for stairs. Indicate coordination provisions for subsequent attachment of guardrail assembly. 1. Include structural calculations and stamp of Washington Registered Professional Engineer for Contractor designed Work B. Samples: Demonstrate compliance with component size, profile and configuration required and quality of fabrication, welds and appearance. Finish samples as required. 1. Hand Rail and Stanchion: Similar to portion of assembly shown at 3/A802 with nominal 24 inch section of handrail (12 inches each way of stanchion connection). 2. Guardrail Panel: Provide sloped portion similar to that shown at 10/A801, complete with angle frame on three sides; minimum one tread in extent. C. Certificates: Welding operator qualification. D. Quality Assurance: 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS STEEL STAIRS SECTION 05505 - 2 1. Welding Processes and Operator Qualifications: AWS D1.1, D1.2, and D1.3, AWS Code for manual shielded metal -arc welding, and remedial work. Certify welding operators have passed AWS qualification tests. PART 2 PRODUCTS 2.1 MATERIALS A. Steel: Smooth, free of surface blemishes, pitting, seam marks, roller marks, and rolled trade names, Class, Grade, coatings and finish as indicated, unless otherwise required. 1. Plates, Shapes and Bars: ASTM A 36. 2. Tubing: Cold formed, ASTM A 500; hot rolled, ASTM A 501. 3. Structural Sheet: Hot -rolled, ASTM A 570, Grade 30; cold -rolled ASTM A 611, Grade A. B. Perforated Sheet: 12 Gage with 0.25 inch diameter holes, staggered on 0.375 inch centers, 40 percent open area having 0.5 inch wide blank margin on vertical edges. Machine leveled to the following tolerances measured per ASTM A 505. 1. Flatness: 0.25 inch in any 36 inches. 2. Camber: 0.125 inch in any 48 inches. 3. Burrs: Not more than 0.003 inch maximum, do not reduce open area. C. Stainless Steel Tubing: General Service, ASTM A 269. 1. Handrails: Products of Julius Blum & Company, Inc are the basis of design. a. Handrail Moulding: JB Glass handrail 1430 b. Fittings: Provide connector sleeves, elbows, covers for moulding recess, and ends, inserts, and ancillary components necessary for the Work: 2.2 FABRICATION A. Shop Assembly: Required, minimize field assembly, disassemble only as necessary due to limitations of shipping and handling; mark units for reassembly and installation. B. Material Size and Thickness: As indicated, and required for strength and durability in finished product for use intended. Use structural steel shapes, plates and bars, unless otherwise required. C. Form Work true to line and level with accurate angles and surfaces and straight sharp edges. Radius exposed edges approximately 1/32 inch unless otherwise indicated. Form bent -metal corners to smallest radius possible without causing grain separation or otherwise impairing work. D. Weld corners, joints, and seams continuously and provide neat uniform appearance throughout the work. Comply with AWS standards. Grind exposed welds smooth, and flush; match adjoining surfaces. E. Exposed Connections: Welded to greatest extent possible, otherwise, use concealed fasteners where possible. Provide uniform, hairline -tight joints, flush and smooth. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS tow STEEL STAIRS SECTION 05505 - 3 1. Exposed Fasteners : Provide acorn type cap head nuts as required. F. East and West Stairs: Comply with NAAMM Metal Stair Manual for Commercial Class, Straight Stair, Parallel with perforated riser and precast concrete treads and landing platforms. Provide stairs in for rise and configuration shown. 1. Risers: Perforated stainless steel; orient perforations to align horizontally with blank margins on all edges. 2. Handrail: Seamless stainless steel tube. 3. Precast Concrete: Comply with Section 03480; coordinate anchors and attachment of treads and landing platforms to steel stair structures. 4. Cast -in -Place Concrete: Coordinate with Section 03300 requirements and provide anchorage and support for stair assemblies. Coordinate west stair structure will elevator machine room requirements, and work of Section 14240. G. Guardrails and Handrails on Open Side of Floors: Comply with requirements for stair assemblies and configurations indicated. Coordinate height of sloped assemblies with horizontal assemblies to maintain required heights at transition points. 1. Guardrails and Handrails: Custom fabrication of steel angles, with perforated steel sheet infill and stainless steel tube hand rail with steel flat bar stanchion and support brackets. Provide assemblies in configuration indicated. a. Orient perforations to align horizontally on both rectangular and trapezoidal panels. Weld infill panels to steel angle frame. Provide neat and uniform appearance to welds. 2.3 SHOP COATING A. Prepare substrate, galvanize and prime paint all work of this Section following completion of fabrication. Finish paint work exposed to view in the completed installation, including steel treads to be covered by precast treads and landings to receive cast -in-place concrete. 1. Surface Preparation for Prime Paint: SP -6 Commercial Blast Cleaning using tools and processes that do not impart surface texture that can not be covered by the prime paint application. a. Material and fabrication defects and unacceptable characteristics revealed by surface preparation such as weld imperfections, delamination, scabs and slivers shall be corrected before completion of surface prep and coating application. 2. Prime Paint: One coat of two -component polyamide epoxy applied to form a 2.5 mils dry film thickness; Tnemec F.C.Typoxy Series 27. 3. Finish Paint: One coat of gloss aliphatic polyurethane applied to form a dry film thickness of 2.5 mils; Tenmec Endura -Shield 74 PART 3 EXECUTION 3.1 EXAMINATION A. Prior to preparation of shop drawings, verify in filed dimensions indicated, coordinate with shop drawings and fabrication to avoid need for field modifications to the Work. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS STEEL STAIRS SECTION 05505 - 4 B. Installer shall examine conditions for installation of Work, and notify Contractor of conditions detrimental to proper and timely completion. Do not proceed until unsatisfactory conditions are corrected. Start of installation interpreted as installer's acceptance of conditions. 3.2 INSTALLATION A. Set Work accurately in location, and elevation; align, plumb, level, true, forming constant radius or line, and free of rack when measured from established lines and levels. Cut, drill, and fit as necessary for required installation. Brace, support, and anchor Work during installation as necessary. B. Align connections accurately, form tight hairline joints. Unless otherwise required, provide bolted connections for field joints. Exposed welds shall be ground smooth and flush and finished for seamless appearance; repair touch-up shop finish. Do not weld, cut or abrade units intended for bolted, and screwed field connections. C. Properly secure Work to in-place construction. Provide flanges, collars, and sleeves to conceal joints, and as required. Use concealed anchors unless otherwise indicated. 1. Exposed Bolts: Uniform orientation for heads. Align facets of stacked nuts for uniform appearance, and coordinate application with special inspections requirements. D. Installation of precast concrete treads and cast -in-place concrete fill shall be coordinated with Section 03480 and Section 03300 and produce complete stair assembly complying with the System Description requirements of this Section and Section 03480. 1. Nosing profile of installed treads shall conform to the profile required by IBC Section 1109.3.3. 2. Comply with Washington Code requirements for limitations on deviations among individual treads within each flight of stairs. E. Immediately after erection, prepare field welds, and damaged areas of shop applied coatings paint in accordance with paint manufacturer's recommendations. Provide additional surface preparation, tie -coat and other measures as necessary due to open time limitations and other substrate conditions. Recoat with paint product originally used for shop painting and as recommended by the manufacturer. Provide dry film thickness of 2.5 mils. END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS MEMBRANE WATERPROOFING SECTION 07130 - 1 PART 1 GENERAL 1.1 SUMMARY A. Section includes requirements for waterproofing of sub -grade concrete work. B. Related Sections: 1. Section 03300 Cast -In -Place Concrete. 1.2 SUBMITTALS A. Product Data: Required for each waterproofing product to be incorporated into the Work. 1.3 QUALITY ASSURANCE A. Qualifications: Installer approved by manufacturer of primary waterproofing materials, a minimum three years successful experience with installation of waterproofing similar to that required for the Project, and approved by membrane manufacturer. 1.4 PROJECT CONDITIONS A. Environmental Requirements: Perform Work only when existing and forecasted weather conditions comply with manufacturers' recommendations and warranty requirements. B. Scheduling and Sequencing: Sequence Work to avoid cutting installed membrane for penetrations, and cutting and patching for work not properly sequenced; minimize period of exposure of installed membrane. 1. Work of this Section requires close coordination with work of Division 3 Concrete, and trades whose work may penetrate waterproofing assemblies or may otherwise affect the integrity of the waterproofing. Coordinate the Work to minimize conflicts, limit the number of penetrations needed, and to ensure a permanently water -tight installation. 1.5 SPECIAL WARRANTY A. Project Warranty: Provide the Owner a written guarantee signed by the manufacturer, installer and Contractor applying to the total assembly for each type of waterproofing provided as work of this Section against all defects in materials and workmanship, including without limitation against failure to remain in compliance with Contract requirements for 5 years from date of acceptance including removal, and replacement of Work concealing membrane waterproofing all at no additional cost to the Owner. PART 2 PRODUCTS 2.1 MANUFACTURED MATERIALS A. Single Source of Supply and Responsibility : Each category of waterproofing, sub -grade waterproofing on concrete and waterproofing at elevated pedestrian balconies, shall use products only of one manufacturer (the primary manufacturer) to the maximum extent possible for that assembly. As a minimum this shall include the principle waterproofing membranes 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS MEMBRANE WATERPROOFING SECTION 07130 - 2 and accessories in each assembly type required. Products not by the primary manufacturer shall be approved by them and shall be covered by the Project Warranty. B. Waterproofing Membrane for Sub -grade Concrete: Composite roll -good of interlocked layers of woven and non -woven geotextiles containing hydrophilic sodium bentonite at the nominal rate of 1 pound per square foot, and having the following performance properties. Provide bentonite with manufacturer's contaminant resistant treatment when necessary for Project soil conditions; CETCO Volclay DS/DSCR. 1. Tensile Strength: American Society for Testing and Materials ASTM D 1970, 95 pounds. 2. Water Vapor Transmission Rate: ASTM E96 (B) 0.03 grains per hour per square foot. 3. Hydrostatic Head Resistance: ASTM D 5385 (modified) 231 feet min. 5. Permeability: ASTM D 5084 1 x 10"" centimeters per second. Jim C. Accessories for Sub -grade Concrete Waterproofing: Approved by manufacturer of primary ••- materials, and recommended for substrates, and applications required. 1. Trowel Grade Mastic for Composite Membrane: Butyl rubber and bentonite sealant; for use as fillet material at inside and outside corners, sealing of flashings, penetrations, and adjoining surfaces. 2. Liquid Flashing, Seam Tape and similar incidental accessory components as recommended by the membrane manufacturer for the required installation and to comply with Project Warranty requirements. 3. Mechanical Anchors: Washer -headed fasteners for temporary anchoring of vertical membrane during installation and prior to concrete placement as recommended by manufacturer for required installation. 4. Protection Course: 0.125 inch thick semirigid sheets of fiberglass or mineral -reinforced - asphaltic core, pressure laminated between two asphalt -saturated fibrous liners. PART 3 EXECUTION 3.1 EXAMINATION A. Verification of Conditions: Excavations are sufficient to provide access to below grade Work; Substrate is dry, fully cured, smooth, free of debris, projections, depressions, and imperfections that might impair performance of installed membrane; Work has been sequenced for installation of membrane as required. Beginning of installation will be interpreted as installer's acceptance of substrate. 3.2 WATERPROOFING FOR SUB -GRADE CONCRETE A. Sub -grade Concrete Waterproofing: Geotextile-bentonite composite together with the necessary accessories to provide a complete waterproof membrane on all subgrade concrete work serving to enclose space. Seal projections through membrane, seams, and flashings. Extend waterproofing across entire subgrade surface and to finish grade. In addition to the components specified for each assembly provide appurtenances and incidentals necessary for a complete waterproof installation complying with Contract and Project Warranty requirements. 1. Prior to placement of concrete, protect installed waterproofing from exposure to precipitation and other weather conditions that could reduce its performance. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS Aro Iwo 16- L MEMBRANE WATERPROOFING SECTION 07130 - 3 2. Following placement of concrete per Contract requirements, inspect penetrations that remain visible for stability and complete bonding with concrete. Correct poorly bonded items as necessary to ensure integrity of waterproofing. B. Waterproofing at Pits and Sumps: Provide vertical and horizontal waterproofing over bottom and walls to ensure complete, waterproof envelope; seal at drain bodies, and similar penetrations; flash and reinforce transitions and terminations. 1. Coves and Fillets: 2 inch minimum at vertical and horizontal intersects. 2. Primer: As necessary for proper installation and as recommended by manufacturer. C. Intersection and Termination of Horizontal and Vertical Assemblies: Reinforced multiple layer applications per manufacturer's standard details. Apply successive layers in sequence that optimizes joint protection and ensures positive drainage. For termination near finish grade provide manufacturer's standard mechanically anchored membrane termination bar bedded in mastic, and counterflash. 1. Cover horizontal and vertical faces, exposed slab edges and other subgrade portions of the foundation. D. Do not allow traffic of any type on unprotected membrane. Protect installed membrane and protection course from damage during construction so that both are without damage and deterioration at time of final acceptance. END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS 160 WATER REPELLENTS SECTION 07190 - 1 PART 1 GENERAL 1.1 SUMMARY A. Section Includes requirements for vapor permeable treatments to protect cementitious and substrates from weather exposure, soiling and other agents. B. Submittals: 1. Product Data: Required for each type of water repellent to be incorporated into the Work; include manufacturer's installation instructions. 2. Quality Assurance Certificate: Singed by Officer of water repellent manufacturer, or their authorized agent. 3. Samples: Two 12 by 12 inches of each substrate to receive repellent treatment; treat half of each sample. C. Quality Assurance: 1. Installer Qualifications: Five years successful experience with products and applications similar to those required for this Project, and approved by water repellent manufacturer. 2. Certification: Signed by waterproofing manufacturer that required products are suitable for assemblies, and applications indicated. D. Environmental Requirements: 24 Hours prior to and following application; ambient and substrate temperature above 50 degrees F, and within the limits recommended by water repellent manufacturer. E. Sequencing: 1. Unless otherwise acceptable, apply water repellent and anti -graffiti treatment subsequent to completion of sealant installation. F. Warranty: Signed by Contractor, Applicator, and Manufacturer; Installation shall remain water repellent and not deteriorate in excess of manufacturer's written representations for five years following final acceptance. Provide for reapplication of failed repellent at no cost to Owner. PART 2 PRODUCTS 2.1 MATERIALS A. Anti -Graffiti Coating: Breathable, penetrating aqueous silane specifically formulated by the manufacturer as an anti -graffiti treatment; degussa Protectosil Anti -graffiti. 2705 MUSEUM OF FLIGHT 110907 `" PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS WATER REPELLENTS SECTION 07190 - 2 PART 3 EXECUTION 3.1 EXAMINATION A. Verify that substrate is clean, free of contaminants, and surface treatments that could impair water repellant performance. Provide remedial Work necessary to eliminate unacceptable conditions. Test substrate moisture content, and verify compliance with repellent manufacturer's recommended limits for products whose performance may be reduced by moisture contained in the substrate at time of application. 3.2 APPLICATION A. Anti -Graffiti treatment Apply a heavy saturation spray coating to exposed surfaces of cast -in- place concrete using high volume, low pressure spray equipment. Comply with manufacturer's instructions and recommendations, using airless spraying procedure unless otherwise indicated. B. Apply a second saturation spray coating, repeating first application, where necessary to ensure complete coverage and optimum performance of treatment. Comply with manufacturer's instructions for limitations on drying time between coats and after rainstorm wetting of surfaces between coats. Consult manufacturer's technical representative if printed recommendations are not applicable to project conditions. Provide effective protection of materials, and adjoining work, including sealant bond surfaces, from spillage or blow -over of water repellent. Cover adjoining and nearby surfaces and materials where there is possibility of damage or alteration in appearance due to water repellent being deposited on surfaces. Cover plant materials with drop cloths. Clean water repellent from adjoining surfaces immediately after spillage. Comply with manufacturer's recommendations for cleaning. END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS WEATHER BARRIER SECTION 07260 - 1 PART 1 GENERAL 1.1 SUMMARY A. Section Includes requirements for weather barrier. B. Submittals: 1. Product data for sheet goods and accessories. C. Scheduling and Sequencing: Sequence Work to minimize potential for damage to installed membrane due to subsequent construction activities and exposure to weather. PART 2 PRODUCTS 2.1 MATERIALS A. Sheet Membrane Weather Barrier: Self-adhesive SBS rubberized asphalt laminated to polyethylene film 40 mils thick; Henry Company Blueskin SA or Blueskin SA LT where prevailing conditions require low temperature installation. 1. Membrane Tensile Strength: ASTM D 412, 500 pounds per square inch . 2. Puncture Resistance: ASTM E 154, 40 lbf. 3. Vapor Transmission Rate: ASTM E 96, 0.03 perms, 1.6 ng/Pa.s.m2. 4. Flame Spread and Smoke Development: ASTM E 84 Class A (5 and 15 respectively). 5. Application Temperature: 41 degrees (SA); 10 degrees (SA LT). B. Fluid Applied Building Wrap: Spray applied barrier to air and weather, Henry Company Air - Bloc 21S. 1. Air Permeability: 0.0024 CFM per square foot at 1.6 pounds per square foot. 2. Vapor Permeance: ASTM E 96 procedure A, 11.6 perms for 0.125 inch thick film. 3. Application Temperature: 10 to 104 degrees Fahrenheit. C. Accessories: Approved by manufacturer of primary materials, and recommended for substrates, and applications required. 1. Adhesives and Tapes: For protection course, and sealing of membrane seams, flashings, penetrations, and adjoining surfaces. 2. Flashing: Recommended by primary manufacturer for details and conditions encountered, unless otherwise indicated. PART 3 EXECUTION 3.1 EXAMINATION A. Verification of Conditions: Substrate is dry, fully cured, smooth, free of debris, projections, depressions, and imperfections that might impair performance of installed membrane; Work has been sequenced for installation of membrane as required. Beginning of installation will be interpreted as installer's acceptance of substrate. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS WEATHER BARRIER SECTION 07260 - 2 3.2 INSTALLATION A. Weather Barrier: Contractor option to provide fluid applied membrane or self -adhering sheet good. Provide single type throughout the work, exclusive of accessory components. Form a contiguous barrier to air and liquid water transmission through framed wall assemblies. Extend weather barrier over gypsum sheathing and throughout exterior assemblies to be protected from transmission of air and water. Install barrier tight to substrate, free of wrinkles, sags, punctures and defects that may reduce in-service performance of membrane. Provide for optimum effectiveness and service life as a barrier to water and air transmission. 1. Joints and Seams in Sheet Good: Locate over solid support, overlap 4 inches and • shingle horizontal joints to shed water. Provide air or vapor impermeable seal at joints, edges, punctures and penetrations of barrier with tape or adhesively -applied strips of moisture barrier material. 2. Coordinate with penetrations, anchors, flashing, miscellaneous metal support and similar components that penetrate the weather barrier. Reinforce penetrations with an additional layer of weather barrier, fluid -applied dressings and other accessories recommended by the manufacturer as best practice for each type of penetration required. a. Comply with Section 07410 requirements for metal wall panel supports and anchors; provide a secondary layer of weather barrier beneath furring. b. Penetrations: Thread a layer of sheet good flashing over the penetration, and lap this piece on to the field sheet a minimum of 6 inches in each direction and adhere to base layer. 3. Coordinate with Section 07610; provide membrane flashing and related accessories as necessary to ensure weather barrier and flashing function in an effective and complimentary manner. END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS 16. METAL ROOF AND WALL PANELS SECTION 07410 - 1 IMO tird PART 1 GENERAL 1.1 SUMMARY A. Section includes requirements for preformed metal panels and accessory components. B. Related Sections: 1. Section 05400 Structural Metal Framing. 2. Section 07260 Weather Barrier 3. Section 09250 Gypsum Board 1.2 SUBMITTALS A. Product Data: Required for each product, accessory, and finish to be incorporated into the Work. B. Shop Drawings: Plans, elevations and large scale details; show panel lay -out, attachment, and accessories; distinguish between factory and field assembled work. C. Samples: Two feet by strip, or molding width; One foot by panel width finished as required for Project. Provide two samples of each component. D. Quality Control Submittals: Test reports, and certificates. 1.3 WARRANTY A. Signed by Manufacture, Installer and Contractor providing for correction of defective Work and Work not in compliance with the Contract Documents as directed to the Owners satisfaction for a period of two years following the date of Substantial Completion of the Work or designated portion thereof. 1. Finish: Shop applied finish qualifying for manufacturer's 20 years warranty against fading, chalking and degradation. PART 2 PRODUCTS 2.1 MANUFACTURED COMPONENTS A. Fabrication: Completed at the factory to greatest extent possible; smooth, square, true to line and profile, and dimensions indicated without tool marks, and excessive oil canning 1. Structural Performance Uniform Static air Pressure Differential: ASTM E 1592, neither failure of panels and fasteners nor permanent distortion to panels when tested to 20 psf. 2. Water Penetration: ASTM E 1646; no water penetration at pressure differential not less than 20 percent of the positive and negative wind loads established by Code. 3. Rate of Air Leakage: ASTM E 1680, less than 0.06 cubic feet per minute, per square foot of panel at pressure differential as specified for water penetration test. B. Metal Panels: ASTM A 792, 22 gage steel sheet with AZ55 Zinc -aluminum coating. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS METAL ROOF AND WALL PANELS SECTION .07410 - 2 1. Wall Panels: nominal 4 inch pitch trapezoidal panels with not less than 32 inches of coverage with exposed gasketed fasteners. Subject to compliance with Project requirements AEP Span Mini V Beam or Metal Sales Manufacturing Crop., T2. 2. Sheet Metal Accessories: Fabricated from same stock of finished material as panels for uniform appearance in the completed work. Custom formed sheet metal components for work of this Section shall comply with fabrication requirements of Section 07600. C. Accessories: Provide as necessary for complete installation including trim, copings, sills, corner units, seam covers, battens, flashings, gutters, gaskets, closure strips, and similar items. Match materials, and finish of preformed panels. 1. Screws: Corrosion preventing polymer coated, steel with hex washer head and bonded neoprene gasket, size and length per ICC -ES report and as required for Project specific applications. Organic polymer coating shall have a salt -spray resistance to red rust of more than 800 hours per ASTM B 117. ITW Buildex; Teks Maxiseal with Climaseal finish Textron Inc., Textron Fastening Systems; Elco Dril-Flex with Stalgard finish, or approved. 2. Sealants: Comply with requirements of Section 07900. D. Finish: Factory applied, before or after fabrication as necessary for optimal coating performance and compliance with required warranty. Protect finish until final acceptance of installation. Provide colors as selected by Architect from manufacturer's complete range of custom colors. 1. Flouropolymer Coating: 70 percent PVDF resin content and complying with AAMA 2605 performance criteria and Project warranty requirements. 2. Color: AEP Span Cool Metallic Silver; provide directional labeling on metallic finished components. 2.2 SOURCE QUALITY CONTROL A. Certify panel system compliance with performance requirements when tested as follows. 1. Air Leakage: ASTM E 283. 2. Water Penetration: ASTM E 331. 3. Structural Performance: ASTM E 330. B. Verification of Performance: Certify finish is the work of a single applicator using same paint lot; finish system, and application process comply with requirements. PART 3 EXECUTION 3.1 INSTALLATION A. Install all work of this Section true to established lines and levels. Exterior work shall be permanently watertight and weatherproof. 1. Anchor work at intervals complying with the System Description requirements, SMACNA guidelines and as shown on the Drawings using concealed fasteners. 2. Accommodate movement due to temperature differential, wind and other dynamic forces without imparting stress to the work. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS METAL ROOF AND WALL PANELS SECTION 07410 - 3 B. Provide secondary supports, reinforcing and similar components to support work of this Section. Ensure effective anchorage of cleats and other attachments. 1. . Reinforce sheet metal and accessory components to prevent deformation, including but not limited to oil canning, where anchorage and other type of support can not be provided at intervals sufficient to achieve this due for the assembly configuration and prevailing conditions of support. C. Installed metal panels shall function with all components of the building exterior to provide continuous control of water entering the assembly, collect the water and conduct it to the building exterior. Coordinate composite panels and brake metal with flashing specified in Section 07600, provide custom shapes and approved modifications to standard components as necessary for water control throughout the assembly. 1. ' Attach panels and accessory components to resist wind and other forces, with provisions for thermal and structural movement. a. Provide with weather-proof closures at eaves, perimeter and penetrations. b. Except as otherwise required attach metal panels and accessories using concealed fasteners. 2. Fasteners: Gasketed, of the type specified and approved by the panel manufacturer. D. Isolate dissimilar metals and incompatible substrates; provide permanent galvanic isolation between galvanically active metals. E. Installation tolerances: 0.25 inch in 20 feet for level, plumb, slope, and location; 0.125 inch offset of adjoining faces, alignment of matching profiles. Oil canning and similar surface defects shall not exceed 0.125 inch in any 10 feet. F. Cleaning: Remove temporary protective coverings and strippable films panel is installed. Upon completion of panel installation, clean finished surfaces as recommended by panel manufacturer, and maintain until final acceptance. END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS irr ADHERED ELASTOMERIC ROOFING SECTION 07533 - 1 PART 1 GENERAL 1.1 SUMMARY A. Section includes requirements for weathertight, fully adhered, single ply membrane roofing system. 1.2 SUBMITTALS A. Contractor shall provide certification from the roof manufacturer that submittal information has been reviewed and approved by the roof membrane manufacturer, and the proposed materials (including insulation and pedestal paver assembly) and roof systems qualify for the required warranty, B. Product Data: Required for each product to be incorporated into the Work. Provide complete information for the assembly type required. 1. Manufacturer Safety Data Sheets. 2. Sample of Warranty complying with Project requirements. 3. Energy Performance: Licensed product of the Cool Roof Rating Council Product Rating Program and a listed EPA Energy Star rated roof. 4. Wind Performance: Test results demonstrating compliance with SPRI Wind Load Design Guide for the required installation. C. Shop Drawings: Roof configuration, sheet layout and seaming; detail perimeter, flashing, penetrations, layout of Traffic Path, and special conditions. 1. Demonstrate coordination of roof insulation for required slopes including crickets; annotate insulation plan with thickness and actual slope in inches per foot. 2. Annotate roof plan to indicate design wind pressure for the specified ANSI/SPRI performance requirements. 3. Where anchors are recommended by the Manufacturer indicate recommended spacing for proposed anchors at each condition or location where they are recommended. D. Construction staging and installation drawings documenting protection of roof assembly components from damage by construction traffic subsequent to installation. E. Quality Assurance Submittals: Compliance with fire and wind resistance performance capacities, field pull test results for fasteners, 1. Installer Qualifications, project history and manufacturer's certificaiton. 2. Field Reports of membrane manufacturer's representative. •• 1.3 QUALITY ASSURANCE low A. Products and materials used in the work of this Section shall be produced or approved by the roof membrane manufacturer and included in the terms of the specified warranty. B. Manufacturer's Field Quality Control Agent: Possess expert knowledge of the products being used including preparation, installation and warranty requirements. Shall have authority to certify to the Contractor that roofing installation qualifies with the manufacturer's requirements for the Project Warranty specified. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS ADHERED ELASTOMERIC ROOFING SECTION 07533 - 2 C. Contractor's Installer: National Roofing Contractors Association NRCA member firm, licensed by membrane manufacturer, and having not less than ten years successful experience with installation of roofing system similar to that required for the Project. 1. Contractor's personnel having direct responsibility for the roofing installation shall have five years experience with thermo-plastic, single -ply systems, and be on site at all times that roofing installation work is in progress. D. Certification: 1. Five jobs completed by installer not less than 3 years prior to bid date for the Project, list products installed, General Contractor, Owner, Architect, and Warranty history. 2. Manufacturer's license or similar approval of installer. E. Pre -Installation Conference for Roofing Work: Required, comply with requirements of Section 01312 Project Meetings. 1.4 PROJECT CONDITIONS A. Environmental Requirements: Prevailing and forecast weather conditions within Manufacturer's recommended extremes, and warranty requirements. B. Sequence and Schedule Work to prevent exposure of installed membrane to construction traffic and minimize exposure to ultra -violet radiation. Complete installation in each area without interruption, including allowances for weather. 1.5 WARRANTY A. Total Roof Assembly Warranty: No dollar limit, signed by roof membrane manufacturer, and Installer agreeing to replace, and repair roofing assembly and components that fail to remain weather -tight, comply with Contract requirements, deteriorates in excess of manufacturer's representations, or is otherwise determined to be defective, for a period of 20 years after date of substantial completion without monetary limitation. 1. Total System Warranty: Cover all labor and material costs for all components of the insulated roof membrane assembly above the structural roof deck. PART 2 PRODUCTS 2.1 MANUFACTURERS A. Roofing System: Based on products of a single manufacturer. Subject to compliance with Project requirements provide acceptable products of Firestone, Johns Manville, or Stevens. 2.2 MATERIALS A. Roof Membrane: Product of one manufacturer. 1. Accessories and Other Materials Incorporated Into Complete Roof Assembly: Compatible with membrane, and acceptable to membrane manufacturer. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS 6.• ADHERED ELASTOMERIC ROOFING SECTION 07533 - 3 ,r, B. TPO Roof Membrane: ASTM D 6878, Reinforced thermo plastic roof membrane 80 mils thick minimum, not less than 15 mils coverage over reinforcing scrim and having the specified performance characteristics. Membrane shall be suitable for adhered installation using low VOC adhesive. 1. Fire Rating: UL Class A. Factory Mutual Class I Fire Classification 2. Wind Resistance: Compliance with SPRI Wind Resistance Design Guide. 3. Breaking and Tear Strength, ASTM D 751: 225 lbf., and 55Ibf. respectively. 4. Weather Resistance, ASTM G 155 and G 90: Pass 4,000 hours @ 176 F; Pass 3 million Langley units. 5. Brittleness Test, ASTM D 2137: Pass @ -45 C. 6. Ozone Resistance, ASTM D 1149: No cracks; seven days at 100 degrees F. 7. Heat Aging, ASTM D 573: Break 225 lbf; 28 days at 212 degree F (100 degree C). 8. Puncture Resistance, FTM 101B: 250 lbf. 9. Membrane Seaming: Lapped per manufacturer specifications and continuously heat welded. 10. Solar Reflectance: ASTM E 903, or C 1549 initial rating of 0.82. 11. Thermal Emittance: ASTM C 1371 or E 408, initial rating of 0.84 C. Membrane Seaming System: Manufacturer's standard for lapped joints, and exposed spliced edges. D. Accessories: Products of or recommended by membrane manufacturer. 1. Cant Strips, Tapered Edge Strips, Flashing and Accessories: As indicated, and recommended by manufacturer for installation required; includes adhesive tapes, flashing cements, and seals. 2. Membrane Flashing Accessories: Provide prefabricated components for roof penetrations, inside and outside corners and similar details, field fabricated work is not acceptable. 3. Membrane Adhesive: Low VOC product recommended for bonding substrates indicated, and complying with performance requirements. 4. Mechanical Fasteners: Metal plates, caps, battens, fasteners, and accessories, for substrates indicated, complying with performance requirements, and as recommended by membrane manufacturer. 5. Tapered Insulation ASTM C 578 Type IV, 25 psi compressive load with maximum 10 percent deformation per ASTM D 1621; DOW Styrofoam Deckmate Plus. Configure as required to maintain positive drainage at not less than 0.25 inch per foot. 6. Cover Board: Complies with FM 4470 for use in roofing assembly, 0.5 inch thick, with glass mat facings and water resistant gypsum core; Georgia Pacific Dens -Deck, BPB, or approved. 7. Screws for Exterior Sheathing: Corrosion preventing polymer coated, steel with hex washer head and bonded neoprene gasket, size and length per ICC -ES report and as required for Project specific applications. Organic polymer coating shall have a salt -spray resistance to red rust of more than 800 hours per ASTM B 117. ITW Buildex; Teks Maxiseal with Climaseal finish Textron Inc., Textron Fastening Systems; Elco Dril-Flex with Stalgard finish, or approved. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS ADHERED ELASTOMERIC ROOFING SECTION 07533 - 4 lbw PART 3 EXECUTION .., 3.1 EXAMINATION A. Installer shall verify that coordination, and required sequencing of the Work have been provided, and that conditions comply with requirements, and are acceptable for installation of membrane roof system including insulation, flashing and related accessories. Provide written statement of unacceptable conditions to Contractor for correction. 1. Comply with requirements of Section 07600 for sheet metal flashing. B. Do not proceed with installation until the Work has been properly coordinated, and noncompliant, and unacceptable conditions have been corrected. Start of work by installer will be interpreted as Installer acceptance of conditions. 3.2 PREPARATION A. Substrate For Roof Membrane: Sound, uniform surface, sloped where indicated, free of projections, depressions, and contaminants that could impair optimum service of installed roof assembly. Comply with membrane manufacturer's recommendations for substrate preparation, including priming. 1. Contractor shall review installation areas with Manufacturer's Field Quality Control Agent, installer and Owner, and comply with Quality Control Agent's directives for corrections to installation areas. B. Complete installation of cant strips, nailers, flashings, and accessory items as shown, and as recommended by manufacturer even though not shown. 1. Inspect blocking, keyways and similar anchorage components installed by other trades and confirm they have been secured to the structure with corrosion resistant fasteners and to withstand the required wind loads and pressures. 3.3 INSTALLATION A. Roof Insulation and Cover Board: Coordinate with installation of roof membrane. Do not install more insulation each day than can be covered with membrane before end of day, and prior to inclement weather. Run long joints of insulation in continuous straight line, perpendicular to roof slope, staggered end joints between rows. Secure to roof deck; mechanically attach, and adhere as necessary for system required, and to comply with performance requirements. 1. Tapered Insulation: Minimum two percent (0.25 inch per foot) slope normal to slope. 2. Gypsum Sheathing Protection Boards: Provide continuous layer over roof insulation including crickets. Anchor as necessary for subsequent installation of roof membrane. 2. For installation directly on metal roof deck provide continuous underlayment attached to the metal deck. B. Commence membrane installation in presence of manufacturer's technical representative; comply with requirements, and membrane manufacturer's recommendations. Provide flashings and counterflashings indicated, and as recommended by membrane manufacturer. C. Fully Adhered: Provide membrane roofing assembly identical to that successfully tested by a qualified testing and inspecting agency to resist the factored design uplift pressures calculated 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS .r ADHERED ELASTOMERIC ROOFING SECTION 07533 - 5 for the following parameters in accordance with SPRI's 'Wind Load Design Guide for Fully Adhered and Mechanically Fastened Roofing Systems." Apply adhesive to bond surfaces, roll membrane into place when adhesive has properly cured. Lap sheets, cement seams, and seal exposed sheet edges. Provide mechanical fasteners as recommended by the roof membrane manufacturer and per approved submittals. 1. Design Wind Speed: As indicated in General Structural Notes on S series drawings. 2. Design Wind Pressure: Positive and negative pressure at field and perimeter locations generated at the design wind speed and exposure for roof heights and configuration indicated. D. Remove scrap materials debris and supplies during the course of the work. Give particular attention to debris and materials (such as anchors and plates) that could damage the roof membrane. Maintain roof drains free of debris throughout the roof installation, and verify their condition when the work is complete. E. Limit construction traffic to those routes documented on approved Construction staging and installation drawing. Protect membrane components and installed assembly from damage due to construction traffic and activities until time of final acceptance. 3.4 FIELD QUALITY CONTROL A. The Contractor shall be responsible for ensuring that the roofing materials manufacturer's Field Quality Control Agent is present at the Project for the following milestones as a minimum. 1. Required Site Visits: Pre -Installation Conference, review of installation conditions, start of roofing work and at completion of roofing work. Manufacturer's agent shall also visit the site while roofing work is actively in progress without prior notice to the Contractor and at such intervals that they have observed and inspected execution of typical terminations at low and high parapet walls and penetrations. 2. At completion of the Work contractor shall provide manufacturer's certification that the work of this Section complies with all of the manufacturer's warranty requirements and has been installed in accordance with manufacturer's accepted practices. Contractor shall notify the Architect of any exclusion and exceptions in this certification and provide corrective work to eliminate each exclusion and exception at no additional cost to the Owner. END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS w= SHEET METAL AND FLASHING SECTION 07610 - 1 4•+ PART 1 GENERAL 1.1 SUMMARY A. Section includes requirements for custom sheet metal fabrications for the Work. Components include but are not necessarily limited to metal flashing at membrane roofing and curtain wall, gutters and downspouts and components not provided as work of Section 07410. B. References: Sheet Metal and Air Conditioning Contractors National Association (SMACNA) Architectural Sheet Metal Manual; comply with recommended material weights and details except where Project requirements are more stringent C. Related Sections: 1. Section 07410 Metal Panels. 2. Section 07533 Single Ply Roofing 3. Section 08840 Plastic Glazing Assemblies 1.2 SYSTEM DESCRIPTION A. Design Requirements: The Contract Documents indicate the general configuration and appearance required for the completed work. Details of all conditions are not shown; final resolution of details where complete information is not shown shall be the responsibility of the Contractor such that the completed installation is permanently weathertight and complies with applicable Performance Requirements. Where necessary to conform to Performance and �-+ Warranty requirements assembly details shall be revised by the Contractor without significant alteration to appearance as determined by the Architect_ Such work shall be considered within the scope required by the Contract and shall not be used as a basis for Claims or other modification to the Contract Work shall comply with recommended practices of NRCA Roofing and Waterproofing Manual_and SMACNA Architectural Sheetmetal Manual. B. Performance Requirements: Provide metal fabrications, anchors and ancillary supports necessary to ensure the structural integrity of sheet metal work such that it remains free from damage, deformation and deflection exceeding allowable tolerances when subject to specified load criteria. 1. Structural Performance: Comply with criteria given in the General Structural Notes on S series drawings. a. Temperature Range: Accommodate thermal movement and stress for temperature differential of 0 degrees to 120 degrees 1.3 SUBMITTALS ry A Product Data: Required for each material, manufactured product, and accessory to be incorporated into the Work. IND B. Samples: 1. Sheet Stock: Three pieces, one square foot of each material and gage to be incorporated into the Work. 2. Seamed Samples: Two pieces joined as required for flat seam roof and incorporating one cleat as required for anchorage to supports. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS SHEET METAL AND FLASHING SECTION 07610 - 2 3. Formed Sample: Full size sample 10 inches in length of two piece cornice coping in profile required for the final work. C. Shop Drawings: Pan layout for all work, details of typical joints, seams, and anchorage. Provide large scale details for each profile required and showing sheathing, blocking, and support for completed assemblies as installed. 1.4 WARRANTY A. Finish on Prefinished Aluminum: 10 years warranty against degradation in appearance and performance beyond normal weathering. PART 2 PRODUCTS 2.1 MATERIALS A. Stainless Steel: 24 gage; ASTM A 480, Type 304, annealed, No. 2D or 2B cold rolled bright finish, unless harder temper required for forming or performance. B. Aluminum: Provide alloy and temper as indicated, and recommended by producer or fabricator, clear anodized finish. 1. Extrusions: ASTM B 221; performance characteristics: 6063-T5. 2. Sheet and Plate: ASTM B 209; performance characteristics: 5005-H15, 0.080 inch thick unless otherwise required. 3. Clear Anodized Finish: AA M12C22A41 Class I. C. Flexible Flashing: ANSI/RMA IPR-1 non -reinforced black EPDM rubber sheet. 2.2 ACCESSORIES A. Cleats: Fabricated of coated sheet steel; metal gage and configuration shall comply with SMACNA or NRCA standards for the assembly types required. Provide clips, and accessories in sizes necessary and as required for installation of the work. B. Fasteners, anchors, and accessories: Galvanically compatible with metal fastened; provide stainless steel for stainless steel flashing. Provide anchor size and type necessary for installation required. 2.3 FABRICATION A. Shop -fabricate Work to greatest extent possible; form to lines, levels, profiles and substrates indicated. Comply with details shown, SMACNA Architectural Sheet Metal Manual, and material manufacturer's recommendations. Prevent oil -canning, buckling, and tool marks; fold exposed edges back to form hems. 1. Differential Movement, Expansion, and Contraction: Accommodated to provide optimal performance; provide weatherproof and water -tight joints of design acceptable to Architect; provide for proper installation of elastomeric sealant. 2. Isolate galvanically active metals, and corrosive substrates; prevent galvanic action: Coat concealed contact surfaces with bituminous coating or other acceptable separation. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS khro `.. Ire SHEET METAL AND FLASHING SECTION 07610 - 3 B. Sheet Metal Fabrications and Flashing Exposed to View: Fabricated from prefinished aluminum except where stainless steel flashing is required. C. Sheet Metal Flashing at Membrane Roofing: Fabricated from stainless steel. D. Gutters: Provide integrated formed metal gutters in the configuration indicated and similar to SMACNA Sheet metal Manual Figure 1-22. Provide single piece fabrication to the maximum extent practical and complying with SMACNA recommendations. Provide water tight joints and accommodate movement within required temperature range at intervals recommended by SMACNA. 1. Coordinate gutter assembly and rain leaders for leak -free performance. 2 Outlet Tube: Permanently bonded to gutter with water -tight seam and sized to receive rain leader. 3 Conductors: Plain, round 3 inches diameter, configured to match truss geometry. Provide at intervals required. PART 3 EXECUTION 3.1 INSTALLATION A. Integrate flashing into each of the assemblies in which it is required so as to provide effective control of moisture entering or otherwise occurring in the assembly. Collect the moisture and conduct it to the exterior for drainage without adverse effect on the performance and durability of the assembly. Ensure continuity among flashing within different assemblies and provide a fully integrated system for the exterior of the building. 1. Provide effective drainage and venting of concealed cavities. B. Install work true to established lines and levels; anchor in place; permanently watertight and weatherproof. Use concealed fasteners, and provide for thermal movement. Comply with SMACNA Architectural Sheet Metal Manual, and manufacturer's recommendations. 1. Provide cleats and other anchors for sheet metal at intervals recommended by referenced Standards and as necessary to comply with performance requirements; moving seams shall have sufficient overlap to prevent water intrusion, but not less than three inches. 2. Provide continuous support for sheetmetal fabrications of this Section; Coordinate with supporting structure. Ensure effective anchorage of cleats and other attachments. C. Isolate galvanically active metals, and corrosive substrates. Use slip sheet, underlayment, and bituminous coating where indicated, and as necessary to provide effective separation. D. Roof Drains: Coordinate installation of work of this Section with Division 15 work for drain bodies and roof drain piping; ensure a watertight connection. E. Clean exposed metal surfaces, removing substances that may cause corrosion of metal or deterioration of finishes. F. Protection: Provide to ensure that sheet metal work is free of marks such as hand and foot prints, stains and other damage or deterioration at time of substantial completion. END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS JOINT SEALERS SECTION 07920 - 1 PART 1 GENERAL 1.1 SUMMARY A. Section includes joint sealants, fillers, compressible seals, and accessories necessary, and required for sealing joints, and reveals as indicated, and required, and not specified in work of other Sections. B. Definitions for terms used in this Section: ASTM C 717. 1. Compatible: Materials, and surfaces that are not detrimental to performance of sealed joint; non -staining to substrate and sealer as determined by ASTM D 2203. 2. Modulus of Elasticity: ASTM D 412 Tensile strength in pounds per square inch at 100 percent elongation tested at 77 degrees F, and 50 percent relative humidity after 14 days cure. a. Low: 45 psi or less. b. Medium: Not less than 45 psi nor more than 75 psi. 3. Hardness: ASTM D 2240 Shore A. C. Design Requirements: ASTM C 1193 and ASTM C 1472; joint configuration recommended by manufacturer for optimum sealant performance for required application. D. Performance Requirements: Sealer joints that are a continuous barrier to intrusion by water, air, sound, and foreign matter able to absorb expansion and contraction at moving joints, as indicated and required such that the integrity of each sealer joint is maintained under all in- service conditions. 1. Exposed Sealants: Resistant to deterioration due to weathering, and exposure to ultra violet radiation; resistant to abrasion where traffic may occur. 1.2 SUBMITTALS A. Product Data: Required for each material, manufactured product, and accessory incorporated into the Work; manufacturer's recommendations for sealant installation for materials and configuration indicated. 1. Each sealant product data submittal shall identify each joint assembly the sealant will be used in with a reference to the specification Section where the constituent products or materials are specified. B. Samples: Provide as directed for each type and color of joint sealer required, in 0.5 inch wide joints formed between two six inch strips of material matching the appearance of exposed surfaces adjacent to joint sealers in the work. C. Test Reports: Certified, current product formulation, demonstrate compliance with requirements for proposed installation, movement capacity, and compatibility with substrate and adjacent components. D. Certificates: Submit certificates from manufacturers of joint sealers attesting that their products comply with specification requirements, are compatible with substrates, and joint configurations indicated, and are suitable for the anticipated service environment. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS JOINT SEALERS SECTION 07920 - 2 1.3 QUALITY ASSURANCE A. Installer. Three years successful experience with sealers, and assembly types required for this project. Assign mechanics from these earlier applications to this project, one of whom shall serve as lead mechanic, and be on site at all times work is in progress. B. Pre -Installation Field Samples: Tested with Architect and technical representative of sealer manufacturer present, prior to final approval of sealer for use on Project. Evaluate cured sealer performance, joint preparation, configuration, cohesion, adhesion, and flexibility using ASTM C 1193 as a guide. Locate test joints where indicated or, if not indicated, as directed by Architect. 1. Test the sealer and joint types for which manufacturer's certification of compatibility is not provided. C. Pre -Installation Conference: Comply with requirements of Section 01200. 1.4 PROJECT CONDITIONS A. Environmental Requirements: For installation of joint sealers; ambient and substrate temperature above 40 degrees F, and within the limits recommended by joint sealer manufacturer, dry substrate free of contaminants that could impair sealer performance. B. Due to the potential variety of combinations between construction materials, sealant types, and sealant formulations, the final selection of which may be made by the Contractor, responsibility for ensuring sealant compatibility with Project conditions, not limited to bond surfaces, shall be the Contractor's. 1.5 SEQUENCING AND SCHEDULING A. Sequence sealant installation to prevent conflict with other construction operations that could alter joint substrates, and reduce performance characteristics of installed sealant 1.6 WARRANTY A. Special Warranty: Notarized, signed by manufacturer, and installer, guarantee joint sealers to be free from defects in materials and workmanship, and not deteriorate in excess of normal weathering for a period of 3 years from date of final acceptance, and agreeing upon receipt of written notice from the Owner to promptly repair, and replace any portion of the Work which does not perform as required; to the Owner's complete satisfaction, and at no cost to the Owner, nor change in contract amount PART 2 PRODUCTS 2.1 MANUFACTURERS A. Joint Sealers: Products complying with Project requirements; produced by a single manufacturer for each type required, and by one of the following approved manufacturers for the sealer types listed. 1. Urethane: Bostik, Mameco, Pecora, Tremco, Sika, and Sonnebom. 2. Silicone: Dow, General Electric, Pecora, Sonnebom, and Tremco. 2705 MUSEUM OF FUGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS JOINT SEALERS SECTION 07920 - 3 2.2 MATERIALS A. Products, and Accessories: Compatible with one another, and with joint substrates under conditions of application, and service indicated, as demonstrated by field testing, and experience. 1. Sealer Color. Exposed; selected by Architect from manufacturers complete range of standard colors, concealed; natural color having optimal performance characteristics for product. B. Elastomeric Sealant: ASTM C 920, chemically curing, of base polymer indicated. 1. Grade and Hardness: Recommended by manufacturer for optimal performance in application indicated; self -leveling for joints in traffic surfaces, otherwise nonsag. a. Self Leveling: Hardness 55; modulus not greater than 150 psi. b. Nonsag: Hardness 20 to 30; modulus not greater than 75 psi. 2. Modulus of Elasticity: Unless otherwise required, lowest available consistent with joint configuration, and conditions of service, including movement. 3. Type: Single component products; Type S, multicomponent products; Type M. C. Silicone Sealant Non -Acid -Cure; Class 25. Provide single and two -component products of a one manufacturer for general use on exterior moving joints exposed to ultra violet radiation. Provide manufacturer's optimum product for each type of application, joint geometry, and bond surface required. 1. General Applications: Type S, extension 100 percent, compression 50 percent, for use on concrete, concrete masonry, PVDF painted aluminum, and painted steel; Dow 790 Silicone Building Sealant, Tremco, Sonnebom, or approved 2. Structural Silicone Glazing: Type S, neutral cure; Specifically for structural silicone glazing, Dow 795 Color and 799 Clear, Tremco, Sonnebom, or approved. D. Acrylic -Emulsion Sealant ASTM C 834, Single component; Class 12-1/2, mildew resistant, paintable, for exposed interior applications; Tremco Acrylic Latex Caulk. E. Expanded Cellular Tape Sealant Closed -cell, PVC foam tape sealant; factory coated with adhesive on both surfaces; packaged on rolls with release liner protecting adhesive; and complying with AAMA 800 for the following types: 1. Type 1, for applications in which tape acts as the primary sealant. 2. Type 2, for applications in which tape is used in combination with a full bead of liquid sealant. 2.3 ACCESSORIES A. Sealant Backing: Preformed, resilient, plastic foam joint -filler strips, SOF-T Rod® by NOMACO Inc. 800-345-7279 Shall control sealant depth, aid in establishing optimum joint configuration, and provide isolation from components that may adversely affect sealant performance. B. Elastomeric Tubing Joint -Fillers: ASTM D 1056; Neoprene, butyl or EPDM non-absorbent to water and gas, resilient down to -26 degrees F, with low compression set; size and shape to provide a secondary seal, to control sealant depth and otherwise contribute to optimum sealant performance. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS JOINT SEALERS . SECTION 07920 - 4 C. Bond -Breaker Tape: Polyethylene or other plastic recommended by sealant manufacturer for preventing bond between sealant, joint filler, and other materials; self-adhesive tape where necessary D. Primer. Recommended by joint sealer manufacturer for optimum sealant performance, and as determined from preconstruction tests. E. Cleaners for Nonporous Surfaces: Compatible with joint materials and substrates, and acceptable to manufacturer of sealer, and accessories. F. Masking Tape: Provide non -staining, non-absorbent type compatible with joint sealants and to surfaces adjacent to joints. 2.4 SOURCE QUALITY CONTROL A. Elastomeric Sealant Tests: Aged performance under cyclic movement, for hardness, stain resistance, adhesion and cohesion low-temperature flexibility, modulus of elasticity at 100 percent strain, effects of heat aging, and accelerated weathering; Conducted within 24 months of date of submission to Architect. 1. Submit to manufacturer of joint sealer products substrate materials of actual joint surfaces to be sealed for laboratory testing of sealants for adhesion to primed and unprimed substrates and for compatibility with secondary seals. 2. Use test methods standard with manufacturer to determine if priming and other specific joint preparation techniques are required to obtain rapid, optimum adhesion of joint sealers to joint substrates under environmental conditions that will exist during actual installation. PART 3 EXECUTION 3.1 EXAMINATION A. Verify conditions under which work is to be performed for compliance with requirements. Provide written report listing conditions that may be detrimental to performance of installed work. Proceed with work only when unsatisfactory conditions have been corrected. 1. Confirm required joint configuration, including backing, bond break and isolation from incompatible materials (where necessary) can be accommodated within the actual joint configurations encountered. 3.2 PREPARATION A. Surface Cleaning of Joints: Immediately before installation of joint sealer, remove contaminants that could impair sealer performance, including paints, except for permanent, protective coatings tested and approved for sealant adhesion and compatibility by sealant manufacturer. Use mechanical and chemical methods as recommended by sealer manufacturer, and as necessary to meet requirements. B. Prime joint substrates where necessary, and where recommended by sealer manufacturer based on preconstruction tests, and prior experience; comply with sealer manufacturer's recommendations. Confine primers to areas of joint sealer bond, do not allow spillage or migration onto adjoining surfaces. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS JOINT SEALERS SECTION 07920 - 5 C. Protection: Prevent deterioration of adjacent materials due to sealer installation work, cover surfaces with tape or other approved means of protection recommended by sealer manufacturer. Remove protection immediately after tooling, do not disturb joint seal. 3.3 INSTALLATION A. Comply with sealer manufacturers' printed installation instructions applicable to products and applications indicated, except where more stringent requirements apply. B. Installation Standard: ASTM C 1193 as applicable to materials, sealant type and joint conditions required. C. Sealant Backing: As indicated, and necessary to support seaters, and produce configurations which allow optimum sealant performance; continuous installation with no gaps, punctures nor variation in profile; remove absorbent joint -fillers which have become wet prior to sealant application and replace with dry material. 1. Bond Breaker: Install to prevent third -side adhesion of sealant at back of joint. 2. Sealant backings: Closed -cell, nonabsorbent at primary and secondary weather seals. 3. Compressible seals serving as sealant backings: Comply with requirements for joint fillers. D. Sealants: Provide direct contact and full wetting of substrates, properly fill joint recesses, provide uniform, cross-section, and depth relative to width and optimum sealant movement capability. 1. Moving, Non -Traffic Elastomeric Sealant Joints: Depth 50 percent of joint width; not more than 0.5 inch, nor less than 0.25 inch deep. 2. Non-Elastomeric Sealant and Caulk Joints: Depth of 75 to 125 percent of joint width. E. Tooling of Nonsag Sealants: Approved by sealant manufacturer, form smooth, uniform bead of configuration indicated, prior to skinning cure, eliminate air pockets, ensure contact, and proper sealant adhesion. Remove excess sealant. Do not discolor sealants, nor adjacent surfaces. 1. Tooled Joint Configurations: Profile indicated and conforming to ASTM C 1193, Figure 8; where no profile is indicated provide concave profile. F. Preformed Foam Sealants: Install each length of sealant immediately after removing protective wrapping, do not pull nor stretch material, provide continuous seal at ends, turns, and intersections of joints. For applications at low ambient temperatures where expansion of sealant requires acceleration to produce seal, apply heat to sealant in conformance with sealant manufacturer's recommendations. G. Curing: Comply with manufacturer's recommendations to obtain high early adhesive and cohesive strength, surface durability, and optimum sealer performance. Do not cure in a manner that could alter materials performance characteristics. Provide special controls and procedures as necessary to ensure proper cure. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS JOINT SEALERS SECTION 07920 - 6 3.4 PROTECTION AND CLEANING A. Protect joint sealers during and after curing period so that they are without deterioration or damage at time of substantial completion, other than normal weathering. Cut out and replace damaged, and deteriorated joint sealers to produce joint sealer installations with repaired areas indistinguishable from original work. B. Remove excess sealant, and spills as work progresses; use methods and materials approved by manufacturers of joint sealers, and acceptable to Architect. END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS 4 tor STEEL DOORS AND FRAMES SECTION 08110 - 1 PART 1 GENERAL 1.1 SUMMARY A. Section includes requirements for steel doors and hollow metal frames and operating hardware. 1.2 SYSTEM DESCIRPTION A. Design Requirements: Hollow metal door and frame assemblies, frames for glazed assemblies and other openings of the size and configuration required and incorporating components complying with Steel Door Institute or Hollow Metal Manufacturer's Association standards and performance requirements. 1. Provide complete operating hardware for each door and frame assembly. 1.3 SUBMITTALS A. Product Data: Required for each product used in work of this Section. B. Shop Drawings: Fabrication and installation of door and frame, details of types, construction, location and installation of reinforcement, anchors, finish hardware, and accessories; elevations of door types. C. Samples: Two, 6 inches square of each metal, color, and finish system required for Project. 1.4 DELIVERY, STORAGE AND HANDLING A. Protect doors and frames from damage during shipping and storage; ship and store in carton or crate, protect factory applied finishes, keep dry, and prevent corrosion. Inspect work for damage upon delivery, replace, or repair damaged material as acceptable to Architect. PART 2 PRODUCTS 2.1 MANUFACTURERS A. Manufacturer: Member of Steel Door Institute or National Asso. of Architectural Metal Manufacturers, and have five years successful experience with products required for the Project. Provide steel doors and frames complying with Project requirements manufactured by one of the following. 1. Amweld. 2. Curries Mfg., Inc. 3. Fleming 4. Kewanee Corp. 5. Steelcraft. 6. Republic Builders Products Corp. 7. Ceco 8. Stiles B. Hardware: Match the manufacturer, component and function of hardware provided for new work with similar existing applications in the Owner's facilities. 2.2 MATERIALS A. Hot -Rolled Steel Sheet and Strip: ASTM A 1011 Commercial Steel Type B. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS STEEL DOORS AND FRAMES SECTION 08110 - 2 B. Cold -Rolled Steel Sheet: ASTM A 1008 Commercial Steel Type B. C. Galvannealed Steel Sheet: ASTM A 653, Commercial Steel Type B A40 coating. D. Hardware, and Fasteners: Manufacturer's standard units. 1. Items Built Into Exterior Walls: ASTM A 153, Class C and D. 2. Supports and Anchors: 18 gage galvanized sheet steel. 3. Exposed Fasteners: Countersunk, flat, Phillips head unless otherwise indicated. 2.3 FABRICATION A. Doors and Frames: Types, and sizes required; rigid, neat in appearance, free from defects, warp, and buckle; fit and assemble units in manufacturer's plant to fullest extent possible, identify work that cannot be permanently factory assembled before shipment, for proper assembly at Project. Comply with SDI -100 and the following. 1. Exterior Seamless Steel Doors: Level 3, Model 2, 16 gage end closures. 2. Exposed Door Panels, Stiles and Rails: Cold -rolled steel; other components may be cold or hot -rolled at manufacturer's option. 3. Close door top and bottom with intermittently welded channels; grind and dress welds smooth and continuously fill joint and finish flush for seamless appearance. 4. Provide square door edge unless otherwise indicated. B. Frames: Full profile welded, knock -down frames are not acceptable. Provide type, profile and configuration indicated with three silencers on strike jambs of single -swing frames, two on heads of double -swing frames; not required on weather-stripped frames. Comply with ANSI 250.8 and SDI -100 Level 4 requirements. C. Complete preparation of doors and frames in shop for mortised and concealed hardware, reinforce as necessary for each type of hardware required; comply with ANSI A250.6, door and hardware schedules, templates, approved shop drawings, and DHI Recommended Locations for Builder's Hardware. 1. Drilling and tapping for surface -applied finish hardware may be done at Project. D. Builders Hardware: Heavy-duty, provide complete operating hardware for each opening utilizing components and function matching similar existing doors. 1. Hinges: Stainless steel, with stainless steel pins, 1.5 pair per opening, not less than 4.5 by 4.5 inches. 2. Lockset and Keyway: Corbin Russwin Grade 1, coordinate keying with Owner and integrate into Owner's existing masterkey system. a. Keyway: Corbin Russwin 59D1 unless otherwise directed. 3. Provide threshold and weather seals. 4. Closer: Corbin Russwin DC3210. E. Hardware Mounting Heights: Comply with governing regulations, and Door and Hardware Institute, "Recommended Locations for Builders Hardware for Standard Steel Doors and Frames" unless otherwise required. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS STEEL DOORS AND FRAMES SECTION 08110 - 3 2.4 SHOP FINISHES A. Paint System: Uniform gloss, texture, and thickness; clean, treat, and prime doors and frames, including door bottoms and tops, and frame surfaces. Coordinate with Section 09900 Iwo requirements to ensure compatibility among shop and field finish coatings 1. Galvanize doors, and frames per ASTM A 653 hot -dipped, G60 galvanized coated or A40 i6 zinc -iron alloy coated steel, and complying with ASTM A 924 for material type and size required. - 2. Paint System: Electrostatically applied, and baked; rust inhibiting enamel primer, self - priming on galvanized steel and compatible with field applied finish specified in Section 09900. 3. Shop Painting: Uniform gloss, texture, and thickness of 2.5 mils.; clean, treat, and prime doors and frames, including door bottoms and tops, and surfaces exposed to view when door is open. Shop prime doors and frames unless otherwise required. PART 3 EXECUTION 3.1 PREPARATION A. Coordinate and sequence the Work for proper installation of anchorages for standard steel frames. Furnish setting drawings, templates, and directions for installing anchorages, including sleeves, concrete embeds, anchor bolts, and items with integral anchors. 3.2 INSTALLATION A. Doors, Frames, and Accessories: Comply with Contract requirements and approved submittals for doors and frame and frame types and assemblies indicated. B. Frames: Comply with ANSI A250.11 and Contract requirements. Place prior to construction of adjoining walls, except at concrete, and masonry construction; set accurately in position, plumbed, aligned, and brace until permanent anchors are set. Provide three jamb anchors per jamb locate at hinge and strike levels, floor anchors may be powder -actuated, masonry anchors, or machine screws as indicated and as appropriate for the given assembly. 1. Secure to concrete and masonry with machine screws, and masonry anchors, except where grouted with concealed anchors. 2. Secure to closed steel studs; attach studs to wall anchors with tapping screws. 3. Exposed fasteners shall be countersunk, filled and finish flush to the frame face. C. Door Installation: Fit accurately in frames, within clearances specified in SDI -100. D. Finish Hardware: Comply with requirements of ANSI A115.IG and match similar existing installations in the Owner's facilities. E. Field Finishing: Finish paint hollow metal in the field per Section 09900 requirements. 3.2 ADJUST AND CLEAN A. Repair of Shop Applied Coating: Immediately after erection, sand smooth damaged, and deteriorated coatings and repair to restore original performance without evidence of repair 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS STEEL DOORS AND FRAMES SECTION 08110 - 4 work in the finished components, coatings that can not be acceptably repaired in the field shall be returned to the shop, repaired and reinstalled. B. Repair and Replacement of Damaged Doors and Frames: Where the Architect determines that a door or frame has been too severely damaged to represent new goods and materials as required by the Contract it shall be replaced by new undamaged work; regardless of whether this damage adversely effects door operation. Remedial work such as filling of dents and grinding to correct excessive damage is not acceptable in lieu of replacement. C. Final Adjustments: Check and readjust operating finish hardware items, leaving steel doors and frames undamaged and in complete and proper operating condition. END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS L GLASS SECURITY DOORS SECTION 08455 - 1 PART 1 GENERAL 1.1 SUMMARY A. Section includes requirements for manually operating, all -glass security doors for both swing and sliding operation. 1.2 SYSTEM DESCRIPTION A. Design Requirements: The general function and configuration of the security doors shall be as indicated; final resolution of operating hardware and other details for this work has not been provided by the Construction Documents. The Contractor and their delegated lower tier specialty subcontractor will collaborate with the Architect and provide final engineering where necessary for custom fabrications and modifications of standard components as work of this Section and within the practical limitations for the Work. 1. Sliding Doors: At West and East access points. Manual operation, secure against unauthorized access and operation. Two panel configuration is indicated, but a single panel solution may be acceptable. 2. Swing Doors: At PCW Hall access point. Manual operation, secure against unauthorized access and operation. Two swinging leafs are indicated, but a sliding assembly may be acceptable where this would provide a suitable solution. 3. The configuration of the door openings is influence by the geometry of the bridge structure and may impose unusual design criteria relative to more conventional openings. Doors and operating hardware may not be plumb, similar to the sloped wind screen shown in bridge sections on A300 and A301. a. Sliding Hardware: The Architect has explored operable partition hardware, Hufcor Glasswall with Omni -Directional trolley and tubular aluminum track, and National Manufacturing, Round Rail and trolley with pivoting trunion and off -set door bracket. These and other options may be considered for the work and incorporated in to the final design to satisfy this System Description and other Project criteria. B. Performance Requirements: Security door assemblies shall be capable of resisting loads reasonably associated with the service and function required stresses including but not necessarily limited to weather exposure, wind loads, seismic loads (including seismic drift) and other conditions incidental to the intended service environment with neither distortion, damage, nor deterioration. 1. Performance Criteria: Comply with criteria in the General Structural notes on s series drawings. 2. Forced Entry: A specific level of security has not been established. The doors shall afford a reasonable level of resistance to tampering and unauthorized access for a facility of this tYPe- 1.3 SUBMITTALS A. Product Data: Required for each material, manufactured product, and accessory to be incorporated into the Work. B. Shop Drawings: Document coordination with standard components of hardware and custom fabrications as necessary for door configuration and function. Door fabrication and installation of each opening including accessory components. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS GLASS SECURITY DOORS SECTION 08455 - 2 1. Coordination drawings and templates for attachment of hardware to doors and supporting bridge structure. PART 2 PRODUCTS 2.1 MANUFACTURED UNITS A. Glazing: Clear laminate panels similar to material required for wind screen walls and complying with Section 08810 requirements. When determined provide for visual warning to be incorporated in to the interlayer or other acceptable means for mitigating impact hazard when doors are closed. B. Operating Assemblies: Suitable for exterior installation. 1. Trolley: Corrosion resistant and plastic components as appropriate for durable weather resistant service. Provide permanently lubricated heavy duty carrier and replaceable track components. Carrier should be field adjustable and self -aligning. Rated for load capacity appropriate for door leaf weight. 2. Sliding Hardware: Adjustable, overhead track with anti -riser stops. No floor guide at door opening. Aluminum or other acceptable corrosion resistant material and to support weight of door leaf and service loads. a. Track Hood: Provide custom fabrication as necessary to conceal track and provide weather protection. 3. Swing Hardware: Provide pivots, and other necessary components for swing function. 4. Provide keyed cylinder locks for each door, dust -proof floor strikes and other components necessary to hold doors in both open and close positions secured against unauthorized use. C. Finishing of Components: Provide shop -applied finish as required for other similar components in the Work. PART 3 EXECUTION 3.1 INSTALLATION A. Install door and operating components complete with necessary hardware, jamb and head trim, anchors, inserts, hangers, and supports. B. Upon completion of installation including work by other trades, lubricate, test and adjust doors to operate easily, free from warp, twist or distortion. END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS boa Tow boa los rf GLASS AND GLAZING SECTION 08810 - 1 PART 1 GENERAL 1.1 SUMMARY A. Section includes requirements for shop and field glazing of frames , doors and openings throughout the Project. 1. Plastic Glazing is specified in Section 08840. B. Related Sections: 1. Section 05505 Steel Stairs 2. Section 08455 Glass Security Doors 3. Section 08920 Glazed Aluminum Curtain Wall C. Definitions: 1. Hazardous Locations: International Building Code Section 2406.3. 1.2 SYSTEM DESCRIPTION A. Design Requirements: Glazing when installed in the required assembly capable of withstanding the stresses imparted in accordance with the Performance Requirements, IBC Chapter 24 Glass and Glazing requirements, and service conditions reasonably anticipated for the Work without deterioration, damage or failure. 1. Contractor shall analyze Project loads, glazing assembly sizes and configurations and in- service conditions and provide glass of the thickness and type required for each assembly as necessary to comply with ASTM E 1300 for required criteria. In no case shall glass be less than 0.25 inch thick. Provide heavier glazing and heat treated glass as necessary to resist stresses. 2. Glazing in Hazardous Location as defined in this Section shall comply with Performance Requirements for Safety Glazing. B. Performance Requirements: Comply with General Structural Notes criteria on S series drawings and the following. 1. Deflection Limit: Short side glass edge length in inches multiplied by 0.0057143, but in no case greater than 0.75 inch under required wind load. 2. Probability of Breakage for Glazing: 8 lights per 1000 for lights set not more than 15 degrees off vertical and under wind action with 60 second load duration. 3. Safety Glazing: ANSI Z97.1 and testing requirements of 16 CFR Part 1201 for category II materials. Field applied films are not acceptable for compliance with this requirement. 1.3 SUBMITTALS A. Product Data: Required for each product to be incorporated into the Work. B. Samples: Demonstrate deviations in off -set and edge alignment proposed to be acceptable for laminated glazing. C. Certificates: Document that glazing materials furnished comply with Project requirements. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS GLASS AND GLAZING SECTION 08810 - 2 1.4 QUALITY ASSURANCE A. Contractor responsibility to provide Work complying with contract requirements shall not be altered by statements made in referenced standards and documents. 1. Flat Glass Marketing Association Glazing Manual. 2. Safety Glazing Standard: Comply with ANSI Z97.1 and testing requirements of 16 CFR Part 1201 for category II materials. �.. 3. Insulating Glass Certification: Permanently mark units with Insulating Glass Certification Council, or Associated Laboratories, Inc. label. B. Fabricator and Installer Qualifications: Ten years successful experience with fabrication and installation as appropriate of glazing work similar in material, design, and extent to that required for this Project. When directed provide records of representative work including warranty and in-service performance of previous work. 1. Glaziers for this Project: Certified under the National Glass Association, Glazier Certification Program as Level 2 (Senior Glaziers) or Level 3 (Master Glaziers). 1.5 WARRANTY A. Special Warranty: Signed by the Fabricator, and agree to furnish replacements for defective glazing at no cost to the Owner for the glazing assembly types and time periods below. Defective glazing includes, but is not limited to, failure due to weakening edge characteristics shown in Figure 16 of FGMA Glazing Manual, as determined by the Architect. 1. Insulating Glazing Units: Ten years for vertical glazing (including performance of low -e coating), and five years for sloped glazing. 2. Laminated Glazing: Five years. PART 2 PRODUCTS 2.1 MATERIALS A. Glazing Assemblies: Product of one fabricator for each type required. Fabricate glass to sizes necessary for glazing of openings as required, with edge clearances and tolerances complying with recommendations of glass manufacturer and requirements of this Section. Primary Glass Products: Clear float glass complying with ASTM C 1036 Type I, Class 1, Quality q3. Monolithic clear float glass is required is indicated as MG. C. Low -Emissivity Coated Glass: Sputter coated, low -emissivity coating on second surface of clear float glass, heat treated as required. 1. Low -e 1: Neutral color, PPG Industries Solarban 60, Viracon VE -1-2M, or approved. a. Shading Coefficient : 0.44. b. Summer and Winter U -Value: 0.29. c. Visible Light Transmission: 69 Percent. d. Solar Heat Gain Coefficient (SHGC): 0.37. D. Heat -Treated Primary Glass Products: ASTM C 1048, by horizontal method with rollwave distortion parallel to bottom edge of glass. Provide fully tempered glass for glazing in 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS Iwo GLASS AND GLAZING SECTION 08810 - 3 hazardous locations. Heat treat glass where necessary to resist thermal stresses induced by differential shading of individual glass lights and for all lights 35 square feet and larger. 1. Clear Tempered: Kind FT, Condition A. 2. Clear Heat -Strengthened: Kind HS, Condition A. 3. Coated Clear Heat -Strengthened: Kind HS, Condition B. 4. Tempered Safety Glazing: Comply with Performance requirements. 2.2 GLAZING ASSEMBLIES A. Fabricate glass to sizes necessary for glazing openings indicated, with edge clearances and tolerances complying with recommendations of glass manufacturer. B. Glazing Assembly Types: Products of one fabricator. 1. All -glass entrances shall comply with Section 08455 and this Section. C. Laminated Architectural Flat Glass: Heat and pressure process to fuse glass to interlayer conforming to ASTM C 1172. Provide 0.060 inch thick clear polyvinyl butyral interlayer unless otherwise required. 1. Glass Guardrail and Glass Wind Screen: Two laminated panes each 0.375 inch clear heat strengthen tempered float with edges ground and polished. Limit edge off -set of laminated sheets to 0.0625 inch unless otherwise acceptable. 2. Laminated Safety Glazing: Comply with Performance Requirements. D. Insulating Glazing Unit: Indicated as IGU, ASTM E 774 for Class A units incorporating materials specified. 1. One inch thick assembly with one-half inch air space, and one quarter inch thick lights, except as otherwise required to comply with System Description Article. 2. Provide heat strengthened float glass where required for light size and configuration and to resist thermal stresses induced by differential shading per System Description Article. 3. Provide Kind FT (fully tempered) glass lights where safety glass is indicated. 4. Sealing System: Dual seal of polyisobutylene, and silicone. 5. Spacer: Desiccant filled aluminum with powdered metal paint finish in color selected by Architect, bent at three corners. 2.3 ACCESSORIES A. Gaskets: Provide as necessary for glazed opening; black unless otherwise indicated 1. Dense Compression Seal: ASTM C 864, neoprene, EPDM, or thermoplastic polyolefin rubber. 2. Cellular Elastomeric Preformed: ASTM C 509, Type II, extruded or molded neoprene. B. Glazing Tape: ASTM 1193 butyl -polyisobutylene preformed; continuous spacer rod as recommended by manufacturers of tape and glass for installation. C. Cleaners, Primers and Sealers: Type recommended by manufacturer of gaskets, and tape. D. Blocks and Spacers: Neoprene, EPDM or silicone as necessary for compatibility with glazing sealants. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS GLASS AND GLAZING SECTION 08810 - 4 1. Hardness: 90 Shore A for setting blocks, and as recommended by glass and sealant manufacturers. E. Filler Rods: Closed -cell synthetic rubber, or plastic foam, 25 percent compression at five to ten psi. PART 3 EXECUTION 3.1 EXAMINATION A. Inspect glass prior to and during installation; discard pieces with edge characteristics that could affect glass performance. B. Examine frames to receive glazing for compliance with recommended tolerances, face and edge clearances, and general proper installation. Notify Contractor in writing of unacceptable conditions, and do not proceed with glazing where conditions have not been corrected. 3.2 INSTALLATION A. Comply with FGMA Glazing Manual, and instructions of manufacturers of glass, and gaskets, to achieve air, and watertight performance. 1. Provide safety glazing in individual lights, laminated and insulated glazing units per System Description requirements. B. Prevent damage to glass edges during installation. Use rolling blocks, suction cups, wedges and other devices for proper handling of glass. C. Set units of glass in each series with uniformity of pattern, draw, bow and similar characteristics. D. Setting Blocks: Properly sized for glazing unit; locate at quarter points of unit width. E. Cleaning: As recommended by glass fabricator and manufacturer. Wash both faces within four days of scheduled inspection intended to establish date of substantial completion. F. Protect glass from contact with deleterious contaminants; immediately remove contaminants using method approved by glass manufacturer, and fabricator. END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS GLASS AND GLAZING SECTION 08810 - 1 PART 1 GENERAL 1.1 SUMMARY A. Section includes requirements for shop and field glazing of frames , doors and openings throughout the Project. 1. Plastic Glazing is specified in Section 08840. B. Related Sections: 1. Section 05505 Steel Stairs 2. Section 08455 Glass Security Doors 3. Section 08920 Glazed Aluminum Curtain Wall C. Definitions: 1. Hazardous Locations: International Building Code Section 2406.3. 1.2 SYSTEM DESCRIPTION A. Design Requirements: Glazing when installed in the required assembly capable of withstanding the stresses imparted in accordance with the Performance Requirements, IBC Chapter 24 Glass and Glazing requirements, and service conditions reasonably anticipated for the Work without deterioration, damage or failure. 1. Contractor shall analyze Project loads, glazing assembly sizes and configurations and in- service conditions and provide glass of the thickness and type required for each assembly as necessary to comply with ASTM E 1300 for required criteria. In no case shall glass be less than 0.25 inch thick. Provide heavier glazing and heat treated glass as necessary to resist stresses. 2. Glazing in Hazardous Location as defined in this Section shall comply with Performance Requirements for Safety Glazing. B. Performance Requirements: Comply with General Structural Notes criteria on S series drawings and the following. 1. 2. 3. Deflection Limit: Short side glass edge length in inches multiplied by 0.0057143, but in no case greater than 0.75 inch under required wind load. Probability of Breakage for Glazing: 8 lights per 1000 for lights set not more than 15 degrees off vertical and under wind action with 60 second load duration. Safety Glazing: ANSI Z97.1 and testing requirements of 16 CFR Part 1201 for category II materials. Field applied films are not acceptable for compliance with this requirement. 1.3 SUBMITTALS A. Product Data: Required for each product to be incorporated into the Work. B. Samples: Demonstrate deviations in off -set and edge alignment proposed to be acceptable for laminated glazing. C. Certificates: Document that glazing materials furnished comply with Project requirements. 2705 MUSEUM OF FLIGHT PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS 110907 GLASS AND GLAZING SECTION 08810 - 2 1.4 QUALITY ASSURANCE A. Contractor responsibility to provide Work complying with contract requirements shall not be altered by statements made in referenced standards and documents. 1. Flat Glass Marketing Association Glazing Manual. 2. Safety Glazing Standard: Comply with ANSI Z97.1 and testing requirements of 16 CFR Part 1201 for category II materials. 3. Insulating Glass Certification: Permanently mark units with Insulating Glass Certification Council, or Associated Laboratories, Inc. label. B. Fabricator and Installer Qualifications: Ten years successful experience with fabrication and installation as appropriate of glazing work similar in material, design, and extent to that required for this Project. When directed provide records of representative work including warranty and in-service performance of previous work. 1. Glaziers for this Project: Certified under the National Glass Association, Glazier Certification Program as Level 2 (Senior Glaziers) or Level 3 (Master Glaziers). 1.5 WARRANTY A. Special Warranty: Signed by the Fabricator, and agree to furnish replacements for defective glazing at no cost to the Owner for the glazing assembly types and time periods below. Defective glazing includes, but is not limited to, failure due to weakening edge characteristics shown in Figure 16 of FGMA Glazing Manual, as determined by the Architect. 1. Insulating Glazing Units: Ten years for vertical glazing (including performance of low -e coating), and five years for sloped glazing. 2. Laminated Glazing: Five years. PART 2 PRODUCTS 2.1 MATERIALS A. Glazing Assemblies: Product of one fabricator for each type required. Fabricate glass to sizes necessary for glazing of openings as required, with edge clearances and tolerances complying with recommendations of glass manufacturer and requirements of this Section. B. Primary Glass Products: Clear float glass complying with ASTM C 1036 Type I, Class 1, Quality q3. Monolithic clear float glass is required is indicated as MG. C. Low -Emissivity Coated Glass: Sputter coated, low -emissivity coating on second surface of clear float glass, heat treated as required. 1. Low -e 1: Neutral color, PPG Industries Solarban 60, Viracon VE -1-2M, or approved. a. Shading Coefficient : 0.44. b. Summer and Winter U -Value: 0.29. c. Visible Light Transmission: 69 Percent. d. Solar Heat Gain Coefficient (SHGC): 0.37. D. Heat -Treated Primary Glass Products: ASTM C 1048, by horizontal method with rollwave distortion parallel to bottom edge of glass. Provide fully tempered glass for glazing in 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS brig lbw v bar GLASS AND GLAZING SECTION 08810 - 3 hazardous locations. Heat treat glass where necessary to resist thermal stresses induced by differential shading of individual glass lights and for all lights 35 square feet and larger. 1. Clear Tempered: Kind FT, Condition A. 2. Clear Heat -Strengthened: Kind HS, Condition A. 3. Coated Clear Heat -Strengthened: Kind HS, Condition B. 4. Tempered Safety Glazing: Comply with Performance requirements. 2.2 GLAZING ASSEMBLIES A. Fabricate glass to sizes necessary for glazing openings indicated, with edge clearances and tolerances complying with recommendations of glass manufacturer. B. Glazing Assembly Types: Products of one fabricator. 1. All -glass entrances shall comply with Section 08455 and this Section. C. Laminated Architectural Flat Glass: Heat and pressure process to fuse glass to interlayer conforming to ASTM C 1172. Provide 0.060 inch thick clear polyvinyl butyral interlayer unless otherwise required. 1. Glass Guardrail and Glass Wind Screen: Two laminated panes each 0.375 inch clear heat strengthen tempered float with edges ground and polished. Limit edge off -set of laminated sheets to 0.0625 inch unless otherwise acceptable. 2. Laminated Safety Glazing: Comply with Performance Requirements. D. Insulating Glazing Unit: Indicated as IGU, ASTM E 774 for Class A units incorporating materials specified. 1. One inch thick assembly, with one-half inch air space, and one quarter inch thick lights, except as otherwise required to comply with System Description Article. 2. Provide heat strengthened float glass where required for light size and configuration and to resist thermal stresses induced by differential shading per System Description Article. 3. Provide Kind FT (fully tempered) glass lights where safety glass is indicated. 4. Sealing System: Dual seal of polyisobutylene, and silicone. 5. Spacer: Desiccant filled aluminum with powdered metal paint finish in color selected by Architect, bent at three corners. 2.3 ACCESSORIES A. Gaskets: Provide as necessary for glazed opening; black unless otherwise indicated 1. Dense Compression Seal: ASTM C 864, neoprene, EPDM, or thermoplastic polyolefin rubber. 2. Cellular Elastomeric Preformed: ASTM C 509, Type II, extruded or molded neoprene. B. Glazing Tape: ASTM 1193 butyl -polyisobutylene preformed; continuous spacer rod as recommended by manufacturers of tape and glass for installation. C. Cleaners, Primers and Sealers: Type recommended by manufacturer of gaskets, and tape. D. Blocks and Spacers: Neoprene, EPDM or silicone as necessary for compatibility with glazing sealants. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS GLASS AND GLAZING SECTION 08810 - 4 1. Hardness: 90 Shore A for setting blocks, and as recommended by glass and sealant manufacturers. E. Filler Rods: Closed -cell synthetic rubber, or plastic foam, 25 percent compression at five to ten psi. PART 3 EXECUTION 3.1 EXAMINATION A. Inspect glass prior to and during installation; discard pieces with edge characteristics that could affect glass performance. B. Examine frames to receive glazing for compliance with recommended tolerances, face and edge clearances, and general proper installation. Notify Contractor in writing of unacceptable conditions, and do not proceed with glazing where conditions have not been corrected. 3.2 INSTALLATION A. Comply with FGMA Glazing Manual, and instructions of manufacturers of glass, and gaskets, to achieve air, and watertight performance. 1. Provide safety glazing in individual lights, laminated and insulated glazing units per System Description requirements. B. Prevent damage to glass edges during installation. Use rolling blocks, suction cups, wedges and other devices for proper handling of glass. C. Set units of glass in each series with uniformity of pattern, draw, bow and similar characteristics. D. Setting Blocks: Properly sized for glazing unit; locate at quarter points of unit width. E. Cleaning: As recommended by glass fabricator and manufacturer. Wash both faces within four days of scheduled inspection intended to establish date of substantial completion. F. Protect glass from contact with deleterious contaminants; immediately remove contaminants using method approved by glass manufacturer, and fabricator. END OF SECTION 2705 MUSEUM OF FLIGHT 11.0907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS PLASTIC GLAZING ASSEMBLIES SECTION 08840 - 1 PART 1 GENERAL 1.1 SUMMARY A. Section includes requirements for multi -walled, cellular polycarbonate panels, polycarbonate battens, metal framing and related glazing components and accessories for a complete overhead glazing assembly complying with system description requirements. 1.2 SYSTEM DESCRIPTION A. Design Requirements: Design of polycarbonate panels, glazing components and accessories radius profile and overall configuration as shown. Overhead glazing assembly shall comply with performance requirements specified herein as certified by ICC -ES Report and manufacturer's data. Provide additional engineering and documentation by a Washington registered Professional Engineer as necessary for approvals of regulatory officials. 1. Weep closed sections, and provide controlled drainage of free water to exterior at elevation above apron flashing. B. Performance Requirements: IBC Chapter 16 and Section 2409; AAMA 501 Method of Test for Metal Curtain Walls, laboratory tests on manufacturer's standard units proposed for incorporation into the Work. 1. Flame Spread and Burning Extent: ASTM E 84 Class A, ASTM D 635 CCI rating. 2. Water Penetration: None at inward pressure of 15.00 psf per ASTM E 331. 3. Wind, Snow and Seismic Loading: Comply with criteria in General Structural Notes on S series drawings. 4. Deflection: Less than 1/175 of span for frame and glazing without failure nor permanent set under the required load conditions. 5. Thermal Movement: Accommodate a temperature differential of 120 degrees within deflection limits and neither permanent set nor deformation. 6. Impact: Glazing assemlby shall comply with WAC 296-155-505 and support Code required distributed, point and impact loads without the use of metal guards. 1.3 SUBMITTALS A. Product Data: Required for each material, manufactured product, and accessory to be incorporated into the Work. B. Samples: In radius configuration shown, finished as required for Project; two framed sections including polycarbonate batten and aluminum frame support and necessary accessory components. C Certificates: Demonstrate compliance with requirements of System Description and Quality Assurance Articles. D. Shop Drawings: Plans, sections, and details of joints, anchors, seals, and flashing. Annotate modifications of manufacturer's standard systems necessary to comply with requirements; document field measurements and tolerances. 1. Provide Seal of Contractor's Washington PE where required. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS PLASTIC GLAZING ASSEMBLIES SECTION 08840 - 2 1.4 QUALITY ASSURANCE A. Manufacturer: One firm acting as a single source of supply for work of this Section. Firm shall have ten years successful experience as a manufacturer of plastic glazing assemblies similar in scope and type to Work of the Project as demonstrated by the required certification. B. Installer: A licensee of the manufacturer who shall provide mechanics having expert knowledge of the products, components and assemblies to be provided in the Work as demonstrated by the required certification. C. Certificates: 1. Manufacturer qualifications. 2. Installer Qualifications, including documentation of worker expertise and five projects in place for two to five years, include date, location, and names of Foreman, Owner, and Architect. D. Pre -Installation Conference: As directed, and to ensure coordination with structure of box and tubular structures. 1.5 WARRANTY A. Special Warranty: Notarized, signed by manufacturer, and installer, guarantee polycarbonate glazing against the following failure and defect for a period of ten years when evaluated per ASTM D 1003. 1. Light Transmission: Diminish not more than 6 percent from manufacturer's original published values for new material. 2. No delamination affecting appearance, performance or structural integrity. PART 2 PRODUCTS 2.1 MANUFACTURED COMPONENTS A. Plastic Glazing Pans: Translucent, multi -cellular, extruded polycarbonate panels with upturned edges to receive locking batten caps joining abutting pans. 1. Subject to compliance with Project requirements, provide Pentaglas 16 glazing system by CPI Daylighting, Inc. in color selected from manufacturer's complete range of options. B. Metal Frame Assembly: Clear anodized aluminum extrusions for plastic glazing support structure to comply with System Description requirements. Modify manufacturer's standard components where necessary to conform to assembly configurations and geometries indicated for the Work. 1. Configure battens and purlins to attach to truss structures at locations indicated 2. Aluminum Extrusions: Provide nominal sizes as indicated in alloy type, wall thickness and profile as determined by the Contractor's engineer to comply with requirements of this Section. 3. Provide galvanic isolation of incompatible metals and prevent wash -down across noble metal to more base metal. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS PLASTIC GLAZING ASSEMBLIES SECTION 08840 - 3 C. Exposed Flashing and Gutters: Provide continuous gutters on both eaves of plastic glazing assembly complying with Section 07600 requirements. D. Joints: Securely attached and supported; hairline fit between contacting members of `" mechanical joints. Ensure free movement between surfaces where thermal, and deflection movement is intended, prevent freeze-up of joint. „" E. Provide accessory components necessary and required for complete, weathertight installation complying with specified requirements regardless of whether indicated or not, including but not limited to the following. 1. Gaskets: 50-Durometer extruded neoprene; provide waterproof seal at joints and terminations per the approved submittals. 2. Fasteners: Corrosion -resistant and compatible with metals joined. Size and type necessary for connection types required and to comply with System Description. a. Provide resilient gasket at fasteners exposed to weather. PART 3 EXECUTION 3.1 INSTALLATION A. Install work level, and true to truss geometry and overall configuration required. Provide uniformity in appearance, with tight joints, sealant reveals, and coordinated with flashing, gutters and related components whether work of this Section or not. Permanently anchor to structure with galvanically compatible, noncorrosive components to comply with System Description requirements, and permit necessary movements. 1. Prevent damage to glazing during installation. 2. Prevent damage to coatings and finishes on bridge trusses during installation of glazing assembly. B. Do not install irregular, damaged, nor defective component parts, glazing exhibiting edge damage or damage to appearance, and assemblies not accurately fabricated for required fit and appearance. 1. Alteration of Component Parts: Performed in shop, replace components that can not be returned to shop for refabrication. C. Provide concealed gaskets, sealants, fillers, pads and sleeves for permanently weathertight assembly, unrestrained at joints intended to accommodate thermal and deflection movements. 1. Prevent corrosion between galvanically active components, and incompatible materials. 2. Comply with requirements of Section 07900 for sealers. D. Keep weeps, gutters, and cavities clean, and free of debris; remove debris as work progresses, use temporary closures to prevent accumulation. 1. Clean glazing and remove excess sealant, dirt, and other substances. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS PLASTIC GLAZING ASSEMBLIES SECTION 08840 - 4 3.2 TOLERANCES A. Maximum Variation From Plumb, Level and Angle: 0.25 inch in 40 feet, and 0.125 inch in 10 feet, except 0.125 inch in 20 for horizontal runs. B. Maximum Variation in Location: 0.375 inch any member, any location, and 0.125 inch in any 10 foot run. C. Offsets in Edge -to -Edge, and End -to -End Alignments: 0.125 inch, except 0.0625 inch for members designed to be out -of -flush 0.5 inch and less, and members separated by 2 inches or less. D. Measurement: Taken from established lines and levels. END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS GLAZED ALUMINUM CURTAIN WALL SECTION 08920 - 1 PART 1 GENERAL 1.1 SUMMARY A. Section includes requirements for new work to match similar existing metal framed curtain wall and entrance assemblies, accessories, trim, complete operating hardware and low-energy barrier free access operator. B. Related Sections: 1. Section 08810 Glass and Glazing. 1.2 SYSTEM DESCRIPTION A. Design Requirements: Final design of this assembly for resistance of imposed loads, and attachment to building structure is the responsibility of the Contractor. Components shall have the sections and profiles indicated. Design intent to match similar existing assemblies with new work in the configuration required. 1. The Contractor shall provide final design, and engineering of internal reinforcing, external supports, and anchors for curtain wall assemblies to resist imposed loads, and attach to the building structure at the locations indicated as work of this Section. Reinforcing, supports and anchors shall comply with requirements of this Section and Section 05500. 2. Provide minimum glass bite of 0.375 inch at maximum glazing deflection under design loads and accommodate minimum edge clearance, proper sealant joint geometry, and required tolerances. 3. Allow for erection tolerances of curtain wall and supporting structure. Accommodate movement of curtain wall due to thermal expansion, building deflection, wind loads and seismic drift. B. Performance Requirements: Comply with the following requirements and structural criteria as indicated in the General Notes on S series structural drawings. 1. Resistance to Air Infiltration and Water Penetration: Manufacturer's published performance data and equal to similar existing assemblies in the museum building. 2. Structural Performance: Maximum deflection 0.0057 of span under design wind load and exposure condition for building heights indicated. Neither glass breakage nor permanent set in excess of 0.2 percent of span at 35 psf live load 3. Thermal Performance: In accordance with Washington State Energy Code, thermal performance of aluminum and glass framing units shall have a U -value < 0.70. 1.3 SUBMITTALS A. Product Data: Submit as required for each material, manufactured product, accessory, and finish to be incorporated into the Work. B. Shop Drawings: Prepared by the original component manufacturer; preparation by the site fabricator or installer is not acceptable. Elevations at 0.25 inch equals one foot scale, details at 3 inch equals one foot scale, full size sections of composite members and isometric drawings of joinery intersections and internal sealant applications. Provide details of all conditions for every member, reinforcing, support system, anchorage details, glazing and interface with adjacent work. Indicate all component locations and intersection details; method 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS GLAZED ALUMINUM CURTAIN WALL SECTION 08920 - 2 of insulating dissimilar materials; provisions for expansion and contraction. Indicate shop - assembled units and pick -points for field erection. 1. The Contractor shall provide professional engineering services for work of this Section to comply with System Description requirements. Engineer shall stamp and sign drawings and calculations prepared for this Project. a. Engineer Certification: Maximum deflections will not exceed specified limits, and probable glass breakage will not exceed frequency specified using manufacturers' data. 2. Show curtain wall connections to building structure. Indicate coordination of tolerances for supporting structure and curtain wall supports. Note structural reactions for eccentric loads on structural members. Note fastener type to be used. Highlight locations where self —drilling screws are proposed and note why other fastener type can not be used. 3. Indicate extent of work that is shop fabricated and that to be fabricated in the field. Comply with requirements to minimize need for field fabrication. C. Samples: Demonstrate fabrication, workmanship, and design of curtain wall. Provide a minimum of four samples of each type as required. 1. Finishes: Apply to 12 inch sections of curtain wall members; use same extrusion and alloy to be used in final Work. D. Maintenance Manual: Document recommended frequency and cycle for inspections, and maintenance work such that curtain wall in-service performance will comply with Project requirements. Show reglazing sequence, describe means, methods and materials for cleaning and maintaining the exterior wall. Provide complete listing of components reasonably anticipated to require replacement incidental to normal maintenance (including reglazing). E. Quality Assurance Submittals: Demonstrate compliance with requirements. 1. Certificate of Production: For finish system and application. 2. Test Results: For curtain wall ass3mbly as specified. 1.4 QUALITY ASSURANCE A. Fabricator and Installer Qualifications: Ten years successful experience with Work similar in scope and design to Work required for this Project, including assembly and installation of unitized curtain wall. 1. Where possible, fabrication and installation work of this Section shall be performed by the entity who installed the original work. 2. Superintendent for work of this Section: Master glazier possessing expert knowledge of the assembly and erection of glazing systems similar to those required for this Project who shall have direct responsibility for compliance of the work with Project requirements and be on-site at all times the work is in progress. B. Preinstallation Conference: Review methods and procedures related to installation of unitized curtain -wall assemblies and coordination with other components and assemblies of the building cladding and erection sequence. 1. Review and finalize sequence and schedule for work and required tests and inspections. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS 16. GLAZED ALUMINUM CURTAIN WALL SECTION 08920 - 3 1.5 WARRANTY A. Warranty: Signed by authorized representative of the curtain wall manufacturer, Contractor and the installer agreeing upon receipt of written notice of defective work, and work not in compliance with Project requirements to correct or replace the work to the satisfaction of the Owner, and at no cost to the Owner for the time periods required. 1. Weatherproof Installation: 5 years. 2. Finish Durability: 10 years against loss of required match in appearance, fade, chalk and deterioration in excess of normal weathering when evaluated per AAMA 2605. PART 2 PRODUCTS 2.1 MANUFACTURERS A. Provide curtain wall components and assemblies by the same manufacturer as the original work to remain. 2.2 MATERIALS A. Aluminum Extrusions: ASTM B 221, alloy and temper recommended by window manufacturer for strength, durability, and specified finish. 1. Minimum performance values of 6063-T5 alloy B. Fasteners: ASTM A 666 Type 304 or 316 stainless steel, except connectors at cast -in embedments shall be ASTM F 568 Grade 4.6 hot -dip galvanized. Metal alloys and coatings shall be galvanically compatible with metals fastened. Provide Phillips flat -head machine screws for exposed fasteners unless otherwise acceptable. 1. Self -drilling Screws: Acceptable only in locations where use of bolts or embeds is physically impossible, and where use is specifically noted on approved submittals; Hilti Kwik -Flex, or approved. 2. Adjustable Channels: ASTM A 283 Grade D plate, provide toothed channel and Tee bolts where channel is oriented parallel to gravity or wind force. Concrete embeds shall be hot - dipped galvanized, welded channels shall have corrosion resistant paint finish. C. Concealed Flashing: 0.062 inch extruded aluminum, or 26 gage stainless steel; stainless steel required for components in contact with concrete.. D. Reinforcement, Supports and Anchorage: Galvanically compatible with aluminum components, and complying with requirements of this Section and Section 05500. E. Glazing Accessories: Compatible with sealants being used. 1. Setting Blocks: Neoprene or EPDM, 70-90 durometer hardness. 2. Glazing Gaskets: Extruded EPDM compression and wedge gaskets with factory -molded vulcanized corners on interior gaskets only; open bulb compression gaskets. 3. Spacers: Neoprene or EPDM, 40-50 durometer hardness. a. Extruded Neoprene Glazing Strips: Shore A Hardness 50+ or —5; tensile strength 2,000 psi, and elongation 450 percent. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS GLAZED ALUMINUM CURTAIN WALL SECTION 08920 - 4 F. Galvanic Isolation: Coat contact and wash surfaces of aluminum components to prevent galvanic action between dissimilar metals. Provide chlorinated copolymer primer that is alkaline resistant, rust inhibiting with minimum dry film thickness of 2 mils; Asphalt Mastic complying SSPC- PS -12, with 30 mils dry film thickness, or manufacturer's approved system. G. Sealants: Comply with Section 07920 requirements. 2.3 FABRICATION A. Fabricate curtain wall at manufacturer's plant to the fullest extent possible and complying with System Description in sizes and configurations required. Comply with applicable requirements of AAMA Metal Curtain Wall Manual. Shop assemble work to optimize precision and efficiency where practical. B. Joints in exposed metal work shall be accurately fitted for continuity of line and profile across joints and rigidly secured with concealed fasteners. Where connection must rely on exposed welds, grind and finish weldment to match adjacent surfaces. Use materials and methods that minimize distortion and develop strength and corrosion resistance of base metals. Obtain fusion without undercut or overlap. Remove welding flux immediately. Maintain accurate relation of planes and angles, with hairline fit of contacting members 1. Conceal connections between members and seal intersections internally so seal is not visible from exposed -to -view surfaces. Cope intersecting members for full contact to attain continuity of seal through entire metal thickness. Clean surfaces of all cutting and painting residues with appropriate solvent. 2. Galvanic Isolation: Cover contact surface with isolators of non -porous, inert, durable plastic. Where shims can not be used provide asphalt mastic coating. 3. Lap transverse flashing joints 4 inches and bed in sealant, and hem ends and edges to form a pan C. Entrances: Heavy-duty, wide -stile and rail aluminum doors, complete with all operating hardware. Provide components and function to match existing entry doors. 1. Low-energy Operator: Provide equipment and operation similar to that at existing entry, modify only as necessary due to differing circumstances of installation. Provide pedestal - mounted actuator to match appearance and function of existing equipment in locations shown. 2. Lockset and Keyway: Corbin Russwin Grade 1, coordinate keying with Owner and integrate into Owner's existing masterkey system. a. Keyway: Corbin Russwin 59D1 unless otherwise directed. D. Hardware Mounting Heights: Comply with governing regulations, and Door and Hardware Institute, "Recommended Locations for Builders Hardware for Standard Steel Doors and Frames" unless otherwise required. E. Finish: Match appearance of existing work to remain for aluminum components, finish hardware and other components exposed to view. 2.4 SOURCE QUALITY CONTROL A. Certify curtain wall compliance with performance requirements when tested as follows. 1. Air Leakage: ASTM E 283. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS w 6. Orr L r.. int GLAZED ALUMINUM CURTAIN WALL SECTION 08920 - 5 2. Water Penetration: ASTM E 331. 3. Structural Performance: ASTM E 330. PART 3 EXECUTION 3.1 PREPARATION A. Prior to start of installation and in coordination with erection of structure survey columns, beams and slab edges and cladding support points. Verify as -built location is within required tolerances and that curtain wall cladding can accommodate the range of deviations identified. B. Locate attachment hardware for curtain wall cladding per approved submittals, using established control points. Secure concrete embeds to hold required position during concrete placement and allow for concrete consolidation during placement. 3.2 INSTALLATION A. Comply with manufacturer's specifications and recommendations for installation of curtain wall components. Securely anchor units plumb, level and true to line, without warp or rack of frames or sash. 1. Protect finished surfaces from damage during handling and installation. 2. Isolate dissimilar metals from each other, sources of corrosion, and electrolytic action. Provide separators and isolators at moving joints. 3. Field fabricated work shall comply with requirements for shop fabrication. Field fabrication is acceptable only as shown on approved submittals. B. Field Connections: As shown on approved submittals. Develop strength necessary to comply with performance requirements, and of identical quality and appearance to shop work. Use concealed mechanical connections, except where welds are specifically approved. Grind exposed welds flush, and smooth, and finish as required for shop welds. C. Coordinate curtain wall installation with flashings, motorized operating hardware and sun control devices and work of other trades. Comply with Section 07600 requirements for flashing and ensure a fully integrated, weather -tight cladding assembly is provided. D. Installed curtain wall, including but not limited to joints within the assembly and between curtain wall and other construction shall be weather -tight and comply with System Description requirements. Provide concealed seal at penetrations and mechanical fasteners unless otherwise acceptable. E. Comply with Section 08810 for glass and glazing requirements. F. Finish Hardware: Comply with requirements of ANSI A115.IG and match similar existing installations in the Owner's facilities. G. Tolerances: Measured from established lines and levels. 1. Plumb: 0.125 inch in ten feet, 0.25 inch in forty feet. 2. Level: 0.125 inch in twenty feet, 0.25 inch in forty feet. 3. Member Offset: 0.0625 inch at abutting surfaces, 0.125 inch elsewhere. 4. Location: 0.375 inch deviation from theoretical location. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS GLAZED ALUMINUM CURTAIN WALL SECTION 08920 - 6 H. The Owner reserves the right to test installed curtain wall for acoustic performance, and resistance to air infiltration and water penetration in accordance with AAMA 501-83. Work failing to meet performance requirements will be determined to be defective. 1. Repair, or replace defective Work as acceptable to the Architect. I. Clean metal and glass surfaces promptly after installation, exercise care to avoid damage of protective coatings and finishes. Remove excess sealant compounds, dirt and other substances. J. Initiate and maintain all protection, and precautions necessary to ensure that curtain wall will be without damage or deterioration (other than normal weathering) at time of final acceptance. END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS GYPSUM BOARD SECTION 09250 - 1 PART 1 GENERAL 1.1 SUMMARY A. Section includes requirements for gypsum boards and accessories, equipment, labor and services for drywall and other finish systems as indicated and required for a complete installation. 1.2 SUBMITTALS A. Product Data: Submit manufacturer's product data for cementitious materials, lath, metal support components, and accessories. 1.3 QUALITY ASSURANCE A. Delivery, Storage and Handling: GA -216, GA -800. B. Environmental Requirements: ASTM C 840 and as recommended by manufacturer. PART 2 PRODUCTS 2.1 MATERIALS A. Gypsum Board: ASTM C 79, Type X silicone treated core with glass fiber facings and manufacturer's standard edges 0.5 inch thick; G -P Dens -Glass Gold. 1. Exterior Walls: ASTM C 1177 paperless silicone treated gypsum core with glass fiber facing, G -P Dens Glass Gold Exterior Guard, USG, Gold Bond -or approved. B. Metal Framing Systems: Comply with requirements of Section 05400. C. Anchors: 1. Screws for Exterior Sheathing: Corrosion preventing polymer coated, steel with hex washer head and bonded neoprene gasket, size and length per ICC -ES report and as required for Project specific applications. Organic polymer coating shall have a salt -spray resistance to red rust of more than 800 hours per ASTM B 117. ITW Buildex; Teks Maxiseal with Climaseal finish Textron Inc., Textron Fastening Systems; Elco Dril-Flex with Stalgard finish, or approved. PART 3 EXECUTION 3.1 INSTALLATION A. Metal Framing: Comply with requirements of Section 05400. 1. Backing and Reinforcing: Verify assemblies have been reinforced for mounting of wall mounted components per Section 05400 requirements. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONTRACT DOCUMENTS GYPSUM BOARD • SECTION 09250 - 2 B. Gypsum Board: ASTM C 840, GA201 and GA 216; Screw to metal supports face side out, joints tightly butted, plumb, level and square; shim as necessary to maintain required tolerances. Do not use damaged boards and scraps 8 square feet and smaller. C. End Joints: Minimum number possible, locate exposed joints away from center of walls and ceilings; stagger not -less -than one foot in alternate courses. Install wall and partition boards with long edges vertical; stairwells, and high walls with long edge horizontal, and end joints staggered over supports, unless otherwise acceptable. D. Locate edge or end joint over supports; stagger vertical joints over different studs on opposite faces of partitions. Attach gypsum board to supplementary framing and blocking; provide supplementary support at corners, openings, cutouts, and penetrations. Reinforcing may be omitted where control joints are required. 1. Abut like edges; tapered edges against tapered edges and cut ends against cut ends. Do not place tapered edges against cut edges or ends. E. Seal joints, penetrations, and perimeter of boards in shaft walls where they abut other work. Provide two beads of acoustic sealant at perimeter installed so as to prevent its dislocation by air pressure differential between shaft and external spaces. F. Control and Expansion Joints: As minimum comply with ASTM C 840 and GA 201 recommendations for control joints, obtain Architect approval of location of joints not shown on drawings; form with space between edges of boards prepared to receive trim accessories. 1. At door jambs, extending to ceiling from both corners. 2. Ceiling dimension exceeding 30 feet without perimeter relief; 50 feet with relief. G. Exterior Walls: Install exterior gypsum sheathing perpendicular to supports, with end joints staggered over supports; tape and seal; joints and penetrations to provide secondary weatherbarrier. 1. Anchor with specified corrosion resistant metal fasteners. H. Elevator Shafts: Coordinate reinforcing requirements for car rails with Sections 14240 requirements and rail weights provided. 3.2 TOLERANCES A. Exposed joints, including control joints and sealant joints at openings: Straight, plum and regular. Limit variation in width to 1/8 inch total in 10 feet; variation from plumb 0.125 inch in 8 feet; variation from location indicated plus or minus 0.125 inch. 1. Unless otherwise required, dap unexposed face of boards to accommodate mounting hardware, brackets and other miscellaneous work as necessary to maintain tolerances. B. Variation of board surface from plum and level: Plus or minus 0.25 inch in any 4 foot by 8 foot panel or section. C. Work that does not conform to specified tolerances may be rejected; replace or correct as acceptable. END OF SECTION 2705 MUSEUM OF FLIGHT • 110907 PEDESTRIAN BRIDGE CONTRACT DOCUMENTS irr Vika ikr Wit METAL PAN CEILINGS SECTION 09525 - 1 PART 1 GENERAL 1.1 SUMMARY A. Section includes requirements for acoustical ceilings, metal suspension systems, and accessories. 1.2 SYSTEM DESCRIPTION A. Design Requirements: Corrosion resistant metal pans and concealed suspension system specifically intended for exterior applications. 1. Suspension System: International Building Code with State amendments Section 803 and Chapter 16, and ASTM C 635 2. Coordination of Ceiling Suspension Support With Canopy Structure and Building Systems: Where direct anchorage to building structure is impractical due to conflict with building system assemblies provide fully engineered alternative for anchorage of ceiling suspension assembly. Coordinate with Division 15 and 16 trades to identify potential areas of conflict for ceiling anchorage and prepare engineered solution in advance of installation. B. Performance Requirements: 1. Ceiling Components: UL tested and labeled for flame spread 25, and smoke development 50, and required fire resistance. 2. Wind Loads and Seismic Design: Comply with IBC Chapter 16 requirements utilizing Project specific criteria for Use Group, Design Category, Building Configuration and Site Classification, see General Structural notes on S series drawings for criteria. 1.3 SUBMITTALS A. Product Data: Required for ceiling panels, suspension systems, and accessories; including maintenance instructions. B. Shop Drawings: 1. Ceiling support assembly seismic loading resistance; including resolution of conflicts between building system assemblies and ceiling suspension. Provide drawings and calculations stamped by Contractor's registered structural engineer for work that does not have ICC -ES certification of seismic compliance for ceiling type and configuration required. 2. Reflected ceiling plan documenting complete ceiling layout in the required configuration per field verified dimensions and as necessary for compliance with shop fabrication requirements. Coordinate penetrations and any ceiling -mounted items. Indicate ceiling suspension members and location and method of attachment to building structure complying with Performance Requirements. C. Samples: Color, finish and type required; 12 inches square of ceiling panels. D. Test Results: ICC -ES reports for metal suspension systems, and ceiling panels; comply with performance requirements. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS METAL PAN CEILINGS SECTION 09525 - 2 1.4 MAINTENANCE A. Extra Materials: Full size pans and support components equal to two percent of the total quantity installed. Deliver to Owner as directed. PART 2 PRODUCTS 2.1 MANUFACTURED COMPONENTS A. Metal Pan Ceiling Assembly: Armstrong MetalWorks RH 200 Plank System with custom size panels for ceiling configuration indicated. B. Support Components: Concealed assembly with panels in-place; U -Profile Carrying Channel and splice to form continuous carrying channel. 1. Provide panel plug-in clip for attachment to carrying channel, J -Bar and security clips and other accessories as necessary to hold panels in place against wind and seismic loads. 2. Wall Molding and Perimeter Treatment: Provide custom assembly as determined by the manufacturer for pan sizes and ceiling configuration required. Molding and other components exposed to view shall be finished as required for pans. C. Attachment Devices: Size for 5 times design load indicated in ASTM C 635, Table 1, Direct Hung; type recommended by suspension system manufacturer for installation as required. 1. Powder Actuated: Provide ICBG report for pull-out resistance in directed tension and approval of regulatory official having jurisdiction over the Project. Oversize load factor as required. 2. Hanger Wire: Hanger wire shall be galvanized carbon steel per ASTM A 641, soft temper, pre -stretched, with a yield stress load such that three times design load, per ASTM C 635, Table 1, Direct Hung, will be less than yield stress of wire. D. Ceiling Panels: 12 by 96 inches and other sizes as necessary for the ceiling configuration required. Smooth face non -perforated pans with edges configured for concealed attachment to support assembly and down -ward accessibility. Provide concealed clips and other components to secure pans to supporting frame to resist specified forces. 1. Factory form panels for the ceiling layout and configuration required. Field forming of pans is not acceptable. E. Accessories: 1. Gaskets: Closed -cell resilient material recommended by the manufacturer for the installation required. 2. Provide escutcheons and trim components to finish penetrations of pans. 2.2 SHOP APPLIED COATINGS A. Ferrous Components: Electrolytic Zinc -Coated Steel Sheet complying with ASTM A 591 Commercial Steel Class B, mill phosphatized. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS '�-METAL PAN CEILINGS SECTION 09525 - 3 tool Irr trw low Imo Ira Iwo B. Provide thermally cured TGIC polyester powder coat in color selected by Architect from manufacturer's complete range of color options; apply finish after forming panels. PART 3 EXECUTION 3.1 EXAMINATION A. Furnish ceiling layout, and inserts, clips, and support materials, to be installed by other trades well in advance of time needed for coordination. B. Coordinate layout and installation with other work supported by and penetrating through ceiling; light fixtures, mechanical and electrical equipment, fire -suppression system components, and partitions. 1. Measure ceiling area and layout as indicated, balance border widths at opposite edges of ceiling, avoid use of less -than -half width units. 3.2 INSTALLATION A. Comply with Project requirements, governing regulations, and manufacturers' instructions. 1. Panel Orientation: As indicated, if not indicated orient directionally patterned panels in one direction. B. Suspension System: ASTM C 636 and E 580; level, square to vertical surfaces; hangers supported only from building structure. 1. Provide manufacturer's standard joint configuration for exposed flanges of intersecting suspension system members, for uniform, neat well -crafted joints. Miter exposed corners, unless otherwise acceptable. 2. In lieu of installing suspension system per Design Requirements, provide certified design by Contractor's Washington registered engineer. 3. Molding: At ceiling perimeter and penetrations, to conceal panel edges; provide spring spacers for panels in concealed suspension systems. Support moldings not adjacent to runners as required for suspension system, unless otherwise indicated 4. Mechanically fasten wall moldings to vertical surfaces 16 inches on center, and 3 inches from ends. C. Hangers: Provide at interval necessary to resist specified loads per approved submittals, provide additional hangers at light fixtures, and 6 inches from vertical surfaces, unless otherwise indicated. Provide rigid supports as necessary to resist uplift forces. 1. Install plumb, free from contact with insulation and other objects in ceiling plenum not part of supporting structure nor suspension system. 2. Do not splay wires more than 3 inches in a four foot vertical drop, unless otherwise acceptable; wrap main runners at least three times. D. Metal Panels: Positively attached to supporting frame assembly, aligned in regular courses, in the configuration and profile required. Provide uniform appearance at joints and concealed support frame and attachments from view. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS METAL PAN CEILINGS SECTION 09525 - 4 3.3 ADJUST AND CLEAN A. Clean exposed surfaces of acoustical ceilings; including trim, edge moldings and suspension members; comply with manufacturers' instructions for cleaning and touch-up of minor finish damage. B. Remove and replace work which cannot be successfully cleaned and repaired to permanently eliminate evidence of damage. END OF SECTION j r �r■ 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS PAINTING SECTION 09900 - 1 PART 1 GENERAL 1.1 SUMMARY A. Section includes requirements for field applied primers and finish coatings throughout the Work and is in addition to requirements for shop applied coatings and finishes specifed in other Sections. 1.2 DEFINITIONS A. "Paint" as used herein means all coating systems materials, including primers, emulsions, enamels, stains, sealers and fillers, and other applied materials whether used as prime, intermediate or finish coats. 1.3 SUBMITTALS A. Product Data: Submit manufacturer's technical information including paint label analysis and application instructions for each material proposed for use; include a neutral grey gloss indicator. B. Samples: Prior To Ordering Paint: Two samples on 12 in. by 12 in. hardboard for Architect's review of color, sheen and texture. Submit new samples until acceptable appearance achieved. 1. Confirm color of paint mixed for job matches previous samples, submit a second set of draw -downs, revise paint color as directed by Architect until satisfactory match achieved. C. Paint Systems Schedule: List substrate, materials, color, gloss, application and anticipated dry film thickness for each finish sample. 1.4 QUALITY ASSURANCE A. Sole Source: Provide primers and paint produced by same manufacturer for each paint system. B. Coordination of Work: Ensure compatibility of total coatings systems for various undercoats and substrates. C. Do not paint over code -required labels, such as Underwriters' Laboratories and Factory Mutual, nor equipment identification, performance rating, name, and nomenclature plates. 1.5 DELIVERY AND STORAGE A. Deliver materials to job site in original, new and unopened packages and containers bearing manufacturer's name and label. B. Store materials not in actual use in tightly covered containers. Maintain materials, containers and storage area in clean, orderly condition. Prevent exposure of materials to temperature extremes C. Prevent the occurrence health and fire hazards due to storage, and use of paints. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS PAINTING SECTION 09900 - 2 1.6 PROJECT CONDITIONS A. Environmental Conditions: Unless otherwise permitted by paint manufacturer's printed instructions, relative humidity below 85 percent, and ambient temperature and temperature of surface to be painted within the following limits: 1. Water Based: 50 degrees F (10 degrees C) and 90 degrees F (32 degrees C). 2. Solvent Based: 45 degrees F (7 degrees C) and 95 degrees F (35 degrees C). B. Do not apply paint during precipitation and inclement weather unless surfaces to be painted are enclosed and maintained heated within specified temperature and humidity limits. C. Control ambient conditions to prevent contamination of paint film, and damage due to subsequent construction activities. 1.7 MAINTENANCE A. Extra Materials: 3 percent of each finish paint and color used in Work. Deliver to Owner and store as directed. PART 2 PRODUCTS 2.1 MANUFACTURERS A. Manufacturer: Subject to compliance with requirements, provide products of one of the following: 1. Benjamin Moore and Co. (Moore). 2. Tenmec. 3. PPG Industries, Pittsburgh Paints (Pittsburgh). 4. Rodda Paint Co. (Rodda) 5. Sherwin-Williams Company (S -W). 2.2 MATERIALS A. Paint Quality: Labeled as manufacturer's standard, best -grade product material not identified as such will be rejected. B. Paint Colors: Colors for selected areas are scheduled in Part 3 for bidding purposes. Revisions to those selections will be issued after award of contract. 1. Gloss: Types indicated for each paint color required. C. Volatile Organic Compound Content: Should the application of a specified product be prohibited by regulations due to VOC content or other environmental limitations, submit a substitution request for a compliant product conforming to remaining Contract requirements. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS two brim W' PAINTING SECTION 09900 - 3 PART 3 EXECUTION 3.1 EXAMINATION A. Verification of Conditions: Report conditions detrimental to proper and timely completion of work to General Contractor for correction. Beginning of work will be interpreted as applicator's acceptance of surfaces and conditions within any particular area. 1. Provide written notice of problems anticipated with any of the specified coating systems. 2. Spaces shall be broom clean and surfaces free of foreign matter. 3. Moisture Tests: ASTM D4263. B. Previously Coated Work: Provide barrier coat and additional finish coats as necessary to cover existing coating. New work of contrasting color may not adequately hide existing paint without three or more coats of paint. Provide number of coats as necessary for required uniformity of appearance and dry film thickness. C. Work indicated to be painted and not specified to be shop finished shall be painted as work of this Section, including but not limited to the following. 1. Paint all metal decking and miscellaneous metal fabrications exposed to view in the completed project using the paint system specified for shop -coated steel. 2. Paint interior surfaces of elevator shaft visible through glazed shaftwall. 3.2 PREPARATION A. Protection: Covers and sacrificial coatings necessary to prevent damage to substrates, finish work, furniture and equipment due to painting and finishing. Remove temporary protection provided by others for protection of their work, after completion of painting operations. Provide "Wet Paint" signs as required to protect newly -painted finishes. B. Surface Preparation: Comply with Washington Council PDCA, and paint manufacturer's instructions, for each substrate condition. Provide barrier coats over incompatible substrates and primers. Submit written notice of possible incompatibility of coating system and substrate. 1. Remove hardware, accessories, machined surfaces, plates, lighting fixtures, and items in- place and not to be finish -painted, or provide surface -applied protection prior to surface preparation and painting operations. Reinstall after paintings is complete. 2. Clean surfaces before applying paint and surface treatments; provide cleaning agents and preparatory Work, acid etching, solvent washing and mechanical cleaning appropriate for each substrate. Remove dirt, contaminants and conditions detrimental to the formation of a durable paint film. 3. Previously coated surfaces, remove poorly bonded and friable coatings and deteriorated portions of substrate, including but not limited to oxidized metal and rotted wood, to expose sound substrate, mechanically abrade areas where coatings have been remove to establish a maximum amplitude of 5 mils abrupt change in surface profile. 4. Repair damaged shop coatings specified in other Sections, including galvanizing. 5. Establish sufficient amplitude in substrate profile to ensure optimum mechanical bond of each coat of paint applied, but not so as to alter the texture and appearance of the final finish. 6. Prepare ferrous, non-ferrous and galvanized surfaces per paint manufacturer's recommendations for substrate and coating system to comply with Project requirements. a. Acrylic Prime Paint: Comply with Tnemec Technical Bulletin 98-09. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS PAINTING SECTION 09900 - 4 3.3 MATERIALS PREPARATION A. Mix, prepare, and thin painting materials in accordance with manufacturer's directions; within recommended limits. B. Maintain containers used in mixing and application of paint in a clean condition, free of foreign materials and residue. C. Stir materials before application to produce a mixture of uniform density, and stir as required during application. Do not stir surface film into material; remove film and, if necessary, strain material before using. 3.4 APPLICATION A. Comply with manufacturer's recommendations for application of paint; apply at recommended spreading rate. B. Paint Film: Uniform color, appearance, and dry film thickness; including edges, corners, crevices, welds, and exposed fasteners. C. Prime and Barrier Coats: Apply promptly after preparation; prevent subsequent surface deterioration. Repair damaged shop primer and recoat. Prime surfaces not already coated in the shop; provide barrier coats on incompatible substrate and coatings and to prevent read- through of existing paint colors and substrate characteristics. Provide finish coat free of defects due to insufficient priming, or undercoating. D. Finish and Intermediate Coats: Smooth, texture free finish with uniform, color, appearance and coverage, free of cloudiness, spotting, laps, brush marks, runs, sags, ropiness and other surface imperfections. 1. Previously Coated Surfaces: Provide barrier coats and additional finish coats as necessary for complete coverage of previous coating with uniform appearance and no read -through of color, texture or other characteristics and as necessary to ensure the durability of new work. E. Completed Work: Match approved samples for color, texture and coverage. Remove, and repaint entire surface to nearest natural break where work is not acceptable. F. Mechanical and Electrical Work: Painting of mechanical and electrical work is limited to those items and portions of items exposed to view. Where only a portion of the item is exposed extend painting a minimum of 12 inches beyond the sight line to ensure acceptable coverage. 1. Conduit, Piping, Hangers, Supports and Similar Components: Paint exposed portions and one foot beyond sight -line cut-off. 2. Paint exposed piping to match immediately adjacent painted surfaces unless directed otherwise. G. Paint surfaces and components of elevator shaft interior falling within sight lines from inside the elevator car and those visible from outside the shaftway through the glazed wall. H. Paint all steel fabrications exposed to view in the completed work and no specified to be shop finished. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS Yaw L tra ►r PAINTING SECTION 09900 - 5 3.5 FIELD QUALITY CONTROL A. Owner may invoke the following material testing procedure at any time, and any number of times during the course of the Work: 1. Sampling of paint products by an independent testing laboratory. 2. Test samples for compliance with requirements and performance characteristics set by the specified products. B. Where test results indicate the material does not comply with specified requirements, Contractor may be directed to stop painting work, and remove non -complying material; pay for testing; and replace non-compliant work, including removal of material from substrate. C. Number of coats specified for paint systems in the Paint Materials Schedule is a minimum. Provide additional coats as necessary to provide a durable coating complying with application and appearance requirements. 3.6 CLEAN-UP AND PROTECTION A. Clean -Up: During progress of work, remove from site discarded paint materials, rubbish, cans and rags at end of each work day. 1. Upon completion of painting work, clean window glass and other paint -spattered surfaces. 2. Remove spattered paint by proper methods of washing and scraping, using care not to scratch or otherwise damage finished surfaces. B. At completion of work of other trades, touch-up and restore all damaged and defaced painted surfaces. 3.7 PAINT MATERIALS SCHEDULE A. Shop -coated Steel Fabrications: Two finish coats over tie -coat. 1. Prime Paint: One coat of rust inhibiting, cross-linking, hydrophobic acrylic self priming on galvanized substrates, 140 grams per liter VOC; applied to form a 2.5 mils dry film thickness; Tnemec Uni-Bond DF Series 115. 2. Finish Paint: One coat of waterborne acrylic polyurethane 87 grams per liter VOC; applied to form a dry film thickness of 2.5 mils; Tnemec Endura -Shield Series 1081 WB B. Gypsum Sheathing: Two finish coats over primer. 1. Prime Coat: Moore Fresh Start 100 Percent Acrylic Primer 023. 2. Finish Coats: Moore Low Luster Acrylic Moorlife N103Exterior Satin. END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS LOUVERS AND VENTS SECTION 10200 - 1 PART 1 GENERAL 1.1 SUMMARY A. Section includes requirements for louvers and vents not specified as work of other Sections. B. Performance Requirements: Air Movement and Control Association (AMCA) Standard 500. C. Submittals: 1. Product Data: Include certified test data, and fabrication drawings for standard assemblies. 2. Shop Drawings: Fabrication and installation of non-standard and custom louver units and accessories, and large scale sections and details. 3. Samples: Two of each finish required, Six inches square, on substrate required in final work. 4. Certification: AMCA Certified Ratings Seal demonstrating compliance with Project requirements. D. Field Measurements: Verify size, location and placement of louver units prior to fabrication, wherever possible. PART 2 PRODUCTS 2.1 MANUFACTURERS A. Subject to compliance with requirements, provide products of one of the following: Airstream, Arrow United, Cames, Construction Specialties, and Ruskin Mfg. Co. 2.2 MATERIALS L A. Galvanized Steel Sheet: ASTM A 526 or A 527 as required for fabrication; G90, mill phosphatized, minimized spangle. Iia bow B. Fasteners: Compatible with material fastened; hot -dip galvanized except as otherwise required for compatibility. Provide types, gages and lengths necessary 1. Exposed: Counter -sunk Phillips flat -head machine screws. C. Anchors and Inserts: Hot -dip galvanized except as otherwise required for compatibility. Provide lead expansion bolts for drilled -in-place anchors. 2.3 FABRICATION A. Provide units in dimensions, profile, operation, and configuration required, and as necessary for optimal performance. Include supports anchors and accessories necessary for a complete installation. 1. Galvanized Steel: 16 Gage. 2. Free Area: Not less than 45 percent. 3. Static Pressure Loss: 0.15 inch at 1000 fpm free air velocity. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS LOUVERS AND VENTS SECTION 10200 - 2 4. Water Penetration: 0.05 ounce per square foot of free area at 1000 fpm free air velocity. Collect and drain water to exterior at sill by means of gutter in front edges of blades, and channels in jambs and mullions. 5. Air Leakage (with adjustable blades closed): 1.5 cfm per square foot of louver free area at a static pressure of 0.5 inch. B. Assemble units in shop, disassemble only as necessary for shipping and installation; minimize field adjustments, splicing, mechanical joints and field assembly of units. Miter and weld joints, weld stationary blades to frame unless otherwise required. Isolate dissimilar metals. 1. Mullions: Type and spacing required; Vertical do not exceed 72 inches on center; Horizontal, locate between units unless otherwise required. 2. Blades: Sightproof, profile, slope and spacing indicated, or if not indicated, to meet performance requirements; Aligned, and equally spaced, including frame head and sill to provide uniform appearance, miter blades in corner units, and align with flat units. 3. Sill Extensions and Loose Sills: Same material as louver. C. Screens: Removable, provide on inside face of exterior louvers, and secure to louver frame. 1. Frames: Same metal and finish as louver units to which secured, with removable spline for rewiring, unless otherwise indicated. 2. Insect Screen: Manufacturer's standard woven mesh of aluminum wire in a removable formed aluminum frame; field finish paint frame to match louver. 2.4 METAL FINISHES A. Ferrous Metal: Hot -dip galvanized and factory -primed immediately following cleaning and pretreatment, for field painting after installation; air-dried rust -inhibiting primer compatible with finish paint system specified in Section 09900. PART 3 EXECUTION 3.1 PREPARATION A. Coordinate setting drawings, diagrams, templates, instructions and directions for installation of anchorages which are to be embedded in concrete or masonry construction and delivery to project site. 3.2 INSTALLATION A. Comply with SMACNA Architectural Sheet Metal Manual recommendations, except as otherwise indicated. B. Install work weather tight, plumb, level and aligned to adjacent units; use concealed anchorages wherever possible. Isolate dissimilar metals and corrosive substrates. Form tight joints with exposed connections accurately fitted together, and provide reveals and openings for sealants and joint fillers, as indicated. C. Where required configuration is assembled from multiple units provide neat, regular joints that allow for thermal movement, do not expose supports and brackets on exterior. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS LOUVERS AND VENTS SECTION 10200 - 3 i,., D. Repair damaged finishes so there is no evidence of corrective work; return to shop, items that cannot be refinished in field, make required alterations, and refinish entire unit, or provide new units. E. Provide concealed gaskets, flashings, joint fillers, and insulations, and install as work progresses to make installations weathertight. END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS HYDRAULIC PASSENGER ELEVATOR SECTION 14240 - 1 PART 1 GENERAL 1.1 SUMMARY A. Section includes work for one holeless hydraulic passenger elevator. B. Definitions: Safety Code for Elevators and Escalators, ASME/ANSI A17.1. kir 1.2 SYSTEM DESCRIPTION A. Design Requirements: Contractor responsible to provide design of supports and connections for work of this Section complying with Section 05500 requirements and this System Description. Elevator equipment shall be suitable for installation in non -tempered shaftway and an outdoor service environment; limited heating and cooling will be provided to the machine Imoroom. Iwo tom law 1. Number of Stops: 2 2. Entrance: Side Opening 3. Rated Load: 2500 pounds 4. Rated Speed: 125 FPM 5 Main Power Supply: 3 Phase, with a separate equipment -grounding conductor. 6. Lighting Power Supply: 120 Volts, 1 Phase, 15 Amp, 60 Hz. B. Simplex Selective Operation: Non-proprietary microprocessor -based controller, operation shall be automatic by means of the car and hall buttons. If all calls in the system have been answered, the car shall park at the last landing served. 1. Permanent remote elevator monitoring using the original manufacturer's device or an approved after -market product. 2. Firefighters' Service Phase I & II 3. Top of Car Inspection 4. Car -Stall Protection 5. Normal maintenance shall require no proprietary tools for field adjustment and service. C. Door Control Features: 1. Closed-loop, microprocessor based door operator system. The door operator will facilitate smooth operation under varying environmental influences such as, temperature, wind, friction, and component variation. The processor will monitor the door's actual position and velocity compared to its desired position and velocity. If variations are detected in the profile the command will be automatically corrected. The Door Operation control system shall not require machine room door control equipment. 2. Door noise not to exceed 58dBA. 3. Door control to open doors automatically when car arrives at a landing in response to a normal hall or car call. 4. Provide a door reopening device that will stop and reopen the car door and hoistway door automatically due to an obstruction. The reaction time of the door detector sub -system shall not exceed 60 milliseconds when both primary and secondary protection capabilities are active; nor 40 milliseconds when the secondary protection is disabled. 5. Door nudging operation to occur if doors are prevented from closing for an adjustable period of time. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS HYDRAULIC PASSENGER ELEVATOR SECTION 14240 - 2 D. Performance Requirements: Contractor design work shall comply with the following under all loading and service conditions. 1. Capacity: Safely lower, stop and hold up to 125 percent of rated load. 2. Car Speed Differential: +1-10 percent between full and no load. 3. Stopping Accuracy: +1- 0.375 inch from landing sill; up and down. 4. Door Opening Time: 2.1 seconds from start of opening to fully open. 5. Floor -to -Floor Travel Time: Elapsed time from start of doors closing to car level and stopped at adjacent floor with doors three-quarters open shall not exceed 13.5 seconds. 6. Pressure: 400 p.s.i. maximum operating pressure, and design value of 500 psi. 1.3 SUBMITTALS A. Provide initial submittal within 60 days from start of Work. B. Product Data: For each component, and item of equipment including controls, fixtures and finishes. Include plans, sections and elevations to completely describe elevator installation. 1. Power Confirmation Sheets: Motor horsepower, code letter, starting current, full -load running current and demand factor. C. Shop Drawings: Show Project specific configurations, assemblies and details not sufficiently described in product data. 1. Plan of pit, hoistway and machine room indicating equipment arrangement, elevation section of hoistway, details of car enclosures, hoistway entrances, car, and hall signal fixtures. 2. List equipment, reactions, design and performance information. 3. Contractor designed components shall be stamped and signed by the Contractor's Washington Registered Engineer as necessary to demonstrate compliance with Codes and regulatory requirements. D. Samples: Four samples of each material and finish type required for car, entrances, controls, and fixtures. E. Closeout Submittals: Four sets of each. Operations and Maintenance manuals, including as - built drawings, and diagrams for equipment connections and circuitry, including modifications made to manufacturer's standard configuration, parts lists, ordering instructions and similar information. 1. Drawings: Reproducible stock, include legend indicating name and symbol of each relay, switch and apparatus, and location of contacts and apparatus. Provide an index for location and function of components. Mount installation wiring diagrams on panels, racked, or similarly protected, in elevator machine room. 2. Instructions: All operating features and necessary maintenance procedures, and information to enable University staff to maintain elevators as recommended by manufacturer and required by regulatory agencies. 1.4 QUALITY ASSURANCE A. Installer Qualifications: Elevator manufacturer, or their licensee with not less than 5 years' successful experience with the installation of similar elevators. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS low HYDRAULIC PASSENGER ELEVATOR SECTION 14240 - 3 B. Regulatory Requirements: In addition to Project requirements, work of this Section shall conform to the following standards. 1. Safety Code for Elevators and Escalators ASME/ANSI A17.1. 2. Inspectors' Manual, ASME/ANSI A17.2. 3. National Electrical Code, No. ANSI/NFPA 70. 4. Washington Elevator Code 5. Directives of local inspectors and regulatory agencies. 6. Performance Ratings and Labels: Provide for life safety and operating components and assemblies. C. Provide permit, license and inspection fees necessary to complete the work. 1. Field Test: ANSI A17.2 as necessary for compliance with Regulatory Authority; conduct in presence of Authorized Representative. Provide personnel and equipment as necessary for required tests. 1.5 MAINTENANCE A. Maintenance Service: Monthly preventive maintenance, performed during normal working hours by qualified personnel of the elevator Installer with not less than 5 years experience with the type of elevator equipment required for the Project. 1. Service Contract Duration: 60 months following date of Final Acceptance. 2. Include replacement of worn and defective parts and components, lubrication, cleaning and adjusting as necessary for proper elevator operation and compliance with Project requirements. 3. Provide 24 hour/day, 7 days/week emergency callback service. 4. Service shall exclude only repair and replacement due to misuse, abuse, accidents or neglect caused by persons other than Installer's personnel. B. Software Upgrades: Provide for one year from date of Final Acceptance. C. Manufacturer of Elevator Equipment: Guarantee to deliver replacement parts within seventy- two hours from order, as needed at a fair market price. PART 2 PRODUCTS 2.1 MANUFACTURERS A. Basis of Design Product: Subject to compliance with Project requirements provide ThyssenKrupp AMEE 25C holesless hydraulic passenger elevator. 2.2 MATERIALS A. Steel: r 1. Sheet Steel (Furniture Steel for Exposed Work): ASTM A366, matte finish, stretcher leveled, cold rolled, commercial quality steel. 2. Sheet Steel (for Unexposed Work): ASTM A 569 hot rolled, commercial quality steel, pickled and oiled. 3. Structural Steel Shapes and Plates: ASTM A6, ASTM A36, and ASTM A108. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS ii HYDRAULIC PASSENGER ELEVATOR SECTION 14240 - 4 B. Stainless Steel: ASTM A 167, Type 302 or 304, standard tempers and hardness required for fabrication, strength and durability. 2.3 MACHINE ROOM EQUIPMENT A. Pump Unit: Positive -displacement pump, induction motor, master -type control valves combining safety features, holding, direction, bypass, stopping and manual -lowering functions, shut-off valve, oil reservoir with protected -vent opening, oil gage and outlet strainer, drip pan and connections all mounted on isolating pads. Provide thermal unit or comparable means to maintain oil at operating temperature. 1. Starter: Closed transition SCR soft start. B. Selector: Relay, solid-state or moving crosshead type electrically or mechanically coupled to elevator car. C. Controller: Simplex Collective Operation; UUCSA labeled. Self-supporting steel frame for mounting of all components with removable sheet metal enclosing cabinet. Ventilate to prevent heat build-up. 1. Permanently mark components (relays, fuses, PC board, etc.) as indicated on wiring diagrams. 2. Provide for timed function of controller with automated shut-off. D. Provide piping, connections and hydraulic fluid. Use isolated couplings between the pump unit and fluid lines. 1. Muffler: In discharge oil line near pump unit. Dampen and absorb pulsation and noise in the flow of hydraulic fluid. 2. Shutoff Valve: Manual; one in line adjacent to pump and one in pit adjacent to jack unit. 3. Hydraulic Fluid: Chevron Clarity Liondel Food Grade (FG 32) or other acceptable non- toxic fluid acceptable to elevator equipment manufacturer. E. Equipment Supports Guards and Accessories: Comply with Section 05500 requirements for metal fabrications. Provide as necessary for access to and support of equipment and components. Comply with Washington Industrial Safety and Health Act requirements for safety features. F. Elevator Equipment Components Systems and Supporting Assemblies: Isolated to prevent transmission of vibration and electrical charges to building structure and operating systems. 1. Noise Level for Operating Equipment: 60 dBa using "A" weighted scale measured 3 feet off the floor and 3 feet from the equipment. 2.4 HOISTWAY EQUIPMENT A. Guide Rails: Planed steel T -sections, Provide anchors and accessories including rail backing. 1. Rail Brackets: Forged steel; sheet metal is not acceptable; coordinate requirements with Section 05500. B. Buffers: Spring type with blocking and supports. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS L L L INE hir Ira HYDRAULIC PASSENGER ELEVATOR SECTION 14240 - 5 C. Cylinder: PVC protected cylinder, pressure sealed and factory pressure tested to 500 psi. With required packing shall collect oil at cylinder head and return to oil reservoir. D. Plunger: Polished seamless steel tubing or pipe; maximum section length of 16 feet unless otherwise acceptable. Join section by internal threaded couplings. Factory polish multiple section jack units while assembled and mark for field reassembly. Isolate plunger from car sling. E. Jack Support: Provide steel channels to support jack and transmit loads to supporting structure. F. Normal and Final Terminal Stopping Devices: Per Code. G. Conductors and Wiring Connections: Copper; splice only at terminal blocks, control compartments, junction boxes, and condulets. 1. Studs, Terminal Blocks and Conductors: Coded and identified. 2. Spare Conductors: 10 percent of required quantity, run from car connection points to individual machine room controllers. Provide four pairs of shielded communication wires in addition to those required to connect specified items. Tag spares in machine room. 3. Conduit: 0.5 inch diameter painted or galvanized steel. Flexible conduit not to exceed 36 inches in length. Flexible heavy-duty service cord acceptable between fixed car wiring and car door switches for door protective devices. 4. Traveling Cables: Type ET flame and moisture -resistant outer cover. Prevent traveling cable from rubbing or chafing against hoistway or equipment within hoistway. 5. Sensors and Communication Devices: Provide machine room connections. H. Pit Stop Switch: Per Code. I. Floor Numbers: Stencil Painted 4 inches high floor numbers within the hoistway per Code. 2.5 HOISTWAY ENTRANCES A. Door Assemblies: 16 gage stainless steel door panels of sandwich construction without binder angles. Provide rubber astragals on leading edges and gibs on leading and trailing edges, with gibs in the sill groove the entire length of travel. Provide smooth and silent operation in moving parts. 1. Hangers and Track: Integral with door assembly. No metal -to -metal contact between roller and track. 2. Interlocks: Operable without retiring cam; galvanized steel. 3. Closers: Reliable mechanical close of doors; spring, spirator or strut mounted, counterweighted. 4. Sight Guards: 14 gage steel fabricate as required for doors and free of sharp edges. 5. Frames: 14 gage hollow stainless steel, bolted assembly. 6. Identifying Devices: Mount on both jambs 60 inches AFF. Arabic numerals for each floor, with braille symbols and "Star of Life" at Second floor landing. a. Emergency Elevator: Rear mounted "Star of Life" 78 - 84 inches AFF. 7. Sills: Nickle-silver. Sized for car load class; anchor 18 inches on -center, grout not acceptable. 8. Struts and Headers: Provide for vertical support of entrances and related material. Provide door open bumpers on entrances equipped with vertical struts. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS HYDRAULIC PASSENGER ELEVATOR SECTION 14240 - 6 2.6 CAR EQUIPMENT A. Car Frame: Welded or bolted, rolled or formed steel channel construction. Isolate from jack unit. B. Platform: Structural sheet steel with fireproofing on the underside. C. Guide Shoes: Slide type. D. Car Sills: Extruded aluminum, narrow type with extruded extension between entrance columns to face of cab front return. E. Toe Guard: As necessary for compliance with regulatory requirements F. Car Doors, Hangers and Tracks: As required for hoistway entrance. 1. Header: 12 Gage steel; shape to provide stiffening flanges. 2. Door Electrical Contact: Prohibit car operation unless car door is closed within tolerance allowed by regulatory requirements. 3. Clutches: Heavy-duty components to provide positive, smooth, quiet door operation. Allow car doors to close for maintenance, while hoistway doors remain open. 4. Operator and Door Control Devices: Per Performance Requirements. G. Elevator Car Station: One, metal box containing the operating fixtures, mounted behind the car enclosure stationary front return panel. 1. Identify and locate operating controls per accessibility standards including tactile symbols and braille messages. Provide LED call registration indicator. 2. Alarm Button: Illuminate when actuated. 3. Emergency Stop: Interrupt power supply independently of regular operating devices; maintain registered calls, continue normal service after power restored. 4. Keyed Stop Switch: Indicate "run" and "stop". Locate in locked car service compartment. 5. Door Open and Door Close: Stop, reopen and hold doors open, operable while car is stopped at a floor. Extend door open to 30 seconds, cancel with car call or door close. 6. Firefighters' Phase II Key Switch: Light jewel, buzzer and call cancel button; door close operational only under Phase II conditions. 7. Service Compartment: Manufacturer's standard configuration, finished to match car return panel. Provide key -operated inspection switches, light on-off & dimmer, 2 -speed fan, Independent service, emergency battery test & 120 AC outlet. 8. Signage: Engraved contrasting characters acceptable to Architect. Provide Phase II firefighter's operating instructions and elevator number at main operating panel. H. Car Top Control Station and Emergency Exit: Comply with regulatory requirements. I. Work Light and Duplex Plug Receptacle: Top of elevator car. Provide lights with on-off switch and bulb guard. J. Communication System: Two-way with automatic dialing, tracking and recall and automatic roll-over with four station capacity. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS l HYDRAULIC PASSENGER ELEVATOR SECTION 14240 - 7 1. "Push to Talk" button match similar controls, illuminate and flash when call is acknowledged. Provide uppercase "Push to Call", "Help on the Way" engraved signage Sans Serif character. 2. Provide remote speaker behind front return panel with shielded wiring to machine room 'r junction box. 2.7 CAR ENCLOSURES A. Passenger Elevator: 1. Walls: Textured stainless steel panels to be selected by the Architect. bow 2. Glazed Wall: Clear anodized aluminum with 0.875 inch heat strengthened clear laminated glazing. 3. Front Return Panels: Stainless steel with No. 4 non -directional polish. Integral with entrance columns; provide cutouts for operating panel and cabinet for communication equipment. 4. Entrance Columns and Transom: Match Front Return Panels. 5. Car Door Panels: Same construction as hoistway door panels. 6. Handrails: Two stainless steel with a non -directional No. 4 polish, 1.5 inch diameter tubes mounted on both sides and rear of the cab. Locate top handrail line at a height of 32 inches above the cab floor. Bolt handrails through the cab walls from the back and mounted on 1.5 inches deep round standoff spacers no more than 18 inches on center. Return handrail ends adjacent to the car door strike jamb into cab walls. 7. Ventilation: Manufacturer's standard fan sized to provide required air change at a noise level not exceeding 48 dB (a). 8. Ceiling: Manufacturers type E design with recessed low voltage halogen fixtures. 9. Finish Floor: Non -slip aluminum plate. 2.8 LANDING CONTROL STATIONS A. Push -buttons: Vandal resistant. Provide one, flush mounted as shown. Include push -buttons for each direction of travel which illuminate to indicate call registration. Engrave approved safety message, "In Case of Fire..." in push-button faceplate and fill black. B. Hoistway Access: Manufacturer's standard and as necessary to comply with elevator Code and permitting access through -out the hoistway, not just the terminal landings. C. Faceplate for Hall Station Call -Button and Hoistway Access Switch: Stainless steel. 2.9 SIGNALS A. Lanterns: Vandal resistant car and jamb mounted; Illuminated discs and audible signals to indicate travel direction of arriving elevator 4 seconds prior to car arrival. Illuminate signal until elevator doors start to close. B. Faceplates for Signals: Non -direction brush finished stainless steel or as necessary to match car finishes. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS HYDRAULIC PASSENGER ELEVATOR SECTION 14240 - 8 PART 3 EXECUTION 3.1 EXAMINATION A. Site Verification of Conditions: Identify conditions that do not comply with Code requirements and provide corrective measures. Verify equipment layouts and proper clearances for all components in machine room and elevator shaft. 3.2 INSTALLATION A. Comply with manufacturer's instructions and recommendations for work required during installation. B. Elevator Guide Rails: Plumb and parallel with maximum deviation of 1/16 inch; anchorage in pits shall not compromise waterproofing. Coordinate rail reinforcing requirements and ; shaftwall construction. Provide reinforcing as necessary for rail weight provided. C. Hoistway Entrances: Coordinate with installation of guide rails, make final adjustment of sills and doors with operating car in shaft. Align entrances with cars for minimum safe workable dimensions at each landing. Align sills with finished floor at landings and grout. D. Provide welded connections where bolted connections are not required for normal operation, L adjustment, inspection, maintenance and replacement of worn parts. Comply with AWS standards for workmanship and for qualifications of welding operators. E. Provide vibration absorbing mountings to isolate elevator equipment and prevent transmission of noise and vibration to structure. F. Install piping without routing underground, where possible; where not possible, cover underground piping with permanent protective wrapping before backfilling. G. Adjust and lubricate operating parts of systems, as recommended by manufacturer prior to test and operation of elevators. 3.3 FIELD QUALITY CONTROL A. Site Tests: Prior to permitting any use of elevator (either temporary or permanent), perform acceptance tests as required and recommended by Code and by governing regulations or agencies. 1. One hour Load Test: Shortly before substantial completion load each car to rated capacity and operate continuously for 60 minutes over its full travel distance, stopping at each level and proceeding immediately to the next in both directions. a. Record temperature rise of pump motor with shielded thermometer; verify temperatures do not exceed 50 degrees Centigrade above ambient. b. Performance and Leveling Test: Prior to and following Load test. c. Check and verify operation of safety features and special operations. d. Measure and record acoustical output levels in machine rooms, lobbies and cars prior to during and following Load test. B. Make corrections to defective work at no cost to University. Cost for re-examination and testing, including fees of University agents and representatives shall be the Contractor's responsibility. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS Item 1.. low .r Ira 3.4 DEMONSTRATION HYDRAULIC PASSENGER ELEVATOR SECTION 14240 - 9 A. Instruct Owner personnel in proper use, operations and daily maintenance of elevators. Review emergency provisions, including emergency access and procedures to be followed at time of failure in operation and other building emergencies. Train University's personnel in normal procedures to be followed in checking for sources of operational failures or malfunctions. Confer with University on requirements for a complete elevator maintenance program. B. Make a final check of elevator operation, with Owner personnel present and just prior date of substantial completion. Determine that control systems and operating devices are functioning properly. END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS r ELECTRICAL WORK SECTION 16010 -1 PART 1 SUMMARY 1.1 Provide complete and operational electrical systems as shown on the drawings or described in the specifications. 1.2 SCOPE OF WORK A. All systems and equipment specified or shown on the drawings shall be appropriately installed and tested to meet the latest codes and standards of the industry and to insure that systems and equipment operate in the manner specified. The contractor shall provide all materials, labor, temporary construction and apparatus not specifically mentioned herein, but which are necessary to make the installation complete and operational. 1.3 WORK OF OTHER TRADES • A. The contractor shall review other divisions of the specifications where the work associated with these divisions requires coordination with Division 16. This work includes but is not limited to the following: 1. Temporary Power 2. Cutting and Patching 3. Painting, Refinishing and Finishes 4. Equipment Wiring PART 2 REQUIREMENTS 2.1 CODES A. Conform to the current National Electrical Code as adopted by the State of Washington, and all local ordinances. If any conflict occurs between government adopted code rules and this specification, the codes shall govern. 2.2 PERMITS AND FEES A. Obtain and pay for all required licenses, permits and inspections. 2.3 COORDINATION A. Coordinate electrical work with other trades. Obtain drawings for all disciplines. Contractor is responsible for reviewing all documents as they relate to the electrical documents and shall notify the architect immediately of any conflicts noted. 2.4 WARRANTY ,.., A. One full year after completion on both labor and materials. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS ELECTRICAL WORK SECTION 16010 - 2 2.5 BRANCH CIRCUITING A. Drawings are diagrammatic only and do not always show wire counts and raceway routing. Where this occurs it shall be the contractors responsibility to determine raceway routing and wire counts between devices in adjacent and common walls, and from these devices to the junction boxes shown in the adjacent ceiling space. The Contractor shall provide all raceways, boxes, cables, etc. required for the complete electrical systems indicated. 2.6 SUBMITTALS AND SHOP DRAWINGS A. Submittals: Within 14 days after award of contract, submit five (5) common brochure(s) with index and divider tabs by specification section, containing all required catalog cuts. The data shall contain sufficient information neatly highlighted with yellow or blue marker to demonstrate that the materials being submitted fully complies with contract documents. B. Shop Drawings: Shop drawings shall be submitted no later than 21 days after award of contract. Shop drawings shall show floor plans with complete device layout and dimensions, as well as wiring and interconnection diagrams. C. Equipment and Systems: Submittals and shop drawings shall be provided for, but not be limited to, the following: 1. Wire and Cable 2. Wiring Devices 3. Boxes 4. Fuses 5. Switchboards and Panelboards 6. Seismic Restraints and Attachments 7. Lighting Fixtures and Ballasts 8. Voice/Data Cabling Infrastructure (including shop drawings) D. Submit written statement that each type of adhesive or sealant used on the inside of the exterior vapor barrier meets the requirements specified in Section 01150 Sustainable Design and Construction Procedures. Provide an MSDS with VOC content of the product highlighted and a narrative that describes where in the project the product was used. 2.7 ELECTRICAL EQUIPMENT OPERATION AND MAINTENANCE (O&M) MANUALS A. The Contractor shall prepare four (4) O&M Manuals for all equipment requiring submittals and/or shop drawings. The information shall identify the specific equipment installed, not a general product list or "line" of the manufacturer, as well as provide information needed to operate and maintain all systems and equipment provided in the project. Refer to individual specification sections for additional requirements. B. The information shall be grouped in an orderly arrangement by specification section. The completed manuals shall be contained in a 3 -ring binder. The covers shall be imprinted with 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS L I- ELECTRICAL WORK SECTION 16010 - 3 ,., the name of the job, Owner, Architect, Electrical Engineer, Contractor and year of completion. The back edge shall be imprinted with the name of the job, Owner and year of completion. 2.8 Record Drawings: Provide and maintain one (1) full print set at the job site, kept continually updated. All record drawings shall be submitted in Autocad format to Architect at completion of project. 2.9 Final Acceptance: The Contractor shall submit to the Architect a copy of Section 16999, Project Closeout Procedures along with a copy of any final Punch Lists or Observation Reports. Adjacent to each closeout and punch list item the contractor shall note the status of work and provide initials and date. At this time also submit copies of final inspection certificates. END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS PART 1 GENERAL 1.1 INSPECTIONS AND TESTING SECTION 16051 -1 Inspect and test the electrical systems for proper operation and provide certification that the entire installation complies with the contract documents and all applicable codes. Perform all tests in accordance with manufacturer's recommendations and International Electrical Testing Association (NETA) specifications. PART 2 TESTS & METHODS 2.1 RECEPTACLES & DEVICES A. Test each receptacle installed under this contract for proper polarity and open grounds. Test all ground fault circuit interrupter type receptacles utilizing an instrument specifically manufactured for that purpose. Utilizing the device "TEST" button is not an acceptable substitute for GFCI testing. 2.2 600 VOLT WIRING A. In addition to testing all circuits installed for continuity, all feeder conductors #4 and larger shall be megger tested to show that the resistance to ground is no less than 6 megohms. 2.3 TORQUE TESTS A. Perform torque test for all bolted type connections to conform with NETA Table 10.12 (ATS - 1995) or manufacturers recommendations. 2.4 POWER SYSTEM TESTS A. Test all 3-phase equipment connections for proper phase rotation and test all associated motors for proper rotation. 2.5 FAILED TESTS A. Where test failures occur replace the failed device and/or material with new and perform test again. 2.6 DOCUMENTATION A. Document all test results confirming "Pass" or "Acceptable" testing and include copies in the O&M Manuals. END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS di BASIC MATERIALS AND METHODS SECTION 16100 -1 PART 1 GENERAL 1.1 The contractors' work shall conform with all specified requirements for materials and installation methods, cutting building construction, painting, clean-up, and workmanship. All materials shall be new unless noted otherwise. PART 2 MATERIALS 2.1 MATERIALS Ira A. All equipment shall be listed by the Underwriters Laboratories or other approved testing organization and shall be so labeled. 2.2 SUBSTITUTIONS A. Substitutions may be considered for products, except where noted as "no substitute". All requests for substitution must be submitted during the bidding process for review by the Architect. If substituted materials result in requiring electrical system or building modifications or in any way increase construction or design costs, the contractor shall pay for all such costs. 2.3 PRIOR APPROVALS how A. Prior approval requests for substitute manufacturers will not be accepted later than 3 -days prior to bid date. PART 3 METHODS 3.1 PAINTING A. Repaint any electrical items scratched or marred in shipment or installation 3.2 CLEAN UP A. Continually remove debris resulting from the electrical installation work. Clean all electrical equipment at completion of project. 3.3 PARTITION ELEMENT PENETRATIONS bar Ir. low IOW A. All penetrations shall be properly sealed with approved fire seal material. 3.4 EQUIPMENT CONNECTIONS A. Provide all electrical connections necessary to serve new equipment and provide required control connections to all equipment so that the equipment is fully operational upon completion of the project. Notify General Contractor and Architect immediately if it appears that the wiring and devices specified are insufficient to comply with applicable codes and/or provide a complete installation. B. Prior to rough -in, obtain copies of submittals and shop drawings for all equipment requiring electrical connections being furnished under other divisions. Provide wiring per the wiring diagrams and requirements indicated. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONTRUCTION DOCUMENTS BASIC MATERIALS AND METHODS SECTION 16100 - 2 3.5 INTERFACE WITH OTHER TRADES A. Continually coordinate work with other trades. When a conflict with another trade becomes apparent, notify General Contractor and Architect immediately. 3.6 WORKMANSHIP low A. Preparation, handling and installation of materials shall be in accordance with manufacturers written instructions and technical data particular to the products specified and/or approved. B. Conform to the National Electrical Contractor's Association (NECA) standards of installation for general installation practice. END OF SECTION S S 2705 MUSEUM OF FLIGHT 11.0907 PEDESTRIAN BRIDGE CONTRUCTION DOCUMENTS ELECTRICAL SITE WORK - GENERAL SECTION 16105 -1 ,.. PART 1 GENERAL 1.1 DESCRIPTION A. Provide all excavation, trenching, backfill and surface restoration required for the electrical work. B. The Contractor performing the work in Division 16 shall include in bid all costs required to perform the electrical site work. PART 2 PRODUCTS 2.1 CONCRETE A. Concrete shall be Class 5, manufactured with 3A inch aggregate and Type 1 cement. 2.2 CRUSHED ROCK A. Crushed rock shall be 1 %" minus unless smaller is required for bedding material. 2.3 SAND A. Sand shall be clean and washed building sand. lug 2.4 TOPSOIL A. Topsoil shall be better or equal in quality to that removed. 2.5 SOD A. New sod shall be matured, densely rooted grass free of weeds and objectionable grasses. ire PART 3 INSTALLATION 3.1 EXISTING UTILITIES A. The existing utilities shown on the contract drawings are based on a combination of civil survey information and field observation. No guarantee is made to the accuracy of the locations indicated, and is shown for whatever benefit the Contractor may derive therefrom. B. Contact all serving utilities and have them locate their lines prior to commencing work. C. Protect shown, visible and located utilities from damage. Promptly have repaired all active shown, visible and located utilities damaged by construction. This repair shall be made solely at the expense of the Contractor. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS ELECTRICAL SITE WORK - GENERAL SECTION 16105 - 2 D. When despite all care and caution damage occurs to active utilities not visible, located or shown on the contract documents, the Contractor shall immediately obtain a decision as to repair. When so directed the repair shall be made immediately by the Contractor whose trade is involved. The contract price shall not change when the conditions outlined above and utmost possible care and caution have not been followed. E. Adjust the depth of electrical utilities to avoid existing utilities with no change to contract price. 3.2 SECURING SITE WORK A. The contractor alone is solely responsible for securing all electrical site work with adequate barriers, warning indicators and shoring. 3.3 TRENCHING AND EXCAVATIONS A. Trenching shall be to depths as required by code and the installation intended, the particular installation or as shown on the drawings. Trench width and length as required by the installation or as shown. B. Trench bottom shall be free of debris and graded smooth. Where bottom is rock, or rocky, or contains debris larger than 1", or material with sharp edges, Contractor shall over excavate 3" and fill with 3" of sand. C. Separation between new electrical utilities and other utilities shall be 1'-0" minimum except gas lines shall be 1'-0" both vertical and horizontal and shall be 3'-0" (horizontal) for all water service lines. ►., D. All crossings of concrete or asphalt shall be performed only after the surface material has been saw cut to required width and removed. E. Where excavations are for installing utility company's vaults, the excavation and vault installation shall conform to utility requirements in addition to contract document requirements. 3.4 DEWATERING A. Provide, operate and maintain all pumps or other dewatering equipment required for control of water in trenches and excavations for electrical site work during the entire construction period. 3.5 SHORING A. Provide as required by trenching and excavating to secure site work. 3.6 BACKFILL, BEDDING AND COMPACTION A. Backfill around raceways per 16110. B. Backfill around vaults and handholes to be free of debris larger than 1 3/." in all directions to 1'-0" from vault. C. Bedding for all vaults, and any handholes larger than 3'-0" x 3'-0", shall be 0'-6" of pea gravel or sand. For handholes smaller than 3'-0" x 3'-0" shall be 0'-3" pea gravel or sand. D. All other backfill shall be free of debris larger than 6" in diameter. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS ELECTRICAL SITE WORK - GENERAL SECTION 16105 - 3 E. All backfill material shall be placed so as to obtain a minimum degree of compaction of 95 percent of the maximum density at optimum moisture content. Moisten backfill material as required to obtain proper compaction. F. Broken pavement, concrete, sod, roots and debris shall not be used for backfill. G. Within the one year guarantee period, re -fill, compact and re -finish all settled areas to grade. 3.7 WASTE MATERIAL DISPOSAL A. Promptly remove from the site and legally dispose of all materials from trenching and excavation which are remaining after backfill and compaction. 3.8 SURFACE REFINISHING A. Refinish every disturbed surface to its original condition. B. Return after one year and refinish all settled areas to grade. END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS lbw RACEWAYS SECTION 16110 - 1 Wr PART 1 GENERAL 1.1 Provide a metallic raceway system for all interior power wiring specified and as required by code. Exterior and below grade raceways shall be rigid metal or PVC raceways as allowed by Code. 1.2 REFERENCES A. American National Standard Institute 1. ANSI C80.1 — Rigid Steel Conduit, Zinc Coated. 2. ANSI C80.3 — Specification for Electrical Metallic Tubing, Zinc Coated. 3. ANSI C80.5 — Aluminum Rigid Conduit — (ARC). 4. NEMA RN 1 — Polyvinyl Chloride (PVC) Externally Coated Galvanized Rigid Steel Conduit and Intermediate Metal Conduit. 5. NEMA TC 2 — Electrical Polyvinyl Chloride (PVC) Tubing and Conduit. 6. NEMA TC 3 — PVC Fittings for Use with Rigid PVC Conduit and Tubing. 1.3 Provide attachments and bracing for raceways conforming the requirements of Section 01650. 1.4 SHOP DRAWINGS A. Submit shop drawings and calculations for anchorage of raceways. Conform to requirements of Section 01650. Shop drawings shall indicate routings of single and multiple raceways requiring bracing. Indicate on the shop drawings the location and type of bracing to be used and the attachments provided. Typical and special details shall be included to identify bracing and attachment methods and connection configurations. Design calculations and anchor bolt selections shall be performed by a structural engineer licensed to practice in the State of Washington. PART 2 MATERIALS 2.1 INTERIOR RACEWAYS A. Electrical Metallic Tubing (EMT) or rigid metal conduit shall be used as allowed by applicable NEC Articles and local code authority. All branch wiring minimum raceway size shall be 3/" unless noted otherwise . 2.2 FLEXIBLE RACEWAYS A. Use for all connections to motors or as shown. 2.3 EXPOSED WIRING A. Where wiring is to be installed exposed below +72", it shall be installed in rigid steel conduit. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS RACEWAYS SECTION 16110 - 2 2.4 EXTERIOR RACEWAYS A. Rigid galvanized steel or PVC where installed below grade or where otherwise allowed by the authority having jurisdiction. 2.5 RACEWAY PENETRATIONS A. Penetrations through fire rated construction shall be sealed per Code to maintain fire rating using 3M Fire Barrier Caulk, Nelson Electric Flameseal or T & B Flamesafe, or use other method approved by the Architect. PART 3 INSTALLATION 3.1 SEPARATION OF SYSTEMS A. High and low voltage systems shall be routed in separate raceways. 3.2 RACEWAYS THAT STUB UP THROUGH FLOOR A. Install at such depth that the exposed raceway is vertical and no curved section of the elbow is visible. 3.3 SEALING OF RACEWAY PENETRATIONS A. Exterior wall surfaces above grade: Provide watertight seal around all raceways. For surfaces below grade, provide watertight seal, cast raceway into wall (or floor) or use manufactured seal assembly. Roof penetrations shall be coordinated with the general contractor and sealed similar to other roof penetrations. 3.4 FIRE RATED CONSTRUCTION A. All penetrations shall be sealed to maintain fire rating of construction penetrated. Caulk around penetrations with UL listed firestopping material, similar to what was specified on 2-5A of this section. 3.5 HANGERS FOR RACEWAYS A. Provide lay -in pipe hangers secured to structure or by 3/8" (minimum) all threaded rods attached to metal ceiling inserts or to structural members. Hangers shall be provided no greater than 10'- 0" on center and within 12" of each change in direction. 3.6 RACEWAY SIZES A. Raceways are generally sized based upon THW insulation. Do not reduce raceway sizes from that shown on the drawings. Requirements for 3/4" raceways containing #12 or #10 size conductors shall be determined by the contractor based upon the wire counts shown on the drawings. 3.7 PULL CORDS A. Provide a pull cord in all empty raceway run for future conductor pulling. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS RACEWAYS SECTION 16110 - 3 3.8 EXPANSION FITTINGS A. Raceways crossing expansion joints shall be provided with an expansion fitting with bonding jumper. END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS STAINLESS STEEL CABLE TRAYS SECTION 16114 - 1 `., PART 1 GENERAL 1.1 This specification covers a surface metal raceway system used for branch circuit wiring and/or data network, voice, video and other low -voltage wiring. The metallic raceway system shall consist of raceway base, cover, appropriate fittings and device mounting plates to complete installation per electrical drawings. 1.2 REFERENCES A. American National Standard Institute 1. NEMA VE 1, Metal Cable Tray Systems. 1.3 Provide attachments and bracing for cable trays and cable runways conforming the requirements of Section 01650. 1.4 SHOP DRAWINGS A. Shop Drawings: Submit shop drawings and calculations for anchorage of cable tray and cable runways. Conform to requirements of Section 01650. Shop drawings shall indicate routings of cable trays and cable runways requiring bracing. Indicate on the shop drawings the location and type of bracing to be used and the attachments provided. Typical and special details shall be included to identify bracing and attachment methods and connection configurations. Design calculations and anchor bolt selections shall be performed by a structural engineer licensed to practice in the State of Washington. PART 2 MATERIALS 2.1 MANUFACTURER A. The surface metal raceway system specified herein for branch circuit wiring and/or data network, voice, video and other low -voltage wiring shall be the S4000 System in accordance with the approval drawings as manufactured by Wiremold Canada Inc. Systems of other manufacturers may be considered equal if, in the opinion, and the written approval of the engineer, they meet all the performance standards specified herein. 2.2 MATERIALS A. The raceway and all system components must be UL Listed and CSA certified. Steel shall be stainless steel type 304 for all exposed surfaces. Finish shall be a #4 brush finish with a removable PVC coating for protection during shipping. Internal device brackets, couplings, wire clips, dividers and divider clips shall be galvanized steel. B. Raceway: The raceway shall be a two piece design with a base and a snap -on cover. The base shall be a minimum of 0.048" [12.19mm] wall thickness and the cover shall be a minimum of 0.036" [.9144mm] wall thickness. Assembled base and cover shall be 4.750" [120.65mm1 wide by 1.750" [44.45mm] high with a cross sectional area of 7.50 square inches [4838.7mm ]. The base shall be dividable by means of a removable barrier section into two equal compartments. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS STAINLESS STEEL CABLE TRAYS SECTION 16114 - 2 C. Fittings: A full line of fittings must be available including, but not limited to flat, internal and external elbows, couplings for joining raceway sections, wire clips, blank end fittings and a full compliment of device mounting brackets and plates. D. Device Brackets and Plates: Device brackets and plates shall be available in 4.50" [114.3mm] lengths and 9.00" [228.6mm] lengths to accommodate mounting of various combinations of power and communication devices. E. Communication Devices and Accessories: The raceway manufacturer will provide a complete line of connectivity outlets and modular inserts for UTP/STP, Fiber Optic, Coaxial and other cabling types with face plates and bezels to facilitate mounting. A complete line of preprinted station and port identification labels, snap -in icon buttons as well as write -on station identification labels shall be available. PART 3 INSTALLATION 3.1 INSTALLATION A. Prior to and during installation, refer to system layout drawings containing all elements of the system. Installer shall comply with detailed manufacturer's instruction sheets which accompany system components, as well as complete system instruction sheets, whichever is applicable. B. Mechanical Security: All raceway systems shall be mechanically continuous and connected to all electrical outlets, boxes, device mounting brackets and cabinets, also in accordance with manufacturer's installation instruction sheets. C. Electrical Security: All metal raceway shall be electrically continuous and bonded in accordance with the National Electrical Code and Canadian Electrical Code for proper grounding. Sharp edges shall be removed from field cut pieces to prevent damage to installed conductors. D. Raceway Support: Raceway shall be securely supported at intervals not exceeding 10 feet [3.048m] or in accordance with manufacturer's installation sheets. E. Completeness: All raceway systems shall be installed complete, including insulating bushings and inserts where required by manufacturer's installation sheets. Field cuts of raceway should be square such that no openings are present in the installed system. All unused raceway openings shall be closed. END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS bro CONDUCTORS AND TERMINATIONS SECTION 16120 - 1 PART 1 GENERAL 1.1 Provide all necessary conductors, splices and terminations required to provide complete and operation electrical systems. Comply with applicable codes and standards of practice. PART 2 MATERIALS 2.1 Copper, insulated for 600V. Aluminum or copper clad aluminum conductors not permitted. Type THW, THWN/THHN or XHHW allowed for larger conductors and where installed in raceways. Minimum size shall be #12 AWG except for control and low voltage wiring. 2.2 COLOR CODE A. Conductor insulation shall be color coded as follows for each phase, neutral, and ground respectively: 208Y/120V: Black, Red, Blue, White, Green 480Y/277V: Brown, Orange, Yellow, Gray; Green 2.3 SPLICES A. Solderless type only. Pre -insulated "twist -on" type (limited to size #10 and smaller). Bolt or compression set type with application of preformed insulated cover, heat shrinkable tubing or plastic insulated tape acceptable for all sizes. 2.4 TERMINATIONS A. Compression set, bolted or screw terminal. Conductors #12 and smaller shall utilize eye or forked tongue type compression set terminator when termination is to a bolted screw set type terminal block or terminal cabinet. PART 3 INSTALLATION 3.1 WIRE FILL - JUNCTION AND SPLICE BOXES A. Drawings do not identify junction and device boxes where box extensions or larger than standard boxes are required to comply with the NEC. The contractor shall review wire counts prior to rough -in and provide appropriately sized boxes. Where through -wiring is shown at lighting fixtures of other equipment supplied with a junction box the contractor shall confirm the fill requirements for the fixture or equipment and provide additional junction boxes as required. lbw 3.2 CONDUCTORS IN CABINETS A. Neatly group and form conductors within panel, switchboard and terminal enclosures in order to "fan" into terminal locations. Ir NW 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS IS CONDUCTORS AND TERMINATIONS SECTION 16120 - 2 3.3 CONDUCTOR SUPPORTS A. Provide all supporting devices for vertical cable runs to comply with Code. END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS OUTLET, JUNCTION AND PULLBOXES SECTION 16130 -1 PART 1 GENERAL 1.1 DESCRIPTION A. Provide all necessary outlet, junction and pull boxes required for installation of devices and wiring per code. Review Architectural Elevations to determine exact box locations. 1.2 REFERENCES A. National Electrical Manufacturers Association 1. NEMA 250 — Enclosures for Electrical Equipment (1000 Volts Maximum) 2. NEMA FB 1 — Fittings, Cast Metal Boxes, and Conduit Bodies for Conduit and Cable Assemblies 3. NEMA OS 1 — Sheet Steel Outlet Boxes, Device Boxes, Covers and Box Supports 4. NEMA OS 2 — Nonmetallic Outlet Boxes, Device Boxes, Covers, and Box Supports PART 2 MATERIALS 2.1 INTERIOR WIRING A. Pressed steel, zinc coated with plaster ring where applicable. Mount outlet boxes for receptacles and other devices at 18" unless indicated otherwise on drawings. 2.2 SURFACE METAL RACEWAY A. Boxes of same manufacture and to match raceway. Boxes to accommodate standard device plates. 2.3 EXTERIOR WIRING A. Cast or malleable iron or shall be cast of corrosion resistant alloy, with conduit hubs compatible with raceway to which it is connected. All boxes shall be labeled for damp or wet locations as applicable. PART 3 INSTALLATION 3.1 ANCHORING A. All boxes shall be firmly anchored directly or with concealed bracing to building studs or joists. Boxes shall be mounted so that they do not rock or shift with devices are operated. 3.2 FLUSH MOUNTING A. Except for boxes located in ceiling spaces or where specifically noted otherwise, all boxes shall be installed so that the front edge of box or plaster ring is flush to the finished surface. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS OUTLET, JUNCTION AND PULLBOXES SECTION 16130 - 2 3.3 SOUND TRANSFER AVOIDANCE A. To avoid sound transmission outlet boxes shall not be installed back to back, but instead shall be provided with 6" of clear space in between. The contractor shall coordinate with the General Contractor to accommodate all other sound proofing measures specified under other Divisions. 3.4 MOUNTING RELATIONSHIPS A. Where multiple devices are to be installed adjacent to, or above one another, they shall be aligned exactly on center horizontally or vertically. 3.5 SWITCH HEIGHT VERIFICATION A. Prior to rough -in of any devices, the contractor shall coordinate with the local code authority to verify acceptable switch heights under their interpretation of the ADA. If directed to do so, all switches shall be mounted at +46" on center above finished floor. 3.6 BLANK COVERS A. Provide blank covers for all junction boxes and other boxes that do not contain devices. END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS WIRING DEVICES SECTION 16140 - 1 PART 1 GENERAL 1.1 DESCRIPTION A. Section includes all switches, wall dimmers, receptacles, multi -outlet assembly device plates and decorative box covers. 1.2 REFERENCES A. National Electrical Manufacturers Association 1. NEMA WD 1 — General Requirements for Wiring Devices 2. NEMA WD 6 — Wiring Devices — Dimensional Requirements 1.3 SUBMITTALS A. Product Data: Submit manufacturer's catalog information showing dimensions, colors and +r configuration. 1.4 EXTRA MATERIALS A. Furnish 2 of each style, size and finish wall plate. PART 2 MATERIALS 2.1 COLOR A. Ivory except receptacles on emergency power shall be red unless noted otherwise. 2.2 SWITCHES - SPECIFICATION GRADE A. Federal Specification W -S 896, back and side wired, rated 277 volts, 20 amp. Provide single pole, double pole, keyed, 3- way, pilot light, locking type or as required. Pass & Seymour 20AC1-I, Bryant 4901-I, Hubbell 1221-I, Leviton 1221-I, Eagle 2221V, Arrow Hart 1991-I, or General Electric GE 5951-2G. 2.3 RECEPTACLES - SPECIFICATION GRADE A. Federal Specification W -C -596F, duplex NEMA 5-15R configuration (15 amp, 120V) unless shown otherwise. Back and side wired. Pass & Seymour 5252-I, Hubbell 5252-I, Leviton 5252-I, Bryant 5252-I, Eagle 5252V, Arrow Hart 52521, or General Electric GEN 5252-2. (Provide 20 amp devices on dedicated 20 amp circuits.) Install receptacles with ground pin up. 2.4 SAFETY RECEPTACLE A. NEMA 5-15R configuration, cross shunting type. Hubbell #SG62HI, General Electric GE8200- T2, or approved equal. Install receptacles with ground pin-up. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS WIRING DEVICES SECTION 16140 - 2 2.5 GROUND FAULT CIRCUIT INTERRUPTER (GFCI) RECEPTACLE A. Specification Grade, NEMA 5-15R configuration, duplex receptacle with 4-6 milliamps leakage current trip level. Ivory color. Arrow Hart GF -5242-I, General Electric GF 5342-2, Hubbell GF - 5252 -1, Leviton 6599-I, or Pass & Seymour 1591 -SI. Provide ground fault receptacles for all receptacles located within five feet of a sink. Install receptacles with ground pin up. 2.6 MULTI -OUTLET STRIP ASSEMBLY A. As noted on drawings, provide multi -outlet strips with 15 Amps - single receptacles spaced every 18" on center. Length and mounting detail of multi -outlet strips shall be coordinated with architectural details and elevations. 2.7 PLATES A. Plates for recessed devices shall be high performance nylon wall plates, ivory in color. Plates for surface mounted devices shall be of pressed steel. Exterior device plates shall be weatherproof utilizing Bell #RCH1-DR or Perfect Line WGF100-C hinged and gasketted cover assemblies PART 3 EXECUTION 3.1 EXAMINATION AND INSTALLATION A. Verify outlet boxes are installed at proper height, wall openings are neatly cut and completely covered by wall plates. Verify branch circuiting wiring is completed, tested and ready for connection to wiring devices. B. Install all devices plumb and level and with wall switches with "OFF" position down. Install receptacles with ground pin up. 3.2 TESTING A. Verify each receptacle device is engergized. B. Test each receptacle device for proper polarity. C. Test each GFCI receptacle device for proper operation. END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS L Imo 16. tor PART 1 GENERAL 1.1 SEISMIC RESTRAINTS, CONNECTORS SECTION 16190 - 1 AND ATTACHMENTS The scope of work under this section includes all required seismic restraints and connectors. Seismic restraints and connectors shall include all anchorage to structures, clamps, rods channels, struts and accessories. Seismic restraints for electrical equipment shall sustain vertical and horizontal loads within the stress limitations specified in the International Building Code. Fixed floor mounted electrical equipment shall be anchored to the structure to resist displacement vertically and on both horizontal axis due to seismic motion. Suspended electrical equipment and associated raceways shall have rigid vertical hangers and be braced in both horizontal directions. Connections by raceways shall not be considered acceptable as equipment anchors. A. Anchorage of electrical equipment and associated raceways shall conform to the 2003 International Building Code, 2002 National Electrical Code, and all local amendments to these codes. B. Refer to Structural Notes on Drawing S00.1 for Site Class and Seismic Design Category. C. Total design lateral seismic force: In accordance with IBC. For anchorage of electrical equipment required for life safety systems, the importance factor shall be taken as 1.5. For electrical equipment that is not required for life safety systems, the importance factor shall be taken as 1.0. D. Life safety systems shall include, but not be limited to the following: 1. Fire alarm system equipment and raceways. E. The field installation shall be subject to observation by the Architect for general conformance to the approved construction documents. F. and structural tests and special inspections by the owner's approved agency. 1.2 SUBMITTALS A. Submit manufacturer's product data in conformance with the requirements of Section 16010, for all materials to be used for seismic restraints and attachments. B. Submit manufacturer's certificate of compliance. The component manufacturer shall test or analyze the component and the component mounting system or anchorage for the design forces in IBC Chapter 16 for those components having a Component Importance Factor of 1.0 , and 1.5 in accordance with Section 16 and these specifications. The basis of certification shall be by test on a shaking table, by three-dimensional shock tests, by an analytical method using dynamic characteristics and forces from IBC Chapter 16 or by more rigorous analysis. Manufacturer of equipment shall maintain an approved quality control program evidenced by permanently labeling each piece of equipment. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS SEISMIC RESTRAINTS, CONNECTORS SECTION 16190 - 2 AND ATTACHMENTS C. Drawing Preparation and Submittal: Submit shop drawings and calculations for anchorage of electrical equipment and raceway systems. Design calculations for anchor bolt selection shall follow submittal approval of equipment. Shop drawings shall indicate the routing of single raceways, trapeze raceway systems, and cable trays and cable runways requiring bracing. Indicate on the shop drawings the type and location of bracing to be used and the attachments to be provided. Typical and special details shall be included to identify bracing and attachment methods and connection configurations. Design calculations and anchor bolt selections shall be performed by a structural engineer licensed to practice in the State of Washington. Design calculations shall not be required for raceways employing pre -approved seismic restraint systems specified herein. D. Pre -approved seismic restraint details and their approval numbers shall be submitted along with the location in which they are used in the system. E. Submit selection calculations for anchor bolts. Include ICBO Evaluation Reports for anchor bolts. PART 2 REQUIREMENTS 2.1 MATERIALS A. Manufacturer of Seismic Restraints and Accessories: A system of anchors, bracing and accessories may be provided. Superstrut Seismic Restraint System, Pre -Approval No.R00003, or approved equal. B. Hanger Rods: Threaded hot rolled steel. Continuously threaded rods shall be electro- galvanized or cadmium -plated, and rods threaded at ends only shall be similarly finished or prime painted. Rods shall be 3/8" minimum diameter. C. Channel strut type elements shall be No. 12 gage formed steel channels. 1-5/8" square, prime painted or chromate dip finish. Use fittings, brackets and hardware, same manufacturer as channel. Manufacturer: Superstrut, B -Line, Kindorf, or approved equal. D. Flexible metallic raceways shall be as specified in Section 16110 and shall be installed when raceways cross building seismic joints. Confirm seismic motion anticipated for each crossing with the Architect. Provide flexible raceway length suitable for anticipated motion, anchored at each side of the crossing. E. Anchor bolts: Steel bolts to ASTM A307. Nuts shall conform to ASTM A194. Shall be drilled - in type, Hilti Kwick-Bolt or Molly Parabolt, as described in ICBG evaluation report. Design values for shear and tension shall be in accordance with the ICBO Evaluation Report for the specific anchor. PART 3 INSTALLATION 3.1 GENERAL A. All electrical equipment and associated raceways shall be braced or anchored to resist a lateral force acting in any direction in accordance with the IBC, NEC and all local amendments to these codes. B. Individually hung conduits less than 21/2" inside diameter shall not require bracing. 2705 MUSEUM OF FLIGHT 11.0907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS SEISMIC RESTRAINTS, CONNECTORS SECTION 16190 - 3 AND ATTACHMENTS C. Conduits hung by hangers so that the top of the conduit is 12" or less from the bottom of the support for the hanger shall not require bracing. D. Anchorage to concrete shall be in accordance with the structural drawings. Drilling shall not cut reinforcing steel or pre -stressing tendons. END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS GROUNDING SECTION 16450 -1 PART 1 GENERAL 1.1 DESCRIPTION A. Grounding systems shall be provided for service neutral power ground and for equipment grounds and bonding as required by code. 1.2 REFERENCES A. IEEE 1. IEEE 142 — Recommended practice for grounding of industrial and commercial power systems 2. IEEE 1100 — Recommended practice for powering & grounding electronic equipment B. NETA ATS C. NFPA 70 PART 2 PRODUCTS 2.1 GROUNDING CONDUCTORS AND CONNECTORS A. Copper only, sized per code, 600 volt insulated. Green tape acceptable for sizes larger than #6 AWG. Green insulated for size #8, 10, 12 AWG. 2.2 GROUND RODS A. 3/4" x 10'-0" copper clad steel. PART 3 INSTALLATION 3.1 GROUNDING, GENERAL A. Provide all grounding for electrical systems and equipment as required by codes and as specified herein. B. All branch circuits shall include a ground wire connected between the branch circuit panelboard ground bus and the wiring device ground terminal that the branch circuit serves. 3.2 GROUND RODS A. Provide as shown and/or required. Connect the grounding conductor to each rod. B. Measure resistance to ground at each rod prior to connections and place in 0 & M manual. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS GROUNDING SECTION 16450 - 2 3.3 SIZE OF GROUND WIRE A. As required by National Electric Code. Where ground wire is exposed on outside of building or to physical damage, protect with rigid non-ferrous Schedule 80 PVC conduit as permitted by applicable code. 3.4 GROUND CONNECTION TO PIPING A. Metal internal piping shall be grounded, as a part of this contract. B. Provide ground strap on incoming cold water main of each building and extend ground conductor to service neutral ground of services and to each service disconnect for each building. C. Provide ground strap on all piping including hot and cold water. Extend ground conductor to service disconnect(s) ground bus. Bond all piping per Electrical Code. D. Provide bonding jumper across all dielectric unions and meters. Bond gas piping. 3.5 CONNECTION TO THE POWER GROUND BUS A. Furnish and install connections in accordance with the codes; including but not limited to: 1. Raceway system 2. Service neutral 3. "Separately derived service" (transformer) 4. Electrically operated equipment and devices. 5. Panelboard ground conductors. B. No device or equipment shall be connected for electrical service which has a neutral conductor connected to a grounding conductor or to the frame within the device or equipment. 3.6 METHOD OF CONNECTIONS A. Make all ground connections and ground cable splices by thermal welding or copper compression set type connectors U.L. listed for grounding purposes. Grounding lugs, where provided as standard manufacturer's items on equipment furnished, may be used. 3.7 EXPANSION FITTINGS A. In conduit runs requiring an expansion fitting, a bonding jumper shall be installed around the fitting to maintain continuous ground continuity. 3.8 TESTING A. Inspect and test in accordance with NETA ATS, except Section 4. B. Grounding and Bonding: Perform inspections and testing listed in NETA ATS, Section 7.13. C. Perform ground resistance testing in accordance with IEEE 142. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS ►r GROUNDING SECTION 16450 - 3 D. Perform leakage current tests in accordance with NFPA 99. E. Perform continuity testing in accordance with IEEE 142. 3.9 RECEPTACLES A. Ground receptacles, with green insulated ground wire. When improper grounding is found on receptacles, check receptacles in entire project and correct. Perform re -test. END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS �•• DRY TYPE TRANSFORMERS SECTION 16460 -1 PART 1 GENERAL 1.1 DESCRIPTION A. Provide dry type energy efficient transformers complete and fully operational. 1.2 REFERENCES A. National Electric Manufacturers Association 1. NEMA ST 1 - Specialty Transformers 2. NEMA ST -20 - Dry Type Transformers for General Applications ita 3. NEMA TP -1 - Guide for Determining Energy Efficiency for Distribution Transformers B. International Electrical Testing Association 1. NETA ATS — Acceptance Testing Specifications for Electrical Power Distribution Equipment & Systems 1.3 SUBMITTALS A. Shop Drawings: Prepare and submit for review prior to manufacture. Include dimensioned front plan and section views, wiring and connection diagrams and bolting template. Contractor shall indicate mounting methods and connection lugs required on the drawings. Submit outline and support points dimensions of enclosures and accessories, unit weight, voltage, kVA, and impedance ratings and characteristics, tap configurations, insulation system type, and rated ir. temperature rise. B. Test Reports: Indicate loss data, efficiency at 25, 50, 75 and 100 percent rated load and sound level. 1.4 Provide attachment and bracing for transformers conforming to the requirements of Section 01650. PART 2 PRODUCTS 2.1 MANUFACTURE ims tie A. Square D, Tierney, Cutler -Hammer, Siemens and General Electric. 2.2 ENERGY EFFICIENT TRANSFORMERS A. As required by State Code all transformers shall be energy efficient transformers per NEMA TP -1. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONTRACT DOCUMENTS DRY TYPE TRANSFORMERS SECTION 16460 - 2 2.3 CONSTRUCTION A. Windings: Separate primary and secondary. Windings shall be copper or aluminum, have Class E insulation and shall be rated for continuous operation at rated KVA with temperature rise of not over 80 degrees C above a 40 degree C ambient, with a maximum hot spot temperature of 220 degrees C. Windings and core and coil assembly shall be treated and built to resist the effects of dirt and moisture. B. Core and coil mounted on rubber isolation mounting pads. C. Impedance: 0-75 kVA, 2% minimum. D. Enclosure: NEMA 2 rated (drip -proof) ventilated steel enclosure. E. Full capacity taps, minimum of two 2-1/2 percent above and four 2-1/2 percent below normal (rated) primary voltage. F. Continuous rating not less than size noted. G. Unless noted otherwise, three phase transformers shall have a 480 volt delta connected primary and 208Y/120 volt, three phase, four wire secondary. Provisions for external connections shall be made by means of a terminal board employing lugs conforming with Section 16120 which are compatible with the external conductors installed. (Note: Aluminum conductors require special lugs.) All connections shall be accessible from front and top of cabinet. H. Full capacity taps, minimum of two 2-1/2 percent above and four 2-1/2 percent below normal (rated) primary voltage. I. Sound Levels: Transformers shall be designed to meet NEMA ST -20 sound levels. Where noted on the drawings, provide ultra -quiet transformers, noise level not to exceed 35dB. 2.4 VIBRATION ISOLATORS 1. Rubber -in -Shear isolator: Model TM. PART 3 INSTALLATION 3.1 MOUNTING A. Mount on wall as noted or as required. Remove all shipping blocks prior to installation. 1. Secure wall mounted types via rubber -in -shear isolators. 2. Provide anchorage and bracing of transformers that conforms to the requirements of Section 16190. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONTRACT DOCUMENTS Y-+ DRY TYPE TRANSFORMERS SECTION 16460 - 3 3.2 CONNECTIONS A. 208Y/120 volt three phase secondary transformers shall be considered "grounded neutral separately derived systems" and neutral shall be grounded per code via connection to ground rod and extending ground conductor to power ground bus. B. Transformer raceway connections shall be flexible metal conduit as specified in Section 16110. Provide 2 feet minimum length for connections to transformer case. C. Voltage Tap Connections: Connect all transformers at "normal" tap. After facility is completely energized, measure secondary voltages at all transformers and service switchboard. Forward a list to Architect for evaluation. Reconnect taps as subsequently directed. All costs associated with this work to be included in base bid. 3.3 TESTING A. Inspect and test in accordance with NETA ATS, except Section 4. B. Perform inspections and tests listed in NETA ATS, Section 7.2.1. C. Measure primary and secondary voltage and make tap adjustments as directed. I END OF SECTION I id m NW 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE y CONTRACT DOCUMENTS v. PANELBOARDS SECTION 16471 - 1 tbsi PART 1 GENERAL 1.1 Provide panelboards, dead front type complete and fully operational. Conform with U.L. 67 and NEMA PB 1.1 current revisions. 1.2 Prepare and submit shop drawing submittals including front view, dimensions, and breaker sizes, quantity, layout and fault ratings. 1.3 REFERENCES A. Institute of Electrical and Electronic Engineers: 1. IEEE C62.41 — Recommended Practice on Surge Voltages in Low -Voltage AC Power Circuits B. National Electrical Manufacturers Association 1. NEMA AB 1 — Molded Case Circuit Breakers and Molded Case Switches. 2. NEMA FU 1 — Low Voltage Cartridge Fuses 3. NEMA ICS 2 — Industrial Control and Systems: Controllers, Contractors, and Overload Relays, Rated Not More Than 2000 Volts AC or 750 Volts DC. 4. NEMA ICS 5 — Industrial Control and Systems: Control Circuit and Pilot Devices. 5. NEMA KS 1 — Enclosed and Miscellaneous Distribution Equipment Switches (600 Volts Maximum). 6. NEMA PB 1 — Panelboards 7. NEMA PB 1.1 — General Instructions for Proper Installation, Operation, and Maintenance of Panelboards Rated 600 Volts or Less. C. International Electrical Testing Association 1. NETA ATS — Acceptance Testing Specifications for Electrical Power Distribution Equipment and Systems. D. National Fire Protection Association 1. NFPA 70 — National Electrical Code E. Underwriters Laboratories Inc. 1. UL 67 — Safety for Panelboards 2. UL 1283 — Electromagnetic Interference Filters 3. UL 1449 — Transient Voltage Surge Suppressors 1.4 Provide attachments and bracing for panelboards conforming to the requirements of Section 01650. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS PANELBOARDS SECTION 16471 - 2 PART 2 MATERIALS 2.1 MANUFACTURER A. Square D, Cutler -Hammer, Siemens, GE. 2.2 Panelboards shall be rated at proper voltage and current for intended use with bus bars of copper or aluminum. Panels shall be 3-phase, 4 -wire, 100 percent neutral and separate ground bus. Breakers shall be bolt -on 10,000 AIC minimum for 208 volt panelboards and 14,000 AIC minimum for 480V panelboards, and common trip on multiple pole breakers. Breaker and panel AIC ratings shall be equal or exceed what js indicated on panel schedules. Series rated combinations of breakers are not allowed. 2.3 LUG PROVISIONS A. Provide multiple lugs where parallel conductors are used, or where "feed through" or double lugs are called for or otherwise required to provide the feeder continuation indicated. 2.4 PANEL COVER AND CABINETS A. For surface mounting as indicated on plans with key lock. Provide panelboard phenolic nameplate complete with panel name, serving voltage and source information. Provide typewritten circuit directory with complete load descriptions as typed on panel schedules. See Section 16999 for additional panel index requirements PART 3 METHODS 3.1 INSTALLATION A. Anchor cabinets to building structure with top of cabinet at +78" maximum. Coordinate with other trades to maintain code clearances. Notify architect immediately of any conflicts that occur or are anticipated. Refer to architectural installation details for additional requirements associated with maintaining fire ratings and minimizing sound transmission. B. Install panelboards plumb. C. Provide filler plates for unused spaces in panelboards. D. Install panelboards in accordance with NEMA PB1.1. Ground bond panelboard enclosure per Section 16450. Connect equipment ground bars of panels in accordance with NFPA 70. E. Provide attachments and bracing conforming to the requirements of Section 01650. 3.2 TESTING AND INSPECTION A. Inspect and test in accordance with NETA ATS, except Section 4, B. Perform circuit breaker inspections and tests listed in NETA ATS, Section 7.6. C. Perform switch inspections and tests listed in NETA ATS, Section 7.5. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS PANELBOARDS SECTION 16471 - 3 D. Perform controller inspections and tests listed in NETA ATS, Section 7.16.1. END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS DISCONNECT SWITCHES AND CIRCUIT BREAKERS SECTION 16476 - 1 PART 1 GENERAL 1.1 Provide safety disconnects and fused switches where indicated for equipment and motor connections, and where otherwise required by the specifications. 1.2 Provide attachments and bracing for disconnect switches and circuit breakers conforming to the requirements of Section 01650. PART 2 MATERIALS 2.1 UNFUSED DISCONNECTS A. Heavy duty type, horsepower rated with interlocking cover. NEMA 1 rated, except exterior locations shall be NEMA 3R. 2.2 FUSED DISCONNECTS A. Same as above with fuse space and clips to accept only Class R fuses. 2.3 CIRCUIT BREAKERS A. Molded case, UL 489 with AIR ratings equal or greater to the SCCR (AIC) ratings of the panelboards. 2.4 NAMEPLATES A. Provide permanent nameplate labeling on all disconnects. Include load served, voltage, phase, horsepower, fuse size and type, as well as source panel and circuit. PART 3 METHODS 3.1 Install disconnects where adequate working clearance is maintained. In ceiling spaces or other locations where clearance is limited the contractor shall review installation with inspector prior to pulling wire to confirm acceptance. Disconnects may be attached to equipment housings only where specifically approved by the Local Code Authority. END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS PART 1 GENERAL 1.1 LIGHTING SECTION 16500 - 1 Provide lighting equipment complete and operational as indicated on the plans. All fixtures are to be new (unless noted otherwise), complete with lamps and fully operational in conformance with code and U.L. listing requirements. 1.2 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.3 CATALOG NUMBERS A. Model and series numbers indicate design intent in terms of fixture quality and general requirements. The actual fixtures submitted shall correspond with the number of lamps, wattage, ceiling type and any other specific performance and installation requirements specified or shown on drawings. Verify actual requirements prior to ordering fixtures. 1.4 SUBSTITUTIONS A. Bidders requesting approval to provide products other than those specifically listed in the Light Fixture Schedule shall submit requests in writing to the Architect and Lighting Designer ten days prior to the close of the bid period. Approval will be in the form of an addendum to the specifications issued to all registered plan holders. No requests for substitution will be considered after this date. B. Substitution request shall include all information required under paragraph 1.7 SUBMITTALS. Requests for approval shall be accompanied by a working fixture sample (including lamps and a cord and plug). Provide the name of at least one installation where each proposed substitute has been installed for at least six months along with the name and phone number of the Architect, Owners representative and the Lighting Designer of Record. If required by the Architect, the proposed substitutes must be installed at the bidder's expense in a location selected by the Architect. 1.5 REFERENCES A. National Electrical Manufacturer's Association (NEMA) LE5-1993: Procedure for determining Luminaire efficiency ratings. B. Underwriters Laboratories, Inc. (UL). UL496: Edison Base Lampholders UL542: Lampholders, Starter Holders for Fluorescent Lamps UL676: Underwater Lighting Fixtures UL924: Emergency Lighting and Power Equipment UL935: Fluorescent Lamp Ballasts UL1029: HID Lamp Ballasts UL1570: Fluorescent Lighting Fixtures UL1571: Incandescent Lighting Fixtures UL1572: High Intensity Discharge Lighting Fixtures UL1574: Track Lighting Systems 1.6 SYSTEM DESCRIPTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS LIGHTING SECTION 16500 - 2 A. Light fixture schedule series numbers are a design series reference and do not necessarily represent the exact catalog number, size, voltage, wattage, type of lamp, ballast, finish trim, ceiling type, mounting hardware, ceiling trim or special requirements as specified hereinafter or as required by the particular installations. Provide complete fixtures to correspond with the number of lamps, wattage and/or size specified. B. If there are discrepancies between fixture illustrations and the written description in the fixture schedule, the written description in the fixture schedule shall take precedence. 1.7 SUBMITTALS A. For standard catalog items, provide original product sheets, -neatly and clearly marked- to indicate that light fixture, ballasts and lamps fully comply with contract documents. Include photometric report by an independent certified testing laboratory when required in fixture schedule. Manufacturer's test report is not acceptable. B. Submittals shall have fixture types and project name clearly indicated and shall be prepared by the authorized manufacturer's representative serving the project area. A list of manufacturer's representatives (including address, telephone and fax numbers) identifying which light fixture types they represent shall be included with submittals. Submittals or requests for substitutions not meeting these requirements will be rejected. C. For linear light sources, submit scale plans and details of the lamp layout, method of installation of the lamp holders, lamps, reflectors, transformer housings and locations, secondary feeds and a complete bill of materials. Field dimensions required to be furnished by the contractor shall be shown on shop drawings. Shop drawings shall be revised after receipt of field dimensions to show exact location of lamps and lamp holders. A copy of the final complete shop drawings shall be included in the Operation and Maintenance Manuals. D. For custom fixtures, modified fixtures or linear fluorescent fixtures mounted in continuous rows, submit scaled drawings prepared by the manufacturer showing details of construction, lengths of runs, pendant and power feed locations, accessory pieces, finishes, and list of materials. Contractor to provide manufacturer with field dimensions where required. E. Product Samples, complete with housing, trim with 8' cord, plug, and specified lamp shall be submitted if requested. 1.8 MOCK UPS A. Where required in the contract documents, provide a mock-up of the lighting systems. The mock-up shall be erected in a time period and location that is acceptable to the Architect. The contractor shall assume that the mock-up will be located on the project site. B. The mock-up installation shall closely conform to the conditions of the actual installation as to: height, distance from the ceiling, number and type of lamps, materials, colors, etc. Submit a drawing of the mock-up condition for approval prior to commencing the construction. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS LIGHTING SECTION 16500 - 3 C. The purpose will be to study the general appearance and performance of the systems. Minor modifications may be required as a result of the mock-up to meet the specified performance criteria. These modifications and others that do not materially affect the cost of the installation shall be incorporated at no additional cost to the owner. 1.9 QUALITY ASSURANCE A. Fixtures and components shall be new and listed by Underwriters Laboratories (UL) or other testing lab acceptable to local jurisdiction. 1.10 WARRANTY A. Ballasts: Provide manufacturer's warranty for a period of not less than five years. Warranty shall include parts and labor to replace defective ballasts. B. Exit Signs Utilizing LED Lamp Technology: Provide manufacturer's warranty for a period of not less than five years including parts and labor for full replacement of defective product. 1.11 EXTRA MATERIALS A. Ballasts: Provide one case or 10% (whichever is less) of each type used on the project. Turn over to Owner and obtain signed receipt. B. Lamps: Provide one case of 10% (whichever is less) of each type used on the project. Turn over to Owner and obtain signed receipt. C. Fuses: Provide one case or 10% (whichever is less) of each type used on the project. Turn over to Owner and obtain signed receipt. D. Adjustable Accent Lights (track, recessed or surface mounted): Provide additional lenses, color filters and other accessories to be used during final focusing, as follows: 1. 20% or one case (whichever is less) of each lamp type (type, beam spreads, and wattages to be determined by the lighting designer). A spot and a flood lamp of the same wattage are considered to be two different lamp types. 2. 10% or one dozen each, (whichever is less) lenses, color filters and louvers (to be determined by the lighting designer). PART 2 MATERIALS 2.1 GENERAL MATERIAL REQUIREMENTS A. Fixtures shall be free of light leaks and designed to provide sufficient ventilation of lamps to provide the photometric performance required. Ballasts and transformers shall be adequately vented. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS LIGHTING SECTION 16500 - 4 B. All sheet metal work shall be free from tool marks and dents and shall have accurate angles bent as sharp as compatible with the gauges of the required metal. Intersections and joints shall be formed true and of adequate strength and structural rigidity to prevent any distortion after assembly. Finish exposed edges so no sharp or ragged edges are exposed. All miters shall be in accurate alignment with abutting intersecting members. C. Lamp holders shall hold lamps securely against normal vibrations and maintenance handling. D. Exterior Fixtures 1. Painted surfaces shall have an outfdoor life expectancy of not less than 20 years without any visible rust or corrosion 2. Diffusing materials shall be UV stabilized. 3. Finish colors shall be as specified 2.2 LENS A. Where fluorescent fixtures require a flat acrylic prismatic diffuser, the lens shall be virgin acrylic not less than 0.120 inches overall (0.125 inches nominal), unless noted otherwise. B. Light fixtures containing lamps which require protective shielding shall have tempered glass lenses. C. Flat Translucent Diffusers: Shall be 100% virgin acrylic and have matte finish on exterior side (facing away from lamps). Diffuser shall be thickness specified and shall be of sufficient density to completely obscure lamp image. D. Flat Clear Lenses: Injection molded 100% virgin acrylic or clear tempered glass, thickness as specified. 2.3 LAMPS — FLUORESCENT TYPE A. Bi -pin, T-8 rapid start, T5 programmed start, 32 watt, 3500°K color temperature unless otherwise noted. 80+ Color Rendering Index (CRI). Compact 17, DTT and TRT, 3500°K color temperature unless otherwise noted. See Lighting Fixture Schedule for other lamp types. B. Manufacturers: General Electric, Philips, Osram Sylvania or as noted in the Lighting Fixture Schedule. 2.4 LAMPS — INCANDESCENT TYPE A. Inside frosted, 120V, filament lamps rated for 2500 hours of life (extended service type). Reflector incandescent type rated for 2000 hours of life. B. Provide HIR technology lamps (by General Electric) for standard voltage PAR lamps and double ended tungsten halogen lamps, unless HIR technology is not available for specified lamps. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS ire LIGHTING SECTION 16500 - 5 r,. C. Low voltage lamps with dichroic reflectors, use Constant Color type (by General Electric) or aluminum back finishes. Coating on back of lamp shall be sufficiently dense and even to prevent light and heat from escaping out the back side of the reflector. D. Manufacturers: General Electric, Osram Sylvania, Philips, Ushio. 2.5 LAMPS - HIGH DENSITY DISCHARGE TYPE kis A. For indoor applications provide color corrected HPS (minimum 65 CRI) or color corrected metal halide (minimum CRI 65). For exterior applications provide clear metal halide or high pressure sodium unless specified otherwise. B. Refer to fixture schedule for specific metal halide and high pressure sodium lamps required. Mercury Vapor shall not be used. la C. Acceptable Manufacturers: General Electric, Osram Sylvania, Philips, Venture or as noted in the Light Fixture Schedule. 2.6 BALLASTS A. Shall be HPF (greater than 90%), UL and CBM listed, and certified by ETL. Shall be Class P, high power factor type; "A" sound rating. Each ballast captive bolt mounted in ballast channel and individually protected by an in-line GMF fuse in a Bussman HLR fuse holder. B. Lamps shall be operated on the type of circuit the lamp was designed for (preheat, rapid start, programmed start, etc). T8 lamps shall be operated on rapid start ballasts only. C. Low temperature and/or outdoor application: Provide ballasts suitable for low starting temperature where light fixture is located outdoors, in freezer or refrigerator or other location where ambient air temperature will be below 50 degrees F. D. Dimming Ballasts: Type required by dimmer manufacturer for proper operation and to maintain UL listing of dimming system components utilized. Total harmonic distortion shall not exceed 20% at any point within the dimming range. E. Electronic Fluorescent Ballasts: Shall meet the following regulatory requirements: 1. EMI and RFI limits set by the FCC (CFR47, part 18 and FCC Part 18,15j) 2. ANSI Standards C.62.41 transients and IEEE publication 587, category A (transients) 3. Minimum efficiency standards of Public Law No. 100-357 4. Starting sequence consistent with ANSI standard C82.1-1993 5. Acceptable manufacturers: EBT, Advance, GE/Magnatek, Valmont, Osram/Sylvania, Motorola. No generic ballast is acceptable. F. Magnetic Fluorescent Ballasts: In addition to the general requirements, provide magnetic ballasts where required in the lighting fixture schedule as follows: 1. Energy saving type with ballast factor not less than 95%. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS LIGHTING SECTION 16500 - 6 2. Acceptable manufacturers: Advance, GE/Magnatek, Robertson or as specifically noted in the lighting fixture schedule. G. Reduced light output ballasts are not acceptable except as noted otherwise in the light fixture schedule. H. Total harmonic distortion shall be less than 10% of the input current. Current crest factor shall be less than 1.7. Operating frequency shall be between 20 and 60 kHz with no visible flicker. I. Rapid Start ballasts shall be wired in series (or in parallel if manufactured accordingly) and Instant Start ballasts shall be wired in parallel. J. Ballasts for single ended lamps shall be program start with end of life protection. K. High Intensity Discharge 1. HPF type (minimum power factor 90%). 2. Sound Rating: "low noise" or "extra quiet". 3. Each ballast shall be individually protected by an in-line fuse in a Bussman fuse holder type HLR for 120 and 277 volt, type HEX for 208, 240 and 480 volt. 4. Metal Halide: Constant Wattage Autotranformer (CWA) except for lamps below 175 watts without ignitors where high resistance auto transformer type will be acceptable. Use Advance Transformer "Smart Cap" ballast where required by lamp selection. 5. High Pressure Sodium: Magnetic regulator or constant wattage ballast. Electronic ballasts where required by lamp selection. 6. Manufacturers - Magnetic Ballasts: Sylvania, Holophane, Jefferson, Advance, Universal. 7. Where ceramic metal halide lamps (Philips Master Color) are specified, use electronic ballasts. 8. Manufacturers — Electronic Ballasts: Aromat (for 39, 50, 70, 100 and 150 watts); Advance (for 39, 50, 70, 100 and 150 watts); Altman (150 watts), Innova (150 watt S/E T-6), Reliable (39WPAR20, 50, 70 and 100 watts), OSRAM (exMotorola) (70 watts) and Hatch (39 and 70 watts). L. Emergency Battery Packs 1. Where fluorescent fixtures are indicated or specified to have self-contained battery backup, provide battery pack(s) with 1100 lumen output for single lamp operation or as indicated. Unit shall have high temperature nickel cadmium battery, automatic transfer switch, battery charger high frequency inverter, installed test/charging indicator and switch, dual voltage, and be UL listed to standard 924. Provide normal switching connection where indicated. 2. Testing: Apply power for 24 hours, disconnect power observe, measure and record light output for specified 90 minute period. Continue to run on battery until automatic low battery cut-off circuit disconnects battery. Restore normal power and verify battery returns to charging mode. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS LIGHTING SECTION 16500 - 7 3. Warranty: Entire unit shall be warranted for 5 years, battery shall have 15 year life expectancy with 5 year full warranty and 7 additional years prorated warranty. Full warranty to cover labor and materials without charge. Prorated warranty to cover material only. M. Outdoor Lighting Standards 1. Pole/Luminaire Assemblies and Bollards: Supply luminaries, davit arms, brackets, poles, handhole covers, base components and all other accessories for a complete assembly. Manufacturer shall be responsible for proper fitting of all elements and the structural integrity of the unit. Provide assembly to withstand 100 mph steady wind rated poles with 1.3 gust factor. 2. Provide watertight insulating fuse and holder in the base of each lighting standard to individually protect each lighting fixture. Fuse holder similar to Buss style "HEX" (HEB permitted for 120V or 277V), with Buss fuse of appropriate ampacity and voltage. Provide fuse for each hot circuit wire; do not fuse neutral. PART 3 METHODS 3.1 LIGHTING FIXTURES, GENERAL A. Provide mounting accessories and trims as required for wall and ceiling construction types shown in Finish Schedule and on Drawings. The lighting fixture schedule does not differentiate between grid and flange mounting. The contractor shall r3view the architectural reflected ceiling plan to confirm locations where flange or other special mounting conditions are applicable. B. Verify weight and mounting method of fixtures and provide suitable supports. Fixture mounting assemblies shall comply with local seismic codes and regulations. C. Refer to architectural reflected ceiling plans for coordination of lighting fixtures with mechanical and fire safety equipment. Where conflicts occur, coordinate with Architect prior to installing lighting fixtures. D. Install lighting fixtures such that vent holes are free of air blocking obstacles. E. Recessed lighting fixtures located in ceilings with fire resistive rating of one hour or more shall be enclosed in an approved fire resistive enclosure with a rating equal to that of the ceiling. F. Adjust finish trim rings on all recessed fluorescent fixtures to be flush and level with the finished ceiling. G. Adjust variable position lamp holders for proper lamp position. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS r LIGHTING SECTION 16500 - 8 H. For three -lamp or four lamp fixtures, provide one two -lamp ballast for the outboard lamps in each fixture and an additional two -lamp ballast for the center lamp in each of two adjacent fixtures. I. Provide #18 AWG, 3 -wire flexible conduit connections (whips) for dual level switching as shown on Drawings for light fixtures recessed in accessible suspended ceilings. Provide 3 - wire whips for all dual level switching. Wire count on wire whips is not shown on Drawings and shall be the responsibility of the Contractor to provide proper wire count for the lighting control as shown on Drawings. J. Replace all burned out or inoperative lamps at the end of the construction prior to Owner occupancy. 3.2 FIXTURE SUPPORT A. Provide two #14 earthquake chains or #12 wire secured (at diagonally opposite fixture corners) to structural members above suspended ceiling for each recessed fluorescent fixture. 3.3 FIXTURE SWITCHING A. Provide two level switching when multiple switches are shown on the drawings. Three lamp and four lamp fluorescent fixtures shall be switched such that the center lamp(s) are on one switch and the other lamps are on another. 3.4 OUTDOOR LIGHTING BOLLARDS A. Provide galvanized anchor bolts and nuts, and plumb to true vertical using a nut above and below the base plate on the anchor bolts. Provide steel reinforced concrete footing with grout between base plate and concrete footings. Bollard footings shall be flush with grade with located in paved surface. Ground all components. 3.5 OUTDOOR LIGHTING STANDARDS A. Provide rebar reinforced concrete base. For bolted poles, provide galvanized anchor bolts and nuts and plumb to true vertical using a nut above and below the base plate on the anchor bolts. Pack grout between base plate and concrete base and provide drain hole below base plate to prevent accumulation of moisture inside pole base. Provide two pierce or individual covers for nuts exposed above the base plate of the same color as the pole. Ground pole and light fixture. END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS tem Woo Imo Inn lin LIGHTING FIXTURE SCHEDULE. SECTION 16501-1 LIGHTING FIXTURE SCHEDULE 1 LAMP TYPE IMAGE MANUFACTURER VOLT NO. TYPE BALLAST FIXTURE WATTS DESCRIPTION FLAG NOTES RECESSED FLUORESCENT d e i � p t Architectural Area lighting 'PIVOT"; SPI 'Echo 3.5': or approved equal 277 1 F28T5 Electronic THDc10% 34 Linearfluorescent wall mounted fixture. Extruded aluminum housing, cast aluminum mounting Mobs and brackets, field adjustable. Thermoset polyester powder coat finish. Snap tight extruded acrylic UV and impact resistant lens with silicone gasket. Formed aluminum cover to fit over standard 4' junction box. Clear anodized specular finish reflector. Provide custom mounting to allow arm brackets 5'-0" on comer. Provide dual level switched ballast. Integral electronic ballast with battery pack where indicated as emergency lighting fixture. Fbdure pact re for wet location. 1F2 Lithonia Gotham 6' "AF" Series: 277 1 CFTR32W Electronic 33 Recessed compact cend fluorescentuorescemtdown light withh horizontal lamp, nominal 6' le - sser, A ...�:,r.5 Hai Portfolio "C' Series: Kurt Versen 'P' Series Ughtoffer "8031" Series Omega sr Series Prescdite'CFf'Series THD<10% aperture. Clear semi -specular Alzak parabolic cone, self -flanged overlap trim, low iridescent finish. Acrylic prismatic lens. Electronic ballast Ballast shall operate all manufacturer's 26 or 32 watt lamps. Maximum recess depth 6-314'. Wet location listed. Provide with built in battery pack where indicated as emergency drone. -3 114 I , ' — E, Cole 'Ideas C1392' Series or approved equal 120 1 CF7W Electronic THD<10% 8 Compact fluorescent step light. Narrow surface fixture body and interior components constructed of 20 ga. 304 stainless steel. Satin finish . Sanded.125" fisted .125" clear acrylic diffuser with neoprene gasket. Tamperproof alien head faceplate screws. Isted for wet locations. Electronic ballast. Fodure to mount M architectural handrail - confirm mounting with architectural drawings. Fixture housing measures 2'x 2'x 12-3/4' high. /I I ,.,� . - ul +ti" Columbia CS Series; Lithonia C Series; Metalux SS Series; Day -Brite T Series; Lightolier SW Series; HE Williams 76 Series 120 2 F32T8 Electronic THDr10% 81 Surface mounted two lamp fluorescent strip fixture nominal 48". Die formed steel, high reflectance baked white enamel finish. Provide with wire guard. Provide with battery pack. Electronic ballast. r F5 ILt t `:. I Gardco 300 Line Series; FC Lighting FCC Series; Aflscape BL125 Series 120 1 PLT42W Electronic THD .10% 46 Surface ceiling mounted cylindrical down light. Die Cast aluminum housing, 7.5" diameter x 12" high. Glass Lens with die cast aluminum trim assembly. Integral electronic ballast. Polyester powder coat finish in color to be selected by Architect. IL Listed Wet Location Listed. Provide with integral battery back up. 11 a 10 Lighting 'Luxrair Series; Lightech'Lighted Handrail' Cole'Lghirai' Winona 'Lighted Handrail' 120/ 24 VAC N/A LED WA 2.1 watts Per led Stainless steel handrail housing LED downlights. Housing shall be 1.9' diameter and shal meet ADA requirements. Vandal resistant access chamber UL listed for wet location. Drivers will be remote mounted In weatherproof enclosures. All parts pre -fabricated to field dimensions. Provide LED's in lengths as shown the drawings. Exact construction of handrail to be Coordinated with the architect. LED's to be 3000K 2_ 1 .., Visual Lighting Technologies LUX Series: FC Lighting 'FCLED' Series Design Plan GX SoneconstructionDie 120/ 24 3 1 watt LED WA 3 Recessed, due, 3x1 W, exterior LED uptight. Marine grade, corrosion resistant heavy pressure die-cast aluminum construction exterior housing and faceplate cast aluminum interior housing and collar with brass insert nuts. Captive and recessed tamper resistant, hex socket screws. Extruded silicone gasket conformed to lens. Diffuser lens is 3/8' thick, clear tempered glass, [1.1 ` heat resistant. Provide drivers sized as required for the installation and as required by the manufacturer. 3 I I.. 7",.;')Visual —•' - . 3 -- �. __._-._..__.... Sistemalux 'LED PLUS' Series; Lighting Technologies LUX24 Series; Design Plan C4X Series 120/ VAC 3 1 watt LED N/A 3 Recessed. color changing, 3x1 W, exterior LED uptight. Marine grade. corrosion resistant, heavy pressure die-cast aluminum construction exterior housing and faceplate. Die-cast aluminum Interior housing and collar with brass insert nuts. Captive and recessed extruded silicone tamper resistant, hex socket screws. silicone gasketeng, conformed to lens. Diffuser Extruded is 3/8' tempered glass. heat resistant. Provide complete with DIAD( Controller,-- drivers and controllers as required by the manufacturer for a complete and operational system. Yr IND 2705 MUSEUM OF FLIGHT yh„ PEDESTRIAN BRIDGE CONTRACT DOCUMENTS 110907 LIGHTING FIXTURE SCHEDULE SECTION 16501-2 2705 MUSEUM OF FLIGHT PEDESTRIAN BRIDGE CONTRACT DOCUMENTS 110907 bous kir LAMP TYPE IMAGE MANUFACTURER VOLT NO. TYPE BALLAST FIXTURE WATTS DESCRIPTION FLAG NOTES Ml,_- I e I Hydrel M9400 Series; Lumiere 6002A scape Series; AllSL Series; Eztenuervert SPIP Series 277 1 CDM35/ PAR20/FL (Philips Electronic THDc10% 45 Ground recessed metal halide landscape up light Cast bronze door, injection molded ABS rough -in section, UV stabilized. Stainless steel lamp module. Housing sealed and purged W all moisture to -100° F. Nominal 9' diameter, 14.4' deep. Supply with 159amp tik and 360° rotation. Double lens of flat tempered glass. Ballast and lamp c compartments shale be seated modular units with ballast located Inside housing, below lamp. Amaral or Advance electronic ballast. .;�. ass r � ��^^ „ �"�., +x (©j ,. a z, BA? - • GENERAL NOTES THIS SCHEDULE OFTEN REFLECT ONLY THE MANUFACTURERS SERIES NUMBER. FIXTURE COMPONENTS DESCRIBED ON THIS SCHEDULE AND IN THE SPECIFICATIONS SHALL BE SUBSTITUTION WILL ONLY BE ACCEPTED IF QUALITY AND APPEARANCE ARE SHOWN TO BE EQUAL TO THE FIXTURE DESCRIBED. 151 BUSINESS DAYS PRIOR TO THE CLOSING OF BIDS. FOR ALL OUTDOOR FIXTURES. FIXTURES SHALL BE PROVIDED WITH IN-LINE GLR FUSE. CONDTONS FOR PROPER MOUNTING HARDWARE I. CATALOG NUMBERS PROVIDED IN OPTIONS, ACCESSORIES AND OTHER PROVIDED REGARDLESS OF THIS NUMBER. PHOTOMETRICS, CONSTRUCTION/COMPONENT SUBSTITUTIONS MUST BE RECEIVED 2PROVIDE COLD WEATHER BALLASTS 3. ALL FLUORESCENT AND HID LIGHTING 4, CONTRACTOR TO VERIFY CEIUNG FL4G_NQTES 1. WHERE FIXTURES ARE SHOWN SHADED PROVIDE TYPE Bet BATTERY BALLAST WITH REMOTE TEST BUTTON. 2705 MUSEUM OF FLIGHT PEDESTRIAN BRIDGE CONTRACT DOCUMENTS 110907 bous kir LIGHTING CONTROL EQUIPMENT SECTION 16930 - 1 PART 1 GENERAL 1.1 GENERAL A. Specifications and drawings describe a lighting control system consisting of the following components which may operate separately or in combination with each other: 1. Time Clock 2. Photocells 164 3. Electrically Held Relays B. Drawings are diagrammatic only in that they indicate where controls are required per governing code requirements. As every manufacturer's control solution are different, it is understood by the contractor that a vendor solution will be required for all components specified herein. Indicated device layout and requirements are in no way intended to be nor should be interpreted as final. It will be the contractor's responsibility to provide all required devices and 16+ ancillary equipment required to provide proper coverage for spaces where control devices are indicated. C. Lighting control equipment as specified herein may operate as a standalone building lighting control system or it may operate in conjunction with a separate low voltage building automation system (by others). For all specified equipment herein, include equipment installation, submittals, shop drawings, startup, training, documentation, programming and 5 year extended warranty. 1.2 SUBMITTALS (ALL PRODUCTS) A. Installation Instructions: Manufacturer's installation instructions. B. Maintenance Manuals: Maintenance manuals shall contain actual equipment cut sheets for each device type used for the project. Manual shall also include operation instructions, troubleshooting procedures, spare parts list for equipment and all the wiring documentation called for in the submittal. C. Spare Parts: Provide a list of manufacturer's recommended spare parts. Include description, quantity and cost. D. Closeout Submittals: Warranty documents specified herein. E. O&M Manuals: Provide complete O&M manual materials and indicate as -built revisions. Manuals shall include owner approval log for sensor coverage where such devices are installed. 1.3 QUALITY ASSURANCE A. Manufacturer's Qualifications: Firms regularly engaged in manufacture of lighting control equipment, occupancy sensors, daylight harvesting controls and ancillary equipment, of types, ratings and capacities required, whose products have been in satisfactory use in similar service for not less than 5 years. Factory trained technician shall be available for functional test, startup and commissioning. Factory trained application engineer shall provide programming, training and startup. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS LIGHTING CONTROL EQUIPMENT SECTION 16930 - 2 B. Source Limitations: To assure compatibility, obtain lighting control and associated devices from a single source with complete responsibility over all lighting controls, including accessory products. The use of subcontracted component assemblers is not acceptable. C. ISO Certification: Manufacturer shall be ISO -9001 certified. D. Codes and Standards 1. Testing Laboratory Compliance: Comply with applicable requirements of UL standard 916. Provide lighting control equipment and components which are UL or ETL listed and labeled per Std. 916. 2. NEMA Compliance: Comply with applicable requirements of NEMA's standard. 3. EIA Compliance: Comply with applicable requirements of Electronic Industries Association standards pertaining to telephone and electronic systems. 4. California Title 24 compliant. 1.4 DELIVERY, STORAGE AND HANDLING A. Deliver lighting control equipment and components in factory -fabricated type containers or wrappings, which properly protect equipment from damage. B. Store lighting control equipment in original packaging and protect from weather and construction traffic. Wherever possible, store indoors; where necessary to store outdoors, store above grade and enclose with watertight wrapping. C. Handle lighting control equipment carefully to prevent physical damage to equipment and components. Do not install damaged equipment; remove from site and replace damaged equipment with new. 1.5 Provide attachments and bracing for lighting control equipment conforming to the requirements of current ICC Code. PART 2 PRODUCTS 2.1 Manufacturers: Lighting Control and Design GR1400 DTC MODEM, ILC Apprentice II or approved equal A. Control Panel Specifications (based on LC&D) 1. GR 1400DTC Modem a. Controller for up to 16 electrically held relays 2. Inputs a. Digital Inputs For Ancillary Devices 1) Digital Switches 2) Photo Cell 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS Ihro LIGHTING CONTROL EQUIPMENT SECTION 16930 - 3 3. Features a. Automatic day light savings time adjustment b. Prioritization of switch inputs and TOD schedules c. Astronomical clock d. Local On/Off control of individual relays e. Memory backup: Super capacitor, 7 day memory, maintenance free f. Modem 4. Programming a. Keypad b. Modem B. Manufacturers: Subject to compliance with requirements, provide lighting control equipment of one of the following: 1. Photocells a. Photocell to operate as described on plans. 2.2 PHOTO CELL A. Exterior: Photocell to be provided by lighting control relay panel manufacturer for guaranteed compatibility. PART 3 EXECUTION 3.1 EXAMINATION A. Contractor shall examine areas and conditions under which lighting control equipment is to be installed and notify architect in writing of conditions detrimental to proper completion of the work. Do not proceed with the work until unsatisfactory conditions have been corrected in a manner acceptable to the Installer. 3.2 INSTALLATION OF LIGHTING CONTROL EQUIPMENT A. Install lighting control system components and ancillary equipment as indicated, in accordance with equipment manufacturer's written instructions, and with recognized industry practices, to ensure that lighting control equipment complies with requirements. Comply with requirements of NEC, and applicable portions of NECA's "Standard of Installation" pertaining to general electrical installation practices. 3.3 PHOTO CONTROL A. Exterior: Provide roof mounted (unless noted otherwise) support stand. Orient light sensor in northerly direction. B. Interior: Install per manufacturer's installation instructions. 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS LIGHTING CONTROL EQUIPMENT SECTION 16930 - 4 3.4 LIGHTING CONTROLS A. Install control equipment with required wiring to achieve lighting control noted. All remote equipment not installed at or near serving devices shall be mounted in a suitable enclosure(s). B. Remote exterior and interior lighting control equipment shall be installed in separate enclosures with phenolic label clearly identifying each system. 3.5 FIELD QUALITY CONTROUCOMMISSIONING A. Upon completion of installation and after circuitry has been energized contractor shall complete the following: 1. Perform manual test of each circuited relay to confirm relay functionality and wiring per relay schedule. By using override control to close and open each relay. Record results. 2. Perform manual test of photocell, timeclock and any switch stations provided as part of system. Record results of tests. (This test may be performed after start-up by factory trained representative). 3. Make corrections as needed and re -test until system operates according to design. Provide report with recorded results to Owner as part of O&M Manuals. Provide a copy of report to be left with panel schedule in relay enclosure. 3.6 PERSONNEL TRAINING A. Building Operating Personnel Training: Train Owner's building personnel in procedures for starting -up, testing and operating lighting control system equipment. Training to be a minimum of one 2 hour session upon completion of commissioning and one 1 hour session 30 days after project completion. END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS PROJECT CLOSEOUT SECTION 16999 - 1 i„., PART 1 GENERAL 1.1 Perform project closeout procedures and provide all "as -built" shop drawings and record "as - built" electrical drawings. PART 2 MATERIALS is 2.1 RECORD DRAWINGS A. Submit one reproducible copy of the construction as -built record drawings. Record drawings r� shall be incorporated in Autocad format only (No manual drafting on paper is acceptable). 2.2 O & M MANUALS A. Prepare and submit per Section 16010. PART 3 PROCEDURES 3.1 Closeout Procedures: Perform the following: A. Perform all required tests and include test documentation in O&M Manuals. B. Provide permanent nameplates on electrical equipment as required by the contract. C. Provide typed index cards with actual "as -built" circuit descriptions. Include copy in O&M Manual. D. Provide as -built marked -up copies of all panel schedules showing actual "as -built" circuit descriptions and associated loads for each circuit. Include copy in O&M Manual. E. Obtain final electrical inspection. Include copies in 0 & M Manual. F. Prepare written one-year warranty and include in O&M Manuals. G. Deliver O&M Manuals to Architect. H. Deliver As -Built record drawings to Architect. I. Provide instruction sessions for systems indicated in this specifications. J. Provide final clean-up in all electrical closets, electrical equipment and devices. i.i 3.2 FINAL ACCEPTANCE A. To request final acceptance submit a copy of this specification page with each Closeout Procedure initialed and dated as complete, along with a copy of the final observation report punch list(s) with each item also initialed and dated as complete. END OF SECTION 2705 MUSEUM OF FLIGHT 110907 PEDESTRIAN BRIDGE CONSTRUCTION DOCUMENTS 1164 6.4 air tl� 2006 Washin. on State Nonresidential Ener!i Code Co •fiance Form Interior Lighting Summary LTG -INT 2006 Washington State Nonresidential Energy Code Compliance Forms Revised July 2007 Project Info Project Address museum of dight Date 11/8/2007 Pedstrian Bridge For Building Department Use Tukwila, WA Applicant Name: SAG Architects Applicant Address: 101 Yosler way, suite zoo, Seattle WA Applicant Phone: 206 973 1700 Project Description ® New Building ■ Addition ■ Alteration ■ Plans Induded Refer to WSEC Section 1513 for controls and commissioning requirements. Compliance Option 0 Prescriptive • Lighting Power Allowance (See Qualification Checklist (over). hdicate Prescriptive & LPA 0 Systems Analysis spaces clearly on plans.) Alteration Exceptions (check appropriate box - sec. 1132.3) ■ No changes are being made to the lighting • Less than 60% of the fixtures new, installed wattage not increased, & space use not changed. Maximum Allowed Lighting Wattage Location (floor/room no.) Occupancy Description Allowed Watts per ft2** Area in ft2 Allowed x Area no interior lighting, exterior only " From Table 15-1 (over) - document all exceptions on form LTG -LPA Proposed Lighting Wattage Total Allowed Watts Location (floor/room no.) Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed Total Proposed Watts may not exceed Total Allowed Watts for Interior Total Proposed Watts Notes: 1. For proposed Fixture Description, indicate fixture type, lamp type (e.g. T-8), number of lamps in the fixture, and ballast type (if included). For track lighting, list the length of the track (in feet) in addition to the fixture, lamp, and ballast information. 2. For proposed Watts/Fixture, use manufacturer's listed maximum input wattage of the fixture (not simply the lamp wattage) and other criteria as specified in Section 1530. For hard -wired ballasts only, the default table in the NREC Techrrcal Reference Manual may also be used. For track fighting, list the greater of actual luminaire wattage or length of track multiplied by 50, or as applicable, the wattage of current limiting devices or of the transformer. 3. List all fixtures. For exempt lighting, note section and exception number, and leave Watts/Fixture blank. 2006 Washin on State Nonresidential Ener Code Co • liance Form Interior Lighting Summary (back) • LTG -INT 2006 Washington State Nonresidential EnergyCode Compliance For Revised July 2007 Prescriptive Spaces occupancy: 0 Warehouses, storage areas or aircraft storage hangers 0Other I Qualification Checklist Note: If occupancy type is 'Other' and fixture answer is checked, the number of fixtures in the space is not limited by Code. Clearly indicate these spaces on plans. If not qualified, do LPA Calculations. Lighting Fixtures: (Section 1521) 0.9 ■ Check if 95% or more of fixtures comply with 1,2 or 3 and rest are ballasted. 1. Fluorescent fixtures which are non -lensed with a) 1 or 2 two lamps, b) reflector or louvers, c) 5-60 watt T-1, T-2, T-4, T-5, T-8 lamps, and d) hard -wired elec- trordc dimming ballasts. Screw-in compact fluorescent fixtures do not qualify. 2. Metal Halide with a) reflector b) ceramic MH lamps <=150w c) electronic ballasts 3. LED lights. TABLE 15-1 Unit Lighting Power Allowance (LPA Use' LPA2 (W/sf) Use' LPA2 (W/sf) Automotive facility 0.9 Office buildings, office/administrative areas in facilities of other use types (including but not limited to schools hospitals, institutions, museums, banks, 7.11 churches) ' 1.0 Convention center 1.2 Penitentiary and other Group 1-3 Occupancies 1.0 Courthouse 1.2 Police and fire stations" 1.0 Cafeterias, fast food establishments5, restaurants/bars5 1.3 Post office 1.1 Dormitory 1.0 Retail75, retail banking, mall concourses, wholesale stores (pallet rack shelving) 1.5 Exercise center 1.0 School buildings (Group E Occupancy only), school classrooms, day care centers 1.2 Gvmnasia9. assembly spaces9 1.0 Theater. motion picture 1.2 Health care clinic 1.0 Theater. performing arts 1.6 Hospital, nursing homes, and other Group 1-1 and 1-2 Occupancies 1.2 Transportation 1.0 Hotel/motel 1.0 Warehouses", storage areas 0.5 Hotel banaueticonterence/exhibition hall3•` 2.0 Workshops 1.4 Laboratory spaces (all spaces not classified laboratory" shall meet office and other appropriate categories) 1.8 Parking garages 0.2 Laundries 1.2 Libraries5 1.3 Plans Submitted for Common Areas Only( Manufacturing facility 1.3 Main floor building lobbies3 (except mall concourses) 1.2 Museum 1.1 Common areas, corridors, toilet facilities and washrooms, elevator lobbies 0.8 Footnotes for Table 15-1 1) In cases in which a general use and a specific use are listed, the specific use shall apply. In cases in which a use is not mentioned specifically, the Unit Power Allowance shall be determined by the building official. This determination shall be based upon the most comparable use specified in the table. See Section 1512 for exempt areas. 2) The watts per square foot may be increased, by two percent per foot of ceiling height above twenty feet, unless specifically directed otherwise by subsequent footnotes. 3) Watts per square foot of room may be increased by two percent per foot of ceiling height above twelve feet. 4) For all other spaces, such as seating and common areas, use the Unit Light Power Allowance for assembly. 5) Watts per square foot of room may be increased by two percent per foot of ceiling height above'nine feet. 6) Reserved. 7) For conference rooms and offices less than 150ft2 with full height partitions, a Unit Lighting Power Allowance of 1.10 w/ft2 may be used. 8) Reserved. 9) For indoor sport tournament courts with adjacent spectator seating over 5,000, the Unit Lighting Power Allowance for the court area is 2.60 W/ft2. 10) Display window illumination installed within 2 feet of the window, provided that the display window is separated from the retail space by walls or at least three -quarter -height partitions (transparent or opaque). and lighting for free-standing display where the lighting moves with the display are exempt. An additional 1.5 w/ft2 of merchandise display luminaires are exempt provided that they comply with all three of the following: a) located on ceiling -mounted track or directly on or recessed into the ceiling itself (not on the wall). b) adjustable in both the horizontal and vertical axes (vertical axis only is acceptable for fluorescent and other fixtures with two points of track attachment). c) fitted with LED, tungsten halogen, fluorescent, or high intensity discharge lamps. This additional lighting power is allowed only if the lighting is actually installed. 11) Provided that a floor plan, indicating rack location and height, is submitted, the square footage for a warehouse may be defined, for computing the interior Unit Lighting Power Allowance, as the floor area not covered by racks plus the vertical face area (access side only) of the racks. The height allowance defined in footnote 2 applies only to the floor area not covered by racks. 116.4 two haw rrr r.. 2006 Washington State Nonresidential Energy Code Compliance Form Exterior Lighting Summary LTG -EXT 2006 Washington State Nonresidential Energy Code Compliance Forms Reased July 2007 Project Info Proj Addres,seum of flight Date 11/8/2007 Area (ft2), perimeter (If) or # of items Pedstrian Bridge For Building Department Use Covered Pedestrian Bridge Tukwila, 1t. Name: SAG Architects Appl. Name 101 Yealer Way, Suite 200, Seattle 1W Appl. Phone 206 973 1700 Project Description 12.0 360.0 sr New ■ Addition ■ Alteration ■ Plans Included Refer to WSEC Section 1513 for controls and commissioning requirements. Compliance Option 0 Lighting Power Allowance 0 Systems Analysis I Building Grounds (luminaires >100 Watts) F5 - Fluorescent surface can downlight motion Sensor 46.0 ■ Efficacy > 60 lumens/W ■ Controlled by • Exemption (list) 1 45.0 45.0 Alteration Exceptions (check appropriate box - sec. 1132.3) 11 - Flush floor LED uplight 68 ■ No changes are being made to the lighting 204.0 ■ Less than 60% of the fixtures new, installed wattage not increased, & space use not changed. Tradable Maximum Allowed Lighting Wattage Tradable Locations Description Allowed Watts per ft2 or per If Area (ft2), perimeter (If) or # of items Allowed Watts x ft2 (or x If) Canopies and Overhangs Covered Pedestrian Bridge 1.25 W/ft2 4615.0 5768.8 Main Entry Entry to Museum of Flight 30 W/LF of door widt 12.0 360.0 Grounds Walkways <10 wide ramp I 1.0 W/LF 104.0 104.0 Tradable Proposed Lighting Wattage Total Allowed Watts 6232.8 Use mfgr listed maximum input wattage. For fixtures with hard -wired ballasts only, the default table in the NREC Technical Reference Manual may also be used. Location Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed Bridge Fl - F28T5 Linear Fluorewcent 71 34.0 2414.0 F2 - Recessed fluorescent downlight 2 33.0 66.0 F3 - Fluorescent step light 10 8.0 80.0 F5 - Fluorescent surface can downlight 4 46.0 184.0 mi - metal halide up light 1 45.0 45.0 11 - Flush floor LED uplight 68 3.0 204.0 Total Proposed Watts may not exceed Total Allowed Watts for Exterior Non -Tradable Maximum Allowed Lighting Wattage Total Proposed Watts j 2993.0 Non -Tradable Locations Description Allowed Watts per ft2 or per If Area (ft2), perimeter (If) or # of items Allowed Watts x ft2 (or x If) Non -Tradable Proposed Lighting Wattage Location Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed Proposed Watts may not exceed Allowed Watts for Category rr.+ 2006 Washin' on State Nonresidential Eneru Code Co 'fiance Form Exterior Lighting Summary (back) LTG -EXT 2006 Washington State Nonresidential Energy Code Compliance For TABLE 15-2 LIGHTING POWER DENSITIES FOR BUILDING EXTERIORS Revised July2007 Tradable Surfaces (Lighting power densities for uncovered parking areas, building grounds, building entrances and exits, canopies and overhangs and outdoor sales areas may be traded.) Uncovered Parking Areas Parking lots and drives 10.15 W/ft2 Building Grounds Walkways less than 10 feet wide 1.0 W/linear foot Walkways 10 feet wide or greater Plaza areas Special feature areas 0.2W/ft2 Stairways 1.0 W/ft2 Building Entrances and Exits Main entries 30 W/linear foot of door width Other doors 20 W/linear foot of door width Canopies and Overhangs Canopies (free standing and attached and overhangs) 1.25 W/ft2 Outdoor Sales • Open areas (including vehicle sales lots) 0.5 W/ft2 Street frontage for vehicle sales lots in addition to "open area" allowance 20 W/linear foot Non -Tradable Surfaces (Lighting power density calculations for the following applications can be used only for the specific application and cannot be traded between surfaces or with other exterior lighting. The following allowances are in addition to any allowance otherwise Building Facades 0.2 W/ft2 for each illuminated wall or surface or 5.0W/linear foot for each illuminated wall or surface length Automated teller machines and night depositories 270 W per location plus 90 W per additional ATM per location Entrances and gatehouse inspection stations at guarded facilities 1.25 W/ft2 of uncovered area (covered areas are included in the "Canopies and Overhangs" section of "Tradable Surfaces") Loading areas for law enforcement, fire, ambulance and other emergency service vehicles 0.5 W/ft2 of uncovered area (covered areas are included in the "Canopies and Overhangs" section of "Tradable Surfaces") permitted in the "Tradable Surfaces" section of this table.) Material handling and associated storage 0.5 W/82 Drive -up windows at fast food restaurants 400W per drive-through Parking near 24-hour retail entrances 800 W per main entry V 2006 Washington State Nonresidential Energy Code Compliance Form Lighting, Motor, and Transformer Permit Plans Checklist LTG -CHK 2006 Washington State Nonresidential Energy Code Compliance Forms Revised July 2007 Project Address Museum of Flight Date 11/8/2007 The following information is 2006 Washington State Nonresidential necessary to check a permit Energy Code. application for compliance with the lighting, motor, and transformer requirements in the Applicability (yes, no, n.a.) Code Section Component Information Required Location on Plans Building Department Notes LIGHTING CONTROLS (Section 1513) yes 1513.1 Local controVaccess Schedule with type, indicate locations elec rm yes 1513.2 Area controls Maximum limit per switch elec rm n.a. 1513.3 Daylight zone control Schedule with type and features, indicate locations n.a. vertical glazing Indicate vertical glazing on plans n.a. overhead glazing Indicate overhead glazing on plans n. a. 1513.4 Display/exhib/special Indicate separate controls 1513.5 Exterior shut-off Schedule with type and features, indicate location yes (a) timer w/backup Indicate location elec rm yes (b) photocell. Indicate location 1513.6 Inter. auto shut-off Indicate location yes 1513.6.1 (a) occup. sensors Schedule with type and locations yes 1513.6.2 (b) auto. switches Schedule with type and features (back-up, override capability); Indicate size of zone on plans n.a. 1513.7 Commissioning Indicate requirements for lighting controls commissioning EXIT SIGNS (Section 1514) n.a. I 1514 Max. watts Indicate watts for each exit sign LIGHTING POWER ALLOWANCE (Section 1530-1532) yes 1531 Interior Lighting Summary Form Completed and attached. Schedule with fixture types, lamps, ballasts, watts per fixture yes 1532 Exterior Lighting Summary Form Completed and attached. Schedule with fixture types, lamps, ballasts, watts per fixture MOTORS (Section 1511) n.a. I 1511 Elec motor efficiency MECH-MOT or Equipment Schedule with hp, rpm, efficiency TRANSFORMERS (Section 1540) n.a. I 1540 'Transformers 'Indicate size and efficiency I I If "no" is circled for any question, provide explanation: Iti r nt• a 2006 Washin ton State Nonresidential Ener! Code Com •Hance Form • Lighting, Motor, and Transformer Permit Plans Checklist LTG -CHK 2006 Washington State Nonresidential Energy Code Compliance Forms Revised July 2007 Lighting - General Requirements 1513 Lighting Controls: Lighting, including exempt lighting in Section 1512, shall comply with this section. Where occupancy sensors are cited, they shall have the features listed in Section 1513.6.1. Where automatic time switches are cited, they shall have the features listed in Section 1513.6.2. 1513.1 Local Control and Accessibility: Each space, enclosed by walls or ceiling -height partitions, shall be provided with lighting controls located within that space. The lighting controls, whether one or more, shall be capable of turning off all lights within the space. The controls shall be readily accessible, at the point of entry/exit, to personnel occupying or using the space. EXCEPTIONS: The following lighting controls may be centralized in remote locations: 1. Lighting controls for spaces which must be used as a whole. 2. Automatic controls. 3. Controls requiring trained operators. 4. Controls for safety hazards and security. 1513.2 Area Controls: The maximum lighting power that may be controlled from a single switch or automatic control shall not exceed that which is provided by a 20 ampere circuit loaded to not more than 80%. A master control may be installed provided the individual switches retain their capability to function independently. Circuit breakers may not be used as the sole means of switching. EXCEPTIONS: 1. Industrial or manufacturing process areas, as may be required for production. 2. Areas less than 5% of the building footprint for footprints over 100,000 ft2. 1513.3 Daylight Zone Control: All daylighted zones, as defined In Chapter 2, both under overhead glazing and adjacent to vertical glazing, shall be provided with individual controls, or daylight- or occupant -sensing automatic controls, which control the lights independent of general area lighting. Contiguous daylight zones adjacent to vertical glazing are allowed to be controlled by a single controlling device provided that they do not include zones facing more than two adjacent cardinal orientations (i.e. north, east, south, west). Daylight zones under overhead glazing more than 15 feet from the perimeter shall be controlled separately from daylight zones adjacent to vertical glazing. EXCEPTION: Daylight spaces enclosed by walls or ceiling height partitions and containing 2 or fewer light fixtures are not required to have a separate switch for general area lighting. 1513.4 Display, Exhibition and Specialty Lighting Controls: All display, exhibition or specialty lighting shall be controlled independently of general area lighting. 1513.5 Automatic Shut-off Controls, Exterior: Lighting for all exterior applications shall have automatic controls capable of turning off exterior lighting when sufficient daylight is available or when the lighting is not required during nighttime hours. Lighting not designated for dusk -to -dawn operation shall be controlled by either: a. A combination of a photosensor and a time switch; or b. An astronomical time switch. Lighting designated for dusk -to -dawn operation shall be controlled by an astronomical time switch or photosensor. All time switches shall be capable of retaining programming and the time setting during loss of power for a period of at least 10 hours. • EXCEPTION: Lighting for covered vehicle entrances or exits from buildings or parking structures where required for safety, security, or eye adaptation. 1513.6 Automatic Shut -Off Controls, interior: Buildings greater than 5,000 ft2 and all school classrooms shall be equipped with separate automatic controls to shut off the lighting during unoccupied hours. Within these buildings, all office areas less than 300 ft2 enclosed by walls or ceiling - height partitions, and all meeting and conference rooms, and all school classrooms, shall be equipped with occupancy sensors that comply with Section 1513.6.1. For other spaces, automatic controls may be an occupancy sensor, time switch or other device capable of automatically shutting off lighting. EXCEPTIONS: 1. Areas that must be continuously illuminated in a manner requiring manual operation of the lighting. 2. Emergency lighting systems. 3. Switching for industrial or manufacturing process facilities as may be required for production. 4. Hospitals and laboratory spaces. 5. Areas in which medical or dental tasks are performed are exempt from the occupancy sensor requirement. 1513.6.1 Occupancy Sensors: Occupancy sensors shall be capable of automatically turning off all the lights in an area, no more than 30 minutes after the area has been vacated. Light fixtures controlled by occupancy sensors shall have a wall -mounted, manual switch capable of turning off lights when the space is occupied. EXCEPTION: Occupancy sensors in stairwells are allowed to have two step lighting (high -light and low - light) provided the control fails in the high -light position. 1513.6.2 Automatic Time Switches: Automatic time switches shall have a minimum 7 day clock and be capable of being set for 7 different day types per week and incorporate an automatic holiday "shut-off" feature, which turns off all loads for at least 24 hours and then resumes normally scheduled operations. Automatic time switches shall also have program back-up capabilities, which prevent the loss of program and time settings for at least 10 hours, if power is interrupted. Automatic time switches shall incorporate an over -ride switching device which: a. is readily accessible; b. is located so that a person using the device can see the lights or the areas controlled by the switch, or so that the area being illuminated is annunciated; c. is manually operated; d. allows the lighting to remain on for no more than 2 hours when an over -ride is initiated; and e. controls an area not exceeding 5,000 ft2 or 5% of the building footprint for footprints over 100,000 ft2, whichever is greater. 1513.7 Commissioning Requirements: For lighting controls which include daylight or occupant sensing automatic controls, automatic shut-off controls, occupancy sensors, or automatic time switches, the lighting controls shall be tested to ensure that control devices, components, equipment and systems are calibrated, adjusted and operate in accordance with approved plans and specifications. Sequences of operation shall be functionally tested to ensure they operate in accordance with approved plans and specifications. A complete report of test procedures and results shall be prepared and filed with the owner. Drawing notes shall require commissioning in accordance with this paragraph. 1514 Exit Signs: Exit signs shall have an input power demand of 5 Watts or less per sign. Motors - General Requirements 1511 Electric Motors: All permanently wired polyphase motors of 1 hp or more, which are not part of an HVAC system, shall comply with Section 1437. EXCEPTIONS: 1. Motors that are an integral part of specialized process equipment. 2. Where the motor is integral to a listed piece of equipment for which no complying motor has been approved. Transformers - General Requirements SECTION 1540 — TRANSFORMERS The minimum efficiency of a low voltage dry -type distribution transformer shall be the Class I Efficiency Levels for distribution transformers specified in Table 4-2 of the "Guide for Determining Energy Efficiency for Distribution Transformers" published by the National Electrical Manufacturers Association (NEMA TP -1-2002). 9MA Wgchinntno Ctate Nnoraciriantial Fnornu midi (`.mmnlianre Fnrm EXCEPTIONS: 1. Areas that must be continuously illuminated (e.g., 24-hour convenience stores), or SUPPLEMENTAL SPECIFICATIONS AND SPECIAL PROVISIONS CITY OF TUKWILA EAST MARGINAL WAY/S 94TH P LAC E TRAFFIC SIGNAL MODIFICATION Prepared for SRG PARTNERSHIP, INC. 101 Yessler Way, Suite 200 Seattle, WA 98164 Prepared by TraffEXr NORTHWEST TRAFFIC EXPERTS 10104 111th Ave. N.E. Kirkland, WA 98033 425.522.4118 November 9, 2007 r . McCa r --TEFPower St ingenuity ;ustomer name: 1rd GELcore Pricing ATTN: Fax•# L PHONE# FCT16AeTFf ..cuIPDIM1 Lai tt� rtt tti (i QUOTATION FORM Quotation Date 5-18--2006 Salesperson JIM FAUCONNIER Inquiry Date PO Number. _QUID VIA r onarr TPDBIM Signal Equipment: 30 -45 -gays Best Way $153.00 $78.00 $78.00 $44.48 $50.05 $65.27 $65.27 $122.20 $54.28 $60.78 $114.88 $114.88 $5525 $59.15 $84.5€1 $85.94 35428 560.78 $116.88 $114.88 5159.90 $137.00 5581.25 $267.50 yt P[:YA *tar as. B.E. MrwErr... WA G_'"a:!1 'VW*r airtlakr...r=r 1 M82527 LED,GELCORE PV LAMP GREEN 1 M82525 LED,GELCORE PV LAMP RED 1 M82528 LED,GELCORE PV LAMP YELLOW 1 M81157 LED,GELCORE 8" RED 1 M82214 LED.GELCORE 8" YELLOW 1 M81156 LED,GELCORE r GREEN, TINTED 1 M81158 LED.GELCORE 8"G.N,LEAR 1 f BI ALIAP ROW 4.; _ `: t: w t, Z• k•' �; 'R�BTtiL ;. c y��' 8 4 _ �y fit' HAL L.CiJ � , 81 ,titt. = t 'D 1 M81159 1.r,p,egt.cpRE.12""GREEN BALL, CLEAR LED,GELCORErt _. - : ,l is ,=m ei , 4" ARROW 1 M81150 LED GELCORE 12" GREEN ARROW. CLR � ( `. >; 1180 # 1 I . Ez, G Nt0W,. ThT 1 M80081 LED.GELCORE 12" RED. EXP,TINTED 1 M81814 LED.GELCORE 12" YELLOW, EXP, TINTED 1 M81159 LED.GELCORE 12" GREEN. EXP, TINTED 1 M81159 LED.GELCORE 12" GREEN. EXP. CLEAR 1 M82471 LED,GELCORE 12" YELLOW BALL DC 1 M81528 LED,GELCORE HIM COMBO 01W WS 1 M81299 LED.GELCORE HAND ORG °, ED iia:COMBO-DANZOUNTDOwN $153.00 $78.00 $78.00 $44.48 $50.05 $65.27 $65.27 $122.20 $54.28 $60.78 $114.88 $114.88 $5525 $59.15 $84.5€1 $85.94 35428 560.78 $116.88 $114.88 5159.90 $137.00 5581.25 $267.50 yt P[:YA *tar as. B.E. MrwErr... WA G_'"a:!1 'VW*r airtlakr...r=r Ojthc�nr Priority Con Detector Mode System 722 t .t °rare; -.1'-rti,404-st,ersn;:titt-7,a h‘,,ed produt_ Description The 700 series Opcicom detectors transform the optical energy detected from an approaching. irchiclemounted Optic= emitter to an electrical signal_ The electrical signal is transmitted along a cable to the Opucoxu phase selector or discriminator for processim; Detectors 3re mounted at or near the intersection that permits a direct. unobstructed line -of -sight to vehicle approaches. Detectors may be mounted on span wire, mast arm, or other appropriate structures. Models 711.721 and 722 offer significant advances and flexibility for specific intersection applications, The detectors are designed for common applications in three configurations; one direction - the single channel 711. two direction - the single channel 72 1; and two direction, two output detection - the dual channel 722. All 700 series Opticom detectors greatly reduce installation and life cycle costs through their modular design, adjustable tubes and compatibility with existing Optic= intersection and vehicle equipment. 5.,;;;F•" Maddy 722. 721 fliack) and 711 Features • Solid state circuitry • Advaricad electrical transient hnnnmfty • Modular design • Adjustable turret configuration accommodates skewed approaches - • -Enclosure — lightweight, durable, high impact polycarbonate consbuction • Sinsplified installation — span wire or mast arm • Gray door identification of Model 722 tti Span Wire C4ctnp Acccssnries * Span wire clamp • Madel 138 Detector Cable Operating ararcters M138 Detector Reap lion ranze ... 22PP U, (6Onti saljuslshk up to 2500 ft. (760m) Electrical 74 to 28 VDC. 50 MA rdnimum —Trminrelaer ranger. -JtI"f (.34 C) to $ S*7 rec.) —'flurnldit ... 5% in 95% relative important Notice to the Purciraser 77if£ POLI V.7 t]G I3 MAD:.' IN LIEU OF ALL WARRANTIES OR a/NM/TJONLEstrum OR 04,1.1173. INCLUDING MT 24OED W ARbtANTY OR OONUl7ttk I t» Mflt1.51ANIARI OR FITNESS FORA ?ARTICULAR PURPOSE. 3M stilt most or apolar, any Gptcont''s ?wort' Ce ntmt Syssetrs COt ten: la/milk. be defectsve m trat i tw tn& r t.ict t menu five t3) yam from the coos ata ottittnz herrn 1M ice " Sean=r•s'y of WwittKy'/Onotsrsrnst Comtism!' f Y dross raid bn irwasotu of ant co+-ertr. plan, This warty shall not item( to atrantie3c1011 tumor iammrtmrtratton hitt.) K to to/ *Socio eadpoomt collet Was betca II) tq 2 o1 or madifrot by persons cert a'etdtot *td by JOA; (2) tdbjeetant to mime, semi)) bra born dsotsyedbyetbcaracacnplataza +stitbaasbtt.a condition% in fa ervaa shalt 3M be tabic ao ctsauaet or is tort to ow inial, Ion. to ttatatFz, wbreac r Atm. ia8sat t. altitkatit, apeaul at faarow>wttia . out e the au or nubility to vac cm °moat spoon or any car ianut dtuaoi MT: Rndr. 7rt.$ % T FORM/ Itfart% ARE; nXC7X It' 3N► Intelligent Transportation Systems 3MSafety and Srcartty Systems Dtalslon 3M Center, Building 225-4N-14 5 P tom, 1.lN 55144- IN() I.Yitht-liR-'t?'3^n, I-600-244.7OR-5 fit 45I-5+5r't'tt», t«c i :":7-)05 trr'.,a*a'n'3M:wtn r: Physical Dimensions Model 711 Length 12 0117 (30.5 sin) whim 4.75 ii. (121 cin) Height .._...—..__ .___ _ —.... _ .._ 6.63 ►n. (t4, 3 Cm) Model 721/722 Length .,...> ...,-,_.._.......;......._.:....................., f2.t3 rn (30,5 Cm) Width — _ ..., ,.. _ 4.751 r. (12.1 an) Height 7,13 in. (18 1 ctn) Weight 1 12 tbs. 1508 g) 3M foss ebroval. dnt:nped sa3lost rack Opttesso prvity.oeaiool motets meapoaeat ss /art strantasdaid carstsoo.er spasm. 3M tasks ao Isinsz y ono memo crworrarn the serIirbatry we team ofOprkcrtt mem PPt'ttiP aiu Wien pad web mm -Op tient mast prod ctt 3M aim um be Aspmi4 for (noloota eaapoaeer *Mat 3M dsaneniwn Iwo twin dam atit'4 in whoa 4t * pa --.:r, im me w5ty t asn.sltssoa.f ayntea Wallas Asia and bre ado Optics= i:" It?y swami "roast is at}srrty nitro y i w aethcutsrd a setts lif sonebovo in s, intuit Licit- respaamt jai "din Has+vt'r, , bbosiste Ow apical sipasi foummd by ltO Ovaccar.rparrt islot etchta r+.3M Mao =tors est arro somber by ptatbaec. Aa istrostt n utet who drum to O crsCOtett ars ate Oldie Opuon system was tha 61' Oita jemsaditrmt mast Asa obwn dos prat wawa *Wawa of aitch norbwrtned taeat to lie jurisdiction "Amos ter is 1011& 3M Canada Company P.O. Box 5757 London, Ot arid, Csr=4a N6A .IT1 514451-2500 intoes ort Re:tr.:eV A.:per. e_t3tt.co4., T l ."i-, ,:r 5iB optiCOMmt Priority Control Sys Phase Selector Models 752 a Description The Model 752 phase selector is a plug-in iwo channol, dual priority, encoded signal device designed for use with 3M Opticom- Priority Control System emitters and detectors_ The Model 754 phase selector is a plug- infour channel, dual priority, encoded signal device designed far we with Opticom emitters and detectors. Both can be installed directly into the input file of Type 170 traffic controllers equipped with priority phase selection software and in virtually any other traffic controller equipped with priority phase selection inputs and minted software. Phase selectors are powered from AC mains and contain their own internal power supply to support Opticom detectors. The Model 760 Cara Rack is required when input file space is not available. Certain electromechanical controller units may require a Moitr-1 5168 interface curd The Models 752 and 754 Phan.: Selectors recognize and discriminate among three distinct Optic= emitter frequency rates via Optic= detecuns: Command priority. Advantage priority and probe vehicles. Within each of these three frequency nitcs, the phase selectors farther discriminate among 10 classes of vehicle identification codes, with 1000 individual vehicle codes per class — 10,000 total per ftequericy rate. —M*di1z 75Jcnt7 The Models 752 antr'T 'internally record each activation of the system. Each entry contains the: • inters eCttOrl rint110 • ants: Arta time ttm eirrwity • Versicto veetta trke tleITIvottinv vtol.,,c1r • Activattrwg var.lcon'e. 1I3 eumpor • Crterinoto coned • P r ferny o i.n rictivIty ▪ Finest griren st9nal inatcatieee 0,sreavee ertel end of tt‘c cat' • TUTU!. r5C,IT irt tee f'r'ail vert% I rA, Alf wrra, • utter Irtt,09"seetirsn trtrAtLT,Tor trt•isttrrattA,xe- ler • Models 752 and 754 also include RS232 interface capability to communicate with computers or controllers. Optional 752/754 interface software is available for system aeaup and maintenance. The primary Opticorn detector inputs and power outputs rete on the card edge connector. Two additional auxiliary detector inputs arc available for each channel through a front panel connector. The connector also contains saanal indication sensing inputs. r•trh channel delivers a constant output for Command (high priority) activation and apulsed output for Advantage (low priority) eccti vntiion. A high priority signal received on any. channel will override any low prnority activation. The probe vehicle frequency does not place a call request to the signal controller, but aloes log vehicles by ID number when they are in range. Features ▪ J u- Ctianl,ASr. of Cletriction +nrxt+ trxrr 75d • rwu ci.arrnefa or ate4ta'Gtittn with the 752 • f ...v ataaltlary r9ate r,rs: per ChanAnl •V.cZ eM %tafrizing • allelic'. "at." =iraactr r'ajr 1 .Y Greg Itte soon rultatjility • CO inn'r.f1flM thichhad signet find nu++-pn cr3fi a•ra. siiiregi Optit-Pic rnatttitrN e t..nrv;rT3r1111,1 .lrl;j Ad Vn•eGfera} aarrr,rirly et* wr=!1 •.. 0, -or,. vtxhlC:rr! Olsr_tamrriation • „} .ills, Aare. frst•arir va:ri i..rrnrlty wiLlrerx 4auh p.rn,tty r+vnr • P"nr`ty bj 7,01. Ler .m Wt•marttraC vitt the IrtT a F,,,,al • :erv.er.r .,ltixna.ir y trey rs4nais~ car, tet.+ avtnnsnrizmI y stlt Uriin 1 ..,n faricOantd irrnuV;Mr c11rCc: rfr inr^ CA/NY T yap 7 t0 at,Ru*_ men • ti—..p .1 0)13,07 liar, sf Rte•1 frxt..rn4rty ?h rat+rhorca «•t r„ 2t10 .•_ 7-50(.; t6:rT or n DLt .trOri tr • Easy 4r7stailatipn • Eompatiate with +Moist traf rc ctsrtrviihrt. a Caa+*lpurtrrr-missed intarraecae — RS232 commurileancos from port, and tear backplane — User seiasxed communications baud rate 1200 to 9600 pits per Second — Customizable signal intensity trirotds — Custo� mit a iD code validation -- Flexible programming options for per control g rametcrs — Detailed current °plirons system parameter information — i1story log of most recent Optic=.system actlit es (1.00O entries) 30.000 *rwgvertryftteISSIVexrfic:fee .fiat° ID L: a7rn to ria t iatta a Front pPRBl swetctaen aria illetirtrrstic ene10=41tOra Cr!roitinrj • i:resistair write -an patio;or pikers+ Sr mOYumnnt iEfltoling a Unit Gen ha Oparotail wienout CO►nOiitnr Gonhg urntlOn a erystui ewcantroilcsl carcultry Accurate citicel signal recognition circuitry — Precise output pulse — Definitfse caa verification • +Zo E7yiatOC entaiatrr Downer'a4rlJNfy • Optically ii*Lisa i a>tatteurx • MJ':ultr'1'unstfnn tiler sWiten — High and tow tet calls — Reset to default tsaraters --- Range setting _.. Diagrostac test a f-,Chealltahrt Delft -in cfiegnostir,-, etitt +r • I Lsteal to. NEMA an CI C1arm n -s r r1Vlrojl ri�z: rtC^il nnra alaCtr.eir test rtMtctrlCAt;s.ana Accessories hiterfateSsfr l'ackage Contisautirsdiont Disakter &sant • 15 LIA,. 11,xertace sor:w rise isosito • 0,:stivs4trs t.:oinrristrsivotsuels is/sus:Inter Pas) Pin index • Carp Edsi, - pie STD on 'Me rnairt PCB Pins A D E H K L M N R 5 u 19 X Y 21 2 Function Ground Crierwtel A prsmery detecter snout Datemt:tar 24 VDC powers outOUL Channel A output eomecter (.4.) Criers -set A output, emitter (-) CI -winds B primary decanter input Detector Gratin Eartn Grouno AC (in) AC fin) Channel C popery center input (Nos useu 752) Onsector 24 MC poININ output Crusnrsei C output collector {.) (Nat used 752) Crionnei C Oteptit drnrritLet (..) {Not used 752) Chcprorml D prwuery irepta (Not user 752) Detector ground Cnsinnrrt 5 output coninnoris) Tx1) iouteart) Cnortnet uutput OFT111241, (.) Ctuirtneri 13 otrtit colsector f .1 (Not used 752) Rx01.riput) Crionnot 0 01.1144til CerlIftior (.) (Not imps 752) a Don ronnoctcer - ressm.-6 pin rn (frunt. rUndiOn 1 Rx1) (doto 2 Ground 3 ToD {data out) 4 R TS 5 CTS E 5hictrr • I)-Sneti t=rtnnecror — 44 pin mosie (t -Inns. penes) 1Pi715 Function 1 Nes* 1 groom Snout 2 Prutac 2 gmern put 3 Prlaso 3 wool input 4 Optrastaatar ration 5 Optessesator return 6 Nat mond 7 Net used 8 Not uncut 9 Nix usod 10 Conivrnadon signs 1 11 Conerrnotton thole 2 12 Preenwtvon Arthib22 13 Crust -snot A aset. detector 2 input 14 Chant -ma 8 aunt. clussicsor 2 input 15 Channel B aunt. drituttot 1 input 16 Nose 4 gratin input 17 Phase 5 omen snout 18 Nese 6 graters input 19 24 VDC power output 20 24 VDC power output 21 Net used 22 Not used 23 Not steno 24 Not visas 25 Not us.0 26 Coreirmadon oaks 3 27 Conturnatuen sort 4 28 Cristnnes A nuts. rievactar 1 input 29 Channel C ewe. actor 2 input (Not Witina 752) 30 Cnannet C aux. outector 1 klpta Not used 752) 37 Phasic 7 crows input 32 Preis* 5 Green input 33 Common green input 34 Detector Ground 35 Detector Ground 35 Not wind 37 Not useo 38 24 VDC input 39 Not ussur 40 Not Used 41 Not used 42 Net uaad 43 Owes:AD aux, °elector 2 Input (Nes users 752) 44 Cnattrua 0 aux. lainC}C=Or 1 101,PUL (Not wood 752) r r L a16.4 Operating Parameters —Four dual priority, and probe frequency- channels (754) —Two dual priority, and probe frequency, channels (752) —"First -cause, first-served" for vehicles with the same priority —Higher priority will always override lower priority —Opticom detector inputls)...one per channel on the card edge connector and two auxiliary per channel through the Auxiliary function hmrncss —Optional interface software allows flexible programming options and call history --Solid state indicators • Power on • High signalicall per channel • Low signal/cidl per channel importent Notice to ti -i Purt:Peaser THE POLtoinml3 is mum Di LIEU Or ALL WA>s&ANnaS. EMUS OR IMPLIED 1NCLUA3*.r"e THE DULLED WARUNTY OF MERQjA TAA II :7Y CPA MIT:k%s FUI A PARTK:ULARt PURPOSE.. 334 nil remix or replacz *ay OFectsslm i5mog Cassia Syaam ccenpmess tomo to leo dKeetiwe A matmali is In1109 tNe tone arils Ars t3) yoati Rant Ow Ipw stlincirst ibi Ser'Scoimary ofiiatsaity Ce ot:tap "for&milsCr rikndeat tern yesrcrosnape antler Me Opticaam i+I6 aertararsy. Tins inanely atAL em app4y w r:nedeepet Items was err, wpm aaaa;,Ipoases ebleb tea been fl t &sptirol or matfett by pusoor set aad.,r st b7 3At: (Zt yrai irtiutt to slums trcilau sr sKidas ; t# is) Int bees dam* by marmor strampttenr or *rather. reined rarneeamc. Ir sp Met stab 3M by bible ns t eotaet at • parr ter say .story, hos at Sontser, otustse t diem, tadattt, amiduat4 apa:nl ar eaeoarstarmta3 Snout 17+12 d iiia Nee r nanny taws rte Oplt sen mom et my com6Ym Rimer Tile ttkMEUlt:.I so' VORTH lirittD: ARE C CLUNYi 3ti/1 lnua nt Transporvtian Systems 3M Safety and Security Systems division 3M Center. Atilantsg 225-3N-14 Sr:. Pau!, MT, 15144.1W) -800-328-70915 14100-224.208 s lax 6::•175• 6:2--37-1 C.55 f&: —Multi function test switch enables dinnostics and test calls to each +channel ----Voltage, .. 89 to 135 VAC. 60HLz —Temperature ....37' C to 4W C —Humidity. _ . 5% to 95% relative Physical Dimensions Length... 7 0 in. 07:8 cm) ...... _ _ 82 in_ 8 cm )including handle Width . , ...... (752) 1.1 in. (2.8 cm) (754) 2.3 in. (5 8 cm) 45 in. (11.4 cm) (752) 0.53 lbs. (240 g) (754) 1157 lbs. (250 g) Height Weight 3M Irader •d. annapeti awe natal =tar Optician pparey seAtreat gram sarepoorst aspen ata mucid compontrat "sum 3N maks DOiritrant? a.4easpirins o OSM Me SMIStary te Way ooOpbeomroam :impatiens tota mat with aam-Upecom swim products. 314 lie nar Sr nmitmatist Weary optimal tmm peormr.rs ch Set edeaaoemtpea fur hem t>Lt+emad it. or et pun rr m tpa oat n era-Optimm "Am imaluct. Sate and tar Oise Optima neartrty tamroi mum is =mach marked to curtottrismi skis ofgorstraaent an mum indite mew temerrw.ta rot. Flower. become '- w' 'igen iaaea nd by tine Optima Dynan to rte eoehaaixs. 3M mulct Was e*rbncw Mraspw by pari tnrr. mamma wets ariamime enareortmontemensed*carmen symem Mei tont a'otbc omTtdiorkes mom Ant riots tine item[ "Mann a 'mein m oCmug suessirmd ax: w ter Jstriadirem whirrs to. Is fartfb! 3M Canada tae. P.l3.DnxSJ37 Londoc. Quarto, Canada N6A 4TI I .800-3MTTELP5 514.45 I-asoa SIEMENS The EAGLE EJ'AC M50 Series Centrolier unit is a fully actuated controller unit with a full complement of operational pr gra mining, andsIt nidst tscM50 Series Controllertrolbr,Unit EXCUDS both NEMA T -1;198 2ndTS-2 2ciaq'ktuated Controller Uri Standards: The M50 Series Controller Unit has a removable LCD alphanumeric backlit display unit (8 -line • 40 chat/line), Programming is easy and error free using Engt h Language Menus, %%bin a menu, each parameter can vLenived and a cursor moved to that pasmetar for changes. Related parameters are visit nasty, rum vatim- _ =n an easymatter. The amen provides both programgti ire kfe Siin #iota and • prothptl:Tha M56 can also be utifizad as a master loran uskg S MARC Master afire. •,.•• . . erarrandease : r;rite.nce• Monet and is aesigrned ler easy Ie dices the 1n aweaght sf `in the bask and openings air - the octan e fron t attar. ie thar a angle c the tis;ay id t `i it �r.t� i to Me rear stabilize the CD'alptiantemic backti aria' _n4, vith 4tr pi unit connetis to the ea:weer v a n 6 ka; 4;x'i� �eatires =`industrial Ethernet Man- aged Switch, designed for vertical or DIN -Rail mounting, convection cooling (no fans) * Provides 2 modular slots for user selection of 100 Mb, 10 Mb, Gigabit fiber ports, and copper 10/ 100, Gigabit ports • Choose from a family of 20 port -modules for al- most unlimited configura- tion flexibility • Input power choices in- clude-48VDC, 24VDC, 5VDC, 125VDC, dual source, or worldwide AC • IEEE 1613 and IEC 61850 standards for electric power substations GarrettGom- 16 -part, Configurable Managed Fiber Switch Magnurnim 6K16V Managed Fiber Switches provide modularity of fiber and copper pans. 10Mb 100Mb and Gigabit speed ports, and compre- hensive management software in a compact industrial -grade package. Setting a new standard for industrial and Carrier Class applications, heavy duty Ethernet Switch jobs are readily accommodated with an extended temperature rating of -40°C to 60°C by the UL Component Parts method, or -50'C to 95°C by the IEC 60068 Type Test method. With options such as all popular DC power input types, worldwide AC power, and DIN -Rail mounting, the hardened Magnum 6K16V is a "go -anywhere do -anything" Industrial Ethernet Switch. The large family of port modules offer the choice of all fiber me- dia (all connector types, multi- and single -mode) and 10/100 Mb auto - negotiating Rs -45 ports. Standard GBIC ports can be configured fore vari- ety of Gigabit cabling types and distances. High performance features include non -blocking speed on all ports and 802.1p CtoS Traffic Prioritization, Magnum 6K16Vs are "plug -and - play" ready for use as backbone switches where a mix of bursty data traf- fic and priority streaming traffic for VoIP and audio/video applications is present. Magnum 6K16V Fiber Switches are provided with LAN manage- ment software including SNMP, Tag- and Port -based VLANs, IGM? Snoop- ing and Port Security, control via command line interface. For high avail- ability LANs using ring topologies, Spanning Tree Protocol, Link -Loss - Learn," and S -Ring' are available. See the Managed Networks Software (MNS-6K) and S -Ring datasheets for additional details on the comprehen- sive set of software programs and options. Designed for use in transportation and traffic control systems, power utilities, industrial factory -floor jobs, and video surveillance systems with segments requiring Gigabit backbone interconnections, the Magnum 6K16V is easy to install and operate. The next generation of industrial applications will need advanced managed network software, operation at extended temperatures, fiber ports modularity, support for self -healing ring structures, and gigabit backbone configurability. Tne Magnum 6K16V has all of these, and is available now. Magnum 6K16V Managed Fiber Switches have heavy duty metal cases and auto -ranging power supplies for operation with standard AC Powe' woriciwide. Internal DC power supplies are op ional. The 6KI6Vs and a€i other Magnum products are designed and manufactured in the USA a'id backed by a three yea' warranty. PERFORMANCE Gigabit Pert% 1000 Mb Co Configurable. alesdred GCtrivitconer modulo's. up to A Gigata: $30'M flbce Ports, 100 Mb imuotiancole and Origisr-ercelot Conifigurabire SC, ST, LC 14711.1. Small Farr Pxtor EFFS is fees:red for high fiber pan density. Fiber Ports. 10 Mb:, Configurable. ST, up to 8 fiber ports, each FOX or PIDX, default is HDX rosode- RF-43 Ports: 100 or 10 Mb speed, lull- or baReicolex mods. pot PM. indoidually determined. 1CV100 autoesegotiating and in.itorio-cre, sip to 16 prom Proorisins type: Stott and Forward with EEE 832,33r 811-chiplort Row control. All Ports tion-biockerog. System ...ornate forward anti Wren rift 6.0 Mops, Address table, 4K nods*. with additava Atrup CA 155 woods 'yokel Packet te.iFors: 240 KB fo, tamp and 12iKEI tot 10C Mb Waxy: bits * picot time mow (TX - TX. TX - X. TX.FX. TX -G, 0 -GI NETWORK STANDARDS: ' EEE 832.32, 8022ab. 802.„ 1p: 1003ASE-FL, I0041ASE-TX, tocmasE-SX. Autairsigotation and rawest oi Th IEEE 11102.3v See PANS -NC dotasheet for software network standards, Lok -toss -Learn, and other software frustums. AH 10 Mb ports obey tha rules for corrirsgunng 10 Mb Ethernet AO 100 Nib poets tom Fast EMenet rola: 1000 M6 ports use Gigabit mires, OPERA:MG Etnnitonidtvrri LF 60930 and 'Camponerd Farm' rang: 140•F OM) tEC 60068 'Type Tete rang -60" to 205nl (-50' to .95.C1 &wage: -60to 21.0T 100'Q Ref stile tumidity. 5% to 551 tear Aketuda: 400 to 13000Ft I-60 to 4000m) Conformal coating tfrivnIclay povi option- Ramon quote RELAY CONTACT FOR A.LARMS: Form C. one NC indicating interval power, erre IC ochierare control werwoottc CARE CONNECTOE: 1000 Mb ports: all standard GBIC Transceiver wpm =mooned 100 Mb Cooper: Category 5 UTP/STP: 10 Mils: Cat_ 3, 4. S UTP/STP 100 Mb Fiber ports connector optiOrtS snub -mode FX-MTR.I. LC. ST, SC: single -mode LC. 2tXrro SC aro ST, eard 40Kon nong risaris• single -mode SC. MO Fiber pee: connect:cc muhl-morde and soirgirromodo 5T AC POWER SUPPLY rafTEXMAlk AC Power Connector: EC -type, male. recessed. top of Plawar input 1170 - 240 VAC. 47 Da 63 Hz auto ranging Power Consumption.: 50 awns typical for a fully-loisoled fiber monist 33 watts 'prone? for 16 poet topper -a* models. Ordering information Magnum 6K1 6V Managed Fiber Switch DC POWER SUPPLY Options (INTERNAL .4111,DC: input .36 to .TOKIC 24VDC: Input 18 to 36VDC 115VDC; Input 88 to 307VDC S. Terminal Block: "., GN), 4 Power Consennomorr Sense as AC DC DUAL POWER SOURCE (OPTIONAU The hillegeurn 6K16V DC modals nosy be marred web optiortol DIPS DC power Input itor erintinsisq of oporaton ober: Other tine of Ma DC *cat sources o arttetrup-md Assaibibte for -MCC, 24VDC. or 100-25OVDC. OVIECHANICAJ.: Enamor,: Higri-strerigth mauler -or vertIcel pool or ci NADA pe4-kair alattrairt9: Madel 011.6134-WM„ optional Cooler; Method' Comection. deagnvid for vertical mounting, no fans Ohneristann 11.50 in PI a 8?SIWe 1.7B in CI 24.lcinHs 22.2 cm W x 4 cm() Weight: 4.2 BA (1 9 ice3 LED INDICATORS PER R.M5 PORT: LX: Stew* on when twisted -par Irk O operational, ACt Oft with port fweivity Fitt ON = fuldopiee KV*, OFF = helf-cloplue mode, 100110 ON 1031t. spenoti. Orr - tomb LED INCISCATORS, 100iVlb and 101.11b FIRER PORTS: LK: Steady on when Moo In is operadonal ACT; On with Pen WWI/ F/H: ON a fullreLiplee nyoda, OFF beiteleplee node. PORT -SPECIFIC SETTINGS Port-apererlie 1210, artitttets Wait sFOX tr- HOX. nope. 10/100 Wood} can imp $e usitv softweire cornmends. Mae RJ -45 copper ports are auto-nagotienng end autewrosalover. titans ism soa user controls for outo-tromover) AGENCY APPROVALS AND STANDARDS C011:04.4ANCE: UL Limed IUL6139501. cUL. CE. Emissions net FCC Part 15. Class A. PIERS L3 anal ETV compliant IEEE 1613 Environments/ Standard Tor ESE-zwic Power Substations, fEC61330 EM and Oparedng Conditions Class C for flower Substations NEMA1-2 and TEE for convol equipment WARRANTY: Throe years Made USA inzElGatipszCam, lac Imi•asclir United Um. el Norio Dotha, 441/041.1446 areelptCon., �CP0961t1* neat so owe, seariveirvis pelonoraedwecorsuor seid/w mock* offerircs "ammo: !MRS Garnetr-oni. Magnor-„ and Aercoftal &mt., S-kos. Lev* rat tromirnormis $5.4.1.01.141# ifterviamoino esorearr c4Cramtr-am, Pi=s awatawadadmarans tekcwelia lecnnotegin. LiL trieWnic '41.4wastattprt (AL magnum 61(16V Managed Met 5.vitch„ base rotifer vostat moundrig. May be oontiveid with • ear iety of I0/i06,1000 at? Geo and capar, pert conromor types from at-dirtilyefcort rnothuter‘ 16 ports max. 4t: - nada adesasa table, 740M paean buffers. tor Itccerred rework management sofinvire 041.5.6K end 5- Ring:1,ase separate data steers. C6'Efkawlit-1" arEh M004Vmal Rs conilfrotisd with VOW tirr andelea tram** sogection Wow, 640111V-45fsff route ior OKI. wiloo.r 13100 FJ -4 an:time-100Mb Zon mat FX MTPJ ZOrme =tar S MT Fite. moriaic itte tie, Switches, whs#t VON* INter singirmocir FX LC connectors TP Module weight 101100 Ito amoisepotisterg RJ -45 peat; Abe' rosio. wiissght 100Mb2nmaserstree 11( MTRJ rsonectors Set. '4.4" gradate hat 642, VenOte 13,100 K.1-45 aro ime 100 Ifrilb154M sirsseil.modu IX LC GOKsevelorz 64P6V4LIMST ..40•2" moiikilta fro biLF, wpripto 11 I OD I*J.4Sand Ivor Hp Mia Zinn ermilti•rrodir FX ST crnnectors 6P6V-LSS 4.2 module feM CAS, 100.404t! 101100 R/-45 and t 100 MP 201smi singionsochs FX SC coviiireors 6134V-RESD. *4.2" ”%otivieior 6.4„ valour WACO R.) -4S end two 100 Mb 4m ST.1;16-mmie FX SC. COgNIfirs VEr6VAIICIST ``‘..r Pra.tlift lets !Kt, wfizor 10tI101445 girl 'NM 10 Mo Arro Fl. ST connectors scP41AFICSC r 2^ 100 Mb Rber mocitrie tor 4K Svietches 10014b FX SC connetters. 61024.V.FI05T -3.2- to tot, tkno modulo kr 61:5Tritthat. neva. IONtb 2ins sr cornrow a Mna:Savetral miler Port Module types are iroalPabie. See Conftrortion E40'SV•04R3 modura. rn one 15X Pot and provides ono GBIC coon menoiver port fen.' vier-erietta646131C Oarra,...z war rncsisSe,;-,443 4 1C110044to EoPPE, Forts, ir4144451rorcrisanol- -7•rvoitite. tert Oar WC tier:sr1 paa4CICT. Cire GBIC open tralsoriver or Ice a userwalemstile GOIC Transceiver mqcas, Okra 210:44b 2c,1 FX 5-C Low ports induces front pool. Teapot GiostAt 6K module, pomades tam G0C cioenjarrisceiver term tg.--"r"-os --401"-r-"tervier ran. e or woe ri ons Sx wirt an, I1T06 i-moide SChear rover:toot OBIC itersceisierrnc6eie tu use c,,,GEFf.1-CCD1., ev Xportvith sicv-n-rrode '-'11ToiU7Tgicrossfert-111101,C2Solfrii. Tat -port otte-not C.i s7p..o it 44 metuie. uses ore 6K Pot arid provides two Giosbit Fame isCGOESAM-Sx mufti-Tads:pont. Ertio.44.4 f .pianott utnvta! =NW, 1-ac-oon one vot essiii I dr. ITZt, 141 Pr/ 61K.1 zird wasetezr, liArJ Groat ....tcppe• rtexams.-r,anio- rurzzotietisig pri.. irTs :dr/ ircnecese, newt metal cove: I. -v.:, pars unrs.4 assLO. fr,sti•Jr, ‘,1C1 /WI edt; t M.1`4": pn...tocc. rtris G. ;Pit, t:er-e netrftlx,71Fc"rt alL; ;tr.fr 10P Mr, VTR: 7--itikr" rmiet.moee• p irmiouel four:0+11E 0:inV1 1 -tri erauvei 1,7•73.43.17-77; cx,rt c-Fci irjt•P.il m 5 1,111 • g t MACi r.K.,"i K v 6,731;Ca2.0 ki:P2Vi2t3SX eXiT2V-1CCL, er."ots.- s g.„.* Garregom ithctfort RC Pti Erg" GarrettCom,In .nand %MOW:, 1/4S3r; PH. (510) 4384:../71 ;art: rrezgf0garremcorn.corn Win; Coat, rem, NEMA LCD MALFI roloN MANAGEMENT UNIT WITH 101100Mbps ETHERNET PORT Whether you're a NOVICE or EXPERT Signal Technician, wouldn't it be great If you could: U Use a built-in SETUP WIZARD to quit:My end accurately configure the Signal Monitor to the exact requirements of the cabinet and intersection? © Use a MENU DRIVEN LCD interface to Wow vital cabinet operational details such as field signal voltages, historical event togs, and monitor configuration data? Q Use a built-in DIAGNOSTIC WIZARD to automatically diagnose cabinet malfunctions and pinpoint faulty signals? If your answer is Yes, the MNIU-16LEip SmartiVIonitor' is for YOUI MMU-161Eip SmartMonitorENHANCED FEATURES Hama TS2-21103 Standard: Standardized Communications: Full Intersection b Status Display: Event Logging: Setup Wizard: Dilegnosbc Wizard: and Help System TS -1 Type 12 with SDLC Mode: Program Card Memory: Signal Sequence History Log; LED9uanrl": EDI R&M -Engines: ECcom" PC Software: Flashing Yellow Arrow PPLT: The MMU-16LE9 Sma tMcvrdornA meets at speciiicaliarts of the Nema Standard TS2-2003 whae maintaining downward compatibility With existing Nema TSl.13€9 Traffic Control Assembles Real -brim SDLC txxnrre txcalior.5 wry the Control er Und exchanges eld input status. Controller Unit output status, fault stags, MMtJ programming, and time and date. Two high contrast, large area Liquid Crystal Displays (LCD) continuously show full RYG(W) intersection status. A separate graphic LCD provides a menu driven user Interface to status, signal voltages, c onfgurabon, event logs, and the Help system. A tune -tamped nonvolatile event log records the complete intersection status as well a; AC Line events, cvn€guration charges, monitor resets, temperature and true MIS voltages. Use the twit -in Setup Wizard to configure the Nema Enhanced seitintp of the Smarthfonaterio by answering a short sires of questions regarding intersection design and operon_ The Diagnostic Wizard eutcmaf ally pinpoints tautly signals and offers troutileeficoting guidance, The integrated Help System provides context sensitive operational assistrFrnce. The MMU-16LEip can be configured to operate with the Port 1 SDLC function end Diagnostic Wizard enabled in s TS1 twelve channel cabinet with no catznet wiring charges, Enhanced settings of the MMU-16LErp are stored in nonvolatile memory on the EDI Rev em Card, Moving be Program Card to another MMU-16LEip automatically transfers all settings The five Sinal Sequence History togs stored in nonvolatile memory graphz sy display Lip to 30 seconds of signal status prior to each fault event. This EDI innovative signet threshohbng trectsnioue can be used to ixxease the level rut moniroriN protection when using LED Kasen signal heads, A DSP coprocessor =inverts AC Input measurements to True RMS voltages, vutualy eliminating false sensingg due to changes in frequency. phase, or sine wave distortion Access to the f .0-16LEp by PC Is provided by the EDI ECcornw Wndo s based software tor status, event tog retrieval, coneguraten, and data archival via a 10t1001veces Ethernet post The Smerdlifon oev supports MUTCD Flashing Yellow Arrow PPt.T operation wrath Iwo different modes for either TS -2 or TS -1 cabinet conftgurabons. EEiERL-E DESIGN INC. /ED 31319 East. La Eadie Street Phoenix. AZ BBDCD USA www , EOttre ?ic, cora l4#tu-a4r.tip Catalog ebeet — 0 Te' fc3 989-8437 Pa•. « ,)C) 43r-tSSC IVA Designed, Weuhctered said Tailed Yn tea WOW Rates M Axonal tlk..eaa. rots*,, in a arc err traderaerla d Qrerk Deuce 6!c. !SOtiDD1 O©Q keg ea Astro -Brat Band Mount Clamp Kits These high renege aluminum alloy clamp kits provide strength with maximum acfustabRy and conplete damping versatility They feature forged galvanized clamp screws which allow easy signal,_ mounting on any size signal pole. Supplied complete with all necessary attactzing hardware. ITEM DESCRIPTION PART NO. Ito ASTRO-BRAC CLAMP KIT SetkitS Band Mount AS -30046. 0 0 FrasZwtiging Band Mount 3,4*CleVis AB -010S Free-airarKringBandtdetint, 112 AB -3D31 • ;,o.tism,.:.-•m•,.1,.:•,I,.rt•.•"pttt,;t.•!itti,.?:xrrmsoo,,::.;,.a,Ak..:71:-•..••., 0 0 0 2" Threaded Band Mount , Notes: 11. An Issernbeee sopoked standard wet mairgass fasteners and natural aturninum alocrinsi coating Stainless upgrade lo includn stainless 1•20,11 CiaMp Sew where appicabte 2. Please specify opOons when ordering_ 0L • AB -3007 AB -3008 tr. OFtrrONS Immo LENaTr+: 2a6tha yet ttuv• tr. t` ANC 4-7" •i'-12 a pe dr fin a--14tr cto poi. 56' his V-17.2- Oa. oola St; UPOR(at 32Q W. lath SL. Edmond 01 05:11.01, S BAND LEhdriq: Er els 17..3.-2e. no roir 1.14' nos tr5.17.3'45* cha. STANIM VPGRAit* , PAITtri no13 • 405-=-3434 • FAX: 405-34D-3435 peicoPpalcoinc.ccnn www.pelc,ninc.com Pa7,1s. 71-D 16. tr. lor a i a • a m de r VW r GEOENGINEERS //J GEOTECHNICAL ENGINEERING SERVICES MUSEUM OF FLIGHT PEDESTRIAN BRIDGE TUKWILA, WASHINGTON NOVEMBER 6, 2007 FOR THE MUSEUM OF FLIGHT AND SRG PARTNERSHIP INC. File No. 8039-007-00 Geotechnical Engineering Services Museum of Flight Pedestrian Bridge Tukwila, Washington File No. 8039-007-00 November 6, 2007 Prepared for: The Museum of Flight do SRG Partnership Inc. 101 Yesier Way, Suite 200 Seattle, Washington 98104 Attention: Tim Richey Prepared by: GeoEngineers, Inc. 8410 154th Avenue NE Redmond, Washington 98052 (425) 861-6000 Nancy L. Tochko, PE Senior Geotechnical Engineer I McFadden, PE, LEG incipal NLT:JJM ja Sea:VW :lSeattle\Projects N8\ 8039007100\Finals18O3900700 Rdoc cc: MKA 301 Fifth Avenue, Suite 3200 Seattle, WA 98101-2699 Disclaimer: Any electronic form. facsimile or hard copy of the original document (email, text. table, andior figure). if provided. and any attachments are only a copy of the original document. The original document is stored by GeoEngineers, Inc. and will serve as the official document of recon(. Copyright0 2007 by GeoEngineers. Inc. All rights reserved. File No. SO3940740 • TABLE OF CONTENTS Page No. INTRODUCTION 1 PROJECT DESCRIPTION 1 PREVIOUS STUDIES 1 SITE CONDITIONS 2 SETTING 2 SITE GEOLOGY 2 SURFACE CONDITIONS 2 SUBSURFACE CONDITIONS 2 General 2 Soil Conditions 2 Groundwater Conditions 3 CONCLUSIONS AND RECOMMENDATIONS 3 GENERAL 3 EARTHQUAKE ENGINEERING 4 Regional Seismicity 4 Liquefaction 4 Lateral Spreading 5 2003 IBC Seismic Design Information 5 DEEP FOUNDATIONS 6 General 6 Axial Pile Capacity 6 Lateral Pile Capacity 6 Pile Settlement 8 Pile Load Testing 8 Installation 8 Other Construction Considerations 9 SHALLOW FOUNDATION SUPPORT 9 EARTHWORK AND STRUCTURAL FILL 10 Excavation Considerations 10 Temporary Cut Slopes 10 Subgrade Preparation 11 Erosion and Sedimentation Control 11 Structural Fill 12 RECOMMENDED ADDITIONAL SERVICES 12 LIMITATIONS 13 r.. REFERENCES 13 List of Tables Table 1. Seismic IBC Parameters 5 Table 2. Recommended Parameters for Development of P -Y Curves Using LPILE 7 Table 3. Allowable Lateral Pile Capacities and Bending Moments 7 barTable 4. Lateral Capacity Group Reduction Factor 8 File No. 8039-007-00 November 6, 2007 Page i GEOENGINEERLO TABLE OF CONTENTS (CONTINUED) List of Figures Figure 1. Vicinity Map Figure 2. Site Plan Figure 3. Moment Versus Depth — Static Figure 4. Moment Versus Depth — Seismic APPENDICES APPENDIX A — FIELD EXPLORATIONS Appendix A Figures Figures A-1 — Cone Penetrometer Data APPENDIX B — PREVIOUS EXPLORATIONS APPENDIX C — REPORT LIMITATIONS AND GUIDELINES FOR USE File No. 8039-007-00 Page a GEOENGINEERS November 6, 2007 GEOTECHNICAL ENGINEERING SERVICES MUSEUM OF FLIGHT PEDESTRIAN BRIDGE TUKWILA, WASHINGTON FOR THE MUSEUM OF FLIGHT AND SRG PARTNERSHIP INC INTRODUCTION This report presents the results of our subsurface explorations and geotechnical evaluation for design of the Museum of Flight pedestrian bridge in Tukwila, Washington. The project site is shown relative to surrounding physical features on the Vicinity Map (Figure 1) and the Site Plan (Figure 2). The purposes of this study were to review existing geotechnical information and to complete additional subsurface explorations at the project site and to provide geotechnical engineering conclusions and recommendations for the final design and construction of the proposed pedestrian bridge. Our services were completed in general accordance with our proposal dated April 1, 2007. Our specific scope of services for the geotechnical engineering services (Task 3 in the proposal) included: • Reviewing previous geotechnical reports and boring logs prepared for the recent expansion; • Completing a cone penetrometer test (CPT) to characterize the subsurface conditions at the site; • Performing analyses for seismic design, shallow foundation recommendations and pile design recommendations; and • Preparing this geotechnical engineering report. PROJECT DESCRIPTION The Museum of Flight is planning to construct a pedestrian bridge that will connect the museum facilities on the east side of East Marginal Way with those on the west side of the roadway. The bridge will start near the existing museum building between the Red Barn structure and the Courage Wing, extend to the west paralleling the south wall of the courage wing, cross over East Marginal Way, and terminate on the west side of East Marginal Way and the north side of South 94`h Place. The overall length of the bridge is about 220 feet. We understand that the bridge will be supported at three locations, at each end and on the east side of East Marginal Way. Pile foundations are planned to support the pedestrian bridge. The stairway for the middle support will be structurally supported by the pile cap; The stairway and small machine room adjacent to the west support and the ramp which will extend from the east end of the bridge down to the ground surface will be supported on shallow spread foundations. We understand that these structures will be structurally separated from the pile supported bridge. PREVIOUS STUDIES We reviewed the logs of borings and CPTs near the bridge alignment that were completed as part of a previous study for the Courage Wing expansion project (Shannon & Wilson, 2001). The reviewed geotechnical information includes the log of one boring (B-1) and three CPTs (C-1, C-2 and C-3) near the vicinity of the bridge. The approximate locations of the explorations are shown in Figure 2. The logs of boring B-1 and CPTs C-1, C-2 and C-3 from the previous study are presented in Appendix B. File No. 8039-007-00 November 6. 2007 Page 1 GEOENGINEER5,0 SITE CONDITIONS SETTING The project site is located along East Marginal Way in Tukwila, Washington, as shown in Figure 1. The project site is situated about 700 to 800 feet east of the Duwamish River. SITE GEOLOGY Published geologic information for the project vicinity includes a United States Geological Survey Map titled "Geologic Map of Surficial Deposits in the Seattle 30' x 60' Quadrangle, Washington" (Yount et al., 1993) and "The Geologic Map of Seattle — A Progress Report" (Troost et al., 2005). The surficial soils in the vicinity of the site are mapped as alluvial deposits and modified land. The alluvial deposits generally consist of interbedded layers of soil ranging from clay to sand and gravel. These soils were left by the meandering of the Duwamish River, are as much as 250 feet thick and are poorly consolidated. Modifications to the land include filling of a former Duwamish River meander channel to straighten the river and fill placement to develop site grades when Boeing Field was constructed. SURFACE CONDITIONS The east side of the project site is located in an existing grass -covered open space between the Courage Wing and the Red Barn. From the east end, the bridge alignment crosses the open space, an existing driveway for the museum and East Marginal Way, and terminates at the west end in a paved area near the southeast corner of the existing Building 904. The site is relatively flat, with the surface at approximately Elevation 17 feet. With the exception of the grass -covered open area, most of the area below the bridge alignment is covered with asphalt pavement or concrete sidewalks and curbs. The layout of the proposed bridge with respect to existing features is depicted in Figure 2. Many utilities are present parallel to East Marginal Way and near the Courage Wing. Notably, a 42 -inch Metro sanitary sewer line is present on the east side of the roadway close to the planned middle support, and an 8 -inch sanitary line is present south of the Courage Wing near the bridge alignment. Overhead power lines are present on both sides of East Marginal Way. SUBSURFACE CONDITIONS General The subsurface conditions at the site were further evaluated by completing one CPT probe (CPT -1) to a depth of 93 feet. The approximate location of this exploration and those from the previous study are shown in Figure 2. A detailed description of the field exploration program and the log of CPT -1 are presented in Appendix A. Soil Conditions Based on our review of the previous explorations and the supplemental CPT probe accomplished as a part of this study, the subsurface soils along the bridge alignment consist of fill overlying native alluvial deposits. In general, the surficial fill is about 4 to 6 feet in thickness and consists of loose to medium dense sand and gravel. The fill is underlain by granular alluvial deposits consisting of loose to medium dense sand to silty sand. The upper 30 to 35 feet of this deposit is typically less dense and may include hydraulic fill placed during early development of the area. Below these depths, this deposit was typically medium dense with occasional zones of looser material. File No. 8039-007-00 Page 2 November 6, 2007 GEOENGINEERS Yak �.r The groundwater level was not interpreted from the CPT data but is reported in the previous study at depths of 10 to 13 feet below the ground surface. Groundwater conditions should be expected to fluctuate as a function of season, precipitation, the rise and fall of the Duwamish River and other factors. CONCLUSIONS AND RECOMMENDATIONS At a depth of about 68 feet, the upper granular alluvial deposits are underlain by soft to medium stiff silt and clay with varying amounts of silt and organic matter (lacustrine fine-grained soils). This deposit extends to depths of about 93 feet on the east side of East Marginal Way, and to depths of about 97 to 98 feet on the west side. The lower lacustrine deposits are underlain by dense to very dense sand deposits. The previous explorations encountered shell fragments in these deposits, suggesting that they were deposited in an estuarine environment. Groundwater Conditions We GENERAL Based on the results of our subsurface explorations and our geotechnical engineering evaluations, it is our Iii opinion that the planned pedestrian bridge at the Museum of Flight may be developed successfully as planned. The key issues related to site development include: • The sand layers within the upper alluvial deposits are susceptible to seismically induced liquefaction to an approximate depth of 30 feet below the ground surface, with thinner zones susceptible between depths of 30 and 68 feet. Liquefaction is characterized by the loss of soil strength during seismic shaking that results in ground settlement. We estimate that ground settlement in the range of 6 to 9 inches could occur during a design earthquake. • We recommend that the bridge be supported on pile foundations. Recommendations are presented for driven steel pipe piles that extend through the liquefiable upper alluvial deposits and the compressible lower lacustrine deposits, and bear on the lower alluvial deposits. • If driven steel pipe piles are selected, measures such as predrilling will be necessary to reduce vibrations and the risk of damage to the existing Metro sanitary sewer line where piles are placed close to the utility. • As an alternate to driven steel pipe piles, the bridge may be supported on drilled steel screw piles. This type of foundation support will be designed by the specialty contractor if selected. • . Because the west stair and the east ramp are planned to be supported on shallow spread footings, we recommend that the ramp not be structurally connected to the bridge to allow for possible differential settlements during an earthquake. • We understand that the east ramp will be supported on stem walls with a structural deck between the walls. Thus, no retaining wall design parameters are presented in this report. Specific recommendations for design and construction of the bridge are presented in subsequent sections of this report. File No. 8039-007-00 November 6, 2007 Page 3 GEOENGINEERSi EARTHQUAKE ENGINEERING Regional Seismicity The Puget Sound region is located at the convergent continental boundary known as the Cascadia Subduction Zone (CSZ), which extends from mid -Vancouver Island to Northern California. The CSZ is the zone where the westward advancing North American Plate is overriding the subducting Juan de Fuca Plate. The interaction of these two plates results in three potential seismic source zones: (1) a shallow crustal source zone; (2) the Benioff source zone; and (3) the CSZ interplate source zone. The shallow crustal source zone is used to characterize shallow crustal earthquake activity within the North American Plate at depths ranging from 3 to 19 miles below the ground surface. The Seattle Fault Zone is considered a shallow crustal source zone. The site is located about 2 to 3 miles south of the southernmost strand of the east -west trending Seattle Fault Zone. The most recent major earthquake on the Seattle Fault Zone is estimated to have occurred about 1,100 years ago. The Benioff source zone is used to characterize intraplate, intraslab or deep subcrustal earthquakes. Benioff source zone earthquakes occur within the subducting Juan de Fuca Plate at depths between 20 and 40 miles. In recent years, three large Benioff source zone earthquakes occurred that resulted in some liquefaction in loose alluvial deposits and significant damage to some structures. The first earthquake, which was centered in the Olympia area, occurred in 1949 and had a Richter magnitude of 7.1. The second earthquake, which was centered between Seattle and Tacoma, occurred in 1965 and had a Richter magnitude of 6.5. The third earthquake, which was located in the Nisqually valley north of Olympia, occurred in 2001 and had a Richter magnitude of 6.8. The CSZ interplate source zone is used to characterize rupture of the convergent boundary between the subducting Juan de Fuca Plate and the overriding North American Plate. The depth of CSZ earthquakes is greater than 40 miles. No earthquakes on the CSZ have been instrumentally recorded; however, through the geologic record and historical records of tsunamis in Japan, it is believed that the most recent CSZ event occurred in 1700. Liquefaction Liquefaction refers to the condition by which vibration or shaking of the ground, usually from earthquake forces, results in the development of excess pore pressures in saturated soils with subsequent loss of strength in the deposit of soil so affected. In general, soils that are susceptible to liquefaction include very loose to medium dense, clean to silty sands that are below the water table. The evaluation of liquefaction potential depends on numerous site parameters, including soil grain size, soil density, site geometry, static stresses and the design ground acceleration. Typically, the liquefaction potential of a site is evaluated by comparing the cyclic shear stress ratio (the ratio of the cyclic shear stress to the initial effective overburden stress) induced by an earthquake to the cyclic shear stress ratio required to cause liquefaction. We evaluated the earthquake -induced cyclic shear stress ratio at this site using an empirical relationship developed by researchers for this purpose. The cyclic shear stress ratio required to cause liquefaction was estimated using an empirical procedure developed by R.E. Moss (2003) based on CPT results obtained during field explorations. Estimated ground settlement resulting from earthquake -induced liquefaction was analyzed using empirical procedures by Tokimatsu and Seed (1987) that relate settlement to the CPT data. File No. 8039-007-00 November 6, 2007 Page 4 GEOENcuNEERS Analysis of the CPT data indicates that there is a potential for liquefaction in the granular alluvial deposits above the lower lacustrine deposit. Our analysis indicates that the loose to medium dense granular alluvial soils present at depths of 10 to 30 feet, and occasional scattered thin layers within the medium dense alluvial r.+ soils present at depths of 30 to 66 feet, have a factor of safety less than 1 against liquefaction. Liquefaction - induced ground settlement of the potentially liquefiable zones is estimated to be on the order of 6 to 9 inches for a design -level earthquake. Lateral Spreading Lateral spreading involves lateral displacements of large volumes of liquefied soil. Lateral spreading can occur on near -level ground as blocks of surface soils are displaced relative to adjacent blocks. Lateral spreading also occurs as blocks of surface soils are displaced toward a nearby slope or free -face such as the nearby waterfront by movement of the underlying liquefied soil. Because of the liquefaction risk at the site; it is our opinion that there is a risk for lateral spreading. The risk of lateral spreading is a function of the soil conditions, distance, slope and condition of the slopes and/or bulkheads located along the Duwamish River. The evaluation of lateral spreading at the site was completed using an empirical model that incorporates earthquake, geological, topographical and soil factors that affect ground displacement. The model was developed from compiled data collected at sites where lateral spreading was observed. The key parameters are the Richter magnitude, the horizontal ground acceleration, the thickness of the liquefied zone, the grain size distribution of the liquefied deposit and the location of the free face to the planned structure. The results of our analyses indicate that lateral spreading could be on the order of 12 to 18 inches. The actual lateral ground displacement at and around the pile -supported bridge structure will likely be less because of the beneficial effects of pile -supported buildings around the site and between the site and the river. We estimate that differences in possible lateral spreading between the west and east ends of the bridge is about 2 to 3 inches. 2003 IBC Seismic Design Information We understand that the bridge will have a period of vibration of less than 0.5 seconds. $ven though potentially liquefiable soils are present at the site, the 2006 International Building Code (IBC) allows the use i of non -liquefiable soil parameters for seismic design of low period structures. Thus, we recommend the use of the following 2006 IBC parameters for site class, short period spectral response acceleration (Ss), 1 -second period spectral response acceleration (S1) and seismic coefficients for the project site. 11.4 r.. Ira r Table 1. Seismic IBC Parameters 2006 IBC Parameter* Recommended Value Site Class Short Period Spectral Response Acceleration, Ss (percent g) E 152 52 1 -Second Period Spectral Response Acceleration, Si (percent g) Seismic Coefficient, FA 0.9 Seismic Coefficient, Fv 2.4 Note: *Input parameters based on Site Class E as the building period will be less than'/ second as allowed in the 2006 IBC File No. 8039-007-00 November 6, 2007 Page 5 GEOENGINEERS� DEEP FOUNDATIONS General Based on the presence of potentially liquefiable soils in the upper 30 feet of the site, we recommend that the bridge be supported by piles. Currently, there are two types of pile support under consideration for the bridge: 18 -inch -diameter closed-end steel pipe piles backfilled with concrete (cast -in -steel -shell [CISS]) that would be driven into the deep dense to very dense granular deposits, or steel screw piles (consisting of an approximately 12 -inch -diameter shaft with 28 -inch -diameter helix flights near the tip) that would be drilled to a depth of about 40 feet into the medium dense deposits. We have estimated axial and lateral capacities for the 18 -inch -diameter CISS piles. Recommendations and specifications for the screw pile option are being developed separately by the specialty contractor, Advanced Geosolutions Inc. (AGI), and are not included as a part of this report. Axial Pile Capacity Axial pile load capacity in compression for support of the bridge is anticipated to be developed from a combination of side frictional resistance and end bearing capacity, with most of the capacity developed from end bearing in the lower sand deposits. Uplift pile capacity will be developed from side frictional resistance in these soils. For 18 -inch -diameter CISS piles, we recommend that they be driven 5 to 10 feet into the lower dense sand layer. The top of this layer was encountered at a depth of about 95 feet at the east end of the bridge and 103 feet at the west end. We recommend that allowable downward and uplift capacities of 200 and 100 kips, respectively, be used for design. The allowable pile capacities take into account the effects of liquefaction -induced settlement and the estimated resultant downdrag forces. As a result, the allowable pile capacities are for combined dead plus long-term live loads, and it is recommended that the allowable pile capacities not be increased by one-third when considering seismic design loads. The allowable capacities are based on the strength of the supporting soils and include a factor of safety of 3 for end bearing and 2 for side resistance for static loading conditions. For seismic loading conditions, we estimate that the factor of safety is greater than 1.5. The capacities apply to single piles. If piles are spaced at least three pile diameters on center, as recommended, no reduction for group action is needed, in our opinion. The structural characteristics of pile materials and structural connections may impose limitations on pile capacities and should be evaluated by the structural engineer. Lateral Pile Capacity Lateral loads can be resisted by passive soil pressure on the vertical piles and by the passive soil pressures on the pile cap. Because of the potential separation between the pile -supported foundation components and the underlying soil from settlement, base friction along the bottom of the pile cap should not be included in calculations for lateral capacity. We analyzed the lateral capacity of single 18 -inch -diameter concrete piles using the computer software program LPILE 5 produced by Ensoft, Inc. The recommended parameters for input into the LPILE program are presented in Table 2. The steel shell was considered sacrificial and not included in the analyses. We completed analyses for a single pile for both a non -liquefied (static) and liquefied (seismic) soil profile. File No. 8039-007-00 November 6, 2007 Page 6 GEOENGtNEERS.. Table 2. Recommended Parameters for Development of P -Y Curves Using LPILE Notes: ft = feet pcf = pounds per cubic foot pci = pounds per cubic inch psf = pounds per square foot psi = pounds per square inch We recommend that the piles be designed for fixed -headed conditions at the pile cap to provide added stiffness and resistance to lateral loads. Table 3 presents our recommended lateral pile capacities for various pile head deflections and for static or seismic conditions. Table 3. Allowable Lateral Pile Capacities and Bending Moments Steel Shell Concrete Filled Pile 18 -inch Diameter Static Case Allowable Lateral Pile Capacity (kips) Elevat on (ft)dyer Static Conditions Soil Effective Unit Weight Undrained Shear Strength, (S„) Friction Angle, q (deg) Modulus of Subgrade Reaction, k (pci) Soil Layer Upper Boundary Lower Boundary Soil Type Average Nip) pcf pci psf psi Static Static £50 1 0 5 Cohesionless 16 115 0.0666 - - 32 50 - 2 5 32 Cohesionless 10 52.6 0.0304 - - 30 40 - 3 32 65 Cohesionless 32 57.6 0.0333 - - 34 90 - 4 65 93 Cohesive 4 27.6 0.0160 400 2:78 - 30 0.020 5 93 110 Cohesionless 70 58 0.0336 - - 40 125 - Seismic Case (Liquefied) 1 0 5 Cohesionless 16 115 0.0666 - - 30 50 - 2 5 32 Cohesive 10 52.6 0.0304 300 2.08 - 30 0.020 3 32 65 Cohesive 32 57.6 0.0333 400 2.78 - 50 0.020 4 65 93 Cohesive 4 27.6 0.0160 400 2.78 - 30 0.020 5 93 110 Cohesioniess 70 58 0.0336 - 40 125 - Notes: ft = feet pcf = pounds per cubic foot pci = pounds per cubic inch psf = pounds per square foot psi = pounds per square inch We recommend that the piles be designed for fixed -headed conditions at the pile cap to provide added stiffness and resistance to lateral loads. Table 3 presents our recommended lateral pile capacities for various pile head deflections and for static or seismic conditions. Table 3. Allowable Lateral Pile Capacities and Bending Moments Steel Shell Concrete Filled Pile 18 -inch Diameter Pile Head Deflection (inches) Allowable Lateral Pile Capacity (kips) Maximum Bending Moment (foot -kips) Static Conditions y. 40 236 1 70 417 1/Seismic 25 138 Conditions 1 1 35 214 rr The maximum bending moment will occur at the pile cap because the piles are designed for fixed -headed conditions. Our lateral pile capacity analyses were completed to take into account the effect of imposed curvatures from earthquake ground motions as prescribed in Section 1808.2.23.2.1 of the 2006 IBC. As tog such, it is our opinion that the reinforcement cages do not need to extend within seven pile diameters of the interface between the lacustrine deposits and the underlying lower outwash deposits as recommended in the 2006 IBC. We recommend that the reinforcement for the piles be designed using the moment versus depth i.. relationships presented in Figures 3 and 4. In our opinion, these design recommendations will result in adequate performance of the structure from a life safety standpoint. The lateral capacities presented in Table 3 assume a center -to -center spacing of at least eight pile diameters in the direction of the loading. A preliminary sketch of a possible pile layout for the pile caps currently shows some of the piles closer than eight pile diameters. For piles closer than eight pile diameters, we File No. 8039-007-00 Page 7 November 6, 2007 GEOENGINEERS� recommend that the lateral load capacity be reduced in accordance with the reduction factors presented in Table 4. Table 4. Lateral Capacity Group Reduction Factor Pile Spacing in Direction of Loading (D = Pile Diameter) Reduction Factor 8D 6D 4D 3D 1.0 0.8 0.6 0.45 Resistance to lateral loads can also be developed by passive pressure on the face of pile caps and other below -grade foundation elements. Passive pressure on the face of below -grade elements can be computed on the basis of an equivalent fluid density of 300 pounds per cubic foot (pcf). This fluid density assumes that compacted structural fill is used around these elements for a horizontal distance equal to at least two times the depth of the element. This passive resistance value includes a factor of safety of 1.5 and assumes a 3 -foot -deep pile cap and a minimum lateral deflection of 1 inch to fully develop the passive resistance. Deflections that are less than 1 inch will not fully mobilize the passive resistance in the soil. Passive pressure resistance should be calculated from the bottom of adjacent pavement or sidewalk slabs or below a depth of 1 foot where the adjacent area is unprotected, as appropriate. Base friction on below -grade elements should be ignored because these will be pile -supported and full contact with the underlying soil cannot be assured. Pile Settlement We estimate that the postconstruction settlement of pile foundations, designed and installed as recommended, will be on the order of 'h inch or less. Maximum differential settlement should be less than about one-half the postconstruction settlement. Most of this settlement will occur rapidly as loads are applied. For seismic loading conditions, we estimate that the postearthquake pile settlement will be less than 2 inches. Pile Load Testing GeoEngineers recommends that at least two pile load tests be completed for the project. One of the pile load tests should be a static load test completed in general accordance with the American Society for Testing and Materials (ASTM) D 1143 test procedure (quick procedure) in order to provide direct measurement of the pile load -deflection performance. It is recommended to complete the static load test to 300 percent of the design load or until pile failure, whichever is less. The static load test should be completed at least 5 days after the test pile is installed. In addition, we recommend performing a dynamic pile test using a Pile - Driving Analyzer (PDA) in general accordance with the ASTM D 4945 test procedure on a second indicator pile. The results of the dynamic load test will be checked against the results of a dynamic test on the static test pile and be used to develop pile installation criteria. The pile load tests should be completed prior to installing the production piles in order to confirm design assumptions, pile lengths and pile capacities, if practical. Installation The piles should be driven to obtain the design capacity based on refusal criteria developed for the specific pile -driving hammer to be used and the results of the pile load tests. The closed-end steel pipe piles should be installed using an appropriately sized pile hammer. The pile hammer should be of sufficient size to drive File No. 8039-007-00 Page 8 November 6. 2007 GEOENGtNEERS the pile to refusal into the dense to very dense sands without damaging the pile. Proper selection of pile hammer and cushion are critical to reduce the risk of pile damage during driving. Because the contractor has control of materials handling and driving equipment, we recommend that the contractor be made responsible for installing an acceptable pile to design depths without damaging the piles. Based on our experience with similar projects, we anticipate that a pile hammer with a rated energy of 40,000 to 50,000 foot-pounds may be appropriate. Pile drivability analysis for the specific pile type and pile -driving hammer should be completed once a pile -driving hammer has been selected. GeoEngineers can assist with pile drivability analysis. It should be noted that the recommended pile penetrations and allowable capacities presented above are based on the subsurface conditions encountered in our explorations. Depending upon the driving conditions encountered, it is possible that the pile tip elevations may vary by several feet or more from those developed from our analyses. We recommend that the installation of all piles be monitored by a member of our staff who would observe installation procedures and evaluate the adequacy of individual pile installations. Other Construction Considerations The installation of driven piles produces a significant level of noise and ground vibration in the vicinity of the pile -driving operations. The proximity of nearby existing buildings may pose a concern as a result of vibrations during pile installation. In particular, pile driving can cause measurable vibrations for up to several hundred feet from the pile. Minor architectural or cosmetic damage (that is, small cracks in walls) at moderate distances and structural damage at close distances to pile -driving operations can occur. The level of ground vibrations induced by pile driving depends primarily on the hammer energy, pile type and size, soil type, and distance from the pile. The propagation of waves induced by vibrations through soil deposits is a complex phenomenon. The variation in building construction, age and other factors would be expected to have a significant effect on the sensitivity of a given structure to vibration levels. To reduce potential claims regarding alleged damage resulting from construction, we recommend that a preconstruction condition damage survey of nearby structures be completed to document structural and cosmetic building conditions before construction begins. The current layout of the bridge supports will place piles very close to an existing 42 -inch Metro sanitary sewer line. We recommend that the contractor perform a video inspection of this line prior to driving piles. In addition, it might be necessary to predrill holes to a depth of 2 to 3 feet below the bottom of the sewer at each pile location to minimize vibration to the sewer during driving. We recommend that the need for I,,,, predrilling be further evaluated prior to construction. We recommend that ground vibrations be closely monitored starting from the beginning of construction. The information obtained from this program can be used to modify the pile installation program if the level of vibration becomes too high. SHALLOW FOUNDATION SUPPORT We understand that the west stair and machine room and the ramp leading down from the east end of the bridge are currently planned to be supported on shallow continuous spread footings. This type of support might result in significant settlement of the ramp if liquefaction of underlying soils occurs during an earthquake. We recommend that the west stairs and the ramp not be structurally connected to the bridge, allowing for significant differential settlements to occur between the two structures. Uri We recommend that all spread foundations be founded on at least 2 feet of structural fill. The zone of structural fill should extend laterally beyond the footing edges a horizontal distance at least equal to the File No. 8039-007-00 Page 9 November 6, 2007 G£OENGINEERSQ thickness of the fill. An allowable soil bearing pressure of 2,500 psf may be used for the ramp footings, provided that the foundations have a minimum width of 2 feet and bear on a minimum of 2 feet of compacted structural fill. These bearing pressures apply to the sum of all dead plus long-term live loads, excluding the weight of the footing and any overlying backfill. These values may be increased by one-third when wind or seismic loads are considered. Foundation settlement for these support conditions under static loads is estimated to be on the order of to 1 inch. Foundation settlements if liquefaction occurs could be as high as 6 to 9 inches. EARTHWORK AND STRUCTURAL FILL Excavation Considerations The near -surface soils encountered in the explorations typically consist of silty sand to sandy silt fill. We anticipate that these soils can be excavated with conventional excavation equipment such as backhoes, trackhoes and dozers. We anticipate that most excavations required for the project will be relatively shallow, on the order of 4 to 6 feet in depth for the pile caps and shallow foundations. At this time, we do not anticipate the need for shoring other than the use of trench boxes or trench shields. We anticipate that the depth of the excavations required for the pile caps will generally be above the water table. Perched groundwater may be encountered above this depth if work takes place during or immediately after extended wet weather. We anticipate that the perched water can be handled during construction by sump pumping, as necessary. All collected water should be routed to suitable discharge points. Temporary Cut Slopes All temporary cut slopes and shoring must comply with the provisions of Title 296 Washington Administrative Code (WAC), Part N, "Excavation, Trenching and Shoring." The contractor performing the work has the primary responsibility for protection of workers and adjacent improvements. We recommend temporary cut slope inclinations of 1'/H:1 V (horizontal to vertical) in the existing fill and alluvial deposits encountered at the site. Some caving/sloughing of the cut slopes may occur at this inclination. The inclination may need to be flattened by the contractor if significant caving/sloughing occurs. These cut slope recommendations apply to fully dewatered conditions. For open cuts at the site, we recommend that: • No traffic, construction equipment, stockpiles or building supplies be allowed at the top of the cut slopes within a distance of at least 5 feet from the top of the cut. • Exposed soil along the slope be protected from surface erosion using waterproof tarps, plastic sheeting or flashcoating with shotcrete. • Construction activities be scheduled so that the length of time the temporary cut is left open is reduced to the extent practicable. • Erosion control measures be implemented as appropriate such that runoff from the site is reduced to the extent practicable. • Surface water be diverted away from the excavation. • The general condition of the slopes be observed periodically by GeoEngineers to confirm adequate stability. File No. 8039-007-00 Page 10 November 6. 2007 GEOENGINEERLO Because the contractor has control of the construction operations, the contractor should be made responsible for the stability of cut slopes, as well as the safety of the excavations. The contractor should take all necessary steps to ensure the safety of the workers near slopes. Subgrade Preparation The existing asphalt and concrete should be left in place during construction, where feasible, to protect subgrade soils from disturbance and to aid in control of erosion and sedimentation in unexcavated areas of the site. Where existing asphalt and concrete are removed, we recommend that the excavated material be removed from the site. We recommend that the upper 12 inches of subgrade soils below new pavements, sidewalks and other structures be compacted to at least 95 percent of the maximum dry density (MDD) estimated in general accordance with ASTM D 1557. If the subgrade soils are loose or soft, it may be necessary to excavate the soils and replace them with structural fill. The on-site soils below the existing pavement contain a significant amount of fines (silt) and are very moisture -sensitive. Operation of equipment on these exposed soils will be difficult under wet conditions. Disturbance of shallow subgrade soils should be expected if subgrade preparation work is done during periods of wet weather. Erosion and Sedimentation Control Potential sources or causes of erosion and sedimentation depend upon construction methods, slope length and gradient, amount of soil exposed and/or disturbed, soil type, construction sequencing and weather. Implementing an erosion and sedimentation control plan will reduce the project impact on erosion -prone areas. The plan should be designed in accordance with applicable city, county and/or state standards. The plan should incorporate basic planning principles, including: • Scheduling grading and construction to reduce soil exposure; • Retaining existing asphalt whenever feasible; • Revegetating or mulching denuded areas; • Directing runoff away from denuded areas; • Reducing the length and steepness of slopes with exposed soils; • Decreasing runoff velocities; • Preparing drainage ways and outlets to handle concentrated or increased runoff; • Confining sediment to the project site; and • Inspecting and maintaining control measures frequently. In addition, we recommend that sloped surfaces in exposed or disturbed soil be restored so that surface runoff does not become channeled. Some sloughing and raveling of slopes with exposed or disturbed soil should be expected. Temporary erosion protection should be used and maintained in areas with exposed or disturbed soils to help reduce erosion and reduce transport of sediment to adjacent areas and receiving waters. Permanent erosion protection should be provided by paving or landscape planting. Until the permanent erosion protection is established and the site is stabilized, site monitoring should be performed by qualified personnel to evaluate the effectiveness of the erosion control measures and to repair and/or modify them as appropriate. Provisions for modifications to the erosion control system based on monitoring observations should be included in the erosion and sedimentation control plan. File No. 8039-007-00 November 6, 2007 Page 11 GEOENGINEERLO Structural Fill Materials. Materials used to backfill around pile caps to support footings, sidewalks, pavement or other structures are classified as structural fill for the purpose of this report. At a minimum, structural fill should meet the criteria for common borrow as described in Section 9-03.14(3) of the 2006 Washington State Department of Transportation (WSDOT) Standard Specifications. Common borrow will be suitable for use as structural fill during dry weather conditions only. If structural fill is placed during wet weather, imported structural fill should consist of gravel borrow as described in Section 9-03.14(1) of the 2006 WSDOT Standard Specifications, with the additional restriction that the fines content be limited to no more than 5 percent. Structural fill placed as crushed surfacing base course below pavements should meet the requirements of Section 9-03.9(3) of the 2006 WSDOT Standard Specifications. Use of On-site Soils. The existing fill and upper soils that will be excavated for the pile caps and shallow foundations contain a high percentage of fines and are moisture -sensitive. This material will not be suitable for use as structural fill and should be removed from the site when excavated, or used in landscaped areas. Fill Placement and Compaction Criteria. Structural fill should be mechanically compacted to a firm, non - yielding condition. Structural fill should be placed in loose lifts not exceeding 8 to 10 inches in thickness. Each lift should be conditioned to the proper moisture content and compacted to the specified density before placing subsequent lifts. Structural fill should be compacted to the following criteria: • Structural fill against the pile caps or in new pavement or sidewalk areas, including utility trench backfill, should be compacted to 90 percent of the MDD estimated in general accordance with ASTM D 1557, except that the upper 2 feet of fill below final subgrade should be compacted to 95 percent of the MDD. • Structural fill placed below foundations and around pile caps to develop passive soil resistance should be compacted to 95 percent of the MDD estimated in general accordance with ASTM D 1557. • Structural fill placed as crushed rock base course below pavements should be compacted to 95 percent of the MDD estimated in general accordance with ASTM D 1557. • Nonstructural fill, such as fill placed in landscape areas, should be compacted to at least 85 percent of the MDD estimated in general accordance with ASTM D 1557. In areas intended for future development, a higher degree of compaction should be considered to reduce the settlement potential of the fill soils. We recommend that a representative from our firm be present during placement of structural fill. Our representative will evaluate the adequacy of the subgrade soils and identify areas needing further work, perform in-place moisture -density tests in the fill to evaluate if the work is being done in accordance with the compaction specifications, and advise on any modifications to procedure that may be appropriate for the prevailing conditions. RECOMMENDED ADDITIONAL SERVICES Throughout this report, recommendations are provided where we consider additional geotechnical engineering services to be appropriate. These additional services are summarized below: • If steel screw piles are selected, GeoEngineers should be retained to collaborate and review the reports and design completed by the specialty contractor retained for the project. • GeoEngineers should be retained to review the project plans and specifications when complete to confirm that our design recommendations have been implemented as intended. File No. 8039-007-00 Page 12 November 6, 2007 GEOENGINEERLO • If CISS piles are selected, GeoEngineers should complete a drivability evaluation once the contractor has selected a pile hammer. • During construction, GeoEngineers should observe the installation of deep foundations and monitor any pile load tests accomplished, evaluate the suitability of shallow foundation subgrades, evaluate the compaction of structural fill, evaluate the condition of temporary erosion control measures and provide a letter summarizing our construction observation services. The purposes of GeoEngineers' construction phase services are to confirm that the subsurface conditions are consistent with those observed in the explorations and for other reasons described in Appendix C, "Report Limitations and Guidelines for Use." LIMITATIONS We have prepared this report for the exclusive use of The Museum of Flight, SRG Partnership, and other members of the design team for the pedestrian bridge project at the Museum of Flight in Tukwila, Washington. The data and report should be provided to prospective contractors for their bidding or estimating purposes, but our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in the field of geotechnical engineering in this area at the time this report was prepared. No warranty or other conditions, express or implied, should be understood. Any electronic form, facsimile or hard copy of the original document (email, text, table, and/or figure), if provided, and any attachments are only a copy of the original document. The original document is stored by GeoEngineers, Inc. and will serve as the official document of record. Please refer to Appendix C titled "Report Limitations and Guidelines for Use" for additional information pertaining to use of this report. REFERENCES City of Seattle, 2000, "Standard Specifications for Road, Bridge and Municipal Construction." Ensoft, Inc., 2006, "LPile Plus, Version 5.0.27." International Code Council, 2006, "International Building Code." Moss, R.E.S. (2003). "CPT -Based Probabilistic Assessment of Seismic Soil Liquefaction Initiation," Ph.D. Thesis, University of California, Berkeley. Shannon & Wilson, Inc (2001) "Final Geotechnical Report, Museum of Flight Expansion, Tukwila, Washington." Tokimatsu, K. and Seed, H.B. (1987). "Evaluation of Settlement in Sands due to Earthquake Shaking," Journal of Geotechnical Engineering, ASCE, Vol. 113, No. 8, August 1987, pp. 861-878. Troost, K., Booth, D., Wisher, A., and Shimal, A., 2005, "The Geologic Map of Seattle — A Progress Report" U.S. Geological Survey Open -File Report 2005-1252. United States Geological Survey — Earthquake Hazards Program — Quaternary Fault and Fold Database of the United States, accessed via http://earthquake.usgs.gov/regional/qfaults on May 18, 2007. File No. 8039-007-00 Page 13 November 6. 2007 GEOENGINEERS United States Geological Survey — National Seismic Hazard Mapping Project — Interactive Deaggregations, accessed via http://eqint.cr.usgs.gov/eq/html/deaggint.html on May 18, 2007. United States Geological Survey, "Earthquake Hazards Program, Interpolated Probabilistic Ground Motion for the Conterminous 48 States by Latitude and Longitude, 2002 data. Washington Administrative Code (WAC), Title 296, Part N, "Excavation, Trenching and Shoring." Washington State Department of Transportation, 2006, "Standard Specifications for Road, Bridge and Municipal Construction." Yount, et al., 1993, "Geologic Map of Surficial Deposits in the Seattle 30' x 60' Quadrangle, Washington", U.S. Geological Survey Open -File Report 93-233. File No. 8039-007-00 Page 14 November 6, 2007 GEOENGINEERS L hue fire le r kir Map Revised: September 21, 2007 EL Path:\\Seattle\Projects\8\8039007\00\GIS\MXD\8039007_Figurel Office: Seattle Data Sources: Interstates, state routes, and roads from TIGER 2000. County boundaries, cities, and waterbodies from Department of Ecology. All locations are approximate. Note: This drawing is for informational purposes. It is intended to assist in showing features discussed in an attached document. It is unlawful to copy or reproduce all or any part thereof, whether for personal use or resale, without permission. S 0 50 100 200 Feet GEOEPlGINEER VICINITY MAP Museum of Flight Pedestrian Bridge Seattle, WA FIGURE 1 N R W LL C a. co L CO C C • L aGO CO ajL LL e O m E m 7 GEOENGINEERS r fl - LOW 11 W0 to seem AN 0341100.1 1rKYVl\M 0 2d06L066909\60rA00\[6661.69\ 9\u63uMd\3u1nS\ M Seat:108\8039007\00\Analyses\LPILE\10-5-07\18 inch CISS Static Fixed_at gs 5ft fill.xls 0 4 O 8039-007-00 Museum of Flight 18 -inch CISS Pile - Fixed Head, Static Condition Moment (kip ft) -500 -400 -300 -200 -100 0 5 10- 25 - 30 - 35 0 100 200 —♦— 0.5 -in Head Deflection —3L6— 1 -in Head Deflection GEOENGINEERSZ; Earth Science + Technology MOMENT VERSUS DEPTH - STATIC FIGURE 3 Seat:\08\8039007\001Analyses\LPILE\10-5-07\18 inch CISS Seismic Fixed_at gs 5ft fill.xls F- 0 0 0 8039-007-00 -250 0 5 10- 15, as a a) 20 - 25 - 30 - 35 Museum of Flight 18 -inch CISS Pile - Fixed Head, Seismic Condition Moment (kip -ft) -200 -150 -100 -50 0 50 100 ♦-0.5-in Head Deflection —3t--1-in Head Deflection GEOENGINEERS...0 Earth Science + Technology MOMENT VERSUS DEPTH - SEISMIC FIGURE 4 GEOENGINEERS_‘).* APPENDIX A FIELD EXPLORATIONS APPENDIX A FIELD EXPLORATIONS GENERAL We explored subsurface soil and groundwater conditions at the site by advancing one CPT probe (CPT -1) at the site on September 13, 2007, using truck -mounted equipment owned and operated by In Situ Engineering (previously Northwest Cone Exploration). Prior to advancing the CPT, the location was potholed through the upper soils to a depth of about 10 feet with a vacuum truck operated by APS. Our first picked location, about 10 feet northwest of the location of the exploration shown in Figure 2 encountered a pipe at a depth of about 5 feet. CONE PENETROMETER TESTS The CPT is a subsurface exploration technique in which a small -diameter steel tip with adjacent sleeve is continuously advanced with hydraulically operated equipment. Measurements of tip and sleeve resistance allow interpretation of the soil profile and the consistency of the strata penetrated. The tip resistance, friction ratio and pore water pressure are recorded on the CPT log. The log of the CPT sounding is presented in Figure A-1. The CPT sounding was advanced to a depth of about 93 feet below the existing ground surface. The CPT sounding was backfilled in general accordance with procedures outlined by the Washington State Department of Ecology. File No. 8039-007-00 Page A-1 November 6, 2007 GEOENGINEERS tor 8039-007-00 NLT:TB2 10/19/07 CPT-LIQ.xhs 0 10 20 CPT -1 TIP RESISTANCE FRICTION RATIO Fs/Qc PORE WATER PRESSURE Qc (ksf) (%) (ksf) 0 200 400 600 0 1 2 3 4 -10 0 10 20 0 80 90 100 0 10 20 ::- 30 40 a) 50 a 60 70 80 90 100 1 20 30 40 m co 50 a a, 0 60 70 80 1 90 100 GEOENGINEERS Earth Science + Technology CONE PENETROMETER DATA FIGURE A-1 GEOENGINEERS APPENDIX B PREVIOUS EXPLORATIONS aeArataiMMIKOIUSEN APPENDIX B PREVIOUS EXPLORATIONS This appendix presents the logs of one boring and three CPT probes included in the report for the geotechnical design of the Courage Wing (Shannon & Wilson, 2001). File No. 8039-007-00 November 6, 2007 Page B-1 GEDENGINEER SOIL DESCRIPTION Surface Elevation: Approx. 21 Ft. (NAVD 88) Depth (ft) 1 .a E m Samples E a t7 n- Ground Water Depth (ft) Standard Penetration Resistance (140 lb. weight, 30-inch drop) ABlows per foot 0 20 40 60 \TOPSOIL r 0.3 3.7 19.5 33.0 `• ». • • • • ' • • , 2I sI 4� gI g I aI g= 101 11I ,2I t3 I ° 0 0 f) 0 10 0 15 .s 20 25 f Dense, dark gray to dark brown, trace to slightly silty to silty SAND, trace of gravel; moist; massive; (Hf) /�I SP-SM/SP. / I Medium dense, dark gray-brown, trace to slightly silty SAND; moist; locally trace of gravel, massive to faintly bedded, scattered silty fine sand seams, scattered iron-oxide staining; (Ha) SP-SM/SP.' . • ::•:::::::::::::: ' A • Loose, dark gray-brown, slightly silty to silty, fine SAND, trace of medium sand; wet; massive to faintly bedded, scattered organic fragments; (Ha) SP-SM/SM. - three 1-inch thick seams of slightly clayey silt at 30.4, 30.6, and 30.9 feet --t- •i . . i • • Medium dense, dark gray-brown, slightly silty to silty, fine SAND, trace of medium sand; wet; bedded, abundant fine sandy silt seams, abundant organic fragments, scattered ash seams; (Ha) SP-SM/SM. - 1/2-inch seam of light gray clayey silt (ash) at 41.5 feet CONTINUED NEXT PAGE 40 45 - • j! LEGEND 0 20 40 60 Sample Not Recovered • % Water Content Ground Water Level ATD I 2-inch O.D. Split Spoon Sample Plastic Limit IL 3-inch O.D. Shelby Tube Sample Natural WaterLiquid Limit rContent o 3.0' O.D. Osterberg Sample NOTES Museum of Flight Expansion Tukwila, Washington 1. The stratification lines represent the approximate boundaries between soil types. and the transition may be gradual. 2. The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials. 3. Groundwater level, if indicated above, is for the date specified and may vary. 4. Refer to KEY for explanation of 'Symbols' and definitions. LOG OF BORING B-i October 2001 21-1-09383-001 5, USCS designation is based on visual-manual classification and selected laboratory index testing. SHANNON & WILSON, INC. Geotechnical and Environmental Consultants FIG. A-2 Sheet 1 of 3 SOIL DESCRIPTION Surface Elevation: Approx. 21 Ft. (NAVD 88) Depth (ft) Symbol Samples a a o_ a Ground Water Depth (ft) Standard Penetration Resistance (140 lb. weight, 30 -inch drop) ♦ Blows per foot 20 40 60 :;-. 14 55 - 0 i • :, 15 I Interbedded, loose, dark gray -brown, fine sandy SILT, slightly silty, fine 58.0 •. ., 6b SAND, and stiff, clayey SILT; wet; 1abundant organic fragments; (HI) r SM/ML. / 62.0 ' : ;. r= • " tel • Dense, dark gray, slightly silty, fine ... -� SAND, trace of medium sand; wet; bedded, abundant organic fragments, scattered fine sandy silt seams; (Ha) / SP -SM. 68.0 �� • =--- „I .® ' ........ - Soft to very soft, dark gray, clayey SILT, trace of fine sand; wet; locally fine sandy at top, faintly bedded to massive, scattered organic fragments, fine — — 70 75 , , . scattered sand seams throughout; (HI) ML. 19 29 80 i 21I 0 85 F ----ii • i - 3 -inch thick seam of light gray, slightly fine sandy, clayey silt (ash) at 85.4 feet 2 I A. i .• . . 1 € Medium dense, gray, silty, fine to medium SAND; wet; massive, 93.0 = 95 abundant shell fragments; (He) SM. ": " 24I Very dense, gray, slightly silty to silty SAND, trace of gravel; wet; massive, CONTINUED NEXT PAGE 97.0 i LEGEND 0 20 40 60 • Sample Not Recovered g Ground Water Level ATO • % Water Content Z 2 -inch O.D. Split Spoon Sample Plastic Limit ad Limit II 3 -inch O.D. Shelby Tube Sample Natural WaterContent II 3.0' O.D. Osterberg Sample NOTES Museum of Flight Expansion Tukwila, Washington 1. The stratification lines represent the approximate boundaries between soil types, and the transition may be gradual. 2. The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials. 3. Groundwater level, it indicated above, is for the date specified and may vary. 4. Refer to KEY for explanation of 'Symbols' and definitions. �a t1 BORING �+ p LOG O F B O R I' M G B—i October 2001 21-1-09383-001 5. USCS designation is based on visual -manual classification and selected laboratory index testing. SHANNON & WILSON, INC. Geotechnical and Environmental Consultants FIG. A-2 Sheet 2 of 3 SOIL DESCRIPTION Surface Elevation: Approx. 21 Ft. (NAVD 88) Depth (ft) I .n co Samples E a a. Ground Water Depth (ft) Standard Penetration Resistance (140 lb. weight, 30-inch drop) A. Blows per foot 0 20 40 60 abundant shell fragments; (He) SP-SM/SM. �;,, ;.. - ,... :r. r..•• .: •6 25 -I- 26= 27 291 105 ® ' 50/4"4 —5076"- l 110 115 120 125 130 135 ... Very dense, gray, trace to slightly silty, fine to medium SAND; wet; locally trace of fine gravel, scattered shells and organic fragments; (He) SP-SM. 107.0 121,5:' O 5076'i , .::::: 6740 • ....... 1 AJ! BOTTOM OF BORING COMPLETED ON 04/24/2001 Note: Boring drilled to 17 feet with 8-inch (O.D.) hollow-stem auger, then mud rotary (3 7/8-inch tricone bit) to the bottom of the boring. 140 { 145 LEGEND Ground Water Level ATO between soil types. for a proper understanding of specified and may vary. and selected 0 20 40 60 °1° Water Content Plastic Limit 1-110--1 Liquid Limit Natural Water Content * Sample Not Recovered SC I 2-inch O.D. Split Spoon Sample II 3-inch O.D. Shelby Tube Sample IE 3.0' 0.0. Osterberg Sample pio'rEa 1. The stratification lines represent the approximate boundaries and the transition may be gradual. 2. The discussion in the text of this report is necessary the nature of the subsurface materials. 3. Groundwater level. ;f indicated above, is for the date 4. Refer to KEY for explanation of *Symbols" and definitions. 5. USCS designation is based on visual-manual classification laboratory index testing. Museum of Flight Expansion Tukwila, Washington LOG OF BORING B-1 October 2001 21-1-09383-001 SHANNON & WILSON, INC. ��� ` and ��� fO"Consultants FIG. A-2 Sheet 3 of 3 hoo two ay, l sags OL-b'DIA z • g tA rWg El VIm gm� � m le to medium dense SAND ty SAND/sandy SILT with ,ered clayey zones. 03 s 61- Gum dense SAND to silty iD. occ' a exm IMATED SOIL PROFILE face Elevation Approx. 18.0 ft (NAV!) 88) drilled - NO DATA :Gum dense to dense, silty ND. t to medium stiff, clayey T to silty CLAY with zones andy SILT. pp� pw w in qq w O (il O OSI ~ w a O w- * wa w DePth ) I � IP 11P1.111 rs between mad using II Procerty :tion Angle ed N -Value d Shear Stu f Northwest strometer.111111 t 3 E i y DNE BEARING, q, uare foot) 00 300 400 i F , FRICTION RATIO R, (%) 0 3 I i i i PORE PRESSURE u (1st) B 4 8 1 i I f I 1 1 I I 14 i r C C 5 m a t I ._._. O 1 i m m a3 m 1 1 i o W a 1 i F I O ,w I' PY Zo O 0 ate 1 i ESTIMATED SOIL PROPERTIES Friction Angle Undrained Shear Uncorr. N -value (degrees) Strength (1st) (blows/toot) 0 3n AM (! t fl 3i] fth r- s-- I !MC- QZo m g* ° 0 ca E i i Sr' Eo Z '0 33 = c Z m g I j I i i I .,- ,�+:i- ' • m ci (c)- w > > . 0N.g Q ..t O 0 n tii w .• 4,... j ro U! m 52 2 O 1 i ha to to m Medium dense to dense SAND to gravelly SAND. q P,� ESTIMATED SOIL PROFILE Surface Elevation: Approx. 18.0 ft Friction Angle Durgunoglu & Mitchell Uncorrected N -Value (N60) Robertson &Campanella Undrained Shear Strength no - ay where: qc = Measured Cone Bearing Nk Nk 12.5 a v = Total Overburden Stress 3. Log of probe is based on piezocone probe data provided by Northwest Cone Exploration. 4. The pore pressure was measured behind the tip of the penetrometer. Hydrostatic pore pressure based on the estimated groundwater depth is also shown above (dashed line). o P O w 8 w O�ep mmV mm ° tl") t I Ij 1€ F � jE i IECTED CONE BEARING, q, (tons/square foot) DO 200 300 400 i 1 � i i e t ��yi�ryr� FRICTION RATIO R, (%) 0 3 6 i I i i I' PORE PRESSURE u (tsf) 0 4 8 I SHEAR VELOCITY V. (fUsec) 0 600 1200 1 Symbo1 .11 i i i ilii ? ESTIMATED SOIL PROPERTIES IFriction Angle Undrained Shear Uncorr. N -value i (degrees) Strength (tsf) (blows/foot) 0 _--30 _------ 60 0-- 1 2 0__. _._30_-- -- 60 SHANNON & WILSON, INC. Geolechnicie and Environmental Consultants LOG OF PROBE CPT -1 October 2001 21-1-09383-001 Museum of Flight Expansion Tukwila, Washington t I f I i Ix1 i i I i I 4++ ♦. + 4�4 FIG. A-10 Sheet 2 of 2 t tr i� a N Very loose to loose, sandy SILT to clayey SILT. J ILoose to medium dense, sandy SILT/silty SAND to clayey SILT. Medium dense SAND. Loose to medium dense. SAND to silty SAND with scattered sandy silt layers. Medium dense to dense SAND. Loose to medium dense, silty SAND; scattered seams of soft to stiff, clayey silt. Predrilled - NO DATA Medium dense to very dense, SAND to silty Loose to dense, lnterlayered. SAND end silty SAND. ESTIMATED SOIL PROFILE Surface Elevation: Approx. 16.0 ft (NAVD 88) 1. The stratification lines represent the approximate boundaries between sot types; the transition may be gradual. 2. The estimated soil properties are based on analyses performed using the computer program CPTINT (Version 5.0). The method used for estimating the properties listed above are: PcoaeWc Mt3i114d Friction Angle Durgunoglu & Mitchell Uncorrected N -Value (N60) Robertson & Campanella Undrained Shear Strength oc • cry where: qc . Measured Cone Bearing Nk Nk . 12.5 a v . Total Overburden Stress 3. Log of probe Is based on piezocone probe data provided by Northwest ConeNonhwest Cone Exploration. 4. The pore pressure was measured behind the tip of the penetrometer. Hydrostatic pore pressure based on the estimated groundwater depth is also shown above (dashed line). W O P W to y 41 til qtX qq tJ1 p 0 O In O a -. S. N 0 O in P O 91 O P De t...[ 00O CORRECTED CONE BEARING, qt (tons per square foot) 0 100 200 300 400 3 11 t i j i I! I i i I � t s -0 i i y. o 1 � I PORE PRESSURE u (tsf) 0 4 8 f l t 7�i •: •':.• Symbol .... •! ,I •! •! •! -I ✓ ! f I I ' •: ' %N •• •• -' .• ." : ." : .' .' .:.' .:: . C .' ." SHANNON & WILSON, INC. Geotechnical and EnvkerwtEtfttat CansWanrs LOG OF PROBE CPT -2 October 2001 21-1-09383-001 Museum of Flight Expansion Tukwila, Washington ?S 1.1 M. 2 fa 13 r ESTIMATED SOIL PROPERTIES I I 41'5,,,;-1, i Undrained Shear Strength (tsf) 0 1 2 i• 0,/_m g 0 i ....•• • np • i•• i ,ti w • • ..., R.•. • •` i. • Uncorr. N -value (blows/foot) 0 30 60 Zao Z48843 t tit 'DIA z 0 m vi :a• is N + C {� o m m a o .8m 0 ^ a m o m m p n ma s a. -S w to g Q $ - -:-0<D • mm a mm 3 °' m Q o m 5 a Mt e P 5 n c 5: m. 0 m a >n §' 0 Ta g .O o 0 p, 4 a g b a a sz8a4. 1 g x m N 9 m v 0 n Z x m m m 3 m c.) oz o o < d m c m g e L, a . 0 m 4j m m n rd a - o !�,_ a ,., < c C to e0 m IDo Z i w < z a a g ° 0 o p 3 • 5 3 w N . 0 C ® 0. o a r, o e • Q i m m Et, m m w n 0 ii S W CC 8 3 C a N 8D Z GO o kE 1002 1880100 OO -£8E60 -L -I z -1a10 380ad AO 001 sip Bupewpse AN peen polgew F 1 ! i t 11 0 r 00 4", gm 0 0 a 3 1 0 0 in La W O bid V X Depth (ft) V O t -- 33 Z O 0 Symbol 0 !ax 0 • ESTIMATED SOIL PROPERTIES 0 to a 4 0.0 100 Iapt feels EL-V'Jt! A W cn F g O 8 a e13.m m F S. 11 a E ▪ 6 v 3 g a 2 AT z m m n a m m m a 0 0 N -14 i g . al a q om 0 7 a 0 w 0 -zoo n fes` g 2 Ib w 8 4o g Am a g m •-2 O O 0 0 m N O 0 C -1d3 380ad d0 DOl m 0 a a m If ig a ft Ei IEa 3 166 0. am 311.O1id "NOS aalvWils3 G 0 Depth (ft) n 0 g tm) v& .- D a a O a p, z ED. m o m 0 .0 11 33 Z-4 C., O o Z i #.../...,-..J .J- T. .. , Symbol '• I D 0 m w m • . • • • •i i Jj 4,4 i +• ri •a I 1 k_.._ Imo•' S311H3dOdd IIOS a31vWIIS i n a m a N a v Z V D 8 iq F t k . gcn iow 3: 1. The stratification lines represent the approximate boundaries between soil types; the transition r 2. The estimated soil properties are based on analyses perforated using the computer program CF properties listed above are: Property Friction Angle Uncorrected N -Value (N80) Undrained Shear Strength 3. Log of probe is based on piezocone probe data provided by Northwest Cone Exploration. 4. The pore pressure was measured behind the tip of the penetrometer. Hydrostatic pore pressure shown above (dashed line). 1 NE 4 17 w0 gco a W4Z g. ;111 _ _.._ iitmm dense SAND. use to medium dense SAND t to medium. stiff CLAY to fey SILT. 8 5 D. in ft. silty CLAY to CLAY. eft to medium stiff. clayey .T to CLAY. es Il �A Etm 11MATED SOIL PROFILE mace Elevation: Approx. 18:0 ft (NAUD 138) N O U m O b o tlOi O O b b N E b N1 c O b Q O PS Mgi) CORRECTED CONE BEARING, qt FRICTION RATIO PORE PRESSURE SHEAR (tons/square foot) R, (%) u (tsf) V, ( 0 100 200 300 400,0 3 a o 4 8 0 i . ' . j }} i ii1 j[ • 1 , 1 ( I '`'1 r I/ 1 lI 1 � uD m j m r m CZ rJ I ' SHANNON & WILSON, INC. FIG. A-12 Geotechnical and Environmental Consultants Sheet 2 012 LOG OF PROBE CPT -3 October 2001 21-1-09383-001 Museum of Flight Expansion Tukwila, Washington ESTIMATED SOIL PROPERTIES Friction Angle Undrained Shear Uncorr. N•value (degrees)Strength NI) (blows/foot) n 9n CA ^ j t i f 1 jj3 i ! i • • •• • 1 •)� • •. 4. ••..c j 1 1 ♦ 4 ij • .• i • ( :r: C GEOENGINEERS APPENDIX C REPORT LIMITATIONS AND GUIDELINES FOR USE APPENDIX C REPORT LIMITATIONS AND GUIDELINES FOR USE' This appendix provides information to help you manage your risks with respect to the use of this report. GEOTECHNICAL SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES, PERSONS AND PROJECTS This report has been prepared for the exclusive use of The Museum of Flight, SRG Partnership, Inc. and other project team members for the pedestrian bridge at the Museum of Flight. This report may be made available to prospective contractors for their bidding or estimating purposes, but our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. This report is not intended for use by others, and the information contained herein is not applicable to other sites. GeoEngineers structures our services to meet the specific needs of our clients. For example, a geotechnical or geologic study conducted for a civil engineer or architect may not fulfill the needs of a construction contractor or even another civil engineer or architect that are involved in the same project. Because each geotechnical or geologic study is unique, each geotechnical engineering or geologic report is unique, prepared solely for the specific client and project site. Our report is prepared for the exclusive use of our Client. No other party may rely on the product of our services unless we agree in advance to such reliance in writing. This is to provide our firm with reasonable protection against open-ended liability claims by third parties with which there would otherwise be no contractual limits to their actions. Within the limitations of scope, schedule and budget, our services have been executed in accordance with our Agreement with the Client and generally accepted geotechnical practices in this area at the time this report was prepared. This report should not be applied for any purpose or project except the one originally contemplated. A GEOTECHNICAL ENGINEERING OR GEOLOGIC REPORT IS BASED ON A UNIQUE SET OF PROJECT -SPECIFIC FACTORS This report has been prepared for the pedestrian bridge project at the Museum of Flight in Tukwila, Washington. GeoEngineers considered a number of unique, project -specific factors when establishing the scope of services for this project and report. Unless GeoEngineers specifically indicates otherwise, do not rely on this report if it was: • not prepared for you, • not prepared for your project, • not prepared for the specific site explored, or • completed before important project changes were made. For example, changes that can affect the applicability of this report include those that affect: • the function of the proposed structure; • elevation, configuration, location, orientation or weight of the proposed structure; • composition of the design team; or • project ownership. If important changes are made after the date of this report, GeoEngineers should be given the opportunity to review our interpretations and recommendations and provide written modifications or confirmation, as appropriate. Developed based on material provided by ASFE, Professional Firms Practicing in the Geosciences; www.asfe.org File No. 8039-007-00 November 6, 2007 Page C-1 GEOENGINEERs SUBSURFACE CONDITIONS CAN CHANGE This geotechnical or geologic report is based on conditions that existed at the time the study was performed. The findings and conclusions of this report may be affected by the passage of time, by manmade events such as construction on or adjacent to the site, or by natural events such as floods, earthquakes, slope instability or groundwater fluctuations. Always contact GeoEngineers before applying a report to determine if it remains applicable. MOST GEOTECHNICAL AND GEOLOGIC FINDINGS ARE PROFESSIONAL OPINIONS Our interpretations of subsurface conditions are based on field observations from widely spaced sampling locations at the site. Site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. GeoEngineers reviewed field and laboratory data and then applied our professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ, sometimes significantly, from those indicated in this report. Our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. GEOTECHNICAL ENGINEERING REPORT RECOMMENDATIONS ARE NOT FINAL Do not over -rely on the preliminary construction recommendations included in this report. These recommendations are not final, because they were developed principally from GeoEngineers' professional judgment and opinion. GeoEngineers' recommendations can be finalized only by observing actual subsurface conditions revealed during construction. GeoEngineers cannot assume responsibility or liability for this report's recommendations if we do not perform construction observation. Sufficient monitoring, testing and consultation by GeoEngineers should be provided during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork activities are completed in accordance with our recommendations. Retaining GeoEngineers for construction observation for this project is the most effective method of managing the risks associated with unanticipated conditions. A GEOTECHNICAL ENGINEERING OR GEOLOGIC REPORT COULD BE SUBJECT TO MISINTERPRETATION Misinterpretation of this report by other design team members can result in costly problems. You could lower that risk by having GeoEngineers confer with appropriate members of the design team after submitting the report. Also retain GeoEngineers to review pertinent elements of the design team's plans and specifications. Contractors can also misinterpret a geotechnical engineering or geologic report. Reduce that risk by having GeoEngineers participate in pre-bid and preconstruction conferences, and by providing construction observation. Do NOT REDRAW THE EXPLORATION LOGS Geotechnical engineers and geologists prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical engineering or geologic report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable, but recognize that separating logs from the report can elevate risk. File No. 8039-007-00 November 6, 2007 Page C-2 GEOENGINEER GIVE CONTRACTORS A COMPLETE REPORT AND GUIDANCE Some owners and design professionals believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give contractors the complete geotechnical engineering or geologic report, but preface it with a clearly written letter of transmittal. In that letter, advise contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with GeoEngineers and/or to conduct additional study to obtain the specific types of information they need or prefer. A pre-bid conference can also be valuable. Be sure contractors have sufficient time to perform additional study. Only then might an owner be in a position to give contractors the best information available, while requiring them to at least share the financial responsibilities stemming from unanticipated conditions. Further, a contingency for unanticipated conditions should be included in your project budget and schedule. CONTRACTORS ARE RESPONSIBLE FOR SITE SAFETY ON THEIR OWN CONSTRUCTION PROJECTS Our geotechnical recommendations are not intended to direct the contractor's procedures, methods, schedule or management of the work site. The contractor is solely responsible for job site safety and for managing construction operations to minimize risks to on-site personnel and to adjacent properties. READ THESE PROVISIONS CLOSELY Some clients, design professionals and contractors may not recognize that the geoscience practices (geotechnical engineering or geology) are far less exact than other engineering and natural science disciplines. This lack of understanding can create unrealistic expectations that could lead to disappointments, claims and disputes. GeoEngineers includes these explanatory "limitations" provisions in our reports to help reduce such risks. Please confer with GeoEngineers if you are unclear how these "Report Limitations and Guidelines for Use" apply to your project or site. GEOTECHNICAL, GEOLOGIC AND ENVIRONMENTAL REPORTS SHOULD NOT BE INTERCHANGED The equipment, techniques and personnel used to perform an environmental study differ significantly from those used to perform a geotechnical or geologic study and vice versa. For that reason, a geotechnical engineering or geologic report does not usually relate any environmental findings, conclusions or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Similarly, environmental reports are not used to address geotechnical or geologic concerns regarding a specific project. BIOLOGICAL POLLUTANTS GeoEngineers' Scope of Work specifically excludes the investigation, detection, prevention or assessment of the presence of Biological Pollutants. Accordingly, this report does not include any interpretations, recommendations, findings, or conclusions regarding the detecting, assessing, preventing or abating of Biological Pollutants and no conclusions or inferences should be drawn regarding Biological Pollutants, as they may relate to this project. The term "Biological Pollutants" includes, but is not limited to, molds, fungi, spores, bacteria, and viruses, and/or any of their byproducts. If Client desires these specialized services, they should be obtained from a consultant who offers services in this specialized field. File No. 8039-007-00 November 6, 2007 Page C-3 GEOENGiNEERS Advanced Geosolutions, Inc 11400 W Olympic Blvd Suite 200 6.1 Los Angeles, CA 90064 Ph No. 310.460.3640 Fax No. 310.460. 3211 ir. November 2, 2007 v Mr. Al Bergman, Sellen Construction 227 Westlake Ave. N Seattle, WA 98109 Subject: Screw Pile Design as Foundation Support Museum of Flight Expansion- Pedestrian Bridge, Tukwila, WA Dear Al: MAGI Our Ref: L07-446 Advanced Geosolutions Inc (AGI) is pleased to submit herein our design and associated drawings for Screw Piles as foundation support on this project. Please contact the undersigned if you have any questions regarding this report or desire additional information Sincerely, Advanced Geosolutions, Inc. (AGI) 64L/ Mamdouh Nasr, P.Eng Project Manager tjcJ. `11'icd4 L07-446 — Sellen 2 Screw Pile Design as Foundation Support Museum of Flight Expansion- Pedestrian Bridge. Tukwila. WA 1. INTRODUCTION The Museum of Flight is planning to construct a pedestrian bridge which will connect the museum's facilities on the east side of E. Marginal Way with those on the west side of the roadway. The bridge will start near the existing museum building between the Red Barn structure and the Courage Wing; extend to the west paralleling the south wall of the Courage Wing, cross over E. Marginal Way, and terminate on the west side of E. Marginal Way where it intersects with the north side of S. 94th Place. The overall length of the pedestrian bridge will be about 220 feet, and will require pile foundation support at three locations. Foundation locations are at each end of the bridge and on the east side of E. Marginal Way (the middle support). Stairways, which will be structurally supported by both the bridge structure and the pile cap, are planned for the west and middle supports. A ramp will extend from the east end of the bridge in a westerly direction to the ground surface. We understand that this ramp will be structurally separated from the bridge to allow the ramp to be supported on a shallow spread foundation GeoEngineers in their report Project No. 08039-007-00 dated November 06, 2007, describes the site soil conditions as fill overlying native alluvial deposits. In general, the surficial fill is about 4 to 6 feet in thickness and consists of loose to medium dense sand and gravel. The fill is underlain by granular alluvial deposits consisting of loose to medium dense sand to silty sand. The upper 30 to 35 feet of this deposit is typically less dense and may include hydraulic fill placed during early development of the area. Below these depths, this deposit was typically medium dense with occasional zones of looser material. GeoEngineers indicated that the groundwater level was not interpreted from the CPT data but is reported in the previous study at depths of 10 to 13 feet below the ground surface. Groundwater conditions should be expected to fluctuate as a function of season, precipitation, the rise and fall of the Duwamish River and other factors GeoEngineers indicated the requirement of deep foundations (Driven Steel Piles or Steel Screw Piles) to support the bridge footing. MKA, the structural engineer for the project recommended 7 piles for the west Abutment, 7 piles for the center Abutment and 6 piles for the East Abutment. Each pile is required to carry 160 Kips (DL + LL) with safety factor = 2.0. MAGI two L ►W lbw • Screw Pile Design as Foundation Support Museum of Flight Expansion- Pedestrian Bridge. Tukwila, WA AGI Analyzed the Foundation requirement and concluded the use of High Capacity Screw Piles (used as foundation piles) would be the appropriate way to support the Bridge footings 2. SUMMARY OF METHOD STATEMENT A Screw Pile is a steel pipe shaft with a 45° cut at the bottom with one or more formed helical plates welded to the outside of the pipe near the base. The helical plate or "helix" facilitates installation of the pile and gives the screw piles increased bearing capacity and pull-out resistance over a traditional straight -shaft pile. Since screw piles can accommodate both tension and compression loads, this allows them to be used for a multitude of residential, industrial, commercial, and telecommunication foundation applications. Where vibration or excessive noise pollution is to be avoided, screw piles are particularly suitable because the installation equipment is relatively quiet and vibration -free. Screw piles can be designed to facilitate large lateral loads and bending moments. In addition to vertical installations, screw piles can also be installed at an angle (battered or raked). By grouping vertical and battered piles together with a common pile cap, much larger compression, tension and lateral loads can be accommodated at a single location. SHAFT • HOLLOW ROUN D STRUCTURAL STEEL PIPE. 2 VW DIA. TO 36' DIA. PILE MAY CONSIST OF ONE OR MORE HELIXES DEPENDING ON DESIGN BARE METAL FINISH OR HOT -DIPPED GALVANIZED COATING IS AVAILABLE r HELPt - VARIOUS PLATE THICKNESS AND DIAMETERS -- SIS DEGREE ENO CUT TO ASSIST INSTALLATION The screw piles will be fabricated in two pieces with a bolted connection. The piles will be transported to the site, where they will be screwed into the ground to designated depths at specified locations. The piles will have sufficient extra length to allow the piles to be trimmed to the desired finished elevation after the piles are installed. Upon completion of piles installation, the piles will be cut off to the required cut-off elevation and the shaft will be filled with concrete. MAGI -3- Screw Pile Design as Foundation Support Museum of Flight Expansion- Pedestrian Bridge. Tukwila, WA 3. SCREW PILES DESIGN AGI uses the cylindrical shear method to calculate the capacity of screw piles as shown above. The ultimate pile capacity can be calculated as follows: QULT = QBEARING + QSHAFT + QHELIX Where: QULT = Ultimate Screw Pile Capacity QBEARING = Bearing Load QSHAFT = Shaft Resistance QHELIX = Cylindrical Shear Resistance I. Design Loads of Screw Piles in Compression Each of the screw piles is designed to carry 160 Kips working load (DL+LL) with a safety factor of 2.0. Static pile settlement at working loads is expected to be around 0.3 - 0.4 inches. The anticipated seismic settlement below the bottom helix will result in a differential settlement between the east and west bridge abutments of about 1.3 inches. II. Design Load of Screw Piles in Uplift MAGI -4- r Iwo Screw Pile Design as Foundation Support Museum of Flight Expansion- Pedestrian Bridge, Tukwila, WA The screw pile has an uplift capacity = 80 % of the compression capacity and therefore our screw pile design will allow for uplift forces up to 125 Kips / Pile III. Design Load of Screw Piles For Lateral Analysis The pile is designed as a fixed -head pile to resist the lateral forces on the pile caps. A copy of the analysis showing the expected lateral capacity and the bending moment is attached. The maximum lateral force on the foundations is calculated from the expected movement of the foundation to mobilize the passive resistance (GeoEngineers). By modeling the pile with the expected movement of 0.45" and using DFSAP Software by Washington State Department of Transportation, the maximum lateral force on the pile is 21.8 Kips. The associated moment due to head fixation = 100 Kip -ft (Exhibit 1 and 2). IV. Soil Parameters • Our screw pile design is based on information contained in GeoEngineers geotechnical report for the project which can be summarized as follows: i. 0 -5 feet: loose silty sand (neglected in the pile capacity calculation) ii. 5-30 feet: loose silty sand, saturated, liquefiable, 9 = 30 degrees and effective unit weight = 64 Lb/ Ft3 iii. 30- 60 feet: medium dense silty sand, saturated, , cp = 34 degrees and effective unit weight = 64 Lb/ Ft3 iv. 60- 68: feet medium dense silty sand with inter bedded layer of liquefiable loose Sand v. Below 68 feet: soft clay • Note: on the west end a layer of loose to medium dense sand was encountered between 52 and 68 Ft as indicated in GeoEngineers Report. V. Screw Pile design • Based on the above loads and soil parameters, each screw pile is designed to carry 160Kips in compression, 125 Kips in uplift and 20 Kips in lateral. The pile is designed to carry the above loads with safety factor = 2.0 • The pile shaft is 12 3/4 inches in diameter, 0.406" wall thick- 40 Ft long (to allow for enough length inside the concrete cap). The pile has twin helices (28 inches diameter helices). The helices spacing are shown in the attached drawing (Drawing 1). The expected torque of installation for the pile = 100,000 Lbs- Ft. • Structure analysis has been performed on the shaft to check the failure ratio for combined tension and moment and combined compression and moment. Failure ratios are 0.6 and 0.79 respectively have been calculated which are less than 1.0 and therefore acceptable. (Exhibit 3) • Shaft , helices and welding specifications are as specified in the quality control section of this document. • Due to overhead height limitations, each pile will be installed in two sections (a lead section and an extension). The lead section (approximately 20 ft long) will be screwed into the ground, followed by the 20 ft extension piece. The connection MAGI -5- Screw Pile Design as Foundation Support Museum of Flight Expansion- Pedestrian Bridge. Tukwila, WA between the lead section and extension will be a bolted connection (using an inner sleeve for alignment and 4- 1.25 inch diameter grade 5 bolts and nuts). Detail sof the bolted connection are shown in Drawing 2 attached. When the installation of all piles is complete the pile shaft must be filled with concrete VI. Soil Corrosion on Screw Piles The screw piles are designed to resist corrosion by allowing the loss of 9 oz of steel per sq. ft of pile surface over a 10 -year period for the 75 year structure design life. The above allowance is based on preliminary studies and charts provided by National Bureau of Standards (NBS) (now the National Institute for Standards and Technology). This corrosion analysis should be verified by a corrosion specialist. The structural analysis of the pile at the end of the 75 -year design life shows a failure ratio of less than 1.0 which is acceptable. The attached structure analysis (Exhibit 3) shows that failure ratios are calculated using the revised wall thickness for tension and moment as well as for compression and moment and are 0.77 and 0.97 respectively which are less are than 1.0 and therefore OK. 4. QUALITY CONTROL / QUALITY ASSURANCE PROGRAM The quality control/ assurance of Screw Piles fabrication will be achieved by using the proper shaft and helices material (ASTM A252 Grade3 or higher for the shaft and ASTM A36 for the helices). Welding shall conform to AWS D1. 1. Weld tensile strength will be = 480 MPa (69.6 ksi). All welds are to be 5/16" (7.9mm) fillet welds continuous on both sides unless noted otherwise. The bolts for the connection are 1.25" in diameter- Grade 5 or higher. The quality control / assurance of Screw Piles construction is achieved by continuously measuring, monitoring and recording the torque during installation. A copy of the torque installation record will be submitted as part of the pile record. AGI will perform pile load tests to verify all design parameters. The test will be in compression to 200 % of maximum working compression load (2.00 * 160 Kips = 320 Kips) according to ASTM D-1 143 (Quick Method). the second load test will be in uplift to 200% of working load ( 2 * 125 Kips = 250 Kips). the uplift test will be performed according to ASTM D-3689 ( Quick Method). The screw piles which will be installed and used as reaction piles will be monitored during the load test and their movement at each load increment will also be recorded. MAGI -6- L 0 Screw Pile Design as Foundation Support Museum of Flight Expansion- Pedestrian Bridge, Tukwila, WA The installation torque for the test piles and reaction piles will be measured, monitored and recorded and submitted as part of the load test report. The screw piles will extend inside the concrete pile cap as the piles are designed with fixed head connection. The shaft of the screw piles will be filled to the bottom level of the pile cap with concrete as a corrosion protection measure. MKA will design the pile to pile -cap connection to allow for the load transfer and head fixation, if required. The conclusions and recommendations presented in this design are based on the information provided to AGI and recommendations in GeoEngineers report, and other information provided by MKA for this project. This design was conducted in a manner consistent with the level of care and skill ordinarily exercised by members of the geotechnical engineering profession currently practicing under similar conditions and in the same locality. No warranty is made or implied. We appreciate your interest in our design -build soil improvement services and we welcome your comments and feedback to resolve any outstanding design issues. Sincerely, Advanced Geosolutions, Inc. (AGI) ►JL J I D,r' Mamdouh Nasr, P.Eng Project Manager -7- Juan I. Baez, Ph.D., P.E. President [Authorization to use out of State Stamp per RCW18.43.130 —see attached letter] Screw Pile Design as Foundation Support Museum of Flight Expansion- Pedestrian Bridge, Tukwila, WA REFERENCES: Tokimatsu, K., and H.B. Seed (1984) "Simplified Procedures for the Evaluation of Settlements in Clean Sands," Report No. UCB/GT-84/16, Earthquake Engineering Research Center, University of California, Berkeley. Youd, T.L. and I.M. Idriss (1997), "Proceedings of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils," NCEER Technical Publication 97-0022. Trofimenkov, J.G. and Maruipolshii, L.G., 1964. Screw Piles as Foundations of Supports and Towers of Transmission Lines. Soil Mechanics and Foundation Engineering, (Osnovaniya Fundamenty I Mekhanika Gruntov), Vol. 1, No. 4, pp. 232-239. Zhang, Diane J.Y., 1999. Predicting Capacity of Helical Screw Piles in Alberta Soils. MSc Thesis, Geotechnical Engineering, Department of Civil and Environmental Engineering, University of Alberta Zubeck, H. and Liu, H., 2002. Design of Helical Piers in Frozen Silt. Cold Regions Impacts on Transportation and Infrastructure 2002. Pack, J.S., 2000. Design of Helical Piles for Heavily Loaded Structures. New Technological and Design Developments in Deep Foundations, ASCE, pp. 353-367. Pack, J.S., 2003. Helical Foundation and Tiebacks: Quality Control, Inspection and Performance Monitoring. Proceedings of 28th Annual Conference on Deep Foundations, DFI, pp. 269 - 284. MAGI -8- ■ STATE OF WASHINGTON BOARD OF REGISTRATION FOR PROFESSIONAL ENGINEERS AND LAND SURVEYORS P.O. BOX 9025 (Correspondence) • P.O. BOX 9048 (Remittance) Board Staff (360) 664-1575 OLYMPIA, WASHINGTON 98507 Fax (360) 664-2551 Web Site dol.wa.gov October 30, 2007 Juan Ivan Baez Advanced Geosolutions, Inc. 11400 W Olympic Blvd Ste 200 Los Angeles CA 90064 Dear Mr. Baez: We are pleased to advise you that your application has been evaluated and approved for licensure by comity. Your license will reach you approximately two weeks from your confirmation date that will be on November 15, 2007. Until then, you may use your out of state stamp. You must note the statute, RCW 18.43.130 by your stamp on each document. This refers to the statute allowing you to practice, pending your certification. Please be advised, that the use of an out of state stamp during the interim period, is ultimately the decision of the reviewing authority of the project. Please feel free to call the Board's office should you have further questions. Sincerely, Carol Van Gilder �.1 Licensing Specialist CVG Enc S 4 Administrative services provided by the Department of Licensing which has a policy of providing equal access to its services. If you need special accommodation, please call (360) 664-1575 or TTY (360) 664-8885. 4 10.b'G 1 VL 1 • Joanna Spencer - Fwd: FW: Museum of Flight Pedestrian Sky Bridge From: To: Date: Subject: Attachments: Bob Giberson Greg Villanueva; Joanna Spencer 08/11/2008 10:52 AM Fwd: FW: Museum of Flight Pedestrian Sky Bridge Greg: I've already told Tim that the City didn't ask for this...Sellen brought it to the City... Joanna: what was the minimum clearance required in the approved plans? Bob �0-?--cl file://C:\temp\XPgrpwise\48A019DEtuk-mail6300-po 10013136631 E77D 1\GW} 00001.H... 08/11/2008 4 . Joanna Spencer - FW: Museum of Flight Pedestrian Sky Bridge From: To: Date: Subject: CC: Attachments: r Yl8G 1 V.I. G "Tim Richey" "Bob Giberson" 08/11/2008 10:32 AM FW: Museum of Flight Pedestrian Sky Bridge "Gary Rager" , "2705S MOF Bridge"<2705SMOFBridge@srgpartnership.com> "Gary Rager" , "2705S MOF Bridge" <2705SMOFBridge@srgpartnership.com> Hi Bob — There has been some recent correspondence regarding the requirement for an overhead clearance sign at the Museum of Flight Pedestrian bridge, and I was hoping you could add some clarification to the issue. I have reviewed the section of the MUTCD that you've referenced below (section 2C.22 Low Clearance Signs). The standard requires that a Low Clearance sign be used to "warn road users of clearances less than 12 in. above the statutory maximum vehicle height." What is the vehicle height referenced in that statement? According to the Guide for Uniform Laws and Regulations Governing Truck Size and Weight Among the WASHTO States (see attached - chapter 2.03 — Height), the maximum vehicle height is 14 feet. At all points above East Marginal Way South, the Museum pedestrian bridge is greater than 15 feet above grade (or 12 in. above the maximum vehicle height). This suggests to me that a Low Clearance sign is not required. Please explain why you request that one be provided. If a Low Clearance sign is indeed required, the team would prefer that the sign not be mounted to the bridge structure. Again referring to the MUTCD - Section 2C.22, "The Low Clearance sign may be installed on or in advance of the structure." This suggests to me that the project team could mount the Low Clearance sign on a post along East Marginal Way. Is there a standard for the horizontal distance between the bridge and the sign post? Thank you for your consideration. Regards - Tim Tim Richey Senior Associate LEED Accredited Professional SRG Partnership Inc 101 Yesler Way Suite 200 Seattle, WA 98104 206 973 1676 trichey@srgpartnership.com http://www.srgpartnership.com From: Greg Villanueva[mailto:gvillanueva@ci.tukwila.wa.us] file://C:\temp\XPgrpwise\48A019DCtuk-mail6300-po20020000D 1125241 \GW } 00001.H... 08/11/2008 rage z or L Sent: Wednesday, August 06, 2008 10:38 AM To: Gary Rager Cc: Joanna Spencer; Stan Anderson Subject: Museum of Flight Pedestrian Sky Bridge Gary, With regards to installation of vertical clearance signs, City Engineer Bob Giberson P.E. has requested Low Clearance W12 -2P signs per MUTCD section 2C.22 be placed. Pleas note: This requires dimensions to the nearest inch (no fractions). Advanced warning signs are not required since it is over the legal min. of 16'6". Thank you for your cooperation. Greg Villanueva Development Engineer Public Works Department City of Tukwila Cell 206-571-6321 Off 206-431-2442 Fax 206-431-3665 file://C:\temp\XPgrpwise\48A019DCtuk-mail6300-po20020000D 1125241\GW} 00001.H... 08/11/2008 (08/11/2008) Joanna Spencer Max' icle Heightptlf Alaska • Arizona • California • Colorado • Hawaii • Idaho • Montana Nebraska • Nevada ;• New Mexico • North Dakota • Oklahoma Oregon • South Dakota `• Texas • Utah • Washington • Wyoming e for Unitorm s and Regulation Adopted by the WASHTO200k Policy Committee June (Updated May 2005) Western Association of State Highway and Transportation Offic• ials il�;;,;, nom.—•.. ,il fit in` Page 1j (08/11/2008) Joanna Spencer - Max' icle Height.pdf Page 2 Chapter 2.00 Vehicles in Regular Operation 2.01 Scope: The provisions of this chapter governing width, height, length, and permissible loads should apply to vehicles serving in regular operation, without aid of special oversize/overweight permits. Vehicles operating under permit are covered in Chapters 3.00, 4.00, 5.00, 6.00, 7.00, 8.00, and 9.00. 2.02 Width: Maximum vehicle width: 102 inches. 2.03 Height: Maximum vehicle height: 14 feet. 2.04 Length: 2.04.1 Single unit maximum length: 45 feet. 2.04.2 Truck -trailer combination maximum length: 75 feet. 2.04.3 Truck tractor -semitrailer combination maximum length: 65 feet when operated on highways not on the National Network. 2.04.4 Semitrailer maximum length: at least 53 feet on the National Network. 2.04.5 Combination length for a truck tractor -semitrailer -trailer combination: no maximum on National Network. Combined trailer length for a truck tractor -semitrailer -trailer combination: 61 feet. These provisions allow adequately for double 28 -foot or double 28'/2 -foot trailers. 2.05. Maximum Weights: 2.05.1 The maximum load per tire measured by pounds per inch of tire width shall, be: Steering Axle 600 lb/in All other Axles S 500 lb/in Except for the steering axles or wide base single tires described below, all axles weighing more than 10,000 pounds shall have at least four tires per axle. In lieu of four tires per axle, an axle may be equipped with wide base tires, imited to 500 pounds per inch of tire width. Every state reserves the right to permit or otherwise establish limits in excess of those described above for use on vehicle configurations designed to address specific safety or economic concerns. Each state shall determine effective dates based upon local economic, safety, and technological considerations. Amortization of investment and phasing out of single tires to minimize economic and operating disruption of individual companies and effected industries shall be considered factors. 2.05.2 Axle and Gross Weights: The maximum single axle weight shall be 20,000 pounds. The maximum tandem axle weight shall be 34,000 pounds. The maximum gross weight of a vehicle or combination of vehicles computed in accordance with 2.05.3, shall be 80,000 pounds. • Guide for Worn? Laws and Regulations Governing Truck Size and Weight Among the WASHTO States (08/.11q008) Joanna Spencer:MU" -29.24clf Page 1 2003 Edition Page 2C-13 The DEAD END (W14 -1a) or NO OUTLET (W14 -2a) signs shall not be used instead of the W14-1 or W14-2 signs where traffic can proceed straight through the intersection into the dead end street or no outlet area. Seetion 2C.22 (W Clearance Signs (W12-2 and W12 -2p1 Standard: The Low Clearance (W12-2) sign (see Figure 2C-3) shall be used to warn road users of clearances less than 300 mm (12 in) above the statutory maximum vehicle height. Guidance: The actual clearance should be shown on the Low Clearance sign to the nearest 25 mm (1 in) not exceeding the actual clearance. However, in areas that experience changes in temperature causing frost action, a reduction, not exceeding 75 mm (3 in), should be used for this condition. Where the clearance is less than the legal maximum vehicle height, the W12-2 sign with a supplemental distance plaque should be placed at the nearest intersecting road or wide point in the road at which a vehicle can detour or turn around. In the case of an arch or other structure under which the clearance varies greatly, two or more signs should be used as necessary on the structure itself to give information as to the clearances over the entire roadway. Clearances should be evaluated periodically, particularly when resurfacing operations have occurred. Option: The Low Clearance sign may be installed on or in advance of the stricture.' If a sign is placed on the structure, it may be a rectangular shape (W12 -2p) with the appropriate legend (see Figure 2C-3). Section 2C.23 DUMP and DIP Signs (W8-1. W8-2) Guidance: . BUMP (W8-1) and DIP (W8-2) signs (see Figure 2C-4) should be used to give warning of a sharp rise or depression in the profile of the road. Option: These signs may be supplemented with an Advisory Speed plaque (see Section 2C.46). Standard • The DIP sign shall not be used at a short stretch of depressed alignment that might momentarily hide a vehicle. Guidance: A short stretch of depressed alignment that might momentarily hide a vehicle should be treated as a no - passing zone when centerline striping is provided on a two-lane or three -lane road (see Section 3B.02). Section 2C.24 REED BUMP Sign (W17-11 Guidance: • The SPEED HUMP (W17-1) sign (see Figure 2C-4) should be used to give warning of a vertical deflection in the roadway that is designed to limit the speed of traffic. If used, the SPEED HUMP sign should be supplemented by an Advisory Speed plaque (see Section 2C.46). Option: If a series of speed humps exists in close proximity, an Advisory Speed plaque may be eliminated on all but the first SPEED HUMP sign in the series. The legend SPEED BUMP may be used instead of the legend SPEED HUMP on the W17-1 sign. Support: Speed humps generally provide more gradual vertical deflection than speed bumps. Speed bumps limit the speed of traffic more severely than speed humps. However, this difference in engineering terminology is not well known by the public, so for signing purposes the terms are interchangeable. Section 2C.25 PAVEMENT ENDS Sign (W8-31 Guidance: A PAVEMENT ENDS (W8-3) word message sign (see Figure 2C-4) should be used where a paved surface changes to either a gravel treated surface or an earth road surface. Sect. 2C21 to 2C25 Page 1 of 4 Joanna Spencer - RE: FW: Museum of Flight Pedestrian Sky Bridge «< ,tea., ;:w:.�. From: "Tim Richey" To: "Bob Giberson" Date: 08/11/2008 4:40 PM Subject: RE: FW: Museum of Flight Pedestrian Sky Bridge CC: "Greg Villanueva" , "Joanna Spencer" , "Gary Rager" , "2705S MOF Bridge" <2705SMOFBridge@srgpartnership.com>, Bob & All — Thank you for the clarification. Tirn Richey Senior Associate LEED Accredited Professional SRG Partnership Inc 101 Yesler Way Suite 200 Seattle, WA 98104 206 973 1676 trichey@srgpartnership.com http://www.srgpartnership.com From: Bob Giberson [mailto:bgiberson@ci.tukwila.wa.us] Sent: Monday, August 11, 2008 4:21 PM To: Tim Richey Cc: Greg Villanueva; Joanna Spencer; Gary Rager; 2705S MOF Bridge Subject: RE: FW: Museum of Flight Pedestrian Sky Bridge Tim: Washington state law requires a minimum vertical clearance of 16.5 feet over a roadway. WSDOT uses 16.5 feet for minimum vertical clearance of vehicular bridges over roadways and they use MUTCD 2C.22 as guidance to put up low clearance signs if the clearance goes below 15.5 feet. WSDOT and AASHTO recommend a vertical clearance of 17.5 feet to pedestrian bridges, signs and traffic signals. The approved plans for this bridge show 17 ft 6 inches of vertical clearance. The 14 foot maximum height for vehicles is a separate law to regulate overheight vehicles by permit (RCW 46.44.020). Given all of this, the low clearance signs are not required, however, if anyone still wants to install them, they can be mounted on the bridge or in advance on a post. Again, the City did not request the signs, the vertical clearance issue was brought to the City's attention. file://C:\temp\XPgrpwise\48A06B7Btuk-mail6300-po 10013136631E78B 1\GW}00001.H... 08/11/2008 Page 2 of 4 Thanks, Bob Bob Glberson, P.E. City Engineer City of Tukwila Public Works Department 6300 Southcenter Blvd, Ste 100 Tukwila, WA 98188 Tel: (206) 431-2457 Fax: (206) 431-3665 Cel: (206) 571-8163 »> "Tim Richey" <TRichey@srgpartnership.com> 08/11/2008 11:59 AM »> Thanks, Bob. I've attached here the surveyed elevations that I have access to now. This shows the worst case scenario, along the east curb edge, at the south face of the bridge structure. The bridge levels out at the 17.69' elevation for the remainder of the span across East Marginal. If you require spot elevations at the west curb line, centerline, and travelled lanes as noted below, I'll see if I can get those. In the mean time, I appreciate your help in referencing and understanding the standard as it pertains to low clearance signs. Cheers - TIM From: Bob Giberson [mailto:bgiberson@ci.tukwila.wa.us] Sent: Monday, August 11, 2008 10:52 AM To: Tim Richey Subject: Re: FW: Museum of Flight Pedestrian Sky Bridge Tim: I'll dig up the applicable state law for you today. Meanwhile, I need you to confirm back with me the actual as - built clearances from the bottom of the bridge to the roadway at the curb lines, centerline and travelled lanes. I was shown a sketch similar to this that was brought to the City - not requested by the City. This is the information we'll need to see to move forward. Bob Bob Giberson, P.E. City Engineer City of Tukwila Public Works Department 6300 Southcenter Blvd, Ste 100 Tukwila, WA 98188 file://C:\temp\XPgrpwise\48A06B 7Btuk-mai163 00-po 10013136631 E78B 1 \GW } 00001.H... 08/11/2008 Page 3 of 4 Tel: (206) 431-2457 Fax: (206) 431-3665 Cel: (206) 571-8163 »> 'Tim Richey" <TRichey@srgpartnership.com> 08/11/2008 10:28 AM »> Hi Bob - There has been some recent correspondence regarding the requirement for an overhead clearance sign at the Museum of Flight Pedestrian bridge, and I was hoping you could add some clarification to the issue. I have reviewed the section of the MUTCD that you've referenced below (section 2C.22 Low Clearance Signs). The standard requires that a Low Clearance sign be used to "warn road users of clearances less than 12 in. above the statutory maximum vehicle height." What is the vehicle height referenced in that statement? According to the Guide for Uniform Laws and Regulations Governing Truck Size and Weight Among the WASHTO States (see attached - chapter 2.03 - Height), the maximum vehicle height is 14 feet. At all points above East Marginal Way South, the Museum pedestrian bridge is greater than 15 feet above grade (or 12 in. above the maximum vehicle height). This suggests to me that a Low Clearance sign is not required. Please explain why you request that one be provided. If a Low Clearance sign is indeed required, the team would prefer that the sign not be mounted to the bridge structure. Again referring to the MUTCD - Section 2C.22, 'The Low Clearance sign may be installed on or in advance of the structure." This suggests to me that the project team could mount the Low Clearance sign on a post along East Marginal Way. Is there a standard for the horizontal distance between the bridge and the sign post? Thank you for your consideration. Regards - Tim Tim Richey Senior Associate LEED Accredited Professional SRG Partnership Inc 101 Yesler Way Suite 200 Seattle, WA 98104 206 973 1676 trichey@srgpartnership.com http://www.srgpartnership.com From: Greg Villanueva[mailto:gvillanueva@ci.tukwila.wa.us] Sent: Wednesday, August 06, 2008 10:38 AM To: Gary Rager Cc: Joanna Spencer; Stan Anderson Subject: Museum of Flight Pedestrian Sky Bridge file://C:\temp\XPgrpwise\48A06B7Btuk-mail6300-po10013136631E78B 1\GW} 00001.H... 08/11/2008 Page 4 of 4 Gary, With regards to installation of vertical clearance signs, City Engineer Bob Giberson P.E. has requested Low Clearance W12 -2P signs per MUTCD section 2C.22 be placed. Pleas note: This requires dimensions to the nearest inch (no fractions). Advanced warning signs are not required since it is over the legal min. of 16'6". Thank you for your cooperation. Greg Villanueva Development Engineer Public Works Department City of Tukwila Cell 206-571-6321 Off 206-431-2442 Fax 206-431-3665 file://C:\temp\XPgrpwise\48A06B7Btuk-mail6300-po10013136631E78B 1\GW} 00001.H... 08/11/2008 Page 1 of 1 Joanna Spencer - MOF Ped Bridge - vertical clearance From: Bob Giberson To: Greg Villanueva; Joanna Spencer Date: 07/30/2008 11:46 AM Subject: MOF Ped Bridge - vertical dearance Since our goal was get a minimum of 17 foot 6 inches, low clearance signs are a good idea. Besides, State law requires that low clearance signs (MUTCD 12-2 and W12 -2P) be installed when clearances are less than 12 inches above the statutory maximum vehicle height. State law is 16 foot 6 inches, making 17 foot 6 inches the threshold for signage. Let's have them put up W12 -2P signs per MUTCD section 2C.20. http://mutcd.fhwa.dot.gov/pdfs/2003r1/Ch2C.pdf This requires dimensions to the nearest inch (no fractions). An advance warning sign is not required since it is over the legal min. of 16'6". Thanks, Bob Page 1 of 1 Joanna Spencer - Museum of Flight Pedestrian Sky Bridge From: Greg Villanueva To: Gary Rager Date: 08/06/2008 10:38 AM Subject: Museum of Flight Pedestrian Sky Bridge CC: Joanna Spencer; Stan Anderson Gary, With regards to installation of vertical clearance signs, City Engineer Bob Giberson P.E. has requested Low Clearance W12 -2P signs per MUTCD section 2C.22 be placed. Pleas note: This requires dimensions to the nearest inch (no fractions). Advanced warning signs are not required since it is over the legal min. of 16'6". Thank you for your cooperation. Greg Villanueva Development Engineer Public Works Department City of Tukwila Cell 206-571-6321 Off 206-431-2442 Fax 206-431-3665 PERMANENT FILE COPY DO -1-1421 Page 1 of 1 Dol -(2-I Greg Villanueva - East Marginal Way Street Closure- Friday July 11 thru Sunday July 13 From: Greg Villanueva Subject: East Marginal Way Street Closure- Friday July 11 thru Sunday July 13 Please be advised starting Friday evening, July 11, 2008 at 7:00 P.M. and continuing to Sunday, July 13, 2008 to 9:00 A.M. Sellen Construction, for the Museum of Flight, will be setting the Pedestrian Sky Bridge which will cross East Marginal Way So. at 94th PI. So. intersection. East Marginal Way So. will be closed to thru traffic between Norfolk and 116th Ave. So. Police officers will be posted at each point of closure. Detour signs will be in place using Airport Way So. as an alternate route. Only emergency vehicles will be allowed thru the work zone utilizing Boeing and Museum of Flight access points off of East Marginal Way So. about:blank 07/09/2008 Page 1 of 1 itor Greg Villanueva - RE: Museum of Flight Pedestrian Sky Bridge From: Greg Villanueva To: Allison Parker Date: 06/19/2008 3:02 PM Subject: RE: Museum of Flight Pedestrian Sky Bridge CC: Joanna Spencer Allison, Thank you. Greg V. »> "Allison Parker" <Allison.Parker@sellen.com> 06/19/2008 2:42 pm »> Will do, I'll get back to you guys! Allison From: Greg Villanueva [mailto:gvillanueva@ci.tukwila.wa.us] Sent: Thursday, June 19, 2008 2:40 PM To: Allison Parker Cc: Joanna Spencer Subject: Museum of Flight Pedestrian Sky Bridge Allison, Regarding the traffic signal modification plan, is there an additional channelization plan other than TS -1 that addresses the left turn pocket lane westbound on 94th PI.? I'm concerned with after the demo. the remaining channelization is not being addressed. Since the stop line is being relocated 38lf to the south it will be shortening the amount of cars within the pocket lane in question. In addition, note 11 indicates lane marking removal that divides the northbound & southbound traffic movements. It looks like we will need to field adjust the particular lane markings to be removed and installed. Otherwise we will need direction from the Engineer of record. Please have the Engineer take a look at the above concerns and let me know if there is an additional TS plan. file://C:\Documents and Settings\Greg\Local Settings\Temp\XPGrpWise\485A7523tuk-... 06/26/2008 Page 1 of 1 Brenda Holt - MOF From: Brandon Miles To: Brenda Holt Date: 01/29/2008 7:34 AM Subject: MOF The type II decision has been approved. Brandon Brandon J. Miles Senior Planner Department of Community Development City of Tukwila tel (206) 431-3684 fax (206) 431-3665 bmiles@ci.tukwila.wa.us file://C:\Temp\XPGrp Wise\479ED6F6tuk-mai163 00-po 100173 6677113 CAD 1 \GW } 0000... 01/29/2008 - Greg Villanueva - Museum of Flight - Right of way issue From: "Craig Parsons" <craigp@senecagroup.com> To: "Bob Giberson" <bgiberson@ci.tukwila.wa.us> Date: 01/16/2008 11:56 AM Subject: Museum of Flight - Right of way issue CC: <gvillanueva@ci.tukwila.wa.us> Page 1 of 1 1)67 —1-1 2-1 Bob and Greg, Per your request I've been chasing down ownership of the former railroad 'area' along E. Marginal Way South. I've spoken with the Museum, Boeing's Law Group, Bush Roed Hitchings ('BRH', our surveyor), and no one has any records indicating that this land is anything other than public right of way, and therefore has no private easements or encumbrances. The King County Assessor's map confirms this, and this area does not have any ownership data (it is not a parcel and so it has no parcel number to research via title, etc.). We're having BRH document this in an exhibit, but will not have that ready for a couple of days. My hope is that you can authorize City Light to proceed. Please contact me with any comments or questions. Thanks. Craig Parsons The Seneca Real Estate Group craigp@senecagroup.com 206-628-3150 Office 206-808-7866 Direct 206-355-6911 Cel file://C:\Documents and Settings\Greg\Local Settings\Temp\XPGrpWise\478DF0D4tuk-... 07/21/2008 CONSTRUCTION INFORMATION CENTER 1270 Sixth Avenue South, MS/QS, Seattle, WA 98134 Phone: (206) 684-2732 Fax: (206) 684-2686 R Email: construction.coord@metrok.gov Ft- The Construction Information Center (CIC) receives construction information from stater. county and dty jurisdictions, developers, contractors and utility companies and then notifies various sections throughout King County Metro Transit. The CIC works with city engineers and project managers, including foremen and crew chiefs, to plan for and mitigate the impacts to transit service operations caused by on-site construction scheduling and work Issues. Throughout King County construction projects often impact bus service operations and bus zone facilities. The CIC provides timely construction information to the various transit departments within Metro to lessen the impact on scheduled bus service, to keep customers informed and to maintain oaerations continuity. Construction impact Information Is crucial to transit operations. The following notifications are required for all sidewalk or street construction work-takin a ' lace in any public transit right-of-way. CONSTRUCTION SCHEDULING • Pre -construction Phase: Provide at least two weeks advance notice of scoping/pre- construction meetings, phase changes and re -starts of maturing projects. CIC involvement does not supersede or substitute for the necessity of Transit Planning decisions in these meetings. • During Construction: The CIC is most active in assessment and mitigation of the impacts of construction on transit services and the riding public. As long-term projects mature, re- start, or during shorter term construction, Metro requests a two week notice on large proiects and a five day notice on other work that may impact usage of bus zones, bus shelters, bus signs & posts, electrical trolley overhead wires and any other transit facilities or equipment. • Immediate Impacts: Unforeseen problems may occur during construction work, which will have an immediate impact to transit buses or facilities. In this case, immediately call the CIC for a rapid, coordinated response to an urgent situation. STREET USE CONSIDERATIONS • Buses:, Transit buses have a larger turning radius and are wider than most vehides, induding freight trucks. Clearance width is approximately 11 feet. Turning radius requirements will vary and must be evaluated on-site with a Metro service supervisor and a project foreman. • HOV lanes: (High Occupancy Vehide) restricted lanes may not be used during peak traffic hours, usually 6 to 9 AM and 3 to 6 PM. HOV lane hours restrictions indude downtown streets where city sidewalk signage reads "METRO ONLY" --- even when parking meters have been covered with yellow or red hoods. Read sidewalk signage for METRO ONLY HOURS as City Truck Enforcement Officers enforce HOV lane violations. Tickets cost $500.00. loF 2 • Overhead Trolley Wires: The CIC will organize on-site meetings with Metro Power Distribution personnel to evaluate construction needs in relationship to electric buses and overhead wires. Overhead dearano° Is approximately 16 to 18 feet No booms should operate closer than 10 feet to the wire The current is DC and some radio/electrical interference may occur when trolleys pass through the area. • Trolley (Electric) Coaches: Some construction work requires the rerouting of buses for lane or street closures. Requests for motor (diesel) coaches to replace trolley buses must be made with the CIC by or before the Monday prior to the weekend that the equipment change is requested. Bus equipment can only be changed on Saturdays and Sundays. Bus equipment cannot be changed during weekdays. During U. of W. Husky football home games, trolleys can not be motorized. • Waterfront Streetcar: As of November 19th 2005, the Waterfront streetcar route has been cancelled to make way for a new park near pier 70. However, when service resumes, construction work on or near the streetcar tracking system will require an on-site meeting organized by the CIC in order to define light rail right-of-way, street crossings and streetcar turning radius dimensions in relation to construction needs. Each streetcar operates on 4' 8- 1/2" standard gauge rail, is powered by 600 volt direct current and has two 40 HP motors. Cars are 48 feet long, 8 feet wide, weigh 33,000 pounds and have a stopping distance of 85 feet at 18 mph. Caution must be exercised at all times while working around streetcar right-of-ways. BUS STOPS • Bus Passenger Zones: Construction usage of bus zones resulting in either partial or full zone closures or relocations requires CIC approval and a 48-hour advance notification. Closures may be approved for short-term periods only. Some zones may not be altered or closed due to wheelchair accessibility requirements. Relocation of most zones require erection of a temporary, alternative zone. Transit service supervisors must determine, approve and place delineators for temporary zones. It Is the responsibility of the contractor to place "No Parking" signs (T -39's), and to order parking meter hoods and traffic control officers when construction requires zone relocations. The order must be placed with aty Engineering Services 24 to 48 hours in advance of the relocation. Temporary bus zones typically will need 20 to 150 feet of parking space. • Bus Layover Areas: Construction usage of bus layover resulting in the relocation of layover areas for buses requires CIC approval and a minimum notification of five business days. Relocation of all layover areas require negotiations with City Engineering Services for securing alternative layover space. The CIC will organize on-site meetings to assist the contractor in the facilitation of layover relocations. Temporary layover areas typically will need between 50 to 300 feet of parking space. It is the responsibility of the contractor to place "No Parking" signs (T -39's), and to order parking meter hoods. • Bus Zone Signposts & Anchors: The CIC requires a minimum notification of three business days to arrange for the removal of bus information signage. Signposts are anchored in most bus zones. Signposts will be removed if there is risk of damage or if the sidewalk positioning of the signpost will impede construction work or equipment. • Pus Zone Shelters: The CIC requires a minimum notification of two weeks to arrange for the removal of bus shelter facilities placed In most bus zones. Shelters will be removed if there Is risk of damage or If the sidewalk positioning of the signpost will impede construction work or equipment. 2 Zol%Z r City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director February 21, 2008 Tim Richey SRG Partnership 101 Yesler Way, Suite 200 Seattle, WA 98104 RE: CORRECTION LETTER #1 Development Permit Application Number D07-421 Museum of Flight Pedestrian Bridge — 9404 East Marginal Way S Dear Mr. Richey, This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building and Public Works Department. At this time Fire and Planning Departments have no comments. Building Department: Dave Larson at 206-431-3678 if you have questions regarding the attached memo. Public Works Department: Joanna Spencer at 206 431-2440 if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) complete sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Permit Coordinator encl File No. D07-421 P:\Permit Center\Correction Letters\2007\D07-421 Correction Ltr #1.DOC wer 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 1 Tukwila Building Division Dave Larson, Senior Plan Examiner Building Division Review Memo Date: January 28, 2008 Project Name: Museum of Flight Pedestrian Bridge Permit #: D07-421 Plan Review: Dave Larson, Senior Plans Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and/or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. The proposed foundations are very close to a 42 inch sewer pipe and an 8 inch gas line. These utilities appear to be located within the front setback area of the Flight Museum property. Please provide a title report and a site survey plan showing any recorded easements. Please address all underground public utilities that might be located in proximity of footings and easements other than the two mentioned above. Should there be questions concerning the above requirements, contact the Building Division at 206-431- 3670. No further comments at this time. '44400 ‘41110f PUBLIC WORKS DEPARTMENT COMMENTS www.ci.tukwila.wa.us Development Guidelines and Design and Construction Standards DATE: February 19, 2008 PROJECT: Museum of Flight Pedestrian Bridge 9404 East Marginal Way S PERMIT NO: D07-421 REVIEW NO: PLAN REVIEWER: 1 Contact Joanna Spencer (206) 431-2440 if you have any questions regarding the following comments. 1) Provide an index to drawings for all disciplines and consecutive sheet numbering system for the whole set of plans.. 2) Please submit a letter from the Boeing Co. approving proposed vertical clearance. 3) Please submit an approval letter from the power company stating that there is adequate clearance from their high voltage power installation(s). 4) Due to proximity of KC Metro sewer lines please submit plans to KC Metro for review and approval, contact Mr. E. Davidson at (206) 684-1707. KC Metro approval letter shall be submitted to Public Works, refer to Jan 3, 2008 fax sent to applicant and Mr.Craig Parsons. and submit letter of approval to Public Works. 5) Revise traffic loops plan per Larry Hobbs P.E.,TraffEX meeting with Public Works staff. 6) Submit pedestrian traffic analysis addressing how this intersection will function with the north crosswalk being removed, hours bridge is open for public use, safety after dark, etc. Please note that there are significant drainage problems at NW corner of the intersection, this area remains flooded during rain storms and drainage system shall be improved at this corner. Please submit a letter from the Boeing Company agreeing to crosswalk removal 7) Show bridge column grid on civil plans. 8) Show existing underground power vault recently installed by Seattle City Light. 9) Submit separate copies of the geotech report and cross-reference subject report on your civil site plan. State report title, date, name/address/phone of the geotech consultant. 10) Show location of pilings/pilecaps on civil drawings and submit a letter that there will be no adverse affects to the existing utility lines and utility lines being relocated as well. 11) Additional items shall be submitted as part of the airspace lease agreement, lease approval pending. 12) See attached mark-ups for additional comments. P: Joanna/Comments 1 D07-421 Reid iddleton January 25, 2008 File No. 262007.005/01902 Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Final Submittal Museum of Flight Pedestrian Bridge (D07-421) Dear Mr. Benedicto: We reviewed the proposed project for compliance with the structural provisions of the 2006 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant has responded successfully to our comments. Portions of the structural design have been deferred by the structural engineer for submittal to the city of Tukwila until after issuance of the initial building permit. The applicant should recognize that the city of Tukwila may require the issuance of additional permits. The following is a summary: 1. Design drawings for exterior cladding (i.e., glass windscreen, Sheet A300). 2. Design drawings for elastomeric bearing pad assemblies (i.e., Sheet S606). Special inspections by the geotechnical engineer should be provided as recommended in the geotechnical report by GeoEngineers, dated November 6, 2007. The following is a summary: 1. Site excavation and grading. 2. Placement of structural fill and soil compaction at spread footings. 3. Verification of soil -bearing capacity at spread footings. Special inspections by the civil engineer responsible for the design of the screw piles should be provided as recommended in the report by Advanced Geosolutions, dated November 2, 2007. The following is a summary: 1. Installation of steel screw piles. 2. Verification of steel screw pile capacities. Engineers Planners Surveyors Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741-3800 Fax: 425 741-3900 Mr. Bob Benedicto, Building Official City of Tukwila January 25, 2008 File No. 262007.005/01902 Page 2 Structural special inspections by qualified special inspectors should be provided. We assume the steel screw piles will be fabricated by a registered and approved fabricator. The following is a summary: 1. Installation and testing of steel screw piles: Continuous, see also Section 1704.8. 2. Concrete placement at concrete construction, including concrete topping at steel floor decks: Continuous, see also Section 1704.4. 3. Reinforcement at concrete construction: Periodic, see also Section 1704.4. 4. Installation of anchor bolts/rods in concrete (i.e., Detail 8/S605): Continuous, see also Sections 1704.4 and 1707.1. 5. Installation of headed (shear) stud and deformed bar anchors in concrete: Continuous, see also Section 1704.13. 6. Fabrication and erection of structural steel: Periodic, see also Section 1704.3. 7. Structural welding of structural steel for single -pass fillet welds (maximum 5/16 -inch) and floor/roof deck welds: Periodic, see also Section 1704.3. 8. Structural welding of structural steel, other than single -pass fillet welds (maximum 5/16 -inch) and floor/roof deck welds (i.e., Detail 11/S604): Continuous, see also Section 1704.3. 9. High-strength bolting of structural steel other than slip -critical: Periodic, see also Section 1704.3. 10. High-strength bolting of structural steel, slip -critical, where applicable: Continuous, see also IBC Section 1704.3, Section M5.4 of AISC 360-05 and RCSC Section 9.3. Structural tests by qualified special inspectors and other methods of verification, as applicable, should be provided. The following is a summary: 1. Testing of concrete for specified compressive strength (fc), air content and slump. See IBC Table 1704.4. 2. Submittal of certified mill test reports for reinforcing steel in reinforced concrete abutments and shear walls (i.e., Sheet S002). See IBC Sections 1708.2 and 1708.3. 3. Submittal of certified mill test reports for reinforcing steel complying with ASTM A 615, where proposed as a substitute for reinforcement complying with ASTM A 706, in reinforced concrete abutments and shear walls. See IBC Sections 1708.2 and 1708.3 and Section 21.2.5 of ACI 318-05. 4. Nondestructive testing of the complete -joint -penetration (and partial -joint - penetration, where applicable) groove -welded joints at the steel pipe trusses (i.e., Detail 12/S601). See IBC Sections 1708.2 and 1708.4 and Section 18 and Appendix Section Q5.2 of AISC 341-05. Reid iddleton Mr. Bob Benedicto, Building Official City of Tukwila January 25, 2008 File No. 262007.005/01902 Page 3 The section of the structural notes on structural observation, Sheet S004, specifies structural observation by the structural engineer. Enclosed are one set of the drawings, structural calculations, project specifications, geotechnical report (in project specifications), and correspondence from the architect for your records. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Senior Engineer Enclosures cc: Tim Richey, SRG Partnership (by e-mail) Bo McFadden, GeoEngineers (by e-mail) Jay Taylor, Magnusson Klemencic (by e-mail) Brenda Holt, City of Tukwila (by e-mail) dop:\doc\26\planrevw\tukwila\07\t019r2.doc\prb Reid iddleton V.. ARCHITECTURE PLANNING t'RIORS PORTLAND SEATTLE SAN FRANCISCO 101 Yesler Way, Suite 200 Seattle, Washington 98104 T : 206.973.1700 F : 206.973.1701 www.srgpartnership.com SRG PARTNERSHIP INC 8 January, 2008 Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 JAN 0 9 2008 VI OEVE OPME t Subject: Responses to Plan Review Comments Reference: Reid Middleton Building Permit Plan Review — First Submittal Museum of Flight Pedestrian Bridge (D07-421) Dear Mr. Benedicto: SRG Partnership, on behalf of the Museum of Flight Pedestrian Bridge Project, is pleased to offer the following responses to the document review prepared by Reid Middleton regarding compliance with the structural provisions of the 2006 International Building Code. Responses are organized on the following page using the same section titles and outline format as the review comments. Structural drawings and structural calculations did not require revision and therefore have not been resubmitted along with this letter response. I hope the following information satisfies the reviewer and the City of Tukwila. Sincerely, 1 • Tim Richey, AIA Senior Associate SRG Partnership, Inc. cc: Bo McFadden, GeoEngineers Jay Taylor, MKA Hans -Erik Blomgren, MKA Brenda Holt, City of Tukwila Craig Parsons, Seneca Real Estate Group Bret Downing, Sellen Construction To: Bob Benedicto Date: 8 January, 2008 Page 2 of 2 Building Permit Plan Review — Project Team Response Museum of Flight Pedestrian Bridge Project Geotechnical 1. GeoEngineers has been retained by the owner for Geotechnical Construction Observation Services. 2. Advanced Geosolutions has been retained by the General Contractor as the sub -contractor responsible for design and Quality Control / Quality Assurance of the screw piles. Special inspections during construction will be performed according to the work described in the Advanced Geosolutions report dated November 2, 2007. Architectural 1. Sub -contractors responsible for providing submittal items noted (the glass windscreen and the elastomeric bearing pads) will include engineering calculations. This material will be forwarded to the building official once they have been reviewed by the project team for conformance with the design. 2. Documents referenced, but not included in the Advanced Geosolutions report are attached as a part of this response. Structural 1. General notes for Special Inspection (sheet S004) and technical specifications section 01450 — Quality Assurance cover all references to the IBC and identifies items requiring special inspections. 2. General notes for Special Inspection (sheet S004) and technical specifications section 01450 — Quality Assurance cover all references to the IBC and identifies items requiring structural tests and verification. 3. General notes for Special Inspections (sheet S004) and technical specifications section 01450 — Quality Assurance reference the IBC requirements for the frequency of inspections and testing. 4. Magnusson Klemencic Associates has been retained as the structural engineer on the project and will perform structural observation during construction. 5. Places where the top and bottom chords include an embedded steel plate, typical details are referenced. Detail 1/S411 illustrates the typical condition of the embedded plate and calls out the 2" plate thickness. END OF MEMORANDUM. 11400 W. Olympic Blvd., Suite 200 Los Angeles, California 90064 P (310) 460-3640 F (310) 460-3211 October 17, 2007 Mr. AI Bergman Sellen Construction 727 Westlake Ave N. Seattle, WA 98109 Dear AI, Our Ref: L07-466 RE: Museum of Flight Expansion, Tukwila, WA Screw Piles for Pedestrian Bridge Foundation Support Advanced Geosolutions Inc., (AGI)js pleased to present our proposal for the design, supply and installation of Screw Piles at the project site referenced above. We have based our proposal on information provided to us via emails from October 1 through October 15, 2007. This information was provided by your office, GeoEngineers and MKA. Further information and direction was also provided at a meeting held in Sellen Construction's (Sellen) office in Seattle on Oct. 10, 2007. Geotechnical information was provided by GeoEngineers in their report for Project No. 08039-007-00 dated Sept. 13, 2007. Concepts, ideas, means and methods described in this proposal are deemed to be the intellectual property of AGi, and shall remain confidential to Sellen Construction, their design consultants, as well as any pertinent building officials reviewing our work. The information contained in this proposal shall not be made available to any other parties without the expressed written consent of AGi, nor used for other projects by anyone. SCREW PILES A Screw Pile is a steel pipe shaft with a 45° cut at the bottom with one or more formed helical plates welded to the outside of the pipe near the base. The helical plate or "helix" facilitates installation of the pile and gives the screw piles increased bearing capacity and pull-out resistance over a traditional straight -shaft pile. Since screw piles can accommodate both tension and compression loads, this allows them to be used for a multitude of residential, industrial, commercial, and telecommunication foundation applications. Where vibration or excessive noise pollution is to be avoided, screw piles are particularly suitable because the Installation equipment is relatively quiet and vibration -free. Screw piles can be designed to facilitate large lateral loads and bending moments. In addition to vertical installations, screw piles can also be installed at an angle (battered or raked). By grouping vertical and battered piles together with a common pile cap, much larger compression, tension and lateral loads can be accommodated at a single location. PROJECT UNDERSTANDING The Museum of Flight is planning to construct a pedestrian bridge which will connect the museum's facilities on the east side of E. Marginal Way with those on the west side of the roadway. Setlen-001 CA License A 852459 Museum or Flight [Expansion, Tukwila, WA !'age 2 of 6 Screw Piles for Pedestrian Bridge Foundation Support 10/17/2007 The bridge will start near the existing museum building between the Red Barn structure and the Courage Wing; extend to the west paralleling the south wall of the Courage Wing, cross over E. Marginal Way, and terminate on the west side of E. Marginal Way where it intersects with the north side of S. 94th Place. The overall length of the pedestrian bridge will be about 220 feet, and will require pile foundation support at three locations. Foundation locations are at each end of the bridge and on the east side of E. Marginal Way (the middle support). Stairways, which will be structurally supported by both the bridge structure and the pile cap, are planned for the west and middle, supports. A ramp will extend from the east end of the bridge in a westerly direction to the ground surface. We understand that this ramp will be structurally separated from the bridge to allow the ramp to be supported on a shallow spread foundation METHOD & SEQUENCING The screw piles will be fabricated in two pieces with a bolted connection. The piles will be transported to the site, where they will be screwed into the ground to designated depths at. specified locations. The piles will have sufficient extra length to allow the piles to be trimmed to the desired finished elevation after the piles are installed. The piles will be installed using AGI's excavator -mounted drive head. If needed, trimming of the piles to the required cut-off elevation and filling the shaft of the screw piles with concrete will done by others and is not part of AGI's Scope of Work. The installation of all piles at each foundation location will be completed before moving to the next location. Our proposal is based on the assumption that we can track our excavator across existing asphalt pavement between locations without any special measures to protect the asphalt. If protection of the asphalt pavement is required it must be provided by others at no cost to AGI. Traffic control, if required, must also be provided by others at no cost to AGI DESIGN & CRITERIA Each of the screw piles is designed to carry 160 Kips working load (DL -ALL) with a safety factor of 2.0. The pile is designed as a fixed -head pile to resist the lateral forces on the pile caps. A copy of the analysis showing the expected lateral capacity and the bending moment is attached at the end of this proposal. Static pile settlement at working loads is expected to be around 0.3 - 0.4 inches. The anticipated seismic settlement below the bottom helix will result in a differential settlement between the east and west bridge abutments of about 1.3 inches. The screw piles are designed to resist corrosion by allowing the loss of 9 oz of steel per sq. ft over a 10 -year period for the 75 year structure design life. The structural analysis attached to this proposal shows a failure ratio of less than 1.0 at the end of the 75 years. QUALITY ASSURANCE / QUALITY CONTROL During production work, we will perform Quality Control by monitoring the torque of installation as well as the exact location of each pile during installation. Each screw pile will be installed with an accuracy of ±3" in the horizontal plane. Verticality of the pile will also be checked during installation. Piles can typically be installed within an accuracy of ±3 degrees from theoretical designed plumb, providing no boulders or obstacles are encountered during installation. At the end of the job, AGI will provide Sellen Construction with a copy of all daily installation records and an as -built drawing. The drawing will be stamped by an engineer registered in the State of Washington. Museum of Flight Expansion, Tukwila, WA Page 3 of G Screw Piles for Pedestrian Bridge Foundation Suppon 10/17/2007 SCOPE After mobilization to the site, AGI will supply and install 12'/"OD shaft screw piles with 0.406" wall thickness and yield strength of 40 ksi. (ASTM A252 Grade 3) The piles will be installed at the locations specified and located by Sellen Construction or their representative. The screw piles wilt have twin 28 inch diameter helices. All helices material will comply with ASTM A36. All welding will conform to AWS D 1.1. The tensile strength of the weld used to fabricate the screw piles will be 69 ksi. All welding between the helices and the shaft will be 5116 inch thick continuous weld on both sides. A drawing of the screw pile design is attached to this proposal. Due to overhead limitations, each pile will be installed in two sections (a lead section and an extension). The lead section of approximately 20 ft long will be screwed into the ground, followed by the 20 ft extension piece. The connection between the lead section and extension will be a bolted connection (using an inner sleeve for alignment and 4 -off 1.25 inch grade 5 bolts and nuts). When the installation of all piles is complete the pile shaft must be filled with concrete by others at no cost to AGI minimize the potential for internal corrosion. Museum of Flight Expansion, Tukwila, WA Page 4 orb Screw Piles for Pedestrian Bridge Foundation Support 10/17/2007 SCHEDULE From the time this offer is accepted and we receive written Notice to Proceed, we will require 3 weeks for the fabrication and delivery of the screw piles. Mobilization and installation of all piles can be done in about 1 week. A pile load test, if required is not included in this schedule. Thank you for considering us for your project; we look forward to becoming part of your construction team. Sincerely, ADVANCED GEOSOLUTIONS, Inc. Mamdouh Nasr Project Manager ope c hem S8nCorol,od.on• Project ofFlight.. ander! LocIi�n Tt4nMS,. WA P4.10: Y3iii Colotoity up to 170100s Date: Tue. Oct 16 2007 • Tine: 17:30:30 File Started By: Marndotik Nose RESET 1 .1 Fite Slatted On: Oct 16 2007 RESET I .. .... . _Tihsft SALItler ,_,_c Total Uft. Tension .74.4 787.2 866.4 1379.2 kN Ult. Corienrossion 68.3 7872 1174.8 2039.3 kN Allowable Tension 551.7 kN OK! Allowable Compression 812.1 kN OK! Allowable Lateral 28.7 kN OK! Lateral Deflection 9.5 mm OK! : tomb Shaft: 112 int %.466 WALL 1.1 Gehranized FAdr.Firee0:;h: Embedment Depth: 11.2.10 in sTe..1 B.,. oi,iliar.).... ;I.... mkPa Batten iiiiii" degrea• 1 ' .. Noliidesk First • x ! 26 Tonade Load: 444-00 kN Second • , MI . 1 i 20. . . . Compressive Lank i736.20 kN • TIsied • No.. a None - Lateral Lee& 20.00 kN Fouttli • rlierO it i14;;; ..- Eceentricky: 3 00 en Fifth •- Coefficient nt Mandl: 1-1:10 ox f None • Sixtb • Nona x !Nona - dokes of Stihniarte IC 0 . . . . . WOO Hole Spacing °winkle: 03.00 • Dies Lateral Deflection Limit *010 in Cle•oll Height: :;.-170 in Install Tonsue Ovenkle: 1000 . . . Ittl in Let Unsupported Length: .131.60 in Fedor of Safety: 250 Pik Cap Type: o Factored semen U/S Soil ESoil ttinatof Ultimate Ultimate Ultimate Uftirnate Constant E lanillf! Sha Layer &gay Density ft Cylinder Uplift Compression Value Friesian Friction Frklion Bearing Bearing k (n0) (kAe) (kNim.) (degroes) (11134) Odle) (ltRa) (kPa) (k14/0) . Layer 1 11.50 I .• 11700 ` : Layer 2 .3-.4:io I iiii 48.6 — ; : Layer 3 ;6 90 NI:ilo !30.00 Leyer 4 !12.00 i • Layer 6 14.00 900 fze.00 i , . . . i : Loafer 6 . ' . . I ; • • ; : ! Layer 7 i Layer 9 , l ! , 1 . t ' I 014 10/16/2007 3:30 PM Pile Design Specifications :l. Pile Design Loads (Service or Working Loads): Tension = 444.00 kN (99.82 kip) Compression = 756.20 kN (170.00 kip) Horizontal = 20.00 kN (4.50 kip) with Eccentricity • 3.00 m (9.84 ft.) 2. Design criteria: a) Soil assumed to be generally as follows: Soil Layer 1 • 0.00-1.50 Is - Unknown • Soil Strength Neglected in Design • Effective Unit Weight m 17.0 kN/m' (l08 1b./it.') Soil Layer 2 • 1.50••1.00 m - Similar to Very Loose Sand • Angle of Internal Friction - 28 degrees • Effective Unit Weight - 9.0 kN/m' (57 lb./ft.') Soil Layer 3 • 3.00-8.90 m - Similar to Very Loose Sand • Angle of internal Friction = 10 degrees". • Effective Unit Weight = 9.0 kN/m' (57 lb./ft.') Soil Layer 4 • 8.90-12.00 m - Similar to Lease Sand • Angle of Internal Friction 33 degrees • Effective Unit Weight = 10.0 kN/m' (64 lb./ft.") Soil Layer 5 • 12.00-15.00 m - Similar to Very Goose Sand • Angle of Internal Friction = 28 degrees - Effective Unit Weight = 9.0-kN/m' (57 lh./ft.') b) Adfreeze bond of 65 kPa (1358 psf) is considered in the ultimate Pile Uplift capacity only. Frost depth of 2.13 m (7.0 ft.) is considered. e) Pile Ultimate lateral loads are based on 10.0 mm (0.39 in.) maximum allowable lateral movement. (Lateral capacity and deflection calculated by Drom'S Method for cohesionless soil with nh = 8600 kN/m' (56.0 kip/ft.') taken as en average over the full length of the pile using Service or Working loads) d) Pile shaft designed for maximum laterally unsupported length of 0.60 m (2.0 ft.). el Piles to be battered 0 degrees plus/minus 2 degrees. f) Design Factor of Safety x 2.S (applied to SERVICE or WORKING Loads) NOTE: It is the responsibility of others to verify the accuracy of the above design loads and design criteria. i3: If site conditions do not support the above criteria, design must be revised to accomodate actual soil conditions. 4. Pile installer to create pile installation report (including torque and depth readings) and submit to engineer upon completion. 5. Every Screw Pile Helix is to be formed and installed to be perpendicular to the shaft at all locations around the entire helix. Successive helices are to be timed to allow for installation in the same track as the previous helix. :6. Structural steel members shall conform to: CSA -516.1-94 (Limit States Design). Shaft - Yield Strength .. 310 MPa (45.0 ksi) Helix - Yield Strength .. 300 MPa (43.5 ksi) All materials to be NEW and of known material chemistry and properties. !7. Welding shall conform to: AWD 1.1 Weld Tensile Strength = 480 MPa (69.6 ksi) All welds are to be 5/16= (7.9) fillet welds continuous on both sides unless noted otherwise. 8. Fabrication shall be carried out in accordance with standard practice and all applicable codes. 9. Above design and components shall conform to the latest editions of N.B.C. and applicable building codes. d•.0.32461(12.751 :✓eit.e fie m Layer 1 I.S00. I.10m tayer 2 1.50 m 3.005 0.90 tare i 3.10 n. 12.00 m troll t otS 2.tIm 0-11 02 n. 12. OS 07.9.4-) 9- 3.i m (2t trees) 4 of 4 10/16/2007 3:30 I'M 0 -10 -20 -30 -40 -0.1 0.0 Museum of Flight Pedestrian Bridge Single Shaft (Fixed -I -lead) 0.1 02 0.3 0.4 05 Shaft Deflection, y, in. ® I'n 21.X kip 46 e' 411) C, • ilp - is Shaft Deflection, y, in. ® I'n 21.X kip -150 0 -10 -20 -30 -40 -100 Museum of Flight Pedestrian Bridge Single Shaft (Fixed -Head) -50 0 50 _"Tgegf ...... 7 T a F 0 Of 6 ,rte f,=f Bending Moment, M, kips -ft • Po •?I.N kip Structure and corrosion analysis SHAFT DESIGN FOR COMBINED TENSION AND BENDING FACTORED DESIGN LOADS and CONFIGURATION TF = 666.0 kN Mfx = 111.933 kN m kx = 2.00 Lx = 0.600 m Fy = 310 MPa Eta L = 8.95 SECTION - 324 X 10.31 A = 0.0101580 m2 ix = 0.0001250 m44 Sx = 0.0005974 m3 rx = 0.1709218 m Zx = 0.0010141 m3 J = 0.0002499 m44 Cw = 0.0000000 m46 Tr = 2834.094 kN Mrx = 282.942 kN m Mry 282.942 kN m Mu = 200841.383 kN m Mrxu= 282.942 kN m Failure Ratio (13.9(a)) = 0.2350 + 0.3956 + 0.0000 = Failure Ratio (13.9(b)) = 0.3956 4 0.0000 - 0.2350 = Failure Ratio (13.9(b)Unsupported) = 0.3956 + 0.0000 Failure Ratio = 0.6306 Mfy = ky = Ly = 0.000 kN m 2.00 0.600 m e/L = 0.27 WALL (12 3/4 X .406 WALL) Weight = 53.525 kN/m ly = 0.0001250 m44 Sy = 0.0005974 m3 ry = 0.1109218 m Zy = 0.0070141 m3 Class 2 Section SHAFT DESIGN FOR COMBINED FACTORED DESIGN LOADS and Cf = 1134.3 kN MFx = 111.933 kN m kx = 2.00 Lx = 0.600 m FY = 310 MPa Eta L 8.95 SECTION - 324 X 10 A = 0.0101580 m2 Ix = 0.0001250 m44 Sx = 0.0005974 m3 rx = 0.1109218 m Zx = 0.0010141 m3 J = 0.0002499 m44 Cw = 0.0000000 m46 Tr = 2834.094 kN Cr = 2824.1 kN n = 1.340 w1 = 0.600 E = 200000 MPa Mu = 200841.383 kN m Cex = 685150.2 kN U1x = 0.607 Mrx = 282.942 kN m lambda = 0.136 COMPRESSION AND BENDING CONFIGURATION Mfy = 0.000 kN m ky = 2.00 Ly = 0.600 m e/L = 0.27 .31 WALL (12 3/4 X .406 WALL) Weight = 53.525 kN/m ly = 0.0001250 m44 Sy = 0.0005974 m3 ry = 0.1109218 m Zy = 0.0010141 m3 Failure Ratio (13.8.1(a)) Failure Ratio (13.8.1(b)) Failure Ratio (13.8.1(c)) Class 2 Section Crx = 2832.5 kN w2 = 1.750 G = 76923 MPa Mrxu= 282.942 kN m Cey = 685150.2 kN Uly = 0.601 Mry = 282.942 kN m lambdax = 0.068 = 0.4002 + 0.3956 + 0.0000 0.4005 + 0.2378 + 0.0000 = = 0.4016 + 0.3956 + 0.0000 = Page 1 0.6306 0. 1606 - 0.2350 = 0.1606 0. 7958 0.6382 0. 7972 Structure and corrosion analysis Failure Ratio = 0.7972 After 75 years of structure life span SHAFT DESIGN FOR COMBINED TENSION AND BENDING FACTORED DESIGN LOADS and CONFIGURATION Tf = 666.0 kN Mfx = 111.933 kN rn kx = 2.00 Lx = 0.600 m Fy = 310 .MPa Eta L = 9.29 SECTION - 324 X 7.62 A = 0.0076171 m- Ix = 0.0001000 m^4 Sx = 0.0004468 m3 rx = 0.1115822 m Zx = 0.0007584 m3 J = 0.0002000 m^4 Mfy = ky = Ly = 0.000 kN m 2.00 0.600 m e/L = 0.27 WALL (12 3/4 X .300 WALL) Weight = 39.93 kN/m ly = 0.0001000 m^4 Sy = 0.0004468 m3 ry = 0.1115822 rn Zy = 0.000758 m3 Cw = 0.0000000 m^6 Class 2 Section Tr = 2317.675 kN Mrx = 232.792 kN m Mry = 232.792 kN m Mu = 166216.655 kN m Mrxu= 232.792 kN m Failure Ratio (13.9(a)) = 0.2874 + 0.4808 + 0.0000 = Failure Ratio (13.9(b)) = 0.4808 + 0.0000 - 0.2874 = Failure Ratio (13.9(b)Unsupported) = 0.4808 + 0.0000 Failure Ratio = 0.7682 SHAFT DESIGN FOR COMBINED COMPRESSION AND BENDING FACTORED DESIGN LOADS and CONFIGURATION Cf = 1134.3 kN Mfx = 111.933 kN m kx = 2.00 Lx = 0.600 m Fy = 310 MPa Eta L = 9.29 e/L = 0.27 Mfy = ky = Ly = 0.000 kN m 2.00 0.600 m SECTION - 324 X 7.62 A = 0.0076777 m' lx = 0.0001000 m^4 Sx = 0.0004468 m3 rx = 0.1115822 m Zx = 0.0007584 m3 J= Cw = Tr Cr n w1 E Mu Cex Ulx Mrx 0.0002000 m^4 0.0000000 m^6 = 2317.675 kN 2309.7 kN • 1.340 • 0.600 200000 MPa = 166216.655 kN m 567030.4 kN = 0.601 • 232.792 kN m lambda = 0.135 WALL (12 3/4 X .300 WALL) Weight = 39.93 kN/m ly = 0.0001000 m^4 Sy = 0.0004468 m3 ry = 0.1115822 m Zy = 0.000758 m3 Class 2 Section Crx = 2316.4 kN w2 = 1.750 G = 76923 MPa Mrxu= 232.792 kN m Cey = 567030.4 kN U1y = 0.601 Mry = 232.792 kN m lambdax = 0.067 Page 2 0. 7682 0.1935 - 0.2874 = 0.1935 Structure and corrosion analysis , Failure Ratio (13.8.1(a)) = 0.4894 + 0.4808 + 0.0000 = 0.9702 Failure Ratio (13.8.1(b)) = 0.4897 + 0.2891 + 0.0000 = 0.7788 Failure Ratio (13.8.1(c)) = 0.4911 + 0.4808 + 0.0000 = 0.9719 Failure Ratio = 0.9719 Page 3 Reid iddleton December 24, 2007 File No. 262007.005/01901 Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Fir Museum of Flight Pedestrian Bri Dear Mr. Benedicto: REGEivED DEC' 2 1 2041 COMMDEVELOPMENT ITY T We reviewed the proposed project for compliance with the structural provisions of the 2006 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant should address the comments below. Note that the "WSxx" code references are to Washington State Amendments of the applicable code. Responses to the review comments below should be made in an itemized letter form. We recommend thepermit applicant have the architect and structural engineer respond and resubmit two sets of the revised structural drawings and one copy of the supplemental structural calculations for additional review. All information should be submitted directly to Reid Middleton, Inc. Geotechnical 1. Special inspections by the geotechnical engineer should be provided as recommended in the geotechnical report by GeoEngineers, dated November 6, 2007. See IBC Sections 1704.7 and 1802. The following is a summary: a. Site excavation and grading. b. Placement of structural fill and soil compaction at spread footings. c. Verification of soil -bearing capacity at spread footings. 2. Special inspections by the civil engineer responsible for the design of the screw piles should be provided as recommended in the report by Advanced Geosolutions, dated November 2, 2007. See IBC Sections 1704.7 and 1802. The following is 'a summary: a. Installation of steel screw piles. b. Verification of steel screwpile capacities. Engineers Planners Surveyors Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741-3800 Fax: 425 741-3900 Mr. Bob Benedicto, Building Official City of Tukwila December 24, 2007 File No. 262007.005/01901 Page 2 Architectural 1. Portions of the structural design have been deferred by the structural engineer for submittal to the city of Tukwila until after issuance of the initial building permit. See IBC Section 106.3.4.2. The following is a summary: a. Design drawings for exterior cladding (i.e., glass windscreen, Sheet A300). b. Design drawings for elastomeric bearing pad assemblies (i.e., Sheet S606). 2. A report by Advanced Geosolutions, Inc., on the screw piles is included in the project manual. The report references drawings, analyses and exhibits, however, that are not included with the report. These documents should be submitted to enable review. Structural 1. Structural special inspections by qualified special inspectors should be provided. See IBC Sections 1704 and 1707. We assume the steel screw piles will be fabricated by a registered and approved fabricator. See Section 1704.2.2. The following is a summary: a. Installation and testing of steel screw piles: Continuous, see also Section 1704.8. b. Concrete placement at concrete construction, including concrete topping at steel floor decks: Continuous, see also Section 1704.4. c. Reinforcement at concrete construction: Periodic, see also Section 1704.4. d. Installation of anchor bolts/rods in concrete (i.e., Detail 8/S605): Continuous, see also Sections 1704.4 and 1707.1. ' tallation of headed (shear) stud and deformed bar anchors in concrete: Continuous, see also Section 1704.13. f. Fabrication and erection of structural steel: Periodic, see also Section 1704.3. g. Structural welding of structural steel for single -pass fillet welds (maximum 5/16 -inch) and floor/roof deck welds: Periodic, see also Section 1704.3. h. Structural welding of structural steel, other than single -pass fillet welds (maximum 5/16 -inch) and floor/roof deck welds (i.e., Detail 11/S604): Continuous, see also Section 1704.3. i. High-strength bolting of structural steel other than slip -critical: Periodic, see also Section 1704.3. Reid iddleton Mr. Bob Benedicto, Building Official City of Tukwila December 24, 2007 File No. 262007.005/01901 Page 3 j. High-strength bolting of structural steel, slip -critical, where applicable: Continuous, see also IBC Section 1704.3, Section M5.4 of AISC 360-05 and RCSC Section 9.3. 2. Structural tests by qualified special inspectors and other methods of verification, as applicable, should be provided. The following is a summary: a. Testing of concrete for specified compressive strength (fO, air content and slump. See IBC Table 1704.4. b. Submittal of certified mill test reports for reinforcing steel in reinforced concrete abutments and shear walls (i.e., Sheet S002). See IBC Sections 1708.2 and 1708.3. c. Submittal of certified mill test reports for reinforcing steel complying with ASTM A 615, where proposed as a substitute for reinforcement complying with ASTM A 706, in reinforced concrete abutments and shear walls. See IBC Sections 1708.2 and 1708.3 and Section 21.2.5 of ACI 318-05. d. Nondestructive testing of the complete -joint -penetration (and partial -joint - penetration, where applicable) groove -welded joints at the steel pipe trusses (i.e., Detail 12/S601). See IBC Sections 1708.2 and 1708.4 and Section 18 and Appendix Section Q5.2 of AISC 341-05. 3. The frequency of each type of special inspection in the section of the structural notes on special inspection, Sheet S004, should be specified for review (i.e., periodic or continuous). See IBC Section 1705.2(5). Refer to Section 1702.1 for the definitions of continuous special inspection and periodic special inspection. Refer to Sections 1704 and 1707 and the structural comment above to determine when continuous or periodic special inspection is required for each type of special inspection. 4. The section of the structural notes on structural observation, Sheet 5004, specifies structural observation by the structural engineer. See IBC Section 1709. 5. A 2 -inch steel plate within certain top and bottom chords of the bridge trusses is assumed on page 235 of the calculations. The drawings, however, do not appear to specify the thickness (e.g., Sheets S301, S605, etc.). Please comment. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is Reid iddleton Mr. Bob Benedicto, Building Official City of Tukwila December 24, 2007 File No. 262007.005/01901 Page 4 for general compliance with the International Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. P . lip Brazil, P.E., S.E. Senior Engineer cc: Tim Richey, SRG Partnership (by e-mail) Bo McFadden, GeoEngineers (by e-mail) Jay Taylor, Magnusson Klemencic (by e-mail) Brenda Holt, City of Tukwila (by e-mail) d l s\26\p lanrevw\tukwi la\07\t019r 1. doc\prb Reid iddleton City of Tukwila Steven M Mullet, Mayor Department of Community Development Steve Lancaster, Director November 26, 2007 Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review Museum of Flight Pedestrian Bridge — D07-421 9404 East Marginal Way S, Tukwila Dear Mr. Swanson: Please review the enclosed plans and documents for structural compliance with the 2006 International Building Code. If you should have any questions, please feel free to contact me at (206)431-3672. Sincerely, Brenda Holt, Permit Coordinator encl xc: Permit File No. D07-421 H:\Documents\Structural Consultant\D07-421 - structural review.DOC Page 1 of 1 bh 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 11400 W. Olympic Blvd., Suite 200 Los Angeles, California 90064 P (310) 460-3640 F (310) 460-321 1 October 17, 2007 Mr. AI Bergman Sellen Construction 727 Westlake Ave N. Seattle, WA 98109 Dear Al, Our Ref: L07-466 RE: Museum of Flight Expansion, Tukwila, WA Screw Piles for Pedestrian Bridge Foundation Support Advanced Geosolutions Inc., (AGI) is pleased to present our proposal for the design, supply and installation of Screw Piles at the project site referenced above. We have based our proposal on information provided to us via emails from October 1 through October 15, 2007. This information was provided by your office, GeoEngineers and MKA. Further information and direction was also provided at a meeting held in Sellen Construction's (Sellen) office in Seattle on Oct. 10, 2007. Geotechnical information was provided by GeoEngineers in their report for Project No. 08039-007-00 dated Sept. 13, 2007. Concepts, ideas, means and methods described in this proposal are deemed to be the intellectual property of AGI, and shall remain confidential to Sellen Construction, their design consultants, as well as any pertinent building officials reviewing our work. The information contained in this proposal shall not be made available to any other parties without the expressed written consent of AGI, nor used for other projects by anyone. SCREW PILES A Screw Pile is a steel pipe shaft with a 45° cut at the bottom with one or more formed helical plates welded to the outside of the pipe near the base. The helical plate or "helix" facilitates installation of the pile and gives the screw piles increased bearing capacity and pull-out resistance over a traditional straight -shaft pile. Since screw piles can accommodate both tension and compression loads, this allows them to be used for a multitude of residential, industrial, commercial, and telecommunication foundation applications. Where vibration or excessive noise pollution is to be avoided, screw piles are particularly suitable because the installation equipment is relatively quiet and vibration -free. Screw piles can be designed to facilitate large lateral loads and bending moments. In addition to vertical installations, screw piles can also be installed at an angle (battered or raked). By grouping vertical and battered piles together with a common pile cap, much larger compression, tension and lateral loads can be accommodated at a single location. PROJECT UNDERSTANDING The Museum of Flight is planning to construct a pedestrian bridge which will connect the museum's facilities on the east side of E. Marginal Way with those on the west side of the roadway. Sellen-001 CA License A 852459 Muscum of Plight Expansion, Tukwila, WA Page 2 an Screw files for Pedestrian Bridge Foundation Sumo! 10/17/2007 The bridge will start near the existing museum building between the Red Barn structure and the Courage Wing; extend to the west paralleling the south wall of the Courage Wing, cross over E. Marginal Way, and terminate on the west side of E. Marginal Way where it intersects with the north side of S. 94"' Place. The overall length of the pedestrian bridge will be about 220 feet, and will require pile foundation support at three locations. Foundation locations are at each end of the bridge and on the east side of E. Marginal Way (the middle support). Stairways, which will be structurally supported by both the bridge structure and the pile cap, are planned for the west and middle supports. A ramp will extend from the east end of the bridge in a westerly direction to the ground surface. We understand that this ramp will be structurally separated from the bridge to allow the ramp to be supported on a shallow spread foundation METHOD & SEQUENCING The screw piles will be fabricated in two pieces with a bolted connection. The piles will be transported to the site, where they will be screwed into the ground to designated depths at specified locations. The piles will have sufficient extra length to allow the piles to be trimmed to the desired finished elevation after the piles are installed. The piles will be installed using AGI's excavator -mounted drive head. If needed, trimming of the piles to the required cut-off elevation and filling the shaft of the screw piles with concrete will done by others and is not part of AGI's Scope of Work. The installation of all piles at each foundation location will be completed before moving to the next location. Our proposal is based on the assumption that we can track our excavator across existing asphalt pavement between locations without any special measures to protect the asphalt. If protection of the asphalt pavement is required it must be provided by others at no cost to AGI. Traffic control, if required, must also be provided by others at no cost to AGI. DESIGN & CRITERIA Each of the screw piles is designed to carry 160 Kips working load (DL+LL) with a safety factor of 2.0. The pile is designed as a fixed -head pile to resist the lateral forces on the pile caps. A copy of the analysis showing the expected lateral capacity and the bending moment is attached at the end of this proposal. Static pile settlement at working loads is expected to be around 0.3 - 0.4 inches. The anticipated seismic settlement below the bottom helix will result in a differential settlement between the east and west bridge abutments of about 1.3 inches. The screw piles are designed to resist corrosion by allowing the loss of 9 oz of steel per sq. ft over a 10 -year period for the 75 year structure design life. The structural analysis attached to this proposal shows a failure ratio of less than 1.0 at the end of the 75 years. QUALITY ASSURANCE / QUALITY CONTROL During production work, we will perform Quality Control by monitoring the torque of installation as well as the exact location of each pile during installation. Each screw pile will be installed with an accuracy of ±3" in the horizontal plane. Verticality of the pile will also be checked during installation. Piles can typically be installed within an accuracy of ±3 degrees from theoretical designed plumb, providing no boulders or obstacles are encountered during installation. At the end of the job, AGI will provide Sellen Construction with a copy of all daily installation records and an as -built drawing. The drawing will be stamped by an engineer registered in the State of Washington. Museum of Flight Expansion, Tukwila, WA I'agc 3 of 6 Screw Piles for Pedestrian Bridge Foundation Support 10/17/2007 SCOPE After mobilization to the site, AGI will supply and install 12 a/"OD shaft screw piles with 0.406" wall thickness and yield strength of 40 ksi. (ASTM A252 Grade 3) The piles will be installed at the locations specified and located by Sellen Construction or their representative. The screw piles will have twin 28 inch diameter helices. All helices material will comply with ASTM A36. All welding will conform to AWS D 1.1. The tensile strength of the weld used to fabricate the screw piles will be 69 ksi. All welding between the helices and the shaft will be 5/16 inch thick continuous weld on both sides. A drawing of the screw pile design is attached to this proposal. Due to overhead limitations, each pile will be installed in two sections (a lead section and an extension). The lead section of approximately 20 ft long will be screwed into the ground, followed by the 20 ft extension piece. The connection between the lead section and extension will be a bolted connection (using an inner sleeve for alignment and 4 -off 1.25 inch grade 5 bolts and nuts). When the installation of all piles is complete the pile shaft must be filled with concrete by others at no cost to AGI minimize the potential for internal corrosion. Museum of Flight Expansion, Tukwila, WA Page 4 of 6 Screw files for Pedestrian Bridge Foundation Support 10/17/2007 SCHEDULE From the time this offer is accepted and we receive written Notice to Proceed, we will require 3 weeks for the fabrication and delivery of the screw piles. Mobilization and installation of all piles can be done in about 1 week. A pile load test, if required is not included in this schedule. Thank you for considering us for your project; we look forward to becoming part of your construction team. Sincerely, ADVANCED GEOSOLUTIONS, Inc. Mamdouh Nasr Project Manager Client: !Seger. Constnation Shaft SArIder Maks Project: ;hansom of Flight. Bodge Uft. Tension .74.4 787.2 666.4 .... 10461i0/1: ii.i;:ii, iNA ... US. Compression 00.3 707.2 1174.8 Pik ID: !Pik Capacity up to 170 Kips Dale: Tue. Oct 16 2007 • Time: 17:3039 Fite Started By: Mapleton!. Nos,- RESET • Filo Started Orr Oct 18 2007 RESET Allowable Tension Allowahk Compression Allowable Lateral Lateral Deleclion Total 1379,2 kN 2030.3 101 551.7 kN OK! 812.1 kN OK! 28.7 kN OK! 9.5 mm OK! : belga Shell: i 12 374 i:408iniiiii Cl Gelvanir.ed Ad Freere, '66.00 . kPa Embedment Depth: :12 to in Co) gar. P0767 007,71, 12 13 ' ' - ' m Dotter: !13.00 degrees , hleikiesh First • : 314 0 !Pa Tens& Lerrd: 144400 104 _ . Second • ; 3/4 • 20 Compressive Load: 75620;Irk Third • ' Nn,, • • N00; Lateral Loath 3000 504 Fourth • 1None . • None Eceentdcity: ;300 " .". ”. • fifth • I NOrm • i, None Coefficient n11.(prl : 0600 . --11147n1' Sloth • None SMIullm 07 874,700* K. 0- • ' Slim. Helix S peeing Override: 0.00 Olds Lateral Deficelion Lftell: fp 010 to Cuholl Height: ki130 tn %slat, Torque Override: 1000 kN on Lot. Unsupported Length: 0.00 in Feeler of Safety: 17 SO Pile Cap Type: p - 0 factored 2 Anttnqrale 71), Ukimate 1311imate Ultimate Ultimate Constant LUS Soil cg Soft Shaft Up181 Compression Valve Layer !Eta?! 00014 Frjelirm Cylinder Friction FrktIon Booting Bearing k 0111 (50.) )kN/n,5 (degrees) (kPa) (kPa) (SO.) (kPa) (kN/.n,) Layer 1 11.50 ;1700 to:iii -- !te.oi) 1 ; : Layer 3 130.00 ; Layer 4 ;ill) (moo • 1,33.00 ! Layer S F1.00- ** — .. Firgit 8.0t1 i - I - i I : ' • Layer 8 i . 1 I i , Loyer 7 1 . i , 1 1 Layer 11 1-eyer 10 1 ..... - 1 1 of 4 10/16/2007 3:30 PM Pile Design Specifications '1. Pile Design loads (Service or working Loads): Tension : 444.00 kN (99.82 kip( Compression 756.20 kN (170.00 kip) Horizontal = 20.00 kN (4.50 kip) with Eccentricity . 3.00 m (9.84 (t.) -i2. Design criteria: a) Soil assumed to be generally as follows: Soil Dyer 1 • 0.00-1.50 m - Unknown • Soil Strength Neglected in Design Effective Unit Weight = 17.0 kN/m' (108 lb./ft.') Soil layer 2 • 1.50.3.00 m - Similar to Very loose Sand • angle of Internal Friction . 20 degrees • Effective Unit Height 9.0 kN/m' (57 lb./ft.') Soil Layer 3 • 3.00-0.90 m - Similar to Very loose Sand • Angle of Internal Friction = 30 degree;: • Effective Unit Weight = 9.0 kN/m' (57 1b./ft.') Soil Layer 4 • 8.90.12.00 m - Similar to Loose sand • Angle of Internal Friction 33 degrees • Effective Unit Weight . 10.0 kN/m' 164 lb./ft.') Soil Layer 5 • 12.00-15.00 m - Similar to Very Loose Sand • Angle of Internal Friction = 28 degrees • Effective Unit weight = 9.0 kN/m' (57 lb./ft.') b) Adfreese bond of 65 kPa (1358 psf) is considered in the ultimate Pile Uplift capacity only. Frost depth of 2.13 m (7.0 ft.) is considered. c) Pile Ultimate lateral loads are based on 10.0 mm (0.39 in.) maximum allowable lateral movement. (Lateral capacity and deflection calculated by prom's Method for cohesionless soil with nh . 8800 kN/m' (56.0 kip/ft.') taken as an average over the full length of the pile using Service or Working loads) d) Pile shaft designed for maximum laterally unsupported length of 0.60 m (2.0 ft.). el Piles to be battered 0 degrees plus/minus 2 degrees. fl Design Factor of Safety = 2.5 (applied to SERVICE or WORKING Loads) NOTE: It is the responsibility of others to verify the accuracy of the above design loads and design criteria. 13. If site conditions do not support the above criteria. design must be revised to accomodate actual soil • conditions. :4. Pile installer to create pile installation report (including torque and depth readings) and submit to engineer upon completion. 5. Every Screw Pile Helix is to be formed and installed to be perpendicular to the shaft at all locations around the entire helix. Successive helices are to be timed to allow for installation in the same track as the previous helix. :6. Structural steel members shall conform to: CSA -516.1-94 (Limit States Design). Shaft - Yield Strength . 310 MPa (45.0 ksi) Helix - Yield Strength . 300 MPa (43.5 ksi) All materials to be NEW and of known material chemistry and properties. !7. Welding shall conform to, Awn 1.1 weld Tensile Strength = 480 MPa (69.6 ksi) All welds are to be S/16" (7.91 fillet welds continuous on both sides unless noted otherwise. 8. Fabrication shall be carried out in accordance with standard practice and all applicable codes. 9. Above design and components shall conform to the latest editions of N.B.C. and applicable building codes. Meir -0005 t lar-: I 1.504, 1.575 lay.r 2 1.505 3.0) (n tare I 5.90,. lays 4 3101. 12.005 1,11 02 to 1 0.48 rr. 4 of 4 10/16/2007 3:30 PM -0.1 0.0 0 -----r----- -10 -20 -30 -40 Museum of Flight Pedestrian Bridge Single Shaft (Fixed -Head) O.1 0.2 Shaft Deflection, y, in. 0.3 0.4 0.5 e I" .2 Lx kip -150 0 --..-. -10 -20 -30 -40 some Museum of Flight Pedestrian Bridge Single Shaft (Fixed -Head) -100 -50 0 50 Bending Moment, M, kips -ft ro •'I.skip Structure and corrosion analysis SHAFT DESIGN FOR COMBINED TENSION AND BENDING FACTORED DESIGN LOADS and CONFIGURATION Tf = 666.0 kN Mfx = 111.933 kN m kx = 2.00 Lx = 0.600 m Fy = 310 MPa Eta L = 8.95 SECTION -. 324 X 10.31 A = 0.0101580 m2 Ix = 0.0001250 mA4 Sx = 0.0005974 m3 rx = 0.1109218 m Zx = 0.0010141 m3 J = 0.0002499 m^4 Cw = 0.0000000 mA6 Tr = 2834.094 kN Mrx = 282.942 kN m Mry = 282.942 kN m Mu = 200841.383 kN m Mrxu= 282.942 kN m Failure Ratio (13.9(a)) = 0.2350 + 0.3956 + 0.0000 = Failure Ratio (13.9(b)) = 0.3956 + 0.0000 - 0.2350 = Failure Ratio (13.9(b)Unsupported) = 0.3956 + 0.0000 Mfy = ky = Ly = 0.000 kN m 2.00 0.600 m e/L = 0.27 WALL (12 3/4 X .406 WALL) Weight = 53.525 kN/m ly = 0.0001250 m^4 Sy = 0.0005974 m3 ry = 0.1109218 m Zy = 0.0010141 m3 Class 2 Section Failure Ratio = 0.6306 SHAFT DESIGN FOR COMB FACTORED DESIGN LOADS Cf = 1134.3 kN Mfx= 111.933kNm kx = 2.00 Lx = 0.600 m Fy = 310 MPa Eta L = 8.95 SECTION - 324 X 10.31 A = 0.0101580 m2 lx = 0.0001250 m^4 Sx = 0.0005974 m3 rx = 0.1109218 m Zx = 0.0010141 m3 J = 0.0002499 m^4 Cw = 0.0000000 mA6 Tr = 2834.094 kN Cr = 2824.1 kN n = 1.340 w1 = 0.600 E = 200000 MPa Mu = 200841.383 kN m Cex = 685150.2 kN U1x = 0.601 Mrx = 282.942 kN m lambda = 0.136 INED COMPRESSION AND BENDING and CONFIGURATION Mfy = ky = Ly = 0.000 kN m 2.00 0.600 m e/L = 0.27 WALL (12 3/4 X .406 WALL) Weight = 53.525 kN/m ly = 0.0001250 m^4 Sy = 0.0005974 m3 ry = 0.1109218 m Zy = 0.0010141 m3 Failure Ratio (13.8.1(a)) Failure Ratio (13.8.1(b)) Failure Ratio (13.8.1(c)) Class 2 Section Crx = 2832.5 kN w2 = 1.750 G = 76923 MPa Mrxu= 282.942 kN m Cey = 685150.2 kN Uly = 0.601 Mry = 282.942 kN m lambdax = 0.068 = 0.4002 0.4005 = 0.4016 + 0.3956 + 0.2378 + 0.3956 + 0.0000 + 0.0000 + 0.0000 Page 1 0.6306 0.1606 - 0.2350 = 0.1606 = 0.7958 = 0.6382 = 0. 7972 sew Structure and corrosion analysis Failure Ratio = 0.7972 After 75 years of structure life span SHAFT DESIGN FOR COMBINED TENSION AND BENDING FACTORED DESIGN LOADS and CONFIGURATION Tf = 666.0 kN Mfx = 111.933 kN m kx = 2.00 Lx = 0.600 m Fy = 310 MPa Eta L = 9.29 SECTION -- 324 X 7.62 A = 0.0076171 m2 lx = 0.0001000 m^4 Sx = 0.0004468 rn3 rx = 0.7715822 m Zx = 0.0007584 m3 J = 0.0002000 m^4 Cw = 0.0000000 m^6 Tr = 2317.675 kN Mrx = 232.792 kN m Mu = 166216.655 kN m Failure Ratio (73.9(a)) Failure Ratio (13.9(b)) Failure Ratio (13.9(b)Unsupported) = 0.4808 a 0.0000 Mfy = ky = Ly 0.000 kN m 2.00 0.600 m e/L = 0.27 WALL (12 3/4 X .300 WALL) Weight = 39.93 kN/m !y = 0.0001000 m^4 Sy = 0.0004468 m3 ry = 0.1115822 rn Zy = 0.000758 m3 Class 2 Section Mry = 232.792 kN m Mrxu= 232.792 kN m = 0.2874 + 0.4808 + 0.0000 = = 0.4808 + 0.0000 - 0.2874 = Failure Ratio = 0.7682 SHAFT DESIGN FOR COMBINED COMPRESSION AND BENDING FACTORED DESIGN LOADS and CONFIGURATION Cf = 1134.3 kN Mfx = 111.933 kN m Mfy = 0.000 kN m kx = 2.00 ky = 2.00 Lx = 0.600 m Ly = 0.600 m Fy = 310 MPa Eta L = 9.29 e/L = 0.27 SECTION - 324 X 7.62 WALL (12 3/4 X .300 WALL) A = 0.0076171 m2 Weight = 39.93 kN/m Ix = 0.0001000 m^4 ly = 0.0001000 m^4 Sx = 0.0004468 m3 Sy = 0.0004468 m3 rx - 0.1115822 m ry = 0.1115822 m Zx = 0.0007584 m3 Zy = 0.000758 m3 J = 0.0002000 m44 Cw = 0.0000000 m^6 Class 2 Section Tr = 2317.675 kN Cr n w1 E Mu • 2309.7 kN • 1.340 0.600 200000 MPa = 166216.655 kN m Cex = 567030.4 kN Ulx = 0.601 Mrx = 232.792 kN m lambda = 0.135 Crx = 2316.4 kN w2 = 1.750 G = 76923 MPa Mrxu= 232.792 kN m Cey = 567030.4 kN U1y = 0.601 Mry = 232.792 kN m lambdax = 0.067 Page 2 0. 7682 0.1935 - 0.2874 = 0.7935 Structure and corrosion analysis Failure Ratio (13.8.1(a)) = 0.4894 + 0.4808 + 0.0000 = 0.9702 Failure Ratio (13.8.1(b)) = 0.4897 + 0.2891 + 0.0000 = 0.7788 Failure Ratio (13.8.1(c)) = 0.4911 + 0.4808 + 0.0000 = 0.9719 Failure Ratio = 0.9719 Page 3 The Museum of Flight - Pedestrian Bridge Cost Analysis for City of Tukwila Cost for bridge components over E. Marginal Way S. 11/13/2007 Item (Description Note: (Cost 2704 Traffic Striping Total amount $2,640 3135 Slab on metal deck Pro rated total $877 5000 Tube steel truss - furnish -105 If Pro rated total $563,094 5000 Alum plank Pro rated total $97,194 5000 Steel trusses - erect Pro rated total $90,145 5000 Erection aids and support Pro rated total $6,176 5000 Weekend street closure to erect trusses Total amount $8,963 5312 Metal floor decking (for concrete) Pro rated amount $1,382 5700 Stainless truss handrail -105 If 105 If $27,657 7600 Gutters at roof panels 210 If $14,100 8800 Polycarbonate roof Pro rated total cost $138,971 8800 Glass windscreen -105 If 105 If $75,662 8800 Glass guardrail at tube truss -105 If Total $70,000 9910 Painting (Touch up. Truss painted at mfr) $1,544 16001 Electrical - lights - Allowance Allowance (pro rated) $30,882 16002 Electrical - Traffic Signal - Allowance Total $120,000 16001 Electrical - audio - Allowance Allowance (pro rated) $10,809 16001 Elec/comm conduit - Allowance Allowance (pro rated) $9,574 18001 Metro Bus Stops 1 of 2 stops $10,000 18001 ( Street use permit Total amount $10,000 — _.__ — _— �__ ._ ry ._ _. _2$9;670 General Note: All taxes, insurance, fees, burdens are excluded. Cost for bridge components over Private Property General Contractor Hard Costs Not over ROW Estimating Contingency Construction Contingency Seattle City Light Alterations Utility Connection Fees Bus Stop Demo Artwork $4,412,569 $285,112 $149,684 TBD - Initial Estimate $108,000 $25,000 $5,000 $62,050 Minor TBD Total Costs over Private Property $5,047,415 Total Hard Costs over ROW and Private Property $6,337,085 zoo,00o, 655 000, mo,F?cp6-,m,6-jooa Rimae vAtuoTtot( Sellen Construction 9/17/07 °F rAcri 41/3(��, 4'1 &skt‘t 936 2 0608 48 PG Up, 2'4.51 Bim. 4 , 50 41) 367, q9. 1(D,?g4I51 L. DIVISION SECTION DESCRIPTION QUANTITY TOTAL 1000.00 GENERAL REQUIREMENTS 1001.00 Temporary Construction Temporary Construction 6 mnth 14,412 Project Signs 1 each 848 Job Office Trailer - SELLEN 6 mnth 5,516 Tool Trailer 6 mnth 1,984 Temporary Fence - Installed (500-1000 lnft/year) 500 loft 1,250 MaintainTemporary Fencing 26 week 6,388 Stair Towers 2 moth 11,862 Temporary Construction 42,259 1002.00 Temporary Protection Temporary Protection 3 mnth 7,206 Temporary Protection 7,206 1003.00 Temporary Site Access Traffic Control - Sellen 4 week 16,523 Traffic Control - Police Support 2 week 3,600 Temporary Site Access 20,123 1005.00 Survey & Layout Professional Survey 40 hour 6,000 Site Layout 2 moth 34,446 Survey & Layout 40,446 1009.00 Clean-up & Recycling Progressive Clean-up 6 mnth 24,975 Dump Fees/Recycle 12 load 7,800 Final Clean-up 5,000 sqft 1,378 Glass Cleaning 16,500 sqft 8,250 Clean-up & Recycling 42,403 1012.00 Temporary Services Drinking Water 6 mnth 900 Portable Toilets - Rent/Add/Move 18 mnth 2,700 Temporary Services 3,600 1013.00 Temporary Electric Temp Boxes & Cords 6 mnth 2,671 Temporary Electric 2,671 1017.00 Jobsite Communications Cellular Telephone 24 mnth 3,600 Telephone Hook-up 1 each 750 Telephone System Rental 6 mnth 1,200 Telephone Charges - Long Distance 6 mnth 3,000 Network Hook-up 1 each 3,500 Frame Relay Installation 1 each 700 Frame Relay - Monthly 6 moth 2,310 Support/Help Desk 6 moth 1,500 Jobsite Communications 16,560 1030.00 Safety Safety Supplies 6 moth 3,000 Drug Testing 5 each 594 Safety Cable - Install/Maintain/Remove 700 Inft 4,319 Safety Rails @ Stairs 7 flgt 1,993 Safety 9,906 1039.00 Office Equipment/Supplies Office Equipment/Supplies 6 mnth 1,800 Computers 24 mnth 3,600 Copier 6 moth 3,000 Copier Service Agreement 6 moth 1,500 Printing Costs (reprographics) 6 moth 1,200 Postage/Messenger 6 mnth 1,500 Office Equipment/Supplies 12,600 1045.00 Tools & Equipment General Equipment - SELLEN 6 moth 18,000 Small Tools 6 mnth 3,000 Fuel & Oil Charges 6 mnth 2,400 Tools & Equipment 23,400 1060.00 Mate! Delivery/Transport Warehouse Deliveries 6 moth 6,754 Matr9 Delivery/Transport 6,754 1070.00 Field Supervision Superintendent (100% time) 30 week 116,165 Niue Superintendent's Truck 6 mnth 5,100 Project Manager 519 hour 51,900 Project Engineer 30 week 61,424 Project Engineer 15 week 30,712 Administrative Assistant 30 week 42,795 Vacation Accrual @ 8% 1 Isum 10,817 Field Supervision 318,912 1094.00 Safety Supervisor Safety Supervisor 26 week 3,709 Safety Supervisor 3,709 1105.00 Project Close-out As -Built Drawings 1 Isum 1,083 0 & M Manuals 1 Isum 836 Records Retention 1 Isum 1,386 Project Close-out 3,305 1120.00 Job Photos Aerial Photos 6 each 1,800 Job Photos 1,800 GENERAL REQUIREMENTS 555,654 2000.00 SITEWORK 2200.00 Structural ExclBackflll Machine Excavation 702 tyd 17,550 Export Spoils 702 tyd 7,125 Import Fill 709 ton 19,852 Structural ExcBackfill 44,527 2204.00 Piles & Caissons Piling -13' Helical -40' long 1 Isum 175,700 Cut-off Piles 25 each 3,946 Pile cap anchorage preparation 25 each 6,463 Piles & Caissons 186,108 2550.00 Site Utilities Relocate Site Utilities 1 Isum 127,000 Pothole for exisitng utilities 1 allw 7,500 Select Fill I@ Utilities -Ind above 0 ton 0 Site Utilities 134,500 2600.00 Sidewalks/Site Stairs 4' Sidewalks 2,456 sqft 19,648 Sidewalks/Site Stairs 19,648 2701.00 Asphalt Paving Asphalt Patching 200 sqyd 10,000 Asphalt Paving 10,000 2704.00 Traffic Striping/Signage Stop Bars @ E. Marginal 64 Inft 1,920 Thermoplastic Crosswalk Stripe 72 Inft 720 Traffic Striping/Signage 2,640 2750.00 Fences & Gates Fencing at west side 50 Inft 1,750 Fences & Gates 1,750 2800.00 Landscape & Irrigation Landscape & Irrigation 10,000 sqft 25,000 Landscape & irrigation 25,000 SITEWORK 424,174 2900.00 DEMOLITION 2910.00 Site Demolition Misc Site Demolition 1 Isum 8,170 Sign base Demolition 1 each 3,293 Site Demolition 11,463 DEMOLITION 11,463 3000.00 CONCRETE 3108.00 Pile Caps Form Rectangular Pile Cap 776 sqft 9,840 Footing Form Material 776 sqft 1,746 Pour Rectangular Pile Cap 133 cuyd 3,162 Buy Concrete @ Rectangular Pile Cap 133 cuyd 14,630 Pump Rectangular Pile Cap 133 cuyd 2,417 Cure Rectangular Pile Cap 759 sqft 46 Pile Caps 31,841 3110.00 Wall Footings Form Wall Footing 616 sqft 5,858 Pour Wall Footing 24 cuyd 304 Buy Concrete @ Wall Footing 24 cuyd 2,640 Pump Wall Footing 24 cuyd 436 Wall Footings 9,239 3114.02 Bridge support walls Form Int/Ext Wall 2,990 sqft 56,870 Wall Form Material 2,990 sqft 10,465 Pour Int/Ext Wall 82 cuyd 2,859 Buy Concrete @ Int/Ext Wall 82 cuyd 9,020 Pump Int/Ext Wall 82 cuyd 2,310 Finish Exposed Int/Ext Wall 2,990 sqft 2,669 Bridge support walls 84,193 3114.10 Site Walls Form Site Walls 3,340 sqft 42,351 Wall Form Material 3,340 sqft 7,515 Pour Site Wall 42 cuyd 999 Buy Concrete @ Site Wall 42 cuyd 4,620 Pump Site Wall 42 cuyd 1,183 Finish Top of Wall 30 Inft 29 Finish Exposed Site Wall 1,672 sqft 1,492 Site Walls 58,190 3135.00 Slab -on -Metal Deck Set Screeds @ Metal Deck 3,130 sqft 653 Pour Slab on Metal 37 cuyd 880 Buy Concrete @ Slab on Metal 37 cuyd 4,070 Pump Slab on Metal 37 cuyd 672 Broom Finish Slab on Metal 3,130 sqft 1,488 Cure Slab on Metal 3,130 sqft 191 Slab -on -Metal Deck 7,954 3150.00 Slab -on -Grade Set Screeds @ Slab -on -Grade 151 sqft 18 Pour Slab -on -Grade 3 cuyd 71 Buy Concrete @ Slab -on -Grade 3 cuyd 330 Pump Slab -on -Grade 3 cuyd 55 Broom Finish Slab -on -Grade 151 sqft 72 Cure Slab -on -Grade 151 sqft 11 Slab -on -Grade 557 3200.00 Reinforcing Steel Wire Mesh 3,443 sqft 1,549 Rebar @ Pile Caps 12 ton 23,250 Rebar @ Wall Ftgs 2 ton 3,563 Rebar @ Site Walls 4 ton 6,750 Rebar @ Bridge support walls 14 ton 26,250 Rebar @ deck 6 ton 11,250 Rebar @ SOG 0 ton 188 Reinforcing Steel 72,799 3351.00 Sand Blast Concrete Sandblast Walls - Medium 6,203 sqft 10.855 Sand Blast Concrete 10,855 3400.40 Precast Concrete Precast Stair Treads 62 each 17,389 Precast Concrete 17,389 3800.00 Misc. Concrete Concrete Equipment 321 cuyd 642 Finish Equipment 1 sum 436 Miscellaneous Concrete 321 cuyd 2,124 Traffic Control 1 week 1,965 Misc. Concrete 5,168 CONCRETE 298,184 5000.00 METALS 5000.01 Structural Steel Tube Steel truss - Furnish 200 Inft 1,072,560 Box Steel truss - Furnish 150 Inft 556,380 Alum plank 2,100 sqft 140,700 Metal deck In truss -Ind above 1,895 sqft Steel trusses- Erect 1 'sum 180,290 Erection aids & support 1 Isum 20,000 Weekend street closure to erect trusses 1 allw 8,963 Structural Steel 1,978,893 5000.02 Miscellaneous Metals Miscellaneous Steel-Elevator 1 Isum 16,340 ,i Miscellaneous Steel- Lid at PCW 1 Isum 26,335 Miscellaneous Steel-deck at elevator 1 Isum 31,479 Misc stl/conc hatch at vault 1 allw 5,000 Miscellaneous Metals 79,154 5312.10 Metal Decking Edgeform Metal Deck 380 Inft 18,506 Metal Floor Deck 1,366 sqft 8,995 Metal Roof Deck 364 sqft 2,397 Metal Decking 29,898 5510.80 Stairs & Railings Steel Stairs 6 flgt 62,132 Stairs & Railings 62,132 5700.00 Ornamental Metals Stairrail Omament Steel 214 Inft 104,806 Painted steel gates 1 pair 7,500 Guardrail Omament Steel 266 Inft 65,839 SS Truss Handrail Omament Steel 700 left 92,190 Ornamental Metals 270,335 5810.01 Expansion Joint Expansion Joint 10 Inft 1,725 Expansion Joint 1,725 METALS 2,422,138 7000.00 THERMAL & MOISTURE PROT 7400.00 Metal Siding & Roofing Metal Siding at elevator 750 sqft 34.5b0 Aluminum Tight shelf Inft Metal Soffit at PCW 430 sqft 23,650 Metal Siding & Roofing 58,150 7500.00 Membrane Roofing Built-up Roofing 580 sqft 32,458 Membrane Roofing 32,458 7570.00 Traffic Coatings Traffic Coating 72 sqft 1,080 ✓' Traffic Coatings 1,080 7600.00 Sheetmetal Flashings Sheetmetal Flashings- Ind above 0 Inft 0 Gutters at roof panels 700 Inft 47,000 Downspouts 1 allw 10,000 Sheetmetal Flashings 57,000 7900.00 Joint Sealants Joint Sealant at truss to slab 88 each 2,105 Misc Sealants 1 Isum 2,500 Joint Sealants 4,605 THERMAL & MOISTURE PROT 153,294 8000.00 DOORS & WINDOWS 8110.00 Steel Doors & Frames Fumish HM Doors/Frames 1 each 600 Install HM Door, Extr, Single 1 each 555 Grout HM Frame, Extr, Single 1 each 148 Steel Doors & Frames 1,303 8410.00 Aluminum Storefronts Door, 3x7, Ind Frame & Hardware 4 each 18,000 Modify PCW for doors 1 Isum 95,000 Aluminum Storefronts 113,000 8710.00 Finish Hardware Hardware, Exterior, Single 1 set 350 Finish Hardware 350 8800.00 Glass & Glazing Polycarbonate roof 6,000 sqft 450,000 Glass Windscreen 350 Inft 245,000 Glass wall © elevator 300 sqft 24,000 Glass guardrail at box truss 150 Inft 52,500 Glass guardrail at tube truss 200 Inft 70,000 Glass doors at portals 2 pair 20,000 Glass & Glazing 861,500 DOORS & WINDOWS 976,153 9000.00 FINISHES 9001.00 Interior Finishes Misc. Interior Finishes at PCW 1 sum 10,000 Framing & GWB at Elevator 600 sqft 12,000 Interior Finishes 22,000 9910.00 Painting Painting 1 allw 5,000 Painting -touch up truss 1 allw 5,000 Painting 10,000 FINISHES 32,000 10000.00 SPECIALTIES 10250.01 Louvers & Vents Metal Louvers - Prefinished 25 sgft 1,125 Louvers & Vents 1,125 10430.01 Signs Signage 1 allw 500 Signs 500 SPECIALTIES 1,625 11000.00 EQUIPMENT 11014.00 Equip - Window Washing Window Washing Cable Inft 14000.00 CONVEYING SYSTEMS 14001.00 Elevators Passenger Elevator - Hydraulic 2 stop 99,547 Elevator Cab Allowance -Ind Above each Grout Elevator Door Frames 2 stop 496 Elevators 100,043 CONVEYING SYSTEMS 100,043 15000.00 MECHANICAL 15300.00 Sprinkler Dry -Pipe Sprinkler Systems 1 Mw 5,000 Sprinkler 5,000 MECHANICAL 5,000 16000.00 ELECTRICAL 16001.00 Electrical Electrical -Power 1 Mw 181,500 Electrical- lights 1 Allw 100,000 Traffic Signalization 1 Mw 120,000 Temporary electrical 1 Allw 25,000 Electrical- Audio 1 Allw 35,000 Electrical- Runway lights 1 Allw Electrical -Power -Contingency 1 Allw 100,000 Elec/comm conduit 1 Allw 31,000 Security Systems 1 Allw 3,500 Electrical 596,000 ELECTRICAL 596,000 17000.00 HOISTING 17050.00 Mobile Cranes Mobile Crane - Operated 4 week 13,600 Mobile Cranes 13.600 17200.00 Other Lifts Forklift 6 mths 30,912 JLG Manlift Rental 2 mnth 5,000 Other Lifts 35,912 HOISTING 49,512 18000.00 ALLOWANCES 18001.00 Allowances Existing Civil survey allw Archelogical monitoring week Testing & Inspection 1 allw 17,000 Metro bus stops 2 each 20,000 Hazardous material removal 100 tcy 25,000 ALTA as-builts 1 allw 5,000 Street use permit 1 allw 10,000 Allowances 77,000 ALLOWANCES 77,000 Estimate Totals Description Amount Totals Rate Labor 649,801 Material 2,422,184 Subcontract 2,630,254 5,702,239 5,702,239 Estimating Contingency 285,112 5.000 % 285,112 5,987,351 Construction Contingency 149,684 2.500 % All Risk Insurance 21,554 0.360 % 171,238 6,158,589 B & 0 Taxes 45,937 0.686 % Insurance 66,964 1.000 % 112,901 6,271,490 Fee 344,932 5.500 % 344,932 6,616,422 Preconstruction Fee 80,000 80,000 6,696,422 Total 6,696,422 Transmittal RECEIVED APR ' 5 2008 TUKWILA CITY SHOPS REASON FOR TRANSMITTAL X PER YOUR REQUEST FOR YOUR APPROVAL FOR YOUR INFORMATION OTHER QTY DATE DESCRIPTION 1 4/14/2008 Submittal #15-16000-001 - Traffic Signal Complete REMARKS Please review, approve, and return one (1) copy to Sellen. Thanks! pidtk -ext,s1(,' sly,.1 evldr 746') PERMANENT FILE COPY SELLEN CONSTRUCTION 227 Westlake Ave. N. PO Box 9970 Seattle, WA 98109 Tel (206) 682.7770 Fax (206) 623-5206 www.sellen.com GENERAL CONTRACTING CONSTRUCTION MANAGEMENT CUSTOMER SERVICE GROUP DATE: 4/14/2008 TO: Scott Bates FROM: Allison Parker FIRM: City of Tukwila PROJECT: Museum of Flight Pedestrian Bridge ADDRESS: 600 Minkler Blvd Tukwila, WA 98188 JOB NO: 5731 TELEPHONE #: (206) 682-7770 FAX #: (206) 623-5206 OTHER RECIPIENTS: CC: SENDING: Attached REASON FOR TRANSMITTAL X PER YOUR REQUEST FOR YOUR APPROVAL FOR YOUR INFORMATION OTHER QTY DATE DESCRIPTION 1 4/14/2008 Submittal #15-16000-001 - Traffic Signal Complete REMARKS Please review, approve, and return one (1) copy to Sellen. Thanks! pidtk -ext,s1(,' sly,.1 evldr 746') PERMANENT FILE COPY SELLEN CONSTRUCTION 227 Westlake Ave. N. PO Box 9970 Seattle, WA 98109 Tel (206) 682.7770 Fax (206) 623-5206 www.sellen.com GENERAL CONTRACTING CONSTRUCTION MANAGEMENT CUSTOMER SERVICE GROUP WEITE N IYfEEW (Pace 1 of 3) March 13, 2008 Prime Electric 13301 SE 26" Street Bellevue, WA 98005 Attention: Reaardinq: RECEIVED APR 15 2008 TUKWILA INTELLIGENT TRANSPORTATION SYS'ITY(‘SHOPS COM^-1UNICATIONS AND NETWORKING SOLUTIONS Larry Norton City of Tukwila Pedestrian Bridge - Materials List WM-4, CORRECTIONS NOTED. TH;S REVIEW DOES NoT RELIEVE THE SLISCONTRACTOR OR MATERIAL UP 'Llan FRO?i3 F. a;rNsiE?UT"r FOR ERRORS O; DEVIATIONS FRO!DRAWINGS A SPECIFICATIONS. t LL.Ef CO` ,s .: c, i C, w . GE 3.R L CTC 2 GLW. to atAe.r D 4 /b b g Sutvnitial #-`,_1527114_0 d- ( Job #_ 73 T 61)LA-05-1,1_1- Museum of Flight [Bid Item #1; Traffic Signal System Complete Item 1 Qty Description 1 Type SP (Stretched -P) TS2 Type 2 controller cabinet wired per City of Tukwila specifications and including: 1 Type SP aluminum enclosure (unfinished aluminum outside & inside) UL listed with continuous welds and Best Company CX core locks SIEMENS Part # EL1008TWB aluminum enclosure 1 Roll-out plan drawer assembly McCain Traffic Supply Part # M31443 aluminum drawer 1 Wired terminal facility including: 16-positon TS2 Type 2 load -bay, (1) CDR100 detector racks, (2) AAD12012047P001 card racks, (6) SDLC cables, final assembly, auxiliary switch panel, detector panel, fan & Thermostat panel, power panel, video power panel, flash program jumpers and unused phase links Western Systems Part # EPACSP357 (Job Specific Part Number) 1 Model NEMA ATC Controller with SEPAC 3.32seg software and data key module SIEMENS Part # EPAC3168M52 ATC Controller with NTCIP SIEMENS Part # MBU14247P332seg SEPAC software SIEMENS Part # AAD15288P002 data key module SIEMENS Part # PIA06027P001 2Meg data key 1 Smart monitor with enhanced features and ethernet interface Eberle Design. Inc. (EDI) Part # MMUI6LEIP 1 Managed ethernet switch with (8) 10/100MB RJ45 ports, (2) Gigabit optics ports, and (2) GBIC transceivers GarrettCom Part # 6K16V fiber switch base unit GarrettCom Part # 6KP8V•RJ45 TP module GarrettCom Part # GBPMV•20TX dual gigabit module GarrettCom Part # GBIC•LXSC10 (2) 10km GBIC with LC connectors 4 Bus interface units Eberle Design, Inc. (EDI) Part # BIU700 1 Shelf mount TS2 power supply 5A Eberle Design, Inc. (EDI) Part # PS250 12 Cube load switches with I/O indicators Power Distribution & Control (PDC) Part # SSS87I10 1 Discrete flasher Power Distribution & Control (PDC) Part # SSF88 -Actee! s• C Carmanah C,Optclecont Mc! ;fir'` P I U" I I P WEN IYiTE 1f INTELLIGENT TRANSPORTATION SYSTEMS GD tAUN!CATIDNS AND NETWORKING SOLUTIONS (Pace 2 of 3; March 13, 2008 Prime Electric 13301 SE 26T Street Bellevue, WA 98005 Attention: Larry Norton Regarding: City of Tukwila Pedestrian Bridge — Museum of Flight Materials List Item Oty Description 6 Heavy duty flash transfer relay Detrol Part # 295 12 Loop amplifier 4 channel with LCD display Eberle Design. Inc. (EDF Part # ORACLE4e 1 4 channel Opticom phase selector with encoding 3M Part # 754 2 1 3 section 12' aluminum vehicle signals (Red. Ypll, Green) with Red, Yellow and Green LED Balls, aluminum tunnel visors (amii.taswoOreee anodized aluminum louvered backplate (flat black) and 1 -way side. of pole (Type K) mounting (green) SIEMENS Part # SG103A2C11GGG30 3 section signal (_,_,_) GE Lumination Part # DR6-RTFB-20A.12'' Red LED Ball GE Lumination Part # DR6-YTFB-20A 12" Yellow LED Ball GE Lumination Part # DR6-GCFB-20A 12" Green LED Ball SIEMENS Part # A852307.11 12" aluminum tunnel visor Western Systems Part # DWTBPA503ANLA anodized louvered back plate Western Systems Part # DWTS802051BG side of pole mounting 3 3 Astro-brac clamp kit mountings for 3 section signals with 36" stainless steel bands Pelco Products Part # AS -0116 -3 -36 -SS 4 1 2 -way side of pole pedestrian head / pedestrian head (Type A) mounting (green) Western Systems Part # DWTS803020BG side of pole mounting 5 2 1 -way post top pedestrian head (Type D) mounting (green) Western Systems Part # DWTS804303BG post top mounting =Act'elis C Carmanah - Optelccom nkf I', ERiS' ill/ N IYITEAU INTELLIGENT TRANSPORTATION SYSTEMS COMMUNICATIONS AND NETWORKING SOLUTIONS ; Page 3 of 3) March 13, 2008 Prime Electric 13301 SE 26io Street Bellevue, WA 98005 Attention: Larry Norton Regarding: City of Tukwila Pedestrian Bridge - Museum of Flight Materials List Enclosed are (8) copies of submittal data sheets for the equipment on the above referenced project. Please return to Western Systems (1) submittal package with comments once approval has been granted. Any additional equipment required that changes the scope of the project will be addressed as a change order. Your order is currently set for a beginning delivery of approximately 6'14/07. If another date is appropriate please confirm by written communication and we will do our best to meet your requirements. Any material breakage due to mishandling is not covered under any factory or supplier warranty. Sincerely, WESTERN SYSTEMS Rdi V. 1 President c.c. 2008W576 -Acre-Ps. a Carmanah COptelecom nld PIERIS• .�-: r(1litril U.112435 kels1Lls10031wb_1(rva) plt 7 . • Ji - JumPILJJ..4 Z X C' m 212 2 n m UV() +./r1 NI. XI AY W Q 7 N Cabinet Detective Flacks The Cabinet Detector Rack (CDRprosides housing and ;ircuitry for ore (1) BIU and up to 16 channels of detection (8 two chancel or 4 four channel detector cards). The CDR s programmable for any of the .fou- i4) TS2 defined detector rack addresses. A 37 -pin connector is a~ached to the putted circuit boar,: for designated inputs,cutputs Other models are available wtn 4 channels of optical detection and external vehicle detector inputs. CDR100 - 16 channe). 8 position rack. Requires ABW12062P003 (8ft) or ABW12062P010 (10ft) cable. Dimensions 14 6"W x 5 4"H x 7.5"D CDR101 - 8 channel. 4 position rack. Requires ABW12303P006 (oft) or ABW12303P001 (7.5ft). Dimensions. 9.8"W x 5 9"H x 7.1"D AAD12047P001 - 16 channel. 10 position rack. Requires ABW12062?008 (8ft) or ABW12062P010 (10ft) cable. Optional A3W12047P002 allows for 4 additional channels of preempt detection (and Opticom compatibility). Optional ABW12047P001 allows for momentary push button detector call capability (Opticom, Tomar, or standard preempt compatible). Dimensions: 17"W x 7.1"D x 5.9"H CDR Connector Pin Assignment CDR100/CDR101 * Pin Function Detector 112, Loop 1 - A 2 Detector 1;2. L000 1 - B 3 Detector 1/2, Loop 2 - A 4 Detector 1/2. Loop 2 - B 5 Detector 1,2. Loop 3 - A 6 Detector 1/2. Loop 3 - 8 7 Detector 112. Loop 4 - A 8 Detector 1/2. Loop, 4 - 6 9 Detector 3/4, Loop 1 - A 12 Detector 3/4, Loop 1 - B 11 Detector 3/4. Loop 2 - A 12 Detector 3;4. Loop 2 - B +.3 Detector 3/4. Loop 3 - A 14 Detector 3;4, Loco 3 - B 15 Detector 3/4, Loop 4 - A 15 Detector 3/4. Loop 4 - 3 Detector 5/5. Loop 1 - A 18 Cetector 5:6, Loop 1 - B 19 Detector 5'6. Loop 2 - A 20 Detector 5;6. Loop 2 • B 21 Detector 5:6, Loop 3 22 Detector 5/6, Loon 3 - B 23 Detector 5/6, Loop 4 - A 24 Cetector 5'6, Loop 4 - B 25 Detector 7/8. Loop 1 - A 26 Detector 7/8. Loop 1 - B 27 Detector 7/8. Loop 2 - A 23 Detector 7/8. Loop 2 - B 29 Detector 7/8. Loop 3 - A 30 Detector 7/8. Loop 3 - B 31 Detector 7/8, Loop 4 - A 32 Detector 7/8. Loop 4 - B 33 + 12 volts D.C. 34 Logic Common 35 + 24 volts D.C. 36 Line Frequency Reference 37 Equipment Ground ABW12012047P001 Pin Function Channel 1 Call 2 Channel 2 Call 3 Channel 3 Call 4 Channel 4 Call 5 Channel 5 Call 6 Channel 6 Call 7 Channel 7 Call 8 Channel 8 Call 9 Channel 9 Call 10 Channel 10 Call 11 Channel 11 Call 12 Channel 12 Call 13 Channel 13 Call 14 Cnannel 14 Call 15 Channel 15 Call 16 Channel 16 Call ABW12012047P002 Pin 1 2 3 4 5 Function 1A Detector +24 #1 6 1A Out (C) 7 19 Detector 8 DC- #1 9 -. 10 2A Detector 11 +24 #2 12 2A Out (C) 13 23 Detector 14 DC #2 15 1E3 Out (C) 16 26 Out (C) 17 1A Out (E) 18 1B Out (E) 19 2A Out (E) ' Only channels 1-16 and 33-34 are 20 28 Out (E) available for use with the CDR101 rack. Not Used Detector Loop Hook -Up Panel (P.C. Board) AAD14972P001 16 Channel Hook -Up Panel ABW14503P0XX' 16 Channel Loop Harness ABW14665P0XX' Opticom Harness Note: Other special Loop Hook -Up Panels are available. Please contact your representative. 'XX = Length in feet of cable :-CDR1.00 . AAD12047P001 SDLC Cable/Hook-Up Panel (P.C. Board) ABW14652P0XX' SDLC Harness AAD14652P001 6 Position AAD14753P001 8 Position 'XX = Length in feet of cable Siemens ITS Siemens Energy & Automation, Inc. Business Unit Intelligent Transportation Systems 8004 Cameron Road Austin. TX 73754 Ph: (512) 837-8310 Fax: (512) 837-0196 hlto://www.itssiemens.corr 1,-; , , _ 7 s ' 5 t 7 ' t 7 :; - : 4 • 7: ' • : , • 7: 7 : t 7 7 7 www.itssiemens.com m+ J SiE,• EAGLE EPAC M50 Controller Ordering Guide 2007-A By Siemens Energy & Automation, Inc. Business Unit Intelligent Transportation Systems July 2007 Ordering Base Controller Descriptions M51 - TS -2, Type 1 • Port 1 SDLC (15 pin) • Port 2 RS232 (25 pin) • Port 3 Connector (9 pin) • Infrared Port • Ethernet Port M52/M53: — TS -1 and TS -2, Type 2 • Port 1 SDLC (15 pin) • Port 2 RS232 (25 pin) • Port 3 Connector (9 pin) • Infrared Port • Ethernet Port • MSA, MSB, and MSC Connectors • Port 3 "D" Connector (37 pin) Part Numbers cr^ a i'z rA .d+ffa , /4.- -- ; .i Vi. T y-. 114i71 -r ,---J,Yu:-k:L - x" Y - -. S�3 ?,. s ^2. :%!,,i; - ik nVr jF:?J• EPAC3108M51 M51 SEPAC None EPAC3608M51 M51 SEPAC FSK 2 -Wire EPAC3708M51 M51 SEPAC Single Mode Fiber EPAC3808M51 M51 SEPAC Multi -Mode Fiber EPAC3168M51 M51 SEPAC + NTCIP None EPAC3668M51 M51 SEPAC + NTCIP FSK 2 -Wire EPAC3768M51 M51 SEPAC + NTCIP Single Mode Fiber EPAC3868M51 M51 SEPAC + NTCIP Multi -Mode Fiber EPAC3108M52 M52 SEPAC None EPAC3408M52 M52 SEPAC RS -232 ' M53 is the same as M52, with MSA. MSB, and MSC connectors rotated 180°. • EPAC3608M52 M52 SEPAC FSK =Wire EPAC3708M52 M52 SEPT`.;: Sincle Mode Fiber EPAC3808M52 M52 SEPAC Multi -Mode Fiber : EPAC3168M52 M52 SEPAC, + NTC!? None EPAC3668M52 M52 SEPAC + NTLI? FSK 2 -Wire EPAC3768M52 M52 SEPAL + N i CIP Single Mode Fiber EPAC3868M52 M52 SEPAL + NTOIP Multi -Mode Fiber Datakey® and Other Communications For Datakey options for the M51 and M52, add one of the following part numbers (use part number build with no modem): • :".--5-r411_.. ye'►Mk'%i`% �t a S": 4•c _= 3lI ��y "r"�x�it3P4.'tL''+ ��'- ' 2�a :S3742-F741t�"._." '— AAD15288P001 Datakey reader', RS -232 AAD15288P002 Datakey reader AAD15288P003 RS -232 AAD15288P004 Datakey reader, RS -232. FSK 2 -Wire AAD15288P005 Datakey reader, FSK 2 -Wire AAD15288P006 RS -232. FSK 2 -Wire AAD15288P007 Datakey reader. RS -232. Single Mode Fiber AAD15288P008 Datakey reader. Single Mode Fiber AAD15288P009 RS -232, Single Mode Fiber AAD15288P010 Datakey reader. RS -232, Multi -Mode Fiber AAD15288P011 Datakey reader, Multi -Mode Fiber AAD15288P012 RS -232. Multi -Mode Fiber PIA06027P001 Datakey with 2 MB storage t Datakeys are sold separately from the Datakey readers and are not included. SIEMENS -. ;ate} A., C z� Actuated traffic signal control software for the EAGLE EPAC and 2070 ATC controller is now available from Siemens ITS. a company wit a long history and a strong reputation in traffic control. SE -PAC local contrciler software incorporates 23 years of actual "on -street" traffic control experience. Tne software is user-friendly and it accommodates a variety of traffic control requirements through its diverse programming configuration capabilities, cap.: yJ ilL1T : Ptl:41: 1fphl ftlYU utr: .....1...e...:. .. i. .. S... G...'... Nts. 1N1:C r, C C r, r, r, •. vo,P 7 n r r.• r. c• rtl r WILL. :-L-CTGTG I -C , RC re 2 -KIN RL: '-173JC I2 4 -PL RIG -1 :0:.? RL= ‘-**cJKIT !-CUA: COUP_ PULSE Y-_1'CA !1.:!J J4 The Six Modes of Coordination are • Permissive Mode - provides non -actuated coord phase, vehicle and pedestrian, with permissive windo.vs opened phase by phase to the non-coord phases. • Yed! Mode - provides non-act.,:ated ccord phase vehicle and pedestrian. with a single permissive window for all non-coord phases. • Permissive Yield Mode - provides for actuated coord phase vehicle and pedestrian, with permissive windows opened phase by phase to the non-coord phases. Additionally, the coord phase vehicle may extend its green time at the beginning of the first permissive window. • Permissive Omit Mode - provides operation similar to Permissive Yield except that the coord phase. once terminated, is prevented from occurring prior to the end of the last permissive. • Sequential Orr!it Mode - provides operation similar to Permissive Yield except the permssive is a phase by phase sliding window (only one phase in a ring will be allowed service at any time). • Full Actuated Mode - provides operation similar to Permissive Yield except that any phase may be serviced and reserviced in the standard sequence following the first permissive and through the last permissive. ,6.GJ L TF:.T1IC CJuT7.:1 a:3TDf3 pe L -C-27.. TIMMS • :5 * 2.2a74ui:G'+11 • )c V". r.T!! • 1 -ACT=T l:1.T03 -:co2RD :AT*. -CTS :SIRS t -_I:6 3L -s2 U -:L :-Pt1eC .l.:!. 7-I,ULUPr IMT.. 4-u:•L7 .71:A 1-Sfirem 1M•:}. " .. fr.7,:rna, !• rr:P'faT' `` �L I. ■ yJ ilL1T : Ptl:41: 1fphl ftlYU utr: .....1...e...:. .. i. .. S... G...'... Nts. 1N1:C r, C C r, r, r, •. vo,P 7 n r r.• r. c• rtl r WILL. :-L-CTGTG I -C , RC re 2 -KIN RL: '-173JC I2 4 -PL RIG -1 :0:.? RL= ‘-**cJKIT !-CUA: COUP_ PULSE Y-_1'CA !1.:!J J4 The Six Modes of Coordination are • Permissive Mode - provides non -actuated coord phase, vehicle and pedestrian, with permissive windo.vs opened phase by phase to the non-coord phases. • Yed! Mode - provides non-act.,:ated ccord phase vehicle and pedestrian. with a single permissive window for all non-coord phases. • Permissive Yield Mode - provides for actuated coord phase vehicle and pedestrian, with permissive windows opened phase by phase to the non-coord phases. Additionally, the coord phase vehicle may extend its green time at the beginning of the first permissive window. • Permissive Omit Mode - provides operation similar to Permissive Yield except that the coord phase. once terminated, is prevented from occurring prior to the end of the last permissive. • Sequential Orr!it Mode - provides operation similar to Permissive Yield except the permssive is a phase by phase sliding window (only one phase in a ring will be allowed service at any time). • Full Actuated Mode - provides operation similar to Permissive Yield except that any phase may be serviced and reserviced in the standard sequence following the first permissive and through the last permissive. Adaptive Traffic Control offers simple or highly complex control via: ■ 16 Venicie Phases • 16 FFeoestran Phases • 4 Timing Rings • 16 Overlaps • 80 Detectors • Adactive Maximum Routines. whch are enabled via Time Base offer three se __rate Step via ues to cause the running maximum to increase or decrease smoothly base,: on current tra-.: corcitions Secarate Dynamic Maximum parameters are available for each Step value. • Adaptive Protected/Permissive Routines measure the volume of left turn ' en -e traffic anc available gap windows in the conflicting through -vehicle traffic to determine whe:'er me Left Turn should operate protected or permissive. ■ Conditional Virtual Split Routines provides for actuated mord phase vehicle and pedestrian: modes. This control provides for a period of time of each cycle wnich is districu:ed to the Coord Phase(s) or non-coord phases. based on Coord Phase vehicle traffic activity. • Coordination Adaptive Split Routines. which are enabled via Time Based. adjust spit time smoothly based on current traffic conditions. I{ o1.1.1. alt1T l 11111.•^.LFi 6712: ICM k:,: ::1:1 1,2 F3 Fi a2: 12 17252 :J:: 3J.+: C 5 C 2 C 3 1 3 C C IC:52 17 : :i1tl:: F+1 %:1' i11.•'fCeY 3•:a:Tk: A'tt 7—CY C-.7 8.7: 7'1i'113, 2-JFI:F •:1' ac -11: C^vu lairs •t 1X 1.1:: 1.'e: 73 C 4517: C C 11:1 P•2 C ti Lal 1V,: IT flue :.77 U• :2F17 St: MEN P4e71D1,T21iJI. • :1111 I CS11F15 r]tkn ¶1121 Pk33i 1: ¶LJ2 1 1 M1::F 2 IrXL I: 725x' 1: 17 13 iJ 11 1-- 1 1: 17 is 21 ¶3 13 11 47 1] 13 :C In is 11 .1 ..I IC IC ]C IC 18 7C 13 iC II :1 II IC 27 31 ti 10 .0 11 31 IC IC Preemption/Priority Routines include: ■ 6 Preempt Routines providing comoiete signal control: • 6 Priority Routines providing complete phase control and in sync return to coordination Preempt activity can be monitored on a Preempt Status display which denotes • Preempt In Control. Interval Timing and Interval Countdown: • Individual Preempt Status & Timing: • Individual Priority Status & Timing A resident Diagnostic program enhances maintenance and troubleshooting of fine contrclier • Cycling Diagnostics • Detector Diagnostics Time Base Control is a highly flexible routine which includes: • 99 Day Programs: • 10 Week Programs. • 250 events for the control of Pattern Selection. Free. Ram Dimming. Ge ecor Diacnostis Parameters. System Detector Logging. 3.Auxiiiary Functions. 8 Special Functions. 16 Traffic Functions Extensive Reports that inciude the date and time of occurrence can be generated • Local Alarm Log • Comm Fault Log • Detector Fault Lcg • System Detector Log • MOE Log • Speed Log • Volume Count Lcg ■ Cycle MOE Log Extensive Status is pr•oided :Fool ding: • Ring Timers • Coord Timers ■ Preempt Timers ■ Time Base • Communications • Detector Diagnostr: • Intersection • Input/Output :1 J; Nema TS2.2003 Standard: Standardized Communications: Full Intersection & Status Display: Event Logging: Setup Wizard: Diagnostic Wizard: and Help System TS -1 Type 12 with SDLC Mode: Program Card Memory: Signal Sequence History Log: LEDguardTM: EDI RMS-EngineTM: ECcomTM PC Software: Flashing Yellow Arrow PPLT: Smart 7onitor MMU-16LEip SERIES NEMA LCD MALFUNCTION MANAGEMENT UNIT WITH 10/100Mbps ETHERNET PORT Whether you're a NOVICE or EXPERT Signal Technician, wouldn't it be great if you could: Use a built-in SETUP WIZARD to quickly and accurately configure the Signal Monitor to the exact requirements of the cabinet and intersection? Use a MENU DRIVEN LCD interface to view vital cabinet operational details such as field signal voltages, historical event logs. and monitor configuration data? Use a built-in DIAGNOSTIC WIZARD to automatically diagnose cabinet malfunctions and pinpoint faulty signals? If your answer is Yes, the , is for YOU! The MMU-16LEip SmartMonitorTv meets all specifications of the Nema Standard TS2-2003 while maintaining downward compatibility with existing Nema TS1-1989 Traffic Control Assemblies. Real-time SDLC communications with the Controller Unit exchanges field input status. Controller Unit output status. fault status. MMU programming. and time and date. Two high contrast, large area Liquid Crystal Displays (LCD) continuously show full RYG(W) intersection status. A separate graphic LCD provides a menu driven user interface to status, signal voltages. configuration, event logs. and the Help system. A time -stamped nonvolatile event log records the complete intersection status as well as AC Line events, configuration changes. monitor resets, temperature and true RMS voltages. Use the built-in Setup Wizard to configure the Nema Enhanced settings of the SmartMonitor M by answering a short series of questions regarding intersection design and operation. The Diagnostic Wizard automatically pinpoints faulty signals and offers trouble-shocting guidance. The integrated Help System provides context sensitive operational assistance. The MMU-16LEip can be configured to operate with the Port 1 SDLC function and Diagnostic Wizard enabled in a TS -1 twelve channel cabinet with no cabinet wiring changes. Enhanced settings of the MMU-16LEip are stored in nonvolatile memory on the EDI Program Card. Moving the Program Card to another MMU-16LEip automatically transfers all settings. The five Signal Sequence History logs stored in nonvolatile memory graphically display up to 30 seconds of signal status prior to each fault event. This EDI innovative signal thresholding technique can be used to increase the level of monitoring protection when using LED based signal heads. A DSP coprocessor converts AC input measurements to True RMS voltages. virtually eliminating false sensing due to changes in frequency. phase. or sine wave distortion. Access to the MMU-16LEip by PC is provided by the EDI ECcomTM Windows based software for status. event log retrieval. configuration. and data archival via a 10/100Mbps Ethernet port. The SmartMonitorTM supports MUTCD Flashing Yellow Arrow PPLT operation with two different modes for either TS -2 or TS -1 cabinet configurations. EBERLE DESIGN INC. 3819 EaFit La Sa:! Street F3-6407 Phoenix. AZ 85O -=C LISA P .. t6C 2 4237. 1 c?,8 vwrw. ECI:re=Fic. c MMU-161Eip Catalog Sheet — 071806 Designed, Manufactured and Tested in the United States of America Smartlloneor, ECcnm, an0 41.15 Engine are tra0emdrks of Et/erhi, i ei.gr. L¢. ISO 9001:2000 Registered Features • Industrial Ethernet Man- aged Switch, designed for vertical or DIN -Rail mounting, convection cooling (no fans) • Provides 2 modular slots for user selection of 100 Mb, 10 Mb, Gigabit fiber ports, and copper 10/ 100, Gigabit ports • Choose from a family of 20 port modules for al- most unlimited configura- tion flexibility • Input power choices in- clude-48VDC, 24VDC, 5VDC, 125VDC, dual source, or worldwide AC • IEEE 1613 and IEC 61850 standards for electric power substations GarFettGom 16 -port, Configurable i'ilanacse d Fiber Switch Magnurn' 6K16V Managed Fiber Switches provide modularity of fiber and copper ports, 10Mb 100Mb and Gigabit speed ports, and compre- hensive management software in a compact industrial -grade package. Setting a new standard for Industrial and Carrier Class applications, heavy duty Ethernet Switch jobs are readily accommodated with an extended temperature rating of -40`C to 60'C by the UL Component Parts method, or -50`C to 95`C by the IEC 60068 Type Test method. With options such as all popular DC power input types, worldwide AC power, and DIN -Rail mounting, the hardened Magnum 6K16V is a "go -anywhere do -anything" Industrial Ethernet Switch. The Targe family of port modules offer the choice of all fiber me- dia (all connector types, multi- and single -mode) and 10/100 Mb auto - negotiating RJ -45 ports. Standard GBiC ports can be configured for a vari- .ety of Gigabit cabling types and distances. - High performance features include non -blocking speed on all ports and 802.1p QoS Traffic Prioritization. rviagnum 6K16Vs are "plug -and - play" ready for use as backbone switches where a mix of bursty data traf- fic and priority streaming traffic for VoIP and audio/video applications is present. Magnum 6K16V Fiber Switches are provided with LAN manage- ment software including SNMP, Tag- and Port -based VLANs, IGMP Snoop- ing and Port Security, control via command line interface. For high avail- ability LANs using ring topologies, Spanning Tree Protocol, Link -Loss - Learn '• and 5 -Ring ' are available. See the Managed Networks Software (MNS-6K) and S -Ring datasheets for additional details on the comprehen- sive set of software programs and options. Designed for use in transportation and traffic control systems, power utilities, industrial factory -floor jobs, and video surveillance systems with segments requiring Gigabit backbone interconnections, the Magnum 6K16V is easy to install and operate. The next generation of industrial applications will need advanced managed network software, operation at extended temperatures, fiber ports modularity, support for self -healing ring structures, and gigabit backbone configurability. The Magnum 6K16V has all of these, and is available now. Magnum 6K16V Managed Fiber Switches have heavy cluty metal cases and auto -ranging power s.pplies for operation with standard AC power worldwide. Internal DC power supplies are optional. The 6K16Vs and all other Magnum products are designed and manufactured in the USA and backed by a three year warranty. PERFORMANCE: Gigabit Port_, 100. Mb: C: _ = C_ C , . _. _•c:... to bort Fiber Ports, 100 Mb •n>. - toe a _. _ :ode . a:c SC S _C P.1 R.. Sma:: -orm -a:._ :5 fea:..reo •_ , Ch , __- . :::ensitY Fiber Ports, 10 Mb: Cor _ :die, ST ,,c ._ c Ther -•._ ea: FDX or deiaa: is -iDX moos RJ -45 Ports: 100 or 10 Mb or n;'cup;e\ ^.r ber port.. incirCuallc ceterm:^::.:auto- c,:a:inp and a.to-cross uo to 16 pc -s Processing type: S:c _ arc ::arc .. tn.__3 502.3xfuC- o e, flow cent,, All Fo':s non plot:king ,e.. ay ate io.....ord .. an_, like- rate 6.0 Mops Address table: 4K nodes �.... actress ac,n_ tine of 155 seconds typical Packet buf ers: 240 Kc ._ a o 12CKE or 1002 Md Latency: Dalt - packet time -a; .TX • TX 9X, FX • FX TX•3, G•G' NETWORK STANDARDS: IEEE 8023z, E02.3ato 3 10BA:_•F'_ :•JSASE-TX. •F\. 700BASE-SX X Auto•nego:iaton ano ::_; on TF, IEEE 33 .3u See MNS-6K. galas=e..: __•-••vas_ ret.._rk stand'aros. _ir,r•_css•_earn, arc other sofr••vare fea:..rs. All 10 Mb ocrts ace. :rte rues for cb-f: ;ur:r: 10 Mb Etherise: All 130 Mb ports use =as: E.:..erne'. rues. 1330 Mb ports use Gioabi: rules. OPERATING ENVIRONMENT: UL 60950 and "Cor.-ocnen. =a'ts•" r.::inct. 140'; IEC 60:63"Type Test rat.-- •50' tb 20_ F ;,-S0' to 95'C• Storage: -60' to 210'- Reiativ_ humio•ty: 5'. to CS': .con _o -vers nc' Alt Luce. 20. to 1300.:1,":-. 42C(1.ml Co^.forma: ccatinc ;hurrrci: c^sotect or,! cot on: Rec.est cucte RELAY CONTACT FOR ALARMS: Form C, one NC irc:catinc I-:erna' cove. ore NC sottwar_ controllable NETWORK CABLE CONNECTORS: 1002 Mb ports a.. s:a-caro GEiC T.. _,.:.ter types _peon__ 1CC Ma Copper: Ca:. ; : UTP -;STP; 12 Mc' Car 2. 4 5 UT°'ST: ° 102 Mb Port _c :._• optiDr-. n:,..t-n:ode -MTF._ _C, ST. SC: singie•r-Dce LC: __ : _ _ -d S- acs. 40 rn "lop::_ reg: 5, Ci•.-macc SC. 10 Mb Fiber co-: c_ tett:' . u'ti-r.-o,: e and s,nglle•mocie S- AC POWER SUPPLY (INTERNAL): AC Power Cc __._-T .._essec. top of un:: Power Input: i;;ri - _42 VAC. -:7 to c. -i H:. auto rant:^_ Powe- Consumption: __ •..,...: yp'ca' f:; .5 tuEv-ioacee fiber. ode', 30 watts typical for 16 port coptoer-on.moc:r:'s. Mair um 6K16'J M ,naaed Fiber Switch DC °O:"iE�i `' 1? L Y Co:ion: 24VDC: _...., to 125VDC: vL. Std. erm c _ o__r:L'. , Power Consumption: Same as AC DC DUAL POWER SOURCE !OPTIONAL) The r:ccels ma: be orderer." with . ptOnai Due. DC power inp : con: u r: c' coer.;t.on when either one of the DC pus sour:es rs ir:err :rte: A ai:aoie for _VDC, 24VDC, or 103-250,VDC. MECHANICAL: Enclosure' -sr_ :a.For vertical panel or D:N-Rail rrount, DW Kai pito J S'___ Cf -Rail-VRM, optional Cooing Metr::i.Cosec:ion: cesipned for vertical mounting, no fans Dimensions: =.50 in H x 5.75 'n W 1.75 in D 24.1 cm x 22.2 cm W x 4.4 cm D Weio . 1.? n LED INDICATORS PER RJ -45 PORT: LK: Steacr c^ when twistec-pa': link ; opera:'onal. ACT: On r:itr bort a::.city F'H' ON = .,. i -cup:,:, mode, OFF = naif-ouoleA mace. 100 10 ON _ COM: sceec, OFF = 10Mb LED INDICATORS, 100Mb and 10Mb FIBER PORTS: LK: Steacy or ,,. err . link is operational. ACT: On reit!- ,or ON - ..'i -copse•. mcc:e, OFF = nalf-duper moos. PORT -SPECIFIC SETTINGS: Port -Spec •c _ser se:: .such as FDX or HCv, rr_:oer 10.10'_ sce_ can ce set u3.nc: so::.vare commands (The RJ -45 c o_per ;'iris are auto-necctiatincanc auto -crossover, _ there are no `Ser c_-< _.s for auto -crossover, AGENCY APPROVALS AND STANDARDS COMPLIANCE: UL Listed ;ULz. 5O. _UL, CE, Emissions meet FCC Part 15, Cies; NEE`L3 aro. ETS: ars. IEEE 1t1: _ -rcrr,enta', Standard fo' Eiecui: Pc:._. Substations: IECOIS513 EMC and`,tine Condi:ions Class = for °c:•;er Sul:_ : NEMA TS -2 arc TEES for trait'_ control equipment. WARRANTY: Three years Made .;SA "C :.S'L.C�I !•.l .l. .. -.� IC -'t __ „ C'] c'1 " e-; ~,jn-.. .. _ _... . Magnum 6K16V M.-1_nur-, D , I6V tarns. co F,ber Sv:;tch, arse un't for vcrt'ca! mounting. b1 a; ale con! cure r'i' ari._t•, of 1;�:: �•:'1�_V !1i: ! : <_r , coop -5r cog cOnrc:,Or tyles fro"' o ort .'is!-� .. 0 _.e ad., ess tr..- _' 240KB packet?..tifers. For !.censer network management software ::+L';5 r = 5. P>r . se_ s::p'rate data shoots. Configuration Options: Each Magnum 6K1 6V may be configured with up to two modules from the selection below. 6KP8V-45MT - r.o:a is for sKs e: lour 10:11:0 RJ•45 and four 100 Mb 2km mull -mode FX MTR; corrc::ors 6KP- SFF F ._ _... _ ,.,e I:.r e,K Sw:t:has, :+•:e'aht 100 Mo 15km single -mode FX LC connectors 6KP8V-RJ45 '? Mortu't+ ,.rel. t 10;100 Mr, auto-neootiat nn RJ -35 Pails : • TRJ 5FF F oer modu!.:- i r OK S.'vitches, w,e,ght 100 Mc, 2km multi -mode FX MTRJ copneztors 6KP8V-45SLC --- i for S'" .:tour 10;100 RJ. -5 and four 100 Mb i 5km s.ngic- gen FX! C rc.rr-c-! -,r, 6KP6V-RJMST '0 -_ ..u,... • it r 6K .1..:106: 101100 RJ•45 aro two 100 Mb 2krn mull -'•ludo FXST -ounce:x= 6KP6V-RJSSC --'. e fo; 5rs.:•,:tour 10100RJ•45 arc twO 100 Mb 20km siny'e-rnode FX ST ,,'sect:rs 6KP6V-RJSSCL - - _ .n.n:. _ i t' oK,... iu, 10:100 RJ -45 end. two 100 Mb 40km circle .c ce FX SC a:r•rs a: , 6KP6V-RJ10ST 2" r-_,.. c its :Ks w..; Our 10'1rr2 RJ -45 ars! two 10 Mb 2km FL ST connsrtors 6KP4V-FXSC "7-2" 103Mo, F,cu raocir,ic for 6K S'mtchcs, w+':our 100 Mn FX SC correctors. 6KP4V-F1OST "2-2-13 Mn Pifer n„Ou'r: for 6Y, Sr:'tches, :::icor 10Mb 2km FL ST come:tors Note Several other Port Module types are available. See Configuration Guide. : -''E ▪ 6K S t lr ;,rov dE s ore fie Ir' open transce•ve, cc:: lc, u _ 3 IC r n to v r era rt . Ir a ccs irort.gar.?: "3-2- < rc Y. siot ., 00:Ct.Z.$ onc,GriiC opon rranscoi r• cmt r, :u;c,-so ,._1J, nr....:r ttius210:OMb2kmFXSCf•borp,r...l . r- rrror:os t:: GBIC oven trr"s: !r'ver ports. ,'2rs; r:._ ... r;r,,sE.• 03pM.COTX.cmc S.<03:1,: ih molt. -r^•.,. -S_... fo' use it GBF1.l.CC X. Ort, L':. !:. rt 'w'0' s•ngy e.:•-:oi: S.. ,.. Note: Single -mode GBICs are available at 10Km, 25Km, 40Km, and 70Km. - x•; .., i :....: oK moo: • r, 5505 ore• Cin s ,r and prOviOCs two C•ir: o•: SXSC fr::'t.pa'rc: sf:_-t m(Ha' cu:_' . :•it. :;0r. Jr`c ., . _ I!.h`..., .. _ 'rS•:; Cit V., SIOt anti OrC•- :fes t.•!.., r•c:.::1.51, _ ▪ iron: c.,. F., :pc: , .: Sr.. .. bS.. .?r;t, .. s:•-;:. rir0.•'.ie5 Oc- g.<b,. 1Ct t.1:. M'RJ F r,•mr F.•:m' 1 .nor oert!. !r....... .ir'. cl 11 .•.. Tl'' : rt gr'i t .It G t Fh, rY.::u C. ;ri : OT : 11 .1", 010•:: c: ur .-... .. .. i7:. iiJ.°.•_;E-, ' r•t::.:Ar,cp ,. 'a 1, rt .50!...�!!:O Mi: ST F:c_r FX r'i t .c... ti ...._C'..: .•r :<.i „tC;. .. .rc :n n t,!. ;rw:' 6'. ':1•c.,, 6KP5V-G4RJ 6KP3V-G2SC GBPMV-20TX GBIC-LXSC� iKP2V-2GSX 6KPZV-2GCU 6KP5V-1 CU4 MT 6KP3V-1CU2FXT 6KM-BLNK GarrettGom GarrettCom. Inc. 213 Hammond •.a. _"cont, CA 9554 Pr:. ;510. 433-907.; FAX: f,510; 433.i770_ E^.;a pial Cr :,._3arrettr 1 .,... NEMA TS -2 Bus interface Unit The BIU-700 Bus Interface Unit (BIU) performs the interface between Port 1 of the Controller Unit and the Loop Detector Racks, Terminals and Facilities, and other devices in a NEMA TS -2 Cabinet Assembly. Its functions include controlling load switch outputs, detector resets, communicating with Inductive Loop Detectors and other devices, and the conditioning and conversion of Terminals and Facilities and Loop Detector call inputs for the Controller Unit. Each EDI BIU-700 is put through a vigorous three part Total Quality Assurance program and tested under the extreme envi- ronmental conditions experienced on the street. It is this com- mitment to quality and performance that EDI products are known for, providing years of trouble free operation. BIU-700 OPERATIONAL FEATURES Basic Functions: The BIU-700 Bus Interface Unit meets or exceeds ail requirements of the NEMA Standard TS2-1998 for the BIU configuration. Display Indicators: Separate Power, Receive, and Transmit LED indicators display DC power status and SDLC Port 1 status. Input / Output Pins: Signal I/O Configuration: ✓ 15 DC Output pins ✓ 24 Programmable Input / Output pins ✓ 8 DC Input pins ✓ 4 Optically isolated input pins ✓ 1 Line Frequency Reference input pin ✓ 4 Address Select input pins Output Drivers: All outputs are rated at 150mA continuous sink current. Each output pro- vides a 500mA typical current limit. Outputs are rated to 50 volts and utilize a voltage clamp for inductive transient protection. Isolated Inputs: Four optically isolated inputs provide isolation for Pedestrian Detector and Remote Interconnect inputs. These inputs are intended for direct connection to 12 Vac from the cabinet power supply for Pedestrian Detector applica- tions. They may also be connected for 'Low True' DC applications when the Opto Common pin is connected to a 24Vdc supply. EBERLE DESIGN INC. 3H 1 J E. La :.3af'C 51:1 -CC' f . OC -1` , AZ O57...14U l—':..,A tel • 4t3O-868•E3410% EDI Engineered. Manufactured, and Tested in the United States of America 101'301 PS -25C C -)Pe - .. Basic Functions: Display Indicators: Input / Output Pins: Test Points: Output Protection: Dimensions: EBERLE DESIGN INC. P =1250 Heavy Duty Cabinet Power Supply The ideal power source when using high current devices such as video detection cards. The PS -250 Cabinet Power Supply is a shelf mounted unit which supplies regulated DC power. unregulated AC power, and a line frequency reference for the Detector Rack. BlUs. load switches, and other auxiliary equipment. The PS -250 meets and/or exceeds all requirements of the NEMA TS2-2003 Standard. All TS -2 Type 1 cabinet assemblies require the use of this unit as well as any TS -2 Type 2 cabinet assemblies that utilize Bus Interface Units (BIU). Each EDI PS -250 Cabinet Power Supply is put through a rigorous three part Total Quality Assurance program and tested under the extreme environmental conditions experienced on the street. It is this commitment to quality and performance that EDI products are known for, providing years of trouble free operation. The PS -250 provides four outputs rated over the full -300F to 165°F (-34°C to +740C) Nema operating temperature range: p +12 VDC rated at 5 Amps O +24 VDC rated at 2 Amps O 12 VAC rated at 0.25 Amps O 60 Hz Line Frequency Reference rated at 50 mAmps 8 Input Voltage Operating Range is 89 Vac to 135 Vac at 50 Hz A separate LED indicator is provided to display output status and fuse integrity for the three supply outputs. The Line Frequency Reference LED indicator pulses to show 60 Hz activity. Pin Function A AC Neutral 6 Line Frequency Reference Output C AC Line Input D +12 VDC Output E +24 VDC Output F Reserved G Logic Ground H Earth Ground I 12 VAC Output J Reserved Individual test jacks are provided for the +12 VDC output. +24 VDC output. and Logic Ground reference. The +12 VDC, +24VDC. and 12 VAC outputs are fused for over -current protection. Each output is protected against voltage transients by a 1500 Watt suppressor. 8.2 inches High x 4 inches Wide x 8 inches Deep 3819 East La Salle Street Tel (r8O) 962%,.10-' Phoenix. AZ 85040 USA Fa, CO2)f37-1070 www.EDItr ffic.ccm PS -250 Catalog Sheet — 052206 EDI Designed, Manufactured and Tested in the United States of America ISO 9001:2000 Registered P Solid State Loadswitch: DATA SHEET SSS -8710 Description: The PDC SSS -S71 0 Loadswitch series is a tri -pack. modular. solid state relay designed specifically to meet NEMA specifications, as well as California and New York "Model 200" specifications. Each loads itch contains 3 individually replaceable modules that arc enclosed in a dust resistant. metal enclosure providing mechanical protection and excellent heat sinking for the modules. The modules are easily accessible with the use of a screwdriver. Each loadswitch also features a L.E.D. indicator on each output circuit. Installation: The switchpac inter mates v ith any standard NEMA loadbay or with the model 332 cabinet output file as well as with any NEMA loadbay. It is easily installed or removed by grasping the handle. Connector P1 pin outs are shown in FIG 1. The connector mates with a PDC BCS -12 or equal. PII\ 1 connector) 4 0 S q 10 II 12 FUNCTION P1 +115VAC. 60 Hz (PI as viewed from the outside of the product looking directly at the Chassis Ground A Output (Red, Don't Walk) Not Assigned B Output (Yellow) A Input (Red, Don't Walk) C Output (Green. \Valk) B Input (Yellotm ) —24 VDC C Input (Green. Walk) AC - Not Assigned FIG 1. General Characteristics: Model SSS -571'0 Series Uses Module = SSR -83-525 & SSR -S7 Meets Specs for Nema, Caltrans. NY (model 200) Load voltage 120 VAC current (max) 15.0 Amps (Tungsten Filament Load) Control Signal voltage current 1st alternation after signal is applied. Succeeding alterations —24VDC 20.0 MA (max) Switching =10 Degrees of line voltage at the zero crossover point. 4-5 Degrees of line voltage at the zero crossover point. dv'dt 100 V per microsecond 15 K Ohms Min less than 20 MA 1500 VDC Min is 18 112 Off State Isolation Surge Current Life Mechanical line to load resistance leakage current voltage resistance 10 Mee Ohms Min one cycle 175 Amps RMS Mm one second 40 Amps RMS Min operations 30 million Min lenght 8.40 inches width 1.74 inches height 4.185 inches weight 1.135 LBS Guarantee: The SSS -S71.-0 series is fully guaranteed against all failures due to manufacturing defects for two years. P.O. Box 10450 Zeohyr Cove. NV. 89448 • PH (925) 461-08S1 • FAN (925) 461-0884 - DATA SHEET : SSF-88 Solid State Flasher: Description: The PDC model SSF-SS solid state flasher is a dual circuit flasher designed for the Traffic Control Industry, specifically to meet California Department of Transportation Model 204 specifications. This unit is conservatively rated up to 15 A per circuit. The flash rate is 56.25 flashes per minute and does not vary due to voltage or temperature variations. Installation: The flasher interntates with the model 332 cabinet. It is easily installed or removed by grasping the handle. Connector pinouts are shown in FIG I . The connector mates with a Beau P -5406 -LAB or equivalent. F11.. 1. Fir. Funohr_.n 7 Load fit £1 Load ii_^ :J C:h.au.i; gern..n•.d 10 11 u C+ 12 Far General Characteristics: Load Voltage 120 VAC Current (max) 15.0 Amps (Tungsten filament load) Flash Rate Flashes /min 56 Duty cycle 50% Switching I" alteration after signal is applied +10 degrees of line voltage Zero crossover point Succeeding alterations +5 degrees of line voltage Off State Dv/dt 100 V per microsecond Line to load resistance 15K ohms min. Leakage current Less than 20 MA Isolation Voltage 2500 VDC min. Resistance 10,000 me_ ohms mm. Surge Current One cycle 175 Amps RMS min. One second 40 Amps RMS min. Life Operations 30 million min. Mechanical Length 8.40 inches Width 1.70 inches Height 4.185 inches Weight 1.5 lbs Adjustments: The model SSF-SS flasher has no adjustment controls. P.O. Box 10450 Zephyr Cove, NV. 8944S • PFI (925) -161-08S1 • FAX (925) 461-0584 t'7 N ZZ J O I- C Z Z Z r O J0 -J V > CC > Z O> = e. ��N .7 ,,e- 1— C --J Cr Z 2E CO 00 f U Lu aG O O O n U)N ®®® REREEERE CS) N N x my O0 U Q in E:13 -- -J W O Q W Q J F Z co C O J W W I- 1 =O0 v) v)yW Q W ~X a U00E—c -- Z a Q U Q cc, H Z m 0 O0OOW o W c WUUO> Z Q�°Q v) W '� >>FO W 00<Z 2 t;,* LL 1- OON- 0-9>F U.0OOQ0 Ot)©wW 0 Oyu -.J C/) QUQ,� a Z y� Q��`� >j a. 2 -Channel Rack Mount Type 4 -Channel Rack Mount Type LCD View Screens: DEFLECTOMETERTM Pie Graph & Numeric Value Indictor: DEFLECTOMETERTM Streaming Graph: Frequency Stability Graph: Paired Channel Functions Directional Logic and 3rd Car Logic: AccurateCount Mode Model ORACLE 2EC & 4EC Only: Programmable Navigation: Loop Fault History Log: Loop Inductance Display Indicator: -AUL Percentage Indicator: High Intensity Front Panel Back Lighting: Variable Character Channel ID: EBERLE DESIGN INC. 38 19 Ea_.= La :7.. r;--,__- Ptoe:nix, L.2 E5L.3-',U W'I-V.EDt:-' e'`.o.c ENHANCED SERIES INTELLIGENT LCD INDUCTIVE LOOP MONITORSTM • ORACLE 2E SERIES — DUAL CHANNEL — RACK MOUNT • ORACLE 4E SERIES — QUAD CHANNEL — RACK MOUNT The ORACLE 2E. 2EC 4E. & 4EC "ENHANCED" Series Loop Monitors'"" from Eberle Design takes vehicle detection well into the 21st century. Tne ORACLE "ENHANCED" detectors not only indicate ve:,icle presence with great accuracy and reliability, but also incorporate a complete built-in loop analyzer for optimum detector set-up and loop diagnostic purposes. For over 25 years Eberle Design Inc (EDI), has provided technicians and engineers with reliable, high quality mission critical component products that improve the performance and lifecycle of traffic control systems. The ORACLE "ENHANCED" series meet or exceed all applicable requirements in NEMA TS 1-1989 and NEMA TS2-2003. The Loop Frequerc•.-al_ 20 Loop Inductance. DEFLECTOt:ETE=-" Pie Graph. DEFLECTOMETER-v Numeric Optimizer. DEFLEC7OME T ER Streaming Graph. Frequency Stability Graph, Sensitivity Level Mode of Operation. and Vemcle Counting Accumulator can be viewed on the front panel LCD for each channel simu:taneousiy Tne LCD screen displays a pie graph which assists in determining :he optimum sensitivity setting by showing the change in inductance caused oy traffic moving over the loop- Charges to the sensitivity setting are reflected on the graph in real time curing a Cal state. Optimum sensitivity settings reached when the DEFLECTOMETER''d value reaches the value c` 3 or 5:'0 of the graph, based oh typical size vehicles. - While tre DEFLECTOMETER'•' pie graph displays an instantaneous indication of the current Call strength. the Streaming Graph c coley Graphically shows the Cali strength over time. The horizontal axis represents a six second interval. The vertigo. axis represents Call strength The graph streams when there is a Call present, The frequency stab :y graph provides the capability to analyze each frequency level to ensure pr:oer selection of the nominal loop tuning frequency. The XY graph disp,ays detector frequency samples with respect to the reference. .A variation from the center of the graph depicts frequency instability on the channel. Basically a thin smooth graph tiers a more optim„nr frequency selection over a thick uneven line. When both of the cared channels have detection in Directional Log:: mode, the last channel to have detection will output a CALL urt. the oe ecoon for the last channel ends. even if the detection ends for the first channel. This feature is intended :c be used in freeway ramps for wrong way detec:.on and left turn lanes where other movements in the intersection tend to clip the detection zone of the left turn lane 3-= Car Logic provices a Call output when both channels are in the Ca': state 3" Car Logic is typ :ally uses in left turn queues to provide logic for Protected -Permissive movements AccurateCount mode produces a secondary output in addition to the primary CALL output for each vehicle entering the loop zone. Loop configurations ranges from a single loop to eight loops connected together in series. The LCD screen will report counts from the secondary -Count- outputs and is capable of accumulating 999 999 vehicle counts per channel before roiling over to zero. Note: The ORACLE 4EC (4 -ch. model) does not provide secondary count outputs to the edge card connector. The Count Accumulator LCD screen can be used to view the AccurateCount totals. The ORACLE "ENHANCED" Series provides a flexible and simple programming process via the front panel bidirectional toggle switches. Moving through the menu choices has never been easier_ The new CuikSet mode navigates to commonly used menu items quickly. For each channel. ire LCC screen can display the last 25 loop fault conditions and power events In the `Induct' disc.ay mode the LCD screen dlsotays the equivalent system loop inductance (loop and lead-in inductance) within ::e range of 20 to 2500 microhienries When in the "Induct display mode the LCD screen displays the percentage of inductance charge during the CALL state. Tne Liquid Crystal Display (LCDs incorporates a white LED backlight. The backlight is energize_: when any switch is actuated and remains or for 2 hours after the last switc- actuation The backlight improves vis.oility in poor lighting conditions Up to five characters or numbers can be selected to icenrify each channel of detection. ORACLE "ENHANCED" Series Catalog Sheat - 0r2505 Devgned, Manutac'u^_d cur ; te•den1 in the lir:mil ::dye`. 01 Amt':ca EDI ISO 900'.2000 Registered ORACLE "ENHANCE:D" Series - InZqent LCD Two & Four Channel inCuctive Loop Monitors Tki Front Panel Controls: Te: ngin-re a: oi sea e: '57 59.-5, toggle so,,:cries t:t eatttr. chat• -e. arn use: :3 sees: ot erationa and c so iettongs -et !V:- .a cesgnafec "MEf.- Ea:.. Seer.' is use: a acceot Ire setting z.so a.e: 9.-: rroe:: re -eyfrrieni; cr go :a:, :the disomd screen Tne se::_' zesignate: Et ,Lipto•-.•• are. a :es yoL, throuon eacr sale:tea men, Sensitivity: There are one, ::• seera: e sensitivity le.ets re cnanre Tne DEFLECTOkIFER'4 Pie Graon DE:_EDICkt•27E;'" fiumeric Value r z a DE:_EDTOME-ER'''' Streaming Grach. mace it easy t: 55:_c aid or -:ze sessyry fcr ear onanne- Sensitivity sen selected from tne 'Set upo CuvS enus, to rnize iyensie Oelect.:n on tie-.-: 'no a^: in ccnf guraticns. Sensitivity is state: .7 :e"riSCf e. as tne mrn,rn per:en:age onarge tne total ins (loop plus iead•int to A- .:7 the U": A.; reso:no at the ;Nen e*.frt Sens. .81./1. Sens I .6111. 1 Sens. ALA 1 Seers. 1 -ALL 20 O00'% 15 l o31S% i 10 0 357% I t6.25 nu 19 00025% 14 5 115 % i 9 0 085 % I 4 i 0 452 %I 18 0.0035% I 13 : C25 tfs : 8 0 :13 % 3 i 0 555 %; 11 0.005% I 12 C:28 % i 7 ow r:. el 12 16 0.007 % I 11 0 040 % : 6 0.225 % 1 i 1265 ,, Loop Frequency: The LCD screen assays tre astua too frequency to he: a.oid inference whirr may occur when Imps corners: to diffren: cete:tors are locate: aoasent tis one anztne- One of eight (8) settings (normal n me rarge ot 2: :: 60 ',tither::: may Ps sesoted tc• eaC7 channel via tire "Setts: or the "OuikSet menu oct•crs S .s recommence: Mat asaunt moos na:e a frequency separation of at mast 5 Khlz. Frequency Stability Graph: In the Fneouenct, disca mode Ine LCD SCreen also disciass a frequency stability graph the allows tics to analyse. earn srannels fresuency 'eye :: ensure rocer selection of freauency levels Tne XV gra:O &scats deteror frequent,' samoies w:n respect to the reference. The channel reference is in the center ottoe grapo. A variation from Ine :enter of the C's: - depicts frequency instability on Inc channel. Basca'y a :rim smooth graph nee 3 more cc: -um frequency selection over a thick or uneven fine Presence I Pulse Modes: For cacti mix -re. a Presence or Pulse outcut moCe 78y oe selects: via the "SET UP menu. If presence maoc S seiereo then a onace or snort IV"; Cr use seine: presence can be selected. Snort Presences define: an 32 minutes anc Long presence is seine: as 120 minutes. In User Define: motea setting tenwee t and 120 minutes can cc entered Cn tre expira:mn of snort or long presence time a ace:: DALL w'; be reset In user define: mode. the over CALL can be selected to reset on hmer exciration ma: :he next End -Of -Green f F.;):3 • signet attetthe expiration of Ire time:. Toe green Sig -3; in arc to !re Time Ccntrci inc_: via the ecge card connector. In Pulse moos. a 125 ms 2 25ms wic7 DJSa eri!! De Output for earl vecie enter:no me loop Loop Inductance Display: For earn c-anne:. wren in me -mount" d sPay mcce. toe LCD sreen displa?s the eouivatent system Jou inductance (loco and lead-in inductance) won toe range cf 20 5: 2500 microHenries. Loop Inductance ,11.1L Display: For ea:n cha-ne crier in the "Incur" discay mode. Inc _DC screen displays the percentage of induranoe orange can me CALL state. DEFLECTOMETERTv Pie Graph: For eazn chat -re!. :re LCD screen ::spla'x a oe gram wnic- assists in dem-mining the ootnum sensuyity setong by snowing the curios: in inovstance cause: by tali: moving over Inc iocc Optimum sensitivity se::'; s reached when toe DEFLECTOME7E:C" is at 50'i and toe numeral !: the holt of the roe gra:- rennes the value .-yl 8. Paseo on Ware size vehicis s Ctionones ar:r reltotAv aur.Ti; $e.rsiwty can be tre,arlius= it•nizet J veolo SVP.: Of'57 ;,7e co Saasting the ochmurn sensitivity level insures deter or. of all verses inctuen; motorrycles and nited 7n.s hens to e:minate any furthet seta calls to 3.CiuS! detects' sent :iyres. DEFLECTOMETER'" Streaming Graph: For ear, :nannei. white the DE:LEC7DMETER'v o o S013y; an instantaneous indsation of the cure: Cal strength the Streaming Gram display gra:tit:coy shows :re Cal strengm over time Toe nonzonta ass re:resents 3 six second interval The venzal axis recresenis Call venom. The crept- only sttearrs wren there is a Call maser: and disciays approximately six seconds of data Event Log: For each onannel. the LCD screen can away Inc last 25 loco fault conditions anc power events via the 'Event Logmenu. A channei reset wilt not clear the Ever: Log from memory. To dear the Even: Log memory select either 'Clear Log C' "Clear Air from the "Evert Log" menu. Channel ID: Up to five (5) cnaracters can oe selected to identify each channel of oetecton. Call Delay Timer: For each channei. a de:ay time of 0 1 seconds to 5 minutes can be set via the 'SET UP' menu Can Delay time starts counting cown when a vehicle enters the ioop detection area Delay lime can re overnoMen by a green signal a! me Timer Control input Call Extension Timer: For each cnannetai es:ens:on time of 0.1 secorts :o 1 minute can be set via the -SET UP menu. Call Extension time starts counting gown when the last ven.cle clears the loop detection zone. Any yetis. entering the moo: detection zone during the Extension time period causes the channel to return to tne CALL state The Extension timer can be enabled uoon the following options: Extenc Always Mcrae, Extend On -Green Mode, Extend Disconnect. and Extension Plus Disconnect Timer Control Inputs: Timer Control mu!: are DrOweed for each channel to moody the operator of the Delay and Extension functions . Tne apollcaltcn of a True (low) state voltage wit: inhibit the Delay timing function and/or enaole the Extend timing function. Timer Contra inputs are primarily provided for downward son:matt:Ay 3' Car Model: A '3' Car' mode setting can as enaried, Dy selecting the '3' Car' ootion in the "Paired Channels' menu. The 1' Car" move s intended to be used in Protected Permissive left turn situations '3, Car' mode links ch. 1 and 2 together. and links ch 3 and 4 together Directional Logic: A Diresoonal Logic setts; can oe enabled by selecting tire 'Direction' ooton in the 'Paired Channels" menu Thi feature is ntendec to be used in freeway ramps for wrong way detection and left turn lanes where Other rne+ernents in the intersection tend to clic the detection zone of the left turn lane Directional logic mode links ch 1 and 2 togetner, an: links co 3 ano 4 together Channel Output Control: Each channel flax one Si three output options to choose from in the Setup menu OFF. ON. or CA.L Display: The Liquid Crystai Display (LCD! inczroorates a white LED backlignt. The backligr.: in energized when any Sm ton is actuated and 'errors on for 2 hours ate :he last switch actuation Loop Fault Monitor: The detector continuousiy :necks the integrity of :re loop Tre system is ace to octet open circuit loos. snorted Moos cr sudcen oranges in inductance exceeding 25% cf the nominee inductance. It a fault is de:ec:ec bole the DETECT (Redt and FAULT (Yellow; LEDs continuously emit a seo-ence of flashes. Eatto type of fault is identified oy a different flash seouense In addition to the LED fiasn sequence Me LCD veil display the type of fault :oration during the taut state It the fault condo:xi is rentoyed. the LD Fault. indication and me DETECT (Red) LED /eft return to norma: 0Deraticr. The FAULT (venow) LED will continue ts flash with the SeOuenCe signifying the type of fa -l: that was last utested r, the case of the 2y1; Change in InduCtanse fault (possible Mss of a loop w:thin a parallel of coos;. tne pit will tog me face and 'Mine to V -e new inductance after a per:: sf two second:. The ::goes taut; wilt be =red ,11 the Eyent Log mei-:-i The backlight improves osiolity in poor tiontir; conditions High Intermit.), Color -Coded LED Indicators: RPf'.':'F• •^C:.7!:Jr • ,-enicte. Deter:- Sz' • De ay Tirlirtg = 2 fann rate • Eeension v.: r :lash rate Car Moce 'an -so ref second • Snectionai _zoic V:: = 1: flashes per sioono. • C:en Circa,:' 1 snce follcined by 3 Caste • Sitsrted Crour: = : t7annes toitoweo cy a cause • 25's Chan n trourance = 3 tiasnes bowed by a pause Yotion• FALL ' Ir^.:?/(r. • Coen Circa':' 1 s.ngle 'lash followed by a pause. • Snorted Cirouit = 2 flasnes followed by a cause • 251. Change int:Vance = 3 tapes foipwed by a pause. Vehicle Counting (AccurateCount) Display (ORACLE 2EC & 4EC models): If AccurateCount rEnaole Vehicle Counting) mode a enased. :re LCD wilt report vehicle accumulated counts For each znannel, wnen a veroe occupies tne :coo zone. the LCD counter accumulates one vehicie count per c....:put. The counter is capable of a:cumulating 999.999 vehicle counts per cnannel before rollihg over to zero. For each channel of me Oracle 250 :nue:. me ylocuroroGinunt (Enable Vehicle Counting) output feature can be enable: va the 'Se: us" menu to produce a secondary output in addition to the primary CALL output for every 'vehicle externo me loop zone Eacn venicle entering the loop will cause an Output pulse of 125ms-2 25ms from toe secondary "Court" output on pin S [(Channel 1) and pin Y (Cnannel 2) Mout ORACLE 2EC. only)! irrespective of me size of the loop. For each channel. wren the kr:cram:am (Enable Vehicle Counting) feature is enabled, a loop c:nfiguration must De selected, va Inc "Se! so Counting Type" menu for eitner a single loop or up to eight loops connected together in series Construction: Primes: circuit irarcs docbie sided 20:. (56.70 gm.) cope with plated through notes Circuit boards are cute tor environme mai protection Mechanical: Height= 4.5 inches (114.3 mr; Own = 6 875 mores (174.5 rt:rn7i Width' 1.2 inches (30.4 rhh! 2E& 2EC arc! 2.0 inches ISO S him} 4E& 4EC Environmental: Operating Terroerawra -30 I 55 F :'34 to -72' CI LCD Oceratinc Tennerature -4 IC 165, -25 to -70' C; Humidity Ranoe troo-conoensiog to 55', Reative Electrical: DC Supply Voltage' 10.8 VD: tc2S.5 V:: DC Suoolv Curren; = 100 mA maximum DC mous True Ow). Less than 8.d: False (high) = Greater mar 101:: Optically Isolated Outputs True (Jew. 50 triA) 'Leon than 15 V:c False thigh) =Greater than 15 VO: Maximum Current' 120 mA Relay Outputs AC Contact Rating= 5A et 125 Va: DC Contact Rating= 5A pl 3C Voc Loop Inductance (Tuning) Range. The oetector wilt automatically tune to a loop and lead-in combination within the tuning range of 20 to 2500 microhenry wdn a 0 factor greater than 5. Environmental Tracking: The detector automaticaiiy and Continuously compensates fcr component 071 and environmental effects throughout the tuning range and across the entire temperature range. Grounded Loop Operation: Eacn detector channel wilt operate when connected to poor quality loops including Mose that have a short to ground at a single point. Lead-in Length: The unit will operate with lead-in (feeder) lengths up to 5.000 feet (1.524 m.) with anoropnate Mops and proper lead-in cahie. Loop Input Transient Protection: Tne loop input incorporates transient protection devices and tne Moo oscillator dreamy is transformer -isolated for each channel The transient protection wilt withstand the discharge of a 10 uP capacitor charged to 2.000V across the loop inputs or between a loop input and Earth Ground kr sacs channel, Tne transformer isolation allows operation with a loop which is grounded at a single pant. Response Timin : Sens. Response I Sens. Response Sens. Response Sens. Response. 20 90.120 ms 15 t6.25 nu 10 6-8 ms S 6.0 ins 19 64.94 ms 14 1342 ms 9 6-8 ms 4 6.8 ms 18 48-64 ms 13 12-16 ms I 6-8 ms 3 6.8 ins 17 3648 ms 12 t2 -t� ms 7 6-8 mu 2 6-8 rns 16 24.33 ms 11 5.3 ms 6 6.8 ms 1 Cu ms Connecto Pin Assi nment: Pm ORACLE 2E PLC) Pr ORACLE 7E 12EC) A oicc Oft,: 1 C': 'TO a DC Wrenn 2 l En 7 ",er ,:e.ror.reut C E.! Amer 1 I 2.e. Aaves: 6, 4 El E • Lam .n06' 1 1 C. ' 500,01, ',N.., E Cie 11.0,0 en., S I Cr : Mn,',,,,: two ma,' c Cm I Ountar*2 6 Er ‘r.e•ms C 14 Er, Ouzo I -I 1 5r. ivr., S Cr 2 i.C90 ,x1),.., 9 5-7 a?.-:i..mam .z:'r.,' K Co : Lore 11.2, 9 L E'er:, Ground 10 i Ler £./fess 911: P Gmenea 13 l ;eser.oe R Screen 19 f POStrieC S CY 'Cr C.ios,-I is I :a. Anven i.• r: T :, ! Cm- 0...z..: '.! ;est.,: U Assenma .25J 11 I 'em,',,, V 'vie -em is I ;aA,. W .y2C,m,iii- 1, I C., 71, C....yr., 1 • ; X 1 .:q2 . _ILI ;:- '01,1:.,......., 2' I :,,,..,,,. y My 2C,•,-..*.itoi... 2 '... :r '-ot S.A....., i 221 -,,,,,,., Nule' Pins 145 N and 11 & 12 are RESERVED Pre ORACLE RE MEC) Pm ORACLE CE (4EC) A En I Tune, Corr* me., Sze, Cr 2 Tim, Cm., .12s. C 04 ;ase: De Atlaress Sin Ch 3 Tuner COMM no, !ler ,sse 'note Co I Remind.: aer, Cn I Reeunden: Lou: -•• : • Atimess 34 1.‘ Co 1 Slaws Cue,. C, 2 Loa Rel.! 0, 2 Renenn, !MG 'rue C'2 40C4, a 2 Rm.-ears:Loop Ervissis Omens 10 an awns u r Cr. a Timer Cm", P .me rent 13 Cr 3 Rearmaant •r,-, :n law :re, 14 C') Peewee, Leo, Sr ISwaiit 15 • Aangel 0. e C.4,4 ;•i 16 Cu) S talus Ck.en., Ccx mum U vi ! X Ct S :2_04 11 Ohs Ce S.000 :nee, :Y 2 reuln, • r CY 5 • 11 CPA Redun33111.21C,, Ft, 19 Ci., inns Cive., Ci?25 Sratus Dare Retort!, "asp • 22 Ce ; Slain Cul, :nr • , 3M Opticomr Priority Control System Phase Selector Models 752 and 754 The Model 752 phase selector is a plug-in two channel. dual priority. encoded signal device designed for use with 3M Opticom. Priority Control System emitters and detectors. The Model 754 phase selector is a plug- in four channel, dual priority. encoded signal device designed for use with Opticom emitters and detectors. Both can be installed directly into the input file of Type 170 traffic controllers equipped with priority phase - selection software and in virtually any other traffic controller equipped with priority phase selection inputs and related software. Phase selectors are powered from AC mains and contain their own internal power supply to support Opticom detectors. The Model 760 Card Rack is required when input file space is not available. Certain electromechanical controller units may require a Model 516S interface card. The Models 752 and 754 Phase Selectors recognize and discriminate among three distinct Opticom emitter frequency rates via Opticom detectors: Command priority. Advantage priority and probe vehicles. Within each of these three frequency rates, the phase selectors further discriminate among 10 classes of vehicle identification codes. with 1000 individual vehicle codes per class — 10.000 total per frequency rate. —Models 752 and "54 The Models 752 and 754 internally record each activation of the system. Each entry contains the: Models 752 and 754 also include RS232 interface capability to communicate with computers or controllers. Optional 752754 interface software is available for system setup and maintenance. The primary Opticom detector inputs and power outputs are on the card edge connector. Two additional auxiliary detector inputs are available for each channel through a front panel connector. The connector also contains signal indication sensing inputs. Each channel delivers a constant output for Command (high priority) activation and a pulsed output for Advantage (low priority) activation. A high priority signal received on any channel will override any low priority activation. The probe vehicle frequency does not place a call request to the signal controller, but does log vehicles by ID number when they are in range. • t U • — RS232 communications front port, and rear backplane — User -selected communications baud rate 1200 to 9600 bits per second — Customizable signal intensity thresholds — Customizable ID code validation — Flexible programming options for priority control parameters — Detailed current Opticom system parameter information — History log of most recent Opticom system activities (1,000 entries) — Accurate optical signal recognition circuitry — Precise output pulse — Definitive call verification — High and low test calls — Reset to default parameters — Range setting — Diagnostic test interfaceSoftwarc Package • • n Communications Daughter Board Pins Function A Ground D Channel A primary detector input E Detector 24 VDC power output Channel A output. collector (+) H Channel A output, emitter (-) J Channei B primary detector input K Detector Ground L Earth Ground M AC -On) N AC - (in) P Channel C primary detector input (Not used 752) R Detector 24 VDC power output S Channel C output collector (+) (Not used 752) T Channel C output emitter (-) (Not used 752) U Channel D primary input (Not used 752) ✓ Detector ground W Channel B output collector (+) 19 TxD (output) X Channel B output emitter (-) Y Channel D output collector (+) (Not used 752) 21 RxD (input) Z Channel D output emitter (-) (Not used 752) Pins Function 1 RxD (data in) 2 Ground 3 TxD (data out) 4 RTS 5 CTS 6 Shield Pins Function 1 Phase 1 green input 2 Phase 2 green input 3 Phase 3 green input 4 Optoisolator return 5 Optoisolator return 6 Not used 7 Not used 8 Not used 9 Not used 10 Confirmation light 1 11 Confirmation light 2 12 Preemption inhibit 13 Channel A aux. detector 2 input 14 Channel B aux. detector 2 input 15 Channel B aux. detector 1 input 16 Phase 4 green input 17 Phase 5 green input 18 Phase 6 green input 19 -24 VDC power output 20 24 VDC Powe- output 21 Not used 22 Not used 23 Not used 24 Not used 25 Not used 26 Confirmation light 3 27 Confirmation light 4 28 Channel A aux. detector 1 input 29 Channel C aux. detector 2 input (Not used 752) 30 Channel C aux. detector 1 input (Not used 752) 31 Phase 7 green input 32 Phase i green input 33 Common green input 34 Detector Ground 35 Detector Ground 36 Not used 37 Not used 38 24 VDC input 39 Not used 40 Not used 41 Not used 42 Not used 43 Channel D aux. detector 2 input (Not used 752) 44 Channel D aux. detector 1 input (Not used 752) —Four dual priority. and probe frequency. channels (754) —Two dual priority. and probe frequency. channels (752) —"First-come, first-served" for vehicles with the same priority — Higher priority will always override lower priority — Opticom detector input(s)...one per channel on the card edge connector and two auxiliary per channel through the Auxiliary function harness — Optional interface software allows flexible programming options and call history — Solid state indicators • Power on • High signal.'call per channel • Low signal:'call per channel Important Notice to tine Purcriaser THE FOLLOWING IS MADE IX LIEU OF ALL'ARRANTIES. EXPRESS OR IMPLIED. INCLUDING THE IMPLIED WARRANTY OF MERCHANTABILITY OR FITNESS FOR A PARTICULAR PURPOSE. 3M will repair or replace any OpticotnTM Priority Control System component found to be defective in materials or manufacture within the (St years from the date of shipment from 3M. Scc **Summary of Warranty Coverage" for details of extended Ilse year coverage tinder the Opticom 5'10 warranty. This warranty shall not apply to incandescent lamps or to any system component which has been (I) repaired or modified by persons not authorized by 3M: (2) subjected to misuse. neglect or accident: or 13) has been damaged by extreme atmospheric or weather- related conditions. In no event shall 3M be liable in contract or in pan for ally injury. loss, or danuec. w hethrr direct. indirect. incidental. special or consequential. arising out of the use or inabilir. to use the Opticom system or any component thereof THE REMEDIES SET FORTH HEREIN ARE EXCLUSIVE. 3M Intelligent Transportation Systems 3M Safety and Security Systems Division 3M Center. Building 225-4N-14 St. Paul. MN 551.14-1000 1 -500 -32S -70')S I -80U -224.20S5 fax 612-575-5794 612-737-1(155 fax — Multi function test switch enables diagnostics and test calls to each channel — Voltage... 89 to 135 VAC, 60Hz — Temperature ... -37° C to +74° C — Humidity. .. 5% to 95% relative 3M has desiencd. developed and tested each Opticom priority control system component as pan of a matched component system. 3M makes no warranty whatsoever concerning the reliability or safety of Opticom system components when used with non-Opticom system products. 3M shall not be responsible for any Opticom component which 3M determines has been damaged in whole or in part by its use wills a non-Opticom system product. Sale and use of the Opticom priority control system is expressly restricted to authorized agencies of government customers. within their respective jurisdictions. However. because the optical signal venerated by the Opticom system is not exclusive. 3M cannot ensure exclusisc activation by purchaser. Authorized users who desire to use or coordinate use of the Opticom system with that of other jurisdictions must first obtain the prior written approval of each authorized user in the jurisdiction where use is sought. 3M Canada Inc. P.O. Box 5757 London. Ontario. Canada Iv 6A 4T1 I-S00-3MHELPS 519-451-2500 EAGLE PRODUCTS Aluminum Vehicle Traffic Signal Bulletin 1140 Features Meets or exceeds ITE specifications. Design provides minimum weight but maximum rigidity and strength. HOUSING - One-piece die-cast aluminum unit with serra- tions in 5' increments at each end. Each housing has provi- sions for mounting. two terminal blocks and attaching back - plates. Housings may be fastened together to make multi -sec- tion signals. The S" and 12" housings can he intermixed to form combination signals. DOOR - One piece die-cast aluminum unit equipped with stainless steel hinge pins. Two stainless steel captive eyebolts and wing nuts permit easy access to the inside of the housing. VISOR - One piece firmed aluminum unit. The removable twist -on visor is secured to the door with stainless steel hard- ware. Cut -away, tunnel. and full circle visors are available. REFLECTOR - A separately hinged. AL.ZAKg reflector is standard. Glass is also available. LENS - Conforms to ITE specifications. The standard lens is polycarbonate capable of withstanding illumination by a stan- dard traffic signal lamp without physical distortion. A class lens is also available. GASKETS - A molded one piece lens gasket is used to seal the lens to the reflector assembly and door to form a sealed unit. A second gasket between the door and the housing assures the weather tight quality of the unit. LAMP SOCKET - Insulated. prefocused, and may be rotated for positioning the lamp filament without using tools. POSITIVE POSITIONING - Positive positioning and lock- ing is achieved through the use of serrated brackets, mast arm, or -span wire fittings.- COATING - Powder paint Siemens Energy & Automation, Inc. Business Unit Intelligent Transportation Systems http://www.eagletcs. corn 8004 Cameron Road Ausan. TX 78754 Ph (512) 837-8310 Fax (512) 837-0196 info,• eagletcs.com SAtiTa F.Lzn Eflot4L-E Vraffic Signal Head Assembly Information & Ordering Bulletin 1 130 ALUMINUM AND POLYCARBONATE PREFIX FACE ARRANGEMENT MATERIAL VISOR FORM IKM SING COLORS HOUSING REFLEZTOR LENS BODY DOUR VISOR S:\ SG SS FOUR DIGITPOLY NUMBER LISTED BELOW THE ILLUSTRATIONS 1o34 ALUM C=NONE +=ALZAKwRING 2=ALZAK w:o RING 3 -^LASS w'RIN LED section NONE '— O' S=GL SS ,NONE UNNEL 2=CUTAWAY 3=FULL CIRCLE 4=ARIZONA S=RUSSIA - - 13 -BLACK. rCiR �•=B1.1CI:IFH, ARK GREE.\KN "r' • - 1 GEN B=H1.-\('IC ((Ni “=HL,\('IC(FH) Ci + r- "'REE\ I:\I. H=HI.:\('f (L H) Hl.,\('I (FR) AKI: GREEN r' r GREEN • A. nibble 4,113111mirmin signals onh At (POLY): Internal hinges. 6 -position screw terminal block. Pedestrian signal - available in 9" (225mm) and 12" (300mm). SIG (ALUM): Standard hinges. 4 -position screw terminal block. Pedestrian signal - available in 12" (300mm) only. (POLY): Standard hinges. 4 -position screw terminal block. Pedestrian signal - not available. SG Replaces SIG if LED's are used. SPS Same as SIG but with 6 -position screw terminal block. SS Replaces SPS if LED's are used. SA Alum:ra:ur Pra.,t:ian ,iLn:d is in adablc -- 9- I "`r:unI...:Ih Pu N :mrb.r.ace door, and a>cr,. and Alumni nn b .h NOTES: ▪ Metal signal components are finished using modern electrostatic powder coating equipment for a durable outdoor finish. ■ Doors on a vertical signal assembly pivot left. Doors on a horizontal assembly pivot down. ■ Glass reflectors are available for vehicle signal assemblies ONLY. • Full circle visors are not available for Pedestrian/Lane-Use signal assemblies. • Terminal Block is standardly installed in the yellow section of vehicle signal (second section from the top) and the walk section of pedestrian signals (bottom section). Siemens Energy & Automation, Inc. Intelligent Transportation Systems http://www.itssiemens.corn EAGLE 8004 Cameron Road Austin, TX 78754 Ph: (512) 837-8310 • Fax: (512) 837-0196 info@itssiemens.corn EXAMPLE SIGNAL NUMBERS SA or SIG MATRIX IDENTIFIER ORIENTATION AND US: NUMBER OF 8 INCH SECTIONS NUMBER OF 12 INCH SECTIONS LENS COLOR AND LOCATION HOUSING MATERIAL REFLECTOR MATERIAL 1 03 A 1 1 1 1 Y Y Y 11 I Traffic Signals - Vehicle Face Arrangements VISOR COLOR DOOR COLOR BODY COLOR VISOR FORM LENS MATERIAL HOUSING COLORS (Body, Door, and outside of Visor) B GLOSS BLACK F' FLAT BLACK • inside visor always flat black G DARK GREEN M• MEDIUM GREEN Y YELLOW Z' SPECIAL - Define on the request for quotation ...a:.10r or a:-:•.,.;. vp-:.• oni. 1 SECTION VERTICA� nR DYOGEIROYEIGCROYEIGEIRDY�G 12 INCH -101A 101B 101C 101D 101E 101F 101G 1011-I 101K 101L 101M 101N 8 INCH -11 OA 1108 1100 - 2 SECTION VERTICAL), 12 INCH -102A 102B 1020 102D 8 INCH -120A 120B 120C 120D 102E 102F 102G 102H 102K ---- ---- ---- ---- ---- 102L 102M 102N 102P ---- ---- ---- ---- R G 102Q 102S 120T 1200 -- 3 SECTION VERTICAL 12 INCH 8 INCH Q . • R Y G . is • R Y G . • R Y • • • R Y 103B 103C 103D 103E 103F . • 12 INCH -103S 103T 103Y 103AA103AB 8 INCH - 130Y 130AA130AB R Y G S R Y G • • Y G G • • Y G G • • Y G G . go • G Y S S G Y G G G G • R Y G • • 103G 103H 103K 103L 103M 103N 103P 103Q 103R 12 INCH 8 INCH • -104A 104B 104C 104E 104F 104G 104J • 140E • • • e R Y G G 104S 104T 104U 104AA 104AB 140U 140AA ---- 104K 104L 104M 104N 104P 104Q 104R R Y G 4SECTION VERTICA .R.R •Y0Y OG OG©G OG •ROR•R•R ©GIV QG•GaiGOG Y O R !RR OY OY ••Y R IIG ©Y elliG OYQY .Y G G •Y •G IDG R OR • 0G Y ©G., OGe R. Y •Y OGG GOG 12 INCH 8 INCH • -104A 104B 104C 104E 104F 104G 104J • 140E • • • e R Y G G 104S 104T 104U 104AA 104AB 140U 140AA ---- 104K 104L 104M 104N 104P 104Q 104R R Y G EXAMPLE SIGNAL NUMBERS FOR LED INSTALLATION MATRIX IDENTIFIER ORIENTATION AND USE NUMBER OF 8 INCH SECTIONS NUMBER OF 12 INCH SECTIONS LENS COLOR AND LOCATION HOUSING MATERIAL • REFLECTOR MATERIAL ....,.._..... �..�._. ._� . �..r... ,..._.. SAorSG102A1QT1YYY31 11 I1 ' Signals with CUSTOMER SUPPLIED LEDs will be shipped with:he LED section blank unless specified otherwise in the sales order. Signals with All LEDs Sections 1 1 ALL LEDS 1 101 2 1i 41 51 401 501 Signals with One LED [ Sections ; 1 2 3 4 5 RED ** I -- 21 31 41 51 Yellow i -- 22 32 421 52 GREEN " i -- 23 33 43 53 Red Arrow I -- 24 34 44 54 Yellow Arrow' -- 25 35 451 55 Green Arrow 1 -- 1 26 36 461 56 ** For pedestrian signals red section equals "Don't Walk"; green section equals "Walk" LED SECTION(S) IDENTIFIER VISOR COLOR DOOR COLOR BODY COLOR VISOR FORM LENS MATERIAL 'Signals with Two or More LEDs 11 [ Style 1 Code Red/Red Red/Yellow 621. Red/Green 6311 Red/Red Arrow 65j Red/Yellow Arrow 6611 Red/Green Arrow 67 11 Yellow/Yeliow 6811 Yellow/Green 691 Yellow/Red Arrow 701! Yellow/Yeliow Arrow 7111 Yellow/Green Arrow 7211 Green/Green 7311 Green/Red Arrow 74 Green/Yellow Arrow 75 I Green/Green Arrow 7611 Red/Yellow Arrow/Green Arrow 7711 Red/Green/Green Arrow 781; Red Arrow/Green Arrow 7911 Red/Yellow/Yellow Arrow 8011 Red/Red/Green Arrow 8111 Red/Green/Bi-Modal 8211 Red/Green/Yellow Arrow/Green Arrow 8311 Red/Green Arrow/Green Arrow 841 Yellow Arrow/Green Arrow 85 RX1 1 • 1 2 -INCH • BALL • LED TRAFFIC SIGNAL MODULES Features • High efficiency & long life LED light source • Designed to conform to applicable ITE specifications • Failure of single LED results in toss of light from only that LED • UV stabilized shell • Moisture and dust resistant • Direct retrofit design • Incandescent look • Expanded field of view • Sun phantom protection • All products shipped with installed gasket 0 Performance Standards Characteristic a ;Rating , ` n `t ' :cc .....r. 1 t fir' . . ` 'ls¢fie k* A r .. '. .1, T.4"'t• r� L •mss f1iL"� "E`��i 2� F '*-' 12-;x .,..0,....._,17:, .-..3ii4' .. S... '::1.., xr ... , "e' .174,_?F7 ti M1,.tx ]C.om�. }, .. 1 r , ii �4` 1'x'7^-` IV tl± i 'n r t t t ,h' 4-... - wry ' .e- s.,,z.:{;, '`..,•J,...A1 72 liS4cn r' Jr t..v;., r.c•Z'ti ., r. v3a ' i +� 1dq ;, ' a.4.,.. 4 •' •'i Y r �`>s try - ,..*�'.'*• 1 µ� 1. `.i"e. '..-.mss. C. - ' .. :e4t'r. ,, g� . ____y"dllt , t f•14.: yf t11., alter .y . >rx w Vii ' `'' y;� , 'Class A Product Characteristics 0 Dimensions Dimensions in inches. (roc; indicates metric ec. valent 11.8' 1300: 11.0• (280) •Expanded view: 0.65" (17) 2.1 ' 1.-(62'1-•i 1,85• • (471 9.60' (243.81 1.27 0.30- (32.3) -.' x(7.61 03 Operating Specifications Options: 40: expanded view - 0: quick connect • 5: medium base socket - F: 1n -line fuse 120V - 60Hz 120V - 60Hz 120V - 60Hz 120V - 60Hz 10 626 339 22 12 12 592 508 508 ••Tinted Lens 'Measured at e2.5•14 -2.5•V } Actuai intensity less than ITE specification. 678j 678 678 For additional information regarding these and other GELcore products, please contact an authorized GELcore distributor, or visit us on the worldwide web at www.gelcore.com GElcore markets and distributes the GE brand of LED products and uses the GE trademarks under license from the General Etec:ri; Company. Distributed By Information provided is subject to change witho'.t no:ice. Rt: vaiues are design or typical values when mea:,red under laboratory conditions (Ta - 251E). Web Site:www.gelcore.com • E-mail:signals@gelcore.com Ainericas;'Canada P:216.606.6555 • F:216.606.6599 • Europe P:+32.2.679.0116 1"d"`!"•. Pub .ea::cn Nor551 St'S5 • 6:11/28/01 • Mote is a joint vtrr:u• between Gf Lighting and EM(ORE Corpora•i, C Parameter, `',,,a;a c�+y., ,ti1 k }ew . . t 1- • xr ... , "e' .174,_?F7 ti M1,.tx qqyv 1-,W.,2., '.. L7Cs 4 vl ri > rte t r.c•Z'ti d2 _. r. v3a yo- {. sem ' • -yt-$ �P YL. :e4t'r. i - " fit .:.-",...=',-",..,o4 ��i -� ~ •`;: R - • f i'S ...? �� .. . >rx w Vii ' `'' y;� , . . For additional information regarding these and other GELcore products, please contact an authorized GELcore distributor, or visit us on the worldwide web at www.gelcore.com GElcore markets and distributes the GE brand of LED products and uses the GE trademarks under license from the General Etec:ri; Company. Distributed By Information provided is subject to change witho'.t no:ice. Rt: vaiues are design or typical values when mea:,red under laboratory conditions (Ta - 251E). Web Site:www.gelcore.com • E-mail:signals@gelcore.com Ainericas;'Canada P:216.606.6555 • F:216.606.6599 • Europe P:+32.2.679.0116 1"d"`!"•. Pub .ea::cn Nor551 St'S5 • 6:11/28/01 • Mote is a joint vtrr:u• between Gf Lighting and EM(ORE Corpora•i, C Ref. No. Description Part Number 8" (200 mm) 1 " t , r1 24 Visor - tunnel Visor - cap Visor - full circle A352291 XX A852281 XX A852283 XX A852307 X,' )_,15 XX A852319 XX 25 Visor Screw (10 - 32 x 31") A I46032TF A 146082TF 26* Terminal block, 4 pos. spade type A 182944 A 182944 27 Machine screw. SS (6 - 32 x 3;4") A 162573 12 A16257312 NOTE: VISOR COLOR XX Color 1 Medium Green ark Olive Green oss Black 14 Flat Black The standard signal is composed of three die-cast aluminum body sections containing the optical unit, lens. door and visor. The basic construction design provides minimum weight combined with maximum rigidity and strength. It meets or exceeds ITE specifications. 8 in. (200mm) SIGNAL DIMENSIONS 4__ 14in—...... 356 rrm 10 i n i 8 in I 6 in . • 254 rrm 03 rrm-733 mn is 10in • 254 rrm ( iz: ,- -^^w 20 i n i L, 508 rrrn i • 11.5in.--. 232 mm 30 in 762 rrm * Terminal blocks - A four position spade type ter- minal block standard. A four position kliptite and a six position spade type are options. 12 in. (300 mm) SIGNAL DIMENSIONS - 17 in - 432 mon 10 in 7 in - 254 rrrn 178 rrrn 6 in 153 rrrn 13.5 in ---- 343 rrm -- 14.81 in -- . 376 mm 13.5 in 343 rrm 27 in 686 n -m 40.5 in 1023 rnm Weights 8" (200 mm) 12" (300 mnt) Single section with visor (approx.) 8 lbs. (3.63 kg) 14 lbs. (6.35 ke) Housing 3 lbs. 13.8 oz. (1.75 kg) 5 lbs. 6.3 oz. (2.44 kg) Door I lb. 2.2 oz. (.52 kg) I lb. 13.9 oz. (.85 kg) Rine 3.5 oz. (.10 k�_) 6.6 oz. (.19 kg) Siemens Energy & Automation, Inc. Business Unit Intelligent Transportation Systems http://wwwea gletcs. com 8004 Cameron Road • Austin, TX 78754 Ph: (512) 837-8310 Fax. (512) 837-0195 info@eagletcs.com -SCC 12' BACKPLATE dTBPA503ANLF FLAT BLACK FRONT & BACK DWT3PA503ANLG FLAT BLACK FRONT & WEST COAST GREEN BACK DWTBPA503ANLY FLAT BLACK FRONT & FEDERAL YELLOW BACK S" Designed for use with standard plumbizers 4e of pole mounting, post -top mountings d AB -0116 brackets l H M I- i i 52 3/16" FUNCTION: To outline signal heads on the horizon and reduce the effects of sun phantom SPECIFICATIONS: 1. Completely fabricated from 0.050' aluminum sheet alloy 2. Nominal outside dimensions of 5' 3. Powdercoated flat black, additional colors are paint over powder 4. Fabricated with knock -outs, for adapting to elevator plumbizers 5. All mounting hardware stainless steel 6. Fabricated with vented louvers for reduced wind loading OPTIONAL FEATURES: 1. Flat black anodized finish 2. Enamel paint finishes N fYf1EMf 909 SE Everett Mall Way #A120 Everett, WA 98208 NOTE: ALL HARD\J ARE STAIN! FSS STFM WTS808051BG 1 -WAY SUP. 3 -SEC 12" L,❑,D, WEST COAST GREEN WA. TYPE "K" REF. ND. DESCRIPTION QTY. PART NO. ELBOW SERRATED 2 DTSH0174F 2 ELBOW REAMED SET SCREW SQ. HD. 1/4-20X1/2 1 1 DTSH0173F CMH25C5OSSQS 3 LOCK NIPPLE (LONG) 2 DTSH0571F 4 WASHER NEOPRENE 1 DTSH0531 5 WASHER STEEL 1 DTSH0533 6 NIPPLE 10 1/2' 1 DWTS10.5N 7 NIPPLE 10' 1 DWTS10.0N 8 CENTER PIPE 33' 1 DWTS33.0C 9 TERMINAL COMPARTMENT S.D.P. TERMINAL COMPARTMENT DOOR TERMINAL COMPARTMENT DOOR GASKET 12 POSTION TERMINAL BLOCK SCREW 10-32X1 1/4' SCREW 10-32X1/2' 1 1 1 1 2 2 DTSH0001B DTSH1101 DTSH2O28 DTSH0567 CMH10F125MPPS CMH10F5OMPPS 10 ORNAMENTAL CAP (SHORT) 1 DTSH0501A w N fYJ1EINF 909 SE Everett Malt Way #4Al2C Everett, WA 98208 '.J —7 OPTIONS SIGNAL SECTION 1, 2. 3. 4. o' 5 BAND GTH: 29" 36" T. 48", or 56" STAINLESS UPGRADE PAINT V 0 5 The Astro-Brac in its various configurations is a truly universal system for mounting signals. The Astro-Brac is designed to facilitate the mounting of any size or combination of signals to any size of mast arm or pole. This complete adjustability is not possible with other types of rigid mountings. ITEM DESCRIPTION PART NO. ASTRO-BRAC ASSY, Stellar Series: 1 -Way Band Mount AS -0116 2 . 1 -Way Cable Mount -• 1 -Way Tenon Mount AB -0137 ASTRO-BRAC CLAMP KIT: 4 Band Mount. Stellar Series AS -3004 5 Cable Mount, Stellar Series AS -3009 6 Tenon Mount AB -3010 7 ARM KIT, S i;' CTC AB -4000 8 GUSSETED TUBE, w; Vinyl Insert. l'/2" Aium TOE AB -2003 OPTIONS SIGNAL SECTION 1, 2. 3.4. or 5 CABLE LENGTH. 62". 84". or 96" PAINT Notes: 1. All assemblies are supplied standard with stainless fasteners and natural aluminum alodine coating. Stainless upgrade to include stainless steel clamp screw where applicable. 2. See pages T1-8 thru T1-14 for clamp kit pole diameter options. 3. Please specify options when ordering. 0 s 7 OPTIONS SIGNAL SECTION. 1. 2, 3.4 ,r 5 PAINT 320 W,:48th'St Edmond OK 73013 .409-340=3434 •, FAX:"405-340=3435 • E-mail:.tfelio@pelcoiric com + Www.pelcoinc co 05/11/05 PaDe T1.1 NOTE: AL nr,RDW ARL_. ST NLC:_SS STEEL WTS803020BG T L-L- WTS803020BG 2 -WAY SUP, PED WEST COAST GREEN RE F. ND. DESCRIPTION QTY. PART N0. WA. TYPE "A" 1 ELBOW SERRATED 4 DTSH0174F 2 TEE REAMED SET, SCREW SQ. HD. 1/4-20X1/2 1 1 DTSH0202F CMH25C50SSQS 3 LOCK NIPPLE (LONG) 4 DTSH0571F 4 WASHER NEOPRENE 2 DTSH0531 5 WASHER STEEL 2 DTSH0533 6 NIPPLE 12 1/2' 2 DWTS12.5N 7 NIPPLE 12' 2 DWTS12.0N 8 CENTER PIPE 8 1/4' 1 DWTS8.25C 9 TERMINAL COMPARTMENT S.O.P. TERMINAL COMPARTMENT DOOR TERMINAL COMPARTMENT DOOR GASKET 12 POSTION TERMINAL BLOCK SCREW 10-32X1 1/4' SCREW 10-32X1/2" 1 1 1 1 2 2 DTSH0001B DTSH1101 DTSH2O28 DTSH0567 CMH10F125MPPS CMH10F50MPPS t/•: 'a fYJ1EMT 909 SE Everett Mall Way #A120 Everett, WA 98208 N❑TE AL_ HARDWARE STAINLESS STEEL WTS804303BG POST TOP OFFSET WEST COAST GREEN REF. ND. DESCRIPTION QTY. PART ND. W A. TYPE �� D �� !YJ1E1J 909 SE Everett Mall Way #A120 Everett, WA 98208 1 ORNAMENTAL CAP (LONG) 1 DTSH0503A 2 WASHER NEOPRENE 1 DTSH0531 3 WASHER STEEL 1 DTSH0533 4 CONDUIT LOCK NUT 1 DTSH0551 5 LOCK NIPPLE (LONG) 1 DTSH0571F 6 POST TOP (OFFSET) SET SCREW SQ. HD. 3/8-16X3/4 1 3 DTSH0048B CMH37C75SSQS k