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Home My WebLink About20122243.tiff , ��CC H , r t�.`'r`! ill Eiirill saPOIO In AMY. t M'YaYA _. .W.W.I.... -7r i eil - 1 S, Z8£AVMHOIH 31V1S 00 I, .51 I :f as [111 s �� a i l}` p , if, 1 ��IA --4 '-- - - - ` = ' - gill i l , t �, i RIP III-1 y , If I I rill 'I 1I3 :': '-\777. ^T T I --1-- ilae 0e! l \ I • I`� ii\I I I . I f I}!II 1 Ili ii 1 (iI'_tr_I.t"__i _ I I 1 II I\\ i,II ill I III: III ! H 11.iii ' 1 ; i, t, \ t` lllif itl 'Ill l i i 1 E,i Il II! iii ","`'' — \ III iilli ill = ii 'ii( if 1 7 1i .!•1l II! z I i r -1------ g I \\ III illil li! ± 11 1lll tip; 1 ; ! Eiilli Wg e: iiI,� I I i I \ ill =xtll 1 li III' llll I t lit si f — f fe(t 'III 77 1 . i t� 7,: q• LI li 1 ' f I i I \ IIII !Hj � .i ' ll E \ ;i1 1i a i iIiI!j \ „ It ° l=[ i i I g i': 19x l 1� jji {�lI t i\ 7 ° r111} it i ! ! o chi iii ie =611 i I J �� X p IQ � t i I j� 5 31 ° f I 31 \\ II iI ill $ ! 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BOX 758 GREELEY, COLORADO 80632 WEBSITE: WWW.CO.WELD.CO.US D N T Y C �r PHONE: (970) 304-9496 FAX: (970) 304-6497 rr ArLus4-lzsr ctics. yu PNDP ).&S bea.,. c.erndr4,,.t411y & ?rvtxd. March 8, 2012 —144 Pat & Amanda Weakland / 8695 CR 88 Cie,/ Fort Collins, CO 80525 Re: Flood Hazard Development Permit application (FHDP-731) — Construction of two 4,800 square foot buildings for a brewery, construction of a stage and seating area, and storage of landscaping materials Dear Mr. and Mrs. Weakland, As a participant in FEMA's National Flood Insurance Program (NFIP), Weld County is required by FEMA to ensure that any development (as defined by FEMA) occurring in a designated 100-year floodplain or floodway is compliant with FEMA, Colorado Water Conservation Board, and Weld County floodplain regulations. The intent of the floodplain regulations is to ensure that development occurs in a manner that keeps proposed development safe from flood damage and does not adversely impact the health and safety of the public. The purpose of this FHDP Conditional Approval Letter is to provide the applicant with a brief history of the floodplain issues involved with the proposed project and to make the applicant aware of specific requirements which must be satisfied in order for Weld County and this proposed project to remain in good standing with the NFIP requirements. Failure to abide by the floodplain regulations and requirements may result in a violation case being brought before the Weld County Board of County Commissioners and potential fines. The Weld County Public Works Department, Planning Services, Building Inspection Department, and Environmental Health Services have reviewed the requested Flood Hazard Development Permit (FHDP) application for the construction of two 4,800 square foot buildings for a brewery, the construction of a stage and seating area, and the storage of landscaping materials. The current FHDP application can be conditionally approved at this time based on the comments and requirements below. COMMENTS Applicant: Pat &Amanda Weakland 8695 CR 88 Fort Collins, CO 80525 Request: Flood Hazard Development Permit number 731 for the construction of two 4,800 square foot buildings for a brewery, the construction of a stage and seating area, and the storage of landscaping materials in the A (Agricultural) Zone District Legal Description: Part of the E1/2 of the SW1/4 of Section 18, T6N, R67W, 6`" P.M., Weld County, Colorado, Lot B RE-1425 l ; 1n td 1 o 7 f 7 rgOlo2- ,2r2Le Page l o M:\PLANNING-DEVELOPMENT REVIEWIFHDP-Flood Hazard Development Permit\731 Windsor Gardner Storage Shed\FHDP-731 Correspondence\FHDP-731 Weakland Brewery Conditional Approval 3-8-12.doc PO 3701 Location: West of and adjacent to 17th St and north of and adjacent to Hwy 392, Situs Address of 6461 Highway 392 FIRM Community Panel Map No. 080266-0605D dated September 27, 1991 and 080266-0001, dated September 27, 1991 Parcel Number: 0807-18-0-00-064 Public Works Department Protect History • An FHDP was submitted to and received by Weld County for review on July 15, 2011 by Pat Weakland. The application was returned to the applicant for more information on August 2, 2011. A Board of County Commissioners Hearing was held on September 21, 2011 for AmUSR-1251. The AmUSR was for the addition of a brewery to the greenhouse uses. The portions of the application packet were resubmitted via email on September 26, 2011. The application was returned to the applicant for more information on October 3, 2011. On October 6, 2011, in an effort to keep the project moving, Public Works issued a memo to release a building permit for the flood venting retrofit of the greenhouses constructed under FHDP-353. The buildings constructed under FHDP-353 needed to be flood vented in order to bring them into compliance with NFIP floodplain regulations. On October, 17, 2011, the applicant met with the County to provide responses to the October 3, 2011 memo. During the meeting, it was explained to the applicant that additional hydraulic modeling was required in order to show compliance with the floodplain regulations. On January 30, 2012, the applicant's engineer submitted a letter requesting a meeting to discuss the hydraulic modeling. On February 6, 2012, Public Works responded to the January 30, 2012 letter clarifying the hydraulic modeling requirements. The Public Works February 6, 2012 response referred to a February 2, 2012 memo from the Colorado Water Conservation Board (CWCB) outlining acceptable hydraulic modeling requirements for the proposed project. On February 27, 2012, the applicant submitted the revised hydraulic modeling, photos showing the flood vents installed in the existing greenhouse, and documentation from the flood vent supplier. On March 5, 2012, Public Works emailed the applicant, requesting a revised As-Built Elevation Certificate for the greenhouses, pre-construction elevation certificates for the proposed new buildings, and clarification on how the new proposed buildings were to be elevated. Project Description The FHDP application was submitted in support of the construction of two 4,800 square foot buildings for a brewery, the construction of a stage and seating area, and the storage of landscaping materials in the A (Agricultural) Zone District. The parcel is located adjacent to and west of 17th St in Windsor and north of and adjacent to Highway 392 in the Cache La Poudre Flood Hazard Area (SFHA), also known as the 100-year floodplain. The entire parcel is designated as Zone AE and floodway on Flood Insurance Rate Map (FIRM) Panel 080266-0605D. This Zone AE designation indicates there are published base flood elevations (BFE) and floodway boundaries for the Poudre River on the current effective FIRM dated September 27, 1991. All FIRMs are prepared, distributed, managed, and revised by the Federal Emergency Management Agency (FEMA). Floodplain Modeling Based on the February 2, 2012 letter from the CWCB, Weld County concurred with the CWCB recommendation allowing the applicant's engineer to utilize the HEC-2 model for the SH-392 Split Flow. Using the SH-392 split flow model, the applicant's engineer performed hydraulic modeling to demonstrate the impact of the proposed project on the water surface elevations in the floodplain. The applicant's engineer utilized printouts of the original HEC-2 file to create a duplicate effective model in HEC-RAS. Once the duplicate effective model was constructed, the applicant's engineer constructed corrected effective, existing conditions, and proposed conditions models. Page 2 of 7 M\PLANNING-DEVELOPMENT REVIEWIFHDP-Flood Hazard Development Fermit\731 Windsor Gardner Storage Shea\FHDP-731 Correspondence\FHOP-731 Weakland Brewery Conditional Approval 3-8-12.doc The corrected effective model consisted of the duplicate effective model with six new cross sections added and updated topography that was obtained from the Town of Windsor. The updated topography was converted from NAVD-88 to NGVD-29 in order to be consistent with the original FEMA HEC-2 model. The cross section stationing in the corrected effective model was reset to the applicant's benchmark stationing. The changes in water surface elevation between the duplicate effective and corrected effective models are likely due to the more accurate topography and additional cross sections that were added. The existing conditions model was created using the corrected effective model including the fill that was placed during the construction of the original greenhouses. There were no water surface elevation increases between the corrected effective and existing conditions water surface elevations. The proposed conditions model was created using the existing conditions models with the addition of the fill for the new buildings, the new buildings, the proposed stage, and the proposed seating area. The fill to create the building pad for the new buildings will likely come from onsite excavation of the area proposed for the stage and outdoor seating. Any additional fill material needed to raise the proposed buildings to the regulatory flood datum (BFE +1 ft) will be imported to the site. According to the pre-construction elevation certificate, the BFE is 4792.1 feet NGVD-29. The regulatory flood datum (BFE + 1 ft) is 4793.1 feet NGVD-29. According to the work maps and the pre-construction elevation certificate, the finished floor of the proposed buildings will be at 4793.1 feet NGVD-29 or higher. It should be noted that the hydraulic modeling shows a backwater effect on the upstream side of State Highway 392. The velocities upstream of the highway in the vicinity of the applicant's property are slow. The applicant's engineer states that the velocities will be non-erosive and will not cause a flotation hazard for materials stored in the flood fringe. The floodplain mapping provided by the applicant's engineer shows that the proposed improvements are to be located outside of the FEMA mapped 1 foot floodway. The mapping also shows that the existing greenhouses are outside of the FEMA mapped 1 foot floodway. Existing Greenhouse Compliance The applicant's surveyor also provided an As-Built elevation certificate for the existing greenhouses that are located on the property. The existing greenhouses were constructed under FHDP-353. However, due to an error in the datum conversions when the greenhouses were constructed, the original As-Built elevation certificate for the existing greenhouses showed the finished floor to be 1.25 feet below the BFE instead of one foot above the BFE. Because the greenhouses are a non-residential structure, Weld County will allow the greenhouses to be flood vented as long as the utilities were elevated a minimum of one foot above the BFE. The revised As-Built elevation certificate dated March 7, 2012 shows that the lowest floor to be at 4790.85 feet NGVD-29, the lowest adjacent grade is 4790.41 feet NGVD-29, the highest adjacent grade is 4791.03 feet NGVD-29, and the lowest elevation of machinery or mechanical equipment servicing the building is 4793.10 feet NGVD-29. The revised As-Built elevation certificate for the existing greenhouses also shows that the buildings are vented with 56 engineered vents. According to the ICC-ES Evaluation Report for the engineered vents, each vent supplies 200 square inches of engineered open area. The existing greenhouse building is 11,200 square feet. Therefore, a minimum of 11,200 square inches of open area is required (11,200 square inches /200 square inches/vent = 56 vents). The FHDP application includes the following documentation: 1. FHDP Application (Page 6) 2. FHDP Narrative describing how the hydraulic modeling. The narrative has been stamped, signed, and dated by John W Myers, P.E. No. 18596. 3. Warranty Deed for the property 4. Building Under Construction Elevation Certificate for the proposed buildings that has been stamped, signed, and dated by Lawrence S Pepek, P.L.S. No. 33642. Page 3 of 7 M\PLANNING—DEVELOPMENT REVIEWiFHDP-Flood Hazard Development Permit\731 Windsor Gardner Storage Shed\FHDP-731 Correspondence\FHDP-731 Weakland Brewery Conditional Approval 3-8-12.don 5. As-Built Elevation Certificate for the existing greenhouses that has been stamped, signed, and dated by Lawrence S Pepek, P.L.S. No. 33642. 6. Floodplain Management Standards Questionnaire 7. Copy of the FEMA FIRMette panel showing the approximate location of the property in relation to the floodplain boundaries. 8. Copy of the FEMA FBFM panel showing the approximate location of the property in relation to the floodplain and floodway boundaries. 9. Responses to the October 3, 2011 memo. 10. Responses to the October 3, 2011 and February 6, 2011 memos. 11. Letter from the applicant's engineer dated January 30, 2012. 12. FHDP Map showing the location of the proposed improvements in relation to the floodplain and floodway boundaries. 13. Map showing a close-up view of the applicant's property in relation to the floodplain and floodway boundaries. 14. Map showing the extents of the Highway 392 split flow path. 15. ICC-ES Evaluation Report for the Smart Vents that were installed in the existing greenhouses to bring them into compliance with the floodplain regulations. 16. Photos showing the Smart Vents that were installed in the existing greenhouses. 17. Photos showing some of the utilities that were raised above the BFE. 18. Electronic files for the HEC-RAS model, reports, and CAD work. 19. CD-ROM containing the HEC-RAS model, CAD files, and associated PDF copies of the report. The following documentation was added to the FHDP case file: 1. GIS map showing an aerial view of the Applicant's property and structures in relation to the FEMA designated the Poudre River Floodplain and Floodway. Map shows the entire extents of the floodplain as proposed by the Weld County DFIRM and the accepted Larimer County DFIRM. 2. Copy of the floodplain and vicinity map showing the location of the applicant's property in relation to the Poudre River floodplain and floodway. 3. FIRMette showing the approximate location of the proposed structures in relation to the floodplain boundaries. 4. Timeline for FHDP-731. 5. Comments from the Planning, Building, and Environmental Health Departments. 6. Copy of August 3, 2011 letter to the applicant. 7. Copy of the October 3, 2011 letter to the applicant. 8. Copy of the October 6, 2011 memo to the Building Department releasing the building permit to bring the existing greenhouses into compliance with the floodplain regulations. 9. Copy of the February 2, 2012 letter from CWCB providing an opinion regarding the floodplain modeling for the applicant's property. 10. Copy of the February 6, 2012 letter to the applicant. 11. Copy of the AmUSR-1251 Resolution. 12. Copy of the AmUSR-1251 Hearing Certification. 13. Copy of Email correspondence regarding the placement of fill on the property. Please refer to the REQUIREMENTS section of this memorandum for further instructions. Department of Planning Services Pat and Amanda Weakland contacted the County seeking direction on how to proceed with the future development of the Windsor Garden Center and the addition of the Brewery, Tasting Room and outdoor patio associated with the Brewery pursuant to the provisions of Article 47, Title 12, of the Colorado Revised Statutes, in the Agricultural Zone District. At present the building is proposed to be constructed with electrical and plumbing components in place and ready for hook-up with the pending approval for the brewery, AmUSR-1251. • Page 4 of 7 M.\PLANNING-DEVELOPMENT REVIHMFHDP-Flood Hazard Development Permit\731 Windsor Gardner Storage Shed\FHDP-731 Correspondence\FHDP-731 Weakland Brewery Condtl,onal Approval 3-8-12.doc The HEC-RAS Model produced by John Myers Colorado P.E. No. 18596 indicates that the proposed greenhouse and storage shed are located outside of the Floodway. For reference, the FW (Floodway) District is an extremely hazardous area due to the velocity of flood waters which carry debris, potential projectiles and erosion potential. No development may occur in the Floodway District with the exception of floodproofed Agricultural exempt buildings. Agricultural exempt buildings are defined in Chapter 29. Please refer to the REQUIREMENTS section of this memorandum for further instructions. Building Department • Please refer to the REQUIREMENTS section of this memorandum for specific instructions. Environmental Health Services Environmental Health Services has reviewed this proposal. Upon review of our records for the identified parcel number, there is an individual sewage disposal system (ISDS) associated with this request. ISDS permit SP-0000297 is associated with the greenhouse. If a septic system is installed in the future the system shall comply with the Weld County ISDS flood plain regulations. No septic systems shall be installed within the floodway. Please refer to the REQUIREMENTS section of this memorandum for further instructions. REQUIREMENTS: Public Works Department 1. In order to verify that the new proposed buildings are elevated to the regulatory flood datum (BFE +1 ft), "Building under Construction" elevation certificates shall be submitted for each building prior to the top of foundation inspection. The "Building under Construction" elevation certificates shall be stamped, signed, and dated by a registered Professional Land Surveyor licensed in the State of Colorado. The elevation certificates shall also include photos of the buildings. 2. In order to verify the "As-Built" elevations, prior to the issuance of a Certificate of Occupancy for the new proposed buildings, "As-Built" elevation certificates shall be provided to Public Works. The As-Built Elevation Certificate shall be stamped, signed, and dated by a registered Professional Land Surveyor licensed in the State of Colorado. The "As-Built" elevation certificates shall also include photos of the buildings and finished adjacent grades. 3. No storage or stockpiling of any materials including fill may occur in the floodway. 4. Outdoor storage of materials occurring in the flood fringe area outside of the floodway cannot pose a flotation hazard to downstream or adjacent properties. Materials shall be adequately anchored to prevent lateral movement or flotation during a flooding event. 5. Fill materials placed in the flood fringe outside of the floodway shall be shown not to result in any increase of the water surface elevation that occurs during the 100-year flood event. All fill shall be placed in a manner that is non-erosive. 6. The construction of the proposed stage and seating area shall not result in any increase of the water surface elevation that occurs during the 100-year flood event. Structures within the proposed stage and seating area shall be constructed with flood resistant materials and shall meet the requirements of the Building Department. 7. The existing greenhouses shall be flood vented and the utilities shall be raised to a minimum of the regulatory flood datum (BFE + 1ft) in order to bring the greenhouses into compliance with the floodplain regulations. 8. Any future proposed development activities not outlined in this FHDP application on this parcel falling within the FEMA-defined 100-year floodplain shall not cause a rise in the BFEs on adjacent or upstream properties or structures. 9. Any future activities or building located in the floodplain must be approved through an amended • Page 5 of 7 M\PLANNING-DEVELOPMENT REVIEV,AFHDP-Flood Hazard Development Pennit\731 Windsor Gardner Storage Shed\FHDP-731 CorrespondencelFHDP-731 Weakland Brewery Conditional Approval 3-8-12.doc • flood hazard development permit (AmFHDP). 10. Elevation certificates for any future structures must submitted for the pre-construction, under construction (i.e. top of foundation), and as-built conditions. 11. Any future structures or development activities must be in compliance with the floodplain regulations in effect at the time. 12. Pursuant to Chapter 15, Articles I and II of the Weld County Code, if noxious weeds exist on the property or become established as a result of the proposed development, the applicant/landowner shall be responsible for controlling the noxious weeds. All vegetation, other than grasses, needs to be maintained at a maximum height of 12 inches until the area is completely developed. Department of Planning Services 1. Future installation of utilities shall comply with applicable ordinances and codes. 2. Any future structures or uses on site must obtain the appropriate zoning and building permits. 3. Construction shall comply with all requirements/conditions of the Weld County Building Code and other applicable Codes, Ordinances and standards. 4. All proposed or existing structures will or do meet the minimum setback and offset requirements for the zone district in which the property is located. 5. Any future structures or uses on site must obtain the appropriate zoning and building permits. 6. Appropriate anchoring of transient equipment must be required per established Codes and Ordinances from the appropriate regulatory agency. Building Department 1. All buildings and structures constructed in a flood hazard area shall conform to the requirements of Section R324 2006 International Residential Building Code which include but are not limited to: a. All buildings and structures erected in areas prone to flooding shall be constructed by methods and practices that minimize flood damage. i. Building materials used below the design flood elevation shall comply with the following: 1. All wood, including floor sheathing, shall be pressure-preservative-treated in accordance with AWPA U1 for the species, product, preservative and end use or be the decay-resistant heartwood of redwood, black locust or cedars. Preservatives shall be listed in Section 4 of AWPA U1. 2. Materials and installation methods used for flooring and interior and exterior walls and wall coverings shall conform to the provisions of FEMA/FIA-TB-2. A copy of FEMA/FIA TB-2 can be downloaded from http://www.fema.qov/librarv/viewRecord.do?id=1580 b. If fill materials are used to elevate the foundation, the fill shall be certified by a licensed Professional Engineer registered in the State of Colorado that it has been compacted to 95% proctor and will withstand the erosion forces associated with the intermediate regional flood. i. If fill materials are used, compaction reports are required to be submitted with As Built Elevation Certification. 2. All electrical and mechanical equipment shall be elevated a minimum of 1 foot above the BFE or shall be waterproofed to prevent the entry of floodwaters into the electrical and mechanical equipment. Environmental Health Services 1. The future installation or repair of any septic system within the 100-year flood plain shall comply with the Weld County I.S.D.S. flood plain regulations. 2. In accordance with the Colorado I.S.D.S. Regulations, no septic systems shall be installed within the floodway. Page 6 of 7 M\PLANNING—DEVELOPMENT REVIE WAHDP-Flood Hazard Development Permit\731 Windsor Gardner Storage Shed\FHDP-731 Correspondence\FHDP-731 Weakland Brewery Conditional Approval 3-8-12 doc RECOMMENDATIONS: The Weld County Public Works Department conditionally approves this FHDP application at this time. Sincerely, i?✓ 1 I/✓ . \-/ W{ 1 Clay Kimmi, P.E.. CFM Weld County Public Works Drainage & Floodplain Engineer Original Pat and Amanda Weakland,Applicant CC to File: FHDP-739, FHDP-353,crnUSR-1251 PC by Post: Kim Ogle.Planning Services Frank Piacentino,Building Inspections Lauren Light,Environmental Health Lin Dodge.Planning Services Page 7 of 7 M.\PLANNING-DEVELOPMENT REVIEWIFHDP-Flood Hazard Development Permitl731 Windsor Gardner Storage ShecAPHDP-731 CorrespondencelFHDP-731 Weakland Brewery Conditional Approval 3-B-12.doc U.S.DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE OMB No. 1660-0008 'I , Federal Emergency Management Agency Expires March 31,2012 National Flood Insurance Program Important: Read the instructions on pages 1-9. SECTION A-PROPERTY INFORMATION tar Ai , 9i)�i_ate•-�` `€.'t Al. Building Owner's Name PAT WEAKLAND mQI ' M;¢ , _, " j A2. Building Street Address(including Apt.,Unit,Suite,and/or Bldg.No.)or P.O.Route and Box No. 6461 STATE HIGHWAY 392(GREENHOUSE) city WINDSOR State Co ZIP Code 80550 MAP, ` 701' A3. Property Description(Lot and Block Numbers,Tax Parcel Number, Legal Description,etc.) LOT B OF RECORDED EXEMPTION 0807-18-3-RE1425,WELD COUNTY RECORDS Weld County A4. Building Use(e.g.,Residential,Non-Residential,Addition,Accessory,etc.)NON-RESIDENTIAL(e. ,$1-.' ' "UDIIC WerK Rcpt.. x �```��1«en kuulay A5. Latitude/Longitude: Lat.40°28'49"N Long.104°56'09"W HorizontarD4tum: ❑ NAD 1927 ® NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number 1A A8. For a building with a crawlspace or enclosure(s): A9. For a building with an attached garage: a) Square footage of crawlspace or enclosure(s) 11,200 sq ft a) Square footage of attached garage NA sq ft b) No.of permanent flood openings in the crawlspace or b) No.of permanent flood openings in the attached garage enclosure(s)within 1.0 foot above adjacent grade 56 within 1.0 foot above adjacent grade NA c) Total net area of flood openings in A8.6 6147 sq in c) Total net area of flood openings in A9.b NA sq in d) Engineered flood openings? ® Yes 0 No d) Engineered flood openings? 0 Yes ® No SECTION B-FLOOD INSURANCE RATE MAP(FIRM)INFORMATION i 61.NFIP Community Name&Community Number 62.County Name B3.State WELD COUNTY,CO-UNINCORPORATED AREAS WELD COLORADO 84.Map/Panel Number B5.Suffix B6.FIRM Index B7.FIRM Panel 88.Flood 89.Base Flood Elevation(s)(Zone 080266 0605 D Date Effective/Revised Date Zone(s) AO,use base flood depth) SEPT.22, 1999 SEPTEMBER 27, 1991 A6 4792.1 BI0. Indicate the source of the Base Flood Elevation(BFE)data or base flood depth entered in Item B9. ❑ FIS Profile ® FIRM 0 Community Determined ❑ Other(Describe) B11. Indicate elevation datum used for BFE in Item 89: ® NGVD 1929 0 NAVD 1988 0 Other(Describe) B12. Is the building located in a Coastal Barrier Resources System(CBRS)area or Otherwise Protected Area(OPA)? ❑ Yes ® No Designation Date ❑ CBRS 0 OPA SECTION C-BUILDING ELEVATION INFORMATION(SURVEY REQUIRED) C1. Building elevations are based on: 0 Construction Drawings* ❑ Building Under Construction' ® Finished Construction 'A new Elevation Certificate will be required when construction of the building is complete. • C2. Elevations—Zones Al-A30,AE,AH,A(with BFE),VE,V1-V30,V(with BFE),AR,AR/A,AR/AE,AR/A1-A30,AR/AH,AR/AO. Complete Items C2.a-h below according to the building diagram specified in Item A7. Use the same datum as the BFE. Benchmark Utilized WIN SFWY-ELEV=4796.698 Vertical Datum NGVD 29 Conversion/Comments NA Check the measurement used. a) Top of bottom floor(including basement,crawlspace,or enclosure floor)4790.85 0 feet 0 meters(Puerto Rico only) b) Top of the next higher floor NA. 0 feet ❑meters(Puerto Rico only) c) Bottom of the lowest horizontal structural member(V Zones only) NA. ❑feet ❑meters(Puerto Rico only) d) Attached garage(top of slab) NA. O feet O meters(Puerto Rico only) e) Lowest elevation of machinery or equipment servicing the building 4793.10 0 feet 0 meters(Puerto Rico only) (Describe type of equipment and location in Comments) f) Lowest adjacent(finished)grade next to building(LAG) 4790.41 0 feet 0 meters(Puerto Rico only) g) Highest adjacent(finished)grade next to building(HAG) 4791.03 ®feet 0 meters(Puerto Rico only) h) Lowest adjacent grade at lowest elevation of deck or stairs,including NA._ 0 feet O meters(Puerto Rico only) structural support SECTION D-SURVEYOR,ENGINEER,OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor,engineer,or architect authorized by law to certify elevation • information. I certify that the information on this Certificate represents my best efforts to interpret the data availab/e.l S— understand that any false statement maybe punishable by fine or imprisonment under 18 U.S.Code,Section ,001.0 j G1 E'F, Check here if comments are provided on back of form. Were latitude and longitude in Section A provided by a �. •,•''g. licensed land surveyor? ® Yes 0 No �' �> Certifiers Name LAWRENCE S.PEPEK License Number 33642 C O;. ��(,E�AG- L • " uu to ry`O°` fair Title OWNER/PROJECT MANAGER Company Name KING SURVEYORS,INC. I^(! cf. s t: Address 650 GARDEN IVE 7 City INDSOR State CO ZIP Code 80550 '1 OA:•....... • Signature Date 3-7-2012 Telephone 970-686-5011 �\S�ONP��P = FEMA F rm 81-31,Mar 09 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Section A. For Insurance Company Use: Building Street Address(including Apt., Unit,Suite,and/or Bldg. No.)or P.O. Route and Box No. Policy Number 6461 STATE HIGHWAY 392(GREENHOUSE) City WINDSORState CO ZIP Code 80550 Company NAIC Number SECTION D-SURVEYOR, ENGINEER,OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for(1)community official,(2)insurance agent/company,and(3)building owner. Comments HOT WATER HEATER HAS BEEN PLACED ON WOOD FRAME 2.08 ABOVE FLOOR. 5 e Signatur rl Date 3-7-2012 ® Check here if attachments SECTION E-BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A(WITHOUT BFE) For Zones AO and A(without BFE),complete Items Et-E5. If the Certificate is intended to support a LOMA or LOMR-F request,complete Sections A, B, and C. For Items El-E4, use natural grade,if available. Check the measurement used. In Puerto Rico only,enter meters. El. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade(HAG)and the lowest adjacent grade(LAG). a)Top of bottom floor(including basement,crawlspace,or enclosure)is 0 feet 0 meters ❑above or❑below the HAG. b)Top of bottom floor(including basement,crawlspace,or enclosure)is ❑feet 0 meters 0 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 8-9 of Instructions),the next higher floor (elevation C2.b in the diagrams)of the building is 0 feet 0 meters 0 above or ❑below the HAG. E3. Attached garage(top of slab)is ❑feet ❑meters 0 above or 0 below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑feet 0 meters 0 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? 0 Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F-PROPERTY OWNER(OR OWNER'S REPRESENTATIVE)CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B,and E for Zone A(without a FEMA-issued or community-issued BFE) or Zone AO must sign here. The statements in Sections A, 8, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments 0 Check here if attachments SECTION G -COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B,C(or E), and G of this Elevation Certificate. Complete the applicable item(s)and sign below. Check the measurement used in Items G8 and G9. 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 law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2.❑ A community official completed Section E for a building located in Zone A(without a FEMA-issued or community-issued BFE)or Zone AO. G3. 0 The following information(Items G4-G9)is provided for community floodplain management purposes. G4.Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued ;LT' M,a - F Zot7 G7. This permit has been issued for: ❑New Construction 0 Substantial Improvement n2vt 4 4t brnm C-Rc,;--FT2m gTtle)n nib corn p1wnce G8. Elevation of as-built lowest floor(including basement)of the building: L.(7So ®feet IDmeters(PR)Datum RE.vO-27 G9. BFE or(in Zone AO)depth of flooding at the building site: Lilco. I o t feet ❑meters(PR)Datum n)G Vp-zrj 010.Community's design flood elevation '-hMa. In 0 feet ❑meters(PR)Datum t30)-Zy (lex./ IC\wyr..\ V(K\AGrrt °or) r.\ftEAr¢ec- Local Official's Name Title .S U+r\ncoc1,.rs..-ka Wrir)t.A,..Jy 4-)0-30q-LA c , x 37q/ Community Name Telephone 1� unnnm✓ 3/M-2- Signature Date Comments F I t., isce) }u rw;de 20^ s u!c- r..wlJr (tictsbne6 cren,jmnia�r-.1) w•.5 S'aw✓ wvJ v.5r++a 56 a,.,,rt•Uc.,,�-y, —ae-1, sm.t'; vt la '� P r 9 i nt.Lro o.rta.. +tc.G ee,,2Valit/i5 it,2ao 5 . (S ZOo s5 �••)= I I zoo�G i R ,.eT ^\<r e.. 1`c. ¢+xa 1 cytt d,n A%^ l5 d.a\wi Mial p n Of A °O.. 1 A n�a.� 6.r 5 JA aen W a-.as. VAASA -11.6.L.11., u it 4 ru. eao\Nu e.)ve r0 Check here if attachments FEMA Form 81-31, Mar 09 Replaces all previous editions Building Photographs See Instructions for Item A6. For Insurance Company Use: Building Street Address(including Apt., Unit, Suite, and/or Bldg. No.)or P.O. Route and Box No. Policy Number 6461 STATE HIGHWAY 392(GREENHOUSE) City WINDSOR State CO ZIP Code 80550 Company NAIC Number If using the Elevation Certificate to obtain NFIP flood insurance, affix at least two building photographs below according to the instructions for Item A6. Identify all photographs with: date taken; "Front View" and 'Rear View"; and, if required, "Right Side View" and "Left Side View." If submitting more photographs than will fit on this page, use the Continuation Page, following. SOUTH FACE EAST FACE y 7 I pt -_ F7!'-LV(No GA R EENFR .._:.. .�/ :4♦ S .�- •.i1 v' „ . '9Y,,,,m,..1 +,. $i a i r_ : '-�': ,( y x. r • '~ -err- 1 dg--- ,,..•-j-T.' ''. """ ',..- 0.16,=....''::11.4 -.7 ' '''. WEST FACE NORTH FACE r G _., W' ndsora R-. ._ f Imo'. - . . ,:y ..;i,....„ Building Photographs Continuation Page For Insurance Company Use: Building Street Address(including Apt., Unit, Suite, and/or Bldg. No.)or P.O. Route and Box No. Policy Number 6461 STATE HIGHWAY 392(GREENHOUSE) City WINDSOR State CO ZIP Code 80550 Company NAIC Number If submitting more photographs than will fit on the preceding page, affix the additional photographs below. Identify all photographs with: date taken; "Front View"and "Rear View"; and, if required, "Right Side View" and "Left Side View." • l) r ; v � ` I .. HOT WATER HEATER ,Illk ers v.- %P' •, - Pilr '.,4jettell , - ..\ ) --------. I / baps" b� T • • ,` E i.. / It , 4. 7 .1 .. y - �J OV ' • 1 11.11I • 4 0 - - -.. . . ....., . filo .. xewasd f ty, a�i4. +j11 �Sp�� IICC.-EVALUATION ;SERVICE Most•Widely AcceptedandTrusted j ICC-ES Evaluation Report ESR-2074 Reissued February 1, 2011 This report is subject to renewal in two years. www.icc-es.orq I (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 08 00 00—OPENINGS unlatch, allowing the plate to rotate out of the way and Section: 08 95 00—Vents allow flow. The water level stabilizes, equalizing the lateral forces. Each unit is fabricated from stainless steel, and REPORT HOLDER: each opening provides 76 square inches (49 032 mrn2) of net free area for flood mitigation in the open position. SMART VENT®, INC. The SmartVENTTm Stacking Model #1540-511 and 450 ANDBRO DRIVE,SUITE 2B FloodVENTTM Stacking Model #1540-521 units each PITMAN, NEW JERSEY 08071 contain two vertically arranged openings per unit, providing (856)307-1468 152 square inches (98 064 mm2) of net free area for flood www.smartvent.com mitigation in the open position. eval@smartvent.com 3.2 Engineered Opening: EVALUATION SUBJECT: The AFFVs comply with the design principle noted in Section 2,6.2.2 of ASCE/SEI 24 for a maximum rate of rise SMART VENT®AUTOMATIC FOUNDATION FLOOD VENTS: and fall of 5.0 feet per hour (0.423 mm/s). In order to FLOODVENTTM MODEL #1540-520; FLOODVENTTM comply with the engineered opening requirement of STACKING MODEL #1540.521; SMARTVENTTM MODEL ASCE/SEI 24, Smart Vent AFFVs must be installed in #1540-510; SMARTVENTT"' STACKING MODEL #1540-511; accordance with Section 4.0. WOOD WALL FLOOD MODEL #1540-570; WOOD WALL 3,3 Model Sizes: FLOOD OVERHEAD DOOR MODEL #1540.574; FLOODVENTTM OVERHEAD DOOR MODEL #1540-524; The FloodVENTTM Model#1540-520, SmartVENTTM Model SMARTVENTTM OVERHEAD DOOR MODEL#1540-514 #1540-510, FloodVENTTM Overhead Door Model #1540- 524, and SmartVENTTM Overhead Door Model #1540-514 1.0 EVALUATION SCOPE units measure 153/4 inches wide by 73/4 inches high Compliance with the following codes: (400 by 196.9 mm). The Wood Wall Flood Model #1540- 570 and Wood Wall Flood Overhead Door Model #1540- • 2006 International Building Code®(IBC) 574 units measure 14 inches wide by 83/4 inches high • 2006 International Residential Code®(IRC) (355.6 by 222.25 mm). The SmartVENTTM Stacking Model #1540-511 and FloodVENTTM Stacking Model #1540-521 Properties evaluated: units measure 16 inches wide by 16 inches high (406.4 by • Physical operation 406.4 mm). • Water flow 3.4 Ventilation: 2.0 USES The SmartVENT® Model #1540-510 and SmartVENT® Overhead Door Model#1540-514 both have screen covers The Smart Vent® units are automatic foundation flood with 1/4-inch-by-1/4-inch (6.35 by 6.35 mm) openings, vents (AFFVs) employed to equalize hydrostatic pressure yielding 51 square inches(32 903 mm2)of net free area to on nonfire-resistance-rated foundation walls, rolling-type supply natural ventilation. The SmartVENTTM Stacking overhead doors and building walls subject to rising or Model#1540-511 consists of two Model#1540-510 units in falling flood waters. Certain models also allow natural one assembly, and provides 102 square inches (65 806 ventilation in accordance with Section 1203 of the IBC or mm2) of net free area to supply natural ventilation. Other Section 408.1 of the IRC. AFFVs recognized in this report do not. offer natural 3M DESCRIPTION • - ventilation. 3.1 General: 4.0 INSTALLATION When subjected to pressure from rising water, the Smart SmartVENT® and FloodVENTTM are designed to be Vent® AFFVs disengage, then pivot open to allow flow in installed into walls or overhead doors of existing or new either direction to equalize water level and hydrostatic construction from the exterior side. Installation of the vents pressure from one side of the foundation to the other. The must be in accordance with the manufacturer's AFFV pivoting door is normally held in the closed position instructions, the applicable code and this report. The by a buoyant release device. When subjected to rising mounting straps allow mounting in wood, masonry and water, the buoyant release device causes the unit to concrete walls up to 12 inches (305 mm) thick. In order to ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they so be construed -9 0 as an endorsement of the subject of the report or a recrosnnendation for six use.There is no warranty by ICC Evaluation Service.LLC,,express or implied.as pat to any,finding or other mailer in this report,or as to any product covered by the report ,.,a -......-.,.._ Copyright O2011 Page 1 of 2 ESR-2074 I Most Widely Accepted and Trusted Page 2 of 2 comply with the engineered opening design principle noted 5.1 The Smart Vent® AFFVs must be installed in in Section 2.6.2.2 of ASCE/SEI 24, the Smart Vent®AFFVs accordance with this report, the applicable code and must be installed as follows: the manufacturer's installation instructions. In the ■ With a minimum of two openings on different sides of event of a conflict, the instructions in this report govern. each enclosed area. • 5.2 The Smart Vent® AFFVs must not be used in the With a minimum of one AFFV for every 200 square feet (18.6 m2) of enclosed area, except that the place of "breakaway walls" in coastal high hazard SmanVENTnr stacking Model #1540-511 and areas, but are permitted for use in conjunction with FloodVENTTM Stacking Model #1540-521 must be breakaway walls in other areas. installed with a minimum of one AFFV for every 400 6.0 EVIDENCE SUBMITTED square feet(37.2 m2)of enclosed area. Data in accordance with the ICC-ES Acceptance Criteria • Below the base flood elevation. for Automatic Foundation Flood Vents (AC364), dated • With the bottom of the AFFV located a maximum of October 2007. 12 inches(305.4 mm)above grade. 7.0 IDENTIFICATION • 5.0 CONDITIONS OF USE The Smart VENT®,models recognized in this report must The Smart Vent® AFFVs described in this report comply be identified by a label bearing the manufacturer's name with, or are suitable alternatives to what is specified in, (Smart Vent, Inc.), the model number, and the evaluation those codes listed in Section 1.0 of this report, subject to report number(ESR-2074). the following conditions: F-43 03/11 • SMART VENT® Go with the flow" 450 Andbro Dr Suite 2B Pitman, NJ 08071 ONE YEAR LIMITED WARRANTY LIMITED,NON-PRORATED AND IRANSFERABLE Any and all product(s) as manufactured by SmartVENT®are subject to a one year limited warranty in accordance with the following,provided that the products covered by this warranty have been installed in strict accordance with the SmartVENT®written installation instructions and in accordance with all local codes and standards. Cleaning and lubrication maybe required, and is not covered by this warranty. SmartVENT®warrants to the original purchaser or a subsequent owner of the property that parts are free from manufacturing defects for 1 (One)year from the date of purchase. Should any defect occur during the one-year period following the date of purchase, SmartVENT®will provide a replacement for that part deemed to be defective(but not including labor costs incurred in removing the part,installing the replacement part,or shipping. In the event of replacement according to the terms of this warranty,the warranty on the replacement part will extend for the balance of the original warranty period,which is in effect at the time the part proves defective. LIMITATIONS SmartVENT®shall not be liable for,and this warranty does not apply to,any failure, defect or damage resulting from or connected with painting,misuse,abuse,neglect or improper handling or storage, or installation not in strict adherence to SmartVENT®written instructions. SmartVENT®reserves the right to discontinue or modify any of its products,including color, and shall not be liable as a result of such discontinuance or modification. If SmartVENT®replaces any part under this warranty,it may substitute parts designated by SmartVENT®to be of comparable quality or price range in the event the product initially installed has been discontinued or modified. OTHER CONDITIONS THIS WARRANTY IS EXPRESSLY IN LIEU OF ALL OTHER ORAL OR WRITTEN WARRANTIES, LIABILITIES OR OBLIGATIONS OF SMARTVENT. PERTINENT STATE LAW SHALL CONTROL FOR WHAT PERIOD OF TIME SUBSEQUENT TO SALE A CONSUMER/HOMEOWNER MAY SEEK A REMEDY PURSUANT TO THE IMPLIED WARRANTY OF MERCHANTABILITY OR FITNESS FOR A PARTICULAR PURPOSE. IN NO EVENT SHALL SMARTVENT®BE LIABLE FOR CONSEQUENTIAL OR INCIDENTAL DAMAGES OF ANY KIND,INCLUDING ANY DAMAGE TO THE BUILDING,ITS CONTENTS OR ANY PERSONS THEREIN,RESULTING FROM THE BREACH OF ANY WARRANTY SET FORTH HEREIN.NO REPRESENTATIVE OF SMARTVENT® OR ITS DISTRIBUTORS OR DEALERS IS AUTHORIZED TO MAKE ANY CHANGE OR MODIFICATION TO THIS WARRANTY. Fno R1 0/08 SMART VENT° Go with the flow' 450 Andbro Drive, Suite 2B Pitman, NJ 08071 MATERIAL REVIEW & MAINTENANCE INSTRUCTIONS Objective: When we set out to design our flood vent products a comprehensive study was conducted to determine the most important design attributes that would be needed to insure that our customers received the best product available. Because our company started on the shores of the East Coast of New Jersey, everyone placed durability as their number one concern. Durability: After extensive research, including review of many less expensive materials, we choose to make the bulk of the components for our vent from stainless steel. Salt will pit stainless steel unless it is rinsed with water. We recommend that the vent be washed with fresh water two times a year. Any red rust or minor surface pitting can be removed with "Commercial "de-rusting" solutions". The mechanism that operates the automatic louvers on models 1540-510, 1540-511, 1540-514 and 1540-550 is also entirely made from stainless steel, and water rinsing will reduce corrosion and dirt buildup. Prior to final inspection and testing, the louver mechanism is lubricated with a dry film lubricant. This over the counter lubricant should be applied at minimum one time per year, or when needed. Rinse the louver mechanism, let dry, then spray all of the moving parts. Note: Wet lubricants or grease will allow dirt and sand to accumulate on the moving parts, use only dry film lubricants. The Bi-metal coil is made from highly engineered materials. The composite contains a large portion of Nickel and the finished coil is secondarily heat-treated, which forms a protective barrier to protect it from the elements. A squirt of dry film lubricant into the coil chamber during maintenance will extend its life. The Floats are manufactured from engineered plastics. An ultra-violet inhibitor was blended into the raw material before molding to insure that the sun does not degrade the functional or dimensional characteristics of the material. Insert a thin blade or a credit card into each side of the vent door's float slot, and the door will easily push open. Rinse the float cavity, then apply a small amount of dry film lubricant on the float, where it contacts the.frame. Like any product, the care one gives will determine its life. We have used the best American materials, along with the best engineering and manufacturing people to build our products. With just a little care, your vents will function carefree for many, many years. Sales, Customer Service, and Technical Assistance World Wide Web Toll Free: 877.441.8368. www.smartvent.com Fax: 856.612.5000 Email: sales(ohsmartvent.com Email: info@smartvent.com II.S. Department of limneland Security 500 C Street SW W ash ovum.D.C.20472_ t r' Ikll W-08086 NFIP Underwriting Bulletin October 23, 2008 RECEIVE' FEB 272012 MEMORANDUM TO: WYO Principal Coordinators Weld County and NFIP Servicing Agent Public Works Dept. FROM: Jhun de la Cruz Ala.,, 4 6. 6 f. Chief, Underwriting iii c'f SUBJECT: Openings in Foundation Walls and Walls of Enclosures The purpose of this memorandum is to clarify the alternative measures listed in the Flood Insurance Manual for meeting the National Flood Insurance Program (NFIP) openings requirement. This policy memorandum replaces W-08001 issued on January 8, 2008. The Lowest Floor Guide section of the Flood Insurance Manual describes how an enclosure with proper openings can be rated using the elevated floor as the lowest floor. One option for meeting the openings requirement is as follows: "A minimum of two openings, with positioning on at least two walls, having a total net area of not less than one square inch for every square foot of enclosed area."Openings meeting this requirement may be called "non-engineered openings." The NFIP allows an alternative to such openings, which may be called "engineered openings." For more information about openings, refer to Technical Bulletin 1-08, "Openings in Foundation Walls and Walls of Enclosures Below Elevated Buildings in Special Flood, Hazard Areas." The following text replaces the "Alternative to the Openings Requirement"subsection on page 1 of the Lowest Floor Guide. It describes acceptable alternatives and details the certification and documentation required when engineered openings are used. 2. Alternative to the Openings Requirement Above For architectural or other reasons, a designer or builder may use an alternative to satisfy the requirement for a building to have openings that provide one square inch per square foot of enclosed area below the BFE. These alternatives, which may be referred to as "engineered openings," must be certified as having been designed to provide automatic equalization of hydrostatic flood forces by allowing for the entry and exit of flood waters. Design requirements and specifications for certification statements are outlined in Technical Bulletin 1-08, "Openings in Foundation Walls and www.fema.gov WYO Principal Coordinators and NFIP Servicing Agent Page 2 Walls of Enclosures Below Elevated Buildings in Special Flood Hazard Areas, at http://www.fenta.govilibrarviviewRecord.do?icl=I 579. If engineered openings are used as an alternative, the Write Your Own (WYO) Company or NFIP Servicing Agent must obtain a copy of the following documentation for their underwriting files: • For engineered openings designed for installation in a specific building, a copy of the certification is required. This certification will verify to community officials that the openings are designed in accordance with the requirements of the NFIP, applicable building codes, and accepted standards of practice. The original certification statement must include the design professional's name, title, address, type of license, license number, the state in which the license was issued, and the signature and applied seal of the certifying registered design professional. In addition, this certification shall identify the building in which the engineered openings will be installed and it shall address the following: (a) a statement certifying that the openings are designed to automatically equalize hydrostatic flood loads on exterior walls by allowing the automatic entry and exit of floodwaters; (b) description of the range of flood characteristics tested or computed for which the certification is valid, such as rates of rise and fall of floodwaters; and(c) description of the installation requirements or limitations that, if not followed, will void the certification; or • For engineered openings for whichltheICC Evaluation Service,Inc.,has issued an Evaluation Report, acopy otthe Evaluation Report is required.This'Taport is required to assure community officials thattheiopenings are designed in accordance�with the requirements'ofthe:NF'IP,applicable building cades;rand,ace,cpted standards o ,practice. The Evaluation Reportidentifies themodel numbers-of theengineered,openings addressed in the report,specifies the number of engineered openings'that are required`for aspecified square footage of enclosed area below the FE,and lists installation requi B rements. If you should have any questions, please contact your Business Analyst. cc: Vendors, IBHS, FIPNC, and Government Technical Monitor Suggested Routing: Underwriting, Marketing Report and Narrative - Hydraulic Analysis for SH-392 Divided Flow Channel of the Cache La Poudre River Patrick Weakland Application for Amendment to Existing USR 1251 Submitted To: Clay Kimmi, P.E., CFM Drainage & Floodplain Engineer Weld County Public Works By: Foothills Civil Design LLC Longmont, Colorado February 28, 2012 ``` ` ' ,"I, tlll,,,,,,',''i ,``� s. sr^ e'' _` r, 18596 1859 . -Z -/2 ROFESS of r`p 57 nunnuwaS Foothills Civil Design LLC 2324 Dunbar Court Longmont, Colorado 80501 (3033651-7212 February 28, 2012 Clay Kimmi, P.E., CFM Drainage& Floodplain Engineer Weld County Public Works 1111 H St PO Box 758 Greeley, CO 80632-0758 Re: Pat Weakland Flood Hazard Permit Application for Microbrewery Dear Mr. Kimmi: This letter transmits our revised Report and Narrative - Hydraulic Analysis for SH-392 Divided Flow Channel of the Cache La Poudre River for the Weakland Amendment to the Existing USR 1251. Mr. Weakland is applying to the County for a Flood Hazard Development Permit for this property. The purpose of the Amendment is to allow the construction of new buildings to be used in a microbrewery business. This Report and Narrative is a revision of two earlier submittals, dated September 13th and 26th, 2011. This revised Report follows the instructions contained in your letter of October 3, 2011, as subsequently modified on Feb 6, 2012. A copy of your letter of October 3r°, with comments, is attached. It answers your review comments and provides explanation for some of the issues raised in that letter. Also attached are stamped copies of maps of the study area, with topography and cross-sections, that were used in the study. These maps are also included in the Report and Narrative. The included CD contains copies of all submitted documents and HEC-RAS files of the study models, combined into one Project named SH-392 Divided Flow Channel. The CD also contains files from the original HEC-2 Effective Model, as well as PDF files of all relevant maps. A copy of the Autocad file containing the project maps is included. As required, our analysis was guided by the provisions contained in Section C.3.2 of FEMA's Guidelines and Specifications for Flood Hazard Mapping Partners. I hope that this submittal meets Weld County's needs and requirements. Please call or email if you have questions or need additional submittals. Sincerely, J. n (Jack ) Myers, P.E. Purpose This Narrative deals with the HEC-RAS flood hazard hydraulic analysis of Mr. Weakland's property at the Windsor Gardener retail greenhouse business located at the west edge of the Town of Windsor in Weld County. The Weakland property is located on the eastern side of the State Highway 392 Divided Flow Channel floodplain, which carries overflow from the Poudre River during extreme flood events. The purpose of the study was to investigate whether proposed improvements at the site cause any calculated rise in the Intermediate Regional (100-year) Flood when compared with existing conditions. This study was required by Weld County as a part of their review of Mr. Weakland's application for an Amendment to the Existing USR 1251. The purpose of the amendment is to allow the addition of new buildings to the site for the establishment of a micro-brewery business. Background The Windsor Gardener, located at 6461 W. Highway 392 just west of Windsor on the north side of SH- 392, was established in 2000 as a retail greenhouse and garden center. It occupies Lot B of Recorded Exemption 0807-18-3-RE-1425, a ten-acre tract measuring approximately 440 ft. (E-W) by 1000 ft (N- S). Prior to that, the land was used as pasture and a hay field, with a single-family residence and outbuildings located on the northeast corner. The land slopes down from northeast to southwest, with the residence occupying the highest ground on the northeast. The Cache La Poudre River runs in a northwest-to-southeast direction about one mile west of the property. The SH-392 Divided Flow Channel branches off from the main channel about three-quarters of a mile to the northwest, just north of WCR-68 '%, and flows south-southeasterly across the Weakland property and adjacent tracts before crossing SH-392 and rejoining the main river channel south of the highway. As shown on the area map (Figure 2), the channel centerline bends in an S-curve on its route from north to south. Weld County Road 13 runs north-and-south one-half mile west of the Weakland property. The road embankment acts as a barrier to cross-flow and separates the Divided-Flow Channel from the main channel of the Poudre. The FEMA-designated floodway crosses the southwest corner of the property, with the 100-and 500- year floodplains extending further east. Existing buildings on the site extend into the 100-year floodplain, and were placed on imported fill. The height of the fill is below the Base Flood Elevation, so all existing buildings on the site have been flood-proofed in accordance with County requirements (County Building Permit No. BCR11-01006, dated December 5, 2011). Flood-proofing measures included the addition of flood vents in the outer walls of buildings, and raising all electrical outlets above the Base Flood elevation. The Windsor Gardener currently consists of a total of three greenhouse buildings and an outdoor display area plus paved parking, with vehicular access off of Windsor's 17th Street. To serve the micro- brewery, it is proposed to place two additional buildings on the existing fill, north of the greenhouses, plus an additional future building at the northern property line. The two new buildings to be built just north of the existing Windsor Gardener buildings, totaling 9,600 sq. ft., will be multiuse for both the garden center and the microbrewery. The finish floor elevation of the new buildings will be set one foot above the Base Flood Elevation. A tasting room will be located either within the existing garden center or in one of the new buildings. The remaining proposed building on the north edge of the property will be located out of the designated floodplain, and will be used for future expansion of the brewery business. Figure 1 contains a site plan of the Weakland property with existing improvements and fill plus the proposed new construction. It also shows the existing floodplain and floodway boundaries, as taken from FBFM Panel No. 080266-001, dated Sept. 27, 1991. Mi. Ft II I I $'ui!1'iii i i1 it i6illiiii)iik II16F9 9ti!iiiiie ! iiyIi l e _— m\ cl — ------..--- .. kDi i ZBQ AVMH0IH 31V18 LL u F. I II , o x ` — ,F� I w - } I - if • dA wm I• , _ \ I I I a00 - r \ I i,a rl i I I E Cfs)1 r 711, 1 11:0: am} - �� r . ,r ;III j al • #•-�IIN, • ill' a il — \ 1111 \ 'six co i- o i .f I iy L I I I \\ fi, liii lt it , ; \ E. i HP o i.-- / J , h_. §,_I - I-''^-1 �'•, I !ii w I11` a —f— " I WI 7-1} ftp Y Ihut ill• J . , i ,. �1 . : i IA4� I �' I. ; ° I _ d! 'III ! y ; I I i! �;isetli .s I I r 17\\ I yr I I x . 'i ` I _ I' I I 3I i I � /\ .‘ silO ,I \I . S; • — II n �' }I Via' '.k„x.� I I • �et' 7' '�% I �I II•I • • - • � � � tiH ..I` ' i I i. l I', I ,\ �" li r _� r I �I I - I �� c l I �� • �.,.• I -iclzn11•011 o, I .. It'd 'OL, I iw.w..r iM Procedure Hydraulic analysis of the impact of proposed development on the SH-392 Divided Flow Channel was carried out according to FEMA requirements as contained in Chapter 5, Section C.3.2 of the Guidelines and Specifications for Flood Hazard Mapping Partners, and according to directions from the County. The analysis was divide into five separate phases, each with its own hydraulic model: 1. Effective Model The Effective Model is the original HEC-2 floodplain model used in establishing the current regulatory floodplain and floodway boundaries, and the Base Flood elevations as shown on current FIRM maps. The effective model input and output files were obtained from Weld County and the Town of Windsor. For this study, input files were re-run in HEC-2 Version 4.6.2, dated May 1991, for comparison with the original output. Results were identical to the original. 2. Duplicate Effective Model The purpose of the Duplicate Effective Model is to reproduce the results of the Effective Model used in the original Flood Insurance Study for the study area using current HEC- RAS software. If the results initially differ, hydraulic parameters are adjusted until the results agree as closely as possible. Any remaining differences are documented. In this case, no changes were made to the original cross-sections, friction factors and other HEC-2 input from the Effective Model. This and the following models were run in HEC-RAS Version 4.1.0, dated January, 2010. They were combined into a single HEC- RAS Project, titled SH-392 Divided Flow Channel. 3. Corrected Effective Model The Corrected Effective Model consists of the original HEC-2 hydraulic model, modified to include more accurate friction factors, more detailed topography or additional cross- sections, as needed. The Corrected Effective Model is based on conditions existing at the time of the Effective Model. Man-made changes are not included. For this model, the original cross-sections were updated with new elevations taken from detailed topographic mapping done in 1999. Six new cross-sections were also added, to increase the coverage and accuracy of the channel model. Of these, five cover the area where fill was deposited after 2000, in constructing the Windsor Gardener greenhouse facilities. The earth fill was not included in this model. 4. Existing Conditions Model The Existing Conditions Model is a revision of the Corrected Effective model to include any man-made changes to the floodplain topography which have occurred since the original Effective Model was created. In this case, the Existing Model includes the existing fill and buildings on the property. 5. Proposed Improvements Model The Proposed Improvements Model is a revision of the Existing (pre-project) model to include the newest proposed development, including earthwork and buildings. To create this model, the proposed new microbrewery buildings and performance amphitheater were added to the Existing Conditions Model. All elevations used in the models are based on NGVD-29, to conform with the original FEMA studies and existing FIRMs. Final calculated Water Surface Elevations for all models, including the Effective Model, are summarized in Table 1, below. Table 1 - Output Summary -Water Surface Elevations -All Models Section River Effective Duplicate Corrected Existing Proposed Station Model Effective Effective Conditions Improvements G4 158765 4794.58 4794.58 4794.25 4794.25 4794.25 F4 157960 4793.80 4793.79 4793.72 4793.72 4793.72 E4 156680 4792.74 4792.74 4791.60 4791.60 4791.60 X6 156168 NA NA 4791.35 4791.33 4791.33 D4 155775 4792.66 4792.66 4791.31 4791.28 4791.28 C4 152475 4792.60 4792.60 4791.19 4791.16 4791.16 X5 151670 NA NA 4791.13 4791.11 4791.11 X4 151545 NA NA 4791.11 4791.11 4791.11 X3 151445 NA NA 4791.11 4791.10 4791.10 X2 151350 NA NA 4791.11 4791.10 4791.10 X1 151210 NA NA 4791.10 4791.10 4791.10 B4 151015 4791.93 4791.93 4790.69 4790.69 4790.69 A4 150975 4787.27 4787.27 4784.78 4784.78 4784.78 AL 148460 4781.30 4781.30 4781.30 4781.30 4781.30 Appendix C lists detailed output from the four models run in HEC-RAS. Individual models are discussed in order in the following sections. Hydraulic Analysis 1. Effective Model The Effective Model for the SH-392 Divided Flow Channel is a HEC-2 study done by FEMA in 1991 to establish floodplain and floodway limits and flood elevations as shown on FIRM Panel 080266-0605D. Weld County and the Town of Windsor provided files containing the original HEC-2 data for the base (100-year) flood, contained in the file 392REVFW.REV, with output dated March 25, 1991. Appendix A is a listing of the HEC-2 input for this run, including the addition of encroachments to calculate water surface elevations when flows are restricted to the floodway alone. Appendix B lists the original output. The effective floodway and flood plain boundaries in the SH-392 Divided Flow Area are delineated on FEMA's Flood Boundary and Floodway Map Panel No. 080266-0001, dated September 27, 1991. Figure 2 is a map of the Divided Flow channel area showing the original HEC-2 cross-sections in red. These original sections generally ran from high ground on the east side of the floodway, southeastward to terminate at an existing roadway, either SH-392 or County Road 13 (County Line Road). Cross-sections added later for the HEC-RAS analysis of the Corrected Effective, Existing Conditions, and Proposed Improvements models are shown in blue. Water surface elevation contours from the Effective Model are shown in green. The existing small culverts under SH-392 were not modeled, and were probably considered as being blocked. Figure 3 is a detail of the same map, showing a closeup of the Weakland property. Program Error Messages As shown in Appendix B, the original HEC-2 floodway runs generated warning errors at six of the eight cross-sections. At Section A4 (River Sta 150975), the program had trouble calculating a water-surface elevation, probably because the water flowing over the highway was passing through critical depth at that point,just south of the highway embankment. Errors were also generated at five of the up-stream sections, flagging a larger-than normal change in conveyance between the sections. This would indicate the possible need for additional intermediate cross-sections to provide a smoother transition in the channel. Errors were also generated at some cross-sections stating that endpoints were extended vertically to contain the flow. This is not uncommon in FEMA's flood mapping studies, especially in divided-flow channels such as this one. None of these errors are critical to the accuracy of the model, and FEMA did not address them, indicating that they considered the results to be acceptable. 2. Duplicate Effective Model The purpose of the Duplicate Effective Model is to match the output from the Effective Model, run in HEC-2, in the HEC-RAS program. The original 392REVFW.REV HEC-2 input file was renamed PDF_HIST.DAT and directly imported into HEC-RAS for this model. No changes were made to any of the cross-sections, flows, roughness coeficients, or other parameters. HEC-RAS and HEC-2 use somewhat different mathematical routines in their calculations, so results sometimes differ slightly. According to HEC-RAS Procedures for HEC-2 Modelers (FEMA, 2002), the primary reasons for water surface elevation differences between the two programs include: • Differences in the way bridges are modeled and calculated I1 \I ill tA' itII llIt/ li Iv/ r4 Pol a ill ' ` If II p� 44 'I l} LLu d S • R'. ( • Il ''� I, } 1 } 111\ Nti - • /-/ ' tea 11t,_ 3 - _ I f i I• ,•S 'f/ !i‘t ,1 } Ir S z W �{ 1 �(/ :,• �N�C•ilf 11 ec IS :1 Qm s./ �Z J ( I ' I - , P. kl1 i I/ \ , , I 1 W Z C PH %I , I ;Y C A vv1,, I ch 2 �1II I�iIJ ��,� l • , ;_ I 1 O � �-. �l N .<J-C ��.� I \,,\��i', II I !— O_•CO � I I • Seri J ,,:{ � � '. .u•`��`` ``\ • th i I. 1 E }fib\ " JO r� g` • r r 5gak 7 -r '.- _--_-- '.� 1 II s I • `, 111 ' I':'• s i I .. W it I , I\ U r ' ' : i ailir--- Aire-N--- ' ' " _ v I-r "+--•"/".-.--*\ ,jai 'N 1� / C Ci ^' Rn..rr.w I ' � 1 ��- Win ^ , IN kir .,,,>..� . x2')/�i' /teai‘b' I 1� Exu�y .i'j ' •• ` .. {/ is.;,..- J ......... ea-- \ \ -iX1;• - r •fI� ras�w�r+ ' --- -------_----- - - -- -- X7.7 'ylj;�.=- 11. SH-392 ..„....:AA„...„....„.."....-47on �`. 1 V I H , L____ _ _________,_4_,---- _____41_54 :re----------Ii \ ; Figure 3-Weakland Property • Conveyence calculations • Critical depth default, and • Floodway calculations However, in this case output from the Duplicate Effective Model matched the Effective Model almost exactly with no modifications. Table 1 compares water surface elevations from the Effective Model with output from the Duplicate Effective Model. In both the Effective and Duplicate Effective Models, the profile plots show that the highway impedes flood flow, causing a backup and ponding effect immediately upstream. There is a drop of 4.66 feet in water surface elevation between the north side of the roadway and a point just south of the highway embankment, where the flow becomes supercritical before dropping back to subcritical. Flow velocities are very low for a considerable distance upstream (north) of State Highway 392, generally in the range of one-half foot per second. Table 2 is a comparison of results from the Effective and Duplicate Effective models. Table 2 -Comparison of Effective vs. Duplicate Effective Model Output Section River WSEL- WSEL- Difference, Number Station Effective Duplicate ft. Model Effective Model AL 148460 4781.30 4781.30 0.00 A4 150975 4787.27 4787.27 0.00 B4 151015 4791.93 4791.93 0.00 C4 152475 4792.60 4792.60 0.00 D4 155775 4792.66 4792.66 0.00 E4 156680 4792.74 4792.74 0.00 F4 157960 4793.80 4793.79 -0.01 G4 158765 4794.58 4794.58 0.00 Error Messages HEC-RAS error messages for the Duplicate Effective Model are listed in Appendix D. None are critical. In general, they mirror the errors from the Effective Model, including warnings about changes in energy grade or conveyance between sections. The program had some difficulty in calculating critical depth at Highway 392, which is not unusual, and does not affect the validity of the results. This is supported by the fact that FEMA accepted similar errors in the original floodway model. The model was accepted as accurate. 3. Corrected Effective Model For the Corrected Effective and developed-conditions models, the original geometry, cross-sections, roughness coefficients, and other parameters were continued from the Effective Model, but cross-section points and elevations were updated with new data from a more accurate and detailed independent topographic survey of the area done in 1999 by or for the Town of Windsor. Contour intervals in the newer topography are 2 feet, compared with the 4-foot interval given for the Effective Model in the Flood Insurance Study, and were calibrated with a detailed field survey. Elevations obtained from the new geometry were translated from NAVD-88 to NAD-29 to match the FEMA FIS study and floodplain maps. A total of six new cross-sections were also added to this model, in addition to the original sections. Three new cross-sections were placed to cut through the filled area at the Windsor Gardener. Two more sections were placed just upstream and downstream of the fill. Sections were drawn from a point at or past the 500- yr. floodplain boundary on high ground to the east, southeastward to end at the highway. These sections are designated in Figures 2 and 3 as X1 through X5. Another new section was placed midway between D4 and E4, designated X6, to provide better coverage of the floodplain. All new cross-sections were aligned as nearly perpendicular to the flood channel as possible, while using the full width of the floodplain. Left and right overbank distances were updated for all cross-sections to reflect actual conditions. Since this is an update of the pre-development model, the existing fill was not included in the cross-section geometry. Table 3 compares calculated water-surface elevations from the Corrected Effective Model with those from the Duplicate Effective Model. The results are similar, with the exception that due to the more detailed and accurate cross-section data, calculated WSELs are uniformly lower, and some flow velocities increase. From section D4 (river station 152775), located over 1500 feet upstream of the filled area, to section A4,just south of Highway 392, the decrease in water surface elevation varied from 1.35 ft. to 2.49 ft. This version of the model also showed a water surface drop of 5.91 feet across the State Highway 392 roadway, compared with a drop of 4.66 feet in the Duplicate Effective Model. Table 3-HEC-RAS Output-Duplicate Effective vs. Corrected Effective Models Section River WSEL- WSEL- Difference Notes Station Duplicate Corrected (Corrected - Effective Effective Duplicate) G4 158765 4794.58 4794.25 -0.33' Original Section F4 157960 4793.79 4793.72 -0.07' Original Section E4 156680 4792.74 4791.60 -1.14' Original Section X6 156168 NA 4791.35 NA New Section D4 155775 4792.66 4791.31 -1.35' Original Section C4 152475 4792.60 4791.19 -1.41' Original Section X5 151670 NA 4791.13 NA New Section X4 151545 NA 4791.11 NA New Section X3 151445 NA 4791.11 NA New Section X2 151350 NA 4791.11 NA New Section X1 151210 NA 4791.10 NA New Section B4 151015 4791.93 4790.69 -1.24' At SH-392 A4 150975 4787.27 4784.78 -2.49' S. Of SH-392 AL 148460 4781.30 4781.30 0.00' Main Channel Water Surface Elevations at the reach boundaries match the Effective Model within less than 0.50 feet, with the calculated WSEL at the upstream boundary 0.33 ft. lower, and the downstream boundary elevation, based on calculated normal depth, matching exactly. Error Messages HEC-RAS error messages for the Corrected Effective Model are similar to those issued for the Duplicate Effective Model, and are listed in Appendix D. All are of the Warning variety. Most deal with the following: • More cross-sections may be needed, due to the change in conveyance or energy loss • Cross-section had to be extended vertically at the end to contain the flow • Divided flow computed for this section These warnings are common, and none are severe enough to affect the validity of the results. Other warnings deal with problems in calculating critical depth. This warning appeared for Section E4 upstream of the Weakland property, and for sections A4 and B4 at State Highway 392. According to the HEC-RAS User's Manual, this is sometimes due to bad cross-section data. All of the affected cross-sections were double-checked for accuracy, and no problems were found. One similarity between these sections is that all are broad and flat, with wide areas of about the same elevation. HEC-RAS may have trouble dealing with this type of geometry. As a further check, an additional cross-section was added just north of State Highway 392, 50 feet upstream of Section B4, at the base of the highway embankment. This resulted in a very minor reduction in water surface elevations through the Windsor Gardener area, but no change in the warning messages at the highway concerning critical-depth calculation. This model was run as an additional plan in the SH-392 Divided Flow Channel project, called Proposed Plus Additional Sections, and is not included in the results tables. Results from the Proposed Plus plan indicate that additional cross-sections would not have any appreciable effect on the output and would not resolve the warnings at these locations. Since the results at these sections do not affect results at Sections X1 through X5, these warnings were ignored, and the model was accepted as accurate and valid. 4. Existing Conditions Model The Existing Conditions Model is based on the Corrected Effective Model with the addition of the existing earth fill and buildings at the Windsor Gardener. The fill was modeled based on a local elevation survey conducted in June 2011. As before, all elevations were translated to NAD-29 to match existing flood mapping. To reflect changes to the Weakland property from the historical condition, including grading and paving of much of the area around the Windsor Gardener and the reduction of brush in fields to the west, a Mannings roughness coefficient(`n' value) of 0.50, reduced from 0.61, was assigned to cross-sections X1-X5 passing through the filled area. This value was selected from USGS tables. The existing Windsor Gardener buildings were modeled as obstructions to the flow. Table 4 compares calculated water-surface elevations from the Existing Conditions Model with those from the Corrected Effective Model. Table 4-HEC-RAS Output-Corrected Effective vs. Existing Conditions Models Section River Corrected Existing Difference Notes Station Effective Conditions (Existing - Corrected) G4 158765 4794.25 4794.25 0.00' Original Section F4 157960 4793.72 4793.72 0.00' Original Section E4 156680 4791.60 4791.60 0.00' Original Section X6 156168 4791.35 4791.33 -0.02' New Section D4 155775 4791.31 4791.28 -0.03' Original Section C4 152475 4791.19 4791.16 -0.03' Original Section X5 151670 4791.13 4791.11 -0.02' N. Of Fill X4 151545 4791.11 4791.11 0.00' Through Fill X3 151445 4791.11 4791.10 -0.01' Through Fill X2 151350 4791.11 4791.10 -0.01' Through Fill X1 151210 4791.10 4791.10 0.00' S. of Fill B4 151015 4790.69 4790.69 0.00' At SH-392 A4 150975 4784.78 4784.78 0.00' S. Of SH-392 AL 148460 4781.30 4781.30 0.00' Main Channel The results show a small drop in the calculated Water Surface Elevations for five cross-sections, including two that pass through the Windsor Gardener building area. This is due in part to the change in roughness coefficient for those cross-sections. Error Messages HEC-RAS error messages for the Existing Conditions Model are listed in Appendix D. All are of the Warning variety, and mirror the messages generated from the Corrected Effective Model. The results of the model are considered to be accurate and valid. 5. Proposed Improvements Model The Proposed Improvements Model is based on the Existing Conditions Model with the addition of the proposed new buildings and performance amphitheater just north of the existing Windsor Gardener. The fill is unchanged from the Existing Conditions model, except for the addition of the retaining wall and seating area for the amphitheater. All buildings are modeled as obstructions. Roughness coefficients are continued from the Existing model. As before, elevations were translated to NAD-29 to match existing flood mapping. Table 5 compares calculated water-surface elevations from the Proposed Improvements Model with those from the Existing Conditions Model. Table 5-HEC-RAS Output- Existing Conditions vs. Proposed Improvements Models Section River Existing Proposed Difference Notes Station Conditions Improvements (Proposed - Existing ) G4 158765 4794.25 4794.25 0.00' Original Section F4 157960 4793.72 4793.72 0.00' Original Section E4 156680 4791.60 4791.60 0.00' Original Section X6 156168 4791.33 4791.33 0.00' New Section D4 155775 4791.28 4791.28 0.00' Original Section C4 152475 4791.16 4791.16 0.00' Original Section X5 151670 4791.11 4791.11 0.00' N. Of Fill X4 151545 4791.11 4791.11 0.00' Through Fill X3 151445 4791.10 4791.10 0.00' Through Fill X2 151350 4791.10 4791.10 0.00' Through Fill X1 151210 4791.10 4791.10 0.00' S. of Fill B4 151015 4790.69 4790.69 0.00' At SH-392 A4 150975 4784.78 4784.78 0.00' S. Of SH-392 AL 148460 4781.30 4781.30 0.00' Main Channel The results show no change in calculated Water Surface Elevations at any cross-section due to the additional buildings and amphitheater. Error Messages HEC-RAS error messages for the Proposed Improvements Model are listed in Appendix D. All are of the Warning variety, and are identical to the messages generated from the Existing Conditions Model. The results of the model are considered to be accurate and valid. Results Table 1 lists the calculated water-surface elevations for all hydraulic models including the Effective Model, which was run in HEC-2 and used in the creation of existing FIRMs. The Duplicate Effective Model run in HEC—RAS matches the Effective Model almost exactly, with no modification of the Effective Model input. The Corrected Effective model was created using the original geometry from the Effective Model, with the addition of six new cross-sections. All elevations were updated with data from a more recent and accurate topographic survey. Cross-sections were added in the area of the Windsor Gardener, but the existing fill was not included. Roughness coefficients were continued from the Duplicate Effective Model. This model showed a uniform reduction in Water Surface Elevations over the Effective Model, up to a maximum of 2.5 feet over SH-392. The Existing Conditions model was based on the Corrected Effective Model, with the addition of all man- made changes since the date of the Effective Model. The existing fill and buildings at the Windsor Gardener were included in this model. Comparison of the Existing Conditions with the Corrected Effective models showed a very slight reduction in water surface elevations in the area of the Windsor Gardener, due to a change in the roughness coefficient used for that area. The Proposed Improvements model was based on the Existing Conditions Model, with the addition of all proposed improvements associated with the microbrewery. Both the existing and proposed buildings at the Windsor Gardener were included in this model. Cross-sections were changed to add a proposed performance amphitheater at the north end of the filled area. Comparison of the Proposed Improvements Model with the Existing Conditions models showed no change in water surface elevations at any point in the Divided Flow Channel. Conclusions The results of this study confirm the following: 1. The addition of the filled area and buildings, existing and proposed, does not raise the calculated water- surface elevations of the (100-year) Base Flood at any point in the Divided Flow Channel, including at the Windsor Gardener. 2. The Highway 392 embankment impedes floodwaters and raises water-surface elevations for some distance upstream, including several hundred feet past the area of the Windsor Gardener. The result is an area of very slow flow which includes the Windsor Gardener. Velocities in this part of the floodplain are calculated at around 0.5 ft./second. The erosion hazard due to flood flows in this area is therefore very low, and the force of floodwaters on buildings, improvements and stored material will be negligible. Removal by floodwaters of non-floating material stored at the Windsor Gardener should not be a problem. Appendix A Original HEC-2 Input Data - Effective Model SH-392 Divided Flow Channel HEC-2 Input File - Original FEMA Floodway Run (PDF HIST.DAT) 11 CO-FEMA-05 - ORIGINAL HEC-2 DATA T2 EXTENSION TO POUDRE RIVER FLOOD INSURANCE STUDY (RUN OF 3-25-1991) T3 POUDRE RIVER COLO. HWY. 392 DIV.FLOW REVISED FW RUN---EXISTING CONDITION J1 0 2 0 4781.3 J2 1 0 -1 J3 38 1 3 26 8 4 25 42 43 39 J3 200 NC 0.052 0.046 0.035 0.1 0.3 QT 2 14980 14980. ET 0 4.1 2150 3800 X1148460 55 3470 3645 500 500 550 GR4791.0 0 4788.2 100.0 4785.5 200.0 4784.4 250.0 4783.0 350.0 GR4782.1 450.0 4781.6 520.0 4782.1 607.0 4779.3 710.0 4777.2 794.0 GR4778.9 866.0 4778. 6 972.0 4778.3 1080.0 4778. 6 1215.0 4778.6 1352.0 GR4778.9 1500.0 4779.2 1630.0 4779.5 1780.0 4779.1 1855.0 4779.1 1910.0 GR4779.1 2060.0 4779. 6 2210.0 4779.7 2360.0 4778.5 2510.0 4779.1 2660.0 GR4777.8 2810.0 4771.1 2960.0 4776.8 3110.0 4778.3 3290.0 4778.8 3380.0 GR4781.4 3470.0 4778.0 3498.0 4776.8 3498.1 4777.2 3535.0 4773.7 3535.1 GR4777.5 3565.0 4773.8 3565. 1 4777.4 3597.0 4773.8 3597.1 4776. 6 3614.0 GR4777.5 3630.0 4775.3 3630.1 4781.6 3645.0 4779.3 3645.1 4778.8 3645.5 GR4779.0 3736.0 4779.2 3915.0 4780.4 4000.0 4781.8 4150.0 4781. 6 4297.0 GR4782.3 4445.0 4783.3 4599.0 4784.1 4790.0 4789.3 4965.0 4799.2 5003.0 NC 0.061 0.061 0.061 0.100 0.300 0.000 0.000 0.000 0.000 0.000 QT 2 3990 3990 ET 0 4.1 800 2260 X1150975 5 0. 2260. 2460. 2460. 2460. GR4796.0 0 4788.0 40 4786.0 920 4788.0 2230 4793.0 2260 ET 0 4 .1 800 2380 X1151015 5 0. 2380. 90. 90. 90. GR4796.0 0 4792.0 200 4790.5 270 4792.0 1680 4793.0 2380 ET 0. 4. 1 4800 5920 X1152475 8 4000. 5920. 1230. 1230. 1230. GR4800.0 4000 4796.0 4050 4792.0 4115 4788.0 4185 4788.0 5215 GR4789.5 5615 4792.0 5890 4793.0 5920 ET 0 4. 1 5300 6510 X1155775 8 4580. 6510. 760. 760. 760. GR4B02.3 4580 4800.0 4880 4796.0 4920 4792.0 4955 4788.0 5080 GR4788.0 6470 4792.0 6480 4797.0 6510 QT 2 2062 2062 ET 0 4.1 6550 7000 X1156680 8 6040. 7000. 740. 740. 740. GR4804.0 6040 4800.0 6110 4796.0 6150 4792.0 6170 4788.0 6220 GR4788.0 6245 4792.0 6390 4792.0 7000 NC 0.062 0.062 0.062 0.000 0.000 0.000 0.000 0.000 0.000 0.000 QT 2 1279 1279 ET 0 4.1 5700 6130 X1157960 6 5370. 6130. 235. 235. 235. GR4804.0 5370 4800.0 5415 4796.0 5425 4792.0 5470 4792.0 5520 GR4793.6 6130 QT 2 288 288. ET 0 4.1 6150 6475 X1158765 12 5435.0 6475.0 340. 340. 340. 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