Loading...
HomeMy WebLinkAbout10808r ORDINANCE N60 109808 ® AN OWN ESTABLISHING SCAX=DS FOR STREETS, OWN 6MMS, AND 1 0' TS WITHIN THE ARIA op JURISDICTION OF THE CITY OF LITTLR ROCK, INCLUDING IMPROVEMENT DISTRICTS, COVERING DESIGN, ApPROWALS, MATERIALS, CONSTRUTC'PION METHODS, CON- MUCTION NATHRIALS, AND MAIRTFRSNCE CF STREETS WIMM THE CITY CF LITTLE ROCK; AND FOR OTMM PURPOSES. D�F IT MM IM -BY THE BOARD OF DIRECTORS CF TSE CITY OF LITTLR ROOK, ARKANSAS: SECTION 1. MASTS OP' A: CLASSIP'TZOT t Streets shall be placed under few olassifioations according to their traffic use, depending on the total volume and frequency of expected Wheel loads in the heavier weight classifications. Said � olassifioations to be made by the Little Rook Planning Commission._ N The controlling Wheel loads shall be as follows; 00 C1aasification C ling �' c _ of Strets Definition -,- N 8euvy duty streets, including down- town business streets, State and County Ln M truck line routes tbrough the CM*o 00 YVIMipal traff a arteries serving o IWO MMW f g districts, trei t terminal as doake s -and warehouses 109 000 lb. .� 2 ftwbavlal streets whi,ah are main traffic ra stj►eets carrying intercity traffic not W included in Class I 8,000 lb. rd 3 Secondary arterial streets andr/or feeder rbuton used for collecting and dispersing traffic to and from the jeftery arterial system 6,000 lb: 4 Residential streets c little traffic except that or ting ors the 1 street, Cr 000sAicn*l r. ivery trucks 40000 The i Controlling wheel loads over 10,000 lbo shall be considered as j special desiquo 1 B' Thickno" of all rigid cobW*, to paw+ameuts4t 03.048e8 1 tbrough 4, may' b+s detexeiga:::.fn soil tests . a+eputabl+e tong laboratory. The teAS OhA3 iMMUO eharaotsristi identifyo, ing Public Road* A +atioa , (P R,A.) soil groups and subgrade modulus "K" in pounds squarA i h as �deterssined by a reputable testing laboratory. When such subgrade modulue,:.tests are not i mailable, the OWnerfs engineer shall be permitted to select a pj f ., � t � '' � l •. T ' �� � t � I �1 1 -try' � ♦ +� •2.► subgrada modulus from a diagram showing the correlation between P,R A. alLssificAtions and the subgrade modulus. Soils have a subgridh modulus of one hundred (100) as determined abo vej and e concrete mixture resulting in a minimum three thousand (39000) pounnds par square inch compressive strength in twenty -eight (28) days, and a miniiuu working stress of two hundred seventy -five (275) pbt s per s qua re inch , is the basis upon which the following standards are established: Classification Balanced Design Uniform Thickness (Inches)Based of Streets with integral On Controlling Wheel Load Plus 1 8 9 2 7 8 3 6 7 4 5 6 Balanced designs dMA be O' Ormitted. NO soil test shall be required except if in the opinion of the City Engineer the subgrade modulus is less than one hundred (100), Should the subgrade modulus be less than one hundred (100), and the working stress of the concrete be greater or less them two hundred seventy -five (275} pounds per square inch, the above standards shall not govern, and the total pavement thickness shall be determined by computations based on the test results. Should the subgrade modulus be greater than one hundred (100), and the *=king stress of the concrete be greater or less than two hundred seventy -five (275) pounds per square inch, the above standards shall be modified as determined by computations based on thelast results, but in no case shall the total thickness of concrete be less than five inches (5 "). C: 7KCKNESS .RtMIREMENTS FOR FLEXIBLE PAVEMENTS: Thickness for all flexible pavements, Classes 1 through 4, may be determined by soil tests run by a reputable testing laboratory. The tests shall include characteristics for identifying P.R.A. soil groups and the Rveem Stabilometer Resistance Value of the subgrade } 4P3- materials as determined by a reputable testing laboratory. When such Hveem Stabilometer tests are not available, the enginner shall be permitted to select resistance value from a diagram show- ing the correlation between P.R.A. soil groups and the Hveem Stabilometer Resistance Value. Soils having an approximate Hveem Stabilometer Resistance Value of twenty (20) as determined above is the basis on which the following standards are established. The Standard Pavement as outlined in these specifications shall be defined as Asphaltic Concrete Hot Mix Wearing Surface placed on a Compacted Crushed Stone Base Course. All types of flexible pavements including soil cememt stabilization with asphalt our - facing shall be permitted providing, in the opinion of the City i Engineer, the plans and specifications and construction will definf k and will result in a pavement of equal or greater stability. The total thickness shall be determined by the methods outlined in the: t specifications. ) hes o Classification Recommended Total Thickness (Inc E of Streets Traffic Index Standard Fleidble Pavement 1 16 2 6 13 3 5 11 4 4 9 No soil test shall be required except if in the opinion of the Cit; Engineer the Hveem Stabilometer Resistance Values be less than twenty (20). Should the Hveem Stabilometer Resistance Values be i less than twenty (20), the above standards shall not govern, and the total pavement thickness shall be determined based on the test results. Should the Hveem Stabilometer Resistance Value be grease than twenty (20), the above standards shall be modified as de- termined by the test results, but in no case shall the total thief mess of the standard flexible pavements be less than D; GENERAL RETIREMENTS FOR STORK SEWERS The capacity of all storm sewers shall be determined by using a rational approach, - giving due consideration to rainfall intensity, soil characteristics, proper run -off co- efficients, slope, and the hydraulic properties of the pipes used. Interceptors should be placed at intervals not to exceed six hundred (600) linear feet, except under special conditions as approved by the City Engineer. The designed rainfall intensity shall be based on four inches (411) per hour except in new subdivisions, where the rainfall intensity AT A." ST shall be based on a time of concentration ofAa once in ten (10) year expectancy as determined from local rainfall records. The minimum design velocity shall not be less than two and one -half feet (2k') per second. The maximum design velocity should not ex- ceed ten feet (101) per second. SECTION 2. APPROVAL OF PLAN AND SPECIFICATIONS A; SPECIFICATIONS: Specifications shall be defined as collectively all of the terms and stipulations contained in the written portion of information furnished. Three (3) complete sets of specifications shall be submitted to the City Engineer by the Owner's Engineer (hereinafter referred to as "engineer ") prior to receiving contractors' bids on the proposed improvements. The main body of the specifications shall include such information and requirements as is necessary to produce and define a -first- class, workmanlike job. Attached to each of the three (3) copies of the specifications submitted shall be the soil analysis report of a reputable testing laboratory, if applicable. B. PLAN: The plan shall be defined as collectively all of the drawings per- taining to the contract and made a part thereof, and also such supplementary drawings as the engineer may issue from time to time in order to clarify the drawings, or for the purpose of showing changes to the work, or for showing details not previously shown. Three (3) sets of complete plans shall be submitted to the City Engineer prior to receiving contractors' bids on the proposed im- I .s r ! ' -4^ rational approach, - giving due consideration to rainfall intensity, soil characteristics, proper run -off co- efficients, slope, and the hydraulic properties of the pipes used. Interceptors should be placed at intervals not to exceed six hundred (600) linear feet, except under special conditions as approved by the City Engineer. The designed rainfall intensity shall be based on four inches (411) per hour except in new subdivisions, where the rainfall intensity AT A." ST shall be based on a time of concentration ofAa once in ten (10) year expectancy as determined from local rainfall records. The minimum design velocity shall not be less than two and one -half feet (2k') per second. The maximum design velocity should not ex- ceed ten feet (101) per second. SECTION 2. APPROVAL OF PLAN AND SPECIFICATIONS A; SPECIFICATIONS: Specifications shall be defined as collectively all of the terms and stipulations contained in the written portion of information furnished. Three (3) complete sets of specifications shall be submitted to the City Engineer by the Owner's Engineer (hereinafter referred to as "engineer ") prior to receiving contractors' bids on the proposed improvements. The main body of the specifications shall include such information and requirements as is necessary to produce and define a -first- class, workmanlike job. Attached to each of the three (3) copies of the specifications submitted shall be the soil analysis report of a reputable testing laboratory, if applicable. B. PLAN: The plan shall be defined as collectively all of the drawings per- taining to the contract and made a part thereof, and also such supplementary drawings as the engineer may issue from time to time in order to clarify the drawings, or for the purpose of showing changes to the work, or for showing details not previously shown. Three (3) sets of complete plans shall be submitted to the City Engineer prior to receiving contractors' bids on the proposed im- I .s ' -4^ rational approach, - giving due consideration to rainfall intensity, soil characteristics, proper run -off co- efficients, slope, and the hydraulic properties of the pipes used. Interceptors should be placed at intervals not to exceed six hundred (600) linear feet, except under special conditions as approved by the City Engineer. The designed rainfall intensity shall be based on four inches (411) per hour except in new subdivisions, where the rainfall intensity AT A." ST shall be based on a time of concentration ofAa once in ten (10) year expectancy as determined from local rainfall records. The minimum design velocity shall not be less than two and one -half feet (2k') per second. The maximum design velocity should not ex- ceed ten feet (101) per second. SECTION 2. APPROVAL OF PLAN AND SPECIFICATIONS A; SPECIFICATIONS: Specifications shall be defined as collectively all of the terms and stipulations contained in the written portion of information furnished. Three (3) complete sets of specifications shall be submitted to the City Engineer by the Owner's Engineer (hereinafter referred to as "engineer ") prior to receiving contractors' bids on the proposed improvements. The main body of the specifications shall include such information and requirements as is necessary to produce and define a -first- class, workmanlike job. Attached to each of the three (3) copies of the specifications submitted shall be the soil analysis report of a reputable testing laboratory, if applicable. B. PLAN: The plan shall be defined as collectively all of the drawings per- taining to the contract and made a part thereof, and also such supplementary drawings as the engineer may issue from time to time in order to clarify the drawings, or for the purpose of showing changes to the work, or for showing details not previously shown. Three (3) sets of complete plans shall be submitted to the City Engineer prior to receiving contractors' bids on the proposed im- I .s e t provements. The plan shell show the plan.. profile, end-cross- section of the proposed improvement, 4*d shall SPeclfically Show, by dimensions, alignment, and right -of -way widths, the gradient and vertical curve data, and shall indicate drainage structures as to location, size, material, and gradients. C: CITY APPROVAL: The City Engineer has the option to require of the engineer,eopies of all notes and calculations pertaining to any information or' drawings contained in the plans and specifications. The City Engineer shall write a letter of approval for the plans and specifications when said plant and specifications meet the re- quirements of the City, and he shall return one (1) copy of the complete plans and specifications which shall bear the City's seal of approval. The City Engineer shall approve or disapprove these plans and specifications within ten days (10) or they are automatically approved. SECTION 3. MATERIALS AND METHODS FOR CONSTROCTING RIGID A: MATERIALS: 1. PORTLAND CWW CONCRETE FOR RIGID PA"VXWWS DRIVEWAY APRONS AND DRAINAGE STRUCTURES: Portland Cement concrete shall have a mini== compressive strength of three thousand (3,000) pounds per square inch in twenty -eight (28) days, and its maximum slump when placed shall not exceed four inches (411). Concrete shall be mixed in accordance with current ASTM requirements. (1) CEMENT: Portland Cement shall conform to current American Society for Testing Materials (A.S.T.M.) standards. (2) FINE AGGREGATE: Sand shall be clean, sound, properly graded, and free from organic materials that might seriously reduce the strength of the concrete. Sand shall be unifo =lg graded from one hundred per cent (100x) passing the three - eightbs inch (3/8 ") sieve to not more than eight per cent (Sx) passing the No. 100 sieve. Sands containing at least twelve per cent (12%) to fifteen per cent (15x) passing the No. 50 sieve are preferred. Colorimetric tests shall show not darker than a very light amber. Fine aggregate consisting of cubicle particles is desired, and will produce concrete of the required wolkability. A finenesa modulus of two "d seventy-nine 7 A —6• hundredths t2.79f is recommended. (3) COARSE AGGREGATE: Aggregate shall be of hard, durable rock or gravel, and shall be free from shale, chart, or organic material. Rock shall conform to A.S.T.M. Designation 2, and gravel shall conform to A.S.T.M. Designation D289. Coarse aggregate consisting of rounded or cubicle particles is per - ferred. The gradation shall be uniform, between the limits of one and one -half inch (1k ") and one- fourth inch (k ") sine particles. In no case shall the maximum size aggregate exceed one -third (1/3) of the design depth of the pavement. A fine- ness modulus of seven and two- tenths (7.2) is recommended. (4) WATER:* 'Water to be used shall be potable, i.e., drinkable and shall be clean and free from oils, salts,and other in- furious substances. 2. REINFORCEMENT: All reinforcing shall meet current American Association of State Highway Officials (A.A.S.H.O.) specifi- cations for welded steel wire fabric, billet steel bars, rail steel bars, or axle steel bars, all for concrete reinforcement. Deformed bars shall comply with current A.A.S.H.O. Designation M -137. as LOAD TRANSMISSION OONNECTORS: "Starlug" load transmission connectors or equal are permissible. 3. JOINT FILLER: Joint filler shall consist of pre - molded, poured, . deformed metal plates, or structural grade redwood planks. a. PRE -MLDED JOINT FILLER: Pre- molded joint filler shall be of the non- extruding type, shall be from three - fourths inch (3/4 ") to one and one -half inches (1h ") thick, and shall be of the same height as the slab in which it is placed. b. POURED JOINT FILLER: Poured joint filler shall be bituminous material of an approved type, conforming to A.A.S.H.O. Desig- nation M-18 or rubber -base compound conforming to Federal Specification SS-F -336, or asphalt with mineral filler as de- fined by special provision 701 Arkansas ftow.lighway Depart- went. c,o DEFORMED METAL PLATE JOINTS: Deformed metal plate joints shall be of an approved type. d. R=OOD PLANT JOINT FILLER: Structural grade redwood planks shall be used as joint filler when load transmission connectors -/- are utilized in making transverse joints. The planks shall be three fourths inch (3/4 ") thick and shall have a minimum width of one -half inch (k") less than the slab thickness at any pointf, Joint filler shall be poured into the one -half inch 011) recess. 4. CURING COMPOUNDS: Curing compounds may include such materials as silicate of soda, calcium chloride, or any of several other curing expounds approved by the Engineer. While clear curing membranes with a fugitive dye is acceptable, the white pigmented curing membrance is preferred. B: METHODS: 1, PLAd NG REINFORCING: All pavements in Classes 1 and 2 may be reinforced with #3 deformed bars at twenty -four inch (24 ") centers both directions. Welded wire mesh may be used as an alternate if an equal amount of steel is installed Mats of reinforcement shall be lapped twelve inches (1211). Slab re- inforcement should be placed about two inches (2 ") below the finished surface of the pavement unless otherwise directed by the engineer. 2. JOINTS: a. TRANSVERSE JOINTS: Transverse joints fall into two (2) general classes: expansion Joints and contraction joints, and shall be of the type and dimensions shown on the approves plan, and shall be constructed perpendicular and at right angles to the center -line of the pavement. (1) EXPANSION JOINTS: Minimum spacing shall be sixty feet (601) center to center as nearly as is practical. All edges shall be tooled and rounded. When dowel bars are used, they shall be placed at one -half M of the slab depth and a line through the horizontal axis shall be parallel to the surface of the slab. One end of all dowels on a common side of the joint shall be greased and fitted with an expansion cap. When load trans- { mission connectors are used, greasing may be dispensed with. (2) CONTRACTION JOINTS; Contraction joints dhhall be spaced at a maximum of twenty feet (201) when crushed stone is used in the mixture. The maximum of fifteen feet (151) spacing shall be used when gravel is used. All contrac- tion Joints shall be cut to a minimum of twenty percent (207.) of the total thickness of the slab including sawed Joints. b. MANSION JOINTS OTHER THAN TRANSVERSE: Expansion joints shall be formed about all features projecting through or into the pavement, such as poles, hydrants, manholes, and storm sewer appurtenances, and shall be formed between the pavement slab and existing curbs, buildings, or other structures. Unless otherwise designatedi such joints shall be constructed one -half inch (k ") in width and may be of either pre - molded or poured type. c. LONGITUDINAL JOINTS: Longitudinal Joints shall be placed perpendicular and parallel to the center -line of the pavement and shall be keyed in multi -lane pavement. Longitudinal Joints shall be free or tied, as determined by the engineer. 3. FOB:. Forms shall be of steel and /or of wood, two inches (210) thick, dressed on the top and inside. Battered, bent,twisted or broken forms shall not be used. All forms used shall be cleaned and oiled before concrete is placed against them, and when staked and placed, shall have rigid, tight connections at the Joints. 4. PLACING OF CONCRETE: a. POs. No pouring of concrete on any street shall begin without notifying the City Engineer at least twelve (12) hours prior to beginning operations. If the City Engineer -g.. does not inspect the base within the said 12 hour period, the base shall be deemed approved. Concrete shall not be placed until the subgrade has been checked and accepted by the engineer. All forms shall be set and securely stake( to the lines and grades established by the engineer. The concrete shall be deposited on a thoroughly wetted subgrade in such a manner as to minimize rehandling, and shall be deposited in one course. Spading or vibrating shall be required adjacent to all forms and joints. Placing shall be a continuous operation without bulkheads as nearly as is practical. Concreting operations will not be permitted when a descending air temperature falls below forty degrees Fahrenheit (400 F.) nor resumed until an ascending air temperature reaches thirty -five degrees Fahrenheit (350 F.). The City will not accept any pavement which has been damagee by frost. Under no circumstances shall the placing of con- crete on a frozen subgrade be permitted. b. SCREEDING: Screeding, spreading, and finishing machines shall be preferred. If the scope of the work does not per- mit the use of this machine, the following procedure shall t followed. After the concrete has been deposited, it shall be approximately levelled and struck off to such depth below the finish grade as required to place reinforcing mats or wire mesh, and shall be properly consolidated prior to placing the reinforcing mats or mesh, when applicable, as the case may be. Additional concrete shall be deposited ani struck off to a depth above the finish grade that when properly consolidated, the surface shall conform to the lint and grade desired. The strike -off board shall be straight, free from warp, and shod on the striking surface with a steF Strip, and shall be shaped to the required curvature and -10- crown. The strike -off board shall be moved forward with a combined longitudinal and transverse motion and without raising either end above the side forms during the strike - off process. A slight excess of material must be kept in front of the cutting edge at all times. The entire area of the pavement shall be tamped in such a manner as to secure maximum compaction and to reduce voids to a minimum. c. INTEGRAL CURB: The cross- section of the integral curb shall conform to the City's standard, and the concrete mix used shall be the same as that used in the concrete pavement, and stall be poured as one - course construction, with special attention being given to spading and tamping, to insure ade- quate compaction and surfaces free from honeycomb. All inte- gral curb sections ahall make allowance for driveway openings in accordance with City standards. The concrete for integral curb may be left high on the outside form by a notch in the screed, or it may be carried back from the paver after the pavement surface has been struck off. The integral curb . shall be shaped by a "mule' or by a straight -edge guided by templets of proper shape, temporarily inserted in the con- crete at regular intervals. Joint spacing shall be the same as required in the pavement. The final finish shall match the texture of the adjoining pavement. Designed low points and flat grades shall be checked by pouring a small.amount . of water into the gutter at some distance from the inlet before final finishing operations are completed. d... STRAIGHT -EDGE TESTING AND LONGITUDINAL FLOATING: IMMOdUtely following screeding and compaction operations, the slab surface shall be tested for trueness with a straight -edge. Any depressions found shall be filled with freshly mixed concrete, struck off, consolidated, and refinished, Longi- -11W., tudinal floating shall be done in conjunction with checking with the straight -edge. The float shall not be less than twelve inches (12 ") in length, and from eight inches (8 ") to ten inches (10 ") in width, and shall be properly stiffen( to prevent flexibility and warping. The straight -edge testing and floating operation shall continue until the entire surface is found to be free from observable de- partures from the straight -edge, and until the surface -of the slab has the required grade and contour. e. BE.TING AND FINISHING: The pavement shall be finished by two (2) applications of a soft, flexible belt of approved composition, from eight inches (81') to twelve inches (1211) in width. The belt shall be moved forward with a combined transverse and longitudinal motion, the longitudinal ad- vances being very slight for the first belting, but with a sweVing motion for the final belting. Care should be exer- cised that the belting operation does not work the crown ow, of the pavement. Prior to the concrete attaining its initiL- set, the surface shall be given a final belting to produce a uniform surface of roughened texture. Excess water, laitance, or foreign matter brought to the surface during the course of the finishing operation shall be removed im- mediately by means of a squeegee drawn from the center of the slab toward either edge. Brooming may be required by the engineer to provide a surface of roughened texture if the final belting does not accomplish the result desired. Forms shall not be removed for at least twelve (12) hours after placing of concrete. All holes, voids, or honeycomb shall be moistened and filled with 1 :2 mortar, and floated PRO smooth. f. SURFACE TESTS: After the concrete has hardened, the surface -•12- of the pavement shall be tested with a ten -foot (101)straighi edge as previously described. Ordinates measured from the face of the straight -edge to the surface of the pavement shall not exceed one - sixteenth inch (1/161°) per foot from the nearer point of contact, and the maxim= variation in ten feet (101) shall not exceed one- fourth inch (k "). The contractor shall be required to remedy any deviation in excess of the above tolerance as directed by the engineer. • CURING: As soon as the pavement has been finished and has at- tained sufficient set to prevent marring the surface, it shall be cured by an approved, moist curing method or by spraying with an approved compound. Extreme care shall be exercised during the early curing period to prevent extreme reductions in the rface temperature of the slab. No edge of the slab shall be exposed to the air during the curing period. The length of the curing period depends upon the rate at which the concrete hardens, normally from three (3) to ten (10) days. 6. OPENING TO TRAFFIC: The normal period of time for keeping the pavement closed to traffic shall be fourteen days (14). This period may be shortened subject to the results of suitable tests to determine the quality and strength of the concrete, and only then with the consent of the City Engineer, and in no case shall pavement be opened before the longitudinal and transverse joints are properly poured and the pavement cleaned of all foreign substances. The City Traffic Engineer shall be notified at least seven (7) days in advance of opening any pavement to traffic. C: TESTS AND INSPECTM N: 1. TESTS OF CONCRETE: Tests as outlined in this section shall be made during and after paving is completed in order to determine consistency, air content, strength, thickness, and surface variations for each strength of concrete placed. All tests ' , 1 -►13- except slump and air content tests when they are performed by the engineer shall be made by a reputable testing laboratory and shall be at the contractor's expense. Results shall be mailed directly to the engineer and the City Engineer by the laboratory. a. SLUMP TESTS:Slump shall be checked to test the consistency of the mix by the method described in A.S.T.M. Standard C143 b. AIR CONTENT: Air content of concrete may be determined by any of the following A.S.T.M. methods: Air Content Designa- tions C138, C173♦ and C231. c. STRENGTH TESTS: Flexural strength of concrete shall be de- termined in accordance with A.S.T.M. Standard method of test, Designations C31 and C78. When compressive test cylinders are required, they shall be taken in accordance with A.S.T.M. Designation C31. Three (3) test cylinders shall be taken for each day's run, one of which shall be broken at seven (7) days and two (2) of which shall be broken at twenty -eight (28) days. . 2. FINAL INSPECTION: Prior to final inspection, the contractor shall be required to make a general clean -up of the constructio area. The pavement, curbs, and all appurtenances shall be properly backfilled, and shall be clean and free from fractures spalling, or defects. Providing all construction meets the requirements of the City, a letter of approval of construction shall be written by the City Engineer. The City's acceptance for maintenance shall be in accordance with maintenance bonds as hereinafter provided. SECTION 4. AND METHODS FOR A: MATERIALS: 1. PORTLAND CEMENT CONCRETE FOR CURB AND GUTTER: The concrete r■ 1�■ra■■I+nr w w - ■ . ■r■.ra ■ mix used shall meet the requirements specified in Section 3, l -14- "Materials and Methods for Constructing Rigid Pavements." 2. BASE COURSE MATERIAL: Base course material shall be composed of crusher run, and shall conform to the current Arkansas State Highway Specifications, Base Course Material, Designation SB -2. 3, BITUMINOUS MATERIAL FOR PRIME COAT: Prime coat shall be a cut- back asphalt meeting current A.S.T.M. specifications, and shall be free from water. 4. ASPHALTIC CONCRETE HOT MIX WEARING SURFACE: Asphaltic concrete hot mix wearing surface shall be composed of a compacted mix- ture of mineral aggregate and asphalt cament, and shall be the product of an approved mixing plant of the separate weight batch type or continuous mixing type. Asphaltic concrete hot mix wearing surface shall conform to the composLtions specified herein. The materials forming the mixture shall in all cases be measured•separately by weight, and shall be heated before entering the mixer to a temperature between Two Hundred Seventy - Five degrees Fahrenheit (2750) to Three Hundred Seventy -Five degrees Fahrenheit (3750 F.). a. COMPOSITION OF MIX: The hot asphaltic concrete shall con- form to the standard specifications set forth by the Asphalt Institute for dense graded hot mix and hot laid asphalt material. (1) MINERAL AGGREGATE: Mineral aggregate shall conform to the following gradations: Total Retained On 11' sieve On 3/4 " sieve On 1/2" sieve On No. 4 sieve On No. 10 Sieve TbUl Passing No. 40 sieve No. 80 sieve No. 200 sieve Per Cent by Weight Tolerance 0� 07. /77. 20 -40% / ow -5% 45 -60% or - -57. 15 -357. or -5% 8 -20% or -3% 4 -8% of -2.57. At least h of the material passing the 200 sieve shall be limestone dust. -15- (2) ASPHALTIC CEMENT: Penetration Grade Per Cent by Weight Tolerance 50 -100 penetration 6 -97. j or - 0.37. Asphaltic cement shall meet current A.S.T.M. speci- fications tested by the latest revised methods for fifty - one hundred (50 - 100) penetration. B: METHODS: 1, FORMS,P:, Forms shall be of steel and /or of wood, two inches (21') thick, dressed on the top and insides. Battered, bent, twisted or broken forms shall not be used. All farms used shall be cleaned and oiled before concrete is placed against them, and when staked and placed, shall have rigid, tight connection: at the joints. 2. PORTLAND CEMENT CONCRETE CURB AND GUTTER: All curb and gutter shall be poured as one course construction. Concrete shall be placed in the forms on a compacted, wetted subgrade and shall b. tamped and spaded until mortar covers the entire surface. Tamp- ing and spading shall be given special attention to insure adequate compaction and surfaces free from honeycomb. The cross section of the curb and gutter shall conform to the City' standard. The surface shall be struck off smooth between temp- lets, shaped to the required cross - section, audit shall be finished with a wooden float and steel trowel and broomed to produce a uniform surface of roughened texture. Joint spacing shall be the same as required in Section 3# "Materials and Methods for Constructing Rigid Pavements." Expansion joints shall be used behind or at the ends of the curb wherever it &butts sidewalks, driveways, or other structures. The curb and gutter shall be grooved one inch (111) deep with an ap- proved grooving tool at intervals as specified under Section 3, paragraph B -2, Joints. All curb and gutter sections shall -16- make allowance for driveway openings in accordance with City standards. 3. PLACING CRUSHED STONE BASE COURSE: The base course shall be placed in courses not to exceed six inches (611) in compacted thickness each course having compacted thickness as directed by the engineer. The base material shall be spread the same day it is hauled, and shall be thoroughly mixed by approved mechanical equipment to secure a uniform distribution of the fine and course particles. Proper compact6on shall be ninety five percent (95%) Modified Proctor with one field density test required per one- thousand (1,000) square yards of base compaction. If the crushed stone meeting the gradation remiire- meats specified is deficient in material passing the No. 40 sieve after it has been processed and shaped as above outlined, additional binder or filler material shall be furnished and applied in the amounts directed by the engineer. The City Engineer shall be notified at least twelve (12) hours prior to placing prime to permit checking the base for stability, line grade, and crown. If the City Engineer fails to make an in- spection after proper notification within the said twelve (12) hour period, the base will be deemed approved. 4. PREPARATION OF BASE COURSE FOR RECEIVING ASPHALTIC CONCRETE SURFACE: Prior to the arrival of the surface course mixture on the work, the prepared base shall be cleaned of all loose and foreign materials, and shall be primed with bituminous material specified. The prime coat shall be applied with an approved type, self - propelled asphalt distributor with minim= pressure of forty pounds (40) at the rate of five - hundredths (.05) to four- tenths (.4) gallon per square yard of surface. The specific rate of application shall be as directed by the engineer. The prime coat shall, in any case, be placed -17- S�fftajently in advance of laying the wearing surface as to permit thorough curing. Contact surfaces of curbs, gutters, manholes, and other structures adjacent to the paving area shall be painted with a thin, uniform coating of hot asphaltic cement, cutback, or emulsified asphalt before the surface mix tore is applied against them. S. TF,ANSpORTING AND PLACING ASPHALTIC CONCRETE HOT MIX WEARING S M ACE: The methods employed in performing the work, and all equipment, tools and machinery used in handling materials and in executing any part of the work, shall be subject to the approval of the engineer before the work is started, and when- ever found unsatisfactory, shall be changed or improved as required by the engineer. a. TRANSPORTATION OF MIXTURE: The mixture shall be transported from the paving plant to the work in tight vehicles with metal bottoms, previously cleaned of all foreign substances, and lightly lubricated with a thin oil or soap solution. Excessive lubricant will not be permitted. When directed by the engineer, the vehicles shall be suitably insulated, and each load shall be covered with a canvas or other suit- able material. Care shall be exercised by truck drivers so as not to distarb or loosen the prepared base course when entering or leaving the project area. b. PLACING THE MIXTURE: The mixture shall be laid only upon a base which is dry, or at least free from standing water, and only when weather conditions are suitable and the mix- ture shall have a temperature range of from two- hundred seventy -five degrees Fahrenheit (2750F.) to three- hundred twenty -five degrees Fahrenheit (3250 F.) - prior to the delivery of the mixture on the work, the prepared base shall be cleaned of all loose or foreign material. No asphaltic concrete material shall be mixed or placed when a •18• descending air temperature reaches forty degrees Fahrenheit (40o F,), or shall not be started•�until an ascending air temperature reaches thiM-five degrees Fahrenheit (350 F.). All asphaltic concrete mixtut"e shall be unloaded into a mechanicatl, self-powered paver which is capable of spreading the mixture true to the line, gtode, and crown set by the engineer. Care shall be exercised.to insure the mixture being unloaded into the mechanical paver so that no material will fall between the truck and the paver onto the prepared base course. Such deposits shall be r'awved immediately. Hand spreading shall be allowed in area inaccessible to the paving machine, and/or such areas as directed by the engineer, The laying process shall be continuous as nearly as is practicable, Care shall be exercised by the contractor not to destroy or loosen the base course material during the laying operations, c, RoLuNG: The asphaltic concrete mixture shall be compressed while in a plastic condition and as soon after being raked as it will bear the rollers without undue displacement or hsircracking. All rollers used shall be an approved type in the eight (8) ton to twelve (12) ton class, self -pro- polled, and in good condition. Each roller shall be manned by a competent, experienced operator, and shall be kept in continuous operation as nearly as is practicable. The rolling surface of the wheels shall be properly moistened with water, but an excess of such moisture will not be per- mitted. Along curba, headers, and similar structures, and all places not accessible to.the roller, the surface mix- ture shall be thoroughly compacted with hot tampers to pro- duce sealed joints. d, JOINTS: The roller shall pass over the unprotected and freshly laid mixture vt - -) the laying of the course is to be •19- discontinued for such length of time as to permit the mix- ture to become chilled, In all such.casesy provision shall be tmade for a proper bond with new surface mixture by cutting back the joint so as to expose an unsealed, granular surface for the full specified depth of the course. The exposed edge of the cut joint shall be painted with a thin coat of hot asphaltic cement, cutback or emulsified asphalt and the hot mixture shall be raked against the joint, thoroughly tamped with hot tampers, and rolled,, Hot mnoothing irons may be used for sealing joints, but in such cases extreme care shall be exercised to avoid burning the surface. e. S'.:'ACE TESTS: Before the completion of rolling, the wir- face shall be tested for thickness and contour and corrected as necessary while still hot by properly adding or removing material, and by reshaping and rerolling until the finished surface complies with the best requirements. The finished surface shall show no deviation from the general surface in excess of one - sixteenth inch (1/16 ") per foot. Ordinates measured from the face of a ten -foot (10') straight -edge to the surface of the pavement shall not exceed one - sixteenth inch (1/1611) per foot in distance from the nearer point of contact, with the further provision that the maximum varia- tion in ten feet (101) shall not exceed one- fourth inch (k "). Such portions of the completed surface course found de- fective in compression or finish shall be removed and re- placed with suitable material by the contractor. 6. OPEN= TO TRAFFIC: The ncr:.a,l period of time for keeping the pavement closed to traffic is the period required for the fin- ished pavement to cool to atmospheric temperature; however, upon completion of the work, the contractor or engineer shall sc -20- notify the City Engineer in order that traffic control signs and devices may be installed prior to general traffic use. C: TESTS AND INSPECTION: 1. TESTS OF CONCRETE: Tests shall meet specifications as outlined in Paragraph C. 1., Section 3, "Materials and Methods for Con- structing Rigid Pavements." 2. TESTS OF ASPHALT AND CRUSHED STONE: Tests of all materials used in the base course and wearing eurface stall be made dur- ing and after paving is completed in order to control and de- tenmine the quantity, quality, and thic11kness of the various materials placed. All tests shall be made by a reputable testing laboratory and shall be at the contractors expense. Results shall be mailed directly to the engineer and the C.ty Engineer by the laboratory. The laboratory report shall shaj the sieve analysis in per cent passing, batch weight in ppunds for the various materials used, tempera+:ure of mixture, and as analysis of the surface course mixture leaving the plant. Only current A.S.T.M, standard methods shall be employed. At least fY1I �11CA' ¢00 %I�YS f9F .4$^V-+�4r /G �sA1ERiAt one test shall be taken - vvT No7' L .-ss ".4N oNE rzA' DAY. 3. FINAL INSPECTION: Prior to final inspection, the contractor shall be required to make a general clean -up of the construction area. The pavement, curbs, and all appurtenances shall be properly back - filled, and shall be clean and free from frac- tures, spalling or defects. Providing all construction meets the requirements of the City, a letter of approval of con- struction shall be written by the City Engineer. The City's acceptance for maintenance shall be in accordance with main- tenance bonds as hereinafter provided. SECTION 5, MATERIALS AND METHODS FOR CONSTRUCTING EXCAVATION AND FILLS, PIPE CULVERTS AND STORM SEWERS, CATCH BASINS DROP INLETS AND JUNCTION BOXES, SUBDRAINS, SIDEWALKS ETC. -21- A• MATERIALS: I. FIBS: Materials used in the construction of compacted fills for roadways, storm sewers, sidewalks, etc., shall be composed of earth, sand, gravel, or other suitable material meeting the approval of the engineer. 2, PIPE: Pipe used in the construction of culverts and storm sewers, shall be plain concrete, reinforced concrete or bituminous coated corrugated metal pipe or pipe arch with paved invert. Plain concrete pipe may be used up to twenty - four inches (2411) with the approval of the City Engineer. a• REINFORCED CONCRETE PIPE: Reinforced concrete pipe shall conform to A,S,T,M. Designation C76, b. BITUMINOUS COATED CORRUGATED METAL PIPE OR PIPE ARCH WITH PAVED INVERT: Bituminous coated corrugated metal pipe or pipe arch with paved invert shall be Armco Standard or equal, and shall meet requirements for H -15 truck loading plus impact. c. Plain concrete pipe shall conform to A.S.T.M. Designation C-14. 39 RINGS AND CoyERS,,AND GRATES AND _FRAMES: Cast iron shall be of good quality and of such character that it shall make the metal of the castings strong, tough, and of even grain. All castings shall be smooth, free from scale and cracks and other defects that might render them unsuitable for the use for which they are intended. a, RINGS AND COVERS: Rings and covers shall be of two (2) main types; sidewalk and street type. The combined weight of the standard sidewalk type shall be approxi- mately one hundred twenty -five (125) pounds total, and the standard combined weight of the street type shall be approximately two hundred fifty (250) pounds total. I -22- 4. BRICK or 6` VERTICAL CELL TILE: Brick shall be clear, whole, free from cracks or warpage, and shall produce a ringing sound when two (2) bricks are struck together. 5. SUBDRAIN TILE: Subdrain the shall conform to current A.S.T.M. specifications and shall pass standard methods of testing A.A.S.H.O. 6, FILTER MEDIUM: Filter medium shall meet current Arkansas State Highway specifications for filter rock. 7. PORTLAND CEMENT CONCRETE FOR SIDEWALKS AND APFURTENANCES: Portland Cement concrete for sidewalks and appurtenances shall have a minimum compressive strength of not less than two - thousand ( ,I.;000) pounds per square inch in twenty -eight (28) days. Its maximum slump in place shall not exceed four (41) inches. Concrete shall be mixed in accordance with current A.S.T.M. requirements. a. CEMENT: Portland Cement shall conform to current A.S.T.M. standards. b. FINE AGGREGATE: Sand shall be clean, sound, properly graded, and free from organic materials that might seriously reduce the strength of the concrete, and shall meet all requirements of Paragraph a. (2), Section 3, "Materials and Methods for Constructing Rigid Pavements." c. COAM AGGREGATE: Aggregate shall be of hard, durable rock or gravel, and shall be free from shale, chert, or organic material. The aggregate shall be well graded in size between one - fourth inch (4, ") and one inch (1"). d. WATER: Water used in mix shall be potable; i.e., drinkable, and shall be clean and free from oils, salts, and other injurious substances. B: METHODS: 1. EXCAVATION AND FILLS IN THE RIGHT -OF -WAY: Excavation in the right -of -way shall consist of clearing and grubbing, site grad- ing, and excavation and fills as outlined herein. -23- a. AND GRUBBING: Clearing and grubbing shall consist of the entire removal and satisfactory disposal of any trees, stumps, logs, and other vegetation, and all debris within the-right-of-way, or -as indicated on the plans, and /or as directed by the engineer. Where stumps are at least two feet (21) under this subgrade, they may be sawed off flush with the ground. b._ _SATE GFADIN G: Site grading shall conform to the slopes and grades specified for the intent and - -rpose for.which the work is required. The work may be executed by any approved method and by the use of any excavating and trans- porting equipment adapted to the work. Me finished graded surface shall present a neat, smooth sur &ce, free from all obstructions, except trees designated to be left in place. c. EXCAVA ION AND FILLS: Excavation shall con -list of all cutting in the roadway and adjacent areas, and the cuttirg and removal of all unsuitable material, regardless of character, from the subgrade, all in conformity with the lines and grade shown on the plans. Unless directed by the engineer, excavation shall not be carried below the elevations indicated on the drawings except when soft or otherwise unsuitable material is encountered. This material shall.be.removed and replaced with suitable material in .accordance with the procedure specified for fills, with the further provision that all loose rock or boulders found in the subgrade shall be broken off and removed to a depth of not less than six inches (6 ") below the surface of the -sub- grade. .Suitable material shall consist of earth, -sand, gravel, or other satisfactory materials. Fills shall be built up with suitable materials from, excavation which is free from muleh,.trees, tree boles, -24- rubbish, and frozen materials. Earth or friable materials used in constructing fills shall be placed in successive horizontal layers of loose material not more than eight inches (811) in depth* Each layer shall be spread uniformly and shall be wetted and rolled with a sheepsfoot roller, pneumatic tired roller, or other approved ecrApment, until thoroughly compacted to ninety per cent (901°1.) of maximum density obtained at optimum moisture content, as determined by the Modified Proctor Compaction Test Where rock is to be incorporated in fills composed largely of earth or friable materials, the rock shall be reduced to a maximum size of six inches (61) with the farther provision that no rock of six inch (6' ") maximum size be within six inches (6 ") of the finished subgrade. Subgra.de compaction shall extend a minimum distance of one foot (11) beyond the outside edges of the pavement and /or curb and gutter, and a maximum distance as determined by the width of right -of -way. Except as otherwise provided, the top six inches (6 ") of subgrade in ev!a area shall be compacted to ninety -five per cent (95X) of maximum density obtained at optimum moisture content, as determined by the Modified Proctor Compaction Test. The engineer shall notify the City Engineer at least twelve (12) hours prior to placing any material on the completed subgrade in order that the City Engineer may check the line, grade, and croon of the subgrade. If the City Engineer does not make the inspection after proper notification within the said twelve (12) hour period the subgrade shall be deemed approved. Upon completion of all excavation and fill within the right -of -way, the City Engineer may require additional Proctor Density Tests at any given location to determine the i t � -25- compaction of the subgrade* The costs of all tests shall be borne by the contractors d. BWILL OF UTILITY; LtW' : Ali, utility lines under any im- prov®ment shall be laid prior to setting any forms for construction, As soon as the joints of the utility lines have hardened to such an extent that they will not be damaged by backfilling, suitable materials from the spoil bank shall be brought up in compacted layers not exceeding eight inches (811) in depth of loose material. The first layer shall not extend above the spring line of the pipe in any case. Compaction of backfill shall be carefully and thoroughly done so as not to displace utility lines from their original positions. All the backfill materials shall be at optimum moisture, and shall meet density requirements outlined in Paragraph B. c., "Excavation and Fills," Section 5, 'Materials and Methods for Constructing Excavation and Fills, Pipe Culverts and Storm Sewers, Catch Basins, Drop Inlets, and Junction Boxes, 5ubdrains, Sidewalks, etc." Every subdivision or improvement district installing utility lines under ground,of any and whatever nature,within the , right -of -way of the public streets in this City and all public utilities, including municipal owned utilities, shall post with the City Collector a Five Thousand Dollar ($5,000.00 Surety Bond to be approved by the City Attorney, conditioned so as to guarantee compliance with the specifications pro- vided for in this section, which shall include the WN cost. of tests and repairs. If the engineer of the project;,or the City Engineer questions the matter of compliance with specifications, then he shall direct that a density test be made, the findings of which shall be conclusive. 2. PIPE CULVERTS AND STORM SEWERS: All excavation shall be carried -26- to an elevation where foundation materials are satisfactory to the engineer, regardless of elevations shown on the plans. Pipe culverts and storm sewers shall be placed either by hand or by mechanical means, and shall be laid and backfilled as specified herein. a LOR41 M BED FOR PIPE: Where pipe is laid below the ground line, the trench shall be excavated to the required depth and to the minimum width practicable for the existing working conditions. The bottom of the trench shall be steed to conform to the bottom of the pipe, and to afford a uniform bearing throughout its entire length. Recesses shall be excavated to receive the bells where bell and ,spigot pipe is used. When rock is encountered in the trench, it shall be removed to a minimum depth of six inches (610) below the pipe, and this excess depth shall be re- filled with suitable material and stabilized. Where pipe is not laid in a trench, a uniform, firm bed shall be made as specified above. b. IAYING THE PIPE: Pipe culverts and storm sewers shall be laid to the lines and grades established by the engineer, with the hubs and bells upgrade. Spigot ends shall be fully entered into the adjacent hubs or bells. All joints shall be cemented with 1:3 Portland Cement mortar. The insides of all joints shall be wiped and finished smooth. When corrugated metal pipe or pipe arch sections are used, they shall be joined with a band made of the same material as the pipe. Any pipe which is not in true align- meat or which shows settlement after laying shall be taken up and re -laid by the contractor. c. BACKFILLING: The material used for backfilling pipe cul- verts and storm sewers under any improvement shall be at optimum moisture, and shall be free from large lumps, clods or rocks, and it shall be placed alongside the pipe culverts -27- or storm sewers in layers of approximately eight inches (81*,) and thoroughly compacted to an elevation equal to the spring line of the pipe. Subsequent layers of backfill material shall be placed uniformly over the contour of the pipe in layers not to exceed eight inches (811), and shall be com- pacted for the entire depth of the trench. Backfill com- paction by puddling or jetting with water shall not be permitted unless it is non - plastic materials. 3. CATCH BASINS] „DROP N1=,S_, AND JUNCTION BOXES: Concrete floors for catch basins, drop inlets, and junction boxes shall be poured at least twenty -four (24) hours prior to beginning con- struction on the walls. Floors shall be constructed to the full cutside dimensions indicated in the plans. Walls shall be so constructed as to form a tight joint with the floor and around all inlets and the outlet pipes. Walls may be con- structed of plain concrete or reinforced concrete meeting re- quirements outlined in Paragraph A.1., Section 3, "Materials and Methods for Constructing Rigid Pavements," or brick masonrys as required by the engineer. Forms for concrete walls stall be smooth on the inside face and shall be securely staked to conform with the lines and grades established by the engi- neer. They shall be set in such a way to prevent springing when concrete is placed against them. All forms shall be cleaned and oiled before concrete is placed against them. No concrete shall be poured until the engineer has inspected the forms, the placing of reinforcing steel and castings, and has given his approval to proceed with the work. All castings shall be set accurately to the finished elevations. They shall be set in full mortar beds with firm bearing on the walls or securely fastened to the forms so that no movement will occur when concrete is poured around them. -ZS- In construction of brick masonry walls, the brick shall be thoroughly wetted immediately before being laid, and they shall be laid in full courses in full and close mortar joints. At least one (1) coures in every seven (7) courses shall be composed of headers. No spalls or bats shall be used except for shaping around irregular openings. All joints shall be completely filled with mortar. Portland Gment mortar shall be proportioned one (1) part of cement to two (2) parts of sand. Retempering of mortar will not be permitted. 4. SUBDRAIN TIM The engineer shall determine areas where sub- drain tile will be required. All trench excavation for the installation of subdrain tile shall be carried to the depth and width deemed necessary by the engineer. Trenches shall be inspected and approved by the engineer prior to placing any filter stone or subdrain tile. The unifoxn layer of filter stone at least four inches (411) deep shall be placed in the bottom of the approved trench prior to installing subdrain tile. The subdrain the shall be laid to the lines and grades established by the engineer. The joints between saaeeeeive.tilae iball be opened approximately one- fourth inch W'),and the upper half of the joint shall be covered with building felt or other approved material. The the shall then be covered with filter stone to the required elevation. S.00NST�J�L'T%„ON OF SIDEWALKS: All sidewalks shall be constructed to the grades heretofore established for the streets on which sidewalks are to be laid, and the responsibility for establish- ing sidewalk grades with relation to the top elevation of the curb for the various streets shall rest with the City Engineer. Sidewalks shall be constructed with a flat surface and shall be pitched toward the curb at the rate of one - fourth inch (k ") per foot, unless otherwise directed by the City Engineer. The -29, width of sidewalks in all residential areas shall be four feet (41) except in the case of repairs to existing sidewalks, in which case the repairs shall conform to the present width. Transverse expansion joints not less than one -half inch (V) thick of the pre - molded, nor - extruding type shall be placed every sixty feet (601) along si dezalks, and at all points where stalks bear against curbs, bnildings, or other structures* All concrete shall be cut at toast twenty per cent (207.) of the full depth of the sidewalk at intervals egial to the width of the walk. All corners shall be rounded so as not to leave any square edges or sharp projections. 6. AWUSTIt'C MAMOLES TO PROPUR GRADE: The paving con- tractor shall see that all valve boxes, manhole covers, clean- outs, etc., are set to the proper grade as established by the engineer, and shall carefully finish all pavement to teem. The contractor and utility company shall be responsible for all valve boxes, manhole covers, and cleanouts, etc., which might be sealed shat deicing construction operations. Any bones or covers damaged by the contractor shall be repaired by him before paving, and he shall bring such damages to the engineer's attention. C: TESTS AND INSPECTION: 1. TESTS FOR COMPACTION OF FILLS AND SUBGRADE: Tests for compaction of fills and subgrade shall be run by a reputable testing laboratory and shall be made in accordance with procedures outlined by "Modified Proctor" by the A.A.S.H.O. 2. TESTS OF COIR t . TIE: Tests of concrete shall be in accordance Y. W.�tlr�.r�.. i.. .r with Paragraph C.10, Section 3, "MATERIALS AND METHODS FOR -30- 4. FINAL INSPECTION: Prior to final inspection, the contractor shall be required to make a general clean -up of the construc- tion area. All backslopes of cut and fill areas and backfills of storm sewers, catch basins, drop inlets, junction boxes, subdrain tiles, sidewalks, and other structures shall be properly dressed to a firm, neat, and clean surface, free from defects of any kind. Providing all construction meets the requirements of the City, a letter of approval of construction shall be written by the ,�ity Engineer within five (5) days of the receipt of request for inspection. The City's accept- ance for maintenance shall be in accordance with maintenance bonds as hereinafter provided. If the City Engineer fails to approve or disapprove the construction within the said five (5) day period, it shall be deemed approved. SECTION 6. BONDS AND INSURANCE A: GENERAL: Contractors submitting bids must be licensed undue the terms of Act No. 124 of the 1939 Arkansas General Assembly, which re- gulates the practice of general contracting in the State of "Arkansas, and he shall. furnish satisfactory proof of the carriage ; of all insurance, statutory performance bonds, and maintenance bonds as specified herein. 1. PUBLIC LIABILITY AND PROPERTY WIAGE INSURANCE: The contractor shall furnish public liability insurance in an amount of not less than $50,000 for injuries, including accidental death, to any one person, and subject to the same limit for each person, and for an amount of not less than $100,000 for any one accident. Property damage insurance shall be in an amount of not less than $10,000 to $20,000.. 2, STATUTORY PERFORMANCE NDS ^ The s tutory per smance bonds shall be in accordance with the State of Arkansas Legislature -31- Act No. 351 of 1953. The bond must be made by a satisfactory surety company, organized in conformity with the laws and doing business in the State of Arkansas. The bond shall be in an amount of one hundred per cent (1000 of the contract price, as surety for the faithful performance of all work done under the contract, and for payment of all persons performing labor and /or furnishing materiAls in connection with the work. 3. MAINTENANCE BONDS: The contractor hall furnish a one -year ff.f. maintenance bona, which shall be in full force and effect from the date of the City Engineer's letter of approval of construction as herein before provided. Prior to the end of the one -year period covered by the maintenance bond, the City Engineer shall make an inspection of the work, and shall notify the engineer and /or contractor of all defects which must be corrected prior to the City accepting full maintenance of the work. When the work meets the requirements of the City, the City Engineer shall then write a letter of approval and acceptance for City Maintenance. SECTION 7. VALIDITY AND SEPARABILITY. If any clause or section, sentence or phrase of this Ordinance is for any reason held to be invalid or unconstiviiional by the courts, such de- cision or decisions shall not affect the validity or constitution- ality of the remaining portions of this Ordinance; and the Board of Directors of the City of Little Rock hereby declares that it would have passed this Ordinance and each section, sentence, clause or phrase tereof irrespective of the fact that any one or more of the other clauses, sentences, sections or phrases were to be declared invalid or unconstitutional. SECTION 8. It has been determined that the lack of standards and specifications for streets, storm severs and other improve- ments within the area of jurisdiction of the City of Little Rock, -32- including improvement districts, covering design, approvals, materials, construction methods, construction materials, and maintenance of streets creates a condition hazardous to the public peace, health and safety of the citizenry of this City; that this ordinance will correct the evil; therefore, an emer- gency is hereby declared to exist abd this ordinance being necessary for the public peace, health and safety, shall be in full force and effect from and after its passage and approval and all ordinances and parts of ordinances in conflict herewith - are hereby repealed. PASSED: June 23, 1958 ATTE T: APPROVED: ,[- a'LkLCA City Clerk Mayor of C o�-o 11,1201 64Z a� su ,•., . _ IL VV AI�`.G._ Ak D Q -5ZC7101' \l /<' CLA 05 9AAIZD CZ.A SS 4 5 rle.. 5ZTS Z j� .Ti,Saf ',04 Or Ii - T% r• • � � °a j • �S ` S 7-AA DAB/.? S4Lc'C r /O/V 10,' CZA SS / .4IVO CZ-A 5S 2 S Tk)6EE TS �"C/ ' Al"VZ:) �9617-7- R S C 7/©1VS i llse46�a9ei- w '� •� w w ..• . , ' +1 y� t` M • /VOTE • a • � � Qs� �i • .T.. • : a,J� 1 , .w 4 ♦a oL A5# � �, a.,f•.:. a^ •tip•; �.��'• •V e A s) Q • s� �► --F 5 TA NDA RD C TION I-'--Ole CZ.. A S ,9 i A L) CLA 5:5 2 .5) TRE5 T5 C 61kz5 �4f�f/�i �J ' .fit Z- ,5,fC71 IVS s . c ^9 j"� . .. Q tSS'^ - M1 � _ � /1�,},.,•f 6rJ {,.��c ` �t c o c c ^ 9 � � [��'`� � a �- _ a' �����•o ...u..` (t"'...... � °oc.,� > ^ °ca' >'r`co. �r oo V� � �a1 �j f\ eJo N j .OA qD i..JE C 70A s CJq CZ— o4 0 3 ,,4ND CZ-145-15" 4 OFI�� A° 7-5 /1/0 7�—=--0 r� 17c1ard eC7Lr°krr 1`Crf /7 �►rc 1C41rb Shall C0rWfo1-177 T 71- Lg i ion afT�e .5ta17dar-ol Sec116n 4,6occ Davv ed ^x-11 �r�6 4,5 ll7Y'a7f C/ ereor7, � 40 10 °D .lcl lz ' TRH' 7, i 7 A /7-z do ZA �� o o � T 5.5CT1O1%1 I"U've ClA SS -.6 AND CZ�ASS 4 �5reZZrS NO 7-4E * 0/ 7he A a 1711 TAIVOAle49 5Z-C 7� ON CZA SS A IV4 0 CL ,4 S.5 2 S 7 -; eZ 7� E7S C / TY 6,-,7A IVDA�l-D C66Q.0 AIVD (5e,"17-7-45k 545CTION.5 L / TrL 45 IqPOCle3 A ARAeA IV,5 A 5 4, VDU A. rol 1A ZA �� o o � T 5.5CT1O1%1 I"U've ClA SS -.6 AND CZ�ASS 4 �5reZZrS NO 7-4E * 0/ 7he A a 1711 TAIVOAle49 5Z-C 7� ON CZA SS A IV4 0 CL ,4 S.5 2 S 7 -; eZ 7� E7S C / TY 6,-,7A IVDA�l-D C66Q.0 AIVD (5e,"17-7-45k 545CTION.5 L / TrL 45 IqPOCle3 A ARAeA IV,5 A 5 4, VDU