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CC - Civil Plans W Anton Dr a' n 3 L c n rs w Z z D Z O O m Z Eo c - - a GT = 1c - N Z - z ' W :3 2v3T- ° 4 v WFshto n 8iakest > 3- - Sawlooth Middle School �O - - o D m mi. � _ o - ^' u W Ashton Dr ( 8-2 TETHEROW CRO ING BDIVI ION L uiel Peak St w PROJECT SITE ,y nr o = fi N a ___ - -- (/�� n �s E IDIAN* �i o n is o� a n W Vtoodpine Sc c a o N N¢ E a MERIDIAN, IDAHO w�rk5oep,rt»ent ~ N Z Deeign&Construction Supplemental Specifications - V PARCEL NO. SO436336156 J = °r`frsr Chevron 3 E3 0 N. 9 ■ ■m z p _CEP SEC. 36 T.4N R.3E ■ ��` W Ustick Rd fsticF W.USTICK RD� W Ustick Rd Q w -0 t Z �' 1�■'� ■ 1 Z to Noo J�� Premier Kids < c o N -1 •r Preschool&Childcare U } ■ one St Sp ��. �P a W Park stone St d z 3 NORTH a Z (-I��L, Y4 { _ o W Stanhope at N oo m C aE a t3 a d mw o m� LEGEND PROJECT CONTACTS VICINITY MAP FOUND BRASS/ALUMINUM CAP TBC TOP BACK OF CURB OWNER HAYDEN HOMES IDAHO, LLC INDEX OF SHEETS ® 5/8" IRON PIN WITH PLASTIC CAP TBC-R TOP BACK OF REVERSE CURB C/O TIM MOKWA 95 1406 N. MAIN ST. FINAL PLAT-TETHEROW CROSSING SUBDIVISION ® CALCULATED POINT TVC TOP BACK OF VERT. CURB W/O GUTTER MERIDIAN, ID 83642 CONTACT DKXJNE ® FOUND 5/8" IRON PIN WITH PLASTIC CAP TRC TOP BACK OF ROLLED CURB T.208.869.9785 C1.0 COVER SHEET, LEGEND, &CONTACTS 48-HOURS TMOKWA@HAYDEN-HOMES.COM C1.1 NOTES BEFORE DIMNC FOUND 1/2" IRON PIN WITH PLASTIC CAP WALK TOP OF WALK C1.2 TOPOGRAPHIC SURVEY 1-800-942-=5 O SET 1/2" IRON PIN WITH PLASTIC CAP CONC CONCRETE SPOT ELEVATION CIVIL ENGINEER ERICKSON CIVIL, INC. C1.3 DEMOLITION PLAN PROJECT MANAGER - ROSS ERICKSON P.E. SS _ SS EXISTING SEWER LIP LIP OF GUTTER 6213 N. CLOVERDALE ROAD SUITE 125 GD.1 GRADING PLAN -AREAA z0 BOISE, IDAHO 83712 GD.2 GRADING PLAN -AREA B J 0 w w EXISTING WATER FL FLOW LINE T.208.846.8955 J > C.208.867.3954 RD.0 ROADWAY-TYPICAL SECTIONS O CABLE EXISTING CABLE AC ASPHALT = m ROSS@ERICKSONCIVIL.COM RDA ROADWAY-W. WOODPINE ST. - (STA 1+00 TO 4+27.17) EXISTING CENTERLINE EP EDGE OF PAVEMENT ROADWAY- N. LLAMA WAY-(STA 1+00 TO 2+02.87) 0 (D 0 PROFESSIONAL LAND SOLUTIONS, INC. RD.2 ROADWAY- NW 13TH . SANTIAGO ST. (STA 1+00 TO 7+00 Z Z EXISTING DITCH EG EDGE OF GRAVEL AVE.. & ) w � Q LAND SURVEYOR PROJECT MANAGER - CLINT HANSEN P.L.S. RD.3 ROADWAY-W. SANTIAGO ST. (STA 7+00 TO 9+77.60) 2 U p EG EG EXISTING EDGE OF GRAVEL CL CENTERLINE 231 E. 5TH AVE. RDA ROADWAY- NW 12TH AVE. &W. HOMESTAKE ST. (STA 1+36.38 TO 7+45.07) 0 0 w EP EP EXISTING EDGE OF PAVEMENT BOW BACK OF WALK MERIDIAN, IDAHO 83642 RD.5 ROADWAY- PEDESTRIAN RAMP GRADING 2 0 2i T.208.288.2040 RD.6 ROADWAY- DETAILS Z 3: X EXISTING FENCE FG FINISHED GRADE CHANSEN@LANDSOLUTIONS.BIZ p � SD.1 STORM DRAIN PLAN -AREA 1 &AREA 2 w W T/o EXISTING FIBER OPTICS GND GROUND � z IRRIGATION NAMPA MERIDIAN IRRIGATION DISTRICT SD.2 STORM DRAIN PLAN -AREA 3 &AREA 4 = w GAS GAS EXISTING GAS CMP CONCRETE PIPE DISTRICT GREG CURTIS SD.2.1 STORM DRAIN PROFILES w w T.208.466.0663 SD.3 STORM DRAIN - DETAILS o IRR EXISTING GRAVITY IRRIGATION RCP CORRUGATED METAL PIPE SDA STORM DRAIN -ACHD DETAILS 10 JT JT EXISTING JOINT TRENCH PVC PVC PIPE PRESSURE HOA SD.5 STORM DRAIN -ACHD DETAILS IRRIGATION ASS\ONAL ENG� EXISTING OVERHEAD POWER uT.1 WATER&SEWER LINE A �� G\STERF'0 UT.2 WATER&SEWER LINE B PI PI EXISTING PRESSURE IRRIGATION 0 EXISTING TREE CITY OF MERIDIAN BUILDING DEPARTMENT UT.3 WATER&SEWER LINES B, C& D 3 SD EXISTING STORM 33 E, BROADWAY AVE. s� 3-24-21 =n� EXISTING LIGHT MERIDIAN, ID 83642 G1.1 GRAVITY IRRIGATION PLAN - LINES A, B & C � yT� OF �QP T EXISTING TELEPHONE T.208.887.2211 G1.2 GRAVITY IRRIGATION PROFILES - LINES A, B &C Oss K ER\��S� G1.3 GRAVITY IRRIGATION - DETAILS T/Eo EXISTING TELEPHONE & FIBER 01 EXISTING MAILBOX WATER SERVICE CITY OF MERIDIAN WATER DEPT. PIA PRESSURE IRRIGATION PLAN ; ; TOE EXISTING TOE OF SLOPE , _ EXISTING CONTOUR PROVIDER 2235 NW 8TH ST. P1.2 PRESSURE IRRIGATION - DETAILS " " • 2600_ , MERIDIAN, ID 83646 : : : : . LOB EXISTING TOP OF BANK / P1.3 PRESSURE IRRIGATION - NMID STANDARD SPECIFICATIONS , •. •. •. �260 _� PROPOSED CONTOUR T.208.888.5242 PIA PRESSURE IRRIGATION - PUMP STATION • • 0 0 0 � -ICP EXISTING UNDERGROUND POWER P1.5 PRESSURE IRRIGATION -WELL PUMP ' SS SS PROPOSED SEWER EXISTING SIGN SEWER SERVICE CITY OF MERIDIAN Cn P1.6 PRESSURE IRRIGATION -WELL PUMP DESIGN NOTES PROVIDER 33 E, BROADWAY AVE. 8" SAN ( PROPOSED 8" SEWER MERIDIAN, ID 83642 OEXISTING MANHOLE SL.1 STREET LIGHT PLAN co 6" SAN ( PROPOSED 6" SEWER T.208.898.5500 SL.2 SIGNAGE & MAILBOX PLAN 4" SAN ( PROPOSED 4" SEWER ® EXISTING INLET POWER IDAHO POWER COMPANY W N . SCOTT PINKSTON Q �o W PROPOSED WATER EXISTING FIRE HYDRANT T.208.388-5446 1" W PROPOSED 1" WATER om PROPOSED FIRE HYDRANT GAS INTERMOUNTAIN GAS CO. . 1-1/2" W PROPOSED 1 .5" WATER BRYCE OSTLER s =w PROPOSED VALVE T.208.377.6812 2" W PROPOSED 2" WATER �m =Q 6" W PROPOSED 6" WATERS PROPOSED METER TELEPHONE CENTURY LINK oo LEO ARTEAGA 8" W PROPOSED 8" WATER Z @ PROPOSED BLOW-OFF T.208.385.2440 D LEO.ARTEAGA 10" W PROPOSED 10" WATER CENTURYLINK.COM18 @ 12" W PROPOSED 12" WATER _ I"A H WATER FITTINGS SWPPP SYMAN, LLC I- PREPARER DAVE EVERSON Vlo SD PROPOSED STORM DRAIN ® PROPOSED SAND AND GREASE TRAP 2101 DELTA DR. a _0 u) PI PI PROPOSED PRESSURE IRRIGATION CONCRETE CURB AND GUTTER NAMPA, IDAHO 83687 Z r,16-6 11 IRR PROPOSED GRAVITY IRRIGATION T.208.287.8420 Oo. 2101 DELTA DR. �3 PROPOSED EDGE OF PAVEMENT CONCRETE EP EP NAMPA, ID 83687 C� 3 Z to EG EG PROPOSED EDGE OF GRAVEL IRRIGATION BOX 0 SAWCUT PROPOSED SAWCUT Z SLOPE DIRECTION OF DOWNWARD SLOPE W PROPOSED DITCH CENTERLINE DIRECTIONAL STRIPING W z TOB PROPOSED TOP OF BANK J w J ° > ? "6 W TOE PROPOSED TOE OF SLOPE CABLE RISER m% z > z � co Of Q m - - - - - - - - - - � aPUID EASEMENT C w LUa aPOWER/ELECTRICAL DATUM + BENCHMARKS Wo - - - - - - - - - - - - - - - - - - - PROPOSED GRADE BREAK // �� / �� x 0- a o - - - - PROPERTY LINE TELEPHONE RISER / / � / / 8 // CONTRACTOR SHALL CONFIRM NAVD 88 ELEVATIONS AND LOCATIONS U) JOB NUMBER: sip /� \� \/ FOR ALL PROJECT CONTROL POINTS PRIOR TO START OF W IDB2096 SIGNAL JUNCTION BOX POWER/TELEPHONE POLE "�` \ CONSTRUCTION. DATE: 3-24-21 4 4 SIGNAL CLEANOUT �� 0 SHEET NUMBER: co / i A BENCHMARK � � � S�`�RINC�E ��A� CP#� TO BE ESTABLISHED IN FIELD BY SURVEYOR V 1 DETAIL NUMBER 0 KEYED NOTE �� /V�/V�/V�/V�/V�/V�/ %V�/\ � C1 ■ W XX SHEET NUMBER � w LL STORM DRAIN NOTES ° ° GENERAL NOTES WATER NOTES o P 1. ALL CONSTRUCTION WORK SHALL BE COMPLETED IN ACCORDANCE WITH THE CURRENT VERSION OF THE IDAHO STANDARDS FOR PUBLIC WORKS CONSTRUCTION O LrHL o= a 1. CONSTRUCTION OF THE WATER SYSTEM SHALL CONFORM TO THE STANDARDS IN THE"IDAHO RULES FOR PUBLIC DRINKING WATER SYSTEMS(IDAPA 58.01.08)" 1. FOR ANY DRAINAGE FACILITIES WITHIN A PUBLIC RIGHT OF WAY,ACHD OR ITD SHALL BE RESPONSIBLE FOR INSPECTION. FOR ANY PRIVATE DRAINAGE W U) (ISPWC),THE CITY OF MERIDIAN SUPPLEMENTAL SPECIFICATIONS TO THE ISPWC(AND ANY ADDENDUMS), MERIDIAN DESIGN STANDARDS,THE REQUIREMENTS OF THE AS WELL AS THE STANDARDS AND SPECIFICATIONS REFERRED TO IN GENERAL CONSTRUCTION NOTE NO. 1. FACILITIES THE PROJECT ENGINEER OR ARCHITECT SHALL BE RESPONSIBLE FOR INSPECTION AND CERTIFICATION OF DRAINAGE FACILITIES; HOWEVER ANY d Z _ ADA COUNTY HIGHWAY DISTRICT(ACHD),THE US ARMY CORP.OF ENGINEER'S SECTION 404 PERMIT,AND THE ENVIRONMENTAL PROTECTION AGENCY(EPA)CURRENT ROOF DRAINAGE AND PIPING TO THE DRAINAGE FACILITIES WILL BE INSPECTED BY THE MERIDIAN PLUMBING OFFICIAL UNDER THE APPROPRIATE PERMIT. d O _ CONSTRUCTION GENERAL PERMIT(CGP).THE MORE STRINGENT OF ANY OF THESE STANDARDS SHALL BE THE CONTROLLING STANDARDS OR SPECIFICATIONS. 2. THE HORIZONTAL SEPARATION OF POTABLE WATER MAINS AND NON-POTABLE WATER MAINS(SANITARY SEWER,STORM DRAIN,AND IRRIGATION)SHALL BE A Q U MINIMUM OF TEN (10)FEET.WHERE IT IS NECESSARY FOR A POTABLE WATER MAIN AND NON-POTABLE WATER MAIN TO CROSS WITH LESS THAN EIGHTEEN (18) 2. ANY CHANGE FROM THE PLANS SHALL BE APPROVED IN WRITING BY THE DESIGN ENGINEER AND ACHD. s` o j o 2. a a 2. THE CONTRACTOR SHALL HAVE A COPY OF THE LATEST CITY OF MERIDIAN STANDARD SPECIFICATIONS AND DRAWINGS ON SITE OR READILY ACCESSIBLE AT ALL TIMES = 2 T a INCHES OF VERTICAL SEPARATION,THE CROSSING SHALL BE CONSTRUCTED IN ACCORDANCE WITH SECTION 542.07 OF THE IDAHO RULES FOR PUBLIC o - s. o DURING CONSTRUCTION (AVAILABLE ON THE WEBSITE). FAILURE TO HAVE ACCESS TO A CURRENT COPY OF THE STANDARD SPECIFICATIONS ON SITE COULD BE 3. SEPARATION FROM THE BOTTOM OF THE DRAINAGE FACILITY TO SEASONAL HIGH GROUNDWATER SHALL BE A MINIMUM OF 3'. CONTACT ENGINEER FOR - GROUNDS FOR A STOP WORK ORDER UNTIL THE SITUATION IS RESOLVED. DRINKING WATER SYSTEMS(IDAPA 58.01.08)AND SECTION 430.02 OF THE WASTEWATER RULES(IDAPA 58.01.16). REVISED DRAINAGE FACILITY DESIGN IF BOTTOM OF FACILITY IS WITHIN T OF SEASONAL HIGH GROUNDWATER ELEVATION. RE-DESIGNED FACILITY SHALL BE D _- _ 3. THE HORIZONTAL SEPARATION OF NON-POTABLE SERVICES AND POTABLE WATER SERVICES OR POTABLE WATER MAINS SHALL BE A MINIMUM OF SIX 6 FEET. APPROVED BY THE PUBLIC WORKS DEPARTMENT. a �_ 3. THE CONTRACTOR SHALL HAVE PLANS STAMPED"APPROVED FOR CONSTRUCTION"BY THE CITY OF MERIDIAN ON SITE AT ALL TIMES. ( ) r - -- WHERE IT IS NECESSARY FOR A POTABLE WATER MAIN AND NON-POTABLE WATER MAIN TO CROSS WITH LESS THAN EIGHTEEN (18) INCHES OF VERTICAL a�� 4. ALL CONTRACTORS,SUBCONTRACTORS,AND UTILITY CONTRACTORS SHALL ATTEND A PRE-CONSTRUCTION CONFERENCE PRIOR TO START OF WORK. 4. NO DISCHARGE SHALL BE MADE TO THE STORM DRAIN SYSTEM UNTIL THE SITE IS STABILIZED AND PAVED. THE EXISTING STORM DRAIN FACILITIES SHALL BE SEPARATION ,THE CROSSING SHALL BE CONSTRUCTED IN ACCORDANCE WITH SECTION 542.07 OF THE IDAHO RULES FOR PUBLIC DRINKING WATER SYSTEMS PROTECTED THROUGHOUT THE DURATION OF CONSTRUCTION IN ACCORDANCE WITH THE PROJECT ESC/SWPPP PLAN AND AS DIRECTED BY THE 3 5. CONTRACTORS SHALL NOTIFY THE APPROPRIATE AGENCY WHEN MATERIALS ARE ON SITE OR INSPECTION OF THE WORK IS REQUIRED. NO WORK MAY BEGIN ON ANY (IDAPA 58.01.08)AND SECTION 430.02 OF THE WASTEWATER RULES(IDAPA 58.01.16). `N¢ `� a CONTRACTOR'S PROJECT RESPONSIBLE PERSON. N z PROJECT WITHOUT TWENTY FOUR(24)HOUR PRIOR NOTICE. 4. PLACE WATER SERVICE LINES IN A TWO(2)INCH DIAMETER PIPE SLEEVE WHEREVER THE SERVICE LINE CROSSES A STORM WATER TREATMENT FACILITY(I.E. 5. CONTRACTOR SHALL CLEAN THE STORM DRAIN SYSTEM INCLUDING ALL PIPES AND STRUCTURES ONCE FINAL SITE STABILIZATION HAS OCCURRED AND ALL o y 6. CONTRACTOR SHALL NOTIFY THE PUBLIC WORKS INSPECTOR 48 HOURS PRIOR TO THE REQUIRED TESTING. THE CONTRACTOR MAY NOT OPEN OR CLOSE WATER SEEPAGE BEDS, DRAINAGE SWALES). - VALVES. BMP'S ARE REMOVED. PROVIDE DOCUMENTATION OF CLEANING WITH CLOSEOUT DOCUMENTS. a 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING CONTINUOUS WATER SERVICE TO ALL EXISTING WATER USERS AFFECTED BY CONSTRUCTION. IF 7. ALL MATERIAL FURNISHED ON,OR FOR THE PROJECT MUST MEET THE MINIMUM REQUIREMENTS OF THE APPROVING AGENCIES.AT THE REQUEST OF THE APPROVING WATER SERVICE MUST BE INTERRUPTED,THE CONTRACTOR SHALL COORDINATE WITH THE PUBLIC WORKS INSPECTOR. 6. ALL STORM DRAIN TRENCH AND STRUCTURE BACKFILL SHALL MEET STRUCTURAL FILL SPECIFICATIONS AS PROVIDED IN THE GEOTECHNICAL REPORT. a c a g AGENCY OR THE DESIGN ENGINEER,CONTRACTORS SHALL FURNISH PROOF THAT ALL MATERIALS INSTALLED ON THIS PROJECT MEET THE SPECIFICATION O o o E:3 a w REQUIREMENTS SET FORTH IN GENERAL CONSTRUCTION NOTE NO. 1. 6. PLACE WATER SERVICE LINES IN A TWO(2) INCH DIAMETER PIPE WHEREVER THE SERVICE LINE CROSSES A STORM WATER TREATMENT FACILITY(I.E. 7. STORM DRAIN PIPING AND STRUCTURES SHALL BE TESTED IN ACCORDANCE WITH DIVISION 6 OF THE ISPWC. CONTACT ENGINEER 48-HOURS IN ADVANCE TO LL v a - Q .COORDINATE WITNESS OF TESTING SEEPAGE BEDS, DRAINAGE SWALES).THE PIPE MATERIAL USED FOR SLEEVING MUST BE IMPERVIOUS TO CONTAMINATION FROM PETROLEUM PRODUCTS AND L a E N 8. WORK SUBJECT TO APPROVAL BY ANY GOVERNMENTAL AGENCY MUST BE APPROVED PRIOR TO(A) BACKFILLING TRENCHES FOR PIPE; (B)PLACING OF MUST BE APPROVED BY THE IDAHO DEPARTMENT OF ENVIRONMENTAL QUALITY. 8. CONTACT THE CITY OF BOISE,AND THE OWNER'S GEOTECHNICAL REPRESENTATIVE FOR INSPECTION OF THE PRIVATE STORM DRAIN SYSTEM DRAINAGE C N y AGGREGATE BASE; (C)PLACING OF CONCRETE; (D)PLACING OF ASPHALT PAVING. WINDOW EXCAVATIONS PRIOR TO PLACEMENT OF ANY SAND MATERIALS. O E T 7. ALL WATER LINES SHALL HAVE A MINIMUM 4.0'BURY DEPTH. 9. INSPECTION,APPROVAL AND FINAL ACCEPTANCE OF ALL WATER AND SEWER CONSTRUCTION SHALL BE BY THE PUBLIC WORKS DEPARTMENT,AND THEIR DECISION V V = s SHALL BE FINAL. SUCH INSPECTIONS SHALL NOT RELIEVE THE CONTRACTOR FROM THE RESPONSIBILITY OF PERFORMING THE WORK IN AN ACCEPTABLE MANNER IN 8. ALL WATER LINE TRENCH BACKFILL SHALL MEET STRUCTURAL FILL SPECIFICATIONS AS PROVIDED IN THE GEOTECHNICAL REPORT. - - - ACCORDANCE WITH THE DEQ/QLPE APPROVED CONSTRUCTION PLANS. 9. CONTRACTOR SHALL COORDINATE AND PROVIDE TESTING AND DISINFECTION AS REQUIRED BY THE CITY OF MERIDIAN. Q N 10. ANY DEVIATION FROM THE APPROVED PLANS AND SPECIFICATIONS MUST HAVE THE APPLICABLE AGENCY APPROVAL IN WRITING PRIOR TO CONSTRUCTION. ACHD STANDARD NOTES 11. PRIOR TO BEGINNING INSTALLATION OF STREET LIGHTS,THE ELECTRICAL CONTRACTOR SHALL OBTAIN AN ELECTRICAL PERMIT FROM THE BUILDING DIVISION OF THE 7 WATER CONSTRUCTION SHALL CONFORM TO THE SPECIFIC DETAILS AND REQUIREMENTS OF THE CURRENT CITY OF MERIDIAN STANDARD SPECIFICATIONS o N aE a 0 AND DRAWINGS. - - a MERIDIAN PUBLIC WORKS DEPARTMENT.ANY DEVIATION IN STREET LIGHT LOCATIONS FROM THE APPROVED PLANS MUST BE APPROVED IN WRITING FROM THE CITY 1. ALL CONSTRUCTION WITHIN THE EXISTING OR FUTURE PUBLIC RIGHT OF WAY SHALL CONFORM TO THE CURRENT EDITION OF THE I.S.P.W.C.AND ACHD d m 6 0 m ENGINEER. SUPPLEMENTAL SPECIFICATIONS. NO EXCEPTIONS TO DISTRICT POLICY,STANDARDS,AND THE I.S.P.W.C.WILL BE ALLOWED UNLESS SPECIFICALLY AND 12. LOCATE SUBSURFACE STORMWATER DISPOSAL FACILITIES(INCLUDING INFILTRATION BEDS AND DRYWELLS)AT LEAST 25 FEET FROM WATER MAINS.THIS SEWER NOTES PREVIOUSLY APPROVED IN WRITING BY THE DISTRICT. , REQUIREMENT DOES NOT APPLY TO CATCH BASINS OR SAND AND GREASE VAULTS. 13. THE LOCATIONS OF EXISTING UNDERGROUND UTILITIES ARE SHOWN IN AN APPROXIMATE WAY ONLY; NOT ALL UNDERGROUND UTILITIES ARE SHOWN. CONTRACTOR 2. ADA COUNTY HIGHWAY DISTRICT WILL INSPECT ALL WORK WITHIN THE RIGHT-OF-WAYS. ' SHALL FIELD VERIFY AND CONFIRM EXISTING LOCATIONS, DEPTHS, SIZES,AND MATERIAL TYPES OF ALL EXISTING UTILITIES PRIOR TO START OF WORK. UNDERGROUND 1. CONSTRUCTION OF THE SEWER SYSTEM SHALL CONFORM TO THE STANDARDS IN THE WASTEWATER RULES (IDAPA 58.01.16)AS WELL AS THE STANDARDS UTILITIES WHICH MAY EXIST ON THE SITE HAVE NOT BEEN SURVEYED AND ARE NOT ALL EXHIBITED ON THIS PLAN. IN ADDITION TO VERIFICATION OF THE EXACT AND SPECIFICATIONS REFERRED TO IN GENERAL CONSTRUCTION NOTE NO. 1. 3. CONTRACTOR SHALL PROVIDE TRAFFIC CONTROL PLANS TO THE ADA COUNTY HIGHWAY DISTRICT AND TO THE ENGINEER FOR APPROVAL PRIOR TO LOCATION, DEPTH, SIZE AND MATERIAL TYPES OF ALL UNDERGROUND UTILITIES, CONTRACTOR SHALL CONTACT THE APPROPRIATE UTILITY COMPANY, DIGLINE 2. THE HORIZONTAL SEPARATION OF POTABLE WATER MAINS AND NON-POTABLE WATER MAINS(SANITARY SEWER, STORM DRAIN,AND IRRIGATION)SHALL BE A COMMENCING WORK WITHIN THE RIGHT OF WAY. (1-800-342-1585),AND ALL PRIVATE ADJACENT PROPERTY OWNERS PRIOR TO CONSTRUCTION TO ENSURE THAT ALL PUBLIC AND PRIVATE UTILITIES ARE IDENTIFIED. MINIMUM OF TEN (10)FEET.WHERE IT IS NECESSARY FOR A POTABLE WATER MAIN AND NON-POTABLE WATER MAIN TO CROSS WITH LESS THAN EIGHTEEN (18) THE CONTRACTOR AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MAY BE OCCASIONED BY HIS FAILURE TO EXACTLY IDENTIFY, LOCATE AND INCHES OF VERTICAL SEPARATION,THE CROSSING SHALL BE CONSTRUCTED IN ACCORDANCE WITH SECTION 542.07 OF THE IDAHO RULES FOR PUBLIC 4. RETAIN AND PROTECT ALL TREES, SHRUBS,AND UTILITIES UNLESS OTHERWISE NOTED. CONTACT DMNE PRESERVE ANY AND ALL UNDERGROUND UTILITIES. DRINKING WATER SYSTEMS(IDAPA 58.01.08)AND SECTION 430.02 OF THE WASTEWATER RULES(IDAPA 58.01.16). 5. TEMPORARY EROSION PROTECTION OF THE SURFACE STORM WATER RUNOFF DURING CONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. 48-HMRS POTHOLING IS REQUIRED 3. THE HORIZONTAL SEPARATION OF NON-POTABLE SERVICES AND POTABLE WATER SERVICES OR POTABLE WATER MAINS SHALL BE A MINIMUM OF SIX(6)FEET. COMPLY WITH LAWS AND REGULATIONS RELATED TO STORM WATER DISCHARGES AND SEDIMENT AND EROSION CONTROL. CONTRACTOR SHALL PROVIDE BEFORE DICMG CONTRACTOR SHALL POTHOLE EXISTING UNDERGROUND UTILITIES AT ALL LOCATIONS WHERE NEW FACILITIES CROSS EXISTING UNDERGROUND UTILITIES AND WHERE IT IS NECESSARY FOR A POTABLE WATER MAIN AND NON-POTABLE WATER MAIN TO CROSS WITH LESS THAN EIGHTEEN (18)INCHES OF VERTICAL SEDIMENT AND EROSION CONTROL PLAN (SWPPP)TO ACHD IN ACCORDANCE WITH ACHD STANDARDS. WHERE EXISTING UTILITIES RUN ADJACENT TO NEW FACILITIES WITH LESS THAN 10-FEET OF HORIZONTAL SEPARATION. CONTRACTOR SHALL DETERMINE THE SEPARATION,THE CROSSING SHALL BE CONSTRUCTED IN ACCORDANCE WITH SECTION 542.07 OF THE IDAHO RULES FOR PUBLIC DRINKING WATER SYSTEMS 1 SOO-m2 M5 EXACT LOCATION, DEPTH,SIZE,AND MATERIAL OF THE EXISTING UTILITY AT THE CROSSING LOCATIONS,AND FOR ADJACENT UTILITIES WITHIN 10-FEET OF NEW (IDAPA 58.01.08)AND SECTION 430.02 OF THE WASTEWATER RULES(IDAPA 58.01.16). 6. CONTRACTOR SHALL OBTAIN ALL NECESSARY PERMITS AND INSPECTIONS AT CONTRACTORS EXPENSE WITH NO ADDITIONAL PAYMENT FROM OWNER. FACILITIES. CONTRACTOR SHALL ASSESS CROSSING AND ADJACENT UNDERGROUND UTILITY CONDITIONS AND DETERMINE WHETHER ANY NEW FACILITY 4. PLACE SEWER SERVICE LINES IN A SIX(6)INCH DIAMETER WATER CLASS PIPE SLEEVE WHEREVER THE SERVICE LINE CROSSES A STORM WATER TREATMENT CONFLICTS EXIST WITH EXISTING UNDERGROUND UTILITIES PRIOR TO START OF CONSTRUCTION AND ORDERING OF ANY CONSTRUCTION MATERIALS(IE. FACILITY(I.E., SEEPAGE BEDS, DRAINAGE SWALES). 7. ALL PEDESTRIAN RAMPS SHALL BE CONSTRUCTED IN ACCORDANCE WITH CURRENT A.D.A. STANDARDS. SIDEWALK AND PEDESTRIAN RAMP CROSS SLOPES STRUCTURES, PIPE,VALVES, FITTINGS,APPURTENANT ITEMS, ETC.). NOTIFY ENGINEER IMMEDIATELY IF ANY CONFLICTS EXIST. IF UTILITY CONFLICTS ARE NOTED, SHALL NOT EXCEED 1.50%. PEDESTRIAN RAMP LONGITUDINAL SLOPES SHALL HAVE A MAXIMUM SLOPE OF 15:1. THERE ARE NO TOLERANCES TO THESE z CONTRACTOR SHALL PROVIDE EXISTING UTILITY SURVEY POINT DATA FOR THE CONFLICTING UTILITY TO ERICKSON CIVIL, INC. IN AUTOCAD FORMAT ON THE SAME 5. CONTRACTOR SHALL COORDINATE AND PROVIDE ALL TESTING AND CLEANING AS REQUIRED BY THE CITY OF MERIDIAN. REQUIREMENTS. NEW PEDESTRIAN RAMPS AND SIDEWALKS THAT HAVE CROSS SLOPES IN EXCESS OF 1.5%SHALL BE REMOVED AND REPLACED WITH NO () O COORDINATE SYSTEM AND DATUM AS THE PROJECT CAD FILES.CONTRACTOR SHALL COMPLETE POTHOLING WELL IN ADVANCE OF THE NEED TO ORDER MATERIALS 6. ALL SEWER MANHOLES AND CLEANOUTS SHALL HAVE CONCRETE COLLARS. SEPARATE PAYMENT. NEW PEDESTRIAN RAMPS THAT HAVE LONGITUDINAL SLOPES GREATER THAN 15:1 SLOPE SHALL BE REMOVED AND REPLACED WITH NO J U) SO THAT ADEQUATE TIME IS ALLOWED FOR THE ENGINEER TO MAKE DESIGN ADJUSTMENTS, IF NEEDED. NO SEPARATE PAYMENT SHALL BE MADE FOR THIS WORK. 7. SEWER CONSTRUCTION SHALL CONFORM TO THE SPECIFIC DETAILS AND REQUIREMENTS OF THE CURRENT CITY OF MERIDIAN STANDARD SPECIFICATIONS SEPARATE PAYMENT. J 14. THE CONTRACTOR SHALL MAINTAIN ALL EXISTING DRAINAGE FACILITIES WITHIN THE CONSTRUCTION AREA UNTIL THE DRAINAGE IMPROVEMENTS ARE IN PLACE AND AND DRAWINGS. O 0 8. ALL PEDESTRIAN RAMPS LOCATED WITHIN THE PUBLIC RIGHT-OF-WAY SHALL HAVE TRUNCATED DOMES PER ISPWC STANDARD DRAWING SD-712. DOMES 00 FUNCTIONING. SHALL BE CAST INTO CONCRETE(STAMPED CONCRETE AND ADHESIVE MATS NOT ALLOWED)AND SHALL BE COLORED"YELLOW". Q t] 15. ALL CONTRACTORS WORKING WITHIN THE PROJECT BOUNDARIES ARE RESPONSIBLE FOR COMPLIANCE WITH ALL APPLICABLE SAFETY LAWS OF ANY JURISDICTIONAL BODY. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL BARRICADES, SAFETY DEVICES AND CONTROL OF TRAFFIC WITHIN AND AROUND THE CONSTRUCTION GRADING NOTES 9. ALL ROADWAY CONSTRUCTION SHALL MEET THE MINIMUM REQUIREMENTS OF ADA COUNTY HIGHWAY DISTRICT OR THE APPROVED CONSTRUCTION PLANS. -cf) Z Q 10. ADA COUNTY HIGHWAY DISTRICT WILL INSPECT ALL WORK WITHIN THE ACHD RIGHT-OF-WAYS, THE PROJECT OWNERS REPRESENTATIVE WILL PARKING LOTS LLI u 0 16. CONTRACTOR SHALL REMAIN IN FULL COMPLIANCE WITH ALL APPLICABLE POLICIES, ORDINANCES OR OTHER REQUIREMENTS OF ALL AGENCIES, MUNICIPALITIES OR AND OTHER PAVING IMPROVEMENTS OUTSIDE THE PUBLIC RIGHT-OF-WAY. 0 POLITICAL SUBDIVISION HAVING JURISDICTION. 1. ALL EARTHWORK INCLUDING BUT NOT LIMITED TO REMEDIATION, OVER EXCAVATION, REMOVAL OF UNSUITABLE SOILS, BUILDING PAD PREPARATION, SLOPE O w 17. CONTRACTOR SHALL PROVIDE AND INSTALL ALL NECESSARY PIPE TRANSITION FITTINGS FOR PIPE SIZE AND MATERIAL CHANGES. NO SEPARATE PAYMENT SHALL BE KEYING, CLEARING, GRUBBING, EXCAVATION, EMBANKMENT,AND BACKFILL, SHALL BE COMPLETED IN ACCORDANCE WITH THE SPECIFICATIONS AND 11. ACTUAL FIELD CONDITIONS DURING TRENCHING MAY REQUIRE ADDITIONAL PAVEMENT REPAIR BEYOND THE LIMITS SHOWN ON THE PLANS. THE FOLLOWING = U MADE FOR THIS WORK. CONTRACTOR SHALL CONFIRM ALL EXISTING UTILITY SIZES AND TYPES AT POINT OF CONNECTION TO EXISTING UTILITIES PRIOR TO START OF REQUIREMENTS INCLUDED IN THE PROJECT GEOTECHNICAL REPORT UNDER THE DIRECTION AND SUPERVISION OF THE OWNER'S GEOTECHNICAL CONDITIONS ARE LISTED IN SECTION 6000 OF ACHD POLICY MANUAL: z WORK. ENGINEER OF RECORD. CONTRACTOR SHALL OBTAIN A COPY OF THE GEOTECHNICAL REPORT FROM THE OWNER PRIOR TO BID. ALL EARTHWORK SHALL LLI O 18. THE CONTRACTOR SHALL GUARANTEE ALL MATERIALS, EQUIPMENT AND WORK PERFORMED FOR A MINIMUM PERIOD OF TWO(2)YEARS FROM THE DATE OF BE OVERSEEN, INSPECTED,TESTED,AND APPROVED BY THE OWNER'S GEOTECHNICAL ENGINEER OF RECORD. A. ALL ASPHALT MATCH LINES FOR PAVEMENT REPAIR SHALL BE PARALLEL TO THE CENTERLINE OF THE STREET AND INCLUDE ANY AREA DAMAGED BY 0' EQUIPMENT DURING TRENCHING OPERATIONS. LU ACCEPTANCE. 2. CONTRACTOR SHALL OBTAIN A COPY OF THE GEOTECHNICAL REPORT FROM THE OWNER PRIOR TO BID. Q F 2 19. ALL WORK PERFORMED IN THE PUBLIC RIGHT-OF-WAY REQUIRES THE CONTRACTOR TO OBTAIN A WORK PERMIT FROM THE ADA COUNTY HIGHWAY DISTRICT 24-HOURS 3. CONTRACTOR SHALL MAINTAIN ALL EXISTING DRAINAGE FACILITIES WITHIN THE CONSTRUCTION AREA UNTIL TEMPORARY AND/OR PERMANENT DRAINAGE o ~ B. IF THE CUMULATIVE DAMAGED PAVEMENT AREA EXCEEDS 50/o OF THE TOTAL ROAD SURFACE, CONTRACTOR SHALL REPLACE THE ENTIRE ROADWAY = F W PRIOR TO ANY CONSTRUCTION WITHIN THE RIGHT-OF-WAY. NO SEPARATE PAYMENT SHALL BE MADE. IMPROVEMENTS ARE IN PLACE AN FUNCTIONING. SURFACE. w w ~ 20. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL TRAFFIC CONTROL AND TRAFFIC CONTROL PLANS REQUIRED FOR ALL WORK ASSOCIATED WITH THE PROJECT. 4. IF REQUIRED,CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING A SHORT TERM ACTIVITY EXEMPTION PERMIT FROM THE IDAHO DIVISION OF 0 CONTRACTOR SHALL OBTAIN NECESSARY TRAFFIC CONTROL PLAN APPROVALS FROM THE APPROPRIATE JURISDICTIONAL AGENCIES AND PROVIDE A COPY OF SAID ENVIRONMENTAL QUALITY IDEQ). CONTACT CRAIG SHEPHARD AT THE SOUTHWEST REGIONAL IDEQ OFFICE(208.373.0557). CONTRACTOR SHALL SUBMIT TO C. CONTRACTOR SHALL REPLACE THE PAVEMENT SURFACE TO ENSURE MATCH LINE DOES NOT FALL WITHIN THE WHEEL PATH OF A LANE. MACH LINE O a APPROVED PLAN TO ENGINEER. NO SEPARATE PAYMENT SHALL BE MADE. IDEQ A DEWATERING PLAN WHICH OUTLINES THE LOCATION OF PROPOSED BMP'S AND THE SEQUENCING OF THE DEWATERING ACTIVITIES. ALL SHALL ONLY FALL IN THE CENTER OR EDGE OF A TRAVEL LANE. �QNAL 21. THE CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS ON THE JOB SITE AND SHALL NOTIFY THE ENGINEER OF ANY DIMENSIONAL ERRORS, OMISSIONS CONSTRUCTION WATER GENERATED FROM EXCAVATION SHALL FREE OF SEDIMENT SAND DEBRIS BEFORE IT LEAVES THE SITE. D. PLOWABLE FILL OR IMPORTED MATERIAL MAY BE REQUIRED IF THE NATIVE TRENCH MATERIAL IS DEEMED UNSUITABLE BY ACHD INSPECTOR, DOES NOT OR DISCREPANCIES BEFORE BEGINNING OR FABRICATING WORK. 5. CONTRACTOR SHALL OBTAIN APPROVAL OF ALL SUBGRADES FROM OWNER'S GEOTECHNICAL ENGINEER OF RECORD PRIOR TO PLACEMENT OF ANY FILL MEET COMPACTION STANDARDS OR TIME IS CRITICAL FACTOR. rjS N(�' fit, / 22. ALL LOGS, STUMPS, ROOTS, BRUSH,VEGETATION OR OTHER DEBRIS NOT SUITABLE FOR STRUCTURAL FOUNDATION SHALL BE REMOVED FROM CONSTRUCTION MATERIAL. Q� �STE AREAS. THICKNESS OF TOPSOIL TO BE REMOVED MAY BE ADJUSTED BY THE OWNER'S GEOTECHNICAL INSPECTOR BASED ON ACTUAL FIELD CONDITIONS. ALL 6. NO WORK SHALL BE PERFORMED WITHIN JURISDICTIONAL WETLAND AREAS UNTIL A SECTION 404 PERMIT HAS BEEN ISSUED BY THE US ARMY CORP OF E. ANY EXCEPTIONS TO THESE RULES SHALL BE PRE-APPROVED IN WRITING BY DISTRICT STAFF BEFORE CONSTRUCTION BEGINS. TOPSOIL FROM DISTURBED AREAS SHALL BE STOCKPILED ON SITE AS DIRECTED BY OWNER,ARCHITECT OR PROJECT ENGINEER. STOCKPILED MATERIALS THAT ARE ENGINEERS. ALL WORK WITH THE WETLAND AREAS SHOWN HERE TO THE REQUIREMENTS OF SAID 404 PERMIT. NOT USED ONSITE SHALL BE HAULED OFF AND DISPOSED OF BY THE CONTRACTOR AT THEIR EXPENSE,AS DIRECTED BY OWNER OR ARCHITECT. 7. STRIP AND STOCKPILE TOPSOIL PER THE GEOTECHNICAL REPORT RECOMMENDATION AND DISPOSE OF DEBRIS OFFSITE.THE DEPTH OF STRIPPING WILL F. THE ASPHALT CUT LINE IS A 2.0'MINIMUM FOR PAVEMENT PATCHES (INCLUDING DRIVEWAY APPROACHES,AND UTILITY CUT STREET REPAIRS.) VARY IN THE FIELD DEPENDING ON THE DEPTH OF THE ROOT ZONE. SOIL COMPOSITION INCLUDING SOIL TYPE, MOISTURE CONTENT,AND STABILITY,AND PAVEMENT REPAIR SHALL BE IN ACCORDANCE WITH THE ISPWC STANDARDS FOR STREET REPAIRS(SEE SD-301,SD-303,AND SD-806(MINIMUM LP 3-24-21 23. ALL AGGREGATE COURSES OR SURFACES SHALL CONFORM TO THE REQUIREMENTS OF DIVISION 800 OF THE ISPWC. THE WEATHER CONDITIONS DURING CONSTRUCTION. STRIPPING DEPTHS SHALL BE DIRECTED BY THE GEOTECHNICAL REPRESENTATIVE. LOCATION OF CROSS-SLOPE). �qTF 9�� OF 24. CUT AND FILL SLOPES SHALL BE PER PLANS. IN NO CASE SHALL ANY SLOPE BE STEEPER THAN 3:1. (HORIZONTAL:VERTICAL) STOCKPILED MATERIAL SHALL BE COORDINATED WITH THE OWNER PRIOR TO PLACEMENT. 12. THE ENGINEER OF RECORD CERTIFIES THAT THE PLANS ARE PREPARED IN SUBSTANTIAL CONFORMANCE WITH THE ACHD POLICY AND STANDARDS IN EFFECT 25. CONTRACTOR SHALL MAINTAIN ACCURATE AS-BUILT PLANS THROUGHOUT THE DURATION OF CONSTRUCTION. NOTE ALL EXISTING AND NEW INFRASTRUCTURE 8. STRUCTURAL FILL IS DEFINED BY THE GEOTECHNICAL REPORT. SEE GEOTECHNICAL REPORT FOR ADDITIONAL INFORMATION. AT THE TIME OF PREPARATION. THE ENGINEER ACKNOWLEDGES THAT ACHD ASSUMES NO LIABILITY OR ERRORS OR DEFICIENCIES IN THE DESIGN. ALL HORIZONTAL AND VERTICAL LOCATIONS,TYPE, DEPTH, MATERIAL AND SIZE AND PROVIDE THE AS-BUILTS TO ENGINEER FOR RECORD DRAWING PREPARATION. NO 9. THE CONTRACTOR SHALL COORDINATE WITH THE OWNER TO DETERMINE WHICH TREES WITHIN THE PROJECT LIMIT OR TO REMAIN,AND WHICH TREES ARE VARIANCES FROM POLICY SHALL BE APPROVED IN WRITING. THE FOLLOWING VARIANCES, LISTED BY DATE AND SHORT DESCRIPTION,WERE APPROVED FOR SEPARATE PAYMENT SHALL BE MADE FOR THIS WORK. TO BE REMOVED. REMOVE TREES AND ROOT BALLS AS DIRECTED BY OWNER. THE PROJECT: NONE. • • 26. ALL PEDESTRIAN RAMPS WITHIN THE PUBLIC RIGHT-OF-WAY SHALL HAVE TRUNCATED DOMES PER ISPWC STANDARD DRAWING SD-712. DOMES SHALL BE CAST INTO 10. TOPSOIL AND OTHER STOCKPILE AREAS,TO BE COORDINATED BETWEEN CONTRACTOR AND OWNER BEFORE THE START OF CONSTRUCTION. 2 co :• :• 0 CONCRETE(ADHESIVE MATS NOT ALLOWED)AND SHALL BE COLORED TRAFFIC YELLOW. ALL PEDESTRIAN RAMPS WITHIN THE PUBLIC RIGHT-OF-WAY SHALL BE 13. FOR SUBDIVISION SIGN INSTALLATION-OUTSIDE INSTALLERS MUST BE BONDED WITH ACHD AND OBTAIN A NO-CHARGE RIGHT-OF-WAY PERMIT. w •• co co CONSTRUCTED IN ACCORDANCE WITH CURRENT A.D.A. STANDARDS AND ACHD STANDARDS. 11. NO GRADING WORK SHALL OCCUR UNTIL THE OWNER HAS FILED A NOTICE OF INTENT FOR CONSTRUCTION ACTIVITY WITH THE EPA. • • . • ' •• •• .• 27. RETAIN AND PROTECT ALL TREES, SHRUBS,AND UTILITIES UNLESS OTHERWISE NOTED. 12. ALL MATERIAL FURNISHED ON, OR FOR,THE PROJECT MUST MEET THE MINIMUM REQUIREMENTS OF THE APPROVING AGENCIES, OR AS SET FORTH HEREIN, 14. CONTACT ACHD INSPECTION SERVICES AT 208.387.6284 A MINIMUM OF 24 HOURS PRIOR TO REQUESTING INSPECTION. > 00 00 � • WHICHEVER IS MORE RESTRICTIVE.CONTRACTORS MUST FURNISH PROOF THAT ALL MATERIALS INSTALLED ON THIS PROJECT MEET THE REQUIREMENTS 28. CONTRACTOR SHALL OBTAIN ALL NECESSARY PERMITS AND INSPECTIONS AT CONTRACTORS EXPENSE. AT THE REQUEST OF AGENCY AND OR THE ENGINEER. 29. CONTRACTOR SHALL PROVIDE ALL SURFACE RESTORATION, INCLUDING BUT NOT LIMITED TO HARD SURFACING, LANDSCAPE,AND IRRIGATION REPAIR FOR WORK TO 13. ALL EXCESS EXCAVATED EARTH MATERIALS SHALL BE HAULED OFF SITE AND BE DISPOSED OF BY CONTRACTOR-NO SEPARATE PAYMENT SHALL BE MADE. ENVIRONMENTAL RESTRAINTS •' BE CONSTRUCTED IN EXISTING IMPROVED AREAS. C\l co 30. PRIOR TO START OF CONSTRUCTION CONTRACTOR SHALL VERIFY THAT ADEQUATE CLEARANCE IS PROVIDED BETWEEN PROPOSED FOUNDATIONS/FOOTINGS AND ALL • • NEW STORM DRAIN,WATER, SEWER, PRESSURE IRRIGATION AND OTHER SUBSURFACE UTILITY LINES. CONTRACTOR SHALL REMOVE AND RE-INSTALL UTILITY LINES PRESSURE IRRIGATION THAT ARE CONSTRUCTED WITHOUT ADEQUATE CLEARANCES AT CONTRACTOR'S EXPENSE-NO SEPARATE PAYMENT SHALL BE MADE. 1. POLLUTION: COMPLY WITH ALL FEDERAL, STATE, AND LOCAL LAWS AND REGULATIONS CONTROLLING POLLUTION OF THE ENVIRONMENT. PROTECT 31. CONTRACTOR SHALL RESET ANY EXISTING SURVEY MONUMENTATION INCLUDING BUT NOT LIMITED TO PROPERTY PINS, BRASS CAPS, DISTURBED AS RESULT OF AGAINST THE CONTAMINATION OF SOIL,WATER, OR AIR BY OIL, FUEL, FLUID SPILLS, CHEMICALS,GARBAGE, DEBRIS, OR OTHER WASTES AT ALL TIMES. CONSTRUCTION. 1. THE PRESSURIZED IRRIGATION SYSTEM MUST BE BUILT TO THE STANDARDS OF THE IRRIGATION DISTRICT IN WHICH IT IS BEING CONSTRUCTED. 2. EQUIPMENT: EQUIPMENT IS TO BE SERVICED ONLY IN SERVICE AREAS. TAKE MEASURES TO PREVENT SPILLS OF OIL OR OTHER FLUIDS. a a 2. INSTALL A REDUCED PRESSURE BACKFLOW PREVENTER IN ANY CONNECTION BETWEEN THE POTABLE WATER SYSTEM AND THE PRESSURE IRRIGATION 3. SANITARY: PROVIDE SANITARY FACILITIES FOR ALL WORKERS. ow Qa SYSTEM.THE DEVICE MUST BE APPROVED BY THE IDAHO DEPARTMENT OF ENVIRONMENTAL QUALITY(DEQ)AND THE CITY OF MERIDIAN WATER DEPARTMENT. 4. DUST CONTROL: HAVE AVAILABLE AT ALL TIMES ADEQUATE SPRINKLER EQUIPMENT TO ABATE. NO EXTRA PAYMENT WILL BE MADE FOR SPRINKLING za OPERATIONS. FAILURE TO CONTROL DUST MAY RESULT IN TEMPORARY SHUTDOWN OF THE PROJECT. PROVIDE ALL WATER NECESSARY FOR SPRINKLING o OPERATIONS. oa CITY ROADWAY NOTES 5. SITE PROTECTION: LIMIT WORK TO ONLY THOSE AREAS AS DEFINED ON THE PLANS AND ONLY AS NECESSARY. PROTECT EXISTING SITE AGAINST DAMAGE g AND EROSION. �m 00 6. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE SWPPP PREPARED FOR THIS PROJECT. 1. ALL CONTRACTORS WORKING WITHIN THE PUBLIC ROAD RIGHT-OF-WAY ARE REQUIRED TO SECURE A RIGHT-OF-WAY CONSTRUCTION PERMIT FROM ACHD AT LEAST FORTY-EIGHT(48)HOURS PRIOR TO ANY CONSTRUCTION. 7. THE CONTRACTOR IS RESPONSIBLE FOR NOI'S WITH EPA AND ALL STATE AND LOCAL PERMITTING. &g 2. ACHD WILL INSPECT ALL WORK WITHIN THE PUBLIC RIGHTS-OF-WAY TO INCLUDE UTILITY TRENCHES ABOVE THE PIPE ZONE. 8. CONTRACTOR SHALL PREPARE AND SUBMIT (2)TWO COPIES OF THE COMPLETE PROJECT STORMWATER POLLUTION PREVENTION PLAN (SWPPP)TO ACHD o �� CONSTRUCTION SERVICES AT THE TIME THE RIGHT-OF-WAY PERMIT APPLICATION IS SUBMITTED. ALLOW 72-HOURS FOR ACHD REVIEW AND APPROVAL. cn oz > >- ui w> �a �r UTILITIES �o J� 1. CONTRACTOR SHALL COORDINATE JOINT TRENCH UTILITY CONSTRUCTION FOR ALL UTILITY RUNNING LINES AND DEVICES. NO SEPARATE PAYMENT SHALL BE �w MADE FOR THIS WORK. ok �3 2. CONSTRUCT STREET LIGHTS IN ACCORDANCE WITH THE CITY OF MERIDIAN STANDARDS. PROVIDE ALL WORK AND MATERIALS REQUIRED,AND CONNECT E STREET LIGHTS TO POWER. COORDINATE WORK WITH IDAHO POWER. c 3 aY 3. ALL UTILITY TRENCH BACKFILL SHALL MEET STRUCTURAL FILL SPECIFICATIONS AS PER THE PROJECT GEOTECHNICAL REPORT. ° 03 4. UTILITIES INCLUDING WATER, SEWER, GAS, CABLE, POWER,AND TELEPHONE SHALL BE PROVIDED AS SHOWN ON THE PROJECT PLANS AND SPECIFICATIONS. CONTRACTOR TO COORDINATE WITH THE RESPECTIVE UTILITY COMPANY FOR UTILITY IMPROVEMENTS. 5. CONTRACTOR SHALL COORDINATE WITH THE RESPECTIVE UTILITY COMPANY TO PROVIDE STRUCTURAL BACKFILL FOR ALL UTILITY TRENCHES. U Z � - n w rn W Q p}p Z co U CD w O N N co w Q U �X Z d 2 Q O w w a wOf 0-1 Q a a o JOB NUMBER: W IDB2096 - DATE: 3-24-21 O SHEET NUMBER: w Z F_ c 1 0 1 w w _ w 00 2019-092670 N \\\ \I0 _a — W = NU S 1/16 rl 04 rv� >�1 \\\ CD \\ •\ \\\\ 0 N— LA E ° o \ / QU N ZN 1 I \ UNRECORDED ACCESS EASEMENT ` 1a a d 3 o`c 'T - LEGAL DESCRIPTION PROVIDED BY I\I I 1 II _ - � � 3 O NORTHERLY PROPERTY OWNER. NO ---�20 ,11 �_1.= �».w EASEMENT DOCUMENT ATTACHED, / =H �a SOLELY A LEGAL DESCRIPTION, I I I II Ix\ I\\I N c N 0 PREPARED BY TEALEY, 06/04/12. I\\\� II II\ d _ UNKNOWN AS TO WHETHER AN ' EASEMENT WAS ACTUALLY a L co GRANTED AND/OR RECORDED. � I I \ \ / c o E N + / LL 1 \• \ \ L as U N- \ TOE TOE TOE �• r N / \ —2572 — i i t�1 0 E _ T d o NO C/kP \ am - - - 0I '0-N / to N " ° ow o / / \^I � • N 11 1 / _ E aE m I Sl '-/�� a m-E o LEGEND 8 �ss 5529 / / • FOUND 1/2" DIAMETER IRON PIN ' FOUND 5/8" DIAMETER IRON PIN FOUND ALUMINUM CAP MONUMENT �� I L- 1 \ / \ Q FOUND BRASS CAP MONUMENT CALCULATED POINT CONTACT DICLINE 1 \1 PROPERTY BOUNDARY LINE 48-HOURS \ / ADJACENT PROPERTY LINE BEFORE DIGgNC 1-800-342-1585 N' \a EASEMENT LINE AS NOTED SECTION LINE ,y /- \ / -------- CENTER LINE z `N 1 1 ` / ............................................................................. SURVEY TIE LINE U O 1 FENCE LINE J I \ I I / CONTOUR LINE p 0 m / LATERAL IRRIGATION DITCH = Z) III I\�\ RR GRAVITY IRRIGATION LINE ( Z 1 1 I N I\ SD STORM DRAIN LINE C7 z Q I 1 \ T TELEPHONE LINE W U) 0 INGRESS/EGRESS p I 1 F.O. FIBER OPTIC LINE O � Lu w , EASEMENT, INST. N0.---, 1 , `\ Z o 8410723 1 I II / oi ip OVERHEAD POWER LINE = U P UNDERGROUND POWER LINE W O Z cd 0O 1\ I 1\ 5 / TOB TOP OF SLOPE w w P ;f 11 \� \ Ijl� TOE TOE OF SLOPE Q � ~ W I \ II �A► \ EO EDGE OF GRAVEL W w ~ i i I s�\\\ \ EP EDGE OF PAVEMENT z 0 1 J 1 I II \ \\ x w WATER LINE 10 1, — v ss SEWER LINE W , N m1 11 ;25s� - �s�� RWE RECLAIMED WATER LINE ASS\OVAL FiyG� I __ Q� G\srE OFF (.0 I c1 RIOT COYJlEO"TH DEBRIS �I GAS GAS LINE DO I �I ! \ —— ——�-2567_ II - 1-_ _ /� W.�� Z n,2s'�> I f� \ 257 - _ _- S 5292 5 � � CURB AND GUTTER 3 ' PARCEL N0. CURB w SO436336156 111 2572% �`'�� \ l I I PEDESTRIAN RAMP 3-24 2\oP��I_ cv S _p/ OF AREA=7.58 ACRES 1 I /\ I� �� I � LANDSCAPE BORDER K ERG A GAS MARKER - •/ \ \ �* STREET LIGHT • \ ��' I ' I • 4 Q SIGNAL POLE . EXISTING CONCRETE DITCH \� i 1 i 1 2572--�' •• •• •• o MAILBOX •• .• .• • I I I I 0 0 0 I ti 1 II l\\ II I 1 ti ® SIGNAL JUNCTION BOX POWER BOX c• CATCH BASIN • NO CAPI x \\ Il I 1 I © AIR CONDITIONING UNIT ' I �RR RAILROAD CROSSING ARM/SIGNAL `� 1 _ SIGN o TELECOMMUNICATIONS RISER ow POWER POLE a& WATER VALVE 1 x I I o� 111I 1 i FIRE HYDRANT gU GATE g? C IRRIGATION STRUCTURE oo 4 I I Z Q o ® ORCHARD VALVE o3 I 11 1 I N OO MANHOLE az 11 I I BENCHMARK 1 1 EXISTING CONCRETE DITCH l / > ® GROUNDWATER MONITOR WELL > w; x I I j I DECIDUOUS TREE tN EXISTING IRRIGATION DITCH 1 JJl I x l• �� 1 \ I I 10 EVERGREEN TREE/BUSH 11 x I I \ I zo E/ - I \ DECIDUOUS BUSH "F 1 w3 oil N TREES INVENTORIED BY CITY FORESTERy THAT WILL BE REMOVED AND REQUIRE MITIGATION zo0 N \� / EXISTING CONCRETE DITCH �/ il`_---- \ ^\�--2573--�`---- U3 PANT OF I I I 1 EXISTING CONCRETE DITCH ,S� TREES INVENTORIED BY CITY FORESTER I ; ) THAT WILL BE RETAINED AND WILL NOT 1 ACHD SLOPE EASEMENT, REQUIRE MITIGATION ---2573---' / ~ I ` --- _ I --�-_- _-�-\INST. N0. 2015�Q81466 -_ W z / -- -- - -- — ----- \-- f ----aE_— r— � In ---- \ — ---9 3 a�hv O > 0,0? w co vY z 00 �25�3. - - _ ---- o cc O N N m 35 36 INST_N�081465 �5.- 0 _' 5 V w Q z --2 06 aLLI LL Ali m—w _ 36 a _ IN W W W SS SS SS a5 a5 SS \ 55 SS SS • ' „ — E\ IL 0- - — — — 55 a5 • _ 1331.09' a JOB NUMBER: CP&F NO. RASIS OF- ERRING .•— SS SS SS 55 SS SS s5 ss— - 1/4 �DBZO96 109109699 W 1/16 1 CP&F NO. CP&F NO. O DATE: 3-24-21 N TOPOGRAPHIC SURVEY 2017-120067 2017-120066 O SHEET NUMBER: wLm 0 50 100 Cl m 2 w FEET Lu U) I \ \ \r 00 Ec LU °nor N 1 > � :;ti o / aZZ � 30 -- _= - o 1 / CL ��.3 r---- 1 a d 3 c = - I yam'o � _ E ° 0 I I I Jl I I d y m I I I I _ E y c I / L Q c I� 9 / IQ t I IW • •a L E as u is o TOE TOE TOE I C E N O , 10 10 5 v (.5 v 5 4 C 9 / y L z �3 Noow mw 6_rZ� m jg55/ I 11 I 4 CONTACT DKLM 0— 5 / 48-HOURS / BEFORE MaNC x Keyed Notes O 1-800-342-1585 I 1. EXISTING TEST PIT(5 TOTAL)RE-EXCAVATE TEST PIT TO NATIVE GROUND AND BACK FILL / TO MEET STRUCTURAL FILL SPECIFICATIONS PER THE GEOTECHNICAL REPORT. THE OPEN Z 5 dx g / / EXCAVATION SHALL BE BACKFILLED WITH COMPACTED GRANULAR STRUCTURAL FILL PER () O GEOTECHNICAL REPORT(6"MINUS UNCRUSHED AGGREGATE BASE COMPACTED TO 95% J U) ' MAX DRY DENSITY PER ASTM D1557). BACKFILL SHALL BE WITNESSED AND TESTED BY J > 3 0 11 OWNER'S GEOTECHNICAL REPRESENTATIVE-CONTRACTOR SHALL COORDINATE 0 p 4 INSPECTION AND TESTING. _ 2. SAWCUT AND REMOVE EXISTING CURB AND GUTTER-SEE KEYED NOTE 11 FOR Q \ COORDINATION REQUIREMENTS WITH OWNER AND PROPERTY OWNER TO THE NORTH. — (SEE ROADWAY PLANS FOR ADDITIONAL REQUIREMENTS). Z Z 3. REMOVE EXISTING FENCE./ LLI &5 Q 4. COORDINATE REMOVAL OF EXISTING WOODBURN WEST FENCE WITH OWNER AND � UO 0 WOODBURN WEST SUB. HOA. 0 � LU 5 9 / 5. REMOVE EXISTING TREE-TREE REMOVAL SHALL NOT OCCUR UNTIL TREES TO BE 2 U RETAINED AND PROTECTED ARE CLEARLY FLAGGED IN THE FILED BY OWNER. z 6. REMOVE EXISTING CONCRETE DITCH-RETAIN&PROTECT OFFSITE CONCRETE DITCH. LLI 0 / COORDINATE DITCH REMOVAL WITH OWNER AND DOWNSTREAM WATER USERS. PROVIDE 0 0� + ' TEMPORARY FACILITY FOR CONVEYANCE OF IRRIGATION FLOWS THROUGH THTE SITE >_ w LU 3 9 DURING CONSTRUCTION- IRRIGATION WATER SHALL FLOW THROUGH THE SITE AT ALL Q " m w� 9 / TIMES. _ LU m 11 '3 , 7. EXISTING OVERHEAD POWER TO BE REMOVED-COORDINATE WORK WITH IDAHO POWER w w ~ 5 9 4 COMPANY. 0 X 8. REMOVE EXISTING SIGN. 10 a 01 9. RETAIN&PROTECT EXISTING TREE. +01 dOlX— 10. RETAIN&PROTECT EXISTING LANDSCAPING AND IRRIGATION. SS�ONAL �j�jG I 5 TOE — INy'566.09 IS 11. EXISTING PAVED APPROACH AND GRAVEL DRIVEWAY THAT IS CURRENTLY BEING USED BY Q�`�G ST TOE 3 — OOFPIPECONMI)•TMD LAND OWNER TO THE NORTH-COORDINATE WITH OWNER REGARDING 75 DEMOLITION/RELOCATION OF EXISTING GRAVEL DRIVEWAY. 12. SAWCUT AND REMOVE EXISTING CURB AND GUTTER-(SEE ROADWAY PLANS FORot� �? ADDITIONAL REQUIREMENTS). 3 I J'j 3-24-21 �O 5 3 �PpssTF OF xl \ Notes K ER�� I I \ 1. ALL DEMOLITION IS INCIDENTAL TO THE WORK. • � • 2. CONTRACTOR SHALL OBTAIN ALL NECESSARY PERMITS,AT CONTRACTOR'S EXPENSE,TO ' 86 • • I 1 , .• .• • COMPLETE ALL WORK. WORK TO BE COMPLETED WITHIN THE PUBLIC RIGHT OF WAY WILL •• REQUIRE A PERMIT FROM ACHD. • • • , '.• . I 9 3. ALL TRENCHING AND BACKFILL FOR REMOVAL OF TEST PITS,TREES&ROOT BALLS,AND • • 0 0 0 • OTHER ITEMS TO BE DEMOLISHED, SHALL MEET STRUCTURAL FILL SPECIFICATIONS AS ID 0 PROVIDED IN THE PROJECT GEOTECHNICAL REPORT-CONTRACTOR SHALL COORDINATE • 0 I COMPACTION TESTING AT A FREQUENCY TO BE ESTABLISHED BY THE OWNER'S co m GEOTECHNICAL REPRESENTATIVE. MATERIALS USED TO FILL RESULTANT EXCAVATIONS co • — 6 5 SHALL BE 6"UNCRUSHED AGGREGATE BASE PER ISPWC,COMPACTED IN 12"MAX LIFTS TO • x I 95%MAX DRY DENSITY PER ASTM D1557. 3 I 4. COORDINATE WITH OWNER AND LANDSCAPE ARCHITECT TO CLEARLY MARK TREES TO BE IREMOVED,AND TREES TO BE SAVED PRIOR TO THE START OF DEMOLITION. I 3 I 5. SAWCUT EDGES AT PAVEMENT MATCH LOCATIONS SHALL BE SHARP,CLEAN, UNDAMAGED ui o 2Z EDGES. DAMAGED ASPHALT PAVEMENT EDGES SHALL BE RE-SAWCUT PARALLEL TO THE o ISAWCUT LINES SHOWN WITHOUT JOGS OR NEW ANGLE POINTS. NO SEPARATE PAYMENT w I 11 w I SHALL BE MADE FOR ADDITIONAL SAWCUT OR PAVEMENT REPAIR. <z I o Oo N 1 I zw I I 5 �m I 6 0o zQ g I 2 3 I 5 I as z = O D a I w �z I W w� I �o U W I I 9 a4 10 3 3 o zu) P >w d01 5 Nw I Y k 9 �� I 3 w3 I� I 7 3 9 6 0y 5 z 03 z 1 I 6 6 11 6 2 6 5 I 9 TOE STOP 18 PV W L W V z co Q m j U w UYNcv co Lu 2 12 a o w walai - - - - - - - - - - - OfZ a a o _ O ss ss ss ss ss ss ss — — w w w w w ss ss ss ss ss ss—�—ss � ss o ss — — — — — F JOB NUMBER: ss ..� ss ss ss ss ss ss ss ss IDB2096 Q DATE: 3-24-21 N wDEMOLITION PLANSHEET NUMBER: wo 0 50 100 F_ Cl m 3 w FEET x U) / \ y� 1 - - - --•-- ---II; -- '=` o cY• `�Z' ` c+ / ''\ \" ° IIR •i�1I'l''1'I'N I I II I r• � � L°0i_ o�sw_n:TOE TOE TOE TOE TOE TOE TOE E� 3 �'vi-2-z ad o 2572-- ---_ -- TOP \ y w d TOP P TOP H:2569.39 w g sa 6 TOP TOP FG-MATCH:2572.33 Legend au Z a0 c5 a o U 6 d „a a_2572 � -MATCH.257 O z - LL ' Lu a w `3od- .N`FG MATCH: 4 FG MATCH:2571.32 FG oo a LLF- > : QQ w - ~ N_._ Ow--01 3 d p0.. 0 � 16 LL oOoa O .... FG FINISHED GRADE p N o p o wwo " M a 4 PI 4PI 4PI 4PI 2 EX-GND: EXISTING GRADE x n o FG-MATCH:2571.82 F U y -- � F3 p -----�� F _ TOE: FINISHED GRADE AT TOE OF SLOPE02 _ FG-MATCH:2571.33 FG-MATCH:2571.04 : a60 _-HE N7 MATCH: MATCH GRADE >. o- r- + 1 v o � , _..........\2573 � CON. FINISHED GRADE OF CONCRETE , � 2574 �� ...I....... / FL: FINISHED GRADE OF FLOW LINE \ 0 0 0 0 0 0 I o s y Z 5. `7 �� \ \ \ I L..••� I I / /\�/.\�/\ I \ N \ ° \ \ a.. �' I I GRADING ADJACENT TO CONCRETE PAVEMENT GRADING ADJACENT TO ASPHALT PATHWAY I II ;I I I I � I h� \ , , . / . • 1 Boas= f --- - I: 0 .I N! ti I Keyed Notes O a a I -2571- - O E N l° o \ FG:2572.72 ,- 1. GRADE BREAK. s 5-2 :`I 4-2 l9 3-2 �" II 2-2 1-2 , `r � / , / Wes° ,, GRADING ADJACENT TO ASPHALT .3 y y 2 � / \ , w , \\ / 2. MATCH GRADE AT PROPERTY LINE. PATHWAYS AND CONCRETE PAVEMENT 1 �- `No FG 2572.45 1 11 I ,/ ass E o 0 S I I I \ 3. RETAIN & PROTECT EXISTING WATER. p e a y 119 I I -25.0%': r S� h I11 I /' \ 855 ?sj� I 1--- �, 1,-4 5S�/ 4. MATCH EXISTING GRADE AT TREE EASEMENT 1 ° FG:2573.19 1 D••` 1 11 \ a LINE. N:718501.81 I �\ � 1 \ \ Qco o �yN z I I oh/ E:2450262.296 I \ \ 5. RETAIN & PROTECT EXISTING TREE. ° E FG-MATCH:2571.37 I e ` I I J FG:2572.30 \�'�\ �\ ;- o - d o Y a 1. �\ \ / 6. RETAIN & PROTECT EXISTING LANDSCAPING. h I I +� I , a mw o� m FG 2571.60 �/ I RIM:2574.20 7. MATCH GRADE AT EXISTING SIDEWALK. 8. 5" THICKNESS CONCRETE SIDEWALK PER 2574 - ISPWC SD-709. Grading Notes , 4 :` J --- ° ° / I.\. FG:2573.00 \ 9. CONSTRUCT SWALE FLOW LINE WITH POSITIVE , I - - - --- L FG:2571.09 S� m f_ I N:718465.40 \ DRAINAGE TO DRAINAGE WINDOW. 1 I o ALL EARTHWORK INCLUDING BUT NOT LIMITED TO REMEDIATION, OVER EXCAVATION, REMOVAL OF M ��I E:2450366.074 \\ FG:2571.07 FG:2570.82 FG:2570.87 a. / 257t- •... \ \ 10. CONSTRUCT DRAINAGE WINDOW- EXCAVATE UNSUITABLE SOILS, BUILDING PAD PREPARATION, SLOPE KEYING, CLEARING, GRUBBING, EXCAVATION, ...A•• S .2573.61 -MATCH:�I ° FG. \ .•\ / o \ \\\ FG TO GRAVITY IRRIGATION PIPE BEDDING FILL EMBANKMENT AND BACKFILL SHALL BE COMPLETED IN ACCORDANCE WITH THE SPECIFICATIONS AND . ,ski„ / <° / o:� ..�.. ... ,.\„•25i �s E T T WITH 2" CLEAN DRAIN ROCK TO FINISHED REQUIREMENTS INCLUDED IN HE PROJECT GEOTECHNICAL REPORT UNDER THE DIRECTION AND CONTACT DK LM�E ----- 48-HOURS h11 ti ° p�NE$3• M �� \ \ -2.9,�,' �\ I I �V-6- FG: 11 \\\\ � GRADE. SUPERVISION OF THE OWNER'S GEOTECHNICAL ENGINEER OF RECORD. CONTRACTOR SHALL OBTAIN A 8W VVODD \ \ I 11. GRADE TO PROVIDE POSITIVE DRAINAGE COPY OF THE GEOTECHNICAL REPORT FROM THE OWNER PRIOR TO BID. ALL EARTHWORK SHALL BE BEFORE DKXANG ° 2572.21 \ I : OVERSEEN INSPECTED TESTED AND APPROVED BY THE OWNER'S GEOTECHNICAL ENGINEER OF RECORD. 1-800-W-1585 \ ` \ ^ I III - FG:2571.60 TOWARDS DRAINAGE WINDOW. ' 8W 8W 8W 8W _ �/ \ N I \\\ "'` •.....N:718442.37 2. CONTRACTOR SHALL MAINTAIN ALL EXISTING DRAINAGE FACILITIES WITHIN THE CONSTRUCTION AREA ' °..SS.................................... . \\ i ', , ��..�� UNTIL TEMPORARY AND/OR PERMANENT DRAINAGE IMPROVEMENTS ARE IN PLACE AN FUNCTIONING ° M \ \ s \ \ \\\\ o \\ >� \ �, \ \ 1\\\ \ FG-MATCH:2571.56 3. IF REQUIRED, CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING A SHORT TERM ACTIVITY EXEMPTION Z g Sg \ \ \\ \ \ 11 \\ \\11 \ \ \� PERMIT FROM THE IDAHO DIVISION OF ENVIRONMENTAL QUALITY IDEA). CONTACT CRAIG SHEPHARD AT (� O S FG:2571.47 \ \ \\: \ & \ \ \ \ 1 I\ \\\`: �1 \ 1 1 THE SOUTHWEST REGIONAL IDEQ OFFICE (208.373.0557). CONTRACTOR SHALL SUBMIT TO IDEQ A J \ 1 \ / DEWATERING PLAN WHICH OUTLINES THE LOCATION OF PROPOSED BMP'S AND THE SEQUENCING OF THE FG MATCH:2571.10 .r \ \ \ \ \ 1 I \ \\ I\ \ \ \ 7 DEWATERING ACTIVITIES. ALL CONSTRUCTION WATER GENERATED FROM EXCAVATION SHALL FREE OF O - - - FG 2570.72 4 . FG:2571.15, \ \ \ I \ \ \ :\ 5.1°�°I 1 \\ \ \ \ \ \ = 00 SEDIMENT SAND DEBRIS BEFORE IT LEAVES THE SITE. Z) FG:2570.83 \ \ \ \ I \ \ FG:2573.08�' \': 1 I \ \'N U) Q \ \ \ 1 I \ \ \N r 11� \ \N 4. NO WORK SHALL BE PERFORMED WITHIN JURISDICTIONAL WETLAND AREAS UNTIL A SECTION 404 PERMIT O 4PI 4PI 4PI FG:2570.95 FG:2571.19 I \ �� - \ \ HAS BEEN ISSUED BY THE US ARMY CORP OF ENGINEERS. ALL WORK WITH THE WETLAND AREAS SHOWN Z Z 5 p0 2-6 S \ \�1 \ \ \ \ U) Q =i HERE TO THE REQUIREMENTS OF SAID 404 PERMIT. W W 0 S .m. FG:2571.09 \ 1 \ \ / \ \ \ \ \ \ \ � 257 .. tiry,.•........ / \ \ ^ I \ \ 11 \FG:2571.14 - g \ \ \ \ \ 5. TESTING SHALL BE PERFORMED PER THE RECOMMENDATIONS OF THE PROJECT GEOTECHNICAL REPORT O �N \ 1 1 N'718398.89 O � W I o o•, 1 N : \ \ \ 1 \ AND RECOMMENDATIONS PROVIDED BY THE OWNER'S GEOTECHNICAL ENGINEER OF RECORD. 1 s �E:2450390.094 = U � \ \1 6. THE SUBGRADE WITHIN THE ROAD RIGHT OF WAYS SHALL STRIPPED COMPACTED INSPECTED AND PROOF IZ O \ \ \ _6 ROLLED WITH A HEAVY RUBBER TIRED FULL LOADED TANDEM AXLE TRUCK/TRAILER, OR EQUIVALENT, Q 0 FG:2570.96 PRIOR TO PLACEMENT OF FILL MATERIAL FILL MATERIAL WITHIN THE ROADWAY AREAS SHALL BE w wFG:2571.17COMPACTED TO NOT LESS THAN 95% OF THE MAXIMUM DRY DENSITY OF THE SOIL PER ASTM D1557. Q _4\ \4-6 rN \\ \ 11 :` / `\AA, � 1 1 \ \ 6 FG:2571.93 7. THE CONTRACTOR SHALL COORDINATE WITH THE OWNER TO DETERMINE WHICH TREES WITHIN THE = vLu FG-MATCH:2571.81 a FG:2571.38 \ \ \ \ \ o ° \ \ PROJECT LIMIT OR TO REMAIN AND WHICH TREES ARE TO BE REMOVED. REMOVE TREES AS DIRECTED BY w w = e I \ _ S -0.43% \ \ \ \ \ \ / \a , 1.001° \ \ \ \ 13, FG-MATCH:2571.47 OWNER \m \ \ o a ______ ___ __________ __ `o\\ \ \ \ \ , s�o 11 CON:2571.56 MATCH 8. TOPSOIL AND OTHER STOCKPILE AREAS, TO BE COORDINATED BETWEEN CONTRACTOR AND OWNER FG: \ BEFORE THE START OF CONSTRUCTION. \ \ \ \ \ 2572.48 L •. \10 ; \ N:718360.44 S�ONAL FN \ \ FG:2572.27 2P\ / E:2450421.349 9. NO GRADING WORK SHALL OCCUR UNTIL THE OWNER HAS FILED A NOTICE OF INTENT FOR CONSTRUCTION �tS \ \\ \ \ \ \ ,� &� o\\\\ \ // \\\\ ACTIVITY WITH THE EPA. Q� Q�CG�STE �'FF n� I 2-3 I ®` \ 1 \;' A P \ 8 \1\ �/ \ 4 CON:2571.59 MATCH 10. ALL MATERIAL FURNISHED ON OR FOR THE PROJECT MUST MEET THE MINIMUM REQUIREMENTS OF THE \ \ \ \ \ N \ I\ N •.\\\ /� \°\;\ N:718355.59 3 o� \ FG:2572.06 2P w APPROVING AGENCIES, OR AS SET FORTH HEREIN, WHICHEVER IS MORE RESTRICTIVE. CONTRACTORS o o a E:2450422.581 I I I \ \ -1.94%` o :\�F ° \ \\\ MUST FURNISH PROOF THAT ALL MATERIALS INSTALLED ON THIS PROJECT MEET THE REQUIREMENTS AT (P 3-24-21 ° \ P /0501° THE REQUEST OF AGENCY AND OR THE ENGINEER ;• 2 ✓_� 8 • ° .° " o ° ' -�= � \ \1\ CON:2571.51 yT 0.33% 0 1\�1\ ` \\\ \\\ N:718355.77 pis F OF �C\ • ° I FG MATCH:2571.85- ------ FG:2571.55 \ FG:2571.85 , \ I 1 1\\ \\ \\\\ o E:2450414.437 11. ALL PEDESTRIAN RAMPS SHALL COMPLY WITH ADA STANDARDS. THE LONGITUDINAL SLOPE OF ER\��S o o \ s K M 050°�0 °o o - CON:2572.37 \ I 1 \ \\1 PEDESTRIAN RAMPS SHALL NOT BE GREATER THAN 12:1; THE CROSS SLOPE MEASURED PERPENDICULAR ✓� CON:2572.23 N:718348.89 I 111 \ \ 1\ TO TRAVEL SHALL NOT BE GREATER THAN 2.0% - NO TOLERANCE IS ALLOWED ABOVE THE MAX I -0.30°i° °e� :' o N:718340.48 OE:2450371.804 \ I11\ CROSS SLOPE. NON COMPLYING WORK SHALL BE REMOVED AND REPLACED AT • - - - - - ----- --- CON:2571.63 \° o o \ \ \ PE, O . • a N:718311.10 "' E:2450329.422w�" '�•1% I ° I \\ 11 1- 7 LONGITUDINAL SLOPE, R C �• �• • I ° _ o CONTRACTOR'S EXPENSE. • I E:2450215.023 20 ' ° '• . . cp ° o 12. ALL PEDESTRIAN ROUTES, AND SIDEWALKS SHALL COMPLY WITH ADA STANDARDS. THE LONGITUDINAL :. :. I 8 CON:2572.04 o '�s� /_1�1; 11 SLOPE OF PEDESTRIAN ROUTES EXCLUDING CURB RAMPS SHALL NOT BE GREATER THAN 5.0% I _° N•718327.20 � ~ � `' . \ ` `\1 \ � ) CON:2571.62 �o. o o g _- I I\ r, 11 MEASURED IN THE DIRECTION OF TRAVEL; THE CROSS SLOPE MEASURED PERPENDICULAR TO THE I 3-3 r E:2450284.036 00 \ N 1 FG:2571.56 / v ba° ^�� \11 0 ��\ FG-MATCH:2571.01 DIRECTION OF TRAVEL SHALL NOT BE GREATER THAN 2.0% - NO TOLERANCE IS ALLOWED ABOVE THE MAX. 'TCON:2571.49 CON:2571.81 A\v\�, •• I ° o ,- N \1\'1,- \ \ LONGITUDINAL SLOPE OR CROSS SLOPES. NON COMPLYING WORK SHALL BE REMOVED AND REPLACED AT 00 N:718318.18 0 p s R4 o E:2450248.832 3.2% I \\\\ r, 10 CONTRACTORS EXPENSE. • o v \ \ \ \ CD I 13. PROVIDE 1-FOOT WIDE FLAT LANDING IN LANDSCAPE AREAS ADJACENT TO ALL SIDEWALKS. i� FG-MATCH:2571.90- - ------ -J FG:2571.73 �� 1�. \\\,\ \\\\ ' -0.17% 8 0 ;. N 14.'00' ?s \\7\ FG:2571.10 S I 4PI 4PI ° \ FG-MATCH: LLI -- - - - - - - - - ---- ---- --� 500 o•, - 4PI 4PI \ \\\\ /. a �o f - o pool° =z I � . �• CON:2572.14 o 0 0 0 0 \ - � \ \ \ /,.• \ o o W + w I \ FG:2572.32 -0.20% FG:2572.40 -0.98% r \ FG:2570.94 C CON:2572.14 •' o 'I p o FG: 571.99 / _ I - - - - - -- - ; do I -- - - ---- FG 2571.93�� \\ 2�'- I I - - --•per;`° ° Qj �0 0 0 �o o I \ r - r- `• 10 \ \ U 4-3 1'0 5" \ 21 I oo I D n I I I \A �� \III a 1\\\\ FG:2571.76 N� 0 0 0 7.0° 8 h \ I � e zw �.... I I I I s�� I I It 11 15: �m FG-MATCH:2572.36 00 o �� P 111 II 11rA o� I 8.2T D \ -o I. - - FG MATCH:2572.07 --- --------- - ti I 6"1\\ ��\ CON MATCH:2572.54 FG,2572.21 4 FG:2571.90 I CON:2572.14 $ CON:2572.14 I p• s 3 M o u u Z w� FG 2571.96 I 1 g I - - - ° - - - - CON:2571.90 ; uoi °�o�e o 0 o'f � I \ I I 1 :'j0 \ � o� r - r- -- ------ -0.17/° ---- ---- -- e I 8 I I I I ` cn �CON:2572.52 �� 7 Z, -1.2% 0 0 ;� �' I I I I I I \� \ �=' w> w o 0 0 o I I I CON:2571.81 \ \\\1.1 o °\ \ \ FG-MATCH: 11 ?•.... CON: 1-6 <. . U 1 8 O 4 o I I 5-6 l` o i\° \° ° \\\ 8 FG:2572.00 a o I I1\�CON: 2572.14 0 o a o 6-6 I 2571.92 I I \ � • f .........8 �5-3 jo 0 o to I L.ol I I =i° I/ _ - • ••• FG:2571.81 I „•.• o � ",� ��-� " 2572•••••••.. . FG-MATCH:2572.62 z s FG.2571.67 RIM:2571.40 - _ 11 _9-•-1�_ _�257 _ -_ - FG MATCH:2572.46 I I I � • ' I o � ••' ' I I I I ��°� 2571.20 �i � 0 0 m 8 0 \ - =FG:2571.72 _ _ 3 FG-MATCH:2572.09-- ---- - - ---------J FG:2572.07 I o o :.' // F - 7 0 0.02% CON:2571.72 - -- G:25 w ^ �/ o ti51 o 1 \`\ - - = -- \... `\�\\\FG:2571.83 0 00 _ 10.00' g - ° N:718206.00 c z 3 ,� ° 6.69' �' 10 0.55. I - --- - - - -- ---- --- \ \ I �E:2450555.781 OVERED WITH DEBN a FG:2572.11 I I I 5.00' \ \�� _ __ ____ ____ -2567_ -0.5s 9Nu v�� W c� _ _ _ • °° �\ I 2 5 - _ _ - \ _I _ I I ` ............. CON: 57161 __ -_ -_ �- ---- 2 7 57p 2569 8 / -\ s FG:2572.06 ........ 8 /// z ti511' I I _ sfll,s d- - - - - M - - 2S�2V 11 Z51Z. -- _ _ - // � Z W � � � cn ..° FG:2571.82 / O w FG 2572.07 g ° w FG:2571.65 \ 4pl \ S --' 1 Q z vOf o FG:2571.49 ^^' 4PI I , FG-MATCH:2572.13 a m z co FG-MATCH:2572.19---- - -------- --- ° \ w Y �� m 1 FG:2571.88 FG:2572.11 FG:2572.60 J o o o } FG:2571.87 8W \ _ I ° 8W \ - - � - - - - I - _ 0.32/° M 8 W - ? - - 8W 8W I p 8W 8W 8V/ \FG:2571.,5 / / -0.80% I 4.71°h I w - - I --J- - /1� w waw Q ■ ■ ■■ ■■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■■■■ ■ ■� ■ ■ ■ ■ ■ ■ ■ ■ ■■ °■ ■ ■ ■11 : ...... W. HOMESTAKEST. � --2572-, 8w . / I �:.. I I z a a o ■ ■ ■R a-n ■ ■■■�t M ■■ I I Q JOB NUMBER: ■■ ■ ■ ■ ■ice ■ ■ ,■■ ■ ■ ■ ■ ■':■'■ ■ ■ ■ ■ ■ ■■■r■■■ ■ ■ ■■i ■ ■ ■ i � ■ i ■ ■ ■■ ■ ■ ■ ■ ■ ■ ■ ■ ■ I IDB2096 MATCH LINE SEE SHEET GD.2 a N DATE: 3-24-21 GRADING PLAN - AREA A w SHEET NUMBER: 20 40 F_ GDol FEET w x 3.t. `o � Z �dA-0 MATCH LINE SEE SHEET GD.1 0 0 ��a-N ■ ■ ■ ■ ■ ■■■■� ■ �rrrr■ ■ rrrrrrrrrrrrrrrrrr� ■ ■ ■ ■ ■ , ■ r■� -■ ■ ■ ■■-■i �-■ �.i.■■ ■1 ■ ■ ■■ ` i7 0 - E� �__=�N I r ■■ rat■ ■ ■1 ■ ■ ■ ■ ■■� _ - - 00 ~ �� --- I o / 2sD 12SD ��D'� 12SD o �� ■ ■ � ■ ■ ■ ■ ■'\■ ■ ■ ■ ■ ■ ■ �� ■ ■ ■ ■��■ ■ ■ i ■ ■ ■ ■ ■ ■ ■ ■ ■■ I > w - `� 7-3 I I \ N f: OH - _- -- - U o I I N "3 0 I I I FG:2571.46 p \ \ I/ / 0- O / --- --------- _ I • � ° - I FG MATCH.2572.80 � �` „o CD 00 FG:2571.97 1.03% o - I I FG-MATCH:2572.39-- ---- -- --------- -J FG 2571.67 I 4P1� / \ M /� - �30 I I __4P1 4F-9i2% 4P1 -._. F 2571.874P1 iPl G.2571.80 - - /- - - - - - _ N� -_ = y 3 0 4P1 F - -, _. - _:: G: ti FG 1 74 / o s ..... :�----- \\ \ •257 �� ----- -1� -��--------- -- ----�- I -- ----------- ---- / \ I oN�:3� FG:2571.70 /\ �... .... \\ \ _ ¢ e I FG:2571.63 }o J/ \ I 1. \ ° y 8-6 8-3 � I �% I N --- ---- ---------- AF / a Icf) M _ _ I s _ - /-- ----------- -- ------- ---- -----J ` - I I FG-MATCH:2572.34- -- ------------ - FG:2571.71 I - - - - - -/ - - - M ° - - - - - - - - I a E o s d y^ FG:2571.69_---:- .1.00/o V O =L a N o ---- - - - FG:2572.67_ / -0.79% (� ----� I o I --- � SI - -- -- / --- -------- FG:2571.89 FG:2571.88 ---------------- ------� FG-MATCH: Q �o� oao I -- -0.63/u ----- ---- - I I I I / --- � I d a> -y � I I I / p•. � I I a o�a � ` N N � I c E aEd -� 2-5 E " o N I o --2572 - _ / 9-5 I s-6 1 a }U I I 9-3 I I I co h � //'' I I m w o Y -------I---- --- -------L L------ -- x I I I I I \ I M 1.00% -- ------------ --------- ------- FG-MATCH:2572.55 2572.21- 7- FG-MATCH: - - �- - - _ _ -0.78% --\------------ -J b FG:2571.87 _ _ M I ' I \ -0.33% - N FG:2571.85_--- I - - - - - - - - - - -0.50/o - - - - 1 - - - - - - ----+---- ---- - - - -- FG:2572.84----- ---- - M -- -------- -°--- -------- m ° :: -- FG:2572.06 • o � ° .: / � I -- -------- :. ;. FG:2572.06 FG-MATCH:2572.21 - --�---- \ , CONTACT DMINE -2572-___ , 48-HOURS III I I i \` �� •.. I I ;� I ° ° -2572-- - - I / 3-5 I 8-5 I ,0-6 BEFORE DIGGING I I I 10-3 \\ I I ° I �\\\ I f o I I 1-800-342-1585 / I I o co I Legend _ _ z I\ ------------- L O I ---- -- I - - o° L ------ ----------J I FGMATCH:2572.59 FG-MATCH:2572.24- - ---- - -------- - ° _ _ _ I \ FG2572.03 - - / - - _ I ° � -0.38/° - - - _ FG: FINISHED GRADE M' FG•2572.01 1.00% - - - - - J /-- ---- --- - ----- S �FG:2573.00_ -- -0.77% ------ ---- --------- I EX-GND: EXISTING GRADE 0.20% \ ': - ---- -------- --- - 2 FG:2572.23-- -� I Q 0 ----------- ---- - ;, ° �s FG:2572.24 y I I I TOE: FINISHED GRADE AT TOE OF SLOPE _ � I I ,- rn I I 1 TOB: FINISHED GRADE AT TOP OF BANK U7 0 _ °� ` I MATCH: MATCH GRADE Z Z l i \ a I 4-5 o 7-s ,,-s - Q I v/ 11-3 I :' �f o� Is�� I I I I CON: FINISHED GRADE OF CONCRETE W U p I N ::'I I I I FL: FINISHED GRADE OF FLOW LINE O w ° ED N 00 -- N I I .•', ------------ ------- FG:2573.16 L-=---- ----------- ---- -- I - ------------ I FGMATCH:2572.50 z 1 FG-MATCH:2572.51- v M - 1.00% I W O I I ------J FG:2572.19 - - - - - _ 0.76% M - - - - - - - - 1 .0.32 °__ - - _ _ _ _ _ _ M Keyed Notes O - w w /^ FG:2572.17 0.10% > _ --- ---- --- - -- ---- - ... ----------- ----------- � ,....mod ----- ---- ----------- - FG:2572.41 FG:2572.40 - ----------- _ 1. GRADE BREAK. W // I CD � I i I I Lu 2. MATCH GRADE AT PROPERTY LINE. z o 5_5 I 3. CONSTRUCT NEW CONCRETE DRIVEWAY. NEW o a I w DRIVEWAY SHALL BE A 6" THICKNESS, 4000 PSI / I \ I N 6-5 J ° aFG:2572.52 I CONCRETE SLAB PLACED ON 6" OF 2" MINUS QNA� / FG-MATCH:2572.51 12-3 I cn FG:2572.25 1 N FG:2572.53 12-6 S\ C CRUSHED AGGREGATE BASE COMPACTED TO ��S�G\STE ° __ ________ - - 95% MAX DRY DENSITY PER ASTM D1557. `� F FG:2572.81 CON:2572.43 FG:2572.41 1 1 FG:2572.17 \ \° L ------- / \\ I SUBGRADE SHALL BE STRIPPED AND CON:2572.52 ?s :_. \ - - - - ----- -- ----- 1 - - - -- -- it a -'' ?.• / - -2573................ T-- I COMPACTED TO 95% MAX DRY DENSITY PER 3 °O CON:2572.12 "" FG:2572.53 I FG:2573.30 7 PRIOR TO PLACEMENT OF BASE I 1 1 � -2.00% M \.. cQ� _ _ _ \ FG:2572.97 - - °° CON:2572.10 - - - - - - - - _ ° ASTM D155 I 3.0o°i°g 1 --o.a9% -0.49°i° c ° ° _ _ - _ MATERIAL. 9�y 3-24-21 P 1 N o_ FG:2571.86 FG•2572.20 I �� 7 FG:2572.53 ° -/ 4. 5" THICKNESS CONCRETE SIDEWALK PER S S /I 4 13 of c a p� '� SW gW 8 Ia ISPWC SD-709. K ERG °° ED 8W gW 8 FG:2572.11 N 6 - 8W SW 8W 5. S CONCRETE N o_..., 5 �� ,� g SW TRASH CAN PAD -5" THICKNESS ....�.�••••••• CON:2572.21 a CON:2572.0 - - ........2572................ 8W W 8WB...... ......B SIDEWALK PER ISPWC SD-709. ' . • -o..- 4 T W. SANTIAGO ST }} N ............. ............... `° """"""N S _ _ _ 6 CONSTRUCT SWALE BETWEEN SIDEWALK AND _ .- 10• _ CON:2572.61 w 0.41% •" B9o10 ` CON:2571.99 SS - - S8 - - - _ DRIVEWAY WITH POSITIVE DRAINAGE TO • �• 00 8 • I a ° A ° SS S8 8S 8S - 8� FG-MATCH:2572.63 ° ° '° °, _ <14-3a 6 �' -• S8 ° • • � � • �' uS DRAINAGE WINDOW 0 171 �� 8W 3 0 8W ON Y ao-� 7. CONSTRUCT DRAINAGE WINDOW - EXCAVATE FG:25 ° •8 5.10' �. CON:2572.81 . ° `"a C 572.21 9 ° p 2573....• ® H 2" CLEAN i 1 I o.a1^i° a TO FINISHED I GRADE.IT • co �! IN R•• ° DRAIN ROCK FG:2572.01 °` ............... .......... ....... . . . . ° I a � ° ° • .2572.66 3 . ........... •. ...... ° : . � ° ° ` ° ° FG:2572.52 p 57 • FG: F 2573.30 FG:2 2.94 • . ° •.••,....• FG•257 12 . G:25 FG-MATCH: CON: I CON:2572.64 FG:2572.11 FG:2571.90 - _ ~ FG:2572.07 FG 257 M - -� - - - - - -- ---- FG'2572.23 =257iN I - CON:2572.46 r ----- ---� ---- r--- - -- - --- - L- \ 2.40 \ _ w 2--_ I -TOP �I I I - - FG:257z.97 ____ ow =2571 2572= 10 ° -- - I \ FG:2572.79 ---- --- / J III I I I FG:2572.94CD ol --- 2573 U I I I I I I I I I I I I I I I .•I'� ?sue a I I I I I ` I N� 1°�I �I I I I I I I I I I I I I I I \\ I I I :... I I �• '� I I I I I I •� I �? 00 \I o l IeI I e I l e l I <// $. �. o t o e \ I Q I 5.00'� / I I 15-3 Q .I........................16-3....................... t e :: :° } z I I I I n I........ 17-3 ,8-3 ,9-3 0- f I o // I 0 w L / \ �j I 21-3 22-3 I f l / I > 0. 2-4 3-4 -.4 ' 31. , /� 2573---}-_F � � �� 10 ti�� I I I I ....q5� I I I ,-'I� \ � �_-- --- Qo _ --- I zo j / /� --- - ---- 2573 � I I I / I I � I I I I I I I ��✓ I :�'I °� <�� •��'�•{.. I I I I �a 1 I I ZZ FG-MATCH.2573.12 I FG:2574.00 /, TOE:2573.32 // I 1 I t.... TOE:2573.42 I I TOE:2573.01 I i r 1 FG-2574.42 I I !8.8%I TOE:2572.81 I FG:2573.43 FG:2574.39 -- ,----/ I ''••. i TOE:2572.97•........ I \ I FG:2575.50 I M 3 / 1- TOE:2573.14 I TOE:2573.30 - _...... .....�.... -r-.......... ........ .............................. i I FG:2574.02 I O 00 �.{....f. ..............1...........y....2574..............o....................\..................1...............................e........ �`- _. -I / FG:2574.34 a .............................. / I ' TOP:2576.38............ BAN e / 2573 - / ` FG MATCH:2573.53 z 03 4-fcn ------- �.�.... \ •.. TOP:2577.25 1 :{.. . 2575 I TOP:2576.65�....... M ..............✓.............�. .................. - a M �, TOP.2576.75...............................N.. TOP.2576.34 ,. ...................................................257 __e........................................ ;.I ...................................................( ......... ..........................\.... - ............L..... N P TOP.2576.14 0 _ 4 .............................................................. O I 2576 "'...... .............................. .. .._.. .. ..-. " �....................M..................................................1........ ...........M. .....4 ....TOP.2576.30.-..4.Pr................N ..O. ...TOP:2576.47...- �•.............. �•- FG:2575.50 W------ M / M 25754P1 M -• TOP:2576.63.......................•'4P S �? \ I 4P1 0 2575..e 1 f ;I '.j................. .......................................... .............................. ....................................... M 4 P TOP.2577.57 M i T68 I ;..................................................... / 2576.............e...................................................................................................................................................................... /T a - 2576 U 1�3,. 4 P . 1.-2576� N ....................................................................... _ __ ° N. .... .P 1................ -'9 FG-MATCH 2573.67 FG-MATCH:2573.11. -..-..-..-.: o M - e e ........ �.../................ e / --- ---- ----`�'�-..-..-..-..-..-..-..-..- --- N ---- 23 3 N . :,. 2577.... ..........M.. ... a.................., ---- - Of ._ % OE / -- --- - - -- -- 7 -- �- ---- � - - .....2573- --� - - .-i --_-- - _ -� 2574- --`� \ -- -- - \ ci,..._. ---- - - ...... --- ------- ---- --=- ------- - __ rt ----- -- -- "' -= N -- �� -FG:2574.63 - -.254-•-2577 �.,... - --- z ................................... _ o� -- ---- - - - _ --=- - --- - - -- - - - '^-.-.........or. -- o- -- -- �� -- -- - ------ -- ------ -- =_-__ - _-- TOP:2577.34.....a .. I - m -� __ _ 2574.-.o,,.. of ��__ 1........... _ _ N 2574 _ ao 4 :--I o - n i n � � � In -- - =OIT ° oFlr o'IP -o t r'•.r�. -w'• - - - ---..-..-..-.:2576 ..... ... ---M -• - -� 1 -is Pvc GIB > [O 00 w 2575 ° - - - o- - I Y FG-MATCH:2573.37 FG:2574.87 of lr - - ° -- a�-- o� =- - -- / z m z 0D FG-MATCH:2573.67 FG:2575.08 - - -2575= -- - OO 0 -0000 FG-MATCH:2573.95----_ FG.2574.84 01^ oi� o. A o FG-MATCH:2573.07 25Iq FG-MATCH:2574.16 - - co 0 0 FG-MATCH:2574.35 i a w Y _N m -- - - - FG-MATCH:2574.47 N-- -- _ _ - -- -- - ----------- - -__ __ _ FG:2574.79 -- FG:2575.09 _ 1 w a � � ' - - - - - - - - - - - --____ FG-MATCH:2574.75 FG:2575.17- -2575--_ FG-MATCH:2575.48 - 0 W w (LL -- ----- °o - FG-MATCH:2575.34 FG-MATCH:2575.58 a a ----� - ------- FG-MATCH:2575.60 JOB NUMBER: --------- INV=2571.91 - - _/ _- _ _ 5 - I --- 2 I ,2515- a I DB2096 N - DATE: 3-24-21 GRADING PLAN - AREA B SHEET NUMBER: w 0 20 40 J D FEET w Gm2 W 00 IL L 9 c _ -Lu - pU ' w/ a 3 2 _ _ O � N a 0 -°30 - =L _ o aU 0E - o - 10.00'PUID EASEMENT 47.00'ROW 10.00'PUID EASEMENT - a a O - 33.00'TRC TO TRC C/L - - 16.50' 16.50' - - 2=w �c� c c 3 w N a o N Q c E E 2.00' 5.00, 2.00' 2.00' 5.00' 2.00' .75%+/-0.25% 1.75%+/-0.25 o 2% V _ v� —� 2%o r— d o 0 a a�d A/N/ v/� / / //V / o s . 'V� vyV�jV�jV�jV�jV�jV�jV�j� a _E o CONCRETE SIDEWALK // CONCRETE SIDEWALK Q PER ACHD SUPPLEMENTAL 2.5"THICKNESS OF PLANT MIX PAVEMENT (1/2"SP-3 MIX DESIGN 58-28) PER ACHD SUPPLEMENTAL =Y o STANDARD DRAWING SD-709 COMPACTED TO 95%OF MAX THEORETICAL DENSITY STANDARD DRAWING SD-709 V U a a 4.0"THICKNESS OF%4'MINUS CRUSHED AGGREGATE BASE d 4) - COMPACTED TO 95%MAX DRY DENSITY PER ASTM D1557 3"ROLLED CURB(TRC) 3"ROLLED CURB(TRC) N N _ o PER ACHD SUPPLEMENTAL 14.0"THICKNESS OF 6"MINUS UNCRUSHED AGGREGATE BASE PER ACHD SUPPLEMENTAL a o a STANDARD DRAWING SD-702 COMPACTED TO 95%MAX DRY DENSITY PER ASTM D1557 STANDARD DRAWING SD-702 d __ _ }a STRIPPED,PREPARED NATIVE SUBGRADE OR STRUCTURAL FILL COMPACTED TO 95%MAX DRY DENSITY PER ASTM D1557 NOTES , 1. ALL ASPHALT PAVEMENTS AND BASE MATERIALS,AND SUB-GRADE PREPARATIONS SHALL BE PROVIDED IN ACCORDANCE WITH THE ISPWC AND THE ACHD SUPPLEMENTAL SPECIFICATIONS APPLICABLE ' THERETO. 2. THE ASPHALT PAVEMENT MIX DESIGN SHALL BE A SUPERPAVE 1/2"MIX DESIGN(PG-58-28)AND MEET THE REQUIREMENTS OF SP-3 PER ISPWC SECTION 810"PLANT MIX PAVEMENT". 3. AGGREGATE BASE MATERIALS(3/4"MINUS CRUSHED AGGREGATE&6"MINUS UNCRUSHED AGGREGATE)MATERIALS SHALL COMPLY WITH DIVISION 800 OF THE ISPWC. 4. ALL SUBGRADES,STRUCTURAL FILL MATERIALS AND PLACEMENTS SHALL BE APPROVED BY ACHD PRIOR TO COVERING UP THE WORK OR PLACING SUBSEQUENT LIFTS. CONTACT DMNE 5. ASPHALT PAVEMENT SHALL BE COMPACTED IN ACCORDANCE WITH THE ISPWC AND THE ACHD SUPPLEMENTAL SPECIFICATIONS TO THE ISPWC. DENSITY TESTING SHALL BE PERFORMED RANDOMLY ACROSS 4&—HWR8 THE SITE AT A FREQUENCY TO BE DETERMINED BY THE OWNER'S GEOTECHNICAL REPRESENTATIVE. BEFORE DKMG 6. THE ROADWAY SUBGRADE SHALL EXTEND 6-INCHES BEHIND THE BACK OF CURB. 1-80 —M2 M Z TYPICAL ROADWAY SECTION ATTACHED SIDEWALK - (33/47) (LOCAL) J > RD.0 O= m � o zz w Q co cn O 0w 2 Ug W O w LU Q _ _ w U W W Z 0 Of O 1 a �SS\ONAL Q� G\STE �'FF 3 LP 3-24-21 �O doss /( �ERo�S�� • . . mmC • ,, .. 0 • •• co co .. m .. .. .. . • . . . LLI co p a ❑ 0. Q� �a z Qa o� 00 g� m 00 oa 03 og a� O >z �- wLu �a �r Q� ci o z,n -n ow YK �3 o Z c 3 2a3 0 O o3 1_ /Lu A U Z � jW rn m Q W c0 Q p}p Z cl 0 of w O N CD m W Q U X Z p � W 0- LL H a 0- JOB NUMBER: IDB2096 QDATE: 3-24-21 rSHEET NUMBER: ui a~ RDm0 W 0 0 � 3 t - wZ d ��" SEE SHEET RD.2 U. 00 .o E=r0 �UV N 47p Lu �3 T - _ 0' 3-3 1 I I Id -IdZ 1 I 33.00' I I O H 3 ,- -- � Idz --- ----- I °� _ I I SEE SHEET RDA Keyed Notes 0 a z = �s �F N a0 do=.-od==°.32 Qu t - ----- - 91J 1. 3" ROLLED CURB AND GUTTER(TRC) PER ACHD _ o -J II II , I I I II I I I a 1 1 I ----_ - `' / / SUPPLEMENTAL STANDARD DRAWING SD-702. 2 CONCRETE SIDEWALK PER ACHD SUPPLEMENTAL o = -j \ \ a ' 0 2 -- . II 1 IIII I I I I I I 1 I 4-s _ ,o I I I I / II I I I:: I I II II I II II II 2 cc Q 12 2-3 I I I 11+26.26,43.9T L ��\ - J/ / // STANDARD DRAWING SD-709. - - y I I 1+50.03,16.50'L 1- I I I I 4-6 I I I I TRC:2571.69 E' II I I I TRC:2573.50 �/ I / I I 3w� I I I 3+09.77 4 I a, _-------- N I I < / / ( ) -` e„¢a E I ^ I I I I I CL:2571.29 3+23.66,47.46'L 3. ASPHALT PAVEMENT SECTION SEE RD.O U y I 1+41.45,18.09'L / o � s � I NI I 2+93.82,40.06'L I � - W 4. SEE STORM DRAIN ON "SD" SHEETS. �� Z 1+42.17,14.50'L I:I I ^ I I I _ _ TRC:2571.20 I _- - - - Z LIP:2572.28 _ LIP:2573.46 I 2-6 I I NI I I TRC:2571.15 3 I ---- � I - / 5. CONTRACTOR SHALL VERIFY EXISTING TRC LIP OF III I I I 0 1+45.54,16.32'L _- i I I I I I I p LIP:2572.33 / / GUTTER,AND CENTERLINE ELEVATIONS PRIOR TO I I `I. 16 - - L / / CURB SLOPE AT 1.8 6, I I I 2+68.21,16.50'L 3 _ R316.50' p START OF CONSTRUCTION -NOTIFY ENGINEER o I I �� I :'I I I 9 3 `3+50.21,16.50'L s I - 1+56.16 16.50'L 1+96.87 16.50'L/ IL ACROSS PED.RAMPI I I I I II I I I I TRC:2571.06 TRC:2570.63 -� - 2571----- I - TRC:2571.61 IMMEDIATELY IF PLAN DISCREPANCIES ARE NOTED. L E f E I I I 1 TRC:2572.65 12+35.76,16.50'L I I I •p ti ... / 6. SAWCUT 2-FEET MIN. OF EXISTING ASPHALT PAVEMENT li v 3 o I � -- - 1 I•... I 1+96.15,16.50'L I 19 d�� \'... 1-3 _a '( 1+56.16 O a y w 1+37.95,14.50'L {I•.� ( I TRC:2571.37 -- p o "... 11 °a CL:2572.72 / D 2+08.15,16.50'L PERPENDICULAR TO THE ROADWAY CENTERLINE. L a 3 y y I I r TRC:2572.11 O "� .... I i I I �. 00'^ - 4 �� TRC:2571.66 N o a LIP:2573.57 I I i� I I I �� y 3+77.29,16.50'L ` _- -- i......... I oo ::. 1 2 / 7. REMOVE EXISTING TYPE 1 &TYPE 2 BARRICADES. Q- c R300 ; ?S>> < TRC:2570.74 ----__ / �R3� \ 2 13 / C) O E o d o I I I 1 I I I y a+ p6 + - - i/ 8. GRADE BREAK AT CENTERLINE. cOi V a 1 l:` 1+94.97,16.50'L 2 v :. o = - - l: w 1+22.86,16.50'L I I I �o -� Q.3 2, ' I - - - :` • / 1..... / . GRVL-MATCH:2571.27 {:•' TRC:2572.14 _ ► --_ / m TRC:2574.16" .•,. ---- n 9. CONCRETE PEDESTRIAN RAMP PER ACHD O m 9 a Il....y...... . �_�� 1 - g a L -F 1+22.86 1 11 i ` 10 ?S�f ••.....4 12 �- 3+50.21 13 �o 15 SUPPLEMENTAL DRAWING SD-712H, TYPE H2. N o 2 N N �.. ° 3 3+00 8 s I ° ° °° o 0 CL:2574.2�..\. �• 1 I. \ o --fig'.....: 7 - L 2 6 - CL 2570 1 •1 \ 0 0 0 to - \ ...............I •• ; . M 8 0 1 RC.2 LA W ° ti g . -z5/o oa/o PROVIDE TRUNCATED DOMES PER ISPWC SD 712 THE 4+2718 13 50' 3• o ,; 3 r• -T 571.00 -- I 1+00 N. L MA AY M z s% ��\° N 2+0 c� 2+34 PEDESTRIAN RAMP CROSS SLOPE SHALL NOT EXCEED d o y a gT• ......... o o s _ f is. WOO�P� °° Mao_ + -__ �11 - oo' �" 1.5%. THE PEDESTRIAN RAMP LONGITUDINAL SLOPE a m w 3+03.53 c ,°> n t 4+ - - .....�...............•, �,.�•� - 7 C o'L 1 _ S i CL:2570.96 0 4+27.17 -__ 2S .. I 2573...........,� �i ° 0 2+02.87 SHALL NOT EXCEED 12:1. NO TOLERANCE IS ALLOW v �� 14 1+70.74.. S /; 1 M8 1 CL:2571.02 - - - �j �............ ...... I° w M 8 - 251-- I 3 90 CL:2571.71 ABOVE THE INDICATED SLOPE REQUIREMENTS. SEES CL:2572.96 .. : .o •. � -- 1+14.53 M 9.3% M., , I \ \ s>� 11 O .. /fig o ,G :"_ --- 9 _ DETAIL ACHD SD-712H/RD.6. SEE SHEET RD.5 FOR TRC-MATCH:2574.44 \ I 1+94.97 Q. _ _ ,� 4+27.16,13.50'R __� - - CL:2572.96 \ GRVL\MATCH:2571.03---___ ___ PEDESTRIAN RAMP GRADING. s�ss 7 1+00 \ -1.9%-�I CL:2572.23' h\° `" TRC:2571.00 /, d b ----------...... R300.00'��_10Op- o°� - 1+96.87 ss _ 5 ti•. 2 10 3+25.47,16.50 R -- �41d b `°<y . J :' m --- - - _ 1 I 3 r - \-__ e e 1 CL:2571.69 1+00.00 ^ 9 _ -- -- TRC.2570.76 _ - -- - -- 10.--- � CONCRETE PEDESTRIAN RAMP ACHD SUPPLEMENTAL , CL-MATCH:2574.53 9 N k r 2+24.57,16.50'R I I I I - _ w ---__ -=- -___ ''•• 10 _ on 11 of 2 : 13 DRAWING SD-712G, MID-BLOCK. PROVIDE TRUNCATED o-l �0% f / TRC:2571.50 I I �-- 13 --- - ___=\_257� �I - / DOMES PER ISPWC SD-712. THE PEDESTRIAN RAMP 6 ro. 11 I I I I I I 3+77.30,16.50'R 2 -_- __ _ -= -_- 9 :'1-1! �� 1+96.87 16.50'R I _ . .T _ • • CROSS SLOPE SHALL NOT EXCEED 1.5%. THE 3.0% I _ RC. 0.74 _ - _ RC. 1 I I I `•..� I I �� -_-- la T •257 .••--�,_ � _ - g1°` :• N ^ • '1+60.65,16.50'R T •2571.E -- 1+00.00 16.87'R 3°P e -1 2+13.59,16.50'R I �-I 'ti _ - -- TRC:2573.13 PEDESTRIAN RAMP LONGITUDINAL SLOPE SHALL NOT CONTACT DK�M�E F - o s'I 3+50.21,16.50'R I I I _ : `�' ` :__- . -_ -----TRC-MATCH:2574.44- I \" ��° - TRC:2571.69 I I I 3+72.06,16.50'R I -- �:i (\ = __�.. _.`-1+50.02,16.32'R --2570 \ EXCEED 12:1. NO TOLERANCE IS ALLOWED ABOVE THE 48-HMRS I �:..... ' ---- d -2 :I I I TRC:2570.63 1 I - - /�[ \ 1 • I I I I -=25s8___. ---- -_- -- _ INDICATED SLOPE REQUIREMENTS. SEE DETAIL ACHD 7 �'"I I I \ \ ___Q- ---- I 1+85.61,28.45'R` I 1 I I TRC:2570.72 I 1 - - i 1+30.74,44.18'R- _LIP:2573.27 dol �1--- FE I _- -`----:---.- , TRC:2574.07�� --_ = SD-712H/RD.6. SEE SHEET RD.5 FOR PEDESTRIAN RAMP �FOidNC.� 1+22.86,16.50'R I I \ `'_ I LIP:2572.28 / I I I I I I ----:--- - - - - - 2569---- \ s Q Id \ I I I I ?sue I ------- - 1+45.93,18.09'R -- I I i I - -�. GRADING. - - TRC:2574.1E I I �...�....2573 ....... ....... \ `> rZ 1 1+83.60,32.32'R I I 3-2 1 I I I I , --; _ -_ -LIP:2573.32 -- ` 1 800-342 1585 1+27.8Q 16.50'RI""I 1 I \ 1-1 Q' 1 1 I LIP:2572.33 I I I I I I - `a - _ �3 o -- --- 1+68.34 I 4-2''.• I; i :% -r- - -� 11. E PEDESTRIAN J I I I I l a I I \ •` 1+33.62 29.37-R• 1 0/ TRC:2574.07 ( ""I 1 J 8 CL:2572.721 I 1+82.75,42.91'R I I a I:' CROSSING SHALL NOT EXCEED .9 o N ANY DIRECTION. - I I :,--r 1 1 1 Z - TRC:2572.65 I I I I .1 5-2 I I L`o�1 -LIP.2571 11 =2571a2570-- ----- ------ THIS REQUIREMENT DOES NOT HAVE A TOLERANCE z I �1+38 ,16.60'R""" �' 4 I I I I 1 / 1+31.49,33.30'R oa=--_ o O LIP:2573.53 .\ ' I `L - 1-, ABOVE 2.0/o. PAVEMENT THAT DOES NOT COMPLY U. ".•• . I 47-00' 2 I I ` I - 2571 _ - -LIP:2573.53 SHALL BE REMOVED AND REPLACED. JU) .13 1+41.92,18.58'R 1 Q' 1 1 I II I I - _ I I - LIP:2573.49 _ I I it I I I I - 12. CONCRETE VALLEY GUTTER PER ACHD p I I y I I _JI I I I\ I_ 1 ' \ I SUPPLEMENTAL STANDARD DRAWING SD-708. m I 1+52.48,30.75 R - _ Id1 L_ ,tip 1 I l aj 1 0 N LIP:2573.32 \ - T -� --�_ I I�� r I 13. TYPE II SIDEWALK TERMINUS BARRICADE -SEE SHEET Q Cn I si � t I i - \ +'- i' �> I I SL.2. U o"r )1+54.05,34.85'R 1 ` d ��/d - I II -I- ' / I Z Z o r LIP:2573.27 ' /o i -----_ _ _ �`---j _ l' ,/ I i /I I 14. TYPE III ROAD TERMINUS BARRICADE -SEE SHEET SL.2. � Q_ 6' c0 I I 301 -_ _ - iOE� - 1 °n �'. 1+53.80,45.48'R I -- - ----�- w U) 0 301 --_ 15. GRAVEL ROAD SECTION -(SEE 1/RD.1). TRANSITION \ 0 1 TRC:2573.13 I ;' 30-_- o- - �� I i i GRADE FROM END OF PAVEMENT TO EXISTING GRADE. 0 W 7_ /� 16. PRIVATE SIDEWALK-SEE GRADING PLANS FOR z � REQUIREMENTS. W O I I I I. •1 L I � � � I , Q � _ Notes _ Lu W. WOODPINE ST. (STA 1+00 TO 4+27.17) N. LLAMA WAY (STA 1+00 TO 2+02.87) z LU 1. CONTACT ACHD INSPECTION SERVICES AT 208.387.6284 o a 0 30 60 0 30 60 FEET FEET A MINIMUM OF 24 HOURS PRIOR TO REQUESTING INSPECTION. N 2. ABANDONED BUILDINGS, TEST PITS, OR WATERWAYS �`�SSG\SA EENG�� LOCATED WITHIN CURRENT OR FUTURE RIGHT-OF-WAY FF` SHALL BE RE-EXCAVATED TO NATIVE SOIL AND 0+80 1+00 2+00 3+00 4+00 4+40 0+80 1+00 2+00 2+50 BACKFILLED WITH STRUCTURAL FILL PER ISPWC 3 SPECIFICATIONS. PROVIDE SOILS DATA TO VERIFY NATIVE MATERIAL MEETS THE REQUIREMENTS FOR LP 3-24-21 ENGINEERED FILL PER ISPWC SPECIFICATIONS AND 9TF OF \OP PROVIDE A COPY OF THE COMPACTION TEST REPORTS. ��`SS /( ER�`✓�S� 2584 2584 2584 2584 3. PROVIDE TYPE-P SURFACE RESTORATION FOR UTILITY WORK WITHIN ASPHALT PAVEMENT AREAS. 4. PROVIDE ALL TEMPORARY IRRIGATION DITCHES AND : • • • • ■ PIPES AS REQUIRED TO COMPLETE THE NEW �0 '. 10 CO • IMPROVEMENTS. ALL EXISTING DITCHES SHALL HAVE • � • ' .• .• .. Is TEMPORARY REROUTING PROVISIONS SUCH THAT THE .. .. .. . rn r . • . . 0c PVI TA: 1+27.79 1p � FLOW OF IRRIGATION WATER, AND DRAINAGE OF PVI LEV: 2574.25 i SURFACE WATER ACROSS THE SITE REMAIN , 2580 K: 20.00 2580 2580 kv kv N N N 2580 UNINTERRUPTED THROUGHOUT THE DURATION OF i rn J o CONSTRUCTION. co ■ L C: 40.35 It - U 04 U • N cn (0 It P I STA: 2 13.77 N co ti � °' en en P I ELEV: 2 71.66 0 L N `r0 ON N K: 20.0 (0 O C) � U + LVC: 41.23 o r` U ui �/ > > > N M °0N . N NLO I O I � QO o0 H =z CD . 2576 + N U U + J � 2576 2576 2576 N N N co U as -1.00 ° ui ui cii Lu % oo 0 m > ww 1` N� 3• O O O O 4"THICKNESS OF%4"MINUS CRUSHED AGGREGATE BASE r �� 02j 2 2p% -0.56 ° �D ��O ��D ��O C COMPACTED TO 95% MAX DRY DENSITY PER ASTM D1557 o0 ��O\ <�10"THICKNESS OF 6"MINUS UNCRUSHED AGGREGATE BASE N j4 2572 2572 2572 2572 - COMPACTED TO 95% MAX DRY DENSITY PER ASTM D1557 3 I \\\ \\\ \\\\\\ / , z 053 o \\�\�\\� \ \��\\ i GRANULAR STRUCTURAL FILL AS REQUIRED O \^`;��\ \ ��\\\\�\\ ' ' 6"MINUS UNCRUSHED AGGREGATE BASE O ♦ U' FINISHED GRADE @ROADWAY IL- SEE SHEET C4.2 \\� \�\%\\\-N \��\��\ o N w PI \, \\\; \�„\\\ \�\ �_ COMPACTED TO 95/o MAX DRY DENSITY PER ASTM D1557 F FOR EARTHWORK FINISHED GRADE ROADWAY CIL DI-DI o REQUIREMENTS cc I O F @ APPROXIMATE EXISTING GRADE @ ROADWAY CIL DI-4A SUBGRADE SHALL BE PREPARED AND PROOF COMPACTED PER THE SITE PREPARATION SECTION ♦ w SDMH-3B DI-3B 4"PI J 15"GI APPROXIMATE EXISTING GRADE @ROADWAY CIL SDMH-3A O DI.4B OF THE GEOTECHNICAL REPORT AND BE APPROVED r Olo SDMH-4A BY OWNER'S GEOTECHNICAL REPRESENTATIVE PRIOR z 2568 2568 2568 2568 TO PLACEMENT OF OF ANY SUBBASE AGGREGATE OR GRANULAR a ♦ � 4' PI Li STRUCTURAL FILL y a ow NOTES rG F UK ■ w3 1. ALL BASE MATERIALS,AND SUB-GRADE PREPARATIONS SHALL BE PROVIDED IN F V� D ACCORDANCE WITH THE ISPWC AND THE PROJECT GEOTECHNICAL REPORT. Lit y3 2. AGGREGATE BASE MATERIALS(3/4"MINUS CRUSHED AGGREGATE&6"MINUS UNCRUSHED W z g3 AGGREGATE)MATERIALS SHALL COMPLY WITH DIVISION 800 OF THE ISPWC. Z 2564 2564 2564 2564 3. ALL SUBGRADES, STRUCTURAL FILL,AND BASE MATERIAL PREPARATIONS SHALL BE APPROVED BY OWNER'S GEOTECHNICAL REPRESENTATIVE PRIOR TO COVERING UP THE 0 a WORK OR PLACING SUBSEQUENT LIFTS. 4. SEE SHEET C4.2 FOR EARTHWORK REQUIREMENTS. O d z W •� 6° W � VEHICULAR GRAVEL ROAD SECTION 1 ■ Q w z ca o ° oo } Z � W Y N� m 5 25 2560 2560 w d 2 Q N. LLAMA WA RD. o- o0-1 - w o w o as JOB NUMBER: HORIZ.SC LE:1"=30' 1 D B2096 W. WOO DPI NE S . ( TA +00 TO 4+27.17) VERT.SCA E:1"=3' HORIZ SCALE:V= 0' O O DATE: 3-24-21 2556 2556 VERT SCALE:1"_ ' 0+80 1+00 2+00 3+00 4+00 4+40 2556 2556 1919SHEET NUMBER: 0+80 1+00 2+00 2+50di F_ RD. 1 w w w _ U) wz 00 .5 mE� yEc 0 U o VUv- T a T _ W` w� / a 3 T - - _ LL 3 > _ - 9_ d0 SEE SHEET RDA aU SEE SHEET RD.3 - o 0 'J. i Keyed Notes O = o o j_ To � ... I I I II I 6+gg.46,16.50'R - - 1. 3" ROLLED CURB AND GUTTER (TRC) PER ACHD � �rTRC:2571.96 CL:2572.07 3+90.47,4 7.02'L � � so= \ I€I I SUPPLEMENTAL STANDARD DRAWING SD-702. 1 o E= 1+08.94,38.82'L \ \ ? I ' ' 33.00'-W - TRC:2571.99 1 1 1 2-5 1 I 3-5 I I 4-5 5-5 Q TRC:2571.06 - 1_6--- 3+57.48,47.59'L 4 I I I - 6+57.45,16.50'R 19_3 \ I 2. CONCRETE SIDEWALK PER ACHD SUPPLEMENTAL '_ =y 0 \ 4-6 \ \ �•.• --. :-°• TRC:2571.99 p I I --I I I I 1 6+54.23 z I`:• TRC:2571.80 : :' I STANDARD DRAWING SD-709. : : / 2512 - I I I I I 6+54.23,16.50'L I CL:257 .87 Q I I `! p p '• \ \ \ I 6+54.23,16.50'R / v y o _, \ 5+21.08 16.50'L `` I 3. ASPHALT PAVEMENT SECTION (SEE RD.0). .- _ I I TRC:2571.79 \ 1 1 / y �L \ \\ \ .....i............j. I �� TRC: I i ----- --� I d aV- 1+37.94,16.50'L :' I 4. SEE STORM DRAIN ON "SD" SHEETS. o TRC:2571.79 TRC:2571.15 \° rnrn' I i - - - - - -\ 0 s e L� I �L \ o' 5 5+82.00,16.50'LI a ------------- 5. CONCRETE PEDESTRIAN RAMP PER ACHD c o o E w 4+20 47 16 50 I ' ° O 5 \ 5 3 \ TRC:2571.50 L " •?s I 4+80.58,16.50'L 1 \I TRC:2572.15 ��s> I SUPPLEMENTAL DRAWING SD-712H, TYPE H2. v - \ \O �. 3+27.45,16.50'L I I ?••L... 11 I i / - _- o n \ 5 TRC:2571.,4 \ / � I -O / \ \ I PROVIDE TRUNCATED DOMES PER ISPWC SD 712. THE a 3 y •p; 1 5 TRC:2571.97 a m y1 -- -- - --J L 5+61.59,16.50'L -- I, a� y o L o 0 o o 9 / o 7 ` 2 ` ' R 72 07 I............................... . g # 2 J TRC:25 2 3 / ^ti � I;I o / PEDESTRIAN RAMP CROSS SLOPE SHALL NOT EXCEED Q � E � °••' �v � •' �I� � I 1.5%. THE PEDESTRIAN RAMP LONGITUDINAL SLOPE v C = Ta N V•. SHALL NOT EXCEED 12:1. NO TOLERANCE IS ALLOWED © - ABOVE THE INDICATED SLOPE REQUIREMENTS. SEE 11 4 00. :• ' =-- - ---- III DETAIL ACHD SD-712H/RD.6. SEE SHEET RD.5 FOR Q ' o N T .1.0% " 8W 8W 8W 8W 8W 8W 8W 8W 8W W 8W 8W BW....... ;gyp a N H o o = 1+52.00 \ 5+82.00 k0� :�ti - - - - - - I is PEDESTRIAN RAMP GRADING. N g 1+00 CL:2571.29 2+00 w 1 3+00 4+00 1 5+00 ,, A CL:2572.23 ---------- - •` :I 6 ca a 1 I�3S NW 13TH AVE. 1 6 N a W \................ - CL 7 0 0 �6, �T I' CONCRETE PEDESTRIAN RAMP ACHD SUPPLEMENTAL 0... 1 Q 16SD- 3+27.45- 6SD 3+73.15 1 SD Q 4+20.47 3 12 � 1'2 •D•••..........,, 1 1 Q 111' DRAWING SD-712G, MID-BLOCK. PROVIDE TRUNCATED $ 0. I 2- 3 CL:2572.05 CL:2571.82 CL:2571.58 9 ` ' i 17 3 I I �o DOMES PER ISPWC SD-712. THE PEDESTRIAN RAMP 1570.96 5 q 1 CONCRETE TRASH WHEEL - I I I CROSS SLOPE SHALL NOT EXCEED 1.5% THE CL:2570.96 'Pdoo CART PAD-SEE GRADING --- j I`I PEDESTRIAN RAMP LONGITUDINAL SLOPE SHALL NOT 1 I 1 0' PLAN FOR REQUIREMENTS 1�' . \ 1 ' I`I i EXCEED 12:1. NO TOLERANCE IS ALLOWED ABOVE THE ri INDICATED SLOPE REQUIREMENTS. SEE DETAIL ACHD ' 2 2+87.55,16.50'R g 2 2 �-- o 1+67.55,16.50'R - - --- -- :' I -- -- --- - TRC:2571.79 �1 -- - - - - - - _ �' SD-712H/RD.6. SEE SHEET RD.5 FOR PEDESTRIAN RAMP R300.00' # TRC:2571.28 -�' -- -- -- -- - 4+47.55,16.50' :� "° I 1 TRC:2571.61 1 1 i.� I I I 5+82.00,16.50'R ' ---- - -- - I 1. I GRADING. 1+49.49,16.50'R TRC:2572.15 1 3+27.45,16.50'R I L:` I I \ I I \ 7. THE PAVEMENT SLOPE WITHIN THE PEDESTRIAN CONTACT DICaLINE TRC:2571.20 I 2+07.55,16.50'R I +47. 1 'R 1 TRC:2571.97 1 1 1 1 1 I I I I I N I I I \ CROSSING SHALL NOT EXCEED 1.9% IN ANY DIRECTION. 9 2 55, 6 50 3+27.55,16.50'R 3+67.55,16.50 R 4+20.47,16.50'R \ I: to TRC:2571.45 TRC:2571.62 TRC:2571.77 I 4+87.55,16.50'R 5+27.55,16.50'R 5+67.55,16.50'R 14_3 16=3 I I? I i \ THIS REQUIREMENT DOES NOT HAVE A TOLERANCE TRC:2571.97 TRC:2571.50 TRC:2571.77 TRC:2571.93 TRC:2572.09 I :� ABOVE 2.0%. PAVEMENT THAT DOES NOT COMPLY BEFORE DIGGING -4 I I \ 1+19.49,46.53'R I I I I 11 SHALL BE REMOVED AND REPLACED. 1-800-342-1585 ..... 4P TRC:2570.63 I :'' ...........L........................................... .....1.................................tib3ti I I I 1 r �, 12-3 I 11I o 8. 1-3 1 2-3 I 3-3 I 4-3 I 11`� 5-3 I 6-3 I 7-3 11 1 8-3 1 9-3 I I 10-3 I I 11-3 1 1 --- - ----- I CONCRETE VALLEY GUTTER PER ACHD I \ I y I I 9 SUPPLEMENTAL STANDARD DRAWING SD-708. - l -------`--------- \ i 11 9. PRIVATE SIDEWALK -SEE GRADING PLANS FOR z I REQUIREMENTS. C. O ft 'I f 1 I I ; 1 1 1 I 1 1 1 1 1 \ 1 1 1 1 1 I \ I ar \ \ rl �\ O m I I 1 Notes = o I 1 I I 1 1 I I 1 1 \\ Q cn p -----J L----- ---.`J L----- -----�J ----- ------ L----- -----J ----- -----J m o _ L_-= ------ _- '_I11 r Ids - - --- - ------J ------- ------- - -- -- -== d== I cz z Idt Ids o Id : Ids Ids Ids Idt Idt - -- -- -- 1. CONTACT ACHD INSPECTION SERVICES AT 208.387.6284 - --- -- -- -- - --1 V77 -- -- __- _ -- - -- -- - -- -- -- --�\ - -- �- -- A MINIMUM OF 24 HOURS PRIOR TO REQUESTING W Q - --- - - -- -- - -- III III r \ ( -- / INSPECTION. -- ----- - --- ---- O Lu 2. ABANDONED BUILDINGS, TEST PITS, OR WATERWAYS = U NW 13TH AVE. + W. SANTIAGO ST (STA 1+00 TO 7+00) LOCATED WITHIN CURRENT OR FUTURE RIGHT-OF-WAY SHALL BE RE-EXCAVATED TO NATIVE SOIL AND W O z BACKFILLED WITH STRUCTURAL FILL PER ISPWC 0 � 0 30 60 SPECIFICATIONS. PROVIDE SOILS DATA TO VERIFY LLI FEET NATIVE MATERIAL MEETS THE REQUIREMENTS FOR = W ENGINEERED FILL PER ISPWC SPECIFICATIONS AND PROVIDE A COPY OF THE COMPACTION TEST REPORTS. Lu W ~ w ) z p 3. PROVIDE TYPE-P SURFACE RESTORATION FOR UTILITY o a 0+80 1+00 2+00 3+00 4+00 5+00 6+00 7+00 WORK WITHIN ASPHALT PAVEMENT AREAS. 2584 2584 4. PROVIDE ALL TEMPORARY IRRIGATION DITCHES AND S\WL F,y PIPES AS REQUIRED TO COMPLETE THE NEW �S IMPROVEMENTS. ALL EXISTING DITCHES SHALL HAVE Q� G\STE ijiFF TEMPORARY REROUTING PROVISIONS SUCH THAT THE FLOW OF IRRIGATION WATER, AND DRAINAGE OF 3 SURFACE WATER ACROSS THE SITE REMAIN UNINTERRUPTED THROUGHOUT THE DURATION OF �'> 3-24-21 CONSTRUCTION. 1p OF \OQ 2580 2580 ASS K ER\��5� � co . . � N • . • .. .• Cfl Ncr) L � � � � • N N � '• • • c; Or NN CejCV 'tCfl 00 J � N • .• .• 00 Lf) • °• •• .• • O C j C' V M U M V + N U �} J • • • • co 04 ti Co U 2576 + J J 2576 U .. + • • FINISHED GRADE @ ROADWAY CIL 0.43% ♦ ^ .Z O 0 F O 2572 � � -0.50% 0. 0% -0'5 ° ° 2572 ow -771 ` 1.9 ° SDMH-1A APPROXIMATE EXISTING GRADE @ ROADWAY CIL DMA SDMH-1D SDMH-1E Com ♦ I DI-1 ol B DI-1 C ~ g #0 O DI-1D gN � 7 o SDMH-1 F + o 2568 2568 o 03 THE CENTERLINE SLOPE SHOWN TO BE SDMH-1B CONSTRUCT M 4"P� SDMH-1C Q z wo 2.98%IS A PROJECTED ELEVATION TO UNDER STORM L oz ESTABLISH CURB ELEVATIONS. THE DRAIN V� W w J ACTUAL CENTERLINE PAVEMENT GRADE ■ �� SHALL BE SHIFTED DOWN THE Z OADWAY ALIGNMENT AS SHOWN TO y �" ACHIEVE A MAXIMUM ASPHALT SLOPE Qo 2564 OF 1.9%WITHIN THE PEDESTRIAN ROUTE 2564 }� OF THE INTERSECTING STREET. (V z ASPHALT WITH NON-CONFORMING Q >� _ oa SLOPES SHALL BE REMOVED ANDow REPLACED Z Y k LF U¢ w3 ti l o 0 /w �3 v+ Y y ■ Z o3 2560 2560 3 ad LLI Z 10 W rn It'It of cD Q °}° Z co GD 2 o o } 2556 2556 SA TIAGO ST ("STA, 1+ 0 T 7 00) ORIZ.SCAL "=30' r w aNW 13 H VE. ERT.SCALE 1"=3' 3EL EL 2554 2554 Z JOB NUMBER: 0+80 1+00 2+00 3+00 4+00 5+00 6+00 7+00 1 � ID62096 DATE: 3-24-21 3 SHEET NUMBER: Li J o RDm2 W w w wZ 00 .5 mE� yEc U o a T _ W - - _ ---- SEE SHEET RDA - J 0 ~ - N -- ss - - - - - - --_-- a - - - al�oo' - - - - - - ap N3o -- -s o ------- s ` ` --------------- ------ Qc� t o nTo ....... .. .a. .a.a.... iiiiiiiiiiiii 4-5I;` )'•., 2 I j 11-6 _ _ 7-5 1 I N o d ^ 30 ............................................................. I - s - I �E��y�N PI -------- _ � .....................................4P1 ..............................4PII.................. �-4P1 \� 4P1 I ----------- �- - T_ ---------------- Nc3_E ,J 4P1..................................4P1...................� - --- --- -- - - - - y j...................,.............................................4.P..1...................................4.P.1..................................4Pa.. .. - - - - --- ¢a o S - �.. _ _ - - - �� Z �. / ------- -------- -_ --- ----- _ T ........................................................................ ---- ��TQg 8 36 7 6 93 - - 25�3.... M p� ................................................................. I 1 - 8+53.30 �a TRC:2572.43 - CL:2572.52 C.2572.44 12-6 -..................... 5-5 _ 6-5 -- ............................................................. 8+32.50,21.11'L - � s E y . -- - LIP 2 - - ------- -� r--- -��7-------------=--�--_-�====-------=- -------------i L- / 4 \ 8+8979,1650 a3 H y y �� ----- 8+16.78,16.50'1_ � 4 � .•, TRC'2572 85 --- -- - .. .,, ::z- �;..................... ------------------------ TRC.2572.44 ----- - - _ ----- i 5 4 9+77 25 16 50'L � � i _ - h� TRC 2573 20 U °,. onP ---ol 0HP 0H -- -_ -- -- -- _ 2 /o' n 25 2 J V E - y ° REMOVE EXITSTING o,, off 0HP -~- OI � --'-""R'r"" - � 1 - - - - olr o lr .....o.i ............. N: DRIVEWAY APPROACH 0 8 - 000 000 8WT W � ......... •8 W 8 W A' 8 v1 8+72.58 'r% SEE DEMOLITION PLAN FOR ° 8W 8W-2573 e o a E EL O 7+OQ....... ............. ... 1 T a ADDITIONAL REQUIREMENTS Lu W. SANTIAGO ST. 8+00 - <3�- CL:2572.41 w :::::..... 9+00 t o y o IL TBC MATCH:2574.18 10 - - - - - _ v r> S8 a - o c N m w m TBC-MATCH:2574.26 1 SIN gs ,;_,� 8 _- LIP-MATCH:2573.73 10 LV 3 ••........., 8+18.36 c 8+54.08 5 9+02.00 ... `V' 1 -- LIP-MATCH:2573.81 0 6 9+77.60 N '•••••••..... - CL:2572.70 CL:2572.98 ........ L:2572 52 4 ............. ...... • T CL:2573.28 ' --- _ _ _ _ _ - o OO. -0.90 '_r ,- - - - - - - - ----- --- ---1 - - - - - 2 \ --- + ''9+31.10,16.50'R 9 - -- --- -}, 7+39.47,16.50'R 5 TRC:2573.1 1 TRC:2572.13 g+18.36,16.50'R 4 ----- 11 N 6+98.46, io.50'R�\ I I TRC:2572.44 \ 4 -- - - TRC:257�.96 7+80.48,16.50'R / 8+91.37,16.50'R I TRC:2572.29 I :'' '' 9+77.60,16.50'R CONTACT DICLINE a \ + ?s�� 8+54.85 TRC:2572.85 I i TRC:2573.20 I 1 4$-HOURS _ 8+38.35,36.07,R W. USTICK RD. --- ,I \ TRC:2572.80 I .9e 3 CL:2572.88 8+71.38,36.93'R :.I BEFORE DIGgNfa TRC:2572.83 / -h 1-800-342-1585 �� I �� I I I 11 - - 19-3 I I / - 20-3 I 21-3 I 22-3 / 2-4 I ti�^� 3-4 1 l l i I z �� I � IN I-...' � 33.00' 2 I�\--- --I- �' I I C- O �� I I - ---� �� ,)' •. a7.0o'-- ICI J w- Y W W- :, W W ;��' I I I I .I,"... I I I •: ' ..,• ?s, I � p W W W I :.:....:r.....l.:. I I I > = m r W W- +7 ••.••. ' I I I SEE SHEET RDA U) z z LLI U o N N O � w W. USTICK RD APPOACH REMOVAL W. SANTIAGO ST (STA 7+00 TO 9+77.60) 2i z � 0 10 20 0 30 60 LLI O FEET FEET 0 � W LLI J F _ ~ L.I..I � W W � Z O O a Keyed Notes O 7+00 8+00 9+00 10+00 5"THICKNESS OF PLANT MIX PAVEMENT 2584 2584 ONAL E/yG� (SUPERPAVE SP-3 1/2"MIX DESIGN W/PG-64-28) 4"THICKNESS OF%4"MINUS CRUSHED AGGREGATE BASE 1. 3" ROLLED CURB AND GUTTER(TRC) PER ACHD COMPACTED TO 95% MAX DRY DENSITY PER ASTM D1557 SUPPLEMENTAL STANDARD DRAWING SD-702. oo��o oo��o oo��o oo�oJ 25"THICKNESS OF 6" MINUS UNCRUSHED AGGREGATE BASE 2• CONCRETE SIDEWALK PER ACHD SUPPLEMENTAL 3 COMPACTED TO 95°/ MAX DRY DENSITY PER ASTM D1557 STANDARD DRAWING SD-709. ° 3 24-21 3. ASPHALT PAVEMENT SECTION (SEE RD.0). '9T pP� GRANULAR STRUCTURAL FILL AS REQUIRED 'POS+ OF c�0� 6" MINUS UNCRUSHED AGGREGATE BASE 4. CONCRETE PEDESTRIAN RAMP PER ACHD 258° 2580 s K ER�� A\\�\ COMPACTED TO 95% MAX DRY DENSITY PER ASTM D1557 SUPPLEMENTAL DRAWING SD-712H, TYPE H2. cM ��\ PROVIDE TRUNCATED DOMES PER ISPWC SD-712. THE �o N N C) SUBGRADE SHALL BE PREPARED AND PROOF COMPACTED PER THE PEDESTRIAN RAMP CROSS SLOPE SHALL NOT EXCEED 00CIA r M • 't ' _ SITE PREPARATION SECTION OF THE GEOTECHNICAL REPORT AND 1.5%. THE PEDESTRIAN RAMP LONGITUDINAL SLOPE M CV (V . . ' • BE APPROVED BY OWNER'S GEOTECHNICAL REPRESENTATIVE SHALL NOT EXCEED 12:1. NO TOLERANCE IS ALLOWED 00 Lo + J J ,` � �� •• ( • PRIOR TO PLACEMENT OF OF ANY SUBBASE AGGREGATE OR + 00 U 00 U U • • 00 0 GRANULAR STRUCTURAL FILL ABOVE THE INDICATED SLOPE REQUIREMENTS. SEE 00 cc) 00 0 I • DETAIL ACHD SD-712H/RD.6. SEE SHEET RD.5 FOR • • PEDESTRIAN RAMP GRADING. 2576 2576 NOTES 5. THE PAVEMENT SLOPE WITHIN THE PEDESTRIAN APPROXIMATE EXISTING GRADE @ ROADWAY C/L ' 1. PAVEMENT SECTION WITH IN ACHD ROW-CONSTRUCT ALL PAVEMENT MATCHES (INCLUDING DRIVEWAY APPROACHES AND CROSSING SHALL NOT EXCEED 1.9% IN ANY DIRECTION. •` • • UTILITY CUT STREET REPAIRS)WITHIN ACHD RIGHT-OF-WAY TO MATCH THE EXISTING STREET PAVEMENT SECTION OR TO THIS REQUIREMENT DOES NOT HAVE A TOLERANCE USE THE FOLLOWING:. MINOR ARTERIAL ROADWAYS(W. USTICK ROAD)SHALL BE SP-3, 0.50 INCH (1/2")MIX, PG 64-28 FIVE ABOVE 2.0%. PAVEMENT THAT DOES NOT COMPLY INCHES (5")THICK,AS A MINIMUM WITH 4"OF 3/4' BASE AND 25"OF 6" MINUS PIT RUN. USE WHICHEVER PAVEMENT SECTION IS SHALL BE REMOVED AND REPLACED. o GREATER. / 0 0.4 �o 6. CONCRETE VALLEY GUTTER PER ACHD 0.51°0 -2.QO% 2, 90�0 4� , �� W N 2. ALL ASPHALT PAVEMENTS AND BASE MATERIALS,AND SUB-GRADE PREPARATIONS SHALL BE PROVIDED IN ACCORDANCE SUPPLEMENTAL STANDARD DRAWING SD-708. 0.40 0 0° ~ �o WITH THE ISPWC AND THE PROJECT GEOTECHNICAL REPORT. 2572 19/ 2572 a ow 3. THE ONSITE AND OFFSITE OFFSITE ASPHALT PAVEMENT MIX DESIGNS SHALL BE AS SHOWN FOR THE RESPECTIVE WORK 7. TYPE II SIDEWALK TERMINUS BARRICADE -SEE SHEET as LOCATIONS. SL 2 FINISHED GRADE @ ROADWAY C/L 4. AGGREGATE BASE MATERIALS (3/4" MINUS CRUSHED AGGREGATE&6" MINUS UNCRUSHED AGGREGATE) MATERIALS SHALL 8. TYPE III ROAD TERMINUS BARRICADE -SEE SHEET SL.2. i o COMPLY WITH DIVISION 800 OF THE ISPWC. 9. 6"VERTICAL CURB AND GUTTER(TBC) PER ACHD 4"P 12"Gi o" �l 5. ALL SUBGRADES, STRUCTURAL FILL,AND BASE MATERIAL PREPARATIONS SHALL BE APPROVED BY OWNER'S SUPPLEMENT STANDARD DRAWING SD-701. z� GEOTECHNICAL REPRESENTATIVE PRIOR TO COVERING UP THE WORK OR PLACING SUBSEQUENT LIFTS. 10. SAWCUT AND MATCH EXISTING CURB. THE CENTERLINE SLOPE SHOWN TO BE o0 6. ASPHALT PAVEMENT SHALL BE COMPACTED IN ACCORDANCE WITH THE ISPWC AND THE PROJECT GEOTECHNICAL REPORT. 2.99%IS A PROJECTED ELEVATION TO DENSITY TESTING SHALL BE PERFORMED RANDOMLY ACROSS THE SITE AT A FREQUENCY TO BE DETERMINED BY THE 11. W. USTICK RD. ASPHALT PAVEMENT SECTION - 2568 ESTABLISH CURB ELEVATIONS. THE 2568 =LL (SEE1/RD.3). ACTUAL CENTERLINE PAVEMENT GRADE ^ 03 OWNER'S GEOTECHNICAL REPRESENTATIVE. SHALL BE SHIFTED DOWN THE o Z wz 12. SAWCUT AND MATCH EXISTING PAVEMENT. to OADWAY ALIGNMENT AS SHOWN TO O 613 ACHIEVE A MAXIMUM ASPHALT SLOPE w w J ASPHALT PAVEMENT SECTION - W. USTICK RD. OF THE1.9%WITHIN THE PEDESTRIAN ROUTE + � r Notes OF THE INTERSECTING STREET. Z ASPHALT WITH NON-CONFORMING C� RD.3 2564 REPLACED SLOPES ALL BE REMOVED AND 2564 H QO 1. CONTACT ACHD INSPECTION SERVICES AT 208.387.6284 A MINIMUM OF 24 HOURS PRIOR TO REQUESTING 0 J� INSPECTION. ♦ or - Y k 2. ABANDONED BUILDINGS, TEST PITS, OR WATERWAYS LOCATED WITHIN CURRENT OR FUTURE RIGHT-OF-WAY - 4 a SHALL BE RE-EXCAVATED TO NATIVE SOIL AND BACKFILLED WITH STRUCTURAL FILL PER ISPWC y °z 03 SPECIFICATIONS. PROVIDE SOILS DATA TO VERIFY 2560 2560 ''' NATIVE MATERIAL MEETS THE REQUIREMENTS FOR ENGINEERED FILL PER ISPWC SPECIFICATIONS AND y PROVIDE A COPY OF THE COMPACTION TEST REPORTS. 3. PROVIDE TYPE-P SURFACE RESTORATION FOR UTILITY o WORK WITHIN ASPHALT PAVEMENT AREAS. CO W rn� 4. PROVIDE ALL TEMPORARY IRRIGATION DITCHES AND a ¢ o . Y 00 of PIPES AS REQUIRED TO COMPLETE THE NEW a m z 00 IMPROVEMENTS. ALL EXISTING DITCHES SHALL HAVE 2556 2556 Z ° ° N N m ORIZ.SCAL :1"=30' -) a _ � TEMPORARY REROUTING PROVISIONS SUCH THAT THE Q w ¢ v�" Z FLOW OF IRRIGATION WATER, AND DRAINAGE OF y O W w " SURFACE WATER ACROSS THE SITE REMAIN S NTI G ST (ST 7+ 0 O +77 60 ERT.SCALE 1"=3' • 0- 0- o UNINTERRUPTED THROUGHOUT THE DURATION OF 2554 2554 JOB NUMBER: CONSTRUCTION. 7+00 8+00 9+00 10+00 ............................... � ID62096 DATE: 3-24-21 3 SHEET NUMBER: lii RD03W O oc SEE SHEET RD.3 SEE SHEET RD.2 SZ/ l / l w Z y Op oLomE�„��o / /i/ / / °►/` `/ /' / / / I / / 3Ty,q `' / O W ?� aKe Keyed Notes 7+46.25,47.02'L -T �20-3 q, f` /l / / / / •�. °° 8 VF TRC:2571.50 \�. ` :`• / > L/ \ ° 3 7+63.57 / 1. 3" ROLLED CURB AND GUTTER(TRC) PER ACHD ~ N - / TB 2574.26�� \ 1 / / 5-5 / / y g SUPPLEMENTAL STANDARD DRAWING SD 702 N = �= - - / / / �'% �• ' /\\ \ 4p\\ \\ / / /l / / /l \� / I? ' 8 10 SyCL 2571.82 \ d p o s /l l / l / / \\ /l / 5�2. M ^\mil/ 2. CONCRETE SIDEWALK PER ACHD SUPPLEMENTAL a U °N y 3 4-5 / / \ / 8 7+47.07 STANDARD DRAWING SD-709. _ o ._ T E 2573: FL:2571.40 SS / / / / / -i p/ - / ' / / / \ / / / / 5 R3 9/ �! 3. ASPHALT PAVEMENT SECTION SEE RD.0 /Cb 4. SEE STORM DRAIN ON "SD" SHEETS. A� _ 3-5 M S9l H 1+35.43,47.18'L 12 //// .` /^ 21-3 > •' / / // / 7-- 2572.-- /' / \5 ; � g a, 1 W 5. CONCRETE PEDESTRIAN RAMP PER ACHD `N/ ' / 8 / _ / - _ TBC MATCH:2574.61 // :% / `� / i' / / / / TYPE H2 N s n o --- = 1 /.• / / , / , �..... f �o M = SUPPLEMENTAL DRAWING SD-712H, T o o _ - o �/ / g �d /• / h / / 2-5 / 7+16.2 � 8 N PROVIDE TRUNCATED DOMES PER ISPWC SD-712. THE c y Z 6,16 50'L 1+48.42 19.38'L y / / W 2 �\� / �.: L / / / / TRC2571.99 W PEDESTRIAN RAMP CROSS SLOPE SHALL NOT EXCEED LIP:2574.50 / R5 / �'�:� / / °g. M8 N 1.5%. THE PEDESTRIAN RAMP LONGITUDINAL SLOPE v y o / �� / / 5 00 7+47.86,45.98'R'.° . _ 1+50.97,20.21'L R30.U0' %` \ �/ h / ' / / / / / / CL:2572.07 \ SHALL NOT EXCEED 12:1. NO TOLERANCE IS ALLOWED o 1\ 0+ / \ 7 TBC:2574.90 \ ` _ �, o TRC:2571.97 \° s SO / / .' 1 ? / / / / / / --__ / a o ;. \°°\ ABOVE THE INDICATED SLOPE REQUIREMENTS. SEE a = z E y CAR. + Q : /N / \d� / DETAIL ACHD SD-712H/RD.6. SEE SHEET RD.5 FOR 2 o 1+48.01 11 N �\ 1 65.42,16.50'L 1 h - _ w (- / M/ TRC:2574.49 2+67.81,36.07'L i '• l / I l l \� / /' / ! PEDESTRIAN RAMP GRADING. v CL:2574.59 I < >/ \\ o / / 15 :' 22-3 TRC:2572.44 / 2 / / j...../.... ld \\ ` \� l / l \\ l 2 3 7+16.26,16.50'R .,9� / L a 3 y \/ \0 13 •., I / / / / / / \ _' 1\ TRC:2571.99 �/ °° 6. CONCRETE PEDESTRIAN RAMP ACHD SUPPLEMENTAL w o- o o a 2+47.82,16.50'L / / 2+81.31 2 ' / // \/ �/ / / \ / ` 2 DRAWING SD-712G, MID-BLOCK. PROVIDE TRUNCATED o ECL o T T TRC:2572.80 CL:2572.52 / L a N / / / / l /l / � d� \ l v \ 1 DOMES PER ISPWC SD-712. THE PEDESTRIAN RAMP U `� . 2 / 1 1+36.38 //' a `. I / / / / / ` / :`b//, \ CROSS SLOPE SHALL NOT EXCEED 1.5/o. THE d - $ / � � � /off � ea _ V / )LIP:2574.40 / / / / / / / / / �,: 1 PEDESTRIAN RAMP LONGITUDINAL SLOPE SHALL NOT h / / 3' 5 3+00.84,36.93'L / / / / �J \ / I EXCEED 12:1. NO TOLERANCE IS ALLOWED ABOVE THE N �ij yy 1+47.60,18.66'R O///�// 1+63.37 \ \ / TRC:2572.44 / / / / / / / \` \� 4 �`l \° I E o CL:257a.61 7-5 / ? 257 INDICATED SLOPE REQUIREMENTS. SEE DETAIL ACHD y \ J / LIP:2574.68 �3 a I ?+ 3+05.11,21.11'L / / / / / / /I / I`Q :n\ 16 SD-712H/RD.6. SEE SHEET RD.5 FOR PEDESTRIAN RAMP 3 m DO a r T o �.�°' LIP:2572.32 ' / / / / / / / I/ �� GRADING. m I / // I mod, ✓ ,�y�R'' / o 00 2+47.82 I / 3+20.84,16.50'L / / 8-5 l/ d^'CL:2572.88', � TRC:2572.43 / / / / \s // Ij' `' `/ , O c <r 7. CONCRETE PEDESTRIAN RAMP PER ACHD / I `b sr• Z+83.54 / /oI 5 / / / l' >� I 1ti // Z \4p/ SUPPLEMENTAL DRAWING SD-712C. PROVIDE , i / / �/ h I 1+33.37,45.82'R / j 15 r 3 CL:2572.70 / 3+50.56,16.50'L / / / / 9-5 \ /I !� / / yam' - TRUNCATED DOMES PER ISPWC SD-712. THE / / \ .�6►� TRC:2572.30 / / / \ / / 47.1 \R PEDESTRIAN RAMP CROSS SLOPE SHALL NOT EXCEED TBC-MATCH:2575.05 � o J/ �-•••. :�•/ g z; 00� 3+91.07,16.50'L / / / \/I ::`,�; / n / � 6 6, 6 50 � 4p/ � 1+63.36,16.00'R ° O �`L p / l I h 0 . o p 2 TRC:2572.13 / / l / I ' Otb / / TRC:2571.71 1.5/0. THE PEDESTRIAN RAMP LONGITUDINAL SLOPE TRC:2574.53 3x00 / 4+31.58,16.50'L / / t - / 00��, SHALL NOT EXCEED 12:1. NO TOLERANCE IS ALLOWED O \ ` TRC:2571.96 / / \ / d / I gyp/ - ABOVE THE INDICATED SLOPE REQUIREMENTS. SEE 1+49.93,19.68'R - 2+46.24,16.50'R y �3 � 19.25 \ ' / / X xo / a g / I -- TBC:2575.05 o / DETAIL ACHD SD-712H/RD.6. SEE SHEET RD.5 FORTRC:2572.83_ / 5+64.63,16.50'L / co / 5-6 �NT/O►�iT:2572.52 / 4+72.09,16.50'L / \5 / TRC:2571.38PEDESTRIAN RAMP GRADING. 48-HOURB 2-4 0 / 1 DKLM TRC:2571.78 / \ 5 �M 1 / 3 \ _ , / I 8. SAWCUT AND MATCH EXISTING SIDEWALK. REMOVE / g 8, BEFORE DICgNC 2+66.23,36.93'R \ O �, 2 / I 4+92.59,16.50'L o 6+05.16,16.50'Rom;` / I AND REPLACE SIDEWALK TO NEXT JOINT PAST THE TRC:2572.85 ^� �/V� / TRC:2571.69 5+64.63 / TRC:2571.55 / 1-800-W-=5 Mg 2TyAV 4+.... :..... ,.,... - / CL:2571.46,. \ / I LIMIT SHOWN. y// /�// \ / : • 9. THE PAVEMENT SLOPE WITHIN THE PEDESTRIAN 5+64.63,16.50'R \\ �/ CROSSING SHALL NOT EXCEED 1.9% IN ANY DIRECTION. .2571.38 \ E I /:•' \ / 5 3+53 a... M •o ., 1 � i TRC: O > , 03,16 50'R' �, REQUIREMENT DOES NOT HAVE A TOLERANCE\ b.......... I o / TRC:2572.29 3 / 6-6 ° _ ............. .. �'�• /� � \ CL:2572.98 � / / 2 �M �- � �, I ABOVE 2.0/o. PAVEMENT THAT DOES NOT COMPLY J 07 3+19.25,16.50'R / ��' / I SHALL BE REMOVED AND REPLACED. 4+92.59 g5 1a 5+63.65,16.50'R / J 1 // TRC:2572.44 \ 44 CL:2571.77 d/ TRC:2571.39 / �, I 10. CONCRETE VALLEY GUTTER PER ACHD 3-4 0 0/ \ / / ; / / / > / 5+0 q �\ / /a SUPPLEMENTAL STANDARD DRAWING SD-708. _ 2+99.26,36.07'R / C \ / TRC:2572.85 / / 3+93.03,16.50'R / , �8 / 1 / \ / / I E 11. 6"VERTICAL CURB AND GUTTER(TBC) PER ACHD Q U) p_ TRC:2572.12 SUPPLEMENT STANDARD DRAWING SD-701. C� 12-6 M8 �n9 / \ 4+3TRC 16.50'R 2 cy 16 d� �': I � Z Z TRC:2571.95 / , - "'°� \`L-- 12. SAWCUT AND MATCH EXISTING CURB. w Q ;' 2 - - _ - •°�` - / 13. W. USTICK RD.ASPHALT PAVEMENT SECTION - / / /. / / / / / __- _ O / .......... \ / / 11-6 / / Idlt _ (SEE1/RD.3). 0 W / 4+73.03,16.50'R / / = U /•. 5+26.52,16.50'R /// / - __ -___ -_ _-_--_- 14. SAWCUT AND MATCH EXISTING PAVEMENT. TRC:2571.78 / '•%• / // / ..... ,�\ TRC:2571.55 / - _ _________. 10-6 /' / ,/ 4+92.59,16.50'R / / \ / 25 2 I ////j�/ \ _ --_= 15. TRANSITION CURB FROM 6"VERTICAL CURB TO W O / /c • �.' i ::'`` / / / / / , TRC:2571.69" ... / / / ROLLED CURB AND GUTTER. SIDEWALK l l , l l / l / / `f' •/ -- l /� ��// j// ___ !`- LONGITUDINAL SLOPE SHALL NOT EXCEED 5.0%, WITH Q _ _ 5+06.37,16.50'R .. ........` -_ / / _ _ -___ 9-6 , / 2572•. ........... / /// / / ___ _�_ _ -- __--- NO TOLERANCE ABOVE 5.0%. = F �\ _ TRC:2571.63 2 / / /� / - F W / I�ZL / // '`•. �, ham' ______-- U H /V�4_ . ® ....:� o --_____ 16. PRIVATE SIDEWALK-SEE GRADING PLANS FOR w w 8-6 / �2s>� / ✓/ i / / / / REQUIREMENTS. z p 17. CONSTRUCT SIDEWALK 4-FOOT CLEAR AROUND EXISTING POWER POLE. NW 12TH AVE. + W. HOMESTAKE ST. (STA 1+36.38 TO 7+45.07) Notes G\STE �SS�ONAL FN�� Z 0 30 60 Q� �� FEET 3 1. CONTACT ACHD INSPECTION SERVICES AT 208.387.6284 A MINIMUM OF 24 HOURS PRIOR TO REQUESTING LP 3-24-21 0+80 1+00 2+00 3+00 4+00 5+00 6+00 7+00 7+80 INSPECTION. �o�TF OF 2584 2584 2. ABANDONED BUILDINGS, TEST PITS, OR WATERWAYS `SS /( ER\GAS LOCATED WITHIN CURRENT OR FUTURE RIGHT-OF-WAY SHALL BE RE-EXCAVATED TO NATIVE SOIL AND BACKFILLED WITH STRUCTURAL FILL PER ISPWC SPECIFICATIONS. PROVIDE SOILS DATA TO VERIFYc000 .. .. NATIVE MATERIAL MEETS THE REQUIREMENTS FOR ,• t o r ENGINEERED FILL PER ISPWC SPECIFICATIONS AND Q 00 " " N o PROVIDE A COPY OF THE COMPACTION TEST REPORTS. - • • • w 2580 M ' o o `� 2580 3. PROVIDE TYPE-P SURFACE RESTORATION FOR UTILITY v N + J J o WORK WITHIN ASPHALT PAVEMENT AREAS. ' oq co + J r V V cV ~ co 4. PROVIDE ALL TEMPORARY IRRIGATION DITCHES AND r IL ti N PIPES AS REQUIRED TO COMPLETE THE NEW 00 IMPROVEMENTS. ALL EXISTING DITCHES SHALL HAVE N V V •• rz r r o Lo TEMPORARY REROUTING PROVISIONS SUCH THAT THE N + o ,� N FLOW OF IRRIGATION WATER,AND DRAINAGE OF w co J N ti V SURFACE WATER ACROSS THE SITE REMAIN .-. o �s 2576 + i 2576 UNINTERRUPTED THROUGHOUT THE DURATION OF ti ow CONSTRUCTION. Oo 0.13° [APPROXIMATE EXISTING GRADE @ ROADWAY CIL g 0. 0% �� ♦ oo 7+16.0 1+32.37 / LIP: 2574.40 0.50% -0. 0% L: 2572.0 2572 - % ° -� -2 2572 U? 1+ 6.37 M o3 LIP: 25 4.40 1 1.9% �p z as 4"PI 7SDMH-2A - �� ♦ M o FINISHED GRADE @ ROADWAY CIL SDMH-2B 7+49.07 r w> 0 _ Ir LIP: 2571 53 DI-2A Q 8"W DI-2B 7+45.07 y 4 -- Io LIP: 2571.53 2568 SDMH-2C 2568 N U U Z u 8"W -^ O J_ �W W 8„W o w Y k Q U K w3 I U LLI Y/ �3 THE CENTERLINE SLOPE SHOWN TO BE z g3 2564 2 ESTABLISH CURB ELEVATIONS. THE 2564 ACTUAL CENTERLINE PAVEMENT GRADE SHALL BE SHIFTED DOWN THE .j ROADWAY ALIGNMENT AS SHOWN TO ACHIEVE A MAXIMUM ASPHALT SLOPE d O OF 1.9%WITHIN THE PEDESTRIAN ROUTE z OF THE INTERSECTING STREET. W rn rn ASPHALT WITH NON-CONFORMING z } � v v � SLOPES SHALL BE REMOVED AND m z � � o 2560 2560 REPLACED � w Y N v m Z w Q U X Z N O � waQi a 0- JOB NUMBER: Z IDB2096 DATE: 3-24-21 2556 2556 Q SHEET NUMBER: W 1 TH AV . + . OM ST KE ST. (ST 1+ 6.38 TO 7+ 5.07) VERT.S ALE 1' =3 Q RD04 2554 2554 o 0+80 1+00 2+00 3+00 4+00 5+00 6+00 7+00 7+80 wz 00LL `W �D / �/ LL ^ S T -1 C !. who \� - - - -- a �30 - FG:2573.23 FG:2573.60 d 46. 6`"- .3 ° a d ° FG:2573.56 \ FG:2570.81 a a _ FG:2570.79 a FG:2573.60 ` - 2 5?S0 - - FG:2571.02 \1 d cFG:2571.10 a GF :2573.68 a FG:2573.72 \ / `A 2// << _ o `n P\ FG:2573.24 0 \ 110 c / a \ a f FG:2573.76 W / a 4•r4� g d FG:2570.95 - \ 0.5% o b 5010�� ° / ° °a d a d a a FG:2571.03 Flo H¢ c y z a 1 o a s d m / FG:2573.22 o\o FG:25714.11 4 d a° a d - d o d dOa° d a d FG:2570.73�8W (� o 0 qP\ \ �O/\ ✓ 330 ° a a a a a a FG:2570.71 gVl - 3 o FG:2572.65 ° �`?Ob o o � \� a \ a ° o L. - 8W FG:2573.27 �, FG:2573.47 a \ d ° FG:2572.72 •1.0% ae;'�0°l� ° 4 8w L p o N / I a ° d ° ° FG:2573.28 � 8W LPL j g a FG:2572.24 a i a 8w p`NE gT. aS a 3 y \ V ° � W 8 •WOOD / a s o N ° d h 1.0% .2 0 8W W W S W o E0 ��> d o FG:2573.43 N S O } FG:2572.26 1.000 % FG:2573.42 r, FG:2572.45 ° FG:25 47 \ O 0 a°o d � z +00 Noow FG:2572.42 >� 28°l0°pae;_° FG:2572.21 8� \ S mEL- N a E d Q ° ° mwaT FG:2570.97 m a � ° S8 S8 S8 S8 00 FG:2570.81 °a FG:2572.22 `c �(�(�FG:2572.30 0-s -1.0% d ' ° S� C) FG:2570.84 a a FG:2572.37 FG 2570.82 ° d ° FG:2572.35 QOOP \\ •1.0�o 7 �° a fy� � FG:2570.83 a FG:2571.14FG:2571.05 8A \ 00 ea031ae; rf FG:2573.57 FG:2573.99 ° ° d c} 1P' °� , -100" CONTACT DMINE FG:2570.82 •`�\J/ ° _moo i ° a° FG:2573.46 � � � « � a a FG:2570.62 FG:2570.87 p/ ° � �'� �I�OU� \ / FG:2570.83 ° a`�� FG:2571.17 BEFpOMII�waCC�eNC' 6, - °o � c ° o o -1.0% , d Qr ^ 1-800-342-IN5 G9l �'. a 2\ FG:2570.61 .10% FG:2571.16 FG:2571.13 FG:2573.55 ° °\� d ° �1� -0.9% �. - /� /� 1 ��a 9 FG:2570.66 FG:2570.87 se:: -0.5% �! \ Y\ a 5.0% FG:2570.86 =° o o° d gS a A�olO FG:2574.06 c o: FG:2570.68 n= 6.0% /i - 'd f -5.0%;�:° C Ra-6.2% a FG:2571.20 z �'a � FG:2570.87 ° ° � O/ a F 8� FG:2573.62 i Q \ \ >r S a FG:2573.65 0 0 ./0 / FG:2570.91 o 700 \ \ J �_ FG 2573.58 °� �11A9 1 0 `0 9 0/ FG 2571.00 25 ° 3/ ° ° Q FG:2570.89 °A' �Ad FG:2570.95 s0 a FG:2571.24 O 0 a \ a a FG:2571.15 i \ = m a a ` a \ a a ' FG:2571.22 \ Q Z) / a \FG:2571.09 4 Z 00 (n 0 ry n - Z U 0 DE N N m Lu PEDESTRIAN RAMP GRADING AT N. LLAMA WAY + W. WOODPINE ST. PEDESTRIAN RAMP GRADING AT NW 13TH AVE. + W. WOODPINE ST. w o o w 0 10 20 0 10 20 Q FEET FEET = F- LLJ 0' w ~ w z 0 O a �SS�ONAL ENG� FG:2572.50 d 4 D 4 FG:2572.50 \\ Quo` G\STE d ° dd a ° \ U FG:2572.07 FG:2572.49 d FG:2572.45 d ° Co a FG:2572.11 FG:2572.53 FG:2572.44 0\0 � 3 h 10�o W a �� FG:2572.59 � d _ o ° 154 Af FG:2572.22 k a FG:2572.06 -0.6% / ° Q o\o \ FG:2572.53 (� �O \\ f_ \ FG:2572.19 = FG:2572.22 ��a ^r j9 3-24-21 P a FG 2572.51 �� / nOss ER\G�S� d d b \ \ �Oo -5.5%ewe a -1.0% N FG:2572.20 FG:2572.68 'r OF \O° FG:2572.05 0.5% ° % `\17 / }e 5.5%=q ? -1.0% 1.0% �° 6.3% °j FG:2572.74 56 FG:2572.22 / a/FG:2572. 4 M a 0-) FG:2571.98 u �+ a a \o�� FG:2572.23 00 4 1 fy a° a Lo tfh LL >a ° FG:2571.75 a ° a A' ° ° A -1.0% / ' ► a Q ° `♦ ♦\ \ � °• • 5 ? a ,FG:a . / ♦ 3.6% F 52 FG:2571.99 W 00 00 .• • FG 257232 > •• a FG:2571.72 0.700 "'•� " I ♦♦♦ A ____ FG:2572.64 FG:2572.94 a d a �- FG 2572.55 p ° ° ° FG 2574.49 z O FG:2572.83 ° FG:2574.56 U) Z I �f • 2.7% FG:2572.42 < hpUV 8 FG 2571.72 5° M � 4PI 4 1 FG:2574.53_ u 1.o°i° PI 4PI 0 8W FG:2572.41 17% ° 4PI ° 4PI 4PI 4PI • M 8 W FG:2572.46 ° 8 8 W 8 ,`, -- 1.4% 8 W_FG:2572.49 8 V ° a FG:2574.60 - - a 1N air Ld CO 18 G I 1 8 G I -FG:2574.90 T v - 18CI 186\0 �q w a / �� ll� a FG:2575.08 18G 18G Q g ° Q W. HOMESTAKE ST. FG:2574.84 _ _ cn 4 , o ° M= W. SANTIAGO ST. ---------- ---------------- --- - G:2574.86------------ ----- FG:2575.03 �0 a n -2.0% FG:2574.71 a -0.3% ° d `o d - --�h\j --------`---------- a // �G 1575�9---------------. > .9+00 a ` FG FG:2575.05 ° a �J FG:2574.33 a <z FG:2574.90 a �m_ Cl Z U d 0.4% -o a Q S8 sg - 8S 8S 8S 8S air o ° �- o o -d �1 oG a s F :2574.78 u o ur aii^ o aM °� G 2 �-- ° -� o ° o ° aii o FG'2571 _ �w 1.o°i° e ° 4.7/o ° Co a N o FG:2574.58 K N . o 4 FG.2574.38 o °° FG'2574.51 °/ o 1.0% 5.2% f°\° o� 0 5 o e le 0.9/° a e o< 74.77 ° �° �� 7 o ° 9� oa dam° .1.3%° Q �� FG:2572.58 &3 FG:2572.58 ° FG:2574.70 °� FG:2574.27 FG:2574.50 Z a z a o-) -0.2% FG:2571.57 0 -6.2/0 1.0% 03 o FG:2571.57 �- FG:2575.20 z FG:2571.52 -1.0% l 1.0% -1.0/o e 00 ° 1'0% -0.9% FG:2572.60 FG:2574.51 u? FG:2575.05 cn o z FG:2571.53 FG:2571.88 FG:2572.59 .0.4% L 1.0 o dd a FG:2574.28 > - FG:2572.85 � FG:2575.01 w w FG:2571.79 FG:2571.97 FG:2572.89 s N a - ad a FG:2572.59 ' a ° ° a ° ` L ---------- �w N o a a O FG:2572.65 FG:2572.84 ---- 0 / eN..o oa� _ FG:2572.84 \ o ----------------------------- io ^!• �° - ��/' ° °\o FG:2572.70 Ee 0.4%00 r NV=2571. aLL 1.5%a O FG:2571.68 °?'? ° a ° fS� o0 FG:2572.66 � FG:2572.44 / °° �\° -1.0% o A? I 'W. USTICK RD. O a �• FG:2572.89 o o c o -�� FG:2571.60 OD + -1.5% Oo \ z n FG:2571.68 ° a •1.0% \ f/ FG:2572.57 \ bB\ / ' \ =� FG:2571.36 4 \°\01.0% 4 P FG:2572.43 �o A�/ •0.4%° s° FG 2572.57 / Z Z 4PI-FG:2571.35 :�` a i FG:2571.87 o y Qo a FG:2572.94 4PI °° o\c FG 2571.83 \ e o °*:a FG.2572.48 FG 2571.39_ P FG 2571.31 0 0 0�.5"/c a a�^ , v o -5.3/o o, ° a / w 3 _ 1.5%iie 0.7°/u o:-6.5% \ a 5.3/0 �: 6.3% a p°\ / FG:2572.96 0 FG:2571.37 1.5%=?,; I FG:2571.66/ -- FG:2572.74 1.4% -j;-6 % f q A N 0 FG:2571.29 ~- a 3 FG:2571.31 FG:2572.56 y / FG:2572.90 Y 0.1% FG:2572.59 PEDESTRIAN RAMP GRADING AT W. USTICK RD. + NW 12TH AVE. o Z 03 0 FG:2571.34 o °lu / / FG:2572.79 mod° �s% o - 1 FG'2571.53 0 A1� \ °° FG 2572.48 FG:2572.91 FG:2571.61 FG:2571.56 // a FG:2572.83 ?Op A�`\° / FG:2572.97 9 Z FG:2571.70 / a FG:2572.79 �°° / 0 10 20 / $ / I FG:2572.94 ° FEET/ FG:2571.63 / \ FG:2572.97 / IL W - L Y c7 > w 00 w N PEDESTRIAN RAMP GRADING AT NW 13TH AVE. + W. HOMESTAKE ST. N PEDESTRIAN RAMP GRADING AT W. SANTIAGO ST. + NW 12TH AVE. a m z0 00 Z L) w YNj�C 0 10 20 0 10 20 Q o af W LL FEET FEET a 0- JOB NUMBER: IDB2096 W DATE: 3-24-21 WSHEET NUMBER: wa Lm RDm5 W W w Z 00 = E__ .Ec DETACHED SIDEWALKS ou _'z -_- N U 5" THICK CONCRETE 2 GUI ; � 3 r - o 1.75% t 0.25% �'' Q !- - 9 U ° 6" STANDARD CURB y go' s o 2'-0" \ AND GUTTER ° 3"7 7 7 � O 0 a O N "3 0 s ., dog 4 1" BATTER 4" OF 3/4" MINUS CRUSHED BASE °N 10" 1'-2" � e �dHaoa MATERIAL AS PER SECTION-$00 LO o e as - _ I _ EXTEND SUBGRADE & BASE 6" BEYOND CURB o- w E z o = O =3E v o�o¢� c E E PLACE CONCRETE F H O y z AND CRUSHED BASE 30, CROWN 5" THICK CONCRETE 12 PER SD-709 Rl/4" TAPER MIN. (WHEN APPLICABLE) (MIN.) 3" ROLLED CURB 75% f 0.25% 5 Cl y g o= AND GUTTER - 5 o 4 8 3,1F1�L �oaQd -H a = n FLOWLINE 1 b °D ' ` ' ' TYPE "H1" TYPE "H2" LEGEND �o L O E y c rq _ °- p. �° ° 1.5% f 0.5% (2% Max. Slope) a y :.u a o 2 4" OF 3/4" MINUS CRUSHED BASE � � ✓` DIRECTIONAL RAMPS - STANDARD DOMES ♦ 7.3% t 1.0% (5.3% Max. Slope) L. a.23 y MATERIAL AS PER SECTION-800 9% t 1.0% (10% Max. Slope) Q. p y y4 EXTEND SUBGRADE & BASE u O E o u r N V T } 1 6" BEYOND CURB C1 V `, a D _N 5" THICK CONCRETE CV N o 3 B VARIES 12" 12" S S 5 ° D 5'-10' N 6 B 1.75% t 0.25% E U " STANDARD CUR 5 _ a D Q p MONOLITHIC POUR CONCRETE /X - �b D � D D PER SECTION-703. AND GUTTER 3 7 Fj d o m A D 1 �� n m w EXPANSION JOINT AT POINTS SURFACE REPAIR v O D D OF RADII TERMINAL.O© o o:> (4' MIN) 4" OF 3/4" MINUS CRUSHED BASE 7• , 4" AGGREGATE BASE PERSPECTIVE MATERIAL AS PER SECTION-800 6" O , 4'-0" EXTEND SUBGRADE & BASE 6" BEYOND CURB 2'-0' 2'-0" G R1/2" .-. e' VARIES 12" 5" THICK CONCRETE � 3.� G�� TYPE "H3" ACT�M 4. 3" ROLLED CURB 1.759' t 0.25% I I �-HQu� NOTES: d1 :m AND GUTTER NON DIRECTIONAL RAMPS W/ RADIAL DOMES BEFORE DKaCgNG OA GRADE AND ALIGNMENT TO BE ESTABLISHED OR APPROVED BY THE ENGINEER AND NOTES: 1—$QQ-34Q-15$5 THE PUBLIC AGENCY HAVING JURISDICTION. LEGEND: d n SURFACE REPAIR 4" OF 3/4" MINUS CRUSHED BASE OA RAMPS FOR CORNERS WITH A MIN. 15' RADII AND UTILIZING ROLLED CURB. ® BASE: 4-INCH COMPACTED DEPTH OF 3/4-INCH MINUS CRUSHED AGGREGATE BASE MATERIAL, PLACED AS O 6" OF 3/4" MINUS CRUSHED � D ' � �°s- (4' MEN) MATERIAL AS PER SECTION-800 SPECIFIED AND PAID UNDER SECTION-802 ISPWC; COMPACTED TO EXCEED 95% OF STANDARD PROCTOR. AGGREGATE BASE MINIMUM. © RAMPS ARE CONTAINED WITHIN THE CURB RADIUS. O SUBBASE: PLACE TO LENGTH BEHIND CURB AS SHOWN IN ABOVE FOR AGGREGATE BASE MATERIAL. PLACEMENT DEPTH PER O CONCRETE. O RAMP DIMENSIONS, MINIMUM DIMENSION INDICATED MUST ALSO MEET SLOPE CRITERIA IDENTIFIED ABOVE. Z PLAN OR AS DIRECTED AND PAID UNDER SECTION-801 ISPWC; COMPACTION SHALL MEET REQUIREMENTS OF SECTION 801-ISPWC. I T EXTEND SUBGRADE & BASE CURB TYPE = STANDARD 3" ROLLED PER ISPWC SD-702 O © CONTINUOUS PLACEMENT PREFERRED, SCORE INTERVALS AT 10-FEET MAXIMUM SPACING (OR CONSISTENT O 1/2" EXPANSION JOINT. TYPICAL SECTION ION 6" BEYOND CURB THROAT DEPTH ' FROM FACE OF CURB J (A NOTES: THROAT WIDTH 4' MIN. WITH 2x SIDEWALK WIDTH FOR SCORE SPACING.) WING = 3' TRAVERSABLE J OA LOCATION GRADE AND WIDTH TO BE ESTABLISHED OR APPROVED BY THE OWNER. WING = 1.5' NON TRAVERSABLE D O MATERIALS AND CONSTRUCTION IN COMPLIANCE WITH ISPWC SPECIFICATIONS. NOTES: 0 m © BASE TO BE COMPACTED TO EXCEED 95% OF STANDARD DENSITY. = D OF BACKFILL AS PER ISPWC SECTION-706. OA GRADE OF GUTTER MINIMUM 0.4%. O RAMPS REQUIRE A MINIMUM 4'X4' LANDING IN SIDEWALK 0 1.5% t 0.5% (2% 1 Slope) © SLOPE SIDEWALK TOWARD THE STREET NOT TO EXCEED 1.757 f 0.23% UNLESS OTHERWISE SPECIFIED BY THE OWNER. Q Cn Q OE RAMPS SHALL NOT EXCEED 12;1 (8.3%) SLOPE & TRAVERSABLE WINGS 10;1 (10%) © SECURE RIGHT-OF-WAY PERMIT BEFORE BEGINNING CONSTRUCTION IN PUBLIC R€GHT-OF-WAY. OB FILLET DETAIL FOR CORNER RADIUS 15 FEET OR LESS. O — Z Z D SCORE AT INTERVALS TO MATCH WIDTH OF WALK NOT TO EXCEED 5 FEET SPACING. O NON TRAVERSABLE AREA - PATTERNED CONCRETE�LAWN�GRAVEL�ETC. (n _ O USE ROLLED CURB IN RESIDENTIAL AREAS. WHEN LOCAL JURISDICTION REQUIRES VERTICAL CURB AT O Q INTERSECTIONS VERTICAL CURB LENGTH TO BE FULL RADIUS PLUS 5 FEET AT EACH END. TRANSITION LENGTH FILLET AND BASE SECTION THICKNESS SHALL MATCH THE VALLEY GUTTER, TYPICAL. EO 1/2" TRANSVERSE PREFORMED BITUMINOUS JOINTS J THE TERMINUS POINTS FOR CURVE AND WHERE SIDEWALK IS PLACED BETWEEN TWO w (n — FROM ROLLED CURB TO VERTICAL CURB 2 FEET. PERMANENT FOUNDATIONS, PLACE 1/2" EXPANSION JOINT MATERIAL ALONG THE BACK OF WALK THE FULL LENGTH. UG 4'x4' FLAT STREET SIDE LANDING - CONCRETE FILLET IS REQUIRED (AS SHOWN) CC U) 0 O PAY LIMITS FOR VALLEY GUTTER. CONCRETE FILLET MUST HAVE A THICKNESS OF 8" AS SHOWN ON SD-708 G O OR O DRIVEWAY APPROACH ACROSS PLANTER STRIP TO BE 5" MINIMUM CONCRETE OVER 4" OF 3/4' OH CURB IS NOT REQUIRED TO BE FULL-HEIGHT O U LLI MINUS CRUSHED BASE. 2017 ACHD REVISION 2017 ACHD REVISION 2017 ACHD REVISION 2017 ACHD REVISION Sheet 1 Of 3 Lu O IDAHO STANDARDS " IDAHO STANDARDS IDAHO STANDARDS IDAHO STANDARDS „ Lu LU FOR PUBLIC WORKS 3 ROLLED STANDARD DRAWING FOR PUBLIC WORKS STANDARD DRAWING FOR PUBLIC WORKS CONCRETE STANDARD DRAWING FOR PUBLIC WORKS PEDESTRIAN RAMP TYPE H STANDARD DRAWING Q F = A Lu ONS RUCTEOENT) CURB AND GUTTER N° SD- 702 ONRUCONVALLEY GUTTER N0 SD- 708 (ACHD CONSTRUCTION ENT) SIDEWALK IN 0. SD- 709 CONSTRUCTION NO SD-712H 0 ( (ACHD SUPPLEMENT) FOR ROLLED CURB (ACHD SUPPLEMENT} w w 3 O a �SS0AL �G\STE 7' 6" STANDARD CURB. MATCH WIDTH OF FACILITY ro 6 3 o 12:1 Slope ;,<\ J'j� 3-24-21 OF PLACE CONCRETE & CRUSHED BASE PER SD-709 REQUIREMENTS ALUMINUM PLATE (TYP.) SS K ER\GAS SEE NOTE IQ (WHEN APPLICABLE) p� S m o 0 ALUMINUM PLATE (TYP.) RAMP SECTION z-0" ° . . 6" 1'-6" TYPICAL 1/2"x3" BOLTS, WASHERS � • • • • R1/2" R1/2" °O & NUTS (2 PER PLANK PER POST) ° ° � ' 0 ( ( SIDEWALK MAY BE NON-CONTINUOUS. SIDEWALK IS NON-CONTINUOUS, VANDAL PROOF OR RIVETED • • t • •• 0 0 R1" RED WHITE ' 0 0 •• • o • • . . . SEE NOTE © I 12 a' a' 12:1 4 4 1" BATTER I x RED WHITE _._-2"x2" 14-GAUGE A.S.T.M. A570 POSTS ° • ' D co **4' RADIUS 1/2 TOE RAIL TYPICAL 1/2"x3" BOLTS, WASHERS • & NUTS (2 PER PLANK PER POST} VANDAL PROOF OR RIVETED e e [> 2%2" 14-GAUGE A.S.T.M. A570 POSTS r e III III _ III III III I III III III ICI III _ 11 �— �o 6" STANDARD CURB. 6" STANDARD CURB. I I I1 I I1 - I I I I— I1 I I1 I - I I Q **THIS RADIUS MUST BE INCLUDED FOR III III III 11 J I —I III III 11 I —I o w RAMP TO BE CONSTRUCTED CORRECTLY. D co I I—II III III I I—II III III �N Pt a I SIDEWALK _ _ VANDALGUARD STAINLESS STEEL _ _ VANDALGUARD STAINLESS STEEL a& p D D N IIII II l i I I I II BOLT & VANDAL-PROOF NUT N III I l i I I I I BOLT & VANDAL-PROOF NUT <z TYPE "C3" TYPE 15' RADIUS MINIMUM 15' RADIUS MINIMUM oo =i Ili I=i I l i �m NOTES: 5'_0„ 5' Q„ 6., 4" AGGREGATE BASE oa ® THIS TYPE OF RAMP MAY BE USED FOR LARGE COMMERCIAL APPROACHES WHERE THE STANDARD CONCRETE U� APPROACH IS NOT REQUIRED. THESE ALSO MAY BE USED FOR ALLEY AND PRIVATE STREET APPROACHES WHERE: 03 A. THE SIDE WALK IS NOT REQUIRED TO CONTINUE AROUND THE RADIUS w� B. A SECOND RAMP IS NOT REQUIRED TO MOVE PEDESTRIANS ACROSS THE PRIMARY STREET. ZO Q CURB ON THE RADIUS MUST BE 6" STANDARD CURB FOR SHOWN DIMENSIONS. NOTES: NOTES: U) o� wz Ji Of © ALL RAMP SURFACES MUST CONFORM TO ADA REQUIREMENTS, OA THIT ABOVE BARRICADE SHALL BE FURNISHED AND INSTALLED BY THE CONTRACTOR WHERE CALLED FOR CN THE AO THE ABOVE BARRICADE SHALL BE FURNISHED AND INSTALLED BY THE CONTRACTOR WHERE CALLED FOR ON THE © THIS TYPE OF CORNER MUST HAVE A SINGLE RAMP TURNED PARALLEL TO THE PRIMARY STREET. PLANS. PLANS. 'o�U K CORNER RADIUS IS 15' AS A MINIMUM. N OTES: © MARKINGS FOR BARRICADE RAILS SHALL BE RFD AND WHITE STRIPES (SLOPING DOWNWARD AT AN ANGLE OF 45° © MARKINGS FOR BARRICADE RAILS SHALL BE RED AND WHITE STRIPES (SLOPING DOWNWARD AT AN ANGLE OF 45` ao THE DISTRICT MAY REQUIRED LARGER RADIUS SIZES WHERE LARGER VEHICLE TURNING IS EXPECTED. IN THE DIRECTION TRAFFIC IS TO PASS), IN THE DIRECTION TRAFFIC IS TO PASS), zo F THE RAMP THROAT WIDTH MUST BE 4 FEET MEASURED PERPENDICULAR TO THE 7 FOOT THROAT SIDE. AO GRADE AND ALIGNMENT TO BE ESTABLISHED OR APPROVED BY THE ENGINEER AND O THE RAMP THROAT DEPTH MUST BE 7 FEET MEASURED FROM THE FACE OF THE CURB TO THE BACK OF THE APPROACH. THE PUBLIC AGENCY HAVING JURISDICTION. © THE CHEVRON STRIPING ORIENTATION SHALL MEET THE REQUIREMENTS OUTLINED IN THE MUTCD. THE CHEVRON STRIPING ORIENTATION SHALL MEET THE REQUIREMENTS OUTLINED IN THE MUTCD. V d THE 7 FOOT SIDE OF THE RAMP THROAT MUST BE PARALLEL WITH THE EXPECTED PATH OF THE PEDESTRIAN AND NOT ® BASE: 4-INCH COMPACTED DEPTH OF 3/4-INCH MINUS CRUSHED AGGREGATE SASE MATERIAL, PLACE AS 0w PERPENDICULAR TO THE CURB FOR EXAMPLE: PARALLEL WITH THE CROSS WALK STRIPES, THE STOP BAR, OR THE PRIMARY SPECIFIEb AND PAID UNDER SECTION-80z ISPWC; COMPACTEb TO EXCEED 95% of srANDARb PROCTOR. OD THE ENTIRE AREA OF RED AND WHITE STRIPES SHALL BE REFLECTORIZED SO AS TO BE VISIBLE UNDER NORMAL © THE ENTIRE AREA OF RED AND WHITE STRIPES SHALL BE REFLECTORIZED SO AS TO BE VISIBLE UNDER NORMAL ow STREET CURB, ATMOSPHERIC CONDITIONS FROM A MINIMUM DISTANCE OF 1,000 FEET WHEN ILLUMINATED BY THE LOW BEAMS OF ATMOSPHERIC CONDITIONS FROM A MINIMUM DISTANCE OF 1,000 FEET WHEN ILLUMINATED BY THE LOW BEAMS OF w3 © SUBBASE: PLACE TO LENGTH BEHIND CURB AS SHOWN IN ABOVE FOR AGGREGATE BASE MATERIAL. PLACEMENT DEPTH PER STANDARD AUTOMOBILE HEADLIGHTS. STANDARD AUTOMOBILE HEADLIGHTS. ID ® THE RAMP WING MUST BE 6 FEET MEASURED AT THE CURB FACE FOR 6" STANDARD CURB. PLAN OR AS DIRECTED AND PAID UNDER SECTION-801 ISPWC; COMPACTION SHALL MEET REQUIREMENTS OF SECTION 801-ISPWC. THE WING AWAY FROM THE ROAD IS ELIMINATED AND REPLACED WITH A WING SUBSTITUTE THAT IS 6 INCHES HIGH AT THE FACE OF THE STANDARD CURB AND 0 INCHES HIGH AT THE BACK OF THE RAMP AND POURED MONOLITHICALLY WITH THE O CONTINUOUS PLACEMENT PREFERRED, SCORE INTERVALS AT 10-FELT MAXIMUM SPACING �E FREE STANDING BARRICADES SHALL BE BUILT SIMILAR, BUT 2"x2" POSTS SHALL BE 5'-0" LONG AND SHALL HAVE a FREE STANDING BARRICADES SHALL BE BUILT SIMILAR, BUT 2%2" POSTS SHALL BE 6'-C" LONG AND SHALL HAVE o a_ RAMP. oo (OR CONSISTENT WITH 2X SIDEWALK WIDTH FOR SCORE SPACING). 2" x 6" x 4'-0" LONG SUPPORTS SET 90' TO AND CENTERED ON POST FOR SUPPORT AND ATTACHED WITH 2" x 6" x 4'-0" LONG SUPPORTS SET 90' TO AND CENTERED ON POST FOR SUPPORT AND ATTACHED WITH z oa Q ALL RAMPS MUST HAVE A MINIMUM 4 FOOT X 4 FOOT LANDING BEHIND THEM FOR PEDESTRIANS. O MATERIALS AND CONSTRUCTION IN COMPLIANCE WITH ISPWC SPECIFICATIONS. (2) 1/2"x7" BOLTS WITH WASHERS AND NUTS. (2) 1/2"x7" BOLTS WITH WASHERS AND NUTS. Q ALL CONCRETE ADJOINING THE RADIUS WITHIN AND AROUND THE RAMPS SHALL BE 5 INCHES THICK WITH 4 INCHES OF 3/4 0 BACKFILL AS PER SECTION-706. 0 ALL SURFACES SHALL BE COVERED WITH PRISMATIC HIGH INTENSITY SHEETING. ALL SURFACES SHALL BE COVERED WITH PRISMATIC HIGH INTENSITY SHEETING. INCH AGGREGATE BASE. G SECURE RIGHT-CF-WAY PERMIT BEFORE BEGINNING CONSTRUCTION IN PUBLIC RIGHT-OF-WAY. JQ RAMP CROSS SLOPE TO BE 1.757 f Q.257 O © ALUMINUM PLATE SHALL BE A MIN. 11 GAUGE WITH 1" THICKENED EDGE (MIN, 2 GAUGE) ON BOTH TOP AND BOTTOM. O ALUMINUM PLATE SHALL BE A MIN. 11 GAUGE WITH 1" THICKENED EDGE (MIN. 2 GAUGE) ON BOTH TOP AND BOTTOM. OH STANDARD CURB TO BE USED ON: d 1. COLLECTOR AND ARTERIAL STREETS, UNLESS OTHERWISE INDICATED. Z m 2. ALL RADII PLUS 5-FEET EACH END WITH 2-FEET TRANSITION TO ROLL CURB. w Lo rn 3. TO MATCH EXISTING CURBS. ////�� (D > oo CO w 4. SEE SD-709 FOR CURB CONSTRUCTION WHEN SIDEWALK IS INCLUDED. Y♦ Z } U It 6 v y 00 Q m Z p O m� Q w y oN v m 2017 ACHD REVISION 2017 ACHD REVISION 2017 ACHD REVISION w 0- U X Z 2015 O w wau- Q IDAHO STANDARDS " " STANDARD DRAWING IDAHO STANDARDS 6 " VERTICAL STANDARD DRAWING IDAHO STANDARDS TERMINUS BARRICADE STANDARD DRAWING IDAHO STANDARDS TERMINUS BARRICADE STANDARD DRAWING W 0- 0- o FOR PUBLIC WORKS PEDESTRIAN RAMP TYPE C NO FOR PUBLIC WORKS FOR PUBLIC WORKS NO FOR PUBLIC WORKS NO. CONSTRUCTION TYPE I I S D- 113 2 A CONSTRUCTION TYPE III SD- 11 ,3213 JOB NUMBER: CONSTRUCTION FOR NEW DEVELOPMENT SD- 712C (ACHD SUPPLEMENT) CURB AND GUTTER SD- 701 (ACHD NSUPPLEaENT) (ACHD SUPPLEMENT) IDB2096 QDATE: 3-24-21 SHEET NUMBER: ui a RDm6~ w 0 . � - wZ 00LL w ` 3 T - - _ 0 � N 9 N �/ ,,^^ y0 W V! t _ 0 ap o=L) 0 ��3 Q - ° d �eI N I I I I ��1�. I I I I I I I I I I I I I - -_ _ ` e ° I I I I I r I I I LIP:2571.30 I I a� I 1 SDMH-1B1 1 1 1 I �° - ' N 1, N 1 DI-1A i 4+21.47, 14.5011 SDMH-1 C 2+66.59,5.00R -.'N 3 1 to �E 0 RIM:2571.30 RIM:2571.69 1 �I L ----- ---- L - 12" IEOUT:2568.50(E)- ----- 1 L4+21.47,5.00R --- J1 L SUMP EL: 2565.99� L----- SDMH-1D _ - - r �:=-- _ RIM: 2571.49 5+99.85,9.05R SEE PROFILE ON SD.2.1 QP100:0.50 CFS SUMP EL:2566.21 16"IE IN:2567.99(S) 1° RIM:2571.96 16" IE OUT: 2567.99(NE) � o Q� SUMP EL:2566.61 12"IE IN:2568.21 (S) a o 12"IE IN:2568.21 (E) o E -E E c 12"IE IN:2568.61 (SE) 177.34'OF 12"C-900 PVC @ 0.226% Li y 12"IE IN:2568.21 (W) 150.88'OF 16"C-905 PVC @ 0.146% 29.22'OF 16"C-905 PVC @ 0.171% �° 1 @ "" 16"IE OUT: 2568.21 (N) V100:2.5 FPS - V100: 2.6 FPS a 3 N o U 12"IE OUT:2568.61 (N) V100: 2.5 FPS 7.50'OF 12"C-900 PVC 3.867% 3 \ V100:5.5 FPS _ a N a= 3 O o Eo 00 y � �w w = N 1 38.15'OF 12"C-900 PVC @ 0.243%. �. : ' SZ I. aSZ l •....... SZ l aSZ l aSZ l aSZ l OSZ l p a aS9 l aS9 l 0S9 l a 9 l aS91 o Q ' V100:2.6 FPS _ 9 4.73 OF 16 SDR 35 PVC @ 0.423/o 8 t35 SDMH-IE 0 ............... - - Oa �c+c ..... .... ............... 5+0 4+00 �i o I 6+35.97,9.24R ; ' 6k0� \ NW 13TH AVE. 3 00 2+Op = N ° E w o ........................... RIM: 2571.77 -' * c.J :: LIP:2571.30 900 PVC @ 1.657% 16"IE. 92. _ o \ 17 50'OF 12"C- O 2567. SUMP EL: 2566.70 1�8 M8 /q18 M8 M8 M8 M� 8 V100:2.8 FPS 8 M8 M8 M8 a m�" 3 4�'.: ` RIM: M8 8 12" IE IN: 2568.70(E) ;• cP�:;' :;'' 117° 6 12" IE OUT: 2568.70 (NW) : \ RIM:2571.67 18.33'OF 12"C-900 PVC @ 0.218% ry D l l^'yJ/ \ 17 :' 25j2...- \ SG#1 1 VP100:2.5 FPS: \ DI-1B SDMH-2A * � SDMH-1A --- - --- -- - 6+77.06 24.50R 2+51.32, -24. 7 TOP OF LOWER BAFFLE EL: 2567.82 / :� - -� •" ---- 4+21.47, -14.50L- � 50L "�••. I ;' 1 / ------ RIM:2571.30 RIM: 2571.94 RIM: 2571.76 3 �= eD \ 18" IE OUT: 2566.97(E) LIP: 2571.58 9 _ LIP:2571.58' I I �� I f I \ \ I 1 "' F..,. 12"IE OUT: 2568.50(W) SUMP EL: 2566.02 SUMP EL: 2565.94 1 8 \ CONTACT aCLINE �o o. 2g \ 12" IE IN: 2568.02(S) 16"IE IN: 2567.94(SW) `I I I I I FG:2571.69�: D ' � I I I I I I �?•... QP100: 0.44 CFS DI-1C \ \ •...• 12" IE OUT: 2568.02(E) 16" IE OUT: 2567.94(N) ` a a \ / / , , 48-HOURS . � \ a eEr-o� ac�N� 6+55.23, 14.50R ;` I I I I I 12 IE OUT: 2568.31 (N) 12 IE OUT: 2568.24(E) a yoo , , _ _ DI-1 D - ' FG:2572.02 a RIM: 2571.58 3 I 1 1 11 I I 1"'' ............................................ 1 ~ \\ aC \\ \ / ,, 1 6+55.23, -14.50E I I I I I 1 800-342 1585 12"IE OUT:2568.78(N) 1 I � \ \ \ C QP100: 1.05 CFS. ti RIM: 2571.58 I I I I I --- -- T 1 12"IE OUT: 2568.78(S) I I I I I I 2572-- � -- -- SEEPAGE BED#2 \ \ \ Z oo � I QP100:0.27CFS I I I - I 1 I- __ ___ __ _ \ U O_ 7.50'OF 12"C-900 PVC @ 0.533% I I I I I 1 25.50'OF 112"C-900 PVC 0.235% 1 w FG:2572.09 0' \\a \ VP100: 3.3 FPS @ o \ \\ J I I I I I I I I \ > I I I I VP100: 2.7 FPS O 88.00' a Q \ I I I I I I I I I I z s ,. I I I I 3 o FG:2572.00) 0 6 0 _ a ° .. SDMH-2B \ \ Q \ Z) H SDMH-1F 17.50'OF 12 C-900 PVC 0.229% I I I 6+77.06, -5.00L \3 10.00 0 0 0 0 0 0 0 0 0 0 0 0 0 < - \ \ / 6+55.23 5.00R O V100: 2.0 FPS @ RIM:2571.82 D o 0 0 Io a \ \\ / RIM: 2571.77 `�,� O I I I ° �� :. Z Z Q I I I SUMP EL: 2566.08 �; / \ o, o ` Co 12"IE IN: 2568.08 E o, ' U) SUMP EL: 2566.74 -Z I I I I I I „ O \ o0 0,0 0 0 0 0 0 o 0 0 5.00' o N o 0 0 \ \\ \ / W Cn Q 12" IE IN:2568.74(N) I I I I I I 12 IE OUT: 2568.08(N) / 12 IE:2567.99 ,� a. a 7.04'OF 12"SDR 35 PVC @ 0.426% N ° \ O 12" IE IN: 2568.74(S) 1 N I I I I I 9.75' 9 0 a \ O � w 12"IE OUT: 2568.74(W) U �� I RIM:2571.90 s a a A 257 _- 257� / / N o 0 0 v �6� � '` o °° \ \ 2....................................................... W O � 3... RIM:2571.88 - ` -- - Q a $ \ - L-=''-- ---- J L --------L L--------J 1--- - - \ \ w w SEE PROFILE ON SD.2.1 N J = FG:2571.92 `�.. FG:2572.24 2 T 4P1 4 4P1 4P1 ° A V Q � LI Lu b I d vJ. 1000 GAL S&G TRAP 5 \ 4 a� \ \ \ o a 1 o I TOP OF LOWER BAFFLE EL:2567.89- -18"IE OUT:2567.04(N) \�NAL 11 i 107.42'OF 12"C-900 PVC @ 0.242% \\ SEEPAGE BED#1 I 1 I VP100: 2.7 FPS SDMH-2C / 5 65.64 5 OOL 1 - - \ \ / I 6 RIM: 2571.37 --- -- ------------- o- \ a a \\ \\ \ 9TFOF2 I _SUMP EL:2566.34 7.52'OF 12"C-900 PVC @ 0.532% o / {( \G 0 12"IE IN: 2568.34 N \ 9 ER 1 V100: 2.5FPS / : 2568.34 S - -------- ---� - \\ 00 12"IE OUT: 2568.34(W) I \ \ �' • I I / 6 .• :. :• ' • LIP:2571.18 ?.. 1 \ 210' , • cn / I I DI-2B DI.2A FG:2572.12 \ I p5 5+65.65,-14.52L 5+65.63, 14.50R 1 \ '1y0� - """......"'.2572.....•.••_..,_ , RIM: 2571.18 9� 00o co RIM: 2571.18 1 .0.......\.'- -- 50 \ �'............... ' - I I 12" IE OUT:2568.38(N) 12"IE OUT:2568.38(S) 1 / 0 co QP100: 0.57CFS p QP100: 1.18 CFS ----- ---- -------�fJ' •... ::' �/ LIP: 2571.18 3 17.50'OF 12"C-900 PVC @ 0.229% / / o - -= - w VP100: 2.5 FPS �o DN _ go / o U O O 3� g �m K N 00 zQ 0 STORM DRAIN - AREA 1 + AREA 2 Keyed Notes O Notes az y Z w� oz 0 20 40 FEET 1. INLET CATCH BASIN TYPE-IV(FOR ROLLED CURB) PER ACHD 1. STORM DRAIN PIPES ENTERING AND EXITING INLETS SHALL BE SUPPLEMENTAL DRAWING SD-604A (SEE SHEET SDA). STORM DRAIN CONSTRUCTED IN ACCORDANCE WITH ACHD ALIGNMENT TOLERANCES PIPES ENTERING AND EXITING INLETS SHALL BE CONSTRUCTED IN AT THE INLET -COORDINATE TOLERANCES AND REQUIREMENTS WITH ACCORDANCE WITH ACHD ALIGNMENT TOLERANCES AT THE INLET - ACHD INSPECTOR PRIOR TO STORM DRAIN CONSTRUCTION. DEFECTIVE 10 COORDINATE TOLERANCES AND REQUIREMENTS WITH ACHD INSPECTOR WORK SHALL BE REMOVED AND REPLACED AS REQUIRED BY ACHD. NO Ci O ADDITIONAL PAYMENT SHALL BE MADE. �= PRIOR TO STORM DRAIN CONSTRUCTION. DEFECTIVE WORK SHALL BE J� REMOVED AND REPLACED AS REQUIRED BY ACHD. NO ADDITIONAL ZZ PAYMENT SHALL BE MADE. ¢3 2. 1000 GAL SAND AND GREASE TRAP PER CURRENT ACHD STORM WATER o DESIGN GUIDELINES BMP #1 (SEE SHEET SDA AND SEE DETAIL 2/SD.3). 3 N >Y 3. 48" DIA. CONCRETE CATCH MANHOLE PER ISPWC SD-611. USE a z g3 OLDCASTLE MHL 136 FLAT 48" DIA. PRECAST CONCRETE LID. LV 4. SEEPAGE BED PER CURRENT ACHD STORM WATER DESIGN GUIDELINES BMP #20 (SEE SHEET SD.5 AND SEE DETAIL 1/SD.3). Q, 5. 10' PERIMETER STORM DRAIN EASEMENT TO ACHD. p� 6. GROUND WATER OBSERVATION WELL PER ACHD SUPPLEMENTAL r w DRAWINGS SD-627 (SHEETS 1 &2) - (SEE SHEET SDA). LOCATE a a >- `° Y MONITORING WELLS IN ACCORDANCE WITH CURRENT ACHD a 'IT of m z UJI STORMWATER GUIDELINES BMP #4 SHEET 2. W O C N m N 7. SOLID WALL 18" DIA. ADS N12 DUAL WALL PIPE BETWEEN STRUCTURE a 19 o w w AND 5-FEET INTO SEEPAGE BED (NON-PERORATE D). a a o 8. SOLID WALL 12" DIA. ADS N12 DUAL WALL PIPE BETWEEN STRUCTURE Z JOB NUMBER: AND 5-FEET INTO SEEPAGE BED (NON-PERORATE D). 9. CAP END. 5 IDB2096 0 DATE: 3-24-21 �G SHEET NUMBER: F ° SDEI w yw 3 - - wz 00LL W M ` 3 T - _ _ 0 � N 9 N �/ ,,^^ W V! t _ ap QL) i a¢s° _ - DI-3A �� _ o a �N I 3+51.21, 14.50R ��_ RIM:2570.43 -- �, F o45 o ` �- DI.4B �. \ \ y Z 12"IE OUT:2567.63(S) --- -- � \ \\ \ \ \ QP100: 0.57 CFS - 1+95.87, -14.50L 6 RIM: 2571.43 I \ \ \ \ h�, .•••.... 8�1 =IN: 2568.20(E) - -;.N. s k 12" I OUT: 2568.20 W I \ 3 E M ( ) � I � 71.44 \ \ \ \ \ a � � ENco LIP:2570.43 1 8W S� QP100: 0.07 CFS o 19' \ \ o 29.00'OF 12"C-900 PVC @ 0.241°i° Opp�NE o i DI-4A \ „I I -0 � a c w U _ Q 1.11'OF 12"C-900 PVC @ 4.174/o 1+95.87 14.50R I I 8W W G. I 100:2.1 FPS - -- > 8W r"W SDMH-3 TGE °E RIM: 2571.44 \ I Q y o� a -- 8W A 1+00 2s SDMH-4A---- - I . I o E r U T T DI-3B �/ -- P 72- - 1+95.87,-19.10L ( - 3+51.21, -19.38L \ 1 - _ 3+51.21,-14.50E SS............................... _ _ 2"IE OUT• 2568 64 W) 0 -- -- a } �- -RIM: 2570.68 3+00 O° 2571 ••....... Q 100. .05 C - T P 0 CFS � ;I Q �, �>� aL � RIM: 2570.43 0- - SUMP EL: 2566.15 4+00 SUMP EL: 2565.54 \ .} Q 12"IE IN:2567.56 N - 12"IE IN: 2568.15(E) r'' I 1 g "' 12"IE IN: 2567.54(N) T 4P1 12"IE OUT: 2568.15(SW) 3 1 00 Z� �, \, :•::'� I �• I E y aE 12" IE OUT: 2567.56(S) I 12"IE OUT: 2567.54(SE) / o / - y 29.00 OF 12 C-900 PVC 1.500/o 12 IE OUT: 2568.21 S -- @ / l: I I a Tw a_QP100: 1.00 CFS ••' = _-- --- O_- FG:2571.19 - D cp m "2s LIP: 2570.43 ; LIP:2571 43 ,7 0.88'OF 1 30.56 OF 12 SDR 35 PVC 0.20% ° \ \ I @ ��•• 4.91 OF 12 SDR 35 PVC @ 1.548/o � • \ '''••.. \ .\••"'' I 1.-''1 2"C-900 PVC @ 2.279% V100: 2.5 FPS 490 �� .0 I I I FG 2572 9 V100: 6.3 FPS " A Z I I 1 � I 12 IE: 2568.07 \ •..:•�'' g 3 SDMH-3B / / 94 2571 RIM: . c, 8 �\........... . I II II I I 3+31.54, -41.37E I I ' �S RIM: 2571.14 S �n� FG:2570.91 """"' . SUMP EL: 2565.48 \ 1000 GAL S&G TRAP 2 0 0 O .......I o 0 0 0 0 0 5.00' o 12" IE IN: 2567.48(NW) TOP OF LOWER BAFFLE EL: 2567.97 7 - S.6 �Z \\ o ago 0 0 0 0 0 0 0 0 \ „ 6 \ �� • N - 12" IE OUT: 2567.48(S) \ 18 IE OUT: 2567.12(S) \ \ '� I I CONTACT DKXJNE N 9 12.59' i 12" IE OUT: 2567.76(W) \ 1 w 48-HOURS 0 0 0 0 0 0 0 0 0 0 0 0 0 1lill 8 73s. t _1 \ I I RIM: 2572.07 / I 4 \\ - 9 �FG:2572.50 \ I l I BEFORE DKNC 9 _ _ _ _ 7.53'OF 12"SDR 35 PVC @ 0.316% \ � I FG: 2572.30 I / FG:2571.68 a o 0 0 o FG:2571.36 a a 12.34' \ N I a / W 1-800-342-1585 o o 0 0 12" IE: 2567.46 I SEEPAGE BED#4 'j '-RIM: 2571.26 \ / FG: 2572.6T 12g 6po ,f, N I IIIIIIII �; 7 o� \ o 250 N \ g N I I I I I I / Z -- 73.00'--- �7SEEPAGE SG-3 s51000Qs�. 1I` UO 0 0 4 QQ I \ ° J Cn1000 GAL S&G TRAP BED#3TOP OF LOWER BAFFLE EL:2567.36 I r�sT" E W > 18" IE OUT: 2566.51 (W) \ I / 6 -RIM:2571.34 u.i 4 \I I _ Q r I I ��\ -1 _}I L cv) `y-- _ _ � G z O � w N N w o STORM DRAIN - AREA 3 STORM DRAIN - AREA 4 0 J w 0 20 40 0 20 40 = F F- FEET FEET U Lu Lu W W z O a SS\0AL FiyG Keyed Notes O ��'�G\STE 1. INLET CATCH BASIN TYPE-IV (FOR ROLLED CURB) PER ACHD 3 SUPPLEMENTAL DRAWING SD-604A (SEE SHEET SDA). STORM DRAIN s� 3-24-21 PIPES ENTERING AND EXITING INLETS SHALL BE CONSTRUCTED IN -po�TF OF ACCORDANCE WITH ACHD ALIGNMENT TOLERANCES AT THE INLET - SS K ER\�S COORDINATE TOLERANCES AND REQUIREMENTS WITH ACHD INSPECTOR PRIOR TO STORM DRAIN CONSTRUCTION. DEFECTIVE WORK SHALL BE REMOVED AND REPLACED AS REQUIRED BY ACHD. NO ADDITIONAL CE PAYMENT SHALL BE MADE. co • • • 2. 1000 GAL SAND AND GREASE TRAP PER CURRENT ACHD STORM WATER • z zr co DESIGN GUIDELINES BMP#1 (SEE SHEET SDA AND SEE DETAIL 2/SD.3). > .. .. .. • • • • 3. 48" DIA. CONCRETE CATCH MANHOLE PER ISPWC SD-611. USE ocn OLDCASTLE MHL 136 FLAT 48" DIA. PRECAST CONCRETE LID. . D cn .. 4. SEEPAGE BED PER CURRENT ACHD STORM WATER DESIGN GUIDELINES co co BMP#20 (SEE SHEET SD.5 AND SEE DETAIL 1/SD.3). • 5. 10' PERIMETER STORM DRAIN EASEMENT TO ACHD. 6. GROUND WATER OBSERVATION WELL PER ACHD SUPPLEMENTAL DRAWINGS SD-627 (SHEETS 1 &2) - (SEE SHEET SDA). LOCATE w 2Z MONITORING WELLS IN ACCORDANCE WITH CURRENT ACHD o10 STORMWATER GUIDELINES BMP #4 SHEET 2. a0 � 7. SOLID WALL 18" DIA. ADS N12 DUAL WALL PIPE BETWEEN STRUCTURE <z AND 5-FEET INTO SEEPAGE BED (NON-PERORATED). om U 8. SOLID WALL 12" DIA. ADS N12 DUAL WALL PIPE BETWEEN STRUCTURE s. AND 5-FEET INTO SEEPAGE BED (NON-PERORATED). ? 9. CAP END. 0< U� H Notes w� o L 66 Of w 1. STORM DRAIN PIPES ENTERING AND EXITING INLETS SHALL BE CONSTRUCTED IN ACCORDANCE WITH ACHD ALIGNMENT TOLERANCES r AT THE INLET -COORDINATE TOLERANCES AND REQUIREMENTS WITH �W ACHD INSPECTOR PRIOR TO STORM DRAIN CONSTRUCTION. DEFECTIVE 10 WORK SHALL BE REMOVED AND REPLACED AS REQUIRED BY ACHD. NO zu, ADDITIONAL PAYMENT SHALL BE MADE. >w V d OW Y 0. ¢3 I� o_ c 3 YY Q 0 00 Z W Q U Z � M W Q < > W op 1 W Z } Z (01,0 co W Q O] Lu O � o m Q W Q U �X z O w wO_ LL Q Z R JOB NUMBER: IDB2096 Q DATE: 3-24-21 �G SHEET NUMBER: ui li Lm ° SDm2 3✓ _ _ wZ 00LL W 2+20 3+00 4+00 5+00 6+00 7+00 2580 2580 0 - N_ W cn :g _ o ap N "3o - -s = Q U - ooNao2 o¢U - ¢ �N oU � ` �_ , ot ¢o c E E o r uj cn ti ti V 2576 V _ _ _ N � � � °° � � °° 2576 you . N � N 00N °o ooto to N (D Off! N N N � G? NH N � � G ti 'r' �CIJ � d SEy � �Lc) N � � to N ZO W N tiZ ZO O c o E.3 F N N w N N N ? 2 N W W 2 Z O S N N U o_N > - N 1- Z 0 , ,,- Z Z Z O c� � — _ M W W � W W W - E a s N o o v S M N WLiW = W W W W + Nr rN + N N N �C' rN L-� N 0 S N V C T d � FINISHED GRADE Q N o a T @ ROADWAY C/L _ z _ aEu�, U f� o 2572 2572 a m w Toy ma —�: DI-1 C SDMH-1B APPROXIMATE EXI T NG GRADE DI-lA DI-lB 6+55.23, 14.50R 2+66.59, 5.00 4+21.47, 14.50R 4+21.47,-14.50E RIM: 2571.58 RIM: 2571.69 @ROADWAY CIL RIM: 2571.30 ' RIM: 2571.30 12" IE OUT:2568.78(N) 16"IE IN:2567.99 12"IE OUT:2568.50(E)7�� 12"IE OUT:2568.50(W) 16"IE.OUT: 567.99 154.88'OF 16'C905 PV @ .1 % 181.33' F 12" C900 PVC @ 0.22% CONTACT DO-INE DIA D 4$—HOURS 6+55.23, -14.50E BEFORE DIGGING RIM:2571.58 �_gpp_ 2_irr 2568 12" IE OUT:2568.78(S) 2568 O33.22'OF 16"C905 PVC @ 0.15% 8 Z 6.73'OF 16"C905 PVC @ 0.30% O 1 tJ Cn LS&G > W 13TH A 22.33'OF 12"C900 PVC @ 0.18% O42.14'OF 12"C900 PVC @ 0 22% Q Z 0 10SG#1 •TLE EL:2567.82 HORIZONTAL SCALE:1" 20' p — VERTICAL SCALE:1"=2' — z Q 2564 2564 LLI o 2+20 3+00 4+00 5+00 6+00 7+00 2 O w w o STORM DRAIN PROFILE — NW 13TH AVE. Q �SD.2.1 = ~ ~ w W ~ W ) Z 0 O a WL ENG� 5+00 6+00 7+00 7+40 Q� � G\STE 2580 2580 3 �j 3-24-21 �O 9TF OF 90ss K ER��S� • . . (0 (. z .. 00 .• .• .• - . - 000 co 2576 M N r N 00 2576 co M Mto �00 l�f> • Q J a0 00 c0 N GV co u C ~ i) i) N N C\l co i m O N Z Z O S W W W _ N W W W_ c0 �_ c 0 + CV N N w Q to OU K N O a� a � Qa 2572 2572 z. Oo 3� SDMH-2B ? 6+77.06, -5.00L 00 RIM: 2571.82 DI-2A7— 12" IE IN: 2568.08(E) 03 12" IE OUT:2568.08(N) �Z 5+65.63, 14.50R o �� RIM: 2571.18 D oz 12" IE OUT: 2568.38(S) Lu w K U 111. 1'OF 12" 900 PVC @ 0.23% o �U J W lAi <, 2568 2568 i O DI-2B C 5+65.65, -14.52L oa RIM: 2571.18 9.04'OF 12"C900 PVC @ 0.33% =Z 12"IE OUT:2568.38(N) Nk U¢ ¢3 wF RA 12"IE: 2567.99 0 3 OMESTAKE 'Y 0 oo z ORIZONTAL SCALE:1"=20' 1000 GAL S&G TRAP SG#2 VERTICAL CALF:1"=2' TOP OF LOWER BAFFLE EL: 2567.89 2564 1 i I I 1 12564 H� 5+00 6+00 7+00 7+40 W U J W z LD LD J �� cD O ui Q m Z oo U w O N N m STORM DRAIN PROFILE — W. HOMESTAKE ST. 2 0 w W (L LL L as SD.2.1 Z JOB NUMBER: IDB2096 0 DATE: 3-24-21 �G SHEET NUMBER: ui li J w SD.2.1 W OVER ALL WIDTH-SEE PLAN w - 24" DIA. CAST IRON z 24" DIA. CAST IRON W Z WATER ROADWAY SECTION RING AND COVER Q RING AND COVER O O w CONCRETE COLLAR PER ISPWC SD-616 (REQ. IN ALL H E_ ==N QUALITY 1.50' PRIMARY STORAGE CHAMBER OR LANDSCAPE PLANTER z o PAVED AREAS. NOT REQUIRED WHERE SAND AND no o CHAMBER SEE PLAN - W � _ SEE PLAN (SEE PLANS) GREASE TRAP LIDS ARE LOCATED COMPLETELY > _ 6 4 U= " I/ �f WITHIN A PLANTER W 12 ai NON WOVEN FILTER FABRIC11, _ -- - a 0- 0a o r ON TOP AND ALL SIDES OF - PLACE WOVEN GEOTEXTILE FABRIC Q U = - v' Z > SEEPAGE BED FINISHED GRADE o o o GROUT GROUT ON PAVEMENT SECTION SUBGRADE - U a a a Q a a 77 OVER SAND AND GREASE TRAP. p p GROUT GROUT FABRIC SHALL EXTEND A MINIMUM OF - U W CONCRETE GRADE RING A ( D � _ - /�� a a 6-FEET BEYOND THE SAND AND o n o r �� i z o RISER SECTION AS R pQp GROUT GROUT _ r� \ \ \ \ \ \ 45 4S° W 12" MAX GRADE RING H� Q a Cr GREASE TRAP ON ALL SIDES. (SKAPS TOP OF ROCK EL. v m ( aapo a p it GEONET TN220 OR APPROVED - - = 8- DoDoDooDoDoDoD oDoDoDoDoD� D D D D D 00 00 . O�o0000 0 �- �- �- oc� y�ocY /" �� ;40 �318"DIA. Q a 5.00'NON.PERF. EQUAL) -GEOTEXTILE FABRIC IS NOT IIJJ a o ` `N D o 0 0� U U/D o 0 o D 12"FULL R.F.PE D Co LU PERFORATION GROU�(�'�F'. pQ° PIPE(TYP.) ~� o Z \\ \ BYPASS PIPE IE \,��SILT AND CLAY �3/8"DIA. a REQUIRED UNDER LANDSCAPE V v /\ 0 - O 000000000000,E�_�_ Jo(z Y�o4\\ o p o Q c� / PERFORATION 18"PIPE a a 19 8 a p o 0 0 000�0�0�o�o�oDoDoD EL 0c) _>D 2"WASHED ANGULAR AREAS. 18"112 PERF.WQ PIP \ 00 u D0 ASTM C33 FILTER SAND�0o0o0o0oC� VC) DRAIN ROCK PERF.EL - pQpQD pQp e GROUT NON.PERF. 72 Do, 1 /o 0 oDoDoDoDoDoDoDoDoDoDu D PIPE 5.0'INTO �� 4 o Q SEEPAGE BED L p BOTTOM OF ROCK EL. ,� BOTTOM OF ROCK EL. 4 a Q 4 a a C 0 0 0 0 o h BACKFILL D�Da D4 o LL ELB v E o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 p p SEE NOTE 4 p a o 1 _ _ _ _ _ s SAND AND GREASE a a Q a PIPE TOP OF LOWER 3 MAX GW EL. o 0 0 0 0 0 0 0 0 FREE DRAINING SANDS AND GRAVELS TRAP WITH CHIPS 4 Q a 18"DIA.DUAL aDp aD a I N BAFFLE EL. a� E N cINFILTRATION RATED 4 INIHR WALL ADS PIPE D D EL A F v U BOTTOM OF LINED BED 4S° R5° 12"DIA.DUAL Q� D pQ� EL D Q *' SHALL BE AT OR ABOVE THE - -- -- - � WALL ADS PIPE s o no_ �� •� /" DIA PERFORATION IN Qo4�� d p z VALLEYS OF CORRUGATED D a a T SEASONAL HIGH GROUND WATER EL. s aDp DaD INLET SIDE PIPE INVERT o N y o DIA PERFORATION IN PIPE. 5 EA. Da pQr l _ 2 c VALLEYS OF CORRUGATED D _ (GROUT) 1 PERFORATED 18" HDPE p a-,5 a E WATER TIGHT SEAL Qo Qa EL C 20.. 2 o PIPE.8 EA. Dap z DaD <> PIPE @ 0.0% (SEE a m w 6 a m a 12" BYPASS PIPE 18" ISOLATOR PIPE Q o�� - En N SOLID WALL INFILTRATION GALLERY 1,000 GALLON SAND AND OUTLET SIDE PERFORATION PERFORATION D D GREASE TRAP BADS HDPE SECTION DETAIL p aD CPIPE @ 0.0% , Notes O - KeyedSCHEDULE SCHEDULE pQo � p o p` , � � ,p p p �°p a . o � � - SEEPAGE BED ' p LaD p�aDa p�aDa p�aDa p LaDa p�aDa p�aDa p LaDa p�aDa p aDa p �OC 1. POND LINER (PVC) MEETING ACHD SECTION 8202.18 SPECIFICATIONS. 2. NON WOVEN FILTER FABRIC ON TOP, ENDS, AND ALL SIDES OF SEEPAGE BED. 8. 3. ASTM C33 FILTER SAND SHALL BE WRAPPED ON ALL SIDES WITH WOVEN GEOTEXTILE FABRIC. CONTACT DKaLINE 24" DIA. CAST IRON PLACE TRAPS ON 8" THICKNESS OF CHIPS 48-HOURS RING AND COVER OVER NATIVE UNDISTURBED EARTH BEFORE DIGgNC NOTES 1-800-342- 5 TANK RIM EL SEASONAL TOP OF 18" BOTTOM OF 18" TOP OF BOTTOM OF LOWEST STORM 4 158 1. MUST BE RATED FOR HS-25 TRAFFIC LOADS SAND AND TANK LOWEST LOWEST FG TOP OF 18" HALF 12"OVERFLOW DRAIN ROCK TOP OF BOTTOM OF OVERFLOW DEPTH JOINT DRAIN GREASE SEEPAGE MINUS HIGH PERF PIPE TO PERF PIPE TO OVERFLOW PIPE OVERFLOW PIPE FG TO 2. INTERIOR DIMENSIONS OF TRAP MUST BE A MINIMUM OF 48" X 24" AT THE THROAT LOCATION. z . . ° BED# SIZE TANK RIM EL OVER LOWER PERFORATED PERFORATED THICKNESS DRAIN DRAIN ROCK GP SOIL EL PIPE SIZE FROM ROCK TOP OF LOWER GROUND TOP OF ROCK BOTTOM OF TO TOP OF ROCK TO BOTTOM OF � TRAP # (GAL) EL. BED. BAFFLE EL BAFFLE EL PIPE IE. PIPE IE. (FT) ROCK EL. EL. WATER EL. (FT) ROCK (FT) (IN') (FT) ROCK(FT) TO GW ROCK a 3. THE DETAIL ABOVE SHOWS AN VALLEY PRECAST 1,000 GALLON SAND & GREASE TRAP. () MONOLITHIC 4. THE SAND AND GREASE TRAPS SHALL BE SET SO THAT THE TOP OF LOWER BAFFLE ELEVATION, THE IE'S PIPES J > 1 1 1000 2571 .67 2571 .69 2567.82 3.85 2566.97 2568.24 3.50 2570.19 2566.69 2567.48 2566.51 1 .72 0.28 12.00 0.95 1 .55 0.18 1 .50 CONCRETE COLLAR ENTERING, AND THE PIPES EXITING ARE IN ACCORDANCE WITH THE PROJECT PLANS AND NOTE 9 BELOW. Q PER ISPWC SD-616 ° 5. SAND AND GREASE TRAP COVERS SHALL MATCH THE FINISHED GRADE ELEVATION AND SLOPE. 2 m 2 2 1000 2571 .88 2571 .92 2567.89 3.99 2567.04 2568.31 3.50 2570.42 2566.92 2567.64 2566.60 1 .88 0.12 12.00 1.11 1 .39 0.32 1 .50 Z) STORM 6. SOLID COVERS SHALL HAVE THE WORDS "STORM DRAIN" CAST INTO THE LID. a 07 0 3 3 1000 2571 .26 2570.91 2567.36 3.90 2566.51 2567.76 3.00 2569.41 2566.41 2567.32 2566.39 1 .40 0.10 12.00 0.65 1 .35 0.02 1 .50 DRAIN Q 0 (D z 7. DO NOT CONSTRUCT CONCRETE COLLARS FOR SAND AND GREASE TRAP COVERS LOCATED COMPLETELY Q 4 4 1000 2571 .94 2572.09 2567.97 3.97 2567.12 2568.21 3.50 2570.39 2566.89 2567.37 2566.37 1 .77 0.23 12.00 1.18 1 .32 0.52 1 .70 24" DIA. CAST IRON a WITHIN LANDSCAPE AREAS. LU U 0 RING AND COVER O 0 w 8. H<1 FT USE GRADE RINGS (TYP.) CONCRETE COLLARS ARE NOT 1-FT < H <= 2-FT USE 24" DIA. RCP RISER; = U REQUIRED WHEN LID IS LOCATED 2-FT < H <= 10-FT USE 48" MANHOLE CONE AND 48" RISERS. DRAIN ROCK SPECIFICATION PERCOLATION TEST REQUIRED AT EACH SEEPAGE BED NOTES: COMPLETELY WITHIN A PLANTER AREA o ° 9. EL. A> EL. B BY 0.10 MIN; EL. D < EL. B BY 0.85 MIN.; EL. C < EL. B BY 0.50 MIN. Lu W Void Volume of T pical Materials SEEPAGE BED LOCATION: 10. MANHOLE FRAME AND COVER PER ISPWC SD-617. Q _ 1. CONTRACTOR SHALL NOTIFY ENGINEER IMMEDIATELY IF GROUNDWATER Material Void Volume % IS ENCOUNTERED AT AN ELEVATION HIGHER THAN THE BOTTOM ACHD RIGHT-OF-WAY 11. BOX MANUFACTURER SHALL MARK FLOW DIRECTION AND LABEL INLET AND OUTLET ON SIDE OF BOX. w U � 2" Max Blasted Rock 30 ELEVATION OF THE LINED SEEPAGE BED; OR, WITHIN 3-FEET OF THE MONOLITHIC 1. THE DESIGN PERCOLATION RATE FOR THE SEEPAGE BED INFILTRATION 12. SEE ACHD STORMWATER DESIGN GUIDELINES BMP#1 "SAND AND GREASE TRAP" FOR ADDITIONAL Z o /2 1-' " to 2" Uniform Size Gravel 40 FACILITIES IS 8 INCHES/HR. UNDER DIRECTION OF THE OWNER'S BOTTOM ELEVATION OF AN UNLINED SEEPAGE BED. CONCRETE COLLARS REQUIREMENTS. 10 1a 3/4" Uniform Size Crushed Chips 40 GEOTECHNICAL REPRESENTATIVE, CONTRACTOR SHALL CONDUCT A 2. ALL GEOTEXTILE FABRIC SEAMS SHALL OVERLAP 1-FOOT MINIMUM, Crushed Glass 30 PERCOLATION TEST TO BE WITNESSED BY THE OWNER'S UNLESS OTHERWISE DIRECTED BY THE MANUFACTURER. S\0AL E GEOTECHNICAL REPRESENTATIVE &ACHD. CONTRACTOR SHALL 3. THE FULL ROADWAY SECTION IS REQUIRED OVER THE SEEPAGE BED IN 1 ,000 GALLON SAND AND GREASE (S & G) TRAP 2 �`L��G`STE aG�"CO Crushed aggregates shall have a minimum 50% crushed or fractured face (at PROVIDE ALL WATER, AND OTHER MATERIALS REQUIRED TO PERFORM least on one side and meet the following gradation: THE TEST. THE PERCOLATION TEST SHALL BE PERFORMED BY THE PAVED AREAS. SOILS ENGINEER AFTER THE SEEPAGE BED IS EXCAVATED TO VERIFY SD.3 3 Crushed Aggregate THE DESIGN INFILTRATION RATE. (NOTE: AN ACHD INSPECTOR MUST BE 4. SEE STORM DRAIN PLANS FOR ADDITIONAL INFORMATION. Sieve Size Percent Passing PRESENT TO WITNESS THE TEST FOR IT TO BE CONSIDERED VALID). IF s� 3-24-21 Zo ° THE PERCOLATION IS LESS THAN THAT SPECIFIED BY THE SOILS 5. THE BOTTOM ASTM C33 SAND ELEVATION IS THE MINIMUM EXCAVATION � �TF OF �pP 3 inch 100% REPORT AND ENGINEER, CONTRACTOR SHALL CONTACT ENGINEER TO DEPTH. ASS /( ER\��S� 1 inch 25-60/° RE-DESIGN THE SYSTEM TO ACHIEVE THE REQUIRED INFILTRATION. 3/8 inch 0-4% 6. SEE ACHD STORMWATER DESIGN GUIDELINES BMP#20 "SEEPAGE BED" No. o ACHD APPROVAL IS REQUIRED FOR ANY MODIFICATIONS TO THE FOR ADDITIONAL REQUIREMENTS - "OPTIONAL CHAMBERS ARE NOT STAMPED, APPROVED DESIGN PLANS. REQUIRED. ' ' . • .. .. •• co co 7. GROUNDWATER WAS MONITORED BY THE PROJECT GEOTECHNICAL • • zr zr co ENGINEER BETWEEN 7/7/2020 & 1/5/2021 AND THE SEASONAL HIGH ` .. .. .. . GROUNDWATER DEPTH WAS DETERMINED TO VARY FROM 4.7'TO 7.0' BGS • 0 0 PVC LINER SPECIFICATION ACROSS THE SITE. SEE "GROUNDWATER MONITORING AND DEPTH TOCn FREE DRAINING SOILS" TABLE ON THIS SHEET. PERCOLATION TESTINGCn co PVC Liner GEOTEXTILE SPECIFICATION WAS PERFORMED BY THE PROJECT GEOTECHNICAL ENGINEER AS PART • Property Test Method English OF THE GEOTECHNICAL INVESTIGATION FOR THE SITE DATED 8/26/2020. Profile Thickness ASTM D-1593 30 mil Non-Woven Filter Fabric PERCOLATION TESTING WAS PERFORMED ON SUBSURFACE GP SOIL Specific Gravity ASTM D792 1.20 Property Test Method English (POORLY GRADED GRAVEL WITH SAND & COBBLES)AND WAS Breaking Factor (lbslin width)(1" ASTM D-882 Method A or Tensile Strength Grab ASTM D-4632 120 Ibs DETERMINED TO BE GREATER THAN 8"/HR. A DESIGN PERCOLATION RATE W ° 73 o OF 8"/HR. WAS USED FOR DESIGN OF THE STORM DRAIN SEEPAGE BEDS. a M_ wide) B Elongation ASTM D-4632 50/o 0 Elongation at Break (%) (2" jaw ASTM D-882 Method A or 350 Puncture ASTM D-4833 65 Ibs 8. THE DESIGN VOLUME OF THE FACILITY DOES NOT INCLUDE VOIDS WITHIN a� se aration) B Trapezoidal Tear Strength ASTM D-4533 50 Ibs THE ASTM C33 FILTER SAND LOCATED AT THE BOTTOM OF THE FACILITY. Modulus (force) at 100% ASTM D-882 Method A or UV Resistance ASTM D-4355 70% o Elongation lbs/in width B 34 Apparent Opening Size 9. THE SEEPAGE BED WIDTH SHALL REMAIN CONSTANT ALONG THE o Tear Resistance (Ibs, min) ASTM D-1004 (Die C) 8.5 AOS ASTM D-4751 70 US Std. Sieve N� LONGITUDINAL LENGTH OF THE SEEPAGE BED. zw Low Temperature, °C ASTM 1790 -29 Permittivity ASTM D-4491 1.50 sec-1 10. IF ROCK IS ENCOUNTERED, CONTRACTOR MUST HAVE A PERCOLATION �m 00 Water Extraction (% loss max) ASTM D-1204 0.15 Water Flow Rate ASTM D-4491 120 pm/ft2 TEST PERFORMED BY A SOILS ENGINEER AFTER SEEPAGE BED IS FULLY (as modified by NSF) EXCAVATED (NOTE: AN ACHD INSPECTOR MUST BE PRESENT TO WITNESS o Dimensional Stability (each Woven Fabric THE TEST FOR IT TO BE CONSIDERED VALID). IF THE PERCOLATION IS ASTM D-1204 ± 3 Z direction, % change max PropertyTest Method English LESS THAN THAT SPECIFIED BY THE SOILS REPORT AND ENGINEER, ° o(j Volatility Loss (% loss max) ASTM 1203 Method A 0.7 Tensile Strength (Grab) ASTM D-4632 Min 250 Ibs CONTRACTOR MAY NEED TO BLAST OR BORE TO CREATE CONDUIT FOR W Breaking Factor ASTM D-3083 Puncture Strength or CBR ASTM D-4833 or Min 125 Ibs or Min 950 DRAINAGE TO OCCUR, OR RE-DESIGN THE SYSTEM TO ACHIEVE THE Of (as modified by NSF) ± 5 Puncture ASTM D-6241 Ibs REQUIRED INFILTRATION. ACHD APPROVAL IS REQUIRED FOR ANY Elongation at Break ASTM D-3083 20 UV Resistance ASTM D-4355 Min 80% MODIFICATIONS TO THE STAMPED, APPROVED DESIGN PLANS. �w as modified b NSF Apparent Opening Size QO ( y ) pp p g ASTM D-4751 70 US Std. Sieve 11. FOR UNDERGROUND INFILTRATION SYSTEMS, INSTALL ELECTRONIC zZ0 Modulus at 100% Elongation ASTM D-3083 * 20 (AOS) MARKERS ON EACH CORNER OF THE FACILITY. THE CONTRACTOR SHALL (as modified by NSF) Water Flow Rate ASTM D-4491 Min 18 gpm/ft COORDINATE WITH THE ACHD INSPECTION DEPARTMENT FOR PLACEMENT UW Hydrostatic Resistance (psi min) ASTM D-751 Method A 100 Percent Open Area CW-02215 Min 4% OF THE MARKERS DURING CONSTRUCTION, AND PRIOR TO BACKFILLING. 0 c°3 Groundwater Monitoring & Depth to Free Draining Soil Z 13 BGS TP# Existing Min. Depth Season High to Depth th Soil El. of GP Ground El. BGS to GW GW EL. Soil (>8"/hr) J � U 1 2572.18 5.6 2566.58 4 2568.18 Q z W J 6) � 2 2571.71 5.3 2566.41 2.5 2569.21 W z } U 1,0 it 00 3 2571.37 5 2566.37 4 2567.37 0 °' Z co 0 4 2571.60 4.7 2566.90 3.5 2568.10 ~ o � Z W Q U N X Z LU a o = Q 5 2572.70 4.9 2567.80 4 2568.70Of Z W ILL Of a o SEEPAGE BED CROSS SECTION .I JOB NUMBER: 0 IDB2096 SD. DATE: 3-24-21 SHEET NUMBER: w ° SDm3 W wZ 00 LL `W 1 0 a 9 B 2 2 0- 0 5 QUt 36" r — — —— — — — — — — — — — — — — — — — — — — I 28„ 3 n 000 O 00 \ 1 1 ✓✓/ <.> 41> 0000000/❑0 I - a A N A 0 0 0 0 0 0 E�000n = O O A -- A EE III] NOTCH T r > STOMRM pp ---------- -- - �� I--- --------------- ��H¢ c.=.E z 2"X2" p0 DRAIN Op I o oiaii y e JJ I i -- `o�� . .' / °� yam // \ 0 0 0 0 0 4 y� 4 d sENc z 1/16" LIP (TYPICAL) 2 I _ 26-1/2" - n / I C .2c - H.. I U- a - o N TOP VIEW L - - - - - - - - - - - - - - - - - - - - - - - � a o� �3Noo 4 ! s 1 8s} 3 nP, PLAN VIEW 6 E o T } U 4 v Q 6 N.T.S. 5 P LAN _ 0 2 N SECTION B—B SECTION A—A ISOMETRIC s II—III—III-111=11 3 _ ' 1=111=1TI�T_f�ITI- v, g �w o a E N.T.S. III-1 I—III—III—I —11 I—III—I 11—I 1= o y o B GRATE TYPE III (MIN.) —I I—lil—Iil ii-1i1—I��F' a m w >a TOP VIEW N.T.S. ----------- 4 a" RADIUS UP TO INLET CATCH 702 FLOW. o BAFFLE WALL 6ASIN, SEE ROLLED Culls sD-70z. , OUTLET 6" 18" 4" 3 HAND FORM RADIUS AT d INLET CATCH BASIN TO FIT I 2" 3 28" G A. 8 ELEV B FLOW J 1/2" 4" 8 a ELEV A 2'-0" 4 ELEV D CONTACT DICaLINE Z z" LIP y4. - a -- - - s OR 2'-6" ELEV C AFFLE WALL 4 BEFORE DIGCINfa NOTE- 20 STD ,��f Ce g _ 2" 6 SEE NOTES BELOW \ SECTION A—A 1-800-342-IN5 \ OA TOP OF COLLAR TO BE FLUSH Ld + 2„ i n N.T.S. WITH MANHOLE COVER, 7 27 1/2" I.D. 0.2% MIN B 3LB PER CY OF FIBER—REINFORCED j SLOPE O CONCRETE MAY BE USED IN LIEU OF SECTION A-A LEGEND LEGEND REBAR WITH ENGINEER'S APPROVAL. N.T.S. O O1 #4 REBAR (2 EACH) SEE SECTION A—A). U O ADJOINING TOP OF CURB. J 1-3/4" x 1-3/4" x 1/4" O2 #4 REBAR AT 20" SPACING. 7 NOTES OUTLET, CATCH 1. SAND AND GREASE TRAP USED FOR SUBSURFACE FACILITIES ONLY� AREA STEEL ANGLE O3 PAVEMENT SURFACE. 2 O3 SCORES. 1/8'-1/4 Q 4 RIM- LEGEND: 2 ®STANDARD GRATE AND GRATE FRAME, ° < TOP VIEW END VIEW O 10 1 MANHOLE FRAME AND COVER PER 5D-617 TYPICAL Q Cn p SEE SD-609 OR SD-610A. O FRAME AND COVER PER SD-s17. A 2 LOCATION AND FL ELEV. PER DESIGN PLANS (TYPICAL) _ O $" 1'—2" 6" 6 SEE "DETAIL A" FOR REBAR IN COLLAR. s H 1—FT USE GRADE RINGS TYPICAL Z_ Z O STANDARD ROLLED CURB AND GUTTER. GRATE FRAME DETAIL 2_4^ N O TE S 7 FINISHED GRADE. �� 1—FT < H <= 2—FT USE 24" )DIA RCP RISER LLI U) Q ©4" X 4" X 3/8" ANGLE IRON N.T.S. 2" (MIN.) ` 2—FT < H <= 10—FT USE MANHOLE CONE & 48" DIA RISERS U) 0 O7 (3) 7" NO.4 BARS AO FOUR—SIDED FRAME IS REQUIRED. LEGEND O SEE OTHER STANDARD DRAWINGS OF MANHOLES FOR MAXIMUM HEIGHT. O EL. A > EL. B BY 0.10' MIN O 0 w 9 GROUT BETWEEN RING AND COVER AND GRADE RINGS. EL. D < EL. B BY 0.10' MIN = U ®EDGE of GUTTER SECTION A-A 1 1-1/2" x 3/4" STEEL BARS (TYP.). O O N,T.S. 10 FRIBIL POLYPROPYLENE FIBER (1 1/2 LBS. PER CY) D ETA L A WATERTIGHT SEAL EL. C < EL. B BY 0.50' MIN. UNLESS OTHERWISE APPROVED BY ACHD z 0 O2 1/4" FILLET WELD ALL BARS. MAY BEE USED USED IN LIEU LIEU OF #4 REBAR IN CONCRETE LLI O 4 PLACES (TYP.) COLLARS. N.T.S. 6 PRECAST BOX MANUFACTURER SHALL MARK FLOW DIRECTION AND LABEL INLET OR OUTLET Q� ON SIDE OF BOX w LU 2017 ACHD REVISION O WELD (4) 1/2"x7" STUDS. Q ~ H.- 2017 ACHD REVISION 2017 ACHD REVISION = LLJ l I 2015 SAND AND GREASE TRAP STANDARD DRAWING w w ~ IDAHO PUBLIC WORKS INLET CATCH BASIN �TOANDARD DRAWING FOR PUBLIC WORKSCATCH BASIN G RATE NO NDARD DRAWING FOR PUBLACDWORKS MANHOLE COLLAR ARDS NO NDARD DRAWING ACHD STORMWATER DESIGN o a S D — 6 1 DA CONSTRUCTION S D - 61 6 GUIDELINES BMP 01 CONSTRUCTION TYPE V (FOR ROLLED CURB SD- 604A CONSTRUCTION TYPE III 1 of 2 (ACHD SUPPLEMENT) (ACHD SUPPLEMENT) ACHD SUPPLEMENT �SS�ONAL FiyG� Q� G\srE OFF LEGEND WELL COVER, 8" DIA. WATERTIGHT GALVANIZED STEEL BOLT DOWN COVER AND CANISTER PERFORATED PIPE 3 0 2 OR 3 BOLT LID WITH 9/16" HEAD AND SAE THREADS, GASKETED � 3-24-21 � FINISH GRADE 0 CONCRETE (COLLAR), CLASS 3000 (ISPWC SECTION 703) FILTER FABRIC WRAP 1 2 0 3/8" DIA HOLES OR SLOTS CUT INTO PIPE AT 3" ON CENTER 2.5' 2.5' SOLID TOP AND SIDES (TYP) �O F OF O� TRACER WIRE SHALL BE PLACED ON OUTSIDE OF PVC PIPE, MINIMUM 18 GAUGE, INSULATED, SINGLE— PERFORATED PIPE WALL PIPE ss' ER�G�(.S CONDUCTOR COPPER WIRE, INSULATION COLOR SHALL BE GREEN WITH THREE 6" DIAMETER COILS a IIIHI Qf, PIPE SHALL BE PERFORATED PVC, ASTM D-3035, SDR 35. WELLS BACKFILLED IN A PIT REQUIRE 6" HII III III 1 I II II I Q e, Q �, o ; e,�e °� PIPF. DRILLED WELLS MAY USE 4" PIPE w • • _ il�II11 -III_ II! _ lI�ICII III=III— 4. = NONWOVEN FILTER FABRIC AROUND OPENINGS AND BOTTOM, FABRIC OVER CHIPS/DRAIN ROCK 00 0 •e e o0000000000000000000000 0000000000000000a000000 Imo!; III=III E _ OO POLYPROPYLENE FIBER REINFORCEMENT AT 1 1 2 LBS CY o0000000000000000000000 0000aa000000a0000000aoo 0 • • c ,.'g AP = / / XTEND SOLI w EXTEND SOLI • • • • r BACKFILL MATERIAL TO MATCH STORAGE MEDIA FOR OBSERVATION WELLS LOCATED WITHIN A BMP FACILITY. o0000000000000000000o WALL PIPE 5 cn o00000000000000000000 C• 0• 0 USE PIPE BEDDING CHIPS FOR OBSERVATION WELLS LOCATED OUTSIDE BMP FACILITIES o000000000000000000000o WALL PIPE 5 00000000u00000000000000 0 a• 0c 0• • ' o w • • s 3 NOTES: l o \ i , PLAN CONCRETE COLLAR 1. GROUNDWATER OBSERVATION WELLS ARE FOR MEASUREMENT OF GROUNDWATER LEVELS WITHIN OR NEARCN co STORM DRAINAGE FACILITIES � N.T.S. 2. THIS DETAIL IS FOR WELLS INSTALLED BY DRILLING OR BY EXCAVATED PITS cwn 3. LOCATION OF GROUNDWATER OBSERVATION WELLS SHALL BE APPROVED BY ACHD LL 4. OBSERVATION WELLS NOT ALLOWED IN CURB OR VALLEY GUTTER SECTION SEEPAGE BED SEEPAGE BED L� 0 w w Q 10 F_ OPTION 1: BREAK BED ow m PLAN ;o a z N.T.S. om <_ Z. Q UO Z 3� LLJ 8 3 g X W K N 00 LLI 6 SECTION CONCRETE COLLAR SEEPAGE BED >> � N.T.S. oz ° EXTEND SLEEVE EXTEND SLEEVE z w� j_- 5' — 5' o 4 PERT > � w PIPE w w� ° °Z .0 U Y �U 9 EWER WATER_SE RVIC IaLL 10 C z Z� —VI CUT FILTER FABRIC 22 oa SLEEVE Z oZ Y k U¢ ¢3 a o wF 0 0 0 7 ' 00 Loz o3 Y/ SECTION J N.T.S. OPTION 2: SLEEVE LINE Q SECTION ~ W N.T.S. Lu In NOTES Q 0 > w 1. OPTION 1 REQUIRES SEEPAGE BED LENGTH TO BE INCREASED BY GAP LENGTH = z m z I of VLu 2017 ACHD REVISION 2017 ACHD REVISION Q < 00 =N z U U Z CL 0 Lu wdL IDAHO STANDARDS IDAHO STANDARDS 99^ a 0- FOR PUBLIC WORKS GROUNDWATER STANDARD DRAWING FOR PUBLIC WORKS GROUNDWATER STANDARD DRAWING 2017 SEEPAGE BED/SEWER CX STANDARD DRAWING CONSTRUCTION OBSERVATION WELL SD - 627 CONSTRUCTION OBSERVATION WELL SD - 627 ACHD SGUIDELINES DESIGN DETAIL 07 Z JOB NUMBER: (ACHD SUPPLEMENT) 1 OF 2 (ACHD SUPPLEMENT) J 2 OF 2 WATER SERVICE C O N EL CT pC IDB2096 0 DATE: 3-24-21 �G SHEET NUMBER: ui li I- ° SDm4 w yw — wZ ss 00 -. Q V 3. -_—Via—T `W � _ —°�� / Ids m 3 T — O 1 S,5N 9 SAND/GREASE TRAP (ISPWC SD-624) OR N ° ti - - - PERFORATED PIPE a 0 ~ �3 -t SEDIMENT MANHOLE (ISPWC SD-61 1) Q L) t N 3 18" DIA. CORRUGATED HDPE IF INSTALLED WITH CHAMBERS/ FILTER FABRIC WRAP -" �" `n-F 2' RING & OR PVC PIPE PERFORATED PER CHIPS, INSTALL WOVEN 2.5' 2.5' SOLID - -"' COVER PER PERFORATION SCHEDULE GEOTEXTILE TO SEPARATE CHIPS PERFORATED PIPE WALL PIPE TOP AND SIDES (TYP) � ISPWC SD-617 OBSERVATION WELL #1 AND DRAIN ROCK �ON OPPOSITE SIDE OF STREET IN SIDEWALK OR �� _ (Np) TREES & SHRUBS _ o ARE NOT PERMITTED OBSERVATION MIN 50' DISTANCE W r` a�o p i y �N c s o oi� ON TOP OF SEEPAGE . ` BED WELL w w 3=H Za E 00000000000000000000000 oo0ooaoaa00000a0000oa0o � ELEV BOTTOM PERF <= EE COVER v \ //\ 00000000000000000000000 eeoee0aaoea0aaeee0aaeee /// / XTEND SOLI Li EXTEND SOLID o //\/\\\ \/ \\/ \\ 000000000000000000000 ooa000000000000000000 ELEV BOTTOM BAFFLE NOTES \/\j\�\\�\\\/\\ D0000000000000000000000 WALL PIPE 5' WALL PIPE 5 0000000000000oaooaooaoo V �"you \/ /\ o w S D PIPE 3 o 5' 0 0 0 0 0 0 18„ o 0 0 0 0 © o o >:\�\/\/\�\\i \\� Q ® ® —� a C SEE 0 0 0 0 0 0 STD 0 0 0 0 0 0 O O \\\\\!\�\/\\ ® E— ® —a o NOTE 11 0% SLOPE 0%' SLOPE \/\\j-NATIVE\\ \/ L Q c N c Qo`c LL p SOIL Li / LLJ G1 ++ EasUyy - V' ewa w 0 \\ //\\ \ 2" WASHED VARIES SEE rWASHED Q rNATIVE \\ \/ \\ SEEPACE BEDSOIL //\ \\ / DRAWROCK PLAN SHEETS \\\\\/\\�\\�/\/\ SEEPAGE BED O MAINTENANCE DIVERSION STRUCTURE WITH U - } ACCESS TO Q ' RAISED INVERT OR WEIR WALL STRUCTURES L_ o N T 5' OF 18" SOLID N o ow ASTM C33 ASTM C33 OPTION 1: BREAK BED N c _ S WALL PIPE WITH 1.5—FT - ° E :•. FILTER :SAND.::,. . ' =.',"FILTER SAND'':: , PLAN HIGH FLOW BYPASS PIPE WQ PIPE, ca o o 4" OF 4" PIPE BEDDING , . 3—� SEE NOTE 11 ON BMP 20 PERF TOP HALF d - �`y rw aTo� m NONWOVEN FILTER FABRIC. OVERLAP TRANSITION 5—FT IN MAX HSG N•T•S• (1 of 3) a MINIMUM OF 1—FT TOP AND BED NON—PERFORATED ELEVATION SIDES ONLY TO PERFORATED PIPE LL < ' SECTION a ' N.T.S. NOTES:1. BMP 1-4 OR VEGETATED PRETREATMENT IS REQUIRED. SEEPAGE BED PLAN-SEEPAGE BED 2. CONTACT DESIGN PROFESSIONAL FOR SEEPAGE BED REDESIGN IF GROUNDWATER IS ENCOUNTERED ABOVE EXTEND SLFFVF ��EXTEND SLEEVE OUTSIDE ROADWAY SEEPAGE BED MAX HSGW ELEVATION a 3. ALL VAULTS, MANHOLES, & SAND AND GREASE TRAPS SHALL BE HS25 OR GREATER LOAD RATED 5 5 N.T.S. CONTACT DMINE 4, SEEPAGE BED SHALL BE SHOWN ON BOTH PLAN AND PROFILE VIEWS PERF OBSERVATION WELL #1 48-HOURS 5. OPTIONAL CHAMBERS PER MANUFACTURERS SPECIFICATIONS PIPE ON OPPOSITE SIDE OF STREET IN SIDEWALK OR 6. ALL GFOTFXTiLF SEAMS SHALL OVERLAP 1 FOOT MINIMUM BEFORE DIGgNC 7. EL. IN >= EL. BOTTOM PERFORATIONS IN 18" PERF PIPE Sidewalk 1-800-342-IN5 8. MAXIMUM BED LENGTH IS 400—FT BETWEEN MANHOLES EWER WATER SERVIC 9, BED WIDTH SHALL REMAIN CONSTANT 10. WATERTIGHT CONNECTION REQUIRED 11. HIGH FLOW BYPASS PIPE ONLY NEEDED IF 0100 VELOCITY THROUGH STRUCTURE > 0.5 FPS CUT FILTER FABRIC Z 5D PIPE HI FLOW BYP�AS PIPE 0 O COVER NOTES: o SLEEVE ® ® SE N0 1 ON 'BMP ® ® J C_n FOR SEEPAGE BEDS OUTSIDE PUBLIC RIGHT—OF—WAY: S of T J U) 1. A MINIMUM 1.5FT COVER FROM TOP OF BED TO FINISH GRADE IS REQUIRED 0 O m FOR SEEPAGE BEDS IN PUBLIC RIGHT—OF—WAY: 1. A MINIMUM 1.0—FT COVER FROM TOP OF BED TO PAVEMENT SUBGRADE IS REQUIRED Sidewalk < U) 0 --BACKFILL OVER BED TO SUBGRADE WITH 6"-8" MINUS PITRUN o _ — --WOVEN GEOTEXTILE FABRIC REQUIRED OVER TOP OF BED A U Z Q --TOP OF BED UNDER SIDEWALK SHALL BE MIN 1.0—FT BELOW PAVEMENT SUBGRADE LLI U) — 2. IF < 1.0—FT COVER FROM TOP OF BED TO SUBGRADE, ANGULAR 4" TO 2" ROCK IS REQUIRED WITH OPTION 2: SLEEVE LINE WQ PIPE, DIVERSION STRUCTURE WITH co 0 MINIMUM 50%" SINGLE FRACTURED FACE IN PLACE OF 2" DRAIN ROCK. SECTION PERF TOP HALF RAISED INV OR WEIR WALL O � w 3. FULL ROADWAY SECTION IS REQUIRED OVER SEEPAGE BEDS. SEEPAGE BEDS SHALL NOT EXTEND ABOVE PLAN-SEEPAGE BED = 0 SUBGRADE N.T.S. 4. THE DESIGN PROFESSIONAL IS SOLELY RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE OF THE NOTES UNDER SIDEWALK W O SUBGRADE SOILS AND DETERMINING THE DEPTH OF FOUNDATION STONE 1, OPTION 1 REQUIRES SEEPAGE BED LENGTH TO BE INCREASED BY GAP LENGTH W N.T.S. SEE BMP 20 SHEET 2 OF 3 FOR ADDITIONAL NOTES Q _ ~ W � w ~ ��! '�y' Q ��! w 2017 SEEPAGE BED VV ITH STANDARD DRAWING 2017 SEEPAGE BED/SEVU ER CX STANDARD DRAWING 2017 SEEPAGE BED VV 7H STANDARD DRAWING o w ACHD STOIDEINES ER DESIGN OPTIONAL CHAMBERS BMP 20 ACHD STOIDEINES DESIGN WATER SERVICE CONFLICT DETAIL 07 ACHD s oIDE LINES DESIGN OPTIONAL CHAMBERS BMP 20 ENG� SHEET 1 OF 3 SHEET 3 OF 3 �SS\ONALp� �G\STE '1'F 3 3-24-21 �O 9TF OF 90ss K ER��S� - • . . .(0 (. .• :. 1• .. .. .. . • . . . co •• C\l co Q 10 OU K 0 O a� a a< z o Z. 01 3� �m K N 00 zQ o_ U� 03 oz �z w5 0 �D > >z w wJ Q' w K U Zz O to �U J W 1 w 10 Ci O z� U d OW Y k U¢ ¢3 wF 10 c 3 O 00 Y/ J a W Z Lo w J (I Lo m Q 00 00 ui cD ♦� Q m Z 00 Op V U w O N 0-0 N m U Z 0 � W d w Q ' d 0- QQ JOB NUMBER: IDB2096 0 DATE: 3-24-21 �G SHEET NUMBER: ui li ° SDm5 co w yw SEE SHEET UT.2 _ 3_ E!�3 T ceZ dS3 " U 00 O v 3 4 4 234.74 LF 8" ~ 4 �_' NW 13TH AVE. 4 w 3 T = 275.49LF8" M8 - Keyed Notes _ M M8 M8 M8 y O - N -= N - s - - .• d Z � �3 0 � 00 :8"X 8"TEE: - - - b Z - Q O 8"GV(N,S&E) "" ••••:• •• 1 DOUBLE WATER SERVICE PER W1 &W3 �\ E4" =N \ 8"X 6"TEE N \ 3L, - o 2. SINGLE WATER SERVICE PER W1 &W2. ° I I I '''' ••... I I �� , ....> ;L.• N:718191.8775 E:2450233.0789 \\ 3. CORE, CHANNEL AND CONNECT TO EXISTING SEWER MANHOLE PER ISPWC SD-501 o= .....• (°. '• _ I I I I I I 4 ER LINE AND NON POTABLE LINE SEE FIRE HYDRANT PER W8 , ; MAINTAIN 18" OF VERTICAL SEPARATION BETWEEN WATER - U E=o I I 25�2 I 1 WATER NOTES 2 & 3 ON SHEET C1 1 AND DETAIL 1/UT 1 ..` _ v 3oN ¢o cE 0 I I o 11.50 LF 6" '` ` ` �� z \ � I I I I \ I I I --- ------ - -- -- y I I II I I I 4 . - � a- AF 25.00' cMIN Notes 1N E o oLL w I I I I I I 13.00' 1. SEWER MANHOLES SHALL BE 48" DIAMETER STANDARD MANHOLE TYPE A PER THE ISPWC 2 N o y I I I I 1 1 H STANDARD DRAWING SD-501. INSTALL MANHOLE FRAME AND COVER PER ISPWC SD-507 AND I I I I I I it g 0 Eo � y � N I I I I I b l Y 00 MANHOLE COVER PER ISPWC STANDARD DRAWING SD-508. V N } I I I 1 QN o \ 2. INSTALL STANDARD SEWER SERVICE "TYPE-D" PER ISPWC SD-511. INSTALL STANDARD SERVICE Q a --1 L-------I L-----J;' cj)r - m L �9 at MARKER PER ISPWC STANDARD DRAWING SD-512. ALL SEWER SERVICES SHALL BE 4" PVC SDR 35, w 1 4P1 4P1 4P1 D-3034. SEWER SERVICES WITH LESS THAN 18-INCHES OF VERTICAL CLEARANCE FROM POTABLE Q o �w O \ 'v N:716205.2828 -- 1 m ° E o c -`- "- = 4 f---E:2450326.8075- ------- \ WATER SHALL USE 4" C-900 PVC WATER CLASS PIPE. o ; y 1dt 1dt 1dt I 4"IE:2565.7U 3. 8" GRAVITY SEWER MAIN SHALL BE PVC SDR 35, ASTM D3034 PER THE CITY OF MERIDIAN a °' rw aTo SSMH A6 I I 1 \ m 6+04.48,0.00 1 1 \ STANDARDS. I I I I I RIM:2571.62 41.84LF4"@2% I 5-6 i I \ 4. SEWER STATIONING IS BASED ON THE ROADWAY ALIGNMENT CENTERLINE. J, I I I 8"IE OUT:2564.53(E) 0 4 BID I I 4"IE IN:2564.86(NW) 1 s I I 1 \ 5. CONTRACTOR IS RESPONSIBLE FOR INSTALLING SEWER SERVICES 5-FEET BEYOND JOINT TRENCH \ EASEMENT. SEE SHEET U 6. SEWER SERVICE STATIONING, OFFSETS, LENGTHS AND INVERT ELEVATIONS ARE IN REFERENCE TO ------'i--------_--_� �� .39 35 PVC �� --- -------------� - \\ THE END OF THE PIPE ON THE LOT. INTERMEDIATE SEWER SERVICE PIPE INVERT ELEVATIONS ARE I I 39 OF 8"SDR 4 4 PROVIDED AT THE 10-FOOT PUID EASEMENT. l i - - - - - - I ° I 1 6-5 I I I 7-5 I I I 8-5 I I 1 9-5 � I � 10-5 I \ I I I I I I I I 11.50' + I I I I I p _____ N I 5 84.21,38.50'R \ - I I I I 1 I I 1 I I `rxs, I I \ 7. ADJUST WATER METER VALVES AND METER TILE LID TO MATCH FINISHED GRADE AND SLOPE. CONTACT DICaLINE s F.. I . I W I I w I I p I a I s9� I I 6-6 co 48-HOURS 1 3850 LF 4 ' . I p I I I I I I �y '� w @2%MIN. �. I \ 8. ADDITIONAL FITTINGS MAY BE REQUIRED FROM THOSE SHOWN ON THE PLANS - IT IS THE 20'MIN.PAVEMENT I , p A � I I 't 0 1 °�° I p `�' I ' �8 Aso. 4 4"IE:2567.66 I I \ CONTRACTOR'S RESPONSIBILITY TO DETERMINE ALL NECESSARY FITTINGS REQUIRED TO BEFORE DIGgNC PATCH PERPENDICULAR E I I N Q m CP>J OWo ccr, m (e 0'"'° N m (e 0'"'° 0`0 m (� a`''o ��o !�` ! 1 0 1-800-342-1585 [ :I 22-3 op - ^' in �, I N N w 1 N N w w N �,, W ?s. �• ^�� a"IE:2565.73 CONSTRUCT THE PROJECT AND INCLUDE ALL WORK AND MATERIALS IN THE PROJECT BID - NO �, o o � o � o � oco I 6' �L TO SECTION LINE € I SSMH A3 , ° Z OD 1 T c T 00 T o T o -FG. -- - ----- d�. I :� I I � _ I I I N = � I �� 256573 --�'••. SEPARATE PAYMENT SHALL BE MADE. SSMH Al EX. 1 Q (.,, z A - I I I A Z A I N z p _ 1 1 1 , z A _ I I - SSMH A5 - - 3 ' s� • LINE A:2+81.07,0.00 V) - ° r I A . = r °° ' = r I o ' = r I 5+61.09,0.00 9. CONTRACTOR SHALL ASSESS THE PROJECT SCOPE OF WORK AND ALL EXISTING CONDITIONS 0+91.47,-17.19 L i i ':. LINE B:8+54.13,2.46'R / - N t : `, _ J -J L- 1 4"IE:2565.23 RIM:2571.48 o PRIOR TO BID, AND INCLUDE ALL WORK INCLUDING SURFACE RESTORATION IN THE BID. Z RIM:2574.66 N I I RIM:2572.71 : ' c ;' ° 4"IE:2566.05 - 1 -- - 4"IE:2565.90 -• 2 - FG:2565.23 / ° 8"IE IN:2564.25 W ( ) 8' IE IN:2559.81 N I # �- • ' 22.5 BEND ( ) U O O I "' •... 8 IE IN:2561.04(N) o FG:2572.55 FG:2572.40 / �, 10. PROVIDE ALL TEMPORARY IRRIGATION DITCHES AND PIPES AS REQUIRED TO COMPLETE THE NEW 8"IE IN:2561.04(W) 113.73: N - - - - � 5 _- 8 . , 8"IE IN:2561.04(E) s 4„IE:2565.56•.. v � , E OUT:2 64�(SE) - I ...... :... IMPROVEMENTS ALL EXISTING DITCHES SHALL HAVE TEMPORARY REROUTING PROVISIONS SUCH 3 83.60' F ` ° ' 8"IE OUT:2560.94(S) 11.50161 :1'.' FIG 2572.24 `'" FG:2572.06 ti`F - • THAT THE FLOW OF IRRIGATION AND DRAINAGE OF SURFACE WATER ACROSS THE SITE p C f p 8 SOR 35 Py f 0 C @ 0.700% 16 ° 4 136° �� / 11. - AND......................................... - REMAIN UNINTERRUPTED THROUGHOUT THE DURATION OF CONSTRUCTION m � 0 0+50 - 1+0 4 9 2+00 99.72'OF8"SDR35PVC@0.437% 18e° 3+00 207.53'OF8"SDR35PVC@1.320%'•"'"•••••............... 4 4 0 g�F� / 58.47'OF8"SDR35PVC@0.456% o RETAIN & PROTECT ALL EXISTING UNDERGROUND UTILITIES PROVIDE TEMPORARY A - NEEDED TO RETAIN AND PROTECT WITHOUT DISRUPTION - NO SEPARATE PAYMENT - EIS SS+T22 5°BEND SUPPORT AS NEE U _ o •�''•. w''..• SHALL BE MADE. U) Z Q ... S 3�e 11.25°BEND PAVEMENT PATCH SHALL EXTEND I NW 12TH :` '�°° �� 4 NW 12TH,.AVE:' 1z :,, a w 206 07 LF 8' U) p AVE. M8 -M M8 •""'M8 M8 8 a°IE:2565.48 ' U U TO EDGE OF NEXT LANE PAST THE I FG 48 DISTURBED PAVEMENT I - 8"X 8"TEE 4"IE:2565.83 •• 4 4"IE:2565.52, 25 W I N I I f;•:• SSMH A2 J 8"GV(N,W&E) - - FG:2572.33 - - - FG:2572.02 4 s\ I 1+77.36,0.00 �p •�� 4 4 4 �. l - I : / U ° X 6"TEE y u •r 4 'IE:2565.68 'IE:2565.40 �9s, "IE•2566 02 4' 4' z SAWCUT AND MATCH EXISTING PAVEMENT I :/ RIM:2574.32 °; FG:2572.52 FG:2572.18 FG:2571.90 1 °� �� \ W O 8"IEIN:2560.50(N) --� GV(N) N -- --- _- --_ __ --- - --- - c1 •rj °� �i USE CHIPS TOBACKFILLTO SEE 514125 ASPHALT PAVEMENT SECTION FOR f I °s �� @� o� W W.USTICK RD.ON DETAIL 1/RD.3 I ; / / 8"IE OUT:2560.40(S) / 1 c _ ,� '`� ,� I �� 6� ,.....1. SPRING LINE OF THE \� ` f / I 1 h,. \ NON POTABLE PIPE PROVIDE _ Z In Z M Z N Z O Z a ;` J I J I J J ;,, J 2 s 1` - PI TEMPORARY PIPE SUPPORT 2 ~ ° 11.50' L7 L7 {...._�......�...... 57 <<x E THAT IS ABOVE W ao o '� ao = � o0 0 - c ao o I 2-4 ,.•, N M N I M N s •' '• PIPE WATER PIPE U H I 1 N N M N N N N N 22.5°BEND I„ N« AND SHORING AS REQUIRED w w IMr. O M lJ - °NO M V W I M V W_ M V W � M V T c6 W I c _ Z 00 Cli ZL d ZL °, I M M I I I N 1 I7 6I € I I f I ----------------- 8-6 SSMHA412-6 10-6 9-611-6 I L ASS\GO\VSATLE FN I Y 1-4 •:: - - - - - - I I I I 1 4+92.59,0.00 I 0� ------------------ :I N:717931.9492 I I 1 RIM:2571.77 1 E:2450472.6715 I 18"IE IN:2563.88(NW) I v Q N I I I I I I I I f I I`; FIRE HYDRANT PER W8 I 18"IE OUT:2563.78(S) I I > o 0 0� \ 3 I I I 45° BEND N I I I I I. 11.50 LF 6" 1 1 O O o 0 I I; 3-4 3-24-21 ,ZO •.....Q'`,� I 1 :1 I I I I I I \ J O O <z o c 450 BEND 9TF OF �pP _ I a 1 Oss- --------------I -I------ I -I-------I -I --- I I I ------ I • I \ 0 E -------------- -----J L------ ------ L----Idt Idt Id Idt dt I t Id y' 17Z7 �7 10 0 I Ic I 10 19 C-900 AS REQUIRED c� . , TO ACHIEVE � O w SEESHEET 3 CLEARANCE •. ACHIEVE CLEARANCE SO 1 WATER LINE •. •. .. SEWER LINE A (STA 0+91.47 TO 6+04.48) 45° BEND (MAIN OR SERVICE) 450 BEND • zo 30 60 NOTES: co co FEET • • 1. WATER SERVICE AND MAIN PIPING SHALL HAVE A MINIMUM OF 48" COVER BASED ON FINISHED GRADES. 2. CONTRACTOR SHALL CONSTRUCT WATER UNDER NON-POTABLE PIPE IF 18" OF CLEAR VERTICAL SEPARATION CANNOT BE ACHIEVED. F .Z 10 0+70 1+00 2+00 3+00 4+00 5+00 6+00 7+00 7+60 3. CONTRACTOR SHALL ASSESS CROSSINGS PRIOR TO BID AND INCLUDE ALL 2580 _ 2580 WORK AND MATERIALS IN THE BID - NO SEPARATE PAYMENT SHALL BE MADE. � 0 (n a a 4. PROVIDE JOINT RESTRAINTS ON ALL FITTINGS. 0 02 5. PROVIDE THRUST BLOCKS PER ISPWC. o0 3� N c N N ? w w w 6. CONTRACTOR SHALL ASSESS CROSSINGS PRIOR TO BID AND INCLUDE ALL m a M N z p -�' o o co c § M WORK AND MATERIALS IN THE BID - NO SEPARATE PAYMENT SHALL BE MADE. w w oo Lq + tin n `" � "t 7. SEE STORM DRAIN, SEWER AND PRESSURE IRRIGATION PLANS FOR ADDITIONAL s` 2576 y r oC 0O °D M w N N N ~ 0O `M' ry t�D O "'VWI2576 INFORMATION. _ •• m N Z z 0 O ti (0 N N C H Wz FINISHED GRADE @ PIPE CIL W W W w w N Z Z O N = Q N H N O Z - J � � - Q �� Z o -� z w _ WATER LINE & NON POTABLE PIPE CROSSING 1 �_ N - = N - � W _ N� n APPROXIMATE EXISTING - - N - - - CION �O 0O - I GRADE @PIPE CIL 0 0 0 0 I II UT.1 __ II o U'Y U J W 10 2572 -\ 2572 =° 1 22 1 4"PI ow Y k 18" I w3 O 10 8..W 12"C900 SD 12"C900 SD W z 03 2568 2568 SSM Al EX. 8"W 0+9147,-17.19 L O RIM: 574.66 J 8"IE IN:2559.81 ( ) U Z 1 W w cp 2564 5 .47'OF 8" DR 35 PVC @ 0.456% of a m z 00 o °oo } 1 2564 L) w 0 w ¢ v v z F 8.• pR 35 PVC @ 1.320% O o T W �� EL a o 2 7.53 39.39'OF 8"SDR 35 PVC @ 0.708% Lu JOB NUMBER: I 9.72'OF 8"SDR 35 PV @ 0.437% ,, vc o.70 °i° D T B 9 2560 83.60 0 8 SDR 35 @ „ _ Q DATE: 3-24-21 L J VERT. CALF:1" 31 2560 w SHEET NUMBER: w UTml 2558 2558 0+70 1+00 2+00 3+00 4+00 5+00 6+00 7+00 7+60 wZ 00LL W SEE SHEET UT.3 SEE SHEET UT.1 > - = 9 s Br / `------ -I - - -- -- - \ ---- -- -- - - - \ -----� 2 6 7 2118 3 - - _ 4"IE•2565 76 d Z ��-' Y \ \ \\ �1 -- - 4 8"X 6"TEE FG: 572.2 + 8.50'R N N - s \ \ Idti Idt dti N I o -- -- ------ ---- - 6„GV(N) 11.50' 1 37.53LF4" _ I C ----- - - QL) t _ =- do�c \ \ 1 ° 203 - - - _ 25.00' n -I 1 1 .25,3� 2% ............................................................3-6..2572 \ o - ` MIN 1 50 LF 6" oo I @ MIN I +` s o a a o / \ \ I N:717937.0741 I 1 J ' 4"IE:2568.31 I I ; ~ -- - _ 3 I I I I I I E:2450243.7820 I \ _ p� I °D I I I I I I I FIRE HYDRANT PER W8 I :w b I - - I I 5-5 {' I ` o ` - \ N:718191.8775, "`. 1 - - - - - 19-3 W r E Ua „ / I I I I I I I I N _ � E:2450233.0789 ' a I 8"X 8"TEE I 4"IE:2565.59 tL �O I 3 - -------- I I C�7 �'. I 3 ° \ \ \\ ' ' �s]� FIRE HYDRANT PER W8 I I I I 8"GV(NW,SE&SW) I °o N a FG:2572.09 I I Q 1 o o BEND(SE) I 6+79.12,38.50'R 1 2 !L /i,,, \\ \\ o � 1 1-5 I I 2-5 I I 3-5 I 4-5 11.55°BEND SW O I I Z '. L- - _ \ p - 1-6 11.50' l' �r I I I I Q o 38.00 LF 4" Q - - - O \ ( ) rn 19-3 -- n ............................................................. O \ 4-6 \ \ t- - - ------ ----- - pp j1 I I I 34.0 8 VC@0.434 0 1 ;'1 - @2 %MIN. I I 4 IE 2562 y I I I 6'OF "SDR35P °/ I ' °/ 58 c a ---------- \• \ \ \ I I I I I I I 1 Z � 4"IE:2568.14 I 1 -- ---- - --- 2 ;d� \ \ \ ` \ '' SSMH B4 8"X 6"TEE: I A I I A c A c 1 A A i A 1 co I I I 4"IE:2562.59 I� tL 00 c E \ N \ \ 3+54.24,0.00 ;6"GV(N) I _ 1.... I I I - i p _, mCPJ °wo ni 2S m � awo nwi Fri(0w mCRJ °wo _' m � awo coo ui L --� +� F RIM:2571.91 n, �2•... �, I �, I " I �, I a, v - - o d}, in in u, N w N - - 4"IE:2562.60 / \ ` :.. ..moo o �I o � can = o � cNn o � cNn o � LL 18-3 ia3U 8 IE IN:2563.43(N) / \ ' „ rn ; � Ln it r it ' E T , J 4 FG:I 2572 05 5 ---- - (n / +; I I a 2-2 8 IE OUT:2563.33(S) w z a I z ? '4"IE:2565.37 z ? r 4"IE:2565.53 A ? ? r 4 IE:2565.71 ? ? r / 6+47.78,38.50'R TAP NEW SERVICES 2.0'APART CIL TO CIL E s d N \ \ �100 \ / - I FG 2571.87 FG:2572.21 / �., 11.61' I / \ FG:2572.03 \ \ 1 LL \ 37.60 LF 4" v U _ y : . • 4"IE:2565.28 L 1 J I L n� E /e @ 2%MIN. 18-3 8� . .00' .. LG d L z �, o M 8„TEE FG: , N // / 4'IE:2568.11 6 FG - - - - - - :' 1 TH N:717891.4821 +- T 2571.78 2 ''• ....."' 4 57219 � � ----------- 4 8G ( - ------- z 5°B ��a I E 2450180 3735 0 ow a . 4 4 4 ��7 AV 44�g o " V N,S&E) 4 END• ',�p� / Q N 136° 8 :• a , 1 .�'•.. E SD Q•�� •sj CF4,. 4"IE:2565.75 � E / SSMH B2 - - - ° N.717876.5882 d m w m 8W 8W 8W W 8 SW 8W 8 8W ,.. ........ ..... .... ��o �, ° . I _ 8"TEE 275.49 LF 8" 180° 234.74 LF 8" i 6k0� �LG s�j. - l� 1 E:2450175.4668 r } 6+35 97,3 83 R .......... 12 _ 1+00 0 2+00 4 4 3+00 4+00 4 4 5+00 41 .4............................... .... 0 4 RIM 2571 88 "" 11.25°BENDS Q 4 - 8"IE IN:2562.05(NW) - Q �� 1 ( ) _ - 8 IE OUT 2561 9 ( ) 3 '' 4"IE:2568.44 3-2 8"GV(S,W&E)::. :'' ! �s a o� a 1 6SD 1 6SD 6S 1 6SD y Q SD @ ° 2SD 1 � 12SD Q `r' ' @ ° I p 242.54'OF 8"SDR 35 PVC @ 0.427% 242.54'OF 8"SDR 35 PVC 0.423/o " ' 4"IE:2565.44 ....... ,� �, -- ,• I 1571 LF 44/ ' I 4 , L------------- - w 17-3 4"IE:2564.95 SSMH B5 :•` - I � � o•• • 3TH AVE � � � � _ • 4 NW 1 4 4 •• 4 -T-- � .. z - •. • ,. ,• •, • 4"IE:2565.35 e • 4 IE.2565. - ° • E:2565.24• - 49 4"I 4"IE•2565 34 .4"IE•2565 64 4 ' 1+07.71,0.00 y FG:2571.85" FG:2571.84 FG:2572.14 ° - - - - - - - FG 2571.99 - - - - FG:2571.74'!ill - - - 2 j� 11.25 BEND - RIM:2570.80 : z 4"IE:2565.46 4"IE:2565.29 4"IE:------- 4"IE:2565.32 4"IL 2565.48 4"IE:2565.82 22.5°BEND 1 I v 4"IE:2566.00 ----- 8"IEIN:2564.57E ----- FG:2571.50 I ------ I 1913E @ 4 °/ ( � O FG:2571.66 FG:2571.99 FG:2571.82 FG:2571.98 FG:2572.32 _ : > 4 -- T I 4"IE: 8 IEIN:2564.57 I 1 1 - L--- 1 -- - -- - 1 -- - - - 1 --- - - - - I u, 1- 1 8"IE OUT:2564.47.•(S # N 1 --- -- 1 -- -1 I M 14-3 16-3 C INE ( ) ° : CONTACT DILL z_ cc z ao z_ rn z_ rn v z o0 1 v z r v z °0 v z rn I ----- --- I N:717877.6322 48-HOURS of I 4-2 � J � c'�O ,� J � ; ,� J � � J � � � J � ; I � � � � ,� � � �- I I U, U- I 1 Li- ti 1 1 cLL - � 1 oLL I I 1 1 t3-3" „' J m „' J `° "' J m J � � I. 27.97 LF 4"@ 2/o w O o N M O \ N °O O a N °° O o N w o \ N I C6 o \ N I M o o N M O \ N I M O \ LO N M O \ N I coM N o N ° E:2450128.8354 BEFORE DIGgNC : • M M M M � M N � N N N N N - Ln M w u� co w M N w Ln N w Ln oo w I �n o w w o w W �n o w g w I _ w 12 3 g 3 ---_--_ -- 1-800-342-1585 ��\\ ��\\ I • •: I I ao' 4"IE:2568 74 - un - v V- M V - M - �n M oo M - M - 12.25' N n _ c i v I r M I r 4•' o v ,� ,' 1 I 28.92 LF 4" 2% - - - - U� - M °D M _ : I` 14-3 • 16-3 I co 1�0 ------- N I N �•.... I� I I ;:'' „ „ I . o° 1 I @ '.• - N:717893.1804 ------ - 4 4PI 4P1 4PI N I I I ""f"" ••.......... I "'f I 13-3 '' I 1 1 1 I :. 1 1 1 ........L....L.....{...................................2572 I 12-3 , I I 4 '. .. 1 1-3 1 2-3 3-3 1 4-3 5 3 6-3 1 1 1 7-3 8-3 1......... 9-3 1 10-3 I 11-3 1 --- -----_ I I I: 4"IE:2566.1699 Z --- -----� I I I;%` - I I I I ) 4 I 19.72LF4"@13.5% Q I 1 1 1 1 1 1 I SSMH B3 I 1 - - - - I I 3 I U I I I I 11 :�'1 I I - 25jL...... 37.58' �: ------ ---- I I I 15-3 J Cn 25'MIN.,, o I ` I 5+99.85,3.65 R ; ,J. I I N:717878.4708 J I I RIM:2572.07 N: I I ,I T I I 8"IE IN:2562.30(N) 1 I E:2450091.3843 O m o -- ------J mO -----4"IE:2568.84 = 5-2 1''.., 1 3 1 1..� � I I } I I I I 8"IE OUT:2562.20(SE) r I Z) 1 ao I I I �`` I I I I I I I I °o�p". I 15-3 Idti d Ids dv Idti Q cn p (D I I I I I I N:717904.1121, I U) Z Q ------J L------ --- -J L----- ---- J L----- ------j �------ ------� L------ -- E:2450063.0221 °. I I--�`---------- w o----------------J - I Idti N dt ti dti Idti At d Idti Ids Idti Idb Idt Idti Idti 2"BLOW OFF PER W13' Idt Idti Q 2 Ug SEE SHEET UT.3 Z 0 SEWER SERVICES AT [If J SEWER LINE B - (STA 1+07.71 TO 7+00) SHARED DRIVEWAY w z z Lu W � W 0 30 60 0 30 60 z 00 FEET FEET O a �SS\WL Q� G\srE OFF 3 0+80 1+00 2+00 3+00 4+00 5+00 6+00 7+00 1 qT \OP �J 3-24-21 2580 2580 Keyed Notes O 'Poss of K ERG _ 1. DOUBLE 4" WATER SERVICE PER W1 &W3. w 2. SINGLE 4" WATER SERVICE PER W1 &W2. � • -- rn • c N w o c 3. TRAFFIC RATED CLEANOUT PER ISPWC SD-506A. • • . . N � ;n "' 4. MAINTAIN 18" OF VERTICAL SEPARATION BETWEEN WATER LINE AND NON-POTABLE LINE. SEE ; •• •• • 2576 ~ M M N N N N M N M 2576 WATER NOTES 2 & 3 ON SHEET C1.1 AND DETAIL 1/UT.1. � , 1 N G cc N = 00 N Ln Z O ICj .. W W ' O O N N O N I:; W W !/� + - cl) •• I-- - _ fn Co 00 00 c\l co 2 ~ N Z Z D = N N Z 0 fn 00 00 • - ti w W W "* •• w W APPROXIMATE EXISTING LO r 6 00 � N M 00 co GRADE @ PIPE CIL Notes 7 1. SEWER MANHOLES SHALL BE 48" DIAMETER STANDARD MANHOLE TYPE A PER THE ISPWC F .Z 2572 2572 STANDARD DRAWING SD-501. INSTALL MANHOLE FRAME AND COVER PER ISPWC SD-507 AND o 10 MANHOLE COVER PER ISPWC STANDARD DRAWING SD-508. 0 a a 2. INSTALL STANDARD SEWER SERVICE "TYPE-D" PER ISPWC SD-511. INSTALL STANDARD SERVICE <z MARKER PER ISPWC STANDARD DRAWING SD-512. ALL SEWER SERVICES SHALL BE 4" PVC SDR 35, om FINISHED GRADE @ PIPE CIL D-3034. SEWER SERVICES WITH LESS THAN 18-INCHES OF VERTICAL CLEARANCE FROM POTABLE Z. 12"C900 SD WATER SHALL USE 4" C-900 PVC WATER CLASS PIPE. ? 12"C900 SD D 3. 8" GRAVITY SEWER MAIN SHALL BE PVC SDR 35 ASTM D3034 PER THE CITY OF MERIDIAN o" o 2568 2568 STANDARDS. s` a„PI 4. SEWER STATIONING IS BASED ON THE ROADWAY ALIGNMENT CENTERLINE. �3 og .z 5. CONTRACTOR IS RESPONSIBLE FOR INSTALLING SEWER SERVICES 5-FEET BEYOND JOINT TRENCH o �- EASEMENT. > >- w> 6. SEWER SERVICE STATIONING, OFFSETS, LENGTHS AND INVERT ELEVATIONS ARE IN REFERENCE TO THE END OF THE PIPE ON THE LOT. INTERMEDIATE SEWER SERVICE PIPE INVERT ELEVATIONS ARE Z O34.06'OF 8"SDR 35 PVC @ 0.434% PROVIDED AT THE 10-FOOT PUID EASEMENT. aN 2564 242.54' �"SDR35P1___------4-_C @ 0.427 ° 2564 7. ADJUST WATER METER VALVES AND METER TILE LID TO MATCH FINISHED GRADE AND SLOPE. Ci o 8. ADDITIONAL FITTINGS MAY BE REQUIRED FROM THOSE SHOWN ON THE PLANS - IT IS THE �= 242.54' F 8"SDR 3 PVC @ 0.4 3% CONTRACTOR'S RESPONSIBILITY TO DETERMINE ALL NECESSARY FITTINGS REQUIRED TO 'w oa CONSTRUCT THE PROJECT AND INCLUDE ALL WORK AND MATERIALS IN THE PROJECT BID - NO NK SEPARATE PAYMENT SHALL BE MADE. w3 9. CONTRACTOR SHALL ASSESS THE PROJECT SCOPE OF WORK AND ALL EXISTING CONDITIONS c 3 215.18'OF 8"SDR 35 PVC @ 0.424% PRIOR TO BID, AND INCLUDE ALL WORK (INCLUDING SURFACE RESTORATION) IN THE BID. m z3 2560 2560 10. PROVIDE ALL TEMPORARY IRRIGATION DITCHES AND PIPES AS REQUIRED TO COMPLETE THE NEW W VERT.SCALE:1"=3' IMPROVEMENTS. ALL EXISTING DITCHES SHALL HAVE TEMPORARY REROUTING PROVISIONS SUCH Z THAT THE FLOW OF IRRIGATION WATER, AND DRAINAGE OF SURFACE WATER ACROSS THE SITE REMAIN UNINTERRUPTED THROUGHOUT THE DURATION OF CONSTRUCTION. J 2558 2558 11. RETAIN & PROTECT ALL EXISTING UNDERGROUND UTILITIES - PROVIDE TEMPORARY SHORING AND 0+80 1+00 2+00 3+00 4+00 5+00 6+00 7+00 SUPPORT AS NEEDED TO RETAIN AND PROTECT WITHOUT DISRUPTION - NO SEPARATE PAYMENT W J SHALL BE MADE. > c W a m z11 °0° of W H W O N N m U z 0 CL w d,- Q d 0- JOB o NUMBER: W IDB2096 N DATE: 3-24-21 SHEET NUMBER: Li w UTm2 w W SEE SHEET UT.2 SEE SHEET UT.1 ---_ --_ -- 3=E R y -- - S $ O _O m E L T y E v I IL � o� _ -� ----------------- r-------- N:717918.6236-� � ��\ ----------------- i IL Eta g I E:2450554.0748 j \ \ \ I j i i W O a 3 = I 2"BLOWOFF PER W13 �6z \ \ 1 1 ( 7-5 11-6 1 I \ �� /'� �' \ \ 1 I 2-3 I I \ W � =.2o ~�ti o :' I I°•. 1 LLI - i `,, d ,- : \ \ \\ \ o. I 1 SSMH D1 a z0 N ° j s _ \ �.3 0 � j W I N i� do�� h I Q dZ" \ \ \ \ \ > I x 2+00.37,0.00 Q U t = o -y RIM:2571.70 _ _ _ 2°' \ I I - ----N:717931.9492 ----- I \ \ \\ \\ \\ \ 1 - 8"IE OUT:2565.60(S) o ° ------ - L - - - _ E 2450472 6715 \ \ \ \ \\ \ \ 3 - - - - i E.�. 8"BLOCKOUT IE:2564.70(NW 180°) a o�_ z o N " - - FIRE HYDRANT PER W8 \ ao �"� s 0 -------•�'....S ----------------- _- I \ \ \ \ \ N \ \ \\ - TOE-TOE \c w O$3 0 ..• 4-6 P • oi� °'_ate, E�o Z+ m 1 I Z6.93'OF 8"SDR 35 PVC @ 0. pq 420% 1 I \ \ \\ \\ \ \ \\ Z SSMH B5+ N:718448.1069 ...E:\ _ v oc N¢� ,EE E 1 I I I I \ \ \ 3-g \ \ \ k \ LINE B.1 07.71,0.00 E:2450065.7656 - N 3= \ \ Q x N:718570.3679 I J SSMH B1 1 I \ \ \ Q \ LINE 5 0.80 8,7.63'L 1 o E:242 295.3903 6-5 12-6 I \ \ \ \\ ' \ \ RIM:2570.80 2"BLOW OFF PER W13 4P1 0 4 y Z 11.50' 1 \ \ % C� �' \ 8"IE IN:2564.57(E) - 1 ------_J -----_- 9+67.68 0.00 N:717907.2648 \ \ \ \ �, \ o m \ 3 25�1 SSMH Cl D 1,�yp \ 2"BL�>>FF PER W13:-' `U p L------- - I E:2450554.5665 \ \ \ \ \ a < o aD• 8"IE IN:2564.57(W) 1".........3+74.21,-4.75 L ? WITH TRAFFIC RATED RIM:2573.24 S �. o \ I '; \ u """" - I 8"IE:2561.64 - \ 2-6 \ \ \ \ \ ? v; < 8"IE OUT:2564.47(SI f FRAME AND COVER a 8"TEE 8 'IE 1N:2561.61 (E) \ �', \ \ - IE OUT 2565 0 ( )STA:9+76.60,0.00 \ \ RI .... .................. a 8"GV(N,W&E) 8"IE OUT:2561.51(W) as �' EM 2570 71ao \ \ 4„IE:2566.09 5 8• 4 E � p T-TYPE \ \ ;r \ 4"IE IN:2565.37(NW) I I a .�" s p N 4 FG:2571.36 - �,.1.50 LF 6 CLEANOUT \ \ a+ I 8W 200.10F " ° ....... • ' \ '.•: , \ < 1 ��: 4 ° I g 8 81.68 LF 8" c� - - ~ 8 c................... OTT 8W�SW PER S1 � - - - � � 8 TEE OF „o a 7+0 � .. _ 8W BW...... .. \ \\ r, \ \ \\ 11.25°BEND(S) 3 �s 55SS 8 C @S 7 4+00 ti I �'G a c E ••., 66 "SDR 35 PVC 00% � ` � W. SANTIAGO ST. 4 8+00 ° 9 6 TEE o R` e \ \ W g p° .n - _ 2-2 M 6„GV(N) 9+00 4�- - - \ o- •, .r ...•.... 5 �y9° T � r�3° \1 2 `� ' �• 3 tvi � Q w S8 - - .d \ o-..... $......... ::. E S 80.21 LF 8" o o _ 215.18'OF 8"SDR 35 PVC 0.424/o S8 8S -T 6' 2 1 / 7 @ 42p 10 OOOPIN \ - v� 4 @ _ \ o. 3+00 W.W \ c� - W m a� - a A 109.58'OF 8"SDR 35 PVC @ 10:428.%v... ° o vC "' I s i Qp >` i N o 179 �, \ ••°••FG:25 1.81 :•- 8 M8 �3yQ 12 LF 8,. mg LF g„ 4 <� o co 4 \\ _ W \ 4 IE:2566.33 SO :25• 55.55 = Q N °E ............. 2572 4"IE:2565.92 ""{�•�� FG 25 8 OF 8' o :' 4 :O v° I 1 0 �\ IRRIGATION USER SDRAIN 4"IE:2566.79 \ 72.69 o g 4 �g //� - -GRAVITY _ FG:2572.42 11.25°BEND 13 - - I 4 �s o �a 'FG:2573.29 "" 4"IE:2566.04 ao I a \ a. = - >o • .. . ..•. _ •.. wry 4"IE:2565.76 4 IE:2566.09 �.' _ - SSMH C2 k�0 �Ov, 8MB FG:2570.99:, ° 2 i 8"TEE m w o m 4"IE:2566.62 LI C:1+71.10,-5.41 L 4 fa L T FG:2572.26 FG:2572.59 11.25°BEND -- - -- J 8"GV N W&E 4"IE:2566.36 -- ( ) 1 FG•2573.12 ' --- --, r---- --� 2 - - •; I �iK1E•D•••1+09.11,OL: .. /• -�, � -- I � /•'. --- 1 -- ---1 I RIM:2572.84 .84 LF 6" 4"IE:2566.16 1 I _ FG:2570.81 / 1 `� Z v co "' I o/ FG:2571.40 1 'v z o 1 11.250 BEND o LL Z - ' m N N I o LL _ o LL z cD :.. i M I 8 IE.IN:2565.22(N) o, LL - J �o w � �, m - J � �cc;p 1 <. � z � � � zM u tr�F� I � J � �. I I 00 o N N I M r- e �„ :: / ullJ J $..:�...UT:2565.12(W) ��v a I M N N I.. I "' iii I I w SSMHC2 ... z a w aa\\ I N :+ M o N °O u� a uO �` F$� ^� W ,n v C)3 - N:718478.9615 p O0 OD p M V w W ' :• N N M N 0Q G r M - '•'•..I _ !i '( cn v M Ud - :'' ;` '� w ui oo `" w I I '. o \ 20 8"X 6"TEE: ° vms� � u 'v \ E:2450100.1332 LINE C:1+71.10, 5.41L................. M U I 8� a °° ^ M @� - ��• 3 4 0 > _ c-� o + N S` \LINE D:1+09.11,OL 1 I o I 6"GV(N) ' '` / I I 1 � s. y I I M I I "' I I 4„IE:2566.27 M .. / �, OQQ \ RIM:2572.84 a' 4 ° I ;' �g 0 / 1 20-3 CL 1 21-3 I 1 6 4 2l$01F cP 11.25 BEND �\ s ': I I- I;' t- •:: ' , / S W / \ 8"IE IN:2565.22(N) 1 I 1 1 Lc��' 22-3 I I m 1- 3-2 4-2 5-2 ............. .2565.1 C 48-HOURS WACT INE 1 2-4 1 1 1 3-4 I �� 7, 2. � 2 11 1 I� I :� w egg... IE -.- 1 SSMH A3 ; :. \ 1 I l = I 1 I 8"X8"TEE � ; 7!'d :1 I 11 N /r \ \ \ y 1 LINE A:2+81.07,0.00 r I I I / \ \ \ AFORE DIGgNC L...... ' 1 1 I /8"GV(N,W&E). N:718489.1649 w / \ 1 :.. 1 1 LINE B:8+54.13,2.46'R I ' : F.J. 1 1 :I I I I 1`. :' W �� \ \ \ \ 1-800-342-1585 1 RIM:2572.71 1 \ LQ E:2450265.5012 I I I CO) \ \ \ \ :• '1"' 1 �150 I•....•' 1 8"IE IN:2561.04(N) I FIRE HYDRANT PER GRAVITY IRRIGATION I I \ \ \ R W8 \ 8"IE IN:2561.04(W) 1 USER'S DRAIN s I 2 1 ........................... I 1 / \ \ N �\ 1 1 1 8 IE IN:2561.04(E) f " s�4 1 1-1 1 1 --------- - \ \ 2-6 Z :... 1 _ 3 1 I I I rt r ( \ \ \ \ s I 1 1 I 8"IE OUT:2560.94(S) \ 1 I \ - it ` \ \ \ (� O �- :........... -L----- ..................................... 'o a. J ------ -� -J \ \ 1................................. :: ---- 1..................................4P..1.............................................qPl........ ... - -- ------- \ P. �5j1 .................................................................. . 5........................4..... ... 4 P 1 ............................................... .... 4P.E S..4P...................................4 PL. r. ................................................................ ... ..............,'., TOE •.i TC3B ...: ............................................ Idt dti Ids dti A / E� -----------....................................... \ ur E- eIB35oH o , dol..................... ---- -- ------ -w:--------- 1-4 I \ \ \ Q \ \ \ 3 :s \ \ O m \ \ \ Q Cn 0 N Q N WATER + SEWER LINE D w U) o N o ° w WATER + SEWER LINE B (STA 7+00 TO 9+76.60) WATER + SEWER LINE C (STA 1+71.10 TO 3+74.21) (STA 1+09.11 TO 2+00.37) _ 0 2i z 0 30 60 0 30 60 0 30 60 w FEET FEET FEET Q � IV Q _ _ ~ w 1+30 2+00 3+00 4+00 L ~ 7+00 8+00 9+00 10+00 0+80 1+00 2+00 2+40 � 0 2580 2580 2580 2580 0 0 00 � � � SS�ONAL FNG o co N L, 2580 2580 J z �`` �G\STE OrLOt00• C N N J "' 0 �LO L 3 0000 U') ti N m oo M N a}o � Z N N = = n N W W ' •••r 2576 O oo 2576 s�. 3-24-21 2576 3- "idd _ _ _ �, } _ - 2576 N � J W-, � � N oLp = nn9TF SOP W W W W_ W W_ G7 O Q' eo 00 of .[> LO O ih 0 ti N O L r0 OF APPROXIMATE EXISTING ? ? d o W N o co v z c) p N O Y SS+ �j \G�S fn J J Q' 00 00 00 CO + + N O 1� LJJ o W W W C " � U ,1 ER GRADE @PIPE CIL v ti ti J �, z_ z_ �_ = N O O FINISHED GRADE @ PIPE CIL 2576 = - o N 2576 _ J W W W w o 0 0 'S m N LO FINISHED GRADE @ PIPE CIL c - - . CO Z_ Z_ - - } + IC! - " I- N U OO 00 • • V) J J O O m r M I N N j U NLe O ? , .• .• • • W W . • • .• .• .• Z_ Lu w w W W + - APPROXIMATE EXISTING • • � • 2572 2572 w oo co 2572 GRADE @PIPE C/L 2572 , ,• ,• ,• • • . . . APPROXIMATE EXISTING GRADE @ PIPE CIL C) . ' u 12" U) GI 2572 2572 4"PI I • / O a PI 12"C900 SID PI7 uu 2568 2568 2568 2568 FINISHED GRADE @ PIPE CIL o Z .o O0 ¢go o 2568 12"C900 SD 2568 4"PI I 87.26'0 8"SDR 35 VC ° <z I o Z. o O 3� 2564 E I 2564 �_ 2564 2564 I oo 130.68 F 8 SDR 5 PVC @ 0.420% I HORIZ.SCALE 1"=30. VERT.SC LE: 1"=3' g 2564 2564 2562 2562 0 � C @ 0.424/o I 0.428°o 109.58 OF 8' SDR 35 P C@ W w J ° 664 .55'OF 8"SDR 35 PVC @ 0.700% + + + + 8"W � w> SCA "= Notes �z �N 2560 ORlz.SC = 2560 VERT.SCA E:1"=3' w VERT.SCALE:1"=3' 10 1. SEWER MANHOLES SHALL BE 48" DIAMETER STANDARD MANHOLE TYPE A PER THE ISPWC STANDARD Q 6.93'OF 8"SDR 35 PVC @ 0.420% 2560 2560 DRAWING SD-501. INSTALL MANHOLE FRAME AND COVER PER ISPWC SD-507 AND MANHOLE COVER PER -t! ISPWC STANDARD DRAWING SD-508. 2558 2558 1+30 2+00 3+00 4+00 Ow 7+00 8+00 9+00 10+00 2. INSTALL STANDARD SEWER SERVICE "TYPE-D" PER ISPWC SD-511. INSTALL STANDARD SERVICE MARKER V3 PER ISPWC STANDARD DRAWING SD-512. ALL SEWER SERVICES SHALL BE 4" PVC SDR 35, D-3034. SEWER .. o SERVICES WITH LESS THAN 18-INCHES OF VERTICAL CLEARANCE FROM POTABLE WATER SHALL USE 4" C-900 m 3 PVC WATER CLASS PIPE. O 03 Z 3. 8" GRAVITY SEWER MAIN SHALL BE PVC SDR 35, ASTM D3034 PER THE CITY OF MERIDIAN STANDARDS. W 4. SEWER STATIONING IS BASED ON THE ROADWAY ALIGNMENT CENTERLINE. Z 5. CONTRACTOR IS RESPONSIBLE FOR INSTALLING SEWER SERVICES 5-FEET BEYOND JOINT TRENCH Keyed Notes EASEMENT. A 6. SEWER SERVICE STATIONING, OFFSETS, LENGTHS AND INVERT ELEVATIONS ARE IN REFERENCE TO THE END Z Lo Ln 1. DOUBLE 3" WATER SERVICE PER W1 &W3. OF THE PIPE ON THE LOT. INTERMEDIATE SEWER SERVICE PIPE INVERT ELEVATIONS ARE PROVIDED AT THE W - -,m W 4 10-FOOT PUID EASEMENT. z r z "T"t ir 2. SINGLE 4"WATER SERVICE PER W1 &W2. W o o�0 } 7. ADJUST WATER METER VALVES AND METER TILE LID TO MATCH FINISHED GRADE AND SLOPE. Lu Y N v m 3. REMOVE EXISTING BLOW-OFF AND CONNECT TO EXISTING 8" WATER. co v" Z 8. ADDITIONAL FITTINGS MAY BE REQUIRED FROM THOSE SHOWN ON THE PLANS - IT IS THE CONTRACTOR'S 0- _� �4. MAINTAIN 18" OF VERTICAL SEPARATION BETWEEN WATER LINE AND NON-POTABLE LINE. SEE RESPONSIBILITY TO DETERMINE ALL NECESSARY FITTINGS REQUIRED TO CONSTRUCT THE PROJECT AND QI 0- 0- W LL WATER NOTES 2 & 3 ON SHEET C1.1 AND DETAIL 1/UT.1. J a INCLUDE ALL WORK AND MATERIALS IN THE PROJECT BID - NO SEPARATE PAYMENT SHALL BE MADE. 5. CONSTRUCT WATER UNDER SEWER. 9. CONTRACTOR SHALL ASSESS THE PROJECT SCOPE OF WORK AND ALL EXISTING CONDITIONS PRIOR TO BID, W JOB NUMBER: 6. LOWER EXISTING WATER UNDER NEW USER'S GRAVITY IRRIGATION - PROVIDE ALL FITTINGS AND AND INCLUDE ALL WORK (INCLUDING SURFACE RESTORATION) IN THE BID. � IDB2096 MATERIALS - NO SEPARATE PAYMENT SHALL BE MADE. 10. PROVIDE ALL TEMPORARY IRRIGATION DITCHES AND PIPES AS REQUIRED TO COMPLETE THE NEW 4 DATE: 3-24-21 IMPROVEMENTS. ALL EXISTING DITCHES SHALL HAVE TEMPORARY REROUTING PROVISIONS SUCH THAT THE SHEET NUMBER: FLOW OF IRRIGATION WATER, AND DRAINAGE OF SURFACE WATER ACROSS THE SITE REMAIN UNINTERRUPTED THROUGHOUT THE DURATION OF CONSTRUCTION. W 11. RETAIN & PROTECT ALL EXISTING UNDERGROUND UTILITIES - PROVIDE TEMPORARY SHORING AND SUPPORT UTm3 AS NEEDED TO RETAIN AND PROTECT WITHOUT DISRUPTION - NO SEPARATE PAYMENT SHALL BE MADE. W co MATCH LINE - SEE SHEET G1.1 / -��- - - - - 4P1 4P1 RG B1 36 BOXI I !\\ GI 48" M - _ \ 2570'' .� -B7 HNotes/ \ � I + w z L__ / fit' 6 05.12 0.00 0 / r-\----�- �-- � ----� r------ 6+36.20 0.00 ••.? �1........`\-•" I:f °'Q=y / I 1 1 / 1 s� \ RIM: 2572.00 IL / 1 --- 1 / RIM: 2574.05 ...... ... ?... .....�......... ...... I•.1 / -� I �I I \ 1_1 \ �\ .•' I SUMP EL: 2564.53 / ?1z°=zs64.D7' GI-B5 48" MH SUMP EL: 2565.06 .................S 73 11p "0 I 1. THE CONTRACTOR SHALL HAVE APPROVED PLANS ON SITE AT ALL TIMES. ALL WORK SHALL BE W I 15"IE. IN: 2565.53(S) / 0� 3+22.08 0.00 3 a�-o II 1 16"IE.IN: 2565.56(S) 5 \ I I: I 1 0 COMPLETED IN ACCORDANCE WITH THE THE US ARMY CORPS OF ENGINEERS SECTION 404 PERMIT FOR p H i d��ti o /I \ i"' 15"IE.OUT:2565.53(N) -ij� RIM: 2570.95 15" IE.OUT:2565.56 N ? '' I I� i- 855 THE PROJECT, D THE CURRENT EPA CONSTRUCTION GENERAL PERMIT ( G ) w � _ �s N 2 nN ( ) < :' { °�° 27.58'OF SDR 35 PVC 0.127%55/ 15"ME EN 256518 AN T C P . d _ a �300 a0 L -5-2 L' I 1 4-2 I I 3_2 1 2-2 '1_2 �� 5 �__ Ssi (SE) 2. ANY CHANGE FROM THE PLANS SHALL BE APPROVED BY THE ENGINEER. Q L) t o o N o N :. -�I { I I I I I ! y - ,8 12"IE. � ooNo�a��= �� - _ I I I I I I II I\ 11 III , 2. CONTACT THE PROJECT ENGINEER 48-HOURS PRIOR TO BEGINNING WORK TO COORDINATE INSPECTIONS. o _ _ s ti g55/ 49.86'OF 16"C905 PVC @ 0.129o/u UNINSPECTED WORK WILL NOT BE ACCEPTED. o -- ' .` I _uI T'-' I I I I 12 I RETAIN&PROTECT EXISTING t•.. / 3 11 3. PROVIDE WATER TIGHT PIPE CONNECTIONS TO IRRIGATION STRUCTURES. GROUT ALL PIPE a oN 12"ADS GRAVITY IRRIGATION DRAIN PIPE i I :;' ;'. •' I` %O CONNECTIONS TO IRRIGATION STRUCTURES USING NON-SHRINK GROUT. _ - � I s 18 ° � 3N cE S '' S 0 _ ___ - `•, - I �'o.•••�• ��\ 74 32.06'OF 15" F679 PVC @ 0.145% 4. FINDER TAPE SHALL BE INSTALLED ON ALL IRRIGATION PIPES. TAPE SHALL BE 2"WIDE, METALLIC RED IN N¢° N Z B2 36"BOX \2\d COLOR, WITH THE WORDS "DANGER-UNSAFE WATER" CLEARLY MARKED ALONG THE LENGTH OF THE = L p - E SHALL BE PLACED BETWEEN 6" BELOW THE GROUND SURFACE AND 18" ABOVE THE TOP OF .2 y a: :. .•.. 20,0 TAPE TA _ o _ - aw W W RIM: 2574.20 \ ;\ 1 \\\ NVNw,s=zsss. \\ THE PIPE. o aQ ----- - - 8w SUMP EL: 2565.13 1 \ \ 7 Ill \ s E y 1 I I � �° GI-B648"MH a �•as••••••.................. - ' 1 `� \ \ �? '^ I j / 1 3+58.14 0.00 5. THE EXACT LOCATIONS AND DEPTHS OF EXISTING UTILITIES LOCATED WITHIN THE NEW PIPE CORRIDOR o o - 15" IE. IN: 2565.63(S). \ 1 \\\ I1 1\\I rrj\ I\ IL v _ o \ 1\ I:'7' RIM:2571.50 ARE UNKNOWN. CONTACT ENGINEER IMMEDIATELY IN EVENT THAT UNDERGROUND UTILITIES ARE o H W -16" IE.OUT:2565.63(N) \ 1 1\\`; \1\ ' ` »" \\ ENCOUNTERED THAT REQUIRE MODIFICATIONS TO ACCOMMODATE THE IRRIGATION PIPE OR a 3„N'y __ ---------_ \ \ 1 �I\11� \\1 \ 1\\\\ SUMP EL: 2564.23 STRUCTURES. c `_ oo� 2 d. �\ \ 15" IE. IN:2565.23 S E- r ^ N �... + \ \ \ 2-6 \{.�\\� 15" IE.OUT: 2565.23(NW) U 4Pa••... ( \ II I \ K s \ \1\\ GRAVITY IRRIGATION LINEA \� \ 6. CONTRACTOR SHALL ANTICIPATE THAT THERE WILL BE DRAIN WATER FLOWING WITHIN THE DITCHES SEE PROFILE ON SHEET GL2 DURING CONSTRUCTION. CONTRACTOR SHALL BE RESPONSIBLE FOR DEVELOPING AND IMPLEMENTING A - a !11\ \� \ \, PLAN TO DEWATER/BYPASS PUMP WATER WITHIN THE WORK CORRIDOR AS REQUIRED TO COMPLETE Q N o N T 51.1 6 \ \ \ 'llll I 1\ \\ \\ ` GRADING LIMIT CONSTRUCTION. ALL WORK, MATERIALS, EQUIPMENT, PUMPS, TEMPORARY MEASURES AND LABOR = a B. S Ia \ \ \ \ 1 ` \\I\I \\ \I MATCH EXISTING ASSOCIATED WITH DEWATERING/BYPASS PUMPING AND ASSOCIATED WORK ARE INCIDENTAL TO THE `� s 1 \\ 4_g 11 \ �' \\ 1\ \\\\ \11�-6 0 \I WORK. CONTRACTOR SHALL ACQUIRE NECESSARY PERMITSIAPPROVALS, INCLUDING OBTAINING AND a m L5 a T o� m a \ \I \1\ 13 258 03 OF 15 SDR 35 P 23°/ 9� \\ ° \-------------- - VC @ 0.1 0 \\ \1 IMPLEMENTING A SHORT TERM ACTIVITY EXEMPTION, AS REQUIRED TO COMPLETE THE WORK. NO \ \ 1 \ \ \ \ \\I CID \\ �3 0\1 SEPARATE PAYMENT SHALL BE MADE. 2-3 :o• \ \ \ 2 111 / \ GRADING LIMIT 1\ 1 _ 7. AIR/VACCUUM TESTING IS REQUIRED FOR IRRIGATION PIPE AND STRUCTURES AS PER ISPWC SECTION 601 MATCH EXISTING 1 /- � \\1\ COORDINATE TESTING WITH ENGINEER. 1 -- - ' ti 1 ' L 8 DETAILS AND REQUIREMENTS GRAVITY IRRIGATION CONSTRUCTION SHALL CONFORM TO THE SPECIFIC �'o A 11111 V\I\ l �--1j OF THE FOLLOWING SPECIFICATIONS AND ISPWC STANDARD DRAWINGS; / 11\ 11\ 1111 a. TYPICAL TRENCH - PER ISPWC SD-301 CONTACT DIGLINE 1 3-3 I 1 • = w 111\ 1 m \ b. CLASS A-2 PIPE BEDDING SYSTEM (TYPE - 1 BEDDING CHIPS ) - PER ISPWC SECTION 305 AND SD-302. �H�I :: .. . . , 11v / BEFORE DIGGING c - - - ° --- ---J r / HALL BE STRIPPED WITHIN THE LIMITS OF THE TRENCH AND NOT BE REUSED FOR TRENCH - - � , , I � � \ TYPE A TRENCH BACKFILL WITH TYPE A 1 COMPACTION PER ISPWC SECTION 306 AND SD 301 NOTE: \\\\\\\\ \�'. I I I I d 1 TOPSOILS 1 800-342 1585 --- - --- - 4P1 4P1 \ 1 I I N \ _ \ \ \ \ BACKFILL. I J '• �`'• "°= � I\ - - ° \ � 125 99'OF 15"SDR 35 P °/ i i �� I\1 L s s \\\\� \ }.��. VC @ 0.128 o 1 I � I 4-3 I I `••: o � ,� .=-�• I i a„ I \ r-----� r-----•:�• o I\\�\\-rds° / I I I � I, \\\o d. SQUARE 36 INSIDE DIMENSION PRECAST IRRIGATION BOX WITH 6„ SUMP AND LID- PER ISPWC SD-619. I I I I I I 11\u K GI-B4 36"BOX I \\\ \ e. SQUARE 48 INSIDE DIMENSION PRECAST IRRIGATION BOX WITH 6 SUMP AND LID- PER ISPWC SD-619. z r' ... \1 „ I III �a' II\\\ I I \ \ \ f. 48" MANHOLE PER ISPWC SD-611 WITH 1-FOOT SUMP. O ................ --- GI-63 48 MH I \ / I II I / 10+80.22,0.00 U I _ ..�..... - s �� 9+50.73 0.00 �I!'\\� RIM: 2571.73 \� \\ - - -1 } 7 Io III 11 1 \ \\ J > I I I 1O \ w / Keyed Notes X 0 I � • • I I RIM:25 1.40 1 : � I\ SUMP EL: 2565.59 ,�. 9 I f-s SUMP EL:2564.94 I 1 ': \ 15"IE. IN:2566.09(E) \ 9 O = m II ?s� = °� 15 15 IE.IN.2565.94 E I \\\ 15"IE. OUT: 2566.11 (W) \ T I "`"'~ 't••........ I 12"IE.IN:2568.15 SW �i\ "�""_' ' 1 2572, -TOE E.G, I 1 PROVIDE WATER TIGHT CONNECTION TO EXISTING PIPE - I 4•�.....L...' 15"IE.OUT:2565.94(N) I 21 �, -� - �rc; ,... � ... - :� ; I N l „ Z --- - ---J I I I I 8.,.% _ 10+0C� - _ =- - - = ----,-i�> i.� I ' 48"MH Z GI-67 2 RETAIN & PROTECT EXISTING 15 CHIP PIPE W U) Q ; I - \ - - 36"BOX 2570 :I ,�5j1 sj C ° j I 1 �__ �� \ GI-B1 X ?' •o + O 0 I 19.38 OF 12 SDR 35 PVC 5.118/0 ' '•. S� f 6 05.12 0.00 3. RETAIN & PROTECT EXISTING 18" PVC PIPE. ' '•. @ 9' D �{DEBRIS EX. 15 PVC -- J•1.........! I mil' � �'° COVERED vn 6+36 20 0 00 �'' I:.f + 1.. ___2+Op __ 2 \?s�� RIM: 2572.00 4. RETAIN & PROTECT EXISTING IRRIGATION BOX. w � � � � .' 3Ct- - :�_- RIM: 2574A5�••• ... • .1.._\........�,. .I-.I 9 - \ 1'\ SUMP EL: 2564.53 = U I� 6-3 i"........•1 � I ! s 48" DIA. PUMP STA. MH-- "1 I o l SUMP EL: 2565.06, \•..............•••2573\• 1 5. 36" SQUARE WATER TIGHT PRECAST IRRIGATION BOX AND COVER PER ISPWC SD-619. I .`. _•• 1+23.38 10.33R ,- - ,��- 1 12565.56S \ 15" IE. IN: 2565.53(S) T �I 4 \ -- 15 I I .j 5.5 O . ' � ••••�•'"'•'�"• '- • ' IRRIGATION BOX AND COVER PER ISPWC SD 619 ' -. ' RIM' 2571 88 '•� s :` 5e ��6" E IN: S \ I 1-1I 15" E OUT:256 3 N 6 48" SQUARE WATER TIGHT PRECAST R IA/ R .•.. ... I �� \ - - - - `� 5 _- E IOUT•2565 56(N) :\•'I �_ p --- SUMP EL: 2561.14 - N o ui LU _ W.HOMESTAKE ST. . II --------- I - / ' 2 .5 OF 15 S R 35 VC 0.127/° - - Q r �� 7 8 p p 7 GIRR BOX GI A5 (SEE DETAIL 4/GI 3). 10" IE. IN: 2567.04(E) ��-�• L -T_____ I ' GI-C2 36"BOX z '1-2 8 GIRR BOX GI C E DETAIL 3/G 2 [-- VIE* i i r - -.........., _ �� _ s I l 2+55 -,�e� - 5 - (SE 1.3). W ui 1 � � - �\ / - 93,0.00 €s \� I 1 I� \ 5s .. Lu L I 1 7-3 ' 1 1 ' ! � o 8w 7-6/ " 1 o RIM:2571.80 i 1\ Nlillll_--�/e 9. PUMP STATION MANHOLE - (SEE DETAILS 1/G1.3 &2/G1.3). W z a o i 6.34 OF 10 F679 PVC @.1.261/o \ I �. / o z o SUMP EL: 2567.93 MATCH LINE -SEE SHEET GI.1 3 I I II _ 10. 11. USE FLAT CONCRETE LID WITH 24 DIA. FRAME AND -- -- --------- COVER 1 0 MIN SUMP NO STEPS REQUIRED ....... • � ' �• ' � 1/�- /�� 12" IE IN:2568 43 S) RRIGA . •. � `M 48" DIA I TION MANHOLE PER ISPWC SD-6 ---J - GI-C1 48"BOX _ I „ -- 4P1 + +' • \ - r -------- I 12 IE.OUT: 2568.43(W) 4Pl - - ----- - 1 23 0 -= t-- 11. FIELD LOCATE AND CONNECT TO EXISTING 12" ADS - PROVIDE WATER TIGHT CONNECTION TO MANHOLE. 38,0.0 --�� N �I RIM:2571.88 cNi I �SS FNG/ / \ 12. RETAIN & PROTECT EXISTING LIVE IRRIGATION DELIVERY DITCH. G\STE o SUMP EL:2564.86 `�\ N 8-6 - Q`c Fes. I I// \\v / 12" IE. IN:2567.90(E) I 1 ---;- -____J s 12"IE.OUT: 2569.14(NE)...• - L GRAVITY IRRIGATION LINE C r / LJ_ -: --- - _ - : -------------- ---- 10"IE.OUT: 2567.12(W) - - - - SEE PROFILE ON SHEET GI.2 1 J r-- ---------� s ----- - ----- ------ ----- �j 3-24-21 �O ,\ 1OF 2-5 II ° 1 _ I BOSS _ 128.56 OF 12 SDR 35 PVC @ 0.408/0 9 6 I 1 I {( E(�\G 9-3 I N ! :' :' 7 - -- -- --- -- -_ --__ - --_--- 1 261.84'OF4'SDR35PVC@0.414%______ :----- -------- - .. ..- - --- - ---- -- I \ _ 1 8-5 1 1 ' 10-6 1_I 6+73.36 1.99R ' •• �• • 1 �I �...,\ .:' 1 �,� �\ 1 �_ 11 � N .: I I I I • . . . I I I 1 :' 11 11 r ui '. 1 I RIM:2575.50 L--- / \� 1 z a `:� L-- 4.13' ! WEIR _ 1 /---------- s ----1------ o + , _J ---J -_ -_____ CREST EL: 2572.25 --- �/- - SUMP EL:2570.50 I ' _- - - J II �� ---__ ------ 5.' ,• ------------- ---- 12" IE. W • b I II IF �' ' o:' - ; 1 , GI-C3 36" BOX I 12"IE.OUT: 2571.00(N) _� I II I I 4-5 7-5 5+20.77,0.00 11-6 I i 11-3 6' I 1•'•• I I .�•.: RIM• 257339 I I : _____________�J L_� SUMP EL: 2569.01 - - I ---- - ---J '. - - ------------ I 1 - i �o / 12"IE. IN: 2569.51 (S) j o -------------J '.� 1 -------------- 1 -------------- 12"IE. OUT: 2569.51 (N) --- ----- 2.00'OF12"SDR35PVC@0.000% / I o :: 1 1 ...... .................................................... 1 >a _I 12-3 `:: 5-5 1 1 6-5 :' 1 12-6 I 1 0 1I \ 1 I 1 J 1 ----------- ------- -- ......... I ILD GI-A5 "'. o 1 '.• --------- L----_----- 49.52 OF12 C-900PVC 0.430% I I I I I 00 L--- ,. ....... ----- 57 _ _ RIM - o \ ::• J 1 6+62 49,0 55R N _ _..... �? B ;: - - - - - I co OP OF o" I : . : . _ . • � • GI-C4 36"•BOX .:..' : • : •• �Q • T CHECK EL' 2572 75 • : .: •, 8W T 8W 5 ...................................................... W.SANTIAGO ST. 8w 8w 8w 5+73.28,0.00;w sw..... •• 18"IE. IN: 2572.04(S) I EX. IRR BOX oLL � RIM:2573.54 4P1 �� STA• 6+83 97 0 • 0.00 �_ : . - 18 IE. W aPi I z �D .. .................... ° G• : : :• ,. , . ' o o s8 - se - 97 08 OF 12 SDR 35 P ( ) 4 i N .......... 1.50 OF 18 F679 PVC @ 0.000% 14-3;:: :;.... .: ..,.':-'•• SUMP EL: 2569.22:................. VC @ 1.314% 12"IE. OUT: 2571.50(E) RIM: 2575.20 o� ............. 12"IE. IN: 2569.72(S) "�•�•••'•••. 1+00 I.:':.::'; ' .• •'•:..` "•.'• '.'''.' ::': :": ': :,.. .. . i 18"IE.OUT:2572.10)W w> 18" IE: 2571.50 i \ ':........ z51� 1 \ - - + : - _ /toE E-T E OE =N c 8 I Nn I �w Ln GI-Al 36"BOX mo I I''t',.. 1 1 1 1 �\ 1 / I I 5 z o I I I 1+03.00, 0.00 RIM: 2573.53 1 1 1 1 1 1 j j 1 1 1 I�I\ 1 GI-A4 36"BOX :' I I I I : �+ CAI 22 I I� I ;:' I I I I ?0 2577......... . .'......................................18 --------- GF' 1861 I i ---------- SUMP EL: 2569.08 / 3.00' ?s��'I• 1 1 1 j 1 1 1 1 1 1 1 I \I1 5+80.12,0.00 I 1 1 1 � I :� :0- 18" EXI 18 PVC --- ad NK/ I RIM:2575.10 I I I �� - 114 LDS IE IN: 2569.58 S / II 15-3 I'' ....L..........1.f.-4......... ----------------- -- m O TIN " 11 1 / I ...1....�. , 17-3 18-3 19-3 1 1 261 3 1 k :: I I I / I I --- -j 18" IE.OUT: 2571.50(W) I I 80.01'OF 18"F679 PVC @ 0.242% 1 I 1 11 21-3 SUMP EL:2570.20 1 I I 2-4 1 1 // 3-4 1 I SEE IRRIGATION DIVERSION BOX LAYOUT DETAIL 51G1.3 --__ -_-_ 1 I I I o ------------ 1 18 IE. IN: 2570.70(E) 1 I I I li I I I o :' -------- � a3 I� I 18"IE.OUT:2570.70 W 1z i JI ------------ >Y I I�I 1 I ( )" ..: �` __ \----- 4.13' ------------------------- - ---- -------- 3 y o 03 i d �> 336.04'OF 18 F679 PVC @ 0.239/o I Iy 1 1�1 I "•.:. -11 I 1 I I --- -------- -- -------- ---- -- -- ----- z o - -� ; ,. --- ----- o 1•..... 1 �- ------------ --- ----- -I 1 ----- W GI-A2 36" BOX III N9 �ti 1 :'I'""52.09 OF 18 F679 PVC @ 0.242 . i SEE GRAVITY IRRIGATION DETAIL A ON THIS SHEET - -- _ B ��B P c 18 Pvc Z .5..{ 1 1+86.00,0.00 --1.29 OF PV 000% 1111 I J ,'� I I � {.• I -� L- I �I 1 I I @ - RIM: 2575.20 ti I!..I.::......t........ ..-2574........ ............ ......................................:rt..-.-...... - 1. .. .A__� 5 /� ;�' 5 ?sus..... 1 ' ---------- J I •2+(}t 2575 4P rn -----I -L---- I OP OP OP aP- I I a...... y ' ............ 41. .............................5" ............ ...�./............ 3+00 .......................h.E�I. 2574_.......... . :......�.... 1--'n--_4 :; SUMP EL. 2569.27 2576 �.......•• ---.. ........................4�............... ........ 1................. ......... np 2575,,,,.-,,,,.. I a�.... y, °1... s. 00::':::":... P 2575•• .-Y•................ N. „ 18"IE. IN: 2569.77E i'• .-.. ..-..r..-_ ........_.._.....2576-1 _. ... ..... ..........:............................... . 2576........................ .6+Q0 : ::::..... ....2576'1.......•:: ...A.........,`• 4 N 12.65 OF 18 F679 PVC @ 0.495/o c� ( ) -----------=2575_••--_________ �- -- -- -� - Str..257`. I 3 ------- 5 Z �' -. _ -2574- -- ---- - ==-W--= r� -=_ _ _ _- -2577 - - --- TO _ _ ------ �� a _ z `�° - - -18"IE. OUT: 2569.77 N �^' -�*N�--- - - - �•� `�---_______- - -_- - - -- - r - ---- ---- J( ) 2575 - -° = -.= - .=:.- == _ - ��°_3 ,� ---- - ----- w J 00 """`----- -- -- _ 5 @• -- -= °:-_ - °`�� -- - -- GI USE B FILL(CHIPS)BETWEEN ALL BOXES - L a z co � Y .... . ....... . SIN --- --- --- _ I T ILL GRAVITY IRRIGATION LINE A _- __-- 5+25.03, 0.00 -- o °I� ° - -- ° - - - - - - - - - - - - - - , °11P �I IP ° °I� Z a o z � c } ----- � �78.38 OF 18 F679 PVC 0.271% 6+68.32 0.00 °"° °'''� °'� °�� o�--o_ o� � o�o 0 SEE PROFILE ON SHEET GI.2 - --- - --- 8 RIM: 2575.50 Q w RIM: 2575.00 -- ---- .w� ` - - - - - - - - - 0 w w -)v v z SUMP EL: 2570.07 5 SUMP EL:2571.54 F 0 W W _L " -�- 18"IE. IN: 2572.04E a 0- w LL w + w w w w W.USTICK RD. ��"-_ 18 IE. IN: 2570.57(E) I � I � �___ O a w w w ' - - - - -�\ _ _ _ _ _ -18" IE.OUT: 2570.57(W) - N ( ) 5s 86 ss 65 _ - - - - - \ - - - - - - - - - - _ _ �° w w w w w 18"IE.OUT: 2572.04 N - - - � JOB NUMBER: ss w w s - ss 55 ID620 6 ss ss- O �.` . ss _SS_SS_ ss ss ss ss ss ss ss N - - DATE: 3-24-21 O r SHEET NUMBER: GRAVITY IRRIGATI N PLAN LINES A B + GRAVITY IRRIGATION DETAIL A w > 0 40 80 0 5 10Giml FEET FEET w w !n c v - wZ 00LL 0+40 1+00 2+00 3+00 4+00 5+00 6+00 7+00 7+80 > �3T _ 2586 - -N - _ Z ao 2584 w' 0 2584 a t -1�3 a o Z u j w o - n¢g LQ _ -- -_ LJJ ^ ti O N p O O C; ti Na ay -o��.To 0 N p CV ^ COO x O l^ x O O 'r' "� N 2582 n �� - 'U a3i 00 '� x COO O N o 0 0 � � N o 0 0 Lo N O J Z O G d - `>2 p O o o p Cn w M O O N 'n m O N N ci N Cn W W -N x ;c N m 6CD � `N io M w z o M cq F_ w z O co W W EXISTING IRR. BOX �� o 2580 1+00.00-m c N o co o� w z o `e) o N a - v N a w Lu + 6+>STA: 6+83.97 OFF: 0.00 2580 o; ¢a E 18" IE: 2580.82 M o W z 0= Q w w Q + � B0 a 00 BO BO o co 18"RIM: 2575.20 U Z O N a w ui + °O 0O FINISHED GRADE @PIPE CIL o "' FE N r + - t� ro: � - c� �' � cn � 8,SUMPEL: 2572.10 N� � a, „ 18" IE IN: 2572.25(E) 2578 _ t7 + cn zo BO 18 18" IE.OUT:2572.10(W) 2576 2576 �° c :3 a H EXISTING 18"PVC a 3 o U APPROXIMATE EXISTING GRADE @ PIPE CIL ; o i.! y t N 2574 °' o Eo �o; � o 1.50'OF 18"F679 U N PVC @ 0.000% ' aL 2572 2572 y aN A. � cn " ° mow 8 80.01'OF 18" 679 PVC @ 0.242 0 3 6.04'OF 18"F67 PVC @ .239% C 'E aE d c> 2570 a mw aT0�w mu7 a 52.09'OF 18"F679 PVC @ 0.242% 2568 E: =4__ "%m I I I - 1 2568 ERTICAL SCALE:I"=4' ITY IRRIGATION - L L 78.38'OF 18"F679 PVC @ 0.271% . @ . 95% ; 1.29'OF 18" F679 PVC @ 0.000% 2566 �/, 2566 0+40 1+00 2+00 3+00 4+00 5+00 6+00 7+00 7+80 GI-A5 6+62.49,0.55R CONTACT DIGI-INE RIM:2575.50 48-HOURS SUMP EL:2570.41J BEFORE DIGGING 18" IE IN: 2572.04(S) 1-800-342-1585 18"IE. OUT: 2570.91 (W) 12"IE. OUT: 2571.50(E) Z 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 11+20 0 0 2584 2584 > O = m z z 2582 Q U) 0 GI-B6 48"MH N (D - 3+58.14, 0.00 �Lq ;fl x CO to 2580 W � Q 2580 RIM:2571.50 xo o u, ;a N p p oLO o N z SUMP EL: 2564.23 m N N 00 O c`! N N _ z _ U Cc o ^ w Z 0 c0>, o w z 0 w rn rn EXISTING GRADE W w 15" IE IN: 2565.23(S) M o u, u� o o co C2 00 00 2578 15" IE.OUT: 2565.23(NW) m M w w m 00 w w m e x co 0o � L N >U � 1 C7 m C7 f+D fn = O p In � � N m O ti N C,4 Z = OCCJ LOAD N 3+70.50 � O � NNN = to wZ O w 0 2576 c> C6 `V N ~ FG: 2571.46 � w z z O " c" coi 0 0 M ai o qr o a W Uj 2576 w w 00 J z o r� ~ N a w w ui m 0D FINISHED GRADE _ co „ w _ 3+77.95 GI-B7 48 MH m o - - - +o ;n ;r, SEE PROFILE Q ~ o N N a w ui 6+05.12,0.00 + ;n iv ;r, C9 � a cn _ W � r � 2574 m N - F :2568. z o H N RIM: 2572.00 FINISHED GRADE APPROXIMATE EXISTING SUMP EL: 2564.53 @ PIPE CIL o a GRADE @PIPE CIL 15" O IN: 2565.53(N) \ / I2572 Al 2572 15" IE. UT: 2565.53 �i/ / / / / / / / / / / /�/�✓ FINISHED GRADE 5+90.81 ��S�G�STEF/yG/�F @ PIPE CIL FG:2569.39 2570 0�15"GIRR PIPE RETAIN&PROTECT EXISTING CMP w 49.86'0 16"C-905 PVC @ 0.129% 3 2568 N o 2568 > s 3-24-21 EX.8"W U v o 58.03'0 15"SD 35 PVC @ 0.123 0 '0 D C 8% �Ppss�F OF • 2566 2564 NEW 8��W 2564 GRAVITY IRRIGATION - LINE B = LO LO. : : - 32.06'OF 15" F679 PVC @ 0.145% 27.58'OF 15"SDR 35 PVC @ 0.127% TYPICAL SECTION ' LOWER EX.WATER 2562 > ' '•. '•. .'• 3+19.83 UNDER NEW GI EXISTING 15"EXISTING CMP • 12" IE:2565.18 STA 3+77.95 TO 5+90.81 c\1 co 25so ff PR F 1 L E HOR � - 2560 - EXISTING 12"ADS VERTICAL SCALE:1"=4' G�.2 • 01 2558 2558 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 11+20 w Q 10 OU K� 0+80 1+00 2+00 3+00 4+00 5+00 6+00 7+00 7+20 ;a 2586 o Z U 01 3� 2584 ? 2584 O o o o 00 o Q Z ou� z �, N O N 2582 0 3 cn Nvti O O NN aZ O O J Z w5 O '� O x COp O Ocl, t0 C j W Z 0 0 6 6 2580 W 77 m M o m o c cN m O � N N � � c" 2580 w w� Z v '0- 4 O - O M + � N N w� W N OO Mto N MOC) WZ O MNN WZ O U• COS fn � No m O LL') N d W W �Y x N N CD -M �1- w Z O U + M N N C7 u+-, cn 2578 a w U C. m C N 0 l--- N ui N d W LLJ �• 4+7 V) o N VLO 2576 � oo„ w z o o APPROXIMATE EXISTING 5 + c=n r � 2576 m z.. >� Q Za M N w w "-� GRADE @ PIPE CIL ow N Ali FINISHED GRADE 2574 W @ PIPE CIL Z a� GI-B3 48"MH 2572 2572 z o3 9+50.73,0.00 1.314/o RIM: 2564 94 97 08'0 12"SD 35 PVC @ 2570 J SUMP EL:2564.94 Lu 15"IE IN: 2565.94(E) 261.8 'OF 12" SDR 35 PVC @ 0. 14% 12"IE IN:2568.15(SW) 128. 6'OF 12' SDR 35 P 0 408% LL 15"IE. OUT: 2565.94 N O wIn 2568 2568IF7 � 19.38'OF 12"SDR 35 PVC 5.118% Cp 4 :q 49.52'OF 12"C-900 PVC @ 0.430% ¢ m o 'T " @ _ _ 2566 Q � co Q N Z LIN L E V RTICAL SCALE:V. 4' w a _ 3: F0 w wdw !Q 0- 0- o 2564 2564 0+80 1+00 2+00 3+00 4+00 5+00 6+00 7+00 7+20 JOB NUMBER:li p� IDB2096 DATE: 3-24-21 SHEET NUMBER: J G1m2 w w !n - w Z ss 00 6.00' B LL ~ ` --- 5.00' o W = _9 2"X 2"CHECK ? I >Osy BOARD SLOT 2.00' o PACKAGE PUMP STATION g ti 0 WEIR PLATE-SEE DETAIL 04 SEE PIA FOR REQUIREMENTS 0- O o L o o 3 N PACKAGE 0 1.00, � - = 6d�ao,2 PUMP STATION RIM EL: 2571.88 RIM EL: 2571.88F�rjjyyo LD 4 18"OUT TO - 12"OUT TO 4 A 12"IN FROM r' o b A 4 LB/SF EXPANDED 0 GI-A4 GI-05 GI-A5 o o =�? �-ri a c%l ri v STEEL TOP o" o N`:3 ° HGL EL: 2569.14 OVERFLOW PIPE OUT N cs 1.50' � � ` y �� Z 48" DIA. PUMP HGL EL: 2569.14 12" IE: 2569.14 o 0.50' 0.50' "' 0.50' WELD 2-118"FLAT BAR STEEL y w AROUND PERIMETER(TYP.) STATION MANHOLE SEE GI PLANS z 3.00' 2.50' 4"SS ANCHOR BOLTS W14"MIN. d E-S 1 7 00' EMBEDMENT WITH WASHERS N 8 .2 _ _08 3 0� = L E as U y y AND REMOVABLE NUTS(TYP.) 1O" C900 PVC '_: 12" IE IN: 2567.90 4) GIRR BOX GI-A5 PLAN B TWO PIECE COVER CL r ` E d N NOTES: " IE: 2567.12 GI-Cl 48"BOX ' 10 ° N 1. PROVIDE IRRIGATION BOX COVERS AS PER ISPWC SD-619. 2. COVERS SHALL BE PRIMED AND PAINTED WITH BLACK ENAMEL. ~ 01 4.00' SEE GI PLANS Q - H a PRESSURE TREATED CHECK BOARDS c Q N o y N c z GIRR BOX GI-05 PLAN 0 10" IE: 2567.04 �' T� CAULK ALL JOINTS BETWEEN CHECK BOARDS, 6.00' GIRR BOX GI-05 COVER 0 c SUMP EL: 2564.86 N o AND BETWEEN CHECK BOARDS AND THE 5.00' 12"WATERMAN C-10 CANAL GATE H_ o o W CONCRETE BOX-PROVIDE WATER TIGHT SEAL 2.00' 3.00' ILON 12"PIPE OUT TO GI-05 m w a T 10, 7.00' 4.00' 48" DIA. CONCRETE MANHOLE TOP OF CHECK BOARD EL:2572.75 (EQUALS FLOW LINE OF OLD CONCRETE DITCH) c 3.00' 2.50' 3.00' 4.00' N 0.50' 0.50' 0.50' 2.00' ' RIM EL:2575.50 WEIR PLATE-SEE DETAIL RIM EL:2575.50 RIM EL:2575.50 SUMP EL: 2561.14 18"IN FROM GI-A6 ;c, WEIR CREST EL:2572.25 18"IE OUT:2570.91 IE:2572.04 ,; HGL=2572.34 @ 40.5 GPM i o c o HGL=2572.65 @ 377 GPM 12"OUT TO 12"IN FROM o 1.00' � ,� N I s I WEIR PLATE-SEE DETAIL CONTACT DIGLINE 18"OUT To �� GI-05 GI-A5 - ,� 12"OUT TO - 8" THICKNESS OF 4" MINUS CRUSHED NOTES: 48-HOURS GI-A4 - - o GI-C4 cV N AGGREGATE BASE COMPACTED TO 95% 1. PUMP STATION MANHOLE SHALL BE BEFORE DIGGING 12"IE:2571.50 12"IE:2571.50 SUMP EL:2570.50 SUMP EL:2570.50 MAX DRY DENSITY PER ASTM D1557 PRE-CAST CONCRETE. 1-800'342-1585 SUMP EL:2570.41 12"IE:2571.00 STRUCTURAL DESIGN SHALL BE 12"IE:2571.00 NATIVE SUBGRADE COMPACTED TO 95% PREPARED BY PRE-CAST DESIGN 8"THICKNESS OF s MINUS CRUSHED 8"THICKNESS OF a MINUS CRUSHED TOP OF WALL MAX DRY DENSITY PER ASTM D1557 8"THICKNESS OF 4"MINUS CRUSHED a" a" 71/ ENGINEER. z AGGREGATE BASE COMPACTED TO 95% AGGREGATE BASE COMPACTED To 95% AGGREGATE BASE COMPACTED TO 95% U O MAX DRY DENSITY PER ASTM D1557 MAX DRY DENSITY PER ASTM D1557 MAX DRY DENSITY PER ASTM D1557 NATIVE SUBGRADE COMPACTED TO 95% NATIVE SUBGRADE COMPACTED TO 95% NATIVE SUBGRADE COMPACTED TO 95% PUMP STATION MANHOLE & SCREEN BOX PROFILE J > MAX DRY DENSITY PER ASTM D1557 MAX DRY DENSITY PER ASTM D1557 MAX DRY DENSITY PER ASTM D1557 0 = m GIRR BOX GI-A5 SECTION A-A GIRR BOX GI-05 SECTION A-A GIRR BOX GI-05 SECTION B-B < U7 0 PUMP STATION MANHOLE & SCREEN BOX PROFILE U) NWEIR GAUGE IN HUNDREDTHS OF A FOOT W U) 0 4 LB/SF EXPANDED �_3 �STEEL TOP0 W 2 Ug 4:1 CIPOLETTI WEIR SIDE SLOPES Lli w WELD 2-118"FLAT BAR STEEL \ Q _ AROUND PERIMETER(TYP.) x 1 01 0.58, _ W W W>j5> 4 z 0 o 1.00 !y 9 9 N 718224.0468 15"IE:2566.62 O a � a I I c � � � E 2450429.6302 2"SS ANCHOR BOLTS Wl4"MIN. �" DIA.X 3" STAINLESS HILTI KWIK v 0 1 C 1 c c EMBEDMENT WITH WASHERS TWO PIECE COVER BOLT II (TYP OF 6)W/STAINLESS Q r a GI-B3 48"MH �SS�ONAL FiyG/ _ \STE AND REMOVABLE NUTS(TYP.) NUT& WASHER- INSTALL ALL o _ BOLTS AT CENTER POSITION I _ __C___ 1 4" STEEL 9 9 ® � N 1. PROVIDE IRRIGATION BOX COVERS AS PER ISPWC SD-619. WITHIN THE 1'VERTICAL L J Q b4\ w , ' _ 3 2. COVERS SHALL BE PRIMED AND PAINTED WITH BLACK ENAMEL. ADJUSTMENT SLOT � d a 6,° GI GIRR BOX GI-A5 COVER SECTION C-C a ° o �O�gTF OF2�oP�o� o�o o s s 2.67 a �ti 15"IE:2566.62 \ / . . GIRR BOX G I-A5 3M 1"WIDE X 125 MIL MASTIC TAPE BETWEEN CONCRETE ' . LO 00 .00 . • • 4 WALL AND ORIFICE PLATE - PROVIDE WATERTIGHT CONNECTION ° 12"IE:2568.15 , CONCRETE WALL TO CONCRETE WALL 12"IE:2569.14 . . . . G1.3 BEHIND PLATE " " " • NOTES: ° N:718205.9232 L ; 1. WEIR PLATE SHALL BE INSTALLED LEVEL. E:2450416.7492 10"IE:2567.04 • a 10"IE:2567.12 GIRR BOX GI-05 WEIR PLATE ° `� ti N:718205.8113 w ° s E:2450421.7479 a 1 o GIRR BOX G I-C� GI-B3 48"PUMP STATION MANHOLE—,", `'° o <o 3 a a L v 12"IE:2567.90 za °a <z 5.33' o Z. ° e O 12GI o 12GI � 90° 12GI 12GI - � N:718200.8125 N USE FLOWABLE BACKFILL(CHIPS)BETWEEN ALL BOXES j N:718203.5992 a°a a E:2450421.6360 oo a E:2450408.8619 a o II n ° a° ° aN:717782.7960 =woZ5GI-C1 48"BOX ZE:2450544.8551 a° SEE PIA FOR SCREEN REQUIREMENTS 24P1 P/ a4P1 -4P1 4P1 PI N:717782.9303 Lu LL� N:717782.7736 N:717782.6169 4P/ N:718200.9245 Z Z E:2450538.8566 AE:2450545.8549 E:2450552.8531 PACKAGE PUMP STATION 4PI E:2450416.6373 C " roE-- SEE PIA FOR REQUIREMENTS �w LOT LINE o c ' /zoE ° � � Qo - o o GI BOX GI-05 4PI W N 10"C900 PVC @ 1.26% > N PUMP STATION SLAB-SEE PIA 4P/ 12N� 18GI 1$(,I 18 F-- FOR REQUIREMENTS w 3 2.67' N:717778.6179 a a 4PI O ti0 IRR BOX GI-A5 N E:2450552.7636� \ c 3 _ TRANSFORMER SEE PIA 4P ~ O 03 FOR PUMP STATION POWER REQUIREMENTS N:717778.7746 > aal > ° \ a Z o0 1 ------------------------- - E:2450545.7653 \ 4p\ 1 8-G-1- 18 PVC 18 PVC 18 PVC- N:717778.9313 N:717778.7970 I �- \ C ROW LINE E:2450538.7671 E:2450544.7656 -------- G U IR P ° N:717778.5079 � � N:717778.5974 E:2450544.7591 4 \ w rn E:2450540.7601 __ __ j _ _ _- -- __ EXISTING IRRIGATION BOX d O w � � � Q U co Y Z } Z 00 ap O W O N N m 01� of Ir N:717774.5984 o ur n o onr U w U E:2450540.6706 N:717774.5089 N w ¢ of � � - - - - - - - - E:2450544.6696 PUMP STATION M H & SCREEN BOX PLAN 2 a a 0- W LL c� IRR BOX GI-A6 0 5 10 GI.3 JOB NUMBER: FEET IDB2096 N DATE: 3-24-21 IRRIGATION DIVERSION BOX LAYOUT 5 F SHEET NUMBER: 0 5 10 �_3 > Gl3FEET w ■ w !n � v 3 w o T L N i\� U y -- N: 718565.2708 13.55 LF OF 4" • i� 9 � Z �°�g= 00 oLo�Q��y�� • �L E o o+g t.�,d,n S N: 718564.9648 0 N E:2450254.1517 ° ; E:2450124.2172 °E `----- 45°BEND:E N: 718552.5507 N:718538.6268 w 900 BEND P01 22.5°BEND '\ E: 2450258.8158 E:2450331.0873 _- = 9 22.5°BEND 45°BEND N = 16 N 2 �� 4PI 4PI _= - _� -- ----- 129.93LFOF4" ° N 718535.4099 - - - �� aU --- _ - y r � � 2573- 1 E:2450337.2872 _ o¢U �I 1 1L pOF4 450BEND --�j� a ^=`= 2�o - �� goy co -i�ss� y 5 N:718516.0936 1' \ _ -- \�je ss / m _ z a�LLj N: 718466.8611 N I E: 2450258.66,13 6.98 LF OF 4" E: 2450123.8013 I �1 "' •.;I 900 BEND J ` / _ 4 GV `., 1 -' N:718469.3037 ° 10.85 LF OF 4" " N: 718516.0477 �'••••,..' - 2 7059 li o z E -- - - --- - '; -- E:2450269.5084 45°BED LL 5 :3 " ' "�•" ' aw -11.25 BEND - _ - - - N5 L N:718413.8616' a: pp\N -1 e 4„GV 4"GV � � a3� y 00 47 LF OF 4" a�i y - NOTES _ - _ _ E: 2450123.5766 5 o aw W W� �� \ / v a a 90 BE -.......... ................... \\ aL_ \ 6, 4 GV S c sg \ \ 58 N: 718461.1561 / 1. THE PRESSURE IRRIGATION DISTRIBUTION SYSTEM SHALL BE i -r M \ \ / CONSTRUCTED IN ACCORDANCE WITH THE NAMPA MERIDIAN Q N N - =____--- "' t \ \ E: 2450349.8755 rn " ° � ` o 'N 52.98 LF OF 4"., \ ` 450 BEND - - \ \ IRRIGATION DISTRICT STANDARDS AND SPECIFICATIONS c o a E d - - cv o \ 2. PIPE LENGTHS ARE SHOWN AS GENERAL INFORMATION ONLY- d r T o }a N: 718414.2094 ""4PI.....• + \ \ \ O 1 CONTRACTOR SHALL PERFORM THEIR OWN MATERIAL TAKE OFF AND m °' E: 2450070.6005 \ \\ \ \\ INCLUDE ALL WORK FOR THE PRESSURE IRRIGATION SYSTEM IN THE 900 BEND \ \ �? / BID FOR THE WORK. �° \\ \ \ \\ \ °' ^ - 3. GATE VALVES SHALL MATCH THE PIPE SIZE. \ N \ \ N N: 718369.5069 4. ALL WORK SHALL BE COMPLETED,AND MATERIALS PROVIDED, IN \ \ \ \ \ \ E:2450373.3019 ACCORDANCE WITH THE CURRENT NAMPA MERIDIAN IRRIGATION 4"X2"TEE DISTRICT STANDARDS AND SPECIFICATIONS,AND THE CURRENT 2„GV EDITION OF THE ISPWC. I I � n- \ 1' 5. MAINLINE PIPING SHALL BE PVC, CLASS 200, SDR 21 OR BETTER. 1 DKLM 6. MAINLINE FITTINGS SHALL BE CAST IRON AND MEET AWWA CONT�1� REQUIREMENTS. 4S-HOURS L-- ---- - 7. ALL GATE ISOLATION VALVES SHALL BE PROVIDED IN ACCORDANCE BEFORE DKagNC __________ ' WITH ISPWC AND MEET REQUIREMENTS OF AWWA C-509. VALVE 1-800-W-=5 r >< _ p BOXES SHALL BE PROVIDED IN ACCORDANCE WITH ISPWC SD-406 N:7183431363 5.00' ,. E:24502821285y; , �- j WITH 24"DIAMETER CONCRETE COLLAR. 1 ', 2"Cqp''' � P 8. IRRIGATION SERVICE RISER PIPING SHALL BE 3/4 INCH DIAMETER I 'THRUST BLOCK';= ,"' 10" N:718283.7724 CLASS 200 POLYETHYLENE. CURB STOP SHALL BE 3/4 INCH CLASS Z 200 WITH NON-RISING STEM,ALL BRONZE CONSTRUCTION AND O 1 ,- M 89.10 LF OF 4" 1 ,, E:2450395.2164 U 22.5°BEND W SCREWED ENDS. ALL FITTINGS SHALL BE BRASS. SEE SERVICE J U) 1 �. 4PI 4PI D 2 ( ) RISER DETAILS FOR ADDITIONAL REQUIREMENTS. J >_ I I _ N: 718293.8150 1 1 •'�s: I 9. THRUST BLOCKS SHALL BE PROVIDED IN ACCORDANCE WITH THE Q o - E: 2450304.0803 PUMP STATION SEE PIA CURRENT EDITION OF THE ISPWC. THRUST OR ANCHOR BLOCKS ARE = m 'L 90°BEND ' I N: 718291.8205 I •15'! REQUIRED AT TEES, BENDS, DEAD ENDS, OR OTHER CHANGES IN Q (U) I] O I E: 2450393.1593 ti I FLOW DIRECTION ON ALL MAINLINE PIPING. THRUST BLOCKS ARE - ........ I ti 1ti' - N - ------- LL 4"TEE I _� ;� a5'° 90°BEND UP COMPRESSION TYPE COUPLER CONCRETE FOR THRUSTER ANY Z ZQ ALSO REQUIRED AT ELBOWS AND TEES BEFORE AND O 22.5°BEND(W) I " 4"DUCTILE SPOOL VERTICAL RISER WITH UNIFLANGE STUBBED 4"ABOVE SLAB T BLOCK - • ----- •-- LL o '` SHALL CONFORM TO ISPWC CL3000 AND SHALL HAVE A MINIMUM Cn 0 } W `" o I =1 Jo I 8.31 LF OF 4" I -"� ALIGN VERTICAL DUCTILE RISER PIPE WITH PUMP STATION DISCHARGE PIPE 28-DAY COMPRESSIVE STRENGTH OF 3000 PSI. CONCRETE THRUST ?sT1 •.. _ I o L....E' to. '!" ..."• • • •..,.:,AND_CONNECT TO PUMP STATION-TOP OF SLAB EL:2571.88 BLOCKS SHALL BE PLACED AGAINST UNDISTURBED EARTH. W 1 I 4• g c 3.0 34, •2................ ...... 0' " ao 0•'12" 0 10. INSTALL LOCATING WIRE PER ISPWC. z 1 -----J � > �.`• I d i tea.- I N: 718199.5288 I � 21.8• 7.23LFOF4" ,^•�. •,. 40 w 1 •• 11. ALL STREET CROSSINGS SHALL BE MARKED ON EACH SIDE WITH W O E:2450393.3302 Z Q N: 718193.8 I 90°BE PURPLE FIBERGLASS STAKES SAYING"PRESSURE IRRIGATION" 0 w I 1 - I 388 1 1 11.25°BEND I 4 6 D OF PPE COVERED WITH DEBRIS PRESENT. W i g E: 2450301.8418- 1 ` 12. CONTRACTOR SHALL COORDINATE A PRE-INSTALLATION ONSITE � Lu 11.25°BEND --- - L-- --J �12ci U C B ..• c "" 5�„� MEETING WITH THE PROJECT ENGINEER CONTRACTOR SHALL 4"GV w a .2572 0 -,5 COORDINATE INSPECTION OF PIPE INSTALLATION WITH ENGINEER W 1 1 Lo N: 718184.265 z _ E• 245054 6308 5°M� ONCE PIPE IS INSTALLED, PRIOR TO BACKFILL. 3 �-- N: 718140.3166 8. o a N: 718138.1486 - 8w ;ICT 8w 21.09 LF OF 4" : .. ~F 4.� 90°BEND 13. CONTRACTOR SHALL PRESSURE TEST THE SYSTEM AND OBTAIN E: 2450156.2062 _ E:2450235.2252 W.HOMESTAKE ST. �. 5 I - -- 96.98 LF 0 --- PASSING RESULTS IN ACCORDANCE WITH ISPWC SECTION 401. FINAL 7.13' PRESSURE TESTING SHALL OCCUR AFTER ALL OTHER N: 718138.5883 j 4"GV 4"GV N: 718140.5357 N: 718184.3346 �_ TONAL E:2450069 2073 I I � � � � E:2450314.7839 � � a \ \ •': E:2450451.6539 2.8T I UNDERGROUND INSTALLATIONS ARE COMPLETE. ��S�G�STE��G/�F 4':TEE I 1 5 :••>.:: : ••. 4"TEE 11.250 BEND aLi N __ 4PI---_4PI s� 25,23 LF OF 4" 4PI 4PI _ " 4"GV \................ 1 --87.00LFOF4"----� •," 79.05LFOF4" ` i� 79.58LFOF4" � •�•• �- --- --- � -: � -�---------- 1 s O i N: 718190.6955 I �� 3-24-21 P,Z, I I o I E:2450427.2374 oERo I I 4"TEE I� GATE VALVE SS GAS 4"GV(N) 5.00' --- - `" ----- b AIR RELEASE VALVE __ : : ---_--a o---_---------:- Lo OF4"------------N I 1 13.95 LF . • r 5.00' I ,�, `: N: 718194.2127 l I O DRAIN VALVE '� '; '; '' 1 ''; E:2450413.7363 `� - • 00 0 a. I I I 4"TEE © BLOW-OFF ASSEMBLY : 0 0 0 -- ---J O L-- ---------- 4"G.V.(N) 1 `. - --------- --- 1' --_ ---- O 3/4 INCH PE IRRIGATION SERVICE ND(N) -- - 1 --------•:----� o� p: �I III 5.00' --------- c • Y 1 N = I PI IRRIGATION MAIN LINE&SIZE 41 N I vl� I I W I E ,• ,: PIPEDOWNWARD SLOPE DIRECTION ---------- ------------J 0 o PRESSURE IRRIGATION EASEMENT �y -- J m Nf%i •d � I) -------- uj ----�A a 10 ------------- 5. �: W I �/ O o� 1 r o. b N FL III _ KEYED NOTES 1 ------------- J _71 x L- 1 so 1 ---- ------- N -------------c1, ------------ ----- ---v vvv 1 o 1. 3/4-INCH IRRIGATION SERVICE(SEE DETAIL 1 &2 ON SHEET PI.2).FL o0 1 2 79 7.13' 2. DRAIN VALVE(SEE DETAIL 3 ON SHEET PI.2). 1 \ J � 3. AIR RELEASE VALVE(SEE DETAIL 4 ON SHEET PI.2). 03 ��-------_____J N: 717938.9884 as -- J w. L -- ------ s E: 2450314.6393 -- ------ -- - 2573 - o \ - - 4"GV N 717933 7533 5 o Q z B 4 548.4511 - . ;.. .:;.. .. .. STANDARDS-CROSSING PER ISPWC SD-307 AND ACHD wJ " • I PLACE PRESSURE IRRIGATION IN C 900 PVC SLEEVE AT ROADWAY 8W T • 4 GV w- 5.. 8 W 8w 8W I DIA SHALL BE THE PI PIPE SIZE PLUS 4" INSTALL(2)3"DIAMETER v 1 W.SANTIAGO ST. • - _ 11 ................................ . _ :.•• . o Ion �- S . w. o a4: . - - - - - A-1 � "�........, � CONDUIT SHALL EXTEND 3 FEET PAST THE SIDEWALK PROVIDE ...................... 5 • •• •., _ CLASS A 1 PIPE BE DING SYSTEM PER ISPWC SD 3 ND TYPE o ByV o.... ...... c N 71788 • TRENCH BACKFILL. (SEE DETAIL 7 ON SHEET P1.2). zo :.. $ �- 5.9679 - ;•.:' " ' :...1•- : 5 6. PRESSURE IRRIGATION BACKUP WELL AND VALVING. =� E:2450314.96 7 " - 'w Za 5484130 rG I ••T....:•�__ _ -- - �E. 245080 . 7409 p _ TOE ., '.• .: ., - 4"GV I I I I 6.00' 4.00' j I j I I LL 2.00' I I LL z I I O1 I I I I 1 0 l I 1 N:717791.4179 _j I Z I N: 717798.9633 j I I � 1 I E:2450405.4834 N I E: 2450068.4906 I I j j I I 04 I ,'1 I 4"GV 1 N I 900 BEND I I I rn 1_0. 1 .� N: 717790.2313 CD I 1 2513'....- I I j E:2450458.4826 I 7.13' z �, 4„GV Z w _j" m 1a 1 I 2.87' - 1 1 i..• J � � Y ----- iR---- 246.47LFOF4" 1 1 ;'S 2Sj¢ I 0 z m o � � ---72574 / 0 1 1 Q i .............I .................................. ........... .. ... ----I -I----- �� :� o 1 1 : .....��y.ri --- - ................257 ..............................................:4PI 4P .....::::::::::::::::::::::::4PT::::::::.::::................. . .............................. - - N: 717788.2192 o o o } 2575 ti............................:. . ... 3 W Y v m 4RI 4 .....::::::::::. ............... . . ............ '............................... ... I Q 0 z �................... 4RI 2576............................... 1 ...................................................................................... ........ ., n...... CL ........ 1 .............. .. 1 90.61 LF OF 4" ... ........, %............2575................................................... ................................. 1 ._._.y _ _ 53.01 LF OF 4" ' 1 .. 2574 .............................. - - roc i W d LL ��mf 89.89 LF --4" 90°BEND � a � � N: 717793.4462 CL .............. . B PVCr -E: 2450314.8993 JOB NUMBER: 4"TEEtTr W IDB2096 W. USTICK RD. 19 DATE: 3-24-21 N t/� SHEET NUMBER: PRESSURE IRRIGATION PLAN J W plol 0 40 80 w FEET U) 00 LL o 2 _ _ - W` :3 /LL V! L L O QU - 3 � 11 13 12 12 13 12 GORILLA = N To 4"X2" TEE _ 4" PRESSURE o CAGE (GC-3) U _ _ a a IRRIGATION MAIN POWDER COATED GREEN �� - _ 9 10 ,� Keyed Notes X Keyed Notes X _ 3 = 3N 2" SCH 40 GALV. IRON � ° co co " ~ Z PIPE AND FITTINGS 2 VALVE 1. 3" SDR 21 PVC RISER EXTEND 18"ABOVE FG 1. 3" SDR 21 PVC RISER EXTEND 18"ABOVE FG D DRAIN 4" THICK CONCRETE U - (SEE GRADING PLAN) (SEE GRADING PLAN). 3 0 - - - - - _ - - - _ - = =1Ti-1T=� - _ _ _ _ = _ _ _ - _ - -ii=iii=_i SLAB SIZE TO FIT CAGE PER 2. 3" X 4"X 6" CINDER BLOCK OR EQUAL _ _ 2. 3 X 4 X 6 CINDER BLOCK OR EQUAL . 2" BACKFLOW PREVENTER ( ) _ =iii=iii-iiiuiiiiiii. -- -i - iiT iii- ( ) - -iiiii=iii=,iiiii. iii iiiiiiiiiiii iii ii iii - PER CITY STDS & PLUMBING CODE MFG'S RECOMMENDATIONS a c = E E L a i U a 3. 4"X 3/4" SADDLE. 3. 4" X 3/4" SADDLE. u- _ o 4. MAIN LINE. 10 4. MAIN LINE. 11 a DRAIN CONCRETE SLAB y 5. 8" X 3/4" BRASS NIPPLE. 5. 3/4" POLY PIPE 200 PSI. 2" SCH 40 GALV. IRON PIPE AND FITTINGS o 6. 6" X 3/4" 200 PSI POLY 18" ABOVE GROUND. 1 6. 6" X 3/4" 200 PSI POLY 18" ABOVE GROUND. 1 a 3 CONNECT AT DOWNSTREAM Q am - 7. 3/4" BRASS CURB STOP 7. 3/4" BRASS COMP. COUPLINGS. SIDE OF METER a Zr) Q a T F 8. ROCK CHIPS 8. 3/4" BRASS CURB STOP. N w g 9. 3" FEMALE ADD. 9. ROCK CHIPS. 7 M 2" METER - a - }o 10. LOCATER WIRE. 6 10. 3" FEMALE ADD. 8 6 10" DIA PVC m w m 11. 3" PVC PLUG. 3 5 7 11. LOCATER WIRE. 3 5 DRAIN VAULT 12. MARKER STEEL " POST". 12. 3" PVC PLUG. WITH IRON TILE LID 1" PVC 13. PLUG AND PURPLE NON POTABLE TAG. 13. MARKER STEEL "T" POST. 4 14. PLUG AND PURPLE NON POTABLE TAG. 4O �( 2"WATER SERVICE DRAW ROCFT OK 1" BALL VALVE 95 2 8 2 9 CONTACT DKXJNE _ DIRECTION OF DOWNWARD PIPE 48-HOURS SLOPE TOWARDS DRAIN BEFORE DKMNC 1-800-342-1585 NAMPA MERIDIAN IRRIGATION DISTRICT STANDARD NAMPA MERIDIAN IRRIGATION DISTRICT STANDARD w w DRAIN DETAIL "MODIFIED" TYPE-A RISER SHORT SIDE SERVICE 1 "MODIFIED" TYPE-A RISER LONG SIDE SERVICE 2 NOTES z �.2 �.2 U) 1. PROVIDE ALL FITTINGS,TRANSITIONS AND APPURTENANT ITEMS AS REQUIRED FOR CROSS J U)_ CONNECTION CONSTRUCTION. J > O 2. ALL WORK SHALL BE COMPLETED IN ACCORDANCE WITH ALL APPLICABLE CODES AND = m REQUIREMENTS. Q U) 0 3. CONTRACTOR SHALL CONFIRM FITMENT OF BACKFLOW PREVENTER AND APPURTENANT ITEMS - WITHIN GORILLA CAGE PRIOR TO ORDERING MATERIALS. W U Q U) 0 1 1 0 Lu PI CROSS CONNECTION TO POTABLE WATER SYSTEM 5 ° 2i z 0 ° Keyed Notes <&> Keyed Notes X w /\ /\\// 3 //\\//\\//\\//\ w w 1. DOMESTIC WATER METER BOX \/\/ 2 / /\/\/\/\ 1. DOMESTIC WATER METER BOX \/\/ 2 / /\/\/\/\ z ° COVER OBLITERATE WORDS //// //// ///////////� COVER OBLITERATE WORDS z ° a "WATER METER" FORD NO. X43 \\ \\ \\ \\ \ \\ \\ \\ "WATER METER" FORD NO. X43 \\ \\ \\ \\ \\ \\ \\ \ CAST IRON WITH 13 Z" LOCKING i/\/\/\/\ 3 \/\/\/\ CAST IRON WITH 13 Z" LOCKING \/\/\/\/\ v /\/\/\/\ C.I. VALVE BOX TOP SECTION -TPLER#6855 TONAL // // // // // // // //\ / // // // // // // // // ASS LIDS. �j \\\j\\j/\\ \\j\\j\\j\� LIDS. \j\\j\\j\\j\ 0 0 0 \j\\j\\j� 8" ROUND CONCRETE COLLAR (4" THICK) ��G\STE '0 LIDS. ifi�F 2. 20" DIA. PVC. //\//\//\//\ 2. 20" DIA. PVC. /\//\//\ \// o \ \ \ � PVC MPT ADAPT. AND CAP 3. 1 z" CURB STOP BALL VALVE SUCH \ o o \\/\\/\ 3. AIR RELEASE VALVE 1 2" 200 PSI \\ \ \ \ \ CAST IRON COVER 3 AS FORD B11-666SW. // / // //� RATED OR EQUIVALENT. / / / / / / / /` 4. MIN. 1 CU. YD. DRAIN ROCK TO \\\\ \\\\\\\ 4. MIN. 1 CU. YD. DRAIN ROCK TO I.:\\\\\\\\\\ \\\\\\\\\\ �T3-24-21 P // // 5 0 0 0 0 0 0 0 0 0 0 // // \ /// // // // o 0 0 0 0 0 // // // // \ �o� FOF ��o� BOTTOM OF VALVE FOR SUPPORT. \/\ o o o o \/\/� BOTTOM OF VALVE FOR SUPPORT. \ EROS 5. 1 2' BRASS PIPE. o TYLER 6955 VALVE BOX OR EQ. \ \ � /\\/ IRRIGATION MAIN REDUCED TO 2" GALV. �� :. :. • 0 0 0 /i\/i\ //\//\//\//\ 0 0 0 0 0 0 0 //\//\//\/ D cn / / //// \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \\ \ 1/4" DRAIN CONCRETE THRUST BLOCK , .. \\l\\\\\\\\ \\ \\ \\ HOLE CONCRETE THRUST BLOCK OR JOINT RESTRAINT BACKFILL WITH 1 CY DRAIN ROCK a NAMPA MERIDIAN IRRIGATION DISTRICT STANDARD NAMPA MERIDIAN IRRIGATION DISTRICT STANDARD U U DRAIN VALVE 3 AIR RELEASE 4 2" BLOW OFF ASSEMBLY 6 a a ¢z �.2 P1.2 �.2om U 00 g~ Z W m Op Z Q O_ U Oa O J d Z BROOKS 525 SERIES W/COLLAR& IID o ADJUSTABLE HEIGHT OR EQUAL > o DESIGN ROADBASE AND SURFACE w � 10 Z AS REQ'D BY ACHD �W lot J FIN. GRADE 10 a4 00 00 00 00 00 00 00 zo O OOOOOOOOOOOOO J o00 00 00 00 00 00 0 Ira ow Z 0 O \�/� INSTALL (2) 3" o M DIAMETER �; 00,( COMPACTED SELECT BACKFILL CLASS200 SIGNAL �� o o �� o 03 CONDUITS WITH 4" PULL ROPE �' ��/ �� 4 SAND PIPE BEDDING Q MIN.DEPTH OF SLEEVE SHALL BE 30" FROMAK W TOP OF SLEEVE TO FINISHED GRADE / / LEEMCO JOINT RESTRAINT @ROAD CENTER LINE z LO MATCO 10ORT GASKEDTED SLEEVE W/1 1/2 X DIA. C 900 PVC EXTEND Z L > m ° W DEEP SOCKET VALVE FROM CURB TO CURB OR BACK OF X-SECTION - ROAD CROSSING C Q m Z - 4 SIDEWALK TO BACK OF SIDEWALK a o 0 o m W Q U N X z PROFILE VIEW - ROAD CROSSING w a LL tea/ a a o PRESSURE IRRIGATION PULBLIC STREET CROSSING 7 JOB NUMBER: IDB2096 DATE: 3-24-21 v/ SHEET NUMBER: W W W Plm2 - WZ 00LL W M ` 3 T - - _ 0 � N 9 N �/ y0 W Cl) t _ 0 ap Q U - ooN ao2 o PRESSURE URBAN IRRIGATION PRESSURE URBAN IRRIGATION PRESSURE URBAN IRRIGATION SPECIFICATIONS SPECIFICATIONS SPECIFICATIONS PRESSURE URBAN IRRIGATION SPECIFICATIONS 2 4. FINDER WIRE: No. 12 direct burial single strand copper sire(Type THHN or Bedding shall be placed in lifts not to exceed six (6) inches, except for the initial lift, 2.2 CONSTRUCTION: Isolation valves shall be installed where shown on the plans. o y Z NAMPA& MERIDIAN IRRIGATION DISTRICT THWN)shall be laid adjacent to all water main and service lines. The wire shall which shall be four (4) inches. Pipe base material shall be placed and compacted. Valve boxes located in unpaved traffic bearing areas shall be provided with a six (6) inch thick Updated January 1,2013 be placed along the North and East side of the main and service lines. The Compaction of pipe zone and trench backfill material shall begin when there is sufficient concrete collar twenty-four (24) inches square. Valve boxes shall be installed flush with v =o finder wire shall also be extended up the valve boxes. All wire joints shall be cover to protect the pipe from damage. Pipe base and zone materials shall be compacted surrounding ground. - y o connected with a King"One Step"30 V twist on water tight wire nut enclosure to 95%of maximum density in accordance with AASHTO T-99 by means of mechanical aQ All items unless otherwise modified herein shall conform to the "Idaho Standards for Public Works or prior approved equal. compaction. A minimum three (3) inch sand cushion shall be installed between the 3. PAVEMENT REMOVAL AND RESTORATION: IL c s e N Construction"(I.S.P.W.C.),latest edition. irrigation pipe and any existing pipes or conduits encountered. O - `_ E'3 o w 5. FLEXIBLE COUPLERS: Coupling center ring shall be constructed of ductile 3.1 REMOVAL OF PAVEMENT: Neatly cut all bituminous and concrete � a y o SMALL LOT INDIVIDUAL PARCELS LESS THAN 1 ACRE SHALL HAVE SERVICE iron having a minimum yield of 30,000 psi. End rings shall be constructed of FOUNDATION STABILIZATION: If unsuitable soil material is encountered in pavements regardless of the thickness prior to excavation of the trenches with an a „o y ductile or malleable iron. Ductile iron couplers shall have the manufacturer's the floor of the trench, the floor shall be over-excavated and back-filled with three (3) approved pavement saw or curter. Pavement cuts shall be made a minimum of twelve C E o U s 2N SYSTEM CAPACITY: standard coating. High strength, low alloy steel trackhead bolts and heavy hex inch minus granular material. The backfill material shall be uniformly graded from (12) inches away from each side of the trench over material, which is to be left v C e Ta N No pipe capacity shall be required in excess of the total acreage allotment. This acreage allotment shall be nuts shall be used. (Examples:Romac 101,Rockwell 311) course to fine and free of excessive dirt and organic material. Backfill shall be undisturbed. calculated at 6.5 GPM per irrigable acre or .733 minor inch per acre for all land served by the system. compacted to 95%of maximum density in accordance with AASHTO T-99. 4) - H o a Irrigable acreage shall be determined by NMID. 6. TAPPING SADDLES: Saddles shall be ductile or malleable iron. Straps or 3.2 PAVEMENT RESTORATION: Q o 2 T bands shall be galvanized or stainless steel. Gaskets and coatings shall be the BACKFILL ABOVE PIPE ZONE: Where the pipe is located within the street right-of- N W o w o Main line to make a complete loop of the subdivision from pump station with the first T joint having standard of the manufacturer. (Examples:Romac 101,Rockwell 311) way but outside areas to be overlaid with asphalt,suitable native material shall be used as 1. ASPHALT CONCRETE: Asphalt concrete used in conjunction with r � ca o isolation valve accessible in the pump station or immediately beside it. backfill from the pipe zone to finish grade. Areas in which pavement repair is required this project shall be furnished and placed in accordance with I.S.P.W.C. IL _ o y a T�aTod > L2 PIPE INSTALLATION: shall be back-filled with 3/4 inch minus crushed aggregate from the pipe zone to a point m w m None over forty-eight(48)inch in depth,finished grade. two (2) inches below finished pavement grade. Backfill shall be placed in lifts not to 2. CONSTRUCTION: The pavement shall be cut to provide clean, GENERAL: All PVC pipe shall be assembled and installed in accordance with the pipe exceed six (6) inches and compacted to 95% of maximum density in accordance with solid,vertical joints. Whenever possible,cut lines shall be parallel to or at right Main line tube,minimum four(4)inch. manufacturer's recommendations and as shown on the drawings. AASHTO T-99. Compaction shall be done using mechanical compactors. angles to the street centerline. ' Any line serving more than one(1)lot is considered main line. 1. PIPE INSTALLATION WITHIN STREET RIGHT-OF-WAYS 1.3 SYSTEM FLUSHING: The completed system shall be flushed of dirt and foreign Immediately before applying the tack coat, the surface to be treated shall be ' material and all air shall be vented from any high points prior to placing the system in swept clean of all loose material, dirt, excess dust or other objectionable 1. PIPELINE CONSTRUCTION: GENERAL: All work within street right-of-ways shall meet both the specifications operation. material. No application will be permitted when the surface is appreciable damp of the agency having jurisdiction over the right-of-ways and current I.S.P.W.C. or when weather conditions are unsuitable. 1.1 MATERIALS: specifications. 2. ISOLATION VALVES: Following the preparation of the base course and abutting edges,the contractor CONTACT DMINE 1. PIPE:All pipe shall be polyvinyl chloride(PVC)Class 200,SDR 21 or better. EXCAVATION: All pipelines shall have a minimum of thirty (30) inches and a 2.1 MATERIALS: shall apply CSS-1 emulsified asphalt(tack coat)to all joined surfaces. Asphalt 48-HOURS maximum of(48) inches finished grade. Utilities encountered in the pipe zone shall be concrete shall be placed to a minimum compacted depth of two (2) inches, BEFORE DIGGING Pipe two(2)inches and larger shall be ring gasket joints. crossed below by a minimum of 3'. Topsoil shall be stockpiled and used for the top layer 1. VALVES: Valve size unless otherwise noted on the drawings shall equal providing a smooth,even surface conforming to adjacent surfaces. during backfill. that of the pipe on which it is installed. 1-800-342-IN5 2. FITTINGS: PVC pipe fittings. 4. SERVICE RISERS: PIPE BASE AND PIPE ZONE MATERIALS AND PLACEMENT: Pipe base and GATE VALVES: Solvent weld fittings two(2)inches and smaller shall be on single service only. pipe zone shall include the full width of the trench from four(4)inches below the bottom 4.1 MATERIALS: Fittings must be Schedule 40 or better and meet or exceed the pressure rating of of the pipe to six (6) inches above the top of the pipe. Backfilt materials may be 2. VALVES TWO(2)INCHES AND LARGER: All gate valves shall meet z the pipe. Threaded fittings shall be Schedule 80. excavated native material containing no rock, organic matter or materials larger than '/a the requirements of AWWA C 509 latest revision specifications for resilient wedge I. PIPE: 200 PSI Poly U O inches. Where the volume or quality of native excavated materials is inadequate, sand valves and shall be manufactured by Waterous, Clow or Mueller. The gate valves shall J U) Fittings four(4)inches and larger shall be cast iron. Cast iron fittings must meet will be used for pipe base and pipe zone backfill. Pipe base material shall be placed and be two hundred (200) psi working pressure; non-rising bronze stem with o-ring rubber 2. VALVES: Curb stop valves shall be Class 200,with non-rising stem, all J > current AWWA requirements. compacted sufficiently to preclude future settlement. Compaction of pipe zone and gaskets and with a two(2)inch square operating nut opening to the left, bronze or brass construction,and screwed ends. O 0 trench backfill material shall begin when there is sufficient cover to protect the pipe from = t]0 3. THRUST BLOCKING: Thrust blocks are required at tees, bends and dead damage. Pipe base and pipe zone shall be back-filled with commercial type bedding 3. VALVE BOXES: All gate valves shall be fitted with a standard 3. FITTINGS: All fitting to be brass. Q Z 0 ends on all pipe and fittings with rubber gasket joints. Thrust blocks are also material or an approval alternate (free of humus, organic material, frozen material, and adjustable cast iron valve box and five and one quarter(5 1/4)locking lid as manufactured 0 required at elbows and tees before and after any compression type couplet and debris conforming to the gradation specified below: by Tyler No.6855, 4. Modified Type A risers. - CD _ where shown on the drawings. Concrete for thrust blocks shall conform to U) z Q I.S.P.W.C.,CL-3000 and shall have a minimum 28-day compressive strength of U.S.Standard Percent Passing 4. FLANGES/STEEL FLANGES: Steel companion flanges shall be AWWA 4.2 CONSTRUCTION: Service risers are to be constructed in conformance with the LU U) U) 0 3,000 psi. Concrete thrust blocks are to be placed against undisturbed earth. Sieve Size By Weight Class D steel ring flanges. Threaded or slip on,socket weld type as required. attached standard details. Service risers located along property lines adjacent to public roads shall 0 lY be Type "A"only. Lateral pipelines extending to single service risers shall be two(2) inch pipe O 0� w Thrust blocks shall have the following bearing areas unless otherwise called for 3/4" 100 5. CONCRETE: Concrete for valve box collars shall conform to I.S.P.W.C>, meeting the requirements of Section 1.1.1. = 0 2i on the drawings: 3/8" 95-100 CI-3000 and shall have a minimum 28-day compressive strength of 3,000 psi. z #4 90-100 Joint compound or Teflon tape shall be used on all threaded joints. W O 4"and small pipefittings 1.3 sq.ft. #10 90-100 0 W 6"pipefittings 2.0 sq.ft. #40 15-80 All risers shall be labeled"Irrigation Water-Not for Drinking" All valve boxes and risers to be _ 8"pipefittings 3.5 sq.ft. 4100 0-25 marked with seven(7) foot steel t-bar fence posts driven twenty-four (24) inches in the ground Q L 12"pipefittings 8.0 sq.ft. #200 1-10 with top twenty-four(24)inches painted purple. _ � LLJ LU w ~ w � z 3 Page 1 of 14 Page 2 of 14 Page 3 of 14 Page 4 of 14 10 a ASS\WL ENG� Q� c,\srE OFF PRESSURE URBAN IRRIGATION PRESSURE URBAN IRRIGATION PRESSURE URBAN IRRIGATION PRESSURE URBAN IRRIGATION 3 SPECIFICATIONS SPECIFICATIONS SPECIFICATIONS SPECIFICATIONS d> 3-24-21 �Pp 9TF OF 5. DRAINS AND AIR RELEASE VALVES: 6.6 SEALING OPEN ENDS OF PIPE: d) LEAKAGE: Leakage shall be defined as the quantity of water necessary to restore the WET WELLS: Systems up to 50 hp minimum vault size shall be sixty-inch(60") `rs {( ER\��S Where the system is installed in sections or will not immediately be connected to the specified test pressure at the end of the test period. No pipe installation will be accepted until diameter concrete sized to number of pumps keeping twenty(20) 5.1 DRAIN VALVES: Will be one and one-half inch (1 ''/z") curb stop valve or NMID delivery point,the open end(s)of the system shall be capped prior to backfill. the leakage is less than the number of gallons per hour as determined by the following inches of clearance minimum from pump to wall and pump to pump. equivalent AWWA approved valve. formula. 50 hp or larger systems change the minimum vault size requirement is 't • 6.7 STREET CROSSINGS: 72". Will have steel plate cover with access door twenty-five(25) ' • co 00 0 5.2 AIR RELEASE VALVE: One and one-half(1 '/2,) inch 200 PSI rated and must extend All street crossings will be marked on each side with purple fiberglass stakes saying L=ND � P inches by twenty-five(25)inches minimum aligned with standard ' 00 . . from the top of main line not the sides. pressure irrigation present. 7400 manhole steps to bottom of well. Steps to be copolymer polypropylene ' W • ;. ;0 00 coated one-half(1/2)inch ASTM A-615 grade sixty(60)steel to meet • •• •• 00 • . . . 5.3 DRAIN VAULT: Twenty(20) inch PVC vault with Ford X 43 cast iron frame 6.8 PROFESSIONAL ENGINEERING REQUIREMENT: in which or exceed ASTM 6-478,AASH to M-199 specifications. and 13 %" locking lid. Obliterate words "water meter" on lid. Drain and air release Any short plat,plat or subdivision containing in excess of five(5)lots will be required to valves to be located in common area. have irrigation system designed and stamped by a professional engineer licensed in the L=allowable leakage in gallons per hour SCREENS: ALL systems must have either a Clemens or First Street screen. State of Idaho. N=number of joints in the length of pipe tested 5.4 CONSTRUCTION: Drains, air release and blow-off are to be constructed in D=nominal diameter of pipe in inches CLEMANS SCREENS Intake screen structures will be concrete having twenty-five(25)inches • conformance with the attached standard detail. Drain and air release shall be installed at LARGE LOT,INDIVIDUAL PARCELS ONE(1)ACRE AND LARGER: P=average test pressure during the leakage test in pounds per square inch clearance on each side and non-flag end of screen and six(6)inches the end of all pipelines serving more than three (3) service risers or as indicated by minimum between screen and floor. Overflow pipe invert will be six NMID. 7. GENERAL: All design,material and construction requirements for large lot irrigation Should any test of pipe laid disclose leakage greater than that allowed above,the Contractor shall, (6)inches above top of screen. Screens will have eighteen(18)mesh systems shall be the same as those for small lot irrigation systems with the at his own expense, locate and repair the defective joints or pipe until the leakage is within the stainless steel wire and sealed bearings on rotating assembly. 6. ADDITIONAL REQUIREMENTS: following exceptions: specified allowance. 10 FIRST STREET o 0 6.1 DELIVERY POINT: 7.1 SYSTEM CAPACITY: Design flow rates for pipe sizing shall be determined by PUMPS: All pumps to be high electrical efficient submersible or vertical WELDING SCREEN: Structures will be concrete having twenty-five(25)inch clearance to <o The Nampa & Meridian Irrigation District (NMID) will designate the site within the NMID based on parcel sizes. The maximum design flow rate,regardless of lot size,shall turbines not to exceed 1800 Rpm unless stated otherwise by NMID and sides. Screens will have eighteen(18)mesh stainless steel wire. z proposed subdivision, short subdivision, lot, tract, parcel or site for water delivery into be 8 gpm per irrigable acre.Irrigable acreage shall be determined by NMID. controlled by A13B variable frequency drive. Any pump system 15 hpo the new system. Where NMID delivery facilities are located on the property being or larger shall be of vertical turbine type. Jockey pump to run clear OTHER SCREENS: Other types of rotating clear water screens will need to be approved in divided,piping shall be designed for delivery from that point. Where NMID facilities do 8. TESTING: water screen continuously,minimum three(3)hp.controlled by its own writing on a case-by-ease basis. 3 not exist on the property being divided,NMID will designate the delivery point based on VFD. Pumps are to be 3 phase unless otherwise approved. proximity to NMID facilities and ease of future delivery pipe installation. Connection of 8.1 HYDROSTATIC TESTS:Pressure and leakage tests shall be made on all newly laid pipe FLOW METER: All systems must have a magnetic type flow meter installed. the new distribution system to NMID facilities shall be completed by NMID crews at the or any valved section of it or both. NMID will monitor the tests as conducted by the MANIFOLDS: Must be built out of Schedule 40 pipe minimum. W z landowner's expense. A deposit equal to the estimated cost for making the connection Contractor. The contractor shall furnish all necessary assistance,equipment and material HARMONIC FILTERS: All systems must meet Idaho Code IEEE519 and must install harmonic Z must be paid to NMID before crews will perform the work. and shall make all taps in the pipe as required for the tests. The Contractor prior to FILTER SYSTEMS: All systems must have automatic self-cleaning suction scanning type filters when necessary. O o 3 placement of final surface coverings shall test the finder wire for continuity. filter system installed. Screen to be 200 micron(i.e.Orival,VAF, w 6.2 CROSS CONNECTS: Arad). o_ D Any cross connects made to potable water supplies must meet the specifications of the When any section of pipe is provided with concrete thrust blocking,the pressure test shall not be made until a L entity providing the potable water. Sizing of backflow must meet the size of the demand. at least five (5) days have elapsed after the concrete thrust blocking is installed. If high-early cement is PUMP STATIONS: All pump stations to have enclosed building two(2)foot minimum V W w> No multiples at one location. When a cross-connection is installed a meter must be set used for the concrete thrust blocking,the time may be reduced to two(2)days. clearance between walls and pump manifolds and control boxes. Pump LL o before acceptance. Must have a shut-off valve(AWWA approved-wedge type 2"nut) Station must have access through roof to remove pumps. Each side to .Y between backflow assemblies and the main line. The pressure test shall be one hundred fifty(150)pounds per square inch. have minimum twelve(12)by twelve(12)inch vent-one of which V 1 w will have twelve(12)inch thermostat controlled exhaust fan. W 10 6.3 ISOLATION VALVES: a) DURATION: The duration of each pressure test shall be a minimum of sixty (60) a Ci O Z= Isolation valves shall be located in common areas and two(2) feet from sidewalk off of minutes. "Self-contained"pump systems must have prior management approval road side each time mainline crosses road or common area. All main lines are to be before acceptance. If acceptance is granted,system must have lighting, looped. b) EXPELLING AIR: Before applying the specified test pressure, all air shall be expelled a 110v power outlet installed and have access to the wet well for N K from the pipe. cleaning. a w 3 6.4 AS-CONSTRUCTED DRAWINGS: As-constructed drawings (detailing pipe location, service riser locations and types and c) PROCEDURE: Each valve section of pipe shall be slowly filled with water to replace LIGHTING: Fluorescent lighting-two(2)four(4)foot tubes with cold weather Z ti 3 isolation valves) shall be provided to NMID following construction. Drawings shall be any water lost. The specified test pressure,measured at the point of lowest elevation by a ballast. The pump station shall include at least one thirty(30)amp 110 provided on reproducible copy and shall be clean,neat,and legible along with a digitized gauge of at least two hundred fitly-five(255)psi measuring capability divided into two(2)psi V dual outlet power supply. z 0 3 drawing(CD). FINAL APPROVAL WILL NOT BE ISSUED UNTIL RECEIVED! increments shall be applied by means of a pump connected to the pipe in a satisfactory manner. 6.5 INSPECTION: The contractor or individual installing the facilities must contact the NMID inspector forty-eight (48) hours prior to beginning any work. All trenches shall be left open for U inspection Monday through Thursday. Z z � - 11 W J � Z � � CD D O a m Z 0.11 OD � o Q O^Page Page Page Page a W YNv m U < U .. Z 9 9 9 9 o w Pa WILL a a JOB NUMBER: IDB2096 WDATE: 3-24-21 SHEET NUMBER: ui v/ y P13 W W W N y C U y DESIGN SPECIFICATIENS SCOPE OF WORK included as part of the main control panel PLC programming. 2. System Pressure Setpoint O O L a- E Packaged Pump Station supplier shall provide a variable speed Pump Control System p v _ -�_ T DESIGN FLOW RATE 75 GPM @ 75 PSI submersible turbine pump station complete with pump, piping, w s 3 r8 �=o o NEMA Rating. The VFD, PLC, and associated electrical equipment 3. Pump Sleep Settings, with two threshold modes: Sleep by Flow or > Z MINIMUM POWER: 240 VOLT / shall be mounted in a NEMA 3R enclosure rated for indoor Sleep by Frequency II N -_ � o = h of o 0 controller(PLC), UL 508A listed control panel, and all appurtenances a z �� .3 2 0 :> MODEL # PRECISION PUMPING SYSTEMS (208) 323-5300 installation. To avoid potential water or rodent damage, VFD's 4. System Protection Settings, including fault and warning a O necessary for a complete and functioning pumping system. The mounted outside the main control panel are not acceptable. Y g g g Q v t 6 o o N N o N 67 ITEM NO. DESCRIPTION Size QTY, station shall be mounted to press brake formed steel base and parameters for low flow, high flow, low pressure, high pressure, o o N a 8 a o 0 A 163 B 1 CONTROL PANEL 36"x30'x16" 1 enclosed in a powder-coated marine grade aluminum enclosure. The Control Panel Manufacturing & Testing. The pump control panel shall restart trials and restart delay time. _ = o d ao 14 F 8 2 6 5 2 FILTER, VAF200, 300 MICRON SCREEN 3" 1 pump station shall be manufactured by a UL QCZJ certified pump be manufactured and listed by a UL508A Panel Shop. The panel 5. Load Factory Default Settings, User Saved Default Settings. ° 3 0 WET WELL COVER PLATE 3 FLOW METER/FLHW SWITCH 1/2" 1 station manufacturer. shall be UL labeled as an "Enclosed Industrial Control Panel". The 6. Pre-Programmed Start-Up Routines to limit and/or delay starting aL o y 4 LEVEL SENSOR/FLOAT SWITCH CAP 1 Technical Service and Su pump control panel shall be completely manufactured, tested and U E=o Support. The manufacturer shall provide and acceleration of the pump to eliminate excessive velocity and programmed prior to delivery to the job site. _ 2 3 PRESSURE DIFFERENTIAL GAUGE & access 24/7 phone support with a factory certified technician. The pressure. It shall also include initial start-up, mainline fill, power o 2 0 12 5 SWITCH 0-15 PSI 1 technician shall have access to all relevant data specific to the pump Documentation. A color wiring schematic and pump nameplate outage and automatic re-starts. Z 6 PRESSURE GAUGE 2-112" 1 station, including specifications, submittal, shop drawings, information shall be permanently affixed to the inside of the control PLC Monitoring Functions U 1-1/2 FILTER FLUSH 7 TANK, PRESSURE 2 Gal 1 programming, and detailed photos of the system. enclosure. All field terminal connections shall be numbered and M " labeled 1. Pump operating status, total pump run hours, motor frequency, 8 PRESSURE TRANSDUCER 1/4" 1 Factory Testing. The pump station shall undergo and pass all of the motor amperage a . = y E 11 7 9 PUMP, SUBMERSIBLE 1 following system performance tests: Hydrostatic testing that meets Cooling System. The control panel cooling system shall be o -- o E o ti F 2. System pressure, flow rate 5 o. d =7 0 ® ANSI/HI specifications and standards; Flow testing that meets appropriately sized for the ambient conditions. The cooling system Y p > G 10 SKID, BENT 48x66 1 p g g y a`N o U ® ANSI/HI 14.6 specifications and standards; and Vibration testing that shall not allow dust, insects or rodents inside the pump control panel. 3. Fault Log with time stamps and diagnostic utility. o= o o a E 11 STAND, SUBMERSIBLE PUMP, FLANGED 3" 1 meets ANSI/HI 9.6.4 Vibration Measurement and Allowable Values Two sets of spare filters shall be included with the pumping system. C c E r - 9 N 4 12 VALVE, AIR RELIEF, FV-4 1/2" 1 p p p g y 4. Trend Data, with graphic display of system pressure, flow, motor 0 specifications and standards. The pumping system shall be flow frequency and amperage. Data shall be exportable to MS Excel. _» cu D 3" CONNECTION 13 VALVE, " Main Disconnect. A service-entrance rated, non-fused disconnect q Yp �+ _ a` BUTTERFLY, GROOVE, LEVER 3 1 tested as a complete unit, which shall include function testing of Q N �n C p g shall be mounted in the pump control panel and shall isolate all 5. USB port to upload, download of program, and data storage. �' L _ 14 VALVE, CHECK, SILENT 3" 1 pumps, motors, instrumentation, appurtenances, and control panel. Q y o N N The results of all tests shall be available to the owner. power to the control panel. The disconnect shall include an operating Instrumentation. rn N H w g I 15 VALVE, FILTER FLUSH 1-1/2" 1 handle mounted on the control panel enclosure door that is ^N E d ® PRODUCTS mechanically interlocked to prevent entry while the disconnect is in Pressure Gauges shall have a 304 stainless steel case, with bezel a r Tod m AVAILABLE ASSESSORIES (SEE NOTE) the ON position. To prevent damage from vandalism, a disconnect construction. Gauges shall have a 2.5" diameter and be liquid filled. 1" BLOWOUT Piping, Valves, Skid Base, &Station Enclosure. external to the pump station enclosure shall not be accepted. A ENCLOSURE, MARINE GRADE ALUMINUM 48x66x48 1 Pressure Transmitter(s) shall be constructed of stainless steel and 10 B INSULATION / SOUND ATTENUATION Piping. The station piping shall be standard wall pipe with grooved Overcurrent Protection. The VFD bridge rectifiers shall be protected rated for the pump station discharge pressure. connections. Flanged or welded connections shall not be acceptable. from over current by an appropriately sized circuit breaker. Fuses are J C HEATER 500W 1 Threaded connections between the main piping sections other than not acceptable. Flow Meter. The station shall include a solid state insertion flow z o 15 -NMP INSERTION FLOW METER at the pump volute shall not be acceptable. meter. Current and totalized flow shall be read at the pump control Q J E D or BADGER INSERTION FLOW SENSOR 1 Lightning & Surge Protection. The Pump Control Panel shall be panel HMI. Paddle type insertion sensors shall not be accepted. PLAN VIEW " Valves. Butterfly style isolation valves--with grooved equipped with transient voltage and sure arrestors. H � o CW VALVE/1 INTAKE SCREEN SUPPLYg g E LINE 1 connections--shall be included on station suction and discharge Pump Protection Shrouds z piping. Flanged or threaded connections shall not be accepted. A Convenience Outlet. The Pump Control Panel shall be equipped with CONTACT DK U E F HIGH PRESSURE SWITCH 1 Each pump and motor shall be completely encased in a slotted PVC non-slam check valve shall be included on the discharge of each duplex outlet. 48-HOURS 13 G PRESSURE RELIEF VALVE 3/4' 1 well casing. Both ends of the shall be thoroughly sealed to ensure BEFORE DK NC pump. An air release valve shall be included, located immediately Variable Frequency Drive (VFD). The VFD shall be appropriately that no water can enter at either end. Water shall only enter the H DROP PIPE, HDPE, FIELD CUT-TO-LENGTH 3" 1 after the pump check valve. sized to meet the FLA full load amps) required b the um motor, 1-�-�-� 9 U DROP PIPE, SS (6" & 12" EXTENSION 3' 1 ( p ) q Y pump casing through precision laser cut slots, which will not allow debris 3 D PIPES AVAILABLE) Skid. The pump skid shall be made of 1/4" press broke A36 steel. No as stated on the motor nameplate. The VFD shall be manufactured larger than can be passed entirely through the pump. All water welded bases or open rail systems shall be acceptable. by ABB Industrial Systems, Mitsubishi, or approved equal. Initial entering the casing shall pass over, and cool the motor, prior to NOTE start-up and calibration shall be performed by a factory certified entering the pump. z All 9) Corrosion Protection. The pump skid and appurtenances shall be technician, which shall extend the warrant on the control pane to aN11 U O_ THIS DRAWING IS FOR REPRESENTATIONAL Y p cleaned to bare steel and coated with a baked on powder coating, all PURPOSES ONLY - SEE QUOTE OR SUBMITTAL total of three (3)years. J � ° piping including elbows shall be coated inside and out. The pump j r i °O° SUMMARY FOR station shall be pressure tested prior to coating. No welding shall be Programmable Logic Controller(PLC). The PLC shall be fully 0 Q -PRICING performed after the pump station is powder coated. programmed prior to pump panel installation. The technician installing = m -DESIGN PARAMETERS and programming the PLC is to be factory trained and certified by the Q U 0 . -COATINGS Station Enclosure. The pump station enclosure shall be constructed PLC manufacturer. The PLC programming shall be non-proprietary, O - a of marine grade aluminum modular panels to allow access to all -MATERIALS OF CONSTRUCTION and the complete station programming shall be made available to the CO Z Z Cu -INCLUDED EQUIPMENT, DEVICES AND pumps and components by simply removing any panel. The entire owner via a USB drive included with the station control panel. W 0 u-� front of the enclosure shall consist of hinged doors. The enclosure � � � ACCESSORIES PLC Operator Interface. The PLC shall beequipped with a 5.7" LCD O LU shall be powder coated. The roof of the enclosure shall be easily pO O� w PUMP ® C�> SIDE VIEW displaced and replaced by one person for the purpose of servicing color touchscreen. The operator interface shall allow the user to 2 U :EPROTECTION the pump station. The station enclosure shall include a ventilation fan make adjustments to the PLC program locally without requiring any z SCREEN (or fans) appropriately sized to adequately cool the enclosed additional equipment such as a laptop computer. A VFD control LLl O equipment. keypad is not an acceptable substitution for the digital operator Lv Lu MATERIAL TITLE; interface. The PLC shall have an Ethernet port to enable remote _ WET WELL SUBMERSIBLE TURBINE Automatic Filter: The pump station shall include an automatic p Q LU (SHOWN AS 48') � (SEE NOTE) PUMP STATION access. 15 2 F w screen filter. The filter shall use suction scanning devices to 0 (BY OTHERS) PROJECT1 automatically remove debris from the filter element. The filter shall PLC Control Functions: o Z PPS UNLESS OTHERWISE SPECIFIED: ATLAS S-SERIES y �< 3: 0 DIMENSIONS ARE IN INCHES be VAF200 or approved equal. Control logic for filter flush shall be 1. User settable Local or Remote control. O o a FRONT VIEW PRECISION PUMPING SYSTEMS TOLERANCES; LEVEL: 90% final FRACTIONAL: ±1/8' 6515 BUSINESS WAY ONE PLACE DECIMAL: ±10 BOISE, IDAHO 83716 TWO PLACE DECIMAL ±,05 PART N0 DO NOT SCALE DRAWING 1S-NJ-VAS-3 �L NOT FOR FABRICATION 808-323-5300 �, SS�ONA L ENG www,gopps.U5 DRAWN1 JWR DATE; 2/24/2021 JOBI SIZE B SCALE: NTS SHEET 1 OF 1 REV B Z] CONNECT CONNECT FLUSH LINE TO GIRR MH GI-133 �G\STE a THROUGH WALL OF MANHOLE Ql F 3 3-24-21 �O a . doss K 0 ERo�S�� Al) INSTALL 2"FILTER FLUSH LINE 0 4 PER PUMP STATION MFG.'S rt, • • , LO RECOMMENDATIONS-2"200 PSI POLY PIPE ' 86 • • • •• o •• • • • • • .• :• .• 92 Q INSTALL 1"INTAKE SCREEN 0 - �� • • • • C,, • CONCRETE SUPPLY LINE PER PUMP STATION MFG.'S PAD a RECOMMENDATIONS-1"DIA.200 PSI POLY PIPE tip' 0 PROVIDE ISOLATION VALVE INSIDE OF PUMP ENCLOSURE �� INSTALL CLEMONS SELF-CLEANING CW200 a a INTAKE SCREEN (#18 MESH-1.00MM) • a PUMP SKID — 48"DIA.PUMP STATION MANHOLE WITH CUSTOM 10"FLANGE AND SEALED BEARINGS 4 , , WET WELL 4 ° ry COVER a v PACKAGE PUMP STATIONUJ ° a 48"WET 4 a a /^I GI-Cl 48"BOX Q ro WELL a 6"THICK 4000 PSI CONCRETE SLAB PLACED ON 6"THICKNESS OF 314"MINUS CRUSHED ow ° a 1.5"FILTER FLUSH AGGREGATE BASE COMPACTED TO 95%MAX DRY DENSITY PER ASTM D1557. 4 12GI a W 4 COMPACT SUBGRADE TO 95%MAX DRY DENSITY PER ASTM D1557 12C'I 12GI <a 37" ,52 ® TOP OF SLAB EL:2571.88 Do 4 0o °4 a SF 1"INTAKE Q oPOWER a CONDUIT SUPPLY LINE a 4 4 PIPE TO BE COUPLED WITH ERICKSON �m OTHERS) ° 4 ° a 4 FITTING FOR SCREEN REMOVAL oa O P/ 4 d a P 4 4 4"DUCTILE SPOOL VERTICAL RISER WITH UNIFLANGE STUBBED 4"ABOVE SLAB Z W 13" 4 a / 7.62' — ALIGN VERTICAL DUCTILE RISER PIPE WITH PUMP STATION DISCHARGE PIPE o QU a AND CONNECT TO PUMP STATION USING DUCTILE IRON PIPE-TOP OF SLAB EL:2571.88 LU w> CONNECT PI TO PUMP STATION / to 12" 4P/, USING DUCTILE IRON PIPE o INSTALL POWER SERVICE FROM a 4 � o a TRANSFORMER TO PUMP STATION 4P/ U o U Z CD �W 4P/ z Z ow Y— U K Q O w3 — o a a 4P/ N,I �3 Q 0. o 4— - 4P/ I Z �3 _ PRIMARY POWER AND TRANSFORMER a BY IDAHO POWER PUMP STATION LAYOUT \ \ NOTES: `Z Z \ \ 1. IRRIGATION STRUCTURE BACKFILL MATERIALS AND COMPACTION SHALL MEET Z a � (6 v Y a STRUCTURAL FILL SPECIFICATIONS AS PER THE PROJECT GEOTECHNICAL REPORT. O ¢ m Z � Of Q � — o Cn o o a Q 2. SEE SHEET GI.1,G1.2&G1.3FOR PUMP STATION MANHOLE AND GRAVITY IRRIGATION z a a \ STRUCTURE AND PIPE DETAILS. aCL Q zl Q p W d Lai 4 p 3. CONTRACTOR SHALL PROVIDE A COMPLETE POWER SERVICE TO THE PUMP a a o Z] STATION. JOB NUMBER: IDB2096 PRESSURE IRRIGATION PUMP STATION W 3-24-21 1 ' SHEET NUMBUMB ER: P14 ~ W PIA W19 Q� zam 0 B LL 'g fill uj 1 . PITLESS ADAPTER SHALL BE WATER SYSTEMS COUNCIL APPROVED. < � � to i 2. THE ANNULAR SEAL AROUND THE CASING SHALL BE REPLACED " 5 : FOLLOWING INSTALLATION, WATERTIGHT SANITARY T � 3. 7. —HP PULP SHALL BE SST AT APPROXIMATELY 105 FEET BELOW VENTILATED WELL CAP;STEEL OR CAST IRON PITLESS ADAPTER. uj — 1� - €-� 4. CHECK VALVE SHALL BE INSTALLED 21 FEET ABOVE 7.5—HP PUMP. GLYCERIN—FILLED PRESSURE GAUGE {0-�1 O PSIS AND PRESSURE TRANSDUCER FINISHED GRADE AT 5, ELECTRICAL CABLE SHALL BE FIRMLY ATTACHED TO THE DROP PIPE AT p 2 SLOPE AWAY EACH COUPLING STAI ILES STEEL STRAPS. WITH " ISOLATION VALVE GAUGE SHALL GALVANIZED STEEL MIN. 1 FROM WELL HEAD a r BE READABLE FROM ABOVE. CONDUIT RISER �° a lift, . CONTRACTOR TO ENSURE WELL CASINO EXTENDS A MINIMUM OF 1 INCHES ABOVE PROJECT COMPLETION FINISH GRADE. CONTRACTOR TO CL o COORDINATE O NER ON FINISH GRADE ELEVATION. a . ap � 7 4 IRRIGATION BOX, 0 <D CA LLJSEE NOTE 8 POWER CABLE 7. CONTRACTOR TO COORDINATE 1�V LANDSCAPE ARCHITECT ON DIRECTION 1 � _ AND CONDUIT 11 OF BURIED DISCHARGE PIPING FROM WELL AND EXACT CONNECTION Z � TP F .� * WELL SEAL � g � MIN. a POINT TO IRRIGATION MAINLINE. IF WELL DISCHARGE PIPING 15 COMPLETED PRIOR TO IRRIGATION MAINLINE INSTALLATION, MARK END OF W ; , PIPE W1 STAKE EXTENDING AT LEAST 2 FEET ABOVE GRADE. 8" I.D. STEEL p' - CASING 8. THE IRRIGATION BOX SHALL BE A PRECAST CONCRETE BOX K{4" THICK 4—INCH OOO OR IFS GLASS f WALLS. BOX SHALL BE A MINIMUM 4 FEET LONGBY 3 FEET WIDE. BOX 200 PVC (B OTHERS) 1 " PVC SOUNDER LINE SHALL HAVE A LIGHTWEIGHT, HINGED AND LOCKABLE STEEL LID. BO T WALLS SHALL BE NOTCHED SO THAT BOX DOES NOT REST ON PIPING. WELDED PITLESS ADAPTER CONTACT pE ADEQUATE DRAINAGE SHALL BE PROVIDED BY ADDING 12 INCHES OF WASHED DRAIN ROCK IN THE BOTTOM OF THE BOX. ( AAS MODEL 8,13 OR EQUAL) AS-HOURS BEF0RE DK41140 . BURIED PIPE AND FITTINGS SHALL BE SCH 40 TAPE—WRAPPED 3" DIP OR TAPE WRAPPED ��-� GALVANIZED STEEL Off DUCTILE IRON THROUGH THE IRRIGATION VALVE 3 TEE W W O FOR GALVANIZED TYP SYSTEM BLOW—OUT BOXES. PIPE WILL TRANSITION FO PVC DOWNSTREAM OF BOXES. PIPE SHALL HAVE A MINIMUM CENTERLINE BURL DEPTH OF 3 ", t� � " BRASS BALL VALVE �� 0 4 X CONCENTRIC 3 MA NETIC FLOW METER c� OR GATE VALVE � 10. WELL PUMP VFD WILL BE INSTALLED IN SURFACE WATER PACKAGED REDUCER (RESTRAINED) (BADGER M SERIES OR EQUAL , ;',. PUMP STATION CONTROL PANEL BY PUMP STATION MANUFACTURER. 2" BRASS BALL VALVE OR INSTALL SO DISPLAY FACES WIDE PUMP STATION MANUFACTURER WILL BE RESPONSIBLE FOR VFD AND PLO GATE VALVE WELL FLUSH F BMX SIDE � PROGRAMMING. WELL PUMP CONTRACTOR SHALL BE RESPONSIBLE FOR Y TEE � ELECTRICAL AND CONTROLS CONDUCTOR AND CONDUIT BETWEEN WELL 12" OF 4" DRAIN FLOCK < AND PUMP CONTROL PANEL FOR WELL PUMP, PRESSURE TRANSDUCER, w o AND FLOW METER. CONDUIT THROUGH PUMP STATION SLAB BY OTHERS. 3 4"" BRASS BALL 2" PRESSURE RELIEF 5 :., � w VALVE (DRAIN) VALVE ON 3" " TEE 11 . ALL ABOVE—GRADE CONDUIT SHALL BE GALVANIZED THREADED RIGID (WATERMAN AA-6 OR z 0 STEEL AND ALL BURIED CONDUIT SHALL BE SCHEDULE 40 PVC, „ BETWEEN THE WELL, TRANSDUCER, FLOW METER, AND THE PUMP EQUAL) STEEL SC, PE 4O DfOP PI CONTROL PANEL. � � w w 12. 1 " SOUNDER TUBE SHALL BE ATTACHED TO DROP PIPE WITH STAINLESS STEEL STRAPS EMERY 21 FEET. TERMINATE AT TOP ELECTRIC F PUMP. PUMP CABLE 3" COLUMN CHECK VALVE, (FLOWMATIC 80D1 SET AT 21 ' ABOVE PUMP sp � . 5/ v of PLUMP CONTROL PANEL YH SEE NOTE fi O 1 Q .. _ SUBMERSIBLE PUMP AND MOTOR (GF UNDFOS 77S75- 1 , 7. —HP, OIL APPROVED EQUAL), VERIFY . .' VOLTAGE WITH SURFACE WATER PUMP STATION SUPPLIER CONCRETE BOX 1 61 (TYP OF 2 POWER AND CONTROLS CONDUIT 0 12 o z 4—INCH RESTRAINED -- 90—DEG ELBOW WELL (BY OTHERS) — — CL — 44 w w w R} -- -- " i 8 STAINLESS STEEL 96 -- -- WELL SCREEN 1 - J 5'-0�� -- -- Lid ----- CONNECT TO —_ -- CD 4" PVC MAINLINE IF NOTE: — --- °` W PRESENT OR DAP AND SEE SITE C1111L AND LANDSCAPE PLANS FOR _ cc MARK ABOVE GRADE WELL LOCATION AND POINT OF CONNECTION -- -- W STAKE EXTENDING AT -- — a LEAST 2 FEET ABOVE — — z GRADE, SEE DOTE 7 -- -- cc Lu -- -- JOB NUMBER: IDB200 QATE: 2•6.21 �y SHEET NUMBER: PLAN! VIEW SCHEMATIC06 pims NOT TO SCALE filEJ l 5 W * w w am 0 ce : ° x ICL O ' WELL PUMP SYSTEM DESIGN CRITERIA/ASSUMPTIONS Idm .� � - � % GENERAL NOTES - AND CONSTRUCTION NOTES : P 1 . CONSTRUCTION SHALL BE PER THE LATEST VERSION OF THE ISPWC, STANDARD SPECIFICATIONS AND 1 , IRRIGATION WELL WILL BE USED TO IRRIGATE UP TO 5 ACRES. tC//, uj �� 4 DRAWINGS, OR PROJECT PLANS/SPECIFICATIONS, WHICHEVER IS MORE STRINGENT. � ' , 2- THE NEW WELL HAS NOT BEEN CONSTRUCTED OR TESTED. WELL PUMP SELECTION IS BASED ON AN ASSUMED WELL �- CONTRACTOR SHALL FURNISH AND INSTALL EVERYTHING REQUIRED TO PROVIDE COMPLETE AND OPERABLE SPECIFIC CAPACITY OF 10 GPM PER FOOT OF DRA DO N AND STATIC WATER LEVEL OF 10 FEET SOS- WELL ;' u Hit! FACILITIES AS SHOWNHEREON. IF THESE IS AN OMISSION ON THE PLANS, SUCH OMISSION SHALL NOT BEPRELIMINARY DESIGN INCLUDES 8-INCH I.D. STEEL CASINO AND 8-INCH STAINLESS STEEL WELL SCREEN, TARGETED CONSTRUED TO MEAN THAT THE CONTRACTOR IS NOT REQUIRED TO FURNISH OR PROVIDE EVERYTHING THAT WAITER-BEARING ZONE 1S BETWEEN 200 AND 300 FEET, CL rz IS NECESSARY TO PROVIDE COMPLETE AND OPERABLE FACILITIES. a w 3. IRRIGATION WELL PUMP WILL SUPPLY FLOW OF 75 GPM WHILE MAINTAINING A MINIMUM DISCHARGE PRESSURE OF 70 U- I ANY CHANGES TO THE DESIGN AS SHOWN IN THESE CONSTRUCTION DRAWINGS MUST BE REVIEWED AND PSI, BOTH MEASURED AT THE WELL DISCHARGE. FINAL PUMP SELECTION MAY VARY FROM BELOW BASED ON FINAL WELL a APPROVED B THE ENGINEER BEFORE CHANGES ARE MADE. THIS INCLUDES CHANGES REQUESTED B THE OPERATING CONDITIONS. WELL PUMP WILL BE SUPPLEMENTAL TO SURFACE WATER PUMP STATION AND WILL OPERATE BASED ON SYSTEM PRESSURE. t OWNERS REPRESENTATIVE AND SUBCONTRACTORS. d' WL 4. PUMP TO BE 4-INCH GRUNDFOS 77S75-1 WITH NOMINAL 7.5-HP MOTOR OR APPROVED EQUAL. AT 75 GPM TOTAL 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE PROTECTION OF ALL EXISTING MONUMENTS OTHER � SURVEY MARKERS, STREET SIGNS, UTILITIES, IRRIGATION LINES, PAVEMENT, TREES, FENCES, AND ANY OTHER DYNAMIC HEADTDH SHALL NOT BE LESS THAN 230 FEET. AT 50 GPM, TDH SHALL NOT BE LESS THAN 8Q FEET. IMPOk TANT OBJECTS ON OR ADJACENT TO THE JOB SITE AS DETERMINED BY THE OWNER'S REPRESENTATIVE PEAK BOWL EFFICIENCY SHALL NOT BE LESS THAN 74 MOTOR SHALL BE SUBMERSIBLE TYPE SUITABLE FOR USE WITH a OR ENGINEER, A VARIABLE FREQUENCY DRIVE. 5. CONTRACTOR SHALL CONTACT ID HO DIG LINE 208 342-1585 or 811 TO MARK AND IDENTIFY 5. PUMP AND MOTOR TO BE SET AT 10 FEET BELOW PITILESS ADAPTER ON NEW -INCH STEEL DROP PIPE IN UNDERGROUND UTILITIES PRIOR A O DIG EXCAVATION. INTERCHANGEABLE SECTIONS OF NOT MORE THAN 1 FEET WITH THREADED COUPLINGS. IF NECESSARY, APPROPRIATE FITTINGS SHALL BE PROVIDED TO CONNECT PUMP DISCHARGE TO DROP PIPE. . CONTRACTORS SHALL LEGALLY DISPOSE OF ALL EXCESS MATERIAL. - A 3-INCH FLO ATIC 80DI (OR EQUAL) CHECK VALVE SHALL BE LOCATED APPROXIMATELY 21 FEET ABOVE THE TOP OF 7. ALL "OR EQUAL" ITEMS ARE SUBJECT TO REVIEW AND APPROVAL OF THE ENGINEER. THE PUMP. CHECK VALVE SHALL HAVE SUFFICIENT TENSILE STRENGTH TO SUPPORT FULL WEIGHT OF DROP PIPE AND CONTACT INCLINE WATER COLUMN ABOVE, AND DROP PIPE, PUMP, AND MOTOR BELOW, -HOURS 8. CONTRACTOR SHALL PROVIDE, MAINTAIN, AND BE RESPONSIBLE FOR ALL EROSION AND SEDIMENT CONTROL 7. WELD-ON PITILESS ADAPTER TO BE INSTALLED (MAASS 8J3 OR EQUAL FOR CONNECTION BETWEEN 3-INCH DROP PIPE BEFOFIE IKINQ STRUCTURES AND PRACTICES AND MEET THE REQUIREMENTS OF ANY AGENCY HAVING JURISDICTION. IF AND 3-INCH DISCHARGE PIPING. ADAPTER SHALL HAVE SUFFICIENT STRENGTH TO SUPPORT DROP PIPE, WATER COLUMN, 1-800- 4 -M5 REQUIRED. AN ESC PERMIT WILL BE OBTAINED BY THE CONTRACTOR. PUMP, AND MOTOR BELOW. 9- CONTRACTOR TO OBTAIN ALL APPLICABLE PERMITS- S. CONTRACTOR TO SUPPLY WATERTIGHT, VENTED SANITARY WELL CAP EQUIPPED WITH CABLE CONDUIT. 10. UPON THE COMPLETION OF WORK, THE CONTRACTOR SHALL SUBMIT A SET OF "RED-LINED" RECORD � co DRAWINGS TO THE ENGINEER. 9. ALL VALVES AND APPURTENANCES ON DISCHARGE PIPING ARE TO BE INSTALLED AS SHOWN ON SHEET P1. . SUBMITTALS FOR EACH COMPONENT SHALL BE PROVIDED AND APPROVED BY ENGINEER PRIOR TO INSTALLATION. 6 0 11. CONTRACTOR SHALL NOTIFY AND COORDINATE WITH THE OWNER AND/OR THEIR REPRESENTATIVE PRIOR TO, 10. ANY MISCELLANEOUS FITTINGS NECESSARY FOR SPECIFIC CONNECTION BETWEEN ANY TWO WELL PUMP SYSTEM < � DURING, AND AT THE COMPLETION OF CONSTRUCTION ACTIVITY. COMPONENTS SHALL BE PROVIDED BY THE CONTRACTOR. ❑ z 12. IF WITHIN ONE (1 ) YEAR FROM THE DATE OF COMPLETION, THE PUMP SYSTEM AND ALL APPURTENANCES OR 11 . DISCHARGE PIPING SHALL BE EQUIPPED WITH PRESSURE TRANSDUCER FOR SENSING DISCHARGE PRESSURE AND FLOW o ANY PART THEREOF INSTALLED AS NEW SHALL PROVE TO BE DEFECTIVE IN INSTALLATION, MATERIAL, OR METER FOR SENSING FLOW RATE. INSTRUMENTATION SHALL BE ACCURATE TO WITHIN 1 OVER OPERATING RANGE. 4- D O Lu WORKMANSHIP SHIP THE CONTRACTOR SHALL. WARRANT REPLACEMENT OR REPAIR TO THE SATISFACTION OF THE rrrA OUTPUT FROM TRANSDUCER AND METER TO PUMP CONTROL PANEL SHALL BE PROVIDED. _ OWNER AT NO EXPENSF TO THE OWNER. Lu 0 12. CONTRACTOR SHALL BE RESPONSIBLE FOR CONDUCTOR AND CONDUIT FOR PUMP, PRESSURE TRANSDUCER, AND FLOW 13. THE LOCATIONS OF EXISTING UNDERGROUND UTILITIES ARE SHOWN AS AN APPROXIMATE LOCATION ONLY. THE METER FROM WELL TO PUMP CONTROL PANEL, PUMP CONTROL PANEL, ELECTRICAL SERVICE,E, AND ASSOCIATED WIRING � w CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK. THE WILL BE SUPPLIED BY OTHERS. VARIABLE FREQUENCY DRIVE, PROGRAMMABLE LOGIC CONTROLLER, AND OTHER CONTRACTOR AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH MIGHT BE OCCASIONED BY ELECTRICAL CONTROL TO BE PROVIDED BY OTHERS. IRRIGATION SYSTEM PRO RAMMING TO BE PROVIDED S OTHERS, � � THEIR FAILURE TO EXACTLY LGCATE AND PRESLRVL ANY AND ALL, UNDERGROUND UTILITIES. THE CONTRACTOR w SHALL COORDINATE WITH THE OWNER TO LOCATE KNOWN IRRIGATION AND UTILITY IMPROVEMENTS PRIOR TO CONSTRUCTION. 13. CONTRACTOR TO VERIFY ELECTRICAL SERVICE TYPE VOLTAGE, PHASES, ETC. WITH SURFACE WATER PUMP STATION 10PROVIDER. 14, CONTRACTOR SHALL VERIFY EXISTING LOCATIONS, ELEVATIONS, AND MATERIAL TYPES OF ALL UTILITIES AND 14. PUMP CABLE IN THE WELL SHALL BE INSTALLED FROM MOTOR TERMINALS TO TOP OF WELL CASING PLUS 10 FEET AT �� FEATURES HERE PROPOSED IMPROVEMENTS CONNECT. NOTIFY ENGINEER IMMEDIATELY OF ANY DISCREPANCIES. THE SURFACE TO PROVIDE FOR PULLING AND INSTALLATION. CABLE SHALL CONSIST OF CONDUCTORS IN 15. THE CONTRACTOR SHALL PROVIDE THE PROJECT ENGINEER WITH A MINIMUM 48-HOUR NOTICE PRIOR TO REQUIRED SINGLE-JACKETED ASSEMBLY WITH INSULATION SUITABLE FOR CONTINUOUS IMMERSION WITH WATER AND OIL RESISTANCE. 1 INSPECTIONS. THE CONTRACTOR SHALL VERIFY INSPECTION REQUIREMENTS WITH THE OWNER AND THE ENGINEER. CABLE SHALL BE SLED TO LIMIT VOLTAGE DROP TO LESS THAN 5 AT MOTOR TERMINALS. 16. ALL CONTRACTORS WORKING WITHIN THE PROJECT BOUNDARIES ARE RESPONSIBLE FOR COMPLIANCE WITH ALL 15. CONTRACTOR TO FIELD-VERIFY ALL LENGTHS AND MEASUREMENTS FOR DETERMINATION OF #MATERIAL. AMOUNTS. APPLICABLE SAFETY LAWS OF ANY JURISDICTIONAL BODY. THE CONTRACTOR SHALL BE RESPONSIBLE FOR BARRICADES, SAFETY DEVICES AND CONTROL OF TRAFFIC WITHIN AND AROUND THE CONSTRUCTION AREA. 16. CONTRACTOR SHALL PROVIDE COPIES OF MANUFACTURER'S WARRANTIES AND MATERIAL DOCUMENTATION FOR ALL CONTRACTOR-INSTALLED COMPONENTS. 17. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO DE-WATER ALL UTILITY TRENCHES DURING CONSTRUCTION. GROUNDWATER SHALL BE KEPT BELOW THE BOTTOM OF TRENCHES DURING INSTALLATION AND 17, UPON COMPLETION OF THE WORK, CONTRACTOR SHALL CLEAN THE CONSTRUCTION AREA AND RESTORE IT AS NEAR AS TESTING OF ALL UTILITIES. POSSIBLE TO PRE-WORKING CONDITIONS, F .: 18. THE CONTRACTOR'S BID SHALL INCLUDE ALL COSTS REQUIRED FOR PERMiTT1NG AND BONDING THE REQUIRED IMPROVEMENTS. 19. USE CLASS B-2 BEDDING SYSTEM (SAND) AND TYPE C (LANDSCAPE) TRENCH BACKFILL AND COMPACTION PRACTICES PER I.S.P. .C- SECTIONS 305 AND 306. 0. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL COSTS ASSOCIATED WITH THE REQUIRED PIPELINE TESTING. ALL TESTING SHALL BE IN ACCORDANCE WITH THE PRESSURE TESTING REQUIREMENTS INCLUDED IN SECTION 401 OF THE ISPWC 105 PSI). THE ENGINEER MUST BE PRESENT FOR THE TESTING AND REQUIRES 24 HOURS NOTICE. Lu I 1- 61 a Z 0 i z Lu CL uj CL w W w W; m �j40 Lu � � - JOB NUMBER: IDB200 E1ATE: 2•6.21 �y SHEET NUMBER: J PL6 N J '.J L J} 3.t. — _ w Z ss TOEE.G. TOE TOE TOE E ,� v ; . ---t - -- - - - O�// ,� w ti O — — • • L V! 4P1 4P1 (L Z N s - 2 a0 `3O = - r QU 73 / - - ao • \ ,F.y o _ I � d'j]0 d 3 0��'To 0 STREET LIGHT 1 \ a � S O N: 718499.4880 1 \7�� - -'�� _ 02, - I E: 2450275.7748s - a 5-2 1 4-2 j 1 j 3-2 TYPE-2 LED FIXTURE \'1-2 /-,i�55 W N o 3 o y o 3 E N 11 I I 25-FOOT POLE s \ \ -iss/ _ ._ 0 0 1 I a r ' 62 ' L---- - 1 �- - 1 1 _ s o J _ I - i � o • •• y N Q'o U — — NE \ a r 2 STREET LIGHT aw W WOOpp\ \ \ ` c�i U e Ta N N: 718413.8893, \ \ / o E o 13 o w S •' � I a E:2450153.6635 - / TYPE-2 LED FIXTURE S2 \ \ \ \ / a cl) 'N 0 _= 25-FOOT POLE \\ \\ \ / �� a E d 0 a 4P1 ( \\ \\\ \\ \\ 2-6 \ \ 'm3-6 s m w \ \ \ \ \ \ ————————————— — \ \ \ \ i I 2-3 I I b: \ \\ \ \\ ,—— �P a \ \ CONTACT DIGLINE 1 \ \I 48-HOURS� I 1 1 \ / ZP\ L BEFORE DIGGING s 1-800-342-1585 s�= 1 3-3 1 17 \ 10" U O --J . ' sr s 1 ------------- ��— -CD 4P1 4P1 -1 / J > p o c, s s � • 29•• m • �, ----- .10s / Q 0 4-3 I I o I I I I I I I � • O — ` IL— , .I d I I I I 36" / `^ z Z vJ Q --------- Ul # � I �I I I I LLI ' r-------------- 1 1 1 1 1 1 p co I O I I C I I �, ' o � 1-6 � �� I 5-6 I I 6-6 I 0 � W 1 5-3 II 1 N II 1 9':9' ST REET LIGHT 2STREET LIGHT 2 I I I 1 zN: 718201.4016 N: 78167.6522 14•. 9 W2 OU --- ---- J E: 2450216.3046 I I I I j - E.2450436.3733 Legend o - - - - TYPE-2 LED FIXTURE I I I I I I TYPE-2 LED FIXTURE TH DEBRIS g w LU 2 -------------- 25-FOOT POLE I I 25-FOOT POLE NN OF PPE COVERED W Q ~ I I o 1 -- - 1201 _ ~ Lu I 1 6-3 I 1 ' S 12G1-__ _ -- __ B 12G `,5�� ---❑ TYPE-1 LIGHT, 30' DAVIT POLE , LUMINAIRE, AND w w ~ _ " 5 JUNCTION BOX z o I I - s 3 L--_ 4 P 1 4 P 1 SAP O a ---- 8W gW 8W W - - - - _ . .. -- ------------� � TYPE 2 LIGHT POLE, MINAIR ANDJUNCTION B X o E, LU E, A _ _ _ _ W. HOMESTAKE ST. 1 -------------- g <� � ' SS�ONAL FNG l w 12SD o \ 1 7-3 1 z a ; 00 1 ay \ 7-6 \ . .. .; . - - - - - - - - - 4P1 4P1 City of Meridian 3 J - 4P1 4P1 • 1 -------------- /� ------ ------------ �\ 3-24-21 o 1-5 1 10-5 \� I 8-6 Street Light Notes �oss�F of 8-3 I I I :. 1 I 1 � 1 I 1 � I :` I� I I I .. --------------- s L __J 1 ----- ---_ _ ----_ _ ____________ - - - - 0 - - - - 1. ALL STREET LIGHT CONSTRUCTION SHALL BE DONE IN ' ' _ ' --------------- LO o s 1 --------� L--------------� ACCORDANCE WITH THE CURRENT VERSION OF THE ISPWC, :. :. 1 1 2-5 1 1 I 9-6 1 THE MERIDIAN SUPPLEMENTAL SPECIFICATIONS TO THE • 1 1 9-5 :: I - .. 0 1 9_3 I I I I� I ISPWC, AND THE NATIONAL ELECTRIC CODE. • 0 • --------------J L_ __ 1 I I ; 2. A STREET LIGHTING ELECTRICAL PERMIT SHALL BE OPENED , 1 --- --------J - - - - _ _ ---- c PRIOR TO STARTING WORK. USE THE ONLINE CITIZEN . ' - - - - --� I -------------- - --- ---- PORTAL AT co 1I I HTTPS://CITIZENPORTAL.MERIDIANCITY.ORG/CITIZENACCESS/ • I I 1 3-5 I I I 8-5 j N 10-3 1 10-6 Inc I TO OPEN A PERMIT AND REQUEST INSPECTIONS. ICI i 1 I I - I w I I I ' I L_ 1 z a I I ' 3. INSTALLATION WILL REQUIRE INSPECTIONS FOR THE L--_ _--- -_ ----_ __J 5 ___-__-_ ---J 00 L J CONCRETE BASE REINFORCING, BEDDING, BACKFILL, AND w I ---_--__- - - - - ____ ____ FOR THE POLE AND ASSOCIATED WIRING. 10 ----- N n ————————— r —— 1 0 00 o 4. STREET LIGHT BASES SHALL BE LOCATED 10' MIN. FROM a& I 1 11-3 1 4-5 1 I 7-5 11-6 I TREES 5' MIN. FROM FIRE HYDRANTS AND 2' MIN. FROM >a 1 1 1 : ' I I I WATER METERS. oU I I I I 1 I 1 I ___ --- ---- J - STREET LIGHT 2 J L - - ' 5. KEEP ACCURATE NOTES OF CONDUIT JUNCTION BOX s� ___ _ s 2 STREET LIGHT - ______________ LOCATIONS. ATTACH A REDLINED AS BUILT DRAWING OF gm ' N : N: 717944.2756 N: 717936.2566 - �N ___ -- --------J I I I THIS PLAN SHEET TO THE STREET LIGHTING ELECTRICAL oo I 1 E: 2450216.8232 E: 2450402.6462 1 ' o ' I TYPE-2 LED FIXTURE I 1 1 1 - 1 PERMIT, OR SUBMIT A HARD COPY TO THE MERIDIAN PUBLIC 1 12-3 I TYPE-2 LED FIXTURE 12-6 I WORKS DEPARTMENT PRIOR TO REQUESTING FINAL o3 \ 25-FOOT POLE I 25-FOOT POLE J 00 �\ 1 I wz I --J L--- ------� 1 , INSPECTION. Z �� L--- ---- - cs -------------- 6 = - 1 0 °� - - I CONTACT THE CITY TRANSPORTATION AND UTILITY B - - - - - - - REGARDING _ � - - COORDINATOR (208) 898-5500 FOR QUESTIONS 8W T 8W 8W aW aW UTILITY CONFLICTS, OR TO ACCESS LOCKED METER �N U Y gW PEDESTALS. _ W.SANTIAGO ST. 8W J W s S 41 SS— DI LL se gam— - - 1 BW. R $Vfl'. • zo 22 \ - - — _ — oZ -- - -- - r--- -- I 1 - jL TYPE-1 LED STREET LIGHT, w'I0 Keyed Notes 3 30 DAVIT POLE PER T4 N: 717767.9300 1 Z o 3 1 1 E:I 1 2450302.7566� 1 1 1 1. TYPE-1 LED STREET LIGHT, WITH 30-FOOT DAVIT POLE, AND 11 111 I I I I I I I I I 1 I 1 1 j 1 I I I I 1 15-3 I 16-3 17_3 18-3 ,9-3 I 1 j APPURTENANT ITEMS PER CITY OF MERIDIAN STANDARDS. I 20-3 21_3 22-3 2. TYPE-2 LED STREET LIGHT, POLE AND APPURTENANT ITEMS I 1 1 1 1 I I I 1 1 I 1 1 1 2-4 1 3-4 I1 I TYPE-1 LED STREET LIGHT 1 1 I I 1 I I TYPE-1 LED STREET LIGHT 1 1 1 I PER CITY OF MERIDIAN STANDARDS. I 30 DAVIT POLE PER T4 I I I 1 1 1 I I 1 1 I I 1 1 I N: 717772.1692 I I I �1 I I 1 30'DAVIT POLE PER T4 1 I ? ' 1 I E: 2450102.6872 1 j I 1 1 I I I N: 717763.4334 1 1 1 1 I Lu 5;_ w 1 I 1 1 1 I 1 1 I 1 t E: 2450502.7111 1 1 1 z r I I 1 1 1 1 1 Z o Oro m L----- ----- ----- ----J L---- � 1 _ 1I 4P1 4P1 4P1 - L---- ---� s 4P1 4P1 -- -- - --- I� Q w Y N „xx. 23-3 s 4P1 s 4P1 PI 4P1 4P1 n a x -++ -- - - o, -� ,. _--Ern+-----arm---rn�_-- -- r- ---------------- ---. -� ----- - - ------------ -1-4 ------ ----- a a o - -- - ens —erg—� -- •o _ - ❑ ,�E ' ,eP eP�°` JOB NUMBER: STREET LIGHT PLAN 01'^ ore = o V IDB2096 _ 0 40 80 1 I ` DATE: 3-24-21 FEET —� C-0 SHEET NUMBER:W _ W.USTICK RD. I 1 LY - - - - - - - - - - - W W W W W - - - - - w F_ SLEI w w 3.t. — — /� p wZ d- a B A B 19'• 00 o= - m Ems,TInES Y _ "tea-T TOE TOE TOE TOE— E I , a ; . I W � =a.U2 x m `` ��// a r / Id- a S =\ n,y_T _ Oc P T 0 ~ �:;'' - - 1 L WIn A2S' _ _ o 4P1 4P1 d Z N s - a0 - oy_ too =ds� � I �2 _ �U ,i� 5-2 i 4-2 j 3-2 1 2-2 1 1-2 s` \ W \ 3 ,.�a ss - o 2 H¢ E v I I I I I I S N p yo L t I - LL a - - o V CL D' aw WWO 'Re �/ \ \ � 0 eTa� o \ » N ,8 \se - \ N " ° g � U 0 \ \ \ \ \ \ IL 2-6 \ \ s m w 00 3-6 4-6 \ \ \ \ \ \ \ , •13 1 ——— ———— i I 2-3 b: \ \\ \\ \\ ,-- �P\% \ \ CONTACT DIGLINE I CBU #1 ' \ I (16 UNIT) . 1 1 ZP\ 48-HOURS �,, L————— — _ v� : fi v / BEFORE DIGGING - - - - CBU #2 - -1585 --————— — (16 UNIT) 1800-342 I 3-3 CBU #3 1 Q 1 (16 UNIT) ° \ Z --- -- - � - r'� , .1 -10 CD s 4P1 4P1 s / J 1 -------- - D 1 c; O s s m 29„ I 1 4-3 i-----i i-----� .1os' / Q Z p I I � � � I I I I I -I I I I � � •,s' — L---------- I I I I I 3 / Sign z - Q LIJ U, o r ----------- I co I I I U I 1 I o .. 1_6 1 5-6 1 6-6 A TYPE-III ROADWAY TERMINUS BARRICADE W 9".•0122 9" Z .• ;l 21"• ___ ---- J C I I 8"' -- 4 • O �Q TYPE-II SIDEWALK TERMINUS BARRICADE CD -------------- I I _ :. � I ,, , • _--�— INV=2566.09' 1 • a I s L--_ --J 12G1 12G1 12GI — NONp pEp WITH DEBRIS Q � O STREET NAME STREET SIGN PER ACHD STDS. 2 I j 6-3 I I - -- e 5 13�Lu ° - - w w , �,5 z o 1 I 1 s 4 P 1 4P1 5 Q,P O a 1 L--_ ---- 8W 8W .. - - - - D STOP SIGN -30"X30" R1-1 8W _ _ W. HOMESTAKE ST. 1 � r- . . � _ _ _ g 1 SS�ONAL FN� ------------- ,... - / N 1 l w 12sD o 1 c 1 7-3 1 z ¢ ; a 1 8/1 \ 7-6FF 1u i 1. SIGN INSTALLATION SHALL BE IN ACCORDANCE WITH THE Q �° _ - CURRENT EDITION OF THE IDAHO STANDARDS FOR PUBLIC 4Pi_ --- _4Pi : • 4P1 4P1 - - - - 1 WORKS CONSTRUCTION STANDARD DRAWING NO. 1130, THE 1 -------- --- --------� - �i ----------- MUTCD., AND ACHD STANDARDS. ��q 3-24-21 PLO I N 1 � 8-3 � 1 � � 1-5 i i i 10-5 C � I 8-6 i�c� � 2 MEASURED TIRO THE HEIGHT OADJACENT TRAVEL SURFACEF SIGNS SHALL BE 7.0' IN GHT, 'POS+S,� DER :• i i 1 -------------J s - :. --------------J� SIDEWALK OR CURB AS APPLICABLE. L--- ---- - - - - - 3. STREET SIGNS AND BARRICADES WILL BE INSTALLED BY - • - - - - - r-------------- s • N ---- - --- -- r--------------J ACHD AND PAID FOR BY THE DEVELOPER. CONTRACTOR --------------- o 1 .. 1 1 2-5 1 1 I I -N I SHALL COORDINATE THE WORK. . • 9-3 9 1 9-5 1 1 9-6 I - I .. .. .. 1 1 I I 1 1 I I� 4. TYPE-II SIDEWALK TERMINUS BARRICADE SHALL BE 0 � oo 00 . I I -- � I I PROVIDED PER ACHD STANDARDS. BARRICADES SHALL ------------ L----- ------ -- -- HAVE THICKENED EDGE ALUMINUM W/6"WIDE - - - RETRO-REFLECTIVE RED/WHITE DIAGONAL DECALS. PAINTED SIGNS ARE NOT ALLOWED. BARRICADE MUST HAVE co 1 I I I 1 3-5 I 1 I 8_5 1 10_6 I�` I A KICK PLATE AT THE BOTTOM TO PROVIDE CANE • 1 10-3 1 1 ' 1 1 I 1 1 - I I I- 1 DETECTION. 1 I 1 '• 1 I 1 1 > I I L- I --- 1 :. ----------� 5 -----� z a 00 L J � 5. TYPE-III ROADWAY TERMINUS BARRICADE SHALL BE ——— ———— PROVIDED PER ACHD STANDARDS AND INCLUDE A SIGN w . - - - - F--------------� S -------_ -- r---- ------- THAT STATES "STREET TO BE EXTENDED IN THE FUTURE". 10 F-------------- cmn 00 1 � � • : 1 1 I 1 1 1I ICI 1 4-5 I 1 � 1 1 11-3 1 ' I 1 I 1 - I 7-5 1 1 11-6 i ; Legend }J 1 I . I I oom m 1 1 11 1 ------- ol -1 L---- -- 1 --- SIGN --- ---- _ -------- _ _ _ _ 1 - - - - -- - --------, s ------------- -------------- STREETS 41- —————————————— m ICI J � I C 1 1� I oa 5-5 I o a TYPE-III ROADWAY TERMINUS BARRICADE 12-3 \ I I I 6_5 J 12-6 I o3 1 _-----__- L-----------�i �� 1 i 00 �� TYPE II SIDEWALK TERMINUS BARRICADE z w� L--- ---- - o ------------ o� Go D Keyed Notes O Z 8W T 8W 0 8W gW 8 V 8W 8W � W.SANTIAGO ST. Jw se - - - 1. DEVELOPER PROVIDED CLUSTER MAILBOX (16 UNIT). 10 ' ' • SALSBURY REGENCY DECORATIVE CBU- 16 (BRONZE - �= .�w 8 MODEL#3316R-BRZ-U). CONTRACTOR SHALL PROVIDE �a CONCRETE PAD AND INSTALL CBU PER MANUFACTURER'S Ok T r--- - -- - __ _ _ _ : ' REQUIREMENTS. CONCRETE PAD SHALL BE 4' DEEP BY 6' w3 1 1 1 1 1 1 1 1 1 1 1 1 - -- --� WIDE AND 5-INCHES THICK CONCRETE WITH 6" THICKNESS o 1 1 I I 1 1 1 1 1 C OF 3i CRUSHED AGGREGATE BASE COMPACTED TO 95% 4 a� 1 1 I I 1 1 1 1 1 1 1 a1 MAX. DRY DENSITY PER ASTM A698. PROVIDE KEYS TO ° 83 z i I 1 1 I 1 1 1 1 1 DEVELOPER. CONTRACTOR SHALL VERIFY THE FINAL 111 111 I1 15-3 I I 16-3 I 17-3 1 I 18 1 1 1 1 1 1 1 MAILBOX LOCATION WITH DEVELOPER PRIOR TO 1 1 1 1 i 1 -3 1 1 19-3 I 20-3 1 21-3 22-3 I '. 1 PLACEMENT OF CONCRETE PAD. 1 I I I I I 1 1 j 1 1 2-4 1 1 3-4 Z 1 I I I 1 I I 1 1 1 1 1 1 I 1 I 2. REMOVE EXISTING TYPE-II BARRICADE. a ci J I I I I I I 1 3. REMOVE EXISTING TYPE-III BARRICADE. 1 1 I I I 1 1 I 1 1 1 1 I I 1 1 1 1 1 1 I 5; o? w I 1 1 I I 1 1 I 1 D C - a 2 � ,n Y L----- ---- L 1 ILL __ I I 1 1 1 i z m z 00 _ 4P1 4P1 s 4P1 4P1 s 4P1 ----� L - 4P1 ---�/ \�---- --- I� m U w O N N m 4P1 z s PI _ O w 23-3 - - __ _ w L - a,. -� ,. ---Ern+-----arm---ar---- --- r------------------------ ---. .„ ---� ----- - - -------— ---1-4 ----- ----- 1 OE a a s 4P1 n � co -- - ❑ �� ,a P N Q TOP 1BPVC- OI^ Oµ SIGNAGE + MAILBOX PLAN JOB NUMBER: ---- 1 I ———————— IDB2096 0 40 80 W 84W DATE: 3-24-21 FEET —� SHEET NUMBER: W W W W W.USTICK RD. I C-0 1 w Z W I F_ SLm2 w w x