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' ` 6. With respect to the South Wall and adjacen[ house a total of 3 monitoring points shall be PROOF TESTING TEST NAIL REJECTION
<br /> 1. The temporary soil naii walls have been designed in general accordance with the established on ihe north face ot the house. The immediately adjacent segment of soil nail �
<br /> procedure contained in the FHWA"Manual for Design and Construdion Monitoring wall shall also incorporate 3 (evenly spaced monitoring poinis). Readings shall be acquired PeAorm proof testing on 5 percent of the production nails in each row or minimum of
<br /> of Soil Nail Walls" RepoA No. FHWA-SA-96-069. The shotcrete facing and wafl Verifcation test nails failing to meet the acceptance criteria or otherwise detertnined
<br /> drainage consVuction shall be in accordance with the FHWA Guitle Specifications once a week (minimum). Engineer shall also conduct daily visual observations. Additionally, 1 per mw. The IoraLons shall be designated by Ihe geotechnical engineer A verification unsatisfactory by the Engineer shall be replaced and retested. Adjustments to the nail installation
<br /> for Temporary Shotcrete Facing and Wall Drainage, Appendix Ci , Manual for Design dunng the wnsimction work at �he North PugeVCohoe Pmperty, when shoring work is test nail successfully completed during production work shall be consitlered equivalent method may be recommended.
<br /> antl Consimction of Soil Nail Walls, Publication No. FHWA-SA-96-069R. underway and continuing IhereaRer until tieback rods are wt or detensioned, North PugeV to a proof test nail and shall be accounted for in determining lhe number of proof tests
<br /> �, Cohoe shall, at its sole cost and expense, continue to engage the Surveyor to monitor and required in that particular row. Proof test nails failing to meet lhe accep[ance criteria or otherwise determined unsatisfac[ory
<br /> P ry 9 , report on the location and movement(s), if any, of the foundation and corners of the b the En ineer shall ba re I p g � p Z
<br /> 2. Tem ora Reinforced Sho[crete Facin : y g p acetl and retested. Re lacement and testin of ad�acent non- roof
<br /> improvements on the Kole Tmst PropeM1y on the same schedule as required by the Ciry of Proof Test Loading Schedule: Temporary Nail Bond length (Lec) for tested nails ma be recommended b the En ineer, tle en0in on the circumstances of the �-
<br /> fy = 75,000 psi Y Y 9 P 9 W �
<br /> fc = 4,000 psi Everett for reporting on the shoring wall, or once a monih, whichever is mo�e frequent. prooF testing shall be determined based nail failure.
<br /> Load Hold Time on the following�.
<br /> Nail Gmu[ fc = 3,000 psi � NAIL TESTING 'Lea = CfyAs / 1 .5 Qd SHORING WALL TRAFFIC / CONSTRUCTION LOAD SETBACK � C
<br /> AL (.OS DTL Max.) Until Stable C = 0.9 for Grade 75 Bars f6 Z
<br /> Contractor shall submit shotcrete and nail grout miz desgn to engineer (or review 025 DTL Until SWble Bar Yield SYress �
<br /> antl approval. Prior to nail tes[ing. grout shall be allowed to cure at least 72 hours. Minimum 3-day � - Minimum traffic and constmction load setback from top of shoring walls or cut slopes shall Q„ W
<br /> 0.50 DTL Until Stable As = Bar Steel Area �
<br /> compressive strength shall be 7,500 psi. be 5 feet, or as approved by the Engineer on a case by case basis. �
<br /> 075 DTL Until Slable 1.5 = Pullout Factor of Safery fA � �
<br /> 3. Design Soil Parameters: 1.00 DTL Until Stable Qd = 4,000 Ibs. /ft. � Q
<br /> VERIFICATION TESTING �,, L
<br /> 1.25 DTL Until Stable PRECONSTRUCTION MEE7ING � �
<br /> Friction Angle Cohesion Soil Uni[ Weight 1.50 DTL (Max. Test Load) See Below 'Minimum Bonded Length shall be 10 ft. (n
<br /> A minimum of two verification test nails shall 6e installed and tested. Venfcation [est Minimum Unbonded Length shall be 3 ft. A Preconstmclion Meetin behveen the Coniractor, Geotechnical En ineer and Surve or shall be
<br /> Fill 34 deg. 0 ps/ 125 pc/ ' nails shall be incrementally loaded to a maximum test load of 200 percen[ of the Design 9 9 Y '� 3 �
<br /> Till 38 deg. 100 psf 125 pc( Test Load (DTL) in acwrdance with the following loading schedule. The soil nail scheduled prior to the Soil Nail Wall Excavation and construction. C
<br /> Nail testing equipment shall be independent o!the wall and soil nail. Soil nail contrec[or �
<br /> movements shall 6e recordetl at each load increment. Additional verification tests shall be (0 ++
<br /> conducted if different drill / installation e ui mant or techni ues are used [o install the shail provide Engineer a description o�test setup and jack, pressure gauge and load cell SPECIAL INSPECTION �
<br /> 4. Ultimate Pullout: � nails, Q P Q calibration curves prior to testing. fA O `
<br /> 4,000 Ibs./ft. at and near wall face '�. Special Inspection of the soil nail wall construction shall be provided 6y ihe Geotechnical Engineer � �
<br /> 8,000 Ibs./([. beyond wall face soils The Aii nment Load AL should 6e ihe minimum load re uired to ali n the testin
<br /> Veri(iration Loading Schedule: Temporary Nail Bond Length (Lav) for 9 ( � 9 9 9 or their representatives. 0 �
<br /> 5. Nail locations, drilled nail lengths, and bar sizes shall be in accordance with the wall verifcation testing shall be determined apparatus and should no[ exceed 5 percent of the Design Test Load (OTy. Dial gauges Z m w
<br /> profles and soil nail schedules. Nail locations may be modified, upon approval by Load Hold Time based on the following: should be set to "zero" after the alignment load has been applied. Copies o� field reporis, test results, antl memorandums relating to shoring activities shall be provided �
<br /> 'Lev = C As / 2Qtl to the Owner and Contractor on a timety basis.
<br /> the geotechnical engineec � All load increments shall be maintained within 5 percent of the intended load. Depending r
<br /> AL (.05 OTL Maz.) 1 minute C = 0.9 for grade 75 Bars ae�mrtx avmaai
<br /> on pedormance, either 10 minute or 60 minute creep tests shall 6e perfortned at the N
<br /> 6. The contrador is responsible for field locating all utilities. Nail locations shall be 025 DTL 10 minutes y = Bar Yeld Stress sceaaare::: 3ua eaonownv �
<br /> maximum test load (1.50 DTL). The creep period shall start as soon as the maximum M
<br /> adjusted, as necessary, to avoid utilities. Nails shall maintain a minimum fourfoo[ 0.50 DTL 10 minutes As = Bar SteelArea ow�e�: HoaTM aucersouxoaamnensuc
<br /> 075 DTL 10 minutes Z = Pullout Factor of Safe iest load is applied and the nail movement shall be measured and recorded at 1 minute, ?e�a�c Re�aamel
<br /> distance from utilities, unless approved by the geotechnical engineer ty 2,3,5,6.. and 10 minutes. Where Me nail movement between 1 minute and 10 minutes a caie: io/z3/zov
<br /> 1.00 DTL 10 miwtes Qd = 4,000 Ibs.ttt. PP�
<br /> 7. Temporary slopes constmcted above and 6elow ihe temporary soil nail walis shall 125 DTL 10 minutes exceeds 0.04 in., the maximum test load shall be maintained an additional 50 minutes v�opo�e u�: new mum-vamav ,
<br /> be in accortlance with the plans and recommendations of the geotechnical 1.50 DTL (Creep TesQ 80 miwtes 'Minimum Bonded Length shall be 10 ft. and movements shall be recorded at 20 minutes, 30, 50, and 60 minutes. oesc��ana�: rve.v iao unrrmum-Fnmavw/rnaane
<br /> engineering study. The contrec[or shall submit to ihe Engineer an excavation plan 775 DTL 10 minutes Minimum Unbonded Lengih shall be 3 ft. T��"'' �'�'�","., �- i°,"'
<br /> and no mass or shotcrete at tace exwvation shall commence rior to a roval. 2.00 DTL (Max. Test Load) 10 minutes TEST NAILACCEPTANCE CRITERIA � � - � , . �_
<br /> P PP � ae��eweaav- �`W ea��� IL,. ���
<br /> 8. The temporary soil nail wall alignment shall be located by the coniractor and I The alignment load (Ay should be the minimum load required to align the testing A test nail sha�l be considered acceptable when: �orr��e se� __ioe si��� _vo-e/aia����e s��
<br /> project surveyoc j apparatus and should no[ exceed 5 percent of the Design Test Load (DTL). 1, For veritication tesis, a total creep movement of less than 0.08 in, per log cycle of
<br /> time beriveen the 6 and 60 minute readings is measured during creep testinq and
<br /> TYPICAL CONSTRUCTION SEQl1ENCE Ihe creep �ate is linear or decreasing ihroughout the creep test load period.
<br /> 2 For proof tests, a total creep movement ot less than 0.04 in. is measured between NOTE: Grid Lines Represent "Faee" Of $OI�
<br /> 1. Walls sha�l be constmcted from the top down, in a staged construction sequence. g P Nail Wal Is (or Baek Outside Faee of
<br /> Excavation lifts shall not exceed six feet in height. the 1 and 10 minu[e readin s or a total cree movement of less than 0.08 in. is
<br /> measured belween [he 6 and 60 minute readings and the creep rete is linear or -
<br /> 2. The following wall consimction sequence shall be (ollowed for each lifl of the decreasing throughoutthe creep test load hold period. P@�I'T18I1@Ilt BUIIQIIIg WBII'. TI1Q COIltr8Ct0� .
<br /> �ema��aryso�� �a�� wa��: and Surveyor Shall Verify Soil Nail Wall
<br /> A. InstallVerticalElementswhereindicated, perplan. Q1�Ig11111@IItS PPIO� tO C.OIISt�UCtlOfl. �
<br /> B. Excavate lifl [o wall line. The geotechnical engineer shall observe . � �
<br /> excavated tace. Supplemenl recommerMations will
<br /> be provided 6y the geotechnical engineer where sloughing or .
<br /> unstable face conditions develop. Use of a stabilizing berm may be ,
<br /> recommended. '
<br /> C. Drill, install, and grout nails. Casing of soil nail holes may be '
<br /> recommended by the geotechnical engineer, to control ground loss during ,� 2 �
<br /> drilling. Two nails shall be appropriately sized to accommoda[e verification � �
<br /> testing. The nail locations shall be selecled by the geotechnlcal engineer. � � �
<br /> II� _ _-�3z' -- _
<br /> D. Install geocomposite drain strips. i0J �/ T �
<br /> E. Placereinforcingandapplyshotcretefacing. Areasofexposed i f ��--- ---�- E/��SI � NG ALLLI ---�-" --��--�� �� v '
<br /> excavation face not stabilized by shotcrete shall be stabilizetl with i E
<br /> a berm. �
<br /> '� _I v
<br /> F PeAortn verifcation testing and proof testing of nails after shotcrete and I ��Aj� �oo -� �- � � - � � -� A ' >
<br /> nail grout have attained iheir design strengths. . - EaSt S011 Nail Wa�l / � r � �- �
<br /> BOW 3745'
<br /> ta �� BOW s]4b' BOW tl6' BOW il8' BOW i]8' / � /� � � o �
<br /> G. Install PVC weep hole pipe along base of final lift at geocomposite eow x�e' V r', %� ='
<br /> drain strip locations. BOw x]5.5' , � I � � �
<br /> (J.) m
<br /> CLOSURE TIME � � � v i � � �
<br /> . � o �., o o m '�.I
<br /> Closure time of exposed ezcavation cu[s along the shoring wall shall be within the same � � ,
<br /> work shift. Temporary berms shall be used to support exposed ezcavations . eow ve�� �� � '
<br /> belween work shifts. . '�. � �. �
<br /> BOW 3]4.Y . .. . . 8 I
<br /> _ - � 116]5' - �
<br /> SOIL NAIL MONITORING PLAN � � � � „ „ 9
<br /> � Existing . . � m ..
<br /> 3 „ 3
<br /> The geotechnical engineer and contractor shall develop a soil nail wall monitonng i Houre � � � � _ z �
<br /> R ' I i a'
<br /> program prior to beginning construction. At a minimum, the monitonng shall indude the li \ . - �� T, � �. ¢ a d c"
<br /> following: . � � r- -
<br /> m
<br /> sow:�z� _ � a i o
<br /> 1 . A series of monitoring poiMs shall be posRioned behind ihe alignment of the soil nail walls. '�,
<br /> CT� � _E E � ' a
<br /> A licensed surveyor shall acquire baseline readings at the monitoring point , . �Tj
<br /> locations prior to construction. Both lateral and vertical movemenis shall be recorded � � � N � a
<br /> at the moniroring point locafions. The geo[echnical engineer and contractor shall
<br /> coordinate lo determine the locations and wmber of monitoring points. Readings � o � o � o '�. o
<br /> shall be acquired daily during the excavation and soil nail wall constmction. '� �
<br /> Pmposetl
<br /> 2. Following constroction of the shotcrete facing, a series of monitoring points shall BOW t�z, So�i Na�i Wan � _ '
<br /> be established along the top of the shotcrete facing. A baseline measurement shall eow sn� BOW x78' BOW x78' � � �
<br /> be acquired following the application antl appropriate wring o(the initial shotcrete 9� % I I j � �- �� ! : o N I
<br /> lift. Periodic meeauremants of the monitoring points shall be rewrded, based on �F�� so __ _ �° � --� m � m � �
<br /> the overall observed performance of the soil nail wall. At a minimum, weekly �- � . � � F/ o . 'o � �a
<br /> readings should be acquired. -- -�- � --�-�--�-------� � - __ _� I
<br /> \ Existing Water and Power Duct
<br /> 3. Monitoring points shall be established on atljacent roadways and �(Field Verity and Locate Prior to Nail Installation)�
<br /> buildings prior to constmction. The geotechnical engineer and contractor shall ,
<br /> coordinate [he number and bcations of the monitoring points. \ / C 1� � I 1 1� �* �uy� o , m ��,. �
<br /> 4. A reconsimction hoto or vitleo surve shall be edormetl rior fo construclion B R O A D W A Y � V L 1 V U L. A>4 ��:<�aY a� z d
<br /> P P Y P P •r /s:�_ �: ?.'S ' � o a � u
<br /> to document existing condilions along adjacent right-o4ways and buildings �
<br /> M
<br /> 5. As necessa the monkorin �_ � b � Sneet Na �
<br /> ry, g pmgrem will be modified by the geotechnical • . � i �
<br /> engineer based on the overall pertormance of ihe soil nail walis. Additionally, the - o S ITE P LAN 7� t!. . .'
<br /> monitoring program shall be supplemen[ed by observations by the geolechnical A �- � v �� �� SN- 1
<br /> engineer or their representative during the constmction process. � i o io 20 ao „F• / � f . � y
<br /> - ��,-20' �_ � � f �A
<br /> . -. scale in Feet i r,�� . �s�
<br /> �liTt.
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