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HomeMy WebLinkAboutFoundation wave anal & attach engrg Sep07 COASTALTECH COASTAL ENVIRONMENTAL CIVIL ENGINEERING AND PLANNING COASTAL TECHNOLOGY CORPORATION 3525 20TH STREET.VERO BEACH,FLORIDA 329SO-24D9 PHONE[772)562-8580 FAX(772).562.8432 27270.00 September 25,2007 Mr. Adnan Al Ghita, President Adnan Investment&DeveIopment 109 Aqua Ra Drive Jensen Beach,FL 34957 Re: Wave Load for Specific Beam Single Family Residence—5051 N.A.l.A, Ft. Pierce,Florida. Dear Mr.Al Ghita, The purpose of this Ietter is to convey results of our analysis of wave loads for the lowest beam for the referenced structure. Attached is our report titled "Wave Load Analysis for Single Family Residence at 5051 N. ALA in Ft. Pierce, Florida". The beam or "lowest structural member" should be designed to resist a horizontal wave impact pressure of 1780psf and a vertical uplift of I00Dsf. If you have any questions,please contact Jeff Birmingham or me. Sincerely, COASTAL TECH i Michael P. Walther,P.E. President cc: Jeff Birmingham-Coastal Tech VERO BEACH MEUBOURNE SARASOTA - AUSTIN WCYCl PA Eii - EOU.LL OPPONTWtlfYMEFlPolAT1YE ACipN EIAROYEfl WAVE LOAD ANALYSIS For Adnan Investment & Development Ft. Pierce, Florida by COASTAL TECH September 24,2007 Wave Load Analysis Adnan Investment&Development-Ft.Pierce FL Introduction: This document prescribes design wave loads for the lowest structural member of the proposed single-family residence associated with a storm event with a return interval of 100 years. These conditions are.prescribed to meet criteria of the Florida Building Code and Florida Department of Environmental Protection (FDEP) rules as cited in Chapter 16B-3 3.007 of Florida Administrative Code (F.A.C.) towards the structural design of the proposed single family residence at 5051 N. A.LA Ft. Pierce, Florida. Project Site: The single .family residence is located in northern St. Lucie County near FDEP Monument R-1. Figure 1 illustrates the site plan; Figure 2 is a cross-section depiction of the proposed residence; both figures were provided by Adrian Investment and Development, Inc. via drawings titled "Index, Site Plan, & Section" dated April 19, 2005, hereinafter referred to as Drawings. As reflected in Figures 1 and 2, the seaward limits of the proposed construction and the lowest structural member are located about 164 feet seaward of the CCCL. .Storm Profile: The projected 100-year storm profile was provided by the FDEP in response to an email request (9/17/07) by Coastal Tech. FDEP provided the "100-year Storm Elevation Site Specific Determination" and the project 100-year storm profile which is dated August 31, 2005 and is depicted in Figure 2. Based on the Department of Environmental Protection (DEP) report "Combined Total Storm Tide Frequency Analysis for St. Lucie County, Florida" (Dean and Chiu, 1988), the peak surge elevation for a 100-year storm is+12.3 ft NGVD. The 100-year return interval storm surge event (+12.3 NGVD) is predicted to produce the storm profile as identified by FDEP in Figure 3. As reflected in Figure 3, at the seaward limits of the proposed construction, the eroded profile or design grade is predicted at+4.0 ft NGVD,resulting in water depth at the structure(ds)of. ds= 12.3 ft NGVD—4.0 ft NGVD=8.3 ft Wave Loads: Waves breaking directly against structures exert high-short-duration (less than 0.1 second) dynamic pressures that act near the region where the wave crest hits the structure. To determine wave loads, it is first necessary to determine the maximum breaking wave height at the structure. A description of this procedure, as outlined in the Shore Protection Manual (USACE,1984), follows: 1. Assume wave periods of T=6 sec, 12 sec 2. Calculate parameter d` Z , where ds is the water depth at the seaward toe of the structure gT from the 100 year storm analysis, and g is the acceleration due to gravity (32.17 ft/s2) 3. From Figure 3, determine d b for a slope of m=0.0275 (from Figure 2) s 4. Calculate the design wave height. Page 2 of 7 September 24,2007 PV ve Load Analysis Adnan investment s Development-lit.Pierce FL ST. LUCIE COUNTY PROPERTY 5051 N.AAA. VACANT Ft.Pierce,F1011" NOT UtCLUDED Index.Site Plan if-Section 7.6 i3t Bs:ASEMM t1ww Investment&Developumxt M'K et n:wr Date:04/19/-005 9 g « ?t -Ocatz6lS � Y, t s 1 y. 3 oSEo s GR,Fl ELEV. � t !/1 IST FL aEY. ` f. GRINDER&SEWER ATQN COUNTY 1aVU / 75 BUL:OW UTILITIES DEPARTMENT SEtBAC;LINE Figure 1- Site Plan 5051.1`I. L:1. Ft.Pierce,Florida Iudex,Site Plan&Section Hr::Ada�n'��tnteut:E IDe mlepaient Date:0149!2005 tp[ a�vra —I ,p SV MRelawaw:LacSLbn _� ur:gme�tet asxaion de+mt i1 mretut 1 . �°���P•R Bflt'167r:1oo.. �yr�scr . n,�mu Hx flR.RAtk= u I �j nEwa iwaFev�iear � I ,nr�mns Figure 2.: Building Cross-Section Page 3 of 7 September 24,2007 i ff,W e Load Analysis Adnan Investment&Development-FL Pierce FL 1g.S FS AM- �o�.�� I00-yr Storm7-11 Surge Elevatta�+t23 N4VD � u ` di4YD t _ - Se2tvrdLiaritsoFCOMbUd4onIt2pprosunafelyt6a' '— n tat mho MO• :a �_sx �eaa• •au Cer_tr BEACH PRQFILE ST. LUCIE R-F w <.—,--Susn a>rrnrx ---_-- exrrAr�taoaxeuna;r. ferNX __ _..ter_.EAW)Er 00If1ED OATI: OF OPR3&C1 &COASTALX23T=- d nrrGSR4TA: NZIM" fd✓p ....!;..__.• ....ffiOn�m9oo-ne3n'trxTA SuO.bHEP4'rL"FVflSIdBt�2FS1t.t90 'IZON ripswo O&VL trr= Figure 2.: 100 1,ear.Return Interval Storm Profile 2L$ aasax�a --------------- txl sr •? oEsrr,+v swc ;k � � AtEARSH07�StOPE Jt"�oj 0.87 m o_o(t70G} LI S c e .ox aoa exv i 0.08 oAro osa a.ts a.ta 0.116 0,020 0.0018(12 sec) 0-0072(6 sec) 71 e...._,.. .....- ............... 8. Figure 3—Dimensionless Design Breaker Height versus Relative Depth at Structure Page 4 of 7 September 24,2007 Wave Load Analysis Adnan Investment&Development-Ft.Pierce FL Results of the design wave height calculations are summarized as follows: Table 1 -Desi n Wave Height T Hb (sec) ds/oT2 Hb/d, (feet) 6 0.0072 0.87 7.2 12 0.0018 0.95 7.9 Minikin's Method: Beams, walls, and columns or piles spaced less than three diameters apart, are evaluated using Minikin's Method. The method assumes a dynamic wave pressure distribution as shown in Figure 4. Dynamic wave force calculations are made as follows: d 1. Using the parameter 2 (from Table I), determine g-T Pm/wHb from(Figure 4). 2. Determine P. where, Pm=dynamic pressure w=unit weight of water=64 lb/ft3 The dynamic wave forces for two wave periods are summarized in the following table: Table 2 -Minildn Dynamic Wave Pressures T Hb Pm (sec) (ft) d,/gT' P,,,/wHb ( sf) 6 7.2 0.0072 15.5 7,163 12 I 7.9 10.0018 I 6.3 I 3,179 The resultant maximum dynamic pressure of 7,163psf is the calculated maximum pressure that acts at the still water level, elevation+12.3 ft NGVD. The modified beam in question is shown in Figure 5a and 5b which was obtained from sheet 13, titled "Left and Right Elevations" of the Drawings,this identifies the approximate top of beam and bottom beam as summarized in the table below with a conservative linear interpolation of wave pressures at the top and bottom of the beam. Table 3—Wave Pressure Distribution Horizontal Elevation Pressure Feature (ft-NGVD) ( s0 Wave crest 15.91 0 beam top 15.67 457 beam bottom 14.35 3103 still water 12.30 7163 An average conservative horizontal pressure distribution may be reasonably assumed from Table 3 at 1780psf[(3103psf+457psf)/2]. In addition, a vertical uplift pressure is appropriate at 100psf corresponding to the wave crest elevation above the bottom of the beam j(15.91'-14.25')*64pcf]. Page 5 of 7 September 24,2007 ti Wave Load flnalvsis :ldnan.Investment&Development-Ft.Pierce FL oA swt 0 30 29 a to 5;3 — s .Z 9 0.003 201 0.015 902 0.=a i. �0:0072 (12 set s (6 ax) Figure 4: Dimensionless Minikin Wave Pressure & Force tl r oxsc¢n��e■x+.xar j!t9ns:.siEE o a•d aG 'INL vFP9L 6•••�ea.e.. mzae �r,r+axssn��.-nc ue .':avr.mac ■IWC T9t A��k '[C ff��Sil•L� .TIM euruty un v,'w i /- ....F.:,:i. .. 1 `t Sliy f lSarrt fr• r ` r sm �s ShK+n ) 4n.:81.r +{h•f s�►s 777 1 l �t it a rs sc.�l n df- •�+ � I in•.tattixrm .I .� nsms"'a`mar .. I A.,....N Q •o xGr R i I :3s:10tiii'xed Beam I6r ,y1`� �� 1 J I - �� I mnrrrxemwrr.o•a-xa sr � -Pri. I i x of a DJL J' �.• M:wL'/e=tsY I � Yri IAC i i �raa�o� .�.t•fyA:m an...V B...., i •rr.rnmc¢ama�y wvrnn d/vs..ck sry ac:rn�aaar aP to eu+. I �maroie usun;sn 6tf6tDlW�Yy(p�y ag6WYlt/YYRS Figure 5: Details of the"Lowest Structural Member" Page 6 of 7 September 24,2007 Wave Load Analysis Adnan Investment&Development:Ft.Pierce FL REFERENCES Dean,R.G. and T.Y. Chiu(1988)"Combined Total Storm Tide Frequency Analysis for St. Lucie County, Florida" Florida Department of Environmental Protection, Office of Beaches and Coastal Systems(1999), "One-Hundred-Year Storm Elevation Requirements for Habitable Structures Located Seaward of a Coastal Construction Control Line." State of Florida(2001)"Florida Building Code." U.S. Army Corps of Engineers, Coastal Engineering Research Center (1984), "SHORE PROTECTION MANUAL." U.S. Army Corps of Engineers, Coastal Engineering Research Center (1988), "CETN-III-38: Breaking Wave Forces on Walls" Page 7 of 7 September 24,2007 3 T Treasure Coast Building Engineers, I i. C Harvey Koehnen, P.E. B 7205 Elyse Circle E Porf-St. Lucie, FL 34952-8212 Inc. Phone: (772) 466-5509 FAX: (772) 489-3035 October 3, 2007 To: St. Lucie County Building Dept. Attention: Frank Williams pW AR©k�, Re: Adnan Alghita Residence, 5051 N. A.1.A., Ft. Pierce, FL PN 90612-0362, Wave Load for Specific Beam _2; No. 32831 _ �'. STAT E Or Dear Mr. Williams, o R 1 O The following is in regards to the above project: �f Q ►�L 99 7 Xk ;� tO T N�Y9 iCo' ( ( 78o j �— ?+&VU i Cis f � 1 Q � 1 �- -- - - = l '�Ate.. �'�� �'`.'�� '�:~�' :-<'s :`-'?ate.'g-L ��r'\!�`,•i-1�:;+. -s�/.s.! r «. ,.J Irnr If you have any further questi �-mgached at 772-466-5509. �<Er.'�(1Fl.C' . ;6 Very y yours, .No. 32831 STATE OFAN Harvey oehnen, P?i��•j a `?• . �.> •fY Cc: Adnan Alghita 111 illl ttt Coastal Technology Corporation, Michael P. Walther, P.E. Department of Environmental Protection, Tony D. McNeal, P.E. Hkoehnentatcbe-veb.com www.tcbeweb.com ° SPECIAL PURPOSE SURVE 1 (THIS IS NOT A BOUNDARY SURVEY) SEP 10 w "GRADE BEAM ELEVATION" SCALE 1" = 30' VACANT FLOOD ZONE X ` � 147 (NOT INCLUDED) a BE El SOUTH FLOOD ZONE AO FLOOD ZONE AO FLOOD ZONE VE 9 � O (DEPTH V) (DEPTH z) (EL 15) >� a cacnE,E _: S89'19'29'V�279` �1X,�R� MaNUMENT 58919' 29'W 103.40 N=1761352629 \ tl3 8l' NORTH PROPERTY LANE =7225M.1o7 SEAGRAP- 21' 19.49, S7.7O' , N W N N C L O_ GROW OF ROAD N W O \ 1y t 1O F8MCHOUND MAIM O- 1; FOUND PKMAIL O. 015C mGw `1 1 1 1 BENCH MARK 14.67NGYD SET PK/NAII O DIBC J5102 14.17NGYO E it 383 O 1 ^ 25 TOP OF GRADE BEAM N. N A ELEVATION=11.02' N TOP OF GRADE BEAM ELEVATION—it_02'io i j D t+ c 1x+1?c1283.61{M; .. a m L o FOUND 3/e ROD/CAP 10.4 o FOUND 3/6' RtON ROD/CAP _ j3935 i 21.�.3' 589'19" 29'W 103.35' pLq" FouHD 3 Fourro 3/4 `S89'19'29'� IRON ROD/CAP FOUND 4'xt' IRON PIPE o COCOPL May 14.3• HEDGE N1oasat4z.9n SEAWARD AT ATLANTIC VIEW u1� CONDOMINIUM (NOT INCLUDED) N1 CURVE TABLE � CHORD CURVE LENGTH RADIUSDELTA BEARING CHORD Cl 75'91 291i 0 8''46' N '15'O8"W 15.91 C2 2-78286300O ' 572251"W 2.78 LEGAL DESCRIPTION THE SOUTH 110 FEET OF THE NORTH 660 FEET OF SECTION 14, TOWNSHIP 34 SOUTH, RANGE 40 EAST LYING EAST OF STATE ROAD Al A RIGHT—OF—WAY, SITUATED IN ST. LUCIE COUNTY, FLORIDA. NOTES 1) REFERENCE IS MADE TO BOUNDARY SURVEY OF SUBJECT PROPERTY PREPARED BY THIS OFFICE. 2) ELEVATIONS REFER TO NGVD29. 3) THIS SURVEY IS TO SHOW CROAN OF ROAD ELEVATION AND TO SHOW TOP OF GRADE BEAM ELEVATION. SHEET 1 OF 1 NOT VAUD WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. NOT VAUD WITHOUT ALL SHEETS CERTIFICATION: I HEREBY CERTIFY THAT THE SKETCH SHOWN HEREON MEETS THE MINIMUM TECHNICAL STANDARDS SET FORTH c0 UNDER RULE 61 G17-6 F.A.C. BY THE FLORIDA BOARD OF SURVEYORS AND MAPPERS. Nz CHRISTIAN FENEX AND ASSOCIATES, LLC p PROFESSIONAL SURVEYING AND MAPPING 6 = ENVIRONMENTAL CONSULTING FLORIDA REGISTRATION # 5102 o 1657 S. DIXIE HIGHWAY, STUART, FLORIDA CHRISTIAN FENEX P.O. BOX 2533, PALM CITY, FL 34991 PLAT BK. PG. DATE OF SKETCH FlELD SURVEY DATE F.B_ PG. SCALE W.O.# PH.(772)283-2977 FAX.(772)283-2979 LICENSED BUSINESS # 6858 NONE 9/07/07 9 f06 f07 J3 60 1"=30' 99204 T Treasure Coast Building Engineers, Inc. C Harvey Koehnen, P.E. B 7205 Elyse Circle E Port St. Lucie, FL 34952-8212 Inc. Phone: (772) 466-5509 FAX: (772) 489-3035 September 10,2007 To: St. Lucie County Building Dept. Attention: Frank Williams O VIE Joe Cicio Fax#462-6443 Re: lst Floor Slab Elevations for Adnan Residence SEP 10 2007 5051 N. A.1.A.,Ft. Pierce,FL PN#0612-0362 Dear Sirs, This letter is addressing the D.E.P. approval. Attachments to this letter are: 1. Copy of D.E.P. approved original plan sheets#1- 16 dated 7/19/05 2. Copy of Grade Beam Elevations dated 9/7/07 by Christian Fenex Surveyors#5102 3. Brevard Grouting Service proposal 2/28/03, 2 pages 4. Revised Sheet#13 dated 9/10/07 5. Copy of Rinker Concrete trip tickets for Auger Pile concrete D.E.P. approved drawing#13. A. Shows on section that top of grade beam is EL 11'-0"NGVD B. Surveyors plan shows that top of grade beam is 11.02'NGVD C. D.E.P approved drawings sheet#13 section shows GRG FL Elev 15.67 NGVD; D.E.P. changed the minimum flood elevation from 17.65 to 15.7. The actual ground floor elevation will be 16.33. This will be reconfirmed by surveyor before concrete is poured. D. D.E.P. approved drawing sheet#2. General notes specify f c=6000 for pile caps,but 5000 psi was used(see A.M.test report),which is adequate for loads and is per pile contractor proposal (see Brevard Grouting proposal) E. Beam depths sheet#13 have been revised from 8"to 24"below bottom of slab,which I approve Structurally Other building department comments are addressed in a separate letter. Hopefully if the above is approved,the contractor can pour slab. If you have any questions or concerns, please feel free to call me at(772)466-5509. Very truly yours, Harvey Koe �J en,A`rrcchi_t:ect,P.E., CGC CC: Tony McNeil Fax# Hkoehnen:'c.tebeweb.com www.tebeweb.com T 'treasure Coast Building Engineers, Inc. C Harvey Koehnen, P.E. B 7205 Elyse Circle E Port St. Lucie, FL 34952-8212 Inc. Phone: (772) 466-5509 FAX: (772) 489-3035 September 10,2007 To: St,Lucie County Building Dept, Attention: Frank Williams SEP 1 0 2007 Joe Cicio Re: Adnan Residence 5051 N.A.1.A.,Ft. Pierce,FL PN#0612-0362 Dear Sirs, This letter is addressing St.Lucie County Building Dept.questions and concerns regarding the above . project. 1. Except for piles f'c=6000 concrete will be used per plans. 2. pavers used as chairs in garage slab have been reduced to acceptable arrangement. 3. CoIlapsible wall details on sheet#11 4. All slabs are designed as one way slabs with top and bottom steel parallel to span. Temperature steel is perpendicular to top and bottom steel and should be #4 @ 17"o_c.for 6-1/2"slab; #4 @ 13"o.c.for 8"slab and#4 @ 24"o.c.top and bottom for garage slab. 5. See letter dated 9/8/07 for concrete tests 6. Pool plans will be submitted and permitted before any work starts on pool. 7. Upper floor form board elevations will be verified before pouring. 8. All bar laps should be 48 diameters of the smaller bar if different sizes. Add bar to splice if existing splice is less than 48d. 9. See letter dated 9/8/07 regarding concrete strength. I'm available for an on site meeting if your field inspector requests. The above meets all 2004 Building Codes with 2006 revisions. If you have any questions or concerns,please feel free to call me at(772)466-5509. Very truly yours, �14arveyy K d Architect,P.E.,CGC CC: Tony McNeil Fax# Hkoehnen cr�,tcbeweb.coni www.tobeweb.com Z ' d tM' ON NINH30N A3AddH Wd00:ti L00Z '0 [ ' d8S