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GENERAL NOTES AND SOIL NAIL WALL DESIGN PARAMETERS NAIL TESTING
<br /> 1. The temporary soil nail walls have been designed in general accordance with the Prior to nail testing, grout shall be allowed to cure at least 72 hours. Minimum 3-day Nail testing equipment shall be independent of the wall and soil nail. Soil nail contractor PRECONSTRUCTION MEETING
<br /> procedure contained in the FHWA"Manual for Design and Construction Monitoring compressive strength shall be 1,500 psi. shall provide Engineer a description of test setup and jack, pressure gauge and load cell •,
<br /> of Soil Nail Walls" Report No. FHWA-SA-96-069. The shotcrete facing and wall calibration curves prior to testing. A Preconstruction Meeting between the Contractor, Geotechnical Engineer and Surveyor shall be
<br /> drainage construction shall be in accordance with the FHWA Guide Specifications VERIFICATION TESTING scheduled prior to the Soil Nail Wall Excavation and construction.
<br /> for Temporary Shotcrete Facing and Wall Drainage,Appendix C1, Manual for Design The Alignment Load (AL) should be the minimum load required to align the testing
<br /> and Construction of Soil Nail Walls, Publication No. FHWA-SA-96-069R. A minimum of two verification test nails shall be installed and tested. Verification test apparatus and should not exceed 5 percent of the Design Test Load (DTL). Dial gauges SPECIAL INSPECTION
<br /> nails shall be incrementally loaded to a maximum test load of 200 percent of the Design should be set to "zero" after the alignment load has been applied.
<br /> 2. Temporary Reinforced Shotcrete Facing: Test Load (DTL) in accordance with the following loading schedule. The soil nail Special Inspection of the soil nail wall construction shall be provided by the Geotechnical Engineer ..
<br /> fy = 75,000 psi movements shall be recorded at each load increment. Additional verification tests shall be All load increments shall be maintained within 5 percent of the intended load. Depending or their representatives. W
<br /> fc = 4,000 psi conducted if different drill / installation equipment or techniques are used to install the on performance, either 10 minute or 60 minute creep tests shall be performed at the
<br /> Nail Grout fc = 3,000 psi nails. maximum test load (1.50 DTL). The creep period shall start as soon as the maximum Copies of field reports, test results, and memorandums relating to shoring activities shall be provided C
<br /> test load is applied and the nail movement shall be measured and recorded at 1 minute, to the Owner and Contractor on a timely basis. CO 0 •
<br /> Contractor shall submit shotcrete and nail grout mix design to engineer for review Verification Loading Schedule: Temporary Nail Bond Length (LBv) for 2,3,5,6, and 10 minutes. Where the nail movement between 1 minute and 10 minutes - In -i-+
<br /> and approval. verification testing shall be determined exceeds 0.04 in., the maximum test load shall be maintained an additional 50 minutes C
<br /> Load Hold Time based on the following: and movements shall be recorded at 20 minutes, 30, 50, and 60 minutes. Permit#: PW1708-027 (n Q C
<br /> 3. Design Soil Parameters: *LBv = CfyAs / 2Qd Site Address: 3214 BROADWAY a .�
<br /> AL (.05 DTL Max.) 1 minute C = 0.9 for grade 75 Bars TEST NAIL ACCEPTANCE CRITERIA Owner: NORTH PUGETSOUND PARTNERS LLC >001 C
<br /> Friction Angle Cohesion Soil Unit Weight 0.25 DTL 10 minutes fy = Bar Yield Stress Tenant: [TenNamel (/) < CO
<br /> 0.50 DTL 10 minutes As = Bar Steel Area A test nail shall be considered acceptable when: App.Date: 8/17/2017
<br /> Fill 34 deg. 0 psf 125 pcf 0.75 DTL 10 minutes Z = Pullout Factor of Safety Proposed use: 'C
<br /> Till 38 deg. 100 psf 125 pcf 1.00 DTL 10 minutes Qd = 4,000 lbs./ft. 1. For verification tests, a total creep movement of less than 0.08 in. per log cycle of Description: NEW 140 UNIT MULTI-FAMILY W/PARKING
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<br /> 1.25 DTL 10 minutes time between the 6 and 60 minute readings is measured during creep testing and ca <
<br /> 4. Ultimate Pullout: 1.50 DTL (Creep Test) 60 minutes *Minimum Bonded Length shalt be 10 ft. the creep rate is linear or decreasing throughout the creep test load period. Reviewed By: Date: U)
<br /> s.
<br /> 4,000 lbs./ft. at and near wall face 1.75 DTL 10 minutes Minimum Unbonded Length shall be 3 ft. Qom) N •
<br /> 8,000 lbs./ft. beyond wall face soils 2.00 DTL (Max. Test Load) 10 minutes 2. For proof tests, a total creep movement of less than 0.04 in. is measured between Office Set doh site set Fire/Planning Set ct
<br /> the 1 and 10 minute readings or a total creep movement of less than 0.08 in. is O L
<br /> 5. Nail locations, drilled nail lengths, and bar sizes shall be in accordance with the wall The alignment load (AL) should be the minimum load required to align the testing measured between the 6 and 60 minute readings and the creep rate is linear or
<br /> profiles and soil nail schedules. Nail locations may be modified, upon approval by apparatus and should not exceed 5 percent of the Design Test Load (DTL). decreasing throughout the creep test load hold period. VI
<br /> the geotechnical engineer. r
<br /> PROOF TESTING TEST NAIL REJECTION M
<br /> 6. The contractor is responsible for field locating all utilities. Nail locations shall be
<br /> adjusted, as necessary, to avoid utilities. Nails shall maintain a minimum four foot Perform proof testing on 5 percent of the production nails in each row or minimum of Verification test nails failing to meet the acceptance criteria or otherwise determined
<br /> distance from utilities, unless approved by the geotechnical engineer. 1 per row. The locations shall be designated by the geotechnlcal engineer.A verification unsatisfactory by the Engineer shall be replaced and retested.Adjustments to the nail installation
<br /> test nail successfully completed during production work shall be considered equivalent method may be recommended.
<br /> 7. Temporary slopes constructed above and below the temporary soil nail walls shall to a proof test nail and shall be accounted for in determining the number of proof tests
<br /> be in accordance with the plans and recommendations of the geotechnical required in that particular row. Proof test nails failing to meet the acceptance criteria or otherwise determined unsatisfactory
<br /> engineering study. The contractor shall submit to the Engineer an excavation plan by the Engineer shall be replaced and retested. Replacement and testing of adjacent non-proof CITY OF EVERETT
<br /> and no mass or shotcrete cut face excavation shall commence prior to approval. Proof Test Loading Schedule: Temporary Nail Bond Length (LBP) for tested nails may be recommended by the Engineer, depending on the circumstances of the REVIEWED FOR PERMIT
<br /> proof testing shall be determined based nail failure. 6 LQ, , , f
<br /> 8. The temporary soil nail wall alignment shall be located by the contractor and Load Hold Time on the following: V,ee\ l- fik'
<br /> project surveyor. *LBP = CfyAs 11.5 Qd SHORING WALL TRAFFIC I CONSTRUCTION LOAD SETBACK 1 ��;
<br /> AL (.05 DTL Max.) Unti Stable C = 0.9 for Grade 75 Bars ° "
<br /> 0.25 DTL Unti Stable fy = Bar Yield Stress Minimum traffic and construction load setback from top of shoring walls or cut slopes shall _ . 0_`
<br /> TYPICAL CONSTRUCTION SEQUENCE 0.50 DTL Unti Stable As = Bar Steel Area be 5 feet, or as approved by the Engineer on a case by case basis. di''' '`
<br /> 0.75 DTL Unti Stable 1.5 = Pullout Factor of Safety NOTE. Grid Lines Represent "Face" of Soil
<br /> fir. .
<br /> 1. Walls shall be constructed from the top down, in a staged construction sequence. 1.00 DTL Unti Stable Qd = 4,000 lbs. / ft. ,
<br /> Excavation lifts shall not exceed six feet in height. 1.25 DTL Unti Stable Nail Walls (Or Back Outside Face of �`
<br /> 1.50 DTL (Max. Test Load) See Below *Minimum Bonded Length shall be 10 ft. Permanent Building Wall). The Contractor ,
<br /> temporary soil nail wall: and Surveyor Shall Verify Soil Nail Wall
<br /> 2. The following wall construction sequence shalt be followed for each lift of the Minimum Unbonded Length shall be 3 ft. e
<br /> A. Install Vertical Elements where indicated, per plan. Alignments Prior to Construction.
<br /> B. Excavate lift to wall line. The geotechnical engineer shall observe '
<br /> excavated -
<br /> face. Supplement recommendations will
<br /> pp
<br /> be provided by the geotechnical engineer where sloughing or
<br /> unstable face conditions develop. Use of a stabilizing berm may be CD il
<br /> recommended. I� 273' Owl L ig,
<br /> 50 µ
<br /> C. Drill, install, and grout nails. Casing of soil nail holes may be ,c.,:� ,
<br /> recommended bythegeotechnical engineer, to controlground loss during g� I .lia�
<br /> drilling. Two nails shall be appropriately sized to accommodate verification ,a EXISTING ALLY
<br /> testing. The nail locations shall be selected by the geotechnical engineer. ' ' `
<br /> 1 '
<br /> D. Install geocomposite drain strips. 00, 1a2
<br /> � _ - 1
<br /> A
<br /> E. Place reinforcing and apply shotcrete facing.Areas of exposed _ jif -
<br /> -------1 /BOW+74.5'
<br /> excavation face not stabilized by shotcrete shall be stabilized with ,r__ -- ± ,�, BOW ±74.5' - BOW 75� Bow-±76' BOW±78' r
<br /> -- _ I BOW ±78'
<br /> a berm. 98 -
<br /> BOW±75.5
<br /> F. Perform verification testing and proof testing of nails after shotcrete and � L
<br /> -
<br /> --__- ---�---- -- 100
<br /> nail grout have attained their design strengths. '. ,, , •
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<br /> G. Install PVC weep hole pipe along base of final lift at geocomposite ---___ _
<br /> drain strip locations. _ -
<br /> -t--
<br /> --" BOW ±78' --
<br /> -98
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<br /> CLOSURE TIME ±
<br /> BOW 74.5' `
<br /> Closure time of exposed excavation cuts along the shoring wall shall be within the same -__- ---" `---__- 75' �'
<br /> work shift. Temporary berms shall be used to support exposed excavations - _ `
<br /> - 96
<br /> between work shifts. `---' - Cf) 8
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<br /> BOW ±72' 96 I ___ __ H `a
<br /> SOIL NAIL MONITORING PLAN `� - ,, t " 7 C C m :,
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<br /> The geotechnical engineer and contractor shall develop a soil nail wall monitoring �. i� --__ - - "- I -• 94 � '> •> z It
<br /> program prior to beginning construction.At a minimum, the monitoring shall include the �\\ -------___- - - i r-l-j o
<br /> following: I ,,-----_, o Q
<br /> ,�-- �1 ap E E : q
<br /> 1. A series of monitoring points shall be positioned behind the alignment of the soil nail walls. -------____./ I
<br /> A licensed surveyor shall acquire baseline readings at the monitoring point �/Proposed --- i �' `� 00 CO
<br /> locations prior to construction. Both lateral and vertical movements shall be recorded ,,,- l Soil Nail Wall (Tr I 92
<br /> BOW±72'
<br /> at the monitoring point locations. The geotechnical engineer and contractor shall BOW±72' BOW ±78' ,-- I BOW t78' �' N
<br /> coordinate to determine the locations and number of monitoring points. Readings / - _--_ -------------- 0 0 0 0
<br /> shall be acquired daily during the excavation and soil nail wall construction. !F 92 --- - - \....
<br /> 2. Following construction of the shotcrete facing, a series of monitoring points shall i °P i
<br /> ExistingWater and Power Duct i ° _.. -.: ` ` :
<br /> be established along the top of the shotcrete facing.A baseline measurement shall 90 „( �, o
<br /> be acquired followingthe application and appropriate of the initial shotcrete (Field Verity and Locate Prior to Nail Installation) t3\ „ - ��,; o N
<br /> r.7
<br /> q pPcuring
<br /> lift. Periodic measurements of the monitoring points shall be recorded, based on Li \ Jiusl ° -°' 6 cn U
<br /> the overall observed performance of the soil nail wall.At a minimum, weekly BROADWAY A V E U 0)
<br /> readings should be acquired. Permit Service
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<br /> 3. Monitoring points shall be established on adjacent roadways and = / �i „
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<br /> buildingsprior to construction. Thegeotechnical engineer and contractor shall � '� �`��� S�TE PLAN ''
<br /> g g O m
<br /> coordinate the number and locations of the monitoring points. 73
<br /> I 0 4 4 0 10 2 0 ° m m
<br /> 4. A preconstruction photo or video survey shall be performed prior to construction ' i,, I scale in Feet ''_ . , , . C f l ; is...? o o -c
<br /> to document existing conditions along adjacent right-of-ways and buildings. , I '4' ; - i
<br /> 1 - s Sheet No.
<br /> 5. As necessary, the monitoring program will be modified by the geotechnical 1 : µ '�.
<br /> engineer based on the overall performance of the soil nail walls.Additionally, the '.
<br /> monitoringprogram shall be supplemented byobservations bythe geotechnical -a ` sN 1
<br /> P g Pp .,f'� ��� rti� ''
<br /> engineer or their representative during the construction process. ,
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