Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My Public Portal
About
BUTLER AV_111 1OF2.pdf
Site • 4kieer0 164 4161 November 16, 2012 sr. ne , rF k LI .5 -13 -13 Infrastructure Development Services Ms. Karen Reese fybee Island City Hall 403 Butler Ave. Tybee Island, GA 31328 RE: Lease between AG`V Leasing Company, Inc (Tenant) and The City of Tybee Island. (Landlord), dated November 11, 1999 (Site Agreement), with respect to the real property located at 111 Butler Ave., Tybec Island, GA (Site), Cascade No. ATO3AW057 Dear Ms. Reese: Ihis letter is to advise you that it will be necessary within the near future for Sprint Nextel to make certain physical modifications to equipment within Tenant's premises at the Site. These improvements are being undertaken in order to ensure the continued technical and economic feasibility of Tenant's facility, and are needed for Tenant to make optimal use of the Site for the purposes intended by the Site Agreement. As described below, these modifications should have no significant impact on Landlord's property or operations. However. in accordance with the Site Agreerent, Tenant requests that Landlord acknowledge notice of, and consent to, the following modifications: Swap out of obsolete electronics cabinets, antennas and other equipment at the site. This may include replacement of cabling and mounting apparatus and the temporary redundancy of equipment within the leased area necessary for testing of the new equipment for up to 12 months Landlord's acknowledgement of notice and consent will not increase the size or amount of space being used by 'tenant under the Site Agreement unless specifically stated above. Also enclosed please find a Landlord Letter of Authority that will allow us to file for local permits such as zoning, electrical, or building if it is deemed necessary to complete the required modifications. Upon signature please return the original to the undersigned in the enclosed self addressed stamped envelope. Please indicate your acknowledgement and consent by signing and dating below. initialing and dating the enclosed plans and returning one copy of all documents to me either via email, fax or in the enclosed self addressed stamped envelope. Thank you in advance for your prompt attention to this matter. If you have any questions about this activity, please do not hesitate to contact me at the address or number listed below. Regards. By: WAtir 1141.1/ Brenna Fleming 1J SureSite Consulting Group, LLC, an authorized representative of Sprint Nextel 3659 Green Road, Suite 214 Office: (216) 593 -0400 Mobile: (412) 719 -7834 Fax: (216) 593 -0401 b.fle ming(n)sure- site.com. ACKNOWLEDGED AND AGREED TO: City of e Isl ailed Name: Title: I 0. L( Act -i--& Date , 201 3 SureSite Consulting Group, LLC Corporate Office. 3659 Green Road. Suite 214 * Cleveland. OH 44122 " lel 216- 593 -0400 . fax 216- 593 -0401 1 0 - , _ 13 Western Region Office: 5955 DeSoto Avenue. Suite 142 "Woodland Hilts. GA 91367 orr�; Lei -40 5.ar, i�yah. -f' Al okay -) oran (3- 0 coO1+ DATE ISSUED: 09 -27 -2013 WORK DESCRIPTION tyY CITY OF TYBEE ISLAND BUILDING PERMIT SPRINT CHANGEOUT ON WATER TANK WORK LOCATION 111 BUTLER AVE OWNER NAME SPRINT ADDRESS 6200 SPRINT PKWY CITY, ST, ZIP OVERLAND PARK KS 66251 PHONE NUMBER CONTRACTOR NAME QWIKSITE INC ADDRESS 1625 CANDLER RD CITY STATE ZIP GAINESVILLE GA 30507 FLOOD ZONE BUILDING VALUATION SQUARE FOOTAGE OCCUPANCY TYPE P TOTAL FEES CHARGED $ 2,000.00 PROPERTY IDENTIFICATION # PROJECT VALUATION $15,000.00 PERMIT #: 130604 TOTAL BALANCE DUE: $2,000.00 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 (Q) 3_0(0D4 City of Tybee Island, Georgia 912 -472 -5033 or 912 - 472 -5031 - Fax 912 - 786 -9539 APPLICATION FOR BUILDING PERMIT F r_r I r _5-134 3F Property Address: III Bo'-Lf T I L y i-u-) L) / Name Mailing Address Telephone Owner - CJ 0 F T b :l� � Ty I:)--- ms`'at 64 66. 3 i32f✓ Lia.3 8u± c 4u4 Home: 9 -7b'�- -c/S73 Cell: Architect or Engineer Folk 4611 Pn-6, n�rJ' Des v.) 9 6W • &5/n Mawr 4),e, 'iZbsQf77a111 1 LLhod i6 057 / V "0266 2— Contractor 1 E Q I��SCGv,rJL'eC'a° ! 1 -tn 1 li2 A3oSo-) Office: 6 &, -4/SO -d /2 CeII:$63--SS3 -S,9.I4 t i{,e.. ❑ Single Family ❑ Duplex ❑ Multi - Family units ❑ Commercial units (Check all that apply) ❑ Discovery/Tearout [Footprint Changes - new T-square feet heated /cooled ❑ Demolition of Structure ® Other Tel -eturn nicc,licv,‘, Details of Project: e�1ceC� •47 X1 Si�vi � �El� 1c�5 Co4X Q1'1 F'XIS�tD� V V Estimated Cost of Construction: $ 1 S(OOO (materials + labor + profit/overhead) If applicable, attach a copy of the certified elevation certificate and /or survey of the property. Depending upon the scope of the work, two sets of construction drawings and /or a site plan may be required. Year Built: Listed on National Historic Register or located within a National Historic District? Y / * Buildings older than 50 years may be eligible to be listed on the State / National Register. With this designation, you may be eligible to take advantage of various tax incentive programs while preserving the heritage of Tybee Island. `Also see the Tybee Island Land Development Code Article 14: Historic Preservation During construction: On -site restroom facilities will be provided through 3`D. . Construction debris will be disposed by-153b, by means of . I understand that I must comply with zoning, flood damage control, building, fire, shore protection and wetland ordinances, FEMA regulations and all applicable codes and regulations. I realize that I must ensure the adequacy of drainage of this property so that surrounding property is in no way adversely affected as required by Article 16, • •• • .ter Management. I accept responsibility for any corrective action that may be necessy y to restore drainage imps ed by this pe ed construction. Date: S 6 ' 13 Signature of Applicant: Printed Name in/awe/ Da'Qr, Note: A permit normally takes 7 to 10 days to process Approvals: Planning & Zoning Manager Building Official Water /Sewer Storm /Drainage City Manager Signature Date FEES Permit C) 0 00 , Inspections Cap Cost Rec Water Tap Sewer Stub Eng. Fees Aid to Const. TOTAL ‘2300. LEAD -BASED PAINT RRP RULES Ordinary renovation and maintenance activities can create dust that contains lead. Contractors who perform renovation, repairs, and painting jobs in pre -1978 housing and child- occupied facilities must, before beginning work, provide owners, tenants, and child -care facilities with a copy of EPA's lead hazard information pamphlet Renovate Right: Important Lead Hazard information for Families, Child Care Providers, and Schools. Contractors must document compliance with this requirement. After April 22, 2010, federal law will require you to be certified and to use lead -safe work practices. Georgia Environmental Protection Division Lead -Based Paint and Asbestos Program (404) 363 -7026. Projects must be done by a Certified Lead Renovation Firm AND a Certified Renovator When disturbing lead -based painted or coated surfaces or components more than 6 ft2 per interior room or 20 ft2 of exterior surfaces AND all window replacements and partial demolitions of any size. * * * * * * * * * * * * * * * * * * * * * Asbestos /Environmental Notification to Georgia EPD for Projects Involving Demolition, Wrecking, or Renovation The undersigned hereby acknowledges that the issuance of this permit does not in any way grant permission to the owner, owner's representative, or permit holder to proceed with demolition, wrecking, or renovation of a structure prior to the filing of any required ten (10) day "Project Notification for Asbestos Renovation Encapsulation or Demolition" form in accordance with the Georgia Asbestos Rules. The Georgia Environmental Protection Division administers the rules. In most cases, the rules require both the owner and the involved contractors to assure the portion of the building involved in the project is thoroughly inspected by an Accredited Asbestos Inspector for materials that contain asbestos; and the removal of the asbestos before renovation, wrecking, or demolition begins almost without exemption. Georgia EPD requires a completed demolition notification from be submitted 10 workings days in advance even if no asbestos is present in the building. Further guidance for regulatory compliance and contact telephone numbers are provided by the brochures entitled Asbestos & Renovation and Asbestos and Demolition. Other environmental issues such as asbestos removal techniques, lead abatement, ground contamination, or unusual site conditions may have EPD regulations that could affect the project. * * * * * * * * * * * * * * * * * * * ** BMPs While BMP deficiencies are not necessarily the fault of the owner or his agent, BMPs are their responsibility. Two areas of deficiencies are in the most basic and common BMPs; Co — Construction Exit and Sd1 — Sediment Barrier. Correct installation information can be found in the Field Manual for Erosion and Sediment Control in Georgia, Fourth Edition 2002, Georgia Soil and Water Conservation Commission; http://www.gaswcc.orgidocs/field_manual_4ed.pdf. Problems with the Co is not limited to the installation, but to material. The stone will be a representation of 1.5 " -3.5" stone or larger. Type A sediment barriers have been installed where Type C is required and shown on the permit drawings. Where rows are called for they will be installed with a separation that allows for the first one to fail (fall over) •ut im•: «ing t second one. The complete assembly and insta lation must be compliant; steel or wood • •- po •aci • pe or A. Signs ure for receipt o - = = Paint, Asbestos, and BMP notices. Date Printed Name F6 139 CONSULT IN ENGINEERS INC. A Bell Company September 26, 2013 Ms. Diane D. Schleicher -City Manager City of Tybee Island P.O. Box 2749 Tybee Island, GA 31328 -2749 Re: New Sprint Antenna Installation — Existing Water Tank 111 Butler Ave Tybee Island, GA Dear Mrs. Schleicher; ESTABLISHED 1958 R CEIVED This letter summarizes the results of HGBD's review of the Permit Submittal for the attachment of new antennas to the existing water tank. The submittal included drawings prepared by Alcatel- Lucent, the Application of Building Permit, dated May 5, 2013, the Structural Evaluation dated January 31, 2013, subsequently revised on August 29, 2013 (Revision 1) and September 24, 2013 (Revision 2). The Drawings TI, T2, C1 -C8A and E1 -E3 dated May 3, 2013, included layout, details, specifications and coatings information. HGBD's review was undertaken in order to assess, in general, if the design documentation for the proposed improvements appear to be consistent with applicable codes and good professional practices. The reviewer has not undertaken a detailed analysis of the calculations or verified the sufficiency of each design element, responsibilities that remain solely with the designer -of- record. This review was limited to the structural portions of the submittal only. We have reviewed the submittal and understand that the Tenant, Sprint, desires to replace antennas and accessories on the existing water tank located at 111 Butler Ave. It is our understanding that the tank currently supports numerous antennas and other hardware from different companies at this time. Based on our review of the calculations and drawings, we recommend that the project be approved. Also, we recommend that future modifications to the tank require a mapping survey similar to the Tower Mapping by Tower Engineering Professionals in the report by AW dated 9/24/12. If the City of Tybee Island has a maintenance agreement with a utility services company or similar company then the maintenance company shall review the plans. Please call if there are any questions. Sincerely; Michael Zaitz, P CC: Steve Wohlfeil 329 COMMERCIAL DRIVE (31406) • P.O. BOX 142-17 • SAVANNAH. GEORGIA 31416-1247 • TELEPHONE 912.354.4626 • FACSIMILE 912.354.6754 STRUCTURAL CALCULATIONS Prepared for: Alcatel- Lucent / Sprint Network Vision Project New Antenna Installation on Existing 150,000 Gallons Water Spheroid Tank Site No. ATO3AW057 Alamosa 111 Butler Avenue Tybee Island, GA 31328 September 24, 2013 Revision 2: Wind Speed Change ■ c itor tSSva 0- CO '1 C.J/ D(0.�1 s. r S o.c� i -� w a s e m a:\ >? d. 1i-'o ci k;nms e_e ; n C. e,flon Henry M. =e agamba, P.E. Georgia PE License No. 29716 Expires December 31, 2014 I certify that this report was prepared by me, or under my direct supervision and control, and, to the best of my knowledge and belief, complies with the requirements of the applicable building code. FULLERTON 9600 W. Bryn Nawr Avenue, Suite 200 Rosemont, Illinois 60018 Tel 847 292 0200 Fax 847 292 0206 ENGINEERING •DESIGN Firm License #PEF006084 Expires 06/30/2014 STRUCTURAL CALCULATIONS REPORT Table of Contents Project Summary 1.0 Section I — 150,000 Gallon Water Spheroid Tank 2.0 Water Tank Calculations Reference 3.0 Fullerton Engineering Consultants, Inc. Site Name: Alamosa Site No.: ATO3AW057 Prepared By: FAD Checked By: AJR Fullerton Engineering Consultants, Inc. 9600 Bryn Mawr Ave. Suite 200 Rosemont, IL 60018 (847) 292 -0200 Date: 09/24/2013 Project Summary Project Sprint Network Vision Site Name: Alamosa Site No.: ATO3AW057 Site Address: 111 Butler Avenue Tybee Island, GA 31328 Owner City of Tybee Island Design Codes & References (1) 2006 International Building Code (2) TIA /EIA -222 -F, Structural Standards for Steel Antenna Towers and Antenna Supporting Structures, 1996 (3) ANSI /AWWA D100 -05, VVelded Steel Tanks for Water Storage (4) ASCE7 -05, Minimum Design Loads for Buildings and Other Structures (5) AISC 360 -05, Specification for Structural Steel Buildings, 2005 (6) Roark's Formulas for Stress and Strain, 7th Edition (7) Handbook of Concrete Engineering, by Mark Fintel (8) Existing Water Tank Drawings by Brown Steel Contractor Scope • Determine adequacy of the existing water tank structure to support the existing and proposed antenna configuration. Conclusions • The existing structure are adequate to support the existing and proposed antenna configuration. Sprint Structural Services Bulletin Compliance Note This structural analysis is inclusive of the entire antenna structure, including towers, tower platforms, arms, and all other aspects of the structure that will support the Sprint Network Vision equipment deployment. Site Name: Alamosa Site No.: ATO3AW057 Prepared By: FAD Checked By: AJR Fullerton Engineering Consultants, Inc. 9600 Bryn Mawr Ave. Suite 200 Rosemont, IL 60018 (847) 292 -0200 Date: 09/24/2013 Existing Antennas Antenna 1 - 6 Location: Antenna elevation: Antenna data: Installation: Top of the water tank 154 ft. (3) Kathrein 80010764 + (3) Kathrein 742236 w/ (2) Raycap DC6 + (2) Raycap DC2 + (6) RRUs Antennas are installed on existing mounting pipes mounted to existing corral mount. Antenna 7 - 9 Location: Top of the water tank Antenna elevation: 154 ft. Antenna data: (3) TMBXX- 6517 -R2M w/ (2) Lucent TMA E15508P78 -05 Installation: Antennas are installed on existing mounting pipes mounted to existing corral mount. Antenna 10 Location: Top of the water tank Antenna elevation: 154 ft. Antenna data: (1) 20' Dipole Installation: Antenna is installed on existing mounting pipe mounted to existing corral mount. Antenna 11 - 13 Location: Side of the water tank Antenna elevation: 135 ft. Antenna data: (3) EMS RR65- 18 -02DP Installation: Antenna is installed on existing mounting pipe mounted to the side of the tank. Site Name: Alamosa Site No.: ATO3AW057 Prepared By: FAD Checked By: AJR Fullerton Engineering Consultants, Inc. 9600 Bryn Mawr Ave. Suite 200 Rosemont, IL 60018 (847) 292 -0200 Date: 09/24/2013 Proposed Antennas Sector 1 (Az.: 200 deg.] New antenna elevation: New antenna data: Proposed installation: Sector 2 (Az.: 285 deg.] New antenna elevation: New antenna data: Proposed installation: Sector 3 (Az.: 5 deg.] New antenna elevation: New antenna data: Proposed installation: 135 ft. (1) RFS APXVSPP18 -C w/ (1) 1900 RRH + (1) 800 RRH New antenna will be installed on (1) new 2" STD mounting pipe mounted on side of tank. New RRHs will be installed on (1) new 2" STD mounting pipe mounted on side of tank. 135 ft. (1) RFS APXVSPPI8 -C w/ (1) 1900 RRH + (1) 800 RRH New antenna will be installed on (1) new 2" STD mounting pipe mounted on side of tank. New RRHs will be installed on (1) new 2" STD mounting pipe mounted on side of tank. 135 ft. (1) RFS APXVSPPI8 -C w/ (1) 1900 RRH + (1) 800 RRH New antenna will be installed on (1) new 2" STD mounting pipe mounted on side of tank. New RRHs will be installed on (1) new 2" STD mounting pipe mounted on side of tank. Site Name: Alamosa Site No.: ATO3AW057 Prepared By: FAD Checked By: AJR Fullerton Engineering Consultants, Inc. 9600 Bryn Mawr Ave. Suite 200 Rosemont, IL 60018 (847) 292 -0200 Date: 09/24/2013 Assumptions This analysis is based on the theoretical capacity of the members and is not a condition assessment of the structure. The analysis is based solely on the information supplied, and the results, in tum, are only as accurate as data extracted from this information. Fullerton has been instructed by the client to assume the information supplied is accurate, and Fullerton has made no independent determination of its accuracy. The following assumptions were made for this structural analysis: • The structural member sizes and geometry are considered accurate as supplied. The material grade is as per data supplied and /or as assumed and state in the materials sections. • The existing structure is assumed to have been properly maintained in accordance with the TIA /EIA Standard and /or its original manufacturer's recommendations. The existing structure is assumed to be in good condition with no structural defects and with no deterioration to its member capacities. • The antenna configuration is as supplied and /or stated in the analysis section. It is assumed to be complete and accurate. All antennas, mounts, coaxial cables, and waveguides are assumed to be properly installed and supported as per the manufacturer's requirements. • The antennas, mounts, and lines stated in the appurtenance loading schedule represent Fullerton's understanding of the overall antenna configuration. If the actual configuration is different than above, then the analysis is invalid. Please refer to the Appendix for the projected wind areas used in the calculations for antennas and mounts. If variations or discrepancies are identified, please inform Fullerton. • Some assumptions are made regarding antenna and mount sizes and their projected areas based on a best interpretation of the data supplied and a best knowledge of the antenna type and industry practice. • The existing foundation is assumed to be in good condition with no structural defects and with no deterioration to its member capacities. • The soil parameters are as per data supplied, or as assumed, and stated in the calculations. • All welds and connections are assumed to develop at least the member capacity, unless determined otherwise and explicitly stated in this report. • All prior structural modifications, if any, are assumed to be as per date supplied/available, to be properly installed and to be fully effective. Site Name: Alamosa Site No.: ATO3AW057 Prepared By: FAD Checked By: AJR Fullerton Engineering Consultants, Inc. 9600 Bryn Mawr Ave. Suite 200 Rosemont, IL 60018 (847) 292 -0200 Date: 09/24/2013 Scope and Limitations The engineering services rendered by Fullerton Engineering Consultants, Inc. (Fullerton) in connection with this structural analysis are limited to a computer analysis of the structure, size, and capacity of its members. Fullerton does not analyze the fabrication, including welding and connection capacities, except as included in this report. The information and conclusions contained in this report were determined by application of the current "state of the art" engineering and analysis procedures and fomiulae, and Fullerton assumes no obligation to revise any of the information or conclusions contained in this report in the event such engineering and analysis procedures and fomiulae are hereafter modified or revised. Fullerton makes no warranties, expressed or implied, in connection with this report and disclaims and liability arising from original design, material, fabrication and erection deficiencies, or the "as- built" condition of the structure. Fullerton will not be responsible whatsoever for or on account of consequential or incidental damages sustained by any person, firm, or organization as a result of any data or conclusions contained in this report. Installation procedures and loading are not within the scope of this report and should be performed and evaluated by a competent contractor. STRUCTURAL CALCULATIONS REPORT Section 150,000 Gallons Water Spheroid Tank Fullerton Engineering Consultants, Inc. BALL WIND AREA = 1,088.46 SQFT. BALL WIND PRESSURE = 1,088.46 SQFT. X 30 PSF = 16,330 Ib. BELL WIND AREA = 115.98 SQFT. BELL WIND PRESSURE = 115.98 SQFT. X 30 PSF = 13,910 Ib. BELL WIND AREA = 224.94 SQFT. BELL WIND PRESSURE = 224.94 SQFT. X 30 PSF = 4,050 Ib. 0 0 M r 4 9 .1- r (10) EXISTING ANTENNAS EL. ±154' -0" 150,00 Gal. 1 34'6" BCL a, 0„ m _ (3) SPRINT ANT. EL. ±135' -0" EXIST. (3) SPRINT ANT. C el Water Tank Loads © Base w/o Antennas w/ Antennas Momemt (k —ft) Axial Load (kip) Shear (kip) 3068.37 4171.61 125.33 127.82 34.34 45.55 22' -4" 150,000 GALLONS WATER SPHEROID TANK Hbell := 14.833ft Dbell 22.33 • ft Site Name: Alamosa Site No.: ATO3AW057 Prepared By: FAD Checked By: AJR Fullerton Engineering Consultants, Inc. 9600 Bryn Mawr Ave. Suite 200 Rosemont, IL 60018 (847) 292 -0200 Date: 09/24/2013 Building Code CODE := " BOCA 1999 - IBC 2000 1BC 2003 r IBC 2006 r City of Chicago Building Code used WindSpeed = "Wind speed for calculations is 114mph fastest mile / 130mph 3- second gust." Tank Geometry Refer to Ref (8), Tank Htank 152•ft Dtank 34.5ft Shaft Hshaft 111.83ft Dshaft 8 • ft tshaft 0.717in Bell The elevation of the top of the tank The diameter of the tank The elevation of the top of the shaft The diameter of the shaft Thickness of shaft The elevation of the top of the bell Diameter of bolt circle at bottom Other Vol := 150000gaI Volume of the water of the tank nbolts 20 Number of anchor bolts (l)bolt := 2.25in Bolt Diameter Site Name: Alamosa Site No.: ATO3AW057 Prepared By: FAD Checked By: AJR Fullerton Engineering Consultants, Inc. 9600 Bryn Mawr Ave. Suite 200 Rosemont, IL 60018 (847) 292 -0200 Date: 09/24/2013 Discrete Appurtenances Antennas Antenna name /model ("(E) Andrew TMBXX- 6517 -R2M" " "(E) Lucent TMA El 5508P78 -05" "(E) 20' Dipole" "(E) Kathrein 80010764" "(E) Kathrein 742236" "(E) Raycap DC6" "(E) Raycap DC2" "(E) RRU" "(E) Andrew ETM190G -12UB" "(E) RR65- 18 -02DP" "(N) RFS APXVSPP18" "(N) 1900 MHz" "(N) 800 MHz" Nantenna := 13 number of antenna groups Flat antenna? Number of Elevation of 1 = yes antennas antennas 0 = no (round) nant (3\ 2 1 3 3 2 2 6 3 3 3 3 \3� Height of antennas Width of antennas 82.9 " 10.2 240 55.2 51.9 23.5 heightant := 10.75 -in 17.8 10.2 56 72 25.07 15.74) /11.9\ 6.7 3 11.8 12.7 9.7 widthant:= 10.38 -in 17 6.7 8 11.8 11.10 11.80) Zant /154\ 154 154 154 154 154 154 •ft 154 154 135 135 135 135) shapeant:= 0 1 0 1 Depth of antennas Weight of antennas 6.3 " 2.4 3 6 2.8 9.7 depthant := 6.29 • in 7.2 2.4 2.75 7 10.70 9.76 (44' 10 15 41 38 20 weightant := 16 •1bf 55 8.8 18 64.5 60 �50.6) "84" length pipe := 60 •in �96/ CaAa plat := (12 )•ft2 zapp:= (154)•ft weightapp := (600 )•lbf Site Name: Alamosa Site No.: ATO3AW057 Prepared By: FAD Checked By: AJR Fullerton Engineering Consultants, Inc. 9600 Bryn Mawr Ave. Suite 200 Rosemont, IL 60018 (847) 292 -0200 Date: 09/24/2013 Pipes Length of pipes Npipe := 3 Number of pipes Nominal pipe size Elevation npipe :_ 110 3 \. 6� (2\ Pipe := 2 2) "154" zpppe := 135 .ft \135) number of pipe groups Dishes and Other Appurtenances (including Platforms and Others) Number Type CaAa Elevation Weight napp :_ (1 ) Napp := 1 Feedlines ( "Antenna Corral" ) number of appurtenance groups Only ncoax := 0 lines of coax cables are considered in the calculations. It is conservative to use z := max(zan) = 154 ft zcoax z Site Name: Alamosa Site No.: ATO3AW057 Prepared By: FAD Checked By: AJR Fullerton Engineering Consultants, Inc. 9600 Bryn Mawr Ave. Suite 200 Rosemont, IL 60018 (847) 292 -0200 Date: 09/24/2013 Calculations Wind Load Calculations CC :_ K, := qz := for n E 1 .. Nantenna 2 � 7 Zant n 33ft � CC n CC for n E 1 •• Nantenna K n 4- 1 if CC n <_1 CC n 2.58 if CC n ? 2.58 K for n E 1 .. Nantenna qn t- 0.00256.Kz •752•psf if CODE = 1 n qn 0.00256•Kz •752•psf if CODE = 2 n q n - 0.00256•KZ •752•psf if CODE = 3 n qn *- 0.00256•KZ •762•psf if CODE = 4 n qn F 0.004•752•psf if CODE = 5 q Reference check Kz = 1 1.55 2 1.55 3 1.55 4 1.55 5 1.55 6 1.55 7 1.55 1.55 9 1.55 10 1.5 11 1.5 12 1.5 13 1.5 CC = qz = 1 1 1.55 2 1.55 3 1.55 4 1.55 5 1.55 6 1.55 7 1.55 8 1.55 9 1.55 10 1.5 11 1.5 12 1.5 13 1.5 1 1 22.96 2 22.96 3 22.96 4 22.96 5 22.96 6 22.96 7 22.96 8 22.96 9 22.96 10 22.11 11 22.11 12 22.11 13 22.11 psf Reference1 = "As per Ref (1), 1609.1.1, Exception #4 and 3108.4, Antennas and their supporting structures shall incur windloading" Reference2 = "in accordance with TIA/EIA- 222 -F" Site Name: Alamosa Site No.: ATO3AW057 Prepared By: FAD Checked By: AJR Fullerton Engineering Consultants, Inc. 9600 Bryn Mawr Ave. Suite 200 Rosemont, IL 60018 (847) 292 -0200 Date: 09/24/2013 Antennas kz ant q ant AA :_ CA := for P n E 1 .. Nantenna p t-ma n Zant n �33ft� 2 \7 for n E 1 .. Nantenna 2 p n 4- 0.00256•kz ant ' V 'Psf - n P for n E 1 .. Nantenna pn +- height •wtdthant n n P for n E 1 .. Nantenna if shapeant n P Aspect - n width antp n 4- 1.4 if Aspectn <_ 7 Aspectn - 7 1.4 + 0.6 25 -7 height n 2 if Aspectn >_ 25 otherwise Aspect 4- widthant P n heightant n 0.8 if Aspectn 5 7 Aspectn - 7 0.8 + 0.4• 25 -7 1.2 if Aspect n >_ 25 kz ant = 2 3 4 5 7 8 9 10 11 12 13 if 7 < Aspect n < 25 if 7 < Aspect n < 25 1.553 1.553 1.553 1.553 1.553 1.553 1.553 1.553 1.553 1.496 1.496 1.496 1.496 AA = 1 2 3 4 5 6 7 8 9 10 11 12 13 1 6.851 0.475 5 4.523 4.577 1.583 0.775 2.101 0.475 3.111 5.9 1.932 1.29 • ft2 qz ant = 2 3 4 5 7 8 9 10 11 12 13 51.665 51.665 51.665 51.665 51.665 51.665 51.665 51.665 51.665 49.757 49.757 49.757 49.757 2 3 4 5 CA = 7 8 9 10 11 12 13 1.4 1.4 1.2 1.4 1.4 0.8 1.4 1.4 1.4 1.4 1.4 1.4 1.4 •psf Site Name: Alamosa Site No.: ATO3AW057 Prepared By: FAD Checked By: AJR Fullerton Engineering Consultants, Inc. 9600 Bryn Mawr Ave. Suite 200 Rosemont, IL 60018 (847) 292 -0200 Date: 09/24/2013 GH.ant FA :_ for n E 1 .. Nantenna 0.6 gn 0.65 + g 1 i \7 Zant n 33ft for n E 1 .. Nantenna P Want GH.ant '9z ant 'CA 'AA n n n — n n n p Nantenna Want Want, weightant. i= 1 Want = 1411.7•Ibf GH ant = 1 1 1.13 1.13 3 1.13 4 1.13 5 1.13 6 1.13 7 1.13 8 1.13 9 1.13 10 1.14 11 1.14 12 1.14 13 1.14 1.0 <GH< 1.25, OK FA = 1bf The weight of antennas is negligible 1 1 1682.015 2 77.681 3 350.746 4 1110.579 5 1123.827 6 148.06 7 126.836 8 1031.876 9 116.521 10 741.588 11 1406.368 12 460.64 13 307.448 1bf The weight of antennas is negligible Site Name: Alamosa Site No.: ATO3AW057 Prepared By: FAD Checked By: AJR Fullerton Engineering Consultants, Inc. 9600 Bryn Mawr Ave. Suite 200 Rosemont, IL 60018 (847) 292 -0200 Date: 09/24/2013 Mounting Pipes z_pipe • 9z ,ipe for n E 1 .. Npipe p 4- ma n P 2 \7 Zpipe n 1 33-ft for n E 1 .. Npipe 2 pn 4— 0.00256•kZ _pipe •V •psf n P AA _pipe := for n E 1 .. Npipe pn lengthpipen Dpipen CA _pipe := P for n E 1 .. Npipe lengthpipe n P Aspectn 4- P 4- n Dpipe n 0.8 if Aspectn 7 n Aspectn — 7 0.8 + 0.4 25 -7 1.2 if Aspectn >_ 25 if 7 < Aspectn < 25 1.553 kz�;pe = 1.496 1.496 151.665\ qz ,ipe = 49.757 •psf 49.757 41.388\ AAJ,;pe = 0.992 .ft 2 1.587) CAJD;pe = Site Name: Alamosa Site No.: ATO3AW057 Prepared By: FAD Checked By: AJR Fullerton Engineering Consultants, Inc. 9600 Bryn Mawr Ave. Suite 200 Rosemont, IL 60018 (847) 292 -0200 Date: 09/24/2013 GH.pipe Fpipe for n E 1 .. Npipe gn <— 0.65 + g 0.6 1 /Z \ 7 pipe n 33ft for n E 1 .. Npipe Pn 4— npipe GH.pipe '�lz pipe 'CA�ipe ' AA pipe n n n n n p Npipe Wpipe := ( npipei•weightpipei• length pipei) Wpipe = 486.78•1bf i= 1 (1.13 GH pipe = 1.14 1.14 1.0 < GH < 1.25, OK 973.905 Fpipe = 202.612 •1bf 048.359i The weight of mounting pipes is negligible Site Name: Alamosa Site No.: AT03AW057 Prepared By: FAD Checked By: AJR Fullerton Engineering Consultants, Inc. 9600 Bryn Mawr Ave. Suite 200 Rosemont, IL 60018 (847) 292 -0200 Date: 09/24/2013 Dishes Other Appurtenances (including Platforms and T- Frames) kz _plat • gz _plat GH.app Fapp ' for n E 1 .. Napp p ‹— ma n p 2 Zappn■ ,1 \. 33.ft) for n E 1 .. Napp pn <- 0.00256•kzplatn•V2•psf p for n E 1 .. Napp 0.6 gn<-0.65+ g 1 Zappn 33ft� for n E 1 .. Napp Pn napp n 'GH.app n 'gzplat n •CaAa platn p Napp Wapp := I ( nappi.weightapp./ l i= 1 kzj,lat = (1.553 ) gz,lat = (51.665 )•psf GH.app = (1.13 ) 1.0 < GH < 1.25, OK Fapp = (701.492 ) • Ibf Wapp = 600•Ibf Site Name: Alamosa Site No.: ATO3AW057 Prepared By: FAD Checked By: AJR Fullerton Engineering Consultants, Inc. 9600 Bryn Mawr Ave. Suite 200 Rosemont, IL 60018 (847) 292 -0200 Date: 09/24/2013 Feedlines Kz_coax := ma 2 max(zan) 7 33•ft ,1 9z coax 0.00256•Kz_coax•V2•psf Kz_coax = 1.55 qz coax = 51.66•psf ft2 lbf 9coax n coax' 9z_ coax' max(GH.ant)'0.198' ft coax = 0 $ 9z ice 0.00256•Kz_coax•Vice2•psf qcoax ft 2 •= n coax. gzice'max(GHant)'0.298' ft 9z ice = 16.8•psf lbf 9 coax ice = 0 • ft Linear wind load on coax cables Linear wind load on coax cables with 1/2" ice Site Name: Alamosa Site No.: ATO3AW057 Prepared By: FAD Checked By: AJR Fullerton Engineering Consultants, Inc. 9600 Bryn Mawr Ave. Suite 200 Rosemont, IL 60018 (847) 292 -0200 Date: 09/24/2013 Wind Load for Water Tank From Ref (3) Cdflat := 1.0 Cd cyl := 0.6 Cd_sphere 0.5 Wind drag coefficient (flat) Wind drag coefficient (cylindrical or conical with apex angle <15 deg) Wind drag coefficient (double curved or conical with apex angle >15 deg) Calculate the wind loads on the water tank The wind loads on the tank are to the previous version of the code. 30psf wind pressure will be used. Tank a := Dtank 2 (Htank — Hshaft) b := b = 20.08 ft 2 Atank 7r•a•b Atank = 1088.46 ft2 Ptank := 30•psf•Cd_sphere'Atank Ptank= 16.33-kips Ytank •= 0.5'(Htank + Hshaft) Ytank = 131.91 ft a = 17.25 ft Semi -major axis of tank ellipsoid Shaft Hshaft (Hshaft — Hbell)•Dshaft Hshaft = 775.98 ft 2 Pshaft = 30•13sf•Cd_cyrAshaft Pshaft = 13.97•kips Yshaft 0•5'(Hshafl + Hbell) Yshaft = 63.33 ft Bell Abell 0.5'(Dshaft + Dbell)'Hbell Pbell ` 30•psf•Cd_cyl'Abell Ybell 0.5•Hbell Semi -minor axis of tank ellipsoid The area of the tank Wind load on the tank The elevation of the center line of the tank The area of the shaft Wind load on the tank The elevation of the center line of the shaft Abell = 224.94 ft2 The area of the bell Pbell = 4.05•kips Wind load on the bell Ybell = 7.42 ft The elevation of the center line of the bell Site Name: Alamosa Site No.: ATO3AW057 Prepared By: FAD Checked By: AJR Fullerton Engineering Consultants, Inc. 9600 Bryn Mawr Ave. Suite 200 Rosemont, IL 60018 (847) 292-0200 Date: 09/24/2013 Shear at base of tank from the existing structure Vexist.base = Ptank + Pshaft + Pbell Vexist.base = 34.34-kip Shear from the antennas Nantenna Npipe ll Napp ll Vnew.base y FA. + (FPIPe.) E (Fapp i =1 j =1 Vtotal.base := Vexist.base + Vnew.base j =1 Vnew.base = 11-21 -kip Vtotal.base = 45.55•kip The overturning moment about the base from the water tank Mexisting.base = Ptank'Ytank + Pshaft'Yshaft + Pbell'Ybell Mexisting.base = 3068.37-kips-ft The overturning moment about the base from the antennas done to the current AW VA design specifications Total shear due to original water tower structures and members Total shear due to equipment and antennas Total shear at base Total moment due to original water tower structures and members Nantenna 2 1 Npipe 2 Napp (2 1 2 Mnew.base := E C3 FA.'Zan�J + 1 3 Fpip�•Zpine + E 3 Fapp1•Zaon I + 0.5•n coax' g coax' Zcoax j =1 j =1 j =1 Mnew.base = 1103.23 • kips • ft Mtotal.base Mnew.base + Mexisting.base Mtotal.base = Mnew.base Mexisting.base — 35.955•% 4171.61 •kip•ft Total moment due to equipment and antennas Total moment at base The proposed and existing antennas have 35.955% increase on the overturning moment to the existing water tank. Anchor bolts and foundation calculations are required. Site Name: Alamosa Site No.: ATO3AW057 Prepared By: FAD Checked By: AJR Fullerton Engineering Consultants, Inc. 9600 Bryn Mawr Ave. Suite 200 Rosemont, IL 60018 (847) 292 -0200 Date: 09/24/2013 Anchor Bolts (20) 2.25" 0 Bolts fboit := 18.750ksi Aroot = 3.14•in2 Wttotal := Minimum strength of bolts, as per Ref (3), Table 5. Minimum root area of bolt, as per Ref (2), Table 7 -4 /Vol-62.5 — lbf � 0.1 = 125.33.kip It is conservative to assume the weight of the empty tank is 10% ft3 the weight of the capacity of water. BC := DbeIt = 22.33 ft Bolt Circle Tallow := (Aroot'fbolt) = 58.87•kips Based on Ref (4) - Using root area of anchor bolts 4(Mexisting.base + Mnew.base) Wttotal Tactual :_ — 31.1 -kip BC•nbolts nbolts < 100% OK Tactual Tallow — 52.82•% Shear in anchor bolts lbf Wwater.full := Vol-62.5 3 ft Wsteel.tank := 0.10' Wwater.full Wtank.equip := Want + Wpipe + Wapp + Wsteel.tank 11, := 0.45 • Wtank equip Vbolts :— VtotaLbase = 0.79 Wwater.full = 1253.26 -kip Wsteel.tank = 125.33-kip Wtank.equip = 127.82 kip p, = 57.52-kip < 1 OK Weight of water It is conservative to assume the weight of the steel of the tank is 10% of the water weight Weight of empty tank and equipment Frictional resistance The anchor bolts will not be subject to shear forces Site Name: Alamosa Site No.: AT03AW057 Prepared By: FAD Checked By: AJR Fullerton Engineering Consultants, Inc. 9600 Bryn Mawr Ave. Suite 200 Rosemont, IL 60018 (847) 292 -0200 Date: 09/24/2013 Allowable Stresses on Shaft E := 29000ksi K := 2 FL := 16.76ksi dinner Dshaft dshaft Dshaft + 2'tshaft Lshaft Hshaft — Hbe11 rshaft Jd shaft 2 + dinner2 4 K Lshaft KLr •— Sshaft •= 32 dshaft rshaft Tr'(dshaft4 — dinner4) Ag.shaft 7C 'd inner' tshaft Allowable Local Buckling Stress per AWWA- D100 -05 Class 11 Material Slendemess Reduction Factor Allowable Axial Stress Allowable Shear Stress Allowable Bending Stress dinner = 8 ft dshaft = 8.12 ft Lshaft = 97 ft rshaft = 2.85 ft KLr = 68.08 Sshaft = 5229.1 • in3 Ag.shaft = 216.24•in2 K* := Inner diameter of shaft Outer diameter of shaft Overall length of shaft Radius of gyration of shaft Section modulus of shaft Gross area of cross section of shaft 7r2•E Ce<— FL 1 (KLr'2 K <- 1 -- — if 25 <KLr <Cc 2 Cc) 1 KLr 2 K <— —• — if KLr >Cc 2 Cc� K<— 1 if KLr <_25 K Fa. shaft FL' K4 Fv.shaft FL Fb. shaft FL Fa.shafr = 14.49•ksi Fv.shaft = 16.76 ksi Fb.shaft = 16.76•ksi K4, = 0.86 1 . 2 6 " % 4 4 . 0 9 . % 5 7 . 1 2 " % S i t e N a m e : A l a m o s a S i t e N o . : A T O 3 A W 0 5 7 P r e p a r e d B y : F A D C h e c k e d B y : A J R F u l l e r t o n E n g i n e e r i n g C o n s u l t a n t s , I n c . 9 6 0 0 B r y n M a w r A v e . S u i t e 2 0 0 R o s e m o n t , I L 6 0 0 1 8 ( 8 4 7 ) 2 9 2 - 0 2 0 0 D a t e : 0 9 / 2 4 / 2 0 1 3 S t r e s s A n a l y s i s S h e a r S t r e s s f v . s h a f t V e x i s t . b a s e + V n e w . b a s e A g . s h a f t f v . s h a f t F v . s h a f t A x i a l S t r e s s W w a t e r = V o l - 6 2 . 5 l b f f t 3 W s t e e t 0 . 1 0 " W w a t e r f v . s h a f t = 0 . 2 1 " k s i < 1 0 0 % O K W w a t e r = 1 2 5 3 . 2 6 . k i p W s t e e t = 1 2 5 . 3 3 " k i p W w a t e r + W a n t + W p i p e + W a p p + W s t e e t f a . s h a f t f a . s h a f t = 6 . 3 9 " k s i A g . s h a f t f a . s h a f t F a . s h a f t B e n d i n g S t r e s s f b . s h a f t : M n e w . b a s e + M e x i s t i n g . b a s e f b . s h a f t = 9 . 5 7 " k s i f b . s h a f t F b . s h a f t S s h a f t C o m b i n e d S t r e s s e s ( I n c r e a s e d b y 1 . 3 3 f o r w i n d ) f a . s h a f t f b . s h a f t S t r e s s : = + 1 . 3 3 F a . s h a f t 1 . 3 3 F b . s h a f t S t r e s s = 7 6 . 1 " % W e i g h t o f w a t e r I t i s c o n s e r v a t i v e t o a s s u m e t h e w e i g h t o f t h e s t e e l o f t h e t a n k i s 1 0 % o f t h e w a t e r w e i g h t < 1 0 0 % O K < 1 0 0 % O K < 1 0 0 % O K Site Name: Alamosa Site No.: ATO3AW057 Prepared By: FAD Checked By: AJR Fullerton Engineering Consultants, Inc. 9600 Bryn Mawr Ave. Suite 200 Rosemont, IL 60018 (847) 292 -0200 Date: 09/24/2013 Foundation Check The water tank sits upon a ring foundation. R, web 10.42ft Ro.web = 11.917ft Riflange 9.875ft Ro.flange = 12.5ft tflange 1.58ft Hweb 3.92ft Radius to inner wall of web Radius to outer wall of web Radius to inner wall of flange Radius to outer wall of flange Thickness of flange Height of web e := Odeg Flange to web taper angle BP := 2000psf Allowable bearing pressure "diameter 14in Pile diameter "length 65ft Pile length Pn := 22 # of pile \\ /1 Ro.webo // , RoAlange plan View Ri.rlange I-1.web t_f lange Center of' Foundation 4 Spheroid. Ro.web Ri.web Section View Ro.flanee Ri-flanee Site Name: Alamosa Site No.: ATO3AW057 Prepared By: FAD Checked By: AJR Fullerton Engineering Consultants, Inc. 9600 Bryn Mawr Ave. Suite 200 Rosemont, IL 60018 (847) 292 -0200 Date: 09/24/2013 Cross section area of foundation (concrete) Web tweb Ro.web — Ri.web Aweb •= Hweb'tweb Flange Wflange := Ro.flange — Ri.flange Aflange Wflange'tflange Taper area (Wflange — tweb) Wtaper 2 Htaper Wtaper'tan(e) Ataper Htaper' Wtaper Atotal.conc •= Aweb + Aflange + Ataper Pile area Apile 2 T' Pdiameter 4 Vpile Apile'Plength'Pn tweb = 1.5 ft Aweb = 5.87 ft2 Thickness of flange Area of web Wflange = 2.63 ft Width of flange Aflange = 4.15 ft2 Area of flange Wtaper = 0.56 ft Htaper = 0 ft Ataper = 0 ft2 Atotal.conc = 10.02 ft2 2 Apile = 1.07 ft2 Vpile = 1528.69•ft3 Cross section area of foundation (soil) 30 degree cone of soil considered from point of bearing (bottom of foundation) Outer soil Hsoil Hweb + tflange Wsoil Hsoil'tan(30deg) Asoii.outer •= Hsoil' Wsoil Hsoil=5.5ft Wsoi1 = 3.18 ft Asoil.outer = 17.46 ft2 Width of taper area Height of taper area Area of taper area (2 triangles) Total concrete area Area of pile Total volume of pile Total soil depth Width of soil outside footprint Outer soil area Site Name: Alamosa Site No.: AT03AW057 Prepared By: FAD Checked By: AJR Fullerton Engineering Consultants, Inc. 9600 Bryn Mawr Ave. Suite 200 Rosemont, IL 60018 (847) 292-0200 Date: 09/24/2013 Inner soil Atotal := Hsoil Wflange Asoil.inner •= Atotal — Atotal.conc Atotal.soil •= Asoil.inner + Asoil.outer Total moment resistance 1'coot 150pcf "(soil 100pcf 'soil •= Atotal.soiI "(soil Wconc •= Atotal.conc'''conc Wpile upile'riconc 'total := soon + wconc Rfoundation Ri.web + Ro.web 2 Atotal = 14.44 ft2 2 Asoil.inner = 4.42 ft 2 Atotal.soil = 21.89 ft Ibf wsoil = 2188.66• ft Ibf Wconc = 1502.36 • ft Wpile = 229303.54 Ibf Ibf Atotal = 3691.02.— ft Rfoundation = 11.17 ft Mresist 2'Wtota(Rfoundation)2 l' '71- + Wpile•Rfoundation + Wsteel'Rfoundation D := tflange + Hweb M shear Vtotal.base' D Mresist Mnew.base + Mexisting.base + Mshear — 1.55 The foundation is adequate for the loading considered Mresist = 6853.46•kip•ft Total area Inner soil area Total soil area Unit weight of concrete Unit weight of soil Soil weight per linear foot Concrete weight per linear foot Concrete weight of piles Total weight per linear foot of foundation Centroid radius of foundation Total foundation resistance to overturning D = 5.5 ft Overall depth of the foundation Mshear = 250.551kip•ft Moment at bottom of foundation due to shear > 1.5 Factor of Safety OK 1 = 11.09•% Site Name: Alamosa Site No.: ATO3AW057 Prepared By: FAD Checked By: AJR Fullerton Engineering Consultants, Inc. 9600 Bryn Mawr Ave. Suite 200 Rosemont, IL 60018 (847) 292 -0200 Date: 09/24/2013 Check Bearing Pressure Increase: General Loading Sfoundation C 4 4i 7r• Ro.flange — Ri.flange J 4 • Ro.flange C 2 21 Ag.foundation := ' Ro.flange — R � i.flange J Pexisting := Wwater + Wsteel Pnew := Wwater + Want + Wpipe + Wapp + Wsteel Pexisting Mexisting.base Bearirigexisting _ + Ag.foundation Sfoundation Sfoundation = 936.49•ft 3 Ag.foundation = 184.52 ft 2 "existing = 1378580.81bf Pnew = 1381079.281bf Bearingexisting = 10747.64•psf Pnew Mnew.base + Mexisting.base Bearingnew :_ + Bearingnew = 11939.23•psf Ag.foundation Sfoundation Bearingincrease •_ Bearingexisting Bearingnew Section modulus of foundation Gross area of foundation footing Existing axial New axial % increase The proposed and existing equipment on the water tank have a minor increase over the original design bearing pressure. According to engineering judgment, it will be adequate. 3 5 . 9 5 5 " % 5 2 . 8 2 " % 1 . 2 6 " % 4 4 . 0 9 " % 5 7 . 1 2 " % S i t e N a m e : A l a m o s a S i t e N o . : A T O 3 A W 0 5 7 P r e p a r e d B y : F A D C h e c k e d B y : A J R F u l l e r t o n E n g i n e e r i n g C o n s u l t a n t s , I n c . 9 6 0 0 B r y n M a w r A v e . S u i t e 2 0 0 R o s e m o n t , I L 6 0 0 1 8 ( 8 4 7 ) 2 9 2 - 0 2 0 0 D a t e : 0 9 / 2 4 / 2 0 1 3 C o n c l u s i o n s a n d R e v i e w O v e r t u r n i n g M o m e n t I n c r e a s e a t B a s e M n e w . b a s e M e x i s t i n g . b a s e A n c h o r B o l t C h e c k : T e n s i o n T a c t u a l T a l l o w S h e a r u t o t a l . b a s e 0 . 7 9 < 1 0 0 % O K < 1 B o l t s w i l l n o t b e s u b j e c t t o s h e a r T h e a n c h o r b o l t s a r e a d e q u a t e f o r t h e p r o p o s e d l o a d i n g S t r e s s e s i n S h a f t : O n l y t h e s t r e s s e s i n t h e s h a f t w i l l b e c h e c k e d a s t h e b e l l a n d t a n k w i l l a l w a y s i n c u r l e s s s t r e s s S h e a r f v . s h a f t F v . s h a f t A x i a l f a . s h a f t F a . s h a f t B e n d i n g M o m e n t f b . s h a f t F b . s h a f t C o m b i n e d s t r e s s S t r e s s = 7 6 . 1 " % < 1 0 0 % O K < 1 0 0 % O K < 1 0 0 % O K < 1 0 0 % O K Site Name: Alamosa Site No.: ATO3AW057 Prepared By: FAD Checked By: AJR Fullerton Engineering Consultants, Inc. 9600 Bryn Mawr Ave. Suite 200 Rosemont, IL 60018 (847) 292 -0200 Date: 09/24/2013 Bearing Pressure General loading increase Bearingincrease = 11.09•% Foundation Check: ( M resi st Mnew.base + Mexisting.base + Mshear) — 1.55 Minimal increase OK > 1.5 Factor of Safety OK The foundation factor of safety is greater than the required 1.5; the foundation is adequate for the proposed loading. STRUCTURAL CALCULATIONS REPORT Reference Fullerton Engineering Consultants, Inc. DRAWING LIST SHEET REV. DESCRIPTION NO. 1 ELEVATION & ORIENTATION 2 TANK BODY DETAILS 3 TANK BODY ERECTION DETAILS 4 • ACCESS TUBE DETAILS 5 BASE CONE DETAILS 6 ANCHOR BOLT CHAIRS 7 CONE DOOR DETAILS 8 -A TOP STEM SECTION 8 -B MID STEM SECTION 9 BOTTOM STEM SECTION 10 10 "0 INLET DETAILS w/ 6 "0 DRAIN 11 6 "0 OVERFLOW DETAILS 12 LADDER DETAILS 13 ELECTRICAL DETAILS NP1 NAME PLATE DETAILS P1 PAINT SCHEDULE SDI SAFETY DEVICE DETAILS XR1 X -RAY LAYOUT SHOP STANDARDS DP3 -24S DEFLECTOR PLATE FOR STEEL PIPE LLUG LIFTING LUG PHR -8 PAINTER'S HATCH & RINGS P -RIG PAINTER'S RIGGING R240LM 24 "0 SCREENED VENT- MODIFIED RM18x24 18" x 24" ELLIPTICAL MANWAY R3OSO 30" SO. HATCH R3OSOHC 30" SO. HATCH COVER SPCC -8 STEM PLATFORM & COND. CEILING TSB TEMPORARY SHIPPING BRACING TECHNICAL DATA TNEMEC DATA SHEETS TNEMEC COLOR CARDS SAF -T -CLIMB DATA SHEETS SMITH -BLAIR DATA SHEETS PROTECTOSEAL DATA SHEETS OUICKRETE GROUT DATA filBROINN A 150,000 GAL. ELEVATED "BALL ", 34' -6 "93 x 148' -0 3/4" HWL STEEL CONTRACTORS. INC FOR BSCI JOB NO. 3313 -98 CITY OF TYBEE ISLAND, GEORGIA ELEVATED WATER STORAGE TANK TANK DESIGN DATA: DESIGNED PER: AWWA D100 -96 AND ACI 318 -95 WIND: 150 M.P.H. SEISMIC: ZONE 2A (S =1.2) SNOW LOAD: 25 P.S.F. CORROSION ALLOWANCE: 1/16" TO CALC. "t" (WET PLATE ONLY) 1/4" MIN. R. REFERENCE SPECIFICATION SECTION: SECT. 15282 - ELEVATED STORAGE TANK PEDESTAL SPHEROID tint. BELL R DeYOUNC. INC. C'I (Sr:. t. 11 a. S DOCUMENT REV1=W Ter, documents 1 <f- _a re. ev 11 ,r font, re a... «an •ne o sign cone. Dt. •td • 'turf CO.a('ut., •v•.' ••ents. Tee Con•rar -. 1 1. (C+n•. _'e t n ..ntrmr - r: +•d •n•• •1 Cain :ihe Ind • Imer nn , IM mirk.. and ...nstrurttr '.•hods. .: F:;`'It 'S T'.•.0 I ✓ • E ', REn Ir"S ::OTED AHE:nr RE° '9 !IT REJE ;TED RESt:E .t1T DATE /1.../, t/9�( BY: /64,_ �i..•..d THIS IS TO CERTIFY THAT THESE DRAWINGS HAVE BEEN REVIEWED. CHECKED AND APPROVED AND THAT THEY ARE IN CONFORMANCE WITH THE REQUIREMENTS OF THE CONTRACT DRAWINGS. BROWN STEEL CONTRACTORS. INC. BOX 549 NEWNAN, CA O'FLOW ELEV. 160.56' H.W. W W S • 34' -6' DIA. STEM PLATFORM SEE STD. SPCC -8 3/4' H.V.L T O.F. ELEV. 12.5' r-1-1 { R240LM TANK BODY SEE SH. 2 R 3 4' -0' ACCESS TUBE SEE SH. 4 PAINTER'S HATCH SEE STD. PHR -8 TOP STEM SECTION SEE SH. 8 -A MID STEM SECTION SEE SH. 8 -B BOTTOM STEM SECTION /-SEE SR 9 CONDENSATE CEILING SEE STD. SPCC -8 BASE CONE SEE SH. 5 36' x 80' MANDOOR SEE S14. 7 ELEVATION 6'0 O'FLOW PIPE SECTION C —C SEE SH. 4 1' -6' -6' 10'0 INLET PIPE R30SOHC SECTION Q_Q SEE B -A, 8 -B, 9 BASE CONE BASE RING FDN STEM LADDER PACK GROUT COMPLETELY UNDER BASE PLATE AND SQUARE OFF e EDGES GROUT DETAIL SECTION A—A NOTES. 1. GROUT UNDER BASE PLATE WITH OUIKRETE NON- SHRINK PRECISION GROUT. (14) - 5001 BAGS REO'D. 2. GRIND ALL ROUGH EDGES, SHARP CORNERS AND WELDS SMOOTH AND REMOVE ALL WELD SPATTER. BROWN STEEL CONTRACTORS, INC. BOX 549 NEWNAN. CA. DESCRIPTION ELEVATION & ORIENTATION CUSTOMER TYBEE ISLAND, GA ORM Pr WF /KM DATE 10 -21 -98 oaxco w ko DATE h /:T /1S JDs Na DRwWNO No 3313 -98 3313 SHUT Na 1 or 13 8 SHOTS REQUIRED 6 PRIMARY SHOTS TO INCLUDE: 2 JUNCTIONS AND 2 WELDER QUALIFYING SHOTS 2 SECONDARY SHOTS NOTE SHOTS ARE BASED ON 4 WELDERS, IF 5 WELDERS ARE USED, ADD A QUALIFYING SHOT. WELD LEGEND TOP LAYOUT SHOP FIELD AIR FIELD GROUND NO X -RAY REO'D BOTTOM LAYOUT C°0, 03 CO CI N CC X In TOTAL LIN FT. WELD HORIZONTAL = 350 FT (AIR = 162 FT; GROUND = 188 FT) (PRIMARY = 148 FT; SECONDARY = 202 FT) VERTICAL = 702 FT SHOP = 401 FT FIELD AIR = 144 FT FIELD GROUND = 157 FT TOTAL FIELD PRIMARY = 449 FT TOTAL FIELD SECONDARY = 202 FT BROWN STEEL 03NTRACTORS, INC. BOX 549 NEWNAN. GA. DESCRIPTION X -RAY LAYOUT 150,000 GAL BALL - 34' -6" DIA. CUSTOMER TYBEE ISLAND, GA DRAWN eY WF /KM DATE 10 -21 -98 CHECKED eY 4D DATE .0 MO 3313 -98 ORAIM O NO. 3313 =MEET ND. X R 1 DE 1 .D 34' -6' DIA. 3' -8 5/8' 29' -10 9/16'0 17' -3'0 H.W w z a W 0 0 I6'-8 3/4' 12.456+ 30' i1 / 3.089' 30' i SAUCER LAY —OUT ( 8 ) SEG REO'D C/F ( 2 ) 16 1/4' x 84' x 230' USE NC TEMPLATE 3239091 USE WITH 48'0 ACCESS TUBE ®. T 6 CUT 8 SEG. FROM (2) R 1/4" x 82" x 259" I.S. DIAG. CHD. - 9' -7" END ONE SEGMENT ONE SEGMENT VERT. ARC VERT. CHD. () SEG. (2) SEG. BIG 6' -9 1/4" 6' -8 3/4" 5 -3 3/8" 5' -3 1/8" 13' -6 9/16" 13' -2 7/16" uTTLE 2' -11 1/16" 2' -10 3/16" 5' -10 1/8" 5' -3 1/8" WT./SEG. - 265# wT. /A5S'Y. - 530/ TS CUT 16 SEG. FROM (8) R. 1/4" x 72" x 222" SHIP (4) SETS OF 2 TEMPLATE 31340633 I.S. DIAG. CHD. = 12' -5 1/2" ENO LS. ARC ONE SEGMENT 1.5. CHO. ONE SEGMENT 1.5. VERT. ARC LS. VERT. 040. I.S. ARC (2) SEG. I.S. 040. (2) SEG. eIG 5-10 3/8" 5' -9 15/16" 9._0 3/8" 8' -11 1/8" 11' -8 13/16" 11' -5 3/16" LITTLE 3' -4 5/8" 3' -4 3/8 6' -9 5/16" 6' -7 13/16" WT /SEG. - 439/ WT. /ASS'Y. - 8771 CUT 20 SEG. FROM (8) P 1/4" x 72" x 222" SHIP (8) SETS OF 2 TEMPLATE 31340533 I.S. DIAG. CHD. = 10' -2 15/16" END 1.5. ARC ONE SEGMENT I.5. CHD. ONE SEGMENT I.S. VERT. ARC I.S. VERT. 040. 1.5. ARC (2) SEG. L5. CHD. (2) SEG. I.S. ARC (3) SEG. I.S. CHD. (3) SEC. BIG 5' -5" 5' -4 3/4" 9' -0 3/8" 8' -11 1/8" 10' -10" 10' -7 15/16" 16' -3" 15' -7 15/16" LITTLE 4' -8 5/16" 4' -8 1/16" 9' -4 5/8" 9' -2 13/16" 14' -0 15/16"13.-6 13/16" WT./SEG. - 481# NOTES. 1. ALL DIMENSIONS ARE I.S. UNLESS OTHERWISE NOTED. 2. TANK FITS FLUSH I.S. EXCEPT FOR Tl WHICH FITS FLUSH D.S. TO T2. 3. FOR WELD DETAILS, EDGE PREP. AND STRUCTURAL DETAILS, SEE NEXT SHEET. 4. ALL TANK PLATE TO BE DISHED. 17' -3'0 - t2 3' -2 1/8' 0 13' -3' 29' -10 9/16'0 WT. /2 a ASS'Y. - 962,1 WT. /3 a ASS'Y. - 1,443/ T2 CUT 16 SEG. FROM (8) It 5/8" x 72" x 222" 94IP (4) SETS OF 2 SHIP (4) SETS OF 3 TEMPLATE 31340333 I.S. DIAG. CHD. = 12' -5 1/2" END LS. ARC ONE SEGMENT LS. CHD. ONE SEGMENT LS. VERT. ARC I.S. VERT. 010. LS. ARC (2) SEC. LS. GHO. (2) SEG. BIG 5' -10 3/8" 5' -9 15/16" 9._0 3/8" 8' -11 1/8" 11.-8 13/16" 11' -5 3/16" LITTLE 3' -4 5/8" 3' -4 3/8 6' -9 5/16" 6' -7 13/16" WT. /5EG. - 987/ VR. /ASS'Y. _ ,975/ SHIP (8) SETS OF 2 TEMPLATE 31340233 T T CUT 8 SEC. FROM (4) E 5/8" x 84" x 240" NOTE! .5. DIAG. CHD. = 14' -11 3/16" END ONE SEGMENT DNE SEGMENT VERT. ARC VERTT. CHD (4) SEC. (4) SEG. BIG 6' -9 3/16" 6' -7 1/8" 9,_8 9/16" 9' -2 11/16" 27' -0 11/16'17.-2 11/16" LITTLE 3' -1 7/16" 3' -0 1/2" 12' -5 13/16" 7' -11 3/8" WT. /SEG. - 1001 / CAP IE LAY —OUT_ ( 4 ) SEG REO'D C/F ( 1 ) 5/16' x 72' x 161' USE NC TEMPLATE 31340833 WT. /ASS'Y. - 40041 SHIP (2) SETS OF 4 TEMPLATE 31340133 BROWN STEEL CONTRACTORS, INC. BOX 549 NEWNAN. GA. 0E5aRIPnoH1 /16" C.A. TO CALC. "4 "; 1/4" MIN. 150,000 GAL BALL, 34' -6 "0 x 30' -0" H.R. TANK BODY DETAILS CUSTOMER TYBEE ISLAND, GA 0.'11 BY DATE a DCE0 BY DAZE WF 10 -21 -98 0 11 /ZS /y1 JOB NO. DRAMNC N0. 3313 -98 3313 SNEET N0. 2 a TYP. ALL VCR* AllOVE TYP. ALL HORIL MOVE ONE_ LLFT @ 19,576# NOTE: LIFT WEIGHT INCLS. ENTIRE ROOF FROM 74 TO ROOF CAP AND VENT ( 1/4 OF LIFT SHOWN ) TYP. SHOP L nap 4 LIFTS @ 5979# INCLS. 72 & T3 BEVEL TI L T2 WITH 1 /B• LARD SEE DETAIL L L O• S FIELD I SEE DETAIL 'Y' ONE LIFT_ @ 11,181# NOTE: LIFT WEIGHT INCLS. 71, SI & BOT. ACCESS TUBE ( DDES NOT ftCL. ANY STEM VT. ) SHIPPING SHOP ITEM REO'0 PART REVD DESCRIPTION MA T'L UNIT WT 71A 2 T1 8 T1 - BOTTOM PLATE ASSEMBLY T2A 8 T2 16 T2 - BOTTOM PLATE ASSEMBLY T3A 4 T3 8 T3 - BOTTOM PLATE ASSEMBLY T38 4 T3 12 T3 BOTTOM PLATE ASSEMBLY T4A 4 T4 8 T4 - ROOF PLATE ASSEMBLY T48 4 T4 12 T4 - ROOF PLATE ASSEMBLY T5A 8 T5 16 T5 - ROOF PLATE ASSEMBLY T6A 4 T6 8 T6 -. ROOF PLATE ASSEMBLY SI A 4 SI 8 SI - SAUCER PLATE ASSEMBLY A 4 ROOF CAP PLATES A283 OR A36 A283 OR A36 A283 OR A36 A283 OR A36 A283 OR A36 A283 OR A36 A283 OR A36 A283 OR A36 A283 OR A36 A283 OR A36 4004 1975 962 1443 962 1443 877 5 ?^ 5., 117 DETAIL 11X11 DETAIL " 11 BROWN STEEL CONTRACTORS. INC. BOX 549 NEIYNAN, GA. DESCRmnoN1 /16" C.A. TO CALC "f "; 1/4" MIN. 150,600 GAL BALL, 34' -6 "o X 30' -0" H.R. TANI< BODY ERECTION DETAILS CUSTOMER TYBEE ISLAND, GA WF . IS NO. 3313 -98 DATC 10 -21 -98 ORA.NC NO, 3313 CHEMED BY KD DATE 111zs M9 l•CCT NO. 3 Of \ S E E D E T A I L ' Y ' S H I P P I N G S H O P D E S C R I P T I O N M A T ' L U N I T I T E M R E O ' D P A R T R E O ' D 4 A 1 B O T T O M A C C E S S T U B E A S S E M B L Y 1 0 3 7 a p M m N ` o I . 5 5 5 5 5 " - - I a 1 P I P E 4 8 ' 0 x . 3 7 5 ' x 3 ' - 6 ' A 2 8 3 C 3 R 2 4 0 L M 4 D R 3 O S Q b 1 1 8 ' x 2 4 ' E L L I P T I C A L M A N W A Y C . S . N % �� J �� / / r y c 3 S T A N D A R D H A N D L E A 3 6 d 1 e I / 2 ' x 6 0 ' 0 . D . x 4 8 1 / 4 ' I . D . A 2 8 3 C 4 B 1 M I D A C C E S S T U B E A S S E M B L Y 2 8 1 7 I s e 1 P I P E 4 8 ' 0 x . 3 7 5 ' x 1 4 ' - 2 9 / 1 6 ' A 2 8 3 C R 3 0 5 0 1 2 E 1 B O T T O M A C C E S S T U B E L A D D E R A 3 6 1 1 ' ' = N , 1 2 F 4 C 1 T O P A C C E S S T U B E A S S E M B L Y 3 4 9 5 4 J F 1 P I P E 4 8 ' 0 x . 3 7 5 ' x 1 7 ' - 8 1 / 8 ' A 2 8 3 C 1 T O P A C C E S S T U B E L A D D E R A 3 6 I . 4 D 1 e 1 / 2 ' x 5 0 ' 0 . 0 . A 2 8 3 C 2 7 8 R 2 1 0 . M 1 2 4 . 0 S C R E E N E D V E N T - M O D I F I E D C . S . 2 0 4 4 K D E T A I L " Y " 1 P A I N T E R ' S R I G G I N G C . S . 4 E 1 P R O T E C T O S E A L V E N T - 4 ' 0 g 8 5 4 4 H A L U M . 2 0 1 - - . - - - - - - - . . - ������ F I E L D 4 F 1 4 ' 0 R O O F N O Z Z L E 2 0 _ 1 ( I I �% 9 1 P I P E 4 ' 0 x S T D . x 0 ' - 9 ' C . S . I I e - \ 1 2 E ��' 0 Z D i e h 1 F L G , 4 " 0 x 1 5 0 1 i x F F S O C . S . 4 G 1 G S K T 3 / 1 6 ' x 9 ' 0 . 0 . x 4 ' I . D . W / ( 8 ) 7 / 8 ' 0 H O L E S O N 7 1 / 2 ' H . C . N E 0 - P R E N E / C U T - I N \ �� 4 E 4 H 8 B O L T 5 / 8 ' 0 x 3 ' L G . C . S . - 1 1 1 4 J 1 R O D 1 ' 0 x 1 4 ' - 1 5 / 8 ' C . S . 3 8 1 t > > 1 I ' 4 K 4 4 3 ' x 3 ' x 1 / 4 ' x 0 ' - 4 ' A 3 6 1 d / S A U C E R R 3 0 2 3 0 ' S Q U A R E R O O F H A T C H C . S . 4 0 P L A T E . . . . _ _ _ _ _ _ , " _ _ _ 4 G c D E T A I L " X " 1 2 . 5 . 1 0 . S �� = = B R O W N S T E E L C O N T R A C T O R S , I N C B O X 5 4 9 N E N N A N . C A D E S C R I P T I O N A C C E S S T U B E D E T A I L S ��, r - , " 1 1 . 0 1 1 1 0 1 1 , P , I I 4 F u i . o N 9 C U S T O M E R T Y B E E I S L A N D , G A , ' ' �� 4 " F R E E Z E P R O O F V E N T O S , A N . r W F / K M D A T E 1 0 - 2 1 - 9 8 C K e o . Y I , C D o , , C 1 1 } / 2 S / / S S E E D E T . ' X ' E L E V A T I O N c 3 3 1 3 - 9 8 ��A 3 3 1 3 " ' � T O . 4 O r 9' -3 5/16' 4' -0' R. I.S. CT 4' -0' 9 -a 11- CT \ co 15'16 C2 5' -2 1/4' R. I.S. C2&CT as z 0 sO 10 1/2' C1 7' -0' R. I.S. CI b C2 ASS'Y 6 FORMING DIM. TOP O.S. CHD = 3' -1 3/8' TOP I.S. ARC = 3' -1 11/16 BTM O.S. CHD = 4' -0 3/16' BTM I.S. ARC = 4' -0 7/8 O.S. DIAG. CHD. = 5'-10 5/16' WT /SEG = 624# FOR ( 4 ) SEG TOGETHER, TOP 0.S. CHD = 8' -1 5/8' TOP I.S. ARC = 12' -6 13/16' 3' -2 3/16 BTM 0.S. CHD = 10' -5 7/8' BTM I.S. ARC = 16' -3 9/16' LAY -(UT 0.S. DIAG. CHD = 10' -4 1/4' ( 8) SEG REQ'D WT /ASS'Y = 2496# C/F ( 1 ) R. 15/16' x 96' x 240' USE NC TEMPLATE 3034024 4' -0 7/8' ASS'Y 6 FORMING DIM. S0. EDGE TOP I.S. CHD = 3' -11 5/8' TOP O.S. ARC = 4' -I 7/16' BTM I.S. CHD = 5' -4 5/16' BTM O.S. ARC = 5' -6 7/16' I.S. DIAG. CHD. = 5' -11 1/8' WT /SEG = 569# 10' -11 3/4' R. I.S. C1 10'-7 1/2' I.S. R. BASE IC CONE ELEVATION 7' -I 1/4' DET 'X' 5 =5 I3/16' LQY —OUT C2 ( 8 ) SEG REQ'D C/F < 1 ) P 25/32' x 96' x 240' USE NC TEMPLATE 3061023 6' -6 3/4' LAY —OUT PART a 60' ( 9 ) SEG REO'D C/F < 1 ) R.1 1/8' x 72' x 172' USE NC TEMPLATE 3247051 3' -2' 116, ryp ( ONE ) SEG REO'D 1 /I6' GAP FOR ( 2 SEG TOGETHER: TOP I.S. CHD = 7' -4 1/16' TOP O.S. ARC = 8' -2 7/8' BTM I.S. CHD = 9' -10 13/16' BTM 0.S. ARC = 1I' -0 15/16' T.S. DIAG. CHD = 9' -3 1/2' WT /ASS'Y = 11380 LAY —OUT_ C1 ( 10 ) SEG REO'D C/F < 5 ) I(! 9/16' x 84' x 240' USE NC TEMPLATE 3061022 SHIPPING SHOP ITEIA REVD PART REO'D DESCRIPTION M A T'L UNIT 1NT 5A 3 BOTTOM CONE ASSEMBLY 3667 a 6 R. I 1/8' x (SEE SKETCH) A36 CI 6 R. 9/16' x (SEE SKETCH) A36 c 6 BAR 4 x 1/4 x 10 1/2' A36 5B DOOR CONE ASSEMBLY 8445 a R. 1 1/8' x (SEE SKETCH) A36 b 1 R.1 1/8' x (SEE SKETCH) A36 C1 2 It 9/16' x (SEE SKETCH) A36 2 BAR 4 x 1/4 x 10 1/2' A36 7A DOOR ASSEMBLY C.S. CIA 1 CI 2 R. 9/16' x <SEE SKETCH) A36 2115 5C 1 a 2 R. 1 1/8' x (SEE SKETCH)+ (2) PART c A36 552 C2A 4 C2 8 R. 25/32' x (SEE SKETCH) A36 1138 CTA 2 CT 8 R_ 15/16' x (SEE SKETCH) A36 2496 50 20 BAR 1' SO. x 0' -8 1/2' LG A36 48 ASS'Y & FORMING 0114. TOP I.S. CHD = 4' -3 15/16' TOP 0.S. ARC = 4' -5 1/8' BTM I.S. CHD = 6' -9 7/16' BTM 0.S. ARC = 6' -11 1/8' 1.5. DIAG. CHD. = 9' -9 3/16' WT /SEG = 1058# FOR ( 2 SEG TOGETHER: TOP I.S. CHD = 8' -2 13/16' TOP 0.S. ARC = 8' -10 1/4' BTM I.S. CHD = 12' -10 7/8' BTM 0.S. ARC = 13' -10 1/4' I.S. DIAG. CHD = 13' -2' WT /ASS'Y = 2115# 30' O.S. IC DETAIL ' . DETAIL "Y" /8' NOTES, 1. SHOP LEAVE 24' VERT UNWELDED TOP 1. BTM C2 b C 2. SHOP DO NOT WELD BASE PLATE VERTS. BROWN STEEL CONTRACTORS. INC. BOX 549 NEWNAN, GA. DESCRIPTION BASE CONE DETAILS CUSTOMER TYBEE ISLAND, GA DRAMA BY WF /KM DATC 10 -21 -98 O CCNCO SY own 1% ks198 JOS MO. 3313 -98 ORAMNC Na 3313 SHEET MO. 5 Cr MAMINQ • O. O•EO(ED OT' Kn DATE 1� /z; )'18 3313 -98 9'EET MS. NOTE: 1. ANCHOR BOLTS ON EACH SIDE OF THE MANDOOR WERE INCREASED FROM 2 1/4'0 TO 2 1/2'0. Q 2 1/2'0 HOLE - FOR 6A q. 2 3/4'0 HOLE - FOR 6B 1/2' 6' 2 1/4'0 ANCHOR BOLT OR 2 1/2'0 ANCHOR BOLT (SEE NOTE 1) m C1 SHIPPING SHOP ITEM REVD PART REVD 6A 18 DESCRIPTION ANCHOR BOLT CHAIR - SMALL BOLT M A T'L UNIT WT 73 18 I. 1 1/2' x 8' x 12 15/16' A283C b 36 1E 1/2' x 11 1/2' x 12 1/16' A283C 6B 2 ANCHOR BOLT CHAIR - LARGE BOLT 73 c 2 b 4 1' -0 15/16' T. 1 1/2' x 8' x 12 15/16' IE 1/2' x 11 1/2' x 12 1/16' • • 4 4 • • A283C A283C BROWN STEEL CONTRACTORS, INC. BOX 549 NEWNAN. GA. OESCRPTION ANCHOR BOLT CHAIRS CUSTOMER TYBEE ISLAND, GA SRAMN SY WF /KM SATE 10 -21 -98 roe .o. 3313 -98 1 l /8' 3' -0' 2' -9 3/4' M1I r) 2 1/8'0\ I / o HOLE FOR LOCK SET /i\ ! -TTP 6' -9 3/4' 3' -1 1/2' OS. DOOR ELEVATION NOTE, 1. SEE SH, 1 FOR CORRECT BASE PLATE ORIENTATION. 2. SHOP TO SHIM DOOR 1/8' FROM FRAME WHEN ASSEMBLING. 3. SHOP TO INSTALL. SHIPPING BRACING. SHIPPING BRACE DOOR ASSEMBLY m D SHIPPING SHOP ITEM REVD PART REO'D 7A DE SCRIP TI ON 1 36' x 80' CONE DOOR ASSEMBLY CNC 1 e 1 1/8' x 56 1/4 x 56 9/16 3061031) MAT'L UNIT WT 3090 b c d 2 E 1 1/8' x 47 15/16 x 62 . 1/4' x41'x811/2' (NC 3061031) (NC 908 36801) R. 1/4' x 2' x 58 1/2' 2 WELD -ON PIN HINGES 8 h k (AUSTIN PART NO. R194 -0120) 1 A283 C.S. C.S. S.S. BAR 1 1/2 x 1/2 x 1' -0' (HANDLE BEND) R. 1/4' x 1' x 1 1/2' (NC 908 00000) R. 1/4' x 1' x 2 1/4' (NC 908 00000) WELDABLE LOCK BOX (CAT.NO. LB218) 1 LOCK SET (McMASTER -CARR W1789A21) 41 1/2' x 1 1/2' x 1/4' x 0' -3 DETA L "X" A36 SS304 S5304 C.S. BRASS A283 DETAIL :Y2 BROWN STEEL CONTRACTORS, INC. BOX 549 NEWNAN. CA DESCRIPTION CONE DOOR DETAILS CUSTOMER TYBEE ISLAND, GA DRAM. SY WF /KM DATE 10 -21 -98 [NECKED OY DA n /Zsfss 3313 -98 DRAMNC .O. 3313 -98 SPIRT NO. 7 or 5 SECT. 2 7' -9 5/8' SEE NOTE 2 z t- z 1/ 2 z I SPCC - 8 — - 1/2 THE OR 100 TYP 8' -01 I.D 9/ 16 r12D 9� 6 TSB -8 19/' 32 1 b IIK 100 O N c ELEVATION SECTION A—A 12D STEM LADDER LLUG SHIPPING SHOP ITEM REO'D PART REQ.D 8A 1 DESCRIPTION TOP STEM SECTION E 1/2' x 93 5/8' x 303 1/8' MAT'L UNIT WT 24,275 A36 b 2 E 9/16' x 93 5/8' x 303 5/16' A36 ▪ 19/32' x 93 5/8' x 303 7/16' A36 100 1 PIPE 10'0 x .25' x 36' -0' A53B 100 2 E 1/4' x NC TEMPLATE 9100810 C.S. PIPE 6'0 x .188' x 36' -0' A53B E 1/4' x NC TEMPLATE 9100806 C.S. TOP STEM LADDER C.S. SPCC 1 TSB -8 LLUG 2 STEM PLATF+IRM AND COND. CEILING TEMPORARY SHIPPING BRACING LIFTING LUG C.S. C.S. C.S. -8 1 24'0 PAINTER'S HATCH 6 RINGS C.S. d 1 PIPE 14'0 x .25' x 0' -6' A53B e 1 PIPE 8'0 x .25' x 0' -6' A53H R30 SOHC I 30' SO. HATCH COVER C.S. NOTES 1. SHOP INSTALL TEMPORARY BRACING ON INLET AND OVERFLOW PIPES FOR SHIPPING 2. WEIGHTS ARE BASED UPON EQUAL CAN HEIGHTS, CAN HEIGHTS MAY VARY BUT OVERALL LENGTH MUST BE MAINTAINED. MOWN S1'EEL OJNTRACTORS, INC. BOX 549 NEWNAN. GA. DESCRIPTION TOP STEM SECTION CUSTOMER TYBEE ISLAND, GA DRANK SY WF /KM DATE OWED RY 10 -21 -98 K.0 DATE ■\ty'SM4 Al NO. 3313 -98 DRAWING MO. 3313 SMEET NO. 8 —A 5/8' = 39' -0' O' 5 SECT. N W Li 2 H 0 ELEVATION N SECTION A -A 12C STEM LADDER LLUG SHIPPING SHOP ITEM REO'O PART REO'D 83 1 DESCRIPTION MID STEM SECTION MATL UNIT WT 31,550 a 1 E 21/32' x 93 5/8' x 303 5/8' A36 b 1 E 11/16' x 93 5/8' x 303 11/16' A36 c 1 E 23/32' x 93 5/8' x 303 13/16' A36 E 25/32' x 93 5/8' x 304' A36 e 1 E 13/16' x 93 5/8' x 303 13/16' A36 10F 1 MID STEM INLET ASSEMBLY A53B 100 2 E 1/4' x NC TEMPLATE 9100810 C.S. 11F 1 MID STEM OVERFLOW ASSEMBLY I1K 2 C 1:4' x NC TEMPLATE 9100806 12C 1 MID STEM LADDER A53B C.S. C.S. TSB -8 2 TEMPORARY SHIPPING BRACING C.S. LLUG 2 LIFTING LUG C.S. NOTES 1. SHOP INSTALL TEMPORARY BRACING ON INLET AND OVERFLOW PIPES FOR SHIPPING 2. WEIGHTS ARE BASED UPON EQUAL CAN HEIGHTS, CAN HEIGHTS MAY VARY BUT OVERALL LENGTH MUST BE MAINTAINED. BROWN STEEL CONTRACTORS, INC. BOX 549 NEWNAN. CA. DESCR1P1 ON MID STEM SECTION CUSTOMER TYBEE ISLAND, GA MANN BV 1 ',An WF /KM 10 -27 -98 .JOO N0. ONANND MO. 3313 -98 3313 D CO CD Sv kp DAn n/z5 /V SHEET TO 8 -B Cr ELEVATION N SECTION A -A 12D STEM LADDER LLUG N 1. 2. SHIPPING SHOP _ - TSB 1 /„.,-n � 100 IIK 1 9A I SEE NOTE 2 5I BOTTOM STEM SECTION 7/8' 1 i"--- l A CS. I iz /-b 100 f 11K _12C 8' -0i I 10E I 11G-\ i I.D. 15/16' 1 3' -0' � I� °, 'v 1 1st RUNG I I SPCC I . -8 15/16' LiT TYP. FUR ALL PIP11 5' -0' c } ELEVATION N SECTION A -A 12D STEM LADDER LLUG N 1. 2. SHIPPING SHOP DESCRIPTION MAT'L UNIT WT ITEM REM) PART REVD 9A I BOTTOM STEM SECTION 19,638 n 1 Q 7/8' x 93 5/8' x 304 5/16' A36 b 1 Q 15/16' x 93 5/8' x 304 1/2' A36 c 1 Q 15/16' x 38 3/4' x 304 1/2' A36 10E 1 BOTTOM STEM INLET ASSEMBLY A53B 100 2 Q 1/4' x NC TEMPLATE 9100810 C.S. 11G 1 BOTTOM STEM OVERFLOW ASSEMBLY A53B IIK 2 Q 1/4' x NC TEMPLATE 9100806 C.S. 12C 1 BOTTOM STEM LADDER C.S. 1 TSB -6 1 TEMPORARY CHIPPING BRACING C.0 LLUG 2 LIFTING LUG C.S. d 2 PIPE 14'0 x .25' x 0' -6' A53B e 1 PIPE 8'0 x .25' x 0' -6' A53B SQHC 1 30' SQ. HATCH COVER C.S. SPCC -8 1 STEM PLATFORM AND COND. CEILING C.S. OTES' SHOP INSTALL TEMPORARY BRACING ON INLET, OUTLET AND OVERFLOW PIPES FOR SHIPPING WEIGHTS ARE BASED UPON EQUAL CAN HEIGHTS, CAN HEIGHTS MAY VARY BUT OVERALL LENGTH MUST BE MAINTAINED. BROWN STEEL CONTRACTORS, INC. BOX 549 NEWNAN, GA. DESCRIPTION BOTTOM STEM SECTION CUSTOMER TYBEE ISLAND, GA DRAMI pY WF /KM DAt[ 10 -27 -98 OKCAEO BY 9 OAtt 11 /ZSMS JOS NO 3313 -98 ORAwWC NC. 3313 SAM NO. 9 Or I SEE DETAIL I .Z. 10K 10J 1OG 10F�� SEE DETAIL 'Y' (TYP.)-\\s, 100 R' .1 III SEE DETAIL :D n D 1, i REF. 118' -0 3/4' L.W.L. N ■a -u o Z0 M I1 0 o+ m .0 N 0' i W ..1 IL m upp 10U fu 1� o 108 N li 10A O in NOTES FIELD TRIM ITEM 10K FLUSH TO BOTTOM OF TANK. GRIND REMAINING EDGE OF PIPE SMOOTH AND USE IT AS A REMOVABLE SILT STOP. PER DETAIL 11/16'0 HOLE FOR ANCHOR STUDS - 2 REO'D. e 180' VERIFY ORIENT. S ELEV. w/ ENG. BEFORE INSTALLING 10K REMOVABLE DO NOT WELD TO SAUCER 10K DETAIL "X" DETAIL "Y" DETAIL "Z" SHIPPING SHOP TEM 11E0.3 IN 1140'3 10A 2 109 1 10C 1 DESCRIPTION GATE VALVE - 10'0 WELD TEE - 10'0 FLG - FLG MAT'L UNIT WT A53B 402 FLG - FLG 6539 230 DRAIN TO OVERFLOW ASSEMBLY 64 a PIPE 6'0 x .188 x 3' -10 3/8' 6538 b 1 FLG. 10'0 RFSO 15011 A539 1013 1 BASE CONE INLET ASSEMBLY 395 c 1 PIPE 10'0 x .25 x 12' -6 3/8' 6539 BAR 3' x 1/4' x 2' -8 3/16' C.S. 1 FLG, 10'0 150* RFSO C.S. 10E 1 1 10F 1 k 100 10H 10J 1 10K 1 DOS 1 10L 2 10M ION 4 IOP 48 100 10R 2 BOTTOM STEM INLET ASSEMBLY PIPE 10'0 x .25 x 18' -9 15/16' BAR 3' x 1/4' x 2' -8 3/16' MID STEM INLET ASSEMBLY PIPE 10'0 x .25 x 39' -0" BAR 3' x 1/4' x 2' -8 3/16' PIPE 10'0 x .25 x 36' -0' BAR 1 1/2' x 3/16' x 0' -2' w/ 5/16'0 HOLE SMITH -BLAIR CLPG. w/ ANCHOR STUDS - 8'0 x LO' L.G. PIPE 10'0 x .25 x 9' -O• (FIELD TRIM) DEFLECTOR PLATE FOR 10.0 STEEL PIPE OU1CK RELEASE PIN IE 1/4' x 16' O.D. x 8 7/8' I.D. GSKT. 13 3/8' O.D. x 10' 1.0. w/ (12) l'0 HOLES ON 14 1/2' H.C. BOLT 7/8'0 x 4' LG. w/ HN It 1/4' NC TEMPLATE 9100810 GSKT. 8 3/4' 0.D. x 6' I.D. w/ (8) 7/8.0 HOLES ON 9 1/2' H.C. 534 6539 C.S. 1099 6539 C.S. 6539 1009 A36 C.S. 49 A53B 252 C.S. 35 S.S. A283C 10 NEOP. C.S. C.S. NEOP. 1OS 16 IOT 1 10U h 1 J BOLT 3/4'0 x 3 1/2' LG. w/ HN GATE VALVE - 6'0 C.S. FLG - FLG SAMPLE TAP CPLG 1/2' - THR'D CLOSE NIPPLE - 1/2'0 THR'D HALL VALVE - 1/2'0 THR'D 1 1/2' - HOSE 9198 C.S. A106 C.S. BRONZE BRONZE BROWN STEEL CONTRACTORS, I NC BOX 549 NEWNAN. CA. DESCRIPTION 10 "0 INLET DETAILS w/ 6 "0 DRAIN CUSTOMER TYBEE ISLAND, GA ORAwN IV WF /KM JOB Na 3313 -98 OATS 10 -26 -98 ONAMMIO NO. 3313 04CxE3 or OA KD 11/ESIh8 MET NO. 1 0 or 11G -NN In N 48'0 ACCESS TUBE 11/16'0 HOLE FOR ANCHOR STUDS - 2 REO'D. 2 180' UE� c 24' R. l' -6' 2' -0' 1' -6' 5' -0' DETAIL "X" / PLEASE PROVIDE QUICK CPLG. DETAIL FF45 WE -6 O s2' -3 3/4' PART a N 0 E d 1114 I_____II MINIAMIR 1' -0' O` 1114 DETAIL "Y" N SPLASH PAD 7/8' 2' -0' 11J CONCRETE SUPPORT DETAIL "Z" 12' -6 3/8' SHIPPING ITEM REO'D P SHOP ART 'mow 11A DESCRIPTION OVERFLOW WEIR BOX ASSEMBLY MATT UNIT WT 92 b 110 IE 1/4' x 18' x 60' #32471101 I[! 1/4' x 24' x 18' PIPE 6'0 x .25' x 25' -0' A283C A283C 426 11C TOP SECTION OVERFLOW ASSEMBLY 210 c PIPE 6'0 x .25 x 12' -0 7/8' A36 d BAR 3' x 1/4' x 1' -9 9/16' A53B 11D 11E 11F SMITH -BLAIR 411 CPLG. -6'0 x 10' LG. SLEEVE w/ (2) 5/8'0 ANCHOR STUDS 49 d PIPE 6'0 x .188 x 36' -0' MID SECTION OVERFLOW ASSEMBLY PIPE 6'0 x .188 x 39' -0' BAR 3' x 1/4' x 1' -9 9/16' A53B 509 A53B A36 11G d 1114 BOTTOM SECTION OVERFLOW ASSEMBLY PIPE 6'0 x .188 x 18' -9 15/16' BAR 3' x 1/4' x l' -9 9/16' CONE OVERFLOW ASSEMBLY 248 A53B A36 170 9 WELD TEE 6'0 A533 n 3 PIPE 6'0 x .188 x 6'-9 3/16' A53B PIPE 6'0 x .188 x 1' -6 1/2' A53B k 2 WELD ELL 6'0 x 45' L.R. STD. WT. A53B 11J BAR 3' x 1/4' x I' -9 9/16' CONE OVERFLOW DRAIN ASSEMBLY PIPE 6'0 x .188 x 6' -6 1/8' A36 126 C.S. k IIK FF45 WE-6 11L PIPE 6'0 x .188 x I' -1 1/4' WELD ELL 6'0 x 45' L.R. STD. WT. FLAP VALVE FOR 6'0 OVERFLOW IC 1/4' x NC TEMPLATE 9100806 IC 1/4' x 12' 0.0. x 6 7/8' I.D. C.S. A53B A283C A530 C.S. 11 BROWN STEEL CONTRACTORS. INC. BOX 549 NEWNAN, GA DESCRIPnON 6 "0 OVERFLOW DETAILS CUSTOMER TYBEE ISLAND, GA ORAWN .r WF /KM OATS 10 -26 -98 NOR NO. 3313 -98 °PINNING NO. 3313 OKD(EO BY 11 ft. 5 /y%' g.acr NO. 1 1 Or I4' -9' 14 SP. 2 1' -0' = 14' -0' TOP END 6' ITEM 12A BASE CONE LADDER 18' -0' TOP END I7 SP. e 1' -0' = 17' -0' 6' 10.-0' b ITEM 12B BTM STEM LADDER 39' -0' 16' I.S. SECTION A —A TYP LADDERS 12A, 12B, 12C,12D612J TYP NOTE: SEE SH. SDI FOR INSTALLATION DETAILS, BOLTS AND SAFETY DEVICES. 38 SP. 9 1' -0' = 38' -0' 6' b 3 SP. 9 10' -0' = 30' -0' 37' -9' 6' ITEM 12C MID STEM LADDER TOP 37 SP. 9 1' -0' = 37' -0' 3' TOP END b 3 SP. e 10' -0' 30' -0' 14' -5' 13SP21' -O'= 13' -0' f 9i 2' FL 13/16'0 HOLEI ITEM 12E PLATFORM TO A.T. LADDER 16' -9' 3' I� TOP -� END 31 16 SP 9 I' -0' = 16' -0' k-' �- b 9' -0' ITEM 12G TOP A.T. LADDER 33' -6' ITEM 12D TOP STEM LADDER 6' TOP END 14' -2' 6' 13 SP 9 1' -0' = 13' -0' 1 8' 2 4' -2' I 10' -0' 23/26' x 1 1/2' SLOT ITEM 12F BTM. A.T. LADDER 33 SP 2 1' -0' = 33' -0' SHIPPING ITEM REO'D 12A 1 SHOP PART REVD DESCRIPTION MA TI. UNIT WT BASE CONE LADDER 2 BAR 2' x 3/8' x 14' -9' 15 ROD 3/4.0 x 1' -4 3/4' 106 A36 A36 12B 1 BTM STEM LADDER 2 BAR 2' x 3/8' x 18' -0' b 2 BAR 2' x 3/8' x 0' -6' 18 ROD 3/4'0 x 1' -4 3/4' 133 A36 A36 A36 12C 1 MID STEM LADDER 2 BAR 2' x 3/8' x 39' -0' 8 BAR 2' x 3/8' x 0' -6' ROD 3/4'0 x 1' -4 3/4' 284 A36 A36 A36 TOP STEM LADDER BAR 2' x 3/8' x 37' -9' BAR 2' x 3/8' x 0' -6' ROD 3/4'0 x i' -4 3/4' 273 A36 A36 A36 PLATFORM TO ACCESS TUBE LADDER BAR 2'x 3/8' x 14' -S' BAR 2' x 3/8' x 0' -6' ROD 3/4'0 x 1' -4 3/4' BOTTOM ACCESS TUBE LADDER BAR 2' x 3/8' x 14' -2' BAR 2' x 3/8' x 0' -6' ROD 3/4'0 x 1' -4 3/4' 106 A36 436 A36 103 A36 A36 TOP ACCESS TUBE LADDER BAR 2' x 3/8' x 16' -9' BAR 2' x 3/8' x 0' -6' ROD 3/4'0 x 1' -4 3/4' 12H 1 OUTSIDE ACCESS TUBE LADDER 2 BAR 2' x 3/8' x 33' -6' p 8 BAR 2' x 3/8' x 0' -8 3/16 34 ROD 3/4'0 x 1' -4 3/4' A36 123 A36 A36 A36 255 A36 A36 A36 • BROWN STEEL O3NTRACTORS, INC. BOX 549 NEWNAN, GA. DEscR:PnOM LADDER DETAILS CUSTOMER TYBEE ISLAND, GA MAMA BY WF /KM OATS 10 -21 -98 .Ae NO. 3313 -98 OL ==•C NO. 3313 0 t0(EO 8Y K0 6AtE 1 11iZr %4 9,EET NO, 12 or 4 3' x 3' x 1/4' x 0' -7 15/16' M.O.E. R240LM 13D FOR LIGHT 6 CONDUIT AROUND CONE e lo't c.c 13C - 2 REO'D. (SIDE BY SIDE) LIGHT AT TOP AND MIDPOINT OF ACCESS TUBE 13C 10'0 INLET PIPE CONDUIT RUNS UNDER PLATFORM TO ITEM 13B TOP STEM LIGHT MID STEM LIGHTS BOTTOM STEM LIGHT ° 7 15/16' CONE LIGHT 6) REO'D. _11.010-1L-11- ITEM 13E FUTURE LEVEL TRANSDUCER FLG (1) REO'D. 13A ELEVATION C) 3' SHIPPING SHOP ITEM REO'D PART REVD 13A 1 1 DESCRIPTION ELECTRICAL PANEL BOARD b 2 2 13B 2 13C 3 13D 10 13E 1 1 R1/4'x48'x96' MAT'L UNIT WT 350 43' x 3' x 1/4' x 3' -I 7/16' BAR 3' x 1/4' x 0' -3' CPLG. 1'0 w/ THR'D. PLUG BAR 3' x 1/4' x 0' -4 11/16' FUTURE LEVEL TRANSDUCER FLANGE FLG 3'0 RFSO 1500 PIPE 3'0 x SCH. 40 x 0' -9' A283C A36 A36 A36 A105 A36 C.S. C.S. 10'0 INLET - OUTLET PIPE 4 15/16' ITEM 13D CONE ELECTRICAL CLIPS (10) REO'D. ELECTRICAL NOTES 1. ALL ELECTRICAL ITEMS BY BSCI SUB -CONT. 2. BSCI CREW TO PROVIDE ALL WELDED ATTACHMENTS AND PROJECTIONS THRU TANK ONLY. 3. CONDUIT ATTACHES TO LUGS 13B AND 13D, OR LADDER LUGS AS SHOWN ON THIS SHEET. 4. SEE ENGINEER'S SPECIFICATION REGARDING PAINTING OF ELECTRICAL PANEL BOARDS. ELECTRICAL ENTRANCE 13A ELECTRICAL PANEL BOARD s CONDUIT RUNS ALE k...., THE BASE PLATE AND ATTACHES TO LADDER CTION A -A ` LUGS IN STEM. BROWN STEEL CONTRACTORS. INC. BOX 549 NEWNAN. GA OESCRW TION ELECTRICAL SUPPORT DETAILS CUSTOMER TYBEE ISLAND, GA oNANN Sv WF /KM .o. ma 3313 -98 amm 1 -25 -98 DRAMWD NQ 3313 OW= •r DATE SMUT NO. 1 3 DF 13 tr 1 TYP. 1 1/2' 0 (1 In (2)- 3/16'0 HOLES "ITEM NP -1A" <2REQ'D) SHIPPING SHOP ITEM REVD PART REVD DESCRIPTION M A T'L UNIT WT NP -1A 2 11 1 1/2 X 1 1/2 X 1/8 X 0' -5 1/4' A36 1 NP -1B 4 1/8'0 BRASS SCREWS BRASS NP -IC 1 NAMEPLATE ALUM. w/ BLOCK LETTERING ALUM. 1 BROWN STEEL CONTRACTORS. INC. BOX 549 NEWNAN. GA. DESCRIPTION NAME PLATE DETAILS CUSTOMER TYBEE ISLAND,GA DRAWN ST WF /KM OA,E 10 -21 -98 o.EOKEO ay Kp OATS 11 /zS119 JOS NO 3313 -98 ONAVAHO NO. 3313 s¢ET No. N P 1 O• 1 7 3/4' _1 O O • . m I AWWA D100 CONTRACT N0. YEAR O'FLOW ELEV. S310 NOM. DIA., FT. i4' -3" 1000 NOM. HT., FT. 160' -O 3/4" 100.50' NOM. CAP., GAL. 150,000 MATERIAL AO$3C FABRICATED AND ERECTED BY BROWN STEEL CONTRACTORS, INC. NEWNAN, GEORGIA OI-- : , 3/16' - -.. / _ _ tr 1 TYP. 1 1/2' 0 (1 In (2)- 3/16'0 HOLES "ITEM NP -1A" <2REQ'D) SHIPPING SHOP ITEM REVD PART REVD DESCRIPTION M A T'L UNIT WT NP -1A 2 11 1 1/2 X 1 1/2 X 1/8 X 0' -5 1/4' A36 1 NP -1B 4 1/8'0 BRASS SCREWS BRASS NP -IC 1 NAMEPLATE ALUM. w/ BLOCK LETTERING ALUM. 1 BROWN STEEL CONTRACTORS. INC. BOX 549 NEWNAN. GA. DESCRIPTION NAME PLATE DETAILS CUSTOMER TYBEE ISLAND,GA DRAWN ST WF /KM OA,E 10 -21 -98 o.EOKEO ay Kp OATS 11 /zS119 JOS NO 3313 -98 ONAVAHO NO. 3313 s¢ET No. N P 1 O• 1 COAT LOCATION DESCRIPTION MILS /COAT QTY REO'D NOTES: 1. PAINT PREPARATION: A. SURFACE PREPARATION: ROTO BLAST (SHOP), ABRASIVE BLAST (FIELD) 1. INTERIOR WET SURFACES: BLAST TO SSPC -SPIO (NEAR WHITE BLAST) 2. EXTERIOR AND INT. DRY SURFACES: BLAST TO SSPC -SP6 (COMMERCIAL BLAST) B. WELD PREPARATION: 1. ALL WELDS ARE TO BE SMOOTH OR GROUND SMOOTH. 2. ALL SHARP CORNERS OR BURRS ARE TO BE GROUND SMOOTH. 3. ALL WELD SPATTER IS TO BE REMOVED COMPLETELY. 2. PAINT APPLICATION PAINT SHALL BE APPLIED PER THE MANUFACTURERS RECOMMENDATIONS AND BE FREE OF RUNS, SAGS, DRIPS AND HOLIDAYS. A. PAINT SHALL BE APPLIED TO THE MINIMUM MILLAGES SHOWN. B. ALL PAINT IS TO BE BY TNEMEC COMPANY, INC. C. FOR COLD WEATHER APPLICATION. SPECIFIED PAINT SUBSTITUTE PAINT/ ADDITIVE COMMENT SHOP PRIME INTERIOR TNEMEC 20-1255 BEIGE POTA -PDX THINNER: /4 WET DRY 60 GALS 5.5 to 9.0 3.0 to 5.0 EXTERIOR TNEMEC 90 -97 REDDISH -GRAY TNEME -ZINC THINNER: SEE DATA SHEETS WET DRY 40 GALS 4.0 to 5.5 2.5 to 3.5 TNEMEC 20 SERIES TNEMEC 66 SERIES TNEMEC 74 SERIES TNEMEC 90 -97 SERIES TNEMEC FC20 SERIES TNEMEC 161 SERIES TNEMEC 44 -710 SERIES TNEMEC 44 -710 SERIES IDENTICAL, CONTAINS ACCELERATOR IDENTICAL, CONTAINS ACCELERATOR ACCELERATOR ACCELERATOR FIELD PATCH PRIME ALL FIELD PAINT BY BSCI SUB -CONT. INTERIOR TNEMEC 20 -1255 BEIGE POTA -PDX THINNER: #4 WET ORY - s.s to 3.0 5.0 3. ALL FIELD PAINT BY BSCI SUB- CONTRACTOR. 4. PAINT SUB - CONTRACTOR SHALL STERILIZE TANK INTERIOR PER AWWA C652 -86 METHOD $3 5. AFTER SURFACE PREPARATION AND PRIOR TO PAINTING, ALL UNWELDED AND TACK - WELDED SEAMS WILL BE FILLED WITH TNEMEC SERIES 63 -1500 FILLER AND SURFACER. 6. ALL WELDED SEAMS, CREVICES, AND JOINTS BETWEEN STRUCTURAL MEMBERS AND STEEL PLATES SHALL BE BRUSHED WITH SERIES 20 POTA -PDX BEIGE PRIMER THINNED 25X WITH 41 -4 THINNER AND ALLOWED TO CURE 24 HOURS MINIMUM PRIOR TO APPLICATION OF FULL PRIMER COAT. 7. APPLY TWO COATS OF SERIES 66 COLOR H -BUILD EPDXOLINE TO INLET PIPE TO 4' -0' ABOVE FLOOR. BRUSH BLAST DUCTILE IRON PIPE TO REMOVE BITUMINOUS COATING BEFORE PAINTING. 8. SEE ENGINEER'S SPECIFICATION REGARDING STENCILING OF PIPING. ' EXTERIOR TNEMEC 90 -97 REDDISH -GRAY TNEME -ZINC THINNER: SEE DATA SHEETS WET DRY 4.0 to 2.5 3.5 WET DRY - FINISH INTERIOR TNEMEC 20 -WHO2 TANK WHITE POTA -PDX THINNER: g4 SURFACE AREAS: 7.0 to 10.5 4.0 to 6.0 INTERIOR = 8,275 SQ FT ./.......1 .r oNK EXTERIOR = 7,400 SQ FT Wt. WE OESCRIPflON TOTAL MINIMUM DRY MILLAGES: BROWN STEEL CONTRACTORS, INC. BOX 549 NEWNAN. GA. WET DRY - - _ EXTERIOR ONE FULL COAT EACH TNEMEC 66 -COLOR HI -9UIL0 EPDXOLINE (TINT FOR CONTRAST) -�� TNEMEC 74 SERIES ENOURA- SHIELD COLOR: / 3.5 to 5.5 3.0 to 6 .0 2.0 to 3.0 2.0 to 4.0 INTERIOR: PRIME 3.0 -5.0 MILS EXTERIOR: PRIME = 2.5-3.5 MILS DESCRIPTION PAINT SCHEDULE INTER. = 2,0-3.0 MILS FINISH = 4.0 -6.0 MILS CUSTOMER TYBEE ISLAND, GA FINISH = 2.0 -4.0 MILS TOTAL = 7.0-1L0 MILS TOTAL = 6.5 -10.5 MILS °"""" •• WF °"0 10 23 -98 `"` «`° •• K9 OAK f i1�ZS %� JOB N° 3313 -98 °"AMNO NO 3313 "'CET N0. P1 or 1 THINNER SEE DATA SH'S SD-IA SAFETY DEVICE SAFETY DEVICE NOTES, LADDER /PLATFORM, TANK OR BASE SECTION A —A TYP ALL LADDERS 1. ALL LADDERS ARE TO BE EQUIPPED WITH 'SAF -T- CLIMB' RIGID RAIL SAFETY DEVICES. 2. INSTALL DEVICES PER MANUFACTURER'S INSTALLATION INSTRUCTIONS S DETAILS SHOWN THIS SHEET. 3. INSTALL EACH LADDER DEVICE AS FOLLOWS+ n) START AT BOTTOM OF LADDER b) INSTALL SHORT SECTION FIRST 4. IF SHORT SECTION IS 6' OR LESS, USE RING CLAMP AT TOP AND BOTTOM OF SECTION. 5. USE INTERNAL ALIGNMENT GUIDES AT ALL SPLICE POINTS, 6. SPACE CLAMPS 2 6' C /C. 7. ALL CLAMPS USE 3 1/8' STUD BOLTS. 8. HARNESS TO BE PROVIDED IN THE FOLLOWING SIZES, EXTRA SMALL, SMALL AND MEDIUM (1 EACH). r I AD -1J 6 \ / SHOP TRIM BTM it 0 DETAIL "Z" SHIPPING SHOP DESCRIPTION MAT'L UNIT WT ITEM REO'O PART REO'O SD -1A 8 21' STRAIGHT SECT. RIGID RAIL GALV. - SD-1B 1 8' SAF -T -PIVOT SECT. GALV. - SD -IC 1 4' -0' SECT. STRAIGHT RAIL GALV. - SD-1E 1 12' -0' SECT. STRAIGHT RAIL GALV. - SD -1F 2 SLEEVE L -3330 w/ BELT HOOK - - ATTACHMENT SH -523 SD -IG 3 HARNESS (SEE NOTE 8) - - SD -IH 2 42 x 2 x 3/8 x 3' -6' (FIELD TRIM) A36 SD -1J 2 BAR 3 x 1/4 x 1' -9' (BEND) A36 5 kp BROWN STEEL CONTRACTORS, INC. BOX 549 NEWNAN, GA. DESCRIPTION SAFETY DEVICE DETAILS AND GENERAL LADDER DETAILS CUSTOMER TYBEE ISLAND, GA ORAWM PT WF DATE 10 -23 -98 CNECRED !Y \c9 hilt "/7.01S .1G11 NO. 3313 -98 DRAWING NO. 3313 lNEEr NO. S 0 1 a 1 25' -0' O.D. SLAB 23'-10' O.D. RINGVALL 20' -10' I.D. RINGVALL 19' -9' I.D. SLAB /0 24' SQ. SUMP SEE ENG. PLANS FOR DETAILS 1' -6' NEW 10'0 TANK FEED F..NEV 10'0 TANK FEED AND 6'0 O'FLOW AND TANK DRAIN r 3q i F2B - 2 1/2'0 BOLT 2 1/2'0 ('?. BOLT 4r(' �P � R 4 _2- j 14'0 AUGER -CAST PILES. SEE SH. PLI FOR LAYOUT LOVELL STREET /-` 3 NO. 8 HOOPS e 12 3/4' O.C. 57 N0. 5 RADIAL BARS x 2' -1 1/2' LG. FOUNDATION PLAN (20) A.B. OM 22' -4' H.C. 18 - 2 1/4'0 EQUAL SPACED 2 - 2 1/2'0 SPECIAL SPACING MANDOOR FOUNDATION NOTES: 1. THE TOP OF THE RINGWALL SHALL BE LEVEL WITHIN THE FOLLOWING TOLERANCES: a) ±1 /8' IN ANY 30' CIRCUMFERENTIAL LENGTH b) ±1 /4' FROM ESTABLLISHED ELEVATION 2. HOOP STEEL SPLICES TO BE LAPPED AT LEAST: 30' - N0. 5 HOOPS 60' - N0. 8 HOOPS 60' - N0. 9 HOOPS 3. SPLICES IN ADJACENT HOOP STEEL MEMBERS TO BE STAGGERED AT LEAST 3 FEET. 4. FOUNDATIONS ARE DESIGNED FOR 80 TON 14.0 AUGER -CAST PILES (MINIMUM FACTOR OF SAFETY = 2.0 PER AVWA) w/ A TIP DEPTH OF 65 FEET. 5. MINIMUM CONCRETE COVER REINFORCEMENT IS AS LISTED BELOW (REF.: ACI 318 -95) a) CONCRETE CAST AGAINST AND PERMENTLY EXPOSED TO EARTH 3' b) CONCRETE EXPOSED TO EARTH AND WEATHER 186 BARS AND LARGER 2' 45 BARS AND SMALLER 1 1/2' 6. FOUNDATION IS TO BE BUILT IN ACCORDANCE WITH ACI 318 -95, SPECIFICATIONS, SOILS REPORT, AND THESE DRAWINGS. 7. MINIMUM COMPRESSIVE CONCRETE STRENGTH IS 4000 P.S.I. COMPRESSIVE STRENGTH OF PILE GROUT IS 5000 PSI. REBAR GRADE IS 60 KSI. 8. THE FOUNDATION CONTRACTOR SHALL PROVIDE TEST CYLINDERS AS ENUMERATED BELOW. BREAK REPORTS, INCLUDING LOCATION OF POUR, ARE TO BE FURNISHED TO BROWN STEEL AND THE ENGINEER. BREAK ONE E 7 DAYS NO. REQ'D BREAK ONE 2 28 DAYS 3 /POUR HOLD ONE iN RESERVE 9. ANCHOR BOLTS TO BE SUPPLIED BY BROWN STEEL CONTRACTORS, INC. 10, STRUCTURAL FILL SHOULD BE COMPACTED TO AT LEAST 95% STANDARD PROCTOR (ASTM D698) MAXIMUM DRY DENSITY. 11, DIMENSIONAL TOLERANCE IS 1/4' EXCEPT FOR ANCHOR BOLTS WHICH MUCH BE SET TO EXACT DIMENSIONS SHOWN. PILE TOLERANCES ARE PLAN: 3' , PLUMB: 27.. 12. IT IS ANTICIPATED THAT THE WATER TABLE WILL BE ENCOUNTERED DURING EXCAVATION. FOUNDATION SUB - CONTRACTOR SHALL BE PREPARED TO DEVATER. BROWN STEEL CONTRACTORS, INC. BOX 549 NEWNAN, 0A DESCRIPTION FOUNDATION PLAN CUSTOMER TYBEE ISLAND, GA DUNN eY VF/KM /0S NO. 3313 -98 wtt 10 -14 -98 DRAMRIC Na 3313 QKOK0 sY OA Kv I -9 -9$ ".CET Nd F1 3 TOP END .°o 4' -3' 6' THREAD F2A DR F2B 3' ITHRDI �bORd \cORc V-6' PRDJ. ANCHOR BOLT DETAIL < 20 ) REQ'D TOTAL T.O.F. 12.5' v Zo FOUNDATION QUANTITIES (DOES NOT INCLUDE PILING) 26.1 CU. YD. CONCRETE 4000 PSI 2,579 22 LB. REBAR GRADE 60 14'0 AUGER -CAST PILES x 65' -0' LG. I1' -I1 RINGVALL 0.5. RADIUS 1' -6' 10' -5' RINGVALL I.S. RADIUS 0 a 1/2' EXP. JOINT (TYP.) 6' CONC. SLAB w/ 6x6- W2.9xW2.9WVF SLOPE TO SUMP 4 NO. 5 HOOPS 9 13 11/16' O.C.E.F. 59 N0. 4 BARS 2 14 7/8' D.C. x 5'-2' L. w/ 6' HOOK 2 NO. 9 j 2' -0' • J I SPECIAL TOP HOOPS E 54 NO. 4 BARS 2 14 7/8' 0.C. x — �---` -1 5' -2' LG. w/ 6' HOOK F3E Iz2 c-41. 4.1.■ SHIPPING SHOP ITEM REO'O PART REO'O F2A 18 n 18 b 36 F29 2 c 2 4 0 F3B DESCRIPTION ANCHOR BOLT ASSEMBLY ROD 2 1/4'0 x 4' -3' HEAVY HEX NUT - 2 1/4'0 MANDOOR A.H. ASSEMBLY ROD 2 1/2'0 x 4' -3' HEAVY HEX NUT - 2 1/2'0 3/4' CORP STOP w/ HOSE BIBB BY BSCI SUB OF CUSTOMER LOCATE 2 DIRECTION cif 11 11 II 1 SLOPE TO SUMP . s.._ r• =1 I 1 =1 I j= 1 n II I 1 1 1 1 11 COMPACTION REO'D. SEE NOTE 10, SH. F -1 4 J MAT'L UNIT WT 61 A36 A36 75 A36 A36 ij :`yi l 110111M■1111111111L C a3l k� 1, • F3A v rrc- • 2 -7 1/2' 3 NO. 8 HOOPS 2 12 3/4' O.C. 57 NO. 5 RADIAL BARS x 2' -1 1/2' LG. (SEE SH. Fl FOR SPACING) C N0. 4 HOOPS 2 12' O.c. (CAGE COVERS 29' -0') <22) 14'0 AUGER -CAST PILES x 65' -0' LG. ON 11' -2' R. w/ (1) N0. 9 REBAR x FULL LENGTH OF PILE IN CENTER. EMBED 12' 1NT0 CAP w/ 12' HOOK TOP END 6 NO. 5 REBAR x 30' -0' LG. EXTEND ABOVE PILE 12' 6 NO. 5 REBAR 1 NO. 9 REBAR SECTION C —C BEND VERTS AND HOOPS AROUND THE SLEEVE OPENING / /'\1 BY BSCI SU: -CONT ( 4 ) N0. 5 BARS ^ L.-x 4' -3' LG. E.F. I/ ♦1 (TYP. 2 PLACES) I I SECTION B -8 BY BSCI SU : -C -F 1 II- tU 4G1STto_ Na.20:i ri BROWN STEEL CONTRACTORS. INC. BOX 549 NEWNAN. GA OESCRIPT'OM FOUNDATION SECTION CUSTOMER TYBEE ISLAND, GA ww !r VF /KM 3313 -98 own 10 -14 -98 ORAMIM6 Ma 3313 DLO M DAM KD II/9198 SHUT "o F2 °` 3 24' SQ. SUMP SEE ENG. PLANS FOR DETAILS PIPING DETAILS SHIPPING ITEM REO'D P SHOP ART REVD F3A 1 F3B 1 F3C 24 DESCRIP TION BASE TEE - 10'0 PIPE 10'0 x CL 53 x 3' -3' MJ BOLT 3/4'0 x 4' LG. w/ HN MJ- MJ MAT'L UNIT WT D.I. 300 FLG- PE D.I. 127 C.S. 2 F3D 3 RING GLAND - 10'0 D.I. 25 F3E 1 BLIND FLANGE - 10'0 C.S, 10 F3F 12 BOLT 7/8'0 x 4' LG. w/ HN C.S. 2 F3G F3H 1 3 GSKT 3/16' x 16' 0.1). x 10' I.D. W/ (12) 1'0 HOLES ON 14 1/4' B.C. MJ GASKET 10' 1'0 CONDUIT w/ THR'D. CAP EACH END ( 3 REQ'D. ) SECTION A -A NEO- PRENE RUBBER 1 BROWN STEEL CONTRACTORS. INC. BOX 549 NEWNAN, GA DESCRIPTION PIPING DETAILS CUSTOMER TYBEE ISLAND, GA DRAWN sY WF /KM JDe No. DATE 10 -14 -98 ORAIONO NO. 3313 3313 -98 CMCCKEO 0v OATS u/ k6 t EET ND. F3 DP 3 NEW WATER LINE AND NEW 10'0 TANK FEED 6'0 OVERFLOW AND TANK DRAIN pfd ■ BROWN STEEL CONTRACTORS, I NC. BOX 549 NEWNAN. GA. OESCRIP110.1 PILE LAYOUT GySTpN(R TYBEE ISLAND, GA ORAMN W WF .CO N0. 3313 -98 OAK 10 -22 -98 ORAWNO O. 3313 " PL1 or 1 OKORLO 1111. OA - V" 1AM 14a Dianne Otto From: Carlisle, Heather [hcarlisle @goodmannetworks.com] Sent: Tuesday, September 24, 2013 11:34 AM To: Sean Ryan Subject: FW: Fullerton Deliverables Needed FYI Heather M. Carlisle, Esq. Site Acquisition Manager NIS hcarlisle@goodmannetworks.com (o) 972.421.5902 (c) 214.543.4457 (f) 972.421.5909 CONFIDENTIALITY NOTICE: This electronic mail transmission is confidential, may be privileged and should be read or retained only by the intended recipient. If you have received this transmission in error, please immediately notify the sender and delete it from your system. From: Milen Dimitrov [mailto:MDimitrov @fullertonengineering.com] Sent: Tuesday, September 24, 2013 11:33 AM To: Hahn, Lauren; Graves, Johanna D (Johanna); Carlisle, Heather Subject: RE: Fullerton Deliverables Needed Hi Heather, A quick update on ATO3AW057 —Tybee Island's building department will be sending an official letter to Mike Zaitz with their consulting group to confirm the wind speed requirements of 130mph 3- second gust (originally Mike mentioned 150mph 3- second gust speed). We have updated our calculations per the required 130mph wind speed and a copy has been uploaded to both FST & Siterra. Thanks, Milen Dimitrov Fullerton Engineering Consultants, Inc. Project Manager Office: (224) 585 -4437 Mobile: (847) 208 -0538 From: Hahn, Lauren [ mailto :Ihahn @goodmannetworks.com] Sent: Thursday, September 19, 2013 3:39 PM To: Graves, Johanna D (Johanna); Milen Dimitrov; Carlisle, Heather Cc: Ahmed Garcevic; Frank DiVito Subject: RE: Fullerton Deliverables Needed Yes, we looked. Milen, Submit the CORs with this email included. Thank you. From: Graves, Johanna D (Johanna) [ma, Johanna .graves @alcatel- lucent.com] Sent: Thursday, September 19, 2013 4:25 PM To: Hahn, Lauren; Milen Dimitrov; Carlisle, Heather Cc: Ahmed Garcevic; Frank DiVito Subject: RE: Fullerton Deliverables Needed Have we looked for a foundation plan in Siterra? If we need to order a new one – go ahead, I will approve. Please determine if you need a geotech ASAP and submit request as well, as applicable. Johanna Graves 847.331.4482 From: Hahn, Lauren j mailto :Ihahn @goodmannetworks.coml Sent: Thursday, September 19, 2013 3:20 PM To: Milen Dimitrov; Carlisle, Heather Cc: Graves, Johanna D (Johanna); Ahmed Garcevic; Frank DiVito Subject: RE: Fullerton Deliverables Needed Importance: High Milen, I confirm you will receive all POs. Johanna, How do you want to proceed with CR04AW363 highlighted below? LH From: Milen Dimitrov [mailto:MDimitrov @fullertonengineering.coml Sent: Thursday, September 19, 2013 4:13 PM To: Carlisle, Heather Cc: 'Johanna .graves @alcatel- lucent.com'; Hahn, Lauren; Ahmed Garcevic; Frank DiVito Subject: RE: Fullerton Deliverables Needed Hi Heather, I have added updates to the sites you have listed below in red: AT03AW057: any updates from the town as to whether the structural you ran is okay, or if it needs to be re -run? – we have been in contact with the city of Tybee island and their consultant firm and as of today the city's building department has yet to confirm the wind speed requirements. AT03AW052: ETA on foundation mapping? – the foundation mapping is expected by 9/24, we should have the mod - design with the foundation analysis by 9/27. CR04AW363: see attached e-mail on this —could you complete the revisions requested by tomorrow? Also, is a foundation analysis required, and if so, can you provide an update? – / reviewed the comments from the plan reviewer and our latest set of CDs and structural analysis were completed with the 2012 IBC and both have the South Carolina seals. The analysis was ran with 130mph (3 second gust wind). We do not have a PO for a foundation mapping on this site. If you can confirm we will receive one, I can order the foundation mapping right away. One more thing to note is that we may need a geo -tech completed if the foundation doesn't check out. I can send you PORs for both services by tomorrow morning and we can order them right away. The other option would be to complete the foundation mapping and hope the foundation is okay, which would eliminate the need of a geo -tech. Please advise how to proceed on this site. 2 ATO4AW099: the PO is in process on th would you be willing to move forward w' he foundation analysis with the understanding that you will receive the PO? – the foundation mapping has been ordered already and we will provide the foundation analysis as soon as we receive the mapping. The mapping is expected by 9/24. ATO4AW062: Can you provide an ETA on the mod design? – the foundation mapping and geo -tech have been ordered already and we will provide the mod - design with the foundation analysis as soon as we receive the mapping. The mapping is expected by 9/24. CRO3AW164: I know the PO is in process for this —any chance the structural could be expedited? – the structural has been started and should be completed next week. ATO3AW096: the PO is in process on this —would you be willing to move forward with the foundation analysis with the understanding that you will receive the PO? – the foundation mapping has been ordered already and we will provide the foundation analysis as soon as we receive the mapping. The mapping is expected by 9/24. AT04AW072: Can the PE Letter be uploaded by tomorrow? – we will do our best to upload the PE letter by tomorrow. Thank you, Milen Dimitrov Fullerton Engineering Consultants, Inc. Project Manager Office: (224) 585 -4437 Mobile: (847) 208 -0538 From: Carlisle, Heather jmailto:hcarlisle @goodmannetworks.coml Sent: Thursday, September 19, 2013 11:48 AM To: Milen Dimitrov Cc: 'johanna .graves @alcatel- lucent.com'; Hahn, Lauren Subject: Fullerton Deliverables Needed Importance: High Hi Milen, I had my deployment with SureSite this morning, and I was wondering if you could provide updates on the following: ATO3AW057: any updates from the town as to whether the structural you ran is okay, or if it needs to be re -run? ATO3AW052: ETA on foundation mapping? CR04AW363: see attached e-mail on this —could you complete the revisions requested by tomorrow? Also, is a foundation analysis required, and if so, can you provide an update? ATO4AW099: the PO is in process on this —would you be willing to move forward with the foundation analysis with the understanding that you will receive the PO? ATO4AW062: Can you provide an ETA on the mod design? CRO3AW164: I know the PO is in process for this —any chance the structural could be expedited? ATO3AW096: the PO is in process on this —would you be willing to move forward with the foundation analysis with the understanding that you will receive the PO? ATO4AW072: Can the PE Letter be uploaded by tomorrow? Thank you! Heather Heather M. Carlisle, Esq. 3 Site Acquisition Manager NIS Goodman Networks 2 Willow Street Suite 101 Southborough, MA 01745 hcarlisle @Roodmannetworks.com (o) 972.421.5902 (c) 214.543.4457 (f) 972.421.5909 www.goodmannetworks.com Goodman Networks, an ISO 9001:2008/TL9000 Registered Company, is proud to have earned: - Inc. Magazine 500/5,000 Lists - 2006, 2007, 2009, 2010, 2011 - MTBC Tech Titan - 2005, 2006, 2007, 2008, 2009, 2011 CONFIDENTIALITY NOTICE: This electronic mail transmission is confidential, may be privileged and should be read or retained only by the intended recipient. If you have received this transmission in error, please immediately notify the sender and delete it from your system. 4 Dianne Otto From: Sent: To: Subject: Attachments: Dianne Otto Friday, May 24, 2013 4:25 PM mdoran1@att.net FW: Sprint - application to work on 111 Butler Ave. water tank Sprint Itr of acknowledgement.pdf; Sprint permit application.pdf; Sprint structural analysis.pdf; Sprint contractor info.pdf; Sprint plans.pdf; RE: Sprint Cell Equipment Rehab; ContractorRegistration.pdf Ls -53 )O;2 ' e..C'I - (JAI (Y +, D ray+'$ (p - 2 63 to - 2- 40 -r 3 .e irr, 43S- Mr. Doran — Please let me know the status of the items listed below. W J S'ac2.r '�� 0. ✓1 1 '1 3 ` '' 2 0 1 4- des Y —c G �v ra;., 2f4ra .l ¶ (3 5,2S lri •S Qv`r14 -4-0 r -i-o t-c�.�cs1 Strad-Is .u.1 alyr Thank you, Dianne K. Otto, CFM City of Tybee Island Planning & Zoning Manager phone 912.472.5031 fax 912.786.9539 e ✓rte i -1,0 IYl : c k e 7j a ran re From: Michael Doran [mailto:mdoran1 @ att.net] Sent: Tuesday, May 14, 2013 4:52 PM To: Dianne Otto Cc: mdoranl @att.net Subject: RE: Sprint - application to work on 111 Butler Ave. water tank Dianne, Thanks, I have forward this on to Qwik site and will get the other information to you as soon as It becomes available. I am the POC for this process. Thanks again! Michael Doran 1 Roman Acquisition Inc. (217) 622 -1377 Mobile (217) 726 -0035 Fax MDoran @att.net From: Dianne Otto [mailto:Dotto @cityoftybee.orq] Sent: Tuesday, May 14, 2013 3:20 PM To: mdoranl @att.net Subject: FW: Sprint - application to work on 111 Butler Ave. water tank See below. Please also forward to Quiksite at my email to them this morning did not go through. Dianne K. Otto, CFM City of Tybee Island Planning & Zoning Manager phone 912.472.5031 fax 912.786.9539 From: Dianne Otto Sent: Tuesday, May 14, 2013 9:39 AM To: 'Brenna Fleming'; 'ccasper @quiksiteinc.com' Subject: FW: Sprint - application to work on 111 Butler Ave. water tank 1 Ms. Fleming & Ms. Casper, Attached are scans of a packet of information I received yesterday for work at the 111 Butler Avenue water tank. 1. Letter of acknowledgment — The signed acknowledgement will be issued with the permit. 2. Permit application — A signature is required on page 2. Please resubmit. 3. Structural analysis — Who is the contact person for working with our third party reviewer of the structural engineering? Fees will be at Sprint Nextel's expense. 4. Contractor info — The attached 2 -page Contractor Registration application is needed from Quiksite. Please complete and submit pages 1 and 2 with a copy of your local license, a copy of your state license if applicable, and a $20 registration fee. Registration will expire December 31, 2013. 5. Sprint plans — The permit application and two sets of plans will be sent to Chatham County for review. 6. A Site Plan Approval application was submitted. It is not required for this change out of equipment. Please let me know if you have any questions. Thanks, Dianne K. Otto, CFM City of Tybee Island Planning & Zoning Manager phone 912.472.5031 fax 912.786.9539 From: Dianne Otto Sent: Tuesday, May 14, 2013 9:17 AM To: Diane Schleicher Cc: George Reese; 'Bubba Hughes' Subject: Sprint - application to work on 111 Butler Ave. water tank Diane, Attached are scans of a packet of information I received yesterday via FedEx. Sprint Nextel is applying to work at the 111 Butler Avenue water tank. 7. Letter of acknowledgment — A city official needs to sign this. Who would that be? The signed acknowledgement will be issued with the permit. 8. Permit application — I will email Brenna Fleming to request a signature on page 2. The permit fee is $2,000 and a check for that amount was submitted with the application. 9. Structural analysis — I will email Brenna Fleming to get the contact information for Sprint's designee that will work with Steve Wohlfeil / HGBD on review and payment of the city's third party review of the structural engineering. 10. Contractor info — I will contact Quiksite about Contractor Registration. 11. Sprint plans — The permit application and two sets of plans will be sent to Gregori Anderson for review. 12. A Site Plan Approval application was submitted. It is not required for this change out of equipment. Do you know of any other outstanding items for this project? Please let me know about item 1. Thanks, 2 Dianne K. Otto, CFM City of Tybee Island Planning & Zoning Manager phone 912.472.5031 fax 912.786.9539 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 3 1 January 31, 2013 Attn: Ms. Heather Carlisle Goodman Networks 6400 International Parkway, Ste 1000 Plano, TX 75093 Subject: Structural Analysis for Installation on Water Tank Sprint's Proposed Antennas and Equipment Site: ATO3AW057 111 Butler Avenue, Tybee Island, GA 31328 Project No.: 1240034 R1 Dear Ms. Carlisle: TECHSAAE, LLC a Subsidiary of TECHSICO TECHSAAE has completed a structural analysis of the above referenced water tank to determine its adequacy for the addition Sprint's proposed antenna and equipment installation given in Table 2 and Table 3. This structural analysis is inclusive of the entire antenna and equipment supporting structures, including the tank structure, antenna mounts, platforms, arms, and all other aspects of the structure that will support the Sprint Network Vision equipment deployment. This analysis involves an evaluation of the proposed loading based on previous design documents and our site investigation with a determination that the new loads will have no detrimental impact on the existing water tank and associated components. The loads used in evaluating the adequacy of the installation were determined in accordance with the requirements of the 2006 International Building Code with 2009 Georgia amendments and ASCE 7 -05 (Minimum Design Loads for Building and Other Structures) for a 3- second gust wind speed of 130 mph. Our findings show that the water tank structure, antenna mounts, and associated components will be adequate to support the Sprint installation for both interim and final configurations. The proposed cabinet will be installed on a slab on grade. Customer shall review the antenna and equipment listings presented herein and confirm that the structure is accurately represented by our assumptions. We trust that this report is satisfactory. If you have any questions regarding the investigation, please contact our office. Yours very truly, TECHSAAE C.H. David Tan, P.E. (GA License No. PE26848) Office: (918) 585 -2347 910 S. Hudson Tulsa, OK 74112 Fax: 877-825-9047 Site Number: ATO3AW057 Project Number: 1240034 R1 January 31, 2013 Page 2 Table 1: Site Info Previous Design Documents / Site Visit 1. Water tank drawing by Brown Steel Contractors, Job No. 3313 -98, dated 10/21/1998. 2. Site sketch by Velocitel, Project # 1092.301, dated 7/18/20012 3. Drawings by Techsaae, dated 12/10/2012. 4. Site photos taken 07/1] /2012. Table 2: Proposed Antennas Elevation Antenna Description + Location 135' (3) RFS APXV SPP 18 -C -A20 5, 200, 285° (3) ALU RRH 1900 (3) ALU RRH 800 Any discrepancies in loading from this listing should be brought to TECHSAAE's attention. Results of this assessment cannot be used if the loading is different. + Proposed antennas are to be installed on new pipe mounts. New mounts shall be same as existing. Table 3: Proposed Equipment Location Cabinet Description Weight Ground (3) Battery Cabinet ++ 2000 lbs. each Any discrepancies in loading from this listing should be brought to TECHSAAE's attention. Results of this assessment cannot be used if the loading is different. ++ Proposed / future equipment is to be installed on existing slab on grade. Site Number: AT03AW057 Project Number: 1240034 Rl DESIGN CRITERIA 2006 International Building Code ASCE 7 -05 (Minimum Design Loads for Building and Other Structures) ANSI/TIA -222 -F (Structural Standard for Antenna Supporting Structures and Antennas) AISC Steel Construction Manual, 13111 Edition Design Wind Speed: 130 mph (3- second gust) Importance Factor: 1.15 Exposure: C INTERIM ANTENNA LOADS ++ January 31, 2013 Page 3 Elevation Carrier Antenna Description + Location PROPOSED 135' Sprint (3) RFS APXVSPPI8 (72x11.8x7 ", 57 lbs. ea.) 3 sectors 135' (3) ALU RRH 1900 4x45 (22x 13x7 ", 44 lbs. ea.) 135' (3) ALU RRH 800MHz 2x50 (19x13x12.5 ", 641b. ea) EXISTING 120' - (3) Panel Antennas (72x10x3 ", 25 lbs. ea.) 3 sectors 135' Sprint (3) Panel Antennas (72x10x3 ", 25 Ibs. ea.) 3 sectors 158' - (9) Panel Antennas (72x10x3 ", 25 lbs. ea.) 3 sectors 164' - (1) Dipole Antenna Any discrepancies in loading from this listing should be brought to TECHSAAE's cannot be used if the loading is different. ++ Interim Loading comprises all antennas and equipment listed in the table above. Sprint antennas are removed from the water tank structure. attention. Results of this assessment For the Final Loading, the existing Site Number: ATO3AW057 Project Number: 1240034 R1 January 31, 2013 Page 4 WIND LOAD CALCULATION Code Search. Code: I ASCE 7 -o5 Occupancy: Occupancy Group = U 1 Utility a Miscellaneous Occupancy Category & Importance Factors: E1 Occupancy Category category IL` : Buildings and other structures designated as essential facilities Wind factor = 1.15 Wind Loads - Other Structures: Importance Factor =' Gust Effect Factor (G) _ Kzt 1.15 0.85 1.00 Wind Speed = 130 mph Exposure = C Proposed APXVSPP18 panel (72x11.8x7 ") A. Solid Freestanding Walls & Solid Signs (& open signs with less than 30% open) s/h = 0.04 Dist to sign top (h) 135.0 ft B/s = 0.16 Height (s) 6.0 ft Lris = 0.00 Width (B) 1.0 ft Kz = 1.348 Wall Retum (Lr) = qz = 57.0 psf Directionality (Kd) 0.85 ( ASCE7 Load Combinations Used Case A &B = F =gzGCfAs = As r F = 1.87 90.5 As 5.9 sf 534 Ibs Existing 72x10x3" panel A. Solid Freestanding Walls & Solid Signs (& open signs with less than 30% open) Dist to sign top (h) Height (s) Width (8) Wall Return (Lr) = Directionality (Kd) 135.0 it 6.0 ft 0.8 ft s/h = B/s = Lr /s = Kz = 0.04 0.14 0.00 1.348 Case A & B Cf = F= gzGCfAs = As =° qz = 57.0 psf F 0.85 ASCE7 Load Combinations Used 1.88 91.1 As 0.0 sf 456 lbs Existing 72x10x3" panel A. Solid Freestanding Walls & Solid Signs (& open signs with less than 30% open) s/h = 0.04 Case A & B Dist to sign top (h) 154.0 ft B/s = 0.14 Height (s) Width (B) Wall Retum (Lr) = Directionality (Kd) 6.0 ft Lr /s = 0.00 0.8 ft Kz = 1.386 qz = 58.6 psf 0.85 ASCE7 Load Combinations Used + Ci = F= gzGCfAs = As = F= 1.88 93.7 As 5.0 sf 468 lbs Existing 72x10x3" panel A. Solid Freestanding Walls & Solid Signs (& open signs with less than 30% open) Dist to sign top (h) Height (s) Width (B) Wall Retum (Lr) = Directionality (Kd) s/h = 0.05 120.0 ft B/s = 0.14 6.0 .ft = 0.00 0.8 ft Kz = 1.315 qz = 55.6 psf 0.85 ASCE7 Load Combinations Used 17.1 Case A & B F= gzGCfAs = As F = 1.88 88.9 As 5.0 sf 445 lbs Site Number: ATO3AW057 Project Number: 1240034 R1 January 31, 2013 Page 5 Wind on Water Tank C. Chimneys, Tanks, Rooftop Equipment (h>60') & Similar Structures Height to centroid of Af (z) 135.0 ft Cross-Section Round Directionality (Kd) 0.95 Height (h) 1 34.0 ft Width (0) ' 34.5 ft Type of Surface 1 Moderately Round Round & ASCE7 load combinations Moderately smooth Kz = 1.348 Base pressure (qz) = 637 psf h/D = 0.99 D(qz)A.5 = 275.40 C. Chimneys, Tanks, Rooftop Equipment (h>60') & Similar Structures Height to centroid of Af (z) 71.5 ft Cross-Section Round Directionality (Kd) 0.95 FFici-u.nd &ASCE7 load combinations Height (h) 1 113.011 Width (D) * 8.0 ft Type of Surface 1 Moderately Moderately smooth Round Cf = 0.50 F = qz G Cf Af = 27.1 Af 907.0 sf F = 24563 lbs Kz = Base pressure (qz) = C. Chimneys, Tanks, Rooftop Equipment (h>60') & Similar Structures Height to centroid of Af (z)' 7.5 it Cross-Section Round Round Directionality (Kd) 0.95 Height (0) ' 15.0 ft Width (D) 14.8 ft Type of Surface 1 Moderately Moderately smooth mi• Round & ASCE7 load combinations Round Cr = F q, G Cf Af At F= 1.179 55.7 psf h/D = 14.13 D(qz)A.5 = 59.73 0.64 30.3 Af 904.0 sf 27394 Ibs Kz = 0.849 Base pressure (qz) = Round Cr = F = q, G Af = F= Wind on Handrail B. Open Signs & Lattice Frameworks (openings 30% or more of gross area) Height to centroid of Af (z) 158.0 ft 40.1 psf h/D = 1.02 D(qz)A.5 = 93.43 0.50 17.1 Af 2:21.3 sf 3775 lbs Kz = 1.394 Base pressure (qz) = 63.6 psf Width (zero if roundY 0.2 ft Diameter (zero if reC1 0.0 ft F = q2 G Cr Af = 97.2 Af Percent of open area I = 0.2 Solid Area: At = sf to gross area 80.0% Cf = 1.8 F = 2431 lbs Directionality (Kd) 0-851 ASCE7Load Combinations Used RTi TECEISAAE Site Number: AT03AW057 Project Number: 1240034 R1 January 31, 2013 Page 6 WATER TANK EVALUATION Wind load on water tank = 24563 + 27394 + 3775 = 55732 lbs Wind load on tank due to antennas (considering location and projection): 135' (2)*543 *0.5 = 543 lbs 154' (3) *468 + (2) *0.5 *468 = 1872 lbs 164' (1) *125 = 125 lbs 120' (2) *445 *0.5 = 445 lbs Total additional wind on tank = 2540 lbs 2985 / 55732 = 5 % < 10% OK. OTM due to antennas = 0.543 kip* 135 ft + 1.88 kip* 154 ft + 0.125 kip* 164 ft + 0.445kip* 120ft = 436 kip -ft OTM due to tank = 24.5 kip * 135 ft + 27.4 kip* 113 ft + 3.8kip* 7.5 ft = 6432 kip -ft 436 / 6432 = 6.7% < 10 % OK. The wind load impact from both new and existing antennas is considered to be with allowable Limits of the tank design capacity. The water tank is therefore considered to be adequate for the new installation. ANTENNA MOUNT ANALYSIS The antenna mount was analyzed using STAAD Pro for the interim loading condition. The results of our analysis show no overstresses in the antenna mount members. Refer to attached STAAD printout for analysis details. EQUIPMENT CABINET INSTALLATION The new cabinet will be installed on the existing concrete slab on grade. It is our opinion that the existing slab on grade is adequate for the new installation. Site Number: AT03AW057 Project Number: 1240034 R1 January 31, 2013 Page 7 Assumptions and Limitations 1. This report is based solely on the information supplied to us, and the results, in turn, are only as accurate as data extracted from this information. This report is considered void if any of the listed information or assumptions state herein is inaccurate. The existing water tank structure and associated components have been designed and constructed in accordance with original design documents and AWWA specifications, and are in satisfactory condition to carry their full design capacity. 3. Antenna mounts, equipment platforms and slabs on grade, including any existing modifications to them, have been installed in accordance with original design drawings and are in satisfactory condition to carry their full design capacity. Structure configurations, member sizes and material grades are as given in our attached analysis output. 4. Any existing modifications not listed in this report have not been not been considered in the analysis. 5. Antennas, mounts and equipment cabinets are as given in the tables above. Where assumptions have been made with regards to antenna and mount sizes, and their projected areas, the assumptions are based on our best interpretation of the provided information and our best knowledge of industry practice. Software licensed to Job No ATO3AW057 Sheet No 1 Rev Part Job -rifle ANTENNA MOUNT Ref By PR DatE15- Jan -13 Chd Client SPRINT File Antenna Mount.std Daternme 15-Jan-2013 16:12 Job Information Structure Type 1 SPACE FRAME Number of Nodes Engineer Checked Approved Name: PR Highest Beam 5 Date: 15- Jan -13 3 WLX Structure Type 1 SPACE FRAME Number of Nodes 6 Highest Node 6 Number of Elements 5 Highest Beam 5 Number of Basic Load Cases 4 Number of Combination Load Cases 3 Included in this printout are data for: I All I The Whole Structure Included in this orintout are results for load cases: Type L/C Name Primary 1 DL Primary 2 LL Primary 3 WLX Primary 4 WLZ Combination 5 DL +LL Combination 6 DL +WLX Combination 7 DL +WLZ Print Time/Date: 15/012013 16:12 STAAD.Pro for Windows 20.07.04.12 Print Run 1 of 10 "A1 Software licensed to Job No ATO3AW057 Sheet No 2 Rev Part Job Title ANTENNA MOUNT Ref By pR Date15- Jan -13 Chd Client SPRINT File Antenna Mount.std Date /True 15 -Jan -2013 16:12 8b, i.a i X i STRUCTURE (Input data was modified after picture taken) Print Time /Date: 15/01;2013 16:12 STAAD.Pro for Windows 20.07.04.12 Print Run 2 of 10 Software licensed to Job No ATO3AW057 Sheet No 3 Rev Pad Job 'Title ANTENNA MOUNT Ref By PR Dat€15- Jan -13 Chd Client SPRINT File Antenna Mount.std Date/Time 15- Jan -2013 16:12 NODES ("Input data was modified after picture taken) Print Time /Date: 15:0112013 16:12 STAAD.Pro for Windows 20.07.04.12 Print Run 3 oft 0 Software licensed to Job No ATO3AWO57 Sheet No 4 Rev Part Job Title ANTENNA MOUNT Ref 8Y PR DatE15- Jan -13 Chu Client SPRINT Ale Antenna Mount.std Dateifine 15 -Jan -2013 16:12 iii„, izkiB T K t "NM d MEMBERS (Input data was modified after picture taken) Print Time /Date: 15701;2013 16:12 STAAD.Pro for Windows 20.07.04.12 Print Run 4 of 10 Software licensed to Jab No ATO3AW 057 Sheet No 5 Rev Part Job Title ANTENNA MOUNT Re By PR Date15- Jan -13 Chd Cient SPRINT File Antenna Mount.std Date /1me 15-Jan-2013 16:12 -Q. Is kits DL (Input data was modified after picture taken) Print Time /Date: 15/01/2013 16:12 STAAD.Pro for Windows 20.07.04.12 Print Run 5 0110 Software licensed to Job No ATO3AW057 Sheet No 6 iev Part Job Title ANTENNA MOUNT Ref By PR Dat€15- Jan -13 Chd Client SPRINT File Antenna Mount.std jDate/Time 15 -Jan -2013 16:12 2 LL (Input data was modified after picture taken) Print Time /Date: 15101.2013 16:12 STAAD.Pro for Windows 20.07.04.12 Print Run 6 of 10 Software licensed to Job No ATO3AW057 Sheet No 7 Rev Part Job Title ANTENNA MOUNT Ref Sy PR Date15- Jan -13 Chd Client SPRINT File Antenna Mount.std Daternme 15-Jan-2013 16:12 251,(6)ibet 2. WLX (Input data was modified after picture taken) Print Time /Date: 15/01/2013 16:12 STAAD.Pro for Windows 20.07.04.12 Print Run 7 of 10 - _ Software licensed to Job No ATO3AW057 Sheet No 8 Rev Part Job Title ANTENNA MOUNT Ref By PR DatE15- Jan -13 Chd Cient SPRINT File Antenna Mount.std Date/Time 15-Jan-2013 16:12 j i 0001W/ft � I °S 509 MAI YFC� ® O roam j WLZ (Input data was modified after picture taken) Print Time/Date: 15/01/2013 16:12 STAAD.Pro for Windows 20.07.04.12 Print Run 8 of 10 Software licensed to Job No ATO3AW057 Sheet No 9 Rev Part Job litte ANTENNA MOUNT Ref Client SPRINT By PR Da1e15- Jan -13 Chd File Antenna Mount.std (Date /1 me 15-Jan-2013 16:12 9.00957 ki798 )1.219 187 0.00957 aad 4 STRESS RATIO (Input data was modified after picture taken) Print lime /Date: 15/01/2013 16:12 STAAD.Pro for Windows 20.07.04.12 Print Run 9 of 10 _.... -- _. _........... Software licensed to Job No S Sheet No R Rev Part Job Title ANTENNA MOUNT R Ref BY PR Date15 -Jan -13 Chd Client SPRINT F F °e Antenna Mount.std D Date /Time 15- Jan -2013 16:12 Node Displacement Summary Node U UC X X Y Y Z Z R Resultant r rX r rY r rZ Max X 3 3 3 3:WLX 0 0.002 0 0.000 0 0.000 0 0.002 0 0.000 0 0.000 - -0.001 Min X 1 1 3 3:WLX - -0.012 0 0.000 0 0.000 0 0.012 0 0.000 0 0.000 - -0.001 Max Y 2 2 4 4:WLZ 0 0.000 0 0.001 - -0.005 0 0.005 - -0.000 0 0.000 0 0.000 Min Y 1 1 5 5:DL +LL 0 0.000 - -0.001 - -0.003 0 0.003 0 0.000 0 0.000 0 0.000 Max Z 2 2 5 5:DL +LL 0 0.000 - -0.001 0 0.003 0 0.003 0 0.000 0 0.000 0 0.000 Min Z 1 1 7 7:DL +WLZ 0 0.000 - -0.001 - -0.006 0 0.006 0 0.000 0 0.000 0 0.000 Max rX 3 3 7 7:DL +WLZ 0 0.000 - -0.001 0 0.000 0 0.001 0 0.001 0 0.000 0 0.000 Min rX 4 4 4 4:WLZ 0 0.000 0 0.001 0 0.000 0 0.001 - -0.000 0 0.000 0 0.000 Max rY 1 1 3 3:WLX - -0.012 0 0.000 0 0.000 0 0.012 0 0.000 0 0.000 - -0.001 Min rY 1 1 1 1:DL 0 0.000 - -0.000 - -0.001 0 0.001 0 0.000 0 0.000 0 0.000 Max rZ 4 4 3 3:WLX 0 0.002 0 0.000 0 0.000 0 0.002 0 0.000 0 0.000 0 0.001 Min rZ 3 3 3 3:WLX 0 0.002 0 0.000 0 0.000 0 0.002 0 0.000 0 0.000 - -0.001 Max Rst 1 1 6 6:DL +WLX - -0.012 - -0.000 - -0.001 0 0.012 0 0.000 0 0.000 - -0.001 Utilization Ratio Beam A Analysis D Design A Actual A Allowable! Ratio C Clause L L/C A Ax I Iz l ly I Ix 1 P PIPS20 P PIPS20 0 0.010 1 1.000 0 0.010 C Clause H1 /2 7 7 1 1.070 0 0.666 0 0.666 1 1.33 2 2 Print Mlle/Date: 15/01/2013 16:12 STAAD.Pro for Windows 20.07.04.12 Print Run 10 of 10 OkSi I 1160S1te Infrastructure Development Services November 16, 2012 Ms. Karen Reese Tybee Island City Hall 403 Butler Ave. Tybee Island, GA 31328 RE: Lease between AGW Leasing Company, Inc (Tenant) and The City of Tybee Island. (Landlord), dated November 11, 1999 (Site Agreement), with respect to the real property located at 111 Butler Ave., Tybee Island, GA (Site), Cascade No. ATO3AW057 RECEIED 5-13-13 Dear Ms. Reese: This letter is to advise you that it will be necessary within the near future for Sprint Nextel to make certain physical modifications to equipment within Tenant's premises at the Site. `these improvements are being undertaken in order to ensure the continued technical and economic feasibility of Tenant's facility, and are needed for Tenant to make optimal use of the Site for the purposes intended by the Site Agreement. As described below, these modifications should have no significant impact on Landlord's property or operations. However, in accordance with the Site Agreement, Tenant requests that Landlord acknowledge notice of, and consent to, the following modifications: Swap out of obsolete electronics cabinets, antennas and other equipment at the site. This may include replacement of cabling and mounting apparatus and the temporary redundancy of equipment within the leased area necessary for testing of the new equipment for up to 12 months Landlord's acknowledgement of notice and consent will not increase the size or amount of space being used by Tenant under the Site Agreement unless specifically stated above. Also enclosed please find a Landlord Letter of Authority that will allow us to file for local permits such as zoning, electrical, or building if it is deemed necessary to complete the required modifications. Upon signature please return the original to the undersigned in the enclosed self addressed stamped envelope. Please indicate your acknowledgement and consent by signing and dating below, initialing and dating the enclosed plans and returning one copy of all documents to me either via email, fax or in the enclosed self addressed stamped envelope. Thank you in advance for your prompt attention to this matter. If you have any questions about this activity, please do not hesitate to contact me at the address or number listed below. Regards, By: Brenna Fleming SureSite Consulting Group, LLC, an authorized representative of Sprint Nextel 3659 Green Road, Suite 214 Office: (216) 593 -0400 Mobile: (412) 719 -7834 Fax: (216) 593 -0401 b.fleming(asure- site.com ACKNOWLEDGED AND AGREED TO: City of Tybee Island Printed Name: Title: Date: 201 SureSite Consulting Group, LLC Corporate Office: 3659 Green Road, Suite 214 * Cleveland, OH 44122 * tel 216- 593 -0400 • fax 216 - 593 -0401 Western Region Office: 5955 DeSoto Avenue, Suite 142 `Woodland Hills, CA 91367 U.S. Postal Service CERTIFIED MAIL RECEIPT (Domestic Mail Only; No Insurance Coverage Provided) For delhrery Information visit our website at www.usps.com:. Postage Certified Fee Return Receipt Fee (Endorsement Required) Restricted Delivery Fee (Endorsement Required) s a c Ms. Karen Reese Tybee Island City Hall 403 Butler Avenue Tybee Island, GA 31328 SENDER: COMPLETE THIS SECTION III Complete items 1, 2, and 3. Also complete item 4 if Restricted Delivery is desired. • Print your name and address on the reverse so that we can return the card to you. • Attach this card to the back of the mailpiece, or on the front if space permits. 1. Article Addressed to: Ms. Karen Reese Tybee Island City Hall 403 Butler Avenue Tybee Island. GA 31328 Io 5 7 Po99nark here ,r i /10sM C. Date of Delivery -20 -I D. Is delivery address different from Item 1? ❑ Yes If YES, enter delivery address below: ❑ No 3. Service Type g.Cerdeed Mdl ❑ 9.pm Mai ❑ Registered [3'Return Receipt for Merchandise ❑ Insured Mall ❑ C.O.D. 4. Restricted Delivery? (Extra Fee) ❑ Yes 2. Article asferrom 7012 2210 0002 4665 1595 (rrarrsfer from service � PS Form 3811, February 2004 Domingo %turn Receipt 102505.024.1510 i Ff3dEx NEW PaOra g �. Express US Airbill 1 From Date Senders Name Company Address City P1/4 -" FedEx Tracking Number 8025 3284 683 ThlChrrae/ Dur0), JUar t%r/ j4 if1)f LOS W. t �l c l.) state 2 Your Internal Billing Reference 3 To Recipients Name 020018 3284 6832 Align top of FedEx Expresso' Shipping Labe) MON - 13 MAY AA EXPRESS SAVER SH SAVA 31328 Phone All Oeprnoor/Surte7Room 7—/— — ZIP ‘).,. "76 JJ /*nr'7 e o77o Comran Address £/ 3 4 / ?9 ✓' 1L 1- - pe . We cannot deliver to D. boxes or P.O. ZIP odes. Address Use this line for Ne HOLD location address or for continuation of your shipping address. City 11 r c % cf L 1 i Phone 942 922--.5433 Depynoor/Suitea0 om State .44 • i ZIP i0 i i i 11 Emp# 24461 BBMAY13 SP IA 519C1/9983/93AB FedEx First Overnight- Frilliest next business morning delivery io select locations. Friday shipments will bedeltared on Monday unless SATURDAY Detivery is. :elected. ❑FedEx Priority Overnight Next business mominp• Friday shipments eAll be delivered on Monday unless SATURDAY Delivery is selected FedEx Standard Overnight Next business afternoon. Saturday Delivery NOT available. e IMP if HOW Weekday FedEx location address REQUIRED. NOT araileete for FedEx Ara Overnight. HOLD Saturday FedEx bonbon address ❑ Fed& priority tilehMOIVt1'br Fears 2Deytoselatt aliens, 11 i 2Day A.M. r--3-FedEx Second business morning.. ' Saturday Delivery NOT available. i ❑FedEx2Day Second business ehemoan.•Thursdayshlpmenre will be delivered on Monday unless SATURDAY DelNeryis selected. QEx Express Saver Saturday business res Saturday Delivery NOT available. i 5 Packaging •oatr.drefwbnwam ❑ FedEx Envelope* x Pak* FedEx Box 6 Special Handling and Delivery Signature Options SATURDAY Delivery NOT artilablalarFad& Standard Ova g.M, Fed&20ey AM., or Fed& &press Sever. No Signature Required Package maybe teft wNmut obtaining a signature for delivery. Direct Signature Someone at recipients address may sign for delivery, Are appdae Does this shipment coreain dangerous goods? na box mu» he checked. Yes Yes O Shipper's Declaration. ❑ natrepuired pleredon Dangerous goods (including dry icel cannot be shipped in Fad& packegine or placed in a Fed& Express Drop Box. 7 Payment Bill to: Sender tciba.aa op" ❑ RECEIVED .^, ; i r Recipient r 0 Third Party ❑Credit Card ❑ Cash/Check RECE� Total Pack d Tube ❑ Other Indirect Signature R no Otte l0 ovoonble at eigh nts address, someone at It neighboring address may sign for delivery. Far residential deliveries only. for ppiee Dry !TUN 9, ce UN 1845 x_ ❑ Cargo Aircraft Only kg Ester FedEe Acct, No or Credit Card No. below. Obtain recip. Acct No. es Total Weight ',Our kabihyis d roUS5t00 unless Credit Card ANh declares higher value, See the currant Fed& Service Guide for details. Rev. Date 1/12 • Pan n67002.020 Fed& • PRINTED IN U.S.A. SRF 644