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Home My WebLink AboutSWP272837(9) L W 0 - B,,,n.c tt' page of KEYSTONE RETAINING WALL DESIGN Based on Rankine-w/Batter(modified soil interface) Methodology KeyWall Ver 1 b, Oct 1, 1997 City of Renton Project: LWB- Final Design- 1 Expected C �X ic f e4_ Ci�.fG Date: 10/18/00 Proj. No.: By: / Design Parameters Soil Parameters c psf --y-p-cf- Y Reinforced Fill: 32 0 120 /r2 Retained Fill: 32 0 120 Foundation Fill: 32 0 120 1 Reinforce Fill Type: 0.75" minus crushed stone or gravel Unit Fill: Crushed Stone, 1 inch minus Factors of Safety - Sliding: 1.50 Overturning: 2.00 Pullout: 1.50 Uncertainties: 1.50 Bearing: 2.00 Connection Peak: 1.50 Serviceability: N/A Reinforcing Parameters: Huesker Geogrids Tult RFcr RFd RFid LTDS FS Tal Ci Cds Fortrac-35 2598 1.67 1.12 1.10 1260 1.50 842 0.90 0.95 Analysis: Section Unit Type: STANDARD (21.5 in) Wall Batter: 7.10 deg. Leveling Pad: Crushed Stone Wall Ht: 8.00 ft embedment: 0.67 ft BackSlope Geometry: 20.00 deg. slope 2.00 ft high Surcharge: LL -- 0 psf uniform surcharge DL--0 psf uniform surcharge Results: Sliding Overturning Bearing Shear Bending Factors of Safety: 1.54 3.78 7.19 18.06 2.31 Calculated Bearing Pressure: 1109 psf Eccentricity at base: 0.44 ft Reinforcing: (ft & Ibs/ft) Layer Height Length Reinf. Tal Tension Tconn FSpo 2 6.00 5.50 Fortrac-35 665 171 665 2.72 1 4.00 5.50 Fortrac-35 842 143 863 9.03 Reinforcing Quantities (no waste included): ( Efficiency= 71% ) Fortrac-35: 1.22 sy/ft NOTE. THESE CALCULANqV8bARff(3€Oi9r�RfftiMS Ys)lnS/GN ONLYAND SHOULD NOT BE USED FOR CONS TRUC?riVX WtRfMTStFeVEW BY A QUALIFIED ENGINEER Minneapolis, MN 55435 LWQ - Berme ,:7A/ 0rr1' D page 2 of 7 KEYSTONE RETAINING WALL DESIGN Based on Rankine-w/Batter(modified soil interface) Methodology KeyWall Ver 1b, Oct 1, 1997 City of Renton Project: LWB- Final Design- 1 Expected C �✓i f /Cr+��dvrar� �,-k Load Date: 10/18/00 Proj. No.: By: Design Parameters Soil Parameters c psf pcf _ Reinforced Fill: 32 0 120 '2 Retained Fill: 32 0 120 j Foundation Fill: 32 0 120 l Reinforce Fill Type: 0.75" minus crushed stone or gravel Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Overturning: 2.00 Pullout: 1.50 Uncertainties: 1.50 Bearing: 2.00 Connection Peak: 1.50 Serviceability: N/A Reinforcing Parameters: Huesker Geogrids Tult RFcr RFd RFid LTDS FS Tal Ci Cds Fortrac-35 2598 1.67 1.12 1.10 1260 1.50 842 0.90 0.95 Analysis: Section Unit Type: STANDARD (21.5 in) Wall Batter: 7.10 deg. Leveling Pad: Crushed Stone Wall Ht: 8.00 ft embedment: 0.67 ft BackSlope Geometry: 20.00 deg. slope 2.00 ft high Surcharge: ILL-- 50 psf uniform surcharge DL-- 0 psf uniform surcharge Results: Sliding Overturning Bearing Shear Bending Factors of Safety: 1.47 << 3.35 6.63 18.06 2.30 Calculated Bearing Pressure: 1163 psf �q<<cpf4 k- Eccentricity at base: 0.54 ft Reinforcing: (ft& Ibs/ft) Layer Height Length Reinf. Tal Tension Tconn FSpo 2 6.00 5.50 Fortrac-35 665 171 665 2.72 1 4.00 5.50 Fortrac-35 842 152 863 8.48 Reinforcing Quantities (no waste included): ( Efficiency= 73% ) Fortrac-35: 1.22 sy/ft NOTE: THESE CAL CULA ONLYAND SHOULD NOT BE USED FOR CONSTRUC-4kG V Wi§RfMttTS?E6 EW BY A QUALIFIED ENGINEER Minneapolis, MN 55435 page of 4 KEYSTONE RETAINING WALL DESIGN Based on Rankine-w/Batter(modified soil interface) Methodology KeyWall Ver 1 b, Oct 1, 1997 City of Renton Project: LWB- Final Design- 1 Expected C Date: 10/18/00 Proj. No.: By: Design Parameters Soil Parameters A_ c psf pcf / Reinforced Fill: 32 0 120 Retained Fill: 32 0 120 Foundation Fill: 32 0 120 / 1 Reinforce Fill Type: 0.75" minus crushed stone or gravel / Unit Fill: Crushed Stone, 1 inch minus / --J Factors of Safety Sliding: 1.50 Overturning: 2.00 Pullout: 1.50 Uncertainties: 1.50 Bearing: 2.00 Connection Peak: 1.50 Serviceability: N/A Reinforcing Parameters: Huesker Geogrids Tult RFcr RFd RFid LTDS FS Tal Ci Cds Fortrac-35 2598 1.67 1.12 1.10 1260 1.50 842 0.90 0.95 Analysis: Section Unit Type: STANDARD (21.5 in) Wall Batter: 7.10 deg. Leveling Pad: Crushed Stone Wall Ht: 6.67 ft embedment: 0.67 ft BackSlope Geometry: 20.00 deg. slope 2.00 ft high Surcharge: LL-- 0 psf uniform surcharge DL--0 psf uniform surcharge Results: Sliding Overturning Bearing Shear Bending Factors of Safety: 1.62 4.45 8.65 13.92 2.15 Calculated Bearing Pressure: 891 psf Eccentricity at base: 0.29 ft Reinforcing: (ft& Ibs/ft) Layer Height Length Reinf. Tal Tension Tconn FSpo 1 4.00 5.00 Fortrac-35 731 228 731 3.04 Reinforcing Quantities (no waste included): ( Efficiency= 99% ) Fortrac-35: 0.56 sy/ft NOTE: THESE CAL CULA-OJVS) RErE€Mf diyWb M Ysl)LnSIGN ONLYAND SHOULD NOT BE USED FOR CONSTRUC:4iVX 1baf0? TStE10_,tEW BY QUALIFIED ENGINEER Minneapolis, MN 55435 b✓6 - ,dvrn� �� l 1��, n D wG /v -/8-0o page / of `7 KEYSTONE RETAINING WALL DESIGN Based on Rankine-w/Batter(modified soil interface) Methodology KeyWall Ver 1 b, Oct 1, 1997 City of Renton Project: LWB- Final Design- 1 Expected C .J ��,J No /Qc ri,�v�c, Date: 10/18/00 Proj. No.: By: Design Parameters Soil Parameters c psf cf Reinforced Fill: 32 0 120 Retained Fill: 32 0 120 Foundation Fill: 32 0 120 Reinforce Fill Type: 0.75" minus crushed stone or gravel Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Overturning: 2.00 Pullout: 1.50 Uncertainties: 1.50 Bearing: 2.00 Connection Peak: 1.50 Serviceability: N/A Analysis: Section Unit Type: STANDARD (21.5 in) Wall Batter: 7.10 deg. Leveling Pad: Crushed Stone Wall Ht: 5.70 ft embedment: 0.67 ft BackSlope Geometry: 20.00 deg. slope 2.00 ft high Surcharge: LL-- 0 psf uniform surcharge DL--0 psf uniform surcharge Results: Sliding Overturning Bearing Shear Bending Factors of Safety: 1.70 1.56 << 5.20 N/A N/A Calculated Bearing Pressure: 966 psf Eccentricity at base: 0.46 ft NOTE: THESE CAL CULARiOI,4®► REEffO OREti IS 's4)FnSIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUC:A1VXWb T3?EM4EW BYA QUALIFIED ENGINEER Minneapolis, MN 55435 • Lwa - 8wrntfl' f .� � '0WG l�_�8_vv page of KEYSTONE RETAINING WALL DESIGN Based on Rankine-w/Batter(modified soil interface) Methodology KeyWall Ver 1 b, Oct 1, 1997 r City of Renton Project: LWB- Final Design- 1 Expected C L XPc c tt 4 GliJe, Date: 10/18/00 Proj. No.: By: Design Parameters / Soil Parameters A_ c psf �� Reinforced Fill: 32 0 120 2 Retained Fill: 32 0 120 f Foundation Fill: 32 0 120 1 Reinforce Fill Type: 0.75" minus crushed stone or gravel f Unit Fill: Crushed Stone, 1 inch minus / Factors of Safety Sliding: 1.50 Overturning: 2.00 Pullout: 1.50 Uncertainties: 1.50 Bearing: 2.00 Connection Peak: 1.50 Serviceability: N/A Reinforcing Parameters: Huesker Geogrids Tult RFcr RFd RFid LTDS FS Tal Ci Cds Fortrac-35 2598 1.67 1.12 1.10 1260 1.50 842 0.90 0.95 Analysis: Section Unit Type: STANDARD (21.5 in) Wall Batter: 7.10 deg. Leveling Pad: Crushed Stone Wall Ht: 8.00 ft embedment: 0.67 ft BackSlope Geometry: 20.00 deg. slope 2.00 ft high Surcharge: LL-- 0 psf uniform surcharge DL--0 psf uniform surcharge Results: Sliding Overturning Bearing Shear Bending Factors of Safety: 1.54 3.78 7.19 18.06 2.31 Calculated Bearing Pressure: 1109 psf Eccentricity at base: 0.44 ft Reinforcing: (ft& Ibs/ft) Layer Height Length Reinf. Tal Tension Tconn FSpo 2 6.00 5.50 Fortrac-35 665 171 665 2.72 1 4.00 5.50 Fortrac-35 842 143 863 9.03 Reinforcing Quantities (no waste included): ( Efficiency= 71% ) Fortrac-35: 1.22 sy/ft NOTE. THESE CALCULA-RPNB)AiRffd€9fflr@WbrO iYsQffiSIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCWJVX Wt!TkfERthTStE-kttEW BY A QUALIFIED ENGINEER Minneapolis, MN 55435 LW6 - Burk 07A/ vc,; '0 /n -/r9_Op page 2 of KEYSTONE RETAINING WALL DESIGN Based on Rankine-w/Batter(modified soil interface) Methodology KeyWall Ver 1 b, Oct 1, 1997 City of Renton Project: LWB- Final Design- 1 Expected C 7cm,ovra7 %vc Load Date: 10/18/00 Proj. No.: By: Design Parameters Soil Parameters c psf / Reinforced Fill: 32 0 120 2 Retained Fill: 32 0 120 Foundation Fill: 32 0 120 / 1 Reinforce Fill Type: 0.75 minus crushed stone or gravel Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Overturning: 2.00 Pullout: 1.50 Uncertainties: 1.50 Bearing: 2.00 Connection Peak: 1.50 Serviceability: N/A Reinforcing Parameters: Huesker Geogrids Tult RFcr RFd RFid LTDS FS Tal Ci Cds Fortrac-35 2598 1.67 1.12 1.10 1260 1.50 842 0.90 0.95 Analysis: Section Unit Type: STANDARD (21.5 in) Wall Batter: 7.10 deg. Leveling Pad: Crushed Stone Wall Ht: 8.00 ft embedment: 0.67 ft BackSlope Geometry: 20.00 deg. slope 2.00 ft high Surcharge: LL-- 50 psf uniform surcharge DL-0 psf uniform surcharge Results: Slidin Overturning Bearing Shear Bending Factors of Safety: 1.47 << 3.35 6.63 18.06 2.30 Calculated Bearing Pressure: 1163 psf A Eccentricity at base: 0.54 ft Reinforcing: (ft& Ibs/ft) Layer Height Length Reinf. Tal Tension Tconn FSpo 2 6.00 5.50 Fortrac-35 665 171 665 2.72 1 4.00 5.50 Fortrac-35 842 152 863 8.48 Reinforcing Quantities (no waste included): ( Efficiency= 73% ) Fortrac-35: 1.22 sy/ft NOTE: THESE CALCULA ONLY AND SHOULD NOT BE USED FOR CONSTRUC71)VI l W6RfEffttTStF�tEW BY A QUALIFIED ENGINEER Minneapolis, MN 55435 . L W U B(JrnC H Fi;e'41 d ej,* n D w c /v -18 -6 o Page of KEYSTONE RETAINING WALL DESIGN Based on Rankine-w/Batter(modified soil interface) Methodology KeyWall Ver 1 b, Oct 1, 1997 City of Renton Project: LWB- Final Design- 1 Expected C 6,( 7 RI. h Date: 10/18/00 Proj. No.: 17 By: Design Parameters Soil Parameters c psf —Y--RC—1 / Reinforced Fill: 32 0 120 / Retained Fill: 32 0 120 Foundation Fill 32 0 120 / 1 Reinforce Fill Type: 0.75" minus crushed stone or gravel / Unit Fill: Crushed Stone, 1 inch minus Factors of Safety C Sliding: 1.50 Overturning: 2.00 Pullout: 1.50 Uncertainties: 1.50 Bearing: 2.00 Connection Peak: 1.50 Serviceability: N/A Reinforcing Parameters: Huesker Geogrids Tult RFcr RFd RFid LTDS FS Tal Ci Cds Fortrac-35 2598 1.67 1.12 1.10 1260 1.50 842 0.90 0.95 Analysis: Section Unit Type: STANDARD (21.5 in) Wall Batter: 7.10 deg. Leveling Pad: Crushed Stone Wall Ht: 6.67 ft embedment: 0.67 ft BackSlope Geometry: 20.00 deg. slope 2.00 ft high Surcharge: LL— 0 psf uniform surcharge DL--0 psf uniform surcharge Results: Sliding Overturning Bearing Shear Bending Factors of Safety: 1.62 4.45 8.65 13.92 2.15 Calculated Bearing Pressure: 891 psf Eccentricity at base: 0.29 ft Reinforcing: (ft& Ibs/ft) Layer Height Length Reinf. Tal Tension Tconn FSpo 1 4.00 5.00 Fortrac-35 731 228 731 3.04 Reinforcing Quantities (no waste included): ( Efficiency= 99% ) Fortrac-35: 0.56 sy/ft NOTE: THESE CALCULA-RqVB»0k?Ee TOOK tiMSki#&ffsI)ESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUC44M WtR1T 3?ffAk9EW BY A QUALIFIED ENGINEER Minneapolis, MN 55435 a / -7 lV13 - ,Qvra, f��• l de ' n VwC_ /0 -/8-00 page of KEYSTONE RETAINING WALL DESIGN Based on Rankine-w/Batter(modified soil interface) Methodology KeyWall Ver 1 b, Oct 1, 1997 City of Renton Project: LWB- Final Design- 1 Expected C ,7. ��,J�, , /V o /Q��;, �v�� Date: 10/18/00 Proj. No.: By: Design Parameters Soil Parameters c psf __L�cf / Reinforced Fill: 32 0 120 / Retained Fill: 32 0 120 / Foundation Fill: 32 0 120 / Reinforce Fill Type: 0.75" minus crushed stone or gravel / Unit Fill: Crushed Stone, 1 inch minus / Factors of Safety Sliding: 1.50 Overturning: 2.00 Pullout: 1.50 Uncertainties: 1.50 Bearing: 2.00 Connection Peak: 1.50 Serviceability: N/A Analysis: Section Unit Type: STANDARD (21.5 in) Wall Batter: 7.10 deg. Leveling Pad: Crushed Stone Wall Ht: 5.70 ft embedment: 0.67 ft BackSlope Geometry: 20.00 deg. slope 2.00 ft high Surcharge: LL-- 0 psf uniform surcharge DL--0 psf uniform surcharge Results: Sliding Overturning Bearing Shear Bending Factors of Safety: 1.70 1.56 << 5.20 N/A N/A Calculated Bearing Pressure: 966 psf Eccentricity at base: 0.46 ft NOTE. THESE CALCULA-1qVS FWEEf€OORdf RHbMM hYsQEB/GN ONLY AND SHOULD NOT BE USED FOR CONSTRUC:WW WtFkf0WTVE-V EW BY A QUALIFIED ENGINEER Minneapolis, MN 55435 po page of KEYSTONE RETAINING WALL DESIGN Based on Rankine-w/Batter(modified soil interface) Methodology KeyWall Ver 1 b, Oct 1, 1997 City of Renton Project: LWB-Burnett Ave Storm System Date: 10/2/00 Proj. No.: By: Design Parameters Soil Parameters c psf Pcf Reinforced Fill: 28 0 120 / Retained Fill: 28 0 120 / Foundation Fill: 28 0 120 / Reinforce Fill Type: Silts & sands / Unit Fill: Crushed Stone, 1 inch minus / Factors of Safety Sliding: 1.50 Overturning: 2.00 Pullout: 1.50 Uncertainties: 1.50 Bearing: 2.00 Connection Peak: 1.50 Serviceability: N/A Analysis: Section Unit Type: STANDARD (21.5 in) Wall Batter: 7.10 deg. Leveling Pad: Crushed Stone Wall Ht: 4.00 ft embedment: 0.50 ft BackSlope Geometry: 27.00 deg. slope 4.00 ft high Surcharge: ILL-- 0 psf uniform surcharge DL-- 0 psf uniform surcharge Results: Sliding Overturning Bearing Shear Bending Factors of Safety: 1.54 1.51 « 3.19 N/A N/A Calculated Bearing Pressure: 797 psf Eccentricity at base: 0.56 ft NOTE: THESE CALCULARqVR)04?ffE€MfRr@REbffZ iYsQl58/GN ONLY AND SHOULD NOT BE USED FOR CONSTRUC:4 Q91N WtafUWT,'5tftEW B Y A QUALIFIED ENGINEER Minneapolis, MN 55435 page of KEYSTONE RETAINING WALL DESIGN Based on Rankine-w/Batter(modified soil interface) Methodology KeyWall Ver 1 b, Oct 1, 1997 City of Renton Project: LWB-Burnett Ave Storm System Date: 9/29/00 Proj. No.: By: Design Parameters Soil Parameters c psf pcf Reinforced Fill: 28 0 120 Retained Fill: 28 0 120 Foundation Fill: 28 0 120 Reinforce Fill Type: Silts &sands / 1 Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Overturning: 2.00 Pullout: 1.50 Uncertainties: 1.50 Bearing: 2.00 Connection Peak: 1.50 Serviceability: N/A Reinforcing Parameters: Huesker Geogrids Tult RFcr RFd RFid LTDS FS Tal Ci Cds Fortrac-35 2598 1.67 1.12 1.05 1320 1.50 882 0.80 0.85 Analysis: Section Unit Type: STANDARD (21.5 in) Wall Batter: 7.10 deg. Leveling Pad: Crushed Stone Wall Ht.- 4.70 ft embedment: 0.50 ft BackSlope Geometry: 27.00 deg. slope 4.00 ft high Surcharge: LL -- 0 psf uniform surcharge DL--0 psf uniform surcharge Results: Sliding Overturning Bearing Shear Bending Factors of Safety: 1.56 5.48 6.85 29.90 2.68 Calculated Bearing Pressure: 668 psf Eccentricity at base: 0.00 ft Reinforcing: (ft& Ibs/ft) Layer Height Length Reinf. Tal Tension Tconn FSpo 1 3.33 5.50 Fortrac-35 602 101 602 5.65 Reinforcing Quantities (no waste included): ( Efficiency= 71% ) Fortrac-35: 0.61 sy/ft NOTE. THESE CAL CULA'1qV8nAdREEffO OgEb S YsQInBIGN ONLYAND SHOULD NOT BE USED FOR CONSTRUC:g QQNWt TStE�6tEW BYA QUALIFIED ENGINEER Minneapolis, MN 55435 page of KEYSTONE RETAINING WALL DESIGN Based on Rankine-w/Batter(modified soil interface) Methodology KeyWall Ver 1 b, Oct 1, 1997 City of Renton Project: LWB-Burnett Ave Storm System Date: 10/2/00 Proj. No.: By: Design Parameters Soil Parameters c psf --Y--RC—f Reinforced Fill: 28 0 120 Retained Fill: 28 0 120 Foundation Fill: 28 0 120 ' Reinforce Fill Type: Silts & sands 1 Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Overturning: 2.00 Pullout: 1.50 Uncertainties: 1.50 Bearing: 2.00 Connection Peak: 1.50 Serviceability: N/A Reinforcing Parameters: Huesker Geogrids Tult RFcr RFd RFid LTDS FS Tal Ci Cds Fortrac-35 2598 1.67 1.12 1.05 1320 1.50 882 0.80 0.85 Analysis: Section Unit Type: STANDARD (21.5 in) Wall Batter: 7.10 deg. Leveling Pad: Crushed Stone Wall Ht: 5.30 ft embedment: 0.50 ft BackSlope Geometry: 27.00 deg. slope 4.00 ft high Surcharge: LL -- 0 psf uniform surcharge DL -- 0 psf uniform surcharge Results: Sliding Overturning Bearing Shear Bending Factors of Safety: 1.61 5.33 6.43 13.62 2.94 Calculated Bearing Pressure: 754 psf Eccentricity at base: 0.05 ft Reinforcing: (ft & Ibs/ft) Layer Height Length Reinf. Tal Tension Tconn FSpo 1 3.33 6.00 Fortrac-35 661 226 661 3.92 Reinforcing Quantities (no waste included): ( Efficiency= 89% ) Fortrac-35: 0.67 sy/ft NOTE: THESE CALCULA-ROABbO4?EEffOiROREtiMS YsQfn-fs/GN ONLYAND SHOULD NOT BE USED FOR CONS TRUC?[1VXWtRfMTSttV,tEW BY QUALIFIED ENGINEER Minneapolis, MN 55435 page of KEYSTONE RETAINING WALL DESIGN Based on Rankine-w/Batter(modified soil interface) Methodology KeyWall Ver 1b, Oct 1, 1997 City of Renton Project: LWB-Burnett Ave Storm System Date: 10/2/00 Proj. No.: By: Design Parameters Soil Parameters c psf --Y--RC-f Reinforced Fill: 28 0 120 112 Retained Fill: 28 0 120 Foundation Fill: 28 0 120 Reinforce Fill Type: Silts & sands 1 Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Overturning: 2.00 Pullout: 1.50 Uncertainties: 1.50 Bearing: 2.00 Connection Peak: 1.50 Serviceability: N/A Reinforcing Parameters: Huesker Geogrids Tult RFcr RFd RFid LTDS FS Tal Ci Cds Fortrac-35 2598 1.67 1.12 1.05 1320 1.50 882 0.80 0.85 Analysis: Section Unit Type: STANDARD (21.5 in) Wall Batter: 7.10 deg. Leveling Pad: Crushed Stone Wall Ht: 6.70 ft embedment: 0.50 ft BackSlope Geometry: 27.00 deg. slope 4.00 ft high Surcharge: ILL-- 0 psf uniform surcharge DL-- 0 psf uniform surcharge Results: Sliding Overturning Bearing Shear Bending Factors of Safety: 1.51 4.44 5.08 6.86 3.30 Calculated Bearing Pressure: 971 psf Eccentricity at base: 0.24 ft Reinforcing: (ft & Ibs/ft) Layer Height Length Reinf. Tal Tension Tconn FSpo 2 6.00 6.50 Fortrac-35 536 129 536 * 3.79 1 3.33 6.50 Fortrac-35 800 475 800 * 3.19 Reinforcing Quantities (no waste included): ( Efficiency= 70% ) Fortrac-35: 1.44 sy/ft NOTE.- THESE CALCULA ONLY AND SHOULD NOT BE USED FOR CONSTRUCWJGW W"t tk'TS?EA&EW BY A QUALIFIED ENGINEER Minneapolis, MN 55435 page.... of KEYSTONE RETAINING WALL DESIGN Based on Rankine-w/Batter(modified soil interface) Methodology KeyWall Ver 1 b, Oct 1, 1997 City of Renton Project: LWB-Burnett Ave Storm System Date: 10/2/00 Proj. No.: By: Design Parameters Soil Parameters c psf Reinforced Fill: 28 0 120 Retained Fill: 28 0 120 Foundation Fill: 28 0 120 2 Reinforce Fill Type: Silts & sands i Unit Fill: Crushed Stone, 1 inch minus / it i Factors of Safety _ Sliding: 1.50 Overturning: 2.00 Pullout: 1.50 Uncertainties: 1.50 Bearing: 2.00 Connection Peak: 1.50 Serviceability: N/A Reinforcing Parameters: Huesker Geogrids Tult RFcr RFd RFid LTDS FS Tal Ci Cds Fortrac-35 2598 1.67 1.12 1.05 1320 1.50 882 0.80 0.85 Analysis: Section Unit Type: STANDARD (21.5 in) Wall Batter: 7.10 deg. Leveling Pad: Crushed Stone Wall Ht: 7.30 ft embedment: 0.50 ft BackSlope Geometry: 27.00 deg. slope 4.00 ft high Surcharge: LL-- 0 psf uniform surcharge DL-- 0 psf uniform surcharge Results: Sliding Overturning Bearing Shear Bending Factors of Safety: 1.52 4.32 4.86 5.74 3.41 Calculated Bearing Pressure: 1067 psf Eccentricity at base: 0.29 ft Reinforcing: (ft& Ibs/ft) Layer Height Length Reinf. Tal Tension Tconn FSpo 2 6.00 7.00 Fortrac-35 595 215 595 * 3.65 1 3.33 7.00 Fortrac-35 860 581 860 * 3.46 Reinforcing Quantities (no waste included): ( Efficiency= 82% ) Fortrac-35: 1.56 sy/ft NOTE: THESE CALCULA'1OJV8)O&?EEffO idr@lNtiMSNA&YsQI5S/GN ONLY AND SHOULD NOT BE USED FOR CONSTRUC?r1GX W6RMMTStEbi6tEW BY A QUALIFIED ENGINEER Minneapolis, MN 55435 REINFORCED WALL SCHEMATIC SETBACK/BATTER— KEYSTONE UNITS FINISHED GRADE BACKSLOPE OR SURCHARGE Y X / LOW PERMEABILITY SOIL REINFORCED SOIL ZONE SETBACK/BATTER WALL HEIGHT RETAINED SOIL ZONE a. 'o GEOSYNTHETIC `A REINFORCEMENT ,,ate• :�:� rr..., `' •.:'::`::'::':'''::` LIMIT OF EXCAVATIOI I� EMBEDMENT ` UNIT CORE FILL LEVELING PAD DRAINAGE COLLECTION PIPE(IF REQUIRED) NOTES: I` Wall Height(H) is the total height from top to bottom. I` Minimum wall embedment is 6"(150mm) or Height/20. r Subsurface soils must be capable of supporting wall system. I` Unit core fill is 3/4" (20mm) clean crushed stone. r Leveling pad is crushed stone base material. All backfill materials are compacted to 95% max. density. I` Geogrids must be of appropriate type and length per the design. f` Finished grade must provide positive drainage. The symbol 5 0' indicates location and length of geogrid as measured from the connection pins to the end of the geogrid. T,intu-al,u,contain-DerBm leas Dee�::9mptlpp Dy In Keystone Retaining Wall Sysler, c ano to me Des of our knOwl�ge.aCcuaiely repesCnL;llie Keysonr otloit use c'.: zpplcatrons wmcn aye dlesvalea al aean,.auon o.Ine;o. abdny ro me use conteinpiatea an7 ns ma...,...., rsponsibdpy of I"1�tr• SbuCtogx sale .... ,. .,I. ,lial'oe ltir, ird DY,l doal,lii_r1 end,-... '4J kt v JOW R!IAINIVf WA', �A`,INi. a I- GEOGRID CHART NOTES The KEYSTONE geogrid charts are graphically presented to show the proper orientation and lengths of geogrids used with Standard and Compac Units at the near vertical and 1" (25mm) setback batter. Heights were set in two block increments beginning at 4.3' (1.3m) and ending 11' (3.4m). Engineering judgement should be used when interpolating between heights. Heights under the 4.3' (1.3m) height shown may require geogrid reinforcement depending upon the units used, soil types, and surcharge loadings. Soil ranges were selected to approximate good, medium and poor soil conditions to concisely cover the typical design range. Wall height is the total height of the wall from leveling pad to top of wall. The charts assume the use of a lower strength geogrid and can be used safely with the following materials: Miragrid 5T by Mirafi Stratagrid 300 by Strata Systems UX0140 or UX1400 by Tensar Corporation 35/20-20 by Huesker Inc. All geogrid lengths shown are the actual lengths of geogrid required as measured from the connection pins to the end of the geogrid. The Design Charts assume that the walls are constructed in accordance with KEYSTONE specifications and good construction practice. All soils must be compacted in 8 inch (200mm) lifts to 95%standard Proctor density as determined by laboratory test- ing. The information contained in the Design Charts is for preliminary design use only. A qualified professional should be consulted for final design assistance. KEYSTONE accepts no liability for the improper use of these charts. the mlo bl-contained herein has been—plod by Keystone'Retaining Wall Systems.Inc and to the best of Ow knowledge.accuralely(ep(esents the Keystone product use err apphcarrous wnKn are dlusl(aled Final dele—naun,of the su ability for the use contemplated and its manner of use are It,, sore IesponsOhly of the use( Structural design and analy'.' mall be pedormed by a qual,ied eng.n— '99'KEy$TONE RETAINING WAII SYYFMS IN(, f,iiI,.•nUpli�Minnet01,-�G'!7,H9/'!)) �'li a'! .,,. I� REINFORCED WALL CHARTS STANDARD UNITS - 1-1/4" (25mm) SET BACK SILTY SAND: (b-30°, y=120 pcf(19kN1m3) I` Geogrid Placement No Surcharge I 1 7.0' 6.0' H [Rei,nfod 1 6.0' 1 6.0' 7.0' I 5.5' 6.0 6.0' 7.0' 1 (17m) ILBmI (1.Bm) (2.tm) Height �j 3m) (1.7m) (2.1m) (25m) (3.0m) (3.4m) (12 kN/m2) I Geogrid Placement 250 psf Surcharge I 7.5' 1 6.5 H Reinforced 1 6.0' 7.5 Soil Zone 1 6.0' 1 6.5' 6.0' 7.5' 1 6.5' 6.0' 1 6.0' 6.5 7.5' 1 (2Omi (I8M) (1.8m) (2.Om) (2.3m) Height �j 3m) (1.�m) (21 m) (2.5m) (3 Om) (3.4m) _3- (` Geogrid Placement � I I 7.0' 6.5' R Reinforced I 7.0' Soil Zone I 5.0' 6.0' 6.5' 1 7.0' 5.0' 1 5.0' 6.0' 1 6.5' 7.0' (1.5m) II Sml II Bml 12.Om1 T• Height �j3m) (1.7m) (2 1 m) (2 5m) (3 Om) (3.4m) The informal--lamed herein has heen cpmo-led by Keystone-Retamrng Wall Systems.Inc aM Iq me p ,ql our knowledge.a-alely le(Kesenl5 the Keysl-WWW use n the appkcatans wNch ate Alusiraled Final determmalron of the sun ab,lily 1qr the use Cgnlempldled aM AS manner DI..are the Sde'espgnsihAliy of the user Slruc!ural desgr iM anaWs�s snaU rye oenormed by a quA ied nnq- KFYSTpNF RETAINING WAIL Sv$�EA1�'Nf- 'A wE Mir rwta N4"I1Gg - ,r'3tl5H'. L a lac f� P 1 /7 y�si Gi✓ �ni fl l P,Pe 4(6 10D� 2 y 619 S 0,1 2 6 22./s"I,o d /2 J ztiT1/� N14L P� �ssv,� r- � = 25t or 2S �7 - t SDR- 1 r = pre—ffo.c jea Wf/l / i7�lk�7C/1 CIhCNIJ� s = Hyd,os t P = Z l�c�a PJ � /600 26 - 1 2S h = P _ 6 y C 1►•2 = 13 Y 2 0311 14 1 S 6t MLI(6 le-JJ 1h.(4 PrJl,h �K ( 3 tf FLa �c l�/�,h . ti.� 8�,.0 1� G,-�, 7-//-oo 2� 2 2 Po- !'r i f c d�a L ,'n K s / - $„�/ �,; d u r,'s/ �c��h Ca��.� 2 y the MAY . d u.,</ d,�./G Q7 /t� �t 3.3' l �DDU -ZDL'J Ql C C / ,,! 211 say 2- C k Simplified Burial Design: A conservative estimate of Detailed Burial Design: the ability of Driscopipe pipelines to perform in a Design by Wall Crushing. Wall crushing would buried environment is found in Chart 24. It is based theoretically occur when the stress in a pipe wall, due on a minimum 2:1 safety factor and 50 year design to the external vertical pressure, exceeded the long- service life.A detailed burial design starts on page term compressive strength of the pipe material.To 37.The detailed design should be used for critical or ensure that the Driscopipe wall is strong enough to marginal applications or whenever a more precise endure the external pressure the following check solution is desired. should be made: (SDR -1) SA = 2 PT Values of E' Based on Soil Type (ASTM D2321) and Degree of Compaction E' (psi) for Degree of Soil Type of Compaction (Proctor Density, %) Initial Backfill Embedment Loose Slight Moderate High Material Description (70-85%) (85-95%) (95%) I Manufactured angular, granular 1,000 3,000 3,000 3,000 materials(crushed stone or rock, broken coral, cinders, etc.) Coarse grained soils with little or N.R. 1,000 2,000 3,000 no fines III Coarse grained soils with fines N.R. N.R. 1,000 2,000 IV Fine-grained soils N.R. N.R. g N.R. N.R. V Organic soils(peat, muck, clay, etc.) N.R. N.R. N.R. N.R. N.R. = Not Recommended for use by ASTM D2321 for pipe wall support Chart 24 _ Maximum Burial Depth,ft. Maximum External Maximum Deflection,% in dry soil of 100 Ibs/cu.ft. Pressure psi after installation SDR Soil Modulus, psi* Soil Modulus, psi* Soil Modulus, psi* 1000 2000 3000 1000 2000 3000 1000 2000 3000 32.5 25 32 37 17 22 26 1.7 0.9 0.6 26 33 45 52 23 31 36 2.3 1.2 0.8 21 46 61 71 32 42 49 3.2 1.6 1.1 19 52 69 81 36 48 56 3.6 1.8 1.2 17 61 121 181 42 84 126 4.2 2.1 1.4 :a 15.5 56 112 168 39 78 117 3.9 2.0 1.3 13.5 49 98 147 34 68 102 3.4 1 .7 1.1 11 39 78 117 27 54 81 2.7 1.4 0.9 9.3 33 68 101 23 47 70 2.3 1.2 0.8 8.3 30 61 89 21 42 62 2.1 1 .1 0.7 7.3 26 52 79 18 36 55 1.8 0.9 0.6 7 assumes no external loads 4 a. 36 R P LE Keystone Pacific Northwest 12724 104th Ave. Ct. E. #J-303 D��C�c^ Puyallup WA 98374 RECEIVED (253) 770-9255 SEP 2 9 2000 (Fax) 770-0340 CITY OF RENTON UTILITY SYSTEMS September 28, 2000 RE: Lake Washington Blvd. & Burnett Ave. N. Dan Carey CITY OF RENTON Renton City Hall—5th Floor 1055 South Grady Way Renton WA 98055 Dan: Enclosed please find my preliminary calculations for the above. Assumptions: • Bearing soil compacted CDF;reinforced&retained on-site @ 30' • Standard Units; 8°batter • 2:1 slope @ wall top • Embedment= .7' (one 8"h unit) throughout; design ht. is exposed ht. plus .7' • Tensar UX1400SB geogrid. The wall sections show: 0' thru 4.7' h—no geogrid 5.3' h thru 6.7' h—one layer 6' 1 7.3' h—one layer 6.5' 1 8.0' h —two layers 7.0' 1 I hope this is sufficient. Please call if you have any questions, and thanks, Dan for your assistance. Yours very truly, PACIFIC NORTHWEST.,INC. /- G/ ,r.rr� -7 (a-apt` BILL BAACK William R. Baack Technical Sales Representative cc: Dan Carey by facsimile Puyallup,WA(253)770-9255 Fax:(253)770-0340•(800)733-7470 KPNW www.keystonepnw.com , page of KEYSTONE RETAINING WALL DESIGN Based on Rankine-w/Batter(modified soil interface) Methodology KeyWall Ver 1 b, Oct 1, 1997 Keystone Pacific Northwest Project: Lake Wa Date: 9/26/89 Proj. No.: By: Design Parameters Soil Parameters f c psf q pcf Reinforced Fill: 30 0 120 Retained Fill: 30 0 120 Foundation Fill: 36 0 120 Reinforce Fill Type: Silts &sands Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Overturning: 2.00 Pullout: 1.50 Uncertainties: 1.50 Bearing: 2.00 Connection Peak: 1.50 Serviceability: N/A Analysis: Section Unit Type: STANDARD (21.5 in) Wall Batter: 8.00 deg. Leveling Pad: Crushed Stone Wall Ht.- 4.70 ft embedment: 0.70 ft BackSlope Geometry: 26.60 deg. slope 30.00 ft high Surcharge: LL-- 50 psf uniform surcharge DL-- 0 psf uniform surcharge Results: Sliding Overturning Bearing Shear Bending Factors of Safety: 2.05 1.47 << 9.57 N/A N/A Calculated Bearing Pressure: 901 psf Eccentricity at base: 0.54 ft NOTE: THESE CALCULAN0I9f® efAM?r@fW;UffI MOESIGN ONLYAND SHOULD NOT BE USED FOR CONSTRUCT=AI ND*P4MtT3?&VtEW BY A QUALIFIED ENGINEER Minneapolis, MN 55435 page 2 of KEYSTONE RETAINING WALL DESIGN Based on Rankine-w/Batter(modified soil interface) Methodology KeyWall Ver 1 b, Oct 1, 1997 Keystone Pacific Northwest Project: Lake Wa Date: 9/26/89 Proj. No.: By: Design Parameters Soil Parameters f c psf g pcf Reinforced Fill: 30 0 120 Retained Fill: 30 0 120 Foundation Fill: 36 0 120 1 Reinforce Fill Type: Silts &sands Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Overturning: 2.00 Pullout: 1.50 Uncertainties: 1.50 Bearing: 2.00 Connection Peak: 1.50 Serviceability: N/A Reinforcing Parameters: Tensar Geogrids Tult RFcr RFd RFid LTDS FS Tal Ci Cds UX1400SB 3697 2.64 1.00 1.05 1334 1.50 889 0.90 0.95 Analysis: Section Unit Type: STANDARD (21.5 in) Wall Batter: 8.00 deg. Leveling Pad: Crushed Stone Wall Ht: 5.30 ft embedment: 0.70 ft BackSlope Geometry: 26.60 deg. slope 30.00 ft high Surcharge: LL-- 50 psf uniform surcharge DL-- 0 psf uniform surcharge Results: Sliding Overturning Bearing Shear Bending Factors of Safety: 1.68 5.53 25.18 26.20 3.25 Calculated Bearing Pressure: 761 psf Eccentricity at base: -0.07 ft Reinforcing: (ft & Ibs/ft) Layer Height Length Reinf. Tal Tension Tconn FSpo 1 4.00 6.00 UX1400SB 632 114 632 7.23 Reinforcing Quantities (no waste included): ( Efficiency= 77% ) UX1400SB: 0.67 sy/ft NOTE. THESE CALCULAIgPNMrWff IU"MltM1Sp1661GN ONLYAND SHOULD NOT BE USED FOR CONSTRUCTp3lAIY9WP-ff f tEW BY A QUALIFIED ENGINEER Minneapolis, MN 55435 page 3 of KEYSTONE RETAINING WALL DESIGN Based on Rankine-w/Batter(modified soil interface) Methodology KeyWall Ver 1 b, Oct 1, 1997 Keystone Pacific Northwest Project: Lake Wa Date: 9/26/89 Proj. No.: By: Design Parameters Soil Parameters f c psf g pcf Reinforced Fill: 30 0 120 Retained Fill: 30 0 120 Foundation Fill: 36 0 120 Reinforce Fill Type: Silts &sands 1 Unit Fill: Crushed Stone, 1 inch minus Factors of Safety Sliding: 1.50 Overturning: 2.00 Pullout: 1.50 Uncertainties: 1.50 Bearing: 2.00 Connection Peak: 1.50 Serviceability: N/A Reinforcing Parameters: Tensar Geogrids Tult RFcr RFd RFid LTDS FS Tal Ci Cds UX1400SB 3697 2.64 1.00 1.05 1334 1.50 889 0.90 0.95 Analysis: Section Unit Type: STANDARD (21.5 in) Wall Batter: 8.00 deg. Leveling Pad: Crushed Stone Wall Ht: 7.30 ft embedment: 0.70 ft BackSlope Geometry: 26.60 deg. slope 30.00 ft high Surcharge: LL-- 50 psf uniform surcharge DL-- 0 psf uniform surcharge Results: Sliding Overturning Bearing Shear Bending Factors of Safety: 1.51 4.07 18.60 4.03 4.11 Calculated Bearing Pressure: 1070 psf Eccentricity at base: 0.11 ft Reinforcing: (ft & Ibs/ft) Layer Height Length Reinf. Tal Tension Tconn FSpo 1 3.33 6.50 UX1400SB 889 828 972 2.56 Reinforcing Quantities (no waste included): ( Efficiency=N/A) UX1400SB: 0.72 sy/ft NOTE: THESE CALCULANOIsSAREeTO"fW"Mytfd?M�)E6JGN ONLYAND SHOULD NOT BE USED FOR CONSTRUC4r0AIV*PfMt`TS&VIEW BYA QUALIFIED ENGINEER Minneapolis, MN 55435 page of KEYSTONE RETAINING WALL DESIGN Based on Rankine-w/Batter(modified soil interface) Methodology KeyWall Ver 1 b, Oct 1, 1997 Keystone Pacific Northwest Project: Lake Wa Date: 9/26/89 Proj. No.: By: Design Parameters Soil Parameters f c psf g pcf Reinforced Fill: 30 0 120 Retained Fill: 30 0 120 Foundation Fill: 36 0 120 Reinforce Fill Type: Silts &sands Unit Fill: Crushed Stone, 1 inch minus 1 Factors of Safety Sliding: 1.50 Overturning: 2.00 Pullout: 1.50 Uncertainties: 1.50 Bearing: 2.00 Connection Peak: 1.50 Serviceability: N/A Reinforcing Parameters: Tensar Geogrids Tult RFcr RFd RFid LTDS FS Tal Ci Cds UX1400SB 3697 2.64 1.00 1.05 1334 1.50 889 0.90 0.95 Analysis: Section Unit Type: STANDARD (21.5 in) Wall Batter: 8.00 deg. Leveling Pad: Crushed Stone Wall Ht: 8.00 ft embedment: 0.70 ft BackSlope Geometry: 26.60 deg. slope 30.00 ft high Surcharge: LL-- 50 psf uniform surcharge DL-- 0 psf uniform surcharge Results: Sliding Overturning Bearing Shear Bending Factors of Safety: 1.50 3.94 17.75 14.61 3.27 Calculated Bearing Pressure: 1187 psf Eccentricity at base: 0.14 It Reinforcing: (ft & Ibs/ft) Layer Height Length Reinf. Tal Tension Tconn FSpo 2 6.67 7.00 UX1400SB 636 206 636 4.56 1 3.33 7.00 UX1400SB 889 231 1061 FS>10 Reinforcing Quantities (no waste included): ( Efficiency= 87% ) UX1400SB: 1.56 sy/ft NOTE: THESE CALCULA7gOi9 "IW"UMQI66JGN ONLYAND SHOULD NOT BE USED FOR CONSTRUCT0AIV6*R-/MtTS?FeVtEW BY A QUALIFIED ENGINEER Minneapolis, MN 55435 (3 C' 7-*/ 3ID4-10 3,D4 , _47) C417 FO W CC (C 3. 5-1 3. 5.&10 A 3 cs�-"I. D cck(7 D5-6 5+e DS'-4 c z4) 'S Z" 3. J1, z 4� L3 Ul � a `' }r . ; l .BJ`y �=l t ; J Ln F C6 ic/3 1 W ivI T—f 0,,,, [.J, F I 17, N W 66 je 3.C6 (A.-66,�14 .1010 16, Sl 11/1 11 "'A j;u IB61 8,' j oz, ..7 0 3.D6-: 3. IX6-1 t6flt AIMA C6- 3" > �4 t 6-7 D4-t2 3,D6 -4 3, 13)XJ"4 J,/ D6-1 U6 C6 3,XC6 N) i3 d p 1\ T ILL12 � /' % �; Orf3f 11 .r,3.0 71�I I rH 'j LLVS.,r,—Yl� UM br Prv. 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L' _ �� 3 S t- S / 3 J r' 8-21 , / ,88-6 3,C8- 13 8-3; 3 8-7 3,B8- < -=3,C8-e ! ow 6 A= 3 7 1� 9- -7 tiD -3 3.D8-3 3 08- O a i • I /y � ,86'Z 1 M • Q 0 sb'Ob 1 S P�£ £ N „8 wtt (st -) 8 '9t 09 '9t Cf 'o$ M., 9 11 2A ► 8 'SL jolt 5E '0$ id rlU N „8 �h 'r� ?9 'h� hS 9f 1s H.F hF N a$ (,st ,at� ((, z z-X„S't+ - W-) • sry 011 -PIA 7 7 ail 7 V14 )�� 0�,//- ,Y A ,t TUAIN6 DATA 't 0 /b '6 g17 L_A -1=42'5'1 09 3 16 3 /0 A/12 5,-Z-AlorE 4 2 2 D: 5E-.-BELOW /7 12 17 2 G) —d 4 7* In, /00 \J'fe .4 L EFT .-- --' I ", ... -- L —— Al/*30'39 All .FIL IE/7 WORK AREA AA2 SEE DiV6 102 & 140, 5. 11 50 I TE 4 r 705.67 14 a 9 411 10 i3h? @ 18— e4�41- 11 44 3 0-. camveo ruAlA.IEL ooqrloAl ql , SEE AlorE Z i -Ab 'm C D HIL Ll AfA Ole' v/s/olv Ivo.f 45:0 (5AWA(0 SURFACE / c oi-.-,q C r2o 20 gq 90 6 1 90 .5.TUNNEL CONTROL Pr SE s;w 01,00 60 233,50 *=;p 1090 M951, My ROZ-17 FOR-RCP 501jrJ4 PORTIOAl OF 30 SECrIOAI 3--4.5r5lDE 30 1AIrrRceproR-SEE AO.Wig./02.sr.5rA 0-3S2.75 0 Oo;00 2.LoO i0o 101100 14,00 16f00 22+00 04400 — 1 NOT 1,v rH15 .5cHEOLIze VOTES J DONOVAN JACOBS, Aow 902-/a -5rA.33i4d8-35 All. coA1srRL1cr1oAj ,YlrAvIAl THE RAILROAD Rlw SkALL BE CONSULTING TUNNEL ENGINEER UZ- 1¢ FI77 ro rq- �jRR)l CO Ir ACCePusLe Ale ZIAIIJE 7 r Z 5'rE DWG /09 o OR MORE r-fAlOt'Alls TO rll-'=Rye'CA MAY ee covsrmlcrev IAI rw 590WA1 4) l2 ! lZ M( -z rilAlAle-L SZ-CrloAl SIV.4L L BE jtsEv ewrPr 45 AlorZ*,O. -fA'r N/1L awig 09-1 A-oR.0erA&s- 4,50vE, el6yr 4 3 werno yA5 o8rAIA.Ie0 r- 'R 1*".-Oq,4Re EA5E',w-lA1rs FROM J A/. BARTER CO.FOR WORK AREAS A10 / ,* NO.Z. rp;,1SIf TWO AREAS SHA41-RE/YE 50 50 END TUNNEL cm.3.3-t73.40 ALL o1Rr ,-RoA417A',6" rl1A1A1EL EXC-4yArIOAl DIRr DUMPED 0A1 OF 2 THESE— com5r r1m8FP BULKHEAD AREAS SAULL Be r2U1qW4Ar-TFREA0 rO A MAX/MUM 0'Pr" 49 49 z r 5ce DW6. /03 FEET AA/0 5A41L BE GRAOZO TO aq41AI 70*YARO"'rIFVA5#1 Aja 7 oA1 540pro, Le457 -t or C0MR4C710A1 #V1lU A10rffZRr0U 1R-P -,pillphreAlr AAID wrER14LS MAY,6Z'STORED OA/BOTH WORK AREAS. 41AIEo IAI rMFIR O.Q67AUL 00AIDITIOA1. 4d 3 13 3 8ULA-.q4-,405 SHALL ge 0.41AIr 7"e THZ-,,OAlrqderoqV,4),CL05_rrheE)?a4,OAIORrA PqOrrylspolAIrro lk�4 7R'4'rr1C pRoklalAla TAUr,411j, TRUCKS OR 4e',V1CL_r5 1A1C1,0f-A1)l TO THE S41S141Z,5,S or jq BARTER ec CO. SW.4LZ A107 8El)q0h?191r--0 rR0A4415WS 150 W-AVP 19P8 = t4(,vo TA145 00,frIOAl OF THE Ra40 + 120 /;?o I W Al 3�?ti -5-f \0* eoJ vi SUqrAC. OVER TUA%UEL 90 17 (NAVE 7 —7-- r -t%-Zv 0�1: 60 -60 C4- G. 3 ,SEE DWG. 103 30 1,VV 13.95 AS CONSTRUCTED [)AIE:AIA RCH /1, 66 613T f 0 24100 26-00 2gfoo -32YOO 0 1046129 NAL IONAL EN 04-1.6 L E RENTON EASTSIDE INTERCEPTOR SECTION 3 plo MET ->LITAN ENGINEERS MUNICIPALITY 0 F METROPOLITAN S E Pk T T R 2-02 s.fET fty-st. 47f SCALE 100 PLAN AND PROFILE KENNYDALE TUNNEL 6 o —0 DEC AND ASSOCIATES 30 V qj,36Z OR-. bivs BROWN AND-'CALOWELL CAREY AND KRAMER -10RIZ SYSTEM ERT. je T" HILL AND INrMAN R W BECK 77 SZR,14CE RESTORAT/OV oER TOP OF TEM,00R1 RY CUT- Sr L AKE L A K E W -j H ! ,N J OR/GGUAL 619D OAYGS 2 SPECS TO 3£ !O'M/,N. FkOM W,45H. BLVD - \ - - - - - - - _ _ _ ED6£OF PAVEMENT I �kPOOD PILING 'O w /{.,.7-i.0 ,,L-�-•t �a,•c-J /%Y I'LQ /.SMAX. FORAREAS OFO/STUR6E0 /O Oq,2'M,U. C YESATAT/OA/,SEE A/o re J M/N ?!iF', '6 74. 1n'E4 1 _ 44 1w V EO EUl6ACXF/LL$ B$ U c -EY/gT �.YAV''Vu XaiYO ST F L L s 1( h ':`( ": •' R -P-l'CAIP / R O mod`¢A�/PEA 9�JNP44 \ `UP(71'P� LWTCN ` «� /V/TH/N THE L/M/TS : °n..a. ..,r 1 e ) ZX/ST/N6 5f+ ,v 7H£Ci3VTRACTW \ WORK AREA AJO.J _,TEcL FIOPf'r.Q Y JH BAXTEA?CE CO. �� 0� 6AXIMD I SHALL PROP/DE SUCH SEE A/OTE 4 OA/ OFVG /C'/ U ,1 - JFF/CE y SLOPES O.P JUPPORTS AE a� A5 AAE NECESSARY u DURING CGWSTPUCT/ON J \ 6 • '.CS:E HOTS S) �' -t 1 - - - --- L-0— --_ 15'M/N- — BE00/A/G A•LIX. TEMR CUT L/NE -_- _: - �E _ -- PIPE '�' ^- ^.r_tt'- Y _ / -I1E.PT/C4L TR NCH JEE t I l0 � l TEMP. CUTS TO BE PESTORED t. '. T �` 1 TnEAuLrrRArio�a'srnviu6 TO.rPPROx a2/GiNAL GRADT �� _ -�_—---- �� Off•^-'�N a �. _ �� -- //PRV WI CLA55 YI SL/B5EQL£N TYP�GAL TREI/IN JfCT/O!I OR S'NEET/U6 AS REO'D BY —-- _ __�-= / 1� .� g �• <-— F/ELO CVA/D/T/OAIS BACA'F/LL. a ALTERNATE TYPICAL TEMPORARY CUT SECTION TYPICAL TRENCH SECTION -32 352.75 NO SCALE' NO SCALE J/ /6=SS"W._ 2 7' �_ y R,Al ` �--- ROWY-- T— ,,.r'"�50-'•c�R� ,_ — _.tee_- 4--.; y -.1� �-.o , -AKE'. 4A15HING,roN :. HWY .PiiY 5£E TYPICAL SECT/ON,ABOYE R/6HT -PCf SOUTH COuTROL PT 96"RCP SECT/OA/ 2, MN R02-/7(SEE uiTE/)`-FOR 4CCE5.5 TL/uA/EL SU 0t00 EASTS/DE /L/TERCEPTOR STA.89r40.5/Ou SEC.2. SEE NOTE Z (VA/DER COA/STRUCT/OA/J EASTS/DE /uTERCEPTOR _ - STA.O-352.T5 OU SeC'-1 'y EASTS/OE /AITERCEPTOR / MANHOLE R02-/7, !YH/CH 15 PART OFTH/S SCh'EDULE, A/1905.94.-25 SHALL QE COA15TRUCTEO 50 AS TO CONNECT THE EX/ST. E%66/, C2.6/ %"RCP 70 THE MANHOLE ;Y/TH A TYP/CAL FLEX. JO/NT_ p• ACCESS TO J_EZ 8A r TER L} CO. .5HAL L BE.bIA/NTA//VED AT ALL 7-/ME5- 3 5.YALG BE TREATED W/TH SLOPED � E A?FACI TREASMDEN r A5 PE.P SPECS. 4. 'LAA'E W,45H/NGTON SURFACE EL EV. - /4.0 FT. S/FT- 'IN 5. TA/E FRAM£SHED LOCATED/A//YORA'AREsf A/O./ SA/ALL BE kisAW ' p REMOAYED BY TAIE COA/TRACTOR [/POA/ COMPLET/OL/ OF TA/E y y 4 iYOR/f (TA/E COA/TRACTOR MAY[/T/L/ZE TN/S SHED 04R/A/6 h CLASS SCr JLB55QUENT 1 + COA/STRUCT/OA//F NE SO OES/RES.) h BACA'FILL I p 6. PORT/GALS OFEX/ST/A/6 ASPA/ALT ROADfYAY LbOMAGED OURl hNOo y- COA/STRUCT/OA/ SHALL BEREPA/RED TOCOAXIT/OL/ EX/ST/U6 O .E, - PR/OR 70 COL/STRUCT/OA/ 1-1 40 --- -- ------—- -_-- --EX/S Z_GROUA/O yjtAG Ca - SEE DL:T Akd 2 FOR STRUCTURE �M - TO BE COt/STRUCTEO AT U� CY TUA/A/EL PORTAL. (STRUCTURE S ��S E hiE M,4V Be PLACED Q 0"' EASTS_/ E_ - U NE1-5£E-� {-r/TN/U/M/T OFCOA/S7RUCTIOA/� Ca1lA�NtENE�sws1 F /A/TEgCEP !� UA/D£R -%t/TERCEPTOR DWG - AT COA/TRACTORS OPT/OAI.) IF COMp1tJ�� COA/STRUC Ou O✓ERBURDEA/EXCEEDS THAT SHO�lN 20 r- -- _ - _-. ------- ----- - SNOHAI P/P!Q STRUCTURE 3NALL BE - -- - - - - --- OES/6A/ED AOR THE GREATER LA40 RCP S�O.000BO _ 96_TUuuEL _ b IV4Y II. /—__ G. ------ -- - - - IN .Io-90 - --- -- -- - — - -- ---- AS CONSTRUCTED �'2 op,;o°f �'< -- ---------- --- --------- --- ---- DATE .yARCN //,/966 ¢ P O -3.00 2.00. _/�00 O'OO /�00 - �P1f��3TEP�'oCt" c,S7EP��`.. THIS DRAWING REDUCED SS/pNAt ENS' s/ANAL TO HALF SIZE onewrc nu�eEF Di S.m0 LP METROPOLITAN ENGINEERS MUNICIPALITY OF METROPOLITAN SE TTLE - :..� R242._a_ SYSRENTON I EN AND INTERCEPTOR SECTION 3 Y1 F eaowN AND Ca owE� CAREY ANu AH EA Sc<.EI •5oHORlZ. SYSTEM PLAN AND PROFILE- RCP SOUTH PORTION T •u 5"EE 1s c 2Q .w«o.E c DEG. 1962 7 l5 /C�:✓t-u%�' Kiu.,tIc!� ..c.u�.�' :%-EL -• ..., �*S_— .,..w..�.. I••10 VERT. -LINER P OR ST•L LA66/A16 BLOCAWIS AS RIV •TYPE 6N.' 6'WSTP Y r L A K E LAM/L/ATED 4♦'/2 LAG 6 TON SCRews SCALE / 20' 3 PLY. ROOF/A/6 FEU COL D APPL/ED ASPHAL T -/uYf�. re.9 couurr ?ARK % BULKHEAD AT N. END OF KENNYDALE TUNNEL /B"CULVERT-��, / NO SCALE n 2S A JA/Y.fl.3 Itx \ ro 306 UP,-_ N.I?RY Vw c�f�� —NOT/NTH/9 ICHEOULE i M.H..f�2-IB,5TA3316tg 35 \ `_z\ N / /77.7 �� 9ViVEI�Co PEA P �- t3 �� ;: h�ySYiv6ty� UG • �� /NV.30./ CON Al ` \` IP"CULVEA?t i0 P•so 6 --\ INTEAEPTO� 4 T41 eEJ i ACLESS TO BE /00 TN AYE S.E. „ ` + [� BU T NBOYE A'GHT ``�.' 4",W 7`�� -_ J � -== i _�a� SEC. 3 15 \� KING i ' /uu f�.atz � �� OpOLRAN �a ENL).oFKENNYL7ALE ._�� -` 'METR r +it TIINNEG:STd_33t 73.33_- \ �� DEPARTMENT OF 11ET \\ \ • \ QOT.3B.56 \\ T/. 794/62.79 S (ICES DOES NOT Vw;,,L.:': UFiA ss \ \ \ ( \ \\ =\�\\ INV.-.: , COMPLETENESS 'A ENESS ONTEE THE FCTN CDnI 'A Q NOUSf GbbL �� _ GACA6,' h -�- 50 ti 1 N AS CONSTRUCTED v�� cy� P�`��q�°j,'E� DATE MARCH 14I966 ` THIS DRAWING REDUCED 4` 013Tc* 1046131 TO HALF SIZE Jf/OXALE EM�t NAL EN0 DRAw.Nc NUYlF' ,wE g1o2 a R E N TON EASTSIDE INTERCEPTOR SECTION 3 p 1 0 3 SHEET MYY�E. METROPOLITAN ENGINEERS MUNICIPALITY OF METROPOLITAN S E /�T T L SCALE SYSTEM NORTH END PLAN -KENNYDALE TUNNEL s DE to SRO, AND COLOWELL CAREY 4NO ARAMER w*+OvED .vvGOVE �M 20' y 4eL SBw./EL ECU'.Me wN . _. ..r.(..eJ —f, nSSnCiAtES ...._... ....,:..5..1._....... ...�•�....., r�,,.....,...�...... .,..•r r,.... v.�.:.�I�„[„a...... DnfE QE4 _ ro.E..y..•.«• a M..�..c�Do.,.a,.«.ow.ian 5.a.i. ..5, K INDEX TO DRAWINGS SHT DWG GENERAL DRAWINGS No NO. (APPLICABLE TO ALL SCHEDULES) / / G / LOCATION AND VICIN/TY MAPS-INDEX y / 2 62 GENERAL NOTES AND SYMBOLS-MISC- DETAILS / ^� 3 63 SAN/TARY SEWER MANHOLES W p 4 64 GRATINGS- FRAMES ANO COVERS 5 65 TYPICAL TUNNEL SECTIONS �Q �� 2 h �� SCHEDULE I-KENNYDALE TUNNEL Q R (SECTION 3 EASTSIDE INTERCEPTOR) m p W 6 /0/ PLAN AND PROF/LE TON �0 E 7 /02 PLAN AND PROFILE-RCP SOUTH PORTION B /03 NORTH END PLAN - a SCHEDULE 2-HAZELWOOD TUNNEL r- 9 (SECTIONS 5,6,&7 EASTSIDE INTERCEPTOR) �q r 4L 9 201 PLAN AND PROF/LE (D% 2 RENTON /0 202* PLAN AND PROF/LE-RCP,R/PLEY LANE PORTION C - CL S£aTTLE 203 COAL CREEK S/TE PLAN v ��!OMA P fl Q 0 SCHEDULE 3-SUNSET TUNNEL N A/RPA4T �? (SECTION 8 EASTSIDE INTERCEPTOR) V s 12 3OI PLAN AND PROFILE 13 302 NORTH PORTAL AREA Y, C.) KENT �� h PNAA/TOAI 14 303 TRANSITION STRUCTURES-COAL CREEK CROSSING ,Q " 304 REVISION OF DNSTRM STRC.fOR ENERGY DIVERS/ON SCHEDULE 4-WILBURTON TUNNEL (SECTION 10 EASTSIDE INTERCEPTOR) J _ AUBURN. `I L �� h y 15 401 PLAN AND PROFILE 16 402 SOUTH PORTAL AREA - -� h LaQ aKE v - * PORTIONS OF DWG 203 ARE ALSO G� SCALE = h APPLICABLE TO SCHEDULE 3 p _ 00 50`A✓ES£ IN MILES /49 iw AV !lE _ i4,97, AYE SE h ti :-- .+r-: .:.,..r.,. y 0 1 2 4 Fl Li cl f3JYALLI P h h h ry SCHEDULE 4 SCHEDULE 3 ? VICINITY MAP WILBURTON TUNNEL f ! SUNSET TUNNEL(SECTION 10) EtL /1 • � � ,� )� i3z w✓Es� 1 (SECTION 8) COAL SCHEDULE 2 ' — J I i ! STuarEv4A/ I� ✓ _;7!,, HAZELWOOD TUNNEL I _ c f (SECTIONS 5.6 8 7) Ll( L 1 ' _ L _ - s£C �'/ _ SCHEDULE I L _ - - 1 - 1 r SELTiIOa/ SECTtOU /2 tea.-- 1 I Q- � i II t g£r KENNYDALE TUNNEL � e -� p SECTION 3) —-I — - - �-— - uaar rs- ?— IY1LBUR70A/ t i ( S/PROA1_� r"I v i� NRDP i I j StIIIIGf 0 --- P - C-'—�_J rva I �i- /RE -- - sF�Z-i r- cR I tj �� I / p - _ L_ J = _ %, �_� gyp/ >" SECT/0N - i,`< ,K \ '. `I CfION t�G J� - SAKE I' F.�l- 1.A!(E �_ - `� -- CONSTPUCT/ON 104'N 4VE .uE , 4��I y�NG R/P[EY �\ (SCONTFACT6/� ,� .., CHEDULE 2 I BOA/ BLY4 ti I w?: l TON IANF • 4 S f c�Y u 2 --- - _ / ---- - - - —- -' �/ �- _ - -•`' SECT/ON 2 UNDEQ 'i K/I�KL 4A10 ` _ CO IVEcriou L- - % ` l CONST.P&C7/ON Y.A F +3.::bi/ - _ / AIP.RY. (co neACT 62-2, SCHEDULE .pit F_R C E R I S L�l IJ;7 i Y" �'A � - -- , -- /VAVd I 188 = NG v /72y a05 L 4 ti Ci^: r -J t- -i calD"f! E-InCER y OF � 1 \ DE)AR" ,�W�I;v TL; PROJECT ELEVATION QO EOUALS SFA NTEE AC�U'�'�"'D,� ,t _ - - J MEAN SEA LEVEL DATUM I15C�6S +�c,I TEP��ro 1 /VICES iQ�S /979 /947.IOJUSTMENTJ t Gulk ESS Tt{ ) -- - rNE ATE.P 5Z1RrACE 02 ss/oNw E�`� h 1.3 MAINTAINED AT EL.14 = / FT. SITE 0� REA/IOA/ 2 Co�IPLETENESs OF — — SN�N HEREOr A✓ G T O U AS CONSTRUCTED _ - - - AlooR,ra/T AUO FUTURE COA/STR[1CT/OA/ TREATMEA/T 7.0 A/OT /U COA/TgACT - rowA/ a C/TY BOUA/DAR/ES /962 �t E�ACn q rrFLu A/S.T.P. }DATE MARCH /JL J966 r.r EFFL U£A/T SEiYER oK.M,wA wYYrlR o[SKiwE01'EL METROPOLITAN ENGINEERS MUNICIPALITY 0 F METROPOLITAN •S E T T L E 'ILE_R 202 RENTON EASTSIDE INTERCEPTOR G I `rEMw 8ROWN AND CALDWELL CARET AND KRAMER / �J SC.LE ��', SYSTEM LOCATION AND VICINITY MAPS, INDEX SHEET wuY�Er C.•E C.EO.� N+LI ONO -NGMAN R W 8ECK AND ASSOCIATES "w"t rEL .G .S _._ . .vf� ;( y�e_. .. . �'-- _ _1 ^• — �r / ••r- uv.<� a ...s.,:, •acaUv[0 .PrwOvE ..... Mt o., 1L OrrE AEC_19¢2 t 16 F. ..,..,.., b.,.,,.,,. Ir - IN M -E GENERAL STRUCTURAL NOTES SYMBOLS /0 = 9aQa_ 34- GENERAL WORK TO BE DONE RCy LEycrH r0 Su/_r_ ruuu _ 7B" -c 9 =,1 Gl SCOPE THE NOTES AND DETAILS ON THIS SHEET ARE 6ENE84L AhJ APPLY TO THc E.Vr/RE PRO✓£GT JO'RC ` 90" '7 9"__ '?•a� 9 (l SEWER, SIZE B MATERIAL. DG2 a 9~ "J� 9- :CD9~ EXCEPT WHERE THERE ARE SPECIFIC INDICATIONS TO THE CONTRARY, M H. 2 ' O'er . . MANHOL f D£S/GNATlON B STATIONING 62 APPLICABLE SPECIFICATIONS AND CODES CONSTRUCTION SHALL BE IN ACCORDA.vCE W/rH THE S TA.B+20.6 I _-____————— _______ LATEST EDITION OF THE UNIFORM BUILDING CODE EXCEPT WHERE OTHER APPLICABLE CODES, THE _ S TA. 110+40 EF � _ FOLLOWING NOTES OR DRAWINGS ARE MORE RESTRICTIVE. STA./12+43 CONCRETE ENCASEMENT OR ENCASE I MENT PIPE 9 STATIONING 63 dt7£RNAT/VE DESIGNS THE STRUCTURAL SYSTEMS AND DETAILS ON THESE PLANS ARE TH£ PRl- - I - - OR/rY DESIGN; HOWEVER, ALrERNAnvE SYSTEMS AND DETAILS MAY BE USED Ir THE CONTRACTOR IV l94 000.00 COORDINATES B BEARINGS ARE BASED ON U.S. I ARX eIR y SUBM✓TS PLANS WITH SUBSTANT/AT/NG CALCULATIONS AND TEST DATA THAT ARE ACCEPTED BY E./660,000.00 DEPARTMENT OF COMMERCE, COAST a GEODETIC . SURVEY, LAMBERT GRIL2 THE ENGINEER N 60'00 i v r '00"E WORK K --- ---- 64 CONSTRUCTION LOADS, STRUCTURES HAVE BEEN DES16NfD FOR OPERATIONAL LOADS ON THE EXISTINGBAQ 2 COMPLETED STRUCTURES; DURING CONSTRUCTION, THE STRUCTURES SHALL BE PROTECTED BY 12�7 SANITARY SEWER 9 SIZE rYP/C.OL FLAY/BCE BRACING AND BALANCING WHEREVER EXCESSIVE CONSTRUCTION LOADS MAY OCCUR. -----5 IT SEEDnu:G3 ' G2 MANHOLE SECTION G2 ?4� -SD STORM DRAIN 9 SlZf p : DETAIL VAR o INLET CONCRETE Q CATCH BASIN TYPICAL TUNNEL TO PIPE C/ APPLICABLE CODE CONCRETE CONSTRUCT/ON SHALL CONFORM TO THE LATEST EDIT/ON ACI - BUILDING CODE (ACI-318) µ�4 SIZE TRANSITION STRUCTURE 2_ WATER LINE 9 C2 Rf-STL, DETAILS ALL DETAILING, FABRICATION AND ERECTION OF REINFORCING BARS, UNLESS FIRE HYDRANT OTHERWISE NOTED, SHALL BE/N ACCORDANCE WITH MANUAL OF STANDARD PRACTICE FOR WATER METER BOX .- DETAILING REINFORCED CONCRETE STRUCTURES ACI-315 LATEST EDITION. o r A71 r P P ® VALVE - 4 r LOADING BLOCK L0.40GVv g C3 DESIGN STRESSES 2" - .3LJ::( /B"ASR IMR 6ASKfT A. CONCRETE, 3,000 PSI ULTIMATE COMPRESSIVE STRESS AT 28 DAYS 6�— GAS LINE Q SIZE ___- _ ____ B REINFORCING STEEL TENSION DUE TO FLEXURE, INTERMEDIATE GRADE 20,000 PSI T TELEPHONE C O N D U/T 6J� ' C4 CONCRETE COVER. CONCRETE COVER FOR RE/NFORG/NG.BARS SHALL BE AS FOLLOWS WITH E ELECTRICAL CONDUIT - -- -- - — i -- --- MIN/MUM COVER OF ONE BAR DIAMETER. / A. CONCRETE CAST AGAINST GROUND-J" • UP UTILITY POLE (TELEPHONE OR r__—_ /I /- r IN5TPH fLECTR/GALJ _ _ B COWCRETE TO BE /N CONTACT WITH SEWAGE-2//2- 4 CONCRETE OKEXTER/OR FACE OF EXTERIOR WALL -2" GUY HIRE S(/?�J.Q75C^CA� SLIP,�{�4T j l' D CONCRETE TO BE /N CONTACT W/TH GROUND, WEATHER, OR CLEAN WATER. I (1) AT BARS GREATER THAN 15-2- 20'-18'x24" CULVERT-L EN6TH,NUMBER, SIZE AND BLoc/K ' C.M.P.A. MATERIAL (HEADWALLS If JOINT SHEAR TEST fO AT BARS '5 OR LESS -I IA?' __ ___ APPLICABLE) Sea 18'"P/,'O✓2 , 'NO SCALE IV1ASr;-ALr D C5 DOWELS. REINFORCING BARS USED AS DOWELS SHALL BE THE SAME SIZE AND SPACING AS BARS CURB AND 6UTTER TD fur'�RE COLu) WITH WHICH THEY ARE LAPPED. M -LOAD PIPES / / CONCRETE' PAVEMENT �— 3PL✓-/6"ROJFtUv^FELT l COLD APPL/ED A,SPHALT CS BAR SPLICES ALL BAR SPLICES SHALL BE LAPPED AT LEAST 24 BAR DIAMErERS. THE LENGTH GL ///// ///// EDGE. OF PAVEMENT(ASPHALTIC) FORCES ACTIMS OAI.�rCTION 1--_44AWA/ATED.JX/2 OF LAP SPLICE Of BARS OF DIFFERENT DIAMETERS SHALL BE BASED ON THE LARGER DIAMErER. TypE- SIDE BOT GALL!. :•Q_W BAR SPLICES MAY ALSO BE MADE BY WELD/N61NACCORANCE WITH THE DETAILS FOR RE.SrL ------------- EDGE OF TRAVELED WAY(UNSURFACED SPICE AND WITH SPECIFICATIONS ' RAILROAD-51NOLE TRACK M244 -23..3 19.5 24. 4 /.O B G7 STANDARD HOOKS. BARS ENO/NG /N RIGHT ANGLE BENDS OR HOOKS SHAL( CCYF09M rC THE -r�--*-* ++- RAILROAD-QOU49LE TRACK M_B -fIe (S•o /1.5 /.7 DETAIL VAR REQUIREMENTS OF ACI FOR HOOKS. 7a, x X FENCE-WIRE M/3n -lJ.b lzo 13.i /.B TYPICAL TUNNEL TERMINAL Cd CHAMFERS. EXCEPT AS OTHERWISE REQUIRED, EXPOSED CONCRETE CORNERS AND EDGES SHALL _ _7 7 8.1 7.5 O HAVE 3/4"CHAMFERS RE-ENTRANr CORNERS SHALL NOT HAVE FILLETS F,J DECIDUOUS TREE ` G9 CONSTRUCTION V1NY5, LOCATION OF ALL CONSTRUCTION JOINTS SHALL HAVE THE APPROVAL OF ;; EVERGREEN TREE , ' THE ENGINEER. IN WATERT/6Hr STRUCTURES, PVC WATERSTOPS SHALL BE PROVIDED IN THE Ei B60 SOIL BORINO 9 Of$16NAT/ON CONSTRUCTION JOINTS. CONSTRUCTION JOINTS SHALL BE AS DETAILED ON THE DRAWINGS ?/3(GI M/N� f .R34tn;'f TO?ETA/N�{SYfTCAI 7hhPEE O ROCK — • I C 0I•Y ` J/gES�GPL'�I�E TJ BEA.P a(/d•ISA'ET ., It�NfN X)/NT/S LL7,(/.SU,N.NATED. M-LOAD RCP DESIGN ASSUMPTIONS _ RIVER OR GREEK �( tehUs WsrETPa�sSC/Rf-:SX.VWM50 OYNL/L4PJ✓MGE I 2•AI.IX• {lgY.QFaP/6.N(L 'STPETCl/f0 ' 1 DESIGN METHOD SHALL BE ULTIMATE STRENGTh DESIGN IN ACCORDANCE WITH 4 C I CODE. 6 SURVEY MON�IMEA(T OR PERMANENT BENCH ( 'LPEA L SI/ALLE.e/.Q P/Pf.(./AY.YECELL�SP/(a77T. 2. LOAD FACTOR K• 1.8 - - / a TNK',Yh'ESS Or7VA16V.F GM0;1rMAY N I C NOT -IN CONrRAC]- / 3 t M DENOTES TENS/ON ON INSIDE FACE. - -rFF,bt�TL`{,— / LI .f1/,V'✓S o L- t N Dfht9TFS AXIAL COMPRESS/ON. - - PROPERTY L/IyE S _ AYIC L7RSfHCE Yf?Y EY Sf, ,{OVIOED THEICIO () t TNf/P TN/ItJVEFS SNA_L BE/LY3X t 'vv5 f+fA•4N!/LAP SA4CE. 3. PC 4000 PSI MIN B 6000 PSI MAX. ANGLE POINT OR HUB. L SUBM/T DETAILS 6,. / 40,000 PS/ E/ L:h'G OF.'O/IVT 9E410 p/(IJ.N/Y.fANNULARSP.K'E OF-t7NT fOP IFPET7Y4L- J r.._ GYH�N �. A E EX Ef 15f1 r` ! 7.� STRESS DISTRIBUTION ON CONCRETE SHALL BE ASSUMED TO BE RECTANGULAR, TYPICAL ,RCP JOINT B:. EFFECT OF COMPRESSIVE REINFORCEMENT SHALL BE NEGLECTED IN DESIGN OF SECTION. 60.1NGH J D AND LARGER A: CROWN OF PIPE SHALL HAVE SAME AMOUNT OFREINFORCEMENr AS THE INVERT. EP- ':_Lr >•� - r _ - - - , dEf-AR xe�l OF 'ILO /�� ,F• , A.. CIRCUMFERENrTAL*STEEL SHALL HAVE ONE INCH MINIMUM COVER. i -( EC. T ' - - _ P� y'y o�-• "L'4!"�� N-- IF TWO LAYERS OR MORE THAN ONE SIZE OF RE-STEEL ARE USED, Q USED /N DESIGN COMPUTATIONS :GUArtq SHALL BE THE EFFECrIVE 0 TO THA CENTRO/D OF THE STEEL GRDUP F TMs A , WAf IfH1=S - 'I C, ,S CONSTRUCTED '` W 14 PR, AS COMPY/rE0 BY ea A9 OF THE AC/ CODE, SHALL hOT EXCEED PO AS COMPUTED jiFRF( �. THIS DRAWING REDUCED �r``'8T�'`�?` �sS/`'"`'+6�` BY EQ. AB OF THE ACI CODE JIo IL 044E E •"i DATE M4,eJ/ 19ca - " TO HALF SIZE . ORAWWS MAW* aa..�AF�Mo METROPOLITAN ENG�NEERs MUNICIPALITY O F M E T R O P 0 L (:TAN . ' S E A/T T L E• " .��R 202 R NT01 GENERAL NOTES a SYMBOLS G 2 BROWN AND L1LOwEEI CAREY AND KRAMER � � _ - y L .. . - +rr - '�. ,:, ....,..,:,, _ 4✓ ».o., ...c�.ccr- l4r •~••o�tr w.o�e - -NO. SCALE a.eDEC 196 _ EM.7 — 5YST MISC. DETAILS SMELT NUMBER DIMENSIONS a REINFORCING STEEL FOR STANDARD TYPE C - .MANHOLES' i.?A,rlf COvee REINFORCING BARS ' SIDE WALLS TOP SLAB. R' w► -;t [;4 i coCOhC.DIMENSIONS BOTTOM SLAB v! t :.`-� ary S>' w U.15 0- •� .S. .R. X. •Y'. Z ' T W"_.. r L ♦ - - LLN/G 4LV(IdT/I!� K. xH! 4, ? A �. E F. G. r 8s N( r a=s NGTM Ni 8� ENGTN Nr 9 ENGTM Nr 9 ENGT ■fi N N!HK 8� r B NGn ,6trrea JTQCOM- f-f- • I 19"5 3M5 4•5 6-1 3'-10 4rs 1T'r7. L I ' - 6 r4 6- 4'-II 103 5 4'-II 6-1 2 3' 02�53'1CPOVVfLEYS.TO r. ' 6=6 7Lj 12 I5" 9' 9.6 6'-1 22"5 7-2 p- 14 4 II 1-AWrAB ,• O31.A,6 JT 31-.-j� p=30' V--8 7-7 12" B•S 6'-4 2Or5 7'-2 3r56 4. 0'-2, + 6'-4 22rg7 S 3 66 4 TYP/ULLAIE?OL 15" B 6 T/V6. ,..., !.� • •/ ,Ca ;. 8'-7 2OrS 7L5 4r56 T 4'•6�.. p13p1' T'-0 T=p t2" 9•s r 7'-8 4•6O,Q,H,PECESS 1 :r _ ' .+,r 3''-SO' TSO 6'-I 15' IOr624 5 E Sl TO,iIATCN 1 ,.. . 1 . • �. 7 8=1 12' 9r3 8=10 22"S 7'-8 4•S 6 10 410PR CA IOO/.�.. vyr. ` 10:30 3 I Ora 6•10 4-. 4- 4 15' IOr66=10 24r5 7'- I j ..�-3T=8 64 r T ) 22•5 7-11 5.:. a `. �': 4;'r , t lIpl•6 7=126r3't ' - S 31. T.q 6:T I 8'-2 sr6 7-1 6rb'-24 V-7, 6L 12" IOrS V-4 245:10=30 T:9 7 6 T-4 2 " 8'-S S•6 T':4 si15" II r 6 5 J �ch ;;a $ -+. 1. .7 24r5 8'-5 6r5 �Oe O' ,as. •,�, r,. p": 10.30 8=0 8110 12 l0 S T '' "•�r V BASE SECTION �iJ ,• I� "' 6•QD/.R r :,4°: r 7?k; .5q!: 1.Q 9� 12" 14" IS' d" 12•6 4-11 7'•7 28r5 4'-u 10•4 6'-e 6•6 4'-'1 T'*7 n' `•` y 4#'tF; �• '.10'JO' 6z8 9'-7 13". IS" 19" 12" 10•S S'-Z 8'-3 30r'S 5L7 12 4 9'-2 6 S S'-7 8'-3 = 7=3 3'-0 24=11 - 7q 9.-3 6.6 8'-3 T'-3 445 2411 `,-. _ s `!V .W �i� x _ •F cs,. y y , , 12r6. 604 8=3 3O"S _ '9 ^yaer.42 bl 9Q; -9 9-6 4 I ,.'.Q n tt s • 4 q-30 9.2 10'-I 1 14 10'Is 7 4 8-9 32 5 9'-8 7rS 8=9 T:11 '_ 6• 26=9 .1 p p c , i. +.- �`' .� `7 . • s 9' 9 7r6 8'-9 3-B 26'9. TOP XALFOfP/far rO ff .1NIEf,Slc3�f/'/N/?« - ' !. 9- 10=2 1 ' ItS" -15" Iz•6 8'-9 32 5 - - t.1\ Y Ot ` ^_ Ir: it 31 aQ; ,1 • 9'-S 26r6 10'4 7.5 91.5 3 10 29'T PElA9YEDTOC8IVT'X/QOF 1 I T s • IOt30, 9•10 10-9 14' 16" 14" 10 5 Q ... '7 ,rr I rYP/i.1L LA.EQAL :r ^ ^11 ,i� . 7 1#Q1, 106_ 6'•5 2646 10'-S T•6 % .000SYOE LJFA[A( B� N .> - 99 14'•+a � _ �! ,f/QPT.12 . - czwvEC.'/av W 2 / ♦_ .,•.Y :..5 :' , 31.t�4s,. Q r cab y EQ51EJ IUBEfYASTE?ED ' QI aa l• l ;1 /_ si ♦ :t l n' •; (0 30� 10+4 11=3 1 1 14" 11•5 9=11 28 6 10=11 605 9_I agg I SLL1�E J fRaDTN/Y/lN M1?1A2. -- -- v :1•A�'. ,r 1 ;; :r i r. " 16" 1.5" 13#6 q':11 28.6 10'11 766 9' 1 / TYP/AL PAPAL _ A1/z ..•,....., P._ - , - - r 2"6 11' 5 10.4 '0*7: tt4t/(,�OLEs , -- !, J-'`IFI�r "s.. x"' '. � fit?<}' 0-30.. t1.0 II11O 15• I7" 19 11 r • -6 6r6 10=7 3'10 . 1 I W .L�FY; ^T. ,.�'1� ;F ' IS" 14r6 TN4 1Q=T 32 6 12 4 11 a�14J1-' I ' y� 1 - n- =.1*rI<.$R_: I, :�- } • • II'-t 3.11 34=) e s, ..,rr i .•I:I -t 1 ,a. ..: i,� .F=� . , 'r. '.G. 12,4 S. 'I 14" 12•5 �'S II'� 36•6 14.4 II'-II IIr4 LI :1:-;s_ I! Aa L ll , 19'� I a + =t� _. ,] .1: '.1�1�', (0�:3Q' 1(r . • ' 36•6 12'-0 9 6 1) I ! 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I I < _ 5 14'-T 40-7 T IS'-5 14 4 s ,•:, J >7•io .,t f ;q_30 Is o �sao 1e 2D" ►4 1 rfi �.- A �1 3�- !. 15Q 15=11 16". 20" IS" W (�6 5 7 6ll5 14''7. 40r7 S'-7 16*4 I5=6 1348 S T 445 14=T 2•S 7.11 2 5 4 3 8 .S r40 = r-.77 �!• _ PR�CAlT LONC, aar c•, _ .- - y rgrt�:: AS PLAN „� •�' . :t. BASE AA34 QPrlONA1. . �.-r - c - t :L9:.:.::w4,�.su:�•.-'��a�s-'Lr c:�+. 3'K i'yr . . s METROPOLITAN RTMENT OF METFSIfANDARD TYPE 8 PRECAST MAN QL1 =,,s: 3aa , .s a «a . ••+-~ .�.r.'TAare�'arars "3-`` TYPICAL CONNEC TQNDARD TYPE A PRECAST MANHOLE : _ . ICES DOES NOT WARRr4,'�i ::' � "• - ;. p T GUARANTEE THE ACCURACYr' 4r TO 48"'. (INCLUSIVE " 0 21" (INCLUSIVE DETAIL ,, • r.. COMPS". f. _ . t ,,:.� :..___ _ ,. : _. ..•_:: LETENESS OF THE D - .aLrE,e•r�c/ - .. ATA ,;. • r 4 Ay. _ -.:. :: .' ter: «.•.+- !::_ '..:: '- :.. -..._ `�., H'`i - '.t• _ Qi3'. , f : r r::. .-. SHOWN HEREON.* rEA•r4r' &I4tf - Ir•- # ••4.,-. - r;;E,: -s. I. - �Q 1dq?S 'Fw�%, a 11' e•i. .. : / ...�� 'L":• 4- . . - fvr+ 1, 2'CL2 ✓ :4 ., .r .•... _,T i {.� •� - ^l� `fir 6200YEF02 4B- 1 c , ALA<sfrnav a Ci�A,lN t. r+ ly i - II/(( _,,(�( ii - .t-ar.� .?,, 43 J'v �. '.,-s '`♦. ! �. • ti •�,_• �.r ✓. s •3 .,T -'x. Ih';.% t- a C •►y is -iYPEA,e(?TA? _ � �!�' Rt L. .rta =��:•:.t� e� � , �<,y! a- � a w- � S.r•IYh''GIJlsV - a' t ;<.•- O i s h .!, ,S - Q�i+Ch /' (aftA i , t Cavt SILL [tcsTEwO '`49. _ e n ` it 4'NAKJ/IEO/4X/T :�' } 2• h �: ; 3 ;e e i I .-u- G 3 5 .-W4 Z c r :y i sF' �a r *'yfl.W/Yf..IJ/.41r .�. . . �- - fir:.+% 'L+ •! !: •, `* i'r••R'AICAPPQOYED iYUS r y y ' i! ;.- ? FY/d�B c4skET TO SLEf EArfJf{/l-t .:.. _.a, , 's::,: :a"t , ::4.:. O: `�. . d.•, e � � 1 i_ 1� �., 151: •., C. il;. r Qf /A/YE.QT 7D A Q IA1 ' �T :is ' :i�✓EO tVi/ELD f •: �, a , r : ;?- ••"n�"' -s^ _Sr- �. �_• i r..x - 4 - rK',..J,wG^d r, ,.'. ,.' - _ .'e, :♦ �;`1:+•'a C, • �}. 'F. - :6 ,lr -••>.v. /Y?E/.C/f. FYAC.D2' %•`r+,; e:, .,-• •a a. c-+,. �• 4. r TYPICAL FLEXIBLE JOINT � I .• < r .�_ - , r•• L. >�= >-• - � '>. cLe aFsoTrawfac. •,,. , t i r ••' , - �.' 4. , '';f:. .� f�E.�'-T�Ta„r• y�1 �iC%�-\ - � I �e SF. '�i -Il•'/ ta� _ - iGII EJ "1 - �•I�•1Y ,..y •� ,,, . s .t. R 11 PIPE AT MANHOLES , , z'ao�tst •r.1 I aA. 1� !. Y. - I• -x ,Yw..r,,�� .'i*• -EQl1A[ AGf..}' [Y +t'p , ' . 72 TO 48 ,ti: �$e q AWO a WC,TO QfrQ I�IY/ ..3:: r• G 3 c. t.. i+ e:_ .a t.= 1Al.!-N OP,` �?WL IR�f?r14ALL" Pl/Cf� LA A. ,6A/JI� '. r-r. Lt�1YPACrIDfLL REDUCING SLAB Q _' ;� }b, h E� I i� VLx 1PACLk3 +: ►�'fib': t..'"IF, .y+=. ) •e: R7l' I _pQQt°A�IA/AL 6 v,. e. ar� :i +'% B44J'E.1/..,. �y .?, *• ! ♦r' r0 Y. f�ICITEr //'//EPf T C eg yaC i kl� o :ha €x:ri r ANDAR YPE C MANHOt av:y ( O!/J.t JYEE!!f, t/T Q T �-Pr E J.k6 -,.i: p N v. i• Eler.>c ,;•.;�_ �± Ao/%tl.i1,t 1Wl0/C,ITE0 e`.�oo d d /� U E ��: Q c/�•� /��{ r ter af4' d Q 44 �!NCL SIV ti�4{ r-6 R i• 4 " t37t v i- c�` J;•r.: :!I p BE/.Vif fYA<EO P• .. , yY`� ""� >'" � - ( '.7S .t�TE'.ILSG,I /fd J2'�»:v- v;.A+'��, :�a•r ++ -rr • ., 11:•, ! df TTLJMfcl'E '�i: - .. �'4,r -o + ' �?. •G` t_ - < .3'',.�il ?v_ �� _= ( V' }-• t i.+-%t•' K3 Y^ c'�c•S'Q_^. F.f-rt-'_t:- t� ..``i _ -'ti::- - - --��.�` 4x, .: r •S/I6:0.S'/NTE.7CEPTED '?��.:�. �':ti. A/OTES - ,,. , ,:� •4;».. _;, r�, .},�•k 3 .�'•, y� tip NF i;:x - T/GW QV rYO!>I ,0 Ak4WdLfJ =�+'. G: fist :.+w+•1"sk.�. xs+ .lisw 3 k� ,r " . f-T _ �' SE/VE2. �, {fL/�1// M•!A?tGIJf4WCJF . I �,. z L l �i{T �±�C�. YY �'t, -' .-f , �-!ct ::1;;.' ;' is• c' 6 e• e• a A ��lJr� f E.flllfGft4/l AEf.47V4 7/Y.VQ�sflYf2. :QLfu?d PE0o1C/A/I.?fil7r - :S°', ' ;., i . 1 ! A;/ - t f "ti�,�,.- K^•. T aF�'aP4feLecrN�eaAW1/ift�LElticT/eNGJ', 6ceE� erLwcAtAlsl.�B „ z:. ?' ��^ • { i,�F 1 /d/TO ti/ i:t s( f/N. L�/!{�'T/.1/6 1U4G,.6 q. I C= c + t-'s�.= ...)I :r♦ /� P/PE.MZPTA D �• •." i4 d jw.pw. A <+� _•ram�'+si'' ..4-,T:�• ` .•.: AW"It �.yc - .: ,�y � ►'�Eps.�E-.1,qr eEQ/.v�lLz :: S+at �t` '�• }.> AS CONSTRUCTED .� st.h4a- yEQ, L.lECTi{A41x SNOT6tCQ1lJT7AW JD:Lt�/JfL7lf1K1I0ia41! y y x P��d rr4�/y o? r�ri �.- ¢ .�• s � •ys dA.Ps /�A,,ly. :: ..v a .. - x•••�• _? , AAI6 MAR /' > - _ ;::r .�Ji'Spy I�•. �,.,�fZell��fOlTal.�arl1 r..ary �- -- '. ._ .;, ,.-. O/l.l.-lfL6Eu:':: _, - c :'�it� :�s.'} .t,,l':.0 - ` - I._1'tiiil_�,,.c>: ti. ••�r'.::I• 1 DA pROp.CONNECjION c? ,,,+, _• l,Y,l= �'Ei°THP�. r,,s�tc�s Q� 'tl�!4FAtt.a`....., �'�,, ,°s� F'�•, �°�r "' • - rlt � �� .. .. _ , 7 � w THIS DRAWING REDUCEp, ss rc c� sr/ vc, Y♦ _� -- - ! - Y=?I :S `••1 .. •:}'y,<,�j�, fYJJ�tffOT - /ANAL E'• OMtI E ';� *, ♦ram, '.��`;:: y.. „ « N M , ut *;•, , �,�. , TO HALF SIZE 72 TO 24 REDUCING SLAB 48 TO 24 REDUCING 51:A8 ti ,�>�na!tea�lr J �•->` f' fit...;. ♦` • 1 .. - :•-.- r•' G •L to -b ON;: , k. FAC R 2 0 2 R E N=TO N G 3 « , METROPOLITAN ENGINEERS MUNICIPALITY Of M E T R 0 P 0 L I TA N-� S E SIT;T LE-_ SANITARY SEWER MANHOLES r,tr •�w�•' W� BROWN ANO CALOWELL - CAR!Y ANO ARANE K4• DEG I962 SYSTEM I 3 of ,u".:,rco .iiJiX ,•1�cuM,..:,1;, •rKvoco Av!w• ,•.r«..rwws.«„• AS.. SHOWN a•rt _.:, •ut. :u�unu o w RFrK ANO GGSnCIATFS y--- .aF..a^r._•••• ..•!,"I••.-• -,_ .. ,