Loading...
HomeMy WebLinkAbout7.9_Request for Information11- 1-00;: 4:49PM; ;1234567 Do z # 4/ October 18, 2000 KENKO, INC. ROBERTSON'B ROCK • SAND • BASE MATERIALS READY MIX CONCRETE Attention: Roger N RE: CITRUS AVENUE SEWER - FONTANA © o O w Dear Roger: 0 a a Z,U The following is submitted for your approval: W o a W AVERAGE CUMULATIVE PERCENT PASSING Z 2§zil 24 t''�_ Production Facility: Rialto Plant m § 3 Commodity Code: No. 523 1.11 N u) `- ,� ° z.Z Description: #5 Rock.. C'3 _ Q o m o ° 0 Z J Q LL LT W la Z ¢U 1.-8w� Screen Size #5 Rock Q W w ' W o W S 3/8" 100 ! ..J „fx cc cl a g z #4 50 oQFUoadzw 7 vyiJ ct7¢N`w� #8 a #16 2 :'L Sawa" #30 0 ' >r- o. This material date is based upon test results derived from our continuous Quality Control Program, and it is certified that the data is representative of production when sampled and tested in accordance with applicable ASTM test methods. ROBER ON'S - TEC 1CAL SERVICES Robbie Rain Technical Services 6830 Van Buren Blvd. • Riverside, CA 92509 PO. Sox 33140 • Riverside. CA 92519 1 1800(834.7557 • Fax (909) 360-8893 KEN KO FAX/T IAA N S M I TTA L Date ///2leo We are transmitting ATTENTION Company Address City/State/Zip Phone No. Copies To Copies To Reference C l-1 S Ste - pages including cover sheet. Fax No. 35'O 66 / 8 blA 6d u la ckt FROM r ,,L- v" Phone No. 90q- 174 - 0 c?8 Fax No. �i-. 76 el- ci7 ?S Reply Requested Yes 0 No Enclosures Yes No ❑ Original To Follow Yes ❑ No Transmission Verified By Time WE ARE TRANSMITTING VIA FOR Y(,)1.1R Certified Payroll Subcontract Purchase Order Plans/Drawings' Correspondence Specifications Credit Application Message /if; Fax UPS US Mail Hand Courier Other Cargo Carrier 4/nrrv-i Approval ;. Review & Comment.. Information/Files Proposal/Quote Other Urgent CORPORATE OFFICE -12301 Central Ave, N.E., Ste 100 — Blaine, MN 55434 — Tel: (783) 755-2199 — Fax (763) 755-7001 SOUTHERN DIVISION —2611 Westgrove Drive, Ste 107 — Carrollton, TX 75006 — Tel: (972) 931-9484 - Fax (972) 931-5474 WESTERN DIVISION — Poet Office Box 831 —Calimeea, CA 92320 — Tel: (908) 795-2566 - Fax: (909) 795-1640 All available evidence shows that the width or shape of the trench above the Ievel of the top of the pipe does not increase the Load on the pipe The trench walls above that level may be sloped outward without adding to the load on the pipe. Supporting Strength of Vitrified Clay Pipe The factors influencing the supporting strength of vitrified day pipe are: 1. Physical properties of Vitrified Clay Pipe 2. Proper bedding to develop design supporting strength 3. Bedding materials 4. Load factors 5. Concrete to develop added support 46 1.Physical Properties of Vitrified Clay Pipe Unit Strength Tests Tests to determine the unit strength of. vitrified clay pipe are consistent throughout the country. The tests that are uniformly used are those of the American Society for Testing and Mate- rials, as set- forth in ASTM C 301, Stan- dard Methods of Testing Vitrified Clay Pipe. Vitrified clay pipe'are tested and certi- fied at the place of manufacture by the manufacturer to determine the bearing strength in terms of pounds per linear foot_ This maybe observed by the engi- neer in charge of construction, or his representative. Vitrified clay pipe may also be tested by,.independent testing laboratories when designated by the engineer. - - - . Acid Resistance and Absorption or Hydrostatic Tests Other important physical properties to be determined are the acid resistant qualities and absorption or hydrostatic resistance of vitrified day pipe. These procedures also are outlined in ASTM C301_ 2. Proper Bedding to Develop Design Supporting Strength To obtain the installed supporting strength in accordance with the class of bedding used, the pipe barrel must be uniformly supported bydirect contact with firm bedding, Firm bedding means the pipe barrel must rest on undisturbed native or imported material. The native material in the trench bottom must be capable of excavation to a uniform undisturbed flat bottom in the case of Class D. If the trench is over -excavated, the trench bot- tom should be brought back to grade with the required bedding material. i :r---:.-:-x-1�.�� <:-.=•- _-•=:fit. � ri \\I:z Ii�yj11111bIkk��' It ,��;;c Nt717: Shovel -slicing the bedding material in the haunch areas is of great benefit to the installed pipe. The ease with which shovel - slicing is accomplished suggests that it should be considered as standard procedure for all classes of bedding, especially for Class B. It takes little time, assures that the pipe will remain true to grade, eliminates voids beneath the pipe and in the haunch areas, consolidates the bedding where it is needed the most, and adds little or nothing to the cost of the installation. To be the most effective, shovel -slicing should be done before the bedding is brought up to the springline, preferably when it is no higher than the quarter point of the pipe. Bell or coupling holes should be careful- ly excavated so that no part of the load is supported by the bells or couplings. I'roperly constructed bell or coupling holes are necessary to provide uniform support. Best results are obtained when the bell or coupling holes are loosely backfitled. Consolidation of material around and under the bell and cou- plings during bedding and backfilling should be avoided. Provide uniform and continuous support of pipe barrel between bell or coupling holes for all classes of bedding. The field supporting strength of the pipe is substantially reduced when the pipe is improperly bedded. The engineer should insure that the class of bedding specified is actually provided during construction. The absolute need of com- plete control during construction is clearly derrwanstrated by significant loss- es in the field supporting strength of the pipe as a result of improper bedding. 3. Bedding Materials Imported Bedding Applied researchand subsequent gener- al acceptance in the field calls attention to the advantages of interlocking bed- ding materials, such as crushed stone, with at least one fractured face, and should range in size from 1" to 1 /4", depending on pipe size. Standard size numbers for bedding materials shown below are in accordance with ASTM D 448 Standard Classification for Sizes of Aggregate for Road and Bridge Construc- tion (page 98). Nominal Pipe Size Less than 15' 15" to 30" Greater than 30' Native Bedding Many native materials taken from the trench will provide suitable support for clay pipe and may provide the most cost efficient method of installation. Care must be exercised to remove large stones which could cause point loading. The local material must have previously ASTMD 448 Size 67, 7 or 8 6 or 67 57, 6 or 67 47 57 6 67 7 Via No. 4 3/4't0&T 3/4'to No.4 1/2'to No. 4 3A3 to tdo.8 1.1i7 IRO SIEVE ANALYSIS- PERcerrr PASSVIG '.,.. 95to100 100 100 3/4' 90 to 100 9314 100 100 Tabu I IASTM 0 446 Standard 25to60 201055 9010 103 100 0 to 15 20 to 55 40 to 70 85to100 Saes of Processed Aggregate demonstrated satisfactory performance by common practice and be used only when the required load factor design will not be compromised. General Guidelines Some general guidelines for the selec- tion and use of bedding materials areas follows: • Bedding materials larger than I" may cause high stress concentrations because of point loading. • Rounded stone and gravel are less sta- ble than angular material: However, where only rounded stone is available, the recommended size range is 1" to I/4", depending on pipe size. Materials finer than 1/4", if placed wet, are less dense and therefore subject to more movement than those of a larger sieve size. • Sand is suitable as a bedding material in a total sand environ meat but may be unsuitable where high and rapidly changing water tables are present in the pipe zone. It may also be undesirable for bedding orhaunching in a trench cut by blasting or in trenches through clay type soil. •l_graded, angular bedding materi- als are more stable, allow less pipe descent and are more resistant to migra- tion when flooded than rounded bed- No. 4 01010 O to 5 OtofO OM15 10t030 No.8- OW 5 • 0to5 0 b 5 0to10 OtoS ding materials of equal gradation. • The stability of. a bedding material Increase_S aS its particle ci7e increases. However, gradations containing parti- cles greater than 3/4" become increas- ingly more difficult to shovel -slice into the pipe haunch area, • The concrete required for Class A bed- ding .must:notbe.Iess than '3000 psi strength except in the case of concrete sidecradling where a lower strength may be acceptable The guidelines listed above -are by no means complete or applicable to every situation and are offered as a basis from:, which judgment and practical applica- tion may be made. 4. Load Factors The load which a pipe can support varies according to the type of bedding or foundation used. Trench details shown on page 49 depict the recommended classes of bedding, and cradling. "Load factors' have been determined for each. The "load factor" is the ratio of the supporting strength of the pipe. in, the trench toits three -edge bearing test strength, as determined by the bedding and field construction con- ditions. It does not include a factor of safety. The three -edge bearing: test • i gg K U pF 715a1 _ 111V-11P'i§1 1g FA s U �- se FACTOR 3.1 e $ N Q¢m '� qg gg`n ti - l`u' qq�, I� o $ Sri' � pe N F g g S _ 1 exWtX • .it w MCC OOP COP? 1 57i0 I i$ 8 I 1 I ag=fit$§igEg ligril8 8Pia•000a80120 2 THREE -EDGE ,' CUSS D BEARING $'YRENG H Mlnlmum' I °'• Based on I • ASTM C700 LNEARFT FA LINEAR 1.1 W -al ... G N 0 a H iV a9 2 M 2 V 49 strength has been established as a base undistuebed native material or, in the and is considered equivalent to a load case of overexiavating;:on a restored flat factor of 1.0, or unity. bedding base. In either case the bottom of the entire pipe barred shall have a con- tinuous and uniform line bearing sup- port. It is recommended that Class D bedding should not be used when a rock foundation,a wet trench condition, or unstable soil is encountered. The ini- tial backiill shall be of select material (NOTE 2). MI day pipe must meet bearing strength requirements. Field Supporting Strength The load factor is used to compute the supporting strength of vitrified clay pipe with any designated type of bed ding or cradling. Thus, the three -edge bearing strength of vitrified clay pipe is multiplied by the appropriate load fac- tor to obtain the installed field support- ing strength of the pipe produced by the specific type of betiding or foundation selected. (Field supporting strength = load factor x pipe three -edge bearing strength.) Therefore, it is possible to pro- vide the necessary field supporting strength to exceed the calculated trench loads. (Field supporting strengths of extra strength day pipe are shown in the table on page 49-) Supporting Strength in Trench Conditions The pipe may be laid on a flat or unshaped trench bottom of suitable 50 „51). Class C Load factor =1.5 (Fig. 2, page -:The.pipe shall be bedded in granular material carefully placed (NOTE I) on a firm trench bottom with a minimum thickness beneath the pipe of 4 •in. or one -eighth of,thie outside diameter of the pipe, whichever is greater, and sliced 'under the haunches of the pipe with a 'shovel er other suitable tool to aheight `ef one -sixth of the `oulside`diarneter of the pipe. Crushed stone, gravel er other locally available non -cohesive materials may be used. The initial backlit] shall be of select material (NOTE 2). Class 13 Load factor = 1.9 (Fig. 3, page 52). The pipe shall be bedded in crushed stone or other suitable material which is non -consolidating and not subject to migration The bedding shall be carefully placed (NOTE 1) on a firm trench bottom with a minimum thickness beneath the pipe of one -eighth the outside pipe diameter, but not less than 4 in. and sliced under the haunches of thepipe With a shovel or other suitable tool to a height`di one half the`outside pipe diameter, or to thehorizontal centerline Shove] -slicing the bedding -material under the haunches of the,pipe is essee ►ia] if the total load factor: is to be real - Trench walls may be sloped Initial Baddill Carefully Placed Bedding Load Factor: 1.1 Flat or Restored Trench Bottom FIG. 1 CLASS D Note: Provide uniform and continuous support of pipe barrel between bell holes. Load Factor: 1.5 FIG. 2 CLASS C 51 3000 p.s.L Concrete Crushed Slone or other suitable material 52 Lead Factors: 243 Non-reinlorced 3.4 Reinforced Concrete p=0.4%" FIG. 5 CLASS A -I CONCRETE CRADLE ' For further information on the use of transverse steel refer to ASTM C-12, Installation of Vitrified Ctay Pipe. " Fordelinition of p see page OD. Load Faders: 3.4 Reinforced Concrete p=0.4 " 4.5 Reinforced Concrete p=1.0% FIG. 6 CLASS MI CONCRETE ARCH Trench waifs may be sloped Load Factors 2.7 FIG, 7 CLASS A -III= `'? :• SICECRADLING . This type of construction requires the concrete to extend from the pipe to the trench wall. Caution: Not recommended where native soils are expansive. - Load Factor: 4.5 FIG. 8.: CLASS A -IV- CONCRETE ENCASEMENT This type of construction should he designed by a registered structural engineer, and may yield higher load factors than fndicaled. ized. The ii itial backfill shall be of select material (NOTE 2). Crushed Stone Encasement Load Factor = 22 (Fig. 4, page 52). There are specific sites where a load fac- tor of 2.2 may be desirable. The pipe shall be bedded and encased in crushed stone or other suitable material which is non -consolidating and not subject to migration. The bedding shall be placed on a firm trench bottom with a mini- mum thickness beneath the pipe of one eighth the outside pipe diameter, but not less than 4 inches and sliced under the haunches of the pipe with a shovel or other suitable toot. Shovel -slicing the bedding material under the haunches of the pipe is essential if the total load fac- tor is to be realized. The encasement material shall extend laterally to the specified trench width and upward to a horizontal plane at the top of the pipe barrel following removal of any trench sheeting or boxes. The initial backflll shall be of select material (NOTE 2). Class A Concrete Cradle_ Arch. Side- cradling or Full Encasement (Figs_ 5-8, pages 53 Br 54). Four types of Class A bedding are illus- trated giving the designer a wide selec- tion of load factors. It is therefore possi- ble to select an adequate Class A bed- ding to meet most design conditions. The angular material shall be crushed stone or other suitable material which is non -consolidating and not subject to migration. The concrete shall be 3000 psi or greater strength except in the case of sidecradling where a lower strength may be acceptable. NOTE 1: Carefully placed material shall mean material that has been spaded orshnv el -sliced so that the material fills and sup- ports the haunch area and encases the pipe to the limits shown in the trench diagrams. NOTE z: The initial backfillshall be placed from the bedding to a level of 12 in, over the top of the pipe and shall consist of select, Imply divided material fired debris, organic material and large rock and stones. Sample Problems When making trench load calailations for clay pipe, a safety factor within the range of 1.0 to 1.5 is desirable. This can be accomplished' by using the different bedding classes for VCP (ASTMC 12). Bedding design must be both structural- ly sufficient and cost effective. The fol- lowing computations illustrate these procedures. Assume a 24-hi. clay pipe line is to be installed in an area of dry clay which has an average weight of 120 pounds per cubic foot. The depth of cover over the top of the pipe is 18 feet and the trench width at the top of the pipe is 48 inches. Determine a structurally sound and economic bedding design. The trench load is determined by using the Trench Load Tables, the NCPI trench load design computerprogram or other means. Pipe size 24 inches Depth of cover 18 feet Backfitl dry clay@ 120 lbs/cu_ ft. Trench width 48 inches (From Trench Load Table) 4240 x 120/100 Total Trench Load 5090 Ibs/lin. ft. With the trench load on the pipe deter- mined, the next step is to calculate the field supporting strength and the safety factor. ASTM 3-edge bearing strength, 24" Extra Strength pipe = 4400 lbs/lin. ft. (This bearing strength applies to the following three examples.) Solutions Class D Bedding` Load Factor"1.1 Load Factor for Class "D" bedding = ' 1.1 Field supporting strength (4400 x 1.1) Safety factor (4840/5090) Class B Bedding Load Factor 119. Load Factor for Class "B" bedding = Field supporting strength (4400 x 1.9) = 8360 Safety factor (8360/5090) = 1.64 Class C Bedding • Load Factor1.5 Load Factor for Class "C" bedding Field supporting strength (4400 x 1.5) _. Safety factor (6600/5090) • 1. Class D bedding should not be selected because it does not provide an adequate safety factor. 2. Class B bedding provides a sufficient safety factor but is not cost effective. 3. Class C bedding should be selected because it meets the criteria for safety factor and cost effectiveness. 1.9 5. Use of Concrete to Develop Added Support The following methods of using con- crete to increase the field supporting strength of clay pipe are: Class A -I Concrete Cradle (Fig. 5, page 53). The pipe is placed to line and grade on supports under the barrel. Concrete is poured fern the bottom of the trench up to a height of one-fourth of the outside diameter of the pipe. The load factor varies with the cross -sectional area of reinforcing steel in the transverse direc- tion. Class A-11 Concrete Arch (Fig. 6, page 53). This method of increasing the support- ing strength of pipe requires the pipe to be bedded in angular material to the springline. Concrete is placed on the bedding and extends over the top of the pipe. The load factor varies with the cross -sectional area of steel reinforcing in the transverse direction. Solid sup- port for the legs of the arch are critical to satisfactory performance. Class A-11I Sidecradling (Fig. 7, page 54). The simplest type of encasement is called sidecradling and consists of lean concrete poured between the sides of the pipe and the trench walls. Little or no concrete is placed directly under or over the pipe. This system should not be used in areas having expansive soils. Class A -IV Full Concrete Encasement (Fig. 8, page 54). Tlus method of encasement can be used when other systems de not pmvide the required strength. It is also used to span areas of unstable soils where the pipe/concrete composite system must be designed, as abeam. Although this type of installation carries a load factor designation, the plan details should be reviewed by an engineer experienced in structural concrete design. Principles of Concrete Design The use of concrete bedding permits the pipe to support substantially higher backfill loads than are normally possi- ble. However, immediate badcfilfing of the trench may prevent the full develop- ment of the design strength of the pipe/concrete system. When this occurs the pipe is likely to be placed in theposi- tion of supporting the entire trench load without any assistance from the con- crete. Consideration of the following items may help avoid the problems associat- ed with the use of concrete. 1. Delay Backfill ing the Trench The trench must not be baddillled before the concrete has gained sufficient strength to support the=backfill load without cracking. A minimum of two days is recomnhended.. Although it may beimpractical to delay backfilling longer than this, it is obvious that the strength of the pipe/concrete system is still in a structurally critical stage.' 2. Delay Consolidation of the Trench Backfill When the trench back fill is allowed to consolidate through natural means, the maximum load on the pipe will be delayed. However, paving requirements and other considerations such as traffic 56 57 flow may preclude the possibility of extended delay. In those instances the engineer and/or contractor must evalu- ate the possible risks involved. 3. Accelerate the Early Strength of the Concrete Early strength increase is normally accomplished by- increasing the cement • content, adding accelerators or by the use of Type III high early -strength Port- land cement. The addition of fly ash or other poz- zolanic materials may retard early, strength development and should not be used. 9. Avoid Shear at joints and Connections 5. Use of Steel Reinforcing A common method of increasing the strength of the concrete, although not necessarily early strength, is through the use of steel reinforcement. The strength increase is generally in proportion to the cross -sectional area of steel to the con- 58 crete above or below the pipe. The steel should be placed in the transverse direc- tion to the pipe. in concrete cradle construction, the per- centage of reinforcement, p, is the ratio Hof the area of transverse steel reinforce- =ment to the area of concrete at the pipe invert:above the center line of the rein - Tenement. ,..x. =rorcement In arch construction, the percentage of reinforcement, nt, p, is the ratio of the. trans - `verse reinforcement to the area of con - Crete abeve the top of the pipe and below the centerline. of the reinforce- ment Referenee-ASCE #60 WPCF MOP ID-5 Pg 204:1982 ;... It is recommended that welded steel wire fabric be used in load factor design because of its uniformity and relative ease of installation. 6. Pipe Flotation Consideration should be given to the possibility of pipe flotation associated with the use of concrete. Clay Pipe Engineering Manual CHAPTER 5 TRENCH LOAD TABLES Loads on Vitrified Clay Pipe in Pounds Per Linear Foot Caused by Backfilling with Various Materials ...Based on Marston's Equations. These tables show the loads imposed upon pipe by four common types of backfill soil. When the actual soil weight is known to vary from the estimated value, the tabulated loads may be adjusted up or down by direct ratio The tables list loads on pipe diameters 6- inch through 42-inch. (See page 38 for discussion on embank- ment loads.) Computerized Trench Load Design The National Clay Pipe Institute has developed a computerized trench load design program based upon the Marston Equations and the pipe bed- ding classes described in ASTM C12 Standard Practice for Installing Vitrified Clay Pipe Lines. The program accepts spedfic input data or common default values may be used if the data is not readily available. The program yields safety factors for combi- nations of trench depth and width, soil types and densities. Live loads and impact factors may also be included at trench depths less than 8 feet. The trench load program is available from the National Clay Pipe Institute or its member manufacturers. Tr•smission Report This Date/Time. Local ID Local Name Company Logo document Was .con-F i rmed. (reduced sample and details below) Document S i z'e . Letter-S Total Pages. Scanned 0353 Siena Awnua Fortuna, CA 92335 Fhona: 9aB460.7632 Fax: 90B-3504)010 Fax City of Fontana Engineering Division Special Projects Corwnictions ,Tol > 64Cve'N10 r fM Fromr Don Gdale Phone) 937.0200 Res Request For Information No. 3 Dale: November1,2000 • Pagesr 4 • - Urgent: l',per' Review � Please Comment . 1 Please Reply C Please Recycle •Comments: Cline Avenue Sewer and Stone Dram, IEUA Industrial waste line please respond In writing, thanks. • Total Pages Confirmed 4' 11- 1-00; 4:50PM 1234567 No. Doc Remote Station Start Time Duration Pages Mode Comments Results 1 726 99370202 11- 1-00; 4:49PM 1'24" 4/ 4 EC - CP 14400 J ** Notes ** EC: Error Correct BC: Broadcast Send CP:Completed LS: Local .Scan: RE: Resend MP: Multi -Poll RM: Receive ,to Memory LP: Local Print PD: Polled by Remote MB: Receive to Mailbox PG: Polling a Remote PI: Power Interruption DR: Document Removed, TM: Terminated by user FO: Forced Output WT: Waiting Transfer 1,1 KENKO INC. FAX/TRANSMITTAL Date Reference We are transmitting 3 pages including cover sheet. Fax No. ATTENTION b0 6Q Company Cotio 4 rb �� tc�✓�D.� Address CitylState/Zip Phone No. Copies To Copies To FROM Phone No, Fax No. /1 6 Reply Requested Yes 0 . No 0 Enclosures Yes X No El Original To Follow Yes 0 No Transmission Verified By Time WE ARE TRANSMITTING VIA FOR YOUR Certified Payroll Subcontract Purchase Order Plans/Drawings Correspondence Specifications Credit Application. Fax UPS US Mail Hand Courier Other Cargo Carrier Approval Review & Comment Information/Files Proposal/Quote Other Urgent Message tR i 4' 3 you .S L 0k agar a. , k c CORPORATE OFFICE -12301 Central Ave. N.E., St* 100— Blaine, MN 55434— Tel; '(763) 756-2199. Fax; (763) 755-7801 SOUTHERN DIVISION - 2611 Wist ova Drive, Ste 107— Carrollton, TX 75000 — Tel; (972) ll31.9494 — Fix (972) 931-6474 WESTERN DIVISION - Poet ONbe Box 831 Celimesa, CA 92320 — Tel: (909) 796-2: KEN KO INC. __ PROJECT NO.: PROJECT: SUBJECT CONTRACTOR: REQUEST FOR INFORMATION 0012 .FILE NAME: Fontana Citrus Ave. Sewer and Storm Drain RFI NO: 3 IEUA Industrial waste line DATE: 10/05/00 Kenko Inc. ATTN: Don Gdula DESCRIPTION OF PROBLEM AND REQUEST: WE ARE REQESTING TO USE THE ATTACHED DESCRIBED ROBERTSONS #5 ROCK FOR THE VCP SEWER BEDDING IN LIEU OF THE '3/0" ROCK I BELIEVE THIS MATERIAL WILL PROVIDE A MUCH SUPPERIOR END PRODUCT. IT IS MY BELIEF THAT THE %" ROCK LEAVES A VERY HIGH POTENTIAL FOR FINES FROM THE EXISTING SOIL TO MIGRATE INTO THE ROCK PIPE PE, TT�T?U�ER� ECSETTLEMENT.TLEY CAUSING TRENCH OGNi7.FS T S GRADATION ASTONE ENCASEMENT THE NATIONALCLAY CRUSHED ENCASEMENT WHICH OFFERS THE HIGHEST LOAD FACTOR EXCEPT FOR CONCRETE ENCASEMENT. YOUR CONSIDERATION OF THIS MATTER IS APPRECIATED. PLEASE REPLY IN WRITING, VIA THIS FORM WITHIN 2 CALENDAR DAYS. ISSUED BY:POSITION: RECEIVED BY: ENGINEER/CONST MANAGER REPLY: • ROBERTSON '8 ROCK • SAND • ` BASE MATERIALS READY MIX CONCRETE October 18, 2000 KENKO, INC. Attention: Roger RE: CITRUS AVENUE SEWER Dear Roger gsubmittedyourapproval: The following is far: a ro FONTANA AVERAGE CUMULATIVE PERCENTPASSING Production Facility Commodity Code: Description: ,Screen Size Rialto Plant No. 623 #5 Rock,_ #5 Rock 100 50 7 2 0 C6IZ This material data is based upon test results derived from our continuous Quality Control Program, and it is certified that the data is representative of production when sampled and tested in accordance with applicable ASTM test methods, ROBER SONS - TECICAL SERVICES Robbie Rain Technical •Services 6830 Van Buren Blvd. • Riverside, CA 92509 P,O. Box 33140 • Riverside. CA 92519` I (8001 834-7557 • Fax i909I 360-8883 Project: Citrus Avenue Sewer and Storm Drain Location: Jurupa Avenue to Slover Avenue Contractor: Kenko, Inc. R.F.I TRACKING LOG Owner: Inland Empire Utility Agency Date: October 9, 2000 Page 1 of 1 Prepared by: City of Fontana, Engineering Division/Special Projects i R. Schwarz Date ecerved$ 10/9/00 Information regPSted " JO,atIOM c IEUA Industrial Waste Line 2834 Sht. 2 of 4 R. Schwarz orwar. S. Nix 10/9/00 arise l eclvef 10/9/00 10/9/00 I Trsm i ss i on Report This document (reduced sa Document Si Total pages Scanned Date/Time Local ID Local Name Company Logo was 'con -Firmed. mpl e and details be l ow) ze Letter-5 Ea3 Shure Avenue Fontanel, CA 92335 Phrna: 6.33-353-7932 I -a, e-orrr v0-e Fax City of Fontana Engineering Division Special Projects munications of Steve Nix Fox, 9-937-0202, . Phone: 937-0200 Rer Request for 1n10rmet10n From ' Don Gdula Dare, October 9, 2000 Pages: 2 CC: O Urgent '-❑ For Review Please Comment 0 Please Reply 0 Please Recycle *Comments: Citrus Avenue Sewer and Storm Drain, IEUA Indest/cal waste line please' raspund Inwriting, shanks. Total, Pages Confirmed : 2' 10-' 9-00; 7:52AM 1234567 No. Doc Remote Station Start Time Duration Pages Mode Comments Results, 1 923 99370202 1 O-...._9-00 ;... 7 : 51AM 48" 2/ 2 . EC CP 14400 ** Notes** EC: Error Correct. BC: Broadcast Send CP: Completed LS: Local Scan RE: Resend MP: Multi -Poll RM Receive to' Memory LP: Local Print.. PD: Polled by Remote PG: Polling a Remote DR: Document Removed FO: Forced Output. MB: Receive to Mailbox P1 Power interruption TM: Terminated by,user WT: Waiting Transfer ENKO INC. FAxisrOtANyiVIITTAI, Date 10/06/00 We are transmitting 2 ATTENTION Company Address City/State/Zip Phone No. Copies To Copies To Reference CITRUS AVE. SEWER AND STORM DRAIN #0012 pages including cover sheet. MR. DONALD GDULA CITY OF FONTANA 8353 SIERRA AVE. FONTANA CA. 92335 909.350.7632 CAUIMESA JOB FILE Fax No. 909-350-6618 FROM ROGER SCHWARZ Phone No. 909476.0298 Fax No. 909-769-9795 Reply Requested Enclosures Original To Follow Transmission Verified By WE ARE TRANSMITTING VIA FOR YOUR Certified Payroll Subcontract Purchase Order, Plans/Drawings. Correspondence. " Specifications Credit Application Fax UPS US Mail Hand Courier Other Cargo Carrier Approval Review & Comment Information/Files ProposallQuote Other Urgent CORPORATE OFFICE —12301 Central Ave: N,E., Ste 100 — Blaine, MN 55434 — Tel: (783) 755-2199 — Fax (783) 755-7801 SOUTHERN DIVISION - 2611 Weetgrove Drive, Ste 107 — Carrollton. TX 75006 — Tel: (972) 931-9494 - Fax: (972) 931-5474 WESTERN DIVISION — Post Office Box 831 Callmese, CA 92320 — Tel: (909) 795-2588 Fax: (909) 795-1840 KENKO INC. REQUEST FOR INFORMATION PROJECT NO.: PROJECT: SUBJECT: CONTRACTOR: 0012 FILE NAME: Fontana Citrus Ave.. Sewer and Storm Drain RFI NO: 1 IEUA Industrial waste line DATE: 10/05/00 Kenko Inc. ATTN: Don Gdula Dave Wall DESCRIPTION OF PROBLEM AND REQUEST: Projectplan drawing no. 2834 sht. 2 of 4 Shows an elevation of 1005.20 and 1006.33 on the inlet of M.H. # 1 Sta. 8+58. This differential (1.13') can not be accomplished due to the dimensional make up of the 12"x 8" wye and 8" 45 bend. The best case scenario is using a ductile iron 12"x 8" wye with an 8" bell x plain end 45. The make up of these fittings will result in a •differential dimension of 1.66'. There fore the .53' additional 'separation will require the :12"'inlet elevation be raised to 1006.86 which' will`,,: se tion' of the 2 inlets q reduce the slope from M.H. #1 Sta. 8+58 to M.H. #3 Sta. 13+16 from .33% to .22%. Please let me'know if this is acceptable. PLEASE REPLY WRITING,,VIA THIS FORM WITHIN 2 CALENDAR DAYS: ISSUED BY: � . �Gl\ av-Z - POSITION: RECEIVED BY: :ENGINEER/CONST MANAGER REPLY: Date/Time Local ID Local. Name Company Logo This document was ` con-F i rmed. (reduced sample and detaiIs below) Document Size Letter-S Total Scanned, B353 Slant Aienue Fontana, CA 82:35 Phone: e30.3567K32 Far. 809450.e518 City of Fontana Engineering Division Special Projects mmuni cat Tor Roger Schwarz Kenko, Inc. From: pon Gdula Fen:`•" 9-795.1840 • ' ' Phepei (909) 376-0298 , bate: Odober9.2000 Pages: Two Re: ;' Citrus Ave. Sewer & Slolm Drain Cer Puhto Works Inspector, Steve Bauer Q'Bre.nl ❑ tror ReVIeW I7 Please Comment n Plena. Reply ❑ Moose Recycle I,Cemmentsi Requeatfer ln:drmollon No. Pages"Confirmed • 10— 9-00; 3:18PM 1234567 No. Doc Remote Station, Start Time Duration Pages. Mode. Comments Results 1 040 97951840. 10— 9-00'; 3:17PM 50." 2/ 2- EC -. CP H44.00 ** Notes'** EC: Error 'Correct BC: Broadcast :Send CP: Compl.eted, LS: LocalScan' RE: Resend MP: Mu l t:l-Po l I PM: Receive to Memory LP: Loca'I.. Print' " PD: Po I l ed.by.'.,Rem:ote PG: Polling a Remote DR: Documen:t)Removed FO: Forced.Output MB: Recelve,to Maiabox 'PIS: 'Power .Inter'ruption;,; TM: Terminated by'user. WT: Waiting'Transfer REQUEST FOR INFORMATION PROJECT NO.: PROJECT: SUBJECT: CONTRACTOR: 0012 FILE NAME: Fontana Citrus Ave.. Sewer and Storm Drain ItFB NO: 1 IEUA Industrial waste line DATE: 10/05/00 Kenko Inc. ATTN: Don Gdula Dave Wall DESCRIPTION OF PROBLEM AND REQUEST: Project plan drawing no. 2834 sht. 2 of 4 Shows an elevation of 1005.20 and 1006.33 on the inlet of M.H. # 1 Sta. 8+58. This differential ' (1.13') can not be accomplished due to the dimensional make up of the 12"x 8" wye and 8" 45 bend. The best case scenario is ;using a ductile iron 12"x 8" wye with an 8" bell °x plain end 45.' The make up of these fittings will result in a differential dimension of 1.66'. There fore the .53' additional separation of the 2 inlets will require the 12" inlet elevation 'be raised to'1006.86;which will reduce':. the slope from M.H. 41 Sta. 8+58 to M.H. 43 Sta. 13+16 from .33% to .22%. Please let me know if this is acceptable. PL EASE REPLY WRITING, VIA THIS FORM WITHIN 2 CALENDAR DAYS. n``. ISSUED BY: �� JeJlo-'ram.- POSITION RECEIVED BY: ENGINEER/CONST MANAGER REPLY: Steve Nix the project engineer does not want to flatten the slope from .33% to .22%. The note on the plans indicate that the 12"x8" wye and 8" PVC may be adjusted in the field to accommodate the indicated elevation as approved by I.E.U.A. inspector.