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Home My WebLink AboutD-126904WI NI �I`E CIVIL DRA.NINGS NI ®11 b® y P1.5if^. I I tlom.72 N 174,811.10 E 1,660,255.40 MANHOLE ++6A � PILE �A P 4,I -O" a,i -an 21 -cam 2 -ca II 1 pll.� oar StA7lvl�l V 41 i� I - L I I I PILE CAP A b�1'AIL I r�_ /�69 n C F PILE & PILL CAP SCHEDULE C O INVERT PILE TIP V,III I \V, I OJ ELEVATION V REI•IARCS `7 34.83 nl1 TI1 g. B, 0` UJ cr tI _ Cl O O O O �I `�' �I Driven to Bedrock �I 20.09 Q Q, V- 17.86 Q �n n all �nl Driven to Bedrock 7 - =4.74 20.12 tQ- � n ivi � "� 41 ® �� vFl l ® � � � 1 4 I n h 20.14 I -11 1.7.85 - - �--�•t Or ven to Bedrock 7 + M. %4 20.17 -12 17.88 (2) 40_ To Piles 7 Driven to Bedrock VAUL:T 20.20 5 17.97 ( 2 ) 40 -Ton Piles Driven to Bedrock I 20.25 -13 18.02 ( 2 ) 40 -Ton Piles I `. -4) Driven to Bedrock (2) 49 Tee Plies I8 + 02.74 20.31 -13 18.08 (2) 40 -Ton Piles B SOIL (50RINCT Driven to Bedrock I)g + 07.73 20.35 -14 18.12 SEF. 501L5 REPORT 1 - - - -- - - 20.42 F;DR I3ORINCi LOGS - 18.19 e - -- _ (2) 40- Ton PIT es 5EE-CIVIL-D 1,165 FOR LOCATIONS - 201 OTHE15ORINfJLA13ELef745" 5.,_ -- - - DF- EXISTINC, UTILITIES (2) 40 -Ton Piles LOCATED WEST OF THE PIPE ALIGNMENT 15 M15LA13ELLED Driven to Bedrock 8 + 31.1'1 20.46 - 18.24 AND AD SEE SHEET 2 OF 4 FOR CORRECT LOCATION AND LAflELS. Driven to Bedrock 8 + ,;, 11 _ � PILE �A P 4,I -O" a,i -an 21 -cam 2 -ca II 1 pll.� oar StA7lvl�l V 41 i� I - L I I I PILE CAP A b�1'AIL I r�_ /�69 n C F PILE & PILL CAP SCHEDULE C O INVERT PILE TIP PILE CUT -OFF t W STATION ELEVATION ELEVATION ELEVATION REI•IARCS `7 34.83 16.59 -9 15.59 (9) 40 -Ton Piles V O' O W 57A- 7 +f6.71, N � � Driven to Bedrock 7 + 42,74 20.09 -10 17.86 ( 2 ) 40 -Ten Piles a p~„ CO) a 0' W W cU ®a a Driven to Bedrock 7 - =4.74 20.12 -10 17.89 (2) 40 -Ton Piles Z F I Driven to Bedrock + 66.74 20.14 I -11 1.7.85 (2) 40-Ton Piles Or ven to Bedrock 7 + M. %4 20.17 -12 17.88 (2) 40_ To Piles Driven to Bedrock 7 + 90.74 20.20 -12 17.97 ( 2 ) 40 -Ton Piles Driven to Bedrock 7 + 96.00 20.25 -13 18.02 ( 2 ) 40 -Ton Piles i8.9q Driven to Bedrock (2) 49 Tee Plies I8 + 02.74 20.31 -13 18.08 (2) 40 -Ton Piles Driven to Bedrock I)g + 07.73 20.35 -14 18.12 (2) 40 -1fion Piles 1 Driven to Bedrock 11 8 + 14.7? 20.42 -14 18.19 e - -- _ (2) 40- Ton PIT es Driven to Bedrock 5.,_ 20.43 -15 18.21 (2) 40 -Ton Piles Driven to Bedrock 8 + 31.1'1 20.46 -15 18.24 (2) 40 -Ton Piles Driven to Bedrock 8 + ,;, 11 _ 20.48 -16 18.26 (2) 40 -Tan Piles i Driven to Bedrock 8 + =,;.__ 20.51 -16 18.28 (2) 40 -Ton Piles . Ori ven to Bedrock 8 + 63.11 20.5: -17 18.31 (2) 40 -Ton Piles Dri ven to Bedrock 8 + 7o.li 20.56 -18 18.33 (2) 40 -Ton Piles Driven to Ped-1, 8 + 51.11 N-S -13 18.35 (2) 40 -Ton Piles Driven to Bedrock a 03 * .11 20.61 -I8 18.38 (2) 35 -Ton Piles (Driven to Bedrock 9 + .. ..r 20.6_' -19 18.40 (2) 35 -Ton Piles - Driven to Bedrock 9 + 27.11 20.65 -20 10.43 (2) 35 -Ton Piles Ori ven to Bed -,agk S _ -MANHOLE at4A P -7- 72 >Q PIPE' 5EE CIVIL T]RAWINr ' PILE & PILE CAP SCHEDULE (CONTINUED) C O INVERT PILE TIP PILE CUT -OFF t W STATION ELEVATION ELEVATION ELEVATION REMARKS 9 + 39.12 W �>° STA. -7 73 - 74 18.45 (2) -35 -Ton Piles V O' O W 57A- 7 +f6.71, N � � Driven to Bedrock 6 20.71 0 sTA. 7 + 54. 74 (2) 35 -Tan Piles a p~„ CO) a 0' W W cU ®a a V) 7-e 42• -14 20.73 -21 _ -MANHOLE at4A P -7- 72 >Q PIPE' 5EE CIVIL T]RAWINr ' PILE & PILE CAP SCHEDULE (CONTINUED) C O INVERT PILE TIP PILE CUT -OFF t W STATION ELEVATION ELEVATION ELEVATION REMARKS 9 + 39.12 20-68 -21 18.45 (2) -35 -Ton Piles V O' O W N � Driven to Bedrock 9 + 51.11 20.71 -21 18.48 (2) 35 -Tan Piles a p~„ CO) a 0' W W cU ®a a Driven to Bedrock 9 + 63.11 20.73 -21 18.50 (2) 35 -Ton Piles / Z F I Driven to Refusal 9 + 75.11 20.76 -21 I 18.53, (2) 35 -Ton Piles Driven to Refusal I 9 + 87.11 20.78 -21. 18.55 (2) 35 -Ton Piles Driven to Refusal 9 + 99.11 20.81 -21 I 18.58 (2) 35 -Ton Piles Driven to Refusal 10 + 11.11 20.83 -21 18.60 (2) 35 -Tan Piles Driven to Refusal 10 + 23.11 20.86 -21 18.63 (2) 35 -Tan Piles Driven to Refusal 10 + 35.11 ( 20.88 I -21 18.65 (2) 35 -Ton Piles 1 Driven to Refusal 10 + 47.11 20.91 I -21 18.68 (2) 35 -Ton Piles Driven to Refusal l 10 + 59.11 20.93 I -21 i 18.70 (2) 35 -Ton Piles Driven to Refusal 10 + 71.11 20.96 -21 18.73 (2) 35 -Ton Piles - Driven to Refusal 10 + 83.11 20.98 -21 18.75 (2) 35 -Ton Piles i Driven to Refusal 10 + 95.11 21.01 -21 1 18.77 (2) 35 -Ton Piles . Driven to Refusal 11 + 07.1i 21.03 -21 18.79 ( 2 ) 35 -Ton Piles Ori ven to Refusal 11 + 19.11 21.06 -21 18.82 (2) 35 -Ton Piles Driven to Refusa" 11 + 31.11 21.08 -21 18.84 ( 2 ) 35 -Ton Piles Driven to Refusal 11 + 43.11 1 21.11 -21 18.87 (2) 35 -Ton Piles Driven to Refusal 11 r 1.72 B. -21 17.14 15 piles - Driven to Refusal 0 LETS THE WORD 0 REFU5A0 AND REPLACE WITH THE PHRASE, 11 PE11ETRATION*v *KV_PER TO TECHN(CAL SPECI FICATIOH5 (DIVI5ION 2, 517E WORK, TI MISER PILE, PILE IPI5TALLATION ) FOR PENETRATION CRITERIA. N STRUCTURAL NOTES CODF PE^' 1RE • 'LENTS: All design n and consirvction shut conform to the requirern.. is of the Uniform Building Code, 1979 edition. DESIGN LOADS: In addition to the dead loads, the fullowing live loads were ased for design: AASHTO H -20 Track Loads. Concrete members were designed by altimute strength methods. SHOP DRAWINGS: If fabricator's shop drawings differ in design or odd to the design of the structural drawings, they shall bear the seal and signature of a Washington State Registered Siruciural Engineer. Design drawings and calculations for fabrication shall bear the seal and signature of a Washington State Registered 5t ... tural Engineer. Seal and signature are to be affixed prior to submission of drawings and calculations to the Owner. All shop drawings shall be submitted to the Owner for approval prior to any construction. The General Connmcmr shall review and approve shop drawings before submittal to Owner. NSPPECT�ON: Inspect on by Cascade Testing Laboratory shall be p f A far f place rd d 4 einforcement placement, precast erect on, hold concrete plat p g or placement. All prepared so bear ng surfaces shall be nspected by th S Fng p to placement of reinforcing steel. SPECIAL CONDITIONS: The Contractor shall verify all d mens ons in the f- Id and shall provide adequate sbar ng and brat ng of all structural members dvr ng construct on. The Contractor h II of fy the Owner of all field changes prior to installation or fabric,t, n SOILS: See the "Report of Supplemental Geotechn cal Engineering Services tar the Storm Dru n lob t Paget Power Substat on, Renton, Washington", prepared by Ge.Eng veers, July I6, 1982 for m omplate iofo-fi.a. Earthwork material, buckf, i and compact -on shall be n -d -c with the recommendai ons of the Soils Report. CONCRETE: Materiots shall be pro par lloned to produce a dense, workable mix hav ng a rna m slump of 2A inches, which can be placed wI taut segregaf on or c x ss free surface wall'. Water /cement rat os for various concrete strengths (f.) shall be- shown below. Concrete strengths shall be verified by standard 28 day cylinder tests. M n. Number Max. Water Max. Gal. of of Sacks of Content US Wafer Per Sack Cement Per Gallon Per of Cement When Pe Cubic Yard 94 Lb Sack Using Air En- (Isi) of Concrete of Cement Training Agent Use 4,000 6-1/2 5 4 Pile caps, manholes A water reducing admixture, P-ol th (see UDC Standard No. 26-9), used n strict accordance with the manufacturer's recommendai ons, shall be incorporated 'n concrete design mixes upon approval by the Owner. An air entraining agent, conforming to the UBC Sf,,lord No. 26 9, shall be used in all concrete mixes for work which s exposed to earth or weather. The amount of entrained air shall be 5% 7; by volume. As an alternate to the above, the Contractor shall subm 1 concrete m-x designs for approval two eeks prior to placing any concrete. The concrete design mix shall include the ameants of cement, fine and coarse aggregate, water - reducing admixture, and air entraining agent as well as the water /cement ratio, slump, and concrete strength (f'c). The use of calcium chloride shall be limited to a maximum of 112% by weight of cement when approved by the Owner. Hot mixing water may be used upon approval of the Owner. REINFORCING STEEL: Unless otherwise noted, all reinforcing steel shall be deformed bars in cordon.. with ASTM specification A -615, of the sizes shown on the drawings and the grades shown below. Use Grade is fy (ps_) Primary reinforcement 60 24,000 60,000 Any bars to be field bent 40 20,000 40,000 Reinforcing steel shall be securely tied in place with 1116 double annealed iron wire. Bars in beams and slabs shall be supported on well -cured concrete blocks or approved metal chairs as speeif ied by the CR51 Manual of Standard Practice, MSP -1 -76. Reinforcing steel shall be detailed in accordonre with the "ACI Manual of Standard Practice for Detailing Reinforced Concrete Structures ", ACI 315 -74. Detail drawings shall be prepared and submitted to the Owner for approval prior to fabrication. Lap all reinforcing bars as shown on schedules. A minimum lap for all bars shall be P -6 ". Mill test reports for Grade 60 bars shall be submitted to the Owner Prior to placing concrete. Welding of reinforcing steel shall be performed using low hydrogen electrodes, and in accordance with AWS D12.1 -75 Reinforcing Steel Welding Code. REINFORCING STEEL PROTECTION: Use Protection Concrete cast against and permanently exposed to earth ...3" All other bars ..... .............................2" PRECAST CONCRETE PIPE: Shall meet ASTM C -76 Class IV requirements. PILING: All piles shall be Douglas fir round timber piles conforming to the requirements of ASTM D 25 -73, "Standard Specification for Round Timber Piles ". The piles shall have 10 -inch pi'nal tip diameters, 40 -ton end - bearing piles from Station 7 + 34.83 to Station 8 + 91.11. The les shall have 9 -inch nominal tip diameters, 35 -ton end - bearing piles from Station 9 + 03.11 to Station 9 + 11.11. The piles shall hove 9" nominal diameters, 35 -tan friction piles from Station 9 + 63.11 to Station II + 66.72. The piles shall be treated with creosote (AWPA P-10 to a net retention of 17 pef (pounds per cubic foot). Treatment shall conform to AWPA C -3. 0 a -124 & d4rhow 4 BA515 OF _ DE51GN _ I. FINAL GRADE e MAXIMUM ELEVATION OF 32.0'. Z.WA -7 ER TABLE e ELEVATION 18, U'. 3.MAXIIVIUM WE14H7 OF PIPE = 1700 PLF, 4.MAXIMUM LIVE LOAD DUE TO H5ZO TRUCFl = 11140 PLF. 1Q 5MAXIMUM WE14HT OF PIPE CONTENTS = 1660 PL F, (I,E. DRAINAE;E 1NATF-R $ SILT) ® jul' jell F1 P, •. P ®A h n 4�d 4 X� a" DESIGNED: LI.N 1JA.r4 DRAWN: OW P4 CHECKED. I U� REVISED: &6125162 Af5M PER Art -HPUM 1i ..I i9 =700 6.SOIL LOADS - STATION WEIGHT OF 501L SHEET 7 +00 -10 +50 "7.590 PLF CO n y'C 10+50 -.I +66.71 6,750 PLF % S` I APPROVED Lr DATE 150 0478 3 kpff ,00n eul0v0 sae ee„ 1 1 C O W OI C a J t W a 3 _Z LILI Q CIO � � J E J J o� �a V O' O W N � 0 CO Won 03 IM >p \J a p~„ CO) a 0' W W cU ®a a DG a C W F- Z F O m J a C G d DESIGNED: LI.N 1JA.r4 DRAWN: OW P4 CHECKED. I U� REVISED: &6125162 Af5M PER Art -HPUM 1i ..I i9 =700 6.SOIL LOADS - STATION WEIGHT OF 501L SHEET 7 +00 -10 +50 "7.590 PLF CO n y'C 10+50 -.I +66.71 6,750 PLF % S` I APPROVED Lr DATE 150 0478 3 kpff ,00n eul0v0 sae ee„ 1 1