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Home My WebLink AboutSWP2701269.1060" 1,42-1/ CSMP pIIIE :5F_E CIVIL. 1)RAWIN65 III b� N 174, 81 i lO E I,��d 255,40 MANI-TOLE bA �Vl wl �n � � t Q p O Q Q V) Vl ® r-, >r 5 ® SOIL. (30RINC-q SEC S6IL.5 REPORT �r FOR 130RIN6 L_065 I..� ,&THE 1)ORl rib LA1`315LE0 a 5" LOCATEf) WE5T OF THE PIPE ALIONM1=1-IT 15 M15LAF3ELLE0 AND M15LOCA7E fD- See 5HE:eT 2 OF 4 FOR CORRE-CZ LOCATION AND LAfi3EL5- 0 u Zt Q I+ i4I � I i � � I h `►' I ��, �- P I LE _ CAP AP �-To;zk I L.,I 16." 1114 2J 1 N +1 + + \n � I 8 i PILE & P11.< CAP SCHEDULE \9 tl t i Vl Vl 9 y F.., PL- vAU LT 5EE CIVIL DRAV\/INKS POK 1_0�--XFION5 OF EXIS-7iiNCq UTIL_1TIE3 INVERT PILE TIP PILE CU'--OFF ELEVATION ELEVATION ELEVATION' REMARKS `Driven 16.59 9 1 .59 (9) 40-Ton Pies to Bedrock 20.09 (2) 40- Tom Piles 1 Driven to Bedrock E; 20.12 �0 17.89 (2) 40-Ton Piles a Driven to Bedrock �,,.74 20.14 11 FN.;65 (2) 40-Ton Piles. Driven to Bedrock + 20.11 a12 1 ,68 (2) 40-Ton Piles Driven to Bedrock 7 + . 1 § 7ct 20.20 ; -12 17.97 (2) 40-Ton Piles Driven to Bedrock ? OBI 20.25 l-13?.02 (2) 40-Ton Piles 07i 18.08 -- - - - (2) 40-Ton P i �. r,- _On Driven to Bedrock 5 2r1 5 1 1 18.12 (2) 40-Ton Pi les 20>42 -14 18.19 !Driver to RPrirork (2) 40-Ton Pile Driven to Bedrock 20.43 -15 18,21 (2) 40-Ton Piles Driven to Bedrock 20..46 g15 18.24 (2) 40-Ton Piles Driven to Bedrock �t 0.�8 -16 18.26 (2) 40-Ton Piles Driven to Bedrock I 51 iF, 1.8.28 (2) 40-Ton Piles Driven to Bedrock -i (2) 40-Ton Piles " Driven to Bedrock 0_ iA i 9Ir 18A3 (2) 40-Ton Piles €I€ 6riven to Bedrock '!1 ±, '.) I 0 - 5 1 18 1.8.35 (2) 40-Ton Piles ! 1 Driven to Bedrock 03.11 20.61, 1 .8 18A8 (2) 35-der, Piles i I Driven to Bedrock 20.6_3 t 9 18.40 (2) 35-Ton Piles i Driven to 3edrodk LL 1 ?0.1516 I 0 18.43 (2) 35- Ton Piles Driven to Bey ack 4 T STRUCTURAL NOTES CODE REQUIREMENTS: All design and construction shall conform to the requirements of tine Uniform Building Code, 1979 edition. DESIGN LOADS: In addition to the dead loads, the following live loads were used for design: AASHTO H-20 Truck Loads. Concrete members were designed by ultimate strength methods. SHOP DRAWINGS: If fabricator's shop drawings differ in design or add to the design of the structural drawings, they shall bear the seal and signature of a Washington State Registered Structural Engineer. Design drawings and calculations for fabrication shall bear the seal and signature of a Washington State Registered Structural 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 Contractor shall review and approve shop drawings before submittal to Owner. _I kA �` NSPECTION: Inspection by Cascade Testing Laboratory shall be performed for cast -in -place v in ororce nt placement, recast erection field concrete placement, and pile driving or I f ceme p , P , P r P 9 � \p'a. A placement. All prepared soil -bearing surfaces shall be inspected by the Soils Engineer prior to Lp ;l 41' d�- � - - Dh � �%) placement of reinforcing steel. + II T t + } 1� IV �' cq 0.^/i�� `� SPECIAL CONDITIONS: The Contractor shall verify all dimensions in the field and shall provide x adequate shoring and bracing of all structural members during construction. The Contractor Q/�x�� •,! shall notify the Owner of all field changes prior to installation or fabrication. v� �I V) V) �nDK SOILS: See the "Report of Supplemental Geotechnical Engineering Services for the Storm Drain I "/ ��• 11,�9(�-at Puget Power Substation, Renton, Washington", prepared by GeoEngineers, July 16, 1982 for r`s- more complete information. Earthwork material, backfill and compaction shall be in accordance ADc, 1, with the recommendations of the Soils Report. 1 l9 CONCRETE: Materials shall be proportioned to produce a dense, workable mix having a ljCf�. -7�19 G%.C,�G7 maximum slump of 2.3 inches, which can be placed without Segregation or excess -free surface It cl U, chi water. Water/cement ratios for various concrete strengths WO shall be as shown below. -- -- - �� Concrete strengths shall be verified by standard 28-day cylinder tests. IW Min. Number Max. Water Max. Gal. of '-TA . 7 + 78 7` - _ of Sacks of Content US Water Per Sack Cement Per Gallon Per of Cement When PC Cubic Yard 94 Lb Sack Using Air En - (psi) of Concrete of Cement Training Agent Use s 1A 7 + 66. 74 - 4,000 6-1/2 5 4 Pile caps, manholes S`-["A. 7 + -6 . 7� �- A water -reducing admixture, Pozzolith (see UBC Standard No. 26-9), used in strict accordance ' �{} with the manufacturer's recommendations, shall be incorporated in concrete design mixes upon V1 approval by the Owner. An air entraining agent, conforming to the UBC Standard No. 26-9, shall be used in all concrete mixes for work which is exposed to earth or weather. The amount of 7+ 4 2 • lt+ entrained air shal I be 5% - 7;K by volume. -7._}. 34- f3!5 A As an alternate to the above, the Contractor shall submit concrete mix designs for approval two - weeks prior to placing any concrete. The concrete design mix shall include the amounts of M/\NHOL.E :tt4A p 2 ® 4 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 1/2io by weight of cement when approved by the Owner. j' Hot mixing water may be used upon approval of the Owner. 72"(A PIPE' SEE CIVIL DRAWINC,5 PILE & PILE CAP SCHEDULE (CONTINUED) INVERT PILE TIP PILE CUT-OFF! STATION ELEVATION ELEVATION ELEVATION REMARKS I 18.41 °h in Piles ! 10riven to Bedrock ,..., 20a73 `21 1$.48 2) 35-Teen Piles i Driven to Bedrock 9 + 63.11 20.73 I -21 I 18.50 (2) 35-Ton Piles 0 I Driven to Refusal 9 + 75.11 20.76 -21 18.53 1(2) 35-Ton Pile,= (Driven to Refuc 9 + $1.11 20.78 21: 18.55 1(2) 35-Ton Pilau y 1 !Driven I to Refua 9 + 99.11 20.81 1 -21 18.58 I(2) 35-Ton Piles 1 'Driven to Refuse' 10 + 11.11 20.83 21 ? 18,60 1(2) 35 jDriven 10 + 23.11 20.86 -21 1 1.8.63 I(2) 35-Ton Piles 1131riven to Refusal i 10 + 35.11 1 20.8P 1 18.65 1(2) 35-Ton Piles !Driven to Refusal I 10 + 47<11 �1 1.8 58 I (2) 35-Ton Pile -- Driven to Refu 10 + 59.11 I 2093 1,8.70 (2) 35-Ton piles i (Driven to 30 + _71.,11 i 20.9E __ 8.73 �(2) 35-Ton Piles I ? i Driven to Refusal, 10 + .:�E 20�98 -21. € 1_S.75 (2) 35-Ton Piles I ; Driven to Refusal 10 + ..s 21.01 I -2-1 1=8.77 I(2) 35-Ton Piles i Driven to Refusal 11 + 07.11 21.03 1 -21 i 18.79 (2) 35-Ton Piles Driven to Refusal 11 + 19.11 ? 21.06 -21 18.82 (2) 35-Ton Piles I Driven to Refusa`' 11 + 31.11 f 21.08 ' -21 1.8.84 (2) 35-Ton Piles Driven to Refusal 11 + 43.11 21.11 -21 18.87 (2) '�5-Ton Piles Driven to Refusal 11, + F.A, 72 18,64 2l 17,14 15 Piles i Driven to Refusal l Al r7I=LETS TH1= WORE) " REFUSAL`' AND REPLACE WITH THe PNRA5El '' l?e hETRATIOh)'/ *REPt:R TO TECHNICAL. SPt7CIFICAiI01�15 (171V151O1`I 2, SITE WORK, TIMBER PILE PiLE Iri5TALLATION ) FOR PENETRATION CRITERIA. REINFORCING STEEL: Unless otherwise noted, all reinforcing steel shall be deformed bars in accordance with ASTM specification A-615, of the sizes shown on the drawings and the grades shown below. Use Grade fs fy (psi 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 # 16 double annealed iron wire. Bars in beams and slabs shall be supported on well -cured concrete blocks or approved metal chairs as specified by the CRSI Manual of Standard Practice, MSP-1-76. Reinforcing steel shall be detailed in accordance 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 I'-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 D 12.1-75 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 nominal tip diameters, 40-ton end -bearing piles from Station 7 + 34.83 to Station 8 + 91.11. The piles shall have 9-inch nominal tip diameters, 35-ton end -bearing piles from Station 9 + 03.1 1 to Station 9 + 51.1 I. The piles shall have 9" nominal diameters, 35-ton friction piles from Station 9 + 63.11 to Station I I + 66.72. The piles shall be treated with creosote (AWPA P-I) to a net retention of 17 pcf (pounds per cubic foot). Treatment shall conform to AWPA C-3. El ao/2o600404 BA515 OF DESIGN 1. FINAL- GRADE e MAXIMUM ELLVATION OF 3Z,0 2.WA7"ER TA6LI- C1_21 I-l_I_\/ATION 18. G'. 3,MAXIMOM WEItaH-r OF PIPi- = i Lr , 4,M/-\XIM0M LIVE. LOAD CLUE. -110 H5ZO TRue_K - i i40 PLF, 0 S.MAXIMUM WEC�HT OF PIPE. OONTLNT_-� 1660 _F, (T,E, 1DRAINAn<4E WAA`TF_R * 51L7) G,501L. LOAAUS STA-f-10N WEIGHT OF SOIL 7�Ov -10 4 50 7, 59O (ELF (n ■ ■ F1 o a;` �n W V Q Z �Q W co Q � , 17 O > Q U� ZW O Ow 0 co La06 Z >0 J C: 0.�a �O W W CVGJ O� �a W � F- Z O m ..I Q G a•+ C cc DESIGNED: LL� / J� DRAWN: L" MI CHECKED: I., I.,I� REVISED: 10 a/23182 Af5m PER ADDertPum No.1 600 -r �, I 3/ r9D SHEET � 3 // -ap. ;P - /j 6P DAME 44,4e / 4e :!r4l kpff consulting engineers seatite Washington