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JONES AV_1614.pdf
)0"E BENCHMARK NAIL IN P/P ELEV 8.42 NAVD 1988 (� P LOT 41-B JONES AVENUE 60R/W P P --------��------ IE 4. P P 4 `'- + 5/13" RBS N 19030'00 I'E , ` 59.95' I P P IE 4.94 ---------------12'_PVC PIPE -- I I +�BRICK COL. + + CD cii cz 11 I III I cz 4 � ca o LOT 40-B I I EDI �o I +j`' I + I - +' cD �II4�- 03 I �I lu CID �+ +� }� I 66 + I L + 4A I 1 1/4" IPF S 19 28'18"W 59.99 LOT 40-A EXISTING SITE AND DEMOLITION PLAN 1 11 = 101 GEORGIA D.C.T. NOTES: 1. ANY AND ALL WORK WITHIN ANY GEORGIA D.O.T. RIC -`T -Cf -WAYS MUST BE APPROVED AND PERMITTED THRO'UGYi THE GEORGIA D.O.T. SPECIAL AVERAGE GRADE NOTES: I. THE AVERAGE GRADE TO BE USED AS A BASE ELEVATION TO SET THE BUILDING I-IEIGHT IS TO BE OBTAINED FROM THE TYBEE ISLAND PLANNING AND ZONING DEPARTMENT. NOTES I. CONTRACTOR 15 TO COORDINATE= ALL GAS, LIGHTING, ELECTRICAL, PHONE, CABLE AND ANY OTHER REQUIRED UTILITIES WITH THE APPROPRIATE: UTILITY AGE=NCIES. 2, CONTRACTOR 15 RESPONSIBLE FOR LOCATING ALL EXISTING UTILITIES PRIOR TO COMMENCING OF CONSTRUCTION ACTIVITIES AND FOR AVOIDING CONFLICT WITH SAME. ANY DAMAGE= TO EX15TIING UTILITIES SHALL BE REPAIRED AT THE EXPENSE= OF THE CONTRACTOR. 3. CONTRACTOR 15 TO COORDINATE ALL DEMOLITION WORK WITH TdE OWNER. ALL ITEMS NOT TO BE RE=LOCATE=D OR GIVEN TO THE OWNER WILL BECOME THE: PROPE=RTY OF THE CONTRACTOR. 4. REMOVE ALL TIRE E5 A5 NECE55ARY FOR PROPOSED CONSTRUCTION. X TRE=ES TO DE RE=MOVED BRICK COL 1" IPF CRATE INLET TOP ELEV 6.33 LOT 39-B TOPOGRA_ LOT 40-1 CHATHAM TRAFFIC AND RIGHT-OF-WAY NOTES 1. ALL ROAD CLOSINGS, DI-TOUR5 ,SND ETC. ARE TO BE COORDINATED WITH THE CITY OF TY3EE ISLAND, GEORGIA PERSONNEL. 2. ANY AND ALL NECESSARY PERMITS MUST BE OBTAINED FROM THE CITY OF TY13EE= ISLAND PFJOR TO COMMENCEMENT OF ANY WORK. 3. CONTRACTOR 15 TO OBTAIN A R.].W. PERMIT PRIOR TO PI=RFOKMING ANY WORK WITHIN THE CITY OF TYBEE ISLAND RIGHT-OF-WAY. 4. CHLORINATED DISINFECTED WATER SHALL NOT BE D1501ARGED INTO THE 5TORMWATER 5Y5TEM, SPECIAL AE AND VE ZONE NOTES: 1. BUILDINGS IN "AE" ZONES ARE TO HAVE THE FINISHED FLOOR SET A MINIMUM OF I' ABOVE FLOOD. 2. BUILDINGS IN "VE" 70NE5 ARE TO HAVE 'HE LOWEST HORIZONTAL STRUCTURAL MEMBER SET A MINIMUM OF P ABOVE FLOOD. 3. BUILDINGS IN AE AND VE ZONES ARE TOHAVE ALL ELECTRICAL, PLUMBING, HVAC, DUCTWORK AND OTHER EQUIPMENTTO BE A MINIMUM OF I' ABOVE FLOOD. 4. FLOOD VENTS ARE REQUIRED IN "AE" ZOWIES AND ARE TO HAVE I SQUARE INCH / SQUARE FOOT OF FLOOR PLAN AREA WITH A MINIMUM ROUND OPENING OF 3", A MINIMUM Or 2 OPENINGS WITH ALL OPENINGS EVENLY 5PACED AROUND PERIMETER. BOTTOM OF OPENING SHALL BE 12" OR LESS A50VE ADJACENT GRADE. 5. 5RFAK AWAY WALLS ARE KEQUIRED IN "vE" ZONES. G. COORDINATE SITE WORK AND FINISHED FLOOR ELEVATIONS WITH ARCHITECTURAL PLANS TO MAKE SURE BUILDING ELEVATIONS ARE SET AS PER CODE. SPECIAL BUILDING SET BACK LINE NOTES: 1. THE BUILDING OUTLINE SHOWN ON THE PLANS IS ASSUMING THE MOST OUTSIDE PART OF THE BUILDING. 2. THE MOST OUTSIDE PART OF THE BUILDING INCLUDES ALL SIDING, SHUTTERS, GUTTERS, DOWNSPOUTS, DOWNSPUT BOOTS, TRIM WORK Of ANY KIND OR TYPE OF COVERING OR AESTETIC PART Of THE BUILDING. 3. CONTRACTOR IS TO COORDINATE BUILDING WITH THE OWNER AND ARCHITECT TO MAKE SURE THAT NO PART OF THE BUILDING, WITH THE EXCEPTION OF THE OVERHANG, PROTRUDES OUTSIDE OF THE BUILDING SET BACK LINE VERTICALLY FROM THE GROUND LINE TO THE BOTTOM Of THE ROOF OVERHANG. GUTTER SYSTEM IS TO BE INCLUDED AS PART OF THE ALLOWED OVERHANG. 4. CONSULT THE TYBEE PLANNING AND ZONING DEPARTMENT FOR BUILDING SET BACK LINE REQUIREMENTS If A GUTTER SYSTEM IS UTILIZED AND FOR DOWNSPOUTS, DOWNSPOUT BOOTS, FIREPLACES, ELEVATOR SHAFTS, ROOF DECKS, STAIRS AND AC COMPRESSORS. 15. CONSULT THE TYBEE PLANNING AND ZONING DEPARTMENT FOR BUILDING SFT BACK LINE REQUIREMENTS IF A SPREAD FOOTING iS USED. G. CERTIFICATE OF OCCUPANCY WILL NOT BE GRANTED IF ANY PART OF THE BUILDING {INCLUDING SIDING, SHUTTERS, GUTTERS, DOWNSPOUTS, DOWNSPOUT BOOTS, TRIM, WATER TABLE OR ANY AESTECTIC WORK, ETC.} EXTENDS OVER THE BUILDING SET BACK LINE WITHOUT A VARIANCE. SPECIAL F.F. NOTES ; 1. CONTRACTOR TO VERIFY FEMA ELEVATIONS PRIOR TO ANY CONSTRUCTION ACTIVITIES AND COORDINATE WITH GOVERNING AGENCY KEQUIREMENT5. 2. CONTRACTOR TO COORDINATE FINISH FLOOR ELEVATIONS WITH 5TRUCTURAL, ARCHITECTURAL AND M.E.P. PIANS. LEGEND NEW EXISTING DESCRIPTION Q 0 BUILDING oti�4 ib RESURFACE ASPHALT PAVEMENT +� IE 4. P P 4 `'- + 5/13" RBS N 19030'00 I'E , ` 59.95' I P P IE 4.94 ---------------12'_PVC PIPE -- I I +�BRICK COL. + + CD cii cz 11 I III I cz 4 � ca o LOT 40-B I I EDI �o I +j`' I + I - +' cD �II4�- 03 I �I lu CID �+ +� }� I 66 + I L + 4A I 1 1/4" IPF S 19 28'18"W 59.99 LOT 40-A EXISTING SITE AND DEMOLITION PLAN 1 11 = 101 GEORGIA D.C.T. NOTES: 1. ANY AND ALL WORK WITHIN ANY GEORGIA D.O.T. RIC -`T -Cf -WAYS MUST BE APPROVED AND PERMITTED THRO'UGYi THE GEORGIA D.O.T. SPECIAL AVERAGE GRADE NOTES: I. THE AVERAGE GRADE TO BE USED AS A BASE ELEVATION TO SET THE BUILDING I-IEIGHT IS TO BE OBTAINED FROM THE TYBEE ISLAND PLANNING AND ZONING DEPARTMENT. NOTES I. CONTRACTOR 15 TO COORDINATE= ALL GAS, LIGHTING, ELECTRICAL, PHONE, CABLE AND ANY OTHER REQUIRED UTILITIES WITH THE APPROPRIATE: UTILITY AGE=NCIES. 2, CONTRACTOR 15 RESPONSIBLE FOR LOCATING ALL EXISTING UTILITIES PRIOR TO COMMENCING OF CONSTRUCTION ACTIVITIES AND FOR AVOIDING CONFLICT WITH SAME. ANY DAMAGE= TO EX15TIING UTILITIES SHALL BE REPAIRED AT THE EXPENSE= OF THE CONTRACTOR. 3. CONTRACTOR 15 TO COORDINATE ALL DEMOLITION WORK WITH TdE OWNER. ALL ITEMS NOT TO BE RE=LOCATE=D OR GIVEN TO THE OWNER WILL BECOME THE: PROPE=RTY OF THE CONTRACTOR. 4. REMOVE ALL TIRE E5 A5 NECE55ARY FOR PROPOSED CONSTRUCTION. X TRE=ES TO DE RE=MOVED BRICK COL 1" IPF CRATE INLET TOP ELEV 6.33 LOT 39-B TOPOGRA_ LOT 40-1 CHATHAM TRAFFIC AND RIGHT-OF-WAY NOTES 1. ALL ROAD CLOSINGS, DI-TOUR5 ,SND ETC. ARE TO BE COORDINATED WITH THE CITY OF TY3EE ISLAND, GEORGIA PERSONNEL. 2. ANY AND ALL NECESSARY PERMITS MUST BE OBTAINED FROM THE CITY OF TY13EE= ISLAND PFJOR TO COMMENCEMENT OF ANY WORK. 3. CONTRACTOR 15 TO OBTAIN A R.].W. PERMIT PRIOR TO PI=RFOKMING ANY WORK WITHIN THE CITY OF TYBEE ISLAND RIGHT-OF-WAY. 4. CHLORINATED DISINFECTED WATER SHALL NOT BE D1501ARGED INTO THE 5TORMWATER 5Y5TEM, SPECIAL AE AND VE ZONE NOTES: 1. BUILDINGS IN "AE" ZONES ARE TO HAVE THE FINISHED FLOOR SET A MINIMUM OF I' ABOVE FLOOD. 2. BUILDINGS IN "VE" 70NE5 ARE TO HAVE 'HE LOWEST HORIZONTAL STRUCTURAL MEMBER SET A MINIMUM OF P ABOVE FLOOD. 3. BUILDINGS IN AE AND VE ZONES ARE TOHAVE ALL ELECTRICAL, PLUMBING, HVAC, DUCTWORK AND OTHER EQUIPMENTTO BE A MINIMUM OF I' ABOVE FLOOD. 4. FLOOD VENTS ARE REQUIRED IN "AE" ZOWIES AND ARE TO HAVE I SQUARE INCH / SQUARE FOOT OF FLOOR PLAN AREA WITH A MINIMUM ROUND OPENING OF 3", A MINIMUM Or 2 OPENINGS WITH ALL OPENINGS EVENLY 5PACED AROUND PERIMETER. BOTTOM OF OPENING SHALL BE 12" OR LESS A50VE ADJACENT GRADE. 5. 5RFAK AWAY WALLS ARE KEQUIRED IN "vE" ZONES. G. COORDINATE SITE WORK AND FINISHED FLOOR ELEVATIONS WITH ARCHITECTURAL PLANS TO MAKE SURE BUILDING ELEVATIONS ARE SET AS PER CODE. SPECIAL BUILDING SET BACK LINE NOTES: 1. THE BUILDING OUTLINE SHOWN ON THE PLANS IS ASSUMING THE MOST OUTSIDE PART OF THE BUILDING. 2. THE MOST OUTSIDE PART OF THE BUILDING INCLUDES ALL SIDING, SHUTTERS, GUTTERS, DOWNSPOUTS, DOWNSPUT BOOTS, TRIM WORK Of ANY KIND OR TYPE OF COVERING OR AESTETIC PART Of THE BUILDING. 3. CONTRACTOR IS TO COORDINATE BUILDING WITH THE OWNER AND ARCHITECT TO MAKE SURE THAT NO PART OF THE BUILDING, WITH THE EXCEPTION OF THE OVERHANG, PROTRUDES OUTSIDE OF THE BUILDING SET BACK LINE VERTICALLY FROM THE GROUND LINE TO THE BOTTOM Of THE ROOF OVERHANG. GUTTER SYSTEM IS TO BE INCLUDED AS PART OF THE ALLOWED OVERHANG. 4. CONSULT THE TYBEE PLANNING AND ZONING DEPARTMENT FOR BUILDING SET BACK LINE REQUIREMENTS If A GUTTER SYSTEM IS UTILIZED AND FOR DOWNSPOUTS, DOWNSPOUT BOOTS, FIREPLACES, ELEVATOR SHAFTS, ROOF DECKS, STAIRS AND AC COMPRESSORS. 15. CONSULT THE TYBEE PLANNING AND ZONING DEPARTMENT FOR BUILDING SFT BACK LINE REQUIREMENTS IF A SPREAD FOOTING iS USED. G. CERTIFICATE OF OCCUPANCY WILL NOT BE GRANTED IF ANY PART OF THE BUILDING {INCLUDING SIDING, SHUTTERS, GUTTERS, DOWNSPOUTS, DOWNSPOUT BOOTS, TRIM, WATER TABLE OR ANY AESTECTIC WORK, ETC.} EXTENDS OVER THE BUILDING SET BACK LINE WITHOUT A VARIANCE. SPECIAL F.F. NOTES ; 1. CONTRACTOR TO VERIFY FEMA ELEVATIONS PRIOR TO ANY CONSTRUCTION ACTIVITIES AND COORDINATE WITH GOVERNING AGENCY KEQUIREMENT5. 2. CONTRACTOR TO COORDINATE FINISH FLOOR ELEVATIONS WITH 5TRUCTURAL, ARCHITECTURAL AND M.E.P. PIANS. LEGEND NEW EXISTING DESCRIPTION Q 0 BUILDING C� FINISHED GRADE RESURFACE ASPHALT PAVEMENT 0 0 ASPHALT PAVEMENT TYPE I 0 OF GUTTER ASPHALT PAVEMENT TYPE I I [� OF CURB CONCRETE PAVEMENT o 0 CONCRETE SIDEWALK - SD - d STORM DRAIN LINE - SS - - ss - SANITARY SEWER LINE -w - - w - WATER UNE • ® SANITARY SEWER MANHOLE z m G. V0 GAS VALVE IN W' '® WATER VALVE 00 CO NO Y W. Mcl / (1 o Z 0) M WATER METER Q FIRE HYDRANT v SIGN r T� 1--1--1 FLARED END SECTION al V) SPOT ELEVATION CONTOUR I.E.4.13 I.E.4.13 INVERT ELEVATION -x- CHAIN LINK FENCE I a QO DITCH INVERT U PROPERTY LINE QQ IRON PIN FOUND TW 16.83 TOP OF WALK TP 14.65 TOP OF PAVEMENT FG 16.1 FINISHED GRADE TS 16.10 TOP OF STONE TG 16.10 TOP OF GUTTER TC 16.10 TOP OF CURB Project Information: P.I.N.: 4-0008-14-0 15 ADDRESS : i G 14 Jones Avenue ZONING: R-2 SITE SIZE: 0. I 1 ACRES ESTIMATED DISTURBED AREA : 0.09 ACRES FRONT : 20' SIDE: 10' REAR r 10' OWNER: Kevin and Amy Roberts OWNER ADDRESS : 205 Spanton Crescent Pooler, Georgia 31 322 PHONE: 912-605-5853 FEMA MAP NOTES : I . THIS DEVELOPMENT 15 \MT111N MINIMAL ZONING AREA "1 3" ACCORDING TO F.I.K.M. COMMUNITY PANEL NUMBER 1 305 f C 326 F, MAP REVISED 5EPTEMBEK 2G, 2008 (88 DATUM). 2. CONTRACTOR 15 TO VERIFY FEMA IfLEVATION5 PRIOR TO ANY CONSTRUCTION ACTIVITIE5. Survey Information : Survey : Reyn0ld5 5urveying Date of Survey : July, 201 4 Datum: NAVD 1988 SCALY: I " = 10' 0 10' 20' 25' SPECIAL CONSTRUCTION NOTE: IF THE CONTRACTOR KNOWS OR CAN REA50NABALY BE EXPECTED TO HAVE KNOWN OF AN ERROR, DISCREPANCY OR CONFLICT IN THE PLANS, 5PECIPICATION5 OR CONSTRUCTION STAKING AND FAIL5 TO REPORT THE PROBLEM PRIOR TO CONSTRUCTION, dE 5HALL NOT BE ENTITLE=D TO COMPENSATION FOR ANY WORK OR EXPE=NSE INCURRE=D BY HIM FOR WORK REQUIRED TO 13E RE-CON5TRUCTED BECAUSE OF SAID ERROR, DISCREPANCY OR CONFLICT. V CO � I I M Y I o z d Ld LU N 0 o o Ldp U w o U) LLJ 0 > C7 d 1- w w w m N�t ^�r ; s� �•. wto r� v z m OW w M cn Q Z S 00 CO NO Y LLJ / (1 o Z 0) M Q � w T� 1--1--1 al V) z 0 1 v 0 a I a QO M U V CO � z M Y I o z d Ld LU N 0 o o Ldp U w o U) LLJ 0 > C7 d 1- w w w m Z w Z O d Q wto r� v z m OW w M cn Q Z Q 00 CO NO Y LLJ / (1 o Z 0) M Q � w T� 1--1--1 al V) o r� V ) v 0 a I a QO M U w CO � o, M Y I o z d Ld w N 0 o o Ldp I T w ¢ U) LLJ 0 C7 w0 w 12 Z w Z O d Q z m on I LLI Z on Y p FL -1 � w a al V) o L v m a I a QO p U w CO � N m M z d Ld > � 0 o o Ldp w ¢ U) LLJ 0 w0 w 12 Z w Z O d Q Z [L L' -w w LLI Z m Y I" dZ J Z 0 0 w Z d LLJ }y' U) 0 Z F _U) X W CENTACT A MINIMUM I)F 72 HOL PRINR TD DIGGING �`` �pIL UTILITIES PRNTECTIIN CENT 1-goo-�s�-74I1 DRAWING NUMBER G1 N 29°30'00"E 59.96' d BENCHMARK NAIL IN P f P iGG ELEV 8.42 / J NAVD 1988 }Y +6� 5/8" RBSs C -.2 C CID 0 Ca MATCH EXT'G JONES AVENUE 60' R/r ELEV5 T) (S.57 D D }��}a ff/^ ,r^ /^ L 7 b . b �j� D. > ` 6 _P -P- P P P- P P D fl p D op - 01 CIO N 19030'00"E D 59;95'',> .� h LOT 4t -B +' 00 Ito I ND5CAFff5ER M TIMBER WALL E � f i 3 Ir4" IPI~ S 19°28"18"W 579 9, SPECIAL BUILDING GUTTER ('MOTES -8Fr WA*, 3. INCREASED STORM WATER RUN-OFF DUE TO NEW IMPERVIOUS AREAS WILL NOT 1:3F ALLOWED TO IMPACT ADJACENT PROPERTIES. 4. CONSULT TYBEE ISLAND PLANNING AND ZONING DEPARTMENT REGARDING REQUIREMENT5 OF GUTTERS, DOWNSPOUTS AND DOWNSPOUT 500T5 AND HOW BUILDING SET BACK LINES ARE IMPACTED BY THE GUTTER AND DOWNSPOUT SYSTEM PRIOR TO CONSTRUCTION. mod SPECIAL AE AND VE ZONE NOTES : I . BUILDINGS IN "AE" ZONES ARE TO HAVE THE FINISHED FLOOR SET A MINIMUM OF i' ABOVE FLOOD. 2, BUILDINGS IN WE` 2ONL5 ARE TO HAVE THE LOWEST HORIZONTAL ST RUCT,JRAL ML=M6ER SET A MINIMUM OF i' A5OVE FLOOD. 3. BUILDINGS IN AE AND VE ZONES ARE TO HAVE ALL ELECTRICAL., PL.LJMBING, HVAC, DUCTWORK AND OTHER EQUIPMENT TO BE A MINIMJM OF I' ABOVE `LOAD. 4. FLOOD VENTS ARE REQUIRED IN "AE" ZONE5 AND ARE TO HAVE 15QUARt INC;' 15QDARE f WT OF FLOOR PLAN AREA W.TH A MINIMUM ROUND OPENING OF 3", A MINIMUM OF 2 OPENINGS WITH ALL OPENINGS EVENLY SPACED AROUND PERIMETER. BOTTOM OF OPENING SHALL BE 12" OR LE55 ABOVE ADJACENT GRADE. 5. BREAK AWAY WALLS ARE REQUIRED IN "VE" ZONES. G. COORDINATE 517E WORD, AND F'NISHED FLOOR ELEVATIONS W!T-' ARCHITECTURAL PLANS TO MAKE SURE BUILDING ELEVATION5 ARE SET AS PGR CODE. 1.01' 40-A PROPOSED SITE PLAN III= I O' IEpP i n I I' TDG.4 1 i II (( r IE 4.94 P IE 5.00-1 GRATE INLET 12" PVC PIPE { � TOP ELEV 6.36 -GRATE INLET TOP ELEV 6.33 BRICK COL, l� Jcc LOT 39-8 A��f 7, M GENERAL DRAINAGE NOTES: 1. THE SITE WILL NEED TO BE GRADED AS SHOWN AND AS DICTATED BY EXISTING CONDITIONS WHICH CAN NOT BE FORSPPN TO ALLOW FOR PROPER. DRAINAGE. 2. OUTFALL FOR T;'-iP PROJECT WILL BE DICTATED BY EXiE-,TING CON'DITION5 WI i HIN THP C'TY OF T.'BPP EXISTING DRAINAGE SYSTEM AND EASEMENTS. SPECIAL AVERAGE GRADE NOTES 165 LF SWALE AT 0.3% BRICK COL. 1" IPIi 1, THE AVERAGE GRADE TO BE USED AS A BASE ELEVATION TO 5ET THE BUILDING HEIGHT 15 TO BE OBTAINED FROM THE TYBEE 15LAND PLANNING AND ZONING DEPARTMENT. �E1A VAP NO -E5 : 7-5 DEVELCF'U1EN' IS VOTHIN MINIMAL ZONING AREA "AE- I I ACCORDING ' R.M. CO'AYLINI-Y PANEL NUMBER 1 305 I C 2 13 F, MAP REVISED �tF' ksBER 2e, (58 GATUM). CC`N-RACTGK '5 TO VERIFY FEMA ELEVATIONS PRIOR TO ANY C' 3-RUCTIC� ACTIv,T'cS. GENERAL BU,LDING INFORMATION NOTES: 1. PROPOSFD 5U1DING FINI5HED FLOOR ELEVAT.ON5 ARE TO BE SET AS PER FEMA FLOOD STUD" MAPS AND AS PER THE CITY OF TYBPP ,'SLAND, GEORGIA ORDINANCES. 2. PROPOSED BUILDINGS ARE TO BE SUPPORTED ON PIERS OR FOUNDATIONS WHICH WILL SATISFY FEMA ELEVATION AND FEMA ZONE REQUIREMENTS AS WELL AS TYBEE 15LAND REQUIREMENTS. LEGEND ITEM EXISTING PROPOSED TOPO� FG 12.3 CONTOURS ------- ---- _12- DRAINAGE t2DRAINAGE FLOW ARROWS TOP OF PARKING TTPS SLAB 1`0POGRAPHIC & TREE, SURVEY OF LOT 40--B, WARD 7, TYBEE ISLAND, CHATHAM COUNTY, GEORGIA EASEMENT NOTES: I . THE OWNER, ENGINEER AND SURVEYOR ARE TO COORDINATE ALL EASEMENTS PRIOR TO FINAL PLAT APPROVAL AND RECORDING. 2. ALL DRAINAGE EASEMENTS TO BE PRIVATELY MAINTAINED, 5urvely Information : Survey: Reynolds Surveying Date of Survey : Ju{y, 20 14 Datum : NAVD 'e)88 SPECIAL BUILDING .SET BACK LINE NOTES 1. THE BUILDING OUTLINE SHOWN ON THE PLANS 15 ASSUMING THE MOST OUTSIDE PART OF THE BUILDING. 2. TILE M05T OUTSIDE PART OF THE BUILDING INCLUDES ALL SIDING, SII UTTERS, GUTTERS, DOWNSPOUTS, DOWN5PUT BOOT5, TRIM WORK OF ANY KIND OR TYPE OF COVERING OR AE5TETIC PART OF THE BUILDING. 3. CONTRACTOR 15 TO COORDINATE BUILDING WITH THE OWNER AND ARCHITECT TO MAKE SURE THAT NO PART OF THE BUILDING, WITH THE EXCEPTION OF THE OVERHANG, PROTRUDES OUTSIDE Of: THE BUILDING SET BACK LINE VERTICALLY FROM THE GROUND LINE TO THE BOTTOM OF THE ROOF OVERHANG. GUTTER SYSTEM IS TO BE INCLUDED AS PART' OF THE ALLOWED OVERHANG. 4. CONSULT THE TYBEE PLANNING AND ZONING DEPARTMENT FOR BUILDING SET BACK LINE KEQUIREMENT5 ,F A GUTTER SYSTEM 15 UTILIZED AND FOR DOWNSPOUTS, DOWNSPOUT BOOTS, FIREPLACES, ELEVATOR SHAFTS, ROOF DECKS, 5TAIR5 AND AC COMPRE55OR5. .5. CONSULT THE TYBEE PLANNING AND ZONING DEPARTMENT FOR BUILDING SET BACK LINE REQUIREMENTS IF A SPREAD FOOTING 15 USED. C. CERTIFICATE OF OCCUPANCY WILL NOT BE GRANTED IF ANY PART OF THE BUILDING (INCLUDING SIDING, SHUTTERS, GUTTERS, DOWN5POUT5, DOWNSPOUT BOOTS, TRIM, WATER TABLE OR ANY AESTECTIC WORK, ETC.) EXTENDS OVER TIME BUILDING SET BACK LINE WITHOUT A VARIANCE. ROOF" PLAN (TRAFFIC AND RIGHT-OF-WAY NOTES: I . ALL ROAD CLOSINGS, DETOURS AND ETC. ARE TO BE COORDINATED WITH THE CITY OF TYBEP ISLAND, GEORGIA PERSONNEL. 2. ANY AND ALL NECESSARY PERMITS MUST BE OBTAINED PROM THE CITY Of TYBEE ISLAND PRIOR TO COMMENCEMENT OF ANY WORK WITHIN RIGHT-OF-WAY. STREAM BUFFER ENCROACHMENT NOTES : 1. NEW STRUCTURES ON THIS PROJECT DO NOT ENCROACH IN THE 25 OR 50 FOOT STREAM BUFFER. 2. NON-EXEMPT ACTIVITIES SHALL NOT BE CONDUCTED WITHIN THE 25 OR 50 FOOT STREAM BUFFER AS MEASURED FROM THE POINT OF WRESTED VEGETATION WITHOUT FIRST OBTAINING THE NECESSARY VARIANCES AND PERMITS. N OTES : 1. CONTRACTOR 15 TO COORDINATE ALL GAS, LIGHTING, ELECTRICAL PF'ONP, CABLE AND ANY OTHER, REQUIRED UTILITIES WITH THE A.FPROPRIATE UTILITY AGENCIES. 2. CONTRACTOR IS RESPONSIBLE POR LOCATING ALL EXISTING UTILITIES PRIOR TO COMMENCING OF CONSTRUCTION ACTWITIE5 AND FOR AVOIDING CONFLICT WITH SAME. ANY DAMAGE TO EXISTING UTILITIES SHALL BE REPAIRED AT THE EXPENSE OF THE CONTRACTOR. 3. CONTRACTOR IS TO COORDINATE ALL DEMOLITION WORK WITH THE OWNER, ALL ITEMS NOT TO BE RELOCATED OR GIVEN TO THE OWNER WILL BECOME THE PROPERTY OF THE CONTRACTOR. 4. REMOVE ALL UNDERGROUND UTILITIES NOT TO BE UTILIZED. DO NOT ABANDON UTILITIES IN PLACE. 5. REMOVE ALL TREES AS NECESSARY FOR PROPOSED CONSTRUCTION. G. PREVENT DAMAGE TO EXISTING TREES WHERE POSSIBLE. X TREES TO BE REMOVED, Special Pre -Construction Note : Contractor to verify all existing and proposed structure locations (drainage, sanitary, etc.), tops and depths prior to ordering materials or beginning construction. SPECIAL CONSTRUCTION NOTE: IF THE CONTRACTOR KNOWS OR CAN REASONABLY BE EXPECTED TO HAVE KNOWN Of AN ERROR. DISCREPANCY OR CONFLICT IN THE PLANS, SPECIFICATIONS OR CONSTRUCTION STAKING AND FAILS TO REPORT THE PROBLEM PRIOR TO CONST RUCTION, HE SHALL NOT BE ENTITLED TO COMPENSATION FOR ANY WORK OR EXPEN:,,E INCJRRFD BY HIM FOK WORK REQUIRED TO BE RE -CONSTRUCTED BECAU5E OF SAID ERKOR, D'5CREPANCY OR CONFLICT. SCALP: I " = 10' O 101 20' 25' w 00 X N y _')(y) z CC 2 Q W C7 U7 > ry ry O 0 Ul CC w (f) Uj z z 0L L' Lij w� Z 0 <p I Z M41 cift a < 0 N I - a IJ LLI e z Q 0) O MW X J J W 00 V t LLJ ��yz 4't p Z t5i T 1 f� Lij M O M w 00 X N y _')(y) CC 2 Q W C7 U7 > ry ry O 0 O CC w (f) Uj z z 0L L' w� Z 0 <p I Z M41 cift a < I N I - u Q o w 00 X N _')(y) CC 2 Q W C7 U7 > ry ry O 0 -I " � 6 CC w (f) Uj z z 0L L' w� Z 0 <p "w w Z Y I - �GNTI AUT A MINIMUM OF 7 DRIER IE n(GLl"dL u;iL.iTIES PR[l(ECiiuiJ EENTcR) 1-81!C-382 ,7. 1 °R DRAWING NUMBER C-2 i 2 OF 6 SHEErs JONES AVENUE 60' R//W BENCHMARK NAIL IN P ELEV 8.42 NAVI) 1988 ILI M�'TS OF NCE P ----a SI—N r z C74 -7 r—DU-1 5/8'; RBS! i iDsl LOT 4t-1-3 STREAM BUFFER ENCROACHMENT NOTES : 1. NEW STRUCTURES ON THIS PROJECT DO NOT ENCROACH IN THE 25 OR 50 FOOT STREAM BUFFER. �2. NON—EXEMPT ACTIVITIES SHALL NOT BE CONDUCTED WITHIN THE 25 OR 50 FOOT STREAM BUFFER AS MEASURED FROM THE POINT OF WRESTED VEGETATION WITHOUT FIRST OBTAINING THE NECESSARY VARIANCES AND PERMITS. w 4 P k P -- IE 4.94 'r \_1 GRATE INLET ' "00/ TOP ELEV 6.33 3V 1/2" RBF I P oo JJJDU D51 SD1-NS + r_z I I _4 C74r7Z N + tj Du I LOT 40—B C74 CD 4q11 b I r_z ILIS 14, MRITNr ti I + IP C34 ;+ F Ul Ds2 + + L +Q, tO C + L D A. 1, .' 1 7- Cin I 1 1/4' IPF LOT 40-A -1 BRICK COL. � I" IPF SOIL EROSION AND SEDIMENT CONTROL PLAN - PHASE I .111= 10, EYJS71NO - GRADE d0a VARIES n 2.0' VARIES ELEVATIONS SHOWN ON PLANS SWALE DETAIL not to wde V1. GRADE 12" PVC PIPE 2"*C STEEL EA ON 1. =nUSE 2x4 INCH WOOD (PREFERRED) OR EOUIV&ENT METAL WITH A MINIMUM OF FEET. 2. SPACE STAKES EVENLY AROUND THE PERIMETER OF THE INLET A MAXIMUM OF 3 FEET APART AND SECURMY DRIVE THEM INTO THE GROUND, APPROXIMATELY 18 INCHES DEEP. 3. TO PROVIDE NEEDED STABILITY M THE INSTALLATION, FRAME WITH 2x4 INCH WOOD STRIPS AROUND THE CREST OF THE OVERFLOW AREA AT MAXNAUM OF 1.5 FEET ABOVE THE DROP INLET CREST. 4. PLACE THE BOTTOM 12 INCHES OF THE FABRIC IN TRENCH AND BACKFILL THE TRENCH WITH AT LEAST 4 INCHES OF CRUSHED STONE OR 12 INCHES OF COMPACTED SOIL 5. FASTEN FABRIC SECURELY TO THE STAKES AND FRAME. JOINTS MUST BE OVERLAPPED TO THE NEXT STAKE. 6. THE TOP OF THE FRAME AND FABRIC MUST BE WELL BELOW THE GROUND EL LVATION DOWNSLOPE LOT 39-B FROM THE DROP INLET TO KEEP RUNOFF FROM BYPASSING THE INLET. IT MAY BE NECESSARY TO BUILD A TEMPORARY DIKE ON THE DOWN SLOPE ODE OF THE STRUCTURE TO PREVENT BYPASS FLDW. TOPOGRA-' LOT 40-1 CHATHAM INLET SEDIMENT TRAP DETAIL FILTER FABRIC WITH SUPPORTING FRAM3 N.T.S. WETLANDS NOTE. - ALL WETLANDS ARE UNDER JURISDICTION OF THE CORPS OF ENGINEERS ANDIOR STATE OF GEORGIA DEPARTMENT OF NATURAL RESOURCES. LOT OWNERS AND THE DEVELOPER ARE SUBJECT TO PENALTY BY LAW FOR DISTURBANCE TO THESE PROTECTED AREAS WITHOUT PROPER PERMIT APPLICATIONS AND APPROVAL. LEVEL II CERTIFICATION NO. 2704 ISSUED 11-5-05 EXPIRES 1>-5-14 BMP REMOVAL NOTE : 1. RETROFITS, PERIMETER SILT FENCE AND CONSTRUCTION EXIT TO BE LEFT IN PLACE JUNTIL FINAL STABILIZATION HAS OCCURED. 710M SOIL EROSION LEGEND NON SENSMVE TYPE SEDIMENT WRIER �Sd 1— NS) SENSITIVE TYPE SEDIMENT WRIER E3) TEMPORARY' HAY BALES (S- d 1—Hb CONSTRUCTION EXIT CO MULCHING CIS 1 DISTURBED AREA STABILIZATION FD—s-2'1 WITH TEMPORARY SEEDING LLI FD > X DISTURBED AREA, STABILIZATION _j WITH PERMANENT SEEDING tzw DISTURBED AREA STABILIZATION Uj WITH SODDING CHECK DAM (Cd—S) STORM DRAINAGE OUTLET PROTECTION (St INLET SEDIMENT TRAP (`§ _d 2 SEDIMENT TRAP 0 z a. GEOTEXTILE Ge CHANNEL STABILIZATION 'IFo VEGATATION ROCK RIP -RAP Ch CONCRETE Q LEVEL SPREADER LV RETROFIT CK) DUST CONTROL 0) FLOATING SURFACE SKIMMER Erosion and Sediment Control Phasing Initial Phase (Phase 1) 1 1. This phase shall include Silt fencing and construction exits and sediment and detention ponds to be installed prior to an land disturbing t activities to prevent sediment from leaving the site. Intermediate Phase (Phase 11) 1. This phase shall include construction of any outlet structures, retrofits, check dams, inlets protection and temporary grossing. Final Phase (Phase ///) 1. This phase shall include outfall protection, any revised inlet protection and any other permanent devices. SPECIAL CONSTRUC77ON NOTE. IF THE CONTRACTOR KNOWS OR CAN REASONABLY BE EXPECTED TO HAVE KNOWN OF AN ERROR, DISCREPANCY OR CONFLICT IN THE PLANS, SPECIFICATIONS OR CONSTRUC77ON STAKING AND FAILS TO REPORT THE PROBLEM PRIOR TO CONSTRUCTION, HE SHALL NOT BE ENTITLED TO COMPENSATION FOR ANY WORK OR EXPENSE INCURRED BY HIM FOR WORK REQUIRED TO BE RE -CONSTRUCTED BECAUSE OF SAID ERROR, DISCREPANCY OR CONFLICT. I SCALE: I 10' 10, 20' 25' uj OD (y) U) D X Z< LLI Ui LLI FD > X M 0 0 _j 0 tzw Uj 0 ZW002 _LL< C� 0 0 Ili r) >to z 0 < 0, 0 z a. > I., Ld < 'IFo z Q 0) 5 r) < LjU) 0 0) M < Z T< CO N LLI C:) In z z "'0 0) co T .—J > < —j U) L. 0 uj OD (y) U) D X Z< LLI Ui LLI FD > X M 0 0 _j 0 tzw Uj z L11 ZW002 _LL< C� 0 0 Ili r) z 0 < 0, 0 z a. > I., Ld > LL) 'IFo uj OD (y) U) D X Z< LLI Ui LLI FD > X M 0 0 _j 0 tzw Uj z L11 ZW002 _LL< C� 0 0 Ili r) z 0 < 0, 0 z a. > I., Ld > LL) zLd A MtIIMUl IF 7' pRiOR in DiGcIiNl� UTILIT:--S PR-LITEC-110N CDN LR !'BOO -282-7411 1 <0) R ca t�Gti S No. 2= PRWEMOW 10 14 - DRAWING NUMBER C-3 3 OF 6 SHEETS JONES AVENUE 60' R/W BENCHMARK NAII, IN P/P ELEV 8.42 NAVD 1988 + .3Z,, I_ ' 0 y DISTURBANCE R ZIN C E F, GEqN WON. r_z C34 41- 5/8"RBS 1 III I STREAM BUFFER ENCROACHMENT NOTES E IL-iMITS OF DISTURBANCE I Z C34 M Ds2 RBST. - � I r_z rz _,2� � I I LOT 40-B SDINS c3n ©I + LOT 41-8 lti IO 4- ! rz I �dl f ;>I �� 1. NEW STRUCTURES ON THIS PROJECT DO NOT ENCROACH IN THE 25 OR 50 FOOT STREAM BUFFER. 2. NON-EXEMPT ACTIVITIES SHALL NOT BE CONDUCTED WITHIN THE 25 OR 50 FOOT STREAM BUFFER AS MEASURED FROM THE POINT OF WRESTED VEGETATION WITHOUT FIRST OBTAINING THE NECESSARY VARIANCES AND PERMITS. + + 6 ,' i 10' BS LOT 40-A I -P IE 4.94 _12" PVC PIPE 1— .4 ---jL1M1TS I F TU �O SANCE GRATE INLET TOP ELEV 6.33 2" RBF V 1 BRICK COL, 1 BRICK COL. I" IPF SOIL EROSION AND SEDIMENT CONTROL PLAN - PHASE 11 .111= 01 LEVEL 11 CERTIFICATION NO. 2104 ISSUED 11-5-05 EXPIRES 11-5-14 WETLANDS NOTE. ALL WETLANDS ARE UNDER JURISDICTION OF THE CORPS OF ENGINEERS ANDIOR STATE OF GEORGIA DEPARTMENT OF NATURAL RESOURCES. LOT OWNERS AND THE DEVELOPER ARE SUBJECT TO PENALTY BY LAW FOR DISTURBANCE TO THESE PROTECTED AREAS MTHOUT PROPER PERMIT APPLICATIONS AND APPROVAL. LOT 39-B TOPOGRA_ LOT 40-1 CHATHAM Erosion and Sediment Control Phasing Initial Phase (Phase 1) 1. This phase shall include Silt fencing and construction exits and sediment and detention ponds to be installed prior to an land disturbing activities to prevent sediment from leaving the site. Intermediate Phase (Phase 11) 1. This phase shall include construction of any outlet structures, retrofits, check dams, inlets protection and temporary grossing. Final Phase (Phase /11) 1. This phase shall include outfall protection, any revised inlet protection and any other permanent devices. BMP REMOVAL NOTE : 1. RETROFITS, PERIMETER SILT FENCE AND CONSTRUCTION EXIT TO BE LEFT IN PLACE UNTIL FINAL STABILIZATION HAS OCCURED. SOIL EROSION LEGEND NON SENSITIVE TYPE SEDIMENT BARRIER SENSITIVE TYPE SEDIMENT BARRIER TEMPORARY HAY BALES MULCHING WITH TEMPORARY SEEDING DISTURBED AREA STABILIZATION [tllffrl P-�214NENT SEEDING I I i:311 11 4 11mw-iolowl, CHECK DAM STORM DRAINAGE OUTLET PROTECTION INLET SEDIMENT TRAP SEDIMENT TRAP GEOTEXTILE CHANNEL STABIUZA11ON VEGATATION ROCK RIP -RAP CONCRETE LEVEL SPREADER RETROFIT DUST CONTROL FLOATING SURFACE SKIMMER SPECIAL CONSTRUC77ON NOTE. - IF THE CONTRACTOR KNOWS OR CAN REASONABLY BE EXPECTED TO HAVE KNOWN OF AN ERROR, DISCREPANCY OR CONFLICT IN THE PLANS, SPECIFICATIONS OR CONSTRUCTION STAKfNG AND FAILS TO REPORT THE PROBLEM PRIOR TO CONSTRUCTION, HE SHALL NOT BE ENTITLED TO COMPENSATION FOR ANY WORK OR EXPENSE INCURRED BY HIM FOR WORK REQUIRED TO BE RE -CONSTRUCTED BECAUSE OF SAID ERROR, DISCREPANCY OR CONFLICT. 5CALE: I 10' 10, 20' 25' 0 U wM :D z :D X z< X wo I- W3 W > Er M ry 0 0 < 0 ft-, w (1) 111 cc >_ o to (D 0 w on -) Z L(6 d I;t w U) z 0 < 0 (C) Z (L , ww > LLj 0 > q LL, Lid > < (f)Q 0 zQU) < 0 jjj U I'- ()) j LLI_j M 3; < Z <N0 00 7 < Lo Ld Cr) 0 w 00 U wM :D :D X z< X wo I- W3 W > Er M ry 0 0 < 0 ft-, w (1) 111 cc >_ o to (D 0 w on -) Z Li r) _j I;t w U) z 0 < 0 (C) Z (L , ww > LLj w �z z M Ld 3; < L,,J CL Lo w 00 U wM :D :D X z< X wo I- W3 W > Er M ry 0 0 < 0 ft-, w (1) 111 cc >_ o to (D 0 w on -) Z Li r) _j I;t w U) z 0 < 0 (C) Z (L , ww > LLj w �z :0NTP,CT A MN'vV4 IF T' H"j PRIUR 10 DI'UGNll ((Ili � �4 % � U[ILITI I CTIUN UEN DRAWING NUMBER C-4 4 OF 6 SHEE7rs BENCHMARK NAIL IN P/P7 ELEV 8.42 NAVD 1988 I� 1 6� p--- F P — SO 1 -Ns _ — -E1- b/8" RBS t� LOT 41--B STREAM BUFFER ENCROACHMENT NOTES : 1. NEW STRUCTURES ON THIS PROJECT DO NOT ENCROACH iN THE 25 OR 50 FOOT STREAM BUFFER. 2. NON-EXEMPT ACTIVITIES SHALL NOT BE CONDUCTED WITHIN THE 25 OR 50 FOOT STREAM BUFFER AS MEASURED FROM THE POINT OF WRESTED VEGETATION WITHOUT FiRST OBTAINING THE NECESSARY VARIANCES AND PERMITS. ekt JONES AVENUE 60' R/W CC} v LiM.tTs OF ,VAIN JIN { r1 _ r� y.� f IE 4.94 So2�= - ----- ----12" PVC PIPE '_i41(TS OF I,aTUF2BANCE GRATE INLET TOP ELEV 3.33 /2" RBF BRICK COL. i I j4" IPF LOT 4Q -A i BRICK COL 1" IFF SOIL EROSION AND SEDIMENT CONTROL PLAN - PHASE~ III i II = i OI LEVEL II CERTIFICATION i N0. 2104 ISSUED 11-5-05 EXPIRES 11-5-14 WETLANDS NOTE: ALL WETLANDS ARE UNDER JURISDICTION OF THE CORPS OF ENGINEERS ANDIOR STATE OF GEORGIA DEPARTMENT OF NATURAL RESOURCES. LOT OWNERS AND THE DEVELOPER ARE SUBJECT TO PENALTY BY LAW FOR DISTURBANCE TO THESE PROTECTED AREAS WITHOUT PROPER PERMIT APPLICATIONS AND APPROVAL. LOT 39-B TOPOGRA_ LOT 40 -I CHATHAM SOIL EROSION LECEND NON SENSITIVE TYPE SEDIMENT BARRIERSd 1 NS SENSITNE TYPE SEDMENT BARRIER Sd 1—S TEMPORARY HAY BALES Sd1--Hb CONSTRUCTION EXIT CC? MULCHING I !n i DISTURBED AREA STABILIZATION Tj =� WITH TEMPORARY SEEDING ©S� DISTURBED AREA STABILIZATION �}g3 WiTH PERMANENT SEEDING DISTURBED AREA STABILIZATION ps4 WITH SODDING w (9 0 2 CHECK DAM STORM DRAINAGE OUTLET PROTECTION I�`L INLET SEDIMENT TRAP 0 fl SEDIMENT TRAP $d3 GEOTEXTILE Ge CHANNEL UZAl10N w VEGATATION� M - ROCK RIP—RAP 0 CONCRETE Q LEVEL SPREADER LV RETROFIT Rt DUST CONTROL Du FLOATING SURFACE SKIMMER Sk Erosion and Sediment Control Phasing Initial Phase (Phase 1) 1. This phase shall Include Silt fencing and construction exits and sediment and detention ponds to be installed prior to an land disturbing activities to prevent sediment from leaving the site. Intermediate Phase Phase II 1. This phase shall include construction of any outlet structures, retrofits, check dams, inlets protection and temporary grassing. Final Phase (Phase lil) 1. This phase shall include outfall protection, any revised inlet protection and any other permanent devices. BMP REMOVAL. NOTE 1. RETROFITS, PERIMETER SILT FENCE AND CONSTRUCTION EXIT TO BE LEFT IN PLACE UNTIL FINAL. STABILIZATION HAS OCCURED. SPECIAL CONSTRUCTION NOTE: IF THE CONTRACTOR KNOWS OR CAN REASONABLY BE EXPECTED TO HAVE KNOWN OF AN ERROR, DISCREPANCY ;N CONFLICT iN THE PLANS, SPECIFICATIONS OR CONSTRUCTION STAKING AND FAiLS TO REPORT THE PROBLEM PRIOR TO CONSTRUCTION, HE SHALL NOT BE EN77TLED TO COMPENSATION FOR ANY WORK OR EXPENSE INCURRED BY NIM FOR WORK REQUIRED TO BE RE -CONSTRUCTED BECAUSE OF SAID ERROR, DISCREPANCY OR CONFLICT. SCALE: I " = 10" O 10' 20' 25' i f i II I �I 1 l+ll fll!� y IiI � I II � z I ITS S I !n i co Tj =� 0 U i 6 X � z I ITS U1 i— I !n i co Tj =� a `> U) > � co 0 0 fl Ld U) w I— w (9 0 2 0 Ld Z U) W 0 fl LLT Ld E w z M - p 0 6) Q 0 o LLJ Q z� CO LuZ 0 c M I Q LLJ O M 0 U i 6 X � LI 4.d I ITS U1 i— I !n i �- Tj =� a `> U) I �. w U) a I CL -I I - z 0 z w w U) C z a z 0 Ua 0 a w _J 0 U) CONTACT A MINIMUM OF 72 HOURS PRIOR iH D2�GiN5 RE UTILITIES PR�TECTIM CENTER I-800-�8h-74I'I ORO * I%& �,L I>� ITL -I�-%4r qwl DRAWING NUMBER C-5 5 oF 6 SHEETS X � 0 w U1 i— X za Ld (I > � co 0 0 fl U) w I— w (9 0 2 Ld Z U) W 0 fl za- L w w11.1 z M - I �. w U) a I CL -I I - z 0 z w w U) C z a z 0 Ua 0 a w _J 0 U) CONTACT A MINIMUM OF 72 HOURS PRIOR iH D2�GiN5 RE UTILITIES PR�TECTIM CENTER I-800-�8h-74I'I ORO * I%& �,L I>� ITL -I�-%4r qwl DRAWING NUMBER C-5 5 oF 6 SHEETS -OIL EROSION & SEDIMENTATION CONTROL NOTES I . NARRATIVE: THE EXISTING 51TE CONTAINS AN EXISTING KE50ENTIAL STRUCTURE AND THE GROUND 15 GENERALLY FLAT WITH 5LOPE5 BETWEEN 0 PERCENT AND 2 PERCENT WITH SEVERAL TREES. THE PROPOSED PROJECT WILL DE THE DEMOLITION OF THE EXISTING 5TKUCTLRE AND THE CON5TKUCTION OF A NEW RESIDENTIAL STRUCTURE. THE TOTAL SITE 15 APPROXIMATELY 0. 1 1 ACRE5 WITH THE ESTIMATED DI5TURDED AREA TO BE 0.09 ACRES. 2. DEVELOPER/ CONTRACTOR :KEVIN AND AMY ROBEKT5 I G205 5panton Crescent Pooler, Georgia 3, 24 HOUR CONTACT : Kevin and Amy Roiaert5 9 12-G95-5853 4. ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE IN CONFORMANCE WITH THE CURRENT STATE SOIL AND WATER CONSERVATION COMMITTEE OF GEORGIA "MANUAL FOP, EK05ION CONTROL IN GEORGIA. 5. PRIOR TO ANY OTHER CONSTRUCTION, STABILIZED CONSTRUCTION EXITS SHALL BE CON5TRUCTED AT EACH POINT OF ENTRY TO OR EXIT FROM THE SITE. ALL ENTRANCES TO THE SITE WHICH ARE NOT PROTECTED SHALL BE BARRICADED. G. IMMEDIATELY AFTER THE ESTABLISHMENT OF CONSTRUCTION EXITS, ALL PERIMETER ER0510N CONTROL DEVICES AND STORM WATER MANAGEMENT DEVICES SHALL BE INSTALLED PRIOR TO ANY OTHER CONSTRUCTION. 7. ADDITIONAL EROSION CONTROL DEVICES SHALL BE INSTALLED IMMEDIATELY AFTER GROUND DISTURBANCE OCCURS. THE LOCATION OF SOME OF THE EROSION CONTROL DEVICES MAY HAVE TO BE ALTERED FROM THAT SHOWN ON THE PLANS IF DRAINAGE PATTERNS DURING CONSTRUCTION ARE DIFFEKENT FROM THE FINAL PROPOSED DRAINAGE PATTERNS, IT IS THE CONTRACTOR'S RESPONSIBILITY TO ACCOMPLISH EROSION CONTROL FOP, ALL DRAINAGE PATTERNS CREATED AT VARIOUS STAGES DURING ANY PHASE OF CONSTRUCTION. ANY DIFFICULTY IN CONTROLLING EROSION DURING ANY PHASE OF CONSTRUCTION SHALL BE REPORTED TO THE ENGINEER IMMEDIATELY! 8. THE LOCATIONS OF EROSION CONTROL DEVICES SHALL BE ADJUSTED AS CONSTRUCTION PROGRESSES IN ORDER TO MAINTAIN A FUNCTIONING EROSION CONTROL SYSTEM. 9. THE FAILURE OF ANY EROSION CONTROL DEVICE TO FUNCTION AS INTENDED, FOR ANY KEA50N, SHALL BE REPORTED TO THE ENGINEER IMMEDIATELY! 10, EROSION CONTROL DEVICES SHALL BE INSPECTED AFTER EACH RAINFALL EVENT AND AT LEAST DAILY DURING PROLONGED PERIODS OF CONTINUOUS RAINFALLS. I i. EROSION CONTROL DEVICES 5HALL BE CLEANED WHEN THEY BECOME HALF FELLED WITH SEDIMENT. 12, EROSION CONTROL DEVICES SHALL BE REPAIRED AS NECESSARY TO MAINTAIN A FUNCTIONING EROSION CONTROL SYSTEM. 13. EROSION CONTROL DEVICES SHALL BE MAINTAINED UNTIL PERMANENT COVER 15 E5TA51_15HED AND THEN REMOVED 50 THAT DRAINAGE FROM THE SITE 15 NOT IMPAIRED. 14. STORM WATER DETENTION DEVICES SHALL BE CLEANED AS 5PE0FIED ABOVE AND AFTER PERMANENT GROUND COVER HAS BEEN ESTABLISHED. 15. ANY DISTURBED AREA LEFT EXPOSED FOR A PEKIDD GREATER THAN 14 DAYS SHALL BE STABILIZED WITH TEMPORARY SEEDING. i G. ANY DISTURBED AREAS WITH SLOPES 2.1 OR FLATTEK WHICH ARE NOT STABILIZED BY ANY OTHER MEASURES SHALL BE SEEDED AS SPECIFIED IN "PERMANENT SEEDING". 17. VEGETATIVE METHODS: A VEGETATIVE COVER SHALL BE ESTABLISHED AND MAINTAINED OVER ALL FINAL GRADING AND OTHER D15TIJKBED AREAS OF THE SITE. SEE COASTAL PLAIN VEGETATIVE COVERS FOR AN OUTLINE OF THE ESTABLISHMENT OF VEGETATIVE COVERS. WEEKLY INSPECTION OF THE GRASS COVER SHALL BE PERFORMED TO IDENTIFY AREAS KEQUIKING RE-E5TABLI5HMENT OF GRASS. LIME RATE: I TO 2 TONS PER ACRE FERTILIZER: 1 500 POUNDS OF G-1 2-1 2 PER ACRE 18, MULCH: MULCH SHALL BE UNCHOPPED, UNKOTTED, SMALL GRAIN DRY STRAW APPLIED AT A RATE OF 2 TONS PER ACRE. MULCH MATERIAL SHALL BE RELATIVELY FREE FROM ALL KIND5 OF WEEDS AND SHALL BE FREE OF PROHIBITED NOXIOUS WEEDS WHICH ARE AS FOLLOWS : CANADA THISTLE, JOHNSONGKA55 AND QUACKGKA55. SPREAD MULCH MECHANICALLY OR UNIFORMLY BY HAND. MULCH ANCHORING SHALL BE ACCOMPLISHED IMMEDPLACEMENTPIATELY AFTER MULCH PLACEMENT TO MINIMIZE L055 BY WIND OR WATER. THIS MAY BE DONE BY PEG AND TWINE METHOD, MULCH ANCHORING TOOL, NETTING OR LIQUID MULCH BINDERS. 19. SOIL TYPE: THE SOILS IN THIS AREA HAVE BEEN CLASSIFIED BY THE SOIL CONSERVATION SERVICE AS BEING Cuc (Chipley-Urban Complex). 20. THIS DEVELOPMENT 15 WITHIN MINIMAL ZONING AREA "AE -1 31t ACCORDING TO F.I.K.M, COMMUNITY PANEL NUMBER 1 305 1 C32GF, MAP REVISED SEPTEMBER 2G, 2008. 2 1. THIS SITE IS IN ZONE "AE -1 i " AND 15 LOCATED WITHIN THE 100 YEAR FLOOD ZONE. SPECIAL NOTES: 1. THE ESCAPE OF SEDIMENT FROM THE SITE SHALL BE PREVENTEDED BY THE INSTALLATION OF EROSION AND SEDIMENT CONTROL MEASURES AND PRACTICES PRIOR TO OR CONCURRENT WITH LAND DISTURBING ACTIVITIES. CLEARING NOTES: 1. ALL ELEVATIONS ARE BASED ON NAVD 88. 2. CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL EXISTING UNDERGROUND UTILITIES PRIOR TO BEGINNING CONSTRUCTION ACTIVITIES AND FOR AVOIDING ALL CONFLICTS WITH SAME. ANY DAMAGE TO EXISTING UTILITIES SHALL BE REPAIRED AT THE EXPENSE OF THE CONTRACTOR. 3. ALL WORK SHALL BE IN COMPLIANCE WITH THE STATE SOIL AND WATER CONSERVATION COMMITTEE'S "MANUAL FOR EROSION AND SEDIMENTATION CONTROL IN GEORGIA. ALL SEDIMENT CONTROL FEATURES SHALL BE MAINTAINED ON A REGULAR BASIS AND SHALL BE REMOVED BY THE CONTRACTOR UPON ACCEPTANCE OF THE SITE BY THE OWNER. SEE LAND DISTURBING PLAN. 4. ALL DISTURBED AREAS AND PROPOSED EARTH GRADING NOT TO BE COVERED BY OTHER SURFACES SHALL BE GRASSED AS DESCRIBED ON THE LAND DISTURBING ACTIVITY PLAN. 5. EGRESS FROM THE SITE WILL BE SUCH THAT ALL VEHICLES MUST TRAVERSE CONSTRUCTION EXITS TO REMOVE MUD FROM TIRES BEFORE ENTERING ANY PAVED PUBLIC HIGHWAY. 6. BALES OF HAY, STRAW OR SILT FENCE SHALL BE PLACED AROUND ALL STORM INLETS TO PREVENT SEDIMENT FROM ENTERING NEW PIPE OR DRAINAGE WAYS DURING CONSTRUCTION. THESE MEASURES ARE TEMPORARY. 7. THE SITE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING POSITIVE DRAINAGE OF ALL AREAS WITHIN THE PROJECT SITE INCLUDING RIGHTS -DF -WAYS. EASEMENTS AND LOTS. THE CONTRACTOR SHALL PROVIDE THE NECESSARY FILL AND OR GRADING TO MEET THE FINISHED PLAN GRADES AND ELIMINATE ANY AND ALL AREAS WHICH ARE LOW AND DO NOT DRAIN. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ENSURING PROPER DRAINAGE OF ANY AREAS WHICH ARE CHANGED AS A RESULT OF FIELD ADJUSTMENTS TO THE CONSTRUCTION PLANS. 8. THE CONTRACTOR WILL NOT BEGIN CLEARING OR ANY CONSTRUCTION ACTIVITY UNTIL THE APPROPRIATE PERMITS HAVE BEEN ISSUED. 9. IF REQUIRED, TREE PROTECTION BARRICADES SHALL BE INSTALLED PRIOR TO ANY CLEARING ACTIVITY AND MAINTAINED UNTIL INSTRUCTED BY OWNER OR ENGINEER TO REMOVE THEM. 10. THE CONTRACTOR SHALL TAKE SPECIAL CARE TO AVOID DAMAGE TO TREES AND ROOT SYSTEMS WHILE WORKING WITHIN TREE PROTECTION BARRICADES. THE CONTRACTOR SHALL NOT WORK WITHIN TREE PROTECTION BARRICADES WITHOUT A REPRESENTATIVE FROM THE OWNER OR ENGINEER PRESENT. 11. PRUNING OF TREE LIMBS, BRANCHES AND ROOTS OF TREES WHICH ARE WITHIN TREE PROTECTION BARRICADES SHALL BE DONE IN CONFORMANCE WITH SPECIFICATIONS AND RECOMMENDATIONS OF THE "NATIONAL ARBORIST ASSOCIATION" (N.A.A.) IN '"PRUNING STANDARDS FOR SHADE TREES". ANY VARIATION FROM THE RECOMMENDATION OF THE N.A.A. SHALL BE APPROVED BY THE OWNER IN WRITING PRIOR TO ANY PRUNING. 12. LIMITS OF GRADING AND GRASSING ARE INDICATED ON PLANS AS "LIMITS OF CONSTRUCTION". 13. ALL DISTURBED AREAS FROM NEW CONSTRUCTION ACTIVITIES WILL BE SEEDED, MULCHED, FERTILIZED AND WATERED TO PROMOTE A SUFFICIENT GROUND COVER THAT WILL PREVENT SOIL EROSION. SUFFICIENT COVERAGE SHALL BE AS SPECIFIED IN "EROSION CONTROL GRASSING". 14. DRAINAGE: ALL EXCAVATION SHALL BE PERFORMED SQ THAT THE SITE AND THE AREA IMMEDIATELY SURROUNDING THE SITE WHICH EFFECTS THE OPERATIONS WILL BE CONTINUALLY AND EFFECTIVELY DRAINED. SURFACE WATER. GROUNDWATER, OR ANY PERCHED WATER WHICH MIGHT BE ENCOUNTERED DURING EXCAVATIONS SHALL BE REMOVED BY ANY ACCEPTABLE MEANS APPROVED BY THE ENGINEER. TENTATIVE ACTIVITY SCHEDULE SITE DATA ZONE................................................... NAE -11w TOTAL ACREAGE .............................. 0.11 ACRES ESTIMATED DISTURBED ACREAGE.... 0.09 ACRES S.C.S. SOIL SURVEY FROM WEB SOILS COASTAL PLAIN VEGETATIVE Land Slope COVERS Size of Post Feet Length MONTH OF PLANTING TEMPORARY GRASS 75 RATE MONTH OF PLANTING PERMANENT GRASS NS RATE JANUARY- MARCH ANNUAL LESPEDEZA a flat area length of 10 feet between the toe of 10 Lbs./Ac MARCH- CENTIPEDE SOD OR 10 Lbs./Ac 4 Steel 1.31b.1ft. min S JUNE COMMON BERMUDA (HULLED) Button Heads MARCH- JUNE COMMON BERMUDA 14 min. 10 Lbs./Ac MARCH- CENTIPEDE SOD OR 10 Lbs./Ac the post by wire, chars, and pockets or any (HULLED) required by GSWCC, is met. z (D JUNE COMMON BERMUDA (HULLED) Lv 111111211MA16rom- BROWN TOP MILLET/ Q 40 Lbs. Ac COMMON oil 10 Lbs./Ac AUGUST _ AUGUST OR R W CENTIPEDE SOD 10 Lbs./Ac SEPTEMBER RYEGRASS40 SITE DATA ZONE................................................... NAE -11w TOTAL ACREAGE .............................. 0.11 ACRES ESTIMATED DISTURBED ACREAGE.... 0.09 ACRES S.C.S. SOIL SURVEY FROM WEB SOILS COASTAL PLAIN VEGETATIVE Land Slope COVERS Size of Post Feet Length MONTH OF PLANTING TEMPORARY GRASS 75 RATE MONTH OF PLANTING PERMANENT GRASS NS RATE JANUARY- MARCH ANNUAL LESPEDEZA a flat area length of 10 feet between the toe of 10 Lbs./Ac MARCH- CENTIPEDE SOD OR 10 Lbs./Ac 4 Steel 1.31b.1ft. min S JUNE COMMON BERMUDA (HULLED) Button Heads MARCH- JUNE COMMON BERMUDA 14 min. 10 Lbs./Ac MARCH- CENTIPEDE SOD OR 10 Lbs./Ac the post by wire, chars, and pockets or any (HULLED) required by GSWCC, is met. z (D JUNE COMMON BERMUDA (HULLED) Lv APRIL- BROWN TOP MILLET/ Q 40 Lbs. Ac COMMON (HULLED) 10 Lbs./Ac AUGUST _ AUGUST OR R W CENTIPEDE SOD 10 Lbs./Ac SEPTEMBER RYEGRASS40 Lbs,/Ac SEPTEMBER COMMON BERMUDA (UNHULLED) 10 Lbs./Ac FEBRUARY O FEBRUARY OR M CENTIPEDE SOD 112 Bu./Ac GEOTMLE UNDERLINER N.SA.R-2 (1.5'-3.5) COARSE AGGREGATE SILT FENCE - TYPE NON -SENSITIVE f - SIDE VIEW 30' MIN.IFLOVV r _, { �--II- 15" MIN. z" i-� TEMPORARY CONSTRUCTION EXIT N.T.S. MIN. LEVEL II CERTIFICATION N0. 2104 ISSUED 71-5-05 EXPIRES 11-5->4 rnnNlr ri-a - 6' IMAX. O.C. 18" MIN. NOTES: I. USE STEEL OR WOOL) POSTS OR AS SFECIFIEp BY THE EII SEDIMENTATION, AND POLLUTION CONTROL PLAN, 2. HEiC:HT (') IS r0 8E SHOWI4 ON THE EROSION, SEDIMENTATION, ANO POLLUTION CONTROL. PLAN. Figure 8-27.1 Table 6-27.2 Post Size Type Land Slope TPost f Size of Post Feet Length 100 2 to 5 75 5 to 10 Soft wood 3"di DESIGN CALCULATIONS AND► HYDROLOGY REPORT FOR THE Roberts Residence 1614 Jones Avenue Tybee Island, Georgia 31328 FOR Kevin and Amy Roberts 205 Sparton Cresceent Pooler, Georgia 31322 August, 2014 BOSWELL DESIGNSERVICES, INC. 10.3 NASSAU DRIVE SA VANAL4H, GEORGM 912-897-6932 LAHBOSPBELLSOUTH. I VICINITYMAP. SAGISAND PROJECT INFORMATION E Savannah Area GIS Buildings A40; A41; A44; Chatham State/US A45 County Highways All; A15 A50; A51 Interstates Labels Labels State Highways A21; A25 A60;A61;A62; Labels A64 Free Ways A30; A31; A35; Labels A85; A81 A70; A71; US Highways A63 Parcels Labels 1:4,800 0 240 "0 OBJECTID: 76020 Shape: Polygon PIN: 4,0008 -14-015 NAME: RTS KE —1N—N W;,,MY D k0—BE—V ADDRESS 1: 205 SPANTON CRESCENT ADDRESS 2: ADDRESS 3: CITY: 110011"It STATE: GA ZIP-CODE: 31322 PROP-ADDRESS: 1614 JONES AVE TYBEE ISLAND S71�ilT-IJGIITING: MUN_CODE: 4 NEIGHBORHOOD-CODE: 20275 LAND_UNITS: 4740 1AND_ 'RONTAGE: 60 LAND-DEPTH: 79 [AND-JYPE- SF REA1,ESTATE_VALUE: 148000 IANT-)-VALLJL,: 148000 BUILDING VALUE: 0 PROP_CLASS-CODE-S: R LAND-USE-CODE: 91 SALE-PRICE: 148000 SAI,E,_YY: 2013 SALF,_MM: 04 SALE_DD: 17 TRANSIT-CODE- 0 APC_C0DL%- COMM-CAT: AGENT: TOTAL ASSESSMENT': 59200 LEGAIA-1: LOT 40-B WARD 5 TYBEE LEGAL 2: ZONING: R2 SALE_OR_BOOK: 386U SALE-OR-PAGE: 350 BASE-YRYALUE: 0 BASE_YR VAI,-CPI: 0 CAMA-IANDYALUE: 161200 CAMA-MISCYALTJE: 0 CAMA-BLDG-VALLTE,: 0 CAMA_TOTALYALUE- 161200 CITI'XFEIIjILLER: Null ADTAB_YAD: ADTAB_TAD�-BYV: 0 ADTAB-EZONE: GDATA-EZ: TCR_DATE: 5/1/2014 STNUM: STSHORTNAM: STPRETIX: STUNIT: STNAML-, CALCNC: Owner Name- FULLADDRESS: PROP�-ADDRE2: ZIPCODE- ZONE ID: Zoning Description: ALDERID: COMMID: Neighborhood Description: Landuse Description: FLOODID: Elementary School: Middle School: High School: Voting Precinct: STSUFM: ALDEUI'XT-. NBHD-CODE- Shape-Length: Shape -Area: 1614 JONES Null Null JONES 0.110507 ROBF - 10'S KFNT,\1 N ANI'D' 1614 JONES AVE 1614 JONES AVE 31328 R-2 One mlj'—rivo Mann"yEs-idunues 0 4 T275 TYBE E INNERSOUT Residential V L AE HOWARD ELEMENTARY ISLANDS Coastal 441C AVE None 20275 279.774743 4813.677305 Municode Sec. 3-090. Schedule of development regulations. (A) Schedule of residential district dimensional requirements. Page 1 of 2 Zoning Minimum Lot Area (square feet) Rear (feet) Minimum Yard Setback AaAMUM Structure Maximum District Distance (feet) 1(A) Structure None required except 15 qone required except 15 15 (lowed uses) Hei ht feet "eet if bordering Ingle- wo-Family Multif Family Front Rear Side esidential use. Family (Not applicable to 8 6 35 R-1 12,000 4ot permitted Not permitted -20-20 10 35 0 qQLjXrrnitted Not permitted 20 10 10 35 -2 ,50 750 of permitted 20 10 10 35 7,600 BtM 8.000 buitdabte to 80 20 20 10 35 percent of the property exclusive of the setbacks (1) In any residential district (R -I, R-1-13, R-2 and RT) where the average front setback distance for existing buildings on all lots located wholly or partly within 200 feet to each side of any lot, and within the same zoning district and fronting on the same side of the same street and on the same block as such lot, is less than the minimum setback required in such zoning district, the front setback on such lot may be less than the required setback but not less than the existing average setback distance for all lots within 200 feet to each side, provided that in no case shall the front setback on new construction be less than ten feet. When lots within 200 feet on each side are vacant such vacant lots shall be considered as having the minimum required setback for the purpose of computing an average setback distance. When existing structures on lots within 200 feet on each side exceed minimum front setback required in such zoning district, the required setback shall be used for the purpose of computing an average setback distance. See illustration and table for visual clarification. r - A 3 ' 60' ?rJ' o 3=' n0' - AT C 5 _ _ ..._ E t4 E F V l G 3 t = i 1 173 2C = 27.8' 1 i r f (B) Schedule of other than residential districts (commercial, maritime and transitional business -residential) dimensional requirements. Zone Minimum Lot Area (square Front Yard Rear (feet) iide (feet) AaAMUM Structure tet) ieight Ifeet) 1(A) (Not applicable to 0 None required except 15 qone required except 15 15 (lowed uses) feet if bordering "eet if bordering residential use. esidential use. -1(B) (Not applicable to 8 6 35 flowed uses -1 (C) 0 10 0 5 REPORT HYDROLOGY REPORT For The Robert's Residence 1614 Jones Avenue Tybee Island, Georgia 31328 SITE N AND SITE CONDITIONS The existing site is vacant and the site has several trees with the ground being general I y flat with slopes between 0 percent and 2 percent. The proposed project will be the construction of new residential structure and will have grading and utilities. The total site is approximately 0. 11 acres with the new project being approximately 0.09 acres disturbed. Detention will not be required for this project. The soils in this area have been classified by the Soil Conservation Service as being CuC ( Chipley Urban Complex). PRE DEVELOPMENT SITE CONDITIONS The existing site will be treated as one drainage area. The existing drainage area consists of 0.11 acres which has a diverse drainage pattern. The existing storm water run-off volume currently leaving the site will be the maximum allowed to impact any adjacent property during post developed storm events. POST DEVELOPMENT SITE CONDITION The proposed site contains one drainage area. New drainage is collected on site by sheet drainage and new swales into the existing Tybee right of way and storm drain system. ANALYSIS METHOD The SCS method was utilized for the analysis of the pre -development and post -development runoff for this site. Hydroflow Hydrographs software was utilized to perform these analyses and for the purpose of sizing pipes, inlets, ditches and detention. The analysis was performed utilizing the following data: DRAINAGEARE4 PRE -DEVELOPMENT RUN-OFF COEFFICIENT = SEE EXHIBITS POST -DEVELOPMENT RUN-OFF COEFFICIENT = SEE EXHIBITS IDF CURVES SAVANNAH HYDROGRAPH GENERATION METHOD = RATIONAL PRE -DEVELOPMENT SLOPE SEE EXHIBITS POST DEVELOPMENT SLOPE SEE EXHIBITS TIME OF CONCENTRATION PRE -DEVELOPMENT = 6 MINUTES TIME OF CONCENTRATION POST -DEVELOPMENT = 6 MINUTES The proposed project is to be cleared of necessary trees and stumps to make way for the, proposed site improvements. The resulting increased runoff, which is encountered due to new impervious area is displayed in the summary table at the end of t1i is report. Run-off calculations accompany this report. DRAINAGE SUMMARY TABLES AND ALLOWABLE RUN-OFF CALCULATIONS IN CFS DRAINAGE AREA 1 YEAR 2 YEAR 5 YEAR 10 YEAR 25 YEAR 50 YEAR 100 YEAR E -DA 0.23 0.28 0.36 0.45 0.54 0.63 0.72 N -DA 0.31 0.36 0.45 0.53 0.62 0.71 0.80 TOTAL INCREASE IN RUN-OFF 0.08 0.08 0.09 0.08 0.08 0.08 0.08 CW CALCULATIONS O'MALLEY -- CWCALCULATIONS E -DA - CwPRE-DEyELOPED FACTOR IMPERVIOUS AREA = 0.00 AC. PERVIOUS AREA = 0.1 1 AC. TOTAL = 0.1 1 AC (98x0.00)+(79x0.11 )/0.11 =79 N -DA - CW POST -DEVELOPED FACTOR IMPERVIOUS AREA = 0.05 AC. PERVIOUS AREA = 0.06 AC TOTAL =0.1 1 AC (98x0.05) + (79X0.06) /0.1 1 = 88 DRAINAGEEXHIBITS it +lb * i;441�1 +lb -P-P-P p -P P P P -P ----P lb +lb (o + t7'y 5/8" RBS N 19030'00"E 59.95MONVI jF RBF Cap BRICK COL. +1 + CO- S; 10 EDA iMP 0.00 AC (98) W PER = 0.11 AC (79) T(Yr = 0.11 AC Cw m 79 LOT 40-B Oil +10� P4 PIP IP +A MUCK COL. 1 1/4" IPF IPF S 19*28'18"W 59.99' um +lb ` f.. - - +6, 0 +�Q! P P P P P- - '' P x------t-P P— ---- -P—P-- P i' T. ` 5/8" RR, N 19-30'00"E: 59.95' ,-_ +' 1/2" RBF NDA A IMP = 0.06 AIC (96Y PSR = 0.06 AC (79) iiia' = 0.1 ,ArC r ow s as ,k t _ BRICI{ COL. T _ CIJ � 1 � H a r� co LOT 40—B ,,� ... 'o LOT co °° io I IL lb A + BRICK COL. i 1/4" IPF S 19028'18"W 59.99'1" IPF EXISTING HYDROCRApHS 59169 IJ7 Project: ROBERTS-EDA.GPW — I IDF: SAVANNAH.IDF — — —I 7 hpd's— TO 8-11-2414 - ������������������ ~ ~ ��r ~ ~ ^ ~ ~ ����~ ~ ~ m ��~ ~ F F | o y m m m m a p n S u m m a r y R e p o r t ~ - ����~ ~ ~ ~ ~ ~ ~ ~ ^ ��v ~ ~ ~ ~ m ~ ~ - ' �� P e a k T i m e u r / o n p w * y u i N o . t y p e n m w , m e m a / n e , * p e r i o d o v d ( o ) ( o r i g i n ) | ( c 1 s ) ( m i n ) ( m i n ) | ( c u f ) ( Y r s ) / 1 S C S R u n o f f 0 2 3 3 7 2 9 9 8 3 1 - - 2 S C S R u n o f f 0 2 8 3 ) 7 2 e 1 . 1 7 0 2 - - | n S C S R u n o f f 0 . 3 6 / J 7 2 9 1 , 5 8 7 o - - 4 S C S R u n o f f 0 . 4 5 5 / 7 2 8 1 . 9 1 5 1 0 - - 5 S C S R u n o f f 0 . 5 4 3 7 2 6 / 2 . 3 0 0 2 5 - - | 6 S C S R u n o f f | 0 . 6 3 3 | 7 2 6 \ 2 , 6 e 2 5 0 7 - - | \ S C S R u n o f f \ | | \ 0 3 7 2 6 \ 3 , 0 8 8 \ 1 0 0 p o a e I - ' - - - l - - - - ' - - - - - - ' - - - - ) M a x i m u m | M a x u m u m H y d m o g r a m h | e l e v a t i o n s t o r a g e m n s c h m m o o - - - - ' - - ��- - - - - [ - - - - - - - - - ' ' - - . ` " . ^ ~ . - E ~ _ . - . . - - - . - _ - . . O ~ ^ ~ . - ^ ~ . - ~ . . / . . ~ B ^ , . ~ - ^ ~ ' - ~ . ` - - - ' _ _ - . ~ ~ ~ ^ , . . - - . ~ - . ~ . ` R O B E R T S - E D A - 2 5 - Y R - - ' - - - | ' ` ~ B E ` ' ~ - ` ~ - ~ ~ ' ^ ` / | | - - ' | - - - / 0 0 - Y R | - F F R u n d a t e : 0 8 - 1 1 - 2 0 1 4 - - - - - - - - - Hydrograph Plot Ayd. No. I Hydrograph type = SCS Runoff Storm frequency = 1 yrs Drainage area = 0.11 ac Basin Slope = 1.0% Tc method = USER Total precip. = 4.50 in Storm duration = 24 hrs U.4r- 0.2 jw 0.1 0 CY 0.1 0.0 0.0 0 English Peak discharge = 0.23 cfs Time interval = 3 min Curve number = 79 Hydraulic length = 140 ft Time of conc. (Tc) = 6 min Distribution = Type III Shape factor = 300 Total Volume = 993 cult I - SCS Runoff - I Yr - Qp = 0.23 ds 5 10 15 Time (hrs) Hyd. 1 20 25 Hydrograph Plot AF yd. No. 2 1A., k.2.Y.2, Hydrograph type = SCS Runoff Storm frequency = 2 yrs Drainage area = 0.11 ac Basin Slope = 1.0% Tc method = USER Total precip. = 5.00 in Storm duration = 24 hrs 13 ri V. 0., 0. 0. CY 0. 0. 0. English Peak discharge = 0.28 cfs Time interval = 3 min Curve number = 79 Hydraulic length = 140 ft Time of conc. (Tc) = 6 min Distribution = Type III Shape factor = 300 Total Volume = 1,170 cult 2 - SCS Runoff - 2 Yr - QP = 0.28 cfs 0 5 10 15 20 Time (hrs) Hyd. 2 - d 25 Hydrograph Plot Hyd. No. 3 ROBERTS-EDA-5-YR Hydrograph type = SCS Runoff Storm frequency = 5 yrs Drainage area = 0.11 ac Basin Slope = 1.0 % Tc method = USER Total precip. = 6.00 in Storm duration = 24 hrs Iia [d 0. Q w English Peak discharge = 0.36 cfs Time interval = 3 min Curve number = 79 Hydraulic length = 140 ft Time of conc. (Tc) = 6 min Distribution = Type III Shape factor = 300 Total Volume = 1,537 cuft 3 - SCS Runoff - 5 Yr - Qp = 0.36 ds 10 Time (hrs) Hyd. 3 15 20 25 Hydrograph Plot Hyd. No. 4 ROBERTS-EDA-1 O -YR Hydrograph type = SCS Runoff Storm frequency = 10 yrs Drainage area = 0.11 ac Basin Slope = 1.0% Tc method = USER Total precip. = 7.00 in Storm duration = 24 hrs English Peak discharge = 0.45 cfs Time interval = 3 min Curve number = 79 Hydraulic length = 140 ft Time of conc. (Tc) = 6 min Distribution = Type III Shape factor = 300 Total Volume = 1,915 cuft 4 -SCS Runoff -10 Yr-Qp=0.45 ds 0 5 10 15 Time (hrs) Hyd. 4 20 25 Hydrograph Plot Hyd. No. 5 ROBERTS-EDA-25-YR Hydrograph type = SCS Runoff Storm frequency = 25 yrs Drainage area = 0.11 ac Basin Slope = 1.0% Tc method = USER Total precip. = 8.00 in Storm duration = 24 hrs English Peak discharge = 0.54 cts Time interval = 3 min Curve number = 79 Hydraulic length = 140 ft Time of conc. (Tc) = 6 min Distribution = Type III Shape factor = 300 Total Volume = 2,300 cult 5 - SCS Runoff - 26 Yr - Qp = 0.54 ds ILJ I 0. 0 0 0 0 0 0 5 10 15 20 Time (hrs) Hyd. 5 25 Hyd. No. 6 171'k".OBERTS-iii' -50-YR Hydrograph type = SCS Runoff Storm frequency = 50 yrs Drainage area = 0.11 ac Basin Slope = 1.0% Tc method = USER Total precip. = 9.00 in Storm duration = 24 hrs 0 V 0 0 0 0 0 0 5 English Peak discharge = 0.63 cfs Time interval = 3 min Curve number = 79 Hydraulic length = 140 ft Time of conc. (Tc) = 6 min Distribution = Type III Shape factor = 300 Total Volume = 2;692 CA 6 SCS Runoff - 50 Yr - QP = 0.63 ds 10 15 Time (hrs) Hyd. 6 -1 20 25 Hydrograph Plot M M 0. M [a 7 - SCS Runoff -100 Yr - QP = 0.72 ds 0 5 10 15 Time (hrs) Hyd. 7 20 25 English Hyd. No. 7 ROBERTS-EDA-100-YR Hydrograph type = SCS Runoff Peak discharge = 0.72 cfs Storm frequency = 100 yrs Time interval = 3 min Drainage area = 0.11 ac Curve number = 79 Basin Slope = 1.0% Hydraulic length = 140 ft Tc method = USER Time of conc. (Tc) = 6 min Total precip. = 10.00 in Distribution = Type III Storm duration = 24 hrs Shape factor = 300 Total Volume = 3,088 cult M M 0. M [a 7 - SCS Runoff -100 Yr - QP = 0.72 ds 0 5 10 15 Time (hrs) Hyd. 7 20 25 PROPOSED HYDROGRAPHS 0 0 O O O 0 I Project: ROBERTS-NDA.GPW OF: SAVANNAHADF 7 hyd's 08-11-2014 Hydrograph Summary Report Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Page 1 Hydrograph No. type 1flow interval peak period hyd(s) [ elevation storage description (origin) (cfs) (min) (min) (cult) (yrs) (ft) (cuft) 1 SCS Runoff 0.31 3 726 1,335 1 — — — ROBERTS-NDA-1-YR 2 SCS Runoff 036 3 726 1,532 2 — — ROBERTS-NDA-2-YR 3 SCS Runoff i 0.45 1 3 726 1,932 5 — — — ROBERTS-NDA-5-YR 4 SCS Runoff 0.53 3 726 2,336 1 10 — ROBtRTS-NDA-10-YR 5 SCS Runoff 0.62 3 726 2,743 i 25 — – – ROBERTS-NDA-25-YR 6 SCS Runoff 0.71 3 726 3,152 50 — --- — ROBERTS-NDA-50-YR 7 SCS Runoff 0.80 3 i 726 I 3,563 100 — I — -- � ROBERTS-NDA-100-YR s S Proj. file: ROBERTS-NDA.GPW i OF file: SAVANN I I i i I i F f I I �I I I i I t IAHADF Run date: 08-11-2014 Hydrograph Plot Hyd. No. 1 ROBERTS-NDA-1-YR Hydrograph type = SCS Runoff Storm frequency = 1 yrs Drainage area = 0.11 ac Basin Slope = 1.0% Tc method = USER Total precip. = 4.50 in Storm duration = 24 hrs English Peak discharge = 0.31 cfs Time interval = 3 min Curve number = 88 Hydraulic length = 140 ft Time of conc. (Tc) = 6 min Distribution = Type III Shape factor = 300 Total Volume = 1,335 cult 1 - SCS Runoff - 1 Yr - Qp = 0.31 cfs C a 0 9 C 0 5 10 15 20 25 Time (hrs) Hyd. 1 Hyd. No, 2 ROBERTS-NDA-2-YR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration v C'! = SGS Runoff = 2 yrs = 0.11 ac = 1.0% = USER = 5.00 in = 24 hrs English Peak discharge = 0.36 cfs Time interval = 3 min Curve number = 88 Hydraulic length = 140 ft Time of cont. (Tc) = 6 min Distribution = Type III Shape factor = 300 Total Volume = 1,532 cult 2 - SCS Runoff - 2 Yr - QP = 0.36 ds 0 5 10 15 Time (hrs) Hyd. 2 ---A 20 25 Hy&ograph Plot Hyd. No. 3 ROBERTS-NDA-5-YR Hydrograph type = SCS Runoff Storm frequency = 5 yrs Drainage area = 0.11 ac Basin Slope = 1.0% Tc method = USER Total precip. = 6.00 in Storm duration = 24 hrs A M 0. 0. M English Peak discharge = 0.45 cfs Time interval = 3 min Curve number = 88 Hydraulic length = 140 ft Time of conc. (Tc) = 6 min Distribution = Type III Shape factor = 300 Total Volume = 1,932 cult 3 - SCS Runoff - 5 Yr - Qp = 0.45 ds W, 5 10 15 20 25 Time (hrs) Hyd. 3 Hydrograph Plot Hyd. No. 6 ROBERTS-NDA-50-YR Hydrograph type = SCS Runoff Storm frequency = 50 yrs Drainage area = 0.11 ac Basin Slope = 1.0% Tc method = USER Total precip. = 9.00 in Storm duration = 24 hrs M I v 0. ail English Peak discharge = 0.71 cfs Time interval = 3 min Curve number = 88 Hydraulic length = 140 ft Time of conc. (Tc) = 6 min Distribution = Type III Shape factor = 300 Total Volume = 3;152 cult 6 - SCS Runoff - 50 Yr - QP = 0.71 ds 5 10 15 Time (hrs) Hyd. 6 20 25 SWALE CALCULATIONS Project Description Friction Method Solve For Input Data Roughness Coefficient Channel Slope Left Side Slope Right Side Slope Bottom Width Discharge Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow Type GVF Input Data Downstream Depth Length Number Of Steps GVF Output Data Upstream Depth Profile Description Profile Headloss Downstream Velocity Upstream Velocity Normal Depth Critical Depth Channel Slope Worksheet for ROBERTS-SWALE Manning Formula Normal Depth Subcritical 0.025 0.30000_ 5.00 ft/ft (H:V) 5.00. ft/ft (H:V) 100 4 0.80 wis 2.93 in 019 ft2 4.49 ft 2.10 in 4.44 ft 015 ft 0.01879 ft/ft 1.02 ft/s 0.02 ft 0.26 ft 0.43 0.00 in 0.00 ft 0 0.00 in 0.00 ft Infinity ftis Infinity ftis 2.93 in 0.15 ft 030000 % Bentley Systems, Inc. Haestad Methods SolMandp~Master V8! (SELECTseries 1) [08.11.01.03] 8111/2014 3:57:47 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-756-1666 Page 1 of 2 GVF Output Data Critical Slope Worksheet for ROBERTS-SWALE 0.01879 Ift/ft Bentley Systems, Inc. Haestad Methods SoI8ftffd?VAwMaster V81 (SELECTseries 1) [08.11.01.03] 811112014 3:57*47 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-765-1666 Page 2 of 2 FEMA �� . _ _ ' " - - , l - i r ��. _ ' . . ��/ ��r I j , I L { " I l l - i F I R M U a i I V F L O O D I N S U R A N C E R A T E M A P i l J l l l y i - l l , l ��f ��\ �� C H A T H A M C O U N T Y , C D _ ��y y , r . ��_ ��- M A P S C A L E 1 " = 5 0 0 ' ��, . " A L L E Y : S T , �� ��u * ; v . . ��4 ' 2 5 0 0 5 0 0 1 0 0 0 n ) _ . . ' x " . ��C �� r _ # v . . F E E T ��" N O , y g r H . ' < c � " M E C O N T A I N S : C O M M U N I T Y N U M B E R P A N E L S U F F I X " . 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Z O N E V E I S N O T S H O W N O N T H I S M A P ( E L 1 9 ) I N A R E A S O U T S I D E O F C H A T H A M C O U N T Y �� � �� P A N E L 0 3 2 6 F i m F I R M U a i I V F L O O D I N S U R A N C E R A T E M A P C H A T H A M C O U N T Y , C D G E O R G I A u m A N D I N C O R P O R A T E D A R E A S P A N E L 3 2 6 O F 4 5 5 ( S E E M A P I N D E X F O R F I R M P A N E L L A Y O U T ) < c � C O N T A I N S : C O M M U N I T Y N U M B E R P A N E L S U F F I X C H A T H A M C O U N T Y 1 3 0 0 3 0 0 3 2 6 F T Y S E E I S L A N D , C I T Y O F 1 3 3 1 6 4 0 3 2 6 F T a D l � - N O T E . T H I S M A P I N C L U D E S B O U N D A R I E S O F T H E C O A S T A L B A R R I E R R E S O U R C E S S Y S T E M E S T A B L I S H E D U N D E R T H E C O A S T A L B A R R I E R R E S O U R C E S A C T O F 1 9 6 2 A N D / O R S U B S E Q U E N T E N A B L I N G L E G I S L A T I O N . N o t i c e t o U s e r : T h e M a p N u m b e r s h o w n b e l o w s h o u l d b e u s e d w h e n p l a c i n g m a p o r d e r s ; t h e C o m m u n i t y N u m b e r s h o w n a b o v e s h o u l d b e u s e d o n I n s u r a n c e a p p l i c a t i o n s f o r t h e s u b j e c t c o m m u n i t y . / M A P N U M B E R 1 1 I I I r n 1 3 0 5 1 C O 3 2 6 F E F F E C T I V E D A T E S E P T E M B E R 2 6 , 2 0 0 8 F e d e r a l E m e r g e n c y M a n a g e m e n t A g e n c y - 1 7 1 1 6 i s a n o f f i c i a l c o p y o f a C o r t i O n o f t h e a b o v e r a f e r e n - - e d F l o o e m a p , I t " w a s e x t r a c t e d u s i n g F - M I T O n - L i n e . T h i s m a p d o e s n o t r e f l e c t c h a n g e s " o r a m e n d m e n t s w h i c h m a y h a v e b e e n m a d e s u b s e q u e n t t o t h e d a t e o n t h e " t i t l e b l o c k . F o r t h e l a t e s t p r o d u c t I n f o r m a t i o n a b o u t N a t i o n a l F l o o d I n s u r a n c e " P r o g r a m f l o o d m a p s c h e c k t h e F E M A F l o y d M a p S t o r e a t w w w . m a c f e m e . g , SOILS 3 Pn in 513947 513950 513960 513970 513980 Soil Map—Bryan and Chatham Counties, Georgia 1 I _ I r o 311 SS 32'N at - _ � r .� ' Tn q 31° 59'37N V � fir. �" � . � !j..,• Y+.�,• q ,. .i o-�j -4 r r M ol Al Ln _ °411 y. f 31° 59 28"N - - - a i TJiI � _ I �__..h- I ;c - 311 59'28"N 513440 513950 513960 513970 513980 513990 514000 514010 514020 514030 514040 514050 514060 514070 514080 514090 514100 514110 3 3 Map Scale: 1:845 if printed on A landscape (11" x 8.5") sheet �1 N Meters 0 10 20 40 60 -- — Meet 0 40 160 240 Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 17N WGS84 ,r Natural Resources Web Soil Survey 8/11/2014 `� Conservation Service National Cooperative Soil Survey Page 1 of 3 MAP LEGEND Area of Interest (AOI) Saline Spot Area of Interest (A01) Soils r Severely Eroded Spot Soil Map Unit Polygons r I Soil Map Unit Lines © Soil Map Unit Points Special Point Features to Blowout Borrow Pit Clay Spot r Closed Depression Gravel Pit Gravelly Spot " Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop ..¢.. Saline Spot Sandy Spot r Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Soil Map—Bryan and Chatham Counties, Georgia �: Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation +-F4 Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography MAP INFORMATION The soil surveys that comprise your AOI were mapped at 1:20,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nres.usda.gov Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Bryan and Chatham Counties, Georgia Survey Area Data: Version 8, Dec 19, 2013 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Marl, 2010–Jan 15, 2012 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. USt)s Natural Resources Web Soil Survey 8/11/2014 '� Conservation Service National Cooperative Soil Survey Page 2 of 3 Soil Map—Bryan and Chatham Counties, Georgia Map Unit Legend Bryan and Chatham Counties, Georgia (GA613) Map Unit Symbol Map Unit Name Acres in AOI Percent of AO1 Cuc Chlpley-Urban land complex Totals for Area of Interest USt) Natural Resources Web Soil Survey rpt Conservation Service National Cooperative Soil Survey 3.0 100.0% 3.0' 100.0% 8/11/2014 Page 3 of 3 APPENDIX Chapter 3 Sheet flow Time of Concentration and Travel Time Technical Release 55 Urban Hydrology for Small Watersheds Sheet flow is flow over plane surfaces. It usually occurs in the headwater of streams. With sheet flow, the friction value (Manning's n) is an effective rough- ness coefficient that includes the effect of raindrop impact-, drag over the plane surface; obstacles such as litter, crop ridges, and rocks; and erosion and trans- portation of sediment. These n values are for very shallow flow depths of about 0.1 foot or so. Table 3-1 gives Mannings n values for sheet flow for various surface conditions. Table 3-1 Roughness coefficients (Manning's n) for E sheet flow Surface description n Y Smooth surfaces (concrete, asphalt, gravel, or bare soil) .......................................... 0. oil Fallow (no residue) .................................................. 0.05 Cultivated soils: Residue cover <209G ......................................... 0.06 Residue cover >20% ......................................... 0.17 Grass: Short grass prairie ............................................ 0.15 Dense grasses V ................................................ 0.24 Bermudagrass.................................................. 0.41 Range (natural) ......................................................... 0.13 Woods:lf Light underbrush .............................................. 0.40 Dense underbrush ............................................ 0.80 I The n values are a composite of information compiled by Engnian (1986)- 2 Includes species such as weeping lovegrass, bluegrass, buffalo grass, blue grama grass, and native grass mixtures. 3 When selecting n , consider cover to a height of about 0.1 ft. This is the only part of the plant cover that will obstruct sheet flow. For sheet flow of less than 300 feet, use Manning's kinematic solution (Overtop and Meadows 1976) to compute Tt. Tt 0.007(nL)"' (P2 )0.5 S0.4 [eq. MI where: Tt = travel time (hr), n = Manning's roughness coefficient (table 3-1) L = flow length (ft-) P2 = 2 -year, 24-hour rainfall (in) s = slope of hydraulic grade line (land slope, ft/ft) This simplified form of the Manning's kinematic solu- tion is based on the following: (1) shallow steady uniform flow, (2) constant intensity of rainfall excess (that part of a rain available for runoff), (3) rainfall duration of 24 hours, and (4) minor effect of infiltra- tion on travel time. Rainfall depth can be obtained from appendix B. Shallow concentrated flow After a maximum of 300 feet, sheet flow usually be- comes shallow concentrated flow. The average veloc- ity for this flow can be determined from figure 3-1, in which average velocity is a function of watercourse slope and type of channel For slopes Jess than 0.005 ft/ft, use equations given in appendi-i F for figure 3-1. Tillage can affect the direction of shallow concen- trated flow. Flow may not always be directly down the watershed slope if tillage runs across the slope. After determining average velocity in figure 3-1, use equation 3-1 to estimate travel time for the shallow concentrated flow segment. Open channels Open channels are assumed to begin.where surveyed cross section information has been obtained, where channels are visible on aerial photographs, or where blue lines (indicating streams) appear on United States Geological Survey (TJSGS) quadrangle sheets. Manning's equation or water surface profile informa- tion can be used to estimate average flow velocity. Average flow velocity is usually determined for bank - full elevation. (210 -VI -TR -55, Second Ed., June 1986) 3-3 Exiiibit A: 1Yydro3ugic Soil Groups for the United States CHICOTE ....................................... D CHIDAGO....................................... A CHIEFLAND ................................... B CHIGLEY ........................................ C CHILAO .......................................... C CHILCOTT ....... ....................... ... -C CHILDS.......................................... B CHILGREN ..................................... C CHILHOWEE ................................. B CHILICOTAL ................................. B CHILLICOTHE ............................... B CHILLIGAN .................................... B CHILLUM ........... ........... .......... S CHILLYBU ............. ........................ D CHILOQUIN ............. ................. * ...D CHILSON ........................... * ...... D CHIMAY.......................................... D CHIME............................... C CHIMINET ............... ....... ............ _D CHIMNEY ..... _ ..... ...................... .A CHIMNEYROCK ........................... .B CHINA- .................................. ... D CHINABLITTE ................................ D CHINAHAT..................... .......... B CHINCAP .................... .............. 8 CHINCOTEAGUE .......................... D CHINDE.......................................... C CHINHILL ....................................... B CHINIAK ......................................... A CHINKLE ........................................ D CHINLINI .............. ......................... B CHINO........................................ BIC CHINVAR................................. C CHINWHISKER ............................. A CHIPENDALE . ..... ................ ........ D ,eWPENHILL .................................. D CHIPLEY ........................................ C `eHI96LA_..._.w ................ ....... A CHIPPENY ..................................... D CHIRENO ....................................... D CHISMORE .......... .............. ....... _D CHISOLM....................................... A CHISPA.......................................... B CHISTNA................. ....... ........ ___ B CHISTOCHINA ............................. B CHITA ............... __ ............... .... __8 CHITINA......................................... B CHITTUM - ..................................... C CHITWOOD .................................. D CHIVATO....................................... C CHIVATO, Elevation>8000 ........... D CHIWAUKUM ................................. B CHIWAWA ...................................... B CHO................................................ C CHOATES.............. ....... ............ C CHOCCOLOCCO ...................... B CHOCK........................................... D CHOCKTOOT ................................ B CHOCORUA .................................. 0 CHOICE. . ................................. D CHOKE.......................................... e CHOOP.......................................... D CHORALMONT .............................. A CHOSKA........................................ 8 CHOTEAU ...................................... C CHOWAN ....................................... 0 CHRIS..................................._.......0 CHRISHALL ................................... 8 CHRISMAN .................................... D CHRISTIANA ................................. C CHRISTIANBURG ......................... C CHRISTINE .................................... 0 CHRISTOFF ................................... C CHRISTY ........................................ C CHROME........................................ C CHRYSLER ...............................»..._ C CHUBBFLAT ..... . ........................... C CHUCKANUT ...... .............. ...... B CHUCKRIDGE .... ........................ _D CHUCKRIVER ............................... D CHUFFA......................................... B CHUGCREEK................................ C CHUGTER ...................................... B CHUICHU ....................................... D CHUIT............................................. 8 'CHUMMY ................ ..... - ......... D I CHUNILNA ..................................... D JCHUHKMONK ................._.............0 iCHUPE........................................... A CHURCH ................................ D CHURCH SPRINGS ...................... 13 CHURCHVILLE .......... .... __ D ICHURUSUSCO ............................. D , CHUTE ... ........................................ A ICHUTUM........................................ B ICIALES ............. ...........................D COLLETT _... ...... -1-1 .................CID CISEQUE ...............................B COLLIER....................................... CID.................................................. c CIDERMILL .................................... B CIDRAL.......................................... C CIENEGA....................................... B CIENO............................................ D CIERVO,......--•** ------ * ............... C CIFIC..........................................,...0 C CINCO............................................ A CINDERHURST ..... ............. ......... D CINNAMON BAY ........................... B CINTRONA . ............. ...... .............. D CIRCLE.......................................... I ........ B CIRCLEBACK ......................:: ...... -A CIRCLEBAR ...................................0 .... B CIRCLEVALLEY ............................ B I CIRCULAR ..................................... B SCO- .................... ... ____ B CISPUS...... .......... I ........................ B CITICO.......................... B * ......... CITRONJEH' ....... **.'* .................... D CITYPOINT ................................ A/D ICLACKAMAS ................................. D ICLAMP .........................................».D ICLANA..................................... A CLANALPINE .......... ..... - .............. .0 CLAPHAM ..................................... C ICLARA........................................ B/D CLARA............................................ D jCLARENA. B .... *'*"* .... ***'D I CLARENCI�* ... * ............................. * .... - ................. COMSTOCK ............................... �CLARENDOi4 C, CLARESON ..........................__..._,»C CONA........ .................................. CLAREVILLE ................................. C CLARITA ........................................ D ICLARK........................ .......... ......... B I CLARKIA .. ... ...... - ----- ---- . ........... ** C ,CLARKRANGE ......... ._ .._ �C 1CLARKSDALE ...............................0 D !CLARKSTONE ............................... B 1 CLAUNCH................................... .. B ICLAVERACK ............. ...................0 CLAYBANKS .... ............. ........... C/D CLAYCREEK ........ ................... .... C CLAYHAM ...................................... B iCLAYHOLE ........................... B I CLAYSVILLE ....................... CONDON_.................................. — ...C ICLAYTON...................................... B ICLEELUM ........ .................... CLEARCREEK ............................... c D CLEARFORK ........................_.......D A CLEARLINE .................................» CONGLE ..... . . .... .......................... CLEARRIVER . ............................... B CLEARVIEW .................................. B CLEAVMOR ........................ .... . .... D CLEGHORN... ................................ C CLEMENTINE ___ ............ BIC CLEMVILLE ..................... .............B C ICLENAGE...................................... C CLENDENEN ................................. D CLEONE .........................................B D CLEORA........................................ I B ICLERGERN ................................... B I CLERMONT ................................... D ICLEVELAND............... ... .............. C �CLEVESCOVE ............................... B I CLEYMOR ...................................... B CLICK...................•---................_.... A CLIFF...... ...................................... B CLIFFDELL .................................... B I CLIFFIELD ..................................... B CLIFFORD ................ ............. C CLIFFSIDE .....................................B CLIFTY........................................... B CLIMAX......... ..................._.D CLINE I ..... 0 CLINEf;AEii** A ............... ........... CLINETOP ..................................... D ICUNGMAN.. ..................._...D CLINKENBEARD D CLIPPER ............. CLIQUOT....................................... C CLITHERALL ................................. a CLODINE............ ............ D CLOQUALLUM ..................._.........0 iCLCLOQUET_ ..................... ......... a OSKEY............................._.......0 OTHO ..................................... CID CLOUD PEAK ................................ B CLOUDCROFT.............................. D CLOUDLAND ................................. C 'CLOUDLESS ................................. C CLOUGH........................................ 0 CLOVELLY ..................................... D CLOVER SPRINGS.................... -.-B ICLOVERCREEK ............................ C CLOWERS .................... ........ .... _8 GLOWERS ................................. BIC CLOWFIN....................................... B CLOYD........................................... D CLUBCAF...................... .......... .D CLUNIE ................................ ......... D CLUNTON...................................... D COACHELLA ............................. BIC COAHUILA............... ............ B I COALDALE ................................... .13 I COALDRAW ........ _ ........................ D 1COALGATE ....................................D COAMO .......... C COARSIi&&[6* .... '* I ... C COARSEWOOD"****'.'*"**'*'**..', .......... B 1COATSBURG ........... - ..... ............. D .COBATUS ...................................... C 'COBB .......... B I COBBL��k.'*'..*"".*'.**.'*"***'**"*.* .......... D 'COBEN ........................................... D COBERLY...................................... B COBERLY, Low Rainfall ............... C �COBEY ...........................................B COBLENTZ.... ................... . ...... _.0 C013LYNN .....-.--• B 'COBOG..................................••_,...0 __* ... ... * .... * ... C I COBRE.::::.'.** ....... ............. .0 ,COBSTONE ................................... B I COCHINA .......... ..................... D ICOCHRAN ..................................... C :COCKSCOMB ......... ...................... C ICOCOA ..................................._.....A i COCODRIE .................................... C COCOLALLA .............................. c/13 COCONINO .................................... B I COD ._ ........ B CODOR6�'*"* ..... C CODQUIN ..... D CODYLAKE .................................... B �COE .......................... ...... ........ . ... _A :COESSE............................... * CID !COFF ... _* .... ....... * ...... ** ..... C COFFEE........................ ................ B COFFEEN..........._...... ................. B COFFEEPOT ................................. B COFFTON........................... B COGHILL ............................... C COGLIN.......................................... C COHAGEN ............................... _...0 COHAGEN, Cool .......... ................ D iCOHAS ............. -*-**********-****-C COHOE...............I...........__.......--_... B COILE.... . ......... ................ ...... D COILS............................................. C COLT.............................................. D COKATO....................................... B COKEDALE ................................ C/D COKER ................................... __ ... D COKEVILLE ......................... ......... B COL13E........................................... D COLBERT ...................................... D COLBURN...................................... C COLDENT ......................... ___ ----- -C COLDSPRING ............................... 8 COLEMAN......................................0 COLEMANTOWN ...................... COLEPOINT .................................. C/D B COLERIDGE - ............................ C COLFAX ............ ....... .................... C COLFER......................................... A COLHILL :................... .................. B COLIBRO ........ ........ .......... COLINAS...................................... ........ - B 8 COLLEGECREEK .......................... B COLLETT _... ...... -1-1 .................CID COLLIER....................................... A COLLINGTON ............................... . B COLLINS ..................... ................ C COLLISTER ................................... B COLMA ............ COLNEVEE . .................................. 8 COLOMEX ... . .................•.............. B COLONVILLE ................................. C COLORADO._ ................................ B COLOROCK . . ............................... .D COLOROW ....................................B COLPIEN. I ..... B COLSAV;�iii"*'*'.'*"."**'.'**'**.'*"..'."* ..... C COLUMBINE .................................. A COLUMBUS_ ................................ C COLUSA ......................................... C COLVARD _ ........................... .... B COLVILLE ........ ........................ C/D COLY........:..............................»...... ....... ...... ** ...... B COLYELL. CD COLYER COMAR........................................ C COMBE.............................. ........... B COMBEST ............................ ... 8 COMBS ........................................... B COMER... ....... ........ ...................... B COMETCRIK .................................. D COMFORT ..................................... D COMFREY ..................................... 0 COMITAS A Como A COMPASS...-."..".".. ......a COMSTOCK ............................... C COMUS..... . ................................... B CONA........ .................................. . C CONABY..._ ..... ...................... B/D CONALB ....... B CONANT ...... .............. .... C CONATA ..... .................................. D CONBOY ........................................ D CONCEPCION ............................... D CONCHAS .... ... ........................ C CONCHOVART ............................0 CONCORD ..... .....................D CONCORDIA................. ............... 0 CONDA.-__ -------- __ ... ____ .......... D CONDIDO .................. ....... ....... D CONDIT ... D CONDON_.................................. — ...C CONECUH D CONETOE ....................................... A CONEWARD .................................. A CONGAREE................................... 6 CONGLE ..... . . .... .......................... S CONICAL ...... . . .......... . . ............... B CONLEN ......................................... B CONLEY...•..................................•.. C CONNAH......................................•• D CONNERIDdt ................ ........... _C CONNET ........................................ D CONOSTA ...................................... C CONOTTON. ............. ................... B CONOVER...:.........•.......................0 CONOWINGO ................................ C CONPEAK ... ............ .................... D CONQUISTA ........................ ......... D CONRAD .................................... AID CONSEJO...................................... ....... ------ C CONSER ...... 1 ........ ............. D CONSTABLE ................................. A CONSTANW ................................. D CONSTANCIA, ............0 CONSUMO ..................................... B (210 -VI -TR -55, Second Ed., June 1986) A-9 Chapter 2 Estimating Runoff Technical Release .5.-, Urban Hydrology Im- Small Watersheds Table 2-2a Runoff curve numbers for urban areas 11 92MMMlr Curve numbers for Cover description -hydrologic soil group � 0 Cover type and hydrologic condition Fully developed urban areas (vegetation established) Average percent impervious area ?J A B Open space (lawns, parks, golf courses, cemeteries, etc.) Y. Poor condition (grass cover < 50%) ......................... ............ Fair condition (grass cover 50% to 75%) .................. ......... Good condition (grass cover > 75%) ......................................... Impervious areas: Paved parking lots, roofs, driveways, etc. (excluding right-of-way) ............................................................. Streets and roads: Paved; curbs and storm sewers (excluding right-of-way) ........................................ Paved; open ditches (including right-of-way) .......................... Gravel (including right-of-way) ................................................. Dirt (including right -of -way) ...................................................... Western desert urban areas: Natural desert landscaping (pervious areas only) Y ..................... Artificial desert landscaping (impervious weed barrier, desert shrub with l- to 2 -inch sand or gravel mulch and basin borders) ...................................................................... Urban districts: Commercial and business ........................................... ..................... Industrial......................................................................................... Residential districts by average lot size: 1/8 acre or less (town houses) .......................................................... 1/4 acre ................................................................................................ 113 acre ................................................ ............................................... 1/2 acre ...................................................... ......................................... Iacre .... ................... - ......................................................................... 2 acres ....................................................................... .......................... Developing urban areas Newly graded areas (pervious areas only, no vegetation) rV Idle lands (CN's are determined using cover types similar to those in table 2-20. C D 77 86 91 94 I Average runoff condition, and L = 0.28. 2 The average percent impervious area shown was used to develop the composite CN's. Other assumptions are as follows: impervious areas are directly connected to the drainage system, impervious areas have a CN of 98, and pervious areas are considered equivalent to open space in good hydrologic condition CN's for other combinations of conditions may be computed using figure 23 or 2-4. 3 CN's shown are equivalent to those of pasture. Composite CN's may be computed for other combinations of open space cover type. d Composite CN's for natural desert landscaping should be computed using figures 2-3 or 2-4 based on the impervious area percentage (CN = 98) and the pervious area CN. The pervious area CWs are assumed equivalent to desert shrub in poor hydrologic condition. 6 Composite CN's to use for the design of temporary measures during grading and construction should be computed using figure 2-3 or 24 based on the degree of development (impervious area percentage) and the CMs for the newly graded pervious areas. (210NI-TR-55, Second Ed., June 1986) 2-5 68 79 .86. 89 49 69 79 84 39 61 74 80 98 98 98 98 98 98 98 98 83 89 92 93 76 85 89 91 72 82 87 89 63 77 85 88 96 96 96 96 85 89 92 94 95 72 81 88 91 93 65 77 85 90 92 38 61 75 83 87 30 57 72 81 86 25 54 70 80 85 20 51 68 79 84 12 46 65 77 82 77 86 91 94 I Average runoff condition, and L = 0.28. 2 The average percent impervious area shown was used to develop the composite CN's. Other assumptions are as follows: impervious areas are directly connected to the drainage system, impervious areas have a CN of 98, and pervious areas are considered equivalent to open space in good hydrologic condition CN's for other combinations of conditions may be computed using figure 23 or 2-4. 3 CN's shown are equivalent to those of pasture. Composite CN's may be computed for other combinations of open space cover type. d Composite CN's for natural desert landscaping should be computed using figures 2-3 or 2-4 based on the impervious area percentage (CN = 98) and the pervious area CN. The pervious area CWs are assumed equivalent to desert shrub in poor hydrologic condition. 6 Composite CN's to use for the design of temporary measures during grading and construction should be computed using figure 2-3 or 24 based on the degree of development (impervious area percentage) and the CMs for the newly graded pervious areas. (210NI-TR-55, Second Ed., June 1986) 2-5 Figure B-2 Approximate geographic boundaries for MRCS (SCS) rainfall distributions ti�- Rainfali data sources This section lists the most current 24-hour rainfall data published by the National Weather Service (NWS) for various parts of the country. Because NWS Technical Paper 40 (TP -40) is out of print, the 24-hour rainfall maps for areas east of the 105th meridian are included here as figures B-3 through B-8. For the area generally west of the 105th meridian, TP -40 has been superseded by NOAA Atlas 2, the Precipitation -Frequency Atlas of the Western United States, published by the National Ocean and Atmospheric Administration. East of 105th meridian Hershfield, D.M. 1961. Rainfall frequency atlas of the United States for durations from 30 minutes to 24 hours and return periods from 1 to 100 years. U.S. Dept. Commerce, Weather Bur. Tech. Pap. No. 40. Washington, DC. 155 p. West of 105th meridian Miller, JR, R.H. Frederick, and R.J. Tracey. 1973. Precipitation -frequency atlas of the Western United States. Vol. I Montana; Vol. 11, Wyoming-, Vol III, Colo- rado; Vol. IV, New Mexico; Vol V, Idaho; Vol. VI, Utah-, Vol. VII, Nevada; Vol. VIII, Arizona; Vol. IX, Washing - torr, Vol. X, Oregon; Vol. M, California. U.S. Dept of III Rainfall Distribution Type I Type IA N. Ike III III Commerce, National Weather Service, NOAA Atlas 2, Silver Spring, MD. Alaska Miller, John R 1963. Probable maximum precipitation and rainfall -frequency data for Alaska for areas to 400 square miles, durations to 24 hours and return periods from 1 to 100 years. U.S. Dept. of Commerce, Weather Bur. Tech. Pap. No. 47. Washington, DC. 69 p. Haw -w! Weather Bureau, 1962. Rainfall -frequency atlas of the Hawaiian islands for areas to 200 square miles, dura- tions to 24 hours and return periods from 1 to 100 years. U.S. Dept. Commerce, Weather Bur. Tech. Pap. No. 43. Washington, DC. 60 p. Puerto Rico and Virgin Islands Weather Bureau. 1961. Generalized estimates of prob- able maximum precipitation and rainfall -frequency data for Puerto Rico and Virgin Islands for areas to 400 square miles, durations to 24 hours, and return periods from 1 to 100 years. U.S. Dept. Commerce, Weather Bur- Tech. Pap. No. 42. Washington, DC. 94 R B-29 (210 -VI -TR -55, Second Ed, June 1986) Figure B-3 ?-year, 24 -hr rainfall r -= U.S. DEPARTMENT OF AGRICULTURE USE -NOAA ,1FLn S 2 MAPS FUR WE9TERPl STATES Figure B-4 5 -year, 24-hour rainfall I�� U.S. DEPARTMENT Or AGRICULTURE NATURAL RESOURCES CONSERVATION SERVICE 2 -Year 24 -Hour RatnfWl (inches) 2.0 f 5� Ja0 r•.f t t t J ! t t !- 4.5 t l ! i - t � J f a.n r . r i J ! 2.n 1 3.0 2.5 t ..j 5 81111.0 j5.5 _,. ReiMaa 1.o-fse haY wilt,sG.O t 1, n t`'- s 0 4.0 4 5 an am mow 5.0 Albers Equal Area Pwiecbm 5 -Year 24 -Hour Rainfall (inches) NATURAL RESOURCES GU -N S Et IV 1.T1 D� I SERVICE t s2-5 l t 4-- 45 r �l 4 5 � USE !lOAA f'ii.AS 2 MAPS !FOR X 1S WES7ERH STATES �"�" ��4 'Jf,•?rj tr. fs f �1 t, 1 i ! , � t t � t I� r 25 � J `�•� t , ff � `.� t r r� ! { r' J r' 7- 7-5 7 N 7.571 1. ! Jr' �� Aakda9 tsoWdt 1 1 t 1 r: lJ ---- I16}I ' J t RakdaN iSo-Gla ha>tUFA -� Rakm iso-9le pmressian) 65 t li tl 5. --'- 8.5.-7-5 8 J o aua ew cww 6.5 Abm WP+ pcdm (210 -VI -TR -55, Second Ed., June 1986) B-3 Figure B-5 10 -year, 24-hour rainfaU mcmzgm� U.S. DEPARTMENT OF AGRICULTURE to -Year 2+i-1four Rainfall (inches) NATURAL RESOURCES CONSERVATION SERVICE USSNOAA LS..Z"'{fOft at I WESTERN STATES Figure B-6 25 -year, 24-hour rairtfaU U.S. DEPARTMENT OF AGRICULTURE \/ 1,,0 3 1 3.5, 5 6"S -ftw h.11 md RaInfam bo'fift pepmssm) 7 au em waa +S At.. Eqwl Anm Pnq= 25 -Year 24. Hour Rainfall (inches) f USE Nom ATLAS 2 !NAPS OR3.5 WESTERN STATES 3-6 NATURAL RESOURCES CONSERVATION SE T4"ICE 2 RD8d4 00-Ww bag w* B c1 T—M Abers EqM Ama I'*. B4 (210 -VI -TR -5-5, Second Ed., June 1986) Figure B-7 50 -year, 24-hour rainfall wommompomm U.S. DEPARTMENT OF AGRICULTURE 50 -Year 24 -Hour Rainfall (inches) NATURAL RESOURCES ctuasenvn 1'UN 5t—ty 4 r / USE NOAA ATLAS .t.1AP5•FOR 4 4.5 �+ WESTERN STATES - I -" '`\ 7 / \ I a .110 3.5 13 1211 1 5 12 RalnW Ro-tvm g �1 r _____ RainUft.,Rm _.-- Rawau 1s 4me i+ticevtWsstan) to 12 10 AOers E9ualPaea Figure B-8 100 -year, 24-hour rainfall amassmISSME U.S. DEPARTMENT OF AGRICULTURE r USE NOAA ATLAS 2 MAPS FOR Y4ESTERN.STATES. 100 -Year 24 -Hour RainNI (inches) 4` NATURAL RESOURCES CONSERVATION SERVICE ,s I i .. 163 5 r„Sii i 1 J 4" 12 I 1213 114 I L*T etga wil 1 A 6trletc;dayession) 11 „ 14 11 � . t2 t9 a an xq aou l A WSEgwtAtaat'tOjectiat (210 -VI -TR -55, Second Ed, June 1986) B-5 7 AREA Figure 2.1.6-1 USGS Hydrologic Regions in Georgia (Source: USGS. 1994) Volume 2 (Technical Handbook) Georgia Sform-oter Management Manual 2.1-41 (3) Calculate 1,,/P for C,, = 72 (Table 2-1-5-1), 1, = .778 (Table 2.1.5-3) IJP = (.778 / 7.92) = .098 (Note: Use IJP = .10 to facilitate use of Figure 2.1.5-6. Straight line interpolation could also be used-) (4) Unit discharge %, (100 -year) from Figure 2.1.5-6 = 650 csm/in, qu (1 -year) = 580 csrri/in. (5) Calculate peak discharge with F. =1 using equation 2.1.13 Q100 = 650 (501640)(4.6)(1) = 234 cfs 2.1.5.9 Hydrograph Geniarv.-ion In addition to estimating the peak discharge, the SCS method can be used to estimate the entire hydrograph from a drainage area. The SCS has developed a Tabular Hydrograph procedure that can be used to generate the hydrograph for small drainage areas (less than 2,000 acres). The Tabular Hydrograph procedure uses unit discharge hydrographs that have been generated for a series of time of concentrations. In addition, SCS has developed hydrograph procedures ,to be used to generate composite flood hydrographs. For the development of a hydrograph from a homogeneous developed drainage area and drainage areas that are not homogeneous, where hydrographs need to be generated from sub -areas and then routed and combined at a point downstream, the engineer is referred to the procedures outlined by the SCS in the 1986 version of TR -55 available from the National Technical Information Service in Springfield, Virginia 22161. The catalog number for TR -55, "Urban Hydrology for Small Watersheds," is P1387-101580. The unit hydrograph equations used in the SCS method for generating hydrographs includes a constant to account for the general land slope in the drainage area. This constant, called a peaking factor, can be adjusted when using the method. A default value of 484 for the peaking factor represents rolling hills — a medium level of relief. SCS indicates that for mountainous terrain the peaking factor can go as high as 600, and as low as 300 for flat (coastal) areas. Referring to Figure 2.1.6-1, which shows the different hydrologic regions developed by the USGS for the state of Georgia, Region 3 represents the primary region of the state where modification of the peaking factor from 484 to 300 is most often warranted if the individual watershed possesses flat terrain. As a result of hydrologic/hydraulic studies completed in the development of this Manual, the following are recommendations related to the use of different peaking factors: The SCS method can be used without modification (peaking factor left at 484) in Regions 1. 2 and 4 generally when performing modeling analysis_ TheSCS method can be modified in that a peaking factor of 300 can be used for modeling generally in Region 3 when watersheds are flat and have significant storage in the overbanks, These watersheds would be characterized by: • Mild Slopes (less than 2% slope) • Significant surface storage throughout the watershed in the form of standing water during storm events or inefficient drainage systems The SCS method can be similarly adjusted for any watershed that has flow and storage characteristics similar to a typical Region 3 stream The development of a runoff hydrograph from a watershed is a laborious process not normally done by hand. For that reason only an overview of the process is given here to assist the designer in reviewing and understanding the input and output from a typical computer program. There are choices of computational interval, storm length (if, the 24-hour storm is not going to be used), and other "administrative" parameters that are peculiar to each computer program. Volume 2 (Technical Handbook) Georg7ic Stormwater monagernew, Manual 2.1-33