|
�
<br /> ♦
<br /> a �
<br /> C�eneral Notes �
<br /> THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS
<br /> �'�J��`tlR��
<br /> 1. CODE REQUI1tEMENTS: HELIC�L TIEBACK ANCHOR THRE_ r ' n n R„ ' , n ������
<br /> AD B�R SdaLT� B� �T�r1ER � TrIRE�D�D
<br /> , 5. SHOP DRAWINGS: 8. STEEL: STUD ADAPTER, OR a CONIBTNaTTON OF PRESTR.ESSTNG ST�ET THR.EaD B�R �
<br /> AT T M�T�'�T�,T S WORKNI�NSHIP DFSIGN AND CONST�ZUCTION S��LL aND ADAPTER� BOTH OF WHIC� �RE �TTACHED TQ THF PR.EVIOUSLY ziz4 Third Avenue-Suite ioo-Seattle,WA g8iz�
<br /> � i � zo6.443•6z�z ssfen meers.com
<br /> CONFORM TO THE D�AWINGS, SPECIFICATIONS, �N� T�� ��Qf�T���.1��aTs SHOP DRAWINGS ARE REQUIRED FOR THE FOLL06VING ITFNIS: STEEL SPECIFICATIONS: DESIGN, FaBRTCATION AND ERFCTION SHATL INSTALTFD CENTR�L STEEL S���T VI� A COUPT�TNG AS DESCRTBED p� g
<br /> OF THE INTERN�TTON�T �[JTTDTNG CODF, 201 � �pTTTQ�, �Nr� T�� BE IN aCCORD�NCE WITH THE LATEST FDITION OF THE �ISC P�1aNUAT, ABOVE, �
<br /> n n � n n P n � n STRUCTURAL STEEL ATSC 360 ?�ND SECTION 2205 OF THF IBC. Copyright2017SwensonSayFaget-AIIRightsReserved
<br /> LATFST r�I�TTTON O�' Tc�� PTT DOCUMENT, R�'�CON1Mr�ND�TTQ\IS _rQ�
<br /> PRE-STRESSED ROCK �ND SOIL ANCHORS" . MTSCELL�NFOUS MET�LS STRFSSING ANCHORAGES SHATT BE A STEFT BF�RTNG PT,aTE NITTH �
<br /> ANCHORS STRUCTURAT STEEL SH�LL CONFORM TO THF �OTTOWTNG RFQUIREMENTS: THREADFD �NCHOR NUT. aNC�O�aGE DEVISCES SH�TT BE CAP�BLE 0�
<br /> 2. REFERENCE DOCtTMENTS: DEVELOPTNG 95 PERCENT 0� THE GUaRANT�ED UTTIMAT� TENSTTE
<br /> SHOP DRAWING REVIEW: DIMENSIONS AND QUANTITIES ?�RE NOT REVIEWED TYpE OF MEMBER �STM SPECIFTC�TION STRENGTH OF TH� THREAD BAR.
<br /> TOPOGR�PHTC �ND BOUNDARY SURUEY BY WEST�RN �NGTN��R.S & BY THE ENGINE�R OF RECORD, THEREFORE MUST BE VERIFIED BY THE Fy �� �
<br /> , SURUEYORS DATED 3/2Q17 . CONT RACTOR. CONTRACTOR SH�TL REVIEW AND ST�MP DR�WINGS �RIOR T� aNCHOR. NUTS aND OTHER THR.EADABLF H�RDW�RE SH�LT BE DESIGNED TO • � � ,�`�
<br /> REPORT ON GEOTECHNTc�T TNVESTIGATTON BY N�LSON REVIEW BY ENGINEER OF' RECORD. CONTR�CTOR SHATT REVIEW DRAW'INGS WIDE FLANGE SHAPES a992 COMPTY WITH THE LOAD CARRYING REQUIREM�NTS 0� TfiE ANCNORAGE.
<br /> GEOTECHNICAL�974316 DAT�D 11-1g-2�16, FOR CONFORMANCE WITH THE MEANS, MFTHODS, TECHNIQUES, SEQUENCES 50 KST �� 3nza� �
<br /> AND OPERATIONS O� CONSTRUCTION, AND �LL SAFETY PRFCAUTIONS AND OTHFR SH�PES, PLATES, AND RODS A36 THE BEARTNG PLATE SHALT BF �ABRTC�TED �ROM ST�EL CON�ORMTNG TO ���,�p ��
<br /> 3. GENERAL REQUIREMENTS: PROGRAMS INCIDENTAL THERETO. SUBMITTATS SHALL INCLUDE A 36 KSI ?�STM �36, A588, �709 OR a572 SPECIFIC�TIONS OR SUTTaBTF � �� .
<br /> REPRODUCIBLE �ND ONE COPY; REPRODUCIBLE V�]ILL BE NIaRKFD aND pIPE COLUMNS A53 (E OR S, GR.B) EQUIV�TE�IT, 4-18-17
<br /> � •
<br /> � „ n nnn � , � RETURNED WITHIN TWO WFEKS OF RECEIPT WITH A NOTaTION INDICATING
<br /> CONTRACTOR SH�T T BF RFSPON�IBL� �OR AT T S,,_r r TY pR.�,C�UTTONS __N1� 35 KSI
<br /> THE METHODS, TECHNTQUES, SEQUENC�,S OR PROC�DUR.ES REQUIR�D TO THAT THE SUBMITTAL HAS BEFN FOUND TO BE TN GENERAL CONFORNIANCE 11. HELICAL ANCHOR PERFORMP�NCE VERIFICATION TESTS (200� TESTS) : D�WN:
<br /> PERFORM THF CONTRACTO�'S WORK, TH� STRUCTUR�L �NGTN��R ��S NO WTTH `�'HE STRUCTURAL DESIGN. TH� SU�MITTFD ITEMS SHATL NOT BE ALL WFLDTNG SH?�LL BE IN CONFORM�NCE �n1ITH A. I.S.C. aND A.W.S. DJN
<br /> OVERATT OR ACTU�T SUPERUTSORY �UTHORITY �ND/OR DTRECT INSTALLED UNTTT THEY HaVE BFEN APPROV�D BY TNE DESIGN TEAM, , n� n n nD WELDERS TENSION VFRTFICATION TESTING SH�TT BE PFRrORMED ON ONE
<br /> STANDaRDS AND �rIALL Br PER�ORMED BY W,A.B.O. CERTIFI�
<br /> USING E70 XX E nS. ONLY PREQU?�TIFIFD W� A n pFRFORMANCE PTT�E SELECTED BY THE GEOTECHNTCAL ENGINFFR, ALL DESIGN:
<br /> RESPONSIBTTTTY �OR THE SPFCI�IC WORKTNG CONDTTTONS AT T�� �TTF LECTRODr � .� LDS (_ S DE�INED ABB
<br /> , n r n n rn „ � „ „ SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINFFR ARE NOT BY A,W.S. ) SHALT BE USED. REQUTRFD TFST DATA SHALT BE RECORDED BY THE GEOTEC`_�INICAL CHECKED:
<br /> aND/OR �OR �NY r1�7�RDS R�SUTTTNG �ROM TrI� nCTTONS OF �NY TR�D� CH:ANGE ORDERS. THE PURPOSE OF SHOP DRAWING SUBMITT�LS BY THE ENGINEER, qgg
<br /> CONTRACTOR. THE STRUCTURAT ENGINEER HAS NO DUTY T� TN�p�CT
<br /> SU�ERVISE NOTE n n � nn ` CONTRACTOR IS T0 DEMONSTRATE TO THF FNGINEER TH�T THE UNLESS OT�IERWISE REQUIRED BY TNE M�NUFaCTURER OR THE APPROVED: �
<br /> , , CORRECT, OR R��PORT �NY N�,�T T�j QR. S�_r r,TY CONTR�CTOR UNDERST�NDS THE DESIGI�1 CQNCEPT BY INDIC�TTNG WHICH , „n n n A.VERTFICaTI0�1 TESTS SHaLL BE PERFORL�FD ON ��ACH PERFORMANCE qgg
<br /> DEFICIENCIFS TO THE OWNER, CONTR�CTORS, OR OT�ER ��TTTT�� p�. ' SPECTFICaTIONS, ST��L PROUIDED �OR SHORING DOES NOT R�QUIRE
<br /> MATERI�L IS INTENDED TO BE rURNTSHED AND INST�TL�D �ND BY COR�OSION PROTECTION. ANCHOR TO 200o OF THE ALTOWABLE DESIGN TOAD.
<br /> PERSONS �T THE PROJECT STTE, DETAILING THE INTENDED FABRTCaTION AND INST�TLATION MFTHODS. B.THE ANCHOR SHALL BE SE�TED BY APPTYING AN ALIGNMFNT LOAD. -
<br /> UTILITY LOCA`�'ION: THE SHORTNG CONTRACTOR S'_�ATT �T�,_ MTN� T�� 9. PILE AND LAGGING CONSTRUCTION: THE ATTGNMENT TOAD SHALL BF BETWFFN 2� AND 15o OF THE "
<br /> �---� - 6. INSPECTIONS: DESIGN LOAD, THE LOaD SH�LL THFN BE HELD �ND ZERO
<br /> HO�TZONT�L AND VER.TTCAT TDc�TTON Or �LL �DJ�CENT U\DERGROUND �
<br /> UTILITTFS PRIOR TO DRTLT�TNG PILE HOLES TTFBACK �NC'HORS OR DEMOLITION: SHORING AND SOIL FXCaV�TION SH�LT BE DONE DEFLECTION RE�DING TaK�N. REVISIONS:
<br /> CUTTING OR DTGGING IN STRFETS �R �rT�FYs, THE UTTT�ITT�,S� THE CONTRACTOR SH�LL BE RESPONSIBTF TO COORDIN�TE �LT SIMULTANEOUSLY. C. V�RIFTc�TION TESTS SHaTL BE PERFORNIED BY TNCREMENTALLY
<br /> INS�ECTIONS RFQUIRED BY THF LOC�L BUILDTNG DEPaRTMENT. IN LOADING THF �NCHOR IN ACCORDANCE THF SCHEDULE BEL06V. TNE
<br /> TNFORNTATION SHOWN ON THE PLaNS N1_AY NOT BE COMPT�T�, TnT� �ppITION TO INSPECTIONS RE UIRED BY THE LOCAT BUTTDING , n �� n ANCHOR MOVEMENT SHATL BE ME�SURED RECORD�D TO THE NEAREST
<br /> INCLUDES CATTTNG UTILITY LOCATE AT 1_-800-424_-5555 aND THEN n Q „ n , DINIENSIONS �ND LOC�TION 0� EXTSTTNG STRUCTURES SF�aTL B� �
<br /> n npT�s DEPAR'�MENT, THE OWN�� OR A RFGTSTr�RED DESIGN PROF�SSIONaT TN VER.IFTED PR.IOR TO FABRICaTTON AND INSTATLaTION OF ANY .001 INCH WITH RESPFCT TO �N INDEPENDENT FTXED REFERENCE
<br /> POTHOLING �TT UTITTTTFS PRIOR TO CONSTRUCTION TO CCN�IRM D�_ RFSPONSIBLE CH�RGE aCTING AS THE OWNER'S aGENT SHALL EMPLOY ONE POINT AT THE ATIGNMENT LOAD AND AT EACH TNCRENIENT OF LOAD.
<br /> �ND LOC�TTONS AND TO VFRTFy THAT THERE ARE NO CONFiICTS WITH Oc� MORE SPECIAL INSPECTORS TO PROVIDE INSPECTIONS �OR ITEMS STRUCTURAL NIEMBER. NOTIFY FNGINEER �BOUT �NY DISCREP�NCIES
<br /> THE PTTE ?�ND TIEBACK CROSSING EL�VaTIONS, PILES �N� TT_EBACKS PRTOR TO �ABRICATTON. T�E SCHEDULE OF HOLD TTMFS SHALL BE AS FOLLOWS:
<br /> SHALL ' ' " E�RANCE TO '�NY EXTSTT�]G � NOTFD IN THF SPECIrICATIONS �ND SECTTONS �08 �ND 1704 .
<br /> MaTNT�IN a MINIMUM OF 12 CL DISCREPaNCIES SHALL BE BROUGHT TO THE TMMEDIATE �TTENTION OF
<br /> UTTLTTIES TO REM�IN. CONT RACTOR SHATT RESOLV� aNY PROBLEMS n PILE AND �NCHOR HOLES SHALL BE DRILLED WITHOUT LOSS OF GROUND AL 1 MINUTE*
<br /> PRIOR TO PROCEEDTNG WITH CONSTRUCTION. THE CONTRACTOR FOR CORR.ECTION. IF THE DISCREPANCIr�S ARE NOT AND WITHOUT ENDANGERING PREVIOUSLY TNST�LLED PILES aND ANCHORS. .25 DL 1 MINUTE* ,
<br /> CORRECTED, THE DISCRFPANCIES SH�LL BE BROUGHT TO THF ATTENTION THTS M�Y TNUOLUE CASING THE HOLES OR OTHER METHODS OF .50 DL 1 MINUTE*
<br /> T VERIFY ATL DTMENSIONS 0� EXTSTTNG STRUCTURES OF THE BUILI�TNG OFFICIaL �ND THE STRUCTURAT ENGINEER PROTECTION FROM C�VING. REFER TO REPORT OF GEOTECHNICaL .75 DT 1 MINUTE*
<br /> CONTRACTOR SH�T� � IM��1EDIaTELY AND PRIOR TO COMPLFTION OF TNAT pHaSE OF WORK, TNVESTTG�TTON FOR RECOMMENDED NOLE DTGGING PROCEDURE. 1. 0 DL 1 MINUTE* �
<br /> IN THE �TFTD aND SH�LL NOTI�Y THF ENGINEER OF ATT �IELD CHANGES
<br /> 1 . 25 DT 1 MINUTE* DPD:
<br /> PRT�R TO FaBRIC�TTON AND TNST�LLATION OF �NY STRUCTJ��T N1�MBFR. SOILS INSPECTION: INSPECTION BY THE SOILS ENGINEER SHALL BE
<br /> STEEL PILE PT?�cFMENT TOLERANCES: 1, 50 DL 1 MTNUTE�
<br /> PERFORMED F�R PILE PL�CEMENT, EXCAV?�TION, LaGGING INSTaLLATION 1 , 75 DT 1 MINUTE*
<br /> ANY DISCREP�NCIES �OUND AMONG THE DR�WINGS, THE SP�;�IFICATTONS, AND TIEBACK PLACING AND STRESSTNG. THE GEOTECHNIC�T ENGINEER „ n J
<br /> TH��S� GErJE RAr NOTES AND THE SITE CONDITIONS Sn�LL �,E REPORTED 1 IN ANY DIR�CTION x
<br /> SHALL ALSO ADVISE ON WATER CONTROL AND SLaB ON GRADF 2. 00 DL 10 MINUTES '
<br /> TD THE ENGINEER �ND aRCHITECT, WHO SHALL COR.RECT SGC,N CONSTRUCTION. � n n ry �T = ?�TIGNMENT LOAD
<br /> DISCRFp�NCY TN WRITTNG. LAGGING: TTMBFR L�GGING SHALL Br� TNST'�LT�,D TN ATL aRE��. DL = Dr�SIGN LOAD
<br /> VOIDS BETWEFN LAGGING AND SOIL SHALL BE BACKFILLED WITH PEA *AND ST?�BL�
<br /> 4. GEOTECHNICAL INFORMATION AND CRITERIA: TESTTNG �ND SPECIAL INSPFCTION REPORTS �RE TO BE DISTRIBUTED TO G�VEL OR TEAN MIX �ILL, DR�TN�GE BEHIND THE W�LL T�1UST BF
<br /> THE ARCHITECT, OWNER, BUILDING DEP�RTMENT AND STRUCTURAL M_AINTAIN�D. TT TS CONTRnCTOR'S RESPONSIBILITY TO LIMTT THE n �
<br /> ENGINFFR WITHIN TWO WEEKS OF CONIPTETION OF EACH PHASE OF WORK , n , , TH� LOAD-HOLD PERIOD SHALT STaR.T �S SOON �S THE LO�D IS .
<br /> INST;T T ATTON OF SHORTNG, SUBGRADF PR.EPARATION INCLL'DTNG aMOUNT �F r,XPOSED SOIL WITNOUT L�GGING TO aVOID T OSS OF SOIL. �PPLIED aND THE �NCNOR MOVEMENT SHALT BF N1E�SUR.ED aND
<br /> DRAINAGE, EXCAV�TION, COMPaCTION aND FILLING REQUTREh�ENTS S��TL UNLESS DTSCREPANCIES ARE NOT CORRECTED AS NOTED ABOVE. Pf1AXIMUNI H�IGHT OF 4 FEET TS RECOMMENDED. SPECI�L CARE SHOULD BE �
<br /> RECORDED AT EACH LO�D TNCRFMENT.
<br /> CONFORM UdITH TNE RECOMMENDaTIONS CONT�TNED T� T�l�, t,OTT�S R�PORT THE FOLLOWING ITENIS RFQUIRE SPECIAT INSPECTIONS: T�KEN TO �VOID GROUND TOSS DURING EXC�V�TION,
<br /> AND/OR �S DIRECTED BY THE GEOTECHNTCAT E�GTNEER.. TH� SUBSUR�aCE AFTER ACCEPTaNCE BY THE GEOTFCHNICAL ENGT�FER, THE ANCHOR
<br /> CHARACTERI7ATIONS USED TO DFSIGN `1_'HE SnOR.TNG ��E CONT�IN�D TN CONSTRUCTION TYPE TY�E 10. HELICAL ANCHORS: M,�Y T�rN BE UNLOADED �ND �TTACHED TO THE FINAL CONDTTTON,
<br /> THE SOILS REPORT AS REFFRENCED �BOVE. OF INSPECTION THE DESIGN TOCK-OFF LOAD SHOULD BE 80 PERCENT OF THE PROIECTTITLE:
<br /> HFLIC�L �NCHORS SH�TT BE "ECP TORQUJ ANCN_OR.S" AS MANU�'�CTURED TIEB�CK ANCHOR DESIGN TO�D TO MINIMTZE W�LL DEFLECTIONS.
<br /> EXCaV�TTON SLOPES SHALL BE S��E �,ND SHaLL NOT BE Gk.��T�R T��N BY EARTH CONTACT PRODUCTS, OR "D6 TORQUE ANCHORS" AS
<br /> STRUCTURAL STEEL FABRICATION AND ERFCTIO�] PE� M�NUF�CTUR.ED BY NTACLEAN DIXIE. HELICAL aNCHORS SH�LT BF r nn n , n n Scriven Residence
<br /> THE LTMTTS SPECTFTED BY TOCAL� STATE� AND N�TIONAL S���TY TABLF 1704 .3 D, AN �NCHOR SrIOULD BE D�rMrD ACCEPT�BTr IF TT MEETS THr
<br /> REGULATIONS. CONTRACTOR SH�LL PROTECT CUT SLOPES �S �]�C�SS�RY DRIVEN PILE INSTALLATION DESIGNED TO MEFT THE LO�DING REQUIREMENTS SHOWN ON THE DRA6ti1INGS ��TLOWING CRITERI�: S h orin g
<br /> Ir CONSTRUCTION OCCURS DURING WET W��T�1�R, �ND S��LL CONTROL, PERIODIC AND SHALT TNCLUDE ?� MINIMUM SaFETY FACTOR OF 2. INSTALTaTION _
<br /> SH�LL BE IN aCCO�DANCE WITH THE SPFCI�ICATTONS 0� THF ANCHOR THE TOTAL ELASTIC MOUEMENT OBTAINED FROM THE UERI�TCATION 1901 W. M ukilte0 Bivd.
<br /> AND M�NAGE RUNO�� TO MINTMIZE EF�ECTS ON CONSTRUCTION, TIEB?�CK CONSTRUCTION +
<br /> CONTINUOUS P�ANUFACTURER AND INSTRUCTIONS OF THE GEOTECHNICAL ENGINEER. AND PROOF TESTS EXCEED 80 PFRCENT 0� TH� THEOR.ETICAT
<br /> DESIGN LOaDS ARE DETERMINED BY TH� GEOT�C�NTC�L �NGTN��R.. T�� THE CAPACTTY �� THE INST�LLED ANCHORS SH_ALL BE VER.IFIED BY Everett, WA 98023
<br /> SOIL PRESSURES INDICaTED ON THE SOIL PRESSUR�, Dr�GR�M W�RE r)s�r� EXCAVATION AND GRADING ELASTIC ELONGATION 0� THE LENGTH.
<br /> PERIODTC FTELD TFSTTNG ANCHORS TO THE SPECIFIED aNCHOR C�P�CITY
<br /> FOR DESIGN, IN ADDITION TO TnE DEAD �ND LTV� LO�DS, S�E R.��ORT MULTIPLIED BY THF Sa�ETY FACTOR. USED FOR DESIGN.
<br /> TOTAL �NCHOR N10UFN1ENTE BETWJJN THE 1 AND THE 10 MINUTE �
<br /> OF GEOTEC'_�iNICAL INVESTTG�TTON �OR MOR�� C�MpT��T� TNF�RNI�TTQN, „ , , , INTERVALS SHOULD NOT EXCEED 0. 04 TNCnES� REGnRDTESS OF TNE ARCHITECT:
<br /> P�RIODIC INSPECTION �LLOWS INSPECTION aT INTERVALS NECESSaRY TO THE CENTRaL ST�ET SHA�T CONSISTING OF LEAD SECTIONS, HELICAL TH������iJt��fVT�l��V�td�TF���N
<br /> INCLUDING RECOMMENDATIONS �OR SHORING IN G�N���L, SPORTNG CONFIRM THAT tiVORK REQUIRING SPECIaL INSPECTION IS IN COMPLIANCE ' LENGTH OR LOAD. � , � r � � r M c Dowell Pile Kin g
<br /> r , , n n , , , ��r r:�.��a -a c�����Ua�c��r-
<br /> EXTENaIONS; aND PTaIN �XT�NSIONS Sh�LL BF SOTTD SQUaRE SNaFT.
<br /> MONITORTNG, EXC�V�TION, L�GGING, AND DR�IN�GE, n J , -� J_ � ,
<br /> WITH REQUIREMr�NTS. CONTINUOUS SPECIAL INSPECTION REQUIRES TH�T FUE� �4 �'ClRKS �t�CHA�1fCPl �ift� 18905 84th Ave South
<br /> THE LIFT-OFF MEASURENI�NT TNDTCATES AN ANCHOR LO'�D WTTHTU 5 SUpPi;�SSIf7N,�G.ECT�$ICALOR '
<br /> „ „ „ � n „ TT , n nn � n THE INSPFCTOR BE ONSITE �T ALL TTMES THAT WO�K REQUTRING SOLID S UARE SH�FT MATFRIAL 1 , 5"x1.5" SHALL BE HOT ROLLED
<br /> DESIGN PARAM�T�RS AS �PPROV�D BY T�1F G�OT�.C�NTC�L �NC,TN�,�,R ,-,��, SPECIAL INSPECTION IS PERFORMED. Q � � PERCENT Or THE DESIGN LOCK-O�r LOAD. PII�MRlNGPE�MI7S. Kent, WA 98032
<br /> AS FOLLOWS: ROUND-CORNERED-SQUARE(RCS) SOLID STEFL BARS MEETING DIMENSIONAL PH 425-251-8535
<br /> AND WORKMaNSHIP REQUTRr�MFNTS OF �STM �29. THF BAR SH�LL BE 12. PROOF TESTS:
<br /> � 7. WOOD: NIODIFIED M�DIUM CaRBON STEEL GRADE WITH TMPROVED STRENGTH DUE ���� '
<br /> L�TERAL EART� PRESSUR��S (EQUIV�LENT �LUID 2R�SSUR�
<br /> � F p TO FTNE GR�IN ST7F� aS �'OLLOWS: AT L �NCHORS NO`1' �ERFORNIANCF T��STED SH?�T T BE PR00� TESTED TO 130
<br /> FRAMING LUMBER SHALL BE KILN DRIED OR MC-19 �ND GRADED AND - - - -' '-`- - - -' -- 'J �U� ISSUE:
<br /> � ----�-� n n n r n P n nl n r n '
<br /> �CTTVE� EARTH PRESSURF (YTFT,DING) M�RKED IN CONFORMaNCE WITH W.C.L.B. ST�NDaRD GRADING RULES FOR P�RCr�NT Or THF DL IN T�� S�M�� c nSHION NOT��D P<BOVE �ND T OC�{�D � �O�T
<br /> 60 PCF WEST COAST LUMBER N0. 17 . FURNISH TO THE FOTLOWTNG MINIMUM MINIMUM TORSIONAL STRENGTH RATING = 5, 500 FT-LB OrF ?�T 80 PERCENT OF THr� DT,
<br /> SEISMTC SURCH�RGE PRESS�IRE (UNI�ORNI LOAD) � nTD STRENGTH = 70 KSI CITY Perr�it
<br /> TIINIMUM YI�� OF EVERETT
<br /> STANDARDS: P�IINIMUM UTTTN1aTE C�PaCITY = 30 KIPS 13. DRIVEN PILES: p�rmitServices
<br /> 8H PSF
<br /> �
<br /> PASSIVE EARTH PRESSURE Use Grade Fb �pS1 SHEETTITLE:
<br /> 300 PCF single use) ' HELTX PLATE MATERI�L SH�rr BE HOT ROLLJD C�RBON STEEL SHEET, DRIVEN 6VF PILE SIZES AND DEPTHS �RE AS SHOWN ON THE PL�NS.
<br /> HELICAT ANCHORS: R.EFER S�CTION ON HELT_C�L �NCHORS �TaTE FORME CITY QF �VER���
<br /> _ ________________ STRIP, OR : ' D ON N1�TCHTNG MET�L DIES TO TRUE HET TCaL ������W�� ��� �����-� Shorin� General
<br /> ----------------------------------------------------- --
<br /> 2X OR 4X TIMBER LaGGING HEM-FTR NO. 2 850 SN_APF �ND UNIFORM PITCN. BE�RING PT�TE M�TERT�T SHaLL CONFORM 14. PIN PILES:
<br /> SHORiNG DURATION: THE SHORINr, TS P��RM�NENT. T�� COVSTRr��Trp� �r TO aSTM �572 WITH MINIMUM YTETD STRENGTH OF 50 KSI . I�Ot�S
<br /> THE PERM_ANENT STRUCTURF S��L,T� COMM�NC� TMM�DI�T�T,Y ��T�� T�� PIN PILFS SHOWN ON THE PL,�N S��TT BE 2" DT�MET�R SCHEDULE 80.
<br /> WOOD IN CONTINUOUS CONTaCT WITH SOIL SHALL BE TREATED TO A '
<br /> SHORTNG IS INST�TT�p AND T�� BpT� �Xc�V�TION TS COMPL�T�, RETENTTON OF 0.40 PCF. SODIUM BO�ATE (SBX) TRE�TED WOOD SHALL Tr�E SIZE AND TYPE OF BOLTS USED TO CONNECT THE CENTRAL STEEL THE NTAXIMUNI C�P�CITY 0� 2" PILES SHALT� B�� 3 TONS EXCFPT TN
<br /> NOT BE USED V�IHERE EXPOSED TO WEaTHER. SHAFT SECTIONS TOGETHFR SH�LL CONFORM i0 3/4" DI?�METER BOLTS LIQUEr�CTION PRONE (ECa 5) �ND PEAT ��TTT�M�NT pRONE (ECA 11) SCALE:
<br /> PER ASTM A325. ARF_�AS WHFRE A M�XIMUM C�P�CTTY OF Z TONS IS ALLOWED. ATT PILES
<br /> SH?�LT BE DRIVEN TO REFUS�L. �S A MTNTMUM, PTLE ���USAL SH�LL BE DATE:
<br /> COUPLINGS SHALL BE CAPABLE 0� TR�NSMTTTING BOTH THE N1_aXIMUM DEFINED AS 1 TNCH OF PEN�TR�TTON IN 60 SECONDS- DURING 4/18/2017
<br /> INST�LLATTON TORQi�E FROM THF TOOL STRING TO THE HELIX PLATES PROJECT N0:
<br /> � CONTINUOUS DRIVING OF � 90 T B J?�CK H�MMER UNi��� T�� FULL WE�IG`_�T 01255-08-2017
<br /> �ND THE M�XIMUM �XIaL LO�D FROM THE END OF THE aNCHOR TO THE AND EFFORT OF THF OPERATO� OR THE CONUENTTpy�i���TVTNG OF A
<br /> HELIC�L BEARING PLATES. RHINO PD140. SHEETNO:
<br /> Perm i t#: 61705-016
<br /> ' Sit�Address: 2901 W MUKILTEO BLVD
<br /> Owner. SCRIVEN LIVINGTRUST �
<br /> Tenant: [TenNamej '
<br /> App. Qate: 5/10/ZQ17
<br /> Proposed Use: SFR DETACHED
<br /> Qescription: SOLDIER PILE ANQ LAGGINC WALL NO: OF SHEEfS:
<br /> 1
<br /> Reviewed By: Date: �T
<br /> x QfFice Set �ak�Site Set Fire�Planning Set
<br /> ( .
<br />
|