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Home My Public Portal AboutBAY ST_1111D.pdfLisa Schaaf From: Sent: To: Subject: Ok ill check that out. Lisa Schaaf Friday, March 4, 2022 11:52 AM Christopher Koncul RE: 1111 Bay Street - Curtis Howells Residence From: Christopher Koncul<chris.koncul@konculconstruction.com> Sent: Friday, March 4, 2022 11:12 AM To: Lisa Schaaf <Ischaaf@cityoftybee.org> Subject: Re: 1111 Bay Street - Curtis Howells Residence Hi Lisa, Please see the below response from the engineer. Randy Richter to Fred, me Fred, The hydrology report is located in the plan sheets I sent you. Randall Richter, PE, PLS 0 912-200-3041 f 912-200-3056 rrichter(@.cci-say.com Sincerely, Christopher F. Koncul, Owner CHRIS KoNCu L CONSTRUCTION 15 Lake Street, Suite 230 Savannah, GA 31411 0: 912-349-2158 C: 912-695-8925 Chris.Koncul(akonculconstruction.com www.KonculConstruction.com On Fri, Mar 4, 2022 at 10:59 AM Christopher Koncul<chris.koncul@konculconstruction.com> wrote: Let me check on it. Sincerely, Christopher F. Koncul, Owner CHRIS KONCUL CONSTRUCTION 15 Lake Street, Suite 230 Savannah, GA 31411 0: 912-349-2158 C: 912-695-8925 Chris.Koncul(a.koaculconstruction.com www.KonculConstruction.com On Fri, Mar 4, 2022 at 10:56 AM Lisa Schaaf <lschaaf@cityoftvbee.org> wrote: One more thing. The hydrology report that usually comes with the drainage plan. Did you get that? From: Christopher Koncul <chris.koncul@konculconstruction.com> Sent: Friday, March 4, 2022 10:22 AM To: Lisa Schaaf <Ischaaf@cityoftybee.org> Subject: 1111 Bay Street - Curtis Howells Residence Hi Lisa! Attached are the plans which include the drainage plans and the Rescheck. The drainage plans are pages 23- 29. Just let me know if you need anything else. Thank you, Lisa, and have a great weekend! 2 Chris Sincerely, Christopher F. Koncul, Owner CHRIS KoN c U L CONSTRUCTION 15 Lake Street, Suite 230 Savannah, GA 31411 0: 912-349-2158 C: 912-695-8925 Chris. Koncul(&konculconstruction.corn ►v►v►v.KonculConstruction.coru 3 Lisa Schaaf From: Sent: To: Subject: Attachments: Hi Lisa! Christopher Koncul<chris.koncul@konculconstruction.com> Friday, March 4, 2022 10:22 AM Lisa Schaaf 1111 Bay Street - Curtis Howells Residence Howells Rescheck (1).pdf; Howells 02-26-22 (2).pdf Attached are the plans which include the drainage plans and the Rescheck. The drainage plans are pages 23-29. Just let me know if you need anything else. Thank you, Lisa, and have a great weekend! Chris Sincerely, Christopher F. Konen!, Owner CHRIS KONCUL CONSTRUCTION 15 Lake Street, Suite 230 Savannah, GA 31411 0: 912-349-2158 C: 912-695-8925 Chris.. KoncuI(a,konculconstruction.com www.KonculConstruction.com 1 3 1' IIII 11 111 1 1 1111 -1-rrtrt 4tJ,Jr �1 X --H( x----1'14-1 1 1 III II II I I LEI 1 1 1 1 1 1 1 I 11 I I I I 11 1 d ,t1 ,1 11); )/////71//I7 „11811 I I I /1(F/////A 1\\I I I I /IIII //// '°° II 1111111 / 1111 I1 6'3;' \\\\\\ IIII �Rrw rn-wD`E „" o Illlp'��°1111 A III I)�B III1111111 \12i111IIIIIIII .� I IIIIIIII\ # HI II IIIIItIII llll 1111111 11I1 723. 72.3 4-5921-16-155 11 ia• rup v sBmr 102. 6' WIF E / \ / / , CvuxWD E< \ C NONOkrnifeHMMMI NE111.1110 102 .4' EDGE DRCol/CRETE SURVEYOR 'S NOTES srotr. VM ARE BASED GN 0Aw8GED. 0GIA.B MD 000rouo rATE 51.55E Ia1c E, p roo R eR S URVEY BY BREWER LAN D SURVEYING X f, rt os ugE . YAM:" LEGEND R°r ao@ O oxresE 10 5 4 011 . 410 0 — DRAINAGE ow E515,055 C oNTouR <S E..BnNc DRAINAGE now 5ArrERN +0 rRreDSED DRAI NAGE Row RAnuN CES 'I4EFE REN Bro raw \s R r C'16.80 LAD A rm,tO 1151015,. # r Bea ‘115 WM NV 54r G0.9515C SCALE I' - TREE L EGEND B3 s E'0B/0 073 0099 22¢)c3*9 ei 50 A rrA I wE.Y1uy NNg �' iW Im WrMr WA 141PIE .=:pa M. WE / 0' µ20m as[ASED 572 DATE 21491 1.2911 AS NorED I DRAINAGE I PLAN TREE LEGEND SURVEY BY BREWER LAND SU RVE YING ST AR ON n.11,15 5 RUE Fur 60 SUP E 1/2 1.270 ARO 0.nswf LEGRV PM END oa MINE *NAM MID REF ERENCIgVES =NM Cf. 6.1.1. NOT T ONI NE SE or RE TRW JE/1311:71 mi �tkEE._ m m IRE AITERTRIET 6 TIO WA ow PY ZED . TREB MY INT SON WERE T ER WS On MYm ma •�o• )MWES 015EMW >�r DR AM AGE DIRECTION ERROR/ a[TIRING MUNROE Row PATTERN +I oam osER DRAINAGE aow,.,,ERN f ulullem=� m Al1�R 0 0 I=- I DRAINAGE I PLAN r 2/7 t 9N NE Tsx IIIIIII1II _ t�1144�I 7 77.7 �IIIIx II�-I1-1 • x' —'"'Ti B ' Ti 1 a I III 11111111 1111111111 1111 to ,74 H/// ,114! 1 1 1 11• T=, T1- )///J/t///7 j, H f 1 / 11(/ //// 1\11' / I11111r// III111. / 111I1 lnw ,D � 1111 �., �� xA[�TAxE Puy aN y1)111 III11 II1I1111IIII` ad4 WI1111 17 Wi III II IIII'tT VII 11 111111111 1111 11 f 11+-- 11 II J.1,l.Ll. IRE PROTECT/ / ISAEP FO RA ; A .AN P J]. �— 1 Ran / 11.1. 111. 111 4 / WOVE. IL pN mw [ev1-11821-16-04 OBw STLE wwrmu Iw:arc MOrim MST 6 .41 1191 hw al-irquQir 3. COMA OF C SURVEYOR'S NOTE E aAHD ON NAro DATUM. ME CONTOUR BA CROIA STATE PL ANE BE LOW 1ozS' OM NAY LOME/ S URVEY BY BREWE R LAND SURVEYIN G _C ORN.H AT ,Z LEGEND o n.�i mN xw [atNo o C.E Nwu RNr [ who MOME NT BAR RIER (so FENCE) - — PR DRAINAGE DIRISP ON Ro w EXISTING C ONTOUR o- EwRNNB DR.INA� EEDw PATTERN ♦ PROPOSED MANAGE FLOW PATTERN REFER ENC ES 2 D B, azsl � ,BS�p ,LAO 14 s' moo • fIRDCK 'PR OM im Tms 0 jo GRAPHIC SG. IT F. IC, TREE L EGEN D SRL ^[ SR. OB XaT xWCE NESS[ IYIWNwI Ms 0 0 1i/v SIWa[a) ND I VY ps, ¢Tw DNB re[ it!,LAMS ARC wY RUY DW WO DM OW NOT snap Ilx UnfrsE6:LIM CORM Suss ./D • INDICATES DISEASED IVES G7 JOB mun e.. CATE CHE CK ED BR SCALE NAR AS NOTEI3 EROSION PLAN TREE L EGEND CO O NOT no un ./Otio N Loa oao vmE SU RVEY BY BREWER LAND SURVEYING EWAIJO US. roru srnw+ REFERENCES /WOW er ccrvAs v ir + RA rOS.-1x6,270 '10 tit as w. LEGEND d ta a yprla'r me0 00 vW. tr4EDO 1RE6 UV 9• 311 •,n• xuvur ts MS.. GEL e.0,MExi BARRIER (vir rt vct) PERMA NE NT MEMO a ...c oo ORANAGE at VE NN PROP ... MANAGE R°^Eax PRE DEVELOPED HY DROLOGY -NARRATIVE THE VACANT L01 IS TO 8E DEVELOPED WITH A BAN E FAMILY HOUSE 090 DRAW., N IS PROPOSED TO UTILIZE THE POST DEVELOPED PERVIOUS AREAS AS RUNOFF S10 50°5 011 ME ASSUM PTION 111.11 ME ENORE GRAMME AREA IS MPERVIOUS (ON 98). MIS WILL PRODUCE 111E SITE RUNOFF 00001E IN ACRE FEET THAT IS THEN CONVERTED 10 CUBIC FEEL. IT I CALC4UTE0 DURING ME 25 YR STORM EVENT MAT THE RUNOFF VOLUME 6 0581 ACRE FEET WHICH 15 COFIERIE0 10 25.508 CUBIC FEE1 OF RUNOFF. T 9 CALCULATED 0UR1NC THE 100 YR STOW EVENT THAI ME RUNOFF VOLUME IS 0.]26 ACRE FEET WHIM 19 2019(0IE° TO 51,625 CUBIC FEET OF RAVE. GROUNDWATER EIEVAI04 WAS OEI0641900 W USNC ME CE9 i0R 09-911 SEWAGE MANACE9EXT SYSTEMS 4µIR0 (SEE PORN. OF TABLE AT IMO ROH1). 7110 5051 001( 87ON 0412 10E°122 OF ME VOLUME OUS AREAS w 100 0(60001 BELOW VOLUME UNDERGROUND ME 1NFI1IM0ION WAS 001 TO BONN AT 5.910 RR (IVFRAIE WOE OF DM PROPOSED 9 10) AV0 END Al SHIRT ELEVATION OF SEA LEVEL (GEORGIA ON -910 SEWAGE SYSTEMS ION. PRDI9E TING KERSHW SOILS ('A' RAINO) ROU E GREATER 1Hµ ]2. 10 SHAT, SEE TAPE R1GH1). RUM ME POST DEV010PE0 SITE 115M1NG PERVIOUS PAVERS FOR ME 9905, THE PERAWS µ0A MA ME SITE 1S APPIMIL ]5,710 Y. 720 VOLUME OF 601011 STORAGE 01Nµ TH E PERV04 9 AIMAS OF ME POST DEVELOPED /5 GR ATER MW THE TIOC L CULAI(0 25 599 019 (20.170°6 05)WARO 1000. (31.605 0°) RUNOFF VMUMES THE CN ROO FS FOR ME POCPOSEO SITE ARE SET TO 98 FOR O PER2045 10 ACCOUNT FOR ME 1002 RAINFALL CREPT FOR USING A VOLUME E SUBSOILS ARO 901 ENING ER ON VALUE 1m1 6001D 41000ED 70 1118LTRATE 1Y TARE TO E19TO 0095DCHA110N INFILIPATIPS 1000101000999040098 0040990 PO R ME PERVIOUS 940 5 01 ME POST 901OPEO 910 ARE 6FAIFN TI144 THE PUNOFF KKWF [4CUUIEO fOR ME 5111. 5.115.et 57. 0W 1 156. 611. 451 uNa1 1111- W W<v1n.. 9.,.I x PAGES FROM ON -SITE SEWAGE MANAGE MENT SYSTEMS MANUAL HYDROLOGY - PRE VS. POST COMPARIS ON PRE-OEVELUPE5 POST OEV5(0PE0 15 YR 0 .56 CFS 0.00 CFS 100 YR 1.11 CFS 1.50 CFS Inc POST DEVELOPED C ONDITIONS SHOW A SOCK INCREASE OVER 046 PRE -DEVELOPED 0 0120 09X5. HOMER 9117 THE POST DEVELOPED KROP P AREAS PROVIDING A STORAGE µFA FOR THE RUNOFF, ME POST OEVE10P00 910RM08104 RUNOFF v at BE CONTAINED WITHIN THE SITE µD ALLOWED TO INTLTRATE 1919 THE SUBS NLS. II O ME 049109 OF ME ENGINEER THAT THE INCREASE 70 THE WORM WATER RUNOFF 5 90010BLE AND THAT N0 8091 DEVELOPED 9 0 RUNOFF V OL 69269001 ONTO ADMIXING PROPERRES. Su mmery far Subcat rnant 1S: PRE DE VELOPED Runo ff - 0.55.9 12311x9, Vol!m.= 0.03.5 8114,2 1. 10' v Pby5C5 TR-10 mov e, 111.080905 .923. 8401y6CN. R oc ISan• 040-04. 0 Ic y, 01,0.0510 Ty pe 111 24 4 11 25 9, 9elnm t.].90' Msb)) COT 099(0 9100 39,91] 0B `ISH ono cw 1X59 HBO 2RW7 109 RM LPerm Ms To Lan91h Mope 44029111 GapacIty 98.911101 _ L71). 116511 MIRI Mac) Lm) u. 8 100 0.0100 0. 10 Bhcst R ow,OM88 Do an 1.0 MO 0. 0100 1.6' Shawn Cpilcamra mf R ow. 0me0 Nu.1011.. 11. 6 200 T0111 80 6.1c hm0n1181 PRE DEVELOPED HYn9W WRA Rmio8f.0. 58 of. TY1a111l Y4Ar 700151,2.0 41-7.,90 R6l0 9R A00.S8,907 of Rlujoffb6p$95o 5if.Des 5f Fo1ot 9 00.27. 12• 5'IOQ]Te.00Ia9'1P ' 'Slojle .0.01U0"l 79 9011.6(1(1 e899• PRE -DEVELOPED TYPE 111 24HR -25yr = 7.92 INCH R AINFALL EVENT OUTPUT Sum mery f or 6uboalchmuR 18: PRE DEVELOPED Wo olf = 1.Z3 86: 11.26 hw V CIIm= 0.100 R, 051191 2,01' Tu .r1 UY 808,0.911 IAi=Chv aO h.e'2S, Wy1014o o3 ON, LT no Sow n. R .9DW24,111,, N=0.05109 965 a 2x.111 109YFR.9r.o-4 u• 0165CN 951009801 S0.&1] 30 >ZOO(Imo owe, Good, HBO , 99,07 OHM. . Prvi ow N es Tc Lo 4Hh Bloo m VANOAY Gap acRy 0990 300on 1112) 211041)MITI) I msnul 116 °) 10 .6 11. 0 0151 ule 9Cr .Sb, 0'950.91 82= 1.0 100 0.0190 Lel 4.80• Uso.y.1 LKy.10 .1 Flew .OM68 Unyawd Kv.10 .1 11,6 200 1104) 6ub0R51ha1.8116) PRE DEVELOPED 1b41wr R UR oR.f .2j ek Typo 11124419 1004, Ra)nf011+9.54" R udo1f AIR. R30 967 ap Rul olf Vb1W 9o.9,1E2 Of R Ull off Depu a).01' Flo * 5 8os4IIw200' 81051.--0.9190 70.11:13 nth 1(6'000 PRE -DEVELOPED TYPE III 24HR - 100yr = 9 .84 INCH RAINFALL EVENT OUTPUT ORA wNIDY CHECKED BE SCALE ASPIC-FES OA.NUMBER.1139] 1//.091^111 DRAINAGE CALCULATIONS I r 5/7 POST DEVELOPED HYDROLOGY -NARRATIVE BE W ONT L01 6 10 BE DEVELOPED 61111151010E R AN HOUSE M10 08 181 0. 0 6 PPIPOSEO 10 MUTE D6 POST OEV710PE1 PEROWS AREAS AS 0.011017 9 116E VO X DE 64.0011 INT THEM. RUNOFF ROME0 ACRE R THATE THEN ARFA 6 VENTED 10 C 11 FE ET. B 6 G(06016O 0702 THE 25 YR 510. (0 11HAT NHC 6x06 N 1210 6 0 581 POPE MT 510 0115 1OXN8100 10 25. 508 CNIC FEET 11 5 60A AEDCONN.6 IN ]62 100 5 647510611 3N P INTHAT 1141E MOT V3WC 6 03 26 30 8E MI NOURNA01FR NEVMp1 WAS CEIERu100 IN USING NE 4101101.4 ON -916 SEINE 11011610.1 NUNS MANUAL (SEE PORTON OF 1081E AT THE NM. ME Po51 M.O. 7711045 PAN' S WEN MODELED AS 106110101000851110006000010ARM NUNLN N 001 ME 315 OF THE V3UUE 3 THE 508505. BEM 6A0.0 NUMB 0 63 0000. 0E 00110060 WAS SET 10 NON M 5.65 FEEL (M ERLE GRADE OF THE 046050 8 9 10) ANO N0 M 9 81 ELD WO0 OF S3 LENL (46066 ON -90 SEW. 519616 60111 PRONE 1001 RERR. SOILS ('A' R.1(00) INF GREATER RUN 12' 10 MIT. 9E 1161E 80 0). b0. 11 0 P051 OP[ME OM. 2E2r0 202 NO FOR 102 SITE TS 35910 S THE Of R 4PAVERS 6STOP. . m1UN116 PF1MW5 012 06 OF ME POST DEVELOPED 914 ARE CBgW.0 0 10 BE 50,005 CF (15,770 SF 2 5' N 0321 OE 6,599 4 NW. 6 NEATER 100 ME CULCUNIEO 25 1R (25,108 OF) M0 I001R (31.625 01) RN. LIE a WLUES FOR 11E PROPOSED 10 1E ARE SET 10 96 FOR 0.1610. TO 1,0201. 611 FOR 0E IM RAN. VULUBE 0N T WOULD NR0 TO m 70.150TE N0 ME NEM.5 0.D 001 CNN CREW FOR ONNG A NWT GI VALUE 0111 WOULD AIAFA3' THE 0 10 C0N DERAIL N 0 011006X. 11(0 51 6IVYE066N0R VOWS CAL710 11 701 ate 910)0 LIE Po51 C 000500101E ME HYDROLOGY - PRE VS. PO ST COMPARISON PRE-0DELOPE0 6510EVEOPED M .arr6Npe.r3 swans Ls Mw 1.1 a r,•u 8.6 • PAGES FROM ON -SITE SEWA GE M ANA GEMENT SYSTEM S MANUAL 25 M 0.56 CPS 0.60 3S 10 3 YR 113 NS 1.5335 NE POST DEVELOPED GNOM ONS SOA A SUN 1 0 L7EPSE 3 (14 TN PRE -DEVELOPED COMM. N. AREA FORM RUNOM 1 PO5103VN OPEDSIORMMER RUNOFF WV. BE C NDEVELOPED PENNS PREPS P 1 N. 1111THE S(R MD G../l3 TO 081001E 011 THE 50RSNG. IT 6 ME NNON or 111 BOXES M AT 116 9 8651E 10 116 5501 WO O6E5 WO NRUNOFF NOFF MUG. MOD MAT N0 POST DEVELOPED 9E 0121OFF 00 0 00 0.1120MN. 8unurery for 8u be atchmeu118, PO ST DEVELOPED Rwn11 - 066180 1728100. V, 00 00 3 100 a1, n)10, 140' • Type559 502253 WYc1"91:9T_0w0;a925. Wulyh0 4CM.T1mo bow= 0.0018000)3 d1=0-06.6 N, 61 M__125 1c Wx'- 35110 30 75' 03.600001,000211900 3.637 96 Uncone0Uwtr0dl 115410 39007 46 12 Wal30a d 5001090. .0125 21010 35.170 002118101010090000 x037 RlP: 0.R 1.•N1Na a To con011. 90(10 00 1117 066614 0u1-Y 4*• 6 1G- 1 9. 81 11'10 65100'1 Ohl 10:6 IOa 0610) 016 earw 60 1000060' 5G 100 00100 561 6Oatlwc0000 4a6ad N ew. MASS Uroavad 10.10.1105 11.6 200 3.1 50mu10hm60013: POST DEVELO PED R6mwf'0.eQe ta Type NI24f0r 26yr Rabda0.7.92' Runoff araa 0S9,61116f :810.08 Vofumr 8.30laf'_ Ru 0Off De pth . 10" FIG)* LanotImI0 01 Slolm' 0.0100 'f T0 01039117)10' 111'MJua0ed C18=42 POST DEVELOPED TYPE III 24HR - 25yr = 7.92 INCH RAINFALL EVENT OUTPUT Summe ry for 6ubcetehmen t 16: POST DEVELOPED 11100 7 = 5: I30k0 12.1103. Volu me= 0.56151. OepO' 1 010 7,73148,5,14;241=Z,111.619-6,73 I10I21 251RR 01 e101.02H 0au9'0-323 WN91WHCN . Tmo 61102.01206 n n. .0.05 In Ne. 107 010 op10'16106 • 03310 BB . 15K Gra ascorer, 060HS0A 3217 08 0Al1 Omen edw0h. i6 GA 38,001 96 W a•-JW10 1010e 300)1)7 O% O..lon01 3,837 NINOU00010etl00 Na 626630 MN 41 001071 CaPx.10 a61.13600 .01 10 040) 00 11 05 14 0.166 We) 0O 9n 4111131 1 11.160 P2s 6 46 1D 100 0.01 561 Mag., aneWr tl.M Floss MASS 11. 8 200 TdUI Subeatl:hm0m 15: POST DEVELOPED 00,. 0046 Rmjnff'5 .13 Wfs Typ e III 2461 25yr 006n001F7.$ Runoff Ar.w91,607 a1 R unoff V ol umo*681101 R unoff Depth?/ .470' Flow Eau81h=280' 810p e!0.h100'10 To •11:0 min EYW=98 POST DEVELOPED - SITE IMPERVI OUS TYPE 111 24HR - 25yr = 7 .92 INCH RAINFALL EVENT OUTPUT Summery fo r 8ubearclu nenl 1S: POST DEVELOPED RNwll • 1.83.0 1242hw. Voum 0. 0.1614 Dep. 2.30' RUra6 b4 SC6TR. 20166.d. UN• Ilra01r32S,111 001'01 15.5C.0. 000-7.51.1 d' 0.06 Fn Ty pe III PAN 10031110a 1e0.4A4' N0,100 G(1 591 (1, 9"0 507 _. _...___. 35,110 9P .75% GNU NAT. G ood. NSGA 3001 03 ____4751910100070070000010 0261 90 AP 1000.10..0. 010616020 2 36,770 0031'5 9•0.w A so 8000 Sm. NOS 3.637 106.6%06 0.0166 ImTo IAN. 6,0 0) `! 00 05 3' 11051 1155.1 10 6 100 00100 0.18 W0•WP6.109 01860 62- 0. 6' 1.0 100 0.0100 1.61 Y rYa00 ,01umaud ElwO, GRASS O NO. *01300145 0 11.6 200 7001 8ube0lehmem 18: POST DEVELOPED wawa . rJ 1{Gnfifp1.64 afl Typo III24(r. 100261 Re jnl*li-9.g4• Runoff 0144.9,401 a4 Ru noff V8Wm4'0.18190 90no ff 9001402.]8 FIcayLan4Rw300' SIolre 10.0100 T 71 =1114 MII VI Adf06fatl CN42 POST DEVELOPED TYPE III 24HR - 100yr = 9.84 INCH RAINFALL EVENT OUTPUT Summary far Subemchalem 1S: POST DEVELOPED Rums 6360' 00 10.111.0 VaWna= 112001. De31 1' 0.59' Ru6RIV RCS 7R -26 054x+. 1 .119.....3,3 ,748/686-C16, Trine 6056•00157600., 1=' 06501 13101112 0.1 0 1021100'811.15' • 35,170 M 675%CW0a001•00.1000,11061 31137 00 IN...ro0%N*GA 3 0006 90 Vt...8•^10 8 .607 100.03961118/ 8.6468 .837 9.69%U TO LerAn 6801 VebOl' C"fot} ae9 aTL an O MnI 103 x) 011) 0 9.16 1 �'e" �10 flw.07566 1.6 O DIM .6 00100901011. 0.150 12.4.6' 1.0 100 00100 161 1 002,,,2_1_10.14.1Mlw Can0a0106 .600. 00169 rp1 17 .0 20) T ani Subeatalmlant 15: POST DEVELOPED 1� Runo0=6..54659 Ty1M VI 24pr 100yr Ralnf8FO A4• Ru1j6H 3001,49,807010 Ru4 ofl V 1116,0728 Of Ru noff D Wp*h a9.58' FI o f. Lar1881'200 Slop0=4.0100'6 Taal tE min CNA9S. POST DEVELOPED - SITE IMPERVIOUS TYPE III 24HR - 100yr = 9.84 INCH RAINFALL EVENT OUTPUT iri 1'81 pa N joW a- ft Oa M a to 5606 666 /1011 534 03E 3 21491 AS NOTED DRAINAGE CALCULATIONS 6/7 FASTENERS FOR SILT FENCES OVERLAP AT FABRIC ENO§ c, soc. Lo I aw 1,F1 —"P x.' ...v.71 SFFn1N6 RATFS FnR TEMPORARY & PERMANENT COVER 40HTx RASES PE R PEIBF mPwV„ In t ro.. MP VA . ..PAR'R, aS . , u Rm + rATalleDIT P6P1..64 Hi .PRIL � a �R,ogaw - m.. or, EP ; E:aa f94 ' 11 11 am TR illi Ecao .ss m s:i sR,. Ig =maw F8 t:. m. RT 4I .a�aa. &6gRL RRLET 3 T. inee P NSao. LIANA .a mc as a. SEPTEMBER WR.S re rgr SCRIBER .LEMUR' mm., - OCTaeER ni r 3 I ? a, SAW AS S s.mE .S SEP,SI.aER wE. aw s .,.E ns xmaw s.RE .: aarmw s.RE ..a :wTEmaw S.,.E .S svTE,.eER Ec it. -C UT OR ill. SLOPES -WNW SPU RR. -BORR PV AREAS -CHANNEL MN -SPOILS ARE AS CRUSHECSTONE CONSTRUCTION EXIT W r � J %%Iwo SHIRK REWIRED ROME PEAS. a`10 UM R. asu c mRRwLc aemrw EMIN D i:`ia—h w�Y.en DISTURED AREA STABILIZATION (With Perman ent Vegetation) ORS, 21.7 12.021 P AN kS NOTED CASE CNECXED BY SCALE DETAILS 80EET 7/7 ■u000 00 o■w 1■uu1 ■111u1up1uuq..•f. •`,'``•`!S 1L• +o■. SURVEYOR'S NOTE S 11 II II 1 I I'r -.2H III I I 1 1 1 1 I 1 1 1 1 1 1 t13.; 11111 II Ill rtrt+ tt7� lrx-0I I'-fi "° 1 1 111111111 il)/// ,),/, 7,17/e /I(// ////��` 1111 ////7 IIIIlIII 11"II 1Hixy IIIII�IIi_ 1111,,,, TREE LEGEN D an nmsnoxs Nor M l me ms oru LOP Pa ref ADIGDP IP61: ER�II � pOnE P�"RphppON 1W�6 uYil 1[yp�pgce/,N�"y sN1Ax[f AHp Pe91pRe uP M COl^ uinpN. ,,, 1111111 11111 MD Dm MP Pus Pp ItIRE M &P IES.W.xRASE ro pap as ors .e<e 111 1L 11111 Ie ORE Ix EA W e'e 74.3' le s1 MPG 1w- mNloreEir Wpw FE YINRaRAOR 4-:437 ■111 1111111111111■*11■ 1 !!1 1. 11 11i!■1!11!111■■!■1� \\`'is_ \ l 11 11111 `1■ `r---- u 111 PRA/ PP E 00 YYEx■ „NT P ro sr 1� EIRE."yaw w°Ra„ nw:� T /� .I te c / /+ EDI X OF CONC. SURV EY BY BREWER LAN D SURVEYING USLYm1u sl. rpy REFEREE.... W A,. RUL R7 '22 V" Pc ac,u a oswr - r/a1 .ew LEGEND OW ,..T Moe YY,W Wp F.ND , orta we Kopp PRROM aview MA NEGE PLOW PATTERN 4.. PRO.pesp DRAIN AGE ip. P.TPoRN /JOB NUMBER CRE DIED Be I DRAINAGE I PLAN DEW RAE RS NOTED 0 7 {1111111 I I! I I 1 d I Woo. rcxcE 7.1 pPEy,EP PE.1 imp /17, /'D)1 I .,47 .,I — / $s' cyz _ t Po wx LASE y ' 0 �Q!€GE Or ewa N AM �N sa 4-0021-16-001 WOE mYWT r uMHAM ER Pov e IP LIZ NV1d DOVNIv Ia 0310x51 11036 1966 -33105 1636 103310 30 1110 80 313310 111/301 cn m W N m mmr c D n XQ-i.?" cn (33 cnni 03 „, c) _ C7 0 coo O Z o1 r 0 xa> li.awola20.xx1n9350.aa ., x.313.6. ° g> .00100 0310 0061 .tlert 110.3 .0 30611633 xorAt i m r.-,,, , w3+0�1 fr e t 031 306 193 OM AVE 0 13 Te v on wenn Pe recto aro trs rot • ,,,-3103113131311'0411111 Irrt gelITAlea 61 60790.63 • avro m en W M.6n" NI 5 I5 1mw 1le 3 ; x�sL Hare 1113. al Le 1l -x 5661.21160 f__a1M3awo re n. mov e, e. L Z - max ± ®off" 2�r . • 6101 6039 61 • HlN�N��M of 0t 03 ATAb W ToOld • 333 x13 1 c' e` 1 / ✓1 / � 1 �, Il 'U 11 I)\I / \ n• / 931. OM ( ,�( •_(�:7 513 . _1 106 r s \ 501 • 32�L1 \ i '( .44 1 I 14 4, SI 4, 13/6151113 s Ma 33161. 31 anal 1113113111 0 606 el ��?.ourrs as a 33133110 MY 333. 311 A 0w Au 4p RiSUNII �4Y utl • -- - —_ - - P,. °unox reua°ONCE PANEL OMETED. REESST NS!0904. roPRE-c°vswOrnoN mvOi nws P 0111:01.1 RAN O 1 / ^I w 5z�io .e A-4— D RAINAGE DIRECTION - M Raw RV E AISTING DRAINAGE Row PATTERN ION PRO POSED DRAINAGE FLOP/ PAPE. I IN F Q .1013 xwaER, COE MAMMY CHECKED.: SCALE 21 491 12220,1 RPR PS NOTED DRAINAGE PLAN SHEET 3/7 ' Illllll\Ill I l I I I I —1-1-t11 11 11 ILll II l II 1, , I 1 I \\11 1 1 I• nI I f/ 1111 111111114 R 1111Itul I Ii1111L1 1 a,m�x�wa YPa41\\1\ 111)8 I 1 1111\\ \\\ IU�I 111111118 -11 SIT 1111 � t is is 111111 IIIIIIII 111111 0-i-\Illlllll }-y r}� F IL I l ■ TR EE LEGEND OF01100 MS WOO= WWI WM 0115 41/00 1/010 wuu xa R¢ -1 00 10100NY WIVE RY vxY°m mm pp�E ,,0/ 112.110 w0 sow YR RBE 053lava CYYA 02 i0. Ywic'A0 S Ymusm 86 60 )5.3' '1�III III IIIIII 4 t f at T 1111111111 I1))/ ) l // ipTTt// ' (// ///// IAA 0sARu TZI L L —A-1 OM Mr! 1110 72.3' MAIM. L 72 .3' 8Yma x YONmEYE11m 21023 0 2102021 02. 02 g1Ba =aim 10 25' 05 w:o • wi t.. — J 1024' ED GE . CONC RETE SURVEY BY BR EWER LAND S URVEYI NG wvuExi o:at iolu SW. O 0 090E :11,01'. 6,500" M L EG EN D 1P°N 1emril af 00.0 0 F13 .0 zm REF EREIVCES re, 10 001 30 0100 00 Se ./2 £ 1• - is 121.005.4j x nmcur BARRIER (.1 ft ® PPR RO PRo w ETISONO oRMIALE FLmw PAr reRx 1+ PROPOSED Y a am. PA „ERw II 017021 ,5 „. Y0F0 0-12 PP ■rr-r,rrrrrrrRyi 551 101001. ai 01.000 f MIFiffrrirHffrNrfrr1 NMali 2- 21 u 0000 OPTE 1 0110.0112 , 1010 01008, SCALE 11-001 11 00021 000 nsmaEa EROSION PLAN SHEET 4/7 1 14' NC ?E NCES r Ds 3, MISTS PO OS LT NOT SO DO. 000 PO fu 510 210 04E ti - "R.\` 1A 71 CT Da 4 / \1 13 P n1ffnsme B(h}S43luwm aa u' Y lu W � fouP` w� wRl uBWrol 20 20 ORANHIC SCALE 14 ICE Dom m wmE • 4}1 I/ wahrlil ua •* /74 I , *. .. 7.7 110.0/4744 1-C ot Y1..nani1M-WW M-M-MLfi IFmx.N1 B ARRIER (SILT FENCE) SEEDING DRAINAGE DIRECTION ARROW 0j) PROPOSED CONTD. o- EMS. MA NAGE SL OW PATERN 0111.. PR OP OSED DRwN AGE FLO W PATTERN Wii AN¢ aali ns- Lai 111. 10 140 01 11qa�� -- RAR1RmPMdG ..z1 18 I* . 1 RF-DOTS �E m rtWPVEO. uNOf�R Mi.L'? u RIr 12 4 ROPE x I2 PIPE • a .as S LOPE( PR[- s °In°eauv°c LTlamNJ luBeir r °'auii°' o<.1:P"°REl vin JOBNW¢EID DAT E ORAWNBY 0150011 14BY SUSI 01.21 WK EROSION PLAN 5/7 1 NYLOPLAST DRAIN BASIN WITH DOME GRATE 02152 00452 p5u¢ y y.) At'rr EL ID eE N W. 5. 0 INCHES ABOvE B01104 0.r 00 OPENING IN BOTTOM OE PAN IE1. ORIFICE PLATE ® END SECTION DETAIL 2499CGD SECEDE 02 Nysl DRAIN BASIN Ada ilge [e SHOP DRAWING +..J x5210 DAV SIlEEl K„n Satz Oa ks uE: /Ms .20020 gy mPHw y 220 02041 adChare u+ay.cbm 1 6NEMv. 15.100 I San Hx2h1 23..401 . SNa xa Arepl3 9520 . 1 20101 1Ek. Tg . S Wbgi 1 SI20E 2540041 I I Mb 01 I S mn4Oep1 E94 in, 6202. CMv, nor Jan Pope n. NASL 30,40 0051043. NOTES MO SR 400x52 4.000 20.341. 1 5.000 . 20401n. FART CODES Thleplod rl Is r ude m enter and ron.Ba1Mn0461a Nylop145441p 0.002 Av. 0lm60A 20515 8262)2212410 11110012011111 0 • ngbbnd I mams* efMy. i ed Dnln.g . Syeen1210 L J 5 .02 0. 2121 Englnxnd 0004 4. Drai nage P004ual. 00,111010. V0 0,o3 000� aek.Mlllmmbraeanne. xy g..m aa.. ..1=4imeaai459.0043 81145154 14400245.0.414.2 Th .44N5 2453...4se0yslra l2she&ba.av manun400431Nry5Yi1e mweoo1�Auwan0404F.p..ey.fams.1n5A wpeoeppovp. . 3 sum mnW.kivr TM «:000 02 u .lma al m(451423.a1P44 u 0Pm4 01:..a au .1w4 m. 11bna 3201020^ .020. 0480WO.iwl200 2052 54 030 .02 .02444 w10.keerow4Nc em D.nnab 100 0..3.00 14 pe 0 040 04 ( 195lo int0011410 1102•p 5234A55MWYR N...a Os men en 00555 el me* ti50 41140e0Yur.kwa .p e 8 .05.11.N.II ed menufa lithe 041ebodyaw10. P. 0055 el a e o•lo .1.2I m 011 4311 1244 un due t!s a to 33523 nn:nhagaMPPe aN4 wae euXextlrairpain1ks04Pamlomlo A DDY 01'1¢ ea sc'wa2454� 0..bae s as6emn�42. 204 balm 0O..M w3. 206 ulyPoa anwcr.4. . of. 05 10 1 .00 0.15'. 141, 44'eeWq1, Grew Ex �na me e44021ashe, be n eof 10.•••••10,...11e,bas in ea rpaaneaby N•loopa•ixono 1sspueapa..mnttnnpmmmenamsuunAP+u= .Mr•1.1.1. muwameea 00 00100 M0 11100.110/10 10 AST, AB% w ade MOOS Doles .4am m.00.02 pav4etl ainlea 01.2 12 01..04145 e =1.00 PVCeOeuXeee 043110 NM can a k1aN.a .um mmenlmm2 ie. %p 4 ku%i means. and 08x.10M 0 R. MCMp muM shut b wr0 N 01 .1.0 n4� 42ywiv00. euazbw 11.11 .s..M. .st r 0'242 sw .2 ee ry y412. 35. Fr54 sa ne . 520003 truk• rid 0mnd OmJeiaP Mu>1wales.ml. 11.. "1.0°1 '12 0 crop . For 10 40I.0nl5nrn,MeMa m m�042.05.100012-..912 8%a.,aMa214214124151 41%0A9irtD332100A.141wr / `34.213 1o4w k., o m+e nMNIE N a BE Ca1W0110 1.40 9% ,W. CnInaGir MbOW. ae 1,BE BRICK PAVER PAVE MENT SECTI ON NOT TO swl2 03 D AM EILECKEORY SOLE 21 491 ASNOTm DETAILS 6/7 FASTENERS FOR SILT FENCES g0ERue AT F AT. . ENOS nv¢.wm. wsrnr'e°„euvn°"EaFfum. morn rra lea 5 FI R TFMP0RARY & PFRMANFNT COVER SFFfINC . RA wuxMMO TEMPORARY RA PM AATI2 mKREH! RATS ERR ARE SEEDED AMU t ALOE 00000TO EBR UF RA' R EUEzn i8,11:. 5 Eu Ofe aD APOVR. g _ 00* orei u NI 9618: ff o a i ali: 9i r x r g a Ng �Nu.N SER,. ww. 2 g: S a �L . "LE <s E `s PE" -0" Ra '" >a e., & E L MILLET 30, ., 30,z. , PENSACOLA BAHIA R n. Ao M. . 0008 Er,—nr nrs aNCEA 00000000' r A - OCTOBER ' AT AS Vlba 3 S o waEp S wE u EA N FE �Ea o �waEa w s AS �wSE. wE AS Rcc[ ueER s.uE K ociUWR. wE.ns w[ioe[a seuE As ssarsuRER gnus SER uew • iL -N. MMEW y�6l vWn u -CUT . FAL STAPES Mk ALOE. ..0.1 ARP TN PIII0 REQUIRED I DIERF FEASIBLE TAT MITMLIMAIE 0 S UNK SEEDBED MP L. AND FEAT.. RATE 40 AAPISITEEPER .11 FAO IR B OTT OM Yu/ .TEOTATEIA DISTURED AREA STABILIZATION (With Permanent Veget ation) • cc ZED z��o + SL9 iet t - C W � JOB DRA WN. CHECKED. . SCALE'. DI AST N S; I RAa AS NOTED DETAILS 7/7 SAVANNAH -4-'non. ME AE /4 - •FLool to NE 4E 13 16,078.79 ¢ LO RECEIVED FOR RECORD 1989 Ott 18 All ID 39 DORIS S STEPHENS CLERK, S.C. C.C.GA. zst 79' 10 W ALNINO :091'6'4 . ASE NT,/ 3B ORIGINAL 29-7.80' 16, 071,2E LOT 3C s" . LOT 3A __\ ; LOT 2B ORAI NAGS LASE SENT A i I uo' 130' 120' EASTERN 40' LOT 3 9 23' 24'00"E —►-027,79' VICINITY MAP I10' 110' 20' UTILITY ANP 'ACCESS EASEMENT 0 L NE ILIOQ 41 DRAINAGE EASEMENT l 12,100 S' GENERAL NOTE 5 1.1.1-1e ORIGIN AL BAY WIN os SVBolv1910N 15 RECo2Deo 1N 4•14.1 3. 103.78. 2. LOTS To BE SBAv aD 9Y CITY N/ATlR. M 98WBR. 3. 1o' WALICIN(y EA58M 8N T ALoN6 @AST@EN PRope rY LINE IN ACCORPANL9 WITH P,TT.B. 4P. 13. 4, L OTS 35 se 3C TO ve PILLED TO $L.1.S'M•S.L IN A Ce0 JZDAN CE )(NTH AP➢1L' P EN GINEERING ESTERN 10' 627.x1.-N23.24'00"w LQT 2 PW GS. APPROVED BY CHATHAM COUNTY DEPARTMENT OF PUBLIC HEALTH DIVISION OF ENGINEERING a SANITATION .11., - AZe ,4 0/- 010 DIRE O R + 1989 APPROVED BY TYBEE ISLAND PLANNING COMMISSION CHAIR 1jFI APPROVED MAYOR BY 1989 MAYOR a COUNCIL TYBEE ISLAND 9/as/g7 1989 LOT I N/F SUSAN CUMMINGS WYLLY E. 00. FIELD LERROR/POINT - ADJ. METHOD L .0, C. PLAT I/INF 20"TRANSIT - 10 0' TAPE E. 0 .1.1. LEITZ-SETE 110' 3 )3, t oo 0 LOT 2 A -- 110' 0 8 TS' Me KENZIE STATE O CHATHAMF COUNTYA PG 8V 1 tJ G. D EAYWINDS `SUBDIVISION BEING A SUBDIVISION OF EASTERN PORTION OF 11 v Z J m STREET l LS Yo LOT 2 81 THE WESTERN PORTION OF LOT 3, ['WK. , BAY WARD , TYBEE ISLAND. FOR : DONALD H. SCALE: /": 40' BARR ETT LAND SURVEYING , INC. SAVANNAH GEORGIA DATE: SEPT, / /989 s 19Rl5 '' 1A 11/18/8iTt __'T Lisa Schaaf From: Lisa Schaaf Sent: Monday, March 7, 2022 11:34 AM To: P. E. Downer K. Davis (dkdjr071419@yahoo.com) Subject: 1111 D Bay St.- new home drainage Attachments: 1111 D Bay St-Howels-drainage 02-26-22.pdf Here is a new one. Lisa L. Schaaf Planning and Zoning 912-472-5033 City of Tybee Island 403 Butler Avenue -PO Box 2749 Tybee Island, GA 31328 lschaafCa�cityoftvbee ora JOB N WABBP; DAT DRA WNBY SCALE 21497 1200021 BAP ASNOTEB DRAINAGE PLAN I 1/7 IIIII�II III 111111111 II iX 1 kill 11 1 1, 1 1 1 ) I I I—tna-gzatz a��7��.� ■..�..if..r.arylr�fL.r-� _."-_.-. -� �.�: BxomR Rn I I 7 a§ raasai.a.r ilk. rii ay � la'WP .x VDG911Flir + IB,9x°:xE: Fr elijn;not ,s 20. 3' niioBAwrs I / \ \ 102.5' \ / / aaarr.waaaaa�'aaa.a.aa�...ir.aaaa..— / araaarWaaar0 a ]23' 0000 N. BONW�w; V 00 AMA MCC OF SURVEYOR' S NOTES. 102 010. 1 IRE BASED ON NAwne DANIA 51C [WWI pu 1.000 000? zanc ov az a surt P c OE0B/2.1EL0x1 �000200r . �zs' �xxz«12 .'e, n`0 000 re u1 . .,_ .0 rnm BASE P1 0oo uc vNnwl or io.o• BEL RV ARE An4x OP 5u rs.� E pp5 �arri.4liN0000 00 s o1 W SURVEY BY BREWE R LAND SURV EYING REFERENCES ). Poa RYW x Sa ANEN! USE. T OM, sw ay 5 Y55� ro F KI,o n4W R(. V34802I/JI. Bfo LEGEND PENr 4 00 00[1010bc MAC �}- AR5,DRE CTION Pow [xISTNO OPAJNACC FLO W PATTERN ♦. PR OPOSED OPAiNADB FLOW PATTERN CC M 1100 o 1ENc,E MOM MTV Nut jWxPPB [x tax a71; 00000• °` Ba s N01s i .r Nor 10 TREE CEGENO PR. stem WOW 0x00 BE NH CAM. 00F/C AW 4'P w WN x. nu A few A O,P MB WWI SON WO E MATE m10 x .s[ "N'W 0.'CArz S 4.1( 20(0 nu( =WS OF mE Ptv 1 p6i NSF UPS S URVEY BY BREWER LAND SURVEYING ITNIP AVII (WY TOM SE41.1 C OUP AS S R ULE 270 BELO as m(uvr - I n� LEGEND 0 DTP MI NUM. O av m mlE YNrao N rvss REFERENCES 01 1 RIMS S sElED On /O. D6EAm TR EE -CT-PRA. DIRECTIO N ARNOW OP UCONTOUR aC ONTOU R— EXISTING EnsIND ORURO. r, o. PATTERN /.E PROPOSED DRAINAGE PLOW PATTERN 599 AIBE R DATE CTIETTNED SCALE 11 491 IDD]I RAN AS NOTED DRAINAGE I PLAN IIII ,¢. II II II II I I I _ tL TII TIIIr b )III x-1-1 : — I ' III111 11 1 1 1III 1 I I ■., 1 1 1 1)/ // II11 ,- 1 „. „ e, ) /// /77////6 r; ,,141 1 .1 1((/////�f5. 1 111111(/ / IIII1i'l'frA, IIII IIII,,,, SNOB BHN1 LWE RA SE THE MME SON = IIII �IA VD L;W111K1 4 1 A III" Illllllll )VII 11111111 17 III 11 I' 1111 I S I. . b 1 77711 111111F1 Ill`II 11111111 IIIrm —HI 11 11. 1 1 8' P PROTECT. AC T RE" 4.121-010-01111 41). DI MIME H4 '119 0 UNT4 a, SEW Sell mrinThrr.rnrpiiim vir■ 6 41 RAI 102 5' ■rill• - J R 10 24 • EDGE Of [0.419E1R as SU RVEY OR'S NOTES ORM ARE B.BEn ON N.we, DAM/I. ME DDNIODN 7. COWAN rsD °REECSei. B RASE DE9 0. SIAM PL ANE RERSEDuLV2010. 1 PAODM; ED 1N°ONl000100810( YEAR EF r%�r i #••=fiN si rrrMr B D/ f I -`.J40I TREEMPNDIDLEGEND u x00E Of WE DO N4W41DPF IE DrATIOWNEE A�1N IFFE SURVEY BY BREWE R LAND S URVEYING 1WO IMES NNW DIM ANCLHAR ERRO R PER POINTED ar, whom RPLE PIPE CL OSUR E - '/00 29 E EEO CLOSURE - 1/ Naa ro LEG END O. wWw0W* o <HF NN o3IE µ3y 191 FOUND QSE9Ma B<RRI9 MILE F ENCE) -7 -4 DPAINA9 VRECTION ARROW PROPOSED cONTOLIR DR.1E1.DE PL9 ♦ PR DRDEED 008 0.9 EL. 4 67179 REF ERENCES IgiCt ttiarl056 NCOES 882085 Ee i0" WmC°2S COSEASEO MEP N�K 0 Q O 0 ca • - N < 04 W CO o co CO LU 3 Q E no z • H D� ,(0-6_ LL • W -J �i 0 W ¢ w o U a w 1- W • j Q W H JOB7DA65R DATE uwNev CHECKED DT's 2697 124921 RAS AS NOT. EROSION PLAN MEM 3/7 / L i NaY�s�u�r m rVFC 3 SUR VEY BY B REWER LAND SU RVEYING ADAISIED C011.53m' xr � 1,2,¢4974 IMO 66119 - 1/1 1,0 LEGEND 0 11. MOW /019 0.1 691E12 WU. Ea9Y REFERENCES U1212 NI, 19 021. • 10 112 0/0019 001019011 w W1µvz- ems.—.--+_�— 19.0 MOM 11129.1. S EM 20 I .r � ....m.. # fg»NfH`NM cy a 41.119 Se. 9 = T REE LEGEND WE OF 211.1.110 1101 9 .1r 11.2.2 00.11110 KG. LEM 10. WE rm 0 999190112 1.1211 2 LA, WO 991.1 CIL DM. 9 9.0 CM 11110.90E Pasx916maNll East AI DICAI FS DISEASED m¢ IS • SED11.1 009.2 I v.l 5049) o 1 .02.201 002.20 1NAE MDR. ta1W1 —CD--P P 909 221.01 PROPS o.,N<=4. . RO W P.,,1. 5251 .100/ 99 9. DAIL C11.1 10 B Y. SC AM ASNOTED 1911 1712/2011 EROSION PLAN 4/7 .:.. PRE DEVELOPED ..w HYDROLOGY -NARRATIV E 10E VACANT LOT IS 10 BE DEVELOPED mM A SHG1E FAMILY MOUSE AND DRMEWAY, IT 5 PROPOSED TO UTILIZE roe POST DEVELOPED PERVIOUS AREAS AS RUNOFF STORAGE WITH THE ASSUMPTION MAT THE ENTIRE DRAINAGE AREA IS IMPERVIOUS (CH 90). THIS RILL PRO DUCE ME SR RUNOFF VOLUME IN ACRE FEE, TRW 5 AMEN CONVERTED TO DISC FEET. IT 5 CALCULATED DURING THE 25 YR VON EVENT 1x41 THE RUNOFF VOLUTE IS 0,581 ACRE FEET WHICH IS COKRIED IO 25,.30 8 CUBIC FEET OF RUNOFF. T 5 CALCUTARD DURING ME 100 YR 919000 EVENT 1141 ME RUNOFF VOLUME IS 0.716 ACRE FEET WM01 IS CONVERTED 10 31.615 CUBIC FEET OF RUNOFF. GRIO NDRATER ELEVATION WAS DERR( NEU IN U*R0 ME GEORG4 ON -SITE SEWAGE MAmD CMMT MIFMS MANUAL (SEE PORNON OF TABLE AT ME NW). TH E POST DEVELOPED PFIM 005 AREAS WERE ROMEO AS INFILTRATION AREAS RIM UNDERGROUND DETENTION MTH THE 328 OF ME 09110E OF ME SUBSOIL BELOW GROUND VOLUME W 1OROfl10. ME INPLIRAIION WAS SET TO BEGIN AT 5.000 FEET (AVERAGE GRADE CP 1,10 PROPOSED SITE) AND END AT SHOT ELEVATION CF SEA LEVEL (GEORGIA NM -500 SEWAGE SSRUS NNALAL P00WGF TRO T MERSHAW SOUS ('A' RATNG) NAVE GREAIER MAN 72' TO SH OT, SEE TABLE RO M. ). WITH 111E POST DEVELOPED SITE N NENG PERVIOUS PAVERS FOR THE DRIVE, THE PERVIOUS AREA FOR ME SITE IS PDX, 35,720 SF. THE VMWE OF RUNOTE STORAGE WORN THE PET..1130 AREAS OF ME POST *100. 0PEO SITE ARE MOUNTED TO BE 50,599 CF (35, 710 Sr X 5' N 0. 32), ME 50,5*1 CF 0000 91E 5 CREATEX IHAV IRE CALCULATED 15 TR (25.308 CFI AND IOU m (31,615 CF) RUNOFF VOLUMES ME CH VALUES FOR ilff PROPO SED LIE ME SET M 96 FOR 1MPER0OUS lit * ;901001 POR ME 10101 RAINFALL VOLUME THAT WO. NEED ID 110 000 INTO THE SUBSOILS AND NOT GIVING CREOII FOR USNG A LOWfR CR VALUE 041 WOULD ALREADY TAME INTO CONSIDERATION INFILTRATION. E STORAGE VOLUME CALCULATED FOR ME PERVIOUS AREAS OF ME POST DEVELOPED SIE ARE BEATER THAN THE RUNOFF VOLUME CAICUEAR D FOR ME SITE. uu .l. u,o PAGES FROM ON -SITE SEWAGE MANAGEMENT SYSTEMS MANUAL HYDROLOGY - PRE VS . POST COMPARISON PRE -DEVELOPED POST DEVELOPED 25 YR 0.58 CFS 0.80 CFS 130 WR 113 CFS 1.58 CFS THE POST DEVELOPED commis SH OP A RIGHT INCREASE OVER THE ARC-Of0ELOPED C0N0100N5. HOWEVER RIM THE POST DEVELOPED PERVI OUS AREAS PROVNG A STORAGE AREA FOR THE RUNOFF, THE POST DEVO N4D STONY//ATER RUNOFF WILL BE CONTAINED RIME ME STE A ND ALLOWED TO INMIIRA TE INTO THE SUBSOILS. 1115 ME 0011100 Or THE ENGINEER ,NAT ME INCREASE 10 THE STORM WATER RUNOFF 5 REDUCIBLE AND THAT NO POST DEVELOPED STE RUNOFF RILL ENCR OAC H ONTO ADJOINING PROPERTIES. Summary for Sulwtlohmant 181 PRE DEVELOPED R1•.0 v OM d., fD 128110x, YuIom• 0085n1, 0*760* 1,11' 10106y6G6 TR40 mali*C, OH•Ge0P.d03, M 9ra ,N. ON, TOn) 5pe0.0.U1,00. 000,o, 0.00010! Type 0124.10 3501 Relnh1.1.1]' NaBROT CN De10*0)RN 107 30 ]6'A Mea m.50,Ra6, HBO 99.60 7 160.00% ple a Aron Tc Le1Nh 9hpe Va lo Clh Capacity NW/00W 11)170 (NRO 1511) 1100001 (01r) 100 100 0,0,00 0.10 Sho al Flow , GROW 010.0 S RO 1.0,1150 PZs4.00' 1.0 100 0.0100 1.01 Shallow ConCa n.ed Flo w,0R1199 1 Lx 11.6 .. 4w } eR TOO To tal Subonchme n110, PRE DEVELOPED _ 1000°° ___ _ Rm7R.l ,64 o f. Typo III x4 -fu 26y1 R010441w 74" ' RMgof0 A NWV,0,407 of 'Rh11b0Pi0)05 M0.DSs WP,' RUT)R Oa pP1>1.12^ iln fv La11pt11w200'' Rmpa.Dula0:r To e11.e Mln CNb 99. PRE -DEVELOPED TYPE 111 24HR - 25yr = 7 .92 INCH RAINFALL E VENT OUTPUT Summary forSubeatah m.nt 16: PRE DEVELOPED non00 v 1,0)ch0 11RA001, Volu me* 0.100 et, D ept . 0.01' iyp61YYRf,81R .PO 1.71 . Un .. .ANa Ua9,wognlwAN, 1U1wa11no. 1 0 .04. wN11n, 0a 11)1Wam 1134h 1000 PahrtaN•>5.04• 01110 (11 CN 4..00 19007 90 >75144. cue.. 4. 4'A 80,007 1WOD ti Re.. Mau Tn 100010 Slew Vem0Ny Cbpnc0N 0 ppc11p0p n Imi n) Ib 0, 1NNf Wave) Ws) tU .W 130 DUIm 0.10 MM r ow, 0 07 .. Come: Shan 0.160 12.4180' 10 MI 00100 1.01 Shallow OWnmllbebe Raw, 0060 UnDwAt kp 10,1 Me 11.0 300 TaNI 8ub0Rehm.n118: PRE DEVELOPED N oma. 1 R ugon.l;2a Gia ' TyP?Ill 24-nr 100Vr alnfall.9.p4� Runoff APP20,40T, ay R un off Vdlmlq.4d42 of R alaff Depfhn2,61" Fl ow I,anplfi .2OP sk.o#0,0100 i.. la 11:6 MID CN090 o .. •• • rw 1110 0•• 0 1 01 . u n w n H PRE -DEVELOPED TYPE III 24HR - 100yr = 9.84 INCH RAINFALL EVENT OUTPUT req go .N MWER DATE . DRAWNSY GHEDRED Br scALE 21 -001 RAR As NO. DRAINAGE CALCULATIONS SHEET 5/7 ("Is) POST DEVELOPED Uni .. ..8 '" euw°"s°ii.�m �l•'+`:r..e..405). rra11 HYDROLOGY -NARRATIVE 16 E SCAM LOT 6 10 BE DEVELOPED 11TH A SOLE FM AY HOUSE AND 0NR We2, a 6 PROPOSED 10 U1UOE 119: POST DEVELOPED PERN0U5 AREAS AS TWIT STORAGE VAN THE 8550/1701 TINT 141 E 141111E 005X80 AREA 6 MIRIA 202 (0 90). XY511El FROGAE DE SITE NNW 1/61. 011E AME TEE TED COMIC IRE 2518 STORY DENT THAI MSC RUNOfI VOUME 5 0.581DM CONVERTED TO 79 001 FEET BIC FEEL ns5018OMC08 ER1ED 10 25,308 DISC FEET 08Vf R1E. 6 CALCULATED OURWC IK 100 m STORM EVENT 11111 111E RUNOFF VOLUME 6 0.725 TO E FEET MCA 6 COIM11ED TO 31,625 CUBIC FEET OF RUNOFF. GROUDWAIFR ELEVATION WAS COMM IN USING 141E GEORGIA ON -SIZE MODE ILV IAG ERT 01510 45 18X20 0 (51E PORTION OF 19 11E AT ME MT). TIE 11 1 OEVfl0PED PERVIOUS AREAS WERE 90011ED AS INFILTRATION /8 E4 Wm 1100000080 UEIMIm1 WITH DE 3110 ME VOLUME 0 ME 9RS0 L BELOW Gmm0 20114E IN N5 R12O. THE Wfa1RF.110N WAS SET 10 M GR Al 5.000 FEET (AVERAGE GRIOF Of ME PROPOSED SO AND 010 AT 90 5 EIEVADON 0 STA LEVEL (GEORGU ON -SITE SEWAO 5250115 41 841 080 1102 91E MAT AEU. RAMS (' A' ROW) NAVE GRE ATER MW 12' 10 510 1, SIM 081E ( ROBRAIN IM POST DEVELOPED SITE NU M PERVIOUS PAVERS FOR ME ORNF, TIE PERM'S FA AA DE WE IS APPO G 31LW0 )70 5F. IDE VOE RUNOFF STORAGE 0 11141 DE PERA0 S NEM 0 RTE POST 01 10 CED IRE CALUULIED TO 8E 50,599 CF (35,770 4 2 5' K 033). TIE 50599 CF MIME 6 GREATER MAN Mf CNCUUIED 25 111 (25308 0) NO 100 YR (31.525 CF) BUNCO VOLUMES. Of CN HUES FO R IDE PROPOSED ME 509E SET 10 98 TOR IMPERVIOUS TO ACEDL01 FUR ME TOTAL IMNF AL VOLUME DU I WOULD NEED 30 I f11RATE Wm DE SUBSm5Il. NOT UND (%0 1 OED 0960 A WA R CN VALUE 11111 WOULD WNOY TAKE WIO CON9fER VD04 41110107920. Of SIORM E VLD KE CALCULATED FOR IRE MOODS AREAS 0i DE POST 0VEL0ED 9E ME DREAMT 11201 RUE RUNOFF 00.005 CALCULATED FOR 111E 911 HYDROLOGY - PRE VS. POST COMPARISON 25 YR 103 ME POST OMLOPE° 0030nIX5 91018 A WOO INCREASE OVER TIE PRE-M'R OPEO 10 18010 15. IDNflER M DT 111E PST DEVELOPED PEIM0U5 AREAS PRWGNG A STORAGE AREA MO IME RUNOFr, 211E POST OP1f10ED SIORMPATER RUNOFF WILL 0 CONTAINED 0941 Lif 50 AM ,VLOWED TO 8/0.11/ATE 790 NE 5U650.1.S. 116 ME 011 X40 1 01110 6,6 6011 IHN It OMEASE 10 111E S10RM WATER ROOT 6 NEGLIGIBLE AND M AI NO POST OEVEICPE0 911 R1N0 T 41 1 ENCROIO1 0110 8900X0 0 PROPERTIES. PRE -DEVELOPED POST DEVELOPED 0.56 Cis 1.23 CFS 080 CTS 1. 58 CFS ern,* li•stra /1.1130 44 TAO 87 00428Iw 8uboe tehm0n118: P08T DEVELO PED 111,7271 = 01 0.1.0 122512, Va5nm2 . 0 10171 199412 110' y6tr SCST 9Syr .2410Uw2, U11= 029 321.91719 w3 CN, TIP 6.10,62 06040 92 In 7k 0.6.11 Tape 4i 3 Rf9tle1•).92' 0 79 M e.n Ana Son G. i Ta 35. 221 08 75'4 Gnus mm5,G1o0. H9GA 3937 9S rbd to *, H BO. 212 yW 30,507 45 42 N.80.e. ...., Ul Adjur ed 35,110 SO31f1 P08*400l AO. 3.414 412 Ngnwu Ana -, 0 24 807-7 2.0. 0 To19 0076202 1�L .L9 001 l 0.70904 20 9 MO O.OIOD 016 ShodO ss:Wn0D6 0, 160 P2.450' 1.0 100 00100 1.81 She kw C ewe1N1WM Pew, GRASS Waved Kn 16.1 fps 11.8 200 To tal e g .n'Rope 86501101u08M 181 POS T DEVELOPED rw.•alN IT3 RueeM.0.00as TYp. NI 244w 2822R Wnle11= 7.92' RDWOff Ar.aw39,807 of Rrino lTVolun w.0.108 a1 05p hO1.481 Flo 94 Len8t11=200' Slof1w9.0108U' 225=11.6 m1A' ' U1' MNs8ed CN.42 PA GES FROM ON -SITE SEWAG E M ANAGEMENT SYSTEM S M ANUAL POST DEVELOPED TYPE III 24HR - 25yr = 7. 92 INCH RAINFALL EVENT OUTPUT Summary fey Subeatchment 10: POST DEVELOPED yy1 = b15d6E1 12.111)14. 27127 9= 1 581 of, Depth, ter Yw 411v 250; NNa1:7. g2rGe6. 6wei 3 35/0911.0-CAI, 27029906 .0.00 724.0.6 11n 01.0.05/2601.0.05/26es(er 014 DeeulPwa 4133.501 • 96 INm12421•122019/150 A scA ]9901 96 15 .Iy0e2Asera8e 39601 161409 ,2 emous Ares 3.531 *ow 118 0mn:lsd Te 120000 90 11. VN.SYY CMsc4 0/..-ip*sn 0661 (984) 0410 IN881) Ws) 10 6 101 ATOM 0 .. Grnwl.66. OrRP66611 PO -A RT 10 101 0010+ 161 MN a.sw Cp ncd0nNd mums, Ghee kb 022 67 11. 0 200 1242 1 0 Subw5eMW8M 1S: POST DEVELOPED 9, aµ.9 RunoR •5.11 ofe Type 1112441, 25yr Roln1ON7:92 "' Runoff Aru.08,007 of, R88.11 V01um;'.610 Of R on offD .pth 7 .9 2' - Flow L8n01h500'. .... .. . ... .. .81Opeal .01067 mi n 10 2098 ON P98 P OST DEVELOPED - SITE IMPER VIOUS TYPE III 24HR - 25yr = 7.92 INCH RAINFALL EVENT OUTPUT Su n9nary for forboso ohownt 18: POST DEVELOPED 000 27 • 1.56 de 122211'.. Volum e. 0.101 at D570' 2,05' 0661626' CS 00.0$ 1.6w1 911•G e 7910 23,11. 1001 Oro s Pow 0404100115.185000115 5075111024 1 10012 R4n111. 9.68 Area 1011 CN AI 0a30W11S - 25.110 39 757 a rms corm. 0sed. HSGA 0,2023 10 Mraw e018ro de IRSGA 39,610 45 42 YfarY0AV050Um 114.1c0 26. /79 14191aPe n22206299 2, 037 9.04 up1108N aar 6031 10000 Oman MO POOH Ilm11 To 111 Proof Plow Ail 4079 15. 11 1011 014100 0.10 Spe w owe, fum es Game lc i H' .1410 M2 4.911 1,0 100 0.0100 1. 61 9b0wOfe we rtlud Flan, 812859 lkofooO Kw 16.1411 11,6 200 TWAT 8uba.1eh1M0118: PO ST DEVELOPED 0erll- Ruoje*M'. 68 eta Type 11124 -Pr 100yr 1101151410=9. 04• Ru go ffAle8KW,407 of Ru1(0ff VbWm9•0,18t pf Run,011Dapoo'2.3r Plo w L8 1fg112270' Slo pa?0.0100 7 7711180504 111 Ad(bcvll CR=d2 POST DEVELOPED TYPE III 24HR - 100yr = 9.84 INCH RAINFALL EVENT OUTPUT Summa ry f or S ubeatehnum 18: POST DEVELOPED Rom1 121 7041 121/190 Vol14p e= 012).1, WOO 4,s8' Ror m010C0TR .216 68 'M,DIT.G W503.w dlda0 CN, 71.6 OP." 01WOA .001 Type In 2441 10g2MR R'.9 20 S UN WI CN C acao. ,dr. 0159 • 16,'00 955 701 Cam.8me Goa0.H8GA 98 O 1186A __UV .8 wwp 19,001 100.011,111. ...a Arm 5.837 9550) Lnmm17Ued T7 0NpN R OO Velocity Cosy! 1: 250212.0 1 01111 09411 . 8) Wart) T ali 10.0 100 0.0110 0.16 ar0.8000, GRASS *11581 990 1. 0.1.50 112.1.50 ' 1.0 105 00100 101 M allow orme or e0 flew 0998 Uninvel 106 0,1 161 11.6 203 711111 € 1 1 SubuleMRn118: POST DEVELOPEO Bfi., . Rug 01f l.1N GI s TYPO 11129-91, '100y,$.(5PoF0.00' ' Rugolf Am*I .NH,007201 Runoff Vol1811=0.728 pf Runoff D eplh>9.80 ' PI o* Lengt8.260' 8loper!0 .01007 Tr Y11:6808 CNN! . t.. POST DEVEL OPED - SITE IMPE RVIOUS TYPE III 24HR- 100yr = 9.84 INCH RAINFALL EVENT OUTPUT 0 u- 0 o 0] TA 1-7 � m ow o 7E}�LL1-H F �U 1-=:"' c-< Par J 7> w F S LL W 0>� a W � j Q F m a 106100022. SCALE 1.2031 AS DRAINAGE CALCULATIONS SHEE T 6/7 FASTENERS FOR SILT FENCES O AFS, AT FABRIC ENOS eff PI u�M.aiw i"1,.T I SFFOINO RATES FOR TEMPORARY k PERMANENT COVER PAIS PER .CPS RATES PER ACRE EERRUARS ir kSS "A Z 11:. 3. .M. Rya. LESPE°at ,. t _ M.RCx RR.Rs APRIL iro NET 1BAIo. RD R. ',ra egig" Na s M.. &SRI .T illa ilk P 1?4, "BP:S. Ni r a r,,,, Sysw, i xN LE° N ,° I... 346. ,M„ iaB "" KLE, r o iH PENS.ERL. R.x" N .. ,R a.. .PLIST N4SRL MILLET Sop.. oaa PExs.00E.Ra w. E°.. ,°R.. RE.TEMRLR kuwa a ,2. ri. :E CE. us.urzx.' 75 6. DC SOBER E0 ' a s. RE .s sEPTENRE° S.ME .s uP,aRRER so .ass SAME . [CMOS OCTOBER SANE AS SEPTEMBER SANE AS SEPTEMBER REc�NRE.R ,.,,E .S T><�aER SAME .S °C,oaEx SA M MRER S.ME .S SEP,EMRER SnallE M..,.T NMM. RESWRaS SRAM .r..s Se So —t- r •—WWr •Wyl�� II:. Frs4 SL OPES Tx S OWS. -OMAN ARDS WEB SEMI LC IMMO SL sf MOM DISTURED AREA STABILIZATION (With Permanent Vegetation) sossmssos DATE SCALE .ER Rr, -0Ei 1.20.21 RAR DETAILS 7/7 Lisa Schaaf From: Sent: To: Cc: Subject: Downer Davis <dkdjr071419@yahoo.com> Tuesday, March 15, 2022 5:11 PM Randy Richter George Shaw; Lisa Schaaf Re: 1111 D Bay St.- new home drainage I just saw this one and after reviewing I left you a message. I believe the last number in your PIN needs to be a 6 rather than an 8. It's next to the one ending in 7 to the east and the property owners listed match. On future submittals, the drainage report and calcs are to be removed from the plans and provided in letter sized report form. (I've done as you have on my prior projects. However, we cannot comply with state auditing requirements with the report on the plans. And, design calcs aren't part of construction docs.) On first look, it appears you're report is intended to show onsite retention is provided. Before I look into this further, SAGIS indicates your east side, where you're retaining, is part of a common low area and that it receives runoff from other lots. 1 SI I started this comment with the intent to advise you'd need to consider the entire basin. And now I realize that if doing so, you'll need to have some agreement on common runoff storage with the adjacent lot(s) to the east. I'd like a quick conversation with you today or in the morning. I truly hope you can point out what I'm missing. My intent is to have some type of review back in by Thursday. Downer 2 Lisa Schaaf From: Downer Davis <dkdjr071419@yahoo.com> Sent: Monday, March 21, 2022 11:27 AM To: Randy Richter Cc: George Shaw; Lisa Schaaf; Peter Gulbronson Subject: Re: 1111 D Bay St.- new home drainage Randy, Drainage improvements for this lot appear to present as high of a design challenge than I recall. The following 3 comments are modiifed from my prior email: 1) I believe the last number in your PIN needs to be a 7 rather than an 8. 2) On resubmittals for this project and on future projects, the drainage report and calcs are to be removed from the plans and provided in letter sized report form. (I've done as you have on my prior projects. However, we cannot comply with state auditing requirements with the report on the And, design calcs aren't part of construction docs.) p plans. 3) It appears from your report, the intent is for onsite retention to be provided. SAGIS indicates your east side, where you're retaining, is part of a common low area and that it receives runoff from other lots. 1 67 (6-C-1) Your design is to consider the entire basin. If I ' m correct that the low area of the retention is in a common low area, with no restrictions along the property line (which present additional challenge), some agreement on common runoff storage with the adjacent lot(s) to the east will be required. The above comments are slightly rewording of my 3 comments from the email to you on Tuesday, March 15, 2022, 05:10:42 PM EDT. I'm going to go by the site today and, hopefully, walk it. Randy, I'll gladly meet with you, virtually or at the site, if you feel this would be beneficial. George, I'II advise it neighbors and adjacent development require you to accompany me for an additional visit. 2 My additional comments are: 4) Where retention is used, with ground perc as the only outfall relief, I'll be considering only the 100 - year storm. The post -development hydrograph considers a lower runoff coefficient than 98/impervious. If full use of the voids is to ;be used for storage, no porosity can be considered in the runoff coefficient; the voids cannot be considered twice (both in the normal reduction of the runoff coefficient from 98 and by using the accepted 0.32 void ratio for storage. I see two different post development hydrographs for the 100 -year storm and I need clarification on the need for both. The bottom line is this: It's really difficult to see how the impervious structure can be placed on this lot and not increase runoff onto the property of others without structural measures in place to hold the runoff onsite until it drains into the soils. If this design, as I understand it was acceptable, there'd be no increased runoff onto the property of others from neighboring development on Tybee. 5) I could not find the calcs showing the storage of runoff above the seasonal high water table. 6) Please provide to the City the right to close the walking easement with sediment fabric and a construction exit. Otherwise, please move these activities outside of the walking easment. Additionally, please address grading in this walking easement and storage of stormwater at and above the surface of this walking easement. 7) Please clarify utilities withing the utility easement where grading, specficaly cutting, is to occur in the utility easement. Randy, please do not hesitate to call with any questions regarding this matter. Downer On Tuesday, March 15, 2022, 05:10:42 PM EDT, Downer Davis <dkdjr071419@yahoo.com> wrote: I just saw this one and after reviewing I left you a message. I believe the last number in your PIN needs to be a 6 rather than an 8. It's next to the one ending in 7 to the east and the property owners listed match. On future submittals, the drainage report and calcs are to be removed from the plans and provided in letter sized report form. (I've done as you have on my prior projects. However, we cannot comply with state auditing requirements with the report on the plans. And, design calcs aren't part of construction docs.) On first look, it appears you're report is intended to show onsite retention is provided. Before I look into this further, SAGIS indicates your east side, where you're retaining, is part of a common low area and that it receives runoff from other lots. 3 X9.2' IIII I II II III IIIIIII —1111 TIIIXIII� ,x � I �1 I I I I ) I ! l l ICI VI 111131'"; a ) 1 TTTT/ „i4I I 1lR3 / //// *8 z� �III //IIIIIIf/��!B IIII\! a l l yl 'III1,1 1J4B III11111111 I PO I IIIIIIII !l�IIIII _r10 I I I I I I I "' III II 11111111 Illl uHI —I-1 1 1 1 1 1 1 II I I =ARE PRO fiJ.L.1.U.rr.�. :......L. II 19.2 1.3.°21°...0461 72,3' 3002 203,2 IRNNYAS t P 8-020 w DAiun: Z1. 11:iR m 051/ IRA9H ARCH (a R R 7 a2 5' ■rrlHf.iN•l111rH4iM--- r�-��r�. ,0 i / •00 LOT I -B 0-018 .0.n.x, W Nmw ur Rk�iblss v 30,12002 IRusl T t fa SURVEYOR'S NOTES 2,0 11 RE NSE D OS EDGE CF CONE E 0 75, ARE BASED 2N NAWRR DATI AC THE 4(X17 205 . ... .._. .. _ OH GEORGIA STATE PLANE E ND. oo�� GOP TV . ARE ws rRNAP mERn. H1 LeIDSAY SURVEY BY BREWER LAN D S URVEYING ANGULAR ERROL MD PLAr 0osufie 070 I/0. ,0 u 2LMA LEGEN D 1.1100 MAO DWF aAYuaRl 7020 PR OW O POSED CONT Ouli PRCPDssp DR.47A :0177T1 REFERENC ES i. 210221' uv z sw 11,77,5.:? Pow 0 1p weRx: SCALE 7REE LEG END 2E »BRS LOP' 0 iwrn R iR reuNVCNYmr as )0 rrA L OD lag 1010 01.1* SNDBN :LIE 132032 * 2n3 CRE O Rae N' 1x 2(0007 DIS EA SED 721(2 S!S I DRA .V I DRAINAGE I PLAN uB1 YtB21 RAN AS N OTTO SHEET: 1/5 cwxm SGLE TR EE LEGEND SUR VEY BY BREWER LAND SURVE YING 0xox 021.1.11.Usn m MB C LOSURE LEGEND D OW SON1103 MAO a. Wv xtl Pn[YaYMwtl RE FERENCES WINE ss n"Lrc me m iWnx�r uE iwmxrcn¢ lqa va me wemxms LIEW L LO MO W xV s qx WS MX SNUB OP WORE I SE GM FOG. GYM KW •/U • umu rzs mush MME A --N- DRAI NAGE OREM. MO W --(D- PRO POSED CONTOUR FASIWG C OMMA a MAIM FL OW PROPOSED OP AI NALE FLOW GALION 170.1.4.1100 0 o O ▪ - Z Z m mss co N y a U D w K W O 3 c3NCOL uo }O x m w u O = U• wgr` OJ ww LL > K U OcU) W ▪ > a m W F- .exm u[a DAM YP NN9v . 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PRNPOBEN ,RAIN.NE FLOW PATTERN REFERENC ES 8124./in 0 10 WOO EE 4cE ,_ WH No i 20 OR IINV PO O& WN c BGLL ' f T REE LEG END m[ W SWOT 6 006110,148647 IRE BRE of rR Ow WIE/CVI%' NVE LOAM of 161E AI��14 , MU MC Pw W Wxn ° i ° W=MI =A wa N• mcor3' p0 ASEo TRE E JOBILO WOER DATE ORAWNEIL, .180860 BY RAR 21-666 122 2021 AS N OTED i EROSION PLAN I siTEET 3/5 L4 ' J 1/ owGIP ,i0wr10aMMk 0.r0.010 •N REEs� NF Ra 0 - a0 00 NM Ms mr MAMA m1:17PC 1 10 30 30 T REE LEGEN D SRE OF MA NOT PAINE PE RE (FT 11 Ew agrAIRIA DIE URA.a,� DI 0 `Ix a a SURVEY BY BR EWE R LAND SURVEYING 1111.1.111901•4 ARMS . 1000 OR WAs FaD [I OW.- Vii e'o>a LEG END O AF RCO Aa r mMa lR enMAau waa REFERENCES 0 TREE EVE Off 4Eiu IMF 926 POU RS menu RUE >n- warty. DIS EASE D TRE E RFS PRAM SEDI MENT eARR¢R t4ET FENCE) 0 PERMANENT M g. DRAINAGE DIRECTI ON A ARO N al PRO PO SED CONTOUR ExiSTUFG DRAIN AGE MO * P ATF ERN PROPOSED DRAINAGE R OA PAT TER N fI TAF KAMMER OATE 21-591 1227011 PAR AP NCREO 4 �W EROSION PLAN I 4/5 FASTENERS FOR SILT FENCES OVERLAP AT FAB RIC.. MAC SFFmina RATFG FO R TF S P ER AME R A. PER ROI A « sBVI.7 gAIST5 oE" ". " a auG'o°TovBB, Ass Et eVit. v [Pi ";?fi iss s . a r` e"B[ Gd.3s' i AID R".ss " BERRBS. tS I>. B IB6. ` B°4 A , LET g �a it !e P[N "A " BABIA " ".. AB'" wB"sT NAIL MLLE, 3Bpe.. iBpo. PENSACOLA BABA sB NA. ,B B. SERTER OCTOBE RS F SA"[ As SE P.IBB R s.«.[ AS SUM MER BAR,[. ,12 NOIIBN BFR uu[ As ocToOG sABB A iaaw sA. [ s s[ ANE A *tew NOT ES Lim i -TO WPM. VOW. ilABoAr AN D ‘600. RM.= -Mr nu . sLans IREe ..'"'410110 111PrOli USING 1. 00 uuc B[mwcAND FC RII.,110 aR STEEPER 4.00.10R WW1 INK DISTURED AREA STABILIZATION (With Permanent Vegetation) ETZP3F0E'66.01.7 ;DT. Y AKS JOB NUMBER DATE CHECKED B. SCALE RAR AS NOTE!, DETAILS 5/5 Lisa Schaaf From: Randy Richter <rrichter@cci-say.com> Sent: Monday, April 4, 2022 10:12 AM To: Downer Davis; George Shaw; Lisa Schaaf; Peter Gulbronson Cc: Christopher Koncul; Fred Wasson Subject: RE: 1111 Bay Street Attachments: HOWELL RESIDENCE PLANS 040422.pdf; 21-987 Hydro_Report 040422.pdf Downer, I have copied the comments you had and Responded in red below. I have attached revised plans and Hydro Report. Randy, Drainage improvements for this lot appear to present as high of a design challenge than I recall. The following 3 comments are modiifed from my prior email: 1) I believe the last number in your PIN needs to be a 7 rather than an 8. The Pin Numbers for this project are 40021 16096, 40021 16097 and 40021 16098 2) On resubmittals for this project and on future projects, the drainage report and calcs are to be removed from the plans and provided in letter sized report form. (I've done as you have on my prior projects. However, we cannot comply with state auditing requirements with the report on the plans. And, design calcs aren't part of construction docs.) I will compile a Separate Drainage Report for you. 3) It appears from your report, the intent is for onsite retention to be provided. SAGIS indicates your east side, where you're retaining, is part of a common low area and that it receives runoff from other lots. 1 Your design is to consider the entire basin. If I'm correct that the low area of the retention is in a common low area, with no restrictions along the property line (which present additional challenge), some agreement on common runoff storage with the adjacent lot(s) to the east will be required. The design shows that existing soils (based on the water table) has the capacity to handle the volume of runoff when adding the additional impervious areas for the roof top. The drive is to be permeable pavers. I think in past projects, you have said that the City does not allow drainage from one lot onto another as we have had to place berms to keep it from passing onto adjoining properties. If this is the case we should not be allowing adjoining properties to drain onto this lot correct? 2 The above comments are slightly rewording of my 3 comments from the email to you on Tuesday, March 15, 2022, 05:10:42 PM EDT. I'm going to go by the site today and, hopefully, walk it. Randy, I'II gladly meet with you, virtually or at the site, if you feel this would be beneficial. George, I'll advise it neighbors and adjacent development require you to accompany me for an additional visit. My additional comments are: 4) Where retention is used, with ground perc as the only outfall relief, I'II be considering only the 100 -year storm. The 100 year storm event calculations has been provided. The post -development hydrograph considers a lower runoff coefficient than 98/impervious. If full use of the voids is to ;be used for storage, no porosity can be considered in the runoff coefficient; the voids cannot be considered twice (both in the normal reduction of the runoff coefficient from 98 and by using the accepted 0.32 void ratio for storage. I see two different post development hydrographs for the 100 -year storm and I need clarification on the need for both. The post hydrograph for the Site to be fully impervious was located in the lower portion of page 6 to provide the runoff volume to compare to the available infiltration storage. The bottom line is this: It's really difficult to see how the impervious structure can be placed on this lot and not increase runoff onto the property of others without structural measures in place to hold the runoff onsite until it drains into the soils. If this design, as I understand it was acceptable, there'd be no increased runoff onto the property of others from neighboring development on Tybee. We are showing that there is an increase in runoff (100yr 1.23 CFS Pre VS 1.58 CFS Post), however with the type of soils and the elevation of the SHWT there is enough volume is the soil for the additional runoff from the rooftop hard surface. 5) I could not find the calcs showing the storage of runoff above the seasonal high water table. In the hydrology Narrative portion, it is calculated to have, 50,599 CF of storage available with the 100yr runoff Volume of 31,625 CF. 6) Please provide to the City the right to close the walking easement with sediment fabric and a construction exit. Otherwise, please move these activities outside of the walking easment. City will have this right, as we are connecting to the existing paved driveway to the south. Additionally, please address grading in this walking easement and storage of stormwater at and above the surface of this walking easement. Grading has been revised to leave the grades as they are within the walking easement. 3 7) Please clarify utilities withing the utility easement where grading, specficaly cutting, is to occur in the utility easement. Only utilities that I would say would be in the utility easement would be cable and electric and water and these can be directionally drilled. The sanitary connection is along the western boundary with a stub. RANDALL RICHTER, PE, PLS o 912-200-3041 f 912-200-3056 rrichter@cci-say.com From: Downer Davis <dkdjr071419@yahoo.com> Sent: Wednesday, March 30, 2022 3:15 PM To: Randy Richter <rrichter@cci-say.com>; George Shaw <gshaw@cityoftybee.org>; Lisa Schaaf <Ischaaf@cityoftybee.org>; Peter Gulbronson <peter.gulbronson@cityoftybee.org> Subject: Re: 1111 Bay Street I just resent my response on 03/21. I'm not aware of a reply to it or a resubmittal, since. Diwner Sent from Yahoo Mail for iPhone On Wednesday, March 30, 2022, 15:10, Randy Richter <rrichter@cci-say.com> wrote: Good Afternoon Downer, Do you know if you had any comments on the above project for Tybee? RANDALL RICHTER, PE, PLS Sr. Project Manager COLEME'aGIN EAN RSCOM•SuR4'PANYEYOR COLEMAN COMPANY, INC. 1480 Chatham Parkway, Suite 100 Savannah, Georgia 31405 4 ]Y 4' l i i ill :x.1}.4 4t.. ... . I , 1111 IIII III �IIx, 1\ 1x „. 1:\I\ • 1 1 1 1 1 1 1 1 1) �lal I I I I . r� J / / // / / / 46 I / lc(///// II I / 11H \\\\ / 111111(/ , IIII\ o IIII,I�„ III NDMMNE �nax iMt. . 9NRMNU Mfm nEBrYfE UPM Cd IPIF90X. II�RaPRDE ,11\11 II 1,IISM 111111111111 II, IIII a�� I /1111111 jlll�' T 1111 III I,I 1111111 Ill , IIII 1111 --� I I Il Il TJ.1. J.11... rare AR[ °4 11,1,":'1 sI / ' )23' Lpi"�_�ilfag 'W AIL . USW t Mwm x. wl of w1°RVM-°°6/°r r, AS A GE E OfslmRm RUST MaN R MFOrrrae.02:aws inifiritassiow r- 1 4- Q oa a 104. 5' .......... '� --- — EmE M OWER SURV EYOR'S NOTES I. 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SEtbar b DISTURED AREA STABILIZATION (With Permanent Veg etation) J OSPUISBER DATE CHEMED BS SCALE 21 497 P AR AP NO S DETAILS 5/5 Lisa Schaaf From: Randy Richter <rrichter@cci-say.com> Sent: Monday, April 4, 2022 10:23 AM To: Downer Davis; George Shaw; Lisa Schaaf; Peter Gulbronson Cc: Fred Wasson; Christopher Koncul Subject: RE: 1111 Bay Street Attachments: HOWELL RESIDENCE PLANS 040422.pdf Downer, Please use this set of plans. I inadvertently sent you a previous set. RANDALL RICHTER, PE, PLS 0 912-200-3041 f 912-200-3056 rrichter(cJcci-say.com From: Downer Davis <dkdjr071419@yahoo.com> Sent: Wednesday, March 30, 2022 3:15 PM To: Randy Richter <rrichter@cci-say.com>; George Shaw <gshaw@cityoftybee.org>; Lisa Schaaf <Ischaaf@cityoftybee.org>; Peter Gulbronson <peter.gulbronson@cityoftybee.org> Subject: Re: 1111 Bay Street I just resent my response on 03/21. I'm not aware of a reply to it or a resubmittal, since. Diwner Sent from Yahoo Mail for iPhone On Wednesday, March 30, 2022, 15:10, Randy Richter <rrichter@cci-say.com> wrote: Good Afternoon Downer, Do you know if you had any comments on the above project for Tybee? RANDALL RICHTER, PE, PLS Sr. Project Manager 1 Your design is to consider the entire basin. If I'm correct that the low area of the retention is in a common low area, with no restrictions along the property line (which present additional challenge), some agreement on common runoff storage with the adjacent lot(s) to the east will be required. The design shows that existing soils (based on the water table) has the capacity to handle the volume of runoff when adding the additional impervious areas for the roof top. The drive is to be permeable pavers. I think in past projects, you have said that the City does not allow drainage from one lot onto another as we have had to place berms to keep it from passing onto adjoining properties. If this is the case we should not be allowing adjoining properties to drain onto this lot correct? Downer replied 04/ 11/2022 • The runoff has to be contained to assure it will perc into the ground and not continue to runoff. Randy did this on a pool project on the south end of Tybee. It was one of 3 the first, if not the first, project I reviewed of his on Tybee. It needs clarity, but it appears there's a flat shallow area on the east side of the house that collects runoff, before it discharges onto the neighboring lot(s) to the east. However, I cannot find where the increased concentrated flow to the southeast of the house is being contained. I recall several projects where Engineers were able to show how the high perc sands at the dune areas could perc the entire site runoff. • I could not find a detail for the permeable paver. They need to be permeable meeting the requirements of the GSWMM&CSS. Tybee has accepted the City of Savannah's detail in the past, which complies. If I overlooked it, Randy will point me in the right direction. • It remains my understanding that: o Existing stormwater runoff from others cannot be blocked. o No increase of stormwater runoff onto the property of others is allowed without easements, deeds, and/or other legal permission. The above comments are slightly rewording of my 3 comments from the email to you on Tuesday, March 15, 2022, 05:10:42 PM EDT. I'm going to go by the site today and, hopefully, walk it. Randy, I'll gladly meet with you, virtually or at the site, if you feel this would be beneficial. George, I'II advise it neighbors and adjacent development require you to accompany me for an additional visit. My additional comments are: 4) Where retention is used, with ground perc as the only outfall relief, I'll be considering only the 100 - year storm. The 100 year storm event calculations has been provided. The post -development hydrograph considers a lower runoff coefficient than 98/impervious. If full use of the voids is to ;be used for storage, no porosity can be considered in the runoff coefficient; the voids cannot be considered twice (both in the norm l reduction of see two differenhe runoff coefficient from 98 and t post development hydrographs by using the accepted 0.32 void ratio for storage. for the 100 -year storm and I need clarification on the need for both. The post hydrograph for the Site to be fully impervious was located in the lower portion of page 6 to provide the runoff volume to compare to the available infiltration storage. The bottom line is this: 4 Lisa Schaaf From: Sent: To: Cc: Subject: George, Downer Davis <dkdjr071419@yahoo.com> Monday, April 11, 2022 12:44 PM George Shaw Fred Wasson; Randy Richter; Christopher Koncul; Lisa Schaaf; Peter Gulbronson Re: 1111 BAY STREET Below, are my last comments, with Randy's response in red, followed by my findings of this most recent submittal. Pete & Lisa, The hydro report came in earlier than the current plans we received last Monday. 1) I believe the last number in your PIN needs to be a 7 rather than an 8. The Pin Numbers for this project are 40021 16096, 40021 16097 and 40021 16098 Downer updated 04/11/2022 The lot identification by pins 8s Lot numbers is now clear to me. • I have no record of the Lot 1-A 8s 1-B being combined, which will be required as the proposed house straddles the common side property line. • If Lot 1-C is not combined with the others, a new access easement will be required for the proposed curved driveway. If a new access easement is provided over the proposed curved driveway, the existing one can be removed. Of course, if Lot 1-C is combined with the other two, then no access easement will be required over any of these three lots. • It's my understanding that Peter will look at the water and sewer services. As my review for this proposed residence is drainage and E86S, I've not looked into the utilities. I'm not sure if sanitary and/or water mains were installed in the utility easement or if parallel individual services were (planned to be) installed in it. I do believe the two lots to the south, between this project and Bay Street, were served by water and sewer from the private lane, Bay Street Ext., which I understand to be within the adjacent lots to the west. I'll gladly look further into any water/sewer service issues if requested by the City. • I'm not sure if the walking easement, within the eastern half of the access easement and extending north to the north/rear property line of 1A 8, 1B is currently functional or not. I'm also unclear of the right of the applicant to: o Close off this easement through their property. If so, is there a time limit? I'm referring to the (very little) grading in this area, the barrier of the sediment fabric fencing, and the stone construction exit. o There was already a concentration of Increase the concentration of stormwater runoff across the walking easement, southeast of the house. I'm not aware of the increase in runoff affecting the use of this walking easement, but I believe it's the Engineer's responsibility to provide a statement in the drainage report clarifying his finding on the impact of increased runoff to this area. 1 2) On resubmittals for this project and on future projects, the drainage report and calcs are to be removed from the plans and provided in letter sized report form. (I've done as you have on my prior projects. However, we cannot comply with state auditing requirements with the report on the plans. And, design calcs aren't part of construction docs.) I will compile a Separate Drainage Report for you. Downer updated 04/11/2022 Thanks Randy; COMMENT SATISFIED 3) It appears from your report, the intent is for onsite retention to be provided. SAGIS indicates your east side, where you're retaining, is part of a common low area and that it receives runoff from other lots. 2 It's really difficult to see how the impervious structure can be placed on this lot and not increase runoff onto the property of others without structural measures in place to hold the runoff onsite until it drains into the soils. If this design, as I understand it was acceptable, there'd be no increased runoff onto the property of others from neighboring development on Tybee. We are showing that there is an increase in runoff (100yr 1.23 CFS Pre VS 1.58 CFS Post), however with the type of soils and the elevation of the SHWT there is enough volume is the soil for the additional runoff from the rooftop hard surface. 5) I could not find the calcs showing the storage of runoff above the seasonal high water table. In the hydrology Narrative portion, it is calculated to have, 50,599 CF of storage available with the 100yr runoff Volume of 31,625 CF. Downer reply to #4 86 #5 - The concern remaining that prevent me from accepting the drainage report is: • Runoff being contained within the site to allow it to fully perc into the soil. I cannot find that in the report. I'm calling Randy after my lunch to discuss this. 6) Please provide to the City the right to close the walking easement with sediment fabric and a construction exit. Otherwise, please move these activities outside of the walking easment. City will have this right, as we are connecting to the existing paved driveway to the south. Additionally, please address grading in this walking easement and storage of stormwater at and above the surface of this walking easement. Grading has been revised to leave the grades as they are within the walking easement. Downer commented 04/02/2022. If they are the same, then the sediment fabric can be moved out of the walking easement, except where construction exit, and later the new driveway is being installed. This is a much smaller area than the additional area of the walking easement enclosed in the sediment fabric. As I duplicated this in Comment 1, let consider this COMMENT SATISFIED>. ) Please clarify utilities withing the utility easement where grading, specficaly cutting, is to occur in the utility easement. Only utilities that I would say would be in the utility easement would be cable and electric and water and these can be directionally drilled. The sanitary connection is along the western boundary with a stub. Downer commented 04/04/20222 See Comment #1 for related. This COMMENT SATISFIED. 5 Downer On Monday, April 11, 2022, 08:32:21 AM EDT, Downer Davis <dkdjr071419@yahoo.com> wrote: You should have my response to the plans I received 02/02/2022 1022 by noon. Downer On Monday, April 11, 2022, 07:30:27 AM EDT, Randy Richter <rrichter@cci-say.com> wrote: Good Morning Downer, Wanted to see if you had any questions regarding the revisions and responses to your comments on this project? RANDALL RICHTER, PE, PLS Civil Engineer/Land Surveyor (COLEMAN COMPANY ENGINEERS - SURVEYf?RS COLEMAN COMPANY, INC. 1480 Chatham Parkway, Suite 100 Savannah, Georgia 31405 Lisa Schaaf From: Randy Richter <rrichter@cci-say.com> Sent: Tuesday, April 12, 2022 11:01 AM To: Downer Davis; George Shaw Cc: Fred Wasson; Christopher Koncul; Lisa Schaaf; Peter Gulbronson Subject: RE: 1111 BAY STREET Attachments: Bay Street Recomb.pdf; 21-987 Hydro_Report 041222.pdf; HOWELL RESIDENCE 041222.pdf Hey Downer, I believe I have everything we talked about in the plans and hydro and they are attached. The following are the revisions, 1) Lot Combination. It appears from speaking with the surveyor that provided the topographic survey for the lot, had prepared a Combination Plat for Lots 1-A and 1-B previously and had the City approve. I added this combination information to the plans. I have attached the plat that the owner sent to me. 2) Stormwater Runoff. The site was evaluated for infiltration with calculations based on the average depth of the Water Table having the availability of stormwater volume for the site, if the site was considered impervious and taking this Cubic Feet of Runoff from the 25yr and 100yr and comparing these to the previously stated stormwater volume of the subsoil. In both cases the volume of the voids within the subsoils provides more volume than what is produced in the 25yr and 100yr storm event assuming the site is impervious. These Calculation have been highlighted in the HYDRO Report. 3) Adjoiner Drainage Concerns. It is approximately 0.4 feet (4.9 feet to 4.5 feet) of a berm from the lowest spots along the east side of the subject parcel and at the boundary line of the adjoining property to the east. Based on the Hydro Calculations for the Post Developed site (NOT ALL IMPERVIOUS) the runoff depth for the 100 year storm event is calculated to be 2.39 inches. This runoff depth is less than the 0.4 feet of natural relief would not allow the runoff to drain onto the adjoiner to the east. The Kershaw sand soils for the site have an absorption rate of greater than 10 minutes per inch, based on the soil type listed in the GEORGIA ON -SITE SEWAGE MANAGEMENT SYSTEMS MANUAL. Also the Time of Concentration is calculated to be 11.6 minutes, so by the time the runoff has traveled to the lowest spot of the property, it has already been reduce by an inch by the infiltration into the subsoils, reducing the depth of the 100yr runoff from 2.39 inches down to 1.39 inches with almost 5 inches of natural earth relief from adjoiner property to the lowest spot which would contain all of the stormwater runoff on -site. NO CONSTRUCTION WILL BERM UP THIS LOW SPOT AND STILL ALLOW NATURAL FLOW FROM EAST ADJOINER. 4) Concentrated flow. A Bio-Filter has been added to the drive side swale along the eastern side so that any concentrated flows would be reduced to a sheet flow for more infiltration. 5) A permeable Pavement Detail has been added to Sheet 5 6) A note was added to the Erosion Control Sheet for the CONSTRUCTION ENTRANCE to not impede the walking easement, and the Silt Fence removed from the high point near the drive entrance. 7) The Proposed Flow arrows have been removed from the Shore Protection Act Area. NO CONSTRUCTION is to take place in this area. RANDALL RICHTER, PE, PLS 0 912-200-3041 f 912-200-3056 rrichter(Jcci-say.com From: Downer Davis <dkdjr071419@yahoo.com> Sent: Monday, April 11, 2022 4:47 PM To: George Shaw <gshaw@cityoftybee.org> Cc: Fred Wasson <wassonf@yahoo.com>; Randy Richter <rrichter@cci-say.com>; Christopher Koncul 1 DAVIS ENGINEERING PO Box 1663 Tybee Island, Georgia 31328 April 12, 2022 George Shaw, Director of Community Development City of Tybee Island P.O. Box 2749 Tybee Island, GA 31328 Phone (912) 786-4573 Fax: (912) 786-9539 RE: 1111D Bay Street Dear Mr. Shaw: My review is limited to land development activities. I have not attempted to duplicate the work of the Planning Commission or City staff with regard to setbacks, density, zoning, tree protection or subdivision regulation issues. Not included in my concurrence is: • Erosion Control — I'll gladly assist you and Wally with this. • Plats and easements — This plan has the driveway extension going through Lot 1C, which is not being combined with Lots 1A & 1 B. A plat with deed needs to be recorded allowing the driveway to be outside of the existing access easement across Lot 1 C. • New easement comment — Lot 1C drains onto the proposed new lot combination of 1A & 1 B. This not only requires a drainage easement across the new combined 1AB lot, but also a stormwater management agreement for runoff from C holding and slowly draining into the low area of AB. For this reason I recommend the plan not be approved until the City is comfortable with deeds, easement, agreements, operating entities, etc... to manage the stormwater containment system on AB for C. But, as my review focusses on drainage, I cannot withhold concurrence of the drainage calculations.. To the best of my knowledge and belief, it is my opinion the proposed work complies with the drainage requirements of the Land Development Code of the City of Tybee Island. Any recommendations do not relieve the project of the requirement to obtain any other required permits, approvals, etc... by the GA D.O.T. or other governmental body or authority having jurisdiction over any portion of this project. Please contact me if you have any questions on this matter Sincerely, Downer K. Davis, Jr., P.E. 22204508 ODAVIS ENGINEERING P.O. Box 1663 Tybee Island, GA 31328 Tel. (912) 695-7262 dkdir071419(c�yahoo.com INVOICE April 13, 2022 Invoice #22204501 George Shaw Lisa Schaff City of Tybee Island P.O. Box 2749 Tybee Island, GA 31328 Phone (912) 786-4573 Fax: (912) 786-9539 RE: 1111D Bay St. 03/15/2022 03/24/2022 04/11/2022 04/12/2022 0.75 hours 1.00 hours 1.50 hours 0.75 hours 4.00 hours Plan review Plan review Review and phone meeting w/Engineer Review and concurrence @ $175/hour = $700 Total Due This Invoice Lisa Schaaf From: George Shaw Sent: Wednesday, April 13, 2022 9:18 AM To: Randy Richter; Downer Davis Cc: Fred Wasson; Christopher Koncul; Lisa Schaaf; Peter Gulbronson Subject: RE: 1111 BAY STREET Completely understand. Either 1C has to stand alone or it needs to be recombined or additional easements. From: Randy Richter <rrichter@cci-say.com> Sent: Wednesday, April 13, 2022 9:16 AM To: George Shaw <gshaw@cityoftybee.org>; Downer Davis <dkdjr071419@yahoo.com> Cc: Fred Wasson <wassonf@yahoo.com>; Christopher Koncul <chris.koncul@konculconstruction.com>; Lisa Schaaf <Ischaaf@cityoftybee.org>; Peter Gulbronson <peter.gulbronson@cityoftybee.org> Subject: RE: 1111 BAY STREET George, I will need to get with the owners and builder on how they want to proceed. Either way we will get you what you need so they can move forward. Thanks George. RANDALL RICHTER, PE, PLS 0 912-200-3041 f 912-200-3056 rrichter4cci-say.com From: George Shaw <gshaw@cityoftybee.org> Sent: Wednesday, April 13, 2022 9:14 AM To: Randy Richter <rrichter@cci-say.com>; Downer Davis <dkdjr071419@yahoo.com> Cc: Fred Wasson <wassonf@yahoo.com>; Christopher Koncul <chris.koncul@konculconstruction.com>; Lisa Schaaf <Ischaaf@cityoftybee.org>; Peter Gulbronson <peter.gulbronson@cityoftybee.org> Subject: RE: 1111 BAY STREET Randy, This plan only combines 1A and 1B and leaves 1C as a standalone lot. The drainage plan and the proposed driveway both overlap 1C outside of existing easements. For this plan to be acceptable you will either need to combine all three lots or create a different access easement encompassing the proposed driveway as well as creating a drainage easement so that the stormwater from 1C has the right to drain onto the combined 1A and 1B as currently shown. George From: Randy Richter <rrichter@cci-say.com> Sent: Tuesday, April 12, 2022 11:01 AM To: Downer Davis <dkdjr071419@yahoo.com>; George Shaw <gshaw@cityoftybee.org> Cc: Fred Wasson <wassonf@yahoo.com>; Christopher Koncul <chris.koncul@konculconstruction.com>; Lisa Schaaf <Ischaaf@cityoftybee.org>; Peter Gulbronson <peter.gulbronson@cityoftybee.org> Subject: RE: 1111 BAY STREET 1 Hey Downer, I believe I have everything we talked about in the plans and hydro and they are attached. The following are the revisions, 1) Lot Combination. It appears from speaking with the surveyor that provided the topographic survey for the lot, had prepared a Combination Plat for Lots 1-A and 1-B previously and had the City approve. I added this combination information to the plans. I have attached the plat that the owner sent to me. 2) Stormwater Runoff. The site was evaluated for infiltration with calculations based on the average depth of the Water Table having the availability of stormwater volume for the site, if the site was considered impervious and taking this Cubic Feet of Runoff from the 25yr and 100yr and comparing these to the previously stated stormwater volume of the subsoil. In both cases the volume of the voids within the subsoils provides more volume than what is produced in the 25yr and 100yr storm event assuming the site is impervious. These Calculation have been highlighted in the HYDRO Report. 3) Adjoiner Drainage Concerns. It is approximately 0.4 feet (4.9 feet to 4.5 feet) of a berm from the lowest spots along the east side of the subject parcel and at the boundary line of the adjoining property to the east. Based on the Hydro Calculations for the Post Developed site (NOT ALL IMPERVIOUS) the runoff depth for the 100 year storm event is calculated to be 2.39 inches. This runoff depth is less than the 0.4 feet of natural relief would not allow the runoff to drain onto the adjoiner to the east. The Kershaw sand soils for the site have an absorption rate of greater than 10 minutes per inch, based on the soil type listed in the GEORGIA ON -SITE SEWAGE MANAGEMENT SYSTEMS MANUAL. Also the Time of Concentration is calculated to be 11.6 minutes, so by the time the runoff has traveled to the lowest spot of the property, it has already been reduce by an inch by the infiltration into the subsoils, reducing the depth of the 100yr runoff from 2.39 inches down to 1.39 inches with almost 5 inches of natural earth relief from adjoiner property to the lowest spot which would contain all of the stormwater runoff on -site. NO CONSTRUCTION WILL BERM UP THIS LOW SPOT AND STILL ALLOW NATURAL FLOW FROM EAST ADJOINER. 4) Concentrated flow. A Bio-Filter has been added to the drive side swale along the eastern side so that any concentrated flows would be reduced to a sheet flow for more infiltration. 5) A permeable Pavement Detail has been added to Sheet 5 6) A note was added to the Erosion Control Sheet for the CONSTRUCTION ENTRANCE to not impede the walking easement, and the Silt Fence removed from the high point near the drive entrance. 7) The Proposed Flow arrows have been removed from the Shore Protection Act Area. NO CONSTRUCTION is to take place in this area. RANDALL RICHTER, PE, PLS o 912-200-3041 f 912-200-3056 rrichter@cci-say.com From: Downer Davis <dkdir071419@yahoo.com> Sent: Monday, April 11, 2022 4:47 PM To: George Shaw <gshaw@cityoftybee.org> Cc: Fred Wasson <wassonf@yahoo.com>; Randy Richter <rrichter@cci-say.com>; Christopher Koncul <chris.koncul@konculconstruction.com>; Lisa Schaaf <Ischaaf@cityoftybee.org>; Peter Gulbronson <peter.gulbronson @cityoftybee.org> Subject: Re: 1111 BAY STREET Randy and I just had a really productive phone meeting. We're on the same page. The one thing I left out of the email is the DNR 25' buffer. Randy is removing proposed change of flow direction arrow(s) in this buffer and any other indication of grading in the buffer. Downer 2 Lisa Schaaf From: Randy Richter <rrichter@cci-say.com> Sent: Wednesday, April 13, 2022 11:15 AM To: George Shaw Cc: Lisa Schaaf Subject: RE: 1111 BAY STREET George, It sounds like the owner wants to keep them separate at this point as he does not know what he wants to do in the future. So we are just talking about a revised access easement for the drive proposed and a drainage easement that will most likely be a blanket easement in a statement on the exhibit for the drainage rights onto the combined lot(s). I will get an exhibit together and send out to you guys and Downer for review. RANDALL RICHTER, PE, PLS 0 912-200-3041 f 912-200-3056 rrichter cci-sav com From: George Shaw <gshaw@cityoftybee.org> Sent: Wednesday, April 13, 2022 11:08 AM To: Randy Richter <rrichter@cci-say.com> Cc: Lisa Schaaf <Ischaaf@cityoftybee.org> Subject: RE: 1111 BAY STREET Randy, I am the review process for most easements and it doesn't take longgenerally. a drainage easement I would also ask for Downer's input. If a recombination is planned I will need to slee kinghebout recorded plat prior to releasing the plans. George From: Randy Richter <rrichter cci sav com> Sent: Wednesday, April 13, 2022 10:43 AM To: George Shaw < shaw@citvoftvbee or_ > Subject: RE: 1111 BAY STREET George, Is there a review process for the Easements through the City? And if so, what kind of time frame would be required? Also if they decide to recombine all the lots into one, can the site permit be released while going through the recombination process with the City? RANDALL RICHTER, PE, PLS 0 912-200-3041 f 9I2-200-3056 rrichter cci-sav com From: George Shaw < shaw@cityoftvbee org> Sent: Wednesday, April 13, 2022 9:18 AM 1 Lisa Schaaf From: Randy Richter <rrichter@cci-say.com> Sent: Thursday, April '14, 2022 8:08 AM To: George Shaw Cc: Subject: Lisa Schaaf; Downer Davis RE: 1111 BAY STREET Attachments: EASEMENT PLAT LOT1-C.pdf Good Morning George, Attached please find an Easement Plat for Lot 1-C for your review and comment. I superimposed the drive so that it can be seen to be encompassed in the easement along with the side swales. RANDALL RICHTER, PE, PLS 0 912-200-3041 f 912-200-3056 rrichter cci-sav com From: George Shaw <gshaw@cityoftybee.org> Sent: Wednesday, April 13, 2022 11:21 AM To: Randy Richter <rrichter@cci-say.com> Cc: Lisa Schaaf <Ischaaf@cityoftybee.org>; Downer Davis <dkdjr071419@yahoo.com> Subject: RE: 1111 BAY STREET Randy, Sounds good. Keep in mind that should lot 1C be developed there will be increased runoff. You may have to adjust your plan accordingly. George From: Randy Richter <rrichter cci sav com> Sent: Wednesday, April 13, 2022 11:15 AM To: George Shaw < shaw@cityoftvb_ ee ore> Cc: Lisa Schaaf <Ischaaf@cityoftvbee or > Subject: RE: 1111 BAY STREET George, It sounds like the owner wants to keep them separate at this point as he does not know what he wants to do in the future. So we are just talking about a revised access easement for the drive proposed and a drainage easement that will most likely be a blanket easement in a statement on the exhibit for the drainage rights onto the combined lot(s). I will get an exhibit together and send out to you guys and Downer for review. 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SCALE EASEMENT PLAT EXH Lisa Schaaf From: Sent: To: Cc: Subject: Attachments: George, Randy Richter <rrichter@cci-say.com> Thursday, April 14, 2022 8:41 AM George Shaw Lisa Schaaf; Downer Davis RE: 1111 BAY STREET EASEMENT PLAT LOT1-C W SWALES.pdf Yes the swale was slightly outside of the drainage easement. I revised the swale starting location. See Attached. RANDALL RICHTER, PE, PLS o 912-200-3041 f 912-200-3056 rrichterecci-say.com From: George Shaw <gshaw@cityoftybee.org> Sent: Thursday, April 14, 2022 8:17 AM To: Randy Richter <rrichter@cci-say.com> Cc: Lisa Schaaf <Ischaaf@cityoftybee.org>; Downer Davis <dkdjr071419@yahoo.com> Subject: RE: 1111 BAY STREET Randy, You have the easement labeled as a drainage easement but I believe your swale started in the triangle section not covered by the easement. George From: Randy Richter <rrichter@cci-say.com> Sent: Thursday, April 14, 2022 8:08 AM To: George Shaw <gshaw@cityoftybee.org> Cc: Lisa Schaaf <Ischaaf@citvoftybee.org>; Downer Davis <dkdjr071419@yahoo.com> Subject: RE: 1111 BAY STREET Good Morning George, Attached please find an Easement Plat for Lot 1-C for your review and comment. I superimposed the drive so that it can be seen to be encompassed in the easement along with the side swales. RANDALL RICHTER, PE, PLS 0 912-200-3041 f 9I2-200-3056 rrichterecci-say.com From: George Shaw <gshaw@cityoftybee.org> Sent: Wednesday, April 13, 2022 11:21 AM To: Randy Richter <rrichter(acci-say.com> 1 LO! I -A f -T , 11611. �D, ro DBNN B ro t� Bw� ,a te 1_A AN D KY 'la, 1E021 IBM tor 1-c yo-!•�'EDGE OF eN -----=mss. Nkw uO wril4w •4k 11.01.032, 1, 0 10 20 30 aBMmc scum 1 • lo ' MM. QUI TM 1. OR 11.111 mar mll WYx a'c% SURVEYOR'S NOT ES grit, ARE BASED 0V NAWBB DATUM . 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If there is runoff from outside of 1-C coming through 1-C to Lot 1-A-1, a revised drainage submittal is required. I anticipate the Engineer has had "drainage" added only for precaution, and I ask for his clarification on this. Lot 1-A-1 The proposed easements on the plan are far from what is required to support the drainage design I concurred with. The drainage design I concurred with did not limit routing of runoff from Lot 1-C to the perimeter areas of Lot 1-A-1 shown on the plan. The drainage design I concurred with did definitely rout runoff from 1-C across the east part of the driveway on Lot 1-A-1, then across the southeast part of the island in the circle part of the drive, and then further east to the low area between the proposed house and the property line. Simply overlaying the drainage design I concurred with over this easement plan will clearly show this if my description is not adequate. The Engineer's comments and drainage report considered a large low area between the proposed building and the side property line to store runoff while it was being pierced in. This was necessary as t there is no permitted outfall used in the design. This large low area needs to be in an easement that clearly shows no filling beyond that on the plans and with the stated purpose to store runoff until it can perc into the ground. I will advise all I regret not requiring clearer delineation of this on the plans. It will not happen again. Please advise if you need further clarification. Downer Sent from Yahoo Mail for iPhone i Lisa Schaaf From: Sent: To: Cc: Subject: Attachments: Downer, Randy Richter <rrichter@cci-say.com> Monday, April 25, 2022 4:04 PM Downer Davis; George Shaw Lisa Schaaf; Christopher Koncul; Fred Wasson RE: 1111 BAY STREET 21-987 HOWELL DRAINAGE PLAN 042522.pdf; EASEMENT PLAT 042522.pdf Thank you for the below comments. I have revised the location of the swales so that it is fully contained within the easement, as you will see on the Easement Plat the swale location and should be clear now that the runoff from Lot 1-C will run through these easements. The two low points along the east side are contained within the proposed easement. All the runoff associated with the drainage basins that have been previously reviewed are accounted for in the calculations. Please review the attached plan set and easement plat and as always comment as necessary. RANDALL RICHTER, PE, PLS 0 912-200-3041 f 912-200-3056 rrichter@cci-say.com From: Downer Davis <dkdjr071419@yahoo.com> Sent: Monday, April 25, 2022 1:26 PM To: Randy Richter <rrichter@cci-say.com>; George Shaw <gshaw@cityoftybee.org> Cc: Lisa Schaaf <Ischaaf@cityoftybee.org>; Christopher Koncul<chris.koncul@konculconstruction.com>; Fred Wasson <wassonf@yahoo.com> Subject: Re: 1111 BAY STREET George, Thanks for putting me back in the loop on this plat. Lot 1-C The nes access, drainage and and utility easement is acceptable to me. However, the drainage design submitted did not consider runoff further from the south. If there is runoff from outside of 1-C coming through 1-C to Lot 1-A-1, a revised drainage submittal is required. I anticipate the Engineer has had "drainage" added only for precaution, and I ask for his clarification on this. Lot 1-A-1 The proposed easements on the plan are far from what is required to support the drainage design I concurred with. The drainage design I concurred with did not limit routing of runoff from Lot 1-C to the perimeter areas of Lot 1-A-1 shown on the plan. The drainage design I concurred with did definitely rout runoff from 1-C across the east part of the 1 Lisa Schaaf From: Sent: To: Cc: Subject: Randy Richter <rrichter@cci-say.com> Wednesday, April 27, 2022 5:37 PM Downer Davis; George Shaw Lisa Schaaf; Christopher Koncul; Fred Wasson; Peter Gulbronson Re: 1111 BAY STREET Thanks Downer. I thought we were close as well. Randall Richter, PE, PLS From: Downer Davis <dkdjr071419@yahoo.com> Sent: Wednesday, April 27, 2022 5:25:32 PM To: Randy Richter <rrichter@cci-say.com>; George Shaw <gshaw@cityoftybee.org> Cc: Lisa Schaaf <Ischaaf@cityoftybee.org>; Christopher Koncul<chris.koncul@konculconstruction.com>; Fred Wasson <wassonf@yahoo.com>; Peter Gulbronson <peter.gulbronson@cityoftybee.org> Subject: Re: 1111 BAY STREET Randy and George, I'll respond to the "quick question" before i review your reply to my design comments. "One quick question. If the runoff over to Bay Street into via a storm sewer pipe to the existing storm system, is your concerns for the drainage for this project reduced or eliminated?" It's an alternative that might be simpler, but that's your option. I'm not opposed to your design concept and I thought we were close. "If so does the City have any as -built information on this system as we will most likely have to provide calculations as to its capacity." I've copied DPW. Pete Gulfbronson, Director and City Engineer is the contact. "It is my opinion, and only my opinion that these concerns for a residential home producing a significant amount of runoff over the existing conditions, is a little excessive. I do however understand the City has cover themselves in the event of any future neighbor concerns, but keep in mind that this lot is accepting runoff from the adjoining properties surrounding it and I thought it was a City policy that drainage could not drain onto adjoining properties, even though we have accounted for this in the drainage design." Whether nuisance or higher impacts, I'm not authorized to concur with any new or higher impacts from storms (normally up to the 25 -year storm. Existing conditions of others draining into your lot should be considered. We agree on that. The ordinance I review by was updated in 2004 and because fully implemented around 2006. Such drainage from others lots improved prior to that time are considered existing/grandfathered. I'll respond to the rest tomorrow. Downer 1 Lisa Schaaf From: Downer Davis <dkdjr071419@yahoo.com> Sent: Wednesday, April 27, 2022 2:10 PM To: George Shaw Cc: Lisa Schaaf; Christopher Koncul; Fred Wasson; Randy Richter Subject: Re: 1111 BAY STREET George, For your consideration: • I'm unaware of the right to add a new easement in the DNR's 25' dune buffer. (New requirement from 2019?) That won't hold up my concurring as Randy did not propose any work in the DNR 25' dune buffer. • I mention the following for your consideration. I will condition my eventual concurrence with it being conditional to the extent it is allowed by the provisions of this walking trail easement. Stormwater is now being concerntrated more in the area of the walking trail. o The drainage easement through the lots to the south was intended to serve this property; now subdivided into two newer lots. • All designs have been submitted not using this existing drainage easement to convey stormwater runoff to the City maintained ditch on the north side of Bay Street. • I've required in all reviews that the design verify that runoff will not increase onto the property of others, including rising levels of ponding water. • As there's no ouffall for this design, I've required as on all such prior projects of this nature, that the 100 -year storm be considered and met. This is not a concept I came up with. I was required to do this on projects I designed; in 1997 by Savannah and aroound 2006 by Chatham County. o The storage of stormwater runoff in this area will reduce the utility of this walking trail by the lots to the south. I'm unaware of how much or for the time of the increased soggy/wet/submerged conditions. I'm only concerned with adequate clarification and documentation of stormwater runoff storage. • The boundary area of the stormwater storage for the 100 -year storm, while perculating into the ground, needs to be clearly delineated on the plan. • This area needs more detailed grading infomration shown to clarify that it's being stored in this area. As this is a stormwater storage area for a volume determined in the design, it needs to clearly show that volume over a defined area. • The area of storage is less than before, so the drainage report needs to be resubmitted. The engineer can use storage in the open depression within the confined boundaries of storage and in the voids of the soil above the seasonal high water table. • The percolation of this storage area will be used to show the height of max storage of stormwater during the 100 year storm. As the voids are already holding storage, it'll be simpler to consider the entire 100 -year storm. However, this project has the right to only store the increased volume from the 100 -year storm, nut using the voids already used by the existing. 1 • There's a difference between a stormwater easement for conveyance and such a shallow area, with the appearance of a low lawn, for storing stormwater while it drains infiltrates into the soil This area needs to be clarified on the plat to be for this purpose. • Without looking back at the drainage report, I want to clarify to the Engineer that only the area used for storage and infiltration, needs to be considered impervious for the voids to be used for storage. Downer On Monday, April 25, 2022, 04:04:12 PM EDT, Randy Richter <rrichter@cci-say.com> wrote: Downer, Thank you for the below comments. I have revised the location of the swales so that it is fully contained within the easement, as you will see on the Easement Plat the swale location and should be clear now that the runoff from Lot 1-C will run through these easements. The two low points along the east side are contained within the proposed easement. All the runoff associated with the drainage basins that have been previously reviewed are accounted for in the calculations. Please review the attached plan set and easement plat and as always comment as necessary. RANDALL RICHTER, PE, PLS o 912-200-3041 f 912-200-3056 rrichter4i cci-say.com From: Downer Davis <dkdjr071419@yahoo.com> Sent: Monday, April 25, 2022 1:26 PM To: Randy Richter <rrichter@cci-say.com>; George Shaw <gshaw@cityoftybee.org> Cc: Lisa Schaaf <Ischaaf@cityoftybee.org>; Christopher Koncul<chris.koncul@konculconstruction.com>; Fred Wasson <wassonf@yahoo.com> Subject: Re: 1111 BAY STREET George, 2 Lisa Schaaf JW- From: Sent: To: Cc: Subject: Downer Davis <dkdjr071419@yahoo.com> Monday, May 2, 2022 11:24 AM George Shaw Lisa Schaaf; Christopher Koncul; Fred Wasson; Peter Gulbronson; Randy Richter Re: 1111 BAY STREET I'm resuming with responding to Randy's technical responses. On Wednesday after 5pm, I responded to his "quick question", his advisement of his opinion that my review was a little excessive, and copied the City Engineer regarding the request for asbuilts. Now to Randy's red highlighted responses. • .Randy advised the depression in the walking trail was already soggy. I agree. Regardless of how much, this depression that is within the walking trail will become soggier, and possibly a detriment to walking traffic. This part of the walking trail through these properties do not appear to have ever been improved. I previously advised that I have no authority to lower any existing utilization of this walking trail by those having rights this easement provides. I'm not aware of the amount of the additional or time window of increased surface saturation during the design storm. If the City would prefer to rule on this at this time, I'II set this comment out of my assignment, if advised by email. • I need clarity on Randy's belief of the limits of the storage area for the 100 -year storm. o If you use the increased C factor under SCS, Rational, or any other accepted method, there will be runoff from all upstream area of the lot under both pre and post conditions. It will be more with the impervious area of the proposed house. The lower contained area is required to have a combined above ground and below ground void storage area, all above the seasonal high water table. o The design engineer and I have been in dissagreement about this since my first review. I know of no justification to simply allow this residence to be installed and runoff directed onto the property of others, with no provision for stormwater management. If so, we'd likely need no such reviews for any of the ocean front lots. • I believe the Engineer's next response of storage being between 4.5 and 4.9 elevation is over the entire lot, except for the dunes, as he's indicated. As 1 clarifed above, I do not agree. • Similarly, I'm not clear on how this lot is and will continue to perc all runoff into the soil during the 100 -year storm without improvements. There's no need to continue. I've reviewed many similar situations. This is only the 2nd where a submittal advised the existing conditions could absorb the soils. In the past couple of years, I concurred with an almost identical design on two lots with similar characteristics, where the Engineer only initially proposed no drainage improvements. Like all the many others of this nature, I concurred with a design including stormwater storage. In the last couple of months a downstream neighbor contacted the City with concerns. As I hope to do with this project, I was able to refer the City to a design I concurred with that addressed runoff onot downstream properties. 1 For my concurrence I need increased runoff from the house to be stored onsite up to the 100 -year storm without overflowing onto the property of others. If the Engineer pursues piping to Bay, the 25 -year is the max storm to be considered. I'm offering that only as the design engineer mentioned piping last week. Downer On Monday, May 2, 2022, 08:00:34 AM EDT, Randy Richter <rrichter@cci-say.com> wrote: Thank you sir. RANDALL RICHTER, PE, PLS o 912-200-3041 f 912-200-3056 rrichteracci-say.com From: Downer Davis <dkdjr071419@yahoo.com> Sent: Monday, May 2, 2022 7:59 AM To: Randy Richter <rrichter@cci-say.com>; George Shaw <gshaw@cityoftybee.org> Cc: Lisa Schaaf <Ischaaf@cityoftybee.org>; Christopher Koncul<chris.koncul@konculconstruction.com>; Fred Wasson <wassonf@yahoo.com>; Peter Gulbronson <peter.gulbronson@cityoftybee.org> Subject: Re: 1111 BAY STREET Yes and I'll be responding by mid morning. Downer Sent from Yahoo Mail for iPhone On Monday, May 2, 2022, 07:54, Randy Richter <rrichter(a�cci-say.com> wrote: Happy Monday morning Downer, 2 Lisa Schaaf From: Randy Richter <rrichter@cci-say.com> Sent: Thursday, May 5, 2022 3:18 PM To: Downer Davis; Peter Gulbronson; George Shaw Cc: Lisa Schaaf; Fred Wasson; Christopher Koncul Subject: RE: 1111 BAY STREET Downer, Looking at the Plat for Baywind's, It does not say that this drainage easement is exclusive to only Baywind's. The Access and Utility Easement for the clients lot(s) is exclusive to the original 4 Tots shown on the plat and is called out so. Are you suggesting we need to contact the adjoiner for rights? This seemed like the more reasonable route since there is a ditch already and would disturb a lot less of adjoiners properties. I was not aware of a City Drainage Easement in this area. RANDALL RICHTER, PE, PLS 0 912-200-3041 f 912-200-3056 rrichter(Cz�cci-say.com From: Downer Davis <dkdjr071419@yahoo.com> Sent: Thursday, May 5, 2022 3:04 PM To: Peter Gulbronson <peter.gulbronson@cityoftybee.org>; George Shaw <gshaw@cityoftybee.org> Cc: Lisa Schaaf <Ischaaf@cityoftybee.org>; Fred Wasson <wassonf@yahoo.com>; Christopher Koncul <chris.koncul@konculconstruction.com>; Randy Richter <rrichter@cci-say.com> Subject: Re: 1111 BAY STREET Peter, Is the drainage easement on the property to the east a City drainage easement? Randy, If it isn't please provide documentation your client's property has the rights to use this drainage easement. The one on the adjacent property you are now discharging into is parallel and adjacent to the one Oin the subdivision your client's lot is in. As the drainage easement in your client's subdivision in private, we need to be sure of your client's right to use the drainage ditch in the easement to the east. George, If use of this ditch is permissible, just briefly scanning, I'm optimistic that my review will allow me to concur. Downer On Thursday, May 5, 2022, 02:31:20 PM EDT, Randy Richter <rrichter(c�cci-say.com> wrote: 1 Lisa Schaaf From: Randy Richter <rrichter@cci-say.com> Sent: Thursday, May 5, 2022 2:31 PM To: Downer Davis; George Shaw Cc: Lisa Schaaf; Christopher Koncul; Fred Wasson; Peter Gulbronson Subject: RE: 1111 BAY STREET Attachments: 21-987 HOWELL DRAINAGE 50522.pdf; 21-987 Hydro_Report 050522.pdf; Book 10S Page 86 (1).pdf Hey Downer, So I received information from Peter on the Storm Sewer as well as provided additional topo from google and lidar contour information for the site. There is a drainage easement along the east side of the access drive on the adjoiners property, see attached plat of those lots. There is a ditch located within the easement that outlets to a 12 inch HDPE pipe that is connected to the storm inlet at the east side of the drive at Bay Street. I have modeled the proposed low depressional area that currently collects storm water and will continue to collect storm water in the proposed conditions, as a detention pond (So that staging can be more accurately determined and narrated in the report) with a 12 inch pipe that is routed to this ditch. There will be a orifice plate at the end section to control the 25 year and 100 year storm events to pre -construction conditions. Attached please find the revised plans and hydro report for your review. This eliminates ANY of the previous infiltration quantification and confusion that it may have caused. This is a simple reduction in runoff for the post -development site reduce to or below the pre -developed site and provides an outlet for this depressional area during the storm events that will be offsite into the City's Storm Sewer System. RANDALL RICHTER, PE, PLS 0 912-200-3041 f 912-200-3056 rrichter@cci-say.com From: Downer Davis <dkdjr071419@yahoo.com> Sent: Monday, May 2, 2022 11:24 AM To: George Shaw <gshaw@cityoftybee.org> Cc: Lisa Schaaf <Ischaaf@cityoftybee.org>; Christopher Koncul<chris.koncul@konculconstruction.com>; Fred Wasson <wassonf@yahoo.com>; Peter Gulbronson <peter.gulbronson@cityoftybee.org>; Randy Richter <rrichter@cci-say.com> Subject: Re: 1111 BAY STREET I'm resuming with responding to Randy's technical responses. On Wednesday after 5pm, I responded to his "quick question", his advisement of his opinion that my review was a little excessive, and copied the City Engineer regarding the request for asbuilts. Now to Randy's red highlighted responses. • .Randy advised the depression in the walking trail was already soggy. I agree. Regardless of how much, this depression that is within the walking trail will become soggier, and possibly a detriment to walking traffic. This part of the walking trail through these properties do not appear to have ever been improved. I previously advised that I have no authority to lower any existing utilization of this walking trail by those having rights this easement provides. I'm not aware of the amount of the additional or time window of increased surface saturation during the design storm. If the City would prefer to rule on this at this time, I'll set this comment out of my assignment, if advised by email. 1 Lisa Schaaf From: Downer Davis <dkdjr071419@yahoo.com> Sent: Thursday, May 5, 2022 3:04 PM To: Peter Gulbronson; George Shaw Cc: Lisa Schaaf; Fred Wasson; Christopher Koncul; Randy Richter Subject: Re: 1111 BAY STREET Peter, Is the drainage easement on the property to the east a City drainage easement? Randy, If it isn't please provide documentation your client's property has the rights to use this drainage easement. The one on the adjacent property you are now discharging into is parallel and adjacent to the one Oin the subdivision your client's lot is in. As the drainage easement in your client's subdivision in private, we need to be sure of your client's right to use the drainage ditch in the easement to the east. George, If use of this ditch is permissible, just briefly scanning, I'm optimistic that my review will allow me to concur. Downer On Thursday, May 5, 2022, 02:31:20 PM EDT, Randy Richter <rrichter@cci-say.com> wrote: Hey Downer, So I received information from Peter on the Storm Sewer as well as provided additional topo from google and lidar contour information for the site. There is a drainage easement along the east side of the access drive on the adjoiners property, see attached plat of those lots. There is a ditch located within the easement that outlets to a 12 inch HDPE pipe that is connected to the storm inlet at the east side of the drive at Bay Street. I have modeled the proposed low depressional area that currently collects storm water and will continue to collect storm water in the proposed conditions, as a detention pond (So that staging can be more accurately determined and narrated in the report) with a 12 inch pipe that is routed to this ditch. There will be a orifice plate at the end section to control the 25 year and 100 year storm events to pre - construction conditions. Attached please find the revised plans and hydro report for your review. This eliminates ANY of the previous infiltration quantification and confusion that it may have caused. This is a simple reduction in runoff for the post -development site reduce to or below the pre -developed site and provides an outlet for this depressional area during the storm events that will be offsite into the City's Storm Sewer System. RANDALL RICHTER, PE, PLS 0 912-200-3041 f 912-200-3056 1 Lisa Schaaf From: Sent: To: Cc: Subject: George & Peter, Downer Davis <dkdjr071419@yahoo.com> Friday, May 6, 2022 7:07 AM Peter Gulbronson; George Shaw Lisa Schaaf; Fred Wasson; Christopher Koncul; Randy Richter Re: 1111 BAY STREET Tybee, like other municipalities, has dealt with easements and rights -of -ways where it was not clear who owned, maintained, and/or operated utilities and improvements within those easements. If the drainage easement Randy is now using is not a City of Tybee easement, I am recommending the City require documentation of the right for Randy's client to use it. If this drainage easement is not a City drainage easement, I'm not aware of Randy's client having the right to dump their (increased) stormwater runoff into it. If it's not a City easement, then my answer to Randy's question is; Yes, the entity with the right, responsibility and authority to allow for increased runoff in this drainage easement and determine any compensation for intitial permission and ongoing maintenance costs should be contacted. Realistically, I'm betting $10 against a donut hole that this drainage easement was not properly conveyed by deed and that each property owner with part of the drainage easement on their property is jointly and severally responsibility for maintenance. I hope not, but that's what I've found on many similar properties I've been involved in. If this is the case, then all downstream property owners would need to agree and consent in a manner suitable to Tybee. I need the City of Tybee to confirm they have documentation to their satisfaction of the Randy's client to use the ditch on the property and in the easement of others. I'm looking forward to the City advising me if and when they're satisfied with the right to use this drainage easement on the adjacent properties. I agree with Randy, that this is a reasonable route and will disturb less area and fewer property owners. The matter of the easement struck me while I was scanning this on my iPhone at the airport. I'll try to complete the technical review over the weekend. Downer On Thursday, May 5, 2022, 03:18:07 PM EDT, Randy Richter <rrichter@cci-say.com> wrote: Downer, Lisa Schaaf From: Sent: To: Cc: Subject: Downer Davis <dkdjr071419@yahoo.com> Monday, May 9, 2022 6:36 AM George Shaw; Randy Richter Lisa Schaaf; Christopher Koncul; Fred Wasson; Peter Gulbronson; Walter Hattrich Re: 1111 BAY STREET I have no comments regarding drainage design. I will prepare my concurrence letter and invoice by tomorrow morning. I'll gladly look over the plats when prepared. I've added Wally to this email chain, as my only concern is no sediment fencing shown along the north side of the proposed residence. I know at a minimum, there should be sediment fencing to protect the dunes. However, as the DNR has required sediment fencing to protect the marsh buffer, I believe they require it to protect the buffer. For the record, it's my belief a buffer is a best management tool to protect sensitive areas (marsh, dunes, wetlands, etc...) and protecting them is about as logical as protecting a construction exit. That's not a complaint or a recommendation; I just try to comply and provide review comments in line with the DNR as Tybee is their LIA for E&S. Whatever modification is required to provide sediment fencing between the land disturbance and the dunes can be determined by Tybee's enforcement and any participation by me is supporting such will not incur additional review expense. This review was strictly a drainage review. I'll gladly review W&S if requested. On Thursday, May 5, 2022, 02:31:20 PM EDT, Randy Richter <rrichter©cci-say.com> wrote: Hey Downer, So I received information from Peter on the Storm Sewer as well as provided additional topo from google and lidar contour information for the site. There is a drainage easement along the east side of the access drive on the adjoiners property, see attached plat of those lots. There is a ditch located within the easement that outlets to a 12 inch HDPE pipe that is connected to the storm inlet at the east side of the drive at Bay Street. I have modeled the proposed low depressional area that currently collects storm water and will continue to collect storm water in the proposed conditions, as a detention pond (So that staging can be more accurately determined and narrated in the report) with a 12 inch pipe that is routed to this ditch. There will be a orifice plate at the end section to control the 25 year and 100 year storm events to pre - construction conditions. Attached please find the revised plans and hydro report for your review. This eliminates ANY of 1 DAVIS ENGINEERING PO Box 1663 Tybee Island, Georgia 31328 May 10, 2022 George Shaw, Director of Community Development City of Tybee Island P.O. Box 2749 Tybee Island, GA 31328 Phone (912) 786-4573 Fax: (912) 786-9539 RE: 1111 Bay St. / Randy Richter Dear Mr. Shaw: My review is limited to land development activities. I have not attempted to duplicate the work of the Planning Commission or City staff with regard to setbacks, density, zoning, tree protection or subdivision regulation issues. To the best of my knowledge and belief, it is my opinion the proposed work complies with the drainage requirements of the Land Development Code of the City of Tybee Island. Any recommendations do not relieve the project of the requirement to obtain any other required permits, approvals, etc... by the GA D.O.T. or other governmental body or authority having jurisdiction over any portion of this project. Please contact me if you have any questions on this matter Sincerely, Downer K. Davis, Jr., P.E. 2220540C Required submittals: IIIID y Street address 1111 Bay Street Owner Architect or Engineer Contractor CITY OF TYBEE ISLAND Application for a New Construction Permit P.O. Box 2749 • 403 Butler Ave., Tybee Island, GA 31328 Phone 912.472.5033 • Fax 912.786.9539 — Lschaaf@cityoftybee.org pages 1 — 7 of permit application 2 sets building plans 1 copy REScheck or COMcheck 1 copy certified survey showing existing ground elevations, flood zone(s), and trees 1 set certified hydrology, drainage and erosion control plans $250 plan review fee (will be forfeited if project is abandoned) check # Lot 1-A & Lot 1-B NAME Curtis Howells PIN # 40021-16098 MAILING ADDRESS PHONE 537 Kings Way, Alma, AR 72921 Home: Cell: 479-650-7351 Fred Wasson 8709 Hurst Ave., Savannah, GA 31406 Office: 912-220-5394 Cell: Chris Koncul Construction, LLC P.O. Box 13921, Savannah, GA 31416 Office: 912-349-2158 co: 912-695-8925 Check all that apply: Details of project: 2 New Construction ❑ Other ❑ Commercial Build a new single family residence. • Residential • Single Family ❑ Duplex ❑ Multi -Family units Estimated cost of construction: $ 1,500,000.00 A copy of the contract may be requested. Construction type: 2 (select appropriate number below) wood frame 3. brick veneer 5. steel & masonry wood & masonry 4. masonry 6. other: Lot area 27,878 sq. ft. # buildings 1 # units 1 # floors 3 # bedrooms 5 # bathrooms 4.5 # of egresses 2 An elevator is not an accepted means of egress. Height 34' 11 3/4" Vertical distance is measured from the average adjacent grade of the lot to the extreme high point of the building (roof ridge, handrail, etc.), exclusive of chimneys, HVAC units, elevators, and similar appurtenances. Total heated/cooled square footage Base Flood Elevation 10.0 4593 sqft Flood Zone AE r VE) Design Flood Elevation (BFE + 1 -foot) As -built setbacks: Front 97' Rear 72' Sides (L) 18' Total driveway(s) width 12 & 14 feet Number of off-street parking spaces # of openings 1 Culvert? 2 No Number of trees to be removed A separate tree removal permit is required. 3 11.0 (R) 31' Swale? Yes, 2 3/10/2013 1 During construction on -site restrooms will be provided by BlueSite Solutions Construction debris will be disposed by Republic Services by means of Roll -Off Containers Section 22-169 — When active work ceases on the project for the day a SECURE COVER shall be placed over the dumpster or container so as to prevent trash or construction debris from being blown out. I understand that I must comply with zoning, erosion control, building, fire, shore protection, and wetland ordinances, FEMA regulations, and all other applicable codes and regulations. I understand a foundation survey and certification letter are required as soon as the foundation is in place to ensure that the setback requirements will be met. I understand an Elevation Certificate — Building Under Construction is required immediately after lowest floor or flood proofing is completed. I realize that an as -built survey, Elevation Certificate — Finished Construction, Breakaway Wall Certification, Recorded Nonconversion Agreement, Energy Code Compliance Certificate, tree mitigation, height certification, drainage certification, and site acceptance by the City will be required. I accept financial responsibility for any expenses the city incurs for third -party engineering services related to this project. I agree to construct/place all equipment such as air conditioning compressors, ducts, water heaters, furnaces, electrical outlets, etc., at or above the required Design Flood Elevation (Base Flood Elevation + 1 -foot). Projects must demonstrate they are in compliance with the City of Tybee Island Stormwater Management requirements as outlined in Article 16 of the Land Development Code. As part of the approval process, applicants must illustrate how these requirements will be met, including how stormwater naturally flowed on the property prior to any development activity, and what changes in stormwater flow will occur. A permit normally requires 7 to 10 •usiness da s to •rocess. Signature of applicant: Printed name: Christopher F. Koncul Date: 3/2/22 Zoning District Approved zoning action? Verified street address The following will be completed by City of Tybee Island personnel. Flood Zone BFE /0 r DFE 1 /- If new, has it been reported to MPC, CRC, etc.? Number of egresses? Average adjacent grade 4 / D feet Drainage and Erosion Control plans approved? /16 New Existing 1` Approval ig re Date Building Official Water/Sewer Vij`11+.- Public Works 6/fl4y Fire Chief Planning & Zoning FEES Permit Inspection fee Water Tap CC Recovery I Sewer Stub ',- Aid to Construction ngineering fee Plan review fee 02,50 .10 •-• TOTAL 0211 2 The following deficiencies are the most common on the projects in the City of Tybee Island. While the deficiencies are not necessarily the fault of the owner or his agent, they are their responsibilities. The two most common areas of deficiencies are for the two most basic BMPs on projects: Co — Construction Exit Sd1 — Sediment Barrier Correct installation information can be found in the Green Book and in the Field Manual for Erosion and Sediment Control in Georgia, which is available at: http://www.gaswcc.org/docs/field manual 4ed.pdf. The Georgia Soil and Water Conservation Commission is located at 4310 Lexington Road, P.O. Box 8024, Athens, Georgia, 30603. The telephone number is 706.542.3065. Their website is: http://gaswcc.georgia.00v/. Also see pages 9 through 12 of this packet. Attention to the Construction Exit is not limited to the installation, but must also include the material. Specifically, job site personnel are not checking to ensure the stone delivered is the 1.5 -inch to 3.5 -inch stone they requested. Gradations that are obviously smaller will not be tolerated. The smaller stone allows for a smoother surface with smaller voids, thereby reducing the function of the Construction Exit. Type A sediment barriers are not allowed where Type C is required as shown on the approved permit drawings. Where two rows are called for they will be installed with a separation that allows for the first one to fail (fall over) without impacting the second one. The complete assembly and installation must be compliant: steel or wood posts, post spacing, Type C or A, etc. Past violations have resulted in: 1) Sediment discharge from the site which causes unsightliness, inconvenience to others, unnecessary cleanup, and Violation Notices. 2) Increased maintenance efforts by the Department of Public Works on downstream lines. 3) Due to item 2, higher costs to island taxpayers. While these deficiencies are not the only ones, they are the most common. Heeding the above cautions should result in fewer infractions. Downer Davis City of Tybee Island Consulting Engineer SIGNATURE OF ACKNOWLEDGE Signature of contracto Printed name: Christopher F. Koncul February 2013 Date: 3/2/22 3 Water Tap and Sewer Stub Application Street address of project 1111 Bay Street Plumbing company Jake Patrick & Son Plumbing, Inc. Plumbing contact person & phone numbers Name of property owner(s) Curtis Howells Phone numbers of property owner(s) Details of project Residential X Jake Patrick Office: 912-667-5930 CeII: 912.663-7365 office cell 479-650-7351 Build a Single Family Home office cell Commercial Enter the required number of water taps/meters and sewer stubs: WATER TAP/METER SEWER STUB BACKFLOW PREVENTER Number Meter of Taps Size 1 3/4" 1" 1-1/2" 2" Number Stub of Stubs Size 1 4" 6" 8" NUMBER SIZE STEEL BOX 2" —WATTS 007 DBLE CHECK 2" - WATTS 009 RPZ 4" - WATTS 757 OSY DBLE CHECK 4" - WATTS 957 OSY RPZ 6" - WATTS 757 OSY DBLE CHECK 6" - WATTS 957 OSY RPZ 8" - WATTS 757 OSY DBLE CHECK 8" - WATTS 957 OSY RPZ Unauthorized use of water prior to installation of a water meter is prohibited. Installation of lines and meters are the responsibility of the owner/contractor. Contact the Water/Sewer Department at 912.472.5051 for line and tie-in locations and for inspections. Contact the Planning & Zoning Department at 912.472.5033 to arrange for water meter pick up. It is the responsibility of the owner to establish a water/sewer account with the City. An application and deposit are required. Contact 912.472.5025. Signature of owner: Printed name: Christopher F. Koncul for Curtis Howell Signature of contractor: Printed name: Christopher F. Koncul Date: 3/2/22 Date: 3/2/22 4 A SEPARATE PERMIT IS REQUIRED FOR INFRASTRUCTURE ALTERATIONS Any alteration to City owned streets, curbs, sidewalks, waterlines, sewer lines, drainage pipes, catch basins, or other elements of the City's infrastructure, requires a separate permit from the City, and an acknowledgement by the individual seeking to accomplish the alteration, that: a. The City's infrastructure will not be degraded in any way. b. All necessary safety precautions will be undertaken. c. The City will inspect the work in process and upon completion. d. The work will be accomplished to the City's satisfaction. e. The City shall be held harmless of any liability or damages of any variety. f. The individual has read applicable portion of the City's Code of Ordinance dealing with the alteration, and agrees to fully comply with such provisions. Will the proposed project at 1111 Bay Street street address of project ❑ Yes [a No Description of alteration: 1J t), txWc, 1-N require an infrastructure alteration permit? A site plan must be provided illustrating the planned alteration. City Design Standards and Specifications: Any alteration to the City's infrastructure shall be accomplished in such a fashion so as to restore the infrastructure to essentially the same condition that existed prior to the alteration, or to an improved condition, as determined by the City. Certification: I hereby acknowledge the above requirements, and certify that I will obtain a separate permit prior to performing any alteration in accordance with these provisions. Signature of contractor: ( �' / Date: 3/2122 Printed name: Christopher F. Koncul 5 CITY OF TYBEE ISLAND Temporary Electrical Service Affidavit Street address of project: 1111 Bay Street This notice is to confirm the understanding of the owner and contractor of the compliance requirement of the Georgia State Minimum Construction Codes. It is understood and agreed by the undersigned that the requested temporary electrical power is intended for the completion of the construction process and the testing of equipment installed within the structure. It is understood and agreed by the undersigned that the issuance of temporary power DOES NOT constitute the approval to occupy the structures. A Certificate of Occupancy must be issued by the City of Tybee Island prior to the structure being furnished and/or occupied. The owner and contractor are hereby held responsible for any violations to this policy. A violation of this policy may result in discontinuance of the electrical service. Temporary electrical service will be granted as an aid to complete construction only. It may be revoked as circumstances dictate. Means shall be provided to disconnect all conductors from the service -entrance conductors. NEC 230.70 State Energy Code Affidavit I hereby declare that the design and construction of the above referenced project is in compliance with the Georgia State Energy Code for Buildings, 2009 Edition, with Georgia Amendments. A Georgia Energy Code Compliance Certificate will be required at project completion. It is understood and agreed by the undersigned owner and contractor (if applicable) that the approval of the permit does not constitute a privilege to violate the Code and that any omission of or misrepresentation of fact, with or without intention, of the permit issued which was based on the approval of this application. The owner will be held responsible for insuring that all permits have been obtained and that all required inspections have been made. The owner will be held legally liable for any violations which may occur with or without his knowledge. The owner shall be allowed to request a Certificate of Occupancy when all inspections (building and site) have been approved. SIGNATURES for Temporary Electrical Service and State Energy Code AFFIDAVITS Signature of owner: Printed name: Christopher F. Koncul for Curtis Howell Date: 3/2/22 3/2/22 Signature of contractor: Date: Printed name: Christopher F. Koncul 6 Subcontractor List Street address of project: 1111 Bay Street Provide the company name, business type, address, contact person, and phone numbers of all subcontractors. The City of Tybee Island requires annual Contractor Registration for all contractors. 1. Company Jake Patrick & Son Plumbing, Inc Address 240 Heidt Road, Guyton, GA 31312 Contact person Jake Patrick Business type Plumbing CeII number 912-663-7368 Office number 912-667-5930 2. Company Joe Maxwell Electrical Company Business type Electrician Address 619 Rose Dhu Rd, Savannah, GA 31406 Contact person Joe Maxwell 3. Company Byrd Heating and Air Conditioning, Inc. Address 101 Central Junction Drive, Savannah, GA 31405 Contact person Sam Byrd 4. Company James Campbell Roofing Address 527 Tibet Ave., Apt. 7, Savannah, GA 31406 Contact person Mike Terry 5. Company M & B Port Drywall, LLC Address P.O. Box 16962, Savannah, GA 31406 Contact person Milton Barrera 6. Company GMR Construction, LLC Address 5 Pathfinder Way, Savannah, GA 31405 Contact person Ramiro Mejia-Gonzalez CeII number 912-313-3167 Office number 912-313-3167 Business type HVAC CeII number 912-313-1038 Office number 912-233-6764 Business type Roofing CeII number 912-572-1658 Office number 912-572-1658 Business type Interior Finishes Cell number 404-734-6715 Office number 404-734-6715 Business type Framing CeII number 912-665-1512 Office number 912-665-1512 Attach additional sheets if needed. 7 SAGIS Map Viewer 3/4/2022, 9:19:49 AM Effective Flood Zones (2018) AE - Inside the 100 year Flood Zone A - Inside the 100 year Flood Zone AE Floodway - Inside a Regulatory Floodway VE - Inside the 100 year Flood Zone w/ Velocity Hazard X_500 - Inside the 500 year Flood Zone X - Outside the 500 year Flood Zone 1:564 0 0 0.01 { L1 0 0-01 0.01 0.02 mi 0.02 km SAGIS SAG'S! EREScheck Software Version 4.7.1 ice Compliance Certificate Project Howells Beach Home Energy Code: Location: Construction Type: Project Type: Orientation: Conditioned Floor Area: Glazing Area Climate Zone: Permit Date: Permit Number: 2015 (MCC Savannah, Georgia Single-family New Construction Bldg. faces 135 deg. from North 4,593 ft2 24% 2 (1847 HDD) Construction Site: Bay street, Tybee (slang Ga Lot 5049 savannah, GA 31328 Owner/Agent: Compliance: Passes using performance alternative Compliance: 6.5% Better Than Code Envelope Assemblies Designer/Contractor: Fred Wasson Fred Wasson Residential Design 8709 HURST AVE Savannah, GA 31401 Assembly Gross Area Cavity or Cont. U -Factor UA Perimeter R -Value R -Value Wall 1: Wood Frame, 16" o.c. Orientation: Front Window 1: Vinyl/Fiberglass Frame:Double Pane with Low -E SHGC: 0.25 Orientation: Front Door 1: Glass SHGC: 0.25 Orientation: Front Wall 2: Wood Frame, 16" o.c. Orientation: Right side Window 2: Vinyl/Fiberglass Frame:Double Pane with Low -E SHGC: 0.25 Orientation: Right side Wall 3: Wood Frame, 16" o.c. Orientation: Back Window 3: Vinyl/Fiberglass Frame:Double Pane with Low -E SHGC: 0.25 Orientation: Back Door 2: Glass SHGC: 0.25 Orientation: Back Wall 4: Wood Frame, 16" o.c. Orientation: Left side 643 96 144 19.0 0.0 0.060 24 0.050 5 0.050 7 930 19.0 0.0 0.060 46 168 0.050 8 643 19.0 0.0 0.060 19 32 0.050 2 293 0.050 15 930 19.0 0.0 0.060 49 Project Title: Howells Beach Home Report date: 02/26/22 Data filename: C:\Users\wasso\Documents\Fred's Work\Projects\21-027 Curtis Howell\Howells Page 1 of 9 Rescheck\Howells Rescheck .rck — Assembly Gross Area Cavity Cont. or R -Value R -Value U"Factor UA Perimeter Window 4: Vinyl/Fiberglass Frame:Double Pane with Low -E SHGC: 0.25 Orientation: Left side Door 3: Glass SHGC: 0.25 Orientation: Left side Wall 5: Wood Frame, 16" o.c. Orientation: Front Window 5: Vinyl/Fiberglass Frame:Double Pane with Low -E SHGC: 0.25 Orientation: Front Wall 6: Wood Frame, 16" o.c. Orientation: Right side Window 6: Vinyl/Fiberglass Frame:Double Pane with Low -E SHGC: 0.25 Orientation: Right side Wall 7: Wood Frame, 16" o.c. Orientation: Back Window 7: Vinyl/Fiberglass Frame:Double Pane with Low -E SHGC: 0.25 Orientation: Back Door 4: Glass SHGC: 0.25 Orientation: Back Wall 8: Wood Frame, 16" o.c. Orientation: Left side Window 8: Vinyl/Fiberglass Frame:Double Pane with Low -E SHGC: 0.25 Orientation: Left side Ceiling 1: Flat Ceiling or Scissor Truss Ceiling 2: Flat Ceiling or Scissor Truss Floor 1: All -Wood Joist/Truss:Over Unconditioned Space Mechanical Equipment 88 22 0.050 0.050 1 4 540 13.0 0.0 0.082 35 108 0.050 5 285 13.0 0.0 0.082 22 14 0.050 1 540 13.0 0.0 0.082 31 116 0.050 6 43 0.050 2 285 13.0 0.0 0.082 22 16 0.050 1 1,129 38.0 0.0 0.030 34 1,732 38.0 0.0 0.030 52 2,861 38.0 0.0 0.026 74 Description Fuel type Efficiency Electric Central Air Forced Hot Air 14 SEER 0 AFUE Compliance Statement: The proposed building design described here is consistent with the building plans, specifications, and other calculations submitted with the permit application. The proposed building has been designed to meet the 2015 IECC requirements in REScheck Version 4.7.1 and to comply with the mandatory requir ents listedn the RESc*eck Inspection Checklist. Fred Wasson - Designer Name - Title Signature a4'/t" 02-26-22 Date Project Title: Howells Beach Home Report date: 02/26/22 Data filename: C:\Users\wasso\Documents\Fred's Work\Projects\21-027 Curtis Howell\Howells Page 2 of 9 Rescheck\Howells Rescheck .rck Additional Comments/Assumptions: L�J REScheck Software Version 4.x'.1 Inspection Checklist Energy Code: 2015 IECC Requirements: 0.0% were addressed directly in the REScheck software Text in the "Comments/Assumptions" column is provided by the user in the REScheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. Section. Pre-Inspection/Plan Review & Req.I D: . . . . .. . . . . . . . . . . .. ... . . . . . . . 103.1, Construction drawings and 103.2 documentation demonstrate [MU]1 energy code compliance for the building envelope. Thermal envelope represented on construction documents. 103.1, Construction drawings and 103.2, documentation demonstrate 403.7 energy code compliance for [PR3]1 lighting and mechanical systems. Systems serving multiple dwelling units must demonstrate compliance with the IECC Commercial Provisions. 302.1, Heating and cooling equipment is Heating: 403.7 sized per ACCA Manual S based Btu/hr [PR2]: on loads calculated per ACCA Cooling: Manual J or other methods Btu/hr approved by the code official. Plans: Verified Value, Field Verified Value Heating: Btu/hr Cooling: Btu/h r Complies" ❑Complies ❑Does Not ['Not Observable ❑Not Applicable ❑Complies ❑Does Not ❑Not Observable ❑Not Applicable mmertts/A umptions ❑Complies ❑Does Not ❑Not Observable ❑Not Applicable I1 LHigh Impact (Tier 1) ;Medium Impact (Tier 2) 3 jLow Impact (Tier 3) Project Title: Howells Beach Home Report date: 02/26/22 Data filename: C:\Users\wasso\Documents\Fred's Work\Projects\21-027 Curtis Howell\Howells Page 3 of 9 Rescheck\Howells_Rescheck .rck — — Section: #. i Foundation: Inspection ri RegJD 303.2;1 A protective covering is installed to {FO1.?j? protect exposed exterior insulation ar and extends a minimum of 6 in. below grade. 403,9 Snow- and ice -melting system controls [F012? installed. Complies? ❑Complies ❑Does Not ❑Not Observable ENot Applicable ❑Complies ❑Does Not ['Not Observable ❑Not Applicable • Comments/Assumptions Additional Comments/Assumptions: 1 i High Impact (Tier 1) Medium Impact (Tier 2) Low Impact (Tier 3) Project Title: Howells Beach Home Report date: 02/26/22 Data filename: C:\Users\wasso\Documents\Fred's Work\Projects\21-027 Curtis Howell\Howells Page 4 of 9 Rescheck\Howells_Rescheck .rck — — Section # ;Framing / Rough -In Inspection & Req.ID 402.1.1, Glazing U -factor (area -weighted 402.3.1, average). 402.3.3, 402.5 [FR2]1 402.1.1, 402.3.2, 402.3.3, 402.5 [FR3]1 Glazing SHGC value (area - weighted average). Plans Verified Value Field Verified Value SHGC: SHGC: 303.1.3 U -factors of fenestration products [FR4]1 are determined in accordance with the NFRC test procedure or Laken from the default table. 402.4.1.1 [FR23]1 Air barrier and thermal barrier installed per manufacturer's instructions. 402.4.3 Fenestration that is not site built [FR20]1 is listed and labeled as meeting AAMA /WDMA/CSA 101/I.5.2/A440 or has infiltration rates per NFRC 400 that do not exceed code limits. 402.4.5 IC -rated recessed lighting fixtures [FR1612 sealed at housing/interior finish and labeled to indicate s2.0 cfm leakage at 75 Pa. 405.2 All ducts in unconditioned spaces [FR25]1 or outside the building envelope are insulated to ?R-6. 403.3.5 Building cavities are not used as [FR15]3 ducts or plenums. R- Complies? Comments/Assumptions ❑ Complies ❑ Does Not ❑Not Observable ❑Not Applicable ❑Complies ❑Does Not ❑Not Observable ❑Not Applicable See the Envelope Assemblies table for values. See the Envelope Assemblies table for values. ❑Complies Does Not [Not Observable ❑Not Applicable ❑Complies ❑Does Not ❑Not Observable ❑Not Applicable ❑Complies ❑Does Not ❑Not Observable :Not Applicable ❑Complies ❑Does Not ENot Observable ❑Not Applicable ❑Complies EDoes Not [Not Observable ❑Not Applicable ❑Complies ❑ Does Not ❑ Not Observable ❑ Not Applicable 403.4 HVAC piping conveying fluids [FR1712 above 105 °F or chilled fluids below 55 °F are insulated to >—R- 3. 403.4.1 Protection of insulation on HVAC [FR24]1 piping. 403.6 Automatic or gravity dampers are [FR1912 installed on all outdoor air intakes and exhausts. R - ❑Complies ❑ Does Not ❑Not Observable ❑ Not Applicable ❑Complies EDoes Not ['Not Observable ❑Not Applicable ❑ Complies EDoes Not ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 1 j High Impact (Tier 1) 2 Medium Impact (Tier 2) 3 1Low Impact (Tier 3) Project Title: Howells Beach Home Report date: 02/26/22 Data filename: C:\Users\wasso\Documents\Fred's Work\Projects\21-027 Curtis Howell\Howells Page 5 of 9 Rescheck\Howells Rescheck .rck — — Section # Insulation Inspection & Re.q.ID 303.1. All installed insulation is labeled ❑Complies [1N13z or the installed R -values ❑Does Not provided. Plans Verified. Value Field. Verified E Value complies? 402.1.1, Floor insulation R -value. 402.2.6 [IN1]1 ❑ Wood ❑ Steel 303.2, Floor insulation installed per 402.2.7 manufacturer's instructions and [IN2]1 in substantial contact with the a.a= underside of the subfloor, or floor framing cavity insulation is in contact with the top side of sheathing, or continuous insulation is installed on the underside of floor framing and extends from the bottom to the top of all perimeter floor framing members. 402.1.1, Wall insulation R -value. If this is a 402.2.5, mass wall with at least V2 of the 402.2.6 wall insulation on the wall [IN3]1 exterior, the exterior insulation tit requirement applies (FR10). R- ❑ Wood ❑ Mass ❑ Steel 303.2 Wall insulation is installed per [IN4]1 manufacturer's instructions. R- ❑ Wood ❑ Steel R- ❑ Wood ❑ Mass ❑ Steel .Conn tints/Assumptions ❑Not Observable ❑Not Applicable ❑Complies ❑Does Not ❑Not Observable ❑Not Applicable See the Envelope Assemblies table for values. ❑Complies ❑Does Not ENot Observable ❑Not Applicable ❑Complies ❑ Does Not [Not Observable ❑Not Applicable See the Envelope Assemblies table for values. ❑Complies ❑Does Not ❑ Not Observable ❑Not Applicable Additional Comments/Assumptions: 1 !High Impact (Tier 1) Medium Impact (Tier 2) 'Low Impact (Tier 3) Project Title: Howells Beach Home Report date: 02/26/22 Data filename: C:\Users\wasso\Documents\Fred's Work\Projects\21-027 Curtis Howell\Howells Page 6 of 9 Rescheck\Howells_Rescheck .rck — — action I # ! Finai Inspection Provisions & Req.l 402.1.1, Ceiling insulation R -value. 402.2.1, 402.2.2, 402.2.6 [F!1]1 Plans Verified Value Field :Verified Value Complies? ! Comnlents/Assumptions. 303.1.1.1, Ceiling insulation installed per 303.2 manufacturer's instructions. [F1211 Blown insulation marked every 300 ft2. 4.Q2 2.3 Vented attics with air permeable IF122}2 insulation include baffle adjacent to soffit and eave vents that extends over insulation. 402.4.1.2 Blower door test @ 50 Pa. <=5 [F117]1 ach in Climate Zones 1-2, and <=3 ach in Climate Zones 3-8. R- R- ❑ Wood ❑ Wood ❑ Steel ❑ Steel ACH 50 = 403.3.4 Duct tightness test result of <=4 cfm/100 [FI4]1 cfm/100 ft2 across the system or ft2 <=3 cfm/100 ft2 without air handler @ 25 Pa. For rough -in tests, verification may need to occur during Framing Inspection. 403.3.3 Ducts are pressure tested to [FI27]1 determine air leakage with • ft2 either: Rough -in test: Total leakage measured with a pressure differential of 0.1 inch w.g. across the system including the manufacturer's air handler enclosure if installed at time of test. Postconstruction test: Total leakage measured with a pressure differential of 0.1 inch w.g. across the entire system including the manufacturer's air handler enclosure. 403.3.2.1 Air handler leakage designated [F124]1 by manufacturer at <=2% of design air flow. 403 1.1 Programmable thermostats {FI9P installed for control of primary heating and cooling systems and initially set by manufacturer to code specifications. 403.1 .2 Heat pump thermostat installed fF110]a on heat pumps. 403.5.1 Circulating service hot water (FikL]z systems have automatic or accessible manual controls. cfm/100 ACH 50 = ft2 ❑Complies ❑Does Not ❑Not Observable ❑Not Applicable ❑Complies ❑Does Not Not Observable ❑Not Applicable ❑Complies ❑Does Not ['Not Observable ENot Applicable ❑Complies ❑Does Not ['Not Observable L]Not Applicable cfm/100 ❑Complies ❑Does Not [Not Observable ❑Not Applicable cfm/100 ❑Complies ft2 ❑Does Not ❑Not Observable ❑Not Applicable 408.6.1 All mechanical ventilation system {F125]' fans not part of tested and listed HVAC equipment meet efficacy and air flow limits. ❑Complies ❑Does Not ❑Not Observable ❑Not Applicable ❑Complies EDoes Not ❑Not Observable ❑Not Applicable ❑Complies ❑Does Not ❑Not Observable DNot Applicable See the Envelope Assemblies table for values. ❑Complies ❑Does Not ❑Not Observable ❑Not Applicable ❑Complies ❑Does Not ❑Not Observable ❑Not Applicable 11 ;High Impact (Tier 1) 2 ` .. ___.._ 3 I Low Impact (Tier 3) Project Title: Howells Beach Home Report date: 02/26/22 Data filename: C:\Users\wasso\Documents\Fred's Work\Projects\21-027 Curtis Howell\Howells Page 7 of 9 Rescheck\Howells_Rescheck .rck — — Medium Impact (Tier 2) 404.1 [F16]1 Section Final inspection Provisions eq,I D Plans Verified Field Verified Value Value 403:2 Hot water boilers supplying heat [F12612. through one- or two -pipe heating systems have outdoor setback control to lower boiler water temperature based on outdoor temperature. 4,03.5.1.1 Heated water circulation systems [F128J3 have a circulation pump. The system return pipe is a dedicated return pipe or a cold water supply pipe. Gravity and thermos - syphon circulation systems are not present. Controls for circulating hot water system pumps start the pump with signal for hot water demand within the occupancy. Controls automatically turn off the pump when water is in circulation loop is at set -point temperature and no demand for hot water exists. Comon i Comments/Assumptions ❑Complies ❑Does Not ❑Not Observable ❑Not Applicable ❑Complies EDoes Not ['Not Observable ❑Not Applicable 403.5.1.;2 Electric heat trace systems es z ❑Complies iF129j comply with IEEE 515.1 or UL ❑Does Not 515. Controls automatically adjust the energy input to the heat tracing to maintain the desired water temperature in the piping. 403.5.2 Water distribution systems that [F13012 have recirculation pumps that pump water from a heated water supply pipe back to the heated water source through a cold water supply pipe have a demand recirculation water system. Pumps have controls that manage operation of the pump and limit the temperature of the water entering the cold water piping to 104°F. 03.5.4 Drain water heat recovery units F131,12 tested in accordance with CSA B55.1. Potable water -side pressure loss of drain water heat recovery units < 3 psi for individual units connected to one or two showers. Potable water- side pressure loss of drain water heat recovery units < 2 psi for individual units connected to three or more showers. 75% of lamps in permanent fixtures or 75% of permanent fixtures have high efficacy lamps. Does not apply to low -voltage lighting. 404.1.1 Fuel gas lighting systems have [F12313 no continuous pilot light. 401.3 Compliance certificate posted. 1F171? ❑Not Observable ❑ Not Applicable ❑Complies LDoes Not ❑ Not Observable ❑Not Applicable ❑Complies ❑Does Not ❑Not Observable ❑Not Applicable ❑Complies ❑Does Not (]Not Observable ❑Not Applicable ❑Complies ❑Does Not []Not Observable '❑Not Applicable ❑Complies DDoes Not ]Not Observable ❑Not Applicable 1 .High Impact (Tier 1) . 2 j Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Howells Beach Home Report date: 02/26/22 Data filename: C:\Users\wasso\Documents\Fred's Work\Projects\21-027 Curtis Howell\Howells Page 8 of 9 Rescheck\Howells_Rescheck .rck — — Section find Inspection Provisions & Req.lD 303.3 Manufacturer manuals for [F118]3 mechanical and water heating systems have been provided. Additional Comments/Assumptions: 1 i High Impact (Tier 1) Plans Verified Value Field Verified Value Complies? ❑complies ❑Does Not :[:]Not Observable V❑Not Applicable convnents/Assumptions. !Medium Impact (Tier 2) f 3 I Low Impact (Tier 3) Project Title: Howells Beach Home Report date: 02/26/22 Data filename: C:\Users\wasso\Documents\Fred's Work\Projects\21-027 Curtis Howell\Howells Page 9 of 9 Rescheck\Howells_Rescheck .rck — — 2O151ECC Energy r;i01 Efficiency Certificate Insulation Rating R -Value Above -Grade Wall Below -Grade Wall Floor Ceiling / Roof Ductwork (unconditioned spaces): Glass & Door Rating Window Door 19.00 0.00 38.00 38.00 U -Factor SHGC 0.05 0.05 0.25 0.25 Heating & Cooling Equipment Efficiency Electric Central Air Forced Hot Air Water Heater: Name: Comments 14 SEER 0 AFUE Date: CITY OF TYBEE ISLAND BUILDING PERMIT DATE ISSUED: WORK DESCRIPTION WORK LOCATION OWNER NAME ADDRESS CITY STATE ZIP CONTRACTOR NAME ADDRESS CITY STATE ZIP FLOOD ZONE SQ FT TOTAL FEES CHARGED PROPERTY IDENTIFICATION # PROJECT VALUATION 05/19/2022 NEW SINGLE FAMILY HOME 1111D BAY STREET CURTIS HOWELLS CHRIS KONCUL CONSTRUCTION 0 MORTAR AVE TYBEE ISLAND GA 31328 4,593 $21,207.25 40021 16098 $1,500,000.00 PERMIT #: 220270 TOTAL BALANCE DUE:$21,207.25 It is understood that if this permit is granted the builder will at all times comply with the zoning, subdivision, flood control, building, fire, soil and sedimentation, wetlands, marshlands protection and shore protections ordinance and codes whether local, state or federal, including all environmental laws and regulations when applicable, subsequent owners should be informed that any alterations to the property must be approved by the issuance of another building permit. Permit holder agrees to hold the City of Tybee Island harmless on any construction covered by this permit. This permit must be posted in a conspicuous location in front of building and protected from the weather. If this permit is not posted work will be stopped. The building contractor will replace curb paving and gutter broken during construction. This permit will be voided unless work has begun within six months of the date of issuance. Signature of Authorized Agent: P.O. Box 2749 * 403 Butler Avenue, Tybee Island, Georgia 31328 (912) 472-5033 - FAX (912) 786-9539 lschaaf@cityoftybee.org Lisa Schaaf From: Sent: To: Cc: Subject: Attachments: Lisa L. Schaaf Community Development Planning and Zoning 912-472-5033 Lisa Schaaf Tuesday, September 5, 2023 9:24 AM Ricky Goodman; Joel Rodriguez Nalene E. Conway WATER METER RELEASE 1111D BAY ST.pdf City of Tybee Island 403 Butler Avenue -PO Box 2749 Tybee Island, GA 31328 lschaaf@cityoftybee.org Lisa Schaaf From: Sent: To: Subject: Downer Davis <dkdjr071419@yahoo.com> Friday, September 8, 2023 4:40 PM Lisa Schaaf; George Shaw; Chris Koncul Re: FW: 1111 Bay Street - Curtis Howells RE Chris's statement: ".... My project foreman, Robert Bayles, spoke with Mr. Davis yesterday and it's Robert's understanding that we are good to go on the drainage provided that we will obtain an as -built drainage plan by Coleman Engineering for you to review after all the improvements have been implemented....." WRONG! said I'd try to get by and look at it, but the changes would have to be submitted by the engineer. Most importantly, I advised that the blockage added in a swale required verification by the engineer, with any modifications to design made to maintain required capacity. told Robert I'd have to review it. I did not advise the changes were "good to go". Based on my experience with Clyde and the Coleman Company, this should not take long to resolve. Downer Sent from Yahoo Mail for iPhone On Friday, September 8, 2023, 16:27, Lisa Schaaf <Ischaaf@cityoftybee.gov> wrote: Did George forward you this one? Lisa L. Schaaf Community Development Planning and Zoning 912-472-5033 City of Tybee Island 403 Butler Avenue -PO Box 2749 Tybee Island, GA 31328 Ischaaf@cityoftybee.org<mailto:Ischaaf@cityoftybee.org> [cid:image001.jpg@01D9E271.428710B0] From: Christopher Koncul<chris.koncul@konculconstruction.com> Sent: Thursday, September 7, 2023 4:06 PM To: George Shaw <gshaw@cityoftybee.gov> Cc: Lisa Schaaf <Ischaaf(a cityoftybee.gov> Subject: Re: FW: 1111 Bay Street - Curtis Howells Hi George and Lisa, 1 We will be submitting this permit application tomorrow morning. I just finished filling it out. Regina will be dropping off the check, plans, and permit application to you. My project foreman, Robert Bayles, spoke with Mr. Davis yesterday and it's Robert's understanding that we are good to go on the drainage provided that we will obtain an as -built drainage plan by Coleman Engineering for you to review after all the improvements have been implemented. To add Clyde Griffin is our site work grading and drainage contractor and he is also a professional engineer (PPE). Thank you both in advance. Chris K Sincerely, Christopher F. Koncul, Owner [https://ci3.googleusercontent.com/mai I-sig/AIorK4z02-U F-VLgSp3JSy89J2W6sXPr3KF3rL4g- VRXEQvYGG M4_bby2TtvyXBHj9g8FnS8YaAU9fU] 15 Lake Street, Suite 230 Savannah, GA 31411 0: 912-349-2158 C: 912-695-8925 Chris.Koncul@konculconstruction.com <mailto:Chris.Koncul@konculconstruction.com> www.KonculConstruction.com <http://www.KonculConstruction.com> On Tue, Aug 29, 2023 at 8:58 AM George Shaw <gshaw@cityoftybee.gov<maiito:gshaw@cityoftybee.gov» wrote: From: Downer Davis <dkdjr071419@yahoo.com<mailto:dkdjr071419@yahoo.com» Sent: Tuesday, August 29, 2023 8:54 AM To: George Shaw <gshaw@cityoftybee.Rov<mailto:gshaw@cityoftybee.gov» Cc: Lisa Schaaf<Ischaaf@cityoftybee.gov<mailto:Ischaaf@cityoftybee.gov» Subject: Re: 1111 Bay Street - Curtis Howells George, The drainage plan Randy sent on 04.12.2022 showed runoff flowing over the area of the proposed bocce ball court into a drainage swale running somewhere near the area of the bocce ball court and the driveway I recommend the drainage plan be updated to assure that runoff from the west neighbor, shown to flow across the bocce ball area, will not be blocked, and that the cross-section of the proposed drainage swale is not impacted. Similarly, the proposed pickle ball court is in an area that Randy showed sheet drainage from the west flowing diagonally across the area of the proposed pickle ball court. I know enough about pickle ball to know they're not going to allow runoff across their court. I haven't played bocce ball in years and only on Tybee's beach. I have no knowledge of how they're built. it's my opinion the drainage plan should be updated to reflect these additions to the site plan. 2 Downer On Monday, August 28, 2023 at 01:25:04 PM EDT, George Shaw <gshaw@cityoftybee.gov<mailto:gshaw@cityoftybee.gov» wrote: I forgot to mention the pickleball court? It is to the south of the house and is impervious. From: Christopher Koncul <chris.koncul@konculconstruction.com<mailto:chris.koncul@konculconstruction.com» Sent: Monday, August 28, 2023 1:17 PM To: George Shaw <gshaw@cityoftybee.gov<mailto:gshaw@cityoftybee.gov» Subject: 1111 Bay Street - Curtis Howells Hi George, Let's discuss this when you get a chance. Sincerely, Christopher F. Koncul, Owner [Image removed by sender.] 15 Lake Street, Suite 230 Savannah, GA 31411 0: 912-349-2158 C: 912-695-8925 Chris.Koncul@konculconstruction.com <mailto:Chris.Koncul@konculconstruction.com> www.KonculConstruction.com <http://www.KonculConstruction.com> 3 Lisa Schaaf From: Sent: To: Cc: Subject: Downer Davis <dkdjr071419@yahoo.com> Thursday, September 28, 2023 8:33 AM Randy Richter Christopher Koncul; George Shaw; Lisa Schaaf; Peter Gulbronson Re: 1111 Bay Street First, as I opened this project file again, I saw that the email I was responding to does show only Randy, Chris and me in the loop: Randy Richter <rrichter@cci-say.com> To:Downer Davis Cc: Christopher Koncul Wed, Sep 27 at 8:03 AM Hope this doesn't happen again. Chris, The Bocce Ball area is in a different location than I previously understood it. The only comment i have is the proposed 6.8 swale invert SE of the pickieball S66'39'27"V court. 7,2 6.8 6.7 6.7 z J 0 6.9 1 It and maybe 10' downstream appear to be higher than the elevation at the property line. If this could be lowered, the potential for runoff onto the property of others would be lowered. GEORGE & PETER, The piping of the downstream ditch calls for grading to drain to the road inlet, which follows the original drainage pattern. As this offsite improvement was not to detail, I'd recommend the City inspect it prior to closing this project out. I'II assist if requested. Downer On Wednesday, September 27, 2023 at 01:50:53 PM EDT, Randy Richter <rrichter@cci-say.com> wrote: George, See the Email Chain Below. RANDALL RICHTER, PE, PLS o 912-200-3041 f 912-200-3056 rrichter@cci-say.com COLEMANEN01NERSCO•svrvMPANY From: Downer Davis <dkdjr071419@yahoo.com> Sent: Wednesday, September 27, 2023 10:34 AM To: Randy Richter <rrichter@cci-say.com> Cc: Christopher Koncul<chris.koncul@konculconstruction.com>; George Shaw <gshaw@cityoftybee.gov>; Lisa Schaaf <Ischaaf@cityoftybee.gov> Subject: Re: 1111 Bay Street Randy, 2 Working off cell ph this morning. Plz resend, addressed to George Shaw with Lisa Schaff copied. I've got 3,ahead of it, so it'll likely be at least tomorrow. Downer Sent from Yahoo Mail for iPhone On Wednesday, September 27, 2023, 08:03, Randy Richter <rrichterCa�cci-say.com> wrote: Good Morning Downer, So it is my understanding that the builder has reached out to you regarding this project due to the drainage design being altered from the initial approval with the addition of a Boccie Ball court and Pickleball Court. The attached plan reflects the final conditions of the site once completed. I know that in the past your concerns are that the we are not allowing any drainage to be pushed onto neighboring properties. With the attached plan all of the on -site created stormwater is collected and routed to the street storm sewer system as originally designed and approved. Please have a look and let me know if you have any questions. RANDALL RICHTER, PE, PLS Sr. Project Manager COLEMAN COMPANY ENGINEERS•SURVEVORS COLEMAN COMPANY, INC. 1480 Chatham Parkway, Suite 100 Savannah, Georgia 31405 0 912-200-3041 f 912-200-3056 rrichter@cci-say.com 3 Lisa Schaaf From: Randy Richter <rrichter@cci-say.com> Sent: Thursday, September 28, 2023 9:48 AM To: Downer Davis Cc: Christopher Koncul; George Shaw; Lisa Schaaf; Peter Gulbronson Subject: RE: 1111 Bay Street Attachments: HOWELL BAY STREET 092823.pdf Downer, As a wise man once told me, choose your battles. I have attached a revised plan lowering this ditch slightly so that there should be no drainage leaving our site onto the adjoiner. 1 'OR ;LPBAY 1632 1'8 BFetClt x err �\ ✓ \ LI414MV+.? TnILNJ� ■ r r ✓ • i \ rrr/ �, ,` , r \ /'`NA" • \ x 7,3 • f • 6,9 \ J' 1IN 7.5) • • 17.1 iCPE N-12 P v a.1S7G 7sure • • r i—� 9.0 x 7-6 /• Is L '''-` 4, —'f /'i 1`, x 7.5 x 6.5 \ x 153 6.18 RANDALL RICHTER, PE, PLS o 912-200-3041 f 912-200-3056 rrichter@cci-say.com TAX PAA(1O, 40071 1011—C MET #1 0.278 • #W • 7.8 9.2\ x 7.5 x 7.6 55%26' P EL_ 7,50 7.51 x 7.e / x 7.3 LEBALL MONTI 7-2 0 6.9 U 6.9 6. 6.8 EDGE Cr CONCRETE 6,34 1A1! PANEL •r 1 1&LOSB 1801 Off ITIE 1b1 C PriT 1 IHY(:QPIA.$T TC. 6.9 WY. 3.8 2 1 COLEMAN COMRANI( ENGINEERS• SURVEYORSilliftzzat From: Downer Davis <dkdjr071419@yahoo.com> Sent: Thursday, September 28, 2023 9:04 AM To: Randy Richter <rrichter@cci-say.com> Cc: Christopher Koncul<chris.koncul@konculconstruction.com>; George Shaw <gshaw@cityoftybee.gov>; Lisa Schaaf <Ischaaf@cityoftybee.gov>; Peter Gulbronson <peter.gulbronson@cityoftybee.gov> Subject: Re: 1111 Bay Street Randy, Let's try this again as I may not have been correct on the compass last time. In the SOUTHwest area of the pickleball court r • dir x 7.3 x 7,5 x 7,6 7.2 71 / 6.8 NYLOPLAST TC, 6.9 IN V. 3.8 6.7 6, 7 z - J 0 0 6.9 Loo- k to the right/west of the 6.8 proposed upstream end of your swale. It's higher than the 6.8 just right/west on the property line. Interpolating, you'll have a section downstream for 10 or so feet that will also be higher than the 6.7's on the property line. 3 Lisa Schaaf From: Sent: To: Cc: Subject: Downer Davis <dkdjr071419@yahoo.com> Thursday, September 28, 2023 10:07 AM Randy Richter Christopher Koncul; George Shaw; Lisa Schaaf; Peter Gulbronson Re: 1111 Bay Street As for battles I hate when we're not on the same page. Your revision satisfies my comment. Outside of the scope, but if there's any confusion I'd like to understand it. George, I'll send in updated concurrence and invoice later. As Peter advised he'll inspect the finished project, I'm not aware of any further action needed from me. Chris, Lotta stuff "looks good on paper", and not just limited to civil&landscape drawings. Ben Gay (HGBD) once said that you never get the plans perfect. At some point both the engineer and permitter agree it's close enough, and the owner gets to start their project. Downer Sent from Yahoo Mail for iPhone On Thursday, September 28, 2023, 09:47, Randy Richter <rrichter@cci-say.com> wrote: Downer, As a wise man once told me, choose your battles. I have attached a revised plan lowering this ditch slightly so that there should be no drainage leaving our site onto the adjoiner. 1 Lisa Schaaf From: Sent: To: Cc: Subject: George, Downer Davis <dkdjr071419@yahoo.com> Tuesday, August 29, 2023 8:54 AM George Shaw Lisa Schaaf Re: 1111 Bay Street - Curtis Howells The drainage plan Randy sent on 04.12.2022 showed runoff flowing over the area of the proposed bocce ball court into a drainage swale running somewhere near the area of the bocce ball court and the driveway I recommend the drainage plan be updated to assure that runoff from the west neighbor, shown to flow across the bocce ball area, will not be blocked, and that the cross-section of the proposed drainage swale is not impacted. Similarly, the proposed pickle ball court is in an area that Randy showed sheet drainage from the west flowing diagonally across the area of the proposed pickle ball court. I know enough about pickle ball to know they're not going to allow runoff across their court. I haven't played bocce ball in years and only on Tybee's beach. I have no knowledge of how they're built. it's my opinion the drainage plan should be updated to reflect these additions to the site plan. Downer On Monday, August 28, 2023 at 01:25:04 PM EDT, George Shaw <gshaw@cityoftybee.gov> wrote: I forgot to mention the pickieball court? It is to the south of the house and is impervious. From: Christopher Koncul<chris.koncul@konculconstruction.com> Sent: Monday, August 28, 2023 1:17 PM To: George Shaw <gshaw@cityoftybee.gov> Subject: 1111 Bay Street - Curtis Howells Hi George, Let's discuss this when you get a chance. 1 CITY OF TYBEE ISLAND BUILDING PERMIT [1,0 DATE ISSUED: WORK DESCRIPTION WORK LOCATION OWNER NAME ADDRESS CITY STATE ZIP CONTRACTOR NAME ADDRESS CITY STATE ZIP FLOOD ZONE SQ FT TOTAL FEES CHARGED PROPERTY IDENTIFICATION # PROJECT VALUATION 8/51.20a3 NEW SINGLE FAMILY HOME 1111D BAY STREET CURTIS HOWELLS CHRIS KONCUL CONSTRUCTION 0 MORTAR AVE TYBEE ISLAND GA 31328 4,593 $21,207.25 40021 16098 $1,500,000.00 - 1" rlle;ler PERMIT #: 220270 It is understood that if this permit is granted the builder will at all times comply with the zoning, subdivision, flood control, building, fire, soil and sedimentation, wetlands, marshlands protection and shore protections ordinance and codes whether local, state or federal, including all environmental laws and regulations when applicable, subsequent owners should be informed that any alterations to the property must be approved by the issuance of another building permit. Permit holder agrees to hold the City of Tybee Island harmless on any construction covered by this permit. This permit must be posted in a conspicuous location in front of building and protected from the weather. If this permit is not posted work will be stopped. The building contractor will replace curb paving and gutter broken during construction. This permit will be voided unless work has begun within six months of the date of issuance. S ignature of Authorized Agent: P.O. Box 2749 * 403 Butler Avenue, Tybee Island, Georgia 31328 (912) 472-5033 - FAX (912) 786-9539 lschaaf&cityoftybee.org CITY OF TYBEE ISLAND Application for a New Construction Permit P.O. Box 2749 • 403 Butler Ave., Tybee Island, GA 31328 Phone 912.472.5033 • Fax 912.786.9539 — Lschaaf@cityoftybee.org pages 1 — 7 of Required submittals: / 2 sets building pla sit application _L 1 copy REScheck or COMcheck 1 copy certified survey showing existing ground elevations, flood zone(s), and trees 1 set certified hydrology, drainage and erosion control plans $250 plan review fee (will be forfeited if project is abandoned) check # Street address 1111 Bay Street Lot 1-A & Lot 1-B Owner NAME MAILING ADDRESS Curtis Howells 537 Kings Way, Alma, AR 72921 PI 40021-16098 Architect or Engineer Fred Wasson 8709 Hurst Ave., Savannah, GA 31406 0\4) PHONE Home: Cell: 479-650-7351 Office: 912-220-5394 Cell: Contractor Chris Koncul Construction, LLC P.O. Box 13921, Savannah, GA 31416 Office: 912349-2158 CeII: 912-695-8925 Check all that apply: Details of project: 2 New Construction El Other ❑ Commercial Residential VI Single Family ❑ Duplex ❑ Multi -Family units 'Build-a-new-single-family-rersidenee. Add automated Gate with 2 pillars at front entr y - $25,000; Add Trellis -Arbor per plans - • $13,680; and Add 26 x 55ft Picklebalt Court - $13,500. Estimated cost of construction: $ 1,500,000.00 !$52,180.00 A copy of the contract maybe requested. Construction type: 2 (select appropriate number below) 3. brick veneer 5. steel & masonry 4. masonry 6. other: owoodframe wood & masonry Lot area 27'878 sq. ft. 1 # floors 3 #buildings 1 # units # bedrooms 5 # bathrooms 4.5 # of egresses 2 An elevator is not an accepted means of egress. Height 34' 11 3/4" Vertical distance is measured from the average adjacent grade of the lot to the extreme high point of the building (roof ridge, handrail, etc.), exclusive of chimneys, HVAC units, elevators, and similar appurtenances. Total heated/cooled square footage 4593 sqft Flood Zone AE r VE) Base Flood Elevation 10.0 Design Flood Elevation. (BFE + 1 -foot) 11.0 As -built setbacks: Front 97' Total driveway(s) width 12 & 14 feet Number of off-street parking spaces Rear 72' # of openings 2 Sides (L) 18' 1 (R) 31' Culvert? No Swale? Yes, 2 Number of trees to be removed A separate tree removal permit is required. 1 3 3/10/2013 During construction on -site restrooms will be provided by BlueSite Solutions Construction debris will be disposed by Republic Services by means of Roll -Off Containers Section 22-169 — When active work ceases on the project for the day a SECURE COVER shall be placed over the dumpster or container so as to prevent trash or construction debris from being blown out. I understand that I must comply with zoning, erosion control, building, fire, shore protection, and wetland ordinances, FEMA regulations, and all other applicable codes and regulations. I understand a foundation survey and certification letter are required as soon as the foundation is in place to ensure that the setback requirements will be met. I understand an Elevation Certificate — Building Under Construction is required immediately after lowest floor or flood proofing is completed. I realize that an as -built survey, Elevation Certificate — Finished Construction, Breakaway Wall Certification, Recorded Nonconversion Agreement, Energy Code Compliance Certificate, tree mitigation, height certification, drainage certification, and site acceptance by the City will be required. I accept financial responsibility for any expenses the city incurs for third -party engineering services related to this project. I agree to construct/place all equipment such as air conditioning compressors, ducts, water heaters, furnaces, electrical outlets, etc., at or above the required Design Flood Elevation (Base Flood Elevation + 1 -foot). Projects must demonstrate they are in compliance with the City of Tybee Island Stormwater Management requirements as outlined in Article 16 of the Land Development Code. As part of the approval process, applicants must illustrate how these requirements will be met, including how stormwater naturally flowed on the property prior to any development activity, and what changes in stormwater flow will occur. A permit normally requires 7 to 10 business days to process. Signature of applicant: Printed name: Christopher F. Koncul Date: 3/2/22 Zoning District Approved zoning action? The following will be completed by City of Tybee Island personnel. Flood Zone BFE DFE Verified street address If new, has it been reported to MPC, CRC, etc.? Number of egresses? Average adjacent grade feet Drainage and Erosion Control plans approved? New _ Existing Approval Signature Date Building Official Water/Sewer ./6/4/z Public Works ; / /VI-) Fire Chief Planning & Zoning til -5., 3 2 FEES Permit Inspection fee _ Water Tap " CC Recovery Sewer Stub Aid to Construction Engineering fee Plan review fee TOTAL The following deficiencies are the most common on the projects in the City of Tybee Island. While the deficiencies are not necessarily the fault of the owner or his agent, they are their responsibilities. The two most common areas of deficiencies are for the two most basic BMPs on projects: Co — Construction Exit Sd1 — Sediment Barrier Correct installation information can be found in the Green Book and in the Field Manual for Erosion and Sediment Control in Georgia, which is available at: http://www.gaswcc.orq/docs/field manual 4ed.pdf. The Georgia Soil and Water Conservation Commission is located at 4310 Lexington Road, P.O. Box 8024, Athens, Georgia, 30603. The telephone number is 706.542.3065. Their website is: http://gaswcc.georgia.qov/. Also see pages 9 through 12 of this packet. Attention to the Construction Exit is not limited to the installation, but must also include the material. Specifically, job site personnel are not checking to ensure the stone delivered is the 1.5 -inch to 3.5 -inch stone they requested. Gradations that are obviously smaller will not be tolerated. The smaller stone allows for a smoother surface with smaller voids, thereby reducing the function of the Construction Exit. Type A sediment barriers are not allowed where Type C is required as shown on the approved permit drawings. Where two rows are called for they will be installed with a separation that allows for the first one to fail (fall over) without impacting the second one. The complete assembly and installation must be compliant: steel or wood posts, post spacing, Type C or A, etc. Past violations have resulted in: 1) Sediment discharge from the site which causes unsightliness, inconvenience to others, unnecessary cleanup, and Violation Notices. 2) Increased maintenance efforts by the Department of Public Works on downstream lines. 3) Due to item 2, higher costs to island taxpayers. While these deficiencies are not the only ones, they are the most common. Heeding the above cautions should result in fewer infractions. Downer Davis City of Tybee Island Consulting Engineer February 2013 SIGNATURE OF ACKNOWLEDGEMENT Signature of contracto Printed name: Christopher F. Koncul Date: 3/2/22 3 0\/ Permit No. City of Tybee 403 Butler Ave. Phone Island • Community Development Dept. Inspection Report • P O.Box 2749 • Tybee Island, GA 31328 912.472.5033 • Fax 912.786.9539 Owner's Name Gen. Contractor Contact Information iii ik Pozrra INTE3NATIONAL CODE COUNCIL MEMBER Date Requested Date Needed Subcontractor Project Address Scope of Work Inspector Date of Inspection Inspection Inspection Inspection Inspection Fail El Fee Pass ❑ Fail ❑ Fee Pass ❑ Fail ❑ Fee Pass ❑ Fail LJ Fee Permit No. City of Tybee 403 Butler Ave. Phone Island • Community Development Dept. Inspection Report • P.O.Box 2749 • Tybee Island, GA 31328 912.472.5033 • Fax 912.786.9539 Owner's Name Gen. Contractor Contact Information max Emma INTERNATIONAL CODE COUNCIL MEMBER Date Requested Date Needed Subcontractor Project Address Scope of Work Inspector Date of Inspection Inspection Inspection Inspection Inspection Pass El FailEj Fee Pass ® Fail Fee Pass ❑ Fail El Fee Pass ❑ Fail Fee City of Tybee 403 Butler Ave. Phone Permit No. Owner's Name Gen. Contractor Contact Information Island • Community Development Dept. Inspection Report • P.O.Box 2749 • Tybee Island, GA 31328 912.472.5033 • Fax 912.786.9539 INTERNATIONAL CODE COUNCIL MEMBER Date Requested Date Needed Subcontractor Project Address Scope of Work Inspector Date of Inspection Inspection Inspection Inspection Inspection Pass El Fail Fee Pass ❑ Fail ❑ Fee Pass ® Fail ❑ Fee Pass ❑ Fail ❑ Fee City of Tybee 403 Butler Ave. Phone Permit No. Owner's Name Gen. Contractor Contact Information Island • Community Development Dept. Inspection Report • P.O.Box 2749 • Tybee Island, GA 31328 912.472.5033 • Fax 912.786.9539 1 mom— ..* INTERNATIONAL CODE COUNCIL MEMBER Date Requested Date Needed Subcontractor Project Address Scope of Work Inspector Date of Inspection Inspection Inspection Inspection Inspection Pass ® Fail Fee Pass Fail El Fee Pass ❑ Fail ❑ Fee Pass ❑ Fail ❑ Fee City of Tybee Island • Community Development Dept. Inspection Report 403 Butler Ave. • P O.Box 2749 • Tybee Island, GA 31328 Phone 912.472.5033 • Fax 912.786.9539 INTERNATIONAL CODE COUNCIL MEMBER Permit No. Date Requested Owner's Name Date Needed Gen. Contractor Subcontractor Contact Information Project Address Scope of Work Inspector Date of Inspection Inspection Pass ❑ Fail El Fee Inspection Pass ❑ Fail Ll Fee Inspection Pass ❑ Fail El Fee Inspection Pass ❑ Fail ❑ Fee Owner's Name Gen. Contractor Contact Information Project Address Scope of Work Inspector Date of Inspection Inspection Pass ❑ Fail ❑ Fee Inspection Pass ® Fail ❑ Fee City of Tybee 403 Butler Ave. Phone Island • Community Development Dept. Inspection Report • P.O.Box 2749 • Tybee Island, GA 31328 912.472.5033 • Fax 912.786.9539 a\tom Rua INTERNATIONAL CODE COUNCIL MEMBER Permit No. Date Requested Date Needed Subcontractor Inspection Pass Fail ❑ Fee Inspection Pass Fail ❑ Fee City of Tybee 403 Butler Ave. Phone Permit No. Owner's Name Gen. Contractor Contact Information Island • Community Development Dept. Inspection Report • P.O.Box 2749 • Tybee Island, GA 31328 912.472.5033 • Fax 912.786.9539 111111114 Eimmi INTERNATIONAL CODE COUNCIL MEMBER Date Requested Date Needed Subcontractor Project Address Scope of Work Inspector Date of Inspection Inspection Inspection Inspection Inspection Pass ❑ Fail El Fee Pass El Fail ❑ Fee Pass ® Fail ❑ Fee Pass ❑ Fail Fee City of Tybee 403 Butler Ave. Phone Island • Community Development Dept. Inspection Report • P.O.Box 2749 • Tybee Island, GA 31328 912.472.5033 • Fax 912.786.9539 itirk mama 22 INTERNATIONAL CODE COUNCIL MEMBER Permit No. Date Requested Owner's Name Date Needed Gen. Contractor Subcontractor Contact Information Project Address Scope of Work Inspector D e of Inspection Inspection Pass Fail Fee Inspection Inspection Inspection Pass ❑ Fail El Fee Pass ❑ Fail ❑ Fee Pass ❑ Fail ❑ Fee Permit No. City of Tybee 403 Butler Ave. Phone 0.2 `/(1 Owner's Name ! ll)La: Gen. Contractor (i Island • Community Development Dept. Inspection Report • P.O.Box 2749 • Tybee Island, GA 31328 912.472.5033 • Fax 912.786.9539 NNW us al wr INTERNATIONAL CODE COUNCIL MEMBER Date Requested Date Needed Subcontractor Contact Information Project Address Scope of Work Inspector Date of Inspection Inspection Inspection Inspection Inspection Pass Fail El Fee Pass fJ Fail ❑ Fee Pass Fail ❑ Fee Pass Fail ❑ Fee 1 City of Tybee Island Community Development Department Planning and Zoning (ertfffrn*, of cdupamac, Permit# 220270 Date: 10/24/2023 This Certificate is issued pursuant to the requirements of the Standard Building Code Certifying that at the time of issuance this structure was in compliance with the various ordinances of the Jurisdiction regulating building construction or use. Property Address: 1111D BAY STREET This certificate is issued for: NEW SINGLE-FAMILY HOME This certificate is issued to: CURTIS HOWELLS Director of Community Development: 111111111111111 1111 I1 111111111111 Doc ID: 034451410001 Type: ACRE Recorded: 05/24/2023 at 01:38:42 PM Fee Amt: $25.00 Page 1 of 1 Chatham, 0a. Clerk Superior Court Tammie Mosley Clerk Superior Court BK3099Po556 Cross reference to Book Z! J Page Ooi4(p CITY OF TYBEE ISLAND COMMUNITY DEVELOPMENT NON -CONVERSION AGREEMENT FOR CERTAIN STRUCTURES IN THE FLOODPLAIN Application has been made for a permit from the City of Tybee Island, Georgia. Permit #: 9,0 a.7 Dhet Property Owner: Cur-lis 1-611/P-1 L5 AddreSS: ptl p PIN: 440021 14,69g Legal: i a -f 1-C Sub of L I 1 R rexv+iec2 •C }645 Sub 5 1B Base Flood Elevation at the site is 1p feet (NGVD) In accordance with the Flood Damage Prevention Ordinance of the City of Tybee Island, Georgia, the Property Owner agrees to the following: 1. That the enclosed area below the Base Flood Elevation shall be used solely for parking of vehicles, limited storage, or access to the building, and will never be used for human habitation without first becoming fully compliant with the Flood Damage Prevention Ordinance in effect at the time of conversion. 2. That all interior walls, ceilings, and floors below the Base Flood Elevation shall be unfinished or constructed of flood -resistant materials. 3. That mechanical, electrical, or plumbing devices shall not be installed below the Base Flood Elevation. 4. That the walls of the enclosed area below the Base Flood Elevation shall be equipped with at least two vents which permit the automatic entry and exit of floodwater with total openings of at least one square inch for every square foot of enclosed area below flood level. The vents shall be on at least two different walls, and the bottoms of the vents shall be no more than one foot above grade. Jf located in a V -zone, breakaway walls are required. 5. That the requested structure may be subject to increased premium rates for flood insurance available from the National Flood Insurance Program du to its location in a Special Flood Hazard Area. 6. That variatij n onstruction beyond what is permitted shall constitute a violation and be abatable as such. Sign. STATE OF GEORGIA COUNTY OF CHATHAM Owner ) ed to and swo before me this 1434 $ h day of ry 'f�blic My commission expires: a 4/ CJI 262-5 Note: A Nonconversion Agreement must be used whenever an enclosed structure or portion of a structure is built or substantially improved within the 100 -year Floodplain below the Base F7ood Elevation. A Nonconversion Agreement must satisfy all of the above conditions and requires proper recordation in the land records of Chatham County, Georgia. Signature of Property Owner REGINA L HEELER NOW,/ Public - State of Georgia Chatham County Jul S, 2©25 My Commission Expires Chatham, Ga. Clerk Superior Court Tammie 1Mosley Court Montgomery Street Suite 304 Savannah, GA 31401 Phone Number: (912)652-7214 Fax Number: (912)652-7523 E -Mail: tmoslev®chathemcounty.org Official Receipt: 2023-00012840 Printed on 05/24/2023 at Ol:38:57 PM B1` 68 .on _ BOE-C777118 __- _ -- CHRIS KONCUL CONSTItUCTI©N LLC Date Recorded: 05/24/2023 Amount Instrument ID Recorded Time .. Bk 3099 Pg 555 01:37:00 PM $25,00 AGREEMENT SMITH, THOMAS A III TO:SMITH, THOMAS A III Bk 3099 Pg 556 01:38:42 PM $25.00 AGREEMENT HOWELLS, CURTIS TO:HOWELLS, CURTIS Itemized Check Listing $50,00 Check # 5035 Total Due: 0 X5$55 Paid By Check: $0,00 Change TendereHd.VE A NICE DAY APPENDIX RD MANDATORY COMPLIANCE CERTIFICA 2020 Georgia Residential Energy Code Compliance Certificate This certificate shall be posted on or near the electrical distribution panel or air handler Permit # House Address or Community/Lot# 1111 Bay Street Building Summary Builder Company Name Chris Koncul Construction Signature Contact (email/phone) Date Compliance Pathway (check one) Building Envelope (when multiple values per component, list value covering largest area) • Prescriptive: R401-404 Ceiling/Roof R -value R19 Above -grade mass wall R -value • UA Trade-off: R402.1.5 Sloped/vaulted ceiling R -value R19 Cantilevered floors R -value 4 RESCheck: Keyed to 2015 IECC Exterior wall R -value R13 Window/Glass Door SHGC • Simulated Performance: R405 Kneewall (cavity and/or continuous) R -value Window/Glass Door U -factor ■ Energy Rating Index (ERI): R406 Foundation (cavity and/or continuous) R -value Skylight SHGC ERI Score echanical Summary HVAC Company Name Floors over unconditioned R -value Contact (email/phone) Skylight U -factor Date Heating System Type Efficiency (AFUE, HSPF, COP or other) Cooling System Type Efficiency (SEER, EER or other) Water Heating Type Efficiency (EF or other) ■ Gas ■ Air conditioner • Gas ■ Heat pump ■ Heat pump IN Electric ■ Other ❑ Other: ■ Other: ■ Yes • No' Manual J, S, D or equivalent complete? Required Mechanical Ventilation Type (check one) Design Rate (check one) • • Exhaust Supply • ■ Continuous Intermittent Design Ventilation Rate (CFM) ■ uct Balanced and Envelope Tightness DET Verifier Green South Energy Solutions If intermittent, list Testing Summary runtime in min. per hour Contact (email/phone) (877) 291-7319 DET Verifier ID 5068540 Envelope Tightness Testing (< 5 ACHSO) (Envelope Tightness = Blower Door Fan Flow x 60 / Thermal Envelope Volume) Blower Door Fan Flow (CFM50) 2953 Thermal Envelope Volume (ft3) 52500 'Envelope Tightness (ACH50) 3.37485716 If multifamily unit and conducting sampling, this unit is not required to be tested. Mark N/A. Duct Tightness Testing (< 6 CFM25/100 ft2) (Total Duct Leakage = 100 x Fan Flow / Area Served) Number of Heating and Cooling Systems Duct Tightness Leakage Test Results System 1 System 2 System 3 If air handler and ductwork located entirely within in condi- Location Fan Flow (CFM25) Area Served (ft2) Total Duct Leakage (CFM25/100 ft2) NaN NaN NaN Rough In Total (RIT) or Post Construction Total (PCT) ersion i. U.S. DEPARTMENT OF HOMELAND SECURITY Federal Emergency Management Agency National Flood Insurance Program ELEVATION CERTIFICATE IMPORTANT: MUST FOLLOW THE INSTRUCTIONS ON PAGES 9-19 Copy all pages of this Elevation Certificate and all attachments for (1) community official, (2) insurance agent/company, and (3) building owner. SECTION A - PROPERTY INFORMATION OMB Control No. 1660-0008 Expiration Date: 06/30/2026 FOR INSURANCE COMPANY USE Al. Building Owner's Name: Curtis Howells Policy Number: A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.: 1111D Bay Street Company NAIC Number: City: Tybee Island State: GA ZIP Code: 31328 A3. Property Description (e.g., Lot and Block Numbers or Legal Description) and/or Tax Parcel Number: Lots 1-A and 1-B, Sub of Lot 1 Of River View Estates Subdivision, City Of Tybee Island PIN 40021 16096 A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.): New Residential A5. Latitude/Longitude: Lat. N 32.022632 Long. -80.855614 Horizontal Datum: ❑ NAD 1927 ® NAD 1983 ❑ WGS 84 A6. Attach at least two and when possible four clear photographs (one for each side) of the building (see Form pages 7 and 8). A7. Building Diagram Number: 7 A8. For a building with a crawlspace or enclosure(s): a) Square footage of crawlspace or endosure(s): 2,861.00 sq. ft. b) Is there at least one permanent flood opening on two different sides of each enclosed area? ® Yes ❑ No ❑ N/A c) Enter number of permanent flood openings in the crawlspace or endosure(s) within 1.0 foot above adjacent grade: Non -engineered flood openings: 20 Engineered flood openings: d) Total net open area of non -engineered flood openings in A8.c: 2,916.00 sq. in. e) Total rated area of engineered flood openings in A8.c (attach documentation - see Instructions): f) Sum of A8.d and A8.e rated area (if applicable - see Instructions): 2,916.00 sq. ft. A9. For a building with an attached garage: a) Square footage of attached garage: 0.00 sq. ft. 0.00 sq. ft. b) Is there at least one permanent flood opening on two different sides of the attached garage? ❑ Yes ❑ No ❑ N/A c) Enter number of permanent flood openings in the attached garage within 1.0 foot above adjacent grade: Non -engineered flood openings: Engineered flood openings: d) Total net open area of non -engineered flood openings in A9.c: sq. in. e) Total rated area of engineered flood openings in A9.c (attach documentation - see Instructions): sq. ft. f) Sum of A9.d and A9.e rated area (if applicable - see Instructions): sq. ft. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1.a. NFIP Community Name: City Of Tybee Island B1.b. NFIP Community Identification Number: 135164 B2. County Name: Chatham B3. State: GA B4. Map/Panel No.: 13051C213 B5. Suffix: G B6. FIRM Index Date: 08/16/2018 B7. FIRM Panel Effective/Revised Date: 08/16/2018 B8. Flood Zone(s): AE B9. Base Flood Elevation(s) (BFE) (Zone AO, use Base Flood Depth): 10.0 610. Indicate the source of the BFE data or Base Flood Depth entered in Item B9: ❑ FIS ® FIRM ❑ Community Determined ❑ Other: B11. Indicate elevation datum used for BFE in Item B9: ❑ NGVD 1929 NAVD 1988 ❑ Other/Source: B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ® No Designation Date: ❑ CBRS ❑ OPA B13. Is the building located seaward of the Limit of Moderate Wave Action (LiMWA)? ❑ Yes No FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (10/22) Page 2 of 19 ELEVATION CERTIFICATE IMPORTANT: MUST FOLLOW THE INSTRUCTIONS ON PAGES 9-19 Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.: 1111D Bay Street City: Tybee Island State: GA ZIP Code: 31328 FOR INSURANCE COMPANY USE Policy Number: Company NAIC Number: SECTION C — BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings* 0 Building Under Construction* Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations — Zones A1 —A30, AE, AH, AO, A (with BFE), VE, V1 —V30, V (with BFE), AR, AR/A, AR/AE, AR/A1—A30, AR/AH, AR/AO, A99. Complete Items C2.a—h below according to the Building Diagram specified in Item A7. In Puerto Rico only, enter meters. Benchmark Utilized: BM EI.6.32 from site plan by RLS Vertical Datum: NAVD 1988 Indicate elevation datum used for the elevations in items a) through h) below. ❑ NGVD 1929 ® NAVD 1988 ❑ Other: Datum used for building elevations must be the same as that used for the BFE. Conversion factor used? 0 Yes ® No Check the measurement used: If Yes, describe the source of the conversion factor in the Section D Comments area. a) Top of bottom floor (including basement, crawlspace, or enclosure floor): b) Top of the next higher floor (see Instructions): c) Bottom of the lowest horizontal structural member (see Instructions): d) Attached garage (top of slab): e) Lowest elevation of Machinery and Equipment (M&E) servicing the building (describe type of M&E and location in Section D Comments area): t) Lowest Adjacent Grade (LAG) next to building: ❑ Natural ® Finished g) Highest Adjacent Grade (HAG) next to building: ❑ Natural ® Finished h) Finished LAG at lowest elevation of attached deck or stairs, including structural support: 6.80 ® feet ❑ meters 0 ❑ 0 0 16.20 feet feet feet 11.00 ® feet 6.00 .1 feet 6.60 ® feet meters meters meters meters meters meters 6.70 ED feet 0 meters SECTION D — SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by state law to certify elevation information. 1 certify that the information on this Certificate represents my best efforts to interpret the data available. 1 understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. Were latitude and longitude in Section A provided by a licensed land surveyor? ❑ Yes ® No 0 Check here if attachments and describe in the Comments area. Certifiers Name: William C. Griffin License Number: 8713 Title: P.E. Company Name: Skidaway Island Engineering, Inc. Address: P.O. Box 15195 City: Savannah State: GA ZIP Code: 31416 Signature: Telephone: (912) 507-2787 Ext.: Email: skidawayeng3@bellsouth.net Copy all pages of this Elevation Certificate and all attachments for (1) community official, (2) insurance agent/company, and (3) building owner. Comments (including source of conversion factor in C2; type of equipment and location per C2.e; and description of any attachments): Benchmark set by Brewer Land Surveying. Inside the 2861 sf lower level enclosure used for parking, storage and entry is a 31sf elevator enclosure. C2(e). Water Heaters on elevated platform inside the lower enclosure C. Date: 10/19/2023 FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (10/22) Page 3 of 19 ELEVATION CERTIFICATE IMPORTANT: MUST FOLLOW THE INSTRUCTIONS ON PAGES 9-19 Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.: 1111D Bay Street City: Tybee Island State: GA ZIP Code: 31328 FOR INSURANCE COMPANY USE Policy Number: Company NAIC Number: SECTION E — BUILDING MEASUREMENT INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO, ZONE AR/AO, AND ZONE A (WITHOUT BFE) For Zones AO, AR/AO, and A (without BFE), complete Items El —E5. For Items El —E4, use natural grade, if available. If the Certificate is intended to support a Letter of Map Change request, complete Sections A, B, and C. Check the measurement used. In Puerto Rico only, enter meters. Building measurements are based on: ❑ Construction Drawings* ❑ Building Under Construction* ❑ Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. El. Provide measurements (C.2.a in applicable Building Diagram) for the following and check the appropriate boxes to show whether the measurement is above or below the natural HAG and the LAG. a) Top of bottom floor (including basement, crawlspace, or enclosure) is: ❑ feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawlspace, or enclosure) is: ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9 (see pages 1-2 of Instructions), the next higher floor (C2.b in applicable Building Diagram) of the building is: ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is: ❑ feet ❑ meters ❑ above or 0 below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is: ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown The local official must certify this information in Section G. SECTION F — PROPERTY OWNER (OR OWNER'S AUTHORIZED REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge ❑ Check here if attachments and describe in the Comments area. Property Owner or Owner's Authorized Representative Name: Address: City: State: ZIP Code: Signature: Telephone: Ext.: Email: Comments: Date: i FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (10/22) Page 4 of 19 ELEVATION CERTIFICATE IMPORTANT: MUST FOLLOW THE INSTRUCTIONS ON PAGES 9-19 Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.: 1111D Bay Street City: Tybee Island State: GA ZIP Code: 31328 FOR INSURANCE COMPANY USE Policy Number: Company NAIC Number: SECTION G — COMMUNITY INFORMATION (RECOMMENDED FOR COMMUNITY OFFICIAL COMPLETION) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Section A, B, C, E, G, or H of this Elevation Certificate. Complete the applicable item(s) and sign below when; G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by state law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2.a. ❑ A local official completed Section E for a building located in Zone A (without a BFE), Zone AO, or Zone AR/AO, or when item E5 is completed for a building located in Zone AO. G2.b. ❑ A local official completed Section H for insurance purposes. G3. ❑ In the Comments area of Section G, the local official describes specific corrections to the information in Sections A, B, E and H. G4. ❑ The following information (Items G5 —G11) is provided for community floodplain management purposes. G5. Permit Number: G6. Date Permit Issued: G7. Date Certificate of Compliance/Occupancy Issued: G8. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement G9.a. Elevation of as -built lowest floor (including basement) of the building: ❑ feet ❑ meters Datum: G9.b. Elevation of bottom of as -built lowest horizontal structural member: ❑ feet ❑ meters Datum: G10.a. BFE (or depth in Zone AO) of flooding at the building site: ❑ feet ❑ meters Datum: G10.b. Community's minimum elevation (or depth in Zone AO) requirement for the lowest floor or lowest horizontal structural member: ❑ feet ❑ meters Datum: G11. Variance issued? ❑ Yes ❑ No If yes, attach documentation and describe in the Comments area. The local official who provides information in Section G must sign here. I have completed the information in Section G and certify that it is correct to the best of my knowledge. If applicable, I have also provided specific corrections in the Comments area of this section. Local Official's Name: Title: NFIP Community Name: Telephone: Ext.: Email: Address: City: State: ZIP Code: Signature: Date: Comments (including type of equipment and location, per C2.e; description of any attachments; and corrections to specific information in Sections A, B, 0, E, or H): FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (10/22) Page 5 of 19 ELEVATION CERTIFICATE IMPORTANT: MUST FOLLOW THE INSTRUCTIONS ON PAGES 9-19 Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.: 1111D Bay Street City: Tybee Island State: GA ZIP Code: 31328 FOR INSURANCE COMPANY USE Policy Number: Company NAIC Number: SECTION H — BUILDING'S FIRST FLOOR HEIGHT INFORMATION FOR ALL ZONES (SURVEY NOT REQUIRED) (FOR INSURANCE PURPOSES ONLY) The property owner, owner's authorized representative, or local floodplain management official may complete Section H for all flood zones to determine the building's first floor height for insurance purposes. Sections A, B, and I must also be completed. Enter heights to the nearest tenth of a foot (nearest tenth of a meter in Puerto Rico). Reference the Foundation Type Diagrams (at the end of Section H Instructions) and the appropriate Building Diagrams (at the end of Section 1 Instructions) to complete this section. H1. Provide the height of the top of the floor (as indicated in Foundation Type Diagrams) above the Lowest Adjacent Grade (LAG): a) For Budding Diagrams 1A, 1B, 3, and 5-9. Top of bottom ❑ feet ❑ meters ❑ above the LAG floor (include above -grade floors only for buildings with subgrade crawlspaces or enclosure floors) is: b) For Building Diagrams 2A, 2B, 4, and 6-9. Top of next ❑ feet ❑ meters ❑ above the LAG higher floor (Le., the floor above basement, crawlspace, or enclosure floor) is: H2. Is all Machinery and Equipment servicing the building (as listed in Item H2 instructions) elevated to or above the floor indicated by the H2 arrow (shown in the Foundation Type Diagrams at end of Section H instructions) for the appropriate Building Diagram? ❑ Yes ❑ No SECTION 1— PROPERTY OWNER (OR OWNER'S AUTHORIZED REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and H must sign here. The statements in Sections A, B, and H are correct to the best of my knowledge. Note: If the local floodplain management official completed Section H, they should indicate in Item G2.b and sign Section G. ❑ Check here if attachments are provided (including required photos) and describe each attachment in the Comments area. Property Owner or Owner's Authorized Representative Name: Address: City: State: ZIP Code: Signature: Telephone: Ext.: Email: Date: Comments: FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (10/22) Page 6 of 19 ELEVATION CERTIFICATE IMPORTANT: MUST FOLLOW THE INSTRUCTIONS ON PAGES 9-19 BUILDING PHOTOGRAPHS See Instructions for Item A6. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.: 1111D Bay Street City: Tybee Island State: GA ZIP Code: 31328 FOR INSURANCE COMPANY USE Policy Number: Company NAIC Number: Instructions: Insert below at least two and when possible four photographs showing each side of the building (for example, may only be able to take front and back pictures of townhouses/rowhouses). Identify all photographs with the date taken and "Front View," "Rear View," "Right Side View," or "Left Side View." Photographs must show the foundation. When flood openings are present, include at least one close-up photograph of representative flood openings or vents, as indicated in Sections A8 and A9. FRosIT yfEki 4641 SIDE uler1/4) 47%- FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (10/22) Clear Photo One I Clear Photo Two 1 Page 7 of 19 ELEVATION CERTIFICATE IMPORTANT: MUST FOLLOW THE INSTRUCTIONS ON PAGES 9-19 BUILDING PHOTOGRAPHS Continuation Page Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.: 1111D Bay Street City: Tybee Island State: GA ZIP Code: 31328 FOR INSURANCE COMPANY USE Policy Number: Company NAIC Number: Insert the third and fourth photographs below. Identify all photographs with the date taken and "Front View," "Rear View," "Right Side View," or "Left Side View." When flood openings are present, include at least one close-up photograph of representative flood openings or _ :_�:__.�� :. Sections A8 mnrI no Clear Photo Three' Clear Photo Four I FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (10/22) Page 8 of 19 Building Permit Number FEMA check list 02:76 i5 - Applicant's Name: Vot kevNe4'l ifk.\ SiteAddress, Tax#, Parcel#: // j/ eBati Telephone: q l , 6qs I. Owner's Name: J_j , J€.-i\S Address: Telephone: All development — Base Flood Elevation Data Provided: A. The as -built elevation certificate from a registered land surveyor or Professional engineer has been submitted? Yes br No B. The lowest floor elevation is at or above the required lowest floor elevation? 'Yes or tNo; C. Electrical, heating, ventilation, plumbing, air conditioning equipment (including Duct work) and other service facilities are located above BFE or flood proofed? \' or No II. Development in Zone AE: A. Solid foundation perimeter walls located below BFE: 1. There are at least two (2) openings? 2. Square footage of enclosed area subject to flooding 3. Square inches of venting required 4. Square inches per opening (multiply 1 by w) 5. Number of required vents (3 above divided by 4 above) 6. Foundation contains the minimum number of vents? 7. The bottom of each opening is no higher than one (1) foot above grade? 8. Any cover on openings will penult the automatic flow of floodwaters in both directions? III. Development in Zones V, VE and V! -V30, VO (Coastal High Hazard Areas). A. Development location complies with all coastal setback requirements? B. Structure is securely anchored to pilings or columns and certification by a Registered, professional architect or engineer has been submitted? Reviewer's Name: Date reviewed: Local Administrator's Signature: City of Tybee Island 403 Butler Avenue-P.O. Box 2749 Tybee Island, Ga. 31328-2749 or, No I s (Y,§ or No 'es, or No Xe or No Yes or No Yes or No Date: it' _'-3 `2 3 HYDROLOGY REPORT LOT(S) 1-A, 1-B and 1-C SUB OF LOT 1 RIVERVIEW ESTATES SUBDIVISION TYBEE ISLAND, GA 04.04.2022 Project# 21-987.000 COLEMAN COMPANY ENGINEERS • SURVEYORS PREPARED BY RANDALL RICHTER, P.E., P,L. . PREPARED r M.,‘ . ; CONTENTS SITE OVERVIEW 3 PRE -DEVELOPMENT ANALYSIS 3 POST -DEVELOPMENT ANALYSIS 5 CONCLUSIONS 7 STORM SEWER ANALYSIS 7 APPENDICES: A - CALCULATION METHODS & REFERENCE EQUATIONS 8 - PRE -DEVELOPMENT FLOW CALCULATIONS (HYDROCAD OUTPUT) C - POST DEVELOPMENT FLOW CALCULATIONS (HYDROCAD OUTPUT) D - STORM SEWER CALCAULTIONS (HYDROFLOW OUTPUT) SITE OVERVIEW The 0.91 -acre site is located along the northern side of Bay Street just east of McI<enzie Ave. on Tybee Island, Georgia. The proposed development will include a permeable paver driveway and construction of a single family house. In its pre -developed state, the site consists of a coastal undeveloped Lot(s) with some hard wood trees, with some pines in the project areas. The property has a high point located along the southern boundary and a dune on the northern boundary with a low area in the middle of the property. The soils found on site are predominantly in the hydrologic soil group "A" soils for the hydrology calculations. The soils consist of "Kershaw" sand. Stormwater runoff generated from this site begins as sheet flow; it then travels in a shallow concentrated flow across the property until it infiltrates into the soil substrate. Hydraulic estimates of the stormwater runoff that would occur during storm events with 25 -year and 100 -year return frequencies were made utilizing the SCS Method for both the Pre -Developed and Post -Developed conditions in accordance with the Georgia Stormwater Management Manual, August 2001. The calculation methods and equations used are in Appendix A. The results are presented below. PRE -DEVELOPED ANALYSIS WATERSHED DESCRIPTON The watershed for this property is one drainage basin based on the existing topography. The site watershed has an average hydrologic condition consisting of <75% Grass in Good condition with "A" soil groups. The hydrological soil type information has been superimposed over the drainage basin and the acreages of the various soil types within each basin were then measured. Next, SCS Curve Numbers (CN) were assigned corresponding to the hydrological soil type and ground cover conditions. The results are tabulated below. Pre-Dev Basin Cover Type Hydrologic Condition Area (ac) CN PRE BASIN Grass Good 0.91 39 TABLE "A" — EXISTING BASIN CN VALUES TIME OF CONCENTRATION The times of concentration (Tc) for the basins were determined based on the travel times in each of the sheet flow, shallow concentrated flow, and channel flow segments using the TR55 Method. As indicated on Exhibit Pre, the longest hydraulic flow path for the drainage basin was selected to calculate each time of concentration. Generally the stormwater runoff begins as sheet flow, and then transitions to shallow concentrated flow or to channel flow. The total time of concentration for the basin was then calculated as the sum of the component times in each flow regime. The results are summarized below. Sheet flow Sheet flow is over planes surfaces and is the initial flow conditions of stormwater runoff and occurs in the first 100 ft of the runoff travel path. Shallow Concentrated Flow After the maximum 100 feet, sheet flow usually transitions to shallow concentrated flow before existing site unless it is routed through a drainage channel. Channel Flow Channels (can be storm sewer piping) are assumed to begin where surveyed cross-sectional information has been obtained and is usually the final step in runoff stormwater flow before leaving the site. Total Time of Concentration The total times of concentration (TO for each of the basins was determined by adding the travel times for the sheet, shallow concentrated, and channel flow regimes. The total times of concentration are shown in the following table. Pre-Dev Drainage Basin Sheet Flow Shallow Concentrated Flow Channel Flow Total Time of Concentration (min) PRE BASIN 10.6 2.2 0.0 12.8 Runoff Calculation The above data were input into HydroCad to generate the runoff hydrographs for each of the drainage basins based on the SCS Hydrograph Method. The program output is included as Appendix B - Pre - Development Flow Calculations. The following table summarizes the peak stormwater runoff rates calculated for the Pre -Development conditions. Pre -Developed Runoff Rates (cfs) Pre Dev Storm Recurrence Drainage Frequency Basin 25yr 100yr PRE BASIN 0.55 1.19 TOTAL 0.55 1.19 POST -DEVELOPMENT ANALYSIS The vacant lot is to be developed into with a single family house and permeable pavers for a driveway. In its existing state, runoff is directed into a low point within the lot. This low depressional area has been modeled as a pond for the proposed conditions with a storm pipe that will outlet into an existing drainage ditch contained within a drainage easement on the adjoining property to the east. Utilizing only the on -site proposed conditions, a CN value of 39 has been used for the pervious areas of the site and 98 for the rooftop of the proposed house with a weighted CN value of 45. The driveway is to be constructed of pervious pavers and is considered to be pervious allowing runoff to infiltrate into the substrate. With modeling the low depressional area with an outlet pipe of 12 inches (HDPE N-12), the proposed conditions show a reduction in site runoff to below existing runoff values. An Orifice/Weir Plate will be utilized at the end section collecting the runoff. Two (2) 4.5 inch orifices will be located at the bottom to control the 25 year storm event and a weir above the staging of the 25 year event will be utilized for the 100 year event. During the 100yr event the stormwater stages to an elevation of 4.93 feet and during the 25yr event 4.75 feet. The adjoining property to the east shows elevations near the east property line at 4.9 feet and a 5.0 contour just outside the property line, so there would be no drainage being backed up onto the this adjoiners property. The western adjoiners property line has lowest elevations of 5.8 feet so there be no drainage being backed up onto this property as well. The individual catchment areas for the contributing drainage areas were determined based on the proposed topography and their associated Curve Numbers, Times of Concentration, and runoff estimates were then calculated. The results are presented below. Curve Numbers Urban Hydrology for Small Watersheds — TR55, Table 2-2a was used to determine the appropriate CN corresponding to the appropriate ground cover condition. The value for each CN, for each hydrological group was determined. A composite CN was calculated for each basin, taking into consideration impervious surfaces and is found in the table below. Post Dev ' Basin Hydrologic Soil Group Ground Cover Type Hydrologic Condition Area (ac) Composite CN POST BASIN A Grass and Impervious _ Areas (House) Good 0.91 45 Site Considerations Time of Concentration The times of concentration (TO for the basins were calculated to be 20.0 minutes in the post -developed condition. SOILS AND DEPTH TO SHWT Soil S�rlc 1ILRA et Sttitltbilit Codes and Installation Information Major Land Resource Ran 4bpr °r'• of the soil ?ept% to f';ttlrud. (ranges) 13edrork Na�^�int s Depth to Seaknnal 1i h 1F110 'Fablefy ? ;suitability 'ode and Installation Information is KERStiAW: KJNtSFERRY KINGSLA.ND atic C€iastui Plain 0 - 12" cozsridablc Runoff Calculations The above data were input into Hydro Cad to generate the runoff hydrographs for each of the drainage basins based on the SCS Hydrograph Method. The runoff hydrographs are then routed the proposed detention facilities utilizing stage storage relationships based on the outfall control structure and respective inflow hydrograph. The program output is included as Appendix B — Pre and Post -Development Flow Calculations. Post -Developed Runoff Rates (cfs) Post Dev Storm Recurrence Drainage Frequency Basin 25yr 100yr POST BASIN 0.55 1.07 TOTAL 0.55 1.07 Site without Impervious Considerations Conclusions This hydrological study of the effects of developing the subject parcel shows that the post -developed runoff rates do exceed the pre -developed runoff rates. The site has good infiltrative soils that will be used to capture the additional runoff produced by the impervious surfaces that are constructed on the site. Pre -Developed Runoff Rates (cfs) Pre Dev Drainage Basin Storm Recurrence Frequency 25yr 100yr PRE BASIN 0.55 1.19 TOTAL 0.55 1.19 Post Dev Drainage Basin Storm Recurrence Frequency 25yr 100yr POST BASIN 0.55 1.07 TOTAL 0.55 1.07 STORM SEWER ANALYSIS The storm sewer proposed for this site was evaluated for the 25yr and 100yr storm events. The storm sewer will pass the 100 year storm event. The casting for the storm inlet has been evaluated for the 25yr and 100yr storm event. The casting passes both of these storm events. APPENDIX A CALCULATION METHODS & REFERENCE EQUATIONS Calculation Methods & Reference Equations The hydrologic analysis in this report was based on the methodologies and equations presented in Urban Hydrology for Small Watersheds (TR-55) and the Georgia Storm water Management Manual. The specific approaches used to calculate each of the hydrologic parameters are described below. Time of Concentration Sheet Flow It was assumed that the most hydraulically distant points for each of the drainage basins sheet flows for the first 100 ft (from GA Storm water Management Manual pg. 2.1-25). The travel time for the sheet flow segments was then calculated using the following formula (GA Storm water Management Manual equation 2.1.9): Tt = 0.42 (n L)°.S 60 (P2)°5 (S)o.4 where,Tt = travel time (hr) n = Manning roughness coefficient for sheet flow L = flow length (ft) P2 = 2 -year, 24 -hour rainfall (in) S = land slope (ft/ft) A value of 0.40 was assigned for n, corresponding to Woods with Light Underbrush (from GA Storm water Management Manual Table 2.1.5-2) and the value of P2 was set as 4.8 inches (from GA Storm water Management Manual Table A-13) for Savannah, GA. The slopes (S) of the surfaces along the flow paths used for the hydraulic lengths were calculated from the topographic survey data. Shallow Concentrated Flow To estimate the travel time for the shallow concentrated flow segments, first, the average velocity was determined using the following equation (from GA Storm water Management Manual Equation 2.1.10) for an Unpaved surface: V = 16.13 (S)°5 where,V = average velocity (ft/s) S = land slope (ft/ft) Channel Flow The velocity of the water in the ditch can be calculated using Manning's equation for Open Channel flow (from GA Storm water Management Manual Equation 2.1.12): V = 1.49 (R)213 (s)112 n where,V = average velocity (ft/s) R = hydraulic radius (ft) S = land slope (ft/ft) n = Manning roughness coeff. for open channel flow The total time of concentration (tc) for each of the basins was determined by adding the travel times for the sheet, shallow concentrated, and open channel flow segments. Rainfall Intensities The rainfall intensity for storms with 25 -year and 100 -year return frequencies in the Savannah metropolitan area can be calculated with the following equations (from GA Storm water Management Manual Table A- 13): 125-yr = 167.17 / (tc + 28) 0.8597 1100.yr = 220.0 / (t, + 32) 0.8671 where, i = rainfall intensity (in/hr) tc = time of concentration (min) Runoff Rates The SCS method applicable to the Savannah metropolitan area is based on a storm event that has Type III time distribution. The empirical relationship: la = 0.2S is used in the SCS method to estimate the initial abstraction, which represents the surface storage, interception, evaporation, and infiltration that occurs prior to runoff. Using this definition for Ia, the following equation is used to estimate the direct runoff from a 24 -hr rainfall event (from GA Storm water Management Manual, equation 2.1.6): Q = (P — 0.2 S)2 (P + 0.8 S) where, Q = accumulated direct runoff (in) P = accumulated rainfall (in) S = potential maximum soil retention (in) and S = (1000/CN) - 10 APPENDIX B PRE -DEVELOPMENT FLOW CALCULATIONS (HYDROCAD OUTPUT) PRE DEVELOPED 4ubca> Routing Diagram for PRE Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net, Printed 5/5/2022 HydroCAD® 10.10-6a Sampler s/n S22722 © 2020 HydroCAD Software Solutions LLC PRE Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net HydroCAD® 10.10-6a Sampler s/n S22722 © 2020 HydroCAD Software Solutions LLC Printed 5/5/2022 Page 2 This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and educational use ONLY. For actual design or modeling applications you MUST use a full version of HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete technical support,training materials, and additional features which are essential for actual design work. Project Notes Rainfall events imported from "POND 1.hcp" PRE Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net HydroCAD® 10.10-6a Sampler s/n S22722 © 2020 HydroCAD Software Solutions LLC Printed 5/5/2022 Page 3 This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and educational use ONLY. For actual design or modeling applications you MUST use a full version of HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete technical support,training materials, and additional features which are essential for actual design work. Rainfall Events Listing (selected events) Event# Event Storm Type Curve Mode Duration B/B Depth AMC Name (hours) (inches) 1 25yr Type III 24 -hr Default 24.00 1 7.92 2 2 100yr Type III 24 -hr Default 24.00 1 9.84 2 PRE Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net HydroCAD® 10.10-6a Sampler s/n S22722 © 2020 HydroCAD Software Solutions LLC Printed 5/5/2022 Page 4 This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and educational use ONLY. For actual design or modeling applications you MUST use a full version of HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete technical support,training materials, and additional features which are essential for actual design work. Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.909 39 >75% Grass cover, Good, HSG A (1S) 0.909 39 TOTAL AREA Type 111 24 -hr 25yr Rainfall=7.92" PRE drocad.net Printed 5/5/2022 Prepared by HydroCAD SAMPLER 1-800-927-7246 vwvw. y Pa e5 H droCADO 10.10-6a Sam ler sin S22722 © 2020 H droCAD Software Solutions LLC for evaluation and This report was prepared with the free HydroCAD SAMPLER a� hlch is youicensed MUST use a fulla version n of dre modeling applications Fullinsyouprograms also include version technical educational use ONLY. For actual design or modeling pP HydroCAD which may be purchased at www.hy su port,training materials, and additional features which are essential for actual design work. r Summary for Subcatchment 1S: PRE DEVELOPED Runoff = 0.55 cfs @ 12.34 hrs, Volume= 0.085 af, Depth> 1.12" Runoff by SCS TR-20 method, UH=Georgia-323, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 25yrRainfall=7.92" Area sf CN Descri tion 39,607 39 >75% Grass cover, Good, HSG A 39,607 100.00% Pervious Area Tc Length Slope Velocity Capacity cfs Description min feet ftlft ft/sec 100 0.0100 0.16 Sheet Flow, GRASS 10.6 Grass: Short n= 0.150 P2= 4.80" 200 0.0100 1.50 Shallow Concentrated Flow, GRASS 2.2 Grassed Waterwa Kv= 15.0 f 12.8 300 Total 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0 LL 0.25 0.2 0.15 0.1 0.05 Subcatchment 1S: PRE DEVELOPED Hydrograph 0.55 cI Runoff=0.55 cfs Type 111 24 -hr 25yr Rainfall =7.92" Runoff Area=39,607 sf Runoff Volume=0.085'af Runoff Depth>1•12" Flow Length=300' Slope=0.41(10 Tc=12.'3 min CN=39 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 0 Runoff Type 111 24 -hr 100yr Rainfall=9.84" PRE Printed 5/5/2022 Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net 5a e 2 H droCAD® 10.10-6a Sam ler s/n S22722 © 2020 H drOCAD Software Solutions LL This report was prepared with the free HydroCAD SAMPLER, which is lice MUST use a fnsed for all atiirsionon andf d educational use ONLY. For actual design or modeling applications include HydroCAD which may be purchased at www.hydrowhd ich are ell pntprogramsial for actuallso design wmplete technical k. support,training materials, and additional features Summary for Subcatchment 15: PRE DEVELOPED 12.27 hrs, Volume= 0.152 af, Depth> 2.01 Runoff = 1.19 cfs @ 2.01" Runoff by SCS TR-20 method, UH,=Georgia-323, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 100yr Rainfall=9.84 Area sf CN Descri tion 39,607 39 >75% Grass cover, Good, HSG A 39,607 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min feet ftlft ft/sec cfs Sheet Flow, GRASS 10.6 100 0.0100 0.16 Grass: Short n= 0.150 P2= 4.80" 2.2 200 0.0100 1.50 Shallow Concentrated Flow, GRASS Grassed Waterwa Kv= 15.0 f 12.8 300 Total Subcatchment 1S: PRE DEVELOPED 0 LL Hydrograph Runoff=1.19 cfs Type ill 24 -hr 100yr Rainfall=9.84" Runoff Area=39,607sf Runoff Volume=8.152 af Runoff Depth>2.01" Flow Length=300' Slope=0.0100 Tc=12.8 min CN=39 /0)r.ter. 7. 7.AlO�i.rrr./Xi 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 0 Runoff APPENDIX C POST DEVELOPMENT FLOW CALCULATIONS (HYDROCAD OUTPUT) POST DEVELOPED Subcat Reach Link Low Depressional Area Routing Diagram for POST Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net, Printed 5/5/2022 HydroCADO 10.10-6a Sampler s/n S22722 © 2020 HydroCAD Software Solutions LLC POST Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net HydroCAD® 10.10-6a Sampler s/n S22722 © 2020 HydroCAD Software Solutions LLC Printed 5/5/2022 Page 2 This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and educational use ONLY. For actual design or modeling applications you MUST use a full version of HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete technical support,training materials, and additional features which are essential for actual design work. Project Notes Rainfall events imported from "POND 1.hcp" POST Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net HydroCAD® 10.10-6a Sampler s/n S22722 © 2020 HydroCAD Software Solutions LLC Printed 5/5/2022 Pace 3 This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and educational use ONLY. For actual design or modeling applications you MUST use a full version of HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete technical support,training materials, and additional features which are essential for actual design work. Rainfall Events Listing (selected events) Event# Event Storm Type Curve Mode Duration 13/13 Depth AMC Name (hours) (inches) 1 25yr Type I I I 24 -hr 2 100yr Type III 24 -hr Default 24.00 1 7.92 2 Default 24.00 1 9.84 2 POST Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net HydroCAD® 10.10-6a Sampler s/n S22722 © 2020 HydroCAD Software Solutions LLC Printed 5/5/2022 Page 4 This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and educational use ONLY. For actual design or modeling applications you MUST use a full version of HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete technical support,training materials, and additional features which are essential for actual design work. Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.821 39 >75% Grass cover, Good, HSG A (1S) 0.088 98 Unconnected roofs, HSG A (1S) 0.909 45 TOTAL AREA POST Type 111 24 -hr 25yr Rainfall=7.92" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net Printed 5/5/2022 HydroCAD® 10.10-6a Sampler s/n S22722 © 2020 HydroCAD Software Solutions LLC Page 5 This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and educational use ONLY. For actual design or modeling applications you MUST use a full version of HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete technical support,training materials, and additional features which are essential for actual design work. Summary for Subcatchment 1S: POST DEVELOPED Runoff = 0.65 cfs @ 12.44 hrs, Volume= Routed to Pond 3P : Low Depressional Area 0.105 af, Depth> 1.39" Runoff by SCS TR-20 method, UH=Georgia-323, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type I II 24 -hr 25yr Rainfall=7.92" Area (sf) CN Adj Description 35,770 39 >75% Grass cover, Good, HSG A 3,837 98 Unconnected roofs, HSG A 39,607 45 42 Weighted Average, UI Adjusted 35,770 90.31% Pervious Area 3,837 9.69% Impervious Area 3,837 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.9 100 0.0050 0.12 Sheet Flow, GRASS Grass: Short n= 0.150 P2= 4.80" 6.1 389 0.0050 1.06 Shallow Concentrated Flow, GRASS Grassed Waterway Kv= 15.0 fps 20.0 489 Total POST Type 111 24 -hr 25yr Rainfall=7.92" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net Printed 5/5/2022 HydroCAD® 10.10-6a Sampler s/n S22722 © 2020 HydroCAD Software Solutions LLC Page 6 This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and educational use ONLY. For actual design or modeling applications you MUST use a full version of HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete technical support,training materials, and additional features which are essential for actual design work. Subcatchment 1S: POST DEVELOPED Hydrograph 0.7- 0.65 0.6- 0.55- 0.4- 0.35: 0.25- 0.157 0.1- 0.05- 0 Runoff=0.65 cfs Type 11124 -hr 25yr Rainfall= 7.92" Runoff Area=39,607 sf Runoff Volume=0.105 of Runoff Depth)1.39" Flow Length=489' Slope=0.0050 '/' Tc=20,0 min UI Adjusted CN=42. 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 0 Runoff POST Type 111 24 -hr 25yr Rainfall=7.92" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net Printed 5/5/2022 HydroCAD® 10.10-6a Sampler s/n S22722 © 2020 HydroCAD Software Solutions LLC Page 7 This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and educational use ONLY. For actual design or modeling applications you MUST use a full version of HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete technical support,training materials, and additional features which are essential for actual design work. Summary for Pond 3P: Low Depressional Area [44] Hint: Outlet device #2 is below defined storage Inflow Area = Inflow = Outflow = Primary = 0.909 ac, 9.69% Impervious, Inflow Depth > 1.39" for 25yr event 0.65 cfs @ 12.44 hrs, Volume= 0.105 af 0.55 cfs @ 12.64 hrs, Volume= 0.105 af, Atten= 16%, Lag= 12.0 min 0.55 cfs @ 12.64 hrs, Volume= 0.105 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 4.75' @ 12.64 hrs Surf.Area= 1,792 sf Storage= 253 cf Plug -Flow detention time=2.7 min calculated for 0.105 af (100% of inflow) Center -of -Mass det. time= 2.6 min ( 913.8 - 911.2 ) Volume Invert Avail.Storage Storage Description #1 Elevation (feet) 4.50 5.00 6.00 4.50' 11,238 cf Custom Stage Data (Prismaticjisted below (Recalc) Surf.Area (sq-ft) 220 3,341 17,354 Device Routing Invert #1 Primary 4.30' #2 Device 1 4.30' #3 Device 1 4.75' Inc.Store (cubic -feet) 0 890 10,348 Outlet Devices Cum.Store (cubic -feet) 0 890 11,238 13.5" Round Culvert L= 157.0' CPP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 4.30' / 3.80' S= 0.0032 '/' Cc= 0.900 n= 0.011, Flow Area= 0.99 sf 4.5" Vert. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.55 Width (feet) 1.50 1.50 Primary OutFlow Max=0.55 cfs @ 12.64 hrs HW=4.75' (Free Discharge) t-1=Culvert (Passes 0.55 cfs of 0.62 cfs potential flow) 4L2=Orifice/Grate (Orifice Controls 0.55 cfs @ 2.47 fps) 3=Custom Weir/Orifice (Weir Controls 0.00 cfs @ 0.13 fps) POST Type 111 24 -hr 25yr Rainfall=7.92" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net Printed 5/5/2022 HydroCAD® 10.10-6a Sampler s/n S22722 © 2020 HydroCAD Software Solutions LLC Page 8 This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and educational use ONLY. For actual design or modeling applications you MUST use a full version of HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete technical support,training materials, and additional features which are essential for actual design work. Pond 3P: Low Depressional Area Hydrograph 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35-` 0.3: 0.25= 0.27" 0.157 0.13 0.05 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 1 Time (hours) 5 16 17 18 19 20 21 22 23 24 Inflow Area=0.909 ac Inflow=0.65 cfs Primary=0.55 cfs Peak Elev=4.75' Storage=253 cf 0 Inflow 0 Primary POST Type 111 24 -hr 100yr Rainfall=9.84" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net Printed 5/5/2022 HydroCAD®10.10-6a Sampler s/n S22722 © 2020 HydroCAD Software Solutions LLC Pace 9 This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and educational use ONLY. For actual design or modeling applications you MUST use a full version of HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete technical support,training materials, and additional features which are essential for actual design work. Summary for Subcatchment 1S: POST DEVELOPED Runoff = 1.27 cfs @ 12.39 hrs, Volume= Routed to Pond 3P : Low Depressional Area 0.180 af, Depth> 2.38" Runoff by SCS TR-20 method, UH=Georgia-323, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24 -hr 100yr Rainfall=9.84" Area (sf) CN Adj Description 35,770 39 >75% Grass cover, Good, HSG A 3,837 98 Unconnected roofs, HSG A 39,607 45 42 Weighted Average, UI Adjusted 35,770 90.31% Pervious Area 3,837 9.69% Impervious Area 3,837 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.9 100 0.0050 0.12 Sheet Flow, GRASS Grass: Short n= 0.150 P2= 4.80" 6.1 389 0.0050 1.06 Shallow Concentrated Flow, GRASS Grassed Waterway Kv= 15.0 fps 20.0 489 Total POST Type 111 24 -hr 100yr Rainfall=9.84" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net Printed 5/5/2022 HydroCAD® 10.10-6a Sampler sin S22722 © 2020 HydroCAD Software Solutions LLC Pace 10 This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and educational use ONLY. For actual design or modeling applications you MUST use a full version of HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete technical support,training materials, and additional features which are essential for actual design work. Subcatchment 1S: POST DEVELOPED Hydrograph 0 LL 0 ) 1;27 cfs Runoff=1.27 cfs Type 111 24 -hr 100yr Rainfall=9.84" Runoff Area=39,607 sf Runoff Volume=0.180 of Runoff Depth>2.38" Flow Length=489' Slope=0.0050 Tc=20.0 min UI Adjusted CN=42 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 0 Runoff POST Type 111 24 -hr 100yr Rainfall=9.84" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net Printed 5/5/2022 HydroCAD® 10.10-6a Sampler s/n S22722 © 2020 HydroCAD Software Solutions LLC Page 11 This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and educational use ONLY. For actual design or modeling applications you MUST use a full version of HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete technical support,training materials, and additional features which are essential for actual design work. Summary for Pond 3P: Low Depressional Area [44] Hint: Outlet device #2 is below defined storage Inflow Area = Inflow = Outflow = Primary = 0.909 ac, 9.69% Impervious, Inflow Depth > 2.38" for 100yr event 1.27 cfs © 12.39 hrs, Volume= 0.180 af 1.07 cfs @ 12.59 hrs, Volume= 0.180 af, Atten= 16%, Lag= 11.9 min 1.07 cfs @ 12.59 hrs, Volume= 0.180 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 4.93' @ 12.59 hrs Surf.Area= 2,883 sf Storage= 662 cf Plug -Flow detention time=4.9 min calculated for 0.180 af (100% of inflow) Center -of -Mass det. time= 4.8 min ( 896.7 - 892.0 ) Volume Invert Avail.Storage Storage Description #1 4.50' 11,238 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area (feet) (sq-ft) 4.50 220 5.00 3,341 6.00 17,354 Inc.Store (cubic -feet) 0 890 10,348 Device Routing Invert Outlet Devices Cum.Store (cubic -feet) 0 890 11,238 #1 Primary 4.30' #2 Device 1 4.30' #3 Device 1 4.75' 13.5" Round Culvert L= 157.0' CPP, end -section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 4.30' / 3.80' S= 0.0032'1' Cc= 0.900 n= 0.011, Flow Area= 0.99 sf 4.5" Vert. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.55 Width (feet) 1.50 1.50 Primary OutFlow Max=1.07 cfs @ 12.59 hrs HW=4.93' (Free Discharge) L1=Culvert (Passes 1.07 cfs of 1.14 cfs potential flow) 12=Orifice/Grate (Orifice Controls 0.70 cfs @ 3.19 fps) 3=Custom Weir/Orifice (Weir Controls 0.36 cfs @ 1.37 fps) POST Type 111 24 -hr 100yr Rainfall=9.84" Prepared by HydroCAD SAMPLER 1-800-927-7246 www.hydrocad.net Printed 5/5/2022 HydroCAD® 10.10-6a Sampler s/n S22722 © 2020 HydroCAD Software Solutions LLC Page 12 This report was prepared with the free HydroCAD SAMPLER, which is licensed for evaluation and educational use ONLY. For actual design or modeling applications you MUST use a full version of HydroCAD which may be purchased at www.hydrocad.net. Full programs also include complete technical support,training materials, and additional features which are essential for actual design work. Pond 3P: Low Depressional Area Hydrograph 0 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Inflow Area=6.909 ac ,,U± Inflow='1.27 cfs 11°7 Primary=1.67 cfs Peak Elev►=4.93' Storage=662 cf El inflow Q Primary I APPENDIX D STORM SEWER CALCULATIONS (HYDROFLOW OUTPUT) Hydraflow Storm Sewers Ext ension for Autodesk® Civil 3D® Plan Outfall Project File: 21-987 Storm.strn Number of lines: 2 Date: 5/5/2022 Storm Sewers v12.00 REPORT Page 1 Line No. DnStm Ln No Inlet ID Line Size (in) Line Length (ft) Line Slope (%) Line Type n-val Pipe Capac F ull (cfs) Vel Ave (ft/s) HGL Up (ft) HGL Dn (ft) Drng Area (ac) Run off Co eff (C) Tc (mi n) Pipe Tr avel (min) i Inlet (in/hr) i Sys (in/hr) Flow Rate (cfs) Total Runoff (cfs) Cover Dn ( ft) Cover Up (ft) 1 2 Outfall 1 12 12 63 .000 94.000 0 32 0.32 Cir Cir 0.011 0.011 2.37 2.38 4 .07 2.82 4.95 5 .30 4.57 5 .07 0.30 1.29 0.40 0.30 23 .2 22.6 0.29 0.56 5 .90 5.72 5.67 5 .72 2 .87 2.21 2.87 2 .21 1.20 0.70 0.70 1.70 Project File: 21.987 Storm. stm Number of lines: 2 Date: 5/5/2022 NOTES: Intensity = 162.43 / (Inlet time + 27.70) A 0.85 -- Return period = 25 Yrs. ; ** Critical depth Storm Sewers Storm Sewer Pr ofile Proj. file: 21-987 Storm.stm Storm Sewers Hydraflow Storm Sewers Extension for Autodesk ® Civil 3 D® Plan Ou#fall Project File: 21-987 Storm. stm Number of lines: 2 Date: 5!512022 Storm Sewers v12.00 REPORT Page 1 Line No. DnStm Ln No Inlet ID Li ne Size (in) Line Length (ft) Line Slope (%) Line Type n-val Pipe Capac F ull (cfs) Vel Ave (ftls) HGL Up (ft) HGL Dn (ft) Drng Ar ea (ac) Runoff Coeff (C) Tc (min) Pipe Trav el (min) i Inlet (in/hr) i Sys (in/hr) Flow Rate (cfs) Total Run off (cfs) Cover Dn (ft) Cover Up (ft) 1 2 Outfall 1 12 12 63.000 94.000 0.32 0 .32 Cir Cir 0 .011 0.011 2.37 2 .38 4.78 3 .38 5.14 5.68 4.59 5 .30 0 .30 1.29 0.40 0 .30 23.1 22.6 0.24 0 .46 7.06 6.85 6.80 6 .85 3.45 2.65 3.45 2.65 1.20 0 .70 0.70 1.70 Project File: 21-987 Storm. stm Number of lines: 2 Date: 5/5/2022 NOTES: Intensity = 220. 31 / (Inlet time + 32.00) A 0. 87 -- Return period = 100 Yrs. ; ** Critical depth Storm Sewers Storm Sewer Profile Proj. file: 21-987 Storm.strn Elev. (ft) 16.00 13. 00 10.00 7. 00 4.00 1.00 Sta 1 +51.00 - Ln: 2 . UUOLt - 1 L" L 0..3t 0 0 25 HGL EGL 50 75 100 125 150 175 Reach (ft) 16.00 13 .00 10.00 7 .00 4.00 1 .00 Storm Sewers CERTIFICATE OF OCCUPANCY REQUIREMENTS As Applicable Permit # Job Address Job Name ;2,9_0 Q_7(--) /HID , 3 (44 ro Owner/Contractor PC)C\ � �.�\Y4r— Post house number (and unit numbers if applicable) Energy Code Compliance Certificate Pass Final Building inspections Life Safety Final (Tom Wolf 912-346-7045) Elevation Certificate, Finished Construction As -built Survey Height Certification (can be noted on the as -built survey) Drainage Certification from Project Engineer Recorded Nonconversion Agreement (attached) must be recorded with Chatham County Breakaway Wall Certificate (V -Zone only) Mitigation of Trees Payment of outstanding fees City of Tybee Island City staff will coordinate these items when the needed documents from the list above have been submitted. Please do not contact the engineer or director. IV g. Drainage Certification from the City's Consulting Engineer Drainage Certification from the Director of Public Works Department FEMA Inspection from Planning & Zoning Manager coLEmAN c°my ENGINEERS•SURVEYORS October 20, 2023 City of Tybee Island Planning and Zoning Department George Shaw/ Lisa Schaaf 403 Butler Ave. Tybee Island, GA 31328 RE: 1111 BAY STREET— HOWELL RESIDENCE George/ Lisa Based on an AS -Built survey of the property performed on October 18th, 2023, the elevations show drainage patterns of the approved drainage plan. It is this professional Land Surveyor's opinion that the site DOES meet the intent of the originally approved Drainage Plan for this project. Additional storm structures were installed to accomplish and provide positive drainage that IS NOT routed onto adjoining properties. Thank you for your response, your time and effort are greatly appreciated. Should you have any questions or require additional information, please contact me. Sincerely, Randall Richter, P.E., P.L.S Coleman Company. Inc. 1480 Chatham Parkway, Suite 100, Savannah, GA 31405 0 912-200-3041 ( ) 912-200-5916 cci@cci-say.com Illlllllllllllllllllll1111111111111111ullllllllllllllllllllllllllll1111l1I11 Doc ID: 034451410001 Type: AGRE Recorded: 05/24/2023 at 01:38:42 PM Fee Amt: $25.00 Page 1 of 1 Chatham, Ga. Clerk Superior Court Tammie Mosley Clerk Superior Court .3099 PG556 Cross reference to Book ZVI Page 0.940 CITY OF TYBEE ISLAND COMMUNITY DEVELOPMENT NON -CONVERSION AGREEMENT FOR CERTAIN STRUCTURES IN THE FLOODPLAIN Application has been made for a permit from the City of Tybee Island, Georgia. Permit #: Q at g. -7D Property Owner: Cur-Eis HOLVel15 Address: hit p P�,v 5I•ree+ FIN: 44002i *agg Legal: Lo -1. 1-G Sub of L? + 1 Ri y4rvle .g5k Sub SMB Base Flood Elevation at the site is 10 feet (NGVD) In accordance with the Flood Damage Prevention Ordinance of the City of Tybee Island, Georgia, the Property Owner agrees to the following: 1. That the enclosed area below the Base Flood Elevation shall be used solely for parking of vehicles, limited storage, or access to the building, and will never be used for human habitation without first becoming fully compliant with the Flood Damage Prevention Ordinance in effect at the time of conversion. 2. That all interior walls, ceilings, and floors below the Base Flood Elevation shall be unfinished or constructed of flood -resistant materials. 3. That mechanical, electrical, or plumbing devices shall not be installed below the Base Flood Elevation. 4. That the walls of the enclosed area below the Base Flood Elevation shall be equipped with at least two vents which permit the automatic entry and exit of floodwater with total openings of at least one square inch for every square foot of enclosed area below flood level. The vents shall be on at least two different walls, and the bottoms of the vents shall be no more than one foot above grade. If located in a V -zone, breakaway walls are required. 5. That the requested structure may be subject to increased premium rates for flood insurance available from the National Flood Insurance Program due to its location in a Special Flood Hazard Area. 6. That variatipp.. n construction beyond what is permitted shall constitute a violation and be abatable as such. SigLJJ erty Owner STATE OF GEORGIA COUNTY OF CHATHAM ed to and swop before me this j '4h day of M ry T blic My commission expires: Joy 512625 Signature of Property Owner 3 Witness Si atur0'' Note: A Nonconversion Agreement must be used whenever an enclosed structure or portion of a structure is built or substantially improved within the 100 year Floodplain below the Base Flood Elevation. A Nonconversion Agreement must satisfy all of the above conditions and requires proper recordation in the land records of Chatham County, Georgia. REGINA L MEELER Notary Public • State of Georgia Chatham County My Commission Expires Jul 5, 2025 CITY OF TYBEE ISLAND BUILDING PERMIT POOL FILLED BY OFF ISLAND WATER DATE ISSUED: 03/09/2023 WORK DESCRIPTION NEW RESIDENTIAL SWIMMING POOL WORK LOCATION 1111D BAY STREET OWNER NAME ADDRESS CITY STATE ZIP CURTIS HOWELLS CONTRACTOR NAME AQUA BLUE POOLS ADDRESS 40 PERSIMMON ST SUITE 104 CITY STATE ZIP BLUFFTON SC 29910 FLOOD ZONE SQ FT 0 TOTAL FEES CHARGED $1,003.00 PROPERTY IDENTIFICATION # 40021 16098 PROJECT VALUATION $81,500.00 PERMIT #: 230125 TOTAL BALANCE DUE: $1,003.00 It is understood that if this permit is granted the builder will at all times comply with the zoning, subdivision, flood control, building, fire, soil and sedimentation, wetlands, marshlands protection and shore protections ordinance and codes whether local, state or federal, including all environmental laws and regulations when applicable, subsequent owners should be informed that any alterations to the property must be approved by the issuance of another building permit. Permit holder agrees to hold the City of Tybee Island harmless on any construction covered by this permit. This permit must be posted in a conspicuous location in front of building and protected from the weather. If this permit is not posted work will be stopped. The building contractor will replace curb paving and gutter broken during construction. This permit will be voided unless work has begun within six months of the date of issuance. Signature of Authorized Agent: P.O. Box 2749 * 403 Butler Avenue, Tybee Island, Georgia 31328 (912) 472-5033 - FAX (912) 786-9539 Ischaaf@cityoftybee.org CITY OF TYBEE ISLAND P.O. Box 2749.403 Butler Ave., Tybee Island GA 31328 Phone (912) 472-5033 •Fax (912) 786-9539 — Lschaaffcityoftybee.org Swimming Pool, Spa and Hot Tub Permit Application **OWNER & CONTRACTOR SIGNATURES REOUIRED** Location of work (street address): Contractor: i-\ yk_ v. s 13 Name & contact number: lore- V` -k3 2. 3�1 - Z - Name & contact number of property owner: Cin, a(s 'it z =Las— rl) z1 Details of project .1,w, k (ti - I (4 .I1' / 1 AD - (4a'h',' 3 b . Residentia)' Commercial_ Estimated cost of construction: r?er5; Koh 5 . Su Ott ?u fF4o Sc- 0249 (D ATTENTION PROPERTY OWNER: All swimming pool spa and hot tub installations are required by law to have a final inspection. Do not make final payment to the contractor without first requiring a copy of the final inspection to assure the work is complete and cod compliant. Do not use the pool, spa or hot tub until it has passed final inspection. Submittals required with application: 1- Copy of survey depicting locations of pool/spa/hot tub, equipment, fencing, etc. 1- Set of specifications of the equipment servicing the pool/spa/hot tub 1- Set of post -construction drainage plan by a design professional, unless waived 1- Set of soil erosion/sediment control plan by a design professional, unless waived by staff. $250 Plan review fee/Engineering fee if applicable Dat5/ /7 Date inspection reouirements; 10. 1. 5' setback check when pool is set. 2. Electrical Rough -in (minimum of one inspection; multiple inspections if applicable) 3. Electrical Final OWNER RESPONSIBILITY 4. Receipt for Mine pool with off island water source. 5. Project Final (includes inspection of required barrier, access gates, self -latching devices, door alarms, etc., as applicable) rev.6/1312 2 City of Tybee Island • Community Development Dept. Inspection Report 403 Butler Ave. • P.O.Box 2749 • Tybee Island, GA 31328 Phone 912.472.5033 • Fax 912.786.9539 Permit No. ✓ 0 Owner's Name Gen. Contractor I-(-owJ(s ArA. Contact Information Project Address Scope of Work Inspector MOW MI 111110... - ■=1111 INCERNATIONAL CODE COUNCIL MEMBER Date Requested 1 u S Date Needed Subcontractor D sE; N Date of Inspection Inspection � Pass Fail ❑ Fee Inspection Pass ^ Fail Fee Inspection Pass ❑ Fail ❑ Fee Inspection Pass ❑ Fail ❑ Fee City of Tybee 403 Butler Ave. Phone Island • Community Development Dept. Inspection Report • P.O.Box 2749 • Tybee Island, GA 31328 912.472.5033 • Fax 912.786.9539 ViSti INTERNATIONAL CODE COUNCIL MEMBER Permit No. Date Requested Owner's Name Date Needed Gen. Contractor Subcontractor Contact Information Project Address Scope of Work Inspector Date of Inspection Inspection Pass © FailEj Fee Inspection Pass ® Fail El Fee Inspection Pass ❑ Fail El Fee Inspection Pass ❑ Fail ❑ Fee City of Tybee 403 Butler Ave. Phone Island • Community Development Dept. Inspection Report • P.O.Box 2749 • Tybee Island, GA 31328 912.472.5033 • Fax 912.786.9539 INTERswim NATIONAL CODE COUNCIL MEMBER Permit No. Date Requested Owner's Name Date Needed Gen. Contractor Subcontractor Contact Information Project Address Scope of Work Inspector Date of Inspection Inspection Pass ❑ Fail Fee Inspection Pass Fail ❑ Fee Inspection Pass El Fail ❑ Fee Inspection Pass ❑ Fail ❑ Fee City of Tybee 403 Butler Ave. Phone Island • Community Development Dept. Inspection Report • P.O.Box 2749 • Tybee Island, GA 31328 912.472.5033 • Fax 912.786.9539 Permit No. Owner's Name Gen. Contractor Contact Information Project Address Scope of Work Inspector Date of Inspection Inspection sulk INTERNATIONAL CODE COUNCIL MEMBER Date Requested Date Needed Subcontractor Inspection Inspection Inspection Pass ❑ Fail El Fee Pass ❑ Fail ❑ Fee Pass ❑ Fail ❑ Fee. Pass ❑ Fail ❑ Fee City of Tybee 403 Butler Ave. Phone Island • Community Development Dept. Inspection Report • P.O.Box 2749 • Tybee Island, GA 31328 912.472.5033 • Fax 912.786.9539 - ■t'116` s . mimpla INTERNATIONAL CODE COUNCIL MEMBER Permit No. Date Requested Owner's Name Date Needed Gen. Contractor Subcontractor Contact Information Project Address Scope of Work Inspector Date of Inspection Inspection Pass Ei Fail Fee Inspection Pass Fail ❑ Fee Inspection Pass ❑ Fail1:1 Fee Inspection Pass ❑ Fail Fee City of Tybee 403 Butler Ave. Phone Island • Community Development Dept. Inspection Report • P.O.Box 2749 • Tybee Island, GA 31328 912.472.5033 • Fax 912.786.9539 ausAik ilimar eLqtra INTERNATIONAL CODE COUNCIL MEMBER Permit No. Date Requested Owner's Name Date Needed Gen. Contractor Subcontractor Contact Information Project Address Scope of Work Inspector Date of Inspection Inspection Pass © Fail ❑ Fee Inspection Pass ❑ Fail ❑ Fee Inspection Pass ❑ Fail ❑ Fee Inspection Pass Fail ❑ Fee City of Tybee 403 Butler Ave. Phone Island • Community Development Dept. Inspection Report • P.O.Box 2749 • Tybee Island, GA 31328 912.472.5033 • Fax 912.786.9539 1a:� i�� INTERNATIONAL CODE COUNCIL MEMBER Permit No. Date Requested Owner's Name Date Needed Gen. Contractor Subcontractor Contact Information Project Address Scope of Work Inspector Date of Inspection Inspection Pass El Fail 11 Fee Inspection Pass Fail ❑ Fee Inspection Pass ❑ Fail ❑ Fee Inspection Pass ❑ Fail 0 Fee Lisa Schaaf From: Christopher Koncul <chris.koncul@konculconstruction.com> Sent: Wednesday, September 27, 2023 12:03 PM To: Lisa Schaaf Subject: Fwd: Copy of payment receipt from Davis Water Service, Inc. Hi Lisa, Below is the pool fill receipt for 1111 Bay Street. Thank you. Sincerely, Christopher F. Koncul, Owner CHRIS KoNCUL CONSTRUCTION 15 Lake Street, Suite 230 Savannah, GA 31411 0: 912-349-2158 C: 912-695-8925 Chris.Koncul@konculconstruction.com www.KonculConstruction.com Forwarded message From: Intuit <do not replv@intuit.com> Date: Wed, Sep 27, 2023 at 11:54 AM Subject: Copy of payment receipt from Davis Water Service, Inc. To: <chris.koncul@konculconstruction.com>, <iulie@daviswaterinc.com> Dear michael lee Below is the sales receipt provided to you by Davis Water Service, Inc. Davis Water Service, Inc, Receipt 6868 DAVIS COUNTRY RD RANDLEMAN NC 273177163 Transaction Type Sale Amount $1,500.00 Cardholder Name Card Type michael lee Credit Card Number 8934 Visa Date & Time 09/27/2023 - 08:54 PDT Authorization Code 005774 Transaction ID MQ0194968425 Thank you for your order, Davis Water Service, Inc. julie@daviswaterinc.com No additional transfer fees or taxes apply. Intuit Payments Inc (IPI) processes payments as an agent of the business. Payment processed by IPI constitutes payment to the business and satisfies your obligation to pay the business, including in connection with any dispute or case, in law or equity. Money movement services are provided by IPI pursuant to IPI's licenses (NMLS #1098819, www.intuit.com/legal/licenses/payment-licenses/). IPI is located at 2700 Coast Avenue, Mountain View, CA 94043, 1-888-536-4801. Please do not reply to this message as we are unable to respond to questions at this e-mail address. 2 ST 0 15.4 75,2' 5.48 4-1-7771- NO CONSTRU CTION SHALL TAKE PLACE IN THE SH ORE PROTECTION ZONE. LIMIT TEMPORARY 60TURBANCE AND RESTORE UPON COM PLETION . )14`9 1 1 11 Ill1 11 111 I1 I11I 1-+H 23 4. 4 1 .1 5.25 43 1�p 25' S1fORE PRO TECTOR ACT AREA 1 x\6. 01 , ... 5x7 J 773 I... 75.2' DASHED LINE IS DRAINA GE BASIN AREA FOR CALCULATIONS 7 5. 651 .awM y �maim .il 's 413 ME -16096 88105-1667 LOT 1-A LOT 1-B BAY SB6ET BAY SHEET 6318 AM 0316 ACES BAY 5116ET 6832 AO6 72. 3' 4-0021-016-0070 NOW OR EMELT MAIMS LP BAY STREET OB. 223 1 PG 0587 .-� ' WED FORE 75 p1 2D' OM7UGE EASEMIT ELEVATED M ECHANICA L$. MIN. 12.0 5.8 P. 5.60 El. 6.0- El. 6.0- N r/i / 4' E 6.0 El. 550 /� L\ 0. 5.10 -.\\ 72.3' 6,,3 -��-� EL 5. 70 B10 FILTER EARTHEN W EIR 4-621-16-068 NOW 6 FORMERLY MICHAEL R MWIDDIOY, AS 16551EE ff 11E SPER M TRUST 1201 BAY STREET 0B 1772 PO 8547 DASHED LINE 15 DRAINAGE BASIN AREA FOR CALCULATIONS 102. 5' 4.9 / F I 175 84 7 .41 6.41 7 RIO -FILTER 1 J \ {PERVIOUS PAVERS - 6x5 r�' �, ' l 5. 2 6 2 ' OE \_ 6.4 / \ EDGE 9F CONCRETE SURVEYO R'S NOTES 1. THE EL EVATIONS SHOWN ARE BASED ON N AVDBB DATUM. THE CONTOUR INTE RVAL IS 1 FOOT . 2. COORDINATES AND DIRECTIONS ARE BASED ON GEORGIA ST ATE PLANE COORDINATE 5012266 (N0283), EAST ZONE 3. ACCORDIN G TO THE FLOW INSU RANCE R ATE MAP 13051002136, REVISED 08/16/2018, THIS PROPE RTY UES IN ZONE AE, A 100 YEAR FLOOD HAZARD ARE A WIT H BASE FLOW ELEVATION OF 10 .0' 4. EASEMENTS AND SETBACKS TAKE N FROM PB 195 PAGE 689. 5. ONLY ABOVEGROUND, RE ADILY VISIBLE STRUCT URES WERE LOC ATED FOR THIS SURVEY . THIS SURVEYOR MAKES NO WARRANTY OR GUARANTEE A5 70 T HE LOCATION, E XIS1EN0 OR NONEXISTENCE OF ANY BELO W GROUND, NON -VISIBLE U1UTIES OR STRUCTURES 6. THE PUBUC RECORDS REFE RENCED WERE USED FOR THE ESTAB USI MENT OF THE BOUNDARY OF THIS PROPERTY. THEY ARE NOT AND DO NOT CONSTITUTE A TITLE SEARCH . 7. NO SUBSURFACE OR ENVIRON MENT AL INVESTIGATION OR SURVEYS WERE PERFORMED FOR THIS PLAT . 1HEREFORE THIS PLAT DOES NOT REFLECT THE EXISTENCE OR N ONEXISTENCE OF WE TLANDS, CONTAMINATION, OR OTHE R COMMONS WHICH MAY AFFECT 1X15 PROPERTY . 7x6 /6.02 I I 10' CRAINAKELS154 6.44 4-0021-78-067 NOW OR FORMERLY N UELUNOSAY 120710 BAT MEET 0 6154V700553 S URVEY BY BREWER LA ND SURVEYING EQUIPMENT USED: 70TAL STADOII AN GULAR E RROR - 2 PER ADJUSTED Br. C OMPASS RL/!E PLAT CLOSURE = 1/2786 ,270 6ELD CLO SUR E = 1/ 31;9 30 LEGE ND 0178 O CHF PO R6 FORA COMET MOMENT FOUND DRAIN AGE DIRECTION ARROW 10 PROPOSED CONTOUR --10EXISTING CONTOUR EXISTING DRAINAGE FLOW PATTERN PROPOSED DRAINAGE FLOW PATTERN 20 g REFERENC ES 1. P .B. 195 PG 689 2 DE 229/ PG 540 0 PERV10115. PA 6 .36 66000157( PN NA6 O ASPHALT 754088 0:832 10 6' WOOD FENCE x 74 ... F R6. 001 OF BRICK 00E55 8:0161' 6((74) 783 755R OL 49021 1667 NM 6 FDOB71r MUTE. 1%1411 1291 BAY SWEET 20 CO. 194V PG 0553 30 GRAPHIC SCALE 1' = 10' 7REE LEGEND S6 OF S1BOL 006 NOT MIME WE SIZE OF WE 074 INE/OIAPY LIE 1016700 OF 1TEE 17601101 LO 21 (N ND65) 16EE 7748 TREE TYPE A®1WATBN5: L70 ULM. DIX 10 T AE 6117 PIN 77186 O DD BIAF5 MAY NOT 00864 ALL anus spa's OUT UULIWIE 116E 5@5 MIMES COMMON B!4 %D' I NDICATE S DI SEASE D TRE E �r �q 8; CC4, 00 m CC aN = 36 VJ E lal 2' Z W m� -0R m WAN PR NOo 003779TESSIONAL PRO N oFESSIO. 043413NAL CO uj U- 0 C.3 U Q w I - w a Of U C/) CO PREPARED FOR: CURTIS HOWELLS JOB NUMBER: WE: DRAWN BY: CHECKED BY: SCALE 21.697 12 22021 RAP. ASNOTE0 DRAINAGE PLAN SHEET 1/5