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HomeMy WebLinkAboutconstruction plans SUBP24-0149 ( FA VISIONS SEE SHEET C2.2 FOR SEWER PROFILES NOTES 12/06/24 - REVIEW 1. SEE SHEET C1.1 FOR ADDITIONAL NOTES, LEGEND, AND TEMPORARY 12/31/24 - CITY/STREET 1 BENCHMARK LOCATIONS AND ELEVATIONS. o' I 2. CONTRACTOR SHALL PROTECT ALL SURVEY MONUMENTS ENCOUNTERED TBM 2 N DURING CONSTRUCTION. ANY MONUMENT DISTURBED BY CONSTRUCTION (SEE SHEET C1.1) SEE NOTE 2 ACTIVITIES SHALL BE REPLACED BY A PROFESSIONAL LAND SURVEYOR AT SEE NOTE 2 THE EXPENSE OF THE CONTRACTOR. IQ9 INN ............. - - �HF� 3. COORDINATE ROUTING OF DRY UTILITIES (POWER, GAS, PHONE, CABLE, ETC) R3 O WITH CONTRACTOR AND APPLICABLE UTILITY COMPANIES. STA: 21+97.8t SSMH #61 G 4. SEWER CLEANOUTS IN CONCRETE AND ASPHALT PAVED AREAS SHALL HAVE STA: 21+88.37 OFF: 23.7'f L i -� � i � 3: A TRAFFIC RATED COVER IN A CONCRETE COLLAR SET FLUSH WITH � 4" DIA SERVICE OFF: 5.00' R ISLL SHEET C3.1 FOR STREET FINISHED GRADE PER ISPWC SD-506A. (SEE NOTE 8) p i ' LOT 1 IMPROVEMENT AND GRADING PLAN 0 p _- 5. REMOVE AND DISPOSE / OR RELOCATE SITE FEATURES THAT CONFLICT w o O EXISTING BUILDING S1 „ I WITH THE PROPOSED IMPROVEMENTS. R3 /. ° RETAIN AND PROTECT 6. ABANDONED BUILDINGS, TEST PITS, STORM DRAINS, WATERWAYS OR ANY z "' 1323 NE 2 1/2 ST S2 0� '�j o \ o S2 APPROXIMATE LOCATION ® EXISTING WATER SERVICE TO OTHER DISTURBED EXCAVATIONS LOCATED WITHIN THE PROPOSED BUILDING cp #102 OF EXISTING WATER --- LOT 1 FOOTPRINT OR PARKING LOT SHALL BE RE-EXCAVATED TO NATIVE SOIL J'� d SAP �V R1 -- STA: 21+88.4t PROPOSED - I AND BACKFILLED WITH STRUCTURAL FILL PER ISPWC SPECIFICATIONS.O SERVICES (FIELD VERIFY) LOT LINE � U� �0�� O UCOFF: 15.0'f R _ UGP GP UGP P CONTRACTOR SHALL PROVIDE SOILS DATA TO VERIFY NATIVE MATERIAL OR EXISTING SEWER LOT 3 °� 4 DIA SERVICE G G -EP -E� W1 i I ANY SOURCE USED FOR BACKFILL MEETS THE REQUIREMENTS OF SERVI - ENGINEERED FILL PER ISPWC AND PROVIDE A COPY OF ALL COMPACTION (SEE NOTE 8) PROPOSED R3 iI I / PROPOSED I I TESTS TO THE CITY UPON REQUEST. RETAIN AND PROTECT LOT LINE %/I B W LOT LINE W-----_ W EXISTING DUAL WATER 7. NO PERMANENT STRUCTURES CAN BE WITHIN AN EASEMENT OR OVER A Jl PROPOSED W W W SERVICE TO LOTS 3 AND 4 CITY SEWER MAIN. THIS INCLUDES BUILDINGS, CARPORTS, TRASHcn LOT LINE LOT --- ENCLOSURES, TREES, DEEP ROOTING BUSHES, ETC. (SHARED DRIVEWAY) \------__ SEE NO'E 2 I N 3 R1 8. THE EXISTING BUILDINGS IN 0 S 3 AND 4 ARE ALREADY SERVED BY m APPROXIMATE LOCATION Q //' _ „-- E; N EXISTING SEWER SERVICES LO A WEST SIDE OF THE BUILDINGS. m 0 OF EXISTING WATER �0 3 it //I SEE NOTE 4 I THEREFORE, IT IS ANTICIP T �HAT E NEW SEWER SERVICES LOCATED Lu 00 // PROPERTY LINE ` o I ON THE EAST SIDES OF LOTSWILL REMAIN DRY UNTIL THE CITY W t "SERVICES (FIELD VERIFY) IOLLJ /% NCONSTRUCTS A SEWER MA /2 ST AND THE EXISTING SEWER v RETAIN AND PROTECT EXISTING I �j/% / / `��' I W MAIN LOCATED WEST OF THE SITE IS NO LONGER ACTIVE. UNDERGROUND UTILITY LINES l�// �o Z a�0 EXISTING SEWER ; // / EXISTING BUILDING I J w EXISTING w 9. SEE SHEET C2.2 FOR SEWER PROFILES. SERVI GARAGE 1313 NE 2 1/2 ST Y a, (SEE NOTE 8) Q XI ING WATER SERVICE V o L i < APPROXIMATE LOCATION OF EXISTING N i / r-i SEWER SERVICE FOR 1313 NE 2 1/2 ST EXISTING BUILDINGAPPROXIMATE LOCATION OF EXISTING SEWER SERVICE Z Q BASED ON SKETCH PROVIDED BY 1323 NE 2 1 2 ST PROPOSED 20' CITY I R3 /.� R 5 FOR 1313 NE 2 1/2 ST BASED ON SKETCH PROVIDED N -i OWNER. FIELD VERIFY LOCATION, / SEWER EASEMENT i R4 G SHED BY OWNER. FIELD VERIFY LOCATION. 25.0' R-O-W uj ABANDON EXISTING SEWER SERVICE IN EXISTING 8" DIA #101 R3 I i 20.0' S1 S5 1° SEWER MAIN CENTERLINE 0 POTABLE / NON-POTABLE SEPARATION KEYNOTES � PLACE BY DISCONNECTING SERVICE AND R1 STA: 21+21.0± L CAPPING AT SEWER MAIN. STA: 21+08.0± ABANDON EXISTING SERVICE WEST OF THIS POINT PROPERTY LINE A. SEE SEWER NOTE 2 ON SHEET C1.1 FOR SEPARATION REQUIREMENTS _0 o can OFF: 23.7't L /�' R2 (FIELD VERIFY LOCATION) RETAIN AND PROTEC EXIStING BETWEEN POTABLE AND NON-POTABLE MAINS, TYP. N 4" DIA SERVICE S1 UNDERGROUND UTILITY �I� I� o APPROXIMATE LOCATION OF EXISTING d PROPERTY LINE B. SEE SEWER NOTE 3 ON SHEET C1.1 FOR SEPARATION REQUIREMENTS c SEWER SERVICE FOR 1305 NE 2 1/2 ST (SEE NOTE 8 - rt /% .� - BETWEEN NON-POTABLE MAINS AND POTABLE SERVICES; POTABLE MAINS BASED ON SKETCH PROVIDED BY _ T"-/T.- JlT ' /�- % ' /•' /T%/ SEE NOTE 2 a OWNER. FIELD VERIFY LOCATION, S2 - / ,� /9p! / R4,j// ./ . �%���/./ / // j /, R4/ %/ / / Y%/ AND NON-POTABLE SERVICES, OR NON-POTABLE SERVICES AND POTABLE / 00 SERVICES, TYP. ABANDON EXISTING SEWER SERVICE IN SS 12 00 ^p. / //X/�%/�/// // / �- '��/���/ S4 + PLACE BY DISCONNECTING SERVICE AND 7 8S M CAPPING AT SEWER MAIN. REMOVE EXISTING /:� ' i SEE NOTE 2 R4 /// //%%/./� %/, N%/./%%////. / / i/� T-TYPE CLEANOUT A CORE DRILL EAST SIDE OF EXISTING // // ROOF OVERHANG // R2 / / STA: 13+75.0t // // / % / /' //. ///. %//%/ //. ///. /// //.�} LOCATED IN EASEMENT OFF: 2.0'f R SSMH Q 4� FOR NEW 8" DIA I // j�//. //./%/ /.// // /r%/ � i / SEWER MAIN-P PWC 502.3.4. SET / -� cc SS EG (SEE KEYNOTE S4) 0 SEWER KEYNOTES cn i. SSMH A2 ® IRR INVERT OF NEW 8" DIA PIPE AT 0.10' ///�%/ N'// %/./%///%/./i PROPERTY LINE S1. 4" DIA SDR 35 PVC TYPE A SEWER SERVICE PER ISPWC SD-511 @ 2.0% HIGHER THAN ELEVATION OF EXISTING ////./ //./ .o / / S6 STA: 12+25.25 OFF: 2.00' R g //. /. .'// . 'o././j/ / // /� STA: 20+98.00 OFF: 5.00' R � , SLOPE, TYP. 0' N 8" DIA OUTLET PIPE FIELD VERIFY). O. //. /. / //. // / PROPOSED 20' CITY ' i 0 co c0 163`. // 8� //i //%//// (SEE DETAIL 2/C2.1 FOR ' i S2. CAP AND MARK END OF SEWER SERVICE PER CITY OF MERIDIAN STANDARD j/ REMOVE AND CHANNEL CONFIGURATION) SEWER EASEMENT EXISTING BUILDING THIS SECTION OF SEWER MAIN BETWf�N,� DRAWING NO. SW3 (PAINTED GREEN), TY 3. Q 0000 rn IL SSMH( fC2 AND T-TYPE CLEAN OUT(#A3) 0 DISPOSE EXISTING APPROXIMATE LOCATION OF EXISTING SEWER SERVICE 1305 NE 2 1/2 ST WILL REMAIN DRY UNTIL ACTIVATED $v� S3. NOT USED. Z EXISTING SSMH N1 -47 TREE (SEE NOTE 5) FOR 1305 NE 2 1/2 ST BASED ON SKETCH PROVIDED O THE CITY IN THE FUTURE. S4. T-TYPE CLEAN-OUT AT END OF DRY SEWER MAIN PER CITY OF MERIDIAN Z c0 °� BY OWNER. FIELD VERIFY LOCATION. 00 RIM: 5.1t R4 � �' STANDARD DRAWING N0. S1. Q I EXISTING 8" IE(N): 2596.0± SSMH #A1 X11__ Xv _T I W 0 EXISTING 8" IE(S)' 2596.1f STA: 11+32.95 STA: 12+18.5f I i S5. FIELD LOCATE AND CONNECT EXISTING SEWER SERVICE FOR 1313 2 1/2 ST Of p PROPOSED 8" IE(E): 2596.10 OFF: 30.22' R ABANDON EXISTING SERVICE WEST OF THIS POINT w TO NEW 4" DIA SEWER SERVICE FROM NEW MAIN. ADJUST LOCATION AS N w N (FIELD VERIFY) (FIELD VERIFY LOCATION) - NEEDED. PROVIDE AND INSTALL CLEANOUT, FITTINGS, AND MATERIALS AS W (00 SEE NOTE 2 REQUIRED. o SEE NOTE S6. FIELD LOCATE AND CONNECT EXISTING SEWER SERVICE FOR 1305 2 1/2 ST v-T n X- - - - - - �� - - I' 0 10 20 40 TO NEW 4" DIA SEWER SERVICE FROM NEW MAIN. ADJUST LOCATION AS A x NEEDED. PROVIDE AND INSTALL CLEANOUT, FITTINGS, AND MATERIALS AS PROPOSED 20' CITY SEWER EASEMENT REQUIRED. NOTE THAT THIS SEWER CONNECTION WILL NEED TO BE MOVED T T D T T ORTIO OF THE PROPOSED SEWER EASEMENT SCALE FT IN THE FUTURE WHEN THE SEWER LINE BETWEEN SSMH #A1 AND SSMH #A2 BETWEEN SSMH N14-47 AN SMH A WILL BE ABANDONED IN THE � IS ABANDONED. FUTURE WHEN THE ITY ONS R A SEWER MAIN IN NE 2 1/2 ST AND THIS PORTION OF SEWER IMPROVEMENTS ARE NO LONGER NEEDED) I z SEE SHEET C2.2 FOR SEWER PROFILES O I O SURFACE RESTORATION KEYNOTES - I o I V) R1. SAWCUT, REMOVE, AND DISPOSE EXISTING ASPHALT PAVEMENT AS NEEDED FOR SEWER CONSTRUCTION. RESTORE PAVEMENT DISTURBED BY > CONSTRUCTION AS TYPE "P" SURFACE REPAIR PER ISPWC SD-301 AND SD-303 TO MATCH EXISTING IMPROVEMENTS, TYP. Q SEWER PLAN R2. RESTORE EXISTING GRAVEL DRIVEWAY DISTURBED BY CONSTRUCTION AS co TYPE "C" SURFACE REPAIR PER ISPWC SD-301 AND SD-303. GRAVEL SCALE: 1"=20' N THICKNESS SHALL MATCH THE GREATER OF: (A) THE EXISTING GRAVEL Z) SECTION; OR (B) 8" OF COMPACTED GRAVEL BASE, TYP. V) R3. RESTORE EXISTING LANDSCAPING AND LANDSCAPE IRRIGATION LINES DISTURBED BY CONSTRUCTION TO MATCH PRE-PROJECT CONDITIONS, TYP. W R4. RECONSTRUCT EXISTING FENCING DISTURBED BY CONSTRUCTION TO MATCH U EXISTING IMPROVEMENTS. Q J 0 W N 0 WATER KEYNOTES - o Q W1. ADJUST RIM OF EXISTING WATER METER VAULT TO BE FLUSH WITH EXISTING 8" DIA OUTLET PIPE-,,, FINISHED GRADE AND CONSTRUCT A 4" THICK BY 35" DIA CONCRETE J HEADING TO NORTH COLLAR PER CITY REQUIREMENTS AS OUTLINED IN NOTE 11 ON CITY OF O MERIDIAN STANDARD DRAWING NO. W4. THIS EXISTING VAULT ALREADY o CUT AND GRIND CHANNEL IN PROPOSED 8" DIA INLET HAS AN EXISTING 30" DIA CMP VAULT WITH MANHOLE COVER AS V) EXISTING SEWER MANHOL PIPE FROM NORTH OUTLINED IN NOTE 2 ON CITY OF MERIDIAN STANDARD DRAWING NO. W1. BASE TO DIRECT SEW 0 CONTRACTOR SHALL FILL THE EAST THIS VAULT CANNOT BE RELOCATED OUTSIDE OF THE PAVED DRIVEWAY EXIS a� FLOW TO THE NOR G SSMH #1 )R OUTLET CHANNEL IN SSMH A2 WITH SINCE IT WOULD PLACE THE METERS AND SERVICE LINES FOR LOTS 3 AND J 90, GROUT TO PROVIDE A TEMP RY 4 ON A DIFFERENT LOT. THIS METER VAULT WAS PLACED IN THIS WATER-TIGHT SEAL WHICH WILL LOCATION IN 2023 AT THE DIRECTION OF THE CITY. REMAIN IN PLACE UNTIL DRY SEWER LINE TO THE EAST IS ACTIVATED BY a I O I THE CITY IN THE FUTURE. DRAWN SCALE 0 0 a_ CHECKED REVISION a 4ST SIDE OF EXISTING o PROPOSED 8" DIA �n NEW 8" DIA SEWER OUTLET PIPE TO WEST - DATE ANTICIPATED CONFIGURATIO1 PER ISPWC 502.3.4. SET INVERT EXISTING CHANNEL IN MANE, OF NEW 8" DIA PIPE AT 0.10' HIGHER a THAN ELEVATION OF EXISTING 8" DIA p`a OUTLET PIPE (FIELD VERIFY). PROPOSED 8" DIA OUTLET PROJECT cn PIPE TO EAST. THIS SECTION N OF SEWER MAIN TO T-TYPE CLEANOUT WILL REMAIN ANTICIPATED CONFIGURATION DRY UNTIL ACTIVATED BY THE OF CHANNELS IN MANHOLE CITY IN THE FUTURE. EXIS G 8" DIA INLET PIPE �I FROM SOUTH PROPOSED SSMH #A2 EXISTI SSMH #1 CHANNEL DETAIL 2 SSMH A2 CHANNEL DETAIL SCA N.T.S. C2.1 SCALE: N.T.S. C2. / U rn c .3 o SHEET O N C201 N O N F REVISIONS NOTES A 12/06/24 - REVIEW 1. SEE SHEET C1.1 FOR ADDITIONAL NOTES, LEGEND, AND TEMPORARY B 12/31/24 - CITY/STREET BENCHMARK LOCATIONS AND ELEVATIONS. 20 00 20 20 20 40 20 60 20 80 21+00 21+20 21+40 21+60 21+80 22 00 22 20 22 40 22 60 22 80 23 00 2. SEE SHEET C2.1 FOR SEWER PLAN. 2604 2604 APPROXIMATE PROFILE OF EXISTING GRADE 0 POTABLE / NON-POTABLE SEPARATION KEYNOTES A. SEE SEWER NOTE 2 ON SHEET C1.1 FOR SEPARATION REQUIREMENTS BETWEEN POTABLE AND NON-POTABLE MAINS, TYP. ``' ti ti O 2602 SSMH A2 2602 B. SEE SEWER NOTE 3 ON SHEET C1.1 FOR SEPARATION REQUIREMENTS O� o STA:20+98.00 OFF: 5.00R ESTIMATED LOCATION OF SSM #B1 BETWEEN NON-POTABLE MAINS AND POTABLE SERVICES; POTABLE MAINS o O\ STA•21+88.37 FF: 5.00R' � N RIM:2603.2t EXISTING UNDERGROUND AND NON-POTABLE SERVICES, OR NON-POTABLE SERVICES AND POTABLE 8" IE(IN)N.2 TILITY LINES (FIELD VERIFY) RIM: 02.6f SERVICES, TYP. 8" IE(OUT)W 2596.70 4" IE(IN 2597.7 4" IE(IN)E: 597.70 8" IE(OUT)E.2596.70 ESTIMATED LOCATION OF 8" IE(OUT) 2597.35 260 EXISTING WATER SERVICES 2600 (FIELD VERIFY) SERVICE FOR NE 1313 2 1/2 ST STA:21+21.Ot SEWER KEYNOTES (n I I B S1. 4" DIA SDR 35 PVC TYPE A SEWER SERVICE PER ISPWC SD-511 ® 2.0% z SERVICE SLOPE, TYP. ■i r 259 STA:21+08.Of 2598 S2. CAP AND MARK END OF SEWER SERVICE PER CITY OF MERIDIAN STANDARD W 00 o DRAWING NO. SW3 (PAINTED GREEN), QTY 3. ■ , ■ o L S3. NOT USED. W CONTRACTOR SHALL FILL THE EAST OUTLET CHANNEL IN S4. T-TYPE CLEAN-OUT AT END OF DRY SEWER MAIN PER CITY OF MERIDIAN a Z STANDARD DRAWING NO. Sl. w SSMH AL WITH GROUT TO PROVIDE A TEMPORARY Y c uj �- THE SEWER MAIN BETWEEN SSMH A2 AND SSMHpBlC WATER-TIGH SEAL WHICH WILL REMAIN IN PLACE UNTIL S5. FIELD LOCATE AND CONNECT EXISTING SEWER SERVICE FOR 1313 2 1/2 ST259 DRY SEWER LINE TO THE EAST IS ACTIVATED BY THE WILL BE CONSTRUCTED USING WA CLASS PIPE E 2596 TO NEW 4" DIA SEWER SERVICE FROM NEW MAIN. ADJUST LOCATION AS o Q THE VERTICAL SEPARATION FROM THE EXISTING WATER � • CITY IN THE FUTURE. SEE DETAIL 2/C2.1 FOR SERVICES IS ANTICIPATED TO BE LESS THAN 18" NEEDED. PROVIDE AND INSTALL CLEANOUT, FITTINGS, AND MATERIALS AS � � � CONFIGURATION OF CHANNEL INSIDE MANHOLE. REQUIRED. +� 00 70� 90.37' C-C S6. FIELD LOCATE AND CONNECT EXISTING SEWER SERVICE FOR 1305 2 1/2 ST W N 00 ==7/, 0 T CLASS PVC TO NEW 4" DIA SEWER SERVICE FROM NEW MAIN. ADJUST LOCATION AS PIPE ® 64 o SLOPE NEEDED. PROVIDE AND INSTALL CLEANOUT, FITTINGS, AND MATERIALS AS 2594 2594 REQUIRED. NOTE THAT THIS SEWER CONNECTION WILL NEED TO BE MOVED _0 o IN THE FUTURE WHEN THE SEWER LINE BETWEEN SSMH #A1 AND SSMH #A2 c: N IS ABANDONED. J v z 0 rnz � a 2592 2592 259 2590 ftf 0 04 + + + + + + + + + 4 Jpn � r� o 00 00 00 00 o0 J Q 00 rn + + N N N N N N + + + p O O O O O O O O O H = - p co O O co co O O O O LLJ Z - r- N N N N N N N N N J W Of 0 00 Q � w - a0 20+20 20+40 20+60 20+80 21+00 21+20 21+40 21+60 21+80 22+00 22+20 22+40 22+60 22+80 2 N N Of W (oo U � 1 H W SEWER PROFILE (SOUTH TO NORTH) 0 10 20 40 � q HORIZONTAL SCALE: 1"=20' VERTICAL SCALE: 1"=2' 0 HORIZONTAL SCALE (FT) o z L O 10+60 10+80 11+00 11+20 11+40 11+60 11+80 12+00 12+20 12+40 12+60 12+80 13+00 13+20 13+40 13+60 13+80 14+00 14+20 14+40 Z w = N J Z IJ 260 w 2606 � mco 00 Z) N 0 I I T Q L u CV C) 2604 PPROXIMATE PROFILE 2604 U w I I OF EXISTING GRADE L J Q zLLJ Z J N -I I _ E co - o 0-) 2602 i 2602 � w � Z C4 Q N o SSMH GM STA:12+25.25 OFF: 2.00R' 0 M LLJ EXISTING SSMH N1 -4 I 8" IE(I03.2f 8" IE(IN)N:\N 2596.80 w 0 STA:11+16.78 OFF: 30.16R' 2600 0 260 RIM:2605.1 t I 8" IE(OUT) 2596.70 PROPOSED 8" IE(IN)E:2596.10f� : I SSMH #A1 8" IE(OUT)E 2596.70 (n (� EXISTING 8" IE(IN)S:2596.10t I STA:11+32.95 OFF: 30.22R' S4 EXISTING 8" IE(OUT)N:2596OOf CONTRACTOR SHALL FILL THE EAST OUTLET CHANNEL IN . 6 RIM:2603.3t (FIELD VERIFY) I 8" IE(IN)E:2596.30 SSMH WITH GROUT TO PROVIDE A TEMPORARY J 8" IE(OUT)W:2596.20 WATER- GHT SEAL WHICH WILL REMAIN IN PLACE UNTIL DRY SEWER LINE TO THE EAST IS ACTIVATED BY THE 259 CITY IN THE FUTURE. SEE DETAIL 2/C2.1 FOR 2598 3 DRAWN SCALE i CONFIGURATION OF CHANNEL INSIDE MANHOLE. a 0 ! i TCW SHOWN n ,\ J CHECKED REVISION a LBW B 259 � � 7 1­ 2596 DATE T-TYPE CLEANOUT #A STA:13+75.Ot 12/31/2024 3 \T12.2 LFf (16.17' C-C) 92.5 LFf (96.52' C-C) ELEV:2596.00 F 8" DIA SDR 35 PVC OF 8" DIA SDR 35 PVC 145.8 LFf (149.75' C-C) PROJECT NIPE © 0.82% SLOPE PIPE © 0.43% SLOPE OF 8" DIA S R 35 PVC I 24043 2594 PIPE ® . % LOPE 2594 CORE DRILL EAST SIDE OF EXISTING S N14-4 FOR NEW 8" DIA SEWER MAIN PER ISPWC 502.3.4. SET INVERT OF NEW 8" DIA PIPE AT 0.10' HIGHER N THIS SECTION OF SEWER MAIN WILL REMAIN DRY I SOLDIER PLACE THAN ELEVATION OF EXISTING 8" DIA OUTLET PIPE RIFY . UNTIL ACTIVATED BY THE CITY IN THE FUTURE. I SUBDIVISION O N 2592 4 � 2592 °> + + + + + + + + + + + + + Ln + N N O N N O CO O LL_ + + + ro ro "� n n ro '� '� '� � N N N �; + SEWER PROFILES O O O O O O O O O O O O O O O w U coco co co co co co co O co co co co co co J IN IN IN N IN IN IN N N N IN IN IN IN INQ 2 N 0 10+80 11+00 11+20 11+40 11+60 11+80 12+00 12+20 12+40 12+60 12+80 13+00 13+20 13+40 13+60 13+80 14+00 14+20 U SHEET SEWER PROFILE (WEST TO EAST) 0 ,0 20 40 LdOf N HORIZONTAL SCALE: 1"=20' VERTICAL SCALE: 1"=2' 0 C202 o HORIZONTAL SCALE (FT) N 3 of 7 REVISIONS O ACHD KEYNOTES NOTES A 12/06/24 - REVIEW A. SAWCUT REMOVE AND DISPOSE EXISTI SPHALT T 2.5' (2.0' MIN) FROM 1. SEE SHEET C1.1 FOR ADDITIONAL NOTES, LEGEND, AND TEMPORARY B 12/31/24 - CITY/STREET i I U E R A D OR CONSTRUCTION OF BENCHMARK LOCATIONS AND ELEVATIONS. i CURB GUTTER AND SIDEWALK. T RE I A D T PE P S AC - 01 AND ACHD SUPPLEMENTAL DRAWING 2. CONTRACTOR SHALL PROTECT ALL SURVEY MONUMENTS DURING SD-303 AND SD-806. MINIMUM CROSS SLOPE OF PAVEMENT SHALL BE 1% CONSTRUCTION. ANY MONUMENT DISTURBED BY CONSTRUCTION ACTIVITIES EXISTING BUILDING m SHALL BE REPLACED BY A PROFESSIONAL LAND SURVEYOR AT THE 1313 NE 2 1 2 ST X WITH 2% RECOMMENDED, BUT NOT EXCEED 4%. SEE STREET NOTE 8 ON EXPENSE OF THE CONTRACTOR. / RETAIN AND PROTECT EXISTING SHEET C1.1 AND DETAIL A/C4.1 FOR PAVEMENT THICKNESS. TYP. 00 UNDERGROUND UTILITY LINES 3. ADA ACCESSIBLE SIDEWALKS SHALL NOT EXCEED 2.0% CROSS SLOPE OR c� � I I B. 5" THICK x 5' WIDE CONCRETE SIDEWALK OVER 4" OF COMPACTED BASE 5.0% GRADE IN ACCORDANCE TO ADA AND ANSI STANDARDS AND -------- PER ACHD SUPPLEMENTAL DRAWING SD-709, TYP. ARCHITECTURAL PLAN. CONTRACTOR SHALL FIELD VERIFY SLOPE PRIOR TO PLACING CONCRETE OR PAVING. 3- i __+ i PROPOSED C. CONSTRUCT 5.0' WIDE ASPHALT PATHWAY TO CREATE ADA PATH FROM THE 4. ADA RAMPS SHALL NOT EXCEED 8.33% (1:12) SLOPE AND SHALL BE SIZED m LOT LINE '( END OF CONCRETE SIDEWALK TO EXISTING ASPHALT PAVING. SLOPE TO ----L----------------- ------ p►R BY THE CONTRACTOR TO MEET ADA AND ANSI STANDARDS (E.G., 2.0% MAX �I i c -----2601----- P P DRAIN AWAY FROM SIDEWALK AND PAVEMENT AT 1.0% MINIMUM SLOPE, TYP cv 4, N O PROPERTY LINE 1 1 NOT LANDING AND 4.0' MIN WIDTH).. ti N �i PROPERTY LINE D. 25 HIGH, 100 WATT STREET LIGHT PER CITY STANDARDS. 5. FINISHED CONTOUR LINES ARE SHOWN AT AN INTERVAL OF 0.5'. z � O M o � 20.0' � o O\ rP E. TYPE II TERMINUS BARRICADE WITH KICK PLATE FOR CANE DETECTION PER 6. ADD�y�u,,/TO TRUNCATED SITE ELEVATIONS TO COVERT TO THE PROJECT PROPOSED 20' CITY i LQ I LOT 1 ACHD SUPPLEMENTAL DRAWING SD-1132A. DATUM. SEWER EASEMENT (SHARED DRIVEWAY) i 7. CONTRACTOR SHALL REMOVE AND DISPOSE (OR RELOCATE AS NEEDED) ALL i F. SAWCUT, REMOVE AND DISPOSE EXISTING ASPHALT TO CREATE NEW 15' FEATURES THAT CONFLICT WITH THE PROPOSED IMPROVEMENTS. RADIUS AT NORTH SIDE OF EXISTING DRIVEWAY APPROACH AND AT 14.5, 1 FROM ROAD CENTERLINE TO CREATE AREA FOR 4.5' WIDE BORROW DITCH 8. ABANDONED BUILDINGS, TEST PITS, WATERWAYS OR ANY OTHER DISTURBED �RZ pP►RS -'u BETWEEN NEW SIDEWALK AND PAVEMENT, (SEE DETAIL A/C4.1), TYP. EXCAVATION LOCATED WITHIN THE EXISTING OR PROPOSED RIGHT-OF-WAY Q� PPP CIO NQ'C P � RETAIN AND PROTECT i1 m I SHALL BE RE-EXCAVATED TO NATIVE SOIL AND BACKFILLED WITH EXISTING DRIVEWAY APPROACH RETAIN AND PROTECT EXISTING STRUCTURAL FILL PER ISPWC SPECIFICATIONS. CONTRACTOR SHALL G. SEE SHEET C2.1 FOR MODIFICATIONS TO EXISTING WATER METER VAULT. SEE SHEET C2.1 PROPOSED EDGE UNDERGROUND UTILITY LINES PROVIDE SOILS DATA TO VERIFY NATIVE MATERIAL OR ANY SOURCE USED 1 i OF PAVEMENT 0 5 10 20 FOR BACKFILL MEETS THE REQUIREMENTS OF ENGINEERED FILL PER ISPWC TO C2.2 FOR CIVIL I H. RETAIN AND PROTECT EXISTING UTILITY POLE, TYP. m UTILITY PLAN /ROPOSED EDGE OF PAVEMENT '; AND PROVIDE A COPY OF ALL COMPACTION TESTS TO ACHD UPON � E (OWNER OF 1313 NE 2 1/2 ST IS - _ II I PROPERTY LINE I. RETAIN AND PROTECT EXISTING TELEPHONE RISER, TYP. REQUEST. W 00 o SAME AS SUBDIVISION DEVELOPER ill SCALE (FT) 9. uj L AND WILL ALLOW THIS CONSTRUCTION) I J. RETAIN AND PROTECT EXISTING POWER TRANSFORMER, TYP. W co v H K. RELOCATE EXISTING MAILBOXES THAT CONFLICT WITH STREET Z ao R28'O, i M G IMPROVEMENTS. COORDINATE NEW LOCATION OF MAILBOXES WITH w Q G ' D U SEE NOTE 2 DEVELOPER AND LOCAL POSTMASTER. Y v P HARO SEE NOTE 2 21.0' a X - � � - n - - - - - � - - - - - - - - - - - - - - - - - - -�-- - . _ L RETAIN AND PROTECT EXISTING WATER METER VAULT � Q 35.0' L 5.0' V K M T C E M. COORDINATE REMOVAL OF ABANDONED UTILITY POLE WITH UTILITY 0000 SEE NOTE 2 - COMPANY 01 V ;: ..: 10. SEE SHEET C4.1 FOR STREET DETAILS. EXISTING CONCRETE " EXISTING EDGE OF PAVEMENT �... .. :::.'.;......:..: ., ........ .. .... OF COMPACTED BASE PER ACHD SIDEWALK ..: d3 d3ILD ,.,...... . ... •: :,. -_>;�... ,.. . ,. ... .......:.:.._.: . . .. .: .., .: ,.. .. , .. ., °:::5<.:• P SUPPLEMENTALCURB 00VETYP.,, d3 d3 d� dd d3 EP EP O N. 11 SEE SHEETS C4.2 TO C4.3 FOR ACHD STORM DRAIN DETAILS EP EP 2. ACHD IS NOW INSTALLING ELECTRONIC MARKERS ON EACH CORNER OF N - 0. 5' LONG CURB TERMINUS PER ISPWC SD-707, QTY 2. STORM DRAIN FACILITY. CONTRACTOR SHALL COORDINATE WITH ACHD EXISTING EDGE N I -___ - INSPECTOR FOR PLACEMENT OF MARKERS DURING CONSTRUCTION AND c OF PAVEMENT - - - - - - - - - - N - - - - - - - P. SAWCUT, REMOVE, AND DISPOSE EXISTING CONCRETE SIDEWALK LOCATED PRIOR TO BACKFILLING. NORTH OF STA 33+40.0±. PROVIDE AND INSTALL EXPANSION JOINT a _ ---- - ;- A N N q __ _ _ _ R _ _ _ \\\ 0______� o MATERIAL PER ACHD SUPPLEMENTAL DRAWING SD-709. MATCH ELEVATION 3. PROVIDE AND INSTALL LOCATOR WIRE AT ALL MONITORING WELL LOCATIONS----------- ---------------- -- OF PROPOSED CONCRETE SIDEWALK TO EXISTING. PER ACHD SUPPLEMENTAL DRAWING SD 627 USING SAME PROCEDURE AS 1 COORDINATE LOCATION dF SEWER AND WATER SERVICE MARKERS. SEE ISPWC SD-512. RETAIN AND PROTECT ANTICIPATED TURN EXISTING WATER SERVICE N z TRAP AND SEEPAGE BED Q. SAWCUT, REMOVE AND DISPOSE EXISTING PRIVATE ASPHALT DRIVEWAY AS 4. THE PROPOSED GUTTER LIP ELEVATIONS ALONG NE 2 1/2 ST ARE BASED j RADIUS FOR EMERGENCY � WITH EXISTING GAS LINE, --- NEEDED FOR RECONSTRUCTION OF DRIVEWAY CONNECTION TO NEW ACHD ON LIMITED INFORMATION PROVIDED BY THE TOPOGRAPHIC SURVEY. WHILE 1 VEHICLES INTO SITE SIDEWALK. TYPE "P" SURFACE RESTORATION PER ISPWC SD-303. MATCH 33+ 34+00 N --- SETTING STRING LINE AND PRIOR TO POURING CONCRETE, THE CONTRACTOR v - THICKNESS OF NEW PAVEMENT SECTION TO EXISTING, TYP. SHALL VERIFY THAT THERE IS BETWEEN 1.0% AND 4.0% CROSS-SLOPE - T - FROM THE PROPOSED SAWCUT LINE TO THE PROPOSED GUTTER LIP ALONG CENTERLINE NE 2 1/2 ST j ,, R. INLET #1A ALL PORTIONS OF THE PROPOSED STREET WIDENING. ADJUST LONGITUDINAL 1 CT;N 1 TYPE IV INLET CATCH BASIN (FOR ROLLED CURB) WITH 12" SUMP PER SLOPE OF VERTICAL CURB AND GUTTER OR LOCATION OF SAWCUT LINE AS Qf N ACHD SUPPLEMENTAL DRAWING SD-604A. NEEDED TO PROVIDE A CROSS-SLOPE OF 1.0% TO 4.0% AND LONGITUDINAL 0 � _-_T__------ STA 34+19.40 SLOPE OF AT LEAST 0.30% (0.40% MIN OR MORE PREFERRED). J 0 1 EXISTING WATER ___-- ------ EXISTING NATURAL LIP: 601.83f (SEE BELOW) J Q ap p) MAIN GAS LINE GRATE: 601.77f 15. THE PROPOSED ACHD SEEPAGE BED (#ACHD 1) SHOWN ON THESE PLANS IS - 0 0 1 12" IE(OUT)W: 698.70 DESIGNED TO BE OVERSIZED IN ORDER TO MANAGE THE ANTICIPATED Z - --------------- ----------- ---------- --------------------- --------------------------------�------------------------------- ----- ---------- ------------- ------------------- ----- ---- -- - - ---- STORMWATER RUNOFF FROM FUTURE STREET IMPROVEMENTS THAT WILL BE LLI - EP EP P EP - EP EP EP EP EP EP EP E EP EP l __ r EP PEAK FLOW (Q25): 0.30 CFS CONSTRUCTED BY OTHERS IN THE FUTURE FOR AN ASSUMED 25' WIDE > � Q 00 W W W W W W W PEAK FLOW (Q100): 0.39 CFS SECTION OF RIGHT-OF-WAY BETWEEN STA 31+90f AND STA 34+20t. LLI - (SEE SHEET C4.2) � Li 2 00 S. 1.5 LFf OF 12" DIA SDR 35 PVC PIPE ® 6.67% SLOPE r� - g N STREET IMPROVEMENT PLAN NE 2 1 /2 ST (SEE SHEET C4.2) o SCALE: 1"=10' T. TRAP #1 B 1,000 GALLON SAND/GREASE TRAP WITH BAFFLE W� (SEE DETAILS ON SHEETS C4.2 AND C4.3) RIM: 602.08t BAFFLE WIDTH: 20" 12" IE(IN)E: 598.60 TOP OF BAFFLE ELEV: 598.50 (SET TRAP USING BAFFLE ELEVATION) 18" IE(OUT)S: 597.75 PEAK FLOW (Q25): 0.30 CFS PEAK FLOW (Q100): 0.39 CFS O I I p U. SEEPAGE BED #ACHD 1 (SEE NOTE 15) LL EXISTING BUILDING �� i I (SEE DETAILS ON SHEETS C4.2 AND C4.3) Cn 1313 NE 2 1/2 ST X 8'H x 9'W X 21'L ROCK BED OVER SAND FILTER � _ TOP OF DRAIN ROCK ELEV: 600.0f do-,- 00 \\ I 18" IE: 597.75 Lu / CV i BOTTOM OF DRAIN ROCK / TOP OF FILTER SAND ELEV: 592.0± m r 26i I i BOTTOM OF FILTER SAND ELEV: 590.5f (OR DEEPER IF NEEDED TO REACH w Q PROPOSED o, SOIL WITH A PERCOLATION RATE OF 4 IN/HR) > M CO t i LOT LINE 1 `99 STORAGE VOLUME (V): 605 CF W i c �-----2601----- Q� P pPR� ROCK VOLUME (VB): 1,512 CF Z) CV PROPERTY LINE ' N -_ O PC PROPERTY LINE V. 6" DIA GROUNDWATER OBSERVATION WELL PER ACHD SUPPLEMENTAL T 20.0' GC i STA: 33+80.6t DRAWING SD-627 (SEE DETAILS ON SHEETS C4.2 AND C4.3), QTY 2. LJ..I N ap STA: 33+60.2t ro FT 32.6'L r , w OFF: 21.51E LO LL AC: 601.51 f V E PROPOSED 20' CITY � LOT 1 W Z T SEWER EASEMENT WALK/AC: 602.40 (SHARED DRIVEWAY) i (ME) w Q co Q a; I STA: 33+55.8f GC J N ,` OFF: 21.51E i PT c�c OFF: 33+8L0 2± I T p PR1 P p PR WALK/AC: 602.44 STA: 33+60.3t 0 5 10 20 W o Q� P NQ� FF: 36.8'L ' AC/WALK: 602.28 z w N �}`� I STA: 33+51.5t / I SEE SHEET C2.1 OFF: 21.51E AC: 601.90f m STA: 33+84.9f TO C2.2 FOR CIVIL o(ME) im OFF: 21.5'L SCALE (FT) Q WALK: 602.48 ,z o o AC WALK: 602.26 UTILITY PLAN ° ° / A cr I STA: 33+43.9t _ OFF: 24.01E �0� - PROPERTY LINE C4,� w WALK: /602.09 i o ® STA: 34+20.4f s STA: 34+00.0± OFF: 21.5'L w O FF: 21.51E WALK AC: 602.12 U c� I STA: 33+40.0± -WALK: 602.20 U) Ln OFF: 24.0'L R RIM rT1 WALK: 601.90f- M 601.90t i STA: 34+25.4f (ME) `/0� W FF: 21.51E o o�\/�" STA: 34+20.40 3 -X - - - - - - - 7 - OFF: 14.501E AC: 601.93 • TRC 602.00 STA: 34+30.4f ° SEE OT 2 - �:..<4 8 �9, ::'... ... . � �, h....:•...;...:..;,:.,;..,:.. .. .:..:........ IP 601 83 AC: 601.79 DRAWN SCALE :. . p. . . 0.95%:..=.: `' . :-."•,... 0.60%.. ..Oa:,.. :: .:'::::` :.0..40%.::' . . � . e a ,. .._...: : �: . ;, .. .;., I LIP 601.85 ° EXISTING CONCRETE �. n :.,p: .:• n,:._ :.::::.;...:..: ., .::.. �... ... '� L 601.82 EXISTING EDGE OF PAVEMENT TCW SHOWN - o - �i SIDEWALK L d3 d3 d' dd :: .. ..'.',. ..: .� ;:. ..,: . ,. .. .. .. .., .;. : �R:.. ' " .:'...: 3.8%.. M. Ep EP EP EP H C ECKED REVISION CD STA: 33+44.5f STA: 34+30.4t ° OFF: 16.81E 0.95% 0.95% 0.60% "�`° --_ _ 0.40% 0 0.40% 0.4%,q N FF: 17.21E LBW B ° EXISTING EDGE AC: 602.22f ME N = oI N - N M M _ OF PAVEMENT ( ) - - - - - - - - - - - - - - - - - - - - - - - - - - - - - AC: 601.73t (ME) o o ---- o o DATE a oti o� 60 °� GC o GC o.- _ _STA: 34+00.00 0 N. 6, . AC 601.86t E \'6�3 do do STA: 33+46.50 �� do STA: 33+60.16 N do STA: 33+80.16 do OFF: 14.501E ----�° _- do (ME) 1 2/31/2024 > OFF: 14.501E OFF: 14.501E OFF: 14.501E TRC 602.08 0 TRC 602.24t o � TRC 602.28 o} TRC 602.16 sue} LIP 601.91 g , PROJECT E LIP 602.24 IN Nl LIP 602.11 MI LIP 601.99 ail o N� AC N ---_ AC AC 601.96f STA: 34+25.40- 24043 AC 602.15f AC 602.05f 01.92f - 33+(@ 602.31f (ME) (ME) 34+00 (ME) OFF: 14.501E -- (ME) LIP 601.81 N (ME) - � - - - 'C C �� �" ' NE 2 2 ST o� AC AC ° Ac SOLDIER PLACE AC °o AC CENTERLINE "VA,' / ° 602.55 602.45 602.41 602.33 602.22 602.15 ro STA: 33+51.50 ---_-_-- OFF: 14.50'L ---------- SUBDIVISION TRC 602.36 m LIP 602.19 jEP EP EP EP GEP EP G EP EP G EP EP G E EP G EP EP G FP EP EP STREET - W W W W W W W W IMPROVEMENT AND co GRADING PLAN STREET GRADING PLAN NE 2 1 /2 ST 3 7j SHEET o SCALE: 1"=10' I Nt C3 . 1 N N O N 4 of 7 REVISIONS NOTES A 12/06/24 - REVIEW 1. SEE SHEET C1.1 FOR ADDITIONAL NOTES. B 12/31/24 - CITY/STREET 2. SEE SHEET C3.1 FOR STREET IMPROVEMENT PLAN. �� r �L Z cn m ujW 00 m 00o LV O L � v a (10 � Z � s � U LU X 41 (n or-, Q Z a) 00 _ 00 W /) 00 L 00 C N J Z 0 01 t � a NOTES: 1. SEE SHEET C1.1 FOR ADDITIONAL NOTES. 2. SEE SHEET C3.1 FOR STREET IMPROVEMENT PLAN. o � J p n I-, 3. PAVEMENT RESTORATION ON NE 2 1/2 ST SHALL BE THE GREATER OF THE FOLLOWING J o 00 2 SECTIONS: 220 B. EXISTING SPO 3DWAY 0.50 INCH PAVEMENT PGO 58-28 ASPHALT; 4" OF 3/4" w � Q 00 MINUS BASE; AND 14" OF 6" MINUS PIT RUN. � ui 2 00 4. ACTUAL FIELD CONDITIONS DURING TRENCHING MAY REQUIRE ADDITIONAL PAVEMENT N REPAIR BEYOND THE LIMITS SHOWN ON THE PLANS. THE FOLLOWING CONDITIONS ARE a CO LISTED IN SECTION 6000 OF THE ACHD POLICY MANUAL. o4 1114 A. ALL ASPHALT MATCH LINES FOR PAVEMENT REPAIR SHALL BE PARALLEL TO THE CENTERLINE OF THE STREET AND INCLUDE ANY AREA DAMAGED BY q EQUIPMENT DURING TRENCHING OPERATIONS. B. IF THE CUMULATIVE DAMAGED PAVEMENT AREA EXCEEDS 50% OF THE TOTAL ROAD SURFACE, CONTRACTOR SHALL REPLACE THE ENTIRE ROADWAY 25.0' R-O-W C. CONTRACTOR SHALL REPLACE THE PAVEMENT SURFACE TO ENSURE MATCH 3.5' 5.0 16.5' LINE DOES NOT FALL WITHIN THE WHEEL PATH OF A LANE. MATCH LINE ' w I SHALL ONLY FALL IN THE CENTER OR EDGE OF A TRAVEL LANE. z z SIDEWALK w D. FLOWABLE FILL OR IMPORTED MATERIAL MAY BE REQUIRED IF THE NATIVE O O J z TRENCH MATERIAL IS DEEMED UNSUITABLE BY ACHD INSPECTOR, DOES NOT ILL.2' MIN FROM 12.0'f � MEET COMPACTION STANDARDS OR TIME IS A CRITICAL FACTOR. (n EDGE OF �j EXISTING I z E. ANY EXCEPTIONS TO THESE RULES SHALL BE PRE-APPROVED IN WRITING BY DISTRICT STAFF BEFORE CONSTRUCTION BEGINS. Z PAVEMENT ANTICIPATED CUT FOR W > 1.5% DESIRED i PAVEMENT WIDENING _ � (SEE NOTE 5) 5. SIDEWALK CROSS-SLOPE SHALL BE TARGETED TO BE 1.1% TO 1.8% AND NO GREATER 1% - 4% _ _ THAN 2.0% TO COMPLY WITH AMERICANS WITH DISABILITIES ACT ADA STANDARDS. Z.ZZ277/ CO ADA DOES NOT ALLOW TOLERANCES IN EXCESS OF THIS STANDARD ACHD M m � 005" THICK CONCRETE SIDEWALK REQUIRE SIDEWALKS THAT EXCEED A 2.0% CROSS-SLOPE TO BE REPLACED. O 6" MIN CV 3: OVER 4" GRANULAR BASE 6. THE PROPOSED GUTTER LIP ELEVATIONS ALONG NE 2 1/2 ST ARE BASED ON LIMITED W (/� T 3: PER ACHD SD-709 2.5" HOT PLANT MIX ASPHALT EXISTING STREET INFORMATION PROVIDED BY THE TOPOGRAPHIC SURVEY. WHILE SETTING STRING LINE Q CV � 3" ROLLED CURB AND CONCRETE SURFACE COURSE AND PRIOR TO POURING CONCRETE, THE CONTRACTOR SHALL VERIFY THAT THERE IS — W _ BETWEEN 1.0% AND 4.0% CROSS-SLOPE FROM THE PROPOSED SAWCUT LINE TO THE W GUTTER PER ACHD SD-702 4" OF 3/4" CRUSHED PROPOSED GUTTER LIP ALONG ALL PORTIONS OF THE PROPOSED STREET WIDENING. W U Z Z CONSTRUCT PER AGGREGATE LEVELING COURSE ADJUST LONGITUDINAL SLOPE OF VERTICAL CURB AND GUTTER OR LOCATION OF W Q ISPWC STANDARDS SAWCUT LINE AS NEEDED TO PROVIDE A CROSS-SLOPE OF 1.0% TO 4.0% AND J co — 14" PIT RUN LONGITUDINAL SLOPE OF AT LEAST 0.30% (0.40% MIN OR MORE PREFERRED). T BASE COURSE W PROPOSED STREET IMPROVEMENT SECTION NE 2 1 2 ST A z W Q — SCALE: N.T.S. C4. 0 E W J ui O Cn (� N O N DRAWN SCALE TCW SHOWN Q) CHECKED REVISION LBW B DATE 12/31/2024 cn o PROJECT 0 24043 L cn SOLDIER PLACE 01 SUBDIVISION O N 0] Q) STREET DETAILS U c c .3 o SHEET O N 't C401 N O N 5 of 7 REVISIONS NOTES A 12/06/24 - REVIEW 1. THE DETAILS OF THIS SHEET ARE FOR IMPROVEMENTS FOR THE ACHD B 12/31/24 - CITY/STREET STORM DRAIN ONLY. 2. EXCAVATE SAND LAYER UNDER SEEPAGE BED TO AT LEAST 1' INTO WELL DRAINING MATERIAL HAVING AN INFILTRATION RATE OF AT LEAST 4 IN HR AS OUTLINED IN THE GEOTECHNICAL ENGINEERING REPORT. 3. CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY IF GROUNDWATER IS ENCOUNTERED WITHIN 3' OF THE BOTTOM DESIGN ELEVATION OF THE INFILTRATION FACILITY. 4. CONTRACTOR SHALL NOTIFY THE ACHD INSPECTOR TO COORDINATE OBSERVATION OF THE BOTTOM OF THE STORM DRAIN EXCAVATION AND ALL OTHER REQUIRED CONSTRUCTION MILESTONES. 5. NO TREES OR PERMANENT STRUCTURES SHALL BE PLACED CLOSER THAN 10' TO THE SEEPAGE BED, PIPE OR ANY STORM DRAIN STRUCTURE. O� o 6. ACHD IS NOW INSTALLING ELECTRONIC MARKERS ON EACH CORNER OF o p\ STORM DRAIN FACILITY. CONTRACTOR SHALL COORDINATE WITH ACHD INSPECTOR FOR PLACEMENT OF MARKERS DURING CONSTRUCTION AND PRIOR TO BACKFILLING. ACHD IS CURRENTLY SUPPLYING THE MARKER DEVICES. 7. PROVIDE AND INSTALL LOCATOR WIRE AT ALL MONITORING WELL LOCATIONS PER ACHD SUPPLEMENTAL DRAWING SD-627 USING SAME PROCEDURE AS C B SEWER AND WATER SERVICE MARKERS. SEE ISPWC SD-512. C4. 18" DIA CORRUGATED HDPE OR C4. 8. SEE SHEET C3.1 FOR SEEPAGE BED LOCATION AND CONFIGURATION. (n W ELL WITH LOCATOR WIRE PER ACHD 9. SEE SHEET C4.3 FOR STANDARD ACHD STORM DRAIN DETAILS.DIA GROUNDWATER OBSERVATION PVC PIPE WITH PERFORATIONS W SUPPLEMENTAL DRAWING SD-627 ON TOP HALF OF PIPE ONLY. m W m Lu 00o 21.0' LONG W _ 6" DIA GROUNDWATER OBSERVATION 18" DIA c WELL WITH LOCATOR WIRE PER ACHD NON-PERFORATED 24" DIA TRAFFIC RATED FRAME GROUT ANNULAR am Z ado SUPPLEMENTAL DRAWING SD-627 0 0 0 0 0 0 0 0 0 0 0 0 0 o SPACE BETWEEN TRAP Lu THIS OBSERVATION WELL LOCATED 35 ��o�� ��� PIPE AND STANDARD MANHOLE COVER AND PIPE TO PROVIDE Y ( (NOTE 50' CANNOT BE o�07 �o�o o�o�o�R<9� c�c� o�c� GROUT ANNULAR PER ISPWC SD-617 WITH CONCRETE WATER-TIGHT SEAL OUTSIDE THE SEEPAGE BED MAY BE ACHIEVED ON THIS PROJECT) g5° 24" DIA TRAFFIC RATED FRAME COLLAR PER ISPWC SD-616, TYP o Ln (n 4" DIA IF INSTALLED VIA DRILLING) ��� SPACE BETWEEN TRAP Q 0 0 0 0 0 0 0 0 0 0 0 0 0 o AND PIPE TO PROVIDE AND STANDARD MANHOLE COVER OW � � � WATER-TIGHT SEAL PER ISPWC SD-617 WITH CONCRETE RIM:2602.08f GRATE: Z t 00 w o�o�o�o o�o COLLAR PER ISPWC SD-616, TYP 2601.77t =cn 00 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ----------------------+--T--------------*--*----------------------- o TYPE IV INLET CATCH BASIN v 00 rn 20" (FOR ROLLED CURB) WITH 12" _0 C p► _ _ _ _ STORM I ST RM TOP OF OUTLET N N C4. e e �� �� SUMP PER ACHD SD-604A DRAIN DR IN BAFFLE: 2598.50 1,000 GALLON SAND z ii o TRANSITION FROM 5', ? ? ? ? PER ISPWC SD R624 018" DIA �o o�o� o OUT I I I I IN i 18" DIA CORRUGATED HDPE OR PVC C( NON RPERFORATED PIPE <END CAP �C TO PERFORATED PIPE AT,- PIPE WITH PERFORATIONS ON TOP HALF 18" IE: 0 0 0 0 0 0 5' INSIDE SEEPAGE BED o 0 0 0 o OF PIPE ONLY. MATCH ELEVATION OF 2597.75 12" IE: � GROUT ANNULAR 12" DIA SDR 35 CENTER OF BOTTOM PERFORATIONS TO SPACE BETWEEN TRAP PVC PIPE TOP OF TRAP OUTLET BAFFLE: 2598.50 2598.70 AND PIPE TO PROVIDE 1.5 LFf OF 12" DIA SDR 35 ANGULAR 3/4" TO 2" ROCK WITH MINIMUM WRAP TOP AND SIDES OF BED WATER-TIGHT SEAL PVC PIPE ® 6.67% SLOPE OF 50% SINGLE FRACTURED FACE WITH MIRAFI 140N FABRIC PER ACHD BMP 20 ON SHEET C4.3 BAFFLE ON INLET SIDE 12" IE: MUST BE A MINIMUM OF 6" 2598.60 LOWER THAN OUTLET SIDE 0 04 1,000 GALLON SAND J 0 r0 AND GREASE TRAP J Q 00 0) - p TYPE IV INLET CATCH BASIN PER ISPWC SD-624 = - p 1 (FOR ROLLED CURB) WITH 12" LLI Z - I� SUMP PER ACHD SD-604A > � Q 00 LLI 1-- Lei o 00 cn Of 0 - m N STORM DRAIN #ACHD 1 - PLAN VIEW STORM DRAIN #ACHD 1 - SECTION B THROUGH TRAP AND INLET B o SCALE: N.T.S. C4. SCALE: N.T.S. C4. w A 18" DIA CORRUGATED HDPE OR PVC z PIPE WITH PERFORATIONS ON TOP HALF O OF PIPE ONLY. MATCH ELEVATION OF L.L O CENTER OF BOTTOM PERFORATIONS TO 24" DIA TRAFFIC RATED FRAME 35' TOP OF TRAP OUTLET BAFFLE: 2598.50 AND STANDARD MANHOLE COVER W 6" DIA GROUNDWATER OBSERVATION (NOTE 50' CANNOT BE PER ISPWC SD-617 WITH CONCRETE V) WELL WITH LOCATOR WIRE PER ACHD ACHIEVED ON THIS PROJECT COLLAR PER ISPWC SD-616, TYP 5' 6" DIA GROUNDWATER 6" DIA GROUNDWATER SUPPLEMENTAL DRAWING SD-627 OBSERVATION WELL WITH OBSERVATION WELL WITH Lj > N (THIS OBSERVATION WELL LOCATED FLOWLINE AT INLET LOCATOR WIRE PER 18" DIA RIM: FLOWLINE AT INLET LOCATOR WIRE PER ',I- OUTSIDE THE SEEPAGE BED MAY BE IS LOWEST ELEV: ACHD SUPPLEMENTAL NON-PERFORATED IS LOWEST ELEV: ACHD SUPPLEMENTAL L1J � 4" DIA IF INSTALLED VIA DRILLING DRAWING SD-627 DRAWING SD-627 CO2601.77f PIPE 2602.08f 2601.77f M 00 1.77' 21.0' LONG 9.0' WIDE Z O ? WRAP TOP AND SIDES OF BED CV (1.71' MIN) WITH MIRAFI 140N FABRIC PER (n = GROUT ANNULAR ACHD BMP 20 ON SHEET C4.3 r Q TOP OF SPACE BETWEEN TRAP o 0 0 0 0 0 0 - W CV I) TOP OF ROCK: BAFFLE: 20» / AND PIPE TO PROVIDE TOP OF ROCK:---,---,, 2600.0t ° ° ° ° ° ° ° 2598.50 \ WATER-TIGHT SEAL 2600.0t �o� o�o o�o� w Z z 12" IE: ��� w Q cy) Q _lj0 0 0 0 0 2598.60 0 � ��o �0018" DIA CORRUGATED HDPE OR PVC � J N 0 18" IE: ^�^�jo �o� TRANSITION FROM o�5�o� 18" IE: 1:1 18" IE: J PIPE WITH PERFORATIONS ON TOP HALF M - 2597.75 = �18" DIA �� �C NON-PERFORATED PIPE�� 2597.75 BAFFLE ON INLET SIDE _ (n r C END CAP o 0 o MUST BE A MINIMUM OF 6" c� O o ` 2597 - o -OF PIPE ONLY. MATCH ELEVATION OF = o� ovo�o �o� TO PERFORATED PIPE AT�� GROUT ANNULAR _ � CENTER OF BOTTOM PERFORATIONS TO W LOWER THAN OUTLET SIDE TOP OF TRAP OUTLET BAFFLE: 2598.50 5' INSIDE SEEPAGE BE��`< SPACE BETWEEN TRAP OUT IN o �o� o�o�o�o� z Q W 00 0 0 0 0 0 0 0 0 0 0 o c AND PIPE TI PROVIDE WATER-TIGHT SEAL �1���������� O °c 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1,000 GALLON SAND LL1 WRAP TOP AND SIDES OF BED o 0 0 0 0 0 o ANGULAR 3 4 TO 2 ROCK �������� AND GREASE TRAP BOTTOM OF ROCK/ FRACTURED FACE O BOTTOM OF ROCK/ o�o�o�o �o�o�o�o�o�o�o�o�o�o�o� WITH MIRAFI 140N FABRIC PER oo�o oo�Oo�Oo�Oo�Oo�O WITH MINIMUM OF 50% SINGLE ` J TOP 02592NOf �� �c//c/mac L PER ISPWC SD-624 TOP OF SAND: / /�/�/�/�/ S L L L L L L L L L L L L L L ACHD BMP 20 ON SHEET C4.3 0 0 0 0 0 0 0 2592.Of �J,J 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 � • WITH MINIMUM OF - <: 50% SINGLE FRACTURED FACE% in z th Of w 1.5' OF FILTER SAND MEETING z w 1.5' OF FILTER SAND MEETING BOTTOM OF SAND: GRADATION REQUIREMENTS OF BOTTOM OF SAND: �� GRADATION REQUIREMENTS OF 2590.5f ISPWC 801.2.2 2590.5f ISPWC 801.2.2 w w L� DRAWN SCALE GWT EXCAVATE SAND LAYER UNDER SEEPAGE GWT EXCAVATE SAND TAYEIN UNDER SEEPAGE BOTTOM OF TCW SHOWN BED TO AT LEAST 1' INTO WELL DRAINING BOTTOM OF OBSERVATION WELL MATERIAL HAVING AN INFILTRATION RATE OBSERVATION WELL MATERIAL HAVING AN INFILTRATION RATE SEASONAL HIGH GROUNDWATER IS ESTIMATED TO OF AT LEAST 4 IN HR AS OUTLINED IN THE SEASONAL HIGH GROUNDWATER IS ESTIMATED TO OF AT LEAST 4 IN HR AS OUTLINED IN THE CHECKED REVISION BE DEEPER THAN 13' BELOW GROUND SURFACE GEOTECHNICAL ENGINEERING REPORT. BE DEEPER THAN 13' BELOW GROUND SURFACE GEOTECHNICAL ENGINEERING REPORT. LBW B (OR DEEPER THAN ELEVATION 2589') PER (OR DEEPER THAN ELEVATION 2589') PER DATE GEOTECHNICAL ENGINEERING REPORT PREPARED GEOTECHNICAL ENGINEERING REPORT PREPARED BY ATLAS (FEBRUARY 2, 2023) BY ATLAS (FEBRUARY 2, 2023) 12/31/2024 STORM DRAIN #ACHD 1 - SECTION A ALONG LENGTH A STORM DRAIN #ACHD 1 - SECTION C ALONG WIDTH C PROJECT24043 SCALE: N.T.S. Ti SCALE: N.T.S. C4. SOLDIER PLACE SUBDIVISION ACHD STORM DRAIN DETAILS (1 OF 2) 3 SHEET C402 6 of 7 REVISIONS NOTES A 12/06/24 - REVIEW 1. THE DETAILS OF THIS SHEET ARE FOR IMPROVEMENTS FOR THE ACHD B 12/31/24 - CITY/STREET STORM DRAIN ONLY. 2. EXCAVATE SAND LAYER UNDER SEEPAGE BED TO AT LEAST 1' INTO WELL DRAINING MATERIAL HAVING AN INFILTRATION RATE OF AT LEAST 4 IN HR AS OUTLINED IN THE GEOTECHNICAL ENGINEERING REPORT. 3. CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY IF GROUNDWATER IS ENCOUNTERED WITHIN 3' OF THE BOTTOM DESIGN ELEVATION OF THE LEGEND INFILTRATION FACILITY. Q WELL COVER, 8" DIA. WATERTIGHT GALVANIZED STEEL BOLT DOWN COVER AND CANISTER 2 OR 3 BOLT LID WITH 9/16" HEAD AND SAE THREADS, GASKETED 4. CONTRACTOR SHALL NOTIFY THE ACHD INSPECTOR TO COORDINATE FINISH GRADE O CONCRETE (COLLAR), CLASS 3000 (ISPWC SECTION 703) OBSERVATION OF THE BOTTOM OF THE STORM DRAIN EXCAVATION AND ALL 2 OO 3/8" DIA HOLES OR SLOTS CUT INTO PIPE AT 3" ON CENTER OTHER REQUIRED CONSTRUCTION MILESTONES. O TRACER WIRE SHALL BE PLACED ON OUTSIDE OF PVC PIPE, MINIMUM 18 GAUGE, INSULATED, SINGLE- Z tV ti N 6� �fi 5. NO TREES OR PERMANENT STRUCTURES SHALL BE PLACED CLOSER THAN CONDUCTOR COPPER WIRE, INSULATION COLOR SHALL BE GREEN WITH THREE 6" DIAMETER COILS �v o pG ITT III=III=IT e s 10' TO THE SEEPAGE BED, PIPE OR ANY STORM DRAIN STRUCTURE. N I-III-III=11 PIPE SHALL BE PERFORATED PVC, ASTM D-3035, SDR 35. WELLS BACKFILLED IN A PIT REQUIRE 6" ¢ c> LL � PIPE. DRILLED WELLS MAY USE 4" PIPE o I 6. ACHD IS NOW INSTALLING ELECTRONIC MARKERS ON EACH CORNER OF-IIIJI II-III= O' NONWOVEN FILTER FABRIC AROUND OPENINGS AND BOTTOM, FABRIC OVER CHIPS/DRAIN ROCK i c> N �� TI-III it-IiI P: e STORM DRAIN FACILITY. CONTRACTOR SHALL COORDINATE WITH ACHD II-11 -III= ° E OO POLYPROPYLENE FIBER REINFORCEMENT AT 1 1/2 LBS/CY cS �d �P V °O - INSPECTOR FOR PLACEMENT OF MARKERS DURING CONSTRUCTION AND S _ �.0°�;�. �> OO BACKFILL MATERIAL TO MATCH STORAGE MEDIA FOR OBSERVATION WELLS LOCATED WITHIN A BMP FACILITY. USE PIPE BEDDING CHIPS FOR OBSERVATION WELLS LOCATED OUTSIDE BMP FACILITIES PRIOR TO BACKFILLING. ACHD IS CURRENTLY SUPPLYING THE MARKER DEVICES. s 3 NOTES: 7. PROVIDE AND INSTALL LOCATOR WIRE AT ALL MONITORING WELL LOCATIONS PLAN CONCRETE COLLAR 1. GROUNDWATER OBSERVATION WELLS ARE FOR MEASUREMENT OF GROUNDWATER LEVELS WITHIN OR NEAR PER ACHD SUPPLEMENTAL DRAWING SD-627 USING SAME PROCEDURE AS STORM DRAINAGE FACILITIES SEWER AND WATER SERVICE MARKERS. SEE ISPWC SD-512. N.T.S. 2. THIS DETAIL IS FOR WELLS INSTALLED BY DRILLING OR BY EXCAVATED PITS 3. LOCATION OF GROUNDWATER OBSERVATION WELLS SHALL BE APPROVED BY ACHD 8. SEE SHEET C3.1 FOR SEEPAGE BED LOCATION AND CONFIGURATION. a 4. OBSERVATION WELLS NOT ALLOWED IN CURB OR VALLEY GUTTER SECTION cn ch O W M Lu00 m C 0 v O Az ° Z - � C ILL] 8 3 W w ]C 41 o 6 SECTION CONCRETE COLLAR Q > ;� N.T.S. z 0 L 4 /) 00 W N CC ...F L Vj 9 J z Lu 01 t � a SECTION N.T.S. o � J p n � J_ 0)Q 00 2017 ACHD REVISION 2017 ACHD REVISION = p IDAHO STANDARDS IDAHO STANDARDS LJJ Of Z (0 FOR PUBLIC WORKS GROUNDWATER STANDARD DRAWING FOR PUBLIC WORKS GROUNDWATER STANDARD DRAWING w I- Q 00 CONSTRUCTION OBSERVATION WELL SD-627 CONSTRUCTION OBSERVATION WELL SD-627 1-- Li2 00 (ACHD SUPPLEMENT) 1 OF 2 (ACHD SUPPLEMENT) 2 OF 2 C/) N Of W pN ACHD GROUNDWATER OBSERVATION WELL DETAILS - SD-627 a CO 0 SCALE: N.T.S. 1114 A o z LL O W ENCLOSE TOP & SIDES OF ROCK WITH NON WOVEN GEOTEXTILE FABRIC LIJ CAI SAND/GREASE TRAP (ISPWC SD-624) OR SEDIMENT MANHOLE (ISPWC SD-611) 1-FT MIN TYP 6" MIN TYP 18" DIA. HDPE OR PVC LLI 18" DIA. CORRUGATED HDPE IF INSTALLED WITH CHAMBERS/ PERFORATED PER > co CO 2' RING & OR PVC PIPE PERFORATED PER CHIPS, INSTALL WOVEN ENCLOSE TOP & SIDES R ROCK [SCHEDULE BELOW LJ COVER PER PERFORATION SCHEDULE GEOTEXTILE TO SEPARATE CHIPS WITH NON WOVEN FILTER FABRIC -OBSERVATION WELL #1 ISPWC SD-617 SEE COVER cr � N O AND DRAIN ROCK ON OPPOSITE SIDE OF STREET IN SIDEWALK OR (TYP) TREES & SHRUBS NOTES MIN 50' DISTANCE , ^ ARE NOT PERMITTED OBSERVATION OPTIONAL STORMWATER STORAGE "-2" cHiPsa<^ ewa 0- ON TOP OF SEEPAGE WELL CHAMBERS, SHAPE & SIZE C Q Q BED VARY PER MANUFACTURER 18,. _ w N ELEV BOTTOM PERF <_= EE COVER \ \\�\/\/\//\\ WOVEN GEOTEXTILE BETWEEN ELEV BOTTOM BAFFLE NOTES CHIPS AND 2" DRAIN ROCK w -12" DIA. HDPE LIJ v z z " OVERLAP WOVEN AND NON Lu w OR PVC SD PIPE o SEE 5 o 0 o d 18 0 o a o 0 0 " \\\\� ���j�\��\ WOVEN GEOTEXTILE A MIN OF - - - N N PERFORATED ® - -� -> ® - o -� ® < KD w co Q_ Oo NOTE 11 STD " NATIVE \\� 1-FT ON ALL SIDES w w PER SCHEDULE 0% SLOPE: 0% SLOPE ,\\ 2" WASHED DRAIN m o 2" WASHED DRAIN J N i SOIL \�\/ ROCK OR CHIPS), W D ROCK OR CHIPS Q g BELOW SEE (y) 0 ��� VAjA�. ��AA� o >o NOTE 11 r = \ IL ewa fJATIVE �\% \/\\ \\� 2" WASHED PLAN SHEETS 2" WASHED \ \% \�\\%\\%\\\ 0< w No \ \�,SOIL ,i/\�\\%\\ DRAIN ROCK DRAIN ROCK \��\�\�\\� \i 1.5-FT >: °.•:.:'':'s.:' ,, ® ® MAINTENANCE iii \\ i - - N .•.. "' `. :='.. RAISEDRNI�ERTTLu ORCWEREWALL STRUCTURES 5' OF 18" SOLID - ASTM C33 ASTM C33 AS- C33 1 Q LLJ r WALL PIPE WITH 'FILTER SAND., ''1.5-FT ''..;.':'Fll TER SAND; , WIDTH VARIES FILTER HIGH FLOW BYPASS PIPE WQ PIPE, 4" OF PIPE BEDDING ': - ..� � 3-FT PER PLAN 15' MAX WIDTH SEE NOTE 11 ON BMP 20 °' :. ....- . ' ...:...:........S ..... SAND PERF TOP HALF NONWOVEN FILTER FABRIC. OVERLAP FT TRANSITION 5- IN� MAX HSG (1 of 3) a- MINIMUM OF 1-FT TOP AND BED NON-PERFORATED -ELEVATION OPTIONAL CHAMBER STANDARD a- LLJ Q SIDES ONLY TO PERFORATED PIPE SECTION SECTION A-A U) (,/) SECTION N.T.S. N.T.S. J NOTES: N.T.S. OBSERVATION 00 1. BMP 1-4 OR VEGETATED PRETREATMENT IS REQUIRED. WELL 1 WIDTH 14 PLAN-SEE-PAGE, BED 2. CONTACT DESIGN PROFESSIONAL FOR SEEPAGE BED REDESIGN IF GROUNDWATER IS ENCOUNTERED ABOVE # h5 3 5 i 4 OUTSIDE ROADWAY S A ED MAX HSGW ELEVATION 3 3. ALL VAULTS, MANHOLES, & SAND AND GREASE TRAPS SHALL BE HS25 OR GREATER LOAD RATED �S p�J �� N.T.S. a 4. SEEPAGE BED SHALL BE SHOWN ON BOTH PLAN AND PROFILE VIEWS _ _ (` OBSERVATION WELL #1 5. OPTIONAL CHAMBERS PER MANUFACTURERS SPECIFICATIONS Q ON OPPOSITE SIDE OF STREET IN SIDE-WALK OR DRAWN SCALE N 6. ALL GEOTEXTILE SEAMS SHALL OVERLAP 1 FOOT MINIMUM e MIN 50' DISTANCE 0 7. EL. IN >= EL. BOTTOM PERFORATIONS IN 18" PERF PIPE �4S•it�5� ewa e TCW SHOWN 8. MAXIMUM BED LENGTH IS 400-FT BETWEEN MANHOLES A A 18" PERF PIPE 12" PERF PIPE 9. BED WIDTH SHALL REMAIN CONSTANT = WQ BYPASS SEE NOTE 11 10. WATERTIGHT CONNECTION REQUIRED L CHECKED REVISION 11. HIGH FLOW BYPASS PIPE ONLY NEEDED IF Q100 VELOCITY THROUGH STRUCTURE > 0.5 FPS OBSERVATION PERFORATION SCHEDULE LBW B J WELL #2 3/8" PERFORATIONS IN VALLEYS SO PIPE V V HI FLOW BYPA� PIPE COVER NOTES: ACROSS STREET OF CORRUGATED PIPE. 5 EA ON ® -� -� O FOR SEEPAGE BEDS OUTSIDE PUBLIC RIGHT-OF-WAY: WITHIN SIDEWALK ® SE N0�1 ON MPP22 ® ��® 18 , 8 EA ON 12" (1 of 3) DATE 1. A MINIMUM 1.5-FT COVER FROM TOP OF BED TO FINISH GRADE IS REQUIRED p FOR SEEPAGE BEDS IN PUBLIC RIGHT-OF-WAY: PBE�IP7 ® 12/31/2024 1. A MINIMUM 1.0-FT COVER FROM TOP OF BED TO PAVEMENT SUBGRADE IS REQUIRED -dewaIk --BACKFILL OVER BED TO SUBGRADE WITH 6"-8" MINUS PITRUN w I � PROJECT o --WOVEN GEOTEXTILE FABRIC REQUIRED OVER TOP OF BED c'n --TOP OF BED UNDER SIDEWALK SHALL BE VIIN 1.0-FT BELOW PAVEMENT SUBGRADE OBSERVATION WELLS: 2 REQUIRED PER BED PLAN 24043 p 2. IF < 1.0-FT COVER FROM TOP OF BED TO SUBGRADE, ANGULAR " TO 2" ROCK IS REQUIRED WITH N.T.S. WQ PIPE, DIVERSION STRUCTURE WITH = MINIMUM 50% SINGLE FRACTURED FACE IN PLACE OF 2" DRAIN ROCK. PERF TOP HALF RAISED INV OR WEIR WALL Q 3. FULL ROADWAY SECTION IS REQUIRED OVER SEEPAGE BEDS. SEEPAGE BEDS SHALL NOT EXTEND ABOVE REQUIREMENTS FOR FACILITIES IN RIGHT-OF-WAY SUBGRADE PLAN-SEEPAGE, BED 4. THE DESIGN PROFESSIONAL IS SOLELY RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE OF THE 1. BED IS LIMITED TO AREA WITHIN 5-FT OF CURB FACE UNDER ROADWAY; UNDER SIDEWALK SOLDIER PLACE SUBGRADE SOILS AND DETERMINING THE DEPTH OF FOUNDATION STONE 2. NO GREATER THAN 10-FEET IN DEPTH TO THE BOTTOM OF THE ROCK; �I 3. MAY NOT EXTEND OUTSIDE OF THE RIGHT-OF-WAY (MAY NOT ENCROACH ON PRIVATE LOT IN AN EASEMENT); N.T.S. BMP 20 SHEET 2 OF 3 FOR ADDITIONAL NOTES SUBDIVISION � O N m 2017 SEEPAGE BED WITH STANDARD DRAWING 2017 SEEPAGE BED WITH STANDARD DRAWING 2017 SEEPAGE BED WITH STANDARD DRAWING ACHD ACHD STORMWATER DESIGN HD STORMWATER DESIGN ACHD STORMWATER DESIGN AC GUIDELINES OPTIONAL CHAMBERS BMP 20 GUIDELINES OPTIONAL CHAMBERS BMP 20 GUIDELINES OPTIONAL CHAMBERS BMP 20 STORM DRAIN SHEET 1 OF 3 SHEET 2 OF 3 SHEET 3 OF 3 ul DETAILS (2 OF 2) .3 ACHD SEEPAGE BED DETAIL - BMP 20 SCALE: N.T.S. o SHEET O N C403 N O N 7 of 7