B Fen 1956 PSE SE LEON kets af Nath At lettre le And Weve fare ge OF Che. radar (7eKas ) ors 6 E€9?E200 ToEO go HIYA IOHM/18lN UNITED STATES SALVAGE ASSOCIATION. tne. EXECUTIVE OFFICE 99 JOHN STREET NEW YORK 38, N_-Y. CABLE ADDRESS: UNISALVAGE,N-_Y. New Yorn Fepruary 26TH, 1956 EFFECTS OF NORTH ATLANTIC WIND AND WAVE FORCES ON __THE RADAR (TEXAS) TOWERS THIS RFPORT DFALS WITH WIND AND WAVE FORCES ON tHE "TexaS TowrRs", RADAR DEFENSE ISLANDS OFF THE New ENGLano Coast, No ATTEMPT HAS BEEN MADE TO EXPLAIN OR INCLUDE THE ELABORATE FORMULA REQUIRED FOR STRUCTURAL ALLOWANCES, WHILE §N SOME RESPECTS THIS REPORT MAY APPEAR TO BE INCOMPLETE, ITS PURPOSE 18 INTENDED ONLY TO DESCRIBE THE NATURAL OBSTACLES THAT Had TO BE OVERCOME {ano UNDERSTOOD) 18 THE DESIGN AND ERECTION OF THESE TOWERS, PREPARED BY? HERBERT Evans CH ACEA AoA “ +A ERD ANA EA! oh Ye {A r Gaile ¢ 1AOY V Wald Aaoy wel GAO LaTOS vaaungs4 vie) CIDROA e vA OMA OviW QWOT (2A). 9AGAl JT wel . WO SY9RO1 TVeW CRP OM1H Hrd Byete TAOHIA ZiMT “aie 2Omaie) Tawa Hates eR woOT BartT” 907 pTeatd OMS SONA WIM. DHT POU SSA AO WIAA T OF JFOew HSRe Caw Poamyrvea of ABUT SUATS #52 QIVIVOI® BIUMHOT FPKMOMR Id FHI be LA otial | ATOR AWO DR AAFAMA Ya TRGOIR ZIMT STIINSWM FeOe wt Pit HW ¥ yRo ardnaTAl & i FROWUG BPA pets [ED OM 28 oY "OT ony TAMT 221 7aTRAS AT ee TAY OTP PR Oe 70 “yy wae “an 48 J" "| {Hoot en ow. awa) IMOIRIAVH 35 eae a 2h 3WOT PERM AO wRTOIA® tra opnagaee e¥nvd TAIRA ACKNOWLEDGMENTS FURST AND FOREMOST, THE UNITED STATES SALVAGE ASSOCTATION, INCORPORATED, MUST ACKNOWLEDGE ITS ENDEBTEDNESS TO THE DEPARTMENT OF THE UNITED STATES NAvY, BuREAU OF YARDS AND DOCKS, FOR USE OF THEIR FEASIBELITY REPORT WHICH WAS THE BASIC GUIDE AND AUTHORITY §N THE COMPELATION OF THIS TEXT3 ALSO TO: ADMIRAL EOWARD SmiTH, Ue. So Ne HYOROGRAPHER Woonos HOLE OCEANOGRAPHIC INSTITUTE FALMOUTH, MASSACHUSETTS Dr. We. Je PIERSON, PROFESSOR OF OCEANOGRAPHY New YorRK UNIVERSITY New Yorn, NEw YorK GAPTAIN Jide ALBERS (GEC) U. S.. N. OFFICER tN CHARGE OF TEXAS TOWERS BosTON, MASSACHUSETTS Dr. P. C. RUTLEDGE OF THE DESIGN FIRM, MORAN, PROCTOR, MUESER AND RUTLEDGE New York, New YorK . CO UNIVE SNT As PART | WAVE EFFECT ON RADAR TOWERS AND A GENERAL DESCRIPTION OF OCEAN WAVES. PART 11 ANALYSIS OF MAXIMUM STORM WINDS AND WAVES. PART t11 TIDES AND TIOAL CURRENTS. PART IV SAFE CONSTRUCTION PERIOD WAVE HEIGHT DESIGN STRESSES. PART V WAVE HEIGHT ABOVE MEAN SEA LEVEL. PART V1 FATIGUE, EMBRITTLEMENT AND VIBRATIONS? ABRASION FROM WATER-BORNE SAND. PART VII DRAWINGS AND DIAGRAMS PAGE i2 13 ey a ot i “THAa '. , Ait of ir “amano. A ona eae. roe ce ‘29979 SvAW HY Bi sR avaw WAIIO 40 HO} TA NIE oe ti TRA eaeuw oma eeniw wagte UNI RAN: 40 B12 UAMA’ bee TRAG (evageeus uacit Gna ego1T vi TAAG ‘THOIGN 3VAW BO) 444 wGrTouArenes 2402 ese@eante wolexo VO TRA .d9003 ABS WASM 3V9G4 THDe aw BvaAW IV TRAN an Si yaMorTAHaTy aun TWaNaaeT ragna aavarrad »GHAE WMROS“AITAW MOAT HOLEAREA Eka iiss flak ee Beth eaanoud ota gauiwand yah | sme WAVE EFFECT ON RADAR TOWERS PART 1 WAVE ACTION WAS ONE OF THE MAJOR PROBLEMS TO OVERCOME IN DESIGNING THE RADAR TOWERS FOR PERMANENT ANCHORING OFF THE ATLANTIC COAST. IN DECIDING THE TowER'S POS- ITION, CONSIDERATION WAS GIVEN TO WAVE REFRACTION AND DIFFUSION (DUE TO THE SHOAL'S SHAPE) TO MINIMIZE WAVE EFFECT. IN ORDER TO UNDERSTAND HOW CALCULATIONS FOR WAVE EFFECT WERE MADE, SOME IDEA OF THE OCEAN WAVE'S CHARACTERIS— TICS WILL BE REQUIRED. THE MOST COMMON TYPE OF WAVE IN THE OPEN SEA 1S THE WAVE CAUSED BY THE WIND. WIND DOES NOT BLOW AT A CONSTANT VELOCITY, BUT ALWAYS IR IRREGULAR GUSTS, AND THESE GUSTS SUBJECT THE OCEAN SURFACE TO IRREGULAR UNEQUAL PRESSURES WHICH DEFORM IT FROM A LEVEL SURFACE INTO ONE OF TROUGHS ANO CRESTS. THE SIZE OF OCEAN WAVES DEPEND UPON THE STRENGTH OF WIND, iTs' DURATION, AND THE EXTENT OF OPEN WATERS OVER WHICH !T BLOWS. FROM OBSERVATION 1T 1S FOUND THAT THE LENGTH OF WAVES ARE INCREASED WHEN THE LENGTH OF FETCH, OR LENGTH OF THE WATER TO WINDWARD, 1S INCREASED. THE ENERGY OF A WAVE, AND CONSEQUENTLY iT'S DESTRUCTIVE FORCE, DEPENDS UPON IT'S LENGTH, HEIGHT AND VELOCITY. THE LENGTH OF A WAVE 1S THE HORIZONTAL DISTANCE FROM TROUGH TO TROUGH, OR FROM CREST TO CREST. THE HEIGHT OF A WAVE 1S THE VERTICAL DISTANCE MEASURED FROM THE BOTTOM OF THE TROUGH TO THE TOP OF THE CREST. THE PERIOD OF A WAVE 1S THE TIME INTERVAL IN SECONDS BETWEEN THE PASSAGE GF TWO SUCCESSIVE CRESTS PAST A FIXED POINT. aa av AW 907 1 enor TAsU9 Ad. wou omATengany oF | daa avAw WA390 BUT 30 Aaoh. eet a a | ORNs ‘ion leaden eo AW iu guy 2) ‘dad Ha%o 3HT wi avaw co yayx nowNoD tem, HiT A TA WOJ9 TOM 2300 OWIW .GMiw INT Ya @aswar avaW GWA .2teuo Basuaasai v1 2vVA¥JA THA: UPL IOS BY. TMATE ROD PALVOSAAE OF SIAIRUS BMATIO. INT OAL OUR ereva 324nT BOASAU2 WIV3IN A MOAF TE MROASOA HO1HW ‘2 4NG]s IAS Aug BHU weWA22G VO ALLE ANT .8t@9H2 OWA EHOVONT 30 BNO -OTHI oOTTARLS, “ert (414 %® RTOWBATe DHT HOSU OHUS90 aay AM ewos8 TH Mo dw nave BaaTAW waao Ww THATKS- ane ame (23vay 70 HTOM34 BHT TAHT awied ar re no) ravesene oes id eyeh 40 ,HITI9 FO HYOMSI GAT WanW Oseqasout 3 ry Se 943. OKA. ht wen? Se nate SAYWOXEROM JBT a1. awaAw - ‘10. BSRo at Team ry aD oe QUAYBAYM JOWATSIQ JADITHIV ANT Bi ‘avaw. bs eT@ RNS BHY 40 40T SHt ot ‘He ees any aie worn GWG I98 M4 savnatint away ant ah & YRAG ereans:: aviete seaue hl "9 IAG 2AS o gotaaa at mei | SS TMTOS OKT | a: IM BAT dideptohige viel %) ,ORAWOMIW OT ASTAW oaWT sr rE na avarsuayTedo a'r TAT HSUpIEROD hel. j, THE VELOCITY OF A WAVE IS THE RATE AT WHICH IT'S CRESTS MOVE FORWARD, OR THE VELOCITY EQUALS THE LENGTH DIVIDED BY THE PERIOD. By APPROXIMATION, THE VELOCITY IN KNOTS NEARLY EQUALS THREE TIMES THE PERIOD !N SECONDS. THE MAXIMUM LENGTH OF A WAVE IN THE NORTH ATLANTIC APPEARS TO BE ABOUT 1,600 FEET WHICH CORRESPONDS TO A PERIOD OF ABouT 16 SECONDS. LONGER WAVES MAY HAVE BEEN REPORTED FOR THE NORTH ATLANTIC, BUT THEY ARE EXTREMELY UNUSUAL AND THE OBSERVATIONS ARE QUESTIONABLE. AVERAGE SIZE OF ATLANTIC WAVES - WAVES FROM 500 To 600 FEET IN LENGTH ARE SOMETIMES ENCOUNTERED IN THE NoRTH ATLANTIC, BUT GENERALLY THEY ARE FROM 150 To 300 FEET with PeRiops FROM 6 to & seconps. EXTREMELY HIGH WAVES ARE OCCASIONALLY REPORTED FOR THE NORTH ATLANTIC, THESE RANGE UP To 60 FEET IN HEIGHT. THE VERY HIGH WAVES ARE USUALLY LITTLE WAVES ON TOP OF BIG WAVES, ANDO AS SUCH THEY DO NoT INVOLVE MUCH WATER IN THE PEAK REGION. [N SOME OF THESE "VERY HIGH WAVES", MUCH OF THE ENERGY 1S SPENT IN UP AND DOWN MOTION RATHER THAN FORWARD MOTION. THUS, THE ENERGY AVAILABLE IN THESE OVER- SIZED WAVES WHICH CAN BE SPENT IN A HORIZONTAL DIRECTION MAY NOT NECESSARILY BE THE SAME TYPE OF FUNCTION OF WAVE HEIGHT AS FOR LOW OR MEDIUM WAVES. DISTURBANCE BENEATH SURFACE THE DISTURBANCE SET UP BY THE WAVE MOTION EXTENOS FOR SOME DISTANCE BELOW THE SURFACE, BUT THE SIZE OF THE ORBITS, THROUGH WHICH THE WATER PARTICLES MOVE, DECREASES RAPIDLY WITH INCREASE IN DEPTH, AT A DEPTH EQUAL TO ONE WAVE LENGTH, !T tS LESS THAN A FIVE HUNDREOTH PART OF WHAT !T WAS AT THE SURFACE, SO THAT WATER AT THAT DEPTH MAY BE CONSID=- ERED UNDISTURBED AND ANY MOTION ASSOCIATED WITH THE LARGEST OCEAN WAVES |S ItNAPPRECIABLE AT EVEN MODEST DEPTHS. WAVE EFFECT IN SHOAL WATER WAVES FROM DEEP WATER ARE MODIFIED AS THEY GET INTO SHOAL WATER. WHEN THE DEPTH IS REDUCED TO LESS THAN ONE-HALF THE WAVE LENGTH THE ORBIT OF THE PARTICLES ‘et oat Hons 38a aren Soe man ye aTmOW ) BOHOD 32 3 be Hauehs Sasa BTW 123%. Oog “Ro GaTRodaa- yisanetedaco ‘aa Hi Tag Od: er su 2DWAR 28 SH: Satta VOIAURM: AA eee TOW OW PUNT: Hue. BA: ava BavAW 0.18. om a, | amos wh: SMOLOSR. HADI. ant Wh RATAW Hum av 400M: 2) Youaus ant Ww HON y Tea we ae } yea" 3e3n7 CRAWA DS. BAHT, FANTAAR POT TOM RIOR OMA Ru wh AMSA. > “A3VO: SEIMT Wi FIVAILAVA YORAM] BHF .SCKT “pROLTOM ns: JATHODINOH A Wh FUER Fe WA Horne BIVAW OBKIe-. AO DAES BMAS BH 3a YIPRACEIOIM TOM VAM MOATIBALO.s. +e aV AWS alt 3h 89. WO3 AVI 8A THEIAW S¥AW BO MOITIHNG: COMBERA MOT TOR IVAW HT va as Tae. ‘ssuabanetara, any 2 ase: Set THR (IIAWTS BHT WOISH BIWATEIG BOE RO - ERSIITAAR RATAW INT HOIMW HAVORHT ,BYIBAG BHT YO -HTSSG Mi. TEAIHIMI RTEW ¥AQLSAR SF2ANAND 30 2oVOn: > 2egd224. Fi NTanay 9VAW FMO OT ZAURR HT4930 “4 TA aHT TROCAW OTe TAMW AO THAN HTOIRERUE BVI A WAHT “O13000308 YAM HIRO TART TA ADTAW TABY 02 , Joa dnve 3k Roaw ce et geet, Neage nine. WA GasRuTeioNU gana VEIGOM HOVG TA PYRATIAMATAMT BY CAVAW WAFIIO Feronas - oh BS orton or SRT SSA en ASIAN JACM Ah Tet. ay uae , Ori Rae PHT. ee at 21 dom, aA HaTAW 8O30 MORI BVAW > - WAMT: S91 of. GRdUeaR- EY UPAR IAT WanW VRATAW JAOHe SSW TR ary See ae F sudiel tht KYOUI2 AVAW BHT: FIAH~2MO +4 Di ic “4 COMMENCE TO BECOME FLAT. THE PERIOD REMAINS UN- CHANGED, BUT LENGTH AND SPEED ARE CREASED, THE WAVE BECOMES HIGHER AND SHORTER, THE CREST ARCHES FORWARD AND FINDING ITSELF UNSUPPORTED BY SUFFIC~ 1ENT WATER ON THE FRONT, DASHES DOWNWARD, PRODUC ING A WAVE BROKEN INTO SURF. SWELL AS WAVES MOVE BEYOND THE WIND-~SWEPT REGION THEY GRADUALLY LESSEN IN HEIGHT AND GIVE RISE TO GENTLE UNDULATION KNOWN AS SWELL, OR GROUND SWELL. THE TERM SWELL 1S ALSO USED TO DENOTE THE GRADUAL DYING DOWN OF WAVES THAT THE WINDS HAD PREVIOUSLY SET UP, A STORM WAVE MAY BREAK AS A SPILLING BREAKER SEVERAL TIMES, OR EVEN CONTINUOUSLY, AND THE CREST ANGLE WILL BE ABOUT 120°. NO VERTICAL FRONT WILL APPEAR. IF A SWELL BREAKS ON A SHOAL, IT WILL LOSE MUCH ENERGY AND NOT BREAK AGAIN AS LONG AS THE WATER DEPTH REMAINS CONSTANT. THUus, ON THE INSIDE OF A SHOAL, ONLY SPILLING BREAKERS WOULD GE GENERALLY EXPECTED. NOTE: No ATTEMPT HAS BEEN MADE IN THIS REPORT TO DESCRIBE OCEAN WAVES CAUSED BY OTHER FORCES OF NATURE, |.E., SUBMARINE, EARTH QUAKE, OR SUBMARINE VOLCANIC EXPLOSION. Puls awe a. a MWA YOR S43 BO CAE AMSA © A Ce ae NAO, fewarne on pGsAIEIG OF) TAT AM, a aecren i" cTAue PART If MAXIMUM WINDS AND WAVES A STUDY OF WEATHER MAPS FOR THE LAST TWENTY YEARS HAS YIELDED THE RESULTS SHOWN IN TABLE '{". THE WAVE PREDICTIONS IN THIS TABLE ARE BASED ON A STUDY MADE AT NEW YorK UNIVERSITY FOR THE BUREAU OF AERO- NAUTICS, UNITED STATES NAVY, THE RESULTS OF WHICH ARE CONTAINED IN. PRACTICAL METHODS FOR OBSERVING AND FORECASTING OCEAN WAVES’, JULY 1953. TABLE | ANALYSIS OF MAXIMUM STORM WINDS AND WAVES ANALYSIS BY Woods HOLE OCEANOGRAPHIC INSTITUTION USING WEATHER BUREAU MAPS. WINDS Ave. Dura- Max. Wave He !GutT* Vee ON) (Re TCH Vet. AVE. oF 104- RIES DATE Dirk. Mein | HRS. Mi. Mev. HiGHesT Ft. IRRICANE Sept. 2l,'30 SSE 30 8 400 120 50 IURR! CANE OG rwe W'S S 5) 5 500 fe) 4 »TORM Dec. 3-4, '37 NE 55 30 600 5 LG STORM Nov.29-30,'45 E {0 30 SC) 7/5 -SKO) 66 STORM Seni. 225058 S Lo cu 600 50 2 iTORM » Nova Fe alS3 E 60 30 600 10 8 NOTE: DurRING THESE MAXIMUM STORMS GO% oF ALL WAVES WILL BE LESS THAN O.f/ TIMES THESE HEIGHTS, BUT SINGLE MAXIMUM WAVES MAY BE I|[.5 TIMES HEIGHTS LISTED. {T WILL BE NOTED IN TABLE “f° THAT THE MAXIMUM WIND OCCURRED DURING A HURICANE AT A VELOCITY OF [20 MILES PER HOUR AND THAT THE COMPUTED AVERAGE HEIGHT OF THe 10% HIGHEST WAVES 1S 66 FEET DURING AN EAST~ ERLY STORM. THE COMPUTED WAVE HEIGHTS ARE BASED ON Wri fy, aa A STATISTICAL PROCEDURE OF ANALYSIS APPLIED TO WAVE SPECTRA CONFORMING CLOSELY TO ACTUAL SEA WAVES. THIS THEORETICAL METHOD HAS BEEN CHECKED FOR SEA CONDITIONS WHERE THE MAXIMUM HEIGHT OF WAVES tS APPROXIMATELY TWENTY (20) FEET. NO CHECKS ARE YET AVAILABLE FOR HIGHER SEA CONDITIONS, ACCORDING TO THE STATISTICAL THEORY, MOST OF THE WAVES IN A STORM WILL BE CONSIDERABLY LOWER IN HEIGHT THAN THE AVERAGE OF THE [0 PER CENT HIGHEST WAVES; BUT, THEORETICALLY, ONE WAVE IN ONE THOUSAND DURING MAXIMUM STORM WILL HAVE A HEIGHT |.5 TIMES THE HEIGHT OF THE AVERAGE OF THe JO PER CENT HIGHEST AND ONE WAVE IN TWENTY THOU- SAND MAY BE EVEN HIGHER, ${N THIS CONNECTION, IT MAY BE WELL TO QUOTE COMMENTS FROM THE NEW YORK UNIVER- SITY REPORT AS FOLLOWS? "EXCEPTIONALLY HIGH WAVES REPORTED AS RARE OCCURRENCES HAVE BEEN ACTUALLY OBSERVED. THEY ARE OFTEN REPORTED BY SEA-GOING MEN AND THERE HAS BEEN A LOT OF SPECULATION AS TO HOW AND WHY THEY FORM. THESE HIGH WAVES FORM BECAUSE THEY ARE A BASIC PROPERTY OF THE RANDOMNESS OF THE WAVES. IN HEAVY SEAS, OR FULLY DEVELOPED SEAS, THESE OUTSIZE WAVES ARE VERY UNSTABLE. THEY MAY BE BREAKING AT THE CRESTS AND PRODUCE A WALL OF PLUNGING WHITE WATER OUT IN THE MIDDLE OF THE OPEN OCEAN. THESE OUTSIZE WAVES THEN ARE DESTROYED BY THEIR VERY HEIGHT. THUS, IN A HEAVY SEA, THEY ARE RARE." THE SCIENTISTS OF THE WoODS HOLE OCEANOGRAPHIC INSTI- TUTION AGREE THAT THE ouTSIzeE oR "GIGANTIC’ WAVES DO OCCUR AND THERE ARE NUMEROUS RECORDS IN MARITIME REPORTS AND HISTORY OF SUCH WAVES BEING OBSERVED. HOWEVER, THERE IS SOME LIMITING HEIGHT BEYOND WHICH THE OUTS$ZE OR GIGANTIC WAVES WILL NOT OCCUR. THEY DO NOT KNOW WHAT THIS HEIGHT IS, BUT BELIEVE THAT _IN THE NORTH ATLANTIC #7 1S IN THE GENERAL ORDER oF GO TO 9O FEET. WHILE SUCH WAVES ARE ADMITTEDLY UNSTABLE, SELF-LIMITING AND OF RARE OCCURRENCE, THEIR EXISTENCE CANNOT BE IGNORED AND CONSIDERATION MUST BE GIVEN TO THE EFFECTS OF SUCH A POSSIBLE GIGANTIC WAVE ON A STRUCTURE FIXED TO THE SEA BOTTOM, ty 0% ahsAta Rete te 3. fi al ya le ; Bw. emu waikan ay au aut a0 a bs a, Ha v Y 1 ‘W449 og aur . . bic gg r “MAD Wont YR Aa OPeAg: i BH k COHY "¥VAGH WE. @avAW BHT AW GS tOtOO JEAN ease)” WiNAGNE 4G YAM VQRT) oo Suds AO AAW BS ae gO WaNO BHT 49 Pant Ya cavoareso saan hae ee angie 4 aRA WARE woasieTuo : ia ie 40. ein he “ay ROaaA | oe ee Saar Ava WOH ieee oe wo Sa lervo aut Loe eel WORN TOW OG” Aa WEROW: ‘aur Leet T3931: OR OF “OHA OMI TIME aya! auiaaee vk. ousonaT 38° ‘TOMH AD), a Beds "Hou 2 0 eroaiaa WHT avr OF Oana SaurQuATe hy Oates HLIM SA113s0dd YSMOL OL NOITLVI494 HLONST BSAYM G3L¥VINIT¥O 40 wysovrd S30)L 3IWSNLXS (is) qaA37 vaS NV3W 3AvM ONTMY2uaG (, GC) 3.({ | WAWIXWW 40 AT! 404g A 4 fae 1s MN ZA0SY .OH THLEN2 3 WM TSW 3A08¥4 {2th “HLON3T 3AYM ,QO09 TSW 3A08Y ,Q*tt SHLON3T 3AWM Onn A wz SS f 5 = le) HOOUEC=) C0 age #00696- 1009 | a #009GhI-, 02h BI4NO04 TvLOL Q 109! OL 10S fysiun 30 H1id3Q 3AYWM LHO 3H ,00d! 119 “LHDI SH YsMol | aN ana es savel: wxbe. Rt a 40 Liaise any Haid tT VAaMi mr agasl ‘- wom’ ei 1: ae EO TUT T OE SN aiaei ato, genes. 9 70, eys3we 906508 amas 184 Gh a og a Ae on Tow ei posgue doy 9X4: ae ae wouoan® Q38020% IMQ>aa WADI YaRIMa BAK saree AE SRR: ASN INT Bb BAT: “ets ria Wonks anaae . i waOue 4 30 SOT HO aNIGIVRe FO RaW TMA “8! a0a0 2) YG OITIITOHe HAVONTIA abel ‘pane OF ysAone YITHILILIIVS 2h. awaG @” Rt ee te, ne O4You S.4F es Aawe, le) WOLF ARIWRD 38 yeuns Rae AE EA ROTOR) BUG Tae ce2) A 4a eee : BO GS Vakeeea ae Th ate A a? Ae wot az43e SURSOAe A NWOBHM. | tant ehy pee ar “baron. AMDS | .UGUTAIOS Om io sso TOARD: aHt 40 MO. G3nA0. Ja WAI ~8avaw MAU Te MOR’ wet yU8 FIMO WAM 340, O2Sh TSUABONG Gye e'yonog MOVADO TESA) AUG AO 30ATS THRESH SMV A LT MORD SUGAROVATMU PARTY MIID EMG) TARO! eanr 5) | a S30 atte IT, J23we | Ww iM O8GKATe SMF, Haetigeas, AO MOLTIARIIA ROT, ADIN BOT eh) we MOVERATA ANT HOTOAT Ae OF JIGME he othe ae SHE ORR, FUCA AO Pe ADO OMY AIA. wu ae G4ivore hai d 2 noni vata aT ORS Pee 3 Sanat LeHOD yaa PIVLSROMO ROW SLEYIAWA DIAN 2SH Vi GANOE ASHE ee ot 2atse GaZogons TA 2I2IWR AC AWI2VIGF GRA iT ARQINIO IR GIVOHVORA SmI - Tans: GAVFILIG, 21° Th 1 OsMIATS 30 3 AN \ PUUVORA THIGH OMA AA YT 48007009) 2 moteag: | ~1OWO) JGaWe AIM A209 YHA Tewi ada MG tToatonm Lye “SND MIV IM OITLE GICOMONN BHT DR, MUDD VAM TAHT. wort | SMI SUI04 GUA MOL TANIM3O9M AIMIEZOR 10 HOTIAT GAT ears A SHAMOOT G21 THTATS IMU FM) HAAS erMaeaNh @a34aMe 30. WAOAT AST QM* ALAATLAD MOPZAG AG MOATISIIE GVATAMNZEHOD.- ee [IN OPEN OCEAN, WAVES TAKE THE FORM OF SEA OR SWELLS. THE FOLLOWING 1S A BRIEF SUMMARY OF THE CHARACTER- 1STICS OF SEAS AND SWELLS TAKEN FROM aA New York UNIVERSITY REPORT: "IN A SEA, THE WAVES ARE IRREGULAR, CHAOTIC, SHORT~CRESTED, MOUNTAINOUS AND UNPREDICTABLE. HIGH WAVES FOLLOW LOW WAVES IN A COMPLETELY MIXED UP WAY. THE CRESTS ARE ONLY TWO OR THREE TIMES AS LONG AS THE DISTANCE BETWEEN CRESTS.ee INDIVIDUAL CRESTS CAN APPEAR TO BE TRAVELING IN DIFFERENT DIRECTIONS VARYING BY AS MUCH AS 20 OR 30 DEGREES FROM THE DOMINANT DIRECTION. THERE ARE WAVES ON TOP OF WAVES, AND CRESTS WITH DEPRESSIONS IN THE TOP... THE PAT— TERN OF THE SEA NEVER REPEATS ITSELF AND NEVER DUPLICATES ITSELF. NO TWO AERIAL PHOTOGRAPHS OR WAVE RECORDS OF A SEA WELL EVER BE EXACTLY ALIKE. THE PATTERN CHANGES RAPIOLY WITH TIME. THE HIGH WAVES DIE DOWN AS THEY TRAVEL ALONG ‘ND SOON DISAPPEAR, NEW WAVES, WHICH WERE ONCE VERY LOW, FORM AND BUILD UP TO TAKE THEIR PLACES. INDIVIDUAL WAVE CRESTS CAN DISAPPEAR COMPLETELY IN THE?R TRACKS AS THEY TRAVEL A DISTANCE AS skORT 48 5OO FEET. "IN A SWELL, THE WAVES ARE MORE REGULAR, LONGER CRESTED AND MORE PREDICTABLE. HIGH WAVES (COMPARED WITH THE AVERAGE) FOLLOW HIGH WAVES AND LOW WAVES FOLLOW LOW WAVES. WHEN THE WAVES ARE HIGH, FIVE OR SIX WAVES OF NEARLY THE SAME HEIGHT WILL PASS IN A ROW. WHEN THE WAVES ARE LOW, THEY CAN REMAIN LOW FOR MAYBE AS MUCH AS A MINUTE AND A HALF. #F THE WAVES ARE INCREA- SING IN HEIGHT, THE NEXT WAVE WILL BE HIGHER. IF THE WAVES ARE DECREASING IN HEIGHT, THE NEXT WAVE WILL PROBABLY BE LOWER. A GUESS ABOUT THE HEIGHT OF THE NEXT TWO OR THREE WAVES TO PASS ON THE BASIS OF WHETHER THE WAVE WHICH HAS PASSED 1S HIGH OR LOW AND ON THE BASIS OF WHETHER THE HEIGHTS ARE {NCREASING OR DECREASING WILL BE RIGHT VERY OFTEN. A SWELL 1S PREDICTABLE IN A SHORT RANGE SENSE. THE CRESTS ARE MUCH LONGER -- AS MUCH AS SIX OR SEVEN TIMES THE DISTANCE BETWEEN THE CRESTS. THE PATTERN 1S STILL AS BASICALLY UNPREDICTABLE OVER LONGER TIME INTERVALS AS THAT OFTHE SEA.” HBNe surely tea ~wavaan wad saeetreaey ee Wr aes WAY ZHOITI IANO seat ee oo pe ane otwawimpe ° Ty RORY 2738036" ‘OF! #0! . awk) .23¥AW NO SOT KO. “@3VAW Ins anna | Ag Pat WANS ae FOE amt wi. eMOV2e9RGI 0 HT he RIVA OWA Nj4eTl BT ARMSA BaviH ‘ese 7H “SMSARBOTONS Jat RIA OWT on” -Tapets Vit SARS 38-0349 159 PIB « +O Beans SINT, Wriw. Ya; aha 2 10W ARS WR ITT AG: 3 “AMOJk 29VART YoHT ea WOO 310 Cova i ey ha nee aaKo JRIW ROlMW .c2vaw wah Re mm ae baer 229478 BITRT aay OF AU Bhlbe “GHA MAOF @) Pt VIITPSIMOD SAIAGAZIO HAD 2TeARO Bvaw javavrawk: 8h MAT ONG ‘6 SV ART YOHT 2a. 2n90h) BEOMT : 91337 068 ‘aa —_ giovos “\fibluasd a HOM ita 2ivaw “y) SIVAW MOSH SV IRATIVOIAG 390M a OFT eS" CAVAW HOIM WOIIC) (BOARIVA SHY, ire oatae SavAW ANT MIRW, 23a WOs WOS FOF eavaw wos ams SWA2 BHT VORAIM: VO BavAW. RES RO) cra hs Henk aS pet ee GRA BavAW SKY MoHW QwOm A ML eted Job SNE AH a ae ee Ta ¢A HOUM CA 3eVamM 809 WO) HEANOR MAD TOME, i) | “in TRIBIAE BHA Ca¥aW GHT AL 2 4ZAN A OMA: -IYUKIN A j TO a AAR DH Fe UST SVAN TRON 3h Thon see Bee erie: KEW Jat .tTHoLIA ME ONIeRanIIA YAA eIVAW 3 at UF ne NT Weas Zeaua As QW aWwOu 38 ¥ JOABORG UM a We 7 la ara 2ea% OF 29¥YAW JIAHT 20 Cwt THIM HY WO” ‘HOt SH a. 7 anew O4@Ga9 2a wOLMW IVAW SHY ASHTIMW 90 21RAG BHT WO SMY @INVIhw 40 €tshe FUT BO OMA WO AD a 30 dstW OMPEATTS IO 5 OnIAAIADRI FAe BPWeroe am pit Eppagas 2h 388 Bo hata: aRavoraorae —_ (> | SM NGeMON H3GM JHA BTeTa7 Gat waenae Jouae TRONE (5) WEAMTSB FOHATZIO FHT BINT Wave! WO RIE Ba Howe oe OO NPADERAS 2A Ss1Te @F WASET RG SHT ete es (TF aMP BA RIAVA STMT INET RIDHOT AavO a4 PART ttl TIDES AND TIDAL CURRENTS THE Wooos HOLE OCEANOGRAPHIC [NSTITUTION HAS ESTI- MATED THAT THE MAXIMUM ASTRONOMICAL TIDES AT GeEorGE'sS BANK AND NANTUCKET SHOALS WILL BE IN THE ORDER OF 2 FEET ABOVE AND BELOW MAIN SEA LEVEL. THIS ESTIMATE HAS BEEN CONFIRMED EXACTLY BY TIDE CYCLE MEASUREMENTS MADE FROM THE FIXED PLATFORM OF THE DRILL BARGE DURING BORING OPERATIONS AT THESE LOCATIONS. [T !S POSSIBLE THAT THE ASTRONOMICAL TIDE MAY BE SOMEWHAT GREATER AT CASHES LEDGE AND SOMEWHAT LESS AT BRowN'S BANK AND THE LOCATION OFF New YorRK. THE CHARTS OF GEORGES BANK AND NANTUCKET SHOALS SHOW TIDAL CURRENTS UP TO VELOCITIES OF 5 KNOTS PER HOUR VARYING IN ALL DIRECTIONS WITH THE STAGE OF THE TIDE. OBSERVATIONS DURING THE DRILLING OPERATIONS CONFIRMED THESE TIDAL CURRENTS WHICH MAINTAINED ALMOST CONSTANT VELOCITY ALTHOUGH SHIFT- ING IN DIRECTION OVER THE TIDAL CYCLE. BOTH THE CHARTS AND OBSERVATIONS OURING THE DRILLING OPERA- TIONS SHOW HEAVY TIDAL RIPS OVER OR NEAR THE SHALLOW- EST PORTIONS OF THE SHOAL AREAS. FURTHER, THE Wooods HOLE GEOLOGISTS WHO INVESTIGATED THE BOTTOM CONDI- TIONS IN THESE AREAS BY SKIN DIVING, REPORT THAT THE FIVE TO TEN FEET OF WATER |MMEDIATELY ABOVE SEA BOTTOM tS FULL OF SWIRLING SAND “RESEMBLING A DRIV- ING SNOW STORM’. THIS SWIRLING SAND 1S MOVED AND HELD IN SUSPENSION ‘BY THE TIDAL CURRENTS. THE WooDs HOLE OCEANOGRAPHIC INSTITUTION HAS ESTIMATED THAT METEOROLOGICAL TIDES MAY AMOUNT TO AS MUCH AS 6 FEET AND THAT THEY ARE LIKELY TO COINCIDE WITH SEVERE STORMS. te ay ey ; ‘y 3 Ce ese ‘adh MA i OMI Ae Sid bn aed Oe 4 | age “opvine AdUOHT, vik VED, . ger WHA S905 19 “Geene: FARING: OW] 11 HO: SAP OE Md sane: aH Gian RO AAVO- ert SAG0U. YMA BROW ant gASHT ROT Morton aut CSTAONTE INH, oNw ger Pant THORS? | OMIM EG DNR 1G SH aA hae sven ¥ 42 TALC SMMT HIT NW a0 Ur 8 “Sg ao A feet pewseon”- nad awPsAlee 10. au GHA DIVO S| ORAS OMAR We eR AT asoow aut .8rherava sa@y eaMt Ve pet PRAT TAA NTS, 3 BAW MOTT OT ITaHy 3K T3227. 0.85 #QUM oa, 07 ‘THUOMA YAN @OGHh “pavse iw Sey ownoo roy WR wd BoA CART Jl —_ SAFE CONSTRUCTION PERIOD ON-SITE CONSTRUCTION OPERATIONS CAN BE CARRIED OUT SAFELY AT THE FIVE PROPOSED LOCATIONS ONLY DURING THE PERIOD BETWEEN MAY | AND AUGUST |O OF ANY YEAR. THe Woops HoLe OCEANOGRAPHIC INSTITUTE HAS REPORTED THAT STRONG EASTERLY AND NORTHEASTERLY STORM OCCUR AND CAN BE ANTICIPATED DURING THE WINTER AND SPRING MONTHS UP TO ABOUT THE END OF APRIL AND THAT AUGUST 10 1S THE EARLIEST DATE RECORDED FOR THE PASSAGE OF HURRICANES OFF THE New ENGLAND COAST. DURING THE PERIOD FROM May { To AUGUST [O0, NOT MORE THAN FOUR OR FIVE DAYS OF DEAD CALM WEATHER NORMALLY OCCUR. AT ALL OTHER TIMES THE WAVES YARY FROM A MINIMUM OF APPROXIMATELY 4 FEET TO A MAXIMUM OF APPROXIMATELY 15 Feet. A STUDY OF THE WEATHER RECORDS BETWEEN May [| AND AuGusT 10, inCLUDING [200 OBSERVATIONS OF WIND VELOCITY, SHOW THAT IN ONLY [O CASES OUT OF 1200 WAS THE WIND VELOCITY GREATER THAN 20 MILES PER HOUR AND IN ONLY ONE CASE WAS THE WIND VELOCITY GREATER THAN 4O MILES PER HOUR. A WIND VELOCITY OF 28 MILES PER HOUR COULD PRODUCE WAVES THE HIGHEST OF WHICH WOULD BE APPROXIMATELY [5 FEET. THE ONE CASE OF A WIND VELociTY oF over 4O mMiLES PER HOUR COULD HAVE PRODUCED A FEW WAVES AS HIGH AS 25 FEET. THUS, OVER THE PERIOD OF ABOUT I5 YEARS STUDY, THERE WERE 10 OCCASIONS WHEN MAXIMUM HEIGHTS OF WAVES COULD HAVE BEEN ABOUT [5 FEET AND ONE CASE WHERE MAXIMUM HEIGHT OF WAVE COULD HAVE BEEN 25 FEET. UNDER THESE CONDI- TIONS IT IS NOT FEASIBLE TO USE ANY SCHEME WHICH REQUIRES ON-SITE CONSTRUCTION PROCEDURES FROM FLOAT-—- ING EQUIPMENT. SUCH EQUIPMENT CAN NOT OPERATE SAFELY AND SUCCESSFULLY IN WAVES OVER 4 FEET IN HEIGHT. FOR DESIGN OF CONSTRUCTION PROCEDURES NOT USING FLOATING EQUIPMENT, WAVE HEIGHTS OF [5 FEET AND WIND VELOCITY OF 5O MILES PER HOUR SEEM TO BE SAFE FOR ALL EXCEPT EXTREME AND UNUSUAL CONDITIONS. WAVE HEIGHT AND CONDITION AND DESIGN STRESSES THE POSSIBILITIES OF PROTECTION OF THE STRUCTURES AGAINST MAXiMUM WAVE FORCES BY CHOICE OF LOCATION HAS BEEN REVIEWED WITH THE Woods HOLE OCEANOGRAPHIC eatena Rive rau AAP RMA 3Be ‘Wad ana. Bet: FUOGR: OT Su gHinow 0 ars ant oa bal 3 Luis Rao ae +h: |) Or £2237 FOV Eat aM KOWRaA Tg tay ae YGUTe A VTOee SF a | i ied TRUNUA OMA To VAM Hix woHa MEN QOPSY owt VEL ls onium BHT eaw OOS) BO YANO ML OHA noel ae ag 23410 son dsounea PNG aoe pee ite WahwW £AQTeAI20 ‘Oe oA VIRT Che TUORA: Haye 9. Oe sere GvAH GUUOD avaN awe aT 23eHeA35 TOW et Ti amone! fe ay t@"9o Sse upae oo 0g p nous TMAMPEVED Sab o> i: ‘auAReagoug ee Wy To weregad Rew BO ¥ AW beeen ues amitaosy an ’ eas: aM OG ao Yr iagav i reine ek IITA VAaoRs : © WOITI STbRS | 0. ed) ti teseens ant na) haa sink AR bo Pack pd Sia otdisatly INSTITUTION. CASHES LEDGE IS PROTECTED BY Brown's BANK TO THE NORTHEAST AND EAST AND GeorGce's BANK TO THE SOUTH, SUT HAS NO PROTECTION AGAINST EAST- ERLY STORMS. PROTECTION AGAINST THE MAXIMUM SEA WAVES OF SOUTHEASTERLY AND EASTERLY STORMS CAN BE OBTAINED AT GEORGE'S BANK AND NANTUCKET SHOALS BY LOCATING THE STRUCTURES ON THE LEE SIDE OF SHOAL AREAS FOR SUCH STORMS. NO PROTECTION BY SHOAL AREAS #S AVAILABLE AT Brown's BANK AND AT THE LOCA- TION OFF New York. AFTER CONSIDERABLE STUDY, JIT WAS DECIDED THAT THE PROBABILITY OF 60 FOOT WAVES OCCURRING SEVERAL TIMES DURING A PERIOD OF TWENTY YEARS AT ANY OF THE LOCATIONS DEFINITELY EXISTS. ON THE BASIS OF TWENTY-YEAR WEATHER RECORDS, SUCH WAVES ARE ASSOCIATED WITH NORTHEASTERLY OR EAST~- ERLY STORMS, RATHER THAN WITH HURRICANES AND THE WIND VELOCITIES ASSOCIATEB WITH SUCH WAVES ARE THOSE OF THE STORMS. SUCH WAVES MAY ALSO BE ASSOC- JATED WITH REGENERATED SWELLS FROM DISTANT STORMS. UNDER HURRICANE CONDITIONS WITH HIGH WIND VELO- CITIES, #T 1S NOT PROBABLE THAT WAVES OVER NG) PRET WILL OCCUR. IT 1S, HOWEVER, DEFINITELY POSSIBLE UNDER THESE HIGH WIND CONDITIONS, THAT THE WAVES WILL BE UNSTABLE AND WILL BE BREAKING DUE TO WIND FORCES AND INDEPENDENTLY OF BOTTOM DRAG CONDITIONS. ON THE BASIS OF THESE CONSIDERATIONS, THE DESIGN CRITERIA AND ALLOWABLE STRESSES SHOWW IN TABLE [ff HAVE BEEN DEVELOPED, THE VALUES IN THIS TABLE HAVE BEEN CONCURRED IN BY THE SCIENTISTS OF THE WoOoOS HOLE OCEANOGRAPHIC INSTITUTION. [N CONNECTION WITH THESE VALUES, DESIGN PROCEDURES HAVE USED THE MINI- MUM WAVE LENGTH FOR STABLE WAVES GF EACH HEIGHT {N- VESTIGATED. THUS, MAXIMUM FORCES HAVE BEEN USED FOR THE SEVERAL WAVE HEIGHTS. UNDER ACTUAL SEA CONDI- TIONS, §T 1S PROBABLE THAT MOST OF THE WAVES OF THESE DESIGN HEIGHTS WILL HAVE WAVE LENGTHS DEFINITELY LARGER THAN SEVEN TIMES THE WAVE HEIGHT. THUS, AN ADDITIONAL MARGIN OF SAFETY #N TERMS OF WAVE FORCE HAS BEEN USED, oe ces whorturerend > OMA THAIMPADM TAT OF: aMA On aah tue entupe aH? oF: vO doaT IITA (eeaot ea YIRa, ea cee ¥IRITAARHTUOR 14 2IVAW wR nn etronos0 ied oan {AT SO 91 “peMHOTe: woe #04 QAIRA: GWERE TA FIBAIIAYA BL BAIWA + Noel LAATY wa 120 WOrT Aarne ant Raine “eF01 GRO ses mt \ 3H 30 YHA TA B@@age Be ad genv Tau 1 evans WHT ei RON) RAE CHa SRMAITRaNH HT Iw yan AUNT AR: a ee ‘eMOETUTITZAL SINMAROOHAIDO a IH - Acido SRY Caev GVAN VTAVETIORNS Haleda ,~esviAv 3232NT we THE aH W343 30 eaVvAW ABATE W227 HTOMF a AVAW MUM don orev wyae BVAH 2I9AOT MUMIMAM ~ENUT .OaTADITe AVY Ve WPCMOd AIS JAUTIA Aaow JetHaiaM Jvaw sAAeVae BHT 90 BIVAW 3HT FO PeOM TAHT JsHARGRR 2) Tt ,SROLY dat iwease (Berens. av Aw 2VGH gat w. PTMAT IM “91230 vy ure THO eed ‘G87 SIT MIVIE MAHT AIONA J A) Carine 40 REDRAW“ SAMO TT INGA verano WA38. BAH TABLE II DESIGN CRITERIA AND ALLOWABLE STRESSES WIND WAVE VELOCITY HE | GHT WAVE MPH Pile CONDITION 70 60 Non-BREAK ING 125 ho Non-BREAK ING 125 35 BREAKING 50) 15 NON-BREAKING * NOTE: Case 4 15 DESIGN CONDITION FOR : AND ON-SITE CONSTRUCTION OPERA INCLUDING DESIGN OF AUXILIARY THE INFLATED DOMES WILL NOT BE DURING THIS STAGE OF CONSTRUCT IT 1S BELtEVED THAT THE VALUES FOR DESI HEIGHT AND ALLOWABLE DESIGN STRESS LIST SHOULD NOT BE REDUCED. A LARGE AND UNR TAINTY REMAINS CONCERNING THE MAXIMUM H THAT MAY STRIKE THE PLATFORM SUPPORTS OD FUL LIFE. WHILE THE MAXIMUM POSSIBLE H UNCERTAIN, THERE SEEMS TO BE A DEFINITE THAT ONE SUCH WAVE MAY STRIKE THE PLATF WITHIN A PERIOD OF TWENTY YEARS. THE D CEDED ON THE BAS!IS THAT THE OCCURRENCE WAVE MAY CAUSE STRESSES IN THE STRUCTUR OF THE PLATFORM SUPPORTS INTO THE PLAST STRESS FOR THE STRUCTURAL MATERIALS. 4H SAFETY OF THE PLATFORM AND THE PERSONNE NOT BE ENDANGERED AND iT 1S BELIEVED TH REPLACEMENTS OF OVERSTRESSED ELEMENTS C SUCH A WAVE OCCURS. FURTHER, JST HAS NO TO RESOLVE EXISTING UNCERTAINTIES CONCE REGENERATION AND FOCUSING OF SWELLS COM POSSIBLE DIRECTION. THEREFORE, {T IS B SOME MARGIN MUST BE PROVIDED FOR SUCH §5 THUS, IT 1S BELIEVED THAT THE DESIGN CR SET FORTH iN TABLE |] ARE SAFE AND REAS THAT THEY SHOULD NOT BE REDUCED. ALLOWABLE DESIGN STRESSES Am. NST. OF STEEL CONSTR CoDE VALUES AISC values + 33% BUT Not oveR 20,000 Psi. AISC vatues + 50% But not over 25,000 Psi. AiSC values + 50% But not OVER 25,000 Psi TOWING TIONS, LEGS. INSTALLED LON. GN, WIND, WAVE ED IN TABLE [I ESOLVED UNCER- E!GHT OF WAVE URING #TS USE- EIGHT iS PROBABILITY ORM SUPPORTS ESIGN HAS PRO- OF ONE SUCH AL ELEMENTS 1C RANGE OF OWEVER, IF THE L ON IT WELL AT REPAIRS OR AN BE MADE IF T BEEN POSSIBLE RNING POSSIBLE ING FROM ANY ELIEVED THAT WELL CONDITIONS. ITERTA VALUES ONABLE, BUT dwar aH | eee si phi na aadenon 2 80 “pwixasnd-woh = pity nae aa “eel niane- won a eae MOTTIUATeHOS aT ie-nd- BRA Ab DEXA: 4a Wak 2 aM GU SIM . anuaate 498 TOW JJiw eamod aie ant Marne neo, 9O ADAYT? 2LHt PHL RUG | syaw ona Havel. #04 ashy Ju? TAMT O3¥9099R 21 Th” Wi CSTE BERATE WoleId BIGAWODTA: ORAL THOGH: “p) aaear waagwu: e2¥s0aR8KU OWA 30fAA A .030G03H 38 TOM. OJUORe | BVAW 20> THAD 3a MUMIXAM 3HT OMIMAIIHOD: EHLAMAR. YPM AT YAM FART ‘SaeH 211 PMIAUO) STROSAUS MAOATAID BHT BAL ATES Gi THOLSH ZIGIBBOF MOM) RAM 3Hu7 Aaa HW wert anos woread 21) i J@A0' ont ~ ee Babb aro * be BS “28% YT131aasORS SUtMA ROS ASO OF OMA SAINT: MIA Ay aso ua RUACIIUE MHOWTAUG ANT GRATE YAM, GvAW Hove | tin BAW WOLBIG UY .eAAdY vruavT a0 eolna4 HOUe, SMO FO SIWIRRUIDO BHT TANT 2r8ae BHT etm 3M si3) DRA RO UAT a BHT Wi Bake IAT es JeuAG avo TART AMDT PwW WY: G3049°° TAM: ON AW AG JOMAR OATRAIGN FHT GTM!) ZTAGHSUe MROVYAIS SHT Fe ann Vy «fav awoH CCSASHRTAM AARUTIURTA SHI Her 30 VRAAae eM TT WO DIMMORHIA ANT GHA MOTTA BHT eeaate 10 entavas TANT CIVIVGSH 2S) 7) GHA VaAsdHAdHS De TOM ar 3GaM 38 HAD STWAMA1T AseedaTenavo 40 AEMIMAIAIIA A401@ROR APIH VOM LAH YI [AAHT BUT. -enUDdO BVAW A Hove augreeo9 awMABIWnoS 2 yv tM AT aa MY sMirerKa BV INE IW OF YHA MOBY OHEMDD 2113We 2O- OWI 2UI03 GHA Mor TAS gWSaIA TANT OGVAI 128 ert) yIROVIAINT, MOTI BATS @IVIAV ALAAT IRD MOTSIG BHT Tay Gavaviga |i THE) «FABAMOEAIH GMA BtA2 SHA UE 3IGAT we) Jae eeo4 eOMOETEOMOS Gave HOV! BOY Gagivony ga TEeUM HEGRAM EMoe Th [eued AVAGO. Tae SCRIVOIR TS TOW, GIVONS WAHT Tae fap nae ELEVATION OF BOTTOM OF PLATFORM THE MAXIMUM INTENSITY OF WAVE FORCE OCCURS CLOSE TO THE MAXIMUM ELEVATION OF THE WAVE CREST. IF THESE LARGE INTENSITIES OF WAVE FORCE SHOULD BE APPLIED TO LARGE AREAS SUCH AS THE AREAS OF THE PLATFORMS THEMSELVES, EXTREMELY LARGE TOTAL FORCES WOULD RESULT. THEREFOR, SAFETY AND INTEGRITY OF THE PLATFORMS REQUIRES THAT THE PLATFORMS THEM-— SELVES ALWAYS BE DEFINITELY ABOVE THE CRESTS OF ANY WAVES THAT MAY PASS THEM. THIS CONCLUSION 1S CONFIRMED BY EXPERIENCE WITH OFFSHORE OIL WELL DRILLING PLATFORMS IN THE GULF oF MEXICO WHERE MAJOR FA!LURES AND COMPLETE LOSS OF THE PLATFORMS HAS BEEN REPORTED !N TWO INSTANCES AS THE RESULT OF WAVE CRESTS STRIKING THE PLATFORMS THEMSELVES. ON THIS BASIS THE EVALUATIONS OF HEIGHT REQUIRE- MENTS SHOWN IN TABLE [II HAVE BEEN PREPARED. vee AO 3 “Bar pees Oy PART V TABLE ttl WAVE HEIGHT ABOVE MEAN SEA LEVEL Wave HEIGHT Feet 60 15 90 96 MIN. WAVE LENGTH FEET 420 530 630 670 ASTRONOMICAL TIDE 2.0 2.0 2.0 2.0 METEORLOGICAi TIDE 6.0 6.0 6.0 6.0 Rise iN WATER SURFACE 6.3 7.4 9.5 10.1 HALF WAVE HEIGHT peo SOS) 45.0 48.0 Totat Ht. ABove MSL 4 3 52.9 62.5 66.1 CLEARANCE BELow E. 67.0 22.7 put 445 0.9 PRELIMINARY EVALU FOR THE LOWEST EL ABOVE MEAN SEA LE TN VIEW OF ALL UN WAVES, A SINGLE W SEEMS POSSIBLE. 1S DP EkeIe Gian OF SUCH A WAVE 15S Tasre fll, sotto VIDES CLEARANCE F THE !MPORTANT CON THAT THE WAVE FOR DEPTH AND THAT TH THE WAVE WITH THE WHEN THE SUPPORT! WITH THE PASSAGE OR THE FORCE ON T ATEONS INDICATED THAT A HEIGHT EMENTS OF THE PLATFORM {TSELF Ven OF 67 FEET WAS DESIRABLE. CERTAINTIES CONCERNING MAX(MUM AVE WiTH A HEIGHT OF 9O FEET IF THE BOTTOM CF THE PLATFORM 4.5 FT. CLEARANCE FOR THE CREST PROVIDED. FURTHER, AS SHOWN IN M OF PLATFORM AT ELEVv. Of, PRO- oR A 96 FOOT HIGH WAVE. CLUSIONS FROM THIS REPORT ARE CE IS tNOEPENDENT OF THE WATER E MAXIMUM FORCE {15 EXERTED BY MINIMUM STABLE WAVE LENGTH. NG LEGS OF THE TOWER INTERFERE OF A WAVE, THE ENERGY ABSORBED, HE LEGS, !S ALSO CONSTANT. THODaW A, rcs MaTasi owl (pHOETAUIA | AJAST A MACITALS THT. ey eed 23 58R8) Bag AW 133% JO We save) MUM KAM ainasonos ea\THyarha ane 43 PaP WOR to THarsh 4 Hie ovAW Je MROVTAIS 3Ht 30 wotT08 ann. 3t #358 FeRRS. TAY WO3 BIHAKAIID .TIC.P WO aM mows BA 4 AIATAUY LoRorvORS 2h YAM en M33 TA WAOAT AIT 30 notes ) “aan W3wOT. INT. 20 2a35 oni rRoaaUE JKT WOABROGEA YOWINS SRT IVAW A 40, 3TABZAST | aT MaTeHos Oa PA a4 c297s aT WO an oe 20 | ; aie He ha he et meen ok. ome, nt PART VI FATIGUE, EMBRITTLEMENT AND VIBRATIONS a ANY STRUCTURAL MEMBER SUBJECT TO TENSILE STRESSES CAUSED BY LOADING CONDITIONS WHICH REPEAT THEM- SELVES CAN FAIL DUE TO FATIGUE. THE TYPE OF STRUCTURES HEREIN RECOMMENDED FOR THE TEXAS TOWERS INCLUDE A BRACING SYSTEM WHICH 1S SUBJECTED TO SUCH CONDITIONS. THEREFORE, DESIGN CRITERIA MUST BE ESTABLISHED WHICH PRECLUDE THE POSSIBILITY OF FATIGUE FAILURE. THE PRIMARY LOADING CONDITIONS WHICH CAUSE REPEATED TENSILE STRESSES iN THE BRAC- ING SYSTEM ARE WIND AND WAVE FORCES. AS THE STRESS WHICH A STRUCTURAL MEMBER CAN ENDURE 1S A FUNCTION OF BOTH THE NUMBER OF REPETITIONS AND THE MAGNITUDE OF THE STRESS, THE APPROXIMATE NUMBER OF REPETITIONS OF THE LARGER STRESS MAGNITUDES DURING THE ENTIRE LIFE EXPECTANCY OF THE TEXAS TOWERS MUST BE EVALU- ATED. FoR THIS PURPOSE THE LIFE EXPECTANCY CAN BE ASSUMED TO BE 50 YEARS. THE NUMBER OF THE STRESS REPETITIONS WITHIN 50 YEARS CAN BE APPROXIMATED BY AN EXAMINATION OF THE DAILY NORTH ATLANTIC WEATHER MAPS OF THE PAST TEN YEARS AND LISTING THE TOTAL DURATION OF ALL STORMS WITH WIND VELOCITIES OVER YQ MILES PER HOUR. ASSUMING THAT ALL STORMS IN THE FUTURE 50 YEARS WILL BE SIMILAR TO THE STORMS OF THE LAST [O YEARS, EACH WAVE HEIGHT IN THE STAIRWAY APPROXIMATION CAN BE ASSOCIATED WITH PARTICULAR WAVE AND WIND FORCES ON THE STRUCTURE AND IN TURN CAUSE CERTAIN TENSIONAL STRESSES IN THE BRACING SYSTEM. [N THIS WAY THE NUMBER AND MAGNITUDES OF STRESS REPETITIONS DUE TO WIND AND WAVE FORCES THROUGHOUT THE TOTAL EXPECTED LIFE OF THE STRUCTURE CAN BE COMPARED WITH THE FATIGUE STRESS CHARACTERISTICS FOR THE STRUCTURAL MATERIAL OF WHICH THE BRACING SYSTEM 1S FABRICATED. DESIGN AND BRACING SYSTEM VARIABLES THE DESIGN OF THE BRACING SYSTEM TAKES INTO ACCOUNT THE AFFECT OF THE FOLLOWING VARIABLES? et ay ay ae lid “qaananwoo am feet hei ay HOLHW MIrave OWI QARB., Ae nipeeippnith AMATI AD Woleso , 280 73R34T L2HOETIGNOD HOUR Fe MTA JONES. GAT BaUIINNT HIONW GAeI IOeTER 2H i Pi guos MMi GAOT YRAMIRN ANT CRRA GOR EER Mle MSAIATS AALEWIT VATA RAO, SeaRy # Yo yeas net, ANAM OWA OW THA ewe WONT ae \ 2) shows wad AroMah JAnT Oe Four MOAN BHT QUA 2HDITITAIS 2H TO HIAMUM BAT H “ eHonT ET a9 1a) BIOMUM ATAMPRORGAA BHT BQ TATe SRT AO) SHPTMD BHT AHIALVG BIOUKIMGAM EBINTS RIBAS eee te “UjAVS 38: TEUM erawoT @AK3T HT 30 YIAMEDIARS BPD ‘98 WA9 WOWATI3Z9%2 3903 BHT Seoanus 2:HT Bet Sioa / geaRte, 7HF 10 naBRUM ahT SB RRAY Oe 38 Bh a2 & ne GST AMEXORSSA 28. HAD BRAIN HiT Le BMoN “WIMP Aa Ip TMA A BT ROH YILAG at 49 WO IT AVE MAM Or ve GATOR SRT OMITS!4 GHA ORATY HST TEAR OMT F anew: ORANG 23/1204) GAIW HTIW @hacke 25k Se HOP and RUOH AIR, @ a4 tw OF wie €AAaY VE BAVTUI THY Hi A2MHOTe IIR TARE aweMae A WOAH ,@HARZY OL, TeA} Ant YO emMAGTS 3RY OF WASEMIe Fe. 98 BAD MOTTANTXORS9AN Yawn ave 3JhT 4 PHL SN GVAW WG @20909 OMIh O¥n TVAW, HAGUONT AAD APE CATALIOSEA SAMOLEWST HEATH BO her MAUT Wh OMe, GRVTINETE SHE 3HT YAW @1NT bi .M3Tave OHI Sako DHE Mi Baee oes: Gt. GUG QMoiTiT39aH az 4ATe: 20 pydir tee OWA aaa GATIIING GATOT ANT TUGHOVORKT 239h08: BVAR OMA OeIW QUGITAY BHT HTLW CIHASMOD Be WAY SHUTIVATE ART BO atts 30. GAPASTAM JTRAUTIBST SE GH OF 25).721 RaTOARAND eemare -QUPADARGAS SE MIR TS salt ant HOTHw BALORL AAV Mate ye: be Bs: FMUBODA OTM) SGaXkT METEYA OWADAND. BHT. 99 varead aHT T2AIHAI RAY GHEWOIIDF 2HT WO PORIIA, GH STRESS CONCENTRATIONS S'IZE EFFECT ANO STRESS DISTRIBUTION CORROSION FATIGUE NoTCH SENSITIVITY SURFACE CONDITIONS AND COATINGS STRESS HISTORY INCLUSIONS AND DIRECTIONAL PROPERTIES RESIDUAL STRESSES GRAIN SIZE SPEED EFFECT TEMPERATURE EFFECT CoLD WORK "Cocoa" OR FRETTING CORROSION SrRC—-TIOAMVIADS THE EFFECTS ON THE FATIGUE STRENGTH OF A STRUCTURAL MEMBER LISTED UNDER (A) THROUGH (F) ano (M) are oF MAJOR IMPORTANCE WHEREAS THOSE LiSTED UNDER (G) THROUGH (L) ARE OF MINOR IMPORTANCE. THE DESIGN OF THE BRACING SYSTEM MUST TAKE INTO CON- SIDERATION THE POSSIBILITY OF FAILURE BY BRITTLE FRACTURE. A BRITTLE FRACTURE CAN OCCUR UNDER THE INFLUENCE OF A COMBINATION OF THE FOLLOWING FACTORS? A Low TEMPERATURE B HiGH RATE OF STRAIN C STRESS CONCENTRATION D LARGE VALUES OF STRESS LOW TEMPERATURES AND DYNAMIC LOADING CAN OCCUR SIMUL-— TANEOUSLY AT THE LOCATIONS OF TEXAS TOWERS. IN ORDER TO AVOID A BRITTLE FRACTURE, SERIOUS STRESS CONCEN- TRATION FACTORS MUST BE MINIMIZED AND PROBABILITY OF FORMATION OF FATIGUE CRACKS OF APPRECIABLE SIZE AVOIDED BY CAREFUL AND CONSERVATIVE DESIGN OF THE BRACING SYSTEM. SELF- INDUCED VIBRATIONS DURING A STORM THE FLOW OF AIR BETWEEN THE DOME STRUC- TURES WILL HAVE AN INCREASED VELOCITY DUE TO THE "VENTURI EFFECT AND SELF~INOUCED VIBRATIONS DUE TO THE "KARMAN VORTEX TRAIL” MAY BE SET UP. HOWEVER, IT 1S BELIEVED THAT SUCH SELF-EXCITED VIBRATIONS WILL NOT yeh Aa no 199816 eae Se wrananre 200114. Seon: Pye WW 3% DWAT ROTH nani oe au sAUsiAd Wo VII Jnares BUDD < 443 ahuy oat ari mihen tare sete muta aay Be & DOVA” VOVBASON9 OMA GISIHIMEM a4 reUM 2HOTIAT WOrT (BN1@ BAGA(I9RAGA TW BADAND AVSTTAD FO BOLT AMR aH? 40 weleac Ae Rie an ey OWA Bate BECOME SERIOUS BECAUSE OF THE FLEXIBILITY AND LOW MASS OF THE DOMES. KARMAN VORTICES ALSO FORM WHEN A FLUID FLOWS AROUND A SHARP EDGED DISCONTINUITY IN THE FLOW STREAM. SUCH A PHENOMENON MAY OCCUR AT THE REAR SIDE OF THE TRIANGULAR PLATFORM. SHOULD AN ANALYSIS REVEAL THAT DYNAMIC VIBRATIONS COULD BECOME SERIOUS, THE APPLICATION OF "SPOILERS | MUST BE TAKEN INTO CONSIDERATION. SUCH SPOILERS CHANGE THE AERODYNAMIC FLOW PATTERN AND REDUCE OR ELIMINATE DYNAMIC VIBRATION. HOWEVER, SUCH DEVICES NECESSARILY INCREASE THE DRAG ON THE STRUCTURE. SELF-INDUCED VIBRATIONS DUE TO REPETITIVE WAVE IM- PACTS ON THE LEGS WILL NOT OCCUR FOR REASONS PRE- VIOUSLY DISCUSSED. ABRASION FROM WATER-BORNE SAND THE AMOUNT AND MAXIMUM PARTICLE SIZES OF SAND SUS-— PENDED IN WATER CLOSE TO THE SEA BOTTOM ARE FUNCTIONS Om THE WATER) WEROC IN 8 VEL OCHMNES CLOSE, TO. THE SEA BOTTOM ARE itNDUCED BY WAVE ACTION AND BY TIDAL CUR- RENTS, THE FIRST BEING OSCILLATORY WITH THE PERIOD OF THE WAVE AND THE SECOND BEING TRANSILATORY IN THE DIRECTION OF THE CURRENT. UNDER THE CONDITIONS FOUND AT THE SiTES AT GEorRGE'S BANK AND NANTUCKET SHOALS, EITHER TYPE OF SEA BOTTOM MOVEMENT HAS VELOCITIES SUFFICIENT TO TRANSPORT SAND AND MAY CAUSE SERIOUS ABRASIVE LOSSES TO SUBMERGED STRUCTURES. HENCE, ADE- QUATE PROTECTION AGAINST SUCH ABRASION OR SAND CUTTING MUST BE PROVIDED AT THESE TWO LOCATIONS. ROUTMAI OHA aha et eon, A ey THIMAVOM NOTTOR Ase SAN Onn: \ OnMe: TAOIERARY ORT REFERENCES USED IN PREPARING THIS REPORT Bicetow, H.B. and W.T. EDMONDSON "WIND WAVES AT SEA, BREAKERS ANO SuRF” (HO 602, 1947) DANO en AND Ori. COnEPHAN TJ). UGHARIAIGHEIRINSH NG SHO THE) SOLA TARY EwWAVER HAVELOCK T.H. "THE PRESSURE OF WATER WAVES UPON A Frxeo OBSTACLE | RovAumoocrwE TY WoONDON, vor. 175 MINIKIN, R.R,. “WIND, WAVES AND MARiTimMe STRUCTURES" CHARTES GRIF RENIIAND ) COnme iL mde.) 1950 PItERSON, WeJ. "PRACTICAL METHODS FOR OBSERVING AND FORECASTING OCEAN WAVES BY MEANS OF WAVE SPECTRA AND STATISTICS" RUSSELL, R.C.H. AND D.H. MCMILLAN "WAVES AND TIDES” PHOS Ob Hil CA etiBRIARIY) eitN Clelsl Nis Vos UNITED STATES NAVY DEPARTMENT HYDROGRAPHIC OFFice, Pus. 234 "BREAKERS AND SURF — PRINCIPLES IN FORECASTING™ UNITED STATES NAVY DepartTMENT (HO 601) "WIND, SEA AND Swett" THEORY OF RELATIONS FOR FORECASTING| H.V. SVERDUP AND W.H. MUNK vail it ' Y i 1G = iit ‘ vi i dae pa ah SN ante omeei iet LTO RE AEA Ae ERIE A PEO MDT) FH ONO ere eo CURT O'S ya NURS AA HVAT Anke Rd yeh A A int) PENA 9 RMONAI ATO m6 ayy ADEN hens ter Leni tinea Ure te 1 Atieak abner eee RSA OYE VIM UGUATMA ALD Soe OH NGL IY Males! Up caueman hal eons Nie tiniest ee ne PLATE” 2 Dare. | os Zo [St . i ferG. S, all TLV 2 GRORGES SHOAL. pias TT. > NANTLICKET SHOAL. CHie. ER - Sra BOTTI ElL.-Gow’ mo Gch iin (Com mromen yeas Le) Co TRAIN ae Bi bcos Be " lest SL ronen: athe Tie a TSM VRIES ll bos See ee ; Giro heat Sw AE ae ca 9" AE eh FORCE DIAGRAM ‘Raa ONGC 9a ws ssc Pe erre se Heap WH AeA hs A aS oR Us Ns Ne cD Due To DeaD Loabs & Veayicat Live Lonps ceipreian ee gow Se cee oe - my STEARIC P tei ihr ses ene gh Tee aca peers & Seng MSCs treed erally oe a 5 | Sipe ro i Kae Y BT ca Toe 4 BS Hie as Rote) es re ie at ba Vay. Bees a Le} ‘ MAS OAK! 5907. SODA apn iemaeibelssld & (reecsrenteeas Nae ee hem ted cease tt aaa) 3 eer Siaoud saat 8 Sele OMW We Nea oY OF eee * & MOMRT io 225 ya Gore sat ne Ne hans EAs | hate aN ATES TES tar PLATE* 4 = aie an i RATE L 2/26/8% TT. 2 GEORGES SHOAL EiSes 4 Se T.T. > NANTUCKET SHOAL SoA BOTTOM SI ~29-0" —. { ™ wv N ] FoRcE DIAGRAM LOADING DuE To 35’ BREAKING Wave CRITERION 3 1 PONV CRs” i = Be 5 eA A SES EPS AASB TS CAM SeR oe Sate eS « : nem (- ) COMPRESSION (+) TENSION THIS BRAC TION IS THAT COMPONENT OF THE How!z. REACTION WHICH 16 PARALLEL TO THE WAVE OIRECTION, oar ee i) ‘ uk Nera Ne. 4d unerewarr 4 ee te i TANTS! MOITDASA Bey SQM BTS roaMeRNt (Ot RW way oAED (1 Geen de ort aaianae 5 SORTER cin MASBAIT oe avAW ouiwaued ‘Se St Bod eingagy tea On : &- moray rma. oe.) | Fa PARAS GaP NO LA ARTEL MSMR ICMR A Tet MSR NN I IS RY EE IR AA NE oR LIEN RG ID AL a PORCH OCSAR AARY HO MSR AN e ONL LN a PLATE* 5 RATE. @(So, T.T2 GEORGES SHOAL. BF 2) Ra Lc Ra T.T.3 NANTUCKET SHOAL Coe ee es SEA BOTTOM EL fo-o" (=) COMPRESSION (+) TENSION FoRCE DIAGRAM PRESTRESS LOADING CRITERION 3 DEL IN SBS LS TB GARETT SST PER ERs AON Hs AL TAD AN Ns SAT I a ee: 4 ADA A, fa 3390 ci Apathy A be grs= mihuNs tid DUI A! eeanre oe & ‘WosaT aD PUEATET UG i ATR 26/64 edd TT. 2 GEORGES SHOAL Ae v.T.5 NANTUCKET SHOAL. (ANVARIO S 7 EEN SESS SEA BOTTOM — EL. 890-0” rere rae i i f ie 3p BF HH eth ie ih tH c HE i 4 | ] BOO? Fe ih = e ng Co) COMPRESSION | (+) TENSION Wrestle. tpt Lee ee THIS REACTION 15 THAT NOTE? THE VERTICAL ZEACTIONS INCLUDE GO7™ Live Loso, FORCE DIAGRAM SUPERPOSITION OF : DEAD LOAGS & VERTICAL LIVE LOADS PRESTRESS LOADING Wine & Wave AS SHOWN " Calrerion 3 4 COMPONENT OB THE Uo: REACTION WHICH 1S PARALLEL To THES Wiri> | DIRECTION. } lpia nao (2) 1) ha aS IN fg}: say a ieee rye tat: d ity) BORD PUB GaN. : Bt HOI, ROIY SASS: h : ye Het gt SB AE SRT SR 1 Ci UO Naa enn aye 5 2 saontanay wey ‘ en Bn Nel Cad! 94,2 HOGA Bousowe, ff (3) 1 ae a i Mase Be : H eae eta nae seein Syke j aii | a0 UOT aOR ERAU a TU TER et Sn ee Raven Ha aia iivis SAMTEEY o. eats Ca9g” a te Ar et Vo ae Mahe CE PUITAD ReaareaRe Nai de ae Wie ea VEN SUN 6 worn ris HMM REE, SROSNI RI MEN A eA ¥ Pl aie PATE 2 O/2G/34, TT. 2 GEORGES SHOAL a ee TT. NANTUCKET SHOAL SLL Use aay”. “Ae lan nA BOTTOM - El = 8Ol0" Spe a US eee iol con go SPOR HE WOES tere ne erent Piao ian ise wy es 5 (—3 COMPRESSION (+) TENSION aah | “~~ NOTE: | THIS BEACTION IS TWAT | IN@TE. THe VEETICAL 28ACTIONG COMPONENT OF THE Horrz, INCLUOE GOT” Live LaaD. REACTION WHICH 1s PARALLEL To THE WIND DIRECTION, h 4 f 4 \ { __ FORCE DIAGRAM SUPERPOSITION OF - DEAD LOADS & VERTICAL LIVE LOADS PREST@ESS LOADING? Wio ¢ Wave Ag Shown ‘ CRIPBRION 3S e : REE Re. ale ‘ Tae et! usirsaae RTM : it 180M ARTA Psa NS OMB iT 2 de Breet a ABT oa a) MSW IGE SARS GA BIG. VO shabu je ae EA ST ORE ics AACE “OPT DRO “ay Res, 7 fe | Gu.) £Fe. | REL Het Me coesen h ae fo BE IM eTTOM Mab eo “NOTE: 7Ars Reactor: | is fA! Compone rt! of the hortz. regerion Whee 16 pore! 'as Te the wine’ & ware airechor \ NOTE THE VERTICAL ZEASCTIONS INCLUDE Gov Livi LOAD. FORCE DIAGRAM | Superposition of Dead Loade ¢Verrical Live Loads Wiad € Ware ae coh owt. ()’These cra cribtal valugs for wine! & wave ih the o2rosite cieecter:| Na eae Aa AL Lt NTP ET PLS RREGOP ABE A AAT NL LN SA TSR NON | PINE HLS ‘pists eS, JORTABY Buy — MA BY LS Tens wavssar bees Be) bao hong > ne tias beac i YER AL Ga ee hail patitlt UPON Bike A worn ih a: sy ye, se oy agles vei) DATE: 9-26-54 Eas hike GHEE. FER +TENSION - COMPLESSION | 71 190 Mil ELtO.08 EL. S08 wy pene -NOTS; Tis ZEACTION iS THAT COMPONENT OF Tue! HORIZ, REACTION WHICH 15 PARALLEL | TO THE WIND & WAVE | DizEctions 274g NOTE: THE VERTICAL REACTIONS INCLUDE ALIVE LOAD GF GOT* _fORCE DIAGRAM SUPEIQZMOSITION GE DEAD LOADS & LIVE LOAOS PVESTRESS LWOADING WIND & WAVE aS SHOWN ( JE THESE AE CRITICAL. VAL vss FOw MUSE) BISAS 1 IN Twit ELS EUS ees E.c-™. Hare ent | eto TA ei ROPSARLE ad BQ THAMOS HS OT She SGC | ; 1}, CAAABSD @ WOM ae oe i Sone Sided gut on a Branton ath Hct en 6 td bi i poms ae Svea) Rv lis) clare ict ED ol RR Te eA ; hone te a be oe he Sheth Begone om ABN eT TORRONE CM ip fret gre ke AN PLATE ® i! DATE: 9-26-54 DES. SF TT5- BROWNS BANK CHK. FER SEA BOTTOM: Et =I30".9" Win? ep WAVE 2 | pecan ae | eee nv" 1 @ ay h / 2 % meg ] (me) COMPRESSION (-) TENBION NOTE? VERTICAL. REACTIONS INCLUDE GDF KIPSLIVE LOAG pa b 525% — h ‘aes re { 7 of THis @BL pEerion iS THAT | Et. 1507? K+ 4909" | COMPONENT OF THE Honini is REACTION WHICH 1S olay Sy 3 P&LALLEL To THE WIND up| ne AG (& DIAGRAM DIRECTION. ioe ener Sey Oe s bt Dea Lacs & VEsTicwl LIVE LOkos PRESTMESd LOAM TRG WAND & Wave AS SoWN STE RION Sy % THESE AGE CRITICAL VALUES FOR Wind AMO Wawe iM THE CposiTe DIRECTION sma rong SE Ln EAE VSL eM | SATIRE TH ETE fam Cains 9 OL SOO emt Me ma 8) recA ome teh and be na 4 eA gh tr he EI A Bi 5 ARAN ie T.1.4 -OFF NEW YORIC SEA “BOTTOM FL-iGo" ES ttate: BO ——— Pe ie p Ln on. WING eee Gi 128 x : sl erst Er ee (—) COMPRESSION f (+) TENSION 79'S CAISSONS | pommenice i 20) e neacins wan & See | i ed | a ee Xd oy iV ¢] i SS S$ wl QD wn} i Fan r { NOTSEJTHE VERTICAL “ \ REACTIONS INCLUDE A LIVE TOAD ee i \ THIS REACTION 15 THAT Y OF GO7% WE if \ f COMPONENT OF THE KoeiZONTAL \ K REACTION WHICH 1S PARALLEL \I i TO THE WIND DIRECTION. | x oz \ ra _ zat yn - PRESTRESS - ZA la) eee DIAGRAM _! I Lee SUPERPOSITION OF : EL.-209%7 | appt. DEAD LOADS & VEaTticaL LIVE LOADS i 2! PRESTRESS LOADING : 5 Wind & WavE AS SHOWN wID CRITERION 3 : Wt tiee8 Ane CRITICAL VALUES FoR WIND AND WAVE INTHE OPPOSITE DIRECTION. Bias INI 4 saT SAY Bw i f ‘ i Bey wh, . mi LGA a oe of A Visas by motadec ay * : ins: wilted As te a ey a wee Be si iu pian 1) sae AME AO TsunA nD BSIADAF Dy eS) MG? Pa BO Nya amas \ alta gue ye + wfc va uM i iy wR att Ree TSaTs = i MASDAIC. aysi08 hier ESD Ron ioc 2G UOT bats (iia 2940. SV) dani # REACU GARD ae) PUIBeod Ags? A 204 | avo QA BVA! Gi W ‘ae | CUES: wat a Hy . , te oe) Sans seinh” symebaecmnne. | Seale ial gc ANA gee gayle eal PRU PRN : Me ny 1 Rey ah) al iG