The URL can be used to link to this page

Home My WebLink About17906 43RD AVE NE_046118_2026 `Y CITY OF ARLINGT-1-Y 238 N. Olympic Ave. Arlington, WA 98223 G1Or (360)403-3421 RECEIPT No. 65467 RECWEAFIVE THOUSAND SEVEN HUNDRED FORTY SIX DOLLARS & 96 CENTS RECEIVED FROM DATE 'EL AMOUNT REF. NO. CITY OF MARYSVILLE 0,9/29/05 65467 59746. 96 Check 25597 Misc Receipt � - TANAA BP# . too-16 Project/Applicant P110N AMOUNT Date: �j "3t— `vim BP# p �LA49 BXRS# DESCRIP i ION AMOUNT lit Engineering mit 002.322.40.00 Right-of-way Permit 002,322.90.0.1 Miscellaneous Permit 902.343.19.00.00 2Y:%Plan Review $25.00 002.389.00.10 Deposit naps 002.341.50.00.00 Standards $25.00 002.341.50.00.00 Zoning and other maps 002.322-40.01 Grading Permit Irocessing Planning 001.345.89.02 Land Use Permit Processing 001.389.00.04 Direct Deposit 001341.50.01 Publications Building � 17 001.322.10.00 Building 5-1�� 001.345.83.00 Plan Check Fee 3 001.386.00.01 St. Bldg. Code Fee tigation Mitigation Fees 107 002.344.90.00 Trip Generation Mitigation Total Receipts 3 107.003.345.85.00 Parks Mitigation Total Receipts INSPECTION REPORT "V N G1'O Permit No.: or-( << Lot#: Address: 1-7 Cl o Ci 4 Contractor: iv-4 � O�4 Owner: Date: z-- Z-1-o-1 r4 APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. Inspector: Date: -L--z TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork 3 ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation 0 Other: INSPECTION REPORT ¢1�iN G rO Permit NdO �l� Lot#: 4' Address: ?�106— � • 7z � k1r � Z Contractor: cr 4 � t�+ 9�, �O Owner: /�ajysL'�./% �zNG Date: ^� ' oy ❑ APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION CORRECTION REQUESTED 09-Gerrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. 00& Ind inspector: Date: -O TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: &-mo INSPECTION REPORT 14G?' Permit No.: ©4 btu7 Lot#: Address: i i I o I Y 3Contractor:GAO Owner: Date: , APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. Inspector: Date: 4--7-1 -0-7 TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in DFinal ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: INSPECTION REPORT N G TD Permit No.Qy -� �/ Lot#: Q' Address: _7 e! ( Contractor: A c q lY Owner: Orr j N G Date: '7`d _d ❑ APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION XCORRECTION REQUESTED K— Corrections listed below MUST BE MADE before work can be approved. Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. J i Inspector: Date: TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in A Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: r'1`1 a INSPECTION REPORT' 4y1N G rO Permit No.: o 9 c,c z -7 Lot #: Q Address: r7C1 o 9 L( -S Contractor: Co O Owner: INGS Date: z- zZ -C)-7 2 APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. � N✓�'i sA—P P�syc�o Inspector: Date: 7--z7 TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ?21,Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: G I T1r C3F= ARL I IhICCTQIV C O N S T R U C T I O N P E R M I T PE Ft I T h10_ �4-6 1 1 8 Owner: " CITY OF MARYSVILLE, WATER TREATMENT 80 COLUMBIA AVE MARYSVILLE 9 Value of work: $10, 000. 00 Tax ID: 310521-003-006-00 Phone: 360. 651. 5100 Describe Work: DEMO EXISTING HOUSE Proposed Use: Legal Description: Job Address: 17906 43RD AVE HE Contractor's Name Type Address License# AFFORDABLE ABATEMENT GEN 3732 SMITH AVE UNIT B AFFORAI106CF TOTALS Fee Permit Fee $1$4. 50 State fee f� SrATU E: / TOTAL FEE. . . . . . . . . . . . . . . . . $104. 50 I HERE Y CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND PAYMENTS. . . . . . . . . . . . . . . . . . $0. 00 KH THE SAME TO BE TRUE AND CDR- RE T ALL PROVISIONS OF LAWS AND TOTAL DUE. . . . . . . . . . . . . . . . . $104. 50 OR I ANCES GO' RN G THIS TYPE OF Wp K WIL' BE MP ED WITH WHETHER DATE RECEIPT # S FIE N N T. ri DI G F I AL C I TY CF' ARL- I hIGTO1V C O N S T R U C T I O N P E R M I T PERM I T IVC_ = m4-6 1 1 -7 Owner: CITY OF MARYSVILLE, WATER TREATMENT 80 COLUMBIA AVE MARYSVILLE 9 Value of Work: $10, 000. 00 Tax ID: 310521-003-006-00 Phone: 360. 651. 5100 Describe Work: DEMO EXISTING GARAGE Proposed Use: Legal Description: Job Address: 17906 43RD AVE HE Contractor's mane Type Address License# AFFORDABLE ABATEMENT GEN 3732 SMITH AVE UNIT B AFFORAI106CF TOTALS Fee 9 , Permit Fee $100. 00 State fee $4. 50 l� SI TU TOTAL FEE.,. . . . . . . . . . . . . . . . $1O4. 5O I HEREB CERTIFY THAT HAVE READ PAYMENTS. . . . . . . . . . . . . . . . . . AND 50. 00 KNOW ET I NED THIS NBEPTRUEAANDCORREn ALL TOTAL DUE. . . . . . . . . . . . . . . . . $1O4. 5O OR I AKCESROVISIONS GOVERNINGOTHISWTYPEDOF W K WILL E C PLI WITH WHETHER 4 DATE RECEIPT # S C t IED R OT. �L /.�FL- B ING FFICI L l�- 9 N 114 WdOC]OE- N w� W ►*+ `�z04a= .-3aLO: 0 39 >°xcaf H.a 0 v �t x LLn nW a H x jW-IHH d� E-aFO Oz z� ao- raw xdwmzHx F' GOzH�O n W O F >-H 0 0 .� 9 O z xE+LnWOH M 1 � G E- Hy U � 0 a°" a z �oZocDw ZN Z Hs wdx aox cas F H asUZC!]tLM OE D0 L A a>-zW.j� 09 Ems- W FC�ilXF-dd3:LL X OWHUmu aEil "I Ea E 99 F A Nx 12,zo raw H H H NHd�ca03 .� O J Z W z ir) Ew- o0J Boa � 3 V is CH 4 Im < lw 04OD� I L IIffs- wA ° ��a~ C m 0; LLU J Q z �Nv W N 00 `l o E-E`tl- a w F " ui�► a ur d 4 Ixz 1 1 LL}�rn 3a a > 9 U NZ r� uo >9 Mz m H a U >a' E-o �' � w Q- d N z to to ® OC W z0 Oz 0 m F- a O H O n U) . . x x to d O N aJ'ri to s 31M m w �4 a aa) w 1� : IH aJ aJ N 0 W C+- W 0 41 N 0 0 000 b �u W N+)f�w Lt. k GI ti 0 M ! M C'J 4-H w JLtl .J a) a owro k � e0+) C m c w 60 C P-4 0 0 m A +i O F �, m m F :0+ F H 110 (, ;4a, 0 o L oWH+) o e 0 a 0 M F(I. Look Up a Contractor, Electrician or Plumber License Detail Page 1 of 3 Topic Index Contact Info NMI Search Home Safety Claims&insurance Workplace Rights Trades B Licensing Find a Law or Rule Get a Form or Publication Look Up a Contractor, Electrician or Plumber General/Specialty Contractor A business registered as a construction contractor with LEtl to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. License Information License AFFORA1106CF Licensee Name AFFORDABLE ABATEMENT INC Licensee Type CONSTRUCTION CONTRACTOR UBI 601 224450 Verify Contractor Premium Status Ind. Ins. Account Id Business Type CORPORATION Address 1 3732 SMITH AVE, UNIT B Address 2 City EVERETT County SNOHOMISH State WA Zip 98201 Phone 4253038072 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 2/6/1990 Expiration Date 9/30/2006 Suspend Date Separation Date Parent Company Previous License Next License Associated License Business Owner Information Name Role Effective Date https://fortress.wa.gov/lni/bbip/detail.aspx?License=AFFORAI106CF 8/11/2004 CWA CONSULTANTS STRUCTURAL ENGINEERING BUILDING CODE CONSULTANTS 22421 N.E.20th Street,Sammamish,WA 98074 (425)836-2833 FAX:(425)836-3707 E-Mail:chuck.cwa@verizon.net August 14, 2004 #04-6027 Water Tank Foundation 1997 Uniform Building Codes Occupancy—U Seismic Zone: 3 Wind Speed: 80 Wind Exposure: B David W. Anderson, Building Official City of Arlington 238 N. Olympic Avenue Arlington, WA 98223 Dear Mr. Anderson: We have completed our review of the foundation for the City of Marysville Stillaguamish River Water Treatment Facility. The plans are in substantial compliance with the 1997 Uniform Building Code. The plans are approved and are being returned with our indication of review on them. Please note the changes to the plans as stated below: 1. The size of the anchor bolts should be indicated on the plans since this is part of the foundation system. I have indicated this on the plans. The tank and foundation anchors are not part of this permit. Sincerely, RECEIVE® Chuck Williams SE CWA Consultants COA Engineering Dept Commercial Building Permit Application for the City of Marysville Stillaguamish River Water Treatment Plant Located at: 17906 43rd Avenue NE Arlington, WA 98223 Tax ID No: 31052100300600 Legal Description of Property THE EAST 660 FEET OF THE NORTH HALF OF THE NORTH HALF OF THE NORTHEAST QUARTER OF THE SOUTHWEST QUARTER OF SECTION 21, TOWNSHIP 31 NORTH, RANGE 5 EAST, W.M. EXCEPT THE NORTH 150 FEET OF THE EAST 350 FEET; EXCEPT THE SOUTH 150 FEET OF THE NORTH 300 FEET OF THE EAST 250 FEET, AND EXCEPT THAT PORTION CONVEYED TO SNOHOMISH COUNTY FOR ROAD PURPOSES, BY DEED RECORDED UNDER A UDITOR'S FILE NO. 7611170134; EXCEPT THE WEST 215 FEET THEREOF. SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. • City of Arlington Building Department REQUEST FOR REVIEW FORM NAME:(2& D; &O-VS-(S V; Ile- BP #: 04- (�O;7 DATE: Z Z RETURN THIS FORM BY: PROJECT SUMMARY: Wad 0-ba,4 RESPONDING DEPARTMENTS: TOM C., FIRE ❑ KAREN L., UTILITIES ❑ BILL B., NATURAL RESOURCE ❑ YVONNE P., PLANNING ❑ GREGG E., ENGINEERING ❑ JIM T., CONSULTANT ❑ CHUCK W., CONSULTANT SUBMITTAL INFORMATION IS ATTACHED. Please review the information and return this form and your comments, either on the drawings or in memo form, to the Building Department. If you have no comments, please return the form with the"No Comments" box checked. PLEASE MARK ONE BOX, SIGN, DATE,AND RETURN THIS FORM TO LINDA. ❑ COMMENTS FOR THIS REVIEW ARE IN ATTACHED MEMO l� NO COMMENTS FOR THIS REVIEW, OKAY TO ISSUE PERMIT ❑ COMMENTS REVIEWED BY DATE ZS �� • City of Arlington Building Department REQUEST FOR REVIEW FORM NAME: &Tfik�SUIA BP #: 04- W, ' 7 DATE: Z RETURN THIS FORM BY: PROJECT SUMMARY: ("6 ,bA L'al RESPONDING DEPARTMENTS: ❑ TOM C., FIRE ❑ KAREN L., UTILITIES BILL B., NATURAL RESOURCE ❑ YVONNE P., PLANNING ❑ GREGG E., ENGINEERING ❑ JIM T., CONSULTANT ❑ CHUCK W., CONSULTANT SUBMITTAL INFORMATION IS ATTACHED. Please review the information and return this form and your comments, either on the drawings or in memo form, to the Building Department. If you have no comments, please return the form with the"No Comments" box checked. PLEASE MARK ONE BOX, SIGN, DATE, AND RETURN THIS FORM TO LINDA. ❑ COMMENTS FOR THIS REVIEW ARE IN ATTACHED MEMO ❑r NO COMMENTS FOR THIS REVIEW, OKAY TO ISSUE PERMIT ❑ COMMENTS REVIEWED BY DATE • City of Arlington . Building Department REQUEST FOR REVIEW FORM NAME: Lilv�rStll� BP #: 04- �6d 7 DATE: Z RETURN THIS FORM BY: PROJECT SUMMARY: w 0�0 LX�f RESPONDING DEPARTMENTS: �� -! �v Y3� �j ❑ TOM C., FIRE ❑ KAREN L., UTILITIES ❑ BILL B., NATURAL RESOURCE YVONNE P., PLANNING GREGG E., ENGINEERING ❑ JIM T., CONSULTANT ❑ CHUCK W., CONSULTANT SUBMITTAL INFORMATION IS ATTACHED. Please review the information and return this form and your comments, either on the drawings or in memo form, to the Building Department. If you have no comments, please return the form with the"No Comments" box checked. PLEASE MARK ONE BOX, SIGN, DATE, AND RETURN THIS FORM TO LINDA. ❑ COMMENTS FOR THIS REVIEW ARE IN ATTACHED MEMO ❑ NO COMMENTS FOR THIS REVIEW, OKAY TO ISSUE PERMIT ❑ COMMENTS REVIEWED BY Pa-, DATE /al U • City of Arlington Building Department REQUEST FOR REVIEW FORM NAME: (L(/ S �131? #: 04- lo d oL 7 DATE: 0 RETURN THIS FORM BY: 16 zjj h PROJECT SUMMARY: wa-& RESPONDING DEPARTMENTS: ❑ TOM C., FIRE ❑ KAREN L., UTILITIES ❑ BILL B., NATURAL RESOURCE ❑ YVONNE P., PLANNING 'a`GREGG E., ENGINEERING ❑ JIM T., CONSULTANT ❑ CHUCK W., CONSULTANT SUBMITTAL INFORMATION IS ATTACHED. Please review the information and return this form and your comments, either on the drawings or in memo form, to the Building Department. If you have no comments, please return the form with the"No Comments" box checked. PLEASE MARK ONE BOX, SIGN, DATE,AND RETURN THIS FORM TO LINDA. ❑ COMMENTS FOR THIS REVIEW ARE IN ATTACHED MEMO ❑ NO COMMENTS FOR THIS REVIEW, OKAY TO ISSUE PERMIT COMMENTS - ' � ,�� :5;7r- REVIEWED BY DATE 2�oZ� 4 AFTER RECORDING, RETURN TO: CITY OF ARLINGTON PLANNING DIVISION 238 N. OLYMPIC AVENUE ARLINGTON, WA 98223 CITY FILE NO. S-03-073 G1l Y City of Arlington Development Services Conditional Use Permit and Variance ' tlNG"S May 14, 2004 City of Marysville Water Treatment Plant C-03-073 I. PROJECT DESCRIPTION AND REQUEST The applicant requests a conditional use permit for development of a new water filtration plant to provide filtration treatment and disinfection of the water from this Stillaguamish River source to meet EPA and Department of Health requirements. The development consists of a main building approximately 100 feet by 66 feet and 33.76 feet tall and an above-ground 200,000 gallon steel tank. The applicant proposes infiltration facilities, parking and landscaping in accordance with City of Arlington standards. The applicant has also requested two variances; one for requirement of shade trees in parking areas and one for required retention and protection for significant trees. However the shade tree requirement issue has been resolved and that variance is no longer necessary. The site approximately 1.31 acres and is zoned Residential Moderate Density. II. GENERAL INFORMATION 1. Applicant/Owner: City of Marysville, 80 Columbia Avenue, Marysville, WA 98270. 2. Contact Person: Carolyn McAlpin, 2375 130th Avenue NE Suite 200, Bellevue WA 98005. 3. General Location: The site is located at 17906 43`d Avenue NE, in Section 21, Township 31, Range 05, W.M. (Tax ID No. 310521-003-006-00). 4. Address of Property: 17906 43`d Avenue NE. \\Engineering\Planning User Documents\kremle\COM Water Treatment Plant C-03-073\WTP permit odginal.doc kjr;5/13/04 Page 1 of 5 Conditional Use Permit and Variance May 14, 2004 City of Marysville Water Treatment Plant C-03-073 III. BACKGROUND The subject conditional use permit application was received by the City of Arlington on November 21, 2003, and the application was deemed complete on December 15, 2003. A Notice of Application and Scoping Meeting was published, posted, and mailed on December 17, 2003. On January 14, 2004, a scoping meeting was held and based on concerns raised by surrounding neighbors the City of Marysville on January 15, 2004, decided to look into redesign, at this time the project was placed on hold until a determination on the building relocation was made. The revised site plans were submitted to the City of Arlington on April 13, 2004. A Notice of Public Hearing was published, posted, and mailed on April 14, 2004. IV. FINDINGS OF FACT & CONDITIONS The findings, conclusions and conditions were made by the Hearing Examiner and were based on the project description and the guidelines of approval. See attached Exhibit 2, which is the Hearing Examiner's Decision, dated May 12, 2004. V: HEARING EXAMINER DECISION On April 28, 2004, the Hearing Examiner held the Public Hearing for the City of Marysville Water Treatment Plant Conditional Use Permit and Variance (C-03-073). He approved the conditional use permit and variance based on the findings or fact, conditions, and recommendation of the draft conditional use permit dated April 21, 2004. His decision is dated May 12, 2004. VI. APPEALS Per AMC §20.20.010, to appeal this decision, an appeal application must be filed, with all required fees, within 14 days of the date of issuance of this permit. The City Council would hear the appeal of the permit and their decision would be considered the City's final decision on the underlying governmental action. VII. DECISION The conditional use permit is hereby APPROVED, subiect to the conditions approved by the Hearing Examiner. Vill. EXHIBITS 1. Hearing Examiner Decision dated May 12, 2004. 2. Approved drawings received by the City of Arlington on April 13, 2004 (on file at City Hall). 3. Design Review Board Decision dated April 21, 2004 4. File C-03-073 (City of Marysville Water Treatment Plant) (on file at City Hall). \\Engineering\Planning User Documents\kremle\COM Water Treatment Plant C-03-073\WTP permit odginal.doc kjr;5/13/04 Page 2 of 5 Conditional Use Permit and Variance May 14, 2004 City of Marysville Water Treatment Plant C-03-073 ORDERED THIS 14TH DAY OF MAY 2004. a//, -6��, Cliff St g, Planning M ger Respon ible Official Distributed to the Following Party of Record: • City of Marysville, Pat Gruenhagen, 80 Columbia Avenue, Marysville, WA 98270 • Carolyn McAlpin, 2375 130`h Avenue NE Suite 200, Bellevue, WA 98005 • Jim Abbeg, 4006 1791h Place NE, Arlington, WA 98223 • Robin Knutsen, 4009 178th Place NE, Arlington, WA 98223 • Jackie Brown, 17902 43`d Avenue NE, Arlington, WA 98223 • Paul Richart, City Engineer/Gregg Eaton, Engineering Technician, Development Services," Engineering Division • Marc Hayes, Code Compliance, Development Services, Engineering Division • Dave Anderson, Building Official, Development Services, Building Division • Kerry Wentz, Plans Examiner, Development Services, Building Division • Karen Latimer, Utilities Manager, Development Services, Utilities Division • Bill Blake, Natural Resources Manager • Sarah Hegge, Recreation Coordinator • Dale Carman, Airport Coordinator, Arlington Airport \\Engineedng\Planning User Documents\kremle\COM Water Treatment Plant C-03-073\WTP permit odginal.doc kjr;5/13/04 Page 3 of 5 Conditional Use Permit and Variance May 14, 2004 City of Marysville Water Treatment Plant C-03-073 OWNER CERTIFICATION I certify that I am the owner of record for the subject site and have been issued the above permit dated May 12, 2004. 4/- ell Owner of Record Date STATE OF WASHINGTON ) ) SS. COUNTY OF SNOHOMISH ) r I certify that I know or have satisfactory evidence that N)>°u N is L . I4° n is the person who appeared before me, and said person acknowledge that (he/she) posted copies of the attached notice on the date specified and acknowledged it to be (his/her) free and voluntary act for the uses and purposes mentioned in the instrument: IN WITNESS WHEREOF, I hereunto set my hand and official seal. h otary Public r State of Washington LILLIE LEIN Notary Public in and for the State of MY COMMISSION EXPIRES Washington residing at 1'YlQ ru rl,`/le. July 1,2005 ;5 My appointment expires -7—n-7 IT \\Engineering\Planning User Documents\kremle\COM Water Treatment Plant C-03-073\WTP permit odginal.doc kjr;5/13/04 Page 4 of 5 BEFORE THE HEARINGS EXAMINER FOR THE CITY OF ARLINGTON In the Matter of the Application of ) NO. C-03-073 CITY OF MARYSVILLE ) FINDINGS, CONCLUSIONS For Special Use Permit and Variance ) AND DECISION 1 SUMMARY OF DECISION The request for approval of a conditional use permit for development of a new water filtration plant to provide filtration treatment and disinfection of the water from a Stillaguamish River source and a variance for reduced tree replacement ratio on a site at 17906 43`d Avenue NE, Arlington Washington is GRANTED, subject to conditions. SUMMARY OF RECORD Request The City of Marysville (Applicant)requests approval of a conditional use permit for development of a new water filtration plant to provide filtration treatment and disinfection of the water from a Stillaguamish River source and variance from the tree retention ration of Arlington. The site of the development would be at 17906-34rd Avenue NE, Arlington, Washington.' The proposed facility would include a building(100 feet by 66 feet and 33.76 feet tall), an above ground 200,000 gallon steel tank, infiltration facilities, parking and landscaping of the site. Hearing Date An open record hearing on the request was held before the Hearings Examiner for the City of Arlington on April 29, 2004. Testimony At the open record hearing,the following individuals presented testimony under oath: Kristi Rimlie, Project Planner Yvonne Page Greg Eaton Pat Gruehagan Carolyn McAlpan Greg Harris Jim Abbig Robin Knutsen Jackie Brown Section 21,Township 31,Range 05, W.M.(Tax ID No.310521-003-006-00), Snohomish County Exhibits in Evidence At the open record hearing,the following exhibits were admitted as part of the record of this proceeding: Exhibit 1 Staff Report Exhibit 2 Site Plans Exhibit 3 Department Comments from City of Arlington(12 comments) Exhibit 4 SPPA documents including MDNS Exhibit 5 Legal Notices documents Exhibit 6 Application - Exhibit 7 Planning Commission Meeting Minutes—March 14,2004 Exhibit 8 Planning Commission Meeting Minutes—March 16, 2004 and April 20,2004 Exhibit 9 March 15, 2004 notes Upon consideration of the testimony and exhibits submitted at the open record hearing, the Hearings Examiner enters the following Findings and Conclusions: FINDINGS 1. The Applicant requests approval of a conditional use permit for development of a new water filtration plant to provide filtration treatment and disinfection of the water from a Stillaguamish River source and a variance from the City's tree replacement ratio. 2 The location of the site is 17906-34th Avenue NE, Arlington, Washington. It is approximately 1.31 acres and zoned Residential Moderate Density. The specifics of the request include: a new water filtration plant to provide filtration treatment and disinfection of the water from this Stillaguamish River source to meet EPA and Department of Health requirements; a main building approximately 100 feet by 66 feet and 33.76 feet tall; an above-ground 200,000 gallon steel tank; an "infiltration facility"; parking and landscaping in accordance with City of Arlington standards. In its initial application the Applicant requested two variances; one for requirement of shade trees in parking areas and one for required retention and protection for significant trees. 3 The special use permit application was deemed complete on December 15, 2003.Exhibt 1 Staff Report 2. The site approximately 1.31 acres and zoned Residential Moderate Density. A Community or Regional utility facility is a permitted use in this zone (See Arlington Municipal Code (AMC) Table 20.40-20). There is a residence on site that would be removed. Surrounding properties have similar or compatible zoning designations and uses. The properties to the north, east and west of the subject property are zoned residential moderate density and have comprehensive plan designations of medium high density residential. These properties are developed with residences. The property to the south of the subject property has a business 2.The tree replacement ratio is 3:1. 3 The shade tree requirement issue has been resolved and that variance is no longer necessary. Special Use Permit City of MarysvillrApplicant File No.C-3-073 park zoning designation and an airport industrial comprehensive plan designation. It is developed with an airport. Exhibit 1, Staff Report. 3. The subject property is served or will be served with adequate public utility services and public services. Water and storm water control and sewer will be provided to the site by the City of Marysville; garbage service will be provided by Waste Management Northwest; telephone by Verizon; electricity will be provided by Snohomish County PUD # 1; natural gas service will be provided by Cascade Natural Gas; and, cable television service will be provided by Comcast. Police and fire protection for the site is provided by the City of Arlington. The closest hospital is Cascade Valley Hospital. Exhibit 1, Staff Report. 4. Pursuant to the State Environmental Policy Act (SEPA) (RCW 43.21C) the City of Marysville was designated as the lead agency for identifying environmental impacts resulting from the proposed project. On March 9, 2004, the lead agency issued a Mitigated Determination of Nonsignificance (MDNS). No appeals were filed of that determination. Exhibit 4. The site does not lie within any known environmentally critical areas. Exhibit 1 Staff Report. 5. The proposed facility complies with minimum standards including: lot size (7,200 square feet); width requirements (60 feet); street setback standards (20 feet); lot boundary setbacks (5 feet); maximum height standards (35 feet) and minimum lot coverage (35%). These standards are established in the AMC (land use code). Exhibit 1, Staff Report,page2-3; LUC Table 20.48-4; Testimony of Kristi Rimlie. 6. In the City of Arlington Community or Regional Utility Facilities must conform to the applicable guidelines or standards as established in the Arlington Design Guidelines. The Arlington Design Review Board reviewed the design of the proposed project at meetings on March 16 and April 20, 2004. On April 21, 2004 made a determination that the project was consistent with the Design Guidelines. Testimony of Ms Rimlie; Exhibit 1, Staff Report,page 3 7. AMC Table 20.76-9 establishes that the required screening for properties that abut the subject property. The required screening includes: type A screening (minimum 5 feet of opaque screen) adjacent to single family residential uses; and type screening adjacent to the street. In addition AMC 20.76.130 requires a minimum of 20 percent of the vehicle accommodation area to be screened. As part of the project the Applicant submitted a landscape plan that depicts sufficient frontage, lot boundary, and parking area landscaping to satisfy the general landscape requirements of AMC 20.76. Exhibit 2. There are numerous trees on the south third of the property. These trees should provide sufficient screening for vehicle accommodation areas. 8. The plans of the Applicant do not show the required retention and protection of significant trees as required by AMC 20.76.120. The landscaping standards of the City require a tree replacement ratio of 3:1. The Applicant has requested a variance to provide reduced number of trees. Exhibit 1, Staff Report, page 3 Special Use Permit City of Marysville-Applicant File No.C-3-073 9. Development of the facility will eliminate 54 trees. Applying the replacement ratio to the instant project the required tree replacement is a minimum of 162 trees. However, limitations related to the physical size of the site (1.31 acres) and the need for significant underground pipes restrict the replacement to a total of 116 trees (54 existing trees and 62 new trees). The Applicant is unable to plant the additional required 47 trees without direct conflict with the proposed structures, buried facilities or paving. Because of the limitation the Applicant has requested a variance from the replacement standard. Testimony of Mr. Gruehagen 10. The City supports the variance for the reduced number of trees to be replaced. According to the City analysis the significant tree replacement to be provided along the perimeter and south of the proposed building and the clearwell provides screening and meets the intent of the tree ordinance. The staff submitted that strict enforcement of the AMC would result in practical difficulties and unnecessary hardships for the Applicant. Testimony of Ms. Rimlie IL Because of the nature of the proposed use Arlington non-residential performance standards: must be satisfied (AMC 20.44 Part III). Based on a review of the proposal and the activities that would occur on site, City staff determined that the proposed development would comply with the performance/operation standards for noise, vibration, odors, smoke and air pollution, disposal of liquid and hazardous wastes, water consumption, electrical disturbance or interference, lighting, and site and building maintenance. Testimony of Ms. Rimlie; Exhibit 1, Staff Report. 12. The required parking requirements for the proposed use (Community or Regional Utility Facility) are not specifically identified in the parking table as set forth in AMC Table 20.72- 6. In such situations, pursuant to AMC 20.72.010, the permit issuing authority (the City of Arlington Departmental Services) is given discretion and is authorized to determine the parking requirements using the parking table as a guide. Testimony or Ms. Rimlie 13. The proposed site plan shows only three parking spaces4. Although this amount of parking would not meet the standards as set forth in the parking table, it is enough to provide for the parking needs of the proposed use. The proposed site plan shows two parking spaces for the maintenance workers. No other workers or visitors would be on site and the three spaces are sufficient to meet the parking requirements. Exhibit 2. 14. The subject property is located on the west side of 43`d Avenue NE at 17906 43`d Avenue NE. The site will be accessed off 43`d Avenue NE. In the internal portion of the site there will be a truck turnaround. Near the turnaround parking will be provided. Other properties west of the site have an access easement over the internal road of the site. The access easement will not be disrupted. Exhibit 1, Staff Report; Testimony of Ms. McAlpin. ]5. The site would be automated and visited only once a day by maintenance personnel. Testimony of Mr. Gruehagen. Based on technical data of traffic engineers the project would One of the spaces is handicap accessible. Special Use Permit City of Marseille-Applicant File No C-3-073 add four average daily vehicular trips, including two —pm peak-hour trips, to the street system. The development may also add pedestrian and bicycle trips. As mitigation for these impacts to safety the City of Arlington has identified frontage improvements that must be completed. AMC §20.56.170 prohibits permits from being issued unless all roads on which the project fronts are developed with one half('/2) street standards. Frontage improvements on 43`d Avenue NE will be done in accordance with the Public Works construction standards and Improvements satisfying this requirement will be shown on the site civil construction drawings.Exhibit 1, Staff Report 16. As mitigation for impacts to the City's overall transportation system, AMC §20.90.040 requires the developer to pay transportation impact fees for each new p.m. peak-hour trip. According to the available data there will be two -peak-hour trips generated by the proposal. The mitigation fee that in effect at the time of payment.5 City transportation impact fees shall be paid prior to issuance of any building permits. Testimony of Ms. Rimlie 17. Pursuant to the SEPA MDNS, transportation mitigation fees can be paid to Washington State Department of Transportation (WSDOT) if impacts are identified. In addition, and pursuant to the City's Reciprocal Traffic Mitigation Interlocal Agreement, transportation mitigation fees can also be paid to Snohomish County for the proportionate share of average daily trips and impacts to state and county transportation facilities. However, neither WSDOT nor Snohomish County provided evidence or testimony that impact fees are required. Without such a record no transportation mitigation fees to Snohomish County or WSDOT are required. Testimony of Ms. Rimlie 18. The sound generated from the pumps, fans and other equipment on site is not projected to exceed noise standards of the City of Arlington. Testimony of Ms. Rislie. The exiting sound will not exceed 55dBa in the daytime and 45dBa at night Testimony of Mr. Gruehagen 19. As required by AMC §20.64.300, all stormwater systems are to be in compliance with AMC Chapter 13.28, Stormwater Management, and the Department of Ecology's Stormwater Management Manual for the Puget Sound Basin (The Technical Manual). A preliminary stormwater system has been submitted and the City of Arlington's preliminary review indicates that it is a conceptually feasible plan. It includes a water quality infiltration trench for stormwater. A detailed drainage review will occur during the site civil construction review process. Exhibit 1, Staff Report; Exhibit 2 20. The subject property is within the Arlington Aquifer Recharge Area. The groundwater is the primary source of municipal and domestic potable water supply in the Arlington area. Locations of municipal wells for the City of Arlington and aquifer recharge areas are shown on Figure NF-2 of the Comprehensive Plan. The Applicant must apply Best Management Practices for the protection of the aquifer recharge area for protection the groundwater resource in the Arlington Planning Area. Exhibit 1, Staff Report. The Applicant acknowledged this requirement. Testimony of Afs. McAlpin. S The current transportation impact fee is$1,038.00 for each p.m peak hour trip. Special Use Permit City of Marysville-Applicant File No.C-3-073 21. The Stillaguamish Tribe expressed concern about potential cultural resources in the area where the proposed project is projected. If any archaeological materials are discovered on the site, the State Historical Preservation Officer, the Stillaguamish Tribe, and the City of Arlington shall be contacted and measures taken to preserve the materials and the site. Exhibit 1, Staff Report. 22. The subject property is located immediately east of the Arlington Municipal Airport. Exhibit 2. Street lamps or light poles located on the property would be down-shielded as to avoid interfering with flight operations.Exhibit 1, Staff Report.: 23. Adequate water and sewer services are available to the site from the City of Marysville. All required utility services, fire hydrants and fire protection will be reviewed at submittal of civil construction drawings. All existing and planned utilities shall be shown on the site civil construction drawings. All utilities shall be operational prior to building occupancy. Testimony of Ms. Rimlie 24. Testimony was received from members of the public: a) Jim Abbeg-witness submitted that he lives approximately 350 feet from the site and did not know of project until recently. He questioned the height of the structures and whether there was to be a strobe light on the water tank. b) Robin Knutsen-witness testified that many of the neighbors have developed a good relationship with the Applicant and support the project. She remained concerned about noise from the facility. She also testified that she is concerned that the site might be a terrorist target and therefore did not want signage of any kind. She also wanted a guideline for chemicals to be used on site. Her preference for landscaping is evergreen trees and undergrowth that reflects the natural site. c) Jackie Brown-witness expressed doubts about the effectiveness of noise control. She is one of the property owners who are provided access via an easement over the internal road of the Applicant. She and others recently upgraded the road and incurred out of pocket expenses. d) Carl Blom-witness submitted that the trees by the parking area are leaf bearing and should be evergreen. 25. In response to public testimony the Applicant submitted: a) that there would be no signage ; b) that evergreens would be used where practical in an attempt to maintain the natural features and screen the site; c) that the Applicant has no plans to expand the facility; d) that all chemicals to be used have been identified in the SEPA documents and that no toxic or dangerous chemicals will be on site or used in the operation; e) that all noise standards will be met and other measures will be taken to ensure compliance with noise standards. These include placement of the intake of air on the north wall of the facility so that noise cannot escape out the east or west ends. This will mute much of the noise; and, Special Use Permit City of Marys-ille-Applicant File No C-3-073 f) those odors will not be exposed to air and all wastes will go to the sewer system. Testimony of Mr. Gruehagen CONCLUSIONS Jurisdiction The Hearings Examiner is granted the authority to hear and decide this application pursuant to Chapter 35.63 of the Revised Code of Washington(RCW) and Chapters 20.16.140(b) and 20.20.030 of the Arlington Land Use Code(LUC). Criteria for Special Use Permit Under LUC 20.16.140(c), approval of a Special Use Permit requires consistency with the following criteria: 1. The requested permit is within its jurisdiction according to the Table of Permitted Uses in LUC 20.40.010, 2. The application is complete, 3. If completed as proposed in the application,the development will comply with one or more requirements of this title (LUC 20.16 I,Zoning, Special Use, and Conditional Use Permits), 4. The proposed project complies with the SEPA,and 5. The proposed project conforms to the comprehensive plan, Transportation Plan, or other adopted plans, regulations, and policies. .Even if the Hearing Examiner finds that the application for a Special Use Permit complies with all other provisions of LUC 20.16, the Hearing Examiner may still deny the permit if he concludes,based on the information submitted at the hearing,that the proposed development, more probably than not: 1. Will materially endanger the public health and safety,or 2. Will harm adjoining or abutting property, or 3. In terms of design and use, will not be compatible with the area in which it is located. Conclusions Based Findings Conclusion 1: The proposed development,with conditions,will meet the criteria for approval of a Special Use Permit. A Community or Regional utility facility is a permitted use in a Residential Moderate Density zone. . The special use permit application was deemed complete on December 15, 2003. The proposed facility complies with zoning requirements and SEPA. Findings of Fact No. 1- 4 Special Use Permit City of Marysville-Applicant File No.C-3-073 Conclusion 2: Approval of the application,with conditions,will not endanger public health or safety;will not harm adjoining property; and will be compatible with the area in which it is to be located. The proposed facility will enhance public health and safety by providing water treatment services to the general area, including areas in the City of Arlington. As conditioned,the facility will be designed and constructed in a manner that does not impact other property in the area; will meet all development standards for the zone in which it is located; be landscaped in a manner that aesthetic relief and screening potential;provides sufficient parking and does not create unmitigated impacts. Findings of Fact Nos. 2,3,4„ S, 6, 7, 10, 11-12, 14, 15, 17, 18, 19, 21, and 22. Prior to the Hearing Examiner Hearing the proposed development has been reviewed at many public meetings. The concerns expressed at the meetings regarding parking,hazardous substances and operation characteristics are addressed in existing codes of the city and in conditions of approval of the application.Finding of Fact No. 2-3, 18. Criteria for Variance Under LUC 20.20.030(c),the Hearing Examiner may grant a variance if he concludes that strict enforcement of the code would result in practical difficulties or unnecessary hardships for the Applicant,and that by granting the variance, the spirit of the code will be observed,public safety and welfare secured, and substantial justice done. These conclusions may be reached if the Hearing Examiner finds that: 1. The Applicant can make no reasonable use of the property if the Applicant complies with the provisions of the code, 2. The hardship of which the Applicant complains is one suffered by the Applicant rather than by neighbors or general public, 3. The hardship relates to Applicant's land rather than personal circumstances, 4. The hardship is unique, or nearly so, rather than one shared by many surrounding properties, 5. The hardship is not the result of the Applicant's own actions, and 6. The variance will neither result in the extension of a nonconforming situation in violation of LUC 20.32 (Nonconforming Uses), nor authorize the initiation of a nonconforming use of land. Conclusion Based on Findings Conclusion 3: The application,with conditions,will meet the criteria for approval of a variance. In the City of Arlington landscaping standards for the project require a tree replacement ration of 3:1. The Applicant requested a variance for reduction to approximately 2:1. Because of the size of the site and the need for underground piping a unique situation exists that is normally not present with other development. Without a reduction in'the replacement ratio the strict enforcement of the AMC would result in practical difficulties and unnecessary hardships for the Applicant. Findings of Fact Nos. 6-9 Special Use Permit City of Marysville-Applicant File No.C-3-073 DECISION Based upon the preceding Findings and Conclusions,the request for approval of a Special Use Permit for development of a new water filtration plant to provide filtration treatment and disinfection of the water from a Stillaguamish River source and a variance for a reduction of the tree replacement ratio on a site at 17906 43`d Avenue NE,Arlington Washington is GRANTED, subject to the following conditions 1. All development shall be in substantial conformance with the approved site plan received April 13, 2004. It shall be subject to any conditions or modifications that may be required as part of the permit and construction plan review. The number of trees on site shall not be less than 116 trees. 2. Prior to any construction activities,the Applicant shall file and receive approval of site civil construction plans which comply«ith all requirements of the Land Use Code, Uniform Building Code, Uniform Fire Code and Public Works Construction Standards and Specifications. Said plans shall address all site improvements, either required or voluntarily,provided. 3. Prior to recordation of the approved site plan.the Applicant shall submit payment of the following estimated City of Arlington impact fees (based on 6,600 square foot building): Traffic at approximately $1,038.00 per p.m.peak-hour trip (for two trips) or approximately $2,076.00. The actual impact fees due are set by resolution at the time the fees are paid. (The amounts as set forth as an estimate). There are no WSDOT and Snohomish County Traffic Mitigation fees required for this project. 4. The Applicant shall meet all local, state, or federal code requirements. (For the Applicant to the list of code requirements in the Staff Report —Exhibit 1. It is in not necessarily a complete list of code requirements, but a general checklist of major steps and issues). The Applicant must refer to the AMC for a complete list of code requirements. 5. The Applicant shall down-shield all exterior lighting, including streetlights. Landscaping shall be consistent with City approved plans. Evergreen trees should be used wherever practical. 6. If chain link fencing is to be installed on the property, the Applicant shall install black vinyl coated chain link fencing. There shall be no signage of the site other an address. 7. Best Management Practices shall be applied for the protection of the aquifer recharge area that adequately protects the groundwater resource in the Arlington planning area. Special Use Permit City of Marysville-Applicant File No.C-3-073 8. The Applicant shall clear all outstanding Planning Division and Engineering Division permit-processing accounts with the City within 60 days of issuance of this permit. 9. Per AMC 20.16.220, this conditional use permit shall expire automatically one year of the below date of approval if the use is not commenced or if less than 10 percent of the total construction cost has not been completed. r Dated this 12 day of May, 2004 PJes M. Driscoll-Arlington Hearing Examiner Special Use Permit City of Marysville-.Applicant File No.C-3-073 Fax:4253030634 Aug 11 2004 6:20 P.01 Affordable Abatement, Inc. 3732 Smith Avenue, Unit B, Everett, Washington 98201 (428)303.8072 Fax: (425)303-0634 FaxColv/&n r - RECEIVED AUG)G f 200� DATE -8/11/2004 COA BUILDING DEPT FAX# 1-360-403-3447 To : Linda, City of Arlington - L� From ., Larry D. Whitley office Everett Time : 6.45 AM Pages: Including Cover Sheet (10) RE: 17906 43'd Ave NE, Stlllaguamish Water Filtration Attached are the Asbestos and Lead Reports for this project. Any questions please call. Thank You, Larry Fax:4253030634 Hug 11 2004 6:20 P.02 ASBESTO-'VEST,INC. ASBESTOS SURVEY 17906 43 d Ave. NE,& n¢ton,WA 98223 Par I of d IN#240314 Manch 1312004 City of Marysville 80 Columbia Ave. Marysville,WA 98270 Attn:Pot Gruenhagen " Ph;360451-5160 fim 360.651.5182 Re;$tllligualmisb Water Treatment Plant Project#W003 On March 11,2004,Asbesto-Test personnel conduoted an Aebesta survey(per U.S.E.P.A.IAat.R.-k guidelines as designated and specified by Puget Sound ClaanA►r Agency arrd Wavlt<lirglon State)Qf1h C h ouse A yhwtgwee 174 E A,4rt' Snohondsh Coun&, Washtnfton 98213. This survey purpose is to identify any Asbestos Containing Materials tint nnay be present and will require professional rensoval,pplor go demolitlowmnovadox N�OF FLNDIM BASIC CONSTRUCTION:The house is one story wood game. The exterior siding is wood fiberboard. There was no suspect ACM located beneath the fiberboard siding. INTERIOR CONSTRUCTION, FINISH", AND FLOORINGS:The interior is drywall and wood. The drywaMaping materials were sampled. Vinyl flooring materiels with relating mastios and backings were sampled per each located homogenous area. The"popcorn"ceiling material was sampled. The laminant mastic was also sampled from the kitchen and bathroom areas. The mastic was sampled from beneath the patquet wood flooring at the front entry. ELECTRICAL SY't3TF)M: The electrical wiring insulation is not of the kind to be ACM and was not sampled. Any suspect electrical wiring insulation nr any suspect 7v(Thermal S�Kstflm Insulation)found in,around, or behind arty located fuse or breaker boxes should be considered to be ACM(Assbmtos ContainingMateriol), unless determined otherwise by laboratory analysis. CONMU6 TO PACti 2 1419 Ava D.PMB N 137,Saahombh,WA 99M pb;21&914.s w hu 940-SM469 pp;2a4-a404401 Z'd 3aaip-a89709le PuowwQH uuR-Iud . Q9Zet+0 ir0 T1 2nd Fax:4253030634 Aug 11 2004 6:21 P.03 Per 9q/6 Marh13,2M ZM40314 A4090-Test,Ina (206)914-5590 N. Washfn ATTIC/WALL INSULATION: The insulation was sampled. HEATING AND VENTILATION SYSTEM: Tho gag forced air fbmacc bas been removed from the house. There was no visible suspect ACM T9I located associated with the remaining heat ducting, There was no visible suspect ACM located associated with the fireplace system. Mike.: None. ADDITIONAL STRUCTURES ON SITS 1NCLVVZD IN SURVEY: The garage/shop is adjacent to the house, The structure is wood frame on a conumic slab. The wood siding vapor barrier and composition/torch down roofing materials were sampled. The insulation was sampled: The linoleum flooring was sampled from the east end shop area. The drywall/taping was also sampled, #of structures Included in survey: one house 8c one ganagelshop Requeved by.Pd Gruenha8en ArLynn Hammond,B.Sc. Inspector,certified A.H.E.R,A. stoaredICLAY 5327 (EX,INS 8/12/04) A-r ca"IM116 to pop! ' goal �BBti-9t39-058 puuwwwH uurIud aLZ=i+0 i0 it gad Fax:4253030634 Aug 11 2004 6:21 P.04 Pepe 3 of d Mewh 1.I,2" IAW240.314 Asbeva-Test,Ina(206)914-5500 home I&shon/Par (&ia0h CO Ave.1V,Arl Men. Wati an 98223 Any And all materials identified as ACM or PAQM in this report(and/or additional material, associated with the structure that may be discovered and later Identifled as ACM or PACH),must be preeesalonally abated prior to demolition.ASSESSMENT AND QUAN'ITMICA710N OF ACM FOR ABATEMENT PURPOSES AND/OR PRICING FOR REMOVAL SHOULD BE DETMKLNED BY ON UM EVALUATION,AS LISTED QUANTITIRS ARE NOT GUARAWMED AND ARE AN APPROBATION ONLY. SAUMU01-AWAns"MWQ2 rdllYllyGMArPR/41.5 ANALYSIS ID ASHES3T081/TYPE//OUANT OTHER MATERIAL 1.0)SHEET VINYL FLOORING yea//cbtysodle H 3540% non-fibrous materials, FRUM ALCM cellulose Mtehon/dknette area under polo doomolori gold design Note:The Asbestos is in the gray/white vinyl backing. The mastic Is also ACM as It cannot be separated fYom the friable vinyl backing material. APPROX I"SQ.FT.ON WOOD 2.0)SHEET VEM FLOORING yes//ch 7wtile//3340% non-fibrous materials, FRIABLE ACM l`e111AlOSle )fists bathroom-color.brown,block,&white dodge Note.The mbestoa Is In the gray/white vinyl bucking. The mastic Is also ACM as It cannot be separated from the friable vinyl backing material. APPROX.33 SQ.Fr.ON WOOD 3.0)SHEET'VPM FLOORING yea/l chrysode 9 3540% non-fibrous materials, FRIABLE ACM cellukme Pkvnt entry under woad parquet floor dlmlor.dark gray Note:The asbestos b In the gray/white vinyl backing. The mastle is also ACM as it cannot be separated ftm the friable dwi basking material. APPROX.60 SQ.FT.ON WOOD 4.0)"POPCORN"CEILING yes//ehrysotile//2.5% non-fibrous materials, FRIABLE. ACM. cellulose,foam ALL OF TIE"POPCORN"CEILING MATERIAL MWE THE STRUCTURI IS PRESUMIi',D TO CONTAIN ASBESTO& SAMPLED FR R AEMRA PROTOCOL. APPROX.770 TOTAL SQ.FT- r A-T conflnae to page 4 �•d GBOY-B99-088 puowwRH uuR"IJU &LE :}p ;Q 11 9nd Fax:4253030634 Aug 11 2004 6:21 P.05 4 of d March 15,20W IAW240314 Asbessv-Test lna(206,914,900 hymn&sh0t&arg,'gQ 17906 4 4r°Avr NB Arlln jQ,n, Washln dyn& 23 ANALYSIS U) ASBESTOS//TYPEHOV O'l'HER MATERIAL TIRE WAS NO ASBESTOS DETECTED IN ANY OF THE REMAINING SAMPI.E5 5.0)drywall NAD non-fibrous materials boos@ cellulose,fiberglass. paint,(gypsum) 6.1)drywall taft compounds NAD non-fibrous materials, SAMPLED PER AHERA PROTOCOL cellulose,fiberglass 5.2)surf point(homogenous througliout) NAD paint,cellulose 6.0)laminamt roaft NAD adhesive,cellulose kitchen countertop 6.1)laminant mantic NAD adhesive,cellulose aaaeter bathroom countertop 6.2)lamimant mastk NAD adhesive,cellulose hall bathroom countertop 7.0)sheet vinyl flooring NAD non-fibrous materials .master batbruom-color;tan design oelluloK fiberglass 7.1)mastle NAD adhesive LO)parquet floor-tile=dc NAD adhesive,cellulose @ ftat entry 9.0)blown J!"Wation-house NAD cellulose 9.1)lasulation-house NAD fiberglass 9.2)imale ion-shop NAD fiberglass 10.0)composition rooting NAD eellulos@,tar,flberglass, &underlying materials-house non-fibrous materials 10.1)composition room , NAD cellulose,tar,fiberglass, &undertying materials-shop/garage non-fibrous materials 11.0)torch down rooting NAD cellulose,tar,fiberglass, &underlying materlah-abop/garage west end non-fibrous materials 12.0)wood siding vapor barriar NAD c411ulose,tar material beneath wood sldiog eit@riot-'shop/garage wat end S`d ZBBi•-899-08t± pucwwRH uuR'14y RL2 1*0 *0 IT and Fax:4253030634 Aug 11 2004 6:21 P.06 Aw$of 6 Afarch 13,2004 N#240314 Asbe ozest,Imr- (206)914-'SOLI sAoy/eQrageCa��79p6 4Av�NB A�U>KQron. W�rhtnDton 9872i ANALYSIS 1D ASBE, E(/ U 13.0)drywall NAD non-fibrous rnatarlalu shop cellulose,fibergLw, 13.1 d paw(gypsum) rywaU taping oompounds NAD non-fibrous matcrials, -SAMPLED PER AHERA PROTOCOL cellulose,fibcrgluas 13.2)surface paint(homapnoaw tbrov&ut) NAD paint,cellulose - . 14.0)Qnoleum flooring NAD non-fibrous materials, shop mt end-calor: Ught gmy brlek pattern 0e11u106e,tar 14.1)mastic/backing NAD adhesive,celluW%tar NOT TO SCAL9 IV I � 43fdAve.Nf� ,� HwHOM G/f-GARAGE BHOP ronr►,wr ry papa s . , 9'd ZB9b-B98-09E puawwwH uuRIJU QL29*o *0 TT gad Fax:4253030634 Aug 11 2004 6:21 P.07 d 4f d March A 2004 VW409i4 AsbaI0--r&4 Inr- (206)914-55M lime&&pjam& VA MI ArIZU2112n, W¢9 1 Some"wpir analyaet lftte tngy be o roprruntanYr analyrLt grJndtvlduat and nPOW iamplJnrs and anay, grhorhoY•now mavialt,arpr•rcribtd byA.K&R.A.pmrncnl so"l••laRen&a ILvtd with thHr cormspond/npama&ms.ratbtstoe is d hand,tAdid tampltt oonlalnitlj atbatot m1r Nand�lrN and notrd with*tnUtalt ,Acu,,. If dwring demolition or renoradon,any additlanal hidden or covilmd Ju;uer mar•rurlo,rmrlar ro rhott rd•nl�ttd N the ratrwy or•locotrd(nary Gralawlo but not/InrtJM to:•hwi vt�7J/dorina,1110 Ift+ra/1 or capbri tkwartngt orpaw3,c0mve ticlfny ar tklrrfnP,camotu plprJ,Ormrnf wallboard,rltcMIral clolh,eltcMcal wiring imnlation,th•rnral paptr,wallboard falnr eontpoundJ, vinyl Hap aovoNngr,zpachllnd danrpaa rdJ,arany olh•r taapetl TSI rllt.rnra!system Inralo(lar.)l,!hp should Dr tnaled as AJbeJrot Containing Matmals Wen derermtnad to be non•aJbeit-by loboralory an 4aij. Note.Aabesto•3'es;Ina don not aaaneteo tpproximratfoul ofgoantftin of ACM,Wch ntgy De Ilatad with tbs utlyreta.I1 Y therefore recommeaded ptnhmiuma stmtnmeat price aed/or dtaposal gootos be ObWoed by IagalrImp el to Act per Tres of spsdilio AC:N material(l.e,oquam or linear foot,e1Q.or by oe site auemmeot. Arp+mWNN abdaed pricerW ACq dlttsnba"tried or nsek►lab m Ac:vnwt hr m la a0aud dY a Rntlord asDarot abasement crx nd`W vxIIta,%arlo aamdltt m All t. Anatytlasl tat mdthM;UHEPA 6OU/R93/1164'(PLbo;WAC 296.62-07753'App,J KfY: ACM siipiiisa"AsbsstosComylningrlaWig" PALM till"Ifles"PretumodAlbatos Cows iningMstarial" CO signifla"Concrete Asbestos Board" a 514t11R06"Ian than" TSI eignitiaa•Thrrmol 8yvxm Jnsu'atlon" HVAC 'J004e"11eetfnQVm44tingAh-Condfliooh1j" NAB sigpifla"11oAsbptmDav)oted+ "Or»peromt Is tho USEPA troyulatory linft Ibr asbaWS In bulk ssanplm PLM has boon koowtis to miss asbestos In moll peroentsOR of soma samples,which contain saheatos,thus rveellvo PLM tssvits osnnot be guatemosd Fiaar tiles and wiped should be testod with 6eM M TEM,to insure aaalyticai ac¢vncy whoa npOttod fn stall paratrtsayp, Asbesta.7cxt,11m.CUIMS tesponafbility lbr rsmplo ooetc.•1t oWy. FWD OFAVORT ArLynn Hammond Analyflcal CU+rt*B.Sc. A HA profiglent L "d 8B4-B89-�9E pUOWWRH UURIJy it 2nd Fax:4253030634 Aug 11 2004 6:21 P.08 AS$ESTIsT,INC. TCL P LEAD (Pb) Test 17906 43Ave. NE Hn Eton, WA 98223 Page I e f 1 t?amw& TCLP#?40314 March 23,2004 City of Aury/ville 80 Culumblst Ave. MArYBAue,WA 98270 AMU Pat Gruenhugen Ph:*451-5160 fAl:36M51-5182 Re:StOliguamleh Water Treatment plant project#WM3 On March 11,2004,Asbesto-Test Pm'Sonnel conducted Asbestos snnTA(per US.R.p.AJA,�,&A.A. guldelinea as designated and Specified by Paget Sound Clean Air the house located @ the use pa R q'end f. III o)" State)of LLLR' ro 21 Additional random Samples wen taken of the rtrneturm to be anaonrf COMM presence of lead. The samples r�'ero oral �d for tho stream and aw �an approximate percentage of tho total debrte welgh tyzed Per TCLP protoeoL The results are on the fallowing laboratory attachment. The atethod detection limit for this test is 0.12 mg/L.. The regulatory Emit for this best is&00 3MR& The reporting limit is o.-%Wmgt THE REGULATORY LIMIT FOR THIS LEAD TCLP TEST IS 5.00 Ind. THE LEAD DETECTED WAS LESS THAN 0.50 Mg/L. THIS QUANTITY IS BELOW THE REGULATORY LIMIT. Paaase retm to 12horatary atgschment and chain Of gmtody ftmm. E ive samples,asrlened percentages approximating the total welgh debris.trere taken from and"rior of the house Le.concrenglysls as 1egrustsd per the ciemoll t n r�Yhau,raoAngThsrepwaslno�fl defected Go t fbr naly,[s above O-W tM�/L.ment labeled"XLP LEAD)ANALYSIS SUMMARY" ArLynn Hammond,B.Be Anslyticsl cbemlSt ftiepeftr,oertlAed AMRA acend.#CLAY5337(Explretr 5/121041 +2 Rtachmentx-Nbaratory report dt chain of ouetody form) 1420 Are.0.PHv Ml g7.SaahamM,WA 90190 p6,loa.914_8S0 8 fin::360 4 0 1549 PRE 2664/0-240I a'd Z88i►-B99-09E puowwi?H uWAIJd 082 tiro *0 11 Snij Fax:4253030634 Aug 11 2004 6:21 P.09 Cr Cr `5 Iq -!r $ Cn !° 1120 46 Bul Id b PLM PCM Fiber Count A PLM Point Count Q Cn PLM Oravlmetrlc c, m TEM AHEi;A AIr j CO CO fi TEM Chatfield (Sul m CO c 8, 14, N Air O M B Palm* 9'o C Paint PPM r � N z a Sou a m d 5 TCLP Pb -ACO .� y Waste Water TCLP RCRA a Weldln Fume Toxic Metal Profile � � 0 z O � m f3iocessatt8 � Slide +' Surbcc Swab c r Surface Ta a r. ma4t�i �i Bul 3 9 r 4J ZI 0 • � / �1 M . - g 'd Z@@b-B88-D9E PuowwQH MURIJy QgZs}0 }0 ZT sad Fax:4253030634 Aug 11 2004 6:21 P.10 804479.4788 FAX 804279-4907' MILP D A-MALYSIS y CLIENT: Aabesto-Teat,Inc, DATE OF RECEfPT: 14 MA'R 2004 1429 Avs, D.PM> #187 DATE OF ANALYSI6: 18 MAR 2004 Snahomish, WA 98200 DATE OF REPORT: 19 MAR 2004 CLIENT NUMBED:, 49,1256 D ENS PROJECT#: 03.04,21349 PROJECT: 240314 ENS CLIENT SAMPLE#1 SAMPLE INITIAL pH SAMPLE#— LABOR CONCENTRATION T PPM 01 52408141 100 9.47 <.50 Wood;Roofing:Brink;Drywall QUALITY Q0NTR0LjWA BATCH#., INCLUSIVE EHS SAMPLE NUMBERS: 031 804T.1 Continuing Calibration Verification 5(8.00ppm Pb) 01 Laboratory Control Standard 104%Recovery Matrix S xe 109%Recovery P Oupllcate Relative Percent Difference112%Recovery 0.00 RPD Regulatory Limit Reporting Limit 5,00mglL -Method Imlt 0,500mg/L METHOD: SW8461811/30LOA17420 ,ANALYST: Aubrey Simond8 Reviewed By Authorized Slgnatory: '� Howard Varijer,Laboratory Directoa- lrMa Famwslrl,grrcclityAsarcrance Coa dinainr ,Dauld Ya,MS,Senior Chemist Feagjjang,MS,Serticr Ceolopt.j iiICAQel A.Mueller,Qtlalily Assurance Manager Method EPA SW54a 1311 recommends 100p for analysis. Rient, r is teP nt the shall not be re roducea suGmltted by the alert, Semp!o location,description,area,volume etc.,was provided by the client, 7hle report ahei!not tre reproduced,except in full,without the written con8ent of EnvironmentalOIUMHazards Services,L.L.C. C211f0mla Certifcaflon#2319 NY FLAP#11714 LEGEND Q pram ug a microgram = Illi _ Ppm-a.Pang Pier miluon tClppb2.dot/AA2z0l08JAN200P/MR logo, L'IDlllf�ranl8 oar Ilter ^ •-PAGE 01 of 01--END OF REPORT-- OT 'd ZB9b-Q89-08E PuoruujEH UURIJU Realto t+0 11 Snd Ull A © N A • e� L �f r - ��v Fax:4253030634 Aug 10 2004 13:11 P.02 Fax:0303063d Apr 26 200d 9:02 P.01 AQeticy Casa No. PUGET SOU':NM CLEAN AIR AOBNCY Date Received ' 110 Ultion Street,Suits$00 �j�y nay �j l+ 1 �j Sunl%WA 98101-2039 �,if� 1"'B"'S UU G U Y �J i www. icleLnamar f NOTICE OF INTENT Gy Of Only Apwy Uae Only A. Pro ect x e: 1. Friable Asb4stoe Removal 2.g7rimble Asbestos Removal&Demolition 3, Aetualttion Ot:l D. Property Owners City of Marysville.Public Works Phone: (360) 651-5126 Mailing A44"Nl 80 Columbia Ave City., Marysville State: WA Zip: 98270 C. Asbestos PMr&VP TaJA-,. 6016 Coatraotort Affordable Abatement.Inc Owner/CEO: In Cbaae Contractor Mailing Addrdas: 3732 Smith Ave Unit 3 Phone: (425) 303.8092 Job No,: City: Everett State: WA Zip: 98201 Pax: (426) 303.0634 6669 D. Site A►ddrees: 17900 43n Ave NZ Ciar: Arlington Zin: 99223 Site -Manager, Carl Carl Anizoll Laoal Phone: (360) 651.5126 E, CK Asbestos Survey or No.of Date of Asbestos Was Friable Asbestos Identified? Yes No ©',Nuys Pr>tsnstsrdi 5ttssemnes; 2 Survey: 3/13/04 Wee Nvtsftiable Asbestos ldentiff4d7❑Yee i No AXEIiA BuilftS ArLyna Hammond Certification A CLAYS327 .!trash a copy of the sarvry when frlabe asbestos Inspector: .... Exp«Gate:8/12/04 has not bout ddenk4ed AxAAWA is M hotpealldonclMORw zero A Demo on start Na. of 1, Training Fire(List Fire Dept.) Information: Date; 5/11/04 5truomms: 2 2, Ord=d Demolition(such copy of Order Domolitiou AVONdamolk t'ttlr'i:eFAIF w wo an back Will nonviable asbestos bo ief in place dining chino? L, Yes Z No Contreotor; a1a e'Mao-rW"AWN Wan!, If yes,list We and qty, Friable Asbestos I WorkDays: M T W Th F Sa Su Pro ect Informadonc I Start Data: 515104 Cam lotion Date: 5/7/04 Hours; Will all ftblo asbestos material Yee Total Oty.to be Removed: Linear Ft, v 7 E No Thermal System uia on: 1 0 Boller wmuco ins. Duct Its. Iris, otber, SurfhC at' : Fi roofi:n 0 Pa:.nu Piaster Tsmwad Coming 11 Otbs>h t 1so. t Cement Bd. Gent pie '&bit Floo;� ar RnoSng Mat' Otbcr H. Asbsetoe/Danolition Project Categories: Pwdod 1Projettt Demolition Fe! �il[S'liflY! 1.Mn Is-Family Residence: A. ( Asbestos Romoval Project 0Jy A.Prior Notice A.$25 B. ❑ D molition Project(with or without asbestos removal project) D' 10 Days* B.$50 '(Asbestos removal can .U n notiAostien' demolitim must wait 10 da s Notes If the slnple fam(,iyr realdonoe Is awmed by O„e famt4 who W boas or will bit using tAe Anddenes as#heir domkilc tho above boxy lA or 12 may be checked.A!singlorfamtty residence dory not include rental prapsM,multi- anU or omy nvhVd-u: uUdGr . 2. All O V+ oliticns With No Asbestos Removal act 10 Days $200 Friable Asbestos Projects other than Sig F-00y Resident:. i Asbestos Demo 3. � 10-259 lincar foot or 48.159 s tare Not of asbestos I Prior Nodce 10 Ds s $100 $100 4 200.999 linear foot or 160.4 999 s foot of ubeatos 10 Div# S. 1,000-9,999 liners fiat or 5 000-4.949.99-Aqwn Fat of ubedtos 10 Des 5750 $250 6, ELyergwicy Asbestos PrajeQt Qr ❑ Eaaergraay Detttolftien Project Prior Votioe I'wia Project Fe* (wilo-FuWly Me idsran uT gam !hap erne say fee;bcwtar, ownen must rm-de a write&=it n2y runt L 1 osrdf+u1s a Ois intor:rad n cendiaed in thin wd&stion 4 supplemented dsu is,to the but of my kowlsdge.ammots 45 complo". to Affordable Abetment,Inc, 4/26/04� Si hart A r,10"an ate Ravf ed 9 Pug Sound 61m Air ASasay Fom N o'66-160(Fiviwd 9103)T5 �. dy AUG 10 2004 COA BUILDING DEPT Snohomish County, WA Asses' Parcel Data Page 2 of 2 Treasurer's Tax Information Taxes For answers to questions about Taxes, please contact the Treasurer's office (opens as new window) "Tax data not available" Go to.top_of_page. Assessor's Property Data Characteristics and Value Data below are for 2004 tax year. Please contact the Treasurer's office for answers to questions about Taxes (opens as new window) For questions ONLY about property characteristics or property values(NOT taxes), please contact the Assessor's O 1ce(opens as new window) Property Values do not reflect adjustments made due to an exemption, such as a senior or disabled Values persons exemption. Reductions for exemptions are made on the property tax bill. Tax Year 2004 Market Land $93,4001 Market Improvement $90,0001 Market Total $183,400 Tax Year 2005 1 Market Land $112,100 Market Improvement $1001300 Market Total $212,400 Go to.top aff page Property Characteristics Tax code Area(TCA) 00116 View Taxing Districts for this Parcel(opens as new window) Use Code 111 Single Family Residence-Detached Size Basis ACRE Size 1.92 Exemption Government Property Go to top of page Property Structures Type Yr.Built Structure Description Dwelling 1976 1 Story View Structure Data(opens as new window) Go to to of f nape Property Sales since 7/31/1999 Sales data is based solely upon excise affidavits processed by the Assessor. Explanation of Sales Information (opens as new window) Transfer Receipt Excise Deed Other Date Date Sales Price Number Type Grantor(Seller) Grantee(Buyer) Parcels 10/31/2002 11/6/2002 $271,000 371486 W SCHICKTHOMAS CITY OF No P/SCHICK TANYA F MARYSVILLE 8/11/1999 $0 154791 QC DIETER F. SCHICK THOMAS P. SCHICK No ETAL Go to top,of page Property Maps Township/Range/Section/Quarter, links to maps Neighborhood 2408000 Explanation of Neighborhood Code(opens as new window) Township 31 Range 05 Section 21 Quarter SW Find parcel maps for this Township/Range/Section View Map of this parcel (opens as new window)] http://web5.co.snohomish.wa.us/propsys/as.../PrpIng02-PareelData.asp?PN=3105210030060 8/10/2004 Snohomish County, WA Asses' Parcel Data Page 1 of 2 Snohomish .........rument information Serv€c•• CountY40 Washington * R E A L * Property Information County links:I Quick Info Directo Departments Emia�ment CalendarQuestions Search County Home Common AssessorHome Treasurer Home Information on which aepar(men to contact links: Please view Disclaimer If you have questions,comments or suggestions,please Contact Us. Date/Time:8/10/2004 1:01:22 Answers to Frame uently Asked Questions about Parcel Data(opens as new PM window) Return to PropeftXlnformation Entry page Parcel Number 31052100300600 Prev Parcel Reference 21310530060001 View Map of this parcel (opens as new window) Links to property information below • General Information Names&Addresses,Property Legal Description • Treasurer's Tax Information Total Current Year's Taxes and other information • Assessor's Property Values Market Values,Current Use Values(if any) • ASsessof s Property Characteristics Tax Code Area,Use Code,Parcel Size • Assessor'.s._Stru_cture.(s�_D,ata Data related to the structures on a parcel • Assessor's_Pro a Sales Sales recorded since 7/31/1999 • Assessor's Mapping Information Traditional and Interactive maps,Neighborhood General Information Taxpayer Name II Address (contact the Treasurer if you have questions) CITY OF MARYSVILLE 114822 GROVE STREET - - -MARYSVILLE,WA 98270 If the above mailing address is incorrect and you want to make a change, see the information on Name and Address Changes Owner Name 11 Address (contact the Assessor if you have questions) CITY OF MARYSVILLE 114822 GROVE - - - MARYSVILLE,WA 98270 Street(Situs)Address (contact the Assessor if you have questions) 17906 43RD AVE NE - - -ARLINGTON,WA 98223 Parcel Legal Description SEC 21 TWP 31 RGE 05 BEG SE CORN1/2 NE1/4 NEIA SW1/4 TH W ALG S LN THOF 445FT TH N TO N LN SD SUB TH E ALG SD N LN 95FT TO W LN E 350FT SD SUB TH S 150FT TH E 100FT TH S 150FT TH E TO E LN SD SUB TH S ALG SD E LN TPB LESS E 30FT CO RD PER 258/161 &AUD FILE 7611170134 1044/381 Go to.:top_.o...f...page. http://web5.co.snohomish.wa.us/propsys/as.../PrpIng02-ParcelData.asp?PN=3105210030060 8/10/2004 City of Arlington Development Services Draft Conditional Use Permit and Variance (j;4'vO April 21, 2004 City of Marysville Water Treatment Plant C-03-073 A. PROJECT DESCRIPTION AND REQUEST The applicant requests a conditional use permit for development of a new water filtration plant to provide filtration treatment and disinfection of the water from this Stillaguamish River source to meet EPA and Department of Health requirements. The development consists of a main building approximately 100 feet by 66 feet and 33.76 feet tall and an above-ground 200,000 gallon steel tank. The applicant proposes infiltration facilities, parking and landscaping in accordance with City of Arlington standards. The applicant has also requested two variances; one for requirement of shade trees in parking areas and one for required retention and protection for significant trees. However the shade tree requirement issue has been resolved and that variance is no longer necessary. The site approximately 1.31 acres and is zoned Residential Moderate Density. B. GENERAL INFORMATION 1. Applicant/Owner: City of Marysville, 80 Columbia Avenue, Marysville, WA 98270. 2. Contact Person: Carolyn McAlpin, 2375 130th Avenue NE Suite 200, Bellevue WA 98005. 3. General Location: The site is located at 17906 43rd Avenue NE, in Section 21, Township 31, Range 05, W.M. (Tax ID No. 310521-003-006-00). 4. Address of Property: 17906 43rd Avenue NE. 5. Description of Proposal: Development of a new water filtration plant. 6. Acreage: Approximately 1.31 acres, or 57,019 square feet. 7. Comprehensive Plan Land Use Designations, Zoning Designation and Existing Land Uses of the Site and Surrounding Area: AREA LAND USE DESIGNATION ZONING EXISTING USE Project Site Medium High Density Residential Residential Moderate Density Single-Family Residence North of Site Airport Industrial Business Park Airport South of Site Medium High Density Residential Residential Moderate Density Residential East of Site Medium High Density Residential Residential Moderate Density Residential West of Site I Medium High Density Residential I Residential Moderate Density Residential \\Engi nee ring\Planning User Documents\kremle\COM Water Treatment Plant C-03-073\WTP draft permit HE.doc kjr;4/21104 Page 1 of 9 ti I _ ,4 ..-. I 1 Draft Conditional.Use Permit and Variance April 21, 2004 City of Marysville Water Treatment Plant C-03-073 8. Public Utilities and Services Provided by: Water: City of Marysville Gas: Cascade Natural Gas Sewer: City of Marysville Cable TV: Comcast Garbage: Waste Management Northwest Police: City of Arlington Storm Water: City of Marysville Fire: City of Arlington Telephone: Verizon School: Lakewood School District Electricitv: Snohomish County PUD#1 Hospital: Cascade Vallev Hospital 9. Public Notification: A Notice of Application and Scoping Meeting was published, posted, and mailed on December 17, 2003, and a Notice of Public Hearing was published, posted, and mailed on April 14, 2004. C. ENVIRONMENTAL REVIEW An MDNS was issued by the City of Marysville, acting as lead agency, on March 9, 2004. Mitigation measures specified in the MDNS are attached as an Exhibit to this permit. (see Exhibit 4). D. BACKGROUND The subject conditional use permit application was received by the City of Arlington on November 21, 2003, and the application was deemed complete on December 15, 2003. On January 14, 2004, a scoping meeting was held and based on concerns raised by surrounding neighbors the City of Marysville on January 15, 2004, decided to look into redesign, at this time the project was placed on hold until a determination on the building relocation was made. The revised site plans were submitted to the City of Arlington on April 13, 2004. E. FINDINGS OF FACT 1. Application Process: The conditional use permit application was received by the City of Arlington on November 21, 2003. The application was deemed complete on December 15, 2003. Per AMC §20.24.010, a conditional use permit requires a public hearing before the Hearing Examiner. The hearing was scheduled and properly advertised. Per AMC §20.16.140, the Hearing Examiner makes decisions on conditional use permits and the Hearing Examiner's decision may be appealed to the City Council. 2. Comprehensive Plan: Zonina. and Permissible Uses: The City of Arlington Comprehensive Plan identifies this area as being Medium High Density Residential, and the subject property is zoned Residential Moderate Density. A Community or Regional Utility Facility is a permitted use per AMC Table 20.40-2, Permissible Uses, under Use 17.000 Utility Facility (Use 17.200 Community or Regional). 3. Density and Dimensional Standards: Per AMC Table 20.48-4, Density and Dimensional Standards, the proposed development complies with the following standards for the Residential Moderate Density zone: for a community of regional utility facility, minimum lot size (7,200), width (60 feet), street setback \\Engineering\Planning User Documents\kremle\COM Water Treatment Plant C-03-073\WTP draft permit HE.doc kjr;4/21/04 Page 2 of 8 I :, � ' I I I Draft Conditional Use Permit and Variance April 21, 2004 City of Marysville Water Treatment Plant C-03-073 (20 feet), and lot boundary setbacks (5 feet) and with maximum building height (35 feet) and lot coverage (35 percent). 4. Design: Per AMC 20.46.010, Community or Regional Utility Facilities shall conform to the applicable guidelines or standards set forth in the Design Guidelines. On March 16 and on April 20, 2004,- the Design Review Board reviewed the design of the City of Marysville Water Treatment Plant. The Design Review Board determined that the project meets the required design review guidelines pursuant to the Land Use Code and Design Review Decision dated April 21, 2004. 5. Screening and Trees: Per AMC Table 20.76-9, the required screening for the adjacent single-family residential uses is Type A, which requires a minimum 5 feet of Opaque Screen, and the required screening for the adjacent street is Type C, which requires a minimum of 10 feet of Intermittent Screen along all street frontages. Per AMC 20.76.130, a minimum of 20 percent of the vehicle accommodation area must be screened. (Note: Screen types are described in AMC 20.76.040, and suggested planting patterns to achieve the required standards are included in the Public Works Construction Standards and Specifications.) The landscape plan reflects sufficient frontage, lot boundary, and parking area landscaping to meet the general landscape requirements specified in AMC 20.76. There are numerous trees on the south third of that property. The trees should provide sufficient screening to meet the intent of the screening requirement for vehicle accommodation areas. The final site plan shall comply with the requirements of AMC 20.76. However, the applicant is not providing the required retention and protection for significant trees required per AMC 20.76.120 but has requested a variance (see paragraph below). Plant material must be guaranteed for one year, with any replacements guaranteed for one year also. As part of the conditional use permit, the applicant has requested a variance from the requirement to provide the significant tree replacement ratio of 3:1. The applicant is removing approximately 54 trees, which requires replacement of 162 trees. The applicant is able to plant a total of 115 trees throughout the project site, but because the site area is small (1.31 acres) the applicant is unable to plant the remaining 47 trees without direct conflict with the proposed structures, buried facilities or paving. Staff is supporting the variance and feels that the significant tree replacement provided along the perimeter and just south of the proposed building and south of the clearwell is acceptable in this instance. Therefore, staff recommends that it be concluded that strict enforcement of the AMC would result in practical difficulties or unnecessary hardships for the applicant and that, by granting the variance, the spirit of the code will be observed, public safety and welfare secured, and substantial justice done. 6. Non-residential Performance Standards: Per AMC 20.44 Part III, the proposed development must comply with the performance/operation standards for noise, vibration, odors, smoke and air pollution, disposal of liquid and hazardous wastes, water consumption, electrical disturbance or interference, lighting, and site and building maintenance. Per AMC 20.60.490, every development is \\Engineering\Planning User Documents\kremle\COM Water Treatment Plant C-03-073\WTP draft permit HE.doc kjr;4/21/04 Page 3 of 8 ::: I I Draft Conditional Use Permit and Variance April 21, 2004 City of Marysville Water Treatment Plant C-03-073 required to provide a dumpster; the applicant has indicated that the city staff will be responsible for removing all waste from the facility. 7. Off-street Parking: Per AMC Table 20.72-6, Parking, the required parking for the proposed use (Use 17.200, Community or Regional Utility Facility) is not specifically identified in the parking table. However, per AMC 20.72.010, the permit issuing authority is authorized to determine the parking requirements using the parking table as a guide. The proposed site plan shows 3 parking spaces, 1 of which is handicap accessible, which does meet the minimum requirements. Per AMC 20.72.100, no loading spaces are required because the normal operation does not require that goods, merchandise, or equipment be routinely delivered to or shipped from the development. However, there is a truck turnaround at the north end of the building. The proposed site plan shows 2 parking spaces and, since the only need for parking will be for maintenance workers, this should be sufficient to meet the parking requirements. 8. Streets and Sidewalks: The proposed development is located on the west side of TT Avenue NE at 17906 43`d Avenue NE. It is anticipated that this project will add 4 average daily vehicular trips, which includes 2 p.m.-peak-hour trips, to the street system as well as pedestrian and bicycle trips. The site will be accessed off of 43`d Avenue NE. a. Frontage Improvements - To mitigate safety impacts and provide both vehicular and pedestrian access to the project, AMC §20.56.170 provides that no permit may be issued for a project unless and until all roads on which the project fronts are developed to their full 'h-street standards. The ordinance provides for various ways for this to happen. The applicant is proposing frontage improvements on 43`d Avenue NE, which must be done in accordance with the Public Works construction standards. Improvements satisfying this requirement shall be shown on the site civil construction drawings. b. Impact Fees — To mitigate impacts to the City's overall transportation system, AMC §20.90.040 requires the developer to pay transportation impact fees for each new p.m.-peak-hour trip (2 p.m.-peak-hour trips). The fee shall be that fee in effect at the time of payment. (NOTE: The current transportation impact fee is $1,038.00 for each p.m.-peak-hour trip, but this may change.) City transportation impact fees shall be paid prior to issuance of any building permits. C. State and County Facilities— Pursuant to the SEPA MDNS, transportation mitigation fees shall be paid to WSDOT, and pursuant to the City's Reciprocal Traffic Mitigation Interlocal Agreement, transportation mitigation fees shall be paid to Snohomish County for this project's proportionate share of average daily trips and their impacts to state and county transportation facilities. However, since Snohomish County has stated no impact fees are required and WSDOT did not respond during the SEPA comment period, no transportation mitigation fees to Snohomish County or WSDOT are required. 9. Stormwater Management: Per AMC §20.64.300, all stormwater systems shall be in compliance with AMC Chapter 13.28, Stormwater Management, and the Department of Ecology's Stormwater Management Manual for the Puget Sound \\Engineering\Planning User Documents\kremle\COM Water Treatment Plant C-03-073\WTP draft permit HE doc kjr;4/21/04 Page 4 of 8 , I Draft Conditional Use Permit and Variance April 21, 2004 City of Marysville Water Treatment Plant C-03-073 Basin (The Technical Manual). A preliminary review of the system indicates that they have a conceptually feasible plan. A detailed drainage review will occur during the site civil construction review process. 10. Environmentally Critical Areas: Per AMC Chapter 20.88, the site does not lie within any known environmentally critical areas. 11. Groundwater Resources: The site lies within the Arlington Aquifer Recharge Area. The groundwater in this area is the primary source of municipal and domestic potable water supply in the Arlington area. Locations of municipal wells for the City of Arlington and aquifer recharge areas are shown on Figure NF-2 of the Comprehensive Plan. The applicant will apply Best Management Practices for the protection of the aquifer recharge area that adequately protects the groundwater resource in the Arlington Planning Area. 12. Potential Cultural Resources: The Stillaguamish Tribe has expressed concern about potential cultural resources in the area where the proposed project will occur. If any archaeological materials are discovered on the site, the State Historical Preservation Officer, the Stillaguamish Tribe, and the City of Arlington shall be contacted and measures taken to preserve the materials and the site. 13. Airport Management: The Arlington Municipal Airport requires that street lamps or light poles located on the property be down-shielded as to avoid interfering with flight operations. 14. Water and Sanitary Sewer: Adequate water and sewer service is available to the site from the City of Marysville; utility services, fire hydrants and fire protection are required and will be reviewed when site civil construction drawings are submitted. All existing and planned utilities shall be shown on the site civil construction drawings. All utilities shall be operational prior to building occupancy. F. CONCLUSIONS 1. The City of Arlington Comprehensive Plan identifies this area as being Medium High Density, and the subject property is zoned Residential Moderate Density. A Community or Regional Utility Facility is a permitted use per AMC Table 20.40-2, Permissible Uses, Use 17.200 Community of Regional Utility Facility. Therefore, the proposed development as noted and conditioned is consistent with policies governing those types of uses and is allowed in the Residential Moderate Density. 2 The requested conditional use permit, as conditioned, is consistent with all AMC Title 20 requirements; permit processing procedures, and all other applicable codes. 3. The conditional use permit should be approved subject to conditions noted below. \\Engineering\Planning User Documents\kremle\COM Water Treatment Plant C-03-073\WTP draft permit HE.doc kjr;4/21/04 Page 5 of 8 Draft Conditional Use Permit and Variance April 21, 2004 City of Marysville Water Treatment Plant C-03-073 G. CONDITIONS The applicant shall meet the following required conditions in order to receive approval for the conditional use permit. 1. All development shall be in substantial conformance with the approved site plan received April 13, 2004, subject to any conditions or modifications that may be required as part of the permit and construction plan review. 2. Prior to any construction activities, the applicant shall file and receive approval of site civil construction plans which comply with all requirements of the Land Use Code, Uniform Building Code, Uniform Fire Code and Public Works Construction Standards and Specifications. Said plans shall address all site improvements, either required or voluntarily provided. 3. Prior to recordation of the approved site plan, the developer shall submit payment of the following estimated City of Arlington impact fees (based on 6,600 square foot building): Traffic at $1,038.00 per p.m.-peak-hour trip, which is 2, or $2,076.00. (Note: Actual impact fees due are those as set by resolution at the time the fees are paid. These amounts are provided here as an estimate. They may either increase or decrease by the time they are paid.) (Note: There are no WSDOT and Snohomish County Traffic Mitigation fees required for this project.) 4. The developer shall meet all local, state, or federal code requirements. Attached is a list of code requirements that are specifically called to the developer's attention. It is in no way intended to be a complete list of code requirements, but a general checklist of major steps and issues. Please refer to the AMC for a complete list of code requirements for your particular project type. 5. The developer shall down-shield all exterior lighting, including streetlights. 6. If chain link fencing is to be installed on the property, the developer shall install black vinyl coated chain link fencing. 7. Best Management Practices shall be applied for the protection of the aquifer recharge area that adequately protects the groundwater resource in the Arlington planning area. 8. The developer shall clear all outstanding Planning Division and Engineering Division permit-processing accounts with the City within 60 days of issuance of this permit. 9. Per AMC 20.16.220, this conditional use permit shall expire automatically one year of the below date of approval if the use is not commenced or if less than 10 percent of the total construction cost has not been completed. H. HEARING EXAMINER DECISION On April 28, 2004, the Hearing Examiner held the public hearing for the City of Marysville Water Treatment Plant Conditional Use Permit (C-03-073). He approved/denied the conditional use \\Engineering\Planning User Documents\kremle\COM Water Treatment Plant C-03-073\WTP draft permit HE.doc kjr;4/21/04 Page 6 of 8 .: .: 1 Draft Conditional Use F.,.mit and Variance April 21, 2004 City of Marysville Water Treatment Plant C-03-073 permit based on the findings or fact, conditions, and recommendation of the draft conditional use permit dated April 21, 2004. His decision is dated XX. I. APPEALS Per AMC §20.20.010, to appeal this decision, an appeal application must be filed, with all required fees, within 14 days of the date of issuance of this permit. The City Council would hear the appeal of the permit and their decision would be considered the City's final decision on the underlying governmental action. J. DECISION The conditional use permit is hereby APPROVED, subject to the conditions specified in Section G above. K. EXHIBITS 1. Approved drawings received by the City of Arlington on April 13, 2004. 2. Design Review Board Decision dated April 21, 2004. 3. File C-03-073 (City of Marysville Water Treatment Plant) (on file at City Hall). 4. Mitigated Determination of Nonsignificance dated March 9, 2004. ORDERED THIS XX DAY OF APRIL 2004. Cliff Strong, Planning Manager Responsible Official Distributed to the Following Party of Record: • City of Marysville, Pat Gruenhagen, 80 Columbia Avenue, Marysville, WA 98270 • Carolyn McAlpin, 2375 130th Avenue NE Suite 200, Bellevue, WA 98005 • Paul Richart, City Engineer/Gregg Eaton, Engineering Technician, Development Services, Engineering Division • Marc Hayes, Code Compliance, Development Services, Engineering Division • Dave Anderson, Building Official, Development Services, Building Division • Kerry Wentz, Plans Examiner, Development Services, Building Division • Karen Latimer, Utilities Manager, Development Services, Utilities Division • Bill Blake, Natural Resources Manager • Sarah Hegge, Recreation Coordinator • Dale Carman, Airport Coordinator, Arlington Airport \\Engineering\Planning User Documents\kremle\COM Water Treatment Plant C-03-073\WTP draft permit HE.doc kjr;4/21/04 Page 7 of 8 CITY OF ARLINGTON CODE REQUIREMENTS NOTE: The following items are not conditions of permit approval but rather certain local, state, or federal code requirements that the developer needs to be aware of. This is in no way intended to be a complete list of code requirements, but is a general checklist of major steps and issues. Please refer to the Arlington Municipal Code for a. complete list of code requirements for your particular project type. 1. Code Applicability. This permit is subject to the applicable requirements contained in the Arlington Municipal Code, Land Use Code, and Building Code. It is the responsibility of the developer to ensure compliance with the various provisions contained in these ordinances. 2. Pre-Construction Phase. Prior to commencing any site work, including installing any easement or right-of-way improvements, utility systems, drainage systems, street lights, mailbox structures, emergency facilities, storm water control systems, or any other improvements, the developer shall submit site civil construction improvement plans for review and approval by the Department of Development Services, Engineering Division. Said plans shall be in conformance with applicable code and below listed conditions. a. The developer shall survey and mark all property corners prior to review of any submitted construction plans. b. The developer shall design and install erosion control measures deemed necessary by the City. These measures shall be installed and inspected by the City prior to the issuance of any permits. C. The developer shall undertake no site preparation or other disturbances within environmentally sensitive areas or their required buffers. d. The developer shall submit to the Engineering Division and receive approval of a storm-water run-off and detention plan in conformance with the AMC Chapter 13.28, Stormwater Management, and the Department of Ecology's Stormwater Management Manual for the Puget Sound Basin (The Technical Manual) for both the construction phase and a permanent system. e. The developer shall place all new utility lines underground. f. The developer shall provide a temporary rock pad at all points of ingress and egress to the site throughout the construction phase. g. The developer shall show locations of all required streetlights on the construction plans and install them as designed. \\Engineering\Planning User Documents\kremle\COM Water Treatment Plant C-03-073\WTP draft permit HE.doc kjr;4/21/04 Code Requirements;3 Pages h. The developer shall obtain a right-of-way permit prior to any work done in a public right-of-way. (NOTE: City departments are exempt from right-of- way permits.) i. The developer shall install all low sodium or similar low intensity illumination lighting and it shall be placed in a way as to not cause glare on an adjoining property or right-of-way. 3. Construction Phase. The following conditions shall apply during construction. a. The developer shall follow all applicable noise and other nuisance codes. b. The developer shall not track mud and dirt onto public rights-of-way, but if tracked by accident, the developer shall clean it up immediately. C. During any site grading or clearing activity, the developer and contractor shall use all available means of controlling air pollution (dust, ash, and smoke). d. The restrictions of the AMC shall apply to any and all grading. 4. Installation of Improvements. Prior to receiving a Certificate of Occupancy, the developer shall: a. Install all rights-of-way and access easement improvements on all proposed streets internal and existing streets adjacent to the project in accordance with the requirements of AMC Chapter 20.56 and per Public Works Construction Standards and Specifications. The developer shall coordinate with all adjacent developments the final design of the street improvements and/or include the appropriate transition tapers for the street pavement from the property. b. Install a potable water system to serve the project per City of Marysville Engineering requirements. Water is to be served by the City of Marysville. This system cannot be deferred if a performance bond is secured. Both water and sanitary sewer must be completely installed and approved before either a temporary or permanent Certificate of Occupancy is issued. C. Relocate any existing water facilities and/or install water services/fire hydrants at the expense of the developer. d. Install a sanitary sewer system per Engineering Division requirements. Sanitary sewer is provided by the City of Marysville. This system cannot be deferred if a performance bond is secured. Both water and sanitary sewer must be completely installed and approved before either a temporary or permanent Certificate of Occupancy is issued. e. Relocate any existing sanitary sewer mains and/or sanitary side sewer connections at the expense of the developer. \\Engineering\Planning User Documents\kremle\COM Water Treatment Plant C-03-073\WTP draft permit HE.doc kjr:4/21/04 Code Requirements;3 Pages I I f. Install a permanent storm water control system per AMC Chapter 13.28. g. All of the above improvements shall be completed prior to occupancy of the site or any building unless the City Engineer or his/her designee determines that exigent circumstances exist-The City Engineer or his/her designee, at his/her sole discretion, may then allow the developer to submit a performance security for those specific project components at 125 percent. (NOTE: Code requirements for infrastructure improvements are based on conceptual information as submitted by the applicant for the land use permit. Additional specific requirements may be required upon review of the engineered construction drawings submitted by the developer. All improvements are subject to review and approval by the Engineering Division. All utilities shall be constructed underground.) \\Engineering\Planning User Documents\kremle\COM Water Treatment Plant C-03-073\WTP draft permit HE.doc kjr:4/21/04 Code Requirements;3 Pages dla'�U�kN CITY OF AR L I N GTO N Invoice No. 2005-6027/6028 238 N. Olympic Ave. Arlington, WA 98223 360-403-3431 fax 360.403.3447 INVOICE - Customer Name City_ of Marysville Date 9/6/2005 Address 80 Columbia Ave Order No. 04-6027 & 04-6028 City Marysville State WA ZIP 98270 PO E098 Phone 360-651-5100 FOB EQTY Description Item TOTAL Building Permit 04-6027 $2,259.58 $2,259.58 Building Permit 04-6028 $3,487.38 $3,487.38 Any question regarding this invoice please contact Linda Friddle @ 360.403.3431 IfriddletcDci.arlin4ton.wa.us SubTotal $5,746.96 �- Payment Details Q Cash Q Check 0 Credit Card TOTAL $5,746.96 Name CC# Please send payment Attention Expires Building Department Make check payable to City of Arlington If you have questions regarding this invoice please call(360) 403-3431 i :` f PUBLIC WORKS DEPARTME"T Purchase Order 80 Columbia Ave. •City of Marysville Marysville,WA 9$270 Show this Purchase Order Number IMCO./OIIA7801 fl (360) 651-5100 on all correspondence,Invoices, ' ND —O Q 8 shipping papers and packages. 7 DATE ACCT.CODE � SHIP TO To: l ATTENTION: y- - I I I I I I J 1 i I I I I I I I 1 I I I I I I I I I I 1 1 NOTES: ----� AUINORIZED BY: RECEIVED BY: OEM- ON- ■ III_ IrNI emon I I L IN i � ■ I r ■ i I r I, - City of Arlington Building Permit Application 04-6028 For the City of Marysville Stillaguamish River Water Treatment Plant o w s, � " 37434 <, � ICOA `s ANAL e.A�f` G ®Epr Sections /q �, Pages TECHNICAL SPECIFICATIONS EXPIRES 12,/09� 0S -] DIVISION 03 - CONCRETE 03100 Concrete Formwork........................................................... 03100-1 - 03100-5 03200 Reinforcement Steel.......................................................... 03200-1 - 03200-7 03290 Joints in Concrete ............................................................. 03290-1 - 03290-11 03300 Cast-in-Place Concrete..................................................... 03300-1 - 03300-26 03315 Grout............................................................... .......... ...... 03315-1 - 03315-6 DIVISION 04 - MASONRY 04232 Reinforced Concrete Block Masonry................................. 04232-1 - 04232-8 DIVISION 05 - METALS 05100 Structural Steel Framing.................................................... 05100-1 - 05100-5 05210 Open Web Steel Joists......................................... .. ......... 05210-1 - 05210-3 05300 Metal Decking ................................................. ................. 05300-1 - 05300-4 05400 Cold Formed (light) Metal Framing.................................... 05400-1 - 05400-5 05500 Miscellaneous Metalwork.................................................. 05500-1 - 05500-10 DIVISION 06 -WOOD AND PLASTICS 06100 Rough Carpentry............................................................... 06100-1 - 06100-4 06200 Finish Carpentry and Millwork..................................... .. . 06200-1 - 06200-7 DIVISION 07 -THERMAL AND MOISTURE PROTECTION .. ...... 07210 Building Insulation............................................................. 07210-1 - 07210-7 07410 Metal Roof and Wall Panels.............................................. 07410-1 07410-4 07600 Flashing and Sheet Metal.................................................. 07600-1 - 07600-6 07800 Skylights ........................................................................... 07800-1 - 07800-3 07920 Sealants and Caulking ...................................................... 07920-1 - 07920-6 DIVISION 08 - DOORS AND WINDOWS 08110 Steel Doors and Frames ................................................... 08110-1 - 08110-5 08330 Overhead Coiling Doors.................................................... 08330-1 - 08330-4 MWH-061804 TABLE OF CONTENTS 1520315- STILLAGUAMISH RIVER WTP PAGE - 1 i r I I� 08360 Overhead Doors............................................................... 08360-1 - 08360-4 08710 Finish Hardware............................................................... 08710-1 - 08710-11 08800 Glazing................................................................... . 08800-1 - 08800-5 DIVISION 09 - FINISHES 09250 Gypsum Board................................................................. 09250-1 - 09250-5 09310 Ceramic Tile..................................................................... 09310-1 - 09310-6 09500 Acoustical Ceiling System................................................ 09500-1 - 09500-4 09650 Resilient Flooring .............................................................. 09650-1 - 09650-3 09800 Protective Coating............................................................. 09800-1 - 09800-22 09900 Architectural Paint Finishes............................................... 09900-1 - 09900-8 DIVISION 10 - SPECIALTIES 10200 Louvers and Vents............................................................ 10200- - 10200-5 10400 Identifying Devices............................................................ 10400-1 - 10400-3 10500 Lockers ............................................................................. 10500-1 - 10500-2 10520 Fire Protection Specialties................................................. 10520-1 - 10520-2 10800 Toilet and Bath Accessories.............................................. 10800-1 - 10800-2 DIVISION 13 - SPECIAL CONSTRUCTION 13080 Sound Control Window Systems....................................... 13080-1 - 13080-4 DIVISION 15 - MECHANICAL 15450 Plumbing Equipment......................................................... 15450-1 - 15450-4 15500 Heating, Ventilating, and Air Conditioning ......................... 15500-1 - 15500-15 15570 Gas Fired Air Heating Systems......................................... 15570-1 - 15570-2 15650 Air Conditioning................................................................. 15650-1 - 15650-5 15850 Fans, Blowers, and Ventilators.......................................... 15850-1 - 15850-3 MWH-061804 TABLE OF CONTENTS 1520315- STILLAGUAMISH RIVER WTP PAGE - 2 i SECTION 03100 - CONCRETE FORMWORK PART 1 --GENERAL 1.1 THE REQUIREMENT A. The CONTRACTOR shall furnish concrete formwork, bracing, shoring, and supports for cast-in-place concrete and shall design and construct falsework in accordance with the Contract Documents. 1.2 CONTRACTOR SUBMITTALS A. Furnish submittals in accordance with Section 01300 - Contractor Submittals. B. Manufacturer's information demonstrating compliance with requirements for the following: 1. Form ties and related accessories, including taper tie plugs, if taper ties are used. 2. Form gaskets. 3. Form release agent, including NSF certification if not using mineral oil. 4. List of form materials and locations for use. 1.3 QUALITY ASSURANCE A. Tolerances: The variation from required lines or grade shall not exceed 1/4-inch in 10 feet, non-cumulative, and there shall be no offsets or visible waviness in the finished surface. All other tolerances shall be within the tolerances of ACI 117 - Standard Tolerances for Concrete Construction and Materials PART 2 -- PRODUCTS 2.1 GENERAL A. Except as otherwise expressly accepted by the ENGINEER, lumber brought on the Site for use as forms, shoring, or bracing shall be new material. Forms shall be smooth surface forms and shall be of the following materials: Walls - Steel, fiberglass, or plywood panel Columns - Steel, plywood or fiberglass Roof and floor - Plywood All other work - Steel panels, fiberglass, plywood or tongue and groove lumber B. Form materials which may remain or leave residues on or in the concrete shall be certified as compliant with NSF Standard 61 — Drinking Water System Components. MWH-05302003 CONCRETE FORMWORK 1520315 — STILLAGUAMISH RIVER WTP PAGE 03100-1 2.2 FORM AND FALSEWORK MATERIALS A. Materials for concrete forms, formwork, and falsework shall conform to the following requirements: 1. Lumber shall be Douglas Fir or Southern Yellow Pine, construction grade or better, in conformance with U.S. Product Standard PS 20 - American Softwood Lumber Standard Plywood for concrete formwork shall be new, waterproof, synthetic resin bonded, exterior type Douglas Fir or Southern Yellow Pine plywood manufactured especially for concrete formwork, shall conform to the requirements of PS 1 — Construction and Industrial Plywood, for Concrete Forms, Class I, and shall be edge sealed. 2. Form materials shall be metal, wood, plywood, or other material that will not adversely affect the concrete and will facilitate placement of concrete to the shape, form, line, and grade indicated. Metal forms shall accomplish such results. Wood forms for surfaces to be painted shall be Medium Density Overlaid plywood, MDO Ext. Grade. B. Unless otherwise indicated, exterior corners in concrete members shall be provided with 3/4-inch chamfers or be tooled to 1/2-inch radius. Re-entrant corners in concrete members shall not have fillets unless otherwise indicated. C. Forms and falsework to support the roof and floor slabs shall be designed for the total dead load, plus a live load of 50 psf minimum. The minimum design load for combined dead and live loads shall be 100 psf. 2.3 FORM TIES A. Form ties shall be provided with a plastic cone or other suitable means for forming a conical hole to insure that the faun lie may be broken off back of the face of the concrete. The maximum diameter of removable cones for rod ties, or of other removable form-tie fasteners having a circular cross-section, shall not exceed 1-1/2 inches; and all such fasteners shall be such as to leave holes of regular shape for reaming. Form ties for water-retaining structures shall have integral waterstops that tightly fit the form tie so that they cannot be moved from mid-point of the tie. Form ties shall be Wrench Head Snap Tie by MeadowBurke; Snap-Ties by Dayton/Richmond; or equal. B. Removable taper ties may be used when approved by the ENGINEER. A preformed neoprene or polyurethane tapered plug sized to seat at the center of the wall shall be inserted in the hole left by the removal of the taper tie. Use Taper-Tie by MeadowBurke; Taper-Tie by Dayton/Richmond; or equal. PART 3 -- EXECUTION 3.1 GENERAL A. Forms to confine the concrete and shape it to the required lines shall be used wherever necessary. The CONTRACTOR shall assume full responsibility for the adequate design of all forms, and any forms which are unsafe or inadequate in any respect shall promptly be removed from the WORK and replaced. Provide worker protection from protruding MWH-05302003 CONCRETE FORMWORK 1520315 — STILLAGUAMISH RIVER WTP PAGE 03100-2 reinforcement bars in accordance with applicable safety codes. A sufficient number of forms of each kind shall be available to permit the required rate of progress to be maintained. The design and inspection of concrete forms, falsework, and shoring shall comply with applicable local, state, and Federal regulations. Plumb and string lines shall be installed before concrete placement and shall be maintained during placement. Such lines shall be used by CONTRACTOR's personnel and by the ENGINEER and shall be in sufficient number and properly installed. During concrete placement, the CONTRACTOR shall continually monitor plumb and string line form positions and immediately correct deficiencies. B. Concrete forms shall conform to the shape, lines, and dimensions of members required, and shall be substantial, free from surface defects, and sufficiently tight to prevent leakage. Forms shall be properly braced or tied together to maintain their position and shape under a load of freshly-placed concrete. If adequate foundation for shores cannot be secured, trussed supports shall be provided. 3.2 FORM DESIGN A. Forms shall be true in every respect to the required shape and size, shall conform to the established alignment and grade, and shall be of sufficient strength and rigidity to maintain their position and shape under the loads and operations incident to placing and vibrating the concrete. Suitable and effective means shall be provided on all forms for holding adjacent edges and ends of panels and sections tightly together and in accurate alignment so as to prevent the formation of ridges, fins, offsets, or similar surface defects in the finished concrete. Plywood, 5/8-inch and greater in thickness, may be fastened directly to studding if the studs are spaced close enough to prevent visible deflection marks in the concrete. The forms shall be tight so as to prevent the loss of water, cement, and fines during placing and vibrating of the concrete. Specifically, the bottom of wall forms that rest on concrete footings or slabs shall be provided with a gasket to prevent loss of fines and paste during placement and vibration of concrete. Such gasket may be a 1- to 1-1/2-inch diameter polyethylene rod held in position to the underside of the wall form. Adequate clean-out holes shall be provided at the bottom of each lift of forms. The size, number, and location of such clean-outs shall be as acceptable to the ENGINEER. Whenever concrete cannot be placed from the top of a wall form in a manner that meets the requirements of the Contract Documents, form windows shall be provided in the size and spacing needed to allow placement of concrete to the requirements of Section 03300 - Cast-in-Place Concrete. The size, number, and location of such form windows shall be as acceptable to the ENGINEER. 3.3 CONSTRUCTION A. Vertical Surfaces: All vertical surfaces of concrete members shall be formed, except where placement of the concrete against the ground is indicated. Not less than 1-inch of concrete shall be added to the indicated thickness of a concrete member where concrete is permitted to be placed against trimmed ground in lieu of forms. Permission to do this on other concrete members will be granted only for members of comparatively limited height and where the character of the ground is such that it can be trimmed to the required lines and will stand securely without caving or sloughing until the concrete has been placed. B. Construction Joints: Concrete construction joints will not be permitted at locations other than those indicated, except as may be acceptable to the ENGINEER. When a second lift is placed on hardened concrete, special precautions shall be taken in the way of the number, location, and tightening of ties at the top of the old lift and bottom of the MWH-05302003 CONCRETE FORMWORK 1520315 — STILLAGUAMISH RIVER WTP PAGE 03100-3 new to prevent any unsatisfactory effect whatsoever on the concrete. Pipe stubs and anchor bolts shall be set in the forms where required. C. Form Ties 1. Embedded Ties: Holes left by the removal of form tie cones shall be reamed with suitable toothed reamers so as to leave the surface of the holes clean and rough before being filled with mortar. Wire ties for holding forms will not be permitted. No form-tying device or part thereof, other than metal, shall be left embedded in the concrete. Ties shall not be removed in such manner as to leave a hole extending through the interior of the concrete members. The use of snap-ties which cause spalling of the concrete upon form stripping or tie removal will not be permitted. If steel panel forms are used, rubber grommets shall be provided where the ties pass through the form in order to prevent loss of cement paste. Where metal rods extending through the concrete are used to support or to strengthen forms, the rods shall remain embedded and shall terminate not less than 1-inch back from the formed face or faces of the concrete. 2. Removable Ties: Where taper ties are approved for use, the larger end of the taper tie shall be on the wet side of walls in water retaining structures. After the taper tie is removed, the hole shall be thoroughly cleaned and roughened for bond. A precast neoprene or polyurethane tapered plug shall be located at the wall centerline. The hole shall be completely filled with non-shrink grout for water bearing and below-grade walls. The hole shall be completely filled with non-shrink or regular cement grout for above-grade walls which are dry on both sides. Exposed faces of walls shall have the outer 2 inches of the exposed face filled with a cement grout which shall match the color and texture of the surrounding wall surface. 3.4 REUSE OF FORMS A. Forms may be reused only if in good condition and only if acceptable to the ENGINEER. Light sanding between uses will be required wherever necessary to obtain uniform surface texture on all exposed concrete surfaces. Exposed concrete surfaces are defined as surfaces which are permanently exposed to view. In the case of forms for the inside wall surfaces of hydraulic/water retaining structures, unused tie rod holes in forms shall be covered with metal caps or shall be filled by other methods acceptable to the ENGINEER. 3.5 REMOVAL OF FORMS A. Careful procedures for the removal of forms shall be strictly followed, and this WORK shall be done with care so as to avoid injury to the concrete. No heavy loading on green concrete will be permitted. In the case of roof slabs and above-ground floor slabs, forms shall remain in place until test cylinders for the roof concrete attain a minimum compressive strength of 75 percent of the 28-day strength in Section 03300. No forms shall be disturbed or removed under an individual panel or unit before the concrete in the adjacent panel or unit has attained 75 percent of the 28-day strength and has been in place for a minimum of 7 days. The time required to establish said strength shall be as determined by the ENGINEER who will make several test cylinders for this purpose from concrete used in the first group of roof panels placed. If the time so determined is more than the 7-day minimum, then that time shall be used as the minimum length of time. Forms for vertical walls of waterholding structures shall remain in place at least 36 hours after the concrete has been placed. Forms for parts of the WORK not specifically MWH-05302003 CONCRETE FORMWORK 1520315 — STILLAGUAMISH RIVER WTP PAGE 03100-4 mentioned herein shall remain in place for periods of time as recommended in ACI 347 - Guide to Formwork for Concrete. 3.6 MAINTENANCE OF FORMS A. Forms shall be maintained at all times in good condition, particularly as to size, shape, strength, rigidity, tightness, and smoothness of surface. Before concrete is placed, the forms shall be thoroughly cleaned. The form surfaces shall be treated with a nonstaining mineral oil or other lubricant acceptable to the ENGINEER. Any excess lubricant shall be satisfactorily removed before placing the concrete. Where field oiling of forms is required, the CONTRACTOR shall perform the oiling at least two weeks in advance of their use. Care shall be exercised to keep oil off the surfaces of steel reinforcement and other metal items to be embedded in concrete. 3.7 FALSEWORK A. Falsework shall be designed and constructed to provide the necessary rigidity and to support the loads. Falsework for the support of a superstructure shall be designed to support the loads that would be imposed if the entire superstructure were placed at one time. B. Falsework shall be placed upon a solid footing, safe against undermining, and protected from softening. When the falsework is supported on timber piles, the maximum calculated pile loading shall not exceed 20 tons. When falsework is supported on any portion of the structure which is already constructed, the load imposed by the falsework shall be spread, distributed, and braced in such a way as to avoid any possibility of damage to the structure. - END OF SECTION - MWH-05302003 CONCRETE FORMWORK 1520315— STILLAGUAMISH RIVER WTP PAGE 03100-5 SECTION 03200 - REINFORCEMENT STEEL PART 1 -- GENERAL 1.1 THE REQUIREMENT A. The CONTRACTOR shall provide reinforcement steel and appurtenant work, complete and in place, in accordance with the Contract Documents. 1.2 CONTRACTOR SUBMITTALS A. Furnish submittals in accordance with Section 01300 - Contractor Submittals, B. Shop Drawings 1. Shop bending diagrams, placing lists, and drawings of all reinforcement steel prior to fabrication. The shop bending diagrams shall show the actual lengths of bars, to the nearest inch measured to the intersection of the extensions (tangents for bars of circular cross section) of the outside surface. Include bar placement diagrams which clearly indicate the dimensions of each bar splice. 2. Details of the concrete reinforcement steel and concrete inserts shall be submitted at the earliest possible date after receipt by the CONTRACTOR of the Notice to Proceed. Said details of reinforcement steel for fabrication and erection shall conform to ACI 315 - Details and Detailing of Concrete Reinforcement, and the requirements herein. 3. Where mechanical couplers are required or permitted to be used to splice reinforcement steel, the CONTRACTOR shall submit manufacturer's literature which contains instructions and recommendations for installation for each type of coupler used; certified test reports which verify the load capacity of each type and size of coupler used; and Shop Drawings which show the location of each coupler with details of how they are to be installed in the formwork. 4. If reinforcement steel is spliced by welding at any location, the CONTRACTOR shall submit mill test reports which shall contain the information necessary for the determination of the carbon equivalent per AWS D1.4 - Structural Steel Welding Code - Reinforcing Steel. The CONTRACTOR shall submit a written welding procedure for each type of weld for each size of bar which is to be spliced by welding; merely a statement that AWS procedures will be followed is not acceptable. 5. If reinforcement steel is spliced by welding at any location, the CONTRACTOR shall submit certifications of procedure qualifications for each welding procedure and certification of welder qualifications, for each welding procedure, and for each welder performing the work. 1.3 QUALITY ASSURANCE A. If requested by the ENGINEER, the CONTRACTOR shall furnish samples from each heat of reinforcement steel in a quantity adequate for testing. Costs of initial tests will be paid by the OWNER. Costs of additional tests if material fails initial tests shall be the CONTRACTOR's responsibility. MWH-05302003 REINFORCEMENT STEEL 1520315-STILLAGUAMISH RIVER WTP PAGE 03200-1 B. Welder qualifications and procedure qualifications shall be as specified in AWS D1.4. C. If requested by the ENGINEER, the CONTRACTOR shall furnish samples of each type of welded splice in a quantity and of dimensions adequate for testing. At the discretion of the ENGINEER, radiographic testing of direct butt welded splices will be performed. The CONTRACTOR shall provide assistance necessary to facilitate testing. The CONTRACTOR shall repair any weld which fails to meet the requirements of AWS D1.4. The costs of testing will be paid by the OWNER, but the costs of tests which fail to meet requirements shall be the CONTRACTOR's responsibility. PART 2 -- PRODUCTS 2.1 MATERIAL REQUIREMENTS A. Materials which may remain or leave residues on or within the concrete shall be certified as compliant with NSF Standard 61- Drinking Water System Components. 2.2 REINFORCEMENT STEEL A. Reinforcement steel for cast-in-place reinforced concrete construction shall conform to the following requirements: 1. Bar reinforcement shall conform to the requirements of ASTM A 615 - Deformed and Plain Billet - Steel Bars, for Grade 60 reinforcement unless otherwise indicated. 2. Welded wire fabric reinforcement shall conform to the requirements of ASTM A 185 - Welded Steel Wire Fabric, Plain, for Concrete Reinforcement, and the details indicated. Welded wire fabric with longitudinal wire of W4 size wire and smaller shall be in flat sheets or in rolls with a core diameter of not less than 10 inches. Welded wire fabric with longitudinal wires larger than W4 size shall be in flat sheets only. 3. Spiral reinforcement shall be cold-drawn steel wire conforming to the requirements of ASTM A 82 - Steel Wire, Plain, for Concrete Reinforcement. B. Accessories 1. Accessories shall include all necessary chairs, slab bolsters, concrete blocks, tie wires, dips, supports, spacers, and other devices to position reinforcement during concrete placement. Bar supports shall meet the requirements of the CRSI Manual of Standard Practice including special requirements for supporting epoxy coated reinforcing bars. Wire bar supports shall be CRSI Class 1 for maximum protection with a 1/8-inch minimum thickness of plastic coating which extends at least 1/2-inch from the concrete surface. Plastic shall be gray in color. 2. Concrete blocks (dobies) used to support and position reinforcement steel shall have the same or higher compressive strength as required for the concrete in which they are located. Wire ties shall be embedded in concrete block bar supports. C. Epoxy coating for reinforcing and accessories, where indicated, shall conform to ASTM A 775 - Epoxy- Coated Reinforcing Steel Bars. MWH-05302003 REINFORCEMENT STEEL 1520315-STILLAGUAMISH RIVER WTP PAGE 03200-2 2.3 MECHANICAL COUPLERS A. Mechanical couplers shall be provided where indicated and where approved by the ENGINEER. The couplers shall develop a tensile strength which exceeds 125 percent of the yield strength of the reinforcement bars being spliced at each splice. B. Where the type of coupler used is composed of more than one component, all components required for a complete splice shall be provided. This shall apply to all mechanical splices, including those splices intended for future connections. C. The reinforcement steel and coupler used shall be compatible for obtaining the required strength of the connection. Straight threaded type couplers shall require the use of the next larger size reinforcing bar or shall be used with reinforcing bars with specially forged ends which provide upset threads which do not decrease the basic cross section of the bar. D. Couplers shall be Lenton Form Saver by Erico Products; Dowel Bar Splicer System by Dayton/Richmond; or equal. 2.4 WELDED SPLICES A. Welded splices shall be provided where indicated and where approved by the ENGINEER. All welded splices of reinforcement steel shall develop a tensile strength which exceeds 125 percent of the yield strength of the reinforcement bars which are connected. B. Materials required to conform the welded splices to the requirements of AWS D1.4 shall be provided. 2.5 EPDXY GROUT A. Epoxy for grouting reinforcing bars shall be specifically formulated for such application, for the moisture condition, application temperature, and orientation of the hole to be filled. Epoxy grout shall meet the requirements in Section 03315 - Grout. PART 3 -- EXECUTION 3.1 GENERAL A. Reinforcement steel, welded wire fabric, couplers, and other appurtenances shall be fabricated, and placed in accordance with the requirements of the Building Code and the supplementary requirements herein. 3.2 FABRICATION A. General 1. Reinforcement steel shall be accurately formed to the dimensions and shapes indicated, and the fabricating details shall be prepared in accordance with ACI 315 and ACI 318 - Building Code Requirements for Reinforced Concrete, except as modified by the Drawings. Bars shall be bent cold. Bars shall be bent per ACI 318. 2. The CONTRACTOR shall fabricate reinforcement bars for structures in accordance with bending diagrams, placing lists, and placing drawings. MWH-05302003 REINFORCEMENT STEEL 1520315-STILLAGUAMISH RIVER WTP PAGE 03200-3 B. Fabricating Tolerances: Bars used for concrete reinforcement shall satisfy the following fabricating tolerances: 1. Sheared length: plus and minus 1 inch 2. Depth of truss bars: plus 0, minus 1/2 inch 3. Stirrups, ties, and spirals: plus and minus 1/2 inch 4. All other bends: plus and minus 1 inch 3.3 PLACING A. Reinforcement steel shall be accurately positioned as indicated, and shall be supported and wired together to prevent displacement, using annealed iron wire ties or suitable clips at intersections. Reinforcement steel shall be supported by concrete, plastic or metal supports, spacers or metal hangers which are strong and rigid enough to prevent any displacement of the reinforcement steel. Where concrete is to be placed on the ground, supporting concrete blocks (or dobies) shall be used in sufficient numbers to support the bars without settlement, but in no case shall such support be continuous. Concrete blocks used to support reinforcement steel shall be tied to the steel with wire ties which are embedded in the blocks. For concrete over formwork, the CONTRACTOR shall provide concrete, metal, plastic, or other acceptable bar chairs and spacers. B. Limitations on the use of bar support materials shall be as follows. 1. Concrete Dobies: permitted at all locations except where architectural finish is required. 2. Wire Bar Supports: permitted only at slabs over dry areas, interior dry wall surfaces, and exterior wall surfaces. 3. Plastic Bar Supports: permitted at all locations except on grade. C. Tie wires shall be bent away from the forms in order to provide the required concrete coverage. D. Bars additional to those indicated which may be found necessary or desirable by the CONTRACTOR for the purpose of securing reinforcement in position shall be provided by the CONTRACTOR at its own expense. E. Unless otherwise indicated, reinforcement placing tolerances shall be within the limits in Section 7.5 of ACI 318 except where in conflict with the requirements of the Building Code. F. Bars may be moved as necessary to avoid interference with other reinforcement steel, conduits, or embedded items. If bars are moved more than one bar diameter, or enough to exceed the above tolerances, the resulting arrangement of bars shall be as reviewed and accepted by the ENGINEER. G. Welded wire fabric reinforcement placed over horizontal forms shall be supported on slab bolsters. Slab bolsters shall be spaced not more than 30 inches on ccntcrs, shall extend continuously across the entire width of the reinforcement mat, and shall support the reinforcement mat in the plane indicated. MWH-05302003 REINFORCEMENT STEEL 1520315-STILLAGUAMISH RIVER WTP PAGE 03200-4 H Welded wire fabric placed over the ground shall be supported on wired concrete blocks (dobies) spaced not more than 3 feet on centers in any direction. The construction practice of placing welded wire fabric on the ground and hooking into place in the freshly placed concrete shall not be used. I. Epoxy coated reinforcing bars shall be stored, transported, and placed in such a manner as to avoid chipping of the epoxy coating. Non-abrasive slings made of nylon and similar materials shall be used. Specially coated bar supports shall be used. Chips or cracks in the epoxy coating shall be repaired with a compatible epoxy repair material prior to placing concrete. J. Accessories supporting reinforcing bars shall be spaced such that there is no deflection of the accessory from the weight of the supported bars. When used to space the reinforcing bars from wall forms, the forms and bars shall be located so that there is no deflection of the accessory when the forms are tightened into position. 3.4 SPACING OF BARS A. The clear distance between parallel bars (except in columns and between multiple layers of bars in beams) shall be not less than the nominal diameter of the bars nor less than 1- 1/3 times the maximum size of the coarse aggregate, nor less than one inch. B. Where reinforcement in beams or girders is placed in 2 or more layers, the clear distance between layers shall be not less than one inch. C. In columns, the clear distance between longitudinal bars shall be not less than 1-1/2 times the bar diameter, nor less than 1-1/2 times the maximum size of the coarse aggregate, nor less than 1-1/2 inches. D. The clear distance between bars shall also apply to the distance between a contact splice and adjacent splices or bars. 3.5 SPLICING A. General 1. Reinforcement bar splices shall only be used at locations indicated. When it is necessary to splice reinforcement at points other than where indicated, the character of the splice shall be as reviewed and accepted by the ENGINEER. 2. Unless otherwise indicated, dowels shall match the size and spacing of the spliced bar. B. Splices of Reinforcement 1. The length of lap for reinforcement bars, unless otherwise indicated, shall be in accordance with ACI 318, Section 12.15.1 for a Class B splice. 2. Laps of welded wire fabric shall be in accordance with ACI 318. Adjoining sheets shall be securely tied together with No. 14 tie wire, one tie for each 2 running feet. Wires shall be staggered and tied in such a manner that they cannot slip. 3. Splices in column spiral reinforcement, when necessary, shall be made by welding or by a lap of 1-1/2 turns. MWH-05302003 REINFORCEMENT STEEL 1520315-STILLAGUAMISH RIVER WTP PAGE 03200-5 C. Bending or Straightening: Reinforcement shall not be straightened or rebent in a manner which will injure the material. Bars shall be bent or straight as indicated. Do not use bends different from the bends indicated. Bars shall be bent cold, unless otherwise permitted by the ENGINEER. No bars partially embedded in concrete shall be field-bent except as indicated or specifically permitted by the ENGINEER. D. Couplers which are located at a joint face shall be a type which can be set either flush or recessed from the face as indicated. The couplers shall be sealed during concrete placement to completely eliminate concrete or cement paste from entering. Couplers intended for future connections shall be recessed a minimum of 1/2 inch from the concrete surface. After the concrete is placed, the coupler shall be plugged with plastic plugs which have an O-ring seal and the recess filled with sealant to prevent any contact with water or other corrosive materials. Threaded couplers shall be plugged . E. Unless indicated otherwise, mechanical coupler spacing and capacity shall match the spacing and capacity of the reinforcing indicated for the adjacent section. 3.6 CLEANING AND PROTECTION A. Reinforcement steel shall at all times be protected from conditiuns c;unduc;ive lu corrosion until concrete is placed around it. B. The surfaces of reinforcement steel and other metalwork to be in contact with currcrete shall be thoroughly cleaned of all dirt, grease, loose scale and rust, grout, mortar, and other foreign substances immediately before the concrete is placed. Where there is delay in depositing concrete, reinforcement shall be reinspected and, if necessary, recleaned. 3.7 EMBEDMENT OF DRILLED REINFORCING STEEL DOWELS A. Hole Preparation 1. The hole diameter shall be as recommended by the epoxy manufacturer but shall be no larger than 0.25 inch greater than the diameter of the outer surface of the reinforcing bar deformations. 2. The depth of the hole shall be as recommended by the epoxy manufacturer to fully develop the bar but shall not be less than 12 bar diameters, unless indicated otherwise. 3. The hole shall be drilled by methods which do not interfere with the proper bonding of epoxy. 4. Existing reinforcing steel in the vicinity of proposed holes shall be located prior to drilling. The location of holes shall be adjusted to avoid drilling through or nicking any existing reinforcing bars. 5. The hole shall be blown clean with clean, dry compressed air to remove all dust and loose particles. B. Embedment 1. Epoxy shall be injected Into the hole through a tube plac;ud lu llw hullurn of liu: Yule. The tube shall be withdrawn as epoxy is placed but kept irrurneised to prevent MWH-05302003 REINFORCEMENT STEEL 1520315-STILLAGUAMISH RIVER WTP PAGE 03200-6 I t formation of air pockets. The hole shall be filled to a depth that insures that excess material will be expelled from the hole during dowel placement. 2. Dowels shall be twisted during insertion into the partially filled hole so as to _ guarantee full wetting of the bar surface with epoxy. The bar shall be inserted slowly enough to avoid developing air pockets. - END OF SECTION - 1 1 _ l 1 . i . 1} L MWH-05302003 REINFORCEMENT STEEL L1520315-STILLAGUAMISH RIVER WTP PAGE 03200-7 1 y 1 J . 1 1 . 1 • 1 1 y - � • � 1 1 • . 1 1 I � ` '�_ r 1 •9 ' 1 � . �. ,• SECTION 03290 - JOINTS IN CONCRETE PART 1 -- GENERAL 1.1 THE REQUIREMENT A. The CONTRACTOR shall provide joints in concrete, complete and in place, in accordance with the Contract Documents. B. Joints in concrete structures shall be the types defined below and will be permitted only where indicated, unless specifically accepted by the ENGINEER. 1.2 TYPES OF JOINTS A. Construction Joints: When fresh concrete is placed against a hardened concrete surface, the joint between the two pours is called a construction joint. Unless otherwise indicated, joints in water bearing members shall be provided with a waterstop and/or sealant groove of the shape indicated. The surface of the first pour may also be required to receive a coating of bond breaker as indicated. B. Contraction Joints: Contraction joints are similar to construction joints except that the fresh concrete shall not bond to the hardened surface of the earlier pour, which shall be coated with a bond breaker. The slab reinforcement shall be stopped 4-1/2 inches from the joint; which is provided with a sleeve-type dowel, to allow shrinkage of the concrete of the later pour. Waterstop and/or sealant groove shall also be provided when indicated. C. Expansion Joints: To allow the concrete to expand freely, a space is provided between the two pours, and the joint shall be formed as indicated. The space is obtained by placing a filler joint material against the earlier pour, to act as a form for the later pour. Unless otherwise indicated, expansion joints in water bearing members shall be provided with a center-bulb type waterstop as indicated. 1. Premolded expansion joint material shall be installed with the edge at the indicated distance below or back from finished concrete surface, and shall have a slightly tapered, dressed, and oiled wood strip secured to or placed at the edge thereof during concrete placement, which shall later be removed to form space for sealing material. 2. The space so formed shall be filled with a joint sealant material as indicated below. In order to keep the two wall or slab elements in line the joint shall also be provided with a sleeve-type dowel as indicated. D. Control Joints: The function of the control joint is to provide a weaker plane in the concrete, where shrinkage cracks will probably occur. A groove, of the shape and dimensions indicated, is formed or saw-cut in the concrete. This groove is afterward filled with a joint sealant material. 1.3 CONTRACTOR SUBMITTALS A. Furnish submittals in accordance with Section 01300 - Contractor Submittals B. Shop Drawings MWH-05302003 JOINTS IN CONCRETE 1520315-STILLAGUAMISH RIVER WTP PAGE 03290-1 1. Placement drawings showing the location and type of all joints for each structure. 2. Certified test reports from the sealant manufacturer on the actual batch of material being supplied indicating compliance with requirements shall be furnished before the sealant is used on the job. 3. Copies of Waterstop Welding Certification to be provided by manufacturer or authorized agent of manufacturer. Every person who is to be involved with waterstop installation is required to have individual Certification on file with ENGINEER, which states said individuals are certified and trained to install waterstop per manufacturer's recommendations and specifications. 4. Manufacturer's information demonstrating compliance of the following with indicated requirements: a. Bearing Pad b. Neoprene Sponge c. Preformed Joint Filler d. Backing Rod e. Bond Breaker f. Waterstop g. Slip Dowels h. PVC Tubing C. Samples 1. Prior to production of the material required under this Secliun, qualification samples of waterstops shall be submitted which represent in all respects the material proposed. Such samples shall consist of extruded or molded sections of each size or shape to be used. The balance of the material to be used shall not be produced until after the ENGINEER has reviewed the qualification samples. D. Certificates: Written certification from the manufacturer as an integral part of the shipping form, to show that all of the material shipped to this project meets or exceeds the physical property requirements of the Contract Documents. Supplier certificates are not acceptable. 1.4 QUALITY ASSURANCE A. Waterstop Inspection: It is required that all waterstop field joints shall be subject to rigid inspection, and no such WORK shall be scheduled or started without having made prior arrangements with the ENGINEER for the required inspections. Not less than 24 hours notice shall be given for scheduling such inspections. B. Field joints in waterstops shall be subject to rigid inspection for misalignment, bubbles, inadequate bond, puiusity, cracks, offsets, and ul.hur defects which would reduce. tho potential resistance of the material to water pressure at any point. Defective joints shall MWH-05302003 JOINTS IN CONCRETE 1520315-STILLAGUAMISH RIVER WTP PAGE 03290-2 be replaced with material which passes inspection; faulty material shall be removed from the Site and disposed of. C. The following waterstop defects represent a partial list of defects which shall be grounds for rejection: 1. Offsets at joints greater than 1/16-inch or 15 percent of material thickness, at any point, whichever is less. 2. Exterior crack at joint, due to incomplete bond, which is deeper than 1/1 6-inch or 15 percent of material thickness, at any point, whichever is less. 3. Any combination of offset or exterior crack which will result in a net reduction in the cross section of the waterstop in excess of 1/16-inch or 15 percent of material thickness at any point, whichever is less. 4. Misalignment of joint which results in misalignment of the waterstop in excess of 1/2-inch in 10 feet. 5. Porosity in the welded joint as evidenced by visual inspection. 6. Bubbles or inadequate bonding which can be detected with a penknife test. (If, while prodding the entire joint with the point of a pen knife, the knife breaks through the outer portion of the weld into a bubble, the joint shall be considered defective.) 7. Visible signs of separation when the cooled splice is bent by hand at any sharp angle. 8. Any evidence of burned material. D. PVC Waterstop Samples: Prior to use of the waterstop material in the field, a sample of a prefabricated (shop made fitting) mitered cross and a tee constructed of each size or shape of material to be used shall be submitted. These samples shall be prefabricated (shop made fitting) so that the material and workmanship represent in all respects the fittings to be provided. Field samples of prefabricated (shop made fitting) fittings (crosses, tees, etc.) will also be selected at random by the ENGINEER for testing by a laboratory at the OWNER's expense. When tested, tensile strength across the joints shall be at least 1120 psi. E. Construction Joint Sealant: The CONTRACTOR shall prepare adhesion and cohesion test specimens as required herein, at intervals of 5 working days while sealants are being installed. F. The sealant material shall show no signs of adhesive or cohesive failure when tested in accordance with the following procedure in laboratory and field tests: 1. Sealant specimen shall be prepared between 2 concrete blocks (1-inch by 2-inch by 3-inch). Spacing between the blocks shall be 1-inch. Coated spacers (2-inch by 1- 1/2-inch by 1/2-inch) shall be used to insure sealant cross-sections of 1/2-inch by 2 inches with a width of 1-inch. 2. Sealant shall be cast and cured according to manufacturer's recommendations except that curing period shall be not less than 24 hours. MWH-05302003 JOINTS IN CONCRETE 1520315-STILLAGUAMISH RIVER WTP PAGE 03290-3 3. Following curing period, the gap between blocks shall be widened to 1-1/2-inch. Spacers shall be used to maintain this gap for 24 hours prior to inspection for failure. 1.5 SPECIAL WARRANTY REQUIREMENTS A. The CONTRACTOR shall furnish a 5-year written warranty of the entire sealant installation against faulty and/or incompatible materials and workmanship, together with a statement that it agrees to repair or replace, to the satisfaction of the OWNER, any such defective areas which become evident within said 5-year guarantee period. PART 2 -- PRODUCTS 2.1 GENERAL A. Joint materials shall be listed as compliant with NSF Standard 61. 2.2 WATERSTOPS A. PVC Waterstops: Waterstops shall be extruded from an elastomeric polyvinyl chloride compound containing the plasticizers, resins, stabilizers, and other materials necessary to meet the requirements of this Section. No reclaimed or scrap material shall be used. The CONTRACTOR shall obtain from the waterstop manufacturer and shall filmish to the ENGINEER for review, current test reports and a written certification of the manufacturer that the material to be shipped to the job meets the physical requirements as outlined in the U.S. Army Corps of Engineers Specification CRD-0572-PVC Waterstops, and those listed herein. 1. Flatstrip and Center-Bulb Waterstops: Flatstrip and center-bulb waterstops shall be as manufactured by Greenstreak Plastic Products Co., Profiles 646, 679,732, and 735; Tamms Horn/Durajoint Types 9,10,11, and 11A ; or equal; provided, that at no place shall the thickness of flat strip waterstops, including the center bulb type, be less than 3/8-inch. Waterstop shall be provided with factory installed hog rings at 12 inches on centers along [fie waterstop. 2. Multi-Rib Waterstops: Multi-rib waterstops, where required, shall be as manufactured by Greenstreak Plastic Products Co., Profiles 789 and 790; Tamms Horn/Durajoint Types 25 and 26; or equal. Prefabricated (shop made fitting)joint fittings shall be used at all intersections of the ribbed-type waterstops. 3. Retrofit Waterstops: Retrofit waterstops and batten bars shall be as manufactured by Greenstreak Plastic Products Co., Style #609, or equal. Waterstop shall be supplied as a complete system including waterstop, SS batten bar, SS anchor bolts, and epoxy gel. 4. Waterstop Testing Requirements: When tested in accordance with the test standards, the waterstop material shall meet or exceed the following requirements: Phvsical Propertv. Sheet Material Value ASTM Std. Tensile Strength-min (psi) 2000 D 638, Type IV Ultimate Elongation-min (percent) 350 D 638, Type IV Low Temp Brittleness-max (degrees F) -35 D 746 Stiffness in Flexure-min (psi) 600 D 747 MWH-05302003 JOINTS IN CONCRETE 1520315-STILLAGUAMISH RIVER WTP PAGE 03290-4 Accelerated Extraction (CRD-0572) Tensile Strength-min (psi) 1500 D 638, Type IV Ultimate Elongation-min (percent) 300 D 638, Type IV Effect of Alkalies (CRD-0572) Change in Weight (percent) plus 0.25/minus 0.10 ------ Change in Durometer, Shore A plus and minus 5 D 2240 Finish Waterstop Tensile Strength-min (psi) 1400 D 638, Type IV Ultimate Elongation-min (percent) 280 D 638, Type IV B. Pre-formed Hydrophilic Waterstop: Hydrophilic (bentonite-free) waterstops shall be Hydrotite CJ10202k as manufactured by Greenstreak Plastic Products Co., or Adeka Ultraseal MC2010 as manufactured by Asahi Denka. 1. Hydrophilic waterstop shall be the type which expands in the presence of water to form a watertight joint seal without damaging the concrete in which it is cast. 2. Waterstop shall be manufactured from chloroprene rubber and modified chloroprene rubber with hydrophilic properties. Waterstop shall have a delay coating to inhibit initial expansion due to moisture present in fresh concrete. The minimum expansion ratio of modified chloroprene shall be not less than 2 to 1 volumetric change in distilled water at 70 degrees F (21 degrees C). Physical Property, Chloroprene Value ASTM Std. Tensile Strength-min (psi) 1275 D 412 Ultimate Elongation-min (percent) 350 D 412 Hardness, Shore A 55 plus and D 2240 minus 5 Physical Property, Modified Chloroprene Value ASTM Std. Tensile Strength-min (psi) 300 D 412 Ultimate Elongation-min (percent) 600 D 412 Hardness, Shore A 55 plus and D 2240 minus 5 3. Bonding agent for hydrophilic waterstop shall be the manufacturer's recommended adhesive for wet, rough concrete. C. Other Types of Waterstops: When types of waterstops not listed above are indicated, they shall be subjected to the same requirements as those listed herein. 2.3 JOINT SEALANT FOR WATER BEARING JOINTS A. Joint sealant shall be polyurethane polymer designed for bonding to concrete which is continuously submerged in water. No material will be acceptable which has an unsatisfactory history as to bond or durability when used in the joints of water retaining structures. MWH-05302003 JOINTS IN CONCRETE 1520315-STILLAGUAMISH RIVER WTP PAGE 03290-5 B. Joint sealant material shall meet the following requirements (73 degrees F and 5percent R.H.): Work Life 45 - 180 minutes Time to Reach 20 Shore "A" Hardness (at 77 degrees F, 200 gr quantity) 24 hours, maximum Ultimate Hardness (ASTM D 2240) 20 - 45 Shore "A" Tensile Strength (ASTM D 412) 175 psi, minimum Ultimate Elongation (ASTM D 412) 400 percent, minimum Tear Resistance (Die C, ASTM D 624) 75 pounds per inch of thickness, minimum Color Light Gray C. Polyurethane sealants for waterstop joints in concrete shall conform to the following requirements: 1. Sealant shall be 2-part polyurethane with the physical properties of the cured sealant conforming to or exceeding the requirements of ANSI/ASTM C 920 — Elastorneric Joint Sealant, or Federal Specification TT-S-0227 E(3) - Sealing Compound, Elastomeric Type, Multicomponent, for Caulking, Sealing, and Glazing Buildings and Other Structures, for 2-part material, as applicable. 2. For vertical joints and overhead horizontal joints, only "non-sag" compounds shall be used; all such compounds shall conform to the requirements of ANSI/ASTM C 920 Class 25, Grade NS, or Federal Specification TT-S-0227 E(3), Type II, Class A. 3. For plane horizontal joints, the self-leveling compounds which meet the requirements of ANSI/ASTM C 920 Class 25, Grade P, or Federal Specification TT- S-0227 E(3), Type I shall be used. For joints subject to either pedestrian or vehicular traffic, a compound providing non-tracking characteristics, and having a Shore "A" hardness range of 35 to 45, shall be used. 4. Primer materials, if recommended by the sealant manufacturer, shall conform to the printed recommendations of the manufacturer. D. Sealants, indicated, shall be PSI-270 as manufactured by Polymeric Systems Inc., Sikaflex 2C, as manufactured by Sika Corporation, or equal. E. Sealants for non-waterstop joints in concrete shall conform to Section 07920 - Sealants and Caulking. 2.4 JOINT MATERIALS A. Bearing Pad: Bearing pad shall be neoprene conforming to ASTM D 2000 - Standard Classification System for Rubber Products in Automotive Applications, BC 420, 40 durometer hardness unless otherwise indicated. MWH-05302003 JOINTS IN CONCRETE 1520315-STILLAGUAMISH RIVER WTP PAGE 03290-6 B. Neoprene Sponge: Sponge shall be neoprene, closed-cell, expanded, conforming to ASTM D 1056 - Flexible Cellular Materials - Sponge or Expanded Rubber, type 2C5-El. C. Joint Filler 1. Joint filler for expansion joints in waterholding structures shall be neoprene conforming to ASTM D1056, Type 2C5-El. 2. Joint filler material in other locations shall be of the preformed non-extruding type joint filler constructed of cellular neoprene sponge rubber or polyurethane of firm texture. Bituminous fiber type will not be permitted. All non-extruding and resilient- type preformed expansion joint fillers shell conform to the requirements and tests set forth in ASTM D 1752 - Preformed Sponge Rubber and Cork Expansion Joint Fillers for Concrete Paving and Structural Construction, for Type I, except as otherwise indicated. 2.5 BACKING ROD A. Backing rod shall be an extruded closed-cell, polyethylene foam rod. The material shall be compatible with the joint sealant material and shall have a tensile strength of not less than 40 psi and a compression deflection of approximately 25 percent at 8 psi. The rod shall be 1/8-inch larger in diameter than the joint width except that a one-inch diameter rod shall be used for a 3/4-inch wide joint. 2.6 BOND BREAKER A. Bond breaker shall be Super Bond Breaker as manufactured by Burke Company; Select Cure CRB as manufactured by Select Products Co.; or equal. It shall contain a fugitive dye so that areas of application will be readily distinguishable. B. Bonding agent for hydrophilic waterstop shall be the manufacturer's recommended adhesive for wet, rough concrete. 2.7 SLIP DOWELS A. Slip dowels in joints shall be smooth epoxy-coated bars, conforming to ASTM A 775 - Epoxy Coated Reinforcing Steel Bars. 2.8 PVC TUBING A. PVC tubing in joints shall be Sch. SDR 13.5, conforming to ASTM D 2241 - Poly (Vinyl Chloride) (PVC) Pressure-Rated Pipe (SDR Series). PART 3 -- EXECUTION 3.1 GENERAL A. Waterstops shall be embedded in the concrete across joints as indicated. Waterstops shall be fully continuous for the extent of the joint. Splices necessary to provide such continuity shall be accomplished in conformance to printed instructions of manufacturer of the waterstops. The CONTRACTOR shall take suitable precautions and means to support and protect the waterstops during the progress of the work and shall repair or replace at its own expense any waterstops damaged during the progress of the work MWH-05302003 JOINTS IN CONCRETE 1520315-STILLAGUAMISH RIVER WTP PAGE 03290-7 Waterstops shall be stored so as to permit free circulation of air around the waterstop material. B. When any waterstop is installed in the concrete on one side of a joint, while the other half or portion of the waterstop remains exposed to the atmosphere for more than 2 days, suitable precautions shall be taken to shade and protect the exposed waterstop from direct rays of the sun during the entire exposure and until the exposed portion of the waterstop is embedded in concrete. 3.2 SPLICES IN PVC WATERSTOPS A. Splices in PVC waterstops shall be performed by heat sealing the adjacent waterstop sections in accordance with the manufacturer's printed recommendations. It is essential that: 1. The material not be damaged by heat sealing 2. The splices have a tensile strength of not less than 80 percent of the unspliced material tensile strength. 3. The continuity of the waterstop ribs and of its tubular center axis be maintained. No edge welding is allowed. B. Butt joints of the ends of 2 identical waterstop sections may be made while the material is in the forms. C. All joints with waterstops involving more than 2 ends to be jointed together, and all joints which involve an angle cut, alignment change; or the joining of 2 dissimilar waterstop sections shall be prefabricated (shop made fitting) prior to placement in the forms, allowing not less than 24-inch long strips of waterstop material beyond the joint. Upon being inspected and approved, such prefabricated (shop made fitting) waterstop joint assemblies shall be installed in the forms and the ends of the 24-inch strips shall be butt welded to the straight run portions of waterstop in place in the forms. D. Where a centerbulb waterstop intersects and is jointed with a non-centerbulb waterstop, care shall be taken to seal the end of the centerbulb, using additional PVC material if needed. 3.3 JOINT CONSTRUCTION A. Setting Waterstops: In order to eliminate faulty installation that may result in joint leakage, particular care shall be taken of the correct positioning of the waterstops during installation. Adequate provisions must be made to support and anchor the waterstops during the progress of the WORK and to insure the proper embedment in the concrete. The symmetrical halves of the waterstops shall be equally divided between the concrete pours at the joints. The center axis of the waterstops shall be coincident with the joint openings. Maximum density and imperviousness of the concrete shall be insured by thoroughly working it in the vicinity of all joints. B. In placing PVC waterstops in the forms, means shall be provided to prevent them from being folded over by the concrete as it is placed. Waterstops shall be held in place with light wire ties on 12-inch centers which shall be passed through hog rings at the edge of the watuislup acid liud lu the curtain of reinforcing steel. I lorizontal waterstops, with their flat face in a vertical plane, shall be held in place with continuous supports to which the top edge of the waterstop shall be tacked. In placing concrete around horizontal MWH-05302003 JOINTS IN CONCRETE 1520315-STILLAGUAMISH RIVER WTP PAGE 03290-8 waterstops, with their flat face in a horizontal plane, concrete shall be worked under the waterstops by hand so as to avoid the formation of air and rock pockets. C. In placing centerbulb waterstops in expansion joints, the centerbulb shall be centered on the joint filler material. D. Waterstop in vertical wall joints shall stop 6 inches from the top of the wall where such waterstop does not connect with any other waterstop and is not to be connected to a future concrete placement. E. Joint Location: Construction joints and other types of joints shall be provided where indicated. When not indicated, construction joints shall be provided at 25-foot maximum spacing for all concrete construction. Where joints are indicated spaced greater than 40 feet apart, additional joints shall be provided to maintain the 25-foot maximum spacing. The location of all joints, of any type, shall be submitted for acceptance by the ENGINEER. F. Joint Preparation: Special care shall be used in preparing concrete surfaces at joints where bonding between 2 sections of concrete is required. Unless otherwise indicated, such bonding will be required at all horizontal joints in walls. Surfaces shall be prepared in accordance with the requirements of Section 03300 - Cast-in-Place Concrete. Except on horizontal wall construction joints, wall to slab joints, or where otherwise indicated, at all joints where waterstops are required, the joint face of the first pour shall be coated with a bond breaker as indicated herein. G. Retrofit Joint Preparation: Existing surfaces to receive a retrofit waterstop shall be clean and free from any loose or foreign material. Surface shall be given a light sandblast or hydroblast finish to 1/8-inch amplitude prior to application of epoxy and waterstop. H. Construction Joint Sealant: Construction joints in water-bearing floor slabs, and elsewhere as indicated, shall be provided with tapered grooves which shall be filled with a construction joint sealant. The material used for forming the tapered grooves shall be left in the grooves until just before the grooves are cleaned and filled with joint sealant. After removing the forms from the grooves, all laitance and fins shall be removed, and the grooves shall be sand-blasted. The grooves shall be allowed to become thoroughly dry, after which they shall be blown out; immediately thereafter, they shall be primed, bond breaker tape placed in the bottom of the groove, and filled with the construction joint sealant. The primer shall be furnished by the sealant manufacturer. No sealant will be permitted to be used without a primer. Care shall be used to completely fill the sealant grooves. Areas designated to receive a sealant fillet shall be thoroughly cleaned, as outlined for the tapered grooves, prior to application of the sealant. I. The primer and sealant shall be placed strictly in accordance with the printed recommendations of the manufacturer, taking special care to properly mix the sealant prior to application. The sides of the sealant groove shall not be coated with bond breaker, curing compound, or any other substance which would interfere with proper bonding of the sealant. Sealant shall achieve final cure at least 7 days before the structure is filled with water. J. Sealant shall be installed by a competent waterproofing specialty contractor who has a successful record of performance in similar installations. K. Thorough, uniform mixing of 2-part, catalyst-cured materials is essential; special care shall be taken to properly mix the sealer before its application. Before any sealer is MWH-05302003 JOINTS IN CONCRETE 1520315-STILLAGUAMISH RIVER WTP PAGE 03290-9 placed, the CONTRACTOR shall arrange to have the crew doing the WORK carefully instructed on the proper method of mixing and application by a representative of the sealant manufacturer. L. Any joint sealant which fails to fully and properly cure after the manufacturer's recommended curing time for the conditions of the WORK hereunder shall be completely removed; the groove shall be thoroughly sandblasted to remove all traces of the uncured or partially cured sealant and primer, and shall be re-sealed with the indicated joint sealant. Costs of such removal, joint treatment, re-sealing, and appurtenant work shall be the CONTRACTOR's responsibility. M. Hydrophilic Waterstop 1. Where a hydrophilic waterstop is called for in the Contract Documents, it shall be installed with the manufacturer's instructions and recommendations except as modified herein. 2. When requested by the ENGINEER, the CONTRACTOR shall arrange for the manufacturer to furnish technical assistance in the field. 3. Hydrophilic waterstop shall only be used where complete confinement by concrete is provided. Hydrophilic waterstop shall not be used in expansion or contraction joints nor in the first 6 inches of any non-intersecting joint. 4. The hydrophilic waterstop shall be located as near as possible to the center of the joint and it shall be continuous around the entire joint. The minimum distance from the edge of the waterstop to the face of the member shall be 5 inches. 5. Where the thickness of the concrete member to be placed on the hydrophilic waterstop is less than 12 inches, the waterstop shall be placed in grooves formed or ground into the concrete. The groove shall be at least 3/4 inch deep and 1-1/4 inches wide. When placed in the groove, the minimum distance from the edge of the waterstop to the face of the member shall be 2.5 inches. 6. Where a hydrophilic waterstop is used in combination with PVC waterstop, the hydrophilic waterstop shall overlap the PVC waterstop for a minimum of 6 inches and shall be adhered to PVC waterstop with single component water-swelling sealant as recommended by manufacturer. 7. The hydrophilic waterstop shall not be installed where the air temperature falls outside the manufacturer's recommended range. 8. The concrete surface under the hydrophilic waterstop shall be smooth and uniform. The concrete shall be ground smooth if needed. Alternately, the hydrophilic waterstop shall be bonded to the surface using an epoxy grout which completely fills all voids and irregularities beneath the waterstop material. Prior to installation, the concrete surface shall be wire brushed to remove any laitance or other materials that may interfere with the bonding of epoxy. 9. The hydrophilic waterstop shall be secured in place with concrete nails and washers at 12-inch maximum spacing. This shall be in addition to the adhesive recommended by the manufacturer. N Retrofit Waterstop: Retrofit waterstops shall be set in a bed of epoxy over a sandblasted surface with stainless steel batten bars and 1/4-inch diameter stainless MWH-05302003 JOINTS IN CONCRETE 1520315-STILLAGUAMISH RIVER WTP PAGE 03290-10 r - steel anchors at 6 inches on center, staggered, and in accordance with the f manufacturer's written recommendations. - END OF SECTION - r - r ' 1 1 i i I a MWH-05302003 JOINTS IN CONCRETE 1520315-STILLAGUAMISH RIVER WTP PAGE 03290-11 r I . . I � - '' � 1 � I 1 _ � . - , I .� ti, .* • _ _ � . • _ I SECTION 03300 - CAST-IN-PLACE CONCRETE PART 1 -- GENERAL 1.1 THE REQUIREMENT A. The CONTRACTOR shall provide cast-in-place concrete in accordance with the Contract Documents. B. The following types of concrete are covered in this Section: 1. Structural Concrete: Concrete to be used in all cases except where indicated otherwise in the Contract Documents. 2. Pea Gravel Concrete: Concrete in thin sections and areas with congested reinforcing, at the option of the CONTRACTOR and with written approval of the ENGINEER for the specific location. 3. Sitework Concrete: Concrete to be used for curbs, gutters, catch basins, sidewalks, pavements, fence and guard post embedment, underground pipe encasement, underground duct bank encasement and all other concrete appurtenant to electrical facilities unless otherwise indicated. 4. Lean Concrete: Concrete to be used for thrust blocks, pipe trench cut-off blocks and cradles that are indicated on the Drawings as unreinforced. Lean concrete shall be used as protective cover for dowels intended for future connection. C. The term "hydraulic structure" used in these specifications means environmental engineering concrete structures for the containment, treatment, or transmission of water, wastewater, other fluids, or gases. 1.2 CONTRACTOR SUBMITTALS A. Furnish submittals in accordance with Section 01300 — Contractor Submittals. B. Mix Designs: Prior to beginning the WORK and within 14 days of the Notice to Proceed, submit preliminary concrete mix designs which shall show the proportions and gradations of all materials proposed for each class and type of concrete. Mix designs shall be checked by an independent testing laboratory acceptable to the ENGINEER. All costs related to such checking shall be CONTRACTOR'S responsibility. Since laboratory trial batches require 35 calendar days to complete, the CONTRACTOR shall test a minimum of two mix designs for each class of concrete. C. Delivery Tickets: Where ready-mix concrete is used, the CONTRACTOR shall furnish delivery tickets at the time of delivery of each load of concrete. Each ticket shall show the state certified equipment used for measuring and the total quantities, by weight, of cement, sand, each class of aggregate, admixtures, and the amounts of water in the aggregate added at the batching plant, and the amount allowed to be added at the Site for the specific design mix. In addition, each ticket shall state the mix number, total yield in cubic yards, and the time of day, to the nearest minute, corresponding to the times when the batch was dispatched, when it left the plant, when it arrived at the Site, when unloading began, and when unloading was finished. MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-1 D. Test data relating to the cement, aggregate, and admixtures shall be less than six months old. Furnish the following submittals in accordance with ACI 301 — Structural Concrete for Buildings: 1. Mill tests for cement. 2. Admixture certification. Chloride ion content shall be included. 3. Aggregate gradation test results and certification. 4. Materials and methods for curing. 1.3 CONCRETE CONFERENCE A. A meeting to review the detailed requirements of the CONTRACTOR's proposed concrete design mixes and to determine the procedures for producing proper concrete construction shall be held no later than 14 days after the Notice to Proceed. B. All parties involved in the concrete work shall attend the conference, including the following at a minimum: 1. CONTRACTOR's representative 2. Testing laboratory representative 3. Concrete subcontractor 4. Reinforcing steel subcontractor and detailer 5. Concrete supplier 6. Admixture manufacturer's representative C. The conference shall be held at a mutually agreed upon time and place. The ENGINEER shall be notified no less than 5 days prior to the date of the conference. 1.4 QUALITY ASSURANCE A. General 1. Tests on component materials and for compressive strength and shrinkage of concrete shall be performed as indicated. Tests for determining slump shall be in accordance with the requirements of ASTM C 143 — Test Method for Slump of Hydraulic Cement Concrete. 2. Testing for aggregate shall include sand equivalence, reactivity, organic impurities, abrasion resistance, and soundness, according to ASTM C 33 — Concrete Aggregates. 3. The cost of laboratory tests on cement, aggregates, and concrete, will be the OWNER'S responsibility. However, the CONTRACTOR shall pay the cost of any additional tests and investigation on WORK that does not meet the specifications. The laboratory will meet or exceed the requirements of ASTM C 1077 — Practice for Laboratories Testing Concrete and Concrete Aggregates for use in Construction and Criteria for Laboratory Evaluation. MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-2 4. Concrete for testing shall be furnished by the CONTRACTOR, and the CONTRACTOR shall assist the ENGINEER in obtaining samples, and disposal and cleanup of excess material. B. Inspections: Continuous inspection by a special inspector approved by the local building department having jurisdiction and by the ENGINEER will be required where necessary to conform with code requirements. Costs of the special inspector shall be paid for by the CONTRACTOR. Inspection reports shall be submitted to the ENGINEER. The special inspector shall observe the following work for conformance with the design drawings and specifications: a. During the preparation and taking of all required test specimens. b. Placing of all concrete except Sitework concrete fully supported on earth. C. Field Compression Tests 1. Compression test specimens shall be taken during construction from the first placement of each class of concrete and at intervals thereafter as selected by the ENGINEER to insure continued compliance with these specifications. Each set of test specimens shall be a minimum of 5 cylinders. 2. Compression test specimens for concrete shall be made in accordance with Section 9.2 of ASTM C 31 — Practices for Making and Curing Concrete Test Specimens in the Field. Specimens shall be 6-inch diameter by 12-inch high cylinders. 3. Compression tests shall be performed in accordance with ASTM C 39 — Test Method for Compressive Strength of Cylindrical Concrete Specimens. One test cylinder will be tested at 7 days and 2 at 28 days. The remaining cylinders will be held to verify test results, if needed. D. Evaluation and Acceptance of Concrete 1. Evaluation and acceptance of the compressive strength of concrete will be according to the requirements of ACI 318 — Building Code Requirements for Reinforced Concrete, Chapter 5 "Concrete Quality," and as indicated. 2. A statistical analysis of compression test results will be performed according to the requirements of ACI 214 — Recommended Practice for Evaluation of Strength Test Methods. The standard deviation of the test results shall not exceed 640 psi, when ordered at equivalent water content as estimated by slump. 3. If any concrete fails to meet these requirements, immediate corrective action shall be taken to increase the compressive strength for all subsequent batches of the type of concrete affected. 4. When the standard deviation of the test results exceeds 640 psi, the average strength for which the mix is designed shall be increased by an amount necessary to satisfy the statistical requirement that the probability of any test being more than 500 psi below or the average of any 3 consecutive tests being below the required compressive strength is 1 in 100. The required average strength shall be calculated by Criterion No. 3 of ACI 214 using the actual standard of deviation. 5. Concrete that fails to meet the ACI requirements and these Specifications is subject to removal and replacement. MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-3 E. Shrinkage Tests 1. Drying shrinkage tests shall be performed for the trial batches indicated in the Article below entitled "Trial Batch and Laboratory Tests," the first placement of each class of structural concrete, and during construction to insure continued compliance with these Specifications. 2. Drying shrinkage specimens shall be 4-inch by 4-inch by 11-inch prisms with an effective gauge length of 10-inches; fabricated, cured, dried, and measured in accordance with ASTM C 157 — Test Method for Length Change of Hardened Hydraulic Cement Mortar and Concrete, modified as follows: specimens shall be removed from molds at an age of 23 plus or minus 1 hours after trial batching, shall be placed immediately in water at 70 degrees F plus or minus 3 degrees F for at least 30 minutes, and shall be measured within 30 minutes thereafter to determine original length and then submerged in saturated lime water at 73 degrees F plus or minus 3 degrees F. Measurement to determine expansion expressed as a percentage of original length shall be made at age 7 days. This length at age 7 days shall be the base length for drying shrinkage calculations ("0" days drying age). Specimens then shall be stored immediately in a humidity control room maintained at 73 degrees F plus or minus 3 degrees F and 50 percent plus or minus 4 percent relative humidity for the remainder of the test. Measurements to determine shrinkage expressed as percentage of base length shall be made and reported separately for 7, 14, 21, and 28 days of drying after 7 days of moist curing. 3. The drying shrinkage deformation of each specimen shall be computed as the difference between the base length (at "0" days drying age) and the length after drying at each test age. The average drying shrinkage deformation of the specimens shall be computed to the nearest 0.0001 inch at each test age. If the drying shrinkage of any specimen departs from the average of that test age by more than 0.0004-inch, the results obtained from that specimen shall be disregarded. Results of the shrinkage test shall be reported to the nearest 0.001 percent of shrinkage. Compression test specimens shall be taken in each case from the same concrete used for preparing drying shrinkage specimens. These tests shall be considered a part of the normal compression tests for the project. Allowable shrinkage limitations shall be as indicated in Part 2 below. F. Aggregate Testing: Aggregate testing shall be made for the trial batch in the Article below entitled "Trial Batch and Laboratory Tests," prior to construction and every 12 months during construction to insure continued compliance with these Specifications. G. Construction Tolerances: The CONTRACTOR shall set and maintain concrete forms and perform finishing operations to ensure that the completed WORK is within tolerances. Surface defects and irregularities are defined as finishes and are to be distinguished from tolerances. Tolerance is the permissible variation from lines, grades, or dimensions indicated on the Drawings. Where tolerances are not stated in the specifications, permissible deviations will be in accordance with ACI 117 — Standard Tolerance for Concrete Construction and Materials. 1. The following non-cumulative construction tolerances apply to finished walls and slab unless otherwise indicated: Item Tolerance Variation of the constructed linear outline In 10-feet: 1/4-inch; it from the established osition in plan. In 20-feet or more: 1/2-inch MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-4 Variation from the level or from the grades In 10-feet: 1/4-inch; indicated. In 20-feet or more: 1/2-inch Variation from plumb In 10-feet: 1/4-inch; In 20-feet or more: 1/2-inch Variation in the thickness of slabs and Minus 1/4-inch; walls. Plus 1/2-inch Variation in the locations and sizes of slabs Plus or minus 1/4-inch and wall openings PART 2 -- PRODUCTS 2.1 CONCRETE MATERIALS A. General 1. All materials shall be classified as acceptable for potable water use according to NSF Standard 61. 2. Cement for concrete that will contact potable water shall not be obtained from kilns that burn metal rich hazardous waste fuel. 3. Materials shall be delivered, stored, and handled so as to prevent damage by water or breakage. Cement reclaimed from cleaning bags or leaking containers shall not be used. Cement shall be used in the sequence of receipt of shipments. B. Materials shall comply with the requirements of Sections 201, 203, and 204 of ACI 301, as applicable. C. Storage of materials shall conform to the requirements of Section 205 of ACI 301. D. Materials for concrete shall conform to the following requirements: 1. Cement shall be standard brand portland cement conforming to ASTM C 150 — Portland Cement, for Type II or Type V, including Table 2 optional requirements. A minimum of 85 percent of cement by weight shall pass a 325 screen. A single brand of cement shall be used throughout the WORK, and prior to its use, the brand shall be accepted by the ENGINEER. The cement shall be suitably protected from exposure to moisture until used. Cement that has become lumpy shall not be used. Sacked cement shall be stored in such a manner so as to permit access for inspection and sampling. Certified mill test reports, including fineness, for each shipment of cement to be used shall be submitted to the ENGINEER, if requested, regarding compliance with these Specifications. 2. Water for mixing and curing shall be potable, clean, and free from objectionable quantities of silty organic matter, alkali, salts, and other impurities. The water shall be considered potable, for the purposes of this Section only, if it meets the requirements of the local governmental agencies. Agricultural water with high total dissolved solids (over 1000 mg/I TDS) shall not be used. 3. Aggregates shall be obtained from pits acceptable to the ENGINEER, shall be non- reactive, and shall conform to the requirements of ASTM C 33 — Concrete Aggregates. Maximum size of coarse aggregate shall be as indicated. Lightweight sand for fine aggregate will not be permitted. MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-5 a Coarse aggregates shall consist of clean, hard, durable gravel, crushed gravel, crushed rock, or a combination thereof. The coarse aggregates shall be prepared and handled in 2 or more size groups for combined aggregates with a maximum size greater than 3/4-inch. When the aggregates are proportioned for each batch of concrete, the 2 size groups shall be combined. See the article below entitled "Trial Batch and Laboratory Tests" for the use of the size groups. b. Fine aggregates shall be natural sand or a combination of natural and manufactured sand that is hard and durable. When tested in accordance with ASTM D 2419 — Test Methods for Sand Equivalent Value of Soils and Fine Aggregate, the sand equivalency shall not be less than 75 percent for an average of 3 samples, nor less than 70 percent for an individual test. Gradation of fine aggregate shall conform to ASTM C 33 when tested in accordance with ASTM C 136 for the fineness modulus of the sand used, including the optional grading in Section 6.2. The fineness modulus of sand used shall not be over 3.1. c. Combined aggregates shall be well graded from coarse to fine sizes and shall be uniformly graded between screen sizes to produce a concrete that has optimum workability and consolidation characteristics. Where a trial batch is required for a mix design, the final combined aggregate gradations will be established during the trial batch process. d. When tested in accordance with ASTM C 33, the ratio of silica released to reduction in alkalinity shall not exceed 1.0. e. When tested in accordance with ASTM C 33, the fine aggregate shall produce a color in the supernatant liquid no darker than the reference standard color solution. f. When tested in accordance with ASTM C 33, the coarse aggregate shall show a loss not exceeding 42 percent after 500 revolutions, or 10.5 percent after 100 revolutions. g. When tested in accordance with ASTM C 33, the loss resulting after 5 cycles of the soundness test, shall not exceed 10 percent for fine aggregate and 12 percent for coarse aggregate, when using sodium sulfate. 4. Ready-mix concrete shall conform to the requirements of ASTM C 94 — Ready Mixed Concrete. 5. Admixtures: All admixtures shall be compatible and be furnished by a single manufacturer capable of providing qualified field service representation. Admixtures shall be used in accordance with manufacturer's recommendations. If the use of an admixture is producing an inferior end result, the CONTRACTOR shall discontinue use of the admixture. Admixtures shall not contain thiocyanates nor more than 0.05 percent chloride ion, and shall be non-toxic after 30 days. a. Air-entraining agent meeting the requirements of ASTM C 260 — Air Entraining Admixtures for Concrete shall be used. Sufficient air-entraining agent shall be used to provide a total air content of 3 to 5 percent. Concrete floors to receive a dry-shake: rlocr hjiduiicr shall Dave an air content not to exceed 3 percent. The OWNER reserves the right, at any time, to sample and test the air- entraining agent. The air-entraining agent shall be added to the batch in a MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-6 portion of the mixing water. The solution shall be batched by means of a mechanical batcher capable of accurate measurement. Air content shall be tested at the point of placement. Air entraining agent shall be Micro-Air by Master Builders; Daravair by W.R. Grace; Sika AEA-15 by Sika Corporation; or equal. b. Set controlling and water reducing admixtures: Admixtures may be added at the CONTRACTOR's option, subject to the ENGINEER's approval, to control the set, effect water reduction, and increase workability. The cost of adding an admixture shall be the CONTRACTOR's responsibility. Concrete containing an admixture shall be first placed at a location determined by the ENGINEER. Admixtures shall conform to the requirements of ASTM C 494 — Chemical Admixtures for Concrete. The required quantity of cement shall be used in the mix regardless of whether or not an admixture is used. 1) Concrete shall not contain more than one water reducing admixture. 2) Set controlling admixture may be either with or without water-reducing properties. Where the air temperature at the time of placement is expected to be consistently greater than 80 degrees F, a set retarding admixture such as Plastocrete 161 MR by Sika Corporation; Pozzolith 300R by Master Builders; Daratard by W.R. Grace; or equal shall be used. Where the air temperature at the time of placement is expected to be consistently less than 40 degrees F, a non-corrosive set accelerating admixture such as Plastocrete 161FL by Sika Corporation; Pozzutec 20 by Master Builders; Polarset by W.R. Grace; or equal shall be used. 3) Normal range water reducer shall conform to ASTM C 494, Type A. WRDA 64 or 79 by W.R. Grace; Pozzolith 322-N by Master Builders; Plastocrete 161 by Sika Corporation; or equal. The quantity of admixture used and the method of mixing shall be in accordance with the manufacturer's instructions and recommendations. 4) High range water reducer shall conform to ASTM C 494, Type F or G. Daracem 100 or ADVA 100 by W.R. Grace; Sikament FF or Sikament 86 by Sika Corporation; Rheobuild 1000 by Master Builders; or equal. High range water reducer shall be added to the concrete after all other ingredients have been mixed and initial slump has been verified. No more than 14 ounces of water reducer per sack of cement shall be used. Water reducer shall be considered as part of the mixing water when calculating the water/cement ratio. 5) If the high range water reducer is added to the concrete at the Site, it may be used in conjunction with the same water reducer added at the batch plant. Concrete shall have a slump of 3 inches plus or minus 1/2-inch prior to adding the high range water reducing admixture at the Site. The high range water reducing admixture shall be accurately measured and pressure injected into the mixer as a single dose by an experienced technician. A standby system shall be provided and tested prior to each day's operation of the primary system. 6) Concrete shall be mixed at mixing speed for a minimum of 70 mixer revolutions or 5 minutes after the addition of the high range water reducer, unless recommended otherwise by the manufacturer. MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-7 7) Flyash: Flyash shall not be used. 2.2 CURING MATERIALS A. Materials for curing concrete shall conform to the following requirements and ASTM C 309 — Liquid Membrane — Forming Components for Curing Concrete. 1. Curing compounds shall be white pigmented, resin based, and compliant with local VOC requirements. Sodium silicate compounds shall not be allowed. Concrete curing compound shall be Kurez VOX White Pigmented by Euclid Chemicals Company; L&M Cure R-2 by L&M Construction Chemicals; 1200-White by W.R. Meadow; or equal. When curing compound must be removed for finishes or grouting, compounds shall be Korez DR VOX by Euclid Chemical Company; Masterkure-100W by ChemRex MBT; L&M Cure R-2 by L & M Construction Chemicals;1100-Clear by W.R. Meadows; or equal. 2. Polyethylene sheet for use as concrete curing blanket shall be white and shall have a nominal thickness of 6 mils. The loss of moisture when determined in accordance with the requirements of ASTM C 156 — Test Method for Water Retention by Concrete Curing Materials, shall riot exceed 0.055 grams per square centimeter of surface. 3. Polyethylene-coated waterproof paper sheeting for use as concrete curing blanket shall consist of white polyethylene sheeting free of visible defects, uniform in appearance, have a nominal thickness of 2 mils, and be permanently bonded to waterproof paper conforming to the requirements of Federal Specification UU-B- 790A — Building Paper, Vegetable Fiber (Kraft, Waterproofed, Water Repellant and Fire Resistant). The loss of moisture, when determined in accordance with the requirements of ASTM C 156, shall not exceed 0.055 gram per square centimeter of surface. 4. Polyethylene-coated burlap for use as concrete curing blanket shall be 4-mil thick, white opaque polyethylene film impregnated or extruded into one side of the burlap. Burlap shall weigh not less than 9 ounces per square yard. The loss of moisture, when determined in accordance with the requirements of ASTM C 156, shall not exceed 0.055 grams per square centimeter of surface. 5. Curing mats for use in Curing Method 6 below, shall be heavy shag rugs or carpets or cotton mats quilted at 4-inches on center. Curing mats shall weigh a minimum of 12 ounces per square yard when dry. 6. Evaporation retardant shall be a material such as Confilm by ChemRex MBT; Eucobar by Euclid Chemical Company; E-CON by L & M Construction Chemicals, Inc.; or equal. 2.3 NON-WATERSTOP JOINT MATERIALS A. Materials for non-waterstop joints in concrete shall conform to the following requirements: 1. Preformed joint filler shall be a non-extruding, neoprene sponge or polyurethane type conforming to Section 03290 - Joints in Concrete. 2. Elastomeric joint sealer shall conform to the requirements of Section 07920 - Sealants and Caulking. MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-8 3 Mastic joint sealer shall be a material that does not contain evaporating solvents; that will tenaciously adhere to concrete surfaces; that will remain permanently resilient and pliable; that will not be affected by continuous presence of water and will not in any way contaminate potable water; and that will effectively seal the joints against moisture infiltration even when the joints are subject to movement due to expansion and contraction. The sealer shall be composed of special asphalts or similar materials blended with lubricating and plasticizing agents to form a tough, durable mastic substance containing no volatile oils or lubricants and shall be capable of meeting the test requirements set forth below, if testing is required by the ENGINEER. 2.4 MISCELLANEOUS MATERIALS A. Dampproofing agent shall be an asphalt emulsion such as Hydrocide 600 by ChemRex Sonneborn; Emulsified Asphalt by Euclid Chemical Company; Sealmastic by W. R. Meadows Inc., or equal. B. Bonding agents shall be epoxy adhesives conforming to the following: 1. For bonding freshly-mixed, plastic concrete to hardened concrete, Sikadur 32 Hi- Mod Epoxy Adhesive by Sika Corporation; Concresive Liquid (LPL), by ChemRex MBT; BurkEpoxy MV by Burke by Edoco; or equal. 2. For bonding hardened concrete or masonry to steel, Sikadur 31 Hi-Mod Gel by Sika Corporation; BurkEpoxy NS by Burke by Edoco; Concresive Paste (LPL) by ChemRex MBT; or equal. C. Vapor Retarder: Vapor retarder shall be 30-mil thick, Class A, 3 ply, nylon or polyester cord reinforced high density polyethylene sheet laminated to a non-woven geotextile fabric, in accordance with ASTM E 1745 - Plastic Water Vapor Retarders Used in Contact with Soil or Granular Fill Under Concrete Slabs. Reef Industries, Inc., Griffolyn T-65 G or equal. D. Granular Material Above Vapor Retarder: Crushed stone, gravel, or sand with the following size distribution and meeting the deleterious substance limits of ASTM C 33 for fine aggregates. Sieve Size Percentage Passing 3/8-inch 100 4.75 mm 85-100 No. 100 10— 30 E. Seams in vapor retarder sheet shall be sealed with tape, adhesive, or other material as recommended by sheet manufacturer for the areas to be sealed and sheet material. F. Colorant for duct bank concrete shall be an integral red oxide coloring pigment used in the proportion of 8 pounds per cubic yard of concrete. 2.5 CONCRETE DESIGN REQUIREMENTS A. General: Concrete shall be composed of cement, admixtures, aggregates, and water of the qualities indicated. The exact proportions in which these materials are to be used for different parts of the WORK will be determined during the trial batch. In general, the mix MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-9 shall be designed to produce a concrete capable of being deposited so as to obtain maximum density and minimum shrinkage, and, where deposited in forms, to have good consolidation properties and maximum smoothness of surface. The aggregate gradations shall be formulated to provide fresh concrete that will not promote rock pockets around reinforcing steel or embedded items. The proportions shall be changed whenever necessary or desirable to meet the required results. All changes shall be subject to review by the ENGINEER. B. Fine Aggregate Composition: In mix designs for structural concrete, the percentage of fine aggregate in total aggregate by weight, shall be as indicated in the following table. FINE AGGREGATE Fineness Modulus Maximum Percent 2.7 or less 41 2.7 to 2.8 42 2.8 to 2.9 43 2.9 to 3.1 44 1. For other concrete, the maximum percentage of fine aggregate of total aggregate, by weight, shall not exceed 50. C. Duct bank concrete shall contain an integral red-oxide coloring pigment. Concrete shall be dyed red throughout; Surface treatment to color duct banks will not be acceptable. D. Water/Cement Ratio and Compressive Strength: Water/cement ratio is given for aggregates in saturated-surface dry condition and total moisture of all aggregates, calculated by ASTM C 566 -Test Method for Total Moisture Content of Aggregate by Drying, less the absorption of the aggregate as calculated by ASTM C 127 — Test Method for Specific Gravity and Absorption of Coarse Aggregate and C 128 — Test Method for Specific Gravity and Absorption of Fine Aggregate shall represent total free moisture in the aggregate determine the water/cement ratio, total free moisture of aggregates shall be added to batch water to estimate water content of concrete. Concrete shall have the following minimum properties: Type of Work Min 28-Day Maximum Size Cement Content Maximum Compressive Aggregate per cubic yd W/C Strength (in) (Ibs) Ratio (psi) (by weight) Structural Concrete Roof, floor slabs, columns, walls, and all other 4,000 1 564 to 600 0.45 concrete items not indicated elsewhere. 12-inch and thicker walls, MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-10 slabs on grade, 4,000 1-1/2 564 to 600 0.45 and footings (optional) Pea Gravel Concrete Thin sections and areas with congested reinforcing, at the CONTRACTOR'S option and with the written 4,000 3/8 752 to 788 0.40 approval of the ENGINEER for The specific location. Maximum fine aggregate 50 percent by weight of aggregate. Sitework 3,000 1 470 (min) 0.50 concrete Lean concrete 2,000 1 376 (min) 0.60 NOTE: The CONTRACTOR is cautioned that the limiting parameters above are not a mix design. Admixtures may be required to achieve workability required by the CONTRACTOR'S construction methods and aggregates. The CONTRACTOR is responsible for providing concrete with the required workability. E. Adjustments to Mix Design: The CONTRACTOR may elect to decrease the water/cement ratio to achieve the strength and shrinkage requirements and/or add water reducers, as required to achieve workability. The mixes shall be changed whenever such change is necessary or desirable to secure the required strength, density, workability, and surface finish, and the CONTRACTOR shall be entitled to no additional compensation because of such changes. Any changes to the accepted concrete mix design shall be submitted to the ENGINEER for review and shall be tested again in accordance with these Specifications. 2.6 CONSISTENCY A. The quantity of water in a batch of concrete shall be just sufficient, with a normal mixing period, to produce a concrete which can be worked properly into place without segregation and which can be compacted by vibratory methods to give the desired density, impermeability, and smoothness of surface. The quantity of water shall be changed as necessary, with variations in the nature or moisture content of the aggregates, to maintain uniform production of a desired consistency. The consistency of the concrete in successive batches shall be determined by slump tests in accordance with ASTM C 143 — Test Method for Slump of Hydraulic Cement Concrete. The slumps shall be as follows: MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-11 Part of Work Slump (in) l All concrete, unless indicated otherwise 3-inches plus or minus 1-inch With high range water reducer added 7-inches plus or minus 2-inches Pea gravel mix 7-inches plus or minus 2-inches LDuctbank and pipe encasement 5-inches plus or minus 1-inch J 2.7 TRIAL BATCH AND LABORATORY TESTS A. The CONTRACTOR shall only use a mix design for construction that has first met the trial batch testing requirements. B. Before placing any concrete, a testing laboratory selected by the ENGINEER shall prepare a trial batch of each class of structural concrete, based on the preliminary concrete mixes submitted by the CONTRACTOR. During the trial batch the aggregate proportions may be adjusted by the testing laboratory using the two coarse aggregate size ranges to obtain the required properties. If one size range produces an acceptable mix, a second size range need not be used. Such adjustments will be considered refinements to the mix design and will not be the basis for extra compensation to the CONTRACTOR. Concrete shall conform to the requirements of this Section, whether the aggregate proportions are from the CONTRACTOR's preliminary mix design, or whether the proportions have been adjusted during the trial batch process. The trial batch shall be prepared using the aggregates, cement, and admixture proposed for the project. The trial batch materials shall be of a quantity such that the testing laboratory can obtain 3 drying shrinkage, and 6 compression test specimens from each batch. C. The determination of compressive strength will be made by testing 6-inch diameter by 12-inch high cylinders; made, cured and tested in accordance with ASTM C 192 - Practice for Making and Curing Concrete Test Specimens in the Laboratory and ASTM C 39. Three compression test cylinders will be tested at 7 days and 3 at 28 days. The average compressive strength for the 3 cylinders tested at 28 days for any given trial batch shall not be less than 125 percent of the indicated compressive strength. D. A sieve analysis of the combined aggregate for each trial batch shall be performed according to the requirements of ASTM C 136 — Method for Sieve Analysis of Fine and Coarse Aggregates. Values shall be given for percent passing each sieve. 2.8 SHRINKAGE LIMITATION A. The maximum concrete shrinkage for specimens cast in the laboratory from the trial batch, as measured at 21 day drying age or at 28 day drying age shall be 0.036 percent or 0.042 percent, respectively. Standard deviation will not be considered. The CONTRACTOR shall only use a mix design for construction that has first met the trial batch shrinkage requirements. Shrinkage limitations apply only to structural concrete. B. The maximum concrete shrinkage for specimens cast in the field shall not exceed the trial batch maximum shrinkage requirement by more than 25 percent. C. If the required shrinkage limitation is not met during construction, the CONTRACTOR shall take any or all of the following actions to reestablish compliance. These actions MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-12 may include changing the source of aggregates, cement and/or admixtures; reducing water/cement ratio; washing of coarse and/or fine aggregate to reduce fines; increasing the number of construction joints; modifying the curing requirements; or other actions designed to minimize shrinkage or the effects of shrinkage. 2.9 MEASUREMENT OF CEMENT AND AGGREGATE A. The amount of cement and of each separate size of aggregate entering into each batch of concrete shall be determined by direct weighing equipment furnished by the CONTRACTOR and acceptable to the ENGINEER. B. Weighing tolerances Material Percent of Total Weight Cement 1 Aggregates 3 Admixtures 3 2.10 MEASUREMENT OF WATER A. The quantity of water entering the mixer shall be measured by a suitable water meter or other measuring device of a type acceptable to the ENGINEER and capable of measuring the water in variable amounts within a tolerance of one percent. The water feed control mechanism shall be capable of being locked in position so as to deliver constantly any required amount of water to each batch of concrete. A positive quick- acting valve shall be used for a cut-off in the water line to the mixer. The operating mechanism shall prevent leakage when the valves are closed. 2.11 READY-MIXED CONCRETE A. At the CONTRACTOR'S option, ready-mixed concrete may be used if it meets the requirements as to materials, batching, mixing, transporting, and placing as indicated herein and is in accordance with ASTM C 94, including the following supplementary requirements. B. Ready-mixed concrete shall be delivered to the WORK, and discharge shall be completed within one hour after the addition of the cement to the aggregates or before the drum has been revolved 250 revolutions, whichever is first. C. Truck mixers shall be equipped with electrically actuated counters by which the number of revolutions of the drum or blades may be readily verified. The counter shall be of the resettable, recording type, and shall be mounted in the driver's cab. The counters shall be actuated at the time of starting mixers at mixing speeds. D. Each batch of concrete shall be mixed in a truck mixer for not less than 70 revolutions of the drum or blades at the rate of rotation designated by the manufacturer of equipment. Additional mixing, if any, shall be at the speed designated by the manufacturer of the equipment as agitating speed. All materials including mixing water shall be in the mixer drum before actuating the revolution counter for determining the number of revolution of mixing. MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-13 E. Truck mixers and their operation shall be such that the concrete throughout the mixed batch as discharged is within acceptable limits of uniformity with respect to consistency, mix, and grading. If slump tests taken at approximately the 1/4 and 3/4 points of the load during discharge give slumps differing by more than one-inch when the required slump is 3-inches or less, or if they differ by more than 2-inches when the required slump is more than 3-inches, the mixer shall not be used on the WORK unless the causative condition is corrected and satisfactory performance is verified by additional slump tests. Mechanical details of the mixer, such as water measuring and discharge apparatus, condition of the blades, speed of rotation, general mechanical condition of the unit, and clearance of the drum, shall be checked before a further attempt to use the unit will be permitted. F. Each batch of ready-mixed concrete delivered to the Site shall be accompanied by a delivery ticket furnished to the ENGINEER in accordance with the Paragraph above entitled "Delivery Tickets." G. The use of non-agitating equipment for transporting ready-mixed concrete will not be permitted. Combination truck and trailer equipment for transporting ready-mixed concrete will not be permitted. The quality and giiantity of materials used in ready-mixed concrete and in batch aggregates shall be subject to continuous inspection at the batching plant by the ENGINEER. PART 3 -- EXECUTION 3.1 PROPORTIONING AND MIXING A. Proportioning: Proportioning of the mix shall conform to the requirements of Chapter 3 "Proportioning" of ACI 301. B. Mixing: Mixing shall conform to the requirements of Chapter 7 of ACI 301. C. Slump: Slumps shall be as indicated herein. D. Retempering: Retempering of concrete or mortar that has partially hardened shall not be permitted. 3.2 PREPARATION OF SURFACES FOR CONCRETING A. General: Earth surfaces shall be thoroughly wetted by sprinkling prior to the placing of any concrete, and these surfaces shall be kept moist by frequent sprinkling up to the time of placing concrete thereon. The surface shall be free from standing water, mud, and debris at the time of placing concrete. B. Vapor Retarder Sheet 1. Sheet shall be installed under on-grade building floor slabs of occupiable (non- hydraulic) structures and at other locations indicated. 2. Sand base shall be at least 2-inches thick within the foundation line after moistening and compaction by mechanical means. Sand surface shall be flat and level within a tolerance of plus 0-inches to minus 3/4-inch. 3. Place, protect, and repair defects in sheet according to ASTM E 1643 — Standard Practice for Installation of Water Vapor Retarders Used in Contact with Earth or MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-14 Granular Fill Under Concrete Slabs, and the manufacturer's written instructions. Seams shall be lapped and sealed in accordance with ASTM E 1643. 4. Granular material above the sheet shall be moistened and compacted to 2-inches thickness within the same flatness criteria as the sand base. C. Joints in Concrete: Concrete surfaces upon or against which concrete is to be placed, where the placement of the concrete has been stopped or interrupted so that, as determined by the ENGINEER, the new concrete cannot be incorporated integrally with that previously placed, are defined as construction joints. The surfaces of horizontal joints shall be given a compacted, roughened surface for good bonding. Except where the Drawings call for joint surfaces to be coated, the joint surfaces shall be cleaned of all laitance, loose or defective concrete, foreign material, and be roughened to a minimum 1/4-inch amplitude. Such cleaning and roughening shall be accomplished by hydroblasting or sandblasting (exposing aggregate) followed by thorough washing. Pools of water shall be removed from the surface of construction joints before the new concrete is placed. D. After the surfaces have been prepared, all approximately horizontal construction joints shall be covered with a 6-inch lift of a pea gravel mix. The mix shall be placed and spread uniformly. Wall concrete shall follow immediately and shall be placed upon the fresh pea gravel mix. E. Placing Interruptions: When placing of concrete is to be interrupted long enough for the concrete to take a set, the working face shall be given a shape by the use of forms or other means that will secure proper union with subsequent work; provided that construction joints shall be made only where acceptable to the ENGINEER. F. Embedded Items: No concrete shall be placed until all formwork, installation of parts to be embedded, reinforcement steel, and preparation of surfaces involved in the placing have been completed and accepted by the ENGINEER at least 4 hours before placement of concrete. Surfaces of forms and embedded items that have become encrusted with dried grout from previous usage shall be cleaned before the surrounding or adjacent concrete is placed. G. Inserts or other embedded items shall conform to the requirements herein. H. Reinforcement, anchor bolts, sleeves, inserts, and similar items shall be set and secured in the forms at locations indicated on the Drawings or shown by Shop Drawings and shall be acceptable to the ENGINEER before any concrete is placed. Accuracy of placement is the responsibility of the CONTRACTOR. I. Casting New Concrete Against Old: Where concrete is to be cast against old concrete (any concrete which is greater than 60 days of age), the surface of the old concrete shall be thoroughly cleaned and roughened by hydroblasting or sandblasting to expose aggregate. The joint surface shall be coated with an epoxy bonding agent unless indicated otherwise by the ENGINEER. J. No concrete shall be placed in any structure until all water entering the space to be filled with concrete has been properly cut off or has been diverted by pipes, or other means, and carried out of the forms, clear of the WORK. No concrete shall be deposited underwater nor shall the CONTRACTOR allow still water to rise on any concrete until the concrete has attained its initial set. Water shall not be permitted to flow over the surface of any concrete in such manner and at such velocity as will injure the surface finish of MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-15 the concrete. Pumping or other necessary dewatering operations for removing ground water, if required, shall be subject to the review of the ENGINEER. K. Corrosion Protection: Pipe, conduit, dowels, and other ferrous items required to be embedded in concrete construction shall be so positioned and supported prior to placement of concrete that there will be a minimum of 2-inches clearance between said items and any part of the concrete reinforcement. Securing such items in position by wiring or welding them to the reinforcement will not be permitted. L. Openings for pipes, inserts for pipe hangers and brackets, and anchors shall, where practicable, be provided during the placing of concrete. M. Anchor bolts shall be accurately set and shall be maintained in position by templates while being embedded in concrete. N. Cleaning: The surfaces of metalwork to be in contact with concrete shall be thoroughly cleaned of all dirt, grease, loose scale and rust, grout, mortar, and other foreign substances immediately before the concrete is placed. 3.3 HANDLING, TRANSPORTING, AND PLACING A. General: Placing of concrete shall conform to the applicable requirements of Chapter 8 of ACI 301 and the requirements of this Section. No aluminum materials shall be used in conveying any concrete. B. Non-Conforming Work or Materials: Concrete which during or before placing is found not to conform to the requirements indicated herein shall be rejected and immediately removed from the WORK. Concrete which is not placed in accordance with these Specifications, or which is of inferior quality, shall be removed and replaced. C. Unauthorized Placement: No concrete shall be placed except in the presence of a duly authorized representative of the ENGINEER. The CONTRACTOR shall notify the ENGINEER in writing at least 24 hours in advance of placement of any concrete. D. Placement in Wall and Column Forms: Concrete shall not be dropped through reinforcement steel or into any deep form, nor shall concrete be placed in any form in such a manner as to leave accumulation of mortar on the form surfaces above the placed concrete. In such cases, means such as hoppers and, if necessary, vertical ducts of canvas, rubber, or metal shall be used for placing concrete in the forms in a manner that it may reach the place of final deposit without separation. In no case shall the free fall of concrete below the ends of ducts, chutes, or buggies exceed 4-feet in walls and 8-feet in columns. Concrete shall be uniformly distributed during the process of depositing and in no case after depositing shall any portion be displaced in the forms more than 6-feet in horizontal direction. Concrete in wall forms shall be deposited in uniform horizontal layers not deeper than 2-feet; and care shall be taken to avoid inclined layers or inclined construction joints except where such are required for sloping members. Each layer shall be placed while the previous layer is still soft. The rate of placing concrete in wall forms shall not exceed 5-feet of vertical rise per hour. Sufficient illumination shall be provided in the interior of all forms so that the concrete at the places of deposit is visible from the deck or runway. E. Casting New Concrete Against Old: Epoxy adhesive bonding agent shall be applied to the old surfaces according to the manufacturer's written recommendations. This provision shall not apply to joints where waterstop is provided. See Section 03290 - Joints in Concrete. MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-16 F. Conveyor Belts and Chutes: Ends of chutes, hopper gates, and all other points of concrete discharge throughout the CONTRACTOR'S conveying, hoisting, and placing system shall be designed and arranged so that concrete passing from them will not fall separated into whatever receptacle immediately receives it. Conveyor belts, if used, shall be of a type acceptable to the ENGINEER. Chutes longer than 50 feet will not be permitted. Minimum slopes of chutes shall be such that concrete of the indicated consistency will readily flow in them. If a conveyor belt is used, it shall be wiped clean by a device operated in such a manner that none of the mortar adhering to the belt will be wasted. All conveyor belts and chutes shall be covered. G. Placement in Slabs: Concrete placed in sloping slabs shall proceed uniformly from the bottom of the slab to the top, for the full width of the placement. As the work progresses, the concrete shall be vibrated and carefully worked around the slab reinforcement, and the surface of the slab shall be screeded in an up-slope direction. H. Temperature of Concrete: The temperature of concrete when it is being placed shall be not more than 90 degrees F nor less than 55 degrees F for sections less than 12- inches thick nor less than 50 degrees for all other sections. Concrete ingredients shall not be heated to a temperature higher than that necessary to keep the temperature of the mixed concrete, as placed, from falling below the minimum temperature. When the temperature of the concrete is 85 degrees F or above, the time between the introduction of the cement to the aggregates and discharge shall not exceed 45 minutes. If concrete is placed when the weather is such that the temperature of the concrete would exceed 90 degrees F, the CONTRACTOR shall employ effective means, such as precooling of aggregates and mixing water using ice or placing at night, as necessary to maintain the temperature of the concrete below 90 degrees F as it is placed. The CONTRACTOR shall be entitled to no additional compensation on account of the foregoing requirements. I. Cold Weather Placement 1. Placement of concrete shall conform to ACI 306.1 - Cold Weather Concreting, and the following. 2. Remove all snow, ice, and frost from the surfaces, including reinforcement, against which concrete is to be placed. Before beginning concrete placement, thaw the subgrade to a minimum depth of 6-inches. Reinforcement and embedded items shall be warmed to above 32 degrees F prior to concrete placement. 3. Maintain the concrete temperature above 50 degrees F for at least 72 hours after placement. 3.4 PUMPING OF CONCRETE A. General: If the pumped concrete does not produce satisfactory end results, the CONTRACTOR shall discontinue the pumping operation and proceed with the placing of concrete using conventional methods. B. Pumping Equipment: The pumping equipment shall have 2 cylinders and be designed to operate with one cylinder in case the other one is not functioning. In lieu of this requirement, the CONTRACTOR may have a standby pump on the Site during pumping. C. The minimum diameter of the hose conduits shall be in accordance with ACI 304.2R — Placing Concrete by Pumping Methods. MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-17 D. Pumping equipment and hose conduits that are not functioning properly shall be replaced. E. Aluminum conduits for conveying the concrete shall not be permitted. F. Field Control: Concrete samples for slump, air content, and test cylinders will be taken at the placement end of the hose. 3.5 ORDER OF PLACING CONCRETE A. The order of placing concrete in all parts of the WORK shall be acceptable to the ENGINEER. In order to minimize the effects of shrinkage, the concrete shall be placed in units as bounded by construction joints at the indicated locations. The placing of units shall be done by placing alternate units in a manner such that each unit placed shall have cured at least 5 days for hydraulic structures and 2 days for all other structures before the contiguous unit or units are placed, except that the corner sections of vertical walls shall not be placed until the 2 adjacent wall panels have cured at least 10 days for hydraulic structures and 4 days for all other structures. B. The surface of the concrete shall be level whenever a run of concrete is stopped. To insure a level, straight joint on the exposed surface of walls, a wood strip at least 3/4- inch thick shall be tacked to the forms on these surfaces. The concrete shall be carried about 1/2-inch above the underside of the strip. About one hour after the concrete is placed, the strip shall be removed and any irregularities in the edge formed by the strip shall be leveled with a trowel and laitance shall be removed. 3.6 TAMPING AND VIBRATING A. As concrete is placed in the forms or in excavations, it shall be thoroughly settled and compacted throughout the entire depth of the layer which is being consolidated, into a dense, homogeneous mass, filling all corners and angles, thoroughly embedding the reinforcement, eliminating rock pockets, and bringing only a slight excess of water to the exposed surface of concrete. Vibrators shall be Group 3 per ACI 309 — Consolidation of Concrete, high speed power vibrators (8000 to '12,000 rpm) of an immersion type in sufficient number and with at least one standby unit as required. Group 2 vibrators may be used only at specific locations when accepted by the ENGINEER. B. Care shall be used in placing concrete around waterstops. The concrete shall be carefully worked by rodding and vibrating to make sure that all air and rock pockets have been eliminated. Where flat-strip type waterstops are placed horizontally, the concrete shall be worked under the waterstops by hand, making sure that air and rock pockets have been eliminated. Concrete surrounding the waterstops shall be given additional vibration over and above that used for adjacent concrete placement to assure complete embedment of the waterstops in the concrete. C. Concrete in walls shall be internally vibrated and at the same time rammed, stirred, or worked with suitable appliances, tamping bars, shovels, or forked tools until it completely fills the forms or excavations and closes snugly against all surfaces. Subsequent layers of concrete shall not be placed until the layers previously placed have been worked thoroughly. Vibrators shall be provided in sufficient numbers, with standby units as required, to accomplish the required results within 15 minutes after concrete of the prescribed consistency is placed in the forms. The vibrating head shall not contact the surfaces of the forms. Care shall be taken not to vibrate concrete excessively or to work it in any manner that causes segregation of its constituents. MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-18 3.7 FINISHING CONCRETE SURFACES A. General: Surfaces shall be free from fins, bulges, ridges, offsets, honeycombing, or roughness of any kind, and shall present a finished, smooth, continuous hard surface. Allowable deviations from plumb or level and from the alignment, profiles, and dimensions indicated are defined as tolerances and are indicated above. These tolerances are to be distinguished from irregularities in finish as described herein. Aluminum finishing tools shall not be used. B. Formed Surfaces: No treatment is required after form removal except for curing, repair of defective concrete, and treatment of surface defects. Where architectural finish is required, it shall be as indicated. C. Unformed Surfaces: After proper and adequate vibration and tamping, unformed top surfaces of slabs, floors, walls, and curbs shall be brought to a uniform surface with suitable tools. Immediately after the concrete has been screeded, it shall be treated with a liquid evaporation retardant. The retardant shall be used again after each work operation as necessary to prevent drying shrinkage cracks. The classes of finish for unformed concrete surfaces are designated and defined as follows: 1. Finish U1 - Sufficient leveling and screeding to produce an even, uniform surface with surface irregularities not to exceed 3/8-inch. No further special finish is required. 2. Finish U2 - After sufficient stiffening of the screeded concrete, surfaces shall be float finished with wood or metal floats or with a finishing machine using float blades. Excessive floating of surfaces while the concrete is plastic and dusting of dry cement and sand on the concrete surface to absorb excess moisture will not be permitted. Floating shall be the minimum necessary to produce a surface that is free from screed marks and is uniform in texture. Surface irregularities shall not exceed 1/4-inch. Joints and edges shall be tooled where indicated or as determined by the ENGINEER. 3. Finish U3 - After the Finish U2 surface has hardened sufficiently to prevent excess of fine material from being drawn to the surface, steel troweling shall be performed with firm pressure such as will flatten the sandy texture of the floated surface and produce a dense, uniform surface free from blemishes, ripples, and trowel marks. The finish shall be smooth and free of all irregularities. 4. Finish U4 - Trowel the Finish U3 surface to remove local depressions or high points. In addition, the surface shall be given a light broom finish with brooming perpendicular to drainage unless otherwise indicated. The resulting surface shall be rough enough to provide a nonskid finish. 5. Unformed surfaces shall be finished according to the following schedule: UNFORMED SURFACE FINISH SCHEDULE Area Finish Grade slabs and foundations to be U1 MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-19 covered with concrete or fill Material Floors to be covered with grouted tile U2 or topping grout Water bearing slabs with slopes 10 U3 percent and less Water bearing slabs with slopes U4 greater than 10 percent Slabs not water bearing U4 Slabs to be covered with built-up U2 roofing Interior slabs and floors to receive U3 architectural finish Top surface of walls U3 3.8 ARCHITECTURAL FINISH A. General: Architectural finishes shall be provided only where specifically indicated below. In all other locations, the paragraph entitled Finishing Concrete Surfaces, shall apply. Location Finish None None the concrete surface shall be inspected B. Immediately after the forms have been stripped, and any poor joints, voids, rock pockets, or other defective areas shall be repaired and form-tie holes filled as indicated herein. C. Architectural finishes shall not be applied until the concrete surface has been repaired as required and the concrete has cured at least 14 days. D. Architecturally treated concrete surfaces shall conform to the accepted sample in texture, color, and quality. It shall be the CONTRACTOR's responsibility to maintain and protect the concrete finish. E. Smooth Concrete Finish 1 . The concrete surface shall be wetted, and a grout shall be applied with a brush. The grout shall be made by mixing one part portland cement and one part of fine sand that will pass a No. 16 sieve with sufficient water to give it the consistency of thick paint. The cement used in said grout shall be 1/2 gray and 1/2 white portland cement, or other proportion as determined by the ENGINEER. White portland cement shall be Atlas white, or equal. Calcium chloride at 5 percent by volume of the cement shall be used in the brush coat. The freshly applied grout shall be vigorously rubbed into the concrete surface with a wood float filling all small air MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-20 holes. After all the surface grout has been removed with a steel trowel, the surface shall be allowed to dry and, when dry, shall be vigorously rubbed with burlap to remove completely all surface grout so that there is no visible paint-like film of grout on the concrete. The entire cleaning operation for any area shall be completed the day it is started, and no grout shall be left on the surface overnight. 2. Cleaning operations for any given day shall be terminated at panel joints. It is required that the various operations be carefully timed to secure the desired effect which is a light-colored concrete surface of uniform color and texture without any appearance of a paint or grout film. 3. In the event that improper manipulation results in an inferior finish, the CONTRACTOR shall rub such inferior areas with carborundum bricks. 4. Before beginning any of the final treatment on exposed surfaces, the CONTRACTOR shall treat in a satisfactory manner a trial area of at least 200 square feet in some inconspicuous place selected by the ENGINEER and shall preserve said trial area undisturbed until the completion of the job. F. Sandblasted Concrete Finish 1. Sandblasting shall be done in a safe manner acceptable to local authorities and per OSHA requirements. The sandblasting shall be a light sandblast to remove laitance and to produce a uniform fine aggregate surface texture with approximately 1/32- to 1/16-inch of surface sandblasted off. Corners, patches, form panel joints, and soft spots shall be sandblasted with care. 2. A 3-sq ft sample panel of the sandblasted finish shall be provided by the CONTRACTOR for acceptance by the ENGINEER prior to starting the sandblasting work. The sample panel shall include a corner, plugs, and joints and shall be marked after approval. All other sandblasting shall be equal in finish to the sample panel. 3. Protection against sandblasting shall be provided on all adjacent surfaces and materials not requiring sandblasting. After sandblasting, the concrete surfaces shall be washed with clean water and excess sand removed. 3.9 CURING AND DAMPPROOFING A. General: Concrete shall be cured for not less than 7 days after placing, in accordance with the methods indicated below for the different parts of the WORK. Surface to be Cured or Dampproofed Method Unstripped forms 1 Wall sections with forms removed 6 Construction joints between footings and walls, 2 and between floor slab and columns Encasement and ductbank concrete and thrust 3 blocks MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-21 All concrete surfaces not specifically indicated 4 in this Paragraph Floor slabs on grade in hydraulic structures 5 Slabs not on grade 6 B. Method 1: Wooden forms shall be wetted immediately after concrete has been placed and shall be kept wet with water until removal. If steel forms are used the exposed concrete surfaces shall be kept continuously wet until the forms are removed. If forms are removed within 7 days of placing the concrete, curing shall be continued in accordance with Method 6 below. C. Method 2: The surface shall be covered with burlap mats which shall be kept wet with water for the duration of the curing period, until the concrete in the walls has been placed. No curing compound shall be applied to surfaces cured under Method 2. D. Method 3: The surface shall be covered with moist earth not less than 4 hours nor more than 24 hours after the concrete is placed. Earthwork operations that may damage the concrete shall not begin until at least 7 days after placement of concrete. E. Method 4: The surface shall be sprayed with a liquid curing compound. 1. It shall be applied in accordance with the manufacturer's printed instructions at a maximum coverage rate of 200 square feet per gallon and in such a manner as to cover the surface with a uniform film that will seal thoroughly. 2. Where the curing compound method is used, care shall be exercised to avoid damage to the seal during the 7-day curing period. If the seal is damaged or broken before the expiration of the curing period, the break shall be repaired immediately by the application of additional curing compound over the damaged portion. 3. Wherever curing compound has been applied by mistake to surfaces against which concrete subsequently is to be placed and to which it is to adhere, compound shall be entirely removed by wet sandblasting just prior to the placing of new concrete. 4. Curing compound shall be applied as soon as the concrete has hardened enough to prevent marring on unformed surfaces and within 2 hours after removal of forms. Repairs to formed surfaces shall be made within the 2 hour period; provided, however, that any such repairs which cannot be made within the said 2 hour period shall be delayed until after the curing compound has been applied. When repairs are to be made to an area on which curing compound has been applied, the area involved shall first be wet-sandblasted to remove the curing compound. 5. At locations where concrete is placed adjacent to a panel which has been coated with curing compound, the panel shall have curing compound reapplied to an area within 6-feet of the joint and to any other location where the curing membrane has been disturbed. 6. Prior to final acceptance of the WORK, all visible traces of curing compound shall be removed from all surfaces in such a manner that does not damage the surface finish. MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-22 F. Method 5 1. Until the concrete surface is covered with curing compound, the entire surface shall be kept damp by applying water using nozzles that atomize the flow so that the surface is not marred or washed. The concrete shall be given a coat of curing compound in accordance with Method 4 above. Not less than one hour nor more than 4 hours after the curing compound has been applied, the surface shall be wetted with water delivered through a fog nozzle, and concrete-curing blankets shall be placed on the slabs. The curing blankets shall be polyethylene sheet, polyethylene-coated waterproof paper sheeting, or polyethylene-coated burlap. The blankets shall be laid with the edges butted together and with the joints between strips sealed with 2-inch wide strips of sealing tape or with edges lapped not less than 3-inches and fastened together with a waterproof cement to form a continuous watertight joint. 2. The curing blankets shall be left in place during the 7-day curing period and shall not be removed until after concrete for adjacent work has been placed. If the curing blankets become torn or otherwise ineffective, the CONTRACTOR shall replace damaged sections. During the first 3 days of the curing period, no traffic of any nature and no depositing, temporary or otherwise, of any materials shall be permitted on the curing blankets. During the remainder of the curing period, foot traffic and temporary depositing of materials that impose light pressure will be permitted only on top of plywood sheets 5/8-inch minimum thickness, laid over the curing blanket. The CONTRACTOR shall add water under the curing blanket as often as necessary to maintain damp concrete surfaces at all times. G. Method 6: This method applies to both walls and slabs. 1. The concrete shall be kept continuously wet by the application of water for a minimum period of at least 7 consecutive days beginning immediately after the concrete has reached final set or forms have been removed. 2. Until the concrete surface is covered with the curing medium, the entire surface shall be kept damp by applying water using nozzles that atomize the flow so that the surface is not marred or washed. 3. Heavy curing mats shall be used as a curing medium to retain the moisture during the curing period. The curing medium shall be weighted or otherwise held substantially in contact with the concrete surface to prevent being dislodged by wind or any other causes. Edges shall be continuously held in place. 4. The curing blankets and concrete shall be kept continuously wet by the use of sprinklers or other means both during and after normal working hours. 5. Immediately after the application of water has terminated at the end of the curing period, the curing medium shall be removed, any dry spots shall be rewetted, and curing compound shall be immediately applied in accordance with Method 4 above. 6. The CONTRACTOR shall dispose of excess water from the curing operation to avoid damage to the WORK. H. Dampproofing 1. The exterior surfaces of buried roof slabs shall be dampproofed as follows. MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-23 2. Immediately after completion of curing the surface shall be sprayed with a dampproofing agent consisting of an asphalt emulsion. Application shall be in 2 coats. The first coat shall be diluted to one-half strength by the addition of water and shall be sprayed on so as to provide a maximum coverage rate of 100 square feet per gallon of dilute solution. The second coat shall consist of an application of the undiluted material, and shall be sprayed on so as to provide a maximum coverage rate of 100 square feet per gallon. Dampproofing material shall be as indicated above. 3. As soon as the material has taken an initial set, the entire area thus coated shall be coated with whitewash. Any formula for mixing the whitewash may be used if it produces a uniformly coated white surface and remains until placing of the backfill. If the whitewash fails to remain on the surface until the backfill is placed, the CONTRACTOR shall apply additional whitewash. 3.10 PROTECTION A. The CONTRACTOR shall protect concrete against injury until final acceptance. B. Fresh concrete shall be protected from damage due to rain, hail, sleet, or snow. The CONTRACTOR shall provide such protection while the concrete is still plastic and whenever precipitation is imminent or occurring. 3.11 CURING IN COLD WEATHER A. Water curing of concrete may be reduced to 6 days during periods when the mean daily temperature in the vicinity of the Site is less than 40 degrees F; provided that, during the prescribed period of water curing, when temperatures are such that concrete surfaces may freeze, water curing shall be temporarily discontinued. B. Concrete cured by an application of curing compound will require no additional protection from freezing if the protection at 50 degrees F for 72 hours is obtained by means of approved insulation in contact with the forms or concrete surfaces; otherwise the concrete shall be protected against freezing temperatures for 72 hours immediately following 72 hours protection at 50 degrees F. Concrete cured by water shall be protected against freezing temperatures for 72 hours immediately following the 72 hours of protection at 50 degrees F. C. Discontinuance of protection against freezing temperatures shall be such that the drop in temperature of any portion of the concrete will be gradual and will not exceed 40 degrees F in 24 hours. In the spring, when the mean daily temperature rises above 40 degrees F for more than 3 successive days, the required 72-hour protection at a temperature not lower than 50 degrees F may be discontinued for as long as the mean daily temperature remains above 40 degrees F; provided, that the concrete shall be protected against freezing temperatures for not less than 48 hours after placement. D. Where artificial heat is employed, special care shall be taken to prevent the concrete from drying. Use of unvented heaters will be permitted only when unformed surfaces of concrete adjacent to the heaters are protected for the first 24 hours from an excessive carbon dioxide atmosphere by application of curing compound; provided, that the use of curing compound for such surfaces is otherwise permitted by these Specifications. MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-24 3.12 TREATMENT OF SURFACE DEFECTS A. As soon as forms are removed, exposed surfaces shall be carefully examined and any irregularities shall be immediately rubbed or ground in a satisfactory manner in order to secure a smooth, uniform, and continuous surface. Plastering or coating of surfaces to be smoothed will not be permitted. No repairs shall be made until after inspection by the ENGINEER. In no case will extensive patching of honeycombed concrete be permitted. Concrete containing minor voids, holes, honeycombing, or similar depression defects shall be repaired as indicated below. Concrete containing extensive voids, holes, honeycombing, or similar depression defects shall be completely removed and replaced. Repairs and replacements shall be performed promptly. B. Defective surfaces to be repaired shall be cut back from trueline a minimum depth of 1/2-inch over the entire area. Feathered edges will not be permitted. Where chipping or cutting tools are not required in order to deepen the area properly, the surface shall be prepared for bonding by the removal of all laitance or soft material, plus not less than 1/32-inch depth of the surface film from all hard portions by means of an efficient sandblast. After cutting and sandblasting, the surface shall be wetted sufficiently in advance of shooting with shotcrete or with cement mortar so that while the repair material is being applied, the surfaces underneath will remain moist but not so wet as to overcome the suction upon which a good bond depends. The material used for repair shall consist of a mixture of one sack of cement to 3 cubic feet of sand. For exposed walls, the cement shall contain such a proportion of Atlas white portland cement as is required to make the color of the patch match the color of the surrounding concrete. C. Holes left by tie-rod cones shall be reamed with suitable toothed reamers so as to leave the surfaces of the holes clean and rough. Holes then shall be repaired in an approved manner with dry-packed cement grout. Holes left by form-tying devices having a rectangular cross-section and other imperfections having a depth greater than their least surface dimension shall not be reamed but shall be repaired in an approved manner with dry-packed cement grout. D. Repairs shall be built up and shLiped in such a manner that the completed WORK will conform to the requirements of this Section, as applicable, using approved methods which will not disturb the bond, cause sagging, or cause horizontal fractures. Surfaces of repairs shall receive the same kind and amount of curing treatment as required for the concrete in the repaired section. E. Prior to filling any structure with water, cracks shall be "vee'd" as indicated and filled with sealant conforming to the requirements of Section 03290 - Joints in Concrete. This repair method shall be done on the water bearing face of members. Prior to backfilling, faces of members in contact with fill which are not covered with a waterproofing membrane shall also have cracks repaired as indicated herein. 3.13 PATCHING HOLES IN CONCRETE A. Patching Small Holes 1. Holes that are less than 12-inches in the least dimension and extend completely through concrete members shall be filled. 2. Small holes in members that are water-bearing or in contact with soil or other fill material shall be filled with non-shrink grout. Where a face of the member is exposed to view, the non-shrink grout shall be held back 2-inches from the finished MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-25 surface. The remaining 2-inches shall then be patched according to the Article above entitled "Treatment of Surface Defects." 3. Small holes through all other concrete members shall be filled with non-shrink grout, with exposed faces treated as above. B. Patching Large Holes 1. Holes which are larger than 12-inches in the least dimension shall have a keyway chipped into the edge of the opening all around, unless a formed keyway exists. The holes shall then be filled with concrete as indicated herein. 2. Holes which are larger than 24-inches in the least dimension and which do not have reinforcing steel extending from the existing concrete, shall have reinforcing steel set in grout in drilled holes. The reinforcing added shall match the reinforcing in the existing wall unless indicated otherwise. 3. Large holes in members that are water bearing or in contact with soil or other fill shall have a hydrophilic type waterstop material placed around the perimeter of the hole in accordance-with Section 03290 - Joints in Concrete, unless there is an existing waterstop in place. 3.14 CARE AND REPAIR OF CONCRETE A. The CONTRACTOR shall protect concrete against injury or damage from excessive heat, lack of moisture, overstress, or any other cause until final acceptance. Particular care shall be taken to prevent the drying of concrete and to avoid roughening or otherwise damaging the surface. Any concrete found to be damaged, or which may have been originally defective, or which becomes defective at any time prior to the final acceptance of the completed WORK, or which departs from the established line or grade, or which, for any other reason, does not conform to the requirements of the Contract Documents, shall be satisfactorily repaired or removed and replaced with acceptable concrete. - END OF SECTION - MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-26 SECTION 03315 - GROUT PART 1 -- GENERAL 1.1 THE REQUIREMENT A. The CONTRACTOR shall provide grout, complete and in place, in accordance with the Contract Documents. B. The following types of grout are covered in this Section: 1. Non-Shrink Grout: This type of grout shall be used wherever grout is indicated, unless another type is specifically referenced. 2. Cement Grout 3. Epoxy Grout 4. Topping Grout and Concrete Fill 1.2 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS A. Specifications, codes, and standards shall be as listed in Section 03300 - Cast-in-Place Concrete, and as indicated herein. 1.3 CONTRACTOR SUBMITTALS A. Furnish submittals in accordance with Section 01300 - Contractor Submittals B. Shop Drawings: Include certified test results verifying compliance with the compressive strength, shrinkage, and expansion requirements; and manufacturer's literature containing instructions and recommendations on the mixing, handling, placement, and appropriate uses for each proposed type of non-shrink and epoxy grout. C. Provide manufacturer's independent certification of ASTM C 1107 - Packaged Dry, Hydraulic-Cement Grout (Nonshrink), compliance without modification of the standard methods certifying that the Class B or C grout post hardening non-shrink properties are not based on gas expansion, grouts have strengths of 3500 psi at 1 day, 6500 psi at 3 days and 7500 psi at 28 days when cured at 72 degrees F as well as meeting the 3,7, and 28 day strengths when tested and cured at the 45 degree and 95 degree limits and all other requirements of ASTM C 1107. D The CONTRACTOR shall engage an independent testing laboratory to run a 24 hour grout evaluation in accordance with ASTM C 1107 of each grout submitted for approval showing compliance to all aspects of the evaluation and submit results to the ENGINEER for review. 1.4 QUALITY ASSURANCE A. Field Tests 1. Compression test specimens will be taken during construction from the first placement of each type of grout and at intervals thereafter selected by the MWH-05302003 GROUT 1520315-STILLAGUAMISH RIVER WTP PAGE 03315-1 ENGINEER to insure continued compliance with these specifications. The specimens will be made by the ENGINEER or its representative. 2. Compression tests and fabrication of specimens for cement grout and non-shrink grout will be performed in accordance with ASTM C 109 - Test Method for Compressive Strength of Hydraulic Cement Mortars (Using 2-in or 50-mm Cube Specimens) at intervals during construction selected by the ENGINEER. A set of three specimens will be made for testing at 7 days, 28 days, and each additional time period as appropriate. 3. Compression tests and fabrication of specimens for epoxy grout will be performed in accordance with ASTM C 579 - Test Method for Compressive Strength of Chemical- Resistant Mortars, Grouts, Monolithic Surfacings and Polymer Concretes, Method B, at intervals during construction selected by the ENGINEER. A set of three specimens will be made for testing at 7 days, and each earlier time period as appropriate. 4. Grout which fails to meet requirements is subject to removal and replacement. 5. The cost of laboratory tests on grout will be paid by the OWNER except where test results show the grout to be defective. In such case, the CONTRACTOR shall pay for the tests, removal and replacement of Defective Work, and retesting, all at no increased cost to the OWNER. 6. The CONTRACTOR shall assist the ENGINEER in obtaining specimens for testing and shall furnish all materials necessary for fabricating the test specimens. B. Construction Tolerances: Construction tolerances shall be in accordance with Section 03300, unless indicated otherwise. PART 2 -- PRODUCTS 2.1 CEMENT GROUT A. Cement Grout: Cement grout shall be composed of one part cement, three parts sand, and the minimum amount of water necessary to obtain the desired consistency. Where needed to match the color of adjacent concrete, white portland cement shall be blended with regular cement as needed. The minimum compressive strength at 28 days shall be 4000 psi. B. Cement grout materials shall be as indicated in Section 03300, except that no cement from kilns burning metal-rich hazardous waste fuel shall be used. 2.2 PREPACKAGED GROUTS A. Non-Shrink Grout 1 Non-shrink grout shall be a prepackaged, inorganic, non-gas-liberating, non- metallic, cement-based grout requiring only the addition of water. Cement from kilns burning metal-rich hazardous waste fuel shall not be used. Manufacturer's instructions shall be printed on each bag or other container in which the materials are packaged. The specific formulation for each class of non-shrink grout herein shall be that recommended by the manufacturer for the particular application. All grouts (Grade A, B, C) shall be tested for height change of the hardened grout at 1, MWH-05302003 GROUT 1520315-STILLAGUAMISH RIVER WTP PAGE 03315-2 3, 14, and 28 days in accordance with ASTM C 1090 - Test Method for Measuring Changes in Height of Cylindrical Specimens from Hydraulic-Cement Grout, and shall be tested for compression at 1, 3, 7, and 28 days in accordance with the modified ASTM C 109 testing procedure. 2 Class A non-shrink grouts shall have a minimum 28 day compressive strength of 5000 psi and shall meet the requirements of ASTM C 1107 when mixed to a flowable, plastic, or stiff consistency. When tested in accordance with ASTM C 1090, grout shall have a maximum of 4.0 percent expansion in the pre-hardened state. 3. Class B or C high precision, fluid, extended working time, non-shrink grouts shall have a minimum 28 day compressive strength of 7500 psi; shall have no shrinkage (0.0 percent) and a maximum 4.0 percent expansion in the plastic state when tested in accordance with ASTM C 827 - Test Method for Change in Height at Early Ages of Cylindrical Specimens from Cementitious Mixtures; and shall have no shrinkage (0.0 percent) and a maximum of 0.2 percent expansion in the hardened state; and when mixed to a fluid consistency of 20 to 30 seconds per ASTM C 939 — Test Method for Flow of Grout for Preplaced — Aggregate (Flow Cone Method), at temperature extremes of 45 to 90 degrees F shall have an extended working time of 30 minutes when tested in accordance with ASTM C 1107. Class B or C non-shrink grout shall be Master Builders Masterflow 555 by Master Builders; Sika Grout 212 by Sika Corporation. 4. Application: a. Class A non-shrink grout shall be used for the repair of holes and defects in concrete members which are not water-bearing and not in contact with soil or other fill material, and grouting railing posts in place. b. Class B or C non-shrink grout shall be used for the repair of holes and defects in concrete members which are water bearing or in contact with soil or other fill material, grouting under all base plates for structural steel members, grouting under all equipment base plates, and at all locations where grout is required by the Contract Documents except where epoxy grout is specifically required. Class B or C non-shrink grout may be used in place of Class A non-shrink grout for all applications. Class B or C non-shrink grout shall not be used for dry packing applications. B. Epoxy Grout 1. Epoxy grout shall be a pourable, non-shrink, 100 percent solids system. The epoxy grout system shall have three components: resin, hardener, and specially blended aggregate, all premeasured and prepackaged. The resin component shall not contain any non-reactive diluents. Variation of component ratios is not permitted unless specifically recommended by the manufacturer. Manufacturer's instructions shall be printed on each container in which the materials are packaged. Epoxy grout shall be Master Builders Ceilcote 648 CP+ by Master Builders; Sikadur 42, Grout-Pak by Sika Corporation. 2. The chemical formulation of the epoxy grout shall be that recommended by the manufacturer for the particular application. 3. The mixed epoxy grout system shall have a minimum working life of 90 to 120 minutes at 70 degrees F. MW H-05302003 GROUT 1520315-STILLAGUAMISH RIVER WTP PAGE 03315-3 4. The epoxy grout shall develop a compressive strength of 9000 psi in 24 hours and 13,000 psi in seven days when tested in accordance with ASTM C 579, Method B. There shall be no shrinkage (0.0 percent) and a maximum 4.0 percent expansion when tested in accordance with ASTM C 827. 5. The epoxy grout shall exhibit a minimum effective bearing area of 90 percent. This shall be determined by testing in accordance with ASTM C 1339 - Test Method for Flowability and Bearing Area of Chemical-Resistant Polymer Machinery Grouts, for bearing area and flow. 6. Application: Epoxy grout shall be used to embed all anchor bolts and reinforcing steel required to be set in grout, and for other applications specifically required in the Contract Documents. 2.3 TOPPING GROUT AND CONCRETE FILL A. Grout for topping of slabs and concrete fill for built-up surfaces of tank, channel, and basin bottoms shall be composed of cement, fine aggregate, coarse aggregate, water, and admixtures. All materials and procedures for concrete in Section 03300 shall apply except as noted otherwise herein. B. Topping grout and concrete fill shall contain a minimum of 564 pounds of cement per cubic yard with a maximum water/cement ratio of 0.45. Where concrete fill is thicker than 3 inches, sitework concrete in accordance with Section 03300 may be used if accepted by the ENGINEER. C. Coarse aggregate shall be graded as follows: U.S. STANDARD SIEVE SIZE PERCENT BY WEIGHT PASSING 1/2" 100 3/8" 90-100 No. 4 20-55 No. 8 5-30 No. 16 0-10 No. 30 0-10 D. Final mix design shall be determined by trial mix design under supervision of the approved testing laboratory. E. Strength: Minimum compressive strength of topping grout and concrete fill at the end of 28 days shall be 3000 psi. 2.4 CURING MATERIALS A. Curing materials shall be in accordance with Section 03300 for cement grout and be as recommended by the manufacturer of prepackaged grouts. 2.5 CONSISTENCY A. The consistency of grout shall be as necessary to completely fill the space to be grouted for the particular application. Dry pack consistency is such that the grout is plastic and MWH-05302003 GROUT 1520315-STILLAGUAMISH RIVER WTP PAGE 03315-4 moldable but will not flow. Where "dry pack" is required by the Contract Documents, it shall mean a grout of that consistency; the type of grout to be used shall be as indicated herein for the particular application. B. The slump for topping grout and concrete fill shall be adjusted to match placement and finishing conditions but shall not exceed 4 inches. 2.6 MEASUREMENT OF INGREDIENTS A. Measurements for cement grout shall be made accurately by volume using containers. Shovel measurement shall not be allowed. B. Prepackaged grouts shall have ingredients measured by means recommended by the manufacturer. PART 3 -- EXECUTION 3.1 GENERAL A. Surface preparation, curing, and protection of cement grout shall be in accordance with Section 03300. The finish of the grout surface shall match that of the adjacent concrete unless otherwise indicated. B. The manufacturer of Class B or C non-shrink grout and epoxy grout shall provide on- Site technical assistance upon request at no cost to the OWNER. C. Base concrete or masonry shall have attained its design strength before grout is placed, unless authorized otherwise by the ENGINEER. 3.2 GROUTING PROCEDURES A. Prepackage Grouts: Mixing, surface preparation, handling, placing, consolidation, curing, and other means of execution for prepackaged grouts shall be done according to the instructions and recommendations of the manufacturer. B. All structural, equipment, tank, and piping support bases shall be grouted, unless indicated otherwise. 1. The original concrete shall be blocked out or finished off a sufficient distance below the plate to provide for a one-inch thickness of grout or a thickness as indicated on the Drawings. 2. After the base plate has been set in position at the proper elevation by steel wedges or double nuts on the anchor bolts, the space between the bottom of the plate and the original pour of concrete shall be filled with non-shrink-type grout. The mixture shall be of a trowelable consistency and be tamped or rodded solidly into the space between the plate and the base concrete. A backing board or stop shall be provided at the back side of the space to be filled with grout. Where this method of placement is not practical or where required by the ENGINEER, alternate grouting methods shall be submitted for acceptance. C. Topping Grout MWH-05302003 GROUT 1520315-STILLAGUAMISH RIVER WTP PAGE 03315-5 1. All mechanical, electrical, and finish work shall be completed prior to placement of topping or concrete fill. The base slab shall be given a roughened textured surface by sandblasting or hydroblasting, exposing the aggregates to ensure bonding to the base slab. 2. The minimum thickness of grout topping and concrete fill shall be one inch. Where the finished surface of concrete fill is to form an intersecting angle of less than 45 degrees with the concrete surface it is to be placed against, a key shall be formed in the concrete surface at the intersection point. The key shall be a minimum of 3-1/2-inches wide by 1-1/2-inches deep. 3. The base slab shall be thoroughly cleaned, at saturated surface dry (SSD) condition per ICRI standards for surface preparation, and be free from standing pools or ponds of water prior to placing topping and fill. A thin coat of neat cement grout shall be broomed into the surface of the slab just before topping of fill placement. The topping and fill shall be compacted by rolling or tamping, brought to established grade, and floated. Grouted fill for tank and basin bottoms where scraping mechanisms are to be installed shall be screened by blades attached to the revolving mechanism of the equipment in accordance with the procedures outlined by the equipment manufacturer after the grout is brought to the established grade. 4. Topping grout placed on sloping slabs shall proceed uniformly from the bottom of the slab to the top, for the full width of the placement. 5. The surface shall be tested with a straight edge to detect high and low spots which shall be immediately eliminated. When the topping and fill has hardened sufficiently, it shall be steel troweled to a smooth surface free from pinholes and other imperfections. An approved type of mechanical trowel may be used as an assist in this operation, but the last pass over the surface shall be by hand-troweling. During finishing, no water, dry cement, or mixture of dry cement and sand shall be applied to the surface. 3.3 CONSOLIDATION A. Grout shall be placed in such a manner, for the consistency necessary for each application, so as to assure that the space to be grouted is completely filled. - END OF SECTION - MWH-05302003 GROUT 1520315-STILLAGUAMISH RIVER WTP PAGE 03315-6 SECTION 04232 - REINFORCED CONCRETE BLOCK MASONRY PART 1 --GENERAL 1.1 THE REQUIREMENT A. The CONTRACTOR shall provide concrete masonry and other appurtenant work, complete and in place, in accordance with the Contract Documents. 1.2 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS A. Commercial Standards ANSI/ASTM C 5 Quicklime for Structural Purposes ASTM A 615 Deformed and Plain Billet-Steel Bars for Concrete Reinforcement ASTM C 90 Load-Bearing Concrete Masonry Units ASTM C 129 Non load bearing Concrete Masonry Units ASTM C 140 Test Methods of Sampling and Testing Concrete Masonry and Related Units l ASTM C 144 Aggregate for Masonry Mortar ASTM C 150 Portland Cement ASTM C 207 Hydrated Lime for Masonry Purposes ASTM C 404 Aggregates for Masonry Grout ASTM C 1314 Test Methods for Compressive Strength of Masonry Prisms UBC 21-16 Field Test Specimens for Mortar l . 1.3 CONTRACTOR SUBMITTALS A. Furnish submittals in accordance with Section 01300 - Contractor Submittals. B. Samples 1. Samples of concrete masonry unit colors with texture ranges indicated for selection t" of color. Full size samples of the blocks selected shall be submitted for final approval by the ENGINEER after color selection, if requested. If the specified product is a colored and textured unit, the samples shall be colored and textured units. 2. Samples of mortar colors for color selection. MWH-05302003 REINFORCED CONCRETE BLOCK MASONRY 1520315-STILLAGUAMISH RIVER WTP PAGE 04232-1 3. A 4-ft minimum square free-standing sample panel shall be prepared for approval before starting masonry work. The panel shall remain at the Site for reference until all masonry work is completed. C. Documentation 1. Reports from testing masonry units 2. Reports from mortar and grout testing. 3. Reports from prism testing. D. Grout and mortar mix design 1. Proportions for all components 2. Mill tests for cement 3. Admixture certification. Include chloride ion content. 4. Aggregate graduation and certification 5. Lime certification 1.4 QUALITY ASSURANCE A. Applicable Standards: Concrete masonry shall conform to the Building Code, the Masonry Design Manual published by the Masonry Industry Advancement Committee, and other applicable codes and standards of governing authorities. B. All work shall conform to the standard of quality established by the approved free- standing sample panel. C. Concrete block masonry units shall be sampled and tested in accordance with ASTM C 140. D. Testing of Mortar and Grout: The CONTRACTOR shall have the mortar and grout tested to assure compliance with the Specifications and the governing codes by a recognized testing laboratory approved by the ENGINEER. Test reports shall be submitted to the ENGINEER. 1. Tests shall be taken at the following times: a. At commencement of masonry work, at least 2 test samples each of mortar and grout shall be taken on 3 successive working days. b. At any change in materials or job conditions, at least 2 samples of each modified material, grout, and mortar shall be tested. c. Four random tests each of mortar and grout shall be made. The random test samples shall be taken when requested by the ENGINEER. d. Additional samples and tests may be required whenever, in the judgment of the ENGINEER, additional tests (beyond the random tests) are necessary to determine the quality of the materials. MWH-05302003 REINFORCED CONCRETE BLOCK MASONRY 1520315-STILLAGUAMISH RIVER WTP PAGE 04232-2 e. The costs of tests and test reports, except for any additional tests requested by the ENGINEER, shall be paid by the CONTRACTOR. The costs of the additional tests and reports, when reports verify compliance with the Contract Documents, will be paid by the OWNER. When tests or reports do not verify compliance, the cost of all additional tests and reports shall be paid by the CONTRACTOR. 2. Test samples shall be stored in a moist environment until tested, unless directed otherwise by the ENGINEER or the testing laboratory. Tests shall be in accordance with Uniform Building Code Standard No. 21-16 for mortar. E. Test of Masonry Prisms: the OWNER will test masonry prisms to assure compliance with the Specifications and the governing codes by a recognized testing laboratory. 1. Tests will be made of the following items: a. At the time of the construction of the sample panel above, at least 5 masonry prisms shall be made for each type of block herein, except separate prisms are not required for block which only varies by texture. b. At any change in materials during construction, at least 5 masonry prisms will be made for each type of block affected. c. One set of at least 5 masonry prisms will be made for each masonry structure, besides the structure that the sample is part of, or for each week in which block is laid, for each type of block involved; whichever occurs first. d. Additional sets of at least 5 masonry prisms may be required whenever, in the judgement of the ENGINEER, additional tests are necessary to determine the quality of the materials. 2. The prisms shall be constructed by the CONTRACTOR in the presence of the ENGINEER. The same personnel who are laying the block in the structure shall construct the masonry prism. 3. The masonry prism shall be constructed and will be tested in accordance with ASTM C 1314, except as modified herein. The prisms shall be composed of one complete cell using full-size blocks which are saw-cut. The minimum ratio of height to smaller width dimension shall be 1.5. The prism shall be at least 15 inches high. A minimum of two horizontal bed joints shall be used to form the prism. The prism shall be grouted, after the required 24-hour minimum cure period, using the same grout used in the walls. 4. Compression tests made on sets of specimens made during construction shall include 2 prisms tested at 7 days after grouting and 3 prisms tested at 28 days after grouting. 5. The average compressive strength of prisms tested at 28 days after grouting, multiplied by the appropriate correction factor as given in the UBC, shall not be less than the indicated masonry compressive strength. 6. If the compressive strength of the prisms fails to meet or exceed that required, adjustments shall be made to the mix designs for the mortar, or grout, or both, as needed to produce the required strength. The masonry units shall also be retested to verify compliance to the requirements of ASTM C 90. MWH-05302003 REINFORCED CONCRETE BLOCK MASONRY 1520315-STILLAGUAMISH RIVER WTP PAGE 04232-3 7 If the compressive strength of the prism fails to meet or exceed that required, prisms or cores shall be cut from the walls in sufficient numbers and in sufficient locations to adequately determine the strength of the walls. Those portions of the walls represented by specimens failing to meet the required compressive strength are subject to being removed and replaced. F. Inspection: Whenever required under the provisions of the Building Code, work hereunder will be subject to continuous inspection by a Special Inspector selected by the ENGINEER and approved by the local Building Official having jurisdiction. Costs of such inspection will be paid by the OWNER. The Special Inspector will work under the supervision of the ENGINEER. G. Weather Conditions: Concrete masonry units shall not be placed when air temperature is below 40 degrees F (4 degrees C) and shall be protected against direct exposure to the wind and sun when erected when the ambient air temperature exceeds 99 degrees F (37 degrees C) in the shade with relative humidity less than 50 percent. Cold weather installation shall be per code and Reference Standards and as approved by the ENGINEER. H. Product Storage: Cement, lime, and other cementitious materials shall be delivered and stored in dry, weather-tight sheds or enclosures, in unbroken bags, barrels, or other approved containers, plainly marked and labeled with the manufacturers' names and brands. Mortar and grout shall be stored and handled in a manner which will prevent the inclusion of foreign materials and damage by water or dampness. Masonry units shall be handled with care to avoid chipping and breakage, and shall be stored as directed in the Masonry Design Manual. Materials stored on newly constructed floors shall be stacked in such manner that the uniformly-distributed loading does not exceed 30 psf. Masonry materials shall be protected from contact with the earth and exposure to the weather and shall be kept dry and clean until used. PART 2 -- PRODUCTS 2.1 CONCRETE MASONRY UNITS A. Concrete masonry units shall conform to ASTM C 90 with maximum linear shrinkage of 0.6 percent from standard to oven-dried condition. Units shall be normal weight units unless indicated otherwise. B. Concrete masonry units shall be 8 inch by 8-inch by 16-inch modular size or 12-inch by 8-inch by 16-inch with split face finished on the exposed exterior locations, as specified on the construction document. Units shall be of natural gray color or as specified by ENGINEER. C. Concrete masonry veneer units shall be 8-inch by 8-inch by 16-inch size, with smooth faces or as specified by ENGINEER. Units shall be of natural gray color or as specified by ENGINEER. D. All bond beam, corner, lintel, sill, and other specially shaped blocks shall be provided where required or necessary. Specially shaped non-structural blocks may be constructed by saw cutting. Color and texture shall match that of adjacent units. E. Concrete masonry units hidden from view entirely may be natural color units the same size as other adjacent masonry units. MWH-05302003 REINFORCED CONCRETE BLOCK MASONRY 1520315-STILLAGUAMISH RIVER WTP PAGE 04232-4 F. Concrete masonry units at interior walls shall be normal weight block 8-inch by 8-inch by 16-inch modular size of natural color. 2.2 MATERIALS A. Portland cement shall be Type I or II, low alkali, conforming to ASTM C 150. B. Lime paste shall be made with pulverized quicklime or with hydrated lime which shall be allowed to soak not less than 72 hrs before use except that hydrated lime processed by the steam method shall be allowed to soak not less than 24 hrs and shall be made by adding the lime to the water. In lieu of hydrated lime paste for use in mortar, the hydrated lime may be added in the dry form. Hydrated lime shall be Type S, conforming to ASTM C 207. Pulverized quicklime shall conform to ANSI/ASTM C 5, shall pass a No. 20 sieve, and 90 percent shall pass a No. 50 sieve. C. Sand shall conform to ASTM C 144. Coarse aggregate shall conform to ASTM C 404. D. Water for mixing shall be clear potable water. E. Reinforcing steel shall be deformed bars conforming to ASTM A 615, Grade 60. F. Admixture for mortar shall be Master Builders "PS-235 or Rheomix-235";" Sika Co., "Sika Red Label," or equal. The admixture shall not be detrimental to the bonding or help the process of efflorescence. G. Admixture for grout shall be Sika Co., "Sika Grout Aid," Type II; Master Builders "Pozzolith" normal; or equal. H. Veneer ties shall be per local governing code. 2.3 MORTAR A. Mortar for concrete block masonry shall be Type M with a minimum 28-day compressive strength of 2500. Proportions shall be one part portland cement, 1/4- to 1/2-part lime paste or hydrated lime, and damp, loose sand in an amount (by volume) of not less than 2-1/4 nor more than 3 times the sum of the volumes of cement and lime used, with the precise amount of water required to produce the required workability and strength. B. Mortar for use with colored masonry units shall have integral color as approved by the ENGINEER 2.4 GROUT A. Grout shall have a minimum 28-day compressive strength of 2500 psi. Proportions shall be one part portland cement, not more than 1/10-part lime paste or hydrated lime, 2-1/4 to 3 parts damp, loose sand, not more than 2 parts pea gravel, and water in the amount necessary to produce a consistency for pouring without segregation of components. Where the grout space is less than 4 inches, pea gravel shall be omitted. B. Admixtures may only be used when approved by the ENGINEER. When approved for use, admixtures shall be used in accordance with the manufacturer's published recommendations for the grout. MWH-05302003 REINFORCED CONCRETE BLOCK MASONRY 1520315-STILLAGUAMISH RIVER WTP PAGE 04232-5 PART 3 -- EXECUTION 3.1 GENERAL A. Measurements for mortar and grout shall be accurately made. Shovel measurements are not acceptable. Mortar proportions shall be accurately controlled and maintained, B. Work shall be performed in accordance with the provisions of the applicable code for reinforced concrete hollow-unit masonry. C. The CONTRACTOR shall set or embed all anchors, bolts, reglets, sleeves, conduits, and other items as required. D. All block cutting shall be by machine. E. Masonry units shall be supported off the ground and shall be covered to protect them from rain. Only clean, dry, uncracked units shall be incorporated. F. Reinforcing steel shall be cleaned of all loose rust and scale, and all oil, dirt, paint, laitance, or other substances which may be detrimental to or reduce bonding of the steel and concrete. G. Immediately before starting work, the concrete upon which the masonry will be laid shall be cleaned with water under pressure. H. Full mortar joint for first course shall be provided. I. Units shall be shoved tightly against adjacent units to assure good mortar bond. J. All equipment for mixing and transporting the mortar and grout shall be clean and free from set mortar, dirt, or other foreign matter. 3.2 MIXING A. Mortar shall be mixed by placing 1/2 of the water and sand in the operating mixer, following which the cement, lime, and remainder of the sand and water shall be added. After all ingredients are in the mixer, they shall be mechanically mixed for not less than 5 minutes. Retempering shall be done on the mortar board by adding water within a basin formed within the mortar, and the mortar reworked into the water. Mortar which is not used within one hour shall be discarded. 3.3 ERECTION OF CONCRETE BLOCK MASONRY A. Masonry work shall be erected in-plane, plumb, level, straight, and true to dimensions and executed in accordance with acceptable practices of the trade. B. Unless indicated otherwise, masonry shall be laid up in straight uniform courses with running bond. C. All masonry shall be erected to preserve the unobstructed vertical continuity of the cells measuring not less than 3-inch by 3-inch in cross-section. Walls and cross webs shall be full bedded in mortar. All head (or end) joints shall be solidly filled with mortar for a distance in fium Lhu face of the wall or unit not less than the thickness of the longitudinal face shells. MWH-05302003 REINFORCED CONCRETE BLOCK MASONRY 1520315-STILLAGUAMISH RIVER WTP PAGE 04232-6 3.4 JOINTS A. Vertical and horizontal joints shall be uniform and approximately 3/8-inch wide. Exterior joints and interior exposed block joints shall be concave-tooled to a dense surface. Special care shall be used in tooling joints so as to match existing construction. Interior or exterior non-exposed masonry and masonry behind plaster shall have flush joints. 3.5 CLEANOUTS A. Cleanout openings shall be provided at the bottoms of all cells to be filled at each lift or pour of grout, where such lift or pour is over 4 ft in height. Any overhanging mortar or other obstructions or debris shall be removed from the insides of such cell walls. The cleanouts shall be sealed before grouting and after inspection. Cleanout openings shall match the finished wall in exposed masonry. 3.6 REINFORCEMENT A. Deep cut bond beam blocks shall be used where horizontal reinforcing steel is embedded. H-block bond beams may be used at locations other than openings. B. Knock-out openings shall have no steel or joint reinforcing running through the opening. Head, jambs, and sill blocks shall be used to provide an even finish surface to install window when blocks are removed. Joints at head, jambs, and sills shall be stacked and continuous. C. Vertical reinforcement shall be held in position at top and bottom and at intervals not exceeding 192 diameters of the reinforcement. 3.7 GROUTING A. All cells and bond beam spaces shall be filled solidly with grout unless indicated otherwise. Grouting shall not be started until the wall has cured for 24 hours. Grout shall not be poured in more than 8-ft lifts. B. All grout shall be consolidated at time of pouring by puddling or vibrating. Where the grouting operation has been stopped for one hour or longer, horizontal construction joints shall be formed by stopping the grout pour 1-1/2 inches below the top of the uppermost unit. 3.8 PROTECTION A. Wall surfaces shall be protected from droppings of mortar or grout during construction. B. FINISHING AND CLEANING C. Masonry shall not be wet-finished unless exposed to extreme hot weather or hot wind and then only by using a nozzle-regulated fog spray sufficient only to dampen the face but not of such quantity to cause water to flow down over the masonry. D. Finish masonry shall be cleaned and pointed in a manner satisfactory to the ENGINEER, based upon the standards established by the approved sample panel. E. All interior and exterior colored masonry work exposed to view shall be cleaned by whip light sandblasting to remove all stains and other imperfections. MWH-05302003 REINFORCED CONCRETE BLOCK MASONRY 1520315-STILLAGUAMISH RIVER WTP PAGE 04232-7 F. All exposed masonry surfaces of openings and window and door openings such as sills, heads, and jambs shall be finish block surfaces, not formed surfaces, unless indicated otherwise. Closed bottom bond beam blocks shall be used at heads and sills. Pour holes may be used at the sill under window frame and where approved by the ENGINEER. 3.9 VENEER TIES A. Veneer ties shall be provided per Building Code and trade standards where veneered surfaces are indicated. - END OF SECTION - MWH-05302003 REINFORCED CONCRETE BLOCK MASONRY 1520315-STILLAGUAMISH RIVER WTP PAGE 04232-8 SECTION 05100 - STRUCTURAL STEEL FRAMING PART 1 -- GENERAL 1.1 THE REQUIREMENT A. The CONTRACTOR shall provide structural steel framing and appurtenant metal parts required for permanent connection of the structural steel system, complete and in place, in accordance with the Contract Documents. 1.2 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS A. References herein to "Building Code" or UBC shall mean the Uniform Building Code of the International Conference of Building Officials (ICBO). The edition of the codes adopted as of the date of award of this contract shall apply to the WORK herein. B. Federal Specifications and Commercial Standards AISC Code of Standard Practice for Steel Buildings and Bridges AISC Structural Steel Buildings-Allowable Stress Design and Plastic Design AISC Allowable Stress Design Specifications for Structural Joints Using ASTM A325 and A490 Bolts approved by the Research Council on Structural Connections of the Engineering Foundation ASTM A 36 Structural Steel ASTM A 53 Pipe, Steel, Black and Hot-Dipped, Zinc-Coated Welded and Seamless ASTM A 307 Carbon Steel Bolts and Studs ASTM A 325 Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength ASTM A 500 Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes ASTM A 501 Hot-Formed Welded and Seamless Carbon Steel Structural Tubing ASTM A 992 Steel for Structural Shapes for Use in Building Framing AWS D1.1 Structural Welding Code—Steel 1.3 CONTRACTOR SUBMITTALS A. Submit in accordance with Section 01300 - Contractor Submittals. B. Shop Drawings shall conform to AISC recommendations and specifications and shall show all holes, etc. required for other work. Drawings shall include complete details MWH-05312003 STRUCTURAL STEEL FRAMING 1520315-STILLAGUAMISH RIVER WTP PAGE 05100-1 showing all members and their connections, anchor bolt layouts, schedules for fabrication procedures, and diagrams showing the sequence of erection. C. Testing laboratory certifications for shop and field welders shall be submitted in triplicate directly to the ENGINEER with copies to the CONTRACTOR and others as required. PART 2 -- PRODUCTS 2.1 MATERIALS A. Structural steel Wide Flange Shapes ASTM A 992 Other Shapes, Plates, Bars ASTM A 36 Pipe, Pipe Columns, Bollards ASTM A 53, Type E or S, Grade B standard weight unless noted otherwise LHSS ASTM A 500 Grade B B. Bolts for connections shall be ASTM A 325, unless indicated otherwise. Bolts used to connect dissimilar metals shall be ASTM A 193 and A 194, Type 316 stainless steel. C. Welded anchor studs shall be headed concrete anchor studs (HAS), or deformed bar anchors (DBA), or threaded studs (TAS), as indicated on the Drawings and as supplied by Nelson Stud Welding Company, Lorain, OH; Omark Industries, KSM Fastening Systems Division, Seattle, WA, or Portland, OR; or equal. D. Structural steel shall be cleaned and coated in accordance with Section 09800 - Protective Coating. E. Steel members in contact with aluminum shall be galvanized per Section 05500 - Miscellaneous Metalwork, unless indicated otherwise. F. Structural members shall be furnished full length without splices unless otherwise indicated or approved by the ENGINEER. 2.2 INSPECTION AND TESTING A. Shop inspection may be required by the OWNER at its own expense. The CONTRACTOR shall give ample notice to the ENGINEER prior to the beginning of any fabrication work so that inspection may be provided. The CONTRACTOR shall furnish all facilities for the inspection of materials and workmanship in the shop, and inspectors shall be allowed free access to the necessary parts of the WORK. Inspectors shall have the authority to reject any materials or WORK which does not meet the requirements of these Specifications. Inspection at the shop is intended as a means of facilitating the work and avoiding errors, but it is expressly understood that it will in no way relieve the CONTRACTOR from responsibility for proper materials or workmanship under this Specification. MWH-05312003 STRUCTURAL STEEL FRAMING 1520315-STILLAGUAMISH RIVER WTP PAGE 05100-2 B. The OWNER may engage inspectors to inspect welded connections and high-strength bolted connections, and to perform tests and prepare test reports. 1. Ten percent of all butt and bevel welds which extend continuously for 24-inches or less shall be completely tested in accordance with AWS D1.1, Part B, Radiographic Testing of Welds, Chapter 6. All butt and bevel welds which extend continuously for more than 24-inches shall be spot tested at intervals not exceeding 36-inches. 2. Welds that are required by the ENGINEER to be corrected shall be corrected or redone and retested as directed, at the CONTRACTOR'S expense and to the satisfaction of the ENGINEER and/or approved independent testing lab. 3. The CONTRACTOR shall test to failure three bolts from each heat lot of bolts furnished to the job to verify compliance with this Specification. The testing laboratory shall be approved by the ENGINEER and all test reports shall be supplied to the ENGINEER in accordance with Section 01300. In addition, high- strength bolts shall be inspected using one of the methods set forth in the AISC Specification "Structural Joints Using ASTM A 325 or A 490 Bolts." C. The costs for all initial testing will be paid by the OWNER. However, the CONTRACTOR shall pay for all costs for any additional testing and investigation on WORK which does not meet Specifications. The CONTRACTOR shall supply material for testing at no cost to the OWNER and shall assist the ENGINEER in obtaining material for test samples. PART 3 -- EXECUTION 3.1 MEASUREMENT A. The CONTRACTOR shall verify all dimensions and shall make any field measurements necessary and shall be fully responsible for accuracy and layout of work. The CONTRACTOR shall review the Drawings, and any discrepancies shall be reported to the ENGINEER for clarification prior to starting fabrication. 3.2 FABRICATION A. Structural steel shall be fabricated in accordance with the Drawings, AISC Specifications, and as shown on the Shop Drawings. B. Materials shall be properly marked and match-marked for field assembly. C. Where finishing is required, assembly shall be completed including bolting and welding of units, before start of finishing operations. 3.3 CONNECTIONS A. Shop and field connections shall be bolted or welded as indicated. All connections shall develop full strength of members joined and shall conform to AISC standard connections. B. Unless otherwise indicated, welds shall conform to AISC LRFD Specification for Structural Steel Buildings. MWH-05312003 STRUCTURAL STEEL FRAMING 1520315-STILLAGUAMISH RIVER WTP PAGE 05100-3 3.4 WELDED CONSTRUCTION A. The CONTRACTOR shall comply with the current AWS D1.1 Code for procedures, appearance, and quality of welds and welders, and methods used in correcting welding work. All welded architectural metal work where exposed to view shall have welds ground smooth. Shielded metal arc welding method or gas metal arc welding methods shall be used for welding structural steel. B. Unless otherwise indicated, all butt and bevel welds shall be complete penetration. 3.5 HOLES FOR OTHER WORK A. Holes shall be provided as necessary or as indicated for securing other work to structural steel framing, and for the passage of other work through steel framing members. No torch cut holes will be permitted. 3.6 SHOP PAINT PRIMER A. Shop paint primer shall be applied in accordance with Section 09800. Omit shop applied primer at field weld locations, for the portion of a member to be embedded in concrete, and where galvanizing with no further coating is required. 3.7 PRODUCT DELIVERY, STORAGE, AND HANDLING A. Structural members shall be loaded in such a manner that they may be transported and unloaded without being excessively stressed, deformed, or otherwise damaged. B. Structural steel members and packaged materials shall be protected from corrosion and deterioration. Material shall be stored in a dry area and shall not be placed in direct contact with the ground. Materials shall not be placed on the structure in a manner that might cause distortion or damage to the members or the supporting structures. Repair or replace damaged materials or structures as directed. 3.8 ERECTION A. The CONTRACTOR shall comply with the AISC Specifications and Code of Standard Practice, and with indicated requirements. B. High-strength bolts shall be installed in accordance with the AISC Specification for Structural Joints using ASTM A 325 Bolts. The connections shall be the friction type, unless indicated otherwise. C. Anchor bolts and other connectors required for securing structural steel to in-place WORK and templates and other devices for presetting bolts and other anchors to accurate locations shall be furnished by the CONTRACTOR. D. The CONTRACTOR shall be responsible for designing and installing any temporary bracing required for the safe erection of all structural steel members. 3.9 SETTING BASES AND BEARING PLATES A. Prior to the placement of nnn-shrink groi,t heneath base and bearing plates, the bottom surface of the plates shall be cleaned of all bond-reducing materials, and concrete and MWH-05312003 STRUCTURAL STEEL FRAMING 1520315-STILLAGUAMISH RIVER WTP PAGE 05100-4 masonry bearing surface shall also be cleaned of all bond-reducing materials and roughened to improve bonding. B. Loose and attached baseplates and bearing plates for structural members shall be set on wedges, leveling nuts, or other adjustable devices. C. Anchor bolts shall be tightened after the supported members have been positioned and plumbed and the non-shrink grout has attained its indicated strength. D. Baseplates shall be grouted with non-shrink grout to assure full uniform bearing. Grouting shall be done prior to placing loads on the structure. 3.10 FIELD ASSEMBLY A. Structural frames shall be set accurately to the lines and elevations indicated. The various members shall be aligned and adjusted to form a part of a complete frame or structure before permanently fastening. Bearing surfaces and other surfaces which will be in permanent contact shall be cleaned before assembly. Necessary adjustments to compensate for discrepancies in elevations and alignments shall be performed. B. Individual members of the structure shall be leveled and plumbed within AISC tolerances. C. Required leveling and plumbing measurements shall be established on the mean operating temperature of the structure. 3.11 MISFITS AT BOLTED CONNECTIONS A. Where misfits in erection bolting are encountered, the ENGINEER shall be immediately notified. The CONTRACTOR shall submit a method to remedy the misfit for review by the ENGINEER. The ENGINEER will determine whether the remedy is acceptable or if the member must be refabricated. B. Incorrectly sized or misaligned holes in members shall not be enlarged by burning or by the use of drift pins. C. Correction of misfits is part of the WORK. 3.12 GAS CUTTING A. Gas cutting torches shall not be used in the field for correcting fabrication errors in the structural framing, except when approved by the ENGINEER. Gas-cut sections shall be finished equal to a sheared appearance. 3.13 TOUCH-UP PAINTING A. Immediately after erection, field welds, bolted connections, and abraded areas shall be cleaned of the shop paint primer. Touch-up paint primer shall be applied by brush or spray which is the same thickness and material as that used for the shop paint. Galvanized surfaces which have been field welded or damaged shall be repaired in accordance with Section 05500. B. Finish painting of all structural steel shall be as indicated in Section 09800. - END OF SECTION - MWH-05312003 STRUCTURAL STEEL FRAMING 1520315-STILLAGUAMISH RIVER WTP PAGE 05100-5 i • � 1 1 i - J �I � 1 1 _ 1 • £ � � - 1 � 1 � � � f - _ - 1 1 SECTION 05210 - OPEN WEB STEEL JOISTS PART 1 -- GENERAL 1.1 THE REQUIREMENT A. The CONTRACTOR shall provide the open web steel joists, complete and in place, in accordance with the Contract Documents. B. Variation of Dimensions: The dimensions indicated for the joists, as well as depth of members and thickness of chords, are for general design control purposes. Minor variations from these dimensions, if required to accommodate manufacturing standards, etc., will be allowed. 1.2 CONTRACTOR SUBMITTALS A. Furnish submittals in accordance with Section 01300 - Contractor Submittals. B. Shop Drawings 1. Design calculations, erection drawings, and shop drawings shall be designed by a professional engineer registered in the State of Washington. 2. Complete design calculations for the particular unit or system utilized, including maximum stresses in individual members and other information pertinent to the design. 3. Complete design calculations for the connections of any special forces between the steel joists and the supporting elements of the walls, beams, and columns, where such forces are specifically indicated. 4. Shop and erection drawings shall include at least the following items: a. General layout plan with overall dimensions. b. Fabrication and erection details. c. Connections and anchoring details. d. Bridging size, location and connection details. e. Size and location of all openings. f. Size and location of all mechanical and electrical equipment supported by the roof system that may affect the design for fabrication. g. Location, details, and capacity of all lift point attachments. 5. Mill certificates for all materials. Certificates shall be approved before fabrication begins. 1.3 QUALITY CONTROL A. Joists will be inspected by the ENGINEER before shipment to ensure compliance of materials and workmanship with the requirements of these Specifications. MWH-05302003 OPEN WEB STEEL JOISTS 1520315-STILLAGUAMISH RIVER WTP PAGE 05210-1 PART 2 -- PRODUCTS 2.1 DESIGN CRITERIA A. All open web steel joists and bridging shall be designed to meet the structural and fire requirements of the latest edition of the applicable building code and governing fire codes. B. All open web steel joist members and their connections shall either be designed for the uniform loads as indicated for the Steel Joist Institute designation or be designed to adequately support all indicated loads as shown or as called for by applicable codes. C. The Contractor shall coordinate the location of concentrated mechanical and electrical equipment loads on the joists. 2.2 MATERIALS A. General: Materials utilized in the WORK but not specifically mentioned in this Section shall be governed by the latest applicable ASTM Standards. B. Design: Design of steel joists and bridging shall be in accordance with the latest Steel Joist Institute Specifications. C. Steel: The steel used in the manufacture of chord and web sections shall conform to the Steel Joist Institute Standard Specifications and applicable ASTM Standards. D. Mechanical Properties: The yield strength used as basis for the design stress in web members shall be 45,000 psi. Mill certificates shall be submitted for all materials for review and approval before fabrication can begin. E. Welding: All welding shall conform to the latest Steel Joist Institute Specifications and AWS D1.1. F. Coating shall be in accordance with Section 09800 - Protective Coating. After erecting and welding are complete, welds and scarred surfaces on the joists shall be given a touch-up coat of the same paint as shop coat. G. Load Limit Signs: A sign indicating the load capacity, as shown on the Drawings, shall be mounted on the joist adjacent to each lift point. Signs shall be according to Section 10400 - Identifying Devices. PART 3 -- EXECUTION 3.1 ERECTION REQUIREMENTS A. Handling and Erection: Handling and erection shall be in accordance with the latest Steel Joist Institute Specifications and the requirements below: B. Care shall be exercised at all times to avoid damage through careless handling during unloading, storing, and erecting. 1. Erection of all steel joists shall be performed by personnel experienced in this type of work. MWH-05302003 OPEN WEB STEEL JOISTS 1520315-STILLAGUAMISH RIVER WTP PAGE 05210-2 2. Sequence of erection shall be thoroughly outlined prior to starting and any special sequence outlined by the ENGINEER shall be strictly adhered to. 3. Base lines and elevations shall be established by the CONTRACTOR prior to the start of erection. 4. Bearing surfaces shall be prepared to a true and level line. 5. Erect and place all joists safely. Each element shall be set in proper position as shown on the reviewed erection drawings, carefully plumbed, and anchored securely to the supporting structural elements. 6. As soon as joists are, erected, bridging shall be completely installed and the joists permanently fastened into place before the application of any loads. 7. Field welding shall not damage the joists. The total length of weld at any one point on cold-formed members whose yield strength has been attained by cold working and whose as-formed strength is used in the design shall not exceed 50 percent of the overall developed width of the cold-formed section. C. Completion: All units shall be in place, properly and completely anchored and approved before any finishes are applied. Any damaged units, where in the opinion of the ENGINEER, suitable and adequate repairs cannot be made, will be rejected, whether or not delivered or erected; and whole, approved replacement units shall be provided by the CONTRACTOR. - END OF SECTION - MWH-05302003 OPEN WEB STEEL JOISTS 1520315-STILLAGUAMISH RIVER WTP PAGE 05210-3 SECTION 05300 - METAL DECKING PART 1 -- GENERAL 1.1 THE REQUIREMENT A. The CONTRACTOR shall provide steel decking and accessory items, complete and in place, in accordance with the Contract Documents. 1.2 REFERENCE SPECIFICATIONS, CODES AND STANDARDS A. Specifications and Commercial Standards AISI Design of Cold - Formed Steel Structural Members. SDI Design Manual for Composite Decks, Form Decks, and Roof Decks. ASTM A 446 Steel Sheet, Zinc-Coated (Galvanized) by the Hot-Dip Process, Structural (Physical) Quality. ASTM A 653 General Requirements for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy Coated (Galvanealed) by the Hot-Dip Process. ASTM A 611 Steel, Sheet, Carbon, Cold-Rolled, Structural Quality AWS D1.3 Structural Welding Code-Sheet Steel B. ICBO Research Reports for each type of metal decking used in the WORK. 1.3 CONTRACTOR SUBMITTALS A. General: Submittals shall be in accordance with the requirements of Section 01300 - Contractor Submittals. B. Prior to the commencement of any work, the CONTRACTOR shall submit an affidavit, furnished by the deck manufacturer, certifying to the yield strength. The CONTRACTOR shall submit gage and section properties of the metal deck. The CONTRACTOR shall also furnish the diaphragm shear values for the deck supplied using the welding pattern and/or shear capacity shown on the Drawings. Failure to conform to this requirement shall be ample justification for rejection of the material. C. The CONTRACTOR shall submit to the ENGINEER an erection layout drawing showing the location of deck sheets, end laps, side laps, types and locations of welds and details of accessories. D. The CONTRACTOR shall submit an ICBO Research Report for each type of metal decking used in the WORK. 1.4 QUALITY ASSURANCE A. No insulation, roofing materials or other permanent coverings shall be placed over the decking until the ENGINEER has inspected it for placement, welds and accessories. All MWH-05302003 METAL DECKING 1520315-STILLAGUAMISH RIVER WTP PAGE 05300-1 stored materials and debris shall be removed to facilitate the inspection. All welds found to be defective by the ENGINEER shall be replaced as a part of the WORK. 1.5 MATERIAL STORAGE A. Decking stored at the job site before erection shall be stacked on the ground on platforms or pallets and covered with tarpaulins or other weatherproof covering. PART 2 -- PRODUCTS 2.1 STEEL DECK A. Unless noted on the Drawings, all metal deck shall be manufactured from steel conforming to ASTM A 611, Grades C, D, or E; or A 446, Grades A, B, C, D, E, or F, or equal, having a minimum yield strength of 33,000 psi. The maximum design working stress in the deck shall not exceed the product of 0.6 times the yield strength. B. The metal deck structural properties shall be as shown on the Drawings. The moment of -inertia and-section-modulusof the metal-deck unit shall be-computed in accordance with the Steel Deck Institute specifications, and in accordance with the American Iron and Steel Institute, "Specification for the Design of Cold-Formed Steel Structural Members." C. All steel deck shall be galvanized and shall conform to ASTM A 653 and to the applicable requirements of Section 05500 - Miscellaneous Metalwork. All steel deck shall be free of oil, grease, and dirt before coating. D. All steel deck shall be finished in accordance with Section 09800 - Protective Coating. Deck shall be free of oil, grease and dirt before finishing application. E. The metal deck shall have sheet length that covers 3 or more spans. F. The metal deck sheets shall be formed at the longitudinal sides in such a manner that they will overlap and/or interlock. Where the end of sheets overlap, they shall be die-formed in such a manner that the sheet in the next row telescopes and snugly overlaps the sheet laid previously. G. All plates needed to connect decking to supports or to maintain deck continuity shall be 14 gauge galvanized sheet. H. All structural steel shapes, including angles and inserts, shall be as specified in Section 05100 - Structural Steel Framing. 2.2 SUPPLIERS A. The metal decking shall be manufactured by Verco Manufacturing Company, Phoenix, Arizona; ASC Pacific Inc., Tacoma, Washington; Vulcraft Nucor Corporation Inc.; or equal. MWH-05302003 METAL DECKING 1520315-STILLAGUAMISH RIVER WTP PAGE 05300-2 PART 3 -- EXECUTION 3.1 INSTALLATION REQUIREMENTS A. The CONTRACTOR shall inspect supporting members for correct layout and alignment, and shall not proceed with installation until defects are corrected and supporting members are completely installed and secured. B. Metal deck sheets and accessories shall be placed in accordance with the manufacturer's recommendations and the Shop Drawings. Roofs having a slope of 1/4- inch per foot or more shall be erected starting at the low side, to ensure that end laps are shingle fashion. C. Metal deck sheets shall be positioned on supporting steel framework and adjusted to final position with ends bearing a minimum of 2-inches on supporting members. Units shall be placed end to end, with all ribs aligned over the entire length of the run before being permanently fastened. D. Special care shall be exercised not to damage or overload the deck during installation. The deck shall not be used for storage or as working platforms until permanently secured in position. Construction loads shall not exceed the deck carrying capacity, as recommended by the manufacturer. E. All openings in the deck shall be cut and fitted neatly and shall be reinforced with structural steel members to distribute the load. F. Where concrete fill is required on the Drawings, deck shall be installed with closure plates and other accessories as needed to prevent loss of water, cement, and fines during placing and consolidation of the concrete. G. Edges of any cut openings or any minor surface damage areas shall be repaired in accordance with applicable requirements of the Sections 09800 and 05500. H. After erection, all surfaces shall be cleaned and left free of all grime and dirt. The CONTRACTOR shall remove unused materials, tools, scaffolding and debris from the premises and leave the area broom clean. 3.2 WELDING A. Care shall be exercised in the selection of electrodes and an amperage to provide positive welds and to prevent high amperage blowholes. Welds shall be made from the top side of the deck immediately after alignment. B. The metal deck shall be welded to all supporting members with 1/2-inch effective diameter puddle welds spaced at 12-inches on center at members parallel to the ribs and at every rib valley at members perpendicular to the ribs, unless otherwise shown on the Drawings. Welding washers shall be used when welding steel deck of less than 0.028-inch thickness. Welding washers shall not be used when welding steel deck of 0.028-inches or greater. C. Side laps shall be welded with 1-1/2 inch long top seam welds, spaced at 12-inches on center unless indicated otherwise. MWH-05302003 METAL DECKING 1520315-STILLAGUAMISH RIVER WTP PAGE 05300-3 D. All welds shall be free of sharp points or edges. All welds shall be cleaned immediately by chipping or wire brushing and shall be coated with a zinc dust type primer paint. E. Welding shall conform to the applicable requirements of AISC "Light Gauge Steel Design." Welders shall be AWS certified. - END OF SECTION - MWH-05302003 METAL DECKING 1520315-STILLAGUAMISH RIVER WTP PAGE 05300-4 SECTION 05400 - COLD FORMED (LIGHT) METAL FRAMING PART 1 -- GENERAL 1.1 THE REQUIREMENT A- The CONTRACTOR shall construct all light metal framing and appurtenant work, complete, in accordance with the Contract Documents. 1.2 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS A. Commercial Standards ASTM A 1011 Steel, Sheet and Strip, Hot-Rolled, Carbon, Structural, High- Strength Low-Alloy and High-Strength Low-Alloy with Improved Formability ASTM A 653 Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot Dip Process ASTM C 645 Non Structural Steel Framing Members 1.3 CONTRACTOR SUBMITTALS A. Furnish submittals in accordance with Section 01300 - Contractor Submittals. B. Product Information: Manufacturer's literature, specifications, installation instructions, technical data, and general recommendations. C. Product Selection: Manufacturer's information for typical cross sectional properties and connection details for members selected for construction. D. Certifications: Manufacturer's certification that the proposed materials comply with this Section. PART 2 -- PRODUCTS 2.1 METAL STUDS A. Non-Load Bearing --- -- ---_ -Stud Schedule- -----. _ Gauge Depth, inches Spacing on Centers, Maximum Height inches 25 1-5/8 _ 12 - 12 ft-4 inch �16 _ 11 ft-7 inch 24 10 fit-10 inch 2-1/2 12 16 ft-6 inch —` ___' T6_ 15 ft-5 inch 24 14 ft-3 inch 3-5/8 12 21 ft-4 inch 16 19 ft-11 inch 24 18 ft-2 inch MWH-010804 COLD FORMED (LIGHT) METAL FRAMING 1520315 - STILLAGUAMISH RIVER WTP PAGE 05400-1 1-5/8 24 2-1/2 12 10 ft- 0 inch 16 — 18 ft- 0 inch -4 _ --- 16 ft- Q inch -- 3-5/8 12 24 ft- 10 inch 16 - — 23 ft- 7 inch 24 --— 1 20 ft- 8 inch 1. Metal studs shall be of the non-load-bearing channel type, roll-formed electrogalvanized steel. Tracks and erection accessories shall be standard products of an established metal stud manufacturer, unless otherwise indicated. Metal studs shall be 25 gauge, 3-5/8-inch deep unless otherwise indicated. 2. Eighteen-gauge studs shall be used at non-load bearing walls having a lath and plaster condition. B. Load Bearing: Metal studs of 16-gauge steel shall be used where indicated to be used. They shall be standard 16-gauge, punched steel, galvanized studs formed from steel meeting the requirements of ASTM A 1011 with 50,000 psi. 1. Studs designed for load bearing conditions and exterior use shall be: a. Exterior Use: Use 16-gauge, 4-inch. 2.2 MISCELLANEOUS MATERIALS A. Hanger Wire: Hanger wire for suspended gypsum board ceilings shall be of soft- temper, annealed and galvanized steel wire. Hanger wire size shall be not less than that required by governing code. B. Runner Channels: Runner channels shall be 1-1/2-inch cold-rolled channels and 3/4- inch stiffener channels, galvanized or factory-coated with rust-inhibitive paint. Channels shall have minimum weight of 475 and 300 Ibs/1000 L.F. respectively. C. Furring Channels: Furring channels shall be designed for screw attachment of 5/8-inch gypsum wallboard. They shall be roll-formed, galvanized Grade "A" steel conforming to ASTM A 653, with a metal thickness of 0.022-inch minimum, 7/8-inch depth, and 1-3/8 inch web. D. Tie Wire: Tie wire shall be galvanized, 16-gauge, annealed steel wire. E. Fasteners: Fasteners shall be as required and as recommended within the Reference Standards. F. Welding Materials: Welding materials shall be as recommended in the published standards of the structural stud manufacturer. G. Power-Driven Pins: Power-driven pins to be installed in concrete or steel shall be of heat-treated steel alloy. If the pins are not sufficiently corrosion-resistant for the conditions to which they are to be exposed, they shall be protected in an acceptable manner. Pins shall have capped or threaded heads capable of transmitting the loads the shanks are required to support. Pins that are connected to steel shall have longitudinal MWH-010804 COLD FORMED (LIGHT) METAL FRAMING 1520315 - STILLAGUAMISH RIVER WTP PAGE 05400-2 serrations around the circumference of the shank. Complete information describing pin capacity, connections, and proposed area of use shall be submitted to the ENGINEER. PART 3 -- EXECUTION 3.1 INSTALLATION REQUIREMENTS A. WORK shall be installed in conformance with the manufacturer's recommendations, the applicable requirements of the governing code, ANSI, and as indicated. 3.2 CEILING SUSPENSION SYSTEM A. Components: All necessary items for a complete installation shall be provided, including devices for attachment to overhead construction, hanger wires, main runners, splines, splicers, connecting clips, wall connectors, hold-down clips, edge moldings, and other appurtenances. B. Hanger Wires: Hanger wires shall be spaced along the main runner so that each hanger supports a maximum area of 16 square feet. C. Runner Channels: Main runners shall be 1-1/2-inch channels spaced at 4-feet on centers. Hanger wires shall be saddle-tied along runners. Cross-furring channels shall be spaced at 16 inches on centers, maximum, and shall be saddle-tied to main runner channel. D. Interruptions: At openings that interrupt the continuity of furring channels, additional cross reinforcing shall be provided to restore lateral stability of grillage. 3.3 METAL STUDS, FURRING AND FRAMING (For Non-Bearing Walls) A. Runner Track Attachment: Floor and ceiling runner tracks shall be securely fastened to floor and overhead construction as indicated and as required. B. Stud Attachment: Studs shall be securely fastened to tracks and spaced in accordance with the stud schedule. Each stud shall be crimped into runner tracks at the top, bottom, and both sides for friction fit with 1/4-inch deflection clearance on top. C. Wall Stiffening: Walls shall be stiffened with 3/4-inch channels placed horizontally at not more than 4-1/2 foot vertical spacing. D. Stud Installation Requirements 1. Studs shall be located at all door frame jambs, at abutting construction, intersecting walls, and corners. Each corner and intersection of walls and partitions shall be formed with not less than 3 studs. 2 Double 20 gauge studs shall be secured to the jamb anchors of each door frame by bolt or screw attachment. Studs at door openings shall extend to the structure. 3. Studs extending from door frame header to ceiling runner over door frames shall be positioned at wall board joints. Stud walls which do not extend to structures above the ceiling shall be braced to the structure at every 8 ft - 0 inches. MWH-010804 COLD FORMED (LIGHT) METAL FRAMING 1520315 - STILLAGUAMISH RIVER WTP PAGE 05400-3 4. The CONTRACTOR shall install 20 gauge studs at wall-mounted fixtures and at a maximum of 12 inches on centers behind walls to receive ceramic tile. 5. Stud walls shall be braced as necessary to provide rigid construction. Double row of studs for chase walls shall be braced with cross ties of 1/2-inch or 5/8-inch thick gypsum board, 12 inches wide, installed at quarter points of studs. 6. Exterior walls and soffits shall be framed as indicated with not less than 18 gauge studs. E. Openings 1. Channels shall be provided around openings for attachment of metal frames, dampers, grilles, and ductwork in connection with metal studs and shall be securely fastened to studs. 2. Headers, sills, and jack studs shall be provided as required at openings. Headers shall overlap adjacent vertical studs and shall be securely screw-attached to adjacent studs. 3. Where 25-gauge studs are used, a 1-1/2-inch channel stiffener shall be installed 6- inches above the door openings. Stiffeners shall extend past the second single-stud on each side of the opening, and shall be saddle-tied to the structure. F. Lintels: Trussed or box-framed lintel members designed to resist applied loads without excessive deflection shall be provided and shall be secured together by screws or other approved means. G. Support for Wall-Mounted Braced Items: Solid blocking, 1-1/2-inch channels, horizontal studding or other members within walls shall be provided as required to provide secure and adequate support for wall-mounted or wall-braced items. Galvanized plates shall be provided as backing for handrail brackets, 16 gauge by 8-inch by 16-inch. H. Horizontal Stiffeners: Ends of horizontal stiffeners shall be securely fastened to abutting construction. I. Furring Channels: Furring channels shall be spaced 16 inches on centers, maximum, unless indicated otherwise. Spans shall not exceed manufacturer's published recommendations and governing code requirements. 3.4 WORKMANSHIP A. Alignment: Metal studs shall be installed rigid, in line, level, and plumb and shall be suitahle for the application of the intended succeeding contiguous materials. The maximum allowable deviation in any plane shall be 3/16-inch from an 8-foot straight line and 1/2-inch maximum.in a surface having a total length in excess of 8-feet. B. Component Fit 1. Framing components shall be cut squarely or on an angle, as in bracing, to fit squarely against abutting members. 2. Tracks shall be securely anchored to the floor and overhead structure or other members. MWH-010804 COLD FORMED (LIGHT) METAL FRAMING 1520315 - STILLAGUAMISH RIVER WTP PAGE 05400-4 3. Studs shall be seated squarely in the track with the stud web and flanges abutting the track web, shall be plumbed or aligned, and shall be securely attached to the flanges or web of both the upper and lower tracks. C. Temporary Bracing 1. Framing shall be held firmly in position until properly fastened. 2. Prefabricated panels shall be square and braced against racking. Lifting of prefabricated panels shall be done in a manner as to not cause local distortion in any member. D. Jack Studs: Jack studs shall be provided between all track and window sills; between window and door headers and top track; at free-standing stair rails; and elsewhere to provide structural support. Jack studs shall be securely attached to supporting members. 1 - - END OF SECTION - 1_. I . l� -r I MWH-010804 COLD FORMED (LIGHT) METAL FRAMING 1520315 - STILLAGUAMISH RIVER WTP PAGE 05400-5 SECTION 05500 - MISCELLANEOUS METALWORK PART 1 --GENERAL 1.1 THE REQUIREMENT A. The CONTRACTOR shall provide miscellaneous metalwork and appurtenances, complete and in place, in accordance with the Contract Documents. 1.2 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS A. Federal Specifications MIL-G-18015 A (3) (Ships)Aluminum Planks. (6063-T6) MIL-A-907E Antiseize Thread Compound, High Temperature B. Commercial Standards AA-M32C22A41 Aluminum Assn. AASHTO HS-20 Truck Loading AISC Manual of Steel Construction AISI Design of Light Gauge, Cold-Formed Steel Structural Members ASTM A 36 Carbon Structural Steel ASTM A 48 Gray Iron Castings ASTM A 53 Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless ASTM A 123 Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products ASTM A 153 Zinc Coating (Hot-Dip) on Iron and Steel Hardware ASTM A 193 Alloy Steel and Stainless Steel Bolting Materials for High Temperature Service ASTM A 194 Carbon and Alloy Steel Nuts for Bolts for High Pressure and High Temperature Service ASTM A 307 Carbon Steel Bolts and Studs, 60,000 psi Tensile Strength ASTM A 325 Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength ASTM A 500 Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes ASTM A 992 Steel for Structural Shapes for Use in Building Framing MWH-05302003 MISCELLANEOUS METALWORK 1520315-STILLAGUAMISH RIVER WTP PAGE 05500-1 ANSI/AWS D1.1 Structural Welding Code - Steel ANSI/AWS D1.2 Structural Welding Code - Aluminum ANSI/AWS QC1 Qualification and Certification of Welding Inspectors 1 .3 CONTRACTOR SUBMITTALS A. Shop Drawings: Shop Drawings of all miscellaneous metalwork shall be submitted in accordance with Section 01300 - Contractor Submittals. B. Layout drawings for grating shall be submitted showing the direction of span, type and depth of grating, size and shape of grating panels, seat angle details, and details of grating hold down fasteners. Load and deflection tables shall be submitted for each style and depth of grating used. C. An ICBO report listing the ultimate load capacity in tension and shear for each size and type of concrete anchor shall be submitted. CONTRACTOR shall submit manufacturer's recommended installation instructions and procedures for adhesive anchors. Upon review, by ENGINEER, these instructions shall be followed specifically. D. No substitution for the indicated adhesive anchors will be considered unless accompanied with ICBO report verifying strength and material equivalency, including temperature at which load capacity is reduced to 90 percent of that determined at 75 degrees F. 1.4 QUALITY ASSURANCE A. All weld procedures and welder qualifications shall be available in the CONTRACTOR's field office for review. PART 2 -- PRODUCTS 2.1 GENERAL REQUIREMENTS A. Steel Wide Flange Shapes ASTM A 992 f Shapes, Plates, Bars ASTM A 36 Pipe, Pipe Columns, Bollards ASTM A 53, Type E or S, Grade B standard weight unless noted otherwise HSS ASTM A 500 Grade B B. Corrosion Protection: Unless otherwise indicated, fabricated steel metalwork which will be used in a corrosive environment and/or will be submerged in water/wastewater shall be coated in accordance with Section 09800 -Protective Coating and shall not be galvanized prior to coating. All other miscellaneous steel metalwork shall be hot-dip galvanized after fabrication. MWH-05302003 MISCELLANEOUS METALWORK 1520315-STILLAGUAMISH RIVER WTP PAGE 05500-2 C. Stainless Steel: Unless otherwise indicated, stainless steel metalwork and bolts shall be of Type 316 stainless steel. D. Aluminum: Unless otherwise indicated, aluminum metalwork shall be of Alloy 6061-T6. Aluminum in contact with concrete, masonry, wood, porous materials, or dissimilar metals shall have contact surfaces coated in accordance with Section 09800. E. Cast Iron: Unless otherwise indicated, iron castings shall conform to the requirements of ASTM A 48, Class 50B or better. 2.2 STEEL PIPE HANDRAILS A. Handrails and railings shall be component systems complete with all anchors, attachments, balusters, brackets, caps, fasteners, gates (swing with self-latching hardware or removable), posts, sleeves, trim, and any other related items required or necessary for a complete installation. All gates and removable rail sections shall be complete with all hardware such as self-closing hinges, self-latching latches, hasps, etc. Railings shall conform to the Building Code and OSHA General Industry Occupational Safety and Health Standards (29CFR1910). B Steel pipe handrails, including brackets and related hardware, which may be partially or wholly submerged, or which are located inside a hydraulic structure, shall be entirely of Type 316 stainless steel. All other steel pipe handrails shall be standard 1-1/2-inch black steel pipe made up by welding and hot-dip galvanized after fabrication. 2.3 METAL STAIRS A. Metal Stairs: Metal stairs shall be composed of steel or aluminum stringers and supports, be fabricated in accordance with standard practice of the National Association of Ornamental Metal Manufacturers, and be as indicated. Steel stair members shall be hot-dip galvanized after fabrication. 2.4 GRATING STAIR TREADS A. Grating stair treads shall be designed to support a live load of 100 psf or a concentrated load at mid-span of 1000 pounds, whichever creates the higher stress. The maximum deflection due to the uniform live load shall be as required for metal grating below. All grating stair treads shall have an integral non-slip nosing. 2.5 SAFETY STAIR NOSINGS A. Safety stair nosing shall be provided on all concrete stairs and other locations as indicated. The nosing shall be 3-inch wide, extruded aluminum with cast-in abrasive strips and integral extruded anchors. The color of the cast abrasive shall be as selected by the ENGINEER from the manufacturer's standard colors. The nosing shall be American Abrasive Metals Company, Style "231-A"; American Mason Safety Tread Company, Figure "31A" or equal. 2.6 LADDERS A. Ladders which may be partially or wholly submerged, or which are located inside a hydraulic structure, shall be entirely of Type 316 stainless steel. All other ladders shall be of carbon steel, hot-dip galvanized after fabrication or as indicated MWH-05302003 MISCELLANEOUS METALWORK 1520315-STILLAGUAMISH RIVER WTP PAGE 05500-3 B. Every ladder that does not have an exterior handhold shall be equipped with a pop-up extension. Pop-up extension device shall be manufactured of the same material and finish as the ladder with telescoping tubular section that locks automatically when fully extended. Upward and downward improvement shall be controlled by stainless steel spring balancing mechanisms. Units shall be completely assembled with fasteners for securing to the ladder rungs in accordance with the manufacturer's instructions. 2.7 METAL GRATING A. General: Metal grating shall be of the design, sizes, and types indicated. Grating shall be completely banded at all edges and cutouts using material and cross section equivalent to the bearing bars. Such banding shall be welded to each cut bearing bar. Grating shall be supported on all sides of an opening by support members. Where grating is supported on concrete, embedded support angles matching grating material shall be used on all sides, unless indicated otherwise. Such angles shall be mitered and welded at corners. 1. All pieces of grating shall be fastened in two locations to each support. 2. Where grating forms the landing at the top of a stairway, the edge of the grating, which forms the top riser, shall have an integral non-slip nosing, width equal to that of the stairway. 3. Where grating depth is not given, grating shall be provided which will be within allowable stress levels, and which shall not exceed a deflection of 1/4-inch or the span divided by 180, whichever is less. For standard duty plank, and safety grating, the loading to be used for determining stresses and deflections shall be the uniform live load of the adjacent floor or 100 psf, whichever is greater or a concentrated load of 1000 pounds. For heavy duty grating, the loading used for determining stresses and deflections shall be AASHTO HS-20. B. Material 1. Except where indicated otherwise, bar grating shall be fabricated entirely of galvanized steel. 2. Safety grating shall be fabricated of galvanized steel. 3. Plank grating shall be fabricated of galvanized steel. 4. Grating which may be partially or wholly submerged shall be fabricated entirely of stainless steel, Type 316. C. Standard-Duty Grating 1. No single piece of grating shall weigh more than 80 pounds, unless indicated otherwise. Standard duty grating shall be serrated bar grating. 2. Cross bars shall be welded or mechanically locked tightly into position so that there is no movement allowed between bearing and cross bars. D. Safety Grating 1. Safety grating shall be made of sheet metal punched into an open serrated diamond pattern and formed into plank sections. The open diamond shapes shall be MWH-05302003 MISCELLANEOUS METALWORK 1520315-STILLAGUAMISH RIVER WTP PAGE 05500-4 approximately 1-7/8 inch by 11/16-inch in size. Safety grating shall be Grip Strut by Metal Products Division, United States Gypsum Company; Deck Span by IKG Industries, or equal. E Plank Grating 1. Plank grating shall be extruded in 6-inch widths with a minimum of 6 integral 1-bar type bearing bars per plank. The top surface shall be solid with raised ribs, unless indicated otherwise. Where punched grating is required, the top surface shall be provided with a pattern of 3-inch by 19/32-inch rectangular openings spaced at 4 inches on center. The planks shall have continuous tongue and groove type interlock at each side, except that interlocking planks shall be arranged so that any 4-foot wide section may be removed independently from the other grating sections. 2.8 CHECKERED PLATE A. Checkered plate shall have a pattern of raised lugs on one face and shall be smooth on the opposite face. Lugs shall be a minimum of one inch in length and raised a minimum of 0.050 inch above the surface. The lugs shall be located in a pattern in which the lugs are oriented at 90 degrees from the adjacent lugs in two orthogonal directions. The rows of lugs shall be oriented at 45 degrees from the edges of the plates. B. Where no plate material is indicated on the Drawings, aluminum shall be provided. Unless indicated otherwise, the minimum plate thickness shall be as required to limit deflection resulting from a live load of 100 psf to 1/4-inch or the span divided by 240, whichever is less. 2.9 FLOOR HATCHES A. Where access hatches are mounted on a floor slab (including top slabs which are not covered with a roofing membrane) or on a concrete curb, the hatch shall be a flush type as indicated herein. Hatches mounted on a roof surface which has a membrane or other roofing material covering it shall be the integral raised curb type in accordance with Section 07720 - Roof Accessories. B. Hatches shall be fabricated from aluminum 5086 H34, 6063 T5 or 6061 T6, unless otherwise indicated. Hatch hardware shall be Type 316 stainless steel. Hatches shall be gutter-type; Bilco Type "J" or "JD," Babcock-Davis Type B-FGA or equal. C. The design live load shall be 300 psf, unless indicated otherwise. D. Hatch opening sizes, number and swing direction of door leaves, and locations, shall be as indicated. Sizes are for the clear opening. Where the number of leaves is not given, openings larger than 42-inches in either direction shall have double-leaf doors. Unless indicated otherwise, hinges shall be located on the longer dimension side. Unless indicated otherwise, ladder hatches shall be a minimum of 30-inches wide by 36-inches long, with the ladder centered on the shorter dimension, and the door hinge opposite the ladder. E. Door leaves shall be a minimum of 1/4-inch thick checkered pattern plate. Channel frames shall be a minimum of 1/4-inch material with an anchor flange around the perimeter. Hatches shall be provided with an automatic hold-open arm with release handle. Hatches shall be designed for easy opening from both inside and outside. MWH-05302003 MISCELLANEOUS METALWORK 1520315-STILLAGUAMISH RIVER WTP PAGE 05500-5 F. Hatches shall be designed to be water-tight and shall be equipped with a joint gutter and moat-type edge drain. A minimum 1-1/2 inch diameter drain connection shall be provided, located by the manufacturer. G. Hatches shall include a recessed hasp for a padlock that is covered by a hinged lid flush with the surface. H. Unless indicated otherwise, hatch nets shall be installed on floor hatches. Hatch nets shall conform to OSHA requirements and shall be Hatch Net 121, as manufactured by Safe Approach, Inc, Auburn, ME, or equal. 2.10 IRON CASTINGS A. Iron castings shall be of uniform quality, free from blowholes, porosity, hard spots, shrinkage, distortion, or other defects. They shall be smooth and well cleaned by shotblasting. B. Covers and grates shall fit together evenly, so that the cover fits flush with the surrounding finished surface and so that the cover does not rock or rattle when loading is applied. Round covers and frames shall have machined bearing surfaces. C. Covers and grates with matching frames shall be designed to support the following loadings: 1. Where located within a structure, the design loading shall match that required for the adjacent floor area, or, if no floor loading is given, a minimum of 300 pounds per square foot. 2. Exterior covers and grates shall be designed for AASHTO HS-20 loading unless indicated otherwise. 2.11 CAST-IN-PLACE THRESHOLD A. The cast-in-place threshold at overhead roll-up doors shall be a steel threshold embedded in the concrete floor slab. The threshold shall be the product of Eastern Metal Products Co., Elizabeth City, NC (telephone: 919-335-5451); or equal. 2.12 FALL PREVENTION SYSTEM A. The fall protection system at each ladder shall include a carrier rung, ladder ring clamps, 5 sleeves and full body harnesses, dismount section, and components as necessary for a complete system. The carrier rail shall be the same material as the ladder, except for fiberglass ladders which shall have stainless steel carrier rails, and shall be the length recommended by the manufacturer for the ladder dimensions, including extensions. Include an extension for each ladder. The fall protection system shall be 2000 Climb Rite by Sellstrom Manufacturing Company, Saf-T-Climb by North Safety Products Ltd., or equal. 2.13 BOLTS AND ANCHORS A. Standard Service (Non-Corrosive Application): Unless otherwise indicated, bolts, anchor bolts, washers, and nuts shall be steel as indicated herein. Threads on galvanized bolts and nuts shall be formed with suitable taps and dies such that they retain their normal clearance after hot-dip galvanizing. Except as otherwise indicated, MWH-05302003 MISCELLANEOUS METALWORK 1520315-STILLAGUAMISH RIVER WTP PAGE 05500-6 steel for bolt material, anchor bolts and cap screws shall be in accordance with the following: 1. Structural connections: ASTM A 307, Grade A or B, hot-dip galvanized. 2. Anchor Bolts: ASTM A 307, Grade A or B, or ASTM A 36, hot-dip galvanized. 3. High strength bolts where indicated: ASTM A 325. 4. Pipe and equipment flange bolts: ASTM A 193, Grade B-7. B. Corrosive Service: All bolts, nuts, and washers in the locations listed below shall be stainless steel as indicated below. 1. All buried locations. 2. All submerged locations. 3. All locations subject to seasonal or occasional flooding. 4. Inside hydraulic structures below the top of the structure. 5. Inside buried vaults, manholes, and structures which do not drain through a gravity sewer or to a sump with a pump. 6. All chemical handling areas. 7. Inside trenches, containment walls, and curbed areas. 8. Locations indicated by the Contract Documents or designated by the ENGINEER to be provided with stainless steel bolts. C. Unless otherwise indicated, stainless steel bolts, anchor bolts, nuts, and washers shall be Type 316 stainless steel, Class 2, conforming to ASTM A 193 for bolts and to ASTM A 194 for nuts. All threads on stainless steel bolts shall be protected with an antiseize lubricant suitable for submerged stainless steel bolts, to meet government specification MIL-A-907E. Buried bolts in poorly drained soil shall be coated the same as the buried pipe. 1. Antiseize lubricant shall be classified as acceptable for potable water use by the NSF. 2. Antiseize lubricant shall be "PURE WHITE" by Anti-Seize Technology, Franklin Park, IL, 60131, AS-470 by Dixon Ticonderoga Company, Lakehurst, NJ, 08733, or equal. D. Bolt Requirements 1. The bolt and nut material shall be free-cutting steel. 2. The nuts shall be capable of developing the full strength of the bolts. Threads shall be Coarse Thread Series conforming to the requirements of the American Standard for Screw Threads. All bolts and cap screws shall have hexagon heads and nuts shall be Heavy Hexagon Series. MWH-05302003 MISCELLANEOUS METALWORK 1520315-STILLAGUAMISH RIVER WTP PAGE 05500-7 3. Bolts and nuts shall be installed with washers fabricated of material matching the base material of bolts, except that hardened washers for high strength bolts shall conform to the requirements of the AISC Specification. Lock washers fabricated of material matching the bolts shall be installed where indicated. 4. The length of each bolt shall be such that after the joint is made up, the bolt extends through the entire nut, but in no case more than 1/2-inch beyond the nut. E. Adhesive Anchors: Unless otherwise indicated, all drilled, concrete or masonry anchors shall be adhesive anchors. No substitutions will be considered unless accompanied with ICBO report verifying strength and material equivalency. 1. Epoxy adhesive anchors are required for drilled anchors for indoor installations, in submerged, wet, splash, overhead, and corrosive conditions, and for anchoring handrails and reinforcing bars. Epoxy shall comply with Section 03315 - Grout. Threaded rod shall be galvanized for general purpose applications and stainless steel Type 316 for corrosive applications. Epoxy anchors shall not be permitted in areas where the concrete temperature is in excess of 100 degrees F or higher than the limiting temperature recommended by the manufacturer, whichever is lower. --Epoxy-anchors-shall-not-be-used—where--anchors are subject to vibration or fire. Embedment depth shall be as the manufacturer recommends for the load to be supported. 2. Unless otherwise indicated, glass capsule, polyester resin adhesive anchors will be permitted in locations not included above and shall be Hilti HVA or Cobra Anchors. Threaded rod shall be galvanized steel. F. Expanding-Type Anchors: Expanding-type anchors if indicated or permitted, shall be galvanized steel expansion type ITW Ramset/Redhead "Trubolt" anchors; McCullock Industries "Kwick-Bolt;" or equal. Lead caulking anchors will not be permitted. Size shall be as indicated. Embedment depth shall be as the manufacturer recommends for the load to be supported. Expansion type anchors which are to be embedded in grout may be steel. Non-embedded buried or submerged anchors shall be stainless steel. G. Non-Shrink Grouted Anchors: Anchors, if indicated or permitted, shall be grouted with a non-shrink cementitious grout in accordance with the manufacturer's recommendation. Embedment depth shall be as the manufacturer recommends for the load to be supported. Non-shrink grout material shall be Class B or C in accordance with Section 03315 - Grout. 2.14 POWDER-DRIVEN PINS A. Materials: Powder-driven pins for installation in concrete or steel shall be heat-treated steel alloy. If the pins are not inherently sufficiently corrosion-resistant for the conditions to which they are to be exposed, they shall be protected in an acceptable manner. Pins shall have capped or threaded heads capable of transmitting the loads the shanks are required to support. Pins that are connected to steel shall have longitudinal serrations around the circumference of the shank. 2.15 IMPACT ANCHOR A. Impact anchors shall be an expansion type anchor in which a nail type pin is driven to produce the expansive force. The pin shall have a zinc sleeve with a mushroom style head and stainless steel nail pin. Anchors shall be Metal Hit Anchors, manufactured by Hilti, Inc., Rawl Zamac Nailin, manufactured by the Rawlplug Company; or equal. MWH-05302003 MISCELLANEOUS METALWORK 1520315-STILLAGUAMISH RIVER WTP PAGE 05500-8 PART 3 -- EXECUTION 3.1 FABRICATION AND INSTALLATION REQUIREMENTS A. Fabrication and Erection: Except as otherwise indicated, the fabrication and erection of structural steel shall conform to the requirements of the American Institute of Steel Construction "Manual of Steel Construction." B. Steel Railings: Field welding of steel pipe handrail joints will be permitted only if approved by the ENGINEER, and then only in accordance with its instructions. C. Floor Hatches: Unless otherwise indicated, the CONTRACTOR shall provide a 1/2- inch drain line to the nearest floor drain for all floor hatches. D. Powder-Driven Pins: Powder-driven pins shall be installed by a craftsperson certified by the manufacturer as being qualified to install the manufacturer's pins. Pins shall be driven in one initial movement by an instantaneous force that has been carefully selected to attain the required penetration. Driven pins shall conform to the following requirements where "Y = pin's shank diameter: Material Material Pin Shank Minimum Minimum Penetrated Minimum Penetration in Space From Pin by Pin Thickness Supporting Pin's CL to Spacing Material Edge of Penetrated Material Concrete 16D 6D minimum 14D 20D Steel 1/4-inch Steel thickness 4D 7D 3.2 WELDING A. Method: Welding shall be by the metal-arc method or gas-shielded arc method as described in the American Welding Society's "Welding Handbook" as supplemented by other pertinent standards of the AWS. Qualification of welders shall be in accordance with the AWS Standards governing same. B_ Quality: In assembly and during welding, the component parts shall be adequately clamped, supported, and restrained to minimize distortion and for control of dimensions. Weld reinforcement shall be as indicated by the AWS Code. Upon completion of welding, weld splatter, flux, slag, and burrs left by attachments shall be removed. Welds shall be repaired to produce a workmanlike appearance, with uniform weld contours and dimensions. All sharp corners of material which is to be painted or coated shall be ground to a minimum of 1/32-inch on the flat. 3.3 GALVANIZING A. Structural steel plates shapes, bars, and fabricated assemblies required to be galvanized shall, after the steel has been thoroughly cleaned of rust and scale, be galvanized in accordance with the requirements of ASTM A 123. Any galvanized part that becomes warped during the galvanizing operation shall be straightened. Bolts, MWH-05302003 MISCELLANEOUS METALWORK 1520315-STILLAGUAMISH RIVER WTP PAGE 05500-9 anchor bolts, nuts and similar threaded fasteners, after being properly cleaned, shall be galvanized in accordance with the requirements of ASTM A 153. B. Field repairs to damaged galvanizing shall be made by preparing the surface and applying a coating. 1. Surface preparation shall consist of removing oil, grease, soil, and soluble material by cleaning with water and detergent (SSPC SP1) followed by brush off blast cleaning (SSPC SP7), over an area extending at least 4-inches in all directions into the undamaged area. 2. Coating shall be applied to at least 3 mils dry film thickness. Use Zinc-Clad XI by Sherwin-Williams, Galvax by Alvin Products, or Galvite by ZRC Worldwide. 3.4 DRILLED ANCHORS A. Drilled anchors and reinforcing bars shall be installed in strict accordance with the manufacturer's instructions. Holes shall be roughened with a brush on a power drill, cleaned and dry. Drilled anchors shall not be installed until the concrete has reached the required 28-day compressive strength. Adhesive anchors shall not be loaded until the adhesive has reached its indicated strength in accordance with the manufacturer's instructions. 3.5 FALL PREVENTION SYSTEM A. Fall prevention systems shall be provided on all ladders used to ascend heights exceeding 20 feet. - END OF SECTION - MWH-05302003 MISCELLANEOUS METALWORK 1520315-STILLAGUAMISH RIVER WTP PAGE 05500-10 SECTION 06100 - ROUGH CARPENTRY PART 1 -- GENERAL 1.1 THE REQUIREMENT A. The CONTRACTOR shall construct rough carpentry and appurtenant WORK, complete and in place, in accordance with the Contract Documents. B. The WORK shall include, at least the following items: 1. Wood blocking and nailers, as indicated, or otherwise required for securing other WORK. 2. Rough hardware appurtenant to the WORK of this Section, as defined below. 1.2 CONTRACTOR SUBMITTALS A. Furnish the following in accordance with Section 01300 - Contractor Submittals. 1. Manufacturers' catalogs showing rough hardware conforming to or equivalent to hardware indicated. 2. Certificates of compliance. PART 2 -- PRODUCTS 2.1 UNTREATED LUMBER A. Grading: Lumber shall be graded in accordance with the rules of one of the following associations: "Grading Rules for Southern Pine Lumber" of the Southern Pine Inspection Bureau; Standard Grading and Dressing Rules No. 17" of the West Coast Lumber Inspection Bureau (WCLIB); "Grading Rules for Western Lumber" published by Western Wood Products Association; or "Standard Specification for Grades of California Redwood Lumber" of the Redwood Inspection Service (RIS). B. Grade Marking: Each piece of lumber shall bear the official grade mark of one of the above-mentioned grading rules. The association standards selected for grading and grade marking of the lumber shall be as acceptable to the ENGINEER. C. Size Dressing: Lumber, except as otherwise indicated, shall be dressed to size in accordance with the standards of the association under which the lumber is graded. Lumber shall be S4S unless otherwise indicated. D. Drying: Lumber incorporated in the WORK, except where otherwise indicated, shall be air or kiln dried to a moisture content of not more than 19 percent and not less than one percent. 2.2 TREATED LUMBER A. Marking: Each piece of treated lumber shall bear the approval mark of an approved testing agency. MWH-010804 ROUGH CARPENTRY 1520315 - STILLAGUAMISH RIVER WTP PAGE 06100-1 B. Kiln Drying: Kiln-dried lumber shall be treated with a water-borne preservative and shall have a maximum moisture content of 15 percent after treatment. C. Pressure-Treated Lumber: Pressure-treat in accordance with AWPA C1 - Manual of Recommended Practice, Standard for Preservative Treatment by Pressure Process —All Timber Products. Preservative shall conform to American Wood Preservers Assn. P5 — Standard for Waterborne Preservatives. Creosote shall not be used. D. Preservative: Two thorough coats of preservative, Zehrung "Zerpel"; Sherwin Williams, "Kemwood Penta," or equal, shall be applied at least 2 hours before installation, to surfaces that come in contact with, or are set close to concrete and plaster, except lumber indicated to be pressure-treated. Tank dipping or pressure- treating may be used. E. Cuts: Wherever necessary to cut, notch, dap, drill, or frame treated lumber, newly cut or bored surfaces shall be treated with 2 heavy coats of the same preservative used in the original treatment. The minimum penetration depth shall be 1/4-inch. 2.3 PLYWOOD AND HARDBOARD A. Plywood: Plywood shall conform to the requirements of U.S. Product Standard PS-1 - Construction and Industrial Plywood, and be as indicated herein. Plywood panels shall be marked with grade mark of the American Plywood Association. The mark shall identify the plywood as to species, glue type, and grade in compliance with the applicable commercial standard. Except as otherwise indicated, plywood shall be Douglas Fir, Exterior, C-D, S1 S,. Plywood for other specific applications shall be as follows: 1. Plywood for use in concrete forms shall conform to the requirements of Section 03310 - Cast-in-Place Concrete. 2. Plywood for back-up boards behind telephone equipment, electrical equipment, or communication equipment shall be Douglas Fir, A-C INT grade for interior locations and A-C-EXT for exterior locations. 3. Plywood tool boards and protective wall paneling shall be Douglas Fir N-D-INT grade. B. Hardboard: Hardboard shall be temper-treated panels manufactured from interfelted ligno-cellulose fibers consolidated under heat and pressure in a hot press to produce a smooth, hard-surfaced material which is resistant to water and stains. Hardboard shall conform to the requirements of AHA A 135.4 — Basic Hardboard, by the American Hardboard Association. 2.4 ROUGH HARDWARE A. General: The term "rough hardware" shall include nails, screws, lag screws, bolts, nuts, washers, plates, metal fasteners, and framing anchors; anchor bolts which are to be embedded into concrete, concrete masonry, or brick masonry; and similar items employed in erection and construction of the rough carpentry WORK. Rough hardware shall be of standard manufacture, approved by a recognized agency for the intended applications and shall be provided with laboratory test results on capabilities when requested by the ENGINEER. Hardware items shall be steel unless otherwise indicated. Specially fabricated rough hardware shall be provided in accordance with Section 05100 MWH-010804 ROUGH CARPENTRY 1520315 - STILLAGUAMISH RIVER WTP PAGE 06100-2 -Structural Steel Framing and Section 05500 - Miscellaneous Metalwork and shall be hot-dip galvanized after fabrication. B. Anchors and Fasteners: Anchors and fasteners for securing wood items, unless otherwise indicated, shall be as follows: 1. Bolts, nuts, and studs shall conform to the requirements of Section 05500 and the following: a. ASME B18.5 - Round Head Bolts b. FF-N-836E — Nut: Square, Hexagon, Cap, Slotted, Castle. Knurled, Welding, and Single Ball Seat c. FF-S-1362 — Stud, Plain, General Purpose d. FF-B- 575C— Bolts, Hexagon and Square 2. Nails and staples shall conform to ASTM F1667 — Driven Fasteners - Nails, Spikes and Staples, and shall be the type and size best suited for the intended application. Nails shall be galvanized steel, aluminum, or stainless steel, as appropriate, where exposed to weather. Nails used for fastening plywood to nailers on steel beams shall be of wire gauge noted for common nails, but of 1/2 length. Nails used for exterior (exposed to view) plywood siding, siding, or trim shall be stainless steel. 3. Wood screws shall conform to the requirements of Federal Specification FF-S- 111 D(1) — Screw, Wood, for the style and material as indicated or be best suited for the purpose. Wood screws shall be galvanized where exposed to view or to weather. 4. Lag screws or lag bolts shall conform to the requirements of ASME B18.2.1 - Square and Hex Bolts and Screws, for the type and grade best suited for the purpose. Lag screws or lag bolts shall be galvanized where exposed to view or weather. 5. Toggle bolts shall conform to the requirements of Federal Specification FF-B-588D — Bolt, Toggle: and Expansion Sleeve, Screw, for the type and grade best suited for the purpose. 6. Expansion shields shall be in accordance with Section 05500. 7. Power-driven pins shall be in accordance with Section 05500. 2.5 MISCELLANEOUS PRODUCTS A. Building Paper: Building paper or felt shall be non-perforated, asphalt-saturated organic felt conforming to ASTM D 226 — Asphalt-Saturated Organic Felt Used in Roofing and Waterproofing, 15 Ib/100 sq ft. MWH-010804 ROUGH CARPENTRY 1520315 - STILLAGUAMISH RIVER WTP PAGE 06100-3 PART 3 -- EXECUTION 3.1 GENERAL A. Preliminaries: Rough carpentry shall be as indicated and as necessary for complete WORK. The CONTRACTOR shall verify drawing dimensions with actual field conditions and shall inspect related WORK and adjacent surfaces, and shall report to the ENGINEER conditions that could prevent proper execution of this WORK. B. Work Coordination and Performance: The CONTRACTOR shall coordinate the subcontractors and trades doing related WORK. WORK of this section shall be carefully planned and laid out. Work shall be performed under the direction of a capable, experienced supervisor. C. Rough Hardware: Rough hardware not otherwise indicated that is necessary for the satisfactory execution of framing, including nails, spikes, dowels, fasteners, and similar incidentals shall be provided by the CONTRACTOR. Rough hardware shall be coordinated, furnished, installed, and embedded as indicated and as required for completeness. 3.2 FASTENERS AND FRAMING DEVICES A. Nailing: Where nail spacing is not otherwise regulated by the Building Code, nails shall not be driven closer together than 1/2 their length unless driven in drilled holes, nor driven closer to the edge of a member than 1/4 of their length. Where necessary to prevent splitting, holes shall be drilled slightly smaller than nail diameters. The nails shall penetrate the second or farther member not less than 1/2 the nail length. Common nails shall be used unless otherwise indicated B. Bolts and Nuts: Malleable or cut-steel washers shall be provided under bolt heads and nuts except where bearing on steel plates or other steel attachments or where flat-head countersunk bolts are indicated. Bolt holes shall be drilled 1/32-inch to 1/16-inch larger diameter than the bolts they are to accommodate and shall be bored true-to-line. Members shall be clamped together and bolts shall be driven in place and nuts shall be drawn up tightly. Bolts shall be drawn tight again immediately prior to enclosing with finish or, if left exposed, upon completion of other WORK. Holes at anchor bolts embedded in concrete may be 1/16-inch larger than bolt diameter. C. Screws: Lag and wood screws shall be screwed, not driven, into place. Holes to receive lag screws shall be bored first of the same diameter and depth as shank, then continued to depth equal to length of screw, with diameter equal to the base of the screw thread. Screws shall penetrate into the farther member a distance equal to a least 7 times the diameter of the screw shank. Washers shall be installed under each lag screw head bearing on wood. - END OF SECTION - MWH-010804 ROUGH CARPFNTRY 1520315 - STILLAGUAMISH RIVER WTP PAGE 06100-4 SECTION 06200 - FINISH CARPENTRY AND MILLWORK PART 1 --GENERAL 1.1 THE REQUIREMENT A. The CONTRACTOR shall construct all finish carpentry and millwork and appurtenant work, complete, in accordance with the Contract Documents. 1.2 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS A. Government Standards: Fed. Spec. FF-B-561 D Bolts, (Screw), Lag Fed. Spec. FF-B-588D Bolts, Toggle and Expansion Sleeve, Screw Fed. Spec. FF-N-105B(3)(A) Nails, Brads, Staples and Spiles; Wire, Cut and Wrought Fed. Spec. FF-S-111 D(1) Screw, Wood ANSI/HPVA HP-1 Hardwood and Decorative Plywood SProduct Std. PS 1 Construction and Industrial Plywood ANSI/AHA Basic Hardboard B. Commercial Standards: ANSI/NWMA I.S.-1 Wood Flush Doors AWI Architectural Woodwork Casework Details, Architectural Woodwork Institute iNEMA LD-3 High Pressure Laminated Plastic RIS Standard Specifications for Grades of California l Redwood Lumber, Redwood Inspection Service SPIB Grading Rules for Southern Pine Lumber, Southern Pine ( Inspection Bureau ( WCLIB Standard Grading and Dressing Rules No. 16, West Coast Lumber Inspection Bureau WWPA Standard Grading Rules for Western Lumber, Western 4 Wood Products Associates 1 . WIC Manual of Millwork, Woodwork Institute of California l_ UL-10 Standard for Fire Test Door and Assemblies MWH-010804 FINISH CARPENTRY AND MILLWORK 1520315-STILLAGUAMISH RIVER WTP PAGE 06200-1 1.3 CONTRACTOR SUBMITTALS A. Submittals: The submittal of material samples, manufacturer's literature, results of required tests, testing reports, etc., shall be submitted in accordance with Section 01300 - Contractor Submittals. B. Doors: Samples of doors when requested by the ENGINEER shall be submitted by the CONTRACTOR, showing face veneer and finishes including shop drawings and certificates of compliance with fabrication and test requirements, signed by authorized representative of the door manufacturing company. C. Cabinet and Casework: Shop drawings, samples of hardware and literature shall be submitted. Color samples and literature on laminated plastic (where it is used) shall be submitted for review and color selection. D. Modular Casework: Shop drawings, literature, color samples, and certificates of compliance with fabrication and test requirements signed by an authorized representative of the cabinet manufacturing company shall be submitted by the CONTRACTOR. 1.4 QUALITY ASSURANCE A. The CONTRACTOR shall issue, before delivery to the jobsite, a [letter] [WIC Certified Compliance Certificate], indicating that the millwork products that will be furnished will fully meet all requirements for the grade(s) specified. B. Shop drawings for the casework shall be complete and show all details, lumber sizes, and type and grade of materials to be used. C. Each unit of casework shall conform to fully meet the requirements of the grade specified. D. Each plastic laminated countertop, splashes, and box curbs shall be provided with a letter indicating that the items being provided fully meet the requirements of the grade specified. PART 2 -- PRODUCTS 2.1 WOOD PRODUCTS A. Softwoods: Softwoods shall be vertical grain Douglas fir or white pine, meeting AWI Premium Grade requirements. B. Hardwoods: Hardwood shall be ash or birch, with a transparent finish conforming to Premium Grade. Hardwood species shall not be mixed within a project. C. Plywood: Softwood plywood shall conform to the requirements of the U.S. Product Standards PS-1, Grade A for pine plywood. Hardwood plywood shall conform to the requirements of HPVA HP-1. Plywood backboards and plywood wainscot shall be APA Grade trademarked A-C-INT-APA. Backing for countertops shall be 3/4-inch thick particle board or plywood in accordance with written recommendations of the laminated plastic manufacturer. MWH-010804 FINISH CARPENTRY AND MILLWORK 1520315-STILLAGUAMISH RIVER WTP PAGE 06200-2 2.2 FASTENERS A. Nails for exterior millwork and siding shall be stainless steel where exposed to the elements and galvanized where concealed. B. Lag screws shall conform to FS FF-B-561 D. C. Wood screws shall conform to FS FF-S-111 D(1). Cadmium plated screws, bolts and washers shall be used on exposed interior work. Screws for exterior use shall be stainless steel. 2.3 GLUE A. Glue shall be Type II water-resistant which will not penetrate final finish. 2.4 PLASTIC LAMINATES A. Laminated plastic shall be high-pressure-laminated plastic conforming to NEMA LD-3. B. Chemical resistant high-pressure laminated plastic shall meet the requirements of NEMA LD-3 and shall show essentially no effect when left in contact with the following reagents for a period of 16 hours, either when reagents are allowed to evaporate or when they are kept liquid by covering. Acids Solvents Acetic Acid 98% Acetone Citric Acid 10% Amyl Alcohol Hydrochloric Acid 37% Benzene Formic Acid 90% Ethyl Alcohol Nitric Acid 30% Carbon Tetrachloride Sulfuric Acid 77% Chloroform Perchloric Acid 60% Dioxane Phosphoric Acid 85% Ethyl Acetate Phenol 85% Ethyl Alcohol Ethyl Ether Alkalies Ethylacetoacetate Formaldehyde Ammonium Hydroxide 28% Furfural Gasoline Salts Kerosene Naptha Calcium Hypochlorite, saturated Toluene Potassium Permanganate Trichlorethylene Sodium Bisulfite Xylene Sodium Bisulfate Sodium Chloride Zinc Chloride Silver Nitrate 1% Other Reagents Cresol Chlorobenzene Detergent (Dreft) Hydrogen Peroxide MWH-010804 FINISH CARPENTRY AND MILLWORK 1520315-STILLAGUAMISH RIVER WTP PAGE 06200-3 Iodine, 1% in Alcohol Mercurochrome Mineral Oil Urea 6.6% The chemical resistant laminated plastic shall be Wilson-Arts Chem-Surf and Soli- Core", or equal. At least 10 different colors shall be submitted for selection by the ENGINEER. 2.5 ALUMINUM TRIM A. Aluminum trim where specified or shown, shall be extruded aluminum with clear anodized finish as manufactured by Trimedge; Kinkead; or equal. 2.6 HARDBOARD A. Hardboard shall conform to AHA A 135.4, tempered type. Where hardboard is shown for tool boards it shall be 1/4-inch thick and shall be perforated on 1-inch centers to accept "pegboard" hooks. 2.7 FINISH HARDWARE A. Finish hardware shall be top quality hardware as itemized below, and shall be provided with US 26D finish unless otherwise specified: 1. Hinges shall be heavy duty wrap-around 2-1/4-inch minimum width, butts of 0.083- inch thick steel (US 26D), off-set for overlay door installation with a minimum of 5 No. 8 full thread screws to the jamb and 4 No. 8 full thread screws to the door. Loose pin butts of 0.083-inch-thick steel, shall be National B-377; McKinny 2743; or equal. Tight pin butts of 0.083-inch-thick steel, shall be National B-851 or B- 852; Stanley HT 1592; or equal. Doors over 48 inches in height shall have 3 hinges 2. Door and drawer pulls shall be Quality No. 179; National Lock B244; Builders Brass No. 79; Jaybee 534, Institutional Type; or equal. 3. Magnetic catches shall be EPCO 591; McKinney No. 2911; National Lock 224A; National C221-28; Amerock V9765; Jaybee 3776; or equal. 4. Drawer locks shall be National Lock C8138; Corbin 0738; or equal. 5. Drawer guides shall be KV 1300, KV 1330, KV 1336; Washington 2300; Grant 336; or equal for all drawers except file drawers which shall have KV 1460; Grant 329; Accuride 4037; full extension drawer guides, or equal. 6. Adjustable shelf standard shall be KV 255; Garcy U373; Grant 125, or equal. 7. Adjustable shelf clips shall be KV 256, KV 239; Grant 212; or equal. KV 346 use with drilled holes. 8. Hanger rods shall hp 1-1/16-inch minimum diameter, 0.120-inch walled heavy duty metal tubing, stainless steel clad, KV 660; heavy wall stainless steel tubing KV 770; or equal. MWH-010804 FINISH CARPENTRY AND MILLWORK 1520315-STILLAGUAMISH RIVER WTP PAGE 06200-4 9. Hanger rod flanges shall be KV 757; or flanges KV 734; KV 735; Ronther Reiss R44-55; or equal. 10. Base adjusters (leveling feet) for fixed cabinets shall be of the adjustable screw type having a floor bearing surface of at least 9 square inches at each foot, and shall provide for leveling the cabinet from the inside of the case through holes provided in the cabinet bottom. Where corner bracket type adjusters are specifically specified or shown, the following may be substituted for the leveling foot type; National D6009 Corner Brackets with D6005 stem screw-type leveler; or equal. 11. Base adjuster covers shall be Fastener Supply 51026; Dot Plug Bottom SS- 48172; Handy Button No. 78; KV 731; or equal. B. Other finish hardware required hereunder may be specified in Section 08710 - Finish PART 3 -- EXECUTION 3.1 CABINET AND CASEWORK A. Millwork, cabinets and casework shall be manufactured and fabricated in accordance with the Reference Standards for Millwork. B. Cabinet and casework shall conform to Premium grade, with face frame and flush overlay type door and drawer construction. Cabinet work shall receive laminated plastic finish, unless otherwise shown. C. Laminated plastic countertops, splashes, and paneling shall be of the same grade as cabinet and casework. D. Where hardwood cabinets are shown the cabinet work shall be as follows: Hardwood and hardwood veneers on all exposed portions of cabinet work, including visible surfaces of bookcases and glass door cabinets, shall be rotary-cut birch or ash, conforming to AWI grade specified. Door and drawer edge bands shall be of the same species and grade as the exposed face. Graining of veneers shall match in color and texture, and shall be free of surface defects such as sap, runs, stains or fills. All visible surfaces, with doors, or drawers open or closed within the casework of all other cabinets shall be laminated plastic or cabinet liner covered. E. Concealed casework shall be APA plywood, grade trademarked A-D INT-APA. F. Solid stock shall be used for all frames, jambs, heads, stops, and edging. Plywood shall be used for body construction of all cabinet members over 12-inch wide. G. Shelves over 12-inch wide shall be of 3/4-inch plywood. Shelves less than 12 inches wide may be of solid stock. All shelving in bookcases or open storage shelving casework exceeding a span of 3 ft shall be not less than 7/8-inch thick and spans of more than 4 ft shall be at least 1-inch thick. No span of shelving shall exceed 4 ft unless approved by the ENGINEER. H. Glazing shall be performed in the mill where not otherwise specified. Glass and glazing materials shall be as specified in Section 08800 - Glazing. Sliding glass doors shall be provided with finger pulls and ball bearing-type tracks. MWH-010804 FINISH CARPENTRY AND MILLWORK 1520315-STILLAGUAMISH RIVER WTP PAGE 06200-5 I. Laminated plastic countertops shall have: no-drip bull-nose edge covering; integral cove back splash; square with self edge top of back splash. Side splashes shall be provided where there are adjacent side walls. Laminated plastic countertops, splashes, box- curbs, casework, and paneling, within the laboratory rooms or areas, shall be chemical resistant high-pressure-laminated plastic. J. Finish hardware shall be furnished and installed. Hardware shall be provided with US 26D finish unless otherwise specified. Locks shall be installed as shown, and shall be master keyed if so specified. Hardware shall consist of all hardware needed for complete construction. K. All drawers shall be provided with metal drawer guides. 3.2 INSTALLATION A. The CONTRACTOR shall verify drawing dimensions in the field, and shall inspect related work and adjacent surfaces. Any conditions which will prevent proper execution of the work shall be reported to the ENGINEER. B. Insofar as practicable, all work shall be shop-fabricated and assembled after taking field dimensions and shall be delivered to the job site ready for installation. All work shall be installed in accordance with these Specifications and manufacturers' recommendations and instructions. C. Wood grounds and blocking of the sizes and shapes required for installation of casework and millwork shall be provided. Cabinet work shall be coordinated with framing and blocking work, and with installation of mechanical, electrical and other equipment. D. All work shall be true and straight, with edges clean cut, and assembled with members properly housed together and tightly jointed. Joints subject to strain shall be reinforced with screws or bolts to assure their tightness. The method of joining and reinforcing shall be as indicated on the shop drawings. Work shall be accurately positioned and installed plumb and level, with separate parts fitted and properly aligned. Single lengths of wood shall be used whenever practicable. Trim shall have plowed backs unless otherwise shown. E. Work shall be neatly scribed to other construction and securely attached in place with concealed fastenings where possible or with finish nails. Flathead screws shall be used where required or necessary for premium construction. F. Exposed nail heads and screw heads shall be set or countersunk before putty is applied. G. All exposed surfaces shall be dressed and well sanded to smooth, uniform finish, free of marks or other blemishes and ready for finish work. H. Countertops, splashes, and ends shall be installed true, level, straight and aligned. Sections shall be properly housed together, tightly jointed, and clamped. Shop drawings shall show the jointing pattern, method of jointing, and reinforcement. Countertops shall be installed in sections as large as possible with the fewest joints. They shall be accurately positioned and installed plumb and level with hairjoints and no rises or bumps at joints. I. Plywood tool boards, and backing panels shall be screw-mounted with flat head stainless steel wood screws at 16 inches on center both ways, and within 1-inch of edges. All screws shall be countersunk. Plywood shall have glue beads applied to back MWH-010804 FINISH CARPENTRY AND MILLWORK 1520315-STILLAGUAMISH RIVER WTP PAGE 06200-6 before installation. Panels up to 4 feet in height shall be installed in horizontal sheets. Panels over 4 feet in height shall be installed vertically with vertical joints at 4-foot corners. J. Fascias shall be kiln-dried clear heart redwood. Fascias shall be installed in lengths as long as possible. No joints shall be allowed over or near doorways. At least 3 scarf cuts shall be made the full length of the board on the non-visible side to prevent warping. End joints shall be mitered and butt joints shall be spliced. K. Wood paneling shall be glue and blind (not visible) nail applied. - END OF SECTION - 1 f 1 L L 1. MWH-010804 FINISH CARPENTRY AND MILLWORK 1520315-STILLAGUAMISH RIVER WTP PAGE 06200-7 .. I :, ' - SECTION 07210 - BUILDING INSULATION PART 1 -- GENERAL 1.1 THE REQUIREMENT A. The CONTRACTOR shall provide building insulation, complete and in place, in accordance with the Contract Documents. 1.2 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS ASTM C 578 Rigid, Cellular Polystyrene Thermal Insulation ASTM C 665 Mineral Fiber Blanket Thermal Insulation for Light Frame Construction and Manufactured Housing ASTM C 1289 Faced Rigid Cellular Polyisocyanu rate Thermal Insulation Board ASTM C 1320 Standard Practice for Installation of Mineral Fiber Batt and Blanket Thermal Insulation for Light Construction ASTM D 41 Asphalt Primer Used in Roofing, Dampproofing, and Waterproofing ASTM D 312 Asphalt Used in Roofing ASTM D 2178 Asphalt Glass Felt Used in Roofing and Waterproofing ASTM D 2626 Asphalt-Saturated and Coated Organic Felt Base Sheet Used in Roofing ASTM D 4397 Polyethylene Sheeting for Construction, Industrial, and Agricultural Applications ASTM E 84 Test Method for Surface Burning Characteristics of Building Materials ASTM E 136 Test Method for Behavior of Materials in a Vertical Tube Furnace at 750 C 1.3 CONTRACTOR SUBMITTALS A. Furnish submittals in accordance with Section 01300 - Contractor Submittals. B. Product Information: Manufacturer's literature, specifications, installation instructions, technical data, and general recommendations. C. Product Test Reports: Based on evaluation of comprehensive tests performed by a qualified testing agency, for insulation products. D. Samples: Samples of all materiels and fl3hricated items proposed for use on the WORi<. The samples shall be clearly marks-d to show the manufacturer's name and product identification. MWH-010804 BUILDING INSULATION 1520315-STILLAGUAMISH RIVER WTP PAGE 07210-1 E. Certifications: Manufacturer's certification that the proposed materials comply with this Section. PART 2 -- PRODUCTS 2.1 GENERAL A. The materials and application of building insulation shall conform to the applicable requirement of the Underwriters Laboratories "Fire Resistance Index," Factory Mutual requirements, and the manufacturer's printed recommendations. 2.2 EXTRUDED POLYSTYRENE BOARD INSULATION A. ASTM C 578, Type IV, 1.60 lb/cu. ft., with maximum flame-spread and smoke-developed indices of 75 and 450, respectively. Thickness of board shall be as required to provide a minimum R-value of 19. B. Manufacturers, or equal 1. Atlas; AC Foam Supreme; 2. Dow Chemical Company; Styrafoam Deckmate Plus; 3. Owens Corning; Foamular. 2.3 UNFACED MINERAL FIBER BLANKET INSULATION A. ASTM C 665, Type I (blankets without membrane facing); consisting of fibers manufactured from glass, slag wool, or rock wool; with maximum flame-spread and smoke-developed indices of 25 and 50, respectively; passing ASTM E 136 for combustion characteristics. B. Manufacturers, or equal 1. Fibrex Insulations Inc.; 2. Owens Corning; 3. Thermafiber. 2.4 FACED MINERAL FIBER BLANKET INSULATION A. ASTM C 665, Type III (blankets with reflective membrane facing), Class A (membrane- faced surface with a flame spread of 25 or less); Category 1 (membrane is a vapor barrier), faced with foil-scrim-kraft, foil-scrim, or foil-scrim-polyethylene vapor-retarder membrane on one face; consisting of fibers [manufactured from glass, slag wool, or rock wool] [manufactured from glass] [manufactured from slag or rock wool]. B. Manufacturers, or equal 1 Fibrex Insulations Inc.; 2. Owens Corning; 3. Thermafiber. MWH-010804 BUILDING INSULATION 1520315-STILLAGUAMISH RIVER WTP PAGE 07210-2 2.5 POLYETHYLENE VAPOR RETARDER A. ASTM D 4397, 6 mils thick, with maximum permeance rating of 0.13 perm. 2.6 REINFORCED POLYETHYLENE VAPOR RETARDER A. Two outer layers of polyethylene film laminated to an inner reinforcing layer consisting of either nylon cord or polyester scrim and weighing not less than 25 Ib/1000 sq. ft., with maximum permeance rating of 0.0507 perm. B. Manufacturers, or equal 1. Raven Industries, Inc.; DURA-SKRIM 6VW11; 2. Reef Industries, Inc.; Griffolyn T-65. 2.7 FIRE - RETARDANT REINFORCED POLYETHYLENE VAPOR RETARDER A. Two outer layers of polyethylene film laminated to an inner reinforcing layer consisting of either a nonwoven grid of nylon cord or polyester scrim and weighing not less than 22 Ib/1000 sq. ft. with maximum permeance rating of 0.1317 perm and flame-spread and smoke-developed indices of not more than 5 and 60, respectively. B. Manufacturers, or equal 1. Raven Industries, Inc.; DURA-SKRIM 2FR; 2. Reef Industries, Inc.; Griffolyn T-55 FR. 2.8 FOIL POLYESTER FILM VAPOR RETARDER A. Two layers of 0.5-mil thick polyester film laminated to an inner layer of 1-mil thick aluminum foil, with zero water-vapor transmission rate in flat condition and with maximum flame-spread and smoke-developed indices of 5 each. B. Manufacturers, or equal 1. Alumiseal Corporation Zero Perm. 2.9 FASTENERS A. Adhesively Attached Spindle-Type Anchors: Plate welded to projecting spindle; capable of holding insulation of thickness indicated securely in position indicated with self-locking washer in place. 1. Plate: Perforated galvanized carbon-steel sheet, 0.030-inch thick by 2 inches square. 2. Spindle: Copper-coated, low carbon steel, fully annealed, 0.105-inch in diameter, length to suit depth of insulation. B. Adhesively Attached Angle-Shaped, Spindle-Type Anchors: Angle welded to projecting spindle; capable of holding insulation of thickness indicated securely in position with self- locking washer in place. MWH-010804 BUILDING INSULATION 1520315-STILLAGUAMISH RIVER WTP PAGE 07210-3 1. Angle: Formed from 0.030-inch thick, perforated, galvanized carbon-steel sheet with each leg 2 inches square. 2. Spindle: Copper-coated, low carbon steel, fully annealed, 0.105 inch in diameter, length to suit depth of insulation. C. Insulation-Retaining Washers: Self-locking washers formed from 0.016-inch thick galvanized steel sheet, with beveled edge for increased stiffness, sized as required to hold insulation securely in place, but not less than 1-1/2 inches square or in diameter. D. Insulation Standoff: Spacer fabricated from galvanized mild-steel sheet for fitting over spindle of insulation anchor to maintain air space of dimension indicated between face of insulation and substrate to which anchor is attached. E. Anchor Adhesive: Product with demonstrated capability to bond insulation anchors securely to substrates without damaging insulation, fasteners, or substrates. 2.10 ALUMINUM FOIL TAPE A. Aluminum foil tape shall be 2 inches wide "Aluma-Grin No. AF7-701" as manufactured by Hardcast, Inc. (800-527-7092), or equal. 2.11 CONCRETE PRIMER A. Concrete primer shall conform to ANSI/ASTM D 41. 2.12 ASPHALT A. Asphalt shall conform to ASTM D 312, Type IV. 2.13 BASE SHEET A. Base sheet shall be asphaltic-saturated 43 lb (vapor-retarder) membrane conforming to ASTM D 2626 Type I, 25 Ib/100 sq ft minimum weight. 2.14 ASPHALTIC-SATURATED FELT (ASF) A. Asphaltic-saturated (vapor-retarder) felt shall be asphalt-impregnated inorganic glass felt conforming to ASTM D 2178, Type I, [15] [30] Ib/100 sq ft minimum weight. 2.15 STEEL DECK FASTENERS A. Steel deck fasteners shall have integral stress distribution cap, shall be rust-resistant, and shall be per written recommendations of the insulation and roofing manufacturer. PART 3 -- EXECUTION 3.1 PRODUCT DELIVERY, STORAGE, AND HANDLING A. Delivery of Materials: Manufactured materials shall be delivered in original unbroken packages, containers, or bundles bearing the name of the manufacturer. Protect insulation materials from physical damage and from deterioration by moisture, soiling, and other factors. MWH-010804 BUILDING INSULATION 1520315-STILLAGUAMISH RIVER WTP PAGE 07210-4 B. Storage: Materials shall be carefully stored in an area that is protected from the elements in a manner recommended by the manufacturer to prevent damage. C. Storage of Plastic Insulation 1. Do not expose to sunlight, except as necessary for installation. 2. Protect against ignition at all times. Do not deliver plastic insulating materials to the Site before installation time. 3. Complete installation and concealment of plastic materials as rapidly as possible in each area of construction. 3.2 PREPARATION A. The CONTRACTOR shall verify conditions affecting the WORK of this Section and shall obtain accurate dimensions of all openings, levels, and location and arrangements of embedded anchorage. B. Clean substrates from substances harmful to insulations or vapor retarders, including removing projections capable of puncturing vapor retarders or of interfering with insulation attachment. 3.3 INSTALLATION OF INSULATION A. Insulation shall be installed in accordance with the manufacturer's printed installation instructions. Extend insulation in thickness indicated to envelop entire area to be insulated. Apply single layer of insulation to produce thickness indicated, unless multiple layers are required to make up total thickness. B. Insulation shall be installed to provide maximum thermal benefits. The insulation shall be installed to completely fill or cover voids between furring studs, providing a continuous blanket of insulation. Insulation shall be cut neatly to snugly fit angles, corners and irregular areas and be carefully wrapped around pipes, conduits, outlets, switches, beams, etc., to maintain continuity of insulation. Gaps or bridges shall be avoided. Insulation shall be secured as recommended by the Code and the material manufacturers for job conditions. C. Blocking for wall-mounted items and items installed within furring and walls shall be securely installed prior to installation of insulation. Cut and fit tightly around obstructions and fill voids with insulation. D. Water-Piping Coordination: If water piping is located on inside of insulated exterior walls, coordinate location of piping to ensure that it is placed on warm side of insulation and insulation encapsulates piping. E. On units of plastic insulation, install small pads of adhesive spaced approximately 24 inches o.c. both ways on inside face, as recommended by manufacturer. Fit courses of insulation between wall ties and other confining obstructions in cavity, with edges butted tightly both ways. Press units firmly against inside wythe of masonry or other construction. F. Seal joints between closed-cell (nonbreathing) insulation units by applying adhesive, mastic, or sealant to edges of each unit to form a tight seal as units are shoved into MWH-010804 BUILDING INSULATION 1520315-STILLAGUAMISH RIVER WTP PAGE 07210-5 place. Fill voids in completed installation with adhesive, mastic, or sealant as recommended by insulation manufacturer. G. Install mineral-fiber blankets in cavities formed by framing members according to the following requirements: 1. Use blanket widths and lengths that fill the cavities formed by framing members. If more than one length is required to fill cavity, provide lengths that will produce a snug butt fit between ends. 2. Place blankets in cavities formed by framing members to produce a friction fit between edges of insulation and adjoining framing members. 3. For metal-framed wall cavities where cavity heights exceed 96 inches, support unfaced blankets mechanically and support faced blankets by taping the stapling flanges to flanges of metal studs. H. Vapor retarder shall be installed continuously between the exterior and interior surfaces at exterior concrete or masonry walls that are furred. 3.4 VAPOR RETARDER MEMBRANE SYSTEM A. General: Installation of the vapor retarder system shall not proceed until substrate construction and penetration WORK has been completed. The CONTRACTOR shall notify the ENGINEER at least 7 days prior to starting of the vapor retarder system installation for inspection of the completed WORK to be concealed under the system. B. Installation: The vapor retarder system shall be installed per manufacturer's written instructions by experienced tradesmen specializing in installation of vapor retarders. C. Extend vapor retarder to extremities of areas to be protected from vapor transmission. Secure in place with adhesives or other anchorage system as indicated. Extend vapor retarder to cover miscellaneous voids in insulated substrates, including those filled with loose-fiber insulation. D. Seal vertical joints in vapor retarders over framing by lapping not less than two wall studs. Fasten vapor retarders to framing at top, end, and bottom edges; at perimeter of wall openings; and at lap joints. Space fasteners 16 inches o.c. E. Vapor retarder membrane shall be overlapped at framing members, such as studs, joists, furring, columns, and girts, wherever possible. F. With metal framing members such as ceiling girts and other metal members where staples will not work, membrane shall be secured to framing with materials and methods recommended by vapor retarder manufacturer, such as adhesives and double-back tape. G. Every membrane seam shall be lapped at least 4 inches, sealed, and taped. H. The vapor retarder membrane shall be lapped, attached, and taped to other surfaces at extremities, windows, door frames, penetrations, floor and ceiling. I. Special care shall be taken at penetrations such as electrical boxes, phone boxes, and pipe and wire penetrations, to make sure that a continuous unbroken membrane is maintained. The membrane shall be cut with care without overcutting and shall be taped MWH-010804 BUILDING INSULATION 1520315-STILLAGUAMISH RIVER WTP PAGE 07210-6 rwhenever possible. The membrane shall be sealed and taped to the item which rpenetrates it. 1 J. Splits, tears, cuts, punctures, and damaged areas of the vapor retarder membrane shall be patched and repaired to insure vapor tightness. Cover with vapor retarder tape or �- another layer of vapor retarder. - END OF SECTION - 1 �A C MWH-010804 BUILDING INSULATION 1520315-STILLAGUAMISH RIVER WTP PAGE 07210-7 �' I 1 �� SECTION 07410 - METAL ROOF AND WALL PANELS PART 1 -- GENERAL 1.1 THE REQUIREMENT A. The WORK of this Section includes providing a preformed metal roofing system and all appurtenant work necessary to a complete roofing enclosure. B. Types of metal panels required shall include formed sheet steel panels, intended for standing-seam installation. 1.2 CODES A. The WORK of this Section shall comply with the current editions of the following codes as adopted by the City of Colorado Springs: 1. Uniform Building Code. 1.3 SPECIFICATIONS AND STANDARDS A. Except as otherwise indicated, the current editions of the following apply to the WORK of this Section: American Iron and Specification for the Design of Cold-Formed Steel Steel Institute (AISI) Structural Members American Institute of Manual of Steel Construction Steel Construction (AISC) ASTM A 446 Grade A, Steel Sheet, Zinc-Coated (galvanized by the hot dip process, structural (physical) quality ASTM A 525 General Requirements for Steel Sheet, Zinc- Coated (galvanized) by the hot dip process ASTM A 330 (Modified) Test for Structural Performance of Exterior Windows, Curtain Walls and Doors by Uniform Static Air Pressure Difference 1.4 SHOP DRAWINGS AND SAMPLES A. The following shall be submitted in compliance with Section 01300 - Contractor Submittals. 1. Product Data: The CONTRACTOR shall submit manufacturer's product specifications, standard details, certified test results, installation instructions and general recommendations, as applicable to materials and finishes for each component and for the total system of preformed panels. 2. Samples: The CONTRACTOR shall submit the following samples and accompanying descriptive data: MWH-010804 METAL ROOF AND WALL PANELS 1520315 - STILLAGUAMISH RIVER WTP PAGE 07410-1 a. Roof and Wall Panel: Full panel width, between 16"-24" inches long b. Roof and Wall Panel Color sample chips c. Anchor clips: 2 required d. Fasteners: 2 of each type to be used, with a statement regarding intended use e. Closures: 1 metal closure with foam filler f. Sealant: 1 sample of each sealant with a statement regarding intended use g. Insulation: 12 inches square, full thickness B. Shop Drawings: The CONTRACTOR shall submit small-scale layouts of roof and wall panels and larger-scale details of edge conditions, joints, corners, custom profiles, supports, anchorages, trim fleshings, closures, and special details. Distinction shall be made between factory and field assembly work. C. Engineering Data: ASTM E 330 Modified Test Reports, certified by a professional engineer, confirming that the proposed roofing system will meet the specified design uplift pressures. D. Written acceptance of installer from roofing manufacturer. 1.5 QUALIFICATIONS A. Installers Qualification: The installer shall be recognized and accepted by the manufacturer as qualified to install the roof and wall system indicated. PART 2 -- PRODUCTS 2.1 GENERAL A. Performance Test Standards: The CONTRACTOR shall provide preformed roof and wall panel systems which have been pre-tested and certified by the manufacturer to provide the indicated resistance to air and water infiltration and structural deflection and failure when installed as indicated and when tested in accordance with test procedures described herein. 2.2 SHEET MATERIALS A. Steel to be Coated: Sheet steel shall be hot-dip zinc coated, ASTM A 446, Grade A, designation G90 for maximum coating performance. 2.3 METAL FINISHES A. General Coatings shall be applied either before or after forming and fabrication of panels, as required by the coating process and as required for maximum coating performance capability. Coating shall be protected promptly after application and cure, by application of strippable film or removable adhesive cover. Cover or film shall remain in place until after installation has been completed. Standard manufacturer's colors samples shall be provided. Roof and wall panel colors shall be selected, by the ENGINEER, from the manufacturer's standard color options. MWH-010804 METAL ROOF AND WALL PANELS 1520315 - STILLAGUAMISH RIVER WTP PAGE 07410-2 B. Fluoropolymer Coating: Coating shall be full-strength 70 percent "Kynar 500" coating, baked-on for 15 minutes at 450 degrees F to a dry film thickness of 1.0 mil, 30 percent reflective gloss, ASTM D 523, over a minimum 0-.2 mil thick baked-on modified epoxy primer. 1 Durability: Coating shall be provided which has been field tested under a normal range of weathering conditions for a minimum of 20 years without significant peel, blister, flake, chip, crack or check in finish, and without chalking in excess of Photographic Reference Standard No. 8 as described in ASTM D 659, and without fading in excess of 5 NBS units. 2.4 MISCELLANEOUS MATERIALS A. Fasteners: Fasteners shall be manufacturer's standard non-corrosive types with exterior heads gasketed. B. Accessories: Except where indicated as WORK of another Section, the CONTRACTOR shall provide all components required for a complete roofing system, including trim, copings, fascias, ridge closures, clips, seam covers, battens, fleshings, gutters, sealants, gaskets, fillers, closure strips and similar items. Match materials and finishes of preformed panels. C. Bituminous Coating: Coating shall be cold-applied asphalt mastic, SSPC paint 12, compounded for 15 mil dry film thickness per coat. 2.5 PANEL FABRICATION A. General: Panels and accessories shall be fabricated and finished at the factory to the greatest extent possible, in accordance with manufacturer's Standard procedures and processes, and as required to fulfill the indicated performance requirements. The CONTRACTOR shall comply with indicated profiles, dimensional requirements, and structural requirements. 1. Panels shall be installed with concealed fasteners. 2. Individual panels shall be removable for replacement of damaged material without disturbing adjacent panels. 3. panels shall be fabricated in full length, with no endlaps. B. The roofing and wall panel systems shall be designed to safely resist the positive and negative loads as specified below or as indicated on the Contract Drawings, in accordance with procedures defined in ASTM E 330: Main Roof 20 PSF (Positive) 15 PSF (Negative) Ridge, Eave, Gable 20 PSF (Positive) 15 PSF (Negative) Siding 20 PSF (Positive) 15 PSF (Negative) C. The panels shall withstand a 150 pound concentrated load applied to a 4-square inch area at the center of the panel at mid span between supports with no panel deformation, rib buckling, or panel side-lap separation that will adversely affect the weather-tightness of the system. MWH-010804 METAL ROOF AND WALL PANELS 1520315 - STILLAGUAMISH RIVER WTP PAGE 07410-3 D. The roofing and wall panel systems shall be designed to conform to the following criteria for water penetration and air infiltration: 1. Water Penetration: No significant, uncontrolled leakage at 4 lbs. Per square foot pressure with spray test. 2. Air Infiltration: 0.02 cubic feet per minute per square foot for gross roof areas, with 4 Ibs per square foot differential pressure. 2.6 MANUFACTURERS A. Products of the type indicated shall be provided by the following manufacturers (or equal): 1. AEP Span; Design Span 12"wide Standing Seam Roof Panels, Presige(R-2) 12"wide Wall & Soffit panels. 2. MBCI; LokSeam 12"wide Standing Seam Roof Panels, Artisan Series 12"wide Wall and Soffit Panels. PART 3 -- EXECUTION 3.1 INSTALLATION A. General: The CONTRACTOR shall comply with panel fabricator's and material manufacturer's instructions and recommendations for installation, as applicable to project conditions and supporting substrates. Panels shall be anchored and other components of the WORK secured in place, with provisions for thermal and structural movement. 1. Excess scrap shall be removed and working surfaces shall be kept free from debris on a daily basis. 2. Filings caused by drilling or cutting shall be removed immediately from finished surfaces to prevent rust staining. B. Installation Tolerances: Panel units shall be shimmed and aligned within installed tolerance of 1/4-inch in 20 feet within 1/8-inch offset of adjoining faces and of alignment of matching profiles. C. Joint Sealers: Gaskets, joint fillers and sealant shall be installed where indicated and where required for weatherproof performance of the roofing system. Provide the types of gaskets and sealant or fillers indicated or, if not otherwise indicated, types recommended by the roofing manufacturer. - END OF SECTION - MWH-010804 METAL ROOF AND WALL PANELS 1520315 - STILLAGUAMISH RIVER WTP PAGE 07410-4 SECTION 07600 - FLASHING AND SHEET METAL PART 1 -- GENERAL 1.1 THE REQUIREMENT A. The CONTRACTOR shall provide sheet metal and appurtenant WORK, complete and in place, in accordance with the Contract Documents. B. The principal items of sheet metal WORK shall include sheet metal flashing, collars, equipment (sleeper) supports at all roof penetrations which are not provided as part of the roofing system, and all other components necessary to make building weather-tight. 1.2 CONTRACTOR SUBMITTALS A. Furnish submittals in accordance with Section 01300 - Contractor Submittals. B. Product Data: Manufacturer's specifications, literature, and published installation instructions, and maintenance instructions for all sheet metal products. C. Shop Drawings: Show materials, gauges, finishes, layout, jointing, sizes, profiles, fabrication of special shapes, fasteners, and method of attachment to adjacent construction. D. Samples: Color and other samples, where required for color selections and/or review by the ENGINEER. PART 2 -- PRODUCTS 2.1 GENERAL A. Sheet metal shall be aluminum, unless otherwise indicated. Sheet metal WORK in connection with roofing shall be in accordance with roofing manufacturer's published specifications. Sheet metal shall be finished with baked on factory applied Kynar system having a minimum dry film thickness of 2 mils, unless otherwise indicated. B. Material thickness shall be not less than thickness indicated. Where thicknesses are not indicated, the thickness shall be not less than that required by referenced standards found in Architectural Sheet Metal Manual @ (ASMM). 2.2 ALUMINUM PRODUCTS A. Aluminum shall be 0.032-inch minimum thickness and shall conform to ASTM B 209 - Aluminum and Aluminum-Alloy Sheet and Plate, alloy 3003-1-114, "Mill Finish" , unless indicated otherwise. Thickness of aluminum to be welded shall be as necessary for welding method being used. B. Reglets shall be of extruded aluminum with protective coating such as manufactured by Superior Concrete Accessories; Morrison and Company "Cushion-Lock"; Fry Reglet; or equal. MWH-010804 FLASHING AND SHEET METAL 1520315-STILLAGUAMISH RIVER WTP PAGE 07600-1 2.3 FERROUS METALS A. Galvanized steel shall be 24-gage minimum thickness conforming to ASTM A 653 - Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process. B. Stainless steel shall be 24-gage minimum thickness conforming to ASTM A 176 - Stainless and Heat-Resisting Chromium Steel Plate, Sheet, and Strip, Type 304, dull No. 2D finish. Stainless sheet metal wainscots, work bench, top units, sinks, sinks and counters shall not be painted. C. Terne metal for roofing and roofing products shall be not less than 40 lb weight conforming to Federal Specification QQ-T-201 E - Terneplate, For Roofing and Roofing Products. 2.4 LEAD AND SOLDERING MATERIALS A. Lead shall be 4 to 6 percent antimony and remainder shall be lead. Lead sheet shall be soft temper, except hard temper for flanges. Weight shall be not less than 4 Ib/sq ft unless otherwise indicated. B. Solder shall conform to ASTM B 32 - Solder Metal, Alloy Sn, 50 percent tin, 50 percent lead. C. Soldering flux shall be of a type not injurious to metal surface being treated. 2.5 FASTENERS A. Fastening devices shall be of the same material as the sheet metal being used or corrosion-resistant metal compatible with sheet metal being used. Fasteners exposed to the weather shall have neoprene washers of 0.04-in minimum thickness. A rubber-type washer shall be used beneath the aluminum washer or fastener head where weathertightness is required. 2.6 PLASTIC CEMENT A. Plastic cement shall conform to ASTM D 2822 - Asphalt Roof Cement. 2.7 SEALING MATERIALS A. Sealant shall be in accordance with Section 07920 - Sealant and Caulking or shall be of the silicone type. Colors shall be selected by the ENGINEER from manufacturer's full range of standard colors. B. Sealer tape shall be polyisobutylene sealer tape specifically formulated for setting flanges on bituminous roofing. 2.8 COATING MATERIALS A. Primer coat for galvanized steel shall conform to Federal Specification TT-P-641 G(1) - Primer Coating, Zinc Dust-Zinc Oxide (For Galvanized Surfaces), Type II. B. Asphaltic coating compound shall conform to ASTM D 1187 - Asphalt-Base Emulsions for Use as Protective Coatings for Metal. MWH-010804 FLASHING AND SHEET METAL 1520315-STILLAGUAMISH RIVER WTP PAGE 07600-2 2.9 BUILDING PAPER OR FELT A. Building paper shall conform to UBC Standard 17-1 Class B for Kraft waterproof building paper and UBC Standard 32-1] for asphalt or coal tar-saturated felt. 2.10 SHOP FABRICATION REQUIREMENTS A. Gutters and downspouts shall be of sizes indicated with wire basket type strainers of 14- gage stainless steel wire or cast bronze. Gutter configuration shall be similar to that indicated. B. All aluminum shall be welded where indicated. Welding shall conform to Reference Standards. C. Galvanized steel corner joints shall be soldered. Other joints shall be as indicated, or as required by the Reference Standards. D. Elongated holes shall be provided where necessary for material expansion and where indicated in Reference Standards. E. All WORK and finishes shall be protected from scratches and abrasions. F. Flashing, reglets and counter-flashing and associated flashing shall be fabricated by the same manufacturer and be installed as a complete flashing system. Flashing shall be creased longitudinally or otherwise formed with sufficient spring action to hold bottom edges firmly against base flashing or similar material. G. Access doors required by code or access to equipment, valves, etc., shall be provided. Size and location shall be as required by governing authorities, codes, and as indicated. Key-locked access doors shall be provided where indicated. Plumbing access doors shall conform to the requirements of Section 15430 - Plumbing Specialties. Access doors shall be as manufactured by Milcor Division of Enryco, Inc.; Karp Associates, Inc.; Inland Ryerson Steel Corporation; or equal, and shall be of the types necessary to suit job conditions. 2.11 FABRICATED SHEET METAL WORK A. Stamped sheet metal vents or louver-type vents, where indicated, shall be designed to provide watertight flush corners and shall be of size shown. Each vent shall be equipped with 1/4-inch square galvanized or aluminum mesh hardware cloth insect screen. Stamped metal items shall be made of pre-finished white coated aluminum or galvanized sheet metal. Stamp vents shall be field painted after installation to match color of adjacent surface. B. Downspouts with conductor head 1/2-inch below gutter or scupper and hangers shall be designed similar to design shown on ASMM Figures 1-32, 1-25, 1-35B, or 1-35D. Downspout and conductor head shall be constructed of 1/16-inch aluminum and shall have all joints welded, except joint between head outlet pipe and downspout. Connectors shall be per Figure 1-33B, details 1 and 2, with funnel, Figure E (if possible), and with joint between gutter and outlet welded. C. Metal vent screeds shall be plaster channel screeds PCS-V-300 as manufactured by Fry Reglet Corp., H.K. Porter Co., Inc.; or equal. Screeds shall be extruded aluminum with either clear plastic coating, clear anodized coating, or clear acrylic baked-on coating. Corners shall be mitered. MWH-010804 FLASHING AND SHEET METAL 1520315-STILLAGUAMISH RIVER WTP PAGE 07600-3 D. Wall louvers shall be in accordance with Section 10200 - Louvers and Vents. E. Roof penetration sheet metal WORK items shall be provided and shall be coordinated with the roofing system. The design and details shall conform to the Reference Standards unless otherwise indicated. F. Roof penetrations shall be provided with the following flashing: 1. Vent pipes: Lead collars vent pipe flashing with top of lead sleeve flashing bent into vent pipe. Reference ASMM Figures 4-14 and 4-19. 2. Single pipes: Sheet metal or lead collars with sheet metal or lead draw band with sealant or cap top. Reference ASMM Figures 4-14 and 4-19. 3. Multi-pipes: Lead collar with cap. Reference Stoneman Engineering and Mfg. Co. 4. Equipment support: Sheet metal. Reference ASMM Figure 4-15 and 4-16. 5. Sleeper covers: Sheet metal. Reference ASMM Figure 4-6D. 6. Ventilators with curb (Note 1): Sheet metal. Reference ASMM Figure 8-1. Note 1: Prefabricated products, curbs, supports, and platforms which are part of mechanical equipment and are the WORK of other Sections, shall be in compliance with those specifications. G. Work bench covering shall consist of tops, box curbs, splashes, edging, and end enclosures (where visible). Work bench top cover shall be 16-gage galvanized steel sheet metal formed over a solid core. The top, back, and edges shall be rounded providing a smooth finished unit with no sharp edges or corners. Butt joints adjacent or near corners shall be provided with backing plate and be soldered to provide smooth uniform surface. Attachment of the metal top to the wood core shall be done by cementing the materials together under sufficient pressure to assure a complete bond and installation of No. 8 by 1-inch stainless steel flathead wood screws, countersunk at 8-inch centers along edges. Top shall be cleaned of all rust, scale, and foreign substances and finished by oiling. Work bench tops shall not be painted. PART 3 -- EXECUTION 3.1 PRODUCT DELIVERY, STORAGE, AND HANDLING A. Delivery of Materials: Materials shall be delivered to Site in manufacturer's original, unopened packages or bundles with labels intact and clearly identifying products. B. Storage: All materials shall be carefully stored in accordance with the manufacturer's instructions, in an area that is protected from deleterious elements, and in a manner that will prevent damage to the products. 3.2 GENERAL A. The CONTRACTOR shall coordinate the flashing necessary with the different trades to make sure all items which penetrate the roof are provided with all necessary sheet metal items and WORK, such as pipes, ducts, and supports. Sheet metal shop manufactured curbs, equipment supports, and equipment platforms shall be provided where MWH-010804 FLASHING AND SHEET METAL 1520315-STILLAGUAMISH RIVER WTP PAGE 07600-4 prefabricated curbs, supports, or platforms are not required to be provided under other Sections. B. All WORK shall conform to Reference Standards. Flashing WORK shall be coordinated with roofing WORK. Sheet metal and roofing shall provide a weather-tight and watertight assembly. C. Sheet metal WORK shall be accurately formed to dimensions and shapes indicated. WORK shall be fitted snugly, with straight, true lines with exposed faces aligned in proper plane, free from waves and buckles. Arises and angles shall have true and sharp lines, and surfaces shall be free from waves and buckles. Exposed edges shall be hemmed. Holes for fasteners within sheet metal WORK exposed to temperature changes shall be elongated holes for material expansion and movement. D. Sheet metal WORK shall be furnished complete with supports, hangers, bracing, anchors, and other devices as required for reinforcement and proper attachment to adjacent construction. Fastenings shall be concealed wherever possible. Joints, fastenings, reinforcements, and supports shall be sized and located as required to preclude distortion or displacement due to thermal expansion and contraction. E. Surfaces upon which sheet metal is to be placed shall be dry, smooth, even, and free of any projections and hollows. Sheet metal shall be laid with all joints true and even and firmly attached with all fastener heads flush with the top surface. F. The underlayment shall be overlapped at least 2 inches so as to shed water and shall be secured along the lapped edges. Aluminum or stainless steel fasteners shall be used with aluminum sheet metal. G. Dissimilar materials shall be isolated with 2 coats of asphaltic paint, asphaltic coating compound, or sealer tape. Only stainless steel fasteners shall be used to connect isolated dissimilar metals. H. Joints shall be sized and spaced to permit sheet movement for thermal expansion and contraction of 1/4-inch per 10-ft length, on 100 degree F temperature difference. Holes for fasteners or anchors shall be elongated to provide for movement. I. Roofing sheet metal items shall be built into the roofing in strict accordance with directions of roofing manufacturer. 3.3 INSTALLATION A. Gutters shall be provided with baffle-type expansion joint with expansion cap over 1-1/2- inch baffle flange at 40-ft centers. A 1-inch gap between the baffles shall be allowed. B. Flashing at vertical surfaces shall be installed at intersections of roof with vertical surfaces and at projections through roof. Corner units shall be factory-fabricated and shall have mitered soldered or welded corner joints, and shall be installed with 3-inch (min) lap joint over flashing on each side. C. Gutters shall be provided to indicated cross-section, complete with shop-fabricated corners, nipple (outlet) sections, joining plates, concealed hangers and downspouts with standoff brackets. MWH-010804 FLASHING AND SHEET METAL 1520315-STILLAGUAMISH RIVER WTP PAGE 07600-5 D. Flanges of sheet metal items shall be set on continuous sealer tape on top edge envelope ply of roofing. Flanges shall be nailed through sealer tape at 3-inch (max) spacing or securely fastened per Reference Standards. 3.4 PROTECTIVE COATING A. The CONTRACTOR shall provide protective coating, per Section 09800 - Protective Coating, on all installed visible sheet metal products which are not provided with pre- finish coating system. Color shall match the adjacent surface materials color. The CONTRACTOR shall obtain final color approval from the ENGINEER prior to finish coat application. Colors may vary for each adjacent material. - END OF SECTION - MWH-010804 FLASHING AND SHEET METAL 1520315-STILLAGUAMISH RIVER WTP PAGE 07600-6 SECTION 07800 —SKYLIGHTS PART 1 -- GENERAL 1.1 THE REQUIREMENT A. The CONTRACTOR shall provide skylights, skylight screens, and appurtenant work, complete and in place, in accordance with the Contract Documents. 1.2 CONTRACTOR SUBMITTALS A. General: Submittals shall be in accordance with the requirements of Section 01300 - Contractor Submittals. B. Product Descriptions: The manufacturer's specifications, literature, and published installation instructions for each type of skylight and skylight screen. C. Shop Drawings: Drawings showing materials, gauges, sizes, finishes, profiles, fabrication of special shapes, fasteners, and method of attachment to adjacent construction, submitted prior to fabrication. PART 2 -- PRODUCTS 2.1 SKYLIGHTS A. Design: Skylights shall be factory-assembled of the double dome]with curb type, designed to meet applicable state OSHA and building code requirements. Skylights shall be weather-tight. The skylight unit shall be designed to accommodate a temperature change of 100 degrees F without distress in assembly, fasteners, or glazing. B. Frames and Gaskets: Skylights shall include a 6063-T5 extruded aluminum curb frame, with an integral sloping gutter and dome elevating leg, with continuous vinyl or neoprene support gasket and retaining frame. Frame shall be a thermal-break curb and thermally sealed double dome glazing unit. The prefabricated curb for fixed skylights shall be of aluminum construction, double walled, insulated with fiber glass, and shall be 9 inches in height. Approximate sizes of skylight openings are shown. C. Finish: Frames shall be provided with a ..07 mil dark bronze anodized finish AA-M12- C22-A42. D. Domes: Outer dome for fixed skylights shall be formed of one-piece white translucent cast acrylic to withstand a minimum live load of 40 lb per sq. ft. Inner dome shall be formed of one-piece white translucent cast acrylic. E. Manufacturers, or Equal: 1. American Skylites; EZISF, 9", Model #4669 2. Naturalite/EPI Skylight Systems, Terrell, TX, Model TLA MW H-102899 SKYLIGHTS 1520315-STILLAGUAMISH RIVER WTP PAGE 07800-1 2.2 SKYLIGHT SCREENS A. Location: All skylights that do not meet OSHA and code requirements for opening protection shall be provided with skylight screens. B. Design: Screens shall be designed and tested to meet OSHA regulation 29 CFR 910.23 (e)(8) and shall meet code requirements for opening protection. The entire assembly and anchoring system shall be designed and tested to withstand a minimum impact load of 300 foot pounds. C. Screens: Screens shall be hot dipped galvanized, 3-inch by 4-inch welded wire mesh with a minimum transverse diameter of 0.195-inch. Galvanizing shall conform to ASTM A 123-Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products. The screens shall be preformed and the ends of the wire mesh shall be covered with extruded plastic or formed galvanized sheet metal. D. Anchor System: Screen anchors shall be extruded aluminum 6061-T6 (mil finish) rails designed to hold the screen and provide drainage through it. The rails shall be anchored to the skylight frame by pressure sensitive tape adequate to resist the impact load capacity-of--the-unit. E. Manufacturers, or Equal: Screens shall be Model A "Fall Guards" as manufactured by Masteco, Inc. 1-800-231-6117. PART 3 -- EXECUTION 3.1 PRODUCT DELIVERY, STORAGE, AND HANDLING A. Delivery of Materials: Manufactured products shall be delivered in original, unbroken, packages, containers or bundles bearing the name of the manufacturer. B. Storage: All products shall be carefully shred on wood blocking in accordance with the manufacturer's instructions, in an area that is protected from the deleterious elements. Storage shall be in a manner that will prevent damage or marring of finish. 3.2 GENERAL A. The installation shall conform to applicable codes and the manufacturer's published recommendations, specifications, and installation instructions for the type of work being performed. The construction shall be coordinated with the work of other trades. 3.3 INSTALLATION AND CONSTRUCTION REQUIREMENTS A. Cant and Edge Strips: Cant strips and tapered edge strips shall be provided at all intersections of roof surfaces with curbs and accessories which do not have built-in cants. B. Embedded Sheet Metal: All sheet metal surfaces to be embedded into roofing shall be cleaned and prime-coated with asphalt primer prior to embedding into roofing system. C. Dissimilar Metals: Dissimilar metals shall be properly isolated with protective coating or isolation material. MW H-102899 SKYLIGHTS 1520315-STILLAGUAMISH RIVER WTP PAGE 07800-2 F D. Thermal Movement: Thermal movement, up to 100 degrees F change, shall be raccommodated without distress in assembly of fasteners. 1 - END OF SECTION - r f� r r i C l . L l_ L 1_ MWH-102899 SKYLIGHTS L1520315-STILLAGUAMISH RIVER WTP PAGE 07800-3 ,t - ' .� .� _ � -�- _ _ . � SECTION 07920 - SEALANTS AND CAULKING PART 1 -- GENERAL 1.1 THE REQUIREMENT A. The CONTRACTOR shall provide caulking, sealing, and appurtenant work, complete and in place, in accordance with the Contract Documents. 1.2 REFERENCE STANDARDS A. General: Portions of the following standards are incorporated into this Section by references below. The standards are listed here for convenience. B. Federal Specifications TT-S-001543A Sealing Compound, Silicone Rubber Base, (For Caulking, Sealing and Glazing in Buildings and Other Structures) SS-S-200D Sealants, Joint, Two Compound, Jet Blast Resistant, Cold'Applied for Portland Cement Concrete Pavement. TT-S-00227E Sealing Compound, Elastomeric Type, Multi-Component, (For Caulking, Sealing and Glazing in Buildings and Other Structures) TT-S-00230C Sealing Compound, Elastomeric Type, Single Component, (For Caulking, Sealing, and Glazing in Buildings and Other Structures) C. Commercial Standards ASTM C 557 Adhesives for Fastening Gypsum Wallboard to Wood Framing ASTM C 834 Latex Sealants ASTM C 919 Standard Practice for Use of Sealants in Acoustical Applications ASTM C 920 Elastomeric Joint Sealants ASTM D 1752 Preformed Sponge Rubber and Cork Expansion Joint Fillers for Concrete Paving and Structural Construction ASTM E 84 Standard Test Methods for Surface Burning Characteristics of Building Materials ASTM E 814 Standard Test Methods for Fire Tests of Through Penetrations: Firestops UL 1479 Underwriter's Laboratory Standard for Safety Fire Tests of Through Penetration Firestops. 1.3 CONTRACTOR SUBMITTALS A. Furnish submittals in accordance with Section 01300 - Contractor Submittals. MWH-10222002 SEALANTS AND CAULKING 1520315-STILLAGUAMISH RIVER WTP PAGE 07920-1 B. Technical Data: A complete materials list along with the manufacturer's technical data and literature, specifications, joint width and depth tables, and installation instructions. C. Samples: Samples (including color samples) of all the caulking and sealant materials and other materials proposed for use on the WORK. The samples shall be clearly marked with the manufacturer's name and product identification. D. Certificates: If requested by the ENGINEER, certificates from an independent testing laboratory approved by the ENGINEER, certifying that the submitted materials meet all the requirements of the ASTM and Federal Specifications cited. E. Warranty: A copy of the manufacturer's warranty covering all sealants, caulking materials, and other materials against defects in materials. PART 2 -- PRODUCTS 2.1 SEALANTS AND CAULKING MATERIALS A. General 1, Manufacturer's Standards: In addition to the standards listed below, the sealants and caulking products and application shall be in accordance with the manufacturer's published recommendations and specifications. 2. Wherever manufacturer's names and products are listed in this Section, "or equal" products will be considered in accordance with Section 01300 - Contractor Submittals. B. Materials shall conform to the following requirements: 1. Significant Movement Sealants (plus or minus 25 percent movement capability) a. For expansion wall joints, masonry joints, perimeter sealing (windows, doors, and louvers); control joints; interior and non-traffic horizontal joints. 1) Two component, non-sag, polyurethane or polysulfide sealant conforming to Federal Specification TT-S-227E, Class A, Type II, and ASTM C 920, Type M, Class 25, Grade NS. Products Research & Chemical Corp. "RC-2" Progress Unlimited "Iso-Flex 2000" 2) One component, non-sag, low modulus, polyurethane or polysulfide sealant conforming to Federal Specification TT-S230C, Class A, Type Il, and ASTM C 920, Type S, Class 25, Grade NS. Products Research & Chemical Corp. "RC-1" Tremco "Dymonic" 3) One component, non-sag, medium modulus, neutral cure, silicone sealant conforming to Federal Specification TT-S-1543A, Class A, and ASTM C 920, Type S, Class 25, Grade NS. Products Research & Chemical Corp. "PRC-4000" MWH-10222002 SEALANTS AND CAULKING 1520315-STILLAGUAMISH RIVER WTP PAGE 07920-2 Dow Corning 795" b. For horizontal joints exposed to fuel spillage. 1) Two component, self-leveling, fuel resistant, polyurethane or polysulfide sealant conforming to Federal Specification SS-S-200D, Type H, and ASTM C 920, Type M, Class 25, Grade P. Products Research & Chemical Corp. "3105-S" c. For horizontal joints not exposed to fuel spillage. 1) Two component, self-leveling, polyurethane or polysulfide sealant conforming to Federal Specification TT-S-227E, Class A, Type I, and ASTM C 920, Type M, Class 25, Grade P. Products Research & Chemical Corp. "RC-2SL" Bostic "Chem-Calk 550" 2) One component, self-leveling, polyurethane or polysulfide sealant conforming to Federal Specification TT-S-230C, Class A, Type I, and ASTM C 920, Type S, Class 25, Grade P. Products Research & Chemical Corp. "6006" Mameco "Vulkem 45" 2. Glazing Sealants a. For non-structural applications 1) One component, non-sag, medium modulus, neutral cure, silicone sealant conforming to Federal Specification TT-S-1543A, Class A, and ASTM C 920, Type S, Class 25, Grade NS. Products Research & Chemical Corp. "4000" Dow Corning "795" 2) One component, non-sag, high modulus, acetoxy cure, silicone sealant conforming to Federal Specification TT-S-1543A, Class A, and ASTM C 920, Type S, Class 25, Grade NS. 3. Interior Sealant and Caulking a. For general applications 1) One component, acrylic latex caulking conforming to ASTM C 834 Pecora Corp. "AC-20" Bostic "Chem-Calk 600" b. For non-exposed acoustical applications 1) One component, non-drying, non-hardening, non-shrinking, acoustical caulking conforming to ASTM C 557 and ASTM C 919. MWH-10222002 SEALANTS AND CAULKING 1520315-STILLAGUAMISH RIVER WTP PAGE 07920-3 Inmont Company "Prestite 579.64" Tremco, "Acoustical Sealant" United States Gypsum, "Acoustical Sealant" W.W. Henry, "Type 313, Acoustical Sealant" 4. Firestop Sealant: Where piping, conduit, wire, or other materials pass through fire rated walls, floors, ceilings or roofs, provide a 1-hour fire rated sealant in accordance with ASTM E 814 and UL 1479. Fire-resistant penetration sealant shall be a medium density fire-resistant foam that retains form and stability at high temperature. Fire-resistant sealant shall be Dow-Corning Corporation "3-6548 Silicone RTV" foam; 3M Corporation "Fire Barrier Caulk CP25N, No-sag" or "CP25 S/L, Self-Leveling", as appropriate for the use intended. Equivalent products of General Electric and Metalines, Inc. will also be considered. 5. Preformed Sealants: Preformed sealant shall be polybutylene or isoprene-butylene based pressure sensitive weather resistant tape or bead sealant capable of sealing out moisture, air, and dust when installed as recommended by the manufacturer. At temperatures from minus 30 to plus 160 degrees F, the sealant shall be non- bleeding and shall have no loss of adhesion. 6. Tape Sealant: Dimensions shall be as required for application conditions. Tape sealant shall be type recommended by tape manufacturer for connecting and bonding to surfaces. 7. Joint backing (backer rod) material shall be resilient, closed-cell polyethylene foam conforming to ASTM D 1752, Type II or III, and/or bond breakers of proper size for joint widths. Joint backing shall be compatible with sealant manufacturer's product and shall not stain the sealant nor the materials to which applied. 8. Primer: Primers shall be as recommended in the manufacturer's printed instructions for caulking and sealant, and shall not stain the sealant nor the materials to which applied. Manufacturer shall be consulted for all surfaces not specifically covered in submittal application instructions. Primer shall be used in accordance with manufacturer's instructions with all primers being applied prior to the installation of any backer rod or bond breaker tape. 9. Cleaning and cleanup solvents, agents, and accessory materials shall be as recommended in the manufacturer's printed instructions for cleaning up. 2.2 COLOR OF SEALANTS A. Color of sealant that is visible after installation shall match adjacent building finish. If in doubt of color match, obtain color approval from ENGINEER. PART 3 -- EXECUTION 3.1 PRODUCT DELIVERY, STORAGE, AND HANDLING A. Delivery of Materials: Manufactured materials shall be delivered in original, unbroken packages or containers bearing the manufacturer's label. Packages or containers shall be delivered to the Site with seals unbroken. B. Shelf Life: Materials whose shelf life dates have expired shall not be used in the WORK. Such materials shall be promptly removed from the Site. MWH-10222002 SEALANTS AND CAULKING 1520315-STILLAGUAMISH RIVER WTP PAGE 07920-4 C. Storage: All materials shall be carefully stored in accordance with the manufacturer's instructions, in an area that is protected from deleterious elements, and in a manner that will prevent damage to the product. Materials shall be stored at temperatures between 40 and 90 degrees unless otherwise specified by the manufacturer. 3.2 INSTALLATION A. Manufacturer's Recommendations: All work under this Section and all testing, where applicable, shall be performed in accordance with manufacturer's printed recommendations, specifications, and installation instructions except where more stringent requirements are indicated herein; and, except where project conditions require extra precautions or provisions to assure performance of the waterproofing system. B. Authorized Installers: Caulking and sealant shall be complete systems and be installed only by installers authorized and approved by the respective manufacturers. C. Surface Preparation 1. General: The surfaces of joints to be sealed shall be dry. Oil, grease, dirt, chalk, particles of mortar, dust, loose rust, loose mill scale, and other foreign substances shall be removed from surfaces of joints which will be in contact with the sealant. Ferrous metal surfaces shall be cleaned of all rust, mill scale, and other coatings by wire brush, grinding, or sandblasting. Oil and grease shall be removed by cleaning in accordance with sealant manufacturer's printed recommendations. Protective coatings shall be removed from all aluminum surfaces against which caulking or sealing compound is to be placed. Bituminous or resinous materials shall be removed from surfaces to receive caulking or sealant. 2. Concrete and Masonry Surfaces: Where surfaces have been treated with curing compounds, oil, or other such materials, the materials shall be removed by sandblasting or wire brushing. Laitance, efflorescence, and loose mortar shall be removed from the joint cavity. 3. Steel Surfaces: Steel surfaces to be in contact with sealant shall be sandblasted or, if sandblasting would not be practical or would damage adjacent finish WORK, the metal shall be scraped and wire brushed to remove loose mill scale. Protective coatings on steel surfaces shall be removed by sandblasting or by a solvent that leaves no residue. 4. Aluminum Surfaces: Aluminum surfaces to be in contact with sealants shall be cleaned of temporary protective coatings. When masking tape is used for a protective cover, the tape and any residual adhesive shall be removed just prior to applying the sealant. Solvents used to remove protective coating shall be as recommended by the manufacturer of the aluminum work and shall be non-staining. 5. Wood Surfaces: Wood surfaces to be in contact with sealant shall be free of splinters and sawdust or other loose particles. D. Joint Types and Sizes: Joint shapes and sizes shall be as indicated or as necessary for job conditions where not indicated. Joints to be caulked or sealed include through- bolt holes, door frames, louver and ventilator frames, joints between openings where items pass through exterior walls, concrete masonry, or combination of these surfaces, and as otherwise indicated or required for water-tightness, weatherproofing, or air- tightness. Use sealing compound at both exterior and interior surfaces of exterior wall penetrations. MWH-10222002 SEALANTS AND CAULKING 1520315-STILLAGUAMISH RIVER WTP PAGE 07920-5 3.3 SEALANT FILLED JOINTS A. Manufacturer's Representative: The CONTRACTOR shall furnish the on-site services of the sealant manufacturer's representative prior to sealant work for inspection of the joints to be sealed and for instructing the installer in the proper use of the materials, if requested by the ENGINEER. B. Sealant: Sealant shall be used before expiration of shelf life. Multi-component sealant shall be mixed according to manufacturer's printed instructions. Sealant in guns shall be applied with a nozzle of proper size to fit the width of joint. Sealant shall be installed to the required depth without displacing the backing. Unless otherwise indicated or recommended by the manufacturer, the installed sealant shall be tooled so that the surface is uniformly smooth and free of wrinkles and to assure full adhesion to the sides of the joint. Sealants shall be installed free of air pockets, foreign embedded matter, ridges, and sags. Sealer shall be applied over the sealant if recommended by the sealant manufacturer. C. Sealant Depth: Sealant depth in joints shall be 1/2 the width of joint, but not less than 1/8-inch deep and 1/4-inch wide nor more than 1/2-inch deep and 1-inch wide. All joints shall have a rigid filler material installed to proper depth prior to application of sealant D. Masking Tape: Masking tape shall be placed on the finish surface on one or both sides of a joint cavity to protect adjacent finish surfaces from primer or sealant smears. Masking tape shall be removed within 10 minutes after joint has been filled and tooled. E. Backing: Backing shall be installed to provide the indicated sealant depth. The installation tool shall be shaped to avoid puncturing the backing. F. Bond-Breaker: Bond-breaker shall be applied to fully cover the bottom of the joint without contaminating the sides where sealant adhesion is required. G. Primer: Primer shall be used on concrete masonry units, wood, or other porous surfaces in accordance with instructions furnished with the sealant. Primer shall be applied to the joint surfaces to be sealed. Surfaces adjacent to joints shall not be primed. H. Applications: A full bead of sealant shall be applied into the joint under sufficient pressure, with the nozzle drawn across sealant, to completely fill the void space and to ensure complete wetting of contact area to obtain uniform adhesion. During application, the tip of the nozzle shall be kept at the bottom of the joint thereby forcing the sealant to fill from the bottom to the top. Sealants shall be tooled immediately after exposure with a caulking tool or soft bristled brush moistened with solvent. The finished sealant-filled joint shall be slightly concave unless otherwise indicated. 3.4 CLEANING A. After application of sealant and caulking materials, adjacent materials which have been soiled shall be cleaned and left in a neat, clean, undamaged, or unstained condition. On porous surfaces, excess sealant shall be removed per sealant or caulking manufacturer's printed instructions. - END OF SECTION - MWH-10222002 SEALANTS AND CAULKING 1520315-STILLAGUAMISH RIVER WTP PAGE 07920-6 SECTION 08110 - STEEL DOORS AND FRAMES PART 1 -- GENERAL 1.1 THE REQUIREMENT A. The CONTRACTOR shall provide steel doors, steel door and window frames, and related items, complete and operable, in accordance with the Contract Documents. 1.2 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS A. Commercial Standards ASTM A 366 Steel, Carbon, Cold-Rolled Sheet, Commercial Quality ASTM A 653 Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process ASTM B 117 Standard Practice for Operating Salt Spray (Fog) Apparatus ASTM D 1735 Standard Practice for Testing Water Resistance of Coatings Using Water Fog Apparatus ASTM E 90 Standard Test Method for Laboratory Measurement of Airborne Sound Transmission Loss of Building Partitions and Elements ANSI A115 Series Door and Frame Preparation UL Underwriters' Laboratories, Inc. B. Trade Standards National Association of Architectural Metal Manufacturers (NAAMM). C. Manufacturers' Standards: In addition to the standards listed above, steel doors and frames and installation shall be in accordance with the manufacturer's published recommendations and specifications. 1.3 CONTRACTOR SUBMITTALS A. Furnish submittals in accordance with Section 01300 - Contractor Submittals. B. Shop Drawings 1. Show details of the products and systems and connections to adjoining materials. Include schedules showing sizes, types, and locations of door louvers and glass and manufacturer's installation instructions. 2. Manufacturer's literature and any engineering calculations that may be required elsewhere in this Section. 3. Calculations by a registered civil or structural engineer showing that the doors, frames, and structural connections are designed to meet code requirements and loads. MWH-05012002 STEEL DOORS AND FRAMES 1520315-STILLAGUAMISH RIVER WTP PAGE 08110-1 PART 2 -- PRODUCTS 2.1 MATERIALS AND FABRICATION - GENERAL A. Shop Fabrication and Assembly: Steel doors and frames shall be shop fabricated and shop assembled, where possible. Temporary stiffeners, spacers, and other accessories necessary to facilitate handling and accurate erection shall be provided. After fabrication, tool marks and other surface imperfections shall be filled and ground smooth. B. Fire Rating and Labelling: Doors and frames indicated as fire-rated shall bear a UL label indicating the type of rating for which certified. Designs and construction of such products shall have specific UL approval according to current procedures for the fire rating, either 3-hour, 1-1/2-hour, 3/4-hour, or 20-minute as indicated. Hollow steel doors and frames for fire-rated openings shall conform to Underwriters' Laboratories listing and shall be UL labeled. C. Materials for Doors and Frames: Exterior doors and frames shall be fabricated entirely of steel galvanized to G60 in ASTM A 653.. Other doors and frames, unless otherwise indicated, shall be fabricated from prime quality, commercial grade, cold-rolled steel conforming to ASTM A 366, Type II or III. D. Priming and Painting: Doors and frames shall be chemically treated to ensure maximum paint adhesion and shall have all exposed surfaces painted with a rust- inhibitive primer after fabrication. Prime coat shall be capable of passing a 120-hour salt spray test in accordance with ASTM B 117 and a 250-hour humidity test in accordance with ASTM D 1735. E. Hardware: Doors and frames shall be reinforced and drilled or tapped for fully templated mortised hardware; and shall be reinforced with plates for surface-mounted hardware, meeting ANSI A115 Series requirements. Hardware shall be as indicated in Section 08710 - Finish Hardware and as indicated. 2.2 METAL FRAMES A. Pressed Metal Frames: Pressed steel frames for doors, and other openings shall be combination buckled frame and trim of type and sizes indicated. Metal shall not be lighter than 16-gage steel. Frames shall be of the welded unit type. Special frames, oversized frames, and frames with transom shall be provided where indicated. B. Frame Jamb Depths, Trim Profile, Stops, and Backbends: Frame jamb depths, trim profile, stops, and backbends shall be as indicated. C. Windows: Window frames shall be provided complete with anchors and metal stops for glazing. Stops shall be miter-cut and dipped for countersunk flathead fasteners. 2.3 FRAME ANCHORS A. Floor Anchors: Floor anchors shall be welded inside each frame jamb head, and holes shall be provided for floor anchorage. Minimum thickness of floor anchors shall be 14- gage. B. Anchors for Masonry/Concrete Installations: Frames for installation in masonry and concrete walls shall be provided with adjustable jamb anchors of the T-strap, stirrups MWH-05012002 STEEL DOORS AND FRAMES 1520315-STILLAGUAMISH RIVER WTP PAGE 08110-2 and strap, or wire type. The number of anchors provided per frame jamb and head shall be as follows: 1. Frames up to 7 feet 6 inches in height: 3 anchors. 2. Frames over 7 feet 6 inches to 8 feet 0 inches in height: 4 anchors. 3. Frames over 8 feet 0 inches in height: One anchor for each 2 feet 0 inches or fraction in height. 4. Frame head anchors shall be not less than those required by the Reference Standards. C. Anchors for Stud Wall Installation: Frames for installation in stud partitions shall be provided with steel anchors of suitable design for job conditions. They shall be not less than 18-gage thickness; and shall be securely welded inside each jamb and head as follows: 1. Frames up to 7 feet 6 inches in height: 3 anchors. 2. Frames over 7 feet 6 inches to 8 feet 0 inches in height: 5 anchors. 3. Frames over 8 feet 0 inches in height: 5 anchors plus one additional for each 2 feet 0 inches or fraction over 8 feet 0 inches. 4. Frame head anchors shall be not less than those required by the Reference Standards. 2.4 DUST COVER BOXES AND MORTAR GUARDS A. Dust cover boxes or mortar guards of not less than 24-gage steel shall be provided at all hardware mortises on frames to be set in masonry, concrete, or plaster walls. 2.5 SILENCER HOLES A. Appropriate holes for silencers shall be provided in the door frames which are not designated to receive weather-stripping, seals, or sound seals. 2.6 STEEL DOORS A. Design and Construction: Steel doors shall be of hollow metal construction and shall be full flush design with no visible seams. Face sheets shall be not less than cold-rolled, stretcher-leveled, 18-gage steel. Doors shall have flush seamless face sheets with continuously and fully welded seam edges. Doors shall be rigid and neat in appearance, and shall be free from warpage or buckle. Corner bends shall be true and straight and shall be of not less than the minimum radius for the gage of metal used. The door top and bottom shall be internally reinforced by steel members welded in place. Tops of exterior doors shall be provided with flush, water- and weather-tight top enclosures. B. Door Cores: Doors and transom cores shall be water-resistant honeycomb with minimum R of 4. Fire rated doors shall be solid or fiber mineral core doors as required to meet code and Reference Standards requirements. C Louvers: Louvers for steel doors shall be steel of the type which integrally frames the opening and can be securely attached. Louvers shall be of the inverted "Y" blade type MWH-05012002 STEEL DOORS AND FRAMES 1520315-STILLAGUAMISH RIVER WTP PAGE 08110-3 for exterior use and "V" blade for interior use. Exterior louvered openings shall be provided with removable type insect screens. Door louvers shall be uniformly located in doors and shall be of sizes indicated. D. Glazed Openings: Glazed openings in doors shall be of sizes indicated, provided with mitered metal stops. Glazed openings in fire-rated doors shall meet UL requirements. Glass shall be in accordance with Section 08800 - Glazing. E. Double Doors: Double doors shall be provided with a "T" type steel astragal unless otherwise indicated in Section 08710 - Finish Hardware. F. Manufacturers, or Equal 1. Forderer Cornice Works 2. Krieger Steel Products Co. 3. Overly Manufacturing Co. 4. Trussbuilt, Inc. PART 3 -- EXECUTION 3.1 PRODUCT DELIVERY, STORAGE, AND HANDLING A. Doors and frames shall be shipped and stored with temporary stiffeners and spacers in place to prevent distortion. B. Doors and frames shall be delivered in original, unbroken packages, containers, or bundles bearing the name of the manufacturer. C. Doors and frames shall be carefully stored on wood blocking in an area that is protected from the elements. Storage shall be in a manner that will prevent damage or marring of finish. 3.2 CONSTRUCTION A. General: WORK shall be in accordance with manufacturer's published recommendations and specifications. B. WORK shall be coordinated with appropriate related subcontractors work to assure a proper installation. Field conditions and dimensions shall be verified prior to fabrication. 3.3 FRAME INSTALLATION A. Frames shall be set plumb and square in a true plane, and be securely anchored to the adjoining construction. Steel shims shall be provided, set tight and rigidly attached between frame anchors and structure. Finished metal frames shall be strong and rigid; neat in appearance; and square, true, and free from defects, warp, or buckle. B. Molded members, trims, and stops, shall be clean cut, straight, and shall be of a uniform profile throughout their lengths. C. Corner joints shall have contact edges tightly closed with all trim faces mitered, welded, and finished smooth. The use of gussets will not be permitted. MWH-05012002 STEEL DOORS AND FRAMES 1520315-STILLAGUAMISH RIVER WTP PAGE 08110-4 3.4 DOOR INSTALLATION A. Doors shall be installed plumb, square, and level. Doors shall operate freely, but not loosely. They shall be free from rattling while in a closed position. B. Door clearances shall be plus 3/32-inch or minus 1/32-inch and shall not exceed the limits in the manufacturer's printed recommendations. C. Any door that becomes warped more than 3/16-inch out-of-plane shall be replaced by the CONTRACTOR. D. Doors and finish hardware shall be removed prior to painting and re-hung after painting work is complete. 3.5 FINISH HARDWARE A. Finish hardware shall be installed in accordance with hardware manufacturer's standard templates and printed instructions. Operable parts shall be adjusted for correct function and operation. c - END OF SECTION - l C MWH-05012002 STEEL DOORS AND FRAMES 1520315-STILLAGUAMISH RIVER WTP PAGE 08110-5 i � � : � . _- .+ � . . . �� - .. . . SECTION 08330 - OVERHEAD COILING DOORS PART 1 -- GENERAL 1.1 THE REQUIREMENT A. The CONTRACTOR shall provide overhead door assemblies and frames and appurtenant work, complete and operable, in accordance with the Contract Documents. 1.2 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS A. Federal Specifications QQ-S-775E, Int. Amd. 1 Steel Sheets, Carbon, Zinc-Coated (Galvanized) By The Hot-dip Process B. Commercial Standards NEMA National Electric Manufacturers' Association NEC National Electric Code C. Trade Standards Aluminum Association: Anodizing Systems D. Manufacturers' Standards: In addition to the standards listed above, overhead doors and their installation shall be in accordance with the manufacturer's published recommendations and specifications. 1.3 CONTRACTOR SUBMITTALS A. Furnish submittals in accordance with Section 01300 - Contractor Submittals. B. Manufacturer's Information: Manufacturer's literature, wiring diagrams, manufacturer's installation instructions, and any engineering calculations that may be required elsewhere in this Section. Calculations by a registered civil or structural engineer shall be submitted to show that the overhead door systems and structural connections are designed to meet code requirements and loads. C. Shop Drawings: Details of the products and systems and connections to adjoining materials, along with any manufacturer's installation instructions. Schedules showing sizes, types, and locations of louvers and glass shall be submitted. D. O and M Instructions: Upon completion, the CONTRACTOR shall deliver to the ENGINEER complete operation and maintenance instructions for the overheard door assemblies. 1.4 PRODUCT DELIVERY, STORAGE, AND HANDLING A. Delivery of Materials: Manufactured materials shall be delivered in original and unbroken packages, containers, or bundles bearing the name of the manufacturer. MWH-110599 OVERHEAD COILING DOORS 1520315-STILLAGUAMISH RIVER WTP PAGE 08330-1 B. Storage: Materials shall be carefully stored in an area that is protected from the elements. Storage shall be in a manner that will prevent damage or marring of the door and its finish. PART 2 -- PRODUCTS 2.1 ROLL-UP DOORS A. General: Roll-up doors shall be of the metal-curtain slat design and shall be motor- operated, and shall be weather and dust-resistant. Wiring diagrams shall be submitted for motor-operated doors. Doors shall be provided complete with slats, guides, hoods, reduction gears, galvanized hand chain, operating mechanism, motors, controls, wiring, brackets, gears, head, bottom and side weather stripping, hardware, and all other items necessary for installation and operation. B. Wind Loading: The doors shall be designed to withstand a wind load of 20 Ib/sq ft. C. Curtain Slats: Curtain slats shall be roll-formed from galvanized steel sheet conforming to FS QQ-S-775-E Int. Amd. 1, Type I, class D. Curtain slats shall be flat Cornell Iron Works, Inc.; Model ESD20 "Sound Barrier Door", or approved equal, and shall be of a gauge size suitable for dimension and loading of the opening, but shall be not lighter than 20 gauge. Slats shall be urethane foam filled. Entire door assembly to be tested at a minimum STC rating of 26. D. Endlocks: Endlocks shall be continuous malleable iron castings, designed to provide for curtain alignment and security against lateral movement. E. Bottom Bar: The bottom bar shall consist of 2 angles galvanized and bolted back-to- back on each side of curtain, to suit floor profile. A replaceable flexible vinyl or neoprene gasket shall be provided as a weather seal and cushion bumper. A reversing foot-piece shall be provided at motor-operated doors unless otherwise indicated. F. Guides and Stops: Guides shall consist of a galvanized steel angle assembly of proper size to retain the curtain. Guides shall be provided with weather-stripping. Angle thickness shall be minimum 3/16-inch. Jamb angles shall be anchored to the supporting walls with 3/8-inch bolts spaced at 30-inches on centers, and extending above door opening head to support the coil brackets. Removable stops on guides to prevent over- travel of curtain and a continuous bar for holding wind-locks, where required, shall be provided. G. Barrel Assembly and Balancing Mechanism: The barrel shall be a steel pipe of sufficient diameter and thickness to support the roll-up curtain without distortion of slats, and to limit deflection of the barrel to not more than 0.03-inch per foot of span under full load. The barrel shall have a minimum diameter of 4-inches. The spring balance shall consist of one or more helical torsion springs of oil-tempered heat-treated steel to transfer full load to a single steel torsion bar in the barrel. Rotating members shall turn on self-lubricating graphite or grease-sealed ball bearings, with adjustment for counterbalance springs accessible from outside barrel. Brackets shall be 5/16-inch- thick, cold-rolled steel plate, or equal strength cast iron, attached to the jamb angle guide with 1/2-inch bolts. Brackets shall have a bell-mouth guide groove for the curtain. H. Hood: The hood shall be manufactured of 24-gauge galvanized steel sheet with bonderized treatment. The hood shall fit over the end brackets. Top and bottom edges MWH-110599 OVERHEAD COILING DOORS 1520315-STILLAGUAMISH RIVER WTP PAGE 08330-2 of hood shall be rolled and reinforced for stiffness, and intermediate supports shall be provided as necessary. The hood baffle shall be of neoprene and sheet metal. I. Chain Holder: A chain holder shall be provided on wall with provision for padlocking. J. Manual Operation Features: Manual operation shall be accomplished by endless chain, sprocket, and reduction gearing to the barrel, designed to require not more than a 35-lb pull on the chain to move curtain. Sprockets and gears shall have machine cut teeth, or shall be machine-molded. Bearings shall be lubricated for life and self-aligning, either self-lubricating graphite bearings or grease-sealed precision ball bearings, depending on size of door. Operating chain shall be hot-dip galvanized, located at side of door and shall be continuous loop design that extends to a point approximately 24- inches above the floor. Chain and gear guards shall be provided as necessary for protection against malfunction or personal hazard. K. Motor Operation Features: Motor operation shall be pushbutton control unless otherwise indicated. Electrically-operated doors shall be driven by an integral power unit that has been approved by Underwriters Laboratories. The unit shall consist of, but not be limited to, the following principal components, all enclosed in a weathertight housing: 1. Gear reducer, totally enclosed and operating in an oil bath. 2. Emergency hand chain operator and electrical interlock. 3. High torque, totally enclosed motor with thermal protective device. 4. Disc brake. 5. Power supply shall be 208-volt, 1-phase, 60-Hz. 6. Combination starter, pre-wired when permitted under the National Electric Code. 7. Motor and brake shall be removable without affecting chain operator or limit switch setting. Power unit shall connect to operating shaft to raise and lower the door at approximately one foot per second without the use of external gears, belts, or chain. Electrical leads between motor, brake, protective device, interlock, and limit switch shall be factory pre-wired. The motor-operated doors shall be equipped with an electrical device to stop downward travel of door on contact with an object. 8. Operators shall be equipped with a NEMA motor controller, complete with overcurrent protection and 3-button pushbutton station marked "Open," "Close," and "Stop." At interior locations, NEMA 4 motor controllers and NEMA 4X pushbutton stations shall be used; and at exterior locations, NEMA 4 motor controllers and pushbutton stations shall be used. 9. The motor-operated doors, motors, controls, safety devices, and wiring shall conform to requirements of governing codes and authorities. L. Manufacturers, or Equal 1. Cornell Iron Works, Inc., Model ESD20 "Sound Barrier Door" M. Primer and Priming: Curtains and wicket doors shall be provided with a baked acrylic which is compatible with the finish paint in Section 09800 - Protective Coating or Section 09900 - Architectural Paint Finishes, as applicable. All other metal parts, exposed and MWH-110599 OVERHEAD COILING DOORS 1520315-STILLAGUAMISH RIVER WTP PAGE 08330-3 concealed, and doors, shall be shop-primed with primer which is compatible with finish paint indicated. The inside working area of the guides shall not be painted. PART 3 -- EXECUTION 3.1 GENERAL A. Installation shall be in accordance with the manufacturer's printed recommendations and instructions. 3.2 INSTALLATION A. Doors and frames shall be accurately cut, fitted, and installed level, square, plumb, and in alignment. Fasteners shall be of sufficient length, and shall be sized for loads imposed. Doors and frames shall be provided with accurately made cutouts, and shall be reinforced for strength where necessary. Doors shall be adjusted to provide smooth, unbinding operation with all hardware fully operable. - END OF SECTION - MWH-110599 OVERHEAD COILING DOORS 1520315-STILLAGUAMISH RIVER WTP PAGE 08330-4 SECTION 08360 - OVERHEAD DOORS PART 1 --GENERAL 1.1 THE REQUIREMENT A. The CONTRACTOR shall provide overhead coiling door assembly and frame and all appurtenant Work, complete and operable, in accordance with the Contract Documents. 1.2 SPECIFICATIONS, CODES, AND STANDARDS A. Commercial Standards: ASTM E 84 Standard Test Method for Surface Burning Characteristics of Building Materials ASTM A 653 Standard Specification for Steel Sheet, Zinc-Coated (Galvanized)or Zinc-Iron,Alloy-Coated (Galvaneeled)by the Hot-Dip Process ASTM D 3363 Standard Test Method for Film Hardness by Pencil Test NEC National Electric Code NEMA National Electric Manufacturer's Association 1.3 CONTRACTOR SUBMITTALS A. General: All submittals shall be in accordance with the requirements of Section 01300 - Contractor Submittals. B. Manufacturer's Information: Manufacturer's literature, wiring diagrams, manufacturer's installation instructions, and any engineering calculations that may be required elsewhere in this Section. Calculations by a civil or structural engineer registered in Washington shall be submitted which show the overhead door system and its structural connections are designed to meet code requirements and loads. C. Shop Drawings: Shop drawings showing roughing-in diagrams,details of the product and systems and connections to adjoining materials, along with manufacturer's installation instructions. D. Operation and Maintenance Instructions: Upon completion, deliver to the ENGINEER complete operation and maintenance instructions for the roll-up door assemblies. 1.4 QUALITY ASSURANCE A. Manufacturer's Qualifications: Roll-up door shall be furnished as a complete unit including hardware, accessories, mounting and installation components. Roll-up door units shall be furnished by one manufacturer for the entire Project. MWH-011304 OVERHEAD DOORS 1520315—STILLAGUAMISH RIVER WTP PAGE 08360-1 PART 2 -- PRODUCTS 2.1 ROLL-UP DOOR A. General: Roll-up door shall be of the metal-curtain slat design and shall be chain-operated and shall be weather and dust-resistant. Door shall be provided complete with slats,guides, hoods, reduction gears, galvanized hand chain, operating mechanism, brackets, gears, head, bottom and side weather-stripping, hardware, and all other items necessary for a complete and fully functional installation. B. Wind Loading: The doors shall be designed to withstand a wind load of 30 pounds per square foot. C. Door Curtain Slats: Roll-up door curtain shall be fabricated of interlocking slats in a continuous length for the width of the door, without splices. 1. Steel Door Curtain Slats (Insulated): Slats shall be fabricated from structural quality, cold-rolled galvanized steel sheets complying with ASTM A 653. 2. Slats shall be fabricated from not less than :20-gage sheet for exterior slat surface,and roll formed galvanized steel of not less than 24-gage for interior slat surface. The slats shall have a height of approximately 3 inches and be of a flat design. 3. The space between interior and exterior slat surfaces shall be filled with a polyurethane foam (or equal). The slatted curtain unit shall have an "R"value of not less than 6.29. Insulating foam shall conform to requirements of ASTM E 84. Test results shall be equal to, or lower than, the following: a. Flame Spread: 25 b. Fuel Contributed: 5 c. Smoke Developed: 25 D. Endlocks: Endlocks shall be malleable iron castings,galvanized after fabrication,secured to curtain slats with galvanized rivets. Locks shall be provided on alternate curtain slats for curtain alignment and resistance against lateral movement. E. Bottom Bar: The bottom bar shall consist of 2 angles, each not less than 1-1/2-inch by 1- 1/2-inch by 1/8-inch thick, galvanized and bolted back-to-back on each side of the curtain, and conforming to the floor profile. A replaceable flexible vinyl or neoprene gasket shall be provided as a weather seal and cushion bumper. F. Guides and Stops: Guides shall consist of a galvanized steel angle assembly of proper size to retain the curtain. Guides shall be provided with weatherstripping. Angle thickness shall be minimum 3/16-inch. ,Jamb angles shall be anchored to the supporting walls with 3/8-inch bolts spaced at 30 inches on centers, and extending above door opening head to support the coil brackets. Provide removable stops on guides to prevent over-travel of curtain and a continuous bar for holding windlocks when required. G. Weather Seals: Vinyl or neoprene weatherstripping shall be provided for exterior exposed door. At door head, a 1/8-inch thick continuous sheet shall be secured to the inside of the curtain coil hood. At door jambs, a 1/8-inch thick continuous strip shall be secured to the exterior side of the jamb guide. MWH-011304 OVERHEAD DOORS 1520315— STILLAGUAMISH RIVER WTP PAGE 08360-2 H. Inserts and Anchorages: Provide inserts and anchoring devices that must be set in concrete or built into masonry to install units. Setting drawings shall be furnished, with templates, instructions, and directions to install anchorage devices. 2.2 COUNTERBALANCING MECHANISM A General: Door shall be counterbalanced by means of an adjustable steel helical torsion spring, mounted around a steel shaft and in a spring barrel, and connected to the door curtain with required barrel rings. B. Barrel Assembly and Counterbalancing Mechanism: The barrel shall be a steel pipe of sufficient diameter and thickness to support the roll-up curtain without distortion of the slats, and to limit deflection of the barrel to not more than 0.03-inch per foot of span under full load. The barrel shall have a minimum diameter of 4 inches. The spring balance shall consist of one or more helical torsion springs of oil-tempered heat-treated steel to transfer the full load to a single steel torsion bar in the barrel. Rotating members shall turn on self- lubricating graphite or grease-sealed ball bearings, with adjustment for counterbalance springs accessible from outside of the barrel. Brackets shall be 5/16-inch thick, cold-rolled steel plate,or equal strength cast iron, attached to the jamb angle guide with 1/2-inch bolts. Brackets shall have a bell-mouth guide groove for the curtain. C. Hood: The hood shall be manufactured of 24-gage galvanized steel sheet to fit over the end brackets. Top and bottom edges of the hood shall be rolled and reinforced forstiffness,and intermediate supports shall be provided as necessary. The hood baffle shall be of neoprene and sheet metal. 2.3 FINISH AND COLOR A. Finish: Roll-up door shall receive a factory applied powder coated finish. Finish shall be an electrostatic applied, baked-on organic polymer applied over a conversion coating. Powder coated finish shall be minimum 2-1/2-mil thick. Pencil hardness shall be H or better per ASTM D 3363. Finish shall be applied to slats, guides, hood, bracket, and bottom bar. B. Color: Color shall match hollow metal doors and frames as selected by ENGINEER. 2.4 MANUFACTURERS, or approved equal; A. Cookson; "FMWI". PART 3 -- EXECUTION 3.1 PRODUCT DELIVERY, STORAGE, AND HANDLING A. Delivery of Materials: Manufactured materials shall be delivered in original and unbroken packages, containers, or bundles bearing the name of the manufacturer. B. Storage: All materials shall be carefully stored in an area that is protected from deleterious elements. Storage shall be in a manner that will prevent damage or marring of the door and its finish. 3.2 INSTALLATION A. Installation shall be in accordance with shop drawings and manufacturer's printed recommendations and instructions. MWH-011304 OVERHEAD DOORS 1520315 — STILLAGUAMISH RIVER WTP PAGE 08360-3 B. Door and frame shall be accurately cut, fitted, and installed level, square, plumb, and in alignment. Fasteners shall be of sufficient length, and shall be sized for loads imposed. Door and frame shall be provided with accurately made cutouts, and shall be reinforced for strength where necessary. C. Anchors and inserts for guides, brackets, hardware and other accessories shall be accurately located. D. Guides shall be securely attached to adjoining construction. 3.3 REPAIR A. Prime painted zinc-coated surfaces and bare zinc-coated surfaces that are damaged shall be repaired by the application of galvanizing repair compound. All damaged shop primed painted surfaces shall be spot primed, including repaired prime painted zinc-coated surfaces. 3.4 ACCEPTANCE A. After completing installation,including Work by other trades, door shall be lubricated,tested and adjusted to provide smooth, unbinding operation with all hardware fully operable. - END OF SECTION - MWH-011304 OVERHEAD DOORS 1520315— STILLAGUAMISH RIVER WTP PAGE 08360-4 SECTION 08710 - FINISH HARDWARE PART 1 -- GENERAL 1.1 THE REQUIREMENT A. The CONTRACTOR shall provide all finish hardware and appurtenant work, complete, all in accordance with the Contract Documents. B. The work hereunder shall include all fabrication and mounting templates as needed for fabricators and for control of application of metal items. C. In addition thereto, the CONTRACTOR shall provide all trim, attachments, and fastenings specified or required for proper and complete installation. The work of this Section shall include all hardware that is not specified in other sections, whether or not such hardware is herein specifically scheduled. D. The CONTRACTOR shall protect the finish hardware from damage during construction, painting, and cleanup. 1.2 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS A. Commercial Standards: Underwriters' Laboratories, Inc. requirements and approvals. Hardware Institute (DHI) "Recommended Procedure for Processing Hardware Schedules and Templates" and "Architectural Hardware Scheduling and Format" BHMA Builders' Hardware Manufacturers' Association B. Manufacturers' Standards: In addition to the standards listed above, the finish hardware and its installation shall be in accordance with the manufacturer's published recommendations and specifications. 1.3 CONTRACTOR SUBMITTALS A. General: Submittals shall be in accordance with Section 01300 - Contractor Submittals. B. Samples: The samples of all items requested by the ENGINEER shall be furnished by the hardware supplier no later than 10 days after said request is received. C. Manufacturer's Information: The CONTRACTOR shall submit a complete detailed hardware list and a schedule along with manufacturer's literature on each item for approval. No hardware shall be delivered until the hardware schedule has been approved by the ENGINEER. D. The hardware schedule submitted by the CONTRACTOR shall list the actual product series numbers. Manufacturer's catalog requirements for actual size of door closers, brackets, and holders shall be observed. All door sizes shall be noted on the hardware schedule and all hardware shall be in strict accordance with height, width, and thickness requirements. MWH-02072002 FINISH HARDWARE 1520315-STILLAGUAMISH RIVER WTP PAGE 08710-1 E. The schedule shall indicate groups, type, manufacturer's name, catalog number, location, and finish of each item to be provided, all in accordance with the DHI "Architectural Hardware Scheduling Sequence and Format." F. The schedule shall also include a complete template list showing template references and data for each item requiring preparation of metal doors and frames. G. Hardware for aluminum doors may be included in a separate section of the schedule. 1.4 PROPRIETARY DESIGNATIONS A. Manufacturer's product names, numbers, and models are given herein for the purpose of indicating the requirements for the type, general construction, material, and operation of the specific item, not with the intention of limiting the item to the manufacturer's listed product. Substitution of another manufacturer's product that is fully equivalent in all respects may be made subject to the approval of the ENGINEER. It shall be the CONTRACTOR's responsibility to supply detailed and complete data to the ENGINEER as required to facilitate appropriate evaluation of all proposed substitute items. 1.5 PACKING, MARKING, AND DELIVERY A. All locks, exit devices, door closers, overhead door holders, hinges, kick-plates, pulls and push plates, thresholds, and other similar items shall be individually packed in separate, suitable, original, containers as furnished by the hardware manufacturers. Each container shall be clearly marked with item numbers, article numbers, and names corresponding to those listed in the hardware schedule. B. Small miscellaneous items that would not require specific location identifications, such as door stops, coat and hat hooks, and door silencers may be quantity packed if properly labeled with item numbers and other identification. C. CONTRACTOR shall check the hardware upon delivery with the aid of a representative of the hardware supplier's firm. The CONTRACTOR shall be responsible for the proper storage of all hardware until ready for application. PART 2 -- PRODUCTS 2.1 GENERAL A. Finish hardware shall be coordinated with all other work requiring builder's hardware or attaching to it. Copies of schedules, templates, etc., shall be furnished in ample time to avoid fabrication and construction delays. Each item of hardware shall be identified according to the approved list and schedule. All hardware shall be made to template. B. All hardware furnished in connection with doors bearing Underwriters' Labels or where necessary to meet special requirements shall be in strict accordance with conditions established by the authority having jurisdiction and shall be subject to approval of that authority. C. Hand of lock shall be as shown. If door hand is changed during construction, the CONTRACTOR shall make necessary changes at no extra cost to the OWNER. D. Exit doors shall be operable at all times from the inside without the use of key or any special knowledge or effort. MWH-02072002 FINISH HARDWARE 1520315-STILLAGUAMISH RIVER WTP PAGE 08710-2 E. The CONTRACTOR shall provide the hardware supplier with approved shop drawings from those trades with which hardware must be coordinated. After checking these shop drawings, the CONTRACTOR shall promptly supply necessary template information to all concerned as may be required to facilitate the progress of the job. All procedures for template information shall be in accordance with the handbook, "Recommended Procedure for Processing Hardware Schedules and Templates." F. Finish of all hardware shall be 630 (brush stainless steel), unless otherwise specified in the hardware schedule. G. Manufacturer, or Equal: 1. Adams Rite, Los Angeles, CA 2. Builders Brass, Los Angeles, CA 3. Door Control, Ann Arbor, MI 4. Dor-O-Matic, Chicago, IL 5. Glynn-Johnson, Chicago, IL 6. Grant, West Nyak, NY 7. Hager, St. Louis, MO 8. Knape Vogt, Grand Rapids, MI 9. LCN-Closers, Princeton, IL 10. McKinney, Scranton, PA 11. Norton, Charlotte, NC 12. Pemko Mfg. Co., Emeryville, CA 13. P & F Corbin, Berlin, CT 14. Quality Hardware, Hawthorne, CA 15. Rixson-Firemark, Franklin Park, IL 16. Russwin, Berlin, CT 17. Sargent, New Haven, CT 18. Schlage, San Francisco, CA 19. The Stanley Works, New Britain, CT 20. Trimco, Los Angeles, CA 21. Von Duprin Inc., Indianapolis, IN 22. Zero Weatherstripping, Burbank, CA MWH-02072002 FINISH HARDWARE 1520315-STILLAGUAMISH RIVER WTP PAGE 08710-3 2.2 KEYING A. All locks and cylinders shall be master-keyed to the OWNER'S requirements as directed by the ENGINEER. B. All lock cylinders shall be construction master-keyed or provided with construction cylinders and construction keys. Five construction master keys shall be obtained by the CONTRACTOR, of which 3 may be retained by the CONTRACTOR for use during construction, and the remaining 2 construction keys shall be provided to the ENGINEER for its use. C. The CONTRACTOR shall furnish 5 keys per cylinder keying combination. All keys along with 5 master keys shall be delivered to the ENGINEER at the completion of the job. D. All keying (except when matching existing keying system or when less than 10 lock-sets are required) shall be done at the factory unless otherwise approved by the ENGINEER. E. A keying schedule shall be worked out between the OWNER, the CONTRACTOR, and the hardware supplier. The CONTRACTOR shall have the hardware supplier submit a keying schedule for approval prior to plarincd an order for the locks and keying of cylinders. 2.3 FASTENERS A. The CONTRACTOR shall provide all necessary screws, bolts, and other fasteners of suitable size and type to secure the hardware into position. The fasteners shall match the hardware in material and finish. B. The hardware provided, such as expansion bolts, sex bolts, toggle bolts and other approved anchorage shall be coordinated with the job and to each setting condition. C. Phillips head screws shall be used at exposed conditions. Machine screws shall be used at metal doors and frames. 2.4 HINGES AND PIVOTS A. Two hinges or pivots shall be provided for each door leaf up to and including 5 feet in height, and an additional hinge shall be added for each 2-1/2 feet or fractions thereof of additional door height. B. Width of hinges shall be determined by trim conditions. C. Ball-bearing hinges shall be furnished on all doors having door closers and/or exit devices. All ball-bearing hinges shall have flush tips. D. All hinges on exterior doors shall be provided with non-removable pins and security studs. E. Hinges shall be 630 (brush finished) stainless steel, unless otherwise specified in the finish hardware schedule. F. Hinges and sizes shall be as follows: Door Door Hinge Thickness Width Height MWH-02072002 FINISH HARDWARE 1520315-STILLAGUAMISH RIVER WTP PAGE 08710-4 (inches) (inches) Hinge Width (inches) 1-3/8 36 and under Reg. Wt., interior use only 3-1/2 1-3/8 37 and over Reg. Wt., interior use only 4 1-3/4 30 and under Reg. Wt., interior use/exterior use 4-1/2 1-3/4 30 to 39 Reg. Wt., interior use 4-1/2 Hvy. Wt., exterior use 1-3/4 40 and over Reg. Wt., 4 ball bearing, interior use 4-1/2 Hvy. Wt., 4 ball bearing, exterior use G. Hinges shall be plain bearing type (regular weight) conforming to BHMA No. A 2133; ball bearing hinges (regular weight) conforming to BHMA No. A 2112 or No. A 5112; and/or ball bearing hinges (heavy weight) conforming to BHMA No. A 2111 or No. A 5112. Hinge manufacturers design options such as 3-knuckle hinges and concealed ball bearing hinges are acceptable. Plain hinges shall be provided with self lubricating bushings. 2.5 OVERHEAD CLOSERS A. All overhead closers shall be the product of one manufacturer. Closers shall have high- strength cast-iron cases with rectangular covers, adjustable spring power and adjustable back-check, and full rack and pinion action. Closers shall have back-check regulating screws, with separate screws for closing and latching speeds. B. Surface door closers shall be spray painted to match door hardware. C. Soffit shoes shall be provided where corner brackets or regular arm closers are not used and where they are necessary for proper function of the hardware. D. Where door closers or other items have lever or similar arms, attachment to doors shall be with sex bolts only. E. Closers for outswinging exterior doors shall be top-jamb-mounted and furnished with adapter plates for doors under 7 feet-6 inches in height. If necessary, closers may be mounted on drop brackets on doors above 7 feet-6 inches in height. F. Closers shall be Corbin 120; Russwin 2800; Sargent 250; LCN 4040; or equal. G. The CONTRACTOR and its hardware supplier shall be responsible to provide the right arm with the closers. Arms shall be parallel with the closed door whenever possible. H. Closers shall be provided with sex bolts for fastening through doors, frames and transoms. 2.6 LOCKSETS AND LATCHSETS A. All locksets and latchsets shall be mortise type with anti-friction 2-piece latch-bolts with a minimum 3/4-inch-throw and 1-inch-throw dead bolts with hardened roller inserts. Locksets and latchsets at fire rated doors shall meet code requirements and shall be modified as necessary. All locksets, latchsets, privacy sets, and passage sets shall be provided with lever handles conforming to handicapped person requirements unless specified elsewhere. All locksets and latchsets shall be provided with satin stainless steel finish 630 (US 32D), unless otherwise specified. B. Function of locksets or latchsets shall be appropriate for doors use_ MWH-02072002 FINISH HARDWARE 1520315-STILLAGUAMISH RIVER WTP PAGE 08710-5 Lever Type Hardware (Meeting Handicap _ Reauirements) Knobtvne Hardware Trim Solid Flat-Round Mfr. Series Design Mfr. Series 1.Corbin L9500 977L4 1. Corbin 9500-763 2.Russwin L5000 L-4 Newport 2. Russwin 5000-Ronde 3KS x 3952-1/4 Rose 3.Sargent 15-18-8100 LNL 3. Sargent 15-18-7700 KDA 4.Schlage L9000 06A 4. Schlage K 9000x42A (or equal) (or equal) C. Hardware for aluminum entrance doors shall be Adam Rite hardware or equal, as specified in schedule. The hardware face-plate design shall be coordinated with doors provided. D. Where knob type trim is specified for locksets, latchsets, and privacy sets the trim shall be cast spherical knobs of 2-inch diameter minimum, 2-1/4 inch wrought roses (screwless attached) and through-bolted trim. The knob and trim mounting (rose, escutcheon) shall be similar and equal to the following shank spindle assembly designs: 1. Corbin, "PK" 2. Russwin, "RONDURE" 3. Sargent, "BC". E. Mortise deadlocks shall be of weight and quality comparable to locksets and latchsets specified. F. Lock strikes shall be boxed type of sufficient length and having curved lips to protect the trim and jambs and be so shaped as to avoid the possibility of tearing clothing. All strikes shall be provided with metal strike boxes. G. All locks shall be provided with the same cylinder and keyway for master keying. They shall be the product of the same manufacturer as the locksets unless otherwise specified. The: correct cylinders with all necessary modifications and components such as cams, collars, rings, retainers, plates, fasteners, etc., shall be provided for other specialty hardware such as exit devices, store front locksets, and sliding door locks where the hardware manufacture specified is different than cylinder manufacturer. H. Padlocks shall be heavy duty type, keyed as directed and shall be of same manufacturer as locksets. 2.7 EXIT DEVICES A. All exit devices shall be the product of one manufacturer. The design of outside trim, inside trim, and crossbar shall match. Exit device shall be (wherever possible) constructed of stainless steel unless otherwise specified The finish shall be 630 (US 32D) satin finish st�iinless steel unless otherwise: specified. Exit devices shall be UL labeled and shall be of corrosive-resistant hardware. MWH-02072002 FINISH HARDWARE 1520315-STILLAGUAMISH RIVER WTP PAGE 08710-6 B. The exit devices shall have side-mounted crossbars unless otherwise specified. They shall be provided with stainless steel lever arms and investment-cast cases. Where bronze or aluminum lever arms are required they shall be drop-forged with pressure-cast cases. C. The exit devices shall be provided with stainless steel latch bolt, tailpiece, latch bolt retractor and axle, compression springs, cylinder cam, and lever arm operating stand. Tail piece shall be cadmium plated steel of not less than 3/8-inch diameter. The cylinder shall be retained in the case by a threaded bronze ring. All other interior working members shall be drop-forged bronze. The back plate shall be constructed of stainless steel or bronze. All screws, pins, socket head retaining screws, and other fasteners shall be stainless steel unless otherwise specified. 2.8 PUSH PLATES AND PULLS A. Push plates shall be 4-inch by 16-inch by 0.050 thick, Quality #40; BBW #47; Rockwood #70; or equal. B. Pulls shall be through-bolted Quality 402; BBW 5034; or equal. 2.9 KICKPLATES A. Kick-plates shall be stainless steel, 0.050-gage, beveled on 3 sides, and 16 inches high, except where necessary to clear a louver in which case they shall be 10 inches high. Width shall be door size less 2 inches for single doors and door width less 1-1/2 inches for pairs of doors. Kick-plates shall be Builders Brass Works 37 Series; Quality Manufacturing 48 Series; or equal. 2.10 DOOR STOPS A. Door stops shall be of the type specified in the hardware schedule and shall be provided with the proper fasteners. B. Stops shall be provided with machine screws and anchors at concrete and masonry conditions, and toggle bolts at plaster, gypsum board, and wood conditions. Floor Floor Wall Stop Wall Stop Stop Stop w/Holder/ w/Holder/ w/Holder Dome EB FHWS BBW F-823X F-8061X W-141X W-140 QUALITY 139 431 ES 136 36 GOV'T# 1329E 7330 E 1321 E 1321 Wall Dome Wall Dome Wall Stop/ Wall Stop Stop Base/ Stop/ w/EB w/TB EB Base BBW W9X W9T W-145X W-145 QUALITY W 307S 307 TB 138 38 GOV'T# 1326 1326E 1320E 1320 C. Aluminum door stops shall be used with aluminum, chrome, and stainless steel finishes. D. Bronze door stops shall be used with brass and bronze finishes. MWH-02072002 FINISH HARDWARE 1520315-STILLAGUAMISH RIVER WTP PAGE 08710-7 2.11 HOLDERS A. Overhead type door holders shall be concealed type of correct size for door, 90 degree openable unless 180 degree opening shown, and allowing for checkmating. Interior doors shall be provided with overhead stops if wall type stops can not be used and floor stops make a tripping hazard. Finish shall be chrome plated bronze with satin finish, US 26D, unless otherwise specified. Door holders shall be one of the following, or equal: Concealed Overhead Surface Overhead Corbin 840 Corbin 1880 FS type 1164 FS type 1161 Glynn-Johnson 320 Series Glynn-Johnson 90M 2.12 SILENCERS OR MUTES A. All interior doors shall be provided with rubber silencers, 3 for each single door and 2 for each pair of doors. Silencers or mutes shall be one of the following, or equal: Metal Lames Wood Frames GJ 64 GJ 65 Sargent 3446 Sargent 3445 2.13 THRESHOLDS A. All doors so detailed shall receive a threshold similar to that specified with a maximum of 1/2-inch rise at entry ways. Return miters shall be furnished at thresholds on floor closers. 2.14 WEATHERSTRIPPING AND SEALS A. Weather-stripping and seals shall be as manufactured by Pemko Manufacturing Co.; National Guard Products Inc. (NGP); Zero Weather-stripping Co.; or equal. B. Exterior doors (except for roll-up doors and entrance doors) shall have head, jambs, and astragals weather-stripped with not less than 5/16-inch by 5/8-inch closed cell, neoprene sponge rubber, unless otherwise specified or shown. C. Interior doors shall have head, jambs, and astragals sealed with self-adhesive bubble configuration door seal designed against smoke, air, sound, and weather infiltration. The seals shall be fire tested and labeled as a gasketing for use on steel frames with wood or steel doors for 20-minutes C-label, 1 hour B-label, and 1-1/2-hour B-label doors. Seals shall be S88D by Pemko; #TM 181 by NGP: or equal. PART 3 -- EXECUTION 3.1 GENERAL A. All required items of hardware, including cylinders for locks, and all fitting, adjusting, and securing of each item neatly and firmly in place, shall be in perfect working order. Any work less than this shall form a basis for corrective measures. MWH-02072002 FINISH HARDWARE 1520315-STILLAGUAMISH RIVER WTP PAGE 08710-8 B. All finish hardware shall be fitted and dismantled before painting work and shall be reinstalled after finish painting work. 3.2 HARDWARE SCHEDULE A. The hardware schedule is arranged for convenience of locating hardware and does not preclude in any way the requirements that all necessary hardware shall be furnished and properly installed. Hardware not specifically called out shall be similar to that required for similar uses. B. The catalog numbers referred to in the hardware schedule are taken from catalogs of the manufacturers listed. They are used only to establish the quality and type of hardware to be used. Hardware equal in quality and utility will be accepted provided it conforms in operation, quality, weight, size, workmanship, and finish to the products hereinafter described. All component parts of lock-sets shall be the product of one manufacturer. FINISH HARDWARE SCHEDULE ABBREVIATIONS (Not Standard With Industry) CA = Clear anodized BHMA 628 DBA = Dark bronze anodized (313) PMD = Paint to match door and/or frame BHMA 600 F# = ANSI, hardware function number W/SS = With security studs NRP = Non-removable pins DW+3 = Door width plus 3-inches DW+2 = Door width less 2-inches EB = Expansion bolts TB = Toggle bolts SB = Sex bolts Mfr = Manufacturer WS= Weather-stripping, 5/16-inch by 5/8inch closed cell sponge neoprene. F/S = Fire seals Hardware Set#1 —Single Exterior Door 2 pair Hinges per spec 630 1 Lockset F20 630 1 Closer Overhead, Surface MTD, 1800 PMD 1 Drip (head) Pemko No. 346C PMD 1 Drip (door bottom) Pemko No. 345A PMD 1 set Weather seals Pemko S88 (head and jamb) 1 Threshold Pemko 2005AS 1 Wall stop/holder Per spec 630 Hardware Set#2— Pair Exterior Doors 4 pair Hinges per spec 630 1 Lockset F05 630 2 Door closers Overhead, Surface MTD, 1800 PMD 1 Drip (head) Pemko No. 346C PMD 1 Drip (door bottom) Pemko No. 345A PMD 1 set Weather seals Pemko S88 MWH-02072002 FINISH HARDWARE 1520315-STILLAGUAMISH RIVER WTP PAGE 08710-9 (head and jamb) 1 Threshold Pemko 2005 AT 1 Astragal Pemko 355 CS PMD 1 Door coordinator Trimco 3094 B3 630 1 set Automatic flush Trimco 3810 x 3911 630 bolts x strike 2 set Wall stop w/holder Per spec 630 Hardware Set#3— Single Interior Door 1 '/2 pair Hinges per spec 630 1 Lockset F05 630 1 Closer Overhead, Surface, MTD, 1100 PMD 1 Wall stop Per spec 630 Hardware Set#4—Overhead Door All finish hardware by overhead door manufacturer. Hardware Set#5— Pair Interior Doors 4 pair Hinges per spec 630 1 Lockset F05 630 2 Door Closers Overhead, Surface mtd., 1100 PMD 1 Astragal Pemko 355CS PMD 1 Door Coordinator Trimco 3094133 630 1 set Automatic flush Trimco 3810 x 3911 630 bolts x strike 2 sets Wall stop w/holder per spec 630 3.3 LATCHES AND BOLTS A. Latches and bolts shall be installed to automatically engage in keepers, whether activated by closers or by manual push. In no case should additional manual pressure be required to engage latch or bolt in keepers. 3.4 CLOSERS AND HINGES A. Closers and hinges shall be carefully adjusted to operate the doors noiselessly and evenly, and hinges shall be installed so as not to bind. Closers, closer arms, and hold- open arms shall be attached with sex bolts. B. Except at exterior doors, closers shall not be mounted on corridor or vestibule side of door. 3.5 WEATHERSTRIPPING AND SEALS A. All doors shall be provided with weather-stripping or seals unless mutes, product weather-stripping or other special seals are specified. Whenever two types of seals are shown on the Finish Hardware Schedule on a given door they both are to be provided. MWH-02072002 FINISH HARDWARE 1520315-STILLAGUAMISH RIVER WTP PAGE 08710-10 3.6 PROTECTIVE TAPE AND COATINGS A. The CONTRACTOR shall provide a strippable coating or removable tape protection or other approved means to prevent any damage or staining of hardware during construction. Such protective measures shall be removed prior to final cleaning and the hardware polished before OWNER'S acceptance of project. - END OF SECTION - l f 1 C 1 1 L l.y L. MWH-02072002 FINISH HARDWARE 1520315-STILLAGUAMISH RIVER WTP PAGE 08710-11 SECTION 08800 - GLAZING PART 1 -- GENERAL 1.1 THE REQUIREMENT A. The CONTRACTOR shall furnish and install all glass, caulking materials, and appurtenant items required to provide all the glass and glazing work, complete, all in accordance with the requirements of the Contract Documents. 1.2 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS A. Codes: All codes, as referenced herein, are specified in Section 01090 - Reference Standards. B. Federal Specifications: DD-G-451 D Glass, Float or Plate, Sheet, Figured (Flat for Glazing, Mirrors and Other Uses) DD-G-1403C Glass, Float, Sheet, Figured, Coated (Heat- Strengthened and Tempered) TT-S-001543A Sealing Compound, Silicone Rubber Base (For Caulking, Sealing and Glazing in Buildings and Other Structures) C. Commercial Standards: ASTM D 2287 Specification for Non-rigid Vinyl Chloride Polymer and Copolymer Molding and Extrusion Compounds ANSI Z 97.1 Glazing Materials Used in Buildings, Safety Performance Specifications and Methods of Test D. Trade Standards: 1. The Flat Glass Marketing Association. 2. "Glazing Manual" and "Glazing Sealing Systems Manual." 3. "Glazing Specifications for Sealed Insulating Glass Units" by the Sealed Insulating Glass Manufacturers Association (SIGMA). 4. The Safety Glazing Certification Council (SGCC). E. Manufacturers' Standards: In addition to the standards listed above, the glass, caulking materials, and their installation, shall be in accordance with the manufacturer's published recommendations and specifications. MW-070999 GLAZING 1520315 -STILLAGUAMISH RIVER WTP PAGE 08800-1 1.3 CONTRACTOR SUBMITTALS A. General: Submittals shall be in accordance with the requirements of the Section 01300 - Contractor Submittals. B. Samples: Samples of glass and glazing panels shall be submitted when requested by the ENGINEER. C. Manufacturer's Information: Manufacturer's technical literature and installation instructions shall be submitted to the ENGINEER. 1.4 PRODUCT DELIVERY, STORAGE, AND HANDLING A. Delivery of Materials: Manufactured products shall be delivered in original, unbroken, packages, containers or bundles bearing the manufacturer's label. B. Storage: All products shall be carefully stored on wood blocking in an area that is protected from the elements in a manner recommended by the. product maniifacfiirer. Storage shall be in a manner that will prevent damage to the material or marring of its finish. PART 2 -- PRODUCTS 2.1 ACOUSTICAL WINDOW UNITS A. Sound Control Window Systems: 1. For sound control window units, as indicated on the Documents, refer to Specification Section 13080-Sound Control Window Systems. 2.2 ACCESSORY MATERIALS B. Sealant: 2. Sealant shall be a one-part silicone rubber conforming to Federal Specifications TT- S-001543A non-sag type as manufactured by General Electric Corp.; Dow Chemical Co.; or equal. 3. Sealant for view windows shall be as recommended in the publications of the glass manufacturer, sealant manufacturer, gasket manufacturer, and glazier, for the intended use, such as 2-part polysulfides. C. Channels: Setting channels and/or blocks shall be neoprene, 70-90 Shore "A" durometer hardness chemically compatible with sealant used and recommended in the printed publications of the glass manufacturer. D. Glazing Compound: Glazing compound shall be as recommended in the published data of the glass manufacturer for job conditions. Glazing compound for use with wood shall be an elastomeric type designed for wood and glass use;. E. Beads and Seals: Glazing beads and seals shall be black neoprene or vinyl chloride MW-070999 GLAZING 1520315 -STILLAGUAMISH RIVER WTP PAGE 08800-2 conforming to ASTM D 2287. F. Tape: Glazing tape shall be polymerized butyl, rubber tape coiled on release paper, or glazing tape as specified in the printed recommendations of the glazing sealant manufacturer. 2.3 GLAZING MATERIALS A. Glass Specifications: 1. Glass shall conform to Federal Specifications DD-G-451 D. 2. Tempered glass shall also conform to Federal Specifications DD-G-1403C (Tempered glass). 3. Insulating glass units shall conform to SIGMA 65-7-2 as well as the preceding Federal Specifications. 4. All exterior fenestration glazing shall provide a U-value of 0.39 or less and a Shading Coefficient of not more than 0.57. B. Glazing Thickness: Thicknesses of glass specified are minimum thicknesses. Thicker glass shall be provided when required to be thicker by the Building Code. C. Labeling: Glass shall be factory-labeled. Non-labeled glass will be rejected. D. Manufacturers, or Equal: 1. ASG Industries, Inc. (ASG); 2. General Electric Co. (GE); 3. Libby Owens Ford Co. (LOF); 4. Manville; 5. PPG Industries, Inc. (PPG). E. Glass Types: All glass shall conform to the following requirements: 1 Type A: Tinted, colored float glass shall be not less than 3/16-inch minimum thickness. The glass color shall be gray. Type A glass shall be PPG, "Solargray"; LOF, "Monolithic Gray"; or equal. 2. Type B: Tinted, colored, tempered float glass shall be heat-treated safety glass 1/4- inch minimum thickness, such as PPG, "Herculite, LOF, "Thermopane - Monolithic Green"; or equal. The glass color shall be green. 3 Type C: Clear float glass shall conform to Federal Specification DD-G-451 D and shall be not less than 3/16-inch thick. Type C glass shall be PPG, "Pennvernon"; LOF, "Monolithic Annealed Glass"; or equal. 4 Type D: Clear, tempered float glass shall be heat-tempered safety glass conforming MW-070999 GLAZING 1520315 -STILLAGUAMISH RIVER WTP PAGE 08800-3 to Federal Specification DD-G-1403C and shall be not less than 1/4-inch thick. 5. Type G: Tinted, colored, insulating glass shall be units of 1-inch minimum thickness, consisting of an outside lite of 1/4-inch thick, tinted, colored gray float glass; 1/2-inch air space; and 1/4-inch thick, clear float glass inside lite. Tinted, colored, insulating glass in horizontal sliding window shall be same as above, except that units shall be 5/8-inch thick, consisting of 3/16-inch thick glass and 1/4-inch air space. Type G glass shall be PPG, "Solargray", LOF, "Gray Thermopane", or equal. 6. Type J: Mirrors shall be 1/4-inch select mirror glazing quality mirrors. Metal framed mirrors shall be as specified for Toilet Accessories in Section 10800 -Toilet and Bath Accessories. PART 3 -- EXECUTION 3.1 GLAZING APPLICATION SCHEDULE A. Glass types for the various locations shall conform to the following schPdiile: 1. Exterior Locations: Glass Type Windows of heated or cooled spaces, unless otherwise noted G Windows of unoccupied spaces, typical A Door lites B 2. Interior Locations: Windows, 18 inches above floor, typical C Door lites D 3.2 GENERAL A. Reference Standards: All work shall conform to the recommendations of the Building Code and glass manufacturer's published specifications. All glazing shall be done in accordance with applicable referenced standards. B. Complete System: Glass and glazing system shall be installed complete with all stops, blocks, channels, beads, sealants, and glass to form a completely installed watertight installation. C. Pre-Inspection: Areas to receive glass and glazing shall be inspected by the CONTRACTOR and all defects shall be reported to the ENGINEER prior to glazing. 3.3 PREPARATION A. Preparation work such as priming and cleaning shall be done with materials and procedures specified in the printed recommendations of the manufacturer. Surfaces shall be dry and free from dust, dirt, and film. All priming shall be completed and thoroughly dried before glazing. MW-070999 GLAZING 1520315 -STILLAGUAMISH RIVER WTP PAGE 08800-4 34 INSTALLATION A. Workmanship: Concealed edges of glass shall be clean, straight cut, and free from chips and fissures. All glass shall be shop-cut, and allowances shall be made. Allow for maximum grip on all edges. Nipping glass on the job will not be allowed. Glass shall be accurately cut to size of opening. Glass shall be set with equal bearing on entire width of pane. Large sheets of glass shall be positioned with setting blocks. Installed glass shall not move or rattle. B. Weather and Temperature Limitations: No work shall be performed in damp, foggy, or rainy weather. Working temperatures shall be per manufacturer's printed recommendations. C. Glazing Beads: Glass in glazing beads or channels shall be in accordance with manufacturer's printed installation instructions. Materials shall not be stretched. D. Metal Glazing Beads: Where metal glazing beads or stops occur and where vinyl glazing beads are not used, the glass shall be set on setting blocks and be completely bedded in glazing compound. Metal glazing beads furnished by the manufacturer shall be installed in accordance with manufacturer's printed instructions. Compound shall be trimmed flush to sight line. E. Gasket Glazing: Glass set in reglet with gasket glazing shall be set on glazing tape. All voids around perimeter and between glass and stop shall be filled with glazing compound to provide completely watertight installation. Tape and compound shall be trimmed flush to sight line. F. Sealant Application: Sealant shall be applied on inside glass surface below glazing bead. The void below vinyl to bottom of glazing reglet shall be filled to maintain weathertight seal. G Safety Markings: Glass, glazing panels, and glazing shall be protected by markings or devices which clearly indicate the presence of glass to other workers and material handlers. Taping or marking which would cause a permanent stain on the glass shall not be used. Labels shall remain on glass until final cleaning. 3.5 TESTING A. After installation is complete, all exterior glazing shall be given a leak test by flooding the glazing from bottom to top using 3/4-inch minimum hose with nozzle. 3.6 ACCEPTANCE AND CLEANING A. Cleaning and Acceptance: Prior to acceptance of the work, broken, defective, or scratched glass shall be replaced, and damaged glazing shall be repaired. Glass and glazing shall be left in perfect condition and ready for final cleaning. All glass and glazing panels, new and existing, shall be cleaned within 2 weeks of final acceptance of the project in a manner recommended by the glass manufacturer. - END OF SECTION - MW-070999 GLAZING 1520315 -STILLAGUAMISH RIVER WTP PAGE 08800-5 SECTION 09250 - GYPSUM BOARD PART 1 --GENERAL 1.1 THE REQUIREMENT A. The CONTRACTOR shall provide gypsum board and appurtenances, complete and in place, in accordance with the Contract Documents. 1.2 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS A. Federal Specifications QQ-W-461H Wire, Steel, Carbon (Round, Bare, and Coated) B. Commercial Standards ASTM C 36 Gypsum Wallboard ASTM C 208 Cellulosic Fiber Insulating Board ASTM C 475 Joint Compound and Joint Tape for Finishing Gypsum Board ASTM C 514 Nails for the Application of Gypsum Board ASTM C 630 Water Resistant Gypsum Backing Board ASTM C 754 Installation of Steel Framing Members to Receive Screw-Attached Gypsum Panel Products ASTM C 1177 Glass Mat Gypsum Substrate for Use as Sheathing ASTM D 2626 Asphalt — Saturated and Coated Organic Felt Base Sheet Used in Roofing ASTM E 84 Standard Test Method for Surface Burning Characteristics of Building Materials C. Trade Standards GA-203-71 (Gypsum Assn.) Installation of Screw-Type Steel Framing Members to Receive Gypsum Board GA-216-85 (Gypsum Assn.) Recommended Specifications for the Application and Finishing of Gypsum Board GA-600-78 (Gypsum Assn.) Fire Resistance Manual D. Manufacturers' Standards: In addition to the standards listed above, gypsum board products and their installation shall be in accordance with the manufacturer's published recommendations and specifications. MWH-0116 2001 GYPSUM BOARD 1520315-STILLAGUAMISH RIVER WTP PAGE 09250-1 1.3 CONTRACTOR SUBMITTALS A. Manufacturers' literature, installation instructions, and samples of metal trim and furring devices shall be submitted in accordance with Section 01300 - Contractor Submittals. PART 2 -- PRODUCTS 2.1 GENERAL A. Labelling: Fire-rated materials shall bear testing agency labels and required fire classification numbers. 2.2 GYPSUM BOARD A. General: Gypsum board shall be fire-rated unless otherwise indicated. B. Gypsum Wall Board: Gypsum wall board shall be 5/8-inch thick with tapered edges unless otherwise indicated. 1. Regular gypsum boards shall conform to ASTM C 36, unless otherwise Indicated. 2. Fire-rated gypsum board shall conform to ASTM C 36, type "x", unless otherwise indicated. 3. Water-resistant gypsum board shall conform to ASTM C 630, regular, type "x". 4. Tile backing board shall be a Portland cement slurry, reinforced with fiberglass mesh and coated vinyl board. The board shall be not less than 5/8-inch thick and shall be designed for use behind tile. Tile backing board shall be United States Gypsum's "Durock Board", Laticrete International's "Latipanel", or equal. C. Gypsum roof and exterior wall sheathing shall be gypsum board with a water-resistant, silicone-treated core penetrated by glass mats front, back, and edges with an alkali- resistant coating. Gypsum sheathing shall be manufactured in accordance with ASTM C 1177 and have surface burning characteristics of zero flame spread and zero smoke developed when tested according to E 84. Roof sheathing shall be "Dens-Glass Gold Gypsum Sheathing" for walls and soffits and be "Dens-Deck Roof Board" for roof sheathing as manufactured by Georgia Pacific Corporation, or equal. D. Manufacturers, or Equal 1. Flintkote Co. 2. Laticrete International 3. National Gypsum Co. 4. United States Gypsum Co. 2.3 TAPE AND COMPOUND A. Joint reinforcing tape and joint compound shall conform to ASTM C 475. MWH-0116 2001 GYPSUM BOARD 1520315-STILLAGUAMISH RIVER WTP PAGE 09250-2 2.4 FASTENERS A. Nails shall conform to ASTM C 514 and shall be of the length recommended by the Gypsum Association referenced standards and the Building Code for various gypsum board thicknesses. Nails for nailing tile backing board to wood studs shall be 1-1/4 inch galvanized roofing nails unless otherwise required by code and board manufacturer. B. Screws shall be self-drilling, self-tapping, bugle head for use with power tools, length as recommended by Gypsum Association referenced standards and the Building Code. 1. Type "S" for board to sheet metal application. 2. Type "W" for board to wood application. 3. Type "G" for board to board application. 4. Type "S" or"S-12", 1-1/4-inch for tile backing board to metal studs application. C. Resilient channels shall be metal channels designed for use with sound wall construction. They shall be as recommended and approved by the gypsum board manufacturer and code. 2.5 ADHESIVES A. Adhesives for fastening gypsum board to gypsum board shall be in accordance with the printed recommendations of the gypsum board manufacturer. 2.6 ACCESSORIES A. Metal trim, corner beads, edge, casing beads, and accessories shall be manufactured from galvanized sheet steel unless otherwise indicated and shall be manufacturer's standard products. Special shapes shall be provided where indicated. 2.7 ACCESS PANELS A. Access panels shall be provided where indicated and/or where required for access to valves and equipment. Access panels shall be MILCOR "Type DW", BOICE "Type C", or equal, for flush installation. Cylinder locks shall be provided where indicated. B. In fire-rated construction, both wall and ceiling access panels shall have a fire rating equivalent to the adjoining WORK. 2.8 WATERPROOF MEMBRANE A. Waterproof membrane shall be asphaltic saturated 43 lb (vapor-retarder) membrane conforming to ASTM D 2626 Type 1, 25 Ib/100 sq ft minimum or 10-mil polyethylene film membrane. PART 3 -- EXECUTION 3.1 PRODUCT DELIVERY, STORAGE AND HANDLING A. Delivery of Materials: Manufactured materials shall be delivered in original unbroken packages, containers, or bundles bearing the manufacturer's label with manufacturer's name and product description and rating intact and legible. MWH-0116 2001 GYPSUM BOARD 1520315-STILLAGUAMISH RIVER WTP PAGE 09250-3 B. Storage: Materials shall be carefully stored in an area which is protected from the elements in a manner recommended by the material manufacturer. Storage shall be in a manner that will prevent damage to the material and its finish. 3.2 GENERAL A. Provide gypsum board over framing and furring members and provide ceiling suspension and furring systems for gypsum board ceilings wherever wood ceiling joists are not indicated. B. Gypsum board installation and fire-rated gypsum wallboard construction shall conform to applicable codes, reference standards, manufacturers' printed recommendations, and Gypsum Association's printed recommendations. 1. Gypsum wallboard shall be applied first to ceiling and then to walls. Wall application shall be horizontal (right angles to framing), or vertical (parallel to framing), conforming to reference standards. 2. Gypsum board shall be screw fastened to metal framing and furring and/or nail or screw raslei ied to wood framing and furring. Fastener spacing shall be per reference standards. 3. Resilient channels and multi-layer gypsum board shall be furnished, installed and constructed where sound walls are indicated. 4. Gypsum wallboard surface finish shall be three coat work. 5. Installation of steel framing shall be in accordance with ASTM C 754 and code. 3.3 INSTALLATION OF METAL ACCESSORIES A. Metal edge trim shall be applied at all discontinued edges, where abutting with another material, and where indicated. Corner beads shall be applied at all exterior corners. B. Metal accessories shall be set plumb, level, and true and shall be shimmed where necessary. The accessories shall be mitered at corners; exposed joints shall be accurately and tightly fitted. Sections shall be installed in lengths as long as practicable, and splices shall be held to a minimum. C. Accessories, trim, and beads shall be securely fastened to framing members. 3.4 EDGE SEALING A. Cut, broken, or exposed edges of moisture-resistant gypsum board shall be sealed with a sealer recommended in the printed standards of the gypsum board manufacturer. 3.5 SURFACE FINISH A. Gypsum board joints shall be taped, and all joints, end trim, corner beads, fastener, and other depressions shall be treated with joint and finishing compounds applied per manufacturer's printed recommendations for three coat work. B. The gypsum board shall be sanded smooth, dusted, and provided with a textured orange peel finish coat. MWH-0116 2001 GYPSUM BOARD 1520315-STILLAGUAMISH RIVER WTP PAGE 09250-4 C. Gypsum board at non-visible locations, such as within attics, shall be finished as required for fire protection. 3.6 RECESSED LIGHT FIXTURES A. Light fixtures, speakers, and other recessed items in rated ceilings shall be provided with gypsum board enclosures as required for rated ceiling system. 3.7 TILE BACKING A. General: Tile backing board shall be installed behind all tile walls that are not indicated to have mortar set tiles. Backing board shall be installed per manufacturer's published instructions. B. Backing Surface Treatment: Gypsum drywall backing surfaces shall have all nails and screws recessed. Joints shall be taped, and all joints, nail, and screw depressions shall be floated. C. Finish: The finish surface shall be a sanded, dusted, and smooth finish ready for application of finish material. Joints or any other irregularities of backing surfaces shall not be visible. 3.8 CEILING SYSTEM A. The ceiling system shall be provided with diagonal bracing wires for seismic protection. Horizontal restraints shall be effected by four No. 12-gage wires secured to the main runner within 2 inches of the cross runner intersection and splayed 90 degrees from each other at an angle not exceeding 45 degrees from the plane of the ceiling. These horizontal restraint points shall be placed 12-feet on center in both directions with the first point within 4-feet from each wall. Attachment of the restraint wires to the structure above shall be adequate for the imposed load. B. Lighting fixtures, air diffusers, speakers, and other embedded components shall be coordinated to provide the ceiling design and to prevent interference with the locations of the embedded items and the ceiling system. - END OF SECTION - MWH-0116 2001 GYPSUM BOARD 1520315-STILLAGUAMISH RIVER WTP PAGE 09250-5 . � . ,► —_. S ' _ .. r i � _ , — I �� .. a. _ .. — I — � — _ - SECTION 09310 -CERAMIC TILE PART 1 -- GENERAL 1.1 THE REQUIREMENT A. The CONTRACTOR shall furnish and install all of the ceramic tile and appurtenant work, complete, all in accordance with the requirements of the Contract Documents. 1.2 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS A. Codes: All codes, as referenced herein, are specified in Section 01090 - Reference Standards. B. Federal Specifications: TT-S-001543A Sealing Compound: Silicone Rubber Base . (For Caulking, Sealing, and Glazing in Buildings and Other Structures) UU-B-790A Int. Amd. 1 Building Paper, Vegetable Fiber (Kraft, Waterproofed, Water Repellant and Fire Resistant) C. Commercial Standards: ANSI A 108.1 Tile, Ceramic ANSI A 137.1 Tile, Ceramic ASTM A 185 Specification for Steel Welded Wire, Fabric, Plain, for Concrete Reinforcement ASTM D 41 Specification for Asphalt Primer Used in Roofing and Waterproofing ASTM D 226 Specification for Asphalt-Saturated Organic Felt Used in Roofing and Waterproofing ASTM D 312 Specification for Asphalt Used in Roofing. ASTM D 2178 Specification for Asphalt Glass (Felt) Used in Roofing and Waterproofing D. Trade Standards: "Handbook for Ceramic Tile Installation" (C.T.I.) by the Tile Council of America (T.C.A.), most current edition. "Receptors,"T.C.A. Standard Specification, CTI-R8-103-62. MW-070999 CERAMIC TILE 1520315-STILLAGUAMISH RIVER WTP PAGE 09310-1 E. Manufacturer's Standards: In addition to the standards listed above, the ceramic tile products and their installation shall be in accordance with the manufacturer's published recommendations and specifications. 1.3 CONTRACTOR SUBMITTALS A. General: Submittals shall be in accordance with Section 01300 - Contractor Submittals. B. Manufacturers Information: Manufacturer's specifications and installation instructions shall be submitted by the CONTRACTOR. C. Samples: 1. Samples of the tile manufacturers full range of tile products conforming to the Specifications shall be submitted. If "equal" products are submitted, they shall include the manufacturers full range of similar products (all products conforming to the Specifications). 2. Color selection samples shall include 2 sets of the manufacturer's full color and texture range of the series of tiles specified, for the ENGINEER's selections. 3. After color selection, the CONTRACTOR shall provide 3 full size the samples of each color and texture selected for final product acceptance. D. Shop Drawings: Shop drawings showing locations of all wall and floor expansion joints shall be submitted. E. Special Patterns: Special the patterns and/or layout drawings shall be submitted wherever a special design is shown. Layout drawings of ceramic the inscription panels and details shall be submitted. 1.4 PRODUCT DELIVERY, STORAGE AND HANDLING A. Delivery of Materials: Manufactured materials shall be delivered in original, unbroken, packages, containers, or bundles bearing the manufacturer's label. B. Storage: All materials shall be carefully stored in an area that is protected from the elements in a manner recommended by the product manufacturer. Storage shall be in a manner that will prevent damage to this material or marring of its finish. 1.5 TILE QUALITY CERTIFICATION A. All the provided for the job shall be delivered with quality certificates of the Tile Council of America (TCA) and shall meet all local code requirements for the installation specified. In addition to a carton grade seal, the CONTRACTOR shall furnish the ENGINEER with a Master Grade Certificate stating: the grade, kind of tile, identification marks for tile packages, and the name and location of the job. The certificate shall be signed by the manufacturer and issued when tile is shipped. Containers shall be delivered to the site with seals unbroken. MW-070999 CERAMIC TILE 1520315-STILLAGUAMISH RIVER WTP PAGE 09310-2 PART 2 -- PRODUCTS 2.1 TILES A. Grade: All tile, unless otherwise specified herein, shall be Standard Grade and shall comply with requirements of ANSI Standard A137.1. All tile containers shall be grade- sealed in accordance with minimum grade specifications described in ANSI Standard A137.1. B. Size and Finish: Tile shall conform to the following requirements: 1. Ceramic tile for walls shall be 4-1/4-inch by 4-1/4-inch by 5/16-inch thick, glazed, cushion edged, wall tile with "Crystalline Glaze," and "Bright and Matte Glaze," as selected by the ENGINEER. Base ceramic tile shall be self coved tile similar to wall tiles. 2. Mosaic tile for floors and bases shall be 2-inch by 2-inch, and 1-inch by 1-inch unglazed ceramic tile. Tile used for toilet room floors and curb shall be slip-resistive tile having a 7-1/2 percent ±0.5 percent abrasive content. Mosaic tile selections shall be restricted to stock patterns. Mosaic tile for the floors shall be selected from AOTC's A, B, or C price range of 32 patterns; USCTC's "Orsan," "Orsanette," and "Ceramic Mosaic" series of 34 patterns; or equal. The tile shall be selected from the manufacturer's full range of mosaic tile. C. Coved and rounded trim shapes shall be provided at all corners, edges, and as required for a complete installation. D. Manufacturers, or Equal: 1. American Olean Tile Company(AOTC); 2. United States Ceramic Tile Company (USCTC). 2.2 GROUT AND MORTAR MATERIALS A. Grout: Grout for tile setting shall conform to the following requirements: 1. Grout for ceramic tile on cement mortar shall be either a mixture of one part white waterproof portland cement and one part fine-graded sand or one of the following manufactured mixes: Tile-Seal Tite; Upco; L & M Surco; Kaiser; or equal. Grout color(s) shall be as selected by the ENGINEER. 2. Grout for mosaic tile in shower shall be a mix of one part gray waterproof portland cement and one part fine-graded, #30 silica sand. 3. Grout for mosaic tile dry-set shall be a mix of grout specified under the preceding Paragraph (1), herein, and special latex addition. 4. Grout for quarry tile shall be a commercial, pre-mixed, colored grout which is approved by the TCA and similar to products manufactured by Upco; L & M Surco; Kaiser; or equal. MW-070999 CERAMIC TILE 1520315-STILLAGUAMISH RIVER WTP PAGE 09310-3 B. Mortar: Mortar for tile setting shall conform to the following requirements: 1. Thin set portland cement based polymer modified premixed mortar conforming to or exceeding ANSI 118.4, such as Hydroment PM; Custom Building Products, Master Blend Thin Set Mortar, or equal. 2. Dry-set mortar for quarry tile which is used as a bond coat for setting tile shall be a mixture of portland cement mortar with sand and additives imparting water retentivity conforming to ANSI A108.1, such as TCA 759, grey; L & M Surco; Upco; Kaiser; or equal. 3. Mortar bed for quarry tile shall be one part (by volume) cement to 6 parts damp sand. 2.3 TILE ACCESSORIES AND MISCELLANEOUS A. Tile accessories and miscellaneous related materials shall conform to the following requirements: 1. Suap Holder: At each shower head the CONTRACTOR shall provide a soap holder. Soap holders shall be recess-type of vitreous china ceramic tile with matte glaze. Color shall be the same as adjacent tile; unless otherwise specified or shown. 2. Shrinkage Mesh: Floor setting bed shrinkage mesh shall be 2-inch by 2-inch, 16- gage welded wire fabric conforming to ASTM A 185. 3. Building Felts: Building felts shall conform to ASTM D 226 or ASTM D 2178. 4. Asphalt Paper: Asphalt paper shall conform to Federal Specification UU-B-790A Int. Amd. 1, duplex. 5. Cleavage Membrane: Cleavage membrane shall be polyethylene film 4-mil thickness for wall use and 6-mil thickness for floor use. 6. Cleaning and Sealing Materials: Cleaning and sealing materials shall be as specified in the tile manufacturer's printed recommendations. 7. Sealants: Sealants shall be white, fungicidal, one-part silicone rubber sealant meeting Federal Specification TT-S-001543A, Class A or B (as appropriate) (COM- NBS); as manufactured by Dow Corning #795; GE "Silpruf; or equal. Color shall match color of tile as closely as possible using manufacturer's standard colors. PART 3 -- EXECUTION 3.1 INSTALLATION - GENERAL A. Installation of ceramic the shall be per Reference Standards and as follows: 8. Tile shall be centered on each ceiling, wall, floor, and/or section thereof in order to avoid small, unsightly cuts. 9. All cuts shall be rubbed smooth with a fine stone. MW-070999 CERAMIC TILE 1520315-STILLAGUAMISH RIVER WTP PAGE 09310-4 10. All glazed tile shall be set with a spaced joint formed by 2 projecting lugs on each edge of all field tile. 11. Factory-manufactured angles shall be used to form all trim corners. All vertical and horizontal external and internal corners and tops of walls shall be formed with integral bullnose tile. Cove base shall be used at the intersections of floors and walls. Corners shall be formed with integral cove tiles. 12. The intersection of wall tile to ceiling and the top of ceramic tile wainscots shall be sealed with a sealant. 13. Tile backing board shall have all joints filled and taped with tape, materials, and methods as required by the board manufacturer and C.T.I. published recommendations and specifications. 3.2 THIN SET CEMENT MORTAR A. All glazed ceramic tiles and mosaic tiles for walls and shower floors and ceilings shall be set with portland cement based polymer modified thin set mortar unless otherwise specified or shown. B. Where Portland cement mortar is used the non-vitreous tile shall be thoroughly soaked at least one-half hour in clear water and the excess drained off, leaving no free water on the back of the tiles. Any tiles left out of water for more than 2 hours shall be resoaked. C. Tiles shall be firmly embedded in mortar with all finished surfaces brought to true and level planes. 3.3 GROUTING A. Tile joints shall be thoroughly washed with clean water before grouting. B. Grouting cement shall be mixed with water to a thick cream consistency. Grout shall be forced into all joints to thoroughly fill entire depth. C. Square edge tile joints shall be grouted flush with face of tiles making a neatly finished smooth surface. Cushion-edged tile joints shall have grout recessed to depth of cushion. 3.4 SOAP HOLDERS A. The soap holders shall be recessed to align with adjacent tile surfaces. The joint around soap holders shall be kept clean and free of grout and filled with sealant. Soap holders shall be located where they will not interfere with grab bars and plumbing fixtures. 3.5 EXPANSION JOINTS A. Expansion joints shall be provided within 2 inches of all walls and columns. Where tile work abuts expansion resistive surfaces, expansion shall be provided conforming to TCA method EJ411; and whenever the surface dimension exceeds 12 feet in length or width. B Expansion joints shall be provided where tile abuts flush with another flooring material and around wall hinge bench supports. MW-070999 CERAMIC TILE 1520315-STILLAGUAMISH RIVER WTP PAGE 09310-5 3.6 ADHESIVE-SET TILE A. Adhesive-set may be used only where tile is applied to water-resistive gypsum board (backing) tile backing board or where elsewhere specified or shown. Backing material and sealer shall comply with manufacturer's written recommendations. Special care shall be given to all areas which require waterproofing. 3.7 CLEANING AND SEALER A. All tile and grout shall be cleaned and sealed with materials and methods recommended by the manufacturer. Adjacent work and surface shall be protected from damage during cleaning of the tile. 3.8 PROTECTION A. Barricades or other suitable means shall be provided to protect finished tile work for a minimum of 3 days to allow proper set. Before other trades receive access to the area, flnnr tiles shall be covered with suitable nonstaining paper until final acceptance of all work. - END OF SECTION - MW-070999 CERAMIC TILE 1520315-STILLAGUAMISH RIVER WTP PAGE 09310-6 SECTION 09500 -ACOUSTICAL CEILING SYSTEM PART 1 -- GENERAL 1.1 THE REQUIREMENT A. The CONTRACTOR shall provide acoustical ceiling systems, including all supporting systems and appurtenant work, complete and in place, in accordance with the Contract Documents. 1.2 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS A. Federal Specifications SS-S-118B Sound Controlling (Acoustical)Tiles and Panels B. Commercial Standards ASTM C 635 Metal Suspension Systems for Acoustical Tile and Lay- in Panel Ceilings C. Trade Standards: "Specification for Acoustical Tile and Lay-in Panel Ceiling Suspension Systems" by the Acoustical Material Association (AMA). D. Manufacturers' Standards: In addition to the standards listed above, the acoustical ceiling system products and their installation shall be in accordance with the manufacturer's published recommendations and specifications. 1.3 CONTRACTOR SUBMITTALS A. Manufacturer's literature, installation instructions, and samples shall be submitted in accordance with Section 01300 - Contractor Submittals. 1.4 PRODUCT DELIVERY, STORAGE, AND HANDLING A. Delivery of Materials: Manufactured materials shall be delivered in original, unbroken, packages, containers, or bundles bearing the manufacturer's label. B. Storage: Materials shall be carefully stored in an area that is protected from the elements in a manner recommended by the product manufacturer. Storage shall be in a manner that will prevent damage to the material or marring of its finish. PART 2 -- PRODUCTS 2.1 GRID SYSTEM MATERIALS A. Cross Tees: Cross tees shall be properly sized, cold-rolled, electro-galvanized steel, with white baked enamel finish. B. Wall Molding: Wall molding shall be 1-inch by 3/4-inch matching the beams and tees in material and finish. C. Hanger and Diagonal Bracing Wires: Hanger and diagonal bracing wires shall be not lighter than 12-gauge, pre-straightened, galvanized, annealed steel wire. MWH-110399 ACOUSTICAL CEILING SYSTEM 1520315-STILLAGUAMISH RIVER WTP PAGE 09500-1 D. Spacers: Spacers shall be tempered spring steel and shall be fitted into wall molding to provide tension on the ceiling system. 2.2 EXPOSED GRID SYSTEMS A. The exposed grid system shall be a "Heavy Duty" classified system as manufactured by BPB America Inc. ; U.S.G. Interiors, Series DX" or equal. B. Main beams shall be not less than 1-1/2-inch high by 1-inch wide, cold-rolled, electro- galvanized steel, with white baked enamel finish. 2.3 ACOUSTICAL PANEL AND TILE MATERIALS A. Manufacturer: Acoustical panels shall be as manufactured by Armstrong; Acousti- Celotex; U.S. Gypsum; or equal. B. Flame Spread Rating: Tiles or panels shall be mineral fiber tile or panel, as indicated, and shall have a Class 1, ASTM flame spread and a flame spread rating of under 25 per Federal Specifications SS-S-118B. C. Finish: Finish shall be factory-applied white latex paint. 2.4 ACOUSTICAL PANEL AND TILE PATTERNS AND SIZES A. Exposed grid system ceiling panels shall be 24-inch by 48-inch by 5/8-inch square edge, laid in panels of non-directional fissured or embossed design. 2.5 MOLDINGS A. "U" Molding: Slip-on "U" molding shall be a semi-rigid, white cover molding sized to fit the tile, as manufactured by A.Z. Bogert Co.; Lok-Products; or equal. 2.6 CEMENT/ADHESIVE A. Tile cement or adhesive shall conform to the printed recommendations of the tile manufacturer for bonding to concrete or other indicated surface material. PART 3 -- EXECUTION 3.1 GENERAL A. The acoustical ceiling system shall consist basically of continuous main beams and intersecting cross tees, joined together to form the patterns indicated herein, and acoustical ceiling panels and tiles. The system shall be complete with all necessary components, anchors, and supports. B. The system shall be designed so that the ceiling panels may be removed and replaced without damage, and so that main beams and cross tees can be removed or replaced without deforming the members or disturbing the balance of the grid system. C. Suspension systems and tile work shall be cuurdinated with lighting fixtures, air diffusers, and other features so that all installations work together without interference. MWH-110399 ACOUSTICAL CEILING SYSTEM 1520315-STILLAGUAMISH RIVER WTP PAGE 09500-2 3.2 INSTALLATION A. Installation shall be in strict accordance with the manufacturer's published directions, installation instructions, and specifications. 3.3 PROBLEM AREAS A. Manufacturer's published recommendations and specifications shall be followed for installation, materials, and treatment of problem areas; provided, that the manufacturer's published recommendations and specifications are not less than those required by "Specification for Acoustical Tile and Lay-In Panel Ceiling Suspension Systems" of the Acoustical Materials Association, and the Building Code. 3.4 DEFLECTIONS A. The ceiling system shall be engineered to carry the applied dead and live loads with a deflection of less than 1/360 of the span and shall be level to within 1/8-inch in 12-feet. The ceiling system shall conform to ASTM C 635 (Heavy Duty classification) with a minimum load carrying capacity of the main runner of 16 lb./linear foot of span of 4 ft 0 in. 3.5 PREPARATION A. The CONTRACTOR shall be responsible for inspecting acoustical treatment receiving areas so as to ensure a proper installation. The CONTRACTOR shall not proceed with its work before all conditions are ready to receive the acoustical panel work. 3.6 PATTERN AND SYMMETRY A. Unless otherwise indicated, the layout scheme shall be such that all ceiling panels are symmetrical about the center of the rooms to provide the least number of cut panels. The panels shall be laid in a pattern with all edges in alignment and with all faces in a plane. There shall be no noticeable variations in the finished ceiling plane. Items located within the ceiling plane such as the following: light fixtures, air diffusers, speakers, smoke detectors, and fire sprinklers shall be coordinated with other trades and shall be installed at the locations indicated. Whenever the CONTRACTOR is not sure of an installation location he or she shall obtain directions from the ENGINEER. B. Non-directional tile shall be laid so no fissure pattern direction is established. C. Tiles shall be held down by use of hold down clips. 3.7 BEAM SPLICES AND TEE INTERSECTIONS A. General: Main beams shall be joined together by a splice clip which draws the members tightly together with bottom flanges flush. Cross-tee intersections shall be joined together by interlock methods, by positioning the ends of the cross tees snugly against the main beam and in holding the cross tees in vertical alignment with bottom flanges flush. Main beam splices and cross tee intersections shall be capable of withstanding at least 100 lb. tension or compression. B. Termination at Walls: The main beams and cross tees which terminate at the walls shall be attached to a perimeter wall molding, which shall be continuous along at least 2 intersecting walls, with spring steel clips. Wall molding shall be securely attached to the walls at approximately 16-inch intervals in an approved manner. MWH-110399 ACOUSTICAL CEILING SYSTEM 1520315-STILLAGUAMISH RIVER WTP PAGE 09500-3 3.8 HANGER WIRES A. Hanger wires shall be spaced at maximum 48-inch on center. along the main beams and at the corners of lay-in-fixtures. B. Hanger wires shall be secured to the supporting structure with approved fastenings. Hangers and fastenings shall be capable of carrying at least 4 times the design load but not less than 100 lbs. 3.9 ACCESS PANELS A. In the concealed grid system, access panels shall comprise at least 5 percent of the ceiling area, with a minimum of one per room. Access panels shall be located as directed. 3.10 MOLDINGS A. Outside edges such as against walls shall be provided with wall moldings. Slip-on "U" moldings shall be provided wherever tile does not abut against a wall molding or where the edge is otherwise exposed. 3.11 HORIZONTAL RESTRAINT A. Ceiling systems shall be provided with diagonal bracing wires. Horizontal restraints shall be effected by 4 No. 12-gauge wires secured to the main beams within 2-inches of the cross tee intersection and splayed 90 degrees from each other at an angle not exceeding 45 degrees from the plane of the ceiling. These horizontal restraint points shall be placed 12-feet on center in both directions with the first point within 4-feet from each wall. The restraint wire attachment to the supporting structure shall be adequate for the loads imposed. 3.12 FINISHED CONDITION A. After installation, the acoustical ceiling system shall be free from any discoloration, dirt, smudges, scratches, chips, blemishes, and/or any misalignment. Defective materials shall be replaced so that a new uniform acoustical ceiling system is provided. - END OF SECTION - MWH-110399 ACOUSTICAL CEILING SYSTEM 1520315-STILLAGUAMISH RIVER WTP PAGE 09500-4 SECTION 09650 - RESILIENT FLOORING PART 1 --GENERAL 1.1 THE REQUIREMENT A. The CONTRACTOR shall provide resilient flooring work, complete, all in accordance with the requirements of the Contract Documents. 1.2 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS A. Federal Specifications: L-F-475A(3) Floor Covering Vinyl, Surface (Tile and Roll), With Backing MMM-A-11013(1) Int.Amd.2 Adhesive, Asphalt, Cut-back Type (For Asphalt and Vinyl Asbestos Tiles) SS-T-312B Int.Amd.1 Tile, Floor Asphalt, Rubber Vinyl and Vinyl Composition SS-W-40A Wall Base: Rubber, and Vinyl Plastic. Int. Amd. 1, Notice 1 B. Commercial Standards: ASTM D 570 Test Method for Water Absorption of Plastics ASTM D 638 Test Method for Tensile Properties of Plastics ASTM E 84 Test Method for Surface Burning Characteristics of Building Materials C. Manufacturer's Standards: In addition to the standards listed above, the resilient flooring products and their installation shall be in accordance with the manufacturer's published recommendations and specifications. 1.3 CONTRACTOR SUBMITTALS A. General: Submittals shall be in accordance with Section 01300 - Contractor Submittals. B. Samples: Color and texture samples shall be submitted to the ENGINEER for review. The samples shall be clearly marked to show the manufacturer's name and product identification. C. Shop Drawings: Shop drawings showing cuts and seaming layout shall be submitted for review. An experience list of 5 similar nearby jobs which are accessible to the ENGINEER for inspection as evidence of the CONTRACTOR'S work quality shall be submitted. D. Manufacturer's Information: Manufacturer's technical literature, installation instructions, and maintenance instructions shall be submitted to the ENGINEER. MWH-110399 RESILIENT FLOORING 1520315-STILLAGUAMISH RIVER WTP PAGE 09650-1 1.4 PRODUCT DELIVERY, STORAGE, AND HANDLING A. Delivery of Materials: Manufactured materials shall be delivered in original, unbroken packages, containers, or bundles, bearing the name of the manufacturer. B. Storage: All materials shall be carefully stored as recommended by the manufacturer in an area that is protected from the elements. Storage shall be in a manner that will prevent damage to the products and marring of their finishes. PART 2 -- PRODUCTS 2.1 ACCESSORY MATERIALS A. The ENGINEER will select the color and texture from the manufacturer's full range of materials within each category specified. More than one color or texture of each material may be selected for application. B. Accessory materials which are necessary for proper installation and for problem areas shall be as recommended or specified in the manufacturer's published specifications and installation instructions. C. Adhesive and Primer: Adhesives and primer shall conform to Federal Specifications- MMM-A-1110B(1) Int. Amd. 2, and be approved by the manufacturer of the floor covering or wall base being used. The adhesive shall be resistant to both alkali and moisture and shall be capable of securely holding the floor covering or wall base firmly in place and hermetically sealing and binding the joints. 2.2 RESILIENT MATERIALS A. Sheet Vinyl: Sheet vinyl shall be 0.085-inch thick conforming to Federal Specifications L-F-475A(3) for Type II, Grade A. Sheet vinyl shall be of solid color or shall be a random multi-sized cube design of solid vinyl cubes and vinyl filler, which provides a subdued background. B. Top Set Base: Top-set base shall be 1/8-inch thick by 4 inches high (unless otherwise shown) vinyl cove base or non-cove base at soft flooring, conforming to Federal Specifications SS-W-40A, Int. Amd. 1, Notice 1, with matching factory-formed corner units. C. Edging: Resilient edging shall be 1-inch minimum width rubber or vinyl and shall be installed between the resilient floor and exposed concrete floors. Thickness and color shall match the flooring. D. Fillers and Levelers: Floor filling and leveling materials shall be as recommended by the flooring material manufacturers, for the job conditions. PART 3 -- EXECUTION 3.1 GENERAL A. All materials, including primer, fillers, and adhesives, and all installation procedures shall be as recommended by the manufacturer. MWH-110399 RESILIENT FLOORING 1520315-STILLAGUAMISH RIVER WTP PAGE 09650-2 B. The manufacturer's published recommendations and specifications shall be followed for accessory materials, installation, and problem areas. 3.2 SURFACE PREPARATION A. The CONTRACTOR'S installer shall perform such additional operations as necessary to overcome any latent condition adversely affecting the installation. Surfaces accepted by the installer for its work shall become its entire responsibility. It shall be the installer's responsibility to ensure that no noticeable variation in the finish plane of the completed installation exists. All filling and leveling work including grinding of concrete surfaces, if necessary, shall be provided for the sub-floor surfaces to make them even and level prior to installation of the finish flooring. 3.3 INSTALLATION A. Sheet-Type Flooring: Resilient flooring, sheet-type, shall be laid in sheets as large as possible with a minimum number of joints, cuts, and seams. B. Base: Base shall be installed in full standard lengths; piecing will not be allowed. End stops and internal and external corner pieces shall be preformed. Base shall be left free of buckles and bulges. There shall be no gaps at top and bottom. It shall have a solid backing so that it cannot be pushed in by chairs or other objects. 3.4 CLEANING AND PROTECTION A. Cleaning and Waxing: Just prior to acceptance of the project the resilient flooring shall be thoroughly cleaned and finished with 2 coats of non-slip wax satisfying the printed recommendations of the manufacturer. Each coat shall be buffed after it has been laid down. B. Protection: The flooring shall be provided with protection after installation, as specified in the printed recommendations of the manufacturer. - END OF SECTION - MWH-110399 RESILIENT FLOORING 1520315-STILLAGUAMISH RIVER WTP PAGE 09650-3 i .. � _. � _ SECTION 09800 - PROTECTIVE COATING PART 1 --GENERAL 1.1 THE REQUIREMENT A. The CONTRACTOR shall provide protective coatings, complete and in place, in accordance with the Contract Documents. B. Definitions 1. The term "paint," "coatings," or "finishes" as used herein, shall include surface treatments, emulsions, enamels, paints, epoxy resins, and all other protective coatings, excepting galvanizing or anodizing, whether used as a pretreatment, primer, intermediate coat, or finish coat. 2. The term "DFT" means minimum dry film thickness, without any negative tolerance. C. The following surfaces shall not be protective coated: 1. Concrete, unless required by items on the concrete coating schedule below or the Drawings. 2. Stainless steel 3. Machined surfaces 4. Grease fittings 5. Glass 6. Equipment nameplates 7. Platform gratings, stair treads, door thresholds, and other walk surfaces, unless specifically indicated to be coated. D. The coating system schedules summarize the surfaces to be coated, the required surface preparation, and the coating systems to be applied. Coating notes on the Drawings are used to show or extend the limits of coating schedules, to show exceptions to the schedules, or to clarify or show details for application of the coating systems. E Where protective coatings are to be performed by a subcontractor, the subcontractor shall possess a valid state license as required for performance of the painting and coating work called for in this specification and shall provide 5 references which show that the painting subcontractor has previous successful experience with the indicated or comparable coating systems. Include the name, address, and the telephone number for the owner of each installation for which the painting subcontractor provided the protective coating. F Architectural Coatings: Wood, drywall and plaster surfaces shall be coated in accordance with Section 09900 - Architectural Paint Finishes. All other surfaces of buildings shall be coated as indicated in this Section. MWH-010904 PROTECTIVE COATING 1520315-STILLAGUAMISH RIVER WTP PAGE 09800-1 1.2 CONTRACTOR SUBMITTALS A. General: Submittals shall be furnished in accordance with Section 01300 - Contractor Submittals, unless indicated otherwise below. B. Submittals shall include the following information and be submitted at least 30 days prior to protective coating work: 1. Coating Materials List: Eight copies of a coating materials list showing the manufacturer and the coating number, keyed to the coating systems herein. The list shall be submitted prior to or at the time of submittal of samples. 2. Paint Manufacturer's Information: For each coating system to be used, the following data: a. Paint manufacturer's data sheet for each product proposed, including statements on the suitability of the material for the intended use. b. Technical and performance information that demonstrates compliance with the systcm performance and material requirements. c. Paint manufacturer's instructions and recommendations on surface preparation and application. d. Colors available for each product (where applicable). e. Compatibility of shop and field applied coatings (where applicable). f. Material Safety Data Sheet for each product used. C. Samples 1. Samples of all paint, finishes, and other coating materials shall be submitted on 8- 1/2 inch by 11-inch sheet metal. Each sheet shall be completely coated over its entire surface with one protective coating material, type, and color. 2. Two sets of color samples to match each color selected by the ENGINEER trom the manufacturer's standard color sheets. If custom mixed colors are indicated, the color samples shall be made using color formulations prepared to match the color samples furnished by the ENGINEER. The color formula shall be shown on the back of each color sample. 3. One 15 pound sample of each abrasive proposed to be used for surface preparation for submerged and severe service coating systems. 1.3 SPECIAL CORRECTION OF DEFECTS REQUIREMENTS A. Warranty Inspection: A warranty inspection may be conducted during the eleventh month following completion of all coating and painting work. The CONTRACTOR and a representative of the coating material manufacturer shall attend this inspection. All defective work shall be repaired in accordance with these specifications and to the satisfaction of the OWNER. The OWNER may, by written notice to the CONTRACTOR, reschedule the warranty inspection to another date within the one-year correction period, or may cancel the warranty inspection altogether. If a warranty inspection is not held, the CONTRACTOR is not relieved of its responsibilities under the Contract Documents. MWH-010904 PROTECTIVE COATING 1520315-STILLAGUAMISH RIVER WTP PAGE 00800-2 PART 2 -- PRODUCTS 2.1 GENERAL A. Suitability: The CONTRACTOR shall use suitable coating materials as recommended by the manufacturer. Materials shall comply with Volatile Organic Compound (VOC) limits applicable at the Site. B. Material Sources: Where manufacturers and product numbers are listed, it is to show the type and quality of coatings that are required. If a named product does not comply with VOC limits in effect at the time of bid opening, that product will not be accepted, and the CONTRACTOR shall propose a substitution product of equal quality that does comply. Unless indicated otherwise, proposed substitute materials will be considered as indicated above. Coating materials shall be materials that have a record of satisfactory performance in industrial plants, manufacturing facilities, and water and wastewater treatment plants. C. Compatibility: In any coating system only compatible materials from a single manufacturer shall be used in the work. Particular attention shall be directed to compatibility of primers and finish coats. If necessary, a barrier coat shall be applied between existing prime coat and subsequent field coats to ensure compatibility. D. Containers: Coating materials shall be sealed in containers that plainly show the designated name, formula or specification number, batch number, color, date of manufacture, and name of manufacturer, all of which shall be plainly legible at the time of use. E. Colors: All colors and shades of colors of all coats of paint shall be as indicated or selected by the ENGINEER. Each coat shall be of a slightly different shade, to facilitate inspection of surface coverage of each coat. Finish colors shall be as selected from the manufacturer's standard color samples by the ENGINEER. F. Substitute or"Or-Equal" Products 1. To establish equality under Section 01600 — Products, Materials, Equipment and Substitutions, the CONTRACTOR shall furnish satisfactory documentation from the manufacturer of the proposed substitute or "or-equal" product that the material meets the indicated requirements and is equivalent or better in the following properties: a. Quality b. Durability c. Resistance to abrasion and physical damage d. Life expectancy e. Ability to recoat in future f. Solids content by volume g. Dry film thickness per coat h. Compatibility with other coatings MWH-010904 PROTECTIVE COATING 1520315-STILLAGUAMISH RIVER WTP PAGE 09800-3 i. Suitability for the intended service j. Resistance to chemical attack k. Temperature limitations in service and during application I. Type and quality of recommended undercoats and topcoats m. Ease of application n. Ease of repairing damaged areas o. Stability of colors 2. Protective coating materials shall be standard products produced by recognized manufacturers who are regularly engaged in production of such materials for essentially identical service conditions. Where requested, the CONTRACTOR shall provide the ENGINEER with the names of not less than 10 successful applications of the proposed manufacturer's products that comply with these requirements. 3. The cost of all testing and analyzing proposed substitute products which may be required by the ENGINEER shall be paid by the CONTRACTOR at no additional cost to the OWNER. If a proposed substitution requires changes in the WORK, the CONTRACTOR shall bear all such costs involved and the costs of allied trades affected by the substitution at no additional cost to the OWNER. 2.2 INDUSTRIAL COATING SYSTEMS A. Material Sources: Each of the following manufacturers is capable of supplying many of the industrial coating materials indicated herein. Where manufacturers and paint numbers are listed, it is to show the type and quality of coatings that are required. Proposed substitute materials will be considered as indicated above. All industrial coating materials shall be materials that have a record of satisfactory performance in industrial plants, manufacturing facilities, and water and wastewater treatment plants. 1. Ameron 2. Carboline Coatings Company 3. Inorganic Coatings, Inc. 4. International (Courtaulds) 5. Tnemec Company B. System 1 - Alkyd Enamel: High quality, gloss or semi-gloss, medium long oil alkyd finish shall have a minimum solids content of 49 percent by volume. Primer shall be as recommended by manufacturer. 1. Prime coat DFT = 3 mils Ameron 5105, Tnemec 4-55, or equal. 2. Finish coats (two or more, DFT = 3 mils), Ameron 5401 HSA or 5405, Tnemec 2H, or equal. 3. Total system DFT = 6 mils. MWH-010904 PROTECTIVE COATING 1520315-STILLAGUAMISH RIVER WTP PAGE 09800-4 C. System 2 - Not Used D. System 3 - Aluminum Silicone Resin: Aluminum silicone resin material shall be suitable for a service temperature of up to 1,000 degrees F, and shall comply with Federal Specification TT-P-28 - Paint, Aluminum, Heat Resisting (1200 degrees F). 1. Prime coat and finish coat (2 or more, DFT = 3 mils), Tnemec Series 39-1061, Ameron 878, or equal. 2. Total system DFT = 3 mils. E. System 4 - Aliphatic Polyurethane: Two component aliphatic acrylic polyurethane coating material shall provide superior color and gloss retention, resistance to splash from acid and alkaline chemicals, resistance to chemical fumes and severe weathering and with a minimum solids content of 58 percent by volume. Primer shall be a rust inhibitive two component epoxy coating with a minimum solids content of 68 percent by volume. 1. Prime coat DFT = 4 mils, Ameron 385, Carboline 893, Tnemec 69, or equal. 2. Finish coat (one or more, DFT = 3 mils), Ameron Amershield, Carboline 134 HS, Tnemec 74, or equal. 3. Total system DFT = 7 mils. 4. More than one finish coat shall be applied as necessary to produce a finish with uniform color and texture. F. System 5 - Inorganic Zinc/Polyurethane: The inorganic zinc primer shall be a water or solvent based, self-curing, zinc silicate two-component inorganic coating which contains at least 85 percent of metallic zinc by weight in the dried film, and is recommended by the coating manufacturer as a primer for this system. The intermediate coat shall be a high-build two component epoxy with a solids content of at least 70 percent by volume. Finish coats shall be a 2-component aliphatic acrylic or polyester polyurethane coating material that provides superior color and gloss retention, resistance to chemical fumes and severe weathering, and a minimum solids content of 58 percent by volume. 1. Prime coat DFT = 3 mils, Ameron Dimetcote 21-5 or 21-9, Inorganic Coatings 531, or equal. 2. Intermediate coat DFT = 4 mils, Ameron 385, Inorganic Coatings P24, or equal. 3. Finish coats (one or more, DFT = 3 mils), Ameron Amershield, Inorganic Coatings 64, or equal. 4. Total system DFT = 10 mils. 5. Intermediate coat shall be applied in excess of 4 mils DFT or in more than one coat as necessary to completely cover the inorganic zinc primer and prevent application bubbling of the polyurethane finish coat. 6. More than one finish coat shall be applied as necessary to produce a finish with uniform color and texture. If the inorganic zinc primer is used as a pre-construction MWH-010904 PROTECTIVE COATING 1520315-STILLAGUAMISH RIVER WTP PAGE 09800-5 or shop applied primer, all damaged and uncoated areas shall be spot abrasive blasted and coated after construction using the indicated material. G. System 6 - Inorganic Zinc, Water Based: Water based, self curing, zinc silicate coating material shall be a two component inorganic coating material that contains at least 85 percent of metallic zinc by weight in the dried film. 1. Prime coat and finish coat (One, DFT = 3 mils), Ameron Dimetcote 21-5, Inorganic Coatings 531, or equal. 2. Total system DFT = 3 mils. H. System 7 - Acrylic Latex: Single component, water based acrylic latex with a fungicide additive shall have a minimum solids content of 35 percent by volume. Prime coat shall be as recommended by manufacturer. The coating material shall be available in the ANSI safety colors. 1. Prime coat DFT = 2 mils, as recommended by manufacturer. 2. Finish coats (2 or more, DFT = 6 mils), Ameron Amercoat 220, Carboline 3359, Tnemec 6, or equal. 3. Total system DFT = 8 mils. I. System 8 - Epoxy, Equipment: Two component, rust inhibitive polyamide cured epoxy coating material shall provide a recoatable finish that is available in a wide selection of colors. The coating material shall have a minimum solids content of 66 percent by volume and be resistant to service conditions of condensing moisture, splash and spillage of lubricating oils, and frequent washdown and cleaning. 1. Prime coat DFT = 3 mils, Ameron 385, Tnemec 69, or equal. 2. Prime coat, where shop applied. (DFT = 3 mils), universal primer, Ameron 185 HS, Tnemec 50-330 or 161, or equal. 3. Finish coats (2 or more, DFT = 6 mils), Ameron 385, Tnemec 69, or equal. 4. Total system DFT = 9 mils. J. System 9 - Inorganic Zinc/Epoxy, Equipment: The inorganic zinc primer shall be a water or solvent based, self curing, zinc silicate, two-component inorganic coating that contains at least 85 percent of metallic zinc by weight in the dried film, and is recommended by the coating manufacturer as a primer for this system. The finish coats shall be a polyamide cured epoxy material with a minimum solids content of at least 80 percent by volume, and available in a large selection of colors. 1. Prime coat DFT = 3 mils Ameron Dimetcote 21-5 or 21-9, Carboline Carbozinc 7 WB, or equal. 2. Finish coats (2 or more, DFT = 9 mils) Ameron 400, Carboline 890, or equal. 3. Total system DFT = 12 mils. K. System 10 - Acrylic, Concrete: The acrylic coating material shall be a single component, industrial grade, high molecular weight, waterborne acrylic material with a MWH-010904 PROTECTIVE COATING 1520315-STILLAGUAMISH RIVER WTP PAGE 09800-6 solids content of at least 35 percent by volume. The filler-sealer shall be a two component epoxy masonry sealer for wet and exterior exposure, with a solids content of at least 64 percent by volume. A 100 percent solids epoxy surfacer shall be used to fill holes and patch the concrete surface after abrasive blasting. 1. Prime coat (filler-sealer), applied in two coats to the entire surface and worked into the surface with a squeegee to achieve a smooth, void-free surface, Tnemec 54- 660, Ameron Nu-Klad 105A followed by Nu-Klad 114A (2 coats) or equal. 2. Finish coats (2 or more, DFT = 6 mils), Tnemec 6, Ameron Amercoat 220, or equal. L. System 11 - Aliphatic Polyurethane, Concrete: Two component aliphatic polyurethane coating material shall provide superior color and gloss retention, resistance to splash from acid and alkaline chemicals, resistance to chemical fumes and severe weathering, and contain a minimum solids content of 65 percent by volume. Filler-sealer compound shall be a two component epoxy material used to provide a smooth surface for the epoxy intermediate coat. The filler-sealer is applied to the entire concrete surface and worked into the concrete surface with a wide blade putty knife or squeegee. The intermediate coat shall be a high-build epoxy coating with a minimum solids content of 70 percent by volume. 1. Prime coat (Filler-sealer), Ameron Nu-Klad 105A followed by Nu-Klad 114, Tnemec 54-660, or equal. 2. Intermediate coat DFT = 4 mils, Ameron Amerlock 400, Tnemec 104 HS, or equal. 3. Finish coats (2 or more, DFT = 3 mils), Ameron Amershield, Tnemec 74, or equal. M. System 12 - Aliphatic Polyurethane, Fiber Glass: Two-component aliphatic polyurethane coating material shall provide superior color and gloss retention, resistance to splash from acid and alkaline chemicals, and resistance to chemical fumes and severe weathering. A primer, tie coat, or mist coat shall be used as recommended by the manufacturer. 1. Prime coat (Tie coat), Ameron 385, Tnemec 66, or equal. 2. Finish coats (2 or more, DFT = 3 mils), Ameron Amershield, Tnemec 74, or equal. 2.3 SUBMERGED AND SEVERE SERVICE COATING SYSTEMS A. Material Sources: The manufacturers' products listed in this paragraph are materials which satisfy the material descriptions of this paragraph and have a documented successful record for long term submerged or severe service conditions. Proposed substitute products will be considered as indicated above. B. System 100 - Amine Cured Epoxy: High build, amine cured, epoxy resin shall have a solids content of at least 80 percent by volume, and shall be suitable for long-term immersion service in potable water and municipal wastewater. For potable water service, the coating material shall be listed by the NSF International as in compliance with NSF Standard 61 - Drinking Water System Components - Health Effects. 1. Prime coat and finish coats (3 or more, DFT = 16 mils), Ameron 395, Tnemec 139, or equal. 2. For coating of valves and non-submerged equipment, DFT = 12 mils. MWH-010904 PROTECTIVE COATING 1520315-STILLAGUAMISH RIVER WTP PAGE 09800-7 C System 101 - Cold-Applied Tape: Tape coating materials and procedures shall be in accordance with ANSI/AWWA C209. Prefabricated tape shall be Type II. The system shall consist of a primer layer, inner layer tape (35 mils), and an outer layer tape (35 mils). Total system DFT = 70 mils. D. System 102 - Polyamide Cured Epoxy: High build, polyamide epoxy resin shall have a solids content of at least 56 percent by volume, and shall be suitable for long-term immersion in potable water and municipal wastewater. For potable water service, the coating material shall be listed by the NSF International as in compliance with NSF Standard 61. 1. Prime coat and finish coats (3 or more, DFT = 12 mils), Tnemec Pota-Pox N140, or equal. E. System 103 - Not Used F. System 104 - Not Used G. System 105 - Epoxy, Reservoirs — Not Used H. System 106 - Fusion Bonded Epoxy: The coating material shall be a 100 percent powder epoxy, certified as compliant with NSF Standard 61, applied in accordance with the ANSI/AWWA C213 - Fusion-Bonded Epoxy Coating for the Interior and Exterior of Steel Water Pipelines, except that the surface preparation shall be as listed in the coating system schedule of this Section. The coating shall be applied using the fluidized bed or electrostatic spray process. 1. Coating DFT = 16 mils, Scotchkote 134 or 206N, or equal. 2. For coating of valves, DFT = 12 mils. 3. Liquid Epoxy: For field repairs, the use of a liquid epoxy will be permitted, applied in not less than 3 coats to provide a DFT of 15 mils. The liquid epoxy shall be a 100 percent solids epoxy recommended by the powder epoxy manufacturer. I System 107 - Chemical Resistant Sheet Lining: 1. Materials: The CONTRACTOR shall use natural rubber, chlorobutyl rubber, ethylene propylene diene monomer (EPDM) rubber, chloroprene polymer (neoprene) rubber, or chlorosulfonated polyethylene (Hypalon) rubber sheet lining materials as indicated. The Shop Drawing submittal shall contain technical information that confirms the suitability of the lining material system for long-term immersion in each chemical to be stored. The service temperatures are expected to be up to 150 degrees F. 2. Neoprene sheet lining material shall be synthetic rubber formulated for steam curing at atmospheric pressure. The minimum lining thickness shall be 3/16 - inch. The lining material shall be Polymeric Protective Linings BFG 2011 (59688), or equal. 3. Chlorobutyl sheet lining material shall be synthetic rubber formulated for steam curing at atmospheric pressure. The minimum lining thickness shall be 3/16-inch. The lining material shall be Polymeric BFG 1051 (60924), or equal. MWH-010904 PROTECTIVE COATING 1520315-STILLAGUAMISH RIVER WTP PAGE 00800-8 4. Natural rubber (soft) sheet lining material shall be soft natural rubber formulated for steam curing at atmospheric pressure. The minimum lining thickness shall be 3/16- inch. The lining material shall be Polymeric BFG 2004 (83160), or equal. 5. Natural rubber (hard) sheet lining material shall be a hard, natural rubber resistant to oxidizing agents and formulated for autoclave curing. The minimum lining thickness shall be 3/16-inch. The lining material shall be Polymeric BFG 1006 (8631), or equal. 6. EPDM sheet lining material shall be synthetic rubber suitable for use as a lining for 50 percent sulfuric acid solution and formulated for autoclave or steam curing under pressure. The lining material shall be Polymeric BFG 1039 (EP156), or equal. 7. Hypalon sheet lining material shall be synthetic rubber suitable for use as a lining for 50 percent sulfuric acid solution. The lining material shall be Polymeric BFG 2045 (8706), or equal. 8. Primers, adhesives, activators, accelerators and other necessary materials shall be as required by the sheet material manufacturer. 9. Metal Surface Preparation: Prior to abrasive blast cleaning the base metal shall be prepared as required by the sheet lining material manufacturer's installation instructions. If the instructions differ from these specifications, the highest degree of cleaning and surface preparation shall be provided. Abrasive blast cleaning shall be done in accordance with this Section. 10. Installation of lining materials shall be in accordance with the material manufacturer's written installation instructions. All interior surfaces shall be lined, including all piping, vents, fittings, flange faces, manhole covers, and blind flanges. 11. The lining system shall be holiday tested in accordance with this Section before and after curing. 12. The lining system shall be cured by steam using the time and temperature as required by the material manufacturer. J. System 108 - Epoxy, Concrete: The coating material shall be an amino cured epoxy material suitable for long-term immersion in water and wastewater and for service where subjected to occasional splash and spillage of water and wastewater treatment chemicals. The finish coating material shall have a minimum solids content of 80 percent by volume. If used for potable water service the finish coating material shall be listed by the NSF International as in compliance with NSF Standard 61, and shall conform with state and local health regulations and policies for service in potable water. The filler-sealer shall be a 100 percent solids amine-cured epoxy material with silica and inert fillers. A 100 percent solids epoxy surfacer shall be used to fill holes and patch the concrete surface after abrasive blasting. 1. Filler-sealer: Plasite 9029 (applied by squeegee): Tnemec 69-1211 (6-8 mils) followed by Tnemec 63-1500; Ameron Nu-Klad 105A followed by Nu-Klad 114A (two coats) or equal. 2. Finish coats (2 or more, DFT = 12 mils): Plasite 9133; Tnemec 69; Ameron Amercoat 395, or equal. On walking surfaces use a non-skid additive such as Ameron 886 in the final coat. MWH-010904 PROTECTIVE COATING 1520315-STILLAGUAMISH RIVER WTP PAGE 09800-9 K. System 109 - Not Used L. System 110 - Not Used M. System 111 - Vinyl Ester: Vinyl ester resin coating material with an inert flake pigment suitable for immersion service in 30 percent hydrochloric acid and 30 percent sulfuric acid solutions. 1. Two or more coats (DFT = 40 mils), Plasite 4100, or equal. Use a prime coat as recommended by the material manufacturer. N. System 112 - Vinyl Ester, Concrete: Vinyl ester resin coating material with an inert flake pigment suitable for immersion service in hydrochloric acid and sulfuric acid solutions. The filler-sealer shall be a 100 percent solids amine-cured epoxy or vinyl ester material with silica and inert fillers. The filler-sealer is applied to the entire concrete surface. A 100 percent solids epoxy or vinyl ester surfacer shall be used to fill holes and patch the concrete surface after abrasive blasting. 1. Prime coat (filler-sealer), applied in two coats using a squeegee to achieve a smooth void-free surface, Plasite 9028 MI, or equal. 2. Finish coats (two or more, DFT = 40 mils), Plasite 4100, or equal. 2.4 SPECIAL COATING SYSTEMS A. System 200 - PVC Tape: Prior to wrapping the pipe with PVC tape, the pipe and fittings first shall be primed using a primer recommended by the PVC tape manufacturer. After being primed, the pipe shall be wrapped with a 20-mil adhesive PVC tape, half-lapped, to a total thickness of 40 mils. B. System 201 - Rich Portland Cement Mortar: Rich portland cement mortar coating shall have a minimum thickness of 1/8-inch, followed by enclosure in an 8-mil thick polyethylene sheet with all joints and edges lapped and sealed with tape. C. System 203 - Epoxy Surfacing: Two-component epoxy floor surfacing shall be formulatPd to resist many acids, alkalies, and solvents. Material shall be resistant to liquid alum, sodium hydroxide, and 50 percent sulfuric acid. Products shall be as follows, or equal: 1. Prime coat Nu-Klad 105; finish coat Nu-Klad 110 (1/4-inch thick), or equal. D. System 204 - Water-Retardant: 1. Two coats (or single coat if manufacturer recommends in writing) of a clear, non- staining, silane-modified-siloxane masonry water-retardant material. The water- retardant system after application shall be provided with not less than a five-year warranty on the performance of the product. 2. Surfaces shall be cleaned with a chemical cleaner approved by the manufacturer and power wash. Surfaces shall be clean and dry before application of the material. Method and rate of application shall be in accordance with manufacturer's published instructions. A manufacturer's representative shall be present during applications if necessary for warranty. 3. TAMMS Barricade Series, Rainguard "Blok-Lok"; or equal MWH-010904 PROTECTIVE COATING 1520315-STILLAGUAMISH RIVER WTP PAGE 09800-10 E. System 205 - Polyethylene Encasement: Application of polyethylene encasement shall be in accordance with Section 02565 — Ductile Iron Pipe (AWWA C151, Modified). F. System 206 - Cement Mortar Coating: A 1-1/2-inch minimum thickness mortar coating reinforced with 3/4-inch galvanized welded wire fabric shall be provided. The cement mortar shall contain no less than one part Type V cement to 3 parts sand. The cement mortar shall be cured by a curing compound meeting the requirements of "Liquid Membrane Forming Compounds for Curing Concrete," ASTM C 309, Type II, white pigmented, or by enclosure in an 8-mil thick polyethylene sheet with all edges and joints lapped by at least 6-inches. G. System 207 - Not Used H. System 208 - Aluminum Metal Isolation: Two coats of a high build polyamide epoxy paint, such as Tnemec 66, or equal (8 mils). Total thickness of system DFT = 8.0 mils. I. System 209 - Alkyd-Wood: Industrial quality, gloss or semi-gloss, medium long oil alkyd coating material with a minimum solids content of 49 percent by volume. Primer shall be an alkyd primer as recommended by the manufacturer. 1. Prime coat DFT = 3 mils. 2. Finish coats (two or more, DFT = 3 mils), Amercoat 5401, Tnemec 2H, or equal. 3. Total system DFT = 6 mils. J. System 210 - Acrylic-wood: Single component, water-based acrylic latex coating material with a fungicide additive and a minimum solids content of 35 percent by volume. Primer shall be an alkyd primer as recommended by the manufacturer. 1. Prime coat DFT = 2 mils. 2. Finish coats (two or more, DFT = 6 mils), Amerguard 220, Carboline 3300, Tnemec 6, or equal. 3. Total system DFT = 8 mils. K. System 211 - Acrylic-Drywall: Single component, water-based acrylic latex coating material with a fungicide additive and a minimum solids content of 35 percent by volume. Primer shall be a PVA sealer as recommended by the manufacturer. 1. Prime coat DFT = 1.5 mils. 2. Finish coats (two or more, DFT = 6 mils), Amerguard 220, Carboline 3300, Tnemec 6, or equal. 3. Total system DFT = 7.5 mils. L. System 220— Polyamide Epoxy-Coal Tar: High build corrosion resistant coating. The system shall consist of one coat with total DFT=16 mils. Coating shall be Tnemec 46H- 413, or equal. MWH-010904 PROTECTIVE COATING 1520315-STILLAGUAMISH RIVER WTP PAGE 09800-11 PART 3 -- EXECUTION 3.1 MANUFACTURER'S SERVICES A. The CONTRACTOR shall require the protective coating manufacturer to furnish a qualified technical representative to visit the Site for technical support as may be necessary to resolve field problems attributable or associated with the manufacturer's products. 3.2 WORKMANSHIP A. Skilled craftsmen and experienced supervision shall be used on all WORK. B. Coating shall be done in a workmanlike manner so as to produce an even film of uniform thickness. Edges, corners, crevices, and joints shall receive special attention to insure thorough cleaning and an adequate thickness of coating material. The finished surfaces shall be free from runs, drops, ridges, waves, laps, brush marks, and variations in color, texture, and finish. The hiding shall be so complete that the addition of another coat would not increase the hiding. Special attention shall be given to insure that edges, uumeis, crevices, welds, and similar areas receive a film thickness equivalent to adjacent areas, and installations shall be protected by the use of drop cloths or other precautionary measures. C. All damage to surfaces resulting from the WORK shall be cleaned, repaired, and refinished to original condition. 3.3 STORAGE, MIXING, AND THINNING OF MATERIALS A. Manufacturer's Recommendations: Unless otherwise indicated, the coating manufacturer's printed recommendations and instructions for thinning, mixing, handling, applying, and protecting its coating materials, for preparation of surfaces for coating, and for all other procedures relative to coating shall be strictly observed. B. All protective coating materials shall be used within the manufacturer's recommended shelf life. C. Storage and Mixing: Coating materials shall be stored under the conditions recommended by the Material Safety Data Sheets, and shall be thoroughly stirred, strained, and kept at a uniform consistency during application. Coatings of different manufacturers shall not be mixed together. 3.4 PREPARATION FOR COATING A. General: All surfaces to receive protective coatings shall be cleaned as indicated prior to application of coatings. The CONTRACTOR shall examine all surfaces to be coated, and shall correct all surface defects before application of any coating material. All marred or abraded spots on shop-primed and on factory-finished surfaces shall receive touch-up restoration prior to any coating application. Surfaces to be coated shall be dry and free of visible dust. B. Protection of Surfaces Not to be Coated: Surfaces that are not to receive protective coatings shall be protected during surface preparation, cleaning, and coating operations. C. All hardware, lighting fixtures, swituhpldtes, rnachined surfaces, couplings, shafts, bearings, nameplates on machinery, and other surfaces not to be painted shall be MWH-010904 PROTECTIVE COATING 1520315-STILLAGUAMISH RIVER WTP PAGE 09800-12 removed, masked or otherwise protected. Drop cloths shall be provided to prevent coating materials from falling on or marring adjacent surfaces. The working parts of all mechanical and electrical equipment shall be protected from damage during surface preparation and coating operations. Openings in motors shall be masked to prevent entry of coating or other materials. D Care shall be exercised not to damage adjacent work during blast cleaning operations. Spray painting shall be conducted under carefully controlled conditions. The CONTRACTOR shall be fully responsible for and shall promptly repair any and all damage to adjacent work or adjoining property occurring from blast cleaning or coating operations. E. Protection of Painted Surfaces: Cleaning and coating shall be coordinated so that dust and other contaminants from the cleaning process will not fall on wet, newly coated surfaces. 3.5 SURFACE PREPARATION STANDARDS A. The following referenced surface preparation specifications of the Steel Structures Painting Council shall form a part of this specification: 1. Solvent Cleaning (SSPC SP1): Removal of oil, grease, soil, salts, and other soluble contaminants by cleaning with solvent, vapor, alkali, emulsion, or steam. 2. Hand Tool Cleaning (SSPC SP2): Removal of loose rust, loose mill scale, loose paint, and other loose detrimental foreign matter, by hand chipping, scraping, sanding, and wire brushing. 3. Power Tool Cleaning (SSPC SP3): Removal of loose rust, loose mill scale, loose paint, and other loose detrimental foreign matter, by power tool chipping, descaling, sanding, wire brushing, and grinding. 4. White Metal Blast Cleaning (SSPC SP5): Removal of all visible rust, oil, grease, soil, dust, mill scale, paint, oxides, corrosion products and foreign matter by blast cleaning. 5. Commercial Blast Cleaning (SSPC SP6): Removal of all visible oil, grease, soil, dust, mill scale, rust, paint, oxides, corrosion products, and other foreign matter, except that staining shall be limited to no more than 33 percent of each square inch of surface area. 6. Brush-Off Blast Cleaning (SSPC SP7): Removal of all visible oil, grease, soil, dust, loose mill scale, loose rust, and loose paint. 7. Near-White Blast Cleaning (SSPC SP10): Removal of all visible oil, grease, soil, dust, mill scale, rust, paint, oxides, corrosion products, and other foreign matter, except that staining shall be limited to no more than 5 percent of each square inch of surface area. 3.6 METAL SURFACE PREPARATION (UNGALVANIZED) A The minimum abrasive blasting surface preparation shall be as indicated in the coating system schedules included at the end of this Section. Where there is a conflict between these specifications and the coating manufacturer's printed recommendations for the intended service, the higher degree of cleaning shall apply. MWH-010904 PROTECTIVE COATING 1520315-STILLAGUAMISH RIVER WTP PAGE 09800-13 B Workmanship for metal surface preparation shall be in conformance with the current SSPC Standards and this Section. Blast cleaned surfaces shall match the standard samples available from the National Association of Corrosion Engineers, NACE Standard TM-01-70 - Visual Standard for Surfaces of New Steel Airblast Cleaned with Sand Abrasive and TM-01-75 - Visual Standard for Surfaces of New Steel Centrifugally Blast Cleaned with Steel Grit. C. All oil, grease, welding fluxes, and other surface contaminants shall be removed by solvent cleaning per SSPC SP1 - Solvent Cleaning prior to blast cleaning. D. All sharp edges shall be rounded or chamfered and all burrs, and surface defects and weld splatter shall be ground smooth prior to blast cleaning. E. The type and size of abrasive shall be selected to produce a surface profile that meets the coating manufacturer's recommendation for the particular coating and service conditions. Abrasives for submerged and severe service coating systems shall be clean, hard, sharp cutting crushed slag. Automated blasting systems shall not be used for surfaces that will be in submerged service. Metal shot or grit shall not be used for surfaces that will be in submerged service, even if subsequent abrasive blasting is plamied to be one with hard, sharp cutting crushed slag. F. The abrasive shall not be reused unless an automated blasting system is used for surfaces that will be in non-submerged service. For automated blasting systems, clean oil-free abrasives shall be maintained. The abrasive mix shall include at least 50 percent grit. G. The CONTRACTOR shall comply with the applicable federal, state, and local air pollution control regulations for blast cleaning. H. Compressed air for air blast cleaning shall be supplied at adequate pressure from well maintained compressors equipped with oil and moisture separators that remove at least 95 percent of the contaminants. I. Surfaces shall be cleaned of all dust and residual particles of the cleaning operation by dry air blast cleaning, vacuuming, or another approved method prior to painting. J. Enclosed areas and other areas where dust settling is a problem shall be vacuum cleaned and wiped with a tack cloth. K. Damaged or defective coating shall be removed by the blast cleaning to meet the clean surface requirements before recoating. L. If the required abrasive blast cleaning will damage adjacent work, the area to be cleaned is less than 100 square feet, and the coated surface will not be submerged in service, then SSPC SP2 or SSPC SP3 be used. M. Shop applied coatings of unknown composition shall be completely removed before the indicated coatings are applied. Valves, castings, ductile or cast iron pipe, and fabricated pipe or equipment shall be examined for the presence of shop-applied temporary coatings. Temporary coatings shall be completely removed by solvent cleaning per SSPC SP1 before the abrasive blast cleaning work has been started. N. Shop primed equipment shall be solvent cleaned in the field before finish eats are applied. MWH-010904 PROTECTIVE COATING 1520315-STILLAGUAMISH RIVER WTP PAGE 09800-14 3.7 SURFACE PREPARATION FOR GALVANIZED FERROUS METAL A. Galvanized ferrous metal shall be alkaline cleaned per SSPC SP1 to remove oil, grease, and other contaminants detrimental to adhesion of the protective coating system to be used, followed by brush off blast cleaning per SSPC SP7. B. Pretreatment coatings of surfaces shall be in accordance with the printed recommendations of the coating manufacturer. 3.8 SURFACE PREPARATION OF FERROUS SURFACES WITH EXISTING COATINGS, EXCLUDING STEEL RESERVOIR INTERIORS A. General: All grease, oil, heavy chalk, dirt, or other contaminants shall be removed by solvent or detergent cleaning prior to abrasive blast cleaning. The generic type of the existing coatings shall be determined by laboratory testing. B. Abrasive Blast Cleaning: The CONTRACTOR shall provide the degree of cleaning indicated in the coating system schedule for the entire surface to be coated. If the degree of cleaning is not indicated in the schedule, deteriorated coatings shall be removed by abrasive blast cleaning to SSPC SP6. Areas of tightly adhering coatings shall be cleaned to SSPC SP7, with the remaining thickness of existing coating not to exceed 3 mils. C. Incompatible Coatings: If coatings to be applied are not compatible with existing coatings the CONTRACTOR shall apply intermediate coatings per the paint manufacturer's recommendation for the indicated coating system or shall completely remove the existing coating prior to abrasive blast cleaning. A small trial application shall be conducted for compatibility prior to painting large areas. D. Unknown Coatings: Coatings of unknown composition shall be completely removed prior to application of new coatings. E. Water Abrasive or Wet Abrasive Blast Cleaning: Where indicated or where Site conditions do not permit dry abrasive blasting for industrial coating systems due to dust or air pollution considerations, water abrasive blasting or wet abrasive blasting may be used. In both methods, paint-compatible corrosion inhibitors shall be used, and coating application shall begin as soon as the surfaces are dry. Water abrasive blasting shall be done using high pressure water with sand injection. In both methods, the equipment used shall be commercially produced equipment with a successful service record. Wet blasting methods shall not be used for submerged and severe service coating systems unless indicated. 3.9 CONCRETE AND CONCRETE BLOCK MASONRY SURFACE PREPARATION A. Surface preparation shall not begin until at least 30 days after the concrete or masonry has been placed. B. All oil, grease, and form release and curing compounds shall be removed by detergent cleaning per SSPC SP1 before abrasive blast cleaning. C. Concrete, concrete block masonry surfaces and deteriorated concrete surfaces to be coated shall be abrasive blast cleaned to remove existing coatings, laitance, deteriorated concrete, and to roughen the surface equivalent to the surface of the No. 80 grit flint sandpaper. MWH-010904 PROTECTIVE COATING 1520315-STILLAGUAMISH RIVER WTP PAGE 09800-15 D. If acid etching is required by the coating application instructions, the treatment shall be made after abrasive blasting. After etching, rinse surfaces with water and test the pH. The pH shall be between neutral and 8. E. Surfaces shall be clean and as recommended by the coating manufacturer before coating is started. F. Unless required for proper adhesion, surfaces shall be dry prior to coating. The presence of moisture shall be determined with a moisture detection device such as Delmhorst Model DB, or equal. 3.10 PLASTIC, FIBER GLASS AND NONFERROUS METALS SURFACE PREPARATION A. Plastic and fiber glass surfaces shall be sanded or brush off blast cleaned prior to solvent cleaning with a chemical compatible with the coating system primer. B. Non-ferrous metal surfaces shall be solvent-cleaned SSPC SP1 followed by sanding or brush-off blast cleaning SSPC SP7. C. All surfaces shall be clean and dry p6or to coating application. 3.11 ARCHITECTURAL CONCRETE BLOCK MASONRY SURFACE PREPARATION A. The mortar surfaces shall be cured at least 14 days before surface preparation work is started. B. Dust, dirt, grease, and other foreign matter shall be removed prior to abrasive blasting. C. The masonry surfaces shall be prepared in accordance with the material manufacturer's printed instructions. 3.12 SHOP COATING REQUIREMENTS A. Unless otherwise indicated, all items of equipment, or parts of equipment which are not submerged in service, shall be shop primed and then finish coated in the field after installation with the indicated or selected color. The methods, materials, application equipment and all other details of shop painting shall comply with this section. If the shop primer requires topcoating within a specified period of time, the equipment shall be finish coated in the shop and then touch-up painted after installation. B. All items of equipment, or parts and surfaces of equipment which are submerged or inside an enclosed hydraulic structure when in service, with the exception of pumps and valves, shall have all surface preparation and coating work performed in the field. C. The interior surfaces of steel water reservoirs, except for Part A surfaces, shall have all surface preparation and coating work performed in the field. D. For certain pieces of equipment it may be undesirable or impractical to apply finish coatings in the field. Such equipment may include engine generator sets, equipment such as electrical control panels, switchgear or main control boards, submerged parts of pumps, ferrous metal passages in valves, or other items where it is not possible to obtain the indicated quality in the field. Such equipment shall be primed and finish coated in the shop and touched up in the field with the identical material after installation. The CONTRACTOR shall require the manufacturer of each such piece of equipment to certify as part of its Shop Drawings that the Sur face preparation is in accordance with MWH-010904 PROTECTIVE COATING 1520315-STILLAGUAMISH RIVER WTP PAGE 09800-16 these specifications. The coating material data sheet shall be submitted with the Shop Drawings for the equipment. E. For certain small pieces of equipment the manufacturer may have a standard coating system that is suitable for the intended service conditions. In such cases, the final determination of suitability will be made during review of the Shop Drawing submittals. Equipment of this type generally includes only indoor equipment such as instruments, small compressors, and chemical metering pumps. F. Shop painted surfaces shall be protected during shipment and handling by suitable provisions including padding, blocking, and the use of canvas or nylon slings. Primed surfaces shall not be exposed to the weather for more than 2 months before being topcoated, or less time if recommended by the coating manufacturer. G. Damage to shop-applied coatings shall be repaired in accordance with this Section and the coating manufacturer's printed instructions. H. The CONTRACTOR shall make certain that the shop primers and field topcoats are compatible and meet the requirements of this Section. Copies of applicable coating manufacturer's data sheets shall be submitted with equipment Shop Drawings. 3.13 APPLICATION OF COATINGS A. The application of protective coatings to steel substrates shall be in accordance with SSPC PA1 - Paint Application Specification No. 1. B. Cleaned surfaces and all coats shall be inspected prior to each succeeding coat. The CONTRACTOR shall schedule such inspection with the ENGINEER in advance. C. Blast cleaned ferrous metal surfaces shall be painted before any rusting or other deterioration of the surface occurs. Blast cleaning shall be limited to only those surfaces that can be coated in the same working day. D. Coatings shall be applied in accordance with the manufacturer's instructions and recommendations, and this Section, whichever has the most stringent requirements. E. Special attention shall be given to edges, angles, weld seams, flanges, nuts and bolts, and other places where insufficient film thicknesses are likely to be present. Use stripe painting for these areas. F. Special attention shall be given to materials that will be joined so closely that proper surface preparation and application are not possible. Such contact surfaces shall be coated prior to assembly or installation. G. Finish coats, including touch-up and damage repair coats shall be applied in a manner that will present a uniform texture and color matched appearance. H. Coatings shall not be applied under the following conditions: 1. Temperature exceeding the manufacturer's recommended maximum and minimum allowable. 2. Dust or smoke laden atmosphere. 3. Damp or humid weather MWH-010904 PROTECTIVE COATING 1520315-STILLAGUAMISH RIVER WTP PAGE 09800-17 4. When the substrate or air temperature is less than 5 degrees F above dewpoint. 5. When air temperature is expected to drop below 40 degrees F or less than 5 degrees F above the dewpoint within 8 hours after application of coating. 6. When wind conditions are not calm. I. Dewpoint shall be determined by use of a sling psychrometer in conjunction with U.S. Dept. of Commerce, Weather Bureau psychometric tables. J. Unburied steel piping shall be abrasive blast cleaned and primed before installation. K. The finish coat on all work shall be applied after all concrete, masonry, and equipment installation is complete and the work areas are clean and dust free. 3.14 CURING OF COATINGS A. The CONTRACTOR shall maintain curing conditions in accordance with the conditions recommended by the coating material manufacturer or by this Section, whichever is the most stringent, prior to placing the completed coating system into service. B. In the case of enclosed areas, forced air ventilation, using heated air if necessary, may be required until the coatings have fully cured. C. Forced Air Ventilation of Steel Reservoirs and Enclosed Hydraulic Structures: Forced air ventilation is required for the application and curing of coatings on the interior surfaces of steel reservoirs and enclosed hydraulic structures. During application and curing periods, continuously exhaust air from a manhole in the lowest shell ring, or in the case of an enclosed hydraulic structure, from the lowest level of the structure using portable ducting. After all interior coating operations have been completed, provide a final curing period for a minimum of 10 days, during which the forced ventilation system shall operate continuously. For additional requirements, refer to the specific coating system requirements in Part 2 above. 3.15 IDENTIFICATION OF PIPING A. Identification of piping shall be in accordance with Section 15005 - Piping Identification Systems. B. Every valve or connection, where it may be possible for a worker to be exposed to a hazardous substance, shall be labeled per OSHA Occupational Safety and Health Standards 29CFR1910.1200. C. All unburied pipes in structures and in chemical pipe trenches shall be color-code painted. Colors shall be as selected by the ENGINEER, or as indicated. 3.16 SHOP AND FIELD INSPECTION AND TESTING A. General: The CONTRACTOR shall give the ENGINEER a minimum of 3 days advance notice of the start of any field surface preparation work or coating application work, and a minimum of 7 days advance notice of the start of any shop surface preparation work. B. All such work shall be performed only in the presence of the ENGINEER, unless the ENGINEER has granted prior approval to perform such work in its absence. MWH-010904 PROTECTIVE COATING 1520315-STILLAGUAMISH RIVER WTP PAGE 09800-18 C Inspection by the ENGINEER, or the waiver of inspection of any particular portion of the WORK, shall not relieve the CONTRACTOR of its responsibility to perform the work in accordance with these Specifications. D Scaffolding shall be erected and moved to locations where requested by the ENGINEER to facilitate inspection. Additional illumination shall be furnished to cover all areas to be inspected. E. Inspection Devices: The CONTRACTOR shall furnish, until final acceptance of such coatings, inspection devices in good working condition for the detection of holidays and measurement of dry-film thicknesses of protective coatings. Dry-film thickness gauges shall be made available for the ENGINEER'S use at all times while coating is being done, until final acceptance of such coatings. The CONTRACTOR shall furnish the services of a trained operator of the holiday detection devices until the final acceptance of such coatings. Holiday detection devices shall be operated only in the presence of the ENGINEER. F. Holiday Testing: The CONTRACTOR shall holiday test all coated ferrous surfaces inside a steel reservoir, other surfaces which will be submerged in water or other liquids, or surfaces which are enclosed in a vapor space in such structures and surfaces coated with any of the submerged and severe service coating systems. Areas that contain holidays shall be marked and repaired or recoated in accordance with the coating manufacturer's printed instructions and then retested. 1. Coatings With Thickness Exceeding 20 Mils: For surfaces having a total dry film coating thickness exceeding 20 mils: pulse-type holiday detector such as Tinker & Rasor Model AP-W, D.E. Stearns Co. Model 14/20, or equal shall be used. The unit shall be adjusted to operate at the voltage required to cause a spark jump across an air gap equal to twice the required coating thickness. 2. Coatings With Thickness of 20 Mils or Less: For surfaces having a total dry film coating thickness of 20 mils or less: Tinker & Rasor Model M1 non-destructive type holiday detector, K-D Bird Dog, or equal shall be used. The unit shall operate at less than 75-volts. For thicknesses between 10 and 20 mils, a non-sudsing type wetting agent, such as Kodak Photo-Flo, or equal, shall be added to the water prior to wetting the detector sponge. G Film Thickness Testing: On ferrous metals, the dry film coating thickness shall be measured in accordance with the SSPC "Paint Application Specification No. 2" using a magnetic-type dry film thickness gauge such as Mikrotest model FM, Elcorneter model 111/1EZ, or equal. Each coat shall be tested for the correct thickness. No measurements shall be made until at least 8 hours after application of the coating. On non-ferrous metals and other substrates, the coating thicknesses shall be measured at the time of application using a wet film gauge. H. Surface Preparation: Evaluation of blast cleaned surface preparation work will be based upon comparison of the blasted surfaces with the standard samples available from the NACE, using NACE standards TM-01-70 and TM-01-75. 3.17 COATING SYSTEM SCHEDULES - FERROUS METALS A. Coating System Schedule, Ferrous Metal - Not Galvanized: Item Surface Prep. System No. MWH-010904 PROTECTIVE COATING 1520315-STILLAGUAMISH RIVER WTP PAGE 09800-19 FM-1 All surfaces indoors and Commercial blast cleaning (1) outdoors, exposed or SSPC SP6 alkyd enamel covered, except those included below. FM-2 Surfaces in chlorination Commercial blast cleaning (100) room, chlorine storage SSPC SP6 amine-cured epoxy room. FM-3 Surfaces of equipment White metal blast cleaning (100) and ferrous surfaces SSPC SP5 amine-cured epoxy submerged or intermittently submerged in potable water, utility water, and wastewater including all surfaces lower than 2 feet above high water level in hydraulic structures, and all surfaces inside enclosed hydraulic structures and vents (excluding shop-coated valves, couplings, pumps). FM-6 Buried small steel pipe. Removal of dirt, grease, oil (200) PVC tape FM-7 Where indicated, ferrous White metal blast cleaning (102) surfaces in water SSPC SP5 polyamide-cured epoxy passages of all valves 2- inch size and larger, exterior surfaces of submerged valves. FM-9 Ferrous surfaces of Solvent cleaning SSPC (106) sleeve couplings. SP1, followed by white fusion-bonded epoxy metal blast cleaning SSPC- SP10 FM-10 All ferrous surfaces of White metal blast cleaning (102) sluice gates, flap gates, SSPC SP5 polyamide-cured epoxy and shear gates, including wall thimbles. FM-11 Buried surfaces that are Near white metal blast (100) not indicated to be cleaning SSPC SP10 amine-cured epoxy coated elsewhere. FM-16 Surfaces of indoor Commercial blast cleaning (8) equipment, not SSPC SP6 epoxy, equipment submerged FM-18 Buried pipe couplings, Removal of dirt, grease, oil (201) valves, fillings, and rich portland cement mortar flanged joints (where MWH-010904 PROTECTIVE COATING 1520315-STILLAGUAMISH RIVER WTP PAGE 09800-20 piping is plastic). FM-19 Buried pipe couplings, As specified by reference (205) valves, and flanged joints specification polyethylene encasement (where piping is ductile or cast iron, not tape- coated), including factory-coated surfaces. B. Coating System Schedule, Ferrous Metal - Galvanized: Pretreatment coatings, barrier coatings, or washes shall be applied as recommended by the coating manufacturer. All galvanized surfaces shall be coated except for the following items which shall be coated only if required by other Sections: (1) Floor gratings and frames, (2) Handrails, (3) Stair treads, (4) Chain link fencing and appurtenances. Item Surface Prep. System No. FMG-1 All exposed surfaces Solvent cleaning SSPC SP1 (1) indoors and outdoors, alkyd enamel except those included below. 3.18 COATING SYSTEM SCHEDULE, NON-FERROUS METAL, PLASTIC, FIBER GLASS A. Where isolated non-ferrous parts are associated with equipment or piping, the CONTRACTOR shall use the coating system for the adjacent connected surfaces. Do not coat handrails, gratings, frames or hatches. Only primers recommended by the coating manufacturer shall be used. Item Surface Prep. System No. NFM-1 All exposed surfaces, Solvent cleaned SSPC (1) indoors and outdoors, SP1 alkyd enamel except those included below. NFM-2 Chlorination room, Solvent cleaned SSPC (100) chlorine storage room. SP1 amine-cured epoxy NFM-3 Aluminum surfaces in Solvent cleaned SSPC (208) contact with concrete, or SP1 aluminum metal with any other metal isolation except galvanized ferrous metal. NFM-4 Polyvinyl chloride plastic Solvent cleaned SSPC (7) piping, indoors and SP1 acrylic latex outdoors, or in structures, not submerged. NFM-6 Buried non-ferrous metal Removal of dirt, grease, oil (200) pipe. PVC tape MWH-010904 PROTECTIVE COATING 1520315-STILLAGUAMISH RIVER WTP PAGE 09800-21 3.19 COATING SYSTEM SCHEDULE-CONCRETE A. Cast in place concrete surfaces shall not be coated. Item Surface Prep. System No. C-6 Exterior surfaces of vaults SSPC-SP13 (220) where below groundwater polyamide epoxy-coal elevation. tar - END OF SECTION - MWH-010904 PROTECTIVE COATING 1520315-STILLAGUAMISH RIVER WTP PAGE 09800-22 SECTION 09900 - ARCHITECTURAL PAINT FINISHES PART 1 -- GENERAL 1.1 THE REQUIREMENT A. The CONTRACTOR shall paint surfaces not specifically included under the requirements of Section 09800 - Protective Coating, in accordance with the requirements of this Section and the Contract Documents. B. Surfaces listed in the coating schedule of Section 09800 shall be deemed to be surfaces requiring coating under that Section, not this Section. In case of conflict between the provisions of the Protective Coating Section and the Architectural Paint Finishes Section, the provisions of Section 09800 shall take precedence. C. Materials not to be painted hereunder shall include the following: 1. Work having complete factory finish other than prime coat. 2. Surfaces whose coatings are for the specific purpose of protection from abrasion, wear and tear, or from corrosion, oxidation, decomposition, or other effects of exposure. 3. Stainless steel, aluminum brass, bronze, and plated finished metals (not zinc or cadmium). 4. Finish hardware except prime-coated items, and fusible links, UL labels, nameplates, numbers, and identifying data. 5. Walking surfaces. 1.2 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS A. In case of conflict between codes, reference standards, and the Contract Documents, the most stringent requirements shall govern. Conflicts shall be brought to the attention of the ENGINEER for clarification and directions prior to ordering or providing any materials or labor. 1.3 CONTRACTOR SUBMITTALS A. General: Furnish submittals in accordance with Section 01300 - Contractor Submittals. B. List of Paint Materials: Prior to submittal of color and gloss samples, the CONTRACTOR shall submit for acceptance, a complete list of all paint materials proposed for use, identifying each material by manufacturer's name, product name, and number. The list shall include all primers, thinners, and coloring agents, together with manufacturer's catalog data fully describing each material as to contents, recommended usage, and preparation and application methods. The CONTRACTOR shall identify surfaces to receive various paint materials and shall make no deviations from accepted list. The list shall be submitted within 60 days after execution of the Agreement. C. Color samples and stain samples shall be submitted as required by the ENGINEER. Stain samples shall be provided on the same substrate as the stain will be applied in the final installation. MWH-110499 ARCHITECTURAL PAINT FINISHES 1520315-STILLAGUAMISH RIVER WTP PAGE 09900-1 D. Extra Stock: Upon completion of the project, the CONTRACTOR shall furnish one gallon or quart of each type and color of paint, depending on quantity used on the project. 1.4 QUALITY ASSURANCE A. The CONTRACTOR shall verify with the authorities having jurisdiction over air pollution control, the use of any materials containing organic chemical compounds of which use at the date of installation may be prohibited or restricted by any regulations then in effect. B. Materials shall be subject to such tests as the ENGINEER may require. Costs of such testing shall be paid according to the General Conditions. 1.5 PRODUCT DELIVERY, STORAGE, AND HANDLING A. The paint materials shall be delivered to the Site in the manufacturer's unopened containers. A list of all batch numbers shall be furnished to the ENGINEER prior to the start of work. B. Stored paints and liquids shall be kept cnverPri, and prPr:aidions shall he taken for the prevention of fire. Empty containers and paint-soiled or oily rags shall be removed from the Site at the end of each day's work. Paint thinner shall not be stored in a room scheduled to receive resilient flooring. 1.6 ATMOSPHERIC CONDITIONS A. No coating shall be applied: 1. when the surrounding air temperature or the temperature of the surface to be coated is below 40 degrees F 2. to wet or damp surfaces or in rain, fog or mist 3. when the temperature is less than 5 degrees F above the dew point 4. when it is expected the air temperature will drop below 40 degrees F, or less than 5 degrees F above the dew point within 8 hours after application of coating. Dew point shall be measured by use of a sling psychrometer in conjunction with U.S. Department of Commerce Weather Bureau psychrometric tables. 1.7 SAFETY AND HEALTH REGULATIONS A. General: In accordance with requirements of OSHA Safety and Health Standards for Construction (29CFR1926) and the applicable requirements of regulatory agencies having jurisdiction, as well as manufacturer's printed instructions and appropriate technical bulletins and manuals, the CONTRACTOR shall provide and require use of personnel protective equipment for persons working in or about the Site. B. Head and Face Protection and Respiratory Devices: Equipment shall include protective helmets which shall be worn by all persons while in the vicinity of the WORK. In addition, workers engaged in or near the work during sandblasting shall wear OSHA approved eye and face protection devices and air purifying, half mask or mouthpiece respirators. Barrier creams may be used on any exposed areas of skin. MWH-110499 ARCHITECTURAL PAINT FINISHES 1520315-STILLAGUAMISH RIVER WTP PAGE 09900-2 C. Ventilation: Where ventilation is used to control hazardous exposure, all equipment shall be explosion-proof. Forced air ventilation shall be provided to reduce the concentration of air contaminant to a safe limit. Air circulation and exhausting of solvent vapors shall be continued until coatings have fully cured. D. Sound Levels: Whenever the occupational noise exposure exceeds maximum allowable sound levels, the CONTRACTOR shall implement a Hearing Conservation Program including furnishing and requiring the use of approved ear protective devices. E. Illumination: Adequate illumination shall be provided while work is in progress, which may include explosion-proof lights and electrical equipment. Whenever required by the ENGINEER, the CONTRACTOR shall provide additional illumination to cover all areas to be inspected. The level of illumination for inspection purposes shall be determined by the ENGINEER. F. Temporary Ladders and Scaffolding: All temporary ladders and scaffolding shall conform to applicable safety requirements. They shall be erected where requested by the ENGINEER to facilitate inspection and shall be moved by the CONTRACTOR to locations as requested by the ENGINEER. 1.8 CLEANUP A. Upon completion of the work, staging, scaffolding, and containers shall be removed from the Site. Coating spots and oil or stain upon adjacent surfaces shall be removed. Damage to adjacent surfaces or facilities resulting from the WORK performed under this Section shall be cleaned, repaired, or refinished to the satisfaction of the ENGINEER. 1.9 WARRANTY INSPECTION A. A warranty inspection shall be conducted during the eleventh month following completion of painting work. The CONTRACTOR or its authorized representative shall attend this inspection. Defective work shall be repaired in accordance with the requirements of the Contract Documents and to the satisfaction of the OWNER. The OWNER may, by written notice to the CONTRACTOR, reschedule the warranty inspection within the correction of defects period, or may cancel the warranty inspection altogether. PART 2 -- PRODUCTS 2.1 MATERIALS A. Where alternative painting systems are indicated, selection from the alternatives is the CONTRACTOR's option. B. The CONTRACTOR may propose to use substitute paint materials under the requirements of the Contract Documents. C. Unless otherwise approved by the ENGINEER in writing, coatings applied under a single paint system shall be the products of a single manufacturer. MWH-110499 ARCHITECTURAL PAINT FINISHES 1520315-STILLAGUAMISH RIVER WTP PAGE 09900-3 2.2 FACTORY MIXING A. To the maximum extent practicable and, unless otherwise approved by the ENGINEER, each paint shall be factory-mixed to the specified color, gloss, and consistency required for application. 2.3 MATERIALS LIST A. All paint materials shall be of the following grades or brands, or equals, in each case: PRIMERS: Symbol Generic Group Trade Name P1 Masonry Prime Coat Tamms Industries Co., "Chemstop, H.D. (waterproofing) Rainguard products Co., "Rainguard HD" P2 Pigmented Wall Primer and Pittsburgh Speedhide Primer Sealer Sealer SW Wall Primer and Sealer B49W1 Sinclair Pigmented Sealer P-5 Enamel Undercoater Pittsburgh Speedhide Enamel Undercoater SW Enamel Undercoater B49W2 Sinclair Sinco Prime Undercoater FINISH COATS: Svmbol Generic Group Trade Name F2 Semi-Gloss Alkyd Enamel Pittsburgh Speedhide Semi-Gloss Enamel SW Promar Alkyd Semi-Gross Enamel B34 Series Sinclair Sinco Satin Enamel 2.4 PAINTING SCHEDULE A. Painting shall conform to the following schedule of finishes, number of coats, and pretreatment requirements. Paint materials are keyed to the identifying numbers listed above. 1 st 2nd 3rd 4th Item Coat Coat Coat Coat EXTERIOR WORK: MWH-110499 ARCHITECTURAL PAINT FINISHES 1520315-STILLAGUAMISH RIVER WTP PAGE 09900-4 Exterior Concrete Block Masonry, Waterproofing P1 P1 -- -- INTERIOR WORK: Interior Drywall, Semi-Gloss P2 F2 F2 -- Interior Wood, Semi-Gloss P5 F2 F2 -- PART 3 -- EXECUTION 3.1 GENERAL REQUIREMENTS A. Workmanship: Unless otherwise indicated, paint materials shall be applied by brush or roller in strict accordance with the manufacturer's printed instructions. Spray painting is not allowed without specific approval in each case. Each coat shall be applied at proper consistency, and shall be free of brush or roller marks, sags, runs, or any other evidence of poor workmanship. The splattering of paint on glass, hardware, tile, trim, and other surfaces not to be painted will not be accepted. Masking tape shall be applied as required. The CONTRACTOR shall sand between all enamel coats. B. Coverage Rates: In no case shall paint application exceed the paint manufacturer's published coverage rate based upon unthinned material. In the event that paint has been extended beyond the recommended coverage, or the "hide" produced is inadequate, as determined by the ENGINEER, the CONTRACTOR shall apply one or more additional coats as determined by the ENGINEER. The manufacturer's recommended amount of thinner shall not be exceeded. Unless otherwise approved, finish coat material shall be applied as taken from manufacturer's container. C. Protection: Floors, fixtures, equipment, and similar surfaces shall be protected with impervious protective covers and/or drop cloths. D. Removal of Finish Hardware: Finish hardware shall be removed prior to painting and finishing and be re-installed per Section 06200 - Finish Carpentry and Millwork. E. Contrasting Colors: Where painting is to be executed in contrasting colors, edges shall be cut to meet true lines. Holidays and restrikes in painted surfaces shall be sufficient cause for requiring the entire surface involved to be recoated. More than one color may be used in any one room. F. Barricades: The CONTRACTOR shall maintain barricades and wet paint signs for duration of time needed. G. Scaffolds: The CONTRACTOR shall furnish and move scaffolds, staging, and planking as necessary for proper performance of work. 3.2 PREPARATION A. General: The CONTRACTOR shall properly prepare surfaces to receive finishes as indicated. MWH-110499 ARCHITECTURAL PAINT FINISHES 1520315-STILLAGUAMISH RIVER WTP PAGE 09900-5 B. Woodwork: The preparation of the surfaces of woodwork to receive paint shall conform to the following requirements: 1. Painted surfaces shall be sanded smooth and dusted clean. Nail holes, cracks, or other defects shall be carefully puttied after prime coat using putty which matches the color of the paint. Knots and sappy areas shall be covered with shellac or accepted knot sealer. 2. Putty work shall be knifed as indicated, thumb puttying is not allowed. On painted and enameled work, exposed end grain shall be putty-glazed smooth and flush, and shall be allowed to dry before the next coat. C. Ferrous and Galvanized Metal: Ferrous metal surfaces shall be cleaned of rust, scale, grease, oil, and other deleterious matter by wire brushing, scraping, washing with solvent, sandblasting, or other means necessary to properly prepare surfaces for painting. Shop painted ferrous metal surfaces that show rusting when initially installed shall be touched up with a rust inhibitor similar to Porter Metalprep No. 40 or an equal. Rust inhibitor shall meet the requirements of MIL-M-10578B for Phosphoric Acid rust inhibitor, and shall be applied only after wire brushing to a sound surface, and then coated with a compatible universal primer. Galvaiii/_ed metals shall be cleaned with suitable organic solvent. D. Masonry and Concrete to be Painted: Surfaces of masonry and concrete to be painted shall be dry and free of dust, dirt, grease, oil, and other foreign matter such as loose or granular material. Holes, cracks, joints, and any surface defects shall be repaired and filled out flush and smooth with appropriate products, except where a priming coat may be recommended first by the manufacturer of the paint. Glaze and loose particles shall be removed by wire brushing. No evidence of curing compounds, release agents and the like will be acceptable. 3.3 APPLICATION A. General: Paint shall not be applied in extreme heat, nor in dust or smoke laden air, nor in damp or humid weather. B. Drying times shall be not less than called for in manufacturer's printed instructions. C. Drop cloths shall be placed where required to protect floors and equipment from splatter and droppings. D. Spray painting, where allowed, shall be conducted under controlled conditions, and the CONTRACTOR shall be fully responsible for any damage to adjacent WORK or adjoining property occurring from spray painting. E. Each coat will be inspected by the ENGINEER prior to application of the next coat. Areas found to contain runs, overspray, roughness, or other signs of improper application shall be required to be recoated in accordance with the ENGINEER's instructions. F. The CONTRACTOR shall apply complete paint system required for exposed surfaces behind permanent cabinets, cases, counters, and similar work before such items are installed. G. Back-painting: Prior to installation, back surfaces of wood trim and finish that will be concealed after installation, including trims, exposed grounds, aril paneling shall be MWH-110499 ARCHITECTURAL PAINT FINISHES 1520315-STILLAGUAMISH RIVER WTP PAGE 09900-6 painted. On painted and enameled WORK, the CONTRACTOR shall use the same primer as for exposed surfaces. Work to receive a natural finish shall be back-painted with one coat of spar varnish. Back-painting shall be omitted on casework and cabinets that are completely factory finished under other sections. H. Coats and Colors: The number of coats indicated are minimums only. Paint finishes shall be even, of uniform color, and free from cloudy or mottled appearance in surfaces and evident thinness of coatings. Each coat shall be tinted a sufficiently different shade of finish color to permit identification, in accordance with accepted samples. 3.4 OUTLINE OF PAINTING AND FINISHING WORK A. Exterior: In general, all exposed exterior surfaces of the building shall be painted and finished in accordance with the requirements herein for paint materials and surfaces. Exposed surfaces of miscellaneous metal, sheet metal items, mechanical equipment, and all other items, as required, shall be painted with the required primers and coats of paint. B. Interior: In general, exposed surfaces of the building shall be painted and finished in accordance with the requirements herein for paint and finish materials and surface: 1. Exposed surfaces of gypsum wallboard, and doors and frames, shall be primed and painted. 2. Metal items in partitions and ceilings such as registers, grilles, and similar items shall be painted to match finish of room or area in which they occur, unless directed otherwise by the ENGINEER. 3. Painted doors opening into rooms or spaces having different finishes or colors shall have the edges finished as directed by the ENGINEER. Closet and storage room doors shall be finished on both sides to match the room into which they open. C. Mechanical and Electrical Work: Mechanical and electrical products requiring painting shall conform to the requirements of Section 09800 except for the following: 1. Areas behind grilles, baffles, ventilators, and louvers: exposed surfaces, not factory finished, visible from inside and outside of the building shall be painted with appropriate primers and one coat of black semi-gloss (low sheen) enamel paint far enough to conceal such areas and spaces when looking towards them from the floor and ground levels. 2. Pipe identification shall be in accordance with Section 15005. 3.5 ADJUSTMENT AND CLEANING A. General: The CONTRACTOR shall make a detailed inspection of paint finishes after painting work has been completed, and shall carefully remove splattering of paint material from adjoining work, particularly plumbing fixtures, trim, tile, and finish metal surfaces and shall make good any damage thereto that may be caused by such cleaning operations. The CONTRACTOR shall carefully touch-up all abraded, stained, or otherwise disfigured painting work and shall leave the entire painting work in first-class condition. B. Clean-up and Disposal: During and upon completion of WORK, the CONTRACTOR shall remove unused tools and equipment, surplus materials, rubbish, debris, and dust MWH-110499 ARCHITECTURAL PAINT FINISHES 1520315-STILLAGUAMISH RIVER WTP PAGE 09900-7 and shall leave areas affected by work of this section in clean approved condition in accordance with the requirements of Section 01700 - Project Closeout. - END OF SECTION - MWH-110499 ARCHITECTURAL PAINT FINISHES 1520315-STILLAGUAMISH RIVER WTP PAGE 09900-8 SECTION 10200 - LOUVERS AND VENTS PART 1 -- GENERAL 1.1 THE REQUIREMENT A. The CONTRACTOR shall provide all louvers and vents,and appurtenant WORK,complete and in accordance with the Contract Documents. 1.2 REFERENCE SPECIFICATIONS, CODES AND STANDARDS A. Manufacturer's Standards: The louvers and vents and their installation shall be in accordance with the manufacturer's published recommendations and specifications. 1.3 QUALITY ASSURANCE A. Performance Requirements: Where louvers are indicated to comply with specific performance requirements, provide units whose performance ratings have been determined in compliance with Air Movement and Control Association (AMCA), "Standard 500". AMCA Certification: Where indicated, provide louvers with AMCA Certified Ratings Seal evidencing that product complies with above requirement. B. Comply with SMACNA(Sheet Metal and Air Conditioning Contractors National Association) "Architectural Sheet Metal Manual" recommendations for fabrication, construction details, and installation procedures, except as otherwise indicated. 1.4 CONTRACTOR SUBMITTALS A. General: Submittals shall be in accordance with Section 01300— Contractor Submittals. 1. Manufacturer's Information: Manufacturer's complete technical literature,specifications, certified test data,where applicable, and installation instructions for products, including finishes, shall be submitted to the ENGINEER. 2. Shop Drawings: Submit shop drawings for fabrication and erection of louver units and accessories. Include plans, elevations, and details of sections and connections to adjoining WORK. Indicate materials,finishes,fasteners,joinery, and other information to determine compliance with requirements. 3. Material and Color Samples: six-inch square minimum, color and texture samples of each finish shall be submitted to the ENGINEER for review. The samples shall be prepared on metal of the same gauge and alloy to be used in the WORK. Where normal color and texture variations are to be expected, include two or more units of each sample showing the limits of such variations. 4. Warranties: Furnish copies of the manufacturer's warranties covering the louvers. PART 2 -- PRODUCTS 2.1 GENERAL A. Louvers shall be fixed acoustical continuous blade aluminum weather resistive louvers unless indicated otherwise on Drawings. MWH-011304 LOUVERS AND VENTS 1520315-STILLAGUAMISH RIVER WTP 10200-1 B. Pre-assemble units in shop to greatest extent possible and disassemble as necessary for shipping and handling limitations. Clearly mark units for re-assembly and coordinated installation. 2.2 MATERIALS A. Aluminum Sheet: ASTM B 209-Specification for Aluminum and Aluminum-Alloy Sheet and Plate,Alloy 3003 or 5005 with temper as required for forming,or as otherwise recommended by the metal producer to provide the required finish. B. Aluminum Extrusions: ASTM B 221-Specification for Aluminum and Aluminum-Alloy Extruded Bars, Rods, Wire, Shapes, and Tubes, Alloy 6063-T52. C. Fastenings: Fasteners shall be fabricated of the same material as the items fastened, unless otherwise indicated. Fasteners for exterior applications may be stainless steel or aluminum. Provide types, gauges and lengths to suit unit installation conditions.Use Phillips flat-head machine screws for exposed fasteners, unless otherwise indicated. D. Anchors and Inserts: Anchors and inserts shall be non-ferrous metal or for exterior installations and elsewhere as requited rui uorrosion resistance. Steel or lead expansion bolt devices shall be used for drilled-in-place anchors. Concrete inserts shall be provided as required. E. Bituminous Paint: SSPC(Steel Structures Painting Council)-Paint 12(cold-applied asphalt mastic). 2.3 FABRICATION, GENERAL A. Provide louvers and accessories of the design, materials, sizes, depth, arrangement, and metal thickness indicated, or if not indicated, as required for optimum performance with respect to airflow; water penetration; air leakage, strength; durability; wind loading; and uniform appearance. Wind resistance design load shall be as required for building location per UBC and per local site conditions. B. Fabricate frames including integral sills to suit adjacent construction with tolerances for installation, including application of sealant in joints between louvers and adjoining WORK. C. Include supports, anchors, and accessories required for complete assembly. D. Provide concealed vertical mullions of the type and at spacing indicated or required but not further apart than recommended by manufacturer or 72 inches on center,whichever is less. At horizontal joints between louver units, provide horizontal mullions except where continuous vertical assemblies are indicated. E. Provide sill extensions and loose sills made of the same material as the louvers, where indicated or required for drainage to exterior and to prevent water penetrating to the interior. F. Join frame members to one another and to stationary louver blades by welding, except where indicated otherwise or where field bolted connections between frame members are made necessary by sizes of louvers. Maintain equal blade spacing, including separation between blades and frames at head and sill, to produce uniform appearance. MWH-011304 LOUVERS AND VENTS 1520315-STILLAGUAMISH RIVER WTP . 10200-2 2.4 LOUVERS FINISH A. Louvers and louver frames shall be provided with a Kynar 500 flu ropolymer coating. Coating shall be not less than 1 mil thick and not less than 70%full strength resin fluoropolymer.The coating shall meet or exceed all requirements of American Architectural Manufacturers Association's Specification Section 60512 entitled Voluntary Specification for High Performance Organic Coatings On Architectural Extrusions and Panels. The coating shall have an industry standard 5-year limited warranty against failure of the Kynar 500 finish. B. Color shall be selected from the manufacturer's standard color chart as selected by the ENGINEER. 2.5 LOUVER SCREENS A. All exterior louvers shall have removable screens unless indicated otherwise. B. Fabricate screen frames of the same metal as louver units to which they are secured, unless otherwise indicated. Provide frames consisting of U-shaped metal for permanently securing screen mesh. C. Use bird screens where indicated, of 1/2-inch square mesh, 0.063-inch aluminum wire. D. Locate screens on inside face of louvers, unless otherwise indicated. Secure screens to louver frames with machine screws, spaced at each corner and at 12 inches on center between corners. E. Finish of louver screens and screen frames shall be mill finish. 2.6 ACCEPTABLE MANUFACTURERS A. Available Manufacturers: Subject to compliance with requirements,manufacturers offering products, which may be incorporated into the WORK, include, but are not limited to, the following: 1. Construction Specialties, Inc. (C/S), Model A12370; 2. Airolite Architectural Louvers, Model T9912. PART 3 -- EXECUTION 3.1 PRODUCT DELIVERY, STORAGE, AND HANDLING A. Delivery of Materials: Manufactured materials, products, and prefabricated components shall be delivered in original, unbroken, packages, containers,or bundles bearing the name of the manufacturer. B. Storage: All materials and products shall be carefully stored in conformance with the manufacturers recommendations. Storage shall be in a manner that will prevent damage or marring of the product and its finishes. 3.2 INSPECTION A. Installer must thoroughly examine all substrates, areas and conditions under which installation WORK of this Section is to be undertaken and notify CONTRACTOR in writing of MWH-011304 LOUVERS AND VENTS 1520315-STILLAGUAMISH RIVER WTP 10200-3 conditions detrimental to proper, timely and successful completion of the installation. WORK shall not proceed until unsatisfactory conditions have been corrected. 3.3 PREPARATION AND COORDINATION A Coordinate setting drawings,diagrams,templates, instructions and directions for installation of anchors which are to be embedded in concrete or masonry construction. Coordinate delivery of such items to project site. B. Field Measurements: Verify size, location and placement of louver units priorto fabrication, wherever possible. C. Shop Assembly: Coordinate field measurements and shop drawings with fabrication and shop assembly to minimize field adjustments,splicing,mechanical joints,and field assembly of units. 3.4 INSTALLATION A. Louvers shall be installed in strict compliance with manufacturer's instructions and with shop drawings B. Locate and place louver units plumb, level, and in proper alignment with adjacent WORK. C. Use concealed anchors wherever possible. Provide brass or lead washers fitted to screws where required to protect metal surfaces and to make a weather tight connection. D. Form tight joints with exposed connections accurately fitted together. Provide reveals and openings for sealant and joint fillers, as indicated. E. Repair finishes damaged by cutting,welding,soldering and grinding operations required for fitting and jointing. Restore finishes so there is no evidence of corrective WORK. Items, which cannot be acceptably refinished in the field,shall be returned to the shop for required alterations. Such items shall be completely refinished or replaced, at the CONTRACTOR'S option. F. Protect galvanized and non-ferrous metal surfaces from corrosion or galvanic action by application of a heavy coating of bituminous paint on surfaces that will be in contact with concrete, masonry, or dissimilar metals. G. Provide concealed gaskets, flashing, joint fillers, and insulation, and install as WORK progresses to make installations weather tight. H. Refer to Section 07920-Sealants and Caulking, for sealant to be used during installation of louvers. 3.5 PROTECTION A. As the WORK of louver installation progresses, provide suitable protective coverings, barriers, devices, or such other methods or procedures as may be necessary to protect components and materials from damage or deterioration. Such protective measures shall be maintained in place throughout the remainder of the construction period. 3.6 ADJUSTMENT AND CLEANING MWH-011304 LOUVERS AND VENTS 1520315-STILLAGUAMISH RIVER WTP 10200-4 1 A. Protection Removal: Immediately prior to final inspection, all protective coverings shall be removed. B. All exposed and finished surfaces of louver components and materials shall be finally cleaned and inspected for damage, flaws, blemishes or other defects detrimental to 1 appearance. Surfaces, joints and exposed trim shall be in correct position and alignment 1 and be uniform in plane, color, texture and finish. - END OF SECTION - r - r L L L L MWH-011304 LOUVERS AND VENTS 1520315-STILLAGUAMISH RIVER WTP 10200-5 SECTION 10400 - IDENTIFYING DEVICES PART 1 --GENERAL 1.1 THE REQUIREMENT A. The CONTRACTOR shall provide signs and other identifying devices and appurtenant work, complete and in place, in accordance with the Contract Documents. B. This Section applies to all equipment, unless indicated otherwise in the equipment sections. 1.2 CONTRACTOR SUBMITTALS A. Furnish submittals in accordance with Section 01300 - Contractor Submittals. B. Shop Drawings: Full-size or scaled layouts of signs showing sign size, color, fasteners and mounting, and location. A typical of repetitive sign layouts may be submitted. Most restrictive conditions shall be depicted. C. Samples: Samples of all the materials and colors proposed for the WORK, clearly marked to show the manufacturer's name and product identification along with the manufacturer's technical data and application instructions. PART 2 -- PRODUCTS 2.1 GENERAL A. Identification devices shall be installed where directed by the ENGINEER. Wording shall be as indicated and shall be verified before fabrication. 2.2 ARCHITECTURAL NAMEPLATES A. Nameplates shall be Builders Brass Works, Vomar Products, Inc., or equal, with colored 1/8-inch acrylic plastic (matte finish). Lettering shall be white, 1/2-inch high, or 36 points, and be fused by heat and pressure to a depth of approximately 0.005-inch. Plates shall be installed in an extruded aluminum frame, medium bronze or dark anodized finish, and be provided with 2-way adhesive mounting tape. Plastic color and letter style shall be as selected by the ENGINEER. B. Nameplate Schedule: Follow naming convention as shown on the "Interior Finish Schedule", on the Drawings. Each personnel door entering the Rooms shall have a nameplate. 2.3 EQUIPMENT NAMETAGS A. Small Equipment, as defined in Section 11000 — Equipment General: 1/16 inch thick acrylic plastic with matte finish, color selected by the ENGINEER. Letters shall be white, 1/2- inch tall, embossed and fused by heat and pressure into the material. Lettering shall be the equipment number in the Contract Documents. B. Large Equipment per Section 11000 MWH-03082004 IDENTIFYING DEVICES 1520315-STILLAGUAMISH RIVER WTP PAGE 10400-1 1. Stainless steel plate, 1/16-inch thick, at least 4-inches by 6 inches, lettering embossed into the plate, at least 1-inch tall. 2. Lettering stenciled directly onto the equipment, in letter size and color determined by the ENGINEER. Furnish the proposed wording to the ENGINEER for approval. C. The ENGINEER will determine the location for all equipment nametags and the methods of attachment. 2.4 SIGNS A. General: Signs or warnings shall be enamel painted on semi-rigid butyrate. Signs shall conform to OSHA Standards and directions. Lettering sizes shall be 3-inch in height unless indicated otherwise. B. Chlorine Storage Area and Chlorinator Equipment Room: The following signs shall be provided on the doors to the Chlorine Storage Room and Chlorinator Room: DANGER POISON GAS CHLORINE KEEP OUT C. Emergency Equipment Cabinet Door and Emergency Equipment Storage Door: The following shall be provided on the inside of the door: IN CASE OF EXPOSURE TO CHLORINE GAS, REMOVE PATIENT TO FRESH AIR, KEEP PATIENT WARM AND QUIET, AND SEND FOR A PHYSICIAN NOTIFY , THE OWNER. D. The following sign shall be provided on doors 101, 102, 103, 105, 106, 107, 108, 110 EXIT E. Laboratory Bottle Gas: The following sign shall be provided for installation over fuel gas bottles: CAUTION FUEL GAS NO SMOKING F. The following signs shall be provided in all underground structures and manholes into which employees may enter. CAUTION VENTILATE BEFORE ENTERING DANGER PERMIT REQUIRED CONFINED SPACE DO NOT ENTER! G. The following sign shall be provided on all hose bibbs where water is non-potable: CAUTION NON-POTABLE WATER MWH-03082004 IDENTIFYING DEVICES 1520315-STILLAGUAMISH RIVER WTP PAGE 10400-2 DO NOT DRINK H. Automatic startup: All equipment which can be started either automatically or remotely shall have the following sign attached: WARNING THIS PIECE OF EQUIPMENT MAY START AUTOMATICALLY 2.5 LETTERS A. Metal: Letters shall be 3-inch anodic finish aluminum of medium bronze 312E color. The letters shall be of "Futurar, design as manufactured by James H. Matthews and Co.; or equal. Letters shall be provided complete with fasteners for concrete block wall installation at the locations indicated. B. Plastic: Plastic letters shall be 4-inch Helvetica Medium lower case cut from 1/4-inch thick acrylic plastic, finished with auto paint coating of color selected by the ENGINEER. 2.6 BRONZE PLAQUE A. A bronze plaque, 24-inch wide by 16-inch high, shall be provided as directed by the ENGINEER. The plaque shall have a satin finish, plain double line border, leatherette background, and be inscribed as directed by the ENGINEER. Letters shall be raised satin, finished with each letter sharp and clearly defined, style shall be as selected by the ENGINEER. Mounting shall be concealed fastenings with rosette covers in conformance with plaque manufacturer's recommendations. The CONTRACTOR shall submit artist sketches as Shop Drawings for review before final casting. PART 3 -- EXECUTION 3.1 GENERAL A. Installations of identifying devices shall be vandal-resistant. Fasteners shall be concealed, non-corrosive fasteners appropriate for materials being fastened and as required. 3.2 LETTERS A. Installation of metal letters shall be 3/4-inch projection mounted from concrete block wall surface with threaded studs and space collars. The center of each row shall align. Letters shall be installed per manufacturer's published instructions. - END OF SECTION - MWH-03082004 IDENTIFYING DEVICES 1520315-STILLAGUAMISH RIVER WTP PAGE 10400-3 SECTION 10500 - LOCKERS PART 1 -- GENERAL 1.1 THE REQUIREMENT A. The CONTRACTOR shall provide steel lockers and all appurtenant work, all in accordance with the Contract Documents. 1.2 CONTRACTOR SUBMITTALS A. Shop Drawings: The CONTRACTOR shall provide shop drawings of all products in accordance with the requirements in Section 01300 - Contractor Submittals. B. Samples: The CONTRACTOR shall submit to the ENGINEER for approval, samples of all the materials and colors proposed for use on the WORK. The samples shall be clearly marked to show the manufacturer's name and product identification and shall be submitted along with the manufacturer's technical data and application instructions. All sample submittals shall conform to the requirements for"Samples" in Section 01300. PART 2 -- PRODUCTS 2.1 GENERAL A. Lockers shall be as manufactured by Lyon Metal Products, Inc., Republic Steel Corporation, Interior Steel Equipment Company, or equal. Colors shall be selected by the ENGINEER from manufacturer's standard colors. Shop Drawings and color selections shall be submitted for each product. B. Lockers shall be constructed of 24-gauge steel body and 16-gauge steel semi-flexible type door with inverted louvers. Legs shall be provided if curb is not indicated. C. Hardware shall be provided and shall consist of not less than the following: 1. Live rubber silencers for doors, handles, locking device, and hinges. 2. Each locker shall be provided with one rustproof steel single prong hook; coat rod and non-corrosive number plates with 3/8-inch black filled figures in sequence. 3. Door holders (chain and spring type restrainer) shall be provided on end-of-line doors. 4. Built-in keyed locks shall be provided for each locker. Lockers shall be keyed and master keyed as directed by the ENGINEER. D. Lockers, steel parts, and accessories shall be thoroughly cleaned, given a bonding and rust inhibitive phosphate treatment, and coated with a heavy coat of epoxy resin or synthetic enamel. Enamel shall be baked-on to a hard durable finish of not less than one mil minimum dry thickness. Doors, frames, panel tops, and ends shall receive the same finish to provide a total minimum dry enamel thickness of 1.5 mils. 2.2 LOCKER UNITS A. Locker units shall conform to the following requirements MW H-110599 LOCKERS 1520315-STILLAGUAMISH RIVER WTP PAGE 10500-1 1. Lockers shall consist of three 2-person double tier lockers, 15-inches by 18-inches by 72-inches high (two 36-inch units) with 6-inch high legs, securely tied in a bank, furnished complete with sloping hood (including dead corners), number plates, and built-in master flat keyed type locks and pad lockable handles. PART 3 -- EXECUTION 3.1 LOCKERS A. Lockers shall be fastened to the structures in accordance with manufacturer's printed recommendations and in conformance with applicable codes. Frames and doors shall form a flush exterior when installed. Lockers shall be securely fastened in banks. - END OF SECTION - MWH-110599 LOCKERS 1520315-STILLAGUAMISH RIVER WTP PAGE 10500-2 SECTION 10520 - FIRE PROTECTION SPECIALTIES PART 1 --GENERAL 1.1 THE REQUIREMENT A. The CONTRACTOR shall provide fire protection equipment and appurtenant WORK, complete and in place, in accordance with the Contract Documents. B. All fire protection equipment shall be products of a single manufacturer. 1.2 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS A. Codes 1. National Fire Protection Association publications (NFPA), as referenced herein. 2. Uniform Fire Code (UFC) as published by the Western Fire Chiefs Association, Inc. and the International Conference of Building Officials. 1.3 CONTRACTOR SUBMITTALS A. Furnish submittals in accordance with Section 01300 - Contractor Submittals. B. Literature: Manufacturer's literature, installation instructions, and details shall be submitted. PART 2 --PRODUCTS 2.1 GENERAL A. Fire prevention equipment and installation shall comply with the Code, NFPA Pamphlet No 10, and the manufacturer's published recommendations and specifications. 2.2 MATERIALS A. Fire Extinguisher Designated FE-1: FE-1 fire extinguishers shall be 10-pound minimum capacity, A.B.C. dry-chemical type, with minimum UL rating of 4A:60BC. B. Fire Extinguisher Designated FE-3: FE-3 fire extinguishers shall be 10-pound minimum capacity, Carbon Dioxide type with minimum UL rating of 10B:C. C. Fire Extinguisher Cabinet (FEC): Fire extinguisher cabinet shall be semi-recessed steel cabinet with clear anodized aluminum door and door frame, and projecting, convex, butyrate plastic, canopy type viewing door cover (panel). The size shall be as necessary to hold fire extinguisher indicated at cabinet location. D. Bracket: Mounting brackets shall be specially designed for extinguisher. E. Other Materials: All other materials, not specifically described but required for a complete and proper installation of fire fighting devices shall be as selected by the CONTRACTOR, subject to the review of the ENGINEER. MWH-110599 FIRE PROTECTION SPECIALTIES 1520315-STILLAGUAMISH RIVER WTP PAGE 10520-1 2.3 MANUFACTURERS A. Fire protection items shall be from the following manufacturers, or equal: 1. Larsen's Manufacturing Co. 2. Potter-Roemer 3. General Fire Extinguisher Co. PART 3 -- EXECUTION 3.1 PRODUCT DELIVERY, STORAGE, AND HANDLING A. Delivery of Materials: Manufactured materials shall be delivered in original unbroken packages, or containers, bearing the manufacturer's label with manufacturer's name, product description, and rating. B. Storage: All materials shall be carefully stored in an area which is protected from deleterious elements as recommended by the material manufacturer. Storage shall be in a manner that will prevent damage to the material and its finish. 3.2 LOCATIONS AND INSTALLATION A. Locations: Fire prevention equipment locations and mounting heights shall be verified with the Fire Marshall before installation and shall be installed where directed. If locations are not directed by the Fire Marshall, the ENGINEER will direct locations. B. Installation: Installation shall be per NFPA Pamphlet No. 10 unless directed otherwise by the local Fire Marshall. C. Brackets: All fire extinguishers shall be provided with and installed on brackets or brackets within cabinets. The CONTRACTOR shall block and reinforce walls to support the fire extinguishers. - END OF SECTION - MWH-110599 FIRE PROTECTION SPECIALTIES 1520315-STILLAGUAMISH RIVER WTP PAGE 10520-2 SECTION 10800 -TOILET AND BATH ACCESSORIES PART 1 -- GENERAL 1.1 THE REQUIREMENT A. The CONTRACTOR shall provide toilet and bath accessories and appurtenant WORK, complete and in place, in accordance with the Contract Documents. 1.2 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS A. Manufacturer's Standards: The toilet and bath accessories and installation shall be in accordance with the manufacturer's published recommendations and specifications. 1.3 CONTRACTOR SUBMITTALS A. Furnish submittals in accordance with Section 01300 - Contractor Submittals. B. Samples: When requested by the ENGINEER, submit samples of the materials and colors proposed for use on the WORK. The samples shall be clearly marked to show the manufacturer's name and product identification. C. Literature: Manufacturer's literature, technical data, and installation instructions on each proposed product and item. PART 2 -- PRODUCTS 2.1 ACCESSORIES AND SPECIALTIES A. General: For the purpose of establishing quality and type, catalog numbers have been taken from the Bobrick, Bradley, and McKinney Parker catalogs, unless otherwise indicated. All items shall be products of a single manufacturer, wherever possible. B. Mounting locations shall be where indicated, at manufacturers' recommended heights where not indicated, and where determined by the ENGINEER. C. Exposed exterior finish shall be satin finish stainless steel, except where otherwise indicated. D. Towel, toilet tissue, tissue dispensers shall be provided with key locks. E. Manufacturers, or Equal 1. Bobrick Dispensers, Inc. 2. Bradley 3. McKinney Parker Co. MWH-01192001 TOILET AND BATH ACCESSORIES 1520315-STILLAGUAMISH RIVER WTP PAGE 10800-1 2.2 TOILET ACCESSORIES SCHEDULE Manufacturer's Numbers Item Bobrick Bradley Parker Soap dispenser, surface (liquid) B-4112 6542 304-H Towel dispenser & waste receptacle, B-3944 234-10 80294-2x2" semi-recessed Mirror, tilting, 16-in x 30-in B-294 741 3020 (Spcl) Mop rack, 36-inch B-224X36 9984 224/232 Toilet seat cover dispenser, recessed B-221 5831 601 W/C dispenser B-34764 5902 --- Grab bar, 2 — wall wheelchair,(approx. B-5637 837-059-2 825-28-CN size 40-in x 52-in) NOTES: 1. CONTRACTOR to provide the correct hand for seat location. PART 3 -- EXECUTION 3.1 PRODUCT DELIVERY, STORAGE AND HANDLING A. Delivery of Materials: Manufactured materials shall be delivered in original unbroken packages, containers, or crating bearing the manufacturer's label with manufacturer's name and product description. B. Storage: All materials shall be carefully stored in an area which is protected from the elements in a manner recommended by the material manufacturer. Storage shall be in a manner that will prevent damage to the material and its finish. 3.2 INSTALLATION A. Mounting locations of toilet accessories shall be where indicated, at manufacturer's published recommendations for height where not indicated, and where determined by the ENGINEER. 3.3 LOCATION SCHEDULE A. Refer to Drawings- - END OF SECTION - MWH-01192001 TOILET AND BATH ACCESSORIES 1520315-STILLAGUAMISH RIVER WTP PAGE 10800-2 SECTION 13080 - SOUND CONTROL WINDOW SYSTEMS PART 1 -- GENERAL 1.1 THE REQUIREMENT A. The CONTRACTOR shall provide acoustical sound control window assemblies, complete with frames, stops, glazing, sound-absorbing material, and concealed fasteners and appurtenant WORK, in accordance with the Contract Documents. Assemblies are to be factory assembled in frame and shipped complete. 1.2 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS A. Commercial Standards ASTM E 283 Test Method for Rate of Air Leakage through Exterior Windows, Curtain Walls, and Doors ASTM E 330 Test Method for Structural Performance of Exterior Windows, Curtain Walls, and Doors by Uniform Static Air Pressure Difference ASTM E 90-90 Sound Transmission Class (STC) Rating ASTM E 413 STC Rating 41 and STC Rating 53 1.3 CONTRACTOR SUBMITTALS A. Furnish submittals in accordance with Section 01300 - Contractor Submittals- B. Test Reports: Certified independent laboratory test reports verifying compliance with test requirements and structural calculations prepared by registered structural engineer and indicating adequacy of installed materials to meet the uniform and structural load requirements. C. Test Reports: Certified independent testing agency verifying test results relative to compliance of sound ratings with the indicated requirements. D. Shop Drawings: Indicating details of each frame type, elevations of window designs, details of construction, installation and anchorage, and manufacturer's recommended installation procedures. 1.4 PRODUCT DELIVERY, STORAGE, AND HANDLING A. Delivery of Materials: Manufactured products shall be delivered in original unbroken packages, containers, or crating bearing the manufacturer's label with manufacturer's name, product description, and rating. B. Storage: Products shall be carefully stored in an area that is protected from the elements, in a manner recommended by the product's manufacturer. Storage shall be in a manner that will prevent damage to the product and its finish. MWH-02262004 SOUND CONTROL WINDOW SYSTEMS 1520315 - STILLAGUAMISH RIVER WTP PAGE 13080 - 1 1.5 QUALITY ASSURANCE A. General 1. Use adequate numbers of skilled workmen who are thoroughly trained and experienced in the necessary crafts and who are completely familiar with the specified requirements and the methods needed for the proper performance of the work of this Section. B. Acoustical Performance 1. The acoustical window manufacturer shall be required to submit acoustical performance data in the form of up-to-date test reports from an independent testing laboratory indicating the windows to be provided will have the required Sound Transmission Class Rating (ASTM E-90-90). 2. See the Drawings for the required STC ratings. 3. Owner may, at his option, order performance tests of installed window assemblies by an independent consultant to verify compliance with the Specifications. Any discrepancies shall be repaired or replaced without cost to the Owner. 4. Single Source Responsibility: Provide sound control windows, including stops, glazing, frame and sound-absorbing material, essential for sound control as an assembly and by a single firm specializing in producing this type of work for a minimum of ten (10) years. C. Warranty 1. Acoustical window materials and associated hardware shall be guaranteed against defective workmanship for one (1) year from date of installation. PART 2 -- PRODUCTS 2.1 MATERIALS A. Glass Panes Minimum Thicknesses 1. STC Rating 41, 3/4'- single pane 2. STC Rating 53, %2" interior, 1/2" exterior— double pane 3. Glass Type shall be: a. %" Laminated Safety Glass b. %2" Laminated Safety Glass B. Frames 1. Frames shall be 1 '/4 inch thick, fabricated from not less than 11 gauge cold rolled, galvannealed steel with an A60 coating weight, reinforced and filled with sound- absorbing acoustic fill. Inside and outside corners shall be mitered and Interlocked to MWH-02262004 SOUND CONTROL WINDOW SYSTEMS 1520315 - STILLAGUAMISH RIVER WTP PAGE 13080 - 2 hairline measurements, made square, continuously welded and ground smooth, flush and invisible. 2. Acoustic seals for glazing shall be vibration-isolating resilient gaskets, U-shaped and continuous santoprene UV grade 65-75 durometer black. Self-contained, sound absorptive interior perimeter of not less than 22 gauge (0.76mm) steel shall be perforated and pre-finished black. Desiccant material shall be incorporated into multiple glazed units. 3. Stops: Provide stops that are 1" (25mm) high (min) and readily removable, fabricated form not less than 16 gauge (2mm) rolled steel sections pre-drilled and aligned with frame to form tight square acoustical joints. Stop fasteners shall be concealed. 4. Assembly: The assembly of the acoustic window units, including frames, stops, glazing, acoustic seals, sound-absorbing material and concealed fasteners, shall take place at the factory to ensure that the required noise reduction requirements are achieved. Glazing shall not need to be removed to facilitate fastening or anchoring at the job site. C. Manufacturer, or Equal 1. Provide single and double glazed "Noise Lock" acoustical windows and frames with stops, glazing, sound-absorbing material, and concealed fasteners as manufactured by Industrial Acoustics Company, Inc. (IAC), 1160 Commerce Avenue, Bronx, New York 10462, (718)931-8000, or approved equal. Equivalent products will be considered, when submitted for approval prior to Bid opening, and meets or exceeds the requirements of this Section, upon review by the ENGINEER. 2. Manufacturers shall have been engaged in the manufacture of acoustic sound control windows for not less than 10 years. 2.2 FABRICATION A. General: Fabricate units to be rigid, neat in appearance and free from defects, warp or buckle. Accurately form metal to required sizes and profiles. Wherever practical, fit and assemble units in the manufacturers plant. Identify work that is not permanently factory assembled before shipment to ensure proper assembly at the job site. Weld exposed joints continuously, gring, fill dress and make smooth flush and invisible. B. Finish (Factory): Frames shall receive a shop coat of a rust-inhibitive primer. The primer shall be applied over properly prepared metal, in accordance with the manufacturer's standard shop prime coat procedures. Oven bake dry. Field applied finish coat shall be as specified in Section 09800. PART 3 -- EXECUTION 3.1 INSTALLATION A. Compliance: Comply with the manufacturer's product data, including product technical bulletins, product catalog installation instructions and product carton instructions. MWH-02262004 SOUND CONTROL WINDOW SYSTEMS 1520315 - STILLAGUAMISH RIVER WTP PAGE 13080 - 3 B. Preparation: Protect adjacent adjacent work areas and finish surfaces from damage during window unit installation. Coordinate window assembly details with details of adjacent work in order to ensure proper attachments and clean junctions. C. Installation: Install work in accordance with reviewed shop drawings and the specifications herein, using only factory trained personnel as required by the manufacturer. Install windows and shims accordingly to allow for a plumb and square installation without excessive or unequal clearances. Caulk exterior and interior joints prior to finish painting. 3.2 FIELD QUALITY CONTROL A. Upon completion of the Work, and prior to its acceptance by the Owner, secure a visit to the job site by a qualified representative of the acoustic window manufacturer to confirm that the installation is in conformance with the manufacturer's recommendations. 3.3 FIELD TESTING A. Testing Agency: The Owner shall employ and independent testing agency to perform the sound control ficld testing. B. Testing Requirements: Field testing shall be in accordance with ASTM E 336, with results calculated according to ASTM E 413, in order to confirm that the operating field NIC values are within 5 dB of laboratory STC values. C. Test results shall be reported promptly to the ENGINEER, CONTRACTOR and OWNER. D. Repair or replace components of sound control window units where test results indicate STC ratings do not meet the specified requirements, at no cost to the OWNER. 3.4 DEMONSTRATION A. Provide instructions to the OWNER regarding the proper maintenance of the sound control window units. - END OF SECTION - MWH-02262004 SOUND CONTROL WINDOW SYSTEMS 1520315 - STILLAGUAMISH RIVER WTP PAGE 13080 -4 SECTION 15450 - PLUMBING EQUIPMENT PART 1 -- GENERAL 1.1 THE REQUIREMENT A. The CONTRACTOR shall furnish and install gas and water heaters, circulating pumps, tempering tank and other plumbing equipment as shown, complete with water, gas, and/or electric connections and hook-ups for a complete and operable installation as specified herein and in accordance with the requirements of the Contract Documents. 1.2 CONTRACTOR SUBMITTALS A. The submittals shall be in accordance with Section 01300 — Contractor Submittals, and shall include operation, maintenance, and inspection data, replacement part numbers and availability, and service depot location and telephone number. PART 2 -- PRODUCTS 2.1 GENERAL A. All plumbing piping, fixtures, specialties, equipment, and appurtenances shall be new, first-quality products manufactured for the intended usage. Materials, capacities, features, finishes, and manufacturers shall be as specified herein and shall be compatible with elements of the work to which they relate or connect. 2.2 GAS WATER HEATERS A. General: Gas water heaters shall be furnished as shown, complete with gas, cold water, and hot water connections; flue; 3/4-inch drain valve piped to drain; 3/4-inch (min) temperature and pressure relief valve piped to floor sink or drain; and aquastat. The tank shall be of welded steel construction for a working pressure of not less than 150 psi, glass-lined, with magnesium anode, minimum 1-inch-thick fiber glass insulation, enameled steel jacket, and feet. The gas burner shall be suitable for natural gas and it shall be provided with 100 percent safety shut-off, easily accessible non-linting pilot, and fingertip temperature selection. The flue connection shall have a draft diverter. The tank shall be protected against premature failure in the following ways: 1. Against electrolytic corrosion by conveniently located, easily replaceable magnesium anode rod. 2. Against failure due to overheating caused by the build-up of scale, film and other sediment, by a construction which incorporates an annular ring which fits inside the tank at the base. The ring shall be equipped with a group of calibrated jets, properly positioned so that they will direct the inlet water in such a way that particles of sand, silt or scale present in the water shall be burned and agitated, kept in suspension, and carried out of the water heater on that or on succeeding water draws. B. Flue: A flue shall be provided from the draft diverter to above roof in accordance with applicable codes and complete with supports, roof flashing, and weather cap. The flue shall be of galvanized steel, double-wall pipe or other suitable, insulated material. MWH-010804 PLUMBING EQUIPMENT 1520315 - STILLAGUAMISH RIVER WTP PAGE 15450-1 C. Heater Specification: Gas water heaters shall meet the following requirements: 1. Identification number - ME-6 2. Location - Operations Building — Equipment Room 3. Tank capacity, (gal.) - 80 gallons 4. Heater input, Btu/hr - 180,000 5. Heater output, Btu/hr - 144,000 6. Recovery rate, GPM @ 100❑ Rise - 174 7. Manufacturers, or equal: a. State Industries Inc., Series Model SBT; b. A.0. Smith; c. Rudd. 2.3 CIRCULATING PUMPS (EMERGENCY EYEWASH TEMPERED WATER SYSTEM) A. Furnish and install the circulating domestic hot water pumps as shown on the Contract Drawings. (Emergency Eyewash System — Detail M-900) 1. Circulating Pump 2. Timer Control Circuit 3, Mixing Valve 4. Potable Water Expansion Tank B. Circulating Pump: Pump shall be lead free bronze nonferrous circulator, with bronze casing and polypropylene impeller. The pump shall be directly coupled to drive motor with ceramic shaft and double sintered carbon bearings. The motor shall not overload at any point throughout the head and capacity range of the pump. Pump and motor shall be suitable for continuous duty while handling clear hot water up to 230 degrees F and 150 psi. Provide pump with pressure taps on both inlet and outlet. C. Timer Control Circuit: Pump controls shall include automatic timer circuit to circulate tempered water through Emergency Eyewash supply piping. Controls shall be adjustable, with three modes; ON (continous), OFF (at all times), and TIMER (run at programmed intervals). Timer shall be initially set to run at once every two hours, for 3 minutes. Manufacturers or Equal; MWH-010804 PLUMBING EQUIPMENT 1520315 - STILLAGUAMISH RIVER WTP PAGE 15450-2 1. Bell & Gossett, Model TC-1 D. Pump Specification: Pump shall meet the following requirements: 1. Identification number - P-12 2. Location - Mechanical Room 3. Capacity, (GPM @ Ft. Head) - 12 gpm @ 7 ft 4. Motor size, (HP) - 92 W 5. Voltage/Phase - 120 V/ 1 ph 6. Manufacturers or equal: a. Bell and Gossett. b. Taco, Inc. c. Grunfos, Inc E. Potable Water Expansion Tank: The Contractor shall size the expansion tank for the Emergency Eye piping arrangement as is installed. The expansion tank shall be installed in accordance with the manufacturer's printed instructions. 1. NSF Approved for potable water use. 2. Supported and piped in accordance with the manufacturer's printed instructions. 3. Manufacturer or equal: a. Bell & Gossett— Model PT Diaphram Expansion Tanks F. Mixing Valve: Mixing Valve shall be designed to provide warm water (60F— 85F) over a wide range of flows; up to 60 gpm. Manufacturers or Equal; 1. HAWS 9202 Thermostatic Mixing Valve PART 3 -- EXECUTION 3.1 WATER HEATER INSTALLATION A. The CONTRACTOR shall install water heaters in accordance with manufacturer's printed instructions. B. The work hereunder shall be coordinated with plumbing piping and related fuel piping, gas venting, and electrical work to achieve operating system performance requirements. C. The CONTRACTOR shall provide steel pipe support for tanks, independent of building structural framing members. MWH-010804 PLUMBING EQUIPMENT 1520315 - STILLAGUAMISH RIVER WTP PAGE 15450-3 D. Tank shall be cleaned and flushed after installation. All openings shall be sealed until pipe connections are made. - END OF SECTION - MWH-010804 PLUMBING EQUIPMENT 1520315 - STILLAGUAMISH RIVER WTP PAGE 15450-4 SECTION 15500 - HEATING, VENTILATING, AND AIR CONDITIONING PART 1 -- GENERAL 1.1 THE REQUIREMENT A. The CONTRACTOR shall furnish and install all heating, ventilating, and air conditioning systems and equipment complete with all supports, mounting frames, ventilators, ductwork, piping, louvers, panels, filters, grilles, electric drive units and controls, mechanical equipment, electrical work, appurtenances, testing and balancing, ready for operation as shown and specified herein, in accordance with the requirements of the Contract Documents. 1.2 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS A. Codes: All codes, as referenced herein, are specified in Section 01090 — Reference Standards. B. All work and materials shall be in full accordance with the latest rules and regulations or publications of the State Energy Resources Conservation and Development Commission, the State Fire Marshall, the Industrial Safety Orders, the Health and Safety Rules (Air Conditioning systems), the local Plumbing Code, the local Building Code, and all other local codes. Nothing in the Contract Documents shall be construed to permit work in violation of the above codes, rules and regulations. In the absence of applicable codes, the installation and workmanship shall follow the standards set by the American Society of Heating, Refrigeration and Air Conditioning Engineers (ASHRAE). 1.3 CONTRACTOR SUBMITTALS A. Shop Drawings: Shop drawings shall be submitted for all equipment, ductwork, controls, control panels, piping, and for all specified heat tracing in accordance with Section 01300 - Contractor Submittals. B. Equipment Numbers: Equipment is identified by assigned numbers for reference and location purposes in the Contract Documents. The appropriate equipment numbers shall be indicated on the Shop Drawings and on other submittals by the CONTRACTOR. C. Fan Curves: Certified fan curves for each fan are required. 1.4 WARRANTY A. The air conditioners, heaters, and all fans, ventilators, grilles, etc., furnished and installed by the CONTRACTOR shall carry the manufacturer's standard warranty, and all such warranties shall be furnished to the ENGINEER upon final acceptance of the completed systems by the OWNER. All refrigerant compressors shall carry a 5-year warranty by the manufacturers. MWH-011304 HEATING, VENTILATING, 1520315-STILLAGUAMISH RIVER WTP AND AIR CONDITIONING PAGE 15500-1 PART 2 -- PRODUCTS 2.1 GENERAL A. Quality: All mechanisms or parts shall be amply proportioned for the stresses which may occur during operation or for any other stresses which may occur during fabrication and erection. Individual parts furnished which are alike in all units shall be alike in workmanship, design, and materials and shall be of the manufacturer's top line, industrial-commercial grade. B_ Supports: All equipment and appurtenances shall be firmly anchored or connected to supporting members. All supports required for the proper installation of the equipment, but not forming an integral part of the building structure, shall be provided by the HVAC CONTRACTOR, unless otherwise shown. Equipment shall be supported on restrained spring-type vibration isolators. C. Noise/Vibration Control: The system shall be free of any objectionable vibrations and noise. Flexible connections shall be provided in all ducts and piping connections to fans, compressors, and any other vibrating equipment. 2.2 MOTORS A. All motors supplied for equipment shalt conform to the latest IEEE and NEMA requirements for mechanical and electrical characteristics including service factors. In addition, motors shall meet the requirements of Section 16460 - Electric Motors. Each motor shall bear the manufacturer's nameplate with complete motor data. Each motor shall be of ample size and construction to carry continuously all loads which might be imposed by the piece of equipment it drives throughout the full range of operation of the equipment and the maxims im motor loading shall in all cases be less than or equal to the nameplate horsepower rating, exclusive of the service factor. B. Performance Curves: In no case shall the required horsepower at any point on the HVAC equipment performance curve exceed the rated horsepower of the motor, or encroach on the service factor. 2.3 ELECTRICAL WORK A. The HVAC CONTRACTOR shall furnish and install all controls, sensors and control panels relating to the HVAC systems including starters, thermostats, motorized dampers and louver operators and as indicated, and shall install all control wiring of 120 volts and less under this Section, but shall meet the requirements of Division 16 - Electrical. Local power disconnects, where required, shall be installed by the ELECTRICAL CONTRACTOR. B. The ELECTRICAL CONTRACTOR under Division 16 - Electrical, shall install all circuit breakers, all starters in motor control centers, all 120, 208, 240 and 480 volt power feeders from starters and circuit breakers to the HVAC equipment shown on the Contract Drawings. Equipment locations on the Electrical Drawings are shown for reference only and actual locations are shown on the HVAC Contract Drawings. C. All starters whether as an integral part of the equipment or as a separate part shall meet the specifications as given in Section 16480 - Low Voltage Motor Control Centers. Enclosures shall be of the same NEMA class as the electrical equipment in that area and all starters shall be of the same manufacturer as starters specified under Section 16480 - Low Voltage Motor Control Centers. HEATING, VENTILATING, MWH-011304 AND AIR CONDITIONING 1520315-STILLAGUAMISH RIVER WTP PAGE 15500-2 D. All low voltage control wiring shall be in accordance with the National Electric Code. All control wiring for line voltage 120 volts and higher shall conform to Section 16120 — Wires and Cables. E. Details of individual control panels shall be similar to those shown on Electrical Drawings. Control Panels shall conform to Section 16485 — Local Control Panels and Misc. Electric Devices. F. CONTRACTOR to note that all conduit in this Section shall conform to that specified in Sections 16110 — Electrical Raceway Systems, and 16111 — Underground Raceway Systems. 2.4 FLASHING A. All equipment that passes through roofs of buildings or structures will be provided with proper flashing in accordance with the specifications and as indicated on the Contract Drawings. The flashing shall comply with Section 07600 — Flashing and Sheet Metal of this Specification. 2.5 PIPE AND FITTINGS A. All piping and fitting material used in the fulfillment of this Contract shall be new and the best of its respective class. B. The extent of all piping work is shown on the Contract Drawings. All heating piping shall be Schedule 40 black steel pipe with screwed fittings. All refrigerant piping shall be type L hard temper copper with cast brass fittings. Provide a drain at all low points in piping system. C. All copper and steel pipe and fittings shall meet the specifications for Section 15010 — Mill Piping — Exposed and Buried, insofar as it applies. All joints in refrigerant piping shall be made with silver solder. 2.6 VALVES A. Furnish and install valves at all locations shown on the Contract Drawings or specified and in at least the following locations: 1. A gate valve in each hot water heating coil supply and return connection. 2. A balancing valve may replace the gate valve on hot water piping as hereinafter specified. B. All gate valves shall be good for one hundred twenty-five pounds working pressure, and in every respect suitable for the purpose intended. All shall be brass with screwed ends and be wheel operated. Gate valves shall be Powell Co. No. 500; Jenkins 47U; or equal. C. All check valves shall be all brass or bronze with regrinding discs. Check valves shall be Crane No. 36; Jenkins 762A; or equal. D. Provide on water heating equipment including air handling unit hot water coils, a combination balancing and shut-off valve. The valve shall be a 100 percent shut-off unit with a maximum valve pressure of 125 psig at a temperature of 250 degrees F. Units shall be such that after closing for shut-off, they can be reopened to balance position with no MWH-011304 HEATING, VENTILATING, 1520315-STILLAGUAMISH RIVER WTP AND AIR CONDITIONING PAGE 15500-3 further adjustment. Valve shall be Illinois, Series 61 up to one inch size and Series 81 on larger sizes; ITT Bell and Gossett, Circuit Setter Series CB; or equal. E. Solenoid valves shall have brass body, with stainless steel trim. Valves shall be provided with a mechanical operator for manually actuating the valve in case of power loss, and NEMA Type IV solenoid enclosure for 120 volt, 60 Hz current. Normally closed valves shall be provided with a manual lock-open feature and normally opened valves shall be provided with a manual lock-open feature and normally opened valves shall be provided with a manual lock-closed feature, and high temperature coils. Valves shall be Autornatic Switch Company No. 8210-MO Series; Skinner Electric Valve Co. Model V5-1 or V5-2; or equal. F. Three way mixing valves shall be Honeywell No. V5013F; or equal. The operator for either proportional or 2-position control of the hot water shall be appropriate for the application and of proper size and power for smooth operation of the valve. The unit shall be complete with all necessary linkages, parts, etc. G. Installation: Except as otherwise indicated, comply with the following requirements. 1. All valves be set carefully regarding their location with respect to equipment controlled and accessibility. Consideration should be given to location of valves with respect to the proper drainage of the piping system. 2. Install valves where required for proper operation of piping and equipment, including valves in branch lines necessary to isolate sections of piping. Locate valves so as to be accessible and so that separate support can be provided when necessary. --3. Install-valves-with-stems-pointed-up in-the-vertical-position-where possible,_but in no case with stems pointed downward. 4. Where insulation is indicated, install extended-stem valves, arranged in the proper manner to receive insulation. 2.7 INSULATION (PIPING/DUCTWORK) A. All heating piping, refrigerant piping, supply, and outside air ductwork shall be insulated under this Section in accordance with the specifications and as shown on Contract Drawings. B. The insulation shall comply with Section 15145 Pipe, Ductwork and Equipment Insulation of --these-Specifications. 2.8 WELDING A. All welding of black steel or alloy pipe shall be carried out in strict accordance with A.W.S. procedures and all codes and ordinance of the City of Marysvilled and the State of Washington, pertaining to welded steel pipe lines. Welding shall be accomplished by means of the shielded electric arc process and by workers who are certified for this work. 2.9 EXPANSION JOINTS AND LOOPS A. Provide expansion loops or expansion joints at locations shown uii the Contract Drawings and as necessary to provide for the expansion of piping. Maximum straight run of pipe MWH-011304 HEATING, VENTILATING, 1520315-STILLAGUAMISH RIVER WTP AND AIR CONDITIONING PAGE 15500-4 without an expansion joint or loop installed shall not exceed 75 feet. Provide an expansion joint or loop at every building construction joint. B. The pipe expansion joints on metal piping three inches and smaller shall be two-ply stainless steel bellows type with 1%2 inches compression stroke, %2 inch extension and total stroke of 2 inches suitable for maximum operating temperature of 750 degree F and maximum working pressure of 175 psi. The compensator shall have male pipe thread ends for steel pipe or female sweat ends for copper pipe. Pipe expansion joints shall be as manufactured by Flexonics, Model H for steel piping and Model HB for cooper piping; Keflex Series 7Q; Adsco Compensators; or equal. 2.10 HANGERS AND SUPPORTS A. 'The CONTRACTOR shall provide all necessary hangers, supports, concrete inserts, anchors and guides for material and equipment to be installed in this Contract. B. No perforated strap hangers and no wire supports will be permitted. C. Hangers supporting insulated pipe shall be sized to fit the pipe plus the insulation. The insulation at support points shall be provided with metal shield to prevent damage to insulation. D. Anchors and guides shall be built of steel, in accordance, with approved detail drawings and as indicated on the Contract Drawings. E. Pipe hangers used to support uninuslated copper piping shall be copper plated. F. Anchorage shall be obtained by welding lugs onto the pipe and providing abutting surfaces against the lugs to restrict longitudinal movement. All anchors shall be so designed that the pipe may be removed by removing bolts and no welding of pipe to the anchor will be permitted. All bolting materials shall be cadmium plated. G. Guides shall be located not more than twenty feet away from each expansion loop or joint. H. Horizontal runs of pipe shall have supports spaced so that the sag of the unsupported length will not create any pockets in the piping (weight of fluid included). Steel Pipe up thru 1'/4' .......................................................... not more than 8'0" Pipe 1%2"thru 2'/2" ......................................................... not more than 10'0" Pipe 3"thru 3'/2" ............................................................ not more than 12'0„ Pipe 4" thru 6" ..... ......................................................... not more than 14,0„ Pipe 8" and larger ......................................................... not more than 160" Copper Pipe to 1'/4.. .................................................................. not more than 6,0„ Pipe 11/2"thru 2'/2.. ......................................................... not more than 8'0" Pipe 3" thru 3'/2" ............................................................ not more than 10'0„ Pipe 4" and larger ......................................................... not more than 12'0" I. All vertical piping shall be supported at the base with fittings made for this purpose or supported from the nearest horizontal member or floor with a riser extension pipe clamp. MWH-011304 HEATING, VENTILATING, 1520315-STILLAGUAMISH RIVER WTP AND AIR CONDITIONING PAGE 15500-5 Provide riser extension clamp at each floor. J. Hangers for ductwork and equipment shall be in accordance with the details shown on the Contract Drawings and also in accordance with the Sheet Metal and Air Conditioning Contractors National Association (SMACNA). K. All inserts shall be galvanized. L. Seismic Resistance: When earthquake loads are applicable in accordance with the building code, mechanical system supports shall be designed by the CONTRACTOR and installed for the seismic forces in accordance with the building code. 2.11 PIPE SLEEVES A. The CONTRACTOR shall examine the Contract Drawings carefully for all sleeves that are to be built into the construction and plan his work accordingly, so that sleeves are placed well in advance of construction work, and care taken with their location and support until encased. B. Sleeves shall be standard weight galvanized steel pipe for dry interior installation. Sleeves for exterior or wet installation shall be standard weight ductile black steel, stainless steel, or standard weight PVC for pipe temperatures below 120 degrees F. C. All sleeves shall be sized one pipe size larger than uninsulated piping and one pipe size larger than piping plus insulation on insulated pipe. D. Where pipes pass through floors, sleeves shall extend three inches above finished floor. Where pipes pass through walls, sleeves shall be flush with wall. 2.12 ALUMINUM DUCTWORK A. The CONTRACTOR shall furnish and install ductwork as shown on the HVAC Contract Drawings. B. All low pressure ductwork shall be designed for 3 inches vacuum and pressure and be constructed of sheet aluminum of not less than eighteen gauge where the largest dimension of a duct is twelve inches or less in width or diameter, and not less than sixteen gauge for widths or diameters larger than 12 inches. Gauge designations refer to Brown and Sharpe Standards. Ductwork sheets, unless otherwise specified, shall be of Aluminum Association Alloy 3003-H14. C. Ductwork shall be air tight and well braced. It shall be carefully supported in horizontal runs with rod and angle supports at no greater than 8 feet intervals. Ductwork shall be run as close as possible to the layouts as shown on the Drawings. Vertical aluminum ductwork shall be adequately guided and shall be firmly supported by standard framing angles of Aluminum Alloy 6061-T6. D. All seams shall be double locked. Rectangular ducts with longer than a 12 inch dimension shall have full perimeter standing seams not less than 1 inch high. Reinforcements shall be at intervals of not greater than 30 inches along the duct. No "S" seams will be permitted. E. Except where permitted by the ENGINEER, fan discharge connections and ductwork reductions shall have duct side slopes not to exceed 30 degrees. MWH-011304 HEATING, VENTILATING, 1520315-STILLAGUAMISH RIVER WTP AND AIR CONDITIONING PAGE 15500-6 F Radius of bends shall be not less than 1'/2 duct diameters, unless otherwise shown. All mitered elbows, tees, either square, rectangular, or round, and extractors on all air ductwork, shall have turning vanes as shown on the Contract Drawings. G. Care shall be taken to properly insulate aluminum duct and supports from concrete or dissimilar metals by an applied bituminous coating or by rubber gaskets at all contact points. H. Access Doors: Access doors shall be provided in the ductwork at all fire dampers, motorized and back draft dampers, filters and as shown on the drawings. They shall be continuously hinged, double skinned, of either 22 gage galvanized steel or 20 gage aluminum to match the ductwork material, with one cam lock for sizes up to 16 inches square or two cam locks for sizes over 16 inches square, must match insulation thickness in door with ductwork insulation and have foam sealing gaskets on all four sides. Access doors shall be Ruskin SMACNA Standard Duct Access Doors; or equal. I. Flexible duct may be used to attach air outlets to duct banks when outlets are fitted in a finished ceiling. Flexible duct shall be insulated. Maximum length of flexible duct shall not exceed 10 feet. Materials joining and supporting of flexible duct shall be in accordance with the latest edition of SMACNA. J. Flexible Connections: Equipment shall be attached to ducts through approved flexible connections to facilitate removal of the units and for sound isolation. Flexible connections consisting of heavy duct canvas or woven glass fabric silicon coated shall be provided. Canvas connections shall be a heavy cotton impregnated for waterproofing and fire retardant. Glass fabric shall be used where temperatures exceed 200 degrees F. Weight of Canvas shall be 20 ounces Per sq. yd. Weight of glass fabric shall be approximately 12 ounces. per sq. yd. K. The material is based on FRP products manufactured by Plastic Piping Systems, Inc.; Rigidon 3622 HV manufactured by Heil Products, Inc.; or other manufacturers of similar products with the same characteristics and corrosion resistance. L. Duct, fittings, dampers, etc., shall be fabricated in strict accordance to NBS PS 15-69 standards. 2.13 FLUES A. Furnish and install flues, supports, and other accessories as required for gas fired heaters and appliances as shown on the Contract Drawings. B. The manufactured, pre-fabricated flue shall be UL listed, used at temperatures not to exceed 1000 degrees F under continuous operating conditions, be designed to be gas tight to prevent leakage of combustion products into the building, and be designed to compensate for the flue gas induced thermal expansions. The double wall flue shall have an inner gas carrying pipe of Type 304 stainless steel, a nominal 1 inch air space between the walls, and an outer jacket of aluminum coated steel or Type 304 or Type 316 stainless steel for additional corrosion protection in hostile environments. The flue duct shall be Selkirk Metalbestos Model PS; or equal. C. Assemble and install flues in accordance with recognized industry practices which will achieve air tight systems. Install with a minimum of joints. Align accurately at connections, and keep internal surfaces smooth. Support flues rigidly with suitable ties, braces, hangers, and anchors of the type which will hold work true-to-shape and prevent buckling. MWH-011304 HEATING, VENTILATING, 1520315-STILLAGUAMISH RIVER WTP AND AIR CONDITIONING PAGE 15500-7 D Locate runs as indicated by diagrams, details and notations or, if not otherwise indicated, run in the shortest route which does not obstruct usable space or block access for servicing the building and its equipment. Pitch flues upward from equipment to stack. 2.14 MOTORIZED DAMPERS A. CONTRACTOR shall furnish and install the motorized opposed blade dampers as shown on the Contract Drawings. B. The damper and frames shall be of minimum aluminum B & S 12 gauge. Aluminum blades shall have interlocking edges with one center and two edge crimps, and brass bearings. The frame shall be welded channel construction with lugs and mounting brackets for damper operators. Dampers shall have felt or rubber seals at edges to minimize air infiltration, when closed. C. Damper motors shall be [electric] [pneumatic] with necessary linkages for positioning the damper blades. Damper sizes and capacities shall be as called for on the Contract Drawings. The motors shall be powered open and spring closed except as noted. 2.15 BACKDRAFT OR GRAVITY DAMPERS A. Furnish and install gravity (Backdraft) dampers on the exhaust fans and ventilators where called for on the Contract Drawings. Dampers shall be multi-blade, with soft seating gaskets for minimizing noise and air leakage when closed. The blades shall be constructed of 16 gauge aluminum, and be of air foil design. Frames shall be 16 gauge extruded aluminum alloy. The frames shall be totally out of the air stream, and arranged for flange mounting. B. Dampers shall be Air Balance, Inc.; Air Dynamic; or Ruskin Model [BD2A1] [BD2A2], and shall be designed to operate at 0.05 inch w.g. S.P. or less. Blades shall be individually counter balanced and shall have non-ferrous pins turning in nylon bearings. Damper sizes and capacities shall be as called for on the Contract Drawings. 2.16 VOLUME CONTROL DAMPERS (MANUAL AND MOTORIZED) A. Furnish and install volume control dampers in accessible locations in branch supply ducts and at each exhaust air opening to properly regulate the volume of air delivered or withdrawn from each inlet and outlet and as indicated on the Drawings. B. The volume dampers shall be of the opposed blade type and be constructed of aluminum B & S fourteen gauge, suitably reinforced with sturdy control shafts. Ductwork shall be reinforced to double thickness at damper shaft openings. C. The volume control dampers of the air extractor type as indicated on the Drawings shall be constructed of stainless steel, 20 gauge for frames and 24 gauge for blades. D. No splitter dampers will be allowed. All manual control dampers shall have provisions for adjustment and locking in position after being set. E. Damper motors shall be electric with either modulating or two positioning control and necessary linkages. Damper sizes and capacities shall be as called for on the Contract Drawings. The motors shall be powered open and spring close except as noted. 2.17 FIRE DAMPERS MWH-011304 HEATING, VENTILATING, 1520315-STILLAGUAMISH RIVER WTP AND AIR CONDITIONING PAGE 15500-8 A. Furnish and install fire dampers in ductwork at all floor penetrations and all fire rated wall penetrations where shown or not on the Contract Drawings. Fire dampers to be of the fusible link type and have Underwriter's approval. B. Fire dampers shall be 1% hour Ruskin FD35; or equal. The units shall be arranged for horizontal or vertical mounting, and be provided with a 165 degree F fusible link. C. Furnish and install an end switch on fire dampers to signal fire alarm and de-energize fan motors in the event of a fire. D. Fire dampers shall be in accord with the codes of the State of Washington and the provisions of the NFPA Bulletin 90A. 2.18 REGISTERS, GRILLES AND DIFFUSERS A. Furnish and install all supply and return registers and grilles and all supply diffusers as shown on the Contract Drawings. The sizes, capacities, and deflection of each unit shall be as shown on the Contract Drawings. B. General: The following schedule shall be followed for all units: 1. Supply Diffusers (SD): Titus Model TMS-AA with optional dampers; Metalair; or equal. 2. Return Grilles (RG): Titus Model 50-F; Tuttle and Bailey; or equal; with %2" x %" x '/2" aluminum grid and no dampers. 3. Return Registers (RR): Titus Model 350FL; Tuttle and Bailey; or equal; 4. Supply Registers (SR): Titus Model 272FL; Tuttle and Bailey; or equal; with opposed blade dampers. C. All registers, grilles and diffusers are to be constructed of aluminum. Finish to be a baked- on enamel. Accessory equipment shall be aluminum, or if not available, steel with a baked- on enamel. The proper border style shall be selected by the CONTRATOR to suit the installation conditions. D. All registers, grilles and diffusers located in corrosive atmospheres as indicated on the Drawings shall be painted with a special protective coating. See Section 09900—Painting. 2.19 FLAT AIR FILTERS A. General: The flat air filters used in the [air handling units, packaged air conditioning units, and the electric heat pumps] shall be 1 inch thick throw-away type supplied as an integral part of each unit. B. Provide three complete spare filter changes for all flat filters in all units, plus provide one new filter set in each unit at time of turning units over to the OWNER. Filters used in the units during construction are not included in the above, these filters are additional ones that shall also be furnished by the CONTRACTOR. C. The flat air filters shall be one inch thick throw-away type made of an adhesive coated fiber media and rated at 300 fpm face velocity, 0.04 inch wg initial resistance and a 0.50 inch wg MWH-011304 HEATING, VENTILATING, 1520315-STILLAGUAMISH RIVER WTP AND AIR CONDITIONING PAGE 15500-9 recommended final resistance. The filters shall be by Airguard Industries; Farr Co.; Snyder General Corp.; or equal. 2.20 WALL LOUVERS A. Furnish and install wall louvers as hereinafter specified, and where shown on the Contract Drawings. Louvers shall be Adjustable Type and Fixed type as called for with a drain gutter in each blade and downspouts in jarnbs and mulllions. All louvers shall be furnished with extended sill. Stationary blades and adjustable blades shall be contained within a single 6" louver frame. Adjustable section shall include low leakage blade and jamb seals. Louver components (heads, jambs, sills, blades & rnuiiiuns) shall be factory assembled by the louver manufacturer. Water stop at sill shall be factory caulked watertight. B. Adjustable Type small be Ruskin Model ELC 6375D, or equal. Fixed Type shall be Ruskin Model ELF 6375D, or equal, with extruded 6063T5 aluminum alloy construction as follows: 1. Frame: .125" wall thickness, box type. 2. Blades: Stationary section and adjustable center pivoted section .125" wall thickness. 37%degree angle on approximate 4'%z" centers. 3. Operator: Electric Type furnished with louver, 120 volts max. C. Published louver performance data bearing the AMCA Certified Ratings Seal for Air Performance & Water Penetration must be submitted for approval prior to fabrication and must demonstrate pressure drop and water penetration equal to or less than the model specified. D. Louvers shall be complete with aluminum bird screen and all necessary linkages for operating section. Size and capacities shall be as called for or, the Construction Drawings. E. I nrjvers shall be furnished with [clear anodized] finish. 2.21 DUCT SILENCERS A. Furnish and install duct silencers where indicated on the Contract Drawings. Silencers shall be aluminum construction or of a material to match the ductwork. Silencers shall be Titus Model MR; or equal with size, capacity and pressure loss as indicated on the Contract Drawings. 2.22 VIBRATION ISOLATORS A. Vibration control isolation shall be provided for all rotating equipment, except PlP(,tric motors. Where rotating units are part of factory assembled package units, such as a package air handling unit, the isolator shall be provided under the unit casing. B. All suspended equipment shall be supported by combination spring and fiberglass isolation hangers, incorporating minimum two inch thick neoprene jacketed fiberglass inserts in series with springs, all encased in steel brackets. C. All floor mounted or plattorm mounted built-up c.)r package air handling units shall be mounted on structural steel or concrete bases with isolator springs and brackets. MWH-011304 HEATING, VENTILATING, 1520315-STILLAGUAMISH RIVER WTP AND AIR CONDITIONING PAGE 15500-10 D All springs used in the vibration isolators shall have approximately one inch deflection under load and shall have a minimum additional travel of 50 percent between the design height and the solid height. All isolation equipment shall be provided and installed in strict compliance with the manufacturer's recommendations. E. For vibration isolation between HVAC equipment and supports and where indicated on the Contract Drawings, 3/4 inch thick rubber pads shall be used for full contact between equipment and support. The pads shall be as manufactured by Mason Industries, Super W Pads; or equal. 2.23 ROOF CURBS AND ROOF EQUIPMENT SUPPORTS A. Roof curb for all roof openings, for roof mounted exhaust fans and air intakes and exhausts unless otherwise shown or indicated on the Contract Drawings, are to be of the "raised cant" type with minimum 12 inch height above the roof line. Curbs shall be pitched at the base for roof pitch in excess of 3/8 inch per foot. A raised cant shall be a minimum of 4 inches unless otherwise specified. Curbs shall be of box design, constructed from 20 gauge galvanized steel with continuous welded seams, full mitered angle seam corners, and factory installed wood nailers, and shall be insulated with a minimum of 1'/2 inch 3 lbs./cu.ft. density rigid board fiberglass. B. Roof curbs shall have a 18 gauge stainless steel liner set in mastic, extended the full height of curb, if the duct does not extend to the top of the curb. C. Roof equipment supports shall be provided for roof mounted equipment. The supports shall be constructed of 18 gauge galvanized steel with continuous welded seams, an integral base plate, wood nailer with 1 inch overhang to accommodate insulation, counter flashing with lag screws. D. The supports shall have a raised cant of not less than 4 inches and shall be a minimum of 15 inches high. The length and width of the units shall conform to the support requirements of the equipment being supported. E. The roof curbs shall be Pate Model PC-5; Thycurb; supplied by the manufacturer of the fan, air handler, air conditioner, etc.; or equal, and the roof equipment supports shall be Pate Model ES-513; Thycurb; or equal. 2.24 TEMPERATURE AND EQUIPMENT CONTROL A. The CONTRACTOR shall design, furnish and install a complete electric-electronic system of automatic temperature control as specified herein. The system shall be designed and furnished by Johnson Controls; Honeywell; or equal. 1. After completion of the installation, the TEMPERATURE CONTROL MANUFACTURER shall adjust all thermostats, sensors, in the motors and other equipment provided under this contract with trained personnel in the direct employ of the TEMPERATURE CONTROL MANUFACTURER. The TEMPERATURE CONTROL MANUFACTURER shall place them in complete operating condition subject to the approval of the ENGINEER, and instruct the operating personnel in the operation of the control system. 2. The control system as specified herein shall be guaranteed free from defects in workmanship and material under normal use and service for a period of one year MWH-011304 HEATING, VENTILATING, 1520315-STILLAGUAMISH RIVER WTP AND AIR CONDITIONING PAGE 15500-11 after acceptance of the ENGINEER. Any equipment herein described proves to be defective in workmanship or material during the guarantee period shall be adjusted, repaired, or replaced by the automatic control manufacturer at no charge to the OWNER. 3. All wiring incidental to the temperature control system including electrical interlock and 120 Volt power to damper and louver operators shall be provided by the TEMPERATURE CONTROL CONTRACTOR. 4. Detailed wiring diagrams along with necessary supervision shall be provided by the TEMPERATURE CONTROL CONTRACTOR. 5. All control wiring (line voltage or low voltage), required to complete the temperature control system (by interconnecting starters, thermostats, PE switches, relays, and like devices) shall be installed by the TEMPERATURE CONTROL CONTRACTOR, but in accordance with Section 16050 - Electrical Work - General of this Specification. 6. All thermostats, controllers and amplifiers shall be suitable for the applications in which they are used. 7. Electric actuators for louvers shall be sized with sufficient reserve power to provide two position power as required. 8. All H.O.A. (Hand-Off-Auto) switches shall be furnished and installed by the TEMPERATURE CONTROL CONTRACTOR, but in accordance with Section 16485 - Local Control Panels and Misc. Electrical Devices. 9. The control manufacturer shall furnish all two-position relays, capacity relays, sequencing relays, plus all other controls necessary to meet the specifications and provide for properly operating automatic control system. All electric switches and relays must be UL listed and of a type to meet the current and voltage requirements of the particular application. B. CONTROL PANELS 1. General: Control panels shall contain all relays, control switches, transformers, pilot lights, timers, time clocks, step controllers, gages, thermostats (unless otherwise shown), and other accessories necessary for the particular system. Panels shall be aluminum with baked enamel finish, hinged front door, and locking handle. All manual switches and direct-reading gauges shall be flush-mounted on the front face, identified by engraved and riveted Bakelite or laminated plastic nameplates with white letters on black background. Manual switches shall be of heavy-duty, oil-tight construction. 2. Wiring: Control devices shall be prewired internally. All wires leaving the panel shall be terminated at separate numbered terminal strips. Individual connectors shall be provided for every item of mechanical equipment, all integral and remote pilot lights, and other devices described for each panel. Power and control circuit requirements shall be as shown on the Electrical Drawings. All wires shall be identified by color coding or numerical tags at both ends. Each control device shall be wired without splices to the terminal strip. Integral circuit protection shall be provided for all panel-mounted control devices. Each panel shall be wired with a single 20-amp, 120-volt, ac feeder in accordance with Section 16485 - Local Control MWH-011304 HEATING, VENTILATING, 1520315-STILLAGUAMISH RIVER WTP AND AIR CONDITIONING PAGE 15500-12 Panels and Misc. Electrical Devices. 3. Diagrams: Panel electrical wiring diagrams shall be secured to the inside of the panel door. C. SEQUENCE OF OPERATION 1. The ventilation system shall be controlled such that the two ventilation fans, supply and exhaust, will be interlocked such that one cannot run with out the other. 2. Because of noise restrictions, the Office heat pump condensing fan unit shall not be allowed to operate between the hours of 5pm and 6am. The electric strip heater and the air handling unit's fan will operate during these night time hours (5pm to 6am) to provide heating. 3. Temperature ranges for the unit heaters and ventilation fans are noted on the contract drawings. 2.25 HEATING CABLE A. All electric heat trace cable called for shall be Chromalox Type SRL-3-1; or equal. Cable shall be self-regulating with 150 degrees F maintenance temperature, 120 volt, 3 watts per ft. output and twin 16 AWG copper buss wires within insulated jacket. B. After the pipe is heat traced, it shall be insulated and exterior jacketing applied in accordance with Section 15145 — Pipe, Ductwork and Equipment Insulation. 2.26 PAINTING A. Painting of the equipment and materials shall comply with Section 09900 - Painting. B. The CONTRACTOR shall include the painting of factory paint surfaces that are rusted and/or scratched. These finishes shall be cleaned to bright metal, primed with a corrosion inhibitor and finished with a paint and/or enamel to match original finish. PART 3 — EXECUTION 3.1 GENERAL A. Openings - New Construction: The CONTRACTOR shall provide all necessary openings in walls, floors and roofs for the passage of heating and ventilating equipment in the buildings. All openings shall be as indicated on the Contract Drawings, or as required to provide passage for heating and ventilating work. 1. No extra compensation shall be given for defective or ill-timed work. 2. The CONTRACTOR shall provide all hanger and support inserts into masonry or structural steel as required for proper completion of the work. B. Openings - Existing Construction: The CONTRACTOR shall provide under this Section all openings required in the existing construction for his piping and equipment that are not specifically shown on plans or called for in the specifications. All openings shall MWH-011304 HEATING, VENTILATING, 1520315-STILLAGUAMISH RIVER WTP AND AIR CONDITIONING PAGE 15500-13 be cut in a neat and orderly manner with as little damage to existing structures as possible. The patching of openings cut shall be done by first class mechanics of the trades involved, and shall match the existing construction. 1. The CONTRACTOR shall be responsible for all hangers and supporting members installed in the existing masonry or structural steel as required for proper completion of the work. 3.2 INSTALLATION OF PIPING A. Drain Piping: 1. Install valve-drain piping where valves are equipped with drain connection, fabrication from type L copper tube and solder-joint drainage fittings. 2. Install piping system and equipment drains fabricated from copper tube with solder- joint fittings, or from black steel piping with fittings as indicated. 3. Install drain piping at the low points of supply and return piping, at abrupt changes in vertical offsets in horizontal runs, and in piping at mechanical equipment including pumps. 4. Extend drain piping to nearest drain. B. Bypass Piping: 1. Except as otherwise indicated, fabricate and install bypass piping using the same materials and in the same plane as connected piping, but one pipe size smaller, or as noted. Include valve in bypass piping. 3.3 BALANCING AND TESTING A. General: After the installation work is complete, the CONTRACTOR shall make all necessary adjustments of [volume dampers, volume controllers, exhaust blowers, exhaust fans, supply blowers, supply and return registers, and heating units.] The CONTRACTOR shall balance [the hot water heating system, provide all pressure gauge tappings, and through the use of balancing valves adjust water flows.] The CONTRACTOR shall provide all labor, tools, testing equipment and appliances for the necessary testing and adjustment required. 1. The CONTRACTOR shall use the services of an independent BALANCING SUBCONTRACTOR to perform the work of balancing the system. 2. The BALANCING SUBCONTRACTOR shall be one who has at least five years of balancing experience with experience in at least five projects of this type. The CONTRACTOR shall forward to the ENGINEER an experience resume and project resume for approval of the BALANCING SUBCONTRACTOR. 3. The BALANCING SUBCONTRACTOR shall not be associated with any firms doing engineering and/or construction work in HVAC and/or Plumbing. 4. The BALANCING SUBCONTRACTOR shall use the balancing methods approved by the Associated Air Balance Council. MWH-011304 HEATING, VENTILATING, 1520315-STILLAGUAMISH RIVER WTP AND AIR CONDITIONING PAGE 15500-14 5. The BALANCING SUBCONTRACTOR shall send a copy of all correspondence and reports, as they are written, pertaining to this project, directly to the ENGINEER. B. The CONTRACTOR shall demonstrate to the OWNER, in an extensive operating test covering every component of the installation, that the entire heating, ventilating and air [ conditioning system meets the requirements of the Contract Drawings and Specifications and is in first class condition and ready for continuous, satisfactory operation. Any repairs and revisions necessary to make the system operative shall be done by the (` CONTRACTOR at no additional cost to the OWNER. - END OF SECTION - I I _ 1. L L MW H-011304 HEATING VENTILATING 1520315-STILLAGUAMISH RIVER WTP AND AIR CONDITIONING PAGE 15500-15 1 _ r 1 � 1 Y 1 } •M 1 � 1 1 SECTION 15570 - GAS FIRED AIR HEATING SYSTEMS PART 1 -- GENERAL 1.1 THE REQUIREMENT A. The CONTRACTOR shall provide the gas fired air heaters, piping, valves, and appurtenances, complete and operable, in accordance with the Contract Documents. B. Single Manufacturer: Where two or more heaters or appurtenances of the same type or size are required, they shall be furnished by the same Manufacturer. 1.2 CONTRACTOR SUBMITTALS A. General: Submittals shall be furnished in accordance with Section 01300 - Contractor Submittals. B. The submittals shall include operation, maintenance, and inspection data, replacement part numbers and availability, and service depot location and telephone number. 1.3 WORKMANSHIP AND MATERIALS A. All work shall be in strict accordance with the State Mechanical Code, the State of Washington, local city code, and any other authorities having jurisdiction. The CONTRACTOR shall have the required certification and be thoroughly familiar with the local codes. The CONTRACTOR shall obtain and pay for all necessary permits. B. Workmanship shall be first-class in every respect and all work shall be performed by workers who are thoroughly experienced in this line of work. The CONTRACTOR's attention is called to the fact that neat and workmanlike appearance in the finished installation shall be required. Care shall be taken at all times to protect floors, stairways, and walls during the make-up, erection of piping and placing of equipment. The CONTRACTOR shall remove all stains and repair all damage before final acceptance of the work. C. All materials used in connection with the gas fired air heating system work shall be new, free from flaws and defects all fully equal to the quality specified, and where not specifically indicated shall be the bets of their respective kinds, and shall conform to the applicable specifications and standards. D. If during the construction of this project the ENGINEER finds materials that have identifying marks removed, or lacking such marks completely, he may reject such items until the CONTRACTOR has shown proof that said items conform to the letter and intent of the Specifications and the Contract Drawings. The adequacy and extent of such proof shall be determined by the ENGINEER. PART 2 -- PRODUCTS 2.1 UNIT HEATERS A. Unit heaters shall be of the horizontal type as shown on the Contract Drawings, complete with motor, fan, wire guard, burners, heat exchangers, casing, vibration isolators and support brackets. MWH-010804 GAS FIRED AIR HEATING SYSTEMS 1520315 - STILLAGUAMISH RIVER WTP PAGE 15570-1 B. Fan casings shall be steel reinforced to provide a suitable support for the burners and for attachment of the support brackets. Casings shall be finished with factory finish. C. Fans shall be multi-blade propeller type units direct connected to the motor shaft and/or centrifugal fan and motor units are statically and dynamically balanced. D. Motors shall be especially designed for unit operation. Fan shafts shall be equipped with self-aligning ball or roller bearings and shall extend a sufficient length to receive the fan hub. The fan shall be keyed and locked to the fan shaft. Fan and motor unit shall be mounted on vibration isolators to prevent noise. E. The units shall be with A.G.A. certification. The burners shall be of aluminized steel, heat exchanger tubes to be of stainless steel. Power vent shall be provided and factory installed. F. Low voltage control transformers shall be furnished. G. All heaters shall be provided with power disconnect switches and unit mounted thermostats (field installed kits). H. Unit Heater Specification: The units shall meet the following capacity requirements indicated on the drawings. I. The unit heaters shall be manufactured by Reznor, Model FE; Modine; or equal. 2.2 GAS SERVICE AND INSTALLATION A. The gas piping and installation for the gas fired air heating system shall be as specified in Section 15430 - Plumbing Spocialties of these Specifications. PART 3 -- EXECUTION 3.1 INSTALLATION A. All gas fired air heating equipment shall be installed by a qualified CONTRACTOR in strict accordance with the manufacturer's recommendations. B. The gas train (manifold) for each gas burner must meet all codes and also meet FM or IRI requirements. - END OF SECTION - MWH-010804 GAS FIRED AIR HEATING SYSTEMS 1520315 - STILLAGUAMISH RIVER WTP PAGE 15570-2 SECTION 15650 -AIR CONDITIONING PART 1 -- GENERAL 1.1 THE REQUIREMENT A. The CONTRACTOR shall provide the air conditioning units and appurtenances, complete and operable, in accordance with the Contract Documents. B. Single Manufacturer: Where two or more air conditioning units or appurtenances of the same type or size are required, they shall be furnished by the same Manufacturer. 1.2 CONTRACTOR SUBMITTALS A. General: Submittals shall be furnished in accordance with Section 01300 - Contractor Submittals. B. The submittals shall include operation, maintenance, and inspection data, replacement part numbers and availability, and service depot location and telephone number. C. Certified fan curves for each fan shall be submitted. 1.3 WORKMANSHIP AND MATERIALS A. All work shall be in strict accordance with the State Mechanical Code, the State of Washington and any other authorities having jurisdiction. The CONTRACTOR shall have the required certification and be thoroughly familiar with the local codes. The CONTRACTOR shall obtain and pay for all necessary permits. B. Workmanship shall be first-class in every respect and all work shall be performed by workers who are thoroughly experienced in this line of work. The CONTRACTOR's attention is called to the fact that neat and workmanlike appearance in the finished installation shall be required. Care shall be taken at all times to protect floors, stairways, and walls during the make-up, erection of piping and placing of equipment. The CONTRACTOR shall remove all stains and repair all damage before final acceptance of the work. C. All materials used in connection with the air conditioning units shall be new, free from flaws and defects all fully equal to the quality specified, and where not specifically indicated shall be the best of their respective kinds, and shall conform to the applicable specifications and standards. D. If during the construction of this project the ENGINEER finds materials that have identifying marks removed, or lacking such marks completely, he may reject such items until the CONTRACTOR has shown proof that said items conform to the letter and intent of the Specifications and the Contract Drawings. The adequacy and extent of such proof shall be determined by the ENGINEER. MWH-010804 AIR CONDITIONING 1520315 - STILLAGUAMISH RIVER WTP PAGE 15650-1 PART 2 -- PRODUCTS 2.1 HEAT PUMPS A. Furnish and install where shown on the Contract Drawings an air-to-air electric heat pump designed to function as a year-round air conditioning system. Unit shall be completely assembled, and tested complete with refrigerant charge and ready to operate. The total unit shall be UL listed and carry a UL label. Unit shall be designed to operate as a split system with an air handling unit in the Office area. Unit to have outdoor air inlet with filter, plus factory- supplied one-inch throwaway return air filters. Furnish 3 spare sets of filters with unit. Refer to Section 15500 for other control requirements. B. Unit cooling cycle capacity shall be as scheduled on the drawings. The total unit cooling EER shall be as scheduled when rated in accordance with ARI Standard 240-77 for air- to-air heat pumps. C. Heating cycle capacity shall be as scheduled on the drawings. The ARI heating C.O.P. shall be as scheduled when rated in accordance with ARI Standard 240-77 for air-to-air heat pumps. D. Electric resistance heaters shall be supplied to temper indoor air during the defrost cycle or to offset building heat loss (at winter design conditions) when the heat pump heating cycle capacity cannot satisfy space requirements. Heaters shall consist of open wire nichrome elements with controls necessary for operation. Safety controls shall include primary overtemperature and overcurrent protection. Heaters shall be UL listed. E. Unit Compressors shall be welded, fully hermetic with crankcase heater and suitable vibration isolators. Compressors shall be of the same manufacture as unit and shall be tested and designed in unit to operate down to -20 degrees F on heating cycle without shutting off. The standard unit shall b capable of operating to 45 degrees F at published cfms on cooling cycle. Compressors shall have a 5-year warranty. F. Coils shall be of nonferrous construction with aluminum plate fins mechanically bonded to seamless copper tubes with all joints brazed. Coils shall be of the same manufacture as unit. G. Indoor air fan shall be forward-curved, centrifugal, belt- drive type capable of delivered airflow at external static pressure indicated on the drawings. Motor pulley shall be adjustable pitch. Indoor fan motor shall contain permanently lubricated bearings. Outdoor fans shall be of the propeller type, with direct-driven permanently lubricated motor. Fans shall discharge upward. H. Unit cabinet shall be constructed of galvanized steel, bonderized and coated with a baked enamel finish. Cabinet interior shall be insulated with one-inch thick neoprene coated fiberglass. Cabinet panels shall be easily removable for service to all operating components. A condensate drain for the indoor coil shall be provided. I. System Controls: The heat pump cooling/heating system shall be protected with high pressurestat, low pressurestats, loss-of-charge protection, indoor coil freezestats, and current and temperature sensitive overload devices. 1. Each of these devices shall be wired through Lhe Signal-LOC circuit to prevent compressor restart until reset at the thermostat. The standard room thermostat MWH-010804 AIR CONDITIONING 1520315 - STILLAGUAMISH RIVER WTP PAGE 15650-2 shall contain a "compressor malfunction light" designed to illuminate if any of the beforementioned safety controls trip out the compressor through the lockout circuit. Units shall have separate and independent refrigeration and control systems designed to allow for standby operation of either compressor if one is locked out. Units shall have 2-stage compressor heat and cool with built-in electric strip heat lockout to prevent resistance heat operation above 40 degrees F ambient. 2. An outdoor coil defrost control system shall be incorporated into the base unit to prevent frost accumulation during heating cycle. The defrost cycle shall function on the basis of time and coil temperature. A 90-minute timer shall actuate a defrost mode only if coil temperature is low enough to indicate a heavy frost condition. Defrost shall have a positive termination time of a maximum of 10 minutes, or when the defrost thermostat is satisfied, to prevent prolonged operation on a defrost cycle. Electric resistance heaters shall operate automatically during the defrost cycle. 3. Unit with factory-installed electric heat shall have single point power connection to a terminal block. Cabinet shall contain suitable openings for routing of all utility connections. The base unit shall contain a terminal strip in the control compartment to allow for terminal-to-terminal connection of room thermostat and field-installed accessories. 4. Thermostat assembly shall provide staged heating and cooling, manual or automatic changeover and fan control. Standard subbase shall include "compressor malfunction light" (LK-OUT) designed to illuminate if compressor lockout is activated. 5. Emergency heat control shall consist of emergency heat control box containing emergency heat relays and outdoor thermostat(s); and a emergency heat thermostat subbase (with warning light). Control shall allow for manual bypass of compressor and outdoor thermostats if compressor lockout is activated. Outdoor thermostats shall provide for staging of electric resistance heat according to outdoor temperature. Thermostats shall be wired into the electric heater contactors and shall have an adjustable set point to provide economical resistance heat staging. 6. Remote control panel to provide central unit control of heating, cooling, indoor fan and outdoor air damper. Panel shall contain indicator lights for up to 6 unit functions. 7. Time guard circuit to prevent compressor short cycling as a result of rapid change in thermostat setting. Also, automatically prevents compressor restart at least 5 minutes after shutdown. 8. Head pressure control - A solid-state outdoor fan speed control to maintain head pressure control down to —20 degrees F on cooling cycle. (inoperative during heating cycle). J. The heat pump shall be manufactured by Carrier, Trane; McQuay; or equal. 2.2 CONDENSING UNITS A. Provide and install for operation with air handling units and the direct expansion cooling coils within the units the following condensing units where shown on the Contract MWH-010804 AIR CONDITIONING 1520315 - STILLAGUAMISH RIVER WTP PAGE 15650-3 Drawings. Each unit shall be factory tested and shall be U.L. listed. Unit shall carry a one year warranty on the complete unit and a 5 year warranty on the compressor. B. The cabinet shall be constructed of galvanized steel and furnished with baked acrylic enamel. Removable panels shall provide access to the electrical and compressor sections. C. Each unit shall have a single hermetic type compressor with inherent thermal overload protection. The compressor shall be isolated from the unit base and include a crankcase heater. The compressor shall be installed in a separate section isolated from the condenser coil permitting service while the unit is operating. Service valves shall be provided on the high and low pressure sides of the refrigerant circuit. Each compressor shall have low ambient head pressure control for operation to 0 degrees F ambient. D. The condenser coil shall be constructed of aluminum fins mechanically bonded to seamless copper tubing. E. The multiple condenser fans shall be arranged for vertical air discharge and be of the direct drive type. Each fan shall be statically and dynamically balanced. Fan motors shall be permanently lubricated with inherent thermal overload protection. F. Each unit shall be provided with an electrical control box with a terminal block for single point power connection. Controls shall include compressor contractor, fan contractors, 24 volt control circuit transformer and control relays. Safety controls shall include high and low refrigerant pressure switches. Operating controls shall include low ambient head pressure controls. Each unit shall have an anti-cycle time delay relay to prevent compressor short cycling. Hot gas bypass shall be provided to prevent reduced suction temperatures at reduced loads. Twenty-four volt wall thermostat shall be provided with two stage control with automatic changeover to control the condensing unit and air handling unit. G. Units shall be as manufactured by Trane; Carrier; McQuay; or equal with size and capacities as scheduled on Contract Drawings. 2.3 COOLING COILS A. Furnish and install the following direct, expansion cooling coils; B. Furnish Type DP direct expansion coil using R-22 refrigerant complete with 5/8" O.D. copper tubes with copper, solder coated, smooth, helically-wound fins and aluminum casings. Refrigerant to be distributed equally to circuits by pressure type distributing header with header with minimum pressure drop through header and tubing. Coils shall have one distributor. Headers to be copper with sweated fittings and carefully brazed to insure against leaks. Coils to be tested at 250 PSI prior to dehydration at 180 degrees F and 11 inches of mercury absolute vacuum after which they are to be purged and sealed with inert gas prior to shipment. C. Cooling coils shall be furnished as an integral part of the air conditioning units and shall be by the unit manufacturer. D. The coil size and capacity shall be as called for on the Construction Drawings. MWH-010804 AIR CONDITIONING 1520315 - STILLAGUAMISH RIVER WTP PAGE 15650-4 rPART 3 -- EXECUTION r 3.1 INSTALLATION 1 A. All air conditioning equipment shall be installed by a qualified CONTRACTOR in strict (' accordance with the manufacturer's recommendations. - END OF SECTION - r r L L L L MWH-010804 AIR CONDITIONING L1520315 - STILLAGUAMISH RIVER WTP PAGE 15650-5 I i . i I i - _ -- - ' I ' i - . _ i SECTION 15850 - FANS, BLOWERS, AND VENTILATORS PART 1 -- GENERAL 1.1 THE REQUIREMENT A. The CONTRACTOR shall provide the fans, blowers, ventilators, and appurtenances, complete and operable, in accordance with the Contract Documents. B. Single Manufacturer: Where two or more fans, blowers, ventilators or appurtenances of the same type or size are required, they shall be furnished by the same Manufacturer. 1.2 CONTRACTOR SUBMITTALS A. General: Submittals shall be furnished in accordance with Section 01300 - Contractor Submittals. B. The submittals shall include operation, maintenance, and inspection data, replacement part numbers and availability, and service depot location and telephone number. C. Certified fan curves for each fan shall be submitted. 1.3 WORKMANSHIP AND MATERIALS A. All work shall be in strict accordance with the State Mechanical Code, the State of Washington and any other authorities having jurisdiction. The CONTRACTOR shall have the required certification and be thoroughly familiar with the local codes. The CONTRACTOR shall obtain and pay for all necessary permits. B. Workmanship shall be first-class in every respect and all work shall be performed by workers who are thoroughly experienced in this line of work. The CONTRACTOR's attention is called to the fact that neat and workmanlike appearance in the finished installation shall be required. Care shall be taken at all times to protect floors, stairways, and walls during the make-up, erection of piping and placing of equipment. The CONTRACTOR shall remove all stains and repair all damage before final acceptance of the work. C. All materials used in connection with the fans blowers, and ventilators shall be new, free from flaws and defects all fully equal to the quality specified, and where not specifically indicated shall be the best of their respective kinds, and shall conform to the applicable specifications and standards. D. If during the construction of this project the ENGINEER finds materials that have identifying marks removed, or lacking such marks completely, he may reject such items until the CONTRACTOR has shown proof that said items conform to the letter and intent of the Specifications and the Contract Drawings. The adequacy and extent of such proof shall be determined by the ENGINEER. MWH-010804 FANS, BLOWERS, AND VENTILATORS 1520315 - STILLAGUAMISH RIVER WTP PAGE 15850-1 PART 2 -- PRODUCTS 2.1 UPBLAST ROOF EXHAUSTERS A. Furnish and install upblast centrifugal belt driven centrifugal, all aluminum roof exhausters as shown on the Contract Drawings. B. The roof mounted centrifugal exhaust fans shall be a aluminum construction which shall include hood, fan hub and blades, base and bird screen. Centrifugal ventilators shall be constructed of extruded aluminum heliarc welded and have a cast aluminum power assembly. The units shall have V-belt drives, vibration eliminators, and motor as called for in these Specifications. The fan motors shall be provided with externally mounted disconnect switches and be open drip proof. C. The fans shall be completely coated outside and on all surfaces that contact the exhausted air stream with a gray thermosetting polyester urethane, Technicoat 10-1 except as noted. D. The fans shall be complete with motor operated dampers, roof curb, and bird screen. E. Fan Manufacturers, or Equal: 1. Greenheck.; 2. Cook. 2.2 PROPELLER WALL FANS A. Furnish and install panel mounted [direct driven], [belt driven], propeller wall fans as shown on the Contract Drawings. B. The propeller fans shall be [direct driven[, [belt driven] with an aluminum blade, a spun steel venturi mounting panel, a steel wire guard and motor mount with resilient anti- vibration pads at mounting points with panel. The propeller blade shall be statically and dynamically balanced. The fans shall be complete with gravity shutters, wall mount housing, bird screen, motor side guard, and externally mounted disconnect switch. C. The fan, panel mount, shutters, housing, blades, screen, and guard shall be coated with a gray thermosetting polyester urethane Technicoat 10-1, except as noted. D. Fan Manufacturers, or Equal: 1. Greenheck; 2. Aerovent; 3. Penn. 2.3 INLINE EXHAUST FANS A. Furnish and install duct mounted fans of the centrifugal belt driven in-line type as shown on the Contract Drawings. MWH-010804 FANS, BLOWERS, AND VENTILATORS 1520315 - STILLAGUAMISH RIVER WTP PAGE 15850-2 B. The fan housing shall be of the square design construction of heavy gauge galvanized steel and shall include square duct mounting collars and removable access panels. The fan wheel shall be centrifugal backway inclined, aluminum construction and include a wheel cone matched to the inlet cone. Motor shall be heavy duty ball bearing type mounted out of the airstream and be provide with belt guards. C. The fans shall be completely coated outside and on all surfaces that contact the air stream with a gray thermosetting polyester urethane Technicoat 10-1, except as noted. D. Fan Manufacturers, or Equal: 1. Greenheck. 2. Cook. 2.4 EXHAUST CENTRIFUGAL FANS A. Furnish and install exhaust centrifugal fans as shown on the Contract Drawings. B. Fans shall have acoustically insulated housings and shall not exceed sound level ratings shown. Integral backdraft damper shall be chatterproof. Fans shall have true centrifugal wheel. Face grille shall be of aerodynamic white egg-crate design and provide 85% free area. Manufacturers shall submit vibration amplitudes and magnetic motor hum in decibels. Entire fan, motor and wheel assembly shall be removable without disturbing the housing. Nominal motor speeds shall not exceed 1550 RPM. Fan motors shall be suitably grounded and mounted on vibration isolators. The housing shall be complete with mounting angles. C. Fan Manufacturers, or Equal: 1. Penn Ventilator PART 3 -- EXECUTION 3.1 INSTALLATION A. All fans, blowers, and ventilators shall be installed by a qualified CONTRACTOR in strict accordance with the manufacturer's recommendations. - END OF SECTION - MWH-010804 FANS, BLOWERS, AND VENTILATORS 1520315 - STILLAGUAMISH RIVER WTP PAGE 15850-3 City of Arlington Building Permit Application 04-6027 Forthe City of Marysville Stillaguam shRiver Water Treatment Plant OV FIVE Q- COA Secti 5<s�F°NA L�srEaF°- r Pa es SUIL®/IV G DE ons s Pf �� N�' TECHNICAL SPECIFICATIONS EXPIRES 12/02/cs DIVISION 03 - CONCRETE 03100 Concrete Formwork.................... 03200 Reinforcement Steel............................................. .. ..... . . 03200-1 - 03200-7 03290 Joints in Concrete...................................... 03300 Cast-in-Place Concrete..................... 03290-1 - 03290-11 03315 Grout................... ... 03300-1 - 03300-26 DIVISION 05 - METALS .............................................................. 03315-1 - 03315-6 05500 Miscellaneous Metalwork.............. """•-•••-••.-----.-.............. 05500-1 - 05500-10 DIVISION 13 - SPECIAL CONSTRUCTION 13656 Steel Water Reservoirs and Tanks............ 13656-1 - 13656-6 MW H-061804 1520315- STILLAGUAMISH RIVER WTP TABLE OF CONTENT PAGE 'i 1 1 a 1 SECTION 03100 - CONCRETE FORMWORK PART 1 -- GENERAL 1.1 THE REQUIREMENT A. The CONTRACTOR shall furnish concrete formwork, bracing, shoring, and supports for cast-in-place concrete and shall design and construct falsework in accordance with the Contract Documents. 1.2 CONTRACTOR SUBMITTALS A. Furnish submittals in accordance with Section 01300 - Contractor Submittals. B. Manufacturer's information demonstrating compliance with requirements for the following: 1. Form ties and related accessories, including taper tie plugs, if taper ties are used. 2. Form gaskets. 3. Form release agent, including NSF certification if not using mineral oil. 4. List of form materials and locations for use. 1.3 QUALITY ASSURANCE A. Tolerances: The variation from required lines or grade shall not exceed 1/4-inch in 10 feet, non-cumulative, and there shall be no offsets or visible waviness in the finished surface. All other tolerances shall be within the tolerances of ACI 117 - Standard Tolerances for Concrete Construction and Materials PART 2 -- PRODUCTS 2.1 GENERAL A. Except as otherwise expressly accepted by the ENGINEER, lumber brought on the Site for use as forms, shoring, or bracing shall be new material. Forms shall be smooth surface forms and shall be of the following materials: Walls - Steel, fiberglass, or plywood panel Columns - Steel, plywood or fiberglass Roof and floor Plywood All other work - Steel panels, fiberglass, plywood or tongue and groove lumber B. Form materials which may remain or leave residues on or in the concrete shall be certified as compliant with NSF Standard 61 — Drinking Water System Components. MWH-05302003 CONCRETE FORMWORK 1520315 — STILLAGUAMISH RIVER WTP PAGE 03100-1 2.2 FORM AND FALSEWORK MATERIALS A. Materials for concrete forms, formwork, and falsework shall conform to the following requirements: 1. Lumber shall be Douglas Fir or Southern Yellow Pine, construction grade or better, in conformance with U.S. Product Standard PS 20 - American Softwood Lumber Standard Plywood for concrete formwork shall be new, waterproof, synthetic resin bonded, exterior type Douglas Fir or Southern Yellow Pine plywood manufactured especially for concrete formwork, shall conform to the requirements of PS 1 — Construction anti Industrial Plywood, for Concrete Forms, Class I, and shall be edge sealed. 2. Form materials shall be metal, wood, plywood, or other material that will not adversely affect the concrete and will facilitate placement of concrete to the shape, form, line, and grade indicated. Metal forms shall accomplish such results. Wood forms for surfaces to be painted shall be Medium Density Overlaid plywood, MDO Ext. Grade. B. Unless otherwise indicated, exterior corners in concrete members shall be provided with 3/4-inch chamfers or be tooled to 1/2-inch radius. Re-entrant corners in concrete members shall not have fillets unless otherwise indicated. C. Forms and falsework to support the roof and floor slabs shall be designed for the total dead load, plus a live load of 50 psf minimum. The minimum design load for combined dead and live loads shall be 100 psf. 2.3 FORM TIES A. Form ties shall be provided with a plastic cone or other suitable means for forming a conical hole to insure that the form tie may be broken off back of the face of the concrete. The maximum diameter of removable cones for rod tics, or of other removable form-tie fasteners having a circular cross-section, shall not exceed 1-1/2 inches; and all such fasteners shall be such as to leave holes of regular shape for reaming. Form ties for water-retaining structures shall have integral waterstops that tightly fit the form tie so that they cannot be moved from mid-point of the tie. Form ties shall be Wrench Head Snap Tie by MeadowBurke; Snap-Ties by Dayton/Richmond; or equal. B. Removable taper ties may be used when approved by the ENGINEER. A preformed neoprene or polyurethane tapered plug-sized to seat at the center of the wall shall be inserted in the hole left by the removal of the taper tie. Use Taper-Tie by MeadowBurke; Taper-Tie by Dayton/Richmond; or equal. PART 3 -- EXECUTION 3.1 GENERAL A. Forms to confine the concrete and shape it to the required lines shall be used wherever necessary. The CONTRACTOR shall assume full responsibility for the adequate design of all forms, and any forms which are unsafe or inadequate in any respect shall promptly be removed from the WORK and replaced. Provide worker protection from protruding MWH-05302003 CONCRETE FORMWORK 1520315 — STILLAGUAMISH RIVER WTP PAGE 03100-2 reinforcement bars in accordance with applicable safety codes. A sufficient number of forms of each kind shall be available to permit the required rate of progress to be maintained. The design and inspection of concrete forms, falsework, and shoring shall comply with applicable local, state, and Federal regulations. Plumb and string lines shall be installed before concrete placement and shall be maintained during placement. Such lines shall be used by CONTRACTOR's personnel and by the ENGINEER and shall be in sufficient number and properly installed. During concrete placement, the CONTRACTOR shall continually monitor plumb and string line form positions and immediately correct deficiencies. B. Concrete forms shall conform to the shape, lines, and dimensions of members required, and shall be substantial, free from surface defects, and sufficiently tight to prevent leakage. Forms shall be properly braced or tied together to maintain their position and shape under a load of freshly-placed concrete. If adequate foundation for shores cannot be secured, trussed supports shall be provided. 3.2 FORM DESIGN A. Forms shall be true in every respect to the required shape and size, shall conform to the established alignment and grade, and shall be of sufficient strength and rigidity to maintain their position and shape under the loads and operations incident to placing and vibrating the concrete. Suitable and effective means shall be provided on all forms for holding adjacent edges and ends of panels and sections tightly together and in accurate alignment so as to prevent the formation of ridges, fins, offsets, or similar surface defects in the finished concrete. Plywood, 5/8-inch and greater in thickness, may be fastened directly to studding if the studs are spaced close enough to prevent visible deflection marks in the concrete. The forms shall be tight so as to prevent the loss of water, cement, and fines during placing and vibrating of the concrete. Specifically, the bottom of wall forms that rest on concrete footings or slabs shall be provided with a gasket to prevent loss of fines and paste during placement and vibration of concrete. Such gasket may be a 1- to 1-1/2-inch diameter polyethylene rod held in position to the underside of the wall form. Adequate clean-out holes shall be provided at the bottom of each lift of forms. The size, number, and location of such clean-outs shall be as acceptable to the ENGINEER. Whenever concrete cannot be placed from the top of a wall form in a manner that meets the requirements of the Contract Documents, form windows shall be provided in the size and spacing needed to allow placement of concrete to the requirements of Section 03300 - Cast-in-Place Concrete. The size, number, and location of such form windows shall be as acceptable to the ENGINEER. 3.3 CONSTRUCTION A. Vertical Surfaces: All vertical surfaces of concrete members shall be formed, except where placement of the concrete against the ground is indicated. Not less than 1-inch of concrete shall be added to the indicated thickness of a concrete member where concrete is permitted to be placed against trimmed ground in lieu of forms. Permission to do this on other concrete members will be granted only for members of comparatively limited height and where the character of the ground is such that it can be trimmed to the required lines and will stand securely without caving or sloughing until the concrete has been placed. B. Construction Joints: Concrete construction joints will not be permitted at locations other than those indicated, except as may be acceptable to the ENGINEER. When a second lift is placed on hardened concrete, special precautions shall be taken in the way of the number, location, and tightening of ties at the top of the old lift and bottom of the MWH-05302003 CONCRETE FORMWORK 1520315 — STILLAGUAMISH RIVER WTP PAGE 03100-3 new to prevent any unsatisfactory effect whatsoever on the concrete. Pipe stubs and anchor bolts shall be set in the forms where required. C. Form Ties 1. Embedded Ties: Holes left by the removal of form tie cones shall be reamed with suitable toothed reamers so as to leave the surface of the holes clean and rough before being filled with mortar. Wire ties for holding forms will not be permitted. No form-tying device or part thereof, other than metal, shall be left embedded in the concrete. Ties shall not be removed in such manner as to leave a hole extending through the interior of the concrete members. The use of snap-ties which cause spalling of the concrete upon form stripping or tie removal will not be permitted. If steel panel forms are used, rubber grommets shall be provided where the ties pass through the form in order to prevent loss of cement paste. Where metal rods extending through the concrete are used to support or to strengthen forms, the rods shall remain embedded and shall terminate not less than 1-inch back from the formed face or faces of the concrete. 2. Removable Ties: Where taper ties are approved for use, the larger end of the taper tie shall be on the wet side of walls in water retaining structures. After the taper tie is removed, the hole shall be thoroughly cleaned and roughened for bond. A precast neoprene or polyurethane tapered plug shall be located at the wall centerline. The hole shall be completely filled with non-shrink grout for water bearing and below-grade walls. The hole shall be completely filled with non-shrink or regular cement grout for above-grade walls which are dry on both sides. Exposed faces of walls shall have the outer 2 inches of the exposed face filled with a cement grout which shall match the color and texture of the surrounding wall surface. 3.4 REUSE OF FORMS A. Forms may be reused only if in good condition and only if acceptable to the ENGINEER. Light sanding between uses will be required wherever necessary to obtain uniform surface texture on all exposed concrete surfaces. Exposed concrete surfaces are defined as surfaces which are permanently exposed to view. In the case of forms for the inside wall surfaces of hydraulic/water retaining structures, unused tie rod holes in forms shall be covered with metal caps or shall be filled by other methods acceptable to the ENGINEER. 3.5 REMOVAL OF FORMS A. Careful procedures for the removal of forms shall be strictly followed, and this WORK shall be done with care so as to avoid injury to the concrete. No heavy loading on green concrete will be permitted. In the case of roof slabs and above-ground floor slabs, forms shall remain in place until test cylinders for the roof concrete attain a minimum compressive strength of 75 percent of the 28-day strength in Section 03300. No forms shall be disturbed or removed under an individual panel or unit before the concrete in the adjacent panel or unit has attained 75 percent of the 28-day strength and has been in place for a minimum of 7 days. The time required to establish said strength shall be as determined by the ENGINEER who will make several test cylinders for this purpose from concrete used in the first group of roof panels placed. If the time so determined is more than the 7-day minimum, then that time shall be used as the minimum length of time. Forms fur vertical walls of waterholding structures shall remain in place at least 36 hours after the concrete has been placed. Forms for parts of the WORK not specifically MWH-05302003 CONCRETE FORMWORK 1520315 — STILLAGUAMISH RIVER WTP PAGE 03100-4 mentioned herein shall remain in place for periods of time as recommended in ACI 347 - Guide to Formwork for Concrete. 3.6 MAINTENANCE OF FORMS A. Forms shall be maintained at all times in good condition, particularly as to size, shape, strength, rigidity, tightness, and smoothness of surface. Before concrete is placed, the forms shall be thoroughly cleaned. The form surfaces shall be treated with a nonstaining mineral oil or other lubricant acceptable to the ENGINEER. Any excess lubricant shall be satisfactorily removed before placing the concrete. Where field oiling of forms is required, the CONTRACTOR shall perform the oiling at least two weeks in advance of their use. Care shall be exercised to keep oil off the surfaces of steel reinforcement and other metal items to be embedded in concrete. 3.7 FALSEWORK A. Falsework shall be designed and constructed to provide the necessary rigidity and to support the loads. Falsework for the support of a superstructure shall be designed to support the loads that would be imposed if the entire superstructure were placed at one time. B. Falsework shall be placed upon a solid footing, safe against undermining, and protected from softening. When the falsework is supported on timber piles, the maximum calculated pile loading shall not exceed 20 tons. When falsework is supported on any portion of the structure which is already constructed, the load imposed by the falsework shall be spread, distributed, and braced in such a way as to avoid any possibility of damage to the structure. - END OF SECTION - MWH-05302003 CONCRETE FORMWORK 1520315— STILLAGUAMISH RIVER WTP PAGE 03100-5 SECTION 03200 - REINFORCEMENT STEEL PART 1 -- GENERAL 1.1 THE REQUIREMENT A. The CONTRACTOR shall provide reinforcement steel and appurtenant work, complete and in place, in accordance with the Contract Documents 1.2 CONTRACTOR SUBMITTALS A. Furnish submittals in accordance with Section 01300 - Contractor Submittals. B. Shop Drawings 1. Shop bending diagrams, placing lists, and drawings of all reinforcement steel prior to fabrication. The shop bending diagrams shall show the actual lengths of bars, to the nearest inch measured to the intersection of the extensions (tangents for bars of circular cross section) of the outside surface. Include bar placement diagrams which clearly indicate the dimensions of each bar splice. 2. Details of the concrete reinforcement steel and concrete inserts shall be submitted at the earliest possible date after receipt by the CONTRACTOR of the Notice to Proceed. Said details of reinforcement steel for fabrication and erection shall conform to ACI 315 - Details and Detailing of Concrete Reinforcement, and the requirements herein. 3. Where mechanical couplers are required or permitted to be used to splice reinforcement steel, the CONTRACTOR shall submit manufacturer's literature which contains instructions and recommendations for installation for each type of coupler used; certified test reports which verify the load capacity of each type and size of coupler used; and Shop Drawings which show the location of each coupler with details of how they are to be installed in the formwork. 4. If reinforcement steel is spliced by welding at any location, the CONTRACTOR shall submit mill test reports which shall contain the information necessary for the determination of the carbon equivalent per AWS D1.4 - Structural Steel Welding Code - Reinforcing Steel. The CONTRACTOR shall submit a written welding procedure for each type of weld for each size of bar which is to be spliced by welding; merely a statement that AWS procedures will be followed is not acceptable. 5. If reinforcement steel is spliced by welding at any location, the CONTRACTOR shall submit certifications of procedure qualifications for each welding procedure and certification of welder qualifications, for each welding procedure, and for each welder performing the work. 1.3 QUALITY ASSURANCE A. If requested by the ENGINEER, the CONTRACTOR shall furnish samples from each heat of reinforcement steel in a quantity adequate for testing. Costs of initial tests will be paid by the OWNER. Costs of additional tests if material fails initial tests shall be the CONTRACTOR's responsibility. MWH-05302003 REINFORCEMENT STEEL 1520315-STILLAGUAMISH RIVER WTP PAGE 03200-1 B. Welder qualifications and procedure qualifications shall be as specified in AWS D1.4. C. If requested by the ENGINEER, the CONTRACTOR shall furnish samples of each type of welded splice in a quantity and of dimensions.adequate for testing. At the discretion of the ENGINEER, radiographic testing of direct butt welded splices will be performed. The CONTRACTOR shall provide assistance necessary to facilitate testing. The CONTRACTOR shall repair any weld which fails to meet the requirements of AWS D1.4. The costs of testing will be paid by the OWNER, but the costs of tests which fail to meet requirements shall be the CONTRACTOR's responsibility. PART 2 -- PRODUCTS 2.1 MATERIAL REQUIREMENTS A. Materials which may remain or leave residues on or within the concrete shall be certified as compliant with NSF Standard 61- Drinking Water System Components. 2.2 REINFORCEMENT STEEL A. Reinforcement steel for cast-in-place reinforced concrete construction shall conform to the following requirements: 1. Bar reinforcement shall conform to the requirements of ASTM A 615 - Deformed and Plain Billet - Steel Bars, for Grade 60 reinforcement unless otherwise indicated. 2. Welded wire fabric reinforcement shall conform to the requirements of ASTM A 185 - Welded Steel Wire Fabric, Plain, for Concrete Reinforcement, and the details indicated. Welded wire fabric with longitudinal wire of W4 size wire and smaller shall be in flat sheets or in rolls with a core diameter of not less than 10 inches. r_� + i.. •+ .d•.-, r iroc lur or than �n/4 ci7a shall he in flit Sheets Welded wire fabric with l„rgitudi� a, w,,. ,ge only. 3. Spiral reinforcement shall be cold-drawn steel wire conforming to the requirements of ASTM A 82 - Steel Wire, Plain, for Concrete Reiiiforcurncnt. B. Accessories 1. Accessories shall include all necessary chairs, slab bolsters, concrete blocks, tie wires, dips, supports, spacers, and other devices to position reinforcement during concrete placement. Bar supports shall meet the requirements of the CRSI Manual of Standard Practice including special requirements for supporting epoxy coated reinforcing bars. Wire bar supports shall be CRSI Class 1 for maximum protection with a 1/8-inch minimum thickness of plastic coating which extends at least 1/2-inch from the concrete surface. Plastic shall be gray in color. 2. Concrete blocks (dobies) used to support and position reinforcement steel shall have the same or higher compressive strength as required for the concrete in which they are located. Wire ties shall be embedded in concrete block bar supports. C. Epoxy coating for reinforcing and accessories, where indicated, shall conform to ASTM A 775 - Epoxy - Coated Reinforcing Steel Bars. MWH-05302003 REINFORCEMENT STEEL 1520315-STILLAGUAMISH RIVER WTP PAGE 03200-2 12.3 ' MECHANICAL COUPLERS A. Mechanical couplers shall be provided where indicated and where approved by the ENGINEER. The couplers shall develop a tensile strength which exceeds 125 percent of the yield strength of the reinforcement bars being spliced at each splice. B. Where the type of coupler used is composed of more than one component, all components required for a complete splice shall be provided. This shall apply to all mechanical splices, including those splices intended for future connections. C. The reinforcement steel and coupler used shall be compatible for obtaining the required strength of the connection. Straight threaded type couplers shall require the use of the next larger size reinforcing bar or shall be used with reinforcing bars with specially forged ends which provide upset threads which do not decrease the basic cross section of the bar. D. Couplers shall be Lenton Form Saver by Erico Products; Dowel Bar Splicer System by Dayton/Richmond; or equal. 2.4 WELDED SPLICES A. Welded splices shall be provided where indicated and where approved by the ENGINEER. All welded splices of reinforcement steel shall develop a tensile strength which exceeds 125 percent of the yield strength of the reinforcement bars which are connected. B. Materials required to conform the welded splices to the requirements of AWS D1.4 shall be provided. 2.5 EPDXY GROUT A. Epoxy for grouting reinforcing bars shall be specifically formulated for such application, for the moisture condition, application temperature, and orientation of the hole to be filled. Epoxy grout shall meet the requirements in Section 03315 - Grout. PART 3 -- EXECUTION 3.1 GENERAL A. Reinforcement steel, welded wire fabric, couplers, and other appurtenances shall be fabricated, and placed in accordance with the requirements of the Building Code and the supplementary requirements herein. 3.2 FABRICATION A. General 1. Reinforcement steel shall be accurately formed to the dimensions and shapes indicated, and the fabricating details shall be prepared in accordance with ACI 315 and ACI 318 - Building Code Requirements for Reinforced Concrete, except as modified by the Drawings. Bars shall be bent cold. Bars shall be bent per ACI 318. 2. The CONTRACTOR shall fabricate reinforcement bars for structures in accordance with bending diagrams, placing lists, and placing drawings. MWH-05302003 REINFORCEMENT STEEL 1520315-STILLAGUAMISH RIVER WTP PAGE 03200-3 B. Fabricating Tolerances: Bars used for concrete reinforcement shall satisfy the following fabricating tolerances: 1. Sheared length: plus and minus 1 inch 2. Depth of truss bars: plus 0, minus 1/2 inch 3. Stirrups, ties, and spirals: plus and minus 1/2 inch 4. All other bends: plus and minus 1 inch 3.3 PLACING A. Reinforcement steel shall be accurately positioned as indicated, and shall be supported and wired together to prevent displacement, using annealed iron wire ties or suitable clips at intersections. Reinforcement steel shall be supported by concrete, plastic or metal supports, spacers or metal hangers which are strong and rigid enough to prevent any displacement of the reinforcement steel. Where concrete is to be placed on the ground, supporting concrete blocks (or dobies) shall be used in sufficient numbers to support the bars without settlement, but in no case shall such support be continuous. Concrete blocks used to support reinforcement steel shall be tied to the steel with wire ties which are embedded in the blocks. For concrete over formwork, the CONTRACTOR shall provide concrete, metal, plastic, or other acceptable bar chairs and spacers. B. Limitations on the use of bar support materials shall be as follows. 1. Concrete Dobies: permitted at all locations except where architectural finish is required. n22. Wire Bar Supports: per mit«2 only at Slabs Gbo..r ny areas, interior dry wail surfaces, S, and exterior wall surfaces. 3. Plastic Bar Supports: permitted at all locations except on grade- C. Tie wires shall be bent away from the forms in order to provide the required concrete coverage. D. Bars additional to those indicated which may be found necessary or desirable by the CONTRACTOR for the purpose of securing reinforcement in position shall be provided by the CONTRACTOR at its own expense. E. Unless otherwise indicated, reinforcement placing tolerances shall be within the limits in Section 7.5 of ACI 318 except where in conflict with the requirements of the Building Code. F. Bars may be moved as necessary to avoid interference with other reinforcement steel, conduits, or embedded items. If bars are moved more than one bar diameter, or enough to exceed the above tolerances, the resulting arrangement of bars shall be as reviewed and accepted by the ENGINEER. G. Welded wire fabric reinforcement placed over horizontal forms shall be supported on slab bolsters. Slab bolsters shall be spaced not more than 30 inches on centers, shall extend continuously across the entire width of the reinforcement mat, and shall support the reinforcement mat in the plane indicated. MWH-05302003 REINFORCEMENT STEEL 1520315-STILLAGUAMISH RIVER WTP PAGE 03200-4 H 'Welded wire fabric placed over the ground shall be supported on wired concrete blocks (dobies) spaced not more than 3 feet on centers in any direction. The construction practice of placing welded wire fabric on the ground and hooking into place in the freshly placed concrete shall not be used. I. Epoxy coated reinforcing bars shall be stored, transported, and placed in such a manner as to avoid chipping of the epoxy coating. Non-abrasive slings made of nylon and similar materials shall be used. Specially coated bar supports shall be used. Chips or cracks in the epoxy coating shall be repaired with a compatible epoxy repair material prior to placing concrete. J. Accessories supporting reinforcing bars shall be spaced such that there is no deflection of the accessory from the weight of the supported bars. When used to space the reinforcing bars from wall forms, the forms and bars shall be located so that there is no deflection of the accessory when the forms are tightened into position. 3.4 SPACING OF BARS A. The clear distance between parallel bars (except in columns and between multiple layers of bars in beams) shall be not less than the nominal diameter of the bars nor less than 1- 1/3 times the maximum size of the coarse aggregate, nor less than one inch. B. Where reinforcement in beams or girders is placed in 2 or more layers, the clear distance between layers shall be not less than one inch. C. In columns, the clear distance between longitudinal bars shall be not less than 1-1/2 times the bar diameter, nor less than 1-1/2 times the maximum size of the coarse aggregate, nor less than 1-1/2 inches. D. The clear distance between bars shall also apply to the distance between a contact splice and adjacent splices or bars. 3.5 SPLICING A. General 1. Reinforcement bar splices shall only be used at locations indicated. When it is necessary to splice reinforcement at points other than where indicated, the character of the splice shall be as reviewed and accepted by the ENGINEER. 2. Unless otherwise indicated, dowels shall match the size and spacing of the spliced bar. B. Splices of Reinforcement 1. The length of lap for reinforcement bars, unless otherwise indicated, shall be in accordance with ACI 318, Section 12.15.1 for a Class B splice. 2. Laps of welded wire fabric shall be in accordance with ACI 318. Adjoining sheets shall be securely tied together with No. 14 tie wire, one tie for each 2 running feet. Wires shall be staggered and tied in such a manner that they cannot slip. 3. Splices in column spiral reinforcement, when necessary, shall be made by welding or by a lap of 1-1/2 turns. MWH-05302003 REINFORCEMENT STEEL 1520315-STILLAGUAMISH RIVER WTP PAGE 03200-5 C. Bending or Straightening: Reinforcement shall not be straightened or rebent in a manner which will injure the material. Bars shall be bent or straight as indicated. Do not use bends different from the bends indicated. Bars shall be bent cold, unless otherwise permitted by the ENGINEER. No bars partially embedded in concrete shall be field-bent except as indicated or specifically permitted by the ENGINEER. D. Couplers which are located at a joint face shall be a type which can be set either flush or recessed from the face as indicated. The couplers shall be sealed during concrete placement to completely eliminate concrete or cement paste from entering. Couplers intended for future connections shall be recessed a minimum of 1/2 inch from the concrete surface. After the concrete is placed, the coupler shall be plugged with plastic plugs which have an O-ring seal and the recess filled with sealant to prevent any contact with water or other corrosive materials. Threaded couplers shall be plugged . E. Unless indicated otherwise, mechanical coupler spacing and capacity shall match the spacing and capacity of the reinforcing indicated for the adjacent section. 3.6 CLEANING AND PROTECTION A. Reinforcement steel shall at all times be protected from conditions conducive to corrosion until concrete is placed around it. B. The surfaces of reinforcement steel and other metalwork to be in contact with concrete shall be thoroughly cleaned of all dirt, grease, loose scale and rust, grout, mortar, and other foreign substances immediately before the concrete is placed. Where there is delay in depositing concrete, reinforcement shall be reinspected and, if necessary, recleaned. 3.7 EMBEDMENT OF DRILLED REINFORCING STEEL DOWELS A. Hole Preparation 1. The hole diameter shall be as recommended by the epoxy manufacturer but shall be no larger than 0.25 inch greater than the diameter of the outer surface of the reinforcing bar deformations. 2. The depth of the hole shall be as recommended by the epoxy manufacturer to fully develop the bar but shall not be less than 12 bar diameters, unless indicated otherwise. 3. The hole shall be drilled by methods which do not interfere with the proper bonding of epoxy. 4. Existing reinforcing steel in the vicinity of proposed holes shall be located prior to drilling. The location of holes shall be adjusted to avoid drilling through or nicking any existing reinforcing bars. 5. The hole shall be blown clean with clean, dry compressed air to remove all dust and loose particles. B. Embedment 1. Epoxy shall be injected into the hole through a tiihP placed to the bottom of the hole. The tube shall be withdrawn as epoxy is placed but kept immersed to prevent MWH-05302003 REINFORCEMENT STEEL 1520315-STILLAGUAMISH RIVER WTP PAGE 03200-6 formation of air pockets. The hole shall be filled to a depth that insures that excess material will be expelled from the hole during dowel placement. 2. Dowels shall be twisted during insertion into the partially filled hole so as to guarantee full wetting of the bar surface with epoxy. The bar shall be inserted slowly enough to avoid developing air pockets. - END OF SECTION - MWH-05302003 REINFORCEMENT STEEL 1520315-STILLAGUAMISH RIVER WTP PAGE 03200-7 i SECTION 03290 - JOINTS IN CONCRETE PART 1 -- GENERAL 1.1 THE REQUIREMENT A. The CONTRACTOR shall provide joints in concrete, complete and in place, in accordance with the Contract Documents. B. Joints in concrete structures shall be the types defined below and will be permitted only where indicated, unless specifically accepted by the ENGINEER. 1.2 TYPES OF JOINTS A. Construction Joints: When fresh concrete is placed against a hardened concrete surface, the joint between the two pours is called a construction joint. Unless otherwise indicated, joints in water bearing members shall be provided with a waterstop and/or sealant groove of the shape indicated. The surface of the first pour may also be required to receive a coating of bond breaker as indicated. B. Contraction Joints: Contraction joints are similar to construction joints except that the fresh concrete shall not bond to the hardened surface of the earlier pour, which shall be coated with a bond breaker. The slab reinforcement shall be stopped 4-1/2 inches from the joint; which is provided with a sleeve-type dowel, to allow shrinkage of the concrete of the later pour. Waterstop and/or sealant groove shall also be provided when indicated. C. Expansion Joints: To allow the concrete to expand freely, a space is provided between the two pours, and the joint shall be formed as indicated. The space is obtained by placing a filler joint material against the earlier pour, to act as a form for the later pour. Unless otherwise indicated, expansion joints in water bearing members shall be provided with a center-bulb type waterstop as indicated. 1. Premolded expansion joint material shall be installed with the edge at the indicated distance below or back from finished concrete surface, and shall have a slightly tapered, dressed, and oiled wood strip secured to or placed at the edge thereof during concrete placement, which shall later be removed to form space for sealing material. 2. The space so formed shall be filled with a joint sealant material as indicated below. In order to keep the two wall or slab elements in line the joint shall also be provided with a sleeve-type dowel as indicated. D. Control Joints: The function of the control joint is to provide a weaker plane in the concrete, where shrinkage cracks will probably occur. A groove, of the shape and dimensions indicated, is formed or saw-cut in the concrete. This groove is afterward filled with a joint sealant material. 1.3 CONTRACTOR SUBMITTALS A. Furnish submittals in accordance with Section 01300 - Contractor Submittals. B. Shop Drawings MWH-05302003 JOINTS IN CONCRETE 1520315-STILLAGUAMISH RIVER WTP PAGE 03290-1 1. Placement drawings showing the location and type of all joints for each structure. 2. Certified test reports from the sealant manufacturer on the actual batch of material being supplied indicating compliance with requirements shall be furnished before the sealant is used on the job. 3. Copies of Waterstop Welding Certification to be provided by manufacturer or authorized agent of manufacturer. Every person who is to be involved with waterstop installation is required to have individual Certification on file with ENGINEER, which states said individuals are certified and trained to install waterstop per manufacturer's recommendations and specifications. 4. Manufacturer's information demonstrating compliance of the following with indicated requirements: a. Bearing Pad b. Neoprene Sponge c. Preformed Joint Filler d. Backing Rod e. Bond Breaker f. Waterstop g. Slip Dowels h. PVC Tubing C. Samples 1. Prior to production of the material required under this Section, qualification samples of waterstops shall be submitted which represent in all respects the rualei ial proposed. Such samples shall consist of extruded or molded sections of each size or shape to be used. The balance of the material to be used shall not be produced until after the ENGINEER has reviewed the qualification samples: D. Certificates: Written certification from the manufacturer as an integral part 'of the shipping form, to show that all of the material shipped to this project meets or exceeds the physical property requirements of the Contract Documents. Supplier certificates are not acceptable. 1.4 QUALITY ASSURANCE A. Waterstop Inspection: It is required that all waterstop field joints shall be subject to rigid inspection, and no such WORK shall be scheduled or started without having made prior arrangements with the ENGINEER for the required inspections. Not less than 24 hours notice shall be given for scheduling such inspections. B. Field joints in waterstops shall be subject to rigid inspection for misalignment, bubbles, inadequate bond, porosity, cracks, offsets, and other defPrts which would reduce the potential resistance of the material to water pressure at any point. Defective joints shall MWH-05302003 JOINTS IN CONCRETE 1520315-STILLAGUAMISH RIVER WTP PAGE 03290-2 be replaced with material which passes inspection; faulty material shall be removed from the Site and disposed of. C. The following waterstop defects represent a partial list of defects which shall be grounds for rejection: 1. Offsets at joints greater than 1/16-inch or 15 percent of material thickness, at any point, whichever is less. 2. Exterior crack at joint, due to incomplete bond, which is deeper than 1/16-inch or 15 percent of material thickness, at any point, whichever is less. 3. Any combination of offset or exterior crack which will result in a net reduction in the cross section of the waterstop in excess of 1/16-inch or 15 percent of material thickness at any point, whichever is less. 4. Misalignment of joint which results in misalignment of the waterstop in excess of 1/2-inch in 10 feet. 5. Porosity in the welded joint as evidenced by visual inspection. 6. Bubbles or inadequate bonding which can be detected with a penknife test. (If, while prodding the entire joint with the point of a pen knife, the knife breaks through the outer portion of the weld into a bubble, the joint shall be considered defective.) 7. Visible signs of separation when the cooled splice is bent by hand at any sharp angle. 8. Any evidence of burned material. D. PVC Waterstop Samples: Prior to use of the waterstop material in the field, a sample of a prefabricated (shop made fitting) mitered cross and a tee constructed of each size or shape of material to be used shall be submitted. These samples shall be prefabricated (shop made fitting) so that the material and workmanship represent in all respects the fittings to be provided. Field samples of prefabricated (shop made fitting) fittings (crosses, tees, etc.) will also be selected at random by the ENGINEER for testing by a laboratory at the OWNER's expense. When tested, tensile strength across the joints shall be at least 1120 psi. E. Construction Joint Sealant: The CONTRACTOR shall prepare adhesion and cohesion test specimens as required herein, at intervals of 5 working days while sealants are being installed. F. The sealant material shall show no signs of adhesive or cohesive failure when tested in accordance with the following procedure in laboratory and field tests: 1. Sealant specimen shall be prepared between 2 concrete blocks (1-inch by 2-inch by 3-inch). Spacing between the blocks shall be 1-inch. Coated spacers (2-inch by 1- 1/2-inch by 1/2-inch) shall be used to insure sealant cross-sections of 1/2-inch by 2 inches with a width of 1-inch. 2. Sealant shall be cast and cured according to manufacturer's recommendations except that curing period shall be not less than 24 hours. MWH-05302003 JOINTS IN CONCRETE 1520315-STILLAGUAMISH RIVER WTP PAGE 03290-3 3. Following curing period, the gap between blocks shall be widened to 1-1/2-inch. Spacers shall be used to maintain this gap for 24 hours prior to inspection for failure. 1.5 SPECIAL WARRANTY REQUIREMENTS A. The CONTRACTOR shall furnish a 5-year written warranty of the entire sealant installation against faulty and/or incompatible materials and workmanship, together with a staternent that it agrees to repair or replace, to the satisfaction of the OWNER, any such defective areas which become evident within said 5-year guarantee period. PART 2 -- PRODUCTS 2.1 GENERAL A. Joint materials shall be listed as compliant with NSF Standard 61. 2.2 WATERSTOPS A. PVC Waterstops: Waterstops shall be extruded from an elastomeric polyvinyl chloride compound containing the plasticizers, resins, stabilizers, and other materials necessary to meet the requirements of this Section. No reclaimed or scrap material shall be used. The CONTRACTOR shall obtain from the waterstop manufacturer and shall furnish to the ENGINEER for review, current test reports and a written certification of the manufacturer that the material to be shipped to the job meets the physical requirements as outlined in the U.S. Army Corps of Engineers Specification CRD-0572-PVC Waterstops, and those listed herein. 1. Flatstrip and Center-Bulb Waterstops: Flatstrip and center-bulb waterstops shall be as manufactured by Greenstreak Plastic Products Co., Profiles 646, 679,732, and 735; T amms Horn/Dur_rajoint Types 9,10,1 1, and 11 n or equal; prnvirlari that at no place shall the thickness of flat strip waterstops, including the center bulb type, be less than 3/8-inch. Waterstop shall be provided with factory installed hog rings at 12 inches on centers along the waterstop. 2 Multi-Rib Waterstops: Multi-rib waterstops, where required, shall be as manufactured by Greenstreak Plastic Products Co., Profiles 789 and 790; Tamms Horn/Durajoint Types 25 and 26; or equal. Prefabricated (shop made fitting)joint fittings shall be used at all intersections of the ribbed-type waterstops. 3. Retrofit Waterstops: Retrofit waterstops and batten bars shall be as manufactured by Greenstreak Plastic Products Co., Style #609, or equal. Waterstop shall be supplied as a complete system including waterstop, SS batten bar, SS anchor bolts, and epoxy gel. 4 Waterstop Testing Requirements: When tested in accordance with the test standards, the waterstop material shall meet or exceed the following requirements: Physical Propertv. Sheet Material Value ASTM Std. Tensile Strength-min (psi) 2000 D 638, Type IV Ultimate Elongation-min (percent) 350 D 638, Type IV Low Tomp Brittleness-max (degrees F) -35 D 746 Stiffness in Flexure-min (psi) 600 D 747 MWH-05302003 JOINTS IN CONCRETE 1520315-STILLAGUAMISH RIVER WTP PAGE 03290-4 Accelerated Extraction (CRD-0572) Tensile Strength-min (psi) 1500 D 638, Type IV Ultimate Elongation-min (percent) 300 D 638, Type IV Effect of Alkalies (CRD-0572) Change in Weight (percent) plus 0.25/minus 0.10 ------ Change in Durometer, Shore A plus and minus 5 D 2240 Finish Waterstop Tensile Strength-min (psi) 1400 D 638, Type IV Ultimate Elongation-min (percent) 280 D 638, Type IV B. Pre-formed Hydrophilic Waterstop: Hydrophilic (bentonite-free) waterstops shall be Hydrotite CJ10202k as manufactured by Greenstreak Plastic Products Co., or Adeka Ultraseal MC2010 as manufactured by Asahi Denka. 1. Hydrophilic waterstop shall be the type which expands in the presence of water to form a watertight joint seal without damaging the concrete in which it is cast. 2. Waterstop shall be manufactured from chloroprene rubber and modified chloroprene rubber with hydrophilic properties. Waterstop shall have a delay coating to inhibit initial expansion due to moisture present in fresh concrete. The minimum expansion ratio of modified chloroprene shall be not less than 2 to 1 volumetric change in distilled water at 70 degrees F (21 degrees C). Physical Property, Chloroprene Value ASTM Std. Tensile Strength-min (psi) 1275 D 412 Ultimate Elongation-min (percent) 350 D 412 Hardness, Shore A 55 plus and D 2240 minus 5 Physical Property, Modified Chloroprene Value ASTM Std. Tensile Strength-min (psi) 300 D 412 Ultimate Elongation-min (percent) 600 D 412 Hardness, Shore A 55 plus and D 2240 minus 5 3. Bonding agent for hydrophilic waterstop shall be the manufacturer's recommended adhesive for wet, rough concrete. C. Other Types of Waterstops: When types of waterstops not listed above are indicated, they shall be subjected to the same requirements as those listed herein. 2.3 JOINT SEALANT FOR WATER BEARING JOINTS A. Joint sealant shall be polyurethane polymer designed for bonding to concrete which is continuously submerged in water. No material will be acceptable which has an unsatisfactory history as to bond or durability when used in the joints of water retaining structures. MWH-05302003 JOINTS IN CONCRETE 1520315-STILLAGUAMISH RIVER WTP PAGE 03290-5 B. Joint sealant material shall meet the following requirements (73 degrees F and 5percent R.H.): Work Life 45 - 180 minutes Time to Reach 20 Shore "A" Hardness (at 77 degrees F, 200 gr quantity) 24 hours, maximum Ultimate Hardness (ASTM D 2240) 20 - 45 Shore "A" Tensile Strength (ASTM D 412) 175 psi, minimum Ultimate Elongation (ASTM D 412) 400 percent, minimum Tear Resistance (Die C, ASTM D 624) 75 pounds per inch of thickness, minimum Color Light Gray C. Polyurethane sealants for waterstop joints in concrete shall conform to the following requirements: 1. Sealant shall be 2-part polyurethane with the physical properties of the cured sealant conforming to or exceeding the requirements of ANSI/ASTM C 920 — Elastomeric Joint Sealant, or Federal Specification TT-S-0227 E(3) - Sealing Compound, Elastomeric Type, Multicomponent, for Caulking, Sealing, and Glazing Buildings and Other Structures, for 2-part material, as applicable. 2. For vertical joints and overhead horizontal joints, only "non-sag" compounds shall be used; all such compounds shall conform to the requirements of ANSI/ASTM C 920 Class 25, Grade NS, or Federal Specification TT-S-0227 E(3), Type II, Class A. 3. For plane horizontal joints, the self-leveling compounds which meet the requirements of ANSI/ASTM C 920 Class 25, Grade P, or Federal Specification TT- S-0227 E(3), Type I shall be used. For joints subject to either pedestrian or vehicular traffic, a compound providing non-tracking characteristics, and having a Shore "A" hardness range of 35 to 45, shall be used. 4. Primer materials, if recommended by the sealant manufacturer, shall conform to the printed recommendations of the manufacturer. D. Sealants, indicated, shall be PSI-270 as manufactured by Polymeric Systems Inc., Sikaflex 2C, as manufactured by Sika Corporation, or equal. E. Sealants for non-waterstop joints in concrete shall conform to Section 07920 - Sealants and Caulking. 2.4 JOINT MATERIALS A. Bearing Pad: Bearing pad shall be neoprene conforming to ASTM D 2000 - Standard Classification System for Rubber Products in Automotive Applications, BC 420, 40 durometer hardness unless otherwise indicated. MWH-05302003 JOINTS IN CONCRETE 1520315-STILLAGUAMISH RIVER WTP PAGE 03290-6 B. 'Neoprene Sponge: Sponge shall be neoprene, closed-cell, expanded, conforming to ASTM D 1056 - Flexible Cellular Materials - Sponge or Expanded Rubber, type 2C5-El. C. Joint Filler 1 . Joint filler for expansion joints in waterholding structures shall be neoprene conforming to ASTM D1056, Type 2C5-E1. 2. Joint filler material in other locations shall be of the preformed non-extruding type joint filler constructed of cellular neoprene sponge rubber or polyurethane of firm texture. Bituminous fiber type will not be permitted. All non-extruding and resilient- type preformed expansion joint fillers shall conform to the requirements and tests set forth in ASTM D 1752 - Preformed Sponge Rubber and Cork Expansion Joint Fillers for Concrete Paving and Structural Construction, for Type I, except as otherwise indicated. 2.5 BACKING ROD A. Backing rod shall be an extruded closed-cell, polyethylene foam rod. The material shall be compatible with the joint sealant material and shall have a tensile strength of not less than 40 psi and a compression deflection of approximately 25 percent at 8 psi. The rod shall be 1/8-inch larger in diameter than the joint width except that a one-inch diameter rod shall be used for a 3/4-inch wide joint. 2.6 BOND BREAKER A. Bond breaker shall be Super Bond Breaker as manufactured by Burke Company; Select Cure CRIB as manufactured by Select Products Co.; or equal. It shall contain a fugitive dye so that areas of application will be readily distinguishable. B. Bonding agent for hydrophilic waterstop shall be the manufacturer's recommended adhesive for wet, rough concrete. 2.7 SLIP DOWELS A. Slip dowels in joints shall be smooth epoxy-coated bars, conforming to ASTM A 775 - Epoxy Coated Reinforcing Steel Bars. 2.8 PVC TUBING A. PVC tubing in joints shall be Sch. SDR 13.5, conforming to ASTM D 2241 - Poly (Vinyl Chloride) (PVC) Pressure-Rated Pipe (SDR Series). PART 3 -- EXECUTION 3.1 GENERAL A. Waterstops shall be embedded in the concrete across joints as indicated. Waterstops shall be fully continuous for the extent of the joint. Splices necessary to provide such continuity shall be accomplished in conformance to printed instructions of manufacturer of the waterstops. The CONTRACTOR shall take suitable precautions and means to support and protect the waterstops during the progress of the work and shall repair or replace at its own expense any waterstops damaged during the progress of the work. MWH-05302003 JOINTS IN CONCRETE 1520315-STILLAGUAMISH RIVER WTP PAGE 03290-7 Waterstops shall be stored so as to permit free circulation of air around the waterstop material. B. When any waterstop is installed in the concrete on one side of a joint, while the other half or portion of the waterstop remains exposed to the atmosphere for more than 2 days, suitable precautions shall be taken to shade and protect the exposed waterstop from direct rays of the sun during the entire exposure and until the exposed portion of the waterstop is embedded in concrete. 3.2 SPLICES IN PVC WATERSTOPS A. Splices in PVC waterstops shall be performed by heat sealing the adjacent waterstop sections in accordance with the manufacturer's printed recommendations. It is essential that: 1. The material not be damaged by heat sealing. 2. The splices have a tensile strength of not less than 80 percent of the unspliced material tensile strength. 3. The continuity of the waterstop ribs and of its tubular center axis be maintained. No edge welding is allowed. B. Butt joints of the ends of 2 identical waterstop sections may be made while the material is in the forms. C. All joints with waterstops involving more than 2 ends to be jointed together, and all joints which involve an angle cut, alignment change, or the joining of 2 dissimilar waterstop -sections -shall-be-prefabricated-(shop-made-fitting)--prior-to--placement--in-the--forms, allowing not less than 24-inch long strips of waterstop material beyond the joint. Upon being inspected and approved, such prefabricated (shop made fitting) waterstop joint assemblies shall be installed in the forms and the ends of the 24-inch strips shall be butt welded to the straight run portions of waterstop in place in the forms. D. Where a centerbulb waterstop intersects and is jointed with a non-centerbulb waterstop, care shall be taken to seal the end of the centerbulb, using additional PVC material if needed. 3.3 JOINT CONSTRUCTION A. Setting Waterstops: In order to eliminate faulty installation that may result in joint leakage, particular care shall be taken of the correct positioning of the waterstops during installation. Adequate provisions must be made to support and anchor the waterstops during the progress of the WORK and to insure the proper embedment in the concrete. The symmetrical halves of the waterstops shall be equally divided between the concrete pours at the joints. The center axis of the waterstops shall be coincident with the joint openings. Maximum density and imperviousness of the concrete shall be insured by thoroughly working it in the vicinity of all joints. B. In placing PVC waterstops in the forms, means shall be provided to prevent them from being folded over by the concrete as it is placed. Waterstops shall be held in place with light wire ties on 12-inch centers which shall be passed through hog rings at the edge of the waterstop and tied to the curtain of reinforcing steel. Horizontal waterstops, with their flat face in a vertical plane, shall be held in place with continuous supports to which the top edge of the waterstop shall be tacked. In placing concrete around horizontal MWH-05302003 JOINTS IN CONCRETE 1520315-STILLAGUAMISH RIVER WTP PAGE 03290-8 waterstops, with their flat face in a horizontal plane, concrete shall be worked under the waterstops by hand so as to avoid the formation of air and rock pockets. C. In placing centerbulb waterstops in expansion joints, the centerbulb shall be centered on the joint filler material. D, Waterstop in vertical wall joints shall stop 6 inches from the top of the wall where such waterstop does not connect with any other waterstop and is not to be connected to a future concrete placement. E Joint Location: Construction joints and other types of joints shall be provided where indicated. When not indicated, construction joints shall be provided at 25-foot maximum spacing for all concrete construction. Where joints are indicated spaced greater than 40 feet apart, additional joints shall be provided to maintain the 25-foot maximum spacing. The location of all joints, of any type, shall be submitted for acceptance by the ENGINEER. F. Joint Preparation: Special care shall be used in preparing concrete surfaces at joints where bonding between 2 sections of concrete is required. Unless otherwise indicated, such bonding will be required at all horizontal joints in walls. Surfaces shall be prepared in accordance with the requirements of Section 03300 - Cast-in-Place Concrete. Except on horizontal wall construction joints, wall to slab joints, or where otherwise indicated, at all joints where waterstops are required, the joint face of the first pour shall be coated with a bond breaker as indicated herein. G. Retrofit Joint Preparation: Existing surfaces to receive a retrofit waterstop shall be clean and free from any loose or foreign material. Surface shall be given a light sandblast or hydroblast finish to 1/8-inch amplitude prior to application of epoxy and waterstop. H Construction Joint Sealant: Construction joints in water-bearing floor slabs, and elsewhere as indicated, shall be provided with tapered grooves which shall be filled with a construction joint sealant. The material used for forming the tapered grooves shall be left in the grooves until just before the grooves are cleaned and filled with joint sealant. After removing the forms from the grooves, all laitance and fins shall be removed, and the grooves shall be sand-blasted. The grooves shall be allowed to become thoroughly dry, after which they shall be blown out; immediately thereafter, they shall be primed, bond breaker tape placed in the bottom of the groove, and filled with the construction joint sealant. The primer shall be furnished by the sealant manufacturer. No sealant will be permitted to be used without a primer. Care shall be used to completely fill the sealant grooves. Areas designated to receive a sealant fillet shall be thoroughly cleaned, as outlined for the tapered grooves, prior to application of the sealant. I. The primer and sealant shall be placed strictly in accordance with the printed recommendations of the manufacturer, taking special care to properly mix the sealant prior to application. The sides of the sealant groove shall not be coated with bond breaker, curing compound, or any other substance which would interfere with proper bonding of the sealant. Sealant shall achieve final cure at least 7 days before the structure is filled with water. J. Sealant shall be installed by a competent waterproofing specialty contractor who has a successful record of performance in similar installations. K Thorough, uniform mixing of 2-part, catalyst-cured materials is essential; special care shall be taken to properly mix the sealer before its application. Before any sealer is MWH-05302003 JOINTS IN CONCRETE 1520315-STILLAGUAMISH RIVER WTP PAGE 03290-9 placed, the CONTRACTOR shall arrange to have the crew doing the WORK carefully instructed on the proper method of mixing and application by a representative of the sealant manufacturer. L. Any joint sealant which fails to fully and properly cure after the manufacturer's recommended curing time for the conditions of the WORK hereunder shall be completely removed; the groove shall be thoroughly sandblasted to remove all traces of the uncured or partially cured sealant and primer, and shall be re-sealed with the indicated joint sealant. Costs of such removal, joint treatment, re-sealing, and appurtenant work shall be the CONTRACTOR's responsibility. M. Hydrophilic Waterstop 1. Where a hydrophilic waterstop is called for in the Contract Documents, it shall be installed with the manufacturer's instructions and recommendations except as modified herein. 2. When requested by the ENGINEER, the CONTRACTOR shall arrange for the manufacturer to furnish technical assistance in the field. 3. Hydrophilic waterstop shall only be used where complete confinement by concrete is provided. Hydrophilic waterstop shall not be used in expansion or contraction joints nor in the first 6 inches of any non-intersecting joint. 4. The hydrophilic waterstop shall be located as near as possible to the center of the joint and it shall be continuous around the entire joint. The minimum distance from the edge of the waterstop to the face of the member shall be 5 inches. 5.— Where-the-thickness-of the-concrete-member to-be-placed on the hydrophilic - waterstop is less than 12 inches, the waterstop shall be placed in grooves formed or ground into the concrete. The groove shall be at least 3/4 inch deep and 1-1/4 inches wide. When placed in the groove, the minimum distance from the edge of the waterstop to the face of the member shall be 2.5 inches. 6. Where a hydrophilic waterstop is used in combination with PVC waterstop, the hydrophilic waterstop shall overlap the PVC waterstop for a minimum of 6 inches and shall be adhered to PVC waterstop with single component water-swelling sealant as recommended by manufacturer. 7. The hydrophilic waterstop shall not be installed where the air temperature falls outside the manufacturer's recommended range. 8. The concrete surface under the hydrophilic waterstop shall be smooth and uniform. The concrete shall be ground smooth if needed. Alternately, the hydrophilic waterstop shall be bonded to the surface using an epoxy grout which completely fills all voids and irregularities beneath the waterstop material. Prior to installation, the concrete surface shall be wire brushed to remove any laitance or other materials that may interfere with the bonding of epoxy. 9. The hydrophilic waterstop shall be secured in place with concrete nails and washers at 12-inch maximum spacing. This shall be in addition to the adhesive recommended by the manufacturer. N Retrofit Waterstop: Retrofit waterstops shall be set in a bed of epoxy over a sandblasted surface with stainless steel batten bars and 1/4-inch diameter stainless MWH-05302003 JOINTS IN CONCRETE 1520315-STILLAGUAMISH RIVER WTP PAGE 03290-10 i 'steel anchors at 6 inches on center, staggered, and in accordance with the r manufacturer's written recommendations. I - END OF SECTION - 1` r r r� - r L �s L MWH-05302003 JOINTS IN CONCRETE 1520315-STILLAGUAMISH RIVER WTP PAGE 03290-11 • N. � I 1 • � � L. � .. I SECTION 03300 - CAST-IN-PLACE CONCRETE PART 1 -- GENERAL 1.1 THE REQUIREMENT A. The CONTRACTOR shall provide cast-in-place concrete in accordance with the Contract Documents. B. The following types of concrete are covered in this Section: 1. Structural Concrete: Concrete to be used in all cases except where indicated otherwise in the Contract Documents. 2. Pea Gravel Concrete: Concrete in thin sections and areas with congested reinforcing, at the option of the CONTRACTOR and with written approval of the ENGINEER for the specific location. 3. Sitework Concrete: Concrete to be used for curbs, gutters, catch basins, sidewalks, pavements, fence and guard post embedment, underground pipe encasement, underground duct bank encasement and all other concrete appurtenant to electrical facilities unless otherwise indicated. 4. Lean Concrete: Concrete to be used for thrust blocks, pipe trench cut-off blocks and cradles that are indicated on the Drawings as unreinforced. Lean concrete shall be used as protective cover for dowels intended for future connection. C. The term "hydraulic structure" used in these specifications means environmental engineering concrete structures for the containment, treatment, or transmission of water, wastewater, other fluids, or gases. 1.2 CONTRACTOR SUBMITTALS A. Furnish submittals in accordance with Section 01300 — Contractor Submittals. B. Mix Designs: Prior to beginning the WORK and within 14 days of the Notice to Proceed, submit preliminary concrete mix designs which shall show the proportions and gradations of all materials proposed for each class and type of concrete. Mix designs shall be checked by an independent testing laboratory acceptable to the ENGINEER. All costs related to such checking shall be CONTRACTOR'S responsibility. Since laboratory trial batches require 35 calendar days to complete, the CONTRACTOR shall test a minimum of two mix designs for each class of concrete. C. Delivery Tickets: Where ready-mix concrete is used, the CONTRACTOR shall furnish delivery tickets at the time of delivery of each load of concrete. Each ticket shall show the state certified equipment used for measuring and the total quantities, by weight, of cement, sand, each class of aggregate, admixtures, and the amounts of water in the aggregate added at the batching plant, and the amount allowed to be added at the Site for the specific design mix. In addition, each ticket shall state the mix number, total yield in cubic yards, and the time of day, to the nearest minute, corresponding to the times when the batch was dispatched, when it left the plant, when it arrived at the Site, when unloading began, and when unloading was finished. MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-1 D. Test data relating to the cement, aggregate, and admixtures shall be less than six months old. Furnish the following submittals in accordance with ACI 301 — Structural Concrete for Buildings: 1. Mill tests for cement. 2. Admixture certification. Chloride ion content shall be included. 3. Aggregate gradation test results and certification. A. Materials and methods for curing. 1.3 CONCRETE CONFERENCE A. A meeting to review the detailed requirements of the CONTRACTOR's proposed concrete design mixes and to determine the procedures for producing proper concrete construction shall be held no later than 14 days after the Notice to Proceed. B. All parties involved in the concrete work shall attend the conference, including the following at a minimum: 1. CONTRACTOR's representative 2. Testing laboratory representative 3. Concrete subcontractor 4. Reinforcing steel subcontractor and detailer 5. Concrete supplier 6. Admixture manufacturer's representative C. The conference shall be held at a mutually agreed upon time and place. The ENGINEER shall be notified no less than 5 days piiui to the date of the conference. 1.4 QUALITY ASSURANCE A. General 1. Tests on component materials and for compressive strength and shrinkage of concrete shall be performed as indicated. Tests for determining slump shall be in accordance with the requirements of ASTM C 143 — Test Method for Slump of Hydraulic Cement Concrete. 2. Testing for aggregate shall include sand equivalence, reactivity, organic impurities, abrasion resistance, and soundness, according to ASTM C 33 — Concrete Aggregates. 3. The cost of laboratory tests on cement, aggregates, and concrete, will be the OWNER'S responsibility. However, the CONTRACTOR shall pay the cost of any additional tests and investigation on WORK that does not meet the specifications. The laboratory will meet or exceed the requirements of ASTM C 1077 — Practice for Laboratories Testing Concrete and Concrete Aggregates for use in Construction and Criteria for Laboratory Evaluation. MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-2 4. Concrete for testing shall be furnished by the CONTRACTOR, and the CONTRACTOR shall assist the ENGINEER in obtaining samples, and disposal and cleanup of excess material. B. Inspections: Continuous inspection by a special inspector approved by the local building department having jurisdiction and by the ENGINEER will be required where necessary to conform with code requirements. Costs of the special inspector shall be paid for by the CONTRACTOR. Inspection reports shall be submitted to the ENGINEER. The special inspector shall observe the following work for conformance with the design drawings and specifications: a. During the preparation and taking of all required test specimens. b. Placing of all concrete except Sitework concrete fully supported on earth. C. Field Compression Tests 1. Compression test specimens shall be taken during construction from the first placement of each class of concrete and at intervals thereafter as selected by the ENGINEER to insure continued compliance with these specifications. Each set of test specimens shall be a minimum of 5 cylinders. 2. Compression test specimens for concrete shall be made in accordance with Section 9.2 of ASTM C 31 — Practices for Making and Curing Concrete Test Specimens in the Field. Specimens shall be 6-inch diameter by 12-inch high cylinders. 3. Compression tests shall be performed in accordance with ASTM C 39 — Test Method for Compressive Strength of Cylindrical Concrete Specimens. One test cylinder will be tested at 7 days and 2 at 28 days. The remaining cylinders will be held to verify test results, if needed. D. Evaluation and Acceptance of Concrete 1. Evaluation and acceptance of the compressive strength of concrete will be according to the requirements of ACI 318 — Building Code Requirements for Reinforced Concrete, Chapter 5 "Concrete Quality," and as indicated. 2. A statistical analysis of compression test results will be performed according to the requirements of ACI 214 — Recommended Practice for Evaluation of Strength Test Methods. The standard deviation of the test results shall not exceed 640 psi, when ordered at equivalent water content as estimated by slump. 3. If any concrete fails to meet these requirements, immediate corrective action shall be taken to increase the compressive strength for all subsequent batches of the type of concrete affected. 4. When the standard deviation of the test results exceeds 640 psi, the average strength for which the mix is designed shall be increased by an amount necessary to satisfy the statistical requirement that the probability of any test being more than 500 psi below or the average of any 3 consecutive tests being below the required compressive strength is 1 in 100. The required average strength shall be calculated by Criterion No. 3 of ACI 214 using the actual standard of deviation. 5. Concrete that fails to meet the ACI requirements and these Specifications is subject to removal and replacement. MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-3 E. Shrinkage Tests 1. Drying shrinkage tests shall be performed for the trial batches indicated in the Article below entitled "Trial Batch and Laboratory Tests," the first placement of each class of structural concrete, and during construction to insure continued compliance with these Specifications. 2. Drying shrinkage specimens shall be 4-inch by 4-inch by 11-inch prisms with an effective gauge length of 10-inches; fabricated, cured, dried, and measured in accordance with ASTM C 157 — Test Method for Length Change of Hardened Hydraulic Cement Mortar and Concrete, modified as follows: specimens shall be removed from molds at an age of 23 plus or minus 1 hours after trial batching, shall be placed immediately in water at 70 degrees F plus or minus 3 degrees F for at least 30 minutes, and shall be measured within 30 minutes thereafter to determine original length and then submerged in saturated lime water at 73 degrees F plus or minus 3 degrees F. Measurement to determine expansion expressed as a percentage of original length shall be made at age 7 days. This length at age 7 days shall be the base length for drying shrinkage calculations ("0" days drying age). Specimens then shall be stored immediately in a humidity control room maintained at 73 degrees F plus or minus 3 degrees F and 50 percent plus or minus 4 percent relative humidity for the remainder of the test. Measurements to determine shrinkage expressed as percentage of base length shall be made and reported separately for 7, 14, 21, and 28 days of drying after 7 days of moist curing. 3. The drying shrinkage deformation of each specimen shall be computed as the difference between the base length (at "0" days drying age) and the length after drying at each test age. The average drying shrinkage deformation of the specimens shall be computed to the nearest 0.0001 inch at each test age. If the -- - drying-shrinkage-of-any specimen-departs-from-the-average-of-that-test-age-by-more than 0.0004-inch, the results obtained from that specimen shall be disregarded. Results of the shrinkage test shall be reported to the nearest 0.001 percent of shrinkage. Compression test specimens shall be taken in each case from the same concrete used for preparing drying shrinkage specimens. These tests shall be considered a part of the normal compression tests for the project. Allowable shrinkage limitations shall be as indicated in Part 2 below. F. Aggregate Testing: Aggregate testing shall be made for the trial batch in the Article below entitled "Trial Batch and Laboratory Tests," prior to construction and every 12 months during construction to insure continued compliance with these Specifications. G. Construction Tolerances: The CONTRACTOR shall set and maintain concrete forms and perform finishing operations to ensure that the completed WORK is within tolerances. Surface defects and irregularities are defined as finishes and are to be distinguished from tolerances. Tolerance is the permissible variation from lines, grades, or dimensions indicated on the Drawings. Where tolerances are not stated in the specifications, permissible deviations will be in accordance with ACI 117 — Standard Tolerance for Concrete Construction and Materials. 1. The following non-cumulative construction tolerances apply to finished walls and slab unless otherwise indicated: Item Tolerance Variation of the constructed linear outline In 10-feet: 1/4-inch; from the established position in plan. In 20-feet or more: 1/2-inch MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-4 Variation from the level or from the grades In 10-feet: 1/4-inch; indicated. In 20-feet or more: 1/2-inch Variation from plumb In 10-feet: 1/4-inch; In 20-feet or more: 1/2-inch Variation in the thickness of slabs and Minus 1/4-inch; walls. Plus 1/2-inch Variation in the locations and sizes of slabs Plus or minus 1/4-inch and wall openings PART 2 -- PRODUCTS 2.1 CONCRETE MATERIALS A. General 1. All materials shall be classified as acceptable for potable water use according to NSF Standard 61. 2. Cement for concrete that will contact potable water shall not be obtained from kilns that burn metal rich hazardous waste fuel. 3. Materials shall be delivered, stored, and handled so as to prevent damage by water or breakage. Cement reclaimed from cleaning bags or leaking containers shall not be used. Cement shall be used in the sequence of receipt of shipments. B. Materials shall comply with the requirements of Sections 201, 203, and 204 of ACI 301, as applicable. C. Storage of materials shall conform to the requirements of Section 205 of ACI 301. D. Materials for concrete shall conform to the following requirements: 1. Cement shall be standard brand portland cement conforming to ASTM C 150 — Portland Cement, for Type II or Type V, including Table 2 optional requirements. A minimum of 85 percent of cement by weight shall pass a 325 screen. A single brand of cement shall be used throughout the WORK, and prior to its use, the brand shall be accepted by the ENGINEER. The cement shall be suitably protected from exposure to moisture until used. Cement that has become lumpy shall not be used. Sacked cement shall be stored in such a manner so as to permit access for inspection and sampling. Certified mill test reports, including fineness, for each shipment of cement to be used shall be submitted to the ENGINEER, if requested, regarding compliance with these Specifications. 2. Water for mixing and curing shall be potable, clean, and free from objectionable quantities of silty organic matter, alkali, salts, and other impurities. The water shall be considered potable, for the purposes of this Section only, if it meets the requirements of the local governmental agencies. Agricultural water with high total dissolved solids (over 1000 mg/I TDS) shall not be used. 3. Aggregates shall be obtained from pits acceptable to the ENGINEER, shall be non- reactive, and shall conform to the requirements of ASTM C 33 — Concrete Aggregates. Maximum size of coarse aggregate shall be as indicated. Lightweight sand for fine aggregate will not be permitted. MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-5 a Coarse aggregates shall consist of clean, hard, durable gravel, crushed gravel, crushed rock, or a combination thereof. The coarse aggregates shall' be prepared and handled in 2 or more size groups for combined aggregates with a maximum size greater than 3/4-inch. When the aggregates are proportioned for each batch of concrete, the 2 size groups shall be combined. See the article below entitled "Trial Batch and Laboratory Tests" for the use of the size groups. b. Fine aggregates shall be natural sand or a combination of natural and manufactured sand that is hard and durable. When tested in accordance with ASTM D 2419 — Test Methods for Sand Equivalent Value of Soils and Fine Aggregate, the sand equivalency shall not be less than 75 percent for an average of 3 samples, nor less than 70 percent for an individual test. Gradation of fine aggregate shall conform to ASTM C 33 when tested in accordance with ASTM C 136 for the fineness modulus of the sand used, including the optional grading in Section 6.2. The fineness modulus of sand used shall not be over 3.1. c. Combined aggregates shall be well graded from coarse to fine sizes and shall be uniformly graded between screen sizes to produce a concrete that has optimum workability and consolidation characteristics. Where a trial batch is required for a mix design, the final combined aggregate gradations will be established during the trial batch process. d. When tested in accordance with ASTM C 33, the ratio of silica released to reduction in alkalinity shall not exceed 1.0. e. When tested in accordance with ASTM C 33, the fine aggregate shall produce a color in the supernatant liquid no darker than the reference standard color solution.- - - When tested in accordance with ASTM C 33, the coarse aggregate shall show a loss not exceeding 42 percent after 500 revolutions, or 10.5 percent after 100 revolutions. g. When tested in accordance with ASTM C 33, the loss resulting after 5 cycles of the soundness test, shall not exceed 10 percent for fine aggregate and 12 percent for coarse aggregate, when using sodium sulfate. 4. Ready-mix concrete shall conform to the requirements of ASTM C 94 — Ready Mixed Concrete. 5. Admixtures: All admixtures shall be compatible and be furnished by a single manufacturer capable of providing qualified field service representation. Admixtures shall be used in accordance with manufacturer's recommendations. If the use of an admixture is producing an inferior end result, the CONTRACTOR shall discontinue use of the admixture. Admixtures shall not contain thiocyanates nor more than 0.05 percent chloride ion, and shall be non-toxic after 30 days. a. Air-entraining agent meeting the requirements of ASTM C 260 — Air Entraining Admixtures for Concrete shall be used. Sufficient air-entraining agent shall be used to provide a total air content of 3 to 5 percent. Concrete floors to receive a dry-shake floor hardener shall have an air content not to exceed 3 percent. The OWNER reserves the right, at any time, to sample and test the air- entraining agent. The air-entraining agent shall be added to the batch in a MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-6 portion of the mixing water. The solution shall be batched by means of a mechanical hatcher capable of accurate measurement. Air content shall be tested at the point of placement. Air entraining agent shall be Micro-Air by Master Builders; Daravair by W.R. Grace; Sika AEA-15 by Sika Corporation; or equal. b. Set controlling and water reducing admixtures: Admixtures may be added at the CONTRACTOR's option, subject to the ENGINEER's approval, to control the set, effect water reduction, and increase workability. The cost of adding an admixture shall be the CONTRACTOR's responsibility. Concrete containing an admixture shall be first placed at a location determined by the ENGINEER. Admixtures shall conform to the requirements of ASTM C 494 — Chemical Admixtures for Concrete. The required quantity of cement shall be used in the mix regardless of whether or not an admixture is used. 1) Concrete shall not contain more than one water reducing admixture. 2) Set controlling admixture may be either with or without water-reducing properties. Where the air temperature at the time of placement is expected to be consistently greater than 80 degrees F, a set retarding admixture such as Plastocrete 161 MR by Sika Corporation; Pozzolith 300R by Master Builders; Daratard by W.R. Grace; or equal shall be used. Where the air temperature at the time of placement is expected to be consistently less than 40 degrees F, a non-corrosive set accelerating admixture such as Plastocrete 161 FL by Sika Corporation; Pozzutec 20 by Master Builders; Polarset by W.R. Grace; or equal shall be used. 3) Normal range water reducer shall conform to ASTM C 494, Type A. WRDA 64 or 79 by W.R. Grace; Pozzolith 322-N by Master Builders; Plastocrete 161 by Sika Corporation; or equal. The quantity of admixture used and the method of mixing shall be in accordance with the manufacturer's instructions and recommendations. 4) High range water reducer shall conform to ASTM C 494, Type F or G. Daracem 100 or ADVA 100 by W.R. Grace; Sikament FF or Sikament 86 by Sika Corporation; Rheobuild 1000 by Master Builders; or equal. High range water reducer shall be added to the concrete after all other ingredients have been mixed and initial slump has been verified. No more than 14 ounces of water reducer per sack of cement shall be used. Water reducer shall be considered as part of the mixing water when calculating the water/cement ratio. 5) If the high range water reducer is added to the concrete at the Site, it may be used in conjunction with the same water reducer added at the batch plant. Concrete shall have a slump of 3 inches plus or minus 1/2-inch prior to adding the high range water reducing admixture at the Site. The high range water reducing admixture shall be accurately measured and pressure injected into the mixer as a single dose by an experienced technician. A standby system shall be provided and tested prior to each day's operation of the primary system. 6) Concrete shall be mixed at mixing speed for a minimum of 70 mixer revolutions or 5 minutes after the addition of the high range water reducer, unless recommended otherwise by the manufacturer. MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-7 7) Flyash: Flyash shall not be used. 2.2 CURING MATERIALS A. Materials for curing concrete shall conform to the following requirements and ASTM C 309 — Liquid Membrane — Forming Components for Curing Concrete. 1. Curing compounds shall be white pigmented, resin based, and compliant with local VOC requirements. Sodium silicate compounds shall not be allowed. Concrete curing compound shall be Kurez VOX White Pigmented by Euclid Chemicals Company; L&M Cure R-2 by L&M Construction Chemicals; 1200-White by W.R. Meadow; or equal. When curing compound must be removed for finishes or grouting, compounds shall be Korez DR VOX by Euclid Chemical Company; Masterkure-100W by ChemRex MBT; L&M Cure R-2 by L & M Construction Chemicals;1100-Clear by W.R. Meadows; or equal. 2. Polyethylene sheet for use as concrete curing blanket shall be white and shall have a nominal thickness of 6 mils. The loss of moisture when determined in accordance with the requirements of ASTM C 156 — Test Method for Water Retention by Concrete Curing Materials, shall not exceed 0.055 grams per square centimeter of surface. 3. Polyethylene-coated waterproof paper sheeting for use as concrete curing blanket shall consist of white polyethylene sheeting free of visible defects, uniform in appearance, have a nominal thickness of 2 mils, and be permanently bonded to waterproof paper conforming to the requirements of Federal Specification UU-B- 790A — Building Paper, Vegetable Fiber (Kraft, Waterproofed, Water Repellant and Fire Resistant). The loss of moisture, when determined in accordance with the requirements of ASTM C 156, shall not exceed 0.055 gram per square centimeter of surface. 4. Polyethylene-coated burlap for use as concrete curing blanket shall be 4-mil thick, white opaque polyethylene film impregnated or extruded into one side of the burlap. Burlap shall weigh not less than 9 ounces per square yard. The loss of moisture, when determined in accordance with the requirements of ASTM C 156, shall not exceed 0.055 grams per square centimeter of surface. 5. Curing mats for use in Curing Method 6 below, shall be heavy shag rugs or carpets or cotton mats quilted at 4-inches on center. Curing mats shall weigh a minimum of 12 ounces per square yard when dry. 6. Evaporation retardant shall be a material such as Confilm by ChemRex MBT; Eucobar by Euclid Chemical Company; E-CON by L & M Construction Chemicals, Inc.; or equal. 2.3 NON-WATERSTOP JOINT MATERIALS A. Materials for non-waterstop joints in concrete shall conform to the following requirements: 1. Preformed joint filler shall be a non-extruding, neoprene sponge or polyurethane type conforming to Section 03290 - Joints in Concrete. 2. Elastomeric joint sealer shall conform to the requirements of Section 07920 - Sealants and Caulking. MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-8 3 Mastic joint sealer shall be a material that does not contain evaporating solvents; that will tenaciously adhere to concrete surfaces; that will remain permanently resilient and pliable; that will not be affected by continuous presence of water and will not in any way contaminate potable water; and that will effectively seal the joints against moisture infiltration even when the joints are subject to movement due to expansion and contraction. The sealer shall be composed of special asphalts or similar materials blended with lubricating and plasticizing agents to form a tough, durable mastic substance containing no volatile oils or lubricants and shall be capable of meeting the test requirements set forth below, if testing is required by the ENGINEER. 2.4 MISCELLANEOUS MATERIALS A. Dampproofing agent shall be an asphalt emulsion such as Hydrocide 600 by ChemRex Sonneborn; Emulsified Asphalt by Euclid Chemical Company; Sealmastic by W. R. Meadows Inc., or equal. B. Bonding agents shall be epoxy adhesives conforming to the following: 1. For bonding freshly-mixed, plastic concrete to hardened concrete, Sikadur 32 Hi- Mod Epoxy Adhesive by Sika Corporation; Concresive Liquid (LPL), by ChemRex MBT; BurkEpoxy MV by Burke by Edoco; or equal. 2. For bonding hardened concrete or masonry to steel, Sikadur 31 Hi-Mod Gel by Sika Corporation; BurkEpoxy NS by Burke by Edoco; Concresive Paste (LPL) by ChemRex MBT; or equal. C. Vapor Retarder: Vapor retarder shall be 30-mil thick, Class A, 3 ply, nylon or polyester cord reinforced high density polyethylene sheet laminated to a non-woven geotextile fabric, in accordance with ASTM E 1745 - Plastic Water Vapor Retarders Used in Contact with Soil or Granular Fill Under Concrete Slabs. Reef Industries, Inc., Griffolyn T-65 G or equal. D. Granular Material Above Vapor Retarder: Crushed stone, gravel, or sand with the following size distribution and meeting the deleterious substance limits of ASTM C. 33 for fine aggregates. Sieve Size Percentage Passing 3/8-inch 100 4.75 mm 85-100 No. 100 10— 30 E. Seams in vapor retarder sheet shall be sealed with tape, adhesive, or other material as recommended by sheet manufacturer for the areas to be sealed and sheet material. F. Colorant for duct bank concrete shall be an integral red oxide coloring pigment used in the proportion of 8 pounds per cubic yard of concrete. 2.5 CONCRETE DESIGN REQUIREMENTS A. General: Concrete shall be composed of cement, admixtures, aggregates, and water of the qualities indicated. The exact proportions in which these materials are to be used for different parts of the WORK will be determined during the trial batch. In general, the mix MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-9 shall be designed to produce a concrete capable of being deposited so as to obtain maximum density and minimum shrinkage, and, where deposited in forms, to have good consolidation properties and maximum smoothness of surface. The aggregate gradations shall be formulated to provide fresh concrete that will not promote rock pockets around reinforcing steel or embedded items. The proportions shall be changed whenever necessary or desirable to meet the required results. All changes shall be subject to review by the ENGINEER. B. Fine Aggregate Composition: In mix designs for structural concrete, the percentage of fine aggregate in total aggregate by weight, shall be as indicated in the following table. FINE AGGREGATE Fineness Modulus Maximum Percent 2.7 or less 41 2.7 to 2.8 42 2.8 to 2.9 43 2.9 to 3.1 44 1. For other concrete, the maximum percentage of fine aggregate of total aggregate, by weight, shall not exceed 50. C. Duct bank concrete shall contain an integral red-oxide coloring pigment. Concrete shall be dyed red throughout; Surface treatment to color duct banks will not be acceptable. -D. Water/Cement-Ratio--and-Compressive Strength--- Water/cement ratio is given for aggregates in saturated-surface dry condition and total moisture of all aggregates, calculated by AS I M U 966 -Test Method for Total Muisluie Content of Aggregate by Drying, less the absorption of the aggregate as calculated by ASTM C 127 - Test Method for Specific Gravity and Absorption of Coarse Aggregate and C 128 - Test Method for Specific Gravity and Absorption of Fine Aggregate shall represent total free moisture in the aggregate determine the water/cement ratio, total free moisture of aggregates shall be added to batch water to estimate water content of concrete. Concrete shall have the following minimum properties: Type of Work Min 28-Day Maximum Size Cement Content Maximum Compressive Aggregate per cubic yd W/C Strength (in) (Ibs) Ratio (psi) (by weight) Structural Concrete Roof, floor slabs, columns, walls, and all other 4,000 1 564 to 600 0.45 concrete items not indicated elsewhere. 12-inch and thicker walls, MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-10 slabs on grade, 4,000 1-1/2 564 to 600 0.45 and footings (optional) Pea Gravel Concrete Thin sections and areas with congested reinforcing, at the CONTRACTOR'S option and with the written 4,000 3/8 752 to 788 0.40 approval of the ENGINEER for The specific location. Maximum fine aggregate 50 percent by weight of aggregate. Sitework 3,000 1 470 (min) 0.50 concrete Lean concrete 2,000 1 376 (min) 0.60 NOTE: The CONTRACTOR is cautioned that the limiting parameters above are not a mix design. Admixtures may be required to achieve workability required by the CONTRACTOR'S construction methods and aggregates. The CONTRACTOR is responsible for providing concrete with the required workability. E. Adjustments to Mix Design: The CONTRACTOR may elect to decrease the water/cement ratio to achieve the strength and shrinkage requirements and/or add water reducers, as required to achieve workability. The mixes shall be changed whenever such change is necessary or desirable to secure the required strength, density, workability, and surface finish, and the CONTRACTOR shall be entitled to no additional compensation because of such changes. Any changes to the accepted concrete mix design shall be submitted to the ENGINEER for review and shall be tested again in accordance with these Specifications. 2.6 CONSISTENCY A. The quantity of water in a batch of concrete shall be just sufficient, with a normal mixing period, to produce a concrete which can be worked properly into place without segregation and which can be compacted by vibratory methods to give the desired density, impermeability, and smoothness of surface. The quantity of water shall be changed as necessary, with variations in the nature or moisture content of the aggregates, to maintain uniform production of a desired consistency. The consistency of the concrete in successive batches shall be determined by slump tests in accordance with ASTM C 143 — Test Method for Slump of Hydraulic Cement Concrete. The slumps shall be as follows: MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-11 Part of Work Slump (in) All concrete, unless indicated otherwise 3-inches plus or minus 1-inch With high range water reducer added 7-inches plus or minus 2-inches Pea gravel mix 7-inches plus or minus 2-inches Ductbank and pipe encasement 5-inches plus or minus 1-inch 2.7 TRIAL BATCH AND LABORATORY TESTS A. The CONTRACTOR shall only use a mix design for construction that has first met the trial batch testing requirements. B. Before placing any concrete, a testing laboratory selected by the ENGINEER shall prepare a trial batch of each class of structural concrete, based on the preliminary concrete mixes submitted by the CONTRACTOR. During the trial batch the aggregate proportions may be adjusted by the testing laboratory using the two coarse aggregate size ranges to obtain the required properties. If one size range produces an acceptable mix, a second size range need not be used. Such adjustments will be considered refinements to the mix design and will not be the basis for extra compensation to the CONTRACTOR. Concrete shall conform to the requirements of this Section, whether the aggregate proportions are from the CONTRACTOR's preliminary mix design, or whether the proportions have been adjusted during the trial batch process. The trial batch shall be prepared using the aggregates, cement, and admixture proposed for the project. The trial batch materials shall be of a quantity such that the testing laboratory can obtain 3 drying shrinkage, and 6 compression test specimens from each batch. C. The determination of compressive strength will be made by testing 6-inch diameter by 12-inch high cylinders; made, cured and tested in accordance with ASTM C 192 - Practice for Making and Curing Concrete Test Specimens in the Laboratory and ASTM C 39. Three compression test cylinders will be tested at 7 days and 3 at 28 days ThP average compressive strength for the 3 cylinders tested at 28 days for any given trial batch shall not be less than 125 percent of the indicated compressive strength. D. A sieve analysis of the combined aggregate for each trial batch shall be performed according to the requirements of ASTM C 136 — Method for Sieve Analysis of Fine and Coarse Aggregates. Values shall be given for percent passing each sieve. 2.8 SHRINKAGE LIMITATION A. The maximum concrete shrinkage for specimens cast in the laboratory from the trial batch, as measured at 21 day drying age or at 28 day drying age shall be 0.036 percent or 0.042 percent, respectively. Standard deviation will not be considered. The CONTRACTOR shall only use a mix design for r_.nnstniction that has first met the trial batch shrinkage requirements. Shrinkage limitations apply only to structural concrete- B. The maximum concrete shrinkage for specimens cast in the field shall not exceed the trial batch maximum shrinkage requirement by more than 25 percent. C If the required shrinkage limitation is not met during construction, the CONTRACTOR shall take any or all of the following actions to reestablish compliance. These actions MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-12 . may include changing the source of aggregates, cement and/or admixtures; reducing water/cement ratio; washing of coarse and/or fine aggregate to reduce fines; increasing the number of construction joints; modifying the curing requirements; or other actions designed to minimize shrinkage or the effects of shrinkage. 2.9 MEASUREMENT OF CEMENT AND AGGREGATE A. The amount of cement and of each separate size of aggregate entering into each batch of concrete shall be determined by direct weighing equipment furnished by the CONTRACTOR and acceptable to the ENGINEER. B. Weighing tolerances Material Percent of Total Weight Cement 1 Aggregates 3 Admixtures 3 2.10 MEASUREMENT OF WATER A. The quantity of water entering the mixer shall be measured by a suitable water meter or other measuring device of a type acceptable to the ENGINEER and capable of measuring the water in variable amounts within a tolerance of one percent. The water feed control mechanism shall be capable of being locked in position so as to deliver constantly any required amount of water to each batch of concrete. A positive quick- acting valve shall be used for a cut-off in the water line to the mixer. The operating mechanism shall prevent leakage when the valves are closed. 2.11 READY-MIXED CONCRETE A. At the CONTRACTOR'S option, ready-mixed concrete may be used if it meets the requirements as to materials, batching, mixing, transporting, and placing as indicated herein and is in accordance with ASTM C. 94, including the following supplementary requirements. B. Ready-mixed concrete shall be delivered to the WORK, and discharge shall be completed within one hour after the addition of the cement to the aggregates or before the drum has been revolved 250 revolutions, whichever is first. C. Truck mixers shall be equipped with electrically actuated counters by which the number of revolutions of the drum or blades may be readily verified. The counter shall be of the resettable, recording type, and shall be mounted in the driver's cab. The counters shall be actuated at the time of starting mixers at mixing speeds. D. Each batch of concrete shall be mixed in a truck mixer for not less than 70 revolutions of the drum or blades at the rate of rotation designated by the manufacturer of equipment; Additional mixing, if any, shall be at the speed designated by the manufacturer of the equipment as agitating speed. All materials including mixing water shall be in the mixer drum before actuating the revolution counter for determining the number of revolution of mixing. MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-13 E. Truck mixers and their operation shall be such that the concrete throughout the mixed batch as discharged is within acceptable limits of uniformity with respect to consistency, mix, and grading. If slump tests taken at approximately the 1/4 and 3/4 points of the load during discharge give slumps differing by more than one-inch when the required slump is 3-inches or less, or if they differ by more than 2-inches when the required slump is more than 3-inches, the mixer shall not be used on the WORK unless the causative condition is corrected and satisfactory performance is verified by additional slump tests. Mechanical details of the mixer, such as water measuring and discharge apparatus, condition of the blades, speed of rotation, general mechanical condition of the unit, and clearance of the drum, shall be checked before a further attempt to use the unit will be permitted. F. Each batch of ready-mixed concrete delivered to the Site shall be accompanied by a delivery ticket furnished to the ENGINEER in accordance with the Paragraph above entitled "Delivery Tickets." G. The use of non-agitating equipment for transporting ready-mixed concrete will not be permitted. Combination truck and trailer equipment for transporting ready-mixed concrete will not be permitted. The quality and quantity of materials used in ready-mixed concrete and in batch aggregates shall be subject to continuous inspection at the batching plant by the ENGINEER. PART 3 -- EXECUTION 3.1 PROPORTIONING AND MIXING A. Proportioning: Proportioning of the mix shall conform to the requirements of Chapter 3 "Proportioning" of ACI 301. B. Mixing: Mixing shall conform to the requirements of Chapter 7 of ACI 301. C. Slump: Slumps shall be as indicated herein. D. Retempering: Retempering of concrete or mortar that has partially hardened shall not be permitted. 3.2 PREPARATION OF SURFACES FOR CONCRETING A. General: Earth surfaces shall be thoroughly wetted by sprinkling prior to the placing of any concrete, and these surfaces shall be kept moist by frequent sprinkling up to the time of placing concrete thereon. The surface shall be free from standing water, mud, and debris at the time of placing concrete. B. Vapor Retarder Sheet 1. Sheet shall be installed under on-grade building floor slabs of occupiable (non- hydraulic) structures and at other locations indicated. 2. Sand base shall be at least 2-inches thick within the foundation line after moistening and compaction by mechanical means. Sand surface shall be flat and level within a tolerance of plus 0-inches to minus 3/4-inch. 3. Place, protect, and repair defects in sheet according to ASTM E 1643 — Standard Practice for Installation of Water Vapor Retarders Used in Contact with Earth or MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-14 Granular Fill Under Concrete Slabs, and the manufacturer's written instructions. Seams shall be lapped and sealed in accordance with ASTM E 1643. 4. Granular material above the sheet shall be moistened and compacted to 2-inches thickness within the same flatness criteria as the sand base. C. Joints in Concrete: Concrete surfaces upon or against which concrete is to be placed, where the placement of the concrete has been stopped or interrupted so that, as determined by the ENGINEER, the new concrete cannot be incorporated integrally with that previously placed, are defined as construction joints. The surfaces of horizontal joints shall be given a compacted, roughened surface for good bonding. Except where the Drawings call for joint surfaces to be coated, the joint surfaces shall be cleaned of all laitance, loose or defective concrete, foreign material, and be roughened to a minimum 1/4-inch amplitude. Such cleaning and roughening shall be accomplished by hydroblasting or sandblasting (exposing aggregate) followed by thorough washing. Pools of water shall be removed from the surface of construction joints before the new concrete is placed. D. After the surfaces have been prepared, all approximately horizontal construction joints shall be covered with a 6-inch lift of a pea gravel mix. The mix shall be placed and spread uniformly. Wall concrete shall follow immediately and shall be placed upon the fresh pea gravel mix. E. Placing Interruptions: When placing of concrete is to be interrupted long enough for the concrete to take a set, the working face shall be given a shape by the use of forms or other means that will secure proper union with subsequent work; provided that construction joints shall be made only where acceptable to the ENGINEER. F. Embedded Items: No concrete shall be placed until all formwork, installation of parts to be embedded, reinforcement steel, and preparation of surfaces involved in the placing have been completed and accepted by the ENGINEER at least 4 hours before placement of concrete. Surfaces of forms and embedded items that have become encrusted with dried grout from previous usage shall be cleaned before the surrounding or adjacent concrete is placed. G. Inserts or other embedded items shall conform to the requirements herein. H. Reinforcement, anchor bolts, sleeves, inserts, and similar items shall be set and secured in the forms at locations indicated on the Drawings or shown by Shop Drawings and shall be acceptable to the ENGINEER before any concrete is placed. Accuracy of placement is the responsibility of the CONTRACTOR. I. Casting New Concrete Against Old: Where concrete is to be cast against old concrete (any concrete which is greater than 60 days of age), the surface of the old concrete shall be thoroughly cleaned and roughened by hydroblasting or sandblasting to expose aggregate. The joint surface shall be coated with an epoxy bonding agent unless indicated otherwise by the ENGINEER. J. No concrete shall be placed in any structure until all water entering the space to be filled with concrete has been properly cut off or has been diverted by pipes, or other means, and carried out of the forms, clear of the WORK. No concrete shall be deposited underwater nor shall the CONTRACTOR allow still water to rise on any concrete until the concrete has attained its initial set. Water shall not be permitted to flow over the surface of any concrete in such manner and at such velocity as will injure the surface finish of MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-15 the concrete. Pumping or other necessary dewatering operations for removing ground water, if required, shall be subject to the review of the ENGINEER. K. Corrosion Protection: Pipe, conduit, dowels, and other ferrous items required to be embedded in concrete construction shall be so positioned and supported prior to placement of concrete that there will be a minimum of 2-inches clearance between said items and any part of the concrete reinforcement. Securing such items in position by wiring or welding them to the reinforcement will not be permitted. L. Openings for pipes, inserts for pipe hangers and brackets, and anchors shall, where practicable, be provided during the placing of concrete. M. Anchor bolts shall be accurately set and shall be maintained in position by templates while being embedded in concrete. N. Cleaning: The surfaces of metalwork to be in contact with concrete shall be thoroughly cleaned of all dirt, grease, loose scale and rust, grout, mortar, and other foreign substances immediately before the concrete is placed. 3.3 HANDLING, TRANSPORTING, AND PLACING A. General: Placing of concrete shall conform to the applicable requirements of Chapter 8 of ACI 301 and the requirements of this Section. No aluminum materials shall be used in conveying any concrete. B. Non-Conforming Work or Materials: Concrete which during or before placing is found not to conform to the requirements indicated herein shall be rejected and immediately removed from the WORK. Concrete which is not placed in accordance with these Specifications, or which is of inferior quality, shall be removed and replaced. C. Unauthorized Placement: No concrete shall be placed except in the presence or a duly authorized representative of the ENGINEER. The CONTRACTOR shall notify the ENGINEER in writing at least 24 hours in advance of placement of any concrete. D. Placement in Wall and Column Forms: Concrete shall not be dropped through reinforcement steel or into any deep form, nor shall concrete be placed in any form in such a manner as to leave accumulation of mortar on the form surfaces above the placed concrete. In such cases, means such as hoppers and, if necessary, vertical ducts of canvas, rubber, or metal shall be used for placing concrete in the forms in a manner that it may reach the place of final deposit without separation. In no case shall the free fall of concrete below the ends of ducts, chutes, or buggies exceed 4-feet in walls and 8-feet in columns. Concrete shall be uniformly distributed during the process of depositing and in no case after depositing shall any portion be displaced in the forms more than 6-feet in horizontal direction. Concrete in wall forms shall be deposited in uniform horizontal layers not deeper than 2-feet; and care shall be taken to avoid inclined layers or inclined construction joints except where such are required for sloping members. Each layer shall be placed while the previous layer is still soft. The rate of placing concrete in wall forms shall not exceed 5-feet of vertical rise per hour. Sufficient illumination shall be provided in the interior of all forms so that the concrete at the places of deposit is visible from the deck or runway. E. Casting New Concrete Against Old: Epoxy adhesive bonding agent shall be applied to the old surfaces according to the manufacturer's written recommendations. This provision shall not apply to joints where waterstop is provided. See Section 03290 - Joints in Concrete. MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-16 F. ' Conveyor Belts and Chutes: Ends of chutes, hopper gates, and all other points of concrete discharge throughout the CONTRACTOR'S conveying, hoisting, and placing system shall be designed and arranged so that concrete passing from them will not fall separated into whatever receptacle immediately receives it.. Conveyor belts; if used, shall be of a type acceptable to the ENGINEER. Chutes longer than 50 feet will not be permitted. Minimum slopes of chutes shall be such that concrete of the indicated consistency will readily flow in them. If a conveyor belt is used, it shall be wiped clean by a device operated in such a manner that none of the mortar adhering to the belt will be wasted. All conveyor belts and chutes shall be covered. G. Placement in Slabs: Concrete placed in sloping slabs shall proceed uniformly from the bottom of the slab to the top, for the full width of the placement. As the work progresses, the concrete shall be vibrated and carefully worked around the slab reinforcement, and the surface of the slab shall be screeded in an up-slope direction. H. Temperature of Concrete: The temperature of concrete when it is being placed shall be not more than 90 degrees F nor less than 55 degrees F for sections less than 12- inches thick nor less than 50 degrees for all other sections. Concrete ingredients shall not be heated to a temperature higher than that necessary to keep the temperature of the mixed concrete, as placed, from falling below the minimum temperature. When the temperature of the concrete is 85 degrees F or above, the time between the introduction of the cement to the aggregates and discharge shall not exceed 45 minutes. If concrete is placed when the weather is such that the temperature of the concrete would exceed 90 degrees F, the CONTRACTOR shall employ effective means, such as precooling of aggregates and mixing water using ice or placing at night, as necessary to maintain the temperature of the concrete below 90 degrees F as it is placed. The CONTRACTOR shall be entitled to no additional compensation on account of the foregoing requirements. I. Cold Weather Placement 1. Placement of concrete shall conform to ACI 306.1 - Cold Weather Concreting, and the following. 2. Remove all snow, ice, and frost from the surfaces, including reinforcement, against which concrete is to be placed. Before beginning concrete placement, thaw the subgrade to a minimum depth of 6-inches. Reinforcement and embedded items shall be warmed to above 32 degrees F prior to concrete placement. 3. Maintain the concrete temperature above 50 degrees F for at least 72 hours after . placement. 3.4 PUMPING OF CONCRETE A. General: If the pumped concrete does not produce satisfactory end results, the CONTRACTOR shall discontinue the pumping operation and proceed with the placing of concrete using conventional methods. B. Pumping Equipment: The pumping equipment shall have 2 cylinders and be designed to operate with one cylinder in case the other one is not functioning. In lieu of this requirement, the CONTRACTOR may have a standby pump on the Site during pumping. C. The minimum diameter of the hose conduits shall be in accordance with ACI 304.2R — Placing Concrete by Pumping Methods. MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-17 D. Pumping equipment and hose conduits that are not functioning properly shall be replaced. E. Aluminum conduits for conveying the concrete shall not be permitted. F. Field Control: Concrete samples for slump, air content, and test cylinders will be taken at the placement end of the hose. 3.5 ORDER OF PLACING CONCRETE A. The order of placing concrete in all parts of the WORK shall be acceptable to the ENGINEER. In order to minimize the effects of shrinkage, the concrete shall be placed in units as bounded by construction joints at the indicated locations. The placing of units shall be done by placing alternate units in a manner such that each unit placed shall have cured at least 5 days for hydraulic structures and 2 days for all other structures before the contiguous unit or units are placed, except that the corner sections of vertical walls shall not be placed until the 2 adjacent wall panels have cured at least 10 days for hydraulic structures and 4 days for all other structures. B. The surface of the concrete shall be level whenever a run of concrete is stopped. To insure a level, straight joint on the exposed surface of walls, a wood strip at least 3/4- inch thick shall be tacked to the forms on these surfaces. The concrete shall be carried about 1/2-inch above the underside of the strip. About one hour after the concrete is placed, the strip shall be removed and any irregularities in the edge formed by the strip shall be leveled with a trowel and laitance shall be removed. 3.6 TAMPING AND VIBRATING A. As concrete is placed in the forms or in excavations it shall be thoroughly settled and compacted throughout the entire depth of the layer which is being consolidated, into a dense, homogeneous mass, filling all corners and angles, thoroughly embedding the reinforcement, eliminating rock pockets, and bringing only a slight excess of water to the exposed surface of concrete. Vibrators shall be Group 3 per ACI 309 — Consolidation of Concrete, high speed power vibrators (8000 to 12,000 rpm) of an immersion type in sufficient number and with at least one standby unit as required. Group 2 vibrators may be used only at specific locations when accepted by the ENGINEER. B. Care shall be used in placing concrete around waterstops. The concrete shall be carefully worked by rodding and vibrating to make sure that all air and rock pockets have been eliminated. Where flat-strip type waterstops are placed horizontally, the concrete shall be worked under the waterstops by hand, making sure that air and rock pockets have been eliminated. Concrete surrounding the waterstops shall be given additional vibration over and above that used for adjacent concrete placement to assure complete embedment of the waterstops in the concrete. C. Concrete in walls shall be internally vibrated and at the same time rammed, stirred, or worked with suitable appliances, tamping bars, shovels, or forked tools until it completely fills the forms or excavations and closes snugly against all surfaces. Subsequent layers of concrete shall not be placed until the layers previously placed have been worked thoroughly. Vibrators shall be provided in sufficient numbers, with standby units as required, to accomplish the required results within 15 minutes after concrete of the prescribed consistency is placed in the forms. The vibrating head shall not contact the surfaces of the forms. Care shall be taken not to vibrate concrete excessively or to work it in any manner that causes segregation of its constituents. MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-18 3.7` - FINISHING CONCRETE SURFACES A. General: Surfaces shall be free from fins, bulges, ridges, offsets, honeycombing, or roughness of any kind, and shall present a finished, smooth, continuous hard surface. Allowable deviations from plumb or level and from the alignment, profiles, and dimensions indicated are defined as tolerances and are indicated above. These tolerances are to be distinguished from irregularities in finish as described herein. Aluminum finishing tools shall not be used. B. Formed Surfaces: No treatment is required after form removal except for curing, repair of defective concrete, and treatment of surface defects. Where architectural finish is required, it shall be as indicated. C. Unformed Surfaces: After proper and adequate vibration and tamping, unformed top surfaces of slabs, floors, walls, and curbs shall be brought to a uniform surface with suitable tools. Immediately after the concrete has been screeded, it shall be treated with a liquid evaporation retardant. The retardant shall be used again after each work operation as necessary to prevent drying shrinkage cracks. The classes of finish for unformed concrete surfaces are designated and defined as follows: 1. Finish U1 - Sufficient leveling and screeding to produce an even, uniform surface with surface irregularities not to exceed 3/8-inch. No further special finish is required. 2. Finish U2 -After sufficient stiffening of the screeded concrete, surfaces shall be float finished with wood or metal floats or with a finishing machine using float blades. Excessive floating of surfaces while the concrete is plastic and dusting of dry cement and sand on the concrete surface to absorb excess moisture will not be permitted. Floating shall be the minimum necessary to produce a surface that is free from screed marks and is uniform in texture. Surface irregularities shall not exceed 1/4-inch. Joints and edges shall be tooled where indicated or as determined by the ENGINEER. 3. Finish U3 - After the Finish U2 surface has hardened sufficiently to prevent excess of fine material from being drawn to the surface, steel troweling shall be performed with firm pressure such as will flatten the sandy texture of the floated surface and produce a dense, uniform surface free from blemishes, ripples, and trowel marks. The finish shall be smooth and free of all irregularities. 4. Finish U4 - Trowel the Finish U3 surface to remove local depressions or high points. In addition, the surface shall be given a light broom finish with brooming perpendicular to drainage unless otherwise indicated. The resulting surface shall be rough enough to provide a nonskid finish. 5. Unformed surfaces shall be finished according to the following schedule: UNFORMED SURFACE FINISH SCHEDULE Area Finish Grade slabs and foundations to be U1 MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-19 covered with concrete or fill Material Floors to be covered with grouted tile U2 or topping grout Water bearing slabs with slopes 10 U3 percent and less Water bearing slabs with slopes U4 greater than 10 percent Slabs not water bearing U4 Slabs to be covered with built-up U2 roofing Interior slabs and floors to receive U3 architectural finish Top surface of walls U3 3.8 ARCHITECTURAL FINISH A. General: Architectural finishes shall be provided only where specifically indicated below. In all other locations, the paragraph entitled Finishing Concrete Surfaces, shall apply. Location - - Finish None None B. Immediately after the forms have been stripped, the concrete surface shall be inspected and any poor joints, voids, rock pockets, or other defective areas shall be repaired and form-tie holes filled as indicated herein. C. Architectural finishes shall not be applied until the concrete surface has been repaired as required and the concrete has cured at least 14 days. D. Architecturally treated concrete surfaces shall conform to the accepted sample in texture, color, and quality. It shall be the CONTRACTOR's responsibility to maintain and protect the concrete finish. E. Smooth Concrete Finish 1. The concrete surface shall be wetted, and a grout shall be applied with a brush The grout shall be made by mixing one part portland cement and one part of fine sand that will pass a No. 16 sieve with sufficient water to give it the consistency of thick paint. The cement used in said grout shall be 1/2 gray and 1/2 white portland cement, or other proportion as determined by the ENGINEER. White portland cement shall be Atlas white, or equal. Calcium chloride at 5 percent by volume of the cement shall be used in the brush coat. The freshly applied grout shall be vigorously rubbed into the concrete surface with a wood float filling all small air MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-20 holes. After all the surface grout has been removed with a steel trowel, the surface shall be allowed to dry and, when dry, shall be vigorously rubbed with burlap to remove completely all surface grout so that there is no visible paint-like film of grout on the concrete. The entire cleaning operation for any area shall be completed the day it is started, and no grout shall be left on the surface overnight. 2. Cleaning operations for any given day shall be terminated at panel joints. It is required that the various operations be carefully timed to secure the desired effect which is a light-colored concrete surface of uniform color and texture without any appearance of a paint or grout film. 3. In the event that improper manipulation results in an inferior finish, the CONTRACTOR shall rub such inferior areas with carborundum bricks. 4. Before beginning any of the final treatment on exposed surfaces, the CONTRACTOR shall treat in a satisfactory manner a trial area of at least 200 square feet in some inconspicuous place selected by the ENGINEER and shall preserve said trial area undisturbed until the completion of the job. F. Sandblasted Concrete Finish 1. Sandblasting shall be done in a safe manner acceptable to local authorities and per OSHA requirements. The sandblasting shall be a light sandblast to remove laitance and to produce a uniform fine aggregate surface texture with approximately 1/32- to 1/16-inch of surface sandblasted off. Corners, patches, form panel joints, and soft spots shall be sandblasted with care. 2. A 3-sq ft sample panel of the sandblasted finish shall be provided by the CONTRACTOR for acceptance by the ENGINEER prior to starting the sandblasting work. The sample panel shall include a corner, plugs, and joints and shall be marked after approval. All other sandblasting shall be equal in finish to the sample panel. 3. Protection against sandblasting shall be provided on all adjacent surfaces and materials not requiring sandblasting. After sandblasting, the concrete surfaces shall be washed with clean water and excess sand removed. 3.9 CURING AND DAMPPROOFING A. General: Concrete shall be cured for not less than 7 days after placing, in accordance with the methods indicated below for the different parts of the WORK. Surface to be Cured or Dampproofed Method Unstripped forms 1 Wall sections with forms removed 6 Construction joints between footings and walls, 2 and between floor slab and columns Encasement and ductbank concrete and thrust 3 blocks MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-21 All concrete surfaces not specifically indicated 4 � h in this Paragraph Floor slabs on grade in hydraulic structures 5 Slabs not on grade 6 B. Method 1: Wooden forms shall be wetted immediately after concrete has been placed and shall be kept wet with water until removal. If steel forms are used the exposed concrete surfaces shall be kept continuously wet until the forms are removed. if forms are removed within 7 days of placing the concrete, curing shall be continued in accordance with Method 6 below. C. Method 2: The surface shall be covered with burlap mats which shall be kept wet with water for the duration of the curing period, until the concrete in the walls has been placed. No curing compound shall be applied to surfaces cured under Method 2. D. Method 3: The surface shall be covered with moist earth not less than 4 hours nor more than 24 hours after the concrete is placed. Earthwork operations that may damage the concrete shall not begin until at least 7 days after placement of concrete. E. Method 4: The surface shall be sprayed with a liquid curing compound. 1. It shall be applied in accordance with the manufacturer's printed instructions at a maximum coverage rate of 200 square feet per gallon and in such a manner as to cover the surface with a uniform film that will seal thoroughly. 2. Where the curing compound method is used, care shall be exercised to avoid damage to the seal during the 7-day curing period If the seal is damaged or broken before the expiration of the curing period, the break shall be repaired immediately by the application of additional curing compound over the damaged portion. 3. Wheievei cueing compound has been applied by mistake to surfoces against which concrete subsequently is to be placed and to which it is to adhere, compound shall be entirely removed by wet sandblasting just prior to the placing of new concrete. 4. Curing compound shall be applied as soon as the concrete has hardened enough to prevent marring on unformed surfaces and within 2 hours after removal of forms. Repairs to formed surfaces shall be made within the 2 hour period; provided, however, that any such repairs which cannot be made within the said 2 hour period shall be delayed until after the curing compound has been applied. _When repairs are to be made to an area on which curing compound has been applied, the area involved shall first be wet-sandblasted to remove the curing compound. 5. At locations where concrete is placed adjacent to a panel which has been coated with curing compound, the panel shall have curing compound reapplied to an area within 6-feet of the joint and to any other location where the curing membrane has been disturbed. 6. Prior to final acceptance of the WORK, all visible traces of curing compound shall be removed from all surfaces in such a manner that does not damage the surface finish. MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-22 F. Method 5 1. Until the concrete surface is covered with curing compound, the entire surface shall be kept damp by applying water using nozzles that atomize the flow so that the surface is not marred or washed. The concrete shall be given a coat of curing compound in accordance with Method 4 above. Not less than one hour nor more than 4 hours after the curing compound has been applied, the surface shall be wetted with water delivered through a fog nozzle, and concrete-curing blankets shall be placed on the slabs. The curing blankets shall be polyethylene sheet, polyethylene-coated waterproof paper sheeting, or polyethylene-coated burlap. The blankets shall be laid with the edges butted together and with the joints between strips sealed with 2-inch wide strips of sealing tape or with edges lapped not less than 3-inches and fastened together with a waterproof cement to form a continuous watertight joint. 2. The curing blankets shall be left in place during the 7-day curing period and shall not be removed until after concrete for adjacent work has been placed. If the curing blankets become torn or otherwise ineffective, the CONTRACTOR shall replace damaged sections. During the first 3 days of the curing period, no traffic of any nature and no depositing, temporary or otherwise, of any materials shall be permitted on the curing blankets. During the remainder of the curing period, foot traffic and temporary depositing of materials that impose light pressure will be permitted only on top of plywood sheets 5/8-inch minimum thickness, laid over the curing blanket. The CONTRACTOR shall add water under the curing blanket as often as necessary to maintain damp concrete surfaces at all times. G. Method 6: This method applies to both walls and slabs. 1. The concrete shall be kept continuously wet by the application of water for a minimum period of at least 7 consecutive days beginning immediately after the concrete has reached final set or forms have been removed. 2. Until the concrete surface is covered with the curing medium, the entire surface shall be kept damp by applying water using nozzles that atomize the flow so that the surface is not marred or washed. 3. Heavy curing mats shall be used as a curing medium to retain the moisture during the curing period. The curing medium shall be weighted or otherwise held substantially in contact with the concrete surface to prevent being dislodged by wind or any other causes. Edges shall be continuously held in place. 4. The curing blankets and concrete shall be kept continuously wet by the use of sprinklers or other means both during and after normal working hours. 5. Immediately after the application of water has terminated at the end of the curing period, the curing medium shall be removed, any dry spots shall be rewetted, and curing compound shall be immediately applied in accordance with Method 4 above. 6. The CONTRACTOR shall dispose of excess water from the curing operation to avoid damage to the WORK. H. Dampproofing 1. The exterior surfaces of buried roof slabs shall be dampproofed as follows. MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-23 2. Immediately after completion of curing the surface shall be sprayed with a dampproofing agent consisting of an asphalt emulsion. Application shall be in 2 coats. The first coat shall be diluted to one-half strength by the addition of water and shall be sprayed on so as to provide a maximum coverage rate of 100 square feet per gallon of dilute solution. The second coat shall consist of an application of the undiluted material, and shall be sprayed on so as to provide a maximum coverage rate of 100 square feet per gallon. Dampproofing material shall be as indicated above. 3. As soon as the material has taken an initial set, the entire area thus coated shall be coated with whitewash. Any formula for mixing the whitewash may be used if it produces a uniformly coated white surface and remains until placing of the backfill. If the whitewash fails to remain on the surface until the backfill is placed, the CONTRACTOR shall apply additional whitewash. 3.10 PROTECTION A. The CONTRACTOR shall protect concrete against injury until final acceptance. B. Fresh concrete shall be protected from damage due to rain, hail, sleet, or snow. The CONTRACTOR shall provide such protection while the concrete is still plastic and whenever precipitation is imminent or occurring. 3.11 CURING IN COLD WEATHER A. Water curing of concrete may be reduced to 6 days during periods when the mean daily temperature in the vicinity of the Site is less than 40 degrees F; provided that, during the prescribed period of water curing, when temperatures are such that concrete surfaces may freeze, water curing shall be temporarily discontinued. B. Concrete cured by an application of curing compound will rcquire no additional protection from freezing if the protection at 50 degrees F for 72 hours is obtained by means of approved insulation in contact with the forms or concrete surfaces; otherwise the concrete shall be protected against frPP7ing temperatures for 72 hours immediately following 72 hours protection at 50 degrees F. Concrete cured by water shall be protected against freezing temperatures for 72 hours immediately following the 72 hours of protection at 50 degrees F. C. Discontinuance of protection against freezing temperatures shall be such that the drop in temperature of any portion of the concrete will be gradual and will not exceed 40 degrees F in 24 hours. In the spring, when the mean daily temperature rises above 40 _degrees F for more than 3 successive days, the required 72-hour protection at a temperature not lower than 50 degrees F may be discontinued for as long as the mean daily temperature rernains above 40 degrees F; provided, that the concrete shall be protected against freezing temperatures for not less than 48 hours after placement. D. Where artificial heat is employed, special care shall be taken to prevent the concrete from drying. Use of unvented heaters will be permitted only when unformed surfaces of concrete adjacent to the heaters are protected for the first 24 hours from an excessive carbon dioxide atmosphere by application of curing compound; provided, that the use of curing compound for such surfaces is otherwise permitted by these Specifications. MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-24 3.12 'TREATMENT OF SURFACE DEFECTS A. As soon as forms are removed, exposed surfaces shall be carefully examined and any irregularities shall be immediately rubbed or ground in a satisfactory manner in order to secure a smooth, uniform, and continuous surface. Plastering or coating of surfaces to be smoothed will not be permitted. No repairs shall be made until after inspection by the ENGINEER. In no case will extensive patching of honeycombed concrete be permitted. Concrete containing minor voids, holes, honeycombing, or similar depression defects shall be repaired as indicated below. Concrete containing extensive voids, holes, honeycombing, or similar depression defects shall be completely removed and replaced. Repairs and replacements shall be performed promptly. B. Defective surfaces to be repaired shall be cut back from trueline a minimum depth of 1/2-inch over the entire area. Feathered edges will not be permitted. Where chipping or cutting tools are not required in order to deepen the area properly, the surface shall be prepared for bonding by the removal of all laitance or soft material, plus not less than 1/32-inch depth of the surface film from all hard portions by means of an efficient sandblast. After cutting and sandblasting, the surface shall be wetted sufficiently in advance of shooting with shotcrete or with cement mortar so that while the repair material is being applied, the surfaces underneath will remain moist but not so wet as to overcome the suction upon which a good bond depends. The material used for repair shall consist of a mixture of one sack of cement to 3 cubic feet of sand. For exposed walls, the cement shall contain such a proportion of Atlas white portland cement as is required to make the color of the patch match the color of the surrounding concrete. C. Holes left by tie-rod cones shall be reamed with suitable toothed reamers so as to leave the surfaces of the holes clean and rough. Holes then shall be repaired in an approved manner with dry-packed cement grout. Holes left by form-tying devices having a rectangular cross-section and other imperfections having a depth greater than their least surface dimension shall not be reamed but shall be repaired in an approved manner with dry-packed cement grout. D. Repairs shall be built up and shaped in such a manner that the completed WORK will conform to the requirements of this Section, as applicable, using approved methods which will not disturb the bond, cause sagging, or cause horizontal fractures. Surfaces of repairs shall receive the same kind and amount of curing treatment as required for the concrete in the repaired section. E. Prior to filling any structure with water, cracks shall be "vee'd" as indicated and filled with sealant conforming to the requirements of Section 03290 - Joints in Concrete. This repair method shall be done on the water bearing face of members. Prior to backfilling, faces of members in contact with fill which are not covered with a waterproofing membrane shall also have cracks repaired as indicated herein. 3.13 PATCHING HOLES IN CONCRETE A. Patching Small Holes 1. Holes that are less than 12-inches in the least dimension and extend completely through concrete members shall be filled. 2. Small holes in members that are water-bearing or in contact with soil or other fill material shall be filled with non-shrink grout. Where a face of the member is exposed to view, the non-shrink grout shall be held back 2-inches from the finished MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-25 surface. The remaining 2-inches shall then be patched according to the Article above entitled "Treatment of Surface Defects." 3. Small holes through all other concrete members shall be filled with non-shrink grout, with exposed faces treated as above. B. Patching Large Holes 1. Holes which are larger than 12-inches in the least dimension shall have a keyway chipped into the edge of the opening all around, unless a formed keyway exists. The holes shall then be filled with concrete as indicated herein. 2. Holes which are larger than 24-inches in the least dimension and which do not have reinforcing steel extending from the existing concrete, shall have reinforcing steel set in grout in drilled holes. The reinforcing added shall match the reinforcing in the existing wall unless indicated otherwise. 3. Large holes in members that are water bearing or in contact with soil or other fill shall have a hydrophilic type waterstop material placed around the perimeter of the hole in accordance with Section 03290 - Joints in Concrete, unless there is an existing waterstop in place. 3.14 CARE AND REPAIR OF CONCRETE A. The CONTRACTOR shall protect concrete against injury or damage from excessive heat, lack of moisture, overstress, or any other cause until final acceptance. Particular care shall be taken to prevent the drying of concrete and to avoid roughening or otherwise damaging the surface. Any concrete found to be damaged, or which may have been originally defective, or which becomes defective at any time prior to the final acceptance of the completed WORK, or which departs from the established line or grade, or which, for any other reason, does not conform to the requirements of the Contract Documents, shall be satisfactorily repaired or removed and replaced with acceptable concrete. - END OF SECTION - MWH-053003 CAST-IN-PLACE CONCRETE 1520315-STILLAGUAMISH WTP PAGE 03300-26 SECTION 03315 - GROUT PART 1 -- GENERAL 1.1 THE REQUIREMENT A. The CONTRACTOR shall provide grout, complete and in place, in accordance with the Contract Documents. B. The following types of grout are covered in this Section: 1 Non-Shrink Grout: This type of grout shall be used wherever grout is indicated, unless another type is specifically referenced. 2. Cement Grout 3. Epoxy Grout 4. Topping Grout and Concrete Fill 1.2 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS A. Specifications, codes, and standards shall be as listed in Section 03300 - Cast-in-Place Concrete, and as indicated herein. 1.3 CONTRACTOR SUBMITTALS A. Furnish submittals in accordance with Section 01300 - Contractor Submittals B. Shop Drawings: Include certified test results verifying compliance with the compressive strength, shrinkage, and expansion requirements; and manufacturer's literature containing instructions and recommendations on the mixing, handling, placement, and appropriate uses for each proposed type of non-shrink and epoxy grout. C. Provide manufacturer's independent certification of ASTM C 1107 - Packaged Dry, Hydraulic-Cement Grout (Nonshrink), compliance without modification of the standard methods certifying that the Class B or C grout post hardening non-shrink properties are not based on gas expansion, grouts have strengths of 3500 psi at 1 day, 6500 psi at 3 days and 7500 psi at 28 days when cured at 72 degrees F as well as meeting the 3,7, and 28 day strengths when tested and cured at the 45 degree and 95 degree limits and all other requirements of ASTM C 1107. D. The CONTRACTOR shall engage an independent testing laboratory to run a 24 hour grout evaluation in accordance with ASTM C 1107 of each grout submitted for approval showing compliance to all aspects of the evaluation and submit results to the ENGINEER for review. 1.4 QUALITY ASSURANCE A. Field Tests 1. Compression test specimens will be taken during construction from the first placement of each type of grout and at intervals thereafter selected by the MW H-05302003 GROUT 1520315-STILLAGUAMISH RIVER WTP PAGE 03315-1 ENGINEER to insure continued compliance with these specifications. The specimens will be made by the ENGINEER or its representative. 2. Compression tests and fabrication of specimens for cement grout and non-shrink grout will be performed in accordance with ASTM C 109 - Test Method for Compressive Strength of Hydraulic Cement Mortars (Using 2-in or 50-mm Cube Specimens) at intervals during construction selected by the ENGINEER. A set of three specimens will be made for testing at 7 days, 28 days, and each additional time period as appropriate. 3. Compression tests and fabrication of specimens for epoxy grout will be performed in accordance with ASTM C 579 - Test Method for Compressive Strength of Chemical- Resistant Mortars, Grouts, Monolithic Surfacings and Polymer Concretes, Method B, at intervals during construction selected by the ENGINEER. A set of three specimens will be made for testing at 7 days, and each earlier time period as appropriate. 4. Grout which fails to meet requirements is subject to removal and replacement. 5. The cost of laboratory tests on grout will be paid by the OWNER except where test results show the grout to be defective. In such case, the CONTRACTOR shall pay for the tests, removal and replacement of Defective Work, and retesting, all at no increased cost to the OWNER. 6. The CONTRACTOR shall assist the ENGINEER in obtaining specimens for testing and shall furnish all materials necessary for fabricating the test specimens. B. Construction Tolerances: Construction tolerances shall be in accordance with Section 03300, unless indicated otherwise. PART 2 -- PRODUCTS 2.1 CEMENT GROUT A. Cement Grout: Cement grout shall be composed of one part cement, three parts sand, and the minimum amount of water necessary to obtain the desired consistency. Where needed to match the color of adjacent concrete, white portland cement shall be blended with regular cement as needed. The minimum compressive strength at 28 days shall be 4000 psi. B. Cement grout materials shall be as indicated in Section 03300, except that no cement from kilns burning metal-rich hazardous waste fuel shall be used. 2.2 PREPACKAGED GROUTS A. Non-Shrink Grout 1 . Non-shrink grout shall be a prepackaged, inorganic, non-gas-liberating, non- metallic, cement-based grout requiring only the addition of water. Cement from kilns burning metal-rich hazardous waste fuel shall not be used. Manufacturer's instructions shall be printed on each bag or other container in which the materials are packaged. The specific formulation for each class of non-shrink grout herein shall be that recommended by the manufacturer for the particular application. All grouts (Grade A, B, C) shall be tested for height change of the hardened grout at 1, MW H-05302003 GROUT 1520315-STILLAGUAMISH RIVER WTP PAGE 03315-2 3, 14, and 28 days in accordance with ASTM C 1090 - Test Method for Measuring Changes in Height of Cylindrical Specimens from Hydraulic-Cement Grout, and shall be tested for compression at 1, 3, 7, and 28 days in accordance with the modified ASTM C 109 testing procedure. 2. Class A non-shrink grouts shall have a minimum 28 day compressive strength of 5000 psi and shall meet the requirements of ASTM C 1107 when mixed to a flowable, plastic, or stiff consistency. When tested in accordance with ASTM C 1090, grout shall have a maximum of 4.0 percent expansion in the pre-hardened state. 3. Class B or C high precision, fluid, extended working time, non-shrink grouts shall have a minimum 28 day compressive strength of 7500 psi; shall have no shrinkage (0.0 percent) and a maximum 4.0 percent expansion in the plastic state when tested in accordance with ASTM C 827 - Test Method for Change in Height at Early Ages of Cylindrical Specimens from Cementitious Mixtures; and shall have no shrinkage (0.0 percent) and a maximum of 0.2 percent expansion in the hardened state; and when mixed to a fluid consistency of 20 to 30 seconds per ASTM C 939 — Test Method for Flow of Grout for Preplaced — Aggregate (Flow Cone Method), at temperature extremes of 45 to 90 degrees F shall have an extended working time of 30 minutes when tested in accordance with ASTM C 1107. Class B or C non-shrink grout shall be Master Builders Masterflow 555 by Master Builders; Sika Grout 212 by Sika Corporation. 4. Application: a. Class A non-shrink grout shall be used for the repair of holes and defects in concrete members which are not water-bearing and not in contact with soil or other fill material, and grouting railing posts in place. b. Class B or C non-shrink grout shall be used for the repair of holes and defects in concrete members which are water bearing or in contact with soil or other fill material, grouting under all base plates for structural steel members, grouting under all equipment base plates, and at all locations where grout is required by the Contract Documents except where epoxy grout is specifically required. Class B or C non-shrink grout may be used in place of Class A non-shrink grout for all applications. Class B or C non-shrink grout shall not be used for dry packing applications. B. Epoxy Grout 1. Epoxy grout shall be a pourable, non-shrink, 100 percent solids system. The epoxy grout system shall have three components: resin, hardener, and specially blended aggregate, all premeasured and prepackaged. The resin component shall not contain any non-reactive diluents. Variation of component ratios is not permitted unless specifically recommended by the manufacturer. Manufacturer's instructions shall be printed on each container in which the materials are packaged. Epoxy grout shall be Master Builders Ceilcote 648 CP+ by Master Builders; Sikadur 42, Grout-Pak by Sika Corporation. 2. The chemical formulation of the epoxy grout shall be that recommended by the manufacturer for the particular application. 3. The mixed epoxy grout system shall have a minimum working life of 90 to 120 minutes at 70 degrees F. MW H-05302003 GROUT 1520315-STILLAGUAMISH RIVER WTP PAGE 03315-3 4. The epoxy grout shall develop a compressive strength of 9000 psi in 24 hours and 13,000 psi in seven days when tested in accordance with ASTM C 579, Method B. There shall be no shrinkage (0.0 percent) and a maximum 4.0 percent expansion when tested in accordance with ASTM C 827. 5. The epoxy grout shall exhibit a minimum effective bearing area of 90 percent. This shall be determined by testing in accordance with ASTM C 1339 - Test Method for Flowability and Bearing Area of Chemical-Resistant Polymer Machinery Grouts, for bearing area and flow. 6. Application Epoxy grout shall be used to embed all anchor bolts and reinforcing steel required to be set in grout, and for other applications specifically required in the Contract Documents. 2.3 TOPPING GROUT AND CONCRETE FILL A. Grout for topping of slabs and concrete fill for built-up surfaces of tank, channel, and basin bottoms shall be composed of cement, fine aggregate, coarse aggregate, water, and admixtures. All materials and procedures for concrete in Section 03300 shall apply except as noted otherwise herein. B. Topping grout and concrete fill shall contain a minimum of 564 pounds of cement per cubic yard with a maximum water/cement ratio of 0.45. Where concrete fill is thicker than 3 inches, sitework concrete in accordance with Section 03300 may be used if accepted by the ENGINEER. C. Coarse aggregate shall be graded as follows: U.S. STANDARD SIEVE SIZE PERCENT BY WEIGHT PASSING 1/2" 100 3/8" 90-100 No. 4 20-55 No. 8 5-30 No. 16 0-10 No. 30 0-10 D. Final mix design shall be determined by trial mix design under supervision of the approved testing laboratory. E. Strength: Minimum compressive strength of topping grout and concrete fill at the end of 28 days shall be 3000 psi. 2.4 CURING MATERIALS A. Curing materials shall be-in accordance with Section 03300 for cement grout and be as recommended by the manufacturer of prepackaged grouts. 2.5 CONSISTENCY A. The consistency of grout shall be as necessary to completely fill the space to be grouted for the particular application. Dry pack consistency is such that the grout is plastic and MWH-05302003 GROUT 1520315-STILLAGUAMISH RIVER WTP PAGE 03315-4 moldable but will not flow. Where "dry pack" is required by the Contract Documents, it shall mean a grout of that consistency; the type of grout to be used shall be as indicated herein for the particular application. B. The slump for topping grout and concrete fill shall be adjusted to match placement and finishing conditions but shall not exceed 4 inches. 2.6 MEASUREMENT OF INGREDIENTS A. Measurements for cement grout shall be made accurately by volume using containers. Shovel measurement shall not be allowed. B. Prepackaged grouts shall have ingredients measured by means recommended by the manufacturer. PART 3 -- EXECUTION 3.1 GENERAL A. Surface preparation, curing, and protection of cement grout shall be in accordance with Section 03300. The finish of the grout surface shall match that of the adjacent concrete unless otherwise indicated. B. The manufacturer of Class B or C non-shrink grout and epoxy grout shall provide on- Site technical assistance upon request at no cost to the OWNER. C. Base concrete or masonry shall have attained its design strength before grout is placed, unless authorized otherwise by the ENGINEER. 3.2 GROUTING PROCEDURES A. Prepackage Grouts: Mixing, surface preparation, handling, placing, consolidation, curing, and other means of execution for prepackaged grouts shall be done according to the instructions and recommendations of the manufacturer. B. All structural, equipment, tank, and piping support bases shall be grouted, unless indicated otherwise. 1. The original concrete shall be blocked out or finished off a sufficient distance below the plate to provide for a one-inch thickness of grout or a thickness as indicated on the Drawings. 2. After the base plate has been set in position at the proper elevation by steel wedges or double nuts on the anchor bolts, the space between the bottom of the plate and the original pour of concrete shall be filled with non-shrink-type grout. The mixture shall be of a trowelable consistency and be tamped or rodded solidly into the space between the plate and the base concrete. A backing board or stop shall be provided at the back side of the space to be filled with grout. Where this method of placement is not practical or where required by the ENGINEER, alternate grouting methods shall be submitted for acceptance. C. Topping Grout MWH-05302003 GROUT 1520315-STILLAGUAMISH RIVER WTP PAGE 03315-5 1. All mechanical, electrical, and finish work shall be completed prior to placement of topping or concrete fill. The base slab shall be given a roughened textured surface by sandblasting or hydroblasting, exposing the aggregates to ensure bonding to the base slab. 2. The minimum thickness of grout topping and concrete fill shall be one inch. Where the finished surface of concrete fill is to form an intersecting angle of less than 45 degrees with the concrete surface it is to be placed against, a key shall be formed in the concrete surface at the intersection point. The key shall be a minimum of 3-1/2-inches wide by 1-1/2-inches deep. 3. The base slab shall be thoroughly cleaned, at saturated surface dry (SSD) condition per ICRI standards for surface preparation, and be free from standing pools or ponds of water prior to placing topping and fill. A thin coat of neat cement grout shall be broomed into the surface of the slab just before topping of fill placement. The topping and fill shall be compacted by rolling or tamping, brought to established grade, and floated. Grouted fill for tank and basin bottoms where scraping mechanisms are to be installed shall be screened by blades attached to the revolving mechanism of the equipment in accordance with the procedures outlined by the equipment manufacturer after the grout is brought to the established grade. 4. Topping grout placed on sloping slabs shall proceed uniformly from the bottom of the slab to the top, for the full width of the placement. 5. The surface shall be tested with a straight edge to detect high and low spots which shall be immediately eliminated. When the topping and fill has hardened sufficiently, it shall be steel troweled to a smooth surface free from pinholes and other imperfections. An approved type of mechanical trowel may be used as an assist in this operation, but the last pass over the surface shall be by hand-troweling. During finishing, no water, dry cement, or mixture of dry cement and sand shall be applied to the surface. 3.3 CONSOLIDATION A. Grout shall be placed in such a manner, for the consistency necessary for each application, so as to assure that the space to be grouted is completely filled. - END OF SECTION - MW H-05302003 GROUT 1520315-STILLAGUAMISH RIVER WTP PAGE 03315-6 SECTION 05500 - MISCELLANEOUS METALWORK PART 1 --GENERAL 1.1 THE REQUIREMENT A. The CONTRACTOR shall provide miscellaneous metalwork and appurtenances, complete and in place, in accordance with the Contract Documents. 1.2 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS A. Federal Specifications MIL-G-18015 A (3) (Ships) Aluminum Planks. (6063-T6) MIL-A-907E Antiseize Thread Compound, High Temperature B. Commercial Standards AA-M32C22A41 Aluminum Assn. AASHTO HS-20 Truck Loading AISC Manual of Steel Construction AISI Design of Light Gauge, Cold-Formed Steel Structural Members ASTM A 36 Carbon Structural Steel ASTM A 48 Gray Iron Castings ASTM A 53 Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless ASTM A 123 Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products ASTM A 153 Zinc Coating (Hot-Dip) on Iron and Steel Hardware ASTM A 193 Alloy Steel and Stainless Steel Bolting Materials for High Temperature Service ASTM A 194 Carbon and Alloy Steel Nuts for Bolts for High Pressure and High Temperature Service ASTM A 307 Carbon Steel Bolts and Studs, 60,000 psi Tensile Strength ASTM A 325 Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength ASTM A 500 Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes ASTM A 992 Steel for Structural Shapes for Use in Building Framing MWH-05302003 MISCELLANEOUS METALWORK 1520315-STILLAGUAMISH RIVER WTP PAGE 05500-1 ANSI/AWS D1.1 Structural Welding Code - Steel ANSI/AWS D1.2 Structural Welding Code -Aluminum ANSI/AWS QC1 Qualification and Certification of Welding Inspectors 1.3 CONTRACTOR SUBMITTALS A. Shop Drawings: Shop Drawings of all miscellaneous metalwork shall be submitted in accordance with Section 01300 - Contractor Submittals. B. Layout drawings for grating shall be submitted showing the direction of span, type and depth of grating, size and shape of grating panels, seat angle details, and details of grating hold down fasteners. Load and deflection tables shall be submitted for each style and depth of grating used. C. An ICBO report listing the ultimate load capacity in tension and shear for each size and type of concrete anchor shall be submitted. CONTRACTOR shall submit manufacturer's recommended installation instructions and procedures for adhesive anchors. Upon review, by ENGINEER, these instructions shall be followed specifically. D. No substitution for the indicated adhesive anchors will be considered unless accompanied with ICBO report verifying strength and material equivalency, including temperature at which load capacity is reduced to 90 percent of that determined at 75 degrees F. 1.4 QUALITY ASSURANCE A. All weld procedures and welder qualifications shall be available in the CONTRACTOR's field office for review. PART 2 -- PRODUCTS 2.1 GENERAL REQUIREMENTS A. Steel Wide Flange Shapes ASTM A 992 Shapes, Plates, Bars ASTM A 36 Pipe, Pipe Columns, Bollards ASTM A 53, Type E or S, Grade: B standard weight unless noted otherwise HSS ASTM A 500 Grade B B, Corrosion Protection: Unless otherwise indicated, fabricated steel metalwork which will be used in a corrosive environment and/or will be submerged in water/wastewater shall be coated in accordance with Section 09800 -Protective Coating and shall not be galvanized prior to coating. All other miscellaneous steel metalwork shall be hot-dip galvanized after fabrication. MWH-05302003 MISCELLANEOUS METALWORK 1520315-STILLAGUAMISH RIVER WTP PAGE 05500-2 C. , Stainless Steel: Unless otherwise indicated, stainless steel metalwork and bolts shall be of Type 316 stainless steel. D. Aluminum: Unless otherwise indicated, aluminum metalwork shall be of Alloy 6061-T6. Aluminum in contact with concrete, masonry, wood, porous materials, or dissimilar metals shall have contact surfaces coated in accordance with Section 09800. E. Cast Iron: Unless otherwise indicated, iron castings shall conform to the requirements of ASTM A 48, Class 50B or better. 2.2 STEEL PIPE HANDRAILS A. Handrails and railings shall be component systems complete with all anchors, attachments, balusters, brackets, caps, fasteners, gates (swing with self-latching hardware or removable), posts, sleeves, trim, and any other related items required or necessary for a complete installation. All gates and removable rail sections shall be complete with all hardware such as self-closing hinges, self-latching latches, hasps, etc. Railings shall conform to the Building Code and OSHA General Industry Occupational Safety and Health Standards (29CFR1910). B. Steel pipe handrails, including brackets and related hardware, which may be partially or wholly submerged, or which are located inside a hydraulic structure, shall be entirely of Type 316 stainless steel. All other steel pipe handrails shall be standard 1-1/2-inch black steel pipe made up by welding and hot-dip galvanized after fabrication. 2.3 METAL STAIRS A. Metal Stairs: Metal stairs shall be composed of steel or aluminum stringers and supports, be fabricated in accordance with standard practice of the National Association of Ornamental Metal Manufacturers, and be as indicated. Steel stair members shall be hot-dip galvanized after fabrication. 2.4 GRATING STAIR TREADS A. Grating stair treads shall be designed to support a live load of 100 psf or a concentrated load at mid-span of 1000 pounds, whichever creates the higher stress. The maximum deflection due to the uniform live load shall be as required for metal grating below. All grating stair treads shall have an integral non-slip nosing. 2.5 SAFETY STAIR NOSINGS A. Safety stair nosing shall be provided on all concrete stairs and other locations as indicated. The nosing shall be 3-inch wide, extruded aluminum with cast-in abrasive strips and integral extruded anchors. The color of the cast abrasive shall be as selected by the ENGINEER from the manufacturer's standard colors. The nosing shall be American Abrasive Metals Company, Style "231-A"; American Mason Safety Tread Company, Figure "31A" or equal. 2.6 LADDERS A. Ladders which may be partially or wholly submerged, or which are located inside a hydraulic structure, shall be entirely of Type 316 stainless steel. All other ladders shall be of carbon steel, hot-dip galvanized after fabrication or as indicated MWH-05302003 MISCELLANEOUS METALWORK 1520315-STILLAGUAMISH RIVER WTP PAGE 05500-3 B. Every ladder that does not have an exterior handhold shall be equipped with a pop-up extension. Pop-up extension device shall be manufactured of the same material and finish as the ladder with telescoping tubular section that locks automatically when fully extended. Upward and downward improvement shall be controlled by stainless steel spring balancing mechanisms. Units shall be completely assembled with fasteners for securing to the ladder rungs in accordance with the manufacturer's instructions. 2.7 METAL GRATING A. General: Metal grating shall be of the design, sizes, and types indicated. Grating shall be completely banded at all edges and cutouts using material and cross section equivalent to the bearing bars. Such banding shall be welded to each cut bearing bar. Grating shall be supported on all sides of an opening by support members. Where grating is supported on concrete, embedded support angles matching grating material shall be used on all sides, unless indicated otherwise. Such angles shall be mitered and welded at corners. 1. All pieces of grating shall be fastened in two locations to each support. 2. Where grating forms the landing at the top of a stairway, the edge of the grating, which forms the top riser, shall have an integral non-slip nosing, width equal to that of the stairway. 3. Where grating depth is not given, grating shall be provided which will be within allowable stress levels, and which shall not exceed a deflection of 1/4-inch or the span divided by 180, whichever is less. For standard duty plank, and safety grating, the loading to be used for determining stresses and deflections shall be the uniform live load of the adjacent floor or 100 psf, whichever is greater or a concentrated load of 1000 pounds. For heavy duty grating, the loading used for determining stresses and deflections shall be AASHTO HS-20. B. Material 1 . Except where indicated otherwise, bar grating shall be fabricated entirely of galvanized steel. 2. Safety grating shall be fabricated of galvanized steel. 3. Plank grating shall be fabricated of galvanized steel. 4. Grating which may be partially or wholly submerged shall be fabricated entirely of stainless steel, Type 316. C. Standard-Duty Grating 1. No single piece of grating shall weigh more than 80 pounds, unless indicated otherwise. Standard duty grating shall be serrated bar grating. 2. Cross bars shall be welded or mechanically locked tightly into position so that there is no movement allowed between bearing and cross bars. D. Safety Grating 1 . Safety grating shall be made of sheet metal punched into an open serrated diamond pattern and formed into plank sections. The open diamond shapes shall be MWH-05302003 MISCELLANEOUS METALWORK 1520315-STILLAGUAMISH RIVER WTP PAGE 05500-4 approximately 1-7/8 inch by 11/16-inch in size. Safety grating shall be Grip Strut by Metal Products Division, United States Gypsum Company; Deck Span by IKG Industries, or equal. E. Plank Grating 1. Plank grating shall be extruded in 6-inch widths with a minimum of 6 integral 1-bar type bearing bars per plank. The top surface shall be solid with raised ribs, unless indicated otherwise. Where punched grating is required, the top surface shall be provided with a pattern of 3-inch by 19/32-inch rectangular openings spaced at 4 inches on center. The planks shall have continuous tongue and groove type interlock at each side, except that interlocking planks shall be arranged so that any 4-foot wide section may be removed independently from the other grating sections. 2.8 CHECKERED PLATE A. Checkered plate shall have a pattern of raised lugs on one face and shall be smooth on the opposite face. Lugs shall be a minimum of one inch in length and raised a minimum of 0.050 inch above the surface. The lugs shall be located in a pattern in which the lugs are oriented at 90 degrees from the adjacent lugs in two orthogonal directions. The rows of lugs shall be oriented at 45 degrees from the edges of the plates. B. Where no plate material is indicated on the Drawings, aluminum shall be provided. Unless indicated otherwise, the minimum plate thickness shall be as required to limit deflection resulting from a live load of 100 psf to 1/4-inch or the span divided by 240, whichever is less. 2.9 FLOOR HATCHES A. Where access hatches are mounted on a floor slab (including top slabs which are not covered with a roofing membrane) or on a concrete curb, the hatch shall be a flush type as indicated herein. Hatches mounted on a roof surface which has a membrane or other roofing material covering it shall be the integral raised curb type in accordance with Section 07720 - Roof Accessories. B. Hatches shall be fabricated from aluminum 5086 H34, 6063 T5 or 6061 T6, unless otherwise indicated. Hatch hardware shall be Type 316 stainless steel. Hatches shall be gutter-type; Bilco Type "J" or "JD," Babcock-Davis Type B-FGA or equal. C. The design live load shall be 300 psf, unless indicated otherwise. D. Hatch opening sizes, number and swing direction of door leaves, and locations, shall be as indicated. Sizes are for the clear opening. Where the number of leaves is not given, openings larger than 42-inches in either direction shall have double-leaf doors. Unless indicated otherwise, hinges shall be located on the longer dimension side. Unless indicated otherwise, ladder hatches shall be a minimum of 30-inches wide by 36-inches long, with the ladder centered on the shorter dimension, and the door hinge opposite the ladder. E. Door leaves shall be a minimum of 1/4-inch thick checkered pattern plate. Channel frames shall be a minimum of 1/4-inch material with an anchor flange around the perimeter. Hatches shall be provided with an automatic hold-open arm with release handle. Hatches shall be designed for easy opening from both inside and outside. MWH-05302003 MISCELLANEOUS METALWORK 1520315-STILLAGUAMISH RIVER WTP PAGE 05500-5 F. Hatches shall be designed to be water-tight and shall be equipped with a joint gutter and moat-type edge drain. A minimum 1-1/2 inch diameter drain connection shall be provided, located by the manufacturer. G. Hatches shall include a recessed hasp for a padlock that is covered by a hinged lid flush with the surface. H. Unless indicated otherwise, hatch nets shall be installed on floor hatches. Hatch nets shall conform to OSHA requirements and shall be Hatch Net 121, as manufactured by Safe Approach, Inc, Auburn, ME, or equal. 2.10 IRON CASTINGS A. Iron castings shall be of uniform quality, free from blowholes, porosity, hard spots, shrinkage, distortion, or other defects. They shall be smooth and well cleaned by shotblasting. B. Covers and grates shall fit together evenly, so that the cover fits flush with the surrounding finished surface and so that the cover does not rock or rattle when loading is applied. Round covers and frames shall have machined bearing surfaces. C. Covers and grates with matching frames shall be designed to support the following loadings: 1. Where located within a structure, the design loading shall match that required for the adjacent floor area, or, if no floor loading is given, a minimum of 300 pounds per square foot. 2. -Exterior -cove rs-a nd-g rates-shall-be-designed_for AASHTO HS-20 loading unless indicated otherwise. 2.11 CAST-IN-PLACE THRESHOLD A. The cast-in-place threshold at overhead roll-up doors shall be a steel threshold embedded in the concrete floor slab. The threshold shall be the product of Eastern Metal Products Co., Elizabeth City, NC (telephone: 919-335-5451); or equal. 2.12 FALL PREVENTION SYSTEM A. The fall protection system at each ladder shall include a carrier rung, ladder ring clamps, 5 sleeves and full body harnesses, dismount section, and components as necessary for a complete system. The carrier rail shall be the same material as the ladder, except for fiberglass ladders which shall have stainless steel carrier rails, and shall be the length recommended by the manufacturer for the ladder dimensions, including extensions. Include an extension for each ladder. The fall protection system shall be 2000 Climb Rite by Sellstrom Manufacturing Company, Saf-T-Climb by North Safety Products Ltd., or equal. 2.13 BOLTS AND ANCHORS A. Standard Service (Non-Corrosive Application): Unless otherwise indicated, bolts, anchor bolts, washers, and nuts shall be steel as indicated herein. Threads on galvanized bolts and nuts shall be formed with suitable taps and dies such that they retain their normal clearance after hot-dip galvanizing. Except as otherwise indicated, MWH-05302003 MISCELLANEOUS METALWORK 1520315-STILLAGUAMISH RIVER WTP PAGE 05500-6 • 's , steel for bolt material, anchor bolts and cap screws shall be in accordance with the following: 1. Structural connections: ASTM A 307, Grade A or B, hot-dip galvanized. 2. Anchor Bolts: ASTM A 307, Grade A or B, or ASTM A 36, hot-dip galvanized. 3. High strength bolts where indicated: ASTM A 325. 4. Pipe and equipment flange bolts: ASTM A 193, Grade B-7. B. Corrosive Service: All bolts, nuts, and washers in the locations listed below shall be stainless steel as indicated below. 1. All buried locations. 2. All submerged locations. 3. All locations subject to seasonal or occasional flooding. 4. Inside hydraulic structures below the top of the structure. 5. Inside buried vaults, manholes, and structures which do not drain through a gravity sewer or to a sump with a pump. 6. All chemical handling areas. 7. Inside trenches, containment walls, and curbed areas. 8. Locations indicated by the Contract Documents or designated by the ENGINEER to be provided with stainless steel bolts. C. Unless otherwise indicated, stainless steel bolts, anchor bolts, nuts, and washers shall be Type 316 stainless steel, Class 2, conforming to ASTM A 193 for bolts and to ASTM A 194 for nuts. All threads on stainless steel bolts shall be protected with an antiseize lubricant suitable for submerged stainless steel bolts, to meet government specification MIL-A-907E. Buried bolts in poorly drained soil shall be coated the same as the buried pipe. 1. Antiseize lubricant shall be classified as acceptable for potable water use by the NSF. 2. Antiseize lubricant shall be "PURE WHITE" by Anti-Seize Technology, Franklin Park, IL, 60131, AS-470 by Dixon Ticonderoga Company, Lakehurst, NJ, 08733, or equal. D. Bolt Requirements 1. The bolt and nut material shall be free-cutting steel. 2. The nuts shall be capable of developing the full strength of the bolts. Threads shall be Coarse Thread Series conforming to the requirements of the American Standard for Screw Threads. All bolts and cap screws shall have hexagon heads and nuts shall be Heavy Hexagon Series. MWH-05302003 MISCELLANEOUS METALWORK 1520315-STILLAGUAMISH RIVER WTP PAGE 05500-7 3. Bolts and nuts shall be installed with washers fabricated of material matching the base material of bolts, except that hardened washers for high strength bolts shall conform to the requirements of the AISC Specification. Lock washers fabricated of material matching the bolts shall be installed where indicated. 4. The length of each bolt shall be such that after the joint is made up, the bolt extends through the entire nut, but in no case more than 1/2-inch beyond the nut. E. Adhesive Anchors: Unless otherwise indicated, all drilled, concrete or masonry anchors shall be adhesive anchors. No substitutions will be considered unless accompanied with ICBO-report verifying strength and material equivalency. 1. Epoxy adhesive anchors are required for drilled anchors for indoor installations, in submerged, wet, splash, overhead, and corrosive conditions, and for anchoring handrails and reinforcing bars. Epoxy shall comply with Section 03315 - Grout. Threaded rod shall be galvanized for general purpose applications and stainless steel Type 316 for corrosive applications. Epoxy anchors shall not be permitted in areas where the concrete temperature is in excess of 100 degrees F or higher than the limiting temperature recommended by the manufacturer, whichever is lower. Epoxy anchors shall not be used where anchors are subject to vibration or fire. Embedment depth shall be as the manufacturer recommends for the load to be supported. 2. Unless otherwise indicated, glass capsule, polyester resin adhesive anchors will be permitted in locations not included above and shall be Hilti HVA or Cobra Anchors. Threaded rod shall be galvanized steel. F. Expanding-Type Anchors: Expanding-type anchors if indicated or permitted, shall be galvanized steel expansion type ITW Ramset/Redhead "Trubolt" anchors; McCullock Industries "Kwick-Bolt;" or equal. Lead caulking anchors will not be permitted. Size shall be as indicated. Embedment depth shall be as the manufacturer recommends for the load to be supported. Expansion type anchors which are to be embedded in grout may be steel. Non-embedded buried or submerged anchors shall be stainless steel. G Non-Shrink Grouted Anchors: Anchors, if indicated or permitted, shall be grouted with a non-shrink cementitious grout in accordance with the manufacturer's recommendation. Embedment depth shall be as the manufacturer recommends for the load to be supported. Non-shrink grout material shall be Class B or C in accordance with Section 03315 - Grout. 2.14 POWDER-DRIVEN PINS A. Materials: Powder-driven pins for installation in concrete or steel shall be heat-treated steel alloy. If the pins are not inherently sufficiently corrosion-resistant for the conditions to which they are to be exposed, they shall be protected in an acceptable manner. Pins shall have capped or threaded heads capable of transmitting the loads the shanks are required to support. Pins that are connected to steel shall have longitudinal serrations around the circumference of the shank. 2.15 IMPACT ANCHOR A. Impact anchors shall be an expansion type anchor in which a nail type pin is driven to produce the expansive force. The pin shall have a zinc sleeve with a mushroom style head and stainless steel nail pin. Anchors shall be Metal Hit Anchors, manufactured by Hilti, Inc., Rawl Zamac Nailin, manufactured by the Rawlplug Company; or equal. MWH-05302003 MISCELLANEOUS METALWORK 1520315-STILLAGUAMISH RIVER WTP PAGE 05500-8 PART 3 -- EXECUTION 3.1 FABRICATION AND INSTALLATION REQUIREMENTS A. Fabrication and Erection: Except as otherwise indicated, the fabrication and erection of structural steel shall conform to the requirements of the American Institute of Steel Construction "Manual of Steel Construction." B. Steel Railings: Field welding of steel pipe handrail joints will be permitted only if approved by the ENGINEER, and then only in accordance with its instructions. C. Floor Hatches: Unless otherwise indicated, the CONTRACTOR shall provide a 1/2- inch drain line to the nearest floor drain for all floor hatches. D. Powder-Driven Pins: Powder-driven pins shall be installed by a craftsperson certified by the manufacturer as being qualified to install the manufacturer's pins. Pins shall be driven in one initial movement by an instantaneous force that has been carefully selected to attain the required penetration. Driven pins shall conform to the following requirements where "D" = pin's shank diameter: Material Material Pin Shank inimum Minimum From Pin m Penetration inFSpMacePenetrated Minimu by Pin Thickness Supporting Pin's CL to Spacing Material Edge of Penetrated Material Concrete 16D I 6D minimum 14D 20D Steel 1/4-inch Steel thickness 4D 7D 3.2 WELDING A. Method: Welding shall be by the metal-arc method or gas-shielded arc method as described in the American Welding Society's "Welding Handbook" as supplemented by other pertinent standards of the AWS. Qualification of welders shall be in accordance with the AWS Standards governing same. B. Quality: In assembly and during welding, the component parts shall be adequately clamped, supported, and restrained to minimize distortion and for control of dimensions. Weld reinforcement shall be as indicated by the AWS Code. Upon completion of welding, weld splatter, flux, slag, and burrs left by attachments shall be removed. Welds shall be repaired to produce a workmanlike appearance, with uniform weld contours and dimensions. All sharp corners of material which is to be painted or coated shall be ground to a minimum of 1/32-inch on the flat. 3.3 GALVANIZING A Structural steel plates shapes, bars, and fabricated assemblies required to be galvanized shall, after the steel has been thoroughly cleaned of rust and scale, be galvanized in accordance with the requirements of ASTM A 123. Any galvanized part that becomes warped during the galvanizing operation shall be straightened. Bolts, MWH-05302003 MISCELLANEOUS METALWORK 1520315-STILLAGUAMISH RIVER WTP PAGE 05500-9 anchor bolts, nuts and similar threaded fasteners, after being properly cleaned, shall be galvanized in accordance with the requirements of ASTM A 153. 13 Field repairs to damaged galvanizing shall be made by preparing the surface and applying a coating. 1. Surface preparation shall consist of removing oil, grease, soil, and soluble material by cleaning with water and detergent (SSPC SP1) followed by brush off blast cleaning (SSPC SP7), over an area extending at least 4-inches in all directions into the undamaged area. 2. Coating shall be applied to at least 3 mils dry film thickness. Use Zinc-Clad XI by Sherwin-Williams, Galvax by Alvin Products, or Galvite by ZRC Worldwide. 3.4 DRILLED ANCHORS A. Drilled anchors and reinforcing bars shall be installed in strict accordance with the manufacturer's instructions. Holes shall be roughened with a brush on a power drill, cleaned and dry. Drilled anchors shall not be installed until the concrete has reached the required 28-day compressive strength. Adhesive anchors shall not be loaded until the adhesive has reached its indicated strength in accordance with the manufacturer's instructions. 3.5 FALL PREVENTION SYSTEM A. Fall prevention systems shall be provided on all ladders used to ascend heights exceeding 20 feet. - END OF SECTION - MWH-05302003 MISCELLANEOUS METALWORK 1520315-STILLAGUAMISH RIVER WTP PAGE 05500-10 SECTION 13656 - STEEL WATER RESERVOIRS AND TANKS PART 1 -- GENERAL 1.1 THE REQUIREMENT A. The CONTRACTOR shall design and provide welded steel water reservoir(s) and tank(s) complete and operable, in accordance with the Contract Documents. 1.2 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS A. Reference herein to "AWWA Standards" shall mean the published standards of the American Water Works Association, 6666 West Quincy Avenue, Denver, CO 80235. B. References herein to "API Standards" shall mean the published standards of the American Petroleum Institute, 1220 L Street, Northwest, Washington, D.C. 20005. C. Commercial Standards ANSI/AWWA D100 Standard for Welded Steel Tanks for Water Storage ANSI/API 650 Welded Steel Tanks for Oil Storage 1.3 CONTRACTOR SUBMITTALS A. Design calculation, drawings, erection drawings, and shop drawings shall be designed by a professional engineer registered in the State of Washington. B. Detailed design calculations for the tank, exclusive of concrete foundation, together with shop drawings, shall be furnished in accordance with Section 01300 - Contractor Submittals. Details of welded joints shall be submitted including sequences and methods for welding three plate intersections for floors and roofs. Mill test reports shall be submitted for all steel materials 1.4 DESIGN REQUIREMENTS A. Diameter: Tank shall be 39'-0" inside diameter B. Sidewall Height: The sidewall height shall be a minimum of 25.80' C Net Capacity: The net capacity of the tank shall be 200,000 gallons 1.5 QUALITY ASSURANCE A. General: The CONTRACTOR shall provide quality assurance services as required by ANSI/AWWA D100 and as required by this Section. Where the requirements differ, the provisions of this Section shall govern. The CONTRACTOR shall prepare a written report for inspection and testing as specified in ANSI/AWWA D100, Section 11. B Automatic Welding: If the CONTRACTOR uses an automatic welding machine for the horizontal welds in the tank shell, the following startup procedure shall be used. After the first 10-feet of the first pass is welded, the CONTRACTOR shall air carbon arc gouge into the root of the weld to allow the ENGINEER to visually confirm that full penetration and fusion is attained. If full penetration and fusion have not been attained, the machine MWH-06172004 STEEL WATER RESERVOIRS AND TANKS 1520315-STILLAGUAMISH RIVER WTP PAGE 13656-1 shall be immediately corrected. The procedure shall be repeated until satisfactory welding is achieved. Defective welding in the startup area shall be repaired. C. Inspection and Testing of Welds: Performing and paying for inspection and testing of welds shall be CONTRACTOR's responsibility and shall be completed before application of protective coatings. Welding of each successive shell course shall not begin until the previous shell course welds have been completely welded, inspected, and repaired. On joints where radiography is required, the welding of each worker shall be radiographed on the worker's first joint, before work begins on subsequent joints. The ENGINEER shall be furnished certified copies of all radiography reports. 1 . Shell Welds: All vertical welds shall be radiographed for 100 percent of their length. Welds not meeting the acceptance criteria in ANSI/AWWA D100 shall be repaired and radiographed until the requirements are met. Horizontal welds shall be radiographed in accordance with ANSI/AWWA D100. 2. Roof Welds: Welds in contact with the reservoir contents shall be spot radiographed per ANSI/AWWA D100. 3. Bottom Welds: Welds joining the bottom plates shall be vacuum tested using solution film. Any detectable leaks shall be marked and repaired by welding. Sealing shall not be accomplished by peening. One spot radiograph shall be taken on 10 percent of the butt-welded annular plates. The inside shell-to-bottom fillet weld shall be vacuum tested using solution film before the outside weld is made. 4. Shell Reinforcing Plates: After the reinforcing plate is fitted to the shell, but before the pipe or neck fitting is inserted, the reinforcing plate shall be seal welded to the shell at the inner and outer edges. Air pressure shall then be applied to the space between the reinforcing plate and the shell, and the seal welds tested with solution film. D. Bottom Distortion: The CONTRACTOR shall use a written procedure for fitting and welding the bottom plates. Out-of-plane distortion shall not exceed 0.75 percent of the tank radius. E. Shell Distortion: Local deviations, such as flat spots, peaked joints, and welding distortion shall be limited as follows: 1. Using a horizontal sweep board 36-inches long, the distance from the sweep board to the shell shall not be greater than 1/2-inch. Flat spots shall be measured with an external sweep board. Peaked spots shall be measured with an internal sweep board. 2. Using a vertical sweep board 36-inches long, banding of horizontal joints shall not exceed 1/2-inch. Measurements shall be taken beginning with the first joints that are welded. Corrections to the fitting and welding procedure shall immediately be made if the joints are not within the above criteria for distortion. The CONTRACTOR shall submit corrective procedures for joints that have been welded but are not within the criteria for distortion. F. Hydrostatic testing and disinfection shall be furnished in accordance with Section 01650 -Testing and Disinfection of Concrete and Steel Water Structures. The OWNER will furnish water for testing and disinfection at the project site, but the CONTRACTOR will be required to pump the water with a free air gap to fill the reservoir. The MWH-06172004 STEEL WATER RESERVOIRS AND TANKS 1520315-STILLAGUAMISH RIVER WTP PAGE 13656-2 r CONTRACTOR shall continuously monitor the filling operation to control the rate and level to avoid overflow. PART 2 -- PRODUCTS 2.1 GENERAL A. The WORK of this Section shall be furnished by a firm having experience and regular practice in the design, fabrication, and construction of steel water reservoirs or tanks with a record of at least five successful installations within the last two years. The firm shall provide at least five separate project references that demonstrate the successful experience, including the name, address, and telephone number of the owner of each project. 2.2 DESIGN A. Design shall be in accordance with the requirements of ANSI/AWWA D100, subject to the following modifications and additions: 1. Option to use the design, fabrication, and inspection procedures specified in Chapter 14 will be permitted with the following limitation: only steel complying with Category 1 material requirements may be used. 2. The lowest one-day mean ambient temperature at the site of the tank shall be considered to be seven degrees F. 3. No corrosion allowance will be required. 4. All shell and bottom fittings shall be flanged. 5. The tank details shall be designed to eliminate unwelded joints that will promote corrosion, pockets that will accumulate rain water, and attachments to the shell which result in excessive localized stresses due to welding or imposed loads. The exceptions to this requirement are the roof rafters and internal roof plate lap joints. The contact surfaces between the roof rafters and roof plates and the interior roof plate lap joints shall be primed before erection in accordance with Section 09800 - Protective Coating. 6. Seismic design shall be in accordance with Section 13 of ANSI/AWWA D100, and shall be provided for project locations in seismic zones 3. The following values shall be used in the seismic design. Z 0.3 S 2.0 Vertical Acceleration, percent of Horizontal 60 Simultaneous Combination of vertical/horizontal ; Yes acceleration Freeboard, min, feet 2'-3" MWH-06172004 STEEL WATER RESERVOIRS AND TANKS 1520315-STILLAGUAMISH RIVER WTP PAGE 13656-3 Hoop Stress Combination Root mean square Pressure Stability Yes Live Load included, psf Zero Tank is an Essential Facility Yes Anchored Tank Yes Column Lateral Wave Pressure, psf 320 7. Design Loads Roof Live Load, minimum, psf 20 Wind Velocity, mph 80 Snow Load, psf 30, No Reduction 8. If snow loads are required for design, full or unbalanced snow loads shall be used where such snow load will result in larger members or connections. 2.3 TANK SHELL WELDING A. All welds joining shell plates and wetted roof plaies shall have complete joint pc,oration and fusion and shall be double-welded from both sides. The use of low-hydrogen electrodes is mandatory for manual welding of shell plates, for permanent attachments to the shell plates, for fittinqs, and for welds joining the shell plates to the bottom plates. All shell plates shall be rolled, regardless of material thickness. 2.4 ROOF AND COLUMNS A. The roof shall be designed for the minimum specified live load and shall nave a pitch as shown. Lateral bracing of rafter compression flanges shall not be assumed to be provided by friction between roof sheets and rafters. Rafters and bridging between rafters shall be designed of standard structural steel shapes. The minimum roof plate thickness shall be 3/16-inch. B. Columns shall be fabricated from steel pipe sealed at both ends. Column bases shall be fabricated from steel plate and provided with the necessary gusset plates to distribute the load uniformly. The base plates shall be designed for a maximum foundation loading of 2,000 pounds per square foot, exclusive of the weight of water. The colu111n bases shall not be welded to the bottom plates but shall be prevented from lateral movement by angle clips welded to the bottom plates. Where column base plates are placed over lap joints, filler plates shall be used to provide full bearing under the base. Structural steel shapes shall not be used for column bases. MWH-06172004 STEEL WATER RESERVOIRS AND TANKS 1520315-STILLAGUAMISH RIVER WTP PAGE 13656-4 All nuts and bolts used for erection purposes shall be hot-dip galvanized after fabrication. Bolts inside the reservoir that support permanent loads, ladders, or appurtenances shall be of Type 304 stainless steel. 2.5 TANK BOTTOM A. The tank bottom, including sketch and annular plates, shall be fabricated from steel plate not less than 5/16-inch in thickness. The minimum annular plate width shall be determined by ANSI/AWWA D100, Section 13, if a seismic design is required by these Contract Documents. 2.6 CONCRETE FOUNDATIONS A. Concrete ringwall and footings shall be constructed as indicated on the Drawings. 2.7 ACCESSORIES A. Accessories such as baffle walls, inside and outside ladders, inlet-outlet, drainpipe, manhole through the shell, manhole through the roof, vent, and liquid level indicator shall be provided, located as indicated. B. Piping fittings, flanges, couplings, and appurtenances shall conform to Sections 15000 - Piping, General, and 02570 - Steel Pipe, Specials, and Fittings. The outside ladders shall extend to within 6 inches of the ring footing. Except as otherwise indicated, exterior ladders, bolts, and other exterior miscellaneous metal appurtenances shall be galvanized. Interior ladders, nuts and bolts, clips, and support angles shall be of Type 304 stainless steel. C. The design of the access manhole in the lowest ring of the shell shall conform to the requirements of ANSI/API 650 and shall be hinged as indicated. D. Submerged bolts inside the tank shall be of Type 304 stainless steel. E. The fall prevention system shall be as indicated under Section 05500 - Miscellaneous Metalwork. Metal components exposed to the atmosphere shall be galvanized steel. Metal components inside the reservoir shall be Type 304 stainless steel. F. The liquid level indicator shall be S & J Model 92302; an equivalent model by Varec; or equal. All necessary equipment including indicator board, brackets, and spring assembly shall be provided with the indicator. The indicator board shall be graduated in feet and tenths of a foot. G. Galvanizing: Galvanizing shall conform to the requirements of Section 05500. PART 3 -- EXECUTION 3.1 GENERAL A. Tank construction shall be in accordance with the requirements of ANSI/AWWA D100. MWH-06172004 STEEL WATER RESERVOIRS AND TANKS 1520315-STILLAGUAMISH RIVER WTP PAGE 13656-5 3.2 FABRICATION AND WELDING A. In assembly and during welding, the component parts shall be adequately clamped, supported and restrained to minimize distortion and for control of dimensions. Weld reinforcement shall be as specified in ANSI/AWWA D100. B. Upon completion of welding, all weld spatter, flux, slag, burrs left by attachments, and excessive weld reinforcement shall be removed. Welds shall be repaired to produce a workmanlike appearance with uniform weld contours and dimensions. External corners and edges shall be ground to a minimum 1/16-inch radius. Internal corners and edges -shall_be_gr_o-und to-a--minimum 1/8-inch radius. except that the internal roof plate edqes shall be ground to a minimum 1/16-inch radius before application of prime coatings. - END OF SECTION - MWH-06172004 STEEL WATER RESERVOIRS AND TANKS 1520315-STILLAGUAMISH RIVER WTP PAGE 13656-6 MWH MONTGOMERY WATSON HARZA CITY OF MARYSVILLE STILLAGUAMISH RIVER WATER TREATMENT FACILTY PROJECT RECEIVED AM i t; �04 COO BUILDING DEPT CALCULATION �a1 EXPIRES 3126106 _._. i :�� ., �- ..�, �, r ., w i, �, ., .. r. .� , r MWH MONTGOMERY WATSON HA [A By ,>1v Date 40 0 Client G� of �'°r�lSyiwC Sheet of Chkd.B Description �Cl►.�.>I�,V�MI r� Job No k92031� 19 1�� V�� ,►+'r z�'-�„ ( �l�N �nl.�r� I�G�N� = P4�-a�' T N 14T = Z41-0, S�D� , SLcK 4: 12 : Mhx tL--yT -3o 4" Btti is VJVJA !�1pL -9G trc4.o �/►b�� 1 I I I 1 J MW � r?ONTGOlLSEF?'WFTSON HAFgZ n a3__ Ciient Cit t� - VPcQVSV_I1 _- Sheet _ c - - Chkd By Descriptior; U•A(��lAM1 11 I WTI' Job No 172G�� Design Task: _ L �h16�Q - RwvJa �00- qc� �sEc, 3.► .4� i Z v \ d = ►oo ►Arq i a;) �I i I I � I 3 4 i 1 i 1 I M YY H MONTGOMERY WATSON HARZA gy—_ - - - - — Date - b C!ien: GtT1/ OF ItiMZVS1111tit Sheet _ o` Chkd.By - --- Description VAU LSlA yd'T�, Job No. 1�0�15 Sc�yvtIC �JA 00 0.5 (TI`w 27� 101> �e 5c") - SITE Ar',,PL,1 r�6AWN �� ISE SNP ( S� 13 3 'z• I , �eo�Nn S7pa��-+� �s�; .CTo�-+�{ W ►ai t, lit"P:1(k-T © or �(E M r Cori -�i-� T► MoV�=� I N 6QJ-1T VrOC -7—w 0. (3�r' kz J MWH fjGONTGOMERY WATSON HAfi Client Cif of MGlswuiE sMe;r of . Chkc.E•� c DE�r :r, Q� WTb Jcl_,IJc- 152031s � �� `�NIG T7�1 It►� [IE7 z I [ o.l¢ ( \0, tQ,N-t -� vJ,X, )+ SC,�t�ILXZI i i i�ov i ICE f;VTT&IA '5 +F- 1 � 1a'Ttm 0 W- 'fWK :54W-, 'T-o 4*4TOiD eF IATWA*I- ESL-isN iC r A A eo w, (s I.. . .2 . ?-) X2 ► n ��E b o� -r�+i� -r �u �I � To -ram c , oln o ► ray ��iSM1C. lx /"t5O To w2 t M = SL I wT fl B MONTfiOMERYWA-"'H. I" �` ••�.�'''��, //jj ! �Vi Chkd.By Description:/ ST VLA . WT f% V Design Task: gTw�- f Vs e yo I e I w L 7. 9 ti. i I, i r i f 1 Td(p� �� r�!-t ci; ��'TTdM ►LW4 �SC� 1j. ? .?.`.'L / w.z J At CfG.0 n z in;j ?G-i I� X. %oN� ` y� CQ �, �,-�,�: i W ► .2n �2-1 I J MWH M NTGOMERYWATSON HA DatE I �Z Ci:eri C� OF NIk+P�� d1 USE ske.t o' Cl-,kd.By Descript,or, �✓ 1tiA Job No. 11-92d 3N 5; Desion Ta; Get '��S'E2U01 C, I t (TAIte1LE kO) i I I i A S ►3,3 . 3 ,� ! 6 I � 1739 2.4y i II r C S ` 7 i3 D r Z 1 C�� 7. '�3 (?��') D.S(t.f�)(y 0. G4��(Y.o) C 1 L Q 4 � J . L.2� J ) i J MONTGOMERY WATSON_ 'LIENT: City of Marysville JOB NO: 1520315 DATE: Oct-03 eROJECT: Seismic Evaluation of Reservoirs ENGINEER: DR DESCRIPTION: Stillaguamish WTP Tank CHECKER: TANK DESCRIPTION: Reservoir CAPACITY (Million gal)= 0.201 tank diameter,D (ft)= 39 tank height,H (ft)= 24 Therefore,D/H= 1.625 joint efficiency factor,E= 0.85 fluid specific gravity,G= 1 PRELIMINARY TANK WALL ANALYSIS(from AWWA D100-96,Sec 3.7 and Sec 14) t(h)=2.60*hp*D*G/(s*E) t(h)--thickness(inches) @ height "hp"(feet)from top of HW level D=diameter in feet G=specific gravity, 1 for water s=allowable design unit tensile stress,psi f=actual shell tensile stress,psi E=joint efficiency factor, E=0.85 ,for AWWA section 3.7 E= 1.00,for AWWA section 14 f(actual)=shell plate stress=2.60*hp*D*G/(t*E) allowable design unit tensile stress per AWWA, s= 15000 psi Shell Shell Pl. Shell wall water water Joint Shell Pl. Shell Wt. Ring Ring Thickness hp h' efficiency Stress=f per Ring Number Height(ft) (inches) from top from base E (psi) ( lf) max. fluid depth 22.50 22.50 22.50 0.00 22.50 0.00 22.50 0.00 22.50 0.00 22.50 0.00 22.50 0.00 22.50 0.00 ring#3 8.00 0.188 6.50 16.00 0.85 4136 61.25 OK ring#2 8.00 0.188 14.50 8.00 0.85 9225 61.25 OK Bottom ring# 1 8.00 0.250 22.50 0.00 0.85 10736 81.67 OK Weight of Wall per Foot= 204.17 plf of circumference Center of Gravity of the Wall= 11.20 feet above base Weighted average wall thickness,to= 0.208 inches Bottom shell ring thickness,is= 0.250 inches .� Bottom Annular Plate Thickness,tb= 0.25 inches Page 1 of 10 AWWA DI00-96 revised.xls:TNKWALLI i i MONTGOMEF;Y WATSON LIENT: City of Marysville JOB NO: 1520315 DATE: Oct-03 PROJECT: Seismic Evaluation of Reservoirs ENGINEER: DR DESCRIPTION: Stillaguamish WTP Tank CHECKER: TANK INFORMATION: CAPACITY(Million gal)= 0.201 tank diameter,D (ft)= 39.00 max fluid depth,hp (ft)= 22.50 fluid specific gravity,G= 1 shell weight(lbs/ft)= 204.17 (see Previous Page) C.G. of wall,(ft from base)= 11.20 (see Previous Page) Bottom shell course thickness,is(in)= 0.250 (see Previous Page) ratio of D/hp= 1.733 HYDRODYNAMIC LOADING per AWWA STD D100-96.IF RESPONSE SPECTRUM AVAILABLE USE MW SDM OVERTURNING MOMENT(Section 13.3.3.1) Refer to AWWA-D100;Figure 8 for determining Kp,and Figures 9& 10 for WI ,W2,X1,X2 M=( 18ZI/Rw)[0.14(Ws*Xs+Wr*Ht+Wj*Xj)+S*W2*X2*Cl] ,(Equation 13-8) where: Z= Seismic Zone Coefficient I= Importance Factor(use 1.25 UNO) Rw= Force Reduction Coefficient Ws= Total Weight of Shell,Lbs Xs= Height,FT,from bottom of tank to C.G. of shell Wr= Weight of Tank Roof& Shell above HW level(Incl snow,if req'd,but no LL),Lbs Ht= Height of Tank Shell,FT FD/h = 1.733 Kp= Coefficient Relating Tank Size to Period . . . . . . . . . . . . . . . . . . . . .. . .. . . (Figure 8) Kp= 0.586 W, = Weight of Tank Contents that Moves with the Shell,Lbs . . . . . . . . .. . . . (Figure 9) W,/WT= 0.603 X, = Height,FT,from bot to centroid of seismic force applied to W, . . ... ... . (Figure 10) Xi /hp= 0.375 W2= Weight of Sloshing Contents of Tank,Lbs . . . . . . . . . . . . . . . . . . . . . ... . . (Figure 9) W2/WT= 0.387 X2= Height,FT,from bot to centroid of seismic force applied to W2 . . .. . . .. . (Figure 10) X2/hp= 0.630 C, = Coefficient Relating to Period (Equations 13-5 or 13-6) S= Site Amplification Factor Tw= First Mode Sloshing Wave Period WT= Total weight of tank contents=it*D214 *hp*G*62.4 = 1677.21 kip VALUES: Zone= 3 Z= 0.30 (Table 24) I= 1.25 (Table 26) Rw= 4.50 (Table 25),unanchored flat bottom tanks=3.5, anchored flat bottom tanks=4.5 Ws= pi * 39 * 204.17/ 1000= 25.01 kip Xs= 11.20 ft Wr= 20.00 kip ( engineer estimate; incl wt of shell above HW level) Ht= 26.00 ft W, = 0.603 *WT = 0.603 * 1677.21 = 1,011.35 kip X, = 0.375 * hp = 0.375 * 22.5 = 8.438 ft Soil Profile type= D (Table 27) S= 2.00 (Table 27) Page 2 of 10 AWWA D100-96 revised.xls:TNKWALLI f• NIONTGOMEIR) 1NATSON; 'LIENT: City of Marysville JOB NO: 1520315 DATE: Oct-03 PROJECT: Seismic Evaluation of Reservoirs ENGINEER: DR DESCRIPTION: Stillaguamish WTP Tank CHECKER: OVERTURNING MOMENT( cont). . . WZ= 0.387 *WT = 0.387 * 1677.21 = 649.08 kip X2= 0.630 * hp = 0.63 * 22.5 = 14.175 ft Tw= Kp * Sgrt(D) = 3.660 ,(Eq 13-7) C, = 0.0455 (Eq 13-5 or 13-6), Tw<4.5, C, = ]/(6Tw) Tw>=4.5,C, =0.75/(TW2) M= ( 18ZI/Rw)[0.14(Ws*Xs+Wr*Ht+W j*X,)+S*WZ*XZ*C,] ,(Equation 13-8) M = 3,215.9 ft-kip Overturning Checks(Section 13.3.3.3) where- ws= Weight of Shell (lbs.per ft) wrs= Weight of Roof acting on the Shell(lbs.per ft) wL = Weight of Contents which Helps to Resist Overturning ,(Eq 13-12) ws= 204.17 lbs/ft wrs= 100.00 lbs/ft wt=ws+wrs= 304.17 lbs/ft ,(Eq 13-18) wL,lbs= 1,123.20 (Eq 13-12): 7.9 tb*SQRT(fy hpG) ,not to exceed 1.28 hpDG assumed bottom plate yield,Fy(psi)= 30,000 ,ASTM A283 grade C tb= thickness of bottom plate, (in)= 0.250 L=Length of Annular Ring=0.216 tb(sgrt(Fy/(hpG))) ,not to exceed 0.035D,(Eq 13-13) L(ft)= 1.972 ,L>0.035D. . . 0.035D(ft)= 1.365 TANK MUST BE ANCHORED ! CHECK UPLIFT: If M/(DZ*(wt+wL))<0.785,then no uplift If M/(DZ*(wt+wL))>0.785 and<=1.54, then uplift is OK If M/(DZ*(wt+wL))>1.54,then bottom annular ring must be thickened or anchor the tank. M/(D2*(wt+wL))= 1.481 UPLIFT OCCURS ,(Eq 13-15) BOTTOM ANNULAR RING OK(no anchorage required) Will the tank be anchored ? ( yes or no = yes bottom shell ring#1 thickness,is(in)= 0.250 6,=Shell Compressive Stress,(psi)= ( wt+ 1.273 *M/D1,2 ) / ( 12*ts ) = 998.58 ( Eq 13-14) Weighted average wall thickness,to= 0.208 (From Page 1) ta/R= 0.00089 allowable compressive stress,FL(psi)= 1,619.8 ,(AWWA D100,Table 10,pg 19) i Earthquake allowable stress,FL(psi)= 2,159.2 Does not include the increase in the allowable buckling stress due to internal liquid pressure. (See section 13.3.3.7.4) SHELL COMPRESSION FORCE. OKAY Page 3 of 10 AWWA D100-96 revised.xls:'INKWALLI 1 i :i MQNTGOMERY WATSOK 'LIENT: City of Marysville JOB NO: 1520315 DATE: Oct-03 PROJECT: Seismic Evaluation of Reservoirs ENGINEER: DR DESCRIPTION: Stillaguamish WTP Tank CHECKER: Hoop Stress Calculations (see sections 13.3.3.6& 13.3.3.2.3) maximum Hydrostatic hoop stress(psi)=62.4*hp*G*(D/2)/ts/E= 10736 psi Hoop stress is below the allowable of s= 15000-Static Case is OK Hydrodynamic Hoop Stress,65= (Ni+Nc)/t ,(Eq 13-20) Ni=Impulsive Hoop Force(lb/in) ,(Eq 13-20, 13-21,or 13-22) Nc=Convective Hoop Force(lb/in) ,(Eq 13-24) Nh=Hydrostatic Hoop Force(lb/in) u"v=Vertical Acceleration D/H= 1.625 Vertical Acceleration,(decimal)= 0 Allowable Seismic Hoop Tensile Stress= 1.333*s= 1.333*15000= 20000 psi H drod amic+ Static Hoop Stress ( see section 13.3.3.6) bottom of Forces Stresses ring: H-dynamic H-dynamic 65=Sum Shell height Plate convective impulsive H-static H-dynamic H-static Total Ring h' Thickness force,Nc force,Ni force,Nh Stress** Stress Stress Number from base 1 (in) (lb/in) (lb/in)' (lb/in) L (psi) (psi) (psi) ring#3 16.00 0.188 98.7 218.1 659.1 1690 4136 5825 OK ring#2 8.00 0.188 54.0 349.0 1470.3 2149 9225 11375 OK ring# 1 0.00 0.250 41.6 392.6 2281.5 1737 10736 12473 OK **note:The sum of the hydrodynamic stresses use eq 13-20 when vertical acceleration is zero, and eq 13-25 when vertical acceleration is specified. Fluid slosh height, d: d=7.53 D*(Z1C,S/R,,,)= 2.227 ft ,(Eq 13-26) Page 4 of]0 AWWA D100-96 revised als:7NKWALL] r . , � MONTGOMERY WATSON; CLIENT: City of Marysville JOB NO: 1520315 DATE: Jan-04 PROJECT: Seismic Evaluation of Reservoirs ENGINEER: DR DESCRIPTION: Stillaguamish WTP Tank CHECKER: Evaluate Tank Anchors, M= 3,215.9 ft-kip wt= 304.17 lbs/ft D= 39 ft r number of anchors to be used—,"�5O Ab=anchor ar a= 1.2271846 inz 1 Y� anchor material yield siren h= 36000 psi v SL = anchor spacing=T*D/(number o chors)= 2.45 ft anchor tension,TB=SL*(( 1.273*M/D2)- wt)= 5850 lbs. ,(Eq 13-19) anchor allowable tension (with 1/3 stress increase for seismic)=4/3*(0.6*Fy*Ab)= 35342.917 lbs. ANCHOR TENSION IS LESS THAN THE ALLOWABLE,OK (Note: concrete embedment stresses also need to be checked) Pace 5 of 5 AWWA DI00-96 revised.xls:TNKWALLI l ,. ` }� ., 0MWH _ ��yONTGOMERYWATSONIiAR A gy D� Date oZ t-her:._ Q'Iju or VI yvtr S!fet Chkd.By Description ISTI IAA6-I1L' M 161+ b No l S Zo31 Design Tesk:_ p31je bl of I w = l wit WG-1 wT zo 2 �2;4 Ff - 8oh s'8 I�w C!M�C �' ��r� fix'-cu J►��? I�� ` �v�� Tcs �r�L 75 f I Mww ONTGOMERYWD�SON HAR 11 0 i. _ er- �i 1✓ VIUiE S'i,=r Chkd.By Descripdor; STI 1 W oL•Nc 1�2C31 ci Desior,Task: Ng V`�fYfC� �'��1� 2z9••tlNL�1-1 W 4 C kDp Flea.- 8. ion I c Q,nl�, ��► . �� - Ito � �soi>, D��rY� t t 1 .� + (f•4y�( 1Ic� f(2.7 x 2•Zy 1-� (? yq.2y� I: (73I 5) 7 ? -41 - - 0 N J ,. %2"RAD. STEEL TROWEL FINISH, TOP TO BE LEVEL WITHIN 1/0" Z—2"A.C.PAVING --COMPACTED FILL SEE SPECS. CONT BARS 4 iF(HO.OP STEEL) 4CU) 0.C. 12. Z CL 2':L .-T RING FOOTING LO.= STEEL TANK/.D.MINUS X—Ir (FOR T---W) NOTE; MINIMUM LAP OF M HORIZONTAL BARS 7*j BE /? II 20*M-*'LAP FOR a 4 tj�UC`LAP FOR # 5 ALL LAPS TO BE STAGGERED A 3M-LAP FOR ar C MINIMUM Or J'-0"C. C. h RING FO 0 TING DESIGN EXAIMPLE.-((H=31 18" T= 24 W = 24.Y600 qH-80h 62.5 x 31-8ox 3 =8.4"<7k'MIN. P=Q,3 h(qH 4 A X 10 0)z:0.J x 3(6z.5 x 3 1-t-1 x/0 0) a a 0#/, 2 2 TOTAL HOOP TENSION-PR-1,880jt37.5=7o,5o0# AREA OF HOOP STEEL= PR 70,500 =3 53 D 1205-3.72 IT000 Psi. 810013. 7' 'THICKNESS OF RING FOOTING IN INCHES W 'WEIGHT OF STEEL TANK DIV 'TOP OF RING FOOTING IN I BS PER LIN. FT APPROX.60001'FOR 32'7ANX HEIGHT q 'WEIGHT OF WATER-62.5*1CLI.F77. H =WATER HEIGHT IN FT. h 'HEIGHT RING FOOTING IN FT. P =HORIZ. PRESSURE ON RING FOOTING IN L BSILIN.FT. R IRAPIUS OF TANK IN FT. RING FOOTING DETAIL REV.051688 CONCRETE RING FOOTING o LNiULTJN' ENCINEEkt FOR STEEL TANK C_ 3 Dee, q\ so (W + PH -bl2+b*d*150)lb = PH W lb= PH - PH 12-d-150 R6 w - b PH 12-150d 2W =b PH -75d All units consislant if W,P,H,and d are in units of lbs&ft,multiple by 12 to get b in inches MONTGOMERY WATSON JOB NO: ]520315 DATE: Oct-03 CLIENT: City of Marysville PROJECT: Seismic Evaluation of Reservoirs ENGINEER: DR DESCRIPTION: Stillaguamish WTP Tank CHECKER: This foundation design is based on MWH Civil Design Std#303 Design assumes an unanchored tank All underlined values are to be input by user Tank Weight/Lin Ft,W(lbs)= 204.33 Include weight of roof Water Height,hp(ft)= 22.5 Height of Ring Ftg,h(ft)= 3 Tank Radius,R(ft)= 19.5 FOOTING THICKNESS T(in)=24W/(62.4hp-80h)= 4.21 18"min Design T(in)= 18 Bearing Pressure(psf)= 838.22 CHECK AGAINST ALLOW BEARING PRESSURE REINFORCING STEEL DESIGN Horizontal Pressure,P (lbs/ft)=0.3h(62.4hp+h*100/2)= 1,398.60 Hoop Tension(lbs)=P*R= 27,272.70 As(sq in)=PR/ 18000 psi= 1.52 Bar Size #4 Number of Bars 12 As(sq in)= 2.36 • Paee 1 of I ANNVA D100-96 revised.xls:TANKFDN ,1 J MWH r/rONTGOMERYV✓ATSON 'A l i , E. DlC Gate G3 Ciient C 1714 Fir If�cl2y�dt �v� Sleet o, - r lb Descnpra! �'il l �T Job Nc. f52v 315 1 h:J. �; CB510!? Task. EEL -- C?/4 E-F � e -- a701Z" Ilz I 'M • Ol e • • sl i i 7 0 • s p � e s 7@ 12' �N k r�J N DA i I din �t►��C 1/,EIS �G+tl 2IIe u V-1r 4 v4 (711' 704Q'� ScE G►,r-�f,�� 4 i MWH Global,Inc. Title: Job# 2375 130 th AVE. NE Dsgnr: Date: 10:25AM, 11 SEP 03 Description Bellevue,WA 98005 Scope: Rev. 560100 Page 1 User:KW0604891,Ver5.15.1,25-Oct-2002 Concrete Rectangular & Tee Beam Design (c)t983.2002 ENERCALC Engmeenng Software uDescription Reservoir Foundation General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements , Span 4.25 ft fc 4,000 psi Depth 24.000 in Fy 60,000 psi Width 12.000 in Concrete Wt. 145.0 pcf Seismic Zone 0 End Fixity Fixed-Free Beam Weight Not Added Live Load acts with Short Term Reinforcing Rebar @ Center of Beam... Rebar @ Left End of Beam... Rebar @ Right End of Beam... Count Size V from Top Count Size V from Top Count Size V from Top #1 2 5 3.00in #1 2 5_ 3.00 in #1 2 5 3.00 in Uniform Loads Dead Load Live Load Short Term Start End #1 k 2.118 k k 0.000 ft 4.250 ft Summary Beam Design OK Span=4.25ft,Width=12.00in Depth=24.00in Maximum Moment:Mu -32.52 k-ft Maximum Deflection -0.0030 in Allowable Moment:Mn'phi 57.24 k-ft Maximum Shear:Vu 9.06 k Max Reaction @ Left 9.00 k Allowable Shear:Vn'phi 19.35 k Max Reaction @ Right 0.00 k Shear Stirrups... Stirrup Area @ Section 0.440 in2 Region 0.000 0.708 1.417 2.125 2.833 3.542 4.250 ft Max.Spacing 0.750 0.750 0.750 0.750 1.500 1.500 1.500 in Max Vu 9.059 9.059 9.059 6.305 6.305 6.305 6.305 k Bending &Shear Force Summary Bending... Mn"Phi Mu,Eq.9-1 Mu,Eq.9-2 Mu,Eq.9-3 @ Center 7.02 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft @ Left End 57.24 k-ft -32.52 k-ft -24.39 k-ft 0.00 k-ft @ Right End 57.24 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear... Vn•Phi Vu,Eq.9-1 Vu,Eq.9-2 Vu,Eq.9-3 @ Left End 19.35 k 9.06 k 6.79 k 0.00 k @ Right End 19.35 k 0.00 k 0.00 k 0.00 k Deflection Deflections... Upward Downward DL+[Bm Wt] 0.0000 in at 4.2500 ft 0.0000 in at 4.2500ft DL+LL+[Bm Wt] 0.0000 in at 0.0000 ft -0.0030 in at 4.2500ft DL+LL+ST+[Bm Wt] 0.0000 in at 0.0000 ft -0.0030 in at 4.2500ft Reactions... (cD Left (a Right DL+[Bm Wt]] 0.000 k 0.000 k DL+LL+[Bm Wt] 9.001 k 0.000 k DL+LL+ST+[Bm Wt] 9.001 k 0.000 k r MWH Global, Inc. Title: Job# 2375 130 th AVE. NE Dsgnr: Date: 10:25AM, 11 SEP 03 Description Bellevue,WA 98005 Scope: Rev S60100 Concrete Rectangular & Tee Beam Design Page 2 User:560100 4891,Ver 5.6.1,25-Oct-2002 (c)1983.2002 ENERCALC Engrneenng Sohware Description Reservoir Foundation Section Analysis Evaluate Moment Capacity... Center Left End Riaht End X:Neutral Axis 1.070 in 1.070 in 1.070 in a=beta'Xneutral 0.909 in 0.909 in 0.909 in Compression in Concrete 37.108 k 37.108 k 37.108 k Sum[Steel comp.forces] 0.000 k 0.000 k 0.000 k Tension in Reinforcing -37.200 k -37.200 k -37.200 k Find Max As for Ductile Failure... X-Balanced 1.776 in 12.429 in 12.4286 in Xmax=Xbal'0.75 1.332 in 9.321 in 9.321 in a-max=beta'Xbal 1.509 in 10.564 in 10.564 in Compression in Concrete 46.181 k 323.267 k 323.267 k Sum [Steel Comp Forces) 0.000 k 0.000 k 0.000 k Total Compressive Force 46.181 k 323.267 k 323.267 k AS Max=Tot Force/Fy 0.770 in2 5.388 in2 5.388 in2 Actual Tension As 0.620 OK 0.620 OK 0.000 OK Additional Deflection Calcs Neutral Axis 1.220 in Mcr 45.54 k-ft (gross 13,824.00 in4 Ms:Max DL+ILL 19.13 k-ft (cracked 1,694.98 in4 R1 =(Ms:DL+LL)/Mcr 2.381 Elastic Modulus 3,605.0 ksi Ms:Max DL+LL+ST 19.13 k-ft Fr=7.5"fe-5 474.342 psi R2=(Ms:DL+LL+ST)/Mcr 2.381 Z:Cracking 0.000 ksi Leff... Ms(DL+LL) 13,824.000 in4 ( Z:cracking> 175:No Good! Leff... Ms(DL+LL+ST) 13,824.000 in4 Eff. Flange Width 12.00 in ACI Factors (per ACI,applied internally to entered loads) ACI 9-1 &9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7"1.4"Factor 1.400 ACI 9-1 &9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7"0.9"Factor 0.900 ACI 9-1 &9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic=ST' 1.100 6 J� VOO �o OZt 019nv Sl(CCV6P&fWt09i-99.'0,�=wjAucoSY.;vmr pmos and 8Fa l��21 '%DQ rrylurJ'N iy nlau tS .t E �� ' 9Z/b '�uI'lruttta>.aQ'v'ot�P�d`d tyes�a�rfpq""°mS(talo:w4 ar►a'n nip Irgoosgddru uogra +� Pic a o� vva y P+-w sip tall 4woo I •i {gun�t Cniiiro °eP}ned 7mot UNUM AW06M IJwueq twj AM@MMf Otoq; an aon°Plird 11-1-9 ) grad sog(osd g ;M1 oapox"ud tas rwd uop{Iosztad 4001.*o ❑ jo tmib'd stc3ngly&IMBUtuS n '9 OM O;k$ lfsa 61 tCttogn p mj IBM 66677 0001 s0 40%muR 666 6-000'1 M 19 CfMlLd _ m faptom 30 waS t 666 b-09I as mj imu{I 666.On 'b MIS OOIS a °Q 01 npal�xoud go{tagnjo P:�3=n t W•Sy i0 3x;JULM 69Z-01 K t T OMP(I t cuogs y s .o¢gpl rif T4708 DID-is UITR"q;a 1333 o tsqeV a q■l.td 0025 sa vQ 01 »o Im.o=,I sousgtV EX-plM tuoullo a4+0 llyLjZ 'ffJqF,7nq OEM pRIAN Alwo da re-NO ytinw 945FOUIDJUAW rpe)aaq IOU"OR MOPIEW 71MR7717mll V 71+•Y20N-1 Pq w gl do Vt M04 JMagd►y)411"Op-1°K)eo gaugFf"'d tyt 8ullm JFq IPAa0 weq tpy ayM 47`2"4 pikMo q arauep t",nwaf 91,9W Iglh-70MV (I NIP 01 i. f+t-la a vow uq gq 02.IvAO=`oicagev « O!~S'H wtLi 01 'S ❑ 'H ns IV 00p0K.T0Fg V AJUO 10ajal$1aAn:wg tolMglyj] Y � malpltgg A11mWA-oIaals,.1 Qo{t{lom4Q ��d po 1 :wttoBttsao gog�oag ao�FloRtaq/to3W4tV '8 �qt0 1At1�I cogto nt�ld oigfiad • 1d il�r�g� pg at:vttaPO : � �'on ua�0 t v?xao0 ps►J:uxts zneitrd ��d Q vl3ooa z13 ; ,�v 5 IJ91t70 ttq till toad •stag ooa-.. 1loH :it0 v1n taros I*mlo'q.L IDA lvp:,%tm volsogsv olgvM 11115& �3 trotz)Z :psanoatag aq of' Ia1oI, : mog r0/L/S :a3vQ aapol mroo P0/6/6 :alto B laopsJmao;ai log to n6 its T7r—{ L W :t�Q V0 50PIVY o(Q �d ' '14b PIM 94411H 406i1 RWRA V;MW"WDINP&M uc40v4=0 oX&U t❑ Zatuap BUrsnp getsid q LAq or;tottggn eigv g=u MA& -Vnq m tb4 po ftm SOPS'Mow laml U04TIOMDa (aapsop Ado*rMv)coPTIaMoQ pzJzpso 'Z Z :slam p=$ ba/l 1/9 !0 :IIopstuJlojtit (14a wa ag.rD Zj?3 BuFaI I. 'I 30'oIQ 1; Qo1#))amoa '3 r�a�lam°elg1��!'11°�+ QY+•n i p Wit~w piNifiviustgtaueny b0/Z1/Q��*Q' Y3 :rotop + tolmgra agnldj eesyx firunr JFy)fo rtdoa a yonit{► o:�soq*ogc,:�J uottmm trwt"!�S iTn$d' H�v' ol,-2 s;p IPA imml to:ngfv 21q,L4=X 01A t:0/cl/E ; oA:nS Z (Rust ms Lplm it id Liew ❑ c;� nA® 4Pa&AU:;PI twragty algslW!IlAt ic4ngtY3o mley ;VON so tlA ng totsagFV® '� 9Zts•lS9 (09£):aaogdrao'i 1It udlma :so vary $119 61L86 1Z uo a1I�' ; man w 9p6G[ ma.tppy 1414 'Q 6999 000109 F I :xfi[ Tom rz vtA :04%s ttazy►a : 1,1 :'oK gor UOs•EOE Zti :mqd VIM 2AV TMMS ZELE iq aul u2mMW o1RvpJoZV 110;014aaa►N�� srmrirrvrri f0;6 ' 0LZ96 : )Z `v'M : t8 olt1 Ell r fa DAdvl0.tan10a 0a mumt�W 9Zit-is9 09E :fIIOi(d MV0&0llgnd g11111t PJJ0 10 11109mo ,y�fdasg 'g I120 poltliamad '£ aOplloMla I8 ItAamrd cotswgtV eIgvWj 'C Imomsif toit>tg1V ergvpd 'i .a j,t3a oja 'V JLNUNu jo ax.Lou _ VO U ci U Y l 960E-10186 VM'dl:�o9 �,,,++ j Q 3 00S SIMS'Vlzs"OPM 011 Y%�f '.7:C:: �'r!.;•?a�N:'..IGIr. poAsaoag o)vQ40S OY J Iy NV3'I0 t7lr'l108.L3DIld - :, .; ,r. o'K Ono,totsaSV�� LO'd ZO!s 90OZ 9Z add ➢ES0E0p9 a 4,301 J .� .. Z0'd l{:EL ➢OOZ Ol sib, ➢E90EOESZ➢'xed h .. I - - _ - - - - - _ 1 i� � � � � f. i 7 S� EA �'o�'��'-�"��ji►;�,. 7 .77 Am �AA I n w � V i • �P � ` iti i �� 'nOA 31Ue41 •ilea *avoid suol;venb Auy. pe(oid 914;aol spodsb poet pug so;seged 04; eJe pe40eMV uoRe411:1 Je;vM 491wenSelll;S '3N 9AV p,EV 90614 3a (04) 1ee4s AMMO Bulpnloul :seBBd INV 917:9 : ewll uaaeA3 SOLUO AelpgM '❑ Anal : wad - uOIBullad;01410 'epulj : 01 1b�E-£Qti-09E-4 #Xd:j MOM 4/9' SIVU JeA 0 Xej /i/2-40 1d3a voo uo s 0-gOE(5ze) ;XBd U09-E0t(9ZV) =96 14 M � JSA3 Id 31uf1 lenusAV u3IwS ZCLB ooz s olOny 'aul '}uew9jeq 'elgepuoj;b Go-d oZ:9 vooz GG any VE90E0E9ZV!X2A r Rug 11 04 04128a RrLynn Hammond 360=888-4882 p. 2 t9l1~OW40S d G4fLt4�-096��OM1.16*919=1d ftUfi VM'44mogoaS'b9j#HWd'4'SAY 601 f Ord 012DNUNOD •sjYdjvUv ddolwopi X'q aslnuaylo paurwralep sralun `(1nJ�aJDly$ujuJDJuo�ab ng-vV)Ar3 'aq of pa,eapJsuov aq pinogs saxoq iaxaalq to aenf palvool 1uD pujgaq do 'puno.v'u,punof(uoJlDJnsuj uualstS lowatg)1&L padrns 6o fo uggvmml Su/,qn JD0,40ap 108dsng xuy pajdwus lou sgb ptM ➢ DV o9 01 PuPI OLRJo IOU sl uolivinsal Rumen ruoploalo a4,L 49MADAS 7V3j i,L03,M •dtlua JU09 M9 P NUu0011 poom pnbagd oql glwuoq tuo.0 poldwss sgb 01yssW o4.L svan3 w0OAPgq pug uogall�2ql=-9 Paldwvs osly sgn,01;sDw Mutluvl eq,L WIdL'UM irm Ivljojaw 8uljtao„woodod„oqs Mn snouatowo4 palml gosa lod poldu�as 012M s2ul louq pug solisvw Fullvlaa g1IM slecJaRW Sultoo9 lXu(A -paldwcs ojam sleuoluw suldvigluM,t�p aqL pooh pue Ilann,fT sl aollaq a4.L-*GVN H00,jd MW `83HBIIgI,d lxolsoflVj Lg0o No1HZLNI laps pasogngU agl glwuaq poigool Y1lDd loadsns ou saran am4Z •pjuogsagg pooh s<$ulpfs loualxo aq j, -owa 4 paum LOIs Quo s►osnoq 04d, :g01ZollfiIISM00 oIBVH of.iaHd/udaurs+w inuolswjoad annb®a llfM puv;uasaad oq�C u a�ql SIVI-Mm ftpIvwgj soisags�dub luA i 0;sl amodmd dooms s►ql -,crCR6 iiJ uJN VpXt 906L 119a v(alDlS uol2u1V.wM puv by-,8V 'liVuW 7 Pun0S"-Q"d,(9 POUR;ds puv paisu8rs2p S8 b'aullap!a�►'�•�•H`�'/'�''d'3'S'fl .wd).4QA.ms vmsagFV un palonpuoo lauuos.od Is�l-olsagsd'b00Z`l I gojvyj uo mm#iw(did levrd Guam;nags mvAA ggn=Nnpq oag ZSW-19"9£:XUJ 091illf -09£:yid nauqueniD led:Wad OLM6 VAA`allfAitiBlN •aey,algmnfoo 09 allwkmw Jo Ella peof W N-%vm pI£opr#NI 9faFaid E u0j •aid wERTO AaAIMS SO,LS51ffSV 'am`.I'.savo,LSaSSv ZO'd OZ:9 VOOZ LG snV� VE90E0E5ZV:x8d � I Rug It 04 04s27a RrLmnn Hammond 360-668-4BB2 p. 3 4 f a8nd w anuEs�a� `a0i��d5ul OS'1l`PuaIMMH TIUK'I.W dQgsP8vjvBsue W arxoslsud -'&dens srrPaPRIONI=IMP11 lsfo# 'poi wvs oala sIM 2ildMAjvAAjp oqd.vaa dogs puo;910 oql u10IJ POIdUM sgM SulaooI;WtWIO I Ql.L palduags BIrM uorialnsul ALL 'poldwas wm slalaadtnu Roca uMop r{aaoiPOppodwoo pug aauaaq aodaA Sulple pooh aq L -gels zwnuoa a uo awval pooh sl azWnM OU acnoq 9q1 of iuooa( v $!&RSAlmd aU USAMS NI Q2CIA1101II%US NO s =nZl',I lVjiOlZlaay .UMV s 30nldoly aqi 411M pz4vloosw poiMl WOV ioodsns olgtsiA on MA aiaq,L •$utlonp ieaq Sup3pWai alp R;!m RVIOOSSB paivwf 161 w3v Ixdsns ol9lstA oA 58RS a1ay� a5noq oyi mo j penoruw uooq svq o3awrg arg poalo3 ss8 oq L :NzJAgJLO NOI,I,dMJ IgHA QEid olgLLVZH -poldruas su uoinlnsui oqy ;NOI,LV'L11eNI TIWm10IUV M9611MUlYSDM VMF;iw Vass-pm(got)vul`ol-OAagsd PICOMA9 600Z`ei slNaiv 9.e a phd EO"d W 9 VOOZ 1 G SN VE90E069zv'xed i i nug 11 04 04: 27a farLumn Hammond p.4 ,, , 6�do1 anu1�ao� 1•Y .r "10:)OIOIJ VvMIV vM ',Ld•�B TdUU OGL IXO V a� •sOZSZHSV NIVI.NOO o.L(I3MSaW Sr 3wI],LOalus MU� 'z .L�Iw �u'i1�ra AXOW()J.a L 40 IW MIC5 awlnw �IL7V 'tpla"TM euwgg-nou yos'-Z 1/opxkga#wit �d7avra (lOOM NO '.LEI*bs 09'XONjav 'iglta7�NMWgq l?aqA 2MR14 ag;man paleaiedac aq 300um;!se NOV 0011 OPum a%L •8a avq JAUJA align►/XffJU aq)Ul 14 Qo;wgcg au:QgON 'W'WW:Aoloo-ell#i0og lanKMd PWAL Jopun tilua;uWj , NOV 37�+INIT •Iewa; olq ou %one//,IMOLQ#3//sic atMoOU uNu .jLaaHS(o's . (loom lea,IA•as cc,XOR&N 'PW; m Supinq JbIA OICMJJ aql mag pq4e1edao eq somm q a W:)V oW S;ap"m e9,L 'BuPlagq ILIA eIigb/A:u8 alp ni f7 fol"a;3U:2 3oN aSIGOP-*Iqm l'`)laufq`"oaq:jotos-waoag3nq EpH ` asW� . W,V 37HVI2I�I eMOIRM MosgW-uou %0"C//QII3� //ippi ON IOa'7,tI'YXAtrA JLZHHS(0'Z (loom NOW'bg 061 'XOvddv eq#o �I W.�v o� apes ,al�u ltl�+elgRW atl;auou Musdas aq,L 'SM aq I'WIA 01Iqm/AwIl aq;Ol VI W;gagrw gqx,.Wo!j uSIOP Plos r10I03-,roo0 oSAad Japun Wig OUaalP/Naq:M-A Ruv IgWem®n g aou %o"r//cmutirga//sa TOOZd'I1�IJIA.L3TIffv(0M'X sa 3arr►rt-r� 6AUO NOLLVWIXOHmv&TV 3W aNv a33.L VIM1O J"ZHV SNLLLNVlla(IZJ I SV`NOLLVa'IVA31US NO Aflr(F7N1W11 Za 39 CMOHS WAOW3V 1I010N1,)Igd voI Nv S9SOdwu ZIQm LLv13v Hod Wa 30 IQOLLVOLUJ-KVIIa MW INEA S'S21M-oPgotuaP 01 Mpd POlvga Aflvaolawao,,d aq Mm` 3Vd 10 W3V fv PaWROPI swsl PQe PO-Mumgp oq.Csut 1vg7 asngan.gs sq:tVIA lo;olwm clslsa VM lQaolllPfri 10/pue)podas slip t'!Pjjvd so N;),v it P OPURP!RnNa3nm lit PIIK Aav OOSS-f16(900 '0uI 8J 4SV tIFO�Z#A(I PO'd lZ:9 VOOZ 11 8ndi Pe90eoe9ZV!"i �f Rug 11 04 04s27a RrLunn Hammond 360-668-4882 p. 5 paa gsan&a3lud/dagwolNoM 80nlple poom ywuaq IFpWM a�bsolnllaa QvN -JaPasq JodKA sulpls Pooh(p•ZI s[BlaQasui snaagU-uou pna;WAL aftlg3/dogs-slalJalVW Bul�Jepan qt Can Pow,i14,asolnpo Tlal14aaa MIAOP q3rol(0111 elej aw anoagg-uou a$wd/doga-slot "wm l,*Mua V `ssal�bgg'1 iasolnllaa aym . ftooJ I[Oplsod=3(I101 sleIINBW snojgrj-uou esnoq-qWalera�lrtlaapan v 'a4olnllaa aVM ftocw,uolllsodww(0'0I MIsiagl; avK doqu-uogn(nml(L�6 MINA49 QdN amoq-aopnlnWl(I'6 asolnlloa CIVK moq-nogapwj°"tolq 46 Aqua luo.V asolnllaa'anrsogpe C(bN ap'Mac g1R JODg Ionbis d(0- sAlsailps atiH U14wa(I'L sssl8rogt;sasolntlas p8l�p IM W0103-moa sMaa;aaU Mwgl;-uou clvM Sa !J0°g ISM ge®gs(0 L do�Jaqunoa mowgpq l[q asolnlloa'oAtsogp� CIdN opM I°Marsl(Z'9 dOWjUnoa aaooagleq Japan osolnllQo'QAjS$gpV adN sgs' M 4URUIUM(I'9 asotnllaa'onraagpa dapo4anoa aag3I a'N oI>1e�u lal(0'9 osolnlloo yulud GYN (laoq&oJgq 1n0n280m0q)gppd ampus(Z'Jr ssBlBragg'osolallaa -10DO10-Sd V?I9HV 21dd QTI&WS 's111'rim t,snoxgr uou aVN spunodmoa 3ulQt ilv"p(1-i (wrisdAl)'ruled 'ssvj&agU`ssWnllao slatao}ecu snoxgg-uou Gvx awwp(4v s�ta�s�>,u�udcnl�ti�ti,ao u�v�u a��a sois�ss�au svM 7MILWORLO lasv is 00sptid(90r)-=l%RL-oJra9s 90'd 1Z:9 VOOZ Gl 8n �__- VE90EOE5Zq xs� Aug 11 04 04s27e ArLunn Hammond 380-688-4682 p- g D aid o1 mmygo d-fir dOH9 z6vav -wo` sflOHMFI 6/� H .ts 'osoln�o"r'onisagPg (IdN 8upplip.4aw(I'bi ; OCnllev uaaUnd 71opq Awfl 34fiR �,1oioa-pna asw dogs slIpMv u snoJgg-uou QdH aapoog umaioup(0-tI osolnpae'auigd cNX (Inogsnomp snouRSOM f)ppd oa ns canl8mq� ��nn� � (Z"£i 10DO.LOIdd YdHHd dad Q3'IdWVS 'sIVwoMU snoagg-uaa avm spunodcuoo 8uldua Uv"p(I-ET (mnMO)�uiad '6vUPpqg'esoiniles doge �Igl�cavw snoigy-uou Ilwasip(Olel ME uoJ INN 7 I a OOYS-fl6 t906 'Jul`JY.L`O;WvV POOZ Irr V=lv 910 r rba 90'd IN VOOZ 4 8 VE90EOE5ZV x�� Rug 11 04 04127a RrLynn Hammond 380-688-4882 p. 7 IUa(CsOSa�'F�I`d 'JS"8`ts1N+alfa 1Dv*yY PUOMMNg OM(PIJ' �ri0d97►�f0 Qi1r$ pt F(uptw(t(o ooI'pal'O�aq�1l md IIj a#Pq+odu nogs tiurra7tl CmIlRlrga nun laa:Cooa(d"aU glltgnuod9a,l u�w'N13I�o I�8 WJM+P>�:aq Plno+ir* P�zoLq wolf poaluatmy aq 3ouuw utrro vgnau Nl-Id onllr8ou snq:�eo�r:gvt u{quoo cplyM•pglwas aworao�nwoud pawl h waagza as+w q umoo:I uaoq�rq Nl7d 'ra�dum q(nq�q 6olaagn t4i�uc!I,(wigcdRy Vdg6A oN zi:amfad wp„� .POPWO>7 Wq►y qM..saZia8u QYN �aW�pia gym+ u*t�wina,q,00$»aun�n Z)VAH »uoprnsvl u atsRg lawiagl„rollrugm I&L ..9MMOL.IOUTA9 a »pnog ro;aa�RuouoJ.>�}}tu8�¢ eYJ .Iolm:aLy YL'jv]��a°J I°SfOgiV Po��d,M�}trp0 WJYd ..i9t�IoNeuNl*:IIoJa�4rY»oaul;�ir w�V f'�Y ES6L0•�y'96L JYrH'�1i'IdJ u91 UficS�l/f]D9 YAa6(1�Dogsam Ia01(aop�(�asrV �uogt/lJlrp , oflo/�d.oyinvunumrawafsqutwr:q�p>,suas�adOpgD of or aglnr++r/yJpm !lY wgNr!°Wap�4ropanowa�+,.�uea�+-npWaY m.�+aw�ve�q ra+rw uomv Syr WIVaYw w PildP1tildl@ glf '4iY 70awf""v alp no 4 to'Cala'Wj J"P(l Jo a,nnbt'ay)(rlaa:rm{tiJY oll13we �a aa�■god tao)of Itl�Nlpb�1dq Pao(fggo aq ipaub Inoft fa/pon aoµd taaara Llr P'■al-sJoad PaPoamwo.-gw aaglarggj i�'a9u4113Tlp q3W Pam aq 8tlm 1a1VA WJV10 aapyazab}o cnoR@mlzcuddr oa7ouroa"a aoP lal hNL g4Wgry:aso� •c70auo diotwagal,(q ratragro•uou aq of pau-414ap rill-37014#10 q 8uluiDluoa r0iragryropaJo4agpplgytnyl'[(aepaJnruJwolt4IrWolilj!SlliadmtnYloAOroio'rpimediuooYwl aedr'a8ufeatioDpanr4/n rpuioodw°alutol PUtloq(fom ltdadlcuuayf'uoNa/ntx/8i4�lMjoal4oalt'Y/opro�l�rla'Pm°gj/nMJusiv"wdlpfMot000 dulNt�r JD dulp/tJJaJJilD�'cltpns.iar8ulinJxyyZulnb.r011a��'YuJlOOU'aIIJ` °Of�l'�I^1n�Ye;glpaII&Jj IOU IngapnloMt<VWIV8,V I a.(D dfAM ayl W P00futpl aoYi of dollwIt tjy u:rnw,-'adcnr pa1/403 Jo uapPly fowoulPPo AIV'uoftpsouu jo uoN/f°u'ap jfUp"p.%I rrt r r~rvrolta tmJ<�I duos re dwaa q ;'W�7Y� tlnitlMl�yrjM ja+roY pYC 1W ! uapl paNar+p q rvuagrv,¢rarrQoun flgpuodrsuoa yiyl YAM pan'q am ataxw rajdw°S JvoWrud'Y7!'9i1yd9Pa4Norutlra rfoN»oar mouadGwaYJb grpaua puo rdullduWP IlnuoditPuolnnplNpklJa RrSlvuo a�llalmre�da�o aq�w a:qj rar,ljoub a autos t< h DJD ouss''m&vo-"l Ipwolovy 600r'Fd va"N gib 9 phd LO'd GZ'9 VON 4 VE90EOE5ZV x�� Aug 11 04 0412ea HrLunn Hammond 360-668-4682 p� 6 i0l1L'0/i`90i:�lsd �1Z ^Q9C3V 000116•909Sgd 06996 YM'9Nmogocg Ltt#9Wd'4'�Y6PT � 3'(PWO JO alsgo V;Jodiu kmMjoq*v;tpwgU=Z+ RQqdxd) zVeSAVSUIPuaas '�'2I�1✓paBla.�aa`loavxieal Mgqv .� fl`PU0wMeH U'IxV mANVICCIS SISX'IbA[V lGr"311 d x,PsAwl;uamg3lgas GSM a4a alaP P�oa saw vsq,1 �aoma 6ax ao pW �00s'0 snags tictlsas Pw1 d'L�.L xqi(4aaa`llp oou'$alplo'Btp ed'$ oox NII aqa.gad Plgwb x n gl4leas Peal a-M L mo a I `Ilan►5r;auauoa•a i)asnoq aq;jp.tOXtswro pas xoitaaal 1g1'u '=a.1°='s1.t4aP q41&►Isao;eql pupeazpwdds saEelava id [aaSlsss'wldales 'm''qj APO;=jo URP Pas;astaga10o x+o;raogel of.ilea amld •ir�uz AH0sV9n!)3U MI iho'Iag sr AlzjXVnb SIM 'THUR os'o.lqVffjL'ssarj SVM a3imial crvarl MU 'roll 00•s si ssn dram av3i sm xoi DM.I AU01"no r MI I/aat 00v S?ar;v t03 a1mR�Ua;ala3a,a `Uam00s'0 q JIMR aala.,ndax IU yaamgaelle,ixo"-10l sling 1q;sqa ao an `om LC'0 4 a4 SM AOJ liturl aopaalaP Poq;acu oqt olom QNgop l�o;eq; o @A aauad cl1aeax eq,L 'iaso;o rd d I�L xed paztle,ae pus iuw gt 1 e# ;4umpwddu as US M AxaAk soidmes oq,L P"IJO saaosaid sRl.rot paisae aq ua W4nlaaxls aql do arlol W*/A sa dwssia2o asx sao naa l oY 1 P I UIPPY Ftad w ,g JInk IN ��a<Wfi aolaalgsxM Paa fiaua3d jIV aso s °� asn aYt ®pewol SMOq 041 •JO(wins U(n►ulf n.rod) OU32as IZ)paaoS;sBad Xq I�Waadt poe ps;sa$lssP ss Saa{lappna sawqsv Paaanpooa lauaoQXPd;sa,L-olQ+gfiv twZ'II g3JUR a0 BOOMS t0f*Jd;av►d;aml;a jjL J%rM RllMvnffjjjps Z81910 .099::g 00F�%rg9'09S.,Qd QaBaquwu f)sea:aiaV QLZ96 dM`ai1I+K+ W 'aed ltigWniba 09 4tlfeokkVWJ0'4D Poor`£Z 113mN EZZ8 G a un ai 'an tu£6 L ;sas (qd) QV3rl d'Ia,L J-V 80'd IZ'9 VOOZ ll eny Ve90e06SU MA r Aug 11 04 04% 28a RrLUMn Hammond 360-888-4882 p. a ,cam► � \ IZ U o E E U LL. �iln9 1 9 M a el ooe�ng d gQnng o�v},.tng ifs eP(IS LL O `Z eesseoolg N O a[40jd leleW DIXO.L ownd UIPIOM aeleM e4SOM IULI co Q q d d "(�l LLI N * M g 'O IIoS Q Wdd lined Z °� lined ro m cu a �Itt 8) y rn �1InH P—IOL4B40 W31 `D w $ oI gewlnaap Wed w W W at � "a unooILII d Wed N Woojieglj WOd b Wld q QI �Ine c a 60•d lZ'9 Vooz l l snd VE906DERV!"A Rug 11 04 04128a RrLynn Hammond 380-883-4882 p. 10 J.VOd3U dO 13N3 60 P to Boyd e . aw2O0LNvraoiozzdynop'zaddl�l uolllicu jed sped'--wdd u,el0o 21W®0n wale H ON;a J3l O'l'l'sealtiag SpacZtiH IB;uowUOJjAU3 e�du Ala'II ui}days'p 66inEu uo a lw'oiullafep08VILL4dVIRAN �4l Aq POPIAaid saM"Dig ownlo4'eoJm'uapol.osap`uopeool oldWe3Ip4iAq PB31wgna bgidwus 4o cjQclsus QLy w9saridoi Silrt3ea ':Isllisue�q;Do06'pu"wo"A 6 MI MMS Vd3 PLOW daBouaN,'uvnrnsfiv j11011$',v1P 31C'b'lantlow ?A?Anlaur,0,rmua8'9N'OuRip A:roe mslulatin lrnuaS's!N yet�rnr� .ru7vurp.rao�n�iru,�»azryt�tivitb yNsma�n�atttr� ' .royaa.r�Q Gu�nlogb7 '.ra:r.,n�pammog �--, @>?�, :fuO;9u8jS P9zljoyjnV AS POMSIA9a Opuatm &.zgnd :J.SAIVNV: OPL/MORMOT MAW QOH13W li u7irwi l n VILU00'9 IIWII ftiodoa Qda 00'0 WillAjoIslnBell XTBAD a$9bZ'[T eauodAula IUGWBd enlleiatl 91e01ldna rfaanoowd%aOT B�IdS xlaleW XISAoaeg%tol aBPugs 104wo rtJolelogej (qd wddo0'6)9 uoIIPO01J9A uopeigyea Bulnu1luop t•s�oe.eo i0 'shmeWnN 3IdWVS SH3 3Alen*IDNI �cMH31V9 VIV 7oa tteM+��Q l�vlag:aui,Joag;pooh OS'0� Lir'8 001 [0 Wd IHOI NMMNZ)s3a NOII"IN30N00 Hd 1VIJJNI 3ldWVS /lhl a�WINVS 1N3110 P SN3 IrLROT►3 :103f Oad OW0310•80 :0433rolld SH3 Q 94$7'6P ':113eWnN IN31-10 M03 UV- t 61 :IVOd3V d0 3.LV(3 0OZ98 VJW'TA@IWogoug fFOOZ EVY4 91 :SISAIVNV d0 3.LVa L81#BPNd'Q 'OAV 633 1 M03M flit :W3031d d0 alya 'aul'gccZ-c4OOg9V :1N3110 AHVWWnk SIS d a d � 106"LZ'b09 XVd sel"LE-bop U'd 1Z!9 VON ll VE90EOE5ZV:x2j V toot/T 1/8 jDgoll d2i033V=asuaoi7Lxdse•jrelap/digq/tui/noB'-eM'ssa.11zoJ//:sdiiu a;ea and;�a��3 alob aweN uol;ew.JoIul JauMO ssaulsna asua:)ll pa;el:)ossV asuaDll ;xaN asua:)il snolnaJd Auedwo:);uaied a;ea uol;eJedeS a;ea puadsnS 900Z/0£/6 a;ea uol;eJldx3 066U9/Z a;ea anl;:)a;J3 a3snNn Z AllepadS In3N3O 6 AllelaadS 3AIl:)V sn;e;S ZL08£0£SZV auoyd WZ86 dIZ VM a;e;S HSIWOHONS AlunoO iiRBA3 All:) Z ssajppv 9 llNn `3AV HlIWS Z£L£ 6 ssa.JppV NOIlV2 MJOD adAj ssaulsna pl ;uno»V •sul •pul sn3e3S wnlwaJd Jo;oeJluo:)rJPaA OSi t M09 ian 'dOl:)niNOD N011DmISNOD adA_L aasuaml :)NI 1N3W31V9V 31GVCNO33V aweN aasua:)ll 3:)901IVdO33V asuaoll uol;eWIOJUI asuaxl •a:)uejnsul A;Illgell lejaua8 ijje:) pue;uno»e jo. ;uawublsse ao puoq Alains a ule;ulew ;snw jo;:)ea;uo:) uol;:)nj;suo:)A;Iel:)adS jo Ieaaua0 V -Allepads s;l jo adorn ay; uly;IM MJOM uol;:)na;suoo waojaad o; 18l 4;IM jo;:)ea;uo:) uol;:)na;suo:)a se paia;SiBal ssaulsnq V: .jo;:)e.i;uo:)AllepadgleaauaO: jagwnId jo uei:)uI:)al3 `aol:)ejluo:) a dn ){001 uol;e:)llgnd jo wjo3 e;ag alna jo Mel a pu13 Sulsua:)ll $sape.rl a:)uejnsul 8 swlel:) Ala;eg awOH odul ;:)e;uo: xapul Idol i 1. - - ----- .. , £jo j 32b'd pujo(j osuootg nquznjd a epploaig `io;oez;uoD e do)Ioog vauo je on Apiou d/pury pajou so jou eis sainso/oue/i :03NJIS 01 Ad00 Cn � M SAHVIN38 sn Ol M10-1 831JV a3NHn13d S1NI8d ❑ - 61 Ole 803 ❑ ❑ }uawwoO pue M@IA9J JOJ ❑ s;uiad pa;Oaijoo ujnlaa ❑ suol;Oaimo Ao;paujn;ad ❑ paIsanb@A sV ❑ uoiingl.gsip jo;saidoo ;IwgnS ❑ paJou se pano.IddV ❑ asn AnoA ao3 ❑ lenoAdde ao;saldoo ;iwgnsad ❑ pa:4!wgns se panoiddV ❑ lenoidde ao3 ❑ :Molaq paNODLIO se a311IWSNtRil 38V 3S3H1 _. 17 �J 2 �Z ,i5 ll rs 1� 1 u '�'va -� zi 51 mad Yea NOI1dIdOS3O ON 31VO S31dOO ❑ ,1ap.lo a2ue40 ❑ ja:4al;o Ado0 ❑ suol;eoilpadS ❑ saldweS ❑ sueld ❑ s;uud ❑ s2uimLjp dogS ❑ :swa;i &IM0110;ay; eIn A9AOO a;eaedas aapua ❑ payoePV ❑ nok 0NI0N3S 38V 3M :3a Ol Saririuj]c) 2utuuU1,I0 OIOI1N3-UV OuraaaUISUHD Ouippgr UOTIUJISTUIMPVC) oN aor h 1"° £ZZ86 `Ak `uoAurlsV. DrdwAl0 -N 8CZ 0y9u,?' SaorniaS ivauudolanaQ . u0s, ,,TIxv jO 1 - 1 • I I 1 I _ I _ A'. A • _ 6£i,£-£Oti (09£)lleo aseald aolonul slyj 8ulpueft suogsonb aney noAjl uo;8uq ja y jo A;!o o; a jgoAed yoego ayew ;uaw:pedaa 6ulplln8 _ saa!dx3 uol;ual;y;uawAed puss aseald #00 aweN 00'9Zti'9$ 'Idlol PJeO I!PaiO O �foau0 O - 4Se0 O 00'SZti'S$ IejolgnS sllelaa;uaw/Ied sn enn-uol uilie is appu;l 6£t'£'C0V09£@ alppuJ epurl aoeluoo aseald ao►onul sly;6ulpje5aj uQgsenb Auy ;oafad;veld;uaw;eaJl�a;eMJanl�l ysmen6eIIIIS 00'9Z0'ti$ 00'9ZO'V$ 8Z09-Vo aa;nnalnaJ Ueld 6 00'OOti'4$ 00,00V $ LZ09-VO 001 nnalnaJ ueld 6 'ldlol wall -- uolldposea - J11O 8Od - 0069-699 (090 auo4d Od OLZ96 &Z `dM 91BIS a!!!nstieW 40 LZ09170 'ON aaPJO any e!gwnlo0 08 ssaippV b00Z/2/9 ale(] all!WUti Vy 10 C!o aweN jawo;sna = 3010ANI Lbb£'60b'09E xel 66b£-SOb-09£ £ZZ86 b'M 'uol6u!ljy 'any oldwAlO 'N 86Z BZVLZ09-VOOZ 'oN 133I0AUI N Ol J N I- :JV =1 O A-L I O NO,I DNIHEVAI dO ,7. VI9 HSIH0HOMS dO A.LMf)0O YHI NI JI VI 19 dO7?I�HL Zgyg.�I Z,LS,7,fl 9HL Jd.7OXY 41£IOL I I I9Z 'ON Y7Id S.?IOLIQII V ?I, aMA agUY039Y aVga d 8 S7SOdYAd QNOW Y09 AINAOO HSIHOHOMS 01 agAYAMOO M0IJY0d ,IVHL JdJX9 ajVV ;Igdd OSZ .LEVg 9HL dO ,Idgd 00F HL?ION 9HL -40 1.799 OSI H AOS YHL ldgDX9 ;1999 OST ,IEV9 YHI dO . 9ZJ OSI HIYON 9HL SddOX,7 H'A1 ;INV9 S .7JMVY 'HIYON IF dIHSNMO.L `IZ AIOILO-7S 90 Y9-T VA5 .ISgAIHLIIOS YHL JO Y91, VA6 IEVgHLYOAI 9HL -40 97VH HL?ION aHL 90 97VH HL?IOAr 9HL dO 1,79J 099 JSVY YHL yea o.zd Jo uoij uasaQ IQ a-1 0090000 i ZSO H :ON C11 Xul £ZZ86 VM `uoI2utl-r' gN onuand p,£t 906L i :ju polnoo-I Ju731d IUQWILIQll-10JUM Ian12I 4stwrn�3rjj!jS a[[IASK UWJO/CJtD 041 loj uorIL'oi[ddd I uuod Ouippg Immowwoo ;: �. r' a7 �I 3 ' �' � / CITY OF ARLINGTON CONSTRUCTION PERMIT ❑ COMBINATION ❑ BUILDING ❑ MECHANICAL ❑ PLUMBING ❑ SIGN PET OWNER ^ / MAIL ADDRESS 1 /�CC�ITY /ZIP PHONE ( iT� E,- N>f-L"1/5✓/�!� 16 4% S'f',4), �ll ll),+"5 V>��r� �14 'sWC' c'—, ARCM TECT OR DESIGNER' MAIL ADDRESS r CITY ZIP PHONE GENERAL CONTRACTOR MAIL ADDRESS CITY ZIP PHONE LICIENSE 0 rrcK�fxJ�/P /aTa'-,44,iVnw1 %T :� %3,.�—, 1, J_ 3,,_=i SC67L MECHANICAL CONTRACTOR MAlL ADDRESS CITY PHONE LICENSE/l PLUMBING CONTRACTOR MAIL ADDRESS CITY ZIP PHlCj4E LICENSE/ CLASS OF WORK ❑NLW ❑AUDITION ❑ALTERATION ❑NLW ADDITION ALTERATION REPAIR�UEMOLITION ❑BUILDING RELOCATION BUILDING RELOCATION VALUATION OF WORK s )cLec 6 DESCRIBE WORK PRUPust D USE OF BUILDING _ 1 HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICA- A KN eta/� �"� TION AND KNOW THE SAME TO BE TRUE AND CORRECT ALL PROVI- LLGAL UESCRIPTION OI PROPERTY SHOWN BELOW OR ATTACH FOUR COPIES) SIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK LOI BLUCK - OF WILL BE COMPLIED WITH WHETHER SPECIFIED HERIN OR NOT.THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO 0C(v VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR TAX ID NUMBER LOCAL LAW REGULATING CONSTRUCTION OF THE PERFORMANCE OF CONSTRUCT N.PERMIT EXPIRES 1 YEAR FROM DATE OF ISSUANCE. SIGNATUR\OF RA(TORORAUThiORIZEAAAOAGENT DATE 106 AUURLSS, ^` /1 3 � 70 (�T X d)- (OFFICE USE ONLY) MECHAN IiAL PLUMBING NO. TYPE OF FIXTURE FEE NO. TYPE OF EQUIPMENT FEE WATER CLOSET (TOILET) AIR COND.UNITS -H.P. EA. BAIFIIUB REFRIGERATION UNITS-H.P.EA. LAVATORY (WASH BASIN) BOILERS- H.P. EA SHOWLR 1 GAS FIRED A.C. UNITS-TONNAGE EA. KI ICIILN SINK& DISP. - -FOn-W AIR SYSTEMS- B T.U. / MEA DISHWASHER WALL HEATERS-B.T.U- M LAU.NOPY"NtAY UNI1 HEATERS— B:I:.U. ' M CCOI HLS WASI'k-$ EVAPORAT IVE COOLERS WAIER HEATLR CLOTHES DRYERS URINAL VENTILATICN FAN DRINKIN(,FOUNIAIN RANGE HOOD"COMMERCIAL I-LOOR DRAIN �, AIR HANDLING UNIT- CPM VACUUM BREAKERS STOVE ROOF DRAINS - RAINLEADERS METAL FIREPLACE&CHIMNEY SINK (SERVICE - BAR,ETC.) WATER HEATER GAS PIPING SUBTOTAL f SUBTOTAL f P PERMIT f PERMIT s TOTAL FEE $ TOTALFEE $ SIUL YARD SL I BACK STRLL7 SLTBACK REAR YARD SETBACK PLAN CHECK NUMBER PLAN CHECK FEE �� FEE RECEIPT NO. USE 10 p LOT AREA VACANT SITE VALUATION FEE FEES ❑YES ❑NO TYPE OF CONST OCCUPANCY GROUP NO.OF DWELLING UNITS PLAN CHECKING NG U BU'LDING f SILL Of BLU(.. NO.OF STORIES MAX.000.LOAD PLUMBING FIRE SPRINKLERS REQUIRED (]YES ❑NO MECHANICAL COMMENTS STATE BLDG,CODE U ENERGY CODE SURCHARGE RECEIVED PENALTY U.B.C. SEC.303(a) WATER/SEWER FEES AUG 10 2004 TOTAL PERMIT VALIDATION COA BUILDING DEPT WHEN PROPERLY VALIDATED (IN THIS SPACE)THIS IS YOUR PERMIT&RECEIPT PAID CR# BY BUILDING OFFICIAL DATE cc:ASSESSOR,APPLICANT,TREASURER,BLDG.DEPT. RECORDS COPY CITY OF ARI NGTON CONSTRUCTION PERMIT ❑ COMBINATION ❑ BUILDING ❑ MECHANICAL ❑ PLUMBING ❑ SIGN PERMIT NO. OWNER MAIL ADDRESS CITY � ZIP PHONE � fn /� r(''s✓;1�� 164i 'f',, ✓c A)itr ;V1/lr '!�� ARC TLCT OR DESIGNER MAIL ADDRESS CITY/�- ZIP PHONE GENERAL CONTRACTOR MAIL ADDRESS CITY ZIP PHONE LIC NSE a j)lt= lq)mA r•i�2,,/ 2w % 1A 'CZ's �Z- MECHANICAL CONTRACTOR MA L ADDRESS CITY I PHONE LICENSE/ PLUMBING CONTRACTOR MAIL ADDRESS CITY ZIP PHCJNE LICENSE CLASS Of WORK ❑NLW ❑ADDITION ❑ALTERATION ❑REPAIR DEMOLITION ❑BUILDING RELOCATION VALUATION OF WORK $ l !�-' , ,,C'(" (',0 ULSCRIBE WORK PRUPUSE U USE OF BUILDING 1 HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICA- TION AND KNOW THE SAME TO BE TRUE AND CORRECT ALL PROVI- LLGAL DESCRIP r ION UI PROPERTY SHOWN BELOW OR ATTACH FOUR COPIES) SIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK LUr BLUCK - OF WILL BE COMPLIED WITH WHETHER SPECIFIED HERIN OR NOT.THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITYTO 6D 3 GC&C O VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR TAX ID NUMBER LOCAL LAW REGULATING CONSTRUCTION OF THE PERFORMANCE OF CONSTRUCT N.PERMIT EXPIRES 1 YEAR FROM DATE OF ISSUANCE. SIGNATURE OF TRACTOR OR AUTHORIZED AGEl{T r DATE )OBAUURLSS1-7 43 a b / (OFFICE USE ONLY) / PLUMBING MECHAN) AL NO. TYPE OF FIXTURE FEE NO. TYPE OF EQUIPMENT FEE WATER CLOSET (TOILET) AIR COND.UNITS -H.P. EA. BAIIIIUB REFRIGERATION UNITS-H.P.EA. LAVATORY(WASH BASIN) BOILERS--H.P.EA SHOWER GAS FIRED A.C.UNITS-TONNAGE EA. KI ICIIL'N SINK& UISP. FORCED AIR SYSTEMS- B.T.U. MEA UISHWASHLR - WALL HEATERS- B.T.U. M LAUNDRY 1 RAY UNI1 HEATERS- B.T.U. M CLOI IILS WASHER EVAPORATIVE COOLERS W'A I ER HEATLR CLOTHES DRYERS URINAL VENTILATICN FAN DRINKING FOUN IAIN RANGE HOOD COMMERCIAL I'LOOk DRAIN AIR HANDLING UNIT- CPM VACUUM BREAKERS STOVE ROOF DRAINS - RAINLEAUERS METAL FIREPLACE At CHIMNEY SINK (SERVICE - BAR,EiC.) WATER HEATER GAS PIPING SUB TOTAL $ SUBTOTAL S PERMIT $ PERMIT f TOTAL FEE $ TOTAL FEE f SIUL YARD SL IBACK STREL7 SLTBACK REAR YARD SETBACK PLAN CHECK NUMBER PLAN CHECK FEE FEE RECEIPT NO. USt /ONI LOT AREA VACANT 511E ❑ FEES VALUATION FEE ❑YES NO TYPL OF CONST OCCUPANCY GROUP NO.OF DWELLING UNITS PLAN CHECKING VG SILL 01 B NO.Of STORILS MAX.000.LOAD BU'LDING $ bD PLUMBING FIRE SPRINKLERS REQUIRED ❑YES ❑NO MECHANICAL / STATE BLDG.CODE COMMENTS 'G ` ENERGY CODE SURCHARGE ✓I � � PENALTY U.B.C. SEC.303(a) PT WATER/SEWER FEES RECEIVED TOTAL AUG(0 PERMIT VALIDATION 2001E WHEN PROPERLY VALIDATED (IN THIS SPACE)THIS IS YOUR PERMIT a1 RECEIPT PAID CR# BY COA BUILDING DEPT cc:ASSESSOR,APPLICANT,TREASURER,BLDG.DEPT, BUILDING OFFICIAL DATE RECORDS COPY CITY OF ARLINGTON CONSTRUCTION PERMIT r I ,f^�� ❑ COMBINATION ® BUILDING ❑ MECHANICAL ❑ PLUMBING ❑ SIGN p MIT NO. OWNER MAIL ADDRESS CITY ZI/ PHONE City of Marysville 80 Columbia Ave Marysville 98270 ( -i60 ) 651 -5100 ARCHITECT OR DESIGNER MAIL ADDRESS CITY ZIP PHONE MWH 2353 130th Ave NE, Ste 200 Bellevue 98005 ( 425 ) 881 -1100 GENERAL CONTRACTOR MAIL ADDRESS CITY ZIP PHONE LIC NSE I To Be Determined MECHANICAL CONTRACTOR MAIL ADDRESS CITY ZIP PHONE LICENSE/ To Be Determined PLUMBING CONTRACTOR MAIL ADDRESS CITY ZIP PHONE LICENSE/ To Be Determined CLASS OF WORK CM NLW ❑AUDITION ❑ALTERATION ❑REPAIR ❑UEMOLI TION ❑BUILDING RELOCATION VALUATION OF WORK s274 , 000 DESCRIBE WORK Drinking water cl & operational storage for the g}� PRUPUSt U USE Of BUILDING I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED TA I"PLICA. Drinking water disinfect4jcontact time TION AND KNOW THE SAME TO BE TRUE AND CORRECT ALL PROVI- LLGAL UESCRIPTIUN Of PROPERTY(SHOWN BELOWOKIU1ACH 1UUR COPIES)` OPIES SIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK LUI N/A BLUCK NSA OF N/A WILL BE COMPLIED WITH WHETHER SPECIFIED HERIN OR NOT.THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR TAX ID NUMBER LOCAL LAW REGULATING CONSTRUCTION OF THE PERFORMANCE OF 31052100300600 CONSTRUCTION.PERMIT EXPIRES I YEAR FROM DATE OF ISSUANCE. SIGNATURE0tCCNTRACTC9ORAUTHOR)ZEDAGENT DATE )OB AUURLSS i ) /�/ 17906 43rd Ave r A 1 ' n a X /� ( CX (OFFICE USE ONLY) MECHANICAL PLUMBING NO. TYPE OF FIXTURE FEE NO. TYPE OF EQUIPMENT FEE WATER CLOSE] (TOILEI) AIR CONU.UNITS -H.P. EA. BAIIIIUB KEFRIGERATION UNIIS -H.P.EA. LAVAIUKY (WASH BASIN) BOILERS --H.P.EA SHOW'L R - GAS FIRED A.C. UNITS-TONNAGE EA. KI ICIIL'N SINK&UISP. FORCED AIR SYSTEMS- B.T.U. MEA UISHWASHEK WALL HEATERS- B.T.U. M LAUNURY 1 RAY UNII HEATERS-B.T.U. M CLOIIiLS WASIILR EVAPORATIVE COOLERS WA ILK IIEATLR CLOTHES DRYERS URINAL VLNTILATICN FAN DRINKING FOUN I AIN RANGE HOOD COMMERCIAL i'LUOR UKAIN AIR HANDLING UNIT- CPM VACUUM BREAKERS STOVE RUUI DRAINS- RAINLEAUERS METAL FIREPLACE&CHIMNEY SINK (SERVICE - BAR,ETC.) WATER HEATER GAS PIPING SUBTOTAL S SUBTOTAL f PERMIT $I PERMIT $ TOTALFEE $ TOTALFEE 1 SIUL YARD SL I BACK STRLLI SL IBACK REAR YARD SETBACK PLAN CHECK NUMBER PLAN CHECK FEE RECiIPTtvQ.�� USE LONE LOT AREA VACANT SITE //ll�.�lr! ❑YES ❑NO FEES VALUATION v� FEE TYPE OF CONS1 OCCUPANCY GROUP NO.Of DWELLING UNITS PLAN CHECKING NG SiLE Or BLOC. NO,Of STORIES MA%.00C.LOAD BUILDING $ PLUMBING FIRE SPRINKLERS REQUIRED ❑YES ❑NO MECHANICAL COMMENTS STATE BLDG.CODE �J ENERGY CODE SURCHARGE kt:rr V C I`'• G v PENALTY U.B.C. SEC.303(a) WATER/SEWERFEES J I i t9 TOTAL C,0A BUILDING DEPT PERMIT VALIDATION WHEN PROPERLY VALIDATED IIN THIS SPACE)THIS IS YOUR PERMIT&RECEIPT PAID CRp BY cc:ASSESSOR,APPLICANT.TREASURER,BLDG.DEPT. BUILDING OFFICIAL DATE RECORDS COPY i as F �" ' SHEET NOTES: ; Q I EXISTING TREES LOCATED BETWEEN TEMPORARY SILT FENCE AND SEPrW- v CONSTRUCTION LIMITS FENCE ARE TO BE PROTECTED UNLESS OTHERWISE CRAM'1_0 INDICATED. '386:Q C T OF I ; a CONSTRUCTION (193 OF rli<rl I LIMITS FENCE 3 (2 F7 MpTN '53' 3 TFiihl 1 �� . GC-6 I F I ^. �i( TEMPORARY SILT FENCE . 14-IRE7E I ONO�� .` r t• GC-6 rY fl 1`�n n r� /�U�1�U U V NJ Il®� I / n I 1 DEPARTMENT Y �A I �� 1^•7 � -- ' I F I , uiJ D I I I r t -LE PATNO ? ��GY cx / _ _e rc t - I l�, N CHANGES A T IZED � J 11NLESS APPROV BY THE ` I Ff CN T-PCSTS I 1 BOIL-e1NFrlNGP&QTG4 1STCR; N;;OCF�-'QE !ICL_E `� `a- _ _ V gT•ag•♦ ,y t � �� wl "•—• GAS ?FES �� I ( C) r c7 ;s-aP C E IVE D I ` %Y OVERFuw it --129-1 1lIG 10 t 2004 —ECGE �F :;RAV= '" •-L - \ t ,; �� 60A BUILDING DEPT I „ems �. 7• �'r'r• / �]I: :;.,/ __ ..lyA - �` _ _ -- XI ;+ A L /VJ Ic;.:: 0 7 •� ,'Tf� i�•.� '`�, \ � i t ,\ /y. 0- 11 . - ✓1 /e" ' � it STABILIZEDi•H; H WCac i CONSTRUCTION W I ENTRANCE Z , w: �l" .� } � \ � .'C':21'%It:is C'.t'•^ GC-6 LLJ ! # ' If1 <NK Ila- `M a / r-+. { • �r\'j' �../e '.�.�� \ ^ \ ` 1 / I: •I �'�- -_�_.�..`i'HI H N i V COPY :✓v`_P"RID_E VF ✓! c ouu 11,11 DEC ., •�4'',n_-�--.� -- _-.�•--%•--��..wo��7"� -C,-1 �`-/�-�v7--Je-..a-�-•�r�l► :ne;p......�..T. eza.Jr - ,4' -J I I I I{' �'''.� •�--. "' •• T T'-7--7►-^�—i:=�j"l i•_r._ r'�7.—stt-r---�--a^'�a,•,�'""'"'..,�.�� r I �� / 'I'l,/ —__ �•r.11 lJf 11 VrK r♦-N(.f_ i • , T"Ifal If) Nf':1 M1"iIII;II ;O A•,! r � :IC')i lf;q i(h lllli Iv PAVED RESIDENTIAL ACCESS TO REMAIN DURING CONSTRUCTION ••.•�-fiHl'---- -- •.... I '� .-.-.1 /. r1 ...t I _� I ------_� caw-a 3NOZ)_ I J—(� ~� O lba(11VN JNIlSIX3 1 ' N/'� � , 'I I _ .: ,s �'�-•__ :, of H•AI>{,s f 4._.I 1 I fir" .•�.' .. •,.�._ - - �_ -- — dirt -=Y,' Jl H..IH.S I ro Y_ ' Lh — _ -——- _ _ _ '--�----- — -- -- ---- -- — ° � o � Ir' i '—'`moo _ -'-- —o — — .Lo• —� o_' -- _ o-_— —� -_ -- 'I�_----------�--�•--.� w�___ _ � � �z. „__ — ----- �L:t: s L/ M ,:�/1�f•LAN - '-- ---------•—� - O - I' 1>10d1311� - 1 I 3903 H_p05 AVM3nla0 OS�, h^....�=—�' \��1 nll �•'i n ! 1 •O �'O � 1 �l .� -� D. 03AVd 30IM,0Z f c N3V813S `ONIdvDSONVl I • \ 61� a! •>O a !^+ S33NI al3 (49) 33a1 SnOnO103O (t) S �• 1SV V IH IH •S9 1VI01 = aU! m-"(�1, '1; 'F.—. 3aB 1 a313 0 HBO (S3H3Np 1-,90 '8 (OW a 3NOZ) --r� 1 ► �� -t ° 03NIb1NNW 38 O1 3381 OMISIX3 " I gym' ` � \�} •Q�� yN� �.!it ♦ N m NMaO W801S a05 "✓_,"?- - l 533a1 al3(L4) il"I I I NroaO 0 'S33a1 SnOn01330 (Z) 33211 N301W3H (L)83M35 AaVlMS SS 3381 A2r2313 (l)45 1dI01 03AOA^3i18 t:3f:8 r0-'1;Ilda,_ �•yJ( , , ` v (S3H0NU lrjqCj OVd 313a3N0Z) ONIISIX3 a�a( a31VM MVa Ma O3AOW3a 3B Ol 3381 ON1ISTX3 N0V813S Z'Z8 I NIS(V083 1aMn80)1.398Lx3.AZO 831VM 03831113 M3 33N3j NNII NMHO 31Va1N30N0O£ + 831VM 318dlOd Md 031V3013a 38 Ol = o / a m ,o 3NIl Ala3d0ad•---- - 310d 83MOd JNIISIX3 aN3031 v I I a ! V36V ONINaVd •/ u ac ! •uo} wysOM to alo}S'yslwoyou$ )o Alurgoo ayl ul alonyS I � I `', •I l � �.� I )oala4l laa) 91Z lsOm 04) ld2ox3 "yo • °r; `�� I :b£lOLllL9L'ON apj s•lollpnV lapun paplooa! as L �- +;; -;. - poo! !o) (luno0 yslw ou o P P Q'sasodlnd (OW a 3NOZ) v f' f.___-(. q{. / 1 I __ 3S UL 04 S 1 peAOAUOJ uolllod 1041 ldaox3 puV H 8135 \--- 0Vd,Ox,9l gaal OSZ POO 841 l0 1801 00£ 41lou a4l l0 OSl 41nos 041 lda3x3 NNVI 30an5 1 aa) OS£ isoa 041 l0 091 41lou 041 lda3x3 3S 96Ll :'W'M'15D3 S 9buo8 \ _ VIO,6£ 'yl1oN L£ dlysuMal'LZ uoyoaS to jalionb lsaMy}nos 941 to ja}lonb �aiy� ll3M�ld31� / N \ ( 0 - ;Na3e x N0v813s lsoay}1ou 041 10 1104 41lou a4l 10 1104 41jou a41 10 tool 099 lsoa ayl ldo t0 H0V813S mi N �..-�w )�---__ __ o 8'9 (B£S009S'0N taPJO Auodwo aaUDinsU a I o6001 1a \� 000'00Z c 3.^y2tYQ 'W 1 '3 I R l 40 d) " 1 ,S'Z£ N - --- - - - - - - - .� NOIldI�I�S30 lb'93l Alb3d02id -- — -- -- — (OW a 3NOZ) N3V8I3S+ " i. 1 r ) I3000M !, 03AOW38 4'£ (� vir 4'£Z t , i 38 Ol 3SnOH 3WV83 I }u101 (atowS ❑3AON38 38 Ol •vfc. mp { v8d3 1 N3S9� DOOM A80151 ONIlSIX3 dOHS/3OV8V0 AaOIS-1 ONIISIX3 15C tKyy -ar^ a,aut, `r�rl fA l'ggl 3 Id PJCLI x$' l T, -� �� J Y 3)ld 8 ( (OW-N 3NOZ) o N Id 414LL '31lS 3H1 30 133.1 OSl NIH11M 80 311S 3HI NO 031VOOl 1 d 0 d d IV .3NId_41SL1 � 3 S0MI1013M SHNOd 33a 10s3 aoe0a3iVMl SV32N OaVZVH %� � I� � 0 a1Vd 3,111 03nOW3a 38 Ol I n < )rd+flSt 01001030 80 IIOS 03103dsnS 80 NMONN ON 'Z NNVI 011d3S ONIISIX3 I�dI�INI IW N( 419LL 3NId 1 LL zI 1 - ;:'7t �CxsSct �' Of1d kINn03 HSIWOHONS /�• 10 N I db m w HIM (MVNIO8000 3B Ol Alddns -NO1810313 'I :S31ON �,, 1 —� eJNIQ1in8 v 1 cl d 41 Ll dl 03nOW3a 38 Ol _ 3lSfd 301M,9 Snld,6LX,6 1V 30VdS 319ISS300V (L) 1 �r>.' —UNogl.t,ot .1) AI 011Vd 3111 `)NIISIX3 :,61X,6 1V S30VdS (Z) :ONINaVd 03SOdOdd di F 3N Id�3091 �N IS 41081 c Imi w ;1 3i1ry 3NId 1sL8L rn Sld'NO1?dM Old13$ u �n w 1• {: n, c,,, 9 LL8L-46L-09£ u '1 WOOa' 1. a •=03�31 IadS m 03AOW38 38 Ol Y. 0 ZLZ86 VM'308NOW'A3aiS NIVW IS3M K9LL A 7t J N + ' I --L" 3N1 S31V1005Sd 8 N35WaVH :a0A3Aan5 ONOd 3I3a0N00 ONIISIX3 I I 3NId P1£8l N3V813S m ,I y "' W 3'd'NIdlV00LlN8B SZ4 r(j)�' a '.�1 9 S R 1 w z 90096 VM'3nA31138'OOZ 311ns'3N'3AV HIM SL£Z I'ti .• __ ';'-tom a < HMW :833NION3 :\. • 03AOW38 = 3'd'N3S131N NIA3N t 6Zt - =. ' ^L {I 38 Ol 0131JNMa0 J----- NOV813S I a I T'- ---- rn c` OOLS-lS9-09£ ONIdVOSONVI ! / •\,' 311d3S ONIlSIX3 _- - OZZ86 VM'3llIASAWN"3AV vl8Wnl00 08 311IASAaVW j0 1.110 :a3NMO/1NV0llddV N b'W JI dlINIDIn 11, I m11 '4 ON-8 3NOZ 35 6L0''S / 3a3V l£'l:V38V 3115 1b101 Ij} I 0NIdV3S0NVl 3 Ni N:?vL Cv j' CRGC� "-- ----- - - 'AD 3..Zf,Bf.L9 S -----J-.'---- -- - 1,0-90-1,0:31V0 _' t o t_ t NOV8135 - - - -- -- o NM'3 S 8'NL£ I'LZ 03S ONIdVOSONVI (d8 3NOZ) 4. '••'"•'•'o'•^'"' 31V0 'ON 3SN3JIl 03N33HO 31VOS 01 ION _ lo3road d1M 'EE-:l\)•1113 SI ONIMVSO N3H1 L-Od NVId 311S 83AN HSIVP VI-111S �� - LlnH3S r NMVUO t 3unSV3Y1 ION oZ•,.l QD31VO 'ON 3SN3011 S300 8V8 SIHI 31 133HS NOl`JNIldY 30 A113 3111ASAWV1 ) A11O NIdIV�W 3 03N01530 l CLO-£0-3'ON 3llj 1aYL13d A8 03111c18ns ONIN8VM 31VOS NOI1dl83S30 A8 31V0 A3L+ ( J t NOIlOnalSNCO ONIanO NrVri3H _ yyy' �I� I r� nu• O1 SS3:)Dv -NI1N301S38 O3AVd - I• �� i r I - !I(ll l!1:'dAo!f.:ll: dHb..... _1 J,.1N UI It')ri,� - ' :1'JNJ_I • lc. I ' r l ^' '^ r--i•—►•— �. r•—�. �'--�Trt —►ter—n---.•- ' — - - .41 �' .0: �• '�"r—s•-'T—r—�r-7•_..n,---r-�r..'r-i---.r ->'--s-—r—r--sr r� _ `` `CHJL ` ~ � - II ' rl J �:Y ^`!'' �I _ - M ,.G..9,.tb r, - - `� , 1 /zI '�,• I �� L l r _ IN�d•A: _-- _ �• ' j' +�.-.,Je nyf,. J' .i tr,11 y(�� I ~\ , f W I d'_� _ Je OOON H71H.S'S _ I•• JI r \ \ � ,•�\ ._ � •• '.•..� J n ,`, 1; ' ' \ 1 J � J 11 • � ' I1 71 Dice y ITl 9 00 �✓ rwf j /Z 33NV81N3 z /� 1 11 ♦ .� . k C. I fTt N0110na1SN00 �`r�_ r �� 03ZIlIBd1S ao3N ` 1 t \ �'� •;'}'" iy ' � Jam_ _ _ _—. .. !�lJl �•` � ram. . .r`. p!� d - - - — - — -- Hl H^I, C! xrC`.IHiO :�'1• , ♦ \ �' A 3 ��i yin I \ f A, I ,• . \ tO v az ld 1 A1303.' a 5,, a sail' -� t�s•sz:Y ". J Sr.Bt.Lfi ;,� }. ` 3='l:;l; I S1SOd-1 N3 Ti i , t` — } I 33ki 3by Td3; d3c UOIOO dSNl JNlaline l 3H1 M81 3A0HddV SS3lNf1 a3Zl Hl(lb S3 NV O I - i i 8 31vcl GINO aki 1N3niWVd313 Miming � 3ON33 11S J.2lb'2 UA31 ••� � � I �^ (�,p nn ll I v + t I 1 lHlll ; i 30N33 S11rnl o I +�~} j NOIlon211SN00 O31dOlOM I �e� sK ac: 1 I 3SIM83H10 SS3 Nn 03103iOHd 38 Ol 3MV 33N33 SirAl"l NOIlonNiSNOO I `J1d35 OW 30N33 111S kwdodm3l N33M138 031`dOO-1 S3381 JN11SIX3 • -S31ON 133HS f . « 1 • •. V\ INN-,. �•:.!