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Home My WebLink AboutD-1269090 P11.1' & P!;.:, CAP SCHEDULE ; ,4 (iYB„1 ; --fats =LL'E 0.T[ON './. E18VA7 iwt , P f[0 �1: 4 'yb 'c _ -,.'. TI011`% =ELEVATION ELEVATION ELEVATION: REMARKS oa s3 -' $ -21 18.4 5 2 ( ) 35 -Ton Piles ��,.. DESIGN LOADS: In add lion to the dead loads, the following live lauds were used for design Driven. to Bedrock 1 IO -21 18.48 (2) 35 -Ton Piles Concrete members were designed by all mate strength methods. Driven to Bedrock 9e- -63.11 20.73' 41. 18.50 -. (2) 35 -Ton Piles > = - _ ffir6-.74 Drive, -to. Refusal Bt+ 75.11 414 -11 4.53 _ �' 6�"s: - 1 r PItIM1 s gnature of a Wash ngton State Req stered Structural Engineer. Seal andsignature are to be Drives to Refusal 9 + P7.11 20,78 Dr1von to Bed vit 18.55 -7 + 78,'4 20.17 -12 117 88 (2)'40 -Ton Piles - .." 26.81 -21 18.58 (2) 35 -ion Piles Driven to Bedrock �7 + .7n 20.20 -12 I 20.83 17.97 (2)40 -TM Piles (2) 35 -Ton Piles other b ( ,.lit h Oriveno Refusal: .t Driven to Bedrock 20.86 + 0'l 20.25 -13 -T � 18..2 (2) 40 -16n Piles PILNVft All Piles ";I 1 DrlVen to Refusal to 11 20.88 -21 - Driven to Bedrock � 4 $ 20.31 -i: Drfven to Refusal 18.08 (2 40 -Ton Piles -21 18.68 ' (2) 75 -Ton Piles - � 0. rt 'en to Bedrock Driven to Refusal t0 ... 20.35 -14 18.70 Ax, (2) 40 -Ton Piles v1sU - . CONCRETE: Mcrteriall - shall be proportioned a _ I ,_ G ,on to Refusal ve t0 20,96 Dri ven to Bedrock- 16.73 I 20.41 -14 ' 18.1Cl. (2) 40 -Ton Piles 10 + 8!. [ -ei 18.75 Piles (2) 35 -ion lies Driv M M Neeroek 5 !9.'l 20,43 15 21.01• " L .11 (2) 40 To Piles 1r 3#T41i Piles - s'` $ + 11711_ a ;: 20:46- -15 Dnnto Refusal - to-- aedroct lee'- 21.03 • z -- (2) 35 -Ton Piles - ( - Driven to Bedrock' 8 43.A 20.93 -1` -- -21 )8.26 (2) 40 Ton Piles j ?.WATER TAI I Brix to Refuse ll.+ 31.11 Or even to Bedrock -21 '8 + . ?3 20.5; I -,. I - 18.23 (2) 40 -1on Pilei" D1_ }Veeto Refusal th' the ma f t re d t a shall b. '. c p aced in concrete design mixes upon 21.11 -21 18. Bf (2) To. Pfles Driven to Redrock•- pp al by the Owner.. -A nt a9 agent, canto ng to the UBC Standard No. 26 9, shall 8 1 Z . i.- -I1 1' . 6. 1P.31 - (2) 40 Ton Pies 17 14 15 - - W eck D ven E ro 9 ',1 -. -)F 18.33 (2) 10. TO flex I D ac 8 + ' -1.11 ;2u: 5i: 1x 18.35 2) ° -r Pale, . n in + crock PILE 3 PILE CAP SOMME (CONTINUED) INVERT PILE TIP PILE cut 's`', - - TI011`% =ELEVATION ELEVATION ELEVATION: REMARKS oa s3 -' '0.68 -21 18.4 5 2 ( ) 35 -Ton Piles ��,.. DESIGN LOADS: In add lion to the dead loads, the following live lauds were used for design Driven. to Bedrock 1 20.71 -21 18.48 (2) 35 -Ton Piles Concrete members were designed by all mate strength methods. Driven to Bedrock 9e- -63.11 20.73' 41. 18.50 -. (2) 35 -Ton Piles > = - _ siruct aloe drawings, they shall bear the seal and s gnature of o Washington State Registered Drive, -to. Refusal Bt+ 75.11 20.76 121 - :_ 4.53 _ (21-35 -ion Piles - _ s gnature of a Wash ngton State Req stered Structural Engineer. Seal andsignature are to be Drives to Refusal 9 + P7.11 20,78 -21 18.55 (2) 35 -Ton Piles REINFORCING STEEL A _ submitted to the Owner for approval pr iot to any construction. The General Contractor shall Driven to Refusal - .." 26.81 -21 18.58 (2) 35 -ion Piles =_ - 0 I Driven to Refusal' 10 11.71 I 20.83 -21 j 18.60 (2) 35 -Ton Piles other b ( ,.lit h Oriveno Refusal: .t 10 + , .-. 20.86 -21 18.63 (2) 35 -Ton Piles -T � fl1 7 ' PILNVft All Piles ";I 1 DrlVen to Refusal to 11 20.88 -21 18.65 12) 35 -eon Piles � x r � Drfven to Refusal 10 - -)1 20.91 -21 18.68 ' (2) 75 -Ton Piles - � + 63.11 to Station II _ Driven to Refusal t0 ... 20.93 -21 18.70 (2) 35 -Ton Piles - - v v1sU - . CONCRETE: Mcrteriall - shall be proportioned a _ I ,_ G ,on to Refusal ve t0 20,96 -2i 16.73 ,1;1 5 -T 0 � 3 n Piles V„ O` � 7* 1 0.7 rye. � ' �G Concrete sir gihs shall be fed by. standard 28 day ylinder tests. Dri Drven to Refusa l 10 + 8!. 20.48 -ei 18.75 Piles (2) 35 -ion lies 4 - Dr)""40 Refusal - 10 5.;1 21.01• " `;21 -° 77i 1r 3#T41i Piles - f 5 ksof' C 1 tiU5 W t Per Sack Dnnto Refusal - 11 - Gi.Ii 21.03 -21 18.79 (2) 35 -Ton Piles - ( - - Driven to Refusal 11 -+ 11.11 21.05 -21 18.82 (2) -35 -Ton Piles j ?.WATER TAI I Brix to Refuse ll.+ 31.11 ( 21.08 -21 18.84 (21 SS -ton Piles I - -'- 1 t D1_ }Veeto Refusal th' the ma f t re d t a shall b. '. c p aced in concrete design mixes upon 21.11 -21 18. Bf (2) To. Pfles pp al by the Owner.. -A nt a9 agent, canto ng to the UBC Standard No. 26 9, shall p i(4n t0 Refusal 1' . 6. `8.14 -:1 17 14 15 - - 7111 to kef -al .Wh h is exposed fo - eaHh'or weather. The amount of S + .2i1s51 -1F. 18.38 (7. edges $h4pX(MUM - _SIP �� a"� -�'(' 1 -trained pit shall be 5 %- Z;�by volume, f Bedrock - UTILITIES. - ; 1A.4n fJl tic. r, Pi:.. ...r: '. v}• " SL^ Al e- 11.1 ua - e.YV ��. �,.� ci �, i n � -. As nn nlinrnnie fn ihr,.nhnve. the Caniractar stroll submit co icrete mix desmas. for aooroval two T �� i k BiI® i n-2 ■IN" s° w �n 1) •�yy "f n C O W U C a J N a z_ 3 C: a0 jr a Co Q� .J.1r7 J_ O >a U� zW O °o z W et( M = OC z >O -a J C d lA OW CIO o- N CC a IL CC W 0 z - O M J C a O C N Oc STRUCTURAL NOTES CODE REQUIREMENTS: All des gn and construction shall conform to the regv r rents of the P4IenmP U Un'f -Building Code, 1979 edition. Any bars to be D DESIGN LOADS: In add lion to the dead loads, the following live lauds were used for design q R RQOtf 4 A AASH O 2H Truck Loads. Concrete members were designed by all mate strength methods. dR/o11ed a S SHOP DRAWINGS: If fabricator's shop drawings differ n design or add io the design or the I- pp, S siruct aloe drawings, they shall bear the seal and s gnature of o Washington State Registered fa all bars shall be 1 S Structural Eng nee,. Design draw ngs and calculotions for fabr'cat on shall bear the seal and prior to Placing e s s gnature of a Wash ngton State Req stered Structural Engineer. Seal andsignature are to be electrode; and in - - affixed prior to submission of drawing, and calculations to the Owner. All shop drawings shall be REINFORCING STEEL A _ submitted to the Owner for approval pr iot to any construction. The General Contractor shall NSPECTION: Inspeci'on by Cascade T t g L b: Cory shall be performed for cast n place =_ - 0 force at placement, precast a ec7 field o Crete placement, and pile driving o Concrete coot a9ae - - , -1 = 0 - }' a 4i mJ ��" pl t All prepared k beari,grsu,f,ces shall b other b ,.lit h �I � �.- l CAST CONCRETE r rI Ta ' -T � fl1 7 PILNVft All Piles ";I 1 1 + Q f. ' .p t noe di ter; r Z n � x r � Yl I � x Stallion 9 I n - � + 63.11 to Station II _ _ - - � �j.'�n ,�I,. 1' with the reco d t ons f the Soils Rep t. n retentio of 17 pcf - - .4-'r- _ - - v v1sU - . CONCRETE: Mcrteriall - shall be proportioned a _ I ,_ G Gjih•; - _ -7 -_ _�!_o_,_GJ m a placed ed p V„ O` � 7* 1 0.7 rye. � �G Concrete sir gihs shall be fed by. standard 28 day ylinder tests. - \1i - 4 - W Mn Nomber Max. Water Max. f f 5 ksof' C 1 tiU5 W t Per Sack ' - - Cement Per Golan Per of Cement When - ( - - _ f fi'FINAL BRAD � �� - -- - 4,000 6-112 5 4, _ ?.WATER TAI I I h 7 "-'� A 6 i i 4 I - -'- 1 t th' the ma f t re d t a shall b. '. c p aced in concrete design mixes upon WING5 POF< LO < I tr10:4 b pp al by the Owner.. -A nt a9 agent, canto ng to the UBC Standard No. 26 9, shall S + .2i1s51 -1F. 18.38 (7. edges $h4pX(MUM - _SIP �� a"� -�'(' 1 -trained pit shall be 5 %- Z;�by volume, f Bedrock - UTILITIES. - ; 1A.4n fJl tic. r, Pi:.. ...r: '. v}• " SL^ Al e- 11.1 ua - e.YV ��. �,.� ci �, i n � -. As nn nlinrnnie fn ihr,.nhnve. the Caniractar stroll submit co icrete mix desmas. for aooroval two T �� i k BiI® i n-2 ■IN" s° w �n 1) •�yy "f n C O W U C a J N a z_ 3 C: a0 jr a Co Q� .J.1r7 J_ O >a U� zW O °o z W et( M = OC z >O -a J C d lA OW CIO o- N CC a IL CC W 0 z - O M J C a O C N Oc