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1 OF 4 SECTION 00 42 43 Developer Awarded Projects - PROPOSAL FORM Water, Wastewater, and Drainage to Serve North Stockyards Mixed Use CPN:106152 UNIT PRICE BID Bidlist Item N o. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Dcscription Project Item information Bidder's Application I Unit of I Bid Spccification Scction t�o. Measm-e Quantity UNIT I: WATER IMPROVEMENTS 3201.0127 10' Wide Asphalt Pvmt Repair, Arterial 32 01 17 LF 50 3305.0005 12" Waterline Lowering 33 05 12 EA 1 3305.0109 Trench Safety 33 05 10 LF 1215 3311.0001 Ductile Iron Water Fittings w/ Restraint 33 11 11 TON 4 3311.0061 4" PVC Water Pipe 33 11 12 LF 85 3311.0161 6" PVC Water Pipe 33 11 12 LF 55 3311.0251 8" DIP Water 33 11 10 LF 50 3311.0261 8" PVC Water Pipe 33 11 12 LF 50 3311.0451 12" DIP Water 33 11 10 LF 280 3311.0461 12" PVC Water Pipe 33 11 12 LF 695 3312.0001 Fire Hydrant 33 12 40 EA 1 3312.0117 Connection to Existing 4"-12" Water Main 33 12 25 EA 2 3312.2103 1 1/2" Water Service 33 12 10 EA 2 3312.2801 3" Water Meter and Vault 33 12 11 EA 3 3312.3002 6" Gate Valve 33 12 20 EA 4 3312.3003 8" Gate Valve 33 12 20 EA 2 3312.3005 12" Gate Valve 33 12 20 EA 8 3471.0001 Traffic Control 34 71 13 MO 1 9999.0004 20" Steel Encasement 99 99 99 LF 20 9999.0007 Salvage & Relocate Fire Hydrant 99 99 99 EA 1 TOTAL UNIT I: WATE 2 IMPROVEMENTS Bidder's Proposa] Uni[ Pricc I Bid Valuc $260.00 $17,719.00 $1.50 $10,600.00 $50.00 $58.00 $120.00 $75.00 $140.00 $71.43 $5,700.00 $6,400.00 $7,000.00 $29,600.00 $1,700.00 $2,660.00 $4,700.00 $11,865.00 $220.00 $2,500.00 $13, 000.00 $17;719.00 $1, 822.50 $42,400.00 $4;250.00 $3;190.00 $6:000.00 $3,750.00 $39;200.00 $49, 643.85 $5, 700.00 $12, 800.00 $14; 000.00 $88,800.00 $6,800.00 $5,320.00 $37,600.00 $11, 865.00 $4,400.00 $2, 500.00 $370;760.35 CITY OF FORT WORTH STANDARD CONSTRUCTION SPECIFICATION DOCUMENTS - DEVELOPER AWARDED PROJECT FROM VERSION MAY 22, 2019 00 42 43_Bid Proposal Bid Tab DAP-PROPOSAL 20F4 SECTION 00 42 43 Developer Awarded Projects - PROPOSAL FORM Water, Wastewater, and Drainage to Serve North Stockyards Mixed Use CPN:106152 UNIT PRICE BID Bidder's Application Project Item information Bidder's Proposa] Bidlist Item I Unit of I Bid Dcscription Spccificalion Scction t�o. Unit Pricc Bid Valuc No. Measm-e Quantity UNIT II: SEWER IMPROVEMENTS 1 0241.2013 Remove 8" Sewer Line 02 41 14 LF 510 $85.00 2 0241.2201 Remove 4' Sewer Manhole 02 41 14 EA '� $1,700.00 3 3305.0109 Trench Safety 33 05 10 LF 1125 $5.00 4 3305.0113 Trench Water Stops 33 05 15 EA 6 $5,719.00 5 3305.0203 Imported Embedment/Backfill, CLSM 33 05 10 LF 100 $140.00 6 3331.4117 8" Sewer Pipe, Select Backfill 33 11 10, 33 31 12, LF 1125 $262.36 7 3331.4121 8" DIP Sewer Pipe, Select Backfill 33 11 10 LF 75 $130.38 8 3339.0001 Epoxy Manhole Liner 33 39 60 VF 48 $561.32 9 3339.1001 4' Manhole 33 39 10, 33 39 20 EA 9 $11,469.52 10 9999.0004 20" Steel Encasement 99 99 99 LF 40 $220.00 11 3301.0101 Manhole Vacuum Testing 33 01 30 EA 10 $311.90 12 ggg9.0010 4' Manhole Over Existing Sewer 99 99 99 EA 1 $23,800.00 13 9999.0008 Hydraulic Slide 99 99 99 EA 2 S2,656.00 ��OTAL UNIT II: SEW�i IMPROVEMENTS CITY OF FORT WORTH STANDARD CONSTRUCTION SPECIFICATION DOCUMENTS - DEVELOPER AWARDED PROJECT FROM VERSION MAY 22, 2019 $43,350.00 $1,700.00 $5, 625.00 $34,314.00 $14,000.00 $295,155.00 $9;778.50 $26; 943.36 $103,225.68 $8,800.00 $3;119.00 $23;800.00 $5,312.00 $575,122.54 00 42 43_Bid Proposal Bid Tab DAP-PROPOSAL 30F4 SECTION 00 42 43 Developer Awarded Projects - PROPOSAL FORM Water, Wastewater, and Drainage to Serve North Stockyards Mixed Use CPN:106152 UNIT PRICE BID Project Item information Bidder's Application Bidlist Item Dcscription � Spccification Scction t�o, � Unit of � Bid No. Measm-e Quantity UNIT III: DRAINAGE IMPROVEMENTS 1 3137.0101 Concrete Riprap 31 37 00 SF 850 2 3201.0400 Temporary Asphalt Pavinq Repair 32 01 18 LF 30 3 3301.0012 Post-CCTV Inspection of Storm Drain 33 01 32 LF 960 4 3305.0109 Trench Safety 33 05 10 LF 1460 6 3341.0103 18" RCP, Class I I I 33 41 10 LF 20 7 3341.0201 21" RCP, Class I I I 33 41 10 LF 45 8 3341.0205 24" RCP, Class I I I 33 41 10 LF 240 9 3341.0302 30" RCP, Class I I I 33 41 10 LF 140 10 3341.0409 48" RCP, Class I I I 33 41 10 LF 20 11 3341.0502 54" RCP, Class III 33 41 10 LF 195 12 3341.0602 60" RCP, Class III 33 41 10 LF 300 13 3341.1304 6x5 Box Culvert 33 41 10 LF 425 14 3341.1305 6x6 Box Culvert 33 41 10 LF 75 15 3349.0001 4' Storm Junction Box 33 49 10 EA 6 16 3349.0003 6' Storm Junction Box 33 49 10 EA 2 17 3349.0005 8' Storm Junction Box 33 49 10 EA 2 18 3349.5002 15' Curb Inlet 33 49 20 EA 2 19 3349.5003 20' Curb Inlet 33 49 20 EA 1 20 3349.7001 4' Drop Inlet 33 49 20 EA 1 23 9999.0003 6'X6' SET B-SW-O TxDOT headwall 33 49 40 EA 1 24 9999.0005 Remove 66" Storm Line 02 41 14 LF 700 25 9999.0006 Gravel Removal 99 99 99 SF 1725 TOTAL UNIT III: DRAINAG= IMPROVEMENTS CITY OF FORT WORTH STANDARD CONSTRUCTION SPECIFICATION DOCUMENTS - DEVELOPER AWARDED PROJECT FROM VERSION MAY 22, 2019 Bidder's Proposa] Unit Pricc I Bid Valuc $16.00 $260.00 $2.00 $2.00 $110.00 $140.00 $150.00 $224.00 $380.00 $480.00 $546.00 $982.00 $1,080.00 $8,000.00 $21,100.00 S38,400.00 $11,000.00 $13,000.00 $8,300.00 S34,600.00 $50.00 $15.00 $13, 600.00 $7,800.00 $1, 920.00 $2; 920.00 $2,200.00 $6,300.00 $36,000.00 $31,360.00 $7,600.00 $93,600.00 $163; 800.00 $417,350.00 $81,000.00 $48, 000.00 $42,200.00 $76,800.00 $22,000.00 $13,000.00 $8,300.00 $34,600.00 $35,000.00 $25,875.00 $1,171,225.00 00 42 43_Bid Proposal Bid Tab DAP-PROPOSAL 40F4 SECTION 00 42 43 Developer Awarded Projects - PROPOSAL FORM Water, Wastewater, and Drainage to Serve North Stockyards Mixed Use CPN:106152 UNIT PRICE BID Bidder's Application Project Item information Bidder's Proposa] Bidlist Item p. I p I Unit of I Bid Dcscri hon S ccification Scction No. Unit Pricc Bid Valuc No. Measm-e Quantity Bid Summary UNIT I: WATER IMPROVEMENTS UNIT II: SEWER IMPROVEMENTS UNIT III: DRAINAGE IMPROVEMENTS Total Construction Bid This Bid is submitted by the entity namcd bclow: � Q,�� r.� 13IDDER: BY: �1�.31� w�'' `�� S�l��p�� CoKS�ruC�Ch,�.`t�, a� a��.� y�� y�° �?.�r TITLE: �� GU.�� J C 1/ l DATE: � 0�[p�ai �Z� ;�o us �+� `;"X 1 � D � `� t Contractor agrees to compfete WORK tor FINAL ACCEPTArCE within 1 p�� worldng days after the date wheo the CONTRACT commeuces to ruo as provided in the General Conditions, END OF SECTION $370:760.35 $575,122.54 $1,171,225.00 $2,117,107.89 CITY OF FORT WORTH STANDARD CONSTRUCTION SPECIFICATION DOCUMENTS - DEVELOPER AWARDED PROJECT FROM VERSION MAY 22, 2019 00 42 43_Bid Proposal 00 45 12 DAP PREQUALIFICATION STATEMENT Page 1 of 1 CITY OF FORT WORTH STANDARD CONSTRUCTION PREQUALIFICATION STATEMENT – DEVELOPER AWARDED PROJECTS 00 45 12_Prequalification_Statement_DAP - IPRC 1.docx Form Version September 1, 2015 SECTION 00 45 12 DAP – PREQUALIFICATION STATEMENT Each Bidder is required to complete the information below by identifying the prequalified contractors and/or subcontractors whom they intend to utilize for the major work type(s) listed. In the “Major Work Type” box provide the complete major work type and actual description as provided by the Water Department for water and sewer and TPW for paving. Major Work Type Contractor/Subcontractor Company Name Prequalification Expiration Date Water line lowering, 4”-8” DIP and PVC water pipe, Connection to existing main, 10’ wide arterial asphalt pavement repair and 3” water meters and vaults Patcon Services LLC 11/20/2026 Remove 8” sewer line, 4’ sewer manhole, 8” sewer pipe with select backfill, 4’ manholes and 4’ manhole over existing sewer Patcon Services LLC 11/20/2026 18”-60” RCP, Box culverts, 4’- 8’ storm junction boxes, 15’ and 20’ curb inlets, 6’x6’ SETS, Remove 66” storm line Patcon Services LLC 11/20/2026 The undersigned hereby certifies that the contractors and/or subcontractors described in the table above are currently prequalified for the work types listed. BIDDER: Strategic Construction BY: Matt Beshara 9821 Katy Freeway Suite 675 _________________________________________ Houston, TX 77024 (Signature) TITLE: President DATE: 01/05/2026 END OF SECTION BY: Matt Beshara ________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________ (S(S(S(S(S(S(S(S(SS(SS(S(SSSS(SS(SSS((((((SSSSS(SS(S(S(S(((S(S(S(S(S(S(S(S(S(SS(SS(S(SSS(S(SSS(SSS(SSSSS(SSSS(S(S(S(S(SS(S(SS(SSS(S(S((((((((((((((((Sigigigigigigigigigigiggigigggigggigigigigigigigggggigigigigiggigigiiiggiggigigiigigigiigiggigiigiigigiggggigigigigigiiigiggigiiigiigggigigggiiiggggnnnnanannanananananaaaanannananaaaaaanaaaanananaanannaananananannanaannnnnnannnanananaaaaaannnannnnaaannnnnaanaananannnnanaannanaaananannannnaaaaaannannananaanannananatuttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttttt TITLE Pidt 00 45 26 - 1 CONTRACTOR COMPLTANCE WITH WORKER'S COMPENSATION LAW Page 1 of 1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 SECTION 00 45 26 CONTRACTOR COMPLIANCE WITH WORKER'S COMPENSATION LAW Pursuant to Texas Labor Code Section 406.096(a), as amended, Contractor certiiies that it provides worker's compensation insurance coverage for all of its employees employed on City Project No. 106152 I IPRC25-0046. Contractor further certifies that, pursuant to Texas Labor Code, Section 406.096(b), as amended, it will provide to City its subcontractor's certificates of compliance with worker's compensation coverage. CONTRACTOR: Strate�ic Construction Ltd. Company 9821 Katv Freewav #675 Address Houston, Texas 77024 City/State/Zip THE STATE OF TEXAS �K�1��. r r•�•� a r r�.�,�,�. r� § § By: Matt a � ( lease' � t) Signature. Title: President (Please Print) BEFORE ME, the undersigned authority, on this day personally appeared _Matt Beshara , known to me to be the person whose name is subscribed to the foregoing instrument, and acknowledged to me that he/she executed the same as the act and deed of Strategic Construction, Ltd. for the purposes and consideration therein expressed and in the capacity therein stated. GIVEN UNDER MY HAND AND SEAL OF OFFICE this �J }� day of �'�'�'�1l � , 2� ��`"""'� HEATHER ROSE MACLEAN ��CPa,. PLd �: _a: �o's_Notary Public, State of Texas _°'�:�+e; Comm. Expires 02-21-2029 %,'FoF`�,` Notary ID t2582t084 �END OF SECTION ��„ i'Y�c� Notary Public in and for the S�e of Texas CITY OF FORT WORTH STANDARD CONSTRUCTION SPECIFICATION DOCUMENTS Revised Apri12, 2014 North Stockyards Mixed Use 106152 � IPRC25-0046 00 52 43 - 1 Developer Awarded Project Agreement Page 1 of 4 CITY OF FORT WORTH North Stockyards Mixed Use STANDARD CONSTRUCTION SPECIFICATION DOCUMENTS – DEVELOPER AWARDED PROJECTS 106152 | IPRC25-0046 Revised June 16, 2016 SECTION 00 52 43 1 AGREEMENT 2 THIS AGREEMENT, authorized on 01/05/2026 is made by and between the Developer, 3 (OGC SN Multifamily, LP), authorized to do business in Texas (“Developer”) , and 4 ____Strategic Construction, Ltd._____ _, authorized to do business in Texas, acting by and 5 through its duly authorized representative, (“Contractor”). 6 Developer and Contractor, in consideration of the mutual covenants hereinafter set forth, agree as 7 follows: 8 Article 1. WORK 9 Contractor shall complete all Work as specified or indicated in the Contract Documents for the 10 Project identified herein. 11 Article 2. PROJECT 12 The project for which the Work under the Contract Documents may be the whole or only a part is 13 generally described as follows: 14 North Stockyards Mixed 15 Use__________________________________________________________ 16 106152 | IPRC25-0046______________________________________________________ 17 Article 3. CONTRACT TIME 18 3.1 Time is of the essence. 19 All time limits for Milestones, if any, and Final Acceptance as stated in the Contract 20 Documents are of the essence to this Contract. 21 3.2 Final Acceptance. 22 The Work will be complete for Final Acceptance within {120} working days after the date 23 when the Contract Time commences to run as provided in Paragraph 12.04 of the Standard 24 City Conditions of the Construction Contract for Developer Awarded Projects. 25 3.3 Liquidated damages 26 Contractor recognizes that time is of the essence of this Agreement and that Developer 27 will suffer financial loss if the Work is not completed within the times specified in 28 Paragraph 3.2 above, plus any extension thereof allowed in accordance with Article 10 of 29 the Standard City Conditions of the Construction Contract for Developer Awarded 30 Projects. The Contractor also recognizes the delays, expense and difficulties involved in 31 proving in a legal proceeding the actual loss suffered by the Developer if the Work is not 32 completed on time. Accordingly, instead of requiring any such proof, Contractor agrees 33 that as liquidated damages for delay (but not as a penalty), Contractor shall pay 34 Developer Five Hundred Dollars ($500) for each day that expires after the time specified 35 in Paragraph 3.2 for Final Acceptance until the City issues the Final Letter of 36 Acceptance. 37 oos2a3-� Developer Awarded Project Agreement Page 2 of 4 38 A�•ticle 4. CONTRACT PI2ICE 39 Developer� agrees to pay Contractor for performance of the Woi•lc in accordance with the Conti•act 40 Docurnents an amount in current fiinds of Two million one hmldred seventeen thousand one 41 hlmdred seven and 89/l 00Dollars ($2,117,107.89). 42 Article 5. CONTRACT DOCUMENTS 43 5.1 CONTENTS: 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 A. The Contract Documents wllich comprise the entire agreement between Developei• and Contractoi• concerning the Worlc consist of the following: This Agreement. 2. Attachments to this Agreeinent: a. Bid Form (As provided by Developer) 1) Proposal Form (DAP Version) 2) Prequalification Statement 3) State and Federal documents (project specific) b. Insurance ACORD Foi-m(s) c. Payment Bond (DAP Version) d. Performance Bond (DAP Ver•sion) e. Maintenance Bond (DAP Vet�sion) f. Power of Attorney for the Bonds g. Worket•'s Compensation Af�davit h. MBE and/or SBE Coinmitment Fot-�n (If required) 3. Standard City General Conditions of the Constiuction Contract for Developer Awarded Projects. 4. Suppleinentary Conditions. 62 5. Speci�cations speci�cally made a part of the Contract Documents by attachment 63 or, if not attached, as incorpor•ated by reference and described in the Table of 64 Contents of the Project's Contract Documents. 65 6. Drawings. 66 7. Addenda. 67 68 69 70 71 72 73 74 75 8. Documentation submitted by Contractor prior to Notice of Award. 9. The following which may be delivered or issued after the Effective Date of the Agreement and, if issued, become an incorporated part of the Contract Documents: a. Notice to Proceed. b. Field Orders. c. Change Orders. d. Letter of Final Acceptance. CITY OF FORT WORTH Nord� Stochynrdr A/i.retl U.se STANDARD CONSTRUCTION SPECIFICATION DOCUMENTS — DEVELOPER AWARDED PR07ECTS 106152 ( IPRC25-009G Revised June 16, 2016 005243-3 Developer Awarded Project Agreemeut Page 3 of 4 76 Article 6. INDEMNIFICATION 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96 97 6.1 Coiitractor covenairts alid agrees to indemnify, hold harmless and defend, at its own e�pense, the city, its of�icers, set•vairts a�id employees, from a�id against aiiy aiid all claims arising out of, or alleged to arise out of, the worlc and services to be performed by the contractor, its officers, agents, employees, subcontractors, licenses or invitees under this contract. This indemnification provision is sneci�callv intended to oberate a�id be effective even if it is alle�ed or nroven that all or some of the damages bein� sought were caused, in whole or in part, bv anv act, omission or ne�ligence of the citv. This i�idemuity pt•ovision is i�ite�ided to include, witliout limitation, indemnity for costs, expenses and legal fees incurred by the city in defending against such claims and causes of actions. 6.2 Contractor covenaiits and agrees to indemnify a�id hold harmless, at its own expense, the city, its officers, servants and employees, from and agaiust any and all loss, damage or destruction of property of the city, arising out of, or alleged to arise out of, the worlc and services to be performed by the contractor, its officers, agents, employees, subcontractors, licensees or invitees under this contract. This indemnification nrovisio�i is snecificallv intended to operate and be effective even if it is alleged or proven that all or some of the damages beiiig sou�ht were caused, in whole or in nart, by any act, omission or iieEligence of the citV. Article 7. MISCELLANEOUS 98 7.1 Terms. 99 Terms used in this Agi•eement are defined in Article 1 of the Standard City Conditions of 100 the Construction Cont�•act for Developer Awarded Projects. 101 7.2 Assignment of Contract. 102 Tliis Agreement, including all of the Contract Documents may not be assigned by the 103 Contractor without the advanced express written consent of the Developer. 104 7.3 Successors and Assigns. 105 Developer and Contractor each binds itself, its partnei•s, successors, assigns and legal 106 representatives to the other party hereto, in respect to all covenants, agreements and 107 obligations contained in the Contract Dociunents. 108 7.4 Severability. 109 Any provision or part of the Contract Doctunents held to be unconstitutional, void or I10 unenforceable by a cour•t of competent jurisdiction shall be deeined stricicen, and ali 111 remaining provisions shall continue to be valid and binding upon DEVELOPER and 112 CONTRACTOR. 113 7.5 Governing Law and Venue. 114 This Agreement, including all of the Contract Docmnents is performable in the State of 115 Texas. Venue shall be Tarrant County, Texas, or the United States District Court for the 116 Northern District of Texas, Fort Worth Division. CITY OF FORT WORTH No�7h Stoc�yards h�ti.red Use STANDARD CONSTRUCTION SPECIFICATION DOCUMENTS — DEVELOPER AWARDED PROJECTS 106152 � IPRC25-004< Revised June 16, 2016 00 52 43 - 4 Developer Awarded Project Agreement Page 4 of 4 117 118 7.6 Authority to Sign. 119 120 121 122 123 124 125 126 Contractor shall attach evidence of authoriry to sign Agreement, if other tllan duly authorized signatory of the Contractor. IN WITNESS WHEREOF, Developer and Contractoi• have executed this Agreement in multiple counterparts. This Agreement is effective as of the last date signed by the Parties ("Effective Date") Contractor: St�•ategic Co�ast��trctio�a Ltd. � By: '!� � — t (Signature) Matt Beshara (Printed Name) 127 Title:President Company Name: Str•ategic Co��stJ•arctio�2 Ltd. Address: 9821 Kary Freeway #675 City/State/Zip: Houston, Texas 77024 01 /05/2026 Date Developer: OGC SN MULTIFAMILY, LP Bv: For•t Worth SNMULTIFAtLIILY, LLC, A Teras Linaited Liability Con�pa��ry, its ge�ieral par�t»er� BY� - / i/ � atur R. Hunter Goodwin (Printed Name) Title: �l�%�c r, � ��C s��-�ea'�. Company name: OGC SN Multifamily, LP Address:3000 Briarcrest Drive, Suite 500, City/State/Zip: Bryan, Texas 77802 01 /05 �2 �Z- CP Date CITY OF FORT WORTH Nortlt Stoc�ynrds htixed U.se STANDARD CONSTRUCTION SPECIF[CAT[ON DOCUMENTS — DEVELOPER AWARDED PROJECTS 106152 � IPRC25-OOd6 Revised June 16, 2016 00 62 19 - 1 MAINTENANCE BOND Page 1 of 3 CITY OF FORT WORTH North Stockyards Mixed Use STANDARD CITY CONDITIONS – DEVELOPER AWARDED PROJECTS CPN 106126 Revised January 31, 2012 SECTION 00 62 19 BOND NO.: MNT9482179 1 MAINTENANCE BOND 2 3 THE STATE OF TEXAS § 4 § KNOW ALL BY THESE PRESENTS: 5 COUNTY OF TARRANT § 6 7 That we Strategic Construction, Ltd.__________________________, known as 8 “Principal” herein and Zurich American Insurance Company ________, a corporate surety 9 (sureties, if more than one) duly authorized to do business in the State of Texas, known as 10 Surety” herein (whether one or more), are held and firmly bound unto the Developer, OGC SN 11 Multifamily LP, authorized to do business in Texas (“Developer”) and the City of Fort Worth, a 12 Texas municipal corporation (“City”), in the sum of Two Million One Hundred Seventeen 13 Thousand One Hundred Seven and 89/100’s__Dollars ($2,117,107.89), lawful money of the 14 United States, to be paid in Fort Worth, Tarrant County, Texas, for payment of which sum well 15 and truly be made jointly unto the Developer and the City as dual obligees and their successors, 16 we bind ourselves, our heirs, executors, administrators, successors and assigns, jointly and 17 severally, firmly by these presents. 18 19 WHEREAS, Developer and City have entered into an Agreement for the construction of 20 community facilities in the City of Fort Worth by and through a Community Facilities 21 Agreement, CFA Number CFA # 25-0079 ; and 22 WHEREAS, the Principal has entered into a certain written contract with the Developer 23 awarded the 5th day of January , 2026 , which Contract is 24 hereby referred to and a made part hereof for all purposes as if fully set forth herein, to furnish all 25 materials, equipment labor and other accessories as defined by law, in the prosecution of the 26 Work, including any Work resulting from a duly authorized Change Order (collectively herein, 27 the “Work”) as provided for in said Contract and designated as North Stockyards Mixed Use, 28 Phase 1 – Water, Wastewater and Drainage Improvements to Serve North Stockyards Mixed Use; 29 and 30 31 006219-2 MAINTENANCE BOND Page 2 of 3 1 WHEREAS, Principal binds itself to use such materials and to so construct the Work in 2 accordance with the plans, specifications and Contract Documents that the Work is and will 3 remain free from defects in materials or worlananship for and during the period of two (2) years 4 after the date of Final Acceptance of the Work by the City ("Maintenance Period"); and 5 6 WHEREAS, Principal binds itself to repair or reconstruct the Work in whole or in part 7 upon receiving notice from the Developer and/or City of the need thereof at any time within the 8 Maintenance Period. �� 10 NOW THEREFORE, the condition of this obligation is such that if Principal shall 11 remedy any defective Work, for which timely notice was provided by Developer or City, to a 12 completion satisfactory to the City, then this obligation shall become null and void; otherwise to 13 remain in full force and effect. 14 15 PROVIDED, HOWEVER, if Principal shall fail so to repair or reconstruct any timely 16 noticed defective Work, it is agreed that the Developer or City may cause any and all such 17 defective Work to be repaired and/or reconstructed with all associated costs thereof being borne 18 by the Principal and the Surety under this Maintenance Bond; and 19 20 PROVIDED FURTHER, that if any legal action be filed on this Bond, venue shall lie in 21 Tarrant County, Texas or the United States District Court for the Northem District of Texas, Fort 22 Worth Division; and 23 24 PROVIDED FURTHER, that this obligation shall be continuous in nature and 25 successive recoveries may be had hereon for successive breaches. 26 �l 28 CITY OF FORT WORTH North Stockyazds Mixed Use STANDARD CITY CONDITIONS — DEVELOPER AWARDED PROJECTS CPN 106126 Revised January 31, 2012 006219-3 MAINTENANCE BOND Page 3 of 3 IN WITNESS WHEREOF, the Principal and the Surety have each SIGNED and SEALED this 2 instrument by duly authorized agents and officers on this the Sth day of 3 January .20 26 4 5 6 7 8 9 10 I1 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 A TEST: ,�� ( riiicipal) Secretary ��1�_ ' ' `� -- ----- Witness as to Principal ATTEST: PRINCIPAL: � rateeic �ns� d. BY: - 1 __ __ __ _.. . ignature ' Matt Beshara. President Name and Title Address: 9821 Katv Freeway. Suite 675 Houston, TX 77024 SURETY: Zurich American f3�i Beverlv A. Irelalid, Name and Address: ] 299 Zurich Way. 5�' Floo: ( e. ) Secre Schaumbur�. IL 60196-1056 � tness as o e Telephone Number: (713) 787-5937 *Note: If signed by an officer of the Surety Company, there must be on file a certified extract from the by-laws showing that this person has authority to sign such obligation. If Surety's physical address is different from its mailing address, both must be provided. The date of the bond shall not be prior to the date the Contract is awarded. CITY OF FORT WORTH North Stockyards Mixed Use STANDARD CITY CONDITIONS — DEVELOPER AWARDED PROJECTS CPN 106126 Revised January 31, 2012 ZURICH AMERICAN INSURANCE COMPANY COLONIAL AMERICAN CASUALTY AND SURETY COMPANY FIDELITY AND DEPOSIT COMPANY OF MARYLAND POWER OF ATTORNEY KNOW ALL MEN BY THESE PRESENTS: 1'hat the ZURICH AMERICAN INSURANCE COMPANY, a corporation of the State of New York, the COLONIAL AMERICAN CASUALTY AND SURETY COMPANY, a corporation of the State of Illinois, and the FIDELITY AND DEPOSIT COMPANY OF MARYLAND a corporation of the State of Illinois (herein collectively called the "Companies"), by Christopher Nolan, Vice President, in pursuance of authority granted by Article V, Section 8, of the By-Laws of said Companies, which are set forth on the reverse side hereof and aze hereby certified to be in full force and effect on the date hereof, do hereby nominate, consritute, and appoint Beverly A. IRELAND, Sharen GROPPELL, David R. GROPPELL, Michele L. BONDLiRANT, Brett LOMAX, Gloria M. VILLA, Francine HAY, Roxanne G. BRUNE, Kourtney REECE, Kurt RISK of Houston, Texas, its true and lawful agent and Attomey-in-Fact, to make, execute, seal and deliver, for, and on its behalf as surety, and as its act and deed: any and all bonds and undertakings, and the execurion of such bonds or undertakings in pursuance of these presents, shall be as binding upon said Companies, as fully and amply, to all intents and purposes, as if they had been duly executed and aclmowledged by the regularly elected officers of the ZURICH AMERICAN INSURANCE COMPANY at its office in New York, New York., the regulazly elected officers of the COLONIAL AMERICAN CASUALTY AND SURETY COMPANY at its office in Owings Mills, Maryland., and the regulazly elected officers of the FIDELITY AND DEPOSIT COMPANY OF MARYLAND at its office in Owings Mills, Maryland., in their own proper persons. The said Vice President does hereby certify that the extract set forth on the reverse side hereof is a true copy of Article V, Section 8, of the By-Laws of said Companies, and is now in force. IN WIT'NESS WHEREOF, the said Vice-President has hereunto subscribed lus/her names and affixed the Corporate Seals of the said ZURICH AMERICAN INSURANCE COMPANY, COLONIAL AMERICAN CASUALTY AND SURETY COMPANY, and FIDELITY AND DEPOSIT COMPANY OF MARYLAND, this 26th day of August, A.D. 2025. .,,.,..,... ,,,.,,, .,,,,,�o�ae ,..,. �ti„ ...�„ ",��"Oa."., 30P��"..�oUpPO�i4" L ` � SEAL p =° �SEAL �_ ;��..�"�> °_�\ l-.' �-<°;�.zr.: ;`,_ �•`�;;,,° ,,,,,,,., ` ATTEST: ZURICH AMERICAN INSURANCE COMPANY COLONIAL AMERICAN CASUALTY AND SURETY COMPANY FIDELITY AND DEPOSIT COMPANY OF MARYLAND ,,r ,� �.,_ . �'6/��'� � '��/ ' `� , i By.• Christopher Nolan Vice President ��_� ��C��l�'iL � ��ZEGC Y�_ _- By: Dawn E. Brown Secretary State of Maryland County of Baltunore On this 26th day of August, A.D. 2025, before the subscriber, a Notary Public of the State of Maryland, duly commissioned and qualified, Christopher Nolan, Vice President and Dawn E. Brown, Secretary of the Companies, to me personally known to be the individuals and officers described in and who executed the preceding instrument, and acknowledged the execution of same, and being by me duly swom, deposeth and saith, that he/she is the said officer of the Company aforesaid, and that the seals affixed to ihe preceding instrument are the Corporate Seals of said Companies, and that the said Corporate Seals and thc signaturc as such officcr wcrc duly a�xcd and subscribcd to thc said instrumcnt by thc authority and dircction of thc said Corporations. IN TESTIMONY WHEREOF, I havc hcrcunto sct my hand and affixcd my Official Scal thc day and ycar first abovc writtcn. •��E_�.`-.��i'7�,,. � .�'�-, N: ��' = - ' Z_ U'm PUBi�� ' . A�I•IVF�I�I. ,!.l. �I. ��}j.�\il �,,..,.n"�'<, ,;ki' Genevieve M. Maison Notary Public My Commission Expire January 27, 2029 Authenticity of this bond can be confrmed at bondvalidator.zurichna.com or 410-559-8790 EXTRACT FROM BY-LAWS OF THE COMPANIES "Article V, Section 8, Attomevs-in-Fact. The Chief Executive Officer, the President, or any Executive Vice President or Vice President may, by written instrument under the attested corporate seal, appoint attomeys-in-fact with authority to execute bonds, policies, recognizances, stipulations, undertakings, or other like instruments on behalf of the Company, and may authorize any officer or any such attorney-in-fact to affix the corporate seal thereto; and may with or without cause modify of revoke any such appointment or authority at any time." CERTIFICATE I, the undersigned, Vice President of the ZURICH AMERICAN INSURANCE COMPANY, the COLONIAL AMERICAN CASUALTY AND SURETY COMPANY, and the FIDELITY AND DEPOSIT COMPANY OF MARYLAND, do hereby certify that the foregoing Power of Attorney is still in full force and effect on the date of this certificate; and I do fiu-ther certify that Article V, Section 8, of the By-Laws of the Companies is still in force. This Power of Attorney and Certificate may be signed by facsimile under and by authority of the following resolution of the Board of D'uectors of the ZURICH AMERICAN INSURANCE COMPANY at a meeting duly called and held on the 15th day of December 1998. RESOLVED: °That the signature of the President or a Vice President and the attesting signature of a Secretary or an Assistant Secretary and the Seal of the Company may be affixed by facsimile on any Power of Attomey...Any such Power or any certificate thereof bearing such facsimile signahue and seal shall be valid and binding on the Company." This Power of Attomey and Certificate may be signed by facsimile under and by authority of the following resolution of the Board of Directors of the COLONIAL AMERICAN CASUALTY AND SURETY COMPANY at a meeting duly called and held on the Sth day of May, 1994, and the following resolution of the Boazd of Directors of the FIDELITY AND DEPOSIT COMPANI' OF MARYLAND at a meeting duly called and held on the l Oth day of May, 1990. RESOLVED: "That the facsimile or mechanically reproduced seal of the company and facsimile or mechanically reproduced signature of any Vice-President, Secretary, or Assistant Secretary of the Company, whether made heretofore or hereafter, wherever appearing upon a certified copy of any power of attorney issued by the Company, shall be valid and binding upon the Company with the same force and effect as though manually affixed. IN TESTIMONY WHEREOF, I have hereunto subscribed my name and affixed the corporate seals of the said Companies, this Sth day of January , 2026 . �.,n„co.�.i,Q"., .�'°pasuairyao�,. .�4.a.�iinsuqq'�c, 1H�'q j0° PO ��= =`;�PO�ti.c�: : Yi�PO \ct.t :v p Q9�i � o�EALm,j=�-`— �SEAL`��,�I�SEALm�;; :r .:�'p�.`_ 3;; �� I�>- ;`�.._... ,,� < ,,,:�,�� - „�w„��,. i�/1 � �,�-(�,� C.�• Mary Jean Pethick Vice President TO REPORT A CLAIM WITH REGARD TO A SURETY BOND, PLEASE SUBMIT A COMPLETE DESCRIPTION OF THE CLAIM INCLUDING THE PRINCIPAL ON THE BOND, THE BOND NUMBER, AND YOUR CONTACT INFORMATION TO: Zurich Surety Claims 1299 Zurich Way Schaumburg, IL 60196-1056 renortsfclaims(�a,zurichna. com 800-626-4577 Authenticity of this bond can be confrmed at bondvalidator.zurichna.com or 410-559-8790 � ZURICH R Texas Important Notice IMPORTANT NOTICE To obtain information or make a complaint: You may call Zurich North America's toll-free telephone number for information or to make a complaint at: 1-800-382-2150 You may contact the Texas Department of Insurance to obtain information on companies, coverages, rights, or complaints at: 1-800-252-3439 You may write the Texas Department of AVISO IMPORTANTE Para obtener informacion o para presentar una queja: Usted puede Ilamar al numero de telefono gratuito de Zurich North America's para obtener informacion o para presentar una queja al: 1-800-382-2150 Usted puede comunicarse con el Departamento de Se- guros de Texas para obtener informacion sobre com- panias, coberturas, derechos, o quejas al: 1-800-252-3439 Insurance: P.O. Box 149104 Austin, TX 78714-9104 Fax: (512) 490-1007 Web: www.tdi.texas.gov E-mail: ConsumerProtection@tdi.texas.gov PREMIUM OR CLAIM DISPUTES: Should you have a dispute concerning your premium or about a claim, you should contact the company first. if the dispute is not resolved, you may contact the Texas Department of Insurance. ATTACH THIS NOTICE TO YOUR POLICY: This notice is for information only and does not become a part or condition of the attached document. Usted puede escribir al Departamento de Seguros de Texas a: P.O. Box 149104 Austin, TX 78714-9104 Fax:(512)490-1007 Sitio web: www.tdi.texas.gov E-mail: ConsumerProtection@tdi.texas.gov DISPUTAS POR PRIMAS DE SEGUROS O RECLAMACIONES: Si tiene una disputa relacionada con su prima de seguro o con una reclamaci6n, usted debe comunicarse con la compania primero. Si la disputa no es resuelta, usted puede comunicarse con el Departamento de Seguros de Texas. ADJUNTE ESTE AVISO A SU POLIZA: Este aviso es solamente para propositos informativos y no se con- vierte en parte o en condicibn del documento adjunto. 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63:2190 July 29, 2025 ECS SOUTHWEST, LLP TX Registered Engineering No. F-8461 Geotechnical • Construction Materials • Environmental • Facilities 2621 WHITE SETTLEMENT ROAD, FORT WORTH, TX 76107 yy T: (682) 350-2250 ECS Florida, LLC y ECS Mid-Atlantic, LLC y ECS Midwest, LLC y ECS Pacific, Inc. y ECS Southeast, LLC y ECS Southwest, LLP ECS New York Engineering, PLLC – An Associate of ECS Group of Companies y www.ecslimited.com “ONE FIRM. ONE MISSION.” July 29, 2025 Mr. Jacob Carmical OGC SN Multifamily, LP 2800 South Texas Avenue, Suite 401 Bryan, Texas 77802 ECS Project No. 63:2190 Reference: Geotechnical Engineering Report Stockyards Main Apartments NEC North Main Street & 29th Street Fort Worth, Texas Dear Mr. Carmical ECS Southwest, LLP (ECS) has completed the subsurface exploration, laboratory testing, and geotechnical engineering analyses for the referenced project. Our geotechnical services were performed in general accordance with the agreed scope of services. This report presents our understanding of the geotechnical aspects of the project along with the results of the field exploration and laboratory testing, and our geotechnical design and construction recommendations. It has been our pleasure to be of service to OGC SN Multifamily, LP during the geotechnical phase of this project. We would appreciate the opportunity to remain involved during the continuation of the design phase, and to provide our services during the construction phase to verify the subsurface conditions assumed for this report. Should you have any questions concerning the information contained in this report, or if we can be of further assistance, please contact us. Respectfully submitted, ECS Southwest, LLP Eric M. Hollabaugh, P.E. Richard E. Webb, P.E. Geotechnical Associate Principal Geotechnical Principal Engineer EHollabaugh@ecslimited.com rewebb@ecslimited.com The electronic seal on this document was authorized by Eric M. Hollabaugh, P.E. No. 120829, on July 29, 2025. Stockyards Main Apartments July 29, 2025 ECS Project No. 63:2190 TABLE OF CONTENTS EXECUTIVE SUMMARY .......................................................................................................................1 1.0 INTRODUCTION .....................................................................................................................2 2.0 PROJECT INFORMATION .........................................................................................................3 2.1 Project Location/Current Site Use ............................................................................................... 3 2.2 Proposed Construction ................................................................................................................ 3 3.0 FIELD EXPLORATION AND LABORATORY TESTING ...................................................................4 3.1 Field Exploration Procedure ........................................................................................................ 4 3.2 Subsurface Characterization ........................................................................................................ 4 3.3 Existing Fill ................................................................................................................................... 5 3.4 Groundwater Observations ......................................................................................................... 5 3.5 Laboratory Testing ....................................................................................................................... 6 4.0 DESIGN RECOMMENDATIONS ................................................................................................7 4.1 Potential Vertical Movements ..................................................................................................... 7 4.2 Subgrade Improvement ............................................................................................................... 8 4.3 Foundations ................................................................................................................................. 8 4.3.1 Monolithic Slab-On-Grade (PTI Design Considerations) ..................................................... 8 4.3.2 Straight Drilled Shafts – Axial Design Parameters .............................................................. 9 4.3.3 Straight Drilled Shafts – Lateral Design Parameters ......................................................... 10 4.3.4 Grade Beams/Pier Caps .................................................................................................... 10 4.3.5 Shallow Footings – Design Parameters ............................................................................. 11 4.3.6 Shallow Foundations – Construction Considerations ....................................................... 11 4.3.7 Shallow Foundations – General ........................................................................................ 12 4.4 Floor Slab Systems ..................................................................................................................... 12 4.5 Building Perimeter Conditions ................................................................................................... 13 4.6 Seismic Design Considerations .................................................................................................. 13 4.6.1 Seismic Site Classification ................................................................................................. 1 3 4.6.2 Ground Motion Parameters .............................................................................................. 14 4.7 Pavements ................................................................................................................................. 14 4.8 Retaining Walls .......................................................................................................................... 17 5.0 SITE CONSTRUCTION RECOMMENDATIONS .......................................................................... 19 5.1 Subgrade Preparation ................................................................................................................ 19 5.1.1 Stripping and Grubbing ..................................................................................................... 19 5.1.2 Proofrolling ....................................................................................................................... 19 5.2 Earthwork Operations ............................................................................................................... 20 5.3 Material Specifications .............................................................................................................. 20 5.3.1 Moisture Conditioning ...................................................................................................... 20 5.3.2 Select Fill ........................................................................................................................... 21 5.3.3 Flexible Base ..................................................................................................................... 21 5.3.4 Lime Treated Clay ............................................................................................................. 21 5.4 Foundation and Slab Observation ............................................................................................. 2 1 5.5 Utility Installation ...................................................................................................................... 21 5.5.1 Utility Subgrade ................................................................................................................ 21 Stockyards Main Apartments July 29, 2025 ECS Project No. 63:2190 5.5.2 Utility Backfill .................................................................................................................... 21 5.5.3 Excavation Safety .............................................................................................................. 22 6.0 CLOSING .............................................................................................................................. 23 APPENDICES Appendix A – Drawings & Reports x Site Location Diagram x Boring Location Diagram x Subsurface Cross Section x Geologic Survey Map Appendix B – Field Operations x Reference Notes x Boring Logs Appendix C – Laboratory Testing x Laboratory Testing Summary Appendix D – Other Supplemental Documents x WinPAS Pavement Design Analysis x Utility Trench Clay Plug Schematic Stockyards Main Apartments July 29, 2025 ECS Project No. 63:2190 Page 1 EXECUTIVE SUMMARY The following points summarize the main findings of this exploration, particularly those that may impact cost or schedule for the proposed development. The Executive Summary is a brief overview of the primary geotechnical conditions potentially affecting design and construction. Information gleaned from the executive summary should not be utilized in lieu of reading the entire geotechnical report. x Fourteen of the 19 borings encountered undocumented fill from the ground surface to depths of approximately 1 to more than 20 feet. The fill generally consisted of sandy lean clay and clayey sand containing various amounts of gravel, cobble, and rubble. The remaining borings encountered fat clay, sandy lean clay, and weathered limestone to depths of approximately 5 to more than 20 feet. Below the upper soils, the borings encountered native clay, tan weathered limestone, and/or gray limestone to the planned termination depths of 5 to 20 feet. x Groundwater was observed in Borings B-5 and B-9 at depths of approximately 17 to 19 feet during drilling and upon completion. Groundwater was not observed in the remaining borings during or upon completion of drilling. x Based on the subsurface conditions encountered in the borings, the potential vertical soil movement (PVM) at this site is estimated to range from approximately 1 to 4 inches. Subgrade treatment within portions of the building pads will be necessary to reduce the PVM to approximately 1 inch or less. x Provided that the subgrade is prepared as recommended in this report, slab foundations bearing in new fill, native soils, and/or weathered limestone may also be used to support the proposed residential structures. Floor slabs can be grade-supported, provided that some floor movement can be tolerated. x Retaining walls may be supported on native soils or compacted fill. Retaining walls should not bear on or above existing fill. Retaining walls may also be supported on drilled shaft foundations bearing in tan weathered limestone or gray limestone. x The traffic counts for the private drives are not known. Both asphalt pavement and portland cement concrete pavement can be considered for automobile parking lots and drives. We should be contacted for more specific recommendations if actual traffic counts are more than the allowable traffic counts provided in the report. The extension of East 30th Street should be constructed according to applicable City of Fort Worth pavement design standards. x We recommend ECS conduct a geotechnical review of the project plans (prior to issuance for construction) to ensure ECS’ geotechnical recommendations have been properly interpreted and implemented. x To prevent misinterpretation of ECS recommendations, ECS should be retained to perform quality control testing, observation, and documentation during earthwork and foundation construction. Stockyards Main Apartments July 29, 2025 ECS Project No. 63:2190 Page 2 1.0 INTRODUCTION The purpose of this study is to provide geotechnical information for the design and construction of foundations, floor slabs, paving, earthwork, retaining walls, and utilities for a new multifamily residential development. The recommendations in this report are based on project information provided by the client. Our geotechnical services were provided in general accordance with ECS Proposal No. 63:3731, revised February 13, 2025, authorized on February 13, 2025, which includes our Terms and Conditions of Service. This report contains the procedures and results of our subsurface exploration and laboratory testing programs, review of existing site conditions, engineering analyses, and recommendations for the design and construction of the project. The report includes the following items. x A brief review and description of our field and laboratory test procedures and test results. x A review of surface topographical features and site conditions. x A review of area and site geologic conditions. x A review of subsurface soil stratigraphy with pertinent available physical properties. x Soil boring logs. x Recommendations for foundations. x Recommendations for floor slabs. x Recommendations for site preparation and construction of compacted fills, including an evaluation of on-site soils for use as compacted fills. x Recommendations for preparation of pavement subgrades and suggested concrete and asphalt pavement sections. x Recommendations for design and construction of retaining walls. x Recommendations for Seismic Site Classification according to the International Building Code (IBC). Stockyards Main Apartments July 29, 2025 ECS Project No. 63:2190 Page 3 2.0 PROJECT INFORMATION 2.1 Project Location/Current Site Use The project is located at the northeast corner of the intersection of North Main Street and 29th Street in Fort Worth, Texas. The approximately 10-acre site has been previously developed. At the time of the field exploration, the former structures had been removed. Topographic information provided by the client indicates that the site generally slopes downward from the west to the east with ground surface elevations ranging from approximately 620 to 588 feet. The general site location is shown below and on the Site Location Diagram in Appendix A. 2.2 Proposed Construction We understand the proposed development will include a new multifamily residential development containing four 4-level, wood-framed structures with footprints ranging from approximately 20,000 to 29,000 square feet, along with associated paved parking and drive areas. We estimate maximum column loads of approximately 200 kips. Preliminary grading plans indicate that grading within the building footprints will require up to approximately 5 feet of cut and/or fill. In addition, retaining walls up to approximately 15 feet tall are planned. An eastward extension of East 30th Street is also planned. If our understanding of the project is incorrect, please contact ECS so that we may review the changes and revise our recommendations as appropriate. Stockyards Main Apartments July 29, 2025 ECS Project No. 63:2190 Page 4 3.0 FIELD EXPLORATION AND LABORATORY TESTING 3.1 Field Exploration Procedure The field exploration was performed to characterize subsurface conditions at the site in general geotechnical terms and to evaluate field and laboratory data to provide geotechnical design and construction recommendations. Subsurface conditions at the site were explored by nineteen (19) borings performed to depths of approximately 5 to 20 feet below existing grades within the proposed building, pavement, and retaining wall areas. A truck-mounted drilling rig equipped with continuous flight augers was used to perform the borings. The sample locations were selected and identified in the field by ECS personnel using a site plan provided by the client and a hand-held GPS device. The approximate boring locations are indicated on the Boring Location Diagram in Appendix A. The ground surface elevations at the boring locations were estimated from grading plans provided by the client. Locations and elevations indicated on the logs were not measured by a registered surveyor and should be considered accurate only to the extent implied by the methods used in their determination. Representative soil samples were obtained using the split-barrel and thin-walled tube sampling procedures in general accordance with ASTM D1586 and D1587, respectively. In the split-barrel sampling procedure, a 2-inch O.D. split-barrel sampler is driven 18 inches into the soil using a 140-pound hammer falling 30 inches. The number of blows required to drive the sampler through the final 12-inch interval is called the Standard Penetration Test blow count (SPT N-value) and is indicated at the sampled depth on the boring logs. In the thin-walled tube procedure, a nominal 3-inch diameter steel tube with a sharp cutting edge is hydraulically pushed into the soil to obtain a relatively undisturbed sample. Texas Cone Penetrometer (TCP) tests were performed to evaluate the integrity and estimate the bearing capacity of rock and rock-like materials encountered in the borings. Testing was performed in general accordance with TxDOT method TEX-132-E. Test results are indicated on the boring logs at the test depth. Field personnel prepared logs of the subsurface conditions encountered during drilling. Samples were visually classified in the field, sealed to reduce moisture loss, and transported to our laboratory for further examination and testing. Following completion of drilling, the boreholes were backfilled with auger cuttings to the ground surface. 3.2 Subsurface Characterization The near-surface geologic mapping indicates the site is located within the undivided Fort Worth Limestone and Duck Creek Formation (Kfd). The parent rock of the Fort Worth Limestone consists of alternating layers of limestone and shale. The Duck Creek Formation typically consists of hard limestone with marl layers. The unweathered limestone is gray and weathers to tan weathered limestone or into highly plastic clay soils. These clays typically exhibit high volume change potential with variations in soil moisture levels. The clays typically range from tan directly above the rock to darker colors near the ground surface and will have higher shrink/swell tendencies near the surface. A Geologic Survey Map is included in Appendix A. Stockyards Main Apartments July 29, 2025 ECS Project No. 63:2190 Page 5 The subsurface conditions encountered in the borings were generally consistent with published geological mapping. The following sections provide general characterizations of the soil and rock. Please refer to the boring logs in Appendix B for additional details at specific boring locations. Subsurface Stratigraphy Approximate Depth to Bottom of Strata (feet) Elevation of Bottom of Strata(feet) 1 Strata Material Description Consistency 1 to 20+ 603 to 572 I UNDOCUMENTED FILL: sandy lean clay, clayey sand, and sandy fat clay: brown, gray, and tan, containing various amounts of sand, gravel, cobble and rubble 2 Very Stiff to Hard; Loose to Dense 5 to 20+ 597 to 574 II WEATHERED LIMESTONE: tan NA 13 to 20+ 583 to 574 III FAT CLAY and SANDY LEAN CLAY: dark brown, brown, and tan Stiff to hard 20+ 2, 3 < 576 2, 3 IV LIMESTONE: gray NA 1. Ground surface elevations at the boring locations were estimated from the provided grading plans prepared by Kimley Horn and dated March 19, 2025. 2. Encountered in Borings B-1, B-2, W-1, and W-2. 3. The borings were terminated within this stratum at the planned depths of 20 feet. 3.3 Existing Fill Fourteen (14) of the borings encountered approximately 1 to more than 20 feet of fill generally consisting of sandy lean clay, sandy fat clay, and clayey sand. Organic or other deleterious materials were not observed in the collected samples; however, these materials could be present within unsampled areas and depths of the fill. The sampled fill materials appeared to be relatively stiff; however, compaction testing records for the existing fill were not available. Test pits could be performed prior to and/or during construction to better define the extents and composition of the existing fill materials. The sampled fill materials appeared to be relatively stiff; however, undocumented fill is likely to vary in composition, consistency, and relative density. Foundations, pavements and other structures supported on, or above undocumented fill may experience increased settlement and associated distress. The potential for excessive settlement due to existing fill can be reduced by removing and replacing the fill or using deep foundations bearing in native materials beneath the fill. In addition, test pits can also be performed to further delineate the extents, depths, and composition of the existing fill, especially within the proposed building areas. 3.4 Groundwater Observations Groundwater level observations were made in the borings during and immediately following drilling operations. The use of auger drilling procedures permits observation of groundwater levels within the open borehole. Visual observation of the recovered soil samples can also be used to evaluate groundwater conditions. Groundwater was observed in Borings B-5 and B-9 at depths of approximately 17 feet to 19 feet during and at completion of drilling. Groundwater was not observed in the remaining borings during or upon completion of drilling. Groundwater levels can vary based on changes in precipitation, evaporation, surface water runoff, construction activities, and other factors not immediately apparent at the time of site exploration. The Stockyards Main Apartments July 29, 2025 ECS Project No. 63:2190 Page 6 highest groundwater levels are often observed in late winter and early spring. Groundwater conditions at this site could be different at the time of construction. The possibility of groundwater level fluctuation should be considered when developing the design and construction plans for the project. 3.5 Laboratory Testing Samples were classified for texture and plasticity in general accordance with Visual-Manual Procedures (ASTM D2488) and the Unified Soil Classification System (USCS) (ASTM D2487) and were grouped according to the primary classification. Soil symbols and material descriptions are included on the boring logs in Appendix B. The stratification lines between strata on the logs are approximate; in situ, the transitions may be gradual. Classification and index property tests were performed on representative soil samples obtained during the field exploration. Laboratory testing included moisture content, Atterberg limits, gradation (percent passing No. 200 sieve), and swell potential. Testing was performed in general accordance with applicable ASTM procedures. Results of the tests are summarized in Appendix C. The soil samples will be retained in our laboratory for a period of 60 days, after which, they will be discarded unless other instructions are received as to their disposition. Stockyards Main Apartments July 29, 2025 ECS Project No. 63:2190 Page 7 4.0 DESIGN RECOMMENDATIONS The following recommendations have been developed based on the project characteristics and subsurface conditions described above. If there are any changes to the project or if different subsurface conditions are encountered or appear to be present during construction, ECS should be contacted and allowed to review the recommendations of this report. Proposed grading plans indicate that approximately 1 foot of cut to 4 feet of fill will be required to achieve finished pad elevations. If final grades differ by more than approximately 2 feet from these elevations, the recommendations in this report should be evaluated by our office. In preparing this report, we have reviewed the grading plans prepared by Kimley Horn dated March 19, 2025. Based on the grading plans, the approximate cut and fill at each building are summarized below. Cut and Fill at Building Boring Location Building No. FFE (feet) Boring No. Approximate Grading (feet) 1 597.5 5 +3.0 6 +4.0 2 594.0 7 +2.5 8 +1.0 4 598.5 1 +1.5 2 +2.0 3 596.5 3 +2.0 4 +2.0 Swimming Pool 596.0 9 +3.0 Provided that subgrade preparation is performed as recommended in this report, slab foundations bearing in new fill, native soils, and/or weathered limestone may be used to support the proposed residential structures. Floor slabs may be grade-supported on a prepared subgrade if some floor slab movement can be tolerated. Foundation design parameters are presented below. Undocumented fill was encountered at 14 of the test boring locations and may vary in composition, consistency, and relatively density. There is inherent risk of increased settlement and building distress when constructing over undocumented fill. The design recommendations in this report are intended to reduce but not eliminate this risk. The risk to buildings, pavements, and other structures supported over existing fills should be reviewed and understood for this development. 4.1 Potential Vertical Movements The soils encountered in the borings are moderately to highly expansive. These soils are susceptible to seasonal shrink and swell occurring with variation in soil moisture levels throughout the life of the structures. The magnitude of moisture-induced vertical movement calculated using TxDOT Method Tex- 124-E in conjunction with overburden swell tests and our experience with similar soils is estimated to be about 1 to 4 inches for dry soil conditions. Actual movements could be greater if poor drainage, ponded water, and/or other sources of moisture are allowed to saturate the soils beneath the structures. Stockyards Main Apartments July 29, 2025 ECS Project No. 63:2190 Page 8 4.2 Subgrade Improvement Undocumented fill was encountered at 14 of the test boring locations and is expected to vary in thickness, composition, consistency, and relatively density. The following subgrade improvement recommendations will reduce, but not eliminate, inherent risks associated with construction above undocumented fill. Building pad subgrades should be excavated to a depth of at least 5 feet below final pad elevation. The exposed subgrade should be scarified to a minimum depth of 6 inches, moisture conditioned and compacted to at least 95 percent of the maximum dry density with a moisture level 0 to 4 percent above the optimum moisture content as obtained by the standard Proctor (ASTM D698). Following recompaction, a triaxial geogrid (similar to Tensar InterAx, H-Series, or TriAx products) should be placed at the base of the excavation. A minimum of 1 foot of flexible base material should be placed directly above the geogrid. Flexible base should meet the material and compaction requirements in Section 5.3.3 Flexible Base. The remainder of the building pad subgrade excavation may consist of select fill meeting the material and compaction requirements in Section 5.3.2 Select Fill. Relatively shallow weathered limestone was encountered at some boring locations. If limestone is encountered within the recommended subgrade overexcavation depth, the excavation may be terminated. It is not necessary to excavate the limestone to perform the recommended subgrade improvement. Subgrade improvements should extend at least 5 feet beyond the building lines, including entrances, abutting sidewalks, and flatwork areas sensitive movement. Select fill should not be used outside of the building pad limits. Exterior footing backfill should be placed and compacted to at least 93 percent of the maximum dry density at a minimum of at least 4 percent above optimum moisture content as obtained using the standard Proctor test (ASTM D698). Recommendations for moisture conditioning, select fill, lime treated clay, and flexible base are provided in Section 5.3 Material Specifications of this report. We recommend that a vapor retarder of polyethylene sheeting or similar material be placed between the floor slab and the subgrade soils to reduce moisture migration through the slab. Positive drainage should be provided away from the structures. Surrounding lawn and planter areas should be irrigated moderately without excessive wetting or drying of soils adjacent to the foundations. Greater potential movements could occur with extreme wetting or drying of the soils due to ponding of water, plumbing leaks or lack of irrigation. Recommendations for earthwork operations are found in the “Site Construction Recommendations” portion of this report. 4.3 Foundations 4.3.1 Monolithic Slab-On-Grade (PTI Design Considerations) Following the recommended subgrade preparation, the proposed residential structures may be supported by post-tensioned monolithic slab-on-grade/grade beam foundation systems bearing on improved subgrade. The PVM of floor slabs supported near existing grades is estimated to range from approximately 1 to 4 inches. The slabs should be designed in accordance the Post-Tensioning Institute (PTI) “Design and Construction of Post-Tensioned Slabs-On-Ground (3rd Edition)”. The following PTI slab-on-grade design parameters may be used for design of post-tensioned slab foundations bearing on improved subgrade prepared as recommended Section 4.1.5. Stockyards Main Apartments July 29, 2025 ECS Project No. 63:2190 Page 9 PTI Design Parameters Center Lift Edge Lift Edge Moisture Variation Distance, em (feet) Differential Swell, Ym (inches) Edge Moisture Variation Distance, em (feet) Differential Swell, Ym (inches) 8.0 1.0 4.5 1.5 Grade beams may be designed using a net allowable soil bearing pressure of 2,000 psf in improved subgrade. Grade beams should have a minimum width of 12 inches to reduce the possibility of foundation bearing failure and excessive settlement due to local shear or punching failures. Grade beams should extend at least 12 inches and 18 inches below final adjacent grade to utilize this bearing pressure for interior and exterior beams, respectively. Fills should be sloped to drain surface water away from the structures. Relatively shallow weathered limestone was encountered at some boring locations. To reduce the “hinge” condition associated with foundation support transitioning from soil to rock, footings, grade beams, and floor slabs should not bear partially in soil and partially in weathered limestone. If weathered limestone is encountered in only a portion of an excavation at the planned bearing elevation, the excavation should be extended deeper such that the foundation bears entirely on weathered limestone at the lower elevation. As an alternative, the excavated limestone may be processed and compacted into the base of the excavation so that the foundation bears at the planned elevation. It is not necessary to excavate the limestone to perform the recommended subgrade improvement. 4.3.2 Straight Drilled Shafts – Axial Design Parameters The proposed retaining walls may be supported by straight drilled shafts bearing in tan weathered limestone or gray limestone. The following design parameters are recommended for straight drilled shafts: Axial Design Parameters for Straight Drilled Shafts Parameter Recommendations Bearing stratum Gray Limestone Penetration into bearing strata (feet) 1 2 feet Net allowable end bearing capacity (psf) 1 25,000 Allowable skin friction in compression (psf) 2 3,000 Allowable skin friction in tension (psf) 2 2,000 Reduction in skin friction due to two closely located shafts No reduction is required for straight drilled shafts with center-to- center spacing of 2.5 times diameter of larger shaft. For closer shafts, the design skin friction varies linearly from the full value at 2.5 diameters to 50% of the design value at 1.0 diameter. Groups of three or more shafts spaced closer than 2.5 times shaft diameter This situation should be evaluated by ECS on a case-by-case basis. Alternative installation sequences may be required to allow for a minimum of 48 hours of concrete curing time prior to installation of adjacent shafts. Soil induced uplift 3 1,500 psf for soils with no moisture conditioning and 750 psf for moisture conditioned soils acting over the shaft perimeter to a depth of 10 feet. Stockyards Main Apartments July 29, 2025 ECS Project No. 63:2190 Page 10 Parameter Recommendations Settlement 4 Approximately ½ inch Minimum shaft diameter (inches) 18 1. A minimum penetration of 3 feet or one shaft diameter, whichever is greater, into tan weathered limestone is required to develop the design values above. The total required penetration length should be provided by the structural engineer based on foundation design loading. 2. The skin friction should be applied to that portion of the shaft in direct contact with the bearing strata below temporary casing. Skin friction in clay or cased zones should be neglected. Below the bottom of casing, the skin friction values provided above may be used. 3. The drilled shafts will be subject to uplift due to swelling of the expansive clays in contact with the drilled shafts. Uplift loads can be neglected below 10 feet. The drilled shafts should be designed with adequate embedment length and full-depth, vertical reinforcing steel to resist uplift forces. The soil induced uplift can be resisted by a combination of the weight of the drilled shaft and pier cap and allowable skin friction. 4. Settlement will primarily be within the elastic range with a portion of settlement occurring during construction. 4.3.3 Straight Drilled Shafts – Lateral Design Parameters Drilled shafts will be subject to lateral loads. Lateral design parameters for drilled shafts are presented in the following tables for use in LPILE computer program, developed by Ensoft, Inc. LPILE Design Parameters for Soil Depth (feet) LPILE Material Type Effective Unit Weight (pcf) Undrained Shear Strength (psf) Friction Angle (degrees) K Value (pcf) ε50 0 to 10 Stiff Clay (w/o free water) 120 2,000 -- -- 0.007 LPILE Design Parameters for Rock and Cemented Sand Material LPILE Material Type Unit Weight (pcf) Uniaxial Compressive Strength (psi) Initial Modulus of Rock Mass, Er (psi) RQD (%) Krm Weathered Limestone Weak Rock (Reese) 125 100 10,000 50 0.0008 Limestone Weak Rock (Reese) 135 250 50,000 80 0.0005 4.3.4 Grade Beams/Pier Caps Grade beams and pier caps should be supported by the drilled shafts and formed with a nominal 6-inch void beneath the beam. The void can be reduced to 3 inches if the subgrade is moisture conditioned as recommended in this report. Pier caps extending outside the nominal shaft diameter should be constructed over void forms. The void is provided to isolate the grade beams and pier caps from the underlying expansive clays. Cardboard carton forms can be used to create this void. A soil retainer should be provided to help prevent “in fill” of the void. Cardboard void forms should have sufficient strength to support the weight of the fresh concrete during grade beam during construction. The excavation in which the void box lays should remain dry. Care should be exercised during construction to prevent collapse of the carton forms. Backfill material should not be allowed to enter the void area below the grade beams, since this reduces the void space in which the underlying soils need to swell. Stockyards Main Apartments July 29, 2025 ECS Project No. 63:2190 Page 11 Soils placed along the exterior of the grade beams should be on-site clay soils placed and compacted to at least 93 percent of the maximum dry density at a minimum of 3 percent above optimum moisture content as obtained using the standard Proctor method (ASTM D698). The purpose of this clay backfill is to reduce the possibility of water infiltration beneath the structure. 4.3.5 Shallow Footings – Design Parameters Following complete removal and replacement of the undocumented fill in the retaining wall areas, the retaining walls may be supported on shallow footings if some movement in the foundation system and minor distress in the wall can be tolerated. The design parameters for shallow footings are presented in the following table. Shallow Footing Design Parameters Parameter Recommendation Bearing material New Fill / Native Clay Weathered Limestone Net allowable bearing capacity (psf)1 2,000 5,000 Minimum embedment 2 feet below lowest adjacent final grade Minimum width (inches) 36 Ultimate passive pressure (psf/ft) 2, 3 245 Ultimate coefficient of sliding3 0.36 Approximate settlement (inches) Total 1 Differential ½ to ¾ 1. The net allowable bearing pressure is in excess of the adjacent overburden pressure at the bearing elevation. Footings should not bear within a 45-degree plane from the base of an adjacent footing or excavation. 2. Triangular distribution. The sides of footing excavations should be nearly vertical, and concrete should be placed against the vertical faces. The upper 1 foot of passive resistance should be neglected. 3. A minimum factor of safety of 1.5 is recommended against sliding. 4.3.6 Shallow Foundations – Construction Considerations Foundation excavations should be protected from standing water, desiccation, and other disturbance. The base of foundation excavations should be free of water and loose material prior to placing concrete. Complete construction of a spread footing or a section of wall footing, including excavation, placement of steel and concrete, and backfilling should be completed in a reasonably continuous manner, preferably within 48 hours of excavation to reduce the disturbance to foundation bearing material. A seal slab of lean concrete should be provided at the bottom of footing excavations that will remain open for more than 48 hours or if precipitation is expected before footing concrete is placed. Shallow foundations should be backfilled using the material removed from the excavation as soon as possible to reduce disturbance of bearing material. Backfill should be at least 3 percent above the optimum moisture content and compacted to at least 93 percent of the maximum dry density as obtained using the standard Proctor method (ASTM D698). Footing construction should be inspected by a qualified geotechnical engineer to verify the bearing materials and to perform related observations and testing. Relatively shallow weathered limestone was encountered at some boring locations. To reduce the “hinge” condition associated with foundation support transitioning from soil to rock, footings, grade beams, and floor slabs should not bear partially in soil and partially in weathered limestone. If weathered limestone Stockyards Main Apartments July 29, 2025 ECS Project No. 63:2190 Page 12 is encountered in only a portion of an excavation at the planned bearing elevation, the excavation should be extended deeper such that the foundation bears entirely on weathered limestone at the lower elevation. As an alternative, the excavated limestone may be processed and compacted into the base of the excavation so that the foundation bears at the planned elevation. 4.3.7 Shallow Foundations – General These design parameters assume that drainage will be provided away from the structures and moderate irrigation of lawn and planter areas without excessive wetting or drying of soils adjacent to foundations. The net allowable soil bearing pressure is the pressure that may be transmitted to the foundation bearing materials in excess of the final minimum surrounding overburden pressure. The bearing materials exposed at the final footing and/or grade beam elevation should be evaluated by competent geotechnical engineering personnel to verify that the bearing soils can support the recommended net allowable bearing pressure and are appropriate for foundation construction. Foundation settlement is a function of the compressibility of the bearing materials, bearing pressure, structural loads, fill depths, and the foundation bearing depth. Estimates of settlement for foundations bearing on engineered or non-engineered fills are strongly dependent on the quality of fill. Factors affecting the quality of fill include but are not limited to loose-lift thickness and the amount of compactive effort applied to each lift. Exposure to the environment may weaken the soils at the foundation bearing level if the foundation excavations remain exposed during periods of inclement weather. Foundation concrete should be placed the same day that final excavation is completed, and the design bearing pressure verified. If the bearing soils are softened by surface water absorption or exposure to the environment, the softened soils should be removed immediately prior to placement of concrete. If the foundation excavation will remain open overnight, or if rainfall is expected while the bearing soils are exposed, we recommend that a 1- to 3-inch thick "mud mat" of lean concrete be placed over the exposed bearing soils before the placement of reinforcing steel. 4.4 Floor Slab Systems The clay soils encountered at this site are susceptible to seasonal volume change with variation in soil moisture levels throughout the life of the structure. Based on the Texas Department of Transportation (TxDOT) test method TEX-124-E, overburden swell tests, and our experience with similar soils, we estimate potential vertical soil movements (PVM) within the building areas of approximately 1½ to 3 inches. The actual movements could be greater if poor drainage, ponded water, and/or other sources of moisture are allowed to enter the soils beneath the structures after construction. If the undocumented fill is removed from beneath the proposed structures and replaced in a controlled manner, floor slabs can be supported on the new fill. To achieve a more unform PVM and reduce the risk of floor slab movement, floor slabs should be supported on at least 12 inches of compacted select fill, crushed limestone, or flexible base. Recommended properties of select fill and flexible base are provided in Section 5.3 Material Specifications. Stockyards Main Apartments July 29, 2025 ECS Project No. 63:2190 Page 13 Some of the risks associated with placing slabs on prepared subgrades can include uneven floors, floor and wall cracking, and sticking doors or windows. Even at low magnitudes, the cyclic nature of PVM occurring throughout the life of the structure can cause distress within the structures. Subgrade Modulus:Provided subgrades are prepared as recommended in this report, floor slabs may be designed using a modulus of subgrade reaction, k1 of 100 pci. Vapor Retarder:Before the placement of concrete, a vapor retarder may be placed on top of the subgrade to provide additional protection against moisture penetration through the floor slab. When a vapor retarder is used, special attention should be given to surface curing of the slab to reduce the potential for uneven drying, curling, and/or cracking of the slab. Depending on the proposed flooring material, the structural engineer and/or the architect may choose to eliminate the vapor retarder. 4.5 Building Perimeter Conditions Soils placed along the exterior of the structure should consist of on-site clays placed and compacted to at least 93 percent of the maximum dry density at least 3 percent above optimum moisture content as obtained using the standard Proctor method (ASTM D698). The purpose of the clay backfill is to reduce the opportunity for moisture migration beneath the structure. At locations where utilities penetrate beneath the structure, a clay plug (or a synthetic alternative) should be placed at the building perimeter to reduce the opportunity to transmit water through the bedding material, regardless of the backfill material. A typical clay plug detail is provided in Appendix D of the report. Positive drainage away from the structures should be provided. Lawn and landscaped areas should be irrigated moderately, without excessive wetting or drying of soils adjacent to the structure. Trees and large vegetation located near the structure can withdraw large quantities of water from the soils and should be kept a distance of at least their anticipated mature height away from the building. Where flatwork is placed against or near the structure, a seal should be installed and maintained to reduce water intrusion. Downspouts and gutters should be used to collect water and discharge it at least 10 feet away from the structure, on to properly sloped pavements, or into storm inlets. Routine maintenance is required to ensure that the recommendations contained in this report are followed. Greater potential movements could occur with extreme wetting or drying of the soils due to poor drainage, ponding water, plumbing leaks, lack of irrigation, and/or lack of routine maintenance, etc. 4.6 Seismic Design Considerations 4.6.1 Seismic Site Classification The International Building Code (IBC) determines site classification for seismic design based on the upper 100 feet of the subsurface profile. Multiple soil parameters can be used to determine seismic site Concrete Floor Slab Vapor retarder 12 inches of select fill, crushed limestone, flexible base, or lime treated soil Stockyards Main Apartments July 29, 2025 ECS Project No. 63:2190 Page 14 classification, including shear wave velocity (vs); undrained shear strength (su); and Standard Penetration Test resistance (SPT N-value). The undrained shear strength (su) method was used to classify this site. Seismic Site Classification Site Class Soil Profile Name Shear Wave Velocity, Vs (ft./s) SPT N-Value (bpf) Su (psf) A Hard Rock Vs > 5,000 N/A N/A B Rock 2,500 < Vs ≤ 5,000 N/A N/A C Very dense soil / Soft rock 1,200 < Vs ≤ 2,500 >50 su ≥ 2,000 D Stiff Soil 600 ≤ Vs ≤ 1,200 15 to 60 1,000 ≤ su ≤ 2000 E Soft Soil Vs < 600 <15 su < 1000 Based upon our interpretation of the subsurface conditions encountered at this site, we recommend Seismic Site Classification C. 4.6.2 Ground Motion Parameters In addition to the seismic site classification, ECS has determined the design spectral response acceleration parameters following the 2018 IBC methodology. The mapped responses were estimated from the OSHPD Seismic Design Maps (https://www.seismicmaps.org/). The design responses for the short (0.2-sec, SDS) and 1-second period (SD1) are noted in bold in the last column of the table below: IBC Ground Motion Parameters Period (sec) Mapped Spectral Response Accelerations (g) Site Coefficient for Site Class Maximum Spectral Response Acceleration for Site Class (g) Design Spectral Response Acceleration (g) Reference Figures 1613.3.1 (1) & (2) Tables 1613.3.3 (1) & (2) Equations 16-37 & 16-38 Equations 16-39 & 16-40 0.2 SS 0.094 Fa 1.3 SMS=FaSs 0.122 SDS = ⅔ SMS 0.081 1.0 S1 0.051 Fv 1.5 SM1=FvS1 0.077 SD1 = ⅔ SM1 0.051 The Seismic Site Classification should not be confused with the Seismic Design Category designation which the Structural Engineer typically assesses. If a better seismic site classification is beneficial to the project, we can provide additional testing methods that may yield more favorable results. 4.7 Pavements The estimated PVM at this site ranges from less than 1 inch to approximately 3½ inches. Should these movements be undesirable for pavements, we should be contacted for recommendations to reduce potential movements. After proposed pavement areas achieve final subgrade elevation, the completed subgrade should be proofrolled with equipment having a minimum axle load of 20 tons (e.g., fully loaded tandem-axle dump truck) to attempt to locate soft or yielding soils so they can be removed and replaced with properly placed and compacted soils. New fill may consist of on-site soils or similar imported materials compacted to at least 95 percent of the maximum dry density at or above optimum moisture content as obtained using the standard Proctor method (ASTM D698). Following successful testing, the recommended soil moisture levels should be preserved until pavement construction. Stockyards Main Apartments July 29, 2025 ECS Project No. 63:2190 Page 15 Pavements in public the right-of-way should consist of portland cement concrete and be designed and constructed according to applicable City of Fort Worth pavement design standards. Design parameters used for pavement analysis in are tabulated below. Pavement Design Input Parameters 1 Design Parameter Design Value Street Classification Residential - Urban Collector Design Life (years) 25 Annual ESAL’s 35,000 100,000 Growth Rate (percent) 0.5 1.5 Total ESAL’s 930,000 3,000,000 Reliability (percent) 90 Initial Pavement Serviceability 4.5 Terminal Pavement Serviceability 2.5 California Bearing Ratio (CBR) Untreated Subgrade 3.0 Lime Stabilized 9.0 Lime Stabilized Layer Thickness (inches) 6.0 8.0 Effective Modulus of Subgrade Reaction, k (pci) 220 Overall Standard Deviation 0.39 Load Transfer Coefficient 3.0 Drainage Coefficient, Cd 1.0 Loss of Support 0.0 Concrete Modulus of Elasticity (psi) 4,000,000 Concrete Modulus of Rupture 620 psi Design Software WinPAS 1. Based on City of Fort Worth Pavement Design Manual (December 2015). Based on the results of our pavement design analysis, the recommended pavement sections for East 30th Street are presented below: Recommended Pavement Section for Public Roadways Street Classification PCC Thickness (inches) Lime Treated Subgrade (inches) Residential - Urban 7.0 6.0 Collector 8.0 8.0 An important consideration with the design and construction of pavements is surface and subsurface drainage. Where standing water develops, either on the pavement surface or within the base course layer, softening of the subgrade and other problems related to the deterioration of the pavement can be expected. Furthermore, good drainage should reduce the possibility of the subgrade materials becoming saturated during the normal service period of the pavement. Stockyards Main Apartments July 29, 2025 ECS Project No. 63:2190 Page 16 Both asphalt pavement and portland cement concrete pavement can be considered for private pavements at this site. Lime treatment is recommended beneath pavements. For lime treatment, a preliminary application rate of 7 percent lime by dry weight can be used. The actual amount of lime required should be confirmed by additional laboratory tests (lime series) during construction. Lime treatment should conform to TxDOT Item 260. The treated soil should be compacted to at least 95 percent of the maximum dry density at a workable moisture level approximately 3 percent above the optimum moisture content as determined using the standard Proctor method (ASTM D698). Lime treatment should extend at least 1 foot beyond the pavement edges. Minimum recommended pavement sections are provided below. Jurisdictional standards for pavement construction may exceed these minimum sections. In that case, pavement should satisfy local standards. Pavements in public easements should meet applicable local guidelines. Private Pavement Sections Material Asphaltic Concrete (inches) Portland Cement Concrete (PCC) (inches) Rating Standard Duty Medium Duty Standard Duty Medium Duty Dumpster Area Allowable ESALs 50,000 100,000 80,000 200,000 N/A Asphalt Surface Course 2 2 -- -- -- Asphalt Binder Course 3 4 -- -- -- PCC -- -- 5 6 7 Lime Treated Subgrade 1 6 6 6 6 6 1. Flexible base material may be substituted for lime treatment at an equivalent thickness. An important consideration in the design and construction of pavements is surface and subsurface drainage. Where standing water develops on the pavement surface or within base materials, softening of the subgrade and pavement deterioration can be expected. Proper drainage will reduce the possibility of strength loss in the subgrade materials during the planned service life. Pavement should be specified, constructed, and tested to meet the following requirements: 1. Reinforcing steel may consist of #3 reinforcing bars placed at 18 inches on-center, each way. 2. Portland cement concrete should have a minimum compressive strength of 3,600 psi at 28 days. Concrete should have 3 to 6 percent entrained air. 3. Hot mix asphaltic concrete (HMAC) should conform to TxDOT Item 340, Type A or B Base Course (binder), Type C or D Surface Course. Coarse aggregate in the surface course should be crushed limestone (i.e. not gravel.) 4. Flexible base material (flexbase) should conform to TxDOT Item 247, Type A, B or D, Grade 1-2. Flexbase should be compacted to at least 95 percent of standard Proctor maximum dry density (ASTM D698) and within 3 percent of the material's optimum moisture content. Proper joint placement and design is critical to concrete pavement performance. Control joints in new pavement should be sawed within 5 to 12 hours after concrete placement to help limit the locations of cracks that may form as the concrete cures. Longitudinal and transverse control joints should be sawed Stockyards Main Apartments July 29, 2025 ECS Project No. 63:2190 Page 17 at maximum 15-foot spacings and should extend to a depth of ¼ of the pavement thickness. Joints should be properly cleaned and sealed as soon as possible to reduce infiltration of moisture and debris. Load transfer at joints should be achieved with proper dowel installation. 4.8 Retaining Walls Retaining walls may be supported on native soils or compacted fill. Retaining walls should not bear on or above existing fill. Retaining walls may also be supported on drilled shaft foundations bearing in tan weathered limestone or gray limestone. New fill placed within the zone of influence of the retaining walls may create global instabilities. Global stability analysis of the proposed retaining walls is outside the scope of this report; however, ECS would be pleased to provide a proposal for these services upon request. ECS should be consulted during retaining wall design. Retaining walls will be free to rotate at the top (not restrained). Retaining walls at the site should be designed using "Active" (ka) soil conditions and a triangular distribution of earth pressures. Retaining walls should be designed to withstand lateral earth pressures exerted by the backfill and surcharge loads within the “Critical Soil Zone”. The Critical Soil Zone is defined as the area between the back of the retaining wall footing and a line extending upward and rearward at a 45-degree angle from the back of the retaining wall footing (see figure below). Lateral earth pressures developed behind retaining walls are a function of the backfill soil type, backfill slope, and surcharge loads. Retaining walls at this site may be designed using soil parameters below. Retaining Wall Backfill in the Critical Zone Soil Parameter Design Value Material Granular Fill Select Fill On-Site Soils Angle of Internal Friction, φ (degrees) 33 28 20 Coefficient of Active Earth Pressure, Ka 0.29 0.36 0.49 Total Unit Weight, γ (pcf) 125 125 125 Active Equivalent Fluid Density (psf/ft)1 37 45 61 1. Does not include hydrostatic pressures The values presented above assume a horizontal backfill surface. Sloping backfill will increase the earth pressures acting on the retaining wall and can be evaluated if required. The above values do not include the effect of surcharge loads such as construction equipment, traffic, or structures, or pavement near the walls, and also do not account for hydrostatic pressures from groundwater entering and ponding within the backfill. Potential surcharge loads and hydrostatic pressures should be considered during design of structures subjected to lateral earth pressures. Retaining walls can be supported on shallow foundations as recommended below. Stockyards Main Apartments July 29, 2025 ECS Project No. 63:2190 Page 18 Retaining Wall Footing Design Parameters Foundation Parameter Design Value Allowable Soil Bearing Pressure 1 2,000 psf Minimum Wall Embedment Below Grade 2 feet Coefficient of Passive Earth Pressure (Kp) 2.04 Soil Moist Unit Weight (γ) 125 pcf Interface Friction Angle [Concrete on Soil] (φf) 20 degrees Sliding Friction Coefficient [Concrete on Soil] (μ) 0.36 Passive pressure (triangular distribution) 255H (psf) Soils used as retaining wall backfill should meet the soil parameters recommended above. If the available soils do not meet the recommended parameters, ECS should be contacted to provide revised values, and to confirm that suitable backfill soils are used. Care should be used to avoid the operation of heavy equipment to compact the wall backfill since it may overload and damage the wall. Backfill Settlement: Backfill behind the walls should be properly compacted. Care should be taken to “tie in” the backfill with adjacent undisturbed, firm, natural soils by providing deep benches into firm natural soil during placement of each fill lift. Loose materials and “slope wash” that may accumulate in the wall excavation during construction should be removed prior to placement of the backfill materials. Some post-construction settlement of the backfill surface should be anticipated. This is typically on the order of 1 to 2 percent of the backfill height, even if satisfactory compaction of the backfill materials is achieved. Backfill settlement will likely be uneven. Potential uneven backfill settlement should be considered during design of foundations, sidewalks, pavements, or other structures that may extend over the backfill to account for potential differential settlement within the retaining wall backfill. Wall Drainage: Adequate drainage should be provided for the backfill materials so that hydrostatic pressures do not develop behind the walls, or the walls should be designed to withstand the equivalent fluid pressures with hydrostatic surcharge. The upper surface of the wall backfill should be sloped to drain away from the wall and reduce the potential for infiltration of surface water into the backfill. If select fill or on-site soil is used as backfill, a vertical wall drain is recommended for walls taller than 4 feet. The vertical drain should be located immediately behind the wall stem and extend from the level of longitudinal drains, upward to not higher than 2 feet below the top of the wall. The vertical drains should transport water to the longitudinal drains and then to a storm water line. For walls less than 4 feet in height, weep holes will be adequate. We recommend that the drain line be surrounded by a minimum of 6 inches of AASHTO #57 Stone wrapped with a non-woven geotextile, such as Mirafi 140N or equivalent. Wall drains can consist of a 12- inch-wide zone of free draining granular backfill, such as AASHTO #57 Stone, employed directly behind the wall and separated from the soils beyond with a non-woven geotextile. Alternatively, the wall drain can consist of a geo-composite drainage board. The wall drain should be hydraulically connected to the foundation drain. Stockyards Main Apartments July 29, 2025 ECS Project No. 63:2190 Page 19 5.0 SITE CONSTRUCTION RECOMMENDATIONS 5.1 Subgrade Preparation In a dry and undisturbed state, we anticipate the upper soils at this site will provide appropriate subgrade support for fill placement and construction operations. However, if the soil becomes wet or otherwise disturbed, the soils will degrade and lose support. Proper site drainage should be maintained during and following earthwork operations to help maintain the integrity of the soil. The surface of the site should be kept properly graded to enhance drainage of surface water away from the proposed building areas. We recommend that efforts be made to enhance natural site drainage without significantly altering its patterns. The soils at the site are moisture and disturbance sensitive and contain fines which are considered moderately erodible. The contractor should plan construction operations to limit subgrade disturbance and provide adequate drainage throughout earthwork operations to help maintain subgrade integrity. Erosion and sedimentation should be controlled in accordance with sound engineering practice and current jurisdictional requirements. Site preparation should include removal of soft or loose soils, vegetation, organics, existing pavements, foundations or utilities, and other yielding materials from within proposed building and pavement areas, and areas to receive new fill. Trees, stumps, and roots should be excavated and removed from the building and pavement areas. Excavated areas should be backfilled with on-site soils compacted in controlled lifts and density as described in sections 5.2 and 5.3 of this report. 5.1.1 Stripping and Grubbing Subgrade preparation should consist of stripping vegetation, roots, topsoil, and other soft or yielding materials from within and 5 feet beyond building and pavement limits. ECS should observe that yielding surficial materials have been removed prior to placement of structural fill, foundations, or pavements. 5.1.2 Proofrolling After removing yielding surface materials, cutting to the proposed grade, and prior to the placement of structural fill, the exposed subgrade should be examined by the Geotechnical Engineer or authorized representative. The exposed subgrade should be proofrolled with equipment having a minimum axle load of 20 tons (e.g., fully loaded tandem-axle dump truck). The proofroll equipment should traverse the area using parallel, overlapping passes under the observation of the Geotechnical Engineer or authorized representative. This procedure is intended to identify localized yielding materials. If yielding subgrade is identified during proofrolling, it should be marked for repair prior to the placement of additional fill or other construction. Repair options, such as undercutting, moisture conditioning or chemical stabilization, should be discussed with the Geotechnical Engineer to determine the appropriate procedure regarding the conditions causing the yielding. If an area is determined to be too small for proofroll equipment to traverse, the area should be probed by the Geotechnical Engineer or authorized representative. Stockyards Main Apartments July 29, 2025 ECS Project No. 63:2190 Page 20 5.2 Earthwork Operations Prior to fill placement, subgrades should be scarified to a minimum depth of 6 inches, moisture conditioned and compacted to at least 95 percent maximum dry density with a moisture level at least 3 percent above the optimum moisture content as obtained by the standard Proctor (ASTM D698). Fill placed on existing slopes should be properly benched into the existing subgrade. Imported soil used for general fill should not have a plasticity index (PI) greater than the material encountered onsite. Soil moisture levels should be maintained at the recommended levels until new fill or other permanent cover is placed. Fill should be placed in maximum 8-inch loose lifts for mass grading operations, and 4-inch lifts for trench backfill where smaller compaction equipment will be used. If the soil becomes wet, desiccated, or otherwise disturbed, the affected material should be removed and replaced, or the disturbed material should be scarified, moisture conditioned and recompacted. Utility trenches should not be left open for extended periods and should be properly backfilled. Backfilling should be accomplished with properly compacted on-site soils, rather than granular materials. If granular backfill materials are used, a utility trench cut-off (clay plug) is recommended at the building line to help prevent water from migrating through the granular backfill and beneath the proposed structure. Field density and moisture tests should be performed on each lift of fill to verify the recommended moisture and compaction are achieved. As a guide, one test per 2,500 square feet is recommended in paving areas (minimum two tests per lift). Utility trench backfill should be tested at a rate of one test per lift every 150 linear feet of trench (minimum two tests per lift). Jurisdictional standards may require more frequent testing. Applicable requirements should be reviewed, and the more stringent specifications should be followed. 5.3 Material Specifications Fill and earthwork material specifications recommended for this project are provided below. 5.3.1 Moisture Conditioning Moisture conditioning of the existing clays and new clay fill is performed to increase the moisture of the clays to a level that reduces their ability to absorb additional water that could result in post-construction swelling in these soils. Moisture conditioning should consist of undercutting the existing soils to the depths recommended in Section 4.3 Floor Slab Systems, scarifying the exposed subgrade, and reworking the excavated soils as necessary to achieve the recommended subgrade improvement. During this process, the clay should receive enough water to achieve a relatively consistent moisture content at least 4 percent above the optimum moisture content. Following the addition of water, the soils should be adequately mixed to ensure a relatively consistent distribution of the moisture throughout the soil mass. Once adequately mixed, the moisture conditioned fill should be compacted to at least 93 percent of the maximum dry density as obtained using the standard Proctor method (ASTM D698). Outside of the moisture conditioned zone and where clay is used to establish site grades, we recommend that the clay fill be placed and compacted to at least 95 percent of the maximum dry density at or above the optimum moisture content as obtained using the standard Proctor method (ASTM D698). These soils should be free of deleterious materials and be reworked to achieve a relatively consistent moisture Stockyards Main Apartments July 29, 2025 ECS Project No. 63:2190 Page 21 distribution above the optimum moisture content. Following compaction, soil moisture should be tested and maintained at the recommended levels until placement of subsequent fill, or construction of floor slabs and pavements. 5.3.2 Select Fill For the purposes of this report, select fill may consist of material that is free of debris and organic matter, has a plasticity index (PI) of 8 to 15, and contains 40 to 70 percent passing the No. 200 sieve. Select fill should be placed and compacted at a workable moisture content above the optimum moisture content and compacted to at least 95 percent of the maximum dry density as obtained using the standard Proctor method (ASTM D698). 5.3.3 Flexible Base Flexible base material should meet the requirements of TxDOT Item 247, Type A, B or D, Grade 1-2. The flexible base should be compacted to 95 percent of maximum dry density at or above the optimum moisture content based on the standard Proctor (ASTM D698). 5.3.4 Lime Treated Clay Lime treated on-site clays may be used as select fill. Lime treated clay is more resistant to disturbance from weather while maintaining the low permeability of the original clay material and reducing moisture migration beneath the structure. A preliminary lime application rate of 6 percent by dry weight may be used for budgeting purposes. Lime pH series and soluble sulfate testing should be performed on the pavement subgrade after final grading during construction to confirm the lime percentage and feasibility of lime treatment. Lime treated clay should be mixed and allowed to mellow for at least 48 hours and tested for gradation and pH prior to final placement and compaction. Lime treated clay should be compacted to a minimum 95 percent of the maximum dry density based on the standard Proctor (ASTM D698) at least 3 percent above the optimum moisture. 5.4 Foundation and Slab Observation Foundation and floor slab bearing materials should be protected from disturbance. Exposure to the environment may weaken the bearing soils if the excavations remain open. Concrete should be placed as soon as practical after the excavation has been completed, cleaned, and observed. If the bearing soils are weakened by surface water intrusion, exposure, desiccation, or other disturbance, the affected soils should be removed prior to placement of concrete. 5.5 Utility Installation 5.5.1 Utility Subgrade The soils encountered in our exploration are expected to be generally appropriate for support of underground utilities. Utility subgrades should be observed and probed by ECS. Loose or yielding materials identified should be removed and replaced with appropriate material. 5.5.2 Utility Backfill The granular bedding material (often AASHTO #57 stone) should be at least 4 inches thick, but not less than that specified by the civil engineer’s project drawings and specifications. We recommend that the bedding materials be placed up to the springline of the pipe. Fill placed for utility support, as well as backfill above the utilities, should satisfy the project requirements. Stockyards Main Apartments July 29, 2025 ECS Project No. 63:2190 Page 22 5.5.3 Excavation Safety Excavations and slopes should be constructed and maintained in accordance with applicable OSHA standards. The contractor is solely responsible for designing, constructing, and maintaining stable temporary excavations and slopes. The contractor’s responsible person, as defined in 29 CFR Part 1926, should evaluate the soil exposed in the excavations as part of the contractor’s safety procedures. In no case should slope height, slope inclination, or excavation depth, including utility trench excavation depth, exceed those specified in local, state, or federal safety regulations. ECS is providing this information solely as a service to our client. ECS is not assuming responsibility for construction site safety or the contractor’s activities; such responsibility is not being implied and should not be inferred. Stockyards Main Apartments July 29, 2025 ECS Project No. 63:2190 Page 23 6.0 CLOSING ECS has prepared this report to guide geotechnical-related aspects of the project. The geotechnical services were performed in accordance with the standard of care expected of professionals in the industry performing similar services on projects of like size and complexity at this time in the region. No other representation, expressed or implied, and no warranty or guarantee is included or intended in this report. The description of the proposed project is based on information provided to ECS by OGC SN Multifamily, LP . If any of this information is inaccurate or changes, either because of our interpretation of the documents provided or site or design changes that may occur later, ECS should be contacted so we can review our recommendations and provide additional or alternate recommendations that reflect the proposed construction. We recommend that ECS review the project plans and specifications so we can confirm the plans and specifications are in accordance with the recommendations of this geotechnical report. Field observations, and quality assurance testing during earthwork and foundation installation are an extension of, and integral to, the geotechnical design. We recommend that ECS be retained to apply our expertise throughout the geotechnical phases of construction, and to provide consultation and recommendation should issues arise. ECS is not responsible for the conclusions, opinions, or recommendations of others based on the data in this report. Appendix A - Drawings and Reports Site Location Diagram Boring Location Diagram(s) Subsurface Cross-Section(s) Geologic Survey Map 6ite Service Layer CreGits :orlG BounGaries anG 3laces Sources (sri +(5( Garmin )$2 12$$ 8SGS 2penStreetMap n 2*& &1 0XOtiIaPiO\ /3 1(& 0ain 6t tK 6t )ort :ortK 7exas 6toFN\ards 0ain ApartPents 6,7( /2&A7,21 D,A*RA0 (1G,1((5 SC$L( 352-(C7 12 S+((7 D$7( 5(: :- :- :- %- %- %- %- %- %- %-%- %- 3-3- 3-3- 3- 3- 3- Service Layer CreGits :orlG BounGaries anG 3laces Sources (sri +(5( Garmin )$2 12$$ 8SGS 2penStreetMap n /egend $SSUR[LPDWH%RULQJ/RFDWLRQV $SSUR[LPDWH%RULQJ/RFDWLRQV $SSUR[LPDWH%RULQJ/RFDWLRQV %2R,1* /2&A7,21 D,A*RA0 672&.<ARD6 0A,1 A 3AR70(176 1(& 0DLQ6W WK6W)RUW:RUWK7H[DV 2*& &1 08/7,)A0,/< /3 (1G,1((5 SC$L( 2) 352-(C7 12 S+((7 D$7( 5(:6HFWLRQ/LQH /HJHQG&+:HDWKHUHG/LPHVWRQH/LPHVWRQH&/6&1RWHV(2%(QGRI%RULQJ$5$XJHU5HIXVDO6HHLQGLYLGXDOERULQJORJVDQGJHRWHFKQLFDOUHSRUWIRUDGGLWLRQDOLQIRUPDWLRQ6WDQGDUG3HQHWUDWLRQ7HVW5HVLVWDQFH63719DOXHEORZVSHUIRRWOHIWRIERULQJ$670'3ODVWLF/LPLW:DWHU&RQWHQW/LTXLG/LPLW;ņņņņņņņņņᤥņņņņņņņņņԢ>)LQHV&RQWHQW@%RWWRPRI&DVLQJ/RVVRI&LUFXODWLRQ&DOLEUDWHG3HQHWURPHWHU:/)LUVW(QFRXQWHUHG:/&RPSOHWLRQ:/(VWLPDWHG6HDVRQDO+LJK:DWHU:/6WDELOL]HG)LOO3RVVLEOH)LOO3UREDEOH)LOO5RFN*(1(5$/,=('68%685)$&(62,/352),/(^ĞĐƟŽŶůŝŶĞϭ6WRFN\DUGV0DLQ$SDUWPHQWV2*&&10XOWLIDPLO\/31(&1RUWK0DLQ6WUHHWDQGWK6WUHHW)RUW:RUWK7H[DVWƌŽũĞĐƚEŽ͗ĂƚĞ͗ :(2%# :(2%# %(2%# %$5# %(2%#&/ %(2%#&/ %(2%#&/ %(2%#&/&+ %(2%# %$5# %(2%#)LOO 6ite Service Layer CreGits :orlG BounGaries anG 3laces Sources (sri +(5( Garmin )$2 12$$ 8SGS 2penStreetMap n 2*& &1 0XOtiIaPiO\ /3 1(& 0ain 6t tK 6t )ort :ortK 7exas 6toFN\ards 0ain ApartPents *(2/2*,& 68R9(< 0A3 (1G,1((5 SC$L( 352-(C7 12 S+((7 D$7( 5(: 8QGLYGHG)RUW:RUWK/LPHVWRQHDQG 'XFN&UHHN)RUPDWLRQ.IG .LDPLFKL)RUPDWLRQ.NL Appendix B – Field Operations Reference Notes Boring Logs REFERENCE NOTES FOR BORING LOGS MATERIAL1,2 1Classifications and symbols per ASTM D 2488-17 (Visual-Manual Procedure) unless noted otherwise. 2To be consistent with general practice, “POORLY GRADED” has been removed from GP, GP-GM, GP-GC, SP, SP-SM, SP-SC soil types on the boring logs. 3Non-ASTM designations are included in soil descriptions and symbols along with ASTM symbol [Ex: (SM-FILL)]. 4Typically estimated via pocket penetrometer or Torvane shear test and expressed in tons per square foot (tsf). 5Standard Penetration Test (SPT) refers to the number of hammer blows (blow count) of a 140 lb. hammer falling 30 inches on a 2 inch OD split spoon sampler required to drive the sampler 12 inches (ASTM D 1586). “N-value” is another term for “blow count” and is expressed in blows per foot (bpf). SPT correlations per 7.4.2 Method B and need to be corrected if using an auto hammer. 6The water levels are those levels actually measured in the borehole at the times indicated by the symbol. The measurements are relatively reliable when augering, without adding fluids, in granular soils. In clay and cohesive silts, the determination of water levels may require several days for the water level to stabilize. In such cases, additional methods of measurement are generally employed. 7Minor deviation from ASTM D 2488-17 Note 14. 8Percentages are estimated to the nearest 5% per ASTM D 2488-17. Reference Notes for Boring Logs (09-02-2021).doc © 2021 ECS Corporate Services, LLC. All Rights Reserved COHESIVE SILTS & CLAYS UNCONFINED COMPRESSIVE STRENGTH, QP4 <0.25 0.25 - <0.50 0.50 - <1.00 1.00 - <2.00 2.00 - <4.00 4.00 - 8.00 >8.00 SPT5 (BPF) CONSISTENCY7 (COHESIVE) GRAVELS, SANDS & NON-COHESIVE SILTS SPT5 DENSITY <5 5 - 10 11 - 30 31 - 50 >50 Very Loose Loose Medium Dense Dense Very Dense WATER LEVELS6 RELATIVE AMOUNT7 Trace With Adjective(ex: “Silty”) COARSE GRAINED (%)8 <5 FINE GRAINED (%)8 <5 DRILLING SAMPLING SYMBOLS & ABBREVIATIONS PARTICLE SIZE IDENTIFICATION DESIGNATION PARTICLE SIZES Hollow Stem Auger Power Auger (no sample) Bulk Sample of Cuttings Wash Sample Shelby Tube Sampler Split Spoon Sampler Rock Quality Designation % Rock Sample Recovery % Rock Core, NX, BX, AX Rock Bit Drilling Pressuremeter TestSS ST WS BS PA HSA RQD PM RD RC REC Boulders Cobbles Gravel: Sand: Silt & Clay (“Fines”) Fine Medium Coarse Fine Coarse 0.074 mm to 0.425 mm (No. 200 to No. 40 sieve) <0.074 mm (smaller than a No. 200 sieve) 0.425 mm to 2.00 mm (No. 40 to No. 10 sieve) 2.00 mm to 4.75 mm (No. 10 to No. 4 sieve) 4.75 mm to 19 mm (No. 4 sieve to ¾ inch) ¾ inch to 3 inches (19 mm to 75 mm) 3 inches to 12 inches (75 mm to 300 mm) 12 inches (300 mm) or larger >50 31 - 50 16 - 30 9 - 15 5 - 8 2 - 4 <2 Very Hard Hard Very Stiff Stiff Firm Soft Very Soft ASPHALT CONCRETE GRAVEL TOPSOIL VOID BRICK AGGREGATE BASE COURSE GW GP GM GC SW SP SM SC ML MH CL CH OL OH PT WELL-GRADED GRAVEL gravel-sand mixtures, little or no fines POORLY-GRADED GRAVEL gravel-sand mixtures, little or no fines SILTY GRAVEL gravel-sand-silt mixtures CLAYEY GRAVEL gravel-sand-clay mixtures WELL-GRADED SAND gravelly sand, little or no fines POORLY-GRADED SAND gravelly sand, little or no fines SILTY SAND sand-silt mixtures CLAYEY SAND sand-clay mixtures SILT non-plastic to medium plasticity ELASTIC SILT high plasticity LEAN CLAY low to medium plasticity FAT CLAY high plasticity ORGANIC SILT or CLAY non-plastic to low plasticity ORGANIC SILT or CLAY high plasticity PEAT highly organic soils WL (First Encountered) WL (Completion) WL (Seasonal High Water) WL (Stabilized) FILL POSSIBLE FILL PROBABLE FILL ROCK FILL AND ROCK 25 - 45 10 - 20 30 - 45 10 - 25 Wd,;&dͿ ^DW>EhDZ^Ͳϭ ^ͲϮ ^Ͳϯ ^Ͳϰ ^Ͳϱ ^Ͳϲ ^Ͳϳ ^DW>dzW^d ^d ^d ^^ ^^ ^^ ^^^DW>/^d͘;/EͿϮϰ Ϯϰ Ϯϰ ϭϱ ϭϴ ϭϱ ϭϳ ZKsZz;/EͿϮϰ Ϯϰ Ϯϰ ϭϱ ϭϴ ϭϱ ϭϳ ^Z/Wd/KEK&DdZ/> ;,Ϳ&d>zt/d,^E͕ĚĂƌŬ ďƌŽǁŶ͕ďƌŽǁŶ͕ůŝŐŚƚďƌŽǁŶ͕ǀĞƌǇƐƟī ƚŽŚĂƌĚ td,Z>/D^dKE͕ƚĂŶ >/D^dKE͕ŐƌĂǇ (1'2)%25,1*$7)7 tdZ>s>^>sd/KE;&dͿ >Kt^ͬϲΗ;dWͬDͬ^WdͲEǀĂůƵĞͿΎϳͲϯϬͲϱϬͬϯΗ ;ϴϬͬϵΗͿ ϲͲϵͲϭϰ ;ϮϯͿ ϭϱͲϭϴͲϱϬͬϯΗ ;ϲϴͬϵΗͿ ϴͲϮϰͲϱϬͬϱΗ ;ϳϰͬϭϭΗͿ >/Yh/>/D/dϳϭ W>^d//dz/Eyϰϰ DK/^dhZKEdEd;йͿϭϲ͘ϱ Ϯϲ͘Ϭ Ϯϭ͘Ϭ YW;d^&Ϳϰ͘ϱϬ ϯ͘ϬϬ ϰ͘ϱϬ &/E^KEdEd;йͿϳϵ͘ϵ >/Ed͗ K'EDƵůƟĨĂŵŝůǇ͕>W WZK:dED͗ ^ƚŽĐŬǇĂƌĚƐDĂŝŶƉĂƌƚŵĞŶƚƐ WZK:dEK͗͘KZ/E'EK͗͘^,d͗ ϲϯ͗ϮϭϵϬ ͲϬϭ ϭŽĨϭ Z/>>ZͬKEdZdKZ͗ ĂƌďĂƌŝůůŝŶŐŽ͕>> ^/d>Kd/KE͗ EEŽƌƚŚDĂŝŶ^ƚƌĞĞƚĂŶĚϮϵƚŚ^ƚƌĞĞƚ&ŽƌƚtŽƌƚŚ͕dĞǆĂƐϳϲϭϬϲ >K^^K&/Zh>d/KE >d/dh͗ ϯϮ͘ϴϬϬϮϲϯ >KE'/dh͗ Ͳϵϳ͘ϯϰϵϬϭϰ ^dd/KE͗^hZ&>sd/KE͗ ϱϵϲ͘Ϭ KddKDK&^/E' d,^dZd/&/d/KE>/E^ZWZ^Edd,WWZKy/DdKhEZz>/E^dtE^K/>dzW^͘/EͲ^/dhd,dZE^/d/KEDz'Zh> t>;&ŝƌƐƚŶĐŽƵŶƚĞƌĞĚͿ t>;ŽŵƉůĞƟŽŶͿ t>;^ĞĂƐŽŶĂů,ŝŐŚtĂƚĞƌͿ t>;^ƚĂďŝůŝǌĞĚͿ Zz Zz Eͬ Eͬ KZ/E'^dZd͗ KZ/E' KDW>d͗ Yh/WDEd͗ Dϰϱ DĂƌϭϬϮϬϮϱ DĂƌϭϬϮϬϮϱ >K''z͗ >>ϯ s/EWd,͗ ,DDZdzW͗ Z/>>/E'Dd,K͗ ƵƚŽ ^ŽůŝĚ^ƚĞŵƵŐĞƌ 'Kd,E/>KZ,K>>K' ^dEZWEdZd/KE>Kt^ͬ&d ϭϬ ϮϬ ϯϬ ϰϬ ϱϬ ϮϬ ϰϬ ϲϬ ϴϬ ϭϬϬ ZK<Yh>/dz^/'Ed/KEΘZKsZz ZY Z D^DW>Z>Kt^ͬ&d ϭϬ ϮϬ ϯϬ ϰϬ ϱϬ dy^KEWEdZd/KE>Kt^ͬ&d Eͬ Wd,;&dͿ ^DW>EhDZͲϭ ͲϮ Ͳϯ ^DW>dzWdW dW dW ^DW>/^d͘;/EͿϮ ϭ Ϭ ZKsZz;/EͿ^Z/Wd/KEK&DdZ/> td,Z>/D^dKE͕ƚĂŶ >/D^dKE͕ŐƌĂǇ͕ǁŝƚŚŝŶƚĞƌďĞĚĚĞĚ ǁĞĂƚŚĞƌĞĚůŝŵĞƐƚŽŶĞůĂǇĞƌƐ $8*(55()86$/$7)7 tdZ>s>^>sd/KE;&dͿ >Kt^ͬϲΗ;dWͬDͬ^WdͲEǀĂůƵĞͿΎϱϬ΀ϭ͘Ϯϱ΁ ϱϬ΀Ϭ͘ϳϱ΁ ϱϬ΀Ϭ͘ϳϱ΁ ϱϬ΀Ϭ͘Ϯϱ΁ ϱϬ΀Ϭ͘Ϯϱ΁ ϱϬ΀Ϭ͘ϬϬ΁ >/Yh/>/D/dW>^d//dz/EyDK/^dhZKEdEd;йͿYW;d^&Ϳ&/E^KEdEd;йͿ>/Ed͗ K'EDƵůƟĨĂŵŝůǇ͕>W WZK:dED͗ ^ƚŽĐŬǇĂƌĚƐDĂŝŶƉĂƌƚŵĞŶƚƐ WZK:dEK͗͘KZ/E'EK͗͘^,d͗ ϲϯ͗ϮϭϵϬ ͲϬϮ ϭŽĨϭ Z/>>ZͬKEdZdKZ͗ ĂƌďĂƌŝůůŝŶŐŽ͕>> ^/d>Kd/KE͗ EEŽƌƚŚDĂŝŶ^ƚƌĞĞƚĂŶĚϮϵƚŚ^ƚƌĞĞƚ&ŽƌƚtŽƌƚŚ͕dĞǆĂƐϳϲϭϬϲ >K^^K&/Zh>d/KE >d/dh͗ ϯϮ͘ϳϵϵϳϲϱ >KE'/dh͗ Ͳϵϳ͘ϯϰϴϴϱϯ ^dd/KE͗^hZ&>sd/KE͗ ϱϵϲ͘Ϭ KddKDK&^/E' d,^dZd/&/d/KE>/E^ZWZ^Edd,WWZKy/DdKhEZz>/E^dtE^K/>dzW^͘/EͲ^/dhd,dZE^/d/KEDz'Zh> t>;&ŝƌƐƚŶĐŽƵŶƚĞƌĞĚͿ t>;ŽŵƉůĞƟŽŶͿ t>;^ĞĂƐŽŶĂů,ŝŐŚtĂƚĞƌͿ t>;^ƚĂďŝůŝǌĞĚͿ Zz Zz Eͬ Eͬ KZ/E'^dZd͗ KZ/E' KDW>d͗ Yh/WDEd͗ Dϰϱ DĂƌϭϬϮϬϮϱ DĂƌϭϬϮϬϮϱ >K''z͗ >>ϯ s/EWd,͗ ,DDZdzW͗ Z/>>/E'Dd,K͗ ƵƚŽ ^ŽůŝĚ^ƚĞŵƵŐĞƌ 'Kd,E/>KZ,K>>K' ^dEZWEdZd/KE>Kt^ͬ&d ϭϬ ϮϬ ϯϬ ϰϬ ϱϬ ϮϬ ϰϬ ϲϬ ϴϬ ϭϬϬ ZK<Yh>/dz^/'Ed/KEΘZKsZz ZY Z D^DW>Z>Kt^ͬ&d ϭϬ ϮϬ ϯϬ ϰϬ ϱϬ dy^KEWEdZd/KE>Kt^ͬ&d Eͬ Wd,;&dͿ ^DW>EhDZ^Ͳϭ ^ͲϮ ^Ͳϯ ^Ͳϰ ^Ͳϱ ^Ͳϲ ^Ͳϳ ^DW>dzW^^ ^^ ^^ ^^ ^^ ^^ ^^^DW>/^d͘;/EͿϭϳ ϱ ϭϴ ϭϴ ϭϴ ϭϴ ϭϴ ZKsZz;/EͿϭϳ ϱ ϭϴ ϭϴ ϭϴ ϭϴ ϭϴ ^Z/Wd/KEK&DdZ/> ;>Ϳ &/>>͕^Ez>E>z͕ďƌŽǁŶ͕ ůŝŐŚƚďƌŽǁŶ͕ŐƌĂǇŝƐŚďƌŽǁŶ͕ǀĞƌǇ ƐƚŝĨĨƚŽŚĂƌĚ͕ǁŝƚŚ ůŝŵĞƐƚŽŶĞůĂǇĞƌƐ (1'2)%25,1*$7)7 tdZ>s>^>sd/KE;&dͿ >Kt^ͬϲΗ;dWͬDͬ^WdͲEǀĂůƵĞͿΎϭϯͲϮϯͲϱϬͬϱΗ ;ϳϯͬϭϭΗͿ ϱϬͬϱΗ ;ϱϬͬϱΗͿ ϱͲϲͲϱ ;ϭϭͿ ϴͲϲͲϰ ;ϭϬͿ ϭϯͲϭϮͲϴ ;ϮϬͿ ϯϳͲϮϬͲϮϳ ;ϰϳͿ ϭϱͲϮϭͲϮϬ ;ϰϭͿ >/Yh/>/D/dϯϵ ϯϳ W>^d//dz/EyϮϭ ϮϬ DK/^dhZKEdEd;йͿϵ͘ϳ ϭϮ͘ϵ YW;d^&Ϳ&/E^KEdEd;йͿϲϰ͘ϱ ϱϯ͘ϵ >/Ed͗ K'EDƵůƟĨĂŵŝůǇ͕>W WZK:dED͗ ^ƚŽĐŬǇĂƌĚƐDĂŝŶƉĂƌƚŵĞŶƚƐ WZK:dEK͗͘KZ/E'EK͗͘^,d͗ ϲϯ͗ϮϭϵϬ ͲϬϯ ϭŽĨϭ Z/>>ZͬKEdZdKZ͗ ĂƌďĂƌŝůůŝŶŐŽ͕>> ^/d>Kd/KE͗ EEŽƌƚŚDĂŝŶ^ƚƌĞĞƚĂŶĚϮϵƚŚ^ƚƌĞĞƚ&ŽƌƚtŽƌƚŚ͕dĞǆĂƐϳϲϭϬϲ >K^^K&/Zh>d/KE >d/dh͗ ϯϮ͘ϳϵϵϳϱϳ >KE'/dh͗ Ͳϵϳ͘ϯϰϴϰϯϯ ^dd/KE͗^hZ&>sd/KE͗ ϱϵϲ͘Ϭ KddKDK&^/E' d,^dZd/&/d/KE>/E^ZWZ^Edd,WWZKy/DdKhEZz>/E^dtE^K/>dzW^͘/EͲ^/dhd,dZE^/d/KEDz'Zh> t>;&ŝƌƐƚŶĐŽƵŶƚĞƌĞĚͿ t>;ŽŵƉůĞƟŽŶͿ t>;^ĞĂƐŽŶĂů,ŝŐŚtĂƚĞƌͿ t>;^ƚĂďŝůŝǌĞĚͿ Zz Zz Eͬ Eͬ KZ/E'^dZd͗ KZ/E' KDW>d͗ Yh/WDEd͗ Dϰϱ DĂƌϭϬϮϬϮϱ DĂƌϭϬϮϬϮϱ >K''z͗ >>ϯ s/EWd,͗ ,DDZdzW͗ Z/>>/E'Dd,K͗ ƵƚŽ ^ŽůŝĚ^ƚĞŵƵŐĞƌ 'Kd,E/>KZ,K>>K' ^dEZWEdZd/KE>Kt^ͬ&d ϭϬ ϮϬ ϯϬ ϰϬ ϱϬ ϮϬ ϰϬ ϲϬ ϴϬ ϭϬϬ ZK<Yh>/dz^/'Ed/KEΘZKsZz ZY Z D^DW>Z>Kt^ͬ&d ϭϬ ϮϬ ϯϬ ϰϬ ϱϬ dy^KEWEdZd/KE>Kt^ͬ&d Eͬ Wd,;&dͿ ^DW>EhDZ^Ͳϭ ^ͲϮ ^Ͳϯ ^Ͳϰ ^Ͳϱ ^Ͳϲ ^Ͳϳ ^DW>dzW^^ ^d ^d ^d ^^ ^^ ^^^DW>/^d͘;/EͿϭϴ Ϯϰ Ϯϰ Ϯϰ ϭϴ ϭϴ ϭϴ ZKsZz;/EͿϭϴ Ϯϰ Ϯϰ Ϯϰ ϭϴ ϭϴ ϭϴ ^Z/Wd/KEK&DdZ/> ;>Ϳ &/>>͕^Ez>E>z͕ďƌŽǁŶ͕ ůŝŐŚƚďƌŽǁŶ͕ŐƌĂǇŝƐŚďƌŽǁŶ͕ŚĂƌĚ (1'2)%25,1*$7)7 tdZ>s>^>sd/KE;&dͿ >Kt^ͬϲΗ;dWͬDͬ^WdͲEǀĂůƵĞͿΎϭϵͲϲͲϲ ;ϭϮͿ ϲͲϲͲϭϯ ;ϭϵͿ ϲͲϰͲϭϯ ;ϭϳͿ ϭϮͲϴͲϵ ;ϭϳͿ >/Yh/>/D/dϰϭ W>^d//dz/EyϮϮ DK/^dhZKEdEd;йͿϵ͘ϴ ϭϱ͘Ϭ YW;d^&Ϳϰ͘ϬϬ ϰ͘ϱϬ ϰ͘ϱϬ &/E^KEdEd;йͿϲϴ͘ϵ >/Ed͗ K'EDƵůƟĨĂŵŝůǇ͕>W WZK:dED͗ ^ƚŽĐŬǇĂƌĚƐDĂŝŶƉĂƌƚŵĞŶƚƐ WZK:dEK͗͘KZ/E'EK͗͘^,d͗ ϲϯ͗ϮϭϵϬ ͲϬϰ ϭŽĨϭ Z/>>ZͬKEdZdKZ͗ ĂƌďĂƌŝůůŝŶŐŽ͕>> ^/d>Kd/KE͗ EEŽƌƚŚDĂŝŶ^ƚƌĞĞƚĂŶĚϮϵƚŚ^ƚƌĞĞƚ&ŽƌƚtŽƌƚŚ͕dĞǆĂƐϳϲϭϬϲ >K^^K&/Zh>d/KE >d/dh͗ ϯϮ͘ϳϵϵϱϬϮ >KE'/dh͗ Ͳϵϳ͘ϯϰϴϬϮϴ ^dd/KE͗^hZ&>sd/KE͗ ϱϵϰ͘Ϭ KddKDK&^/E' d,^dZd/&/d/KE>/E^ZWZ^Edd,WWZKy/DdKhEZz>/E^dtE^K/>dzW^͘/EͲ^/dhd,dZE^/d/KEDz'Zh> t>;&ŝƌƐƚŶĐŽƵŶƚĞƌĞĚͿ t>;ŽŵƉůĞƟŽŶͿ t>;^ĞĂƐŽŶĂů,ŝŐŚtĂƚĞƌͿ t>;^ƚĂďŝůŝǌĞĚͿ Zz Zz Eͬ Eͬ KZ/E'^dZd͗ KZ/E' KDW>d͗ Yh/WDEd͗ Dϰϱ DĂƌϭϬϮϬϮϱ DĂƌϭϬϮϬϮϱ >K''z͗ >>ϯ s/EWd,͗ ,DDZdzW͗ Z/>>/E'Dd,K͗ ƵƚŽ ^ŽůŝĚ^ƚĞŵƵŐĞƌ 'Kd,E/>KZ,K>>K' ^dEZWEdZd/KE>Kt^ͬ&d ϭϬ ϮϬ ϯϬ ϰϬ ϱϬ ϮϬ ϰϬ ϲϬ ϴϬ ϭϬϬ ZK<Yh>/dz^/'Ed/KEΘZKsZz ZY Z D^DW>Z>Kt^ͬ&d ϭϬ ϮϬ ϯϬ ϰϬ ϱϬ dy^KEWEdZd/KE>Kt^ͬ&d Eͬ Wd,;&dͿ ^DW>EhDZ^Ͳϭ ^ͲϮ ^Ͳϯ ^Ͳϰ ^Ͳϱ ^Ͳϲ ^Ͳϳ ^DW>dzW^d ^d ^d ^^ ^^ ^d ^d ^DW>/^d͘;/EͿϮϰ Ϯϰ Ϯϰ ϭϴ ϭϴ Ϯϰ Ϯϰ ZKsZz;/EͿϮϰ Ϯϰ Ϯϰ ϭϴ ϭϴ Ϯϰ Ϯϰ ^Z/Wd/KEK&DdZ/> ;>Ϳ ^Ez>E>z͕ĚĂƌŬďƌŽǁŶ͕ ďƌŽǁŶ͕ůŝŐŚƚďƌŽǁŶ͕ƐƟīƚŽǀĞƌǇƐƟī (1'2)%25,1*$7)7 tdZ>s>^>sd/KE;&dͿ >Kt^ͬϲΗ;dWͬDͬ^WdͲEǀĂůƵĞͿΎϭϳͲϱͲϰ ;ϵͿ ϰͲϳͲϭϲ ;ϮϯͿ >/Yh/>/D/dϮϴ W>^d//dz/Eyϭϯ DK/^dhZKEdEd;йͿϭϮ͘ϰ ϭϬ͘ϲ YW;d^&Ϳϯ͘ϬϬ ϰ͘ϱϬ ϯ͘ϬϬ ϭ͘ϱϬ ϭ͘ϱϬ &/E^KEdEd;йͿϱϲ͘ϱ >/Ed͗ K'EDƵůƟĨĂŵŝůǇ͕>W WZK:dED͗ ^ƚŽĐŬǇĂƌĚƐDĂŝŶƉĂƌƚŵĞŶƚƐ WZK:dEK͗͘KZ/E'EK͗͘^,d͗ ϲϯ͗ϮϭϵϬ ͲϬϱ ϭŽĨϭ Z/>>ZͬKEdZdKZ͗ ĂƌďĂƌŝůůŝŶŐŽ͕>> ^/d>Kd/KE͗ EEŽƌƚŚDĂŝŶ^ƚƌĞĞƚĂŶĚϮϵƚŚ^ƚƌĞĞƚ&ŽƌƚtŽƌƚŚ͕dĞǆĂƐϳϲϭϬϲ >K^^K&/Zh>d/KE >d/dh͗ ϯϮ͘ϳϵϵϰϬϰ >KE'/dh͗ Ͳϵϳ͘ϯϰϴϱϭϳ ^dd/KE͗^hZ&>sd/KE͗ ϱϵϰ͘Ϭ KddKDK&^/E' d,^dZd/&/d/KE>/E^ZWZ^Edd,WWZKy/DdKhEZz>/E^dtE^K/>dzW^͘/EͲ^/dhd,dZE^/d/KEDz'Zh> t>;&ŝƌƐƚŶĐŽƵŶƚĞƌĞĚͿ t>;ŽŵƉůĞƟŽŶͿ t>;^ĞĂƐŽŶĂů,ŝŐŚtĂƚĞƌͿ t>;^ƚĂďŝůŝǌĞĚͿ ϭϴ͘ϬϬ ϭϳ͘ϬϬ Eͬ Eͬ KZ/E'^dZd͗ KZ/E' KDW>d͗ Yh/WDEd͗ Dϰϱ DĂƌϭϬϮϬϮϱ DĂƌϭϬϮϬϮϱ >K''z͗ >>ϯ s/EWd,͗ ,DDZdzW͗ Z/>>/E'Dd,K͗ ƵƚŽ ^ŽůŝĚ^ƚĞŵƵŐĞƌ 'Kd,E/>KZ,K>>K' ^dEZWEdZd/KE>Kt^ͬ&d ϭϬ ϮϬ ϯϬ ϰϬ ϱϬ ϮϬ ϰϬ ϲϬ ϴϬ ϭϬϬ ZK<Yh>/dz^/'Ed/KEΘZKsZz ZY Z D^DW>Z>Kt^ͬ&d ϭϬ ϮϬ ϯϬ ϰϬ ϱϬ dy^KEWEdZd/KE>Kt^ͬ&d Eͬ Wd,;&dͿ ^DW>EhDZ^Ͳϭ ^ͲϮ Ͳϭ ͲϮ Ͳϯ ^Ͳϯ ^Ͳϰ ^DW>dzW^d ^^ dW dW dW ^d ^^^DW>/^d͘;/EͿϮϰ ϱ ϳ ϴ ϭϮ Ϯϰ ϭϭ ZKsZz;/EͿϮϰ ϱ Ϯϰ ϭϭ ^Z/Wd/KEK&DdZ/> ;^Ϳ&/>>͕>zz^E͕ƚƌĂĐĞŐƌĂǀĞů͕ ƚƌĂĐĞƐĂŶĚ͕ďƌŽǁŶ͕ůŝŐŚƚďƌŽǁŶ͕ŐƌĂǇŝƐŚ ďƌŽǁŶ͕ŵĞĚŝƵŵĚĞŶƐĞƚŽĚĞŶƐĞ͕ǁŝƚŚ ůŝŵĞƐƚŽŶĞůĂǇĞƌƐ td,Z>/D^dKE͕ƚĂŶ͕ǁŝƚŚ ŝŶƚĞƌďĞĚĚĞĚĐůĂǇůĂǇĞƌƐ (1'2)%25,1*$7)7 tdZ>s>^>sd/KE;&dͿ >Kt^ͬϲΗ;dWͬDͬ^WdͲEǀĂůƵĞͿΎϱϬͬϱΗ ϰϴ΀ϲ͘ϬϬ΁ ϱϬ΀ϭ͘ϬϬ΁ ϱϬ΀ϲ͘ϬϬ΁ ϱϬ΀Ϯ͘ϬϬ΁ Ϯϰ΀ϲ͘ϬϬ΁ ϱϬ΀ϱ͘ϱϬ΁ ϮϰͲϱϬͬϱΗ ;ϱϬͬϱΗͿ >/Yh/>/D/dϯϰ W>^d//dz/Eyϭϳ DK/^dhZKEdEd;йͿϭϭ͘ϲ YW;d^&Ϳϯ͘ϬϬ ϰ͘ϱϬ &/E^KEdEd;йͿϮϰ͘ϲ >/Ed͗ K'EDƵůƟĨĂŵŝůǇ͕>W WZK:dED͗ ^ƚŽĐŬǇĂƌĚƐDĂŝŶƉĂƌƚŵĞŶƚƐ WZK:dEK͗͘KZ/E'EK͗͘^,d͗ ϲϯ͗ϮϭϵϬ ͲϬϲ ϭŽĨϭ Z/>>ZͬKEdZdKZ͗ ĂƌďĂƌŝůůŝŶŐŽ͕>> ^/d>Kd/KE͗ EEŽƌƚŚDĂŝŶ^ƚƌĞĞƚĂŶĚϮϵƚŚ^ƚƌĞĞƚ&ŽƌƚtŽƌƚŚ͕dĞǆĂƐϳϲϭϬϲ >K^^K&/Zh>d/KE >d/dh͗ ϯϮ͘ϳϵϴϴϮϰ >KE'/dh͗ Ͳϵϳ͘ϯϰϴϮϰϭ ^dd/KE͗^hZ&>sd/KE͗ ϱϵϰ͘Ϭ KddKDK&^/E' d,^dZd/&/d/KE>/E^ZWZ^Edd,WWZKy/DdKhEZz>/E^dtE^K/>dzW^͘/EͲ^/dhd,dZE^/d/KEDz'Zh> t>;&ŝƌƐƚŶĐŽƵŶƚĞƌĞĚͿ t>;ŽŵƉůĞƟŽŶͿ t>;^ĞĂƐŽŶĂů,ŝŐŚtĂƚĞƌͿ t>;^ƚĂďŝůŝǌĞĚͿ Zz Zz Eͬ Eͬ KZ/E'^dZd͗ KZ/E' KDW>d͗ Yh/WDEd͗ Dϰϱ DĂƌϭϬϮϬϮϱ DĂƌϭϬϮϬϮϱ >K''z͗ >>ϯ s/EWd,͗ ,DDZdzW͗ Z/>>/E'Dd,K͗ ƵƚŽ ^ŽůŝĚ^ƚĞŵƵŐĞƌ 'Kd,E/>KZ,K>>K' ^dEZWEdZd/KE>Kt^ͬ&d ϭϬ ϮϬ ϯϬ ϰϬ ϱϬ ϮϬ ϰϬ ϲϬ ϴϬ ϭϬϬ ZK<Yh>/dz^/'Ed/KEΘZKsZz ZY Z D^DW>Z>Kt^ͬ&d ϭϬ ϮϬ ϯϬ ϰϬ ϱϬ dy^KEWEdZd/KE>Kt^ͬ&d Wd,;&dͿ ^DW>EhDZ^Ͳϭ ^ͲϮ ^Ͳϯ Ͳϭ ^DW>dzW^d ^^ ^^ dW ^DW>/^d͘;/EͿϮϰ Ϯ ϱ Ϭ ZKsZz;/EͿϮϰ Ϯ ϱ ^Z/Wd/KEK&DdZ/> td,Z>/D^dKE͕ƚƌĂĐĞŐƌĂǀĞů͕ ƚƌĂĐĞƐĂŶĚ͕ƚĂŶ͕ǁŝƚŚŝŶƚĞƌďĞĚĚĞĚĐůĂǇ ůĂǇĞƌƐ $8*(55()86$/$7)7 tdZ>s>^>sd/KE;&dͿ >Kt^ͬϲΗ;dWͬDͬ^WdͲEǀĂůƵĞͿΎϱϬͬϮΗ ϱϬͬϱΗ ϱϬ΀Ϭ͘ϬϬ΁ ϱϬ΀Ϭ͘ϬϬ΁ >/Yh/>/D/dW>^d//dz/EyDK/^dhZKEdEd;йͿϭϮ͘ϰ YW;d^&Ϳϰ͘ϱϬ &/E^KEdEd;йͿ>/Ed͗ K'EDƵůƟĨĂŵŝůǇ͕>W WZK:dED͗ ^ƚŽĐŬǇĂƌĚƐDĂŝŶƉĂƌƚŵĞŶƚƐ WZK:dEK͗͘KZ/E'EK͗͘^,d͗ ϲϯ͗ϮϭϵϬ ͲϬϳ ϭŽĨϭ Z/>>ZͬKEdZdKZ͗ ĂƌďĂƌŝůůŝŶŐŽ͕>> ^/d>Kd/KE͗ EEŽƌƚŚDĂŝŶ^ƚƌĞĞƚĂŶĚϮϵƚŚ^ƚƌĞĞƚ&ŽƌƚtŽƌƚŚ͕dĞǆĂƐϳϲϭϬϲ >K^^K&/Zh>d/KE >d/dh͗ ϯϮ͘ϳϵϵϭϬϭ >KE'/dh͗ Ͳϵϳ͘ϯϰϳϳϮϱ ^dd/KE͗^hZ&>sd/KE͗ ϱϵϬ͘Ϭ KddKDK&^/E' d,^dZd/&/d/KE>/E^ZWZ^Edd,WWZKy/DdKhEZz>/E^dtE^K/>dzW^͘/EͲ^/dhd,dZE^/d/KEDz'Zh> t>;&ŝƌƐƚŶĐŽƵŶƚĞƌĞĚͿ t>;ŽŵƉůĞƟŽŶͿ t>;^ĞĂƐŽŶĂů,ŝŐŚtĂƚĞƌͿ t>;^ƚĂďŝůŝǌĞĚͿ Zz Zz Eͬ Eͬ KZ/E'^dZd͗ KZ/E' KDW>d͗ Yh/WDEd͗ Dϰϱ DĂƌϭϭϮϬϮϱ DĂƌϭϭϮϬϮϱ >K''z͗ >>ϯ s/EWd,͗ ,DDZdzW͗ Z/>>/E'Dd,K͗ ƵƚŽ ^ŽůŝĚ^ƚĞŵƵŐĞƌ 'Kd,E/>KZ,K>>K' ^dEZWEdZd/KE>Kt^ͬ&d ϭϬ ϮϬ ϯϬ ϰϬ ϱϬ ϮϬ ϰϬ ϲϬ ϴϬ ϭϬϬ ZK<Yh>/dz^/'Ed/KEΘZKsZz ZY Z D^DW>Z>Kt^ͬ&d ϭϬ ϮϬ ϯϬ ϰϬ ϱϬ dy^KEWEdZd/KE>Kt^ͬ&d Eͬ Wd,;&dͿ ^DW>EhDZ^Ͳϭ ^ͲϮ Ͳϭ ͲϮ ^Ͳϯ ^Ͳϰ ^Ͳϱ ^DW>dzW^d ^^ dW dW ^^ ^^ ^^^DW>/^d͘;/EͿϮϰ ϯ Ϯ ϭϮ ϭϴ ϱ ϭϴ ZKsZz;/EͿϮϰ ϯ ϭϴ ϱ ϭϴ ^Z/Wd/KEK&DdZ/> ;^Ϳ&/>>͕>zz^E͕ůŝŐŚƚďƌŽǁŶ͕ ďƌŽǁŶ͕ĚĞŶƐĞ ;^Ϳ&/>>͕>zz^Et/d,K> EZh>͕ůŝŐŚƚďƌŽǁŶ͕ďƌŽǁŶ͕ ĚĞŶƐĞ ;,Ϳ&d>z͕ůŝŐŚƚďƌŽǁŶ͕ďƌŽǁŶ͕ ŚĂƌĚ͕ǁŝƚŚĐĂůĐĂƌĞŽƵƐŶŽĚƵůĞƐ (1'2)%25,1*$7)7 tdZ>s>^>sd/KE;&dͿ >Kt^ͬϲΗ;dWͬDͬ^WdͲEǀĂůƵĞͿΎϱϬͬϯΗ ϱϬ΀ϭ͘ϱϬ΁ ϱϬ΀Ϭ͘ϱϬ΁ ϯ΀ϲ͘ϬϬ΁ ϰ΀ϲ͘ϬϬ΁ ϮͲϱͲϲ ;ϭϭͿ ϱϬͬϱΗ ϭϮͲϭϵͲϮϬ ;ϯϵͿ >/Yh/>/D/dϯϰ W>^d//dz/Eyϭϴ DK/^dhZKEdEd;йͿϭϭ͘ϴ ϭϰ͘ϭ YW;d^&Ϳϰ͘ϱϬ &/E^KEdEd;йͿϰϲ͘ϭ >/Ed͗ K'EDƵůƟĨĂŵŝůǇ͕>W WZK:dED͗ ^ƚŽĐŬǇĂƌĚƐDĂŝŶƉĂƌƚŵĞŶƚƐ WZK:dEK͗͘KZ/E'EK͗͘^,d͗ ϲϯ͗ϮϭϵϬ ͲϬϴ ϭŽĨϭ Z/>>ZͬKEdZdKZ͗ ĂƌďĂƌŝůůŝŶŐŽ͕>> ^/d>Kd/KE͗ EEŽƌƚŚDĂŝŶ^ƚƌĞĞƚĂŶĚϮϵƚŚ^ƚƌĞĞƚ&ŽƌƚtŽƌƚŚ͕dĞǆĂƐϳϲϭϬϲ >K^^K&/Zh>d/KE >d/dh͗ ϯϮ͘ϳϵϴϲϵϵ >KE'/dh͗ Ͳϵϳ͘ϯϰϳϳϯϱ ^dd/KE͗^hZ&>sd/KE͗ ϱϵϮ͘Ϭ KddKDK&^/E' d,^dZd/&/d/KE>/E^ZWZ^Edd,WWZKy/DdKhEZz>/E^dtE^K/>dzW^͘/EͲ^/dhd,dZE^/d/KEDz'Zh> t>;&ŝƌƐƚŶĐŽƵŶƚĞƌĞĚͿ t>;ŽŵƉůĞƟŽŶͿ t>;^ĞĂƐŽŶĂů,ŝŐŚtĂƚĞƌͿ t>;^ƚĂďŝůŝǌĞĚͿ Zz Zz Eͬ Eͬ KZ/E'^dZd͗ KZ/E' KDW>d͗ Yh/WDEd͗ Dϰϱ DĂƌϭϭϮϬϮϱ DĂƌϭϭϮϬϮϱ >K''z͗ >>ϯ s/EWd,͗ ,DDZdzW͗ Z/>>/E'Dd,K͗ ƵƚŽ ^ŽůŝĚ^ƚĞŵƵŐĞƌ 'Kd,E/>KZ,K>>K' ^dEZWEdZd/KE>Kt^ͬ&d ϭϬ ϮϬ ϯϬ ϰϬ ϱϬ ϮϬ ϰϬ ϲϬ ϴϬ ϭϬϬ ZK<Yh>/dz^/'Ed/KEΘZKsZz ZY Z D^DW>Z>Kt^ͬ&d ϭϬ ϮϬ ϯϬ ϰϬ ϱϬ dy^KEWEdZd/KE>Kt^ͬ&d Wd,;&dͿ ^DW>EhDZͲϭ ^Ͳϭ ^ͲϮ ^Ͳϯ ^Ͳϰ ^Ͳϱ ^DW>dzWdW ^^ ^d ^^ ^^ ^^^DW>/^d͘;/EͿϮ ϭϴ Ϯϰ ϭϴ ϭϴ ϭϭ ZKsZz;/EͿϭϴ Ϯϰ ϭϴ ϭϴ ϭϭ ^Z/Wd/KEK&DdZ/> ;>Ϳ &/>>͕^Ez>E>z͕ďƌŽǁŶ͕ ůŝŐŚƚďƌŽǁŶ͕ŐƌĂǇŝƐŚďƌŽǁŶ͕ŚĂƌĚ͕ ǁŝƚŚ ůŝŵĞƐƚŽŶĞůĂǇĞƌƐ ;>Ϳ &/>>͕^Ez>E>z͕ƚƌĂĐĞ ŐƌĂǀĞů͕ƚƌĂĐĞƐĂŶĚ͕ďƌŽǁŶ͕ůŝŐŚƚďƌŽǁŶ͕ ŐƌĂǇŝƐŚďƌŽǁŶ͕ǀĞƌǇƐƚŝĨĨ͕ǁŝƚŚ ůŝŵĞƐƚŽŶĞůĂǇĞƌƐ (1'2)%25,1*$7)7 tdZ>s>^>sd/KE;&dͿ >Kt^ͬϲΗ;dWͬDͬ^WdͲEǀĂůƵĞͿΎϱϬ΀ϭ͘ϬϬ΁ ϱϬ΀Ϭ͘ϳϱ΁ ϮͲϮͲϮ ;ϰͿ ϭϬͲϲͲϲ ;ϭϮͿ ϱͲϳͲϮϬ ;ϮϳͿ ϮϰͲϱϬͬϱΗ ;ϱϬͬϱΗͿ >/Yh/>/D/dϯϱ W>^d//dz/Eyϭϵ DK/^dhZKEdEd;йͿϭϮ͘Ϭ YW;d^&Ϳϰ͘ϱϬ &/E^KEdEd;йͿϱϭ͘ϵ >/Ed͗ K'EDƵůƟĨĂŵŝůǇ͕>W WZK:dED͗ ^ƚŽĐŬǇĂƌĚƐDĂŝŶƉĂƌƚŵĞŶƚƐ WZK:dEK͗͘KZ/E'EK͗͘^,d͗ ϲϯ͗ϮϭϵϬ ͲϬϵ ϭŽĨϭ Z/>>ZͬKEdZdKZ͗ ĂƌďĂƌŝůůŝŶŐŽ͕>> ^/d>Kd/KE͗ EEŽƌƚŚDĂŝŶ^ƚƌĞĞƚĂŶĚϮϵƚŚ^ƚƌĞĞƚ&ŽƌƚtŽƌƚŚ͕dĞǆĂƐϳϲϭϬϲ >K^^K&/Zh>d/KE >d/dh͗ ϯϮ͘ϳϵϵϭϱϵ >KE'/dh͗ Ͳϵϳ͘ϯϰϴϭϱϮ ^dd/KE͗^hZ&>sd/KE͗ ϱϵϮ͘Ϭ KddKDK&^/E' d,^dZd/&/d/KE>/E^ZWZ^Edd,WWZKy/DdKhEZz>/E^dtE^K/>dzW^͘/EͲ^/dhd,dZE^/d/KEDz'Zh> t>;&ŝƌƐƚŶĐŽƵŶƚĞƌĞĚͿ t>;ŽŵƉůĞƟŽŶͿ t>;^ĞĂƐŽŶĂů,ŝŐŚtĂƚĞƌͿ t>;^ƚĂďŝůŝǌĞĚͿ ϭϵ͘ϬϬ ϭϳ͘ϬϬ Eͬ Eͬ KZ/E'^dZd͗ KZ/E' KDW>d͗ Yh/WDEd͗ Dϰϱ DĂƌϭϭϮϬϮϱ DĂƌϭϭϮϬϮϱ >K''z͗ >>ϯ s/EWd,͗ ,DDZdzW͗ Z/>>/E'Dd,K͗ ƵƚŽ ^ŽůŝĚ^ƚĞŵƵŐĞƌ 'Kd,E/>KZ,K>>K' ^dEZWEdZd/KE>Kt^ͬ&d ϭϬ ϮϬ ϯϬ ϰϬ ϱϬ ϮϬ ϰϬ ϲϬ ϴϬ ϭϬϬ ZK<Yh>/dz^/'Ed/KEΘZKsZz ZY Z D^DW>Z>Kt^ͬ&d ϭϬ ϮϬ ϯϬ ϰϬ ϱϬ dy^KEWEdZd/KE>Kt^ͬ&d Eͬ Wd,;&dͿ ^DW>EhDZ^Ͳϭ ^ͲϮ ^Ͳϯ ^DW>dzW^d ^d ^d ^DW>/^d͘;/EͿϮϰ Ϯϰ ϭϮ ZKsZz;/EͿϮϰ Ϯϰ ϭϮ ^Z/Wd/KEK&DdZ/> ;,Ϳ&/>>͕&d>zt/d,^E͕ĚĂƌŬ ďƌŽǁŶ͕ďƌŽǁŶ͕ǀĞƌǇƐƟīƚŽŚĂƌĚ (1'2)%25,1*$7)7 tdZ>s>^>sd/KE;&dͿ >Kt^ͬϲΗ;dWͬDͬ^WdͲEǀĂůƵĞͿΎ>/Yh/>/D/dϱϵ W>^d//dz/Eyϯϱ DK/^dhZKEdEd;йͿϮϳ͘ϴ YW;d^&Ϳϯ͘ϬϬ Ϯ͘ϬϬ ϰ͘ϱϬ &/E^KEdEd;йͿϳϴ͘ϯ >/Ed͗ K'EDƵůƟĨĂŵŝůǇ͕>W WZK:dED͗ ^ƚŽĐŬǇĂƌĚƐDĂŝŶƉĂƌƚŵĞŶƚƐ WZK:dEK͗͘KZ/E'EK͗͘^,d͗ ϲϯ͗ϮϭϵϬ WͲϬϭ ϭŽĨϭ Z/>>ZͬKEdZdKZ͗ ĂƌďĂƌŝůůŝŶŐŽ͕>> ^/d>Kd/KE͗ EEŽƌƚŚDĂŝŶ^ƚƌĞĞƚĂŶĚϮϵƚŚ^ƚƌĞĞƚ&ŽƌƚtŽƌƚŚ͕dĞǆĂƐϳϲϭϬϲ >K^^K&/Zh>d/KE >d/dh͗ ϯϮ͘ϴϬϬϴϲϰ >KE'/dh͗ Ͳϵϳ͘ϯϰϵϭϮϵ ^dd/KE͗^hZ&>sd/KE͗ ϱϵϴ͘Ϭ KddKDK&^/E' d,^dZd/&/d/KE>/E^ZWZ^Edd,WWZKy/DdKhEZz>/E^dtE^K/>dzW^͘/EͲ^/dhd,dZE^/d/KEDz'Zh> t>;&ŝƌƐƚŶĐŽƵŶƚĞƌĞĚͿ t>;ŽŵƉůĞƟŽŶͿ t>;^ĞĂƐŽŶĂů,ŝŐŚtĂƚĞƌͿ t>;^ƚĂďŝůŝǌĞĚͿ Zz Zz Eͬ Eͬ KZ/E'^dZd͗ KZ/E' KDW>d͗ Yh/WDEd͗ Dϰϱ DĂƌϭϯϮϬϮϱ DĂƌϭϯϮϬϮϱ >K''z͗ >>ϯ s/EWd,͗ ,DDZdzW͗ Z/>>/E'Dd,K͗ ƵƚŽ ^ŽůŝĚ^ƚĞŵƵŐĞƌ 'Kd,E/>KZ,K>>K' ^dEZWEdZd/KE>Kt^ͬ&d ϭϬ ϮϬ ϯϬ ϰϬ ϱϬ ϮϬ ϰϬ ϲϬ ϴϬ ϭϬϬ ZK<Yh>/dz^/'Ed/KEΘZKsZz ZY Z D^DW>Z>Kt^ͬ&d ϭϬ ϮϬ ϯϬ ϰϬ ϱϬ dy^KEWEdZd/KE>Kt^ͬ&d Eͬ Wd,;&dͿ ^DW>EhDZ^Ͳϭ ^ͲϮ ^Ͳϯ ^DW>dzW^d ^d ^^^DW>/^d͘;/EͿϮϰ Ϯϰ ϵ ZKsZz;/EͿϮϰ Ϯϰ ϵ ^Z/Wd/KEK&DdZ/> ;>Ϳ &/>>͕^Ez>E>z͕ĚĂƌŬ ďƌŽǁŶ͕ďƌŽǁŶ͕ƌĞĚĚŝƐŚďƌŽǁŶ͕ŚĂƌĚ (1'2)%25,1*$7)7 tdZ>s>^>sd/KE;&dͿ >Kt^ͬϲΗ;dWͬDͬ^WdͲEǀĂůƵĞͿΎϯϲͲϱϬͬϯΗ ;ϱϬͬϯΗͿ >/Yh/>/D/dϯϵ W>^d//dz/EyϮϭ DK/^dhZKEdEd;йͿϭϮ͘Ϭ YW;d^&Ϳϰ͘ϱϬ ϰ͘ϱϬ &/E^KEdEd;йͿϱϭ͘Ϭ >/Ed͗ K'EDƵůƟĨĂŵŝůǇ͕>W WZK:dED͗ ^ƚŽĐŬǇĂƌĚƐDĂŝŶƉĂƌƚŵĞŶƚƐ WZK:dEK͗͘KZ/E'EK͗͘^,d͗ ϲϯ͗ϮϭϵϬ WͲϬϮ ϭŽĨϭ Z/>>ZͬKEdZdKZ͗ ĂƌďĂƌŝůůŝŶŐŽ͕>> ^/d>Kd/KE͗ EEŽƌƚŚDĂŝŶ^ƚƌĞĞƚĂŶĚϮϵƚŚ^ƚƌĞĞƚ&ŽƌƚtŽƌƚŚ͕dĞǆĂƐϳϲϭϬϲ >K^^K&/Zh>d/KE >d/dh͗ ϯϮ͘ϴϬϬϭϭϮ >KE'/dh͗ Ͳϵϳ͘ϯϰϴϱϲϱ ^dd/KE͗^hZ&>sd/KE͗ ϱϵϲ͘Ϭ KddKDK&^/E' d,^dZd/&/d/KE>/E^ZWZ^Edd,WWZKy/DdKhEZz>/E^dtE^K/>dzW^͘/EͲ^/dhd,dZE^/d/KEDz'Zh> t>;&ŝƌƐƚŶĐŽƵŶƚĞƌĞĚͿ t>;ŽŵƉůĞƟŽŶͿ t>;^ĞĂƐŽŶĂů,ŝŐŚtĂƚĞƌͿ t>;^ƚĂďŝůŝǌĞĚͿ Zz Zz Eͬ Eͬ KZ/E'^dZd͗ KZ/E' KDW>d͗ Yh/WDEd͗ Dϰϱ DĂƌϭϯϮϬϮϱ DĂƌϭϯϮϬϮϱ >K''z͗ >>ϯ s/EWd,͗ ,DDZdzW͗ Z/>>/E'Dd,K͗ ƵƚŽ ^ŽůŝĚ^ƚĞŵƵŐĞƌ 'Kd,E/>KZ,K>>K' ^dEZWEdZd/KE>Kt^ͬ&d ϭϬ ϮϬ ϯϬ ϰϬ ϱϬ ϮϬ ϰϬ ϲϬ ϴϬ ϭϬϬ ZK<Yh>/dz^/'Ed/KEΘZKsZz ZY Z D^DW>Z>Kt^ͬ&d ϭϬ ϮϬ ϯϬ ϰϬ ϱϬ dy^KEWEdZd/KE>Kt^ͬ&d Eͬ Wd,;&dͿ ^DW>EhDZ^Ͳϭ ^ͲϮ ^Ͳϯ ^DW>dzW^^ ^d ^d ^DW>/^d͘;/EͿϯ Ϯϰ ϭϮ ZKsZz;/EͿϯ Ϯϰ ϭϮ ^Z/Wd/KEK&DdZ/> ;^Ϳ&/>>͕>zz^E͕ƚƌĂĐĞĐŽďďůĞƐ ĂŶĚƌƵďďůĞ͕ĚĂƌŬďƌŽǁŶ͕ďƌŽǁŶ͕ĚĞŶƐĞ (1'2)%25,1*$7)7 tdZ>s>^>sd/KE;&dͿ >Kt^ͬϲΗ;dWͬDͬ^WdͲEǀĂůƵĞͿΎϱϬͬϯΗ >/Yh/>/D/dϯϳ W>^d//dz/Eyϭϵ DK/^dhZKEdEd;йͿϭϰ͘ϳ YW;d^&Ϳϰ͘ϱϬ ϰ͘ϱϬ &/E^KEdEd;йͿϰϰ͘ϱ >/Ed͗ K'EDƵůƟĨĂŵŝůǇ͕>W WZK:dED͗ ^ƚŽĐŬǇĂƌĚƐDĂŝŶƉĂƌƚŵĞŶƚƐ WZK:dEK͗͘KZ/E'EK͗͘^,d͗ ϲϯ͗ϮϭϵϬ WͲϬϯ ϭŽĨϭ Z/>>ZͬKEdZdKZ͗ ĂƌďĂƌŝůůŝŶŐŽ͕>> ^/d>Kd/KE͗ EEŽƌƚŚDĂŝŶ^ƚƌĞĞƚĂŶĚϮϵƚŚ^ƚƌĞĞƚ&ŽƌƚtŽƌƚŚ͕dĞǆĂƐϳϲϭϬϲ >K^^K&/Zh>d/KE >d/dh͗ ϯϮ͘ϳϵϵϰϭϵ >KE'/dh͗ Ͳϵϳ͘ϯϰϳϳϯϳ ^dd/KE͗^hZ&>sd/KE͗ ϱϵϰ͘Ϭ KddKDK&^/E' d,^dZd/&/d/KE>/E^ZWZ^Edd,WWZKy/DdKhEZz>/E^dtE^K/>dzW^͘/EͲ^/dhd,dZE^/d/KEDz'Zh> t>;&ŝƌƐƚŶĐŽƵŶƚĞƌĞĚͿ t>;ŽŵƉůĞƟŽŶͿ t>;^ĞĂƐŽŶĂů,ŝŐŚtĂƚĞƌͿ t>;^ƚĂďŝůŝǌĞĚͿ Zz Zz Eͬ Eͬ KZ/E'^dZd͗ KZ/E' KDW>d͗ Yh/WDEd͗ Dϰϱ DĂƌϭϯϮϬϮϱ DĂƌϭϯϮϬϮϱ >K''z͗ >>ϯ s/EWd,͗ ,DDZdzW͗ Z/>>/E'Dd,K͗ ƵƚŽ ^ŽůŝĚ^ƚĞŵƵŐĞƌ 'Kd,E/>KZ,K>>K' ^dEZWEdZd/KE>Kt^ͬ&d ϭϬ ϮϬ ϯϬ ϰϬ ϱϬ ϮϬ ϰϬ ϲϬ ϴϬ ϭϬϬ ZK<Yh>/dz^/'Ed/KEΘZKsZz ZY Z D^DW>Z>Kt^ͬ&d ϭϬ ϮϬ ϯϬ ϰϬ ϱϬ dy^KEWEdZd/KE>Kt^ͬ&d Wd,;&dͿ ^DW>EhDZ^Ͳϭ ^ͲϮ Ͳϭ ^DW>dzW^^ ^^ dW ^DW>/^d͘;/EͿϭϭ ϱ Ϭ ZKsZz;/EͿϭϭ ϱ ^Z/Wd/KEK&DdZ/> ;>Ϳ &/>>͕^Ez>E>z͕ďƌŽǁŶ͕ ůŝŐŚƚďƌŽǁŶ͕ŐƌĂǇŝƐŚďƌŽǁŶ͕ŚĂƌĚ͕ ǁŝƚŚ ůŝŵĞƐƚŽŶĞůĂǇĞƌƐ (1'2)%25,1*$7)7 tdZ>s>^>sd/KE;&dͿ >Kt^ͬϲΗ;dWͬDͬ^WdͲEǀĂůƵĞͿΎϭϴͲϱϬͬϱΗ ;ϱϬͬϱΗͿ ϱϬͬϱΗ ϱϬ΀Ϭ͘Ϯϱ΁ ϱϬ΀Ϭ͘ϬϬ΁ >/Yh/>/D/dW>^d//dz/EyDK/^dhZKEdEd;йͿYW;d^&Ϳ&/E^KEdEd;йͿ>/Ed͗ K'EDƵůƟĨĂŵŝůǇ͕>W WZK:dED͗ ^ƚŽĐŬǇĂƌĚƐDĂŝŶƉĂƌƚŵĞŶƚƐ WZK:dEK͗͘KZ/E'EK͗͘^,d͗ ϲϯ͗ϮϭϵϬ WͲϬϰ ϭŽĨϭ Z/>>ZͬKEdZdKZ͗ ĂƌďĂƌŝůůŝŶŐŽ͕>> ^/d>Kd/KE͗ EEŽƌƚŚDĂŝŶ^ƚƌĞĞƚĂŶĚϮϵƚŚ^ƚƌĞĞƚ&ŽƌƚtŽƌƚŚ͕dĞǆĂƐϳϲϭϬϲ >K^^K&/Zh>d/KE >d/dh͗ ϯϮ͘ϳϵϴϰϬϵ >KE'/dh͗ Ͳϵϳ͘ϯϰϳϰϳϱ ^dd/KE͗^hZ&>sd/KE͗ ϱϴϴ͘Ϭ KddKDK&^/E' d,^dZd/&/d/KE>/E^ZWZ^Edd,WWZKy/DdKhEZz>/E^dtE^K/>dzW^͘/EͲ^/dhd,dZE^/d/KEDz'Zh> t>;&ŝƌƐƚŶĐŽƵŶƚĞƌĞĚͿ t>;ŽŵƉůĞƟŽŶͿ t>;^ĞĂƐŽŶĂů,ŝŐŚtĂƚĞƌͿ t>;^ƚĂďŝůŝǌĞĚͿ Zz Zz Eͬ Eͬ KZ/E'^dZd͗ KZ/E' KDW>d͗ Yh/WDEd͗ Dϰϱ DĂƌϭϯϮϬϮϱ DĂƌϭϯϮϬϮϱ >K''z͗ >>ϯ s/EWd,͗ ,DDZdzW͗ Z/>>/E'Dd,K͗ ƵƚŽ ^ŽůŝĚ^ƚĞŵƵŐĞƌ 'Kd,E/>KZ,K>>K' ^dEZWEdZd/KE>Kt^ͬ&d ϭϬ ϮϬ ϯϬ ϰϬ ϱϬ ϮϬ ϰϬ ϲϬ ϴϬ ϭϬϬ ZK<Yh>/dz^/'Ed/KEΘZKsZz ZY Z D^DW>Z>Kt^ͬ&d ϭϬ ϮϬ ϯϬ ϰϬ ϱϬ dy^KEWEdZd/KE>Kt^ͬ&d Eͬ Wd,;&dͿ ^DW>EhDZ^Ͳϭ ^ͲϮ Ͳϭ ^DW>dzW^^ ^^ dW ^DW>/^d͘;/EͿϭϴ ϯ ϭ ZKsZz;/EͿϭϴ ϯ ^Z/Wd/KEK&DdZ/> ;>Ϳ &/>>͕^Ez>E>z͕ƚƌĂĐĞ ƐĂŶĚ͕ďƌŽǁŶ͕ůŝŐŚƚďƌŽǁŶ͕ŐƌĂǇŝƐŚ ďƌŽǁŶ͕ŚĂƌĚ͕ǁŝƚŚůŝŵĞƐƚŽŶĞůĂǇĞƌƐ td,Z>/D^dKE͕ůŝŐŚƚďƌŽǁŶ (1'2)%25,1*$7)7 tdZ>s>^>sd/KE;&dͿ >Kt^ͬϲΗ;dWͬDͬ^WdͲEǀĂůƵĞͿΎϱͲϭϬͲϭϱ ;ϮϱͿ ϱϬͬϯΗ ϱϬ΀Ϭ͘ϱϬ΁ ϱϬ΀Ϭ͘Ϯϱ΁ >/Yh/>/D/dϯϯ W>^d//dz/Eyϭϲ DK/^dhZKEdEd;йͿϭϲ͘ϭ YW;d^&Ϳ&/E^KEdEd;йͿϲϱ͘ϭ >/Ed͗ K'EDƵůƟĨĂŵŝůǇ͕>W WZK:dED͗ ^ƚŽĐŬǇĂƌĚƐDĂŝŶƉĂƌƚŵĞŶƚƐ WZK:dEK͗͘KZ/E'EK͗͘^,d͗ ϲϯ͗ϮϭϵϬ WͲϬϱ ϭŽĨϭ Z/>>ZͬKEdZdKZ͗ ĂƌďĂƌŝůůŝŶŐŽ͕>> ^/d>Kd/KE͗ EEŽƌƚŚDĂŝŶ^ƚƌĞĞƚĂŶĚϮϵƚŚ^ƚƌĞĞƚ&ŽƌƚtŽƌƚŚ͕dĞǆĂƐϳϲϭϬϲ >K^^K&/Zh>d/KE >d/dh͗ ϯϮ͘ϳϵϴϰϯϯ >KE'/dh͗ Ͳϵϳ͘ϯϰϴϳϰϳ ^dd/KE͗^hZ&>sd/KE͗ ϱϵϴ͘Ϭ KddKDK&^/E' d,^dZd/&/d/KE>/E^ZWZ^Edd,WWZKy/DdKhEZz>/E^dtE^K/>dzW^͘/EͲ^/dhd,dZE^/d/KEDz'Zh> t>;&ŝƌƐƚŶĐŽƵŶƚĞƌĞĚͿ t>;ŽŵƉůĞƟŽŶͿ t>;^ĞĂƐŽŶĂů,ŝŐŚtĂƚĞƌͿ t>;^ƚĂďŝůŝǌĞĚͿ Zz Zz Eͬ Eͬ KZ/E'^dZd͗ KZ/E' KDW>d͗ Yh/WDEd͗ Dϰϱ DĂƌϭϯϮϬϮϱ DĂƌϭϯϮϬϮϱ >K''z͗ >>ϯ s/EWd,͗ ,DDZdzW͗ Z/>>/E'Dd,K͗ ƵƚŽ ^ŽůŝĚ^ƚĞŵƵŐĞƌ 'Kd,E/>KZ,K>>K' ^dEZWEdZd/KE>Kt^ͬ&d ϭϬ ϮϬ ϯϬ ϰϬ ϱϬ ϮϬ ϰϬ ϲϬ ϴϬ ϭϬϬ ZK<Yh>/dz^/'Ed/KEΘZKsZz ZY Z D^DW>Z>Kt^ͬ&d ϭϬ ϮϬ ϯϬ ϰϬ ϱϬ dy^KEWEdZd/KE>Kt^ͬ&d Eͬ Wd,;&dͿ ^DW>EhDZ^Ͳϭ Ͳϭ ͲϮ Ͳϯ ^DW>dzW^^ dW dW dW ^DW>/^d͘;/EͿϵ ϭ Ϭ Ϭ ZKsZz;/EͿϵ ^Z/Wd/KEK&DdZ/> ;>Ϳ &/>>͕^Ez>E>z͕ďƌŽǁŶ͕ ůŝŐŚƚďƌŽǁŶ͕ŐƌĂǇŝƐŚďƌŽǁŶ͕ŚĂƌĚ͕ ǁŝƚŚ ůŝŵĞƐƚŽŶĞůĂǇĞƌƐ td,Z>/D^dKE͕ůŝŐŚƚďƌŽǁŶ (1'2)%25,1*$7)7 tdZ>s>^>sd/KE;&dͿ >Kt^ͬϲΗ;dWͬDͬ^WdͲEǀĂůƵĞͿΎϭϲͲϱϬͬϯΗ ;ϱϬͬϯΗͿ ϱϬ΀Ϭ͘ϱϬ΁ ϱϬ΀Ϭ͘Ϯϱ΁ ϱϬ΀Ϭ͘Ϯϱ΁ ϱϬ΀Ϭ͘ϬϬ΁ ϱϬ΀Ϭ͘Ϯϱ΁ ϱϬ΀Ϭ͘ϬϬ΁ >/Yh/>/D/dW>^d//dz/EyDK/^dhZKEdEd;йͿYW;d^&Ϳ&/E^KEdEd;йͿ>/Ed͗ K'EDƵůƟĨĂŵŝůǇ͕>W WZK:dED͗ ^ƚŽĐŬǇĂƌĚƐDĂŝŶƉĂƌƚŵĞŶƚƐ WZK:dEK͗͘KZ/E'EK͗͘^,d͗ ϲϯ͗ϮϭϵϬ WͲϬϲ ϭŽĨϭ Z/>>ZͬKEdZdKZ͗ ĂƌďĂƌŝůůŝŶŐŽ͕>> ^/d>Kd/KE͗ EEŽƌƚŚDĂŝŶ^ƚƌĞĞƚĂŶĚϮϵƚŚ^ƚƌĞĞƚ&ŽƌƚtŽƌƚŚ͕dĞǆĂƐϳϲϭϬϲ >K^^K&/Zh>d/KE >d/dh͗ ϯϮ͘ϳϵϵϮϵϴ >KE'/dh͗ Ͳϵϳ͘ϯϰϵϬϱϱ ^dd/KE͗^hZ&>sd/KE͗ ϱϵϲ͘Ϭ KddKDK&^/E' d,^dZd/&/d/KE>/E^ZWZ^Edd,WWZKy/DdKhEZz>/E^dtE^K/>dzW^͘/EͲ^/dhd,dZE^/d/KEDz'Zh> t>;&ŝƌƐƚŶĐŽƵŶƚĞƌĞĚͿ t>;ŽŵƉůĞƟŽŶͿ t>;^ĞĂƐŽŶĂů,ŝŐŚtĂƚĞƌͿ t>;^ƚĂďŝůŝǌĞĚͿ Zz Zz Eͬ Eͬ KZ/E'^dZd͗ KZ/E' KDW>d͗ Yh/WDEd͗ Dϰϱ DĂƌϭϯϮϬϮϱ DĂƌϭϯϮϬϮϱ >K''z͗ >>ϯ s/EWd,͗ ,DDZdzW͗ Z/>>/E'Dd,K͗ ƵƚŽ ^ŽůŝĚ^ƚĞŵƵŐĞƌ 'Kd,E/>KZ,K>>K' ^dEZWEdZd/KE>Kt^ͬ&d ϭϬ ϮϬ ϯϬ ϰϬ ϱϬ ϮϬ ϰϬ ϲϬ ϴϬ ϭϬϬ ZK<Yh>/dz^/'Ed/KEΘZKsZz ZY Z D^DW>Z>Kt^ͬ&d ϭϬ ϮϬ ϯϬ ϰϬ ϱϬ dy^KEWEdZd/KE>Kt^ͬ&d Eͬ Wd,;&dͿ ^DW>EhDZ^Ͳϭ Ͳϭ ͲϮ Ͳϯ ^DW>dzW^^ dW dW dW ^DW>/^d͘;/EͿϭϬ ϳ Ϯ Ϭ ZKsZz;/EͿϭϬ ^Z/Wd/KEK&DdZ/> ;^Ϳ&/>>͕>zz^E͕ďƌŽǁŶ͕ ůŝŐŚƚďƌŽǁŶ͕ŐƌĂǇŝƐŚďƌŽǁŶ͕ĚĞŶƐĞ͕ ǁŝƚŚĐŽďďůĞĂŶĚƌƵďďůĞ (1'2)%25,1*$7)7 tdZ>s>^>sd/KE;&dͿ >Kt^ͬϲΗ;dWͬDͬ^WdͲEǀĂůƵĞͿΎϯϬͲϱϬͬϰΗ ;ϱϬͬϰΗͿ ϱϬ΀ϰ͘ϬϬ΁ ϱϬ΀ϯ͘ϬϬ΁ ϱϬ΀ϭ͘ϬϬ΁ ϱϬ΀Ϭ͘ϱϬ΁ ϱϬ΀Ϭ͘Ϯϱ΁ ϱϬ΀Ϭ͘ϬϬ΁ >/Yh/>/D/dϮϵ W>^d//dz/Eyϭϰ DK/^dhZKEdEd;йͿϰ͘ϵ YW;d^&Ϳ&/E^KEdEd;йͿϯϰ͘ϭ >/Ed͗ K'EDƵůƟĨĂŵŝůǇ͕>W WZK:dED͗ ^ƚŽĐŬǇĂƌĚƐDĂŝŶƉĂƌƚŵĞŶƚƐ WZK:dEK͗͘KZ/E'EK͗͘^,d͗ ϲϯ͗ϮϭϵϬ WͲϬϳ ϭŽĨϭ Z/>>ZͬKEdZdKZ͗ ĂƌďĂƌŝůůŝŶŐŽ͕>> ^/d>Kd/KE͗ EEŽƌƚŚDĂŝŶ^ƚƌĞĞƚĂŶĚϮϵƚŚ^ƚƌĞĞƚ&ŽƌƚtŽƌƚŚ͕dĞǆĂƐϳϲϭϬϲ >K^^K&/Zh>d/KE >d/dh͗ ϯϮ͘ϳϵϵϯϬϴ >KE'/dh͗ Ͳϵϳ͘ϯϰϵϵϯϲ ^dd/KE͗^hZ&>sd/KE͗ ϲϬϰ͘Ϭ KddKDK&^/E' d,^dZd/&/d/KE>/E^ZWZ^Edd,WWZKy/DdKhEZz>/E^dtE^K/>dzW^͘/EͲ^/dhd,dZE^/d/KEDz'Zh> t>;&ŝƌƐƚŶĐŽƵŶƚĞƌĞĚͿ t>;ŽŵƉůĞƟŽŶͿ t>;^ĞĂƐŽŶĂů,ŝŐŚtĂƚĞƌͿ t>;^ƚĂďŝůŝǌĞĚͿ Zz Zz Eͬ Eͬ KZ/E'^dZd͗ KZ/E' KDW>d͗ Yh/WDEd͗ Dϰϱ DĂƌϭϯϮϬϮϱ DĂƌϭϯϮϬϮϱ >K''z͗ >>ϯ s/EWd,͗ ,DDZdzW͗ Z/>>/E'Dd,K͗ ƵƚŽ ^ŽůŝĚ^ƚĞŵƵŐĞƌ 'Kd,E/>KZ,K>>K' ^dEZWEdZd/KE>Kt^ͬ&d ϭϬ ϮϬ ϯϬ ϰϬ ϱϬ ϮϬ ϰϬ ϲϬ ϴϬ ϭϬϬ ZK<Yh>/dz^/'Ed/KEΘZKsZz ZY Z D^DW>Z>Kt^ͬ&d ϭϬ ϮϬ ϯϬ ϰϬ ϱϬ dy^KEWEdZd/KE>Kt^ͬ&d Wd,;&dͿ ^DW>EhDZ^Ͳϭ ^ͲϮ ^Ͳϯ ^Ͳϰ Ͳϭ ͲϮ Ͳϯ ^DW>dzW^d ^d ^d ^^ dW dW dW ^DW>/^d͘;/EͿϮϰ Ϯϰ Ϯϰ ϭ Ϭ ϭ ϭ ZKsZz;/EͿϮϰ Ϯϰ Ϯϰ ϭ ^Z/Wd/KEK&DdZ/> ;,Ϳ&/>>͕^Ez&d>z͕ďƌŽǁŶ͕ ůŝŐŚƚďƌŽǁŶ͕ŐƌĂǇŝƐŚďƌŽǁŶ͕ƐƟīƚŽ ŚĂƌĚ td,Z>/D^dKE͕ůŝŐŚƚďƌŽǁŶ >/D^dKE͕ŐƌĂǇ (1'2)%25,1*$7)7 tdZ>s>^>sd/KE;&dͿ >Kt^ͬϲΗ;dWͬDͬ^WdͲEǀĂůƵĞͿΎϱϬͬϭΗ ϱϬ΀Ϭ͘Ϯϱ΁ ϱϬ΀Ϭ͘ϬϬ΁ ϱϬ΀Ϭ͘ϱϬ΁ ϱϬ΀Ϭ͘Ϯϱ΁ ϱϬ΀ϭ͘ϬϬ΁ ϱϬ΀Ϭ͘ϬϬ΁ >/Yh/>/D/dϱϬ W>^d//dz/EyϮϴ DK/^dhZKEdEd;йͿϮϬ͘ϵ YW;d^&Ϳϭ͘ϬϬ ϯ͘ϬϬ ϯ͘ϬϬ &/E^KEdEd;йͿϱϭ͘ϵ >/Ed͗ K'EDƵůƟĨĂŵŝůǇ͕>W WZK:dED͗ ^ƚŽĐŬǇĂƌĚƐDĂŝŶƉĂƌƚŵĞŶƚƐ WZK:dEK͗͘KZ/E'EK͗͘^,d͗ ϲϯ͗ϮϭϵϬ tͲϬϭ ϭŽĨϭ Z/>>ZͬKEdZdKZ͗ ĂƌďĂƌŝůůŝŶŐŽ͕>> ^/d>Kd/KE͗ EEŽƌƚŚDĂŝŶ^ƚƌĞĞƚĂŶĚϮϵƚŚ^ƚƌĞĞƚ&ŽƌƚtŽƌƚŚ͕dĞǆĂƐϳϲϭϬϲ >K^^K&/Zh>d/KE >d/dh͗ ϯϮ͘ϴϬϬϳϴϬ >KE'/dh͗ Ͳϵϳ͘ϯϰϵϱϲϱ ^dd/KE͗^hZ&>sd/KE͗ ϲϭϬ͘Ϭ KddKDK&^/E' d,^dZd/&/d/KE>/E^ZWZ^Edd,WWZKy/DdKhEZz>/E^dtE^K/>dzW^͘/EͲ^/dhd,dZE^/d/KEDz'Zh> t>;&ŝƌƐƚŶĐŽƵŶƚĞƌĞĚͿ t>;ŽŵƉůĞƟŽŶͿ t>;^ĞĂƐŽŶĂů,ŝŐŚtĂƚĞƌͿ t>;^ƚĂďŝůŝǌĞĚͿ Zz Zz Eͬ Eͬ KZ/E'^dZd͗ KZ/E' KDW>d͗ Yh/WDEd͗ Dϰϱ DĂƌϭϮϮϬϮϱ DĂƌϭϮϮϬϮϱ >K''z͗ >>ϯ s/EWd,͗ ,DDZdzW͗ Z/>>/E'Dd,K͗ ƵƚŽ ^ŽůŝĚ^ƚĞŵƵŐĞƌ 'Kd,E/>KZ,K>>K' ^dEZWEdZd/KE>Kt^ͬ&d ϭϬ ϮϬ ϯϬ ϰϬ ϱϬ ϮϬ ϰϬ ϲϬ ϴϬ ϭϬϬ ZK<Yh>/dz^/'Ed/KEΘZKsZz ZY Z D^DW>Z>Kt^ͬ&d ϭϬ ϮϬ ϯϬ ϰϬ ϱϬ dy^KEWEdZd/KE>Kt^ͬ&d Wd,;&dͿ ^DW>EhDZ^Ͳϭ Ͳϭ ͲϮ ^ͲϮ Ͳϯ Ͳϰ ^DW>dzW^^ dW dW ^^ dW dW ^DW>/^d͘;/EͿϳ ϭ Ϭ ϭϭ ϭ ϭ ZKsZz;/EͿϳ ϭϭ ^Z/Wd/KEK&DdZ/> td,Z>/D^dKE͕ƚƌĂĐĞƐĂŶĚ͕ ƚĂŶ >/D^dKE͕ŐƌĂǇ (1'2)%25,1*$7)7 tdZ>s>^>sd/KE;&dͿ >Kt^ͬϲΗ;dWͬDͬ^WdͲEǀĂůƵĞͿΎϰϯͲϱϬͬϭΗ ;ϱϬͬϭΗͿ ϱϬ΀Ϭ͘ϱϬ΁ ϱϬ΀Ϭ͘Ϯϱ΁ ϱϬ΀Ϭ͘ϬϬ΁ ϱϬ΀Ϭ͘ϬϬ΁ ϯϱͲϱϬͬϱΗ ;ϱϬͬϱΗͿ ϱϬ΀Ϭ͘ϳϱ΁ ϱϬ΀Ϭ͘ϱϬ΁ ϱϬ΀Ϭ͘ϳϱ΁ ϱϬ΀Ϭ͘Ϯϱ΁ >/Yh/>/D/dW>^d//dz/EyDK/^dhZKEdEd;йͿYW;d^&Ϳ&/E^KEdEd;йͿ>/Ed͗ K'EDƵůƟĨĂŵŝůǇ͕>W WZK:dED͗ ^ƚŽĐŬǇĂƌĚƐDĂŝŶƉĂƌƚŵĞŶƚƐ WZK:dEK͗͘KZ/E'EK͗͘^,d͗ ϲϯ͗ϮϭϵϬ tͲϬϮ ϭŽĨϭ Z/>>ZͬKEdZdKZ͗ ĂƌďĂƌŝůůŝŶŐŽ͕>> ^/d>Kd/KE͗ EEŽƌƚŚDĂŝŶ^ƚƌĞĞƚĂŶĚϮϵƚŚ^ƚƌĞĞƚ&ŽƌƚtŽƌƚŚ͕dĞǆĂƐϳϲϭϬϲ >K^^K&/Zh>d/KE >d/dh͗ ϯϮ͘ϴϬϬϭϮϴ >KE'/dh͗ Ͳϵϳ͘ϯϰϵϮϮϰ ^dd/KE͗^hZ&>sd/KE͗ ϲϬϬ͘Ϭ KddKDK&^/E' d,^dZd/&/d/KE>/E^ZWZ^Edd,WWZKy/DdKhEZz>/E^dtE^K/>dzW^͘/EͲ^/dhd,dZE^/d/KEDz'Zh> t>;&ŝƌƐƚŶĐŽƵŶƚĞƌĞĚͿ t>;ŽŵƉůĞƟŽŶͿ t>;^ĞĂƐŽŶĂů,ŝŐŚtĂƚĞƌͿ t>;^ƚĂďŝůŝǌĞĚͿ Zz Zz Eͬ Eͬ KZ/E'^dZd͗ KZ/E' KDW>d͗ Yh/WDEd͗ Dϰϱ DĂƌϭϯϮϬϮϱ DĂƌϭϯϮϬϮϱ >K''z͗ >>ϯ s/EWd,͗ ,DDZdzW͗ Z/>>/E'Dd,K͗ ƵƚŽ ^ŽůŝĚ^ƚĞŵƵŐĞƌ 'Kd,E/>KZ,K>>K' ^dEZWEdZd/KE>Kt^ͬ&d ϭϬ ϮϬ ϯϬ ϰϬ ϱϬ ϮϬ ϰϬ ϲϬ ϴϬ ϭϬϬ ZK<Yh>/dz^/'Ed/KEΘZKsZz ZY Z D^DW>Z>Kt^ͬ&d ϭϬ ϮϬ ϯϬ ϰϬ ϱϬ dy^KEWEdZd/KE>Kt^ͬ&d Eͬ Wd,;&dͿ ^DW>EhDZ^Ͳϭ ^ͲϮ Ͳϭ ^Ͳϯ ^Ͳϰ ^Ͳϱ ^DW>dzW^^ ^^ dW ^^ ^^ ^^^DW>/^d͘;/EͿϭϴ ϭϬ ϵ ϭϴ ϭϲ ϭϲ ZKsZz;/EͿϭϴ ϭϬ ϭϴ ϭϲ ϭϲ ^Z/Wd/KEK&DdZ/> ;,Ϳ&/>>͕^Ez&d>z͕ǁŝƚŚ ĐŽďďůĞƐĂŶĚƌƵďďůĞ͕ƚƌĂĐĞŐƌĂǀĞů͕ ďƌŽǁŶ͕ůŝŐŚƚďƌŽǁŶ͕ŐƌĂǇŝƐŚďƌŽǁŶ͕ ǀĞƌǇƐƟīƚŽŚĂƌĚ (1'2)%25,1* $7)7 tdZ>s>^>sd/KE;&dͿ >Kt^ͬϲΗ;dWͬDͬ^WdͲEǀĂůƵĞͿΎϯϮͲϮϰͲϮϮ ;ϰϲͿ ϯϴͲϱϬͬϰΗ ;ϱϬͬϰΗͿ ϱϬ΀ϰ͘ϬϬ΁ ϱϬ΀ϱ͘ϬϬ΁ ϯͲϰͲϵ ;ϭϯͿ ϭϬͲϮϳͲϱϬͬϰΗ ;ϳϳͬϭϬΗͿ ϮϭͲϰϬͲϱϬͬϰΗ ;ϵϬͬϭϬΗͿ >/Yh/>/D/dϱϭ W>^d//dz/EyϯϬ DK/^dhZKEdEd;йͿϴ͘ϴ ϭϳ͘ϲ YW;d^&Ϳ&/E^KEdEd;йͿϲϰ͘Ϭ >/Ed͗ K'EDƵůƟĨĂŵŝůǇ͕>W WZK:dED͗ ^ƚŽĐŬǇĂƌĚƐDĂŝŶƉĂƌƚŵĞŶƚƐ WZK:dEK͗͘KZ/E'EK͗͘^,d͗ ϲϯ͗ϮϭϵϬ tͲϬϯ ϭŽĨϭ Z/>>ZͬKEdZdKZ͗ ĂƌďĂƌŝůůŝŶŐŽ͕>> ^/d>Kd/KE͗ EEŽƌƚŚDĂŝŶ^ƚƌĞĞƚĂŶĚϮϵƚŚ^ƚƌĞĞƚ&ŽƌƚtŽƌƚŚ͕dĞǆĂƐϳϲϭϬϲ >K^^K&/Zh>d/KE >d/dh͗ ϯϮ͘ϳϵϴϴϲϱ >KE'/dh͗ Ͳϵϳ͘ϯϰϵϭϯϭ ^dd/KE͗^hZ&>sd/KE͗ ϲϬϬ͘Ϭ KddKDK&^/E' d,^dZd/&/d/KE>/E^ZWZ^Edd,WWZKy/DdKhEZz>/E^dtE^K/>dzW^͘/EͲ^/dhd,dZE^/d/KEDz'Zh> t>;&ŝƌƐƚŶĐŽƵŶƚĞƌĞĚͿ t>;ŽŵƉůĞƟŽŶͿ t>;^ĞĂƐŽŶĂů,ŝŐŚtĂƚĞƌͿ t>;^ƚĂďŝůŝǌĞĚͿ Zz Zz Eͬ Eͬ KZ/E'^dZd͗ KZ/E' KDW>d͗ Yh/WDEd͗ Dϰϱ DĂƌϭϯϮϬϮϱ DĂƌϭϯϮϬϮϱ >K''z͗ >>ϯ s/EWd,͗ ,DDZdzW͗ Z/>>/E'Dd,K͗ ƵƚŽ ^ŽůŝĚ^ƚĞŵƵŐĞƌ 'Kd,E/>KZ,K>>K' ^dEZWEdZd/KE>Kt^ͬ&d ϭϬ ϮϬ ϯϬ ϰϬ ϱϬ ϮϬ ϰϬ ϲϬ ϴϬ ϭϬϬ ZK<Yh>/dz^/'Ed/KEΘZKsZz ZY Z D^DW>Z>Kt^ͬ&d ϭϬ ϮϬ ϯϬ ϰϬ ϱϬ dy^KEWEdZd/KE>Kt^ͬ&d Appendix C – Laboratory Testing Laboratory Testing Summary Project Number: 63:2190Project Engineer: EMHLL PL PIFinal Moisture (%)Surcharge (psf)Swell (%)S-1 0 - 2 16.5S-3 4 - 6 26.0 CH 71 27 44 79.9 93.7 31.2 600 0.9 S-5 8 - 10 21.0S-2 2 - 4 9.7CL39 18 21 64.5S-4 6 - 8 12.9 CL 37 17 20 53.9S-1 0 - 29.8S-5 8 - 10 15.0 CL 41 19 22 68.9S-2 2 - 4 12.4 CL 28 15 13 56.5S-5 8 - 10 10.6B-06S-1 0 - 211.6SC34 17 1724.6 B-07S-1 0 - 212.4S-1 0 - 211.8S-3 4 - 6 14.1 SC34 16 1846.1 B-09S-1 0 - 2 12.0 CL35 16 1951.9 P-01S-1 0 - 2 27.8 CH59 24 3578.3 P-02S-2 2 - 4 12.0 CL39 18 2151.0 P-03S-2 2 - 4 14.7 SC37 18 1944.5 P-05S-1 0 - 216.1 CL 33 17 16 65.1Notes:1. ASTM D 2216, 2. ASTM D 2487, 3. ASTM D 4318, 4. ASTM D 1140, 5. ASTM D 7263, 6. ASTM D 4546, 7. ASTM D 2166Definitions:MC: Moisture Content, Soil Type: USCS (Unified Soil Classification System), LL: Liquid Limit, PL: Plastic Limit, PI: Plasticity Index, NP: Non PlasticB-08B-05B-04B-03B-01One-Dimensional Swell6Unconfined Compressive Strength7 (tsf)pHAtterberg Limits3Percent Passing No. 200 Sieve4Dry Unit Weight5 (pcf)Principal Engineer: REWBoring NumberSample NumberDepth (feet)MC1 ( % )Soil Type2ECS Southwest, LLPFort Worth, TexasLaboratory Testing SummaryDate: 3/26/2025Project Name: Stockyards Main Apartments Project Number: 63:2190Project Engineer: EMHLL PL PIFinal Moisture (%)Surcharge (psf)Swell (%)P-07S-1 0 - 2 4.9 SC 29 15 14 34.127W-01S-2 2 - 4 20.9 CH 50 22 28 51.9S-1 0 - 2 8.8S-3 8 - 10 17.6 CH 51 21 30 64.0Notes:1. ASTM D 2216, 2. ASTM D 2487, 3. ASTM D 4318, 4. ASTM D 1140, 5. ASTM D 7263, 6. ASTM D 4546, 7. ASTM D 2166Definitions:MC: Moisture Content, Soil Type: USCS (Unified Soil Classification System), LL: Liquid Limit, PL: Plastic Limit, PI: Plasticity Index, NP: Non PlasticOne-Dimensional Swell6Unconfined Compressive Strength7 (tsf)Sulfate (ppm)W-03Principal Engineer: REWBoring NumberSample NumberDepth (feet)MC1 ( % )Soil Type2Atterberg Limits3Percent Passing No. 200 Sieve4Dry Unit Weight5 (pcf)ECS Southwest, LLPFort Worth, TexasLaboratory Testing SummaryProject Name: Stockyards Main Apartments Date: 3/26/2025 Appendix D – Supplemental Documents WinPAS Output Drawings/Details WinPAS Pavement Thickness Design According to 1993 AASHTO Guide for Design of Pavements Structures American Concrete Pavement Association Rigid Design Inputs 2190 Stockyards Main East 30th Street - Residential - Urban NEC Main & 29th City of Fort Worth Rigid Pavement Design/Evaluation Concrete Thickness Total Rigid ESALs Reliability Overall Standard Deviation Flexural Strength Modulus of Elasticity 6.55 930,000 90.00 0.39 620 4,000,000 inches psi psi percent Load Transfer Coefficient Modulus of Subgrade Reaction Drainage Coefficient Initial Serviceability Terminal Serviceability 3.00 220 1.00 4.50 2.50 psi/in. Modulus of Subgrade Reaction (k-value) Determination Resilient Modulus of the Subgrade Unadjusted Modulus of Subgrade Reaction Depth to Rigid Foundation Loss of Support Value (0,1,2,3) 0.0 0.00 0.0 Modulus of Subgrade Reaction Project Name: Route: Location: Owner/Agency: Design Engineer: 0 220 psi/in. Wednesday, April 9, 2025 9:26:28AM Engineer:emh WinPAS Pavement Thickness Design According to 1993 AASHTO Guide for Design of Pavements Structures American Concrete Pavement Association Rigid Design Inputs 2190 Stockyards Main East 30th Street - Collector NEC Main & 29th City of Fort Worth Rigid Pavement Design/Evaluation Concrete Thickness Total Rigid ESALs Reliability Overall Standard Deviation Flexural Strength Modulus of Elasticity 7.98 3,000,000 90.00 0.39 620 4,000,000 inches psi psi percent Load Transfer Coefficient Modulus of Subgrade Reaction Drainage Coefficient Initial Serviceability Terminal Serviceability 3.00 20 1.00 4.50 2.50 psi/in. Modulus of Subgrade Reaction (k-value) Determination Resilient Modulus of the Subgrade Unadjusted Modulus of Subgrade Reaction Depth to Rigid Foundation Loss of Support Value (0,1,2,3) 0.0 0.00 0.0 Modulus of Subgrade Reaction Project Name: Route: Location: Owner/Agency: Design Engineer: 0 20psi/in. Wednesday, April 9, 2025 9:23:33AM Engineer:emh � REFER TO MEP AND/OR CIVIL DRAWINGS FOR TYPICAL BEDDING MATERIALS AT EXTERIOR FACE OF BUILDING. REPLACE BEDDING MATERIALS WITH SITE CLAY SOIL. EXTEND CLAY 2 FEET FROM BUILDING. PLACE IN 8" MAX. LOOSE LIFTS. I COMPACT TO 92% OF STANDARD PROCTOR (ASTM D-698), ABOVE OPTIMUM MOISTURE CONTENT. TYPICAL DETAIL DIAGRAM �� CLAY PLUG AT UTILITY TRENCH ENGINEER SCALE NTS DRAFTSMAN PROJECT NO. CLL REVISIONS SHEET iOF1 DATE 11/7/08 � �-i i i=-,-r�ri i .., ."" ..., ...,.,, ." ., , ," ; Y III=IIIIIIIII111� * From Original Standard Products List 5 GC-4.06 Hazardous Environmental Condition at Site THIS PAGE LEFT INTENTIONALLY BLANK * From Original Standard Products List 6 GC-6.06.D Minority and Women Owned Business Enterprise Compliance THIS PAGE LEFT INTENTIONALLY BLANK * From Original Standard Products List 7 GC-6.07 Wage Rates THIS PAGE LEFT INTENTIONALLY BLANK * From Original Standard Products List 8 GC-6.09 Permits and Utilities THIS PAGE LEFT INTENTIONALLY BLANK * From Original Standard Products List 9 GC-6.24 Nondiscrimination THIS PAGE LEFT INTENTIONALLY BLANK * From Original Standard Products List 10 GR-01 60 00 Product Requirements THIS PAGE LEFT INTENTIONALLY BLANK Ύ&ƌŽŵKƌŝŐŝŶĂů^ƚĂŶĚĂƌĚWƌŽĚƵĐƚƐ>ŝƐƚϭ $33(1',; *&$YDLODELOLW\RI/DQGV *&6XEVXUIDFHDQG3K\VLFDO&RQGLWLRQV *&8QGHUJURXQG)DFLOLWLHV *&+D]DUGRXV(QYLURQPHQWDO&RQGLWLRQDW6LWH *&'0LQRULW\DQG:RPHQ2ZQHG%XVLQHVV(QWHUSULVH&RPSOLDQFH *&:DJH5DWHV *&3HUPLWVDQG8WLOLWLHV *&1RQGLVFULPLQDWLRQ *53URGXFW5HTXLUHPHQWV Approval Spec No. Classsification Manufacturer Model No. National Spec Size Water & Sewer - Manholes & Bases/Components 33-39-10 (Rev 2/3/16) 07/23/97 33 05 13 Urethane Hydrophilic Waterstop Asahi Kogyo K.K. Adeka Ultra-Seal P-201 ASTM D2240/D412/D792 04/26/00 33 05 13 Offset Joint for 4' Diam. MH Hanson Concrete Products Drawing No. 35-0048-001 04/26/00 33 05 13 Profile Gasket for 4' Diam. MH. Press-Seal Gasket Corp. 250-4G Gasket ASTM C-443/C-361 SS MH 1/26/99 33 05 13 HDPE Manhole Adjustment Rings Ladtech, Inc HDPE Adjustment Ring Traffic and Non-traffic area 5/13/05 33 05 13 Manhole External Wrap Canusa - CPS WrapidSeal Manhole Encapsulation System Water & Sewer - Manholes & Bases/Fiberglass 33-39-13 (1/8/13) 1/26/99 33 39 13 Fiberglass Manhole Fluid Containment, Inc. Flowtite ASTM 3753 Non-traffic area 08/30/06 33 39 13 Fiberglass Manhole L.F. Manufacturing Non-traffic area Water & Sewer - Manholes & Bases/Frames & Covers/Rectangular 33-05-13 (Rev 2/3/16) * 33 05 13 Manhole Frames and Covers Western Iron Works, Bass & Hays Foundry 1001 24"x40" WD Water & Sewer - Manholes & Bases/Frames & Covers/Standard (Round) 33-05-13 (Rev 2/3/16) * 33 05 13 Manhole Frames and Covers Western Iron Works, Bass & Hays Foundry 30024 24" Dia. * 33 05 13 Manhole Frames and Covers McKinley Iron Works Inc. A 24 AM 24" Dia. 08/24/18 33 05 13 Manhole Frames and Covers Neenah Foundry R-1272 ASTM A48 & AASHTO M306 24" Dia. 08/24/18 33 05 13 Manhole Frames and Covers Neenah Foundry NF 1274 ASTM A48 & AASHTO M306 30" Dia. 33 05 13 Manhole Frames and Covers Sigma Corporation MH-144N 33 05 13 Manhole Frames and Covers Sigma Corporation MH-143N 33 05 13 Manhole Frames and Covers Pont-A-Mousson GTS-STD 24" dia. 33 05 13 Manhole Frames and Covers Neenah Casting 24" dia. 10/31/06 33 05 13 Manhole Frames and Covers (Hinged) Powerseal Hinged Ductile Iron Manhole ASTM A536 24" Dia. 7/25/03 33 05 13 Manhole Frames and Covers Saint-Gobain Pipelines (Pamrex/rexus) RE32-R8FS 30" Dia. 01/31/06 33 05 13 30" Dia. MH Ring and Cover East Jordan Iron Works V1432-2 and V1483 Designs AASHTO M306-04 30" Dia. 11/02/10 33 05 13 30" Dia. MH Ring and Cover Sigma Corporation MH1651FWN & MH16502 30" Dia 07/19/11 33 05 13 30" Dia. MH Ring and Cover Star Pipe Products MH32FTWSS-DC 30" Dia 08/10/11 33 05 13 30" Dia. MH Ring and Cover Accucast 220700 Heavy Duty with Gasket Ring 30" Dia 10/14/13 33 05 13 30" Dia. MH Ring and Cover (Hinged & Lockable) East Jordan Iron Works 30" ERGO XL Assembly with Cam Lock/MPIC/T-Gasket ASSHTO M105 & ASTM A536 30" Dia 06/01/17 34 05 13 30" Dia. MH Ring and Cover (Lockable) CI SIP Industries 2280 (32") ASTM A 48 30" Dia. 12/05/23 34 05 13 30" Dia. MH Ring and Cover (Hinged & Lockable) CI SIP Industries 4267WT - Hinged (32") ASTM A 48 30" Dia. 09/16/19 33 05 13 30" Dia. MH Ring and Cover Composite Access Products, L.P. CAP-ONE-30-FTW, Composite, w/ Lock w/o Hing 30" Dia. 10/07/21 34 05 13 30" Dia. MH Ring and Cover Trumbull Manufacturing 32"(30") Frame and Cover 30" Dia. Water & Sewer - Manholes & Bases/Frames & Covers/Water Tight & Pressure Tight 33-05-13 (Rev 2/3/16) * 33 05 13 Manhole Frames and Covers Pont-A-Mousson Pamtight 24" Dia. * 33 05 13 Manhole Frames and Covers Neenah Casting 24" Dia. * 33 05 13 Manhole Frames and Covers Western Iron Works,Bass & Hays Foundry 300-24P 24" Dia. * 33 05 13 Manhole Frames and Covers McKinley Iron Works Inc. WPA24AM 24" Dia. 03/08/00 33 05 13 Manhole Frames and Covers Accucast RC-2100 ASTM A 48 24" Dia. 04/20/01 33 05 13 Manhole Frames and Covers (SIP)Serampore Industries Private Ltd. 300-24-23.75 Ring and Cover ASTM A 48 24" Dia. Water & Sewer - Manholes & Bases/Precast Concrete (Rev 1/8/13) * 33 39 10 Manhole, Precast Concrete Hydro Conduit Corp SPL Item #49 ASTM C 478 48" * 33 39 10 Manhole, Precast Concrete Wall Concrete Pipe Co. Inc. ASTM C-443 48" 09/23/96 33 39 10 Manhole, Precast Concrete Concrete Product Inc. 48" I.D. Manhole w/ 32" Cone ASTM C 478 48" w/32" cone 12/05/23 33 39 10 Manhole, Precast Concrete The Turner Company 72" I.D. Manhole w/ 32" Cone ASTM C 478 72" 05/08/18 33 39 10 Manhole, Precast Concrete The Turner Company 48", 60" I.D. Manhole w/ 32" Cone ASTM C 478 48", 60" 09/03/24 33 39 10 Manhole, Precast Concrete Oldcastle Precast Inc. Manhole, 32" Opening and Flat top, (No Transition Cones) ASTM C 478 48" to 84" I.D. 06/09/10 33 39 10 Manhole, Precast (Reinforced Polymer)Concrete US Composite Pipe Reinforced Polymer Concrete ASTM C-76 48" to 72" 09/06/19 33 39 20 Manhole, Precast Concrete Forterra Pipe and Precast 60" & 72" I.D. Manhole w/32" Cone ASTM C-76 60" & 72" 10/07/21 32 39 20 Manhole, Precast Concrete Forterra Pipe and Precast 48" I.D. Manhole w/32" Cone ASTM C-77 48" 10/07/21 33 39 20 Manhole, Precast (Reinforced Polymer) Concrete Armorock 48" & 60" I.D. Manhole w/32" Cone 48" & 60" 10/07/21 33 39 20 Manhole, Precast (Hybrid) Polymer & PVC Geneva Pipe and Precast (Predl Systems) 48" & 60" I.D. Manhole w/32" Cone 48" & 60" Non Traffic Areas 03/07/23 33 39 20 Manhole, Precast Concrete AmeriTex Pipe and Products, LLC 48" & 60" I.D. Manhole w/32" Cone ASTM C-478; ASTM C-923; ASTM C-443 03/07/23 33 39 20 Manhole, Precast (Reinforced Polymer) Concrete P3 Polymers, RockHardscp 48" & 60" I.D. Manhole w/32" Cone 04/28/07 Manhole, Precast (Reinforced Polymer) Concrete Amitech USA Meyer Polycrete Pipe Sewer -(WAC) Wastewater Access Chamber 33 39 40 12/29/23 33 39 20 Wastewater Access Chamber Quickstream Solutions, Inc. Type 8 Maintenace Shaft (Poopit) For use when Std. MH cannot be installed due to depth Water & Sewer - Manholes & Bases/Rehab Systems/Cementitious * E1-14 Manhole Rehab Systems Quadex 04/23/01 E1-14 Manhole Rehab Systems Standard Cement Materials, Inc. Reliner MSP E1-14 Manhole Rehab Systems AP/M Permaform 4/20/01 E1-14 Manhole Rehab System Strong Company Strong Seal MS2A Rehab System 5/12/03 E1-14 Manhole Rehab System (Liner) Triplex Lining System MH repair product to stop infiltration ASTM D5813 08/30/06 General Concrete Repair FlexKrete Technologies Vinyl Polyester Repair Product Misc. Use CITY OF FORT WORTH WATER DEPARTMENT STANDARD PRODUCT LIST Updated: 6-18-25 * From Original Standard Products List 1 Approval Spec No. Classsification Manufacturer Model No. National Spec Size CITY OF FORT WORTH WATER DEPARTMENT STANDARD PRODUCT LIST Updated: 6-18-25 Water & Sewer - Manholes & Bases/Rehab Systems/NonCementitious 05/20/96 E1-14 Manhole Rehab Systems Sprayroq, Spray Wall Polyurethane Coating ASTM D639/D790 12/14/01 Coating for Corrosion protection(Exterior) ERTECH Series 20230 and 2100 (Asphatic Emulsion) For Exterior Coating of Concrete Structures Only 01/31/06 Coatings for Corrosion Protection Chesterton Arc 791, S1HB, S1, S2 Acid Resistance Test Sewer Applications 8/28/2006 Coatings for Corrosion Protection Warren Environmental S-301 and M-301 Sewer Applications 03/19/18 33 05 16, 33 39 10, 33 39 20 Coating for Corrosion protection(Exterior) Sherwin Williams RR&C Dampproofing Non-Fibered Spray Grade (Asphatic Emulsion) For Exterior Coating of Concrete Structures Only Water & Sewer - Manhole Inserts - Field Operations Use Only (Rev 2/3/16) * 33 05 13 Manhole Insert Knutson Enterprises Made to Order - Plastic ASTM D 1248 For 24" dia. * 33 05 13 Manhole Insert South Western Packaging Made to Order - Plastic ASTM D 1248 For 24" dia. * 33 05 13 Manhole Insert Noflow-Inflow Made to Order - Plastic ASTM D 1248 For 24" dia. 09/23/96 33 05 13 Manhole Insert Southwestern Packing & Seals, Inc. LifeSaver - Stainless Steel For 24" dia. 09/23/96 33 05 13 Manhole Insert Southwestern Packing & Seals, Inc. TetherLok - Stainless Steel For 24" dia Water & Sewer - Pipe Casing Spacers 33-05-24 (07/01/13) 11/04/02 Steel Band Casing Spacers Advanced Products and Systems, Inc. Carbon Steel Spacers, Model SI 02/02/93 Stainless Steel Casing Spacer Advanced Products and Systems, Inc. Stainless Steel Spacer, Model SSI 04/22/87 Casing Spacers Cascade Waterworks Manufacturing Casing Spacers 09/14/10 Stainless Steel Casing Spacer Pipeline Seal and Insulator Stainless Steel Casing Spacer Up to 48" 09/14/10 Coated Steel Casin Spacers Pipeline Seal and Insulator Coated Steel Casing Spacers Up to 48" 05/10/11 Stainless Steel Casing Spacer Powerseal 4810 Powerchock Up to 48" 03/19/18 Casing Spacers BWM SS-12 Casing Spacer(Stainless Steel) 03/19/18 Casing Spacers BWM FB-12 Casing Spacer (Coated Carbon Steel) for Non_pressure Pipe and Grouted Casing 03/29/22 33 05 13 Casing Spacers CCI Pipeline Systems CSC12, CSS12 09/03/24 33 05 13 Casing Spacers Raci (Completely HDPE) Per Manufacturers Requirements (Sewer Applications Only)8" - 12" (Sewer Only) Water & Sewer - Pipes/Ductile Iron 33-11-10(1/8/13) * 33 11 10 Ductile Iron Pipe Griffin Pipe Products, Co. Super Bell-Tite Ductile Iron Pressure Pipe, AWWA C150, C151 3" thru 24" 08/24/18 33 11 10 Ductile Iron Pipe American Ductile Iron Pipe Co. American Fastite Pipe (Bell Spigot) AWWA C150, C151 4" thru 30" 08/24/18 33 11 10 Ductile Iron Pipe American Ductile Iron Pipe Co. American Flex Ring (Restrained Joint) AWWA C150, C151 4" thru 30" * 33 11 10 Ductile Iron Pipe U.S. Pipe and Foundry Co. AWWA C150, C151 * 33 11 10 Ductile Iron Pipe McWane Cast Iron Pipe Co. AWWA C150, C151 Water & Sewer - Utility Line Marker (08/24/2018) Sewer - Coatings/Epoxy 33-39-60 (01/08/13) 02/25/02 Epoxy Lining System Sauereisen, Inc SewerGard 210RS LA County #210-1.33 12/14/01 Epoxy Lining System Ertech Technical Coatings Ertech 2030 and 2100 Series 04/14/05 Interior Ductile Iron Pipe Coating Induron Protecto 401 ASTM B-117 Ductile Iron Pipe Only 01/31/06 Coatings for Corrosion Protection Chesterton Arc 791, S1HB, S1, S2 Acid Resistance Test Sewer Applications 8/28/2006 Coatings for Corrosion Protection Warren Environmental S-301 and M-301 Sewer Applications Sewer - Coatings/Polyurethane Sewer - Combination Air Valves 05/25/18 33-31-70 Air Release Valve A.R.I. USA, Inc. D025LTP02(Composite Body) 2" Sewer - Pipes/Concrete * E1-04 Conc. Pipe, Reinforced Wall Concrete Pipe Co. Inc. ASTM C 76 * E1-04 Conc. Pipe, Reinforced Hydro Conduit Corporation Class III T&G, SPL Item #77 ASTM C 76 * E1-04 Conc. Pipe, Reinforced Hanson Concrete Products SPL Item #95-Manhole, #98- Pipe ASTM C 76 * E1-04 Conc. Pipe, Reinforced Concrete Pipe & Products Co. Inc. ASTM C 76 Sewer - Pipe Enlargment System (Method)33-31-23 (01/18/13) PIM System PIM Corporation Polyethylene PIM Corp., Piscata Way, N.J. Approved Previously McConnell Systems McLat Construction Polyethylene Houston, Texas Approved Previously TRS Systems Trenchless Replacement System Polyethylene Calgary, Canada Approved Previously Sewer - Pipe/Fiberglass Reinforced/ 33-31-13(1/8/13) 7/21/97 33 31 13 Cent. Cast Fiberglass (FRP) Hobas Pipe USA, Inc. Hobas Pipe (Non-Pressure) ASTM D3262/D3754 03/22/10 33 31 13 Fiberglass Pipe (FRP) Ameron Bondstrand RPMP Pipe ASTM D3262/D3754 04/09/21 33 31 13 Glass-Fiber Reinforced Polymer Pipe (FRP) Thompson Pipe Group Thompson Pipe (Flowtite) ASTM D3262/D3754 03/07/23 33 31 13 Fiberglass Pipe (FRP) Future Pipe Industries Fiberstrong FRP ASTM D3262, ASTM D3681, ASTM D4161, AWWA M45 09/03/24 33 31 13 Fiberglass Pipe (FRP) Superlit Boru Sanayi A.S. Superlit FRP ASTM D3262, ASTM D3517, ASTM 3754, AWWA C950 * From Original Standard Products List 2 Approval Spec No. Classsification Manufacturer Model No. National Spec Size CITY OF FORT WORTH WATER DEPARTMENT STANDARD PRODUCT LIST Updated: 6-18-25 Sewer - Pipe/Polymer Pipe 4/14/05 Polymer Modified Concrete Pipe Amitech USA Meyer Polycrete Pipe ASTM C33, A276, F477 8" to 102", Class V 06/09/10 E1-9 Reinforced Polymer Concrete Pipe US Composite Pipe Reinforced Polymer Concrete Pipe ASTM C-76 Sewer - Pipes/HDPE 33-31-23(1/8/13) * High-density polyethylene pipe Phillips Driscopipe, Inc. Opticore Ductile Polyethylene Pipe ASTM D 1248 8" * High-density polyethylene pipe Plexco Inc. ASTM D 1248 8" * High-density polyethylene pipe Polly Pipe, Inc. ASTM D 1248 8" High-density polyethylene pipe CSR Hydro Conduit/Pipeline Systems McConnell Pipe Enlargement ASTM D 1248 Sewer - Pipes/PVC (Pressure Sewer) 33-11-12 (4/1/13) 12/02/11 33-11-12 DR-14 PVC Pressure Pipe Pipelife Jetstream PVC Pressure Pipe AWWA C900 4" thru 12" 10/22/14 33-11-12 DR-14 PVC Pressure Pipe Royal Building Products Royal Seal PVC Pressure Pipe AWWA C900 4" thru 12" Sewer - Pipes/PVC* 33-31-20 (7/1/13) * 33-31-20 PVC Sewer Pipe J-M Manufacturing Co., Inc. (JM Eagle) SDR-26 (PS115) ASTM D 3034 4" - 15" 12/23/97* 33-31-20 PVC Sewer Pipe Diamond Plastics Corporation SDR-26 (PS115) ASTM D 3034 4" thru 15" * 33-31-20 PVC Sewer Pipe Lamson Vylon Pipe SDR-26 (PS115) ASTM D 3034 4" thru 15" 12/05/23 33-31-20 PVC Sewer Pipe Vinyltech PVC Pipe SDR-26 (PS115) ASTM D3034 4" thru 15" 12/05/23 33-31-20 PVC Sewer Pipe Vinyltech PVC Pipe Gravity Sewer PS 115 ASTM F 679 18" * 33-31-20 PVC Sewer Pipe J-M Manufacturing Co, Inc. (JM Eagle) PS 115 ASTM F 679 18" - 28" 05/06/05 33-31-20 PVC Solid Wall Pipe Diamond Plastics Corporation PS 115 ASTM F-679 18" to 48" 04/27/06 33-31-20 PVC Sewer Fittings Harco SDR-26 (PS 115) Gasket Fittings ASTM D-3034, D-1784, etc 4" - 15" *33-31-20 PVC Sewer Fittings Plastic Trends, Inc.(Westlake)Gasketed PVC Sewer Main Fittings ASTM D 3034 3/19/2018 33 31 20 PVC Sewer Pipe Pipelife Jet Stream SDR 26 (PS 115) ASTM F679 18"- 24" 3/19/2018 33 31 20 PVC Sewer Pipe Pipelife Jet Stream SDR 26 ASTM D3034 4"- 15" 3/29/2019 33 31 20 Gasketed Fittings (PVC)GPK Products, Inc. SDR 26 ASTM D3034 4"- 15" 10/21/2020 33 31 20 PVC Sewer Pipe NAPCO(Westlake) SDR 26 ASTM D3034 4" - 15" 10/22/2020 33 31 20 PVC Sewer Pipe Sanderson Pipe Corp. SDR 26 ASTM D3034 4"- 15" 10/21/2020 33 31 20 PVC Sewer Pipe NAPCO(Westlake) SDR 26 PS 115 ASTM F-679 18"- 36" * From Original Standard Products List 3 Approval Spec No. Classsification Manufacturer Model No. National Spec Size CITY OF FORT WORTH WATER DEPARTMENT STANDARD PRODUCT LIST Updated: 6-18-25 Water - Appurtenances 33-12-10 (07/01/13) 09/03/24 33-12-10 Double Strap Saddle Ford Meter Box Co., Inc. 202B 1"-2" SVC, up to 16" Pipe 01/18/18 33-12-10 Double Strap Saddle Romac 202NS Nylon Coated AWWA C800 1"-2" SVC, up to 24" Pipe 08/28/02 Double Strap Saddle Smith Blair #317 Nylon Coated Double Strap Saddle 07/23/12 33-12-10 Double Strap Service Saddle Mueller Company DR2S Double (SS) Strap DI Saddle AWWA C800 1"-2" SVC, up to 24" Pipe 03/07/23 33-12-10 Double Strap Service Saddle Powerseal 3450AS, Incl. Corp. Stop, Dbl Strap, Stainless NSF ANSI 372 1"-2" SVC, up to 24" Pipe 10/27/87 Curb Stops-Ball Meter Valves McDonald 6100M,6100MT & 610MT 3/4" and 1" 10/27/87 Curb Stops-Ball Meter Valves McDonald 4603B, 4604B, 6100M, 6100TM and 6101M 1½" and 2" 5/25/2018 33-12-10 Curb Stops-Ball Meter Valves Ford Meter Box Co., Inc. FB600-7NL, FB1600-7-NL, FV23-777-W-NL, L22-77NL AWWA C800 2" 5/25/2018 33-12-10 Curb Stops-Ball Meter Valves Ford Meter Box Co., Inc. FB600-6-NL, FB1600-6-NL, FV23-666-W- NL, L22-66NL AWWA C800 1-1/2" 5/25/2018 33-12-10 Curb Stops-Ball Meter Valves Ford Meter Box Co., Inc. FB600-4-NL, FB1600-4-NL, B11-444-WR- NL, B22444-WR-NL, L28-44NL AWWA C800 1" 5/25/2018 33-12-10 Curb Stops-Ball Meter Valves Mueller Co., Ltd. B-25000N, B-24277N-3, B-20200N-3, H- 15000N, , H-1552N, H142276N AWWA C800, ANSF 61, ANSI/NSF 372 2" 5/25/2018 33-12-10 Curb Stops-Ball Meter Valves Mueller Co., Ltd. B-25000N, B-20200N-3, B-24277N-3,H- 15000N, H-14276N, H-15525N AWWA C800, ANSF 61, ANSI/NSF 372 1-1/2" 5/25/2018 33-12-10 Curb Stops-Ball Meter Valves Mueller Co., Ltd. B-25000N, B-20200N-3,H-15000N, H- 15530N AWWA C800, ANSF 61, ANSI/NSF 372 1" 01/26/00 Coated Tapping Saddle with Double SS Straps JCM Industries, Inc. #406 Double Band SS Saddle 1"-2" Taps on up to 12" 0/5/21/12 33-12-25 Tapping Sleeve (Coated Steel) JCM Industries, Inc. 412 Tapping Sleeve ESS AWWA C-223 Up to 30" w/12" Out 03/29/22 33-12-25 Tapping Sleeve (Coated or Stainless Steel) JCM Industries, Inc. 415 Tapping Sleeve AWWA C-223 Concrete Pipe Only 05/10/11 Tapping Sleeve (Stainless Steel) Powerseal 3490AS (Flange) & 3490MJ 4"-8" and 16" 02/29/12 33-12-25 Tapping Sleeve (Coated Steel) Romac FTS 420 AWWA C-223 U p to 42" w/24" Out 02/29/12 33-12-25 Tapping Sleeve (Stainless Steel) Romac SST Stainless Steel AWWA C-223 Up to 24" w/12" Out 02/29/12 33-12-25 Tapping Sleeve (Stainless Steel) Romac SST III Stainless Steel AWWA C-223 Up to 30" w/12" Out 05/10/11 Joint Repair Clamp Powerseal 3232 Bell Joint Repair Clamp 4" to 30" Plastic Meter Box w/Composite Lid DFW Plastics Inc. DFW37C-12-1EPAF FTW Plastic Meter Box w/Composite Lid DFW Plastics Inc. DFW39C-12-1EPAF FTW 08/30/06 Plastic Meter Box w/Composite Lid DFW Plastics Inc. DFW65C-14-1EPAF FTW Class "A" Concrete Meter Box Bass & Hays CMB37-B12 1118 LID-9 Concrete Meter Box Bass & Hays CMB-18-Dual 1416 LID-9 Concrete Meter Box Bass & Hays CMB65-B65 1527 LID-9 Water - Bolts, Nuts, and Gaskets 33-11-05 (01/08/13) None Water - Combination Air Release 33-31-70 (01/08/13) * E1-11 Combination Air Release Valve GA Industries, Inc. Empire Air and Vacuum Valve, Model 935 ASTM A 126 Class B, ASTM A 1" & 2" * E1-11 Combination Air Release Valve Multiplex Manufacturing Co. Crispin Air and Vacuum Valves, Model No. 1/2", 1" & 2" * E1-11 Combination Air Release Valve Valve and Primer Corp. APCO #143C, #145C and #147C 1", 2" & 3" Water - Dry Barrel Fire Hydrants 33-12-40 (01/15/14) 10/01/87 E-1-12 Dry Barrel Fire Hydrant American-Darling Valve Drawing Nos. 90-18608, 94-18560 AWWA C-502 03/31/88 E-1-12 Dry Barrel Fire Hydrant American Darling Valve Shop Drawing No. 94-18791 AWWA C-502 09/30/87 E-1-12 Dry Barrel Fire Hydrant Clow Corporation Shop Drawing No. D-19895 AWWA C-502 01/12/93 E-1-12 Dry Barrel Fire Hydrant American AVK Company Model 2700 AWWA C-502 08/24/88 E-1-12 Dry Barrel Fire Hydrant Clow Corporation Drawings D20435, D20436, B20506 AWWA C-502 E-1-12 Dry Barrel Fire Hydrant ITT Kennedy Valve Shop Drawing No. D-80783FW AWWA C-502 09/24/87 E-1-12 Dry Barrel Fire Hydrant M&H Valve Company Shop Drawing No. 13476 AWWA C-502 10/14/87 E-1-12 Dry Barrel Fire Hydrant Mueller Company Shop Drawings No. 6461 A-423 Centurion AWWA C-502 01/15/88 E1-12 Dry Barrel Fire Hydrant Mueller Company Shop Drawing FH-12 A-423 Super Centurion 200 AWWA C-502 10/09/87 E-1-12 Dry Barrel Fire Hydrant U.S. Pipe & Foundry Shop Drawing No. 960250 AWWA C-502 09/16/87 E-1-12 Dry Barrel Fire Hydrant American Flow Control (AFC) Waterous Pacer WB67 AWWA C-502 08/12/16 33-12-40 Dry Barrel Fire Hydrant EJ (East Jordan Iron Works) WaterMaster 5CD250 Water - Meters 02/05/93 E101-5 Detector Check Meter Ames Company Model 1000 Detector Check Valve AWWA C550 4" - 10" 08/05/04 Magnetic Drive Vertical Turbine Hersey Magnetic Drive Vertical AWWA C701, Class 1 3/4" - 6" * From Original Standard Products List 4 Approval Spec No. Classsification Manufacturer Model No. National Spec Size CITY OF FORT WORTH WATER DEPARTMENT STANDARD PRODUCT LIST Updated: 6-18-25 Water - Pipes/PVC (Pressure Water) 33-31-70 (01/08/13) 12/05/23 33-11-12 PVC Pressure Pipe Vinyltech PVC Pipe DR14 AWWA C900, AWWA C605, ASTM D1784 4"-16" 12/05/23 33-11-12 PVC Pressure Pipe Vinyltech PVC Pipe DR18 AWWA C900, AWWA C605, ASTM D1784 16"-18" 09/03/24 33-11-12 PVC Pressure Pipe Northern Pipe Products DR14 AWWA C900, AWWA C605, ASTM D1784 4"-16" 09/03/24 33-11-12 PVC Pressure Pipe Northern Pipe Products DR18 AWWA C900, AWWA C605, ASTM D1784 16"-18" 3/19/2018 33 11 12 PVC Pressure Pipe Pipelife Jet Stream DR14 AWWA C900 4"-12" 3/19/2018 33 11 12 PVC Pressure Pipe Pipelife Jet Stream DR18 AWWA C900 16"-24" 5/25/2018 33 11 12 PVC Pressure Pipe Diamond Plastics Corporation DR 14 AWWA C900 4"-12" 5/25/2018 33 11 12 PVC Pressure Pipe Diamond Plastics Corporation DR 18 AWWA C900 16"-24" 12/6/2018 33 11 12 PVC Pressure Pipe J-M Manufacturing Co., Inc d/b/a JM Eagle DR 14 AWWA C900-16 UL 1285 ANSI/NSF 61 FM 1612 4"-28" 12/6/2018 33 11 12 PVC Pressure Pipe J-M Manufacturing Co., Inc d/b/a JM Eagle DR 18 AWWA C900-16 UL 1285 ANSI/NSF 61 FM 1612 16"-24" 9/6/2019 33 11 12 PVC Pressure Pipe Underground Solutions Inc. DR14 Fusible PVC AWWA C900 4" - 8" 9/6/2019 33 11 12 PVC Pressure Pipe NAPCO(Westlake) DR18 AWWA C900 16" - 24" 9/6/2019 33 11 12 PVC Pressure Pipe NAPCO(Westlake) DR14 AWWA C900 4"- 12" 9/6/2019 33 11 12 PVC Pressure Pipe Sanderson Pipe Corp. DR14 AWWA C900 4"- 12" Water - Pipes/Valves & Fittings/Ductile Iron Fittings 33-11-11 (01/08/13) 07/23/92 E1-07 Ductile Iron Fittings Star Pipe Products, Inc. Mechanical Joint Fittings AWWA C153 & C110 * E1-07 Ductile Iron Fittings Griffin Pipe Products, Co. Mechanical Joint Fittings AWWA C 110 * E1-07 Ductile Iron Fittings McWane/Tyler Pipe/ Union Utilities Division Mechanical Joint Fittings, SSB Class 350 AWWA C 153, C 110, C 111 08/11/98 E1-07 Ductile Iron Fittings Sigma, Co. Mechanical Joint Fittings, SSB Class 351 AWWA C 153, C 110, C 112 02/26/14 E1-07 MJ Fittings Accucast Class 350 C-153 MJ Fittings AWWA C153 4"-12" 05/14/98 E1-07 Ductile Iron Joint Restraints Ford Meter Box Co./Uni-Flange Uni-Flange Series 1400 AWWA C111/C153 4" to 36" 05/14/98 E1-24 PVC Joint Restraints Ford Meter Box Co./Uni-Flange Uni-Flange Series 1500 Circle-Lock AWWA C111/C153 4" to 24" 11/09/04 E1-07 Ductile Iron Joint Restraints One Bolt, Inc. One Bolt Restrained Joint Fitting AWWA C111/C116/C153 4" to 12" 02/29/12 33-11-11 Ductile Iron Pipe Mechanical Joint Restraint EBAA Iron, Inc. Megalug Series 1100 (for DI Pipe)AWWA C111/C116/C153 4" to 42" 02/29/12 33-11-11 PVC Pipe Mechanical Joint Restraint EBAA Iron, Inc. Megalug Series 2000 (for PVC Pipe)AWWA C111/C116/C153 4" to 24" 08/05/04 E1-07 Mechanical Joint Retainer Glands(PVC) Sigma, Co. Sigma One-Lok SLC4 - SLC10 AWWA C111/C153 4" to 10" 03/06/19 33-11-11 Mechanical Joint Retainer Glands(PVC) Sigma, Co. Sigma One-Lok SLCS4 - SLCS12 AWWA C111/C153 4" to 12" 08/05/04 E1-07 Mechanical Joint Retainer Glands(PVC) Sigma, Co. Sigma One-Lok SLCE AWWA C111/C153 12" to 24" 08/10/98 E1-07 MJ Fittings(DIP) Sigma, Co. Sigma One-Lok SLDE AWWA C153 4" - 24" 10/12/10 E1-24 Interior Restrained Joint System S & B Techncial Products Bulldog System ( Diamond Lok 21 & JM ASTM F-1624 4" to 12" 04/07/69 Interior Restrained Joint System Hultec Hydrogrip-R ASTM D395, D412, D471, D573, D883, D1149, D1229, D1349, D1414, D1415, D1566, F913 4'-12" 08/16/06 E1-07 Mechanical Joint Fittings SIP Industries(Serampore) Mechanical Joint Fittings AWWA C153 4" to 24" 11/07/16 33-11-11 Mechanical Joint Retainer Glands Star Pipe Products, Inc. PVC Stargrip Series 4000 ASTM A536 AWWA C111 11/07/16 33-11-11 Mechanical Joint Retainer Glands Star Pipe Products, Inc. DIP Stargrip Series 3000 ASTM A536 AWWA C111 03/19/18 33-11-11 Mechanical Joint Retainer Glands SIP Industries(Serampore) EZ Grip Joint Restraint (EZD) Black For DIP ASTM A536 AWWA C111 3"-48" 03/19/18 33-11-11 Mechanical Joint Retainer Glands SIP Industries(Serampore) EZ Grip Joint Restraint (EZD) Red for C900 DR14 PVC Pipe ASTM A536 AWWA C111 4"-12" 03/19/18 33-11-11 Mechanical Joint Retainer Glands SIP Industries(Serampore) EZ Grip Joint Restraint (EZD) Red for C900 DR18 PVC Pipe ASTM A536 AWWA C111 16"-24" * From Original Standard Products List 5 Approval Spec No. Classsification Manufacturer Model No. National Spec Size CITY OF FORT WORTH WATER DEPARTMENT STANDARD PRODUCT LIST Updated: 6-18-25 Water - Pipes/Valves & Fittings/Resilient Seated Gate Valve* 33-12-20 (05/13/15) Resilient Wedged Gate Valve w/no Gears American Flow Control Series 2500 Drawing # 94-20247 16" 12/13/02 Resilient Wedge Gate Valve American Flow Control Series 2530 and Series 2536 AWWA C515 30" and 36" 08/31/99 Resilient Wedge Gate Valve American Flow Control Series 2520 & 2524 (SD 94-20255) AWWA C515 20" and 24" 05/18/99 Resilient Wedge Gate Valve American Flow Control Series 2516 (SD 94-20247) AWWA C515 16" 10/24/00 E1-26 Resilient Wedge Gate Valve American Flow Control Series 2500 (Ductile Iron) AWWA C515 4" to 12" 08/05/04 Resilient Wedge Gate Valve American Flow Control 42" and 48" AFC 2500 AWWA C515 42" and 48" 05/23/91 E1-26 Resilient Wedge Gate Valve American AVK Company American AVK Resilient Seaded GV AWWA C509 4" to 12" 01/24/02 E1-26 Resilient Wedge Gate Valve American AVK Company 20" and smaller * E1-26 Resilient Seated Gate Valve Kennedy 4" - 12" * E1-26 Resilient Seated Gate Valve M&H 4" - 12" * E1-26 Resilient Seated Gate Valve Mueller Co.4" - 12" 11/08/99 Resilient Wedge Gate Valve Mueller Co. Series A2361 (SD 6647) AWWA C515 16" 01/23/03 Resilient Wedge Gate Valve Mueller Co. Series A2360 for 18"-24" (SD 6709) AWWA C515 24" and smaller 05/13/05 Resilient Wedge Gate Valve Mueller Co. Mueller 30" & 36", C-515 AWWA C515 30" and 36" 01/31/06 Resilient Wedge Gate Valve Mueller Co. Mueller 42" & 48", C-515 AWWA C515 42" and 48" 01/28/88 E1-26 Resilient Wedge Gate Valve Clow Valve Co. AWWA C509 4" - 12" 10/04/94 Resilient Wedge Gate Valve Clow Valve Co. 16" RS GV (SD D-20995) AWWA C515 16" 11/08/99 E1-26 Resilient Wedge Gate Valve Clow Valve Co. Clow RW Valve (SD D-21652) AWWA C515 24" and smaller 11/29/04 Resilient Wedge Gate Valve Clow Valve Co. Clow 30" & 36" C-515 AWWA C515 30" and 36" (Note 3) 11/30/12 Resilient Wedge Gate Valve Clow Valve Co. Clow Valve Model 2638 AWWA C515 24" to 48" (Note 3) 05/08/91 E1-26 Resilient Seated Gate Valve Stockham Valves & Fittings AWWA C 509, ANSI 420 - stem, 4" - 12" * E1-26 Resilient Seated Gate Valve U.S. Pipe and Foundry Co.Metroseal 250, requirements SPL #74 3" to 16" 10/26/16 33-12-20 Resilient Seated Gate Valve EJ (East Jordan Iron Works)EJ FlowMaster Gate Valve & Boxes 08/24/18 Matco Gate Valve Matco-Norca 225 MR AWWA/ANSI C115/An21.15 4" to 16" Water - Pipes/Valves & Fittings/Rubber Seated Butterfly Valve 33-12-21 (07/10/14) * E1-30 Rubber Seated Butterfly Valve Henry Pratt Co. AWWA C-504 24" * E1-30 Rubber Seated Butterfly Valve Mueller Co. AWWA C-504 24"and smaller 1/11/99 E1-30 Rubber Seated Butterfly Valve Dezurik Valves Co. AWWA C-504 24" and larger 06/12/03 E1-30 Valmatic American Butterfly Valve Valmatic Valve and Manufacturing Corp. Valmatic American Butterfly Valve. AWWA C-504 Up to 84" diameter 04/06/07 E1-30 Rubber Seated Butterfly Valve M&H Valve M&H Style 4500 & 1450 AWWA C-504 24" to 48" 03/19/18 33 12 21 Rubber Seated Butterfly Valve G. A. Industries (Golden Anderson) AWWA C504 Butterfly Valve AWWA C-504 30"-54" 09/03/24 33 12 21 Rubber Seated Butterfly Valve American AVK Company AWWA C504 Butterfly Valve Class 250B AWWA C-504 24" - 48" Water - Polyethylene Encasement 33-11-10 (01/08/13) 05/12/05 E1-13 Polyethylene Encasment Flexsol Packaging Fulton Enterprises AWWA C105 8 mil LLD 05/12/05 E1-13 Polyethylene Encasment Mountain States Plastics (MSP) and AEP Ind. Standard Hardware AWWA C105 8 mil LLD 05/12/05 E1-13 Polyethylene Encasment AEP Industries Bullstrong by Cowtown Bolt & Gasket AWWA C105 8 mil LLD 09/06/19 33-11-11 Polyethylene Encasment Northtown Products Inc. PE Encasement for DIP AWWA C105 8 mil LLD Water - Sampling Station 03/07/23 33 12 50 Water Sampling Station Kupferle Foundry Company Eclipse, Number 88 , 12-inch Depth of Bury As shown in spec. 33 12 50 09/02/24 33 12 50 Water Sampling Station Mueller Water Products, Inc.Model BSS01-36-MUDG2-CSD-NL, Freeze Proof, Hasp for Locking Access Hatch This product removed Water - Automatic Flusher 10/21/20 Automated Flushing System Mueller Hydroguard HG6-A-IN-2-BRN-LPRR(Portable) HG2-A-IN--2-PVC-018-LPLG(Permanent) 04/09/21 Automated Flushing System Kupferle Foundry Company Eclipse #9800wc 04/09/21 Automated Flushing System Kupferle Foundry Company Eclipse #9700 (Portable) Yellow Highlight indicates recent changes The Fort Worth Water Department’s Standard Products List has been developed to minimize the submittal review of products which meet the Fort Worth Water Department’s Standard Specifications during utility construction projects. When Technical Specifications for specific products, are included as part of the Construction Contract Documents, the requirements of the Technical Specification will override the Fort Worth Water Department’s Standard Specifications and the Fort Worth Water Department’s Standard Products List and approval of the specific products will be based on the requirements of the Technical Specification whether or not the specific product meets the Fort Worth Water Department’s Standard Specifications or is on the Fort Worth Water * From Original Standard Products List 6 !!!!!!!! Attention: Mix Designs do not supersede CFW Specifications !!!!!!!!!!Approval Spec No. Classification Manufacturer Mix ID Mix Description Design Strength @ 28 days Design Rquirements National SpecConcreteClass A (Sidewalk, ADA Ramps, Driveways, Curb/Gutter, Median Pavement) 9/9/202232 13 20 Mix Design American Concrete Company 30CAF0293000 psi 3-5" Slump; 3-6% Air4/3/202532 13 20 Mix Design Big Town Concrete 22113000 psi 3-5" Slump; 3-6% Air7/16/202532 13 20 Mix Design Big Town Concrete 22113 With 30% Slag3000 psi 3-5" Slump; 3-6% Air9/9/202232 13 20 Mix Design Burnco Texas 30U101AG3000 psi 3-5" Slump; 3-6% Air4/1/202432 13 20 Mix Design Burnco Texas 30U500BG3000 psi 3-5" Slump; 3-6% Air9/9/202232 13 20 Mix Design Carder Concrete FWCC5020013000 psi 3-5" Slump; 3-6% Air9/9/202232 13 20 Mix Design Carder Concrete FWCC5020213500 psi 3-5" Slump; 3-6% Air9/9/202232 13 20 Mix Design Chisholm Trail Redi Mix C13020AE3000 psi 3-5" Slump; 4.5-7.5% Air4/28/202532 13 20 Mix Design Chisholm Trail Redi Mix CT6020A3600 psi 3-5" Slump; 3-6% Air9/9/202232 13 20 Mix Design City Concrete Company 30HA20II3000 psi 3-5" Slump; 3-6% Air9/9/202232 13 20 Mix Design Cow Town Redi Mix 253-W3000 psi 3-5" Slump; 3-6% Air9/9/202232 13 20 Mix Design Cow Town Redi Mix 2503000 psi 3-5" Slump; 3-6% Air9/9/202232 13 20 Mix Design Cow Town Redi Mix 3503000 psi 3-5" Slump; 3-6% Air1/29/202432 13 20 Mix Design Estrada Ready Mix R3050AEWR3000 psi 3-5" Slump; 3-6% Air9/9/202232 13 20 Mix Design Amrize/ Holcim 12613000 psi 3-5" Slump; 3-6% Air9/23/202432 13 20 Mix Design Amrize/ Holcim 51773000 psi 3-5" Slump; 3-6% Air5/8/202532 13 20 Mix Design Amrize/ Holcim 530WA-T13000 psi 3-5" Slump; 3-6% Air4/7/202332 13 20 Mix Design Liquid Stone C301D3000 psi 3-5" Slump; 3-6% Air9/9/202232 13 20 Mix Design Martin Marietta R21362143000 psi 3-5" Slump; 3-6% Air9/9/202232 13 20 Mix Design Martin Marietta R21360143000 psi 3-5" Slump; 3-6% Air4/1/202332 13 20 Mix Design Martin Marietta R2136N143000 psi 3-5" Slump; 3-6% Air6/1/202332 13 20 Mix Design Martin Marietta R2136R203000 psi 3-5" Slump; 3-6% Air6/1/202332 13 20 Mix Design Martin Marietta R2136N203000 psi 3-5" Slump; 3-6% Air11/2/202232 13 20 Mix Design Martin Marietta R2141K244000 psi 3-5" Slump; 3-6% Air4/7/202332 13 20 Mix Design Martin Marietta R2136K143000 psi 3-5" Slump; 3-6% Air9/9/202232 13 20 Mix Design Martin Marietta R21313143000 psi 3-5" Slump; 3-6% Air9/9/202232 13 20 Mix Design Martin Marietta R21322143000 psi 3-5" Slump; 3-6% Air9/9/202232 13 20 Mix Design Martin Marietta D9490SC3000 psi 3-5" Slump; 4.5-7.5% Air5/9/202532 13 20 Mix Design Martin Marietta R2136R143000 psi 3-5" Slump; 3-6% Air10/4/202332 13 20 Mix Design NBR Ready Mix CLS A-YY3000 psi 3-5" Slump; 3-6% Air10/4/202332 13 20 Mix Design NBR Ready Mix CLS A-NY3000 psi 3-5" Slump; 3-6% Air7/10/202332 13 20 Mix Design Osburn 30A50MR3000 psi 3-5" Slump; 3-6% Air1/18/202332 13 20 Mix Design Rapid Redi Mix RRM5020A3000 psi 3-5" Slump; 3-6% Air1/24/202332 13 20 Mix Design Rapid Redi Mix RRM5525A3600 psi 3-5" Slump; 3-6% Air12/22/202532 13 20 Mix Design Rapid Redi Mix 3250AL With 50% Slag3000 psi 3-5" Slump; 3-6% Air10/24/202432 13 20 Mix Design SRM Concrete 30850 With 20% Fly Ash 3000 psi 3-5" Slump; 3-6% Air10/24/202432 13 20 Mix Design SRM Concrete 303503000 psi 3-5" Slump; 3-6% Air10/18/202432 13 20 Mix Design SRM Concrete 30050 With 20% Fly Ash 3000 psi 3-5" Slump; 3-6% Air9/9/202232 13 20 Mix Design Tarrant Concrete FW5025A3000 psi 3-5" Slump; 3-6% Air9/9/202232 13 20 Mix Design Tarrant Concrete CP5020A3000 psi 3-5" Slump; 3-6% Air10/10/202232 13 20 Mix Design Tarrant Concrete TCFW5020A3000 psi 3-5" Slump; 3-6% Air9/9/202232 13 20 Mix Design Tarrant Concrete FW5525A23000 psi 3-5" Slump; 3-6% Air9/9/202232 13 20 Mix Design Titan Ready Mix 3020AE3000 psi 3-5" Slump; 3-6% Air9/9/202232 13 20 Mix Design True Grit Redi Mix 0250.2303000 psi 3-5" Slump; 3-6% Air9/9/202232 13 20 Mix Design True Grit Redi Mix 0250.23013000 psi 3-5" Slump; 3-6% Air11/17/202532 13 20 Mix Design True Grit Redi Mix 450.230 With 30% Slag3000 psi 3-5" Slump; 3-6% AirClass CIP (Inlets, Manholes, Junction Boxes, Encasement, Blocking, Collars, (Spread Footing Pedestal Pole Foundations —Reference Detail 34 41 10-D605A))9/9/202232 13 13 Mix Design American Concrete Company 40CNF0654000 psi 3-5" Slump; 0-3% Air9/9/202232 13 13 Mix Design Burnco Texas 40U500BG4000 psi 3-5" Slump; 3-6% Air 8/21/202533 13 13 Mix Design Burnco Texas 36U500BG1" 20% MRWR AIR (Lighting and Signal Footing Foundation)3600 psi 3-5" Slump; 3-6% Air 4/28/2025 34 13 13 Mix Design Chisholm Trail Redi Mix CT6020A3600 psi 3-5" Slump; 3-6% Air4/28/2025 35 13 13 Mix Design Chisholm Trail Redi Mix CTFW5520A3600 psi 3-5" Slump; 3-6% Air4/28/2025 36 13 13 Mix Design Chisholm Trail Redi Mix CTFW6020A4000 psi 3-5" Slump; 3-6% Air8/4/2025 37 13 13 Mix Design Chisholm Trail Redi Mix CTFW5020A3000 psi 3-5" Slump; 3-6% Air9/9/2022 32 13 13 Mix Design Cow Town Redi Mix 255-23000 psi 3-5" Slump; 3-6% Air 9/9/2022 32 13 13 Mix Design Cow Town Redi Mix 3553000 psi 3-5" Slump; 3-6% Air 9/9/2022 32 13 13 Mix Design Cow Town Redi Mix 2553500 psi 3-5" Slump; 3-6% Air 9/9/2022 32 13 13 Mix Design Cow Town Redi Mix 2705000 psi 3-5" Slump; 3-6% Air 9/9/2022 32 13 13 Mix Design Cow Town Redi Mix 3705000 psi 3-5" Slump; 3-6% Air 9/9/2022 32 13 13 Mix Design Cow Town Redi Mix 3533000 psi 3-5" Slump; 3-6% Air 9/9/2022 32 13 13 Mix Design Cow Town Redi Mix 2573600 psi 3-5" Slump; 3-6% Air 9/9/2022 32 13 13 Mix Design Cow Town Redi Mix 3573600 psi 3-5" Slump; 3-6% Air 5/7/2025 32 13 13 Mix Design Cow Town Redi Mix 265-424200 psi 3-5" Slump; 3-6% Air 2/7/2025 32 13 13 Mix Design Amrize/ Holcim 17014000 psi 3-5" Slump; 3-6% Air 2/7/2025 32 13 13 Mix Design Amrize/ Holcim 15513000 psi 3-5" Slump; 3-6% Air 9/9/2022 32 13 13 Mix Design Amrize/ Holcim 54094000 psi 3-5" Slump; 3-6% Air8/14/2025 32 13 13 Mix Design Amrize/ Holcim 540WA-T1 With 20% Fly Ash and 30% Slag 4000 psi 3-5" Slump; 3-6% Air4/27/2023 32 13 13 Mix Design Liquid Stone C361DNFA3600 psi 3-5" Slump; 3-6% Air9/9/2022 32 13 13 Mix Design Martin Marietta R21412304000 psi 3-5" Slump; 3-6% Air8/4/2023 32 13 13 Mix Design Martin Marietta R2141R244000 psi 3-5" Slump; 3-6% Air11/20/2023 32 13 13 Mix Design Martin Marietta R2146R334000 psi 3-5" Slump; 3-6% Air11/20/2023 32 13 13 Mix Design Martin Marietta R2146K334000 psi 3-5" Slump; 3-6% AirCITY OF FORT WORTH TRANSPORTATION/PUBLIC WORKS DEPARTMENTSTANDARD PRODUCTS LIST AS OF 12/31/2025Page 1 of 6 !!!!!!!! Attention: Mix Designs do not supersede CFW Specifications !!!!!!!!!!Approval Spec No. Classification Manufacturer Mix ID Mix Description Design Strength @ 28 days Design Rquirements National SpecCITY OF FORT WORTH TRANSPORTATION/PUBLIC WORKS DEPARTMENTSTANDARD PRODUCTS LIST AS OF 12/31/20259/9/2022 32 13 13 Mix Design Martin Marietta R21422333600 psi 3-5" Slump; 4.5-7.5% Air9/9/2022 32 13 13 Mix Design Martin Marietta R21362243600 psi 3-5" Slump; 3-6% Air9/9/2022 32 13 13 Mix Design Martin Marietta R21412333600 psi 3-5" Slump; 3-6% Air9/9/2022 32 13 13 Mix Design Martin Marietta R21460384500 psi 3-5" Slump; 3-6% Air10/24/2024 32 13 13 Mix Design Martin Marietta R2146K344000 psi 3-5" Slump; 3-6% Air5/5/2025 32 13 13 Mix Design Martin Marietta R2146R354000 psi 3-5" Slump; 3-6% Air5/5/2025 33 13 13 Mix Design Martin Marietta R2146K354000 psi 3-5" Slump; 3-6% Air5/5/2025 33 13 13 Mix Design Martin Marietta R2146N334000 psi 3-5" Slump; 3-6% Air9/12/2023 32 13 13 Mix Design NBR Ready Mix CLS P1-YY4000 psi 3-5" Slump; 3-6% Air9/9/2022 32 13 13 Mix Design NBR Ready Mix TX C-YY3000 psi 3-5" Slump; 3-6% Air9/9/2022 32 13 13 Mix Design NBR Ready Mix TX C-NY3000 psi 3-5" Slump; 3-6% Air1/18/2023 32 13 13 Mix Design Rapid Redi Mix RRM5320A3000 psi 3-5" Slump; 3-6% Air1/18/2023 32 13 13 Mix Design Rapid Redi Mix RRM6020ASS4000 psi 3-5" Slump; 3-6% Air10/24/2024 32 13 13 Mix Design SRM Concrete 403504000 psi 3-5" Slump; 3-6% Air10/24/2024 32 13 13 Mix Design SRM Concrete 408504000 psi 3-5" Slump; 3-6% Air9/16/2024 32 13 13 Mix Design SRM Concrete 350503500 psi 3-5" Slump; 3-6% Air4/28/2025 32 13 13 Mix Design SRM Concrete 368503600 psi 3-5" Slump; 3-6% Air11/24/2025 03 30 00 Mix Design SRM Concrete 458524500 psi 3-5" Slump; 4.5-7.5% Air9/9/2022 32 13 13 Mix Design Tarrant Concrete FW5320A3000 psi 3-5" Slump; 3-6% Air10/10/2022 32 13 13 Mix Design Tarrant Concrete TCFW6025A24000 psi 3-5" Slump; 3-6% AirClass C (Drilled Shaft for Traffic Signal Pole Foundations Reference Detail 31 41 10-D605)8/21/2025 32 13 13 Mix Design Burnco Texas 40U502BG 1" 20% HRWR AIR 3600 psi 6-8" Slump; 3-6% Air6/21/2023 32 13 13 Mix Design Cow Town Redi Mix 360-DS3600 psi 5.5-7.5" Slump; 3-6% Air10/30/2024 32 13 13 Mix Design Estrada Ready Mix R36575AEWR3600 psi 5.5-7.5" Slump; 3-6% Air9/11/2025 32 13 13 Mix Design Gonzalez Brothers P6020LA3600 psi 5.5-7.5" Slump; 3-6% Air12/5/2022 32 13 13 Mix Design Amrize/ Holcim 18223600 psi 5.5-7.5" Slump; 0-3% Air9/9/2022 32 13 13 Mix Design Amrize/ Holcim 18594000 psi 5.5-7.5" Slump; 3-6% Air4/7/2023 32 13 13 Mix Design Liquid Stone C361DHR3600 psi 5.5-7.5" Slump; 3-6% Air6/27/2023 32 13 13 Mix Design Martin Marietta U2146N413600 psi 5-7" Slump; 3-6% Air6/27/2023 32 13 13 Mix Design Martin Marietta U2146K453600 psi 5-7" Slump; 3-6% Air5/9/2025 32 13 13 Mix Design Martin Marietta U2146R413600 psi 5-7" Slump; 3-6% Air8/22/2024 32 13 13 Mix Design NBR Ready Mix 135K25243600 psi 5.5" Slump; 3-6% Air8/22/2024 32 13 13 Mix Design NBR Ready Mix 135K05243600 psi 5.5" Slump; 3-6% AirClass C (Headwalls, Wing walls, Culverts)9/9/2022 32 13 13 Mix Design Carder Concrete FWCC6020014000 psi 3-5" Slump; 3-6% Air9/9/2022 32 13 13 Mix Design City Concrete Company 40LA20114000 psi 3-5" Slump; 3-6% Air9/9/2022 32 13 13 Mix Design Cow Town Redi Mix 260-23600 psi 3-5" Slump; 3-6% Air9/9/2022 32 13 13 Mix Design Cow Town Redi Mix 360-13600 psi 3-5" Slump; 3-6% Air9/9/2022 32 13 13 Mix Design Cow Town Redi Mix 260-13600 psi 3-5" Slump; 3-6% Air8/11/2025 32 13 13 Mix Design Cow Town Redi Mix 275 With 20% Fly Ash 5000 psi 4-6" Slump: 3-6% Air8/11/2025 32 13 13 Mix Design Cow Town Redi Mix 3755000 psi 4-6" Slump: 3-6% Air1/29/2024 32 13 13 Mix Design Estrada Ready Mix R3655AEWR3600 psi 3-5" Slump; 3-6% Air9/9/2022 32 13 13 Mix Design GCH Concrete Services GCH40004000 psi 3-5" Slump; 3-6% Air4/1/2023 32 13 13 Mix Design Martin Marietta 310LBP3600 psi 3-5" Slump; 4-7% Air8/30/2023 32 13 13 Mix Design Martin Marietta R2141R304000 psi 3-5" Slump; 3-6% Air9/9/2022 32 13 13 Mix Design Martin Marietta R21460354000 psi 3-5" Slump; 3-6% Air9/9/2022 32 13 13 Mix Design SRM Concrete 400504000 psi 3-5" Slump; 3-6% Air9/9/2022 32 13 13 Mix Design SRM Concrete 35022 With 20% Fly Ash 3600 psi 3-5" Slump; 3-6% Air9/9/2022 32 13 13 Mix Design Tarrant Concrete FW6020A24000 psi 3-5" Slump; 3-6% AirClass P (Machine Placed Paving)4/3/2025 32 13 13 Mix Design Big Town Concrete 45113600 psi 1-3" Slump; 3-6% Air4/3/2025 32 13 13 Mix Design Big Town Concrete 44113600 psi 1-3" Slump; 3-6% Air6/30/2025 32 13 13 Mix Design Big Town Concrete 5211 With 20% Fly Ash 4000 psi 1-3" Slump; 3-6% Air6/30/2025 30 13 13 Mix Design Big Town Concrete 52113 With 30% Slag4000 psi 1-3" Slump; 3-6% Air6/30/2025 30 13 13 Mix Design Big Town Concrete 53114000 psi 1-3" Slump; 3-6% Air9/30/2025 30 13 13 Mix Design Burnco Texas 40U553BG 1" 20% MRWR AIR 4000 psi 1-3" Slump; 3-6% Air9/9/2022 32 13 13 Mix Design Carder Concrete FWCC5520913600 psi 1-3" Slump; 3-6% Air9/9/2022 32 13 13 Mix Design Carder Concrete FWCC6020914000 psi 1-3" Slump; 3-6% Air11/6/2025 32 13 13 Mix Design Chisholm Trail Redi Mix CT5520AMP With 20% Fly Ash 3600 psi 1-3" Slump; 3-6% Air9/9/2022 32 13 13 Mix Design City Concrete Company 36LA20113600 psi 1-3" Slump; 3-6% Air9/9/2022 33 13 13 Mix Design Cow Town Redi Mix 257-M3600 psi 1-3" Slump; 3-6% Air11/14/2022 32 13 13 Mix Design Cow Town Redi Mix 357-M3600 psi 1-3" Slump; 3-6% Air9/9/2022 32 13 13 Mix Design Cow Town Redi Mix 260-M4000 psi 1-3" Slump; 3-6% Air9/9/2022 32 13 13 Mix Design Cow Town Redi Mix 360-M4000 psi 1-3" Slump; 3-6% Air2/6/2024 32 13 13 Mix Design Estrada Ready Mix TD3655AEWR3600 psi 1-3" Slump; 3-6% Air5/12/2025 32 13 13 Mix Design Amrize/ Holcim 17034000 psi 1-3" Slump; 3-6% Air10/3/2025 32 13 13 Mix Design Amrize/ Holcim 5405 With 20% Fly Ash 4000 psi 1-3" Slump; 3-6% Air8/4/2023 32 13 13 Mix Design Martin Marietta Q2141R274000 psi 1-3" Slump; 3-6% Air11/2/2022 32 13 13 Mix Design Martin Marietta Q2141K304000 psi 1-3" Slump; 3-6% Air…CIP Concrete (Continues)Page 2 of 6 !!!!!!!! Attention: Mix Designs do not supersede CFW Specifications !!!!!!!!!!Approval Spec No. Classification Manufacturer Mix ID Mix Description Design Strength @ 28 days Design Rquirements National SpecCITY OF FORT WORTH TRANSPORTATION/PUBLIC WORKS DEPARTMENTSTANDARD PRODUCTS LIST AS OF 12/31/2025…Class P Concrete (Continues)5/5/202532 13 13 Mix Design Martin Marietta Q2141N274000 psi 1-3" Slump; 3-6% Air10/4/202332 13 13 Mix Design NBR Ready Mix TX C SF-YY3600 psi 1-3" Slump; 3-6% Air10/4/202332 13 13 Mix Design NBR Ready Mix TX C SF-NY3600 psi 1-3" Slump; 3-6% Air12/22/202532 13 13 Mix Design Rapid Redi Mix 4050AL With 50% Slag4000 psi 1-3" Slump; 3-6% Air10/24/202432 13 13 Mix Design SRM Concrete 400684000 psi 1-3" Slump; 3-6% Air10/24/202432 13 13 Mix Design SRM Concrete 408254000 psi 1-3" Slump; 3-6% Air9/16/202432 13 13 Mix Design SRM Concrete 40025 With 20% Fly Ash 4000 psi 1-3" Slump; 3-6% Air10/18/202432 13 13 Mix Design SRM Concrete 350233600 psi 1-3" Slump; 3-6% Air6/5/202532 13 13 Mix Design SRM Concrete 403244000 psi 1-3" Slump; 3-6% Air7/21/202532 13 13 Mix Design SINACOLA 24011-4000MP 20% With 20% Fly Ash 4000 psi 1-3" Slump; 3-6% Air7/21/202532 13 13 Mix Design SINACOLA 24011-4000MP Straight Cement4000 psi 1-3" Slump; 3-6% Air9/9/202232 13 13 Mix Design Tarrant Concrete FW5520AMP3600 psi 1-3" Slump; 3-6% Air9/9/202232 13 13 Mix Design True Grit Redi Mix 0255.23013600 psi 1-3" Slump; 3.5-6.5% Air9/9/202232 13 13 Mix Design True Grit Redi Mix 0260.23024000 psi 1-3" Slump; 3.5-6.5% Air6/17/202532 13 13 Mix Design True Grit Redi Mix 460.230M4000 psi 1-3" Slump; 3-6% Air6/23/202532 13 13 Mix Design True Grit Redi Mix 360.230M4000 psi 1-3" Slump; 3-6% AirClass H (Hand Placed Paving, Valley Gutter)9/9/202232 13 13 Mix Design American Concrete Company 45CAF0764500 psi 3-5" Slump; 3-6% Air 5/2/202332 13 13 Mix Design Big D Concrete CM14520AE4500 psi 3-5" Slump; 3-6% Air4/3/202532 13 13 Mix Design Big Town Concrete 62114500 psi 3-5" Slump; 3-6% Air4/3/202532 13 13 Mix Design Big Town Concrete 63114500 psi 3-5" Slump; 3-6% Air4/5/202532 13 13 Mix Design Big Town Concrete 60174500 psi 3-5" Slump; 3-6% Air7/16/202532 13 13 Mix Design Big Town Concrete 62113 With 30% Slag4500 psi 3-5" Slump; 3-6% Air9/9/202232 13 13 Mix Design Burnco Texas 45U500BG4500 psi 3-5" Slump; 3-6% Air9/30/202533 13 13 Mix Design Burnco Texas 45U100AG4000 psi 3-5" Slump; 3-6% Air9/9/202232 13 13 Mix Design Carder Concrete FWCC6020214500 psi 3-5" Slump; 3-6% Air4/28/202532 13 13 Mix Design Chisholm Trail Redi Mix CTFW6520A4500 psi 3-5" Slump; 3-6% Air9/9/202232 13 13 Mix Design City Concrete Company 45NA20II4500 psi 3-5" Slump; 3-6% Air9/9/202232 13 13 Mix Design Cow Town Redi Mix 2654500 psi 3-5" Slump; 3-6% Air9/9/202232 13 13 Mix Design Cow Town Redi Mix 3654500 psi 3-5" Slump; 3-6% Air1/29/202432 13 13 Mix Design Estrada Ready Mix R4560AEWR/4500 psi 3-5" Slump; 4-6% Air9/9/202232 13 13 Mix Design GCH Concrete Services GCH45004500 psi 3-5" Slump; 3-6% Air10/4/202432 13 13 Mix Design Amrize/ Holcim 55074500 psi 3-5" Slump; 3-6% Air9/9/202232 13 13 Mix Design Amrize/ Holcim 18514500 psi 3-5" Slump; 3-6% Air5/8/202532 13 13 Mix Design Amrize/ Hocim 545WA-T14500 psi 3-5" Slump; 3-6% Air4/5/202532 13 13 Mix Design Liquid Stone C451D4500 psi 3-5" Slump; 3-6% Air11/2/202232 13 13 Mix Design Martin Marietta R2146N354500 psi 3-5" Slump; 3-6% Air8/4/202332 13 13 Mix Design Martin Marietta R2146R364500 psi 3-5" Slump; 3-6% Air11/2/202232 13 13 Mix Design Martin Marietta R2146N364500 psi 3-5" Slump; 3-6% Air5/22/202332 13 13 Mix Design Martin Marietta R2146K374500 psi 3-5" Slump; 3-6% Air12/22/202332 13 13 Mix Design Martin Marietta R2146R444500 psi 3-5" Slump; 3-6% Air12/22/202332 13 13 Mix Design Martin Marietta R2146K444500 psi 3-5" Slump; 3-6% Air11/15/202232 13 13 Mix Design Martin Marietta R2146P364500 psi 3-5" Slump; 3-6% Air11/15/202232 13 13 Mix Design Martin Marietta R2146K364500 psi 3-5" Slump; 3-6% Air9/9/202232 13 13 Mix Design Martin Marietta R21472414500 psi 3-5" Slump; 4.5-7.5% Air9/9/202232 13 13 Mix Design Martin Marietta R21462364500 psi 3-5" Slump; 3-6% Air9/9/202232 13 13 Mix Design Martin Marietta R21460364500 psi 3-5" Slump; 3-6% Air9/9/202232 13 13 Mix Design Martin Marietta R21462424500 psi 3-5" Slump; 3-6% Air9/9/202232 13 13 Mix Design Martin Marietta R21460424500 psi 3-5" Slump; 3-6% Air6/3/202532 13 13 Mix Design Martin Marietta R2146K434500 psi 3-5" Slump; 3-6% Air10/4/202332 13 13 Mix Design NBR Ready Mix CLS P2-YY4500 psi 3-5" Slump; 3-6% Air10/4/202332 13 13 Mix Design NBR Ready Mix CLS P2-NY4500 psi 3-5" Slump; 3-6% Air7/10/202332 13 13 Mix Design Osburn 45A60MR4500 psi 3-5" Slump; 3-6% Air1/24/202332 13 13 Mix Design Rapid Redi Mix RRM6320AHP4500 psi 3-5" Slump; 3-6% Air12/22/202532 13 13 Mix Design Rapid Redi Mix 4550AL With 50% Slag4500 psi 3-5" Slump; 3-6% Air2/7/202532 13 13 Mix Design SRM Concrete 450234500 psi 3-5" Slump; 3-6% Air9/9/202232 13 13 Mix Design SRM Concrete 450004500 psi 3-5" Slump; 3-6% Air5/23/202532 13 13 Mix Design SRM Concrete 453004500 psi 3-5" Slump; 3-6% Air10/24/202432 13 13 Mix Design SRM Concrete 453504500 psi 3-5" Slump; 3-6% Air10/24/202432 13 13 Mix Design SRM Concrete 45850 With 20% Fly Ash 4500 psi 3-5" Slump; 3-6% Air10/18/202432 13 13 Mix Design SRM Concrete 450504500 psi 3-5" Slump; 3-6% Air7/21/202532 13 13 Mix Design SINACOLA 24011-4500HP 20% With 20% Fly Ash 4500 psi 3-5" Slump; 3-6% Air7/21/202532 13 13 Mix Design SINACOLA 24011-4500HP Straight Cement4500 psi 3-5" Slump; 3-6% Air9/9/202232 13 13 Mix Design Tarrant Concrete FW6020AHP4500 psi 3-5" Slump; 3-6% Air9/9/202232 13 13 Mix Design Tarrant Concrete FW60AHP4500 psi 3-5" Slump; 3-6% Air9/9/202232 13 13 Mix Design Tarrant Concrete TCFW6020AHP4500 psi 3-5" Slump; 3-6% Air9/9/202232 13 13 Mix Design Titan Ready Mix TRC45204500 psi 3-5" Slump; 3-6% Air9/9/202232 13 13 Mix Design True Grit Redi Mix 0260.23014500 psi 3-5" Slump; 3-6% Air9/9/202232 13 13 Mix Design True Grit Redi Mix 0265.23014500 psi 3-5" Slump; 3.5-6.5% Air9/9/202232 13 13 Mix Design True Grit Redi Mix 270.2304500 psi 3-5" Slump; 3-6% Air6/12/202532 13 13 Mix Design True Grit Redi Mix 465.230H With 30% Slag4500 psi 3-5" Slump: 3-6% Air6/23/202532 13 13 Mix Design True Grit Redi Mix 365.230H4500 psi 3-5" Slump: 3-6% Air10/9/2024 32 13 13 Mix Design Wildcatter 4520AI4500 psi 3-5" Slump; 3-6% AirPage 3 of 6 !!!!!!!! Attention: Mix Designs do not supersede CFW Specifications !!!!!!!!!!Approval Spec No. Classification Manufacturer Mix ID Mix Description Design Strength @ 28 days Design Rquirements National SpecCITY OF FORT WORTH TRANSPORTATION/PUBLIC WORKS DEPARTMENTSTANDARD PRODUCTS LIST AS OF 12/31/2025Class HES (High Early Strength Paving) 9/9/202232 13 13 Mix Design Big D Concrete 14500AE4500 psi 3-5" Slump; 3%< Air12/10/202532 13 13 Mix Design Burnco Texas 70U100AG 1 day average psi >4000 psi 7000 psi 3-5" Slump; 3-6% Air11/18/202532 13 13 Mix Design Chisholm Trail Redi Mix CTTX70AHES3-5" Slump; 3-6% Air9/9/202232 13 13 Mix Design Cow Town Redi Mix 370-1NC4500 psi 3-5" Slump; 3-6% Air9/9/202232 13 13 Mix Design Cow Town Redi Mix 375-NC5000 psi 3-5" Slump; 3-6% Air9/9/202232 13 13 Mix Design Cow Town Redi Mix 370-NC4500 psi 3-5" Slump; 3-6% Air1/18/202332 13 13 Mix Design Cow Town Redi Mix 380-NC4500 psi 3-5" Slump; 3-6% Air1/29/202432 13 13 Mix Design Estrada Ready Mix 4575AESC4500 psi / 3000 psi @ 3 days 3-5" Slump; 3-6% Air9/9/202232 13 13 Mix Design Amrize/ Holcim 21255000 psi 3-5" Slump; 3-6% Air1/24/202332 13 13 Mix Design Liquid Stone C451DHR-A4500 psi 3-5" Slump; 3-6% Air4/7/202332 13 13 Mix Design Martin Marietta R2161K706000 psi / 3000 psi @ 24hr. 3-5" Slump; 3-6% Air2/10/202332 13 13 Mix Design SRM Concrete 503105000 psi 3-5" Slump; 3-6% Air2/7/202532 13 13 Mix Design SRM Concrete 403264500 psi / 3000 psi @ 3 days 3-5" Slump; 3-6% Air9/9/202232 13 13 Mix Design Tarrant Concrete FW6520AMR4500 psi / 3000 psi @ 3 days 3-5" Slump; 3-6% Air9/9/202232 13 13 Mix Design Tarrant Concrete FW7520AMR4500 psi / 3000 psi @ 3 days 3-5" Slump; 3-6% AirClass S (Bridge Slabs, Top Slabs of Direct Traffic Culverts, Approach Slabs)9/9/2022 32 13 13 Mix Design Cow Town Redi Mix 2604000 psi 3-5" Slump; 3-6% Air9/9/202232 13 13 Mix Design Cow Town Redi Mix 3604000 psi 3-5" Slump; 3-6% Air9/9/202232 13 13 Mix Design Cow Town Redi Mix 365-STX4000 psi 3-5" Slump; 3-6% Air1/29/202432 13 13 Mix Design Estrada Ready Mix R4060AEWR4000 psi 4-6" Slump; 3-6% Air5/3/202332 13 13 Mix Design Martin Marietta M78423444000 psi 3-5" Slump; 4.5-7.5% Air4/1/202332 13 13 Mix Design Martin Marietta R2146P334000 psi 3-5" Slump; 3-6% Air8/18/202532 13 13 Mix Design Martin Marietta 610LBT4000 psi 3-5" Slump; 3-6% Air4/15/202432 13 13 Mix Design NBR Ready Mix TX S-NY4000 psi 3-5" Slump; 3-6% Air4/15/202432 13 13 Mix Design NBR Ready Mix TX S-YY4000 psi 3-5" Slump; 3-6% Air4/5/202532 13 13 Mix Design SRM Concrete 40850 With 20% Fly Ash 4000 psi 3-5" Slump; 3-6% Air4/5/202532 13 13 Mix Design SRM Concrete 403504000 psi 3-5" Slump; 3-6% Air5/5/202332 13 13 Mix Design SRM Concrete D100008553CB4000 psi 3-5" Slump; 3-6% AirConcrete Base Trench Repair4/1/2023 03 34 16 Mix Design Burnco Texas 10YH50BF1000 psi Flowable; 8.5-11.5% Air9/9/202203 34 16 Mix Design Burnco Texas 08Y450BA800 psi 5-7" Slump; 3-6% Air12/19/202503 34 16 Mix Design Cow Town Redi Mix 330-S8750 psi 5.5-8.5" Slump; 5-15%9/30/202503 34 16 Mix Design Martin Marietta YN81O001750 psi 8-12" Slump; 5-10% Air12/26/202503 34 16 Mix Design SRM Concrete 915750 psi Flowable; 3-6% AirControlled Low Strength Material (Flowable Fill)2/7/2025 03 34 13 Mix Design Burnco Texas 01Y690BF100 psi Flowable; 9.5-11.5% Air5/19/202503 34 13 Mix Design Burnco Texas 01Z180AF100 psi Flowable; 9.5-11.5% Air11/18/202503 34 13 Mix Design Burnco Texas 01Z401BF SAND 25% MRWR 17% AIR FLOW FILL 100 psi Flowable; 17+/-1.5% air9/9/202203 34 13 Mix Design Carder Concrete FWCC35910150-150 psi 3-5" Slump; 8-12% Air9/9/202203 34 13 Mix Design Carder Concrete FWFF23750150-150 psi Flowable; 8.5-11.5% Air8/4/202503 34 13 Mix Design Chisholm Trail Redi Mix CT150FF50-150 psi Flowable; 7-9.0% Air12/26/202503 34 13 Mix Design Chisholm Trail Redi Mix CTFWCLSM100-150 psi 5-7" slump; 8.5-11.5% Air9/9/202203 34 13 Mix Design City Concrete Company 11-350-FF50-150 psi Flowable; 8-12% Air9/9/202203 34 13 Mix Design Cow Town Redi Mix 970 psi 7-9" Slump; 8-11% Air9/9/202503 34 13 Mix Design Cow Town Redi Mix 10Min 50 psi Min 9" Slump; 10-20% Air5/12/202503 34 13 Mix Design Amrize/ Holcim 3741100 psi Flowable; 12.0-24.0% Air8/4/202503 34 13 Mix Design Amrize/ Holcim 901100 psi 9-11" Slump; 10-30% Air8/14/202503 34 13 Mix Design Amrize/ Holcim 904150 psi 9-11" Slump; 10-30% Air9/11/202503 34 13 Mix Design Martin Marietta FLOW25A150 psi 8"-12" Slump; 10% Air10/4/202303 34 13 Mix Design NBR Ready Mix FTW FLOW FILL150 psi 7-10" Slump; 8-12% Air2/7/202503 34 13 Mix Design SRM Concrete 910150 psi Flowable; 8-12% Air12/26/202503 34 13 Mix Design SRM Concrete 900100 psi Flowable; 10-30% Air9/9/202203 34 13 Mix Design Tarrant Concrete FWFF150CLSM50-150 psi Flowable; 8-12% AirConcrete Rip Rap4/1/2023 31 37 00 Mix Design Martin Marietta R21410304000 psi 3-5" Slump; 3-6% Air4/1/202331 37 00 Mix Design Martin Marietta R21460334000 psi 3-5" Slump; 3-6% AirCement- Stabilized Sand (CSS) 11/21/2025 33 05 10 Mix Design Burnco Texas 04Z500BA SAND 20% MRWR 17% AIR FLOW FILL 250 psi Flowable; 15.5-18.5% AirAsphalt Paving9/9/2022 32 12 16 Mix Design Austin Asphalt FT5B117965 FT5B117965 PG64-22 Type B Fine Base9/9/202232 12 16 Mix Design Austin Asphalt FT1B139965 FT1B139965 PG64-22 Type B Fine Base9/9/202232 12 16 Mix Design Austin Asphalt FT1B117.2 FT1B117.2 PG64-22 Type B Fine Base5/1/202432 12 16 Mix Design Reynolds Asphalt340-DG-B P 340-DG-B PG64-22 Type B Base Course9/9/202232 12 16 Mix Design Reynolds Asphalt1112B 1112B PG64-22 Type B Fine Base9/9/202232 12 16 Mix Design Reynolds Asphalt1612B 1612B PG64-22 Type B Fine Base4/4/202532 12 16 Mix Design Reynolds Asphalt2315B 2315B PG64-22 Type B Fine Base12/5/202233 12 16 Mix Design Sunmount Paving 3076BV6422 3076BV6422 PG62-22 Type B Fine Base9/9/202232 12 16 Mix Design Sunmount Paving 341-BRAP6422ERG 341-BRAP6422ERG PG64-22 Type B Fine Base9/9/202232 12 16 Mix Design TXBIT 37-211305-20 37-211305-20 PG64-22 Type B Fine Base9/9/202232 12 16 Mix Design TXBIT 44-211305-17 44-211305-17 PG64-22 Type B Fine Base9/9/202232 12 16 Mix Design TXBIT 211305 (1757) 211305 (1757) PG64-22 Type B Fine Base9/9/202232 12 16 Mix Design TXBIT 64-224125-18 PG 64-224125-18 PG70-22 Type D Fine Surface4/1/2024 32 12 16 Mix Design TXBIT 344 MAC-SP-D 70-22XR 344 MAC-SP-D 70-22XR SAC A-R Type D Fine Surface2600 @24 hrs and/or 3000 @72hrs;4500@28 daysPage 4 of 6 !!!!!!!! Attention: Mix Designs do not supersede CFW Specifications !!!!!!!!!!Approval Spec No. Classification Manufacturer Mix ID Mix Description Design Strength @ 28 days Design Rquirements National SpecCITY OF FORT WORTH TRANSPORTATION/PUBLIC WORKS DEPARTMENTSTANDARD PRODUCTS LIST AS OF 12/31/2025Detectable Warning Surface9/9/2022 32 13 20 DWS - Pavers Pine Hall Brick (Winston Salem, NC)Tactile Pavers9/9/202232 13 20 DWS - Pavers Western Brick Co. (Houston, TX) Detectable Warning Pavers9/9/202232 13 20 DWS - CompositeArmor Tile9/9/202232 13 20 DWS - Composite ADA Solutions (Wilmington, MA) Heritage Brick CIP Composite Paver4/7/202332 13 20 DWS - Pavers ADA Solutions (Wilmington, MA)Detectable Warning Pavers10/16/202532 13 20 DWS - Pavers EQUALTILEEqualTile Brick Pattern Wet-Set Replaceable10/16/202532 13 20 DWS - Pavers EQUALTILEEqualTile Cast-In-Place ReplaceableSilicone Joint Sealant9/9/2022 32 13 73 Joint Sealant Dow 890SL 890SL - Cold Applied, Single Component, Silicone Joint SealantASTM D58939/9/202232 13 73 Joint Sealant Tremco 900SL 900SL - Cold Applied, Single Component, Silicone Joint SealantASTM D58939/9/202232 13 73 Joint Sealant Pecora 300SL 300SL - Cold Applied, Single Component, Silicone Joint SealantASTM D58939/9/202232 13 73 Joint Sealant Crafco RoadSaver Silicone RoadSaver Silicone - Cold Applied, Single Component, Silicone Joint SealantASTM D5893Utility Trench Embedment Sand9/9/2022 33 05 10 Embedment Sand Silver Creek Materials Utility Embedment SandASTM C339/9/202233 05 10 Embedment Sand Crouch Materials Utility Embedment SandASTM C339/9/202233 05 10 Embedment Sand F and L Dirt Movers Utility Embedment SandASTM C339/9/202233 05 10 Embedment Sand F and L Dirt Movers Utility Embedment SandASTM C339/9/202233 05 10 Embedment Sand Tin Top Martin Marietta Utility Embedment SandASTM C33Storm Sewer - Manholes & Bases/Frames & Covers/Standard (Round) 33-05-13 9/28/2018 33 05 13Manhole Frames and CoversAccuCast (Govind Steel Company, LTD) MHRC #220605MHRC #220605 (Size - **24" Dia.)ASTM A48 AASHTO M3069/28/201833 05 13 Manhole Cover Neenah FoundryNF-1274-T91NF-1274-T91 (Size - 32" Dia.)ASTM A48 AASHTO M3069/28/201833 05 13Manhole Frames and CoveNeenah FoundryNF-1743-LM (Hinged)NF-1743-LM (Hinged) (Size - 32" Dia.)ASTM A48 AASHTO M3069/28/201833 05 13 Manhole Frame Neenah FoundryNF-1930-30NF-1930-30 (Size - 32.25" Dia.)ASTM A48 AASHTO M3069/28/201833 05 13Manhole Frames and CoveNeenah FoundryR-1743-HVR-1743-HV (Size - 32" Dia.)ASTM A48 AASHTO M3064/3/201933 05 13Manhole Frames and CoveSIP Industries ++2279ST2279ST (Size - 24" Dia.)ASTM A48 AASHTO M3064/3/201933 05 13Manhole Frames and CoveSIP Industries ++2280ST2280ST (Size - 32" Dia.)ASTM A48 AASHTO M30610/8/202033 05 13Manhole Frames and CoveEJ ( Formally East Jordan Iron Works)EJ1033 Z2/AEJ1033 Z2/A (Size - 32.25" Dia.)ASTM A536 AASHTO M3063/8/202433 05 13 Curb Inlet Covers SIP Industries ++2296T2296T (Size - ***24" Dia.)ASTM A48 AASHTO M3066/18/202433 05 13 Curb Inlet Covers SIP Industries ++2279STN2279STN (Size - 24" Dia.)ASTM A48 AASHTO M306Storm Sewer - Inlet & Structures 33-05-13 10/8/2020 33 49 20Curb Inlets FonterraFRT-10x3-405-PRECAST** (Size - 10' X 3')ASTM C91310/8/2020 33 49 20 Curb Inlets Fonterra FRT-10x3-406-PRECAST** (Size - 10' X 3')ASTM C91310/8/2020 33 49 20 Curb Inlets Fonterra FRT-10x4.5-407-PRECAST** (Size - 10' X 4.5')ASTM C91310/8/2020 33 49 20 Curb Inlets Fonterra FRT-10x4.5-420-PRECAST** (Size - 10' X 4.5')ASTM C91310/8/2020 33 39 20 Manhole Fonterra FRT-4X4-409-PRECAST-TOP (Size - 4' X 4')ASTM C91310/8/2020 33 39 20 Manhole Fonterra FRT-4X4-409-PRECAST-BASE (Size - 4' X 4')ASTM C91310/8/2020 33 39 20 Manhole Fonterra FRT-5X5-410-PRECAST-TOP (Size - 5' X 5')ASTM C91310/8/2020 33 39 20 Manhole Fonterra FRT-5X5-410-PRECAST-BASE (Size - 5' X 5')ASTM C91310/8/2020 33 39 20 Manhole Fonterra FRT-6X6-411-PRECAST-TOP (Size - 6' X 6')ASTM C91310/8/2020 33 39 20 Manhole Fonterra FRT-6X6-411-PRECAST-BASE (Size - 6' X 6')ASTM C9133/19/2021 33 49 20 Curb Inlets Thompson Pipe Group TPG-10X3-405-PRECAST INLET** (Size - 10' X 3')ASTM 6153/19/2021 33 49 20 Curb Inlets Thompson Pipe Group TPG-15X3-405-PRECAST INLET** (Size - 15' X 3')ASTM 6153/19/2021 33 49 20 Curb Inlets Thompson Pipe Group TPG-20X3-405-PRECAST INLET** (Size - 20' X 7')ASTM 6153/19/2021 33 39 20 Manhole Thompson Pipe Group TPG-4X4-409-PRECAST TOP (Size - 4' X 4')ASTM 6153/19/2021 33 39 20 Manhole Thompson Pipe Group TPG-4X4-409-PRECAST BASE (Size - 4' X 4')ASTM 6153/19/2021 33 39 20 Manhole Thompson Pipe Group TPG-4X4-412-PRECAST 4-FT RISER (Size - 4' X 4')ASTM 6153/19/2021 33 39 20 Manhole Thompson Pipe Group TPG-5X5-410-PRECAST TOP (Size - 5' X 5')ASTM 6153/19/2021 33 39 20 Manhole Thompson Pipe Group TPG-5X5-410-PRECAST BASE (Size - 5' X 5')ASTM 6153/19/2021 33 39 20 Manhole Thompson Pipe Group TPG-5X5-412-PRECAST 5-FT RISER (Size - 5' X 5')ASTM 6153/19/2021 33 39 20 Manhole Thompson Pipe Group TPG-6X6-411-PRECAST TOP (Size - 6' X 6')ASTM 6153/19/2021 33 39 20 Manhole Thompson Pipe Group TPG-6X6-411-PRECAST BASE (Size - 6' X 6')ASTM 6153/19/2021 33 39 20 Manhole Thompson Pipe Group TPG-6X6-412-PRECAST 6-FT RISER (Size - 6' X 6')ASTM 6153/19/2021 33 39 20 Manhole Thompson Pipe Group TPG-7X7-411-PRECAST TOP (Size - 7' X 7')ASTM 6153/19/2021 33 39 20 Manhole Thompson Pipe Group TPG-7X7-411-PRECAST BASE (Size - 7' X 7')ASTM 6153/19/2021 33 39 20 Manhole Thompson Pipe Group TPG-7X7-412-PRECAST 4-FT RISER (Size - 7' X 7')ASTM 6153/19/2021 33 39 20 Manhole Thompson Pipe Group TPG-8X8-411-PRECAST TOP (Size - 8' X 8')ASTM 6153/19/2021 33 39 20 Manhole Thompson Pipe Group TPG-8X8-411-PRECAST BASE (Size - 8' X 8')ASTM 6153/19/2021 33 39 20 Manhole Thompson Pipe Group TPG-8X8-412-PRECAST 5-FT RISER (Size - 8' X 8')ASTM 6153/19/2021 33 49 20 Drop Inlet Thompson Pipe Group TPG-4X4-408-PRECAST INLET (Size - 4' X 4')ASTM 6153/19/2021 33 49 20 Drop Inlet Thompson Pipe Group TPG-5X5-408-PRECAST INLET (Size - 5' X 5')ASTM 6153/19/2021 33 49 20 Drop Inlet Thompson Pipe Group TPG-6X6-408-PRECAST INLET (Size - 6' X 6')ASTM 6158/28/2023 33 49 10 Manhole Oldcastle Precast 4' x 4' Stacked Manhole (Size - 4' X 4')ASTM C4788/28/2023 33 49 10 Manhole Oldcastle Precast 5' x 8' Storm Junction Box (Size - 5' X 8')ASTM C4788/28/2023 33 49 10 Manhole Oldcastle Precast 4' x 4' Storm Junction Box (Size - 4' X 4')ASTM C4788/28/2023 33 49 10 Manhole Oldcastle Precast 5' x 5' Storm Junction Box (Size - 5' X 5')ASTM C4788/28/2023 33 49 10 Manhole Oldcastle Precast 6' x 6' Storm Junction Box (Size - 6' X 6')ASTM C4788/28/2023 33 49 10 Manhole Oldcastle Precast 8' x 8' Storm Junction Box Base (Size - 8' X 8')ASTM C4788/28/2023 33 49 10 Manhole Oldcastle Precast 5' x 8' Storm Junction Box Base (Size - 5' X 8')ASTM C4788/28/2023 33 49 10 Manhole Rinker Materials Reinforced 48" Diameter Spread Footing Manhole (Size - 4' X 4')ASTM C433**Note: All new development and new installation manhole lids shall meet the minimum 30-inch opening requirement as specified in City Specification 33 05 13. Any smaller opening sizes will only be allowed for existing manholes that require replacement frames and covers.Page 5 of 6 !!!!!!!! Attention: Mix Designs do not supersede CFW Specifications !!!!!!!!!!Approval Spec No. Classification Manufacturer Mix ID Mix Description Design Strength @ 28 days Design Rquirements National SpecCITY OF FORT WORTH TRANSPORTATION/PUBLIC WORKS DEPARTMENTSTANDARD PRODUCTS LIST AS OF 12/31/20258/28/202333 39 20 Curb Inlet 10 'x 3' Riser Thompson Pipe Group Inlet Riser (Size - 3 FT)ASTM C913-168/28/202333 39 20 Curb Inlet 15 'x 3' Riser Thompson Pipe Group Inlet Riser (Size - 3 FT)ASTM C913-168/28/202333 39 20 Curb Inlet 20' x 3' Riser Thompson Pipe Group Inlet Riser (Size - 3 FT)ASTM C913-161/12/202433 49 20 Drop Inlet AmeriTex Pipe &Products Drop Inlet (4' X 4')ASTM C9131/12/202433 49 20 Drop Inlet AmeriTex Pipe &Products Drop Inlet (5' X 5')ASTM C9131/19/202433 49 20 Manhole AmeriTex Pipe &Products Precast 4'x4' Storm Junction BoxASTM C9131/19/202433 49 20 Manhole AmeriTex Pipe &Products Precast 5'x5' Storm Junction BoxASTM C9131/19/202433 49 20 Manhole AmeriTex Pipe &Products 5' Precast Transition MH (4' MH on the top of 5' JB)ASTM C9131/19/202433 49 20 Manhole AmeriTex Pipe &Products Precast 6'x6' Storm Junction BoxASTM C9131/19/202433 49 20 Manhole AmeriTex Pipe &Products 6' Precast Transition MH (4' MH on the top of 6' JB)ASTM C9131/19/202433 49 20 Manhole AmeriTex Pipe &Products Precast 8'x8' Storm Junction BoxASTM C9131/19/202433 49 20 Manhole AmeriTex Pipe &Products 8' Precast Transition MH (4' MH on the top of 8' JB)ASTM C9131/19/202433 49 20Manhole AmeriTex Pipe &ProductsType C Storm Drain Manhole on Box (4' MH on the top of RCB)ASTM C9137/16/202433 49 20Curb Inlets AmeriTex Pipe &Products10x3 Precast** (Size 10' x 3')ASTM C9137/16/202433 49 20 Curb Inlets AmeriTex Pipe &Products15x3 Precast** (Size 15' x 3')ASTM C913Storm Sewer - Pipes & Boxes 33-05-13 4/9/202133 41 13Storm Drain Pipes Advanced Drainage Systems, Inc. (ADS)ADS HP Storm Polypropylene (PP) Pipe (Size - 12" - 60")ASTM F2881 & AASHTO M3308/28/202333 41 10 Storm Drain Pipes Rinker Materials Reinforced Concrete Pipe Tongue and Groove Joint Pipe (Size - 21" or larger) ASTM C76, C6558/28/202333 41 10 Culvert Box Rinker Materials Reinforced Concrete Box Culvert (Sze - Various)ASTM C789, C85010/12/202333 41 10 Storm Drain Pipes AmeriTex Pipe &Products Reinforced Concrete Pipe Tongue and Groove Joint Pipe* (Size - 15" or larger) ASTM C76, C50610/12/202334 41 10 Culvert Box AmeriTex Pipe &Products Reinforced Concrete Box Culvert (size - Various))ASTM C1433,C157710/18/202335 41 10 Storm Drain Pipes The Turner Co. Reinforced Concrete Pipe Tongue and Groove Joint Pipe* (Size - 15" or larger) ASTM C76, C50610/18/202333 41 10Culvert BoxThe Turner Co. Reinforced Concrete Box Culvert (size - Various)ASTM C1433,C15774/12/2024 33 41 10 Storm Drain Pipes Thompson Pipe Group Reinforced Concrete Pipe Tongue and Groove Joint Pipe* (Size Various)ASTM C76, C5066/25/2024 33 41 10 Culvert Box Oldcastle Reinforced Concrete Box Culvert ASTM C1433,C15776/25/2024 33 41 10Storm Drain Pipes OldcastleReinforced Concrete Pipe Tongue and Groove Joint Pipe* (Size Various)ASTM C76, C506(4-5-2025) 03 34 13 CLSM specification (11-26-2025) Removed Gilco-site batch plant….Storm Sewer - Inlet & Structures Continues(1-29-2025) Removed Argos, Ingram, Redi-Mix, Charley's (4-3-2025) Bigtown Concrete updated Mix ID's **Note: Pre-cast inlets are approved for the stage I portion of the structure (basin) only. Stage II portion of the structure are required to be cast in-place. No exceptions to this requirement shall be allowed.Revision CommentsPage 6 of 6