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HomeMy WebLinkAboutzSet - SurfaceWatera 3 BAR EACH CORNEF 3 BAR EACH SIDE 4 > FRAME AND VANED GRATE 2a 2p" S" 5 6" OR 12" PIPE ALLOWANCES MAXIMUM PIPE MATERIAL INSIDE DIAMETER REINFORCED OR 12" PLAIN CONCRETE ALL METAL PIPE 15" CPSSP * 12" STD. SPEC. 9-05.20) SOLID WALL PVC 15" STD. SPEC. 9-05.12(l)) PROFILE WALL PVC 15" STD. SPEC. 9-05.12(2)) CORRUGATED POLYETHYLENE STORM SEWER PIPE ONE #3 BAR HOOP FOR 6" HEIGHT TWO #3 BAR HOOPS FOR 12" HEIGHT RECTANGULAR ADJUSTMENT SECTION 3 BAR EACH CORNER 18" MIN 3 BAR HOOP PRECAST BASE SECTION SEE NOTE 1 ALTERNATIVE PRECAST BASE SECTION NOTES 1. As acceptable alternatives to the rebar shown in the PRECAST BASE SECTION, fibers (placed according to the Standard Specifications), or wire mesh having a minimum area of 0.12 square inches per foot shall be used with the minimum required rebar shown in the ALTERNATIVE PRECAST BASE SECTION. Wire mesh shall not be placed in the knockouts. 2. The knockout diameter shall not be greater than 20". Knockouts shall have a wall thickness of 2" minimum to 2.5" maximum. Provide a 1.5" minimum gap between the knockout wall and the outside of the pipe. After the pipe is installed, fill the gap with joint mortar in accordance with Standard Specification 9-04.3. 3. The maximum depth from the finished grade to the lowest pipe invert shall be 5'. 4. The frame and grate must be installed with the flange down. 5. The Precast Base Section may have a rounded floor, and the walls may be sloped at a rate of 1:24 or steeper. 6. The opening shall be measured at the top of the precast base section. 7. All pickup holes shall be grouted full after the basin has been placed. 8. All grade rings and castings shall be set in mortar in accordance with Standard Specification 9-04.3. Y STD. PLAN - 200.00 PUBLIC WORKS CATCH BASIN TYPE 1 DEPARTMENT If MARCH 2008 4 FRAME AND VANED GRATE Za 2p+ S 6" OR 12" ONE #3 BAR HOOP FOR 6" HEIGHT TWO #3 BAR HOOPS FOR 12" HEIGHT RECTANGULAR ADJUSTMENT SECTION HOOPS 3 BAR EACH CORNER 3 BAR EACH SIDE REDUCING SECTION PIPE ALLOWANCES MAXIMUM PIPE MATERIAL INSIDE DIAMETER REINFORCED OR 18" PLAIN CONCRETE ALL METAL PIPE 21" CPSSP * STD. SPEC. 9-05.20) 18" SOLID WALL PVC 21„ STD. SPEC. 9-05.12(l)) PROFILE WALL PVC 21„ STD. SPEC. 9-05.12(2)) CORRUGATED POLYETHYLENE STORM SEWER PIPE NOTES 1. As acceptable alternatives to the rebar shown in the PRECAST BASE SECTION, fibers (placed according to the Standard Specifications), or wire mesh having a minimum area of 0.12 square inches per foot shall be used with the minimum required rebar shown in the ALTERNATIVE PRECAST BASE SECTION. Wire mesh shall not be placed in the knockouts. 2. The knockout diameter shall not be greater than 26". Knockouts shall have a wall thickness of 2" minimum to 2.5" maximum. Provide a 1.5" minimum gap between the knockout wall and the outside of the pipe. After the pipe is installed, fill the gap with joint mortar in accordance with Standard Specification 9-04.3. 3. The maximum depth from the finished grade to the lowest pipe invert shall be 5'. 4. The frame and grate must be installed with the flange down. 5. The Precast Base Section may have a rounded floor, and the walls may be sloped at a rate of 1:24 or steeper. 6. The opening shall be measured at the top of the precast base section. 7. All pickup holes shall be grouted full after the basin has been placed. 8. All grade rings and castings shall be set in mortar in accordance with Standard Specification 9-04.3. 3 E EACH WAY SEE NOTE 1 PRECAST BASE SECTION ALTERNATIVE PRECAST BASE SECTION Y STD. PLAN - 200.10 y + PUBLIC WORKS CATCH BASIN TYPE 1 L F, N O$ DEPARTMENT MARCH 2008 Y fnYKQ mZ 0 FRAME AND VANED GRATE I'll OR 12" ONE #3 BAR HOOP FOR 6" HEIGHT TWO #3 BAR HOOPS FOR 12" HEIGHT RECTANGULAR ADJUSTMENT SECTION S O, 61 (SFF 2F6J0 3 BAR EACH CORNER io 3 BAR HOOP z iv 3 BAR EACH SIDE 3 BAR EACH WAY PRECAST BASE SECTION NOTES 1. As acceptable alternatives to the rebar shown in the PRECAST BASE SECTION, fibers (placed according to the Standard Specifications), or wire mesh having a minimum area of 0.12 square inches per foot shall be used with the minimum required rebar shown in the ALTERNATIVE PRECAST BASE SECTION. Wire mesh shall not be placed in the knockouts. 2. The knockout diameter shall not be greater than 18". Knockouts shall have a wall thickness of 2" minimum to 2.5" maximum. Provide a 1.5" minimum gap between the knockout wall and the outside of the pipe. After the pipe is installed, fill the gap with joint mortar in accordance with Standard Specification 9-04.3. 3. The maximum depth from the finished grade to the lowest pipe invert shall be 5'. 4. The frame and grate must be installed with the flange down. 5. The Precast Base Section may have a rounded floor, and the walls may be sloped at a rate of 1:24 or steeper. 6. The opening shall be measured at the top of the precast base section. 7. All pickup holes shall be grouted full after the basin has been placed. 8. All grade rings and castings shall be set in mortar in accordance with Standard Specification 9-04.3. 3 BAR EACH CORNER 18" MIN. 3 BAR HOOF SEE NOTE 1 ALTERNATIVE PRECAST BASE SECTION Yy PUBLIC WORKS CATCH BASIN TYPE 1 P STD. PLAN - 200.20 DEPARTMENT (FOR PARKING LOT) If MARCH 2008 14* FRAME AND VANED GRATE s" 5 6" OR 12" ONE #3 BAR HOOP FOR 6" HEIGHT TWO #3 BAR HOOPS FOR 12" HEIGHT RECTANGULAR ADJUSTMENT SECTION 26 )) SFFN?4 0 Or sJ Cpl D` 3 BAR EACH CORNER N 3 BAR EACH SIDE TOP AND BOTTOM a ONE #3 BAR ACROSS BOTTOM PRECAST BASE SECTION 3 BAR EACH CORNER 18" MIN 3 BAR HOOP SEE NOTE 1 ALTERNATIVE PRECAST BASE SECTION PIPE ALLOWANCES MAXIMUM PIPE MATERIAL INSIDE DIAMETER REINFRCED OR PLAIN CONCREE E 12 I ALL METAL PIPE 1 15" 1 CPSSP* 12" STD. SPEC. 9-05.20) SOLID WALL PVC 15" STD. SPEC. 9-05.12(1)) PROFILE WALL PVC 15" STD. SPEC. 9-05.12(2)) CORRUGATED POLYETHYLENE STORM SEWER PIPE NOTES 1. As acceptable alternatives to the rebar shown in the PRECAST BASE SECTION, fibers (placed according to the Standard Specifications), or wire mesh having a minimum area of 0.12 square inches per foot shall be used with the minimum required rebar shown in the ALTERNATIVE PRECAST BASE SECTION. Wire mesh shall not be placed in the knockouts. 2. The knockout diameter shall not be greater than 18". Knockouts shall have a wall thickness of 2" minimum to 2.5" maximum. Provide a 1.5" minimum gap between the knockout wall and the outside of the pipe. After the pipe is installed, fill the gap with joint mortar in accordance with Standard Specification 9-04.3. 3. The maximum depth from the finished grade to the lowest pipe invert shall be 5'. 4. The frame and grate may be installed with the flange up or down. The frame may be cast into the adjustment section. 5. The Precast Base Section may have a rounded floor, and the walls may be sloped at a rate of 1:24 or steeper. 6. The opening shall be measured at the top of the precast base section. 7. All pickup holes shall be grouted full after the inlet has been placed. PUBLIC WORKS CONCRETE INLET STD. PLAN — 200.30 DEPARTMENT MARCH 2008 2'-7' 2'-112" 44.. 2'-2" 44.. 42' 42" o00o0o 00p a`oooO° 3'-4" CONVERSION RISER r 3'-0" 3'-64" 1'-112•' DEPTH: 3.52' TO IE OUT 2'-92.' 52' 6" 4s EACH SIDE OF OPENING ONE #4 BAR HOOP 5'-54.. iI I J 2'-5" I y STD. PLAN - 200.40 PUBLIC WORKS CONVERSION RISER DEPARTMENT MARCH 2008 Z K CATCH BASIN FRAME AND VANED GRATE (DETAIL 204.00) HANDHOLD N 2 RECTANGULAR ADJUSTMENT SECTION OR CIRCULAR ADJUSTMENT SECTION GROUT, TYPICAL (SEE NOTE 5) FLAT SLAB TOP i e o 48", 54", 60", 72", 84" OR 96" L MORTAR (TYP.) n IT STEPS OR LADDER o Z MORTAR FILLET REINFORCING STEEL TYP.) N 12" GRAVEL BACKFILL FOR T PIPE ZONE BEDDING SEPARATE BASE INTEGRAL BASE CAST -IN-PLACE PRECAST WITH RISER O" RING 12" GRAVEL BACKFILL FOR 6= o PIPE ZONE BEDDING SEPARATE BASE PRECAST NOTES 1. No steps are required when height is 4' or less. 2. The bottom of the precast catch basin may be sloped to facilitate cleaning 3. The rectangular frame and grate must be installed with the flange down. The frame may be cast into the adjustment section. 4. Knockouts shall have a wall thickness of 2" minimum to 2.5" maximum. Provide a 1.5" minimum gap between the knockout wall and the outside of the pipe. After the pipe is installed, fill the gap with joint mortar in accordance with Standard Specification 9-04.3. 5. All grade rings, risers, and castings shall be set in mortar in accordance with Standard Specification 9-04.3. PIPE CATCH BASIN DIMENSIONS CATCH BASIN DIAMETER WALL THICKNESS BASE THICKNESS MAXIMUM KNOCKOUT SIZE MINIMUM BASE REINFORCING STEEL DISTANCE in2/ft. IN EACH DIRECTION BETWEEN KNOCKOUTS SEPARATE BASE INTEGRAL BASE 48" 4" 6" 36" 8" 0.23 0.15 54" 4.5" 8" 42" 8" 0.19 0.19 60" 5" 8" 48" 8" 0.25 0.25 72" 6" 8" 60" 12" 0.35 0.24 84" 8" 12" 72" 12" 0.39 0.29 96" 8" 12" 84" 12" 0.39 0.29 NOTES 1. No steps are required when height is 4' or less. 2. The bottom of the precast catch basin may be sloped to facilitate cleaning 3. The rectangular frame and grate must be installed with the flange down. The frame may be cast into the adjustment section. 4. Knockouts shall have a wall thickness of 2" minimum to 2.5" maximum. Provide a 1.5" minimum gap between the knockout wall and the outside of the pipe. After the pipe is installed, fill the gap with joint mortar in accordance with Standard Specification 9-04.3. 5. All grade rings, risers, and castings shall be set in mortar in accordance with Standard Specification 9-04.3. Q Corrugated Polyethylene Storm Sewer Pipe (Std. Spec. 9-05.20) Q (Std. Spec. 9-05.12(1)) Q (Std. Spec. 9-05.12(2)) IY PUBLIC WORKS CATCH BASIN TYPE 2 STD. PLAN - 201.00 DEPARTMENT MARCH 2008 PIPE ALLOWANCES CATCH PIPE MATERIAL WITH MAXIMUM INSIDE DIAMETER BASIN DIAMETER CONCRETE ALL METAL CPSSP Q SOLID WALL PVC Q PROFILE WALL PVC 48" 24" 30" 24" 27" 30" 54" 30" 36" 30" 27" 36" 60" 36" 42" 36" 36" 42" 72" 42" 54" 42" 36" 48" 84" 54" 60" 54" 36" 48" 96" 60" 72" 60" 36" 48" Q Corrugated Polyethylene Storm Sewer Pipe (Std. Spec. 9-05.20) Q (Std. Spec. 9-05.12(1)) Q (Std. Spec. 9-05.12(2)) IY PUBLIC WORKS CATCH BASIN TYPE 2 STD. PLAN - 201.00 DEPARTMENT MARCH 2008 CLEAN SURFACE AND BOTTOM AREA. PROVIDE UNIFORM CONTACT. THE SURFACE AREA OF THE BASE SECTION MUST BE GROUTED TO THE BOTTOM AREA OF THE ADJUSTMENT SECTION. SEE NOTE 4 THE COVER OR GRATING OF A CATCH BASIN SHALL NOT BE GROUTED TO FINAL GRADE UNTIL THE FINAL ELEVATION OF THE PAVEMENT, GUTTER, DITCH, OR SIDEWALK IN WHICH IT IS TO BE PLACED HAS BEEN ESTABLISHED, AND UNTIL PERMISSION THEREAFTER IS GIVEN BY THE ENGINEER TO GROUT IN PLACE IN ACCORDANCE WITH APWA STANDARD SPECIFICATION 7-05.3. SHIMS SHALL NOT BE USED TO SET FRAME TO GRADE. THE USE OF SHIMS IS PROHIBITED, A CONTINUOUS LAYER OF MORTAR SHALL BE PLACED BETWEEN ADJUSTMENT RINGS AND BRICKS PRIOR TO PLACEMENT, THE USE OF BRICKS IS PERMITTED WHERE THE BRICKS ARE STAGGERED TO CREATE A RUNNING BOND OR %2 BOND. ADJUSTMENT SECTION 81-1ALL BE GROUTED WATERTIGHT TO THE BOTTOM AREA OF THE ADJUSTMENT SECTION WITH NONSHRINK GROUT GROUTING BETWEEN ADJUST MENT SEC -TION SHALL BE WATER TIGHT, GROUT IS TO BE NON -SHRINK TYPE GROUT MEETING THE REQUIREMENTS OF ASTM 157 PER APWA STANDARD SPECIFICATION 9-20.3 FOR MAXIMUM PERCENT DRY SHRINKAGE. THE MINIMUM COMPRESSIVE STRENGTH SHALL BE 4,000 PSI AT 7 DAY PER APWA STANDARD SPECIFICATION 9-20.3 PICK / LIFTING HOLES ARF TO BE GROUTED WATER TIGHT. CATCH BASININSTALLATION 1 STD. PLAN -- 202,00 MARCH 2008 HO SEE NOTE 29" MIN. 1" MIN. 20 1/4" TYP. TOP VIEW FRAME DETAIL CURB OR CURB AND GUTTER MATCH TOP OF HOOD TO TOP OF CURB (TYP.) , DO NOT INSTALL SAFETY BAR / DEBRIS GUARD 20" x 24" VANED GRATE FRAME ISOMETRIC VIEW DETAIL SECTION CATCH BASIN z 7" 3" 0.25') RATE " x34" (WIDE SIDE) CATCH BASIN TYPE 1 40" (WIDE SIDE) CATCH BASIN TYPE 1 L FRAME SEE NOTE 1 SECTION OA NOTES 1. The asymmetry of the Combination Inlet shall be considered when calculating the offset distance for the catch basin. See SECTION A. 2. The dimensions of the Frame and Hood may vary slightly among dif- ferent manufacturers. The Frame may have cast features intended to support a grate guard. Hood units shall mount outside of the Frame. The methods for fastening the Safety Bar / Debris Guard Rod to the Hood may vary. The Hood may include casting lugs. The top of the Hood may be cast with a pattern. 3. Attach the Hood to the frame with two 3/4" x 2" hex head bolts, nuts, and oversize washers. The washers shall have diameters adequate to assure full bearing across the slots. 4. When bolt -down grates are specified in the contract, provide two holes in the frame that are vertically aligned with the grate slots. Tap each hole to accept a 5/8" x - 11 NC x 2" allen head cap screw. Location of bolt -down holes varies among different manufacturers. See BOLT- DOWN DETAIL 5. Only ductile iron Vaned Grates shall be used. 6. This plan is intended to show the installation details of a manufac- tured product. It is not the intent of this plan to show the specific details necessary to fabricate the castings shown on this drawing. I y STD. PLAN - 203.00 PUBLIC WORKS OPEN CURB FACE DEPARTMENT FRAME AND GRATE NTo INSTALLATION DETAIL MARCH 2008 Z_ a SEE NOTE 4 T") SEE NOTE 2 TYP.) Z no N N TOP VIEW FRAME DETAIL CURB OR CURB AND GUTTER MATCH TOP OF HOOD TO TOP OF CURB (TYP.) , DO NOT INSTALL SAFETY BAR / DEBRIS GUARD 20" x 24" VANED GRATE FRAME ISOMETRIC VIEW DETAIL SECTION CATCH BASIN z 7" 3" 0.25') RATE " x34" (WIDE SIDE) CATCH BASIN TYPE 1 40" (WIDE SIDE) CATCH BASIN TYPE 1 L FRAME SEE NOTE 1 SECTION OA NOTES 1. The asymmetry of the Combination Inlet shall be considered when calculating the offset distance for the catch basin. See SECTION A. 2. The dimensions of the Frame and Hood may vary slightly among dif- ferent manufacturers. The Frame may have cast features intended to support a grate guard. Hood units shall mount outside of the Frame. The methods for fastening the Safety Bar / Debris Guard Rod to the Hood may vary. The Hood may include casting lugs. The top of the Hood may be cast with a pattern. 3. Attach the Hood to the frame with two 3/4" x 2" hex head bolts, nuts, and oversize washers. The washers shall have diameters adequate to assure full bearing across the slots. 4. When bolt -down grates are specified in the contract, provide two holes in the frame that are vertically aligned with the grate slots. Tap each hole to accept a 5/8" x - 11 NC x 2" allen head cap screw. Location of bolt -down holes varies among different manufacturers. See BOLT- DOWN DETAIL 5. Only ductile iron Vaned Grates shall be used. 6. This plan is intended to show the installation details of a manufac- tured product. It is not the intent of this plan to show the specific details necessary to fabricate the castings shown on this drawing. I y STD. PLAN - 203.00 PUBLIC WORKS OPEN CURB FACE DEPARTMENT FRAME AND GRATE NTo INSTALLATION DETAIL MARCH 2008 k - 29 1/4" BOLT -DOWN HOLE (TYP.) 5/8" - 11 NC, SEE DETAIL & NOTE 2 O TOP 711 1/8" 3/4" N 7 1 5/8" u] vM DETAIL a SECTION A''I RECESSED ALLEN HEAD CAP SCREW 5/8"-11 NCx2" GRATE FRAME SECTION BOLT -DOWN DETAIL SEE NOTE 2 NOTES This frame is designed to accommodate 20" x 24" grates or covers 2. Provide two holes in the frame that are vertically aligned with t he grate or cover slots. Tap each hole to accept a 5/8" - 11 NC x 2" allen head cap screw. Location of bolt down holes varies among different manufacturers. 3. Refer to Standard Specification 9-05.15(2) for additional requirements. ISOMETRIC VIEW Y o PUBLIC WORKS RECTANGULAR FRAME STD. PLAN - 204.00 DEPARTMENT MARCH 2008 21/2" O Q O ODO ODO QOOODO 0 O O O O B TOP BOLT -DOWN SL( j DETAIL AND NU 4 4 3/4" 1 1/2" 39" R - SEE NOTE 2 SECTION OA SECTION O L3/4" 5/8" l" DIAM. HOLE DIAM. HANDLE 3/4" 1 1/4" 5/8' BOLT -DOWN SLOT DETAIL SEE NOTE 1 SECTIONBO NOTES 1. Provide two slots in the cover that are vertically aligned with the holes in the frame.Location of bolt -down slots varies among different manufacturers. 2. Alternative reinforcing designs are acceptable in lieu of the rib design. 3. Refer to Standard Specification 9-05.15(2) for additional requirements 4. For Frame details, see City of Renton Standard Plan 204.00. ISOMETRIC I ' Y STD. PLAN - 204.10 PUBLIC WORKS RECTANGULAR SOLID DEPARTMENT METAL COVER MARCH 2008 1 a MOIU 30 w z z O TFLL OUTFALL TO STREAM DUMP NO POLLUTANTS TOP 7 OR 8 EQUAL SPACES DIRECTION OF FLOW T__ SECTION O SLOT - SEE DETAIL AND NOTE 1 J E SECTION Z 3/4" 1 1/4" a BOLT-DOWN SLOT DETAIL SEE NOTE 1 NOTES 1. Provide two slots in the grate that are vertically aligned with the holes in the frame. Location of bolt -down slots varies among different manufacturers. ISOMETRIC 2. Refer to Standard Specification 9-05.15(2) for additional requirements. 3. Unless otherwise specified, vaned grates shall be used with standard frame in the travel way, gutter or shoulder. vaned grates shall not be located within crossroads. Use vaned grates along rolled curbs. PUBLIC WORKS RECTANGULAR STD. PLAN — 204.20 DEPARTMENT VANED GRATE MARCH 2008 4 a MOIj W QZY Z LL OUTFALL TO STREAM 3 o o- DUMP NO POLLUTANTS TOP 4 EQUAL SPACES 4 EQUAL SPACES m SECTION O ISOMETRIC SLOT - SEE DETAIL AND NOTE J 0 N SECTION Q BOLT -DOWN SLOT DETAIL SEE NOTE 1 NOTES Provide two slots in the grate that are vertically aligned 1. with the holes in the frame. Location of bolt -down slots varies among different manufacturers. 2. Refer to Standard Specification 9-05.15(2) for additional requirements. s. Use only on sags and vertical curbs locations. 4. Unless otherwise specified, vaned grates shall be used with standard frame in the travel way, gutter or shoulder. vaned grates shall not be located within crossroads. Use vaned arates alona rolled curbs. PUBLIC WORKS RECTANGULAR BI-DIRECTIONAL STD. PLAN — 204.30 NTO DEPARTMENT VANED GRATE MARCH 2008 mY 24.. KQ YmZ o O 4 D SLOT - SEE DETAIL AND NOTE 1 U Of OfQ O 1"OPENING TYP.) W Ln 2H W Q Z Z D O LL D O OUTFALL TO STREAM DUMP NO POLLUTANTS TOP 3/8" (9mm) RECESSED LETTERING NOTES 1. Provide two slots in the grate that are vertically aligned with the holes in the frame. Location of bolt-down slots varies among different manufacturers. 2. Refer to Standard Specification 9-05.15(2) for additional requirements. 3. The thickness of the grate shall not exceed 1 5/8". 4. Unless otherwise specified, vaned grates shall be used with standard frame in the travel way, gutter or shoulder. vaned grates shall not be located within crossroads. Use vaned grates along rolled curbs. 0 a 3/4" 1 1/4" 0 D BOLT-DOWN SLOT DETAIL ISOMETRIC SEE NOTE 1 STD. PLAN - 204.40 A . PUBLIC WORKS RECTANGULAR NTo DEPARTMENT HERRINGBONE GRATE MARCH 2008 5/8" 16mm] ANTS - DRAIN J 93q RENTON AHEAD OF THE CURVE Iry0, DRAIN % UJ PLAN VIEW 1/2" [13mm] LETTERING BOLTHOLES - 3 PLCS EQUALLY SPACED 120° APART ON 231/16- (586mm) DIA B.C. 1) 1" (25mm) DIA PICKHOLE 1 1/4" [32mm] LETTERING 25" DIA. 635mm] 1" 25mm] 3/4" 19mm] 8 3/4" f 2 1/2" 222mm] [64mm] TYP COVER SECTION VIEW 26 1/2" DIA 673mm] 25 1/4" DIA 641 mm] 1 1/16" 27mm] 1/4" (6mm) DIA NEOPRENE GASKET 6.. 7t'!` [152mm] 23 3/8" DIA CL OPEN _ 594mm] 27 5/16" DIA _ 694mm] 34 1/8" DIA _ 867mm] COVER BOTTOM VIEW 3) BLT SOC. (ALLEN HEAD) F/R"-11 X 1 F CC EON BOLTING DETAIL 1/4" 6mm] ~ 11/16" 27mm] 3mm R'3mmj 1/8" GASKET GROOVE DETAIL NOTES FRAME SECTION VIEW ALL COVERS SHALL BE LOCKING LID PER EASTJORDAN IRON WORKS INC. No. 3717C1 OR APPROVED EQUAL. tiY STD. PLAN - 204.50 PUBLIC WORKS STORM ROUND FRAME AND COVER DEPARTMENT IV MARCH 2008 20" x 24", 24" DIAM., 48" DIAM. OR 54" DIAM. HOLE 6 BARS @ 7" SPACING 2" (TYP.) l 12 I 1" MIN. 1/2" MAX. 84" or 96" FLAT SLAB TOP 20" x 24", 24" DIAM., 48" DIAM. OR 54" DIAM. HOLE 5 BARS @ 6" SPACING 2" (TYP. 4— o 1" MIN. 2 1/2" MAX. 72" FLAT SLAB TOP 4 BARS @ 6" SPACING 20" x 24" OR 24" DIAM. HOLE 2" (TYP.) 1" MIN. 2 1/2" MAX. 48", 54", or 60" FLAT SLAB TOP TYPICAL ORIENTATION FOR ACCESS AND STEPS 6. j6" OR 12" ECCENTRIC CONE SECTION R HOOP FOR 6" TWO #3 BAR HOOPS FOR 12"O 12^ (TYP.) v 6" 12" PREFABRICATED LADDER 34" ONE #3 BAR HOOP 4„ i 5-- 12" MIN. STEP RECTANGULAR ADJUSTMENT SECTION CIRCULAR ADJUSTMENT SECTION 1.0 As an acceptable alternative to rebar, wire mesh having a minimum area of 0.12 square inches per foot may be used for adjustment sections. Y STD. PLAN - 204.60 y + PUBLIC WORKS MISCELLANEOUS DETAILS FOR No DEPARTMENT DRAINAGE STRUCTURESIfMARCH2008P QY SEE CONTRACT FOR BACKSLOPE DETAILS Z 24" g MIN. TY10PE3GRATE SHOW DITCH LINE SECTION ON DITCH LINE DIKE INSTALLATION FOR PREFERRED SLOPE 84" NOTES 1. The top of the inets hall be placed at ground level to present an unobstructed ditch or median section. 4 DITCH 2. Bevel or round exposed concrete edges 1/2". M V 3. Pipes may enter through the knockouts at any reasonable angle provided the outside of the pipe can be contained within the knockout provided. 4. The grade line of the lowest inlet pipe shall enter the B PLAN structure at an ele-vation equal to or higher than the grade line of the outlet pipe. 42" GRATE SUPPORT (TYP.) DETAIL 5. All pickup holes shall be grouted full after the inlet has been placed. i" MIN. N TE 6. The steel angles shall be set so that each bearing bar of the grate shall have full seating on both ends. The finished top of concrete shall be even with the grate surface. 34 p AM. KNOCKOUT 7. The amount, type, and grade of reinforcing steel is 2" MIN. the responsibility of the manufacturer. z 8. The inside wall taper for form removal shall not result 39" in any wall section thinner than 6" except in pipe knockout areas. SECTION SECTION OB 9. Precast inlets shall be marked with the manufacturer's identification on the inside of the structure in some readily accessible location. 4" x 3" x 1/2" x 35 1/4" TOP STEEL ANGLE 4" x 3" x 3/8" STEEL PLATE TACK WEL v 1TOANGLE P/ L2 DIAM. x 4" STEEL STUD - LACE ALONG SUPPORT AS v1/4 SHOWN FOR ANGLES 5 1/2" x 1" x 1/4" 1 1/2" TEEL ANLL ANCHOR STUD OPTION SIDE END END GRATE SUPPORT DETAIL ISOMETRIC FOUR SUPPORTS REQUIRED) ( SHOWN WITH TYPE 1 GRATE) Y STD. PLAN - 205.00 y + PUBLIC WORKS DROP INLET TYPE 1 F, N O$ DEPARTMENT MARCH 2008 x3" 4 GRATE SUPPORT (TYP.) SIDE END V V END _ v GRATE SUPPORT DETAIL SIX SUPPORTS REQUIRED) ISOMETRIC SHOWN WITH TYPE 2 GRATE) 2" MIN. SECTION B ) NOTES 1 - The top of the inlet shall be placed at ground level to present an unob- structed ditch or median section. 2. Bevel or round exposed concrete edges 1/2". 3. Pipes may enter through the knockouts at any reasonable angle provided the outside of the pipe can be contained within the knockout provided. 4. The grade line of the lowest inlet pipe shall enter the structure at an ele- vation equal to or higher than the grade line of the outlet pipe. 6. All pickup holes shall be grouted full after the inlet has been placed. 6. The steel angles shall be set so that each bearing bar of the grate shall have full seating on both ends. The finished top of concrete shall be even with the grate surface. 7. The amount, type, and grade of reinforcing steel is the responsibility of the manufacturer. s. The inside wall taper for form removal shall not result in any wall section thinner than 6" except in pipe knockout areas. s. Precast inlets shall be marked with the manufacturer's identification on the inside of the structure in some readily accessible location. PUBLIC WORKS DROP INLET TYPE 2 STD. PLAN — 205.10 DEPARTMENT MARCH 2008 3 1/2" x 1/2" x 34 1/2" OPTIONAL 1" MAX. VENT HOLES STEEL PLATE (TYP.) N ON BOTTOM FOR GALVANIZING TYPE 1 3 1/2" x 3 1/2" x.5/16" x 33 1/4" GRIND TOP AND BOTTOM STRUCTURAL TUBING (TYP.) FLUSH AFTER WELDING MC Ej TYR 1/4 SECTION OA L 2" (TYP.) 3 1/2" x 1/2" x 34 1/2" OPTIONAL 1" MAX. VENT HOL S ON BOTTOM FOR GALVANIZING a 3 1/2" x 1/2" x 341/2" STEEL PLATE (TYP.) L O O O O 0 O O r i V O O 51/4" THREE SPACES 51/4" 34 1/2" TYPE 1 3 1/2" x 3 1/2" x.5/16" x 33 1/4" GRIND TOP AND BOTTOM STRUCTURAL TUBING (TYP.) FLUSH AFTER WELDING MC Ej TYR 1/4 SECTION OA L 2" (TYP.) 3 1/2" x 1/2" x 34 1/2" OPTIONAL 1" MAX. VENT HOL S ON BOTTOM FOR GALVANIZING a 3 1/2" x 1/2" x 341/2" STEEL PLATE (TYP.) L O O 0 O i V IL 0 o O o FIVE SPACES 3 1/2" 34 1/2" TYPE 3 3 1/2" x 3 1/2" x 5/16" x 33 1/4" GRIND TOP AND BOTTOM STRUCTURAL TUBING (TYP.) FLUSH AFTER WELDING M TYP. 1/4 SECTION 34 1/2" TYPE 2 3 1/2" x 1/2" x 331/4" STEEL PLATE (TYP.) TYR 1/4 SECTION O Y o PUBLIC WORKS GRATES FOR DROP INLET STD. PLAN - 205.20 DEPARTMENT N,p MARCH 2008 TEMPORARY CAP AT EDGE OF RIGHT OF WAY, UNLESS OTHERWISE R/W LINE DIRECTED IN CONTRACT al, alla.I al, II VIII \ Ir yl .\ Ir all II I\r CONCRETE SIDEWALK PLANTING _ STRIP all \\ Ir alr alr I Y al. til 24, all all I/ all al \\ II D. 4" DRAIN PIPE EXP. JOINT all mr Ilr I, Lua a.. II VII J \I/ W all all .u' Z alr Vu all l al, av N all Ir I\II all II all II I II CONCRETE CURB TYPE MAY VAR ROADWAY EXP. JOINT WITH 3/16" 1 1/2" JOINT MATERIA REINFORCEMENT NOT SHOWN) PLAN WIRE MESH Z v Al 2 v CL p WIRE MESH REINFORCEMENT 4" DRAIN PIPE 12„ 6" 6 x 6 W4.0 x W4.0 (4 GAGE) 4 x 4 W2.9 x W2.9 (6 GAGE) SEE STD. SPEC. 9-07.7) SECTION A '' 1/2" MINIMUM COVER CONCRETE SIDEWALK PLANTING STRIP al, CONCRETE CURB TYPE MAY VARY ROADWAY " Ali INVERT OF DRAIN SHALL BE AT OR ABOVE GUTTER LINE ISi Ali C RNV LINE 4" DRAIN PIPE CAPPED AT EDGE OF RNV r,il . til 0 Y + PUBLIC WORKS DOWNSPOUT STORM STD. PLAN - 210.00 DEPARTMENT DRAIN, UNDER SIDEWALK N,p MARCH 2008 4' MIN 1' OVERFLOW DEPTH 1' DEPTH 2"- 4" ROCK OUTFLOW j CHANNEL IF CONSTRUCTED BY 3 9 EXCAVATION. 2' SETTLING DEPTH 1 F, 1 5'MAX 1.5' SEDIMENT STORAGE I I\ FILTER FABRIC FENCING V DEPTH 3/4" - 1-1/2" WASHED GRAVEL CROSS SECTION NTS NOTE: MAY BE CONSTRUCTED BY EXCAVATION OR BY BUILDING A BERM Y STD. PLAN - 211.00 y+ PUBLIC WORKS SEDIMENT TRAP DEPARTMENT MARCH 2008 YKQ mZ SURVEY FLAGGING BALING WIRE DO NOT NAIL OR STAPLE o WIRE TO TREES 3' MIN. 10'-20' METAL FENCE 12" MIN. NOTES 1. CONDITION OF USE 1.1. TO ESTABLISH CLEARING LIMITS, STAKE OR WIRE FENCE MAY BE USED: 1.1.1. AT THE BOUNDARY OF CRITICAL AREAS, THEIR BUFFERS AND OTHER AREAS REQUIRED TO BE LEFT UNCLEAR. 1.1.2. AS NECESSARY TO CONTROL THE VEHICLES TO AND ON THE SITE. 2. MAINTENANCE AND REQUIREMENTS 2.1. IF THE FENCE IS DAMAGED OR VISIBILITY REDUCED, IT SHALL BE REPAIRED OR REPLACED IMMEDIATELY ANDIVISIBILITYRESTORED. 2.2. DSTURBANCE OF A CRITICAL AREA, CRITICAL BUFFER AREA, NATIVE GROWTH RETENTION AREA, OR OTHER AREA REQUIRED TO BE LEFT UNDISTURBED SHALL BE REPORTED TO THE CITY OF RENTON FOR RESOLUTION. 2.3. THE CITY MAY REQUIRED MORE SUBSTANTIAL FENCING IF THE FENCE DOES NOT PREVENT ENCROACHMENT INTO THOSE AREAS THAT ARE NOT TO BE DISTURBED. Y y + PUBLIC WORKS STAKE AND WIRE FENCE STD. PLAN - 212.00 DEPARTMENT MARCH 2008 r TRACKING e e e e e e e e m e e e e e e e e e e e e e e e e e ® e e e e e e a e e e e e e e e e TRACKING' WITH MACHINERY UP AND DOWN e e THE SLOPE PROVIDES GROOVES THAT WILL CATCH e e e e SEED, RAINFALL AND REDUCE RUNOFF. e e e GROOVES Ve FERTILIZER, AND DECRE) NOTES 1. CONDITION OF USE 1.1. ALL SLOPES STEEPER THAN 3:1 AND GREATER THAN 5 VERTICAL FEET REQUIRE SURFACE ROUGHENING.. 1.2. AREAS WITH GRADES STEEPER THAN 3:1 SHOULD BE ROUGHENED TO A DEPTH OF 2 TO 4 INCHES PRIOR TO SEEDING. 1.3. AREAS THAT WILL NOT BE STABILIZED IMMEDIATELY MAY BE ROUGHENED TO REDUCE RUNOFF VELOCITY UNTIL SEEDING TAKES PLACE. 1.4. SLOPES WITH A STABLE ROCK FACE DO NOT REQUIRE ROUGHENING. 1.5. SLOPES WHERE MOWING IS PLANNED SHOULD NO BE EXCESSIVELY ROUGHENED. 2. DESIGN AND INSTALLATION SPECIFICATIONS 2.1. DISTURBANCE AREAS THAT WILL NOT REQUIRE MOWING MAY BE STAIR-STEO GRADED, GROOVED, OR LEFT ROUGH AFTER FILLING. 2.2. STAIR STEP GRADING IS PARTICULARLY APPROPRIATE IN SOILS CONTAINING LARGE AMOUNTS OF SOFT ROCK. STAIR SHOULD BE WIDE ENOUGH TO WORK WITH STANDARD EARTH MOVING EQUIPMENT. STAIRS STEPS MOST BE ON CONTOURS OR GULLIES WILL FORM ON THE SLOPE. 2.3. AREAS THAT WILL BE MOWED, MAY HAVE SMALL FURROWS LEFT BY DISKING, HARROWING, RANKING, OR SEED -PLANTING MACHINERY OPERATED ON THE CONTOUR. 2.4. GRADED AREAS WITH SLOPES GRATER THAN 3:1 BUT LESS THAN 2:1 SHOULD BE ROUGHED BEFORE SEEDING. 3. MAINTENANCE STANDARDS 3.1. PERIODICALLY CHECK ROUGHENED, SEEDED, PLANTED AND MULCHED SLOPES FOR RILLS AND GULLIES, PARTICULARLY AFTER A SIGNIFICANT STORM EVENT. FILL THIS AREAS SLIGHTLY ABOVE THE ORIGINAL GRADE, THEN RE -SEED AND MULCH AS SOON AS POSSIBLE. Y STD. PLAN - 213.00 y + PUBLIC WORKS SURFACE ROUGHING F, N O$ DEPARTMENT MARCH 2008 MIN. 6" OVERLAP III NOTESI - 1. CONDITION OF USE I -III -III -I 1.1. FOR PERMANENT STABILIZATION OF SLOPES 2H:1V OR GREATER AND WITH MORE THAN 10 FEET OF VERTICAL RELIEF. 1.2. IN CONJUNCTION WITH SEED FOR FINAL STABILIZATION OF A SLOPE, NOT FOR TEMPORARY COVER. HOWEVER, THEY MAY BE USED FOR TEMPORARY APPLICATIONS AS LONG AS THE PRODUCT IS NOT DAMAGED BY REPEATED HANDLING. 1.3. THE APPLICATION OF APPROPRIATE NETTING OR BLANKET TO DRAINAGE DITCHES AND SWALES CAN PROTECT BARE SOIL FROM CHANNELIZED RUNOFF WHILE VEGETATION IS ESTABLISHED. NETS AND BLANKETS CAN ALSO CAPTURE GREAT DEAL OF SEDIMENT DUE TO THEIR OPEN, POROUS STRUCTURE. SYNTHETIC NETS AND BLANKETS MAY BE USED TO PERMANENTLY STABILIZE CHANNELS AND MAY PROVIDE A COST-EFFECTIVE, ENVIRONMENTALLY PREFERABLE ALTERNATIVE RIPRAP. 2. DESIGN AND INSTALLATION SPECIFICATIONS 2.1. JUTE MATTING MUST BE USED IN CONJUNCTION WITH MULCH. EXCELSIOR, WOVEN STRAW, BLANKETS, AND COIR ( COCONUT FIBER) BLANKETS MAY BE INSTALLED WITHOUT MULCH. OTHER TYPES OF PRODUCT WILL BE EVALUATED INDIVIDUALLY. 2.2. PURELY SYNTHETIC BLANKETS ARE ALLOWED, BUT SHALL ONLY BE USED FOR LONG-TERM STABILIZATION OF WATERWAYS. THE ORGANIC BLANKETS, ARE BETTER FOR SLOPE PROTECTION AND SHORT-TERM WATERWAY PROTECTION 3. MAINTENANCE STANDARDS 3.1. GOOD CONTACT WITH THE GROUND MOST BE MAINTAINED, AND THERE MOST NOT BE EROSION BENEATH THE BET OR BLANKET. 3.2. AREAS OF THE NET OR BLANKET THAT ARE DAMAGED OR NOT CLOSE CONTACT WITH THE GROUND SHALL BE REPAIRED AND STAPLED. 3.3. IF EROSION OCCURS DUE TO POORLY CONTROLLED DRAINAGE, THE PROBLEM SHALL BE FIXED AND THE ERODED AREA PROTECTED. Y STD. PLAN - 213.10 PUBLIC WORKS WATERWAY INSTALLATIONS DEPARTMENT If MARCH 2008 MIN. 2"lik OVERLAP O / / ANCHOR IN 6"x6" N. TRENCH AND STAPLE AT 12'I INTERVALS III -I MIN. 6" OVERLAP III- STAPLE OVERLAPS III -III III -III -III -III- Iii MAX. 5' SPACING III ISI III III BRING MATERIAL DOWN TO A LEVEL AREA, TURN THE END UNDER 4" AND STAPLE AT 12" INTERVALS NOTES 1. CONDITION OF USE 1.1. FOR PERMANENT STABILIZATION OF SLOPES 2H:1V OR GREATER AND WITH MORE THAN 10 FEET OF VERTICAL RELIEF. 1.2. IN CONJUNCTION WITH SEED FOR FINAL STABILIZATION OF A SLOPE, NOT FOR TEMPORARY COVER. HOWEVER, THEY MAY BE USED FOR TEMPORARY APPLICATIONS AS LONG AS THE PRODUCT IS NOT DAMAGED BY REPEATED HANDLING. 2. DESIGN AND INSTALLATION SPECIFICATIONS 2.1. INSTALLATION IS CRITICAL TO THE EFFECTIVENESS IF THIS PRODUCT IF GOOF GROUND CONTACT IS NOT ACHIEVED, RUNOFF CAN CONCENTRATE UNDER THE PRODUCT, RESULTING IN SIGNIFICANT EROSION.. 2.2. JUTE MATTING MUST BE USED IN CONJUNCTION WITH MULCH. EXCELSIOR, WOVEN STRAW, BLANKETS, AND COIR ( COCONUT FIBER) BLANKETS MAY BE INSTALLED WITHOUT MULCH. 2.3. PURELY SYNTHETIC BLANKETS ARE ALLOWED, BUT SHALL ONLY BE USED FOR LONG-TERM STABILIZATION OF WATERWAYS. THE ORGANIC BLANKETS, ARE BETTER FOR SLOPE PROTECTION AND SHORT-TERM WATERWAY PROTECTION BECAUSE THEY RETAIN AND PROVIDE ORGANIC MATTER TO THE SOIL, SUBSTANTIALLY IMPROVING THE SPEED AND SUCCESS OF RE -VEGETATION. 3. MAINTENANCE STANDARDS 3.1. GOOD CONTACT WITH THE GROUND MOST BE MAINTAINED, AND THERE MOST NOT BE EROSION BENEATH THE BET OR BLANKET. 3.2. AREAS OF THE NET OR BLANKET THAT ARE DAMAGED OR NOT CLOSE CONTACT WITH THE GROUND SHALL BE REPAIRED AND STAPLED. 3.3. IF EROSION OCCURS DUE TO POORLY CONTROLLED DRAINAGE, THE PROBLEM SHALL BE FIXED AND THE ERODED AREA PROTECTED. Y STD. PLAN - 213.20 y + PUBLIC WORKS SLOPE INSTALLATIONS F, N O$ DEPARTMENT MARCH 2008 NOTES 1. CONDITION OF USE 1.1. PLASTIC COVERING MAY BE USED ON DISTURBED AREAS THAT REQUIRED COVER MEASURES FOR LESS THAN 30 DAYS. 1.2. PLASTIC IS PARTICULARLY USEFUL FOR PROTECTING CUT AND FILL SLOPES AND STOCKPILES. 1.3. CLEAR PLASTIC SHEETING MAY BE USED OVER NEWLY-SHEEDED AREAS TO CREATE A GREENHOUSE EFFECT AND ENCOURAGE GRASS GROWTH. CLEAR PLASTIC SHOULD NOT BE USED FOR THIS PURPOSE DURING THE SUMMER MONTHS 1.4. THIS METHOD SHALL NOT BE USED UPSLOPE OF AREAS THAT MIGHT BE ADVERSELY IMPACTED BY RUNOFF. SUCH AREAS INCLUDE STEEP AND UNSTABLE SLOPES 2. DESIGN AND INSTALLATION SPECIFICATIONS 2.1. PLASTIC SHEETING SHOULD HAVE A MINIMUM THICKNESS OF 0.03 MILLIMETERS. 2.2. IF EROSION AT THE TOE OF A SLOPE IS LIKELY, A GRAVEL BERM, RIPRAP, OR OTHER SUITABLE PROTECTION SHALL BE INSTALLED AT THE TOE OF THE SLOPE IN ORDER TO REDUCE THE VELOCITY OF RUNOFF. 3. MAINTENANCE STANDARDS 3.1. TORN SHEETS MOST BE REPLACED AND OPEN SEAMS REPAIRED. 3.2. IF THE PLASTIC BEGINS TO DETERIORATE DIE TO ULTRAVIOLET RADIATION, IT MOST BE COMPLETELY REMOVED AND REPLACED. 3.3. WHEN THE PLASTIC IS NO LONGER NEEDED, IT SHALL BE COMPLETELY REMOVES. I ' y o STD. PLAN - 213.30 PUBLIC WORKS PLASTIC COVERING DEPARTMENT N,p MARCH 2008 ROLL: DEPEP TYPE, NOTES 1" x 1" STAKE W-10" DIA. 200-250mm) SEDIMENT, ORGANIC MATTER, AND NATIVE SEEDS ARE CAPTURED BEHIND THE ROLLS STRAW ROLLS MUST BE PLACED ALONG SLOPE CONTOURS LIVE STAKE 3'- 4' 1.2m) - ADJACENT ROLLS SHALL TIGHTLY ABUT CONDITION OF USE II SEEDING SHALL BE USED THROUGH THE PROJECT ON DISTURBED AREAS THAT HAVE REACHED FINAL GRADE OR THAT WILL REMAIN UNWORKED FOR MORE THAN 30 DAYS. VEGETATION -LINED CHANNELS SHALL BE SEEDED. CHANNELS THAT WILL BE VEGETATED SHOULD BE INSTALLED BEFORE MAJOR EARTHWORK AND HYDROSEEDED OR COVERED WITH A BONDED FIBER MATRIX (BFM) RETENTION / DETENTION PONDS SHALL BE SEEDED AS REQUIRED. AT THE CITY'S DISCRETION, SEEDING WITHOUT MULCH DURING THE DRY SEASON IS ALLOWED EVEN THOUGH IT WILL TAKE MORE THAN SEVEN DAYS TO DEVELOP AN EFFECTIVE COVER. AT THE BEGINNING OF THE WET SEASON, ALL DISTURBANCES AREAS SHALL BE REVIEWED TO IDENTIFY WHICH ONES CAN BE SEEDED IN PREPARATION FOR THE WINTER RAINS. DISTURBED AREAS SHOULD BE SEEDED WITHIN A WEEK OF BEGINNING OF THE WET SEASON. AT FINAL SITE STABILIZATION, ALL DISTURBED AREAS NOT OTHERWISE VEGETATED OR STABILIZED SHALL BE SEEDED AND MULCHED. 2. DESIGN AND INSTALLATION SPECIFICATIONS 2.1. THE BEST TIME TO SEED IS APRIL 1 THROUGH JUNE 30, AND SEPTEMBER 1 THROUGH OCTOBER 15. AREAS MAY BE SEEDED BETWEEN JULY 1 AND AUGUST 31, BUT IRRIGATION MAY BE REQUIRED IN ORDER TO GROW ADEQUATE COVER. AREAS MAY ALSO BE SEEDED DURING THE WINTER MONTHS, BUT IT MIGHT TAKE SEVERAL MONTHS TO DEVELOP A DENSE GROUNDCOVER DUE TO COLD TEMPERATURES. 2.2. TO PREVENT SEED FROM BEING WASHED AWAY CONFIRMED THAT ALL REQUIRED SURFACE WATER CONTROL MEASURES HAVE BEEN INSTALLED. 2.3. THE SEEDBED SHOULD BE FIRM BUT NOT COMPACTED. 2.4. IN GENERAL, 10 -20 -20N -P -K FERTILIZER MAY BE USED AT A RATE OF 90 POUNDS PER ACRE. IT IS RECOMMENDED THAT AREAS BEING SEEDED FOR FINAL LANDSCAPING CONDUCT SOIL TO DETERMINE THE EXACT TYPE AND QUANTITY OF FERTILIZER NEEDED. DISTURBED AREAS WITHIN 200 FEET OF WATER BODIES AND WETLANDS MUST USE SLOW RELEASE LO -PHOSPHORUS FERTILIZER. 2.5. THE FOLLOWING REQUIREMENTS APPLY FOR MULCHING 2.5.1. MULCH IS ALWAYS REQUIRED FOR SEEDING SLOPES GREATER THAN 3H:1V 2.5.2. IF SEEDING DURING WET SEASON MULCH IS REQUIRED 2.5.3. THE USE OF MULCH MAY BE REQUIRED DURING WET SEASON AT THE CITY'S DISCRETION IF GRASS GROWTH IS EXPECTED TO BE SLOW, THE SOILS ARE HIGHLY ERODIBLE DUE TO SOIL TYPE OR GRADIENT, THERE IS A WATER BODY CLOSE TO THE DISTURBED AREA, OR SIGNIFICANT PRECIPITATION IS ANTICIPATED BEFORE THE GRASS WILL PROVIDE EFFECTIVE COVER. 2.5.4. MULCH MAY BE APPLIED IN TOP OF THE SEED OR SIMULTANEOUSLY BY HYDROSEEDING. 2.6. HYDROSEEDING IS ALLOWED AS LONG AS TRACKIFIER IS INCLUDED. HYDROSEEDING WITH WOOD FIBER MULCH IS ADEQUATE DURING THE DRY SEASON. HYDROSEEDING WITH WOOD FIBER MULCH IS ADEQUATE DURING THE DRY SEASON. DURING THE WET SEASON, THE APPLICATION RATE SHOULD BE DOUBLED. IT MIGHT BE NECESSARY IN SOME APPLICATIONS TO INCLUDE STRAW WITH THE WOOD FIBER, BUT THIS CAN BE DETERMINED TO GERMINATION. 2.7. AREAS TO BE PERMANENTLY LANDSCAPED SHALL USE SOIL AMENDMENTS. GOOD QUALITY TOPSOIL SHALL BE TILLED INTO THE TOP SIX INCHES TO REDUCE THE NEED FOR FERTILIZER AND IMPROVED THE OVERALL SOIL QUALITY. MOST NATIVE SOILS WILL REQUIRE THE ADDITION OF 4 INCHES OF WELL -ROTTED COMPOST TO BE TILLED INTO THE SOIL TO PROVIDE A GOOD QUALITY TOPSOIL. Y STD. PLAN - 213.40 y + PUBLIC WORKS STRAW WATTLES DEPARTMENT F' pNIf MARCH 2008 YKQ m SILT FENCE z3 0 NOTES: 1. POST SPACING: T MAX. ON OPEN RUNS 4' MAX. ON POOLING AREAS. 2. POST DEPTH: AS MUCH BELOW GROUND AS FABRIC ABOVE GROUND. 3. PONDING HEIGHT MAX. 24" ATTACH FABRIC TO UPSTREAM SIDE OF POST. 4. DRIVE OVER EACH SIDE OF SILT FENCE 2 TO 4 TIMES WITH DEVICE EXERTING 60 P.S.I. OR GR- --- 5. NO MORE THAN 24" C S ALLOWED ABOVE GROU 6. VIBRATORY PLOW IS BECAUSE OF HORIZONTAL OPERA' HORIZONTAL CHISEL POINT 76mm WIDTH) ATTACHMENT DETAILS: 1. GATHER FABRIC AT POSTS, IF NEEDED P 8" 2. UTILIZE THREE TIES PER POST, ALL WITHIN TOP 8" OF FABRIC. 3. POSITION EACH TIE DIAGONALLY, PUNCTURING HOLES VERTICALLY A MINIMUM OF 1" APART. 4. HANG EACH TIE ON A POST NIPPLE AND TIGHTEN SECURELY. USE CABLE TIES 50 LBS) OF SOFT WIRE. ROLL OF SILT FENCE m Y + PUBLIC WORKS SILT FENCE INSTALLATION STD. PLAN - 214.10 DEPARTMENT BY SLICING MARCH 2008 15' ATB APRON TO PROTECT GROUNDFROM SPLASHING WATER 3" TRASH PUMP WITH FLOATS 6" SEWER PIPE WITH ---A ON SUCTION HOSE BUTTERFLY VALVES 2" SCHEDULE 40 1-1/2" SCHEDULE 40 8'x8' SUMP WITH 5' FOR SPRAYERS OF CATCH 2% 1:1 ull MIDPOINT SPRAY NOZZLES, SLOPE 5:1 LOPE 5151 NEEDED SLOPE ad 2% SLOPE 6" E CONSTRUCTION SLOPE A ENTRANCE BALL VALVES ASPHALT CURB ON THE LOW ROAD SIDE TO DIRECT WATER BACK TO POND 6" SLEEVE UNDER ROAD PLAN VIEW 15' 15' 20' 15' ELEVATION VIEW LOCATE INVERT OF TOP PIPE V ABOVE BOTTOM 50' CURB 6" SLEEVE OF WHEEL WASH 18' 8'x8' SUMP WATER LEVEL 3' 5 12' 1 DRAIN PIPE 1:1 SLOPE SECTION A -A NOTES: 1. BUILD 8'x8' SUMP TO ACCOMODATE CLEANING BY TRACKHOE. Y STD. PLAN - 215.00 y + PUBLIC WORKS WHEEL WASH AND PAVED N o$ DEPARTMENT CONSTRUCTION ENTRANCE MARCH 2008 INFLOW FLOW STABILIZED ORUTLET OR NOTES 1. CONDITION OF USE 1.1. A SEDIMENT POND SHALL BE USED WHERE THE CONTRIBUTING DRAINAGE AREA IS 3 ACRES OR MORE. 2. DESIGN AND INSTALLATION SPECIFICATIONS 2.1. THE POND SHALL BE DIVIDED INTO TWO ROUGHLY EQUAL VOLUME CELLS BY A PERMEABLE DIVIDER THAT WILL REDUCE TURBULENCE WHILE ALLOWING MOVEMENT OF WATER BETWEEN CELLS. THE DIVIDER SHALL BE AT LEAST ONE HALF OF THE HEIGHT OF THE RISER. WIRE - BACKE 2 -TO 3 FOOT HIGH, EXTRA STRENGTH FILTER FABRIC SUPPORTED BY TREATED 4"X4"S MAY BE USED AS A DIVIDER. ALTERNATIVELY, STAKED STRAW BALES WRAPPED WITH FILTER FABRIC MAY BE USED. 2.2. IF THE POND IS MORE THAN 6 FEET DEEP, A DIFFERENT MECHANISM MUST BE PROPOSED. 2.3. TO AID IN DETERMINING SEDIMENT DEPTH, ONE -FOOT INTERVALS SHALL BE PROMINENTLY MARKED ON THE RISER. 3. MAINTENANCE STANDARDS 3.1. SEDIMENT SHALL BE REMOVED FROM THE POND WHEN IT REACHES 1 FOOT IN DEPTH. 3.2. ANY DAMAGES TO THE POND EMBANKMENTS OR SLOPES SHALL BE REPLACED. I y STD. PLAN - 216.00 PUBLIC WORKS SEDIMENT POND PLAN VIEW NTo DEPARTMENT AND CROSS SECTIONS MARCH 2008 RISER PIPE CREST OF 6' MIN. WIDTH PRINCIPAL SPILLWAY) EMERGENCY SPILLWAY OPEN AT TOP WITH TRASH RACK 1' MIN. EMBANKMENT COMPACTED 95%. III 2i9, I; I DEWATERING DEVICE SEE RISER DETAIL) \\ i PERVIOUS MATERIALS SUCH AS GRAVEL OR CLEAN SAND SHALL NOT BE USED. I I III I I II IIII I I I I I I I I I I I I I I I I - IIII -I I I DEWATERING III -III -III -III -III -III- _ IIIWIRE -BACKED SILT FENCE, ORIFICE III III III III. .III - STAKED HAYBALES WRAPPED III III III III WITH FILTER FABRIC, OR DISCHARGE TO STABILIZED EQUIVALENT DIVIDER CONCRETE BASE CONVEYANCE, OUTLET OR LEVEL SPREADER NOTES 1. CONDITION OF USE 1.1. A SEDIMENT POND SHALL BE USED WHERE THE CONTRIBUTING DRAINAGE AREA IS 3 ACRES OR MORE. 2. DESIGN AND INSTALLATION SPECIFICATIONS 2.1. THE POND SHALL BE DIVIDED INTO TWO ROUGHLY EQUAL VOLUME CELLS BY A PERMEABLE DIVIDER THAT WILL REDUCE TURBULENCE WHILE ALLOWING MOVEMENT OF WATER BETWEEN CELLS. THE DIVIDER SHALL BE AT LEAST ONE HALF OF THE HEIGHT OF THE RISER. WIRE - BACKE 2 -TO 3 FOOT HIGH, EXTRA STRENGTH FILTER FABRIC SUPPORTED BY TREATED 4"X4"S MAY BE USED AS A DIVIDER. ALTERNATIVELY, STAKED STRAW BALES WRAPPED WITH FILTER FABRIC MAY BE USED. 2.2. IF THE POND IS MORE THAN 6 FEET DEEP, A DIFFERENT MECHANISM MUST BE PROPOSED. 2.3. TO AID IN DETERMINING SEDIMENT DEPTH, ONE -FOOT INTERVALS SHALL BE PROMINENTLY MARKED ON THE RISER. 3. MAINTENANCE STANDARDS 3.1. SEDIMENT SHALL BE REMOVED FROM THE POND WHEN IT REACHES 1 FOOT IN DEPTH. 3.2. ANY DAMAGES TO THE POND EMBANKMENTS OR SLOPES SHALL BE REPLACED. I y STD. PLAN - 216.00 PUBLIC WORKS SEDIMENT POND PLAN VIEW NTo DEPARTMENT AND CROSS SECTIONS MARCH 2008 POLYETHYLENE CAP PROVIDE ADEQUATE STRAPPING PERFORATED POLYETHYLENE DRAINAGE TUBING, DIAMETER CORRUGATED MIN. 2" LARGER THAN METAL RISER DEWATERING ORIFICE. TUBING SHALL COMPLY WITH ASTM F667 AND 3S' MIN. AASHTO M294. WATERTIGHT DEWATERING ORIFICE, SCHEDULE COUPLING TACK WELD 40 STEEL STUB MIN. DIAMETER AS PER CALCULATIONS 6" MIN. 18° MTN. T ALTERNATIVELY, METAL STAKES AND WIRE MAY BEUSED TO CONCRETE BASE PREVENT FLOTATION 2X RISER DIA. MIN.11111- Y + PUBLIC WORKS SEDIMENT POND STD. PLAN - 216.10 NTo DEPARTMENT RISER DETAIL MARCH 2008 STANDARD STRENGTH GRATE FILTER FABRIC I - CATCH BASIN / NOTES 1. CONDITION OF USE 1.1. SHALL BE PROVIDED FOR ALL STORM DRAIN INLETS DOWNSLOPE AND WITHIN 500 FEET OF A DISTURBED OR CONSTRUCTION AREA, UNLESS THE RUNOFF THAT ENTERS THE CATCHBASIN WILL BE CONVEYED TO A SEDIMENT POND OR TRAP. 1.2. MAY BE USED ANYWHERE AT THE APPLICANT'S DISCRETION TO PROTECT DRAINAGE SYSTEM. 1.3. THE CONTRIBUTING DRAINAGE AREA MOST NOT BE LARGER THAN 1 ACRE. 2. DESIGN AND INSTALLATION SPECIFICATIONS 2.1. FILTER FABRIC IS ONLY ALLOWED WERE PONDING WILL NOT BE A TRAFFIC CONCERN AND WHERE SLOPE EROSION WILL NOT RESULT IF THE CURB IS OVERTOPPED BY PONDED WATER. 2.2. THE PLACEMENT OF A FILTER FABRIC UNDER GRATES IS GENERALLY PROHIBITED AND THE USE OF FILTER FABRIC OVER GRATES IS STRICTLY LIMITED AND DISCOURAGED. 3. MAINTENANCE STANDARDS 3.1. ANY ACCUMULATED SEDIMENT ON OR AROUND INLET PROTECTION SHALL BE REMOVED IMMEDIATELY. SEDIMENT SHALL NOT BE REMOVED WITH WATER AND ALL SEDIMENT MUST BE DISPOSED OF AS FILL ON SITE OR HAULED OFF SITE. Y STD. PLAN - 216.20 y + PUBLIC WORKS FILTER FABRIC PROTECTION DEPARTMENT F' pNIf MARCH 2008 5' MAX. m DRAINAGE GRATE TRIM Y Q m GRATE FRAME 3 4 o Q SEDIMENT AND DEBRIS _ a OVERFLOW BYPASS BELOW INLET GRATE DEVICE ad: o FILTERED WATER SECTION VIEW DRAINAGE GRATE RECTANGULAR GRATE SHOWN RETRIEVAL SYSTEM (TYP.) BELOW INLET GRATE DEVICE OVERFLOW BYPASS (TYP.) ISOMETRIC VIEW NOTES 1. Size the Below Inlet Grate Device (BIGD) for the storm water structure it will service. 2. The BIGD shall have a built-in high-flow relief system (overflow bypass). 3. The retrieval system must allow removal of the BIGD without spilling the collected material. 4. Perform maintenance in accordance with Standard Specification 8-01.3(15). STD. PLAN - 216.30 PUBLIC WORKS CATCH BASIN FILTER DEPARTMENT MARCH 2008 C 3/4" DRAIN GR 2 FILTER FABRIC 3/4" DRAIN GRAVEL 20mm) POND HEIGHTWATER WIRE SCREEN OR FILTER FABRIC 2x4 WOOD STUD 100x50 TIMBER STUD) PLAN VIEW OVERFLOW SECTION A -A CURB INLET CATCH BASIN CATCH BASIN COVER NOTES: 1. USE BLOCK AND GRAVEL TYPE SEDIMENT BARRIER WHEN CURB INLET IS LOCATED IN GENTLY SLOPING SEGMENT, WHERE WATER CAN POND AND ALLOW SEDIMENT TO SEPARATE FROM RUNOFF. BARRIER SHALL ALLOW FOR OVERFLOW FROM SEVERE STORM EVENT. 2. INSPECT BARRIERS AND REMOVE SEDIMENT AFTER EACH STORM EVENT. 3. SEDIMENT AND GRAVEL MUST BE REMOVED FROM THE TRAVELED WAY IMMEDIATELY. PUBLIC WORKS BLOCK AND GRAVEL STD. PLAN - 216.40 DEPARTMENT CURB INLET PROTECTION MARCH 2008 PLAN VIEW NOTES: 1. PLACE CURB TYPE SEDIMENT BARRIERS ON GENTLY SLOPING STREET SEGMENTS, WHERE WATER CAN POND AND ALLOW SEDIMNENT TO SEPARATE FROM RUNOFF. 2 SANDBAGS OF EITHER BURLAP OR WOVEN GEOTEXTILE FABRIC, ARE FILLED WITH GRAVEL, LAYERED AND PACKED TIGHTLY. LEAVE A ONE SANDBAG GAP IN THE TOP ROW TO PROVIDE A SPILLWAY 3. FOR OVERFLOW. INSPECT BARRIERS AND REMOVE SEDIMENT AFTER EACH STORM EVENT. 4 SEDIMENT AND GRAVEL MUST BE REMOVED FROM THE TRAVELED WAY IMMEDIATELY. ti Y STD. PLAN - 216.50 A & PUBLIC WORKS CURB AND GUTTER DEPARTMENT BARRIER PROTECTION MARCH 2008 DIKE MATERIAL COMPACTED 90% MODIFIED PROCTOR CORRUGATED METAL, CPEP OR EQUIVALENT PIPE PROVIDE RIPRAP PAD OR EQUIVALENT ENERGY DISSIPATION DISCHARGE TO A STABILIZED WATERCOURSE, SEDIMENT RETENTION FACILITY OR STABILIZED OUTLET INTERCEPTOR DIKE STANDARD FLARED END SECTION INLET AND ALL SECTIONS MUST BE SECURELY FASTENED TOGETHER WITH GASKETED WATERTIGHT FITTINGS NOTES 1. CONDITION OF USE 1.1. SHOULD BE USED TO CARRY CONCENTRATED RUNOFF DOWN STEEP SLOPES WITHOUT CAUSING EROSION, OR SATURATION OF SLIDE -PRONE SOILS. 1.1. WHEN A TEMPORARY OR PERMANENT STORMWATER CONVEYANCE IS NEEDED TO MOVE WATER DOWN A STEEP SLOPE TO AVOID EROSION. 1.1. MAY BE USED TO DIVERT WATER AWAY FROM OR OVER BARE SOIL TO PREVENT GULLIES, CHANNEL, AND SATURATION OF SLIDE PRONE SOILS. 2. DESIGN AND INSTALLATION SPECIFICATIONS 2.1. THE MAXIMUM DRAINAGE AREA ALLOWED FOR ANY SIZED PIPE IS 10 ACRES. FOR LARGER AREAS MORE THAN ONE PIPE SHALL BE USED OR A ROCK -LINES CHANNEL HALL BE INSTALLED. 2.2. THE SOIL AROUND AND UNDER THE PIPE AND ENTRANCE SECTION SHALL BE THOROUGHLY COMPACTED. 2.3. THE FLARED INLET SECTION SHALL BE SECURELY CONNECTED TO THE SLOPE DRAIN AND BE FUSED OR WELDED, OR HAVE FLANGE -BOLTED MECHANICAL JOINTS TO ENSURE WATERTIGHT SEAL. 2.4. SLOPE DRAINS SHALL BE CONTINUOUSLY FUSED, WELDED OR FLANGE -BOLTED MECHANICAL JOINT PIPE SYSTEM WITH PROPER ANCHOR TO THE SOIL. 2.5. WHERE THE SLOPE DRAIN CROSS STEEP SLOPE HAZARD AREA OR THEIR ASSOCIATED BUFFERS, THE INSTALLATION SHALL BE IN THE GROUND SURFACE. ANY AREA DISTURBED DURING INSTALLATION AND MAINTENANCE MUST BE IMMEDIATELY STABILIZED. 3. MAINTENANCE STANDARDS 3.1. THE INLET SHALL NOT BE UNDERCUT OR BYPASSED BY WATER. IF THERE ARE PROBLEMS, THE HEAD WALL SHALL BE APPROPRIATELY REINFORCED. 3.2. NO EROSION SHALL OCCUR ON THE OUTLET POINT. IF EROSION OCCURS ADDITIONAL PROTECTION SHALL BE ADDED. Y STD. PLAN - 217.30 y + PUBLIC WORKS PIPE SLOPE DRAIN F, NO$ DEPARTMENT MARCH 2008 ROCK MUST COMPLETELY COVER THE 2:1 SLOPES aaaoo III 11III1 I II III A L = THE DISTANCE SUCH THAT POINTS A AND B ARE OF EQUAL ELEVATION L 2"-4" ROCK B 76v' 11 I I I I, I I ©ova NOTES 1. CONDITION OF USE 1.1. WERE CONCENTRATED RUNOFF FROM DISTURBED AREAS TO AND FROM PONDS OR TRAPS. 1.2. TO CONVEY RUNOFF INTERCEPTED FROM UNDISTURBED AREAS AROUND THE SITE TO A NON-EROSIVE DISCHARGE POINT. 2. MAINTENANCE STANDARDS 2.1. ANY SEDIMENT DEPOSITION OF MORE THAN 0.5 FEET SHALL BE REMOVED SO THAT THE CHANNEL IS RESTORED TO ITS ORIGINAL DESIGN CAPACITY. 2.2. THE CHECK DAMS SHALL BE EXAMINED FOR SIGNS OF SCOURING AND EROSION OF THE BED AND BANKS. IF SCOURING AND EROSION HAS OCCURRED, AFFECTED AREAS SHALL BE PROTECTED BY RIPRAP OR AN EROSION CONTROL BLANKET. Y STD. PLAN - 217.40 y + PUBLIC WORKS CHECK DAMS SPACING AND N 0$ DEPARTMENT CROSS SECTIONS MARCH 2008 DENSELY VEGETATED FOR A MIN. OF 100' AND SLOPE LESS THAN 5:1 PRESSURE -TREATED 2"X10" L11 2:1 TI 1' MIN. I T MIN. w. SPREADER MUST BE LEVEL TREATED 2"X10" MAY BE ABUTTED END TO END FOR MAX. SPREADER LENGTH OF 50' 6" MIN. 6" MIN. I I III III I I III III III III -I-- I III III III I I I 18" MIN. REBAR SUPPORTS 8' MIN. SPACING ALTERNATIVELY, 6" DIA. CMP MAY BE USED AS A SPREADER. THE PIPE SHALL BE BURIED SO THAT ONLY 1" EXTENDS ABOVE GROUND. n 1" MIN. fl NOTES 1. CONDITION OF USE 1.1. MAY BE USED WHERE RUNOFF FROM UNDISTURBED AREAS OR SEDIMENT RETENTION FACILITIES IS DISCHARGED. 1.2. APPLIES ONLY WHERE THE SPREADER CAN BE CONSTRUCTED ON UNDISTURBED SOIL AND THE AREA BELOW THE LEVEL IS VEGETATED AND LOW GRADIENT. 2. DESIGN AND INSTALLATION SPECIFICATIONS 2.1. THE TOTAL SPREADER LENGTH SHALL BE AT LEAST THE SQUARE ROOT OF THE CATCHMENT AREA. 2.2. MAXIMUM LENGTH FOR AN INDIVIDUAL SPREADER IS 50 FEET. 2.3. MULTIPLE SPREADERS SHALL NOT BE PLACED UPHILL OR DOWNHILL FROM ONE ANOTHER. 2.4. THE AREA BELLOW THE SPREADER FOR A HORIZONTAL DISTANCE OF 100 FEET SHALL NOT EXCEED 20 PERCENT AND SHALL BE COMPLETELY VEGETATED WITH NO AREAS OF INSTABILITY OR EROSION. 3. MAINTENANCE STANDARDS 3.1. ANY DAMAGE TO THE SPREADER SHALL BE IMMEDIATELY REPAIRED. 3.2. THE DOWNSLOPE AREA SHALL BE CHECKED FOR SIGNS OF EROSION AND VERIFY THAT THE SPREADER IS NOT FUNCTIONING AS A POINT OF DISCHARGE. 3.2.1. ANY ERODED AREAS SHALL BE IMMEDIATELY STABILIZED, AND THE CAUSE DETERMINED AND ELIMINATED IF POSSIBLE. Y STD. PLAN - 217.50 y + PUBLIC WORKS LEVEL SPREADER DETAIL Nzo DEPARTMENT AND CROSS SECTION MARCH 2008 LEGEND: PROPERTY LINE APPLICANT: Mclene McResident S 600 NE Z Street T. CENTERLINE Sometown, WA. 98111 CONTOUR — _ ( 206) 555-1212 WETLAND PROJECT PARCEL NO.= 322708 PROJECT ADDRESS= 7519 NE Q Street STEEP SLOPE (40%+) / ( proposed) Sometown, WA. 98111 SECTION/TOWNSHIP/RANGE: 32-27-08 OFFSITE DRAINAGE ---- / TOTAL SITE ACREAGE: 1.69 N P Sl ELEV. TOTAL IMPERVIOUS AREA: 6950 SQ. FT. BENCHMARK: / 440' FIRE HYDRANT v 480' AT BASE A° F / / W W FLAG WETLAND EDGE W/ S. A. S. B. W w W TAPE ELEV. 460' -- 455' v TOE Ol SLOPE W 460', N 465' w TOP OF 480' \ — 47 — \ \ SLOPE \ -- 4 5, _ 0, _ SCALE: 1"-40' 190, C NE 0 ST, 290 ELEV. v a95' I ' y STD. PLAN - 218.00 PUBLIC WORKS SAMPLE SMALL SITE NTo DEPARTMENT EROSION CONTROL PLAN MARCH 2008 O.D. 3' max. limits of pipe compaction gravel backfill for pipe bedding limits of pipe compaction grave forpi...............y limits of pipe O.D. compaction 3' max. 0.15 O.D. min. 0.65 O.D. min. gravel backfill for foundations when specified A. Metal and Concrete Pipe B. Pipe - Arch Installation Rigid Pipe NOTES: 1. Pipe compaction limits shown on this plan are for pipe construction in an embankment. For pipe construction in a trench, the horizontal limits of the pipe compaction zone shall be the walls of the trench. 2. All steel and aluminum pipe and pipe -arches shall be installed in accordance with design A. 3. Concrete pipe with elliptical reinforcement shall be installed in accordance with design A. 4. Concrete pipe, plain or with circular reinforcement, shall be installed with design A. 5. O.D. is equal to the outside diameter of a pipe or the outside span of pipe -arch. The dimensions shown as O.D. with 3' maximum shall be O.D. until O.D. equals 3'; at which point T shall be used. T-0" for diameters 12" through 42" and spans through 50". 2'-0" for diameters greater than 42" and spans greater than 50". 15 rise min. rise min. A W (see note 4) limit of pipe zone bedding / material o for flexible pipe (see note 6) AL to O.D. foundation level a A = 4" min. 27" I.D. and under 6" min., over 27" I.D. Bedding for Flexible Pipe Flexible Pipe NOTES: 1. Provide uniform support under barrels. 2. Hand tamp under haunches. 3. Compact bedding material to 95% max. density; directly over pipe, hand tamp only. 4. See "Excavation and Preparation of Trench" in sanitary sewers section of the standard WSDOT/APWA specifications for trench width "W" and trenching options. The pipe zone will be the actual trench width. The minimum concrete width shall be 1 z I.D. = 18". 5. Trench backfill shall conform to "Backfilling Sewer Trenches" in the sanitary sewers section of the WSDOT/APWA standard specifications, except that rocks or lumps larger than 1" per foot of pipe diameter shall not be used in the backfill material. 6. See "Bedding Material for Flexible Pipe" in aggregates section of the WSDOT/APWA standard specifications for the material specifications. Backfill material placed in 0.5' loose layers and compacted to 95% maximum density. Method B or C compaction (WSDOT/APWA) standard specifications.) Pipe Size Min. dist. between barrels circular pipe cont., LCPE, CMP diameter) 12" to 24" 12" 30" to 96" diam. / 2 102" to 180" 48" pipe - arch metal only span) 18" to 36" 12" 43" to 142" span / 3 148" to 199" 48" Y STD. PLAN — 220.00 Y + PUBLIC WORKS PIPE COMPACTION DEPARTMENT DESIGN AND BACKFILLF' pNIf MARCH 2008 YKQ m END SECTION LENGTH SHALL BEAT LEAST SIX TIMES THE DIAMETER OF THE PIPE (SEE WSDOT STD. SPEC. 7-02.3(1)) 0 M 4H•1VO R STEEPER 4" MAX. THERMOPLASTIC PIPE 4H:1VO R STEEPER 4" MAX. CONCRETE PIPE END SECTION LENGTH SHALL BEAT LEAST SIX TIMES THE DIAMETER OF THE PIPE (SEE WSDOT STD. SPEC. 7-02.3(1)) 0 0 0 4H.1 V 0 R STEEPER 4" MAX. METAL PIPE NOTES 1. The culvert ends shall be beveled to match the embankment or ditch slope and shall not be beveled flatter than 4HA V. When slopes are between 4H:1 V and 6HA V, shape the slope in the vicintiy of the culvert end to ensure that no part of the culvert protrudes more than 4" above the ground line. 2. Field cutting of culvert ends is permitted when approved by the Engineer. All field -cut culvert pipe shall be treated with treatment as shown in the Standard Specifications or General Special Provisions. STD. PLAN - 221.00G• PUBLIC WORKS DEPARTMENT BEVELED END SECTIONS MARCH 2008 DIAM. Y L ORARIN JSI a T PIPE w r a O PIPE REINFORCED EDGE a r DIAM. (SEE NOTE 6) GALVANIZED B N - 1-FSTEEL OR v ALUMINUM SKIRT TOE PLATE q WA EXTENSION L A W A PIPE - ELEVATION PIPE & PIPE ARCH - PLAN T SPAN wREINFORCED EDGE SEENOTE6) N m TOE PLATE A W A EXTENSION L, PIPE ARCH - ELEVATION I r PIPE r r Z z z z a a PIPE a w CONNECTOR < ul a i PIPE SECTION n s CONNECTOR LUG a p a p THREADED ROD (SEE NOTES) a r THREADED ROD a r END SECTION END SECTION END SECTION FILL SLOPE TOE PLATE L EXTENSION - WHEN REQUIRED; SLOPE GALVANIZED STEEL OR 1 ALUMINUM, KISAME GAGE AS SRT, LAPPED 2", FASTENED W/ s 3/8"S.S. ORAL. PIPE RIVETS OR GALVANIZED SECTION O BOLTS ON 12" MAX.CENTERS. FOR 12" THRU 24" PIPE FOR 30' THRU 94' PIPE FOR 42' THRU 94' PIPE AND AND 17" x 13' THRU AND 35" x 24" THRU 49" x 33" THRU 83' x 57" PIPE ARCH 28" x 20' PIPE ARCH WITH BY x 57" PIPE ARCH WITH WITH ANNULAR END CORRUGATIONS, AND ALL ANNULAR END CORRUGATIONS ANNULAR END CORRUGATIONS HELICAL END CORRUGATED PIPE AND PIPE ARCH TYPE 1 TYPE 2 INCHES) TYPE 3 T TOLf2'(H 120.060 DESIGN A ENDSECTIONSLOPE NOTES W TOL. 11/2" TOL. 2" 1. The diameter of the end section of Design B shall match the inside 17 CONNECTION TO METAL PIPE r r diameter of the concrete pipe. 21 24 z 2 z a 2. Skirt sections shall be made in one piece for round pipe with a 150.060 CONCRETE PIPE 21 1" MINIMUM LAP a AFTER EXPANSION n r diameter of 12" to 24" inclusive and for pipe arches with a rise of 13" to 20" inclusive. Skirt sections for larger sizes of pipes may 26 30 40 1 PC. a 0 be multiple pieces in conformance with the tabulated values shown. 21/2:1 LESS THAN 30" DIAM. T 6 31 36 3. Design A end sections for 42" thru 84" diameter and 49" x 33" thru 1 PC. SM 30"DIAM. AND OVER, 13' OR ALAL ANIIEED STEEL 83" x 57" arch with annular corrugations and all helically corrugated 1 PC. n l 12 pipe arch include one foot of pipe length as a connector section. 36 PIVOT BOLT EXPANDER LUG 52 The connector section shall be attached to the end section by 21/2:1 240.075E welds, 10 DESIGN B 6 rivets or bolts and shall be the same thickness as the end section. CONNECTION TO CONCRETE PIPE INLET END ONLY I rzz PIPE COUPLING BAND, SHOP BOLTED TO FLARED PIPE O END SECTION WITH 3/8" BOLTS AT 6" ON CENTER > a MAXIMUM OR EQUIVALENT RIVETED OR WELDED ¢a CONNECTION. FOR USE WITH ALL SIZES OF PIPE w ti AND PIPE ARCH WITH ANNULAR ENDS. a 0ar END SECTION DESIGN C CONNECTION TO METAL OR CONCRETE PIPE OUTLET ONLY 1't'y O PUBLIC WORKS DEPARTMENT 4. Design C may be used in lieu of Design A for all metal pipe sizes except as noted. Coupling bands may be any acceptable type for the pipe specified. 5. Multiple panel skirts shall have 2" lap seams tightly joined by 3/8" stainless steel rivets or galvanized bolts on 6" max. centers. 6. The reinforced edges of the following size End Sections shall be supplemented with galvanized steel stiffener angles: 60" thru 72" diameter pipe ............................... 2" x 2" x 1/4" angle 78" and 84" diameter pipe, and 77" x 52" & 83" x 57" pipe arch ........... 2 1/2" x 2 1/2" x 1/4" angle The above galvanized angles shall be attached by 3/8" galvanized nuts and bolts. 7. Galvanized steel angle reinforcement will be placed under the center panel seams on the 72" thru 84" diam. pipe and 77" x 52" 83" x 57" pipe arch End Sections. 8. As an alternative to the connector lug and threaded rod used on 12" thru 24" culvert pipe, the attachment may be made With a 1"wide strap, 16 gage galvanized steel fastened with a 112" diam., 6" long galvanized bolt and one squarehead nut. PIPEPIPE PIPEDIAM. INCHES) THICKNESSINCHES) ALUM. A TOIL1" B MAX' DIMENSIONS H TOL. 1" INCHES) T TOL. 2' T TOLf2'(H 120.060 SKIRT ENDSECTIONSLOPELW TOL. 11/2" TOL. 2" ALUM. 17 136662124341PC. 21/2:1 150.060 21/2:1 217862630401PC. 21/2:1 180.060 1 PC. 21/2:1 8 10 6 31 36 46 1 PC. 21/2: 1 210.060 52 1 PC. 9 12 6 36 42 52 1 PC. 21/2:1 240.075E 58 10 13 6 41 48 58 1 PC. 21/2:1 30 39 0.075 12 16 S 51 60 70 2 PC. 21/2: 1 36 8 0.105 14 19 9 60 72 94 2 PC. 21/2:1 42 21 0.105 16 22 11 89 84 106 2 PC. 21/2:1 48 0.105 0.105 18 27 12 78 90 112 2 PC. 21/2: 1 54 0.109 0.138 18 30 12 84 102 122 2 PC. 2 112:1 60 0.109 0.138 0.109 18 33 12 87 114 134 3 PC. 1 3/4 : 1 66 0.109 0.138 52 18 36 12 87 120 142 3 PC. 11/2:1 72 0.109 0.138 83 18 39 12 87 126 146 3 PC. 11/3 1 78 0.109 0.138 1 1/2:1 18 42 12 87 132 152 3 PC. 1114 : 1 84 0.109 0.138 18 45 12 87 138 158 3 PC. 11/6 : 1 1't'y O PUBLIC WORKS DEPARTMENT 4. Design C may be used in lieu of Design A for all metal pipe sizes except as noted. Coupling bands may be any acceptable type for the pipe specified. 5. Multiple panel skirts shall have 2" lap seams tightly joined by 3/8" stainless steel rivets or galvanized bolts on 6" max. centers. 6. The reinforced edges of the following size End Sections shall be supplemented with galvanized steel stiffener angles: 60" thru 72" diameter pipe ............................... 2" x 2" x 1/4" angle 78" and 84" diameter pipe, and 77" x 52" & 83" x 57" pipe arch ........... 2 1/2" x 2 1/2" x 1/4" angle The above galvanized angles shall be attached by 3/8" galvanized nuts and bolts. 7. Galvanized steel angle reinforcement will be placed under the center panel seams on the 72" thru 84" diam. pipe and 77" x 52" 83" x 57" pipe arch End Sections. 8. As an alternative to the connector lug and threaded rod used on 12" thru 24" culvert pipe, the attachment may be made With a 1"wide strap, 16 gage galvanized steel fastened with a 112" diam., 6" long galvanized bolt and one squarehead nut. FLARED END SECTIONS STD. PLAN - 221.10 MARCH 2008 PIPE ARCH PIPE ARCH DIMENSIONINCHES) THICKNESSINCHES) DIMENSIONS (INCHES) W TOL. 2' T TOL. 2' SKIRT ENDSECTIONSLOPEH:V) A B H L TOL. TOL. TOL. 1" MAX'. 1" 11/2• SPAN RISE STEEL ALUM. 17 13 0.064 0.060 7 9 6 19 30 40 1 PC. 21/2:1 21 15 0.064 0.060 7 10 6 23 36 46 1 PC. 21/2:1 24 18 0.064 0.060 8 12 6 28 42 52 1 PC. 21/2:1 28 20 0.064 0.075 9 14 6 32 48 58 1 PC. 21/2:1 35 24 0.079 0.075 10 16 6 39 60 70 1 PC. 21/2:1 42 29 0.079 0.105 12 18 8 46 75 85 2 PC. 21/2: 1 49 33 0.109 0.105 13 21 9 53 85 103 2 PC. 21/2: 1 57 38 0.109 0.138 0.105 18 26 12 63 90 114 3 PC. 21/2.1 64 43 0.109 0.138 0.105 18 30 12 70 102 130 3 C. 21/2: 1 71 47 0.109 0.138 0.135 18 33 12 77 114 146 3 PC. 21/2: 1 77 52 0.109 0.138 18 36 12 77126 152 3 PC. 1 3/4 : 1 83 57 0.109 0.138 18 39 12 77 138 158 3 PC. 1 1/2:1 FLARED END SECTIONS STD. PLAN - 221.10 MARCH 2008 12'• material to be ASTM A 36 Y4" plate galvanized Smooth Coupling Band for Smooth Pipe T Plate Detail coupling band NOTE: 1. The smooth coupling band shall be used in 1 collar (2" pipe) combination with concrete pipe. 2. Concrete pipe without bell and spigot shall not be installed on grades in excess of 20%. weld 3. The first anchor shall be installed on the first weld plate (see detail) section of the lower end of the pipe and remaining anchors evenly spaced throughout the installation. material to be ASTM 4. If the pipe being installed has a manhole or 1 2' x 6' pipe stakes A 36 galvanized after fabrication per ASTM catch basin on the lower end of the pipe, the each side of culvert A 153 first pipe anchor may be eliminated. 5. When CMP is used, the anchors may be attached to the coupling bands used to join flatten to point the pipe as long as the specified spacing is Anchor Assembly not exceeded. Corrugated Metal Pipe 6. All pipe anchors shall be securely installed before backfilling around the pipe. I Y STD. PLAN - 221.20 PUBLIC WORKS DETAILS FOR COUPLING BANDS NTo DEPARTMENT FOR CORRUGATED METAL PIPES MARCH 2008 A s" 2 min. concrete block A concrete block anchor a I vtv ,. 1° concrete footing keyed into undisturbed soil SECTION A -A as shown NTS 6" min (typical) min 6" min iL 6" min Note: For SWIPE, pipe must be free to slide inside a 4' long section of pipe one size diameter larger. strap -footing anchor 11— 11 1I I H i ilcllitlr E lui Irl ISI 1" min. diameter II IHI steel rod (strap) IIIF clamped securelyOIrtopipe. 6" min I l 1 1° `. concrete footing keyed into 1' mi l ° I undisturbed soil o pie o as shown t._- 2 SECTION B -B NTS I ' Y STD. PLAN - 221.30G• PUBLIC WORKS DEPARTMENT STRAP PIPE ANCHOR DETAIL MARCH 2008 TYPE D ANNULAR CORRUGATED BAND TYPE D BAND ANGLE CONNECTOR DETAIL COUPLING BAND DIMENSION TABLE ALL DIMENSIONS ARE IN INCHES) BAND CORRUGATION PIPE MIN. GASKET TYPE PITCH x DEPTH DIAM. W TYPE 2 2/3 x 1/2 OR 3 x 1 12-84 12 SLEEVE w REFORMED TO F D 2 2/3 x 1/2 rn 3 x 1 REFORMED TO 90-144 24 SLEEVE 2 2/3 x 1/2 2E Z 3 x 1 36-60 12 M66-108 D REFORMED TO SLEEVE 2422/3 x 1/2 Q o DVLI k T-1 aP NOT SHOWN 4RITY (TYP.) Y STD. PLAN - 221.40 y + PUBLIC WORKS COUPLING BANDS N o$ DEPARTMENT FOR CORRUGATED E D METAL PIPES MARCH 2008 FORMED PIPE EN I I 1/2" x 6" BOLT (TYP.) TYPE F SEMI -CORRUGATED BAND TYPE F BAND ANGLE CONNECTOR DETAIL COUPLING BAND DIMENSION TABLE ALL DIMENSIONS ARE IN INCHES) BAND CORRUGATION PIPE MIN. GASKET TYPE PITCH x DEPTH DIAM. W TYPE Lu 2 2/3 x 1/2 F- OR F 3x.1 12-84 101/2 O-RING REFORMED TO 2 2/3 x 1/2 z g F 22/3x1/2 12-48 01/2 RING JQ TYPE F BAR $ STRAP CONNECTOR DETAIL I Y TYPE F STD. PLAN - 221.50 PUBLIC WORKS COUPLING BANDS FOR NTo DEPARTMENT CORRUGATED METAL PIPES MARCH 2008 Y SLOPE - 0 W LUUZ R WU w U)) O OJ Lu z ¢z wC3z w C1 w U) W xU U QW K m It STRUCTURAL PLATE PIPE ARCHES AND UNDERPASSES FILL SLOPE VARIABLE 2y, o: q76"M6, 9RS FQCi z Ow w Z a U OC RTO Spq w rn F4TO a Ow w O FILL SLOPE VARIABLE PIPES AND STRUCTURAL PLATE PIPES - STEP MITERED PIPE q76 Makc NQFR C ySATQ cFNrFR N 2" PIPES AND STRUCTURAL PLATE PIPES - FULL MITERED PIPE D+D/2 OR S+S/2 FILL SLOPE ANCHOR BOLT (TYP.) > SEE DETAIL & NOTE 3 PIPE SECTION ;A COMMERCIAL CONCRETE COMMERCIAL CONCRETE ANCHOR BOLTS - EQUALLY SPACED, 24" MAX. CENTER TO CENTER SEE NOTE 3) ANCHOR BOLTS - EQUALLY SPACED, 24" MAX. CENTER TO CENTER SEE NOTE 3) ANCHOR BOLTS - EQUALLY SPACED, 24" MAX. CENTER TO CENTER SEE NOTE 3) MMERCIAL NCRETE 6" 3/4" BOLT 21/2" ANCHOR BOLT DETAIL NOTES 1. The variable dimension indicated for the height of step for step mitered pipes shall conform to the manufacturers recommendations unless speci- fied differently on the plans or in the Special Provisions. 2. Reinforcing steel shall have 1 1/2" min. clear cover to all concrete surfaces. 3. Headwalls for concrete culvert pipe may omit anchor bolt attachment. 4. When steel pipe safety bars ar used, headwall thickness shall be increased to 8". v~ Y HEADWALLS FOR CULVERT STD. PLAN — 222.00 PUBLIC WORKS DEPARTMENT PIPE AND UNDERPASS MARCH 2008 HEADWALL SEE NOTE 5 b 3/4" RESIN BONDI NOTCH BOTTOM OF 3" 18" 3" ANCHOR (TYP.) SEE NOTE 4 CULVERT PIPE TO ALLOM/x 4" SLOT WITH JAb 66 -W STEEL PLATE / \ FIELD CUT CULVERT TO SEE DETAIL MATCH BLOCKOUT IN HEADWALL TOP VIEW CULVERT IS PERPENDICULAR TO ROADWAY 4.5" DEEP BLOCKOUT PLACE RESIN BONDED ANCHORS IN FULL DEPTH CONCRETE (TYP.) SEE NOTE 4 SLOPE TO MATCH SIDE SLOPE HEADWALL- COMMERCIAL EADWALL- COMMERCIAL CONCRETE CULVERT PIPE OR PIPE ARCH - SEE NOTE 3 SAFETY BAR - SEE NOTE 2 ISOMETRIC CUTAWAY O SOCKET SHALL EXTEND INTO SAFETY BAR 4" 1 SEE DETAIL TOP VIEW CULVERT IS SKEWED TO ROADWAY CUT AND WELD SOCKET- SEE NOTE 1 3/4" DIAM. x 16" THREADED ROD CENTERED THROUGH PIPE, SECURED WITH NUTS; OR 3/4" x 6" ANCHOR STUDS WELDED TO PIPE. SPACING SHALL BE 8" FROM TOP AND 8" FROM BOTTOM OF CONCRETE (TYP.) NUMBER OF BARS CULVERT DIAM. 3/4" RESIN BONDI NOTCH BOTTOM OF 3" 18" 3" ANCHOR (TYP.) SEE NOTE 4 CULVERT PIPE TO ALLOM/x 4" SLOT WITH 1 66 -W ANCHOR/SOCKET 2" HOLE AT BOTTOM PLACEMENT (TYP.) (TYP.) 96" - 120" 3 TYPO TYP.) TYP.) 8" x 24" x 5/8" SAFETY BAR STEEL PLATE 9" 9" 114'_SAFETY BAR STEEL PLATE DETAIL PLACE RESIN BONDED ANCHORS IN FULL DEPTH CONCRETE (TYP.) SEE NOTE 4 SLOPE TO MATCH SIDE SLOPE HEADWALL- COMMERCIAL EADWALL- COMMERCIAL CONCRETE CULVERT PIPE OR PIPE ARCH - SEE NOTE 3 SAFETY BAR - SEE NOTE 2 ISOMETRIC CUTAWAY O SOCKET SHALL EXTEND INTO SAFETY BAR 4" 1 SEE DETAIL TOP VIEW CULVERT IS SKEWED TO ROADWAY CUT AND WELD SOCKET- SEE NOTE 1 3/4" DIAM. x 16" THREADED ROD CENTERED THROUGH PIPE, SECURED WITH NUTS; OR 3/4" x 6" ANCHOR STUDS WELDED TO PIPE. SPACING SHALL BE 8" FROM TOP AND 8" FROM BOTTOM OF CONCRETE (TYP.) NUMBER OF BARS CULVERT DIAM. REQUIRED UP TO 36 NONE 42^ - M' 1 66 -W 2 96" - 120" 3 NOTES 1. Sockets shall be 3" extra strong steel pipe (3 1/2" O.D.). Sockets must be the proper angle and height so that safety bars are parallel with headwall and side slope, and are easily removable. 2. Safety Bars shall be 4" extra strong steel pipe (4 1/2" O.D.), or 1/2" O.D. (.250" wall thickness) steel tubing. Length (20' maximum) shall be the minimum re- quired to achieve Resin Bonded Anchor placement in full depth concrete. When multiple bars are required (see table) place bars at equal spacing (30" max.). 3. Bevel culvert pipe to match side slope 4. Resin bonded anchors shall be 7" in length (5" embedment). 5. Centerline of headwall shall be normal to roadway centerline. vI Y TYPE 1 SAFETY BARS FOR STD. PLAN - 222.10 PUBLIC WORKS STEPPED CULVERT PIPE DEPARTMENT OR PIPE ARCH MARCH 2008 FINISHED FRONT VIEW 10 Wp. 5 3/4" x 3/4" DIAM. THREADED 1 1/2" 3 1/2" 4" ROD, 4" EMBEDMENT WITH TYP.) TYP TYP) 1" 1" MAX. MAX. HEX HEAD NUT (TYP.) 3/4" MAX. (TYP.) Y D-2" SEE NOTE 1 INSTALL RESIN BONDED SECTION OA ANCHOR (TYP.) 10" TYP. 5 3/4" x 3/4" DIAM. THREADED 11/2" 3 1/2" 4" ROD, 4" EMBEDMENT WITH TYP.) TYP. TYP.) C HEX HEAD NUT (TYP.) 3/4" MAX. (TYP.) ZJ7(V 1" M SEE NOTE 1 1" MAX. INSTALL RESIN BONDED 4ARIESANCHOR (TYP.) SECTION O 7/8" DIAM. HOLE SECTIONCO 3/8"x 4" x 10" STEEL PLATE HEADWALL - SEE STD. PLAN B-75.20 FOR DETAILS SAFETY BAR (TYP.) ISOMETRIC VIEW 2T INVERT RESIN BONDED ANCHOR (TYP.) 3 1/2'. x 31/2" BLOCKOUT (TYP.) FIELD- CUT CULVERT TO MATCH BLOCKOUT IN HEADWALL CULVERT PIPE OR PIPE ARCH NOTES 1. D = Inside Diameter of Culvert Pipe, or Pipe Arch Span Width, 36" maximum. TYP.) 1/ 2. The distance between the safety bars, and between the top bar and the culvert 3" x 3" x 5/16" crown, shall be equal spaces of no more than 24". The distance may vary 3Ysa1" STRUCTURAL TUBING between bars to facilitate placement. 3. Slope shall match Side Slope; 6H:1 V preferred, not steeper than 41HAV. G~ Y Grp STD. PLAN - 222.20 PUBLIC WORKS TYPE 2 SAFETY BARS DEPARTMENT FOR CULVERT OR PIPE MARCH 2008ARCH (ON CROSS ROADS) PLAN 12"MIN / o L/2 L PIPE COUPLING CMP OR CPEP SMO INTERIOR Y 45° 3/4" DIA. SMOOTH BAR SPOT WELD BARS TO AT LEAST 2 CORREGATIONS OF METAL PIPE (TYP) BOLT TO CPEP SMOOTH INTERIOR PIPE. SIDE VIEW NOTE: 1. This debris barrier is for use outside roadways on pipes 36" dia. and smaller. 2. See drawing 223.10 for debris barriers on pipes projecting from driveways or roadway side slopes. 3. All steel parts must be galvanized and asphalt coated. Treatment 1 or better). 4. CPEP-smooth interior pipe requires bolts to secure debris barrier to pipe. END VIEW 4" MAX. (TYR) Y + PUBLIC WORKS DEBRIS BARRIER STD. PLAN - 223.00 DEPARTMENT MARCH 2008 PIPE COUPLING V MIN WELDED TO BAR FRAME MAY BE REMOVED 3/4" DIA. BAR -FRAME 2"X5" ANCHOR STRIPS WELDED TO 3/4" DIA. BAR -FRAME (4 PLACES) SPACED UNIFORMLY, FASTEN WITH 1/2" GALV.OR NON -CORROSIVE BOLTS & NUTS. 3 BEVELED PIPE END SECTION SIDE VIEW 0 NOTES: 1. CMP* end -section shown 2. All steel parts must be galvanized and asphalt coated (Treatment 1 or better). or CPEP smooth interior 3"-5" FOR 18" DIA. 5"-8" FOR 24 DIA. 7"-9" FOR 30" DA. AND GREATER O.C. MAX. BAR SPACING END VIEW I y STD. PLAN - 223.10 PUBLIC WORKS DEBRIS BARRIER DEPARTMENT FOR CONCRETE PIPE MARCH 2008 YKQ mZ pipe O.D. 1'-0 min min end cap or plug flow to second dispersal trench clean out wye from pipe if necessary notched a grade board m in 6" perforated pipe laid flafnevel 2" x 2" notches 18" O.C. type I CB w/solid cover (locking) A A SO' type I CB w/solid cover influent pipe (max design flows0.5 CFS per trench) clean out wye from pipe galvanized 2" x 12" pressure treated grade board filter 15% max for flow control/water quality' treatment in rural areas. PLAN NTS pipe O.D. SECTION A -A NTS min 6" perforated pipe laid flat clean (<5% fines) 4" - 1 "washed rock flow to other branching CB's as necessary 18" O.C—I V- 2" grade board notches 2 NOTES: 1. This trench shall be constructed so as to prevent point discharge and/or erosion. 2. Trenches may be placed no closer than 50 feet to one another. (100 feet along flowline) 3. Trench and grade board must be level. Align to follow contours of site. 4. Support post spacing as required by soil conditions to ensure grade board remains level. PUBLIC WORKS 50 FOOT DISPERSION TRENCH STD. PLAN - 224.00 NTo DEPARTMENT WITH NOTCHED BOARD MARCH 2008 6"0 MIN. ROOF DRAIN STUB WITH CLEANOUT, TYP LOT LINE, TYP. F a z HOUSE 0 TYR PRIVATE ROOF DRAIN PUBLIC STORM SYSTEM COLLECTOR PIPE; PRIVATE STORM SEWER 6"0 MIN., 3.00' MIN. BETWEEN CTR. OF PIPE AND R.O.W. 0.5% MIN. SLOPE, 2 FT. MIN. COVER CLEANOUT, TYP.AT EVERY 90', CURB, SIDEWALK OR 2ND 45° BEND, AND AT 300 FT. MAX. SPACING ON STRAIGHT SECTIONS R.O.W. LINE PRIVATE JOINT UTILITY EASEMENT, ROOF DRAIN TO CONNECT INTO CITY C6, MIN. SIZE TYPE I 5' MIN. WIDTH NOTES: 1. PIPE MATERIALS ALLOWED: PVC, LCPE, TRIPLE WALL POLYETHYLENE (& DI. IF NECESSARY FOR STRENGTH) 2. THE ROOF & FOOTING DRAIN SYSTEMS ARE PRIVATELY MAINTAINED 3. FLOW PATTERN SHOULD BE TO THE NEAREST CB IF GRADE ALLOWS, OR TO THE NEXT DOWNSTREAM CB. 4. ROOF DRAIN COLLECTORS MUST BE ANALYZED FOR CAPACITY, SIZED FOR 25 -YEAR PEAK FLOW. tiTY p TYPICAL ROOF DRAIN STD. PLAN — 225.00 s_ + PUBLIC WORKS COLLECTION STORM SYSTEM MNTp DEPARTMENT CIVIL PLANS MARCH 2008 g MIN N CLEANOUT, TYP. 4 CAP, AND WHERE Z CLEANOUT IS IN PAVEMENT; IRON RING & COVER PER IFCO #247 OR EQUIVALENT CATCH BASIN - AREA DRAIN B TEE Z " PROPERTY LINE 0 U j 5' MIN. O 45° BEND 5'MIN. PERMANENT CAP OR CONNECT PIPE 3'MIN. PRIVATE, JOINT USE UTILITY EASEMEN O 45° WYE SVA/A \ "'VAj TEE, CROSS, OR 45° WYE AT BENDS CLEAN -OUTWITH Q PERMANENT CAP CLEAN-OUT DETAIL N.T.S. CATCH BASIN - AREA DRAIN SECTION A -A ALIGN PIPE TOPS, OR PLACE ROOF DRAIN HIGHER. 3'MIN. VARIE$ yi 3 0 d 2'MIN. COVER OVER COLLECTOR LINE TEMPORARY CAP ON END OF ROOF DRAIN STUB, MARKED BY 2"x4" STAKE PLACE CLEANOUT AT 300' MAX. SPACE, AT 90° BENDS, EACH 2ND 45° BEND, SECTION B -B PIPE ENDS NOTE: MIN. PIPE SIZE 6"0 PIPE MATERIALS ALLOWED: PVC, LINED CPE, TRIPLE WALL POLYETHYLENE, DI (IF NEEDED FOR STRENGTH). Y v~ STD. PLAN - 225.10 PUBLIC WORKS TYPICAL PRIVATE ROOF DRAIN DEPARTMENT COLLECTION SYSTEM NT$ CROSS SECTION MARCH 2008 PLAN L 10' MIN. f 5' MIN. f ELEVATION A I CATCH BASIN 4"0 RIGID PERFORATED PIPE OR 6"0 FLEXIBLE PERFORATED PIPE SECTION A -A ROOF DOWN SPOUT WITH OVERFLOW WYE AND SPLASH BLOCK 12" MIN. 4"0 SOLID PIPE 1' 1 FROP TEE 4"0 RIGID PERFORATED PIPE 6" MIN. SPACING BETWEEN TOP OF PIPE AND FILTER FABRIC FILTER FABRIC AROUND TRENCH WASHED ROCK 1.5"0 TO 0.75"0 Y STD. PLAN - 225.20 PUBLIC WORKS SINGLE FAMILY ROOF DOWNSPOUT N o$ DEPARTMENT INFILTRATION TRENCH MARCH 2008 TRAFFIC RATED CAST IRON CLEAN OUT BOX COYER, CAST IRON VALVE BOX. OR EQUAL - PAVED AREA SOILTInH' COUPLER UNDERVRAIN PIPE SEE NOTE 1 t f OVERFLOW 1UCTURE OR RYA MAIN 1 p 4 TYPICAL CLEANOUT CONFIGURATION TRAFFIC RATED LOCKING CAST IRON LID OR VALVE BOX PER MANUFACTURER RECOMMENDATIONS SEE 140TE 2 LANDSCAPING EXTEND CLEANOUT F" ABOVE DESIGN PONDING ELEVATION OR PER PLAN - 72 DESIGN PONDING ELEVATION 2"x2'xi'THICK CONCRETE COLLAR ADO VALVE BOX EXTENSION OR SOIL PIPE AS NECESSARY TO ACCOMMODATE O 0 OF RISER PIPE FERNCO GASKETED QUIK CAP OR SIMILAR 4" STREAMSED COBBLER PER WMSDOT M311(2) t"I ANOUT TOP LOCATED WITHIN BIQIZETENTION PONDING AREA NOTES: 1 UNDERDRAIN PIPE PER STD PLAN 392 OD DIAMETER TO BE 64NCHES MIN PRIVATE. 84NC11ES MIN PUBLIC 2 CLEANOUT COVER TO BE LOCKING WITH ALLEN HEAL} BOLT, MARKED -DRAIN CLEANOUT,—CLEANOUT," 'UO;' OR SIMILAR GENERAL NOTES: 1 UNDERDRAINS FOR STORMWATER FACILITIES SHALL HAVE AN ACCESS PGINT (CLEANOUJT. OBSERVATION PONT. OR OVERFLOW STRUCTUREjAT EACH END AND AMINIMVM SOF EVERY ifm FEET OF PIPE 2 CLEANGUT PIPE SHALL 8E SAME SIZE AND MATERIAL AS UNDERORAIN PIPE 3. CLEANOUT SMALL BE INSTALLED TO ALLOW FOR MAINTENANCE ACCESS TO ALL PIPES. 4 ALL FITTINGS SHALL BE SOIL TIGHT 5. CLEANOUT RISER TOP SHALL BE LOCATED OUTSIDE OF FACILITY UNLESS APPROVED OTHERWISE, ANV OUTSIDE OF PONDING AREAS WHERE POSSIBLE UNLESS OTHERWISE Y10TED, DRAWING IS NOT TO SCALE (NISI STD. PIAN - 226.00 03PUBLIC WORKS aPpRcsYEa: DEPARTMENT STfIR II ATER FACILITY CLEANOUTlATE 0 access ramp into pond 15% max. dact lines as required slope W pond inlet pipe 3:1 PREFER off 2:1 MAXIMUM V 6" sediment storage W pond design o VV water surface m c level E alternate emergency outflow bottom structure for ponds not required v to provide a spillway If compacted embankment Vl' 04 controlstructure C a B B emergency overflow spillway rock lining A NOTE: C 1.This detail is a schematic representation only. Actual configuration will vary depending on specific site constraints and applicable design criteria. 2.Access Road shall meet the following design criteria. 2.1. maximum grade shall be 15 % for asphalt paving and 12 % for gravel or modular grid paving. 2.2. Outside turning radius shall be 40 feet, minimum. 2.3. Fence gates shall be located only on straingh section of road. 2.4. Access roads shall be 15 feet in width on curves and 12 feet In straight sections. 2.5. A paved apron shall be provided where access roads connect to paved public roadways. 3. All facilities shall be fences. Fence shall be provided around facility allowing proper maintenance per standard details unless otherwise specified. STD. PLAN - 234.00 PUBLIC WORKS TYPICAL DETENTION POND DEPARTMENT MARCH 2008 CONTROLSTRUCTURE EMERGENCY OVERFLOW WS OVERFLOW WS V p POND DESIGN WS p a DEBRIS BARRIER 6" SEDIMENT STORAGE V POND DESIGN W.S. TOP WIDTH OF BERM 6' MIN.12'/15' MIN. FOR ACCESS ROAD EXISTING GROUND PROFILE wmn MAXIMUM ELEVATION 0 10 -yr W.S. KEY, IF REQUIRED SECTION A -A SECTION a -a SECTION B -B has 2 options L AS REQUIRED) CIRCUMFERENCE LENGTH OF OPENING FOR 100 yr FLOW OVERFLOW WS p FRAME/GRATE FOR SECONDARY INLET. PROVIDE VERTICAL BARS IN FRAME @ 4"O.C. (OTHER SYSTEMS ACCEPTABLE IF APPROVED BY DDES) SEE ALSO THE SEPARATE OVERFLOW STRUCTURE 2" ASPHALT FOR SPILLWAYS ON ACCESS ROADS) EMERGENCY OVERFLOW WATER SURFACE 6"MIOVERFLOWWSI o a 0o Ooio oo000 p DESIGN WS SECTION B -B V ROCK LINING Emergency Overflow Spillway NTS OVERFLOW WS jDESIGNWSEMERGENCYOVERFLOWWSp p = OHO ao Q ROCK LINING PER 40 COMPACTED COMPACTED o EMBANKMENT SECTION C -C NOTE: 1.This detail is a schematic representation only. Actual configuration will vary depending on specific site constraints and applicable design criteria. 2.Access Road shall meet the following design criteria. 2.1. maximum grade shall be 15 % for asphalt paving and 12 % for gravel or modular grid paving. 2.2. Outside turning radius shall be 40 feet, minimum. 2.3. Fence gates shall be located only on straingh section of road. 2.4. Access roads shall be 15 feet in width on curves and 12 feet n straight sections. 2.5. A paved apron shall be provided where access roads connect to paved public roadways. 3. All facilities shall be fences. Fence shall be provided around facility allowing proper maintenance per standard details unless otherwise specified. Y PUBLIC WORKS TYPICAL DETENTION POND STD. PLAN - 234.10 DEPARTMENT SECTIONS MARCH 2008 SMOOTH VERTICAL BARS HOOK CLAMI CNCHOREI TO C.B. RISEI LOWER STEEL BAND 4' x 4" WIDE FORMED TO FIT ON GROVE OF C.B. RISER W4" DIA. SMOOTH ROUND BARS WELDED EQUALLY SPACED. BARS SHALL BE WELDED TO UPPER & LOWER BANDS 24 BANDS EVENLY SPACED SEE NOTE 1) TYPE 2 CB C.B. RISER ETAIL HOOK CLAMP NTS SECTION A—A NTS STANDARD GALVANIZED STEPS OR LADDER NOTES: 1. Dimensions are for illustration on 54" diameter CB. For different diameter CB's adjust to maintain 45°angle on vertical" bars and 7" o.c. maximum spacing of bars around lower steel band. 2. Metal parts must be corrosion resistant; steel bars must be galvanized. The use of steel is prefer. 3. This debris barrier is also recommended for use on the inlet to roadway cross -culverts with high potential for debris collection (except on type 2 streams) 4. This debris barrier is for use outside of road right-of-way only. For debris cages within road right-of-way PUBLIC WORKS OVERFLOW STRUCTURE STD. PLAN - 234.20 DEPARTMENT MARCH 2008 15° (typ) see note 1 m 4" DIAMETER SMOOTH 4 hook clamps evenly Z BARS EQUALLY SPACED placed see detail below 3: 0 4" O.C. MAX.) A Z A Provide maintenance access by welding 4 crossbars to 4 vertical bars as shown. Hinge upper ends with flanges/ bolts and provide locking mechanism (padlock) on lower end. Locate steps directly below. PLAN VIEW NTS SMOOTH VERTICAL BARS HOOK CLAMI CNCHOREI TO C.B. RISEI LOWER STEEL BAND 4' x 4" WIDE FORMED TO FIT ON GROVE OF C.B. RISER W4" DIA. SMOOTH ROUND BARS WELDED EQUALLY SPACED. BARS SHALL BE WELDED TO UPPER & LOWER BANDS 24 BANDS EVENLY SPACED SEE NOTE 1) TYPE 2 CB C.B. RISER ETAIL HOOK CLAMP NTS SECTION A—A NTS STANDARD GALVANIZED STEPS OR LADDER NOTES: 1. Dimensions are for illustration on 54" diameter CB. For different diameter CB's adjust to maintain 45°angle on vertical" bars and 7" o.c. maximum spacing of bars around lower steel band. 2. Metal parts must be corrosion resistant; steel bars must be galvanized. The use of steel is prefer. 3. This debris barrier is also recommended for use on the inlet to roadway cross -culverts with high potential for debris collection (except on type 2 streams) 4. This debris barrier is for use outside of road right-of-way only. For debris cages within road right-of-way PUBLIC WORKS OVERFLOW STRUCTURE STD. PLAN - 234.20 DEPARTMENT MARCH 2008 Stormwater Pond This pond is in our care. Runoff is held here after storms. It is released slowly or stored until the next storm when it is replaced by incoming flows. This helps prevent downstream flooding and erosion and helps clean the water. For more information or to report littering, vandalism or other problems, call the City of Renton, Public Works Department, Maintenance Division at (425) 430-7400. Pond Name and GIS Facility ID Number SPECIFICATIONS: SIZE:48 INCHES BY 24 INCHES MATERIAL:0.125-GAUGE ALUMINUM FACE:HP-700-O PERM KR M ITEM #62200M - BEIGE VINYL OR APPROVED EQUAL; DOL 6060 - UV/ANTI-GRAFFITI CLEAR OVERLAY FILM. LETTERING:SILK SCREEN ENAMEL WHERE POSSIBLE, OR VINYL LETTERS. COLORS:BEIGE BACKGROUND, TEAL LETTERS. TYPE FACE:HELVETICA CONDENSED. TITLE: 3 INCH; SUB-TITLE: 1 1 2 - INCH; TEXT: 1 INCH; OUTER BORDER: 1 8 INCH BORDER DISTANCE FROM EDGE: 1 4 - INCH; ALL TEXT 1 3 4 - INCH FROM BORDER. POSTS:PRESSURE TREATED, BEVELED TOPS, 1 2 - INCH HIGHER THAN SIGN INSTALLATION:SECURE TO CHAIN LINK FENCE IF AVAILABLE. OTHERWISE INSTALL TWO 4"X4" POSTS, PRESSURE TREATED, MOUNTED ATOP A GRAVEL BED, INSTALLED IN 30-INCH CONCRETE FILLED POST HOLES (8-INCH MINIMUM DIAMETER), WITH THE TOP SIGN NO HIGHER THAN 42 INCHES FROM GROUND SURFACE. PLACEMENT:FACE SIGN IN DIRECTION OF PRIMARY VISUAL OR PHYSICAL ACCESS. DO NOT BLOCK ANY ACCESS ROAD. DO NOT PLACE WITHIN 6 FEET OF STRUCTURAL FACILITIES (E.G. MANHOLES, SPILLWAYS, PIPE INLETS). POND NAME AND GIS FACILITY ID NUMBER: TO BE PROVIDED BY THE CITY DURING THE CONSTRUCTION PLAN APPROVAL. POND NAME IS THE NAME OF THE PROJECT ON THE APPROVED CIVIL CONSTRUCTION PLANS. NOTE: IF THE FACILITY HAS A LINER TO RESTRICT INFILTRATION OF STORMWATER, THE FOLLOWING NOTE MUST BE ADDED TO THE FACE OF THE SIGN: "THIS FACILITY IS LINED TO PROTECT GROUNDWATER QUALITY." IN ADDITION, THE BACK OF THE SIGN SHALL INCLUDE INFORMATION INDICATING WHICH FACILITIES ARE LINED, THE EXTENT OF THE LINING, THE LINER MATERIAL USED, THE LINER THICKNESS (IF CLAY OR TILL), AND THE TYPE AND DISTANCE OF THE MARKER ABOVE THE LINER (IF A GEOMEMBRANE). Public Works Department Surface Water Utility PUGET SOUND STARTS HERE LOGO SPECIFICATIONS: COLORS:ORANGE (R223, G96, B32); TEAL (R0, G142, B179) SPACING:KEEP ALL OTHER LOGOS, GRAPHICS, AND TYPE AT LEAST 1 UNIT AWAY FROM THE LOGO ON ALL SIDES. 1 UNIT IS THE HEIGHT OF THE SMALL CAP "A" IN THE LOGO AT ANY GIVEN SIZE. PERMANENT PUBLIC SURFACE WATER CONTROL POND SIGN STD. PLAN - 234.30 PUBLIC WORKS DEPARTMENT APPROVED: DATEGreggZimmerman Public Works Administrator UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NTS) DocuSign Envelope ID: 99A90CC8-5C96-425F-81C9-E30C21BEE285 3/21/2018 | 8:53 AM PDT Stormwater Pond This pond is in the care of the private property owner(s). Runoff is held here after storms. It is released slowly or stored until the next storm when it is replaced by incoming flows. This helps prevent downstream flooding and erosion and helps clean the water. For more information or to report littering, vandalism or other problems, call the City of Renton, Public Works Department, Maintenance Division at (425) 430-7400. Pond Name and GIS Facility ID Number SPECIFICATIONS: SIZE:48 INCHES BY 24 INCHES MATERIAL:0.125-GAUGE ALUMINUM FACE:HP-700-O PERM KR M ITEM #62200M - BEIGE VINYL OR APPROVED EQUAL; DOL 6060 - UV/ANTI-GRAFFITI CLEAR OVERLAY FILM. LETTERING:SILK SCREEN ENAMEL WHERE POSSIBLE, OR VINYL LETTERS. COLORS:BEIGE BACKGROUND, TEAL LETTERS. TYPE FACE:HELVETICA CONDENSED. TITLE: 3 INCH; SUB-TITLE: 1 1 2 - INCH; TEXT: 1 INCH; OUTER BORDER: 1 8 INCH BORDER DISTANCE FROM EDGE: 1 4 - INCH; ALL TEXT 1 3 4 - INCH FROM BORDER. POSTS:PRESSURE TREATED, BEVELED TOPS, 1 2 - INCH HIGHER THAN SIGN INSTALLATION:SECURE TO CHAIN LINK FENCE IF AVAILABLE. OTHERWISE INSTALL TWO 4"X4" POSTS, PRESSURE TREATED, MOUNTED ATOP A GRAVEL BED, INSTALLED IN 30-INCH CONCRETE FILLED POST HOLES (8-INCH MINIMUM DIAMETER), WITH THE TOP SIGN NO HIGHER THAN 42 INCHES FROM GROUND SURFACE. PLACEMENT:FACE SIGN IN DIRECTION OF PRIMARY VISUAL OR PHYSICAL ACCESS. DO NOT BLOCK ANY ACCESS ROAD. DO NOT PLACE WITHIN 6 FEET OF STRUCTURAL FACILITIES (E.G. MANHOLES, SPILLWAYS, PIPE INLETS). POND NAME AND GIS FACILITY ID NUMBER: TO BE PROVIDED BY THE CITY DURING THE CONSTRUCTION PLAN APPROVAL. POND NAME IS THE NAME OF THE PROJECT ON THE APPROVED CIVIL CONSTRUCTION PLANS. NOTE: IF THE FACILITY HAS A LINER TO RESTRICT INFILTRATION OF STORMWATER, THE FOLLOWING NOTE MUST BE ADDED TO THE FACE OF THE SIGN: "THIS FACILITY IS LINED TO PROTECT GROUNDWATER QUALITY." IN ADDITION, THE BACK OF THE SIGN SHALL INCLUDE INFORMATION INDICATING WHICH FACILITIES ARE LINED, THE EXTENT OF THE LINING, THE LINER MATERIAL USED, THE LINER THICKNESS (IF CLAY OR TILL), AND THE TYPE AND DISTANCE OF THE MARKER ABOVE THE LINER (IF A GEOMEMBRANE). Public Works Department Surface Water Utility PUGET SOUND STARTS HERE LOGO SPECIFICATIONS: COLORS:ORANGE (R223, G96, B32); TEAL (R0, G142, B179) SPACING:KEEP ALL OTHER LOGOS, GRAPHICS, AND TYPE AT LEAST 1 UNIT AWAY FROM THE LOGO ON ALL SIDES. 1 UNIT IS THE HEIGHT OF THE SMALL CAP "A" IN THE LOGO AT ANY GIVEN SIZE. PUBLIC WORKS DEPARTMENT APPROVED: DATEGreggZimmerman Public Works Administrator UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NTS) PERMANENT PRIVATE SURFACE WATER CONTROL POND SIGN STD. PLAN - 234.35 DocuSign Envelope ID: 99A90CC8-5C96-425F-81C9-E30C21BEE285 3/21/2018 | 8:53 AM PDT 100' max access risers 50' max OLT 0.5' sediment storage l I f 2' min 36" min. size as required 2' max 2' min diameter (typ) control structure FROP-Tshown) SECTION A -Amin. 54" dia. Type 2 CB NTS Flow-through" system shown solid. NOTE: All metal parts corrosion resistant. Steel parts galvanized and asphalt coated (Treatment 1 or better) 2" min. diameter air vent pipe welded to tank required if no access riser on tank) PUBLIC WORKS TYPICAL DETENTION TANK STD. PLAN - 235.00 DEPARTMENT MARCH 2008 l—-------------------------I optional parallel tank I ) i i\\ access risers F 36" 1 1 t inlet pipe max spacing shown below) I i r1 min. diameter same as inlet pipe backup systems where allowed) 2' min A t A flow 36" OO inlet pipe control flow through) structure type 2 CB required access risers for flow through system only PLAN VIEW NTS Flow-through" system shown solid. Designs for"flow backup" system and parallel tanks shown dashed 100' max access risers 50' max OLT 0.5' sediment storage l I f 2' min 36" min. size as required 2' max 2' min diameter (typ) control structure FROP-Tshown) SECTION A -Amin. 54" dia. Type 2 CB NTS Flow-through" system shown solid. NOTE: All metal parts corrosion resistant. Steel parts galvanized and asphalt coated (Treatment 1 or better) 2" min. diameter air vent pipe welded to tank required if no access riser on tank) PUBLIC WORKS TYPICAL DETENTION TANK STD. PLAN - 235.00 DEPARTMENT MARCH 2008 standard type 2-60" diam. CB concrete top slab frame locking lid marked "DRAIN") mounted over 24" diam. eccentric opening 36" CMP riser 6" PLAN NTS standard locking maintain 1" gap between bottom of slab & top of III riser - provide pliable gasket to exclude dirtM-361' compacted pipe bedding riser, 36" diam. min., same material & gage as tank welded or fused to tank M.H. steps 12" O.C. 24" max weld or bolt standard M.H. steps detention tank SECTION NTS NOTES- 1. Use adjusting blocks as required to bring frame to guide. 2. All materials to be aluminum or galvanized and asphalt coated (Treatment 1 or better). 3. Must be located for access by maintenance vehicles. 4. May substitute WSDOT special Type IV manhole (RCP only). Y STD. PLAN - 235.10 Y + PUBLIC WORKS DETENTION TANK N 0$ DEPARTMENT ACCESS DETAIL MARCH 2008 wall flange typical) -III— III III —III III VIII o III III II e III III III o I' - III. 6" min. 1DESIGNW.S. - flow flow i restrictor handholds, o ostepsorladdersee 0 6"sediment o flow12"T_ storage o 12" L2m min. e capacity of outlet pipe not less than developed 100 - yr design flow in. SECTION A -A NTS 4'minimum NOTES: 1. All metal parts must be corrosion resistant. Steel parts must be galvanized and asphalt coated (Treatment 1 or better). 2. Provide water stop at all cast -in-place construction joints. Preceast vaults shall have approved rubber gasket system. 3. Vaults <10' wide must use removable lids. 4. Prefabricated vault sections may require structural modifications to support 5'x 10' opening over main vault. Alternatively, access can be provided via a side vestibule as shown. 5. All vault areas must be within 50' of an access point. 6. For vaults under roadways, the removable panel must be located outside the travel lanes. Alternatively, multiple standard locking manhole covers may be provided. Spacing of manhole covers shall be 12 feet, measured on center, to facilitate removal of sediment. Ladders and hand -holds need only be provided at the outlet pipe and inlet pipe, PUBLIC WORKS TYPICAL DETENTION VAULT STD. PLAN — 236.00 DEPARTMENT MARCH 2008 outlet pipe SII I a------ III flow, 5% I AMIT, I flow A 5% I L I I I I I I 5'x 10' opening I I I for vaults 2000 sf I I or greater floor area I optional I I PLAN VIEW I 5' x 10' access vault I I NTS may be used in lieu of top access frames, grates and round solid covers marked "DRAIN" with locking bolts. wall flange typical) -III— III III —III III VIII o III III II e III III III o I' - III. 6" min. 1DESIGNW.S. - flow flow i restrictor handholds, o ostepsorladdersee 0 6"sediment o flow12"T_ storage o 12" L2m min. e capacity of outlet pipe not less than developed 100 - yr design flow in. SECTION A -A NTS 4'minimum NOTES: 1. All metal parts must be corrosion resistant. Steel parts must be galvanized and asphalt coated (Treatment 1 or better). 2. Provide water stop at all cast -in-place construction joints. Preceast vaults shall have approved rubber gasket system. 3. Vaults <10' wide must use removable lids. 4. Prefabricated vault sections may require structural modifications to support 5'x 10' opening over main vault. Alternatively, access can be provided via a side vestibule as shown. 5. All vault areas must be within 50' of an access point. 6. For vaults under roadways, the removable panel must be located outside the travel lanes. Alternatively, multiple standard locking manhole covers may be provided. Spacing of manhole covers shall be 12 feet, measured on center, to facilitate removal of sediment. Ladders and hand -holds need only be provided at the outlet pipe and inlet pipe, PUBLIC WORKS TYPICAL DETENTION VAULT STD. PLAN — 236.00 DEPARTMENT MARCH 2008 removable watertight coupling or flange 2" min. I' 'I max. plate welded to elbow with orifice as specified ELBOW RESTRICTOR elevation per plans / 1' min. under pavement 16" max. 6" min. desiqn W.S. elbow restrictor, see detail pipe supports see Note 6 1.5 x D TT T min. dutlet pipe D 1 see notes 1 & invert and elevation per plans welded restrictor plate with orifice diameter as specified (not needed if for spill control only) 2' min. c E v 12„ 12" o cE v 12„ SECTION A -A 2' min. clearance to any portion of frop-T including elbows NOTES: A 1. Use a mimimum of a 54" diameter type 2 catch basin. 2. Outlet Capacity: 100 -Year developed peak flow. 3. Metal Parts: Corrosion resistant. elbow restrictor Non -Galvanized parts perferred. see detail Galvanized pipe parts to have asphalt treatment 1. 4. Frame and ladder or steps offset so: A. Cleanout gate is visible from top. B. Climb -down space is clear of riser and cleanout gate. C. Frame is clear of curb. 5. If metal outlet pipe connects to cement concrete pipe: outlet pipe to have smooth O.D. equal to concrete pipe I.D. less 41'- 6. Provide at least one 3" X .090 gage support bracket anchored to concrete wall. maximum T-0" vertical spacing) 7. Locate elbow restrictor(s) as necessary to provide minimum clearance as shown. S. Locate additional ladder rungs in structures used as access to tanks and vaults to allow access when catch basin is filled with water. angle as necessary see note 7 2' min. PLAN VIEW frame & solid cover marked "DRAIN" with locking bolts see note 3 vertical bar grate for secondary inlet handholds, steps or ladder inlet dipe shear gate with control rod for cleanout/drain rod bent as required for vertical alignment with cover) additional ladder rungs in sets) to allow access to tanks or vaults when catch is filled with water Y Y + PUBLIC WORKS FLOW RESTRICTOR STD. PLAN - 237.00 DEPARTMENT OIL POLLUTION CONTROL TEE MARCH 2008 Frame and round solid cover marked "DRAIN" with locking bolts. attach shear gate control rod to support bracket on inside of access opening A t— removable water -tight coupling B PLAN VIEW NTS plate welded 6" mTin. to elbow with ,_-- orifice as specified 6" max. ELBOW RESTRICTOR DETAIL grouted ISOMETRIC NTS NOTES: outlet capacity: 100 year developed peak flow metal parts: corrosion resistant steel parts galvanized and asphalt coated catch basin: type 2 minimum 72" diameter to be constructed in accordance with AASHTO M-199 unless otherwise spedified orifices: sized and located as required with lowest orifice a minimum of 2' from base I Y + PUBLIC WORKS FLOW RESTRICTOR STD. PLAN — 237.10 DEPARTMENT OIL POLLUTION CONTROL BAFFLE MARCH 2008 frame elevation 2' min. 1' min. under per plans 1' min pavement ma 6" p max W.S. e e A_ overflow conditions DESIGN W.S. 6" min. 0 0 shear gate with handholds, control rod for drain elbow restrictors see detail below . steps or ladder orifice plate 10 gage minimum galvanized steel with orifice flow diameter 1" minimum less than diameter of 2' min. concrete hole 2' min. F -17F-11. SECTION A -A SECTION B -B NTS NTS A t— removable water -tight coupling B PLAN VIEW NTS plate welded 6" mTin. to elbow with ,_-- orifice as specified 6" max. ELBOW RESTRICTOR DETAIL grouted ISOMETRIC NTS NOTES: outlet capacity: 100 year developed peak flow metal parts: corrosion resistant steel parts galvanized and asphalt coated catch basin: type 2 minimum 72" diameter to be constructed in accordance with AASHTO M-199 unless otherwise spedified orifices: sized and located as required with lowest orifice a minimum of 2' from base I Y + PUBLIC WORKS FLOW RESTRICTOR STD. PLAN — 237.10 DEPARTMENT OIL POLLUTION CONTROL BAFFLE MARCH 2008 Frame and round solid cover marked "DRAIN" with locking bolts. 0 6" min. weir shape as needed for performance NOTES: 0 We and 0 0 El crown outlet pipe flow SECTION B -B NTS ISOMETRIC NTS 1' min. under DESIGN W.S. I.E. weir, inlet We and drain crown outlet pipe flow c E shear gate with V control rod for iE drain. See A Locate additional ladder rungs (in sets) to allow / access to tanks or vaults l when sump is filled with water Outlet Capacity: 100 -year developed peak flow. Metal Parts: corrosion resistant steel parts galvanized and asphalt coated. Catch Basin: type 2 Min. 72" diameter to be constructed in accordance with AASHTO M-199 unless otherwise specified. Baffle Wall: to be designed with concrete reinforcing as required. Spill Control Requirements SECTION A -A NTS tbk B I B PLAN VIEW NTS frame elevation per plans outlet pipe handholds, steps or ladder (2 places) A shear gate Locate horizontal for clearance with ladder. Attach rod to support bracket on inside of access opening Y + PUBLIC WORKS FLOW RESTRICTOR STD. PLAN — 237.20 DEPARTMENT OIL POLLUTION CONTROL WEIR MARCH 2008 SIX EVENLY SPACED HOLES ON 10 3/8" BOLT CIRCLE FOR BOLTING TO FLANGE CONNECTION. LEVEL LINE WZ LuLu WJ SEE NOTE 5 FRONT SIDE MAXIMUM OPENING OF GATE HANDLE WITH LOCK PIN. IT 110000— 0 ADJUSTABLE LOCK HOOK WITH LOCK SCREW. O LIFT HANDLE SHALL BE ATTACHED PER 1" ROD OR TUBING, VARIABLE LENGTH. MANUFACTURER'S RECOMMENDATIONS. J— LIFT HANDLE NOTES: 1. SHEAR GATE SHALL BE ALUMINUM ALLOY PER ASTM B-26-ZG-32a OR CAST IRON ASTM A48 CLASS 30B AS REQUIRED. 2. GATE SHALL BE 8 IN. DIAM. UNLESS OTHERWISE SPECIFIED. 3. GATE SHALL BE JOINED TO TEE SECTION BY BOLTING (THROUGH FLANGE), WELDING, OR OTHER SECURE MEANS. 4. LIFT ROD: AS SPECIFIED BY MFR. WITH HANDLE EXTENDING TO WITHIN ONE FOOT OF COVER AND ADJUSTABLE HOOK LOCK FASTENED TO FRAME OR UPPER HANDHOLD. 5. GATE SHALL NOT OPEN BEYOND THE CLEAR OPENING BY LIMITED HINGE MOVEMENT, STOP TAB, OR SOME OTHER DEVICE. 6. NEOPRENE RUBBER GASKET REQUIRED BETWEEN RISER MOUNTING FLANGE AND GATE FLANGE. 7. MATING SURFACES OF LID AND BODY TO BE MACHINED FOR PROPER FIT. 8. FLANGE MOUNTING BOLTS SHALL BE 3/8 IN. DIAM. STAINLESS STEEL. 9. ALTERNATE CLEANOUT/SHEAR GATES TO THE DESIGN SHOWN ARE ACCEPTABLE, PROVIDED THEY MEET THE MATERIAL SPECIFICATIONS ABOVE AND HAVE A SIX BOLT, 10 3/8 IN. BOLT CIRCLE FOR BOLTING TO THE FLANGE CONNECTION. Y STD. PLAN - 237.30 y + PUBLIC WORKS FROP - T - SHEAR GATE DETAIL F, NO$ DEPARTMENT MARCH 2008 Y a access road tractleasement A 4-1mlinesasrequired Z inflow pipe 0 settling pond if required connecting spillway infiltration pond: outflow/ overflow structure emergency overflow spillway 5 minimum PLAN VIEW A overflow/emergency overflow existing ground 1271. (typ) 6' if H<6' H SECTION A -A NOTE: 1.This detail is a schematic representation only. Actual configuration will vary depending on specific site constraints and applicable design criteria. 2.Access Road shall meet the following design criteria. 2.1. maximum grade shall be 15 % for asphalt paving and 12 % for gravel or modular grid paving. 2.2. Outside turning radius shall be 40 feet, minimum. 2.3. Fence gates shall be located only on straingh section of road. 2.4. Access roads shall be 15 feet in width on curves and 12 feet n straight sections. 2.5. A paved apron shall be provided where access roads connect to paved public roadways. 3. All facilities shall be fences. Fence shall be provided around facility allowing proper maintenance per standard details unless otherwise specified. Y STD. PLAN - 238.00 y + PUBLIC WORKS TYPICAL INFILTRATION POND DEPARTMENT MARCH 2008 outlet pipe A filter fabric top only riser for infiltration only for detention/infiltration see Standard Detail 235.00 optional parallel tank access risers \ max spacing 100-8) 1 outlet/overflow structure access risers PLAN VIEW NTS 50'50' max 100' max 50' maxmax50' max T 1 I./—.O 0 oead0 st(oraoe 0 0 0 0 0 0 2' in. detention tank 1" holes as size as required required overflow structure min. 54" dia. type 2 C.B. 36" min. dia. (typ.) SECTION A -A NTS A washed rock bedding and backfill to top of tank, min. 2' beyond edges settling vault or type 2 C.B. if required inlet pipe flow through) 2" min. diameter air vent pipe welded to tank required if no access riser on tank) type 2 C.B. or settling vault if required 411— 4' min. washed rock bedding and backfill to top of tank NOTES: 1. All metal parts corrosion resistant. 2. Steel parts galvanized and asphalt coate(treatment 1 or better). 3. Filter fabric to be placed over washed rock backfill. 4. The proposed bottom shall be at least 3 feet above the seasonal high water level and have at least 3 feet of permeable soil beneath the bottom. I y STD. PLAN - 238.10 PUBLIC WORKS TYPICAL INFILTRATION TANK DEPARTMENT MARCH 2008 LADDER (TYP.) 3 Y ACCESS COVER (TYP.) W/LADDER ACCESS TO VAULT. IF > 1250 SF, PROVIDE 5 X 10 REMOVABLE PANEL OVER INLET/OUTLET PIPE. m INFLOW 20' MAX RECOMMENDED I lz O - 3 INLET PIPE (8" MIN.) MANHOLE HIGH FLOW BYPASS PLAN VIEW NTS OUTLET PIPE (8" MIN.) SHUT OFF VALVE W/ RISER & VALVE BOX 5' MAX. SLUDGE RETAINING BAFFLE VARIES (CAN BE CONSTRUCTED ON OIL RETAINING BAFFLE GRADE WITHOUT FLOW SPREADING BAFFLE RISERS) (RECOMMENDED) EXISTING GRADE TEE (8" MIN.) 6" MIN. tee i l — b \ — OIUWATER 1' MIN forebayD CHAMBER OR (0 min 1' MIN.. 24" MIN. 2' min. 1' min. REMOVABLE TEE GRAVITY DRAIN 8' MIN. D = 3' MIN. RECOMMENDED) U3 - L/2 8' MAX. 1' MIN. APPROX.) L=5W SECTION VIEW NTS NOTES: 1. GRAVITY DRAIN SHALL BEAT LEAST 8 INCH MINIMUM DIAMETER AND SHALL BE CONTROLLED BY A VALVE. USE OF A SHEAR GATE IS ALLOWED ONLY AT THE INLET OF A PIPE LOCATED WITHIN AN APPROVED STRUCTURE. I y STD. PLAN - 240.00 PUBLIC WORKS BAFFLE OIL / WATER SEPARATOR DEPARTMENT MARCH 2008 VENTILATION PIPES 12" MIN. r AT CORNERS 50% D MIN.) COALESCING PLATE PACK 20' MAX ACCESS COVER r RECOMMENDED) OVER INLET ACCESS COVER WO WATER SIRFACE OVER OUTLET) LADDER AND ACCESS INLET PIPE 8" MIN.) HIGH FLOW BYPASS 2 F_ LADDER (TYP.) 5' MAX. L SHUT OFF VALVE W/ RISER & VALVE BOX OUTLET PIPE (8' MIN.) ACCESS DOOR ALLOWING REMOVAL OF PLATE PACK OR PROVIDE FULL LENGTH REMOVABLE COVERS ACROSS ENTIRE CELL. PLAN VIEW NTS VARIES (CAN BE CONSTRUCTED ON GRADE WITHOUT RISERS) r 6" min. 50% D MIN.) r COALESCING PLATE PACK r WO WATER SIRFACE j' INLET WEIR -SOLIDS FOREBAY 1' min. AFTERBAY WINDOW WALL (SEE TEXT) HIGH FLOW BYPASS 2 F_ LADDER (TYP.) 5' MAX. L SHUT OFF VALVE W/ RISER & VALVE BOX OUTLET PIPE (8' MIN.) ACCESS DOOR ALLOWING REMOVAL OF PLATE PACK OR PROVIDE FULL LENGTH REMOVABLE COVERS ACROSS ENTIRE CELL. PLAN VIEW NTS VARIES (CAN BE CONSTRUCTED ON GRADE WITHOUT RISERS) 8" TEE OIL RETAINING 1' MI I . 6" min. 50% D MIN.) COALESCING PLATE PACK r WO WATER SIRFACE j' INLET WEIR -SOLIDS 1' min. WINDOW WALL (SEE TEXT) D 18" MIN. 1' MINif. 6" MIN. 8" TEE OIL RETAINING BAFFLE 50% D MIN.) COALESCING PLATE PACK INLET WEIR -SOLIDS RETAINING BAFFLE OR WINDOW WALL (SEE TEXT) GRAVITY DRAIN L/3 MIN. L/2 RECOMM.) L (L/4 RECOMM.) SECTION VIEW NTS NOTES: 1. GRAVITY DRAIN SHALL BEAT LEAST 8 INCH MINIMUM DIAMETER AND SHALL BE CONTROLLED BY A VALVE. USE OF A SHEAR GATE IS ALLOWED ONLY AT THE INLET OF A PIPE LOCATED WITHIN AN APPROVED STRUCTURE. I ' y STD. PLAN - 240.10 PUBLIC WORKS COALESCING PLATE OIL / WATER DEPARTMENT SEPARATOR MARCH 2008 TYPE 2 C.B. TO BYPASS CONVEYANCE SYSTEM OR DETENTION POND 1/v INFLOW ROUND SOLID LID HANDHOLD AND STEPS OR LADDER ACCESS (PROVIDE LADDERS TO BOTH SIDES OF WALL IF WEIR >36" HIGH). WQ DESIGN WATER SURFACE ELEVATION INFLOW 4" MIN. THICKNESS REINFORCED CONCRETE BAFFLE WALL OR OTHER SUITABLE MATERIAL Note: The water quality discharge pipe may require an orifice plate to be installed on the outlet to control the height of the design water surface (weir height). The design water surface should be set to provide a minimum headwater/diameter ratio of 2.0 on the outlet pipe. PLAN VIEW NTS F rl E r` NTS REINFORCED BAFFLE WALL GROUTED ro M.H. STRUCTURE (BOTH ENDS) v TO WQ FACILITY 4' MIN. OR PROVIDE SEPARATE ACCESS TO EITHER SIDE OF BAFFLE WALL I==> TO WATER QUALITY FACILITY 2" MIN. I ' y STD. PLAN - 241.00 PUBLIC WORKS FLOW SPLITTER - OPTION A DEPARTMENT MARCH 2008 TO BYPASS CONVEYANCE SYSTEM OR DETENTION POND q 2d* baffle to control floatables INFLOW DIA. OF STANDPIPE* 2 X DIA. OF OUTLET PIPE RECOMMENDED AS STARTING POINT) TYPE - 2 C.B. _ NO BASE CHANNED REQ'D PLAN VIEW q NTS TO WATER QUALITY FACILITY ROUND SOLID LID BAFFLE TO CONTROL FLOATABLES OR PROVIDE SPILL CONTROL UPSTREAM TOP OF PIPE AT WQ DESIGN WATER SURFACE ELEVATION AND HEAD LOSSES IN OUTLET PIPE INFLOW LADDER (TYP.) SECTION A -A NTS NOTE: Diameter (d) of standpipe should be large enough to minimize head above WQ design WS and to keep WQ design flows from increasing more than 10% during 100 -year flows. P OF RISER AT DESIGN WS ELEVATION TEE" SECTION WITH CLEANOUT DR REMOVABLE BEND -DOWN ELBOW) TO WATER QUALITY FACILITY ORIFICE SIZED TO PASS WQ DESIGN FLOW Y + PUBLIC WORKS FLOW SPLITTER - OPTION B STD. PLAN - 241.10 DEPARTMENT MARCH 2008 Y Q mZ Example of anchored plate o used with a sand filter* may also be used with other water quality facilities). V -NOTCHED OR LEVEL PLATE SPREADER ANCHOR POSTS SPACED 6' O.C. OR AT EACH END IF WIDTH <6' SAND FILTER MAY USE OTHER SPREADING OPTIONS. 2" MIN. INLET PIPE A EXTEND INTO SLOPE TO PROTECT FROM THE 100 YEAR FLOW OR THE HIGHEST FLOW ENTERING i WATER QUALITY FACILITY. Alternative Design Catch basin recommended for higher flow situations (generally for inflow velocities of 5 fps or greater for 100 year storm). ROCK RIP RAP sand layer 2" MIN. gravel layer MIN.) r existing grade INLET PIPE MI SECTION A -A NTS LEVEL SPREADER PLATE BOLTED TO ANCHOR POST 2' (MIN.) EMBEDDED INTO EXISTING GROUND NOTES: 1. FLOW SPREADER PLATES MAYBE MADE OF EITHER WOOD, METAL, FIBERGLASS REINFORCED PLASTIC, OR OTHER DURABLE MATERIAL. IF WOOD, PRESSURE TREATED 4 BY 10 -INCH LUMBER OR LANDSCAPE TIMBERS ARE ACCEPTABLE. 2. ANCHOR POST SHALL BE 4 -INCHES SQUARE CONCRETE, TUBULAR STAINLESS STEEL, OR OTHER MATERIAL RESISTANCE TO DECAY . I ' y STD. PLAN - 242.00 PUBLIC WORKS FLOW SPREADER - OPTION A NTo DEPARTMENT ANCHORED PLATE MARCH 2008 SIDE WITH WING WALLS PLAN VIEW YK Example of a concrete sump flow m spreader used with a biofiltration swale may be used with other WQ facilities). 0 C CONCRETE SUMI` OUTFALL RIPRAP INLET PIPE A A SIDE WITH WING WALLS Note: 1. Extend sides into slope. Height of side wall and wing walls must be sufficient to handle the 100 -year flow or the highest flow entering the facility. 2. Concrete for sump box may be either cast -in-place or pre -cast, but the bottom of the sump shall be reinforced with wire mesh for cast -in-place sumps. 3. Sump boxes shall be placed over bases that consist of 4 inches of crushed rock, inch minus to help assure the sump remain level. ROCK A I Y STD. PLAN - 242.10 PUBLIC WORKS FLOW SPREADER OPTION B NTo DEPARTMENT CONCRETE SUMP BOX MARCH 2008 PLAN VIEW NTS ij INLET PIPE WING WALL OUTLINE 2" MIN. CLEARANCE C 8" (MIN.) i:/\ VX// CONCRETE SUMP 4"WALL THICKNESS) 24" (MIN) SECTION A -A NTS Note: 1. Extend sides into slope. Height of side wall and wing walls must be sufficient to handle the 100 -year flow or the highest flow entering the facility. 2. Concrete for sump box may be either cast -in-place or pre -cast, but the bottom of the sump shall be reinforced with wire mesh for cast -in-place sumps. 3. Sump boxes shall be placed over bases that consist of 4 inches of crushed rock, inch minus to help assure the sump remain level. ROCK A I Y STD. PLAN - 242.10 PUBLIC WORKS FLOW SPREADER OPTION B NTo DEPARTMENT CONCRETE SUMP BOX MARCH 2008 Y N MAINTENANCE ACCESS ROAD Y MODULAR GRID PAVEMENT POROUS PAVEMENT, ASPHALT, m 1 CONCRETE OR GRAVEL) FOR Z VEHICLE ACCESS 3 ol, FLOW SPREADER MID-SWALE FLOW SPREADER J ,J , ROADWAY LENGTH DEPENDS ON RECOMMENDED) T4, 1`J SWALE AREA (SEE NOTE) J, J, `J, J, BIOFILTRATION SWALE BOTTOM '41J, MIN. SWALE LENGTH = 100 FT.) `J,, J ,J 4 J, J,4 4 NOTE: Longitudinal slope 1-6%. PLAN Provide underdrain for slopes < 1.5%. UNDERDRAIN FOR SLOPES < 1.5% SOIL AMENDED WITH COMPOST SWALE BOTTOM PERFORATED UNDERDRAIN PIPE CENTERED BENEATH SWALE 8' MINUS CLEAN DRAIN ROCK FILTER FABRIC NOTE: Underdrain must infilitrate or drain freely to an acceptable discharge point. SWALE DIVIDER FOR WIDTH >10 FT WATER QUALITY DESIGN DEPTH (Y) = 4" MAX. 2" FOR FREQUENTLY MOWED AREAS) Y+1 MIBOTTOM WIDTH = (B) X. = 16 FT+DIVIDER WID H MIN. =2FT TYPICAL SWALE SECTION 2" COMPOST TILLED INTO 6" NATIVE SOIL FILTER FABRIC WRAP OF TOP, SIDES AND BOTTOM 6" MIN. AMENDED SOIL O G 6, MIN. OVER PIPE PERFORATES PIPE UNDERDRAIN ao ^ CENTERED BENEATH SWALE ORIGINAL SOIL DETAIL A Gti BIOFILTRATION SWALE SCHEMATIC Y STD. PLAN — 243.00 PUBLIC WORKS DEPARTMENT CROSS SECTION AND UNDERDRAIN DETAIL MARCH 2008 MANIFOLD ET PIPE NOTES 1. CONDITION OF USE 1.1. MAY BE USED AS A SECOND WATER QUALITY FACILITY IN ENHANCED BASIC WATER QUALITY TREATMENT. 1.2. MAY BE FILLED WITH SEVERAL TYPES OF FILTER MEDIA INCLUDING PERLITE, ZEOLITE AND IRONINFUSSED MEDIA. 2. DESIGN AND INSTALLATION SPECIFICATIONS 2.1. STORMFILTER SIZING IS BASED ON THE WATER QUALITY FLOW. 2.2. ACCESS MOST BE PROVIDED BY EITHER 3'X9' ACCESS DOOR OR REMOVABLE PANELS TO ALLOW FOR REMOVAL AND REPLACEMENT OF EITHER FILTER CARTRIDGE. REMOVABLE PANELS SHALL BE AT GRADE, HAVE STAINLESS STEEL LIFTING EYES, AND WEIGHT NO MORE THAN 5 TONS PER PANEL. 2.3. ACCESS TO THE INFLOW AND OUTLET CELLS MUST BE PROVIDED. 2.4. LADDER ACCESS IS REQUIRED WHEN VAULT HEIGHT EXCEEDS 4 FEET. 2.5. LOCKING LIDS SHALL BE PROVIDED AS SPECIFIED FOR DETENTION. 3. MAINTENANCE STANDARDS 3.1. ROUTINE MAINTENANCE SHALL INCLUDE INSPECTING FOR DEBRIS, VEGETATION, AND SEDIMENT ACCUMULATION, FLUSHING THE UNDER DRAIN, AND REMOVING OR REPLACING COMPOST MEDIA. 3.2. SEDIMENT SHALL BE REMOVED WHEN THE ACCUMULATION CAUSES THE INFILTRATION CAPACITY TO DROP BELLOW DESIGN FLOW RATE. 3.3. THE MEDIA SHALL BE REPLACED AT LEAST ONCE A YEAR OR WHEN INFILTRATION CAPACITY IS UNRECOVERABLE. 3.4. MEDIA SHALL BE DISPOSED OF IN ACCORDANCE WITH APPLICABLE REGULATIONS INCLUDING THE STATE DANGEROUS WASTE REGULATIONS (WAC -173-303). Y STD. PLAN - 248.00 PUBLIC WORKS STORMFILTER DEPARTMENT SCHEMATIC F' pN tp$ MARCH 2008 ACCESS ROAD TO INLET STRUCTURE ACCESS RAMP TO BOTTOM OF FIRST WETPOOL CELL (7HA V) (SEE TEXT) FIRST WETPOOL CELL 25% TO 35% OF WETPOOL VOLUME, EXCLUDING ACCESS RAMP BERM TOP WIDTH 5' MIN. (IF EARTHEN) SECOND WETPOOL CELL EMERGENCY OVERFLOW WS EMERGENCY SPILLWAY PER DETENTION FACILITY REQUIREMENTS PLAN VIEW NTS NOTE: A INLET PIPE & CATCH BASIN PER DETENTION FACILITY REQUIREMENTS BERM OR BAFFLE AT DESIGN WS OR SUBMERGED 1' BELOW DESIGN W.S. EXTEND BERM ACROSS ENTIRE WETPOOL WIDTH. A PLANTINGS REQUIRED ON CUT SLOPES FOR LAKE PROTECTION FACILITIES MANHOLE & OUTLET PIPE SIZED TO PASS PEAK FLOW PER CONVEYANCE REQUIREMENTS OUTLET EROSION CONTROL & ENERGY DISSIPATION PER DETENTION FACILITY REQUIREMENTS 1. This detail is a schematic representation only. Actual configuration will vary depending on specific site constraints and applicable design criteria. 2. Access Road shall meet the following design criteria. 2.1. Maximum grade shall be 15 % for asphalt paving and 12 % for gravel or modular grid paving. 2.2. Outside turning radius shall be 40 feet, minimum. 2.3. Fence gates shall be located only on strafing section of road. 2.4. Access roads shall be 15 feet in width on curves and 12 feet n straight sections. 2.5. A paved apron shall be provided where access roads connect to paved public roadways. 3. All facilities shall be fenced. Fence shall be provided around facility allowing proper maintenance per standard details unless otherwise specified. 4. Wetponds with wetpool volumes less than or equal to 4,000 cubic feet may be single celled (i.e., no baffle or berm is required). G~ Y Grp STD. PLAN - 249.00 PUBLIC WORKS TYPICAL WETPOND A DEPARTMENT MARCH 2008 SLOPE VEGETATION PER DETENTION FACILITY REQUIREMENTS INLET 2' MIN. / INLET EROSION CONTROL/ SLOPE PROTECTION PER DETENTION FACILITY REQUIREMENTS SEDIMENT STORAGE DEPTH = V MIN. WETPOOL FLOW LENGTH = 3 (MIN.) X WIDTH FIRST CELL DEPTH 4' MIN. WETPOOL DEPTH 8' MAX. RECIRCULATION TO 8' MAX. RECOMMENDED FOR DEPTH > 6' OUTLET PIPE INVERT AT WETPOOL WS ELEVATION EMERGENCY OVERFLOW—WS---7-- VERFLOW WS $ ZINVERTINVERT6" MIN. OVERFLOW WS 7 BELOW TOP OFINTERNAL W Q DESIGN WS y BERM. LOWER 12" min. PLACEMENT IS DESIRABLE 18" MIN. GRAVITY DRAIN IF GRADE ALLOWS) 8" MIN. DIAMETER VALVE MAY BE LOCATED INSIDE MH OR OUTSIDE WITH APPROVED OPERATIONAL ACCESS) 1 ft \ p EMERGENCY OVERFLOW WS v OVERFLOW WS v WQ DESIGN WS EMERGENT VEGETATION KEYED REQUIRED FOR WETPOOL DEPTHS TOR LESS NOTE: BERM SLOPE MAYBE 2:1 WHEN TOP SUBMERGED 1' BELOW WQ DESIGN WS SECTION A -A NTS ACCESS ROAD MANHOLE OR TYPE 2 CATCH BASIN SECTION B -B NTS NOTE: 1. See detention facility requirements for location and setback requirements. 2. All facilities shall be fenced. Fence shall be provided around facility allowing proper maintenance of the facility. 3.This detail is a schematic representation only. Actual configuration will vary depending on specific site constraints and applicable design criteria. 4.Access Road shall meet the following design criteria. 4.1. maximum grade shall be 15 % for asphalt paving and 12 % for gravel or modular grid paving. 4.2. Outside turning radius shall be 40 feet, minimum. 4.3. Fence gates shall be located only on straingh section of road. 4.4. Access roads shall be 15 feet in width on curves and 12 feet n straight sections. 4.5. A paved apron shall be provided where access roads connect to paved public roadways. FENCE REQUIRED FOR SIDE SLOPES STEEPER THAN 3(V):1(H) CAPACITY OF OUTLET SYSTEM SIZED TO PASS PEAK FLOW FOR CONVEYANCE REQ. EXTERIOR BERMS DESIGNED PER DAM SAFETY REQUIREMENTS IF APPLICABLE I ' y STD. PLAN - 249.10 PUBLIC WORKS TYPICAL WETPOND SECTIONS DEPARTMENT MARCH 2008 B ACCESS COVER OR DOORS REQUIRED. YKQ m LADDER A z A 0 5' X 10' GRATE OVER SECOND CELL WETPOOL ( MAY BE PROVIDED BY A GRATED WIDTH 5'X 10' ACCESS DOOR OR PANEL) A V" SHAPED BOTTOM REMOVABLE BAFFLE OR WALL SEE NOTE OUTLET WETPOOL LENGTH Fj OPEN PIPE FOR WETVAULT ONLY. SEE DETETENTION VAULT FOR PLAN VIEW COMBINED WATER QUALITY/ FRAME, GRATE AND NTS DETENTION VAULT OUTLET LOCKING COVER MARKED B DRAIN" (TYP.) SIZE TO MEET CONVEYANCE DETENTION OPTIONAL REQUIREMENTS (CH.1) LADDER 1' WQ DESIGN WS INELT REMOVABLE BAFFLE NOTE: CAPACITY OF OUTLET FIRST CELL SIZED FOR f_ 1' WETPOOL - PIPE DESIGNED TO PEAK FLOW 25% TO 35% OF - Li_ WETPOOL VOLUME DEPTH V FOR WQ VAULTS 2' FOR CONVEYANCE MAX' FOR COMBINED W.Q. 3' MIN. AND DETENTION VAULTS 2' min. GRAVITY DRAIN (IF GRADE ALLOWS) PLACE AS LOW AS GRADE ALLOWS BUT MUST BE 6" MIN. ABOVE THE BASE ELEVATION OF VAULT WALLS OR ABOVE SEDIMENT BOTTOM SLOPE 0.5%-2% - - STORAGE AREA TOWARD INLET END AVERAGE SEDIMENT STORAGE SECTION A -A 1' MIN. (FIRST CELL) NTS BOTTOM SLOPE 0.5-2% TOWARDS OUTLET END OF SECOND CELL (RECOMMENDED) ACCESS DOORS OR REMOVABLE PANEL WQ DESIGN WS T MIN. AVERAGE 1' SEDIMENT STORAGE FIRST CELL) AVERAGE 1' SEDIMENT STORAGE FIRST CELL) SECTION B -B NOTE: NTS 1.1. THE VAULT SHALL BE SEPARATED INTO TWO CELLS BY A WALL ORA REMOVABLE BAFFLE. IF A WALL OR NON REMOVABLE BAFFLE IS USED, A 5 -FOOT C X 10 -FOOT REMOVABLE REMOVABLE MAINTENANCE ACCESS MOST BE PROVIDED FOR BOTH CELLS. 1.2. FOR VAULTS UNDER ROADWAYS, THE REMOVABLE PANEL MUST BE LOCATED OUTSIDE THE TRAVEL LANES. ALTERNATIVELY, MULTIPLE STANDARD LOCKING MANHOLE COVERS MAY BE PROVIDED. SPACING OF MANHOLE COVERS SHALL BE 12 FEET, MEASURED ON CENTER, TO FACILITATE REMOVAL OF SEDIMENT. LADDERS AND HAND -HOLDS NEED ONLY BE PROVIDED AT THE OUTLET PIPE AND INLET PIPE, I y STD. PLAN — 249.20 PUBLIC WORKS WETVAULT DEPARTMENT MARCH 2008 YKQ m D INFLO WETLAND CELL FIRST CELL (FOREBAY) PLANT WITH ACCESS ROAD WETLAND PLANTS ACCESS ROAD SPILLWAY PLAN VIEW Option A NTS OUTLET STRUCTURE SEE DETAIL INLET FIGURE) SUBMERGED FIRST CELL DEPTH 4' MIN. TO 8' MAX 2.5 ft MAX. ft c WQ DESIGN WS INLET 2 min. /j`/ O//``O//J J`/0 2' MIN. IF REQUIRED, PLACE LINER IN INLET EROSION CONTROL/SLOPE SECOND CELL TO HOLD WATER PROTECTION PER DETENTION FACILITY REQUIREMENTS SLOPE MAYBE 2:1 WHEN TOP SUBMERGED 1 FT BELOW DESIGN WS SEDIMENT STORAGE DEPTH = 1' MIN. SECTION VIEW Option A NTS NOTE: 1. This detail is a schematic representation only. Actual configuration will vary depending on specific site constraints and applicable design criteria. 2. Access Road shall meet the following design criteria. 2.1. Maximum grade shall be 15 % for asphalt paving and 12 % for gravel or modular grid paving. 2.2. Outside turning radius shall be 40 feet, minimum. 2.3. Fence gates shall be located only on straingh section of road. 2.4. Access roads shall be 15 feet in width on curves and 12 feet n straight sections. 2.5. A paved apron shall be provided where access roads connect to paved public roadways. 3. All facilities shall be fences. Fence shall be provided around facility allowing proper maintenance per standard details unless otherwise specified. 4. Wetponds with wetpool volumes less than or equal to 4,000 cubic feet may be single celled (i.e., no baffle ro berm is required). PUBLIC WORKS STORMWATER WETLAND STD. PLAN - 249.30 DEPARTMENT OPTION A MARCH 2008 ACCESS ROAD TO INLET STRUCTURE ACCESS RAMP TO BOTTOM OF FIRST WETPOOL CELL 7HAV) (SEE TEXT) BERM TOP WIDTH 5' MIN. IF EARTHEN) WQ DESIGN WS — DETENTION WS — OVERFLOW WS EMERGENCY OVERFLOW WS — PLANTINGS REQUIRED ON CUT SLOPES FOR LAKE tj PROTECTION FACILITIES —/II, d EMERGENCY SPILLWAY PER DETENTION FACILITY REQUIREMENTS width B I_1 A INLET PIPE & CATCH BASIN PER WETPOND FACILITY REQUIREMENTS FIRST WETPOOL CELL 25% TO 35% OF WETPOOL VOLUME, EXCLUDING ACCESS RAMP BERM OR BAFFLE AT WQ DESIGN WS OR SUBMERGED 1' BELOW WQ DESIGN WS EXTEND BERM ACROSS ENTIRE WETPOOL. SECOND WETPOOL CELL CONTROL MANHOLE & OUTLET PIPE SIZED PER DETENTION FACILITY REQUIREMENTS OUTLET EROSION CONTROL ENERGY DISSIPATION PER DETENTION FACILITY REQUIREMENTS NOTE: Ito 1.This detail is a schematic representation only. Actual configuration O will vary depending on specific site constraints and applicable ° ACCESS ROAD TO design criteria. OUTLET STRUCTURE 2.Access Road shall meet the following design criteria. B 2.1. Maximum grade shall be 15 % for asphalt paving and 12 % for gravel or modular grid paving. 2.2. Outside turning radius shall be 40 feet, minimum. 2.3. Fence gates shall be located only on straight section of road. 2.4. Access roads shall be 15 feet in width on curves and 12 feet n straight sections. 2.5. A paved apron shall be provided where access roads connect to paved public roadways. 3. All facilities shall be fenced. Fence shall be provided around facility allowing proper maintenance per standard details unless otherwise specified. PUBLIC WORKS COMBINED DETENTION NTo DEPARTMENT AND WETPOND STD. PLAN 252.00 MARCH 2008 SLOPE VEGETATION PER DETENTION FACILITY REQUIREMENTS VVt l F'UUL 1-LUVV LtNU I rl = J R VVIU I rl IWIN. ACCESS ROAD WETPOOL DEPTH 8' MAX. PER DETENTION FIRST CELL RECIRCULATION RECOMMENDED FOR DEPTH > 6'. FACILITY REQUIREMENTS DEPTH 4' MIN. TO 8' MAX. DETENTION EMERGENCY OVERFLOW WS PER DETENTION FACILITY REQUIREMENTS WQ DESIGN WS 2' min. 3 1 SUBMERGED INLET/ j // /// // / / j ////////////// EMERGENT VEGETATION PER DETENTION FACILITY KEYEDREQUIRED FOR WETPOOL NOTE: BERM SLOPE DEPTHS TOR LESS. INLET EROSION CONTROU MAYBE 2:1 WHEN TOP SLOPE PROTECTION PER TOP OF BERM OR OF BERM SUBMERGED DETENTION FACILITY BAFFLE LEVEL AND 1' BELOW WQ DESIGN WS REQUIREMENTS AT WETPOOL DESIGN ELEVATION (FLOW EXITS FIRST CELL OVER BELOW TOP BERM) OR AS NOTED SEDIMENT STORAGE OF INTERNAL 18" min. DEPTH = V MIN. SECTION A -A NTS OUTLET PIPE INVERT OUT AT WETPOOL WS ELEVATION FENCE REQUIRED ACCESS ROAD EMERGENCY OVERFLOW WS DETENTDETENTION ION WS CAPACITY CAPACITY OF OUTLET SYSTEM DDESIGN WSOW A j/A PER DETENTION FACILITY REQUIREMENTS WQ DESIGN WS INVERT 6" MIN. BELOW TOP OF INTERNAL 18" min. BERM. LOWER PLACEMENT IS DESIRABLE. GRAVITY DRAIN TYPE 2 IF GRADE ALLOWS) VALVE CATCH BASIN 8" MIN. DIAMETER W/SUMP EXTERIOR BERMS DESIGNED PER DAM SAFETY REQUIREMENTS IF APPLICABLE SECTION B -B NOTE: NTS 1.This detail is a schematic representation only. Actual configuration will vary depending on specific site constraints and applicable design criteria. 2.Access Road shall meet the following design criteria. 2.1. Maximum grade shall be 15 % for asphalt paving and 12 % for gravel or modular grid paving. 2.2. Outside turning radius shall be 40 feet, minimum. 2.3. Fence gates shall be located only on straight section of road. 2.4. Access roads shall be 15 feet in width on curves and 12 feet n straight sections. 2.5. A paved apron shall be provided where access roads connect to paved public roadways. 3. All facilities shall be fenced. Fence shall be provided around facility allowing proper maintenance per standard details unless otherwise specified. I y STD. PLAN 252.10 PUBLIC WORKS COMBINED DETENTION DEPARTMENT AND WETPOND - SECTIONS N,p MARCH 2008 SLOPE VEGETATION PER DETENTION FACILITY REQUIREMENTS ACCESS ROAD PER DETENTION FIRST CELL FACILITY REQUIREMENTS DEPTH 4' MIN. TO 8' MAX. 2' min. SUBMERGED INLET INLET EROSION CONTROL/ SLOPE PROTECTION PER DETENTION FACILITY REQUIREMENTS SEDIMENT STORAGE DEPTH = V MIN. cocTInu OUTLET STRUCTURE SEE DETAIL FIGURE) 2.5 ft MAX. WQ DESIGN WS IF REQUIRED, PLACE LINER IN SECOND CELL TO HOLD WATER DETENTION PER DETENTION FACILITY REQUIREMENTS NOTE: 1.This detail is a schematic representation only. Actual configuration will vary depending on specific site constraints and applicable design criteria. 2.Access Road shall meet the following design criteria. 2.1. Maximum grade shall be 15 % for asphalt paving and 12 % for gravel or modular grid paving. 2.2. Outside turning radius shall be 40 feet, minimum. 2.3. Fence gates shall be located only on straingh section of road. 2.4. Access roads shall be 15 feet in width on curves and 12 feet n straight sections. 2.5. A paved apron shall be provided where access roads connect to paved public roadways. 3. All facilities shall be fenced. Fence shall be provided around facility allowing proper maintenance per standard details unless otherwise specified. I ' y STD. PLAN - 253.00 PUBLIC WORKS COMBINED DETENTION DEPARTMENT AND STORMWATER WETLAND MARCH 2008 NTo SECTIONS AVERAGE 1' SEDIMENT STORAGE FIRST CELL) AVERAGE 1' SEDIMENT STORAGE FIRST CELL) SECTION B -B NOTE: NTS 1.1. THE VAULT SHALL BE SEPARATED INTO TWO CELLS BY A WALL OR A REMOVABLE BAFFLE. IF A WALL OR NON REMOVABLE BAFFLE IS USED, A 5 -FOOT C X 10 -FOOT REMOVABLE REMOVABLE MAINTENANCE ACCESS MOST BE PROVIDED FOR BOTH CELLS. 1.2. FOR VAULTS UNDER ROADWAYS, THE REMOVABLE PANEL MUST BE LOCATED OUTSIDE THE TRAVEL LANES. ALTERNATIVELY, MULTIPLE STANDARD LOCKING MANHOLE COVERS MAY BE PROVIDED. SPACING OF MANHOLE COVERS SHALL BE 12 FEET, MEASURED ON CENTER, TO FACILITATE REMOVAL OF SEDIMENT. LADDERS AND HAND -HOLDS NEED ONLY BE PROVIDED AT THE OUTLET PIPE AND INLET PIPE, Y + PUBLIC WORKS COMBINED DETENTION AND STD. PLAN - 254.00 NTo DEPARTMENT WETVAULT MARCH 2008 B ACCESS COVER OR DOORS REQUIRED. YKQ m z LADDER AA 0 5' X 10' GRATE OVER SECOND CELL MAY BE PROVIDED BY A GRATED WETPOOL 5'X 10' ACCESS DOOR OR PANEL) WIDTH A V" SHAPED BOTTOM REMOVABLE BAFFLE OR WALL SEE NOTE OUTLET WETPOOL LENGTH Fj OPEN PIPE FOR WETVAULT ONLY. SEE DETETENTION VAULT FOR PLAN VIEW COMBINED WATER QUALITY/ FRAME, GRATE AND NTS DETENTION VAULT OUTLET LOCKING COVER MARKED B DRAIN" (TYP.) SIZE TO MEET CONVEYANCE DETENTION 6" - REQUIREMENTS(CH.1) 1' WQ DESIGN WS INELT REMOVABLE y BAFFLE NOTE: CAPACITY OF OUTLET FIRST CELL SIZED FOR 1' WETPOOL LADDER ! PIPE DESIGNED TO PEAK FLOW 25 % TO 35 % OF WETPOOL VOLUME LJ DEPTH FOR CONVEYANCE 8' MAX. T MIN. 2' min. GRAVITY DRAIN (IF GRADE ALLOWS) PLACE AS LOW AS GRADE ALLOWS BUT MUST BE 6" MIN. ABOVE THE BASE ELEVATION OF VAULT WALLS OR ABOVE SEDIMENT BOTTOM SLOPE 0.5%-2% STORAGE AREA TOWARD INLET END AVERAGE SEDIMENT STORAGE SECTION A -A 1' MIN. (FIRST CELL) NTS BOTTOM SLOPE 0.5-2% TOWARDS OUTLET END OF SECOND CELL (RECOMMENDED) ACCESS DOORS OR REMOVABLE PANEL WQ DESIGN WS T MIN. AVERAGE 1' SEDIMENT STORAGE FIRST CELL) AVERAGE 1' SEDIMENT STORAGE FIRST CELL) SECTION B -B NOTE: NTS 1.1. THE VAULT SHALL BE SEPARATED INTO TWO CELLS BY A WALL OR A REMOVABLE BAFFLE. IF A WALL OR NON REMOVABLE BAFFLE IS USED, A 5 -FOOT C X 10 -FOOT REMOVABLE REMOVABLE MAINTENANCE ACCESS MOST BE PROVIDED FOR BOTH CELLS. 1.2. FOR VAULTS UNDER ROADWAYS, THE REMOVABLE PANEL MUST BE LOCATED OUTSIDE THE TRAVEL LANES. ALTERNATIVELY, MULTIPLE STANDARD LOCKING MANHOLE COVERS MAY BE PROVIDED. SPACING OF MANHOLE COVERS SHALL BE 12 FEET, MEASURED ON CENTER, TO FACILITATE REMOVAL OF SEDIMENT. LADDERS AND HAND -HOLDS NEED ONLY BE PROVIDED AT THE OUTLET PIPE AND INLET PIPE, Y + PUBLIC WORKS COMBINED DETENTION AND STD. PLAN - 254.00 NTo DEPARTMENT WETVAULT MARCH 2008 shoot flnuv trees 2' wide grass filter strip A PLAN VIEW overflow to suitable hrubs surface discha e 3:1 maxim. 12" maximum \ J water depth min. of amenddee d compost BIORETENTION AREA SECTION A -A I y O STD. PLAN - 260.00 PUBLIC WORKS TYPICAL RAIN GARDEN DEPARTMENT NITp MARCH 2008 A 4" rigid pipe outlet to storm system PLAN VIEW trees trees 6" minimum freeboard from maximum ponding depth 2' wide grass filter strip 2' minimum sheet flow top of vegetated berm ground shrubs cover 12" maximum / min. 12" of water depth amended catch basin with rate i f compost g i BIORETENTION AREA SECTION A -A (not to scale) 1 max. slope 4" rigid pipe outlet to storm system I y O STD, PLAN - 260,10 PUBLIC WORKS TYPICAL RAIN GARDEN DEPARTMENT WITH CONTAINMENT BERM N,tp MARCH 2008 catch basin with grate 2'wide top of vegetated berm Ul\`^ trees, shrub BIORETENTION AREA ground cover 2' wide grass filter strip existing edge of pavement pavement^ SHEET FLOW A PLAN VIEW trees trees 6" minimum freeboard from maximum ponding depth 2' wide grass filter strip 2' minimum sheet flow top of vegetated berm ground shrubs cover 12" maximum / min. 12" of water depth amended catch basin with rate i f compost g i BIORETENTION AREA SECTION A -A (not to scale) 1 max. slope 4" rigid pipe outlet to storm system I y O STD, PLAN - 260,10 PUBLIC WORKS TYPICAL RAIN GARDEN DEPARTMENT WITH CONTAINMENT BERM N,tp MARCH 2008 PERMEABLE CONCRETE BANDPAVMENTSECTION. SEE NOTE 2 I. EXTEND TO BOTTOM OF PAVEMENT LASE PERMEABLE PAVEMENT SECTION, SEE NOTE 2 G DEPRESS LANDSCAPING 1" NEXT TO E.DG E T R EAT.M ENT LANDSCAPE CONCRETE BAND AT LANDSCAPE FLUSH EDGES CONCRETE BAND EXTEND TO 34TTOM OF PAVEMENT 9A5E NOTES: KEYOR EXPANSION JOINT PER OPS APPROVAL MPII IMPERMEABLE PAVEMENT 2" MIN EMEEQMENT KEY FROM ADJACENT IMPERMEABLE PAVEMENT BASE CONCRETE BAND BETWEEN PAVEMENT 1 ALL PERMEABLE PAVEMENT APPLICATIONS SHALL CONFORM TO THE CURRENT CITY OF RENTON 5TORMWATER DESIGN MANUAL SECTION C27AND VV'SDOT LOCAL AGENCY GENERAL SPECIAL PROVISIONS 2 SEE STO PLAN 261 10 FOR PERMEABLE PAVEMENT SECTIONS Agalb, A. STD. PLAN - 261.00 PUBLIC WORKS PERMEABLE PAVEMENT - Iry CR DEPARTMENT EDGE TREATMENTS Nkw KIM PTF SANG LAYER SEE NOTE A ASPHALT PERVIOUS CONCRET&POROUS ASPHALT MINIMUM MATERIAL THICKNESS JT BASE 12" MIN ABOVE SEASONAL HIIGH GROUNOWATEROR HYDRAULICALLY RESTRICTIVE LAYER NOTES: 1 PERMEABLE PAVEMENT THICKNESSES LISTED FOR PMOUS ASPHALT INCLUDE WEARING COURSE AND ASPHALT TREATED PERMEABLE BASE ATPS) WHEN UTILIZED CSCKER COURSE REQUIRED WHEN ATPS IS USED, 2. RUNOFF STORAGE R€OUIREMENTS MAY REQUIRE A THICKER AGGREGATE BASE. HYDRAULIC MODELING RESULTS SHOWVING THE REQUIRED AGGREGATE BASE THICKNESS FOR STORMWRTER CONTROL MUST BE SUBMITTED 3 PREPARE AND PROTECT SUBGRAIDE PER APWA, GSP 248.3[3) SUBGRADE FOR PERMEABLE PAVEMENTS. COMPACT TO A DEPTH OF d' TO 90%4236 OF MA -xi MLIM DENSITY PER WSDOT 2.03 30410 OVERCOMPACTEDSUBGRAI E SHALL BE SCARIFIED TO OMIN, AND RECOMPACTED 4. PERMEABLE PAVEMENT SHALL. BE DESIGNED WHERE THE SOIL BENEATH THE BMP MEETS A MINIMUM ORGANIC MATTER CONTENT OF 1.0% AND A MINIMUM CATKON EXCHANGE CAPACITY OF 6 MILLIEGUIVALENTS PER 100 GRAMS A 6 INCH SAND LAYER MUST BE INCLUDED IN THE DESIGN BENEATH THE PERMEABLE PAVEMENT IF THE SOIL DOES NOT MEET THESE PROPERTIES GENERAL NOTE$: 1. REFER TO -'$POT LOCAL AGENCY GENERAL SPECIAL PROVISI DNS (GSPs} OI VISIONS 2-9 APWA GSP3, AND WSDOT STANDARD SPECIFICATIONS 2, POROUS HMA SHALL CONFORM TO REQUIREMENTS OF APWA GSP S-04. 3. PAVEMENT ABASE SKALL BE INSTALLED PER APWA GSP §-04.3(5)SHAPING AND COMPACTION. 4 PERMEABLE ASPHALT TREATED BASE (PATS) SHALL CONFORM Tn THE REQUIREMENTS OF APwA. GSP 4SA2. CRUSHED SURFACING CHOKER COURSE (CSCC) SHALL CONFORM TO THE REQUIREMENTS OF APWA GSP 4.0,4.2(8.93 9{2)) OP42 5 PERMEABLE BALLAST SHALL CONFORM TO THE REQUIREMPMTS OF APWA GSP 4-04.299-03.9(21).Opll 6. MINIMUM UTILITY SETBACKS AND PROTECTION MEASURES MUST CONFORM TO CURRENT CITY STANDARDS AND OTHER UTJLJTY PRW13ER REQUIREMENTS. REFER TOTHE CITY OF RENTON SURFACE WATER DESIGN MANUAL AND STANDARD PLANS 25510 AND 26520 7 PERMEABLE PAVEMENT SHALL BE DESIGNEE] OR REVIEWED BY A LICENSED ENGINEERING GEOLOGIST OR GEOTECHNICAL ENGINEER FOR ALL APPLICATIONS, PAVEMENT DESIGNS MUST BE PREPARED BY AN ENGINEER LICENSED IN WASHINGTON STATE.. J3 ACCEPTANCE TESTING FOR SIDEWALKS, PATHS AND VEHICULAR PAVEMENT LESS THAN 2.CW $F SHALL BE AS €OLLDWS PAVEMENT SHALL BE PERMEABLE ENOUGH TO AB$QRB WATER AT A MINIMUM RATE OP 201NCHES PER HOUR IMMEDIATELY AFTER SURFACE HAS BEEN WETTED CONTINUOUSLY FOR AT LEAST 10 MINUTES APPROVAL WTH 5 GALLON BUCKET TEST, WATER TRUCK, OR ASTM C1701 USING A 1241NCH RING SE ALE D AT THE PAVEMENT SURFACE 9. ACCEPTANCE TESTING FOR ROADWAYS AND PARKING AREAS OF 2,000 SFOR GREATER SHALL HAVE A MINIMUM INFILTRATION RATE OF 100 IWHR PER ASTM C1701 AND APWA GSP 5-04.3 AND 5+06.3{6). 10 ROADWAYS, DRIVEWAYS, ANO PARI4NG LOTS SUBJECT TO VEHICLE LOADING SHALL MEET STRUCTURAL REQUIREMENTS OF CITY OF RENTON TRANSPORTATION DEPARTMENT STANDARDS FOR EQUIVALENT NON -PERMEABLE PAVEMENT TYPES I1. REFER TO THE CITY OF PENTON SURFACE WATER DESIGN MANUAL {SWOM)FOR ADDITIONAL REQUIREMENTS PER SViCM C.2.7. T2 FOR PERMEABLE PAVEMENT INSTALLATIONS ON SLOPES GREATER THAN 5%, CHECK DAMS AREA REQUIRED PER STD PLAN 20124. UNLE55 K3THSRWISE NOTFO, p -PAWING IS NoTTO SCALE [NTS Aaft PERMEABLE PAVEMENT MATERIAL SM. PLAN - 2161.10 07" PUBLIC WORKS VED, R3 OEPARTMENT SECTIONS - PERVIOUS CONCRETE AND POROUS ASPHALT RESIDENTIAL STREETS AND PEOESTFUAN ALLEYS PERVIOUS POROUS PERVIOUS POROUS LAYER MATERIAL TYPE' CONCREM ASPHALT CONCRETE ASPHALT IINI ON) IIN) pI PERMEABLE PAVEMENT. ;SEE NOTE 1 S 5 5 4 CHOKER COURSE 0 2 0 2 AGGREGATE EASE SEE NOTE 2 d d d 4 NOTES: 1 PERMEABLE PAVEMENT THICKNESSES LISTED FOR PMOUS ASPHALT INCLUDE WEARING COURSE AND ASPHALT TREATED PERMEABLE BASE ATPS) WHEN UTILIZED CSCKER COURSE REQUIRED WHEN ATPS IS USED, 2. RUNOFF STORAGE R€OUIREMENTS MAY REQUIRE A THICKER AGGREGATE BASE. HYDRAULIC MODELING RESULTS SHOWVING THE REQUIRED AGGREGATE BASE THICKNESS FOR STORMWRTER CONTROL MUST BE SUBMITTED 3 PREPARE AND PROTECT SUBGRAIDE PER APWA, GSP 248.3[3) SUBGRADE FOR PERMEABLE PAVEMENTS. COMPACT TO A DEPTH OF d' TO 90%4236 OF MA -xi MLIM DENSITY PER WSDOT 2.03 30410 OVERCOMPACTEDSUBGRAI E SHALL BE SCARIFIED TO OMIN, AND RECOMPACTED 4. PERMEABLE PAVEMENT SHALL. BE DESIGNED WHERE THE SOIL BENEATH THE BMP MEETS A MINIMUM ORGANIC MATTER CONTENT OF 1.0% AND A MINIMUM CATKON EXCHANGE CAPACITY OF 6 MILLIEGUIVALENTS PER 100 GRAMS A 6 INCH SAND LAYER MUST BE INCLUDED IN THE DESIGN BENEATH THE PERMEABLE PAVEMENT IF THE SOIL DOES NOT MEET THESE PROPERTIES GENERAL NOTE$: 1. REFER TO -'$POT LOCAL AGENCY GENERAL SPECIAL PROVISI DNS (GSPs} OI VISIONS 2-9 APWA GSP3, AND WSDOT STANDARD SPECIFICATIONS 2, POROUS HMA SHALL CONFORM TO REQUIREMENTS OF APWA GSP S-04. 3. PAVEMENT ABASE SKALL BE INSTALLED PER APWA GSP §-04.3(5)SHAPING AND COMPACTION. 4 PERMEABLE ASPHALT TREATED BASE (PATS) SHALL CONFORM Tn THE REQUIREMENTS OF APwA. GSP 4SA2. CRUSHED SURFACING CHOKER COURSE (CSCC) SHALL CONFORM TO THE REQUIREMENTS OF APWA GSP 4.0,4.2(8.93 9{2)) OP42 5 PERMEABLE BALLAST SHALL CONFORM TO THE REQUIREMPMTS OF APWA GSP 4-04.299-03.9(21).Opll 6. MINIMUM UTILITY SETBACKS AND PROTECTION MEASURES MUST CONFORM TO CURRENT CITY STANDARDS AND OTHER UTJLJTY PRW13ER REQUIREMENTS. REFER TOTHE CITY OF RENTON SURFACE WATER DESIGN MANUAL AND STANDARD PLANS 25510 AND 26520 7 PERMEABLE PAVEMENT SHALL BE DESIGNEE] OR REVIEWED BY A LICENSED ENGINEERING GEOLOGIST OR GEOTECHNICAL ENGINEER FOR ALL APPLICATIONS, PAVEMENT DESIGNS MUST BE PREPARED BY AN ENGINEER LICENSED IN WASHINGTON STATE.. J3 ACCEPTANCE TESTING FOR SIDEWALKS, PATHS AND VEHICULAR PAVEMENT LESS THAN 2.CW $F SHALL BE AS €OLLDWS PAVEMENT SHALL BE PERMEABLE ENOUGH TO AB$QRB WATER AT A MINIMUM RATE OP 201NCHES PER HOUR IMMEDIATELY AFTER SURFACE HAS BEEN WETTED CONTINUOUSLY FOR AT LEAST 10 MINUTES APPROVAL WTH 5 GALLON BUCKET TEST, WATER TRUCK, OR ASTM C1701 USING A 1241NCH RING SE ALE D AT THE PAVEMENT SURFACE 9. ACCEPTANCE TESTING FOR ROADWAYS AND PARKING AREAS OF 2,000 SFOR GREATER SHALL HAVE A MINIMUM INFILTRATION RATE OF 100 IWHR PER ASTM C1701 AND APWA GSP 5-04.3 AND 5+06.3{6). 10 ROADWAYS, DRIVEWAYS, ANO PARI4NG LOTS SUBJECT TO VEHICLE LOADING SHALL MEET STRUCTURAL REQUIREMENTS OF CITY OF RENTON TRANSPORTATION DEPARTMENT STANDARDS FOR EQUIVALENT NON -PERMEABLE PAVEMENT TYPES I1. REFER TO THE CITY OF PENTON SURFACE WATER DESIGN MANUAL {SWOM)FOR ADDITIONAL REQUIREMENTS PER SViCM C.2.7. T2 FOR PERMEABLE PAVEMENT INSTALLATIONS ON SLOPES GREATER THAN 5%, CHECK DAMS AREA REQUIRED PER STD PLAN 20124. UNLE55 K3THSRWISE NOTFO, p -PAWING IS NoTTO SCALE [NTS Aaft PERMEABLE PAVEMENT MATERIAL SM. PLAN - 2161.10 07" PUBLIC WORKS VED, R3 OEPARTMENT SECTIONS - PERVIOUS CONCRETE AND POROUS ASPHALT rnr1TROL JOINT (TYP) P=P.WOUS CONCRETE ONLY) DESIGNER TO SPECIFY SPACIN3 DESIGN WATER SURFACE, ELEVATLON CONTROLLED 10% MAX SLOPE F' MIN CHECK DAM BY OUTLET 1 CLEARANCE SEE PERMEABILE u, ' 73a PAVEMENT SECTION o- = STD PLAIN 26110 4 JTRO LEC OGNSITY FILL _ L'. FI i I•.% qAM PER DE51GN€R 701 SPECIFY j r 053(1)E CHEICKDAM HEIGHT 3' MIN K -v TYP) CFEi.-.I;.AM REQUIRED 12 h":IN. zOR SLCPL _ EEPER THAN Sib OESIGNER TO SPECIFY SUBGRADE PER STO PLAN 261 10 6"MIN SEOJING CONTROLLED DENSITY FILL SUBSURFACE CHECK DAM CONTROL JOINT{TYP) PERVIOUS CONCRETE ONLY) CIE SIG NER TO SP EGI FY DESIGN WATER SURFACE SPACING ELEVATION CONTROLLED BY OUTLET IU -6 MAX SLOPE SEE PERMEABLE - PAVEMENT SECTION STD PLAN 261 iC ° I I SUBGRADE PER $TO PLAN 261 1D COMMERCIAL CONCRETE SUBSURFACE CHECK DAM PER WSDOT SECTION 6.022 3(2)B (TYP ) CHECKDAM REQUIRED FOR SLOPE STEEPER THAN 9`5 CLEANOUT PER STD PLAN 226 VO SEE PERMEABLE PAVEMENT SECTION STD PLAN 261 16 1"FAIN CHECKDAM CLEARANCE I 8.. II _ DESIGNER TO SPEi;fFY 4' MIN SUBSURFACE CHECK DAM HEIGHT S^ FAIN KEY CONCRETE BAND SUBSURFACE CHECK DAM WATER LEVEL COMTRCLL FD 5Y OUTLET ELEVATION 12' 1.1 IN I I IIlI I I I II IIII I I I II II11111111lf1 II II I I I 111111!1 Illllll 111111111 II IIII UNDE R DRAI N AQQREGATE. 5AN 'ARYTE E EENOTE 1—j WT 0 PTIONRL SLOTTED UNDER:DRAIN PIPE.. RISER ---IPE — SEE NOTE 2 SUBGRADE PER $TQ PLAN 251 10 UNDERDRAIN AND OVERFLOW NOTES: CONTROL STRUCTURE WITH RISER SLOTTED UNDERDRA'N SEE NOTE 2 6' MIN BEDDING SLOTTED UNDER7 R4 SEE NOTE 2 OUTLET ELEVATION, DESIGNER TO SPECIFY CLEAR OUTFLOW I 12' MIN SUMP 1 JNCERCRAIN AGGREGATE SHALL MEET SFIECIFICA71ON IN THE CITY OF RENTON SJR -ACE "NATER DESIGN MANUAL ISWLIM) TABLE C2 7 1A PERMEABLE BALLAST PER SPEC "3 %2) 2 UNDERORAIN TO BE 6- MIN (PRIVATE). 6" M;N. (PUBLIC) SLOTTED "PVC PER ASTM D1785 SCH 40 SLOTS PER SWDM C 2 7A OF SAfDM SLOPE PIPE AT 0 6% MIN UNLESS OTHERVOSE SPECIFIED PRWOE ONE CLEANOUT MIN PER 100 FEET OF UNDERDRA.IN. AND AT EACH END SEE STD PLAN 22500 3 UNCERDRAIN SHALL BE PLACER IN FILTER MATERIAL PER SPECIFICATIDNS IN TABLE C 2 71AOF SWOM PIPE WILL HAVE A MINIMUM COVER DEPTH OF 12 AND BEDDING DEPTH OF 6" GENERAL NOTES; 1 SOC,fiELLINDFRORAINBELOW STRkCTURALPAVEMENT BASE DFP`H UNLESS OTHERWISE NUIED,6RAVVING15N4TTOSCALE( NTsll STS. PLAN - ?6k.2 1- 10PUBLIC WORKS PERMEABLE PAVEMENT, SUBSURFACE ROVE" DEPARTMENT CHECK DAMS AND UNDErRDRAIN + ! 4 TTYP€ FL CB PER STD. PLAN r. NII 20O $0 OR OTHER STRUCTURE T MAX LVITH APPROVAL f REMOVABLE PLUG FOR MAINTENANCE f 12" MIN CLEAR OUTFLOW I 12' MIN SUMP 1 JNCERCRAIN AGGREGATE SHALL MEET SFIECIFICA71ON IN THE CITY OF RENTON SJR -ACE "NATER DESIGN MANUAL ISWLIM) TABLE C2 7 1A PERMEABLE BALLAST PER SPEC "3 %2) 2 UNDERORAIN TO BE 6- MIN (PRIVATE). 6" M;N. (PUBLIC) SLOTTED "PVC PER ASTM D1785 SCH 40 SLOTS PER SWDM C 2 7A OF SAfDM SLOPE PIPE AT 0 6% MIN UNLESS OTHERVOSE SPECIFIED PRWOE ONE CLEANOUT MIN PER 100 FEET OF UNDERDRA.IN. AND AT EACH END SEE STD PLAN 22500 3 UNCERDRAIN SHALL BE PLACER IN FILTER MATERIAL PER SPECIFICATIDNS IN TABLE C 2 71AOF SWOM PIPE WILL HAVE A MINIMUM COVER DEPTH OF 12 AND BEDDING DEPTH OF 6" GENERAL NOTES; 1 SOC,fiELLINDFRORAINBELOW STRkCTURALPAVEMENT BASE DFP`H UNLESS OTHERWISE NUIED,6RAVVING15N4TTOSCALE( NTsll STS. PLAN - ?6k.2 1- 10PUBLIC WORKS PERMEABLE PAVEMENT, SUBSURFACE ROVE" DEPARTMENT CHECK DAMS AND UNDErRDRAIN + ! FCR EDGE TREA71MENTOPTIONS SEE STD PLAN 262 20 6" MIN. SEE NOTE 3 TOP OF HANK ELEVATION 1 TT DESIGNER TO SPECIFY WATER ST'C %,UE U.9LV ION I OVERFLOW CTR L -CT U RE PER STO PLAN 262 AD UNLESS SPECIFIED OTHERWISE BOTTOM IA4DTFi MIN ib" SIDEWALK OR LANDSCAPING - 6" MLN 5p MIN 11 "17'aI NG FREEBOARD DEPTH r• . OVERFLOW TO STORM MAIN 17" MIN ABOVE SEASONAL HIGH GROUNCWATER OR HYDRAULICALLY RESTRICTIVE (AVER Ah CLE DF REPI7SE L BIORETENTION SOIL MIX SEE NOTE 3 SC.ARYFIE ANO'LINCOMPACTEO SUBGRADE SEE NOIES 1 AND 2 GRAVEL BASE, SEE STD PLAN 26240 NOTES: 1 AVOID COMPACTION OF EXISTING SUBGRAOE BELOW BASIN 2 SCARIFY SUBORADE70A DEPTH OF 3INCHES MINIMUM IMMEDIATELY PRIOR TO PLACEMENT OF BIORETENTION SOIL MIX 3SM) AND UNOERDRAIN AGGREGATE 16^ MIN BIORETENTION SOIL MIX ON BOTTOM AND SIDES TO TOP OF P17NOING AREA BIORETIENTION SOIL MIX TO MEET SPECIFICATION IN THE CFIY OF RENTON SURFACE WATER DESIGN MANUAL (SWOM), REFERENC=_ SECTION 1$-C 4 ARBORIST 5^=0 CHIP MULCH TO MEET SPECIFICATION IN SWDM. REFERENCE SECTION I 1 3 A 5 DO NOT USE FILTER FABRIC BETWEEN SLY@GRADE AND THE BIORETENTION MIX 6 MAXiMUM LONGITUDINAL SLOPE €,ALONG DIRECTION OF FLOW) OF BIORETENTION SW4ALES SHALL HE 5% GENERAL NOTES: 1 MINIMUM UTILITY SETBACKS AND PROTECTION MEASURES MUST CONFORM TO THE S'AOM APPENDIX C 2 5, CURRENT CITY STANDARDS. AND STD PLANS 265 0P 265 14 AND 26520 COORDINATE W TH CITY E=NGINEER IN THE EVENT OF UTILITY' CROSSINGS OR CONFLICTS 2 HaM PLACEMENT, GRADING, AND CONSOLIDATION SHALL NOT OCCUR MIEN THE BSM IS EXCESSIVZLY WET OR HAS BEEN SUBJECTED 717 MORE THAN 1.r7" DR PRECIPITATION %ITHYN AS HOURS PRIOR TO PLACEMENT EXCESSIVELY WET IS DEFLNED AS BEING AT OR. ABOVE 22% SO L. MO STORE BY A GENERAL TOOLS AND INSTRUMENTS OS16110504 PRECISION DIGITAL SOIL MOISTURE METER VATH PRDBL (OR LQU: VALENT) THERE SHOULD BE NO VISIBLE FREE WATER IN THE MATERIAL THE CONTRACTOR SHALL PLACE BSM LOOSELY WTH A CONVEYOR BELT OR WTH AN EXCAVATOR OR LOADER FROM A HE15HT NO HIQHER THAN 6 FEET, UNLESS OTHERWISE APPROVED BY THE ENGINEER [I E . DO NOT DIJMP MATERIAL DIRECTLY FROM TRUCK INTO CELL) COMPACT BSM USING NON-M.ECHA-NRCAL COMPACTION METHODS (E IS - HOOT PACKING. HAND TAMPING. OR WATER CONSOLIDATION) TO 834', (12%1 OF THE. MAXIMUM DRY DENSITY PER MODIFIED PROCTOR TEST (ASTM WS -W), OR AS DIRECTED BY THE ENGINEER U',l E55 OTHERWISE N17TED, QRAWING IS N,DTTo SCA'.- ;', f ii STD. PIAN - 262.00VPUBLICWORKSBIORETENTIONSEMONROVED DEPARTMENT (NO UNDERDRAIIN) r{ it R17ADavAYr?% PARKING L+7T k s rye i TRANSITION [CNE SCIL SEE ST PLAN 262.21) — 2 A' DEPTH ARBORIST WOOD CHIP MULCH SEE NOTE 4 TOP OF HANK ELEVATION 1 TT DESIGNER TO SPECIFY WATER ST'C %,UE U.9LV ION I OVERFLOW CTR L -CT U RE PER STO PLAN 262 AD UNLESS SPECIFIED OTHERWISE BOTTOM IA4DTFi MIN ib" SIDEWALK OR LANDSCAPING - 6" MLN 5p MIN 11 "17'aI NG FREEBOARD DEPTH r• . OVERFLOW TO STORM MAIN 17" MIN ABOVE SEASONAL HIGH GROUNCWATER OR HYDRAULICALLY RESTRICTIVE (AVER Ah CLE DF REPI7SE L BIORETENTION SOIL MIX SEE NOTE 3 SC.ARYFIE ANO'LINCOMPACTEO SUBGRADE SEE NOIES 1 AND 2 GRAVEL BASE, SEE STD PLAN 26240 NOTES: 1 AVOID COMPACTION OF EXISTING SUBGRAOE BELOW BASIN 2 SCARIFY SUBORADE70A DEPTH OF 3INCHES MINIMUM IMMEDIATELY PRIOR TO PLACEMENT OF BIORETENTION SOIL MIX 3SM) AND UNOERDRAIN AGGREGATE 16^ MIN BIORETENTION SOIL MIX ON BOTTOM AND SIDES TO TOP OF P17NOING AREA BIORETIENTION SOIL MIX TO MEET SPECIFICATION IN THE CFIY OF RENTON SURFACE WATER DESIGN MANUAL (SWOM), REFERENC=_ SECTION 1$-C 4 ARBORIST 5^=0 CHIP MULCH TO MEET SPECIFICATION IN SWDM. REFERENCE SECTION I 1 3 A 5 DO NOT USE FILTER FABRIC BETWEEN SLY@GRADE AND THE BIORETENTION MIX 6 MAXiMUM LONGITUDINAL SLOPE €,ALONG DIRECTION OF FLOW) OF BIORETENTION SW4ALES SHALL HE 5% GENERAL NOTES: 1 MINIMUM UTILITY SETBACKS AND PROTECTION MEASURES MUST CONFORM TO THE S'AOM APPENDIX C 2 5, CURRENT CITY STANDARDS. AND STD PLANS 265 0P 265 14 AND 26520 COORDINATE W TH CITY E=NGINEER IN THE EVENT OF UTILITY' CROSSINGS OR CONFLICTS 2 HaM PLACEMENT, GRADING, AND CONSOLIDATION SHALL NOT OCCUR MIEN THE BSM IS EXCESSIVZLY WET OR HAS BEEN SUBJECTED 717 MORE THAN 1.r7" DR PRECIPITATION %ITHYN AS HOURS PRIOR TO PLACEMENT EXCESSIVELY WET IS DEFLNED AS BEING AT OR. ABOVE 22% SO L. MO STORE BY A GENERAL TOOLS AND INSTRUMENTS OS16110504 PRECISION DIGITAL SOIL MOISTURE METER VATH PRDBL (OR LQU: VALENT) THERE SHOULD BE NO VISIBLE FREE WATER IN THE MATERIAL THE CONTRACTOR SHALL PLACE BSM LOOSELY WTH A CONVEYOR BELT OR WTH AN EXCAVATOR OR LOADER FROM A HE15HT NO HIQHER THAN 6 FEET, UNLESS OTHERWISE APPROVED BY THE ENGINEER [I E . DO NOT DIJMP MATERIAL DIRECTLY FROM TRUCK INTO CELL) COMPACT BSM USING NON-M.ECHA-NRCAL COMPACTION METHODS (E IS - HOOT PACKING. HAND TAMPING. OR WATER CONSOLIDATION) TO 834', (12%1 OF THE. MAXIMUM DRY DENSITY PER MODIFIED PROCTOR TEST (ASTM WS -W), OR AS DIRECTED BY THE ENGINEER U',l E55 OTHERWISE N17TED, QRAWING IS N,DTTo SCA'.- ;', f ii STD. PIAN - 262.00VPUBLICWORKSBIORETENTIONSEMONROVED DEPARTMENT (NO UNDERDRAIIN) r{ it r%vIca. AVG ID C.D MPACTI ON OF EXISTING SU®GRADE EELOW BASIN 2 SCA.RI: Y SU BG RADE TOA DEPTH Of 3INCHES MINIMUM WMECIATELY PRIOR TOPLACEMENTOF BIORETENTION SOIL MIX AND UNDERDRAIN AGGREGATE., EXCEPT WHEN LINER IS REQUIRE] 3 LINER TO BE INSTALLED ONLY WHEN REQUIRED IN THE CITY OF RENTON SURFACE WATER DESIGN MANUAL (SWDM) IMPERMEABLE LINER TO BE 36 MIL MIN HOPE OR EPDM PER GRI TEST METHODGM13 (HnPE) OR GM 21 (EPOM) OR APPROVED EQUAL PER''0600T SPECIFICATIONS GEOTEXTILE FOR SEPARATION SECTION B-33 2(1) TAEILE 3 4 UNDERDRAIN TO BE 6" MIN (PRIVATE), T' MIN (PUBLIC) SLOTTED PVC PER ASTM D1705 SCH 40 SLC -5 PER SECTION 6 3 12 OF SWUM SLOPE PIPE AT4.5%?AIN UNLESS OTHERWISE SPECIFIED PROVIDE ONE CLEANOUT MIN PER 1C7 FEET OF UNOENDRAIN AND AT EACH END SEE STO PLAN 226 pp MATCH CROWN EE EVATION OF UNDERDRAIN TO OVERFLOW PIPE UNLESS QTHERLMSE SPECIFIED 5 10" MIN BIORETENTION SOIL MIX ON BOTTOM AND MES TO TDP OF PONDING AREA BIORETENTION SOIL MIX TO MEET SPECIFICATION IN SVdDM, REFERENCE SECTION 11•C 5 UNDERDRAIN AGGREGATE TO MEET SPECIFICATION IN SWDW TABLE 58 1 C 7 ARBORIST 4LOQD CHIP MULCH TO MEET SPECIFICATION IN S'0i3M REFERENCE SECTION 11-C 3 A 8 MAXIMUM LONGITUDINAL SLOPE (ALONG, DIRECTION OF FLOWI OF BIORETENDON SWALES SHALL BE 6% OMNIERAL NOTES. 1 MINIMUM UTILITY SET&ACKS AND PROTECTpON MEASURES MUST CONFORM TO THE SWDIA APPENPiX C 2 6- CURRENT CITY STANDARDS. AND S.TIS PLANS 265 00.265 10 AND 265 20 COORDINATE 4MTH CITY ENGINEER . IN THE EVENT OF UTILITY CRQ$SIND.S OR CONFLICTS. UNLESS OTHERWISE NOTED, DRAWING ISNOTTOSCALE NTS? STD. PLAN - 262.10 s i PUBLIC WORKS BIORETENTION SECTION AP OVED DEPARTMENT (WITH UNDERDRAIN) Sr ,. DESIGNER TO SPEOIFY WATER STORAGE ELEVATION 11 I OVERFLOW STRUCTURE PER STC PLAN FOR EDGE TREATMENT OPTIONS. 262 40 UNLESS SPECIFIED OTHEFRVYISE SEE STD PLAN 262 20 SIDE WALFC OR LANDSCAPING 6' MIN BOTTCI.1 W'OTH ROAROA CWAYI - TOP OF BANK 611U 16- 5" MIN WG LOT ELEVATION 5" Id1NMIN 2y, __. 7'-12" FRU, PONDING _ RD DEPTH--- y" I I 1 r 111 f TRANSITIDN ZONE EG'_ SEE STI} FLAN 2162 20 err l u J,` .• r 'r ..' t 2"4' DEPTH ARBORIST - OF REPOSEWOODC=+1IP MULCH. SEE NOTE 7 ANGLE UC;?LIE'.b(; MFX, F:= P -IC -'F i 12" MIN LNDERDRAIN AGGREGATE. SEE hJO-ES OVER,FLOWTO STORM MAIN SCA R1FIED AND UNCOMPACTED SUBGRA,C' IMPERMEAGLG LINER MEN SEE NOTES 1 AND REQUIRED. SEE NOTE 3 UNDER'..DRAIN SEE NOTE 4 GRAVEL BASE, SEE S T D P—AN 252 40 r%vIca. AVG ID C.D MPACTI ON OF EXISTING SU®GRADE EELOW BASIN 2 SCA.RI: Y SU BG RADE TOA DEPTH Of 3INCHES MINIMUM WMECIATELY PRIOR TOPLACEMENTOF BIORETENTION SOIL MIX AND UNDERDRAIN AGGREGATE., EXCEPT WHEN LINER IS REQUIRE] 3 LINER TO BE INSTALLED ONLY WHEN REQUIRED IN THE CITY OF RENTON SURFACE WATER DESIGN MANUAL (SWDM) IMPERMEABLE LINER TO BE 36 MIL MIN HOPE OR EPDM PER GRI TEST METHODGM13 (HnPE) OR GM 21 (EPOM) OR APPROVED EQUAL PER''0600T SPECIFICATIONS GEOTEXTILE FOR SEPARATION SECTION B-33 2(1) TAEILE 3 4 UNDERDRAIN TO BE 6" MIN (PRIVATE), T' MIN (PUBLIC) SLOTTED PVC PER ASTM D1705 SCH 40 SLC -5 PER SECTION 6 3 12 OF SWUM SLOPE PIPE AT4.5%?AIN UNLESS OTHERWISE SPECIFIED PROVIDE ONE CLEANOUT MIN PER 1C7 FEET OF UNOENDRAIN AND AT EACH END SEE STO PLAN 226 pp MATCH CROWN EE EVATION OF UNDERDRAIN TO OVERFLOW PIPE UNLESS QTHERLMSE SPECIFIED 5 10" MIN BIORETENTION SOIL MIX ON BOTTOM AND MES TO TDP OF PONDING AREA BIORETENTION SOIL MIX TO MEET SPECIFICATION IN SVdDM, REFERENCE SECTION 11•C 5 UNDERDRAIN AGGREGATE TO MEET SPECIFICATION IN SWDW TABLE 58 1 C 7 ARBORIST 4LOQD CHIP MULCH TO MEET SPECIFICATION IN S'0i3M REFERENCE SECTION 11-C 3 A 8 MAXIMUM LONGITUDINAL SLOPE (ALONG, DIRECTION OF FLOWI OF BIORETENDON SWALES SHALL BE 6% OMNIERAL NOTES. 1 MINIMUM UTILITY SET&ACKS AND PROTECTpON MEASURES MUST CONFORM TO THE SWDIA APPENPiX C 2 6- CURRENT CITY STANDARDS. AND S.TIS PLANS 265 00.265 10 AND 265 20 COORDINATE 4MTH CITY ENGINEER . IN THE EVENT OF UTILITY CRQ$SIND.S OR CONFLICTS. UNLESS OTHERWISE NOTED, DRAWING ISNOTTOSCALE NTS? STD. PLAN - 262.10 s i PUBLIC WORKS BIORETENTION SECTION AP OVED DEPARTMENT (WITH UNDERDRAIN) 6•' MIN.. SEE TCP OF BANK NOTE 1 ELEVATION 6 -MON CONCRETE CURB SEE STP PLAN 101 1.' FREEBOARD 2?§ ISTREETi` IUP OF PONDING T. I Fzkr TRANSITION ZDN£ SOIL.. SEE NOTES 2 ANDS 3 r 274" DEPTH ARBORIST WOOD CHIP MULCH BIORETENTION SOIL MIX. SEE NOTE 4 _ 2 I3IORETENTION AOJACONT TO CURB 5'MIN .SEE NOTE I SIDEWALK, DRIVEWAY, OR r MIN. I' DRIVING SURFACE FREEBOARD 2% TOP OF PONDING RN f f a TRAN"SI'TION ZONE SOIL. SEE NOTES 2 AND 3 1,T,`,;_• . ' 2.4" DEPTH ARRORIST WOOD CHIP MULCH a SIORETENTION SOIL MIX, SEE NOTE 5 OIORETENTION ADJACENT TO SIDEWALK, DRIVEWAY, OR DRIIVING SURFACE WITH FLUSH OR NO CURE NOTE& I SHOULOERA.EVEL AREA WIDTH TO BE €4NCH MIN IN AREAS WITHOUT PARKING. PLANTINGS ADJACENT TO PARKING SHALL BE SELECTED AND SPACED TO ALLOW ACCESS TO VEHICLES. 2 COMPACT TRANSITION ZONE SOIL IMMEDIATELY BEHIND CURB TO SGY MAX. STANDARD PROCTOR DENSITY (ASTM D695) 3. TRANSITION ZONE SOIL SHALL BE BIORETENTION SDIL MIX OR AMENDED SOIL PER GENERAL NOTE, I. 4 I9" MINIMUM 9I11RETENTI(IN $QL MIX TO TOP OF PONDW 5 DEPTH GENERAL NOTES-. 1 SOIL AOAENDMENT SCAfiJFY OR TILL SLIBGRADE TO 3-PNCH DEPTH. PLACE 3 -INCHES GF TOPSOIL DN SURFACE AND TILL INTO 5 -INCHES OF SITE SOIL SCARIFICATION DOES NOT APPLY TO LINED FACILITIES TOPSOIL SHALL HAVE A MINIMUM ORGANIC MATTER CONTENT OF 117% DRY WEIGHT IN PLANTING BEDS AND 5% IN TURF AREAS. ANDA pH FROM 6 D TO Sa OR MATCHING THE pH OF THE ORIGINAL UNDISTURBED SOIL. 2 SEE STD. PLAN 252.3D FOR CURB CUTS - 3 FOR FACILITIES 1MTH LINERS, PROVIDE LINER ANCHOR PER WSDOT SPECIFICATIONS E-29.3(2). UNLESS OTHERWISE NOTED, DRAWING 15 NOT TO 5COLO STD. PLAN r 262..20 PUBLIC WORKS ROVE IDRI DEPARTMENT BIORETENTION _ EDGE TREATMENTS PW aW MATCH WTCH GUTTER+---- CURB W1E}TH W117TIi STREAMS€'D COBBLES. SEE NOTE 3 GUTTER SL...... __.._.._......._.. OPE UPSLflPE AND DOMSLOPE OF CURB CLIT PLAN 2" GUTTER DEPRESSION AT FLOWI.INE GUTTER UPSLGPE AND TYPICAL SIQE SLOPE DOWNSLOPE OF CURS CLIT spar}E ` INFLDyy 6" MIN FREESCARU 1 v RCiA,0'NAY' a+ 1' QRC7P TD COBBLES ~~ a •, 1e., 4'CRLISHEQ SURFACING17 TOP COURSE ' x . ; g10TENYl47h# FACILITY y' COMPACT SOIL BELOYa 3 z , ? sem. ~3 _ :•', COBBLES, SEE NOTE 4 ;y; cP _ .L • — Ery31 r` SECTION A NOTE$I 1 SEE STb PLAN 262 20 FOR EDGE TREATMENT OUTSIDE INLET AREA 2. INLET CURB CUT WIDTH SHALL SE 24" ON GUTTER SLOPES ? 5%- 3 STREAMBED COBBLES SHALL BE 6" COSEILES PER VVSDOT 9.03.11(2) COBBLE PAD TO BE B' TH CK. VMTH 1.1 SIDE SLOPES, TAPERING TO 12" WOE AT FACIU7Y SOTTOM 4. COMPACT SJORET'ENTION SOIL }SIX UNDER COBBLES TO 90% MAX STANDARD PROCTOR DENSITY (ASTM 0899]. GENERAL NOTES: 1 BONE] NFWCURB ANC GUTTER TO EXISTING CURB AND GUTTER WITH EPDXY ANO DOVIEL CONNECTION_ IF RETROFITTINO INTO EXISTING CU RBLI N E REFER TO STI) PLAN 101 10 FOR EXPANSION JOINT DETAIL. UNLESS OTHER W ISE NOTED, )RAW I Y G 15 YpT Tp SCALE J NTSp STD. PLAN a 262.30 rPUBLICtiN0R145 avEo: DEPARTMENT BIORETEINTIC]N -CURB AUT INLETS C I ds. .,.UkTE CAST IRON BEEHIVE GRATE AND FRAME, SEE NOTE 1 — OPTIONAL 6" OR W STREAMBED COBBLES. PER WSDOT9-0311(2). SEE NOTE 3 1 SEE NOTE 4 SAND! COLLAR (YP ] I VARIES. SEE NOTE 2 STORM DRAIN RIPE DESIGNER TO SPECIFY G MIN 6' MIN 6 MIN J 12" MON SUMP CATCH BASIN ADJUSTMENT SECTION AS REQUIRED, DESIGNER TO SPECIFY ELEVATION FDESIGN PONDING ELEVATION u UNOERDRAIN PIPE, IF REQUIRED. SEE STD PLAN 21}2.16 CATCH BASIN TYPE 1 PER STD. PLAN 206.01) OR OTHER STRUCTURE W7H APPROVAL CONCRETE BASE GRAVEL BACKFILL FOR ©RAINS. COMPACT PER VV5DO7 2-e9.3(1)E NOTES - 1 FRAME AND GRATE SHALL BE LOCKING AND CRATE SHALL BE BOLTED TO PRAMS FRAME SHALL CONFORM TO VwSDOT STANDARD PLAN B-Sa TO -01. GRATE TO BE DUCTILE IRON BEEHIVE GRATE FITTING 30'44" FRAME OLYMPIC FOUNDRY PART SM608H OR EQUAL SEE STANDARD SPECIFICATIONS MS 15M 2 OVERFLOW STRUCTURE SHALL BE LOCATED WITHIN 10 FEET OF ROAD EDGE FOR MAINTENANCE ACCESS, UNLESS APPROVED OTHER'Y41SE. OVERFLOW STRUCTURE MAY BE LOCATED IN SIDE SLOPES 3 MINIMUM STREAMBEO COBBLE DIAMETER SHALL BE LARGER THAN MAXIMUM GRATE OPENING 4. GROUT ALL PENETRATIONS, CRACKS, SEAMS. AND J'DINTS MTM TYPE 2 GROUT FOR NON -SHRINK APPLICATIONS PER WSDOT SPECIFIC 4TtONS 9-20.3(2) JOINTS BETWEEN PRECAST STRUCTURES SHALL FSE RUBBER GASKETED PER 7.05 3 GENERAL NOTES: 1. PLANT SPACING WITHIN FACILITY TO ALLOW MAINTENANCE ACCESS TO STRUCTURE. 2 12.1 NCH MIN CLEARANCE WITHIN OVERFLOW STRUCTURE SHALL 9E PROVIDED FOR MAINTENANCE ACCESS. 3 OVERFLOW PIPES MUST BE LOCATED AT AN ELEVATION FIIGHER THAN THE STORM DRAIN HYDRAULIC GRADE LINE TO PREVENT BACKFLOW INTO THE 91ORETENTIDN FACtLRY. UNLESS OTHERWISENOTED, DRAWING 15 NOT TO SCALE (NTS; WORKS BIORETENTION - OVERFLOW OUTLET STD. PLAN - 262.40PUBLICAPPuEe DEPARTMENT STRUCTURE N.., _ If PLANTING ZONES. SEE BELOW I I I I I I I I 2"A' DEPTH ARBORIST WOOD CHIP MULCH SIDE SLOPE AT BOT70M'FvIC-'1 JAI TREE, SEE NOTE 1 MIN 16' SIDEWALK CR LANOSCAPING ROADWAY L. ' - DEPTH_>" , r hh,', • ` III f_.I tn'Jzdl [J', Lra WE zL' L_,-., 6 °AI JTAPIAN267L1' 1-3 MIN BIORETENTION SOIL MI% SOA RIFIED AND UNOOMPhCTED SU13FaRA[Ai= NOTES: A' -FRF NOT CONFLICTING WITH REQUIRED CLEARANCES OR IJTIILI.TIES TREES MAY BE LOCATED tN BIORETEN-ICN REDUCE SOTTOM "IDTH TO 6" MIN. AND INCREASE SIDE SLOPE TO 1 5 1 ADJACENT TO TREE TREES TO BE LOCATED ONLY OUTSIDE OF LINk OR LINED FACILITIES GENERAL NOTES - 1 ALL PLANTS SHALL BE SELECTED WITH A MAXIMUM MATURE HEIGHT NOT GREATER THAN 3[I -INCHES ABOVE THE TDP OF THE FACILITY, WITH TME EXCEPTION OF TREES ANDA.CCENT SHRUBS 2. SEE STT] PLANS 29200, 262 10, AND 262 2C FOR SECTION VIEWS OF BIORE-ENTIDN FACILTIES 3 SEE THE CITY OF RENTON'SURFACE WATER DESIGN MANUAL (S"T)MI TABLE C 2 B A FOR A SELECTION OF APPROVED WATER TOLERANT PLANTS ADDITIONAL SPECIES ARE ALLOWED WITH CITY APPROVAL a SELECT A MINIMUM OF 50% EVERGREEN PLANTS 5 PROVIDE'.WDODY MULCH PER THE CITY OF RENT€]N S DM 6 PLANTS ADJACENT TO STREET, DRIVEWAY, OR SICIEWALK SHALL BE SELECTED AND SPACED TO ALLOWJACCESS TO VEHICLES AND NOT IMPEDE PEDESTRIANS 7, PLANTS SHALL BE SPACED TO ENSURE C#.EAR ACCESS AVC] UNIMPEDED FLOW FROM INLETS. OUTLETS, AND OVERFLOWS 9 OONTI WE MULCH FOR A MINIMUM OF 2 -FEET PAST THE TOP OF BANK ELEVATION OR INSTALL LANDSCAPE EDGING IF FACILITY IS ADJACENT TO TURF 9 PLANTING DESIGN SHOULD MINIMIZE COMPACTION OF BIORETENTION SOIL MIX THROUGH PLANNEC.MAINTENANCE AGCES5 ANNUAL PLANTS REQUIRING SOIL DISTURBANCE FOR HARVESTING IE G, CARROTSI OR ANNUAL REPLANTING ARE NOT PERMITTED TABLE: PLANTING ZONES IDNE PLANT TYPE LCCATION MFRGENTS, PERENNIALS 6 LOW SHRUBS (PLANTS FACILITY BOTTOIATHATCANTOLERATESTANDINGWATER) EMERGENTS,. PERENNIALS &LOW+' SHRUBS (PLANTS.- J 1 T HAT CAN TOLERATE OCCASIONAL STANO'NG LOVOER SLOPE TO TOP OF P(:NCINC. W'A.T ER) GROUNDCOVERS I SHRUBS UPPER SLOPE 1 SIDEWALK GRADE LNT SHRUB (.SELECT APPROPRIATE SHRUB SICEWALK. GRADE F LOWER SLOPE; FACILITY BOTTOM 4SED ON ZONE) tJ TREE UPPER SLOPE. SEE NOTE 1 GNLESSOTHEFI*SE NOTED. G •A'XING 5 NOT4C STD. PLAN - 26Z.50 UBLIC WORKSURIDEPARTMENT BIORETENTION PLANTING - SECTION VIEW Im4wr u A' v.ny au If HOUSE ROOF DOWNSPOUT SPLASH BLOCK FLOW MIN. IT X 12' CATCH BASIN YARD ©RAIN). PLEA ROOF DOVO SPOUT OVERFLOW CATCH pASIN YARD DRAIN) SPLASH BLOCK SOLID LID OR GRATE 6" MIN DIA,,$CH 4D PVC PIPE PER ASTM D17M 2% SLOPE (144 MIN.) r. 12'" MIN SUMP FINE MESH SCREEN. SS X4 49x10 OR SIMILAR S' MIN SETBACK FROM BUILDING 15r MIN AS REQUIRED, SEE SECTION C 2.2 4 OF CITY OF RE NTON SURFACE. WATER DESIGN MANUAL SIDES AND TOP OF ROCK LINED MATH NON -WOVEN GECTEXTILE FOR SEPARATION PER WSDOT M3 2(1j — CRYWELL 49" MIN DIA 4" CAPPED PVC OR GRATE INLET AT SURFACE FOR 05SERVATION MIN 50 GALLON PLASTIC OR CONCRETE DRYWEL- 12" MIN TOPSOIL 724 AIN u — 1 1R2" •3' WASHED 74' DRAIN ROCK f MIN 41" MIN VARIES SECTION 12" MIN. (ABOVE SEASONAL JHIGHGROUNDhNATEROR HYDRAULICALLY RESTRICTIVE LAYER GENERAL NOTES: 1 REFER TO SECTION C 2 2.4 OF THE CITY OF RENTON SURFACE WATER DESIGN MANUAL FOR ADDITIONAL REQUIREME4TS. 2. REGULAR MAINTENANCE INCLUDING CATCH BASJN -(YARD DRAIN) CLEANING (EVERY 6 MONTHS WNIMW IS ESSENTIAL TO THE LONGTERM FUNCTIONING OF DRYWELLS 9. CONNECT INLET PIPE TO CONCRETE DRYWELL USING PRECAST HOLE OR CORE DRILLED HOLE, UNLESS OTHERWISE NOTED, ORA W I NG IS NOT TO SCALE (NTS) AoftkSTD. PLAN - 263.00 PUBLIC WORKS P ROVED: DEPARTMENT DRYWELL PLAN AND SECTION e•.µ ei—.. al PERVIOUS SURFACE EDGE OF (UNDISTURBED NATIVE VEGETATION 374" TO 1 11- WASHED DRAIN ROCK STRIP 2 -FT WIp= %: CINCH THICK r x V I [ IMPERVIOUS SURFACE V NeiII I 1 9I A WIDTH s 25 FT FOR 4 s uW _ J -- -- — --. —'- NA,TIVE A X415 FT NVFS i x J9-' ' J VEGETATED FLOWIATH SEGMENT v WIDTH 550 FT FDR t JNVFS) I A 200 -FT N7VFS q— — — — --- .. Y ,-F SH-E---T FLOW i- r.4 I 1 I r ! V I % 5S% SLOPE 515% SLOPE GENERAL NOTES. 1 ALL TREES WTHIN THE NATIVE f3ROATH RETENTION AREA AT THE TIME OF PERMIT APPLICATION SHALL BE RETAINED. ASIDE FROM APPROVED TIMBER HARVEST ACTIVITIES AND THE REMOVAL OF DANGEROUS AND DISEASFO TREES VNL€SS OTHERWISE NOTED, DRAWING IS NOTTO SCALE [NT5? STD. PLAN - 263.10 A PUBLIC WORKS FULL DISPERSION SHEET 'FLOW - 4PROVED' a n TnnErvrFLAT/MODERATE SUPE DRIVEWAYS me I P + I r r I 1 i 700 SO FT MAX 1 BETWEEN BERMS. SEE NOTE 2 I . I a DIAGONAL ASPHALT w MIN ORIVEV7AY BERM, SEE NOTE 3 SLOPE ASPHALT BIERM DETAIL 5.MIN r 10 r P 10' MIN r _ 31C TO i ir2" WASHED -- DRAIN ROCK 2' X W CEDAR BOAR +• ^' --J-- r r r 8" MIN PVC I PERFORATED PYPE CRUSHED P r r 61SPER ION PER ASTM 01784 ROCK OR GRAVEL r '' r 5" MIN 1" DROP r f` vFGETATEC FLOWP.ATH 18" MIN PLAN - DRIVEWAY DISPERSION TRENCH DRIVEWAY SLOPE VARIES AND SLOPES TOWARD STREET (cIS%) UNDISTURBED E224'MIN INATIVE SOIL NON-MVEN GEOTEXTILE I FOR SEPARATION PER IWSDOTSPECIFICATIONS SECTION &33.2(1} TABLE 3 DISPERSION THENCH DEYAlt r r a r I v. r I a I I I 1 2. SLOT DRAINS OR ASPHALT BERMS MAY BE USED Tb 2T MIN DIRECT RvNOFF TO ROCK PADS OR DISPERSION — TRENCHES IN VARIOUS CONFIGURATIONS LAYOUTS SHOWN ARE ONLY EXAMPLES CRUSHED ROCK STRIP — Z VIDE BY 4" THICK. MIM.- - 3 SLOT DRAINS OR ASPHALT BERMS MAY BE USED T9 • ' Y Y f DIRECT RUNOFF T[3 ROCK PADS OR DISPERSION TRENCHES IN VARicAjS CONFIGURATIONS. LAYOLrTS TU'VEGETATED SHOWN ARE ONLY EXAMPLES FLOYliPATH SEGMENT OEWERAL NOTM- 1 20' MAX.. NADTH OF CONTRIBUTING IMPERVIOUS SURFACE FOR SHEET FLOW DISPERSION„ UNLESS VEGETATED FLOVYPATH IS INCREASED BY 10' FOR EACH ADDITIONAL 20 OF CONTRIBUTING SURFACE AREA 2 REFER TO SECTION C 2 4 IN THE CITY OF RENTON SURFACE WATER DESIGN MANUAL FOR ADDITIONAL DISPERSION REQUIREMENTS. PLAN - SHEET FLOW 1313PER3I0N FROM A DRIVEWAY FLAT TO MODERATELY SLOPING DRIVEWAYS (<13%) MIR]PIrRuG WORKS BASIC DISPERSION - FLAT/MODERATE DEPARTMENT SLOPE DRIVEWAYS Nftff UNLESS OTHERW IS1 NOT@I7, CIX*VJ:NG 1$ NOT is SCALE STO. PLAN - 263.20 I}6TE MIN 2% + T- GROSSNOTESc MAX.LOPE + [CRIVE'A'AY 11 0MAX. YHDTH, SLOPE + PFSEENOTE2IPF if 1 SEE STD PLAN 224.00 FOR ALTERNATE DrSPERS`DN S.O TRENCH IF CONTRIBUTING AREA EXCEEDS 700 SF. USE I + 10 LF OF TRENCH WITM NOTCH BOARD PER 7'00 SF TO t MAX. 50 LF OF TRENCH. 2. SLOT DRAINS OR ASPHALT BERMS MAY BE USED Tb 2T MIN DIRECT RvNOFF TO ROCK PADS OR DISPERSION — TRENCHES IN VARIOUS CONFIGURATIONS LAYOUTS SHOWN ARE ONLY EXAMPLES CRUSHED ROCK STRIP — Z VIDE BY 4" THICK. MIM.- - 3 SLOT DRAINS OR ASPHALT BERMS MAY BE USED T9 • ' Y Y f DIRECT RUNOFF T[3 ROCK PADS OR DISPERSION TRENCHES IN VARicAjS CONFIGURATIONS. LAYOLrTS TU'VEGETATED SHOWN ARE ONLY EXAMPLES FLOYliPATH SEGMENT OEWERAL NOTM- 1 20' MAX.. NADTH OF CONTRIBUTING IMPERVIOUS SURFACE FOR SHEET FLOW DISPERSION„ UNLESS VEGETATED FLOVYPATH IS INCREASED BY 10' FOR EACH ADDITIONAL 20 OF CONTRIBUTING SURFACE AREA 2 REFER TO SECTION C 2 4 IN THE CITY OF RENTON SURFACE WATER DESIGN MANUAL FOR ADDITIONAL DISPERSION REQUIREMENTS. PLAN - SHEET FLOW 1313PER3I0N FROM A DRIVEWAY FLAT TO MODERATELY SLOPING DRIVEWAYS (<13%) MIR]PIrRuG WORKS BASIC DISPERSION - FLAT/MODERATE DEPARTMENT SLOPE DRIVEWAYS Nftff UNLESS OTHERW IS1 NOT@I7, CIX*VJ:NG 1$ NOT is SCALE STO. PLAN - 263.20 I}6TE 2" T4 A" G Id „d I ASPHALT BERM DETAIL 2I,r n ?-:CK PAD. SEE NO'E 3 314' TO 1 1R" WASHED 2" X B" GEDAR BOARD GRAIN ROCK I s'MIN PL'C CRUSHEORQCKOR PERFORATED PIPE GRAVEL PER ASTM D1784 r r t f ig DROP 5' iMIN6' MIN. l sy N i ttrJ W r 7 i I 700150 FTr MAX lr I I— BETWzEN BERMS,+ I c a 51:1- "d;J I i I f I 54' MIN VEGETATED F LOWPAT H I 4 UNDISTURBED I IIr I' NATIVE SOIL 24 M IN IV NON -WOVEN GEOTEXTILE FOR SEPARATION DISPERSION TRENCH DETAIL SLOT DRAIN SEE NOTE DRIVEWAY SLOPE - I f r r t f 1G MIN L DIAC,QNAL A5 PHALT PER A, SEE NOTE A 25' MIN DISPERSION TRENCH 1 25' MIN VEGETATED I 7 FLOWPATH I NO O'd`=RLAP OF , FLOWFATI SECiM ENTS PLAN - STEEP DRIVEWAY WITH DIAGONAL BERMS (t1S%j AREA DRAIN. NOTES: SEE Nta1E s— r r I SEE STD PLAN 224.00 FOR ALTERNATE DISPERSION TRENCH IF ' CONTRIBUTINGAREAEKCEEDS 70EI SF USE 10 LF OF TRENCH WTH NOTCH QOARD PER 7W SF TO MAX 50 LF OF TRENCH 1 IF DISCHARGE IS 70'OVARD A STEEP SLOPE HAZARD AREA OR A LANDSLIDE HAZARD STEEPER THAN 15%, VEGETATED FLOWPATIH MUST BE 50 FEET 3 MATERIAL FOR ROCK PAD TO BE V4' TC i tf2' VVASHED GRAIN ROCK SLOT DRAINS OR ASPHALT BERMS MAY BE USED, TO DIRECT RUNOFF TO ROCK PADS OR DISPERSION TRENOHES IN VARIOUS CONFIGURATIONS LAYOUTS 511OWNARE ONLY 'EXAMPLES. 5 MIN 12'x12"AREA.IYARU) DRAIN PIPE TO BE MIN 4"DIA SCFI40PVC PIPE PER ASTM 01705, SLOPED AT 1% MIN GENERAL NOTES: 1 MAXIMUM VEGETATED FLOWPATH SLOPE IS 15% FOR ANY 20 -FOOT REACH. AND MAI? NOT EXCEED 20% 2 REFER TO SEL; * ON C.2 4 i THE CITY OF RENTON SURFACE WATER DESIGN MAtiu--L FOR ADDiT;C NAL DISPERSION REQUIREMENTS J d 1 I J r t Ila J r I L7 r I J 117 I I I I d 700 Sq FT MAIC d I BETWEEN DRNNS. SEE NATE I I 5 A I DRIVEWAY SLOPE — J T?F';L•I PLAN • STEEP DRIVEWAY WITH SLOTTED DRAINS (*15/off 9 Adoftli,, f STD. PLAN - 263,30 Pueuc WORKS BASIC DISPERSION - STEEP Rl DEPARTMENT DRIVEWAYSNbalff5/ RW, LATEn.t,w Vy MIN J7h NO OVERLAP I OF 25' MIN. y— FLO' PATHS VEGETATED 1j 25 MIN 1 FLOIAPATH I+ VEGETATED FLOWPATH.. SEE NOTE 2 PLAN • STEEP DRIVEWAY WITH SLOTTED DRAINS (*15/off 9 Adoftli,, f STD. PLAN - 263,30 Pueuc WORKS BASIC DISPERSION - STEEP Rl DEPARTMENT DRIVEWAYSNbalff5/ RW, LATEn.t,w CONFIGURATION ON SLOPING GROUND DOWNSPOUT WITH CLEANOLIT FILTER, SEE DETAIL CLEANOUT PER STC. PLAN 226.[10 10' MIN LEVEL TRENCH WITH PERFORATED PIPE. SEE NOTE 1 5' MIN S MIN A 11I CLEANOUT PER !! STD PLAN225.44 ji TO STORM DRAIN SYSTEM J I — ----- — ——---_... -- — — — I a I I 5 6 IMINMIN 1 I TO STORM DRAIN SYSTEM DOWNSPOUT WITH CLEANOUT FILTER, SEE DETAIL 1 10' MIN. LEVEL TRENCH WITH PERFORATED PIPE, SEE NOTE 1 0....,..,..-.....----------------- - -- r CONFIGURATION ON FLAT GROUND COMPACTEQ TOPSOIL OR OTHER CLEAN FILL NON-VWOVEN GEOTEXTILE FOR SEPARATION ON TCP AND SIDES OF TRENCH PER'44SDOT SPECIFICATIONS SECTION %33 2(1) TAEILE 3 PLAN VIEW OF PARCEL 6" MIN PVC PERFORATED PIPE PER ASTM 01785 FILTER SCREEN 1 112"- 34" WASHED e4 rC3 DRAIN ROCK 24" MIN MIN. T ABOVE SEASONAL. HIGH GROUNDWATER TABLE SECTION A S LIDSI LEAVES TYPICAL DOWNSPOUT CLEANOUT DETAM NOTES - 1 TRENCH LENGTH TO BE 18 FEET IN LENGTH FOR EVERY 5,004 SF OF CONTRIBUTING IMPERVIOUS SURFACE, R 35.480 SF OF NON-NATIVE PERVIOUS SURFACE, OR PORTON THEREOF. GENEM NOTES: 1 1MRLTRATION TRENCHES LIMITED TO ROOF RUNOFF FROM $!NgLE•FAMILY OR DUPLEX HOMES OR TO CDNTROL BASEMENT FLOODING. CONSULT WA DEPARTMENT OF ECOLOGY REGULATIONS FOR UNDERGROUND INJECTION CONTROL PROGRAM (UICj FOR OTHER TYPES OF RUNOFF MANAGEMENT. 2 IMPERVIOUS AREAS LARGER THAN 14.404 SF AND NON-NATIVE PERVIOUS AREAS LARGER THAN 36,004 SF MAY REgLJIRE LARGER PIPE AND SHOULD BE DESIGNED BY A OV1L ENGINEER 3. THE PERFORATED PIPE MAY NOT BE PLACED IN A CRITICAL AREA BUFFER OR ON SLOPES STEEPER THAN 25% 4. SEE SECTION C.2. 11 OF THE CITY OF RENTON SURFACE WATER DESIGN MANUAL FOR ADDITIONAL REQUIREMENTS. UNLESS OTHERWISE NOTED, DRAWING 15 NOT TO SCALE [NTSj STD. PLAN - 263.40 JPUBLIMORKS PERFORATED STUB -OUT DEPARTMENT CONNECTION AMNkw " a DATE 6" MIN. a Ir MIN r ri 11 UNDISTURBED NATIVE SOIL PLAN VIEW OF PARCEL 6" MIN PVC PERFORATED PIPE PER ASTM 01785 FILTER SCREEN 1 112"- 34" WASHED e4 rC3 DRAIN ROCK 24" MIN MIN. T ABOVE SEASONAL. HIGH GROUNDWATER TABLE SECTION A S LIDSI LEAVES TYPICAL DOWNSPOUT CLEANOUT DETAM NOTES - 1 TRENCH LENGTH TO BE 18 FEET IN LENGTH FOR EVERY 5,004 SF OF CONTRIBUTING IMPERVIOUS SURFACE, R 35.480 SF OF NON-NATIVE PERVIOUS SURFACE, OR PORTON THEREOF. GENEM NOTES: 1 1MRLTRATION TRENCHES LIMITED TO ROOF RUNOFF FROM $!NgLE•FAMILY OR DUPLEX HOMES OR TO CDNTROL BASEMENT FLOODING. CONSULT WA DEPARTMENT OF ECOLOGY REGULATIONS FOR UNDERGROUND INJECTION CONTROL PROGRAM (UICj FOR OTHER TYPES OF RUNOFF MANAGEMENT. 2 IMPERVIOUS AREAS LARGER THAN 14.404 SF AND NON-NATIVE PERVIOUS AREAS LARGER THAN 36,004 SF MAY REgLJIRE LARGER PIPE AND SHOULD BE DESIGNED BY A OV1L ENGINEER 3. THE PERFORATED PIPE MAY NOT BE PLACED IN A CRITICAL AREA BUFFER OR ON SLOPES STEEPER THAN 25% 4. SEE SECTION C.2. 11 OF THE CITY OF RENTON SURFACE WATER DESIGN MANUAL FOR ADDITIONAL REQUIREMENTS. UNLESS OTHERWISE NOTED, DRAWING 15 NOT TO SCALE [NTSj STD. PLAN - 263.40 JPUBLIMORKS PERFORATED STUB -OUT DEPARTMENT CONNECTION AMNkw " a DATE I AN'IN( Rh L$;UN I)1S t,,I R 13H l': (UNDISTURBED TURF (LAWN)AREAS, VEGETATCN, SEE NOTE 5 SEE NOTF 1 UNDISTURBED T NATIVE VEGETATION - UNDISTURBED NATIVE SOIL OP'rIAN 1 - NO VIISTUFtSANCE 3"-4" ARBORIST 'lOD00 CHIP MULCH 3` OF COMPOST INCORPORATED INTO 5' CFF SITE SOIL (TOTAL AMENDED DEPT H OF 9.5'. FOR A SETTLED DEPTH OF E6') SUBSOIL SCARIFIED 4" BELOW COMPOST AMENDED LAYER 12" BELOW SOIL SURFACE) PLANTING BEDS S. TURF (LAVA) AREAS GRASS SEED OR SOD UNDISTURBED NATIVE SOIL GRASS SEED OR SOD I 75" C= CCM?O.ST INuORPIORATED INTO 6 25' OF SITE SOIL (TOTAL AMENDED DEPTH Oz 9 5. FOR A SETTLED DEPTH OF 6") SUBS 01L SCARIFIED d' BELOW COMPOST AMENDED LAYER 112" BELOW SOIL SURFACE OPTIONS 2, 3, AND 4. AMEND IN PLACE OR STOCKPILE AND AMEND PLANTit,G BE: --7 3'.4" ARBOR ST 1 WOODC4IP MULCH 1 e' IMPORTEC- IOPSOIL M x COMPACTED DEPTH) TURF ILAWN} AREAS a I—L 1-1._ J— GRASS SEED OR SOD NOTES(: 1 AREAS OF NO DISTURBANCE TO SE FENCED 6"IMPORTED AILD EXISTING VEGETATION AND SOIL TO BE TOPSOIL MIX PROTECTED FROM CONSTRUCTION IMPACTS COMPACTED DEPTH) GENERAL NOTES: M :l ip i. - I 1 TO MEASURE SETTLED DEPTH WATER SOIL SUFFICIENTLY TO FULLY SATURATE VVTHOUT EROSION L SUBSOIL ISaUSING SU9591L IS r y! 1'` L SGARIFIEDs' 2 C441PC7STT0MEETREOUIREMENTSOFTHE SCARIFIED 6- I - ' F w' lr BELOWIMPORTED CITYOF RENT{}N SURFACE. WATER QESIG:`J BELOWIMPORTED i TDPE05LMIX MANUAL SECTION C21a TOPSOIL MIX y' 3 CO MPAC TION OF TOPSOIL(WHERE R E QU, REf; TO BE TO 959E OF STANDARD PROCTOR OPTi13N 5 -IMPORTED TOPSOIL UNLESS O"H`_R W ISE NOTED, DRhV.'I',v "5 "401 TO SZALL i1`415"1 STD, PLAN - 264-00 I 1 ,+ WORKSPUBLICVb+[1R1( URIDEPARTMENT SOIL AMENDMENT SECTIONS 4'.... Zo o p IF OF n II _ FT - H J I v CAIN. CURB GOT T6 I I EDGE OF CATCH BASIN finTGN BASIN II i ILLI t y _ A,R;C . .ISI. . UTILITY MAIN CROSSING UTILITY SERVICE • - - - - - - - , - - - L - - - CROSSING I . . . . II B CRETENT ON FACILITY OPTIONAL LrF1LITY TRENCH DAM (TYP 1. MSIGNER TO SPECIFY GENERAL, NOTES' ABANDONED UTILITIES WTMN FOOTPRINT 13F FACILITY AND OBSEFRVEO Du RING CONSTRUCTION MLST K REMOVED GOORDINATEVATH MUNICIPAL OR MVATE OWNER AND ENGINEER UNLESS CITH EFLWISE NOTED, DRAWING 15 NOT TO SCALE [NTS STD. PLAN - 265.00-- PUBLIC WORKS UTILITY CROSSINGS - BIORETENTIONVLTMB [DEPARTMENT vFRIFY MIN. SEPARATION T7 HC: 70M OF FACILITY. SEE VOTE 1 EwISTINej UTILI7Y SERVICE TO RFMAIN IN PLACE, SEE NATE 1 NA n VE SOIL. SEE NOTE 2 SECTION - SHALLOW UTILITY SERVICE UNDER BIORETENTION FACILITY A SCALE NTS DESIGNER TO SPECIFY MIN. PIPE COVERAS REQUIRED BY UTILITY 7 PROVIDER EMEND LINCR 3" M N IN -0 NAT VE SGIL NATIVE SOIL. SEE NDTE 2 ExISTING UTILITY SERVICE TO REMAIN IN PLACE, SITE NOTE 1 SECTION - SHALLOW UTILITY SERVICE WITHIN RI®RETENTION FACILITY SCALE NTS DESIGNER TO SPECIFY 1 . MI',I .;I FAk ANCF AROUND UT _ TY SEENC-E& DESIGNER TO SPECIFY MIN. PIPE COVER AS REQUIRED BY UTILITY PROVIDER r Sl MIL MIN. HDPE OR EPDM J IMPERMEABLE LINER — PIPE SLEEVE PER L TILITY I PER GRI TEST MET PO G117J PROVIDER'S "'. f ( HOP€] OR GM 2t' 4E INE R 3" - REOUIREMENTS,I]$dCiNL•R UTILITY SERVICE 1 C; SPECIFY.SFF NOTH - NATIVE SOIL, EXISTING UTILITY MAINTO EMBED LINER 3" MIN. REMAIN IN PLACE, SEE NOTE 1 INTO NATIVE SOIL WEE NOTE 2 SECTION - SLEEVED UTILITY SERVICE SECTION - SHALLOW UTILITY MAIN WITHIN BIORETENTION FACILITY WITHINWIN BIORETENTION FACILITY D NOTES: SCALE.NTS 135 tX1 SCALE. NTS ICY 1 CCNIRACTOR SHALL LOCATE ANO DETERMINE DEPTH OF EXISTING UTILITY WITHIN THE FOOTPRINT OF THE BIORETENTION FACILITY WHILE LIMITING THE AMOUNT OF DISTURBANCE TO THE SOIL(BA.CKFILL MATERIAL OVER AND AROUND THE UTILITY PIPE IF ELECTROMAGNETIC UTILITY LOCATING, POTHOLING, OR OTHER METHOD REVEALS THAT THE UTILITY PIPE DOES NOT MEET THE REQUIRED CLEARANCE FROM THE BOTTOM OF THC SIOR ETENT ION FACILITY, THE UTILITY PRO -VI DER MAY REQUIRE THAT PR07ECTI ON MEASURES, SUCK AS THOSE SI{OWN ON THIS PLAN, BE IMPLEM ENTEOPER THEIR STANDARDS 2. EXISTING UTILITIES AND NATIVE SOIL AROUND EXISTING UTILITIES SHOULD REMAIN IN PLACE WHERE POSSIBLE. IF A PORTION OR ALL OF THE UTILITY IS UNCOVERED DURING EXCAVATION OR EXISTING SOIL WITHIN 1 FOOT OF THE KNOVM EXISTING UTILITY IS SCARIFIED, NATIVE SOIL OR APPROVED ENGINEERED RACKFILL SHALL'BE CAREFULLY PLACED AND COMPACTED AROUND THE UTILITY PER THE UTILITY PROVIDER'S REQUIREMENTS 3. UTILITY PROVIDER MAY ALLOW UTILITY SERVICES TO BE LEFT IN PLACE AND WRAPPED VOTH A WATERTIGHT VvRAP OR TAPE IN LIEU OF A SLEEVE THIS MUST RE APPROVED PRIOR TO THE START OF CONSTRUCTION. 4 PROVIDE THE MINIMUM C] F.ARANCE AROUND THE UTILITY MAIN AND SETBACKS FROM STRUCTURAL ELFM€FITS PER THE UTILITY PROVIDER'S REQUIREMENTS GENERAL NOTES - 1 ANY DISCREPANCIES BETWEEN THE EXISTING UTILITIES SHOWN IN THE (3ESIGN DRAWNGS AND THE ACTUAL FIELD CONDITIONS SHOULD BE COMMUNIG4TED TO THE ENGINEER IMMEDIATELY 2. UTILITY MAINS SHALL NOT BE SUBJECT TO LOADING FROM NEW CURSSIWALLS LOAD BEARING LINEFS TO BE DETERMINED BY THE CFOTECHINICAL ENGINEER 3 WNIMUM UTILITY SETBACKS AND CLEARANCES MUST CONFORM TO THE CITY OF RENTON SURFACE WATER DESIGN MANUAE, APPENDIX C 2A AND CURRENT CITY STANDARDS IJNLE-5 THE4WISE NOTED. DRAWING IS NOTTO SCALE (OM) STD. PLAN - 265.10 PUBLIC WORKS UTILITY CROSSINGS - SIO RETENTION SECTIONS AP VVED DEPARTMENT* Tpew .n 30 MIL HDPE IMPERMEABLE a LINER OR APPROVED EQUAL P"I LABLE LINER F'RIJTIUTILITYPROTECTION, I REQUIRED DUE TO- 12`MIN. INADEQUATE SEPARATION DESIGNER TO DESIGNER TO SPECIFY. S,PE'CFY MIN PIPE 17ESIGNFR TQ MIN. CLEARANCE C)VER AS REQUIREDTEISPECIFYMIN. PIPE AROUND UTILITY UTILITY PROVIDER COVER AS REQUIRED L ILITY PROVIDER vFRIFY MIN. SEPARATION T7 HC: 70M OF FACILITY. SEE VOTE 1 EwISTINej UTILI7Y SERVICE TO RFMAIN IN PLACE, SEE NATE 1 NA n VE SOIL. SEE NOTE 2 SECTION - SHALLOW UTILITY SERVICE UNDER BIORETENTION FACILITY A SCALE NTS DESIGNER TO SPECIFY MIN. PIPE COVERAS REQUIRED BY UTILITY 7 PROVIDER EMEND LINCR 3" M N IN -0 NAT VE SGIL NATIVE SOIL. SEE NDTE 2 ExISTING UTILITY SERVICE TO REMAIN IN PLACE, SITE NOTE 1 SECTION - SHALLOW UTILITY SERVICE WITHIN RI®RETENTION FACILITY SCALE NTS DESIGNER TO SPECIFY 1 . MI',I .;I FAk ANCF AROUND UT _ TY SEENC-E& DESIGNER TO SPECIFY MIN. PIPE COVER AS REQUIRED BY UTILITY PROVIDER r Sl MIL MIN. HDPE OR EPDM J IMPERMEABLE LINER — PIPE SLEEVE PER L TILITY I PER GRI TEST MET PO G117J PROVIDER'S "'. f ( HOP€] OR GM 2t' 4E INE R 3" - REOUIREMENTS,I]$dCiNL•R UTILITY SERVICE 1 C; SPECIFY.SFF NOTH - NATIVE SOIL, EXISTING UTILITY MAINTO EMBED LINER 3" MIN. REMAIN IN PLACE, SEE NOTE 1 INTO NATIVE SOIL WEE NOTE 2 SECTION - SLEEVED UTILITY SERVICE SECTION - SHALLOW UTILITY MAIN WITHIN BIORETENTION FACILITY WITHINWIN BIORETENTION FACILITY D NOTES: SCALE.NTS 135 tX1 SCALE. NTS ICY 1 CCNIRACTOR SHALL LOCATE ANO DETERMINE DEPTH OF EXISTING UTILITY WITHIN THE FOOTPRINT OF THE BIORETENTION FACILITY WHILE LIMITING THE AMOUNT OF DISTURBANCE TO THE SOIL(BA.CKFILL MATERIAL OVER AND AROUND THE UTILITY PIPE IF ELECTROMAGNETIC UTILITY LOCATING, POTHOLING, OR OTHER METHOD REVEALS THAT THE UTILITY PIPE DOES NOT MEET THE REQUIRED CLEARANCE FROM THE BOTTOM OF THC SIOR ETENT ION FACILITY, THE UTILITY PRO -VI DER MAY REQUIRE THAT PR07ECTI ON MEASURES, SUCK AS THOSE SI{OWN ON THIS PLAN, BE IMPLEM ENTEOPER THEIR STANDARDS 2. EXISTING UTILITIES AND NATIVE SOIL AROUND EXISTING UTILITIES SHOULD REMAIN IN PLACE WHERE POSSIBLE. IF A PORTION OR ALL OF THE UTILITY IS UNCOVERED DURING EXCAVATION OR EXISTING SOIL WITHIN 1 FOOT OF THE KNOVM EXISTING UTILITY IS SCARIFIED, NATIVE SOIL OR APPROVED ENGINEERED RACKFILL SHALL'BE CAREFULLY PLACED AND COMPACTED AROUND THE UTILITY PER THE UTILITY PROVIDER'S REQUIREMENTS 3. UTILITY PROVIDER MAY ALLOW UTILITY SERVICES TO BE LEFT IN PLACE AND WRAPPED VOTH A WATERTIGHT VvRAP OR TAPE IN LIEU OF A SLEEVE THIS MUST RE APPROVED PRIOR TO THE START OF CONSTRUCTION. 4 PROVIDE THE MINIMUM C] F.ARANCE AROUND THE UTILITY MAIN AND SETBACKS FROM STRUCTURAL ELFM€FITS PER THE UTILITY PROVIDER'S REQUIREMENTS GENERAL NOTES - 1 ANY DISCREPANCIES BETWEEN THE EXISTING UTILITIES SHOWN IN THE (3ESIGN DRAWNGS AND THE ACTUAL FIELD CONDITIONS SHOULD BE COMMUNIG4TED TO THE ENGINEER IMMEDIATELY 2. UTILITY MAINS SHALL NOT BE SUBJECT TO LOADING FROM NEW CURSSIWALLS LOAD BEARING LINEFS TO BE DETERMINED BY THE CFOTECHINICAL ENGINEER 3 WNIMUM UTILITY SETBACKS AND CLEARANCES MUST CONFORM TO THE CITY OF RENTON SURFACE WATER DESIGN MANUAE, APPENDIX C 2A AND CURRENT CITY STANDARDS IJNLE-5 THE4WISE NOTED. DRAWING IS NOTTO SCALE (OM) STD. PLAN - 265.10 PUBLIC WORKS UTILITY CROSSINGS - SIO RETENTION SECTIONS AP VVED DEPARTMENT* Tpew .n UTILITY POLE PER CITY SETBACK PER. StANDARDS CITY STANDARDS CU R13 P t i A • y • r ROADWAY ERVIOUS CONCRETEi - RpUS ASPHALT CQNCRETE FOOTING. DESIGNER TO SPECIFY PLAN NFILTRATING ' ACILI TIES, 5EE NOTE 1 SECTION A UTILITY POLE AT PERVIOUS CONCRE;TEIPOROUS ASPHALT EXPANSIONJOINT UTILITY POLE PER PAVEMENT FLUSH CONCRETE FOOTING, CITY STANDARDS WITH FOOTING, (TYP.} v EDGE TREATMENT, SEE - 1 gay • yr v • CURB PERMEABLE r PAVEMENT ROADWAY NFILTRATING ' ACILI TIES, 5EE NOTE 1 SECTION A UTILITY POLE AT PERVIOUS CONCRE;TEIPOROUS ASPHALT EXPANSIONJOINT CONCRETE FOOTING, 4 YI I v EDGE TREATMENT, SEE - 1 gay • yr v • STD PLAN 26220 SCARIFIED AND r JNCOMPACTEaD CONCRETE FOUNDATION, SU RADE FOFe v COSIGNER TO SPECIFY NFILTRATING ' ACILI TIES, 5EE NOTE 1 SECTION A UTILITY POLE AT PERVIOUS CONCRE;TEIPOROUS ASPHALT NO TIES: I AVOID COMPACTION OF EXISTING SUBGRADE BELOW INFILTRATING PERMEABLE PAVEMENT OR BIpRF.TENTION FACILITIES DURING CONSTRUCTION SECTION B ti_ P — SCARIFIED AN UNCCM PC CO SUBGRA;DE FOR INFIL-RATING FACILITIES. SEE NOTE- 1 UTILITY POLE AT BIORETENTION FACILITY U NLE55 079EF+W,SE N0711C. DRAWING 15 NOT TO 5 -:ALE (NTS) DR) STD. PLAN - 265.20 PUBLIC WORKS A EU: DEPARTMENT UTILITY CONFLICTS -UTILITY PODS a EXPANSIONJOINT CONCRETE FOOTING, STANDARDS EDGE TREATMENT, SEE DESIGNER TO SPECIFY EDGE TREATMENT, SEE - SET AT OR ABOVE STD PLAN 26220 UTILITY POLE. PER CITY STA14DARDS I EVAT ION ROADWAY ROADWAY S1711C-i PER C -Y STANDARDS- PLAN NO TIES: I AVOID COMPACTION OF EXISTING SUBGRADE BELOW INFILTRATING PERMEABLE PAVEMENT OR BIpRF.TENTION FACILITIES DURING CONSTRUCTION SECTION B ti_ P — SCARIFIED AN UNCCM PC CO SUBGRA;DE FOR INFIL-RATING FACILITIES. SEE NOTE- 1 UTILITY POLE AT BIORETENTION FACILITY U NLE55 079EF+W,SE N0711C. DRAWING 15 NOT TO 5 -:ALE (NTS) DR) STD. 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