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HomeMy Public PortalAbout10-0004 Homeowners Fort Screven ' 4 ___) CITY OF TYBEE ISLAND BUILDING PERMIT DATE ISSUED: 01 -5 -2010 PERMIT #: 100004 WORK DESCRIPTION REPLACE DECK RAILING WORK LOCATION 7 OCEANVIEW CORP CT OWNER NAME HOME OWNERS FORT SCREVEN ADDRESS 5475 HILL RD NW CITY, ST, ZIP ACWORTH GA 30101 -4438 PHONE NUMBER CONTRACTOR NAME COASTAL HANDYMAN SERVICES ADDRESS 2 BREWERS LANDING CITY STATE ZIP TYBEE ISLAND GA 31328 FLOOD ZONE BUILDING VALUATION SQUARE FOOTAGE OCCUPANCY TYPE P TOTAL FEES CHARGED $ 60.00 PROPERTY IDENTIFICATION # PROJECT VALUATION $5,600.00 TOTAL BALANCE DUE: $ 60.00 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. , 401 0 % 41111W Signature of Building Inspector or Authorized Agent- - j -. AO. P. 0. Box 2749 - 403 Butler Avenue, Ty bee Island, Georgia 31328 (912) 786 -4573 - FAX (912) 786 -9539 www.cityoftybee.org City of Tybee Island - Community Development Dept. & ' ZP/111 V. '.• • • • Inspection Report 403 Butler Ave. P.O. Box 2749 Tybee Island, GA 31328 Yit • . . "•'• Phone 912.786.4573 ext. 114 Fax 912.786.9539 Permit No. ""& Date Requested / /Q/9 Owner's Name Date Needed \ \F / Gen. Contractor Subcontractor Contact Information 36)Ck • Project Address 21: Elk) 4:4* Scope of Work 1 Inspector i Date of Insp - :0 4 2 t ' Inspection B Ti Pa Fail El Fee j•- , Inspection Pass 0 Fail Fee Inspection Pass Fail D Fee 1 Inspection Pass 0 Fail Fee 1 _ 11 II:' City of Tybee Island • Community Development Dept. r • , , NEWS 1- 1 •.' " • - r • • •,,.' , Inspection Report 611 403 Butler Ave. • P.O. Box 2749 • Tybee Island,. GA 31328 Phone 912.780.4573 ext. 114 • Fax 912.780.9539 - .... - - .. Permit No. 1 D (...)-- - ( --) (---) 4- Date Requested 1 — 1 R- 1 0 Owner's Name AA a ;. 0 1 Date Needed 1 — 1 9 ic \..) Gen. Contractor Subcontractor Contact Information 1 r- . c.... (03) - 5( 44- 9 - ,-) , Project Address s 0 ( eceiv,e,x) L - t , (2 1 1 tA e) ( 4s ' Scope of Work 1 -e 010 ce ra 1 1 , „ c ,,- 1 4 Inspector 7/ Date of Inspection (0 Inspection --- . /.■ at Do r C) i e 64 Pass 0 a I e Fee _•...\ Inspection Pass 0 Fail 0 Fee Inspection Pass 0 Fail El Fee 1 ' • Inspection Pass 0 Fail 0 Fee CITY OF TYBEE ISLAND, GEORGIA APPLICATION FOR BUILDING PERMIT / 4: Dpi -0004 ,0 4 ( \J Location: 9 ()C 4 t View PIN # ,/' >x� NAME ADDRESS TELEPHONE Owner - la NI ,te , / d Architect _ or Engineer Building /� / Contractor COSvSfQ G / .t4A Lkiisi 02, , /jP,.C.Ita. ',JY Li / 6 3/ <i` Z9 (Ch all that apply) Yr Repair ❑ Residential n Footprint Changes n Renovation ❑ Single Family ❑ Discovery Minor Addition 1 Duplex ❑ Demolition H Substantial Addition ❑ Multi- Family Other n Commercial 1 Details of Project: 44'1 Raj, /�`d 0 �A LArJ$MJ ,C..�- n /1 ; 1^, ( 5 1 1 Estimated Cost of Construction: $ aTh Construction Type (Enter appropriate number) (1) Wood Frame (4) Masonry (6) Other (p)ease specify) (2) Wood & Masonry (5) Steel & Masonry (3) Brick Veneer ,,--'- Proposed use: / Remarks: ATTACH A I. 'Y OF THE CERTIFIED ELEVATI0 1 SURVEY OF LOT and complete the following informatio :.sed on the construction • .wings and site plan: # Units : -.rooms # Bathrooms Lot Area iving e . ce (total sq. ft.) # Off - street parking spaces Trees located & liste..n site plan Access: Drivewa (ft.) With culvert? With Swale? Setbac s: Front Rear 'des (L) (R) # Stories Height Vertical distance measured from the average adjacent grade of the building to the extreme high point of the building, exclusive of chimneys, heating units, ventilation ducts, air conditioning units, elevators, and similar appurtances. During construction: On -site restroom facilities will be provided through - o rile n,,,), ,, On -site waste and debris containers will be piovid d by CjAS-tu I H o s �u m 1 J Construction debris will be disposed by S J �� w by means of / I vcJi ,Q r / / J I understand that I must comply with zoning, flood damage control, building, fire, shore protections and wetlands ordinances, FEMA regulations and all applicable codes and regulations. I understand that the lot must be staked out and that the stakes will be inspected to ensure that the setback requirements are met. I understand also that a certified plot plan showing elevation must be attached to this application and that an as -built elevation certification is due as soon as the habitable floor level is established. Drainage: I realize that I must ensure the adequacy of drainage of this property so that surrounding property is in no way adversely affected. I accept responsibility for any corrective action that may be necessary to restore drainage impaired by this permitted construction. Date: Ali 0 Signature of Applicant: thyr- pp Note: A permit noimally takes 7 to 10 days to process. The following is to be completed by City personnel: Zoning certification NFIP Flood Zone Approved rezoning /variance? Street address and number: New Existing Is it in compliance with City map? If not, has street name and /or number been reported to MPC? FEMA Certification attached State Energy Code Affidavit attached Utilities and Public Works: Describe any unusual finding(s) Access to building site Distance to water main tap site Distance to sewer stub site Water meter size Storm drainage Approvals: Signature Date FEES t "( 3 Zoning Administrator Permit Code Enforcement Officer Inspections 1'7 Water /Sewer Water Tap Storm /Drainage Sewer Stub Inspections Aid to Const. City Manager TOTAL (pO DEM Of SAIUREL RESOURCES \iG GEORGIA Permit Acknowledgement of Asbestos /Environmental Notification to Georgia EPD for Proiects 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. //5 Undersigned Date 5\—(1 ))c1 Printed Name Office Use Only: Project Address: Permit Number: 4.,,,,itII*1. ,-;,,,ti:,,,,A Lansing' RAIL•DECK•FENCE SYSTEMS ,_,a 4 -WAY ADJUSTABLE ALUMINUM POST MOUNT The I railing compliments your home with a tradi- • 550 lb. ICC Approved (HD) vs. tional feel created from the contoured 240 lb. (Std) top rail and smooth finish that never • Bolted Brackets (HD) vs. . requires painting. You'll be able to rel Welded (Std) unwind, and enjoy the beauty this rail- lY y ._, • Wall Thickness: .125" (HD) vs. ing adds to your home. 1 .090" (Std) VOL • Different Fasteners Underneath --...` • Adjustable Plate Thickness: APM l Summit II Heavy Duty 1/2" (HD) vs. 3/8" (Std) Boxed Post Kit (Bolted) APM Includes. Standard • Base Plates are Powder Coated to 4" x 4" Vinyl Post (Welded) `a Protect Against Corrosion (HD & Std) • 4 -Way Adjustable Aluminum Post Mount • Post Flat Cap Summit II ). Flat Cap ! • Post Flair Summit II T (--_-__ op Rail Mount I ...rift_ J ■ 1 -318" x 1 -3/8" Spindle ». i 3 -7/8" Spacing Summit II Aluminum Summit TI Reinforcement - Bottom Rail Mount Summit II Post Flair - 8501 Sanford Drive • Richmond, VA 23228 • (870) 868 - 8779 www.lansingbuildingproducts.com , IN Lansing Building Product reserves the right to delete or change items °' in its product line without notice. .'. 1 ' _ *See warranty for full details © March 2009 Lansing Building Products Lansing Railing Systems are expressly manufactured for Lansing Building Products by DSI S P03/09 99678 All warranties. express and implied are provided by DSI. IC r Architectural. Testing STRUCTURAL PERFORMANCE TEST i REPOR i Rendered to: LANSING BUILDING PRODUCTS, INC. For: t by 42 in Summit //Railing System Si r4, G O "REGISTERED 0 PROFESSIONAL DAVID HOWARD FORNEY ENC�{P1EER_ Nn � rr_A \ tZ- •0 ' PE- 19553E 1 5 Y Nj!' / Report No: 90342.02=11949 Report Date: 05/13/09 Revision 1: 05/14/09 dpaauy miby_DavieFi. 2009,05.14 13:36:33 - 04'00' 130 Derry Court York, PA 17406 -8405 phone: 717 -764 -7700 fax: 717 -764 -4129 'la - 1' - - 7c I ",„;vrilk Architectural Testing STRUCTURAL P ERFORMANCE TEST REPORT Rendered to: LANSING BUILDING PRODUCTS, INC. 8501 Sanford Drive Richrrnrnd, Virginia 23228 Report No.: 90842.02-119-19 Test Dates: 05/01/09 Through: 05/08/09 Report Date: 05 /13/09 Revision 1: 05/14/09 1.0 Product Description 8 ft by 42 in Level Summit II Railing System 2.0 Project Summary Architectural Testing was contracted by the manufacturer to conduct structural per [ormance tests on an 8 ft by 42 in level Summit II railing system. This report is a reissue of the (nginal Report No, 90842.01119 -19. This report is reissued in the name of Lansing Building Products through written authorization from the manufacturer. The system was evaluated for tl e design load requirements of the following building codes: 2006 Int 'national Building Code (IBC) - International Chide Council 2006 International Residential Code (IRC) - International Code Council Structural tests were performed according to Chapter 17, Structural Tests and Special Inspections of 2006 IBC. Ali tests performed were to evaluate struCtural perforarance of the guardrail t tnbiy to carry and transfer imposed loads to the supporting structure. The test specimens evali Lated included the balusters, rails, and support brackets, The posts used in guardrail testing were good 4x4 with PVC post sleeves in vertical stanchions for bracket anchorage only and were not w thin the scope of testing reported herein. 430 Derry Court York, M 17406 phone: 717 -764 -7700 fax: 717 - 764.4129 90842.02 -1 19 -19 Architectural Testing Paget of IO Re iision 1: 05/14/09 3.0 Test Specimen Description The test specimen components were supplied by the manufacturer. and assembled by Architectural Testing according to the manufacturer's installation instructio is. All PVC components were white in color. Refer to Appendix A for assembly and comp )next drawings and Appendix B for photographs. Top Rail: 1 -3/4 in high. by 3 -1/4 in wide by 0.08 in wall by 96 in long, shallow T- profile PVC extrusion Tor Rail Insert: 1 -1/2 in high by 3 in wide by 0.065 in wall by 96 in long, 6063 -T6 aluminum T- profile extrusion Bottom Rail: 1 -3/4 in square by 0.08 in wall by 96 in long, PVC extrusion Bottom Rail Insert: 1 -1/2 high by 1 -1/2 in wide by 0.055 in wall by 96 in long, 6063 -T6 aluminum U- profile extrusion Baluster (Picket): Eighteen 1 -3/8 in square by 0.08 in wall by 39 -5/8 in long, PVC extrusion Ton Rail Bracket: 2 -5/8 in high by 3 -1/2 in wide by 7/8 in deep by .13 t 0.15 in wail, molded PVC flanged socket with two 7/32 in diameter holes for post attachment screws Bottom Rail Bracket: 3 in square by 7/8 in deep by 0.08 in wall, molde( l PVC flanged socket with four 7/32 in diameter holes for post attachment screws Post Sleeve: 4 in square by a I6 in wall PVC extrusion installed over 4x4 t rated southern yellow pine (SYP) nominal 4x4 Iumber Rail to Bracket Attachment: Rails inserted into socket brackets and were att; ached with two #8 x 18 TPI x 3/4 in self drilling, square - drive, pan -head, zinc coated, 410 SS screws, one on each side of the bracket, located in the valley between the two molded ridges Bracket Post Attachment: Brackets attached to the PVC- - sleeve -d post with ` x 1'r TN x 1 -1/4 in thread cutting, Type 17 point, square - drive, pan plated zinc ccated, SAE 310 SS screws, two for the top rail bracket and four for the bottom rail bracket Bottom. Rail Suotort: One 2 in length. of 1 -1/2 in square by 0.08 in wall by :'. in long, PVC extrusion at mid -span, attached to a 1 -5/16 in square by 5/8 in thick black HI APE block with two aforementioned #8 x 3/4 in self drilling screw - The HDPE block was coached to the bottom rail with two aforementioned #12 x 1-i/4 in thread cutting screws. 90842.02 - 119 -19 Architectural Testing Page3 of IO Re iision 1; 05/14/09 4.0 Test Equipment The guardrail assemblies were tested on May 1, and May 8, 2009, in a self -cont tined structural frame designed to accommodate anchorage of the guardrail assembly and application of the required test loads, The specimen was loaded using an electric winch mounted to a rigid steel test frame. High strength steel cables, nylon straps, and load distribution bean s were used to impose test loads on the speciren. Applied load was measured using an elec rmlic lead cell �.,.,. pp�.,, using l located in -line with the loading system. Electronic linear displaeement transducers were used to measure deflections. : Set -Up The guardrail assemblies were installed and tested as a single guardrail sect on by directly securing the posts into vertical rigid steel stanchions. Transducers mounted to to independent reference frame were located to record movement of reference points on the g iardrail system components (ends and mid - point) to determine net component deflections. See photographs in Appendix B for individual test setups. 6.0 Test Procedure The test specimen was inspected prior to testing to verify size and general el ►ndition of the materials, assembly, and installation, No potentially compromising defects were observed prior to testing. The specimen was pre - loaded up to approximately 50% of design load, After pre - loading, applied load was released and any necessary fixture adjustme its were made. An initial load, approximately 20% of design load, was applied and transd ticer(s) zeroed. Load was then applied at .a steady uniform rate until reaching 2.J) times design load in no less 1 C �1 The -1 ..� After 1 than 15 Seeciiids. The load was released. Ater allowing a minimum period of one minute for stabilization, load was reapplied to the initial load level used at the start of the lead / deflection procedure and deflections were recorded and used to analyze recovery. Load was re- applied and increased at a steady uniform rate until reaching 2.5 times design load or until ff ilure occurred. The applied load, deflections, and time were continually recorded during the test. ANA r'a*?2I 90842.02 - 119 -19 Architectural Testing Page of 10 Revision 1: 05/14/09 7.0 Test Results The following tests were performed on the guardrail assemblies for the design lo; td requirements of the codes referenced. 8 ft by 42 in Level Summit 11 Railing System Posts Rigidly R -Tone! in :Shanehions Test No. 1 Design Load: 50 lb / 1 Square Ft of In -Fill at Center of Two Pickets 1 Displacement (in) Load Level Teat, L o KM. 1 1 Middle. 1 I ,� r ....... r. �_ nr (lb) ( �T in :sbc) t o U� Ofie Mit wii1 1N t Picket { Initial Load { 10 { 0 :00 { 0.00 { 0.00 1 0,00 { 0.00 { 2M x Design Load 1 100 - 105 { 0 :19 - 0:26 1 0.41 1 1.55 1 0.87 { 0.92 { Initial Load { 10 - 11 { 1:51 - 1:59 . 0.01 { 0.02 .1 0.02 � 0.01 99% Recovery from 2,0 x Design Load 2.5 x Design Load 125 - 127 2:11 - 2:19 Result: Withstood lo, id equal to or greater tha a 125 lb ' Net displacement was the picket displacement relative to its ends. Test No. 2 Design Load: 501b / 1 Square Ft of In -Fill at Bottom of Two Pick its Test Load E.T. 1 Displacement in) Load Level (lb) (min:sec) Rail Middle R ul Net End of Rail E] rd initial Load 1 10 1 00:00 1 0.00 j 0.00 j 0.1)0 { 0.00 2,0 x Design Load { 100 - 101. 1 0 :15 - 0 :20 1 0.05 { 1.10 { 0.1)7 1 1.04 { Initial Load { 10 1 2:06 - 2:08 1 0.00 1 0.01 0.00 1 0.01 99% Recovery from 2.0 x Design Load 1 2 5 x Design Load { 125 - 127 1 2 :21) 2: 1 Result: Withstood log d equal to { 1 { or greater than ► 125 1b Net displacement was the rail displacement relative to its ends. 7,:oefigitk. 90842.02 - 119 -I9 Architectural Testing Page 5of10 Re'rision 1: 05/14/09 7.0 Test Results (Continued) Te No. 3 . Design Load: 50 plf x 8 ft = 400 lb Horizontal Uniform Load on Top Rail 1 Test Load E.T. { Displaeemer t (in) Lad Level I miin:sec End Middle . 1. >E,nd Net (lb) ) 6f Rhil , of Rail of Rail I Initial Load { 4 00:00 { 0.01 1 0.07 { 0,01 { 0.06 { 2.0 x Design Load { 802 { 1 :40 { 0.42 { 2,64 1 0,48 { 2.19 95% Recovery from 2.0 x Design Load 3 2.5 x Design Load ' - :Res lOnn _ 1 00 2 :20 - 2:21 Withstood k ad egira:I to I ! (1000 lb) 1 or greater th In 1000 lb ._ __.1 I Uniform Load was simulated with quarter point loading. 2 Net displacement was the rail displacement relative to its ends. 3 Applied load was not returned to Initial Load after 2.0 x Design Load, so rail displacenu rat recovery from 2,0 x D-SSgft bOad was calcnalated by offsetting t tangent modulus citrew by.shc d splac ercnt N ae to- L .rtr-a1 Lad (0.06 1. dhd civ'instricct ng a parallel of this Cur )c through 802 lb and calculating the resultar t displacement at zero load. The deflection at 802 lb = 2,19 in and the extrapolated permanent offset was G 12 in; therefore, (2.19 - 0.12) / 2.19 = 95% recovery. % Recovery Graph y = 382.39x - 45.139 R =1 1000 ., -- 1 I 1 900 -- i r r - `' , I 800 - 7 r 1 ^T' i I I 1 ' 700 ° #. ' �.r I ' , I 1 600 I -0 500 - - _ ._ ....... ' _. _ _ --op— Actual Test Data o 400 ._.._ - - - - -- Tangent Line - 1 300 -- - - -. -- -- - - . _ _ • - - -. - _..._ ,. - - - - —0— Transposed Line for % - 1 I Re GGvery 1 1 _ _1_ _ _ ... , T Linear (Transposed Linn for % Recovery) , 100 -- - -- -, L.. 1 1 ! I 0 I I 1 I l 0.00 0.25 0.50 0.75 1.00 1.25 1.50 1.75 2.00 2.25 2,50 2.75 3,0 ) Deflection (In) "Yeigik 90842.02 - 119 -19 Architectural Testing Page 8 of 10 Reb'ision 1: 05/14/09 7.0 Test Results (C lstii a d) Test No. 6 Design Load: 200 lb Concentrated Load at Both Ends of Top Rail Adjacent to Brackets Load Level Test Load t E.T. Displacement (in) (lb) (m=n:sec), , Rail End ; Rail End initial Load j 10 j 66:06 0.60 0.00 2.0 x Design Load j 801 j 0 :54 - 0 :55 j 0.29 j 0.34 Initial Load' 80 j 2 :22 0.01 1 0.02 Recovery from 2.0 x Design Load: 97 % 94 % 1 I Res Withstood lot, equal t 2.5 x Design Load 1 1001 - 1002 3:12 I or greater tilt n 1000 lb I Load was imposed simultaneously on both ends of top rail using a spreader beam; therefore, loa, fs were doubled. 8.0 Summary and Conclusions Using the performance criteria of withstanding 2.5 times design load and ''5% deflection recovery from 2.0 times design load, the 8 ft by 42 in guardrail assemblies repo: ted herein met the structural performance requirements of the referenced building codes as in tailed between adequate supports. The posts used in guardrail testing . were for bracket anchorag only and were not a tested coraponent. 90842.02-119-19 Architectural Testing Page of 10 Re vision 1: 05/14/09 74 Closing 'Statement This report is reissued in the name of Lansing Building Products, Inc. t trough written authorization from the manufacturer to whom the original report was rendered. The original Report No. is 90842.01- 119 -19. .Detailed drawings, data sheets, representative samples .of test, specimens, a cc py of this test report, and all other supporting evidence will be retained by Architectural Testing for a period of four years from the original test date. At the end of this retention period, said m; Lterials shall be discarded without notice, and the service life of this report by Architectural Te: ting, Inc. shall expire, Results obtained. are tested values and were secured using the designate 1 test methods. This report neither... V.1"1, titlites certifwation of this product. nor e res.seeL 3l? opinion or endorsement by this laboratory; it is the exclualve. prop rty of the Client so tat teed herein and relates only to the tested specimens. This report may not be reproduced, except in full, without the written approval of Architectural Testing. For ARCHITECTURAL TESTING: 9itauy Signed by: Mkt L Milton Digitally Sli ned by: David t may Julia L. Allison David H. Forney, P.E. Technician ii Senior Project Engineer Structural Systems Testing Structural Systems 'resting JLA:j1a/alb Attachments (pages): This report is complete only when all attachments listed are included. Appendix A: -Drawings-(13) Appendix B: Photographs (6)