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Home My WebLink AboutSWP273531 (16)TRAININGJuly/ August 2011 CAM Training Camp Fan Viewing Schedule 15 Open Practices (Hold 2 Practices for Weather Make Ups) Bing "q TRAINING CAMP " - ' W ,a ue Vednes dy 77 ......... T 0'" 29 -'28 1:27" 25 2� 0 AaW 1:30 F`Mjj)� 1 4:00'PM (2) ;2 6-- 5 3 OAM (-4) fs 9 00 AM (6) - 9f00 AM (9) 9:00AM 130 PM!(8). 4 4:0QPM'(12)—",-'J ik, ..... . 4:00 PM 7 �4100YM 4-00.PM 10) , 10, 3'. 1',1!30 RM-(14) N,'t' (iJ f All, 'Al 41 1— 'A 4 -vs `V- 4 1 20- ;:jJ 1:30 PM,(15), PM 16 A4 t "I WN d'' b All �OLD FOR»MAKE up HOLb OR MA F ir '20il AS of'June 22� 41 �w -:; a•• r.,, , F ✓ ,., jt J 5 .• 'E.'Y.spM. ti�.�+ �..y �- t. k. �e't," • `:- ;° - � _ ...{� - ,4s,. r+. -t �a��FFca'!',1'y'� � '�'^L,,c�:ry."��. t •,'-�^�;.t 4r,- ,�.• t. 9�+ ,F :•t r :'^ 2 -..7«F 'Y. 'L.. ,'t. s. _ .,;{+ ••tt,,.., -.� - T r. 3'%S'-<�:` ,Y.r^�, + _ i •r['> `�-. {ems. {a "` :mot. i H:I. — r •.h.�e. <;S T r� •'-4r t � f �T. 3 c .r. .. ... . .. ......>. 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Fdi!7 y,•. . r.F?>,.:�.;a�.�. '..�<�ra .__ %35.r.aL{.. .:,~+; ,-�• .,:^��'tz , _ �.;'+i•.•X., r ''' ..`zt�. �.-- - �'aa:�'' �c�,> •iro' t � rx �.�, .�.�"# :r. .�x� r..:`3.. q? S. y _ ��'.w'Ir.+- �r"�.'�, • _.; , ,.�•• 1�:.. L'�.�.?.t;"�c'. 7 p _ jjjj ,a fin: •' it>i$.-.c`1'•^ .. .�a,;i - ! -.,3." _ N�'�y.i'''-:-rr •cr �N' 's. Y,r ��a: '.�-�•�,• t :s•s � �_..•�4...•�.�'u-><��YF.��!+•::,. ��S' w 252 253 ChapteT'0 Me,'iings and Negotiations the best of their thinking. The leader should encourage free expression of and background from the rest of the group members, so that they can offer minority viewpoints. Although group members holding minority views are critical, independent, and perhaps fresh ideas that can be reported back to more likely to be on the defensive and more hesitant in voicing their open the group. These recommendations, although desirable in decision -making ions, to introduce balance into the situation, the group leader must do.all meetings, such as design -phase meetings in an engineering organization, that he or she can to protect individuals who are attacked and to create op are quite unsuited to the method of handling the implementation meetings portunities for them to clarify their views. involving the decision -making process during construction when time is of 2. Diversity of viewpoints. Attempt to structure the group so that there are dif the essence and a quick response is necessary. ferent viewpoints. Diverse input will tend to point out nonobvious risks drawbacks, and advantages that might not have been considered in a more 1 homogeneous group. PRECONSTRUCTION CONFERENCE 3. Legitimized disagreement and skepticism. Silence is usually interpreted as, Theo timum time for the preconstruction conference, also known as a construction consent in a meeting. It should be explained that questions, reservations coordination conference, is after all of the subcontracts have been awarded but prior and objections should be brought before the group and that feelings of loy to the beginning of actual construction. This will permit the subjects discussed at the alty to the group should not be allowed to obstruct expression of doubts.• conference to form a background of understanding of the intended operational plan Genuine, personal loyalty to the group that leads one to go along with a bad for each of the members of the construction team. policy should be discouraged. Voicing of objections and doubts should not r . It is essential that all key members of the construction team be represented at be held back for fears about "rocking the boat" or reluctance to "blow the this meeting. The presence of the owner will enable him or her to better appreciate whistle." Each member of the meeting group should take on the additional•'- the potential operational problems encountered by the project team, will aid the to - role of a critical evaluator and should be encouraged by the group leadertz.l construction team by providing greater insight on specific owner needs, and will and other members to air all reservations. help the architect/engineer to secure and translate team cooperation into a good 4. Idea generation versus idea evaluation. A major barrier to effective decision quality job that is consistent with the scheduled time and costs. making is the tendency to evaluate suggested solutions as soon as they a q The reconstruction conference is a logical method by which the problems of pear instead of waiting until all suggestions are in. Early evaluation may in economic waste and disruptive construction problems can be discussed and possi- hibit the expression of opinions, and it tends to restrict freedom of thinking bly prevented. It is designed to benefit all concerned by recognizing the responsi- and prevents others from profiting from different ideas. Early evaluation, bil t es for the various asks before the project is begun. The benefits include the can be particularly destructive to ideas that are different, new, or lacking in, following: support. The group leader should encourage initial emphasis on problem 1 solving at the expense of early concentration on solutions. . Recognition and elimination of delays and disagreements. 5. Advantages and disadvantages of each solution. The group should try to ex 2. Establishment of agreements that curb increases in construction costs. plore the merits and demerits of each alternative. The process of listing the 3. Predisposition of gray area responsibilities that, if left unassigned, can sides of a question forces discussion to move from one side of the issue to 4,- cause later disputes. the other. As a result, the positive and negative aspects of each strategy are 4. Unification of management requirements and the establishment of clear brought out into the open and may become the foundation for a new idea understanding of these requirements. with all its merits and few of its weaknesses. 6. New approaches and new people. In many cases, thinking about the problem Definitions by oneself or discussing it with another person can result in refreshing new The reconstruction conference, or construction coordination conference, is a meeting perspectives. Any belief that one should be able to generate correct answers of the, principal parties involved with the planning and execution of the construction to complex problems and issues the first time that they are dealt with should project, and should include: be done away with. In fact, the norm, during the design phase at least . The owner or authorized representative should be to "think about it again" and "think about it in a new way." This . The architect/engineer and Resident Project Representative implies remembering the answer derived by one approach, putting it aside for a while, then coming back to the problem afresh. Also, it may be helpful if, in the intervening time, each of the group participants consults a trusted 'Adapted from Construction Coordination Conference, Copyright m 1974 by the American Subcontractors colleague, who is not a member of the group, to bounce it off him Or her for a reaction. Ideally, these colleagues should be someone different in expertise Association, the Associated General Contractors of America, and the Special Contractors, Inc. All rights re- served. Used with permission. 254 I = {:�.•.L'itr� _*^st i �:1 .,'tt `i �LZ t� ,y`Lc - �'rj �'�`F•ci ' `, � l h ','!' t c "4 r,r,- c s �` rS p '. w ^ -- �- l ._, r fir .r V4 �+n �1%rt -� kr..-...v ii)'1...% F•» y-rt�` ry .�✓. +.�.�.. .;�},. .{-. ? � r. t+," R�.`rs p;7t ,,.ram_ 4- K• Chapter 16 -j • The general and all prime contractors and their superintendents • The subcontractors and their superintendents • Key suppliers • Public agency representatives, as necessary Full attendance and participation by all key team members can be assured by including a requirement in the conditions of the contract that all contractors and sub contractors attend this meeting. Purpose The primary purpose of the conference is to establish acceptable ground rules for all parties concerned, and to assure that each contractor understands the completejob,_ ' requirements and coordinates the work to produce a completed job in a minimum ' amount of time, with maximum economic gain, and in harmony with the owner, ar- chitect/engineer, prime contractors, and all subcontractors. Time for the Conference The Preconstruction conference should be scheduled to permit sufficient time to j cover the total agenda. This could involve from one to several days. In any case, whatever time is spent should be considered as preventive rather than corrective. Topics for Discussion The topics of the discussion will depend on the nature, size, and complexity of the project. It is necessary, however, to assign priorities to the tasks. Although each job is different, there are certain factors that are common to all types of construction. As an aid to the development of an agenda, or as a handy means of listing all of the sub- jects discussed and determinations reached, it may be helpful to utilize a preprinted form for this purpose, such as that illustrated in Figure 10.1 or in Figure 12.13. Agenda for a Typical Preconstruction Conference i 1. Progress payments. When, how, and to whom are payments to be made? - State in exact terms so that no questions remain about requirements and responsibilities. The subject of retention and final payment should also be discussed at this time. 2. Form of payment requests. Identify the form that is required to apply for Progress payments. Also, are suppliers' and subcontractors' lien waivers re- quired? Can supplier and subcontractor waivers be one payment behind? (See also Chapter 17 regarding partial payments to the contractor.) 3. Payroll reports. Specify the requirements, if any, for payroll reports, as re- quired on projects subject to Davis -Bacon Act provisions. 4. Shop drawing and sample submittal requirements. These include the form and procedure for the submittal of shop drawings and samples, identity of S'1 PRECONSTRUCTION CONFERENCE Checklist of Subjects to Be Considered for Agenda Construction Coordination (Preconstruction) Conference • Participants • Time required for conference • Use of an agenda —Topics for discussion • Minutes of the meeting • Acknowledgment of correction of minutes Identification of Key Personnel of All Parties • Names and 24-hour telephone numbers of Contractor, Engineer, and Owner • Define authority and responsibility of key personnel • Designate sole (one-on-one) contact for administration of contract Authority and Responsibilities • Methods of construction (methods may be challenged) • Rejection of work by inspector • work performed during absence of inspector (unacceptable) • Work performed during absence of Contractor's superintendent (unacceptable) • Stopping the work (right reserved to Owner) • Safety at the site • Issuance of Field Orders from Engineer/Owner • Authority of the inspector Conformance with Plans and Specifications • Call attention to areas of special concern • Answer Contractor inquiries • Clarification of specification provisions Contract Administration • Notice to Proceed • Time of the contract • Liquidated damages • Record drawings (procedure; responsibility for) • Mobilization (identity scope of) • Contractor submittal procedure (through one-on-one contact) • Surveys and staking • Bid allocation of lump -sum bids (schedule of values) not valid for pricing of extra work • Environmental requirements (cleanup; sanitary; dust; blasting; chemicals; etc.) • Change orders and extra work procedures • Unforeseen underground condition procedures • Type t and Type 2 Differing Site Condition procedures • Coordination of on -site utility work • Closeout procedures • Progress payment and retainage procedures FIGURE 10.1 unecKnst of Subjects to Be Considered for Preconstruction Conference Agenda. t•i.' -:.E" t t - Ei a• '. i t r y.> i - c S 3 7 i L 255 r '� art ,.( -. Materials and Equipment • Substitutions of "or equal' items ° Long -lead procurement (prepurchase) items • Assignment of procurement contract to Contractor • Owner -furnished materials and equipment • Storage and protection • Concealed shipping damages Contractor's Schedule Owner Protection • Warranties, guarantees, and correction & repair period Bond protection during correction & repair or guarantee Site security • Extended maintenance of landscaping Punch List Procedures : Owner -Engineer rights to approve • Contractor certification of completion 3 Ip`r, Submittal requirements • Punch list inspection • : Final acceptance inspection (run-up, testing, final walk through) r'i Change Orders and Extra Work r I v�i ' r3f�r ' GI•[i r • Who has authority to issue • Effect on time and cost 'ylt • Field Order vs Change Order FIGURE 10. ] (continued) fg61NIt • Cumulative Change Orders 16i1 Subcontractor and suppliers �r i parties authorized to receive submittals, where submittals are to be deliv- , I Contractual relationship ered, number of copies required of each sub • Submittal requirements quired to return submittals b submittal, turnaround time re • Owner/Engineer: no direct contact with subcontractors and suppliers y the architect/en ineer, drawings over Shop draw' g precedence of contract Fair subcontracting act requirements P drawings, type of action indicated by the architect/ i engineer, and the limits of responsibility for review of � � Coordination with Other Agencies and Contractors 5. Requirements for tnterference and/or composite drawings. IWho initiates Testing requirements Chem, and what will be the order Of progression of these drawings? tt • Testing and validation of systems - Highway departments and railroad companies is the impact on construction time if composite drawingsg What Code enforcement agencies 6. Insurance requirements; permits required. Identify the time foe required? • Other governmental regulatory agencies surance, who obtains and pays for permits? providing in Handling of Disputes, Protests, and claims 7. Job progress scheduling. A preconstruction conference affords an • Must exhaust all contractual means nity for the essential involvement of subcontractors in the development • Resolution by the Engineer or owner and correlation of the individual schedules that make up the construction Labor Requirements schedule for the project. Many large projects are conducted on an overall, Bacon or "master," schedule, using CPM or the PERT systems. Such scheduling is • DAct useless unless it is understood i • Documentation and audit requirements and followed b all Of the • Federal, state, and local requirements struction team, y parties in the con - Rights -of -Way Rf-way and Easements 8. Temporary facilities and controls. These are the utility services that are es - Permanent easements for project sential to the construction process but do not form a part of the finished L• • project. (See also Chapter 15 regarding tem • Temporary easements for construction g temporary facilities provided by the • Dumping sites and storage areas contractor.) Under the CSI Format, these requirements are s Access to the site by heavy equipment vision 1, General Requirements. Under other specifications p formats s in se may not be as well defined. This is often a gray area, requiring clear tdefl nitions of responsibility at the time of the conference. Some of the ques- tions that must be answered on this subject are: 256 (a) Who provides the services? (b) Who maintains them? (c) Who pays for these services? ., �, Y 4, 7 •'�' � y l r � r , � �,' �j Yc -. 1 t:,, . ✓_, '�°' * 73',`r.,j#� yr',. X+, �r t•, a .r _ .Y £i t`� Y 'r, t. „Yfy i. 4} I`;'"•� '�•. .3�•= } ,•< ..�• ;rr.' 9F: a}: ,�� N" t r• .�• .i..:.NR .u:.<kt-?u:.L.D•F i :s-i.� r?4 ' r,r:. rt _ - �'.;'. .• "_ 'y..,:. - ...* . , , -?'LA - ...r l - . -, ... ... " .<, >'. - 11-: ,.a, ri ,�,. -.F1 s 4 . 4 t--_ r -. . , ,. .... ., .... ... •. _ .. ,; .: ,.. .��:.''' ' r sX(a. '� . T"wi�"., � z};. v � .-. »z P� � "v>_ ...a L .. t .. :• .a, . ,^ .. 4. 'F _ r: - _ �. i f .K• _ •ti,�ir' 1: . ;L, %,.i. �9 .k' 1 _ L- ,r_ r?••-trr"" y: •• .sb-~ •F:'-• .f:c- 'c:;.. ,eF,�. `.•,,. '✓� ::'9�'`r..s°y;' >.. -i :'r.• 2 - A uL �,�`., 1� r } , xl- 1 'j :Yi' ,r.. .a -r . f-F 1 ` t 7 L� L' i 1 F • ..- ! - .- _... .. � -. . -.- 1•,G- .. ... .. ,.. _r.:. 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F..� s_zY?i`._�_��i�`•�!?$h`ifI'b'�''s.C��.c':�'rYn"r _ c".�-�...s:�- -.. -. .. ra..¢K.c�s-tt _-�- _ 259 Chapter 10 - Meetings and Negotiations The establishment of meaningful communications between the parties in (d) if shared cost, in what proportion? volved on a construction project is essential for its successful development. Only (e) What are the contractual responsibilities, if any, under OSHA? d 9. Storage facilities and staging area. � - 10. Job site security during nonworking hours. Losses from vandalism and theft at unguarded construction sites are rapidly mounting sources of expense to the entire construction industry. An agreement sharing the costs of bet ter security measures might be worthy of discussion. 11. Cleanup and trash removal. Consider containers, scraps, sanitary wastes, . and so on. 12. Available hoisting facilities. Who supplies hoisting facilities? if the general contractor supplies them, what will be the arrangement to make the hoist . available to individual subcontractors? 13. Change orders. Because change orders are the subject of more disputes' than any other single aspect of construction, they should be discussed in complete detail (see Chapter 19). Typical items for discussion relating to. change orders are: (a) Percentages for overhead and profit to be applied to change orders What costs will or will not be included in the change order price? (b) Length of time that a change order proposal price is to be considered firm. (c) Identify individuals who are authorized to approve change orders. (d) Procedures to be followed when submitting initiator change orders or change order proposals. (e) Change order forms that must be used. (f) Time extension requests made by subcontractors due to changes in drawings or specifications. (g) Amount of detail required of subcontractors when submitting change order proposals or initiator change orders. Will a complete breakdown of all costs be required? Brief description. Descriptive drawings. (h) Overtime resulting from change orders; consideration of decreased productivity. (i) When materials or equipment are to be removed because of a change, which party owns the removed material or equipment, and who re- moves it from the site of the job. 0) Responsibility for preparation of Record Drawings brought about by change orders. 14. Warranty requirements. 15. Employment practices. 16. Listing and identification of all tiers of subcontractors. 17. Punch lists. Establish timely punch list items and avoid an excessive num, ber of punch lists. 18. Record drawings and final document submittals. 19. Final payment and retainage. with such a basis of understanding can the necessary planning and work procee without conflict or costly disputes. The preconstruction conference, or construction coordination conference, as some call it, is a logical means toward this end. A suggested checklist of subjects to be considered for inclusion in a precon- struction conference agenda is shown in Figure 10.1. Obviously, no agenda will con- tain all of the listed items, but with the list as a reference while compiling the actual agenda, there is less chance that an item will be omitted. PRINCIPLES OF NEGOTIATION Generally, negotiation may be considered as the art of arriving at a common under- standing through bargaining on the essentials of the contract, such as specifications, prices, time of performance, and terms. A negotiator, when fully aware of his or her bargaining strength, can know where to be firm and where to make concessions on prices or terms. The negotiation occurs when both parties with differing viewpoints and objectives attempt to reach a mutually satisfying agreement. The negotiation process involves: 1. Presentation of each party's position 2. Analysis and evaluation of the other party's position 3. Adjustment of one's own position to as many of the other party's views as are reasonable If one party, after thoroughly analyzing the position of the other party, ac- knowledges the fairness of the other party's position and that it is in the best inter- est of both parties, this concurrence represents an equitable agreement. It should be understood from the beginning, however, that both sides have not only the right but also the obligation to obtain the best deal that they can for their own firm. Generally, the best negotiation strategy is based upon being reasonable within the rules of the game. This involves objectivity in negotiations and an aware- ness that the negotiator's prime purpose is to obtain the best possible deal for the employer. We talk of knowing the rules of the game, yet it must be appreciated that complete disclosure is not necessarily desirable nor practical (nor are you likely to encounter much of it). In short, each party is there to win. Nevertheless, a reputation for honesty is certainly useful, as it improves the image of the negotiator and there fore the chance for winning. Remember, negotiation is an adversary action, and complete disclosure of one's position may be counterproductive. The person chosen to negotiate on behalf of the owner, architect/engineer, or contractor organization must be a strong individual who is capable of controlling the members of the negotiating team. The chief negotiator must also be acquainted with the broad details of the issue, the work to be done, and the method by which the cost information was developed. The negotiator must have freedom of action so that the various factors involved in any negotiation may be considered. It is equally important t 60 '- 24M0 Shiro *- Wb'- _ 12 Wad + pC)Y oua Co nG(cYc O b W 41- Gt G �CQ ha.S �1�¢�► Sub mi �to� �% {��r7 Jc� . �-� �1� . s s1�• Alw - OK - Out- �Q o a C 83 Sr) Q ►Jay vj V 44.Ir qai ,Qq A ,7 �*A UtA - .Qa�C�nh, r � � � w, f ► �J` - � — c�hr�ay M uu - 1�1,0 • 'Fo w\w �.sU� `�Q �,1aYe✓ hraYe�c� . C4) St�jm y truck h a0is I W eA� h vIld/ ��s�Qcr r. Oct..., -11two + . Nl�nk�l� S'holJl hog, WSW' -S VU v ,c . CaAA &I, —� stkfqe�. Wb1 votrb - w Imo,,,• L►1►"��^► $c v 1 Cd tll K��►Gtr4.. - tto)1 —Kola 6 /Mu�v�Sf{/ L C-t �/ ��rn �1u N Ka•� 1` � �urc 10 kv\ ve, - �t& A WW vaIev v 6iA5w& a -Pt&, �-ry tY vaYo✓ - SoN�- u0" CXo13 �,1. ul . 61�u1 1$.r. 1, u e 0 0r�,L /4%0 u� 1 tIJ Progress Schedule City of Renton Lake Washington Boulevard North StormlWater Improvement Project Mobilization - + - -1- -4 - I I I I Y r ' -) - A - L -I- J - ' ' ' ' - 1- -1- -4 - + - I I I 1 r ' I - Y - - L -I- J - 1 - ' ' ' ' -1- -4 - + - F - I I I I -'- 7 ' Y - r - -'- J - 1 - L - ' ' ' ' - -+ - + - 1- -I- I I I I - -' - Y - r -1- - J - 1 - L -I- ' ' ' ' - + - -•- - I 1 I 1 - T - r -I- - - - 1 - L J - ' ' ' ' Survey , -' -'- ' Clear & Grub/Debris Removal Install Erosion Control Measures _ , --,- „�' -�-Y- I _ J _ A _ L _1_ ' ' 1 I I I -;-1 -1- -1 1 -r-,-"I _ A _ ' I I I I -,--,--,-•;- -r-1-I-Y- _ L -'- J _ A _ r - I I I I -,--,-•;-,----,-;-,--,- -I- --Y -r -- -'- J _ A _ L _ - -1 - t - r -I- I I I I -T-r-1- _ J _ A _ L -'- - T - r - - -1 - 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-' _ ' -' -'- -T-r-1-�- ,,,, - ' -' -'- -' - -r-I-�-T- ,,, I -' -'- ' - ' _ -r-�-T-r--�-T-r-I- I I I 1 -'_ _' - •' -' - 1 I i I - -' - ' -' _'- -T-r-�-�- 1 L 1 - ' -' - _ ' _ Landscape Bioswale & Plantin Stri Project Clean-Up&Punch List M T W T F M T W T F M T W T F M T W T F M T W T F M T W T F RSyK' �f Ar" W../6,1 &V% WT9 Owr 9- (0 (0 (0 0 0 0 0 0 (0 @ (0 (0 (0 (F rz (0 (0 (0 (0 (0 CO' (0 7 7 n �) 7 7 7 7 N A u� (fl O) O r• N M O ti M O O M V to CD P,� O ' — N M O r- M O O .- �- N N N N N N M M 1 KC Equipment LLC Progress Schedule City of Renton Lake Washington Boulevard North Storm/Water Improvement Project Mobilization ' ' ' ' -F-1-4-E- 1 I I I ' ' ' ' -1-4-1-- I I I I ' ' ' ' 4-+--1--1- 1 1 I I ' ' ' ' -�'-�--1-�- 1 1 I 1 ' ' ' ' -�-•-�-+'- 1 I I I -r-1---r- Surve Clear & Grub/Debris Removal -L -'- J - L - ' ' I I -r-1-r- 1 1 1 1 -1--1-'�-L- 1 I I 1 -r-'-7-r- -'- J - L _L - ' I ' ' -1--t-r-r-- 1 1 1 1 -I-'�-L-1---J I I I I -1---r-r--7-r-r-1- - J - L _L -I- ' ' ' ' t-r-r-I- I 1 1 1 1 I ' ' - 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Hot Patch ... ... . . . . ..... ...... ..... .... .... ... . . ..... ..... ..... ..... Install Temporary Block Wall & Drain 4 i 4 Final Grading .... ..... . .... ..... .... ...... .... ..... ..... .......... Testing & Misc ..... . .... ..... ..... ..... ..... ..... ..... 4 ..... ..... 4 Pour Curb/Gutter/Sidewalk/Dreiveway/Access Pad ..... . ..... ..... ..... ..... ..... ..... ...... ..... ..... ..... ..... ..... f 4 Grind & Pave LWB ..... ..... Install Planting Strip Im gation System ..... ..... .... ..... ..... ..... . .... ...... ....... .... ...... .... ..... ..... ..... ..... ...... Landscape Bioswale & Planting Strip ..... ..... ..... .... ..... ..... ..... ...... .... ..... ... ............ ..... ..... ...... ...... Project Clean -Up & Punch List ..... . Mi TjWj Tj F I Mj TjWj Tj F1 Mj TjVJ T1 F M1 TTq F1 MI T W T F M T T' F N 11 T T F I C1 C1 s OL CL a GL CL a CL C1 CL CL CL U -6 -6 15 0 C C? C? C? C? C? C? C? C? 0 ? P 0 -:1 N �4 (NN M COCD N r"� W" ON q P q 9 P 9 q q � 0 n M NC14 C14 N C14 C-4 F5C- PATS ACT, e'SE 93MT & POLE A0V1; 1 KC Equipment LLC & Misc. & Punch List Progress Schedule City of Renton Lake Washington Boulevard North Storm/Water Improvement Project rn m rn m m rn rn m m rn rn rn rn rn rn m rn rn n n a a n n a n n n n n n a n n a n n n n n QQ 1Q¢000QQQQ QQ{ Q Q QQ1Qul 1 to u�cn cn vl cn cn cn 11n cn Vito to �n v�V1�U117 OD 6 V N 6 6 r ab ch N A V 111 (b � O � N 6 6 n cD d N 6 v 6 6 6 V � N A (b r c0 6 V KC Equipment LLC FABRICATION NOTES: • NEMA-311 PADMOUNT, OPEN BOTTOM WITH 3/16" x 2" x 2" ANGLE BASE • FABRICATED FROM #12 GAUGE GALVANIZED STEEL • SINGLE HINGED AND GASKETED DOOR • POLISHED WIRE GLASS VIEWING WINDOW 4'%: x 9" • STAINLESS STEEL WELD ON TYPE HINGES • STAINLESS STEEL PADLOCKING VAULT HANDLE W/ ROLLER RODS PROVIDES 3 PT. COMPRESSION • TWO SCREENED AND GASKETED LOUVER VENTS • REMOVABLE BACK PANEL WHITE POWDER COAT FINISH OVER ZINC PRIMER • HUNTER GREEN POWDER COAT INSIDE & OUT OVER ZINC RICH PRIMER • NEMA-3R U.L. 508 INDUSTRIAL CONTROL LABEL EV 151&ws ITEM NO.R 'D. DESCRIPTION 1AB-Line 100A 4 jaw meter ba e # 114TB a 1 SqD Q0612LI00S Loadce 120/240 VAC 1 Ph. 3W w/ I 2P. Main CB and 2- 20A.1P. b h .3 1 20A. GFI Duplex Receptacle y 1 Wireway 3 1 Removable back pan SKYLIIJE el -EC -TRIG 4MFG• Co. I 1 3ME o5 S3VA-MLfE P6 P 110 --R— 616o NEMA-3;Z GERVICC CAB- LAkL WA- 1 10A71c-/ gv 1 DIe.WG, Nr7. 1 34 I CK-f6- 20I 1 1 S.o .v, Sorg SNCI..agNL 62-672- TROY VALVE I Specifications www.TroyValve.com SHEAR GATES ■ Shear gates shall be of the heavy duty design. The body, disc, and removable wedge shall be cast iron. The seat rings, disc ring, hinge bolt, and hinge nut shall be bronze. The shear gate shall be the Troy Valve model A2520 or approved equal. ■ Epoxy Coating, 1 Coat, 3-4 mils dry film Troy Valve.............simply the best. TROY VALVE Toll Free: (800) 232-4442 ■sales@troyvalve.com 650 Railroad Street, Troy, PA 16947 ■ Ph: (570) 297-4442 Fax: (570) 297-4136 A Division of Penn -Troy Manufacturing Inc. TROY VALVE I Operation and Maintenance www.TroyValve.com SHEAR GATES Operation ■ The valve is operated by manually lifting pull rod connected to the disc.The valve may be held in various open positions by using the adjustable catch hooks on the pull rod. Maintenance ■ Body and disc are shop coated at the manufacturing facility. Periodic visual inspection of the coating is recommended with field cleaning and painting as required. The seating may be adjusted by tightening or loosening the hinge bolt nut to change the relationship between the hinge bolt and wedge. Use a feeler gauge of .004 to adjust gate disc to the proper seat gap around the total seating circumference. Installation ■ Valve shall be mounted using a standard 125-lb. flange. The valve is mounted at a 30-degree offset from the vertical center line to allow for proper closure. Parts ■ Parts are available from Troy Valve, Troy, PA. Troy Valve.............simply the best. TROY VALVE Toll Free: (800) 232-4442 ■sales@troyvalve.com 650 Railroad Street, Troy, PA 16947 ■ Ph: (570) 297-4442 Fax: (570) 297-4136 A Division of Penn -Troy Manufacturing Inc. TROY VALVE I General Information www.TroyValve.com SHEAR GATE LIFT RODS ■ Lift rods are used to manually raise and lower the shear gate disc from a position above the shear gate. A cast iron catch hook may be adjusted on the lift rod to allow the rod to be hung on a hanger placed on the wall. Lift rod material is 3/4"diameter carbon steel. Catch and loop handle are cast iron. Lift rods may be ordered to specified lengths. Troy Valve.............simply the best. TROY VALVE Toll Free: (800) 232-4442 ■sales@troyvalve.com 650 Railroad Street, Troy, PA 16947 ■ Ph: (570) 297-4442 Fax: (570) 297-4136 A Division of Penn -Troy Manufacturing Inc. Parts List Item Description Required Material ASTM 1 Body 1 Cast Iron A126 CL.B 2 Seat Ring 1 Bronze B62 3 Lift Handle 1 Steel A107 GR.1115 4 Disc w/Br Disc Ring 1 Cast Iron A126 CL.B 5 Right Hand Wedge 1 Cast Iron A126 CL.B 6 Wedge Bolt 2 Steel ASA B18.2 7 Hinge Bolt 1 Bronze B62 8 Hinge Bolt Nut 1 Bronze B62 9 Set Screw 1 Steel Plated FURNISHED WITH TWO FOOT LIFT HANDLE AND CATCH (A-25215) SPECIFICATIONS LONGER LIFT HANDLE • CAST IRON BODY FURNISHED WHEN SPECIFIED •TWO PART EPDXY COATING BRONZE SEAT RINGS IN DISC AND BODY REPLACES DWG. NO. E-3311 BY J.D.K. 7-26-56 MATERIAL: 24" SHEAR GATE, FLANGE END, SINGLE WEDGE DATE: TROY VALVE NO. A-2520-6 / E-3311 Troy, PA 5e, / I American Water Works Association The Authoritative Resource on Safe Waters"^ 6666 West Quincy Avenue Denver, CO 80235-3098 T 800.926.7337 www.awwa.org AWWA C206-03 (Revision of ANSI/AWWA C206-97) AWIWA Standard Field Welding of Steel Waiter Pipe EJ. Return to List of Standards Effective date: June 1, 2005. First edition approved by AWWA Board of Directors Jan. 10, 1946. This edition approved Jan. 19, 2003. Advocacy Communications Conferences Education and Training ► Science and Technology Sections Copyright-©-2005-American-Water-Works-Association,-All-Rights-Reserved. - - - - - AWWA Standard This document is an American Water Works Association (AWWA) standard. It is not a specification. AWWA standards describe minimum requirements and do not contain all of the engineering and administrative information normally contained in specifications. The AWWA standards usually contain options that must be evaluated by the user of the standard. Until each optional feature is specified by the user, the product or service is not fully defined. AWWA publication of a standard does not constitute endorsement of any product or product type, nor does AWWA test, certify, or approve any product. The use of AWWA standards is entirely voluntary. AWWA standards are intended to represent a consensus of the water supply industry that the product described will provide satisfactory service. When AWWA revises or withdraws this standard, an official notice of action will be placed on the first page of the classified advertising section of Journal AWWA. The action becomes effective on the first day of the month following the month of Journal AWWA publication of the official notice. Science and Technology AWWA unites the entire water community by developing and distributing authoritative scientific and technological knowledge. Through its members, AWWA develops industry standards for products and processes that advance public health and safety. AWWA also provides quality improvement programs for water and wastewater utilities. All rights reserved. No part of this publication may be reproduced or transmitted in any form or by any means, electronic or mechanical, including photocopy, recording, or any information or retrieval system, except in the form of brief excerpts or quotations for review purposes, without the written permission of the publisher. Copyright © 2005 by American Water Works Association Printed in USA - — ---- — -- Copyright-© 2005=American-Water=Works Association,--AllRights Reserved. Committee Personnel The task group for updating AWWA C206 had the following personnel: B. Nash Williams, Chair J.A. Fox, Fox Inspections and Testing LLC, Front Royal, Va. (AWWA) B.D. Keil, Continental Pipe Manufacturing Company, Pleasant Grove, Utah (AWWA) Stephen Lamb, Nickle Development Institute, Huntington, W.Va. (AWWA) R.S. Panter, Georgia Tubular Products, Cartersville, Ga. (AWWA) G.C. Robb, Ameron International, Fontana, Calif. (AWWA) George Ruchti, American SpiralWeld Pipe Company, Punta Gorda, Fla. (AWWA) R.N. Satyarthi, Baker Coupling Company, Los Angeles, Calif. (AWWA) J.C. Taylor, Piping Systems Inc., Saginaw, Texas (AWWA) M.A. Vanderbosch, CAB Inc., Oakwood, Ga. (AWWA) D.R. Wagner, Wagner Consulting, St. Louis, Mo. (AWWA) B.N. Williams, National Welding Corporation, Midvale, Utah (AWWA) The AWWA Standards Committee on Steel Pipe, which reviewed and approved this standard, had the following personnel at the time of approval: George J. Tupac, Chair John H. Bambei Jr., Vice -Chair Dennis Dechant, Secretary Consumer Members G.A. Andersen, Department of Environmental Protection, Corona, NY J.H. Bambei Jr., Denver Water Department, Denver, Colo. D.W. Coppes, Massachusetts Water Resources Authority, Southborough, Mass. R.V. Frisz, US Bureau of Reclamation, Denver, Colo. T.R. Jervis, Greater Vancouver Regional District, Burnaby, B.C. (AWWA) (AWWA) (NEWWA) (BUREC) (AWWA) Copyright© 2005 American -Water -Works Association, —All -Rights Reserved. - — - T.J. Jordan, Metropolitan Water District of Southern California, La Verne, Calif. (AWWA) T.A. Larson, Tacoma Public Utilities, Tacoma, Wash. (AWWA) A.L. Linard, Los Angeles Water & Power, Los Angeles, Calif. (AWWA) G.P. Stine, San Diego County Water Authority, San Diego, Calif. (AWWA) J.V. Young, City of Richmond, Richmond, B.C. (AWWA) General Interest Members Ergun Bakall, Consultant, Tustin, Calif. (AWWA) W.R. Brunzell, Brunzell Associates Ltd., Skokie, Ill. (AWWA) R.L. Coffey, Kirkham Michael Consulting Engineers, Omaha, Neb. (AWWA) H.E. Dunham, MWH, Bellevue, Wash. (AWWA) K.G. Ferguson,* MWH, Las Vegas, Nev. (AWWA) S.N. Foellmi, Black & Veatch Corporation, Irvine, Calif. (AWWA) J.W. Green, Alvord Burdick & Howson, Lisle, Ill. (AWWA) K.D. Henrichsen, HDR Engineering Inc., Denver, Colo. (AWWA) M.B. Horsley,* Black & Veatch Corporation, Kansas City, Mo. (AWWA) J.K. Jeyapalan, Pipeline Consultant, New Milford, Conn. (AWWA) Rafael Ortega, Lockwood Andrews & Newnam, Houston, Texas (AWWA) A.E. Romer, Boyle Engineering Corporation, Newport Beach, Calif. (AWWA) H.R. Stoner, Consultant, North Plainfield, N.J. (AWWA) C.C. Sundberg, CH2M Hill Inc., Bellevue, Wash. (AWWA) G.J. Tupac, G.J. Tupac & Associates Inc., Pittsburgh, Pa. (AWWA) J.S. Wailes,t Standards Engineer Liaison, AWWA, Denver, Colo. (AWWA) L.W. Warren, Consultant, Seattle, Wash. (AWWA) W.R. Whidden, Post Buckley Schuh & Jernigan, Orlando, Fla. (AWWA) *Alternate tLiaison, nonvoting ry -- Copyright-©2005 American-W¢ter-Works Association, —All Rights -Reserved. Producer Members H.H. Bardakjian, Ameron International, Rancho Cucamonga, Calif. R.J. Card, Victaulic Depend-o-Lok Inc., Atlanta, Ga. R.R. Carpenter, American Cast Iron Pipe Company, Birmingham, Ala. Dennis Dechant, Northwest Pipe Company, Denver, Colo. J.E. Hagelskamp,* American Cast Iron Pipe Company, Maitland, Fla. B.D. Kell, Continental Pipe Manufacturing Company, Pleasant Grove, Utah J.L. Luka,t American SpiralWeld Pipe Company, Columbia, S.C. Bruce Vanderploeg,t Northwest Pipe Company, Portland, Ore. J.A. Wise, Canus International Sales Inc., Maple Ridge, B.C. *Liaison, nonvoting tAlternate (AWWA) (AWWA) (MSS) (AWWA) (AWWA) (S PFA) (AWWA) (AWWA) (AWWA) v Copyright-© 2005 American Water -Works Association, All Rights Reserved. - This page intentionally blank. opyright- c -2005 American Water-WorksAssociation—All Rights Reserved. Contents All AWWA standards follow the general format indicated subsequently. Some variations from this format may be found in a particular standard. SEC. PAGE SEC. PAGE Foreword 4 Requirements I Introduction ...................................... ix 4.1 Permeation ......................................... 3 I.A. Background ....................................... ix 4.2 General Requirements........................ 4 I.B History .............................................. ix 4.3 Joint Types ......................................... 5 I.0 Acceptance ......................................... x 4.4 Qualification of Welding IISpecial Issues ..................................... xi Procedures, Welders, and III Use of This Standard ........................ xi Welding Operators ......................... 6 III.A Purchaser Options and 4.5 Welding Electrodes ............................ 7 Alternatives .................................... xi 4.6 Welding Procedure Details ................ 7 III.B Modification to Standard ................. xii 4.7 Repair of Welds ................................. 9 IV Major Revisions ............................... xii 5 Verification V Comments xii ....................................... 5.1 5.2 Standard 5.3 1 General 6 1.1 Scope ................................................. 1 6.1 1.2 Purpose .............................................. 1 6.2 1.3 Application ........................................ 2 6.3 2 References .......................................... 2 Figure 3 Definitions ........................................ 3 1 vii Inspection .......................................... 9 Testing............................................. 10 Rejection .......................................... 12 Delivery Marking........................................... 12 Packaging and Shipping ................... 12 Affidavit of Compliance ................... 12 Look -Box for Vacuum Testing of Circumferential Weld Seams ........ 11 -- Copyright-0 2005 Airieric¢n-Water Works Association, All Rights Reserved. This page intentionally blank. Copyriglft ©-2005 American Water Works Association, All Rights Reserved. Foreword This foreword is for information only and is not a part of AWWA C206. I. Introduction. I.A. Background. The provisions of this standard describe the requirements for welding steel water pipe joints in water transmission and distribution lines. The purchaser for each project is responsible for determining if any unusual circumstances related to the project require additional provisions that are not included in the standard. The design of field -welded joints is not discussed in this standard. Useful information on this subject may be found in Steel Water Pipe —A Guide for Design and Installation,* and in Useful Information on the Design of Plate Structurent After the welded field joint has been completed, if the pipe has been coated or lined, the joint shall be coated and lined with a coating system compatible with that on the body of the pipe, in accordance with the requirements for field repairs stated in the appropriate AWWA coating or lining standard. For lap -welded pipe with an inside diameter exceeding 27 in. (675 mm) and where the purchaser deems single welding to be acceptable, inside welding should be considered. Pipe should be supplied with lead holes approximately 3 in. (76 mm) in diameter at approximately 500-ft (150-m) centers to allow passage of welding leads. Lead holes in the pipe will permit shorter welding leads, and thus avoid erratic voltage drops caused by excessively long welding leads. The plug plate to repair the hole shall be the same material as the base material of the pipe, and the holes shall be closed by welding. I.B. History. This standard was first approved as tentative by AWWA in January 1946 and by the American Welding Society (AWS) in October 1945. It was advanced to standard status by AWWA in 1950 and by AWS in 1951. The joint AWWA—AWS activity continued through revisions in 1957 (AWWA C206-57, AWS D7.0-57) and 1962 (AWWA C206-62, AWS D7.0-62a). The joint committee *Steel Water Pipe —A Guide for Design and Installation, AWWA Manual M11, AWWA, Denver, Colo. (2004). t Useful Information on the Design of Plate Structures, Steel Plate Engineering Data, Vol. 2, American Iron and Steel Institute, 1101 17th St. N.W, Ste. 1300, Washington, DC 20036. ix —Copyright ©-2005American-Water Works As oodidtion—All Rigk Reserved. was dissolved in 1971, and the standard was assigned to the AWWA Standards Committee on Steel Pipe. Subsequent editions of the standard were published in 1975, 1982, 1988, 1991 and 1997. This edition was approved by the AWWA Board of Directors on Jan. 19, 2003. I.C. Acceptance. In May 1985, the US Environmental Protection Agency (USEPA) entered into a cooperative agreement with a consortium led by NSF International (NSF) to develop voluntary third -parry consensus standards and a certification program for all direct and indirect drinking water additives. Other members of the original consortium included the American Water Works Association Research Foundation (AWWARF) and the Conference of State Health and Environmental Managers (COSHEM). The American Water Works Association (AWWA) and the Association of State Drinking Water Administrators (ASDWA) joined later. In the United States, authority to regulate products for use in, or in contact with, drinking water rests with individual states.* Local agencies may choose to impose requirements more stringent than those required by the state. To evaluate the health effects of products and drinking water additives from such products, state and local agencies may use various references, including 1. An advisory program formerly administered by USEPA, Office of Drinking Water, discontinued on Apr. 7, 1990. 2. Specific policies of the state or local agency. 3. Two standards developed under the direction of NSF, NSFt/ANSI$ 60, Drinking Water Treatment Chemicals —Health Effects, and NSF/ANSI 61, Drinking Water System Components —Health Effects. 4. Other references, including AWWA standards, Food Chemicals Codex, Water Chemicals Codex,§ and other standards considered appropriate by the state or local agency. Various certification organizations may be involved in certifying products in accordance with NSF/ANSI 61. Individual states or local agencies have authority to *Persons outside the US should contact the appropriate authority having jurisdiction. tNSF International, 789 N. Dixboro Rd., Ann Arbor, MI 48105. $American National Standards Institute, 25 West 43rd Street, Fourth Floor, New York, NY 10036. §Both publications available from National Academy of Sciences, 2101 Constitution Ave. N.W., Washington, DC 20418. x Copyrik1R ©2005 American Wdter Works Association, —All Rights Reseroed. accept or accredit certification organizations within their jurisdiction. Accreditation of certification organizations may vary from jurisdiction to jurisdiction. Annex A, "Toxicology Review and Evaluation Procedures," to NSF/ANSI 61 does not stipulate a maximum allowable level (MAL) of a contaminant for substances not regulated by a USEPA final maximum contaminant level (MCL). The MAIs of an unspecified list of "unregulated contaminants" are based on toxicity testing guidelines (noncarcinogens) and risk characterization methodology (carcinogens). Use of Annex A procedures may not always be identical, depending on the certifier. AWWA C206-03 does not address additives requirements. Thus, users of this standard should consult the appropriate state or local agency having jurisdiction in order to 1. Determine additives requirements, including applicable standards. 2. Determine the status of certifications by all parties offering to certify prod- ucts for contact with, or treatment of, drinking water. 3. Determine current information on product certification. II. Special Issues. This standard has no applicable information for this section. III. Use of This Standard. AWWA has no responsibility for the suitability or compatibility of the provisions of this standard to any intended application by any user. Accordingly, each user of this standard is responsible for determining that the standard's provisions are suitable for and compatible with that user's intended application. . III.A. Purchaser Options and Alternatives. The following items should be pro- vided by the purchaser 1. Standard used —that is, AWWA C206, Standard for Field Welding of Steel Water Pipe, of latest revision. 2. Provisions for alleviation of thermal stresses (Sec. 4.2.6). 3. Type of joint (Sec. 4.3). .4. Lap joint (Sec. 4.3.2). 5. Butt joint (Sec. 4.3.3). 6. Option regarding backing rings (Sec. 4.3.3.1). 7. Seal weld of butt straps to facilitate an air test (Sec. 4.3.4). 8. Notch tough weld criteria, if required, temperature of test, and test values (Sec. 4.6.9). 9. Weld inspection, if required (Sec. 5.1.3). xi Copyright 0 2005 American Water Works Association, All Rights Reserved. 10. Testing methods, if required (Sec. 5.2). 11. Nondestructive testing of welded joints if substituted for hydrostatic tests (Sec. 5.2.2). 12. Affidavit of compliance (Sec. 6.3). III.B. Modification to Standard. Any modification to the provisions, defini- tions, or terminology in this standard must be provided in the purchaser's specifications. W. Major Revisions. Major revisions to this standard in this edition include the following: 1. Reference to ANSI/ASME Sec. V was deleted. 2. Reference to ASTM A283/A283M was deleted. 3. Reference to Steel Plate Engineering Data, Vol. 2, AISC was deleted. 4. Reference to ANSI/ASME Sec. VIII was added. 5. Several definitions in Sec. 3 were revised. 6. Sections 4.2.4, 4.2.6, and 5.2.2.2 were added. 7. Section 4.3.5 was deleted. 8. Reference to ANSI/AWS D1.1, Table 6.1 was added. 9. Testing requirements were changed in Sections 5.2.2.1 and 5.2.2.2. V. Comments. If you have any comments or questions about this standard, please contact the AWWA Volunteer and Technical Support Group, (303) 794-7711, FAX (303) 795-7603, or write to the group at 6666 West Quincy Avenue, Denver, CO 80235-3098, or e-mail at standards@awwa.org. xii Copyright 0 2005 American Water Works Association, All Rights Reserved. AWWA C206-03 (Revision of ANSI/AWWA C206-97) American Water Works Association AW'WA Standard Field Welding_of Steel Water Pipe SECTION 1: GENERAL Sec. 1.1 . Scope This standard describes manual, semiautomatic, and automatic field welding by the metal arc -welding processes for steel water pipe manufactured in accordance with ANSI/AWWA C200, Standard for Steel Water Pipe-6 In. (150 mm) and Larger. This standard describes field welding of three types of circumferential pipe joints: (1) lap joints; (2) butt joints; and (3) butt -strap joints. Other welding required in field fabrication and installation of specials and appurtenances is also discussed. The design of field -welded joints is not described. This standard recognizes ANSI/AWS D1.1 as the supporting document that provides more specific information. Welding of gasketed joints may require modification to the parameters of this welding standard. Sec.1.2 Purpose The purpose of this standard is to provide minimum requirements for field welding and inspection of steel water pipe, including requirements and inspection. Copyright © 2005 American Water Works Association, All Rights Reserved. 2 AWWA C206-03 Sec.1.3 Application This standard can be referenced in specifications for field welding of steel water pipe. The stipulations of this standard apply when this document has been referenced and then only to field welding of steel water pipe. SECTION 2: REFERENCES This standard references the following documents. In their latest editions, they form a part of this standard to the extent specified within the standard. In any case of conflict, the requirements of this standard shall prevail. ANSI*/APIt STD 1104—Welding of Pipelines and Related Facilities. ANSI/ASME* Sec. VIII—Boiler and Pressure Vessel Code, Rules for Construc- tion of Pressure Vessels. ANSI/ASTM§ A135—Standard Specification for Electric -Resistance -Welded Steel Pipe. ANSI/AWS** A2.4---Standard Symbols for Welding, Brazing, and Nondestruc- tive Examination. ANSI/AWS A3.0—Standard Welding Terms and Definitions Including Terms for Brazing, Soldering Thermal Spraying, and Thermal Cutting. ANSI/AWS DIA—Structural Welding Code Steel. ANSI/AWS QCl—Standard for AWS Certification of Welding Inspectors. ANSI/AWWA C200—Standard for Steel Water Pipe-6 In. (150 mm) and Larger. Steel Water Pipe —A Guide for Design and Installation. AWWA Manual M11. AWWA, Denver, Colo. *American National Standards Institute, 25 West 43rd Street, Fourth Floor, New York, NY 10636. tAmerican Petroleum Institute, 1220 L St. N.W, Ste. 900, E 21, Washington, DC 20005. $American Society of Mechanical Engineers, Three Park Ave., #20, New York, NY 10016. §American Society of Testing and Materials, 100 Barr Harbor Dr., West Conshohocken, PA 19428. **American Welding Society, 550 N.W 42nd Ave., Miami, FL 33126. Copyright © 2005 American Water Works Association, All Rights Reserved. FIELD WELDING OF STEEL WATER PIPE 3 SECTION 3: DEFINITIONS The following definitions shall apply in this standard: 1. Approved.- Having received the approval of the purchaser. 2. CJP: Complete joint penetration. 3. Constructor: The party that provides the work and materials for placement or installation. 4. CW ..• Certified welding inspector. 5. Faying surfaces: The mating surface of a member that is in contact with, or in close proximity to another member, to which it is to be joined. 6. Full fillet weld: A fillet weld equal in size to the thickness of the thinner member joined. 7. Manufacturer: The parry that manufactures, fabricates, or produces materials or products. 8. NDT Nondestructive testing. 9. PQR: Procedure qualification record. 10. Purchaser: The person, company, or organization that purchases any materials or work to be performed. 11. Welder or welding operator: A person who performs a manual, semiauto- matic, or automatic welding operation. 12. Welding symbols: Welding symbols used on construction drawings shall be those shown in ANSI/AWS A2.4. Special conditions shall be fully explained by added notes or details. 13. Welding terms: Welding terms shall be interpreted in accordance with the definitions given in ANSI/AWS A3.0, supplemented by Annex B of ANSI/AWS D 1.1. SECTION 4: REQUIREMENTS Sec.4.1 Permeation The selection of materials is critical for water service and distribution piping in locations where there is likelihood the pipe will be exposed to significant concentrations of pollutants comprised of low molecular weight petroleum products or organic solvents or their vapors. Research has documented that pipe materials, such as polyethylene, polybutylene, polyvinyl chloride, and asbestos cement, and Copyright © 2005 American Water Works Association, All Rights Reserved 4 AWWA C206-03 elastomers, such as used in jointing gaskets and packing glands, are subject to permeation by lower molecular weight organic solvents or petroleum products. If a water pipe must pass through such a contaminated area or an area subject to contamination, consult with the manufacturer regarding permeation of pipe walls, jointing materials, etc., before selecting materials for use in that area. Sec. 4.2 General- Requirements 4.2.1 Construction drawings. Construction drawings shall be the purchaser's drawings or approved constructor's drawings. 4.2.2 Equipment. The constructor's equipment for all welding shall be designed and maintained in such condition as to permit qualified welding operators —to-follow-the-welding-procedure-details (Sec.-4.6)-and-obtain the results prescribe . 4.2.3 Welding process. Welding shall be performed by any welding process that will (1) produce a joint meeting the minimum strength requirements of the base metals and (2) meet the welding procedure qualification required in Sec. 4.4 of this standard, except that the short-circuiting transfer mode of the gas metal arc -welding process shall not be used for weld sizes greater than 3/16 in. (4.8 mm).* 4.2.4 Safety and environmental considerations. Welding, cutting, and grind- ing operations will produce smoke and fumes. In confined spaces, the constructor may be required to utilize exhaust ventilation systems, employ air monitoring equipment, and take other actions to assure meeting safety regulations. Interior pipe welding shall only be performed after safe and adequate access and egress is provided for the personnel. Federal, state, local, and provincial regulations shall also be followed. 4.2.5 Pipe condition. Prior to welding, ends of pipe to be welded shall be in conformance with the requirements for end preparation for field joints in accordance with ANSI/AWWA C200. Any linings or coatings shall be held back in an amount that is appropriate for the type of joint. . 4.2.6 Thermal -stress control. For welded joint pipelines, variations in pipe temperature at the time of installation and the temperature difference between the pipeline and the temperature of the fluid being transported during operation, may induce thermal stresses. Anticipated thermal stresses should be evaluated by the purchaser. *Metric conversions given in this standard are direct conversions of US customary units and are not those specified in International Organization for Standardization (ISO) standards. Copyright © 2005 American Water Works Association, All Rights Reserved. FIELD WELDING OF STEEL WATER PIPE 5 Various methods are available to reduce thermal stresses, such as shading the pipe in the trench, using backfill as insulation, making certain joint welds (particularly when closure joints are made) at a time of day when the temperature is the lowest, or a combination of these methods. If specified by the purchaser, sleeve -type couplings may be used in lieu of welded joints to control thermal stresses as long as the movement in each joint is less than 0.375 in. or as recommended by the coupling manufacturer. Sec. 4.3 Joint Types 4.3.1 General. Joints shall be lap joints, butt joints, or butt -strap joints, as specified by the purchaser. 4-3.2 -L-ap jointsL-ap joints -shall -be full -fillet single -welded -unless otherwise specified by the purchaser. Field joints shall be assembled so that seams in adjacent pipe sections are offset from each other by at least five times the thickness of the thinner of the pipes being joined. 4.3.2.1 Single -welded lap joints. At the option of the constructor, and subject to the purchaser's approval, single -welded lap joints may be welded from either the outside of the pipe or from the inside of the pipe if the diameter is large enough. 4.3.3 Butt joints. Butt joints shall be single -groove with a backing ring or double -groove welded, at the option of the purchaser, and shall be complete joint penetration (CJP) butt welds. Field joints shall be assembled so that seams in adjacent pipe sections are offset from each other by at least five times the thickness of the thinner of the pipes being joined. 4.3.3.1 Single -groove butt joints. At the option of the purchaser, single - groove butt joints may be welded from the outside of the pipe or from inside the pipe if the diameter is large enough. Backing rings will assist in proper alignment and may be used unless otherwise prohibited. The exterior backing ring should remain after welding unless otherwise required. The interior backing ring may remain after welding, subject to evaluation of possible interference with the interior lining, with agreement of the purchaser. 4.3.4 Butt -strap joints. Where butt -strap joints are used, the butt straps shall have a minimum plate thickness equal to the thinnest member being joined and shall be fabricated from material equal in chemical and physical properties to the thinnest member being joined. Strap width shall be not less than 4 in. (102 mm) for Copyright © 2005 American Water Works Association, All Rights Reserved. 6 AWWA C206-03 pipe less than 36 in. (900 mm) in nominal diameter and 6 in. (152 mm) for pipe 36 in. (900 mm) nominal diameter and larger. The minimum lap between pipe ends and the edge of the butt strap shall be 1 in. (25 mm) for pipe less than 36 in. (900 mm) in nominal diameter and 2 in. (51 mm) for pipe 36 in. (900 mm) nominal diameter and larger. Longitudinal seams of butt straps shall be joined by CJP welded butt joints. For butt -strap joints, the seams of adjacent pipe sections may be in alignment, provided the butt -strap seams are offset from the pipe seams by at least five times the thickness of the thinner member involved in the joint. At the option of the constructor and subject to the purchaser's approval, the butt strap may be welded from the outside of the pipe, or from inside the pipe if the diameter is large enough. With the purchaser's approval, either the inside or the outside weld may be a seal weld to facilitate an air test, if the other weld provides sufficient strength to carry all loads anticipated at the joint. Sec. 4.4 Qualification of Welding Procedures, Welders, and Welding Operators 4.4.1 General. Joint -welding procedures to be used for work under the provisions of this standard and welders and welding operators shall be qualified by tests, except procedures that comply with Sec. 4.4.2. General requirements for qualification shall be in accordance with ANSI/AWS D1.1. Qualification. (Note: A pipeline is not "tubular construction" as defined in ANSI/AWS D I. I.) 4.4.2 Welding -procedure qualification record (PQR). Certain joint -welding procedures, as outlined in ANSI/AWS D L I , Prequalification of Welding Procedure Specifications, are prequalified and are exempt from tests. Other procedures shall be qualified in accordance with ANSI/AWS DLL, Welding Procedure Specifications (WPS).* Written procedures shall be prepared by the constructor and shall be made available to the welders at the jobsite and to those authorized to examine the welds. 4.4.3 Welder and welding -operator qualification. Welders and welding operators shall be qualified by tests as prescribed in ANSI/AWS D1.Lt *ANSI/AWS D1.1, Table 4.7, refers to qualification of welding procedures with a base metal included in group I and group II of Table 3.1 in ANSI/AWS D 1.1. For the purposes of AWWA C206, group I and group II materials shall include pipe produced to ANSI/ASTM A135, grades A and B. tANSI/AWS D1.1, Sections 3.3, 4.7.3, and 5.2, state that the base metal used in the qualification test shall comply with Table 3.1 of the procedure described in ANSI/AWS D.1.1. Copyright 0 2005 American Water Works Association, All Rights Reserved. FIELD WELDING OF STEEL WATER PIPE 7 4.4.3.1 Qualifications. ANSI/AWS D1.1 qualifications for welders and welding operators shall be considered as remaining in effect indefinitely unless (1) the welder or welding operator has not been engaged in a similar process of welding for which he or she has been prequalified for a period exceeding six months prior to work on a product involving this standard; or (2) there is some specific reason to question a welder's or welding operator's ability. 4.4.3.2 Records. Records of the test results shall be kept by the constructor and shall be available to the purchaser. Sec. 4.5 Welding Electrodes 4.5.1 General. Welding electrodes shall be the same as those used for welding -procedure qualification in Sec. 4.4.2. The constructor shall control the storage and handling of electrodes to maintain low -hydrogen characteristics as recommended by the electrode manufacturer. Sec. 4.6 Welding Procedure Details 4.6.1 General. All welds in the pipe and the attachments shall be performed in strict accordance with the qualification procedures stated in Sec. 4.4. 4.6.2 Preparation of welding surfaces. Surfaces to be welded shall be free from moisture, scale, slag, heavy rust, grease, coatings, paint, primer, cement, or any other foreign material. Joint surfaces shall be smooth, uniform, and free from defects that adversely affect proper welding. After wire brushing, any residual light film of rust remaining on the cut or sheared edges to be welded need not be removed. Surfaces that were previously torch cut or air -arc gouged shall be ground to remove slag and oxidation. 4.6.3 Lap joint assembly. Clearance between faying surfaces of lap joints shall not exceed '/s in. (3.2 mm) at any point around the periphery. The minimum overlap of the assembled bell -and -spigot sections of the joint shall be 1 in. (25 mm) or three times the thickness of the belled pipe, whichever is greater. No pan of any field weld shall be closer than 1 in. (25 mm) to the nearest point of tangency to a bell radius. Joint fabrication tolerances shall be per ANSI/AWWA C200. 4.6.4 Weather conditions. Welding shall not be performed when the ambi- ent temperature is less than 0°F (-18°C), or when surfaces are wet from rain, condensation, snow, or ice, or during periods of high wind, unless the operator and the work are properly protected. Regardless of the ambient conditions, the metal Copyrightt ©2005 Americ¢n W&der Wo—rks—Association, All Rights Reserved: aZc3 temperature in the pipe wall shall not be less than 50°F (10°C) at any point within 3 in. (76 mm) of the point of welding or four times the pipe wall thickness, whichever is greater. Preheating shall be performed according to Sec. 4.6.5. 4.6.5 Preheating. Preheating of the joints to be welded shall be performed in accordance with ANSI/AWS DIA, Prequalified Minimum Preheat and Interpass Temperature. When preheating is required, it shall extend ahead of. the point of welding a minimum distance of four times the plate thickness, but not less than 3 in. (76 mm), on each side of the seam. Proper preheat temperature shall be determined periodically during welding by checking the material at a point at least four times the plate thickness, but not less than 3 in. (76 mm), on either side of the seam. 4.6.6 Tack welding. Small erection tack welds used in the assembly of joints need not be removed provided (1) they are sound and their size does not exceed the subsequently applied root pass; (2) they do not interfere with welding procedures required for closure joints to control thermal stresses (Sec. 4.3.5); (3) they do not prevent the proper distribution of the annular space to control the distance between faying surfaces in lap joints (Sec. 4.6.3); (4) the electrodes used in making the tack welds shall be the same as used in the final welds; and (5) welding is performed in strict accordance with the qualification procedures stated in Sec. 4.4. 4.6.7 Application and weld contour. The welds shall be applied using con- tinuous stringer beads, or a weave pattern as qualified by ANSI/AWS D1.1, Table 6.1, shows Acceptable and Unacceptable Weld Profiles. Each bead shall be cleaned and descaled before the succeeding bead is applied. Welded joints shall not be covered or coated until after welding is completed and the weld accepted. 4.6.7.1 Surface pass. The surface pass on groove welds shall be central to the seam, and all surface passes shall be smooth and free from depression. The final weld surface shall be free from weld slag and porosity. 4.6.7.2 Undercutting, overlapping, and finished fillet weld. Undercutting of the base metal in pipe and adjoining the weld, which exceeds ANSI/AWS D1.1 requirements, is a defect and shall be repaired. Burning back the inside or outside corner during application of a fillet weld shall be permitted, if the edge can be clearly defined. The finished fillet weld shall be free of grooves, deep valleys, or ridges and shall contain no abrupt changes in the section at the toe. 4.6.7.3 Lap- or fillet -weld legs and faces. Lap or fillet welds shall have legs of equal size, except when specified otherwise. The faces of fillet welds may be flat to slightly convex. Copyright ©2005 American Water Works Association, All Rights Reseroed. FIELD WELDING OF STEEL WATER PIPE 9 4.6.7.4 Cracks. Cracks in weld and base metal, incomplete fusion, lack of complete joint penetration (including fillet welds that do not penetrate past the point of intersection of the -members being joined), and weld overlap are unacceptable. Pinholes are unacceptable and shall be repaired according to Sec. 4.7. 4.6.8 Matching butt joints. Butt joints shall be accurately aligned and retained in position during the welding operation so that, in the finished joint, the abutting pipe sections shall not be misaligned by more than 20 percent of the pipe wall thickness or a maximum of/s in. (3.2 mm), whichever is less. 4.6.9 Notch tough welds. When required for the pipe material and requested by the purchaser, welding procedures shall be qualified to provide notch tough welds. Filler material shall meet the same toughness properties as the base metal. Sec. 4.7 Repair of Welds 4.7.1 Repair of defective welds. All welds that are defective shall be repaired to meet the requirements of Sec. 4.5 and 4.6. 4.7.1.1 Defects in welds. Defects in welds or defective welds shall be removed and that section of the joint shall then be rewelded. The amount of material removed shall be limited to that required to correct the defect. After the repair is made, the joint shall be checked by repeating the original test procedure. SECTION 5: VERIFICATION Sec. 5.1 Inspection Inspection or a lack of inspection shall not relieve the constructor of the responsibility for performing work in accordance with this standard. The constructor shall notify the purchaser before performing any work under the provisions of this standard so that the purchaser can prepare for the inspection. 5.1.1 Access. The purchaser shall have free access to those areas of the project that are involved with the performance of any work pertaining to this standard. 5.1.2 Facilities. The constructor shall provide the.purchaser with reasonable facilities and space for inspection, testing, and obtaining the information required to Copyright ©2005 American W¢ter Works Association, All Rights Reserved. 10 AWWA C206-03 determine the character of materials used, the progress and conditions of the work, and the results obtained. 5.1.3 Weld inspection. When requested by the purchaser, a full-time weld- ing inspector shall be present whenever there is welding to be performed. The welding inspector shall have prior pipe -welding experience and shall be a certified welding inspector (CWI) in accordance with the provisions of AWS QC1. Sec.5.2 Testing Testing for joint leaks shall be performed unless otherwise specified by the purchaser. All welds shall be visually inspected in accordance with ANSI/AWS D1.1, Table 6.1, Visual Inspection Acceptance Criteria table for statically loaded nontubu- lar connections. 5.2.1 Hydrostatic test. Tests for leaks in all types of welded joint pipelines shall be made by hydrostatically testing the entire pipeline, unless the procedures, frequency of tests, and standards for acceptance or rejection of an alternative nondestructive method are approved by the purchaser. If leakage exceeds the amount allowed in the purchaser's specifications, leaks shall be located and repaired in conformance with Sec. 4.7. 5.2.2 Alternative tests. In lieu of the hydrostatic test, the purchaser shall approve nondestructive testing of welded joints. 5.2.2.1 Ultrasonic testing with backing rings. Field -butt joints with a backing ring may be tested by 100 percent ultrasonic testing of 10 percent of the joints, using methods and acceptance criteria in ANSI/ASME Sec. VIII. 5.2.2.2 Ultrasonic testing without backing rings. Field -butt joints without a backing ring shall be tested by 100 percent ultrasonic testing of 10 percent of the joints, using methods and acceptance criteria in ANSI/ASME Sec. VIII or 100 percent radiograph of 10 percent of the joints, using methods and acceptance criteria in API Standard 1104. 5.2.2.3 Lap joints. Radiographic testing of lap joints shall not be utilized because of the difficulty inherent in interpreting the results. Single -welded lap joints may be tested using magnetic particle testing procedures and acceptance criteria as stated in ANSI/AWS D.1.1 Table 6.1, Visual Inspection Acceptance Criteria table. Double -welded lap joints can be tested by shop drilling and tapping for 1/8-1/4-in. (3.2-6.4-mm) national pipe thread in the spigot or bell end of the. pipe. Apply 40 psi Copyright © 2005 American Water Works Association, All Rights Reserved. FIELD WELDING OF STEEL WATER PIPE 11 ubber Gasket Vacuum 2 Way Valve Gauge Air Ejector Butt -Welded Circumferential Joint Hose /j to Compressor Plan Figure 1 Look -box for vacuum testing of circumferential weld seams (276 kPa) of air, or other satisfactory gas, into the annular space between the two fillet welds and maintain for a period of 5 minutes. If the pressure remains at 40 psi (276 kPa), the test is complete. If the test pressure drops below 40 psi (276 kPa), paint the welds with a soap solution. Mark any leaks indicated by the escaping gas bubbles and repair leak indications per Sec. 4.7. Close the threaded openings with pipe plugs or by welding. 5.2.2.4 Vacuum box test. Both butt joint welds and fillet welds shall be tested using a vacuum box. In this test, the weld is painted with a soap solution; a clear plastic box with a foam perimeter is placed over the test section; and a vacuum is induced in the box (see Figure 1). Mark any leaks indicated by the escaping gas bubbles and repair according to Sec. 4.7.1. This test method may require additional hold -back for coatings and linings to allow a proper seal. NOTE: The vacuum box should be constructed of a sealed clear plastic cover with an open bottom. The open bottom is sealed against the pipe surface by a closed -cell foam rubber gasket. Vacuum gauges, valves, and vacuum pump or air ejector are attached. The gauge should register a partial vacuum of at least 10 in. (250 mm) of mercury when testing the weld seam. Copyright ©2005 Americ¢n W¢ter Werk_sAssoci¢tion, All Rights Reserved. 12 AWWA C206-03 Sec.5.3 Rejection Any work that is not in accordance with the requirements of this standard will be rejected. SECTION 6: DELIVERY Sec.6.1 Marking This standard has no applicable information for this section. Sec. 6.2 Packaging and Shipping This standard has no applicable information for this section. Sec. 6.3 Affidavit of Compliance The purchaser may require an affidavit from the constructor stipulating that all field welds on the pipe and attachments have been made in accordance with applicable provisions of this standard. Copyright ©2005 American W¢ter Works Ass ccidtion AAZZ Rights—Reser eed. This page intentionally blank. Copyright O 2005 American Water Works Associ¢tt6-n All Rights Reserved. This page intentionally blank. Cop—yrt—gh—t(D-2'005-XRe—ri—can 'Wdt—er W(5-r-ks—As-io—cidtibn,—All Rights —Re-ser6e This page intentionally blank. Copyright ©-2005-American Water Works As ooci¢tion ,All -Rights Reserved- AWWA is the authoritative resource for knowledge, information, and advocacy to improve the quality and supply of water in North America and beyond. AWWA is the largest organization of water professionals in the world. AWWA advances public health, safety and welfare by uniting the efforts of the full spectrum of the entire water community. Through our collective strength we become better stewards of water for the greatest good of the people and the environment.. 1 P-3.6 M-432 06-04/ 05-C M 1) Printed on recycled paper. Copyright ©-2005 rnerican Water Works Associ¢tion ,All -Rights Reserved.- ANSI/AWWA C213-07 (Revision of ANSI/AWWA C213-01) American Water Works Association The Authoritative Resource on Safe Water® AWIWIA Standard Return to List of New Materials Return #o Fusion -Bonded Epoxy `'5t ° Standards Coating for the Interior and Exterior of Steel Water Pipelines \\ STANDARD Since 1881 Am '"lAiatio' �ry�' Artwrkan N,Nlonal5fandarda lnatlNh Effective date: July 1, 2008. First edition approved by AWWA Board of Directors Feb. 3, 1979. This edition approved June 24, 2007. Approved by American National Standards Institute Jan. 16, 2008. 6666 West Quincy Avenue Denver, CO 80235-3098 T 800.926.7337 www.awwa.org Advocacy Communications Conferences Education and Training Science and Technology Sections Copyright © 2008 American Water Works Association. All Rights Reserved. AWWA Standard This document is an American Water Works Association (AWWA) standard. It is not a specification. AWWA standards describe mini- mum requirements and do not contain all of the engineering and administrative information normally contained in specifications. The AWWA standards usually contain options that must be evaluated by the user of the standard. Until each optional feature is specified by the user, the product or service is not fully defined. AWWA publication of a standard does not constitute endorse- ment of any product or product type, nor does AWWA test, certify, or approve any product. The use of AWWA standards is entirely voluntary. This standard does not supersede or take precedence over or displace any applicable law, regulation, or codes of any governmental authority. AWWA standards are intended to represent a consensus of the water supply industry that the product de- scribed will provide satisfactory service. When AWWA revises or withdraws this standard, an official notice of action will be placed on the first page of the classified advertising section of Journal AWWA. The action becomes effective on the first day of the month following the month of Journal AWWA publication of the official notice. American National Standard An American National Standard implies a consensus of those substantially concerned with its scope and provisions. An American National Standard is intended as a guide to aid the manufacturer, the consumer, and the general public. The existence of an American National Standard does not in any respect preclude anyone, whether that person has approved the standard or not, from manufacturing, marketing, purchasing, or using products, processes, or procedures not conforming to the standard. American Na- tional Standards are subject to periodic review, and users are cautioned to obtain the latest editions. Producers of goods made in conformity with an American National Standard are encouraged to state on their own responsibility in advertising and promotional materials or on tags or labels that the goods are produced in conformity with particular American National Standards. CAUTION NOTICE: The American National Standards Institute (ANSI) approval date on the front cover of this standard indicates comple- tion of the ANSI approval process. This American National Standard may be revised or withdrawn at any time. ANSI procedures require that action be taken to reaffirm, revise, or withdraw this standard no later than five years from the date of publication. Purchasers of American National Standards may receive current information on all standards by calling or writing the American National Standards Institute, 25 West 43rd Street, Fourth Floor, New York, NY 10036; (212) 642-4900. All rights reserved. No part of this publication may be reproduced or transmitted in any form or by any means, electronic or mechanical, including photocopy, recording, or any information or retrieval system, except in the form of brief excerpts or quotations for review purposes, without the written permission of the publisher. Copyright © 2008 by American Water Works Association Printed in USA Copyright © 2008 American Water Works Association. All Rights Reserved. Committee Personnel The Steel Water Pipe -Manufacturer's Technical Advisory Committee (SWMPTAC) Task Group for AWWA C213, which developed this standard, had the following personnel at the time: Mark Solonika, Chair F.D. Barnes, Barnes Group International, Windsor, Calif. (AWWA) R.N. Borland, Dresser Inc., Bradford, Pa. (AWWA) G. Denison, Romac Industries Inc., Bothell, Wash. (AWWA) B.H. Ellis, Northwest Pipe Company, Greensboro, N.C. (AWWA) R.W. Geary, Tek-Rap Inc., Houston, Texas (AWWA) D. Kathrein, Tapecoat Company, Evanston, Ill. (AWWA) L. McKinney, Womble Company Inc., Houston, Texas (AWWA) J. Petersheim, Arkema Inc., Philadelphia, Pa. (AWWA) D. Piontek, Total Piping Solutions Inc., Olean, N.Y. (AWWA) R. Ringle, The Crown Group, Portland, Tenn. (AWWA) M. Romano, Tyco Adhesives, Houston, Texas (AWWA) M. Sangalli, Smith -Blair Inc., Texarkana, Texas (AWWA) R.N. Satyarthi, Baker Coupling Company Inc., Los Angeles, Calif. (AWWA) S. Scarpone, Reilly Industries Inc., Indianapolis, Ind. (AWWA) D. Seals, JCM Industries, Nash, Texas (AWWA) M. Solonika, Shawcor Pipe Protection, Houston, Texas (AWWA) J.A. Wise, Canus International Sales Inc., Surrey, B.C. (AWWA) The AWWA Standards Committee on Steel Pipe, which reviewed and approved this stan- dard, had the following personnel at the time of approval: John H. Bambei Jr., Chair George J. Tupac, Vice -Chair Dennis A. Dechant, Secretary General Interest Members J.B. Allen,* Standards Engineer Liaison, AWWA, Denver, Colo. W.R. Brunzell, Brunzell Associates Ltd., Skokie, Ill. R.L. Coffey, HDR Engineering Inc., Omaha, Neb. H.E. Dunham, MWH Inc., Bothell, Wash. S.N. Foellmi, Black & Veatch Corporation, Irvine, Calif. * Liaison, nonvoting iii Copyright © 2008 American Water Works Association. All Rights Reserved. (AWWA) (AWWA) (AWWA) (AWWA) (AWWA) M. McReynolds,* Metropolitan Water District of Southern California, La Mirada, Calif. (AWWA) G. Oljaca, Greater Vancouver Regional District, Burnaby, B.C. (AWWA) V.B. Soto, Los Angeles Department of Water & Power, Los Angeles, Calif. (AWWA) G.P. Stine, San Diego County Water Authority, Escondido, Calif. (AWWA) J.V. Young, City of Richmond, Richmond, B.C. (AWWA) * Alternate Copyright © 2008 American Water Works Association. All Rights Reserved. this page intentionally blank. Copyright © 2008 American Water Works Association. All Rights Reserved. Contents All AWWA standards follow the general format indicated subsequently. Some variations from this format may be found in a particular standard. SEC. PAGE SEC. PAGE Foreword 4.2 Materials and Workmanship............ 4 I Introduction ................................... ix 4.3 Material Properties and Laboratory I.A Background .................................... ix Test Methods for Coating 1.13 History ........................................... ix Qualification Only......................: 4 I.0 Acceptance ..................................... ix 4.4 Pipe Coating Application ................ 5 II Special Issues ................................... x 4.5 Coating Special Pipe Connections II.A Advisory Information on Material and Appurtenances ..................... 10 Application ................................... x 4.6 Field Procedures ............................ 12 III Use of This Standard ...................... xi 5 Verification III.A Purchaser Options and Alternatives xi 5.1 Inspection by the Purchaser.......... 13 I11.13 Modification to Standard ............... xi 5.2 Notice of Nonconformance.......... 13 IV Major Revisions .............................. xi 5.3 Laboratory Tests ........................... 14 V Comments ..................................... xi 6 Delivery Standard 6.1 Packaging and Marking ................ 17 6.2 Handling, Storage, and Shipping.. 18 1 General 6.3 Affidavit of Compliance ............... 18 1.1 Scope .............................................. 1 1.2 Purpose ........................................... 2 Tables 1.3 Application ...................................... 2 1 Properties of Epoxy Powder Materials ....................................... 5 2 References ...................................... 2 2 Physical Properties of Laboratory- 3 Definitions ..................................... 4 Applied Materials ......................... 6 4 Requirements 3 Adhesion Rating Criteria for 4.1 Equipment ...................................... 4 Coating System Tests................... 17 vii Copyright © 2008 American Water Works Association. All Rights Reserved. This page intentionally blank. Copyright © 2008 American Water Works Association. All Rights Reserved. Foreword This foreword is for information only and is not apart ofANSAAWWA C530. I. Introduction. I.A. Background. Fusion -bonded epoxy coatings are one part dry -powder thermosetting coatings that, when heat activated, produce a chemical reaction to the steel pipe surface while maintaining the performance of its properties. The first known applications for corrosion protection in the United States occurred in 1960 on the external surfaces of small -diameter pipe for gas distribution. Since then, applications have expanded to larger pipe sizes as internal and external coatings for gas, oil, water, and wastewater applications. Custom application to accessory fittings, pumps, valves, couplers, flowmeters, and a variety of other parts is also possible. Materials are applied by electrostatic spray, air spray (flocking), or fluid bed, usually in a controlled plant environment. However, equipment is available that allows for internal or external application to pipe joints in the field. I.B. History. The first edition of this standard was approved in 1979. The 1985 revision incorporated changes reflecting fusion -bonded epoxy coating technology, which was current at that time. The primer provision was deleted in the 1985 revision. The 2001 revision incorporated the latest technology and requirements at that time. This edition was approved on June 24, 2007. I.C. Acceptance. In May 1985, the US Environmental Protection Agency (USEPA) entered into a cooperative agreement with a consortium led by NSF International (NSF) to develop voluntary third -party consensus standards and a certification program for direct and indirect drinking water. additives. Other members of the original consortium included the American Water Works Association Research Foundation (AwwaRF) and the Conference of State Health and Environmental Managers (COSHEM). The American Water Works Association (AWWA) and the Association of State Drinking Water Administrators (ASDWA) joined later. In the United States, authority to regulate products for use in, or in contact with, drinking water rests with individual states.' Local agencies may choose to impose requirements more stringent than those required by the state. To evaluate the health effects of products and drinking water additives from such products, state and local agencies may use various references, including * Persons outside the United States should contact the appropriate authority having jurisdiction. ix Copyright © 2008 American Water Works Association. All Rights Reserved. 1. An advisory program formerly administered by USEPA, Office of Drinking Water, discontinued on Apr. 7, 1990. 2. Specific policies of the state or local agency. 3. Two standards developed under the direction of NSF, NSF*/ANSIt 60, Drinking Water Treatment Chemicals —Health Effects, and NSF/ANSI 61, Drinking Water System Components —Health Effects. ... 4. Other references, including AWWA standards, Food Chemicals Codex, Water Chemicals Codex,` and other standards considered appropriate by the state or local agency. Various certification organizations may be involved in certifying products in accordance with NSF/ANSI 61. Individual states or local agencies have authority to accept or accredit certification organizations within their jurisdiction. Accreditation of certification organizations may vary from jurisdiction to jurisdiction. Annex A, "Toxicology Review and Evaluation Procedures," to NSF/ANSI 61 does not stipulate a maximum allowable level (MAL) of a contaminant for substances not regulated by a USEPA final maximum contaminant level (MCL). The MALs of an unspecified list of "unregulated contaminants" are based on toxicity testing guidelines (noncarcinogens) and risk characterization methodology (carcinogens). Use of Annex A procedures may not always be identical, depending on the certifier. ANSI/AWWA C213 does not address additives requirements. Thus, users of this standard should consult the appropriate state or local agency having jurisdiction in order to 1. Determine additives requirements, including applicable standards. 2. Determine the status of certifications by parties offering to certify products for contact with, or treatment of, drinking water. 3. Determine current information on product certification. II. Special Issues. II.A. Advisory Information on Material Application. This standard defines the quality of fusion -bonded epoxy coatings to establish the characteristics desired for long-term corrosion protection. It is intended for interior and exterior coatings for steel water pipelines for underground and underwater installation under normal conditions. * NSF International, 789 N. Dixboro Road, Ann Arbor, MI 48105. t American National Standards Institute, 25 West 43rd Street, Fourth Floor, New York, NY 10036. t Both publications available from National Academy of Sciences, 500 Fifth Street, N.W., Washington, DC 20001. x Copyright © 2008 American Water Works Association. All Rights Reserved. III. Use of This Standard. It is the responsibility of the user of an AWWA standard to determine that the products described in that standard are suitable for use in the particular application being considered. III.A. Purchaser Options and Alternatives. The following items should be specified by the purchaser: 1. Standard used —that is, ANSI/AWWA C213, Fusion -Bonded Epoxy Coating for the Interior and Exterior of Steel Water Pipelines, of latest revision. 2. Whether compliance with NSF/ANSI 61, Drinking Water System Components —Health Effects, is required. 3. Any exceptions to the standard. 4. Diameter, length, and location of pipeline. 5. Temperature of conveyed water (Sec. 1.1.2). 6. Details of other federal, state or provincial, and local requirements (Sec. 4.2). 7. Requirements for coating application at pipe ends (Sec. 4.4.3.2). 8. Requirement for coating thickness (Sec. 4.4.3.3). 9. Optional coating performance (Sec. 4.4.3.7, Sec. 5.3.3.4). 10. Requirements for field -welded joint coating (Sec. 4.4.5). 11. Coating requirements for thread systems, special connections, and appurte- nances (Sec. 4.5.3.2). 12. Provision for pipe bedding and trench backfill (Sec. 4.6.3). 13. Requirements of inspection and laboratory testing (Sec. 5.1.1, 5.1.3, and Sec. 5.3). 14. Requirements for adhesion testing of coating (Sec. 5.3.3.2). 15. Requirements for outdoor storage and handling (Sec. 6.2). 16. Affidavit of compliance, if required (Sec. 6.3). III.B. Modification to Standard. Any modification to the provisions, definitions, or terminology in this standard must be provided by the purchaser. IV Major Revisions. Revisions made to this standard in this edition include the following: 1. Sec. 5.3.2.5 Changed impact testing to ASTM G14. 2. 5.3.3.3 Added alternative method NACE RP0394. 3. 5.3.4.2 Added alternative method NACE RP0394. V. Comments. If you have any comments or questions about this standard, please call the AWWA Volunteer and Technical Support Group at 303.794.7711, Xi Copyright © 2008 American Water Works Association. All Rights Reserved. FAX at 303.795.7603, write to the group at 6666 West Quincy Avenue, Denver, CO 80235-3098, or e-mail at standards@awwa.org. xii Copyright © 2008 American Water Works Association. All Rights Reserved. American Water.Works Association ANSI/AWWA C213-07 (Revision of ANSI/AWWA C213-01) AWWA Standard Fusion -Bonded Epoxy Coating for the Interior and Exterior of Steel Water Pipelines SECTION 1: GENERAL Sec.1.1 Scope This standard describes the material and application requirements for fusion -bonded epoxy coatings for the interior and exterior of steel water pipe, special sections, welded joints, connections, and fittings for steel water pipelines installed underground or underwater. Fusion -bonded epoxy coatings are heat -activated, chemically cured coating systems. 1.1.1 Minimum pipe diameter. The minimum pipe diameter for applica- tion of an internal coating that can be inspected and repaired by entering the pipe shall be 24 in. (600 mm) * Pipe diameters less than 24 in. (600 mm) that can be electrically inspected internally may be included, provided the work complies with applicable provisions of this standard. * Metric conversions given in this standard are direct conversions of US customary units and are not those speci- fied in International Organization for Standardization (ISO) standards. 1 Copyright © 2008 American Water Works Association. All Rights Reserved. 2 AWWA C213-07 1.1.2 Maximum temperatures. AWWA pipe coating standards are writ- ten for and based on the service temperature of potable water. Consult the coating manufacturer for conditions and limitations. Sec.1.2 Purpose The purpose of this standard is to provide the minimum requirements for fusion -bonded epoxy coating for the interior and exterior of steel water pipelines, including materials, application, and testing. Sec.1.3 Application This standard can be referenced in documents for fusion -bonded epoxy coating for the interior and exterior of steel water pipelines. The stipulations of this standard apply when this document has been referenced and then only to fusion -bonded epoxy coating for the interior and exterior of steel water pipelines. SECTION 2: REFERENCES This standard references the following documents. In their current editions, these documents form a part of this standard to the extent specified within the standard. In any case of conflict, the requirements of this standard shall prevail. ANSI*/AWWA C203—Coal Tar Protective Coatings and Linings for Steel Water Pipelines —Enamel and Tape —Hot Applied. ANSI/AWWA C209—Cold-Applied Tape Coatings for the Exterior of Spe- cial Sections, Connections, and Fittings for Steel Water Pipelines. ANSI/AWWA C210—Liquid-Epoxy Coating Systems for the Interior and Exterior of Steel Water Pipelines. ANSI/AWWA C214 Tape Coating Systems for the Exterior of Steel Water Pipelines. ANSI/AWWA C216—Heat-Shrinkable Cross -Linked Polyolefin Coatings for the Exterior of Special Sections, Connections, ,and Fittings for Steel Water Pipelines. ANSI/AWWA C217—Cold-Applied Petrolatum Tape and Petroleum Wax Tape Coatings for the Exterior of Special Sections, Connections, and Fittings for Buried or Submerged Steel Water Pipelines. * American National Standards Institute, 25 West 43rd Street, Fourth Floor, New York, NY 10036. Copyright © 2008 American Water Works Association. All Rights Reserved. FUSION -BONDED EPDXY COATING 3 ASTM* D149—Standard Test Method for Dielectric Breakdown Voltage and Dielectric Strength of Solid Electrical Insulating Materials at Commercial Power Frequencies. ASTM D153—Standard Test Methods for Specific Gravity of Pigments. ASTM D257—Standard Test Methods for DC Resistance or Conductance of Insulating Materials. ASTM D1OO2—Standard Test Method for Apparent Shear Strength of Single -Lap -Joint Adhesively Bonded Metal Specimens by Tension Loading (Metal -to -Metal). ASTM D1044—Standard Test Method for Resistance of Transparent Plas- tics to Surface Abrasion. ASTM D1921—Standard Test Methods for Particle Size (Sieve Analysis) of Plastic Materials. ASTM D4417—Standard Test Methods for Field Measurement of Surface Profile of Blast Cleaned Steel. ASTM D6677—Standard Test Method for Evaluating Adhesion by Knife. ASTM G14—Standard Test Method for Impact Resistance of Pipeline Coatings (Falling Weight Test). ASTM G17—Standard Test Method for Penetration Resistance of Pipeline Coatings (Blunt Rod). NACE' RD-0188—Discontinuity (Holiday) Testing of New Protective Coatings on Conductive Substrates. NACE RP0394—Application, Performance, and Quality Control of Plant -Applied, Fusion -Bonded Epoxy External Pipe Coating. NACE RPO490—Holiday Detection of Fusion -Bonded Epoxy External Pipeline Coatings of 250 to 760 Micrometers (10 to 30 Mils). NSF*/ANSI 60—Drinking Water Treatment Chemicals —Health Effects. NSF/ANSI 61—Drinking Water System Components —Health Effects. SSPC5-AB1—Mineral and Slag Abrasives. SSPC-AB3—Ferrous Metallic Abrasive. SSPC-SPI—Solvent Cleaning. SSPC-SP10/NACE No. 2—Near-White Blast Cleaning. SSPC VIS 1-89-05—Visual Standard for Abrasive Blast Cleaned Steel. * ASTM International, 100 Barr Harbor Drive, West Conshohocken, PA 19428. t NACE International, 1440 South Creek Drive, Houston, TX 77084. t NSF International, 789 N. Dixboro Road, Ann Arbor, MI 48105. § SSPC: The Society for Protective Coatings, 40 24th Street, Pittsburgh, PA 15222. Copyright © 2008 American Water Works Association. All Rights Reserved. 4 AWWA C213-07 SSPC Modified PA2—Paint Application Specification No. 2 Measurement of Dry Paint Thickness with Magnetic Gages. SECTION 3: DEFINITIONS The following definitions shall apply in this standard: 1. Blast cleaning.- Blast cleaning with steel shot, grit, or both. 2. Constructor: The party that provides the work and materials for placement or installation. 3. Manufacturer: The party that manufactures, fabricates, or pro - daces materials or products. 4. Purchaser: The person, company, or organization that purchases any materials or work to be performed. SECTION 4: REQUIREMENTS Sec.4.1 Equipment The equipment for blast cleaning and coating shall be of the design, manu- facture, and condition to comply with the procedures and obtain the results pre- scribed in this standard. Sec. 4.2 Materials and Workmanship Materials provided shall meet the provisions of this standard. The entire op- eration of applying the fusion -bonded epoxy coating shall be performed by workers trained in the application of fusion -bonded epoxy coating systems. Materials shall comply with the requirements of the Safe Drinking Water Act and other federal requirements. Sec. 4.3 Material Properties and Laboratory Test Methods for Coating Qualification Only 4.3.1 Material. The epoxy powder shall consist of a one -component, fusion -bonded material comprised of epoxy resin, curing agents, catalysts, fillers, colorants, flow -control agents, and ultraviolet -light -resistant agents that, when ap- plied to the preheated substrate, will uniformly coalesce and cure to produce a homogeneous film that complies with the requirements of this standard. 4.3.1.1 Shelf life. When stored in the original sealed container at or below Copyright © 2008 American Water Works Association. All Rights Reserved. FUSION -BONDED EPDXY COATING 5 80°F (27C), the epoxy powder shall have a minimum shelf life of 12 months from the date of manufacture. Consult the manufacturer if the powder is stored beyond this period or at temperatures above 80°F (27°C) for determination of continued use. 4.3.1.2 Application capability. When applied by electrostatic spray, fluid- ized bed, or air spray to the preheated article and subsequently cured, the epoxy powder shall produce a uniform protective coating at the thickness specified in Sec. 4.4.3.3. 4.3.2 Material properties of epoxy powder and laboratory -applied epoxy coatings. The material property limits for epoxy powder and the required test methods are stated in Table 1. The physical property criteria for laboratory -applied epoxy coating materials and required test methods are stated in Table 2. 4.3.3 Material certification. Material certification from the Fusion Bond Epoxy manufacturer shall meet the values shown in Tables 1 and 2. Sec. 4.4 Pipe Coating Application 4.4.1 General. When both an internal and an external coating are to be applied, it is preferable to preheat the pipe to the specified temperature and apply the internal coating first, immediately followed by the external coating. Because elevated temperatures are required during processing, a fusion -bonded epoxy coat- ing must be applied prior to the application of other coatings or linings unless those coatings and linings are resistant to the processing heat. 4.4.2 Surface preparation. 4.4.2.1 Surface condition. Surfaces to be coated shall.be free from mud, mill lacquer, wax, coal tar, asphalt, oil, grease, chlorides, or any other foreign mate- rial. Prior to blast cleaning, surfaces shall be inspected and, if required, precleaned Table 1. Properties of epoxy powder materials Minimum Maximum Method 1. Specific gravity at 73°F (23°C) 1.2 1.8 Sec. 5.3.2.1 2. Sieve analysis (percent retained on 100 — 2.0 Sec. 5.3.2.2 mesh screen) 3. Gel time(s) at 400°F ± 5°F (204°C ± Sec. 5.3.2.3 2°C), sec Internal coating 7 External coating 7 *Per manufacturer recommendations Copyright© 2008 American Water Works Association. All Rights Reserved. 6 AWWA C213-07 Table 2. Physical properties of laboratory -applied materials Minimum Maximum Method 1. Thickness Sec.5.3.3.3 Interior, mils (µm) 12 (305) Exterior, mils (µm) 12 (305) 2. Impact, lbf in. (Nm) 100 01.3) Sec. 5.3.2.5 3. Appearance Uniform color and gloss; Sec. 5.3.2.4 free from blisters, fish eyes, and pinholes 4. Bendability Pass Sec.5.3.2.6 5. Shear adhesion, psi (kPa) 3,000 (20,685) Sec. 5.3.2.7 6. Penetration at 140°F (60'Q, percent Less than 10 Sec. 5.3.2.8 7. Abrasion resistance, 5,000 cycles -gm loss 0.3 Sec. 5.3.2.9 8. Water soak test at 203°F (95'Q 1-3 Pass 4-5 Fail Sec. 5.3.2.10 9. Volume resistivity 1.1 x 10t5 ASTM D257 10. Dielectric strength, V/mil (V/mm) 1,000 (39.4) ASTM D149 *Per manufacturer recommendations according to SSPC-SP1 to remove oil, grease, and loosely adhering deposits. Visible oil and grease spots shall be removed by solvent wiping. Only solvents that meet prevailing codes and that do not leave a residue shall be used. Heating to remove water and ice may be used provided the pipe section, fitting, or special is preheated in a uniform manner to avoid distortion. If chlorides or other inorganic contami- nants are present after blast cleaning, removal by chemical pretreatment, water flushing, or other acceptable methods may be required. 4.4.2.2 Abrasive blast cleaning. Pipe surfaces shall be abrasive blast -cleaned with mineral abrasives, slag abrasives, steel shot or steel grit (reference SSPC-AB 1 Mineral and Slag Abrasives and SSPC-AB 3 Ferrous Metal Abrasive) in accordance with SSPC-SP10/NACE No. 2. The blast anchor pattern or profile depth shall be 1.5 mils to 4.0 mils (38 µm to 102 pm) measured in accordance with ASTM D4417. 4.4.2.3 Visual comparative standards. 'Me constructor shall prepare a representative area of the abrasive blast cleaned surfaces on the actual work surface, as well as visual standards on panels that are a minimum of 6 in. x 6 in. x 0.25 in. (150 mm x 150 mm x 6 mm). On agreement between the purchaser and construc- tor that the visual standard meets the requirements of Sec. 4.4.2.2, the panels shall be wrapped in 4-mil to 6-mil (102-pm to 152-pm) plastic, sealed with tape, or otherwise protected from surface contamination and corrosion, and maintained as Copyright © 2008 American Water Works Association. All Rights Reserved. FUSION -BONDED EPDXY COATING 7 visual reference standards throughout the coating operation. Alternatively, other industry -accepted visual comparative standards, such as those provided by NACE or SSPC and agreed on by the purchaser and constructor, may be used. 4.4.2.4 Abrasive working mix. The abrasive working mix shall be main- tained free of contaminants (oil, water, etc.). For consistent surface condition, an abrasive working mix shall be maintained in abrasive -recycling blasting machines by frequent small additions of new grit or shot commensurate with abrasive consump- tion; infrequent large additions shall be avoided. The abrasive working mix in abra- sive -recycling blasting machines shall be maintained free of contaminants by con- tinuous effective operation of blasting machine scalping and air -wash separators. 4.4.2.5 Surface profile. The cleaning abrasive shall be selected according to SSPC-SP10 to achieve a surface anchor pattern or profile of 1.5 mils to 4.0 mils (38 pm to 102 pm). 4.4.2.6 Surface inspection. The cleaned exterior and interior pipe surfac- es shall be inspected for adequate surface preparation. Surface imperfections such as slivers, scabs, burrs, weld spatter, and gouges shall be removed by hand filing or grinding to prevent holidays in the applied coating. 4.4.2.7 Interior cleaning. If abrasives or other loose foreign matter have entered the interior of the pipe, then clean, dry, oil -free compressed air shall be used to remove the loose foreign matter in a manner that does not affect the surface of the pipe that is to be coated. Vacuum cleaning or other methods may be used in place of compressed -air cleaning. 4.4.2.8 Protection from moisture. Blast -cleaned surfaces shall be protect- ed from conditions of high humidity, rainfall, or surface moisture. Surfaces shall not be allowed to flash rust before coating. If surface deterioration/contamination should occur, then surfaces shall be recleaned in accordance with Sec. 4.4.2. 4.4.3 Coating application. 4.4.3.1 Preheating. Pipe that has been cleaned in accordance with Sec. 4.4.2 shall be preheated in accordance with the coating manufacturer's recommendations but shall not exceed 500°F (260°C). Higher temperatures may alter the physical and toughness properties of the steel. The heat source shall not contaminate the pipe surface. Graduated, meltable temperature indicators shall be used to measure the temperature of the pipe surface. Optical pyrometers may be used in addition to, or in place of, meltable temperature indicators. The calibration of the optical pyrometer shall be checked every 4 hr of applicator operation to ensure accuracy. Oxidation caused by heating of the steel is not acceptable. If Copyright © 2008 American Water Works Association. All Rights Reserved. 8 AWWA C213-07 blueing occurs, the pipe shall be cooled to an ambient temperature and recleaned. 4.4.3.2 Pipe ends. When pipe sections are to be joined by field welding, coating shall be held back a minimum of 3 in., or as specified by the purchaser. This requirement applies to both the interior and exterior surfaces of the pipe. Coating material on the holdback, bevel, or land is not acceptable. When rubber-gasketed joints or mechanical couplings are used, the coating shall extend to the ends of the pipe unless otherwise specified by the purchaser. 4.4.3.3 "Thickness. The coating powder shall be applied to the preheated pipe at a uniform cured -film thickness of not less than 12 mils (305 µm) on the exterior or interior of the pipe surface, including the weld seam. The maximum thickness shall not exceed the manufacturer's recommendation. For difficult in- stallation conditions, additional layers or thickness of material, rockshields, such as, but not limited to, cement —mortar overcoat, specially prepared backfill, or other methods or materials, may be necessary. 4.4.3.4 Cooling. After the coating has cured in accordance with the time/ temperature requirements of the coating manufacturer, the coating may be cooled with air or water spray to a temperature below 200°F (93°C) to facilitate handling for inspection and repair. 4.4.3.5 Cure. If the purchaser requires testing to verify cure, a method such as differential scanning calorimeter (DSC) or bendability, agreed on by the purchaser and applicator, may be performed. 4.4.3.6 Imperfections. On completion of the coating operation, the coat- ing shall be visually inspected for blisters, bubbles, voids, or other discontinuities. The coatings shall also be electrically inspected for holidays in accordance with Sec. 5.3.4.1. Inspection and repair may commence after the pipe has cooled to 200°F (93°C) or below. Holidays and imperfections detected by electrical inspec- tion shall be repaired in accordance with Sec. 4.4.4. 4.4.3.7 Optional coating performance testing. The purchaser may specify additional testing to establish coating performance. "Ile following test procedures, all of which shall be performed on production pipe test rings, may be specified: 1. Cross-section porosity. 2. Interface porosity. 3. Thermal analysis (DSC). 4. Permanent strain (bendability). 5. Water soak. 6. Impact. Copyright © 2008 American Water Works Association. All Rights Reserved. FUSION -BONDED EPDXY COATING 9 4.4.4 Coating repair. 4.4.4.1 Minor defects. Coating that requires repair caused by scars, sliv- ers, coating imperfections, and other small defects as identified by the procedure in Sec. 5.3.3.1 shall be repaired using repair materials from the same manufacturer as the fusion -bonded epoxy or any other compatible material acceptable to the purchaser and coating manufacturer. 4.4.4.1.1 Minor defects shall be repaired in the shop. Surface grinders, files, or sanders shall be used to remove defective coating. Areas adjacent to the defective area shall be roughened by sanding or grinding. Dust shall be removed prior to the application of the repair material. 4.4.4.1.2 For internal coating repair, a two-part, 100-percent solids, liquid -epoxy patching compound compatible with the coating epoxy shall be applied on the prepared areas to a minimum thickness as stated in Sec. 4.4.3.3. The epoxy in the repaired area shall be applied and cured in accordance with the coating manufacturer's recommendations. 4.4.4.1.3 Minor defects on the exterior of the pipe shall be repaired in the shop using hot -applied tape, cold -applied tape, liquid epoxy, hot melt patch com- pound, or heat -shrinkable coatings in accordance with the requirements of ANSI/ AWWA C2O3, ANSI/AWWA C209, ANSI/AWWA C210, ANSI/AWWA C214, or ANSI/AWWA C216. 4.4.4.1.4 Repaired areas shall be electrically inspected using a holiday de- tector in accordance with Sec. 5.3.3.1. 4.4.4.2 Major defects. Pipe sections with coating defects, such as par- tial coating, unbonded coating, or inadequate film thickness, shall be reprocessed starting with surface preparation procedures in Sec. 4.4.2. 4.4.5 Field -welded joints. 4.4.5.1 Preparation. When fusion -bonded epoxy is used on field -welded joints, the welded joint shall be cleaned free of mud, oil, grease, and other foreign contaminants, and the exposed metal in the weld zone shall be blast cleaned to comply with SSPC-SP10/or NACE No. 2, as defined in Sec. 4.4.2.2. SSPC VIS 1-89-05 is a series of photographs of surface cleanliness. The adjacent fusion -bonded coating shall be roughened by sanding or grinding for a distance of 1 in. (25 mm) back from the edge of the cutback. When alternative joint coatings are used, surface preparation shall be in accordance with the applicable ANSI/AWWA standard. 4.4.5.2 Epoxy application. Fusion -bonded epoxy may be field -applied on the internal and external field joints using induction heat. The epoxy used on the Copyright © 2008 American Water Works Association. All Rights Reserved. 10 AWWA C213-07 joint shall be fully compatible with the material used on the pipe. The constructor shall consult the manufacturer of the coating material for the required minimum temperature of epoxy application. For determination of final cure, see Sec. 4.4.3.4, Sec. 4.4.3.5, and Sec. 4.4.3.7. The weld area shall be heated to a temperature not to exceed 500°F (260°C) using a circumferential induction heating coil of sufficient size, width, and power to provide the required heat in the weld zone and 2 in. (50 mm) back under the fusion -bonded pipe coating. See Sec. 4.4.3.1 regarding higher temperatures. Immediately after heating, the weld shall be coated with a powder coating in accordance with this standard for the minimum thickness stated in Sec. 4.4.3.3. The welded -joint coating shall overlap the original pipe coating by no less than 1 in. (25 mm). The joint coating shall cure from the residual heat remaining in the heat zone. The heat zone shall be protected from adverse weather conditions such as rain or high winds that would cause rapid cooling (Sec. 4.4.3.4). On completion of the coating operation, the joint coating shall be inspected for continuity as provided in Sec. 5.3.3.1. Holidays shall be repaired in accor- dance with Sec. 4.4.4. Inspection and repair may commence after the heat zone has cooled to 200°F (93°C) or below. r 4.4.5.3 Alternative joint coatings. The exterior of field -welded joints may be coated with hot -applied tape, cold -applied tape, liquid epoxy, or heat -shrink- able coatings in accordance with the requirements of ANSI/AWWA C203, ANSI/ AWWA C209, ANSI/AWWA C210, ANSI/AWWA C216, ANSI/AWWA C217, or as otherwise specified or agreed to by the purchaser. Sec. 4.5 Coating Special Pipe Connections and Appurtenances 4.5.1 General. This section describes application of fusion -bonded epoxy coatings to mechanical couplings, flanges, and similar attachments for steel pipe fit- tings and specials, as well as nuts, bolts, and other appurtenances used in conjunc- tion with connections and attachments. Coatings hereunder shall be applied in the shop or at the place of manufacture and shall meet the requirements of Sec. 4.3. 4.5.2 Surface preparation. Preparatory to coating, the article shall be blast -cleaned to near -white as defined in Sec. 4.4.2.2. However, an alternate cleaning method that exposes clean parent metal; removes oxides, scales, oils, greases, and other deleterious contaminants; and imparts a profile in accordance with Sec. 4.4.2.5 may be used if acceptable to the purchaser and coating manufacturer. 4.5.3 .Coating application. Copyright © 2008 American Water Works Association. All Rights Reserved. FUSION -BONDED EPDXY COATING 11 4.5.3.1 Preheating. Fusion -bonded coatings can be applied to surfaces preheated to between 300°F and 475°F (149°C and 246°C). Preheat temperatures should be in accordance with the coating manufacturer's recommendation. The surfaces may be heated by any controllable means that does not contaminate the surface to be coated. Care should be exercised to ensure that the item to be coated can withstand the required preheating without damage. Blueing of the steel dur- ing preheating will not be acceptable. If blueing occurs, the pipe shall be cooled to room temperature and recleaned in accordance with Sec. 4.5.2. 4.5.3.2 Application. The fusion -bonded epoxy coating shall be uniformly applied to the thickness specified in Sec. 4.4.3.3 by fluidized bed, electrostatic spray, or air spray according to the coating manufacturer's recommendations. Selection of the method of application depends on the size, shape, and configuration of the item to be coated. If not specified for coating by the purchaser, uncoated threaded areas shall be protected. The purchaser should specify the coating requirements for flange faces or other appurtenances. 4.5.3.3 Cure. If it is necessary to postcure the fusion -bonded coating, the coated surface shall be heated immediately after application of the coating accord- ing to the coating manufacturer's recommendations until total cure is achieved (Sec. 4.4.3.5). 4.5.3.4 Imperfections. Following completion of the coating operation, the coating shall be visually inspected for blisters, bubbles, voids, or other disconti- nuities. The coatings shall also be electrically inspected for holidays in accordance with Sec. 5.3.4. Inspection and repair may commence after the article has cooled to 200°F (93°C) or below. 4.5.3.5 Coating repair. Holidays and imperfections detected by electrical inspection or visually shall be repaired in accordance with Sec. 4.4.4. 4.5.3.5.1 Coating requiring repair caused by scars, slivers, coating imper- fections, and other small defects as identified by the procedures in Sec. 5.3.4 shall be repaired using materials fully compatible with the fusion -bonded epoxy. a. Areas of pipe requiring spot repairs shall be cleaned to remove dirt, scale, and damaged coating using surface grinders, files, or sanders. The adjacent coating shall be roughened and dust shall be removed. b. For internal lining repair, a two-part, 100-percent solids, liquid -epoxy coating or a hot -melt patching compound shall be applied on the prepared areas, in accordance with the coating manufacturer's minimum suggested film thickness for coating repair, or the thickness stated in Sec. 4.4.3.3, whichever is greater. The Copyright © 2008 American Water Works Association. All Rights Reserved. 12 AWWA C213-07 epoxy in the repaired area shall be applied and cured in accordance with the coat- ing manufacturer's recommendations. c. Minor defects on the exterior of the pipe may be repaired with hot -applied tape, cold -applied tape, liquid epoxy, hot melt patch compound, or heat -shrinkable coatings in accordance with the requirements of ANSI/AWWA C203, ANSI/AWWA C209, ANSI/AWWA C210, or ANSI/AWWA C216. If a liquid epoxy coating is used, the freshly coated area shall be allowed to harden prior to handling and storage. Cure in accordance with Sec. 4.4.3.5. d. Repaired areas shall be electrically inspected using a holiday detector in accordance with Sec. 5.3.4. 4.5.3.5.2 Major defects on connections and appurtenances such as par- tial coating, unbonding coating, or inadequate film thickness shall be reprocessed starting with Sec. 4.4.2. Sec. 4.6 Field Procedures During construction of the pipeline, the constructor shall use every precau- tion to prevent damage to the protective coating on the pipe. No metal tools or heavy objects shall be permitted to have contact with the finished coating. Workers shall not be permitted to walk on the pipe coating except when absolutely neces- sary, in which case they shall wear shoes with rubber or composition soles and heels or other suitable footwear that will not damage the coating. Damage to the pipe or the protective coating before final acceptance by the purchaser shall be repaired. 4.6.1 Protection during welding. A heat -resistant material with a mini- mum width of 18 in. (450 mm) shall be draped over the top half of the pipe on each side of the coating holdback during welding to avoid damage to the coating by hot weld spatter. If welding of the interior joint is required by the purchaser, ap- propriate means of protecting the coating shall be provided by the constructor. 4.6.2 Hoisting. Wide -belt slings shall be used to hoist coated pipes. The use of chains, cables, tongs, or other equipment likely to damage the epoxy coating shall not be permitted, nor shall the pipe be dragged or skidded. The construc- tor shall allow the coating on the underside of the coated pipes to be inspected while the pipes are suspended. Any coating damage shall be repaired according to Sec. 4.4.4. 4.6.3 Pipe bedding and trench backfill. Pipe bedding and backfill shall be installed so as to avoid abrasion or other damage to the coating. Unless otherwise specified by the purchaser, the following requirements shall be met. 4.6.3.1 Where the trench traverses rocky ground containing hard objects Copyright © 2008 American Water Works Association. All Rights Reserved. FUSION -BONDED EPDXY COATING 13 that could penetrate the protective coating, a layer of screened earth, sand, or gravel no less than 6 in. (150 mm) thick with a maximum particle size of 0.75 in. (20 mm) shall be placed in the bottom of the trench prior to the installation of pipe. Other suitable bedding materials may be used in place of earth, sand, or gravel if specified by the purchaser. 4.6.3.2 Placement of backfill around the exterior of the coated pipe shall be performed as specified by the purchaser after final inspection of the exterior coating. Rocks, concrete chunks, or other hard objects shall not be placed within 6 in. (150 mm) of the top of the pipe. If hard objects occur in the backfill along any section of the pipeline, a minimum of 6 in. (150 mm) of screened material shall be placed around and above the coated pipe before backfilling the remainder of the trench. 4.6.3.3 Compaction of bedding and backfill in the trench shall be speci- fied by the purchaser. Compaction with metal rods or other metal tools that could come into contact with the pipe coating shall not be permitted. SECTION 5: VERIFICATION Sec. 5.1 Inspection by the Purchaser 5.1.1 Optional Inspection. At the purchaser's option, the entire procedure of applying the protective coating material as described in this standard may be inspected from the time of surface preparation to completion of coating. This in- spection shall not relieve the constructor of responsibility to provide material and perform work in accordance with this standard. 5.1.2 Access for inspection. The purchaser shall have access to the con- struction site and those parts of plants that are concerned with the performance of work according to this standard. 5.1.3 Facilities for inspection. Facilities and space for the inspection, test- ing, and acquisition of information regarding the material used, the application process, the progress and manner of the work, and the results obtained shall be as specified by the purchaser. Sec. 5.2 Notice of Nonconformance 5.2.1 Surface. The purchaser may reject items to be coated if the surface condition does not comply with the requirements of Sec. 4.4.2. Items rejected be- cause of inadequate cleaning shall be recleaned and reinspected. Copyright © 2008 American Water Works Association. All Rights Reserved. 14 AWWA C213-07 5.2.2 Coating work. The purchaser may reject coated items if at any time It is determined that the procedure of applying the protective coating material is not in accordance with this standard. Items rejected may be recoated and reinspected. Sec. 5.3 Laboratory Tests 5.3.1 Coating materials tests. Prior to acceptance and application of the coating materials, samples of materials requested by the purchaser and submitted by the constructor may be tested by the purchaser in the purchaser's laboratory or in an independent commercial laboratory designated by the purchaser. 5.3.2 Powder and coating systems tests. If the values or conditions of the powder and coating systems determined from testing do not meet the values in Sec. 4.3.2 for the following items, the coating is subject to rejection. 5.3.2.1 Specific gravity. Specific gravity of the powder shall be deter- mined using a Beckman Model 930 air comparison pycnometer (or equivalent) or by hexane displacement (method B of ASTM D153). 5.3.2.2 Sieve analysis. The sieve analysis of the powder shall be conducted in accordance with method D of ASTM D1921 using an Alpine sieve unit. Sample size shall be 25 g. Sieve size shall be US standard 100 mesh (150 µm). The percent of material retained on the 100-mesh (150-pm) sieve shall be reported. 5.3.2.3 Gel time —hot steel plate. Gel time shall be determined by placing approximately 0.1 g of powder on a hot plate stabilized at 400°F ± 5°F (204°C ± 2°C). Use a wooden spatula to coat at least 1 in.' (650 mm') of the plate. Start a stopwatch as soon as the powder becomes molten. Continue to stir the molten coating material and stop the watch when the coating material becomes so gelatinous that it can no longer be stirred.. Me gel time, in seconds, shall be reported. 5.3.2.4 Appearance. The coated impact panels shall be visually inspected for appearance. The cured coating shall be of uniform color and gloss and shall be free of blisters, pinholes, fish eyes, or other irregularities. 5.3.2.5 Impact resistance testing. Tests for impact resistance shall be conducted in accordance with ASTM G14c The impacted coating shall not crack or disbond at the point of impact. Inspection for failure shall be performed using a wet -sponge, 67.5-V holiday detector in accordance with NACE RP0188. 5.3.2.6 Bendability. Prepare one cold -rolled steel panel, 1 in. x 8 in. x 0.125 in. (25 mm x 203 mm x 3.2 mm), by blast cleaning one side in accordance with Sec. 4.4.2.2. Remove surface dust using a vacuum or a dry, oil -free blast of air. Preheat the plate in accordance with the coating manufacturer's instructions. As Copyright © 2008 American Water Works Association. All Rights Reserved. FUSION -BONDED EPDXY COATING 15 soon as the plate has reached the required temperature, coat the blasted surface to a thickness of 0.014 in. ± 0.002 in. (356 µm ± 50 pm) using air or electrostatic spray and postcure as required. Coating application and curing shall be in accordance with the coating manufacturer's recommendations. Allow the plate to cool to room temperature before testing. Bend the cooled plate over a mandrel with a radius of 2.4 in. (61 mm). For fusion -bonded epoxy coatings used solely on special pipe con- nections and appurtenances that are not bent after coating, bend the coated plate over a mandrel with a radius of 6.25 in. (159 mm). The coating shall not crack or disbond in the bend area. Inspection for crack failure shall be performed using a wet -sponge, 67.5 V holiday detector in accordance with NACE RPO188. 5.3.2.7 Shear adhesion. The test panels shall be 1-in. x 6-in. x 0.125-in. (25-mm x 152-mm x 3.2-mm) cold -rolled steel cleaned in accordance with Sec. 4.4.2.2. The panels shall be heated to the application temperature recom- mended by the coating manufacturer. Remove the panels and place sufficient powder coating on one end of the panels to cover a space approximately 0.75 in. (19 mm) long. Immediately assemble the panels and hold them rigidly so that the length of the overlap is 0.5 in. ± 0.01 in. (12.7 mm ± 0.25 mm) and the thick- ness of the glue line is 11 mils-14 mils (280 pm-356 pm). Return the assembled panels to the oven and cure as recommended by the coating manufacturer. Allow the assembled panels to cool to 730F (23°C) before testing. Shear adhesion shall be determined in accordance with ASTM D 1002. At least 10 assembled panels shall be tested and the average value reported. 5.3.2.8 Penetration. Penetration resistance shall be conducted in accor- dance with ASTM G17 at a temperature of 140°F (600C). 5.3.2.9 Abrasion resistance. Abrasion resistance shall be conducted in ac- cordance with ASTM D 1044 with aTabor CS 17 wheel, or equivalent, and 1,000-g loading. 5.3.2.10 Water soak. Prepare two test panels approximately 4-in. (100-mm) square by 0.25-in. (6-mm) thick according to Sec. 5.3.2.5. Heat tap water in a slow cooker to 203°F ± 3°F (95°C ± 3°C). Immerse test specimens fully for a minimum of 24 hr and remove. While the specimen is still hot, use a utility knife to scribe a rectangle approximately 0.5 in. (13 mm) by 1 in. (25 mm) through the coating to the substrate, then air cool the specimen to 73°F (23°C). Within 2 hr after removal from heat, insert the tip of a utility knife under the coating at the corner of the scribed rectangle. Use a levering action to remove the coating. Continue inserting the tip of the knife and levering under the coating until either Copyright © 2008 American Water Works Association. All Rights Reserved. 16 AWWA C213-07 all of the coating in the rectangle is removed or the coating demonstrates a definite resistance to the levering action. An adhesion rating greater than three shall constitute failure of the test in accordance with the criteria provided in Table 3. 5.3.3 Production coated pipe tests. 5.3.3.1 Electrical inspection for continuity. On completion of the coating operation but prior to storage, the exterior coating shall be inspected for continuity in accordance with NACE Standard RP0490. For interior coating, a low -voltage holiday detector set at a maximum of 75 V shall be used. At the option of the pur- chaser, if the number of holidays exceeds one per 3 ft (1 m) of pipe length for pipe smaller than 14 in. (360 mm) outside diameter (OD) or one per 25 ft2 (2.3 mZ) of surface area for pipe 14 in. (360 mm) OD and larger, the pipe shall be reprocessed. Unless reprocessed, defects disclosed by the holiday detector shall be repaired in the shop according to Sec. 4.4.4. 5.3.3.2 Adhesion. At the option of the purchaser, the adhesion of the cured coating to the surface of the pipe may be checked by pushing a sharp knife blade through the coating to the surface of the pipe and, using a plowing motion, attempting to remove the coating from the surface. The coating shall be fully ad- hered to the pipe and shall firmly resist the plowing action without brittle chip- ping. As an alternative, ASTM D6677 may be used. No more than one test per length of pipe or appurtenance shall be required by the purchaser. The tested area shall be repaired in accordance with Sec. 4.4.4.1.2. 5.3.3.3 Thickness. The coating thickness shall be in accordance with Sec. 4.4.3.3, or greater if specified by the purchaser. The thickness of the coating system shall be checked in accordance with the method described in SSPC Modi- fied PA2 or an alternate method as described in NACE RP0394. The method shall be agreed on by the purchaser and constructor. The frequency shall be agreed on by the purchaser and constructor, but no less than once per pipe appurtenance. 5.3.3.4 Optional coating performance testing of coated pipe. The pur- chaser may specify additional testing to establish coating performance. The follow- ing test procedures, all of which shall be performed on production pipe test rings, may be specified for this purpose: 1. Cross-section porosity. 2. Interface porosity. 3. Thermal analysis (DSC). 4. Permanent strain (bendability). 5. Interfacial (backside) contamination. Copyright © 2008 American Water Works Association. All Rights Reserved. FUSION -BONDED EPDXY COATING 17 Table 3. Adhesion rating criteria for coating system tests RatinE Criteria 1 Coating cannot be removed cleanly. 2 Less than 50 percent of the coating can be removed. 3 More than 50 percent of the coating can be removed, but the coating demonstrates a definite resistance to the levering action. 4 The coating can be easily removed in strips or large chips. 5 1he coating can be completely removed as a single piece. A description of the above tests are available in NACE Standard RP0394 (Section 2). 5.3.4 Coated connection and appurtenance test. Electrical inspection for continuity and thickness testing may begin after the article has cooled to 200°F (93°C) or below. 5.3.4.1 Electrical inspection for continuity. On completion of the coating operation but prior to storage, the interior and exterior coating shall be inspected for continuity using a full -wave rectified, direct -current output detector set at a voltage computed by V (volts) = 525(t)"'2 (mils) where t is the coating thickness, to check for holidays, pinholes, and discontinuities. In areas where surface configura- tions preclude the use of a dry detector, the coating shall be checked for continuity with a low -voltage wet -sponge detector. Holidays shall be repaired in accordance with Sec. 4.4.4. 5.3.4.2 Thickness. The thickness of the coating system shall be checked in accordance with the method described in SSPC Modified PA2 or an alternate method as described in NACE RP0394. The method shall be agreed on by the purchaser and constructor. The frequency shall be agreed on by the purchaser and constructor, but no less than once per pipe appurtenance. SECTION 6: DELIVERY Sec. 6.1 Packaging and Marking - The coating containers shall be plainly marked with the name of the manu- facturer, type of material, batch or lot number, date of manufacture, storage condi- tions, and information as required by federal, state, or provincial laws. Copyright © 2008 American Water Works Association. All Rights Reserved. 18 AWWA C213-07 Sec. 6.2 Handling, Storage, and Shipping Pipe shall be handled and stored so as to minimize damage to pipe, appurte- nances, and the coating system. Damaged pipe, appurtenances, and coatings shall be repaired. Damaged coating shall be repaired in accordance with Sec. 4.4.4. 6.2.1 Stacking. Stacking shall be in accordance with appropriate safety practices and purchaser's instructions. Spacers or padding shall be used to prevent damage to the pipe and coating. 6.2.2 Shipping. Pipe shall be transported from the coating yard to the jobsite as recommended by the manufacturer and agreed to by the purchaser. Pipe shall be shipped using shoring or dunnage, padding, and banding to protect the pipe and its coating. 6.2.3 Loading. Pipe shall be loaded for shipping in compliance with ex- isting shipping standards. 6.2.4 Trench -side placement. Pipe placed alongside the trench shall be supported off the ground to avoid damage to the coating. 6.2.5 Outdoor storage. The purchaser should consult with the manu- facturer and the constructor regarding the specific weather conditions (e.g., tem- perature, humidity, ultraviolet exposure) to which coated steel articles, especially pipes coated on the exterior, will be subjected during storage prior to installation. From this consultation, any decisions concerning any protective measures shall be made. Sec. 6.3 Affidavit of Compliance The purchaser may require the constructor to provide an affidavit that all materials and work performed comply with the applicable requirements of this standard. Copyright © 2008 American Water Works Association. All Rights Reserved. This page intentionally blank. Copyright © 2008 American Water Works Association. All Rights Reserved. ADOPTION NOTICE ANSI/AWWA C213, "Standard for AWWA, Epoxy Coating, Fusion -Bonded for the Interior & Exterior of Steel Water Pipelines," was adopted on 24-DEC-86 for use by the Department of Defense (DoD). Proposed changes by DoD activities must be submitted to the DoD Adopting Activity: Commander, Defense Supply Center Philadelphia, 700 Robbins Avenue, Philadelphia, PA 19111-5096. DoD activities may obtain copies of this standard from the Standardization Document Order Desk, 700 Robbins Avenue, Building 4D, Philadelphia, PA 19111. The private sector and other Government agencies may purchase copies from the American Water Works Association, 6666 West Quincy Avenue, Denver, CO 80235. AWWA is the authoritative resource for knowledge, information and advocacy to improve the quality and supply of water in North America and beyond. AWWA is the largest organization of water professionals in the world. AWWA advances public health, safety and welfare by uniting the efforts of the full spectrum of the entire water community. Through our collective strength we become better stewards of water for the greatest good of the people and the environment. 1P-3.6 M-43213-5/ 08-J P Printed on Recycled Paper Copyright © 2008 American Water Works Association. All Rights Reserved. P OTTO ROSENAU & ASSOCIATES, Geotechnical Engineering, Construction Inspection & Materials Testing ReportNumber: 113582 Description: Piling INC. JUN 2 g 2011 GEOTECHNICAL INSPECTION REPORT CITY OFRENTON UTILITY SYSTEMS Lake Washington Blvd N. Storm & Water Permit Number: Project: System I Address: Lake Washington Blvd N, Renton Job Number: 11-0283 1055 S Grady Way, Renton WA98057 Client: City of Renton Surface Water Utility Client Address: Inspector nnri nnfa Remarks Scott Hoobler, Arrived on site as requested to observe the installation of 3-inch diameter steel Schedule 4U pipe PE piles along the southwest side of existing building (Panabode Building). Eight (8) piles were driven to 6/2/2011 refusal depth. Refusal is defined as one (1) inch of penetration in ten (10) seconds of continuous driving, using an 850 pound hydraulic hammer. Listed below are the pile locations (as shown on the figure below) and the refusal depths (measured in feet). The refusal depth is measured from the bottom of the existing footing. Pin Pile Location Refusal Depth (ft) Driven to Refusal 1 52 '/2 Yes 2 57 Yes 3 49 Yes 4 55'/z Yes 5 47 Yes 6 48'/z Yes 7 57 Yes 8 53 Yes r Copies to V -1 X Client Contractor Architect X Building Dept. Technical Responsibility: X Engineer Anthony Co ne, Senior En sneer This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Form No.: ADMIN-100-01 (Rev 01105) r OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing GEOTECHNICAL INSPECTION REPORT Report Number: 85699 Description: Unit Weight Project: Lake Washington Blvd N. Storm & Water System I Permit Number: Address: Lake Washington Blvd N, Renton Job Number: 11-0283 Client: City of Renton Surface Water Utility Client Address: 1055 S Grady Way, Renton WA 98057 Inspector and Date Remarks Andy Duong Arrived on site to perform loose unit weight for the native (existing) soil as requested by the 6/9/2011 contractor. Soil & tare wt: 66.6 Ibs Tare wt: 19.3 Ibs Soil wt: 47.3 Ibs. Tare volume: 0.4965 cubic feet Loose Unit Wt: 95.3 Ibs/cubic foot Note: Steve Lee of City of Renton was called by Walt Hansen, Project Manager, Otto Rosenau & Associates, Inc. at 4:30 PM today and informed of the test results. Copies to Client Contractor i Architect X Building Dept. Technical Responsibility: X Engineer Anthony Co e, Senior E gineer This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Form No.: ADMIN-100-01 (Rev 01105) H.D. FOWLER kK / COMPANY §7 :ty.y tit , "&um Plate. � 24m&ae§ bconned b Shear Gate "--,l14xTxZwum Angle #n Steve Lee From: KC Equipment [kcequipment@gmail.com] Sent: Monday, June 20, 2011 10:14 AM To: Steve Lee Subject: Baffle Wall Shop Drawing Attachments: KCE CB2 Baffle Wall Shop Drawing 6.20.2011.pdf Hi Steve, Please let me know if you have any questions. Thanks, Brett Franceschina 206-399-3687 KC EQUIPMENT 4550 49TH AVENUE NE SEATTLE, WASHINGTON 98105 May 23`d, 2011 Submittal Cover Sheet City of Renton Lake Washington Blvd. North Storm & Water Improvement Project SWP-27-3531 Request for Approval of Materials: HD Fowler "Schedule B" Submittal Description: Ductile materials from HD Fowler. Contract References: Applicable Bid Items: B8-B12 Additional Notes: Please review and approve. Please contact Brett Franceschina at 206-399-3687with any questions. 210 0 5 E D I T F7- 0 1 N T R ■ p TY,T 411-64" DUCTILE IRON SF FOR WATER W -WASTEWATER, FIRE PROTECTION &INDUSTRIAL APPLICATIONS ZI ji ila- Rirl I+Mmo _ Q-Q- R_1I- R_10 -nrl R_1F W CL 0 ca co ✓14 I1V I1J ✓ V1 1 11 ✓ 1 L GI IV U- I V TYTON JOINTO Pipe sF 2005 EDITION P3 0 MON JOINT Pipe MON JOINT is U.S. Pipe's trademark for pipe with a push -on type connection. Simplicity, sturdiness and water -tightness of the system are built into the system by design. Convincing. proof of its worldwide acceptance is shown by the fact that more than 95% of the pipe now sold by U.S. Pipe is MON JOINT Pipe. MON JOINT Pipe is available in sizes 4" through 64". Sizes 4" through 42" are available in nominal 18-foot laying lengths. 16", 20" and 24" sizes along with sizes 48" through 64" are available in nominal 20-foot laying lengths. MON JOINT Pipe in sizes 4" through 36" are UL Listed and sizes 4" through 16" are FM Approved. When MON JOINT Pipe are used for bridge crossings or other above -ground installations, each length of pipe must be supported in a manner to restrict both vertical and horizontal movement. MON® Gasket is the only accessory required when installing MON JOINT Pipe. It is a circular rubber gasket which has a modified bulb shape in cross section. Gaskets are furnished in accordance with ANSVAWWA C111/A21.1. Composition and dimensions of the gasket have been carefully engineered to ensure a water -tight and lasting seal. The standard MON Gasket is manufactured of SBR - styrene butadiene rubbec'Gaskets of special elastomers may be ordered for special applications. The gasket contour and bell socket contour ensure that the gasket will remain seated during proper assembly of the pipe. When joint restraint is required for push -on joint pipe, two options are available from U.S. Pipe. For joint restraint of 4" through 24", FIELD LOK 3500 Gaskets may be used and for joint restraint for 30" and 36", FIELD LOK® Gaskets may be used. FIELD LOK 350 Gaskets are rated for 350 psi in sizes 4" through 24". In addition, for 4" through 64" sizes, TR FLEX® Pipe and Fittings may be used. TR FLEX Pipe and Fittings are rated for working pressures for 350 psi in 4" through 24" sizes, 250 psi in sizes 30" through 48", and 200 psi in sizes 54".through 64". For higher pressure applications contact your U.S. Pipe representative. Complete details on both FIELD LOK 350 Gaskets and TR FLEX Pipe and Fittings can be found on our website, www.usoipe.com. NOTE: U.S. Pipe qualifies for Federal Procurement under Public Law No. 94-580, Section 6002, known as the Resource Recovery Act of 1976, since, due to modern technology, recycled iron and steel scrap is used to a large degree in our Ductile Iron Pipe production. The plain end of the pipe is furnished beveled or with a quarter ellipse on the edge to allow assem- bty. More than 40 years of successful experience have proved its sealing capabilities. Hydrostatic tests have shown that the system will withstand pressures far in excess of rated pressures. ,ANSI/AWWA C151/A21 5 Ductile Iron Pipe , -Centnfugally Cast it Water:: - t!Zt I1 Ifon TYTON-JOINT Pipe is centrifugally: R=cast in,me-tal moldsss'in accordance with N :ANSI/AVM IWA21!Vl. f A i I S I A W-Wt151/A2151 Standard for kDuctile Iron Pipe Centrrfugally-Zastt a s for Waters The asphaltic outside coating is m accordance .with ANSI/AWWA C151/A21 51 'As specified m ANSVAWWA C151/A21'51', k `pipe'.weights+have been calculated.:usI ; standard;barrel weights and weights of �bellsbeiii iroducetl'� � '"-`1�*'� �' . a . ..ems• �. '� -- i--.-. ANSI/AWWA C104/ A214 Cemeid Mortar Lining For Ductile lt6n Pipe and Fittings+� ` For Water- z r The cement mortar;hnmg and inside coating :,are m accordance with ANSVAWWA C104/ A214 Speci' imngs andlor,coatings'caIQ e P . #urnlshed;for"pecific conditions 1 s ANSI/AWWA C111/A21 11 Rutiber Gasket e Fes" is a Joints for'Ductile Iron PressureyPipe 4 -:and Fltt gs TYTON®,Gaskets are furmshedlip accordance with ANSI/AWWA C111/�A2111 'ANSI/ AWWA C105/A21 5 Polyethylene ? _[ >-Encasement for Ductdellron:Pipe Systems �, If specifiers and users believe that corrosive -=soils will be'encou_&ied"where our.prod ucts,7 are to belinstalled,,please refertol ANSI/AWWA C105/A21 5 for proper external z �: protection procedures � � `{ =! TYTON°, TYTONJOINT® TR FLEX®and FIELD LOK 3501 are Registered Trademarks of U.S. Pipe and Foundry Company. U.S. PIPE AND FOUNDRY CO. TYTON JOINT Pipe BRO-003 REVISED 11.05 Rirl Itamc _ R_A- R_1 1 • R_19 and R_1 F W a. cc 00 TYTON Pmipe 0 1 2005 EDITION P9 Bell Dimensions I 4"- 24" B A B A NOTE: Actual bell configuration 30"-64" may vary from illustration shown. SIZE Inches 4 6 A PIPE OUTER DIAMETER Inches 4.80 - -..._ ..........__._......... 6.90 B BELL OUTER DIAMETER Inches 6.52 8.66 _ C SOCKET DEPTH Inches 3.15 ...... ------- ....... ....... .... .... 3:38 8 9.05 10.82 3:69 10 11.10_ 12.91 3.75 12 _ 13.20 15.05 3.75 14 16 15.30 _ .............---------------• .. .. ........._._.... 17.40 17.67 ...... 19.79 5.00 -- - ------ - .-- ------ ---- --- ............... 5.00 18 19.50 21.91 5.00 20 21.60 24.03 5.50 24 25.80 28.21 5.95 30 36 32.00 38.30 35.40 41.84 6.55 .7.00 42 44.50 49.36 .7.90 48 50.80 55.94 8.60 54 57.56 63.38 9.40 60 64 61.61 ...... - 65.67 67.38 71.56 10.10 - ...-..__._............... 10.65 *Subject to manufacturing tolerances. Dimensions in inches. U.& PIPE AND FOUNDRY CO. TYTON JOINT Pipe BRO-003 REVISED 11.05 1'l:J 1L_ -_ M n. M AA. M A- __J P A- W 0 cc cc 00 �DIU ILUIIIJ - D-0, D- 1 1, D- I L dllU D- 10 TYTON JOINTOPipe 0 2005 EDITION p 13 Thickness Class - Thicknesses, Dimensions and Weight SIZE THICKNESS Inches CLASS 4 51 THICKNESS Inches 0.26 OUTSIDE DIAMETER* Inches 4.80 18-FOOT LAYING LENGTH `3 AVG. WEIGHT WEIGHT PER LENGTHt PER FOOTtt Pounds Pounds 215 11.9 20-FOOT LAYING LENGTH AVG. WEIGHT . LENGTHt PER FOOTtt Pounds Pounds 4 52 0.29 4.80 235 13.1 - - 4 53 0.32 4.80 260 14.4 - - _ 4 54 0.35 4.80 280 15.6 - - 4 55 _ ..._...... 4 56 ... 0.38 .._----------- --- 0.41 4.80 4.80 300 ...............-............ 320 16.7 .. 17.8 - - 6 50 0.25 6.90 305 16.9 - - 6 51 0.28 6.90 335 18.6 - - fi 52 0.31 6.90 370 20.6 - - 6 53 6 54 0.34 0.37 6.90 6.90 400 435 22.2 24.2 - - 6 55 0.40 6.90 465 25.8 - - 6 56 _0.43 6.90 495 27.5 - - 8 50 0.27 9.05 430 23.9 - - 8 51 ....-------- -------------- 8 52 0.30 ---------- ---- 0.33 9.05 9.05 475 - ........ 520 26.4 ........... 28.9 - - .............. - - 8 53 -- .---....._. 8 54 0.36 0.39 9.05 9.05 560 ...-........ _.._..... 605 31.1 33.6 - - _....___ . ...... - - 8 55 0.42 9.05 650 J 36.1 - - 8 56 0.45 9.05 690 38.3 - - 10 50 0.29 11.10 570 31.7 - - 10 51 - -- 10 52 0.32 - - 0.35 11.10 11.10 625 680 34.7 37.8 - - - - 10 53 0.38 11.10 730 40.6 10 54 _ 0.4.1 11.10 785 43.6 - - 10 55 0.44 11.10 840 46.7 - _ - 10 56 0.47 11.10 890 49.4 NOTE: Thicknesses and dimensions of 4" through 64"Ductile Iron pipe conform to ANSI/AWWA C1511A21.51 Weights may vary from the standard because of differences in bell weights. *Tolerance of O.D. of spigot end: 4-12 in., +0.06 in.; 14-24 in., +0.05 in., -0.08 in.; 30-48 in., +0.08 in., -0.06 in.; 54-64 in., +0.04 in., -0.10 in. t Including bell; calculated weight of pipe rounded off to nearest 5 lbs. tt Including bell; average weight, per foot, based on calculated weight of pipe before rounding. Table continued on next page. U.S. PIPE AND FOUNDRY CO. TYTON JOINT Pipe BRO-003 REVISED 11.05 Riri Itpmc _ R_R• R_1 1 • R_19 anri R_1 F W c co 00 TYTON JOINTO Pipe 0 2005 EDITION p 14 Thickness Class - Thicknesses, Dimensions and Weight (cont.) SIZE THICKNESS Inches CLASS 12 50 OUTSIDE THICKNESS DIAMETER* Inches Inches 0.31 13.20 18=FOOT LAYING LENGTH AVG. WEIGHT WEIGHT PER LENGTHt PER FOOTtt Pounds Pounds 725 40.3 .� 2U=FOOT.LAYIN6 LENGTH` AVG. WEIGHT LENGTHt PER FOOTtt Pounds Pounds - - 12 51 12 52 0.34 0.37 13.20 13.20 790 855 43.9 47.5 - - - - 12 53 0.40 13.20 920 51.1 - - 12 54 0.43 13.20 985 54.7 12 55 0.46 13.20 1045 58.1 - - 12 56 14 50 0.49 ............ ................ 0.33 13.20 15.30 1110 -............. 910 61.7 50.6 ...... .--------- - - 14 51 14 52 0.36 0.39 15.30 15.30 985 _........-............._ 1060 54.7 58.9 - ........................ - - - 14 53 14 54 0.42 -.......- ......__... 0.45 15.30 _.._... 15.30 1135 1210 63.1 67.2 :.. _...._................. - - - 14 55 14 56 I 0.48 ! 0.51 15.30 15.30 1285 1360 71.4 75.6 - - - - _ 16 50 0.34 17.40 1065 59.2 1177 58.9 16 51 0.37 17.40 1150 63.9 1273 63.7 16 52 0.40 17.40 1240 68.9 _ 1369 68.5 16 53 0.43 17.40 1325 73.6 1465 73.3 16 54 0.46 17.40 1410 78.3 1560 78.0 16 55 0:49 17.40 1495 83.1 1655 82.8 _ j 16 56 I 0.52 17.40 1580 87.8 1750 87.5 18 50 j - 0.35 19.50 1225 68.1 - - 18 51 ( 0.38 _ 19.50 1325 73.6 i - - 18 52 18 53 1....-..:..- 0.41.._ 0.44 .-.._ 19.50 19.50 i..-._...- 1420 .. _.....: 1520 78.9 84.4 ...................... - - 18 54 18 55 0.47 0.50 19.50 19.50 1615 1710 89.7 95.0 - - - - 18 56 0.53 19.50 1805 100.3 - - NOTE: Thicknesses and dimensions of 4" through 64" Ductile Iron pipe conform to ANSI/AWWA Weights may vary from the standard because of differences in bell weights. C151/A21.51. *Tolerance of O.D. of spigot end: 4-12 in., ±0.06 in.; 14-24 in., +0.05 in., -0.08 in.; 30-48 in., +0.08 in., -0.06 in.; 54-64 in., +0.04 in., -0.10 in. t Including bell; calculated weight of pipe rounded off to nearest 5 lbs. tt Including bell; average weight, per foot, based on calculated weight of pipe before rounding. Table continued on next page. U.S. PIPE AND FOUNDRY CO. TYTON JOINT Pipe BRO-003 REVISED 11.05 Rir1 I+o - Q-Q R_1 1 • R_1) nn 4 M-1 a W cc 00 TYTON JOINTO Pipe (9 2005 EDITION FP 17 Maximum Deflection — Full Length Pipe SIZE MAXIMUM JOINT N> �� PRODUCED BY UCCESSION OF JOINInches DEFLECTION LQtFECTIONI rz ches ` Feet x Degrees - 18 FT. LENGTH 20 FT. LENGTH 18 FT. LENGTH 20 FL LENGTH 4 ! 50 19 — 206 — O 50 19 — 206 — 8 50 19 — 206 — 10 50 19 —_ 206 - --- 12 50 19 — 206 — --- 14 50 _ .............. 19 — ..... .....-- .....-_. • - - 206 .... _ .... —..... - 16 50 19 21 206 ... ......... ..-. 229 18 50 19 — 206 — 20 50 19 21 206 229 24 � 50 19 21----� 206 - 229 ---- 30 50 19 — 206 — 36 50� 19 — 206 — 42 40 .... .......... . ....................... 15 — .-.......... - 258 ------------ — -_.-.-..... ......... ...... 48 40 — 17 — 287 54 40 — ----- 17 --— — 287 60 _40 — 17 — 287 64 40 — 17 --- — 281 _— U.& PIPE AND FOUNDRY CO. TYTON JOINT Pipe BRO-003 REVISED 11.05 0 L_L_ Bid Items - B-8; B-11 and B-16 1040 N. Meridian Rd., P.O. Box 1556, Youngstown, Ohio 44501 Phone: 330.799.3333 • Toll Free: 800.677.1799 - FAX: 330.797.3215 www.trumbull-mfg.com — POHYETHYLENE 8 Mil Linear Low Density "Polywrap" for Ductile Iron Pipe Made in the U.S.A. perANSi/AWWA C105/A21.5-05 POLYETHYLENE ENCASEMENT TUBING protects metallic pipe in corrosive soils. ~ The tubing is slipped over the pipe, extended and taped. An overlap of approximately two feet should be figured in calculating the total polywrap required. For example, about 20 feet of polywrap is required for each 18 foot length, or 22 feet for each 20 foot length. BLACK POLYWRAP CONTINUOUS PERFORATED @ 20' PERFORATED @ 22' Rolls of Tape Pipe Layflat Weight Trumbull Roll Trumbull Roll Trumbull Roll required Size Width #/ft. Item No. Length Item No. Length Item No. Length per 1,000' 3"-6" 16" 0.106 use 20" ---- 388-9942 300 use 20" ---- 3 3"-8" 20" 0.132 388-9989 300 388-9943 300 388-9961 308 3 10" 24" 0.159 use 27" ---- 388-9945 300 388-9951 308 4 �10"-12" 27" 0.179 388-9993 300 388-9952 300 388-9962 308 4 14"-16" 34" 0.225 388-9996 300 388-9955 300 388-9966 308 6 18"-20" 41" 0.271 388-9998 300 388-9957 300 388-9969 308 7 24" 54" 0.358 388-9999 150 388-9958 160 388-9970 154 8 30" 67" 0.444 388-9985 150 spec/order' ---- spec/order' ---- 10 36"-42" 81" 0.536 388-9986 150 spec/order" ---- spec/order" ---- 15 48" 95" 0.629 388-9980 150 spec/order" ---- spec/order' ---- 17 54"-60" 108" 0.715 388-9982 150 spec/order" ---- spec/order* ---- 20 64" 121" 0.801 388-9984 150 spec/order* ---- spec/order* ---- 21 COLORED POLYWRAP Stocked "Continuous" as shown below: BLUE GREEN LAVENDER Rolls of Tape Pipe Layflat Weight (water) (sewer) (reclaimed water) Roll required per Size Width #/ft. Item No. Item No. Item No. Length 1000' of pipe 3"-8" 20" 0.132 388-8705 388-8755 388-8805 300 3 10%12" 27" 0.179 388-8710 388-8760 388-8810 300 4 14"-16" 34" 0.225 388-8715 388-8765 388-8815 300 6 18"-20" 41" 0.271 388-8717 spec/order* 388-8817 150 7 24" 54" 0.358 388-8720 388-8770 388-8820 150 8 30" 67" 0.444 spec/order* spec/order* 388-8825 150 10 MISCELLANEOUS Item No. Pipe Size Layflat Mils Color Roll Length Perf. @ Comments 388-8605 8" 20" 12 Clear 200' 20' Marked "WATER PIPE" 388-8610 12" 30" 12 Clear 200' 20' Marked "WATER PIPE" 364-9941 4" 12" 8 Black 408' 12' For 4" Cl Soil Pipe * Indicates other sizes, types and colors that are available as "special order'; 4000# minimum per color, or size. See Price List for current sizes, colors & configurations stocked. 4 mil cross -laminated Polwrap also available. TAPE 364-9975 2" x 100' Black Polyethylene Tape, 10 mils thick 081808 D-1 i • i i i i and i • PIPE WRAP TAPE 10 MIL DESCRIPTION Christy's- Pipe Wrap tape consists of a stabilized, plasticized PVC film with a hightack adhesive backing. It provides a superior moisture and corrosion barrier on many types of piping uses, including both exposed and direct burial applications. Christy's- Pipe Wrap tape provides op- timum protection when used in conjunction with Christy's- Prime -It"' Pipewrap Primer (Prime -It- provides superior adhesion while increas- ing overall corrosion resistance). Product Code No. 205 - 202 - 204 pipewrap (413 printed vinyl identification tape). TECHNICAL Thickness 10mils (0.25mm) Tensile Strength 9kg (25mm) Elongation at Break 200% Adhesion to Steel .56kg (25mm) Adhesion to Backing .56kg (25mm) Dielectric Strength 7000 volts Unwind Force 800g (25mm) SPECIFICATIONS & INDUSTRY LISTINGS TA-33-PW21 Can be used on all types of pipe and fittings, including steel, galvanized, electrical conduit, cast and duc- tile iron. Christy's- Pipe Wrap tape is listed by the International Association of Plumbing & Mechanical Officials (IAPMO) and carries the shield. Christy's- Pipe Wrap tape: • Provides excellent insulating capacities and superior abrasion resistance. • Resists/reduces corrosion problems caused by salts, salt water, soil acids and alkalis. • Provides a dielectric barrier between the pipe and soil. • Resists common chemicals and vapors and protects against fungus and bacteria imany applications. • Remains pliable in a wide range of temperature and working environments while providing increased UV and weathering protection. The physical and performance properties shown are averages obtained from tests recommended by ASTM-1000, or our own procedures. A particular roll may vary slightly from these averages. It is recommended that the buyer determine the suitability for his own purposes. 0 on -Detectable Warning Tape terial Specifications • 1 %virgin low density polyethylene • Pig \accuratel d with lead-free resins • Wids temperature range of -94 P through 200 F • All are consistent with A.I'.W.A. color code guideli s • Maurect for durability and resistance to the eleme is Appn • Nocta e warning tape is used for protection, arly identification, anratel ocating underground utility insta ations• A.color c de denotes: Orange—'1'elecomm mcation and CA"1'V Line--Wate Lines, Green --Sewer Lines, P rple--Reclaimed Water Lind --Electric 1 Lines, Yellow --Gas Line. Product Analysis =i ATTRIBUTE , ROCEDURE,. VALUE* Thickness ASTM h,2103 4.0 MIL Elongation ASTM D 2 A MID 600 TO 750% Density ASTM 792-6 0.922 (gm/cc) Tensile Strength AST D 882 MD 3,500PS1 TO 2,700PS1 Printability ASTM D 2578 in .45 Dynes Flexibility ASTM D 671-76 PI ble Hand Graphic Repeat MFRG. SPECS Rep t Every 23" Material MFRG. SPECS Virgin KDPE Endorsements • Meets federa gas safety regulation 5-192-321(E) • Meets OSH regulation 1926-956 (C) (1) coverin undergrotyfid utility lines * Values arep(nominal +or - 10% to allow for manufacturing variance Detectable Warning Tape Material Specifications • 5.0 mil overall thickness • 100% virgin low density polyethylene • Aluminum center core • Withstands temperature range of -94 F through 200 F • Manufactured for durability and resistance to the elements Manufacturing Specifications • Subsurface graphics • '1'riple-layer lamination Applications • Detectable warning tape is used for protection, early identification, and accurately locating underground utility installations • A.P.W.A. color code denotes: Orange— Telecommunication and CATV Lines, Blue --Water Lines, Green --Sewer Lines, Purple --Reclaimed Water Lines, Red --Electrical Lines, Yellow --Gas Lines Product Analysis - ATTRIBUTE-, PROCEDURE;, ;,.VALUE Thickness ASTM D 2103 5.0 Overall Thickness Elongation ASTM D 88280A MD 80% TO 139% Density ASTM D 792-66 1.090 (gm/cc) Coefficient of Friction ASTM D 3248-73 Static 0.247 Tensile Strength ASTM D 882 5,800 PSI Printability ASTM D 2578 Min .45 Dynes Flexibility ASTM D 671-76 Pliable Hand Graphic Repeat MFRG. SPECS Repeat Every 23" Endorsements • Meets federal gas safety regulation 5-192-321(E) • Meets OSHA regulation 1926-956 (C) (1) covering the location of underground utility lines * Values are a nominal + or- 10% to allow for manufacturing variance Omega Marking Co. P.O. Box 655 Beaver Dam, WI 53916 Wgio- 00 Q m 3 rn W W N N Q W Bid Items - B-8; B-11 and B-12 23U Mechanical Joint Compact Fittings SUBMITTAL SIZES: 2" through 48" STANDARDS: ANSI/AWWA C153/A21.53 PRESSURE RATING: 3"-24" @350 PSI: 30"-48" & fittings with Flanged branches at 250 PSI NSF-61 : Meets all requirements, UL Certified COATING: ANSI/AWWA C104/A21.4 T CEMENT LINING: ANSI/AWWA C104.A21.4, Double Available EPDXY COATING: ANSI/AWWA C1 16/A21.16 BARE: Available BOLTS: ANSI/AWWA C11 1/A21.1 1 INSTALLATION: AWWA C600 JOINT DIMENSIONS IN INCHES BOLTS Size A Dia. B C Dia. D Dia. F Dia. J Dia. K1 Dia. K2 Dia. L M S T X Size No. 3 3.96 2.50 4.84 4.94 4.06 6.19 7.62 7.69 .58 .62 .39 .33 3/4 S/ax3 4 4 4.80 2.50 5.92 6.02 4.90 7.50 9.06 9.12 .60 .75 .39 .34 '/e 3/4x3'/2 4 6 6.90 2.50 8.02 8.12 7.00 9.50 11.06 11.12 .63 .88 .43 .36 '/a 3/4x3'/2 6 8 9.05 2.50 10.17 10.27 9.15 11.75 13.31 13.37 .66 1.00 .45 .38 '/s 3/4x3'h 6 10 11.10 2.50 12.22 12.34 11.20 14.00 15.62 15.62 .70 1.00 .47 .40 '/a 3/4x3'h 8 -�12 13.20 2.50 14.32 14.44 13.30 16.25 17.88 17.88 .73 1.00 .49 .42 '/a 3/4x3'h 8 14 15.30 3.50 16.40 16.54 15.44 18.75 20.31 20.25 .79 1.25 .56 .47 '/e 3/4x4 10 16 17.40 3.50 18.50 18.64 17.54 21.00 22.56 22.50 .85 1.31 .57 .50 '/s 3/4x4 12 18 19.50 3.50 20.60 20.74 19.64 23.25 24.83 24.75 1.00 1.38 .68 .54 '/e 3/4x4 12 20 21.60 3.50 22.70 22.84 21.74 25.50 27.08 27.00 1.02 1.44 .69 .57 '/a 3/4x4 14 24 25.80 3.50 26.90 27.04 25.94 30.00 31.58 31.50 1.02 1.56 .75 .61 '/e 3/4x4'h 16 30 32.00 4.00 33.29 33.46 32.17 36.88 39.12 39.12 1.31 2.00 .82 .66 1'/a 1x5'/2 20 36 38.30 4.00 39.59 39.76 38.47 43.75 46.00 46.00 1.45 2.00 1.00 .74 1 %a 1x51h 24 42 44.50 4.00 45.79 45.96 44.67 50.62 53.12 53.12 1.45 2.00 1.25 .82 1 % 1'/4x6'/2 28 48 50.80 4.00 52.09 52.26 50.97 57.50 60.00 60.00 1.45 2.00 1.35 .90 1 % 11/4x6'/2 32 Tyler Pipe/Utilities Division - Box 2027 - Tyler, Texas 75710 - (800) 527-8478 Union Foundry Company - Box 309 - Anniston, Alabama 36202 - (800) 226-7601 Bid Items - B-8; B-11; B-12 and B-15 'i 30U-Standard Mechanical �. & Push -On Joint Gaskets TYLER UNIONO (SBR, NBR, EPDM, Neoprene, FKM) Quality Waterworks Products Revised 12 /09 Page 1 of 2 SUBMITTAL Tyler Union provides that it's *Mechanical and Push -On joint gaskets and dimensions conform to the drawings set forth in ANSI/ AWWA C111/A21.11-7 (current revision). Markings include size, mold number, gasket manufacturer's mark, country where molded, and product identification letters. No markings are placed on sealing surfaces per the AWWA C111 standard. *Note: Mechanical Joint Transition gasket standards are not addressed under the ANSI/AWWA C111/A21.11-7. Transition gaskets provided by Tyler Union follow the guidelines and standards established for Standard Mechanical Joint Gaskets. Gasket material is vulcanized styrene butadiene rubber (SBR). Purchaser may request special application elastomers (EPDM, Nitrile, Neoprene & FKM) which will be identified on all documentation and corresponding gaskets. Gaskets are free of foreign materials, porous areas, or other defects that make them unfit for the intended use. Tyler Union gaskets are manufactured under quality control standards and procedures that are maintained by the gasket supplier. Appropriate documentation is maintained by the manufacturer and available for review upon request. Properties and test methods for SBR, EPDM, Nitrile, Neoprene and FKM gaskets are as listed below: Property ASTM Test Method Reauired Value Hardness, Shore "A" D2240-86 75 (+-5) Minimum Tensile D412-87 1500 psi (10MPa) Minimum Elongation D412-87 150 % . Minimum Aging D572-88 60 % Maximum Compression Set D395-89, Method B 20 % Resistance to surface D1149-86 No cracking Ozone cracking Tyler Union's gasket supplier maintains a quality assurance program and manual that is reviewed and updated on an ongoing basis to ensure product quality. Tyler Union's gasket supplier does in house testing and submits to random testing by Underwriters Laboratories, Inc. Tyler Union's gasket provider is recognized under the component program (UL 194/ UL 157) of Underwriters Laboratories, Inc. Tyler Union provides that our Mechanical and Push -On joint gaskets for potable or wastewater projects will perform as designed when selected per the chart provided and installed per AWWA C600. SBR (Styrene Butadiene rubber)(Buna-S) 20°F to180°F Suitable for Water, Wastewater, most moderate chemicals, wet or dry Not Recommended for Hydrocarbon Service Organic acids, Alcohols, Ketones, and Aldehydes EPDM (Ethylene Propylene) -10*F to 250°F Ideal for Water, Wastewater, Ozone, & strong oxidizing chemicals Not Recommended for Hydrocarbon Service May be used on steam and air within its temperature range CR (Neoprene) -10*F to 225°F Recommended for moderate chemicals and acids, Oil fats, Greases, Many solvents and air with Hydrocarbons. Will not support combustion NBR (Nytril)(Buna-N)(Hycar) -40*F to 250*F Ideally Suited for Gasoline, Petrolium products, Hydrocarbons, water, Mineral and Vegetable oils *FKM(Flouroelastomer) 10*F to 425*F Ideally Suited for Hydrocarbons, Acids, Vegetable oils & Petrolium *Check w/Technical Support for availability Gasket Types Offered: 1) Mechanical Joint 2) Push -On Joint 3) Mechanical and Push -On Transition Joint 4) Cast iron 5) MJ Duo 6) Armor Tip Conductivity Gaskets Unless other wise requested by the purchaser upon order placement all aaskets provided will be of our standard SBR material. Tyler Union Mechanical and Push -On joint gasket products are manufactured in the USA and are marked in accordance with ANSI/AWWA C111/A21.11-7, current revision. This document is void if modified in any manner. Tyler Pipe Company - 11910 CR 492 - Tyler, Texas 75706 - (800) 527-8478 Union Foundry Company - 1501 W. 17th Street - Anniston, Alabama 36202 - (800) 226-7601 www.tylerunion.com TYLER UNIONO Qualm Waterworks Products CAIN BOLT & GASKET, INC. 7724 7th AVENUE SOUTH * SEATTLE, WA. 98108 PHONE: (206)763-6460 * FAX: (206) 763-6878 * DOMESTIC & IMPORT INVENTORIES * FLANGE BOLT & GASKET KITS * * METRIC FASTENERS AVAILABLE * FASTENER PRODUCTS PLAIN, ZINC PLATED, CAD PLATED, MILD STEEL, STAINLESS, GRADE 5 & 8 * BOLTS * * NUTS * * WASHERS * * SPECS * * SPECIALS HEX HEAD FINISHED HEX USS B7 / L7 U- BOLTS STAINLESS STEEL HEAVY HEX SAE A307A & B J- BOLTS ANCHOR COUPLING HARD B8 / 138M LOW CARBON STUDS LOCKING NUTS BEVEL GR 5 STRUCTURAL BENT BOLTS ALL GRADES LOAD GR 8 ALLOYS SOCKETS STRUT LOCK A325 STAINLESS STEEL SPECIALS FENDER A36 EXOTICS STRUCTURALS SQUARE 304SS ANCHOR BOLTS FLANGE BOLT KITS PLATE 316SS ALL THREAD GASKETS & GASKETING MATERIALS ELASTOMERIC, NON -ASBESTOS, HIGH TEMPERATURE, FDA APPROVED * GASKETS & CUT PARTS * * SHEET GOODS * * FLANGE INSULATION* IN - HOUSE MANUFACTURING RUBBER TEXTILES SLEEVING DIE MAKING SPONGE CORK INSULATING WASHERS SPECIAL GASKETS PLASTICS GRAPHOIL ONE PIECE KITS CUSTOM PARTS FELT EXOTICS TYPE "F" & TYPE "E" HEADS/ PUMPS HIGH -TEMP TEFLON PHENOLIC HEAT EXCHANGER/ VALVES GARLOCK NON -ASBESTOS NEMA CYLINDERS METAL GASKETS PIPE PENETRATION SEALS INNERLYNX EXPANSION JOINTS METAL * FABRIC * COUPLINGS * CONNECTORS API, ASTM, ANSI, A WWA, FEDERAL & MILITARY SPECS * CALL 24 HOURS A DAY, 7 DAYS A WEEK (206) 763-6460 ASK ABOUT OUR DELIVERY SERVICE & "KIT" PACKAGING CAIN BOLT & GASKET, INC. r.ac: HEX BOLT CAP SCREW ----- r r-I U-GT _. F - y�- - �6 E� `=- VI L a ENIARCED MAIL DF FILLET ALL THREAD STUDS NUTS H E9 L � AI6 .+,MOk 4. , f � f.0 CAIN BOLT & GASKET, INC ENGINEERING DATA: BOLTS, STUDS, AND NUTS Materials sold by Cain Bolt & Gasket are manufactured from quality materials meeting the physical and chemical requirements of both The American Society for Testing and Materials (ASTM) and The American Society of Mechanical Engineers (ASME). These quality controlled materials are normally used by the petroleum, petrochemical and process industries in valves, flanges, piping systems, pressure vessels, etc. The design codes used by the various industries specify the bolting requirements by ASTM or ASME designations and give the limitations of each. Selection of a bolting material will normally be governed by design requirements, service conditions, desired mechanical properties and temperature characteristics. The following is a partial listing, by specification, of the most commonly used bolting materials: ASTM A-193/ASME SA-193 - "STANDARD SPECIFICATION FOR ALLOY —STEEL AND STAINLESS STEEL BOLTING MATERIALS FOR HIGH TEMPERATURE SERVICE" Identification Symbol AISI TYPE Outstanding Chemical B-5 501 5% Chromium B-6 410 12% Chromium B-6X 410 12% Chromium B-7 4140-4142-4145 Chromium -Molybdenum B-7M 4140-4142.4145 Chromium -Molybdenum B-16 Chromlum-Molybdenum-Vanadium B-8, B8A 304 18 Chromium-S Nickel B-8C, 138CA 347 18 Chromium-8 Nickel, Stabilized B-8M, 138MA 316 18 Chromium-8 Nickel-2 Molybdenum B-8T, B8TA 321 18 Chromium-8 Nickel, Stabilized The most commonly used Ferritic steel stud grades are Grade B7 and Grade B7M, which are normally used from - 50 F. to 1000 F., and Grade B 16, which are normally used from - -50 F to 1100 F. These types are stock items, with the other listed grades available on a special order basis. The most commonly used Austenitic steel studs are Grade B8 and Grade B8M, in both the Class 1 (Carbide Solution Treated) and Class 2 (Carbide Solution Treated and Strain -Hardened) conditions. These Austenitic steel grades are stocked, with the others available on a special order basis. The Austenitic group of steels are normally used in service temperatures from -325 F. to 150Q F. ASTM A-320/ASME A-320 - "STANDARD SPECIFICATION FOR ALLOY STEEL BOLTING MATERIALS FOR LOW -TEMPERATURE SERVICE." Identification Symbol AISI TYPE Outstanding Chemical Ferritic L-7 4140-4142-4145 Chromium -Molybdenum L-7M 4140-4142-4145 Chromium -Molybdenum L-7A 4037 Molybdenum L-713 4137 Chromium -Molybdenum L-7C 8740 Nickel -Chromium -Molybdenum L-43 4340 Nickel-Chromium-Molvbdenum Austenitic B-8, B-8A 304 Unstabilized 18 Chromium -8 Nickel B-8C, B-8CA 847 Stabilized 18 Chromium-8 Nickel B-8M, B-8MA 316 18 Chromium-8 Nickel-2 Molybdenum B-8F, B-8FA 321 Stabilized 18 Chromium-8 Nickel B-8F, B-8FA 303 Free Machining 18 Chromium-8 Nickel 0,, r CAIN BOLT & GASKET, INC Ferritic 2-M Carbon 159 to 287 2-H Carbon 248 to 352 4 Carbon -Molybdenum 248 to 352 3 501 8% Chromium 248 to 352 6 410 12% Chromium 228 to 271 6-F 416 12% Chromlum 228 to 271 7 4140-4145 Chromium -Molybdenum 248 to 352 Austenitic 8 304 18 Chromium-8 Nickel 126 to 300 8-C 347 18 Chromium-B Nickel 126 to 300 8-M 316 18 Chromium-8 Nickel-2 Molybdenum 126 to 300 8-T 321 18 Chromium-8 Nickel 126 to 300 8-F 303 18 Chromium-8 Nickel 126 to 300 8-P 308 18 Chromium-10 Nickel 126 to 800 Ferritic steel nuts are manufactured In Grades 2H, 2M and 7, which are normally used in conjunction with Grade B7, 137M, B16, L7 and L7M studs. The Austenitic steel nuts, Grade 8 and 8M are also available from stock for use on stainless steel studs and bolts. Heavy pattern hex nuts are available in the grades listed above to the dimensional requirements of ANSI B 18.2.2. Unless otherwise specified, these nuts are tapped 8UNC-213 in sizes I" and under, and 8UN-213 over 1" diameter. All other grades of nuts listed may require special order. CAIN BOLT & GASKET, INC 1/16" Gb psi a GS psi 1260 0.2 3.5 98%minimum 1200 ppm max 50 pom max CARBON TOTAL SULFUR LEACHABLE CHLORIDES 98% minimum 1200 m max pp 50 ppm max CAIN BOLT GASKET, INC TECHNICAL MANUAL GASSPEC.XLS Bid Item I N T E R N A T I O N A L Malleable Iron Pipe Fittings M 4. '�J,F��` _;. �, � §�:S Sd _ �. eclfications, pw v • Manufacturing facilities are ISO 9001:2000 and ISO 14001 • Class 150 China fittings are UL listed and FM approved at 300 PSI �` Class 300 China fittings are UL listed C us • Malleable castings conform to ASTM A197 LISTED • Hot -dipped galvanized fittings conform to ASTM A 153 • Malleable fitting dimensions conform to ASME B 16.3 • Malleable bushings, plugs and locknuts conform to ASME B16.14 F M < > • Malleable unions conform to ASME B 16.39 • NPT threads on all fittings conform to ASME B 1.20.1 APPROVED • Independent lab verification that fittings meet applicable chemical & physical properties S JV*J 4 w�c¢ .ai '1. t E Qualltyy Plus E'ae ^su Tfx Y N Y s w r • Quality control inspections both at the overseas factory and our US warehouses • All fittings 100% tested under water • Company engineer available at your request • $10.000,000 product liability insurance • SCI trademark logo on each fitting NSF approved per sheet 3 18 • SCI 5150 guarantee v • Pro Pak System makes products easier to handle and warehouse • Orders shipped with in 24 hours • Fax confirmation of every order • Knowledgeable customer service personnel .% �f y _`,� r ;� �-_� * as �Yn w � :. I• c 4.7 � r C � e.va � `i Warranty and Limiations�of Llab�`$$ilrit�yr w �d`�t., SMIiH-COOPER INTMA170NAL (SCI) warrants to its initial purchaser only, that its products which are delivered to this initial porchaw will be of the kind described in the order or price list and will be free of defect in workroombip ar material fora period of five years from the date of delivery to our initial purchaser. Should any failure t o mform to this warranty appear within five years after the date of the initial delivery to our initial purchaser, SCI will, upon written notification thereof and substantiation that the goods have been stored, installed, maintained and operated io accordance with recognised engineering and piping practices and industry standards, correct such defects by suitable repair or replacement (which alternative shall be at the discretion of SCI) of product at SCI's own expense upon return of the defective part to SCI. In the event that 50 elects to replace the defective product. SCI shall pay up to $.% per defective product for total cost of replacement. In the mat of multiple claims, such payment shall be no greater than $1,000 for each installation project The warcanty applies only during annual me, that meets the above referenced wuditiom of installation and operation and is absolutely void if the product boa been damaged after purchase or if it has been misused, repaired, altered or modified in my manner whatsoever. SCI shall not warranty any of its products if any portion of the product including without limitation, any component, gasket, housing or bolt has been modified, altered, remanufactured or replaced in any manner by any customer, user of the product or third party. Correction of om-conformities, in the manner and for the period of time provided above, shall constitute fulfillment of all liabilities of SCI to our initial purchaser, with respect to the goods, whether based on contract, negligence, strict tort, or otherwise. It is the intention of SCI that no warranty of any kind, whether expressed or implied shall pass through our initial purchaser to my other person or corporation. No returns will be allowed unless prior written permission of SCI u first obtained. Buyers shall be responsible for all costs of transportation as well as a restocking charge. Thu warranty u exclusively for the bemefil of the initial purchaser of this product from SCI and, esrept to the extent prohibited by applicable law, the foregoing warranty is in lieu of all other warranties, express or implied, including but not limited to warranties of fitness or merchantability. UMFIAnONS OF LIABIU Y: SCI shall not under any circumstances be liable for special or -sequential damages such as, bus out limited to damage to loss of other property or equipment, Ins of profits or revenue, and of capital, cost of purchased or eplamment goads. claims of customers of our initial purchaser, any labor cal for repair or replacement of the product or damage mused by the product. The remedies of our initial purchaser, and all others, set forth herein are adsive, and the liability of SCI with respect to same shall not, except as expressly provided herein, exceed the prim of the SCI products on which such liability is based. SMITH -COOPER INTERNATIONAL' • TOLL FREE 1-800-766-0076 • FAX (323) 890-4456 • \N�rw_smithcooper.com rTl a cn q SPECIFICATIONS / AVAILABLE CONFIGURATIONS & STYLE NUMBERS (2"-12") M&H AWWA C509 RESILIENT WEDGE GATE VALVES (1993) Size Range Water Working Bubble Tight Seat Hydrostatic Shell Pressure psi Test psi Test psi AWWA 3" — 12" 250 Water Works 250 Both Sides 500 400 One Side ULFM 4" — 12" 200 Fire Protection 250 Both Sides 500 400 One Side Style No. Style No. Style No. Size With With With Available End Connections Range 2" Nut Hand wheel Post Plate Mechanical Joint (except 2'/z") (NRS) 2"-12" 4067-01 4067-01-HW (3"-12") 4067-01P Flanged Ends (NRS) 2"-12" 4067-02 4067-02-HW (3"-12") 4067-02P Note: 4067A-02 is Tapped & Plugged in the "A" Position 2" — 4" = '/2 " Tap 6" — 12" = 3/4" Tap Flanged End X Mechanical Joint (NRS) 3"-12" 4067-13 4067-13-H W 4067-13P Push -on (For PVC / SDR) (NRS) 2"-8" 4067-03 4067-03-H W (3"-8") 4067-03P Threaded (NRS) 2"-3" 4067-07 4067-07-H W (3" only) 4067-07P Push -on (For D.I. / C900) (NRS) 4"-12" 4067-22 4067-22-HW 4067-22P Push -on X Flange (For D.I. / C900)(NRS) 4"-12" 4067-23 4067-23-HW 4067-23P Flanged Ends (OS&Y) 2 1/2"-12" 4068-02 N/A N/A Note: 4068A-02 is Tapped & Plugged in the "A" Position 2" — 4" ='/z " Tap 6" — 12" = 3/4" Tap Tapping Valve (NRS) 4"-12" 4751-01 4751-O I H W 475 1 -01 P Note: Each size accommodates a full size diameter tapping cutter. M.J. Cutting -in valve (NRS) 4"-12" 4576-01 4576-01-HW 4576-OIP Note: 2" and 2 1/2" are not included in AWWA C509 VALVE ACCESSORIES Mechanical operational accessories are used for valves having special operational needs such as; 1. Location with limited access 2. Hazardous locations 3. Revision of operational position 4. High Torque Operation 5. Indication of Valve Position Accessory selection must be evaluated for its capability to transmit the required torque requirements to the valve. To assure long-term trouble free operation, its materials of construction should take into account factors relating to corrosion and maintenance. Accessories used on M&H valves can include the following: Electric Motor Operators Stem Guides Indicator Posts Hand wheels "T" Handles Extension Stems Floor Boxes Chain Wheels Floor stands (Non -rising stem) Position Indicators Miter Box Gearing Electronic Switches July 2005 / C509 Gate Valves SUGGESTED SPECIFICATIONS (Y-12") (Styles 4067 NRS: 4068 OS&Y)(1 of 2) M&H AWWA C509 RESILIENT WEDGE GATE VALVES (1993) General: Gate valves shall be of the resilient seated wedge type, fusion bonded epoxy coated to ANSI / AWWA C550, cast iron body design. They shall comply with the American Water Works Association Gate Valve Standard C-509 as latest revised. Approvals: Gate Valve to Meet or Exceed the Requirements of AWWA C509 Gate Valve to Meet or Exceed the Requirements of UL-262 (4"-12") Gate Valve to Meet or Exceed FM — 1120 / 1130 (4"-12") Gate Valve to Meet or Exceed ULC — Underwriters' of Canada Gate Valve to Meet NSF 61 Gate Valve Wedge to Meet or Exceed The Requirement of ASTM D429 Testing: Each valve shall be hydrostatically tested to the requirements of both AWWA and UL/FM and be rated for 250 psi AWWA service. Valves shall be rated for zero leakage at 250psi water working pressure and have a 500psi hydrostatic test for structural soundness for 3" through 12". All testing shall be conducted in accordance with AWWA C-509 Pressure Ratings: Size Range Water Working Pressure psi Bubble -tight Test psi Hydrostatic Shell Test psi 3"-12" AWWA 250psi 250psi 500psi 4"-12" ULFM 200psi 200psi 400psi Materials: All cast iron shall conform to ASTM-A126 Class B. Castings shall be clean and sound without defects that will impair their service. No plugging or welding of such defects will be allowed. Stem and wedge nut shall be a copper alloy in accordance with section 4.4.5 of AWWA C509 Bolts for above ground valves shall be electro-zinc plated steel with hex heads and hex nuts in accordance with ASTM A-307, and A-563 respectively. Bolts for below ground valves shall be 304 stainless steel with hex heads and hex nuts. Coating 5-8 mill inside and out. Thickness Wedge / Gate: The wedge shall be of cast iron and completely encapsulated with a resilient elastomer material permanently bonded to the wedge and have a rubber tearing bond that meets ASTM D429. Markings: Markings in accordance with AWWA C-509 standard. Includes name of manufacturer, the year of manufacture, maximum working pressure and size of valve. In addition, country of origin to be clearly cast into body & cover castings. End Mechanical joint end valves to match ANSI / AWWA C1 I I/A21.11. Connections: Flanged end valves to match ANSI / AWWA C110/A21.10(ASME B16.1, Class 125) Tapping valves through 12" shall mate all sleeves through 12" outlet regardless of manufacturer. Valves shall be furnished with tapping sleeve side to ACME B 16.1 Class 125 flanged end with centering ring. Outlet side of valve shall be mechanical joint with (without) accessories to ANSI / AWWA C-I I I/A21.11. Push -on ends suitable for stab joints with ductile or cast iron and C900 / SDR plastic pipe. July 2005 / C509 Gate Valves SUGGESTED SPECIFICATIONS (3"-12") (Styles 4067 NRS: 4068 OS&Y)(2 of 2� Laying Lengths Valves not listed in ANSI, AWWA, UL, or FM have dimensions per M&H design as noted in catalog. / Configurations Design: Resilient Seated valves shall conform to the latest revision of AWWA Standard C-509. 3"-12" shall be UL listed and FM approved. All internal parts shall be accessible for repair or maintenance without removing the body from the line. NRS and OS&Y stems shall be of cast bronze. NRS stems shall have integral thrust collar with Delrin thrust bearing above and below the collar. NRS stems shall have two machined grooves above the thrust collar and one groove below for O-ring seals. The upper two O-rings shall be field removable with the valve under pressure. Valves shall be supplied with O-ring seals at all joints. No flat gaskets allowed. Blind bolts threaded into tapped holes in bonnet or body shall not be acceptable. The stem nut shall be of cast bronze and independent of the stem and wedge for NRS valves. Stem nuts for OS&Y valves shall be securely fastened to the stem. Tapping valve shall pass a full size cutter 4"-12" Tapping valves through 12"shall be fumished with tapping sleeve side to ASME B16.1 Class 125 flanged end with centering ring. The waterway in the seat area shall be smooth, unobstructed, free of cavities and for valves 4" and larger at least 0.19" greater in diameter than the nominal valve size. Powder Coating: A high performance, one -part, heat -curable, thermosetting coating which provides superior corrosion resistance protection for metal parts. M&H Powder Coating material is a stable, non -toxic resin consisting of 100% solids. It is impervious to and imparts no taste to potable water. M&H Powder Coating is formulated from materials deemed acceptable in the Food and Drug Administration Document Title 21 of the Federal Regulations on food additives; Section 175.3000 entitled "Resinous and Polymeric Coatings". M&H Powder Coating is applied using a heat application, fusion -bonding process which secures the coating material to the metal valve components. This process provides a visibly void -free coating 5-8 mils thick with excellent adhesion qualities. The durable M&H Powder Coating has a hard finish and exhibits excellent corrosion resistance in most aqueous solutions. It will not sag or cold flow or become soft during long-term storage. In addition to excellent corrosion resistance to aqueous solutions, the coating has excellent stability and resistance to acidic soil conditions. M&H Powder Coating meets both the application and performance requirements of the American Water Works Association standard ANSI / AWWA C-550 entitled "Protective Interior Coatings for Valves and Hydrants". Warranty: Resilient seated gate valves shall be covered by a ten-year limited warranty against defective materials or workmanship. July 2005 / C509 Gate Valves Bid Item - B-8 MATERIAL SPECIFICATIONS (3"-12") M&H AWWA C509 RESILIENT WEDGE GATE VALVES (1993) CAST IRON SPECIFICATION ASTM A126 CLASS B Physical Properties Minimum tensile strength 31,000 psi Minimum transverse strength 3,300 lbs. Minimum deflection (12" Centers) .12 in Chemical Analysis (percent) Phosphorus (maximum) .75 Sulfur (maximum) .15 STANDARD CAST BRONZE-ASTM B584 UNS C84400 (Stem Nut) In accordance with SECTION 4.4.5 of AWWA C509 Physical Properties Minimum tensile strength 29,000psi Minimum yield strength 14,000psi Minimum elongation (in 2 inches) 18% Chemical Analysis *Copper 78.0 - 82.0 Lead 6.0 - 8.0 Tin 2.3 - 3.5 Nickel (maximum) 1.0 Zinc 7.0 - 10.0 * = CU + NI = 79% Min CAST.BRONZE - ASTM B584 UNS C86700 (NRS Stem) In accordance with SECTION 4.4.5 of AWWA C509 Physical Properties Minimum tensile strength 80,000 psi Minimum yield strength 32,000 psi Minimum elongation (in 2 inches) 15% Chemical Analysis Copper 55.0 - 60.0 Lead (maximum) .50 - 1.5 Aluminum 1.0 - 3.0 Iron 1.0-3.0 Nickel (maximum) 1.0 Zinc 30.0 - 38.0 Manganese 1.0 - 3.5 Tin (maximum) .2 STYRENE BUTADINE RUBBER - ASTM D-5000 Hardness 78±5 100% Modulus (PSI) 800 ALTENATE CAST BRONZE - NDZ-S ASTM B763 UNS C99500 (NRS Stem) In accordance with SECTION 4.4.5 of AWWA C509 Physical Properties Minimum tensile strength 70,000 psi Minimum yield strength 40,000 psi Minimum elongation (in 2 inches) 12% Chemical Analysis Copper 82.8 Lead (maximum) .25 Aluminum (maximum) 2.0 Iron (maximum) 5.5 Nickel (maximum) 5.5 Zinc (maximum) 2.0 Silicon (maximum) 2.0 July 2005 / C509 Gate Valves i a ITEM DESCRIPTION MATERIAL ASTM SPEC. R-1 HOLD DOWN HEX BOLT 304 STAINLESS STEEL --------- R-2 HOLD DOWN BOLT WASHER 304 STAINLESS STEEL --------- R-3 OPERATING NUT OR HAND WHEEL CAST IRON ASTM A126 CLASS B R-4 BOLTS & NUTS STUFFING BOX 304 STAINLESS STEEL --------- R-5 STUFFING BOX SEAL PLATE 2"-8" CAST IRON ASTM A126 CLASS B 10"-12" DUCTILE IRON ASTM A536 70-50-05 R-6 0—RING STEM QTY=3 NBR --------- R-7 0—RING STUFFING BOX NBR --------- R-8 THRUST WASHER DELRIN --------- R-9 STEM AWWA GRADE C BRONZE ASTM B584 CDA 867 R-101 HEX HEAD BOLTS & NUTS 304 STAINLESS STEEL --------- R-11 COVER BONNET CAST IRON ASTM A126 CLASS B R-12 STEM NUT AWWA GRADE A BRONZE ASTM A584 CDA 844 R-13 WEDGE/DISC/GATE CAST IRON & SBR COATED ASTM Al 26 CLASS R-14 0—RING COVER NBR --------- R-15 BODY — ALL TYPES CAST IRON ASTM A126 CLASS B R-16 POST PLATE CAST IRON ASTM A126 CLASS B R-17 PIPE PLUG OPTIONAL GALVANIZED IRON --------- n NoWA R- R-14 R— R— R-15 —R-16 DWN: TRIJ 3" THRU 12" M&H VALVE COMPANY DATE: 7/1/05 RESILIENT SEAT GATE ANNISTON,ALABAMA DWG. No. VALVE ASSEMBLY/MATERIAL LIST A DIVISION OF MCWANE INC. 4067 C509—NRS—STYLE 4067 s ■ THIS DRAWING AND ALL INFORMATION IS OUR PROPERTY AND SHALL NOT BE USED. COPIED. OR REPRODUCED WITHOUT WRITTEN CONSENT. DESIGN AND INVENTION RIGHTS RESERVED. ■ LISTED 4067-07 WITH 2" SQUARE NUT U L F M(NSF 4067-07HW WITH HANDWHEEL ® 888H APPROVED 4067-07P WITH POST PLATE (3" ONLY) OPTIONAL 2" SO. HANDWHEEL OPTIONAL POST PLATE (3 "ONLY) I C I I I I - - g A *HANDWHEEL--ADD 1 # (2" — 2 1 /2"), 6.5# (3") *INDICATOR POST PLATE ADD 16# (3") ONLY *PALLET QUANTITIES 2" NUT: 46(2 1 /2"), 30(3") *PALLET QUANTITIES HANDWHEEL: 36(2" & 2 1 /2"), 30(3") *TURNS TO OPEN: 7 3/4(2"), 8(2 1 /2"), 10(3") **THREADED / SCREWED END VALVES NOT UNDER AWWA C509 DWN: TRIJ 2" 2 1 /2", & 3" M&H VALVE COMPANY DATE: 7/1/05 RESILIENT SEAT GATE VALVE ANNISTON,ALABAMA DWG. No. STYLE 4067-07 A DIVISION OF MCWANE INC. SD-23 THREADED / SCREWED ENDS THIS DRAWING AND ALL INFORMATION IS OUR PROPERTY AND SHALL NOT BE USED. COPIED. OR REPRODUCED WITHOUT WRITTEN CONSENT. DESIGN AND INVENTION RIGHTS RESERVED. VALVE A B C D WEIGHT 2" NUT 2 5 1/4 5 1/8 10 7/8 7 1/4 33 2 1/2 7 5 13/16 11 3/8 7 1/4 44 3 7 1/8 5 13/16 12 3/8 10 50 Mechanical Joint Restraint for Ductile Iron Pipe Bid Items - B-8; B-10; B-13 and B-16 3 1103 6.1 30 350 VIV- '4 — > 6 1106 11.9 30 350 1108 14:8 3° 350 , k 10 1110 23.9 30 350 14 1114 48.5 20 350 16 k 1116 18 1118 63.1 11/2 ° 250 24 1124 133.1 11/2 ° 250 30 1130 `194 6 1'4 a4 25U, 36 1136 234.0 10 250 42z . _ 1142 48 1148 653.0 1 ° 250 Made -In U.S. Patent Nos. 4092036, 4627774, 4779900, 4896903, 5544922 The USA Features and Applications: • Sizes 3 inch through 48 inch • Constructed of ASTM A536 Ductile Iron • Torque Limiting Twist -Off Nuts • MEGA -BOND® Restraint Coating System For more information on MEGA -BOND, refer to www.ebaa.com • The Mechanical Joint Follower Gland is incorporated into the restraint • Heavy Duty thick wall design • Support Products Available: Split repair style available 3 inch through 48 inch. EBAA Series 11OOSD Solid restraint harness available for push -on pipe bells. EBAA Series 1700 Split restraint harness available for existing push -on bells. EBAA Series 11OOHD • All MEGALUG and related restraint products can be furnished as packaged accessories complete with appropriate restraint, gasket, lubrication, and bolt- ing hardware For use on water or wastewater pipe- lines subject to hydrostatic pressure and tested in accordance with either AWWA C6O0 or ASTM D2774 0709-H Copyright © 2007. EBAA Iron, Inc. All Rights Reserved. MEGALUG: THE PRODUCT OF PREFERENCE SINCE 1984 Since 1984, engineers and contractors designing and installing water and wastewater pipelines and systems have come to rely the EBAA Series 1100 MEGALUG Mechanical Joint Restraint the "Product of Preference" for effectively and economically restraining ductile iron pipe connections above or below ground. MEGALUG Mechanical Joint Restraints replace external re- straints such as cumbersome concrete thrust blocks and corrod- ible metal tie rods creating a quicker, safer and more economical installation. Major testing laboratories agree as the 3" through 24" sizes are Underwriters Laboratories (UL) listed, and the 3" through 12" sizes are Factory Mutual (FM) approved. For use on all classes of ductile iron pipe (PC350 through PC150 and CL56 through CL50), for practically any application including valves, hydrants and pipe, the MEGALUG Mechanical Joint Restraint effectively and safely performs without damage to the pipe or cement linings. THE MEGALUG GRIPPING WEDGE... PERFORMANCE PROVEN The wedge style MEGALUG design reacts to the amount of force acting on the joint. When each wedge is set, the wedge teeth penetrate the pipe's outer surface, and the wedge does not move on the pipe. There is very little change in this interface until the wedge movement begins inside the pocket of the main casting. Once the wedge starts moving, the formation of the buttress begins. This "dam" of material (the wedge impression) is cold formed as the wedging action continues. If the force of pressure acting on the joint is released, the wedge moves back to near its original position. s engages the reserve -controlled move - .ant or "RCM". The wedge is then ready for another round. After the wedge has moved to the back W C- Max pressure 0 LL Movement uses J dges to Q increase Max movement Z grip W XRated pressure W Wedge movement � begins 0 W Normal operating ix pressure D U) W CL a -RCM► MOVEMENT of the pocket at the maximum pressure or load, the wedge buttress are in shear. The maximum movement is about 0.3 inch through the thirty-six inch size and 0.4 inch for forty-two and forty-eight inch. The RCM is available even with severe cyclic loads. This has been tested to very high-pressure differentials and the wedge impressions look the same as if a single test had been performed. Typically, the depth of pipe wall pen- etration, or wedge impression at around 25,000 pounds of force per wedge (200 PSI on a six inch and 150 PSI on a twelve inch) is 0.03". Finally, at roughly twice that force the penetration is around 0.05" At these high pressures, there is no affect on the design thickness of ductile iron pipe made according to AWWA C150. The lack of damage to the cement lining clearly indicates that the thrust load is primarily longitudinal. This ability to move in the pocket allows for angular flexibility as well as longitudi- nal flexibility. THE ORIGINAL PATENTED JBid Items - B-8; B-10; B-13 and B-16 GRIPPING WEDGES Since 1964 EBAA Iron has respond- much as allowed ` ed aggressively to the needs of the rlby the mechanical water industry for better solutions ,joint during installa- �= to joint restraint problems - thus the tion, it can also deflect development of the family of self after assembly: #. actuating MEGALUG wedge action Sizes of 12" and below are restraints. ss capable of up to 3 degrees of deflection after installation TOOLS (depending on the preset deflec' MEGALUGS install using an ordinary Aion.) wrench (box, ratchet, or air -driven), The 14" and 16" sizes are capable _ because the torque -limiting, twist- f of 2 degrees deflection. -_ ®' off nuts automatically shear during The 18" through 24" sizes are capable of v„ tightening when the proper torque 1.5 degrees deflection. is reached. The same 11/a wrench _< The 30" through 48" sizes are capable of 1 used to tighten the T bolts on the degree deflection. y ' 4" through 24" sizes can be used �. to tighten and shear the twist off' STEEL PIPE nuts in all sizes. If removal becomes I. _ 'The 1100 Series MEGALUG can be used to restrain necessary, a 5/8 hex head remains 3" - 8" SCH 40 or 80 steel pipe when joining to me - so the screws can be loosened, chanical appurtenances. It can also be used on steel = and retightened with a torque -in- pipe in all sizes if the pipe's outside diameter is the dicating wrench. During removal, same as the ductile iron pipe and its thickness is equal the wedges are held in place by j to or greater than PC350 ductile iron pipe in sizes of 16 retainer clips. inch and below and PC250 ductile iron pipe 18 inches and above. DEFLECTION r ` The MEGALUG gripping CAST IRON PIPE wedges provide resiliency' x` Grey iron pipe diameters are often larger than duc- to your pipeline design. In _4 the iron pipe diameters. The Series 1100 MEGA - addition to deflecting as LUG restraint may be used with grey iron pipe having standardized cast iron O.D. per AWWA C150 and C151, and with pit cast Classes ( ®_ "A" and "B" without modification. Use of the rC=2v Series 1100 with pit cast grey iron Classes "C" and "D" will require over sizing the MEGALUG. More information on this is - explained in detail in "Connections Bul- s - . letin DI-1". "MEGALUG, Takesllte Load - z y k On`Apr1:1 11, 1997: EBAA Iron performed a remark -� able force demonstration of their series 1100' MEGALUG Joint"y ----,_ Resfrarnt .With the use of EBAA's Series 1100 MEGALUG°usrr g a standard mechanical i int Instal atlon on 12 In:ch Ductile Iron Pipe; ands a 80�TonY�mo� } WN-V'ar e, EBAA Iron lifted a 17 Caterplllar.TrackType Tractor weighing Ln at :; 4 50,-350 Ibs Alongtwith.this�the Senes 1100�MiEGALUG has been tested to over 700 PSI' Coriclud'rig tlatEBAA's MEGALUGS can take the load - Mechanical Joint Restraint Sample Specifications m do (The text of the specifications below can be copied pasted from www.ebaa.cownload11100Spec.DOC) Bid Items - B-8; B-10; B-13 and B-16 Restraint devices for mechanical joint fittings and appurtenances conforming to either ANSI/AWWA C111/ A21.11 or ANSI/AWWA C153/A21.53, shall conform to the following: Design Restraint devices for nominal pipe sizes 3 inch through 48 inch shall consist of multiple gripping wedges incorporated into a follower gland meeting the applicable re- quirements of ANSI/AWWA C110/A21.10. The devices shall have a working pressure rating of 350 psi for 3-16 inch and 250 psi for 18-48 inch. Ratings are for water pres- sure and must include a minimum safety factor of 2 to 1 in all sizes. Material Gland body, wedges and wedge actuating components shall be cast from grade 65- 45-12 ductile iron material in accordance with ASTM A536. For applications requiring restraint 30 inch and greater, an alternate grade of iron meeting the material requirements of ASTM A536 is acceptable, providing the device meets all end product performance requirements. Ductile iron gripping wedges shall be heat treated within a range of 370 to 470 BHN. Three (3) test bars shall be incrementally poured per production shift as per Under- writer's Laboratory (U.L.) Specifications and ASTM A536. Testing for tensile, yield and elongation shall be done in accor- dance with ASTM E8. Chemical and nodularity tests shall be performed as recommended by the Ductile Iron Society, on a per ladle basis. Traceability An identification number consisting of year, day, plant and shift (YYDDD)(plant designation)(Shift number), shall be cast into each gland body. All physical and chemical test results shall be recorded such that they can be ac- cessed via the identification number on the casting. These Material Traceability Records (MTR's) are to be made avail- able, in hard copy, to the purchaser that requests such documentation and submits his gland body identification number. Production pieces that are too small to ac- commodate individual numbering, such as fasteners and wedges, shall be controlled in segregate inventory until such time as all quality control tests are passed. These component parts may then be released to a general inventory for final assembly and packaging. All components shall be manufactured and assembled in the United States. The purchaser shall, with reasonable notice, have the right to plant visitation at his/her expense. Installation Mechanical joint restraint shall require conventional tools and installation proce- dures per AWWA C600, while retaining full mechanical joint deflection during assem- bly as well as allowing joint deflection after assembly. Proper actuation of the gripping wedges shall be ensured with torque limiting twist off in uts. Approvals Restraint devices shall be Listed by Under- writers Laboratories (3" through 24" inch size) and Approved by Factory Mutual (3" through 12" inch size). Mechanical joint restraint for ductile Iron pipe shall be Megalug Series 1100 pro- duced by EBAA Iron Inc. or approved equal. MEGA -BOND® Restraint Coating System All wedge assemblies and related parts shall be processed through a phosphate wash, rinse and drying operation prior to coating application. The coating shall consist of a minimum of two coats of liquid thermoset epoxy coating with heat cure to follow each coat. All casting bodies shall be surface pre- treated with a phosphate wash, rinse and sealer before drying. The coating shall be electrostatically applied and heat cured. The coating shall be a polyester based powder to provide corrosion, impact and UV resistance. The coating system shall be MEGA -BOND by EBAA Iron, Inc. or approved equal. Requests for approved equal must submit coating material and process details for review prior to bid. i or°more information rega,rdi MEGA BOND, refer"to the`MEGA ON brochure or visit wwiv ebaa com �� Suppoid. Products 3 ` s' r for ore-MUormaf►on c ncern►n these roducts lease consulf the eatalo or wwvu ebaa .com g P P ry g, cv— Ypht*,MEGALUG Restraint For Existing Mechanical Joints -� Series 1700. y# MEGALUG Restraint Harness - For Push -On Bell Jo>rsts '' N enes 1100SM - µ' Split MEGALUG Restraint For Mid' -Span Apphcattons �ef'1e5 1- "00 "�D Split 1vIEGALU6Rest`r Brn r _ Harness for Existing -Push On ellsg t 3 1103 4.48 2.27 4.06 0.62 9.06 0.750 6.19 7.69 2 4 6.1 350 4a 9 12t, 6 1106 8.02 2.27 7.00 0.88 12.00 0.875 9.50 11.12 3 6 11.8 350 9. f _7, 10 1110 12.22 2.37 11.20 1.00 16.20 0.875 14.00 15.62 6 8 23.9 350 14 1114 16.40 2.69 15.44 1.50 20.94 0.875 18.75 20.25 10 10 49.7 350 ,Igq 56 22..90, - 18 1118 20.60 2.69 19.64 1.63 25.00 0.875 23.25 24.75 12 12 63.6 250 2-5-Al 24 1124 26.90 3.20 25.94 1.81 32.64 0.875 30.00 31.50 16 16 128.7 250 36 1136 39.59 3.20 38.47 2.25 45.17 1.125 43.75 46.00 24 24 226.5 250 48 1148 52.09 4.56 50.97 3.88 61.87 1.375 57.50 60.36 32 32 608.3 250 1. The Series 1100 MEGALUG joint re- straint is designed for use on ductile iron pipe conforming to ANSI/AWWA C151/A21.51 (all thickness classes) when restraining mechanical joint pipe fittings. 2.* Clean the socket and the plain end. Lubrication and additional cleaning should be provided by brushing both the gasket and the plain end with soapy water or an approved pipe lubrication meeting the requirement of ANSI/AWWA C111/A21.11, 5.* Tighten the bolts to the normal range of torque as indicated [3 inch 45-60 ft-lbs., 4-24 inch 75-90 ft- Ibs., 30-36 inch 100-120 ft-lbs., and 42-48 inch 120-150 ft-lbs.] While at all times maintaining approximately the same distance between the gland and the face of the flange at all points around the socket. This can be accomplished by partially tightening the bottom bolt first, then top bolt, next the bolts at either side, finally the remaining bolts. Repeat the process until all bolts are within the appropriate range of torque. just prior to slipping the gasket onto 4.* Push the gland toward the socket the plain end for joint assembly. and center it around the pipe with Place the gland on the plain end the gland lip against the gasket. with lip extension toward the plain Insert bolts and hand tighten nuts. end, followed by the gasket. Make deflection afterjoint assembly but before tightening bolts. NOTE: In cold weather it is preferable to warm the gasket to facilitate assembly of thejoint. 3.* Insert the pipe into the socket and press the gasket firmly and evenly into the gasket recess. Keep the joint straight during assembly. In large sizes (30-48 inch), five or more repetitions may be required. The use of a torque -indicating wrench will facilitate this procedure. 6. Tighten the torque limiting twist - off nuts in a clockwise direction (direction indicated by arrow on top of nut) until all wedges are in firm contact with the pipe surface. Continue tightening in an alternat- ing manner until all of the nuts have been twisted off. EBAA IRON Sales, Inc. P.O. Boz 857, Eastland, TX 76448 Tel; (254) 629.1731 Fax; (254) 629.8931 (800) 433.1716 within US and Canada contact@ebaa,com www.ebaa.com If removal is necessary, utilize the 5/8 inch hex heads provided. If reas- sembly is required, assemble the joint in the same manner as above, by tightening the wedge bolts to 90 ft-lbs. If the series 1100 restraint is removed from the pipe, be sure that all the collar bolts and wedges are in place before the restraint is reassembled. These steps are requirements of AWWA. AWWA Standard C600 For More Information For more information about MEGALUG restraints call EBAA today and request "EBAA Connections Bulletin DIA" concerning use of the MEGALUG restraint on grey iron pipe, or "EBAA Connections Bulletin DI-2" covering the background and operation of the MEGALUG system of restraint. "Restraint Length Calculation" Software is available for PC/Windows applications. Support documenta- tion about the software can be found in "EBAA Con- nections Bulletin PDA1 through PD-5". Bid Items - B-8; B-15 and B-16 [-1 5/8' DIA. 1/8" DIA. �5 17' 24' ---(ALSO AVAILABLE IN 30" AND 36') 7" 5 }/4 - 5D 3/3/5" R. � �7 1/2" DIA. B" DIA 8 3/4' DIA NOTES: OLYMPIC FOUNDRY INC. 24", 0" 36" VALVE BOX BASE MATL: Cast Iron ASTM A48, CL30 RATING: H-20 PART NO. 940 APPROX Wi: 35 Lbs REV: A DATE: 7/16/2003 New border REV DOCUMENT APPROVED WN: CL DATE: 7/16/2003 TOLERANCE xx .- REV: DATE: A BY: DATE: .1 XXX._06 .-,03o XXXX- 2 DEG KD: CL DATE: 7/16/2003 rC DWG #: 940 24 BOTTOM SCALE: N/A SHEET: 1 OF 1 Bid Items - B-8; B-15 anB 1" 8 1 /4" DIA. 6 7/8" DIA. 6 3/4" 11 16" 8., I--5 7/8" DIA. 9" DIA. NOTES: OLYMPIC FOUNDRY INC. 8" VALVE BOX TOP MATL: Cast Iron ASTM A48, CL30 RATING: H-20 PART NO. 940 APPROX Wi: 14 Lbs REV: A DATE: 7/16/2003 New border REV DOCUMENT APPROVED DWN: CL DATE: 7l16/2003 TOLERANCE REV: DATE: A BY: DATE: xx._.1 XXX,.06 xxxx-030 CHKD: CL DATE: 7/16/2003 DWG #: 940 6 Top SCALE: N/A SHEET: 1 OF 1 - 2 DEG Bid Items - B-8; B-15 and B-16 6 3/4" DIA. 5 DEGREE �7/16". DRAFT i d i t � ODATER 5/$ TOP VIEW 1 �. 2" 1. 15/16" BOTTOM VIEW NOTES: OLYMPIC FOUNDRY INC. DEEP SKIRT VALVE BOX COVER MATL: Cast Iron ASTM A48, CL30 RATING: H-20 PART NO. 940 DS APPROX WT: 12 Lbs REV: A DATE: 7/16/2003 New border REV DOCUMENT APPROVED DWN: CL DATE: 7/16/2003REV: DATE: A BY: DATE:CHKD: LOLER CL DATE: 7/16/2003 DWG #: 940 DEEP SKIRT LID SCALE: N/A SHEET: 1 OF 1 Series 1706 restraining 6 inch ductile iron pipe to pipe push on joint. EBAA IRON Sales, Inc. P.O. Box 857, Eastland, TX 76448 Tel: (254) 629.1731 Fax: (254) 629.8931 (800) 433.1716 within US and Canada contact@ebaa.com www,ebaa.com 50- MEGALUG® Restraint Harness Members of... AMERICAN FOUNDRY SOCIETY T ,ints on Ductile Iron Pipe Features and Applications: • Restraint harness for ductile iron pipe to pipe push on joints • Restraint harness meets or exceeds ANSI/AWWA C151A21.51 and ANSI/ AWWA C150/A21.50 standards • Minimum 2 to 1 safety factor • MEGALUG Restraint Ring on spigot side of joint • Split Bell Ring design for ease of installation • Constructed of ASTM A536 ductile iron • MEGA -BOND® Restraint Coating System For use on water or wastewater pipelines subject to hydrostatic pressure and tested in accordance with either AWWA C600 or ASTM D2774. Copyright 2006 0 EBAA Iron, Inc. Series 1700 Submittal Reference Drawing st Bid Items B 10 and B 16 Pan '" -- - Mgig ��ka6c o a E fl n mom - gam` ,�` 0A •11 x 5 44 y 9 06'-- " z� 4 s/s 12 z� Y - 4 1704 4.80360 9`90- 4 3/a x 13f 60.E 12 00s 6 �3/a x 13 z � .. ��-�" "'�• -� a `•� � � - ,�^�a.r�. �. -10 1710x�11110 5 Em§13 — 12 y : 1712 13 20 s 154 h ^ 18 30 8 3/a x 18 14 � � 1714 �15 30 17'9 -Me 88 RN11' 18 _16 F $ { 7 1716a 17404 2Q'1 �24 13 y :TO 3/az 18 - �a �f 19 50 22 4 �N26 50 s10w 1720 "60 _.+12M.x 18 "24 �1 724 25_80� _29'1 �33,38 14 3/ate 8 `6� �736 �38r�30�42 6 MMM 46 75201 x 18 [ 42 .A 1742* * ra 4450 r49.2 £_ 55 57= ;241 1�/a x 28. Installation Instructions The Series 1700 is designed for restraining ductile iron pipe, conforming to ANSI/AWWA C151/A21.51 (all thickness classes) push -on pipe bells. It has a restraint ring on the spigot and a split ring behind the bell. 1. Install the split ring behind the bell in the direc- tion indicated on the casting. Tighten the clamp bolts to 90 ft-Ibs. _. Place the Series 1100 MEGALUG® restraint gland on the spigot with the lip extension toward the bell. 3. Assemble the push -on joint per the pipe manufacturer's instructions. 4. Position the Series 1100 MEGALUG® restraint on the spigot such that the bolts are in align- ment and the distance between the rings is suitable for the tie bolt length. Allow enough room on the tie bolt to fully engage the nuts with several threads showing. 5. Install the tie bolts in each available bolt hole for maximum distribution of operating forces. Place nuts on the end of the tie bolts. Allow room on the tie bolt to fully engage the nut with several threads showing. 6. Pull the restraint ring away from the joint until the slack is removed from the tie bolts. 7. Tighten the torque limiting twist -off nuts in a clockwise direction (direction indicated by arrow on top of nut) until all wedges are in firm contact with the pipe surface. Continue tighten- ing in an alternate manner until all of the nuts have been twisted off. 8. Tighten the tie bolt nuts until the ring behind the bell is in firm contact with the back of the bell. Do not tighten these bolts enough to force the spigot further into the bell. 9. If removal is necessary; use the 5/8 inch hex heads provided. If reassembly is required, assemble the product in the same manner as indicated in the previous steps and tighten the wedge bolts to 90 ft-Ibs. For Sizes 42 inch and 48 inch, two solid ring MEGALUGS are provided. One MEGALUG will be placed on the spigot with the lip extension toward the bell. The second will slide along the barrel of the second pipe and placed behind the bell (lip extension toward the bell). Then proceed with steps 3-8. Bid Items - B-15 and B-16 Bid Items - B-15 and B-16 SPECIFICATIONS / AVAILABLE CONFIGURATIONS & STYLE NUMBERS M&H AWWA C515 RESILIENT WEDGE GATE VALVES (2000) Size Range Water Working Pressure psi Bubble Tight Seat Test psi Hydrostatic Shell Test psi AWWA 4" — 12" 250 Water Works 250 & 400 500 ULFM 4" — 12" 200 Fire Protection 250 & 400 500 Style No. Style No. Style No. Size With With With Available End Connections Ranee 2" Nut Hand wheel Post Plate Mechanical Joint (NRS) 2"-12"(no 2 ''/z") 7571 7571-HW (3"-12") 7571-P Flanged Ends (NRS) 2"-12" 7561 7561-HW (3"-12") 7561-P Note: 7561 A is Tapped & Plugged in "A" Position 2" — 4" = '/z " Tap 6" — 12" = 1/4" Tap Flanged End X Mechanical Joint (NRS) 3"-12" 7572 7572-HW 7572-P Push -on (For PVC / SDR) 2"-8" 7597 7597-HW (3"-8") 7597-P Threaded (NRS) 2"-3" 7057 7057-HW (3" only) 7057-P Push -on (For D.I . / C900) (NRS) 4"-12" 7901 7901-H W 7901-P Push -on X Flange (For D.I. / C900)(NRS) 4"-12" 7902 7902-HW 7902-P Flanged Ends (OS&Y) 2'/2"-12" 7068 N/A N/A Note: 7068A is Tapped & Plugged in "A" Position 2"-4" ='/z " Tap 6" — 12" = 1/4" Tap Tapping Valve (NRS) 4"-12" 7950 7950-HW 7950-P Note: Each size accommodates a full size diameter tapping cutter. M.J. Cutting -in Valve (NRS) 4"-12" 7576 7576-HW 7576-P Note: 3" and below manufactured to c509 spec, but made of ductile iron. VALVE ACCESSORIES Mechanical operational accessories are used for valves having special operational needs such as; 1. Location with limited access 2. Hazardous locations 3. Revision of operational position 4. High Torque Operation 5. Indication of Valve Position Accessory selection must be evaluated for its capability to transmit the required torque requirements to the valve. To assure long-term trouble free operation, its materials of construction should take into account factors relating to corrosion and maintenance. Accessories used on M&H valves can include the following: Electric Motor Operators Stem Guides Indicator Posts Hand wheels "T" Handles Extension Stems Floor Boxes Chain Wheels Floor stands (Non -rising stem) Position Indicators Miter Box Gearing Electronic Switches July 2005 / C515 Gate Valves Bid Items - B-15 and B-16 SUGGESTED SPECIFICATIONS (4"-12") (Styles 7000 NRS: 7068 OS&Y)(1 of 2) M&H AWWA C515 RESILIENT WEDGE GATE VALVES (2000) General: Gate valves shall be of the resilient seated wedge type, fusion bonded epoxy coated to ANSI / AWWA C550, ductile iron body design. They shall comply with the American Water Works Association Gate Valve Standard C-515-99 as latest revised. Approvals: Gate Valve to Meet or Exceed the Requirements of AWWA C515 Gate Valve to Meet or Exceed the Requirements of UL-262 Gate Valve to Meet or Exceed FM —1120 / 1130 Gate Valve to Meet NSF 61 Gate Valve Wedge to Meet of Exceed The Requirements of ASTM D429 Testing: Each valve shall be hydrostatically tested to the requirements of both AWWA and UL/FM and be rated for 250 psi AWWA service. Valves shall be rated for zero leakage at 250psi water working pressure and have a 500psi hydrostatic test for structural soundness for 4" through 12". All testing shall be conducted in accordance with AWWA C-515 Pressure Ratings: Size Range Water Working Pressure psi Bubble -tight Test psi Hydrostatic Shell Test psi 4"-12" AWWA 250psi 250psi 500psi 4"-12" ULFM 200psi 200psi 400psi Materials: All cast iron shall conform to ASTM-A126 Class B. Castings shall be clean and sound without defects that will impair their service. No plugging or welding of such defects will be allowed. All ductile iron shall conform to ASTM-536 70-50-05 Stem and wedge nut shall be a copper alloy in accordance with section 4.4.5 of AWWA C515 Bolts for above ground valves shall be electro-zinc plated steel with hex heads and hex nuts in accordance with ASTM A-307, and A-563 respectively. Bolts for below ground valves shall be 304 stainless steel with hex heads and hex nuts. Powder Coating: A high performance, one -part, heat -curable, thermosetting coating which provides superior corrosion resistance protection for metal parts. M&H Powder Coating material is a stable, non -toxic resin consisting of 100% solids. It is impervious to and imparts no taste to potable water. M&H Powder Coating is formulated from materials deemed acceptable in the Food and Drug Administration Document Title 21 of the Federal Regulations on food additives; Section 175.3000 entitled "Resinous and Polymeric Coatings". M&H Powder Coating is applied using a heat application, fusion -bonding process which secures the coating material to the metal valve components. This process provides a visibly void -free coating 5-8 mils thick with excellent adhesion qualities. The durable M&H Powder Coating has a hard finish and exhibits excellent corrosion resistance in most aqueous solutions. It will not sag or cold flow or become soft during long-term storage. In addition to excellent corrosion resistance to aqueous solutions, the coating has excellent stability and resistance to acidic soil conditions. M&H Powder Coating meets both the application and performance requirements of the American Water Works Association standard ANSI / AWWA C550 entitled "Protective Interior Coatings for Valves and Hydrants". July 2005 / C515 Gate Valves Bid Items - B-15 and B-16 SUGGESTED SPECIFICATIONS (4"-12" 1(S1y1es 7000 NRS: 7068 OS&Y)(2 of 2) Design: Resilient Seated valves shall conform to the latest revision of AWWA Standard C-515-99. 4"-12" shall be UL listed and FM approved. The valve shall have a ductile iron body and bonnet. All internal parts shall be accessible for repair or maintenance without removing the body from the line. NRS and OS&Y stems shall be of cast bronze. NRS stems shall have integral thrust collar with Delrin thrust bearing above and below the collar. NRS stems shall have two machined grooves above the thrust collar and one groove below for O-ring seals. The upper two O-rings shall be field removable with the valve under pressure. Valves shall be supplied with O-ring seals at all joints. No flat gaskets allowed. Blind bolts threaded into tapped holes in bonnet or body shall not be acceptable. The stem nut shall be of cast bronze and independent of the stem and wedge for NRS valves. Stem nuts for OS&Y valves shall be securely fastened to the stem. Tapping valve shall pass a full size cutter 4"-12" The waterway in the seat area shall be smooth, unobstructed, free of cavities and for valves 4" and larger at least 0.19" greater in diameter than the nominal valve size. Coating 5-8 mill inside and out. Thickness Wedge / Gate: The wedge shall be of cast iron and completely encapsulated with a resilient elastomer material permanently bonded to the wedge and have a rubber tearing bond that meets ASTM D429. Marking: Markings in accordance with AWWA C-515 standard. Includes name of manufacturer, the year of manufacture, maximum working pressure and size of valve. In addition, country of origin to be clearly cast into body & cover castings. Warranty: Resilient seated gate valves shall be covered by a ten-year limited warranty against defective materials or workmanship. End Mechanical joint end valves to match ANSI / AWWA C1 I I/A21.11. Connections: Flanged end valves to match ANSI / AWWA Cl I O/A21.10 (ASME B16.1, Class 125) Tapping valves through 12" shall mate all sleeves through 12" outlet regardless of manufacturer. Valves shall be furnished with tapping sleeve side to ASME B 16.1 Class 125 flanged end with centering ring. Outlet side of valve shall be mechanical joint with (without) accessories to ANSI / AWWA C11 l/A21.11. Push -on ends suitable for stab joints with ductile or cast iron. Laying Lengths Valves not listed in ANSI, AWWA, UL, or FM have dimensions per M&H design as noted'in catalog. / Configurations July 2005 / C515 Gate Valves Bid Items - B-15 and B-16 MATERIAL SPECIFICATIONS M&H AWWA C515 RESILIENT WEDGE GATE VALVES (2000) STANDARD CAST BRONZE—ASTM B584 CDA844 (Stem Nut) — To AWWA GRADE A Physical Properties Minimum tensile strength 29,000psi Minimum yield strength 14,000psi Minimum elongation (in 2 inches) 18% Chemical Analysis *Copper 78.0 — 82.0 Lead 6.0 — 8.0 Tin 2.3 — 3.5 Nickel (maximum) 1.0 Zinc 7.0 — 10.0 * = CU + NI = 79% Min CAST BRONZE — ASTM B584 CDA867 (NRS Stem) — To AWWA Grade C Physical Properties Minimum tensile strength 80,000 psi Minimum yield strength 32,000 psi Minimum elongation (in 2 inches) 15% Chemical Analysis Copper 55.0 — 60.0 Lead (maximum) .50 — 1.5 Aluminum 1.0 — 3.0 1 ron 1.0 — 3.0 Nickel (maximum) 1.0 Zinc 30.0 — 38.0 Manganese 1.0 — 3.5 Tin (maximum) .2 STYRENE BUTADINE RUBBER — ASTM D-5000 Hardness 100% Modulus (PSI) 78±5 800 ALTENATE CAST BRONZE — NDZ-S CA. No. 995 (NRS Stem) To AWWA GRADE E Physical Properties Minimum tensile strength 70,000 psi Minimum yield strength 40,000 psi Minimum elongation (in 2 inches) 12% Chemical Analysis Copper 82.8 Lead (maximum) .25 Aluminum (maximum) 2.0 Iron (maximum) 5.5 Nickel (maximum) 5.5 Zinc (maximum) 2.0 Silicon (maximum) 2.0 July 2005 / C515 Gate Valves Bid Items - B-15 and B-16 M&H AWWA C515 RESILIENT WEDGE GATE VALVES (2000) FLOW COEFFICIENTS VALVE SIZE Cv FULL OPEN K FULL OPEN 2" 300 0.15 2 '/z" 500 0.130 3" 800 0.115 4" 1500 0.105 6" 3600 0.090 8" 6700 0.080 10" 10,500 0.080 12" 15,000 0.080 Bid Items - B-15 and B-16 LIMITED WARRANTY M&H AWWA C515 RESILIENT WEDGE GATE VALVES (2000) M&H VALVE CO. RESILIENT SEAT GATE VALVE TEN YEAR LIMITED WARRANTY M&H Valve Company warrants that its Resilient Seated Wedge Gate Valves will be free from defects in material and workmanship under normal and customary use and maintenance for a period of ten (10) years from the date of purchase, provided the valve is installed and maintained according to M&H instruction, and applicable codes. The foregoing warranty does not cover failure of any part or parts from external forces, including but not limited to earthquake, vandalism, vehicular or other impact, and application of excessive torque to the operating mechanism or frost heave. Should any M&H Valve Company part or parts fail to conform to the foregoing warranty, M&H shall, upon prompt written notice thereof, repair or replace, F.O.B. point of manufacture, such defective part or parts. Purchaser shall, if requested, return the part or parts to M&H, transportation prepaid. Purchaser shall bear all responsibility and expense incurred for removal, reinstallation and shipping in connection with any part supplied under the foregoing warranty. THE FOREGOING WARRANTY IS IN LIEU OF AN EXCLUDES ALL OTHER WARRANTIES NOT EXPRESSLY SET FORTH HEREIN, WHETHER EXPRESS OR IMPLIED BY OPERATION OF LAW OR OTHERWISE, INCLUDING BUT NOT LIMITED TO ANY WARRANTIES OF MERCHANT ABILITY OR FITNESS. IN NO EVENT SHALL M&H VALVE COMPANY BE RESPONSIBLE OR LIABLE FOR ANY INCIDENTAL OR CONSEQUENTIAL LOSSES. DAMAGES OR EXPENSES. July 2005 / C515 Gate Valves d Items - B-15 and B-16 ITEM DESCRIPTION MATERIAL ASTM SPEC. R1 HOLD DOWN HEX BOLT 304 STAINLESS STEEL --------- R2 HOLD DOWN BOLT WASHER 304 STAINLESS STEEL --------- R3 OPERATING NUT OR HAND WHEEL CAST IRON ASTM A126 CLASS B R4 BOLTS NUTS. STUFFING BOX 304 STAINLESS STEEL --------- R5 STUFFING BOX SEAL PLATE DUCTILE IRON ASTM A536 70-50-05 R6 0—RING STEM QTY=3 NBR --------- R7 0—RING STUFFING BOX NBR --------- R8 THRUST WASHER DELRIN --------- R9 STEM AWWA GRADE C BRONZE ASTM B584 CDA 867 R10 HEX HEAD BOLTS & NUTS 304 STAINLESS STEEL --------- R11 COVER BONNET DUCTILE IRON ASTM A536 70-50-05 R12 STEM NUT AWWA GRADE A BRONZE ASTM A584 CDA 844 R13 WEDGE DISC GATE CAST IRON & SBR COATED ASTM A126 CLASS B R14 0—RING COVER NBR --------- R15 BODY — ALL TYPES DUCTILE IRON A M A70-50-05 R16 POST PLATE CAST IRON ASTM A126 CLASS B R17 PIPE PLUG (OPTIONAL) GALVANIZED — — — — — — — — — OWN: TRIJ 4" THRU 12" M&H VALVE COMPANY DATE: 7/1/05 RESILIENT SEAT GATE VALVE ANNISTON,ALABAMA DWG. No. C515-NRS-STYLE 7000 A DIVISION of MCWANE INC. 7000 VALVE ASSEMBLY / MATERIAL LIST THIS DRAWING AND ALL INFORMATION IS OUR PROPERTY AND SMALL NOT BE USED. COPIED. OR REPRODUCED WRHOUT WRRTEN CDNSENT. DESIGN AND ImemoN RIGHTS RESmvED. Bid Items - B-15 and B-16 LISTED 7571 WITH 2" SQUARE NUT F M NSF A.W.W.A Stondard C515 7571-HW WITH HANDWHEEL OL888H APPROVED O 7571-P WITH POST PLATE Y-12" OPTIONAL �--►�- 2 SQUARE NUT G HANDWHEEL I i I „F" &SIZE OF BOLTS IONAL T PLATE -12 ") MJ tNU IN AIUUUKUANC:t TO ANSI/AWWA C 1 1 1 /A21.1 1 ELLIPTICAL BOLT HOLE DESIGN ALLEVIATES THE NEED FOR ANTI -ROTATIONAL BOLTS VALVE SIZE A B C D E F G H WEIGHT 2" NUT **2 8 1/4 4 1/8 2 1/2 4 1/2 10 7/8 2 5/8 7 1/4 2 25 **2 1/2 — **3 8 1/2 4 1/4 2 1/2 7 3/4 12 3/8 4 5/8 10 3 40 4 9 4 1/2 2 1/2 9 1/8 14 3/4 4 3/4 10 4 1/4 75 6 10 1/2 5 1/4 2 1/2 11 1/8 19 6 3/4 12 6 1/4 120 8 13 1/8 6 9/16 2 1/2 13 1/4 22 1/2 6 3/4 14 8 1/4 185 10 15 1/2 7 3/4 2 1/2 15 3/4 26 1/2 8 3/4 18 10 1/4 331 12 16 8 2 5/8 18 30 8 3/4 18 12 1/4 1 523 NOTE: 3" AND BELOW MANUFACTURED TO C509 SPEC, BUT MADE OF DUCTILE IRON *HANDWHEEL--ADD 1 # (2" — 2 1/2-), 6.5# (3"-4"), 7#(6"), 10#(8"), 16#(10" & 12") *INDICATOR POST PLATE ADD 16# (3"-12") ONLY *PALLET QUANTITIES 2" NUT: 46(2 1/2"), 30(3"), 40(4"), 21(6"), 8(8)", 6(10"), 4(12") *PALLET QUANTITIES HANDWHEEL: 36(2" & 2 1/2"), 30(3"), 40(4"), 21(6"), 8(8-), 6(10"), 4(12") *TURNS TO OPEN: 7 3/4(2"), 8(2 1/2"), 10(3"), 13 1 /2(4"), 19 1 /2(6"), 25 1/2(8"), 31 1/2(10"), 37 3/4(12") **2" and 2 1/2" not included in AWWA C515 3" to C509 spec but ductile iron DWN: TRIJ 2" THRU 12" M&H VALVE COMPANY DATE: 7/1/05 RESILIENT SEAT GATE VALVE ANNISTON,ALABAMA DWG. NO. C515-STYLE 7571 A DIVISION OF MCWANE INC. 7571 MJ X MJ 0 THIS DRAWING AND ALL INFORMATION IS OUR PROPERTY AND SHALL NOT BE USED. COPIED. OR REPRODUCED WITHOUT WRITTEN CONSENT. DESIGN AND WANTON RIGHTS RESERVED. 0 Bid Items - B-15 and B-16 LISTED L F M NSF ® U 888H APPROVED MJ ENI ACCOR TO AN! C111/, 7572 A.W.W.A Standard C515 7572—HW 7572—P PTIONAL ANDWuFFI NUMBER & SIZE OF BOLTS H—FLANGED ENDS J—MJ END WITH 2" SQUARE NUT WITH HANDWHEEL WITH POST PLATE ONAL F PLATE rL^vjur-D END IN ACCORDANCE WITH 125 LB. STD. DRILLING PER ASME/ANSI B16.1 VALVE SIZE A B C D E F G H J K WEIGHT 2" NUT **3 8 1/4 4 1/4 2 1/2 7 3/4 7 1/2 3/4 12 3/8 4-5/8 4-5/8 10 38 4 9 1/4 4 3/4 2 1/2 9 1/8 9 15/16 14 3/4 8-5/8 4-3/4 10 75 6 10 1/2 5 1/4 2 1/2 11 3/8 11 1 19 8-3/4 6-3/4 12 120 8 12 5/16 6 9/16 2 1/2 13 3/4 13 1/2 1 1/8 22 1/2 8-3/4 6-3/4 14 185 10 14 1/4 7 3/4 2 1/2 15 3/4 16 1 3/16 26 1/2 12-7/8 8-3/4 18 331 12 15 8 2 5/8 18 19 1 1/4 30 12-7/8 8-3/4 18 523 NOTE: 3" MANUFACTURED TO C509 SPEC, BUT MADE OF DUCTILE IRON *HANDWHEEL--ADD 6.5# (3"-4"), 7#(6"), 10#(8"), 16#(10" & 12") *INDICATOR POST PLATE ADD 16# (3"-12") ONLY *PALLET QUANTITIES 2" NUT: 30(3"), 40(4"), 21(6"), 8(8)", 6(10"), 4(12") *PALLET QUANTITIES HANDWHEEL: 30(3"), 40(4"), 21(6"), 8(8"), 6(10"), 4(12") *TURNS TO OPEN: 10(3"), 13 1 /2(4"), 19 1 /2(6"), 25 1 /2(8"), 31 1 /2(10"), 37 3/4(12") **3" to C509 SDec but ductile iron DWN: TRIJ 3" THRU 12" M&H VALVE COMPANY DATE: 7/1/05 RESILIENT SEAT GATE VALVE ANNISTON,ALABAMA DWG. NO. C515-STYLE 7572 A DIVISION OF MCWANE INC. 7572 FLANGE X MJ ' THIS DRAWING AND ALL INFORMATION IS OUR PROPERTY AND SHALL NOT BE USED. COPIED, OR REPRODUCED WITHOUT WRITTEN CONSENT. DESIGN AND INVENTION RIGHTS RESERVED. ' f OZ. OZ> AS 3 4 $tot bkJL Il 3fo RJO b. FO.VVLF-R- CC). COWTPLAZTOR.., To a rz. F®G ,� ITE VALVE MARKER POST' I N C 0 R P 0 R A T E D REINPORLAW-i 13AfL. IA40 �l`/qpR. ya 60# page .46 FOG TI E HYDRANT GUARD POST 1 N C 0 R P 0 R A T E D rto Ds 61 DIAMrcT ER 2 8 5 # page 47 Bid Item - B-16 GENERAL FEATURES/SPEC M&H AWWA C502 FIRE HYDRANTS ♦ Style 929 ♦ Traffic Model ♦ 250 PSI Working Pressure — 500 PSI Hydrostatic Test — AWWA ♦ UL / FM Approval Type: Compression type, opening against line pressure. Main valve on Traffic Model will remain closed should hydrant be broken off by traffic accident. Classification and Size: Hydrants are classified by the main valve size, number and size of hose and pumper nozzles. Hydrant size is designated as a 5 '/4 ", size being the inside diameter of the main valve seat opening. Length: Hydrant lengths are determined by depth of trench below ground level. Lengths are in multiples of six inches. Barrel: Upper section of barrel (nozzle section) contains the hose and pumper nozzles. The water way is uniform in diameter for entire length of barrel. Hydrant Inlet: Hydrant shoe or elbow is provided with flange or mechanical joint connection to fit connecting pipe. All type shoes except flanged are provided with lugs for strapping. The two drain openings in the hydrant shoe are bronze bushed. All shoes are protected from corrosion with fusion bonded epoxy coating. Hose and Pumper Nozzles: Threaded with fine thread and screwed (not Leaded) into tapped openings in nozzle section of hydrant. Hose and pumper nozzle caps are provided with rubber gaskets and chained to nozzle section. Operating Mechanism and Working Parts: Main valve rod is made of steel and is bronze sheathed where it passes through a two piece bonnet system. Bronze retainer ring bushing is permanently affixed into shoe. Main valve seat ring is threaded into seat retainer ring providing bronze to bronze assembly. Main valve seat material is rubber. All working parts, including main valve assembly, are removable through the top of hydrant without excavating. Two positive acting non -corrodible drain valves are integral parts of main valve assembly. All parts of hydrant of same size and type are interchangeable with out any special fittings. Integral operating nut and weathershield provide. tamper resistant top works and protects the operating mechanism form the elements. Also operating hold down is O-ring sealed for added protection. Dry Top: Operating threads are isolated from the waterway by a seal plate having double O-rings. Operating nut has lubricating hole in top for lubrication of operating threads and thrust bearing. Dry Barrel: When the valve of the hydrant is closed, two drain valves in the hydrant shoe automatically open and allow rapid and complete drainage of the hydrant barrel. This dry barrel eliminates danger of damage to the hydrant by freezing. Materials of Construction: All iron parts are made of high strength gray iron conforming to specification A-]26, Class B of the American Society for Testing Materials or ductile iron. All non -corrodible metal parts are made of copper alloys conforming to AWWA Standard C502 requirements. Other materials are also of high quality for their respective uses. Shop Tests: Tested to 500 pounds hydrostatic pressure supplied from the inlet side, first with main valve closed for testing of valve seat; second, with main valve open for testing of drain valves and entire hydrant. July 2005 / M&H C502 / Model 929 Bid Item - B-16 M&H MODEL 929 FIRE HYDRANT ITEM/ QTY DESCREMON MATERLA 1 1 WEATHER SHIELD CAST IRON ASTM A-126 CLASS B 2 1 LUBRICATION PLUG BOLT 1 2 X 2 1 4 ELECTRO ZINC PLATED STEEL 1 OPERATING NUT BRONZE ALLOY CDA 84400 B-584 4 1 HOLD DOWN NUT 0 RING N.B.R. 5 1 HOLD DOWN NUT BRONZE ALLOY CDA 84400 B-584 HOLD DOWN NUT SET SCREW 18-8 SS ASTM F-593 GROUP 1 THRUST WASHER NYLON BONNET CAST IRON ASTM A-1 •1 BRONZE STEM SLEEVE 0 RING N.B.R. •1 BRONZE STEM SLEEVE BRASS TUBING ASTM B-135 ALLOY NO. 2 UPPER ROD STEM ASSEMBLY STEEL C1117 HFS w BRZ STEM SLEEVE BONNET LTS 1 2-13 x 3 ELECTRO ZINC PLATED STEEL R12 6 BONNET SEAL PLATE NUTS 1 2-13 ELECTRO ZINC PLATED STEEL 14 2L W NN M IN N.B.R. NOZZ STAND PIPE 0 RINGS N. HOSE NOZZLE CAP CAST IRON ASTM A-126 CLASS B 1 PUMPEN CAP CAST IRON ASTM A-1 6 CLASS HOSE NO Z CAP GASKET RUBBER ASTM D2000 19 1 PUMPER NOZZLE CAP GASKET RUBBER ASTM D2000 20 2 HOSE NOZZLE SET SCREW 18-8 SS ASTM F-593 GROUP 1 21 1 PUMPER NOZZLE SET SCREW 18-8 SS ASTM F-593 GROUP 1 2 HOSE NOZZLE 2 1 2 BRONZE ALLOY CDA 84400 B-584 1 PUMPER NOZZLE 4 1 2 BRONZE ALLOY CDA 84400 B-584 HOSE NOZZLE 0 RING N.B.R. PUMPR N RING N.B.R. 1 NOZZLE SECTION CAST IRON ASTM A-126 CLASS B i S HOOK ELECTRO ZINC PLATED STEEL 28 1 NOZZLE CAP CHAINS ELECTRO ZINCLA L 9 1SAFETY STEM COUPLING BREAK COUPLIN CAST IRON ASTM A126 CLASS B 30 CLEVIS PIN 3 8 x 2 1 A 410 STAINLESS STEEL 31 2 RETAINING CLIP 18-8 SS ASTM F-593 GROUP 1 32 6 SAFETY LUG BOLTS 5 8-11 X 4 ELECTRO ZINC PLATED STEEL SAFETY LUG NUTS 5 8-11 ELECTRO ZINC PLATED STEEL 4 6 LUGSCAST IRON ASTM A126 CLASS B •1 AN I UFLANGE-U I N 1 STAND PIPE DUCTILE IRON PIPE 37 1 LOWER ROD LOWER STEM STEEL C1117 HFS • TAN PIP R DUCTILE IRON H -11 3 1 304 STAINLESS STEEL SHOE BOLT NUTS 5 8-11 304 STAINLESS STEEL 41 1 HYDRANT SHOE ELBOW DUCTILE IRON ASTM A-536, GRADE 70-50-5 2 DRAIN HOLE BUSHINGS BRONZE ASTM B-135 1 UPPER DRAIN VALVE UPPER VALVE PLATEALUMINUM-BRONZE ALLOY ASTM B-763 DRAIN VALVE FACINGS UNA 4 8 DRAIN VALVE FACING COPPER 46 LOWER STEM PIN 1 2 X 1 3 4 18-8 STAINLESS STEEL TYPE E 47 1 LOWER STEM 0 RING SEAL N.B.R. 48 1 MAIN VALVE RUBBER SEAT S.B.R. 49 1 LOWER VALVE PLATE LOCKING WASHER 18-8 STAINLESS STEEL TYPE E 50 1 LOWER VALVE PLATE BOTTOM PLATE CAST IRON ASTM A-126 CLASS B 51 1 BRONZE MAIN VALVE SEAT RING ALUMINUM -BRONZE ALLOY ASTM B-763 52 1 MAIN VALVE SEAT RING UPPER 0 RING N.B.R. 53 1 MAIN VALVE SEAT PoNG LOWER 0 RING N.B.R. 4 •1 SHOE RETAINER RING BRONZE ALLOY CDA 8440 ASTM B-584 • SHOE RETAINER RING '0'-RING N.B.R. 1 SEAL PLATE CAST IRON ASTM A-126 CLASS B 57 1 SEAL PLATE GASKET RUBBER 1 STOP NUT BRONZE 3 SEAL PLATE BOLTS t 2 x 2 ELECTRO ZINC PLATED STEEL 1 LOWER STEM CAP NUT iCAST IRON ASTM A-126 CLASS B • NOT FIELD REPLACEABLE - PERMANENTLY INSTALLED MAIN VALVE SIZES AVAILABLE: 5 1 /4" MEETS OR EXCEEDS AWWA C502 250 PSI WORKING PRESSURE AWWA 200 PSI WORKING PRESSURE UL/FM 500 PSI HYDROSTATIC TEST PRESSURE HYDRANT SHOE VAILABLE: 6" — MECHANICAL JOINT LISTED (9888H M TIREAHAM NTNY➢RANT® 2Oow AWWA APPROVED 25OW DWN: TRIJ M&H VALVE COMPANY DATE: 7/1/05 ANNISTON,ALABAMA A DIVISION OF MCWANE INC. DWG. N0. FH-929 B-16 SUGGESTED SPECIFICATIONS (1 of 2) Bid Item - M&H AWWA C502 FIRE HYDRANTS ♦ Model 929 ♦ Traffic Model ♦ 250 PSI Working Pressure — 500 PSI Hydrostatic Test - AWWA ♦ UL / FM Approved GENERAL Fire hydrants shall comply in all respects with AWWA Standard C-502, latest revision. Fire hydrants shall be of the compression type, with the main valve opening against the pressure and closing with the pressure. The main valve opening shall be (5 '/4") in diameter. Fire Hydrant shall be of a dry barrel, dry top design. The nozzle section shall consist of two (2) hose nozzles and one (1) pumper nozzle or other as specified. RATING Fire hydrants shall be rated at 250 psi water working pressure, tested at 500 pounds hydrostatic for structural soundness in the following manner: 500 pound hydrostatic test supplied from the inlet side, first with the main valve closed for the testing of the valve seat: second, with the main valve open for testing of the drain valves and the hydrant barrel. Testing to be complete in accordance with AWWA C-502 and ULFM requirements. END Hydrants shall be connected to the main by a 6" fusion bonded, epoxy coated mechanical joint or CONFIGURATION flanged shoe. Mechanical joint shoes shall be fitted with strapping lugs. DESIGN The main valve seat of the hydrant shall be made of rubber and be supported by a one-piece bronze top plate / drain valve mechanism. Drain valves shall be faced with rubber. The bottom stem threads of the main valve rod shall be fitted with an epoxy coated, cast iron bottom plate, sealing lower rod threads from the water. Changes in size or shape of the waterway (hydrant nozzles) shall be accomplished by means of easy curves. Exclusive of the main valve opening, the net area of the waterway of the barrel and the foot piece at the smallest part shall not be less than 120% of that of the net opening of the main valve. Hose and pumper nozzles shall be threaded and screwed into the nozzle section. And then mechanically locked to prevent turning. Hose and pumper caps shall be chained to the hydrant The hydrant shall be so designed that when it is in place, no excavation will be required to remove the main valve and movable parts of the drain valve. Further, the hydrant shall be of the type that can be extended without excavating. Hydrants shall be so designed that, in the event of accident, or breaking of the hydrant above or near grade level; the main valve will remain closed. The main valve rod shall be made in two parts and fitted with breakable coupling at the ground line flange. The ground line connection between nozzle section and the barrel shall incorporate the use of breakaway lugs. This connection shall be so designed that the nozzle section can be rotated in any increment of 360°. The ground line connection between the barrel and nozzle sections shall have an o-ring to provide a seal. The operating threads of the hydrant shall be so designed as to avoid the working of any iron or steel parts against either iron or steel. The operating stem and operating nut threads shall be square or acme type. July 2005 / M&H C502 / Model 929 Bid Item - B-16 SUGGESTED SPECIFICATIONS (2 of 2) DESIGN The operating thread shall be lubricated at factory with food grade grease. Access shall be provided (Continued) to field lubricate the operating mechanism. The operating thread shall be sealed from water at all times when the valve is either in the opened or closed position. The operating rod shall be bronze sheathed where it passes through the double "O" ring seal in the bonnet. The bonnet shall be weather proof and utilize a weather shield integral with the external wrench operating nut. The operating nut shall be made of bronze with a self-lubricating design. Hydrants shall be of the dry barrel type and hydrant shoe shall have two positive acting non -corrosive drain valves that shall drain the hydrant completely by opening when the main valve is closed, and close tightly in accordance with AWWA C-502 requirements when main valve is open. The main valve assembly shall be seated in the hydrant with a bronze -to -bronze interface to facilitate removal of the main valve, should maintenance be required. The nozzle section shall consist of two-2 1/2" hose nozzles to the specified thread designation (NST or other, as specified) and one pumper nozzle 4 %2" in diameter to the specified thread designation (NST or other, as specified), or other combination of nozzle outlets, including independent hose gate valves, as specified. Two 0-ring seals shall be utilized where the main hydrant rod passes through the 1 piece bonnet. Hydrant standpipe shall be ductile iron and single piece for all bury depths. All like parts of hydrants of the same size and model produced by the same manufacturer shall be inter- changeable. Hydrant shall open by turning to the (left or right). Direction of opening to be permanently marked on hydrant bonnet. Threads on hose and steamer nozzles shall be National Standard unless otherwise specified. Size and shape of operating nuts cap nuts shall conform to National Standard unless otherwise specified. Bury shall be (specify depth of bury) measuring depth from grade line to bottom of trench or connecting pipe. Auxiliary shut-off(isolation) gate valves, when required, shall be of the same manufacture as the hydrant. COATING The inside of all hydrants shall be coated in accordance with AWWA standards except for bronze and threaded machined surfaces. Exterior on hydrant nozzle section shall be painted Fire Hydrant Red (or as specified). Hydrant shoes shall have an interior and exterior thermosetting epoxy coating of 5 to 6 mils meeting AWWA C550. MARKINGS Hydrant shall be marked with the name of the manufacturer, size of valve opening, direction of opening and the year of manufacture all in accordance with the AWWA C-502. Country of origin to be cast on all major hydrant castings. SOURCE Hydrants shall be M&H Model 929 July 2005 / M&H C502 / Model 929 HD Fowler Company Specifications Harrington Storz Permanent Hydrant Adapter Storz Hydrant Adapters L E Set screws - stainless steel, I (2) at approximately 180" apart - Forging - 6061-T6 aluminum, minimum Gasket - nitrite rubber A B D Dimensions (in inches) Adapter Size A B D E I. 4' Storz x 4' 6.138 4.531 3.550 1.120 1.%S 4' Storz x 4.5' 6.610 4.531 3.530 1.185 2.045 5" Storz x 4' 7.710 5.835 4.005 1.240 2.070 " Storz x 4.5'. 7.710 5.835 4.535 1.180 2.040 • Finish: Hardcoat anodized to Mil-A-8625c, dark gray tD Main sealing surface: Metal face seal 0 4" special thread connector - 6061-T6 aluminum extrusions, minimum Storz Blind Caps Forging - 6061-T6 aluminum, minimum Cirdip - steel, galvanized Casting - B 413.0 aluminum, minimum Gasket - nitrite rubber Cable - 0.125" vinyl coated aircraft cable, 18" minimum length Dimensions (in Inches) Adapter Sias A e I. 4' 6.128 4.531 1.910 5' 7.710 5.835 2.025 • Finish: Hardcoat anodized to Mil-A-8625c, dark gray • Requirements: Force to connect to be a minimum of 18 ft./lbs., maximum of 30 ftJlbs. AHA 2M 11/98 HARRINGTON PERMANENT HYDRANT ADAPTERT"' Harrington Permanent Hydrant Adapter TM - Metal Face Storz adapter with female thread, secured permanently to the hydrant, cluding Storz Blind Cap with Suction Seal and Aircraft Cable. Harrington, Inc. 2630 West 21 st Street jBid Item Erie, PA 16506 800-553-0078 k" HPHATM SPECIFICATIONS The Permanent Hydrant Adapter threads onto the male nozzle and is secured permanently to the hydrant. A Storz spanner wrench is required for cap removal. The Storz adapter shall have a hard anodized aluminum metal face seal and hard anodized aluminum Storz ramps and lugs. The adapter's finish shall be hardcoat anodized to Mil-A-8625f, Type 3, dark gray. The adapter shall be made of forged or extruded 6061-T6 aluminum and secured to the nozzle by 2 stainless steel set screws, inserted 1800 apart. The female adapter shall contain a flat rubber gasket which seals against the male hydrant nozzle. The blind cap shall have hard anodized aluminum Storz ramps and lugs, made of forged or extruded 6o61-T6 aluminum. The center cap shall be equipped with a auction seal. The cap shall be connected to the adapter or the hydrant with a 0. 125" vinyl coated aircraft cable. The high torque cap requires a Storz spanner wrench for removal. Once installed, the Permanent Hydrant Adapter with cap extends less than 3" from the hydrant nozzle. CIFY: HPHA 09/26/2007 15:10 5034312185 BAY STANDARD PTLD PAGE 01 09/26/2007 15:1L1 �i56 3y19,7_,__ . 18:19 83/04/Z8B5 T0:192%341925 8=.TAP4DARD MAF I14C PAGE 01/01 PROM: HUCOR STEEL - HE PAGE BB4 0F B6 ATTN: SL#-0209958 P.O.-D.-H.6516 Nucor Corporation Meat NiAmber: 825597 Dxte: 2/23/05 Nucor steel Division Post Office Box 309 Norfolk, Nebraska 68702 Phone (402) 644-0200 Mill Certification ` Chema.cnl Testing Bid Items - B-10; B-13 and B-16 Certificate: 0780-OlChemical Analysis Expires: 11/30/06 lagree Gon orm to ASTM A29, ASTK E415 artd ASTM E1019-resulphuriaed grades Specs A242TYPE2 A242 TYPE 2 size: 11/16 Rounds .6875 C .06 P .01 �J/,f MWRI Mn .56 Cu .39 Y4 Si ,18 Cr .60 S .04 Ni .33 Physical. Properties imporial Metric 45,794 psipsi 316 MPA yield 412 ----- M1PA Tensile 59,802 - - in � in 203.3 mm elongation 31 � in 8" 31 g , jongation 50 g in 2" 50 � in 50.8 mm Strand Cast Reduction Ratio' 118:.1, BAY STANDARD STEEL P.O. $ox 801 SRENTWOOD,CA 94513 Jim Hill ivision metallurgist All Manufacturing processes, including melting have been performed in the U.S.A. Mercury, in any forth, has not been used in the production or testing of this material. Welding or weld repair was not performed on this material. This mat- erial conforms to the specifidations described on this document and may not be reproduced except in full, without written approval.of Nucer Corporation. This product is WAFTA certified under paragraph „B" of the NAFTA rules of origin. Form 10F007 Bid Items - B-10; B-13 and B-16 ROMAC INDUSTRIES INC. 900 EYE BOLT DATA SHEET SUBMITTAL INFORMATION. MATERIAL: EYE BOLT 3/4" high strength low alloy steel meets AWWA C111 composition specifications (CortenTM or Mayari RTM). Per ASTM A588 grade A, 45,000 psi yield strength min. NUT 3/4" heavy hex, high strength low alloy steel meets AWWA C111 composition specifications (CortenTM or Mayari-RTM, 45,000 psi yield strength min.). ALLOWABLE FORCE PER BOLT: 7,500 pounds when installed properly. PRECAUTIONS: 1. The number of restraining rods required for a specific application must be carefully engineered. Failure to take into account factors such as pipe diameter(s), peak pressures, deflections, and other key variables can lead to failure of the restraint system. 2. Romac 900 eye bolts are not recommended for use on light weight or low quality Mechanical Joint followers. Using these followers for restraint can result in follower failure. 3. Make sure the restraining rod strength is taken into account when calculating the number of rods to use. Not all threaded rod used in pipe restraint is rated for the 7,500 pounds pull that a 900 eye bolt can withstand. Romac Document Number 05-8-0009 3/10 This information is based on the best data available at the date printed above, please check with Romac Engineering Department for any updates or changes. Phone (425) 951 6200 - Toll Free 1 800 426 9341 - Fax (425) 951 6201 - www.romacindustries.com 63 JM14agle Building essentials � / or a better tornorroiv- Bid Item - A-43 Plastic Trends Injection molded fittings have Triple Certification listing Sr= PVC Solvent Weld Sewer Fittings SDR 35 Injection Molded in Sizes 3" - 12" (Fabricated in Sizes 10" - 24") # Features • Safe for the Most Demanding Environments • Tough for the Harshest Work Sites a • Quick and Easy Installation Plastic Trends has the broadest product offering of Solvent Weld sewer fittings in >p; the industry Conform to all municipal, federal, and military requirements. They are a Square'XT^' countersu"nk threaded plug tested for loint:tightness inteanal stress and dimensional stability. The "P" Series }m roves the"removal rocessiend reduces is engineered for the harsh environment of construction shipping, handling and P, P y the potential for breakage installation SquareX� Count rsunkThreaded Plug f SquareX . is a major advance:in countersunk threaded plug design. It features a urnque'molded "in shape and installs in seconds. Two standard screwdrivers provide i f plenty oflev 'a to tighten cir loosen the plug. PVC threaded plugs are notorious if IP9 difficult to remove and are often destroyed in the process. SquareX fsigrnficantly improves the removal process and reduces the potential for breakage. Flush MountT"' DownspouiAdapters '.,� FlushMo. ntT"' lets you -install pipe right up against the wall. They connect a {� Downspout to either a smooth wall sewer pipe or corrugated drain pipe. Available in 3 , 4 and 6 sizes Certifications Plastic Trends SolventWeld,sewer fittings are third party tested and listed by NSF, E UPC, and GSA -to meet specifications defined in ASTM D3034 &CSA 6181.2. See available configurations on the opposite side of this sheet. Form #0260 Rev. 4/06 Bid Item - A-43 PVC Solvent Weld Sewer Fittings SDR 35 Injection Molded in sizes 3" - 12" (Fabricated in sizes 10" - 24") Short Form Specifications 4" through 12" injection molded solvent weld SDR 35 sewer fittings shall be manufactured in accordance with ASTM D 3034 and CSA B182.2. They shall be molded from virgin PVC compound having a minimum cell classification of 12454-B in accordance with, and certified by the National Sanitation Foundation (NSF), to meet ASTM D 1784. Solvent weld SDR 35 sewer fittings shall be certified by the National Sanitation Foundation (NSF) to meet ASTM D 3034 and, in applicable configurations by the International Association of Plumbing and Municipal Officials (IAPMO) to meet ASTM D 3034, and by the Canadian Standards Association (CSA) to meet CSA 13182.2. Triple Certified Listing rqj PLASTIC TRENDS Plastic Trends, Inc. 56400 Mound Road Shelby Twp., MI 48316 586.781.2700 • 800.232.5690 Fax: 586.781.0888 www.plastictrends.com 167 Royal Group Technologies Configurations Hvanaole IV D TEE TEE ,u.,u Wc„u RM 2-WAY CLEANOUT HxHxH 2-WAY CLEANOUT HxHxDWV H CLEANOUT TEE SANITARYTEE SANITARY TEE WYE HxHxFIPT HxHxH HxSxH HxHxH WYE DOUBLE WYE DOUBLE WYE COMBO WYE & 1/8 BEND HxSxH HxHxHxH HxSxHxH HxHxH f if ' (V if 1/4 BEND LONG TURN 1/4 BEND LONG TURN 1/4 BEND 1/4 BEND HxH HxS HxH HxS a a [W a 1/8BEND 1/8BEND 1/16BEND 1/16BEND HxH HxS HxH HxS ;a' y- CONCENTRIC CONCENTRIC REDUCER COUPLING REDUCER BUSHING COUPLING CAP HxH SxH HxH H THREADED PLUG COUNTERSUNK PLUG MALE ADAPTER FEMALE ADAPTER MIPT MIPT HxMIPT HxFIPT E - I a a a 521 FITTING CLEANOUT ADAPTER DRAIN DOWNSPOUT ADAPTER IN -LINE BACKWATER VALVE SxFIPT GRATE FLUSH MOUNT HxH TERMINAL BACKWATER VALVE ID HxH For additional configurations, list prices and dimensional drawings visit www.plastictrends.com SHEAR GATES - TYPICAL CROSS SECTION & PARTS LIST STYLE 44 M&H VALVE COMPANY 4 5 6 1 7 —� 13 8 2 O O 9 I See Note 2- 10 I 11 3 �� / 12 Note 1: Valve flanges are drilled to allow 14 15 installation of valve 22.50 off See Note 1 horizontal centerline Note 2: Stop lugs furnished on 4" thru 12" only DET TY DESCRIPTION MATERIAL 1 1 Gate Cast Iron 2 1 Hinge Pin Bronze 3 2 Wedge Bronze 4 1 Handle Malleable Iron 5 Driv-Pin Stainless Steel _ 6 Hook Malleable Iron _ 7 Rod Hot Rolled Steel 8 1 Toe Malleable Iron 9 1 Nut STL ZCCTD 10 1 Nut STL ZCCTD 11 1 Stud STL ZCCTD 12 4 Ca screw STL ZCCTD 13 t Body Cast Iron 14 1 Gate Ring Bronze 15 1 Body Ring Bronze SHEAR GATES GENERAL DIMENSIONS M&H VALVE COMPANY STYLE 44 �H D G E 1 C 1 44-02 3002 44-09 Flanged End Standard Hub End Frame Frame Frame — - L \ I/ - �r— K ►� A B 44-15 Spigot End End View of Shear Gates Dimensions — Inches Valve Size 4 6 8 10 12 14 16 IS 20 24 30 Inches A 5 61/. 75/e 9 10'/. 1 1 % 14 145/e 16 18 22 B 5 6'/. 7'/e 9 10'/. 11112 14 15 161/z 18112 22 C 4%z 4'/. 43/. 4'/e 5 5'/e 5%x 53G 61G 75h 9'/2 D 8 8 8 8 8 8'h 81b 8'/. 12Ve 12eh E 4 4 4 4 4 4 4 4 4 4 — F 5'/i 7'/a 10 12'/e 141/. 163/e 181h 201f2 23 27'h — G 8 10'/. 12'/e 15 17'/z 191/2 21 3/. 233/. 27'/. 31'/e . — H 4 6 8 8 8 B'/. 8'/. 814 9'/e 10 Me 131/. I 9 11 131h 16 19 21 23'h 25 271h 32 38'/. K 12 12 12 12 12 141h 14'/. 141/. 14'h 151h 131/. l 4'/e 7 9 11'h 13% 153/e 17% 19112 21 1/2 26 31'h M&H SHEAR GATES, IBBM M&H VALVE COMPANY STYLE 44 WORKING SIZE RANGE PRESSURE 4"-30" Recommended for use in lines of low seating pressure only. Shear gates shall be full opening, circular port, iron body bronze mounted design and furnished with (flanged end, standard frame, hub end, spigot end or as called for in specifications or as indicated on plans). The body (frame), gate and wedges shall be of cast iron conforming to ASTM specification A-126 Class B. The valve shall be furnished with two (2) wedges bolted to the body so they can easily be removed and replaced due to wear. The gate shall be sturdily proportioned and pivot on a solid bronze hinge pin. The bronze gate (seat) ring shall be rolled into a dovetailed groove under pressure to make one inseparable unit. The bronze gate ring face shall be machined to a smooth finish. The body seat ring shall be bronze, threaded and screwed into place and the face machined to a smooth finish. All sizes of shear gates shall be furnished with an adjustable stop on wedge to prevent jamming gate to seat. Shear gates shall be furnished with lifting handles measuring ( ft. inches) overall length or as indicated on plans. Steve Lee From: KC Equipment [kcequipment@gmail. com] Sent: Thursday, June 02, 2011 1:05 PM To: Steve Lee Subject: Final Railing Hi Steve, I'm going to order the railing at 54 inches tall and 93 feet in length based on the Renton spec. Is there any other submittals before I place the order? Thanks, Brett Franceschina 206-399-3687 MI 7`7.1-77"'r I z V 1 4 i 4 -4 A. L IA L. I j-1 r.- I A. L J 14. L - -1,4 ".0 1, 41A t, I 1 4 'T .4 I I A- I A—, — J. ATiF 4 - 4 A T:l A i- J .A C'O j- 4 i J-1 oL�UK LIA �7777� -1 J, Jf j., Jl jjIt 1 717' T F 7. a I F t ' '..S 12 C2 Al d r -1-_. -• j Cj T-i - A i L L Ji 1-f 7-7 LA,.1.4 -1, 7 7 1-A T L L D_1 4 -7f 1.4 H4-- • i A .... ........ . KC EQUIPMENT 4550 49TH AVENUE NE SEATTLE, WASHINGTON 981.05 April 27"', 2011 Submittal Cover Sheet City of Renton Lake Washington Blvd. North Storm & Water Improvement Project SWP-27-3531 Request for Approval of Material: CPEP Submittal Description: EagleCorr PE Contract References: Applicable Bid Items: A13, A14, & A15 Additional Notes: Please contact Brett Franceschina at 206-399-3687with any questions. � O'� JMagle� Building essentials for a better tomorrow EAGLE CORR PE TM DUAL WALL MEETS AASHTO M252 AND AASHTO M294, AND ASTM F2648, F2306 AND ASTM F2648. GASKETS MEET ASTM F477. JOINTS MEET ASTM D3212. -APPLICATION& JM Eagle's Eagle Corr PE Dual Wall pipe is suitable for use in gravity flow drainage in DOT/capitol improvement, residential, commercial„ recreational, agricultural and irrigation applications DESCRIPTION JM Eagle's Eagle Corr PE Dual Wall pipe, in 4- to 10-inch diameters meets AASHTO M252 and ASTM F2648: In.12- to 60-inch diiameter's, it meets AAS- HTO M294 and ASTM F2306 and ASTM'f2648. It comes in 20-foot lengths. Eagle Corr PE Dual Wall features a dual -crown corrugated exterior for greater.pipe stiffness values and a hydraulically smooth interior-for'maxi-mum efficiency.. Its superior strength to-weightratio and flexible conduit design mean_it will support H-25 live loads with a minimum cover. of 1 foot, (except for 60-inch, which requires a 2-foot cover), while allowing for cover heights in excess of 100 feet. A full line of soil -tight and watertight (10.8 psi) fabricated fittings°are avail- able for Eagle Corr PE, with custom fittings available upon request. Lubri- cant -free gaskets are also available. BENEFITS JIM,'Eagle's Eagle Corr PE. Dual Wall is better engineered for a more durable joint and long-lasting performance. Eagle Corr PE Dual Wall: • Is made from HDPE, one of the most chemically inert plastics, and is ex- tremely resistant to corrosion, as well as abrasion, gouging and scratching. • Features dual crown corrugation for greater pipe stiffness values. • Is expected to significantly exceed 100 years of design service life. • Features an integral bell and dual -gasket spigot for a superior watertight connection. • Saves money on installation costs due to its 20-foot lengths and light weight for easier handling and transport. PLEASE CONTACT YOUR JM EAGLE REPRESENTATIVE OR VISIT WWW.JMEAGLE,COM FOR MORE INFORMATION. J1agle- Building essentials for a better tomorrow EAGLE CORR PE TM DUAL WALL SUBMITTAL AND DATA SHEET THIS SPECIFICATION REFERS TO 4"-60" PIPE FOR USE IN GRAVITY FLOW DRAINAGE APPLICATIONS. NOMINAL I.D. IN (MM) APPROX. O.D. IN (MM) LAYING LENGTH PIPE STIFFNESS (FT) AVERAGE UNIT WEIGHT LB/FT 4 (100) 5 (120) 20 50 0.4 6 (150) 7 (174) 20 50 1.1 8 (200) 9 (231) 20 50 1.7 10 (250) 11 (290) 20 50 2.5 12 (300) 14 (363) 20 50 3.2 15 (375) 17 (444) 20 42 4.8 18 (450) 21 (529) 20 40 6.3 24 (600) 28 (699) 20 34 11.2 30 (750) 35 (880) 20 28 15.8 36 (900) 42 (1055) 20 22 20.9 42 (1050) 47 (1204) 20 20 26.9 48 (1200) 54 (1367) 20 18 34.0 60 0500) 67 (1693) 20 14 56.0 PRODUCT STANDARD: 4"-10" AASHTO M252 and ASTM F2648 12"-60" AASHTO M294, ASTM F2306 and ASTM F2648 PIPE COMPOUND: ASTM D3350 GASKET: ASTM F477 JOINT PERFORMANCE: ASTM D3212 FITTINGS: AASHTO M252; AASHTO M294; AASHTO F2306; ASTM F2638 INSTALLATION: ASTM D2321; Eagle Corr PE Installation Guide Building essentials for a better tomorrow - 4"-10" DUAL WALL SUBMITTAL AND DATA SHEET THIS SPECIFICATION REFERS TO 4"-10" PIPE FOR USE IN GRAVITY FLOW DRAINAGE APPLICATIONS. MIN NOMINAL I.D. IN (MM) APPROX. O.D. IN (MM) LAYING LENGTH (FT) PIPE STIFFNESS PSI AVERAGE UNIT WEIGHT LB/FT 4 (100) 5 (120) 20 50 0.4 6 (150) 7 (174) 20 50 1.1 8 (200) 9 (231) 20 50 1.7 10 (250) 11 (290) 20 50 2.5 PRODUCT STANDARD: 4"-10" AASHTO M252 and ASTM F2648 PIPE COMPOUND: ASTM D3350 GASKET: ASTM F477 JOINT PERFORMANCE: ASTM D3212 FITTINGS: AASHTO M252; AASHTO F2306; ASTM F2638 INSTALLATION: ASTM D2321; Eagle Corr PE Installation Guide � � - - - ww WON- � w- -9 - W--. I 12"- 60" DUAL WALL SUBMITTAL AND DATA SKEET THIS SPECIFICATION REFERS TO 12"-6 FLOW DRAINAGE APPLICATIONS. • e JIN14agle Building essentials for a better tomorrow - NOMINAL I.D. IN (MM) APPROX. O.D. IN (MM) LAYING LENGTH (FT) PIPE STIFFNESS PSI AVERAGE UNIT WEIGHT LB/FT 12 (300) 14 (363) 20 50 3.2 15 (375) 17 (444) 20 42 4.8 18 (450) 21 (529) 20 40 6.3 24 (600) 28 (699) 20 34 11.2 30 (750) 35 (880) 20 28 15.8 36 (900) 42 (1055) 20 22 20.9 42 (1050) 47 (1204) 20 20 26.9 48 (1200) 54 (1367) 20 18 34.0 60 (1500) 67 (1693) 20 14 1 56.0 PRODUCT STANDARD: 12"-60" AASHTO M294, ASTM F2306 and ASTM F2648 PIPE COMPOUND: ASTM D3350 GASKET: ASTM F477 JOINT PERFORMANCE: ASTM D3212 FITTINGS: AASHTO M294; AASHTO F2306; ASTM F2638 INSTALLATION: ASTM D2321; Eagle Corr PE Installation Guide Steve Lee From: KC Equipment [kcequipment@gmail.com] Sent: Wednesday, April 27, 2011 12:11 PM To: Steve Lee Subject: Dewatering Plan Attachments: KCE Dewatering Design, Plan & Details 4.27.2011.pdf Short & Sweet. Level spreaders have worked great for us in the past. Let me know if you have any questions. Thanks, Brett Franceschina 206-399-3687 KC EQUIPMENT 4550 49TH AVENUE NE SEATTLE, WASHINGTON 98105 April 27`h 2011 Submittal Cover Sheet City of Renton Lake Washington Blvd. North Storm & Water Improvement Project SWP-27-3531 Dewatering Design, Plan & Details: Submittal Description: Dewatering plan and level spreader diagram. Contract References: 7-08.3(1)D Applicable Bid Items: A6 Additional Notes: Supplement to Temporary Water Pollution & Erosion Control Plan. V Please contact Brett Franceschina at 206-399-3687with any questions. KC EQUIPMENT 4550 49TH AVENUE NE SEATTLE, WASHINGTON 98105 City of Renton Lake Washington Blvd. North Storm & Water Improvement Project SWP-27-3531 Dewatering Design, Plan & Details: ■ KC Equipment will keep all excavations free of water during construction. ■ Portable pumps will be used to remove any groundwater encountered on the project. ■ KC Equipment will have the following pumps onsite: ■ (2) 2 Inch Trash Pumps ■ (1) 3 Inch Diaphragm Pump ■ (3) 2 Inch Electric Pumps ■ (2) 2 Inch Trash Pumps ■ Sediment laden water shall be dispersed through a level spreader and/or geotextile sediment bag into the surrounding vegetation to be filtered by natural environment. ■ May Creek will be monitored for any increased turbidity. Steve Lee From: KC Equipment [kcequipment@gmail.com] Sent: Wednesday, April 27, 2011 5:35 PM To: Steve Lee Subject: Progress Schedule Attachments: KCE Progress Schedule 4.27.2011.pdf Hi Steve, There's hopefully some buffer time in the storm and water installation days. The plan is to install the pin piles after we've past that corner of the building with the new storm drain. Let me know if you see any conflicts. Thanks, Brett Franceschina 206-399-3687 KC EQvIPMENT 4550 49TH AVENUE NE SEATTLE, WASHINGTON 98105 City of Renton Lake Washington Blvd SWP-27-3531 Staging Plan: April 21 ", 2011 Submittal Cover Sheet North Storm & Water Improvement Project Submittal Description: Staging areas for equipment and materials. Contract References: Applicable Bid Items: Additional Notes: Temporary fencing will be used along the right of way. Limits of East staging area per CBRE (representative of property owner). Please contact Brett Franceschina at 206-399-3687with any questions. SECTION 32. TWP 24 N. R a E. W.M. m d N 0 XY 19' 0 t• w s': 43l p[T�L JtIIX � �'i a�4.v �w� w. wm �w••a IM�pau �l la �ll� �r rM0•oNfu �A�i N4 M��awot IN MPllw uPR/I�a � 0lilA01M W VOIMrM NYI. (1N14WTn •w MiM�tl Ii1r I�IY�Itww � M IW�it t�M �w'w �u r t1MwAP F 5 9 Qar� � �tlt Tm Cptl�{M� O�i1t�i Y MY w�YtNww� W r a w�wtrrn H+ru.� w'r�. sn. u.w vwn �4w KC EQUIPMENT 4550 49TH AVENUE NE SEATTLE, WASHINGTON 98105 April 22nd, 2011 Submittal Cover Sheet City of Renton Lake Washington Blvd. North Storm & Water Improvement Project SWP-27-3531 Project Sign: Submittal Description: Request engineers approval of project sign design. Please choose from two designs or suggest a change to the design. Contract References: Applicable Bid Items: A44 Additional Notes: White reflective sheeting on aluminum. Please contact Brett Franceschina at 206-399-3687with any questions. -�-LAKE WASHINGTON BOULEVARD NORTH STORM & WATER IMPROVEMENT PROJECT FUNDED BY: WA STATE PUBLIC WORKS BOARD WA STATE DEPART. OF COMMERCE CITY OF RENTON CITY CONTACT: (4251430-7205 CONTRACTOR: KC EQUIPMENT LLC SCHEDULE: MAY 2011 TO SEPT. 2011 enton LAKE WASHINGTON BOULEVARD NORTH STORM & WATER IMPROVEMENT PROJECT FUNDED BY: WA STATE PUBLIC WORKS BOARD WA STATE DEPART. OF COMMERCE CITY OF RENTON CITY CONTACT: (4251430-7205 CONTRACTOR: KC EQUIPMENT LLC SCHEDULE: MAY 2011 TO SEPT. 2011 Qualifi:d-.Product List http://www.wsdot.wa.govlbiz/mats/qpl/QPLPrint.cfm?Product no=2... Washington Stato ®,g Dopwtrnont of Transportation Qualified Product List Contractor Product Information Contractor: KC Equipment LLC Contract No: LWBN Storm & Water Sub Contractor: Bid Item: Date: 3/31 /2011 Manufacturer: National Barricade & Sign Company - Spokane, WA March 31, 2011 Product Name: Permanent Signs Standard Spec : 9-28.1(2), Signing - Signing Materials and Fabrication - Inspection Product Description : Fabricator of permanent signs Product Restriction Acceptance Code : 5130 Code Description : Acceptance of signs except for double sided signs, shall is based on field. verification of the FABRICATION APPROVED decal. Document, in the inspectors IDR, the fabrication decal information date and quantity. For double sided signs contact Materials Fabrication Inspection office to verify that fabrication inspection had occurred. Note 3 : When the sign fabricator provides sign mounting hardware in a sealed package the package will be stamped or tagged "WSDOT INSPECTED" All other untagged or unstamped sign mounting hardware, sealed or otherwise, will require a "Manufacturer's Certificate of Compliance". Note 1 : The Project Office will need to forward a copy of the completed QPL page to the Fabrication Inspection Office for notification as soon as this material is approved for use. Last Updated : Sep 13, 2010 To be completed by the field inspector: Quantity: Verified By: Date: l of 1 3/31/201 l 11:34 AM KC EQUIPMENT 4550 49TH AVENUE NE SEATTLE, WASHINGTON 98105 April 21 ", 2011 Submittal Cover Sheet City of Renton Lake Washington Blvd. North Storm & Water Improvement Project SWP-27-3531 Structural Engineer Qualifications: Swenson Say Faget Submittal Description: Swenson Say Faget will be working with McDowell NW Pile King on the Structural Pin Piles. Contract References: Applicable Bid Items: A50 Additional Notes: Per Notice of Award Please contact Brett Franceschina at 206-399-3687with any questions. rrASWENSON SAY FAGET A STRUCTURAL ENGINEERING CORPORATION Statement of Qualifications S W E N SO N SAY FAG ET 2124 Third Ave, Suite 100, Seattle, 4i+A98121 v:vasv:emonsayfaget, com A STRUCTURAL ENGINEERING CORPORATION 934 Eros•: vr:n�, Suite IOC, Tacoma, wVA98402 Table of Contents Table of Contents Firm Profile Services Philosophy & Approach Sustainability Experience Staff S W E N SO N SAY FAG E T 2124 Third A:•e, Suite 100, Seattle, ',JVA92121 wv:.s•;:ensonsayfageI corn r A STRUCTURAL ENGINEERING CORPORATION 934 Broadway, Suite 100, Tacoma, WA 98402 Md Swenson Say Faget SWENSON SAY FACET A STRUCTURAL ENGINEERING CORPORATION Firm Profile The Swenson Say Faget mission begins with an assurance of quality: we exist to provide the highest caliber structural engineering services to our clients. The current partnership of Swenson Say Faget was founded in 1995; however our senior principal, Gary Swenson, has led his own practice for nearly 40 years. Most of our current group of shareholders has worked continuously together for over twenty years. We have a staff of 29, with 13 licensed engineers and 9 shareholders along with our CAD and Administrative support teams. We are licensed in 21 states and currently have offices in Seattle and Tacoma. Swenson Say Faget has established long-standing relationships and a wide client base that includes architects, designers, contractors, developers and building owners. We recognize that answering their needs and desires will continue to be the key to our success. Based on over forty years of experience with various firm configurations, we have created a new standard for consulting practices, focusing on a holistic approach that combines experienced staff, appropriate technology, and a work environment that supports family life and individual growth. We enhance quality through open communication and team building. Our collaborative team based structure allows engineers, CAD operators, and project managers to remain with a project through construction, allowing a one-on-one relationship with each client. We work in a studio setting without offices or walls to facilitate the formation of teams for special projects and to promote communication between principals, project managers and staff members. S W E N SO N SAY FAG E T 2124 Third .4,e, Suite 100, Seattle, W . Y-1,121 ;;:ensonsayfagetcnrnWIPS A STRUCTURAL ENGINEERING CORPORATION 934 Bn77 .dwaq, Suite 100, Tacoma, VVA.9 Z12 rArm Services Services Un,versity.`.'udi New Structural Design Capar:' `II Llbrc,ry The standard of excellence we strive for in our design solutions combines Kati,ari—s ?lace creativity and innovation. We approach each project as unique, and we create wrin,_'.-r'read fMi;x d-I_lse solutions that meet the client's expectations and the architect's creative vision. VJa;hinccon Scalia Legislative Buildinc Seismic Studies &Retrofit Pik` Plare Vhrket Buildings Our seismic experts conduct thorough investigations of existing buildings The r::lonlgnc< to assess probable seismic performance. We use current state of the art TRC. Tovaer evaluation methodologies and computer software to evaluate and model BEcilingharn City Hall King Stre--t Station building systems and pinpoint areas of weakness. Detailed reports are union-:=-•,i ,n, Seattl= compiled that outline our findings in a clear and understandable manner. We ';wfiol.. `-„r,ntyCon ...,,;,_ have retrofitted hundreds of buildings in the Puget Sound region and our Cron- 'v-1 expertise will provide solutions to mitigate potential building damage and life Pickerin 'Cn rn safety concerns. _• John 4,,, Cherberr e.uad n Historic Preservation King S raet station Preserving the architectural integrity of historical buildings requires highly Wha corn Museum of History and Art specialized training. Our historic preservation experts have worked to restore Cann="'= `i`'ratie' numerous Washington State historical buildings and landmarks, many of which are on the National Historic Register. rvt�ncr_ Li!,rary Mar Ta11[ . -, C en-er Remodels & Additions Pi°d-o ,k ---heal 01 G:a5= We can help with the remodel or addition to an existing structure, whether it's a Barclay G urt residential addition or a commercial project. Our goal is to provide structurally Pear Point Beach House sound designs that endure for generations. VVerCI n Pre,duce P oce„in , Building Building Investigations 525 E. Rov .Apanments Collapse We are building experts. We know how buildings should perform now and 5222 S. Tacoma way in the future. Throughout our firm's history, prospective building purchasers, Courtyard ai Queen Anne Square commercial real estate companies and building owners have hired us to Thy renry Apa;tn,ents evaluate buildings. Whether need a seismic assessment or a building shann..n LI i.-1„s c, x,d�,minnuns you condition evaluation, we have the experience to help you. Pike Plate- 1'narket Shorinc" Earth Retention Systems `'an-lir' :'.;tc1 Shorir" ' `"`'" We provide engineering services for temporary or permanent earth retention CityCity Scale `horinc eroy Terrace sh _, ng systems. These systems require practical engineering knowledge and Kennydale Cafe Shonng construction experience. We have expertise in designing a wide variety of Men_er Place 11 Shor:ne: retention systems, including cantilevered soldier pile walls, tie -back soldier pile Mlcroso- Bldg 120 Ton,pornry Shorinc walls, soil nailed walls and other more specialized systems. S W E N SO N SAY FAG E T 2124 Third n•:e, Suite 100, Seattle, WA 9F8121 s;:ansc,,,sayfa Tat cornMa A STRUCTURAL ENGINEERING CORPORATION 934 SmE.dway, Suite 100, Tacoma, wA.93-02 r Philosophy & Approach Philosophy & Approach Our job is to find solutions, not problems. We take that mission seriously and believe it makes every project better. Project Management At Swenson Say Faget we look at the unique qualities and circumstances surrounding each project. The approach our principals and project managers take emphasizes clear, straight -forward communication and collaborative teamwork. We recognize that our client's success is the key to our success. Therefore, our goal in all cases is to present an appropriate solution for the owner and design team. Over the 20 years our team has worked together, we have learned what information and tasks are appropriate at each stage of the design process. We know that to stay competitive, we must provide all members of our production staff with continuing education and state of the art equipment. Our experience with the architectural community and the construction industry has given us a sensitivity to design. Appropriate engineering solutions are a result of careful coordination and understanding of the overall program. Flexibility in design and awareness of the other disciplines on the design team result in a well -constructed overall project. Construction Administration Swenson Say Faget recognizes that the role of the structural engineer is critical during the construction administration phases of a project. Generally the scope of work for our services in this phase includes: • Submittal reviews including shop drawings, test/inspection reports, concrete mix designs, geotechnical reports and other related submittals from testing labs, inspectors or building department officials. • Coordinate and manage the identified scope of work in order to execute the implementation of the construction documents. • Respond to contractor requests for information or clarifications (RFls) on a timely basis. • Construction field observations at appropriate points in the construction phase to ensure quality and compliance of the structural systems with the construction documents. • Attend project site meetings as necessary, including pre -construction meetings to clarify expectations. • Review contractor initiated product substitutions for compliance and applicability. S W E N SO N SAY FAG E T 2124 Third Ave, Suite 100, Seattle, VtrA 98121 c:ru 5Ale nsonsayfaget. corn A STRUCTURAL ENGINEERING CORPORATION 934 Broadway, Suite 100, Tacoma, WA. 9?=':12 Ma Philosophy & Approach Philosophy & Approach Our approach centers on clearly outlining our expectations by providing high quality and clear construction documents and reliable channels of communication with our project managers. With extensive experience in field work, our project managers have the authority to make decisions to expedite solutions. We realize that it is imperative during construction to be responsive giving proper attention to all issues, so that together we can complete each project on -time and on -budget. We promote quality results by carefully matching project requirements to staff skills and availability. Quality Assurance & Control Our quality assurance begins with our people. We recruit talented individuals with strong educational backgrounds and experience compatible with the firm's expertise. We have implemented a formal professional development program which provides opportunities for skill enhancement through resources inside and outside the firm. Staff is afforded internal instruction and feedback through office seminars, tutorials, performance reviews and mentoring. Staff are encouraged and supported in attending industry seminars, workshops and academic courses to continue formal education, seek professional licensure and membership in professional affiliations. We promote quality results by carefully matching project requirements to staff skills and availability. Projects and tasks are assigned only to individuals who possess the required skills and have sufficient time available to successfully complete the work within the timelines of the project schedule. Consistent quality is maintained through the utilization of standard details, notes and checklists. We monitor quality through project reviews. Work is frequently reviewed by project managers to assure project goals are being realized. Third party reviews are periodically implemented at project milestones by project managers not assigned to the project to provide a fresh perspective and to promote consistency throughout the office. A principal of the firm assumes the role of quality assurance manager to monitor the implementation of the firm's procedures and policies. S W E N S O N SAY FAG E T 2124 Third Ave, Suite MO, Seattle, WA.98121 :avnw.s+:ensar;sa_;fagetcomWMA A STRUCTURAL ENGINEERING CORPORATION 934 8roa,4o E,, Suite H•00, Tacoma, ',VA 98402 MA Philosophy & Approach Philosophy & Approach CAD Capability Swenson Say Faget maintains a professional and talented drafting staff that prides itself in remaining current with the latest in Computer Aided Drafting technology and design document production methods. For maximum compatibility with our clients we rely on AutoCAD software which is upgraded annually to the latest version. This software is then customized in-house to streamline the drafting process and to facilitate a consistent, high quality product. In addition to traditional CAD drafting, Swenson Say Faget is committed to being at the forefront of the industry -wide movement toward Building Information Modeling (BIM). Our drafting staff and engineers use the current version of Revit Structure, the Structural component of Autodesk's flagship BIM software. Together, our project managers and senior drafting associates have developed a comprehensive catalog of standard details for all common types of construction. This resource allows for a cost effective approach to getting projects through the schematic and preliminary drawing phases quickly and efficiently. A thorough knowledge of construction materials and methods allows Swenson Say Faget's drafting staff to work in tandem with our engineering staff on all types of projects. Their experience makes them an invaluable component of any project. S W E N SO N SAY FAG ET 2124 Third .Ave, Suite 100, Seattle, WA?8121 vvvw.swensons�vface, corn WE A STRUCTURAL ENGINEERING CORPORATION 934 Bt�oad,vo,, Suite 100, Tacoma,'o";:A93402 N Sustainability Sustainability The greatest impact we can have on a project is to be involved early in the programming and design process. Swenson Say Faget has been dedicated to sustainable design long before it became fashionable. Our principals helped lead the way in restoring hundreds of buildings that still had useful life spans and worked to preserve Seattle's cultural resources in historic neighborhoods such as Pioneer Square and the Pike Place Market. Our philosophy maintains that utilizing previously harvested resources and energy is not only financially practical in most situations, but environmentally and economically beneficial for the surrounding community. SSF is committed to searching out environmentally responsible systems that use fewer materials, reduce building volume, encourage energy efficiency, minimize site disturbance, and accommodate efficient HVAC systems. The greatest impact we can have on a project is to be involved early in the programming and design process. Our engineers specify materials and systems such as pre- fabricated panels, recycled steel, certified wood products, reclaimed timbers, straw bale and fly ash; much of which is locally manufactured. In 1995 we were involved in the award winning Eagles Auditorium renovation, the first sustainable housing in Seattle. Since that time we have provided engineering for green structures that range from single-family residences to large scale institutional projects. Our principals and staff are active in organizations such as the US Green Building Council, who foster stewardship for sustainable design and more effective construction methods. S W E N S O N SAY FAG E T 2124 Third Ave, Suite 103. Seattle, NVA.98121 :vvo, s.,ersonsaytaget. comMap A STRUCTURAL ENGINEERING CORPORATION 9334 Brra,d vGy, Suite 100, Tacom.D, VVA 984G2 r/� CITY OF RENTON TRANSPORTATION SYSTEMS -TRAFFIC OPERATIONS TRAFFIC CONTROL PLAN CONSTRUCTION COMPANY: _�C �C •T�,7Nlle, F� t.--C- APPL DATE: 'j+1 Zfti ADDRESS: Ld —ac j'1Ci'T"` �v N e� PERMIT J: _ L'X* zS�1 `%C��f,7— -- PHONE !: ( Y E-MA7L ADDRESS: _`?cfr�rid, 'GSv,� i.co.n WOs./CEL. ►: CONSTRUCTION SUPERINTENDENT: kQi;;_T,.� D,io.,,� FAX (21e) PP.OJECT Nwv-: PROJECT LOCATION: !, , d W,�Ao-_._Y— N/E/S/T OF: '5Lt IVG �-ft�y STl.tr.l- WORK TIME: SV.E APPROVED BY: JuN C. Q.65Q1.t1 � WORK DATE: EmA:: i-Ibl .�r1 1`,..JZi JZZj, APPROVAL DATE: O -'-75-29� NOTES 1) YORK IDNE TRAFFIC CONTROL SHALL BE IN ACCORDANCE WITH MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES 1,MUTCD). 2) CALL 911 (USING A LOCAL PHONE) OR 253-852-2121 (USING A CELL PHONE). FIRE, AND POLICE DEPARTMENTS BEFORE ANY CL.CSURE WLTHP4 PU91JC RIGHT OF WAY. 3) CALL M ,G TRANSIT CONTROL CENTER AT (208) 654-2732 AT LEAST TWENTY-FOUR (24) HOURS HCFOP,E ANY STREET OR IAA'E CLOSURE AND SO MINUTES BEFORE THE ACTUAL CIDSURL 4) THIS PLAN MURT BR SUBMITTED AT LEAST THREE (3) WORKING DAYS PRIOR TO WORK. S) APPROVED TRAFFIC CONTROL PLAN Mt'ST BE AT THE WORK SITE DURING WORK HOURS. 8) ANY VEHICLE AND/DE EQVrPMENT TO RE USED FOR WORK Wr"H;N THE c]TY PJGIiT OF WAY M118T DISPLAY A COMPANY LDGO (ANY LEGALLY ACCEPiABLZ SIGN SHOWING A COMPANY NAME, ADDRESS, AND TELEPHONE NUMBER) AT A CONSPICUOUS PIACE ON THE VEHICLE OR EQUIPMENT_ ComMENTS: -Ism- K-4Q. 40-00 ?"OR ,�sG,L1tyC� Oc7ht+-S — SKETCH * u—%7- -r,"E : 7_'0o A..". - 5: eo P M ., GV4+ L Oesx GI-asuaE oe-S"y. 8 : 30 A..". - 5: Co P. M. 1 La�t6 GLOruBti I hove teen informe pl my - ns'Dltit:es for trcffic control and agree to comply w' cll 7 �eguto:iors of ;he City of Renton. SIGNATURE: s/z- _ DATE: 113C,1ZLik .+w.�.. .�n...ane i•norntwnm.•.ntrw�,c s��r.�yvc ca,-r wwV.+cs�r-.�a.� representing agree to comply with All U-SM01449s* of $e City of Ream. I &him prepare, a =Me control plan and obtain City approval. of than plan. That plan shall be impleaiezmd for all ttm A and laud elosurm and the.plaa shall be peafnrated in COMPHIne with the MmmAl on Undhrm Trade CaaMol Devices. I shall notify ==Vm cy srrvim Wtnty-fog (24) hrpas bef n any street or land closures. I undcr tand any Iaae or stied closes not in conflMmu= with the approved wOo control plea an&or without notification of s: Mleney services tray resnk in my reccivmg a citation for violation of R.C.W. 4736200 t&=O 47.36.220; 9A36.050 Reckless Eadmg==t, and oth-upplicabie State and City codes. 1 cmcdify 1 trm respwa le for the project and the laspomible Parry to be cited for violation of R.C.W. 4736.2M 4736.220 ' 6050 Reckless Fadaagetment, end other applicable Susie codesaY WORK A7?DRESS'.. L k u i t�'f 1. k /� '��11L [Sint ak- �V. WASHNGTON STATE DRIVM UCU4SE NUMBM ai,-r S +-,a" VA rintcPffimlibc LdNGITUDINAL BUFFER SPACE a B IIYIPf1 bFfF�I�MR:1 7!_�D 17tl 4!} 60S _L6 IOY7 M'. _rD LENOIN OIFE811_TI-S-Y 200 ��SKL 9'1O PLAN KJ11 X1 MINIMUM TAPER LENGTH e L (FEETI 1Il WOULOER wOrtl POSIEU SN3W w" µFEW 2& 130 33 40 4s 6o BB W m . r0 I!Ij S 64 17D .fe4I 2W SEE STD.PWI 1440.20 . to Ia6I+s0 2a 26T, � I i, IF&9:nwr�_;.O ULVIII I:s LSI4MIM,tiPACBU'IC O,C. __ CHANNELI ZING DEVICE BpACING POmD SPEF.O: IN TAPM W IANGEwr (MIAs) ,IFEET) (FEEL) . ._c3614030 go 25130 70 _ 40 I it NOTES 1.. A ProVjdW Vshkd6 Is mom melded tfo"Im p a Truck mmmU.4 AUenualor (rMoM b avalRbM. m wm% velllde mmy be Ltwd When no TMA Iiused, Uw pMUWAV Vd*%shell be dmWgieaYY 10Ce1ed b LNeIA omrMI1rs. Mlh no Bpodlc Rall-Aherd dk>ence, 2. C11eRIazkQ DeAm spm ,g.fm.11w downsVwm Leper oPmOn Ova be 2Q O.C. 3. DoT Fe For malz lm to Mamal n ManoMsn Unlf� Tro15c CDMrd Devlms (MUTCD) and INS SIGN SPACING u X (1) MURAL nOADS L UFNAN ARTERIALS 35140 MPH 35V t RURAL NOAOS. UNRAH ARIERIALS, 2b 1 w MPH 2w 1 (2) RESIDENIIAL L BUSBE95 DLR1mICT6 URBAN STRC ETV t 26 MPH OR LESS IW 1 (7) ,' Nl. SIGNS ARF, HACK ryH fNiAHOF. UNI.F.58 reiS10NATED OTHERIAUSe (1) RANI 4 Ai --GRADE IN FRSEC'NONS. AND DRNENNYSWAy BE ADJL,STFD To ATE INTF/1CHANGP. (2) rN,S SIGN SPACING MAY BE. REDUCED IN URDAN AREAS TO FIT ROADYINY CONDITIONS. b— a tt i '1 A - Ic ,n� V] - 11 G 1~ tw � 8i0 070.7A . bi }. API (bl 1A � .. V7.t$ , SHOW NU GF TAPER ro SMOW NT 2 WfPn(AHPJ. sEe roT6 2 f.�, j(Sf INopx ,:twulum�, (tL•}i LEOEND I d SIGN LOCATION e. u n a CHANNELLING DEVICES N PROTECTIVE IMISCLE - REOONMBOL) fi. FOR LOCAL AGENCY USE ONLY NOT FOR USE ON STATE ROUTES SHOULDER CLOSURE — LOW SPEED ROADWAY (40 NIPH ORLESS) STAPlDARD PLAN KAO-140•00 SHEE7 I OFf SNEET APPn—o PO FOR PUBI.IGAIM Kon L. Sm11h 07-1"7 �wy�iglen SM1. oh.N.rNHTrn+rrWm -`t r F;c G�i ww3 cr2iSs 1FJ LYu� I liS ; v Y}j.:�K AU �pyJAZ-C.-rimnJ @�,td� 5Iezw,,— £r<ds , �'QviP) rr 1-«N6 c �vr✓�� L�{Ac'S SCta. G�� DuerF.u.� Now- Ru6F1 Noun Tir�S q:�. - 3°3oYwt MOTES LONGITUDINAL SUFFER SPACE e S 1, APrOlOat ID VaNde is TOWWWided lagarrfleae� H a. Tnc"o"rded /ylanus)(a POSTED umm mmo 75 DD :E - a �..... 10 Y on, • as {TMA) la oYaiFabk: a wak vehide my be mod. VRTon no JW IS vW. Um . .�ie�rGlli.6 IPEeTI. 1 E 7oG :7KI 3vv a6 M17n nav ProbcUvv Vairfde NTal be'alrale�cdly kwAad b shlold vvaWoa vdW m . sfMdtic Ro Atiaad "ar" GorOd NTada 6gMirlg at Naggfry calmoona See FNU 07D7A RDw vrvly( on vomumm TAPER TO OHM Phirli OF wORI( AnEA - SEE NOTE F U' P \ � U � �nvsLiwmlA ".off"� .I, wu>A BE EPAREU:I STOP vSPMD ao. pWll of ri" \ BUFFER DATA TYPICAL PROTBCTIV9 VCFWA.0 WMI TNA WE HO IL 1) -LOADED vaNLtL E T7PH WOKIM 4 YARD DUMP'MUCK MIMM M WEIO)IT'IB,Lx1D LOS. sesvice TRurK IMAxIMUM MEIdR 61VllL BE FIAT BED. FTC. M ACClA71,WA:l` Y'" IWAAI. rAO M FIM RECOWCNonTIOli)- _ ',.I: POLL'ANEAD R7UPPCJn INSTANCE-'41 FEE)MIN. - - ((TRY PAVEMEWASBUMED) LEGEND FLAUG NG IS IATIUN Ly SILIN LOCATIUN r I CHANNSLLZINO DEVICES �t '� PHO)L•CINfi VFJNCLE-NEC(1MMCNmu r G wx-m -OPTIONAL r PODTcn 7fiD NI WIH UH L EVU awEFAIIenm / AHFAB WA-1 • i OAU�ORNFAD .:41-1 .. G 2. NIOM wax R)q&- add 137 VJSDOT Slandaid'Spoc4noode ls, for addplunal de10f6: i 3. Extend Channejhdng Devlos lapor vrrom shoulder - reamaumlldod, 4. Slgn soquonco.ls Uw aanlo fa both dboctkm of hovel on the loadvray. S. Channeltzirlg Devioo spudng for the dmnsaaam IWW ofT21m eha9 by 70 O.C. S. For'slgna size lnla to Manual on Undoml Traffic CaUrol Darbes (MUTCD) .mW WSOOT Sign Fabrfmkn Manual M55-05. SIGN SPACING - X (1) RURAtrBCRnw,Y9 wre5Mw1 a(u: ' ' 11VHAl N(1N16 AD 156 MI•N SUP S �RIpiA1NON)9M1LIR1IAN AR'IF.RIAl9 YIMMPN Xv't„ fNI7Al ROAM, lIRIWl AR1ERIAl S, )FI2o YPN 7.DDt Rj IiC7NUEMIAl8 UU91NE89 IN9T171CT0 Uyyy197R1'.1`.r5 ?S MP/I OR IF.aS 100'+(7) N I SIGNB N1C IN ACK.ON (ArNMI' IINI r.S90('.FRiNATEP OUfENYA5E (1) ALL SIGN FPACR(O MAY ME ALMUGILO TOACCOWWDAIU WICRCl1ANOE MMP3, AT ;4V4YU NIIIIZSCIM". ANU ORNCMYB. (2, TM amw RFAn M MAY HL REDUCED IN URBAN ARE" TO Fn ROADWAY CONUITIONG. FOR LOCAL AGENCY USE ONLY NOT: FOR USE ON STATE ROUTES �'iYUfval. t'' T'j�rF, ESPpLs .twusi. T. mnT �47i� LANE CLOSURE BIRTH FLAGGER CONTROL STANDARD PLAN K-20.40-00 SHEET I OF 19NEET APPROVED FOR PViILICAIkM Ken L Smfyh 02-IS-07 —' ® N..rAww.wrrA ww4lyw. Pr a.�..YiwY M 1www.I.IMn c`-ve Lee . ..n: Sent: To: Subject Hi Brett, Attached is the revised T traffic delay shall not exc Thank you. Jun KC Equipment [kcequipment@gmail.com] Tuesday, April 19, 2011 10:37 AM Steve Lee Re: Traffic Control Plan kom TOO j ,orary Traffic Control Plan. You may extend lane closure until 6:00 P.M. provided that more than thirty car length or thirty seconds at a time ,ue, Apr 19, 2011 at 10:34 AM, Steve Lee <Slee(a�rentonwa.goy> wrote: You can just send me Jun's email. That would suffice. Also know that if you need to close down a lane, that traffic control/flagger(s) might be needed if truck loading traffic interferes with the rush hour commutes. The Mayor lives around there... From: KC Equipment[mailto:kcequipment@,izmail.com] Sent: Tuesday, April 19, 2011 10:31 AM To: Steve Lee Subject: Re: Traffic Control Plan Grote 5 on the plan that was first submitted. I asked if we could work later when the revisions were submitted. He did not change the time on the traffic plan but said six was okay in the email that I forward to you. Should I ask him to write 6 on the traffic plan or is the email ok? A CITY TRANSPORTATION} SYSTEMS —TRAFFIC OPERATIONS-_. � TRAFFIC CONTROL PLAN. - CONSTRUC'PION COhIPANY �GrT Naf� LPL - APPL DATE --r ?: ADDRESS!PEBNIT " E 3fAiL ADDRHSS t �+�+ IdDHA/CEL �► 7((jW� 3C3i x CD STRUCTIDN SLPERINTEND PPOJECT NAPE �'FL� '�di�. N �'�•' :-r�swn �f�" (.ur Hai= 'Y..� �i::.rr.e.ei=• �%d[.s�.�1'� `i' - aaz.tr��..s. PROYiECT LDCATTdh t<.L i� ca i^A7 N/E/S/y OF FORKFTHlH $�F�$l..p W �' APPROVED HY � h+. G Q65Qt1I Cam. _ - . •. ATE �. FORXpDATE-) rl,��7... APPROVAL D77 . VpTES I) FORH'.ZONE;;TRAFFIC CONTROL SHALL HHf1N _ACCORDAhK$ 1JIFIl NANL'AL_ON �UNIFOA(TRAFPIC - :- t COM60DEVICM (i(I)TCD) .. E) CALI;-;911 (USING A LOCAL: PRONRYOR 2S3'8�2 2f21 (USING A: CELL PHDRE) RREd"AND POLICE. 'i - - DEPAHT]IBNTS HBFORE A"IY CLOSURE WITHL*I ,PUBLIC RIGHT OP, ,VA �) CAi1;MS'FRO°TRANSIT CONTRUL CENTER AT (208) 884,:2732 AT, LEAST 74EI±4Y FOUR,(24) 90URS: '•" HCPORE,ANY.-STREET' 08'LA,%'E. Cwk. AND '30 MlNITg3 HEPORE THE ACTUAL CLOSLBE: .- - 1) THISPLIN�YUST BR .Si7B3li1TED•_A7-LHAST,-THRHE (3) FDRK[NC.DAYS PRI08_TO tIORX.t. - HT9RORS7H�DUEAT ORlf HOUR. , ' - 3) APPROVED AFPIC4CONTROL PLANMUST, lNY_..V.EHFCI7SR ANM DHEOU_PIIENPTOBHUSED FOR HORS WITHIN: THE CITY. RIGR! OF WAY YUSi'_ DM ?LAY. A.• -ME!,ANY' IDGO (ANY;-LEGALL7; ACCEPTABIZ: SIG)I SNOWING' A- COWPANY.•.NAHZ.- ADDiiBS'S; _ _ -.- AA'D�-TELEP90NE NU]IM) AT A COhSPICUOUH PLACE'ON ?HE VEHICLE OR.,EVUIPKEN'T ' 7 rtr' COkEtENTS.- .'�JeY �rT-Ti:C,.L�P S['A1�7G�U -�t+f�Ai-i �1G sG►tit vG� C' a=� 8 DSO If►•a-+c: — 5' CO; D. M. � Lb...tEs' G;��v�. ' f _ 3TICE i- i hose ceen informe .-_ my ' SiDilit e3 fOt k�etFK confroi and av rt .' Og a -(o comply w c1(,� :egUla.Cpr of 'he City Of'Rento�,, �_ DIY.-SYR.CL•aLwa�YEW i rIEllO�tall.r SIGNATt)Rfi QATE�:ZL{ ° ��• �-�.��l�,j��i� _- = agiroe to com`p(y vvnh'all ttafflc n$ s o! 4e Ci ' 'of Rchw i°ab a tr is con0al plan aad otitaia ty;approvai of that plan. Thfft plan siiall 6 i4laaeated for all ;' enet;and leas ciosaaas, and'tho �hsll ix; in wuii the-Ntmmat on > p'ea zJat%rm Tta$ic Control Dcvilxs I shall notify emery y semcgs tw�y-foia (24) )miss �hefase any greet Oi leae`,closiaas: I tmdetsfsndmy ane or 5ttttt cloAass notXm :: s " Wiih the agfuoved tzaf8a canto] plan Stld(or wuhout t10t1{Cat10B of emet$ES� services mty restt}t in my reccrvn?S cmwoo for violation of RC,W 4T:36.200 - - S - _ _ 47.36.2204 9A36 OSO Reckless Endsageolrmt, and other apglxxbI State and Crty codes r 1ceitifY 1 am r spolile4fortha project -and the emans<ble'pany to lie stud fn0 vtolenaati ofr r d7 36 zll0 6ASD Reckuss . Fettt, other RC Wy 4T36 200. ndangetmand h ; -or Opp YCaQ im s A lq�8t ; jrt y., � _ �'. b, Xff• 0 - - � « ... im: 4'} . _ NAME 4 wcarADDRm WORK-PHONEf ~ .:--_ WASSIIIGT'ON. STA1E DRIVERS D, CE M NUMBER. �►.6A5 tic+ io�t�i �s 3 x .. - .. .. - LONGITUDINAL BUFFER SPACE n O .1nsfM1l rFFFD N=Jji is _ s 4 " Iw � _M o L!►gfN B IF[YTI - FRI 70D iTr im J 1LC L1V AMI Y.n JO - -_ BUFFER DATA TYVICAL PEIOtEtTRft AIYDEI� v11M iEM P1E[ NOTE 11 y�TYPE .... � -'LpAOAU SIFT . �YAftlIWW'INUOL MNMUN VA;IUIR IS,OWIA OAIIVICl Mum I AAAMtM VMI SPIN L K M ACCUW KNM MAI N MAIM- PLATLMa.LM fACIUILII MCOM,I:'PA11D'Q ROLL AN"o SiDPFINB pfTANC! . 00 FEAT MIN (DRY pNDIKIiT Ap0UMC0) �MINIYUM TAPER LENOTH - L pMT) 51pMLEcaWflTl1 PgTlDYIPDO 3EET> 75 70 as u 85 00 w w a rD 0 N 1 I2U 11, 1" KZ RID PUW R4(L20 L lob I.t" 1M lOF 70I FJO IIMN• iI7EVgla MwaM. A7wIEiD 1V V_C. _ _- .. _.. _ CHANNEL141NG_ OEVICE SPACING IYBTID e►!ED W TAPM M TAROEW MINI IPlEf] IFEiII 315140 s W /\ �Fv} G C ROAD � YlfrNaFA / waix �ANEW j r LEOENO q LION LOCATION e. MM • u CHANNELG OEMCEA T PHOTL'CTNL VEIECLE - PECOMIANALY NOTES I A PIOWCO s VM11W Is leuv* v'%" fDpnrdl"S Y 0 1 nlnl kk"llLO AOenualu (TMAI b avaORDM. ■ ww% wlticio IIIaf be L,,Mld VWwn n0 IMA 1E M,ed, kb Y,0D00V0 V*kb "I be bcaW 10 "y a w-ka , 1vW, no epo%4k R,)n, hmld dk w" 2. ClwnAhily DVA- NP" V Im j* cv-mwwm uw U *— •na0 DD 2G O C 3. for a"'U. relnT 1D Manuel rn Ur41em1 TraMc: Contrd DevTODA (MU1 CO) mid WSDOT Sign FaL—*m M—Wil 01155-05 SIGN SPACING n X (i) NLOW RM106 A VFWA ARMLUS ,LIED: :! NLNUL INfAUS, UNK" ARINK41.5. 7S 13D NPN 700 ! 111 RIAIUFHILU. L OU,M55 DISTRICTS URMN ETHEE iS 70 MPH OR LF50 Ipr 117) All SWNS AW fR AGr( OH fMNfi UNI F88 fIF.FLL4MTl001NERMLB! ' LIIM I. WON 5PACMC W1Y W AUAIUMD TV ACA;UMMODATE WTFAICIWNUF RMLW Al -GRADE N1f ROCCIIOMS. ON) URIVEMY& (2) THIS 4NSN SnACOG MAY R REDUCED M Ui011N AREAS lU FIT ROADTMY CUIDff1ON5 raw tr>Qu gfMD wORw OR -- tw ANNDTN LNU V vuwlk 1. vmM ieNo TU &w a K-IF 2 f2 M - T FOR LOCAL AGENCY USE ONLY NOT FOR USE ON STATE ROUTES . --- SHOULDER CLOSURE -- LOW SPEED ROADWAY (40 WITH OR LESS) STANDARD PLAN K40.40-M S1w'ET I OF I SHUT APPRWF,U F,7R PU51.1(:ATIDM Kan L SmIM 02-1"1 — -maas--� _ rp— — — — — Ilk T F . C� D w/a � G2vss 11`1C,t WOO— — (PLkT&S P vWrJ4 tt USH KR &40� 4. lyANeL �t.1 U.S . k,J( W RTm 7tz. lj�Co,,Ar6z,i�► @B+�d� 5�cevr, £i.ds LaVIP �S SLte. LE1RY� D�T�)F i hbN - RuSH HoU� Ti�ES q : tt�•t+rt - 3 3o Y►H Nor" I n MA) ito&Kt� VbP11We Y Pegpmwldea Felder Y / Trll TMAMouin Att.od. tt Btor { )NA) i evai/br: s "Wh Eellldl Ilry a aces Ulwn rw TNT h uN7J, file PrCLntive Val #E>r 0" be eYS- 91 'IF 11¢0Yll 1D ehINJ rvlhCrl. w" nD /p/dflc HCN,WFaId tRFEerlce .........,.,.._.._._.. _..... _..... *..A ma&-av %>T at ftgog /Faenr* oo B U F F E R O A TA Vo&oOT stwwaw � lol wWlUuna1 dF7S t eNu tiDM TTPELK PIEORCFIVE VQWLS WWI TWA W NDIE 1) 3. Ev1eM Chatx ftg DB 1ce label 6=m shot/d/r ^ rEmmnorldlC. RCw ivlma - Eat Y®YLLE lTW tAAOfO WiNMR UO MHTREAM TMI R-Y__ 0. Spn saquenco N the e:NnV tot both tliredbre of travel rnl tIw I:wrlway *n MI ENO OF VjVFW FYARD r TRUCK 1/ItlYllll VTHoIli 19,WplAA AREA -SEE Hal[ i 1MA%elllkl Nea1rt BIND BE 5. Ct,-r. i¢iry DeAX Spwd!K1 for /1B JVM1/tre— 111ptlr cyx cn fhai W 20 O.C. 4 iFRVE;E TR1Fp♦ N �.�e�l�y/-E Z 1 w.- t "I IED ETC emlR,MR IKCOUMWNOATION) S. Fa sigm Ste !BLR In Ver u j DD UnEnrnl TrAlhC CCr111o1 E)B,k4l (MUTCD) 1 ROLL ANEAD/TW/NDOWAKCf..:IIIFEEI k/Rl 11d MOOT Sign FaHICeEOf!iianllat l.)!x!'I#s. V (URT MVSMEX}AS!klUEU) 'P r SIGN BPACING > X (i) ♦ rU l�:l� RVFtAl rIAN NinYS IDIKI MPrI BWs Q '!�, /(I I'IIIIy' ♦�%( rwl tNUAIIs AJ I6E FMH Ex1PY t,Y �� ♦ Hi1W NUNW AlIH1Vw AN 1�NIMi Y/YI W'H Mr IR RAt Nn", nRttN1 MlF(11AL 5. rl 0747A ♦ 1 '.>rr I w NFMI 7IXT V 17) 1 v ftCB1UEMIK d W;ANElW f)bifUCTS ?5 MTIr DR I rss iw, 117) / INnNF 5!M I f5 naanwalA 1 �.F N g1l.HYAW IFM:RCN1(A~it HHlISS;M'!,K MTF0OnrFNYN`.11 O (s11 ift WVM1IA4QI / 111—V1 SP-*Q ENV KAUX-H-0 lUN:COMMOWIEWIENCWW(:E ♦ ® 6/// IWIPS A7naW; Wi IgLCTIONS,ANUUfWLY VS. v' �' l!) TN6 BNUF RPMlMI WY fA REDUCED N 1MFNN AREAS iO 111 ` WlU.7B --T KW*k f POB FED ROADMY CoNDITIOHB. > `-`\ BE W`PFD 40 1"L IEYY ,� �� `�• _q ♦' JPREPARED , FOR LOCAL AGENCY USE ONLY TO STOP —A NOT FOR USE ON STATE ROUTES �• wvrA \ \ � ti OME tAIE M1 l ' •�'It u�q J� E v WAD + �4 ♦ + wo)w1 .� I9FpG (. PrAFA1A0 � MEAD woo.;R-lY'1 B)HAL I/PoeTM •�OIUT >44 �N sPEmar+lutLEsa \ \�4♦\ ` •• }�T{ii + DIIE I/ME\ • AIFJID wjD,A FE/PES A=1W51 �. Moi� 6sae 110A0 \ WORK ) �. LANE CLOSURE ` AMEAD ; mot LEOEM WITH FLAGGER CONTROL Si-ANDARD PLAN K-20.40-00 /1 A(A:INI: SIAlIl1N sHFEi I of I D"RET EIW LUI:AIk)N APPROWI;i&PN ICAIL" n F chmmsuawDEVE" Ken L'SmIdv 02.15-07 per. L13:3 wu ILf:11Vi Vil-u-NEUINMENULU n.N HF... TBF. evrF�F+.+•t.r.A.EBI LONGITUDINAL �UEFER1lPACE B B 19010D /PEf//M�O Oo EE lE'METIH � pEDTI IM Tel 7!!0 ]06 710 O/ AS B70 BNt Steve Lee From: Sent: To: Subject: Hi Brett, Attached is the revised traffic delay shall not e Thank you. Jun KC Equipment [kcequipment@gmail.com] Tuesday, April 19, 2011 10:37 AM Steve Lee Re: Traffic Control Plan rkOV4 -ru►J ,orary Traffic Control Plan. You may extend lane closure until 6:00 P.M. provided that more than thirty car length or thirty seconds at a time On Tue, Apr 19, 2011 at 10:34 AM, Steve Lee <Sleekrentonwa.gov> wrote: You can just send me JuWs email. That would suffice. Also know that if you need to close down a lane, that traffic control/flagger(s) might be needed if truck loading traffic interferes with the rush hour commutes. The Mayor lives around there... From: KC Equipment[mailto:kcequil2ment(d�izmail.com] Sent: Tuesday, April 19, 2011 10:31 AM To: Steve Lee Subject: Re: Traffic Control Plan Jun wrote 5 on the plan that was first submitted. I asked if we could work later when the revisions were submitted. He did not change the time on the traffic plan but said six was okay in the email that I forward to you. Should I ask him to write 6 on the traffic plan or is the email ok? Brett On Tue, Apr 19, 2011 at 10:28 AM, Steve Lee <Slee cgrentonwa.gov> wrote: Actually you will need to be out of the roadway by 5pm during the afternoons (per the traffic control plan timeline) and you could work off roadway till 6pm (i.e. bio-swale). From: KC Equipment [mailto:kcequipment(�amail.com] Sent: Tuesday, April 19, 2011 10:13 AM To: Steve Lee Subject: Re: Traffic Control Plan Hi Steve, I just threw 7 out there in case we wanted to work late one night for finish something but six should be fine. Thanks, Brett Franceschina 206-199-3697 On Tue, Apr 19, 2011 at 9:56 AM, Steve Lee <Sleegrentonwa.gov> wrote: Thanks. I will take a look at it. I did also see that you requested working until 7pm? We will consider it, but we will need approval from my manager, transportation and the neighborhood group. From what I know via the neighborhood, it is probable that somebody will not allow your request. -Steve From: KC Equipment [mailto:kcequipment@ mail.com] Sent: Tuesday, April 19, 2011 9:51 AM To: Steve Lee Subject: Fwd: Traffic Control Plan Hi Steve, Please see approved .traffic control plan. Thanks. Brett Franceschina 206-399-3687 ---------- Forwarded message ---------- From: Jun Aesquivel Jr. <Jaesquivelgrentonwa.gov> Date: Tue, Apr 19, 2011 at 9:39 AM Subject: RE: Traffic Control Plan To: KC Equipment <kcequipmentggmail.com> Cc: Chris Barnes <CBarnesgrentonwa. ov> Hi Brett, Attached is the revised Temporary Traffic Control Plan. You may extend lane closure until 6:00 P.M. provided that traffic delay shall not exceed more than thirty car length or thirty seconds at a time Thank you. Jun KC EQUIPMENT 4550 49TH AVENUE NE SEATTLE, WASHINGTON 98105 April 27`h, 2011 Submittal Cover Sheet City of Renton Lake Washington Blvd. North Storm & Water Improvement Project SWP-27-3531 Request for Approval of Material: CPEP Submittal Description: EagleCorr PE Contract References: RAe M#w*L— Applicable Bid Items: A13, A14, & A15 Additional Notes: Please contact Brett Franceschina at 206-399-3687with any questions. iii agle- Building essentials for a better tomorrow - TM DUAL WALL MEETS AASHTO M252 AND AASHTO M294, AND ASTM F2648, F2306 AND ASTM F2648. GASKETS MEET ASTM F477. JOINTS MEET ASTM D3212. 1 IO NS S {x - JM Eagle's Eagle Corr PE Dual Wall pipe is suitable for use in gravity flow drainage in DOT/capitol improvement, residential, commercial, recreational, agricultural and irrigation applications. DESCRIPTION . JM Eagle's Eagle Corr PE Dual Wall'pipe in 4- to 10-inch diameters meets AASHTO M252 and ASTM F2648. In "1.2- to 60-inch diameters, it meets AAS- HTO M294 and ASTM F2306 and ASTM F2648. It comes in 20-foot lengths. Eagle Corr PE Dual Wall features'a dual -crown corrugated exterior for greater pipe stiffness values and a hydraulically smooth interior for maxi- mum efficiency.: Its superiorstrength-to-weight ratio and flexible conduit"design mean it will support H-25 live loads with a minimum cover of 1 foot, (except for 60-inch, which requires a 2-foot cover), while allowing for cover heights in excess of100, feet. A full line of soil -tight and watertight (10.8 psi) fabricated fittings are avail--- able for Eagle Corr PE, with custom fittings available upon request: Lub"ri cant -free gaskets are also available. BENEFITS JM Eagle's Eagle Corr PE Dual Wall is better engineered for a more durable joint and long-lasting performance. Eagle Corr PE Dual Wall:, • Is made from HDPE, one of the most chemically inert plastics, and is ex- tremely from to corrosion, as well as abrasion, gouging and scratching. • Features dual crown corrugation for greater pipe stiffness values. Is expected to significantly exceed 100 years of design service life. • Features an integral bell and dual -gasket spigot for a superior watertight connection. • Saves money on installation costs due to its 20-foot lengths and light weight for easier handling and transport PLEASE CONTACT YOUR JM EAGLE REPRESENTATIVE OR VISIT WWW.JMEAGLE.COM FOR MORE INFORMATION. AN agle- Nbwvw/� Building essentials for a better tomorrow - DUAL WALL SUBMITTAL AND DATA SHEET THIS SPECIFICATION REFERS TO 4"-60" PIPE FOR USE IN GRAVITY FLOW DRAINAGE APPLICATIONS. • n NOMINAL I.D. IN (MM) APPROX. O.D. IN (MM) LAYING LENGTH (FT) PIPE STIFFNESS PSI AVERAGE UNIT WEIGHT LB/FT 4 (100) 5 (120) 20 50 0.4 6 (150) 7 (174) 20 50 1.1 8 (200) 9 (231) 20 50 1.7 10 (250) 11 (290) 20 50 2.5 12 (300) 14 (363) 20 50 3.2 15 (375) 17 (444) 20 42 4.8 18 (450) 21 (529) 20 40 6.3 24 (600) 28 (699) 20 34 11.2 30 (750) 35 (880) 20 28 15.8 36 (900) 42 (1055) 20 22 20.9 42 (1050) 47 (1204) 20 20 26.9 48 (1200) 54 (1367) 20 18 34.0 60 (1500) 67 (1693) 20 14 56.0 PRODUCT STANDARD: 4"-10" AASHTO M252 and ASTM F2648 12"-60" AASHTO M294, ASTM F2306 and ASTM F2648 PIPE COMPOUND: ASTM D3350 GASKET: ASTM F477 JOINT PERFORMANCE: ASTM D3212 FITTINGS: AASHTO M252; AASHTO M294; AASHTO F2306; ASTM F2638 INSTALLATION: ASTM D2321; Eagle Corr PE Installation Guide Building essentials for a better tomorrow - 4"-10" DUAL WALL SUBMITTAL AND DATA SHEET THIS SPECIFICATION REFERS TO 4"-10" PIPE FOR USE IN GRAVITY FLOW DRAINAGE APPLICATIONS. • e NOMINAL I.D. IN (MM) APPROX. O.D. IN (MM) LAYING LENGTH (FT) PIPE STIFFNESS PSI AVERAGE UNIT WEIGHT LB/FT 4 (100) 5 (120) 20 50 0.4 6 (150) 7 (174) 20 50 1.1 8 (200) 1 9 (231) 1 20 50 1.7 10 (250) 11 (290) 20 50 2.5 PRODUCT STANDARD: 4"-10" AASHTO M252 and ASTM F2648 PIPE COMPOUND: ASTM D3350 GASKET: ASTM F477 JOINT PERFORMANCE: ASTM D3212 FITTINGS: AASHTO M252; AASHTO F2306; ASTM F2638 INSTALLATION: ASTM D2321; Eagle Corr PE Installation Guide JMkagle 12 "- 60" DUAL WALL SUBMITTAL AND DATA SHEET THIS SPECIFICATION REFERS TO 12"-6 FLOW DRAINAGE APPLICATIONS. Building essentials for a better tonnorrow- NOMINAL I.D. IN (MM) APPROX. O.D. IN (MM) LAYING LENGTH (FT) PIPE STIFFNESS PSI AVERAGE UNIT WEIGHT LB/FT 12 (300) 14 (363) 20 50 3.2 15 (375) 17 (444) 20 42 4.8 18 (450) 21 (529) 20 40 6.3 24 (600) 28 (699) 20 34 11.2 30 (750) 35 (880) 20 28 15.8 36 (900) 42 (1055) 20 22 20.9 42 (1050) 47 (1204) 20 20 26.9 48 (1200) 54 (1367) 20 18 34.0 60 (1500) 67 (1693) 20 14 56.0 PRODUCT STANDARD: 12"-60" AASHTO M294, ASTM F2306 and ASTM F2648 PIPE COMPOUND: ASTM D3350 GASKET: ASTM F477 JOINT PERFORMANCE: ASTM D3212 FITTINGS: AASHTO M294; AASHTO F2306; ASTM F2638 INSTALLATION: ASTM D2321; Eagle Corr PE Installation Guide KC EQUIPMENT 4550 49TH AVENUE NE SEATTLE, WASHINGTON 98105 April 26"', 2011 Submittal Cover Sheet City of Renton Lake Washington Blvd. North Storm & Water Improvement Project SWP-27-3531 Request for Approval of Materials:. Olympic Foundry Submittal Description: Frames & Covers Contract References: 7-05.2(1) Applicable Bid Items: A17, A 18, A20, A22 Additional Notes: 18x24 inch catch basin covers per Steve Lee. Please contact Brett Franceschina at 206-399-3687with any questions. Qualified Product List http://www.wsdot.wa.gov/biz/mats/qpl/QPLPrint.cfm?Product no=2... Washington stato v t]apa►tmont of Transportation April 22, 2011 Qualified Product List Contractor Product Information Contractor: KC Equipment LLC Contract No: Renton LWB Sub Contractor: Date: Bid Item: Manufacturer: Olympic Foundry, Inc. - Seattle. WA Product Name: Metal Castings for Catch Basins and Inlets Standard Spec : 9-05.15(2), Drainage Structures - Metal Frame, Grate and Solid Metal Cover for Catch Basins or Inlets Product Description : Manufacturer of frame, grate and solid metal cover for catch basins or inlets; See Std Plan B-25.20-00, B-30.10-00; B-30.20-01, B-30.30-00, B-30.40-00 and B-30.50-00 for further details Product Restriction : Acceptance Code : 5140 Code Description : Acceptance is based on field verification of the WSDOT - A impressed into the casting (A is an alpha fabrication inspectors identification). Document, in the inspectors IDR, the fabrication stamp information identifying the inspectors letter and quantity and either F or D for foreign or domestic steel and/or iron or not marked. If the Contract contains a Buy America clause and the material is marked F or not at all the PEO is responsible for acquiring a Certificate of Material Origin from the Contractor. Note 7 : The Project Office will need to forward a copy of the completed QPL page to the Fabrication Inspection Office for notification as soon as this material is approved for use. Last Updated : Sep 13, 2010 To be completed by the field inspector: Quantity: Verified By: Date: 1 of 1 4/22/2011 9:18 AM Qualified Product List http://www.wsdot.wa.govibiz/mats/qpl/QPLPrint.cfin?Product no=2... Washington State W® Department of Trarisportatton April 22, 2011 Qualified Product List Contractor Produdt Information Contractor: KC Equipment LLC Contract No: Renton LWB Sub Contractor: Date: Bid Item: Manufacturer: Olympic Foundry, Inc. - Seattle, WA Product Name: Metal Castings for Manhole Ring and Cover Standard Spec : 9-05.15(1), Drainage Structures - Manhole Ring and Cover Product Description : Manufacturer of ring, grate and solid metal cover for manholes; See Std Plan B-30.70-00 and B-30.80-00 for further details Product Restriction : Acceptance Code: 5140 Code Description : Acceptance is based on field verification of the WSDOT - A impressed into the casting (A is an alpha fabrication inspectors identification). Document, in the inspectors IDR, the fabrication stamp information identifying the inspectors letter and quantity and either F or D for foreign or domestic steel and/or iron or not marked. If the Contract contains a Buy America clause and the material is marked F or not at all the PEO is responsible for acquiring a Certificate of Material Origin from the Contractor. Note 7 : The Project Office will need to forward a copy of the completed QPL page to the Fabrication Inspection Office for notification as soon as this material is approved for use. Last Updated : Sep 13, 2010 To be completed by the field inspector: Quantity: Verified By: Date: 1 of 1 4/22/2011 9:17 AM z8" 7 7/8" 1 1/8" TYP. BAR 7/8' TYP. SLOT 3/4" NNS 0310 D � v � 11 t j2 30" 2a 3/4 23 1/2 \ O-N?• 1/'10 REF. � ti 3/8 2 r 2 1.12 I�-17 3/4-I� I I 3/4 1/2I 25 1 /2' 24" �23 3/4- 3/16" NON—SKID s' DIAMOND PATTERN-\[_,, 3/4* 2.. 4" REF 5/B` TYP 1 /4" 1 ��, 1 F 22" I 6" HOOD 9" HOOD HOOD ATTACHES AS SHOWN 2-1" DIA. HOLES FOR 3/4" BOLT, WASHER 7 NUT 1 B" F/4' 1 /2 3/4" I 1�1 �5 — I NOTES: OLYMPIC FOUNDRY INC. 18" X 24" THRU CURB FRAME, HOOD & DIAGONAL GRATE MAIL: FRAME & HOOD; CAST IRON ASTN A48 CL30. GRATE: DUCTILE IRON ASTN A536 CL80-55-06 RATING: H-20 IPART N0. SM52 APPROX MIT: FRAME-220 LBS, GRATE-115 LBS, HOOD-70 LBS. REV: A DATE: 7/03/03 NEW BORDER REV DOCUMENT APPROVED DWN: CL DATE: 07/03/03 i` 1oa * REV: X DATE: XX/XX/XX DSC: A BY: DATE: CHKD: CL DATE: 07/03/03 •� noa * •o� DWG #: SM52 DIAL SCALE: N/A THEET: 1 OF 1 DRL & TAP 5/8. - 11 a 4"� -1 3/4" \ 1 7/16" cl n d N N n N x X X x - \ N n r 1 7/16" 1- 23 3/4" DUMP NO POLLUTANTS OUTFALL TO STREAM v o � f� f� Mid To � FLOW 00 r7 I 1�16•J LEVELINGS PADS (KING COUNTY STD. 2-014 & 2-018 SLOT DETAIL 3/4„ 2- III� -i F- 1/2• 5/8" L M 1 _ F- ra � �a \ o -i OLYMPIC FOUNDRY INC. 18" X 24" LOCKING FRAME & VANED GRATE MAIL: FRAME; CAST IRON ASTM A48 CL 30, GRATE: DUCTILE IRON ASTM A536 CL 00-55-06 RATING: H-20 IPART N0. SM50VGDT APPROX WT: FRAME - 125 LBS., GRATE - 74 LBS. REV: A DATE: 6/20/03 INSERTED NEW BORDER REV DOCUMENT APPROVED DWN: CL DATE: 06/20/03 n@t'i` REV: X DATE: XX/XX/XX DSC: A BY: DATE: * °6 CHKD: CL DATE: 06/20/03 DWG #: SM50VG DT SCALE: N/A I SHEET: 1 OF 1 lloj 18 1/2' 7/8' 1 5/8' 4 1/2' �1/8• 1 5/8' 20 1/4' 3 3/4/ ' 25 1/4' 22 2 1/2' 1 5/8" 3/-� 22 1 /2' 24 1/4' SLOT DETAIL 3/4' 1 1 /4' - - 26' 29 1/4' II F- 1/2' 5/8' FRAME SLOT FORMED AND RECESSED FOR 5/8' - 11 NC x 2' SOCKET HEAD (ALLEN HEAD) CAP SCREW. 1 5/8' (TOLERANCE _ +0',-1/16') ALTERNATE 11 3/8' - U, ® 3' 5' LI 3' S' I 200:1L knLL a: 24• 1 5/8' / 1 1 /4' 1 /8' R. 1 5/8' (TOLERANCE= +0%-1/16') 1 5/8' I I 1/8' 3 1/2' R. 5/16' R. 2 1/4' 2 3/4' PARTING 2 3/4' LINE VANE DETAIL NOT WSDOT STD: OLYMPIC FOUNDRY INC. B-30.10-00 FRAME B-30.30-00 VANED GRATE 20" X 24" REVERSIBLE LOCKING FRAME & VANED GRATE A536 CL80- 55 CO6 T IRON ASTM A48 CL30, GRATE; DUCTILE IRON ASTM RATING: H - 2 0 I PART NO. S M 6 0 V D T APPROX WT. FRAME-160 LBS, GRATE-104 LBS. REV: A DATE: 7/03/03 NEW BORDER REV DOCUMENT APPROVED WN: CL DATE: 07/03/03�TL rCHKD-. "� REV: X DATE: XX/XX/XX DSC: A BY: DATE: 1001 : •0° 7000 , 070 CL DATE: 07/03/03 DWG SM60 VANED DT SCALE: N/A SHEET. 1 OF 1 1 L G A AHEAD OF THE CURVE O 00 ��DR7AIN r ,49+ v 6x 1 /2 A 026 1 /2 1 1025 1 /4 \ 5/8 6 4 024 34 1 /8 SECTION A -A NOTES: 1.STANDARD BLACK PAINT 2. FOR DETAILS, SEE RING & COVER SEPARATELY DOCAPPVD DWN: EB 08/11/2008 BY: DATE: CHKD: CM 08/11/2008 2 RING: 11-2949 PARTS LIST OLYMPIC FOUNDRY INC. COVER: 11-2991 TITLE MH30L 24 X 6 CITY OF RENTON RING & DRAIN SET: 11-2991 LSET COVER RATING: H-20 IPARTNO. 11-2991LSET AATL: RING: DIASTMA536 CL80-55-06; COVER: CIASTMA48 CL30 REV: A 1/09/09: BEEFED UP RIBS W/1" RADIUS' ALL AROUND REV APX WT. 240 LBS. PER SET REV: B 1/20/09 CHANGED RIBS FROM 1/2" THICK TO 7/8" B TOLERANCES: REV: Kxx =f .1 X.xxx=3 .03 r=f 2' x=t.os FRAC=f 1116 DWG NO: 11-2991 LSET MH30 RENTON DRAIN SCALE: N/A I SH 1 OF 1 1 0 KC EQUIPMENT 4550 49TH AVENUE NE SEATTLE, WASHINGTON 98105 April 261h, 2011 Submittal Cover Sheet City of Renton Lake Washington Blvd. North Storm & Water Improvement Project SWP-27-3531 Shoring Plan for Trenches Submittal Description: KC Equipment's shoring equipment for project. Contract References: 7-08.3(1)B Applicable Bid Items: A9 & B7 Additional Notes: Additional shoring equipment will be provided by D.P. Nicoli as needed during the project. Please contact Brett Franceschina at 206-399-3687with any questions. KC EQUIPMENT 4550 49TH AVENUE NE SEATTLE, WASI-IINGTON 98105 City of Renton Lake Washington Blvd. North Storm & Water Improvement Project SWP-27-3531 Shoring Plan for Trenches: ■ Shoring safety part of weekly crew safety meeting. ■ Use shoring for all trenches great than 4 feet in depth. ■ On -site shoring equipment: ■ 8 x 16 Trench Box ■ 8 x 16 Trench Box ■ 5 x 12 Trench Box ■ Hydraulic Speed Shoring System ■ Additional shoring equipment will be provided by D.P. Nicoli of Seattle on an as needed basis during the project. KC EQUIPMENT 4550 49TH AVENUE NE SEATTLE, WASHINGTON 98105 May 5"', 2011 Submittal Cover Sheet City of Renton Lake Washington Blvd. North Storm & Water Improvement Project SWP-27-3531 Request for Approval of Materials: Shope Concrete Drain Pipe Submittal Description: Class V Contract References: Applicable Bid Items: A16 Additional Notes: Please contact Brett Franceschina at 206-399-3687with any questions. sh ^ e concrete products 5/5/2011 KC EQUIPMENT, LLC 4550 49TH AVE NE SEATTLE, WA 98105 Re: LAKE WASHINGTON BLVD NORTH STORMIMPROVEMENT PROJECT To whom it may concern: The items listed below for the above mentioned project will meet the specifications as listed in the Standard Plans for the "Washington State Department of Transportation", the "Annual Book of ASTM Standards", and the "Annual Book of AASHTO Structures Standards". Specifications of Materials and Compliance 24" x 8' Concrete Pipe, tested -- ASTM C76 Class V (AASHTO M-170) 24" Profile Gasket -- per BestFitt Gasket Co Sincerely, Gary R. Pattee General Manager / President Submittal by: dbotkin 1618 East Main • Puyallup, Washington 98372 • Phone: 253.848.1551 • Fax: 253.845.0292 www.shopeconcrete.com • Call Toll Free 1.800.422.7560 0 Email: suppo rtrtnashopeconcrete.com shfine concrete products Customer Name: KC EQUIPMENT, LLC p Project Name: LAKE WASHINGTON BLVD NORTH STORMIMPROVEMENT PROJECT Date: 5/5/2011 This document specifies a list of materials and compliance requirements for all products manufactured and produced by Shope Concrete. Items: Cements Portland Cement - Type I, 11, Aggregates Building Sand #8725 [dry cast & wet cast] 3/8" crushed #8840 [dry cast] 3/8" round #8490 [wet cast] Building Sand [dry cast & wet cast] 3/8" round pea gravel [wet cast] Building Sand [custom blend] Reinforcement & Steps Reinforcing Rebar Reinforcing Mesh Polypropylene Ladders / Steps Admixtures Sikaplast 500 [dry cast] SikaSet NC [dry cast & wet cast] ViscoCrete 2100 [wet cast] Rapid 1 [wet cast] Sika 4R [wet cast] Additional information Conforming ASTM Std: Supplier: C150-07, AASHTO M-85 Cal Portland Ash Grove Cement LaFarge C33 Cal Portland C33 Cal Portland C33 Cal Portland C33 Miles Sand & Gravel C33 Miles Sand & Gravel C33 Washington Rock A615, GR60 Weyerhaeuser A-185, A-82, A-497 Davis Wire Corp. D-4101 Lane International ASTM C494, Types A, F Sika Corp. ASTM C494, Types A, F Sika Corp. ASTM C-494, Types A, F Sika Corp. ASTM C-494; Types A,F Sika Corp. ASTM C-494; Types, A,F Sika Corp. • All manufactured products listed on our catalog are constructed in accordance to ASTM and AASHTO Standards • Shope shipping policy statement states product will not be shipped until 4000 psi is met or exceeded • Shope Concrete is an approved listed supplier for WS-DOT and meets or exceeds all WS-DOT Standards All products meet or exceed Seattle & Tacoma Standard Plans Erik Hall Quality Control Manager / IT - 1)�a47 10 &Z7- Gary Pattee General Manager / President 1618 East Main • Puyallup, Washington 98372 • Phone: 253.848.1551 • Fax: 253.845.0292 www.shopeconcrete.com • Call Toll Free 1.800.422.7560 0 Email: support na shopeconcrete.com concrete pipe 12" - 24" Concrete Pipe Joint Detail SPIGOT BELL DIM C WALL A LENGTH P3 O.D. I.D. LENGTH O.D. DEPTH B C P2 D P1 12" 2.00" 8' 16.0" 12.0" 3.406" 20.000" 3.563" 15" 2.25" 8' 19.5" 15.0" 3.406" 23.875" 3.563" 18" 2.50" 8' 23.0" 18.0" 3.593" 27.625" 3.750" 21" 2.75" 8' 26.5" 21.0" 3.593" 31.625" 3.750" 24" 3.00" 8' 30.0" 24.0" 3.718" 35.625" 3.875" Note: drawings not to scale shQ Q Shope Enterprises, Inc. (253) 848-1551 1-800-422-7560 [Toll Free - WA only] ej 1618 East Main Avenue Fax Line 1(253) 845-0292 www.shopeconcrete.com et@ prod(jCtS Puyallup, WA 98372-3142 Fax Line 2 (253) 864-6172 Februajyjo, 2ozi o Shonrete . pe - Concrete -- j6i8F.isiMain Puyallup WA 98372 CR*.rIpjCArW Of COMPALIANCS This letterig to certify that the Isoprene used to manufacture gaskets by our fvm meets and exceeds the physical property requuvwents for Standard Gaskets as stated in ASM C-443. Gasketsims. j2j,-.z5'J..z8", 24"&nd96'"with tPCJ"ivfflekad48WHs4lfH, 6oAM, 72MH witbMCProfie, Rubber compound meets or exceeds these JbflowzhgAS7MspecL6CadOns- AS.T.MD412-98 Tensile, Mongation, Tension % ASMD224o, - Durometer AS7MD395B - Compnessi6p Set AST4D573- Rubber detention AS7MD427 - WaterAbsorp, oil resistance. ASMD-iIP Ozone Resist ating AS7MD624 Tear PH ASTMD-�197- Speci6c qraOy All raw rubber compoundandgasketsaremanufacturedin the U.S.A. Lab material sheets arioavailable. uD6nliquest- This certification does notguarantee anyfield or testing performance criteria. These criteria are controlled bythe pipe dimensions and tolerdnees, as well as field iustafladon techniques, and air therefore outside the control of the gasket ufactuie ali Davis is - Wc e Preisiden t, CEO BestNtt Gasket Co., Inc. 31o7142ndAve East Stezoz Sumner, WA 98390 (253) 863-9521 � � t AMN � Washington State tl!o Dopartment of Transportation Qualified Product List Contractor Product Information Contractor: KC Equipment LLC Contract No: Renton LWB Sub Contractor: Date: Bid Item: A16 Manufacturer: Shope Concrete - Puyallup, WA Product Name: Concrete Storm Sewer Pipe Standard Spec : 9-05.7, Pipe - Concrete - Concrete Storm Sewer Pipe Product Description : Manufacturer of concrete storm sewer pipe Product Restriction May 5, 2011 Acceptance Code : 7040 Code Description : A - Acceptance for concrete pipe less than 30" in diameter is based on field verification of the 'Concrete Pipe Acceptance Report' that is delivered with each pipe shipment. Verify the report is within the 90 day limit. If the Contract contains a `Buy America' clause the PEO is responsible for acquiring a Certificate of Material Origin from the Contractor. B - Acceptance for concrete pipe 30" in diameter or larger is based on field verification of the 'APPROVED FOR SHIPMENT' stamp. Document in the inspector's IDR the material identification number, date, quantity and either F or D for foreign or domestic steel and/or iron or not marked. If the Contract contains a'Buy America' clause and the material is marked F or not at all the PEO is responsible for acquiring a Certificate of Material Origin from the Contractor. Last Updated : Sep 13, 2010 To be completed by the field inspector: Quantity: Verified By: Date: I of 1 5/5/2011 9:43 AM Steve Lee From: KC Equipment [kcequipment@gmail.com] Sent: Monday, May 09, 2011 11:22 AM To: Steve Lee Subject: Pothole Locations 5/9 Hi Steve, Here are the planned locations to be potholed today. 1. 33ft 10inches South of CBI 2. 3ft South of CBI 3. 6ft West of CB4 4. 20ft 11 inches North of CB4 5. 37ft North of CB4 6. 52ft North of CB4 7. 27ft North of CB7 at watermain crossing Let me know if you have any questions. Thanks, Brett Franceschina 206-399-3687 CITY OF RENTON SURVEY CONTROL NETWORK The City of Renton Survey Control Network is the result of a three year project by the Technical Services Section of the Planning & Technical Services Division of the Planning/Building/Public Works Department and several private surveying firms working for the city. The purpose of this network is to provide an accessible common datum for all public and private projects within the city. Thus facilitating city wide infrastructure management and analysis and assuring compatibility between the various utility systems and system projects. This project started in 1992 with the formation of a Horizontal and Vertical Control Network Committee to prepare a plan for the development and maintenance of a Survey Control Network for the City. The committee members were: Robert Anderson PLS; Bush, Roed & Hitchings, Inc., Carrie Davis; Technical Services Section (Recorder), Abdoul Gafour; Utility Systems Division, Arneta Henninger; Plan Review Section, Development Services Division, Jae Lee; Transportation Systems Division, Robert Mac Onie; Technical Services Section (Chairman), Jon Warren PLS; Dodds Engineers, Inc., Dennis Wegenast; National Geodetic Survey. The committee developed the standards, specifications and phasing for all ensuing work. All survey work meets the requirements specified by the Federal Geodetic Control Committee in Standards and Specifications for Geodetic Control Networks dated September 1984. The project was split into three phases: 1) monument recovery, 2) horizontal control and 3) vertical control. The monument recovery project was performed by Dodds Engineers, Inc., under the direction of Jon Warren PLS in 1992 and early 1993. This project identified existing Public Land Survey System corner monuments and other monuments (NGS, C&GS, King County, City of Bellevue, major intersections and those located near current and proposed capital improvement projects) important to the development of a survey control network. In most cases, street centerline monuments were selected for both horizontal and vertical control due to stability and maintenance considerations. The second and third phases ran concurrently during 1993 & 1994. The horizontal control phase was executed by Bush, Roed & Hitchings, under the direction of Robert Anderson PLS, using Global Positioning Systems (GPS) technology per the Federal Geodetic Control Subcommittee Standards for GPS control surveys as defined in Geometric Geodetic Accuracy Standards & Specifications for Using GPS Relative Positioning Techniques dated August 1, 1989. This phase established NAD 1983/1991, Washington State Plane, 2nd Order, 1st Class, northing and easting values for 122 monuments in and TS_SERVER//SYS2\MAPS\83m\control\scn.doc i 2 May 2000 around the City. Four NAD 1983/1991 National Geodetic Survey (NGS) high precision geodetic network (HPGN) monuments (BROWN, PT B 1962, HAFF and MUD MTN) controlled the GPS survey. All coordinates show are "Washington Coordinate System of 1983/1991, North Zone." The vertical control phase was performed by Triad Associates, under the direction of Brad Freeman PLS, using a Wild NA2000 automatic auto reading level and Star*Lev adjustment software. This phase established NAVD 1988, 3rd Order, 1st Class, elevations on 190 monuments in and around the City with 70 of these being horizontal control monuments as well. The leveling project was divided into seven primary interdependent loops connected at a minimum of two points with common benchmarks. Additional legs were run across the primary loops tying into two benchmarks at both ends. A total of 15 NGS benchmarks were part of the network, four of which were held in the final adjustment (NGS Archive Numbers SY0232, SY0162, SY0163 and SY0617) and provided substantial agreement (less than or equal to 5mm) with 5 others. The City, in 1995, will have reference points set for all Survey Control Network street centerline monuments not currently referenced. Over the next several years monuments in need of upgrade will be reset as part of an ongoing maintenance program or where capital improvement projects would likely disturb them. As an adjunct to the Survey Control Network the city has developed the enclosed Surveying Standards. Al Hebrank of Hebrank & Associates developed the first draft of these standards which were modified to require the use of the Survey Control Network for all public and private development projects within the city and define the responsibilities of the surveyor in the establishment of new monuments and their associated records. The standards have been reviewed by at least ten licensed surveyors for completeness and suitability. The City of Renton and its urban growth area lie between latitudes 47' 25' North to the south and 47' 32' 30" North to the north. In most cases the combined scale factor (elevation and grid scale) throughout this area can be treated as equal to 1.0000000. Table 1. shows the grid scale factors for each minute of latitude in the Renton area identified above. Please note that the relative accuracy for the grid scale factors is approximately 1 in 60,000 at 470 25' N to the south and 1 in 111,000 at 47' 33' N to the north and thus for most survey work will have no impact on surveys covering less than 1.5 miles. TS SERVER//SYS2\MAPS\83m\convol\scn.doc ii 2 May 2000 TABLE 1. LAMBERT CONFORMAL CONIC PROJECTION TABLE Washington Coordinate System of 1983/1991, North Zone for Renton Tabular. Grid Latitude Radius Difference Scale for V of Lat. Factor 47" 25' 5807452.516 30.88355 1.00001659 470 26' 5805599.504 30.88353 1.00001310 470 27' 5803746.492 30.88352 1.00000970 470 28' 5801893.480 30.88351 1.00000638 470 29' 5800040.470 30.88350 1.00000315 470 30' 5798187.460 30.88349 1.00000000 470 3 F 5796334.450 30.88349 0.99999693 470 32' 5794481.441 30.88349 0.99999395 470 33' 5792628.431 30.88349 0.99999105 The range of elevation in Renton is between 0 and 200 meters (0 and 656 feet). Table 2 shows the scale factor due to elevation. TABLE 2. SEA LEVEL REDUCTION TABLE Renton Elevation Sea Level Feet Factor Sea Level 1.0000000 500 0.9999761 1000 0.9999522 The worst case relative accuracy for an elevation of 650 feet with an interpolated scale factor of 0.99996893 is approximately 1 in 32,000. When combined with the worst case grid scale factor of 0.99999195 it yields a combined factor of 0.99995998 for a relative accuracy of approximately 1 in 25,000. It should be noted that Washington state uses the US survey foot and the conversion between feet and meters is 3937/1200 or 3.28083333 feet per meter. An analysis of the differences between NGVD 1929 and NAVD 1988 elevations in and around Renton yields a conversion factor of +1.092 meters going from NGVD 1929 to NAVD 1988. The information in this document has been extensively reviewed but there is always the possibility that some particulars of the monument locations, descriptions or values are either misleading or incorrect. If any such errors are found please contact the City of Renton's Mapping Supervisor at 69. This document will be updated on an ongoing basis as monuments are upgraded, added or as corrections are made. TS_SERVER//SYS2\MAPS\83m\control\scn.doc iii 2 May 2000 CITY OF RENTON SURVEY CONTROL NETWORK The City of Renton Survey Control Network is the result of a three year project by the Technical Services Section of the Planning & Technical Services Division of the Planning/Building/Public Works Department and several private surveying firms working for the city. The purpose of this network is to provide an accessible common datum for all public and private projects within the city. Thus facilitating city wide infrastructure management and analysis and assuring compatibility between the various utility systems and system projects. This project started in 1992 with the formation of a Horizontal and Vertical Control Network Committee to prepare a plan for the development and maintenance of a Survey Control Network for the City. The committee members were: Robert Anderson PLS; Bush, Roed & Hitchings, Inc., Carrie Davis; Technical Services Section (Recorder), Abdoul Gafour; Utility Systems Division, Arneta Henninger; Plan Review Section, Development Services Division, Jae Lee; Transportation Systems Division, Robert Mac Onie; Technical Services Section (Chairman), Jon Warren PLS; Dodds Engineers, Inc., Dennis Wegenast; National Geodetic Survey. The committee developed the standards, specifications and phasing for all ensuing work. All survey work meets the requirements specified by the Federal Geodetic Control Committee in Standards and Specifications for Geodetic Control Networks dated September 1984. The project was split into three phases: 1) monument recovery, 2) horizontal control and 3) vertical control. The monument recovery project was performed by Dodds Engineers, Inc., under the direction of Jon Warren PLS in 1992 and early 1993. This project identified existing Public Land Survey System corner monuments and other monuments (NGS, C&GS, King County, City of Bellevue, major intersections and those located near current and proposed capital improvement projects) important to the development of a survey control network. In most cases, street centerline monuments were selected for both horizontal and vertical control due to stability and maintenance considerations. The second and third phases ran concurrently during 1993 & 1994. The horizontal control phase was executed by Bush, Roed & Hitchings, under the direction of Robert Anderson PLS, using Global Positioning Systems (GPS) technology per the Federal Geodetic Control Subcommittee Standards for GPS control surveys as defined in Geometric Geodetic Accuracy Standards & Specifications for Using GPS Relative Positioning Techniques dated August 1, 1989. This phase established NAD 1983/1991, Washington State Plane, 2nd Order, 1st Class, northing and easting values for 122 monuments in and , TS_SERVER//SYS2\MAPS\83m\control\scn.doc i 2 May 2000 around the City. Four NAD 1983/1991 National Geodetic Survey (NGS) high precision geodetic network (HPGN) monuments (BROWN, PT B 1962, HAFF and MUD MTN) controlled the GPS survey. All coordinates show are "Washington Coordinate System of 1983/1991, North Zone." The vertical control phase was performed by Triad Associates, under the direction of Brad Freeman PLS, using a Wild NA2000 automatic auto reading level and Star*Lev adjustment software. This phase established NAVD 1988, 3rd Order, 1st Class, elevations on 190 monuments in and around the City .with 70 of these being horizontal control monuments as well. The leveling project was divided into seven primary interdependent loops connected at a minimum of two points with common benchmarks. Additional legs were run across the primary loops tying into two benchmarks at both ends. A total of 15 NGS benchmarks were part of the network, four of which were held in the final adjustment (NGS Archive Numbers SY0232, SY0162, SY0163 and SY0617) and provided substantial agreement (less than or equal to 5mm) with 5 others. The City, in 1995, will have reference points set for all Survey Control Network street centerline monuments not currently referenced. Over the next several years monuments in need of upgrade will be reset as part of an ongoing maintenance program or where capital improvement projects would likely disturb them. As an adjunct to the Survey Control Network the city has developed the enclosed Surveying Standards. Al Hebrank of Hebrank & Associates developed the first draft of these standards which were modified to require the use of the Survey Control Network for all public and private development projects within the city and define the responsibilities of the surveyor in the establishment of new monuments and their associated records. The standards have been reviewed by at least ten licensed surveyors for completeness and suitability. The City of Renton and its urban growth area lie between latitudes 47' 25' North to the south and 47' 32' 30" North to the north. In most cases the combined scale factor (elevation and grid scale) throughout this area can be treated as equal to 1.0000000. Table 1. shows the grid scale factors for each minute of latitude in the Renton area identified above. Please note that the relative accuracy for the grid scale factors is approximately 1 in 60,000 at 470 25' N to the south and 1 in 111,000 at 47' 33' N to the north and thus for most survey work will have no impact on surveys covering less than 1.5 miles. TS SERVER//SYS2\MAPS\83m\control\scn.doc it 2 May 2000 TABLE 1. LAMBERT CONFORMAL CONIC PROJECTION TABLE Washington Coordinate System of 1983/1991, North Zone for Renton Tabular. Grid Latitude Radius Difference Scale for V of Lat. Factor 47" 25' 5807452.516 30.88355 1.00001659 470 26' 5805599.504 30.88353 1.00001310 470 27' 5803746.492 30.88352 1.00000970 470 28' 5801893.480 30.88351 1.00000638 470 29' 5800040.470 30.88350 1.00000315 470 30' 5798187.460 30.88349 1.00000000 470 31' 5796334.450 30.88349 0.99999693 470 32' 5794481.441 30.88349 0.99999395 470 33' 5792628.431 30.88349 0.99999105 The range of elevation in Renton is between 0 and 200 meters (0 and 656 feet). Table 2 shows the scale factor due to elevation. TABLE 2. SEA LEVEL REDUCTION TABLE Renton Elevation Sea Level Feet Factor Sea Level 1.0000000 500 0.9999761 1000 0.9999522 The worst case relative accuracy for an elevation of 650 feet with an interpolated scale factor of 0.99996893 is approximately 1 in 32,000. When combined with the worst case grid scale factor of 0.99999195 it yields a combined factor of 0.99995998 for a relative accuracy of approximately 1 in 25,000. It should be noted that Washington state uses the US survey foot and the conversion between feet and meters is 3937/1200 or 3.28083333 feet per meter. . An analysis of the differences between NGVD 1929 and NAVD 1988 elevations in and around Renton yields a conversion factor of +1.092 meters going from NGVD 1929 to NAVD 1988. The information in this document has been extensively reviewed but there is always the possibility that some particulars of the monument locations, descriptions or values are either misleading or incorrect. If any such errors are found please contact the City of Renton's Mapping Supervisor at-�69. This document will be updated on an ongoing basis as monuments are upgraded, added or as corrections are made. TS_SERVER//SYS2\MAPS\83m\control\.scn.doc iii 2 May 2000 Pnue 1 of 2 lia County - GIS Library Measurement Units: International Foot vs. US Survey Foot Page 2 of 2 ,SRI's Arclnfo documentation provides this additional explanation: In 1959, the directors of the National Bureau of Standards and the United States Coast and Geodetic Survey agreed on a redefinition of the inch -centimeter relationship. This redefinition defined 1 inch as equal to 2.54 centimeters, exactly, or 1 foot as equal to 0.3048 meters, exactly. However, their agreement stipulated that the older value for 1 meter equaling 39.37 inches,. exactly, be retained for identifying the `U.S. survey foot'. One of the reasons for this retention was that the State Plane Coordinate Systems, which are derived from the national geodetic control network, are based on the relationship of 1 meter equaling 39.37 inches, exactly. The difference between these two values for the foot is very small, two parts per million, which is hardly measurable but not trivial when computational consistency is desired. Fundamental survey units, such as rods, chains, statute miles, acres, sections, and townships, all depend on the relationship of 1 meter equaling 39.37 inches, exactly. 3,7 Or 3. 2808 3333 ffle, In 4,r P-4,r.,K/ = 3, 2 808 3987 Nrn /V) rip c E iC��'i�I "jtjcri' r t '� V t r�jlon Surface Water Standard Details Index 200.00 - Catch Basin Type 1 200.10 - Catch Basin Type 1L 200.20 - Catch Basin Type 1P (For Parking Lot) 200.30 -Concrete Inlet 200.40 - Conversion Riser 201.00 - Catch Basin Type 2 202.00 - Catch Basin Installation 203.00 - Open Curb Face Frame and Grate Installation Detail 204.00 - Rectangular Frame 204.10 - Rectangular Solid Metal Cover 204.20 - Rectangular Vaned Grate 204.30 - Rectangular Bi-Directional Vaned Grate 204.40 - Rectangular Herringbone Grate 204.50 - Storm Round Frame and Cover 204.60 - Miscellaneous Details for Drainage Structures 205.00 - Drop Inlet Type 1 205.10 - Drop Inlet Type 2 205.20 - Grates for Drop Inlet 210.00 - Downspout Storm Drain, Under Sidewalk 211.00 - Sediment Trap 212.00 - Stake and Wire Fence 213.00 -Surface Roughing 213.10 - Waterway Installations 213.20 -Slope Installations 213.30 - Plastic Covering 213.40 - Straw Wattles 214.00 - Silt Fence 214.10 - Silt Fence Installation by Slicing 215.00 - Wheel Wash and Paved Construction Entrance 215.10 - Stabilized Construction Entrance 216.00 - Sediment Pond Plan View and Cross Section 216.10 - Sediment Pond Riser Detail 216.20 - Filter Fabric Protection 216.30 - Catch Basin Filter 216.40 - Block and Gravel Curb Inlet Protection 216.50 - Curb and Gutter Barrier Protection 217.00 - Interceptor Dike 217.10 - Interceptor Swale 217.30 - Pipe Slope Drain 217.40 - Check Dams Spacing and Cross Sections 217.50 - Level Spreader Detail and Cross Section 218.00 - Sample Small Site Erosion Control Plan 220.00 - Pipe Compaction Design and Backfill 221.00 - Beveled End Sections 221.10 - Flared End Sections Surface Water Standard Details Index 221.20 - Details for Coupling Bands for Corrugated Metal Pipes 221.30 - Strap Pipe Anchor Detail 221.40 - Coupling Bands for Corrugated Metal Pipes Type D 221.50 - Type F Coupling Bands for Corrugated Metal Pipes 222.00 - Headwalls for Culvert Pipe and Underpass 222.10 - Type 1 Safety Bars for Stepped Culvert Pipe or Pipe Arch 222.20 - Type 2 Safety Bars for Culvert or Pipe Arch (On Cross Roads) 223.00 - Debris Barrier 223.10 - Debris Barrier for Concrete Pipe 224.00 - 50 Foot dispersion Trench with Notched Board 225.00 - Typical Roof Drain Collection Storm System Civil Plans 225.10 - Typical Private Roof Drain Collection System Cross Section 225.20 - Single Family Roof Downspout Infiltration Trench 234.00 - Typical Detention Pond 234.10-Typical Detention Pond Sections 234.20 - Overflow Structure 235.00 - Typical Detention Tank 235.10 - Detention Tank Access Detail 236.00 - Typical Detention Vault 237.00 - Flow Restrictor Oil Pollution Control Tee 237.10 - Flow Restrictor Oil Pollution Control Baffle 237.20 - Flow Restrictor Oil Pollution Control Weir 237.30 - Frop-T-Shear Gate Detail 238.00-Typical Infiltration Pond 238.10 -Typical Infiltration Tank 240.00 - Baffle Oil / Water Separator 240.10 - Coalescing Plate Oil / Water Separator 241.00 - Flow Splitter - Option A 241.10 - Flow Splitter - Option B 242.00 - Flow Spreader - Option A Anchored Plate 242.10 - Flow Spreader - Option B Concrete Sump Box 243.00 - Biofiltration Swale Schematic, Cross section and Underdrain Detail 248.00 - Stormfilter Schematic 249.00 - Typical Wetpond 249.10-Typical Wetpond Sections 249.20 - WetvauIt 249.30 - Stormwater Wetland Option A 252.00 - Combined Detention and Wetpond 252.10 - Combined Detention and Wetpond - Sections Surface Water Standard Details Index 253.00 — Combined Detention and Stormwater Wetland Sections 254.00 — Combined Detention and Wetvault 260.00 — Typical Rain Garden 260.10 — Typical Rain Garden with Containment Berm FRAME AND VANED GRATE 'in 30• 2A 2p, 6 s• 6' OR 12" ONE #3 BAR HOOP FOR 6" HEIGHT TWO #3 BAR HOOPS FOR 12' HEIGHT RECTANGULAR ADJUSTMENT SECTION PRECAST BASE SECTION 43 BAR EACH CORNER 18" MIN #3 BAR HOOP NOTES 1. As acceptable altematives to the rebar shown in the PRECAST BASE SECTION, fibers (placed according to the Standard Specifications), or wire mesh having a minimum area of 0.12 square inches per foot shall be used with the minimum required rebar shown in the ALTERNATIVE PRECAST BASE SECTION. Wire mesh shall not be placed in the knockouts. 2. The knockout diameter shall not be greater than 20". Knockouts shall have a wall thickness of 2" minimum to 2.5" maximum. Provide a 1.5" minimum gap between the knockout wall and the outside of the pipe. After the pipe is installed, fill the gap with joint mortar in accordance with Standard Specification 9-04.3. 3. The maximum depth from the finished grade to the lowest pipe invert shall be 5'. 4. The frame and grate must be installed with the flange down. 5. The Precast Base Section may have a rounded floor, and the walls may be sloped at a rate of 1:24 or steeper. 6. The opening shall be measured at the top of the precast base section. All pickup holes shall be grouted full after the basin has been placed. All grade rings and castings shall be set in mortar in accordance with Standard Specification 9-04.3. 11 3e, 30• 2a z0• S 6' OR 12" ONE #3 BAR HOOP FOR 6" HEIGHT TWO #3 BAR HOOPS FOR 12" HEIGHT RECTANGULAR ADJUSTMENT SECTION HOOPS REDUCING SECTION #3 BAR EACH CORNER #3 BAR EACH SIDE PIPE ALLOWANCES MAXIMUM PIPE MATERIAL INSIDE DIAMETER REINFORCED OR 18" PLAIN CONCRETE ALL METAL PIPE 21" CPSSP* 18" (STD. SPEC. 9-05.20) SOLID WALL PVC 21• (STD. SPEC. 9-05.12(1)) PROFILE WALL PVC 21' (STD. SPEC. 9-05.12(2)) * CORRUGATED POLYETHYLENE STORM SEWER PIPE NOTES 1. As acceptable alternatives to the rebar shown in the PRECAST BASE SECTION, fibers (placed according to the Standard Specifications), or wire mesh having a minimum area of 0.12 square inches per foot shall be used with the minimum required rebar shown in the ALTERNATIVE PRECAST BASE SECTION. Wire mesh shall not be placed in the knockouts. 2. The knockout diameter shall not be greater than 26". Knockouts shall have a wall thickness of 2" minimum to 2.5" maximum. Provide a 1.5" minimum gap between the knockout wall and the outside of the pipe. After the pipe is installed, fill the gap with joint mortar in accordance with Standard Specification 9-04.3. 3. The maximum depth from the finished grade to the lowest pipe invert shall be 5'. 4. The frame and grate must be installed with the flange down. 5. The Precast Base Section may have a rounded floor, and the walls may be sloped at a rate of 1:24 or steeper. 6. The opening shall be measured at the top of the precast base section. 7. All pickup holes shall be grouted full after the basin has been placed. 8. All grade rings and castings shall beset in mortar in accordance with Standard Specification 9-04.3. #3 E EACH WAY SEE NOTE 1 PRECAST BASE SECTION ALTERNATIVE PRECAST BASE SECTION ��Y � PUBLIC WORKS CATCH BASIN TYPE 7 L STD. PLAN - 200.10 ,�o� DEPARTMENT MARCH 2O08 e; #3 BAR EACH CORNEF #3 BAR EACH SIDE a1 MAD ❑A�4 #3 BAR EACH CORNER 18" MIN, #3 BAR HOOP 30- 2a S+ 6" OR 12" PIPE ALLOWANCES MAXIMUM PIPE MATERIAL INSIDE DIAMETER REINFORCED OR 12" PLAIN CONCRETE ALL METAL PIPE 15" CPSSP * 12" (STD. SPEC. 9-05.20) SOLID WALL PVC 15" (STD. SPEC. 9-05.12(1)) PROFILE WALL PVC 15" (STD. SPEC. 9-05.12(2)) * CORRUGATED POLYETHYLENE STORM SEWER PIPE ONE #3 BAR HOOP FOR 6" HEIGHT TWO #3 BAR HOOPS FOR 12" HEIGHT RECTANGULAR ADJUSTMENT SECTION PRECAST BASE SECTION SEE NOTE 1 ALTERNATIVE PRECAST BASE SECTION NOTES 1. As acceptable alternatives to the rebar shown in the PRECAST BASE SECTION, fibers (placed according to the Standard Specifications), or wire mesh having a minimum area of 0.12 square inches per foot shall be used with the minimum required rebar shown in the ALTERNATIVE PRECAST BASE SECTION. Wire mesh shall not be placed in the knockouts. 2. The knockout diameter shall not be greater than 20". Knockouts shall have a wall thickness of 2" minimum to 2.5" maximum. Provide a 1.5" minimum gap between the knockout wall and the outside of the pipe. After the pipe is installed, fill the gap with joint mortar in accordance with Standard Specification 9-04.3. 3. The maximum depth from the finished grade to the -lowest pipe invert shall be 5'. 4. The frame and grate must be installed with the flange down. 5. The Precast Base Section may have a rounded floor, and the walls may be sloped at a rate of 1:24 or steeper. 6. The opening shall be measured at the top of the precast base section. 7. All pickup holes shall be grouted full after the basin has been placed. 8. All grade rings and castings shall be set in mortar in accordance with Standard Specification 9-04.3. ~�Y � + PUBLIC WORKS CATCH BASIN TYPE 1 STD. PLAN - 200.00 ' DEPARTMENT 'f'�p� MARCH 2O08 . ..... . 003, ------ ------ -Ica ..... ...... -H SECTION' 2, SECTION (-A ---7- anv W -6--jLl WALL ELEVAT IONS wLNG1rAlL EL EVIT ION mlNT LOCATION R S T ELEVATION AT INTEGRAL CURB WINGWALL OUTSIDE ELEVATION SECTION 1'�C _;is c F ELEVATION AT s a APPROACH SLA8 APPROACH SLAB JOINT DETAIL ELEVATION AT PAVEMENT SHIM P/,, 2 s,., IMMU 174 FR 0115 Iz- HINGE DETAIL A A 511 C3., TIE BAR DETAIL, PLAN AT TOP OF FOOTING SECTI&N @) V .1. 77 j1d a—, ill 11� R w Li LU L-11 Li 77 U Li ul L -8 1 -Z7 ELEVATION ELEVATION R- 2"ft6 PIER I '-PIER 2 ROLL 174 FR 014 aK. or PwrYEnr sfnr BRY - 1771 f00J1 r0' D' - BAMIfa LlXf 91 aAMIfR SWET rM PAVEIpITET P) iW L —,$ SE nr of tnlGS HK'X D` IAVEwe SEAI cuM as -Rots I' UIfN AINT B[IIFEN BAMIEgf _J- Ra 'r 4 -- -oI CONFNE01YS ACI IgALWAY-r 2 _ T ®R� ADR1'.Y EL 'a• �� _c - — - -,�-u) _ �n rW$^µ�SnWi ft. 'O_ It, GAA11! - I to W roMYAr W fX srMKX ty Of —0— Al BAMI(R lI& ON MIDGE 1f RI URRIER GINf ', r _ve (: `• JJJ +I - \ \ I I &LI(o�WDO WE W IKL Cis _1 `L'JN _� 70r A/ 1. —RFIf EON WINQIKLS I 1 ! L \�- ll N SLKL NOT of PLKED VMIL lf"ICK cORVA. Jr. rM PQSI 1fISI.— rs \\ i -7 ? i i I Rs / WEAR IEYs CNPtETED IN MWR To IAGV,X JKxIN4 ClEARWE \` TO /JR IfYDDNS. � '. I I .IIF SEE PIER SWET IVR \ WNCE WAPt I 6' I col 1. Plus AND farlAr: sfK Npr txaw. WALL ELEVATIONS WINGWALL ELEVATION POINT LOCATION' 0 R S T PIER I J/. al 51. 6I E rl M NJ PIER 2 M. Ts A. of I !J. 9 V. ND WINGWALL OUTSIDE ELEVATION, %A1 54 MlOAf APM)KM SLM Y JT. m can" l i iyy II � am 9AEMER- / ? 1 L A/A/ fIILER— _--1f-- APPROACH SLAB JOINT 'DETAIL -m-ap" 6 YA. • A/I. T B � F. F. - ©A NI mil. F. SECTION A 2 Ea. YL ®Nr1Nf. =rib ELEVATION AT INTEGRAL CURB r-$NDI/I P SFK S[K WIIN' NOI IITN Hof roVR[o VMlfs I AIM SfKMl. A)uREo .VINI SfN MI SfF twar PLM Tor a � fY1. ror oI Exfsr. APPRDKN pALNw PAV' I. 2• AY. COAL. rw.1 ctA a CDYPKT —RACE ctA s E WIE, 1. Sn1Y AYIIKI r ('a�/sI(D sVIIKrAc TOP pea rw Cans[ CWRst SNKL er Lr)YiILCMO M IKIm. to In[ UNIT Mlcf IfA [ACM Fm 'wioci AMRDKM SLM'. ELEVATION AT PAVEMENT SHIM rw W IOW I. SECTION B. BARRIER -- I'-6' 6• IgTEGR4 CURB /'•N' slMrKx RAW x[lonl VMrfS 6'r0 O'KR gAYf .1ti - TOP W SIOFYKx RAN` I —, � TD J.FLVsII I/ IW M INlEORK LY/M - I _o. or/fr o. ar nr_ 4Y. COW. r J• SlCEIKx rJ I C�Y''fCf Sl1BCA'IgF To,Cou SugfK'fIIG /N OIIgS[. /' YIM. I l0 A DfrlN W i' CarKTEO DEPIM. rYI. • DSx D! YARIWY 5 A.0 1efoR0 N(fOM1 CSR +� II' UM 0.0. CASIAG I J'e r-` Wplff[D NYIIDKH SlM C �_ ��OO DNaIi M L ExrfND ;werYONO R Of ID'-D' IIAgRIKt fKNT SEAT-\ xr APNpKR YM rfcaK cuaa SECT ION C AIXI n[rArL - / Nf rONT VMIfs 6' lO C. MOTE, 1),tLLI LI,.IIIII I: /1'ft. .:::.......:......... fM CElAlls M BRI" A X. 2..1SnUPM. j - _.............. SEE sIMWALI ft. I ....................... - �2. IfGIK NR6 RRM —.1 E CRYSKo SDIMKIRC !OP C'gMSf SMKL & CM51DEa0 M INCIfYMiK ro rNE VN/r MICE PER EKR fM 'MIDGE MPma.1CN J� / —WE AP mx SLM WW`5 PER 5r0. PLM A 2. KTEMATE C„Ae Km,— AWIs IrTN fOSI- rfx5ONIAO s vrtoKES ELEVATION AT APPROACH SLAB a +y B K�~ clTr [X RENTON M MAY CFEEK EnDGE 1 WING WAIL DETAILS ROTE,' PIER 2 SHOWN sna f'2fDea cal all, L. 174 FR 015 e0; R-277a7 ICaPn2D PEa s rro( I I I I 9