Loading...
HomeMy Public PortalAbout12-0259 Historical Society_1of2BOSWELL DESIGN SERVICES, INC. 103 NASSAU DRIVE SAVANNAH, GEORGIA 31410 912 - 897 -6932 LAHBOS@BELLSOUTH. NET September 18, 2012 Diane Otto Planning and Zoning Department Tybee Island, Georgia Re: Lighthouse Museum Parking project Tybee Island, Georgia Dianne, 4 SEp 1 ^ 2012 By At the request of the Owner, we have inspected the project referenced above for compliance with the approved drainage plan. After a brief inspection of the project, it is our opinion that the project is in substantial compliance with the approved drainage plan including final stabilization. Thank you for your assistance and please do not hesitate to contact us if you should require more information. We may be reached at 897 -6932, fax to 897 -2287 or e -mail to lahbos@bellsouth.net. Sincerely, Mark Boswell • ( `6 - ca- T✓ 0 i✓ (LAX DATE ISSUED: 05 -4 -2012 WORK DESCRIPTION WORK LOCATION OWNER NAME ADDRESS CITY, ST, ZIP PHONE NUMBER CONTRACTOR NAME ADDRESS CITY STATE ZIP FLOOD ZONE BUILDING VALUATION SQUARE FOOTAGE OCCUPANCY TYPE TOTAL FEES CHARGED PROPERTY IDENTIFICATION # PROJECT VALUATION CITY OF TYBEE ISLAND BUILDING PERMIT PARKING LOT IMPROVEMENTS 30 MEDDIN DR TYBEE ISLAND HISTORICAL SOCIET P O BOX 366 TYBEE ISLAND GA 31328 912 - 786 -5801 OFFICE CROSBY PAVING CO, INC 5515 SILK HOPE RD SAVANNAH GA 31405 P $ 495.00 $90,000.00 PERMIT #: 120259 TOTAL BALANCE DUE: $ 495.00 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 protection ordinances 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 the 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 Building Inspector or Authorized Agent: P. 0. Box 2749 - 403 Butler Avenue, Tybee Island, Georgia 31328 (912) 786 -4573 - FAX (912) 786 -9539 www.cityoftybee.org REVOCABLE LICENSE /INDEMNITY AGREEMENT /RIGHT -OF -WAY The undersigned applicant hereby requests permission from the City of Tybee Island, Georgia, to construct a structure for the purpose of the use of public property located within said city limits since a portion of the proposed project may encroach upon public property, roads or marshes within the city limits of said municipality. The undersigned understands that the issuance of such a permit does not relieve the applicant of the obligation to obtain additional authorization from any other authority. The undersigned further recognizes and agrees that this license does not confer upon the undersigned any rights, title, estate or interest in said licensed premises; nor does this license agreement confer upon the undersigned a license coupled with an interest or easement. This license merely gives the undersigned a revocable privilege, it being expressly understood and agreed that, regardless of any improvements or investment made, expense and harm incurred or encountered by the undersigned, this agreement shall be subject to revocation, cancellation or termination and this license shall be null and void. The undersigned shall further indemnify and save the City of Tybee Island free and harmless from any and all liability, loss, cost, damage or other expense from accident or damage, either to itself or to the persons or property of others which may occur by reason of the exercise of the rights and privileges herein granted by this license except for any loss arising from the sole negligence or willful misconduct of the City of Tybee Island. The undersigned applicant further recognizes that the City of Tybee Island does not grant permission to proceed with such project unless and until any other appropriate permit is issued and a copy of same is filed with the Clerk of Council of said City. The license permitted herein is limited to those areas identified as encroaching on said right -of -ways shown on the attached Exhibit "A" hereto. Date: 09/20/4„ Applicant's Signature:. Printed Name: /,/-/ 214 al,/ it) c%yis6e.r_s' THE CITY OF TYBEE ISLAND hereby grants the above a revocable license for a structure not coupled with an interest as provided in the above request. Approved this 1 day of P c''. - , 2012. BY: )J� Dianne Otto Planning & Zoning Manager 12- D2 59 CITY OF TYBEE ISLAND, GEORGIA APPLICATION FOR BUILDING PERMIT Location: PIN # 4 - loco t - t 3 c ID NAME ADDRESS TELEPHONE Owner (5SE 15 ) r&q 0, `' Architect or Engineer RA "`' €-'V" to 3 0 pc.ses. Pro ..0.2_04 ;.-5<J.cpc-rte Ay t ci �} 3 4 i o 0'71 - ��i Building Contractor , C r o5 y" Q.Ui n 1 i tttt �j � .3. - 6 / U (Check all that apply) [`]Repair ❑ Residential ❑ Renovation ❑ Single Family ❑ Minor Addition ❑ Duplex ❑ Substantial Addition ❑ Multi - Family ❑ Other V-E - ,p A .tE_ Kt.-Commercial ❑ Footprint Changes ❑ Discovery ❑ Demolition Details of Project: 'C- $r+x.o VT Z IBC_ PA-u tuc-k - uF.'} Estimated Cost of Construction: $ 495 Construction Type (1) Wood Frame (2) Wood & Masonry (3) Brick Veneer Proposed use: Remarks:, L i Qo, 00 J (Enter appropriate number) (4) Masonry (6) Other (please specify) (5) Steel & Masonry ATTACH A COPY O THE CERTIFIED ELEVATION SURVE I F LOT and complete the following information base ..n the construction drawings and e plan: # Units # Bedrooms Lot Area Living space : al sq. ft.) # Off - street parking spaces Trees located & listed on site plan Access: Driveway (ft.) With culvert? Setbacks: Front Rear # Bathrooms With swale? Sides (L) (R) # Stories - Height Vertical distance measured from the avers adjacent grade of the building to the extreme high point of the building, exclusive of chimneys, heating units, ventilation ducts, air conditioning units, elevators, and similar appurtances. During construction: On -site restroom facilities will be provided through Y'vk On -site waste and debris containers will be provided by Cra!`%'C - /3-C— z LL Construction debris will be disposed by Co `- 4 ;..L 1, by means of C t- 1 A-t tv . I understand that I must comply with zoning, flood damage control, building, fire, shore protections and wetlands ordinances, FEMA regulations and all applicable codes and regulations. I understand that the lot must be staked out and that the stakes will be inspected to ensure that the setback requirements are met. I understand also that a certified plot plan showing elevation must be attached to this application and that an as -built elevation certification is due as soon as the habitable floor level is established. Drainage: I realize that I must ensure the adequacy of drainage of this property so that surrounding property is in no way adversely affected. I accept responsibility for any corrective action that may be necessary to restore drainage impaired by this permitted construction. Date: .2- l2 - 1 Z Signature of Applicant: 1 0 1�-�.�— ( t_C • c_ Note: A permit normally takes 7 to 10 days to process. The following is to be completed by City personnel: Zoning certification Approved rezoning/variance? Street address and number: New Is it in compliance with City map? If not, has street name and/or number been reported to MPC? FEMA Certification attached State Energy Code Affidavit attached Utilities and Public Works: Describe any unusual finding(s) NFIP Flood Zone Existing Access to building site Distance to water main tap site Distance to sewer stub site Water meter size Storm drainage Approvals: Signature Date Zoning Administrator Code Enforcement Officer Water /Sewer Storm/Drainage Inspections City Manager FEES Permit Inspections Water Tap Sewer Stub Aid to Const. TOTAL LiCj Dianne Otto From: Sent: To: Cc: Subject: Mark Boswell [lahbos @bellsouth.net] Monday, April 09, 2012 7:35 AM Dianne Otto TYBEELH @BELLSOUTH.NET Re: lighthouse parking lot will do. 1. c4 shows anchoring of the portable building which is in a striped area but not a handicap accessible lane. From: Dianne Otto <Dotto @cityoftybee.orq> To: Mark Boswell <Iahbos @bellsouth.net> Cc: "dkdbus @gmail.com" <dkdbus @gmail.com >; "TYBEELH @BELLSOUTH.NET" <TYBEELH @bellsouth.net> Sent: Sun, April 8, 2012 4:51:31 PM Subject: RE: lighthouse parking lot Note: Forwarded message is attached. Dear Mark, The resubmitted C4 plan attached to this email satisfied 2 of the 6 prior comments listed in the attached email. The remaining 4 issues and an additional 5t1 item are listed below. Relocation of the small portable frame building to eliminate the blocking of the van access tEMA- compliant anchoring of that building at its new location will be required. Relocation of the dumpster to the property of the Tybee Island Historical Society.64 e G A scalable, sealed /signed copy of the February, 2012, Bert Barrett, Jr. survey is nee e . r 4� Prior to permitting the name of the contractor will be needed. Cr 05-6 A signed copy of the attached C4 plan is needed. for parking space „sop revocc i;��•e. , o 4-4942, Please let me know what month your client would like to be on the Planning Commission agenda for Site Plan Approval. It is too late for April. The next deadline is May 1st however items 1, 2, 3, and 5 will need to be resolved an . e $500 application fee submitted prior to the deadline date. Please let me know if you have any questions. Dianne K. Otto, CFM City of Tybee Island phone 912.786.4573 ext. 136 fax 912.786.9539 From: Mark Boswell [mailto:lahbos@bellsouth.net] Sent: Thursday, April 05, 2012 11:12 AM To: Dianne Otto Cc: dkdbus@gmail.com; TYBEELH@BELLSOUTH.NET Subject: lighthouse parking lot Dianne, this plan should satisfy the comments for the ticket booth being anchored and the bus parking being completely on the property. we prefer not to install a grass strip because we have plenty of greenspace 1 Dianne Otto From: Dianne Otto Sent: Sunday, April 08, 2012 4:52 PM To: 'Mark Boswell' Cc: dkdbus©gmail.com; TYBEELH @BELLSOUTH.NET Subject: RE: lighthouse parking lot Attachments: LIGHT -C4- STAKING - Model.pdf; RE: 212008 Lighthouse; Downer's comment Itrs - lighthouse parking lot.pdf Dear Mark, The resubmitted C4 plan attached to this email satisfied 2 of the 6 prior comments listed in the attached email. The remaining 4 issues and an additional 5th item are listed below. Relocation of the small portable frame building to eliminate the blocking of the van access for parking space #1. FEMA - compliant anchoring of that building at its new location will be required. 54 pea Ore4 �5 r�o4- aim c.LessOskt (j,. 0.,1%t" iro Llk Relocation of the dumpster to the property of the Tybee Island Historical Society. 4-o rya-. A scalable, sealed /signed copy of the February, 2012, Bert Barrett, Jr. survey is needed. P or to permitting the name of the contractor will be needed. . A signed copy of the attached C4 plan is needed. reee.ve�- 419 Please let me know what month your client would like to be on the Planning Commission agenda for Site Plan Approval. It is too late for April. The next deadline is May 1st however items 1, 2, 3, and 5 will need to be resolved and the $500 application fee submitted prior to the deadline date. Please let me know if you have any questions. Dianne K. Otto, CFM City of Tybee Island phone 912.786.4573 ext. 136 fax 912.786.9539 From: Mark Boswell [mailto:lahbos @bellsouth.net] Sent: Thursday, April 05, 2012 11:12 AM To: Dianne Otto Cc: dkdbus @gmail.com; TYBEELH @BELLSOUTH.NET Subject: lighthouse parking lot Dianne, this plan should satisfy the comments for the ticket booth being anchored and the bus parking being completely on the property. we prefer not to install a grass strip because we have plenty of greenspace within tybee ordinance and it would be a maintenace issue for a small grass strip. the dumpster pad issue has not been resolved at this time and my client has informed me that he will discuss with tybee. thanks Bos 1 Dianne Otto From: Dianne Otto Sent: Sunday, February 26, 2012 3:20 PM To: 'Mark Boswell' Cc: Diane Schleicher; 'Downer Davis' Subject: RE: 212008 Lighthouse Attachments: 2120080B.PDF Mark, The revised submittal would depict: `il . the bus parking reconfigured to be wholly on the property of the Tybee Island Historical Society with a note that if the established grass fails a dustproof surface will be provided. %/2. small areas o1 greenspace at the front of the parking spaces if that suggestion has been accepted. ee SQCc i al N�u s Po:16ns t40 ' Conctp''r o4' 9recnsoace. na k accrep'kl toy the relocation of the small portable frame building to eliminate the blocking of the van er S'e access for parking space #1. FEMA - compliant anchoring of that building at its new location �` will be required. gthe relocation of the dumpster to the property of the Tybee Island Historical Society. A scalable, sealed /signed copy of the February, 2012, Bert Barrett, Jr. survey is needed. In addition, prior to permitting the name of the contractor will be needed. Please let me know if you have any questions. Dianne K. Otto, CFM City of Tybee Island phone 912.786.4573 ext. 136 fax 912.786.9539 From: Mark Boswell [mailto:Iahbos@bellsouth.net] Sent: Sunday, February 26, 2012 7:58 AM To: Dianne Otto Subject: Re: 212008 Lighthouse thanks what do you want me to re- submit ? the plans do not change unless you want the small grass strip downer referred to. bos From: Dianne Otto <Dotto@)citvoftybee.orq> To: "Iahbos@bellsouth.net" <Iahbos©bellsouth.net> Sent: Fri, February 24, 2012 3:43:56 PM Subject: FW: 212008 Lighthouse See attachment. Please resubmit as your schedule permits. 1 Dianne K. Otto, CFM City of Tybee Island phone 912.786.4573 ext. 136 fax 912.786.9539 From: Downer Davis [mailto:dkdbus @gmail.com] Sent: Thursday, February 23, 2012 3:42 PM To: Dianne Otto Subject: 212008 Lighthouse There will be no invoice for the Historical Society to pay. This email and any files transmitted with it are confidential and intended solely for the use of the individual or entity to whom they are addressed. if you are not the named addressee you should not disseminate, distribute or copy this e-mail. Please notify the sender immediately by e-mail if you have received this e-mail by mistake and delete this e-mail from your system. Please note that any views or opinions presented in this email are solely those of the author and do not necessarily represent those of The City of Tybee Island. The recipient should check this email and any attachments for the presence of viruses. The City of Tybee Island accepts no liability for any damage caused by any virus transmitted by this email: City of Tybee Island P.O. Box 2749 Tybee Island, GA 31328 2 DAVIS ENGINEERING, INC. P.O. Box 1663 Tybee Island, GA 31328 Tel. (912) 695 -7262 dkdbus @gmail.com February 23, 2012 Diane Otto City of Tybee Island P.O. Box 2749 Tybee Island, GA 31328 pRogymmn it4 FEB $ 3 1012 Phone (912) 786 -4573 Fax: (912) 786 -9539 RE: 212008 Lighthouse Museum Parking Lot Project Dear Ms. Otto: Mark Boswell has directed me to the portion of the plans that address my concerns regarding pavement details. As I conclude my plan review services on this project, I advise that I have not attempted to duplicate the work of the Planning Commission or City staff with regard to tree /landscape review, setbacks, density or other zoning or subdivision regulation issues. The following comments were offered previously only for consideration and are not a requirement: 1) The plans show an acceptable changed flow and parking pattern for the passenger vehicles. There are opportunities between the opposing parking aisles in the drive island for small areas of green space and less use of white rock. 2) The western most bas staging area shown requires travel over grassed areas. The bus staging areas are entirely on grass. I plan to monitor this area as heavy use may lead to elimination of the established grass that provides the dustproof surface. I will point out that while the open graded white rock is now acceptable as a permeable driving surface, the soon to be required Coastal Stormwater Supplement allows only porous brick pavers and porous concrete. This reviewer acknowledges that the busses are currently staging and unloading in the road and that this plan is an attempt to improve the existing traffic conditions. Mark advised that, "They would not be getting that many buses." Hopefully, the traffic of the buses will not exceed the capacity of the grass surface. Within the scope of my design review, to the best of my knowledge and belief, it is my opinion that the site construction portion of this plan meets the 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 any other governmental body or authority having jurisdiction over any portion of this project. Please advise if you have any questions on this review. Sincerely, Afle. Downer K. Davis, Jr., P.E. President 2120080C cc: , vs(N cf,`.1eA, b o we,t\ DAVIS ENGINEERING, INC. P.O. Box 1663 Tybee Island, GA 31328 Tel. (912) 695 -7262 dkdbus @gmail.. �n February 23, 2012 a T l'1 3 Diane Otto fEB 2 3 2012 City of Tybee Island P.O. Box 2749 Tybee Island, GA 31328 Phone: (912) 786 -4573 BYax: (912) 786 -9539 RE: 212008 Lighthouse Museum Parking Lot Project Dear Ms. Otto: I have reviewed the plans by Boswell Design Services. I have not attempted to duplicate the work of the Planning Commission or City staff with regard to tree /landscape review, setbacks, density or other zoning or subdivision regulation issues. The following comments are offered only for consideration and are not a requirement: 1) The plans show an acceptable changed flow and parking pattern for the passenger vehicles. There are opportunities between the opposing parking aisles in the drive island for small areas of green space and less use of white rock. 2) The western most bas staging area shown requires travel over grassed areas. The bus staging areas are entirely on grass. I plan to monitor this area as heavy use may lead to elimination of the established grass that provides the dustproof surface. I will point out that while the open graded white rock is now acceptable as a permeable driving surface, the soon to be required Coastal Stormwater Supplement allows only porous brick pavers and porous concrete. This reviewer acknowledges that the busses are currently staging and unloading in the road and that this plan is an attempt to improve the existing traffic conditions. The following is the only comment requiring response or revision: 3) I could not identify the paving details. a) The drainage report shows the white rock as a pervious surface. The white rock needs to be clearly identified as a size and grade providing voids. The white rock specifications need to clearly prohibit the use of a graded aggregate that fills the voids with successively smaller rock and fines. b) I could not find the asphalt pavement details. The City specification should be the minimum used for the pavement in the road serving this parking lot. Within the scope of my design review, to the best of my knowledge and belief, once comment #3 is addressed to the satisfaction of the City, it is my opinion that the site construction portion of this plan should meet the 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 any other governmental body or authority having jurisdiction over any portion of this project. Please advise if you have any questions on this review. (` Sincerely, . 2.3 -12. �2 ' -Ir�%M —!or Mcyt�� ✓QI % re„ .2. 04 Qmo-:1 or -N�' /�S 4o �.: by 17o�.?' -' + • 19JS Q-k • r0N I: f1 T'�.DJse_• � G�4 to --'1 -; oh �} park: Downer K. Davis, Jr., P.E. TroDPl President I �1 2120080B cc: Mark Boswell . RECEIVED DESIGN CALCULATIONS AND HYDROLOGY REPORT FOR THE Lighthouse Museum Parking Lot Project At the Lighthouse Museum Tybee Island, Georgia FOR THE Tybee Island Historical Society P.O. Box 366 Tybee Island, Georgia 31328 February, 2012 Q \. BOSWELL DESIGN SERVICES, INC. 103 NASSAU DRIVE SAVANNAH, GEORGIA 912 -897 -6932 L14HBOS@BE7l SOUTH. NET VICINITY MAP HYDROLOGY REPORT For The Lighthouse Museum Parking Lot Project At The Lighthouse Museum Tybee Island, Georgia SITE NARRATIVE AND SITE CONDITIONS The existing site contains several museum buildings and paved and gravel parking with scattered trees and the ground is generally flat with slopes between 0 and four percent. The proposed project will be the demolition of the existing parking areas and construction of new asphalt travel lanes and white rock parking areas. The new project will have grading and paving and will not require detention. The total site is approximately 5 acres with the new project being approximately 0.73 acres disturbed. Detention for this project will not be required due to no increase in impervious areas. The soils in this area have been classified by the Soil Conservation Service as being CuC (Chipley Urban Land Complex). PRE DEVELOPMENT SITE CONDITIONS The existing site contains 5.0 acres which consists of several drainage areas but for this project only one drainage area will be considered. This drainage area contains 1.10 acre and sheet drains to existing grate inlets. POST DEVELOPMENT SITE CONDITIONS The proposed drainage pattern remains unchanged from the existing drainage area and pattern except for the addition of a new grate inlet. New run -off is collected by sheet drain and is routed to the grate inlets. ANALYSIS METHOD The TR 55 method was utilized for the analysis of the pre- development and post - development runoff for this site. Hydroflow Hydrographs software was utilized to perform these analyses and for the purpose of sizing pipes, inlets, ditches and detention. The analysis was performed utilizing the following data: DRAINAGE AREA PRE - DEVELOPMENT RUN -OFF COEFFICIENT = SEE EXHIBITS POST - DEVELOPMENT RUN -OFF COEFFICIENT = SEE EXHIBITS IDF CURVES SAVANNAH HYDROGRAPH GENERATION METHOD = TR -55 PRE - DEVELOPMENT SLOPE = SEE EXHIBITS POST DEVELOPMENT SLOPE = SEE EXHIBITS TIME OF CONCENTRATION PRE - DEVELOPMENT = SEE REPORT TIME OF CONCENTRATION POST - DEVELOPMENT = SEE REPORT The proposed project is to be cleared of necessary trees and stumps to make way for the proposed site improvements. The resulting increased runoff, which is encountered due to new impervious area is displayed in the summary table at the end of this report. Run -off calculations accompany this report. DRAINAGE SUMMARY TABLES AND ALLOWABLE RUN-OFF CALCULATIONS DRAINAGE AREA 1 YEAR 2 YEAR 5 YEAR 10 YEAR 25 YEAR 50 YEAR 1 00 YEAR E -DA -1 4.50 5.09 6.26 7.42 8.57 9.72 10.87 N -DA 1 4.50 5.09 6.26 7.42 8.57 9.72 10.87 DIFFERENCE IN RUN-OFF 0 0 0 0 0 0 0 CW CALCULATIONS LIGHTHOUSE PARKING PROJECT E-DA - CW PRE-DEVELOPED FACTOR IMPERVIOUS AREA = 0.36 AC PERVIOUS AREA = 0.74 AC TOTAL = 1 . 1 O AC (0.36x98) + (0.74x89) / 1 .10 = 91.95 N-DA - CW POST-DEVELOPED FACTOR IMPERVIOUS AREA = 0.28 AC WHITE ROCK = 0.25 PERVIOUS AREA = 0.57 AC TOTAL = 1 . 1 O AC (0.28x98) +(0.25x92) +(.57x89)/ 1.10 = 91.75 DRAINAGE EXHIBITS POST (711,.) EXISTING HYDROGRAPHS 1 2 3 4 5 6 7 Project: LIGHT - EXTG- HYDRO.GPW6bF: SAVANNAH.IDF 7 hyd's 02 -21 -2012 lydrograph Summary Report Page 1 Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Volume (cuft) Return period (yrs) Inflow hyd(s) Maximum elevation (ft) Maximum storage (cuft) Hydrograph description 1 SCS Runoff 4.50 1 724 14,391 1 -- - -- LIGHTHOUSE -EDA -1 Y 2 SCS Runoff 5.09 1 724 16,383 2 - -- - -- - -- LIGHTHOUSE -EDA -2 Y 3 SCS Runoff 6.26 1 724 20,395 5 — -- LIGHTHOUSE -EDA -5 Y — 4 SCS Runoff 7.42 1 724 24,434 10 — - -- LIGHTHOUSE - EDA -10 5 SCS Runoff 8.57 1 724 28,490 25 -- -- - -- LIGHTHOUSE - EDA -25 6 SCS Runoff 9.72 1 724 32,558 50 — - -- - - -- LIGHTHOUSE - EDA -50 7 SCS Runoff 10.87 1 724 36,635 100 — -- - -- LIGHTHOUSE -EDA -100 Proj. file: LIGHT - EXTG- HYDRO.GPVmF file: SAVANNAH.IDF Run date: 02 -21 -2012 Hydrograph Plot Hyd. No. 1 LIGHTHOUSE -EDA -1 YEAR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 1 yrs = 1.10 ac = 0.0 % = USER = 4.50 in = 24 hrs Peak discharge = 4.50 cfs Time interval = 1 min Curve number = 91 Hydraulic length = 0 ft Time of conc. (Tc) = 5 min Distribution = Type III Shape factor = 484 English Total Volume = 14,391 cuft 4- 0 Cr 5 4 3 2 1 1 - SCS Runoff -1 Yr - Qp = 4.50 cfs 0 0 5 10 15 Time (hrs) Hyd. 1 20 25 Hydrograph Plot Hyd. No. 2 LIGHTHOUSE -EDA -2 YEAR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 2 yrs = 1.10 ac = 0.0 % = USER = 5.00 in = 24 hrs Peak discharge = 5.09 cfs Time interval = 1 min Curve number = 91 Hydraulic length = 0 ft Time of conc. (Tc) = 5 min Distribution = Type III Shape factor = 484 English Total Volume = 16,383 cuft E 0 a 6 5 4 3 2 1 0 2 - SCS Runoff - 2 Yr - Qp = 5.09 cfs 5 10 Time (hrs) Hyd. 2 15 20 25 2 1 Hydrograph Plot Hyd. No. 3 LIGHTHOUSE -EDA -5 YEAR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 5 yrs = 1.10 ac = 0.0 % = USER = 6.00 in = 24 hrs Peak discharge = 6.26 cfs Time interval = 1 min Curve number = 91 Hydraulic length = 0 ft Time of conc. (Tc) = 5 min Distribution = Type 111 Shape factor = 484 English Total Volume = 20,395 cuft CO c.) a 3 -SCS Runoff - 5 Yr - Qp = 6.26 cfs 0 10 Time (hrs) Hyd. 3 15 20 25 i Hydrograph Plot Hyd. No. 3 LIGHTHOUSE -EDA -5 YEAR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 5 yrs = 1.10 ac = 0.0 % = USER = 6.00 in = 24 hrs Peak discharge = 6.26 cfs Time interval = 1 min Curve number = 91 Hydraulic length = 0 ft Time of conc. (Tc) = 5 min Distribution = Type 111 Shape factor = 484 English Total Volume = 20,395 cuft CO c.) a 3 -SCS Runoff - 5 Yr - Qp = 6.26 cfs 0 10 Time (hrs) Hyd. 3 15 20 25 Hydrograph Plot Hyd. No. 4 LIGHTHOUSE- EDA -10 YEAR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 10 yrs = 1.10 ac = 0.0 % = USER = 7.00 in = 24 hrs Peak discharge = 7.42 cfs Time interval = 1 min Curve number = 91 Hydraulic length = 0 ft Time of conc. (Tc) = 5 min Distribution = Type III Shape factor = 484 English co 0 a Total Volume = 24,434 cuft 4 -SCS Runoff - 10 Yr - Qp = 7.42 cfs 8 6 4 2 0 0 5 10 Time (hrs) Hyd. 4 15 20 25 Hydrograph Plot Hyd. No. 5 LIGHTHOUSE- EDA -25 YEAR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 25 yrs = 1.10 ac = 0.0 % = USER = 8.00 in = 24 hrs Peak discharge = 8.57 cfs Time interval = 1 min Curve number = 91 Hydraulic length = 0 ft Time of conc. (Tc) = 5 min Distribution = Type 111 Shape factor = 484 English Total Volume = 28,490 cuft 1 0 5 -SCS Runoff - 25Yr -Qp = 8.57 cfs 6 2 I 0 5 10 Time (hrs) Hyd. 5 15 20 25 Hydrograph Plot Hyd. No. 6 LIGHTHOUSE- EDA -50 YEAR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 50 yrs = 1.10 ac = 0.0 % = USER = 9.00 in = 24 hrs Peak discharge = 9.72 cfs Time interval = 1 min Curve number = 91 Hydraulic length = 0 ft Time of conc. (Tc) = 5 min Distribution = Type III Shape factor = 484 English 10 co c) a Total Volume = 32,558 cult 6 - SCS Runoff - 50 Yr - Qp = 9.72 cfs 10 Time (hrs) Hyd. 6 15 20 25 1 Hydrograph Plot Hyd. No. 7 LIGHTHOUSE -EDA -100 YEAR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 100 yrs = 1.10 ac = 0.0 % = USER = 10.00 in = 24 hrs English Peak discharge = 10.87 cfs Time interval = 1 min Curve number = 91 Hydraulic length = 0 ft Time of conc. (Tc) = 5 min Distribution = Type 111 Shape factor = 484 15 10- co c.3 a 5 0 Total Volume = 36,635 cuft 7 - SCS Runoff - 100Yr- Qp= 10.87cfs 0 5 10 Time (hrs) Hyd. 7 15 20 25 NEW HYDROGRAPHS 1 2 3 4 5 6 7 Project: LIGHT - NEW - HYDRO.GP VIEW: SAVANNAH.IDF 7 hyd's 02 -21 -2012 Proj. file: LIGHT - NEW - HYDRO.0 Iydrograph Summary Report Hyd. No. 1 2 3 4 5 6 7 Hydrograph type (origin) Peak flow (cfs) SCS Runoff SCS Runoff SCS Runoff SCS Runoff SCS Runoff SCS Runoff SCS Runoff Time interval (min) 4.50 5.09 6.26 7.42 8.57 9.72 10.87 Time to peak (min) Volume (cuft) Return period (yrs) 1 724 14,391 1 1 724 16,383 2 1 724 20,395 5 1 724 24,434 10 1 724 28,490 25 1 724 32,558 50 1 724 36,635 100 Inflow hyd(s) Maximum elevation (ft) Maximum storage (cuft) PVWDF file: SAVANNAH.IDF Page 1 Hydrograph description LIGHTHOUSE -NDA -1 Y LIGHTHOUSE -NDA -2 Y LIGHTHOUSE -NDA -5 Y LIGHTHOUSE - NDA -10 LIGHTHOUSE - NDA -25 LIGHTHOUSE - NDA -50 LIGHTHOUSE -NDA -100 Run date: 02 -21 -2012 Hydrograph Plot English Hyd. No. 1 LIGHTHOUSE -NDA -1 YEAR Hydrograph type = SCS Runoff Peak discharge = 4.50 cfs Storm frequency = 1 yrs Time interval = 1 min Drainage area = 1.10 ac Curve number = 91 Basin Slope = 0.0 °Ao Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5 min Total precip. = 4.50 in Distribution = Type HI Storm duration = 24 hrs Shape factor = 484 5 4 co 3 0 2 1 Total Volume = 14,391 cuft 1 - SCS Runoff -1 Yr - Qp = 4.50 cfs 0 5 10 Time (hrs) Hyd. 1 15 20 25 Hydrograph Plot Hyd. No. 2 LIGHTHOUSE -NDA -2 YEAR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 2 yrs = 1.10 ac = 0.0 % = USER = 5.00 in = 24 hrs Peak discharge = 5.09 cfs Time interval = 1 min Curve number = 91 Hydraulic length = 0 ft Time of conc. (Tc) = 5 min Distribution = Type 111 Shape factor = 484 English v a Total Volume = 16,383 cult 2 - SCS Runoff - 2 Yr - Qp = 5.09 cfs 1 5 0 1 5 10 Time (hrs) Hyd. 2 15 20 25 1 5 10 Time (hrs) Hyd. 2 15 20 25 Hydrograph Plot Hyd. No. 3 LIGHTHOUSE -NDA -5 YEAR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 5 yrs = 1.10 ac = 0.0 % = USER = 6.00 in = 24 hrs Peak discharge = 6.26 cfs Time interval = 1 min Curve number = 91 Hydraulic length = 0 ft Time of conc. (Tc) = 5 min Distribution = Type 111 Shape factor = 484 English 8 6 4 Total Volume = 20,395 cuft 3 - SCS Runoff - 5 Yr - Qp = 6.26 cfs 2 10 Time (hrs) Hyd. 3 1 0 25 Hydrograph Plot Hyd. No. 4 LIGHTHOUSE- NDA -10 YEAR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 10 yrs = 1.10 ac = 0.0 % = USER = 7.00 in = 24 hrs Peak discharge = 7.42 cfs Time interval = 1 min Curve number = 91 Hydraulic length = 0 ft Time of conc. (Tc) = 5 min Distribution = Type III Shape factor = 484 English Total Volume = 24,434 cuft 8 6 4 2 4 -SCS Runoff - 10 Yr - Qp = 7.42 cfs 0 5 10 Time (hrs) Hyd. 4 15 20 25 '� JI 0 5 10 Time (hrs) Hyd. 4 15 20 25 Hydrograph Plot Hyd. No. 5 LIGHTHOUSE- NDA -25 YEAR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 25 yrs = 1.10 ac = 0.0 % = USER = 8.00 in = 24 hrs Peak discharge = 8.57 cfs Time interval = 1 min Curve number = 91 Hydraulic length = 0 ft Time of conc. (Tc) = 5 min Distribution = Type III Shape factor = 484 English 1 cn 4- 0 Total Volume = 28,490 cuft 5 - SCS Runoff - 25 Yr - Qp = 8.57 cfs 6 I 0 0 10 Time (hrs) Hyd. 5 15 20 5 Hydrograph Plot Hyd. No. 6 LIGHTHOUSE- NDA -50 YEAR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 50 yrs = 1.10 ac = 0.0 % = USER = 9.00 in = 24 hrs Peak discharge = 9.72 cfs Time interval = 1 min Curve number = 91 Hydraulic length = 0 ft Time of conc. (Tc) = 5 min Distribution = Type III Shape factor = 484 English 10 Total Volume = 32,558 cuft 6 -SCS Runoff -50Yr- (gyp= 9.72cfs 5 10 Time (hrs) Hyd. 6 15 20 25 Hydrograph Plot Hyd. No. 7 LIGHTHOUSE -NDA -100 YEAR Hydrograph type Storm frequency Drainage area Basin Slope Tc method Total precip. Storm duration = SCS Runoff = 100 yrs = 1.10 ac = 0.0% = USER = 10.00 in = 24 hrs English Peak discharge = 10.87 cfs Time interval = 1 min Curve number = 91 Hydraulic length = 0 ft Time of conc. (Tc) = 5 min Distribution = Type III Shape factor = 484 15 0 Total Volume = 36,635 cuft 7 -SCS Runoff - 100Yr- Qp= 1O.87cfs 0 10 Time (hrs) Hyd. 7 15 20 25 Worksheet for LIGHT -NEW -PIPE Project Description Friction Method Solve For Input Data Roughness Coefficient Channel Slope Diameter Discharge Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type GVF Input Data Downstream Depth Length Number Of Steps GVF Output Data Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity Manning Formula Normal Depth SuperCritical 0.013 0.58000 % 18.00 in 5.00 ft' /s 10.31 in 1.05 ft2 2.58 ft 4.88 in 1.48 ft 0.86 ft 57.3 % 0.00577 ft/ft 4.78 ft/s 0.35 ft 1.21 ft 1.00 8.61 ft' /s 8.00 ft3 /s 0.00227 ft/ft 0.00 in 0.00 ft 0 0.00 in 0.00 ft 0.00 % 57.28 Infinity ft/s Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03] 2/2112012 1:35:38 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1 -203- 755 -1666 Page 1 of 2 Worksheet for LIGHT- NEW -PIPE GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 10.31 in Critical Depth 0.86 ft Channel Slope 0.58000 % Critical Slope 0.00577 ft/ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03] 2/21/2012 1:35:38 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 2 of 2 " i '1 1 c �� .. h FEMA 4., Ib NU 1 bMUVVN UN 1 171b IVIAr ;)) ZONE VE IN AREAS OUTSIDE OF ZONE�VE,_ (EL 17) CHATHAM COUNTY (EL J1:6)) ,47—*/GRAPEWOOD°ST ZONE VE (EL 15) .,ZONE AE (EL 15) ZONE AE (EL 14) PULASKIST ZONE VE (EL 15) N*4 P • • • •• s'v1Ew RD:• • ; �,y�ZONE AE PTAI . 6'. • ZONE VE (EL 18) TAYLOR ZONE VE (EL 19) 3543000m N ZONE VE (EL 17) • '• *. —ZONE VE (EL 16) —ZONE AE (EL 15) GULICK ST -,'? •"er -d.2. 4H •.';Ii' /•N • CARPENTER'RD. .�— RAILWOODi;DR.�- - o 0, v iBRYANdRD MAP SCALE 1" = 500' 250 0 500 1000 —� FEET 1 METER `N1l PANEL 0213F I muu �'.rr I.- C•.�; 'VIII ''lHill W OA' Z 11,,,.. 11 1114. r .A Zr 11111111 CM ®r ® IIIJ fig In rr • al Zt ®r w ei „n� FIRM FLOOD INSURANCE RATE MAP CHATHAM COUNTY, GEORGIA AND INCORPORATED AREAS PANEL 213 OF 455 (SEE MAP INDEX FOR FIRM PANEL LAYOUT) CONTAINS; COMMUNITY NUMBER AN L SUFFIX CHATHAM TYBEE Notice Community Community used community. Federal COUNTY ISLAND, to User: be used on insurance oECrottjf '__ = r.. °'��� 41 ND 5EG Emergency 130030 0213 F CITY OF 135164 0213 F The Map Number shown below when placing map orders; the Number shown above should be applications for the subject T MAP NUMBER °, 13051CO213F EFFECTIVE DATE SEPTEMBER 26, 2008 ManugementAgency Thle Is an official copy of a portion of the above referenced flood map. It was extracted using F -MIT On -Line. This map does not reflect changes or amendments which may have been made subsequent to the date on the title block. For the latest product Information about National Flood Insurance Program flood maps check the FEMA Flood Map Store at www.msc.fema.gov Page 1 of 1 M--111111111 http: / /websoilsurvey.sc.egov. usda. gov/ imsoutput /WssNavigate_salemnp014v 12572133202... 2/21/2012 Chapter 3 Time of Concentration and Travel Time Technical Release 55 Urban Hydrology for Small Watersheds Sheet flow Sheet flow is flow over plane surfaces. It usually occurs in the headwater of streams. With sheet flow, the friction value (Manning's n) is an effective rough- ness coefficient that includes the effect of raindrop impact; drag over the plane surface; obstacles such as litter, crop ridges, and rocks; and erosion and trans- portation of sediment. These n values are for very shallow flow depths of about 0.1 foot or so. Table 3-1 gives Manning's n values for sheet flow for various surface conditions. Table 3 -1 Roughness coefficients (Manning's n) for sheet flow Surface description n 1/ Smooth surfaces (concrete, asphalt, gravel, or bare soil) 0.011 Fallow (no residue) 0.05 Cultivated soils: Residue cover 5520% 0.06 Residue cover >20% 0.17 Grass: Short grass prairie 0.15 Dense grasses 2' 024 Bermudagrass . 0.41 Range (natural) 0.13 Woods:2' Light underbrush 0.40 Dense underbrush 0.80 1 The n values are a composite of information compiled by Engman (1986). 2 Includes species such as weeping lovegrass, bluegrass, buffalo grass, blue grama grass, and native grass mixtures. 3 When selecting n , consider cover to a height of about 0.1 ft. This is the only part of the plant cover that will obstruct sheet flow. For sheet flow of less than 300 feet, use Manning's kinematic solution (Overtop and Meadows 1976) to compute Tt: _ Q.007(nL)o.s Tt — (P 10.550.4 1 21 where: [eq. 3-3] Tt = travel time (hr), n = Manning's roughness coefficient (table 3-1) L = flow length (ft) P2 = 2 -year, 24-hour rainfall (in) s = slope of hydraulic grade line (land slope, ft/ft) This simplified form of the Manning's kinematic solu- tion is based on the following: (1) shallow steady uniform flow, (2) constant intensity of rainfall excess (that part of a rain available for runoff), (3) rainfall duration of 24 hours, and (4) minor effect of infiltra- tion on travel time. Rainfall depth can be obtained from appendix B. Shallow concentrated flow After a maximum of 300 feet, sheet flow usually be- comes shallow concentrated flow. The average veloc- ity for this flow can be determined from figure 3-1, in which average velocity is a function of watercourse slope and type of channel. For slopes less than 0.005 ft/ft, use equations given in appendix F for figure 3-1. Tillage can affect the direction of shallow concen- trated flow. Flow may not always be directly down the watershed slope if tillage runs across the slope. After determining average velocity in figure 3-1, use equation 3-1 to estimate travel time for the shallow concentrated flow segment. Open channels Open channels are assumed to begin where surveyed cross section information has been obtained, where channels are visible on aerial photographs, or where blue lines (indicating streams) appear on United States Geological Survey (USGS) quadrangle sheets. Manning's equation or water surface profile informa- tion can be used to estimate average flow velocity. Average flow velocity is usually determined for bank - full elevation. (210- V1 -TR-55, Second Ed., June 1986) 3-3 Chapter 2 Estimating Runoff Technical Release 55 Urban Hydrology for Small Watersheds Table 2 -2a Runoff curve numbers for urban areas 1/ Curve numbers for Cover description hydrologic soil group Average percent impervious area _v A B C D Cover type and hydrologic condition Fully developed urban areas (vegetation established) Open space (lawns, parks, golf courses, cemeteries, etc.) 3/: Poor condition (grass cover < 50%) 68 79 86 89 Fair condition (grass cover 50% to 75%) 49 69 79 84 Good condition (grass cover > 75 %) 39 61 74 80 Impervious areas: Paved parking lots, roofs, driveways, etc. (excluding right -of -way) 98 98 98 98 Streets and roads: Paved; curbs and storm sewers (excluding right -of -way) 98 98 98 98 Paved; open ditches (including right -of -way) 83 89 92 93 Gravel (including right -of -way) 76 85 89 91 Dirt (including right -of -way) 72 82 87 89 Western desert urban areas: Natural desert landscaping (pervious areas only) _v 63 77 85 88 Artificial desert Landscaping (impervious weed barrier, desert shrub with 1- to 2 -inch sand or gravel mulch and basin borders) 96 96 96 96 Urban districts: Commercial and business 85 89 92 94 95 Industrial 72 81 88 91 93 Residential districts by average lot size: 1/8 acre or less (town houses) 65 77 85 90 92 1/4 acre 38 61 75 83 87 1/3 acre 30 57 72 81 86 1/2 acre 25 54 70 80 85 1 acre 20 51 68 79 84 2 acres 12 46 65 77 82 Developing urban areas Newly graded areas (pervious areas only, no vegetation) 5i Idle lands (CN's are determined using cover types similar to those in table 2-2c). 77 86 91 94 1 Average runoff condition, and Ia = 0.2S. 2 The average percent impervious area shown was used to develop the composite CN's. Other assumptions are as follows: impervious areas are directly connected to the drainage system, impervious areas have a CN of 98, and pervious areas are considered equivalent to open space in good hydrologic condition. CN's for other combinations of conditions may be computed using figure 2-3 or 2-4. 3 CN's shown are equivalent to those of pasture. Composite CN's may be computed for other combinations of open space cover type. 4 Composite CN's for natural desert landscaping should be computed using figures 2-3 or 2-4 based on the impervious area percentage (CN = 98) and the pervious area CN. The pervious area CN's are assumed equivalent to desert shrub in poor hydrologic condition. 5 Composite CN's to use for the design of temporary measures during grading and construction should be computed using figure 2-3 or 2-4 based on the degree of development (impervious area percentage) and the CN's for the newly graded pervious areas. (210- VI- TR-55, Second Ed., June 1986) 2-5 Figure B -2 Approximate geographic boundaries for NRCS (SCS) rainfall distributions ,0 III ainfall tribution Type I Type IA Type I1 Q Type III Rainfall data sources This section lists the most current 24 -hour rainfall data published by the National Weather Service (NWS) for various parts of the country. Because NWS Technical Paper 40 (TP -40) is out of print, the 24 -hour rainfall maps for areas east of the 105th meridian are included here as figures B-3 through B-8. For the area generally west of the 105th meridian, TP-40 has been superseded by NOAA Atlas 2, the Precipitation-Frequency Atlas of the Western United States, published by the National Ocean and Atmospheric Administration. East of 105th meridian Hershfield, D.M. 1961. Rainfall frequency atlas of the United States for durations from 30 minutes to 24 hours and return periods from 1 to 100 years. U.S. Dept. Commerce, Weather Bur. Tech. Pap. No. 40. Washington, DC. 155 p. West of 105th meridian Miller, J.F., RH. Frederick, and R.J. Tracey. 1973. Precipitation- frequency atlas of the Western United States. Vol. I Montana; VoL II, Wyoming; Vol III, Colo- rado; VoL IV, New Mexico; Vol V, Idaho; VoL VI, Utah; Vol. VII, Nevada; VoL VIII, Arizona; VoL IX, Washing- ton; Vol. X, Oregon; VoL XI, California. U.S. Dept. of Commerce, National Weather Service, NOAA Atlas 2. Silver Spring, MD. Alaska Miller, John F. 1963. Probable maximum precipitation and rainfall- frequency data for Alaska for areas to 400 square miles, durations to 24 hours and return periods from 1 to 100 years. U.S. Dept. of Commerce, Weather Bur. Tech. Pap. No. 47. Washington, DC. 69 p. Hawaii Weather Bureau. 1962. Rainfall - frequency atlas of the Hawaiian Islands for areas to 200 square miles, dura- tions to 24 hours and return periods from 1 to 100 years. U.S. Dept. Commerce, Weather Bur. Tech. Pap. No. 43. Washington, DC. 60 p. Puerto Rico and Virgin Islands Weather Bureau. 1961. Generalized estimates of prob- able maximum precipitation and rainfall- frequency data for Puerto Rico and Virgin Islands for areas to 400 square miles, durations to 24 hours, and return periods from 1 to 100 years. U.S. Dept. Commerce, Weather Bur. Tech. Pap. No. 42. Washington, DC. 94 P. B-2 (210- VI -TR-55, Second Et, June 1986) Figure B -5 10 -year, 24 -hour rainfall U.S. DEPARTMENT OF AGRICULTURE USE NOAA ATLAS 2 MAPS FOR WESTERN STATES / 1 1 3 / 3.5 NATURAL RESOURCES CONSERVATION SERVICE 10-Year 24 -Hour Rainfall (inches) 3 _ 3.5. �\ • 3 / 4 \ • / \ 3 / / 1 1 3 I f 3.5! 0/ Racial Mahe 10 Renal Iso-ane had met — — Rei tel Morro (depression) Abets Equal Area Rojo lion WO MI 3.5 — Figure B -6 25 -year, 24 -hour rainfall U.S. DEPARTMENT OF AGRICULTURE USE NOAA ATLAS 2 MAPS FOR WESTERN STATES 3.5 4 25-Year 24- Hour Rainfall (inches) 3.5 1 35 4 5 6 3.5 NATURAL RESOURCES CONSERVATION SERVICE _ _-3.5 7 / 11 / 10 RaitaY Mo-ite Ratan Mo-lns hal tai — — — Raman so-ine (depression) Albers Equal Area Projection 9 ;M 7 7 10 10 8.5 5 13-4 (210- VI- TR -55, Second Ed., June 1986) Figure B -7 50 -year, 24 -hour rainfall U.S. DEPARTMENT OF AGRICULTURE USE NOAA ATLAS 2 MAPS FOR WESTERN STATES 3.5 / 4 1 4.5 5 SO -Year 29 -Hour Rainfall (inches) I 4 4.5 7 10 12 4.5 NATURAL RESOURCES CONSERVATION SERVICE 4.5 10 13 0 Rakiag aalila ' l Raidag ha4ile tell unit 10 ,4 Rainfall Ise-line (daPtasl) 10 Abets Equal Area Prajxtion 12 Figure B -8 100 -year, 24 -hour rainfall U.S. DEPARTMENT OF AGRICULTURE USE NOAA ATLAS 2 MAPS FOR WESTERN STATES 4 1.00 -Year 24 -Hour Rainfall (inches) a 13 10 NATURAL RESOURCES CONSERVATION SERVICE 12�/ S 14 15 Raidal seine Rainfall Cso-41e hag unit 12 10 / Rainfall salve (depression) 17 l i 11 2 13 13 14 Abets Equal Area Prajeoion (210- VI- TR-55, Second Ed., June 1986) B-5