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Home My WebLink AboutContract 31351 CITY SECRETARY r CONTRACT NO. 1 THE CITY OF FORT WORTH, TEXA J G� t ,�r�R's goHwaG c . CI1Y SECRETARY TPW 1999-20 �mGirj�!A1�AGE�'S OWE Erol a ali*DIV. FRE CO?Y FIRE STATION 8 ---- -------------- FORTORTH Mike Moncrief Charles Boswell MAYOR ACTING CITY MANAGER - u i� -_ 02-15-05P03 -- _ :03 RCVD Robert Goode, P.E. Director, Transportation and Public Works Leonard Charles Gaines, Chief, Fire Department Komatsu Architecture 11H,iG ` September 2004 : .j I , � e ORIGINAL City of Fort Worth, Texas !Mayor and Council Communication COUNCIL ACTION: Approved on 12/7/2004 - Ordinance No. 16225 and 16226 DATE: Tuesday, December 07, 2004 LOG NAME: 20FS8SONGER REFERENCE NO.: **C-20426 SUBJECT: Adoption of Appropriation Ordinances and Execution of Contract with Songer Construction, Inc. for the Construction of Fire Station 8 RECOMMENDATION: It is recommended that the City Council: 1) Adopt the attached appropriation ordinance increasing appropriations in the Environmental Management Operating Fund in the amount of $125,000 and decreasing unreserved fund balance by the same amount; 2) Authorize the City Manager to transfer$125,000 from the Environmental Management Operating Fund to the Fire Improvements Fund; 3) Adopt the attached appropriation ordinance increasing estimated receipts and appropriations in the Fire Improvements Fund by $125,000; and 4) Authorize the City Manager to execute a contract with Songer Construction, Inc. in the amount of $2,430,000 for construction of Fire Station No. 8, to be located at 1101 12th Avenue. DISCUSSION: The West Rosedale street widening project from IH-35 to Forest Park Boulevard widens this arterial street from a four-lane roadway to a six-lane divided roadway. The right-of-way will encroach on the existing facility and eliminate the front apron, Fire Station No. 8, located on the south side of West Rosedale Avenue, must be relocated and reconstructed at a new site. On October 24, 2000, Mayor and Council Communication C-18319 approved an agreement with the Texas Department of Transportation (TxDOT) to reimburse the City for half of the design and construction costs associated with the functional replacement of the existing Fire Station No. 8. The property at 1101 12th Avenue has been acquired and the design has been completed for the new, relocated Fire Station No. 8. BID ADVERTISEMENT - This project was advertised for bid on September 16, 2004. 12 Bids were received on October 21, 2004. The following bids were received: CONTRACTOR BASE BID DURATION Songer Construction, Inc. 2,430,000 310 Calendar Days Harrison Quality Construction, Inc. 2,596,000 235 Calendar Days Coronado Builders, Ltd. 2,296.000 235 Calendar Days Reeder General Contractors, Inc. 2,697,000 300 Calendar Days SEDALCO, L.P. 2,699.000 305 Calendar Days Stelle-Freeman, Inc. 2,735,000 240 Calendar Days Alshall Construction Company 2,746,000 300 Calendar Days The Frymire Company 2,800,000 270 Calendar Days Imperial Construction, Ltd. 2,823,285 300 Calendar Days Westland Construction, Inc 2,879,000 365 Calendar Days Falkenberg Construction Company, Inc. 2,974.000 390 Calendar Days Steelway International NON-RESPONSIVE The bids were ranked according to the overall value to the City, including the bid amount, contractor reputation and contractors experience. Songer Construction, Inc., was determined to have submitted the proposal providing the best value to the City. The construction contract for relocation/construction of Fire Station No. 8 will be funded in part from 2004 Capital Improvement Program (CIP) funds and in part from previously approved Certificates of Obligation. Also included in the contract are costs for a geothermal HVAC system ($34,000), a fuel dispensing system ($21,000) and a vehicle exhaust system ($70,000), which will be funded by the Department of Environmental Management. The project budget includes revenues projected from the TxDOT reimbursements; however, these revenues are not currently available and will be reimbursed during the construction of the station. Phase II of the West Rosedale street project (from Main Street to Forest Park Boulevard) is currently underway. Thus, it is necessary to begin construction of the new fire station at this time, so that the new fire station is operational by the time that the existing fire station is demolished. In order to proceed with the project, it is proposed to fund the portion for which TxDOT reimbursements are anticipated by using funds in the Fire proposition of the 2004 CIP. Due to a shift in funding strategy for the Fire Department's compressed air foam system for fire apparatus, Council was advised earlier that $1,000,000 would eventually be available for use on other projects. Use of these funds for Fire Station No. 8 would only be in the interim until TxDOT reimbursements are received. Once TxDOT reimbursement revenues are realized, the borrowed funds will be reapplied to and made available in the Fire Improvements Fund from the 2004 CIP, and City staff will recommend an appropriate use for these funds later as the bond program progresses. Should the anticipated revenue for Fire Station No. 8 not be realized, City staff will recommend that a portion of the 2004 bond funds originally allocated for the compressed air foam system installation be reprogrammed to the Fire Station # 8 construction project. The project budget also includes $345,000 for construction costs, such as utility connection and impact fees, materials testing, inspections, project and construction management and change order contingencies. Songer Construction, Inc. is in compliance with the City's M/WBE Ordinance by committing to 35% M/WBE participation. The City's goal on this project is 35%. This property is located in COUNCIL DISTRICT 9. FISCAL INFORMATION/CERTIFICATION: The Finance Director certifies that upon approval of the above recommendations and adoption of the attached appropriation ordinances, funds will be available in the current capital budget, as appropriated, of the Fire Improvements Fund and the Fire Services Fund. TO Fund/Account/Centers FROM Fund/Account/Centers 1) R103 538070 0521100 $125,000.00 2.) R103 538070 0521100 $125,000.00 C235 472103 209110013780 $125,000.00 235 541200 209110013780 $2,180,000.00 3j $125,000.00 4-.1 $250,000.00 C235 472103 209110013780 C132 541200 020132011008 C235 541200 209110013780 $125,000.00 Submitted for City Manager's Office bv: Greg Simmons (7862) Originating Department Head: Robert Goode (7800) Additional Information Contact: Bill Matysek (8078) �0nd 9- &NN3 PERFORMANCE BOND THE STATE OF TEXAS § § KNOW ALL BY THESE PRESENTS: COUNTY OF TARRANT § That we, (1) Sonqer Construction, Inc. , as Principal herein, and (2) First National Insurance Company of America , a corporation organized under the laws of the State of (3) Washington and who is authorized to issue surety bonds in the State of Texas, Surety herein, are held and firmly bound unto the City of Fort Worth, a municipal corporation located in Tarrant and Denton Counties, Texas, Obligee herein, in the sum of Two Million, Four Hundred Thirty Thousand Dollars and No Cents Dollars ( $2,430,000.00 ) for the payment of which sum we bind ourselves, our heirs, executors, administrators, successors and assigns, jointly and severally, firmly by these presents. WHEREAS, Principal has entered into a certain written contract with the Obligee dated the 7th day of December , 2004, a copy of which is attached hereto and made a part hereof for all purposes, for the construction of FIRE STATION 8, 1101 12TH AVENUE, FORT WORTH, TEXAS Project No. C235-209110013780 & 0132- 020132011008. NOW, THEREFORE, the condition of this obligation is such, if the said Principal shall faithfully perform the work in accordance with the plans, specifications, and contract documents and shall fully indemnify and hold harmless the Obligee from all costs and damages which Obligee may suffer by reason of Principal's default, and reimburse and repay Obligee for all outlay and expense that Obligee may incur in making good such default, then this obligation shall be void; otherwise, to remain in full force and effect. PROVIDED, HOWEVER, that this bond is executed pursuant to Chapter 2253 of the Texas Government Code, as amended, and all liabilities on this bond shall be determined in accordance with the provisions of such statute, to the same extent as if it Jwere copied at length herein. IN WITNESS WHEREOF, the duly authorized representatives of the Principal and the Surety have executed this instrument. I SIGNED and SEALED this 7th day of December , 2004. Songer Construction, Inc. PRINCIPA ATTEST: / By: �1 Name: Chris Songer (Principal) Se Title: V-President (S E A L) Address:12970 Pandora Dr. , Suite 240 Dallas, Texas 75238 Witness as to Principa First National Insurance Company of America SURET 2 ATTEST: By: Name: Raymon R. Dyer, Attorney-in-Fact SecretaryAttorney in Fact (S E A L) Address: 3200 Broadway Blvd. , Suite 400 Garland, Texas 75043 _1 Witness as to Surety Telephone Number: 972-864-0400 1 NOTE: (1) Correct name of Principal (Contractor). (2) Correct name of Surety. (3) State of incorporation of Surety Telephone number of surety must be stated. In addition, an original copy of Power of Attorney shall be attached to Bond by the Attorney-in-Fact. 1 The date of bond shall not be prior to date of Contract. _ l PAYMENT BOND THE STATE OF TEXAS § § KNOW ALL BY THESE PRESENTS: COUNTY OF TARRANT § That we, (1) Songer Construction, Inc. , as Principal herein, and (2) First National Insurance Company of America a corporation organized and existing under the laws of the State of (3) Washington , as surety, are held and firmly bound unto the City of Fort Worth, a municipal corporation located in Tarrant and Denton Counties, Texas, Obligee herein, in the amount of Two Million, Four Hundred Thirty Thousand Dollars and No Cents Dollars $2,430,000.00 ) for the payment whereof, the said Principal and Surety bind themselves and their heirs, executors, administrators, successors and assigns, jointly and severally, firmly by these presents: WHEREAS, the Principal has entered into a certain written contract with the Obligee dated the 7tH day of December , 2004, which contract is hereby referred to and made a part hereof as if fully and to the same extent as if copied at length, for the following project: FIRE STATION 8, 1101 12TH AVENUE, FORT WORTH, TEXAS Project No. C235-209110013780 & C132-020132011008. NOW, THEREFORE, THE CONDITION OF THIS OBLIGATION IS SUCH, that if the said Principal shall faithfully make payment to each and every claimant (as defined in Chapter 2253, Texas Government Code, as amended) supplying labor or materials in the prosecution of the work under the contract, then this obligation shall be void; otherwise, to remain in full force and effect. PROVIDED, HOWEVER, that this bond is executed pursuant to Chapter 2253 of the Texas Government Code, as amended, and all liabilities on this bond shall be determined in accordance with the provisions of said statute, to the same extent as if it were copied at length herein. IN WITNESS WHEREOF, the duly authorized representatives of the Principal and the Surety have executed this instrument. SIGNED and SEALED this 7tH day of December , 2004. ll N Songer Construction, Inc. PRINCIPAL ATTEST: �/ By: i Name: Chris Songer (Princ I)"Secretary Title: V-President (S E A L) Address: 12970 Pandora Dr. , Suite 240 Dallas Texas 75238 Witness as to Principal First National Insurance Company of America SURET ATTES : By: Name:Raymon R. Dyer, Attorney-in-Fact SecretaryAttorney in Fact (S E A L) Address: 3200 Broadway Blvd. . Suite 400 Garland Texas 75043 Witness as to Surety Telephone Number: 972-864-0400 NOTE: (1) Correct name of Principal (Contractor). (2) Correct name of Surety. (3) State of incorporation of Surety Telephone number of surety must be stated. In addition, an original copy of Power of Attorney shall be attached to Bond by the Attorney-in-Fact. The date of bond shall not be prior to date of Contract. 1 C", J J POWER FIRST NATIONAL INSURANCE COMPANY OF AMERICA 4333 0 p ® AVE NE ill s OF ATTORNEY SEATTLLEE,OKLYN,WASHINGTON 98105 4333 Brooklyn Avenue N.E. Seattle,WA 98105 No. 10538 KNOW ALL BY THESE PRESENTS: That FIRST NATIONAL INSURANCE COMPANY OF AMERICA,a Washington corporation,does hereby appoint R_DYER;PERRY MAX;TAMMI ENTRIKEN;Garland.Texas*******************T its true and lawful attorney(s)-in-fact,with full authority to execute on behalf of the company fidelity and surety bonds or undertakings and other documents of a similar character issued by the company in the course of its business,and to bind FIRST NATIONAL INSURANCE COMPANY OF AMERICA thereby as fully as if such instruments had been duly executed by its regularly elected officers at its home office. IN WITNESS WHEREOF,FIRST NATIONAL INSURANCE COMPANY OF AMERICA has executed and attested these presents this 3rd day of May 2000 R.A.PIERSON,SECRETARY W.RANDALL STODDARD,PRESIDENT CERTIFICATE Extract from the By-Laws of FIRST NATIONAL INSURANCE COMPANY OF AMERICA: "Article V, Section 13. -FIDELITY AND SURETY BONDS ...the President,any Vice President, the Secretary, and any Assistant Vice President appointed for that purpose by the officer in charge of surety operations,shall each have authority to appoint individuals as attomeys-in-fact or under other appropriate titles with authority to execute on behalf of the company fidelity and surety bonds and other documents of similar character issued by the company in the course of its business... On any instrument making or evidencing such appointment, the signatures may be affixed by facsimile. On any instrument conferring such authority or on any bond or undertaking of the company,the seal,or a facsimile thereof,may be impressed or affixed or in any other manner reproduced;provided,however,that the seal shall not be necessary to the validity of any such instrument or undertaking." Extract from a Resolution of the Board of Directors of FIRST NATIONAL INSURANCE COMPANY OF AMERICA adopted July 28,1970. "On any certificate executed by the Secretary or an assistant secretary of the Company setting out, (i) The provisions of Article V,Section 13 of the By-Laws,and (ii) A copy of the power-of-attomey appointment,executed pursuant thereto,and (iii) Certifying that said power-of-attomey appointment is in full force and effect, the signature of the certifying officer may be by facsimile,and the seal of the Company may be a facsimile thereof." I, R.A. Pierson, Secretary of FIRST NATIONAL INSURANCE COMPANY OF AMERICA, do hereby certify that the foregoing extracts of the By-Laws and of a Resolution of the Board of Directors of this corporation, and of a Power of Attorney issued pursuant thereto, are true and correct, and that both the By-Laws, the Resolution and the Power of Attorney are still in full force and effect. IN WITNESS WHEREOF,I have hereunto set my hand and affixed the facsimile seal of said corporation this ZZI day of � k 77 Lf �t coo®q SURAI1CFC0 OSP D Nq��A'c SEAL 'a 1928 a '�✓`d��f B�Kxsd��,��h' ° R.A.PIERSON,SECRETARY S-1049/FNEF 7/98 513/00 PDF r SAFIEC ®� State of Texzs Surety Bond Claim Notice In accord_nce:vjlth Section 2253.021(x) ofthe Texas Government Code and Section 53.202(6) of the Texas Property Code, any notice of claim to the named surety under this bond(s) should be sent to: SAFECO Surety Adams Building 4634 154th PL NE Redmond, WA 98052 Mailing Address: SAFECO Surety PO Box 34526 Seattle, WA 98124 Phone. (425) 376-6535 Fax: (425) 376-6533 tiAiww.SAFECO.com 02/09/2005 14:43 2143413963 SONGER CONSTRUCTION PAGE 02 DATE IMAWDDMYY) 05 AD-= CER'T'IFICATE OF LIABILITY INSURANCE olMATI N FAX {972)278-8400 THIS CERTIFICATE IS ISSUED PRODUCER-(972)864-0400AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE Davis-Dyer-Max, Inc- HOLDER.THIS CERTIFICATE DOES NOT AMEND,EXTEND OR a Member of the Insurors Group ALTER THE GOVERAOE AFFORDED BY THE POLICIES BELOW. P.O. Sox 495429 INSURERS AFFORDING COvERAGE NAIC# Garland. TX 75049 INSURERA: Admiral Insurance Co. INSURED Sanger Construction Inc. INSURER s:- Republic Vanguard 1297o Pandora Dr. #IZ40 Dallas, TX 75238 INauRERe: Texas Mutual Insurance Co. Dallas, Great American Ins of New York k A INSURER E: Landmarmerican Ins 7A�NY THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE rOR THP�H THIS CERTIFICATE MAY BE ISSUED p DIN QUIREMENT,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TU'.RTAIN,THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL TH<:TERMS,EXCLUSIONS AND CONDITIONS Of SUCH S.AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR 7 POLICY NUMBER PQIJCY EFFECTIVE POLICY EXPIRATION LIMITS TYPE OF INSURANCE OENERALUABIUT� CA000006016-01 11/05/2004 11/05/zoo5 EACH TO RENTED s RRENCE $ 1,000,000 ooa X COMMERCIAL GENERAL LIABILITY CU11M8 MADE Q OCCUR el MED EXP("on par"n) S ExE.I Ud PE A X Contracutal X Tab RBONAL&AOVINJURY S 1.000,00 GENERAI.AGGAE(GAT E $ 2,000,00 PRODUCTS.COMPIOPAGG $ 11000,00 OEWL AGGREOATR LOMT APPLIES PER: POLICY EJ JECTFJ LOC AUTOMOBILE LIABILITY LCA003423-2 11/05/2004 11/05/2005 COMBINED SINGLE LIMIT 3 Me°ref I) 11000 00 ANY AUTO ALL OWNED AUTOS tfOhILY INJURY S (Per peroon) 0 SCHEDULEDAUTOS X HIREDAUTOS BODILY oee NJ) ; (PSqiIteeident) X NON-OWNEDAUTOs PROPERTY DAMAGE S (Per accwom) AUTO ONLY-EA ACCIDENT GARAGE LIABILITY S EA nOc ANY AUTO OCHER THnN S AUTO ONLY; AOG S EXCESSIUMERELLALIABILITY EACH OCCURRENCE $ 210 0100 X OCCUR CLAM Ms MADE LHA029003 07/04/2005 11/05/2005 A130RPGATE s Z 004 00 E s s 3DEDUCTIBLE X RETENTION a 25,000 a wORKLaRECOMPENSATION AND TSF0001079154 05/24/2004 05/24/2005 wcsrATu oTlb RMPLOYER9'LIABILITY F.L.EACH ACCIDENT 3 1,000,000 C ANY PROPRMTORMARTNERIEXECUTTVE EL,DISEASE-EA EMPLOYEE $ 11000,00 OFFICERNEMI;ER EXCLUDED? Me5,doAaaH under E.L.DISEASE-POLICY LIMIT S 1,000,00 SPECIAL PROVISIONS 11000 uTi;IRder's Risk Policy IF1P104350Z04 11/35/2004 11/15/2005 34 000 Per Project D $4.000,000 all project limit Transit;350,000/ $5,000 deduct DESCRIPTIp NOF OPERATIONS!LOCATIONS I VEHICLES f EXCLUSIONS AdDED BY FIJDORSEMENT f 9 CIAL PROVISIONS E: Fire Station 8,1101 12th Ave, Fort Worth, Texas; Cray of Fort Worth,is additional insured except or workers compensation; workers compensation will be endorsed to contain a waiver in favor Of the City of Fort Worth- SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE PXPIRAMON DATE THEREOF,TME ISSUING INSVAER WILL ENDEAVOR TO MAIL 30 DAYS WRITTEN NOTICe To THE CERTIFICATE HOLDER NAMED TO THE LEFT, City of Fort Worth BUT FAILURE TO MAIL SUCH NOTICE SMALL IMPOSE NO OBLIGATION OR LIABILITY 1000 Throckmorton Street OF ANY KIND UPON THE INSURER,ITS AGENTS OR REPRESENTATIVES, - Fort Worth, TX 76 02 AUT FJ=DREPRE91;NTATIVE Ra mon D er 7xM ACORD 25(2001108) CACORD CORPORATION 1998 CONTRACTOR COMPLIANCE WITH WORKERS' COMPENSATION LAW Pursuant to V.T.C.A. Labor Code §406.96 (2000), as amended, Contractor certifies that it provides workers' compensation insurance coverage for all of its employees employed on City of Fort Worth Project Fire Station 8, 1101 12th Avenue, Fort Worth, Texas and City of Fort Worth Project No. C235-209110013780 & C132-020132011008. CONTRACTOR: faL, r By: Name: Q Title: e.SL' f Date: STATE OF TEXAS § COUNTY OF TARRANT § Before me, the undersigned authority, o this day personally appeared known to me to be the person whose name is subscriba to the foregoing instrument, and acknowledged to )me that he xecuted the same as the act and deed of for the purposes and consideration therein expressed and in the capacity therein stated. i Given Un , ,,, s day o , 20 nrvu o ANNA CR Notary Public,state of Texas My Commission Expires '�!,iJFOi tE�P, February 17,2008 ///11111" Nota P blic in and for the State of Texa CITY OF FORT WORTH, TEXAS CONSTRUCTION CONTRACT THE STATE OF TEXAS KNOW ALL MEN BY THESE PRESENTS: COUNTY OF TARRANT This agreement made and entered into this the 7th day of December AD, 20 04 , by and between the CITY OF FORT WORTH, a municipal corporation of Tarrant County, Texas, organized and existing under and by virtue of a special charter adopted by the qualified voters within said City on the 11th day of December, A.D. 1924, under the authority (vested in said voters by the "Home Rule" provision) of the Constitution of Texas, and in accordance with a resolution duly passed at a regular meeting of the City Council of said city, hereinafter called OWNER, and Songer Construction, Inc. of the City of Dallas County of Dallas State of Texas hereinafter called CONTRACTOR. WITNESSETH: That for and in consideration of the payments and agreements hereinafter mentioned to be made and performed by the Owner, and under the conditions expressed in the bond bearing even date herewith, the said Contractor hereby agrees with the said Owner to commence and complete the construction of certain improvements described as follows: FIRE STATION 8 1101 12TH AVENUE FORT WORTH, TEXAS That the work herein contemplated shall consist of furnishing as an independent contractor all labor, tools, appliances and materials necessary for the construction and completion of said project in accordance with the Plans and Specifications and Contract Documents adopted by the City Council of the City of Fort Worth, which Plans and Specifications and Contract Documents are hereto attached and made a part of this contract the same as if written herein. The Contractor hereby agrees and binds himself to commence the construction of said work within ten (10) days after being notified in writing to do so by the Owner. City agrees and binds itself to pay, and the said Contractor agrees to receive, for all of the aforesaid work, and for stated additions thereto or deductions therefrom, the price shown on the Proposal submitted by the successful bidder hereto attached and made a part hereof. Payment will be made in monthly installments upon actual work completed by contractor and accepted by the Owner and receipt of invoice from the Contractor. The agreed upon total contract amount shall be $2,430,000.00 and includes the base bid and No Alternates. Contractor agrees to complete the project, suitable for occupancy and beneficial use, within 310 calendar days. Insurance Requirements: The Contractor shall not commence work under this contract until it has obtained all insurance required under the Contract Documents, and the Owner has approved such insurance. The Contractor shall indicate on its certificate of insurance included in the documents for execution whether or not its insurance covers subcontractors. It is the intention of the Owner that the insurance coverage required herein shall include the coverage of all subcontractors. The Contractor shall not commence work under this contract until it has obtained all insurance required under the Contract Documents, and the Owner has approved such insurance. The _ 1 Contractor shall be responsible for delivering to the Owner the sub-contractors' certificates of insurance for approval. The Contractor shall indicate on its certificate of insurance included in the documents for execution whether or not its insurance covers subcontractors. It is the intention of the Owner that the insurance coverage required herein shall include the coverage of all subcontractors a. WORKER'S COMPENSATION INSURANCE: • Statutory limits ® Employer's liability • $100,000 disease each employee ® $500,000 disease policy limit ® $100,000 each accident b. COMMERCIAL GENERAL LIABILITY INSURANCE: The Contractor shall procure and shall maintain during the life of this contract public liability insurance coverage in the form of a Commercial General Liability insurance policy to cover bodily injury, including death, and property damage at the following limits: $1,000,000 each occurrence and $2,000,000 aggregate limit. • The insurance shall be provided on a project specific basis and shall be endorsed accordingly. ® The insurance shall include, but not be limited to, contingent liability for independent contractors, XCU coverage, and contractual liability. c: BUSINESS AUTOMOBILE LIABILITY: ® $1,000,000 each accident ® The policy shall cover any auto used in the course of the project d: BUILDER'S RISK OR INSTALLATION FLOATER: This insurance shall be applicable according to the property risks associated with the project and commensurate with the contractual obligations specified in the contract documents. e. EXCESS LIABILITY UMBRELLA $2,000,000 each occurrence; $2,000,000 aggregate limit. ® This insurance shall provide excess coverage over each line of liability insurance required herein. The policy shall follow the form(s) of the underlying policies. f. SCOPE OF INSURANCE AND SPECIAL HAZARD: The insurance required under the above paragraphs shall provide adequate protection for the Contractor and its subcontractors, respectively, against damage claims which may arise from operations under this contract, whether such operations be b the insured or anyone direct) or indirect) employed b it p Y Y Y Y YY � , against any insurable hazards which may be encountered in the performance of the Contract. g. PROOF OF CARRIAGE OF INSURANCE: The Contractor shall furnish the owner with satisfactory proof of coverage by insurance required in these Contract Documents in the amounts and by insurance carriers satisfactory to the Owner. The form to be used shall be the current Accord certificate of insurance form or such other form as the Owner may in its sole discretion deem acceptable. All insurance requirements made upon the Contractor shall apply to the sub-contractors, should the Contractor's insurance not cover the subcontractor's work s operations performed in the course of this contracted project. C - 2 ADDITIONAL INSURANCE REQUIREMENTS: a. The Owner, its officers, employees and servants shall be endorsed as an additional insured on Contractor's insurance policies excepting employer's liability insurance coverage under Contractor's workers' compensation insurance policy. b. Certificates of insurance shall be delivered to the City of Fort Worth, contract administrator in the respective department as specified in the bid documents, 1000 Throckmorton Street, Fort Worth, TX 76102, prior to commencement of work on the contracted project. C. Any failure on part of the Owner to request required insurance documentation shall not constitute a waiver of the insurance requirements specified herein. d. Each insurance policy shall be endorsed to provide the Owner a minimum thirty days notice of cancellation, non-renewal, and/or material change in policy terms or coverage. A ten days notice shall be acceptable in the event of non-payment of premium. e. Insurers must be authorized to do business in the State of Texas and have a current A.M. Best rating of A:VII or equivalent measure of financial strength and solvency. f. Deductible limits, or self-funded retention limits, on each policy must not exceed $10,000. per occurrence unless otherwise approved by the Owner. g. In lieu of traditional insurance, Owner may consider alternative coverage or risk treatment measures through insurance pools or risk retention groups. The Owner must approve in writing any alternative coverage. h. Workers' compensation insurance policy(s) covering employees employed on the project shall be endorsed with a waiver of subrogation providing rights of recovery in favor of the Owner. i. Owner shall not be responsible for the direct payment of insurance premium costs for contractor's insurance. j. Contractor's insurance policies shall each be endorsed to provide that such insurance is primary protection and any self-funded or commercial coverage maintained by Owner shall not be called upon to contribute to loss recovery. k. In the course of the project, Contractor shall report, in a timely manner, to Owner's officially designated contract administrator any known loss occurrence which could give rise to a liability claim or lawsuit or which could result in a property loss. I. Contractor's liability shall not be limited to the specified amounts of insurance required herein. M. Upon the request of Owner, Contractor shall provide complete copies of all insurance policies required by these contract documents. If this Contract is in excess of $25,000, the Contractor shall provide a Payment Bond in the full amount of the contract. If the contract is in excess of $100,000 Contractor shall provide both Payment and Performance Bonds for the full amount of the contract. Contractor shall apply for all City of Fort Worth Permits and for any other permits required by this project. City of Fort Worth Permit fees are waived. Separate permits will be required for each facility. C - 3 If the Contractor should fail to complete the work as set forth in the Plans and Specifications and Contract Documents within the time so stipulated, plus any additional time allowed as provided in the General Conditions, there shall be deducted from any monies due or which may thereafter become due him, the liquidated damages outlined in the General Conditions, not as a penalty but as liquidated damages, the Contractor and his Surety shall be liable to the Owner for such deficiency. IN WITNESS WHEREOF, the City of Fort Worth has caused this instrument to be signed in SIX 6 counterparts in its name and on its behalf by the City Manager and attested by its Secretary, with the corporate seal of the City of Fort Worth attached. The Contractor has executed this instrument through its duly authorized officers in SIX 6 counterparts with its corporate seal attached. Done in Fort Worth, Texas, this the 7th day of December AD, 20 04 . q'►, Ince Contra By: `s APPROVED: Name By: ?istant Office As ity Manager APPROVAL RECOMMENDED: RECORDED: By: By: Transportation and Public Works City Secretary APPROVED A TO FORM AND LEGALITY: I '1 Date By: A sistant City torney Cor tract Au _ho i zatioR Date C - 4 Ordinance No. AN ORDINANCE INCREASING APPROPRIATIONS IN THE ENVIRONMENTAL MANAGEMENT OPERATING FUND IN THE AMOUNT OF $125,000 AND DECREASING UNRESERVED FUND BALANCE BY THE SAME AMOUNT, FOR THE PURPOSE OF TRANSFERRING FUNDS TO THE FIRE IMPROVEMENTS FUND; MAKING THIS ORDINANCE CUMULATIVE OF PRIOR ORDINANCES IN CONFLICT HEREWITH;AND PROVIDING AN EFFECTIVE DATE. BE IT ORDAINED BY THE CITY COUNCIL OF THE CITY OF FORT WORTH, TEXAS: SECTION 1. That in addition to those amounts allocated to the various City departments for Fiscal Year 2004- 2005 in the Budget of the City Manager, there shall also be increased appropriations in the Environmental Management Operating Fund in the amount of $125,000 decreasing unreserved fund balance by the same amount for the purpose of transferring funds to the Fire Improvements Fund. SECTION 2. That should any portion, section or part of a section of this ordinance be declared invalid, inoperative or void for any reason by a court of competent jurisdiction, such decision, opinion or judgment shall in no way impair the remaining portions, sections, or parts of sections of this ordinance, which said remaining provisions shall be and remain in full force and effect. SECTION 3. That this ordinance shall be cumulative of Ordinance No. 16061 and all other ordinances and appropriations amending the same except in those instances where the provisions of this ordinance are in direct conflict with such other ordinances and appropriations, in which instance said conflicting provisions of said prior ordinances and appropriations are hereby expressly repealed. SECTION 4. This ordinance shall take effect upon adoption. A=D S TO FORM AND LEGALITY: Assistant Attorney ADOPTED AND EFFECTIVE: —IiiaPK�i°D "111 0,��lU��b.. Ordinance No. - /l '' AN ORDINANCE INCREASING ESTIMATED RECEIPTS AND APPROPRIATIONS IN THE FIRE IMPROVEMENTS FUND IN THE AMOUNT OF $125,000 FROM AVAILABLE FUNDS, FOR THE PURPOSE OF FUNDING A CONTRACT WITH SONGER CONSTRUCTION, INC. FOR CONSTRUCTION OF FIRE STATION NO. 8 AT 1101 12TH AVENUE; MAKING THIS ORDINANCE CUMULATIVE OF PRIOR ORDINANCES IN CONFLICT HEREWITH; AND PROVIDING AN EFFECTIVE DATE. BE IT ORDAINED BY THE CITY COUNCIL OF THE CITY OF FORT WORTH, TEXAS: SECTION 1. That in addition to those amounts allocated to the various City departments for Fiscal Year 2004- 2005 in the Budget of the City Manager, there shall also be increased estimated receipts and appropriations in the Fire Improvements Fund in the amount of $125,000 from available funds, for the purpose of funding a contract with Songer Construction, Inc. for construction of Fire Station No. 8 at 1101 12th Avenue. SECTION 2. That should any portion, section or part of a section of this ordinance be declared invalid, inoperative or void for any reason by a court of competent jurisdiction, such decision, opinion or judgment shall in no way impair the remaining portions, sections, or parts of sections of this ordinance, which said remaining provisions shall be and remain in full force and effect. SECTION 3. That this ordinance shall be cumulative of Ordinance No. 16061 and all other ordinances and appropriations amending the same except in those instances where the provisions of this ordinance are in direct conflict with such other ordinances and appropriations, in which instance said conflicting provisions of said prior ordinances and appropriations are hereby expressly repealed. SECTION 4. This ordinance shall take effect upon adoption. APPROY f D AS TO FORM AND LEGALITY: Assistant City ftrney ADOPTED AND EFFECTIVE: 1.1�J1. ai) -4 v5L!(ISU;'`x CITY OF FORT WORTH TRANSPORTATION AND PUBLIC WORKS DEPARTMENT ADDENDUM NO. 2 FIRE STATION NO. 8 1. Bid Opening Date: October 21, 2004 (NO CHANGE) 2. This addendum forms a part of the Contract Documents and modifies the drawings and project manual dated September 2004 as noted herein. Respondent shall acknowledge receipt of this addendum on the proposal; failure to do so may subject the bidder to disqualification. REFER TO THE PROJECT MANUAL FOR THE FOLLOWING ITEMS: 4. INSTRUCTION TO BIDDERS A. Item 14. UTILITIES AND IMPACT FEES: 1. Replace the third sentence with the following: "The City will pay all remaining fees from the electrical and gas companies." 2. Add to the last sentence the following: "and gas and electric meters." REFER TO THE CONTRACT DRAWINGS FOR THE FOLLOWING ITEMS: 9. SHEET C3.01 - DEMOLITION PLAN A. Add the following note: "4. All recently placed utility construction material will be removed from the site by others." END OF ADDENDUM NO. TWO '4 Fire Station No. 8 Page 1 Addendum No: Two CITY OF FORT WORTH TRANSPORTATION AND PUBLIC WORKS DEPARTMENT ADDENDUM NO. 1 FIRE STATION NO. 8 1. Bid Opening Date: October 21, 2004 (NO CHANGE) 2. This addendum forms a part of the Contract Documents and modifies the drawings and project manual dated September 2004 as noted herein. Respondent shall acknowledge receipt of this addendum on the proposal; failure to do so may subject the bidder to disqualification. 3. The Prebid Conference was held at 10:00 AM, September 28, 2004. The following attended: Architect: Les Edmonds Komatsu Architecture 817-332-1914 817-877-4754fax City of Fort Worth: Mike Mathews Chief, Architectural Services 817-392-8274 817-392-8488fax Nancy Richardson PM, Architectural Services 817-392-8014 817-392-8488fax Bill Matysek Construction Mgr 817-392-8078 817-392-6134fax Richard Neuhaus Fire Dept 817-392-6803 817-392-6859fax Mike Weiss T/PW 817-392-8485 817-392-6543fax Contractors: Joe R. Jones Const-Inc 1756 Ranger Hwy, Weatherford 817-596-9600 817-596-0596fax Falkenberg Const Co, Inc 4850 Samuel Blvd, Mesquite 214-324-4667214-324-4667fax Sedalco Const Sery 2554 E Long Ave, FW 817-831-2245 817-831-2248fax Coronado Bldrs 420 Throckmorton, Ste 740 FW 817-336-0696 817-336-0649fax The Frymire Co 3000 Shotts, FW 817-336-4514 817-870-9155fax Westland Const 300 Boone Rd, A-7, Burleson 817-295-2244 817-295-1144fax REFER TO THE PROJECT MANUAL FOR THE FOLLOWING ITEMS: 4. GEOTECHNICAL ENGINEERING REPORT A. Include attached Geotechnical Engineering Report as a part of the Project Manual. 5. PROPOSAL FORM A. Replace PROPOSAL FORM with attached revised PROPOSAL (2 Pages) 6. SECTION 10500 METAL LOCKERS A. 2.2 "EXPANDED METAL" STYLE METAL LOCKERS —4. Minimum gages, replace with the following: "a. Front frames, sides, sloped tops, bottoms, shelves, fillers, trim: 16 gage b. Doors: 14 gage = C. Backs: 18 gage" 7. SECTION 11140 FUEL DISPENSING EQUIPMENT A. G. PUMPING EQUIPMENT, ....paragraph 1. revise the following: replace 30 gpm with "21 gpm" Fire Station No. 8 Page 1 Addendum No: One 8. SECTION — 15542 FUEL-FIRE RADIANT HEATERS A. Under 2.3 TEMPERATURE CONTROLS, delete paragraph B. REFER TO THE CONTRACT DRAWINGS FOR THE FOLLOWING ITEMS: 9. SHEET C2.02 - PAVING AND JOINTING PLAN a. Add the following note to the hatch pattern in 12th Avenue by the parking lot approach: "PROVIDE HOT MIX ASPHALTIC CONCRETE STREET REPAIR PER CITY OF FORT WORTH REQUIREMENTS" 10. SHEET A5.05 - CABINET SECTIONS A. CABINET SECTION 6/A5.05: revise the upper cabinet depth from V-2"to Z-0". 11. SHEET A7.01 — REFLECTED CEILING PLAN A. Add ceiling mounted speakers in the following rooms: 103, 105, 107, 108, 109, 110, 112 and 125. Add one additional speaker in MEN 123. 12. SHEET MEP1.01 - MEP SITE PLAN A. Provide 2— 1" underground conduits from the fuel dispenser to Room 124 RADIO. B. Add the following note with an arrow pointing to the north side of the main building towards the east end, "EMERGENCY CUT OFF SWITCH LOCATION". C. Provide 1 — %" underground conduit from the fuel dispenser to the emergency cut off switch location. 13. SHEET P2.01 - DOMESTIC WATER/ NATURAL GAS FLOOR PLAN A. Show key note #19 with arrow pointing toward the column at grid A/1 at the end of the 2" domestic water line. 14. SHEET E 4.01 - FLOOR PLAN— SYSTEMS A. Add the following General Note: "6. Provide aluminum ladder type cable tray above the ceiling and the entire length of CORRIDOR 138 and CORRIDOR 120 and terminating at the phone board in TELE COM 125. Comply with NEMA VE 1 and Class 12C. Width to be 18 inches, cross rung spacing to be 9 inches and inside depth to be 4 inches. Minimum fitting radius to be 24 inches. Provide all standard clamps, hangers, brackets, splice plates, blind ends, connectors and grounding straps. Tray to be properly grounded." B. Add three smoke detectors spaced evenly in APPARATUS BAY 101. C. Add ceiling mounted speakers in the following rooms: 103, 105, 107, 108, 109, 110, 112 and 125. Add one additional speaker in MEN 123. END OF ADDENDUM NO. ONE Attachments: PROPOSAL; GEOTECHNICAL ENGINEERING REPORT Fire Station No. 8 Page 2 Addendum No: One PROPOSAL T0: MR. CHARLES BOSWELL ACTING CITY MANAGER CITY OF FORT WORTH, TEXAS FOR: FIRE STATION 8 1101 12th AVE Project No. TPW 1999-20 Pursuant to the foregoing "Notice to Bidders," the undersigned has thoroughly examined the plans, specifications and the site, understands the amount of work to be done, and hereby proposes to do all the work and furnish all labor, equipment and materials necessary to fully complete all the work as provided in the plans and specifications, and subject to the inspection and approval of the Director of Transportation and Public Works of the City of Fort Worth. Upon acceptance of this Proposal by the City Council, the bidder is bound to execute a contract and, if the contract amount exceeds $25,000.00, furnish acceptable Performance and/or Payment Bonds approved by the City of Fort Worth for performing and completing the Work within the time stated and for the following sum, to wit: DESCRIPTION OF ITEMS: BASE BID Line Items per SECTION 01020 PROPOSAL SEPARATE LINE ITEMS (all line items are to be included in base bid): 1. Geothermal Wells 2. Trench Safety 3. Con Vault Fuel System 4. Vehicle Exhaust System Unit Prices per SECTION 01025 UNIT PRICES: Add per linear foot of 18" Diameter Pier above that indicated in the drawings Deduct per linear foot of 18" Diameter Pier Add per linear foot of 18" Steel Casing Add per linear foot of 24" Diameter Pier above that indicated in the drawings Deduct per linear foot of 24" Diameter Pier Add per linear foot of 24" Steel Casing The undersigned agrees to complete the Work within calendar days after the date of Notice to Proceed. A Project Schedule will be submitted as required in the Instructions to Bidders. The City reserves the right to accept or reject any and all bids or any combination thereof proposed for the above work. Page 1 The undersigned assures that its employees and applicants for employment and those of any labor organization, subcontractors or employment agency in either furnishing or referring employee applicants to the undersigned are not discriminated against as prohibited by the terms of City Ordinance 7278 as amended by City Ordinance 7400 (Fort Worth City Code Section 13A-21 through 13A-29). Residency of Bidders: The 1985 Session ofthe Texas Legislature passed house Bill 620 relative to the award of contracts to non-resident bidders. The law provides that, in order to be awarded a contract as low bidder, non-resident bidders (out of state contractors whose corporate offices or principal place of business are outside of the State of Texas) that bid projects for construction, improvements, supplies or services in Texas at an amount lower than the lowest Texas resident bidder by the same amount that Texas resident bidder would be required to underbid a non-resident bidder in order to obtain a comparable contract in the state in which the non-resident's principal place of business is located. The appropriate blanks in Section A must be filled out by all non-resident bidders in order for your bid to meet specifications. The failure of out of state or non-resident bidders Failure to complete the forms may disqualify that bidder. Resident bidders must check the box in Section B. A. (_� Non-resident vendors in (give state), our principal place of business, are required to be percent lower than resident bidders by state law. �_) Non-resident vendors in (give state), are not required to underbid resident - bidders. B. I_I Our principal place of business or corporate offices are in the State of Texas. Within ten (10) days of receipt of notice of acceptance of this bid, the successful bidder will execute the formal contract and will deliver approved Performance and Payment Bonds for the faithful performance of this contact. The attached deposit check in the sum of Dollars ($,�is to become the property of the City of Fort Worth, Texas, or the attached Bidder's Bond is to be forfeited in the event the contract and bonds are not executed within the time set forth, as liquidated damages for delay and additional work caused thereby. MINORITY/WOMENS BUSINESS ENTERPRISE (M/WBE): (For bids in excess of$25,000) • I am aware that I must submit information the Director, Transportation and Public Works, concerning the M/WBE participation within FIVE BUSINESS DAYS of submittal of this Proposal in order to be considered RESPONSIVE. Respectfully submitted, Company Name By: Signature Printed Name of Principal Title Address: Street i City Zip Phone: Fax: Receipt is acknowledged of the following addenda: Addendum No. 1: Addendum No. 2: Page 2 CITY OF FORT WORTH TRANSPORTATION AND PUBLIC WORKS DEPARTMENT ADDENDUM NO. 2 FIRE STATION NO. 8 1. Bid Opening Date: October 21, 2004 (NO CHANGE) 2. This addendum forms a part of the Contract Documents and modifies the drawings and project manual dated September 2004 as noted herein. Respondent shall acknowledge receipt of this addendum on the proposal; failure to do so may subject the bidder to disqualification. REFER TO THE PROJECT MANUAL FOR THE FOLLOWING ITEMS: 4. INSTRUCTION TO BIDDERS A. Item 14. UTILITIES AND IMPACT FEES: 1. Replace the third sentence with the following: "The City will pay all remaining fees from the electrical and gas companies." 2. Add to the last sentence the following: "and gas and electric meters." REFER TO THE CONTRACT DRAWINGS FOR THE FOLLOWING ITEMS: 9. SHEET C3.01 - DEMOLITION PLAN A. Add the following note: "4. All recently placed utility construction material will be removed from the site by others." END OF ADDENDUM NO. TWO 1 l Fire Station No. 8 Page 1 A,dendurn No Two ILJ t _ 1 ' July 19, 2002 Project No. 204-13 En mErs 5450 E.Loop 820 South Fort Worth,TX 76119 817.572.3627 817.561.5485 Mr. Michael Mathews, P.E. Chief, Architectural Services City of Fort Worth Transportation and Public Works Department Architectural Services Section, Facilities Management Division 909 Taylor Street, Suite 35 Fort Worth, Texas 76102 RE: Geotechnical Investigation— Fire Station No. 8, Fort Worth, Texas Dear Mr. Mathews: The results of our geotechnical engineering study for the proposed Fire Station No. 8 on West Rosedale Avenue at 12th Street in Fort Worth, Texas are presented in the following engineering report. Recommendations for foundations and earthwork are provided. We appreciate the opportunity to provide geotechnical engineering services on this project. Should you have any questions, or find we can be of further service, please let us know. Sincerely, _tea% OF #: ... ....... .... . THOMAS D. BAKER ......................,........ 7 40060 0/sT a Thomas D. Baker, P.E. Principal, LANDTEC ENGINEERS, LLC Geotechnical Distribution: Above (4) Construction Materials Laboratory Testing Environmental Surveying TABLE OF CONTENTS Section Page No. 1 Introduction 1 2 Field Exploration and Laboratory Testing 3 3 Subsurface Conditions 6 4 Analysis and Recommendations 9 5 Site Drainage 13 6 Earthwork 14 7 Pavement 20 8 Construction Monitoring 23 9 Conditions 24 APPENDIX A — Plan of Borings, Boring Logs & General Notes -APPENDIX B — Laboratory Tests 1 INTRODUCTION 1.1 Project This report presents the results of a geotechnical investigation for proposed Fire Description Station No. 8 to be constructed in the southeast corner of Rosedale Ave. and 12th Street just west of the Hospital District, on the near south side of Fort Worth, Texas. The proposed one-story building has dimensions of approximately 150 feet by 190 feet, and will be constructed with metal frame and brick veneer. Column loads will range from approximately 50 kips to 150 kips. The building is planned to have a suspended floor slab, including the truck bays. The new building will be located as shown on the site plan provided by Komatsu Architects. The finish floor of the proposed building is Elev. 597 feet. For purposes of this report, we have assumed a building pad Elev. of between 595.5 to 596 feet. The ground surface in the area of the proposed building ranges from approximately Elev. 600 feet in the north - northwest part of the site to Elevation 590 to 595 feet along the top of the drop off at the abandoned street. The ground surface along the abandoned street varies from approximately Elev. 584 to Elev. 585 feet. The east and southeast side of the property slope up again to the top of the railroad embankment at approximate Elev. 607 feet. We understand the northeast part of the site (higher part) will be excavated to accommodate a finish floor Elev. of 597 feet, requiring a cut of some 2 to 3 feet. The low area of the site, generally defined by the abandoned street and the drainage area will be raised in elevation by filling approximately 10 to 12 feet. We understand the fill will be obtained from site excavations, including use of the - railroad embankment materials as fill. Borings 1, 2 and 5, drilled at the higher elevations of the site (north and northwest part of the site) encountered some fill material. Based on field observations made by the author of this report, the area generally defined by Rosedale, 12th Ave and the abandoned street has been filled. Visible at the ground surface are chunks of i broken concrete, rocks, voids that are several feet wide and deep, asphalt shingles, wood and chunks of coal. The borings indicate approximately 1 to 3 feet of fill, however, the depth of fill across this area of the property could be more than 3 feet. The upper slope along the north side of the abandoned street contains large chunks of concrete rubble such as curbs, slabs, etc. along the slope. It is unknown if the concrete rubble is present below grade or if the rubble that can be 204-13fstext -1 - LANDTEC ENGINEERS seen is just along the surface of the slope, i.e., was pushed out from the top of the slope on the upper level. 1.2 Purpose and The purpose of this geotechnical investigation has been to determine the general Scope subsurface conditions, evaluate the engineering characteristics of the subsurface materials encountered, and develop recommendations for the type or types of foundations suitable for the project. To accomplish its intended purposes, the study has been conducted in the following phases: (1) drilling sample borings to determine the general subsurface conditions and to obtain samples for testing; (2) performing laboratory tests on appropriate samples to determine pertinent engineering properties of the subsurface materials; and, (3) performing engineering analyses, using the field and laboratory data to develop geotechnical recommendations for the proposed construction. Once the design is in progress and available to LANDTEC, this report should be reviewed. It is possible, based on the review of the preliminary design that one or more geotechnical recommendations could change. The owner should initiate a design progress meeting when the design is approximately 50 percent complete. The owner, architect, civil and structural engineers, and the project geotechnical engineer should be present to discuss the various elements of the project relating to foundations, paving,subgrade, earthwork,fill depth, slopes, drainage, etc. 1.3 Report Format The first sections of the report describe the field and laboratory phases of the investigation. The remaining sections present our recommendations to guide design and construction. Boring logs and laboratory test results are presented in the Appendices at the end of the report. 204-13fstext -2- LANDTEC ENGINEERS 2 FIELD EXPLORATION AND LABORATORY TESTING 2.1 Field Exploration Subsurface materials at the project site were explored by a total of nine (9) borings. Four (4) borings were drilled to a depth of 25 feet within the proposed building footprint. Two (2) borings were drilled in the proposed apron area, adjacent to the building. Three (3) borings were drilled from atop the railroad embankment. The borings were drilled on July 15, 2002 at the approximate locations shown on the Plan of Borings in Appendix A. Several of the borings had to be offset from the original planned location due to overhanging trees, fill material and holes in the ground, large rock boulders and access along the railroad embankment. If the specific location of each boring is needed, we recommend the owner survey the locations. LandTec can meet with the owner's surveyor at the site to point out the boring locations. The boring logs and a key to terms and descriptions on the logs are provided in Appendix A. The approximate elevations indicated on each boring log were interpolated from the contour map of the site provided by Komatsu Architects. These elevations are "approximate" only, and should not be considered any more accurate than the method stated in determining the approximate elevation. Soil descriptions on the boring logs are a compilation of field data as well as from laboratory testing of samples. The stratification lines represent the approximate boundary between soil types and the transition can be gradual. Relatively undisturbed samples of cohesive soils encountered in the borings were taken by a thin walled tube sampler. Depths at which these samples were taken designated "U" are indicated in the "Sample" column of the boring logs. After a thin-walled tube was recovered from a boring, the sample was carefully extruded in the field, examined visually and logged. A representative portion was selected, wrapped and sealed to prevent loss of moisture and to protect the sample during i transportation. Estimates of the consistency of the cohesive soil samples were obtained in the field using a hand penetrometer. The result of a hand penetrometer reading is recorded at a corresponding depth in the "Penetrometer, TSF" column of the boring logs. When the capacity of the hand penetrometer is exceeded,the value of 4.5+is recorded. 204-13fstext -3- LANDTEC ENGINEERS Samples of granular soils encountered in the borings were taken by driving a standard ASTM 2-in. OD split-spoon sampler (ASTM D 1586) a distance of 18 in. into the soil with a 140-Ib hammer falling freely a distance of 30 in. Where resistance was high, the number of inches of penetration for 50 blows of the hammer was recorded. Depths at which the split-spoon samples were taken in these borings are designated"S" in the "Sample" column of the boring logs. The number of blows required to drive the sampler the final 12 in. of penetration or the inches of penetration for 50 blows is recorded at a corresponding depth in the "Blows Per Ft" column of the boring logs. Representative portions of each split-spoon sample were selected and sealed in plastic bags to prevent loss of moisture. The primary limestone/shale materials were evaluated in place by the Texas Department of Transportation (TxDOT) modified cone penetrometer test. Either the number of blows required to produce 12 inches of penetration, or the inches of penetration due to 100 blows of the hammer are noted on the boring logs designated "T" in the "Penetration Resistance"column. Periodic observations were made in the borings to determine the depth of groundwater after completion of these borings. Groundwater level readings at various dates after completion of the borings are noted on the respective logs. Groundwater level measurements refer only to those observed at the times and places indicated, and can vary with time, geologic condition, construction activity, rainfall and other factors. 2.2 Laboratory Testing Representative samples of the soils were tested in the laboratory. Liquid limit and plastic limit tests (Atterberg limits) and percent passing No. 200 sieve were performed on soil samples from the borings in order to classify them according to the Unified Soil Classification (USC) System. Strength properties of the soil were evaluated by performing unconfined compression tests. The results of these tests are reported as Qu values (in tons per square foot). Moisture and density determinations were also made on samples to determine the in situ conditions. Results of these laboratory tests are presented on each boring log. 204-13fstext -4- LANDTEC ENGINEERS A swell test was performed on a representative sample of the near surface clay soils to evaluate the expansive properties. The results are presented in Appendix B along with a summary of the other laboratory tests. 204-13fstext -5- LANDTEC ENGINEERS 3 SUBSURFACE CONDITIONS 3.1 Subsurface Specific types and depths of subsurface strata encountered in the borings are Stratification shown on the attached boring logs. The general subsurface conditions encountered in the borings consist of the following. 3.1.1 Borings B-1, B-2 Borings B-1, B-2 and B-5 encountered approximately 0.5 to 3 feet of fill and and B-5(Upper Level approximately 3 feet of possible fill. The fill materials consist of a wide range of of Site) soils including dark brown to brown lean clay, light brown limy clay,tan clayey and limy sand and gravel with low to moderate plasticity. Observations of the fill surface (while staking the boring locations and while on site during drilling) revealed broken concrete, shingles, wood and rocks exposed at the ground surface and present within the fill. We also observed voids at the ground surface that were generally one to two feet deep and one to two feet wide. The fill material is underlain by tan clayey sand and gravel to depths of 13 to 14 feet in Borings B-1 and B-2. The clayey sand was observed to be dry and dense based on penetration tests. Boring B-5 was terminated at a depth of 10 feet within tan sandy and limy clay with gravel seams. Below depths of 13 to 15.5 feet, gray shaly limestone was encountered and continued to the termination depth of the borings at 25 feet below existing grade. The shaly limestone contains interbedded seams and layers of limy shale and limestone. The cone penetrometer tests indicate the shaly limestone is moderately hard. A layer of tan weathered limestone was encountered in Boring B-2 from approximately 14 to 15.5 feet. Groundwater seepage was not observed in these borings, however, a moist zone was observed at a depth of approximately 7 feet in Boring 2. 204-13fstext -6- IANDTEC ENGINEERS 3.1.2 Borings B-3, B-4 These borings were basically made in the lower level of the site along each side and B-6(Lower Level of the abandoned street and within the drainage area. Borings 3 and 4 were of Site drilled in the proposed building footprint and Boring 6 was drilled in the proposed apron area. The borings encountered approximately 3.5 to 8 feet of low to medium plasticity soil ranging from brown sandy lean clay to tan limy clay with gravel. Fill material consisting of tan and brown limy clay was encountered in Boring 3 to approximately one foot. Gray shaly limestone was encountered at depths ranging from approximately 7 to 12 feet below existing grade (July 2002 grade). Borings 4 and 6 encountered tan weathered limestone with interbedded tan clay seams and layers above the gray shaly limestone. As stated the gray shaly limestone was encountered 7 to 12 feet below grade and continued to the completion depths at 25 feet below existing grade (in Borings 3 and 4). The gray shaly limestone contains gray limy shale and limestone seams and layers. The shaly limestone and interbedded limy shale and limestone layers is moderately hard to hard materials, based on the in situ field cone penetrometer tests. 3.1.3 Borings B-7, B-8 These borings were drilled from atop the railroad embankment. The track and ties and B-9(Railroad were removed in June 2002 by the railroad company. The borings encountered Embankment) railroad ballast rock (coarse graded and approximate 2 to 3 inch size aggregate) within the upper approximately one foot. Below this depth to depths of approximately 7 to 12 feet below the top of the embankment, medium coarse to coarse gravel was encountered. Some of the aggregate (as noted on the boring logs) was noted to have a black color. It is not known why the aggregate is black. Past experience drilling into railroad beds and embankments and discussions with railroad personnel indicate the black coloration occurs from decades of coal dust, soil fines and water penetrating into the railroad ballast and gravel. Some of the dark color is probably from soil fines mixed with the gravel as it was placed. Based on prior experience drilling into railroad embankments in Texas, Oklahoma, Kansas and Colorado, we have found the ballast aggregate to be much deeper in the section (or footprint) below the track and ties, as compared to the subsurface beyond the track bed. Over decades and decades the aggregate ballast is pushed deeper into the railroad embankment, below the track bed, due to heavy loads imposed, vibration and track bed maintenance. Therefore, the borings drilled in the track bed footprint, indicating 7 to 12 feet of gravel, may or may not 204-13fstext -7- LANDTEC ENGINEERS be representative of the amount of gravel across the entire top of the embankment. The clay soils may be much shallower in the part of the embankment just beyond the footprint of the track bed. In summary, the amount of gravel shown on the boring logs may not be the actual depth for the entire width of the embankment, and, as such the embankment may be more clay soils than gravel and clay. The gravel is underlain by medium plasticity brown to dark brown sandy lean clay and clay soils to the completion depth at 20 feet in Borings 8 and 9. Boring 7 encountered tan weathered limestone from approximately 17.5 feet to the completion depth at 20 feet. Groundwater seepage was not encountered in these three borings on July 15, 2002. Note that our scope of work did not include any environmental assessment and/or analytical testing of the materials encountered within or adjacent to the railroad embankment. 3.2 Groundwater Groundwater observations made in the borings indicate the absence of a perched Observations water table at the time of the field exploration July 15, 2002. Experience with similar stratigraphic conditions indicates that water tends to flow along the top and through the upper weathered zone of the limestone and that the quantity of groundwater seepage into the foundation excavation will vary with area rainfall. Fluctuations of the groundwater level can occur due to seasonal variations in the amount of rainfall; site topography and runoff; hydraulic conductivity of soil strata; and other factors not evident at the time the borings were performed. Water traveling through the soil (subsurface water) is often unpredictable. This could be due to seasonal changes in groundwater and due to the unpredictable nature of groundwater paths. Therefore, it is necessary during construction for the contractor to be observant for groundwater seepage in excavations in order to assess the situation and make necessary changes and/or recommendations. 204-13fstext -8- LANDTEC ENGINEERS 4 ANALYSIS AND RECOMMEND- ATIONS 4.1 Foundation Type, As mentioned in Section 1, we understand the proposed building will have a Depth, and Allowable Loading structural floor slab system suspended above the ground surface on drilled piers placed into the limestone. The following paragraphs present geotechnical design data for straight shaft piers penetrating into the gray shaly limestone. 4.1.1 Straight Shaft Auger excavated, reinforced concrete straight shaft piers placed into the gray shaly Piers limestone are recommended for support of the proposed building. These straight shaft piers should be designed for a maximum end bearing pressure of 35,000 pounds per square foot and a maximum skin friction value of 5,500 pounds per square foot for that portion of the shaft perimeter in direct contact with the shaly limestone. Skin friction should be used after two(2)feet of penetration into the shaly limestone. Regardless of loading conditions, the shafts should penetrate the shaly limestone a minimum of three (3)feet. For resistance to uplift use 2,750 psf over the shaft perimeter embedded within the shaly limestone. The drilled shafts could be subjected to uplift pressures and tensile forces caused by expansion within the surrounding soils. Accordingly, each shaft should include reinforcing steel to counteract these tension forces. Uplift pressures are estimated to be approximately 900 pounds per square, foot acting over the perimeter of the drilled shaft for A depth of 10 feet. Foundations proportioned in accordance with these bearing values will have a factor of safety of three, dead load only, and will experience negligible settlement after construction. The weight of the shafts below final grade may be neglected in determining the design loads. The following is a summary of the foundation recommendations: • Foundation Type: Straight shaft drilled piers • Bearing Stratum: Gray shaly limestone encountered approximately 8 to 15.5 feet below existing grade • Founding Depth: A minimum of three (3)feet into the gray shaly limestone • Allowable End Bearing Pressure: 35,000 pounds per square foot(psf) • Allowable Skin Friction: 5,500 psf after 2 feet of penetration into the gray shaly limestone 204-13fstext -9- LANDTEC ENGINEERS • Settlement of Piers: Less than 0.5 inch, with most occurring during construction • Uplift Pressure due to expansive clay: 900 psf for 10 feet • Resistance to Pier Pullout (uplift): 2,750 psf for embedment into the shale and discount top 2 feet. • Minimum Pier Spacing: Three(3) pier diameters, edge to edge • Sequencing Piers: Adjacent piers (within 10 feet) should not be drilled the same day. Allow a minimum of 48 hours before drilling a pier adjacent to one already constructed. • Temporary Steel Casing: Based on groundwater observations in July 2002, temporary steel casing will not be required at pier locations. Caving clayey sand and gravel at some locations may require the use of temporary casing, however. • Drilling Requirements: See subsurface conditions and drilled pier construction. • Pier Excavations: To protect workers and site personnel, the drilling contractor must keep the pier hole covered at all times, including the time frame between drilling completion and the placement of the reinforcing cage and concrete. 4.2 Drilled Shaft Drilled shaft construction should be monitored by a representative of the project Construction and geotechnical engineer to observe, among other things, the following items: Monitoring • Identification of bearing material; • Adequate penetration of the shaft excavation into the bearing layer; • The base and sides of the shaft excavation are clean of loose cuttings; and • If temporary casing is used, it must be observed by the field representative to determine that a high head of plastic concrete is maintained within the casings at all times during their extraction to prevent the inflow of water and caving soil. Precautions should be taken during the placement of reinforcing steel and concrete to prevent loose, excavated soil from falling into the excavation. Concrete should be placed as soon as practical after completion of the drilling, cleaning and inspection. Excavation for a drilled shaft should be filled with concrete before the end of the workday(8 hours or less), thus preventing excessive deterioration of the bearing material. Prolonged exposure or inundation of the bearing surface with water will result in changes in strength and compressibility characteristics. If delays occur,the drilled shaft excavation should be slightly deepened and cleaned, in order to provide a fresh bearing surface. 204-13fstext -10- LANDTEC ENGINEERS The concrete should be placed in a manner to prevent the concrete from striking the reinforcing cage or the sides of the excavation. Caution should be exercised during construction to prevent the bearing of a shaft on soft material within the founding stratum. Should any shaft excavation terminate on a soft clay or shale seam or layer within the shaly limestone after the required penetration has been achieved, the shaft should be deepened until the next layer of hard, competent shaly limestone has been encountered. A pump should be kept available to remove minor accumulations of water from the pier hole, if they occur. No more than two (2) inches of water should be allowed in the bottom of the hole. The pier drilling rig should have sufficient size and power to penetrate to the required design depths through the harder limestone seams and layers. Penetration into the harder rock typically requires rock tooth auger bits, core barrels, drop chisels and other hard rock drilling tool. 4.3 Grade Beams Grade beams used in conjunction with the drilled shafts should be tied into the tops of the shafts and should have a permanent void space of six (6) inches beneath. This void is required to prevent vertical movements within the soil from applying pressure to the bottom of the beam. If cardboard carton forms are used to create the void space, care should be taken to protect the cardboard forms from damage, crushing, or becoming wet prior to placement of concrete. The cardboard cartons should extend the full length between shafts and the full width of the beam. The in-place void boxes should be observed by the Contractor, prior to concrete placement, to determine that they are firm and capable of supporting the wet concrete and that they are placed the full width and length of the beam. A thin, pre-cast concrete panel should be placed along the outside perimeter of the grade beam, over the void space, to prevent backfill intrusion. A thin, pre-cast concrete panel should be used to prevent backfill from inadvertently being placed in the void space beneath the panel. 204-13fstext 11 LANDTEC ENGINEERS- 4.4 Structural Floor Interior floor slabs are generally lightly loaded and are not capable of resisting the differential movements associated with heaving forces of expansive clay soils and/or potential settlement of fill material. Differential movements of one to three inches are estimated, however, the amount of movement is dependent on final grade and soil type, the subsurface profile after cutting and filling, and the moisture contents. The estimated soil movements should be considered detrimental to floor slabs placed on grade. In areas sensitive to floor slab movement, a positive means of preventing movement is to structurally suspend the floor system (beams and slab) above the subgrade. Support of the structural floor is provided by the drilled shafts. A minimum vertical void of six (6) inches is recommended below the structural system. Provision should be made to provide drainage of the void or crawl space below the slab, in the event surface and/or subsurface water becomes trapped or seeps into this area. Drain inlets which are tied into the storm sewer or a sump and pump system must be required. The ground surface below the building should be graded to drain so that water does not pond. The ground surface should slope toward the drain inlets on a minimum 2% grade. Building maintenance (Owner's responsibility) should include observation of the void or crawl space on a frequent basis to determine that no water is ponding. To prevent capillary moisture and condensation, ventilation should be provided in the space below the slab. 4.6 Aprons Aprons constructed adjacent to the building should be supported by a minimum of three (3) feet of compacted and tested, non-expansive select fill material. Depending on the subsurface soil profile at these locations, a drain system may be required to prevent the bathtub effect. See Section 6.3 for additional details. 204-13fstext -12- LANDTEC ENGINEERS 5 SITE DRAINAGE An important feature of the project is to provide positive drainage away from the structure. Ponding water can result in soil movements exceeding those previously given. A slope of 1.5 to 3 percent should be provided, such that the soil slopes away from the building. A well-designed site drainage plan is of utmost importance and surface drainage should be provided during construction and maintained throughout the life of the structure. Consideration should be given to the design and location of gutter downspouts, planting areas, or other features which would produce moisture concentration adjacent to or beneath the structure or paving. Joints next to the structure should be sealed with a flexible joint sealer to prevent infiltration of surface water. Maintenance should include periodic inspection for open joints and cracks and resealing as necessary. Rainwater collected by the gutter system should be transported by pipe to a storm drain or to a paved area. If downspouts discharge next to the structure onto flatwork or paved areas, the area should be watertight in order to eliminate infiltration next to the building. 204-13fstext -13- LANDTEC ENGINEERS 6 EARTHWORK 6.1 Site Grading General site grading should be such that water will not pond under or next to structures, paving, etc. following periods of rainfall. Water standing near structures may result in greater magnitudes of movement than have been anticipated. In general, a slope of one and one-half to three percent should be maintained along the ground surface both during and after construction. The railroad embankment materials include both clay soil and gravel. These materials should be mixed when used as fill material on the proposed fire station site to prevent areas within the fill that consist of only gravel. See also Section 3.1 describing the embankment materials. 6.2 Subgrade Stripping should consist of the removal of all fill material, topsoil, roots, vegetation Preparation and rubbish not removed by the clearing and grubbing operation. The actual stripping depth should be based on field observations with particular attention given to old drainage areas, uneven topography, and excessively wet soils. The stripped areas should be observed to determine if additional excavation is required to remove weak or otherwise objectionable materials that would adversely affect the fill placement. The subgrade should be firm and able to support the construction equipment without displacement. Soft or yielding subgrade should be corrected and made stable before construction proceeds. The subgrade should be proof rolled to detect soft spots, which if exist, should be reworked. Proof rolling should be. performed using a heavy pneumatic tired roller, loaded dump truck, or similar equipment weighing approximately 25 tons. The proof rolling operations should be observed by the project geotechnical engineer or his representative. The sides of stump holes or other similar cavities or depressions should be broken down to flatten the slopes (no steeper than five horizontal to one vertical), with the sides of the cuts or holes being scarified to provide bond between the foundation soils and the embankment fill. Each depression or hole should be filled with the same type of material which is to be placed immediately above the foundation soil. Existing slopes or hillsides which will receive fill should be loosened by scarifying or plowing to a depth of not less than six (6) inches. The fill material should be benched into the existing slope in such a manner as to provide adequate bonding 204-13fstext -14- LANDTEC ENGINEERS between the fill and slope, as well as to allow the fill to be placed in horizontal lifts. Prior to placement of compacted fill in any section of the embankment, after depressions and holes have been filled,the foundation of such sections should be compacted to the same density and moisture requirement as the embankment. The traffic of heavy equipment, including heavy compaction equipment, may create pumping and general deterioration of the soil. Occasionally some soils have to be excavated, mixed and dried, and replaced. At times, excavating and replacing with selected soils and/or chemically treated materials is required before an adequate subgrade can be achieved. Therefore, it should be anticipated that some construction difficulties will be encountered during periods when these soils are saturated. 6.3 Placing of Embankment materials should be placed on a properly prepared subgrade as Material specified. The combined excavation, placing, and spreading operation should be done in such a manner to obtain blending of material, and to provide that the materials, when compacted in the embankment, will have the most practicable degree of compaction and stability. Materials excavated from cut sections and/or borrow sources and hauled to construct fills must be mixed and not segregated, except where such segregated soil zones are required. All fill should be placed in horizontal lifts. Filling along (parallel to) slopes should not be permitted. In areas where slopes will be constructed using fill, the fill should extend beyond finished contours and cut back to grade. In general, side slopes should be 3-horizontal to 1-vertical (3H:1 V) or flatter. Note that a site specific slope stability analysis was not part of our scope of work, and none was performed. If the owner desires a slope stability analysis, please let us know. If the surface of the embankment is too smooth and hard to bond properly with a succeeding layer, the surface should be roughened and loosened by discing before the succeeding layer is placed. Where fill is to be placed next to existing fill, that fill should be removed to unweathered, dense material. Each layer should be benched and disced as adjoining lifts are placed. Material hauling equipment should be so routed over the embankment surface to distribute the added compaction afforded by the rolling equipment, and to prevent the formation of ruts on the embankment surface. 204-13fstext -15- tANDTEC ENGINEERS The surface of the fill should be graded to drain freely and maintained throughout construction. During the dumping and spreading process, the contractor should maintain at all times a force of men adequate to remove all roots and debris and all rocks greater than four (4) inches in maximum dimension from the embankment materials. No rocks should be allowed within the final eight (8) inches of subgrade. In the event of slides in any part of the embankments prior to final acceptance of the work, the contractor should remove material from the slide area and should rebuild such portion of the embankment as requested by the engineer. 6.4 Moisture and Following the spreading and mixing of the soil on the embankment, it should be Density Control processed by discing throughout its thickness to break up and provide additional blending of materials. Discing should consist of at least two passes of the disc plow. Additional passes of the disc plow should be made necessary to accomplish breaking up and blending the fill. The recommended loose lift thickness is eight (8) inches. The moisture content of the soil should be adjusted, if necessary, by either aeration or the addition of water to bring the moisture content within the specified range. Water required for sprinkling to bring the fill material to the proper moisture content should be applied evenly through each layer. Any layers which become damaged by weather conditions should be reprocessed to meet specification requirements. The compacted surface of a layer of fill should be lightly loosened by discing before the succeeding layer is placed. When the moisture content and the condition of the fill layer are satisfactory, compaction should be made with a tamping-foot roller (sheepsfoot with cleaner teeth) either towed by a crawler-type tractor or the self-propelled type. The tamping-foot length should be a minimum of eight (8) inches. Vibratory tamping rollers may be required for compacting some types of fill material. The fill material should be compacted to a minimum of ninety-five (95) percent of the maximum dry density as determined by the moisture-density relations test method ASTM Designation D 698. The moisture content should range between 204-13fstext -16- LANDTEC ENGINEERS two (2) percentage points below optimum to five (5) percentage points above optimum (-2 to +5) for soils with a plasticity index (PI) of less than 20. For soils with a PI of 20 or greater, the moisture content should range between optimum and five (5) percentage points above optimum (0 to +5). The moisture content ranges specified are to be considered as maximum allowable ranges. The contractor may have to maintain a more narrow range (within the maximum allowable) in order to consistently achieve the specified density for some soils or under some conditions. The moisture content and density of all fill material should be maintained at the specified range of moisture and density. Fill behind below-grade walls should be compacted with hand-operated tampers or light compaction equipment immediately adjacent to the wall. A loose lift thickness of four to six inches is typically required for hand-operated tampers. Backfill on structures receiving fill on both sides should be kept within two feet of the opposite side. Field density tests should be taken as each lift of fill material is placed. One field density test per lift for each 5,000 square feet of compacted area is recommended. A minimum of two (2) tests per lift should be required. The earthwork operations should be observed and tested on a continuing basis by an experienced engineering technician working in conjunction with the project geotechnical engineer. The contractor should assist the technician in taking tests to the extent of furnishing labor and equipment to prepare the areas for testing and curtailing operations in the vicinity of the test area during testing. Each lift should be compacted, tested, and approved before another lift is added. The purpose of the field density tests is to provide some indication that uniform and adequate compaction is being obtained. The actual quality of the fill, as compacted, should be the sole responsibility of the contractor and satisfactory results from the tests should not be considered as a guarantee of the quality of the contractor's filling operations. 6.5 Contamination The Contractor should be required to arrange and pay for the services of a Testing and laboratory pre-approved by the Owner to collect samples and perform a toxic Certification contaminant scan of composite soil samples representative of each separate borrow source in accordance with the U.S. Environmental Protection Agency 204-13fstext -17- LANDTEC ENGINEERS F (EPA) protocol for Total Metals (eight metals, EPA Method 3010/6010), pH (EPA Method 150.1), Chlorides (EPA Method 330.4), Volatile Organics (EPA Method 8240), and Total Petroleum Hydrocarbons (EPA Method 418.1). Copies of the results of the laboratory tests should be submitted with chains-of- custody to the Engineer by the Contractor prior to proceeding to furnish soil materials to the site. Any potential off-site soil borrow on which scan test results indicate the presence of contaminants above background levels will be rejected as an off-site soil borrow source. The laboratory performing the scan test for contaminants for the Contractor should_ provide a written certification along with the test which states that the laboratory is EPA approved, that the tests were performed according to EPA guidelines, and that the samples were collected using EPA protocol. The Contractor should obtain a written, notarized certification from the landowner of each proposed off-site soil borrow source stating that to the best of the landowner's knowledge and belief there has never been contamination of the borrow source site with hazardous or toxic materials. These certifications should be submitted to the'Engineer by the Contractor prior to proceeding to furnish soil materials to the site. The lack of such certification on a potential off-site soil borrow source will be cause for rejection of that source. Soil materials derived from the excavation of underground petroleum storage tanks shall not be used as fill on this project. 6.6 Trench Backfill Trench backfill for utilities should be properly placed and compacted. Dense or dry backfill can swell and create a mound along the ditch line. Loose or wet backfill can settle and form a depression along the ditch line. Distress to overlying structures, pavements, sidewalks, etc. can occur if heaving or settling happens. A granular bedding material is recommended for pipe bedding. Clean coarse sand or well graded crushed rock make good bedding materials. Care should be taken to prevent the backfilled trench from becoming a French Drain and piping surface or subsurface water beneath structures or pavements. The use of concrete cut-off collars or clay plugs may be required to prevent this from occurring. Trench backfill should be placed and compacted in uniform lifts of 8 to 12 inches and be tested for moisture and density. We recommend that each lift be tested with spacing of 100 feet along the trench. Compaction should be to a minimum of 204-13fstext -18- LANDTEC ENGINEERS 95 percent of Standard Proctor density (ASTM D698) at a moisture content ranging from two percent below optimum to four percent above optimum (-2 to +4). 6.7 Non-Expansive, Select fill material should be a clayey sand or a lean sandy clay with a liquid limit Select Fill (LL) less than thirty (30), and a plasticity index (PI) between six (6) and fifteen (15). The select fill should be placed in loose lifts not exceeding eight (8) inches in uncompacted thickness, and be uniformly compacted to a minimum of ninety-five (95) percent of the maximum dry density determined by Standard Proctor (ASTM D 698). The moisture content of the fill at the time of compaction should be from minus two (2) to plus five (5) percentage points of optimum (-2 to +5). The moisture content and density of the in-place select fill should be maintained from the time the pad is completed until placement of the slab. Prior to placement of the select fill, the upper six (6) inches of the subgrade should be scarified and recompacted to the density and moisture requirements previously given. The select fill should be placed as soon as possible after preparation of the subgrade soils. If an excavation is made in order to place the select fill, some means of preventing the "bathtub" effect (ponding of excess moisture) beneath the slab is necessary. Excess water below the slab (within the select fill) can cause deep-seated swelling to occur. To prevent formation of the "bathtub" effect, the excavation should not extend beyond the edges of the building, thus limiting the infiltration of surface water. In addition, a properly graded excavation and a collector drain with natural outfall or a sump and pump system will be necessary to provide adequate drainage, in order to prevent water from ponding beneath the building. A moisture barrier of polyethylene sheeting or equivalent material should be placed between the slab and the select fill material to retard moisture migration through the slab. This is particularly important when the floor slab is to be painted, sealed, have carpet or tile. } 204-13fstext _19- LANDTEC ENGINEERS 7 PAVEMENT 7.1 General Subgrade soils in future parking and drive areas are anticipated to consist of a wide variety of materials ranging from clayey sand with gravel to plastic clays. The actual subgrade soil type will be dependent on the amount of cut and fill across the future parking and drive areas. At the time of preparation of this geotechnical report, the proposed cut/fill grades are unknown. Some subgrade areas could be granular soils clayey sands, sand and gravel that would need to be stabilized with Portland cement to provide adequate subgrade for pavement. Other areas where the final subgrade might be the more plastic clay would require a lime treated subgrade. The performance of the pavement for the parking and drive areas depends upon several factors including (1) the characteristics of the supporting soil; (2) the magnitude and frequency of wheel load applications; (3) the quality of construction materials; (4) the contractor's placement and workmanship abilities; and (5)the desired period of design life. A specific pavement design has not been performed for this project since it is beyond the scope of work for this study. The design would include, but not necessarily be limited to, California Bearing Ratio (CBR) tests, Texas Department of Transportation (TxDOT) triaxial tests, or plate bearing tests to determine subgrade strength characteristics. Information developed from these types of tests along with other selected tests (such as lime series, moisture-density relationships, etc.) and traffic characteristics would be used in the design. Pavement sections can be determined by the use of the American Association of State Highway Transportation Officials (AASHTO) pavement design manual, the Portland Cement Association (PCA) pavement design manual, or other appropriate methods. If you would desire us to perform these tests and a specific design, please advise accordingly. 7.2 Pavement The treated subgrade should extend a minimum of twelve (12) inches outside the Subgrade curb line. This will improve the support for the edge of the pavement and also lessen the "edge effect" associated with shrinkage during dry periods. The use of sand or select fill as a leveling course below pavement in expansive clay areas should be prevented. The porous soils can allow water inflow between the pavement and subgrade, causing heave and strength loss within the subgrade soil. 204-13fstext -20- LANDTEC ENGINEERS The subgrade should be compacted to a minimum of 95 percent of Standard Proctor (ASTM D 698) at a moisture content ranging from optimum to four (4) percentage points above optimum (0 to +4). The moisture:content and density of the completed subgrade section must be maintained until the paving is complete. If the subgrade will be exposed for a period of time in excess of ten (10) days, an asphalt emulsion should be applied to the subgrade to prevent moisture loss and to protect the surface from loss of material due to traffic. Since the soils at this site consist of potentially expansive clays, some movements within the pavement section should be expected. Proper drainage should be provided both during and after construction, and a minimum slope of one (1) percent is recommended for the paved areas. Particular emphasis should be given to areas where the pavement is placed directly adjacent to entries. If the subgrade heaves, the pavement could result in sloping toward the building, causing problems with drainage, door opening and closing, etc. The pavement should be maintained properly, including the use of a flexible joint material to seal cracks which can occur during the life of the pavement. A proper testing and inspection program during construction is also vital to the overall long-term performance of the pavement. 7.3 Pavement The following pavement sections are given for preliminary information at this time. Sections Generally, it has been found that a concrete pavement properly installed on compacted subgrade, having adequate saw joints and expansion joints, will provide a long term, low maintenance parking lot. Here again, the quality of any pavement is greatly dependent upon the quality of subgrade, workmanship of the contractor, and site drainage. When the site grading plan is completed, and as traffic data becomes available, this information should be reviewed. Rigid Pavement-Reinforced Portland Cement Concrete Parking Stalls and Parking Lot Drives (cars only) 6 inches Treated Subgrade 6 inches Access Driveways with Occasional Light Trucks 7 inches Treated Subgrade 6 inches Y Heavy Trucks/Parking Aprons 8 inches Treated Subgrade 6 inches Entrances to the parking lot from the street and the drive areas should be paved 204-13fstext -21 - LANDTEG ENGINEERS with eight (8) inches of reinforced concrete. Channelized traffic and truck loading areas (including delivery trucks and garbage trucks) should be paved with eight (8) inches of reinforced concrete. In areas where a high volume of heavy trucks is anticipated, a specific pavement analysis should be made. 7.4 Subgrade and Recommendations for subgrade and paving materials are provided as follows: Pavement Requirements 1. Lime Treated Subgrade - Follow Tx DOT Item 260 and apply the hydrated lime at an application rate of 6 percent or approximately 27 pounds of lime per square yard for the 6-inch thickness. Compact to a minimum of 95 percent of Standard Proctor (ASTM D 698) at a moisture content between optimum and four (4) percentage points above optimum (0 to+4). 2. Cement Treated Subgrade — Follow TxDOT Item 275 and apply the Portland cement at an application rate of 8 percent or approximately 40 pounds of cement per square yard for the 6-inch thickness. Compact to a minimum of 95 percent of Standard Proctor (ASTM D698) at a moisture content between optimum and four (4) percentage points above optimum (0 to +4). Check with the City of Arlington to determine if cement can be applied dry from pneumatic hopper tankers (creates dust clouds) or if it has to be applied as a slurry. 3. Compacted Subgrade - Scarify the existing soils after removing vegetation and achieving final grades, and recompact to a minimum of 95 percent of the maximum dry density determined by the Standard Proctor test (ASTM D 698) to a moisture content ranging from optimum to four(4) percentage points above optimum (0 to+4). 4. Reinforced Portland Cement Concrete - TxDOT Item 360 with a minimum compressive strength of 3,500 psi at 28 days. Proper finishing of concrete pavement requires the use of sawed and sealed joints. Sawing of joints should begin as soon as the concrete has hardened sufficiently to permit sawing without excessive raveling. All joints should be completed before uncontrolled shrinkage cracking occurs. Joints should be cleaned and sealed before opening to the traffic. The recommended joint spacing in feet (for concrete paving) should not exceed 2.5 times the slab thickness in inches, e.g., 15 x 15 feet for a six-inch thick slab. Control joints should have a depth of at least one-fourth the slab thickness, e.g., 1.5 inches for a six inch slab. Reinforcing steel for paving should include#3 bars on 18-inch spacing or #4 bars on 24-inch spacing. Chairs should be used to position the reinforcing steel. 204-13fstext -22- LANDTEC ENGINEERS 8 CONSTRUCTION MONITORING In any geotechnical investigation, the design recommendations are based on a limited amount of information about the subsurface conditions. In the analysis, the geotechnical engineer must assume the subsurface conditions are similar to the conditions encountered in the borings. However, during construction, anomalies in the subsurface conditions are quite often revealed. Therefore, it is recommended that the geotechnical engineer be retained to observe earthwork and foundation installation and perform materials evaluation during the construction phase of the project. This enables the geotechnical engineer to stay abreast of the project and to be readily available to evaluate unanticipated conditions, to conduct additional tests if required and, when necessary, to recommend alternative solutions to unanticipated conditions. It is proposed that construction observation commence at the outset of the project. Experience has shown that the most suitable method for procuring these services is for the owner to contract directly with the geotechnical/materials engineer. This results in a clear, direct line of communication between the owner or his representative and the geotechnical/materials engineer. I I 1 I . J 204-13fstext -23- LANDTEC ENGINEERS -- 9 CONDITIONS The services described in this report were performed consistent with generally accepted geotechnical engineering principles and practices. No other warranty, express or implied, is made. These services were performed consistent with our agreement with our client. This report is solely for the use and information of our client unless otherwise noted. Any reliance on this report by a third party is at such party's sole risk. Opinions and recommendations contained in this report apply to conditions existing when services were performed and are intended only for the client, purposes, locations, time frames, and project parameters indicated. We do not warrant the accuracy of information supplied by others, nor the use of segregated portions of this report. The conclusions and recommendations in this report are invalid if • the assumed design loads change • the structures are relocated • the report is used for adjacent or other property or buildings • grades, ground-water levels, or both, change between the issuance of this report and construction • any other change is implemented that materially alters the project from that proposed when this report was prepared The boring logs do not provide a warranty of the conditions that may exist at the entire site. The extent and nature of subsurface soil and ground-water variations may not become evident until construction begins.Variations in soil conditions between borings could possibly exist between or beyond the points of exploration or ground-water elevations may change, both of which may require additional studies, consultation, and possible design revisions. Any person associated with this project who observes conditions or features of the site or surrounding areas that are different from those described in this report should report them immediately to us for consideration and evaluation. This report was prepared solely for the use of our client and should be reviewed in its entirety. 204-13fstext -24- LANDTEC ENGINEERS It is recommended that LANDTEC be retained to review those portions of the plans and specifications for this project that pertain to geotechnical recommendations contained in this report as a means to determine whether the recommendations have been interpreted as intended. This is typically done when the plans are near the 50 percent design level. See also Section 1.2. 204-13fstext -25- LANDTEC ENGINEERS APPENDIX A LANDTEC ENGINEERS --. -.� �' /%�'•-_ �`_'`"�.` _!`�1 l Tom.. ..��.n y. ��_ VvROS FAL - { A vefvtjs r li ( I 1, r ' ------ --T1 ��.. �z�,•. �� - :,._--. �..._— � -s / it B-1 / =11_ r )� �l� )Fifa 1 ` 1 Railroad Embankment NORTH 9A (See Figure A.2) NOT TO SCALE i' / / PLAN OF BORINGS FIRE STATION NO. 8 FIGURE A.1 FORT WORTH, TEXAS W. ROSE DALE w — -•, AVENUE r - lift to ,• 1 - ,oi 'y `•;� o ff I/ll /tl/I 11 / } / t 1��'//lr� i:l�l� Ili'•..-, l i w Railroad Embankment til, •�� , - NORTH / �y NOT TO SCALE PLAN OF BORINGS FIRE STATION NO. 8 FIGURE A.2 FORT WORTH, TEXAS Project: Fire Station No. 8 S.E. Corner W.Rosedale at 12th Street BORING LOG Fort Worth,Texas B-1 Project Number: 204-13 Sheet 1 of t Location: See Plan of Borings y s x . Cn Surface El.: 597.5± o 00 s b M� yCa 3� .a ►1 y� n 0 oc Z � :3 = v pc°g o � v Ca t„ b aro a �v to a a �z6 �vsi Cn a MATERIAL DESCRIPTION x U I LIMY CLAY,light brown,stiff,dry 0.5 w/limestone fragments FILL 4,5t CLAYEY SAND,limy,tan&limestone gravel, dense,dry w/limy clay seams&layers& w/gravel layers A2 S3 50/ 1.0 5 6., S4 50/ 7.0 17 10 7 39 10 3„ 13.0 SHALY LIMESTONE,gray,moderately hard to hard,dry w/interbedded gray limy shale& limestone seams&layers 100/ T5 2.5.. 8.0 IS N e o T6 100/ 6.0 0-20--- :D 20:D T7 100/ 3 25 25.01 1 1 o Completion Depth: 25 ft Remarks: Dry at completion. - o Date: 7/15/02 z 0 0 m LANDTEC The stratification lines represent approximate strata boundaries, —FIGURE T9 in situ,the transition may be gradual Project: Fire Station No. 8 S.E. Corner W. Rosedale at 12th Street BORING LOG Fort Worth,Texas B-2 Project Number: 204-13 Sheet 1 of I Location: See Plan of Borings di ; _ x Cn Surface El.: 600± o 0 E ECa � � > a .N � �g a � G h o ami " .Q 0 0.' o � � c '6 a 0 y rn .O p„ N o d � 0Q _c _ Ca T C/) c a Pa R; U .� 1 Ci rd Z ti j MATERIAL DESCRIPTION x JCLAY,dark brown,very stiff,dry w/calcareous U 1nodules(FILL) 1.0 4.25 11.0 U2 LEAN CLAY w/sand,limy,light brown to brown,stiff,dry w/calcareous nodules& 3.0 limestone fragments(Possible Fill) U3 2.75 12.0 32 16 16 82 U4 4.0 2.0 10.0 101.3 0.6 US . CLAYEY SAND,limy,tan w/gravel,dense,dry 2.0 5 0, S6 -moist at 7 ft. 50/ 6.. 9.0 19 11 8 37 A7 10 10.5 LIMESTONE,tan,broken,hard 11.0 CLAYEY SAND,limy,tan w/gravel 14.0 T8 < LIMESTONE,tan,hard,weathered 100/ 6.0 l5 1 15.5 SHALY LIMESTONE,gray,moderately hard to hard w/interbedded gray limy shale& limestone seams&layers c T9 100/ 1 Q-20-- u r c z a v 3 N L" C v 171 100/ 6.0 3 25 25.0 2" o Completion Depth: 25 ft Remarks: Dry at completion. Shingles,wood,concrete chunks, z Date: 7/15/02 limestone rocks and voids(holes in the ground)observed around the o area of B-2. n LAN DTEC The stratification lines represent approximate strata boundaries, FIGURE AA in situ,the transition may be gradual Project: Fire Station No. 8 S.E.Corner W.Rosedale at 12th Street BORING LOG Fort Worth,Texas B-3 Project Number: 204-13 Sheet I of Location: See Plan of Borings _ _ _ >< > U � o Surface El.: 585± o 0 8 s E E 4 CY sQ a m >n U g cs o Cj s.cUi0a0 sar E z � � � a MATERIAL DESCRIPTION U 1 LIMY CLAY,tan&brown,stiff,dry(FILL) 4.0 1.0 CLAYEY SAND,brown,stiff,dry U2 w/calcareous nodules&gravel 3.0 10.0 96.3 20 14 6 38 U3 ='. - 3.5 15.0 89.6 0.5 U4 4.0 3.5 SANDY LIMY CLAY&GRAVEL,tan& brown,stiff,dry S U5 4.5+ 9.0 8.0 SHALY LIMESTONE,gray,moderately hard w/interbedded gray limy shale&limestone seams&layers T6 100/ 2.5" 10 100/ T! 6.0 6.0 IS N Q 100/ o T8 1., v 20 v z z a v 23.0 LIMY SHALE,dark gray,very stiff to w — moderately hard,dry w/limestone seams � — T9 t 001 — 3 25 25.0 2„ g Completion Depth: 25 ft Remarks: Dry at completion. Date: 7/15/02 z it O m LANDTEC The stratification lines represent approximate strata boundaries, — FIGURE A.5 ur situ the transition may be gradual Project: Fire Station No. 8 S.E.Corner W.Rosedale at 12th Street BORING LOG Fort Worth,Texas B-4 Project Number: 204-13 Sheet 1 of t Location: See Plan of Borings ; X y N Surface El.: 586± E o o s E Ee0 Y Q E � � In > a .4 clj ti R G 3 0 o cQ GU 0"N o q rn 0. y 0 O Cr• n .N so Ute.. Q arA rX U G a a a z 6cn cl x a MATERIAL DESCRIPTION SANDY LEAN CLAY,silty&limy,brown, U1 stiff to very stiff,dry w/limestone fragments, 4.5 4.0 broken limestone rocks&gravel U2 4.0 9.0 23 17 6 51 U3 4.0 10.0 5 T4 100/ 8.0 3„ LIMESTONE,weathered,tan,moderately hard,dry w/tan limy clay seams&layers T5 100/ 10.0 10 12.0 SHALY LIMESTONE,gray,moderately hard, dry w/interbedded gray limy shale limestone seams&layers T6 100/ 15 1.5" Q T7 100/ 2" 20 U u 'r z 22.0 LIMESTONE,gray,moderately hard to hard N y 24.0 SHALY LIMESTONE,gray,moderately hard, 100/ 3 25- T 0 8 25.01 1 1,. o Completion Depth: 25 ft Remarks:- Dry at completion. Red brick,concrete chunks& zDate: 7/15/02 limestone rock observed at the ground surface around B-4. a 0 LANDTEC The stratification lines represent approximate strata boundaries, — FIGURE A,6 - in situ,the transition may be gradual Project: Fire Station No. 8 S.E. Corner W.Rosedale at 12th Street BORING LOG Fort Worth,Texas B-5 Project Number: 204-13 sheet I of 1 Location: See Plan of Borings >< > w V) Surface El.: 599± 5 s 8 Q s 3 _ > G_ c V� o d .aa Zo a = aOg o ^n 0. y 0 a 0 Q c cs N o N U N Q to E P.Fn P: U ...1 0.. `� b`z c 'a MATERIAL DESCRIPTION x UIFCLAYEY SAND,light brown to tan,dense,dry Ul -' w/limestone fragments(FILL) 4.5+ 1.0 CLAYEY SAND,limy,tan,very stiff,dry 4.5+ 8.0 21 15 6 48 U2 - w/limestone fragments&gravel(FILL) U3 .. .. 3.0 4.5+ CLAYEY SAND,limy,tan&gravel w/tan limy clay seams(Possible Fill) 50/ 3.0 S4 6.. 5 6.0 SANDY&LIMY CLAY,tan,very stiff,dry w/gravel&w/tan&gray sand seams U5 4.5+ 13.0 120.4 2.1 U6 4.5+ 10 10.0 15 e F v 20 U L'7 F 3 Z N L 0 N - V - C f_V G 3 25 o Completion Depth: 10 ft Remarks: Dry at completion. Chunks of concrete curb,wood, Date: 7/15/02 shingles,voids&limestone rocks observed around area of Boring 5. z C-1 0 C1 Ilse stratification lines represent approximate strata boundaries. — FIGURE A.7 LAND1-EC ,';' in situ,the transition may be gradual Project: Fire Station No. 8 S.E. Corner W.Rosedale at 12th Street BORING LOG Fort Worth,Texas B-6 Project Number: 204-13 Sheet I of 1 r4 Location: See Plan of Borings - > En Surface El.: 584.5± o 0 8 s �° i �.> Z;' . CY E c5nE > Nn0 Oc OCA V) o sUE z �cn MATERIAL DESCRIPTION 1U2U t CLAY,brown,very stiff,dry w/calcareous 4.5+ 18.0 nodules 2.5 CLAY&GRAVEL,brown,limy,very stiff 4.5+ 3.5 LIMESTONE,weathered,tan,hard w/interbedded tan limy clay layers T3 100/ 5 1.75" 7.0 SHALY LIMESTONE,gray,moderately hard w/interbedded gray limy shale seams&layers [T4 100/ 10 10.0 1„ S20v-15- 20- 2 3 25 o Completion Depth: 10 ft Remarks: Dry at completion . Date: 7/15/02 z i✓ . 0 LANDTEC The stratification lines represent approximate strata boundaries, FIGURE A.8 in situ,the transition may be gadual Project: Fire Station No. 8 S.E. Corner W. Rosedale at 12th Street BORING LOG Fort Worth,Texas B_7 Project Number: 204-13 Sheet I of I C/) Location: See Plan of Borings cJ o OA N , N w Surface El.: 608± 0 zi 8 a.g titin q T apq U .� ; a 0. s z n rn cla MATERIAL DESCRIPTION A I ., GRAVEL,coarse(Railroad Ballast) LO GRAVEL,coarse O 0 A2 O o(� 0 '0q 4.0 GRAVEL,coarse to medium,black w/some A3 clay seams 5 7.0 SANDY LEAN CLAY,brown,stiff w/some gravel A4 13.0 41 16 25 69 10 A5 18.0 90 15 17.5 LIMESTONE,weathered,tan w/clay seams N Q c IA6 J. u 20 20.0 0 z = - N IcIc11 L' I• N -. ' u C I 3 25 o Completion Depth: 20 ft Remarks: Dry at completion . This boring drilled from top of railroad Date: 7/15/02 embankment. z o 0 IANDTEC "Ilse stratification Imes represent approximate strata boundaries, — FIGURE A.9 in situ,the transidon may be gradual Project: Fire Station No. 8 S.E. Corner W.Rosedale at 12th Street BORING LOG Fort Worth,Texas B_g Project Number: 204-13 Sheet 1 of 1 U) Location: See Plan of Boringsy ; X y Surface E1.: 607± 0 0 0 s '�° E E � 5w .E� � A = G 3�. :� � •�� its 'g Et� aGi Pte.. c3 0� oo AQ u pN U ` Q 1 0.0.1 CL' �U •0 P r b `z ut/a 4 MATERIAL DESCRIPTION GRAVEL,coarse(Railroad Ballast) 1.0 Q GRAVEL,coarse 0 0 A2 O 0 O 4.0 5 --FGRAVEL,coarse to medium, black w/some clay seams A3 8.0 SANDY LEAN CLAY&CLAY,brown,stiff w/calcareous nodules A4 17.0 31 17 14 10 AS 21.0 52 11 35 -15 e A6 19.0 E 20 20.0 z x :r K c c c 325 c Completion Depth: 20 ft Remarks: Dry at completion .This boring drilled from top of railroad v Date: 7/15/02 embankment. Z c_ LANDTEC The stratification lines represent approximate strata boundaries, -FIGURE A.1 O in situ,the transition may be gradual Project: Fire Station No. 8 S.E. Corner W.Rosedale at 12th Street BORING LOG Fort Worth,Texas B_9 Project Number: 204-13 Sheet t of 1 Location:See Plan of Borings s y X Surface El.:607.5± ECIS O v u cag Ecu y � .a p., y C p U 0.' p Q G 7 U 6.N U QJ C U / ' C: �U 0. t° �z Urn MATERIAL DESCRIPTION A 1 ' GRAVEL,coarse(Railroad Ballast) 1.0 Q GRAVEL,coarse 0 " O A2 30 0 _ o O 4.0 A3 GRAVEL,coarse to medium,black w/some coal,clay binder&clay seams 5 A4 22.0 l0 12.0 LEAN CLAY w/sand,dark brown to dark gray, stiff w/some gravel A5 " 19.0 40 16 24 75 15 17.0 SANDY LEAN CLAY,brown,stiff w/calcareous nodules&gravel N v 20 A6 20.0 U - o z v m N LU K c 3 25 o Completion Depth: 20 ft Remarks: Dry at completion .This boring drilled from top of railroad Date: 7/15/02 embankment. z a 0 m LANDTEC The stratification lines represent approximate strata boundaries, -FIGURE A.I I in situ,the transition may be gradual GENERAL NOTES DRILLING AND SAMPLING SYMBOLS: U Thin-Walled Tube-3"O.D.,Unless otherwise noted A Auger Sample S Split Spoon-2"O.D.,Unless otherwise noted W Wash Sample C Double Tube Core Barrel P Packer Test T THD Cone Penetrometer D Denison Sample RELATIVE DENSITY CONSISTENCY OF COARSE-GRAINED SOILS: ( OF FINE-GRAINED SOILS: Penetration Resistance Relative Unconfined Compressive Blows/foot Density Streneth,On,tsf Consistencv 0-4 Very Loose Less than 0.25 Very Soft 4-10 Loose 0.25 to 0.50 Soft 10-30 Medium Dense 0.50 to 1.00 Firm 30-50 Dense 1.00 to 2.00 Stiff over 50 Very Dense 2.00 to 4.00 Very Stiff 4.00 and higher Hard TERMS CHARACTERIZING SOIL STRUCTURE: Slickensided Having inclined planes of weakness that are slick and glossy in appearance. Fissured Containing shrinkage cracks,frequently filled with fine sand or silt;usually more or less vertical. Laminated Composed of thin layers of varying color and texture. Interbedded Composed of alternate layers of different soil types. Calcareous Containing appreciable quantities of calcium carbonate. Well graded Having wide range in grain sizes and substantial amounts of all intermediate particle sizes. Poorly graded Predominantly of one grain size,or having a range of sizes with some intermediate size missing. NOTE: Slickensided and fissured clays may have lower unconfined compressive strengths because of planes of weakness or cracks in the soil. The consistency rating of such soils are based on penetrometer readings. DEGREE OF WEATHERING: Unweathered Rock in its natural state before being exposed to atmospheric agents. Slightly Weathered Noted predominantly by color change with no disintegrated zones. Weathered Complete color change with zones of slightly decomposed rock. Severely Weathered Complete color change with consistency,texture,and general appearance approaching soil. SUBSURFACE CONDITIONS: Soil and rock descriptions on the boring logs are a compilation of field data as well as from laboratory testing of samples. The stratification lines represent the approximate boundarybetween materials and the transition can be gradual. Water level observations have been made in the borings at the times indicated. It must be noted that fluctuations in the groundwater level may occur due to variations in rainfall,hydraulic conductivity of soil strata,construction activity, and other factors. LANDTEC ENGINEERS Figure A.12 APPENDIX B a Boring/ Percent Finer Unconfined ------- --------------------------------------- Exploration Sample Liquid Plastic Plasticity Moisture € Unit Dry Percent Percent 'Compressive Point Depth Limit Limit Index Content Weight Passing Passing Strength No. (ft) (LL) (PL) (PI) M (pci) 8200 840 (tsf) B- 14.0 € ------------------1 B- 1 9.0 17 10 7 7 39 B- 114.0 8 B- 119.0 6 ..........................i.......................... ...............-.........�....................................................:................. .....:.......................... ;._............._..........:................_.._......:......... B-2 0.011 B-22.0 32 16 16 12 82 .....................................................:.............._..........t..........................6......................_...:......_._...._........_..:.._........................................... .........................o...............--•---.....:.......................... B-23.0 10 101.3 0.6 B-27.0 19 11 8 9 37 B-214.0 6 B-224.0 6 - B-3 1.0 20 14 6 10 96.3 38 :.......................... .........................__.................. ............. ;...................._...._.... _............................................... B-32.0 is 89.6 0.5 ................................................... ......................... ..........................•---•---•---........•--........_....-........_......._............_....----...-.._........................r..........•----•-•----.._...--•--•----.............. B-3 7.0 9 B-314.0 6 B-40.0 4 ..........................i.........................r......................... ......................... ..._................... .............•-----------;..........................:..........................a.............-••.......... B-42.0 23 17 6 9 51 B-44.0 10 B-4 9.0 10 B-51.0 21 15 6 8 48 .................................................... ...........................----•-•---._.............. .............-_..........o-_........:..•--•---.......................--- B 54.0 3 B-57.0 13 120.4 2.1 _............: ........................r........ ...__........ ...._....................._.....-----•------•------....._.................... ................-•-•-----'.•..........--------.._..-................ B-60.0 18 .....................................................Y.............._..._......°........................._;...------•-----••---......:..........................:....................................................... ..............................................-•-•. B-79.0 41 16 25 13 69 B-714.0 .......... :_............ i........................__........................--:.---...............•-----. ..........................�........................--.........._... ...._.....i�.....---- 14 17 --•---............. ..................... ....................... .................... B-814.0 52 17 = 35 21 B-819.0 19 B-9 .................................•-"--•--......._............_.............._..... --•---......•----.........:.......... ...._...... ....._....._.............:....... = ...._..... .........B:.....................14:9........__ 40 16 24 E ....19.....-----._..................................._75.........._..................................................... Summary of Material Properties FIGURE Fire Station #8, S.E. Corner W. Rosedale @ 12th Street Fort Worth, Texas o PROJECT NO. a July 19, 2002 Sheet 1 of 1 204-13