UNOPS UNITED NATIONS OFFICE FOR PROJECT SERVICES

UNOPS UNITED NATIONS OFFICE FOR PROJECT SERVICES TERM OF REFERENCE FOR DESIGNING OF KABUL UNIVERSITY PROJECT 3-STOREYS BUILDING LOCATED AT KABUL UNIVERSITY COMPOUND ISSUED FOR TENDER ONLY PROJECT No: 00082000 (1216.01) Kabul - Afghanistan December 15, 2012 1

INDEX SCOPE OF WORK 1. GENERAL 2. SOIL INVESTIGATION 2.1 Technical Requirement 2.1.1 BORING 2.1.1.1 Shell And Auger Boring 2.1.1.2 Drilling In Rock 2.1.1.3 Borehole Depth 2.1.1.4 Backfilling Of Boreholes 2.1.1.5 Termination Criteria 2.1.2 IN-SITU SAMPLING 2.1.2.1 Trial Pits 2.1.2.2 Undistributed Soil Samples From Boreholes 2.1.2.3 Core Samples Of Rock 2.1.2.4 Water Samples 2.1.3 IN SITU TESTING 2.1.3.1 Standard Penetration Test 2.1.3.2 Static Cone Penetration Test 2.1.3.3 Vane Shear Tests 2.1.3.4 Electrical Resistivity Test 2.1.4 LABORATORY TESTS 2.1.4.1 Atterberg Limits 2.1.4.2 Natural Moisture Contents 2.1.4.3 Dry Bulk Density And Void Ratio 2.1.4.4 Specific Gravity 2.1.4.5 Grain Size Distribution 2.1.4.6 Triaxial Tests 2.1.4.7 Unconfined Compression Test 2.1.4.8 Free Swelling Index 2.1.4.9 Swelling Pressure Test 2.1.4.9a Consolidation Tests 2.1.4.10 Chemical Tests (Ph, Sulphates, Chlorides) 2.1.4.11 Chemical Tests (Suitability For Construction) 2.1.4.12 Cbr Tests For Sub-Grade Soils (3 Point Tests) 2.1.4.13 Proctor Density Tests 2.1.4.14 Levels & Co-Ordinates Of Test Location 2.1.5 REPORT 3. SITE TOPOGRAPHY SURVEY 3.1 Site Specific Surveys & Submittals 3.2. Civil Site Development 3.2.1 Site Plan 4. ARCHITECTURAL 4.1 Design Requirements 4.1.1 Standard Design Drawing And Specifications 4.1.2 Design Features 4.1.3 Design Facilities 4.1.4 Drainage 4.1.5 Road Network,Sidewalk And Parking Design 4.1.6 Road 4.1.7 Professioonal Registration 4.1.8 General Design Criteria 4.1.8. Details 5. DESIGN FACILITIES 5.1. General 5.1.2 Structual Concrete 5.1.3 Foundations 5.1.4 Structure Steel 5.1.5 Masonary 2

5.2. DESIGN 5.1. Loads 5.2.1.1 Dead And Live Load 5.2.1.2 Snows Load 5.2.1.3 Wind Load 5.2.1.4 Seismic 5.2.2 Design Submittal And Project Schedule 5.2.3 Material Strengths And Standards 5.2.4 List Of Codes And Technical Criteria 6. SUBMITTAL PROCEDURES 6.1 Design Data 6.2 Design Submittals 6.2.1 Preliminary Site Design & Reports (10%) 6.2.2 General Design (65%) 6.2.3 Design (90%) 6.2.4 Cleared For Construction (100%) 6.3. Geotechnical Report Updated As Necessary 6.3. 1Partial Design Submittals 6.4. UNOPS Review 6.5. Design Calculations 6.5.1 Technical Requirements 6.5.2 Submittal Requirements 6.6. Specification 6.7. Products 6.8. Design Analysis 6.8.1 Design Calculations 6.8.9 Drawings 6.8.9.1 Computer Assisted Design And Drafting (CADD) 6.8.9.1 Submittal Format 6.8.9.3 Final Drawing Submittal 6.8.9.4 Drawing Brorder Sheet Size 6.8.9.5 Sequence Of Design Drawings 6.8.9.6 Drawing Folder Structuree 6.8.9.7 Layer/Level Names 6.8.9.8 Drawing File Name Convention 6.8.9.9 Sheet Identification Block 6.8.9.10 Drawing Scales 6.8.9.11 Text, Symbols,Line Style & Patterns 6.8.9.12 Plotter Preparation Orignal Drawigs And PDF Files 6.8.9.13 Legends 6.8.9.14 Composite And Key Plans 6.8.9.15 Binding 6.8.9.16 Metric Mesurment 6.8.9.17 Units Of Measurment 6.8.10 Drawings 6.8.10.1 Site Layout 6.8.10.2 References 7. MECHANICAL 7.1 Special Qualifications 7.2 Codes,Standards And Regulations 7.3 Design Condition 7.3.1 Indoor Design Condition 7.4 Noise Level 7.6 Ventilation And Heating 7.7 Submittals 7.8 Ventilation 7.9 Plumbing 7.10 Codes,Standards And Requlations 7.11 Plumbing Systems Requirments 7.11.1 Water 3

7.11.2 Piping Materials 7.11.3 Plumbing Water Fixtures 7.11.4 Hot Water 7.11.5 Hot Water Heaters 7.11.6 Wate,Drain And Vent System 7.11.7 Fire Protection 7.11.7.1 Potable Fire Extinguishers 8. CIVIL UTILITES 8.1 System,Distriution And Storage 8.2 Water Storage Tank 8.3 Water Distribution System 8.4 Pipe 8.5 Water Mains And Branches 8.6 Water Service 8.7 Valves 8.7.1 Vacuum And Air Release Valves 8.7.2 Blow-Off Valves 8.8 Sanitary Sewer 8.8.1 Sanitary Sewer System 8.8.2 Storm Water Collection And Management System 8.8.3 Protection Of Water Supplies 8.8.4 Gravity Sewer 8.9 MANHOLES 8.9.1 Manhole Design Requirements 8.9.2 Pipe Connections 8.9.3 Frames And Covers 8.9.4 Steps For Manholes 8.9.5 Pipe 8.9.6 Fittings 8.9.7 Joints 8.9.8 Branch Connections 8.9.9 Building Connections And Service Lines 8.9.10 Cleanouts 8.9.11 Grease Interceptors 9.ELECTRICAL 9.1 Design Standards 9.2 Electrical Products/Material 9.3 Generator Power System 9.4 Electrical Distribution System 9.4.1 Site Power, Electrical, Distribution System, And Fuel Storage Facilities 9.5 Panelboards 9.6 Circuit Breakers 9.7 Conductors 9.8 Conduit 9.9 Interior Distribution System 9.10 Conductors 9.11 Conduit 9.12 Receptacles 9.13 Lighting 9.14 Emergency Lighting 9.15 Light Fixtures 9.16 Illuminated Exit Signs (Exit Lights) 9.17 Search Lights 9.18 Single Line Diagram 9.19 Surge Protective Devices (Spd.S) 9.20 Grounding And Bonding 9.21 Lightning Protection System 9.22 Fire Detection & Alarm System 9.23 Generator House/Fuel Tank Storage Tank And Enclosure 9.24 Submittals 4

9.25 Electrical Worker Qualifications 10. COMMUNICATIONS AND IT SYSTEM 10.1 Applicable Specifications 10.2 Communication Systems Design 10.3 Exterior Conduit 10.4 Telephone/Data Distribution System For Each Building 10.1.2 Patch Panels 11. DESIGNER QUALITY CONTROL PROGRAM 5

SCOPE OF WORK: GENERAL This project consist the design of Computer Science Faculty3-storeys Building in Kabul University Campus, 3rd District of Kabul/Afghanistan. This project is defined as the management, design, refurbish all utilities, roads, building and other features as referenced herein. The work within this scope shall be Designed with reference to the International Building Code (IBC) 2006, ASHRAE,ASM, ACI, IEC, NEC, ASTM, IPC, IMC, AWWA,ICC, Rural Utilities Service(RUS ). The designer may or may not be required to coordinate the efforts required under this contract with other designer. Such coordination requirements shall be required as part of this contract. The coordination effort may be significant and may include such tasks as the exchange of information with other designer s s such as design data, drawings, calculations, and technical information. Additionally it may be necessary for the designer to conduct meetings, hold teleconferences, and prepare the submittal of additional information to the UNOPS Engineer that demonstrates the coordination and integration of this work. All coordination shall be in agreement with the UNOPS Engineer and approved prior to the commencement of any work. 2. SOIL INVESTIGATION The purpose of this standard is to furnish analysis of soil investigation work for the mentioned project. This standard covers the procedure for soil investigation of foundations. The work shall be Carried out in accordance with the standard method. The design shall develop all pertinent geotechnical design parameters based on findings from field investigation, analysis results. All geotechnical laboratory and field work shall be based on standards set forth by ASTM International code. designer shall not use DIN standards. Standard penetration test (SPT) shall be performed per ASTM D1586. Given the presence of loess in many regions of the country, the selected geotechnical testing lab must be able to perform ASTM D 5333. Soil investigations shall conform to UNOPS Design Requirements: Geotechnical Investigations for mentioned Projects, Geotechnical Qualifications: A geotechnical Engineer or geotechnical firm responsible to the designer shall develop all geotechnical Engineering design parameters. The geotechnical Engineer or geotechnical firm shall be qualified by: education in geotechnical Engineering; professional registration; and a minimum of ten (10) years of experience in geotechnical Engineering design. The geotechnical firm conducting either the field investigation or laboratory work shall be certified by the Chief, Quality Assurance Branch of UNOPS. Certification document shall be submitted as part of the Geotechnical Report. 2.1 TECHNICAL REQUIREMENTS The purpose of the proposed sub-soil investigation programme is to provide adequate information on sub-surface and surface conditions for the foundations and other sub-structures for the proposed project, leading to their economical and safe designs. The planning of the work, choice of the method of boring, selection of the type of samples and procedure for sampling though indicated in the Tender. Tenderer, however, shall furnish his tentative programme regarding the above along with his offer which, necessarily, should take into account the site conditions and time schedule for completing the work, comprising subsurface features, borings, in-situ tests, sampling, visual observations and laboratory tests of samples, reporting of the test results, including discussions, correlating the field and the laboratory test values and commendations. this design cover the work pertaining to subsoil investigations and recommendations for economical and safe design of foundations and substructures for the proposed project site. 6

2.1.1 BORING Boring shall be carried out in accordance with the provisions of IS: 1892. 2.1.1.1 Shell and Auger Boring Augers shall be of helical or posthole type and may be manually operated. The diameter of the borehole shall be Determine according standard code. Uncased holes shall be permitted only up to a depth where the sides of the hole can stand unsupported. In case side fall is noticed, steps shall be taken immediately to stabilise the holes by using bentonite slurry or by casing pipes as directed by the UNOPS Engineer. No water shall be added while boring through cohesive soils and cohesion-less soils above water table. While boring through cohesion-less soil below water table, water in the casing shall always be maintained at or above the water table. The cuttings brought up by the auger shall be carefully examined and soil descriptions duly recorded. Representative samples shall be preserved for laboratory testing. Wherever in-situ tests are conducted and undisturbed samples are obtained at specified depths from the borehole, care shall be taken to ensure that the borehole is properly cleaned and free from foreign matters at the time of conducting these operations. Water table in the boreholes shall be carefully recorded and reported. One of the following methods shall be adopted for measuring the water table: a)the water table in the borehole shall be allowed to stabilize after depressing the water level adequately by bailing. Stabilizing of the borehole sides and bottom shall be ensured at all times. b)the borehole shall be filled with water and then bailed out to various depths. Observations shall be made at each depth to see if the water is rising or falling. The depth at which neither a fall nor a rise is observed shall be considered as the water table depth. This shall be established by three successive readings of water levels taken at intervals of 2 hours. c) Hyorslev s Method The water level shall be depressed by bailing (to say D below ground level) and shall then be allowed to rise. Water rise at suitable equal intervals of time shall be recorded. The distance of depressed water level from the actual water table shall be obtained by the following formula: Ho = (H1)² / (H1 H2) Where, Ho = distance of depressed water level from actual water table, H1 & H2 = two successive rises of water level in the borehole for the same time interval. The water table depth (Hd) from ground level shall be determined as under: Hd = D Ho Three sets of observation shall be made and the average value of Hd determined. Method (a) is suitable for permeable soil while methods (b) and (c) are suitable for both permeable and impermeable soils. The UNOPS Engineer shall indicate the method to be followed. Immediately on completion of a borehole, bore log shall be prepared in an approved Performa and submitted to the UNOPS Engineer in duplicate. Auger shall be used for soft to firm clay and for silty deposits at upper depths of 10 metres or up to the water table, whichever is deeper. For deeper depths in such deposits and for very stiff to hard clays and dense sands located at any depth, use of shell may be made. While boring in soft clays and in sandy deposits below water table, it shall be ensured that the shell diameter shall be according standard. This is to ensure that suction is not created in the borehole during withdrawal of the shell with consequent Caving-in and blowing in the boreholes. 7

2.1.1.2 Drilling in Rock In rock strata, boring shall be done by using a rotary cutting tool tipped with diamonds and equipped to recover cores. Drill hole size shall generally be NX. However, in some cases other size holes may be specified Core barrels shall be double-tube ball-bearing, swivel type, with the core lifter located in the lower end of the inner barrel. The Bidder shall confirm the same with his bid. Drilling shall be carried out in such a manner that maximum core is recovered. This requires close surveillance of wash water, drilling pressures, lengths of runs, etc. The drill bit shall be withdrawn and the core removed as often as may be necessary to secure the maximum possible amount of core. designer shall ensure that drilling is carried out with necessary skill and expertise. 2.1.1.3 Borehole Depth All boreholes shall be sunk to depths as specified in this document. It may be difficult to continue the boring due to presence of gravels and boulders. In this case, boreholes shall be advanced by standard code up to 6.5 to 7.0 m depth by cement grouting using Ax size drill, followed by drilling with proposed casing Hx size drill or of a larger size. Initially about 1-1.5m depth shall be used, using Ax size drill, followed by 1:1 cement water grouting. After about 12-24 hours of grouting, the boreholes shall be re-drilled with casing itself (which may have a bit at the bottom or simple teeth).further drilling shall then be carried out up to another1-1.5m followed by grouting and re-drilling. This sequence will be continued till 6.5-7.0 m depth with SPT @ every 1 m interval. 2.1.1.4 Backfilling of boreholes On completion of boreholes, backfilling shall be carried out with an approved material as and when directed by the UNOPS Engineer. Unless otherwise specified, the excavated soil shall be used for the purpose. 2.1.1.5 Termination Criteria If a very hard stratum is met within the borehole at depths shallower than specified in this documents, the borehole shall be advanced by coring using double tube core barrel. The borehole may be terminated 3m below the depth where N > 75 values are obtained consistently. Coring the Borehole shall be burnt by designer until UNOPS Engineer Satisfaction enabled. 2.1.2 IN-SITU SAMPLING 2.1.2.1 Trial Pits Trial pits shall be of minimum 3m x 3mX 3m at base so as to permit easy access for a visual examination of the walls of the pit and to facilitate sampling and in-situ testing operations. Precautions shall be taken to ensure the stability of pit walls, if necessary by the provision of shoring. Arrangements shall be made for dewatering, if the pit is extended below water table. In-situ tests shall be conducted and undisturbed samples obtained immediately on reaching the specified depths, so as to avoid substantial moisture changes in the subsoil. After completion of tests and examination, the pits shall be suitably backfilled as directed by the UNOPS Engineer. Unless otherwise specified, the excavated soil shall be used for this purpose. 2.1.2.2 Undistributed Soil samples from Boreholes Samples for recovering undistributed samples of cohesive soils at the specified depth shall conform to IS: 2132. However, use of samples less than 70mm diameter shall not be permitted. 8

The sampling procedures shall conform to IS: 2132. Both the area ratio of the cutting edge, as well as recovery ratio of the sample shall be measured and reported. For normal soils, area ratio of the sampling tubes, shall conform to IS:2131, that is, it may vary from 10.9% to 12.4% but for sampling in very hard and dense soils, use of thick walled sampling tubes with area ratio not exceeding 20% may be permitted subject to the approval of the UNOPS Engineer. In order to reduce the wall friction, suitable precaution such as oiling the inside and outside of the sampling tubes shall be taken. The sampling tube shall have smooth finish. In soft to firm clays, undisturbed samples shall be collected by pushing the tube continuously without impact or twisting. Driving of sampling tubes shall be permitted only if stiff to very stiff and hard deposits exists. For highly sensitive soils, piston samplers shall be employed. For soft clays exceeding more than 15M depth from the ground level, collection of undisturbed samples shall be supplemented by the In-Situ Vane Shear Tests. The top and bottom of the sample shall be clearly marked on the sampling tube. Undisturbed samples shall be tested within a period of two weeks of taking them from the boreholes or trial pit. If any space is left between the end of the tube and top of wax, the same shall be tightly packed with saw dust or any other suitable material. A close fitting lid or screwed cap shall then be placed on each end of the tube and held in position by adhesive tape. 2.1.2.3 Core samples of rock The ease or difficulty of drilling at different depths shall be carefully noted and recorded during drilling. The returning drill water shall be kept constantly under observation and its character, such as, its clarity or its turbidity; its color etc. shall be recorded. Coring runs shall be limited to a maximum length of 2.0m. When less than 50% of the core is recovered from a run or when a geological feature is to be accurately determined, the length of the run shall be reduced to 1.0m unless directed otherwise by the ENGINEER. The core shall be removed from the drill hole immediately if blocking of the bit or grinding of the core is apparent, regardless of the length of run, which has been made. The DESIGNER shall not use drilling mud or any lubricant in the drill hole other than water. For each run, Core Recovery and Rock Quality Designation (RQD) shall be noted carefully, immediately after cores are taken out of the barrel. Each and every core piece shall be serially and sequentially numbered from top downwards as soon as the core pieces are removed from the core barrel. The serial number shall be painted with good quality enamel paint. All core pieces shall be placed in core boxes in serial order in correct sequence from top downwards. Core boxes shall be made according to specifications laid down in IS: 4078. The cores, arranged in core boxes noted earlier, shall be submitted to the UNOPS ENGINEER on submission of the report. 2.1.2.4 Water Samples Water samples shall be collected from boreholes as specified. Water samples shall be collected before the addition of water to the hole unless that is not possible. If this is not possible, then prior to collection of water sample, water level in the bore hole shall be lowered up to the bottom of the borehole then allowed to rise by water seeping through the walls of the borehole. The water sample shall then be collected. Care shall be taken to see that water sample is not contaminated by surface water or rainwater. In some cases water samples may be required to be collected from different depths,if so specified. In such cases it is advisable to collect the samples on the completion of the relevant borehole unless a suitable sampler to collect water sample from different depths below free water surface is used. To collect the water sample, in absence of a suitable sampler the borehole shall be dewatered. The sample shall then be collected when the water rises to the required depth. If specified, ground water sample shall also be collected from trial pits. If there are any wells within the area investigated, one 9

water sample from each well shall also be collected. If specified, water samples shall also be collected from well (s) located nearby the area being investigated.the water sample shall be collected in an air tight, scrupulously clean glass or inert plastic bottle or jerry can. The bottle / can shall be rinsed three times with water being sampled, before filling. The quantity of each water sample collected shall be about 1 litre. Water samples shall be tested as soon as possible after sampling for sulphate (as SO3) and chloride contents and its ph, and for other tests as specified. 2.1.3 IN SITU TESTING 2.1.3.1 Standard Penetration Test The test shall be conducted at specified intervals or at a depth where the strata changes, whichever occurs earlier. The test shall be carried out by driving a standard split spoon by means of 65 kg hammer with a 75 cm free fall. Detailed procedure of testing, as specified in IS: 2131. 'Method of Standard Penetration Tests in Soils' shall be followed. The samples obtained in the split spoon shall be labelled and preserved for identification tests in the laboratory. Standard penetration test shall be conducted at 1.5m interval. Sequence of conducting SPT shall be changed in each bore hole.say for first bore hole SPT started at 1.5 m depth than 3.0 m,.. etc. For next bore hole it shall be started at 1m depth than 2.5m etc. Similarly for other bore hole. So that staggered value of SPT s obtained for entire site. Disturbed samples to be collected (including packing and transporting) and sent to the Laboratory as per specifications. The standard penetration test shall be discontinued when N is greater than 75 blows for 30 cm of penetration. 2.1.3.2 Static Cone Penetration Test The equipment used for this test shall conform to the requirements of IS: 4968 (Part III). The capacity of the equipment to be used for test shall not be less than 10.0 tons. The test shall not be carried out on gravelly soils or for soils with standard penetration value 'N' greater than 50. Test Procedures Test procedure shall meet the requirements of IS: 4968 (Part III). Some of the important points of the procedure are given below: a). The cone is pushed through a distance in accordance with the design of the equipment and the need for the sub-strata and the cone resistance noted. The cone and the friction jacket are pushed together subsequently for a distance depending upon the design of the cone and friction resistance noted. This procedure is repeated at predetermined intervals. b) Equipment shall be securely anchored to the platform at the test point for obtaining the required reaction. c)the rod of the driving mechanism shall be brought to the top most position. The cone friction jacket assembly shall be connected to the first sounding rod and the mantle tube. The assembly shall be positioned over the test point through the mantle tube guide and held vertically. The plunger of the driving mechanism shall be brought down so as to rest against the protruding sounding rod. d)to obtain the cone resistance, only the sounding rod shall be pushed. Switching the gear clutch to the slow position, the drive handle shall be operated at a steady rate of 1 cm / sec. approximately, so as to advance the cone only, to a depth which is possible with the cone assembly available. During the pushing, the mean value of resistance as indicated by pressure gauges shall be noted ignoring erratic changes. e) For finding combined cone and friction resistance of the soil, the sounding rod shall be pushed to the extent the cone has been pushed, at the rate of 1 cm / sec. noting mean resistance on the gauges. f) The above procedure shall be repeated after pushing the combined cone friction jacket and mantle tube assembly to the next depth at which the test is to be performed. g) The sequence of operation of the equipment shall be as per Fig. 5 of IS4968 (Part 3). The pro-forma for record of results of static cone penetration test shall be as approved by Consultants. 10

2.1.3.3 Vane Shear Tests These tests shall be conducted in soft to firm clays and sensitive clays. These tests shall also be conducted in case of stiff fissured clays where samples cannot be taken. Tests shall be generally conducted through boreholes. The apparatus used for vane shear tests shall satisfy the requirements as per IS: 4434. For test from bottom of Borehole: a) Vane shall consist of four mutually perpendicular blades, as illustrated in IS: 4434. The height of the vane should be twice the blade diameter. It is recommended that the diameter of the vane should be 37.5, 50, 75 or 100 mm. The design of the vane shall be such that it causes as little remoulding or disturbance as possible to the soil when inserted into the ground for a test.the blades shall be as thin as possible, consistent with the strength requirements. The vane should not deform under the maximum torque for which it is designed. The rotating edge of the vane blades shall be sharpened having an included angle of 90 deg. The vane blades shall be welded together suitably either directly or to a central rod, the maximum diameter of which should preferably not exceed 12.5mm. The area ratio of the vane shall be kept as low as possible and shall not exceed 18% for the 37.5 mm vane and 12% for the 50, 65, 70 and 100 mm diameter vanes. The area ratio may be calculated using the following formula: Ar = [[8t (D-d) + _d²] / [_d2]] x 100 (%) Where Ar = area ratio in precent t = thickness of vane blades in mm. D = overall diameter of vane in mm and, d = diameter of central vane rod including any enlargement due to welding in mm. Note 1: The vane selected should be the largest size suitable for the general soil conditions at a site. The vane rod (the rod to which the vane blades are fixed) may be enclosed in a suitably designed sleeve from just above the blades and throughout the length it penetrates the soil to exclude the soil particles and the effects of soil adhesion. This sleeve shall commence above the blades at a distance equivalent to about two diameters of the vane rod. Note 2: The vane shall be frequently checked for straightness. b) Torque Applicator The torque applicator shall have a clamping device to rigidly secure it to the anchor casing and shall have an attachment to securely hold the string of rods connecting the vane. The instrument shall be capable of applying a torque to the vane through the string of rods and to measure the same. It should also have a device to read the angular rotation of the upper end of the extension rods. The torque applicator shall be provided with speed control so that the rate of rotation may be maintained at 0.1 deg. / sec. Friction exerted by the torque applicator shall be of negligible magnitude and shall be checked periodically. Depending upon the estimated shear strength of the soil the following table (Table 1) may be used as a guide for the selection of torque applicator of capacity 60 N.m (600 Kgf.cm). TABLE -1 SELECTION OF TORQUE APPLICATOR Estimated Shear Strength in KN/Sq.m (Kgf/sq.cm) Vane size (dia.) suitable for use with 600 Kgf. cm torque applicator 10 (0.1) 20 (0.2) 30 (0.3) 40 (0.4) All sizes All sizes except 100 mm size All sizes except 100 mm size All sizes except 75 mm size & 100 mm size 10 11

50 (0.5) 60 (0.6) 70 (0.7) All sizes except 75 mm size & 100 mm size 37.5 mm and 50 mm size 37.5 mm and 50 mm size The capacity and accuracy of the instrument shall be one of the following as may be specified by the purchaser: a) Measure torque up to 60 N.m (600 kgf.cm) to an accuracy of 1 N.m (10 kgf.cm), or b) Measure torque up to 200 N.m (2000 kgf.cm) to an accuracy of 2.5 N.m (25 kgf.cm) c)rod System: The string of torque rods connecting the vane to the torque applicator, called the rod system may be of quick coupling type or of the threaded type. The length of the rods shall be preferably 1m with a few of smaller lengths. These rods shall have sufficient diameter such that their elastic limit is not exceeded when the vane is stressed to its capacity (see Note 3). The threaded rods shall be so coupled that the shoulders of the male and female ends shall meet to prevent any possibility of the coupling tightening when the torque is applied during the test. If vane housing is used, the torque rods shall be equipped with well-lubricated bearings where they pass through the housing. These bearings shall be provided with seals to prevent soil from entering them. The torque rods shall be guided so as to prevent friction from developing between the torque rods and the walls of casing or boring. Note 3: If torque versus rotation curves to be determined, it is essential that the torque rods be calibrated (prior to the use in the field). The amount of rod twist (if any) shall be established in degree per metre per unit torque. This correction becomes progressively more important as depth of test increases. The calibration shall be made at least to the maximum depth of testing anticipated. d) Dummy Rod Of dimensions equal to that of the vane rod. e) Guides for Rod Of suitable type provided with ball bearing attachment so as to enable the rod to rotate freely. Note 4: During the test, it is essential that the rods and vane are placed centrally in the borehole. For this purpose guides shall be used at an interval in depth of not more than 5m. f) Drilling Equipment The equipment shall provide a clean hole of the required diameter for insertion of the vane to ensure that the vane test is performed on undisturbed soil. g) Jacking Arrangement For pushing the shoe and vane (where required). h) The apparatus shall be checked and calibrated as and when required. For Tests by Direct Penetration from Ground Surface a) Vane As specified in 3.4.5 a) In addition the vane shall be suitably protected by a shoe. b) Rod System As specified in 3.4.5 c) and of suitable type. c) Extension Pipes About one metre length with coupling on the outer face to case the hole. d) Torque Applicator As specified in 3.4.5 b) e) The apparatus shall be checked and calibrated as and when requested. Procedure for tests from the bottom of a borehole Sink the bore up to the depth required and extend the casing up to the full depth. If the casing is loose,secure it so that it does not move during the tests.fix the torque applicator anchor plate to the casing. Connect the vane of suitable size (see Note 1) to the rods and lower it to the bottom of the bore-hole, put guides at suitable intervals but not more than about 5m as the rods are extended. Push the vane with a moderately steady force up to a depth of 5 times the diameter of the borehole below the bottom of the borehole or shoe. Take precaution to make sure that no torque is applied to the torque rods during the thrust. No hammering shall be permitted. Fix the torque applicator with frame to the anchor 12

plate and connect the rods to it. Tighten the torque applicator to the frame properly. Allow a minimum period of 5 minutes after insertion of the vane.turn the gear handle so that the vane is rotated at the rate of 0.1 deg / s. Note the maximum torque reading attained. If necessary, note the torque indicator dial gauge readings at half minute intervals and continue rotating the vane until the reading drops appreciably from the maximum. Just after the determination of the maximum torque, rotate the vane rapidly through a minimum of ten revolutions. The remoulded strength should then be determined (see C; above within one minute after completion of the revolutions). Remove the vane testing assembly, continue boring and collect soil sample from the level of the vane testing for laboratory analysis to ascertain whether the deposit will behave as a purely cohesive soil. In cases where a sleeve is not provided for the vane rod and the soil is in contact with the rod, determine the friction between the soil and the vane rod by conducting tests at appropriate depths using the dummy rod corresponding to that of the vane used in the test. The test should be conducted as with the vane except that the vane is replaced by dummy rod. The test should be conducted in an adjacent borehole at the same depth at which the vane tests were conducted. The dummy rod should be pushed into the ground to the same distance as the vane rod at that depth. Following points shall, however, be carefully supervised in the field: a) Straightness of vane shall be checked while the entire assembly of vane connected with rod is lowered to the bottom of boreholes. Vane shall be pushed with a moderate steady force up to a depth of five times the bore hole diameter below the bottom of boreholes. Precautions shall be taken to ensure that no torque is applied to the torque rods during the thrust. No hammering shall be done. b) An interval of 5 minutes shall be allowed to lapse after insertion of vane. c) Torque indicator readings shall be noted at intervals of 30 seconds until the vane readings drop appreciably from the maximum. d) Samples shall be collected from the levels at which the tests have been conducted. Tests by Direct Penetration from Ground Surface Rods shall remain tight when vane is lowered. Guides shall be placed at every 3m to centralise and reduce friction between rods and extension pipe. Records Records of vane test shall be maintained in approved pro-forma. 2.1.3.4 ELECTRICAL RESISTIVITY TEST This test shall be conducted as per Appendix B, Clause 3.2 of IS1892-1979. The test shall be done by using 4 points. The locations where ERT to be performed shall be finalized in consultation with EIC... 2.1.4 LABORATORY TESTS The following laboratory tests shall be conducted on samples collected from the field covering all the bores using procedures specified in the relevant Standards. All the Laboratory Tests shall be conducted by skilled personnel only. 2.1.4.1 ATTENBERG LIMITS The tests result should include liquid limit and plastic limit of the soil samples tested. These tests should be conducted as per IS: 2720 Part V. 13

2.1.4.2 Natural Moisture Content In case of organic soils, the oven temperature shall be 60 C and not 105 C. 2.1.4.3 Dry Bulk Density and Void Ratio 2.1.4.4 Specific Gravity This test should be conducted as per IS: 2720, Part 3. 2.1.4.5 Grain Size Distribution Wherever applicable both the sieve and hydrometer analysis shall be conducted to indicate complete range of grain size in the soil sample tested. Generally, Hydrometer analysis will be carried out, wherever percentage passing No.200 sieve is greater than 30%. 2.1.4.6 Tri-axial Tests These tests shall be done on specimens saturated by the application of back pressure. Only if the water table is at sufficient depth so that chances of its rising to the base of the footing are meagre or nil, shall the tri-axial tests be performed on specimens at Natural Moisture Content. The magnitude of the backup pressure applied shall be indicated in the report. All stress diagrams as well as Mohr-circle envelopes shall be included in the report. E-value shall be determined from the tri-axial tests. Relevant corrections applied to the computer 'E' shall be clearly illustrated in the report. 2.1.4.7 Unconfined Compression Test This test shall be conducted as per IS: 2720, Part X. 2.1.4.8 Free Swelling Index This test shall be conducted as per IS: 2911, Part III. 2.1.4.9 Swelling Pressure Test This test shall be conducted as per Draft Standard circulated by Technical Committee on Expansive Soils (TC-6) of International Society of Soil Mechanics and Foundation Engineering; 'Evaluation of Swelling Pressure of Expansive Soil in Laboratory' (circulated in November, 1990). 2.1.4.9a Consolidation Tests The following loading stage shall be employed: 0, 0.1, 0.25, 1.0, 2.0, 4.0 and 8.0 kg / sq.cm. From e vs. log p curves, pre-consolidation pressure shall be determined to establish whether the soil is normally consolidated or over consolidated. The point (e, p) showing initial condition of the soil under test must be specifically marked on the consolidation curves. Settlement predictions based on the field virgin compression curve shall only be acceptable. The procedure adopted in respect of obtaining compression indices from the field curve and that for computing settlements for the type of clay under consideration shall be clearly illustrated in the report. It is to be noted that deviations from the standard procedure of performing consolidation tests given in IS:2720 are permissible in order to enable computation of settlements based on the above procedure i.e. cycles (s) of loading, unloading and reloading shall be employed wherever required. The following curves shall be included in the report: 14

a) e vs.: log p b) e vs.: p c) Compression vs.: log t or compression vs. t. The choice of relationship depends upon the shape of the plot, which enables a clear determination of Cv, the coefficient of consolidation. The time period required for 50% and 90% primary consolidation should be given in the report. Computation of secondary settlements, if significant, shall also be made and included in the report. 2.1.4.10 Chemical Tests On Water & Soil Chemical tests shall be conducted on soil and water samples to report the following: a) ph b) Chloride c) Sulphate d) Sulphite e) Organic contents f) Total hardness 2.1.4.11 Chemical Tests (Suitability of water for Construction) These tests shall be carried out to check suitability of water for construction purpose as required by IS: 456. Other Inorganic Tests as required by World Health Organisation (WHO) to test suitability for drinking purpose shall also be carried out. 2.1.4.12 CBR Tests for Sub-Grade soils (3 Point Tests) These tests shall be conducted on soaked and un-soaked samples generally as per IS: 2720 Part XVI. Bulk samples for laboratory tests shall be selected randomly from various road locations and also from locations of stacking areas in consultation with UNOPS Engineer. The 3 point test shall consist of preparation of samples with 15, 25, 35 blows per layer, which will give three different densities to soil and then testing each for soaked condition. 2.1.4.13 Proctor Density Tests These tests shall be conducted as per IS: 2720 Part VII samples collected randomly in consultation with UNOPS Engineer. 2.1.4.14 Levels & Co-Ordinates of Test Location Designer shall establish and tabulate reduced levels and co-ordinates of various test locations. Any expense on this account shall be deemed to have been included in the quoted rates. The designer shall develop all pertinent geotechnical design and construction parameters based on findings from field investigation, laboratory test and analysis results. All geotechnical laboratory and field work shall be based on standards set forth by ASTM International. Designer shall not use DIN standards. Standard penetration test (SPT) shall be performed per ASTM D1586. Given the presence of loess in many regions of the country, the selected geotechnical testing lab must be able to perform ASTM D 5333. Soil investigations shall conform to UNOPS Design Requirements: Geotechnical Investigations for UNOPS Projects, latest version A geotechnical Engineer or geotechnical firm responsible to the designer shall develop all geotechnical Engineering design parameters and shall be qualified by education in geotechnical Engineering. 15

2.1.5 REPORT Two copies of Draft\Interim Report shall be submitted to UNOPS Engineer before preparing Final Report. The record shall be prepared with due regards to above given requirements in a draft format and submitted for review and comment as soon as field and laboratory works are completed. Designer shall incorporate the comments/ remarks, if any, furnished by UNOPS upon review of the Draft Report and submit the final report. The draft copy of the report shall in general include but not be limited to the following: 1. Plot plan showing all the test locations with respect to reference benchmark. 2. General Geological information of the site 3. Character and genesis of soil 4. Procedure of investigation and methods of various testing adopted. 5. Detailed bore-logs indicating co-ordinates,reduced levels, ground water table etc., sub soil profiles along various profiles along various sections indicating borehole no. depth wise in-situ tests like SPT and other lab results etc. 6. Generalised soil profile of the underlying strata in cross section and longitudinal section wise, shall be furnished based on the bore log in grid pattern 7. All field and laboratory test results shall be plotted against depth and also in tabular form 8. Summary of results obtained from various tests and other interpretation to evaluate various soil parameters. 9. Recommend suitable foundation for above ground buildings. 10. Recommend suitable depth of foundation and foundation to be adopted for all buildings/pavements proposed at the given location. 11. The Designer shall recommend in the report the suitable foundation system or ground improvements to be adopted for Enclosure wall, roads, drains, Pipeline pedestals and other structures; the permissible bearing pressure expected at the founding level with allowable settlement, if any; details of soil improvements, if any and any other aspect which will have any bearing on the proposed construction. The Designer shall also provide the suggested filling materials characteristics/ parameters considering locally available soils and economics. 12. Ultimate and safe bearing capacity from shear as well as from settlement criteria (i.e. for 25mm and 40mm) for the shallow combined or raft footings. 13. Recommendation for pile foundation (If necessary) including types of piles, size and depth of pile and safe load in vertical, lateral and pull out. 14. Recommendations if water table location suggests use of Geo Textiles. 15. Comments on chemical aggressiveness of soil and ground water on reinforced concrete,steel and other building materials and firm recommendations on remedial/ preventive measures. 16. Recommendations of CBR value for design of 3 storeys Building (19mX84m), road, pavement etc. 17. Recommendation of soil resistivity to be considered for design purpose. The Designer shall comply with all Afghanistan laws, rules, regulations or standards concerning environmental pollution control and abatement with regard to discharge of liquid waste into natural streams or manmade channels. The designer shall review Afghanistan laws and environmental 16

regulations with the UNOPS Engineer prior to design and discharge of any liquid wastes into natural streams or manmade channels. The designer shall submit a geotechnical investigation plan prior to commencing any field investigation through the UNOPS Engineer for review and approval. Once the plan is reviewed and approved, the Designer can start the field investigation. The designer shall produce a detailed geotechnical report. The Geotechnical report shall be submitted with all the design review. No design review submittal shall be considered complete without an approved geotechnical report. Geotechnical investigation plans and report of investigations shall be submitted promptly in accordance with SUBMITTAL REQUIREMENTS. Information in the report shall include, but is not limited to: a. Introduction describing: purpose, scope and limitations of the geotechnical Engineering services; project location; previous and proposed work used as the basis for the conclusions and recommendations provided in the report; and summary of findings from the investigation. Date(s) of the investigation, weather conditions, observations and problems encountered during exploration, field equipment (e.g. drill rig, hammer, sampler, etc.), field and laboratory test results shall be provided. Exploration logs with depth to groundwater, if encountered, field and lab test results shall be provided in the Appendix of the report. Laboratory test reports shall also be provided in the Appendix. b. Site conditions as described by: a. Project location, topography and drainage within and near the project site. Provide a site plan showing proposed development, topography and subsurface explorations. b. Regional and local geology. Highlight potential geologic hazards of the region, including: seismic motions, liquefaction, landslides, floods, and soil collapse. c. Land use. Identify existing land use and infrastructure, including: structures, paving, manmade fills, utilities, and other subsurface structures. Identify areas of contamination or potential contamination sources. d. Interpreted subsurface profile with groundwater level based on findings from geotechnical investigation. Provide approximation of seasonal variations in groundwater level. 3. SITE TOPOGRAPHIC SURVEY 3.1 SITE SPECIFIC SURVEYS & SUBMITTALS The designer shall perform a topographic survey of the site, adapt the Site Plan to the conditions applicable for specific locations; prepare a complete proposed grades, and building finished floor elevations based on the technical requirements; prepare a landscaping plan; prepare a water supply, and connection lay out plan. If there is a requirement for on-site demolition, the designer shall prepare and submit a demolition plan for that particular site. The finish floor elevation of all facilities and slabs on grade shall be a minimum of 450 mm above the adjacent finished grade. The designer shall provide drawings and details to describe any adaptations to the standard design that shall be required for this project site. 17

3.2 CIVIL SITE DEVELOPMENT 3.2.1 SITE PLAN The designer shall prepare plat or plan of property as part of the design package consists of a Boundary Survey of Kabul University Project. The survey shall show the closure of the property boundary consisting of identifying all property corners, establishing horizontal and vertical control listing all bearing and distances of property lines from the centerline of all adjacent roads. The designer shall place property corner markers and a monument on the property showing site elevations. The survey design shall include topographic map and the locations of all building corners, structures, major trees, road right of ways, names of roads, widths of roads, easements, right of ways, setbacks, parking and paving areas, storage containers, stoops, sidewalks and walkways, above ground utilities, electrical locations. The designer shall identify and show perimeter security barrier, fences, temporary guard houses and entry point structures (if any). The designer shall locate the facilities in general agreement with the drawings included and any requirements in the Scope of Work. All site features shall be clearly defined and dimensioned on the site plan. Road and parking areas shall be designed for turning radius of the vehicle entering the building area. The site plan shall show geometric design of the site, including applicable dimensions of all exterior facilities, mechanical equipment, pavements, utilities, etc. Required facilities are described in the following sections of this specification. All site plans and master plans shall be drawn in the following projection and datum for UNOPS. 3. ARCHITECTURAL 4.1 DESIGN REQUIREMENTS The designer shall provide site adapt design of standard building designs, and civil infrastructure as specified herein: The designer shall perform this work as a Site Adapt contract in accordance with the requirements stated herein and in Technical Requirements. Site Adapt work shall be the responsibility of the designer and submitted for review in accordance with Section Submittal Procedures for Design Project of this Contract. 4.1.1 STANDARD DESIGNS - DRAWINGS AND SPECIFICATIONS Designer shall design all features of Contract work (architectural, structural, civil, mechanical, plumbing, and electrical, etc. designer shall submit complete Design Analysis, Plans and Specifications for all Design Submittal stages required by the Contract. investigation and Geotechnical Report indicate foundation design as shown in the Contract plans is inadequate, all necessary information (design analysis, plans and specifications) shall be submitted for review and approval by UNOPS. The UNOPS Engineer shall be informed of all changes to coordinate a modification. Even if foundation design changes are required, all other features of work shall be accomplished in strict compliance with the drawings, details and specifications provided in the Contract, unless changes are requested under the Changes Clause. Design Submittal content shall include field testing, laboratory testing, design analysis, and plans and specifications for: Geotechnical Report; existing topographic survey; final grading/drainage plans; complete water supply system; complete wastewater system; grease and/or oil-water separators; road and sidewalk network; electrical generation and distribution system; and all other site work features not included in the furnished plans and specifications. See section Submittal Procedures for Design Project for more information on required submittals. 4.1.2 DESIGN FEATURES Facility Type 3-storeys building for Faculty of Science at Kabul University Campus Site Works: Roads, Parking, recreational, Side walks 18

Electrical Services Systems (external network/ Power distribution system) IT Services System (external network/ mains) Potable Water System (external network/ mains) Cold and Hot water Sanitation and Waste Water System (external network/ mains) Hot-water-heating system (external network/ mains and technical room) Excavation will be set up designing egress Consider and design fire protection life safety as per NFPA 101. 4.1.3 DESIGN FACILITIES Work shall be executed in accordance with the Technical Requirements in current document In case of question or ambiguity, the UNOPS Engineer shall make the final decision. The UNOPS Engineer shall furnish the decision in writing if requested by the designer. Site adaptation of the provided designs shall be approved by the representative prior to the start of work. The designer shall verify all dimensions provided in the scope of work prior to the start of any construction. Any standard that can be determined to be substantially equivalent to the standards specified in this document may be used, but it is the designer responsibility to show the equivalency of the alternate standard. Reviewable documentation must be provided to the UNOPS Engineer for approval prior to use. Equivalency documentation must be submitted in a timely manner so as not to affect the schedule of the project. No part of the time lost due to such actions shall be made the subject of claim for extension of time, excess costs, or damages by the designer. A partial listing of references is included within the Request for Proposal. 4.1.4 DRAINAGE a. All required drainage facilities should be design first and the area sloped will provide draining with no ponding due to construction and after construction. Ensure that all surfaces have and maintain slope away from structures and off of paved areas (slope around buildings and slope paving away from structures on all sides). Allow no areas where ponding could occur on the paved area. b. Utility lines such as sewer lines, pressurized water lines, and storm drain lines, shall be sleeved for a distance away from the foundation of building or structure. The will design other means to prevent discharging water into the foundation soils. c. The bottom of utility trenches shall be continuously sloped to provide adequate drainage. e. Provide roof drainage to include rain gutters, down spouts and concrete lined channels to convey water away from the exterior of the building. 4.1.5 ROAD NETWORK, SIDEWALK, AND PARKING DESIGN The designer shall design the required road and parking network. The roads shall be designed to carry traffic vehicle. A storm drainage system shall also be included. The road layout shall provide access to entry points, parking lots, generator house, wastewater holding tank etc. Provide parking areas for number of vehicles and size as indicated in the Conceptual Site Plan. Roads shall be designed Technical Requirements. Roadways and sidewalks are required as shown and shall be designed based upon recommendations from geotechnical analysis as required herein. The designer shall design a network of concrete sidewalks to connect the building(s) as indicated on the Conceptual Site Plan. 4.1.6 ROADS Road surfaces are identified on the Conceptual site plan. All Roads shall be design by consideration of propose wide and standard slop. And provide with necessary drainage structures and completed with prescribed surfaces in accordance with applicable ASHTO Base course material compacted to 19

95% maximum proctor density, placed above 150mm of scarified subgrade compacted to 95% maximum density 4.1.7 PROFESSIONAL REGISTRATION The designer may be a single firm or a team of firms that includes registered Architects and Engineers either employed by or subcontracted to the Designer. Licensing jurisdiction of Architects and Engineers of record shall be verifiable. The designer shall be the Architect/Engineer-of-Record for all work not associated with the furnished drawings, whether the designer utilizes services of licensed architects and Engineers employed by its firm or subcontracts with independent architectural and/or engineering firm(s). The designer shall be solely liable for design errors and/or omissions and should be insured as the A-E firm against design errors and omissions. 4.1.8 GENERAL DESIGN CRITERIA Site Adapt designs for the facility types requested in this proposal to provid for UNOPS. These designs shall be used without deviation to the documents to create a complete and usable facility meeting the all requirements stated in these documents. The Codes, Standards, and Regulations listed in these documents shall be used in the design of this project. The publications shall be used International Building code 2006. This design criteria including to the following requirements but not limited to that as indicated below. Design of 3-Storeys Building for Computer science Faculty of Kabul University with total captured area (84.850 x 16.000 m) and1000 students plus admin staff during one shift per day. Consider on below requirement as per mentioned code stated in this design TOR. It is as follow: Ground Floor requirement a. The area of the building is = 84.850 x 16.000 m b. Enterencex2 c. Conference Room(130 students) d. Staff Roomsx5 e. IT Room f. Admin Room g. Secretary Room h. Dean Room with Toilet i. Corridor j. Dining Room k. Kitchen l. Female Teachers toilet m. Female staff toilet n. Female Disable toilet o. Male Disable Toilet p. Male Teachers toilet q. Male staff toilet r. Men Disable Toilet s. Mechanical Room t. Electrical Room u. Computer Lab v. Storage for computer devices w. Lecture Room for 100 students x. Room for Lecture tools y. Library 20

First Floor a. Printing Room b. Computer Lab c. Class Roomsx4 (50 students precession) d. Book storage e. Lecture Room f. Four small staff rooms g. Service Rooms h. Toilet for Women Teachers i. Toilet for Women Second Floor a. Printing Room b. Computer Lab c. Class Roomsx4 (50 students precessions) d. Book storage e. Lecture Room f. Four small staff rooms g. Storage h. Service Rooms i. Toilet for Women Teachers j. Toilet for Women Addition Requirements The exterior wall is insulated by thermal insulation (standard insulation) it will prevent the transmutation of temperature trough the wall. First floor and second floor slabs shall be furnished with sound proof system. For finishing of the floor terrazzo or chip will be used. Floor of ground level will be insulated by moisture insulation. The interior wall will be plaster. Interior, exterior walls & celling of the building will be painted according standard code. For insulation of roof thermal insulation will be used on the top of roof slab, than steel support and metal sheet will be covered the roof as moisture insulation. Rump facility will be design at the entrance of building for disable people. Disable toilets are design for each floor of the building. The windows of the building must be made of durable material with double glasses and properly slid with frame of the windows. Entrance doors will be made of aluminum and others interior doors made of wood and toilets doors will be made of PVC. Ceramics tiles will be used for the floor in interior walls of toilets. Provide the transmission of heat from the ground rigid polystyrene and will be placed Ground floor between two layers of concrete. 4.1.8.1 DETAILS Designer shall consider detailing his/her design with following concepts. 21

ROOF Corrugated metal roofing Capping seam metal roof. to the top edges of standing I shape Steel support under the K-span C shape Steel support under the K-span Flat sheet metal for cladding parapets wall GI Iron Gutter Box Single layer bitumen membrane at the box gutter PVC Down pipes Roof ventilators. Glass wool for insulation on tap slab Flooring: PCC lean concrete which place needed RCC Columns RCC Beams RCC Slab The interior walls made of CMU including re-bars RCC window sills including RCC features around windows. RCC staircases. Construction Joints located at the floors and walls internal surfaces of the building. PVC frames window with double glasses interior doors made of wood toilets doors will be made of PVC Ceramics tiles will be used for the floor and walls of toilets kitchen For finishing of the floor terrazzo or chips will be used and marble for stair floor sound proof Metal handrails, balustrades, infill and moldings to concrete stairs plastering works painting works Single layer bitumen membrane at the floor and walls of toilets Exterior: PCC lean concrete which place needed (sidewalk ) Reinforce concrete (RCC). which place 22

needed (pavament,parking,rump) External wall insulation system(eisf)including painting Construction Joints located at the external wall surfaces of the building RCC canopy over windows RCC canopy at the entrances Entrance doors will be made of Steel frame door Plastering works for canopy s and other small elements painting works for canopies and other small elements Gravel compaction under the all concrete Foundation: PCC lean concrete under the RCC foundation RCC foundation compacted Soil backfilling where needed compacted grave backfilling where needed Geotextile/ Geofabric layer if need Polyethylene sheet at ground floor level. RCC grad Slab at ground floor 5. STRUCTURES 5.1.GENERAL The designer shall considered structural standards and design criteria noted in Structural. Calculations and construction drawings shall be submitted for this structure mentioned in this contract. Submittals shall be provided in as per SUBMITALS section of this document. UNOPS Engineer will notify the designer in writing of any observed non-compliance design during submittal of design percentage or for foregoing design. If the deficiency is occurred on design after the UNOPS Engineer review the designer shall immediately take corrective action. If the designer fails or refuses to promptly take corrective action, the UNOPS Engineer may issue an order advice to designer for going work until satisfactory corrective action has been taken. No extension of time or damages will be awarded to the designer. 5.1.2 STRUCTURAL CONCRETE Concrete structural elements shall be designed in accordance with the provisions of the American Concrete Institute ACI, International Building Code 2006 Requirements for Structural Concrete, ACI 318. 5.1.3 FOUNDATIONS The geotechnical investigation shall determine the allowable soil bearing pressure. If the geotechnical investigation recommends an allowable soil bearing pressure less than what the design of the standard building utilized then the designer shall redesign the footings based on the geotechnical investigation s findings and shall notify UNOPS Engineer of this change. 23

Designer shall indicate placement of foundations and shall be in accordance with the recommendations from the geotechnical investigation. Building foundations shall be founded a minimum of 800 mm below grade or below frost line, whichever is greater. Foundation designs shall be incorporated with the geotechnical findings and recommendations. 5.1.4 STRUCTURAL STEEL Structural steel shall be designed and constructed in accordance with the provisions of American Institute of Steel Construction (AISC), Design of cold-formed steel structural members shall be in accordance with the provisions of American Iron and Steel Institute (AISI) the mentioned provision can be altered depending on availability of material by decision of UNOPS Engineer. 5.1.5 MASONRY Masonry shall be designed in accordance with the provisions of Building Code Requirements for Masonry Structures, ACI 530/ASCE 5/TMS 402. Mortar shall be consist of standard types and conform to ASTM C. 5.2. DESIGN Design shall be performed and design documents signed by a registered professional architect and/or Engineer. Calculations shall be in SI (metric) units of measurements. All components of the structures shall be designed to support safely all loads without exceeding the allowable stress for the materials of construction in the structural members and connections. 1. The building structure is frame structure (foundation, column, beam & slab) materials from reinforce concrete (RCC). 2. The interior walls act as partition in made of CMU including re-bars 5.2.1 LOADS 5.2.1.1 DEAD AND LIVE LOAD 1. Dead loads consist of the weight of all materials of construction incorporated in the buildings and shall be designed according IBC 2006. 2. Live loads shall be design in accordance International Building Code 2006. 5.2.1.2 SNOW LOAD Snow Loads shall be consider to mention zone and the standard code IBC 2006 shall be used. 5.2.1.3 WIND LOAD Wind Loads shall be consider to mention zone and the standard code IBC 2006 shall be used. 5.2.1.4 SEISMIC The building and all parts thereof shall be designed for the seismic requirements as defined by the International Building Code 2006 and consider seismic zone. The designer shall mention steel bond for CMU or for exterior & interior CMU walls the reinforced cells need to be grouted and must be bond beams at the top and bottom of the walls. 24

5.2.2 DESIGN SUBMITTAL AND PROJECT SCHEDULE The following is an internal design schedule.the design submittal milestones are described in Section Submittal Procedures for Design Project in this document. Overall time constraints are required and cannot be changed except by contract modification. The successful designer shall be required to submit a complete schedule for design that meets or exceeds the overall time goals of UNOPS for this project. Note the design phase only includes site work (civil discipline); all other designs are inclusive as part of the contract and provided to the designer. The designer is referred to Submittal Procedures for Design Project and detailed requirements for each design submittal as follows. 1. Notice To Proceed (NTP) Following Contract Award (upon written Notification) 1. Design Phase Basic Services Pre-Construction within 7 days from NTP Conference 2. 10% Site Design Submittal including discussion within 20 days following NTP And approval 3. 65% Design submittal including approval 45 days following approval of 10% Design 4. 90% Design submittal including approval 30 days following approval of 65% Design 5. Total (100) Design Period 102 days from NTP (all days are in calende days) 5.2.3. MATERIAL STRENGTHS AND STANDARDS The designer should use the following American standards to provide sound structural design if local standards are not, approved by UNOPS engineer, relevant, or applicable. The designer shall follow American Concrete Institute Standards (ACI) for design and installation of all concrete structures. Concrete ASTM C 39 and ACI 318, Steel Reinforcement ASTM A 615; Welded Wire Fabric ASTM A 185; Anchor Bolts ASTM F 1554; Bolts and Studs ASTM A 307; Plaster ASTM C 926; Concrete Masonry Units ASTM C 90; Mortar ASTM C 270 or IBC 2006 Grout ASTM C 476; Structure Steel ASTM A 36; Welding AWS D1.1 (American Welding Society) 5.2.4. LIST OF CODES AND TECHNICAL CRITERIA The following codes and technical criteria and those referenced therein shall be required for this project. References within each reference below shall be required and adhered to. If there is conflict in the criteria the most stringent requirement shall be applied. This list is not exhaustive and is not necessarily complete. ACI 301M Specifications for Structural Concrete (ACI) American Concrete Institute ACI 318 American Concrete Institutes (ACI) for Structural Concrete, ACI 530/ASCE 5/TMS 402, American Concrete Institutes (ACI) for Masonry AISC 360 Specifications for Structural Steel Buildings American Institute of Steel Construction ASCE 7, Minimum Design Loads for Buildings and Other Structures AWS D1.1-04, Structural Welding Code Steel, American Welding Society NFPA 1, General Fire Protection, NFPA 80, Fire Rated Doors and Windows, NFPA 101, Life Safety Code, NFPA 221, Standard for Chimneys, Fireplaces, Vents, and Solid Fuel Burning Appliances NFPA 1141, Site Fire Protection 25

IBC 2006 Design: General Building Requirements, ICC A117.1, (International Code Council). Design Build Technical Requirements, IBC 2006 Pavement Design for Roads, Streets, Walks, and Open Storage Areas IB2006 General Provisions and Geometric Design for Roads, Streets, Walks, and Open Storage Areas IB2006 Structural Load Data, IB2006 Structural Design Criteria for Buildings, 6. SUBMITTAL PROCEDURES 6.1 DESIGN DATA Designer shall calculate analyses or other data pertaining to a part of work. Design submittals, design substantiation submittals and extensions of design submittals. 6.2. DESIGN SUBMITTALS a. Designer furnished design submittals are the various design documents which primarily consist of field investigations, calculations, design analysis, drawings and specifications. b. For each design submittal, the designer shall submit all non-administrative modifications issued for the Contract as part of the Design Submittal package to enable UNOPS Engineer to validate. NOTE: Design submittals should only address Contract requirements not shown on plans and any specifications already furnished to the designer as part of this contract. Plans and specifications furnished to the Designer shall NOT be included as part of any Design Submittal. c. The designer shall clearly label and date all design submittals d. It is crucial that each submittal is complete and includes all components identified below as well as any other pertinent. f. The sole responsibility of ensuring that the design submittals comply with contract documents remains with the Designer, in accordance with this section of the Contract. UNOPS retains the right to comment on the design at any stage, and the lack of UNOPS comments at a given review cannot be used as a basis for the Designer to fail to address UNOPS s comments on subsequent reviews, regardless of design stage. g. As a minimum, design submittals shall be submitted at the following intervals: Preliminary Design & Reports 10% General Design - 65% Design - 90% Cleared for Construction - 100%. 6.2.1 PRELIMINARY SITE DESIGN &REPORTS (10%) The review of this submittal is primarily to ensure that the designer has at a minimum developed the sub-surface investigation. NOTE: This work shall be completed no later than 7days from Notice to Proceed (NTP). Failure to do so at the satisfaction of UNOPS shall constitute grounds for withholding of all progress payments. 1. Geotechnical Report, indicating appropriate information for various site characteristics, soil parameters as determined by certified lab tests, allowable soil bearing capacities, correlation with foundation design parameters, and any changes in foundation design of structures furnished in the Contract; estimated settlement for building foundation loads; and all other project feature changes due to the Geotechnical Report conclusions. 26

2. Preliminary site plan to provide a general overall understanding of the project site and surrounding area; demolition plan for existing site features (if required); and a preliminary grading and drainage plan with existing grades, proposed grades and building finished floor elevations based on Contract technical requirements including BOQ preparation. 6.2.2 GENERAL DESIGN (65%) This design submittal presents all information necessary to site-adapt the fully designed and detailed buildings and other project features as applicable. Any modifications to the designs provided should be identified no later than this submittal. As a minimum the submittal shall contain: 6.2.3 DESIGN (90%): The review of this submittal is primarily to ensure that the contract documents and design analysis are nearing completion and that the Contract requirements and design criteria are being correctly understood and adhered to. As a minimum for each Contract project location, the submittal shall contain: 1. Design Analysis, complete with all prior comments incorporated; 2. Geotechnical Report, complete; 3. Construction Specifications complete and edited to include only applicable requirements; 4. Construction Drawings complete; the designer is expected to have completed all of his coordination checks and have the drawings in a design complete condition. The drawings shall be finalized at this time including the incorporation of any design review comments generated by all past design reviews. The drawings shall contain all the details with distance necessary to assure a clear understanding of the work throughout construction. 6.2.4 CLEARED FOR CONSTRUCTION (100%) The review of this submittal is to ensure that the design is in accordance with all Contract requirements and any directions provided the designer by UNOPS during the design process. The only effort remaining between the Final Design submittal is the incorporation of UNOPS review comments. For Site Adapt facilities, the designer shall provide a complete set of drawings. As a minimum for each Contract project location, the submittal shall contain: 1. Design Analysis, only if changes have occurred since 90% Final Design submittal. The Design Analysis shall contain all explanatory material giving the design rationale for any design decisions which would not be obvious to an Engineer reviewing the Final Design submittal; 2. Construction Specifications complete; 3. Construction Drawings complete; 4. Once the design documents have been cleared for construction by the UNOPS Engineer, the designer shall clearly identify each document by annotating it as "Cleared for Construction." 6.3 GEOTECHNICAL REPORT UPDATED AS NECESSARY; 1. Updated site plan to provide a detailed overall understanding of the project site and surrounding area; results of the site topographic survey highlighting significant features (adjacent properties and structures, roads, etc.); final demolition plan for existing site features; complete grading and drainage plan with existing grades, proposed grades, building finished floor elevations, water distribution system and wastewater collection system layouts, and electrical generation and distribution plans based on Contract technical requirements. Submittal shall include profile of wastewater collection system, to include connect of outfall line from wastewater treatment system. 2. Complete design analysis (to include design calculations), plans and specifications for this contract feature(s). that the designer would like partial Clearance for design on once the submittal 27

has been approved, including project components with long ordering, fabrication and delivery times. Specifications for contract features to begin construction shall clearly identify any construction submittals that require UNOPS Approval. 3. Design drawings, specifications shall provide by designer and design analysis of work features that are intended for approval at a later submittal shall be included with previous review comments incorporated. 4. Outline of Construction Specification Sections to be used for this work yet to be submitted at the 90% Final Site-Adapt Design Review submittal, and those Specification items requiring UNOPS Approval, unless 90% Technical Specifications were provided in this Contract. 5. Preliminary design drawing and details of any part of the project required. Grease interceptors should either be gravity or hydro-mechanical types. Drawings would show sizing, depth, and all connecting piping. Design analysis shall include calculations for sizing both the interceptor/separator and connecting piping. 6. Preliminary cross sections of roads and sidewalks, showing all essential dimensions, materials, layers, and proposed fore and back slopes of adjacent drainage features. 7. All preliminary sketches of site storm drainage structures (if necessary), including calculations in the design analysis for sizing and sloping of pipe runs and ditches. Provide cross sections of drainage structures such as ditches. 6.3.1 PARTIAL DESIGN SUBMITTALS a. In the interest of expediting design, the UNOPS Engineer may approve partial design submittals, procurement of materials and equipment, as well as issue the Notice to Proceed (NTP) for design of those elements which have been cleared for design. Such partial notices to proceed shall be solely at the discretion of the UNOPS Engineer. b. Concurrence for any designer proposed revision to the professionally stamped and sealed design reviewed and cleared for design by UNOPS, before proceeding with the revision. c. UNOPS reserves the right to non-concur with any revision to the design, which may impact furniture, furnishings, equipment selections or operations decisions that were made, based on the reviewed and cleared for construction design. Any revision to the design, which deviates from the contract requirements (i.e., the Request for Proposal and the accepted proposal), will require a modification, pursuant to the Changes Clause, in addition to UNOPS concurrence. UNOPS reserves the right to disapprove such a revision. d. Unless UNOPS initiates a change to the contract requirements, or UNOPS determines that UNOPS furnished design criteria are incorrect and must be revised, designer initiated proposed change to the contract requirements, which results in additional cost, shall strictly be at the designer s expense. e. The designer shall track all approved revisions as reviewed by UNOPS and cleared for construction design and shall incorporate them into the as-built design documentation, in accordance with CLOSEOUT SUBMITTALS. The Designer of Record shall document its professional concurrence on the as-built documents for any revisions by affixing its stamp and seal on the drawings and specifications. 6.4 UNOPS REVIEW UNOPS review, clearance for design, or approval of Design and submittals shall not be construed as a complete check, but will indicate only that the general method of design, materials, detailing and other information are satisfactory. Approval will not relieve the designer is responsibility for any 28

error which may exist, as it is the sole responsibility of the designer to certify that each Submittal has been reviewed in detail and is in strict conformance with all the contract documents and design criteria referenced therein. 6.5 DESIGN CALCULATIONS Calculations shall be in SI units to meet the requirements of the design. Quantities on the contract drawings stated in SI units shall also be stated in SI units in the design analysis to match the drawings. 6.5.1TECHNICAL REQUIREMENTS All design calculations shall be presented such that they are easily understood, correlate with requirements included in SCOPE OF WORK, TECHNICAL REQUIREMENTS, and applicable Appendices, and all final conclusions are clearly documented and summarized. The design calculations included in each submittal must include complete information (Soil Report, percolation test results, concrete design strengths, steel material properties, dead load, live load, earth quake load electrical loads, heat gain/loss assumptions, etc.) necessary to support all design calculations in order to easily and efficiently verify the accuracy of the information and the resulting project components shown in plans and specifications. 6.5.2 SUBMITTAL REQUIREMENTS a. When design calculations are voluminous, they shall be bound separately from the narrative part of the design analysis. Design calculations will include a title page, table of contents, and be indexed (tabbed) to separate distinct parts of the various analysis and design actions being accomplished to support plan drawings submitted. Calculations shall be presented in a clear, consistent and legible format in order to quickly understand the analysis and design accomplished. Presentation shall be such that a person unfamiliar with the project features and associated analysis and design can quickly understand the overall design process and procedures, review the information in conjunction with the given set of plans and specifications, and verify the suitability of all information submitted. b. All design calculations shall explain the source of loading conditions with assumptions and conclusions explained. The analysis and design methods shall also be explained, including assumptions, theories and formulae. Include applicable diagrams that are clearly explained and correlated with related computations, whether computer or hand generated. The design calculations shall include a complete and comprehensive list of the criteria (and date or version of the criteria) to which the design/analysis will be compared (codes, Engineering Manuals, UNOPS Design Requirements Documents, etc.). Within the separable elements of design calculations, the Engineer shall cite the specific code or reference paragraph or section as appropriate to indicate conformance to requirements. c. At the beginning of each project component design section, present a summary of all load conditions and combinations required per applicable code manual or regulation. Then clearly identify the particular load case governing the design and clearly show how the particular analysis, construction materials to be used, and the specific design meet the governing load combination. 6.6 SPECIFICATIONS All equipment and products shall be specified according to UNOPS accepted standards and described by appropriate units as required herein. 6.7 PRODUCTS The following are contract deliverables which finalize the design requirements outlined within the contract documents. They shall clearly document that the Prime Designer is responsible to UNOPS 29

and shall not serve as an internal document between the Prime Designer and its Subdesigners, Vendors, Suppliers, etc. 6.8 DESIGN ANALYSIS The design analysis is a written explanation of the project design which is revised as the design progresses. The design analysis shall contain all explanatory material giving the design rationale for any design decisions which would not be obvious to an Engineer reviewing the final drawings and specifications. The design analysis contains the requirements for the project design, including criteria furnished by UNOPS, letters, codes, references, conference minutes, and pertinent research. Design calculations, computerized and manual, are included in the design analysis. Narrative descriptions of design solutions are also included. Written material may be illustrated by diagrams and sketches to convey design concepts. Catalog cuts and manufacturer's data for all equipment items, shall be submitted. Specific requirements for the design analysis, listed by submittal phase, are explained. 6.8.1 DESIGN CALCULATIONS a. Provide a clear summary of all computer outputs. Within the outputs, highlight information used in the analysis that was accomplished elsewhere in the calculations. b. If a computerized analysis or design program is used (either commercial software packages or unique, designer-written computer analysis/design tools), the computations shall provide clear reference to the software program and version being used and an explanation of the validity of the particular program to the given application (where has the program been used before, what input and output does the program provide, is the program of a recognized industry standard). If the program is proprietary to the Designer (not recognized by a reliable industry), the Designer shall provide a sample hand calculation to verify the results of one set of data generated by the computer program. If the program is non-proprietary to the Designer, the Designer shall provide the name, version, and license number of the program. c. State exactly the computation performed by the computer. Include applicable diagrams, adequately identified. Provide all necessary explanations of the computer printout format, symbols, and abbreviations. Use adequate and consistent notation. Provide sufficient information to permit manual checks of the results. d. Structural analysis programs shall include the following items: Documentation and calculations of Dead Loads, Live Loads, Wind Loads, and Seismic Load input used in analysis. b. The structural Seismic Force Resisting System used and the Response Modification Coefficient R. c. Documentation of Load Combinations. d. Diagram of model identifying the joints and members used in the computer analysis. e. Identification of structural model boundary conditions f. Member sizes, materials, and effective member length K factors and unbraced Lb member lengths. g. Maximum envelope member stress ratios. h. Structure reactions. e. Each set of computer printouts shall be preceded by an index and by a description of the computation performed. If several sets of computations are submitted, they shall be accompanied by a general table of contents in addition to the individual indices. f. When the computer output is large, it shall be divided into volumes at logical division points. All final computer results used in design shall be separated from the total pages of computer output that might be included in the design calculations for ease of review. 30

6.8.9 DRAWINGS 6.8.9.1 COMPUTER ASSISTED DESIGN AND DRAFTING (CADD) a. Computer Assisted Design and Drafting (CADD) is required for all UNOPS contracts. Only personnel proficient in the preparation of CADD drawings shall be employed to modify the contract drawings or prepare new drawings. b. The CADD deliverables shall meet the requirements of UNOPS Standards. 6.8.9.2 SUBMITTAL FORMAT a. The Designer shall furnish all softcopy design submittals and as-built using software applications in either DWG format (Auto Desk, AutoCAD Release 2009 or newer) or DGN format (Bentley Systems, Micro Station, version 8.0 or newer). Use of unregistered or student-copy of software applications to prepare design drawings is not permitted. b. In addition, the designer is required to submit the softcopy design submittals in PDF (Adobe Acrobat) format and DWG discipline designation and drawing file. c. CD media submitted containing the softcopy design submittals shall be organized per the instructions by UNOPS. d. Format the folders, content and structure in the following manner: (consult UNOPS Engineer). 6.8.9.3 FINAL DRAWING SUBMITTAL All drawings and details of the working drawings shall be labeled and cross-referenced, thoroughly checked and coordinated with other Engineering disciplines. At the final design submittal (90%) the designer shall have incorporated all design review comments generated by previous design review(s), have completed all of the constructability and coordination comments, and have the drawings in a Ready-to-Build condition. The drawings shall be complete at this time and contain all the details necessary to ensure a clear understanding of the work throughout construction. Prior to the final design submittal, the designer shall follow the procedures as described in Section 3 of the UNOPS Design Requirements for CADD Design Guide. 6.8.9.4 DRAWING BORDER SHEET SIZE All drawings shall be prepared in size ANSI D border sheets (610mm x 813mm). Hardcopy design submissions may be printed on half size drawing sheets (ANSI B, 279.5mm x 431.5mm) for purposes of saving paper and ease of review. All final contract drawing sets (as-built) shall be submitted on ANSI D border sheets,(a3,a1). 6.8.9.5 SEQUENCE OF DESIGN DRAWINGS The sequence of drawings in the submittal set shall follow the outline provided in the A/E/C CADD standards as shown below: 1. General 2. Hazardous Materials 3. Survey/Mapping 4. Geotechnical 5. Civil 6. Landscape 31

7. Structural 8. Architectural 9. Interiors 10 Equipment 11. Fire Protection 12. Plumbing 13. Process 14. Mechanical 15. Electrical 16. Telecommunications 17. Resource 18. Other Disciplines 19. Sub-Designer / Shop Drawings 20. Operations 6.8.9.6 DRAWING FOLDER STRUCTURE CADD files shall be organized in folder names that correlate with the A/E/C CADD Standards sequence as indicated above. For multi-building projects, a folder for each building type shall be created and the applicable discipline folders included therein. 6.8.9.7 LAYER / LEVEL NAMES Layer or level files names shall follow the guidelines of the CADD Standards, [discipline].dwt (drawing template files) shall be used to import the proper layers that will be inclusive of the correct line type, color, and line thickness of the respective layer. 6.8.9.8 DRAWING FILE NAMING CONVENTION The sheet identifier will consist of the discipline designator, the sheet type designator and the sheet sequence number as referenced in the CADD Standards. 6.8.9.9 SHEET IDENTIFICATION BLOCK The sheet identifier will follow the format of the border sheet file. This will consist of the discipline designator, the sheet type designator and the sheet sequence number as referenced in the CADD Standards. 6.8.9.10 DRAWING SCALES The scales indicated on the following list shall be the guide in determining the scale for all drawings. Bar scales on drawings are preferred as printed copies may lose their plotted scale through generational copying. The designer may, at its option, make exceptions to the scales indicated, if approved in writing by the UNOPS Engineer. TYPICAL DRAWING SCALES SITE PLAN 1:200 1:400 1:500 1:600 1:700 1:1000 FLOOR PLAN 1:50 1:100 ROOF PLAN 1:100 1:200 EXTERIOR ELEVATIONS 1:100 1:200 INTERIOR ELEVATIONS 1:50 1:100 CROSS SECTIONS 1:50 1:100 1:200 WALL SECTIONS 1:20 1:50 STAIR DETAILS 1:10 1:20 1:50 DETAILS 1:5 1:10 1:20 32

6.8.9.11 TEXT, SYMBOLS, LINE STYLES, & PATTERNS All text shall be UPPERCASE. For text height, width, line weight ratios use the following as a minimum guideline (with all values given shown as measured from full-size plot of the sheet file): 1. General text: 3mm x 3mm; LW = 2 2. Subtitles: 4.75mm x 4.75mm; LW = 2 3. Titles: 6.35mm x 6.35mm; LW = 3 Approved symbols, line styles, and patterns shall be in accordance with CADD Standards. 6.8.9.12 PLOTTER PREPARED ORIGINAL DRAWINGS AND PDF FILES a. Design files shall be developed in anticipation of plotting on a monochrome, vector plotter. Line density shall be equivalent to that produced by black India ink; half tone plots are only acceptable where the half-tone color setting of RGB (red, green, blue) settings equal a value of 153. Refer to the A/E/C CADD Standards as necessary. Drawings plotted in color are not acceptable. Manual changes to plotted originals are not acceptable. b. A separate Adobe PDF file shall be made of each drawing file in landscape orientation. Each PDF drawing file shall then be compiled into one binder PDF file for each set of drawings following the order of the Sheet Index. Provide bookmarks for each discipline designation and each drawing file. 6.8.9.13 LEGENDS For each submittal, legends of symbols and lists of abbreviations shall be placed on the drawings. They shall include all of the symbols and abbreviations used in the drawing set, but shall exclude any symbols and abbreviations not used. Since many symbols are limited to certain design disciplines, there is a definite advantage to the use of separate legends on the initial sheet of each design discipline or in the Standard Details package for each discipline. If legends have not been shown by discipline, a legend shall be placed on the first drawing. 6.8.9.14 COMPOSITE AND KEY PLANS If the plan of a large building or structure must be placed on two or more sheets in order to maintain proper scale, the overall plan (key plan) shall be placed on one sheet at a smaller scale to accommodate entire building / site. Key plans shall be used not only to relate large scale plans to total floor plans but also to relate individual buildings to large complexes of buildings. This key plan with match lines shall be referenced on all segmented drawings and shall be placed in a convenient location to indicate the relative location of the represented plan area by crosshatching. 6.8.9.15 BINDING All volumes of drawing prints shall be firmly bound and shall have covers of heavier bond than the drawing sheets. If posts are used to fasten sheets together, the drilled holes on the bond edges of the sheets shall be on 8-1/2-inch centers. 6.8.9.16 METRIC MEASUREMENT This project includes metric units of measurements. The metric units used are the International System of Units (SI) developed and maintained by the General Conference on Weights and Measures (CGPM); the name International System of Units and the international abbreviation SI were adopted by the11th CGPM in 1960. A number of circumstances require that both metric SI 33

units and English inch-pound (I-P) units be included in a section of the specifications. When both metric and I-P measurements are included, the section may contain measurements for products that are manufactured to I-P dimensions and then expressed in mathematically converted metric value (soft metric) or, it may contain measurements for products that are manufactured to an industry recognized rounded metric (hard metric) dimensions but are allowed to be substituted by I- P products to comply with the law. Dual measurements are also included to indicate industry and/or UNOPS standards, test values or other controlling factors, such as the code requirements where I-P values are needed for clarity or to trace back to the referenced standards, test values or codes. 6.8.9.17 UNITS OF MEASUREMENT Design documents shall be prepared in accordance with the guidance offered in METRIC MEASUREMENTS. The metric units used are the International System of Units (SI) developed and maintained by the General Conference on Weights and Measures (CGPM); the name International System of Units and the international abbreviation SI were adopted by the 11th CGPM in 1960. 6.8.10 DRAWINGS 6.8.10.1 SITE LAYOUT All site layout data shall be dimensioned in millimeter or coordinates, as appropriate. All details and pipe sizes shall be dimensioned in millimeters. 6.8.10.2 REFERENCES The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only. ASTM INTERNATIONAL (ASTM) ASTM E 621 Use of Metric (SI) Units in Building Design and Construction (Committee E-6 Supplement to E380) ASTM SI 10 American National Standard for Use of the International System of Units (SI): The Modern Metric System. 7. MECHANICAL The work covered by this section consists of design of new building hot-water-heating, ventilation and Plumbing, Sanitary Sewer and fire protection. 7.1 SPECIALIST QUALIFICATIONS Designer firm shall be deployed or has engineer who has been 5 years hot- water heating work experience. Hot-Water-Heating Works shall be executed by specialist engineer experienced in the design of those systems to include conventional complete systems in satisfying the specified indoor design conditions. 7.2 CODES, STANDARDS AND REGULATIONS The equipment, materials and works covered under the heating, ventilation services shall conform to the referenced standards, codes and regulations where applicable except where otherwise mentioned under each particular clause. 34

7.3 DESIGN CONDITIONS Outside Design Conditions: Designer shall use weather data related for the location of the project for equipment compatibility with the site conditions. (Designer shall verify the ambient conditions). 7.3.1 INDOOR DESIGN CONDITION 3-storeys building for Faculty of Science at No cooling Heating 22 C Kabul University Campus Hot-water-heating system (technical room) No cooling Heating 13 C 7.4 NOISE LEVEL Noise levels inside occupied spaces generated by Hot-Water-Heating systems indoors shall not exceed NC 35. 7.5 INTERNAL LOADS a. Occupancy: Use ASHRAE standards to calculate sensible and latent heat from people. In general, light/moderate office work is 73 watts sensible and 45 watts. b. Lighting: 21.5 W/m2 (2 W/Ft2) maximum (however lighting levels shall meet minimum requirements and shall be accounted for in the heating and cooling loads based on the actual lighting design). c. Outdoor Air: Outdoor air shall be provided per International Building Code. In general this requires 2.5 L/s/Person (5 CFM/Person) and 0.3 L/s per square meter of floor space (0.06 CFM/sqft); outdoor air. Outdoor air shall be introduced by opening doors and windows. d. Latrine/Bathroom Exhaust naturally ventilation shall be considered by designer. 7.6 VENTILATION & HEATING REQUIPMENT Environmental control of the facilities shall be achieved by wall/ceiling fans, electric/hot water unit heaters. Kitchen shall be provided with mechanical ventilation. 7.7 SUBMITTALS The Contractor shall submit the following for the equipment to be provided under this section of The Specification: manufacturer s data including performance characteristics at design conditions; catalog cuts showing dimensions, performance data, electrical requirements, compliance with standards as stated in paragraph CODES, STANDARDS AND REGULATIONS. 7.8 VENTILATION Vent pipes Staying to roof: If fixings for stays penetrate the roof covering, seal the penetrations and make Watertight. Terminations: Provide bird-proof vent cowls of the same material and colour as the vent pipe. 35

7.9 PLUMBING GENERAL The Designer shall design domestic cold and hot water systems, waste, drain and vent systems, The Designer shall also be responsible for complete design of all domestic and special plumbing systems required for full and safe operations, Water Storage and other facility or structures required in this contract. 7.10 CODES, STANDARDS AND REGULATIONS The design shall conform to the following standards, codes and regulations where applicable except where otherwise indicated under particular clause(s). The publications to be taken into consideration shall be those of the most recent editions. Standards other than those mentioned herein may be accepted provided that the standards chosen are internationally recognized and meet the minimum requirements of the specified standards. The Designer shall submit proof of equivalency if requested by the UNOPS Engineer. IPC- International Plumbing Code IMC-International Mechanical Code NFPA - National Fire Protection Association ASHRAE -American Society of Heating, Refrigeration and Air-Conditioning Engineers ASME -American Society of Mechanical Engineers 7.11 PLUMBING SYSTEMS REQUIREMENTS 7.11.1 WATER Domestic cold and hot water shall be provided in the facilities to serve the water usage and plumbing fixtures provided for the facility. Water service to each facility shall enter the building in a mechanical, toilet, storage, or similar type space. The building service line shall be provided with a shut off valve installed inside the mechanical room or similar spaces. Water piping shall not be installed in or under the concrete foundation except for the service line. All water piping shall be exposed and routed parallel to the building lines and tight to the walls and ceiling. Insulation shall be provided where required to control sweating of pipes or to provide protection from freezing. Electric heat trace cable for freeze protection shall not be provided as a substitute for space heating systems. 7.11.2 PIPING MATERIALS Domestic cold water shall be distributed by means of standard weight (schedule 40) galvanized steel pipe. Domestic hot water shall be distributed by means of standard weight (schedule 40) galvanized steel pipe. Waste and vent piping can be made of either galvanized steel pipe (schedule 40), or Polyvinyl Vinyl Chloride (PVC) conforming to ASTM D 2665. Corrosion protection shall be provided if galvanized piping comes in contact with earth or masonry floors, walls or ceilings. 7.11.3 PLUMBING WATER FIXTURES The following typical plumbing fixtures shall be provided: a. Eastern Water Closet with flush tank assembly. Provide acid resisting fired porcelain enameled cast iron water closet complete with rotating No-Hub 'P' trap and No-Hub coupling to meet piping 36

requirements. Eastern Style water closet shall be furnished with integral non-skid foot pads and bowl wash down non-splashing flushing rim. The water closet shall be completely self-supporting requiring no external mounting hardware and shall be flush with floor. The Eastern Style water closet shall incorporate waterproofing membrane flashing flange. Provide a cold water spigot 300mm above finished floor on the right (from a perspective of standing inside of the cubicle and looking out) sidewall of the cubicle. Spigot shall have a flexible hose and spray nozzle such that the occupant can wash over the water closet. Toilets shall be oriented north and south. Toilets shall not face east or west. b. Western Water Closet with flush tank assembly. Elongated water closet shall be made of Vitreous with a 1 1/2 top spud. Bowl shall be ADA compliant when installed at required Height of 17-19 from floor to top of fixture (including seat).water closet shall have bedpan lugs SPECIFICATIONS Fixture Wall hung Siphon jet flushing action Elongated bowl 1 1/2 I.P.S. top spud inlet 2 1/8 fully glazed trapway diameter Bedpan lugs (with specified model) Mounting hardware, carrier and toilet seat not included Integral flushing rim Water spot area 9 1/2 x 8 1/4 ASME A112.19.2/CSA B45.1 Colors/Finishes White or is directed by executive board. c. Lavatories. All sinks shall be the trough type constructed of block and concrete with ceramic tile exterior and lining capable of withstanding base. Provide maintenance access to waste piping and P-traps from under the sink. Lavatories inside the prison cells shall be tamper-proof with integral spout, soap depression, and outlet connection to slip 40mm OD tubing. d. Sink and Lavatory Faucets. Faucets shall be wall-mounted, chrome plated brass or bronze alloy with hot and cold water valves for manual mixing. Faucet handles shall be chrome plated brass or bronze alloy and non-lever type. No goose neck faucet fixtures shall be used. e. Janitor sink shall be floor mounted and constructed out of concrete. Provide hot and cold water valves with manual mixing. Faucet handles shall chrome plated brass or bronze alloy. Include a stainless steel shelf and three mop holders. f. Service Sink. Standard trap type, enameled cast iron. Service sinks provided in maintenance areas shall be concrete. g. Kitchen Sink. Two (2) compartment sink shall be corrosion resisting formed stainless steel. Faucet bodies and spout shall be chrome plated brass or bronze alloy. Handles, drain assembly, and stopper shall be corrosion resisting steel or brass/bronze alloy. h. Grease Interceptor (Exterior only). Shall be constructed out of concrete, manual cleaning type with removable checker-plate cover, complete with flow control valve. Tested and rated in according to standards. Concrete shall have a minimum compressive strength of 21 MPa (3045 psi) in 28 days (kitchen use only). i. Provide P-Traps per International Plumbing Code IPC for all fixture drains, floor and trench drains, and shower drains. P-traps shall have minimum of 50 mm water seal. 37

7.11.4 HOT WATER Hot water shall be provided for the facility to supply 140 F (60 C) hot water to fixtures and outlets requiring hot water. Hot water of a higher temperature shall be provided only where required for special use or process. Hot water piping shall be routed parallel to the building lines and concealed within finished rooms. All hot water piping shall be insulated. A hot water re-circulating pump shall be provided if hot water piping run exceeds 30m. 7.11.5 HOT WATER HEATERS The hot water shall be generated by electric water heaters. The unit(s) shall be typically located inside a mechanical room, storage room, toilet/janitor room, kitchen or similar type space and be wall-mounted or be floor-mounted on a 100 mm (4 inch) raised concrete pad. The unit(s) shall be of the commercially available tank type having low or medium watt density electric heating elements. In cases where the pressure of the water coming into the tank will violate manufacturer recommendations, a pressure reducer shall be installed in the line before the water heater. Each water heater shall be equipped with a vacuum relief valve and temperature and pressure (T&P) relief valve that discharge into a nearby floor drain; discharge piping shall terminate 50 mm (2 inches) above the floor drain. The discharge pipe shall not be installed horizontally along the floor to eliminate any tripping hazards. Multiple water heaters shall be connected by common inlet and outlet manifolds to ensure equal flow and drawdown rates. Water heater. Where a combination potable water heating and heating system requires water for heating at temperatures higher than 140 F (60 C), a master thermostatic mixing valve complying with ASSE 1017 shall be provided to limit the water supplied to the potable hot water distribution system to a temperature of 140 F (60 C) or less. The potability of the water shall be maintained throughout the system. 7.11.6 WASTE, DRAIN AND VENT SYSTEM Floor drains shall be provided in each room that contains a water source. Floor drains shall be provided in the mechanical equipment and toilet rooms as required. Floor drains shall be provided next to the electric water heaters. In mechanical rooms, floor drains shall be provided to avoid running drain piping long distances above or over the floor. Drain outlet shall use p-trap system to trap sewer gases. P-trap drain should be a one-piece system without removable parts. Every trap and trapped fixture shall be vented in accordance with the IPC. In order to minimize vent piping, consider incorporating circuit venting or combination drain and vent systems in accordance with IPC, Section 911 and 912 of the. IPC Section 708.3. 7.11.7 FIRE PROTECTION 7.11.7.1 PORTABLE FIRE EXTINGUISHERS Portable fire extinguishers shall be provided inside all facilities and at exterior locations as required in accordance with NFPA 10. Generally, extinguishers will be of the multi-purpose dry chemical type except for occupancies requiring a special type extinguisher (e.g., carbon dioxide portable fire extinguishers for electrical rooms). 38

8. CIVIL UTILITIES WATER The Designer shall design water distribution mains, branches, service connections to include all pipe, valves, bends, thrust blocking, fittings and appurtenances. Exterior water line construction shall include service to the building. The required average daily flow (ADF) shall be the average daily demand (ADD) per person for 1000 students. 8.1 SYSTEM, DISTRIBUTION AND STORAGE The water system shall be designed accordance with UNOPS requirements, Water Supply which include the use of a capacity factor. Water demand required for irrigation and landscaping needs shall not be included in design demand calculations. The water system shall be designed to accommodate the total project need. There is existing water source/mains in the University compound, so the distribution system shall be designed as a user of the existing system. A water storage tank on the roof of the 3-storeys building will be designed that will provide the required water pressure for all the water need. Designer shall design a Potable Water System, to include connection to existing water system, protected in an enclosed manhole, water pump (if existing water pressure cannot refill 3-storeys building s water tank). The water system shall be designed and in accordance with the International Plumbing Code (IPC) 2006. 8.2 WATER STORAGE TANK Designer shall design a water reservoir on the roof. Volume of water reservoirs shall be a minimum storage volume of 10m 3 reservoir demand. The designer shall verify storage volume requirements based on final design population. Overflow and air vents shall be screened so that birds, rodents and debris cannot enter the reservoir. The tank shall meet all applicable codes for potable water storage. The interior coatings for the tank shall meet NSF/ANSI 61 requirements. 8.3 WATER DISTRIBUTION SYSTEM The Designer shall design a water distribution system. The distribution network shall be laid out in a combination grid and looped pattern with dead ends not exceeding 30 m (99 ft.). Use similar piping materials for all facilities and pipe runs in the distribution system for efficiency of future maintenance activities. Diameter for distribution lines shall be as per Standards mentioned. Water supply distribution shall connect to a building service at a point approximately 1.5 m outside the building or structure to which the service is required. All piping and joints shall be capable of at least 1.03 MPA (150 psi) leakage testing and 1.38 MPa (200 psi) hydrostatic test pressure, unless otherwise specified. Pipe diameters shall be adequate to carry the maximum flow of water at velocities less than 1.5 m/sec (5 ft. /sec). The operating pressure range shall not exceed 517 kpa (75 psi) at all points of the distribution system. If pressures greater than 517 kpa (75 psi) cannot be avoided, pressure-reducing valves shall be used. A system pressure of 30 psi is acceptable at extreme peak flow conditions. A system pressure below 30 psi shall be considered a deviation in the technical requirements requiring UNOPS Engineer approval. Adequate cover must be provided for frost protection. A minimum cover of 800mm is required to protect the water distribution system against freezing. Water lines less than 1.25 meters (4 feet) deep under road crossings shall have a reinforced concrete cover of at least 150 mm (6 inch) thickness around the pipe extending out to 1m from each road edge. 8.4 PIPE The Designer shall design PVC pipe of adequate strength, durability and be corrosion resistant with no adverse effect on water quality. 39

8.5 WATER MAINS AND BRANCHES Designer shall design Water pipe material for water mains and branches shall be PVC or Ductile Iron (DI) Pipe. Building service lines will be sized according to guidance provided below. The exterior surface of the pipe must be corrosion resistant. Pipe diameters shall be 300mm (12 inch), 250mm (10 inch), 200mm (8 inch), 150mm (6 inch) and 100mm (4 inch) whichever is proved by calculation/standards. If Ductile Iron (DI) pipe is installed underground the pipe shall be encased with polyethylene in accordance with AWWA C105. Ductile iron pipe shall conform to AWWA C104. DI fittings shall be suitable for 1.03MPa (150psi) pressure unless otherwise specified. Fittings for mechanical joint pipe shall conform to AWWA C110. Fittings for use with push-on joint pipe shall conform to AWWA C110 and C111. DI fittings shall be cement mortar lined (standard thickness) in accordance with C104. All pipes and joints shall be capable of at least 1.03 MPa (150 psi) and 1.38 MPa (200psi) hydrostatic test pressure unless otherwise specified herein. Polyvinyl Chloride (PVC) pipe shall conform to ASTM D 1785. Plastic pipe coupling and fittings shall be manufactured of material conforming to ASTM D 1784, Class 12454B. PVC screw joint shall be in accordance with ASTM D 1785, Schedules 40, 80 and 120. Pipe less than 80mm (3 inch), screw joint, shall conform to dimensional requirements of ASTM D schedule 80. Elastomeric gasket-joint, shall conform to dimensional requirements of ASTM D 1785 Schedule 40. 8.6 WATER SERVICE Water service connections to buildings shall vary from 15mm, 19mm, 25mm,32mm, 38mm, 50mm, 75mm,80mm, to 100mmw as calculated, depending on the maximum flow velocity and minimum pressure requirements as determined by hydraulic analysis. Pipes for service connections may be smaller as required by International plumbing code (IPC). Pipe service connections from the distribution main to the building shall be Ductile Iron (DI) or Polyvinyl Chloride (PVC) plastic Schedule 80 ASTM D 1785. PVC pipe couplings and fittings shall be manufactured of material conforming to ASTM D 1784, Class 12454B. Contractor shall not use either upvc or HDPE for any of the water pipes. 8.7 VALVES GATE AND BUTTERFLY VALVES Valves (Gate valves w/box) shall be placed at all pipe network tees and cross intersections, and the number of valves shall be one less than the number of lines leading into and away from the intersection. For isolation purposes valves shall be spaced not to exceed 3600 mm (12 feet). Gate valves shall be in accordance with AWWA C 500 and/or C509. Butterfly valves (rubber seated) shall be in accordance with C504 et al. The valves and valve boxes shall be constructed to allow a normal valve key to be readily used to open or close the valve. Provide traffic-rated valve boxes. Provide concrete pa-square, for all valve boxes. Valves shall be pressure rated to 1.38 MPa (200 psi). 8.7.1 VACUUM AND AIR RELEASE VALVES Air release valves are required to evacuate air from the main high points in the line when filled with air, and to allow the discharge of air accumulated under pressure. Vacuum relief valves are needed to permit air to enter a line when it is being emptied of water or subjected to vacuum. The contractor shall submit vacuum release valves and determine their locations on the distribution system subject to review and approval of the UNOPS Engineer. 8.7.2 BLOW-OFF VALVES The Designer shall design 40-50 mm (1-5/8 2 in) blow-off valves at ends of dead end mains. Valves shall be installed at low points in the mains where the flushing water can be readily discharged to natural or manmade drainage ditches, swales or other. 40

8.7.2 BLOW-OFF VALVES The Designer shall design concrete thrust blocking at any point where the layout of the system changes the direction of the flow, increases the velocity, or decreases or stops the flow. At these points, the pipes and fittings must be anchored and kept from moving or pulling apart by the use of thrust blocks installed against undisturbed earth. 8.8 SANITARY SEWER There is a sewer main collector in University compound, and the buildings under this contract shall be connected to that existing system in order to dispose waste materials to. The only thing is to have an emergency holding tank for the waste water (black/gray) in case or malfunctioning of the main system. Exterior sanitary sewer line construction shall include service to the building. Contractor shall design sanitary sewer collection system using approved field survey data and finished floor elevations. Depending upon the topography and building location, the most practical location of sanitary sewer lines is along one side of the street. In other cases they may be located behind buildings midway between streets. Main collection sewers will follow the most feasible route to the point of discharge. The sewer collection system shall be designed to accommodate the initial occupancy and a reasonable expansion capability. Sewer collection capacity shall be based on two times the average daily wastewater flow unless minimum diameter specified is adequate to provide flow and required maximum velocity; wastewater flow through the system shall be distributed on the basis of fixture unit flow in the building serviced by multiplying the proportion of the total fixture flow from building or facility times the total wastewater flow for the project or installation as determined above. All sewers shall be located outside of the roadways as much as practical, and minimize the number of roadway crossings. To the extent practical, a sewer shall not be constructed under a building, or remain in service where a building is subsequently constructed over it. The Contractor shall use the following criteria where possible to provide a layout which is practical, economical and meets hydraulic requirements as follow; a. Follow slopes of natural topography for gravity sewers. b. Check subsurface investigations for groundwater levels and types of subsoil encountered. If possible, avoid areas of high groundwater and the placement of sewers below the groundwater table. c. Avoid routing sewers through areas which require extensive restoration or underground demolition d. Depending upon the topography and building locates, the most practical location of sanitary sewer lines is along one side of the street. In other cases they may be located behind buildings midway between streets. The intent is to provide future access to the lines for maintenance without impacting vehicular traffic. e. Avoid placing manholes in low-lying areas where they could be submerged by surface water or subject to surface water inflow. In addition, all manholes shall be constructed 50 mm higher than the finished grade, with the ground sloped away from each manhole for drainage. f. Sewer lines shall have a minimum of 800 mm of cover for frost/freeze protection. g. Locate manholes at change in direction, pipe size, or slope of gravity sewers. h. Sewer sections between manholes shall be straight. The use of a curved alignment shall not be permitted. 41

i. If required by the design, locate manholes at intersections of streets where possible. This minimizes vehicular traffic disruptions if maintenance is required. j. Sewer lines less than 1.25 meters deep under road crossings shall have a reinforced concrete cover of at least 150mm thickness around the pipe or shall utilize a steel or ductile iron carrier pipe. It is recommended to continue the reinforced concrete cover or carrier pipe a minimum of one (1) meter beyond the designated roadway. 8.8.1 SANITARY SEWER SYSTEM The sanitary sewer collection system shall consist of gravity sewer pipe network and accessories such as manholes, cleanouts, and building service connections. The sanitary sewer system shall be designed to accommodate all population and verified by the contractor, including use of the required Capacity Factor from IPC Chapter 7, Sanitary Drainage and IPC, Table E103.3(2). System capacity shall be calculated based on a hydraulic waste load. The gravity sewer collection system shall connect to the existing sewage system which shall be a main collecting pipe, but a separate holding tank to be considered in the design for emergency cases. 8.8.2 STORM WATER COLLECTION AND MANAGEMENT SYSTEM The storm water collection and management system shall be designed separately and shall not be connected with sanitary system. 8.8.3 PROTECTION OF WATER SUPPLIES The Contractor shall ensure that the sewer design meets the following criteria: a. Sanitary sewers shall be located no closer than 30m (100 feet) horizontally to any water wells or reservoirs to be used for potable water supply. b. Sanitary sewers shall be no closer than 3 m (10 feet) horizontally to potable water lines; where the bottom of the water pipe will be at least 300mm (12 inches) above the top of the sanitary sewer, horizontal spacing shall be a minimum of 1.8m (6 feet). c. Sanitary sewers crossing above potable water lines shall be constructed of suitable pressure pipe or fully encased in concrete for a distance of 2.7m (9 feet) on each side of the crossing. 8.8.4 GRAVITY SEWER Sanitary sewers shall be designed as per approved standard by UNOPS to flow at a maximum in the following way: 1) sanitary sewer laterals, mains and trunk lines flow velocities shall be designed to provide a minimum velocity of 0.6 m per second (mps) 2) a minimum velocity of 0.8 to 1.05 mps at the peak diurnal flow rate, 3) flows shall be based on allocating the proportion of the average daily or peak daily flow to each building or facility on the basis of fixture unit flow developed for the plumbing design, and 4) minimum pipe slopes shall be provided regardless of the calculated flow velocities to prevent settlement of solids suspended in the wastewater. Minimum pipe slopes are provided as per International Plumbing Code (IPC). Unless otherwise indicated the gravity sewer pipe shall be design in straight and true runs in between manholes with constant slope and direction. Adequate cover must be provided for frost protection. A minimum cover of 800 mm (32 in) shall be required to protect the sewer against freezing. 42

8.9 MANHOLES The Designer shall design standard manholes (MH) as per IPC. Manholes shall be made of cast-inplace reinforced concrete with cast iron cover, frames and covers shall be traffic rated, H-20 load rating. All manholes shall be provided with a concrete bench with a flow line trough, smoothly formed to guide waste flow to the outlet pipe from the inlet pipe(s). The top surface of the bench shall be above the crown of all pipes within the manhole. All surfaces of the bench shall be sloped smoothly toward the trough to guide flow, even under peak flow conditions. Sanitary sewer lines shall enter at the manhole flow line. Where the invert of the inlet pipe would be more than 0.5 meter above the manhole floor, a drop inlet shall be provided. No internal drop structures shall be permitted at lift stations. Inlet to lift station wet wells shall enter below the lowest water level of the pump operating range, and if necessary a drop inlet approach pipe external to the lift station may be used to avoid cascading influent flow. 8.9.1 MANHOLE DESIGN REQUIREMENTS Manholes are required at junctions of gravity sewers and at each change in pipe direction, size or slope, except as noted hereinafter for building connections. Manholes shall be installed at start of all main runs as per IPC Section 708.3, 708.3.2, 708.3.6. 8.9.2 PIPE CONNECTIONS The crown of the outlet pipe from a manhole shall be on line with or below the crown of the inlet pipe. 8.9.3 FRAMES AND COVERS Frames and covers shall be cast iron, traffic rated in any case to an H-20 load rating. Cast iron frames and covers shall be traffic rated. 8.9.4 STEPS FOR MANHOLES Steps shall be cast iron, polyethylene coated, at least 15mm (5/8 in) thick, not less than 400mm (16 in) in width, spaced 300mm (12 in) on center. 8.9.5 PIPE Pipe shall conform to the respective specifications and other requirements as follows: Provide Polyvinyl Vinyl Chloride (PVC) conforming to ASTM D 3034, Type PSM with a maximum SDR of 35, size 380 mm (15inch) or less in diameter. PVC shall be certified as meeting the requirements of ASTM D 1784, cell Class 12454. Designer may use upvc pipe provided the SDR and strength properties of the pipe equal or exceed the properties of ASTM D 1784 for PVC. Manufacturer supplied data stating that all aspects of the ASTM are met will be required for approval. 8.9.6 FITTINGS Fittings shall be compatible with pipe supplied and shall have a strength not less than that of the pipe. Fittings shall conform to the respective specifications and requirements as follows: provide PVC fittings conforming to ASTM D 3034. 8.9.7 JOINTS Joints installation requirements shall comply with the manufacturers installation instructions. Flexible plastic pipe (PVC) gasket joints shall conform to ASTM D3212. 43

8.9.8 BRANCH CONNECTIONS Branch connections for new piping installations shall be made using regular fittings. Branch connections for upgrades or repairs shall be made by use of regular fittings or solvent-cemented saddles as approved. Saddles for PVC pipe shall conform to Table 4 of ASTM D 3034.The minimum depth of the cover over the pipe crown shall be 0.8m. 8.9.9 BUILDING CONNECTIONS AND SERVICE LINES Building connections and service lines will be planned to eliminate as many bends as practical and provide convenience in rodding. Bends greater than 45 degrees made with one fitting should be avoided; combinations of elbows such as 45-45 or 30-60 degrees should be used with a cleanout provided. Connections to other sewers will be made directly to the pipe with standard fittings rather than through manholes. However, a manhole must be used if the connection is more than 31m from the building cleanout. 8.9.10 CLEANOUTS Cleanouts must be design on all sewer-building connections to provide a means for inserting cleaning rods into the underground pipe. 8.9.11 GREASE INTERCEPTORS Grease interceptors are used to remove grease from wastewater to prevent it from entering the sanitary sewer and septic systems. All kitchen-related waste water shall corporate preliminary treatment with use of a grease interceptor prior to the sanitary sewer system. The only waste lines upstream of the grease interceptor shall be grease laden waste from the kitchen or other areas. Grease interceptor design shall be based on standards approved by UNOPS. The grease interceptor shall be reinforced cast-in-place concrete, the grease interceptor shall connect to the sanitary sewer system. 9. ELECTRICAL ELECTRICAL SERVIECS/GENERAL DESIGN AND PRODUCT CRITERIA 9.1 DESIGN STANDARDS Calculations in the Design Analysis, at a minimum, shall include: o Voltage Drop for all feeders and one worst case branch circuit per feeder o Generator De-rating Calculations Conflicts between criteria and/or local standards shall be brought to the attention of the UNOPS Engineer for resolution. In such instances, all available information shall be furnished to the UNOPS Engineer for approval. All electrical systems and equipment shall be installed in accordance with the requirements set forth in the documents referenced herein. Acceptance test procedures on all systems provided. As a minimum the testing procedures shall comply with the requirements of the National Fire Protection Association (NFPA) and the International Electrical Testing Association (NETA). Electrical design shall be in the International System of Units (SI). 9.2 ELECTRICAL PRODUCTS/MATERIAL Unless noted otherwise, all electrical material used shall be tested and marked by a Nationally Recognized Testing Laboratory (NRTL) such as Underwriters Laboratories (UL). In the event that NRTL-tested materials are not available, the contractor may then select applicable IEC manufactured, and CE marked material but the contractor must prove equivalence and must 44

provide UNOPS with a full copy of the relevant specification(s)/standard(s). If IEC manufactured, CE marked material is chosen, the product shall be provided with a Declaration of Conformity ±. The Declaration of Conformity ± contains information to allow tracing of the product, including product identification, manufacturer s name, address, signature and standards by which the product is tested. IEC manufactured, CE marked material shall also be independently certified by a Notified Body. A Notified Body must serve as an independent test lab and perform type-tests that comply with the applicable IEC standard. These tests shall be recorded in Technical Documentation by the laboratory and submitted for review. Material and equipment installed under this contract shall be for the appropriate application and installed in accordance with manufacturers recommendations. Equipment enclosure types shall be in compliance with the National Electrical Manufacturer's Association (NEMA) or the International Electro-Technical Committee (IEC) standards. Major components of equipment shall have the manufacturer's name, address, type or style, voltage and current rating, and catalog number on a non-corrosive and non-heat sensitive plate, securely attached to the equipment. All equipment delivered and placed in storage, prior to installation, shall be protected from the weather, humidity and temperature variation, dirt and dust, and any other contaminants. All equipment shall be in new condition, undamaged and unused. All material and equipment shall be a standard product of a manufacturer regularly engaged in the manufacture of the product and shall essentially duplicate items that have been in satisfactory use for at least two (2) years prior to bid opening. SPECIFIC SYSTEM STANDARDS 9.3 GENERATOR POWER SYSTEM Generators shall meet one of the following requirements: o UL-2200 listed o CSA certified (C22.2 No. 100-04 Class 4215-01) o CE-marked AND BS5000 AND ISO 8528 AND ISO 3046 AND IEC 60034 AND VDE 0530 AND NEMA MG-1. Generator diesel engines shall meet the requirements of NEMA MG-1 Part 22, Continuous Duty and a temperature rise of 105 C. Generators shall be rated for continuous duty at 100 percent of the power rating. Winding insulation shall be Class H and meet the requirements of UL 1146. The generator shall be provided with an electric start system and a 220V jacket heater. Generator engines shall be provided with a cool down relay with adjustable cool down time. The generator control panel shall be provided in accordance with NEMA ICS 6, enclosed and mounted on the engine/generator set with vibration isolation. Generator circuit breakers shall be listed per UL 489 listed or manufactured to BS/EN 60947 AND CE marked. The complete factory assembled generator shall be tested prior to shipment in accordance with IEEE 115, NEMA C 50 10, IEC 60034-2 and NEMA MG 1. Generators shall be provided with a weatherproof enclosure. Generators shall be de-rated as necessary for the ambient temperature and altitude of the site. Derating calculations shall be provided in the design analysis, and shall be based on the generator manufacturer s recommendations. For fuel storage requirements and capacity, see Special Plumbing Systems paragraph: Generator Fuel Storage/Distribution. 45

9.4 ELECTRICAL DISTRIBUTION SYSTEM Underground distribution systems, if applicable, shall be in concrete encased schedule 40 PVC duct banks under roadways, parking lots and heavy traffic areas, and direct buried Schedule 80 PVC duct banks in other areas. Underground ducts shall be not less than 100mm diameter and not less than 1220mm below grade. Manholes and handholes shall be provided at changes of direction of more than 40 degrees and elsewhere as required to limit the pulling tension and sidewall pressure on the cables during installation to acceptable levels as defined by the cable manufacturer. Manholes and handholes shall be provided at changes of direction of more than 40 degrees and elsewhere as required to limit the pulling tension and sidewall pressure on the cables during installation to acceptable levels as defined by the cable manufacturer. Manholes shall be provided for duct banks with more than 2 ducts. Handholes shall be provided wherever a manhole is not required by quantity of ducts or by cable manufacturer s installation recommendations. The system shall be configured as a loop system and the feeders shall be provided with tie capabilities through the use of pad mounted load-break switches. T-tap style splices shall not be allowed in manholes. 9.4.1 SITE POWER, ELECTRICAL, DISTRIBUTION SYSTEM, AND FUEL STORAGE FACILITIES Contractor shall site adapt the provided electrical design for the building, modifying it where required to meet BS7671. Contractor shall refer to Technical Specifications for detail descriptions and requirements of the Systems. Major Electrical Systems are, but not limited to: (a) On-Site Power Generator house: Even though the original power consumption for the KUP is the existing governmental power mains to connect to, it is also required to design a capability of switching between governmental power and a stand-by generating set for the KUP in case of lack in power. (b) Power Distribution System: Distribution system design is required for site lighting/security and as well as for the building internal electrical system requirements. A 100 kva power generator including a bulk fuel storage tank is required for a 7 day supply of fuel and shall be filled with fuel upon completion of the contract. Generator shall be provided - (IP54 or better) enclosure. Generator pad and overhead cover shall be designed and constructed by the contractor. The Power Generation and Distribution plans provided are conceptual. These plans reflect the design of another contract, and shall not be used for construction. However, these plans shall be used as the basis of generation and distribution design. The contractor shall design and construct an enclosed building to house the low voltage switchgear and controls. Site Secondary Power Distribution System for Building shall include installation of underground cables in direct buried, thick walled, Schedule 80 PVC conduit from the Power generator house to the individual facilities, except under traffic areas where the conduit shall concrete encased. Although medium-voltage distribution is shown on the provided electrical distribution plans, distribution from the power plant to the buildings shall be low-voltage (400/230V, 3-phase, 4 wire plus ground). 9.5 PANELBOARDS Panel boards shall meet one of the following requirements: o o o UL67 listed Tested and Marked by another NRTL BS/EN 60439 or IEC 60439-manufactured, AND type-tested assembly (TTA) All panel boards shall be circuit breaker bolt-on type panels. 46

Enclosures for exterior and interior applications shall be NEMA Type 3 (IEC Classification IP54) and NEMA Type 1 (IEC Classification IP10) respectively. Circuit breakers shall be connected to copper bus bars within the panel boards. Daisy chain (breaker-to-breaker) connection(s) made with conductor or interconnecting bus bar are not acceptable. A 3-pole circuit breaker shall be a single unit and not made up of 3 single pole circuit breakers connected with a wire or bridge to make a 3-pole breaker. For large panels (225 Ampere and above) provide an ammeter, voltmeter and kilowatt-hour meter to monitor energy usage. Selector switches shall be provided for each meter to read all 3 phases. All panel boards shall be surface mounted. All panels shall be provided with a minimum of 25% spare capacity for future load growth. All panel boards shall be provided with a nameplate including the following information: o Manufacturer s Name or trade mark o Type designation or identification number, or other means of identification making it possible. to obtain relevant information from the manufacturer o Mark of the NRTL (such as UL), IEC 60439-1, or BS/EN 60439-1 o Rated current, operational voltage, and impulse withstand voltage o Short-circuit withstand strength o Degree of Protection 9.6 CIRCUIT BREAKERS INTERIOR DISTRIBUTION SYSTEM 9.7 CONDUCTORS All panel boards and load centers shall be provided with a panel schedule. All circuit breakers shall be labeled with identification number corresponding to the panel schedule. Panel Schedule shall be typed written in English, Dari and Pashto. The panel schedule shall identify the conductor color code present in the panel. Any building with any branch circuit breakers larger than 32A, 3 pole shall have at least one distribution panel for the larger breakers. 9.8 CONDUIT Circuit breakers shall meet one of the following requirements: o o o o UL 489 listed Tested and marked by another NRTL BS/EN 60947 or IEC 60947-manufactured BS/EN 60898 or IEC 60898-manufactured Circuit breakers shall not be rated less than 15-amperes. All Breakers feeding wet areas shall be Residual Current Breakers w/ Overload (RCBO), or Ground Fault Circuit Interrupter (GFCI). 9.9 INTERIOR DISTRIBUTION SYSTEM Contractor shall design and provide circuits for all mechanical equipment and any other equipment that requires power and make the final connections. 47

9.10 CONDUCTORS All cable and wire conductors shall be copper. Conductors shall be single core; multi-conductor cables shall not be used. All wiring, unless noted otherwise, shall be conductor-in-conduit. Conductor jacket or insulation shall be color coded to satisfy IEC requirements. For a three-phase system, phase A shall be brown, phase B shall be black, phase C shall be grey, the neutral shall be blue and the ground shall be green/yellow. Conductor color coding shall be identified on the plans. If a new feeder is added to an existing panel board, colored electrical tape shall be used on the new conductors to match the existing color code. The grounded (neutral) conductor shall be permanently identified by a tag, label, or marking conductor. The use of 75 or 90 degree C (minimum) terminals and insulated conductors is required. Use of higher degree C rated conductors on circuits with protective device terminals rated at a lower degree C is allowed but must be de-rated to the rating of the device terminals. Aluminum conductors shall not be specified or used except as bare steel reinforced (ACSR) overhead conductors in an aerial primary distribution system. All branch circuit wiring shall be copper, minimum #4 mm 2 (#12 AWG) installed in metal conduit. Conductors shall be sized in accordance with the Design Requirement entitled Breaker and Conductor Sizing. Manufacturer-provided ampacity charts shall not be used in determining conductor size. Voltage Drop for branch circuits shall be limited to no more than 3%; voltage drop for branch and feeder circuits combined shall be limited to no more than 5%. 9.11 CONDUIT Metal conduit (EMT) system shall be complete, to include but not limited to, necessary junction and pull boxes for all surface mounted conduit systems. Surface-mounted Nonmetallic Raceways shall not be allowed. Smallest conduit size shall be no less than 20mm (0.75 inch) in diameter. All empty conduits shall be furnished with pull wire or cord or rope (depending on the size of conduit and length of run). Exterior conductors below grade shall be installed in concrete encased PVC conduit at a depth of 1220 millimeters. Conduit shall be surface mounted in all areas. 9.12 RECEPTACLES Receptacles shall not be provided in latrines, bathrooms, restrooms, ablution areas, or shower rooms. Receptacles (outlets) shall be duplex type 16A, 230V, 50 hertz, type CEE 7/7 (Schuko) with Earth Ground. 9.13 LIGHTING Indoor lighting for all areas shall consist of fluorescent surface mounted light fixtures. Exterior lighting shall be HID (metal halide or high pressure sodium) as referenced. Moisture resistant/waterproof (IPx4 rated or better) fluorescent light fixtures shall be provided in high humidity and wet areas such as latrines, showers and outside. Battery powered emergency. and exit. lights shall be provided within each building, as applicable, for safe egress during a power outage. All light fixtures shall be factory finished, complete and operational, to include but not be limited to, lens, globe, lamp, ballast etc. Industrial type fluorescent light fixtures shall not be used. Every room shall be provided with a minimum of one light switch. Light fixtures shall be mounted approximately 2.5-meters (8 feet) above finished floor (AFF) minimum. Fixtures may be pendant or ceiling mounted, depending on the ceiling type and height. 48

Lighting in large rooms/areas may be controlled from multiple switches. Three-way or four-way lighting shall be provided in all rooms / areas with multiple entrances. Above mirror lights shall be provided in toilet rooms. Above-mirror lights shall be IPx4 rated if within Zone 2 as identified in BS7671. 9.14 EMERGENCY LIGHTING Fixtures shall be provided with self-contained nickel cadmium battery pack to operate on stand-by circuit for 90-minute minimum. Unit shall have test/re-set button and failure indication lamp. Emergency light fixtures shall be UL 924 listed, marked/tested by another NRTL, or IEC 60598 manufactured. 9.15 LIGHT FIXTURES Lighting fixtures shall be a standard manufacturer s product. Fluorescent surface mounted light fixtures shall be power factor corrected and equipped with standard electronic ballast(s). Fixtures in medical facilities shall also have electronic ballasts. All light fixtures shall properly operate using standard lamps available locally. Fixtures shall be fully factory wired and designed for appropriate application i.e. appropriate for that location where installed. 9.16 ILLUMINATED EXIT SIGNS (EXIT LIGHTS) Fixtures shall be single or double sided as required by the location and for wall/ceiling mounting. Unit shall illuminate continuously and be provided with self-contained nickel cadmium battery pack, to operate on floated-battery or trickle charge circuit. Fixture shall operate satisfactorily for 90 minutes during a power outage. Unit shall have test/reset button and failure indication lamp. Lettering EXIT shall be color red and not less than 6 inches (150 mm) in height and on matte white background. Illuminations shall be with LEDs. 9.17 SEARCH LIGHTS o o o o o o Prison grade Nickel reflectors (bullet resistant) 65 million candlepower (1000 watts) Manual operation from below with one hand Xenon lamp Weatherproof design Search light shall be bonded to lighting protection system. 9.18 SINGLE LINE DIAGRAM Complete single line diagrams shall be provided for all systems installed. All major items in each system shall be identified and labeled for respective ratings. Single line diagrams for each system, installed in a clear plastic frame, shall be provided. 9.19 SURGE PROTECTIVE DEVICES (SPD.S) Transient Voltage Surge Suppression shall be provided utilizing surge arresters to protect sensitive and critical equipment. As a minimum TVSS protection shall be provided at each panel serving electronic loads and shall be shown on the panel schedule. It is recommended that Metal Oxide Varistor (MOV) technology be used for such applications. 9.20 GROUNDING AND BONDING 49

Grounding and bonding shall comply with the requirements of BS7671 for 50Hz systems and NFPA 70 for 60Hz systems. All raceways shall include insulated equipment grounding conductor (protective earth conductor), and grounding electrodes (earthling) shall be installed at every building or structure. Grounding electrodes shall include, at a minimum: concrete encased electrode, bond to building steel (if available), bond to metallic water pipe (if available), and ground rod(s). Underground connections shall be exothermally welded. All exposed non-current carrying metallic parts of electrical equipment in the electrical system shall be grounded. Final measurement of the ground resistance shall not exceed 25 ohms when measured more than 48 hours after rainfall. Ground rods shall be copper clad steel, with minimum diameter of 17.2mm and minimum length of 3000mm. 9.21 LIGHTNING PROTECTION SYSTEM The contractor shall install Lightning Protection Systems where shown on the site-adapt plans, and install IAW NFPA 780. Lighting Control System Provide the following and to the Schedules: - Lighting switches. - Dimmers. - Automatic control systems. - External light fittings. - Internal light fittings. Documentation: Provide complete technical and operational documentation for the lighting control system where installed. EMERGENCY EVACUATION LIGHTING; Provide a complete operational emergency evacuation lighting system, tested and commissioned to International Standards. 9.22 FIRE DETECTION & ALARM SYSTEM Fire Detection and Alarm System(s) shall be provided where shown on the site-adapt plans and installed in accordance with NFPA 72 requirements. System shall include, but is not limited to, Fire Alarm Control Panel (FACP), manual pull stations, horns, strobes, and smoke and/or heat detectors (with alarm verification feature). At a minimum, all sleeping rooms shall have single-station smoke alarms that are line-voltage powered with battery backup. The system shall be capable of automatically transmitting the alarm signal, via telephone lines, to the local fire department/fire station or other location designated by the UNOPS Engineer. Fire alarm system shall be complete and a standard product of one manufacturer. The fire alarm system shall either be UL listed AND FM approved or European standard EN 54 certified AND CE marked. Fire alarm system shall be tested and approved/certified by a third-party body. 9.23 Generator house/fuel tank storage tank and enclosure Design and Construct power generating plant consist of 2x100kvA generating sets, generator house, steel fuel tank, fuel tank pad, fuel tank enclosure. 9.24 SUBMITTALS 50

Submittals and a Submittal Register are required as per other document issued along with this TOR. 9.25 ELECTRICAL WORKER QUALIFICATIONS All electrical work shall be performed by Journeymen Electricians and supervised by one Lead Electrician. Apprentice Electricians are allowed to assist the Journeymen, but the ratio of Journeymen to Apprentices shall not exceed 1:3. 10. COMMUNICATIONS AND IT SYSTEM 10.1 APPLICABLE SPECIFICATIONS The Publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by designation only. United States Department of Agriculture, Rural Utilities Service RUS Bulletin 1751F-643 (2002) Underground Plant Design RUS Bulletin 1751F-644 (2002) Underground Plant Construction RUS Bulletin 1753F-151 (2001) Construction of Underground Plant, Parts II & III RUS Bulletin 1753F-201 (1997) Acceptance Test and Measurements Of Telecommunications Plant RUS Bulletin 1753E-001 (1996) RUS General Specification for Digital, Stored Program Controlled, Central Office Equipment, RUS Form 522. RUS Publication IP 344-2 (2006) List of Materials Acceptable For Use on Telecommunications Systems of RUS Borrowers. RUS Bulletin 345-65 (1978) Shield Bonding Connectors (PE-33) RUS Bulletin 345-83 (1982) REA Specification for Gas Tube Surge Arrestors (PE-80) RUS Bulletin 1753E-001 (1996) RUS General Specification for Digital Stored Program Controlled Central Office Equipment, (Form 522) American National Standards Institute/Telecommunications Industry Association/Electronics Industry Association ANSI TIA/EIA 606-A (2002) Administration Standard for The Telecommunications Infrastructure ANSI TIA/EIA 607-A (2002) Commercial Building Grounding (Earthling) and Bonding Requirements for Telecommunications The Telecommunications Infrastructure ANSI TIA/EIA 607-A (2002) Commercial Building Grounding (Earthling) and Bonding Requirements for Telecommunications ANSI TIA/EIA 568 (2001) Commercial Building Telecommunications Cabling Standard ANSI TIA/EIA 569-B (2004) Commercial Building Standard for Telecommunications Pathways and Spaces ANSI TIA/EIA 758-A (2004) Customer-owned Outside Plant Telecommunications Infrastructure Standard 10.2 COMMUNICATION SYSTEMS DESIGN The communications system is to be designed, supplied and constructed by the Contractor. The design and construction of the systems shall be in accordance with the references and the requirements contained herein. 10.3 EXTERIOR CONDUIT The underground conduit for the manhole and duct system shall be direct buried (1 meter below surface), 100 mm or schedule 80, PVC. Inner ducts shall be four (4) 25mm PVC or PE inner ducts field installed in the outer-duct. The inner ducts shall be installed in the duct face and secured with properly sized duct plugs which expand to seal the duct. The ducts will be reinforced concrete encased where a road or taxi way is crossed. The ducts (inner and outer) shall be listed on the RUS list of materials acceptable for use on RUS projects. Cable racking diagrams (manhole/hand-hole butterflies) shall be provided for the manholes and hand-holes. The minimum duct configuration in the main duct system shall be a six way duct, being three conduits wide by two conduits deep (3 X 51

2) with two of the conduits having inner-ducts installed. Laterals off of the main duct system manhole to manhole shall be a minimum of a 4 way (2x2) with one duct having inner ducts. The duct system from the manhole/hand hole to a building with cable installed shall be a 1x 2, 100 mm PVC duct bank with one duct having inner ducts. The duct system from a manhole/hand hole to a building with allocations only shall be two (2), four inch (100mm) Schedule 80 PVC conduits stubbed out 3 meters from the manhole/hand hole. All conduits shall be terminated in ABS plastic terminators cast into the walls of the concrete structures. In manholes, all conduit windows shall be recessed. 10.4 TELEPHONE/DATA DISTRIBUTION SYSTEM FOR EACH BUILDING The Contractor shall provide two telephone/data boxes per bedroom, one box on each of the long interior walls. The Contractor shall provide two telephone/data boxes per workstation. Conference rooms shall have two telephone/data boxes on each interior wall, three interior walls per conference room. Each box shall have dual RJ-45 outlets, one for telephone and one for data. Each telephone/data junction box shall be fitted with two RJ-45 jacks (1-voice / 1-data). Contractor shall be responsible for providing one enclosed 480 mm wide, 1 800 mm tall communications equipment rack with top-mounted cooling fans and front & rear closing doors. Contractor shall provide two 480 mm 48-port patch-panel mounted in the rack. Contractor shall coordinate the location of the communications rack with the UNOPS Engineer Representative. Termination configuration shall be EIA/TIA T568B. Two 103 mm empty conduits shall be provided from the room to the outside for to facilitate future telephone cabling installation into the building. Two additional 103 mm empty conduits shall be provided between the communications rooms of both buildings. Provide all empty conduits with a pull rope. Incoming telephone and data service is to be provided by others. Properly sized metallic conduit and cable tray shall be used as appropriate to distribute the telephone/data cabling throughout the building. Minimum conduit size shall be 20 mm inside diameter. Data/communications face plates shall be surface mounted to the wall. MAIN DISTRIBUTION FRAME The contractor shall route all communications to the Main Distribution Frame in the building. 10.1.2 PATCH PANELS COPPER PATCH PANELS, Provide one patch panel port per data outlet plus 20% spare. The largest patch panel allowed shall be 48 port and the smallest 12 port. Where the 12 port is used, it shall be a category 6, 12 port patch panel mounted on an 89 type block frame for the station cables. The 24 or 48 port patch panel shall be mounted on a swing down bracket mounted on the backboard. Cable guides and wire management bars shall be provided. Provide one category 6 patch cord, (RJ45-RJ45) per patch panel port. The Patch cords shall meet the minimum performance requirements specified in EIA/TIA-568B.1, EIA/TIA-568B.2 and EIA/TIA-568B.3. 11. DESIGNER QUALITY CONTROL PROGRAM GENERAL When the specification requires a Designer Quality Control Program, the Designer shall establish, provide, and maintain an effective Quality Control Program that details the methods and procedures that will be taken to assure that all materials and completed construction required by this contract conform to contract plans, technical specifications and other requirements, whether manufactured by the Designer, or procured from sub-designers or vendors. Although guidelines are established and certain minimum requirements are specified herein and elsewhere in the contract technical specifications, the Designer shall assume full responsibility for accomplishing the stated purpose. The intent of this section is to enable the Designer to establish a necessary level of control that will: a. Adequately provide for the production of acceptable quality materials. b. Provide sufficient information to assure both the Designer and the Engineer that the specification requirements can be met. 52

c. Allow the Designer as much latitude as possible to develop his or her own standard of control. The Designer shall be prepared to discuss and present, at the preconstruction conference, his/her understanding of the quality control requirements. The Designer shall not begin any construction or production of materials to be incorporated into the completed work until the Quality Control Program has been reviewed by the Engineer. No partial payment will be made for materials subject to specific quality control requirements until the Quality Control Program has been reviewed. The quality control requirements contained in this section and elsewhere in the contract technical specifications are in addition to and separate from the acceptance testing requirements. Acceptance testing requirements are the responsibility of the Engineer. DESCRIPTION OF PROGRAM. General Description The Designer shall establish a Quality Control Program to perform inspection and testing of all items of work required by the technical specifications, including those performed by subdesigners. This Quality Control Program shall ensure conformance to applicable specifications and plans with respect to materials, workmanship, construction, finish, and functional performance. The Quality Control Program shall be effective for control of all construction work performed under this Contract and shall specifically include surveillance and tests required by the technical specifications, in addition to other requirements of this section and any other activities deemed necessary by the Designer to establish an effective level of quality control. Quality Control Program The Designer shall describe the Quality Control Program in a written document that shall be reviewed by the Engineer prior to the start of any production, construction, or off-site fabrication. The Engineer will choose an adequate period for review. A minimum of 5 days before the preconstruction conference or the start of work is recommended. Submittal of the written Quality Control Program prior to the preconstruction conference will allow the Engineer to review the contents and make suggestions at the preconstruction meeting. Submittal of the written Quality Control Program prior to the start of work will allow for detailed discussion of the requirements at the preconstruction meeting. This will give the Designer a better understanding of the requirements before developing the Quality Control Program. When selecting the required days for the Designer to submit the Quality Control program, adequate time should be allowed for the Quality Control Program to be a supplement to the Owner's Construction Management Plan. The Quality Control Program shall be organized to address, as a minimum, the following items: a. Quality control organization; b. Project progress schedule; c. Submittals schedule; d. Inspection requirements; e. Quality control testing plan; f. Documentation of quality control activities; and g. Requirements for corrective action when quality control and/or acceptance criteria are not met. The Designer is encouraged to add any additional elements to the Quality Control Program that he/she deems necessary to adequately control all production and/or construction processes required by this contract. QUALITY CONTROL ORGANIZATION The Designer Quality Control Program shall be implemented by the establishment of a separate quality control organization. An organizational chart shall be developed to show all quality control personnel and how these personnel integrate with other management/production and construction functions and personnel. The organizational chart shall identify all quality control staff by name and function, and shall indicate the total staff required to implement all elements of the Quality Control Program, including inspection and testing for each item of work. If necessary, different technicians can be utilized for specific inspection and testing functions for different items of work. If an outside organization or independent testing laboratory is used for implementation of all or part of the Quality Control 53

Program, the personnel assigned shall be subject to the qualification requirements of paragraph 100-03a and 100-03b. The organizational chart shall indicate which personnel are Designer employees and which are provided by an outside organization. The quality control organization shall consist of the following minimum personnel: a. Program Administrator: b. The Program Administrator shall be a full-time employee of the Designer, or a consultant engaged by the Designer. The Program Administrator shall have a minimum of 5 years of experience in building construction and shall have had prior quality control experience on a project of comparable size and scope as the contract. Additional qualifications for the Program Administrator shall include at least 1 of the following requirements: (1) Professional engineer with 1 year of building construction acceptable to the Engineer. (2) Engineer-in-training with 2 years of building construction experience acceptable to the Engineer. (3) An individual with 3 years of building construction experience acceptable to the Engineer, with a Bachelor of Science Degree in Civil Engineering, Civil Engineering Technology or Construction. (4) Certified Construction materials technician The Program Administrator shall have full authority to institute any and all actions necessary for the successful implementation of the Quality Control Program to ensure compliance with the contract plans and technical specifications. The Program Administrator shall report directly to a responsible officer of the construction firm. The Engineer may require a full time, on-site Program Administrator, should the project be of sufficient scope and size. Quality Control Technicians. A sufficient number of quality control technicians necessary to adequately implement the Quality Control Program shall be provided. These personnel shall be either engineers, engineering technicians, or experienced craftsman with qualifications in the appropriate field higher construction materials technician and shall have a minimum of 2 years of experience in their area of expertise. The quality control technicians shall report directly to the Program Administrator and shall perform the following functions: (1) Inspection of all materials, construction, plant, and equipment for conformance to the technical specifications, and as required by Section 1.3.6 (2) Performance of all quality control tests as required by the technical specifications and Section 100-07. c. Staffing Levels. The Designer shall provide sufficient qualified quality control personnel to monitor each work activity at all times. Where material is being produced in a plant for incorporation into the work, separate plant and field technicians shall be provided at each plant and field placement location. The scheduling and coordinating of all inspection and testing must match the type and pace of work activity. The Quality Control Program shall state where different technicians will be required for different work elements. The designer shall have key staff to furnish the mentioned document and those engineers will have at least 5 years experience on related parts. Architectural engineer Structural engineer Mechanical engineer Electrical engineer Geotechnical engineer Draftsman PROJECT PROGRESS SCHEDULE The Designer shall submit a coordinated construction schedule for all work activities. The schedule shall be prepared as a network diagram in Critical Path Method (CPM), PERT, or other format, or as otherwise specified in the contract. As a minimum, it shall provide information on the sequence of work activities, milestone dates, and activity duration. Ms Project and soft copy has to be submitted. The Designer shall maintain the work schedule and provide an update and analysis of the progress schedule on a twice monthly basis, or as otherwise specified in the contract. Submission of the work schedule shall not relieve the Designer of overall responsibility for scheduling, sequencing, and coordinating all work to comply with the requirements of the contract. 54

SUBMITTALS SCHEDULE The Designer shall submit a detailed listing of all submittals (e.g., mix designs, material certifications) and shop drawings required by the technical specifications. The listing can be developed in a spreadsheet format and shall include: a. Specification item number; b. Item description; c. Description of submittal; d. Specification paragraph requiring submittal; and e. Scheduled date of submittal. INSPECTION REQUIREMENTS Quality control inspection functions shall be organized to provide inspections for all definable features of work, as detailed below. All inspections shall be documented by the Designer as specified by Section 1.3.7. Inspections shall be performed daily to ensure continuing compliance with contract requirements until completion of the particular feature of work. These shall include the following minimum requirements: a. During plant operation for material production, quality control test results and periodic inspections shall be utilized to ensure the quality of aggregates and other mix components, and to adjust and control mix proportioning to meet the approved mix design and other requirements of the technical specifications. All equipment utilized in proportioning and mixing shall be inspected to ensure its proper operating condition. The Quality Control Program shall detail how these and other quality control functions will be accomplished and utilized. b. During field operations, quality control test results and periodic inspections shall be utilized to ensure the quality of all materials and workmanship. All equipment utilized in placing, finishing, and compacting shall be inspected to ensure its proper operating condition and to ensure that all such operations are in conformance to the technical specifications and are within the plan dimensions, lines, grades, and tolerances specified. The Program shall document how these and other quality control functions will be accomplished and utilized. QUALITY CONTROL TESTING PLAN As a part of the overall Quality Control Program, the Designer shall implement a quality control testing plan, as required by the technical specifications. The testing plan shall include the minimum tests and test frequencies required by each technical specification Item, as well as any additional quality control tests that the Designer deems necessary to adequately control production and/or construction processes. The testing plan can be developed in a spreadsheet fashion and shall, as a minimum, include the following: a. Specification item number (e.g., P-401); b. Item description (e.g., Plant Mix Bituminous Pavements); c. Test type (e.g., gradation, grade, asphalt content); d. Test standard (e.g., ASTM or AASHTO test number, as applicable); e. Test frequency (e.g., as required by technical specifications or minimum frequency when requirements are not stated); f. Responsibility (e.g., plant technician); and g. Control requirements (e.g., target, permissible deviations). The testing plan shall contain a statistically-based procedure of random sampling for acquiring test samples in accordance with ASTM D 3665. The Engineer shall be provided the opportunity to witness quality control sampling and testing. All quality control test results shall be documented by the Designer as required by Section 1.3.8. DOCUMENTATION 55

The Designer shall maintain current quality control records of all inspections and tests performed. These records shall include factual evidence that the required inspections or tests have been performed, including type and number of inspections or tests involved; results of inspections or tests; nature of defects, deviations, causes for rejection, etc.; proposed remedial action; and corrective actions taken. These records must cover both conforming and defective or deficient features, and must include a statement that all supplies and materials incorporated in the work are in full compliance with the terms of the contract. Legible copies of these records shall be furnished to the Engineer daily. The records shall cover all work placed subsequent to the previously furnished records and shall be verified and signed by the Designer's Program Administrator. Specific Designer quality control records required for the contract shall include, but are not necessarily limited to, the following records: a. Daily Inspection Reports. Each Designer quality control technician shall maintain a daily log of all inspections performed for both Designer and subdesigner operations on a form acceptable to the Engineer. These technician's daily reports shall provide factual evidence that continuous quality control inspections have been performed and shall, as a minimum, include the following: (1) Technical specification item number and description; (2) Compliance with approved submittals; (3) Proper storage of materials and equipment; (4) Proper operation of all equipment; (5) Adherence to plans and technical specifications; (6) Review of quality control tests; and (7) Safety inspection. The daily inspection reports shall identify inspections conducted, results of inspections, location and nature of defects found, causes for rejection, and remedial or corrective actions taken or proposed. The daily inspection reports shall be signed by the responsible quality control technician and the Program Administrator. The Engineer shall be provided at least one copy of each daily inspection report on the work day following the day of record. b. Daily Test Reports. The Designer shall be responsible for establishing a system that will record all quality control test results. Daily test reports shall document the following information: (1) Technical specification item number and description; (2) Test designation; (3) Location; (4) Date of test; (5) Control requirements; (6) Test results; (7) Causes for rejection; (8) Recommended remedial actions; and (9) Retests. Test results from each day's work period shall be submitted to the Engineer prior to the start of the next day's work period. When required by the technical specifications, the Designer shall maintain statistical quality control charts. The daily test reports shall be signed by the responsible quality control technician and the Program Administrator. CORRECTIVE ACTION REQUIREMENTS The Quality Control Program shall indicate the appropriate action to be taken when a process is deemed, or believed, to be out of control (out of tolerance) and detail what action will be taken to bring the process into control. The requirements for corrective action shall include both general requirements for operation of the Quality Control Program as a whole, and for individual items of work contained in the technical specifications. The Quality Control Program shall detail how the results of quality control inspections and tests will be used for determining the need for corrective action and shall contain clear sets of rules to gauge when a process is out of control and the type of correction to be taken to regain process control. When applicable or required by the technical specifications, the Designer shall establish and utilize statistical quality control charts for individual quality control tests. The requirements for corrective action shall be linked to the control charts. 56

SURVEILLANCE BY THE ENGINEER All items of material and equipment shall be subject to surveillance by the Engineer at the point of production, manufacture or shipment to determine if the Designer, producer, manufacturer or shipper maintains an adequate quality control system in conformance with the requirements detailed herein and the applicable technical specifications and plans. In addition, all items of materials, equipment and work in place shall be subject to surveillance by the Engineer at the site for the same purpose. Surveillance by the Engineer does not relieve the Designer of performing quality control inspections of either on-site or off-site Designer's or sub-designer's work. NON-COMPLIANCE. The Engineer will notify the Designer of any noncompliance with any of the foregoing requirements. The Designer shall, after receipt of such notice, immediately take corrective action. Any notice, when delivered by the Engineer or his/her authorized representative to the Designer or his/her authorized representative at the site of the work, shall be considered sufficient notice. In cases where quality control activities do not comply with either the Designer Quality Control Program or the contract provisions, or where the Designer fails to properly operate and maintain an effective Quality Control Program, as determined by the Engineer, the Engineer may: (1) Order the Designer to replace ineffective or unqualified quality control personnel or subdesigners. (2) Order the Designer to stop operations until appropriate corrective actions are taken. 57