san ramon project
CITY OF MEMORANDUM TO: FROM:
HONORABLE MAYOR & CITY COUNCIL MEMBERS
~LES JONES, INTERIM DIRECTOR OF PUBLIC WORKS ~
DATE:
JULY 16, 2013
SUBJECT:
VALUE ENGINEERED CONTRACT CHANGE ORDER OUTLET STRUCTURE - SAN RAMON PROJECT (SUPPORTS 2013 CITY COUNCIL GOAL #2: SAN RAMON CANYON PROJECT)
REVIEWED:
CAROLYN LEHR, CITY MANAGER
Project Manager:
Ron Dragoo, Senior
Engineer~
RECOMMENDATION Review and approve the revised design of the outlet structure and authorize the Interim Director of Public Works to execute Change Order Number 4 to the San Ramon Canyon Stormwater Flood Reduction Project with L. H. Woods and Sons, Inc.
BACKGROUND/DISCUSSION The City Council authorized the first value engineered change order for an engineered pipe substitution with L. H. Woods and Sons, Inc. at their May 21, 2013 meeting. A special City Council Meeting was held on July 2, 2013 to fully explain the reasons and process behind the value engineered change order to substitute the specified Permalok with a welded steel pipe. At that meeting, Staff informed Council that they intended to present another value engineered opportunity that will benefit the project. That opportunity is for an alternative outlet structure constructed into the bluff at beach. The outlet structure designed by Harris & Associates calls for two x 36-inch diameter CIDH piles 8-feet apart, to be bored 30-feet into the rock at the base of the bluff on the beach. The concrete for the piles would be poured in place to achieve an elevation of 45-feet above sea level - each pile would have an overall length of over 60-feet. These piles must be constructed as close to the bluff face as possible after the bluff has been carved out to create a vertical face at the two pile locations. The top of each of the CIDH piles is held back against the bluff using 4 post-tensioned tie backs anchored into the bluff. The slant-drain tunnel transmitting runoff from the bluff top to the beach would exit the bluff between the two CIDH
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piles about 20-feet above sea level. The concrete headwall associated with the outlet structure is constructed by forming and structurally attaching it to the piles after the tunnel sleeve is completed. The boring of the 36-inch x 30-foot deep foundations into bedrock on the beach requires a large machine, whose only access is along the beach from Royal Palms, more than % mile away. The design of the outlet structure was part of the original design of the project that the City Council approved March 5, 2013. The alternative design proposed by LH. Woods and their subcontractor, Drilltech is to install a cast in place headwall, which is constructed from high strength shotcrete, installed in panel sections from the top. Each section is anchored into the bluff using soil-nails, which are embedded into the bluff in lengths varying from 10-feet to 60-feet long. There are a total of 38 soil nails associated with the cast in place headwall, which provide slightly more stability to the bluffth·an the CIDH piles. Afterthe soil nails are installed, a 12-inch thick headwall and joining wing-walls are installed using shotcrete, which, in addition to providing structural integrity, is also textured (or carved) and colored to match the surrounding bluff. Shotcrete is a widely used process where a specially designed concrete mix, which has a low water-content, is shot out of a hose onto a sloped or vertical surface. The receiving surface generally has two or three layers of steel (rebar) attached to it with specific spacing to ensure that the rebar will remain in the designed location after the concrete is applied. In this case the shotcrete will be applied in a 4" thick layer, followed later by a 12" layer, effectively creating a 16" thick concrete wall. The concrete mix design is such that the concrete will remain stuck in place after being shot, without slumping. This eliminates the need for an outside form and allows the shotcrete to be sculptured for a natural appearance, before it sets. Stain is then applied to provide a color similar to the adjacent bluff. Drilltech, LH Woods sub-contractor who will be performing the work, is highly skilled on this construction technique and has recently completed the retaining walls on the 405 Freeway through the Sepulveda Pass. Soil nails are solid steel bars that are inserted into 6-inch diameter holes drilled 19-60 feet into the bluff face, the remaining space is then filled with grout. The heads of the soil nails are incorporated into the rebar and these steel reinforced shotcrete walls create a monolithic retaining wall. The advantages of the alternative design are as follows: • Beach access is not required for the heavy boring rig • The entire structure is constructed against the bluff face, eliminating any gap between the structure and the bluff • The headwall is constructed in 5-sections, so the maximum amount of unsupported bluff face is only 20% of the vertical height as opposed to the full height for the CIDH piles • The installation is more predictable and faster • The completed structure blends into the surrounding and is far more appealing and responds to the request by the Coastal Commission Staff to make the outlet design less.obtrusive
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• •
The stability of the bluff is improved over the existing design It saves the project money
The contractor has provided the City with all of the costs associated with changing from the CIDH pile design to the proposed cast in place headwall and soil nail design, which shows a potential saving of $230,000.00. City staff has reviewed the numbers and verified that they are an accurate representation of the potential savings, however negotiations are still in progress so the exact amount is not known at the time this report was written. Staff will advise the City Council of the exact savings to the City at the June 16, 2013 City Council meeting. The California Public Contract Code Section 7101 states: "The state or any other public entity in any public works contract awarded to the lowest bidder, may provide for the payment of extra compensation to the contractor for the cost reduction changes in the plans and specifications for the project made pursuant to a proposal submitted by the contractor. The extra compensation to the contractor shall be 50 percent of the net savings in construction costs as determined by the public entity. For projects under the supervision of the Department of Transportation or local or regional transportation entities, the extra compensation to the contractor shall be 60 percent of the net savings, if the cost reduction changes significantly reduce or avoid traffic congestion during construction of the project, in the opinion of the public entity. The contractor may not be required to perform the changes contained in an eligible change proposal submitted in compliance with the provisions of the contract unless the proposal was accepted by the public entity."
Proposals of this type submitted by contractors are typically referred to as value engineered proposals. If the proposal is accepted by the City, the Public Contract Code requires that the savings initiated by the contractor must be shared on a 50:50 basis between the City and the contractor. Therefore the potential savings offered to the City for this design change is $115,000.00. The proposed design change has been extensively reviewed by Ninyo and Moore, the Geotechnical consultants of record for the project and has been accepted by Harris and Associates, the design engineer. The normal Submittal process will be followed, which will require the review and acceptance of the method statements and all materials to be used in the construction process for the outlet structure. In addition, tests will be conducted on test soil nails during the initial phases of the work and if necessary, modifications to the design will be made. Because the City Council approved the original project design, including the design of the outlet structure, Staff recommends that the City Council approve the revised design. The City Council's approval of the revised design would be based on the advantages of the new design, which are set forth above, and the review and approval of the revised design by the project's geotechnical consultants, Ninyo and Moore, and by the project design engineer, Harris and Associates. Therefore, Staff recommends the acceptance of the Value Engineering proposal for the alternative outlet structure design, which represents a potential saving of $115,000 to the project and requests the City Council authorize the Interim Director of Public Works to execute the Change Order to the San Ramon Stormwater Floodwater Reduction Project to formalize the change.
CONCLUSIONS Adopting staff's recommendations will authorize the Interim Director of Public Works to
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execute the attached Contract Change Order, changing the contract requirements to allow for the alternative outlet structure design.
FISCAL IMPACT Adopting staff's recommendation could reduce the overall cost of construction by approximately $115,000. Attachments:
A) B)
Contract Change Order Acceptance of Revised Design by Harris & Associates and Ninyo & Moore (Geotechnical Consultants)
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I 230,000.00 ILS
-50%
LH Woods & Sons
Rancho Palos Verdes
Date:------------
By
Authorized:
Date:-----------
By
Accepted:
Date: _ _ _ _ _ _ _ _ _ _ _~
Construction Manager
4/6/2014
0
14, 732,533.60
14,847,533.60 -115,000.00
Total Revised Contract Sum Prior to this Change Order Value of this Change Order New Contract Sum Change in Contract Days Revised Contract Completion Date Excluding Non-Change Order Delays
-115,000.00
-115,000.00
15,140,000.00 -292,466.40
By
Vista,
Amount
4
Original Contract Value Total Value of all Previous Change Orders
Total
Unit Price
Quantity
I
Description Value Engineering to construct the alternative design outlet structure as proposed by LH Woods and approved by Ninyo & Moore and Harris & Associates. The cost saving is shared at a 50:50 ratio with the contractor. All expenses are included in the net saving. Note: This CO is subject to final approval of the submittals by Harris & Associates and acceptance by the City Council.
2115 La Mirada Drive
L.H. Woods & Sons, Inc.
Attention: Mike Ireland
Change Order #
CA 92801
Rancho
San Ramon Canyon Storm Drain System Project
Palos Verdes, CA 90275
30940 Hawthorne Blvd.
CITYOF~\J
Project:
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Attachment B
N&M
MEMORANDUM
DATE:
July 11, 2013
TO:
Alan Braatvedt
FROM:
Daniel Chu and Jim Barton
PROJECT!
San Ramon Storm Drain (Ninyo & Moore Project No. 208342002)
R.E:
DTDS Submittal #006, Revision #01 - Outlet Structure Soil Nail Wall Design Proposal, Response to Review Comments1 LHW Submittal No. 62, Project # 010909 - San Ramon Canyon Storm Orain Project, City of Palos Verdes, dated June 28, 2013 Ninyo & Moore, 2013, San Ramon - Outlet Structure Conference Call, dated July
8. DTDS Submittal #006, Revision #02 - Outlet Structure Soil Nall Wall Design Proposal, Response to Review Comments, LHW Submittal No. 62.2, Prqject # 010909 - San Ramon Canyon Storm Drain Project, City of Pal.as Verdes, dated July 9, 2013 · We have reviewed the responses to our review of Submittal No. 62.0 by Drill Tech. Based on our review, the contractor has adequately addressed the geotechnical issues for the design of the soil nail wall outlet structure.
Re.,ponse 10 Submittal No 62 0 doc
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July9, 2013 DTDS Job No. 1310 Michael· Ireland Project Manager L.:a. Woods & Sons, Inc. 475 Washington Blvd. Marina Del Rey, CA 90292 RE:
DTDS Submittal #,006, Revision #02 - Outlet,Stru:cture Soil Nail Wall D~ig1fProposal Response to Review Comments LRW Submittal No.62;2 Project# 010909 - San Ramon Canyon Storm Drain Project City of Rancho '.P·alos Verdes
Mr. Ireland,
In response to the concems expressed by Ninyo & Moore (N&M) during our confe.rence callheld on July8, 2013, attached are revised calculations and construction drawings for the proposed soil nail wall at the outlet structure. Drill Tech has reevaluated the existing slope condition based on our slope geometry used in the initial design and Ute soil parameters proviQ.ed in the geotechnical report and came up with an existing glob11l slope stability factor ofsafetyof1;019. The proposed soil nail shoring system improves the global slope stability factor ofsafety to l .085, for a net improvement of .066. The originally designed CIDH pile and tieback system improved.the global slope stabi1ityfactor of safety by .OSS based on the slope geometry generated by N&M. In conclu,sion, the soil nlril wall system p:roVides an equivalent improvement to th~ global slope stapility factor of safety as originally designed, See revised calculatibns attached. Additionally, the soil nail testingprocedures .have been amended to mc1udetwo (2)test n~lsmstaUed at a ~0' tmibed1llel:lt depth. One test nail will be tested for ultimate strength with a 1O' bonded length and the second test nail will be verification tested with a 19' bonded length. Please seethe revised notes, details, and test schedules in the attached drawings. I hope that these calculations and drawings adequately address N&M's concerns•. Ifyou have any questions otrequil:e any further information.don't hesitate to contact.me. Sincerely, Drill Tech Drilling & Shoring, Inc.
Derek McDonald, P.E.
2200 Wymore Way- Antioch, CA 94509.;8548 - (925) 978-2060 - Fax: (925) 978-2063 22223 Forest Boundary Road- Corona, CA 928834956- (951)277~9700- Fax: (951)277-9701
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San Ramon Canyon Storm Drain Project City of Rancho Palos Verdes
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c:\users1,derek.mcdonald.drillteeh\desktop\1310 san ramon canyon storm drain\value englneerfng\ve#01 -outtet strucb:ire\rO\sliuclural calculations\slop slablftty analys!s.pl2 Run By: Derek McDonald 71912013
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C:slop stability analysis.OUT
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GSTABL7
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GSTABL7 by Garry H. Gregory, P.E. ** Original Version 1.0, January 1996; Current \rersion 2.005, Sept. 2006 {All Rights Reserved-Unauthorized Use Prohibited) .
**
* ******** *••.••• ***** ** ** ** ** ******** •.•:** ****.***** ****" **** *** *** ** ** ** ********** * SLOPE STABILITY .ANALYSIS SYST$'f.i Modified Bishop, Simplified Janbu, or GLE Method of slices. (Includes Spencer & Morgenstern-Price 'l'ype Analysis) Including Pier/Pile, Reinforcement, soil Nail, Tieback, Nonlinear Undrained Shear Strength, CUrve.d Phi Envelope, Anisotropic Soil, Fiber'-Reinforced Soil, Boundary Loads, Water su:rfac.es, Pseudo-Static & Newmark Earthquake, and A:PPlied Forces.
*** ******* ** ** ******* *** .. * ** **** ***.********* ......., . **** ..... .., *** *:*"'**** ** ******* ** **
Analysis Run Date: 7/9/2013 Time of Run: 04: 38.PM Run By: Derek McDonald Input Data Filename: C:\O'sers\derek.mcdonald.DRILLTECH\Desktop\1310 sa.n Rlimon qan yon storm Drain\Value Engineering\VE#01 - outlet Structure\Ro\struct:ural calculations\slop stabi Output Filename: C:\O'sers\derek.mcdonald.DRlLLTECI{\Desktop\1310 San Ramon Can yon Storm Prain\Value Engineering\VE#Ol - outlet Structure\RO\structural calculations\slop stabi Unit System: . English Plot.ted Output Filename: C:\O'sers\derek.mcdonald.DRJ:LLTECH\Desktop\1310 Sart Ramon Can yon storm Drain\Value .Engineering\VE#Ol - Outlet Structure\RO\structural calculations\slop stabi PROBLEM OESCRlPT.ION: San Ramon canyon Storm Drain Project . City of Rancho .Palos Verdes BOUNDARY COORDlNA'l'.ES 10 Top B.oundaries 10 Total Boundaries Boundary :x;-Left Y-Left Y-Right soil T;ype X-Right (ft) No. (ft) {ft) (f.t) Below Bnd 12.00 l O.QO 6.00 32.00 l 38.00 l 2 32.00 12.00 s6.oo 54.00 l 3 56.00 38.00 S!hOO 86.00 i 4 59.00 54 •. 00 82.00 s 82.00 86.00 93,00 94.00 1 6 83. 00 94. 00 138.00 137.00 l l 163.00 138.00 7 138.00 137.00 138,46 8 163. 0-0 138 •. oo 238.00 l l 9 238.00 138.46 262.00 139.00 l 141.00 10 262.00 139.0.0 289.00 Default Y-Origin O.OO(ft) Default X-Plus value= o.OO(ft) Default Y-P.lus value = o. oo (ft) ISOTROPIC SOIL PARAMETERS l Type{s) of soil Pressure Pie2. Soil Total saturated Cohesion Friction Pore Type unit Wt. unit Wt. Intercept Mgle Pressure Constant surface No. (pcf) (pcf) (psf.} Pa.ram. ('psf) No, (deg) l 105.0 110.0 360.0 38.0 o.o 0 o.oo ~ISOTROPIC STRENGTH PARAMETERS · 1 s()il type (s) Soil .Type l Is Anis.otropic 1-iumber of Direction Ranges specified = 3 Fr;i.ction Direction counterclockwise Cohesion Angle ~ange Direction Limit Intercept (deg) No. (deg} (psf) 38.00 l 5.0 360.00 2 12.0 o.oo 17.00 38.00 3 90. 0 360. 00 ANISOTROPIC SOIL NOTES; (1) An input value of 0.01 for c and/or Phi will cause Aniso c and/or Phi to be ignored in that range. (2) An: input value of 0.02 for Phi will set both Phi and C equal to zero, with no water weight in the tension crack. (3) An: input value of o. 03 for Phi will set both Phi and c equal to zero, with water weight in the tension ~rack. A Critical Failure Surface Searching Method, Using A Random
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Memo To:
Harris & Associates
Alan Braatvedt
From:
City of Rancho Palos Verdes Public Works Department 30940 Hawthorne Blvd Rancho Palos Verdes, CA 90275
Randall Berry, PE
------='-----
Program Managers Construc:tion Managers CML Engineers
Date: July a, 2013
Cc:
E(izabeth Reyes, PE
Subject Review of Submittal# 62.1 Alt Outl.et structure design calculations for the San Ramon Canyon SD Project
~ DPJe~~..eReply OOrigJ.:::::~~ Comments: Submittal No. 62.1· Alternative Outlet Structure Design: Reviewed. Plans were reviewed for general conformance. Thank you for the opportunity to review these submittals and, as usual, don't hesitate to call or e-mail if you have any questions or require anything additional. Sincerely,
Randall Berry, PE
34 Executive Park, Suite 150
Irvine, California 92614-4705
(949) 655-3900x314
FAX (949) 655-3995
[email protected]
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Reviewed
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Rej~>cted
D
0 D Checking · l conformance ~ith the and the contract documents. This shop drawing is not a coniract document and, therefore does not constitute an authorization to deviate from .Lhe terms and CClrtditions of the contract. Make C\ln:c'Ctions Noted Revise and Resubmit
JUn.e 28, 2013 DTDS Job No. 1310 Michael Ireland Project Manager
L.H. Woods & Sons, Inc. 475 Washington Blvd. Marina Del Rey, CA 90292 RE:
FIC'CADh'Nil WAO(lONER end C.1\St!..E STRUC'TllRAI. ENGINEERS.
BY: M.G .. S.E.
DATE:7/3/13
DTDS .Submittal #006, Revision #01 - Outlet Structure Soil Nail Wall Design Proposal Response to.Review Comments LHW S11bmittal No.62 Project# 010909 - San Ramon Canyon Storm Drain Project City of Rancho Palos Verdes
Mr. Ireland, Provided below is our response to the comments provided by both:Ninyc> &Moore and Harris & Associates, dated July 2, 2013. Response to coOllllents provided by Ninyo & Moore: 1) The surface topography presented on the cross section for the sfope stability anal)'$is by brillTech is different than th:e topography presented in the geotechn:ical report dated June 28, 2012. The topography has aslight impact to th:e results of the slope stability factor of safety. We recommend th:at the contractor review the cross seclion D'-D; (figure 8) of the geotechnicalreport and pl'.ovideju$titication for the changepresentess section utiliied in Drill Tech's analysis.
The surface "topography presented in theglobal slope stabili&analysisprovided in ourin#ial design propo$al was~~ on the UJpographic infonnati,on provided in the CAD file oft/:te projectplans. 1rrespective ofthis discrepanCJI with the slope projiJes, it is Drill Tech's opinion that the 2% difference in factors ofsafet,y is negligible. A critical item that should be noted is the fact that the largest "soil nail" in the outlet structure shoring system, the Slant Drain Tunnel Casing, was not taken into account in either analysis. 2) Note 3 under shotcrete notes on Sheet SNl indicates a 2 in cover of concrete/shotcrete measured from the face of th:e concrete/shotcrete to th:e face of th:e reinforcement. The thickness should be 3 inches due to the corrosion potential ofth:e ocean environment. Drill Tech agrees that a 3in concrete/shotcrete cover should be proVlded between the steel reinforcement and soil ft>r corrosion purposes. However the referenced 2in clearance is consistent with the conformedprojectplansforthe outl.et
2200 Wymore Way- Antioch, CA 94509-8548 - (925) 978-2060 - Fax: (925) 978-2063 22223 Forest Boundary Road- Corona, CA 92883-4956- (951)277-9700-Fax: (951)277-9701
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structure walls. Please 'inform ifthis clearance requireme;it need be applied. to all components ofthe outletstructure. 3) The design test loads during the verification testing and .proof testing of the sacrificial n,ails for tP.e allowable pullout resistance values indicated 011 Sh~t SNl are diffc;tent. The contractor Should clarify and!Ol! justify the specified allowable pullout resistance values of2.72 kips/ft for the verification testing and 1.81 lqps/ft for the proof testing.
1'h.is was a typographic error. Allowable p111lou_tresistance values have been ameniled. accord'ingly to reflect a value of .2. 72 kip.sift.
4) 1n addition to the lo.ad test on the sacrificial soil nails, we recpnunend that the verification testing consiStsofte$ting 5% ofthe production soilnails to twice the design load to be performed in accordance with the procedures outlined in FHWA-SA-96;.()69 manual. The purpose of the load test on sacrificial soil nails is to verify the assu.med bonding stress (2.72 kips/ft) used in this design.
In general, the purpose of load testing soil. nails is to veriJY the assumetfbond stress. used in design regardless of whether the load testing is performed on sacrijkial or produc(io.n sou nai/.s. A stai!,dar4 'indu$by practite always implemented by Drill Tech 'm all soil nail pr<Jjed$ is to itzSfall sacrificial teSt np.~ to the equivalent 5% of the production Mil 'Jllantity to perf<mn the required testing. Tlte mainpurpose/or using sacrijieialstiilnalls is to a:voidtlte creation ofa coltljo'int In tlte grout column ofthe production soil. naltsthateouldpose a significant eotrosi(Jn mk, as well.as avoid any detrimental effects to the structural'integl'/.zy oftheproil!lcti(Jn soiJ. nai# as· a resultiJf~ad (estlfig. Jn DrllJ Tech 's professwnrdopinion load testingsht'1J1ld be.perf<mned exclu,zyeiy.on sa.crijieial testlJliils andtheproposed testing scheme should rema'in the s(lme. Response to comments. provided byHanis & Associates:
S.heet SN3 ...,Additional Bars requit«{ at openii:l,g pel' 12/S.27. Steel re'inforcementfor the outlet Strucmre components will remain the same as no'tedon sheet SN4 anif,Detllili!SNS (With the exception ofthe omitted CI1JHpile and tiiback.systemth(lf is to be l'eplm:edbytheSoilNail S)'steinJ The note 'incluiled on sheet SN4 has been amended to rejlectthe referenced detail an4 this note has been added to sheet SN3. Sheet SNS-Based,on geotechnical report lateral values (23Hsolid.outward ~and.reversed i()H for <J.ynamic,forces), the structural wall, as detailed on sheet 837 of the orlgimil structural sub~ittalis ok with tiebacks as $hown onSh4'et SN3. An additional review will be rQ
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HONORABLE MAYOR & CITY COUNCIL MEMBERS
~LES JONES, INTERIM DIRECTOR OF PUBLIC WORKS ~
DATE:
JULY 16, 2013
SUBJECT:
VALUE ENGINEERED CONTRACT CHANGE ORDER OUTLET STRUCTURE - SAN RAMON PROJECT (SUPPORTS 2013 CITY COUNCIL GOAL #2: SAN RAMON CANYON PROJECT)
REVIEWED:
CAROLYN LEHR, CITY MANAGER
Project Manager:
Ron Dragoo, Senior
Engineer~
RECOMMENDATION Review and approve the revised design of the outlet structure and authorize the Interim Director of Public Works to execute Change Order Number 4 to the San Ramon Canyon Stormwater Flood Reduction Project with L. H. Woods and Sons, Inc.
BACKGROUND/DISCUSSION The City Council authorized the first value engineered change order for an engineered pipe substitution with L. H. Woods and Sons, Inc. at their May 21, 2013 meeting. A special City Council Meeting was held on July 2, 2013 to fully explain the reasons and process behind the value engineered change order to substitute the specified Permalok with a welded steel pipe. At that meeting, Staff informed Council that they intended to present another value engineered opportunity that will benefit the project. That opportunity is for an alternative outlet structure constructed into the bluff at beach. The outlet structure designed by Harris & Associates calls for two x 36-inch diameter CIDH piles 8-feet apart, to be bored 30-feet into the rock at the base of the bluff on the beach. The concrete for the piles would be poured in place to achieve an elevation of 45-feet above sea level - each pile would have an overall length of over 60-feet. These piles must be constructed as close to the bluff face as possible after the bluff has been carved out to create a vertical face at the two pile locations. The top of each of the CIDH piles is held back against the bluff using 4 post-tensioned tie backs anchored into the bluff. The slant-drain tunnel transmitting runoff from the bluff top to the beach would exit the bluff between the two CIDH
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piles about 20-feet above sea level. The concrete headwall associated with the outlet structure is constructed by forming and structurally attaching it to the piles after the tunnel sleeve is completed. The boring of the 36-inch x 30-foot deep foundations into bedrock on the beach requires a large machine, whose only access is along the beach from Royal Palms, more than % mile away. The design of the outlet structure was part of the original design of the project that the City Council approved March 5, 2013. The alternative design proposed by LH. Woods and their subcontractor, Drilltech is to install a cast in place headwall, which is constructed from high strength shotcrete, installed in panel sections from the top. Each section is anchored into the bluff using soil-nails, which are embedded into the bluff in lengths varying from 10-feet to 60-feet long. There are a total of 38 soil nails associated with the cast in place headwall, which provide slightly more stability to the bluffth·an the CIDH piles. Afterthe soil nails are installed, a 12-inch thick headwall and joining wing-walls are installed using shotcrete, which, in addition to providing structural integrity, is also textured (or carved) and colored to match the surrounding bluff. Shotcrete is a widely used process where a specially designed concrete mix, which has a low water-content, is shot out of a hose onto a sloped or vertical surface. The receiving surface generally has two or three layers of steel (rebar) attached to it with specific spacing to ensure that the rebar will remain in the designed location after the concrete is applied. In this case the shotcrete will be applied in a 4" thick layer, followed later by a 12" layer, effectively creating a 16" thick concrete wall. The concrete mix design is such that the concrete will remain stuck in place after being shot, without slumping. This eliminates the need for an outside form and allows the shotcrete to be sculptured for a natural appearance, before it sets. Stain is then applied to provide a color similar to the adjacent bluff. Drilltech, LH Woods sub-contractor who will be performing the work, is highly skilled on this construction technique and has recently completed the retaining walls on the 405 Freeway through the Sepulveda Pass. Soil nails are solid steel bars that are inserted into 6-inch diameter holes drilled 19-60 feet into the bluff face, the remaining space is then filled with grout. The heads of the soil nails are incorporated into the rebar and these steel reinforced shotcrete walls create a monolithic retaining wall. The advantages of the alternative design are as follows: • Beach access is not required for the heavy boring rig • The entire structure is constructed against the bluff face, eliminating any gap between the structure and the bluff • The headwall is constructed in 5-sections, so the maximum amount of unsupported bluff face is only 20% of the vertical height as opposed to the full height for the CIDH piles • The installation is more predictable and faster • The completed structure blends into the surrounding and is far more appealing and responds to the request by the Coastal Commission Staff to make the outlet design less.obtrusive
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• •
The stability of the bluff is improved over the existing design It saves the project money
The contractor has provided the City with all of the costs associated with changing from the CIDH pile design to the proposed cast in place headwall and soil nail design, which shows a potential saving of $230,000.00. City staff has reviewed the numbers and verified that they are an accurate representation of the potential savings, however negotiations are still in progress so the exact amount is not known at the time this report was written. Staff will advise the City Council of the exact savings to the City at the June 16, 2013 City Council meeting. The California Public Contract Code Section 7101 states: "The state or any other public entity in any public works contract awarded to the lowest bidder, may provide for the payment of extra compensation to the contractor for the cost reduction changes in the plans and specifications for the project made pursuant to a proposal submitted by the contractor. The extra compensation to the contractor shall be 50 percent of the net savings in construction costs as determined by the public entity. For projects under the supervision of the Department of Transportation or local or regional transportation entities, the extra compensation to the contractor shall be 60 percent of the net savings, if the cost reduction changes significantly reduce or avoid traffic congestion during construction of the project, in the opinion of the public entity. The contractor may not be required to perform the changes contained in an eligible change proposal submitted in compliance with the provisions of the contract unless the proposal was accepted by the public entity."
Proposals of this type submitted by contractors are typically referred to as value engineered proposals. If the proposal is accepted by the City, the Public Contract Code requires that the savings initiated by the contractor must be shared on a 50:50 basis between the City and the contractor. Therefore the potential savings offered to the City for this design change is $115,000.00. The proposed design change has been extensively reviewed by Ninyo and Moore, the Geotechnical consultants of record for the project and has been accepted by Harris and Associates, the design engineer. The normal Submittal process will be followed, which will require the review and acceptance of the method statements and all materials to be used in the construction process for the outlet structure. In addition, tests will be conducted on test soil nails during the initial phases of the work and if necessary, modifications to the design will be made. Because the City Council approved the original project design, including the design of the outlet structure, Staff recommends that the City Council approve the revised design. The City Council's approval of the revised design would be based on the advantages of the new design, which are set forth above, and the review and approval of the revised design by the project's geotechnical consultants, Ninyo and Moore, and by the project design engineer, Harris and Associates. Therefore, Staff recommends the acceptance of the Value Engineering proposal for the alternative outlet structure design, which represents a potential saving of $115,000 to the project and requests the City Council authorize the Interim Director of Public Works to execute the Change Order to the San Ramon Stormwater Floodwater Reduction Project to formalize the change.
CONCLUSIONS Adopting staff's recommendations will authorize the Interim Director of Public Works to
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execute the attached Contract Change Order, changing the contract requirements to allow for the alternative outlet structure design.
FISCAL IMPACT Adopting staff's recommendation could reduce the overall cost of construction by approximately $115,000. Attachments:
A) B)
Contract Change Order Acceptance of Revised Design by Harris & Associates and Ninyo & Moore (Geotechnical Consultants)
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I 230,000.00 ILS
-50%
LH Woods & Sons
Rancho Palos Verdes
Date:------------
By
Authorized:
Date:-----------
By
Accepted:
Date: _ _ _ _ _ _ _ _ _ _ _~
Construction Manager
4/6/2014
0
14, 732,533.60
14,847,533.60 -115,000.00
Total Revised Contract Sum Prior to this Change Order Value of this Change Order New Contract Sum Change in Contract Days Revised Contract Completion Date Excluding Non-Change Order Delays
-115,000.00
-115,000.00
15,140,000.00 -292,466.40
By
Vista,
Amount
4
Original Contract Value Total Value of all Previous Change Orders
Total
Unit Price
Quantity
I
Description Value Engineering to construct the alternative design outlet structure as proposed by LH Woods and approved by Ninyo & Moore and Harris & Associates. The cost saving is shared at a 50:50 ratio with the contractor. All expenses are included in the net saving. Note: This CO is subject to final approval of the submittals by Harris & Associates and acceptance by the City Council.
2115 La Mirada Drive
L.H. Woods & Sons, Inc.
Attention: Mike Ireland
Change Order #
CA 92801
Rancho
San Ramon Canyon Storm Drain System Project
Palos Verdes, CA 90275
30940 Hawthorne Blvd.
CITYOF~\J
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Attachment B
N&M
MEMORANDUM
DATE:
July 11, 2013
TO:
Alan Braatvedt
FROM:
Daniel Chu and Jim Barton
PROJECT!
San Ramon Storm Drain (Ninyo & Moore Project No. 208342002)
R.E:
DTDS Submittal #006, Revision #01 - Outlet Structure Soil Nail Wall Design Proposal, Response to Review Comments1 LHW Submittal No. 62, Project # 010909 - San Ramon Canyon Storm Orain Project, City of Palos Verdes, dated June 28, 2013 Ninyo & Moore, 2013, San Ramon - Outlet Structure Conference Call, dated July
8. DTDS Submittal #006, Revision #02 - Outlet Structure Soil Nall Wall Design Proposal, Response to Review Comments, LHW Submittal No. 62.2, Prqject # 010909 - San Ramon Canyon Storm Drain Project, City of Pal.as Verdes, dated July 9, 2013 · We have reviewed the responses to our review of Submittal No. 62.0 by Drill Tech. Based on our review, the contractor has adequately addressed the geotechnical issues for the design of the soil nail wall outlet structure.
Re.,ponse 10 Submittal No 62 0 doc
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July9, 2013 DTDS Job No. 1310 Michael· Ireland Project Manager L.:a. Woods & Sons, Inc. 475 Washington Blvd. Marina Del Rey, CA 90292 RE:
DTDS Submittal #,006, Revision #02 - Outlet,Stru:cture Soil Nail Wall D~ig1fProposal Response to Review Comments LRW Submittal No.62;2 Project# 010909 - San Ramon Canyon Storm Drain Project City of Rancho '.P·alos Verdes
Mr. Ireland,
In response to the concems expressed by Ninyo & Moore (N&M) during our confe.rence callheld on July8, 2013, attached are revised calculations and construction drawings for the proposed soil nail wall at the outlet structure. Drill Tech has reevaluated the existing slope condition based on our slope geometry used in the initial design and Ute soil parameters proviQ.ed in the geotechnical report and came up with an existing glob11l slope stability factor ofsafetyof1;019. The proposed soil nail shoring system improves the global slope stability factor ofsafety to l .085, for a net improvement of .066. The originally designed CIDH pile and tieback system improved.the global slope stabi1ityfactor of safety by .OSS based on the slope geometry generated by N&M. In conclu,sion, the soil nlril wall system p:roVides an equivalent improvement to th~ global slope stapility factor of safety as originally designed, See revised calculatibns attached. Additionally, the soil nail testingprocedures .have been amended to mc1udetwo (2)test n~lsmstaUed at a ~0' tmibed1llel:lt depth. One test nail will be tested for ultimate strength with a 1O' bonded length and the second test nail will be verification tested with a 19' bonded length. Please seethe revised notes, details, and test schedules in the attached drawings. I hope that these calculations and drawings adequately address N&M's concerns•. Ifyou have any questions otrequil:e any further information.don't hesitate to contact.me. Sincerely, Drill Tech Drilling & Shoring, Inc.
Derek McDonald, P.E.
2200 Wymore Way- Antioch, CA 94509.;8548 - (925) 978-2060 - Fax: (925) 978-2063 22223 Forest Boundary Road- Corona, CA 928834956- (951)277~9700- Fax: (951)277-9701
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San Ramon Canyon Storm Drain Project City of Rancho Palos Verdes
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c:\users1,derek.mcdonald.drillteeh\desktop\1310 san ramon canyon storm drain\value englneerfng\ve#01 -outtet strucb:ire\rO\sliuclural calculations\slop slablftty analys!s.pl2 Run By: Derek McDonald 71912013
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C:slop stability analysis.OUT
**
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GSTABL7
Page l
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GSTABL7 by Garry H. Gregory, P.E. ** Original Version 1.0, January 1996; Current \rersion 2.005, Sept. 2006 {All Rights Reserved-Unauthorized Use Prohibited) .
**
* ******** *••.••• ***** ** ** ** ** ******** •.•:** ****.***** ****" **** *** *** ** ** ** ********** * SLOPE STABILITY .ANALYSIS SYST$'f.i Modified Bishop, Simplified Janbu, or GLE Method of slices. (Includes Spencer & Morgenstern-Price 'l'ype Analysis) Including Pier/Pile, Reinforcement, soil Nail, Tieback, Nonlinear Undrained Shear Strength, CUrve.d Phi Envelope, Anisotropic Soil, Fiber'-Reinforced Soil, Boundary Loads, Water su:rfac.es, Pseudo-Static & Newmark Earthquake, and A:PPlied Forces.
*** ******* ** ** ******* *** .. * ** **** ***.********* ......., . **** ..... .., *** *:*"'**** ** ******* ** **
Analysis Run Date: 7/9/2013 Time of Run: 04: 38.PM Run By: Derek McDonald Input Data Filename: C:\O'sers\derek.mcdonald.DRILLTECH\Desktop\1310 sa.n Rlimon qan yon storm Drain\Value Engineering\VE#01 - outlet Structure\Ro\struct:ural calculations\slop stabi Output Filename: C:\O'sers\derek.mcdonald.DRlLLTECI{\Desktop\1310 San Ramon Can yon Storm Prain\Value Engineering\VE#Ol - outlet Structure\RO\structural calculations\slop stabi Unit System: . English Plot.ted Output Filename: C:\O'sers\derek.mcdonald.DRJ:LLTECH\Desktop\1310 Sart Ramon Can yon storm Drain\Value .Engineering\VE#Ol - Outlet Structure\RO\structural calculations\slop stabi PROBLEM OESCRlPT.ION: San Ramon canyon Storm Drain Project . City of Rancho .Palos Verdes BOUNDARY COORDlNA'l'.ES 10 Top B.oundaries 10 Total Boundaries Boundary :x;-Left Y-Left Y-Right soil T;ype X-Right (ft) No. (ft) {ft) (f.t) Below Bnd 12.00 l O.QO 6.00 32.00 l 38.00 l 2 32.00 12.00 s6.oo 54.00 l 3 56.00 38.00 S!hOO 86.00 i 4 59.00 54 •. 00 82.00 s 82.00 86.00 93,00 94.00 1 6 83. 00 94. 00 138.00 137.00 l l 163.00 138.00 7 138.00 137.00 138,46 8 163. 0-0 138 •. oo 238.00 l l 9 238.00 138.46 262.00 139.00 l 141.00 10 262.00 139.0.0 289.00 Default Y-Origin O.OO(ft) Default X-Plus value= o.OO(ft) Default Y-P.lus value = o. oo (ft) ISOTROPIC SOIL PARAMETERS l Type{s) of soil Pressure Pie2. Soil Total saturated Cohesion Friction Pore Type unit Wt. unit Wt. Intercept Mgle Pressure Constant surface No. (pcf) (pcf) (psf.} Pa.ram. ('psf) No, (deg) l 105.0 110.0 360.0 38.0 o.o 0 o.oo ~ISOTROPIC STRENGTH PARAMETERS · 1 s()il type (s) Soil .Type l Is Anis.otropic 1-iumber of Direction Ranges specified = 3 Fr;i.ction Direction counterclockwise Cohesion Angle ~ange Direction Limit Intercept (deg) No. (deg} (psf) 38.00 l 5.0 360.00 2 12.0 o.oo 17.00 38.00 3 90. 0 360. 00 ANISOTROPIC SOIL NOTES; (1) An input value of 0.01 for c and/or Phi will cause Aniso c and/or Phi to be ignored in that range. (2) An: input value of 0.02 for Phi will set both Phi and C equal to zero, with no water weight in the tension crack. (3) An: input value of o. 03 for Phi will set both Phi and c equal to zero, with water weight in the tension ~rack. A Critical Failure Surface Searching Method, Using A Random
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Memo To:
Harris & Associates
Alan Braatvedt
From:
City of Rancho Palos Verdes Public Works Department 30940 Hawthorne Blvd Rancho Palos Verdes, CA 90275
Randall Berry, PE
------='-----
Program Managers Construc:tion Managers CML Engineers
Date: July a, 2013
Cc:
E(izabeth Reyes, PE
Subject Review of Submittal# 62.1 Alt Outl.et structure design calculations for the San Ramon Canyon SD Project
~ DPJe~~..eReply OOrigJ.:::::~~ Comments: Submittal No. 62.1· Alternative Outlet Structure Design: Reviewed. Plans were reviewed for general conformance. Thank you for the opportunity to review these submittals and, as usual, don't hesitate to call or e-mail if you have any questions or require anything additional. Sincerely,
Randall Berry, PE
34 Executive Park, Suite 150
Irvine, California 92614-4705
(949) 655-3900x314
FAX (949) 655-3995
[email protected]
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Reviewed
1£1
Rej~>cted
D
0 D Checking · l conformance ~ith the and the contract documents. This shop drawing is not a coniract document and, therefore does not constitute an authorization to deviate from .Lhe terms and CClrtditions of the contract. Make C\ln:c'Ctions Noted Revise and Resubmit
JUn.e 28, 2013 DTDS Job No. 1310 Michael Ireland Project Manager
L.H. Woods & Sons, Inc. 475 Washington Blvd. Marina Del Rey, CA 90292 RE:
FIC'CADh'Nil WAO(lONER end C.1\St!..E STRUC'TllRAI. ENGINEERS.
BY: M.G .. S.E.
DATE:7/3/13
DTDS .Submittal #006, Revision #01 - Outlet Structure Soil Nail Wall Design Proposal Response to.Review Comments LHW S11bmittal No.62 Project# 010909 - San Ramon Canyon Storm Drain Project City of Rancho Palos Verdes
Mr. Ireland, Provided below is our response to the comments provided by both:Ninyc> &Moore and Harris & Associates, dated July 2, 2013. Response to coOllllents provided by Ninyo & Moore: 1) The surface topography presented on the cross section for the sfope stability anal)'$is by brillTech is different than th:e topography presented in the geotechn:ical report dated June 28, 2012. The topography has aslight impact to th:e results of the slope stability factor of safety. We recommend th:at the contractor review the cross seclion D'-D; (figure 8) of the geotechnicalreport and pl'.ovideju$titication for the changepresentess section utiliied in Drill Tech's analysis.
The surface "topography presented in theglobal slope stabili&analysisprovided in ourin#ial design propo$al was~~ on the UJpographic infonnati,on provided in the CAD file oft/:te projectplans. 1rrespective ofthis discrepanCJI with the slope projiJes, it is Drill Tech's opinion that the 2% difference in factors ofsafet,y is negligible. A critical item that should be noted is the fact that the largest "soil nail" in the outlet structure shoring system, the Slant Drain Tunnel Casing, was not taken into account in either analysis. 2) Note 3 under shotcrete notes on Sheet SNl indicates a 2 in cover of concrete/shotcrete measured from the face of th:e concrete/shotcrete to th:e face of th:e reinforcement. The thickness should be 3 inches due to the corrosion potential ofth:e ocean environment. Drill Tech agrees that a 3in concrete/shotcrete cover should be proVlded between the steel reinforcement and soil ft>r corrosion purposes. However the referenced 2in clearance is consistent with the conformedprojectplansforthe outl.et
2200 Wymore Way- Antioch, CA 94509-8548 - (925) 978-2060 - Fax: (925) 978-2063 22223 Forest Boundary Road- Corona, CA 92883-4956- (951)277-9700-Fax: (951)277-9701
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structure walls. Please 'inform ifthis clearance requireme;it need be applied. to all components ofthe outletstructure. 3) The design test loads during the verification testing and .proof testing of the sacrificial n,ails for tP.e allowable pullout resistance values indicated 011 Sh~t SNl are diffc;tent. The contractor Should clarify and!Ol! justify the specified allowable pullout resistance values of2.72 kips/ft for the verification testing and 1.81 lqps/ft for the proof testing.
1'h.is was a typographic error. Allowable p111lou_tresistance values have been ameniled. accord'ingly to reflect a value of .2. 72 kip.sift.
4) 1n addition to the lo.ad test on the sacrificial soil nails, we recpnunend that the verification testing consiStsofte$ting 5% ofthe production soilnails to twice the design load to be performed in accordance with the procedures outlined in FHWA-SA-96;.()69 manual. The purpose of the load test on sacrificial soil nails is to verify the assu.med bonding stress (2.72 kips/ft) used in this design.
In general, the purpose of load testing soil. nails is to veriJY the assumetfbond stress. used in design regardless of whether the load testing is performed on sacrijkial or produc(io.n sou nai/.s. A stai!,dar4 'indu$by practite always implemented by Drill Tech 'm all soil nail pr<Jjed$ is to itzSfall sacrificial teSt np.~ to the equivalent 5% of the production Mil 'Jllantity to perf<mn the required testing. Tlte mainpurpose/or using sacrijieialstiilnalls is to a:voidtlte creation ofa coltljo'int In tlte grout column ofthe production soil. naltsthateouldpose a significant eotrosi(Jn mk, as well.as avoid any detrimental effects to the structural'integl'/.zy oftheproil!lcti(Jn soiJ. nai# as· a resultiJf~ad (estlfig. Jn DrllJ Tech 's professwnrdopinion load testingsht'1J1ld be.perf<mned exclu,zyeiy.on sa.crijieial testlJliils andtheproposed testing scheme should rema'in the s(lme. Response to comments. provided byHanis & Associates:
S.heet SN3 ...,Additional Bars requit«{ at openii:l,g pel' 12/S.27. Steel re'inforcementfor the outlet Strucmre components will remain the same as no'tedon sheet SN4 anif,Detllili!SNS (With the exception ofthe omitted CI1JHpile and tiiback.systemth(lf is to be l'eplm:edbytheSoilNail S)'steinJ The note 'incluiled on sheet SN4 has been amended to rejlectthe referenced detail an4 this note has been added to sheet SN3. Sheet SNS-Based,on geotechnical report lateral values (23Hsolid.outward ~and.reversed i()H for <J.ynamic,forces), the structural wall, as detailed on sheet 837 of the orlgimil structural sub~ittalis ok with tiebacks as $hown onSh4'et SN3. An additional review will be rQ
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