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ARIZONA ST RIGHT OF WAY DRAINAGE IMPROVEMENTS_2000-4402
KLOTZ 1 160 Dairy Ashford ASSOCIATES, INC. C O N$ U l I I N G E N G I N E E R$ Donald W. Roberts, P.E. Senior Project Manager Suite 500 Houston, Texas 77079 1281) 589-7257 (2811589-7309 Fox dom1d. robertsQklotz.com K LOTZ 1 160 Dairy Ashford ASSOCIATES, INC. Suite500 C G N$ U 1 I I N G Houston, Texas 77079 1 E N G t N E E R S (281) 589-7257 (281) 589-7309 Fox Billy M. Cooke, P.E. — Senior Vice President I billy.cooke®klotz.com i m-�-, j �J % -� _ � I -+- � i SUES AREA 1 32 1 D = - ( II jAEFL- 131 0 o II c A -40 a s UB AREA F 48 I_ 0, O e n = a - SUB AREA F-69 - O C _ _ f 0 _-- —' 5 =_ N11111111111111111111111111111111NYIIp1 1 IIIIIIIIIIIIIIIII SUES Af ( F 21 : _ �( ®� ram: ash -" —� y SU A F-60 worowAr - _ --• 1. ARE _ � Y `/ t---'----T---- _ "� l�-� © � � =zz IIIIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIItllllllllllf= _ .--- � - _ � 1 -- I nunum nnuunnuunnnmmnm�luwauaulMWARtM1+Ynumnn nnnnlannlunmmnulnnnmm�ununununuunnuumm��nnu�mlbmmmmmnunun �- _ ! 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GAO � r a \, \\O� � *'�\ ; 0 / \ ' �°%� `� \\ � ��\\\obi, (� \\ _ y,A �'� +'• � • / ``� ` G tl�,, '\ �� I � i `\```\\�\\� � �► � �cS` � ! \ � °d \ 'O xr O Mtn � �� � �O /� ,fir ) \\\" O \ � + � �<,/ \\�`` 'P _ C � ,O/. • / � i e� • a N q a •` w� y i i o Iio a'�' i\ \\ \ \ t7 a N \ O O ai 00 S 1E�0 ' O / / e 1 ' � O •r, .,.r .. .. _,.. 1. . ...�....� � r..• .�� . .. 'u ATrw ucv♦ I.,n I,. .� -.. .� --. --sL - - -�-! .r KLOTZ ASSOCIATES, INC. c ON SU1 rI NG E NG I N EE RS RECEIVED I -2 f;60 PLANNING LETTER OF TRANSMITTAL 1160 Dairy Ashford Spire 500 Houston, Texas 77079 (281)589.7257 (281)589-7309 Fax cmail@klotz.com To: City of La Porte Date: 7/27/00 P.O. Box 1115 Project Number: 12707 La Porte, Texas 77572-1115 Data Code: 5.0 Attn: Douglas K. Kneupper, P.E. Routing Re: Arizona Street Drainage Letter Report We Are Sending You: ❑ Shop Drawings ❑ Original Drawings ❑ Prints ❑ Specifications ❑ Reports ❑ contracts ® Cost estimate Revisi These are Transmitted: ❑ As Requested ❑ For Your Use ❑ For Review and Comment ❑ For Your Signature ❑ For Your Approval ❑ rvumoer uescnpnon 1 12 copies of the revised Estimate Remarks The Estimate for the detention option was higner than it should have been. The intention was to show the cost for the mimimum detention required in the estimate and. provide the cost of excavation for the average size detention below as a quick reference. Please insert the revised estimate in the report. Thank You. Distribution: are not as Jonathan P. us at once IQ Page 1 COST ESTIMATE 4uantily Unit Price C= Excavation 10000 CY $4.00 $40,000.00 30" RCP 330 LF $65.00 $21,450.00 36" RCP 230 LF $75.00 $17,250.00 42" RCP 735 LF $90.00 $66.150.00 48" RCP 60 LF $200.00 $12,000.00 5x3 Box Culvert 2564 LF $250.00 $641,000.00 Sodding ditches 5333 SY $10.00 $53,330.00 Manholes 9 Each $2,800.00 $25,200.00 Remove and dispose of Existing Pipe 1035 LF $7.00 $7,245.00 Sub Total $883,625.00 Contingency (40%) $353,450.00 Total $1,237,075.00 Cost Estimate Provided for Estimating and Comparitive Purposes only Excavation 10000 CY $4.00 $40,000.00 30" RCP 330 LF $65.00 $21,450.00 36" RCP 230 LF $75.00 $17,250.00 42" RCP 735 LF $90.00 $66,150.00 48" RCP 60 LF $200.00 $12,000.00 Min Detention 6.7 Ac-ft 10809.33 CY $7.00 $75,665.33 Sodding ditches 5333 SY $10.00 $53,330.00 Manholes 9 Each $2,800.00 $25,200.00 Remove and dispose of Existing Pipe 1035 LF $7.00 $7,245.00 Sub Total $318,290.33 Contingency (40%) $127,316.13 Total $445,606.47 Avg Detention 10.1 Ac-ft 16294.67 CY $7.00 $114.062.67 HAprojects\12707\4.0\Cost Estimate COST ESTIMATE Quantity Unit Price fast Excavation 10000 CY $4.00 $40,000.00 30" RCP 330 LF $65.00 $21,450.00 36" RCP 230 LF $75.00 $17,250.00 42" RCP 735 LF $90.00 $66,150.00 48" RCP 60 LF $200.00 $12.000.00 5x3 Box Culvert 2564 LF $250.00 $641,000.00 Sodding ditches 5333 SY $10.00 $53,330.00 Manholes 9 Each $2,800.00 $25,200.00 Remove and dispose of Existing Pipe 1035 LF $7.00 $7.245.00 Sub Total $883,625.00 Contingency (40%) $353,450.00 Total $1,237,075.00 Cost Estimate Provided for Estimating and Comparitive Purposes only Excavation 10000 CY $4.00 $40,000.00 30" RCP 330 LF $65.00 $21,450.00 36" RCP 230 LF $75.00 $17,250.00 42" RCP 735 LF $90.00 $66,150.00 48" RCP 60 LF $200.00 $12,000.00 Min Detention 6.7 Ac-ft 10809.33 CY $7.00 $75,665.33 Sodding ditches 5333 SY $10.00 $53,330.00 Manholes 9 Each $2,800.00 $25,200.00 Remove and dispose of Existing Pipe 1035 LF $7.00 $7,245.00 Sub Total $318,290.33 Contingency (40%) $127,316.13 Total $445,606.47 Avg Detention 10.1 Ac-ft 16294.67 CY $7.00 $114,062.67 H:\projects\12707\4.0\Cost Estimate 01i 19.7 Lj I - 15 "CP t rt7 ❑,,/ --1 - % *4� h 0.mix f IIX 18. RCP 1814 � I x � ED, 24 RCP �. IBRC I l: .• I I , i '.� RCP. Cl r { ----- i L-J I II Parking Baseball Fie \\X 1 Baseball Field 16.61' 1 16.7 I I 1."._E7 �I--f-=-7 11 �i --- _ - I� �!� .__ _ _ � -•� L_,1� ��� �la. Q �"� � III �- I � I I I I \i y- u EP — -- l it •v- -� V i RO TF%AS � AVE - miiiiiiii elm 'on 4wmiiiiiiiiiiii, qui WD • cam ��� ��_�® 1��9 -\ \ � � V • /� t\\ `\ -.1 TML INTERGOVERNMENTAL RISK POOL O J - f' N I - - N' Q Zy' Z3o� 6l� i 1y of LaPorte P.O. Box 1115 La Porte, Texas 77572-1115 Lm(-y-/01 Phone (281) 471-5020 Fax (281) 471-7168 facsimile_transmdal To: Jimmy Thompson Fax: (713) 524-1710 From: Douglas K. Kneupper, P.E. Date: August 17, 2001 City Engineer Re: Drainage Work Pages: 3 CC: ❑ Urgent X For Review ❑ Please Comment ❑ Please Reply ❑ Please Recyde Jimmy, how would you feel about including 2 additional pipe and headwall locations to our current drainage project. This is work we designed, but Steve's guys are having second thoughts about performing this work. Take a look, let me know what you think. Doug v �- F: r- In N X W W L.P.I.S.D. INSTRUCTIONAL SUPPORT CENTER w 00 (� Lnn I00 V) N I �� aJ Tw JW W W wL.. w _ L.P.I.S.D. ADMINISTRATI( 0 �� �0 b�45b °to X . 1�p y 2 �1 GV I ---------- ------ � 0� J 6" W.L. L PROP. EADWALL i I j EL=10.89 PROP. 115 L.F. STA. 16+61 - CL DITCH @ 0.08% SEE DTL "B" �6 + ' . ... °. s R V I � '-'S DUMPSTER AD ° a L i EXIST. ` p°� PROP. E. TOB 11.32 8.21 Op 8.17 X 8.28 ., z/ n 11.32 / REMOVE EXIST. 51gEJ�AI, 42" RCP HOLD PROP. W. TOB 1 PROP. 83 LF (2) 48" RCP'S PRSTAHEADDWALL TO EXIST. W. TOBri SEE DTL. "C" w o � o _ co v L. P.I. S. D. EXIST. 60' WATERLINE, CAREER CENTER SAN. SWR. AND DRAINAGE EASEMENT XIST. DITCH BLOCK 30. 1 7+nn tK t`l IIIR 5/8" OHE GV PRO MREP OVE AND w w _;; ii — - = -1I N REPLACE SIDEWALK _ 20' SECTION o / rn 14.30 0 I I w M 1_ PROP. END RCP EXT. 48" II 0 /� 01 t �b . 1 11 1 1 n u— a v i I u.ut 8.88 1E IS 8" RC �E IST. 8" RC ~ II 8' r OVE I C®rrCH LFCT F�IST. 1 '; 00 CL0.0. �O E. 8 67 13.90 PROP. HEADWALL PROP. RELOCATE STA. 8+46 SWBT SIGN ' SEE DTL "B," SHT. 10 PROP. 24 L.F. 48" RCP EXTENSION @ 0.08% / PROP. HEADWALL STA. 9+00 SEE DTL. "C," SHEET 11 I I I DITC II SEE INSET "All n 8+00 (SHEET 11) 9+00 Scale: Horiz. 1 " = 20' Vert. 1 " = 2' N IN -Y O- Coo- dX Z oU o z� � w a zu Do d' Cif J O O >w �XZ _2__0 HZ O XZ (n n (n w 1Oa w On ON n In n Vn NXX Oaf cal. X X �' w wwwwX— a N � m ,r, + } }} r, + + + + + + + N 16 pp 0� Co+ op of rn m IT)m m Q Q Q Q Q Q Q Q Q Q Q UI (n (n (n (n (n fn V7 (n (n u7 n�nn noM/lVG Amn sAzx� Q®rpy City of La Porte u Records Vault Transmittal Form Dept. Submitting Records: Date Records Submitted: Type of Records/Documents: Records/Project Description: B('d _cdwot AElzona_ YUPt - Ll,ttic C{ 04 au .010., V vL 1/ State Schedule & Category Titles: /2. - ae)'4 ./ enJ� State Category Number: ^ n / 1000 -'ZS State Destruction Date: Dept. Assigned Destruction Date: Project/City Location: Dept. Project/Number: Company/Developer: Misc. Information: 1 r I AlMgt Note: As much information as possible of the above will be included in the Records Folder Label, please remember, we are limited to the number of characters that can be typed into the Muni -System. ****************************************** City Secretary's Office Use Only Mn Records Vault File Number: / q q q-00ireq Date Records Transmitted to Vault: Records Manager Signature: Note: A completed copy of this form will be returned to the originating department. Created on June 10, 1998 TAFp saReco ds\Rew ds Vault Tmnsminai Fo doc L M City of La Porte Established 1892 TexA0 October 26, 1999 Mr. Donald Roberts, P.E. Klotz Associates, Inc. 1160 Dairy Ashford, Suite 500 Houston, Texas 77079 RE: Engineering Services for Arizona Street / S. Broadway Drainage Study Dear Don, Our agreement documents are approved and you are hereby authorized to proceed with the Engineering analysis for the Arizona Street / S. Broadway Drainage Area. I would like to schedule a meeting for the week of November 1, 1999 to reconfirm the overall scope for this project and to deliver to you any additional information that you might need. I look forward to working with you on this project. If you should have any questions, please call. Sincerely, Do�K Kn u per, P.E. Director of Planning Enclosure: Agreement for Services Cc: John Joems, Assistant City Manager P.O. Box 1115 • La Porte, Texas 77572-1115 • (713) 471.5020 - i • AGREEMENT FOR SERVICES This Agreement entered into as of the -XL4 day of October, 1999 AD., by and between the City of LaPorte, Texas, hereinafter referred to as the "Owner", and KLOTZ ASSOCIATES, INC., hereinafter referred to as the "Engineer". WITNESSETH WHEREAS, the Owner has requested various services of the Engineer with respect to engineering evaluation of the Arizona Street / S. Broadway Drainage Area, (hereinafter referred to as the Project). NOW, THEREFORE, Owner and Engineer hereby agree as follows: 1. Eng_agement of Eng_neer — Engineer hereby agrees to perform the services required under the scope of services related to the Project, and to provide Owner with copies of the information, opinions, design calculations and reports made the basis of the scope of the services, which is set out in Attachment "A" and made a part of this contract. Engineer agrees to initiate services upon receipt of an executed copy of this Agreement. 2. Availability of Information — Owner agrees to provide Engineer with all available information pertinent to the Project. Owner will also provide copies of reports, drawings, and other data, and will, at Engineer's request, provide written authorization to review Owner's files relative to the Project which may be in possession of third parties. Engineer agrees to return all original documents to Owner upon completion of the Project, but Agent -I of s reserves the right to make and keep reproducible copies of all such material. 3. Access to Facilities — Owner will provide access for the Engineer to enter the property and facilities of Owner, as necessary for Engineer to perform services as required under the Project 4. Instruments of Service — All documents prepared in accordance with this contract including exhibits, field notes, laboratory data, original drawings, and specifications are the property of the Owner. The Engineer is given the right to use any of this data in connection with future engineering projects. The Engineer may retain copies or reproducibles of any information prepared for this Project 5. Determination of Fees — The fees for the scope of services as stated in Attachment "A" provided by Engineer under this agreement will be based on actual time and materials not to exceed $14,800.00. 6. Pavment and Fee Schedule — The Engineer will submit a monthly invoice for services rendered. The invoice will be based upon actual time and materials expended on the project at the time of the invoice. 7. Terms of Payment — Payment of fees as determined under Paragraph 5 herein above shall be due and payable by Owner within thirty (30) days following receipt of Engineer's monthly invoice. 8. Additional Services — Additional services beyond those described in the Scope of Services will. be invoiced on the basis of direct labor cost times a factor of 2.99 and direct cost plus 10%. Agmemem- 2 of s 9. Termination — The Owner may terminate this contract at any time by giving seven (7) days' notice in writing to the Engineer. In that case, all finished or unfmished documents and other materials produced under this contract, shall become the Owner's property. If the contract is terminated by the Owner in accordance with this provision, Engineer shall be paid for all services performed to the date of termination. Engineer may terminate this contract upon seven days' written notice in the event of substantial failure by the Owner to perform in accordance with the terms hereof through no fault of the Engineer. 10. Governing Law — This Agreement shall be deemed to have been made under, and shall be construed and interpreted in accordance with the laws of the State of Texas. The venue of any suit for enforcement or construction of this contract shall be in Harris County, Texas 11. Dispute Resolution — The parties will attempt in good faith to resolve any controversy or claim arising out of or relating to this agreement promptly by negotiation between senior executives of the parties who have authority to settle the controversy. The disputing party shall give the other party written notice of the dispute. Within ten days after receipt of said notice, the receiving party shall submit to the other a written response. The notice and response shall include (a) a statement of each patty's position and a summary of the evidence and arguments supporting its position, and (b) the name and title of the executive who will represent that party. The executive shall meet at a mutually acceptable time and place within twenty days of the date of the Apeemeri - 3 of s 12. disputing party s notice and thereafter as often as they reasonably deem necessary to exchange relevant information and to attempt to resolve the dispute. If the controversy or claim has not been resolved within thirty days of the meeting of the senior executives, the parties shall endeavor to settle the dispute by mediation under the Center for Public Resources Model Procedure for Mediation of Business Disputes or pursue amicable termination. if the matter has not been resolved pursuant to the aforesaid mediation procedure within sixty days of the commencement of such procedure, (which period may be extended by mutual agreement), or if either party will not participate in such procedure, the parties shall pursue amicable termination. The Engineer shall provide the following minimum limits of insurance coverage throughout the duration of this project: 1. Worker's Compensation Statutory 2. Employer's Liability $1,000,000 3. General Liability General Aggregate $500,000 Each Occurrence (Bodily Injury and Property Damage) $1,000,000 4. Excess Umbrella Liability General Aggregate $500,000 5. Automobile Liability $500,000 6. Professional Liability Each Occurrence $250,000 Aggregate $500,000 npccnww-4of s IN WITNESS WHEREOF, the parties hereto have made and executed this Agreement as of the day and year fast above written. City of LaPorte, Texas /f3f City Manager ATTEST 'PlaJa- a City Secretary (SEAL) APPRO.NED AS TO FORM; tty Attorney ENGINEER: KLOTZ ASSOCIATES,INC. ExecutiverVice President Agreement - 5 of 5 ATTACHM ENT "A" To Agreement for Services Between the City of La Porte And KLOTZ ASSOCIATES, Inc. Dated October a 2 , 1999 DESCRIPTION OF PROJECT S. Broadway in the vicinity of the Junior High School is subject to flooding several times a year. This project consists of a study of the watershed which includes a portion of S. Broadway, the Arizona Street Ditch, underground culvert systems, and the outfall to Little Cedar bayou. The study will analyze the existing drainage system based on current design criteria. Recommendations will be developed for corrective actions and a preliminary opinion of construction costs will be included. SCOPE The scope of engineering services is as follows: • Determine the boundaries of the drainage area to be studied. • Coordinate with City staff regarding the drainage area and the past performance of the drainage system. Use data provided by City staff: Fairmont Parkway Plans by Harris County — Drainage Area Map Aerial Photographs (1"=100') Topographic Maps (1"=100') Survey Information from the City's Engineering Division Previous Drainage Studies of the Area City of La Porte Master Drainage Plan Analyze existing drainage system. This task consists of determining sizes of storm sewers, culverts and ditches within the system. The tailwater condition will also be determined. From this information, a model of the system will be constructed which will allow the capacity of the system to be determined. The capacity required under the City's design criteria will also be determined. Make recommendations to address the existing drainage problems and bring the system into compliance with current design criteria • Prepare a preliminary construction cost estimate. Anachmevt A - 1 of 2 Prepare and submit a letter report including findings and recommendations with exhibits identifying the drainage area and recommended improvements. COMPENSATION Engineer will perform the services described above for an amount not to exceed $14,800 based on actual time and materials. PAYMENT Engineer will submit monthly progress invoices for all engineering work completed to invoice date. The invoices would be based on actual time and materials expended on the project. TM OF COMPLETION Engineer will complete the services within 60 calendar days after receiving authorization to proceed from the Owner. Anacbmem A - 2 0f 2 L AO � 9 U M City of La Porte Established 1892 TEXPS June 20, 2000 Mr. Jonathan Hopko Klotz Associates, Inc. 1160 Dairy Ashford, Suite 500 Houston, Texas 77079 RE: . Arizona Street / S. Broadway Drainage Study Dear Jonathan, After review of the report dated May 1,2000, there are items in the report that I would like to further discuss. The use of the City of Houston Curve 4 may not be appropriate for some of the drainage areas consisting of parking lots and other impervious structures. Although the Curve 4 coefficient may be a good approximation for the overall watershed, the runoff from the smaller drainage areas is being under estimated. The report states that the hydraulic grade line was estimated at Little Cedar Bayou and used to calculate the upstream profile. Did this occur for the entire analysis or only of the box culvert section downstream of Fairmont Parkway? The Drainage Area Map, Exhibit 1, does not correlate with the drainage area name or assigned acreage listed in the existing conditions spreadsheet. As stated in the first page of the report, South Broadway is subject to flooding. I feel the analysis should look at the individual inlets along South Broadway and their associated drainage areas. Your quick response to the above stated concerns is greatly appreciated considering the time already committed to this project. If you should have any questions, please call. Sincerely, u Dou9 , la K er P.E. Director of Planning P.O.'Box 1 1 l5 • La Pone, Texas 77572-1115 • (281) 471-5020 • 0 of o TexPg City of La Porte Established 1892 February 1, 2000 Mr. Jonathan Hopko Klotz Associates, Inc. 1160 Dairy Ashford, Suite 500 Houston, Texas 77079 RE: Arizona Street / S. Broadway Drainage Study Dear Jonathan, After review of the draft report submitted, there appears to be some overestimation of the drainage area. I have enclosed construction drawings for Fairmont Parkway, east of S. Broadway which indicates a "split' in the drainage area. In addition, I have enclosed information prepared by City staff showing the drainage features and drainage areas around the school campuses and south of Fairmont Parkway. Lastly, could you include some of the existing drainage infrastructure on an exhibit in the report. Please let me know when additional information is available for review. If you should have any questions, please call. Sin rely, Dou I s KP.E. 9�eupper, Director of Planning Enclosures: P.O: Box 1115 9 La Porte, Texas 77572.1115 • (713) 471-5020 t Memo To: Knox "dns, City Attorney From: Doug KneWW, R=WDirect 41V-r CC: Date W/U/" Re: EngwriM Services Agreement Attached are 2 originals of an Agreement for Professional Services. The Agreement is with the firm of Idotz Associates for the amount of $14,800. The work will include drainage analysis of the watershed which includes the High School, Junior High, and Elementary School campuses. Also, we will be looking at the drainage problem along a section of South Broadway. Please review and provide suggestions and changes as needed. 0Pagel L O City of La Porte U Established 1892 /. s TEXPg May 24, 1999 Mr. Donald W. Roberts, P.E. Klotz Associates, Inc. 1160 Dairy Ashford, Suite 500 Houston, TX 77079 281-589-7257 Dear Mr. Roberts, Please find enclosed supporting material for the following projects: Arizona Street Drainage Study • Fairmont Parkway Plans by Harris County —Drainage Area Map • Aerial Photographs (1":100') • Original Topographic Maps (1":100') • Survey Information from City of La Porte Engineering Division Glen Meadows Intersection Improvements • Aerial Photographs (1":100') • Original Topographic Maps (1":100') • Plan and Profile, Glen Meadows Section 2 Canada Road Intersection Improvements • Aerial Photographs (1":100') • HCAD Panels for Canada (from Spencer to Fairmont Parkway) In addition, please find enclosed a copy of two example Agreements for Engineering Services from Claunch & Miller. Inc. We look forward to working with you on these projects. Sincerely, % 4t /4�' Doug K. Kneupper, P.E. rmh P.O. N,.\ 1115 • Li Porre, Tesi< i 7572-1115 • (71 i) 471-5020 Page is too large to OCR. 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W� ■■■fME■■. ■■E■■■EE 1N NONE NNNE ���JII[Ifl.flSflfl. ante ��� MEMOENO a 't { ��� ■■■■E■■■■ I ��� EEENE■N■ • - N■■E■■■■■ra ■■■■EE■NN.NeE■■■■■N■ U tip -r,y. 6 V w R Sim■■■■■■fi■■M■■■ f ■■■■■NE.W■■■■■■■. ■■■■■■■■■■■■■■■ �� ■■■■■■M■M■■■■■■ fsj'O MEN SEE INE ® • 1 SEE __� ri�� ■y SEE MISM - mom ■■■■■■NNE r- mi ME ■■ __MENNE SEEMS 0 O■■■■■■■■■■ NIMEN EMIN - NIMEN ■II■■■■� ME�ENIE�t� ■■■■■■■■ ■ , ���� ■■ SMENEWN NEMIMEN ' IM®®® _ENIMIN_ SENEEMIN■■ ■■■■■■■■■N SEE0MIN ■■■■■■■■■■■■ `i ENIMIN NNE MENNEMENOM■■■ IMENIMIMEN ME ... ....<,,i. a ..: f.L a...rl L'• -ffl { L fl fl ■■■■■■■■■ Ji •■■■■■■■■■■■■■■■ ■■■■■■■■■■flu■■■ i ��■.� , ■■■■■■■■■■■■■■■ AIM ? �� ■■1r■e■ee■.■■eme ®a■� �eee �■ ■■■■ .! �I■�� ■■■■■■■■■■■■■■■ ��i■i■ ne■■■ ■■■■■■■■■ • } 3 ■■■■■H - -■ ■■■■■■■■■ ■ © n■■■■H■ ■■ UNIflNNNNUN .■.■ ■■■■■■■■■■■■ ■■■■■■■■■■■ ■■■■■■■■ ■ �■. . - ® . • sun.. • — ■■ �■ � • ■ H■■ ■■■ ■■■■■■■■■■H 6i ���■� i■®H■■■■■H _ ■■■■■C a.■ ■■■ ©umvn.■.■■■■■ r . o e tSEMMES ENCHMINOMMENE .■..■■NE."■.►. .■■■■■.■«W■■.� EMEEMENEW ■■. ■ IMMIMIM■■■■■■ ■■NI■■■IM■■1!■■■■ ■■11■■■II■■ME■� ■■■■■■■■■■■; ■■■■■■■■■►U■■■ MEN MEN MEN MEN ■■■■■■■■■■■■■ ■■■■■■■■■■■■■ ,. ■■■■■■■■■■■■■■ MEME ■■■■■■■■■■■■■ NNE MOM ■■■■■■■■■■■■■■■ -_EME® M■■■■■■■■■■■■■■ 1 n I ENGINEERING REPORT ARIZONA STREET/SOUTH BROADWAY DRAINAGE STUDY CITY OF LA PORTE Klotz Associates Project No.12707 May 2000 n KLOTZ ASSOCIATES, I NC. C O N S U L T I N G E N G I N E E R S K LOTZ 1160DoIry^s'fud ASSOCIATES, 500 Houston, Texos 77079NC. (28115897257 C O N S U L T I N G E N G I N E E R S (281( 589,7309 Fox emoi1GkUz.=n May 1, 2000 City of La Porte P.O. Box 1115 LaPorte, Texas 77572-1115 Attn: Douglas K. Kneupper, P.E. Re: Arizona Street / South Broadway Drainage Study. Klotz Associates Project No. 12707 Gentlemen: Klotz Associates, Inc. is pleased to present this letter report for the Arizona Street /South Broadway drainage study. The goal of this study is to analyze the existing drainage system and recommend improvements to alleviate the recurring flooding problem. South Broadway, in the vicinity of the junior high school, is subject to flooding several times a year. The scope of this study includes the watershed comprised of a portion of South Broadway, the Arizona Street ditch, underground storm sewer system and the outfall to Little Cedar Bayou. Limited site reconnaissance visits were performed on December 6i' and 20'h, 1999 to document existing field conditions. Selected photographs from the site visits are presented in Appendix 1. Design Criteria: The City of La Porte indicated the Hams County criteria for storm sewer systems was to be used as the primary criteria for evaluating the existing systems and designing for the preliminary recommendations. This information is found in the "Guidelines for Engineers Having Engineering Contracts with Hams County, Texas for the Design of Roads and Bridges and the Preparation of Plans and Specifications," dated August 23rd, 1998. Existing Drainage System: The existing storm water conveyance system begins at south Broadway near "E" Street and continues through series of culverts across to Arizona Street. It then continues parallel to Arizona Street until its intersects with "G" Street. At this point it becomes an open ditch system that runs behind the high school south towards Park Drive. It then runs through several series of dual 48-inch pipe culverts and at Fairmont Drive it combines with an underground storm sewer system and outfalls into Little Cedar Bayou. KLOTZ ASSOCIATES, I NC. C GN$111I ING f NGI Nf E15 Mr. Douglas K. Kneupper, P.E. May 1, 2000 Page 2 _ Hydraulic Methodolo¢y: The City of Houston Rainfall Runoff Curves three-year frequency (Harris County Standard) was used to determine the amount of runoff flowing through the storm sewer system. The hydraulic grade line was started at the 25-year storm elevation of Little Cedar Bayou at the outfall. The 25-year water surface elevation was determined by using the Flood Insurance JStudy for Hams County, Texas and Incorporated Areas, Volume 7 of 7. The 10-year and 50- year elevations were read from the flood profile of Little Cedar Bayou and the 25-year elevation was found by interpolation. This interpolation is graphically represented on Page 3 of Appendix 2. The storm sewer spreadsheet used to evaluate the existing structures is based on the Manning Equation and a flowing full condition with Inlet control. The Manning J Roughness Coefficient (11n" values) used were 0.013 for concrete pipe, 0.024 for corrugated metal pipe and 0.045 for unlined ditches. The drainage area map used to evaluate the existing and proposed systems is shown as Exhibit 1 in Appendix 2. Existine and Pronosed Conditions: The calculations for the storm sewer trunk from Fairmont Drive to the outfall point is in Appendix 5. The calculations show that most of the storm sewer trunk is under sized for a three-year storm based on City of Houston runoff curve No. 4, single-family residential areas. It is suggested that the City of La Porte provide a parallel 5'x3' box culvert to accommodate the flows that cannot be handled by the existing storm sewer system. This parallel system should begin at Fairmont Drive and end at Garfield Road where it can be joined together at the outfall point. The results of the storm sewer analysis shows the existing 8'x5' box culvert to be adequate to convey the drainage at the current state of development. An alternative to placing a parallel storm sewer system would be to detain the water that cannot be handled by the storm sewer system along Park Avenue. Preliminary calculations indicate approximately 10 acre-ft of detention storage would be required to accommodate the 3-year event. From "G" Street running behind the high school to Park Drive there is an existing open ditch system. The existing ditch is a grass -lined channel with a 6-foot bottom width, approximately 3 feet deep, with 2:1 (H: V) side slopes. The typical section of the ditch was surveyed by the City of La Porte. Analysis of the open ditch system using the Manning Equation indicates this channel is insufficient to handle the flows of a three-year storm. The evaluation of this typical section is shown in Appendix 4. It should be noted that the existing flow line of this ditch is higher than the flow line of the pipes outfalling into it; therefore, this ditch should be cleaned and re -graded to match the pipe flow lines. The existing ditch side slopes are steeper than recommendations in the Harris County guidelines. During re -grading maintenance the side slopes should be flattened to a 3:1 configuration. If a steeper side slope J KLOTZ ASSOCIATES, INC. C 0NSUI IING _ ENGINE(IS Mr. Douglas K. Kneupper, P.E. May 1, 2000 Page 3 Jis required, a maximum slope of 2:1 should be used. Picture 4 in Appendix 1 illustrates the need for ongoing maintenance to ensure that siltation and vegetation do not compromise pipe J capacity. The proposed ditch configuration has a six-foot bottom width and 3:1 slopes. The single 42-inch pipe behind the High School be replaced with two 48-inch pipes. Appendix 3 evaluates the storm sewer system from South Broadway to Arizona Street and along Arizona Street to "G" Street. This system appears to be sufficient except for the portion of storm sewer pipe along Arizona Street starting approximately at the library and continuing to "G" Street. This portion of the system is designated as Area 7 and Area 8 on the Existing Conditions Spreadsheet in Appendix 3. The Proposed Conditions Spreadsheet shows the recommended changes to solve the capacity problem. The existing 30-inch diameter storm sewer pipe through Area 7 should be removed and replaced with a 36-inch diameter storm sewer. The 36-inch diameter storm sewer through Area 8 should be removed and replaced with a 42-inch diameter storm sewer. A preliminary cost estimate was prepared and is presented in Appendix 6. A summary of proposed improvements is in Appendix 7. This report includes general recommendations for construction related to the subject matter of this report. These recommendations are not intended to replace or serve as formal construction specifications. Such recommendations are beyond the scope of work for this report. Findings and opinions in this.report are based on available information. Should new information become available, Klotz Associates, Inc. should be notified in writing and retained so that additional analysis can be performed. Should you have any questions or require additional information, please do not hesitate to contact Jonathan Hopko at 281-589-7257. Sincerely, �DONAl0•W ROBERTS Donald W. Roberts � : �;77 � Senior Project Manage r •9F,,. DWR:ng kneupper.050100.dwr J Appendix 1 Project Pictures r r s;:R ctJ l4S 3t' � r.:�s `•r ^ ' .: n V� oil .• .i:4. ' t.. I''S Arizona/Broadway Drainage Study KLOTZ ASSOCIATES 12707 3 — Alignment of Drainage pipes Arizona street. 4 — Looking upstream at 48" pipes at "G" Street. Page 2 of 6 MPROJECTSU27071.0 TEQWICAL MORMAnOWIC UMSN1oUNTEM 1 i Looking7.rq I .r r ' ✓ r Fit 5 f Y.f�,��,y�p'yya Y Hlf r; .e Arizona/Broadway Drainage Study KLOTZ ASSOCIATES 12707 7 — Looking at 48" pipes along Park Drive. 8 — Grates on 48"pipes before underground system. Page 4 of 6 H ROIECibS13MI 0iRCIMICA M ARUAnnn .11 mcc�..nr v.em F�% e"5111-1 IN Arizona/Broadway Drainage Study KLOTZ ASSOCIATES 12707 1 I — Looking downstream, Little Cedar Bayou. Page 6 of 6 MP0.nlE MIV M.O TECHMCAL INFOR TlnM IM mvc�un�nrrcm Arizona/Broadway Drainage Study KLOTZ ASSOCIATES 12707 1 - Inlet on Broadway 2 — Area inlet and junction box for inlet in picture 1 Page 1 of 6 MPROIECFS\UM9 .0 MMJICA RIF0RMAn0W1CNRESW0UN= Appendix 2 Drainage Area Map Drainage Areas 25 year tailwater elevation DRMNAG�._ AREA'(acres ; � 13 2 tv t�- 142.8 24'57 9 2'.25 10 39.3 11 ,14 12 3;46 1 4.4 s � ✓� 4 aW 'ew 8 41 �a WEST �JL SJab eviage �)ispossa l 10 / in ter, jr. 71 12 1 � • f rf M i4�1 i e s� l I tgdl EXHIBIT 1 DRAINAGE AREA MAP REVISED BASED ON ADDITIONAL INFORMATION PROVIDED BY THE CITY OF LaPORTE •iiiiiii1iiuhi 11 miiiIiIIII��iIl�Ellliol��ieliliillmlliII E: E E:Ei i8 9 1 :o II . �: ::: lleal€l�ii�E :El�i6�lin:::lilll :: ��I,illlil:E: I liii I6�=��! EeIIII le �lssci9lio°=llali =;`iiiii II IfIlIIlal� � 1I. 9 •:EE E. 9� i 1 I I!!iii ElIII Iliil:iil:::iiE@El::i::EEiIIllh II IIIl�l 5�� - .. .. . . ... . . ii E "ll111 listi=l1111iill0ll���i ii iiiiil••'--1 fl s.:.■ . .. .. . . .. .. ■.. , .. • .. . . - . , N Ie5ili iiiiiill=ll�lEl':EIiI ! IiIuIllaEall iI IiilliE=.a �sl A . I I ••• I.....n li9UUNU:El��i�i �lE isl e� III ill .:.: , �, • I ! Ii:m�ilIIiiilliiiiililiiliIl;i iI�:il�alolillli, • 1111111 11 UE1= Iillliiilllliiiiiiillili!lilleE' Ill�iiiaillllIIIIIIiE€a lb • 11 I QIi �aiiillllilll2aiiilii!IiiEiiiilieiiiii!liiifliEliio1ol11 1111 lIIIlllihI ' """1111111111111' low l .:.:: llii Ii llljI m l r IIg::llIIllI6lil:lil:E:llll�igl::.11llhiiii IIEiEl6I:il1 I mr:!IlllEiilli ::::gthtiillllliillilleSlilllillliiliae�l�l I iioiunu II liiil= lIIIII#i1EE?i2.111IIIiIliiill=i =illil ::•• •e : ::::: e" :: :: •:• : : : :::: IiIllU I :a� iIEI�iIi�:EaiiE9= :EEIiiiiEll�aliEll•ii::N:M ilUlflhlillllllil Ime�iel:il:llli�Ie a IIUMOUUIflPUl1II06IIlnU SIii iilliil�':=.s�1 ....: : ::..'...�'. '. ......nm III...-- ' 1:. : :::'::C: ■ .I ®1: ::as:l:liil�il:0: .......1:111 ::::IE@:� :: l:o ::: :::�:_ILll'JLllhIII I1S i ii:oiiE::.la2:. .:...U::9IU..:U....:U .� 7 I Appendix 3 South Broadway and Arizona Street Drainage System. Existing Conditions Spreadsheet Proposed Conditions Spreadsheet PROJECT: La Porte JOB t. 12701 Governing Agerno,^-ea. m.q 'K' Values, 0.1 Same Pipe Size Straight thru 02 Change Pipe Size 0.3 One Lateral Pipe 0.4 Two or More Lateral Pipes Respell Runoff Curves 1 - Highly developed business ..as 2-Multi-family residential areas 3 - Composite areas, business and Industran perks 4 - Single family msidentall areas 5 - Railroad yards, suburban residential areas 6 - Developed park areas Overland Flow Ground Cover 1 - Forest with heavy ground Utter and meadow 2- Fellow or minimum tillage cultivation 3 - short grass pasture B lawns 4 - Nearly bare ground 5 - Grassed waterway 6 - Paved area (sheet flow) and shallow gutter now BY: RAC DATE 1220M CHK. BY: JPH DATE: Last Revised: DATE: 05/09=0 0. W s w. 999 Aroa name INLET FROM INLET TO Drama Area Total Area scree Time Con. min Rainfall Curve Sum d CI Ovedend Fbw Velotl Ruwn O In c.f.s. Mannin 'n' len m (n.) Die Or Rlse In. S n. do % Design Veldoi it 1100 n Ws Deal n Ca a ds Fail fl. U Sir FL Elev. Dn Sic FL F1. Dro In MH n.) Intel Elev. Cover to FL n. over Over PI W Actual Velod We -i'm Gre0 Sb Che a In Head K HydraulicGrads U Sir. Elevation H drauiic Grad n Str. Eleven Croce E . O 1 2 I: 128 1.28 15.W 4.00 `. 1.07 1.37 "'0013 50 15 _O.W _ 1.05 1.29 0.02 H.97 11.89 025 229 0.04% 0.00 i8A0 16.08 14.75 '• 4. e 4 3 4 5 1.28 1.28 1.36 2.58 3.86 _ 5.20 15.79 1619 16.37 4.00 4.W 4 Wr- 1.07 1.08 1.W 2.71 4.07 5.52 0.013 0,013 0,013 50 1 50 !- -25 18 18 24 _" 2-48' 0.12 -I_ 2.08 0.66 4.84 0,08 2.04 3.85 8.55 6.41 0.06 0.33 0.02 11.78 11.83 11.62 11.84 11.50 11.54 0.00 0.50 0.00 r 3.56 &55 8.41 0.07% 0.15X O.OBY. 0.00 O.W O.W 18.08 18.04 15.9] 16.04 16.97 15.95 21.36 21.11 37.4b 6 6 1.36 1857 d00`- 1.06 8.98 O.OiT.. 24 r 0.84 8.81 20.78 0.2/ 11.54 11.33 0.W 2D.78 0.09% 0.W 15.95 15.0 37.26 8 ,$: 8 7 n 7 8 -:9'- 9 t 10 10 7 8 9 10 11 1.36. - 12.OJ. 12.07 OW 12 07 C. 9.21 9.21 21.28 33.34 33.34 45.41 16.63 1802 19.4J 232] 23 51 4.00 4W' 4.W 4W<" 4 00 `. 1. W 1.04 1.03 t.W 1. W 9.76 2213 34.34 W.34 45.41 0.013 0.013 -�-` 0.013 00t 3-i O.Oi 3 - _ 330 --230 I 610 125 =5 _- 24 30 W 42 46 0.30 __ 3.96 010. 2.65 ,' 008 2.87 0.70 8.7] 0.04 2.29 12.42 /3.00 18.911 84.36 57.68 0.89 023 0.49 as 0.01 11.33 1028 10.04 9.52 8.67 1028 10.04 8.52 6.87 Too 0.50 0.50 0.50 0.50 -4.00 _ _ 12.d2 13.00 18.90 84.35 57.68 0.18% 02.9% 028% 0.11% 0.02% 0. W 0.00 O.W 0.00 O.W 15.93 15.32 14.85 13.04 12.91 15.32 14.0 13.04 12.91 12. W 38.26 61.W 80.05 82.24 120.84 4e '. 49 4 1 28 1.28 18 02 d. W 1.06 /.33 -0.013 -i T- 50 15 0 02 0.75 - - 0.92 0.01 12.59 0.92 0.04% 0.00 16.99 15.97 13.12 I TA7-1.25 i Taal 6- 0 Total 54' 0 Total 8' 0 Total 60- 0 Total l0' 0 Total 66' 0 Total l2- 0 Total 72' 0 Total 15' 100 Total 78- 0 Total 13- 100 Tola184' 0 Total 24- 380 Total 90' 0 Total 30' 230 Total 96' 0 Total 36' 610 Total 42' 125 Total 48- 25 EXISTING CONDITIONS DESIGN CAPACITY INSUFFICIENT HVmi.rWivoTA( siwms.w.r Kbrx A.wd.t.. 1 1 1 1 1 1 1 1 1 1 PROJECT: La Farm JOB F. 12701 Gwamin Agency: Rs.e Dwtl K. Values 0.1 Same Pipe Size Straight Olin 0.2 Change Pips Size 0.3 One Lateral Pipe 0.4 Twoor Momialeral Papas Ranlall pull Curves 1 - Highly devaaped business areas 2-Multi-family residential areas 3 - Composite areas, business and In0ustrail palls 4- Single family resaentail areas 5-Railroad yards, suburban residential areas 6 - Developed park areas Overall Flow Ground Cover 1 - Forest with heavy greuna liner and maatlow, 2- Fallow or minimum fill cuaNatan 3 - short grass pasture 8 lawns 4- Neatly Dare ground 5- Grassad waterway 6 - Paved area (sheet flow) are shallow gutter flaw BY: RAC DATE: 12/2NB9 CHIC BY: JPH DATE Last Revised: OATS 05109110000.00 B9B INLET INLET Drains Total Area Tine, Con, Ramfall Sun of G Flow Full Mann) I Dla. Or RI S n Grade % Vaids ed Fall U 31r Dn so-. D in MH INM Cover to F over Over PI W veacl tlreWis Grad Ch In Head l GreEs H OraWa Grad OMca E . FROM TO Area arras Mn Curve V O h cf.s. 'n• X n. n. X/100tt Ws cis fl. FL Ell FL Elev. tt. Dev. X. it . S X. U Sir. Elavatlon n SirElevaO1 r;Ama 2 i28 -` 1.28 15.00 4.00 1.07 1.37 €:Q97 15 1.05 128 0.02 11.97 11.99 0.25 1.05 0.04% 0.00 14.79 14.77 11.67 2 3 l 2.56 1579 4.00'. 1.07 274 .pO'0t3 's 1501^^ 18 2.06 365 0.06 11.78 11.84 0.00 2.06 4.84 0.07% 0.15% 0.00 0.00 14.77 74.73 14.73 16.B8 16.96 16.64 3 4 1.28 3.64 16.19 4:00 1.08 4.07 10:013 50 1 18 :u 4.84 8.56 0.33 11.83 11.60 0.60 4 5 1.36 5.20 16.37 4.00 1.06 5.42 -. 0.013 25 24 - 2.04 0.41 OA2 11.52 71.54 0.00 204 0.06% 0.00 14.88 14.64 29.49 5 5 6 1.26 6.57 16.57 4.00 1,06 6.96 0.013 25 24 6.61 20.78 021 11.5, 11.33 0.00 6.61 0.09% 0.00 14.64 14.62 2924 6 6 7 - 1.3fi 9.21 21.28 18.63 18.02 4.00 4.00 1.08 1.04 9.]s : 0.0134=: 330..e -0.OA3.� 230 .. ` 26 38 3.95 3.86 12.I2 27.31 O.B9 0.38 1.02 021 0.01 11.33 10.28 10.04 9.52 8.97 10.28 10.04 9.62 8.87 8.90 1.00 0.60 0.00 O.W I.00 3.96 0.18% 0.00 14.62 14.01 30.51 ].._ ) B 12.P7 2213 3B6 426 428 2.28 0.71% 0.12% 0.00 0.00 0.00 14.01 13.76 79.06 13.78 13.O6 12A7 B7.73 88.00 82.37 8 8 9 -02.07 0.00 12.07 33.34 33.3/ 45.41 19.02 21.39 4.00 4.00 4.00 1.03 1.02 1.02 3434 ".: 010t3 010'. ;:-: 42 42 48 4.28 .2B 229 H2O H2O 9 9 10 11 3401 R01 125 '^0:0 28. '<' 0.11% 10 10 21.88 46.32 57.6E 0.03% 0.00 1291 /290 120.65 48 q 4 1:28. 1.28 18.02 4:6D. 1.04 1.33 0'.O rc i5L85==-_±= 15 0.76 ][4 0.92 0.01 12.69 11.47 -125 0.75 O.N% 0.00 14.88 14.66 9.53 .... HroroiaAlnolw mst.ane.w«.wm Total 6- 0 Total 54' 0 Total B' 0 Total 60' 0 Total 10, 0 Total 66' 0 Total l2' 0 Total 72' 0 Total 15' 100 Total 78' 0 Total Is- 100 Total 84- 0 Total 24- 380 Total 90' 0 Total 30' 0 Total 96' 0 Total 36- 230 Total 42' ]35 Total 48' 25 PROPOSED CONDITIONS REMOVE AND REPLACE AT PROPOSED GRADE 30" PIPE IS UPSIZED TO 36" AND THE 36" PIPE IS UPSIZED TO 42" AS SHOWN ABOVE. Kee Aaa4elWa Appendix 4 Open Ditch from "G" Street to Park Drive Typical Trapezoidal Ditch Calculations. Proposed Trapezoidal Ditch Calculations. a J Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: Comment: Existing La Porte Ditch JSolve For Discharge Given Input Data: Bottom Width..... Left -Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Depth............ J Computed Results: Discharge........ Velocity......... Flow Area.. ... Flow Top Width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 6.00 ft 1.40:1 (H:V) 1.40:1 (H:V) 0.045 0.0009 ft/ft 3.00 ft 46.09 cfs 1.51 fps 30.60 sf 14.40 ft 16.32 ft 1.12 ft 0.0335 ft/ft 0.18 (flow is Subcritical) THE EXISTING FLOWLINE OF THE DITCH IS HIGHER THAN THE FLOWLINE OF THE PIPES OUTF_ALLING INTO IT. THE DITCH SHOULD BE CLEANED AND REGRADED TO MATCH PIPE FLOWLINES. DITCH SIDESLOPES ARE GREATER THAN RECOMMENDED - Open Channel Flow Module, Version 3.42 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 A=93.06 CI=1.07 0=93.06407 = W57 -es l J Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: Comment: Proposed La Porte Ditch Solve For Discharge Given Input Data: Bottom Width..... Left•Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Depth............ Computed Results: Discharge........ Velocity......... Flow Area.. .... Flow Top Width... Wetted Perimeter. i Critical Depth... Critical Slope... Froude Number.... 9 6.00 ft 3.00:1 (H:V) 3.00:1 (H:V) 0.045 0.0009 ft/ft 4.00 ft 124.30 cfs 1.73 fps 72.00 sf 30.00 ft 31.30 ft 1.77 ft 0.0291 ft/ft 0.20 (flow is Subcritical) Open Channel Flow Module, Version 3.42 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 Appendix 5 Existing & Proposed Storm Sewer Trunk Spreadsheet. 6- PROJECT: JOB a: Governing A ainR°in0f°'"e BY: JPH DATE: ' CHK BY: RAC DATE: DATE e eiar ' Area INLET INLET Drain name FROM TO M EXISTING STORM SEWER TRUNK 0 D0 Par 0+00 Per Par 11+92 Per 11+ Perk W516J 'Par Park 25+64 Par 25+fi4 UOIa - PROPOSED STORM SEWER TRUNK 1 1 1 HpyN�I1�N R5wnsr n.Y 999 0.1 Same Plpe Size Straight mm 02 Change Pipe Size 0.3 One Lateral Pipe 0.4 Two or More Lateral Pipes - Highly developed business areas - Multi -family residential areas -Composite areas, business and industrail pars - Single family residentail areas - Railroad yards, suburban residential areas - Developed park areas Overland Flow Ground Cover 1 - Forest with heavy ground litter and meadow 2 - Fallow or minimum tillage cutlNation 3 - short grass pasture & lawns 4 - Nearly bare ground 5 - Greased waterway 5 - Pawed area (sheet flow) and shallow gutter flow Par 0+00 Par 0+00 Par 11+9 102.85 '.. 102.85 15.00 4,00 1.0] 021 110.05 0.013 1192 36 120 4.83 143.94 1.73 7.45 5.73 0.00 4.00 0.13% 0.00 11.3D 8.83 70,BB Par 11+92 Par 11+ Per 25+6a 18.02 118.87 15.00 400 1.07 0.21 127./9 "-.0.Of 3. 1372'-. 48 96 6.28 169.07 1.99 5.73 3.74 0.00 618 0.11% 0.00 9.83 8.32 118A9 Par 25+ba Par 2 Uela Cella 29 S6 141 16.00 400 t.07 OZ7 168-82 0.013 508 130 08 6.81 23250 0.74 3.74 3.00 0.00 6.81 0.07% 0.00 8.32 7,95 181.91 Assumed outfall elevation 3' Assumed constant slope from Fairmont to ou0all. Assumed Lengths of pipe blazed on spot Inspections in grate inlets. PROVIDE A PARALLEL 5'X3' BOX CULVERT RUN TO ACCOMADATE THE ADDITIONAL FLOWS. TIE INTO EXISTING 8'X5' OUTFALL STRUCTURE IOr6MgryYr DETENTION BASIN SIZING DETENTION BASIN SIZING BY TRIANGULAR HYDROGRAPHS March 27, 2000 PROGRAM INPUT DATA: DESCRIPTION VALUE -------------------------------------------------------------------- Detention Basin Drainage Area (acres) ................... 100.0 Peak Inflow Rate into Basin (cubic feet per second)..... 124.0 Peak Release Rate from Basin (cubic feet per second).... 62.0 Total Inflow Volume into Basin (acre-feet) .............. 27.00 Available Storage Depth of Basin (feet) ................. 4.00 Required Freeboard in Basin (feet).. ............. 1.0 Side Slopes of Basin (horizontal/vertical). .......... 3.00 Width of Maintenance Berm around Basin (feet)........... 0.0 =_aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa��aaaaa__aaaaaaaa_a_aa PROGRAM RESULTS: DESCRIPTION MINIMUM NORMAL MAXIMUM -------------------------------------------------------------------- Required Detention Volume (acre-feet) 6.7 10.1 13.5 Detention Volume Per Acre (ac-ft per ac) 0.07 0.10 0.13 Basin Surface Area w/o Maint. Berm (ac) 1.89 2.78 3.66 Basin Surface Area w/ Maint. Berm (ac) 1.89 2.78 3.'66 Basin Excavation Volume (cubic yards) 13914 20780 27637 a aaa=aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa____=====aaaaaaaaaa==a=aaaa=___ DETENTION BASIN SIZING COMPUTER PROGRAM, Version 1.4 Copyright 1987 Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092 (713) 895-8322. A complete program manual is available. Appendix 6 Preliminary Cost Estimate COST ESTIMATE Quantity Unit Price C01 Excavation 10000 CY $2.50 $25,000.00 36" RCP 300 LF $75.00 $22,500.00 42" RCP 735 LF $90.00 $66,150.00 48" RCP 60 LF $200.00 $12,000.00 5x3 Box Culvert 2564 LF $250.00 $641,000.00 Sodding ditches 5333 SY $10.00 $53,330.00 Manholes 9 Each $2,800.00 $25,200.00 Remove and dispose of Existing Pipe 1035 LF $7.00 $7,245.00 Sub Total $852,425.00 Contingency (40%) $340,970.00 Total $1,193,395.00 Cost Estimate Provided for Estimating and Comparitive Purposes only Excavation 10000 CY $2.50 $25.000.00 36" RCP 300 LF $75.00 $22,500.00 42" RCP 735 LF $90.00 $66,150.00 48" RCP 60 LF $200.00 $12,000.00 Min Detention 6.7 Ac-ft 10809.33 CY $7.00 $75,665.33 Sodding ditches 5333 SY $10.00 $53,330.00 Manholes 9 Each $2,800.00 $25,200.00 Remove and dispose of Existing Pipe 1035 LF $7.00 $7,245.06 Sub Total $287,090.33 Contingency (40%) $114,836.13 Total $401,926.47 Avg Detention 10.1 Ac-ft 16294.67 CY $7.00 $114,062.67 H:\projects\12707\4.0\Cost Estimate J Appendix 7 Summary of Improvements I (q�, ^^¢�¢^^ jj kr, 11 1a. Provide paraIIei5' X 3' r box cuNert. � r 16: Provide detention as specified in re I rt. 2 1_eariA'r> grade ditch om Width tV side slopes 3 ce 42 pipe with )', " pipes 4 je[ e,30'i& 36" FP ii qC„ c Jj nY " • }a s� s ♦Y+t � ��� Sep^{age 10, Disposalfff// fi «- R M EXHIBIT 2 SUMMARY OF IMPROVEMENTS 1 tit rJb - 21- } e 15' _ 30 24. t" .X.. 18:•t A it 2-4�:.. p �t'�' F, Cj • � � may. � ; � .. T� k ti V k� 30• ` 2 �' Y ✓� 16 Fell ° c 'Y, Sewage di *4 a i Disposal s>~ 1 I q Y • Dii �ii — r � ; s � �i H F� • r Ce.4.� ��Et �l' RIM 1 too, EXHIBIT 3 Existing Condition ENGINEERING REPORT ARIZONA STREET/SOUTH BROADWAY DRAINAGE STUDY O� v� rE X A5 Klotz Associates Project No. 12707 July 2000 KLOTZ ASSOCIATES, I NC. C O N S U L T I N G E N G I N E E R$ K L OT Z 1 160 DairyAshford ASSOCIATES, Sure 1 NC. Houston,Texas 77079 f281 f 589.7257 C O N S U L T I N G E N G I N E E R S f281 f 589-7309 Fox emaiCklotz.com July 25, 2000 City of La Porte P.O. Box 1115 La Porte, Texas 77572-1115 Attn: Douglas K. Kneupper, P.E. Re: Arizona Street / South Broadway Drainage Study. Klotz Associates Project No. 12707 Gentlemen: Klotz Associates, Inc. is pleased to present this letter report for the Arizona Street /South Broadway drainage study. The goal of this study is to analyze the existing drainage system and recommend improvements to alleviate the recurring flooding problem. South Broadway, in the vicinity of the junior high school, is subject to flooding several times a year. The scope of this study includes the watershed comprised of a portion of South Broadway, the Arizona Street ditch, underground storm sewer system and the outfall to Little Cedar Bayou. Limited site reconnaissance visits were performed on December 6,h and 20th, 1999 to document existing field conditions. Selected photographs from the site visits are presented in Appendix 1. Design Criteria: The City of La Porte indicated the Harris County criteria for storm sewer systems was to be used as the primary criteria for evaluating the existing systems and designing for the preliminary recommendations. This information is found in the "Guidelines for Engineers Having Engineering Contracts with Hams County, Texas for the Design of Roads and Bridges and the Preparation of Plans and Specifications," dated August 23rd, 1998. Existing Drainage System: The existing storm water conveyance system begins at south Broadway near "E" Street and continues through series of culverts across to Arizona Street. It then continues parallel to Arizona Street until its intersects with "G" Street. At this point it becomes an open ditch system that runs behind the high school south towards Park Drive. It then runs through several series of dual 48-inch pipe culverts and at Fairmont Drive it combines with an underground storm sewer system and outfalls into Little Cedar Bayou. KLOTZ ASSOCIATES, I NC. 1 C O N$ V 1 I I N G [NGI Nf ER$ Mr. Douglas K. Kneupper, P.E. July 25, 2000 Page 2 Hydraulic Methodology: The City of Houston Rainfall Runoff Curves three-year frequency (Harris County Standard) was used to determine the amount of runoff flowing through the storm sewer system. The hydraulic grade line was started at the 25-year storm elevation of Little Cedar Bayou at the outfall. The 25-year water surface elevation was determined by using the Flood Insurance Study for Hams County, Texas and Incorporated Areas, Volume 7 of 7. The 10-year and 50- year elevations were read from the flood profile of Little Cedar Bayou and the 25-year elevation was found by interpolation. This interpolation is graphically represented on Page 3 of Appendix 2. The storm sewer spreadsheet used to evaluate the existing structures is based on the Manning Equation and a flowing full condition with Inlet control. The Manning Roughness Coefficient ("n" values) used were 0.013 for concrete pipe, 0.024 for corrugated metal pipe and 0.045 for unlined ditches. The drainage area map used to evaluate the existing and proposed systems is shown as Exhibit 1 in Appendix 2. Existing and Proposed Conditions: The calculations for the storm sewer trunk from Fairmont Drive to the outfall point is in Appendix 5. The calculations show that most of the storm sewer trunk is under sized for a three-year storm based on City of Houston runoff curve No. 4, single-family residential areas. It is suggested that the City of La Porte provide a parallel 5'x3' box culvert to accommodate the flows that cannot be handled by the existing storm sewer system. This parallel system should begin at Fairmont Drive and end at Garfield Road where it can be joined together at the outfall point. The results of the storm sewer analysis shows the existing 8'x5' box culvert to be adequate to convey the drainage at the current state of development. An alternative to placing a parallel storm sewer system would be to detain the water that cannot be handled by the storm sewer system along Park Avenue. Preliminary calculations indicate approximately 10 acre-ft of detention storage would be required to accommodate the 3-year event. From "G" Street running behind the high school to Park Drive there is an existing open ditch system. The existing ditch is a grass -lined channel with a 6-foot bottom width, approximately 3 feet deep, with 2:1 (H: V) side slopes. The typical section of the ditch was surveyed by the City of La Porte. Analysis of the open ditch system using the Manning Equation indicates this channel is insufficient to handle the flows of a three-year storm. The evaluation of this typical section is shown in Appendix 4. It should be noted that the existing flow line of this ditch is higher than the flow line of the pipes outfalling into it; therefore, this ditch should be cleaned and re -graded to match the pipe flow lines. The existing ditch side slopes are steeper than recommendations in the Harris County guidelines. During re -grading maintenance the side slopes should be flattened to a 3:1 configuration. If a steeper side slope KLOTZ ASSOCIATES, I NC. c o N S U t I INo E N G I N E f I S 1 Mr. Douglas K. Kneupper, P.E. July 25, 2000 Page 3 is required, a maximum slope of 2:1 should be used. Picture 4 in Appendix 1 illustrates the need for ongoing maintenance to ensure that siltation and vegetation do not compromise pipe capacity. The proposed ditch configuration has a six-foot bottom width and 3:1 slopes. The single 42-inch pipe behind the High School be replaced with two 48-inch pipes. Appendix 3 evaluates the storm sewer system from South Broadway to Arizona Street and along Arizona Street to "G" Street. This system appears to be sufficient except for the portion of storm sewer pipe along Arizona Street starting approximately at the library and continuing to "G" Street. This portion of the system is designated as Area 2a, Area 2b, 3a and Area 3b on the Existing Conditions Spreadsheet in Appendix 3. The Proposed Conditions Spreadsheet shows the recommended changes to solve the capacity problem. The existing 24-inch diameter storm sewer pipe through Area 2a should be removed and replaced with a 30-inch diameter storm sewer. The existing 30-inch diameter storm sewer pipe through Area 2b, 3a should be removed and replaced with a 36-inch diameter storm sewer. The 36-inch diameter storm sewer through Area 3b should be removed and replaced with a 42-inch diameter storm sewer. A preliminary cost estimate was prepared and is presented in Appendix 6. A summary of proposed improvements is in Appendix 7. This report includes general recommendations for construction related to the subject matter of this report. These recommendations are not intended to replace or serve as formal construction specifications. Such recommendations are beyond the scope of work for this report. Findings and opinions in this report are based on available information. Should new information become available, Klotz Associates, Inc. should be notified in writing and retained so that additional analysis can be performed. Should you have any questions or require additional information, please do not hesitate to contact me at 281-589-7257. fko, P.E. Project Manager JPH Jh kncupper.050100.dwr Appendix 1 Project Pictures Arizona/Broadway Drainage Study KLOTZ ASSOCIATES 12707 1 - Inlet on Broadway 2 — Area inlet and junction box for inlet in picture 1 Page 1 of 6 NWROIECIS\I370T 0 Arizona/Broadway Drainage Study KLOTZ ASSOCIATES 12707 3 — Alignment of Drainage pipes Arizona street. 4 — Looking upstream at 48" pipes at "G" Street. Page 2 of 6 HIPR0IECTMl2707W.0 TECHNICAL INFORMATIONTICTURESUIOUNTED2 Arizona/Broadway Drainage Study KLOTZ ASSOCIATES 12707 5 — Looking downstream at Drainage ditch. 6 — Looking upstream at Drainage ditch from Park Drive. Page 3 of 6 HIPROJECTM1710M.0 TECHNICAL INFOR TIOMPICTURESWOUNTED2 Arizona/Broadway Drainage Study KLOTZ ASSOCIATES12707 7 — Looking at 48" pipes along Park Drive. 8 — Grates on 48"pipes before underground system. Page 4 of 6 HTROJECTS\1270T .0 TECHNICAL INFORMATIOWICTURESUWUNTEDI Arizona/Broadway Drainage Study KLOTZ ASSOCIATES 12707 9 — Outfall Structure 8x5 box culvert. 10 — Looking upstream, Little Cedar Bayou. Page 5 of 6 H\PROJECTSU27ON 0 TECFOIICA MOR TIOWICTORESV.JOUNW2 Arizona/Broadway Drainage Study KLOTZ ASSOCIATES12707 11 — Looking downstream, Little Cedar Bayou. Page 6 of 6 Appendix 2 Drainage Area Map Drainage Areas 25 year tailwater elevation LA PORT E DRAINAGE AREA (acres) „ 1 183 2 3.2 3 37.8 4 78 5 6.9 6 10.3 71 6,2 8 24.6 9 2.25 10 39.3 11 2.34 12 3.46 13 4.4 EXHIBIT 1 DRAINAGE AREA MAP REVISED BASED ON ADDITIONAL INFORMATION PROVIDED BY THE CITY OF LaPORTE .1111111 iI !iiIIIIIuIUIIII!IIiIiiIiillIhIIIdIEikIll;biIImill9iIIjR' , 1 iIPIIIIIi I� 9 II m 9 9 E 1!! 19l 11 9 EE B Ii :o .a�:I lill Illillllsi�El1911�iIlI:�1:IiIIII:I ��9�IIIIiI 11: liii IiIII I III{I{ lllllliIIiIIiiiIIiII iiiIllll { {I lIOEl E 1 1IIII I IIII{ lllli!IIIIII!!II!IIIhI1IIill { I IIIll1€IIII IIL I 1 •�1�9ii�{{{{IEIII�gIIvEi�l=I�a�i191a�lIllli { ilii 9�2=a • ?IV 1�9:I1iI iiili111�II�IIi•.° :i9 11 l I? 911 I : 919°3iI 'iil�ill 11�Ii o Ili' I�11 � 1111 9�eii111991111{II� II:9e61IlI I9119II lluIIIII E::IIiIli111111111 flli Ii9I 11IIIi{lIl . .: W IJ flIgU1muuIaIIIF'w" "IuIIliIIImiImIm'iiwIllII1nnumiIiIiI!I5IIIIiII I ®!IfiiIIIIIIIIIIIIIIIIIIIII1wIIIiIthIIIiIIIIIIIIIIrII IIIIIII® liii 1jIIIIIllhIIIllPWIIllhIIIMIIIIIhhI'fluflIIIIIuulmull!IIIfljg l ft r 1 iI:� I III { II:IIIIEIIIIIIIiIII IIllII;II 1{Il ihilll�IiI1 �'� I3IlI:Ql.1 ;l 1 uC. . : .s . o.�l illil{II@ 3.9�9I 9IIIlil�91I��sII{I {III�l�Ia��al� ppB9 �99E1199 ��1 ' 11919 '1 I 1 �.:�: C:: .. l 911111:1911I1:9iIEIliI1111911 111111Eii1�:11»ma1� CC:' l'l CCI "Ili'll" 11 •• •: I I a �6a� 1 iIl 11a11alii E96�9E��19EIiI!e0I1��I{ I9liilllll=�� 1111 1111 iII1II E1iIIII li1U1{I{lE1!i IIi'IIIIIIIIIIB!IIII: 111I1IIIIII°i3� 11111111 :9 1 11111: MCI 1' 9°°°99119p lI I I9 11CC»� 1111991111{{19 IIII'C1:19NE�I'l 911loom H 111111 ®1��5�II9Ii1lillillall: i�9i9uiii9i'iiI99I9�iIllMiloli9?»?�1 Appendix 3 South Broadway and Arizona Street Drainage System. Existing Conditions Spreadsheet Proposed Conditions Spreadsheet 1 1 1 1 1 1 1 1 PROJECT: La Porte JOB a: 12701 Governing Agency Ree1oa"4' "K" Values 0.1 Same Pipe Size Straight thru 0.2 Change Pipe Size 0.3 One Lateral Pipe 0A Two or More Lateral Pipes Rainfall Runoff Curves 1 - Highly developed business areas 2 - Multi -family residential areas 3 - Composite areas, business and industrail parks 4 - Single family residentail areas 5 - Railroad yards, suburban residential areas 6 - Developed park areas Overland Flow Ground Cover 1 - Forest with heavy ground litter and meadow 2 - Fallow or minimum tillage cultivation 3 - short grass pasture & lawns 4 - Nearly bare ground 5 - Grassed waterway 6 - Paved area (sheet Bow) and shallow gutter Bow BY: RAC DATE: 12/20/99 CHK. BY: JPH DATE Last Revised: DATE: 7125100 0:00 ' - 999 Area name) INLET FROM INLET TO Drai Amer Total Anse apes Time Con. (milit Rainfall Curve Sum of Ci Runoff 0 In c.f.s. Mani "n" length (R) Dla. Or R (in.) Span (in.) Grade % e / 100 R Des' n Vel (Ns) Design Ca (cfs) Fall (R) U Str FL Elev. Dn Sir. FL Elev. Dropin MH (B.) Actual VelocityHydraulic (R/s) Grad Slope H dmulic Grade Up Str. Elevation H dmulic Gre n Str. Elevatio Once . 0 4a 4b 4c 4d 1 _ 28 2b,3a _ 3b 3c 3d 4a 4b 4c 4d 1 2a - 2b,3a 3b 3c 3tl 4b 4C 4d 1 2a 2b,3a 3b 3c 3d 11 1.35 1.35 1.35 1.35 1.83 1,87 11.16 12.00 0.D0 17.02 1.95 2.70 4.05 5.40 7.23 10.46 21.61 33.81 33.61 50.63 10.00 10.79 11.19 11.37 11.57 11.63 13.02 14.47 18.27 16.51 3.00 3.00 3.00 3.00 4.00 4.00 4.00 4.00' 4.00 4.00 1.38 1.36 1.38 1.36 1.13 1.13 110 1:09' 1.04 1.04 1.88 3.73 5.51 7.34 8.17 11.81 23.77 38.83 34.95 52.66 0.013 0.013 0.013 0.013 0.013 0.013 0.013- 0.013: 0.013 0.013 60 50 50 25 25 330 230 - 610 125 25 15 18 18 24 24 24 30 38 42 48 ---- 2.48" 0.04 0.12 0.66 0.08 0.84 0.30 0.10 0.D8 0.70 0.04 1.05 2.06 4.84 2.D4 6.61 3.95 2.65 2.67 8.77 2.29 1.29 3.65 8,55 6.41 20.78 12.42 13.00 18.90 94.35 57.58 0.02 0.06 0.33 0.02 0,21 0.99. 0.23 0.49 0.88 0.01 11.97 11.78 11.83 11.52 11.54 11:33 10.28 '10.04 9.52 8.67 11.99 11.84 11.50 11.54 11.33 1028 10.04 9.52' 8.67 8.90 0.26 0.00 0.50 0.00 D.DO 0.50 0.50 0.50 "50. -4.00 1.29 3.56 8.65 8.41 20.78 12.42 13.00 18.90 84.35 57.58 0.08% 0.13% 0.27% 0.13% 0.13% 0.27°h 0.33% 0.30% 0.12% 0.03% 16.85 16.81 16.75 16.61 1fi.58 18.55 15.66 14.89 13.06 12.91 18.81 16.75 16.61 16.55 18.55 15.68 14.89 13A6 12.91 12.90 18.25 23.47 23.16 79 40.56 40.58 41.44 64.02 83.05 ' 82.60 120.70 be 4e 4 1.36 1.35 13.02 3.00 1.32 1.78 0.013 50 15 0.02 0.75 0.92 0.01 1259 11.47 -125 0.92 O.OB% 18.85 18.81 14.80 INLET-5 AT & OAA[)WAY n:ryrV)egeN2707W0Stam Saris AI To Air;wna Street' Total 6" 0 Total 54" 0 Total 8" 0 Total 601, 0 Total 10" 0 Total 66" 0 Total 12" 0 Total 72" 0 Total 15" 100 Total 78" 0 Total 18" 100 Total 84" 0 Total 24" 380 Total 90" 0 Total 30" 230 Total 96" 0 Total 36" 610 Total 42" 125 Total 48" 25 EXISTING CONDITIONS DESIGN CAPACITY INSUFFICIENT 10o1z/ ssotlaW COST ESTIMATE Quantify UnitPli s D51 Excavation 10000 CY $4.00 $40,000.00 30" RCP 330 LF $65.00 $21,450.00 — 36" RCP 230 LF $75.00 $17,250.00 42" RCP 735 LF $90.00 $66,150.00 48" RCP 60 LF $200.00 $12,000.00 5x3 Box Culvert 2564 LF $250.00 $641,000.00 Sodding ditches 5333 SY $10.00 $53,330.00 — Manholes 9 Each $2,800.00 $25,200.00 — Remove and dispose of Existing Pipe 1035 LF $7.00 $7,245.00 Sub Total $883,625.00 " Contingency (40%) $353,450.00 ITotal $1,237,075.00 Cost Estimate Provided for Estimating and Comparitive Purposes only. Excavation 10000 CY $4.00 $40,000.00 B 30" RCP 330 LF $65.00 $21,450.00 - 36" RCP 230 LF $75.00 $17,250.00 42" RCP 735 LF $90.00 $66,150.00 48" RCP 60 LF $200.00 $12,000.00 - Min Detention 6.7 Ac-ft 10809.33 CY $7.00 $75,665.33 Sodding ditches 5333 SY $10.00 $53,330.00 Manholes 9 Each $2,800.00 $25,200.00 Remove and dispose of Avg Detention 10.1 Ac-ft 16294.67 CY $7.00 $114,062.67 t U Existing Pipe 1035 LF $7.00 $7,245.00 f Sub Total $432,363.00 Contingency (40%) $172,941.20 --� Total $605,294.20 ` 1 H:\projects\12707\4.0\Cost Estimate 1 1 1 1 1 1 1 1 1 1 1 1 1 1 PROJECT: La Porte JOB #: 12701 Governing Age ^ pei°C-, • "K" Values 0.1 Same Pipe Size Straight thm 0.2 Change Pipe Size 0.3 One Lateral Pipe 0.4 Two or More Lateral Pipes Rainfall Runoff Curves 1 - Highly developed business areas 2 - Multi -family residential areas 3- Composite areas, business and industrail parks 4 - Single family residentail areas 5- Railroad yards, suburban residenbal areas e - Developed park areas Overland Flow Ground Cover 1 - Forest with heavy ground litter and meadow 2 - Fallow or minimum tillage cultivation 3 - short grass pasture & lawns 4 - Nearly bare ground 5 - Grassed waterway 6 - Paved area (sheet flow) and shallow gutter flow BY: RAC DATE: 12/20/99 CHK. BY: JPH DATE: Last Revised: DATE: 7125/00 0.00 999 INLET INLET Drain TWaI Area Time Con. Rainfall Sum of Cl Runoff Manni Dia Or Grade % Design Velocity Design Ca Fall U Sir On Sir. In MH Actual V ' Hydraulic Grad Hydraulic Grade Hydraulic G Orke FROM TO Area (acres) (min) Curve O In af.s. "n" (R) (In. n.) ft 1100 ft Ns (cls) ft.) FL Elev. FL Elev. (R) (Ns Slope Up Str. Elevation n Str. Elevatio 0 t4c 4a 4b 1.36 1.35 15.00 3.00 1.20 1.74 0.013 50 15 0.04 1.05 1.29 0.02 11.97 11.99 0.26 1.05 0.07% 14.55 14.62 11.02 4b 4c 1.35 2.70 16.79 3.00 1.29 3.48 0.013 5o 18 0.12 2.05 3.85 0.00 11.78 11.84 0.00 2.08 0.11% 14.52 14.46 16.99 4c 4d 1.35 4.05 16.19 3.00 1.28 5.18 0.013 5o t8 0.86 4.84 8.65 0.33 11.83 11.50 0.50 4.84 0.24% 14.46 14.34 15.56 4d 1 1.35 5.40 16.37 3.00 1.28 6.91 0.013 25 24 0.08 _ 2.04 6.41 0.02 11.52 __1__1.54 0.00 2.04 0.09% 14.34 14.32 Z1.21 1 1 2a 1.83 7.23 16.57 4.00 1.06 7.66 0.013 25 24 0.84 _. 6.61 � 20.78 0.21 11.54 11.33 0.50 6.61 011% 14.32 14.29 26.89 23ba - - -- � 38 - -- - 1429 _ 14,05 _ 41.20 2b,3a 2b,3a 11..16 21.61 17.83 4.00 1.05 22.69 0.013 230� 0.17 - 3.88 27.3Y - 0.38" 10.28 - 10.04 "0.60` - 3.86 --0,12� 14.05-- - 13.78 68.36 --� 3b' 3b 3c 12.00 33.61 _ 18.82__.._,4.00 _ _104 34.95' -0.013. _ 610 42 . 0.17_.. 4.28_ 41.20 _ 1.02__ 10.04 .. 9.52 0.00 4.28 .. - 0.12% _ 13,78 _ _ 13.05 87.24 ._ J 30 3c 3d 0.00 33.61 21.20 4.00 _ 1.02 _ 34.28 0.013 _ 125 42 _ 0.17 4.28 41.20 0.21 9.52 CV 8.67 0.50 0.50 28 0.12% 13.05 12.91 82.46 3d 3d 11 17.02 50.63 21.69 4.00 1.02 51.64 0.013 25 48 2-48" 0.04 2.29 57.58 0.01 8.67 8.90 -4.00 -4 2.29 0.03% 12.91 12.90 120.69 4e 40 4 1.35 1.35 15.00 3.00 129 1.74 0.013 50 15 0.02 0.75 0.92 0.01 12.59 11.47 -1.25 0.75 0.07% 14.38 14.34 8.49 H:4xV0Cs112707%4 0S1xm6ewer-pop Total 6" 0 Total 54" 0 Total r 0 Total 60" 0 Total 101, 0 Total 66" 0 Total 12" 0 Total 72" 0 Total 15" 100 Total 78" 0 Total fell 100 Total 84" 0 Total 24" 50 Total 90" 0 Total 30" 330 Total 96" 0 Total 36" 230 Total 42" 735 Total 46" 25 PROPOSED CONDITIONS REMOVE AND REPLACE AT PROPOSED GRADE 24" PIPE IS UPSIZED TO 30" AND THE 30" PIPE IS UPSIZED TO 36" AND THE 36" PIPE IS UPSIZED TO 42" AS SHOWN ABOVE. loon Astodat" Appendix 4 Open Ditch from "G" Street to Park Drive Typical Trapezoidal Ditch Calculations. Proposed Trapezoidal Ditch Calculations. Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: Comment: Existing La Porte Ditch Solve For Discharge Given Input Data: Bottom Width..... 6.00 ft Left -Side Slope.. 1.40:1 (H:V) Right Side Slope. 1.40:1 (H:V) Manning's n...... 0.045 Channel Slope.... 0.0009 ft/ft Depth............ 3.00 ft Computed Results: Discharge........ 46.09 cfs Velocity......... 1.51 fps Flow Area........ 30.60 sf Flow Top Width... 14.40 ft Wetted Perimeter. 16.32 ft Critical Depth... 1.12 ft Critical Slope... 0.0335 ft/ft Froude Number.... 0.18 (flow is Subcritical) THE EXISTING FLOWLINE OF THE DITCH IS HIGHER THAN THE FLOWLINE OF THE PIPES OUTF_ALLING INTO IT. THE DITCH SHOULD BE CLEANED AND REGRADED TO MATCH PIPE FLOWLINES. DITCH SIDESLOPES ARE GREATER THAN RECOMMENDED Open Channel Flow Module, Version 3.42 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 A=93.06 CI=1.07 0=93.06407 = 99?5 -cfs 8 Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: Comment: Proposed La Porte Ditch Solve For Discharge Given Input Data: Bottom Width..... Left -Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Depth............ Computed Results: Discharge........ Velocity......... Flow Area........ Flow Top Width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 6.00 ft 3.00:1 (H:V) 3.00:1 (H:V) 0.045 0.0009 ft/ft 4.00 ft 124.30 cfs 1.73 fps 72.00 sf 30.00 ft 31.30 ft 1.77 ft 0.0291 ft/ft 0.20 (flow is Subcritical) Open Channel Flow Module, Version 3.42 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 Appendix 5 Existing & Proposed Storm Sewer Trunk Spreadsheet. PROJECT: JOB 9: Governing e n "K' Values 0.1 Same Pipe Size Straight thru 0.2 Change Pipe Size 0.3 One Lateral Pipe 0.4 Two or More Lateral Pipes Rainfall Runoff Curves 1 - Highly developM business areas 2 - Multi -tardy residential areas 3 - Composite areas. business and industrell parks 4 - Single family residentail areas 5 - Railroad yards. suburban residential areas 6 - Developed park areas Overland Flow Ground Cover 1 - Forest with heavy ground litter and meadow 2 - Fallow or minimum tillage cultivation 3 - short grass pasture & lawns 4 - Nearly bare ground 5 - Grassed waterway 6 - Paved area (sheet flow) and shallow gutter flow BY: JPH DATE: CHK. BY: RAC DATE: DATE: 7/25/00 0:00 1rs � 999 Area INLET IN Drains Total Area Time Con. Rainfall Sum of CI Runoff Manni s le Die. Or R Span Grade % Design Velocity Design Ca Fall U Str Dn Str. Dro in MH Actual Velod dreulic Grad Hydraulic Grade Hydraulic Grad Orfke E . (name) FROM TO Area (aces) (min) Curve O In cf.s. 'rr (IL) (In.) (in.) It / 100 It (Ns) ids) (R) FL Elev. FL Elev. (R) (ff/s) I Slope Up Str. Elevation On Str. Elevatio O EXISTING STORM SEWER TRUNK Park 0+00 Park 0+00 Park 11+92 102.85 102.85 15.00 4.00 1.07 110.05 0.013 1192 36 60 0.15 4.18 82.67 1.73 7.45 5.73 0.00' 4.18 0.69% 19.87 11.41 148.54 Park 11+92 Park 11+92 Park 25+64 16.02 118.87 15.00 4.00 1.07 127.19 0.013 1372 48 72 0.15 4.93 118.20 1.99 5.73 3.74 0.00 4.93 0.23% 11.41 8.32 154.80 Park 25+64 Park 2 Little Cedar 29.56 148.43 15.00 4.00 1.07 158.82 0.013 508 60 98 0.15 5.81 232.50 0.74 3.74 3.00 0.00 5.81 0.07% 8.32 7.95 181.91 PROPOSED STORM SEWER TRUNK Park O+W Park 0+00 Park 11+9 102.85 102.85 15.00 4.00 1.07 110.05 0.013 1192 38 120 0.15 4.80 143.94 1.73 7.45 5.73 0.00 4.80 0.13% 11.39 9.83 70.81 Park 11+92 Park 11+9 Park 25+ 16.02 118.87 15.00 4.00 1.07 127.19 0.013 1 1372 48 95 0.15 5.28 169.07 1.99 5.73 3.74 0.00 5.28 0.11% 9.83 8.32 1 116.99 Park 25+64 Park 25+ Lit6e Cede 29.56 148.43 15.00 4.00 1.07 158.82 0.013 508 60 95 0.15 5.81 232.50 0.74 3.74 3.00 0.00 5.81 0.07% 8.32 7.95 181.91 Assumed ou8all elevation T Assumed constant slope from Fairmont to outfall. Assumed Lengths of pipe based on spot inspedlom in grate inlets. PROVIDE A PARALLEL 5'X3' BOX CULVERT RUN TO ACCOMADATE THE ADDITIONAL FLOWS. TIE INTO EXISTING 8'X5' OUTFALL STRUCTURE npy,munoru.o9vns..._amr qen NwMs DETENTION BASIN SIZING DETENTION BASIN SIZING BY TRIANGULAR HYDROGRAPHS March 27, 2000 PROGRAM INPUT DATA: DESCRIPTION VALUE Detention Basin Drainage Area (acres) ................... 100.0 Peak Inflow Rate into Basin (cubic feet per second)..... 124.0 Peak Release Rate from Basin (cubic feet per second).... 62.0 Total Inflow Volume into Basin (acre-feet) .............. 27.00 Available Storage Depth of Basin (feet) ................. 4.00 Required Freeboard in Basin (feet) ...................... 1.0 Side Slopes of Basin (horizontal/vertical).............. 3.00 Width of Maintenance Berm around Basin (feet)........... 0.0 PROGRAM RESULTS: DESCRIPTION MINIMUM NORMAL MAXIMUM -------------------------------------------------------------------- Required Detention Volume (acre-feet) 6.7 10.1 13.5 Detention Volume Per Acre (ac-ft per ac) 0.07 0.10 0.13 Basin Surface Area w/o Maint. Berm (ac) 1.89 2.78 3.66 Basin Surface Area w/ Maint. Berm (ac) 1.89 2.78 3.66 Basin Excavation Volume (cubic yards) 13914 20780 27637 DETENTION BASIN SIZING COMPUTER PROGRAM, Version 1.4 Copyright 1987 Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092 (713) 895-8322. A complete program manual is available. Appendix 6 Preliminary Cost Estimate COST ESTIMATE Quantily Unit Price CD51 Excavation 10000 CY $4.00 $40,000.00 30" RCP 330 LF $65.00 $21,450.00 36" RCP 230 LF $75.00 $17,250.00 42" RCP 735 LF $90.00 $66,150.00 48" RCP 60 LF $200.00 $12,000.00 5x3 Box Culvert 2564 LF $250.00 $641,000.00 Sodding ditches 5333 SY $10.b0 $53,330.00 Manholes 9 Each $2.800.00 $25,200.00 Remove and dispose of Existing Pipe 1035 LF $7.00 $7,245.00 Sub Total $883,625.00 Contingency (40%) $353,450.00 Total $1,237,075.00 Cost Estimate Provided for Estimating and Comparitive Purposes only Excavation 10000 CY $4.00 $40,000.00 30" RCP 330 LF $65.00 $21,450.00 36" RCP 230 LF $75.00 $17,250.00 42" RCP 735 LF $90.00 $66,150.00 48" RCP 60 LF $200.00 $12,000.00 Min Detention 6.7 Ac-ft 10809.33 CY $7.00 $75,665.33 Sodding ditches 5333 SY $10.00 $53,330.00 Manholes 9 Each $2,800.00 $25,200.00 Remove and dispose of Avg Detention 10.1 Ac-ft 16294.67 CY $7.00 $114,062.67 Existing Pipe 1035 LF $7.00 $7,245.00 Sub Total $432,353.00 Contingency (40%) $172,941.20 Total $605,294.20 H:\projects\12707\4.0\Cost Estimate Appendix 7 Summary of Improvements 1a. Provide parallel 5' X 3' box culvert. 1 b. Provide detention as specified in report. 2 Glean & re -grade ditch 6' bottom width 3 to 1 side slopes. 3 Replace 42" pipe with (2) 48" pipes. 4 Replace 30" & 36" pipe, re -grade to slope shown in Appendix 3; vp-size s shown. EXHIBIT 2 SUMMARY OF IMPROVEMENTS 1 1 1 1 1 1 1 1 1 1 Jf�t'���(. , iL._ , 1��.—':__..ir,Y.c--`e1._,,,,. ...' ♦ i I* �,� l�� � � �� �� ;, ��� '<— "eta ✓� ST �t r t} ✓ tt\\ 94t �• 15' � z r_ "• + WEST J '8M16 co - 2-.8• a� / •� 1 fj �. .s Sewage E Disposal �•. _. L c Y• i• • 7 y .. '� 5 1 fill 1 EXHIBIT 3 Existing Condition KLOTZ ASSOCIATES, P F c O N S U I r I N G ENGINEERS I� JUL 2 6 2000 i LETTER OF TRANSMITTAL, 1160 Dairy Ashford Suite 500 Houston, Texas 77079 (281)589-7257 (281)589-7309 Fax email@klotz.wm To: City of La Porte Date: 7126/00 P.O. Box 1115 Project Number. 12707 La Porte, Texas 77572-1115 Data Code: 5.0 Attn: Douglas K. Kneupper, P.E. Routing' Re: Arizona Street Drainage Letter Report We Are Sending You: ❑ Shop Drawings ❑ Original Drawings ❑ Prints ❑ Specifications ® Reports ❑ Contracts These are Transmitted: ❑ As Requested ❑ For Your Use ❑ For Review and Comment ❑ For Your Signature ❑ For Your Approval ❑ Number 2 Final Letter Reports Remarks Klotz Associates thanks you for the opportunity to work on this drainage letter report. We enjoyed interacting with you your staff to complete this important project and look forward to a good working relationship in the future. Distribution: are not as Jonathan P us at once P.E. Page I KLOTZ ASSOCIATES, I NC. C O N$ U! i 1 N G ENGINEERS 1160 Dairy Ashford Suite 500 Houston, Texas 77079 (281)589-7257 LETTER OF TRANSMITTAL (281)589-7309 Fax email@klotz.wm To: City of La Porte Date: 519/00 P.O. Box 1115 Project Number: 12707 La Porte, Texas 77572-1115 Data Code: 2.0 Attn: Douglas K. Kneupper, P.E. Routing DWR Re: Arizona Street/South Broadway Drainage Study JPH FILE We Are Sending You: ❑ Shop Drawings ❑ Original Drawings ❑ Prints ❑ Specifications ® Reports ❑ Contracts These are Transmitted: ❑ As Requested ® For Your use ❑ For Review and Comment ❑ For Your Signature ❑ For Your Approval ❑ rvumoei I 1 12 final Engineering Reports on Arizona St./S. Broadway Drainage Study I Remarks Distribution: Prepared by: Jonathan P. Hopko If enclosures are not as noted Indty notify us at once Page I KLOTZ ASSOCIATES, I NC. c ON sul l l N(,- ENG,NEE,5 1160 Dairy Ashford Spite 500 Houston, Texas 77079 (28 1)589-725 7 LETTER OF TRANSMITTAL (281)589-7309 Fax einail@klotz.com klotz.com To: City of La Porte Date: 12/28/99 P.O. Box 1115 Project Number: 12707 La Porte, Texas 77572-1115 Data Code: 2.0 Attn: Douglas K. Kneupper, P.E. Routing DWR Re: Arizona Street/South Broadway Drainage Study JPH FILE We Are Sending You: ❑ Shop Drawings ❑ Original Drawings ❑ Prints ❑ Specifications ® Reports ❑ contracts These are Transmitted: ❑ As Requested ❑ For Your Use ® For Review and Comment ❑ For Your Signature ❑ For Your Approval ❑ Number Description 1 3 Draft Engineering Reports on Arizona St./S. Broadway Drainage Study (1 original and 2 copies) Remarks Distribution: Prepared by: BillyrGM. Cooke, P.E. If enclosures are not as noted kindly notify once Pa,ae I KLOTZ ASSOCIATES, I NC. C O N S U L T I N G E N G I N E EiS RECEIVED LETTER OF TRANSMITT i 1160 Dairy Ashford 1�j 500 r I Ftouston, Texas 77079 OCT 1 21999 F3'1589-7257 (281 589-7309 Fax ST. CITY MANAGER em I@klotz.com klolz.com OFFICE To: City of La Porte `M0!7/99 '0T 1-*I1 I P. O. Box 1115I� Project Number: l II La Porte, Texas 77572-1115 8L Data Code: Attn: Mr. Douglas K. Kneupper, P.E. Routing Re: Arizona Street Drainage Study We Are Sending You: ❑ Shop Drawings ❑ Original Drawings ❑ Prints ❑ Specifications ❑ Reports ® Contracts Other These are Transmitted: ® As Requested ❑ For Your Use ❑ For Review and Comment ® For Your Signature Number / \RYAeseription E I / •1_ Remarks We look forward to getting started onis-imPortvriCprcject. Distribution: Prepared by: /Donald W. Roberts, P.E. 0- If enclosures are not as noted kindly notify us at once Jd0) Page 1 - it 10 p— -E- U) E- L)L) r oU I \ IPA ¢- U Printing & Office Supply, Inc. 3West Main • P.O. Box 83 L La Porte, TX 77572-0083 (281) 471-4552 • (281) 471-6456 Fax + wtd It loth _� i la rr i (o�u ram► 4�--�1 u u k m oH± Co (2 `t cry o (c�' �La-cLi'tta� gna p cll(J..L�_W�[ac�P_W.$_(_N_f.4✓SC�)`'�'d ^---------lal-vr�tOn-f _!—.—(oo (c C o..vw d N Yo.,s ac q, W si-ion U ,X7 NCAO-- — -- -- Vour Printing & Office Supply 5olut/on • I'. (2. S . 6-0 C 8w o,y _ _ Ani Zov. c yrri•zg6 vmp (') - sgv\lty wov-I`- �dc�'l �MPI-64ewurh+s_ odd' \ SvvV ey_. wu Ac-- - , qw Coueficucf�ow Sep im A Division of 94d liviuk"' Sae. TOMMY PITTS P.O. Box 2915 Office - (281) 470-0531 sugar Land. TX 77487-2915 Fox - (281) 470-0539 A Division of 9ded'Fiaisko' 9ae. Friday, June 21, 2002 City of LaPorte 604 West Fairmont Parkway O� LaPORTE, TEXAS 77571 AV Attn: Reagan McPhail q RE: Arizona & East E Street Headwall ZZINI& UIT111 I APPRECIATE THE OPPURTUNIY OF QUOTING THE ABOVE REFERENCED PROJECT FOR YOU. PLEASE SEE THE FOLLOWING BID ITEMS. DESCRIPTION Concrete Headwall UNIT QTY U/P TOTAL EA $ 6,600.00 $ 6,600.00 TOTAL 6,660.00 , NOTE: THE ABOVE ITEMS INCLUDE OR EXCLUDES THE FOLLOWING 1. ALL LABOR, EQUIPMENT, MATERIALS & SUPERVISION INCLUDED. 2. PAYMENT and/or PERFORMANCE BOND NOT INCLUDED. 3. ALL PERMITS TO BE BY OTHERS 4. ENGINEERING LAYOUT CONTROLS TO BE DONE BY OTHERS. 5. CONSTRUCTION LAYOUT TO BE BY IDEAL CONSTRUCTION 6. QUOTE BASED ON ATTACHED QUANTITIES. 7. PAYMENT TERMS NET 30 DAYS FROM DATE OF INVOICE. I WOULD APPRECIATE IF YOU AND YOUR FIRM WOULD CONSIDER US ON OTHER QUOTES IN THE FURTURE. IF YOU HAVE ANY QUESTIONS PLEASE CALL. TOMMY PITTS DIVISION MANAGER IDEAL CONSTRUCTION SERVICES City of LaPonc- Headwall- 6-21-02 E-Mail address — TOPITTS.IRCAOL CONI P.O. Box 2915 • Sugar Land, Texas 77487-2915 • Office (281) 470-0531 • Fax (281) 470-0539 "FROFF—CURB PLANET, INC. FAX NO. :7139441006 Jun. 20 2002 01:5OPM P1 CURB PLANET, .INC. FACSIMILE TRANSMITTAL SHEET •Aw. ,. ZINC BBt 713.944-9119 SENDER'S FAX NUMBER, 713-944-1006 URORN'1' FORRrVIRW F1JASLCOMMRN'P P1.RASRRCPL.Y P1,1•'.ASBRP,CYCI.F.. NOTES/COMMENTS: An QC ai<-4 N e 713- If you did not receive complete fax please call our office. If you received Chia facsimile by mistake, please immediately notify us by telephone. 'Thank you '0.628 PLANET, INC. FAX NO. :7139441006 Jun. 20 2002 01:50PM 12 r . . Curb Planet. Inc. 835 Arvana . Houston,TX 77034 Tel: (713)944-9119 Fax: (713)944-1006 • June 20,2002 To: City of La Porte Attu: Reagan McPhil Re: Prices for headwalls You requested prices for headwalls areas followed: $7000. 00. Thank You, Frank Moosani Jul 22 02 08:38a BEAN CONSTRUCTION 281 403 2326 P.1 BEAPi CO ON COMPANY July 22, 2002 City of La Porte 604 W. Fairmont Parkway LaPorte, TX 77571 Ann: Reagan McPhail Fax Number: 281-867-4629 Re: Headwalls at East E and Arizona Dear Mr. McPhail: Bean Construction Company will provide labor, equipment and materials to construct the headwalls at East E and Arizona for a lump sum price of $7,100.00. The City of La Porte will provide engineering layout and testing. If you are in need of anything further, please call me at 281403-2326. Yours very truly, cc: file (281) 403-2326 • Fax (281) 261-8171 • P. O. BOX 988 • Stafford, Texas 77497 ENGINEERING REPORT ARIZONA- STREET/SOUTH BROADWAY-DRAINAGE STUDY CITY OF LA PORTE Klotz Associates Project No. 12707 December 1999 _�'6 v ` `'mow V V p-_Aj '4&e K LOTZ ASSOCIATES, I NC. C O N 5 U L T I N G E N G I N E E R S K LOTZ ASSOCIATES, I NC. O N S U t T I N G N G I N E E R S December 27, 1999 City of La Porte P.O. Box 1115 LaPorte, Texas 77572-1115 Attn: Douglas K. Kneupper, P.E. Re: Arizona Street / South Broadway Drainage Study. Klotz Associates Project No. 12707 Gentlemen: 1 160 Dairy Ashford Suite 500 Houston, Texas 77079 1281 1589-7257 1281 1 589,7309 Fox emaiftlolz.00m Klotz Associates, Inc. is pleased to present this letter report for the Arizona Street /South Broadway drainage study for your review and comment. This study was performed under contract with the City of La Porte. The goal of this study is to analyze the existing drainage system and recommend improvements to alleviate the recurring flooding problem. South Broadway, in the vicinity of the junior high school, is subject to flooding several times a year. This project consists of a study of the watershed that includes a portion of South Broadway, the Arizona Street ditch, underground culvert systems and the outfall to Little Cedar Bayou. Limited site reconnaissance visits were performed on December 61h and 201h, 1999 to document existing field conditions. Selected photographs from the site visits are located in Appendix 1. Design Criteria: The City of La Porte indicated the Harris County criteria for storm sewer systems was to be used as the primary criteria for evaluating the existing systems and designing for the preliminary recommendations. This information is found in the "Guidelines for Engineers Having Engineering Contracts with Harris County, Texas for the Design of Roads and Bridges and the Preparation of Plans and Specifications," dated August 23rd, 1998. Existing Drainage System: The existing storm water conveyance system begins at south Broadway near "E" Street and continues through series of culverts across to Arizona Street. It then continues parallel to Arizona Street until its intersects with "G" Street. At this point it becomes an open ditch system that runs behind the high school South towards Park Drive. It then runs through several series of dual 48-inch pipes and at Fairmont Drive it combines with an underground culvert system and outfalls into Little Cedar Bayou. KLOTZ ASSOCIATES, I NC. C 0NSUIfING E NGI N[EPS Mr. Douglas K. Kneupper, P.E. December 27, 1999 Page 2 Hydraulic Methodology: The City of Houston (Rainfall Runoff Curves three-year frequency) was used to determine the amount of runoff flowing through the storm sewer system. The hydraulic grade line was started at the 25-year storm elevation at the outfall point to Little Cedar Bayou. The 25-year water surface elevation was determined by using the Flood Insurance Study for Harris County, Texas and Incorporated areas volume 7 of 7. The 10-year and 50-year elevations were read from the flood profile of Little Cedar Bayou and the 25-year elevation was found by interpolation. This interpolation is graphically represented on page 3 of Appendix 2. The storm sewer spreadsheet used to evaluate the existing structures is based on the Manning Equation and a flowing full condition with Inlet control. The Manning Roughness Coefficient ("n" values) used were 0.013 for concrete pipe, 0.024 for corrugated metal pipe and 0.045 for unlined ditches. The drainage area map used to evaluate the existing and proposed systems is shown as Exhibit 1 in Appendix 2. Existing and Proposed Conditions: The calculations for the storm sewer trunk from Fairmont Drive to the outfall point is in Appendix 5. The calculations show that most of the storm sewer trunk is under sized for a three-year storm based on City of Houston runoff curve No. 4, single-family residential areas. It is suggested that the city provide a parallel 5'x3' box culvert to accommodate the flows that cannot be handled by the existing storm sewer system. This parallel system should begin at Fairmont Drive and end at Garfield Road where it can be joined together at the outfall point. The results of the storm sewer analysis shows the existing 8'x5' box culvert to be adequate to convey the drainage from current category of development. From "G" Street running behind the high school to Park Drive there is an existing open ditch system. The existing ditch is a grass -lined channel with a 6-foot bottom width, approximately 3 feet deep, with 4:1 (H: V) side slopes. The typical section of the ditch was surveyed by the City of La Porte. Analysis of the open ditch system using the Manning Equation indicates this channel is insufficient to handle the flows of a three-year storm. The evaluation of this typical section is shown in Appendix 4. It should be noted that the existing flow line of this ditch is higher than the flow line of the pipes outfalling into it; therefore, this ditch should be cleaned and re -graded to match the pipe flow lines. The existing ditch side slopes are steeper than recommendations in the Harris County guidelines. During re -grading maintenance the side slopes should be flattened to a three horizontal to one vertical configuration. If a steeper side slope is required, a maximum slope of two horizontal to one vertical should be used. Picture 4 in Appendix I illustrates the need for ongoing maintenance to ensure that siltation and vegetation do not compromise pipe capacity. The proposed ditch configuration has a six-foot bottom width and three to one side slopes. It is also KLOTZ ASSOCIATES, I NC. C ON SVI ii NO EN0,NEECS Mr. Douglas K. Kneupper, P.E. December 27, 1999 Page 3 I, recommended that the single 42-inch pipe behind the High School be replaced with two 48- inch pipes. Appendix 3 evaluates the storm sewer system from South Broadway to Arizona Street and along Arizona Street to "G" Street. This system appears to be sufficient except for the portion of storm sewer pipe along Arizona Street starting approximately at the library and continuing to "G" Street. This portion of the system is designated as Area 7 and Area 8 on the Existing Conditions Spreadsheet in Appendix 3. The Proposed Conditions Spreadsheet shows the recommended changes to solve the capacity problem. The existing 30-inch diameter storm sewer pipe through Area 7 should be removed and replaced with a 36-inch diameter storm sewer. The 36-inch diameter storm sewer through Area 8 should be removed and replaced with a 42-inch diameter storm sewer. A preliminary cost estimate was computed and is presented in Appendix 6. A summary of improvements proposed is located in Appendix 7. This report includes general recommendations for construction related to the subject matter of this report. These recommendations are not intended to replace or serve as formal construction specifications. Such recommendations are beyond the scope of work for this report. Findings and opinions in this report are based on available information. Should new information become available, Klotz Associates, Inc. should be notified in writing and retained so that additional analysis can be performed. Should you have any questions or require additional information, please do not hesitate to contact Jonathan Hopko or me at 281-589-7257. Sincerely, DONALD W. Z ERTS Donald W. Roberts, P.E. • ••••••»••..... q. Senior Project Manager o 9F�777aF��! D WR: ng k scupper. 122799.dwr Appendix 1 Project Pictures Arizona/Broadway Drainage Study KLOTZ ASSOCIATES 12707 -1. it - . -. 1 1 - Inlet on Broadway 2 — Area inlet and junction box for inlet in picture 1 Page I of 6 Arizona/Broadway Drainage Study KLOTZ ASSOCIATES 12707 3 — Alignment of Drainage pipes Arizona street. 4 — Looking upstream at 48" pipes at "G" Street. Page 2 of 6 "RO=S\I270T OT CI ICAL IN 0TIONWICTU SNIOUNTED2 Ax Arizona/Broadway Drainage Study KLOTZ ASSOCIATES 12707 5 — Looking downstream at Drainage ditch. 6 — Looking upstream at Drainage ditch from Park Drive. Page 3 of 6 WROME M1270' OTECMIM INFOR TIONWICTORESWOMTEO2.d Arizona/Broadway Drainage Study KLOTZ ASSOCIATES 12707 7 — Looking at 48" pipes along Park Drive. 8 — Grates on 48"pipes before underground system. Page 4 of 6 H\PROJECTSU2707A.0 TECHNICAL INFORMATIDMPICfURES I0UNTED2. Arizona/Broadway Drainage Study KLOTZ ASSOCIATES 12707 9 — Outfall Structure 8x5 box culvert. 10 — Looking upstream, Little Cedar Bayou. Page 5 of 6 "ROMCM1370T 0TECF CA MOR TIOMPICTURESWOUN .dw Arizona/Broadway Drainage Study KLOTZ ASSOCIATES 12707 1 I — Looking downstream, Little Cedar Bayou. Page 6 of 6 WROIECW270M.0 TECIR4M MORM MNWICTUFESWOUNTEDI dw Appendix 2 Drainage Area Map Drainage Areas 25 year tailwater elevation 3 .., Ic , .,. .71 .I 2 - - 3 ti a - j Pt;*uJ r {J ti: • o Pas" os� IL Hig .4, ?Sewage \ 1 '' Disposal 10 •Ce J. l — all 15. _ r ��lu�n R M 2 v I � o S r m_ x x w 0 6 n EXHIBIT 1 DRAINAGE AREA MAP 0 a x KLOTZ ASSOCIATES, INC. CONf Ull'.0 FNGI.EE.s Dro.l age- - Arec, I . � i r 3 36 1 c4�. q i 9. 55 cLc. 5 cL-c ; 17.6.16 cc_ i - --8-4- - 35.26-e:': - ,---- --^ — --^ c.c . r II z1.07 - . C� G-,. i IZ 1.06' c� c—. r 13 0.87 2`1.c�G. 16 17 20 i r i r r ; r SUBJECT: Dr-c.in49P Aree.L PROJECT NO: IZ707 N7T5 SCALE: BY: J PHT CHECKED BY:wz DATE, 12 - Zo - j/ / SHEET I OF I . Ilih liii iIi! iIilliIIIiiIiiiIIIiiIIiiiiiIiIIIIIllhiIiIIIuIftIiIIIiIk1II II I� 9 E 111 : itE ia � =:B Ian:I illl i11ii�III��EIeEI�lI111::::IiiIN III IIIIII:E: I 1 I I fl _:.ERU Hill Iliiilll��I1i1°I liliE iilillll II illlil5€I I ii II.EE III 1:.::ili ill:III IE::I��Iia::11E11I�iIII:ii:Iiil !i IEIIilli'a .. N 11iiIil 11Iiiil111111"I°1!Il�iIllill=�ili= ill II IlliM 11111 . I � iisiiEE;iiii9��I11111 SMilllllllillllilliu;1cellliiliIimiilIIIa ; • III11 11 h INBIHII�illl'I��I�mi�a�I11a��llilla'"III:". ila�i�I�III61�les=�I�=1N N II Qi�� III11111IiiI:aII:EIii116111111 ii �II�EIIIIIiIIIII:e:�o�l® IEo llEi1111916111is1aia,lliii�El��1a1l�Iie�I�E�iII ga li�ii�m�l® r III::i11IIIlI1Iilil::ilailEl1111g1:11Eai:la:IIIIIll I�EiEiiillimNl .EEilhI!IIbIIIII Illiilllliilhlllhlh:EEEiIIIIlll111i�EB-_1NI .. . . . . ... . . .. ;� aliiaE :e llell� EpE•:gym e:CII.II lUU :.i. ..:E: i:EIII11al.:IC:!:a:a1NIl E9E� �� i1�IlIe9EiiliiiiilEE��liE111IEEliEE Ell:lli:::I 11 I . . . . . . .. .. . ... iifllflullllflul i111IE 1 ,III::E.wI.iEE'i� E'�Ei"i��6m. m- : III 1 I.:#:#2 'Ii' ll :I Ili' E-�III'1'1' I ..: 1 U IN 10IIIOOUI1 .. a . . . ■o . . mono . . . .■ ■ ■. _ E .9: ' 11 1�1� �C �6lIC�E911IEi�I� � BI� EIBEE19Ce5���N I II I:_�C� IIJn:E Iowa a ww.i■:.�:1 I1I w:I4iI11IOiIIi4Ii 1 a:5: iI" 11111:'CSC:i:i:I.... 'pE i1:CCEu::: 1111' :u::::: �?:e :i��iEili�e2 ::E:iE36:0,:UUUEiaw:w:E::�i1iE�iiIEE::�==3N 1 Appendix 3 South Broadway and Arizona Street Drainage System. Existing Conditions Spreadsheet Proposed Conditions Spreadsheet a: 12701 ,mind Aped: a'Bei4 RAC DATE: .BY: JPH DATE: I 0.1 Same Pipe Size Straight thru 0.2 Change Pipe Size 0.3 One lateral Pipe 0.4 Two or More Lateral Pipes Highly developed business areas Mual-family, residents[ areas Composite areas, business and Induslreil parks Single family, residentail areas Railroad yards, suburban residential areas Developed perk areas sdand Flow Ground Cover Forest with heavy ground INter and meadow Fellow or minimum tillage cultivation short grass pasture &lawns Nearly bare ground Grassed waterway Paved area (sheet flow) and shallow gutter flow Area INLET INLET O Total Area Tlme Con. R Sum of CI Overland Row Mead len Die. Or S Gretle % Desl n Val Des C d Fell U Str Dn Str. D in MH Inlet Cover to FL over Over PI ual Vel tlroulic Grad Chan a In Heatl reulic Grade H b Grotl Omce E . name FROM TO Area Area acres min Curve Curve Val in mfl O in at.e. 'n' N. n. It. N / 100 N fUs ds N. FL Elev. FL Elw. N. Elev. N. K Ws Slo N. U Str. Elevation n Str. Eleven O 1 2 1:36^^iz 1.36 15.00 4.00 1.07 1.48 15 lip 1.05 1.29 0.02 11.97 11.99 0.25 1.29 0,05% 0.00 1622 1620 15.DD _ i 36 . ° 2.73 1579 A.00 1.0714* 18 2.08 4.84 9.85 0.08 11.78 11.84 0.00 3.65 0.08% 0.00 7820 1fi.78 27.72 3 4 t.36 4.09 16.19 _ 4,00 1.06 18 8.55 0.33 11.83 11.50 0.50 8.55 0.17% 0.00 16.16 16.07 21.46 4 5 1.36 5.46 16.37 4.00 1.0624 2.04 6.41 0.02 11.62 11.64 0.00 6.41 0.07% 0.00 16.07 16.06 38.01 5 8 1.36 8.82 16.57 _ 4.00 /.0624 8.61 20.76 021 11.54 11.33 0.00 20.78 0.10% 0.00 16.06 16.03 37.82 8 7 1.36. 9.56 16.63 4.00 7.08 0.98 11.33 t028 0.50 12.02 0.20% 0.00 16.03 15.37 38.80 7 8 8 B 1207 12.07 21.61 33.68 18.02 18.47 23.27 4.00. 4.00 4.00 7.04 _ 029 0.49 0.88 1026 10.04 9.52 10.04 9.62 8.87 0.50 0.50 0.50 -!. " ' 13.00 18.90 84.95 0.30% 0.00 0.00 0.00 75.37 14.89 13.05 14.89 13.05 12.91 81.79 80.60 82.31 1.03 1.0042 027% 0.11% 9 10 0.00 93.88 10 11 + 12.07 45.75 23.51 4.00 1.0048 248' 0 04 2.29 57.58 0.01 8.67 8.90 -4.00 57.58 0.03% 0.00 12.91 12.90 120.84 4a 4 1.36 7.36 18.02 4.00. 1.04 1.42 0.013 50 16 0.02 0.75 0.82 0.01 12.59 11.47 -125 O.B2 0.05% 0.00 18.10 18.07 /3.37 i I I I I I I I I I Total B' I I 0 I I I I Total 54' 0 Total 8' 0 Total 60, 0 Total 10' 0 Total 66' 0 Total 12' 0 Total 72' 0 Total 15' 100 Total 78' 0 Total 18, 100 Total 0 Total 24' 300 Total 0 Total 30' 230 Tom 96' 0 Total 36- 610 Total 42' 125 Total 48' 25 EXISTING CONDITIONS DESIGN CAPACITY INSUFFICIENT Hvloiedeam ousterm Beene, Klotz Ass wes 12/V11999 PROJECT: U Porte JOB a: 12701 Gowiming Agency, rtlna[d4 -W Values 0.1 Same Ptpe Size Straight thru 0.2 Change Pipe Size 0.3 One Ulmal Pipe 0.4 Two or More Lateral Pipes Rainfall Runoff Curves 1 - Highly developed business areas 2- MW14family residential areas 3 - Composite areas, business and industrial! parts 4 - Single family residentall areas 5 - Railroad yards, suburban readeMlel areas 6 - Developed park areas Overland Flow Ground Cover 1 - Forest with heavy ground Inter and meadow 2- Fallow or minimum tillage cultivation 3 - short grass pasture 6 lawn 4 - Nearly bare ground 5 - Grassed waterway 6 - Paired area (shoat flow) and shallow gutter flow BY: RAC DATE: 122099 CHK BY: JPH DATE: Last Rai DATE 1227/1999 0:00 a,p,w 99B Arm INLET INLET Drokiage Total Area Time Can. Rainfall Sum of CI Overhand Flow Runoff Mannings, length Die, Or Span Grade % Deraw Velocity Design Capacity Fal U St, On St. D In MH Infet Cover to FL rover Pi ottral V tlreulk G In tteatl tlreulk Grme sulk G OMp nartre FROM TO Arm acres min Curve V O in c.l.s. 'n' tt. n. n. tt l 100 tt Ws Gs 8. FL Elev. FL Elov. 8. Elev. ft Q Ws Slopeh U SV. ElM on n Sir. Eleven O 1 1 2 1.36 L36 15.00 6.00 1.07 1.46 0,013 60 15 ' " ON 1.05 1.29 0.02 11.97 11.99 0.26 1.05 0.06% 0.00 14M 14.85 11.91 2 2 3 1.36 _ 273 15.79 4.00 1.07 2.92 0.013 SO 18 0.12 2.06 3.66 0.06 11.78 11.84 0.00 2.06 0.08% 0.00 14.86 14.82 17.30 3 3 4 1.36 4.09 16.19 4.00 1.06 4.34 0,013. SO 18 0.66 4.84 6.65 0.33 11.83 11.50 0.50 4.54 0.17% 0.00 14.82 14.73 16.95 4 4 5 1.36 5.46 16.37 4.OD 1.06 5.78 0,013 25 24 0.08 2.04 8.41 0.02 11.52 11.54 0.00 104 0.07% 0.00 14.73 14.72 29.99 5 5 6 1.36 6.82 16.57 4.00 1.06 7.23 0,013 25 24 0.84: 6.61 20.78 021 11.54 11.33 0.00 6.61 0.10% 0.00 14.72 14.69 29.76 6 6 7 1.36 9.65 16.63 4.00 1.06 10.12 0.013 330 24 0.30 3.95 12.42 0.99 11.33 1029 1.00 3.95 0.20% 0.00 14.69 14.03 30.98 7 7 e 12.07 21.81 18.02 4.00 1.04 22.48 0.013 230 35 ,: -0,17 die 3.86 27.31 0.38 1020 10.04 0.50 3.86 0.11% 0.00 14.03 13.77 68.11 8 8 9 12.07 33.68 19.02 4.00 1.03 34.69 0.013 610 42 3 0.17 , . 4.25 4120 1.02 10.04 9.62 0.00 426 0.12% 0.00 13.77 13.06 86.96 _ 9 9 10 0.00 33.88 21.38 4.OD 1.02 _ 3435 0.013 125 42 - 0.17' �. 428 4120 021 9.62 8.87 0.60 428 0.12% 0.00 73.06 12.91 82.44 10 10 11 12.07 45.76 218W 4.00 1.02 _ 46.66 0.013 25 48 tie' ON2.29 57.58 0.01 8.67 8.90 -4.00 220 0.03% moo 12.91 12.90 120.65 4a 4a 4 1_36 1.36 18.02 4.00 1.04 1.42 0.013 50 16 0.02 0.75 i 0.92 0.01 12.59 11.47 -125 0.75 0.05% 0.00 14.76 14.73 9.78 Total 6' 0 Total 54- Total8' 0 Total 60' Total 10' 0 Total 66' Total 12' 0 Total M' Total 15' 100 Total 78' Total 18- 100 Total 94' Total 24' 380 Total 90' Total 30' 0 Total 96' Total 36- 230 Total 42' M5 Total 48' 25 PROPOSED CONDITIONS REMOVE AND REPLACE AT PROPOSED GRADE 30" PIPE IS UPSIZED TO 36" AND THE 36" PIPE IS UPSIZED TO 42" AS SHOWN ABOVE. H:`yiajepa\tPOTI tl5lxmaewxyrtp kW Auxtwws t8'2711a9a Appendix 4 Open Ditch from "G" Street to Park Drive Typical Trapezoidal Ditch Calculations. Proposed Trapezoidal Ditch Calculations. Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: Comment: Existing La Porte Ditch Solve For Discharge Given Input Data: Bottom Width..... 6.00 ft Left -Side Slope.. 1.40:1 (H:V) Right Side Slope. 1.40:1 (H:V) Manning's n...... 0.045 Channel Slope.... 0.0009 ft/ft Depth............ 3.00 ft Computed Results: Discharge........ Velocity......... Flow Area........ Flow Top Width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 46.09 cfs 1.51 fps 30.60 sf 14.40 ft 16.32 ft 1.12 ft 0.0335 ft/ft 0.18 (flow is Subcritical) THE EXISTING FLOWLINE OF THE DITCH IS HIGHER THAN THE FLOWLINE OF THE PIPES OUTFALLING INTO IT. THE DITCH SHOULD BE CLEANED AND REGRADED TO MATCH PIPE F_L_OW_ L_IN_ES. DITCH SIDESLOPES ARE GREATER THAN RECOMMENDED_ Open Channel Flow Module, Version 3.42 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 A=93.06 CI=1.07 Q=93.06x1.07 = 99 57F-Cfs Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: Comment: Proposed La Porte Ditch Solve For Discharge Given Input Data: Bottom Width..... Left -Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Depth............ Computed Results: 6.00 ft 3.00:1 (H:V) 3.00:1 (H:V) 0.045 0.0009 ft/ft 4.00 ft Discharge........ 124.30 cfs Velocity......... 1.73 fps Flow Area........ 72.00 sf Flow Top Width... 30.00 ft Wetted Perimeter. 31.30 ft Critical Depth... 1.77 ft Critical Slope... 0.0291 ft/ft Froude Number.... 0.20 (flow is Subcritical) Open Channel Flow Module, Version 3.42 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 M I 1 Appendix 5 Existing & Proposed Storm Sewer Trunk Spreadsheet. BY: RAC DATE: PROPOSED STORM SEWER TRUNK 0.1 Seme Pipe Size Shoot Mm 02 Caerpe Poe SIM 0.3 One Lateral Mloe 0.4 Two or Wit, Latent Ron Highly Oevebpe0 Gkklma.rem M amity rmken0el areas Compos8e ahem. business ark kklrst ab perks Single 1aMy resl0ereall areas Ralroe0 yards. eubuman reskenliel areas Developed park areas - Fmast Mth heavy yroul0 title, ark mmtiow - Follow oh hinimm Mape 4yllN.11orl - allow pram peskme 8 raven - No" mre prdnti Gresaea waterway - Paved eta (sheet now( anti silelow putter now Park 0.00 1 Pad 0h00 Pad 11. 119.66 119.66 15.00 4.00 1.07 0.21 128.04 0.013 1192. 36 120 - 0.16 4.80 143.94 1.73 7.45 5.73 0.00 4.90 1 0.15% 0.00 1221 10.39 81.88 Pad 11.82 Pad 11 ♦ Pad 25.84 31.07 150.73 15.00 4.00 1.07 0.21 18128 0.013 " 1372 -- 48 08 0.15 5.28 169.07 1.99 5.73 3.74 0.00 5.28 0.14% 0.00 10.39 8.17 131.63 Pod2s.64 Ped lJtlb 59.98 210.71 ISM 4.00 1.07 0.21 22548 0.013 608 60 98 0.15 5.81 MZW 0.74 3.74 3.00 0.00 5.81 1 0.10% O.W 8.47 7.95 158.55 Aswxmd oulian ebvanon 3' Asaranm consent elope Ilom Falco to oullae. Assuneti Lergtln of pps ane0 an spot knpa4tbm u, ports Inlen. PROVIDE A PARALLEL 5'X3' BOX CULVERT RUN TO ACCOMADATE THE ADDITIONAL FLOWS. TIE INTO EXISTING 8'X5' OUTFALL STRUCTURE Appendix 6 Preliminary Cost Estimate KLOTZ ASSOCIATES, I NC. C O N$ U I I N G E NGI NE E?S COST ESTIMATE Excavation 36" RCP 42" RCP 48" RCP 5x3 Box Culvert Sodding ditches Manholes Remove and dispose of Existing Pipe Contingency (40%) Quantity 10000 300 735 60 2564 5333 9 1035 CY Unit Price $2.50 LF $75.00 LF $90.00 LF $200.00 LF $250.00 SY $10.00 Each $2,800.00 LF $7.00 Sub Total Total WON $25,000.00 $22,500.00 $66,150.00 $12,000.00 $641,000.00 $53,330.00 $25,200.00 $7,245.00 $852,425.00� $340,970.00 $1,193,395.00 Cost Estimate Provided for Estimating and Comparitive Purposes only. H.\projects\12707\4.0\Cost Estimate 12/27/1999 Appendix 7 Summary of Improvements k y� 1 11 1 I." -Tt 10 KLOTZ ASSOCIATES, INC. co.s. 11NG FNGINFF'3 Q ProL){�e jx, �llel , 5x3 bo>C ct c ; r I 1 C1ec�.'1__ _ 2e- Sr�cQel__Q� c --6._ .b�!4o-ry _ i �,:c t—% _ i --- - . , I S,rde. Sfo%oes I I 1 , 1 ♦ r y8 pl-. 7s 1 1 r i L' 36/7.;n--' To �- - _;'�_-AP���x--3-�-L�P_srze..4s---sho_�n_---- � •� 1 i I1l r 1 r 1 � r . 1 1 I i SUBJECT: { j 1 1 PROJECT NO: I Z 7O CHECKED SCALE: 'V%S SHEET I OF ENGINEERING REPORT ARIZONA STREET/SOUTH BROADWAY DRAINAGE STUDY CITY OF LA PORTE Klotz Associates Project No. 12707 December 1999 KLOTZ ASSOCIATES, I NC. C O N S U L T I N G E N G I N E E R S KLOTZ ASSOCIATES, I NC. C O N S U L T I N G E N G I N E E R S December 27, 1999 City of La Porte P.O. Box 1115 La Porte, Texas 77572-1115 Attn: Douglas K. Kneupper, P.E. Re: Arizona Street / South Broadway Drainage Study. Klotz Associates Project No. 12707 Gentlemen: 1 160 fairy Ashford Suite 500 Houston, Texas 77079 128115897257 12811 58Q7309 Fax emaiCklou.com L Klotz Associates, Inc. is pleased to present this letter report for the Arizona Street /South Broadway drainage study for your review and comment. This study was performed under contract with the City of La Porte. The goal of this study is to analyze the existing drainage system and recommend improvements to alleviate the recurring flooding problem. South Broadway, in the vicinity of the junior high school, is subject to flooding several times a year. This project consists of a study of the watershed that includes a portion of South Broadway, the Arizona Street ditch, underground culvert systems and the outfall to Little Cedar Bayou. Limited site reconnaissance visits were performed on December 6`s and 201' 1999 to document existing field conditions. Selected photographs from the site visits are located in Appendix 1. Design Criteria: The City of La Porte indicated the Harris County criteria for storm sewer systems was to be used as the primary criteria for evaluating the existing systems and designing for the preliminary recommendations. This information is found in the "Guidelines for Engineers Having Engineering Contracts with Harris County, Texas for the Design of Roads and Bridges and the Preparation of Plans and Specifications," dated August 23rd, 1998. Existing Drainage System: The existing storm water conveyance system begins at south Broadway near "E" Street and continues through series of culverts across to Arizona Street. It then continues parallel to Arizona Street until its intersects with "G" Street. At this point it becomes an open ditch system that runs behind the high school South towards Park Drive. It then runs through several series of dual 48-inch pipes and at Fairmont Drive it combines with an underground culvert system and outfalls into Little Cedar Bayou. KIOTZ ASSOCIATES, INC. C ONS VI t;NG ' E NGi NE EiS Mr. Douglas K. Kneupper, P.E. December 27, 1999 Page 2 Hydraulic Methodology: The City of Houston (Rainfall Runoff Curves three-year frequency) was used to determine the amount of runoff flowing through the storm sewer system. The hydraulic grade line was started at the 25-year storm elevation at the outfall point to Little Cedar Bayou. The 25-year water surface elevation was determined by using the Flood Insurance Study for Harris County, Texas and Incorporated areas volume 7 of 7. The l0-year and 50-year elevations were read from the flood profile of Little Cedar Bayou and the 25-year elevation was found by interpolation. This interpolation is graphically represented on page 3 of Appendix 2. The storm sewer spreadsheet used to evaluate the existing structures is based on the Manning Equation and a flowing full condition with Inlet control. The Manning Roughness Coefficient ("n" values) used were 0.013 for concrete pipe, 0.024 for corrugated metal pipe and 0.045 for unlined ditches. The drainage area map used to evaluate the existing and proposed systems is shown as Exhibit I in Appendix 2. Existing and Proposed Conditions: The calculations for the storm sewer trunk from Fairmont Drive to the outfall point is in Appendix 5. The calculations show that most of the storm sewer trunk is under sized for a three-year storm based on City of Houston runoff curve No. 4, single-family residential areas. It is suggested that the city provide a parallel 5'x3' box culvert to accommodate the flows that cannot be handled by the existing storm sewer system. This parallel system should begin at Fairmont Drive and end at Garfield Road where it can be joined together at the outfall point. The results of the storm sewer analysis shows the existing 8'x5' box culvert to be adequate to convey the drainage from current category of development. From "G" Street running behind the high school to Park Drive there is an existing open ditch system. The existing ditch is a grass -lined channel with a 6-foot bottom width, approximately 3 feet deep, with 4: l (H: V) side slopes. The typical section of the ditch was surveyed by the City of La Porte. Analysis of the open ditch system using the Manning Equation indicates this channel is insufficient to handle the flows of a three-year storm. The evaluation of this typical section is shown in Appendix 4. It should be noted that the existing flow line of this ditch is higher than the flow line of the pipes outfalling into it; therefore, this ditch should be cleaned and re -graded to match the pipe flow lines. The existing ditch side slopes are steeper than recommendations in the Harris County guidelines. During re -grading maintenance the side slopes should be flattened to a three horizontal to one vertical configuration. If a steeper side slope is required, a maximum slope of two horizontal to one vertical should be used. Picture 4 in Appendix l illustrates the need for ongoing maintenance to ensure that siltation and vegetation do not compromise pipe capacity. The proposed ditch configuration has a six-foot bottom width and three to one side slopes. It is also KLOTZ ASSOCIATES, I NC. C ONS UI E ;NO ' E N 0 NEE S Mr. Douglas K. Kneupper, P.E. December 27, 1999 Page 3 recommended that the single 42-inch pipe behind the High School be replaced with two 48- inch pipes. Appendix 3 evaluates the storm sewer system from South Broadway to Arizona Street and along Arizona Street to "G" Street. This system appears to be sufficient except for the portion of storm sewer pipe along Arizona Street starting approximately at the library and continuing to "G" Street. This portion of the system is designated as Area 7 and Area 8 on the Existing Conditions Spreadsheet in Appendix 3. The Proposed Conditions Spreadsheet shows the recommended changes to solve the capacity problem. The existing 30-inch diameter storm sewer pipe through Area 7 should be removed and replaced with a 36-inch diameter storm sewer. The 36-inch diameter storm sewer through Area 8 should be removed and replaced with a 42-inch diameter storm sewer. A preliminary cost estimate was computed and is presented in Appendix 6. A summary of improvements proposed is located in Appendix 7. This report includes general recommendations for construction related to the subject matter of this report. These recommendations are not intended to replace or serve as formal construction specifications. Such recommendations are beyond the scope of work for this report. Findings and opinions in this report are based on available information. Should new information become available, Klotz Associates, Inc. should be notified in writing and retained so that additional analysis can be performed. Should you have any questions or require additional information, please do not hesitate to contact Jonathan Hopko or me at 281-589-7257. Sincerely, — OF A mot. J&-,jakCJ t �• „.......? DONALD W. ROBERTS Donald W. Roberts, P.E. .......••...I.......... Senior Pro ��� Iect Manager g oFFG�9`EQ�i� 93jONAL DWR:ng kneupper. 122799.dwr Appendix 1 Project Pictures Arizona/Broadway Drainage Study KLOTZ ASSOCIATES 12707 1 - Inlet on Broadway 2 — Area inlet and junction box for inlet in picture 1 Page I of 6 Hd'R02ECTS\1270T4 0 TECHNICAL INFORMATION\PICTURES\MOUNTED.d. Arizona/Broadway Drainage Study KLOTZ ASSOCIATES 12707 3 — Alignment of Drainage pipes Arizona street. 4 — Looking upstream at 48" pipes at "G" Street. Page 2 of 6 HTROJECTS\1270TA 0 TECHNICAL INFORMATION\PICTURESWOUNTFD.d Arizona/Broadway Drainage Study KLOTZ ASSOCIATES 12707 5 — Looking downstream at Drainage ditch. 6 — Looking upstream at Drainage ditch from Park Drive. Page 3 of 6 FMROJECM1270T.O MCl CA I ON TJOWICTURESMOUNTE -. Arizona/Broadway Drainage Study KLOTZ ASSOCIATES 12707 7 — Looking at 48" pipes along Park Drive. 8 — Grates on 48"pipes before underground system. Page 4 of 6 "ROIECTS\I3Ml .OTEC1 CAL WFOR UOWICTUMSWOUNTEO.d Arizona/Broadway Drainage Study KLOTZ ASSOCIATES 12707 9 — Outfall Structure 8x5 box culvert. 10 — Looking upstream, Little Cedar Bayou. Page 5 of 6 M RoMM\1270 aO TE(:tdiM MORMAMWICN SWOUWMD.dM Arizona/Broadway Drainage Study KLOTZ ASSOCIATES 12707 11 — Looking downstream, Little Cedar Bayou. Page 6 of 6 WROIECTSV270I OTECW4CAL INFORMATIOWJCilf0.F.SU101)MED.d Appendix 2 Drainage Area Map Drainage Areas 25 year tailwater elevation 1 1 1 1 1 1 �CUurthouse T is y1y�yyr - � -�s 1 O RR C c 21L I ti 1 . z Park. �0�. G IST�, s v� _-i, s F _ ._ Hig T Sr J • • Q iSewage . 1 Disposal 10 ' ,P_T—, lit 20 em! / . y 14 nRM2 i , EXHIBIT 1 DRAINAGE AREA MAP KLOTZ ASSOCIATES, INC. Co N3YtIING fxGIN[f Y3 Dr- .;,i e- Arts._. ► I. '/`/ a'c. z 3.2Z cc- 3 36.19,cL 9 9. 55 wc.. 5 7.1 `1 c4r- 6 17. y3 c,c.. 7 6.16 cc-. 8 35: 26 to il.Z9 c 12 1.06 mac. 13 0. 67 4c, 14 1 66 pc- . 15 1 .2`1 C.c.. 16 4.57 cc-. 17 4.37 uc' . 18 y .70 cLe- - 19 y.LloC.,.c zo 3.96 c-c. z 1 2,. 3y 0.c. SUBJECTI DE,,'nG r A(,«s 1PROJECT NO: I Z707 1 1 SCALE: NT5 3V: "I PH CHECKED BY: Xn& DATE: 1Z^ 20-y9 SHEET I OF I . 10 IIII �aEE'iIIEIIIIIIsonIIII iillEsili°ii1�IIIIIEIII I PmillIIII II 111111 ' e 9Ea �!! � Em ••.• E'IIIE 8 9i E°9 II �aE:I {malllo�IlEIIsllEimII�IEaim0a:::IIIIII:I �1I�IIIIII:::l C : 1 C{CC' mama m CmC C :' 0 16�=EIi IoIIII IIEIIIIIIII�IE Eo°iiiili i;IiiEII Il IIIIII�EI��� 1 E.IE� I� �IIi IIIIII IiIII::ImmiIIE�EI:m:::EIEiiIII liI. IIIIi�I:EE� . 1111 I I •!II..III . :: ...m=. .E.:::u::: ia.Ial II Iaill:::a ., N ® ii5IIiIilllillllhIIIEi'IIEE�Ig'EEIIIiIiiiIIIIIIIIIIIIEI?a€1U -•• °=: :{c:E •: : -- 1111 • 9 iEil1EEiilll1111 IEe iIII I 11Il III �, IIllIfflflIlli EoEIliiilllllilllllillllllIli 11111111IIIIIlIIIIIE . .a:. . fluh1 11 II uNeu°EIIPIIIEIIIIEEIEag IImIIEc'EwIgEIEmIIIEIi 'IIa= IN N II NllinIIIIIIIIIIIIIEIIIQIIIIII6IIIIII� IEI�IIEIIlillii�il:Iellal�® i - IfilUl III IIEIIIIII�IIiII1iil la 11101 IH i iia2IlEilll IIllII�� uI r IIIE:IIIiIIII1IIiII:IIimIm III iIIgii:=llhIill IIEIEIII:I�1 I mu::::" . a E! : I 11IiIiIIIE!IIIEEIIII!IIEEEi!11EI1111IIIIIiIEENe1Nl ��€eliIIIIIIIIIIII::a::Igin 11IIn 111II{E@EIIIH 111IiE:E 111 EUN I fE9II •EaIiEE=.Ei:EE�:IEEiIII•EIIaE lIIEIii:':en !I ® ��e�I1IEmI a a�lm.E.:a.iEl..� I.�IE..mJuli , 16111 �'3� 1111 ao- o :Im 9I° aIEE:EIII ' Im II :I :m. •..•.•E�EIIIaI'ma i• :10 �'g:p° i run .�9E�i.::al°I�EEEm9EEE11Eioa°!1° E III IeE5-- ®EEImI:III.oI '::.:...E E::::...:..:1,llal:moi ��E= HIONUIUN �5° a; !,IIa'SI';I�•I&I.E .I :m:Gg iE:i Ia,a� noes: ..E II:��9IaII UU 3.:.....:�E�..?E....e2..Ii,iI�IIaE.i....a:3N Appendix 3 South Broadway and Arizona Street Drainage System. Existing Conditions Spreadsheet Proposed Conditions Spreadsheet PROJECT: L.a Po05 JOB dr 12]01 GaroM n svrrr..q W Values 0A Same Pipe Size Straight arm,1 02 Change Plpe Size 0.3 One lateral Pipe 0.4 Two or More lateral Pipes Randall Rudon Curves - Highly developed bladress areas 2 - MultLiamily residential areas 3 - Composde areas, business and Indusimdl parks 4 - Single fam,ty residential areas 5 - Railroad yards. subu ldim residential areas 6 - Developed par, areas Overland Flow Ground Cover i - Forest w M heavy ground Idler and meadow 2 - Fallow or minimum tillage cultivation 3 - short grass pasture 6 lawns 4 Nearly Dare grouts 5 Grassed waterway 6 Paved area (street flow) and shallow gutter flow BY: RAC DATE: 12/2Qeg CHK BY: JPH DATE: Lail Revised: DATE: 1227MM O:00 s� - 909 Alae INLET INLET Total Area Tpne Oon. RAa6A9 Sum of CI Ovedend Flow Runoff Mann, I Ole. Or S Grade % Oesi V Fall U Sir On Str. D In MH INN Corer to Over Is ual V G Cha In HeW dre r Grade he Gr Oreoe E . r1enM FROM TO Area acres min Curve V f G in al.a 'n' n. n. n. n 100 n Na de n. FL Eller. FL Elay. n. Elev. n. IVe S n. U Sir. Elevation n Sir. Elevatl G 1 2 3 4 5 8 7 6 9 f0 4a 2 1.38 3 Y.73 4 4.09 5 5.46 6 6.8E 7 9.56 a 21.61 9 33.66 10 33.69 11 45.75 4 1.36 15.00 15.79 16.19 16.37 1657 16.63 18.02 19A1 2327 23.51 10.02 4.07 4.00: 4.00 -' 4.00 4.00 4.00 4.00 -4.00 4.00 4.00 4.00 141, 1.07 1.08 1.08 1.06 1.06 1.04 1.03 1.00 1.d6 292 L94 67B 729 10.12 99.BB 0: 1ff « 1 ., 60- ' r 60-. b0 '"s �:�25 50 15 16 16 24 24 24 42 46 15 1.05 2.06 4.84 2.04 6.61 3.95 2.65 J 2.8] 8.77 2-4C 229 0.76 1.29 3.65 8.0 6.41 20.78 12.42 13.00 . 16.90 64.35 57.58 0.92 0.02 OLDS 0.33 0.02 021 0.99 023 OA9 0.85 0.01 0.01 11.97 11.70 11.83 11.52 11.64 11.33 1028 10.04 9.62 687 12.59 11.99 11.84 11.50 11.64 11.33 102B 10.04 9.52 8.67 8.90 11.47 0.26 0.00 0.60 0.00 O.OD 0.50 .:. '•* + ?;: 129 US 8.65 6A1 20.78 12A2 13.00 1820 64.35 57.68 0.92 0.05% i 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1622 1620 16.16 16.0] 16.06 16.03 15.37 14.69 13.05 12.91 16.10 162D 16.16 16A7 16.06 16.03 15.37 14.69 13.05 12.91 12.90 16.07 15.00 21.72 21.46 39.01 37.82 30AD 61.79 8D.50 6231 120.64 1337 0.08% 0.17% 0.07% 0.10% 020% 0.30% 027% 0.11% 0.03% 0.06% 0.50 650 0.50 -4.00 -125 1.00 1.04 46.75 1.42 -0.013r'' 0.013 I Toth 6• 0 Total 54• Total 8' 0 Total 60' Total 10• 0 Total 66• Total 12' 0 Toted 72• Taal 15• 100 Total 78• Tow 18' IN Total 04• Total 24• 380 Tow 90• Tow 30• 230 Total 961 Tow 36' 610 Tow 42• 125 Total "' 25 EXISTING CONDITIONS DESIGN CAPACITY INSUFFICIENT po Vl Po]u aid- golxAmdllM iX!!l1Wa H'r PROJECT: La Pone OBa12701 1011, Gwaml nrea.aa -W Values 0.1 Same Floe Size Straight thin 02 Change Pipe Size 0.3 One Lateral Pipe 0.4 Two or Mare Lateral Rpes Rainfall Runoff Curves 1 - Highly developed business areas 2-Muffi-Iamlly residential areas 3 - Composite areas, business and induslrall perks 4 - Single family madentall areas 6-Railroad yards, subre urban residential areas 6 - Develoll perk areas Overland Flow Ground Cover 1 - Forest with heavy ground liner and meadow 2- Fallow or minimum dilage cuff Nation 3 - short grass pasture &lawns 4 - Neany buM are gre 5-Grassed waterway 6. Paved area (sheet flow) and shallow gutter flow : RAC DATE 122099 BY CHK BY: RAjill DATE: last Rarefied:DATE: 1227/19990:00 1� w 898 Aran name INLET FROM INLET TO Area Total Area eaw Tirre Con. min Rninlal Curve Sum d G Ovanarr0 Row' V Runoff Meml O Ind.[ , 'n• 6. Die. cl n. S Grade 16 Desi Vel n. 0 / 1pp n las de Fat U Sir De SU. R Elea. FL Elea, D N MH inld CoverW FL Over 6. Elay. 0. R dk G W Mead a �k Grade Sir. ElwaSon G our. Elevatl Orb O 1 2 3 2 3 1 1.38 273 4.00 15.00 15.79 16.19 16.37 16.5] 16.63 10.02 19.02 21.39 21 J3B 18.02 4.00.- 4.00 '. 4.00 :. 4.00-: 6,00'.' 4.00 4,00 4.OD 4.00 1.00 4.00tE.:i 1.07 1.07 1.OB 1.06 1.de 1.08 L04 1.09 1.02 1.02 1.01 1A6 ` 0.013 2-92 ' ' 0.013 4.31 0013 50 50 50 16 18 16 0.01 1.05 0.12 2.06 _ 0.68 4.84 0.08 2.04 _ 0.84 6.61 _ 0.30 3.95 0.17 386 0.17 42B 0.17 420 248' 0.04 2.29 0.02 0.75 129 266 8.56 6.41 20.78 12.42 2751 4720 4120 67.68 0.92 0.02 11.97 11.99 0.06 11.78 11.84 0.33 11.83 11.60 0.02 11.52 11.54 OZI 11.54 11,33 0.98 11.93 1028 0.96 1026 10.M 1.02 10414 9.62 021 9,62 8.67 Q01 8.87 8.90 0.01 12b9 11 A7 0.25 0.00 0.60 0.00 0.00 1.00 0.50 0.00 0.50 -1.00 -125 _ R 220 0.76 0.06% 0.07% 0.1M 0.07% 0.10% 020% 0.11% 0.72% 0.72X 0.03% 0.06% 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.88 14.86 i{.82 U.73 1/.72 1/N 13.03 13.77 19.06 1297 1/.78 14.86 1{A2 14.73 U.72 14.03 71.03 3.77 Mis tA06 12A7 12B0 14.79 11.87 17.30 16A6 20.98 29.757 30.987 88.11 B6.98 62A4 120.85 9.78 4 6 B 5.46 8 0.82 5.78 7.23 0.013 0.013 25 25 24 2• 8 9 10 A 9b5 6 21.61 9 33.68 10 33.B8 17 46.76 4 1.98 10.12 22.48003 36.69 3625 46.66 1 d2 0.013 0.013 0.013 0.013 0.013 330 230 610 125 25 60 24 36 42 42 48 16 a Total 6' 0 Tota 54• Total 8' 0 Total 60' Total l0• 0 Total 66• Total 12' 0 Total72- Tda 15' 100 Total 78' Total 18- 100 Total 84' Total 24' 3l Total 90' Total 30' 0 Total %' Total 36' 230 Total 42' 735 Total 48' 25 PROPOSED CONDITIONS REMOVE AND REPLACE AT PROPOSED GRADE 30" PIPE IS UPSIZED TO 36" AND THE 36" PIPE IS UPSIZED TO 42" AS SHOWN ABOVE. 'uu ,aeoai-1]/Z nqw H:%yropios\1270NMAam -WVM Appendix 4 Open Ditch from "G" Street to Park Drive Typical Trapezoidal Ditch Calculations. Proposed Trapezoidal Ditch Calculations. Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: Comment: Existing La Porte Ditch Solve For Discharge Given Input Data: Bottom Width..... Left,Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Depth............ Computed Results: Discharge........ Velocity......... Flow Area.. ... Flow Top Width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 6.00 ft 1.40:1 (H:V) 1.40:1 (H:V) 0.045 0.0009 ft/ft 3.00 ft 46.09 cfs 1.51 fps 30.60 sf 14.40 ft 16.32 ft 1.12 ft 0.0335 ft/ft 0.18 (flow is Subcritical) THE EXISTING FLOWLINE OF THE DITCH IS HIGHER THAN THE FLOWLINE OF THE PIPES OUTFALLING INTO IT. THE DITCH SHOULD BE CLEANED AND REGRADED TO MATCH PIPE F_L_OWUN_ES. DITCH SIDESLOPES ARE GREATER THAN RECOMMENDED Open Channel Flow Module, Version 3.42 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 A=93.06 CI=1.07 0=93.06A.07 = 99:5Tcfs Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: Comment: Proposed La Porte Ditch Solve For Discharge Given Input Data: Bottom Width..... Left -Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Depth............ Computed Results: Discharge........ Velocity......... Flow Area. Flow Top Width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 6.00 ft 3.00:1 (H:V) 3.00:1 (H:V) 0.045 0.0009 ft/ft 4.00 ft 124.30 cfs 1.73 fps 72.00 sf 30.00 ft 31.30 ft 1.77 ft 0.0291 ft/ft 0.20 (flow is Subcritical) Open Channel Flow Module, Version 3.42 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 Appendix 5 Existing & Proposed Storm Sewer Trunk Spreadsheet. tPROIEC : JOB F. ,..IN A an . RrOA BY: DATE: CHK BY: RAC DATE RAID ' DATE: Ares INLET INLET Drain ' narre FROM TO An EXISTING STORM SEWER TRUNK Perk0ab0. ParkOWOParli 'Park 11 Park 11 Park 11♦ Paris ark tiara SEWER TRUNK PROPOSED STORM Park MoO wkil Park 11. Park Pak Utlle 1 1 1 1 91 0.1 Same Pipe Size Straight thi u 0.2 Charge Rts Siza 0.3 One lateral Pipe 0.4 Two or More Lateral Pipes Highly devebped business areas MuaHamily residential areas Composite areas. I uaness and ind strail parks Single family residentail areas Railroad yards. suburti residential areas Developed park areas Assumed outlall elevation 3- Assumed constant slope from Fairmont to outlet, Assumed Langms of pipe based on spot in clions In grate inlet. PROVIDE A PARALLEL 5'X3' BOX CULVERT RUN TO ACCOMADATE THE ADDITIONAL FLOWS. TIE INTO EXISTING 8'X5' OUTFALL STRUCTURE edam Flow Grouts Cover Forest with heavy grouts Ikter err meadow Fallow or minimum tillage mnNation shoe grass pasture & lawns Nearly bare ground Grassed waterway Paved area (sheet flow) and shallow gutler flow Appendix 6 Preliminary Cost Estimate KLOTZ ASSOCIATES, INC. C G N S V 1 1 i N G ' f NGi NE f iS COST ESTIMATE Quantity Unit Price C= Excavation 10000 CY $2.50 $25,000.00 36" RCP 300 LF $75.00 $22,500.00 42" RCP 735 LF $90.00 $66,150.00 48" RCP 60 LF $200.00 $12,000.00 5x3 Box Culvert 2564 LF $250.00 $641,000.00 Sodding ditches 5333 SY $10.00 $53,330.00 Manholes 9 Each $2,800.00 $25,200.00 Remove and dispose of Existing Pipe 1035 LF $7.00 $7,245.00 Sub Total $852,425.00 Contingency (40%) $340,970.00 Total $1,193,395.00 Cost Estimate Provided for Estimating and Comparitive Purposes only. H:\projects\12707\4.0\Cost Estimate 12/27/1999 Appendix 7 Summary of Improvements IL �I ` CGS/� I r ST J� �BM • Sewage 41, i •. o I Disposal U. a . �:. ,, Fes• �• •r nRM2 �, ! f KLOTZ ASSOCIATES, INC. CONSUl11M0 IMOINFFIS OI Prou�de Il 5x3 box c t dverl- OIeA✓1 �C- cJr4� �i IG� 6 bahom Lot'ct `&, Replace qz/f �? --wr�� Z- -y8- ; ��C pl-11s e p pk, 30, �' 36 ifp;oe, To 5/o/Je Shodn 'n Apperj�oX 3 ) Up-S;ze- as shoF.rrn . iUBJECT L-+4 1 O/i�e. ��4i n r ��✓Ci �( PROJECT NO:. ^' Z' �O / p 1 p SCALE 'C/TS 3n ` CHECKED BY:J A DATE:__a Z'Z Z- / SHEET OF I/ /.C 1g ' ~L 4 I I I I I� I�ili�Cf!1//I/F.1■�l�alr'J!�illllil■•iiiiii■ I11©mi ll "!� • • 1■11122PI ' '■111% r71�'!I■111111■I■111111■ I�'■I�I .. 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I■IIIIIIR■IIIIII■••111111■■IIIIII■ ■.I .IIIIII■IIIIIIII■I■IIIIII■I■IIIIII■ ■■I •■1111■■1111■t■111111■►■111111■ r-4 R E C E I V I N G R E P R T PAGE: 1 SHIP T0: RECEIPT NO.: 22862 ENGINEERING VENDOR: IDEAL CONSTRUCTION SERVICES DELIVER BY SHIP VIA F.O.B. 7/30/02 DESTINATION CONF P.O. NO.: 020276 DATE: 9/04/02 VENDOR NO. 432019 IRM BY CONFIRM TO REQUISITIONED BY TOMMY PITTS GINGER SHAW LEE, PEGGY FREIGHT CONTRACT NO. REQ. NO. REQ. DATE 0000006014 7/25/02 -------------- LINE QUANTITY NO. RECEIVED UOM ITEM NO. AND DESCRIPTION UNIT COST ----------------------------------------------------------------------- 1 1.00 EA 260 040 6660.0000 PROFESSIONAL SERVICES ENGINEERING ARIZON & EAST E ST HEADWALL RECEIVED BY: LEE, iGGY A RECEIVED DATE: 9/04/02 �w�Cauefn.u�io�c Se�wiceo A Dlvlslon of 9daat'F4uAW 9aa. Bill to: P.O. Box 2915 Sugar Land, Texas77487-2915 (713) 988-8811 City of La Porte P.O. Box 1115 La Porte, TX. 77572-1115 Project: City of LaPorte Headwall Invoice number: 1191 Invoice date: 8/19/02 Our Jobid: 0214 P.O. number. Invoice Quantity Description Price Amount HEADWALL @ ARIZONA & EAST E STREET �Qv �b\vim AUG 2, 1 2002 Due: 9/1"2 Total due: 6,660.00 City of La Porte P.O. Box 1115 La Porte, Tx. 77572-1115 To: IDEAL CONSTRUCTION SERVICES 10726 NORTH F> STREET .LA PORTE, TX 77571 PAGE: sl c'0c7i� P.O. NO.: DATE: 1117i 31/02 SHIP TO: City of La Porte ENGINEERING 604 W. FAIRMONT PARKWAY LA PORTE, TX 77571 VENDOR NO. 432019 ;_ •.DELIVER BY SHIP VIA F.O.B. TERMS CONFIRM BY CONFIRM TO REQUISITIONED BY FREIGHT CONTRACT NO. ACCOUNT NO. PROJECT REQ. NO. REO. DATE QUANTITY u0m• • • •EXTENDED • COST ';Y • '- 1.00 ! Eq SARIZON & EAST E ST HEADWALL 6667.0000 l 6660.00 i I SUB- TOIAL I 6660.00 t TOTAL. j 6660.00 I i f i AUTHORIZED BY PURCHASING AGENT ACCOUNTING City of La Porte Accounts Payable Check Requisition Vendor #: Due Date: Vendor Name: Klotz Associates, Inc. 1160 Dairy Ashford, Ste. 500 Houston, TX 77079 You are mquired to attach receipts with all check requisibons Description: Broadway /Arizona Street Drainage — CLP *99-4401 Professional Engineering Services for Drainage Study — Final Payment for Services Account # Project S Invoice # Commodity Code Date Amount $$ 01598928044211 GEN804 15078 260-040 7-31-00 $555.92 Total Amount Due: $ I $555.92 Remarks: Denote "Full & Final Payment' on check. Prepared By: Peggy Lee \ Date: 8-14-00 Approved By: Date: rtCVIDGl a, 15/97 - 0 // KLOTZ ASSOCIATES, INC. CONSULTING ENGINEERS Mr. Douglas K. Kneupper, P.E. City of La Porte P.O. Box 1115 La Porte, Texas 77572-11 15 RECEIVED - A —'I /uv�a-/�. PLANNING If 60 Dairy Ashford Suite 500 Houston. Texas 77079 (281) 589-7257 (281) 589-7309 Fax Date: July 31, 2000 Job No.: 12707.04 Period: 06/16/00 - 07/15/00 Invoice No.: 15078 INVOICE For Professional Services rendered in connection with: Drainage Study - Arizona Street / South Broadway IMrA Labor: Hourly Hour Lille Rate Worked Amount Principal $51.92 $0.00 Principal $38.08 $0.00 Project Manager $31.73 6.0 $190.38 Project Engineer $26.54 $0.00 CADD Technician $24.75 $0.00 CADD Technician $18.75 $0.00 CADD Technician $14.75 $0.00 6.0 $190.38 multiplier x 2.99 Total Labor $ 569.24 Total $ 569.24 Total Due This Invoice Recap: Not To Exceed Amoun $14,800.00 Previous Billings ($14,244.08) Current Billing ($555.92) Balance Remaining $0.00 S 555.92 .e• Remote Timesheets Report p � Klotz Associates, Inc. Page 1 Order BY: Employee 4/�� Ck, Employee: 07/0112000 ployee: 3007/15/2000 Pr*C1 Task Pcthdtr 161 2nd _ 3d 4N 5th 61h 71h 8th 9th 10th 111h 121h 13th 14h 150 TOIa10I1(YR0 230 07/15/2000 Jonathan Hopko Tlmesheet Status: Ready N 1.00 1.00N 2.00 2.00 1.50 5.00 6.00 1.00 2.00 19.50 2 00 200 3.00 2D0 1.00 4.00 7.00 200 2.00 16.00 3.00 1.00 1.00 LOD 6.00 1.50 1.50 12707 02 04 1.00 1.00 1.00 3A0 LaPORTE DRAINAGE STUDY . - 2m 1.00 200 1.00 6.00N N 1.00 2.00 1.00 200 6.00 5.00 2.00 3.00 10.00 ... .... LLD 1.00 0.00 6.00 Run Date: Jul 14, 2000 @ 15:46:40 TMLETTER.FRX Remote Timesheets Report Klotz Associates, Inc. Page 2 Order BY: Employee Employee: 230 — 230 PIE: 07/O1/2000 - 07/15/2000 Ro)ed Task AC(4* IM 2nd 3rd 41h 51h - 61h 71h 0 91h 100 111h 121h 131h 14N 151h TOWO(T(YM) 0.00 0.00 10.00 9.00 9.00 9.00 4.00 0.00 0.00 9.00 9.00 9.00 9.00 4.00 0.00 90A0 Employee Signature Supervisor Signature X Y Run Date: Jul 14, 2000 @ 15:46:40 TMLETTER.FRX Remote Timesheets Report i Klotz Associates, Inc. Page 1 Order BY: Employee Employee: 230 - 230 MIA p ^p 6 A& P/E: 07/16/2000 - 07/31 /2000 Pmlxt Task MIhAry 16h 171h 181h 19h 20h 21sl 22nd 23rd 24h 251h 26h 271h 28h 291h 301h 31$1 Towoa(yrm 230 07/31/2000 Jonathan Hopko Tlmeshest Status : Ready 2.00 1.00 2.00 200 2.00 1.00 1.00 11.00N N 200 0.50 1.50 4.00 3.00 2.00 250 1.50 9.00N 12707 02 04 3.00 3.00 Finalize Arizona Street Project Comments from Doug Kneupper, P.E. 1.50 200 1.00 200 2.00 3.00 3.00 4.00 18.50 1.00 1.00 2.00 1.00 5.00 2.50 3.00 1.00 1.00 2.50 2.00 1200 200 1.00 3.00 1.50 1.00 3.00 1.00 1.00 13.50 7ew project in tomhall with Stephen George(R&R) 1.00 1.00N 1_00 1.00 2.00 2.00 2.00 4.00 12.00N 9.00 9.00 9.00 9.00 4.00 0.00 0.00 9.00 9.00 9.00 10.00 6.00 0.00 0.00 6.00 89.00 Run Date: Aug 1, 2000 @ 06:36:16 TMLETTER.FRX Page 2 Remote Timesheets Report Klotz Associates, Inc. Employee: 230 — 230 Order BY: Employee PIE: 07/16/2000 - 07/31/2000 prplecl Tatk Pstndry 16ih 11N 18th 19N 290 21s1 23b 23(d 24M 25th 261h 271h 20 29th 30th 31st TaWOMYM) //' Employee Signature X Al Supervisor Signature )t TMLETTER.F City of La Porte Accounts Payable Check Requisition N Vendor #: I Due Date: Vendor Name: lGotz Associates, Inc. 1160 Dairy Ashford, Ste. 500 Houston, TX 77079 You are required to attach recel is with all check MqUiSlf 1017S Description: Broadway / Arizona Street Drainage — CLP #99-4401 Professional Engineering Services for Drainage Study Account # Project # Invoice # Commodity Code Date Amount $$ 01598928044211 GEN804 14499 260-040 2-29-00 $317.42 Total Amount Due: $ $317.42 Remarks: Prepared By: Peggy Lee Date: 6-22-00 n-.ate.., v, c ic7 Approved By: / Date: 6-23 -00 V KLOTZ ASSOCIATES, INC. CONSULTING ENGINEERS Mr. Douglas K. Kneupper, P.E. City of La Porte P.O. Box 1115 LaPorte, Texas 77S72-1115 1160 Dairy Ashford Suite 500 Houston, Texas 77079 (281) 589-7257 (281) 589-7309 Fax Date: February 29, 2000 Job No.: 12707.03 Period: 01/16/00 - 02/15/00 Invoice No.: 14499 INVOICE For Professional Services rendered in connection with: Drainage Study - Arizona Street / South Broadway Labor: Hourly Hours Title Rate Worked Amount Principal $51.92 $0.00 Principal $38.08 $0.00 Project Manager $38.94 $0.00 Project Engineer $26.54 4.0 $106.16 Project Engineer $23.94 $0.00 Designer Engineer $19.90 $0.00 Designer Engineer $17.88 $0.00 CADD Technician $24.75 $0.00 CADD Technician $18.75 $0.00 CADD Technician $14.75 $0.00 4.0 $106.16 multiplier x 2.99 Total Labor $ 317.42 Reimbursable Expenses: Copies Mileage Tolls Deliveries $0.00 Total Due This Invoice $ 317.42 Recap: Not To Exceed Amoun $14,800.00 Previous Billings ($13,926.66) Current Billing ($317.42) Balance Remaining $555.92 Remote Timesheets Report ����1 Klotz Associates, Inc. Page 1 Order BY: Employee f Employee: 230 = 230 P/E: 02/01/00 - 02/15/00 Project Phase Task 1st 2nd 3rd 4th 5th 60 7th 8Ih 9th 101h 111h , 12th 13th 141h 15th Tota10/f (YIN) 230 02/15/00 Jonathan Hopko Timesheet Status : Ready 12707 02 04 2.00 2.00 4.00N Arizona Street N 4.00 7.00 9.00 I 20.00 I 7.00 9.00 2.00 18.00 9.00 4.00 17.00N 2.00 7.00N 2.00 2.00 4.00 1.00 1.00 3.00 4.00 7.00N `J.W 9.00 6.00 4.00 3.00 0.00 9.00 9.00 9.00 9.00 400 000 non 900 9 n0 fig nn Employee Signature Supervisor Signature X Run Date: Feb 16, 2000 @ 07:10:34 TMLETTER.FRX City of La Porte. Accounts Payable Check Requisition Vendor #: Due Date: Vendor Name: IGotz Associates, Inc. 1160 Dairy Ashford, Ste. 500 Houston, TX 77079 You are requIred to attach reae!pts wJth all check requIsItIons. Description: Broadway / Arizona Street Drainage — CLP #99-4401 Professional Engineering Services for Drainage Study Account # Project # Invoice # Commodity Code Date Amount $$ 01598928044211 GEN804 14400 260-M 1-31-00 $8,656.93 Total Amount Due: $ $8,656.93 Remarks: Prepared By: Peggy Lee Date: 3-13-00 App ved By: Date: 1 3"13-00 Revised sns/er p i KLOTZ ASSOCIATES, INC. CONSULTING ENGINEERS Mr. Douglas K. Kneupper, P.E. City of La Porte P.O. Box 1115 La Porte, Texas 77572-1115 1160 Dairy Ashford Suite 500 Houston, Texas 77079 (281) 589-7257 (281) 589-7309 Fax Date: January 31, 2000 Job No.: 12707.02 Period: 12/16/99 - 01/15/00 Invoice No.: 14400 INVOICE For Professional Services rendered in connection with: Drainage Study - Arizona Street / South Broadway Raw Labor: Hourly Title Rate Principal $51.92 Principal $38.08 Project Manager $38.94 Project Engineer $26.54 Project Engineer $23.94 Designer Engineer $19.90 Designer Engineer $17.88 CADD Technician $24.75 CADD Technician $18.75 CADD Technician $14.75 Total Labor Reimbursable Expenses: Copies $6.21 Mileage $63.24 Tolls $12.00 Deliveries $21.75 Total Due This Invoice Recap: Not To Exceed Amoun $14,800.00 Previous Billings ($5,269.73) Current Billing ($8,656.93) Balance Remaining $873.34 Hours 1.0 $51.92 1.0 $38.08 6.5 $253.11 58.0 $1,539.32 2.0 $47.88 8.0 $159.20 4.0 $71.52 27.0 $668.25 0.5 $9.38 1.5 $22.13 109.5 $2,860.78 multiplier x 2.99 $ 8,553.73 $103.20 $ 8,656.93 Remote Timesheets Report ✓�(� Klotz Associates, Inc. Page 1 Order BY: Employee 1' `""� Employee: 119 — 119 PIE: 12/16/99 - 12/31/99 Pm)ecl Pha Tsk 161h 171h 181h 19Ih 20th 21st 22nd 23rd 24th 25th 261h 271h 281h 291h 30th 31 st Tota10/T(Y/N) 119 12/31/99 Billy M. Cooke Tlmesheet Status : Ready 2.00N N N N 12707 02 04--------- 1.00 1.00N La Porte Arizona Street 1.00 LOON N LOON 1.00 1.00N 1.00 1.00N 1.00 1.00N 1.00 1.00N i 2.00 2.00N 1.00 LOON 4.00 6.00 6.00 6.00 6.00 6.00 5.00 5.00 50.00N N 9.00 4.00 4.00 17.00 Run Date: Dec 27, 1999 Q 14:40:09 TMLETTERTRX Remote Timesheets Report Klotz Associates, Inc. Page 3 Order BY: Employee Employee: 119 — 119 P/E: 12/16/99 - 12/31/99 Project Pha Tsk 161h 17th 18th 19111 20th 21st 22nd 23rd 24th 251h 261h 27th 28th 29th 301h 31st Tota10/T(YM) 1.00 1.00 1.00 1.00 j 1.00 1.00 4.00 0.00 0.00 9.00 9.00 9.00 9.00 4.00 0.00 0.00 9.00 9.00 9.00 9.00 4.00 93.00 Employee Signature X Supervisor Signature X Run Date: Dec 27, 1999 @ 14:40:16 TMLETTERYRX Remote Timesheets Report Klotz Associates, Inc. Page 1 Order BY: Employee �� ( Y-) (� (�(} (J Employee: 132 - 132 r" PIE: 12/15/99 - 12/31/99 Project Pha TO 161h 17th 18th 19th 20th 21st 22nd 23rd 241h 25th 26th 27th 28Ih 29th 30th . 31st Tole10/T(Y/N) 132 12/31/99 William R. Abbott Timesheet Status: Ready 1.00 1.00 2.00 4.00N 1.00 1.00 2.00N 'Ian 1.00 1.00 2.00N 12707 02 04 1.00 LOON City o/ LaPorte - Arizona St. Drainage 1.00 1.00 2.00N 1.00 1.00N e Plan plan 1.00 1.00 2.00N • 1.00 LOON Ian 1.00 1.00N 1.00 4.00 6.00N 2.00 2.00 1.00 2.00 9.00N 1.00 1.00N 1.00 1.00N 1.00 1.00N 2.00 2.00N Lot 1.00 1.00 3.00N 1.00 1.00N 2.00 1.00 2.00 5.00N 2.60 3.00 2.00 2.00 4.00 4.00 4.00 4.00 29.00N 1:16:08 TMLETTERTRX note Timesheets Report Klotz Associates, Inc. Page 2 Order BY: Employee Employee: 132 — 132 PIE: 12/15/99 - 12/31/99 Project Pha Tsk 161h 17th 181h 19th 20th 21st 22nd 23rd 24th 25th 26th 27th 281h 29th 301h . 31st TotaK)IT(YIN) 9.00 4.00 - 4.00 17.00N 2.00 2.00N 4.00 0.00 0.00 9.00 9.00 9.00 9.00 4.00 0.00 Employee Signature X Supervisor Signature X 9.00 9.00 9.00 9.00 4.00 93.00 Run Date: Jan 13, 2000 Q 14:16:09 TMLETTERTRX Remote Timesheets Report Klotz Associates, Inc. Order BY: Employee Employee: 225 - 225 PIE: 12/16/99 - 12/31/99 Prujed Pha Tsk 161h 171h 18th 191h 20th 21st 22nd 23rd 241h 251h 261h 27th 26th 291h 301h 31s1 Tole10/T(Y" 225 12/31/99 Donald Roberts Tlmesheel Status : Not Ready 1.00 1.00 2.00N ese N 1.50N 1.00 2.00 4.50N n No. 3.00 1.00 5.00 11.00 4.00 1.00 6.50N n - Attend Meebngs N N 12707 02 04 0.50 2.00 1.00 3.00 6.50 ozone Street Drainage 9.00 4.00 4.00 17.00 1.00 1.00 4.00 Page 1 - 4.00 9.00 9.00 9.00 9.00 40.00N 9.00 4.00 0.00 0.00 9.00 9.00 9.00 9.00 4.00 0.00 0.00 9.00 9.00 9.00 9.00 4.00 93.00 Run Date: Dec 27. 1999 @ 17:26:54 TMLETTER.FRX � rLr mote TimesheetS Report I(lotz Associates, Inc. Page 2 Order BY: Employee Employee: 225 — 225 P/E: 12/16/99 - 12/31/99 Prgect Pha Tsk 161h 17th 18th 191h 201h 21s1 22nd 23rd 24th 25th 261h 271h 28th 29th 30th 31st Tola10/T(Y/M Employee Signature X� � (A-W/,T���.1<t,ls� Supervisor Signature X Run Date: Dec 27, 1999 @ 17:26:54 TMLETTER.FRX Remote Timesheets Report Klotz Associates, Inc. Order BY: Employee J . _ n Employee: 230 — 230 (�Yv� PIE: 12/15/99 - 12/31/99 Project Pha Tsk 16th 17th 18Ih 19th 20th 21st 22nd 23rd 24th 25th 261h 27th 28th 291h 30th 31st TotalOR(YM) 230 12707 02 12/31/99 Jonathan Hopko Tlmesheet Status : Ready 2.00 4.00 6.00N 2.00 COON 9.00 4.00 4.00 17.00N N 04 TOO 2.00 7.00 5.00 9.00 9.00 9.00 9.00 57.00 4.00 0.00 0.00 9.00 9.00 9.00 9.00 4.00 0.00 0.00 9.00 9.00 9.00 9.00 4.00 93.00 Employee Signature Supervisor Signature Page 1 Run Date: Dec 22, 1999 Q 13:10:14 TMLETTER.FRX Remote Timesheets ReportpJ�j Klotz Associates, Inc. Order BY: Employee Employee: 230 - 230 < ;Y PIE: 01/01/00 - 01/15/00 Project Phase Task 1st 2nd 3rd 4Ih 5th 6th 7th 8th 90r 101h 11ih 12Ih 13th 148r 15th TOtaWT(YIt4) 230 01116100 Jonathan Hopko Timeshest Status : Ready 12707 02 04 1.00 1.00N Arizona Sheet 1.00 1.00N 3.00 1.00 4.00 5.00 5.00 2.00 12.00 8.00 8.00 6.00 1.00 2.00 4.00 13.00N 1.00 3.00 3.00 7.001,11 2.00 2.00 1.00 3.00 2.00 4.00 3.00 17.00 3.00 3.00 2.00 1.00 3.00 6.00 4.00 4.00 2.00 2.00 4.00 0.00 0.00 8.00 9.00 10.00 9.00 4.00 0.00 0.00 9.00 9.00 9.00 9.00 4.00 0.00 80.00 Employee Signature Page 1 Supervisor Signature Run Date: Jan 13, 2000 Q 22:05:12 TMLETTERTRX Remote Timesheets Report 1 ►�J Klotz Associates, Inc. Page 1 Order BY: Employee n Employee: 191 — 191 PIE: 12/15/99 - 12/31/99 Pm)ed Pha TO 16th 17lh 18th 191h 201h 21st 22nd 23rd 24th 25Ih 261h 271h 281h 291h 301h . 31st TOWIO/f(Y/N) 191 12/31/99 John D. Garza Timesheet Status : Ready 6.00 8.00 8.00 6.00 36.00N cope, data collection and review 2.00 2.00N 8.00 8.00 8.00 24.00N 8.00 8.00 8.00 24.00N 8.00 8.00N 12707 02 04 2.00 2.00N Arizona Street Drainage: review calcs and letter report 8.00 8.00 0.00 0.00 8.00 8.00 8.00 8.00 8.00 0.00 0.00 8.00 8.00 8.00 8.00 8.00 96.00 Employee Signature X t Jam' c) c Supervisor Signature X Run Date: Dec 22, 1999 @ 10:11:40 TMIETTER.FRX Remote Timesheets Report Klotz Associates, Inc. Page 1 Order BY: Employee Employee: 201 - 201 PIE: 12/16/99 - 12/31/99 Project Pha TO 16th 17th 18th 191h 201h 21st 22nd 23rd 241h 25th 261h 111h 281h 291h 30th 31st TotalOrr(YM) 201 12/31199 Rick Cade Status : Ready 3.00 3.00 2.00 8.00 3.00 1.00 9.00 4.00 4.00 18.00 :elculetions 12707 02 04 5.00 3.00 8.00 La Porte Drainage Study - Storm Sewer Calculations .. 9.00 4.00 4.00 17.00 9.00 9.00 9.00 9.00 36.00 4.00 0.00 0.00 9.00 9.00 9.00 9.00 4.00 0.00 0.00 9.00 9.00 9.00 9.00 4.00 93.00 Employee Signature �Z�a `'<� Supervisor Signature Run Date: Jan 11, 2000 @ 12:34:07 TMLETTERTRX Remote Timesheets Report Klotz Associates, Inc. Order BY: Employee J]T&n Employee: 234 — 234 P/E: 12/16/99 - 12/31/99 Project Pha Tsk 16th With 181h 19N 20th 21st 22nd 23rd 24th 25th 26th 271h 28th 291h 301h . 31st T01e10/f(Y/N) 234 12/31199 Karen M. Morrow Timesheet Status : Ready 4.00 9.00 5.00 9.00 5.00 9.00 9.00 59.00N er Drainage Plan 9.00 9.00N 4.00 4.00N rvelopment Board Application for Funding for Brazoria Co. Drainage Study 9.00 4.00 4.00 17.00N 12707 02 04 4.00 COON La Porte, City of - Arizona SUS. Broadway Drainage Study, Preliminary Phase Studies 9.00 4.00 0.00 0.00 9.00 9.00 9.00 9.00 4.00 0.00 0.00 9.00 9.00 9.00 9.00 4.00 93.00 Employee Signature C Supervisor Signature X 6-- i Page 1 Run Date: Dec 28, 1999 @ 10:59:09 TMLETTERTRX RemoterBY: Employee loyee Repo Klotz Employee: Associates, Employee: 133 — 133 Order BY: Employee P/E: 12/31/99 - 12/31/99 Project Pha Tsk 16th 17th 18th 19111 200 21st 22nd 23rd 24th 25th 26th 271h 281h 291h 301h . 31sl TotalO/T(YIN) 133 12/31199 Kevin Carroll Timesheet Status : Ready SOON in No. 1 22.00N in No. 1 ign) 9.00 4.00 4.00 17.00N 9.00 9.00 4.00 22.00N Training 12707 02 04 9.00 9.00 9.00 27.O0N City of a Porte Arizon SU S. Broadway Drainage Study Analyze Existing Drainage 9.00 4.00 0.00 0.00 9.00 9.00 9.00 9.00 4.00 0.00 0.00 9.00 9.00 9.00 9.00 4.00 93.00 Employee Signature X Supervisor Signature X V — Page 1 Run Date: Dec 30, 1999 @ 06:43:28 TMLETTERTRX temote Timesheets Report Order BY: Employee Klotz Associates, Inc. Employee: 146 - 146 �- PIE: 12/16/99 - 12/31/99 *d Pha Tsk 16Ih 17th 181h 191h 201h 21st 22nd 23id 241h 25th 26Ih 27Ih 28Ih 291h 308t 31st TotaW(YM) 12/31/99 Clara M. Gutierrez Tlmesheet Status : Ready 1.50 8.00 2.00 3.50 2.50 2.00 3.00 5.00 8.00 8.00 8.00 24.00 07 02 04 0.50 0.50 Arizona SU Drainage 1.00 1.00 i; 1.50 1.50 2.00 2.00 8.00 8.00 is 8.00 8.00 8.00 0.00 0.00 8.00 8.00 8.00 8.00 8.00 0.00 0.00 8.00 0.00 8.00 8.00 8.00 68.00 ��a�j 1 A r Mployee Signature X r,(.� (stZ n:4 ppervisor Signature X Page 1 un Date: Dec 27, 1999 Q 14:39:11 TMLETTER.FRX • • � ' lei � � _- ® = •• o©©o©ooaommmmmmm , . mmmmmmmmmmmmmm®�� ■■■■.■ : ■. ■■■■■ m ■■■■■m■■■®■� a■a■■oe■ ■■■■■■■■■■■■■■■=■■ ■■■■■■■■ ■■■■■■■■■■■■■■■■■ lr%nov I rin DATE (No Names, Please) JOB NO. I TOTAL COPIES EMPLOYEES INITIALS -7 Ip I M4N4 ! 2 �11 I 30 I /w A 3s�oI I eb 1 44 ! &0 I M i4Tn I i s V-A Pi I ! £� )i I .17 �G IZ o34Z 1 z 12707 i 45 Z i ! Z -1 (o ! 512 3Zo 3 I i 3 y� oL Zv I 60S 5 sm I 70 o D ! �A '1"fl___� GII ..1..4n1V Th�n�t Vl111 17-11=04ic pill ill w111'/ICN...�, • •••�••^ kink6wt For P ent&#,*espy enter, M.erto or7MvM. Questions? Mearo tall 1-800-488-3705 it hoots dap a,Rd, Job ordered by. Phone Number/Ext. <�'�For,DeHv Or'dees:On1 i>>::`: DeOrerttx:5. , P i95r .iTl i Y6I,4CLL -ni -;Person.Aco _ "Delivery . - Posidon/Depe. i am an aumnanreo agear or me company ;io m/ Si gnature authorise; ;he company to pre iu ail i'ems calleded on this invoice. I wilt praride ail seceswi ocurnam non to m/ company for Them to rcocess payment. I arIcna•.viedga that the company iias l(dved all fiems on this invoice. Authorized Signature 1 Print Name sNvuz-= thticial 3i11 of Sale Terris Net 30 Days "Please Rererersce Irnnice # %lcw :r�v,�i�ei3:19130 4.49 ne,:ewt 4: 496313 Reg: 4 Fage: 1 rr_cw.rrt 4: 00=1797 DODO Eustoi*r : hWZ AnS TIATI'; RIC nv?ti. _ks: l:LOTZ �=Y,,TES INC 6:er2rr•ra:r. ;2 c�h':'1st. Disc. ?rice iiwAl't Yi <1t11_n .. 1 My V�L MITOTAL iFr .... TOTAL ;. Q ltl;ts :r�; ror chi.rsirq Xirka ; 11.111 T'djj Read :i;ustw. T.X 71 ,, SEh IONTHLY MILEAGE REPORT KLOTZ NAME. CONSULTING ENGINEERS PERIOD ENDING: • • • o©©a©0000mmmmm®m�� mmmmomoo©©o©oom®�� ■■RE©©eo■■■■■■�■■■■■■■■■■� ■■■■■■■■■■■��■e■■■■■■■■■ems SEIV ONTHLY MILEAGE REPORT i, ENGINEERS PERIOD ENDING: • .. o©©000000mmmmm0m�o mmmmo©oo®©o©000®�� ■■■■■■■■■■■■■■■■■■■■■■■■■■■ ASSOCIATES, CONSULTING EMP. k230 PERIODENGINEERS v MEN ENDING: 12/1%9 •Expense .:. ■■■■■■■■■ ■■ ■■■■■■■■■ ■■ WI-MONTHLYVRT 00, ASSOCIATES, CONSUL71NG EMP. k230 PERIODENGINEERS ENDING: 120/99 Expense Description ■■■■■■■■■ ■■ ■■■■■■■■■MIN■■ ■■■■■■■■■ ■■ ■■■■■■■■■ ■■ Mom ■■■■■■■■■ ■■ ■■■■■■■■■ ■■ ■■■■■■■■m ■■ ■■■■■■■■■ ■■ ■■■■■■■■■ ■■ ■■■■■■■■■Ml■■ ■■■■■■■■■ ■■ ■■■■■■■■■MMMIMI MWEEMN■■■■■■■■■ mm WEENIM ■■■■■■■■■ ■■ ■■■■■■■■■ ■■ ■■■■■■■■■ ■■ ■■■■■■■■■ MINE ■■■■■■■■■ ■i■ ■■■■■■■■■ ■EMI ■■■■■■■■■ ■■i ■■■■■■■■■ ■■I ■■■■■■■■■ ■■i ■■■■■ Mi■ BANDIT MESSENGER P.O. BOX 741287*HOUSTON. TEXAS "V&IM7 9li 3 29-* HOUSTON (713) 270-4214 DATE 0 BANDIT CHARGES ❑PRE ID Cl COLLEr-T F—iR-57 —Tn-I TYF 4851824 KIIIIIIIIIIIII nr7 A 00^� I I -Y NAMEE&, lw�NAME unul omul LJ REGULAR LJROUNDTRIP AODRFESS ADORM AqHFnRn caffNy ATTWU LTA-500L CITY 7 TY 7 7 0 7 9 - ArrM tr c Is Ll ijAp e^— MATTER u BILL ►. JMT�"QN BUS/AIR BILL NUMBER, FL K BUS/,A]RU" NECHARGES ► R �ER 0- RECM ZNU SIGNATURE 2 DRIVER I� It . r 1 TOTAL AllCrim ICAnl Arc AROF►a City of La Porte Accounts Payable Check Requisition Vendor #: 7 Due Date: Vendor Name: IOotz Associates, Inc 1160 Dairy Ashford, Ste. 500 Houston, TX 77079 You ate requIred to atbcri recefpfs with all cbeck requbibWm Description: Broadway/Arizona Street Drainage —CLP #99- 401 Professional Engineering Services for Drainage Study Account # Project ¢ Invoice 0 Commodity Code Date Amount $$ 01598928044211 GEN804 14321 260-M 12-31-9111 $5,269.73 Total Amount Due: $ $5,269.73 Remarks-, Prepared By: Peggy L:iw Date: 2-2-00 Approved By: Date: 2a7- p0- Revised 8/15/97 KLOTZ ASSOCIATES, INC. CONSULTING ENGINEERS Mr. Douglas K. Kneupper, P.E. City of La Porte P.O. Box 1115 LaPorte, Texas 77572-1115 Date: Job No.: Period: Invoice No.: INVOICE For Professional Services rendered in connection with: Drainage Study - Arizona Street / South Broadway Raw Hourly Hours Title Rate W rked mount Principal $51.92 1.0 $51.92 Principal $38.08 2.0 $76.16 Project Manager $38.94 9.5 $369.93 Project Engineer $26.54 40.0 $1,061.60 Project Engineer $25.96 .4.0 $103.84 CADD Technician $24.75 4.0 $99.00 60.5 $1,762.45 multiplier x 2.99 Total Due This Invoice: $ 5,269.73 1 160 Dairy Ashford Suite 500 Houston, Texas77079 (281)589-7257 (281)589-7309 Fax December 31, 1999 12707.01 11/16/99 - 12/15/99 14321 RemoteTimesheets Report v J Klotz Associates, Inc. Page 1 Order BY: Employee Employee: 119 — 119 PIE: 11/16/99 - 11/30/99 Pmod Pha TO 16th 171h 18th 191h 20th 21st 22nd 23rd 241h 25th 261h 271h 281h 291h 30Ih 31s1 T01a10/T(YM) 119 11/30199 Billy M. Cooke Timesheet Status: Ready 2.00N N N N , 12707 02 04 1.00 1.00N La Porte Arizona Street 1.00 1.00N N 1.00N 1.00 1.00N 1.00 1.00N 1.00 1.00 2.00N 1.00 1.00N 1.00 1.00N 6.00 6.00 4.00 5.00 5.00 32.00N N 9.00 4.00 13.00 21:49 TMLETTERTRX ,emote Timesheets Report Klotz Associates, Inc. Page 3 Order BY: Employee Employee: 119 — 119 P/E: 11/16/99 - 11/30/99 Project Pha Tsk 161h 171h 18th 19Ih 20th 21st 22nd 23rd 24th 251h 261h 271h 281h 291h 301h 31s1 Tota10/T(Y/N) Employee Signature X cv- Supervisor Signature X Run Date: Nov 30, 1999 @ 17:21:56 TMLETTER.FRX Remote Timesheets Report 'yI Order BY: Employee D J Project Phs Tsk 160t 171h 181h 19th 20fh 132 11130/99 William R. Abbott 21ss Klotz Associates, Inc. Employee: 132 - 132 PIE: 11/16/99 - 11/30/99 23rd 241h 251h 26th 271h 28th 29Ih 301h 31sl Tota10/f(YM) .nesheet Status : Not Ready 1.00 1.00 1.00 1.00 4.00N Nan 1.00 _. - LOON 1.00 1.00 1.00 2.00 6.00N 12707 02 04 2.00 2.00N 1.00 1.00 3.00N -Ian 1.00 1.00 1.00 1.00 4.00N an Page 1 2.00 1.00 3.00N 1.00 1.00 1.00 3.00N 1.00 1.00 2.00N 2.00 1.00 3.00N edows 1.00 IMN Nckinson - 1.00 1.00N 4 Center 1.00 1.00 2.00N 2.00 2.00 6.00N 3.00 3.00 1.00 3.00 4.00 2.00 3.00 AIX 26AON 9.00 4.00 13.00N 1.00 2.00 1.00 2.00 1.00 9.00N 9.00 9.00 9.00 4.00 0.00 0.00 9.00 9.00 9.00 9.00 4.00 0.00 0.00 9.00 9.00 0.00 89.00 Run Date: Nov 30, 1999 Q 18:48:50 TMLETTER.FRX ite Timesheets Report Klotz Associates, Inc. Page 2 Order BY: Employee Employee: 132 — 132 P/E: 11/16/99 - 11/30/99 Project Pha Tsk 161h 171h 18th 19th 20th 21st 22nd 23rd 24th 251h 26th 27th 281h 291h 30th 31s1 Tota10l1(YIN) Employee Signature X i Supervisor Signature X l/JV— Run Date: Nov 30, 1999 @ 18:48:50 TMLETTERTRX Remote Timesheets Report / Klotz Associates, Inc. Page 1 Order BY: Employee 1J, fJ Employee: 225 - 225 i✓ �i }a P/E: 11/16/99 - 11/30/99 Project Pha Tsk 161h 17th 18111 191h 201h 21st 22nd 23rd 241h 251h 261h 27th 28th 29th 301h 31s1 TotalUT(Y" 225 11f30199 Donald Roberts Timesheet Status : Ready 1.50 1.00 2.50N 1.00 2.00 5.00N 3.00 1.50 1.00 1.00 10.00N 1.w 4.00N s 1.00 1.50 4.50N 2.00 5.00N 12707 02 04 2.00 1.00 1.00 4.00 zone Street Urainage 2.00 3.00 1.00 6.00 9.00 4.00 13.00 1.50 2.00 2.00 2.00 2.00 10.50 1.50 1.00 2.50 ._ ._ .... .. 4.00 0.00 0.00 9.00 9.00 9.00 9.00 4.00 0.00 0.00 9.00 9.00 0.00 89.00 Employee Signature X�0�'r',r led �Li��9`l;!(1 �� Supervisor Signature X Run Date: Nov 30, 1999 @ 18:26:17 TMLETTER.FRX Remote Timesheets Report Klotz Associates, Inc. q� G Employee: 225 - 225 Order BY: Employee . 6 P/E: 12/01/99 - 12/15/99 Project Phase Task 1st 2nd aid 4th 51h 6th 711) 81h 91h 101h 111h 12th 13th 141h 151h TOlalUT (Y" 225 12/15199 Donald Roberts Timesheet Status : Ready Page 1 LOON 1.00 1.00 2.00N 2.50 1.50 2.50 2.00 3.00 4.00 4.00 31.50N 1.00 2.00 1.00 1.00 3.00 10.00N Areas 2.00 1.00 1.00 3.00 9.00N 2.00 1.00 3.00N 2.50 1.50 2.50 6.50N 1.00 2.00 3.00N 1.00 1.00 1.00 1.00 1.00 1.00 MOON 1.00N 2.00 4.50 6.50N 12707 02 04 1.50 1.00 1.00 2.00 5.50N zona me ramage study 9.00 9.00 4.00 0.00 0.00 9.00 9.00 9.00 9.00 4.00 0.00 0.00 9.00 9.00 9.00 89.00 \ it/ Employee Signature X .Q i.(i• (t Ap.0 V t4 Supervisor Signature X Run Date: Dec 14, 1999 @ 16:35:18 TMLETTER.FRX Remote Timesheets Report 1y' ��y°���? Klotz Associates, Inc. Order BY: Employee j (1 ��%.G" Employee: 230 - 230 ) la PIE: 11/16/99 - 11/30/99 Pr*d Pha Tsk 161h 171h 18th 191h 201h 21st 22nd 23rd 241h 25th 261h 271h 28th 29111 30th 31s1 Total0fT(YIN) i.,w 11/30/99 Jonathan Hopko Timesheet Status : Ready 1.00 2.00N 2.00N 3.00 5.00N 2.00 9.00 4.00 13.00N 3.00 4.00 4.00 12.001,11 3.00 2.00 5.00 17.00N 10.00 10.00 22.00 3.00 12707 02 04 4.00 2.60 3.00 2.00 11.00 La Pod Arizona Street 9.00 9.00 9.00 6.00 0.00 0.00 9.00 9.00 5.00 9.00 4.00 0.00 0.00 10.00 10.00 0.00 89.00 Employee Signature X �J Supervisor Signalure X Page 1 Run Date: Dec 1, 1999 Q 08:52:19 TMLETTER.FRX Remote Timesheets Report ^��yye.� Klotz Associates, Inc. Order BY: Employee f%K y Employee: 230 - 230 j PIE: 12/01/99 - 12/15/99 Pno�ed Phase Task 1st 2nd 3rd 41h 5th 6th 71h 8th 9111 101h IIth 121h 13th 1491 15th Tota10/T(YIN) 230 12/15199 Jonathan Hopko Timesheet Status : Ready 12707 02 04 4.00 5.00 4.00 5.00 2.00 9.00 29.00N Arizona Street 2.00 2.00 4.00N 1.00 2.00 4.00 3.00 10.00N 9.00 5.00 5.00 5.00 24.00 10.00 2.00 22.00 ron document Modification (Post Bid) 10.00 9.00 0.00 0.00 9.00 5.00 7.00 6.00 6.00 0.00 0.00 9.00 9.00 9.00 89.00 Employee Signature v Supervisor Signature X Page 1 Run Date: Dec 15, 1999 @ 02:07,01 TMIETTER.FRX Remote Timesheets Report Order BY: Employee Pro)ed Pha Tsk 16th 171h 18th 200 11/30/99 Scott C. Cullen 9.00 5.00 Klotz Associates, Inc. Employee: 200 - 200 PIE: 11/16/99 - 11/30/99 19th 20th 21st 22nd 23rd 241h 251h 26th 27th 281h 29th 30th 31st TolaKWT(YIN) Tlmesheet Status : Ready . 4.00 7.00 5.00 1.50 31.50 Page 1 4.00 9.00 5.00 18.00 - - -- _- 12707 02 04 3.00 1.00 4.00 Arizona St. Drainage 1.00 2.00 1.00 1.00 10.00 as 1 1 4.00 1.00 2.00 1.00 9.00 se 11 1.00 1.00 1.00 1.00 9.00 4.00 13.00 1.50 1.50 9.00 9.00 4.00 0.00 0.00 9.00 9.00 9.00 9.00 4.00 0.00 0.00 9.00 9.00 0.00 89.00 Employee Signature X Supervisor Signature X Run Date: Nov 30, 1999 Q 16:41:48 TMLETTER.FRX Remote Timesheets Report Klotz Associates, Inc. Page 1 Order BY: Employee \(�/ ,cl�a Employee: 133 — 133 1 I PIE: 12/01/99 - 12/15/99 �%t Project Phase Task 1st 2nd 3rd 4th 5th 6th 71h 81h 91h 101h 111h 121h 131h 141h 151h TOIaIW(Y/N) 133 12/15/99 Kevin Carroll _ Timesheel Status : Not Ready 1.50N 12707 02 04 City of a Porte Arizona -Broadway Drainage Study lrspece Drawing 3.00N 8.00 2.00 4.00 17.00N 1.00 2.00 5.00 9.00 0.50 19.00N -in No. I ;In No. 1 Employee Signature Supervisor Signature X 4.00 8.50 9.00 9.00 9.00 9.00 44.50N Run Date: Dec 14, 1999 @ 15:17:59 TMLETTER.FRX CITY OF LA PORTE &BUDGET ADJUSTMENT FORM whole numbers only ACCOUNT PROJEC EXPLANATION AMOUNT OF NUMBER NUMBER OF TRANSFER INCREASE DECREASE FROM: TO: 015-9892-804-1100 Professional E Ineerhq Services for Klotz Assoc. R061, : 53:$ N 14 800 015-98924W"211 14,800 ; , _ > ;., FROM: TO: &t ifsx FROM:r° TO: FROM: TO: ? FROM: TO: ✓'. J/.-.PilyryjN�!f FROM:`?r�' TO: FROM: TO:f. FROM:.#v TO:rY uay. FROM: TO: "an: FROM: r FROM:ix TO: ..4Y k- FROM: TO 3k1 FROM: TO: •_ FROM: TO: wnrw . N X r 51_ZGYi.rr FROM: TO: ;Trwxs TO 14,800 14.900 DEPARTMENTAL APPROVAL: a._. DATE: REVISED 824M ,�`��_ ^9. •fin �'�:'^is 4'. CITY OF LA PORTE DATE ASSIGNMENT OF ACCOUNTS r • ' �• •� rilrr 1 : • / III