Ney ene Cg Ree Gor. Teele hap CORE AUEEY TECHNICAL REPORT CERGC-88-1 COASTAL ENGINEERING STUDIES IN SUPPORT US Army Corps OF VIRGINIA BEACH, VIRGINIA, BEACH page EROSION CONTROL AND HURRICANE | PROTECTION PROJECT Report 1 PHYSICAL MODEL TESTS OF IRREGULAR WAVE OVERTOPPING AND PRESSURE MEASUREMENTS by Martha S. Heimbaugh, Peter J. Grace, John P. Ahrens D. Donald Davidson Coastal Engineering Research Center DEPARTMENT OF THE ARMY Waterways Experiment Station, _Corps of Engineers PO Box 631, Vicksburg, Mi SIPPU Sere DOCLM=NT ™“ LIBR fy ; q * Moods Hole cen Mograguic : Institution March 1988 Report 1 of a Series Approved For Public Release; Distribution Unlimited Prepared for US Army Engineer District, Norfolk Norfolk, Virginia 23510-1096 Under Intra-Army Order No. AD-86-3018 7, Gee Tg ih tea 7 1» US Army Corps: of Engineers LES, gr Tee ee pals, TECHNICAL REPORT CERC-88-1 COASTAL ENGINEERING STUDIES IN SUPPORT OF VIRGINIA BEACH, VIRGINIA, BEACH EROSION CONTROL AND HURRICANE PROTECTION PROJECT Report 1 PHYSICAL MODEL TESTS OF IRREGULAR WAVE OVERTOPPING AND PRESSURE MEASUREMENTS by Martha S. Heimbaugh, Peter J. Grace, John P. Ahrens D. Donald Davidson Coastal Engineering Research Center DEPARTMENT OF THE ARMY Waterways TSE Station, _Corps of Engineers March 1988 Report 1 of a Series Approved For Public Release; Distribution Unlimited Prepared for US Army Engineer District, Norfolk Norfolk, Virginia 23510-1096 Under Intra-Army Order No. AD-86-3018 Destroy this report when no longer needed. Do not return it to the originator. The findings in this report are not to be construed as an official Department of the Army position unless so designated by other authorized documents. The contents of this report are not to be used for advertising, publication, or promotional purposes. Citation of trade names does not constitute an official endorsement or approval of the use of such commercial products. SECURITY CLASSIFICATION OF THIS PAGE Form Approved REPORT DOCUMENTATION PAGE OMB No 0704-0188 Exp. Date Jun 30, 1986 Ja. REPORT SECURITY CLASSIFICATION 1b. RESTRICTIVE MARKINGS D i ed 2a. SECURITY CLASSIFICATION AUTHORITY 3. DISTRIBUTION / AVAILABILITY OF REPORT Approved for public release; distribution 2b. DECLASSIFICATION / DOWNGRADING SCHEDULE cE : unlimited. 4. PERFORMING ORGANIZATION REPORT NUMBER(S) 5. MONITORING ORGANIZATION REPORT NUMBER(S) Technical Report CERC-88-1 6a. NAME OF PERFORMING ORGANIZATION 6b. OFFICE SYMBOL | 7a. NAME OF MONITORING ORGANIZATION USAEWES, Coastal Engineering (isepplicaaic) Research Center 6c. ADDRESS (City, State, and ZIP Code) 7b. ADDRESS (City, State, and ZIP Code) PO Box 631 Vicksburg, MS 39180-0631 8a. NAME OF FUNDING/SPONSORING 8b. OFFICE SYMBOL 9. PROCUREMENT INSTRUMENT IDENTIFICATION NUMBER ORGANIZATION US Army (If applicable) Raina MAmeaiets, Mertzoilit Intra-Army Order No. AD-86-3018 8c. ADDRESS (City, State, and ZIP Code) 10. SOURCE OF FUNDING NUMBERS PROGRAM PROJECT TASK WORK UNIT 803 Front Street ELEMENT NO. NO NO ACCESSION NO Norfolk, VA 23510-1096 11. TITLE (Include Security Classification) Coastal Engineering Studies in Support of Virginia Beach, Virginia, Beach Erosion Control and Hurricane Protection Project; Report 1: Physical Model Tests of Irregular Wave Overtopping and Pressure Measurements 12. PERSONAL AUTHOR(S) 13a. TYPE OF REPORT 13b. TIME COVERED 14. DATE OF REPORT (Year, Month, Day) |15. PAGE COUNT 16. SUPPLEMENTARY NOTATION Available from National Technical Information Service, 5285 Port Royal Road, Springfield, 17. COSATI CODES 18. SUBJECT TERMS (Continue on reverse if necessary and identify by block number) SUB-GROUP Irregular waves Seawalls Wave pressures Physical models Virginia Beach Riprap berm Wave overtopping 19. ABSTRACT (Continue on reverse if necessary and identify by block number) A two-dimensional (2-D) physical model investigation was conducted at scales of 1:13 and 1:19 (model to prototype) to provide input for the design optimization of a seawall proposed for long-term storm protection at Virginia Beach, Virginia. This was one of a number of tasks conducted in support of the detailed design of a beach erosion control and hurricane protection project at Virginia Beach. The 2-D tests were conducted to acquire data on the expected rate of overtopping for two design storm types (hurricane and north- easter) at selected still-water levels, determine a stable stone size for a proposed fronting riprap berm, and to determine the distribution of wave-induced pressures on the face of the seawall. As a result of the 2-D tests, a stable stone size was determined for the proposed fronting berm, and overtopping rates were measured. An improved seawall design was (Continued) 20. DISTRIBUTION / AVAILABILITY OF ABSTRACT 21, ABSTRACT SECURITY CLASSIFICATION Gd UNCLASSIFIED/UNLIMITED [) SAME AS RPT Optic users Unclassified 22a. NAME OF RESPONSIBLE INDIVIDUAL 22b. TELEPHONE (Include Area Code) | 22c. OFFICE SYMBOL DD FORM 1473, 84 aR 83 APR edition may be used until exhausted SECURITY CLASSIFICATION OF THIS PAGE All other editions are obsolete 0 0301 O091eb8& 49 Unclassified SECURITY CLASSIFICATION OF THIS PAGE 19. ABSTRACT (Continued). recommended and showed a significant reduction of overtopping rates over the initial sea- wall design. Wave-induced shock pressures were recorded on the face of the seawall; how- ever, durations were small and probably insignificant. Measured surge pressure magnitudes were relatively consistent and durations were significant. No significant negative pres-— sures were recorded. Unclassified SECURITY CLASSIFICATION OF THIS PAGE PREFACE The US Army Engineer District, Norfolk (CENAO), requested the US Army Engineer Waterways Experiment Station's (CEWES's) Coastal Engineering Research Center (CERC) to conduct physical model studies to determine overtopping rates and wave-induced pressures on a seawall proposed for construction at Virginia Beach, Virginia. This is the first of three reports that describe tasks con- ducted in support of the Virginia Beach, Virginia, Beach Erosion Control and Hurricane Protection Project. Funding authorizations by CENAO were granted in accordance with Intra-Army Order No. AD-86-3018. Physical model tests were conducted at CERC under general direction of Dr. James R. Houston, Chief, CERC; Mr. Charles C. Calhoun, Jr., Assistant Chief, CERC; Mr. C. Eugene Chatham, Chief, Wave Dynamics Division; and Mr. D. Donald Davidson, Wave Research Branch (CW-R). Tests were conducted by Messrs. Cornelius Lewis, Sr., Engineering Technician, John M. Heggins, Com- puter Technician, and Lonnie L. Friar, Electronics Technician, under the supervision of Ms. Martha S. Heimbaugh, Civil Engineer, and Mr. P. J. Grace, Hydraulic Engineer, CW-R. Mr. Kenneth W. Hassenflug, Computer Specialist, CW-R, was responsible for software development throughout execution of the pressure tests and during subsequent data analysis efforts. This report was prepared by Ms. Heimbaugh and Messrs. Grace, Davidson, and John P. Ahrens, Oceanographer, CW-R. Report editing was performed by Ms. Shirley A. J. Hanshaw, Information Products Division, Information Technology Laboratory, CEWES. Throughout the course of this study liaison was maintained with Ms. Joan Pope, CERC's overall Project Manager, and CENAO representatives: Messrs. David Pezza, Project Manager, Owen Reece, Hydraulic Engineer, and Steve Geusik, Structural Engineer. The contributions of these individuals, and all other involved CENAO personnel, are acknowledged with thanks for their assistance in the investigation. Commander and Director of CEWES during the investigation and the prepa- ration and publication of this report was COL Dwayne G. Lee, CE. Technical Director was Dr. Robert W. Whalin. CONTENTS TVW NC, 6 oD OD DD DOD DDDD DDO OND ADDU OOO ODDO DOD DNDOOUODDODDDDD000000000000 CONVERSION FACTORS, NON-SI TO SI (METRIC) WMI, OF MYNSUIOMMAYIES ogo 000000 D DODD DONG D0DDD DDO OODODOOODODDDDDODODNDN PART I: INLENOWDIOG MILO S 6 9.0.0:000000060000000000000000000000000000000000 Siemchy Weveleneowmndls o6000000000000000000000000000000000000000000000 SH PEMB ACK Sou ayer ay cvaileyaderere follcvelcvellcVejadavenalevereleney slic ailevelatetsietereteneteleredsyereretone Pie pOSEG Or telne Whealeil SEWCV>555050600000000000000000000000000000000 PART II: Ish WOMB 50400000000000000000000000000000000000000000000000 SCAG Saleecteiloms ooogo00na bo bobo DO 0d oDDDDOODODD DOO DDOODDNDDNDOONDONNS lagwalpmamic acl Bee UattesLOS>5o009000000000000000000000000000000000000 elsital CON GaIET OMS lores chevel ey sielslier ciedslevele rel helenel cielisiensiicnelisceleneredcversvercVerevercrehevercronche ModenkiConsitarcucitclomerencnenetenciestenehotchencioienshelsieheleleielsycioteohelciel cuetelrteneneielenel eters PART III: WAVE OVERTOPPING INVESTIGATION. ....cccvcccccccccccccccscecs MOSES Wreoe@GhOHeOSo 000000600000000000000000050000000000000000000 Ralpicayp SEalnsIlaey>oa0c000a0 0000000 DDDdQDODDDDDDO DODD OOOO ODNDDDNDNS Analysis of Overtopping Parameters and Trends.......ecccscccccece Se@emeullil CommeretSOMsls o9000000000000000000000000000000000000000000 Wave Setup and Seich in the Wave Tank.......sccsccccsccsscccsces PART IV: WAVE-INDUCED PRESSURES INVESTIGATION.......cccsccsccecceces WAGSETMS WreOCOGMIED 5 6000000000000000000009000000000900000000000000 Owercalil RESMILES > ogoa0c0000D0 0000000000000 0 0000000000000000000000 STOCK IIESESUTEOS 5 500600000000000000000000000000000000000050000000 SUMED Ore SOCOMGEIA IEOSSWIEOSs00000000000000000000000000000000000 NOBARIVE@ PROESEUAS>s ooo0doOOd Ob ODDO ODOD GO ODO DDD OOD OO OODOUDDOODBOO0N PART V: CONMCILWS IONS 6 60000000000000000000000000000000000000000000000 RUA MANGIS 6.56000000000000000000000000000000000000000000000000000000006 PHOTOS 1-2 PLATES 1-63 /NZZIOIMDIOK ANG OCNABULOPIPIONG AWSEE RIBS 5560000000000 0000000000 O00 O00N0N0N0E APPENDIX B: COMPARISON OF SEAWALL PERFORMANCE ZENNID) J1H/NGlsl INNOSILON WIN MACWS 65060000000000000000000000000000 AEE ND XGC Se aWAV EM SE LU PANDO Pol CHEM EBPE Cl Syepereteleletelcheickeleleleleleleleheieleleieletetetene WEE SCEWDsococ0000d000G00 00000000 DDDDDODDDDDDDD0ODDOODDONDDNDNODN Waves hamlet Gal Chie enc eivereodar eo eilens cereever ov ais eiteuoteqslcetelelerstoredoievelavenevorenaicvelereuenoions ANAZAMDIOK IDS WAV PRESS Oie, Waser RISSUIEIS 5 ooodgcacn0cKdK oD Gb Ob DDK O0O0ND00 APPEND DX GE) NODATTON fares cvercieriersve.suelloce exe eveceisalse eels loveneeWetn cousvereiensueucusvone sensu ratencns CONVERSION FACTORS, NON-SI TO SI (METRIC) UNITS OF MEASUREMENT Non-SI units of measurement used in this report can be converted to SI (metric) units as follows: Multiply By To Obtain cubic feet per second per foot 0.09290 cubic metres per second per foot feet 0.3048 metres inches 2.540 centimetres miles 1.6093 kilometres pounds (force) per square inch 6.894757 kilopascals pounds (mass) 0.4535924 kilograms pounds (mass) per cubic foot 16.01846 cubic metre COASTAL ENGINEERING STUDIES IN SUPPORT OF VIRGINIA BEACH, VIRGINIA BEACH EROSION CONTROL AND HURRICANE PROTECTION PROJECT Report 1 Physical Model Tests of Irregular Wave Overtopping and Pressure Measurements PART I: INTRODUCTION Study Background 1. This report is the first of a series of three reports on coastal engineering studies conducted by the US Army Engineer Waterways Experiment Station's (CEWES's) Coastal Engineering Research Center (CERC) to assist the US Army Engineer District, Norfolk (CENAO), in the Advanced Engineering and Design of the Virginia Beach, Virginia, Beach Erosion Control and Hurricane Protection Project. The other two reports concern overtopping hydrograph de- sign and beach and dune design. The coastal studies were divided into two major sections: seawall design (i.e., the physical model overtopping and wave-induced pressure measurements and analysis of overtopping for design events) and beach and dune design evaluation (i.e., numerical simulation of profile response to short-term design events and design of beach fill for long-term stability and maintenance). Figure 1 presents a flowchart of the coastal engineering studies. 2. Selection of design waves, storm surge hydrographs, and runup- overtopping rates was crucial to development of the most hydraulically effi- cient seawall geometry and definition of short-term beach stability. Coastal engineering studies consisted of selecting design storms from the historical record, simulating the wave field for each of these storms, establishing de- sign surge hydrographs, developing a two-dimensional (2-D) hydrographic model to measure overtopping rates and test wave-induced pressure loadings, comput-— ing an overtopping hydrograph adjusted for all prototype parameters, numeri- cally simulating beach and dune response to design events, developing a design and construction beach profile for long-term adjustment, and establishing a beach maintenance plan. LT. REVIEW & ANAL. OF WIND EFFECTS WAVE LOADINGS. STRUCT. DESIGN SELECT 3-D SEAWALL DESIGN SELECT SEAWALL DESIGN PARAMETERS PHYSICAL MODEL SELECT BEACH PROFILE RESPONSE MODEL OF FSHORE DATA ANALYZE VIBRACORE DATA STATISTICAL ANAL. OF SEA DATA COMPUTE RENOURISH— MENT COMPUTE BEACH FILL LOSSES PREDICT O&M RATES PROJECT ‘COORDINATION TECH. ASSIST. = ON OETALS. Figure 1. Flowchart for coastal engineering studies, Virginia Beach, Virginia Site Background 3. The proposed Virginia Beach, Virginia, Beach Erosion Control and Hurricane Protection Project is one of the largest and most complex coastal projects of this type in recent Corps of Engineers experience. The City of Virginia Beach is located on the east coast of the United States just south of the entrance to Chesapeake Bay (Figure 2). The project area consists of 6 miles* of heavily developed commercial and urban shoreline which extends north from Rudee Inlet to 89th Street (Figure 3**). This shoreline is subject * A table of factors for converting non-SI units of measurement to SI (metric) units is presented on page 3. All elevations (el) cited herein are in feet as referenced to National Geodetic Vertical Datum (NGVD). kk {se SATIN Ob ) Ov 31v9S dVW NOILV9O1 VNITOHV9 HLYON HOI;TvHO® wvHunge VINISYIA @GNOWHOIN TIIASILLOTYHIe | 3adVv9 3S1V4 {: eats Apnqs jo dew uotqe007 EEDA) WHVd dIOINNW GNW1SI FILL B MA) Ave HLUON Howaa = \. JOGIYsaNvs HSLNJO ONINIVEL fy SUV 4UWM UIV-LLNY 13314 WWAVN'S'N. NOLAIONSd dWVvO es ., 3yvT °Z vansty =] yl AY el cl iW i 2) th) &) 7 ATIOH 34¥7 How38 VINISYIA AUN3H 3dv9 of 4INVAdVSFIHI qaeI4S 4I6Q 02 JETUL Vepny SYyoeRer JOefotg “*¢ 2aNnBTY SERIEPELLL = 3718 13305 LSIX: 3 po SHUVA ONNOUD ONILSIXS : LUE DoS Ww WwW 40 PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION NORTHEASTER PT45 SWL = +9.5 FT MAXIMUM PRESSURES ON CHANNELS 1 AND 2 PLATE 1 ELEVATION, FT PLATE 2 ELEVATION, FT [o) PT45 MAX CH3 PT45 MAX CH4 20 40 60 80 PRESSURE, PS! INSTANTANEOUS WAVE PRESSURE DISTRIBUTION NORTHEASTER PT45 SWL = +9.5 FT MAXIMUM PRESSURES ON CHANNELS 3 AND 4 PT45 MAX CH5 ELEVATION, FT PT45 MAX CH6 bE w z 9 = < > uw 4 Ww 40 PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION NORTHEASTER PT45 SWL = +9.5 FT MAXIMUM PRESSURES ON CHANNELS 5 AND 6 PLATE 3 PLATE 4 ELEVATION, FT | uw 2 e) bd < > Ww am Ww PT53 MAX CH1 PT53 MAX CH2 30 PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION NORTHEASTER PT53 SWL = +8.0 FT MAXIMUM PRESSURES ON CHANNELS 1 AND 2 PT53 MAX CH3 ELEVATION, FT PT53 MAX CH4 er Ww 2 e} te < > Ww S Ww 30 PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION NORTHEASTER PT53 SWL = +8.0 FT MAXIMUM PRESSURES ON CHANNELS 3 AND 4 PLATE 5 PLATE 6 ELEVATION, FT = Ww > 2 ft WW a Ww PT53 MAX CH5 PT53 MAX CH6 30 PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION NORTHEASTER PT53 SWL = +8.0 FT MAXIMUM PRESSURES ON CHANNELS 5 AND 6 ELEVATION, FT ELEVATION, FT a OD N -10 PT60 MAX CH1 PT60 MAX CH2 PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION NORTHEASTER PT60 SWL = +8.0 FT MAXIMUM PRESSURES ON CHANNELS 1 AND 2 PLATE 7 PT60 MAX CH3 ELEVATION, FT PT60 MAX CH4 = re s 2 (Ss < = uw | Ww PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION NORTHEASTER PT60 SWL = +8.0 FT MAXIMUM PRESSURES ON CHANNELS 3 AND 4 PLATE 8 PT60 MAX CH5 ELEVATION, FT PT60 MAX CH6 (i= w Zz 2 al < > Ww Ww PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION NORTHEASTER PT60 SWL = +8.0 FT MAXIMUM PRESSURES ON CHANNELS 5 AND 6 PLATE 9 PT62 MAX CH1 ELEVATION, FT PT62 MAX CH2 (is w - 2 | uw 4 uw PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION NORTHEASTER PT62 SWL = +8.0 FT MAXIMUM PRESSURES ON CHANNELS 1 AND 2 PLATE 10 PT62 MAX CH3 ELEVATION, FT PT62 MAX CH4 Is uw Zz iS) E < > uw =) Ww 50 70 PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION NORTHEASTER PT62 SWL = +8.0 FT MAXIMUM PRESSURES ON CHANNELS 3 AND 4 PLATE 11 PT62 MAX Ch5 ELEVATION, FT PT62 MAX CH6 a w 2 e)} | ol < > Ww 4 Ww PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION NORTHEASTER PT62 SWL = +8.0 FT MAXIMUM PRESSURES ON CHANNELS 5 AND 6 PLATE 12 PT75 MAX CH1 ELEVATION, FT PT75 MAX CH2 = uw Zz 2 BE < > Ww 4 WwW 40 PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION NORTHEASTER PT75 SWL = +7.0 FT MAXIMUM PRESSURES ON CHANNELS 1 AND 2 PLATE 13 ELEVATION, FT (S uw 2 S) = < > Ww =) oe PLATE 14 PT75 MAX CH3 PT75 MAX CH4 40 PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION NORTHEASTER PT75 SWL = +7.0 FT MAXIMUM PRESSURES ON CHANNELS 3 AND 4 PT75 MAX CH5 ELEVATION, FT PT75 MAX CH6 E wu 2 s) ke < > Ww 4 Ww 40 PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION NORTHEASTER PT75 SWL = +7.0 FT MAXIMUM PRESSURES ON CHANNELS 5 AND 6 PLATE 15 ELEVATION, FT Ee uw 2 2 | < > uu a) WwW PLATE 16 PT80 MAX CH1 PT80 MAX CH2 40 PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION HURRICANE PT80 SWL = +7.0 FT MAXIMUM PRESSURES ON CHANNELS 1 AND 2 PT80 MAX CH3 ELEVATION, FT PT80 MAX CH4 Ee uw 2 2 | ol < > Ww 4 WwW 40 PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION HURRICANE PT80 SWL = +7.0 FT MAXIMUM PRESSURES ON CHANNELS 3 AND 4 PLATE 17 ELEVATION, FT = Us 2 (e) = < > Ww — WwW PLATE 18 PT80 MAX CH5 PT80 MAX CH6 40 PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION HURRICANE PT80 SWL = +7.0 FT MAXIMUM PRESSURES ON CHANNELS 5 AND 6 PT85 MAX CH1 ELEVATION, FT PT85 MAX CH2 (= w 2 e) BE < > Ww 4 Ww PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION HURRICANE PT85 SWL = +7.0 FT MAXIMUM PRESSURES ON CHANNELS 1 AND 2 PLATE 19 PT85 MAX CH3 ELEVATION, FT PT85 MAX CH4 THI W aah ELEVATION. FT PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION HURRICANE PT85 SWL = +7.0 FT MAXIMUM PRESSURES ON CHANNELS 3 AND 4 PLATE 20 PT85 MAX CH5 ELEVATION, FT PT85 MAX CH6 ELEVATION, FT 60 PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION HURRICANE PT85 SWL = +7.0 FT MAXIMUM PRESSURES ON CHANNELS 5 AND 6 PLATE 21 PT88 MAX CH1 ELEVATION, FT PT88 MAX CH2 ELEVATION, FT 40 PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION HURRICANE PT88 SWL = +7.0 FT MAXIMUM PRESSURES ON CHANNELS 1 AND 2 PLATE 22 PT88 MAX CH3 ELEVATION, FT PT88 MAX CH4 a aw 2 2 Ee < > Ww 4 Ww 40 PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION HURRICANE PT88 SWL = +7.0 FT MAXIMUM PRESSURES ON CHANNELS 3 AND 4 PLATE 23 ELEVATION, FT ps uw 2 S Ee < > Ww 4 Wu PLATE 24 PT88 MAX CH5 PT88 MAX CH6 40 PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION HURRICANE PT88 SWL = +7.0 FT MAXIMUM PRESSURES ON CHANNELS 5 AND 6 ELEVATION, FT ELEVATION, FT oO PT95 MAX CH1 PT95 MAX CH2 20 40 60 80 PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION HURRICANE PT95 SWL = +7.0 FT MAXIMUM PRESSURES ON CHANNELS 1 AND 2 PLATE 25 ELEVATION, FT (ts uw P34 S = < > Ww a) Ww PLATE 26 PT95 MAX CH3 PT95 MAX CH4 40 PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION HURRICANE PT95 SWL = +7.0 FT MAXIMUM PRESSURES ON CHANNELS 3 AND 4 PT95 MAX CH5 ELEVATION, FT PT95 MAX CH6 = Ww 2 2 = < > Ww —_ w 40 PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION HURRICANE PT95 SWL = +7.0 MAXIMUM PRESSURES ON CHANNELS 5 AND 6 PLATE 27 ELEVATION, FT = uw 2 2 Ee < > Ww = Ww PLATE 28 PT121 MAX CH1 PT121 MAX CH2 40 PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION HURRICANE PT121 SWL = +8.0 FT MAXIMUM PRESSURES ON CHANNELS 1 AND 2 PT121 MAX CH3 ELEVATION, FT PT 121 MAX CH4 i w 2 2 = < > uw 4 Ww 40 PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION HURRICANE PT121 SWL = +8.0 FT MAXIMUM PRESSURES ON CHANNELS 3 AND 4 PLATE 29 ELEVATION, FT = w 2 g = < > uw 4d WwW PLATE 30 PT121 MAX CH5 PT121 MAX CH6 40 PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION HURRICANE PT121 SWL = +8.0 FT MAXIMUM PRESSURES ON CHANNELS 5 AND 6 PT122 MAX CH1 ELEVATION, FT —_|_ 61 —_16—o_] PT 122 MAX CH2 be uw 2 ie} (= < > uu 4 WwW 40 PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION HURRICANE PT122 SWL = +8.0 FT MAXIMUM PRESSURES ON CHANNELS 1 AND 2 PLATE 31 ELEVATION, FT = uw 2 2 (= < > Wu 4 uw PLATE 32 PT122 MAX CH3 PT122 MAX CH4 40 PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION HURRICANE PT122 SWL = +8.0 FT MAXIMUM PRESSURES ON CHANNELS 3 AND 4 ELEVATION, FT ELEVATION, FT (o} PT122 MAX CH5 PT122 MAX CH6 20 40 60 80 PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION HURRICANE PT122 SWL = +8.0 FT MAXIMUM PRESSURES ON CHANNELS 5 AND 6 PLATE 33 ELEVATION, FT a uw 2 2 = < > Ww —_ Ww PLATE 34 PT123 MAX CH1 PT123 MAX CH2 40 PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION HURRICANE PT123 SWL = +8.0 FT MAXIMUM PRESSURES ON CHANNELS 1 AND 2 PT123 MAX CH3 ELEVATION, FT PT 123 MAX CH4 (‘= uw P34 S) = < > Ww al uw 40 PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION HURRICANE PT123 SWL = +8.0 FT MAXIMUM PRESSURES ON CHANNELS 3 AND 4 PLATE 35 ELEVATION, FT KE w 2 2 ld < > Ww 4d Ww PLATE 36 PT123 MAX CH5 PT123 MAX CH6 40 PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION HURRICANE PT123 SWL = +8.0 FT MAXIMUM PRESSURES ON CHANNELS 5 AND 6 PT125 MAX CH1 ELEVATION, FT PT 125 MAX CH2 | od uw 2 2 BE < > Ww 4 WwW 40 PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION HURRICANE PT125 SWL = +8.0 FT MAXIMUM PRESSURES ON CHANNELS 1 AND 2 PLATE 37 ELEVATION, FT (= wu 2 ‘) | oe x > Ww cl w PLATE 38 PT 125 MAX CH3 PT125 MAX CH4 40 PRESSURE, PS! INSTANTANEOUS WAVE PRESSURE DISTRIBUTION HURRICANE PT125 SWL = +8.0 FT MAXIMUM PRESSURES ON CHANNELS 3 AND 4 PT125 MAX CH5 ELEVATION, FT PT125 MAX CH6 — uw 2 2 = < > Ww — WwW 40 PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION HURRICANE PT125 SWL = +8.0 FT MAXIMUM PRESSURES ON CHANNELS 5 AND 6 PLATE 39 ELEVATION, FT | Ww Zz 2 | oe < > Ww = Ww PLATE 40 PT132 MAX CH1 PT 132 MAX CH2 40 PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION HURRICANE PT132 SWL = +9.5 FT MAXIMUM PRESSURES ON CHANNELS 1 AND 2 PT 132 MAX CH3 ELEVATION, FT PT 132 MAX CH4 | od uw 2 S) Ss < > Ww 4 Ww 40 PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION HURRICANE PT132 SWL = +9.5 FT MAXIMUM PRESSURES ON CHANNELS 3 AND 4 PLATE 41 ELEVATION, FT | uw ES 2 = < > Ww 4 Ww PLATE 42 PT 132 MAX CH5 PT 132 MAX CH6 40 PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION HURRICANE PT132 SWL = +9.5 FT MAXIMUM PRESSURES ON CHANNELS 5 AND 6 PT135 MAX CH1 ELEVATION, FT PT 135 MAX CH2 — w 3 9 - < > Ww 4 w 60 PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION HURRICANE PT135 SWL = +9.5 FT MAXIMUM PRESSURES ON CHANNELS 1 AND 2 PLATE 43 PT135 MAX CH3 ELEVATION, FT PT135 MAX CH4 = ve 2 © = a6 > WwW =] w PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION HURRICANE PT135 SWL = +9.5 FT MAXIMUM PRESSURES ON CHANNELS 3 AND 4 PLATE 44 PT135 MAX CH5 ELEVATION, FT PT135 MAX CH6 7 uw 2 So) e < > Ww a Ww 60 PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION HURRICANE PT135 SWL = +9.5 FT MAXIMUM PRESSURES ON CHANNELS 5 AND 6 PLATE 45 PLATE 46 ELEVATION, FT — uw 2 (e) = < > Ww =) uw PT139 MAX CH1 PT139 MAX CH2 eel LS Se 60 80 PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION HURRICANE PT139 SWL = +9.5 FT MAXIMUM PRESSURES ON CHANNELS 1 AND 2 PT139 MAX CH3 ELEVATION, FT PT139 MAX CH4 [apy oleae me, ELEVATION, FT zm Ae See eee Cee 40 60 PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION HURRICANE PT139 SWL = +9.5 FT MAXIMUM PRESSURES ON CHANNELS 3 AND 4 PLATE 47 PT139 MAX CH5 ELEVATION, FT PT139 MAX CH6 = ve = 2 = Ww —) Ww PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION HURRICANE PT139 SWL = +9.5 FT MAXIMUM PRESSURES ON CHANNELS 5 AND 6 PLATE 48 PT142 MAX CH1 ELEVATION, FT PT 142 MAX CH2 = ve 2 (e) | el KS > WwW | uu 30 PRESSURE, PS| INSTANTANEOUS WAVE PRESSURE DISTRIBUTION HURRICANE PT142 SWL = +9.5 FT MAXIMUM PRESSURES ON CHANNELS 1 AND 2 PLATE 49 PLATE 50 ELEVATION, FT (= uw 2 fe) = < > Ww ai uw PT142 MAX CH3 PT 142 MAX CH4 30 PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION HURRICANE PT142 SWL = +9.5 FT MAXIMUM PRESSURES ON CHANNELS 3 AND 4 PT142 MAX CH5 ELEVATION, FT PT142 MAX CH6 i w s 2 = < > uu = uw 30 PRESSURE, PS! INSTANTANEOUS WAVE PRESSURE DISTRIBUTION HURRICANE PT142 SWL = +9.5 FT MAXIMUM PRESSURES ON CHANNELS 5 AND 6 PLATE 51 PT147 MAX CH1 ELEVATION, FT PT147 MAX CH2 — u 2 e) Ss Ww — Ww PRESSURE, PS! INSTANTANEOUS WAVE PRESSURE DISTRIBUTION HURRICANE PT147 SWL = +9.5 FT MAXIMUM PRESSURES ON CHANNELS 1 AND 2 PLATE 52 PT147 MAX CH3 w s S cS i > Ww =) Ww PT147 MAX CH4 ELEVATION FT PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION HURRICANE PT147 SWL = +9.5 FT MAXIMUM PRESSURES ON CHANNELS 3 AND 4 PLATE 53 PT147 MAX CH5 imal: T T T T ELEVATION, FT PT147 MAX CH6 “ka | iLL anal ELEVATION, FT PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION HURRICANE PT147 SWL = +9.5 FT MAXIMUM PRESSURES ON CHANNELS 5 AND 6 PLATE 54 PT157 MAX CH1 ELEVATION, FT PT157 MAX CH2 = uw = 2 = < > Wu =) wi PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION HURRICANE PT157 SWL = +9.5 FT MAXIMUM PRESSURES ON CHANNELS 1 AND 2 PLATE 55 PT157 MAX CH3 ELEVATION, FT PT157 MAX CH4 fs uw ss 2 = < > Ww = Ww PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION HURRICANE PT157 SWL = +9.5 FT MAXIMUM PRESSURES ON CHANNELS 3 AND 4 PLATE 56 PT157 MAX CH5 ELEVATION, FT PT157 MAX CH6 lol uw Zz 2 Ll < > w =) Ww PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION HURRICANE PT157 SWL = +9.5 FT MAXIMUM PRESSURES ON CHANNELS 5 AND 6 PLATE 57 ELEVATION, FT = uw 2 2 ke < > Ww 4 Ww PLATE 58 PT 163 MAX CH1 PT 163 MAX CH2 40 PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUUTION NORTHEASTER PT163 SWL = +9.5 FT MAXIMUM PRESSURES ON CHANNELS 1 AND 2 PT 163 MAX CH3 ELEVATION, FT PT163 MAX CH4 i uw 2 {e) ke < > Ww 4 Ww 40 PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION NORTHEASTER PT163 SWL = +9.5 FT MAXIMUM PRESSURES ON CHANNELS 3 AND 4 PLATE 59 ELEVATION, FT ELEVATION, FT PLATE 60 (2) PT 163 MAX CH5 PT 163 MAX CH6 20 40 60 80 PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION NORTHEASTER PT163 SWL = +9.5 FT MAXIMUM PRESSURES ON CHANNELS 5 AND 6 ELEVATION, FT ELEVATION, FT PT167 MAX CH1 PT167 MAX CH2 PRESSURE. PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION NORTHEASTER PT167 SWL = +8.0 FT MAXIMUM PRESSURES ON CHANNELS 1 AND 2 PLATE 61 PT167 MAX CH3 ELEVATION, FT PT167 MAX CH4 — uw 2 (e) (= < > Ww 4d Ww PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION NORTHEASTER P1167 SWL = +8.0 FT MAXIMUM PRESSURES ON CHANNELS 3 AND 4 PLATE 62 PT 167 MAX CH5 ELEVATION, FT PT167 MAX CH6 oe ae ELEVATION, FT aa este 60 80 PRESSURE, PSI INSTANTANEOUS WAVE PRESSURE DISTRIBUTION NORTHEASTER PT167 SWL = +8.0 FT MAXIMUM PRESSURES ON CHANNELS 5 AND 6 PLATE 63 puheamban te ao ia i, oh en Ps fi - ! : oe hee, = foe wa: Me APPENDIX A: OVERTOPPING TEST RESULTS Appendix A presents Phase I and Phase II seawall data for two storm types: mortheasters (N,NE) and hurricanes (H). Al Test Stora Ho. 15 16 1 60 65 67 66 40 68 37 39 61 106 10 12 101 105 100 104 96 169 103 118 59 91 96 in tank effective ANMNNANnNInArMrMrnnrnnrnaasa 33a a3IasBIAaAA ITI TAH II 3 3 3) 3 8 3 3 33 3) OO OO OO CO SOO OO OO OO CO i——/—— i-inr 2 — a — a — — a — a — — 0 — 0 — — a — — Da — — a — 2 — — i — — 2 — — a — a — i — i — — - - — — — ) Gage Right Ho ft. 1.51 6.29 4.97 18.13 9.94 9.25 8.64 9.77 7.26 8.19 6.55 4.38 8.11 10.42 8.21 6.74 6.58 5.34 5.06 5.18 5.31 3.84 3.89 9.26 9.35 9.57 8.88 9.16 8.34 7.95 7.94 8.10 7.83 6.93 6.54 6.28 6.15 5.89 6.63 5.03 4.70 8.13 6.74 9.25 9.06 6.58 4.79 6.85 5.56 8.32 6.91 5.09 Table Al Phase I Seawall Data Gage Right Tp Bec. 14.9 14.9 14.9 11.8 10.8 10.8 10.8 10.8 10.8 16.8 10.8 18.8 14.9 15.8 14.9 15.3 15.3 15.3 15.4 15.3 15.3 15.4 15.4 12.6 11.4 11.4 ir4 10.9 12.6 11.6 12.6 11.4 11.7 11.7 12.6 NNT 11.7 11.7 11.7 12.8 12.8 15.2 15.2 12.8 12.9 13.1 13.1 15.6 15.3 11.2 11.2 13.2 Gage Four Hao Co os AMUN OAK DOK Ll AIDRANYMNI LOAN OOOO S&S A wH or a RS S 6 33 & 639 HD DW BD Co — oS 69 39 MD OM OD OO BD I SD OO FF FE TC CI ee a > = > SBR co _ rn = eos 4.31 4.26 4.04 4.37 4.24 4.13 4.35 4.09 4.25 4.13 3.87 3.70 3.15 3.44 4.15 3.92 3.67 A2 Goda Array2 Ho ft. 4.35 4.24 4.02 4.41 4.31 3.62 4.29 4.86 4.21 4.80 4.69 3.96 3.39 4.29 4.06 3.97 3.34 3.85 3.30 3.84 3.38 3.58 3.23 4.01 4.11 4.13 3.86 4.79 3.95 4.69 4.87 4.7 4.08 3.90 4.16 4.12 3.89 3.79 4.67 4.06 3.64 3.44 3.48 3.68 3.57 3.72 3.61 3.12 3.02 3.45 3.54 3.40 Goda Array2 Tp bec. 14.9 14.9 14.9 13.7 13.7 13.3 13.0 13.9 13.6 13.6 11.4 13.3 15.8 15.3 17.8 15.0 15.0 15.8 15.6 15.8 15.8 14.9 14.9 22.8 11.8 10.9 22.3 14.9 11.8 11.9 15.7 15.8 11.9 11.9 13.5 13.2 12.2 13.2 12.2 12.2 13.5 15.0 15.8 22.2 22.2 11.9 11.9 17.6 15.8 15.3 13.1 13.1 Calc. Seiche Ho ft. 2.278 2.076 1.816 2.519 2.457 3.252 2.193 2.137 2.094 2.324 2.348 1.578 3.273 1.838 2.426 1.994 2.871 1.497 2.368 1.432 2.428 1.045 2.082 2.208 2.137 2.229 2.1085 BRR 1.961 1.699 1.710 2.102 1.658 1.781 1.986 1.265 1.740 1.394 1.605 1.225 1.957 2.664 2.285 2.125 2.081 1.875 9.192 2.885 1.637 2.298 1.680 1.379 Calc. Seiche Ovtp. Aaplitude rate ft. cfs/ft 6.863 6.584 0.734 6.488 6.642 6.508 0.891 9.616 6.869 6.615 1.156 6.624 8.775 8.423 6.968 6.555 6.740 = 8.385 6.822 6.362 6.830 6.278 0.558 6.214 1.157 6.084 0.650 6.107 6.858 9.076 0.705 6.044 1.015 9.077 8.529 9.627 8.837 6.828 6.506 8.025 6.858 9.030 6.369 6.017 0.736 ©8018 8.778 9.138 0.756 9.121 8.788 6.123 8.744 = 8.134 BRR .124 0.693 6.105 6.601 9.667 6.605 6.868 0.743 9.077 6.583 9.873 6.030 6.056 0.702 6.839 0.447 6.044 0.615 9.042 6.493 6.051 0.568 6.043 6.433 = 8.814 8.692 0.014 8.942 6.025 6.868 6.610 8.151 6.039 0.736 ©8836 6.388 ©8807 6.288 ©8003 9.737 9.883 8.579 6.862 6.813 9.004 8.594 6.602 9.488 6.602 Calc. Lp ft. 248.21 247.61 246.83 230.20 230.55 220.58 218.38 218.39 217.24 216.97 188.70 219.72 230.49 235.73 275.66 230.25 229.99 228.96 228.46 227.46 229.87 224.99 225.50 354.92 181.75 167.74 346.98 229.17 181.23 181.77 248.98 242.57 181.57 181.13 204.88 201.54 185.93 201.52 186.60 185.11 204.20 215.61 214.18 322.33 322.32 167.68 165.89 231.13 194.70 201.87 171.34 169.45 Rel. Frbd. 8.3633 9.3726 8.3901 9.3594 8.3633 8.4342 8.3758 6.3783 0.3866 9.3811 9.4091 6.4141 0.5464 0.4864 8.4495 8.4931 9.5537 6.5092 6.5674 8.5183 8.5548 9.5453 8.5812 g. 4129 0.5134 §.5218 8. 4283 9.4531 9.5307 8.5218 6.4781 0.4941 0.5228 0.5420 8.5263 9.5067 0.5409 9.5361 9.5244 0.5306 9.5536 0.6187 9.6318 0.5161 0.5216 8.6518 0.6753 0.1576 0.8269 0.7368 0.1718 9.8854 Table A2 Phase II Seawall Data Gage Gage Gage Goda Goda Goda SHL Setup Right Bight Four Array2 Array2 Arrayl Calc. Calc. with no peas. Ds Ho Ip Ho Hao tp Reflect. Seiche Seiche Ovtp. Calc. Test Store % setup in tank effective Coeff. Hao Amplitude rate Lp Rel No. Type Gain ft. ft. ft. ft. Bec. ft. ft. Bec. its ft. cfs/ft ft. Frbd. 195 4d 307.8) -0.0267 6.0 4.80 11.9 3.91 3.78 10.7 6.5476 1.279 6.452 06.002 153.91 0.6788 196 «A 49 «7.0 6.0148 6.0 6.24 11.9 4.06 3.79 13.8 6.5474 1.471 06.520 0.088 200.55 0.6082 1434 48 «67.0 =8.8289 6.0 6.44 12.0 3.72 3.58 9.9 6.5121 0.992 0.351 0.005 142.95 0.7052 197 «oA 56 = 7.8 =9.0425 6.0 7.88 11.9 4.11 3.84 13.8 6.5553 1.468 6.516 9.011 200.96 0.6600 144 oH 56 7.0 6.1198 6.1 8.08 12.0 3.88 3.63 14.9 0.5305 1.368 6.484 08.608 218.49 6.6081 145 of 60 7.8 38.2385 6.2 9.64 12.0 4.05 3.67 14.9 9.5505 1.712 6.605 0.015 220.37 6.5868 148 oA 66 3867.0 6.1586 6.2 9.64 11.2 4.52 4.31 14.9 6.5764 1.371 9.485 0.061 218.45 8.5331 198 86 60 4347.8 6.2518 6.3 9.56 11.9 4.29 3.95 13.8 9.5632 1.688 6.597 0.019 203.51 9.5727 199 4 17 2367.8 6.3431 6.3 11.09 11.9 4.47 3.98 14.6 6.5794 2.047 0.724 6.037 217.66 8.5511 146 «4 1 87.8 6.3424 6.3 11.19 12.9 4.21 3.81 16.8 8.5605 1.928 9.682 9.019 250.07 6.5413 206 oA 88 67.0) «8.4659 6.5 12.64 11.9 4.76 4.10 21.8 0.5982 2.424 0.857 6.083 328.65 8.4637 21 06 96 87.0 6.6264 6.6 14.21 11.9 5.05 4.21 14.5 0.6051 2.780 6.983 06.123 220.63 6.5098 202A 95 17.0 6.6593 6.7 14.69 11.9 5.11 4.25 16.8 6.6068 2.839 1.004 0.148 255.62 6.4806 134 NR 36s.) -0.0654 Bet) Glatt) 14.9 3.53 3.14 15.6 6.5357 1.619 0.573 @§.002 225.91 6.6689 187 NE 387.8) -8.8539 Bat} Beil! 15.2 3.72 3.40 15.6 0.5531 1.507 0.533 9.604 225.41 6.6339 135 NE 46 67.0 «8.8114 6.8 5.14 15.2 3.72 3.46 15.6 6.5392 1.507 9.533 9.884 227.21 0.6275 188 NR 49 «67.8 6.0228 6.0 6.55 15.2 3.86 3.55 15.6 0.5449 1.496 6.529 9.611 226.78 0.6084 136 NE 58 3867.0 6.0928 6.1 6.55 15.2 3.86 3.55 15.6 9.5433 1.496 06.529 0.004 228.58 8.6018 189 NE 56 7.0 6.0336 6.0 6.47 15.9 3.87 3.52 15.5 0.5466 1.612 6.570 0.001 226.24 6.6120 137 WE 66 «67.8 8.1944 Gacuninsd 14.9 4.04 3.68 16.2 0.5456 1.832 9.648 0.088 239.78 6.5880 198 AR 68 8267.0 0.1151 6.1 1.78 15.0 4.06 3.58 15.6 0.5693 1.916 6.677 0.009 228.95 0.5974 191 NE 1 367.8 8.3475 6.3 9.28 15.0 4,29 3.71 15.6 0.5857 2.168 0.764 0.623 232.08 0.5650 138 NE 17 7.0 6.2709 6.3 9.21 14.9 4.23 3.68 12.1 9.5622 2.085 0.737 0.019 178.87 6.6245 192 NE 88 07.8 8.4691 6.5 10.62 15.0 4.61 3.89 15.5 6.5867 2.487 6.879 0.048 233.40 6.5385 139 WE 88 67.8 6.3981 6.4 16.60 14.9 4.42 3.85 12.1 9.5779 2.174 6.769 6.045 180.37 6.5964 140 ON 98 1.8 6.5278 6.5 12.07 14.9 4.16 3.98 15.6 0.5887 2.600 6.919 O.077 234.95 0.5246 193 NK 98 871.8 8.5841 6.6 11.87 15.0 4.91 4.82 17.4 6.5897 2.811 6.994 0.094 264.60 0.4978 141 NE 196 «867.6 6.6572 6.7 13.38 15.2 5.08 4.11 20.7 9.5982 2.982 1.054 6.137 316.92 9.4574 194 WE 108 «= 7.0 80.8080 6.8 13.22 15.0 5.19 4.16 22.9 0.5981 3.101 1.097 6.149 334.59 8.4829 im 6A 30 8.8 -8.0557 6.9 4.69 13.5 4.48 4.15 10.6 0.5986 1.699 0.597 0.039 162.26 6.5513 172 — 49 = 8.8 -8.8129 1.8 6.32 13.3 4.65 4.48 14.1 6.5878 1.270 6.449 0.063 217.88 0.4728 118 «6A 408.8) =8.8938 TL 6.49 11.2 4.44 4.37 13.9 0.5873 0.787 6.278 8.023 216.95 6.4744 1S ee 58 3898.8 08.0124 7.8 8.19 12: 4.56 4.49 14.9 0.5736 0.797 6.282 9.046 230.81 6.4616 173 4 56 388.0 6.6709 T.1 8.12 13.3 4.11 4.55 13.6 0.5887 1.434 6.507 6.875 212.09 6.4666 256 oA 68 = 8.8 8.2818 7.3 9.82 13.3 4.88 4.66 12.5 0.5956 1.431 6.506 96.083 197.14 6.4574 246 =o 66 = 8.8) 8.2481 7.2 10.14 13.3 4.92 4.68 12.5 6.5918 1.522 6.538 0.082 196.73 6.4588 a1 64 68 =68.8 «8.1782 7.2 9.88 13.3 4.87 4.60 12.5 0.5974 1.599 6.565 9.093 195.87 6.4690 120 oA 60 «8.8 8.1246 Vol . Poti 11.2 4.170 4.55 14.9 9.5826 1.171 @.414 0.067 232.48 6.4495 261 oA 68 «= 8.8 8.1211 Tl 9.64 13.3 4.96 4.16 12.5 0.5985 1.385 6.499 0.125 195.16 6.4628 174 oA 66 = 8.8 «8.1856 fo botl 13.3 4.95 4.60 12.5 6.594 1.837 0.649 @.113 195.96 0.4687 BO | 1 8.6 6.2791 7.3 11.44 13.3 5.10 4.83 15.6 0.6004 1.631 6.577 0.151 246.08 0.4152 149 o# 16 «68.0 89.3065 7.3 11.32 tse) 4.72 4.42 14.8 0.5786 1.667 6.589 0.095 233.83 6.4466 121. «4 1 8.0 6.3304 1.3 12.23 11.2 4.91 4.10 14.9 9.5911 1.411 0.499 0.122 285.51 0.4151 hy it 1 8.6 6.3778 7.4 11.38 13.3 5.11 4.84 14.5 6.6011 1.639 0.579 0.136 230.85 9.4179 262 «oA 1 8.8 6.2415 7.2 11.14 13.3 5.17 4.908 15.6 9.6089 1.636 0.579 6.209 245.50 0.4137 247A 16 88.0 6.2816 7.3 11.66 13.3 5.07 4.83 14.5 0.5937 1.527 @.540 8.121 229.48 9.4249 Hf 16 =68.8 )=8.2978 7.3 11.42 13.3 5.19 4.17 15.7 6.603 2.058 0.728 9.186 247.89 0.4178 156 oA 88 «= 8.8 «8.4157 7.4 12.59 11.2 5.19 4.73 14.9 6.5956 2.1395 0.755 9.185 236.76 0.4188 258 oA 86 68.8 «6.4798 7.5 12.89 13.3 5.38 4.92 15.6 6.6044 2.181 9.771 0.238 249.14 0.3975 176 «oA 86 = 8.8 (8.4131 7.4 12.97 13.3 5.48 4.87 14.5 6.5963 2.512 0.888 9.306 231.36 6.4141 (Continued) (Sheet 1 of 3) A3 Table A2 (Continued) Gage Gage Gage Goda Goda Goda SHL Setup Right Right Four Array2 Array2 Arrayl Cale. Calc. with no meas. Ds Hao Tp Hao Hao Tp Reflect. Seiche Seiche Ovtp. Calc. Test Stora % setup in tank effective Coeff. Hao Amplitude rate Lp Rel. No. Type Gain ft. s2Vio ft. ft. sec. ft. ft. Bec. ft. ft. cfs/ft ft. Frbd. 122 86 «= 8.8) (0.8008 71.8 13.06 11.2 5.18 4.87 14.5 9.6059 1.778 6.626 6.182 225.28 0.4303 248 oA 80 «68.8 «8.3863 7.4 13.28 13.3 5.36 4.92 14.5 @.6011 2.124 0.751 6.231 230.98 9.4128 Pek) fi 88 «= 8.8 8.3844 7.4 12.99 13.3 5.39 4.85 15.6 0.5999 2.334 6.825 6.245 247.70 0.4071 263s 86 «68.8 «8.3399 7.3 12.59 13.3 5.44 4.97 14.5 9.6084 2.197 9.777 6.315 238.32 0.4129 254 ol 98 8.0 6.4862 7.5 14.43 13.3 5.63 4.92 11.5 9.6089 2.732 6.966 6.405 182.64 0.4401 ey fil 99 8.8 98.6230 7.6 14.18 11.2 5.40 4.92 10.4 9.6078 2.228 0.788 6.308 166.62 0.4339 MA OU 96 88.0 8.5480 7.5) 14.64 13.3 5.73 4.97 21.8 O.6114 2.841 1.004 0.438 351.52 06.3485 1 See 98 8.68 6.5284 7.5 14.61 11.2 5.47 4.81 10.1 9.5983 2.614 6.924 9.273 161.16 6.4636 249 =o 99 8.0 9.4799 7.5 14.69 13.3 5.61 4,94 10.9 0.6096 2.664 6.942 6.308 173.17 6.4476 OE) fil 96 «68.0 «68.6280 7.6 14.42 13.3 5.69 4.97 11.2 0.6057 2.767 0.978 8.355 179.31 6.4314 264 =o 98 8.0 6.4585 7.5 13.99 13.3 5.68 5.05 10.9 6.6159 2.609 6.922 6.479 172.95 6.4426 153 of 95 8.0 6.5806 7.6 14.74 11.2 5.59 4.85 9.9 6.6064 2.650 9.937 6.307 157.85 08.4605 125 =f 95 8.8 6.7203 1.7 14.92 11.2 5.57 504 10.1 0.6102 2.367 0.837 0.346 163.06 6.4236 178 «4 95 8.8 0.0000 7.8 15.45 13.3 5.87 5.03 21.8 6.6136 3.024 1.069 8.535 339.58 9.3769 260 =o 108 «868.8 §=8.7292 7.7 15.61 10.9 5.90 5.06 10.9 6.6236 3.041 1.075 6.488 175.75 0.4231 265 = so 108 «68.8 |S 8.5730 1.6 15.17 13.3 5.92 5.04 10.9 9.6149 3.695 1.094 6.585 174.14 0.4349 oe) 108 «88.0 @.5744 7.6 15.73 13.3 5.88 4.98 11.5 6.6216 3.1381 1.107 6.197 183.68 9.4388 250 =o 108 «68.8 8.5624 7.6 15.83 13.3 5.81 4.98 10.9 6.6147 2.994 1.058 6.442 174.03 0.4391 119 HE 308.8 -8.1085 6.9 3.87 14.9 4.26 3.87 15.4 0.6179 1.7838 06.636 6.047 237.17 06.5805 126 NE 388.8 -0.8454 7.0 3.89 15.1 4.24 3.17 15.4 0.6015 1.944 6.687 0.012 238.15 0.5165 186 NE 46 «68.0 -8.1041 6.9 5.15 14.9 4.66 4.24 15.5 0.6019 1.928 9.682 9.095 238.67 9.4697 181 NE 58 8.8 -0.0617 6.9 6.60 14.7 4.80 4.25 15.6 0.5876 2.286 9.791 6.122 240.77 6.4656 128 NE 50 =8.0 -8.0377 71.0 6.83 14.17 4.74 4.36 15.6 9.5983 1.873 9.662 0.058 241.15 0.4669 129 NB 68 «= 8.8 8.1009 1.1 7.99 14.7 4.84 4.54 15.6 0.587 1.667 0.589 6.123 243.32 9.4448 182 NE 60 «868.8 8.1876 71.2 8.62 14.7 4.84 4.53 15.6 6.5832 1.724 0.610 6.163 244.67 9.4287 183 NE 1 8.0 9.2730 7.3 9.44 14.9 5.00 4.55 15.5 6.592 2.8678 0.735 0.208 245.29 6.4218 130 NE 10 «68.0 6.1886 1.2 9.59 14.9 4,99 4.62 15.5 6.5889 1.882 6.666 0.169 243.99 9.4340 131 NE 86 «= 8.8 «8.3122 7.3 10.96 14.9 5.28 4.10 16.2 6.6004 2.404 9.856 06.230 257.51 6.4148 184 NE 809 «68.8 «8.3511 7.4 10.81 14.9 5.26 4.61 16.2 9.598 2.528 6.894 9.279 258.13 9.4069 185 NE 98 8.0 6.4298 7.4 12.04 14.9 5.49 4,71 16.2 0.6124 2.814 6.995 0.387 259.39 6.3968 132 WB 98 8.0 6.4585 TeSmelicnal 14.9 5.56 4.87 16.2 0.6149 2.698 0.951 0.324 259.85 6.3958 186 NE 106 «= 8.8 «8.5518 1.6 13.76 14.9 5.90 5.05 25.8 8.6171 3.050 1.078 6.513 416.09 6.3172 133 NE 100 «68.0 «8.5696 7.6 13.76 14.9 5.90 5.05 17.4 6.6304 3.050 1.078 6.448 281.81 6.3785 162 ff 30 = «9.5 -0.8187 8.5 4.84 13.3 4.99 4.60 14.6 0.6341 1.9238 6.680 9.137 247.06 6.3579 163 «oA 499.5 -0.8551 8.4 6.57 13.3 5.29 5.10 14.7 6.6052 1.405 9.497 8.278 247.92 0.3356 164 «=f 58 39.5 6.8899 8.5 8.32 14.7 5.33 5.18 14.7 9.5979 1.224 6.433 8.332 248.79 0.3283 241 od 60 «9.5 «8.0944 8.6 10.46 13.3 5.15 5.52 14.7 6.5931 1.603 9.567 8.537 249.92 6.3100 203s 68 «29.5 |= 8.8960 8.6 9.51 13.3 5.48 5.38 14.7 6.5908 1.387 @.491 6.447 249.94 0.3185 Heyl fi 60 369.5 «8.6877 8.5 10.21 16.9 5.17 5.57 14.7 9.5947 1.525 6.539 9.834 248.76 9.3132 165 ff 60 «69.5 6.0787 8.6 9.98 13.3 5.49 5.25 14.7 6.5929 1.629 6.576 6.413 249.71 0.3217 222s 17 9.5 9.1037 8.6 11.96 13.3 5.97 5.65 14.3 9.5984 1.993 0.673 0.582 244.52 6.3069 24 1 369.5) 8.1541 8.7 11.07 13.3 5.63 5.30 15.6 6.5984 1.896 0.670 0.547 266.66 0.3086 232 1 9.5 6.1562 8.7 11.84 18.9 5.85 5.54 14.7 6.5944 1.867 90.660 0.666 250.74 0.3057 166 so 1 9.5 6.2029 8.7 11.49 16.9 5.67 5.32 14.7 0.6014 1.960 9.693 0.537 251.36 0.3115 242 1 9.5 0.1674 8.7 12.04 10.9 5.86 5.57 14.3 6.5925 1.835 =8.649 «= .685 = 245.34 «= 8.3084 | 88 = «9.5 = 8.2626 8.8 13.57 13.3 6.07 5.57 15.6 8.5996 2.403 0.850 0.786 268.19 6.2926 205s 88 «69.5 = 8.2396 8.7 12.65 13.3 5.19 5.37 15.5 9.6058 2.184 6.772 6.648 266.26 6.3028 vee) Sil 86 «=9.5 = 8.2499 BAT Lasall 13.3 6.00 5.59 15.6 9.5975 2.170 6.767 6.694 268.01 9.2927 ye) Mil 88 «69.5 8.2108 eee ORES] 13.3 6.16 5.68 15.6 9.5962 2.398 6.845 1.629 267.45 @.2919 167 «of 88 «69.5 8.3175 8.8 13.09 13.3 5.86 5.38 15.6 6.6065 2.333 0.825 0.634 268.96 8.2967 (Continued) (Sheet 2 of 3) A4 Table A2 (Concluded) Gage Gage Gage Goda Goda Goda SHL © Setup Right ight Four Array2 Array2 Arrayl Cale. Cale. with no meas. Ds Hao Tp Hao Hao Tp Reflect. Seiche Seiche Ovtp. Calc. Test Stora % setup in tank effective Coeff. Hao Amplitude rate Lp Rel. Yo. Type Gain ft. ft. ft. ft. Bec. ft. ft. Bec. ite ft. cfs/ft ft. Frbd. 244s 98 9.5 9.3515 8.9 15.93 13.3 6.32 5.64 14.5 0.6115 2.860 1.011 8.856 251.17 0.2924 2342S 98 9.5 9.3798 8.9 14.92 16.9 6.30 5.67 14.5 0.6143 2.740 0.969 0.944 251.54 0.2896 224s 98 9.5 9.2928 8.8 14.93 13.3 6.43 5.19 15.3 6.6087 2.802 0.991 1.249 264.63 0.2850 206s 96 9.5 9.2899 8.8 14.65 13.3 6.06 5.49 15.3 6.6116 2.565 6.907 9.768 264.60 9.2956 168 «Af 96 869.5 «=O. 4197 8.9 14.57 13.3 6.13 5.47 15.3 6.6093 2.753 0.973 8.7938 266.38 8.2898 1170 oA 95 9.5 8.4437 8.9 15.29 13.3 6.26 5.55 15.6 0.6096 2.886 1.020 6.787 270.72 0.2834 235 «oA 108 = 9.5 8. 4526 9.8 16.34 13.3 6.44 5.75 18.2 6.6126 2.985 1.027 1.058 316.67 8.2623 209 =A 108 =69.5 +=8.2398 8.7 15.90 13.3 6.09 5.46 15.0 0.6172 2.699 6.954 1.046 258.49 @.3615 245 oA 100 9.5 = 8.4535 9.0 16.34 10.9 6.50 5.15 15.6 6.613 3.032 1.072 9.704 270.86 0.2764 225A 108 «869.5 =8.3545 8.9 16.09 13.3 6.52 5.81 14.5 0.6107 2.944 1.041 1.157 251.21 6.2863 154 NR 389.5 8.1413 8.4 3.83 15.7 4.48 4.39 14.8 6.6299 6.871 0.308 6.262 248.93 8.3754 155 NB 49 =69.5 -8.1202 8.4 5.54 15.5 5.08 4.90 15.5 0.6053 9.989 0.358 06.228 262.08 9.3420 156 NE 56 369.5 -8.1818 8.4 6.85 14.4 5.20 5.86 15.5 0.5925 1.209 0.428 0.425 262.26 0.3337 211 NE 68 «369.5 =9.8059 8.5 8.04 14.4 5.36 5.10 15.5 6.5874 1.668 6.598 0.406 262.97 0.3262 236 = 66 «9.5 = 8.8396 8.5 7.97 15.5 5.57 5.21 15.5 0.5866 1.988 0.703 0.546 263.45 0.3195 157 NK 68 «= 9.5 -8.0620 8.4 8.36 14.4 5.39 Seat 15.5 0.5846 1.354 0.479 9.533 262.01 0.3252 216 «NE 68 «=9.5 8.8886 8.5 8.19 14.4 5.49 5.14 15.5 0.5983 1.922 6.688 9.473 263.01 6.3242 226 «ONE 68 39.5 -8.1511 8.3 8.06 14.4 5.68 5.26 15.5 0.5876 2.157 6.763 9.658 261.55 8.3282 212 NB 17 9.5 9.6589 8.6 9.34 15.1 5.48 5.12 15.5 0.5854 1.946 6.688 9.493 263.72 9.3219 237 ONE 1 9.5 @.1210 8.6 9.45 15.5 5.67 5.25 15.5 0.5851 2.156 0.762 8.598 264.60 9.3133 227 NB 16 39.5 -0.0758 8.4 9.43 15.5 5.15 5.33 15.5 0.5827 2.171 9.768 6.939 261.81 0.3214 217 NE 16 9.5 9.1066 8.6 9.61 15.5 5.63 5.23 15.5 0.592 2.101 0.743 6.565 264.39 6.3149 158 NR 1 9.5 6.8068 8.5 9.82 155) 5.49 5.24 15.5 6.5851 1.647 6.582 9.567 262.97 9.3201 228 =A 88 69.5) 8. B11 8.5 10.89 15.5 5.96 5.41 15.5 0.5769 2.508 9.887 0.883 262.98 6.3136 218 =NE 89 «69.5 «8.1703 8.7 11.01 15.5 5.79 5.28 15.5 0.5849 2.369 0.838 6.651 265.29 0.3092 159 NE 88 = 9.5 | 8.8931 8.6 11.26 15.5 5.67 5.33 15.5 0.5833 1.924 6.680 9.653 264.20 6.3115 238 ~=sNE 88 = 9.5) 8.2284 8.7 10.94 15.5 5.84 5.36 15.5 @.591 2.324 6.822 0.573 266.16 0.3038 239 ONE 98 3899.5 9.3213 8.8 12.37 15.1 6.08 5.48 17.4 0.5895 2.627 9.929 0.832 381.83 6.2815 219 NE 96 «69.5 «(0.1831 8.7 12.07 15.1 6.21 5.53 14.5 0.5856 2.838 1.003 1.105 248.97 0.3056 214 NE 906 869.5 9.3743 8.9 12.48 15.1 5.95 5.43 19.6 6.5926 2.438 0.862 9.675 929.33 9.2729 166 NE 96 869.5 8.2683 8.8 12.56 15.1 5.90 5.44 15.5 9.5949 2.288 6.809 0.612 267.58 9.2974 229 —sNE 96 9.5 9.3046 8.8 12.63 15.1 6.12 5.45 19.6 9.5886 2.774 0.981 0.826 328.13 9.2756 230 ON 100 «9.5 = 8.3437 8.8 13.82 15.1 6.31 5.56 19.6 0.5915 3.000 1.061 8.798 328.80 9.2762 161 WB 108 «= 9.5 8.3548 8.9 13.94 15.1 6.16 5.57 13.2 0.5971 2.629 0.929 6.941 227.92 0.3042 220 =—ONE 160 «69.5 «8.2558 8.8 13.42 15.1 6.42 5.60 18.9 6.5886 3.152 1.114 1.127 9327.20 0.2734 215 NE 106 =69.5 =O. 4676 9.6 13.79 15.1 6.22 5.51 19.0 6.5971 2.898 1.022 0.833 338.92 0.2655 240 = NR 1006 =69.5 8.3914 8.9 13.55 15.1 6.35 5.55 19.6 6.5949 3.074 1.087 8.966 329.62 0.2679 (Sheet 3 of 3) A5 .. de i ne a ae a ==“ iSese 4 =) a =~ a= oe ta Sees £23222: Es -_ = at - = Pay a We Re a At oo Lay ie Le dae \ ee eee Ua ee a A ik Mid on a iw el iy 4 a Whats 7 fi 7 i : MEE) Se a Sees yoo rite ea on = interes ee Lae 1 A enero on me (O40 F gaant? b iy % ; 7 yaks a oe ae oe S rire APPENDIX B: COMPARISON OF SEAWALL PERFORMANCE AND BEACH EROSION EFFECTS 1. To compare the relative effectiveness of the two seawall geometries and to estimate the overtopping rates for a beach erosion level different from the one that was tested, regression coefficients must be determined for Equa- tion 3 (main text) for each data set. Table Bl lists the regression coeffi- cients determined for the Phase I seawall data set (A), the Phase II seawall data set (B), a partial Phase II data set (C) containing only the test results for the 100 percent values of the design wave height at the wave board (DWHAWB), and a partial Phase II data set (D) containing test results for only those tests with a 70 percent or less DWHAWB. Table Bl Regression Coefficients for Phase I and Phase II Data Sets Regression Coefficient Data Set a » cfs/ft oi A, Phase I Seawall 52.3 -13.19 30 to 70Z DWHAWB B, Phase II Seawall 50.4 -13.67 30 to 100% DWHAWB C, Phase II Seawall View -7.476 100% DWHAWB D, Phase II Seawall 37.94 -13.89 30 to 70% DWHAWB The data curves for data sets A, B, C, and D have been drawn through the data and are shown in Figures Bl, B2, B3, and B4, respectively. 2. Comparisons of the overtopping rates between the two seawall geome- tries and the different beach erosion levels can be made by computing a maxi- mum zero-moment wave height Le at the structure toe. From earlier wave max tank tests (Ahrens and Heimbaugh, in publication*) it has been found that the * References cited in the Appendixes can be found in the References at the end of the main text. Bl Q, OVERTOPPING RATE, CFS/FT Figure Bl. Q, OVERTOPPING RATE, CFS/FT Q = 52.3exp (-13.19 F’) 22 SS S= RELATIVE FREEBOARD (i2 NS mo Pp Q versus F!' data plot for Phase I seawall, data set A (30 to 70 percent DWHAWB) F (Gia US RELATIVE FREEBOARD, F’ = Figure B2. Q versus F' for Phase II seawall, data set B (30 to 100 percent DWHAWB) B2 C,-OVERTOPPING RATE, CFS/FT 0.2 100 PERCENT DWHAWB DATA 0.3 0.4 0.5 0.6 0.7 RELATIVE FREEBOARD, F’ = ————__—_ (H2 L.) 1/3 m Figure B3. Q versus F"' data plot for Phase II seawall, Q, OVERTOPPING RATE, CFS/FT data set C (100 percent DWHAWB) 30 - 70 PERCENT DWHAWB DATA Q = 37.94exp (-13.89 F’) 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 F RELATIVE FREEBOARD, F’ = —————_—_ 2 17/3 Hoece)) Figure B4. Q versus F"' for Phase II seawall, data set D (30 to 70 percent DWHAWB) B3 0.8 approximate limiting value for the zero-moment wave height is given by H 2nd. — = 0.10 tan h |> (B1) p /max P By substituting this (HL value into Equation 1 (main text), a corre- max sponding relative freeboard parameter F' can be determined. This value of F' then can be substituted into Equation 3 (main text), and a Q value can be calculated or read from the appropriate data curve (Figures Bl, B2, B3, and B4). This Q value is representative of an average overtopping rate associated with a maximum Hee for a specific local still-water level (swl) at the structure toe d. - The d. value used in these calculations should include an estimate of the setup which could occur at the project site. The Q values determined in this manner can then be intercompared, and percent differences and/or percent decreases in the overtopping rates can be computed. 3. Overtopping rates calculated using data sets A, B, and D are listed in Table B2. Phase I and Phase II seawall comparisons expressed in percent decrease in Q for the hurricane event at the three swl's tested are given in Table 2 of the main text. 4, Overtopping rates calculated using data sets B and C are listed in Table B3. The percent difference and percent decrease in Q given in Table B4 and Table 3 (main text) were determined using the calculated Q values for the hurricane conditions in Table B3. B4 “Za seeyj,iou = YN s‘eueortTziny = WH x 800°0 eae 909°0 L°8 B8L° CIC 7° CT 9°9 9°0 0°9 orl aN 900°0 IZL°€ T€9°O L°83 €0°O8T L°el 9°9 9°0 0°9 orl H 7S0°0 GYE°Y CLY°O Lede 29° 627 7° CT 9°L 9°0 orl 0°8 aN T70°0O T€e°v €647°0 Lf 76° €07C {Sl 9°L 9°0 O°L 0°8 H 1Z7°0 €97°S 72£°O c°9 OL°CSZ 7° GT 6°8 7°O G’°3 G°6 aN 97E°O c7C°S 8ee°O o°9 9E°7C7 L°€l 6°8 7°O c°8 G°6 H a (ATUO suted ZOL 02 O€) T1TeMmees om], eseyd €10°0 USL 909°0 L°8 VL" GUE 7° CT 9°9 9°0 0°9 O°L aN 600°0 IZL°€ T€9°O L°8 70° O8T L°el 9°9 9°0 0°9 Ord H 6L0°0 Gye°y . 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Percent decrease in Q for +3.4-ft NGVD beach elevation versus +1.0-ft NGVD beach elevation. 1 Percents are based on Q values calculated in Table B3 using only the 100 percent DWHAWB data points (100% data). tt Percents are based on Q values calculated in Table B3 using all the data points (30 to 100% data). B7 et MS 8 tern toe sp i a ie an ie tl emt ee ee — breeuctssvals od eed De ote, te Tapa rot D nt gone: minis anboratl ear son ive Pawan Wit AT8d, {Gt 08 my eh oH sep se mi vy, re, ras aid Powe Ss ipas ‘ se eed ? or) ee OG 7H efi | potigwita donod i Ms eths ante l eieay a Ree! i (tas ganliev, 2, to feck! ems ajaeomae! ts teteh ROOT), a2nteg ete TWRIWT Dea peR OTs wih GAN Cade agg RR te ie Bly ated ertew io) ann bagel ane winodpet me * : + twat Rott og na mah a 4 ai APPENDIX C: WAVE SETUP AND SEICHE EFFECTS 1. During analysis of the overtopping test results, it was determined that wave setup and seiche were present in the wave tank. Wave setup is the superelevation of the water surface above normal still-water levels (swl's) and is related to wave breaking. Wave setup is caused by the radiation stress (wave-induced transport or momentum) of the waves progressing toward the shore (Seelig and Ahrens 1980). A seiche is a long-period standing wave which oc- curs in an enclosed body of water such as a wave tank. Seiches are commonly found in the prototype in lakes and embayments; consequently, they are un- likely to be found along the open coast of Virginia Beach. Wave Setup 2. Wave setup which occurred in the wave tank increased as the percent gain of the design wave height at the wave board (DWHAWB) increased. Setup became significant only at the higher gain settings. Wave setups as high as 0.3 and 0.7 ft (prototype) were reached in the Phase I and Phase II studies, respectively (Figures Cl and C2). As would be expected, the setup was greater for the lower swl conditions of +8.0 and +7.0 ft National Geodetic Vertical Datum (NGVD). The effect that setup had in the model was to effectively in- crease the local swl at the structure. This increase was accounted for in the relative freeboard parameter F' by simply adding the measured setup to d, ’ the water depth at the structure toe. By increasing d. » the average free- board F and significant wavelength 7 were also adjusted. Accounting for setup in the data analysis in this manner implies that wave setup which oc- curred in the wave tank was the best estimate of wave setup that would occur at Virginia Beach. Wave Tank Seiche 3. Initial data analysis showed that a seiche was occurring in the wave tank, and it was determined that much of the data scatter seen in Figures 8 and 9 (main text) was due to this seiche. Figures C3 and C4 show the calcu- lated seiche wave amplitude plotted versus the percent gain DWHAWB. The fig- ures clearly show how the seiche wave amplitude increased as the percent gain Cl WAVE SETUP, FT WAVE SETUP, FT WAVE SETUP, FT 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 (0) -0.2 PERCENT DWHAWB Figure Cl. Setup versus percent gain (DWHAWB) at swl's of +9.5, +8.0, and +7.0 ft NGVD, Phase I C2 WAVE SETUP, FT WAVE SETUP, FT WAVE SETUP, FT SWL = +8.0 FT NGVD PERCENT DWHAWB Figure C2. Setup versus percent gain (DWHAWB) at swl's of +9.5, +8.0, +7.0, and +6.0 ft NGVD, Phase II seawall C3 +9.5 FT NGVD SWL 14 ‘8’30NLIIdWYv 3HOISS +8.0 FT NGVD SWL 13 ‘8 '30NLINdWV SHOISS +6.0 & +7.0 NGVD @ +7.0SWL +6.0 SWL LEGEND — 13 ‘8 '30NLI1dWv SHOISS PERCENT DWHAWB Seiche amplitude versus percent gain (DWHAWB) for Phase I seawall C4 Figure C3. +9.5 FT NGVD SWL a aida hae el ie =F] Teahads aaa, maezT | aa errs [aes al 2 ke 1 2s & Ye © SO 2 O8GOG EG ES 14 ‘e‘30NLINdWv 3HOI3S 14 ‘e8'30NLINdWv 3HOISS 13 ‘8 ‘S30NLIMdWv 3HOISS PERCENT DWHAWB Seiche amplitude versus percent C5 gain (DWHAWB) for Phase II seawall Figure C4, DWHAWB increased. The seiche wave amplitude was computed by first calculating the H associated with seiche. This (# ) was calculated by taking mo mo : seiche the total Ho measured in the tank (single Gage 4) and then subtracting from it the wind wave Hino measured on Goda Array 2 (Gages 5, 6, and 7). Using this (# ) » the seiche amplitude a_., was then computed: MO siche seiche (eee eer (cu) total wind seiche Bo) i seiche *seiche — 4 v2 (ee) Some of the seiche in the tank now can be accounted for by changing the form of Equation 3 (main text) to the following: v= ’ a Ces Q exp [oF = (Cor c) | (C3) where Q' = dimensionless overtopping rate made dimensionless by 1/2 dividing Q by (gk? ) » Where g is the accelera- mo tion of gravity 1? C.> C3 = dimensionless regression coefficients F' = dimensionless relative freeboard parameter F = average freeboard in feet a = amplitude of the seiche wave in feet Figure C5 is a plot of the measured overtopping rate during Phase II seawall tests versus the predicted overtopping rate using Equation C3. Figure C5 shows that the predicted rates agreed well with model results. Figure C6 shows the physical model data again with the predicted Q values from Equation C3 represented by darkened circles. Although the predicted Q values of Figure C6 do not correspond exactly to the measured data values, the figure indicates that much of the data scatter is attributed to seiches in the wave tank. Figure C6 should give the reader confidence in the data collected and should calm any fears created by the data scatter. C6 Q OBSERVED Q, OVERTOPPING RATE, CFS/FT Figure C6. 0.9 0.8 0.6 05 0.3 sae r | a a PERFECT CORRELATION _|® @ 8 AND PREDICTION LINE PS a a a a a f Lio | a a r 2 a Ble Bs a ] a a % a = a a - a a a | é dd bas 0.1 0.2 0.4 0.5 0.6 0.7 08 0.9 1.0 V1 1.2 Figure C5. Q PREDICTED USING EQUATION C3 Observed Q versus predicted Q for Equation C3 model ——— + >? o LEGEND eo D OBSERVED DATA ia} o @ PREDICTED USING EQ. C3 ry o e o eo Bot ® @o BD ef? %& o Phase II data plot showing predicted Q 0.40 0.45 0.50 0.55 0.60 RELATIVE FREEBOARD = ——-—— Cy) from Equation C3 C7 values j = , i Degen lia ; yy i * es j 7 ws Q hasos wee. ealeome hal "heveneda” _ stv47 Eatin C9 are oon, a ag eit eet eo aay TT ie ‘i enc, ‘ie hac oe Aye ty 4 - ' ij _ ve = . j * ms : Rare - re ea ws al hy -_ = a | . i capil dine jee ep ia 1? a oy tee. - = Pam. * i seat * rie ee Se ae _* - y 0 i 4 : ? CT ee oe a ee ee ey? ae ' € , if Tebias Seatac Uh Fe ny: Mae lee };,- = . a sia a ae a - Hw ei Soa + = co * e. SO eed eo H Pak) . » “= v ix | oy na . : 4 nes ae a tare o5 R PCRART ee OPT Cpe aie Aa aterm >, Sie Ce Cia 4 f Cie eis ote ‘ r eet, sy ; ata Ds aft i thy | ae igh ig wells hy) seth 4 abel a : ———)= i weer ~ . "i meets prears norey “A igre <# Ny Py ee pare we ole AN dies oh (OH Wien l S au WW hes an ners fy RA ie, the Chauris 2 \ ; ; pel aml areca vein gmts palit Ah Git om, your nal: vehi ee ae eee dhe 8c ye Seton: eh hie weve ia = a: " ern eran a nett neces ated: a vie ; ire wah { sa : 7 bi ta a | - i "3 = t : i fee APPENDIX D: WAVE PRESSURE TEST RESULTS Presented in Appendix D are two tables, one summarizing the pressure test conditions (Table Dl) and the other listing maximum wave-induced pressure (Table D2) to which the seawall was subjected. D1 Table Dl Summary of Pressure Test Conditions RUN STORM SWL GAIN SAMPLING SAMPLING NO. (Ft) (CA) RATE INTERVAL (Hz) (sec) eee 1 HU 7.0 kal] @) 2000 ZOO-3S20 ee HU Zo) 100 2000 200-330 Ff HU Ho (8) kali @) 2000 6900-630 4 HU aaa) 100 2000 600-630 a HU 7.0 wi @) 2000 900-930 & HU 7.20 100 2000 900-930 7 HU 7.0 30 2000 1200-1230 8 HU 7.9 100 2000 1200-12230 9 HU 7.29 50 2000 1500-1520 10 HU 7.09 100 2000 1500-1520 ib al HU 7.20 ta @) 2000 O-1800 VA HU Z/o(9) 100 80 O-1800 Ves HU 8.0 SO 80 200-220 14 HU 8.0 100 2000 300-320 15 HU 8.0 be @) 2000 600-630 16 HU 8.0 100 2000 600-630 107i HU 8.0 rah @) 2000 900-930 18 HU 8.0 100 2000 900-930 19 HU 8.0 ta @) 2000 1200-1220 20 HU 8.0 100 2000 1200-1230 21 HU 8.0 30 2000 1500-1520 Be HU 8.0 100 2000 15300-1530 23 HU 8.0 50 80 O-1800 24 HU 8.0 100 80 O-1800 AS HU oS 530 2000 200-320 2 HU Oc 100 2000 200-330 Uf HU oS =O) 2000 500-630 2 HU 9o8) 100 2000 600-630 29 HU oe) be @) 2000 900-930 =e) HU as 100 2000 900-930 asal HU Cae) 30 2000 1200-1220 Re HU oe 100 2000 1200-1230 es HU oS 30 2000 1500-1520 24 HU 9.35 100 2000 1500-1520 235 HU Foe 30 BO O-1800 36 HU OR ies 100 80 O-1800 BS HU os 30 1000 300-360 28 NE Pos 100 1000 300-360 ey) NE Pa) ber @) 1000 600-660 40 NE ates 100 1000 600-660 4i NE Oo bs 30 1000 900-960 42 NE Dos) 100 1000 900-960 a NE Co) a @) 1000 1200-1260 44 NE oS} 100 1000 1200-12460 45 NE 5S 30 1000 1500-1560 46 NE Rae 100 1000 1500-1560 47 NE 5) 30 = 1@) O-1800 (Continued) (Sheet 1 of 4) D2 Table Dl (Continued) RUN STORM SWL GAIN SAMPLING SAMPLING NO. (Ft) (%) RATE INTERVAL (Hz) (sec) 48 NE Have) 100 80 O-1800 49 NE B.0 ka] 0) BO 0-1800 30 NE 9.0 100 80 O-1800 sl NE 8.0 rail @) 1000 UIO—250) 52 NE 8.0 50 1000 435-495 oS NE 8.0 sO 1000 825-885 54 NE 8.0 gO 1000 1020-1080 33 NE 8.0 so 1000 1185-1245 36 NE 8.0 30 1000 1710-1770 Si7/ NE 8.0 100 1000 220-280 38 NE 8.0 100 1000 420-480 a, NE 8.0 100 1000 585-645 60 NE 8.0 100 19000 1265-1425 61 NE 8.0 100 1000 1680-1740 62 NE 8.0 100 1000 1740-1800 = NE 7.0 be) BO O-1800 54 NE 7.0 100 80 O-1800 65 NE 7.0 SO 1000 150-210 66 NE 7.90 sO 1000 470-530 67 NE Uo) ba} @) 1000 790-850 68 NE 7.9 30 1000 980-1040 69 NE 7.0 re) 1000 1265-1325 70 NE 7.0 bork @) 1000 1495-1555 71 NE Zo 100 1000 120-180 72 NE 7.0 100 1000 180-240 3 NE 7.0 100 1000 340-400 74 NE 7.0 100 1000 420-480 75 NE Wiehe) 100 1000 340-600 76 NE Ho) 100 1000 600-660 UY NE Zo) 100 1000 765-825 78 HU Vo ber) 80 O-1800 VU? HU Vo® 100 80 O-1800 80 HU 7.0 kar) 1000 285-345 81 HU Yi) ba @) 1000 445-505 82 HU Wo ®) 30 1000 310-3570 83 HU 7.0 30 1000 600-660 84 HU 7.0 kat) 1000 690-750 85 HU Yo® bw @) 1000 875-935 B46 HU Za 50 1000 1035-1095 87 HU 7.0 30 LOOO) Ne 751s 88 HU Ho®) So 19000) 1440-1500 B9 HU 76 @) tail @) 1000 1530-1590 90 HU Vo® kor @) 1000 1605-1665 Oil HU 7.0 100 1000 1730-1790 92 HU Ho®) 100 1000 1440-1500 93 HU 7.0 100 1000 1380-1440 94 HU Yo®) 100 1000 1080-1140 95 HU WoO 100 1000 1020-1080 96 HU Yo) 100 1900 905-9565 (Continued) (Sheet 2 of 4) D3 Table Dl (Continued) er Say PS or ee eee eee eee RUN STORM SWL GAIN SAMPLING SAMPLING NO. (ft) (2%) RATE INTERVAL (Hz) (sec) 97 HU Yo (8) 100 1000 810-870 98 HU Fo 100 1000 690-750 99 HU 7.20 100 1000 300-360 100 HU gah) 100 1000 240-300 101 HU 7 o® 100 1000 160-220 102 HU 8.9 50 80 Oo-1800 103 HU 8.0 100 80 O-1800 104 HU 8.0 bw] @) 1000 120-180 105 HU 8.0 So 1000 230-390 106 HU 8.0 50 1000 590-6350 107 HU 8.0 Fa @) 1000 900-960 108 HU 8.0 So 1000 9460-1020 109 HU 8.0 bal) 1000 1080-1140 110 HU 8.0 bt @) 1000 1260-1320 a 54 ah HU 8.0 50 1000 1280-1440 A sl HU 8.0 tar @) 19000 1420-14680 il Ss HU 8.0 +i @) 1000 NY VON 7/7/O) i14 HU 8.0 100 1000 60-120 115 HU 8.0 100 1000 130-190 116 HU 8.0 100 1000 200-260 117 HU B.0 100 1000 270-320 118 HU 8.0 100 1000 ZS0-390 tS? HU 8.0 100 1000 400-460 120 HU 8.0 100 1000 460-520 121 HU 8.0 100 1000 530-590 122 HU 8.0 100 1000 600-660 NBS HU 8.0 100 1000 675-735 124 HU 8.0 100 1000 780-840 PE HU 8.0 100 1000 850-910 126 HU 8.0 100 1000 1095-1155 27 HU B.0 100 1000 1180-1240 128 HU 8.0 100 1000 1410-1470 NAG) HU 8.0 100 1000 1540-1600 120 HU 8.0 100 1000 1660-1720 epi HU 8.0 100 1000 1730-1790 S2 HU O58 ba] ©) 1000 1660-1720 Mh HU oS) 30 1000 1720-1790 124 HU 5S 50 1000 120-180 135 HU Was 50 1000 190-250 126 HU Po) SO 1000 SSO0-—S90 5 57/ HU oH 50 1000 400-460 128 HU 258) 50 1000 480-540 139 HU Po 50 1000 550-610 140 HU Oo a 50 1000 720-780 141 HU ORs) 50 1000 790-850 142 HU 968 kart @) 1000 890-950 143 HU 9.5 bai6) 1000 960-1020 144 HU 4 50 1000 1120-1190 145 HU Fo B bea @) 1000 13220-1380 (Continued) (Sheet 3 of 4) D4 Table Dl (Concluded) RUN STORM SWL GAIN SAMPLING SAMFLING NO. (Ft) (%) RATE INTERVAL (Hz) (sec) 146 HU 5S kal @) 1000 1400-1460 147 HU OR) 30 19000 1470-1530 148 HU oF 100 19000) 1590-1450 149 HU oS 100 19000 1660-1720 150 HU oS 100 1000 17230-1790 151 HU Orie) 100 1000 80-140 152 HU 5S 100 1000 180-240 153 HU ORs 100 1000 250-310 154 HU 5 100 1000 370-430 VES} HU aS 100 1000 5350-610 1546 HU Site 100 1000 885-945 157 HU Oo sh 100 1000 1980-1140 1358 HU os 100 1000) 1200-1260 159 HU OP) 100 1000 12320-1380 1460 NE OPiS) kar) 1000 300-360 161 NE oS 100 1000 S00-360 162 NE ORT beri @) 1000 500-640 163 NE oS 100 1000 500-660 1464 NE oS) 100 19000 1200-1260 165 NE ORD bali @) 1000 1500-1540 1466 NE 9.9 100 1000 1500-1560 167 NE B.0 ball @) 1000 1710-1770 168 NE 8.0 100 1000 220-280 169 NE 8.0 100 1000 20-480 170 NE 8.0 100 1000 385-645 171 NE 8.0 100 1000 12365-1425 172 NE 8.0 100 1000 1680-1740 173 NE B.0 100 1000 1740-1800 174 NE 8.0 1006 19000 1740-1800 ee ES ee (Sheet 4 of 4) D5 Table D2 Maximum Wave-Induced Pressure RUN STORM GAIN MAXIMUM FRESSURE, FSI, FOR INDICATED ELEVATION,FT. NO. & SWL (2%) (£t) +14.,0 sl en Sh +10.4 SEG Fe sP7/n ZL +6.2 1 H7 50 1T.O2 4.18 N26 WS 27.74 10.45 6.08 2 H7 100 25.08 0 ae 18.81 16.135 29.64 6.08 a H7 bal @) Bq ahr 3.204 Lig al 14.63 238.50 27.2356 4 H7 100 19.76 Bo Se 2.4 al 5 ES) 34.29 Siac = H7 39 6.84 Bip 2S 190.26 20.90 11.40 6.08 & H7 100 (Bo 17 Bq A? Wo le So, Ste} 19.00 17.48 Y H7 tar) 24.89 4.37 10.83 20.14 Sil 6 Pe 29.07 8 H7 100 4.94 =. 80 13.87 9.00 WSIq AS Fo lz 9 H7 at) git 2.456 Yo EY 28.50 43.13 16.135 10 H7 100 G25 ats? Oa hal 2o).08 12.54 26.22 11,02 3 H8 50 S85 (BIZ/ 6.84 BUG Xa) 16.72 BAK SS 4.94 14 H8 100 20.14 il 5 Oye WSi6 (237/ 18.81 S55 S48) 3. So 1S H8 So RS\5 & 7.41 5 SS 14.06 19.00 11.02 14 H8 100 11.78 4.94 47.21 1268 15.96 Oo HS 17 H8 30 Eie\g Be }5 al 7/ Leo 4S She) 5 Bz 23.56 Sioa) 18 H8 100 V5 He 8.93 5 NG) 25. O08 18.81 15.58 Ws H8 50 WerG Sy jy ZAG) 20.14 74.10 44.08 20.14 20 H8 100 14.44 6.08 31.54 21.09 17.48 3.89 21 H8 So 18.81 O52 BY oN Y Sl 6 ES 34.96 11.78 ae H8 100 24.51 Uo Be esq al 12.49 B55 SAO) Atel (Oke) aS) H9S aL @) 64.22 8.9% 20.71 24.96 TS}\5 4.735 A H9S 100 41.80 1o. 8S WS He 24.22 11.97 6.46 27 H9S 30 38.90 5 20.71 24.89 WA6 UES Bio FS) 28 H9S 100 40.28 Yo le? 44.08 eG Ye 9.50 bot GY 2 H9S 50 23.94 6.84 435.98 20.90 20.14 Se oe 30 H9S 100 Baio 7 7260 26.058 16.15 19.57 Wo GEA Sy H95 a1 @) 25.46 \5 N/ Bo) 4 Yi 70.49 Bo SS) 3.42 a2 HOS 100 BS) Axe) 6.84 27/5 G5) Nite ZA3} iL GS? 4.56 Pits H9S ker @) 2.18 8.74 37.24 22.04 15.96 3.380 24 H9S 100 BAS) 5 (Ss 8.74 25 SAS 21.47 26.41 ero, 37 NESS ber @) 43.02 10.45 23.44 17.48 46.17 4.55 58 NE9S 100 H/o VY Fo 25.08 27.74 LO 69S V2 OSs 29 NESS sO 46.535 10.07 BY NY AO BS 21.47 4.37 40 NESS 100 41.61 10.26 BG Wik 22.04 25.84 Wa GAZ! 41 NE9S ait @) 41.61 9.69 39.14 SG SS} VHo@7 4.27 42 NESS 100 40.09 a Bal BV, Bil 29.64 =O. 59 You? 43 NE9S aL @) IS 5 Z/ Co WE BBA (837/ 43.32 Se Oe 7.60 44 NE9S 100 39.90 10.07 64.98 20.97 24.135 5 Shal 45 NE9S bat @) 539.247 Le 78 65.74 40.656 tea Sh 10.83 45 NE9S 100 ES i=) il 3l 6 G7/ GS), BAS! Ee , ORS 25. 469 6.08 Gz) NEB bar @) NEGLIGIBLE che NES ba) Ay Sas? 4.735 24.51 18.43 30.78 11.40 ae NE8 bart ©) Rxa\ Pe Bo He 21.09 18.05 24.96 24.58 54 NE8 50 14.44 5 See At3}5 Bal 5 FAs} BAG a) 14.06 at NE8 30 10.07 3.04 30,02 RA8) 5 FX9) 18.43 12.54 3 NEB rea @) G25 He) 10.64 NO) SAR FREES See 24.22 Oreplec tety7/ NEG 100 WB 5 2S 10.64 Big Ss 45.98 22.04 La a 3B NE8 100 2 SIS Do chal Weis 77 BO) OY 19.76 10.45 (Continued) (Sheet 1 of 4) D6 Table D2 (Continued) RUN STORM GAIN MAXIMUM FRESSURE, FSI, FOR INDICATED ELEVATION,FT. NO. & SWL (7%) (#t) +14.0 ez ete +10.4 +9.2 rly IL st Ofte 39 NE8 100 42.55 il 5 Sh? 20.78 27.74 Wej5 Ez) Woo 60 NE8 100 105.64 N25 BS) 30.02 28.69 30.21 OS 6l NES 100 36.10 10.64 13.87 EI, BIG SS Qo ey 62 NE8 100 Holly fet) Leioiaval ails S72 ah) 5 CPEs 13.68 AX) Nas 65 NE7 bar @) 11.21 4.18 29.435 59.14 Wa S7/ 10.64 66 NE7 50 hilo SY 3.42 ig ANS} WO) TAS) 28.69 sila (oy &7 NE7 50 8.74 4.94 al 6 Ss) 43.51 Ate \o ale 15.20 68 NE7 30 VG SY 3.42 23.18 21.66 60.23 21.47 49 N=E7 SO 2.04 2.28 18.62 21.66 BSG TAs 10.23 7a NEZ7 50 11.02 Big ee) 16.72 BIG NO VOSS 14.623 wal NE7 100 265 LS 8.55 15.01 ROB GS WG ers} Tah 5 ee/ 72 NEZ 100 LOSS 9.50 13.87 29.435 21.66 20.14 & NE7 100 RAO) 6 Se Beiog 16.72 Sag hs} 15.58 14.82 74 NE7 100 14.63 Wo (Oss 534.34 sb oh SP7/ 32.49 Wepre) 73 NE7 100 10.64 3.89 28.31 BY, Gk) PEESA MS} 40.29 76 NEZ7 100 23.94 8.74 Sia Grey 16.53 21.47 SG abal UY NE7 100 24,32 7.60 10.64 18.24 18.62 LOG AS) 80 H7 fat @) 10.07 3.61 40.85 17.48 25.08 45.03 81 H?7 bari @) Bcc 3.39 Vee YS REPO KS) 47.50 18.62 82 H7 So 9.88 2.261 19.76 Seoe 21.09 28.88 t= fas H7 50 11.59 4.94 17.86 PSG ate) 17.19 20.97 84 (la/ 50 25.46 iq (3 h7 ib SY FT) Ris) 20.02 PS FB 85 H7 bar ©) 9.88 3.42 SG LB 14.44 S25 ab 88.73 B6 H7 ba] @) 6.65 tea 8.26 11.02 17.48 Slcos 87 H7 50 Sorel 2.28 10.07 13.49 15.01 29.26 88 H7 bar @) 17.48 4.56 15.20 5o. 67 BSS 6 U/a) 19.28 89 H7 bat) 24.70 8.356 BN asys) Bl aS) 41.04 16.15 90 H7 bea) 10.64 3.70 292.90 SAG) 2/7 17.86 IO95 AG 91 H7 100 24.01 Do 2 22,04 LOE OS A) 5 {SS Co So) 97 H7 100 435.22 10.64 17.10 18.05 BIL N7/ i eeean CR H7 100 56.24 8.74 26.12 29.26 13.30 20.90 94 R7 100 24.70 10.83 18.62 Ore FOS, Stal G79) 12.68 Sy) H7 100 18.24 6.84 20,25 32.06 26.22 10.25 96 HZ 100 Sao 190.45 WO) 1S? TOSS Bia\ 5 ee 21.85 Se 147 100 23.18 Do NF 295.08 ESI ots} 20.78 18.62 98 H7 100 25.84 9.50 14.63 28.88 WShq (257/ aol 5 G7 99 H7 100 40.85 Mahi ZAS} 19.76 ea abs? Ao teye 10.26 100 H7 100 Ate} 72.98 5 TS} 17.48 19.19 11.40 101 H7 100 IG SS 9.88 28.12 22.04 15.01 RG (=i 104 H8 50 NEGLIGIBLE 105 H8 ber ©) NEGLIGIBLE 106 Hg 50 NEGLIGIBLE 107 H8 30 NEGLIGIBLE 108 H8 50 NEGLIGIBLE 109 H8 bar) NEGLIGIBLE 110 HB 50 NEGLIGIBLE al akal H@ 50 NEGLIGIBLE 112 H8 30 Bo s/® 4.735 ab S77/ 19.38 735.43 1S). 87 113 H8 ai) 16.53 Gn 2 35.10 Neh TES WO25 S87 (Continued) (Sheet 2 of 4) D7 RUN NO. 114 115 116 117 118 il at? 120 ihaal 22 123 124 125 126 127, 128 129 120 eS 132 33 134 135 136 137 128 139 140 141 142 143 144 145 146 147 148 149 150 151 152 153 154 155 156 WSY/ 158 159 140 161 162 STORM & SWL (#t) H8 H8 H8 H8 H8 H8 H8 H8 H8 H8 H8 H8 H8 H8 H8 H8 H8 H8 H9S H9S H9S H9S H9S H9S H9S H95 H9S H9S H9S H9S H9S H9S H9S H9S H9S H9S H95 H9S H9S H9S H9S H9S H9S H9S H95 HIS NE9S NE9S NE9S Table D2 (Continued) GAIN MAXIMUM PRESSURE, (Zh) 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 30 30 30 30 sO 30 90 39 rer] ©) 50 50 bar] ) So) 30 ra] @) 30 100 100 100 100 100 100 100 100 100 100 100 100 SO 100 rah ®) +14.0 iSse9 30.59 26.41 24.32 19238 Sonos 59.46 39.71 68.21 26.03 29.26 16.53 112.67 28.69 53.08 43.51 24.89 19.76 25.65 25.08 48.24 24.89 46.55 28.88 25.65 34.20 56.45 47.12 75.43 Ln 26 54.53 44.27 31.16 106. 02 27.26 19.38 61.37 BS, ie 60.04 26.98 37.81 33.44 50.54 27.36 29.07 Sls 2 45.41 25.84 BG IAL FSI, en +10,.4 6.65 15.20 5 Be Sh CAS) 7.98 BSo SS 10.07 21.47 Coad? 37.24 8.74 14.44 10.26 20.14 10.64 BR AS Soe: BO no BS 7.60 Bo BS 7.03 B35 BY 0 Be AOS 2 10.07 bah G SiS) VoD 18.05 9. te 24.89 Oo il 25.46 7.03 17.86 6.27 15.58 Zad@) 39.67 8.17 26.98 Sa 21.28 9.50 78.47 10.07 34.77 10.07 33.06 9.88 50.54 CoD Who ts 8.55 16.15 8.26 38.76 10.45 5346.05 Sens EG. 67 Oo NZ 2Y 59S 10.236 20.14 10.07 37.243 10.45 22.04 Fo he 22,42 W a (ORS 17.86 Lal Of BY oo ha 8.36 15.20 10.64 20.14 8.74 RXO)G BS 9.88 43.22 7.98 39.47 11.02 24.51 9.50 1023.17 dow? BE 11.78 BOG SY elven So Se 10.26 P25 (oil Or plic AO)5 BE (Continued) D8 FOR INDICATED ELEVATION,FT. Gin 26.22 Bal 5 ah 2) BB) 20.14 25.94 18.24 17.10 20.90 So HD) 12.54 20.71 24.13 17.10 23.44 Bil OF 22.80 9.88 V5 Be 67.45 24.20 19.745 24.259 16.24 23.18 33.06 19.28 Bo) 5 (BS 17.48 Z0.023 20.97 19.43 AB), Hal Be DY BO 5 7) 16.15 17.67 17.86 20.52 Ie) 5 20.14 21.09 ilo Bu To Sie 27/5 NY Eo ab al =0O.78 Aa a aT 19.95 16.24 win of 13.30 21.09 Sena 19.95 21.65 29.52 =O. 14 63.84 59.16 29.90 17.67 61.94 24.70 24.89 V5 Ss 14.82 14.82 16.15 30.78 16.24 18.43 17.48 24,20 26.79 30.59 RYO) 5 BP Bq iS) 23.94 B4.39 Bo hy 25.40 NEG {E}Z/ 15.96 196 OS il 5 (37/ 24.01 22.04 29.45 16.53 17.96 20.78 17.48 28.12 14.65 24.58 19.00 20.59 20.14 +6.2 21.66 9.51 7241 23.94 14.82 3.89 17.67 15.96 28.69 6.65 14.82 12.54 8.55 30.21 10.44 WANG eal 13.49 2.35 12.16 Bo TZ 4.94 4.56 4.75 Jeol 6.65 =. 42 6.65 16.24 raya) 2 ocd 4.18 6.635 Sa) 9.88 19.57 7-60 9.69 Zo Se 6.635 9.12 6.65 6.46 6.27 6.46 4.56 15.96 8.17 7 avs 4.94 (Sheet 3 of 4) Table D2 (Concluded) RUN STORM GAIN MAXIMUM FRESSURE, PSI, FOR INDICATED ELEVATION,FT. NO. & SWL (7%) (4) +14.0 +12.5 +10.4 ar sPihn ZL +6.2 163 NE9S 100 34.72 9.12 34.39 24.13 68.40 8.93 164 NE9S 100 46.74 8.74 20.52 11.59 11.59 3.89 165 NES 30 28.88 9.69 20.52 RO lS 34.58 4.56 166 NE9S 100 536.05 9.69 38.38 14.06 Ze 72 7298 147 NE8 rai @) 19.238 6.65 5 Oh) 84.36 15.20 6.84 168 NE8 100 24.51 6.65 15.20 18.43 22.80 222 169 NE8 100 17.48 6.08 19.38 23.735 24.58 5.46 170 NE8 100 33.44 9.51 14.82 40.85 23.18 6.65 171 NE8 1900 $3.65 10.64 24.32 17.48 20.33 32.11 1723 NE8 100 31.54 B. 26 14.63 16.53 16.72 6.46 173 NES 100 42.56 10.07 19.76 19.00 14.44 13.87 en ec eed ee SEM a te ee ee ee ee ee (Sheet 4 of 4) D9 ule t Ki ‘ie sa Sk a ui nt pte - i re iene sorerrtied riven irc vy i ie eee "Fane j i i { if | ‘ Mh i 3 1 al { I i ‘i i i it i } | f i | oyu i Ab i} 7 i APPENDIX E: NOTATION Value ranging from 0.55 to 0.65 Dimensionless regression coefficient Water depth at the structure toe, ft Average freeboard, or that distance between the crest of the seawall and the local mean water level, ft Dimensionless relative freeboard Water depth, ft Energy based zero-moment wave height, ft Significant wave length associated with the peak period HS 5 ine Linear scale of the model Model and prototype quantities, respectively Overtopping rate, cfs/ft Regression coefficient, cfs/ft Specific gravity of an individual stone relative to the water in which it was placed, i.e. S. = Teal Wee Peak period, sec Weight of an individual stone, 1b Spectral shape parameter, peak enhancement factor which controls the sharpness of the spectral peak Specific weight of an individual stone, pcf Specific weight of water, pcf Spectral shape parameter, low side decay factor Spectral shape parameter, high side decay factor El ‘5 e De i a rege a . 7 meh a pw cata 4 ag seta nA Hota am vig akact tinge , te tk i A ee ee ti om 7 Wiae’ Loses | a | ws | a “yeies «tectatt ene — a a om viban sett: * pried ne, ir eacgr ye te, toh eh ewig! eptsegl | * _ - ~ tk a" ae wt a Serica wh pun ta a 7 ee” SST tira ¢, | dye: jboreoy: tout, i oa a) i | - | ; ui anos Salton we ao wigioM oy a i side abcbuares dadady enraAy, ‘venice ese pe ly halt Wiha » wang? ee Fy iy vite poner aw To Ntgkww yh oege ec ec Bee eon wang hae wad (tanner ny eqs Levqdonz, | a, ie cial: 5b ae ai are eke Ne: = Laraiage ny aah - Mya : ar, y Dili i iy Nh re io ih 2 i ia Hy