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HomeMy WebLinkAbout98-0822 (2)Raytheon Engineers & s� , -Constructors, Inc. f d 5555 Greenwood Plaza Blvd. ' i Suite 100 Englewood, CO 8011 Mailing Address P.O. Box 5888 Denver, CO 80217 Tel 3033..8g4A3.2�0�0p0 FJUL3•:Ji38 , Michael C. Vieira, C:°B.C. Manager, Building inspectip-Rn, ; Building Division, Division ofp�u �Qpent'Services ' 7 County Center Drive Oroville, CA 95965 Ref: Wild Gonse,Gss, + 1 Subject: Buildin6°:Permit:.98-0022 t Stru[Mural:.: I?,ermara ,Compssor In t laation, Revised Tnical Po_ru W, 0,Submittal, 14o.. 1 ni g� �ision Dear.Mr. Vieira: Enclosed are four(4) sealed copigs of revised s.�rg/ustia� irls�laton drawings for the subject permit. A -rev¢ d dr winc}.list is a t ched to t i ,l g dicat'i.ng,' which' of the origirtak::drawing,50ayaAbeen mod g �4re ich�ng ,IL -on e!Q� ied" on the drdWngs for-Rasy identifi--tion. of the ,y Q.nly'iiiirSbr editions ar,� Qr: mgsl jigns havtppe�} cog to tt�e.,c#p. v Th® changes drd`i peq vire any ca!q.yl1 ns. They xd€awin .shott!i k Jn ; 'orated into the perMlf:plan slits: Should you We any.questiota> .,q!; gomments,concerp_ in%gage sul callior FAA : at, (3o�). 843.2925,; FAX (303):843-2, Yours very truly; r • t �ar,1r . R . Ef ; tach% its: aso,* � w listing w hmsen *1V4 N f. ,,_ "yi i t rW4 w{ ' Hp0heon Engineers .Constructors ;.;. Oroville, CA 95965 Ref: Wild Gonse,Gss, + 1 Subject: Buildin6°:Permit:.98-0022 t Stru[Mural:.: I?,ermara ,Compssor In t laation, Revised Tnical Po_ru W, 0,Submittal, 14o.. 1 ni g� �ision Dear.Mr. Vieira: Enclosed are four(4) sealed copigs of revised s.�rg/ustia� irls�laton drawings for the subject permit. A -rev¢ d dr winc}.list is a t ched to t i ,l g dicat'i.ng,' which' of the origirtak::drawing,50ayaAbeen mod g �4re ich�ng ,IL -on e!Q� ied" on the drdWngs for-Rasy identifi--tion. of the ,y Q.nly'iiiirSbr editions ar,� Qr: mgsl jigns havtppe�} cog to tt�e.,c#p. v Th® changes drd`i peq vire any ca!q.yl1 ns. They xd€awin .shott!i k Jn ; 'orated into the perMlf:plan slits: Should you We any.questiota> .,q!; gomments,concerp_ in%gage sul callior FAA : at, (3o�). 843.2925,; FAX (303):843-2, Yours very truly; r • t �ar,1r . R . Ef ; tach% its: aso,* � w listing w hmsen *1V4 N f. ,,_ "yi i t rW4 w{ Wild Goose Storage Project Raytheon Engineers & 77052001 Constructors Table of Contents. Remote Facility Site Building Permit Documents - Submittal No. 1: Permit #98-0822 Drawings - Revised 23JUL 98 Drawing No. Revision Title, Concrete 13-10-1221 1 Concrete Standard Details & General Notes See Permit 98-322 13-10-1222 1 Standard Concrete Details - Sheet 2 See Permit 98-322 13-10-1511 1 Foundation Location Key Plan See Permit 98-322 13-10-1512 1 Foundation Location Plan See Permit 98-322 13-10-1513 1 Foundation Location Plan See Permit 98-322 13-10-1514 1 Foundation Location Plan See Perrnit.98-322 13-10-1515 1 Foundation Location Plan See Permit 98-322 13-10-1611 3 Structural - Compressor Building Foundation Plan 13-10-1612 3 Structural - Compressor Building Slab Plan 13-10-1613 1 Structural -Compressor Building Foundation Sects. & Details - Sht. 1 13-10-1614 2 Structural - Compressor Building Foundation Sects. & Details - Sht. 2 13-10-1615 3 Structural - Compressor Building Foundation Sects. & Details - Sht. 3 13-10-161 1 Structural - Compressor Building Miscellaneous Plans, Sections & Details 13-10-1911 0 Structural - Compressor Foundation Plan, Section & Details 13-10-21010 Structural - Produced Water Tank Farm Plan, Section s & Details Steel 13-10-1211 0 Steel Standard Details See Permit 98-322 13-10-1212 0 Steel Standard Details See Permit 98-322 13-10-1213 0 Steel Standard Details See Permit 98-322 13-10-4011 0 Structural - Compressor Building Roof Framing Plan 13-10-4012 1 Structural - Compressor Building Framing Elevations 13-10-4013 4 Structural - Compressor Building Crane Framing Plan & Details 13-10-4014 1 Structural - Compressor Building Misc. Elevations & Details 13-10-4015 2 Structural - Compressor Building Deck Framing Plan 13-10-4016 0 Structural - Compressor Building Compressor Deck Sections 13-10-4017 1 Structural - Compressor Building Access Catwalk Plan 13-10-4811 2 Structural - Miscellaneous Steel Sections & Details Sheet 1 17 JUL 98: Rev. 3 Page 1 of 3 indicates changes from previous submittal *' indicates added drawing from previous submittal PTOC4.doc Wild Goose Storage Project 77052001 Raythegn Engineers & Constructors Siding 6223-A101 5* ATCO Noise Management Wild Goose Gas Storage Facility =. Permanent Butte County, California, U.S.A. Cover Page 6223-A102 2* ATCO Noise Management Wild Goose Gas Storage Facility : Permanente Butte County, California, U.S.A. Typical Wall & Roof Assembly 6223-A103 2 ATCO Noise Management Wild Goose Gas Storage Facility - Permanent Butte County, California, U.S.A. Building Plan 6223-A104 3* ATCO Noise Management Wild Goose Gas Storage Facility - Permanent " Butte County, California, U.S.A. Building South Elevation 6223-A105 3* ATCO Noise Management Wild Goose Gas Storage Facility - Permanent Butte County, California, U.S.A. Building North Elevation 6223-A106 3* ATCO Noise Management Wild Goose Gas Storage Facility - Permanent Butte County, California, U.S.A. Building Elevations East And West 6223 -Al 06A 2 ATCO Noise Management Wild Goose Gas Storage Facility - Permanent Butte County, California, U.S.A. Building Section 6223-A107 3* ATCO Noise Management Wild Goose Gas Storage Facility- Permanent Butte County, California, U.S.A. Acoustic Wall And Roof Sections 6223-A108 3* ATCO Noise Management Wild Goose Gas Storage Facility - Permanent Butte County, California, U.S.A. Acoustic Wall Sections and Details 6223-A109 2* ATCO Noise Management Wild Goose Gas Storage Facility - Permanent Butte County, California, U.S.A. Acoustic Wall Sections and Details 6223-A110 3* ATCO Noise Management Wild Goose Gas Storage facility - Permanent Butte County, California, U.S.A. Roof Exhaust Silencer & Fan Sections 6223-A111 3* ATCO Noise Management Wild Goose Gas Storage Facility - Permanent Butte County, California, U.S.A. Cover Page 17 JUL 98: Rev. 3 * indicates changes from previous submittal ** indicates added drawing from previous submittal PTOC4.doc Page 2 of 3 Wild Goose Storage Project . ' 77052001 Raytheon Engineers & Constructors 6223-A112 2 ATCO Noise Management Wild Goose Gas Storage Facility - Permanent Butte County, California, U.S.A. Equipment Door Elevations 6223-A113 3* ATCO Noise Management Wild Goose Gas Storage Facility - Permanent Butte County, California, U.S.A. Equipment Door Details, Sections 6223-A114 3* ATCO Noise Management Wild Goose Gas Storage Facility -.Permanent Butte County, California, U.S.A. Intake Silencer Sections 6223-A114A 2* ATCO Noise Management Wild Goose Gas Storage Facility - Permanent Butte County, California, U.S.A. Hardware Schedule 6223-A115 0 ATCO Noise Management - Wild Goose Gas Storage Facility - Permanent Butte County, California,-U.S.A. Cladding Elevations Grid D 6223-A116 0 ATCO Noise Management. Wild Goose Gas Storage Facility - Permanent Butte County, California, U.S.A. Cladding Elevations Grid A 6223-A117 0. ATCO Noise Management Wild Goose Gas Storage Facility —Permanent Butte County, California, U.S.A. Cladding Elevations Grid Lines 1 & 6 6223-A118 1 * ATCO Noise Management Wild Goose Gas Storage Facility - Permanent Butte County,, California;.U.S.A. Liner Elevations Grid D 6223-A119 1* ATCO Noise Management Wild Goose Gas Storage Facility - Permanent Butte County, California, U.S.A. Liner Elevations Grid A 6223-A120 1 * ATCO Noise Management Wild Goose Gas Storage Facility - Permanent Butte County, California, U.S.A. Liner Elevations Grid Lines 1 & 6 Mechanical 6223-M101 1 ATCO Noise Management Wild Goose Gas Storage Facility - Permanent Butte County, California, U.S.A. Mechanical Equipment 17 JUL 98: Rev. 3 Page 3 of 3 * indicates changes from previous submittal ** indicates added drawing from previous submittal PTOC4.doc INDEX STRUCTURAL CALCULATIONS WILD GOOSE PROJECT (77052.001) 5i LOADING DOCK FOUNDATION FILE NO BOOK NO. - DESCRIPTION PAGES DATE FINAL DESIGN CHK'D CALCS LO�AC31t���OCFf.....t�UNO�`TIC?�I.............................................�........�IJt��I.'1�,.....99>�..........VF'...............AG.......... rn. 11 G In aFi AMA nnhear .. CALCULATION SE i NO. Engineers & Ccnsbvctom CALCULATION SUMMARY •316 DDD —% & CONTROL SHEET PRELIM. FINAL VOID REVISION Page 1 of 2 w e1 DISCIPLINE PROJECT TITLE J.0. 7Z,05-4001 STRUCTURE OR SYSTEM DESIGN CLASSIFICATION CSD /,v SUBJECT COMPLETED BY VA -10,5 % F, G,; -est DATE o d CHECKED BY ,A, G 7-11D/YSE� DATE GZ// APPROVED BY %j%_ DATE SDE OR MGR OF STAFF GROUP DISTRIBUTION REASON FOR REVISION: TOTAL NUMBER OF SHEETS IN THIS ISSUE ........................................................... SHEETS REVISED, ADDED OR -------------------------------------- /-•••••------------- ........................................................... .......................................................... DELETED PROBLEM STATEMENT: -- i��i _CoJ _ .... • .... . T:�---------- ..- .... .....................................•--................._...._..--••••--_.... ------•---.._......------•--•••-••-----------------------------•••--••....--� ..............................•--•---.....----•---•••-•••--••-••...•-•-----•-- --•....-•--•....-•--•-•-•--••-•••--•-••..................••-•••-•-----•---••-- -D . ----------------- SUMMARY CONCSIO S: ............ �..-•�--•-.-2---••......•-• . ....•••••. rie G...C..... .......--•••••--•-_. ------------------------- .......... ------• ........................-...... .................................. .....-------•---------------------------.----•-•-..-.....••--•-•----•-•••-- ------•-•----•...................•---•---•-----.........-------------•-•-••--- .......-•-.....•--••.......................................... --- ; AC093017/1 e 0 FCRM 5610 REV. 7.33 . Cr.LCULATIGV SET N0. CALCULATION SUMMARY & CONTROL SHEET PRELIM, FINAL_ VOID REVISION Page 2of2' Aiu) PROJECTTITLE �� J.0. 70 Z Gid /,GA Des IEyN ��}-r4 -D 2Sa�.� ... .. UNVERIFIED ASSUMPTIONS/OPEN ITEMS:. . . . ..................... . ........ ...................... ..................... REFE;ENCES: (SPECIFICATIONS, DRAWINGS, CODES, CALCULATIONS, TEXTS, REPORTS, COMPUTER DATA, FSAR, ETC.) . . . ................. . ns� f ........... ......................... .. . rTl% / . . . . . . . . . . . . . . ,� D A-el3l8-77:.......---• .......-.•- ............................................... COMPUTER PROGRAM DISCLOSURE INFORMATION: PROGRAM USED: (NAME) REV. NO. REV. DATE PROGRAM TYPE lJE&C VERIFIED ❑ YES ❑ NO ANALYSIS DESCRIPTION RUN N0. RESULT The attached computer: output has been reviewed, the input data checked, and the results approved for release. INPUT CRITERIA BY DATE CHECKED BY DATE RUN BY DATE APPROVED BY DATE. — �aas�a� F Form 5007 (Rev. 9/95) Hayfheon Engineers & GENERAL CALCULATION SET NO. REV. COP�Y CHK'D. BY Constructors COMPUTATION ���� '� SHEET PRELIM. FINAL VOID WDA E TE/ PROJECT C7dOS� SHEET OF 5 DATE DATE SUBJECT Los ->«a 67 UCS C- C J.O. N r. .rvc.7i:'3" 2x/D �Uk'"-per FF '� '►S 3' �o - ---- 3�0 to - o '' /-// 2 —. ----- SC -7 "=4-7" /0LA-Q O'OC4 s',vn. t1TDC RS RloTFL Form 5007 (Rev. 9/95) Raytheon Engineers & GENERAL CALCULATION SET NO. REV. COMP. BY CHK'D. BY Constructors COMPUTATION FG PRELIM. FINAL VOID �ATEO DATE SHEET (� 1 ' Vel 0- 0.T PROJECT �b 114 SHEET Z OF DATE DATE J-0. �QQ/ SUBJECT ress o r , - Loo . LO s Slo e. _. _... __ `Selz 4_ ,...._. - 6d 2 'c) t-f;/fI G7`V /y H ne-h o --S ih 2x/D, C6VGr ece Form 5007 (Rev. 9/95) Raytheon Engineers & GENERAL Constructors COMPUTATION SHEET CALCULATION SET NO. REV. COMP. BY CHK'D. BY _ G PRELIM. I FINAL VOID ., /RAT^ h DATE S ee4 0" _ i Form 5007 (Rev. 9/95) Raytheon Engineers & GENERAL CALCULATION SET NO. REV. COMP. BY CHK'D. BY Constructors COMPUTATION a SHEET PRELIM. FINAL VOID ATE DATE \ n J. � 7698 PROJECT V�L� 1 �Go SHEET OF DATE DATE: SUBJECT �� b ►-E'SSor Z 1 d—o, J.O. 77DSz, 00/ Z0d2)G tea,-�°%► �% 41";�so,! E,,-8...4,o4c = FL. _25..3�6�•9s.z"�9�,AS�S� Be.� .`l.2 Form 5007 (Rev. 9/95) Raytheon Engineers & GENERAL CALCULATION SET NO. REV. COMP. BY CHK'D. BY Constructors COMPUTATION F6. SHEET PRELIM. FINAL VOID DATE, o DATE \-t J 1/ yG PROJECT N[ � l Q Goose, o O Se SHEET s OF DATE DATE SUBJECT �Q�N jDYeSSOr' $ J.O. ??6S Z.O©J Des -,,:q pi .z457(7VIIb� _, a 7aPs �s sad 39 . �t5 , -DL+ LL 6 l o� 51a� DL - .12:5 (S) : ,6ZT G,! tiLL al 135 #� , SSl Ks Slab LLL F, E I d"T�ij l► 49 - . l , 94 r )`, s -o o !� 9.7._ e- 4,o KSF d IL 3.0 .212 _7944, 4IZ4 M ��x 4 s ML - . 7�b?x ...79 1 INDEX STRUCTURAL CALCULATIONS WILD GOOSE PROJECT (77052.001) LUBE OIL PLATFORM FILE NO BOOK NO. DESCRIPTION A , INDEX STRUCTURAL CALCULATIONS WILD GOOSE PROJECT (77052.001) LUBE OIL PLATFORM FILE NO BOOK NO. DESCRIPTION PAGES DATE FINAL DESIGN ii CHK'D CALCS 0:: :4$004. :.:.:.:1..:.:.:.:., 1•'::::::::::..:::::::::::::::ACT::::::: ` GAS STORAGE PROJECT - - STRUCTURAL CALCULATIONS BOOK 3 ,s '77052.001 ' ��QROFESS/pyal - - W r^ cr r 7 /G -9J ' p\i Page 1 13 FCAM $010REV 3190 Uniled Engineers CALCULATION SET NO. h COnShIXAOM. CALCULATION SUMMARY 240oo&(v-( A 1114"b"m C=P" & CONTROL SHEET, PRELIM. - FINAL V010 REVISION Page 1 of 2 PROJECT 71TLE I e DISCIPLINE 5FfY i.o. 7?OSZ -Do/ STRUCTURE OR SYSTEM 5tYw,-lj\A VAJ S+eeI DESIGN CLASSIFICATION SUBJECT 7D r wm -p t'5"t 0 V7 VV"\ COMPLETED BY (DATE CHECKED BY 4AIrAoNV 7—W,0//'S�d DATE 7,/9�J� APPROVEDBY DATE 7 //.,Z SCE OR MGR OF STAFF GROUP DISTRIBUTION REASON FOR REVISION:TOTAL - ------------------------ NUMBER OF SHEETS IN THIS ISSUE SHEETS REVISED. ADDED OR .......................................... ------------ ......................... ......... -- ----------- .......................................... :* .................. .......................................................... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . --------- - . . . . . . . . . . . ... DELETED PROBLEM STATEMENT. . .......................... T ....... ............................................................................. ............................................................................. ................................................. .......................................................... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ............................. L ............... 4 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . SUMMARY CONCLUSIONS: ..4. 1 1 . .................. +. ................ . ..-. -r o r ........ ep f - I ............... . i (�� I.,q ------------- ...... +0 tk I .............. .. .................................... ...... ............................................... .................................................... .............................................................................. ................................. 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RESLA.T The attached computw output has be" reviewed, the input data checked. and the resuft approved for release. INPUT CRITERIA BY DATE CHECKED BY RUN BY DATE APPROVED By DATE DATE Form 5007 (Rev. 9/95) Raytheon Engineers & GENERAL CALCULATION SET NO. REV. COMP. BY CH 'D. BY Constructors COMPUTATION A SHEET PRELIM. FINAL VOID AT DA E ✓ 2S 4 PROJECT 1/lL i (d 600SP I r SHEET / OF DATE DATE SUBJECT_QI l'5�0r!c j6 �� at "CO -r, J.O. / �QS.Z,DO M �. _Lz'---- o �.--ZZxb1M -CO -.__.at . ..___.. s. (V 1 71 L y .. a Qj p s N O n► _ —N _�y) CID x:. x C M Z2 "'�bt M 7 . A Form 5007 (Rev. 9/95) Raytheon Engineers & GENERAL CALCULATION SET NO.. /2 icmoo - REV. COMP. BY — . C K'D. BY Constructors COMPUTATION DATE DTE SHEET PRELIM. FINAL VOID L� PROJECT 1/V SHEET 2. OF DATE DATE J.O. 7%0S Z- �0 SUBJECT O f I St0 IrY�_ ?I atYwt T . �Typ. 8 P. CS, e X41 Q,n-A 34« x-04 Form 5007 (Rev. 9/95) Raytheon Engineers & GENERAL Constructors COMPUTATION SHEET f (-7 D Die CALCULATION SET NO. -? ¢80DD - 6 REV. COMP. BY CH 'D. BY PRELIM. FINAL 'VOID A -8 OATJE PROJECT W SUBJECT-64--1CCll JTo" ez.00/ SHEET OF DATE DATE SSJG-1 dr..w•ti, ..�z �'.v..�(.�ZIL jYfi�G ��n9 of ZSR . P - .75.12 - b!9 .s63(6o0� 338 Sao-/ . S4� —� fuse . W /4k 2 Z . ac8--� Tor 42-k�� 34 6�S14 /•/SK_ __Z ,/ g/4 Form 5007 (Rev. 9/95) Raytheon Engineers & GENERAL Constructors COMPUTATION SHEET CA CULATION SET NO. �,8dde -,/, REV. COMP. BY FQ CHK'D. BY PRELIM. FINAL VOID 9$-71, DATE,6 g/ B PROJECT (' SUBJECT -oil Sl oy-eLj e- OF DATE DATE J.O. . S � �P !� a,�f . `�l- apt'-�o Y►�t (Ca,-,. f c�) . -z �+ M - .`3,17-1,rz�-.4.4�.......s►Ma11. --- use W 14 �.zZ 4,47 --63,74-- " 13,74--_ e S - ��� yam 3-6Ks j ..�bf 6 4,0 4�so(r46) 169�.�.24" �- kio st�f� re�� l -I oPb72 < 640`oldh. Fpc ,`. k,o S'{ I re —� A b — F c. i-aj E, t les :Fye �d 'SE _ �6 `..3.35 .� 3`l� est = �►0-36(4b)7t-s(�-37s)] .. -b a S t� �4 ►^ e� i h C o w vw�l , l/ w�cd w eta at r0. Form 5007 (Rev. 9/95) Raytheon Engineers & GENERAL CALCULATION SET NO. REV. 'COMP.BY CHK'D. BY Constructors COMPUTATION 3 fC JDATE SHEET PRELIM. FINAL VOID D T z a /Z e PROJECT OF q� DATE DATE SUBJECT. ( JOYG�13e i"�GiiDlrk'l JO. ���52.� add. C4.�-u-vi a 34,V -0 -vel �----� �c s � • /- L 3 x 3. x �¢.. o o� � o r 6 � � �` G'w�- rQ S t' � o�d ` n r 5 u+�� �-f' � . S� }•�`t, �I S� .�•o.ur`►^a,�. Sc�c, Q�..-��. 1 `1 �� W 2 7 X; S 4 d tro r a c� r o�n a v� ow► ew+ FINAL CHK'D - ' FILE NO BOOK NO. DESCRIPTION. PAGES DATE, DESIGN CALCS • _ � �348U0�I�7: ....6.:.... i�ENT:S�hE�IC��.)4►:3E�:�c,�:::::::::::::.:::.:.:.:.:.:::::.:.::::::::.:.::1:�::::::.:,�U:L.� ��, .1:998:::: . ST:;::::::::FG::::::; _ :�_.. Q�t0, E SSIOn,. Raytheon Engineers Constructors, Inc.' 5555 Greenwood'Plaza Blvd. Suite 100 w f Englewood, CO 801 1 1 Mailing Address P.O. Box 5888 : Denver, CO 80217 Tel 303.843.2000 Fax 303.843.2208 Raytheon Engineers & Constructors 23 JUL 98 Michael C. Vieira, C.B.'O. Manager, BuildingAnspection Building Division, Divisionof`Development'.Services 7 County Center.Drive Oroville, CA .95965 . Ref: 1IVi,ld Goose Gas Storage Project r Subject: Building Permits 98-0322' •Revised=TechnicafDocument.Submittals Structural -Temporary Compressor Installation Dear Mr. Vieira: Enclosed -are four(4) sealed copies of added. Vent Silencer concrete and structural steel'drawings for the subject permit along with.three(3) sealed sets of the associated calculations. A revised drawing list is attached, to this letter indicating which drawings are added. Please advise the additional permit costs associated with these additions and l will remit a check to Butte County for that amount -plus the $46.00 associated with Permit 98-0822 as indicated in Linda's fax,of,July 22, 1998. Should you have any questions or comments,concerning•these submittals, please call or FAX me at (303) 843-2925; FAX (303)..843-2844. ourmos very truly, w► G • / { e s E. You Project Mania er attachments: as stated cc: WGSI+w/ listing ; Tony Thomsen w/ listing - r JEY w/ listing C. E. File 2.08.3 w/ { c:/winword/wgsi/1etters/b(tte49.,doc; Wild Goose Storage Project Raytheon Engineers & 77052001 Constructors Table of Contents Temporary Compressor Installation - Permit No. 98-0322 Building Permit Documents - Drawings Revised 23 JUL 98 Drawing No. Revision Title Concrete 13-10-1221 1 Concrete Standard Details & General Notes 13-10-1222 1 Standard Concrete Details - Sheet 2 13-10-1511 1 Foundation Location Key Plan 13-10-1512 1 Foundation Location Plan 13-10-1513 1 Foundation Location Plan 13-10-1514 1 Foundation Location Plan 13-10-1515 1 Foundation Location Plan 13-10-1630 0 Structural - Temporary Compressor Building Foundation Plan 13-10-1631 0 Structural - Temporary Compressor Building Foundation Sections & Details, Sheet 1 13-10-1632 0 Structural - Temporary Compressor Building Foundation Sections & Details, Sheet 2 13-10-1813 2 Pig Receiver Foundation 13-20-1820 2 Pig Launcher Foundation - Well Pad Site 13-10-2051 0** Vent Silencer Foundations Plans, Sections & Details 13-10-2212 0 Pipe Bridge Foundation Plan, Section & Details 13-10-2213 1 Structural - Export Pipe Supports 13-10-2214 0 Structural - Pipe Supports: Schedule, Section & Details - Sht. 2 Steel 13-10-1211 0 Steel Standard Details 13-10-1212 0 Steel Standard Details 13-10-1213 0 Steel Standard Details 13-10-4020 0 Structural - Temporary Compressor Building Roof Plan 13-10-4021 1 Structural - Temporary Compressor Building Elevations 13-10-4022 1 Structural - Temporary Compressor Building Framing Details 13-10-4411 0** Structural - Vent Silencers Plans and Details 13-10-4511 1 Structural - Pipe Bridge Siding 6223-A01 4 ATCO Noise Management WGSI - Temp Compressor Bldg Butte County, California Cover Page 6223-A02 3 ATCO Noise Management WGSI - Temp Compressor Bldg Butte County, California Typical Wall & Roof Assembly, General Notes 23 JUL 98: Rev. 3 Page 1 of 3 * indicates revised drawing ** indicates added drawing TOC3.doc ..�:.�h'v�';:�"?=• _ '.yet..}• y .!f Wild Goose Storage Project 77052001 Raytheon Engineers & Constructors Drawing Revision Title No. I F .:,. 6223-A03 4 ATCO Noise Management WGSI - Temp Compressor Bldg Butte County, California Building Plan 6223-A04 4 ATCO Noise Management WGSI - Temp Compressor Bldg Butte County, California Building Elevations 6223-A05 4 ATCO Noise Management WGSI - Temp Compressor Bldg Butte County, California Building Elevations 6223-A06 3 ATCO Noise Management WGSI - Temp Compressor Bldg Butte County, California Building Cross -Sections 6223-A07 3 ATCO Noise Management WGSI - Temp Compressor Bldg Butte County, California Roof Sections 6223-A08 4 ATCO Noise Management WGSI - Temp Compressor. Bldg Butte County, California Acoustic Wall Sections and Detials 6223-A09 3 ATCO Noise Management WGSI - Temp Compressor Bldg Butte County, California Acoustic Wall and Section Details 6223-A10 3 ATCO Noise Management WGSI - Temp Compressor Bldg Butte County, California Building Ventilation Exhaust Silencer Sections 6223-A11 3 ATCO Noise Management WGSI - Temp Compressor Bldg Butte County, California Equipment Door Section Details 6223-Al2 3 ATCO Noise Management WGSI - Temp Compressor Bldg Butte County, California Equipment Door Elevations 6223-A13 3 ATCO Noise Management WGSI - Temp Compressor Bldg Butte County, California Equipment Door -Details & Sections 6223-A14 3 ATCO Noise Management - WGSI - Temp Compressor Bldg Butte County, California Intake Silencer Details 6223-A15 1 ATCO Noise Management WGSI - Temp Compressor Bldg Butte County, California Hardware Schedule 6223-A16 1 ATCO Noise Management WGSI - Temp Compressor Bldg Butte County, California Cladding Layout 6223-A17 1 ATCO Noise Management WGSI - Temp Compressor Bldg Butte County, California Cladding Layout 6223-A18 1 ATCO Noise Management WGSI - Temp Compressor Bldg Butte County, California Liner Layout 6223-A19 1 ATCO Noise Management WGSI - Temp Compressor Bldg Butte County, California Liner Layout 23 JUL 98: Rev. 3 " indicates revised drawing ** indicates added drawing TOC3.doc Page 2 of 3 i1 r Wild Goose Storage Project 77052001 Raytheon Engineers & , Constructors Mechanical 6223-M01 1 ATCO Noise Management WGSI - Temp Compressor Bldg Butte County, California Mechanical Equipment 23 JUL 98: Rev. 3 * indicates revised drawing ** indicates added drawing TOC3.doc i f INDEX STRUCTURAL CALCULATIONS -WILD GOOSE PROJECT (77052.001) VENT SILENCER X-203 4 FILE NO BOOK NO. DESCRIPTION PAGESDATE FINAL DESIGN CHK'D CALCS ::....:.........:..::::::::::::..:::::::::::..:...:.......:............:....:......:.:......:...:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:...:.::.:.:.:......:.:.:.:.: .:�348�Q0 .............f3.....:...:.. SEN...SILE>V���:74.:3�������.......�9.......,�IJ.L.�'.�G,..1.99>�...........sT:................�G......... ............ :.:.:.:.: 'WILD GOOSE GAS STORAGE PROJECT STRUCTURAL CALCULATIONS BOOK 6 '77052.001 Page 1 Raytheon Engineers & CALCULATION SET NO. Constructors CALCULATION SUMMARY & CONTROL SHEET PRELIM. FINAL VOID REVISION Page 1 of 2 DISCIPLINE PROJECT TITLESt� C 1 Ror(w J.O. 00 STRUCTURE OR SYSTEM DESIGN CLASSIFICATION /� -- - SUBJECT i Cwt:/ COMPLETED BY-,LI DATE CHECKED BY �, �}^i PSI DATE '% m 9 8 APPROVED BY DATE ` % - 7 SDE OR MGR OF STAFF GROUP . DISTRIBUTION REASON FOR REVISION: .......................................................................................:....................... ..................... TOTAL NUNWER OF SHEETS 4`I TEUS ISSUE ........................................................................................................................................................................................................................... - ........................................................................................................................................................ .........................................................................................................................................:................................................................................. ............ ....................................................................................................................................................... ........................................................................................................................................................................................................................... .'....................................................... SHEETS REVISED, ADDED OR DELETED - PROBLEM STATEMENT: ............................................................................................................................................................................................................:.......................................................................... ................... ......................... `D. .s.�.1I-J:......5.I �E N C E R Stn,f?.R..T..... 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A:\CALC-SUM.DOT Raythew Engineers & CALCULATION SET NO. Constructors CALCULATION SUMMARY, /348 000-7 & CONTROL SHEET PRELINT. FINAL VOID REVISION Page 2 of 2 k[SCIPLINE DISCIPLINE PROJECT TITLE J.O. J.0 DESIGN BASIS: ........................................................................................................................................................................................................................................................................................ 14 '0 ............................. .c -4 L 4n... .. ................................ ; ......................................................................... ............................ A-610--OA ...... PRA-6-0-E� C-.0-WEIT .... D... A—... 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COMPUTER PROGRAM DISCLOSURE INFORMATION: PROGRAM USED: (NAME) REV. NO. REV. DATE PROGRAM TYPE RE&C VERIFIED YES C] NO ANALYSIS DESCRIPTION RUN NO. RESULT The attached computer output has been reviewed, the input data checked, and the results approved for release. INPUT CRITERIA DATE CHECKED BY DATE BY RUN,BY DATE APPROVED BY DATE A:\CALC-SUM.D0T Form 5007 (Rev. 9/95) Raytheon Engineers & GENERAL CALCULATION SET NO, REV. COMP. BY d CHK'D. BY FG Constructors COMPUTATION 1J e)oo —7 SHEET PRELIM. FINAL VOID ,' A r ,J DAT PROJECT MW 400.rt 614le ITo41446 PAJJEG7 /4ENCC ��� /��� SHEET / OF DATE DATE SUBJECT // J.O. 770 2 x� PLArJ X-203 SunP L= 7G ` I O . 67R A-06 T°CEL�7=�� �A�E i sort yi/ PW ZO cotd: 8t,�� ;,may Form 5007 (Rev. 9/95) Rwftheen Engineers & GENERAL CALCULATION SET NO. REV. COMP. BY CHK'D. BY, Constructors COMPUTATION / B000 - 7 d 7 —� SHEET PRELIM. FINAL VOID ATE DATE �jn r 1312 3 t6 9f, PROJECTWILI) 600 r �70R. rKO.! SHEET (Z OF DATE DATE SUBJECTS1 f L GW O /41f'L J.O. ' CCG7- 7'0C 66 67-'// ..._, /44R/mi (pbq n 5007 (Rev. 9/95) . ng*heon Engineers & GENERAL - CALCULATION SET /.3 Dao _ NO. REV. COMP. BY S� CHK'D. BY Constructors COMPUTATION SDAT E DATE SHEET PRELIM. FINAL- VOID lb S / ( pp PROJECT -W, LD COOS£ '�a�S J'rbA PA QJ SHEET � OF DATE DATE (� SUBJECTd1LE/VCLA �3u/"�1 ISL- J.O. ... �.. c-., •'_ 161 S . U. � C .4 =�., - _ �: �- _ , ._: � _ _�.�.._ _•.� ' -- , per_ . r t.?,��.!- --S p-L�� . ,: . _ b 16 c -e );R YT ,z 0 15 - ('e Cg s 1 l O Aom las 1614 i 7,p4l"! PV mpq 5 uel iCo PSr �r I 1 y13 x.`f I sE 850 - FoR DE Sl( n1 Form 5007 (Rev. 9/95) Raytheon Engineers & GENERAL CALCULATION SET NO. REV. COMP. BY CHK'D. BY Constructors COMPUTATION X S I& 6wo-7 FG. SHEET PRELIM. FINAL VOID DATE DATE t3ly7 /G $ PROJECTPRO_ SHEET OF DATE DATE SUBJECT -S (� l L Cr�C�/ �!° f I�i)l� J.O. 770',r,2601 .•..�__� +. P = z 1,p C alp - • 3 �n►� 3 = Z c W. �P p/Zz 3 SPeG , 75 rrzam y*4 16 -o _ rr r P I lr c( f4 . X. 0 4 266 W R' (4 SCISM1c _.2-d(o X 1620, U 5 Form 5007 (Rev. 9/95) Raytheon Engineers & GENERAL Constructors COMPUTATION SHEET ►V 1 Q �QUSG (MM fro A,4c-2 C ft o CALCULATION SET NO. aoo - REV. COMP. BY CHK'D. BY ?cu _ PRELIM. FINAL VOID 7 'DATE g PROJECT �+ , d SUBJECT t C -W C& LY?% Zr—jw SHEET OF �L DATE DATE �7 �J J -O. ? I O J t_ 00I MEmi..S-- E FL .76 .1 p - x 1620 40 S nl K, P �f D� r�4 c �- r ,5� : 'Sr��ss . oLfctcfiarJ 140 C2r%CC W lb yq Of /GG AN4,E FDA AU 109r113 .ECRA .7G=d ..:C�xccpT L. C,oL rx .76 KLlr� i,�ltb �2 Via= �7,2r1kS' LlSC L4x4 � � 78 Loi o. ad 6414clwi� L - l4k q, 6t _ 5 �+ G S �� ( LISC Fuzc t [v4,"►� y rr�Ar� Zoo @ X- 9 K- gAAC 6 Form 5007 (Rev. 9/95) Raytheon Engineers & GENERAL CALCULATION SET NO. REV. COMP. BY CHK'D. BY Constructors COMPUTATION IJ4, o ,o - 7 5v TE DATE SHEET PRELIM. FINAL VOID -7 7// PROJECT '"`aJ7y!c�iE PRO SHEET OF DATE DATE SUBJECT �l"/�C t1 /-� �1� //'fJ %J J.O. / 7O 2 V O Rte• ,.-- - --�- • � C�. . LI.,S��--_._ �._..L._?_ 2__ ._ - .. _ ._ . _.._ _._. rg j 9 1 Form 5007 (Rev. 9/95) HaVlheon Engineers & GENERAL CALCULATION SET NO. REV. COMP. BY CHK'D. BY Constructors COMPUTATIONoo - FG SHEET PRELIM. FINAL VOID DATE % DATE PROJECT WILD GOr7S1-: �TQA,46C- PRD SHEET 7 OF U DATE DATE SUBJECT ��rL ��icl �2 Su-�hl ,�1 J.O. 770 5 2 00/ VV'T cako f620� cACl) - �... _.. 15 06112 __. �M..Srcc-Aj k _ -7 A' -x 1 x .15 Sort o c -c- p S P9 EAD... F -t 4 01 2 T e 4 fv-A CSL FILM USC %-OSI-dW C2.�D) �f-..'� Form 5007 (Rev. 9/95) Raytheon Engineers & GENERAL CALCULATION SET NO. REV. COMP. BY CHK'D. BY Constructors COMPUTATION DATL DATE SHEET PRELIM. FINAL VOID PROJECT V" I L 0 6005 E as S7 -QA. ��C� SHEET � OF Pp/FDS DATE DATE SUBJECT X'2i�3 SILK-J�I6CA Su l' J.O. %%d52 . •_..._.�1,_81_:_ i ---- Ta-' 3 n E4c�L•.. oN..ToP FIAt-1&C SrCCW CER �� i - •. I C°' TO f- a af B-13/4 ?oL C1..t,8=3j/ -- got 9 % 31. orm 5007 (Rev. 9/95) Raytheon Engineers & GENERAL CALCULATION SET NO. REV. COMP. BY CHK'D. BY Constructors COMPUTATION /-f 00 - 7 --rF6_ ' SHEET PRELIM. FINAL VOID 7iIA f98 A E PROJECT YV I L,D &ODSE ($9 [� 7 A C' P a SHEET OF DATE DATE SUBJECT Sr LCU Ca2. 1F,AI J.O. f7 r7O 52®01 zlo - ?,Iq A s A 18 �I • s Ci %o s • IWA 2 _ I o -- 5@/2 E,w.- _ OR El 651-0) S'EC TiU�i - INDEX 1 STRUCTURAL CALCULATIONS WILD GOOSE PROJECT (77052.001) VENT SILENCER X-203 FILE NO BOOK NO. DESCRIPTION PAGES DATE FINAL DESIGN CHK'D CALCS j3400QD-.7: .... 6..:..... ifENT.SII,ENo' 15A:x4 :. :::::::::::::::::::::::::::::::::::1: 9::::4u. I.- ' 6, .139$ .:...sT:.......:.P.O. .....€ 'WILD GOOSE GAS STORAGE PROJECT STRUCTURAL CALCULATIONS BOOK 6 '77052.001 Q�oVofEss/o,ol - 5808 *. 7. I r f 1 t Q�oVofEss/o,ol - 5808 *. 7. I r f �- ' Raytheon Engineers & CALCULATION SET NO. Constructors CALCULATION SUMMARY 13 4 8 0 00 — 7 & CONTROL SHEET PRELIM. FINAL VOID REVISION Page 1 of 2 I DISCIPLINE PROJECT TITLEKILL 4656 6L �-v 6 STRUCTURE OR SYSTEM DESIGN CLASSIFICATION -�^r SUBJECT C��JC G SU I,f/� �: l C G ✓Nf1`�I COMPLETED BY �S 14' DATE CHECKED BY �: -�--.71 Gr. PS f' DATE % m 18 APPROVED BY N DATE 7 - Z 7- 'j,5 SDE OR NIGR OF STAFF GROUP DISTRIBUTION REASON FOR REVISION: ...................................................................................................................................................................................... ..................... TOTAL NUMBER of SHEETS LN THIS ISSUE ........................................................................................................................................................................................................................... ..............................................................................................................................................:. ................................................................................................................................................................................................I.......................... ........................................................................................................................................................................................................................... ...................................................................................................:....................................................................................................................... ........................................................................... - SHEETS REVISED. ADDED OR DELETED PROBLEM STATEMENT: ....................................................................................................................................................................................................................................................................................... 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ARCA LC -SUFI. DOT i 9 Raytheon Engineers & Constructors CALCULATION SUMMARY & CONTROL SHEET Page 2 of 2 PROJECT TITLE CALCULATION SET NO. 1348 000-7 PRELIM. FINAL VOID REVISION DISCIPLINE J.O. DESIGN BASIS: ..................................................................................................................................................................................................................................................................................... .............................P..,.o�........S.Zr�u�1".=�....c1..:.......Tf. ��!..................................."..................................................................... ............................ 1/.6-011A ...... P8 :6-0-EQ......��...P ugh..........D..ALA...,......:(.�,f.,...P...:.... �u... 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COMPUTER PROGRAM DISCLOSURE INFORMATION: PROGRAM USED: (NAME) REV. NO. REV. DATE PROGRAM TYPE RE&C VERIFIED YES NO ANALYSIS DESCRIPTION RUN NO. RESULT The attached computer output has been reviewed, the input data checked, and the results approved for release. INPUT CRITERIA DATE CHECKED BY DATE BY RUN BY '. DATE APPROVED BY DATE A:\CALC•SLN.D0T Il 1 x Form 5007 (Rev. 9/95) , Raytheon Engineers & GENERAL CALCULATION SET NO. REV. COMP. BY ,d CHK'D. BY `. Constructors COMPUTATION 1J fDoc2 _ 7 SHEET PRELIM. FINAL VOID 7[Ar i DATE PROJECT A& D 40OS4 6A% o A46 PA,,lrnC j plU (� °' -/� J "7 /�.l SHEET / OF DATE DATE SUBJECT J.O. �� ........... LA t,4 . _1\1-20..3 .Supp TOCE167.11 GOP7 - (, sar L yv P5T . ikcaw: BC�:,�y r: Form 5007 (Rev. 9/95) Raytheon Engineers & GENERAL CALCULATION SET NO. REV. COMP. BY CHK'D. BY Constructors COMPUTATION / BoDO - % - —r-6 VDATE PRELIM. FINAL VOID SHEET 6lqg PROJECTWILD 100SE PYA �TaR. PRo t n /' SHEET 2 OF DATE DATE SUBJECTSlLCiC L1G.� /��k� J.O. j i PLA�A Z� '76- 6 v .. - I Su�L W/Pe0lj Form 5007 (Rev. 9/95) Raoheon Engineers & GENERAL CALCULATION SET NO. REV.. COMP. BY CHK'D. BY Constructors COMPUTATION /3 Dao SHEET PRELIM. FINAL VOID, DATE DATE PROJECT � LO C9OOSF �a�S SrOr !" d.! SHEET OF (� DATE DATE SUBJECT GE,vc� Su/�P rcL J.O. 77052DD/. ti M cam - _ l6 b'... C.(�C..Q={ _. _ _ �el�_. (.'.ray.,--SPLC- "• 1. - �. � (7 r a!h C' q o f biz oM Tis l i, N lr0(o,l1�, �, D 8'x � n 6 FDS Rov-,O 7'4NK� rr L ° --- - ` _I 63:2 Form 5007 (Rev. 9/95) Raytheon Engineers & GENERAL CALCULATION SET NO. REV. COMP. BY CHK'D. BY Constructors COMPUTATION - r -G• SHEET PRELIM. ' FINAL VOID DATE DATE 13.11Y7 16 S PROJECT kli/ b Gorir-- 6A--< ST)/Z . ARO. SHEET 4f OF r� p �] DATE DATE SUBJECT Sl L C'�CG/5 �/" /FbILI J.O. `7/D�/� i -OAi-- 16_ .�_a. 2.. _ .0 ?5.4 q - FP CIO J�/p :..3n� r V 2 L c W SP I.0 PSR 1�2�5 SPc� , R� C 75 mem Z4,11.z -/( -o V r3 x1.04.7.5 d SCtsIvIc _ . 2 6 (y x /G 20 W Lv,4-p Form 5007 (Rev. 9/95) Rayfheen Engineers & GENERAL Constructors COMPUTATION SHEET CALCULATION SET NO. REV. COMP. BY CHK'D. BY PRELIM. I FINAL VOID DATE '7 T%�/ 6198 PROJECT HlII Q �' OOSG C' A� �J LO Ar4l6 6- MO SHEET OF DATE DATE SUBJECT d l: R�CEI��'^�! /V' J.O. C L o oiA�t� Pr o'k," C? n11 1,D- SPA It ICC, ro Yi 41L j K P T� Orrl+G� ,5K _Ctc%a� /.!07- C2r TI C ._ . . (1. (� _C' 8 • X l �.rj.... W /D 7Fl o f - �G An��7E= 'L �/� -- rv!Z_. Au-.-mg,03 CO. 6-C. �G' a....� �: c�R T L_.CoL, _ CoL L0A-0 = 0.5 ' / C wiNW .. 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FINAL VOID D E l3 DATE '- I PROJECT WILD 606Sr STD/�A6C- PRD l SHEET 7 OF DATE DATE SUBJECTS rL r//cIC�.L J u'! l" l f (J' 1� J.O.. 7,70 _ WT ,,,,r S 7CU1 ka'An/j:( U s e I /iA ow6N ) CC-lvtCa) I_ picks 0`V �!� 1'u2N lrJL� Tot -.of._: RAI _. . k -rt... x3 0VSATc�tti,J49 PA'8LEM..,-- -- SotL P',A'V55,,RS t M,,n/lMA.L.. V FT 6 4 ��� P VACSdX L �!L-� USC. I DX. -o w 4—�7 (1.40) I•� � �� iNJPEcT�o Form 5007 '(Rev. 9/95) Ra*heon Engineers & GENERAL CALCULATION SET NO. REV. COMP. BY CHK'D. BY Constructors COMPUTATION O - sad' FC7— SHEET PRELIM. FINAL VOID DAT� DATE PROJECT—WI L O 6005 E CAIS S7-oA • ?R01 SHEETQ OF DATE DATE SUBJECT X'2O ✓ SILG�CC-/� Su PPFz)lJ_ JO %%05C40 I ...7VP.--AL L. BeAms -fir B.oBt • � CTAP 41 )rm 5007 (Rev. 9/95) Raytheon Engineers & GENERAL CALCULATION SET NO. REV. COMP. BY CHK'D.BY Constructors COMPUTATION /-?#( e4,9 - 7 D T PRELIM. FINAL VOID 7SHEET V PROJECT AL8 anosc- �g srofim,4c, T SHEET OFJ - DATE DATE SUBJECT. 11 J.O. '7'705200/ Fj: . 5/4 A,8A 1E). 2 . . . . . . . . . . . a Ilk - I q) Y, O �- -� f °-moo. - - -- — _.^-----. .. 12 Elw". Q) T --7--: --- 7T 6.0. r-oll ca 6-M 7 OR El 6 51 0 'CL/ ti; _ 'k Raytheon Engineers & . CALCULATION SET NO. Constructors CALCULATION SUMMARY 13 4 8 0 00 — 7 S. CONTROL SHEET PRELIM. FINAL VOID REVISION Page 1 of 2 DISCIPLINE/C�(�/1 PROJECT TITLE ,ZS6 C STRUCTURE OR SYSTEM DESIGN CLASSIFICATION SUBJECT �L C,JCCfI Sul��. COMPLETED BY 4f DATE '7 CHECKED BY �' �r� es �- DATE APPROVED BY w DATE 7 -1.7- X18 SDE OR NIGR OF STAFF GROUP DISTRIBUTION REASON FOR REVISION: t..................................................................................................................................................................: ................................................. TOTAL NUNIBER OF SHEETS IN THIS ISSUE ........................................................................................................................................................................................................................... ........................................................................................................................................................................................................................... ........................................................................................................................................................................................................................... ........................................................................................................................................................................................................................... .........................................................................................................:................................................................................................................. SHEETS REVISED, ADDED OR DELETED PROBLEM STATEMENT: ......................................................................................................................................................... .. ............ ......... D. C.S. � �� IJ S I I E N C E i2 ,� � ej90 � %S 7 Ei, v ? . 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ARCA LC -SUFI. DOT Raytheon Engineers & Constructors CALCULATION SUMMARY & CONTROL SHEET Pap 2 of 2 PROJECT TITLE CALCULATION SET NO. /-S48 000-7 PRELIM. FINAL VOID REVISION DISCIPLINE J.0. DESIGN BASIS: .............................................................................................. .......... ......... ............................. ... ........ ..... A I .......................................................................................................... A ...... PRIA-O-ED ...... - --.W .. T LA ......... �.1............................116.40, ... P E-P.P&.: .... 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REFERENCES: (SPECIFICATIONS, DRAWINGS, CODES, CALCULATIONS, TEXTS, REPORTS, COMPUTER DATA, FSAR, ETC.) ........................................................................................................................................................................................................................................................................................ ................. ................ : ................................................................................... ............................................................................... . ........................................................ .................. A 0--r . ................................................................................................................................................................................................................................................ ......... 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COMPUTER PROGRAM DISCLOSURE INFORMATION: PROGRAM USED: (NAME) REV. NO. REV. DATE PROGRAM TYPE RE&C VERIFIED YES NO ANALYSIS DESCRIPTION' RUN NO. RESULT The attached computer output has been reviewed, the input data checked, and the results approved for release. INPUT CRITERIA DATE CHECKED BY DATE BY RUN+ BY DATE APPROVED BY DATE A:\CALC-SLN.DOT I Form 5007 (Rev. 9/95) Rayfheian Engineers & GENERAL CALCULATION SET NO. REV. COMP. BY e,d CHK'D. BY Constructors COMPUTATION 13 e,;,00 —7 SHEET PRELIM. FINAL . VOID 7 /6T4 PROJECT Al/W 00SE U S-rm,44PI' jjf-CT n lLc—NCc- J � n�� ���� SHEET / OF DATE DATE SUBJECT Jo 7705n 00i PLAt,1 X-203 .Supp p INT 'YG 2 0- T' Ct2!�o� ocE167=11 CC obi 0 Cc���� .- sort r// 4 PsF Form 5007 (Rev. 9/95) Ra*heon Engineers & GENERAL CALCULATION SET NO. REV. COMP. -BY CHK'D. BY Constructors COMPUTATION / Bobo - % t,7 SHEET, PRELIM. FINAL VOID ATE DATE PROJECTok(p 60pp r 6m, �l m Aka SHEET (L OF DATE DATE SUBJECTJILC'7llCE QU.P Za4 . JO ' 2 f � ' i .-' i ---� 3 - PL ki • I Urj =l (020 I 0.84 It ' &Z Gg' o CaIZ�OL, C -G G7'11 Sup[ w/060i{ i Form 5007 (Rev. 9/95) . Rayaheon Engineers & GENERAL CALCULATION SET NO. REV. C�OM�Pr. BY CHK'D. BY Constructors COMPUTATION �-3 Da0 " SHEET PRELIM. FINAL ` VOID DATE DA E ''-- // nn. ?/)6/18 PROJECT VVh Lb C90OSF aAA S-rm. r 0J . SHEET Is OF DATE DATE SUBJECTL L —61CM SU2J.O. M69001 MP � -- p/�r�/�T.._._S�T�u.c7��L-.S.__..-;--=:.��s«ro_�l_:No.__Sn�co�:75 --- D E ,n Ce CS JW oln T,+s 16,14 1, D x , $,x l 4, x o�;,a 74NK� /Esq X2,2 'IF .�`��PyF�� �s "'P" tom. nsf usE 85D — . Ik. Form 5007 (Rev. 9/95) Raytheon Engineers & GENERAL CALCULATION SET NO. REV. COMP. BY CHK'D. BY Constructors p COMPUTATION G. SHEET PRELIM. FINAL VOID DATE DATE . )1 f PROJECT Ab/ & (20, , �IK �STIf; . /R O: ! SHEET OF DATE DATE i SUBJECT Sr L C-ivCcy .%P �D&I J-0- ­J .O, iE qY Fp Zp (f (0 b►j r 3 n R P2aS Sp,6. V ,3x.1.04.7:5W SEISM/G =.2d(p X 2o - �� Su -PP. Z) Cs -14 'i . • Y _ • t . I Form 5007 (Rev. 9/95) Raytheon Engineers & GENERAL CALCULATION SET NO. REV. COMP. BY CHK'D. BY Constructors COMPUTATION oo D - SHEET PRELIM. FINAL VOID 79�3�9� /6/E PROJECT f'V I Q �OOSG 6AA J LQ AA(,7 C ft O�� /C f�(CE� �� p�/�� l /y ' 'SHEET � OF DATE DATE SUBJECT 1� ------ ----- --- TEE( - TEC -.E.. FL...76_- PA -(q.- P ---4-)--b.-- _ L A-D&t t / Uf%`i (- MID, SPA •lt (`9n .W17� % I' i I/� X 1620; 0 g E�Rr�tcs s ,� p ,5r<" O tf c-cfra' /,107-C/zr rl c� L . - WlaIf ,Gc,a14�E= FDA- Au. --Mg-m/3 C�..EL 7G��'��w ALLOu), ...MR . 1.9 K" . Lc = c5 t$RA �rJL C0A-0 - to K ��oC. C��try) UN �t/� L EH (9 = 4-F— 0 A r� .. 7g /y -76 LOAD. alll 64141C1,07 L ✓y 64 G 4 Form 5007 (Rev. 9/95) ^ Raytheon Engineers & GENERAL CALCULATION SET NO. REV.' COMP. BY CHK'D. BY Constructors COMPUTATION ZJ4SOaa ` 6 SHEET PRELIM. FINAL VOID D TE DATE t �l2 7/98 PROJECT C��USG�.%vl� !��()� SHEET 1' OF DATE DATE SUBJECT �f Sul0P1 Q 14J J.o..:%'7d 52 Q0 � G S G(� rJ . p. z � �' GLC !�/? 1 r� L (C.O,� �) • 4 vv 4 ' r .. , a s ' E F � t 1 Form 5007 (Rev. 9/95) Raytheon Engineers & GENERAL CALCULATION SET NO. REV. COMP. BY CHK'D. BY Constructors COMPUTATION 0-1096—a- 7— FG SHEET PRELIM. FINAL VOID DAYE DATE PROJECT WILD G066L J70AA6C- HOF DATE DATE SUBJECTS t� �iNC�� r�PRQJ Swl�l �`J 1C� L.OEEST . 7"70 S t%rt V✓T U�r, s 1&174 �A'Al gC,i'f} USC - I 44 oeS161j it I I .. PIERS i �5 oma l2 f'i>;as f (y VCR fa Am SfI7eNts!C�zot*f_S�LISM,, No Onp i ouljLq. PA ALEM..,-_._ e1,f C- �J t'� vT'4i .... I,- b Y / ✓ �_ T . lfJ1 W00 �lLl? USEl'-.��l�d W 4'- '� X2. 0) I,-7d� v Form 5007 (Rev. 9/95) Raytheon Engineers& GENERAL CALCULATION SET NO. REV. COMP.BY CHK'D.BY Constructors COMPUTATION D — ,F6 SHEET PRELIM., FINAL VOID / fy nDA E PROJECT wl L 0 6005 C aS S7oA . ?K oU SHEET Q OF /� v DATE DATE SUBJECT X-ZV ✓ s(LC�CC-R SuPP�FDlJ Fj--o-?,7o 5 2dc3 l , ►- s r_9 a� `i- 4 s o- o N To p Ft M66 17/P 4 PLCs CUP 414 FAC�S * Form 5007 (Rev. 9/95) Raytheon Engineers & GENERAL CALCULATION SET NO. REV. COMP BY CHK'D. BY Constructors COMPUTATION /-3 DOD - 7 SJ T P5 SHEET* PRELIM. FINAL VOID7 1�A €? n PROJECT WILD 60SE J9 O nQ A C- / Q '-SHEET OF DATE DATE SUBJECT-�l Lr�cICL'_� ��/" pT! �'�% J.O. % %Q 5200 Z -D s S " - 3 AM 7.O.C. C--� G7' I I • Vv— � a ,r r1 �, 7_1�'3 TILS W5612 EN K, o ; / T C 6 OR El G 5' O Raytheon Engineers .& Constructors, Inc. ; c 5555 Greenwood Plaza Blvd. Suite 100 Englewood, CO 80111 Mailing Address Raohean Engineers & • P.O. Box 5888 ; Constructors Denver, CO 80217 ` Tel 30003..8$g43.2��0770QQ0 F� 3JU43`2208 F Michael C. Vieira, C.B.O: Manager, Building Inspection Building Division, Division of Development Services` f 7 County Center Drive r Oroville, CA 95965 ` J, Ref: Wild Goose Gas Storage Project -Subject:- Building Permit: 98-0822 1 Structural - Permanent Compressor Installation ' Revised Technical Documents- Submittal No. 1 Drawing Revision. Dear Mr. Vieira: As a follow-up to your telephone conversation withTony, Thomsen this morning,.we are submitting four sealed sketches showing,a solution to a contractor requested modification to the compressor building grade beams., Please note the addition'of four construction joints in the north and south main compressor building -grade beams'between-column line 3 and 4. The section of grade..beam between column line 3 and 4 will be temporarily left out to facilitate the installation of the compressor / engine units. Should you have any questions ;or comments concerning these submittals, please call or FAX me at, (303) 843 2925,.'FAX (303) 84372844. y d Yours very truly,' , James E. Young Project Manager attachments: as stated ' cc:'WGSI w/ Tony Thomsen wl J�EY w/ f C.E. File 2.08.4 w/ c:/wi nword/wgsi/letters/bufte5l . doc Raytheon Engineers & Constructors, Inc. 5555 Greenwood Plaza Blvd. Suite 100. Englewood, CO 801 1 1 Mailing Address RaVibeen Engineers & P.O."Box '5888 Constructors Denver, CO 80217 Tel 303.843.2000 Fax 303.843.2208 21 JUL 98' Michael C. Vieira, C.B.O. Manager, Building Inspection Building Division, Division of Development Services • 7 County Center Drive Oroville, CA 95965 Ref: Wild Goose Gas Storage Project Subject;, Building Permits Application Technical Document Submittals - Master Document Amendment No. 2 Remote Facility Site (West Liberty Road) Dear. Mr. Vieira: Enclosed are four(4) sealed sets of the updated Structural Foundation Location Plans (13-10-1511 thru 1515) for amendment to the Master Document Package. As previously mentioned in Letter Butte25, the foundation location plans listed are general to the entire site and have been shifted from the individual permit drawing listings to the Master Document Drawing List. These drawings depict the general location of foundations on the site. For specific location of foundations, the individual detailed foundation drawings indicate an exact coordinate location and are used by the contractor to layout the installation. Additionally, drawing 16-10-001, Plot Plan - Remote Facility, has been added to attached Master -,Document Drawing List. This drawing has been included as a result of your discussions today with Tony Thomsen. 'This is a piping drawing, is included for reference only showing major structure locations, and is not a sealed structural drawing. c:/wi nword/w9si/letters/butte47. doc - r Michael C. Vieira 21 JUL 98 Should you have any questions or comments concerning this,• submittal, please call or FAX me at (303) 843-2925; FAX (303) 843-2844: Yours very truly, James E. Youn Project Manager attachments: as noted cc: WGSI w/listing Tony Thomsen w/listing JEY w/ listing C.E. File 2.08.5 ` File: c:/wgsi/letters/Butte47.doc 2 of 2 Raytheon Engineers & r p Constructors, Inc. 5555 Greenwood Plaza Blvd. .,Suite. 100, F .. 'Englewood, CO 801 1 1 f ,. Mailing Address j!.'. t Raytheon Engineers & ' P.O. Box 5888 ,,; Constructors "' Denver, CO 80217 + s• Tel 303.843.2000 Fax 303.843.2208 4-JUN 98 Michael C. Vieira, C.B.O. Manager, Building Inspection ,6 ► Building Division, Division of Development Services WILDING DEPARTPIE� 7 County Center Drive , Oroville, CA 95965 p P nn `/ " Ref: Wild Goose Gas Storage Project Subject: Building Permits: #98-0822 Master Documents Dear Mr. Vieira: Thank you and George for meeting with Ian Duthie(WGSI) and-,me yesterday concerning the building permit for the Wild Goose Storage Project. I. appreciate your suggestion of establishing a set of "Master Project Documents" which will-be. used as reference for each of the permit submittals., have attached four sets1of-stamped; pecifications andTgeneral„drawings comprising the, Master Specificatlons�and ,.MasterlDrawing, -i fl: Myr understanding iss that these will be referenced to on all structural permits.' Should you have any questions or comments concerning these submittals, please , call or FAX me at (303)- 843-2925; FAX (303)•843-2844. } • . _ TM„ Yours very truly, James E. Y ng / _ f "`, Project Manager . 4- r • _ attachments: as stated � r cc: WGSI w/ listing Tony Thomsen w/ listing JEY w/ listing C.E. File 2.08.3w/ - • r. c:/winword/wgsi/letters/butte25.doc ' i ~± Wild•Goose Storage Project Raytheon Engineers & 77052001 Constructors Remote Facility Site - Building Permit Documents - Masten Drawing List Revised 21 JUL 98: Drawing No. Revision -Title General 16-10-98 2' Piping- Plot Plan, Remote Facility Concrete 13-10-1221 1 Concrete Standard Details & General Notes 13-10-1222 1 Standard Concrete Details - Sheet 2 13-10-1511 4* Structural - Foundation. Location Key Plan Remote Facility Site 13-10-1512 3* Structural - Foundation Location Detail Area 1 13-10-1513 1** Structural - Foundation Location Detail Area 2 13-10-1514 4* Structural -Foundation Location Detail Area 3 13-10-1515 3* Structural - Foundation Location Detail Area 4 . Steel 13-10-1211 0 Steel Standard Details 13-10-1212 0 Steel Standard Details 13-10-1213 0 Steel Standard Details ``P Wild Goose Stora � e In.c: g� Gas Storage Project -2z tiUTTE COWNTY. ��L�4�G LEPARTMENIBUILDING APPROVED Permanent Compressor Facility : Building Permit Documents Master Specifications Accordance with RecoghiisA *�_,jd rrOct;ces and f cr quality presc� 666, for fr.e S eco%�e�S ups. in the niforrn Building, Plumbing '& h�tc�chonisat Codescad ® N1atio"l Hactrical Cbdiety :$has set of plans and specifications MUST dept on i-he 10b at all.+'I(neS and it is unlawful to make any. changes or alterations on same without writit.en permission froni +he Department. of. Puke.. Ac Wo*%s, County of Butte. Prepared by; Raytheon Engineers & Constructors, Inc: P.O. Box 5888 Denver, CO 80217 �L� C ' & , f+�-0W.-N10�,� AVSD Pb�Ul�A81NQ .. . CO3�i'v F�'T°&0'' P11 CECKED : SHA@ LCONI'FLY 4°, 3: u a-d CURRENT EDITION: z CI° WEG9 UM0 AND UPC. z z CJ . In Wild Goose Storage Project Raytheon Engineers & 77052001, Constructors Ok Table of Contents', Permanent Compressor Installation Building Permit Documents. Master Specification List 605.00T: Specification For Concrete Construction, Rev. 0 ......................Section 1 C05.01 T: Specification For Supply and Fabrication of Structural And Miscellaneous Steel, Rev. 0...........:..................................Section 2 C05.03T: Specification For Erection. of 'Structural and Miscellaneous Steelk Rev '0 .......... :.......................................................... Section 3 ` 605.04T: Grouting Specification For Equipment and Structural Support, Rev 0......... ....... ...............:......Section 4- 1308.01T: Specification For Sampling, Testing and Construction Control of Concrete, Earthwork and Structural Steel; Rev 0 ....:.............................::Section 5 • SC -A01.01 Detailed. Specification For Earthwork Phase 1 -Wild Goose..:.........:............:.........:.........................................Section 6 File: anstrspec.doc 1 of 1 Rev. 0: 4 JUN 98 • • 4 f • • i f - ' � •t •9 l 1 3 i t 1.4 't s • �y c i ry • 0 • 0 Rayffieon Engineers & Constructors CLIENT: Wild Goose Storage JOB/INQUIRY NO.: 77052.001 FACILITY:, Wild Goose Gas Storage SPEC NO.: B05.00T LOCATION: Butte County, California SPECIFICATION For CONCRETE CONSTRUCTION This title page is a record of all revisions of the specification. Each time the specification is changed, only the new or revised pages are issued. For convenience, the nature of each revision is briefly noted below. REV. NO. DATE BY CHECKED APPROVAL PAGES NATURE OF REVISIONS A 10/10/97 RVO VV All For Client Review o /0/2919% All Approved for Construction E SSlp�yglF2 ��Q�oQRpf T C� �c � 8 358cm �T9rF . . F,C Al F��a\P Rev. LEAD LEAD LEAD LEAD LEAD LEAD LEAD LEAD CON No. PROC MECH PIPE CIVIL STRUC ARCH ELEC I&C QA PEM PM CDE SUP A -- -- EGD -- VV -- -- -- J R W J EY -- R V O -- 0 -- -- ECS -- -- -- -- - l -- -- . Distribution: Per Project Distribution Matrix BaVlheen Engineers & SPECIFICATION Project No.: 77052.001 Qonstructors I FOR Spec. No. B05.00T Constructors CbNCRETE.' CONSTRUCTION Page TABLE OF CONTENTS .SECTION PAGE 1 SCOPE 1 2 ENVIRONMENTAL CONDITIONS ....................................................................... 1 3 REFERENCES AND STANDARDS ....................................................................... 1 4 MATERIALS ..........I................................ 5- 5 DESIGN OF CONCRETE MIX AND CONCRETE SUPPLY ....... ............................. . 11 6. INSTALLATION ............................................................................................... 16 7 TESTING AND INSPECTION ....................... ..................................................... 40 8 HANDLING AND STORAGE .............................................................................. 43 9 DOCUMENTATION .......................................................................................... 44 BOS-OOT.DOC' 0 RaVlheen Engineers & Constructors 1. SCOPE SPECIFICATION :FOR CONCRETE CONSTRUCTION Project No. 77052.001 Spec. No.. .B05 -OOT Page 1 of 40 1.1. The Contractor shall supply all materials, equipment, labor, tools and facilities to construct the concrete work in accordance with the scope of the Contract and the contract Drawings. This 'specification covers the technical requirements for the concrete materials and mix design, forming materials, reinforcing, embedded items, and curing materials as well as the technical requirements for mixing, transporting, forming, placement, curing and finishing of concrete and the technical requirements for the installation of reinforcing steel and embedded items. 1.2. The Contractor shall be responsible for making all arrangements for and furnishing, his own concrete, and shall be responsible for the concrete meeting the necessary requirements, including but not limited to: strength; durability; water -cement ratio; workability; pumpability (where required); cement type and quality; aggregate size, gradation and quality; slump; admixtures; and entrained air content. 2. ENVIRONMENTAL CONDITIONS 2.1. The site of the work is located in Butte County, CA, California Building Code, 1995, - Seismic Zone 3. 2.2. The nominal elevation of the plant site is 67 +/- feet above mean sea level. 2.3. The maximum temperature extremes for design purposes are from 20 degrees F. to 115 degrees F. 3. ' REFERENCES AND STANDARDS 3.1. The latest editions of the following codes, specifications, standards and publications, with applicable supplements and revisions thereto in effect on May, 1, 1997, form a part of -this Specification by reference as if published in full content. 3.1.1. American Society for Testing Materials (ASTM) A 36 Specification for Structural Steel. A 82 Specification for Steel Wire, Plain, for Concrete Reinforcement. A 108 Specification for Steel Bars, Carbon, Cold -Finished, Standard Quality. A123 Specification for Zinc (Hot -Galvanized) Coatings on Iron and Steel Products. A 153 Specification for Zinc Coating (Hot -Dip) on Iron and Steel Hardware. A 185 Specification for Steel Welded Wire Fabric, Plain, for- Concrete Reinforcement. • I A 307 Carbon Steel Externally Threaded Standard Fasteners. • • is Rayli�eo�i Engineers & SPECIFICATION Project No.: 77052.001 b` FOR Spec. No. B05.00T Constructors CONCRETE CONSTRUCTION Page 2 Of 45 A 185 Specification for Steel Welded Wire Fabric, Plain, for Concrete Reinforcement. A 307 Carbon Steel Externally Threaded Standard Fasteners. A 525 Specification for General Requirements for Steel Sheet, Zinc - Coated (Galvanized) .by the Hot -Dip Process. A 563 Specification for Carbon and Alloy Steel Nuts. A 615 Specification for Deformed and Plain Billet: -Steel Bars for Concrete Reinforcement. A 706 Specification for Low -Alloy Steel Deformed Bars for Concrete Reinforcement. A 775 Specification for Epoxy -Coated Reinforcing Steel Bars. C 31 Making and Curing Concrete Test Specimens in the Field. C 33 Specifications for.Concrete Aggregates. C 39 Test Method for Compressive Strength of Cylindrical Concrete Specimens. C 42 Method of Obtaining and Testing Drilled Cores and Sawed Beams of Concrete. C 94 Specification for Ready -Mixed Concrete C 138 Method of Test for Unit . Weight, Yield and Air Content (Gravimetric) of Concrete. C 143 Method of Test for Slump of Portland Cement Concrete. C 150 Specification for Portland Cement. C 171 Sheet Materials for Curing Concrete. C 172 Method of Sampling Freshly Mixed Concrete. C 192 Method of Making and Curing Concrete Test Specimens in the Laboratory. C 2311 Method of Test for Air Content of Freshly Mixed Concrete by the Pressure Method. I f�J • • Raytheon Engineers & Constructors SPECIFICATION FOR CONCRETE CONSTRUCTION Project No.: 77052.001 Spec. No. B05.00T Page 3 Of .45 C 260 Specification for Air -Entraining Admixtures for Concrete. C 309 Liquid Membrane -Forming Compounds for Curing Concrete. C 311 Test Methods for Sampling and Testing Fly Ash or Natural Pozzolans for Use as a Mineral Admixture in Portland Cement Concrete. C 494 Specification for Chemical Admixtures for Concrete. C 618 Specification for Fly.Ash and Raw or Calcined Natural Pozzolan for Use as a Mineral Admixture in Portland Cement Concrete. C 685 Specification for Concrete Made by Volumetric Batching and Continuous Mixing. C 920 Specification for Elastomeric Joint Sealants. C 1017 Specification for Chemical Admixtures for Use in Producing Flowing Concrete. D 1 190 Concrete Joint Sealer, Hot -Poured Elastic Type D 1751 Preformed Expansion Joint Fillers for Concrete Paving and Structural Construction (Non -extruding and Resilient Bituminous Types). D 1752 Preformed Sponge Rubber and Cork Expansion Joint Fillers for Concrete Paving and Structural Construction. F 436 Specification for Hardened Steel Washers.. F 1554 Standard Specification for Anchor Bolts, Steel, 36, 55, and 105 - ksi Yield Strength 3.1.2 American Concrete Institute (ACI) 117 Tolerances for Concrete Construction and Materials 301 Specifications for Structural Concrete for Buildings 305 Specification for Hot -'Weather Concreting 306 Specification for Cold -Weather Concreting 315 Manual of Standard Practice for Detailing Reinforced Concrete Structures U -I F'- -I LJ • Raytheon Engineers & Constructors SPECIFICATION FOR CONCRETE CONSTRUCTION Project No.: 77052.001 Spec. No. B05.00T Page 4 Of 45 318 Building Code Requirements for Structural Concrete 347 Concrete Formwork 3.1.3 American Institute of Steel Construction (AISC) Specification for Structural Steel Buildings. Code of Standard Practice for Steel Buildings and Bridges. 3.1.4 Concrete Reinforcing Steel Institute (CRSI) Manual of Standard Practice for Reinforced Concrete Construction 3.1.5 American Welding Society (AWS) D1.4 Structural Welding Code - Reinforcing Steel D1.1 Structural Welding Code - Steel 3.1.6 Occupational Safety and Health Administration (OSHA) Title 29, Part 1910 and Part 1926 - - 3.1.7 Steel Structures Painting Council Steel Structures Painting Manual.- Vol. 2 Systems and Specifications 3.2 The latest revision of the following are recommended as guides to meet the requirements of this Specification. Mandatory requirements of these publications are as stated in this Specification. 3.2.1 American Concrete Institute (ACI) 211.1 Standard Practice for Selecting Proportions, for Normal and Heavyweight Concrete 302 Guide for Concrete Floor and Slab Construction 304 Guide for Measuring, Mixing, Transporting and Placing Concrete 308 Standard Practice for Curing Concrete 309 Guide for Consolidation of Concrete 311 ACI Manual of Concrete Inspection 0 10 • Raytheon Engineers & Constructors SPECIFICATION FOR CONCRETE CONSTRUCTION 347 Guide to Formwork for Concrete 4 MATERIALS 4.1 Cement Project No.: 77052.001 Spec. No. B05.00T Page 5 Of 45 4.1.1 Except as otherwise specified, . cement shall be Portland cement conforming to ASTM C 150, Type II, modified for low alkali. 4.1.2 Cement shall be stored to prevent caking, partial setting, deterioration or contamination. Cement which has any deleterious characteristics shall not be used in the mix. 4.2 Aggregates 4.2.1 Coarse aggregate shall conform to ASTM C 33. See Section 5.2. for maximum size of coarse aggregate. 4.2.2 Fine aggregate shall be sand, clean and sharp. Fine aggregate shall conform to ASTM C 33. 4.2-.3—Aggregates shall be stored and handled so as to preserve the gradation and cleanliness of the material. Segregation and/or contamination are cause for rejection and the deficient material shall be removed and replaced. 4.3 Water Water used in mixing concrete shall be clear, clean and potable, with no unusual taste or odor. 4.4 Reinforcement 4.4.1 Materials a. Reinforcing steel bars shall conform to the requirements of 'ASTM A 615, Grade 60 except for bars that are indicated on the Drawings to be welded shall be ASTM A 706. Steel bars shall be deformed except for sizes less than 3/8 -inch and specified dowels or spirals. b. Spiral reinforcing shall conform to the requirements of ASTM A 82 and smooth dowels shall be ASTM A 36 steel. C. Welded wire fabric shall conform to the requirements of ASTM A 185. Unless specified otherwise, the material shall be furnished only in flat sheets. • 0 Raytheon Engineers & Constructors SPECIFICATION FOR CONCRETE CONSTRUCTION Project No.: 77052.001 Spec. No. B05.00T Page 6 Of 45 d. Fibrous concrete reinforcement shall be 100% virgin polypropylene fibrillated fibers specifically manufactured for use as concrete. reinforcement, containing no reprocessed olefin materials. Fibrous concrete reinforcement shall be as manufactured by Fibermesh Company. The length of the fibers shall be as recommended by the manufacturer of the fibrous reinforcement for each mix design. 4.4.2 Detailing and Fabrication a. Reinforcing steel shall be detailed and fabricated in accordance with, and to the tolerances of, ACI 315 unless otherwise noted on the engineering design Drawings. b. Reinforcing as delivered shall be free of loose mill scale, loose rust, paint, grease, oil, dirt, mud or any other foreign material which will prevent or reduce bonding. C. Fabricated reinforcement shall be free of twists, kinks or unscheduled bends. Such defects shall be cause for rejection. d. Reinforcing shall be bent cold without inducing fractures or cracking in the steel. 4.5 Reinforcement Accessories 4.5.1 Bar supports, tie wire and accessories shall be supplied by the Seller. 4.5.2 Bar supports of standard types and sizes . shall conform to the Concrete Reinforcing Steel Institute Specifications. Where concrete will, not be exposed to view, Class 3 bright basic bar supports may be used. Where concrete will be exposed to view, Class I plastic protected supports shall be used. Special support systems shall be designed by the Seller and submitted to the Engineer for review. If the reinforcement is galvanized or coated, the supports shall also be galvanized or coated. 4.5.3 Tie wire shall be black annealed wire, not less than No. 16 gauge,' of suitable quality for securing reinforcement. in place. If reinforcement is galvanized or coated, then tie wire shall be galvanized, plastic coated or epoxy coated wire as appropriate. C, Rayffoeon Engineers & Constructors SPECIFICATION . FOR CONCRETE CONSTRUCTION Project No.: 77052.001 Spec. No. B05.00T Page 7 Of 45 4.6 Expansion and Control Joint Material 4.6.1 Bituminous type expansion joint filler shall be preformed, non -extruding and resilient conforming to ASTM D 1751. 4.6.2 Non -bituminous type expansion joint filler shall be preformed, non -extruding and resilient conforming to ASTM D 1752. 4.6.3 Hot poured joint sealing compound shall conform to ASTM D 1190. 4.6.4 Cold applied joint sealing compound shall conform to ASTM C 920. 4.6.5 Caulking compounds may be "Sikaflex" one -component polyurethane as manufactured by SIKA Corporation, or equal. Gun -grade shall be used for vertical joints. Primer shall be as recommended by sealant manufacturer. 4.6.6 Backing rod shall be round, preformed, resilient material such as "Ethafoam" as manufactured by Dow Chemical Company or equal.' The diameter shall not be less than one and one-half times the width of the joint in which it is to be installed. 4.7 Void Form Void form materials used to bridge footing loads over underground pipes or structures or for expansive soils shall be Denform "K -Void" as manufactured by K.C. Construction Supply Company or equal. 4.8 Form Oil Form release agent shall be a commercial product of proven performance that will prevent adhesion of the concrete to the forms and will not penetrate, stain or adversely affect concrete surfaces. The material shall not impede wetting of concrete surfaces to be damp cured nor impair subsequent surface treatments which depend upon bond or adhesion. 4.9 Waterstoos Waterstops shall be extruded polyvinyl -chloride of the size and shape specified on the Drawings. Waterstops shall be as manufactured by Greenstreak Plastic Products Co. or an approved equal. 4.10 Curing Materials • 4.10.1 Waterproof paper, polyethylene sheeting, or polyethylene -coated burlap shall conform to ASTM C 171. Burke Security Blankets or equal is a suggested material. Ll J Raytheon Engineers & Constructors SPECIFICATION FOR CONCRETE CONSTRUCTION Project No.: 77052.001 Spec. No. B05.00T Page 8 Of 45 4.10.2 Liquid membrane -forming curing compound shall conform to ASTM C-309, Type 1-D, Class B. Wax base or wax -resin base curing compounds will not be permitted. 4.10.3 Curing compounds which will stain or alter the natural concrete color shall not be permitted. 4.11 Floor Hardener Liquid -applied floor hardener shall be Sonneborn "Lapidolith or an approved equal fluosilicate type floor hardener. 4.12 Forming Form materials shall be as specified under Section 6 of this Specification. 4.13 Embedded Items 4.13.1 Anchor bolts shall be as shown on the Drawings, and shall conform to the requirements of ASTM F 1554, Grade 36. Nuts shall be ASTM A 563, Grade A, heavy hex. Washers shall conform to ASTM F 436. Plate washers shall be ASTM A 36 material. 4.13.2 Structural steel embedments shall be as- shown on the Drawings, shall be fabricated from ASTM A 36 plates, bars and shapes to the configuration shown on the Drawings and shall conform to the requirements of the American Institute of Steel Construction (AISC). Embedments shall be blast cleaned in accordance with SSPC-6 "Commercial Blast Cleaning." Surfaces of embedments which , will not come in contact with the concrete, except surfaces which will receive welding, shall be painted with one shop coat of inorganic zinc paint. The paint system shall conform to SSPC 12.1 and the paint shall conform to SSPC Paint Specification No. 20., Type 1-C. Surfaces which will come in contact with the concrete and surfaces which will receive welding shall be protected with a solvent removable rust -proof coating. a. Embedded trench and curb angles shall be provided complete with floor plate or grating when shown on the Drawings. 4.13.3 Steel pipe embedments shall be standard Schedule 40 black pipe fabricated to the configuration as shown on the Drawings. Pipe embedments shall receive surface treatment as in paragraph 4.13.2 above unless shown on drawings to be unpainted. 4.13.4 Weldable steel stud connectors shall be ASTM A 108 by Nelson Stud Welding Company or Engineer approved equal and of the • • i�ayeon Engineers & Constructors SPECIFICATION FOR CONCRETE CONSTRUCTION Project No.: 77052.001" Spec. No. B05.00T Page 9 Of 45 automatic -end -weld type of the size and length shown on the Drawings. Studs, shall not be painted. 4.13.5 Welding electrodes for carbon steel materials shall have a 70,000 psi minimum tensile strength and comply with Table 3.1, AWS D1.1. 4.13.6 Miscellaneous embedded items, which are manufacturer's standard items shall be as shown on the Drawings, or an Engineer approved equal. Standard items shall have a zinc coating conforming to ASTM A123, A153 or A525. 4.13.7 Abrasive stair nosing shall be Wooster Cast Iron, No. 101 ferrogrit, or Engineer approved equal, 3 inches wide, with concrete anchors and standard black finish. 4.13.8 Cast iron floor drains shall be as shown on the Drawings. 4.14 Epoxy Material Epoxy .bonding agents adhesives or grout shall be Sikadur as manufactured by the Sika Chemical Corporation, or Engineer approved equal. Type and grade shall be as shown on the Drawings for each particular application. 4.15 fly Ash 4.15.1 Class F or Class C fly ash may be used in the concrete to be used on this project. `The fly ash shall meet the requirements of ASTM C618, "Standard Specification for Fly Ash and Raw or Calcined Natural Pozzolan for use as a Mineral Admixture in Portland Cement Concrete", and shall be tested in accordance with ASTM C311, "Standard Test Methods for Sampling and Testing Fly Ash or Natural Pozzolans for Use as a Mineral Admixture in Portland Cement Concrete. 4.15.2 All fly ash used' on the project shall be from one source and its quality shall be monitored throughout the duration of its use. 4.15.3 Fly ash shall be stored as a cementitious material per Section 4.1.2 4.15.4 The maximum percentage of cement to be replaced by flyash shall be 20%.- 4.16 0%.- 4.16 Concrete Color Pigments . 4.16.1 Synthetic red oxide coloring shall be used to color the concrete protecting electrical duct banks. Quantities of coloring added .to concrete mix shall be as recommended by the manufacturer of the color pigment. • • RayMaeon Engineers & Constructors 4.17 Vapor Barrier SPECIFICATION FOR CONCRETE CONSTRUCTION Project No.: 77052.001 Spec. No. B05.00T Page 10 Of 45 Vapor barrier shall be polyethylene, single film, 6.0 mil thickness, black in color. Lap joints shall be sealed using an adhesive of the type recommended by the vapor barrier manufacturer. 4.18 General All concrete shall be ready -mixed concrete manufactured and delivered in accordance with the requirements of ASTM C 94 Option C. The concrete manufacturer. shall assume the responsibility for the design of the concrete mix or mixes. Design of the concrete mixes to fulfill job requirements shall comply with ACI 301 and may be done either on the basis of previous field experience on production mixtures or new trial mixtures. Proportioning of the new concrete mix shall not be done based on empirical data. The design of the concrete mix shall be in accordance with ACI 211.1 to attain the properties of strength, slump, entrained air, and water -cement ratio in conformance with the following requirements. 4.19 Maximum Size of Coarse Aggregate Coarse aggregate shall be No. 67 (3/4 inch to No. 4) for concrete classes BSA and-CSA:—Coarse aggregate for -concrete classes BLA and CLA shall be No. 467 (1-1/2 inch to No. 4). 4.20 Proportioning of Ingredients 4.20.1 The proportion of ingredients shall be selected to produce the proper placeability, pumpability, durability, strength and other required properties, and shall be such as to produce a mixture which will work readily into the corners and angles of the forms and around reinforcement by the methods of placing and consolidation employed on the work, but without permitting the materials to segregate or excessive free water to collect on the surface. 4.20.2 The determination of the water -cement ratio to attain the required strength and/or durability shall be in accordance with ACI 301 and with ACI 211.1: The maximum water -cement ratio for concrete which will be subjected to special exposure conditions or exposed to sulfate containing solutions shall be in accordance with ACI 318, Chapter 4. The maximum water cement ratio for all other concrete shall be 0.50. 4.21 Strengths 4.21.1 Concrete mixes shall be designed for the minimum compressive strengths, aggregate size and air content as listed hereafter: • 0 • Raytheon Engineers & Constructors SPECIFICATION FOR CONCRETE CONSTRUCTION Project No.: 77052.001 Spec. No. B05.00T Page 11 Of 45 28 Day Maximum Size Percent of - Designation Strength Aggregate Entrained Air Class ASA 5000 psi 3/4" 6.0% ± 1.5% Class ALA 5000 psi 1 1/2" 5.5% ± 1.5% _Class BSA 4000 psi 3/4" 6.0% ± 1.5% Class BLA 4000 psi 1 1/2" 5.5% ± 1.5% Class CSA 3000 psi 3/4" 6.0% ± 1.5% Class CLA 3000 psi 1 1/2" 5.5% t 1.5% Class D 2000 psi 3/4" ------ (Lean Concrete) - 4.21.2 Soecial Classes a. Pea -gravel aggregate, 3000 psi at 28 days, to be designated as CPG (an "A" suffix for air entrainment may be used as required. If used, air content shall be .between 6% and 7.5% with a tolerance of +/-1.5%.) b. Sane -cement, 5000 psi at 28 days, shall be referred to on the Drawingvs as "S -C Grout". C. The suffix "F" added to the concrete designati-on--shall1ndicate fibrous reinvorced concrete. 4.22 Slump Except where otherwise indicated on the Drawings, concrete mixes shall be designed for the following slumps. Slumps shall be measured in the field at the point of discharge from the transport vehicle one slump test per truck, and shall be tested in accordance with ASTM C,143 and shall be within the following limits: SLUMP IN INCHES TYPE OF CONSTRUCTION MAXIMUM MINIMUM Reinforced Foundation Walls and Footings 4 1 Plain Footings and Substructure Walls 3 1 Drilled Piers 7 5 Beams and Reinforced Walls 4 1 Building Columns 4 1 Pavement Slabs 3 1 Mass or. Mat Concrete 2 1 • is Engineers & SPECIFICATION FOR Constructors CONCRETE CONSTRUCTION 4.23 Correction of Proportions Project No.: 77052.001 Spec. No. BO5.00T Page 12 Of 45 Prior to concreting operations, the Contractor shall establish minimum standards of proportions of all the types of concrete to be used on the project. Concrete operations shall proceed with these mix designs, but if at any time the tests of job concrete indicate failure to meet the strength, slump, and air entrainment .requirements, the Contractor shall be required to change the standard proportions to meet the requirements 4.24 Air -Entraining Agent 4.24.1 All concrete shall be air entrained. Air content by volume shall be in accordance with 5.4.1 above and shall be determined in accordance with ASTM C 231. Air content shall be based on measurements made in concrete mixtures at points of discharge from the truck at the jobsite. , 4.24.2 Air entrainment shall be produced by adding an air entraining agent at the mixer. Air entraining agent shall conform to ASTM C 260. The agent and the cement proposed for use shall be selected well in advance of concrete placing, and the Contractor shall provide satisfactory facilities for ready procurement of adequate test samples. 4.25 Water -Reducing and Set -Controlling Admixtures 4.25.1 A water -reducing admixture shall be used (ASTM C 494, Type A). At the option of the Contractor, a water -reducing admixture which retards the time of set may be used (ASTM C 494, Type D). 4.25.2 Water reducing admixtures shall conform to the requirements of ASTM C 494. Admixtures shall be used in strict accordance with the manufacturer's recommendations and shall be accompanied by the services of the qualified field representative of the manufacturer to supervise the use thereof. The Contractor and concrete producer shall submit a certificate from an approved laboratory attesting that the admixture equals or exceeds the physical requirements .of ASTM C 494, Type A or D as applicable. 4.26 High Range Water Reducing Admixture (Plasticizer 4.26.1 At the option of the Contractor, a high range water reducing admixture, conforming to ASTM, C 494 Type F and ASTM C1017, may be used. The concrete mix shall be specifically designed for the use of a plasticizer to maintain homogeneity of the flowing concrete. Plasticizers may only be added at the site of the pour and must be used in strict accordance with, and under the .supervision of, the manufacturer of the admixture. • • L_J R�ytheoe Engineers & Constructors SPECIFICATION FOR CONCRETE CONSTRUCTION Project No.: 77052.001 Spec. No. B05.00T Page 13 Of .45 4.26.2 The use of high range water reducers shall be. limited to those placements which require that concrete be pumped a long distance or which would be difficult to place at the normal slump. 4.27 Fly Ash Class F or Class C fly ash may, be used in the concrete to be used on this project. The fly ash shall meet. the requirements of ASTM C618, "Standard Specification for Fly Ash and Raw or Calcined Natural Pozzolan for use as a Mineral Admixture in Portland Cement Concrete", and shall be tested in accordance with ASTM C31 1, "Standard Test Methods for Sampling and Testing Fly Ash or Natural Pozzolans for Use as a Mineral Admixture in Portland Cement Concrete". If a fly ash admixture is to be used, the establishment of the concrete mix design shall include the use of fly ash and determine the amount of fly - ash which may be used to obtain the specified concrete properties and strengths. Any deleterious effects from the use of fly ash shall be reported in writing with the mix design submittal. 4.28 Concrete Uniformity Concrete mixers to be used in the performance of the work of this project shall be tested by the Contractor for their ability to deliver a uniform mix throughout the batch. This testing shall be in accordance with the requirements of ASTM C 94, Annex Al, Concrete Uniformity Requirements. Mixers not meeting the requirements of ASTM C 94 Annex Al shall not be used until the condition causing the non-uniformity has been corrected and the mixer re -tested. 4.29 Mixing and Delivery 4.29.1 Scheduling The Contractor alone shall be responsible for scheduling the class(es) of concrete needed, slump and additives required, and the start, duration and rate of concrete deliveries necessary to meet the Contractor's construction needs. 4.29.2 Cold Weather Conditions Concrete mixed and delivered when the mean ambient temperature is 40°F or less, shall be mixed and delivered in accordance with ACI 306. • • �J Raytheon Engineers & Constructors SPECIFICATION FOR CONCRETE CONSTRUCTION 4.29.3 Hot -Weather Conditions Project No.: 77052.001 Spec. No. B05.00T Page 14 Of 45 Concrete mixed and delivered when the mean ambient temperature would be detrimental to concrete, (as defined in ACI 301, Section 8.4.3.)shall be mixed and delivered in accordance with ACI 305. 4.29.4 Time Limit Between Mixing and Placement Discharge and placement of each load of concrete shall be complete within forty-five (45) minutes after addition of water to the mix when hot weather conditions prevail. At other times, the time limit shall be ninety (90) minutes. 4.29.5 Delivery Tickets Each load of concrete shall be accompanied by a delivery ticket, in triplicate, showing at least the information prescribed by Paragraph 16.1 of ASTM C 94. After each load of concrete has been discharged or the truck has been released, one copy of each delivery ticket shall be grouped with other delivery tickets for that pour, for delivery to the Construction Manager. 4.29.6 Rejection of Concrete Deliveries of concrete which has excessive slump, or has commenced its initial set before or during discharge, or is otherwise observed as not meeting specification requirements, shall be rejected by the Contractor and shall not be placed in the work. 4.30 Fibrous Reinforced Concrete 4.30.1 Add fibrous concrete reinforcement to concrete materials at the time concrete is -batched and at the rate recommended by the manufacturer. 4.30.2 Mix batched concrete in strict accordance to the fibrous concrete manufacturer's instructions and recommendations for uniform and complete dispersion. 4.30.3 Provide the services of a qualified technical representative from the fibrous reinforcement manufacturer, or an authorized dealer, to instruct the concrete supplier in proper batching and mixing of materials. • • • �n Engineers & SPECIFICATION FOR Constructors CONCRETE CONSTRUCTION 5 DESIGN OF CONCRETE MIX AND CONCRETE SUPPLY 5.1 General Project No.: 77052.001 Spec. No. B05.00T Page 15 Of 45 All concrete shall be ready -mixed concrete manufactured and delivered in accordance with the requirements of ASTM C 94 Option C. The concrete manufacturer shall, assume the responsibility for the design of the concrete mix or°mixes. Design of the concrete. mixes to fulfill job requirements shall comply with ACI 301 and may be done either on the basis of previous field experience on production mixtures or new trial mixtures. Proportioning of the new concrete mix shall not be done based on empirical data. The design of the concrete mix shall be in accordance with ACI 211.1 to attain the properties of strength, slump, entrained air, and water -cement ratio in conformance with the following requirements. 5.2 Maximum Size of Coarse Aggre-gate Coarse. aggregate shall be No. 67 (3/4 inch to No. 4) for concrete classes BSA and CSA. Coarse aggregate for concrete classes BLA and CLA shall be No. 467 (1-1/2 inch to No. 4). 5.3 Proportioning of Ingredients 5.3.1 The proportion of ingredients shall be selected to produce the proper placeability, pumpability, durability, strength and other required properties, and shall be such as to produce a mixture which will work readily into the corners and angles of the forms and around reinforcement by the methods of placing and consolidation employed on the work, but without permitting the materials to segregate or excessive free water to collect on the surface. 5.3.2 The. determination of the water -cement ratio to attain the required strength and/or durability shall be in accordance with ACI 301 and with ACI 211.1. The maximum water -cement ratio for concrete which will be subjected to special exposure conditions or, exposed to sulfate containing solutions shall be in accordance with ACI 318, Chapter 4. The maximum water cement ratio for all other concrete shall be 0.50. 5:4 Strengths 5.4.1 Concrete mixes shall be designed for the minimum' compressive strengths, aggregate size and air content as listed hereafter: Raytheon Engineers & SPECIFICATION Project No.: 77052.001 FOR Spec. No. B05.00T Constructors CONCRETE CONSTRUCTION Page 16 Of 45 28 Day Maximum Size Percent of Desianation Strength Aggregate Entrained Air Class ASA 5000 psi 3/4" 6.0% ±'1.5% Class ALA 5000 psi 1 1/2" 5.5% ± 1.5% Class BSA 4000 psi 3/4" 6.0% ± 1.5% Class.BLA 4000 psi 1 1/2" 5.5% ± 1.5% Class CSA 3000 psi 3/4" 6.0% ± 1.5% Class CLA 3000 psi 1 1/2" 5.5% ± 1.5% Class D . 2000 psi 3/4" ------ (Lean Concrete) 5.4.2 Special Classes a. Pea -gravel aggregate, 3000 psi at 28 days, to be designated as CPG (an "A" suffix for air entrainment may be used as required. If used, air content shall be between 6% and 7.5% with a tolerance of +/- 1.5%.) • b. Sand -cement, 5000 psi at -28 days, shall be referred to on the Drawings as "S -C Grout". C. The suffix "F" added to the concrete designation shall indicate fibrous reinforced concrete. C7 5.5 Slump Except where otherwise indicated on the Drawings, concrete mixes shall be designed for the following slumps. Slumps shall be measured in the field at the point of discharge from the transport vehicle one slump test per truck, and shall be tested in accordance with ASTM C 143 and shall be within the following limits: TYPE OF CONSTRUCTION Reinforced Foundation Walls and Footings Plain Footings and Substructure Walls Drilled Piers Beams and Reinforced Walls Building Columns Pavement Slabs Mass or Mat Concrete SLUMP IN INCHES MAXIMUM MINIMUM 4 1 3 1 7 5 4 1 4 1 3 1 2 1 • • • Riaytheoa Engineers & Constructors SPECIFICATION FOR CONCRETE CONSTRUCTION 5.6 Correction of Proportions Project No.: 77052.001 Spec. No. B05.00T Page 17 Of 45 Prior to concreting operations, the Contractor shall establish minimum standards of proportions of all the types of concrete to be used on the project. Concrete operations shall proceed with these mix designs, but if at any time the tests of job concrete indicate failure to meet the strength, slump, and air entrainment requirements, the Contractor shall be required to change the standard proportions to meet the requirements. 5.7 Air -Entraining Agent 5.7.1 All concrete shall be air entrained. Air content by volume shall be in accordance with 5.4.1 above and shall be determined in accordance with ASTM .0 231. Air content shall be based on measurements made in concrete mixtures at points of discharge from the truck at the jobsite. 5.7.2 Air entrainment shall be produced by adding an air entraining agent at the mixer. Air entraining agent shall conform to ASTM C 260. The agent and the cement proposed for use shall be selected well in advance of concrete placing, and the Contractor shall provide satisfactory facilities for ready procurement of adequate test samples. 5.8 Water -Reducing and Set -Controlling Admixtures 5.8.1 A water -reducing admixture shall be used (ASTM C 494, Type A). At the option of the Contractor, a water -reducing admixture which retards the time of set may be used (ASTM C 494, Type D). 5.8.2 Water reducing admixtures shall conform to the requirements of ASTM C 494. Admixtures shall be used in strict accordance with the manufacturer's recommendations and shall be accompanied by the services of the qualified field representative of the manufacturer to supervise the use thereof. The Contractor and concrete producer shall submit a certificate from an approved laboratory attesting that the admixture equals or exceeds the physical. requirements of ASTM C 494, Type A or D as applicable. 5.9 High Range Water Reducing Admixture (Plasticizer) 5.9.1 At the option of the Contractor, a high range water reducing admixture, conforming to ASTM C 494 Type F and ASTM C1017, maybe used. The concrete mix shall be specifically designed for the use of a plasticizer to maintain homogeneity of the flowing concrete. Plasticizers may only be added at the site of the pour and must be used in strict accordance with, and under the supervision of, the manufacturer of the admixture. • C, Raytheon Engineers & Constructors SPECIFICATION FOR CONCRETE CONSTRUCTION Project No.: 77052.001 Spec. No. B05.00T Page 18 Of 45 5.9.2 The use of high range water reducers shall be limited to those placements which require that concrete be pumped.a long distance or which would be difficult to place at the normal slump. 5.10 Fly Ash Class F or Class C fly ash may be used in the concrete to be used on this project. The fly ash shall meet the requirements of ASTM C618, "Standard Specification for Fly Ash and Raw or Calcined Natural Pozzolan for use as a Mineral Admixture in Portland Cement Concrete", and shall be tested in accordance with ASTM C31 1, "Standard Test Methods for Sampling and Testing Fly Ash or Natural Pozzolans for Use as a Mineral Admixture in Portland Cement Concrete". If a fly ash admixture is to be used, the establishment of the concrete mix design shall include the use of fly ash and determine the amount of fly ash which may be. used to obtain the specified concrete properties and strengths. Any deleterious effects from the use of fly ash shall be reported in writing with.the mix design submittal. 5.11 Concrete Uniformity Concrete mixers to be used in the performance of the work of this project shall be tested by the Contractor for their ability to deliver a uniform mix throughout the batch. This testing shall be in accordance withthe-requirements of -ASTM -- C 94, Annex Al, Concrete Uniformity Requirements. Mixers not meeting the requirements of ASTM C 94 Annex Al shall not be used until the condition causing the non-uniformity has been corrected and the mixer re -tested. 5.12 Mixing and Delivery 5.12.1 Scheduling The Contractor alone shall be .responsible for scheduling the class(es) of concrete needed, slump and additives required, and the start, duration and rate of concrete deliveries necessary to meet the Contractor's construction needs. 5.12.2 - Cold Weather Conditions Concrete mixed and delivered when the mean ambient temperature is 40°F or less, shall be mixed and delivered in accordance with ACI 306. 5.12.3 Hot -Weather Conditions • Concrete mixed and delivered when the mean ambient temperature would be detrimental to concrete, (as defined in ACI 301, Section 8.4.3.) shall be mixed and delivered in accordance with ACI 305. • C� r 1 L_J Raytheon Engineers & Constructors SPECIFICATION FOR CONCRETE CONSTRUCTION 5.12.4 Time Limit Between Mixing and Placement Project No.: 77052.001 Spec. No. B05.00T Page 19 Of _45 Discharge and placement of each load of concrete shall be complete within forty-five (45) minutes after addition of water to the mix when hot weather conditions prevail. At other times, the time limit shall be ninety (90) minutes. 5.12.5 Delivery Tickets Each load of concrete shall be accompanied by a delivery ticket, in triplicate, showing at least the information prescribed by Paragraph 16.1 of ASTM C 94. After each load of concrete has been discharged or the truck has been released, one copy of each delivery ticket shall be grouped with other delivery tickets. for that pour, . for delivery to the Construction Manager. 5.12.6 Rejection of Concrete Deliveries of concrete which has excessive slump, or has commenced its initial set before or during discharge, or is otherwise observed as not meeting specification requirements, shall be rejected by the Contractor and shall not be placed in the work. 5.13 Fibrous Reinforced Concrete 5.13.1 Add fibrous concrete reinforcement to concrete materials at the time concrete is batched and at the rate recommended by the manufacturer. 5.13.2 Mix batched concrete in strict accordance to the fibrous concrete manufacturer's instructions and recommendations for uniform and complete dispersion. , 5.13.3 Provide the services of a qualified technical representative from the fibrous reinforcement manufacturer, or an authorized dealer, to instruct the concrete supplier in proper batching and mixing of materials. 6 INSTALLATION 6.1 Subgrade 6.1.1 The subgrade shall be undisturbed soil, rock or compacted structural fill free of any loose material. The soil density shall be tested for compaction in compliance with the Project Specifications or compaction specified on the Drawings. 6.1.2 When concrete is placed on soil, provision will be made to eliminate moisture from the concrete being absorbed by the soil either by use of • 40 0 Raytheo�t Engineers & Constructors SPECIFICATION FOR CONCRETE CONSTRUCTION Project No.: 77052.001 Spec. No. B05.00T Page 20 Of 45 polyethylene sheeting or wetting of the soil; however, the soil shall not be muddy, or have standing water. 6.1.3 Under adverse conditions, the foundation material may be over -excavated and filled with lean concrete. 6.1.4 The subgrade'shall be finished to smooth even contours conforming to the sections and grade elevations called for on the Drawings. 6.2 Cold Joints 6.2.1 Existing hardened concrete surfaces shall be roughened by sandblasting, water blasting or air -tooled and cleaned by air or water jet to expose a good surface of well bonded aggregate. 6.2.2 Hardened concrete surfaces on which new concrete is to be placed shall be kept wet for 24 hours previous to the pour. Pools of free-standing water shall be removed and a neat cement mortar having about the same proportion of cement to sand as the new concrete shall be well brushed into the surface just prior to placing the new concrete. This mortar shall not be allowed to dry out or harden before the new concrete is placed. 6.2.3 Some existing concrete surfaces may require special bonding as specified on the Drawings. Bonding agents shall be applied in accordance with Section 6.24.4 of this Specification. 6.3 Cleaning 6.3.1 All debris, foreign material, ice and snow shall be cleaned from the interior of forms, trenches or excavations. No concrete will be placed on or against frozen soil or subgrade unless a written procedure is submitted to the Engineer for approval. 6.3.2 Forms, reinforcement and embedded items shall be free of all dirt, oil and foreign material including hardened or dried concrete or curing compound splashed on them from previous concrete placements. 6.4 Inspection Prior to Placement 6.4.1 The terms "shall be", "shall have been", "shall be checked" or "shall be verified" will mean the work has been performed with the knowledge of and to the satisfaction of, or under direct supervision of the Construction Manager. • C is i�ytheon Engineers & Constructors SPECIFICATION FOR ' CONCRETE CONSTRUCTION Project No.: 77052.001 Spec. No. B05.00T Page 21 Of 45 6.4.2 Formwork, placement of reinforcement and embedded items shall have been checked. -for dimensions, elevations, location and tolerances prior to placing concrete. 6.4.3 Formwork shall have been checked for design, shoring and adequacy, in accordance with Section 6.7 of this Specification. 6.4.4 Reinforcement shall have been checked for proper size, positioning, tying and support in accordance with Section 6.12 of this Specification, the Drawings and reinforcement placing drawings. 6.4.5 Embedded items shall have been checked for adherence to the Drawings, locations and adequate fastening to the forms or templates in accordance with Sections 6.16 and 6.17 of this Specification. 6.4.6 All equipment required for the placing of concrete in the work shall have been properly cleaned and the operation of mechanical equipment checked for reliability to perform its intended use. 6.4.7 All materials used in construction of the work shall have been verified as being in accordance with the Drawings, this Specification and the referenced specifications. 6.4.8 The compliance with all sections of this specification, shall have been inspected and,approved by the Construction Manager before any concrete is placed. 6.5 Ground Water When flowing water is encountered, it shall be pumped or diverted away from the excavation to avoid washing of the fresh concrete during placement operations. If this method is not possible, then the water should be allowed to rise to a static no -flow condition and the concrete placed by tremie. 6.6 Access The Contractor shall have provided adequate access walkways, safety barricades and facilities, and adequate' accessways for concrete delivery vehicles or conveyances. Under -no circumstances will concrete chutes or conveyances be supported on reinforcing steel. 6.7 Formwork 6.7.1 The Contractor shall be responsible for designing and providing suitable and adequate formwork to meet the safety requirements and the required quality of the finished work. The material to be used for formwork shall be selected by the Contractor as being the most suitable for the specific work • • • Raytheon Engineers & Constructors SPECIFICATION FOR CONCRETE CONSTRUCTION Project No.: 77052.001 Spec. No. B05.00T Page 22 Of 45 involved. The formwork shall conform to the shapes, lines, elevations and dimensions of concrete shown on the Drawings. The latest issue of ACI 347 "Guide to Formwork for Concrete" shall be used as a guide. 6.7.2 Formwork shall be designed to resist all loads and forces which it may be subjected to, safely and without distortion. Dead loads are to be taken as the weight of formwork including shoring and bracing, reinforcement, embedded items and the weight of wet. concrete to a minimum of 150 pounds per cubic foot, with due regard to admixtures and rate of placing. Live loads are to include, but not be limited to, the weight of workmen, placing equipment, storage.of materials, runways, impact and wind loads. 6.7.3 The Contractor shall prepare drawings for the construction and assembly of formwork including shoring, bracing, guying, tying and reshoring as required. The drawings shall show details for the work such as, but not limited to, the following: Materials, concrete placing methods and openings, rate of placing, sequence and schedule for placing, provisions for adjustment during placement, camber, anchors, ties, shores and bracing, scaffolds and runways, construction joints, foundations for formwork, and all details pertinent to forming the concrete as shown on the Drawings. The formwork drawings shall indicate the time for removal of formwork and shall show design and details of reshoring required for the work. 6.7.4 The Contractor's design and drawings are subject to review and/or approval by the Construction Manager or the Engineer. The review and/or approval of the design and drawings in no way relieves the Contractor of his responsibility of providing suitable and adequate formwork for the concrete work. 6.7.5 The forms shall be constructed, shored, braced and tied to maintain their position and shape during and after placing concrete. They shall be sufficiently tight to prevent leakage of mortar. The forms shall have adequate stiffeners, wales and braces to prevent noticeable deflection or waviness. Forms shall be sufficiently rigid to limit deflection under the weight of wet concrete to 1/8 inch. Forms for beams, floor slabs and similar members shall be constructed with a camber in order that deflection due to the weight of forms, reinforcing, and wet concrete shall be approximately zero after forms are removed. 6.7.6 The forms shall be constructed so that exposed concrete will have smooth surfaces free from offsets, fins or other unsightly defects. Forms which are reused shall be thoroughly cleaned of dirt, hardened concrete or undesirable adhering substances and they shall be patched, repaired and finished to a smooth surface without broken or chamfered corners. • • • Ban Engineers & SPECIFICATION Project No.; 77052.001 FOR Spec. No. B05.00T Constructors CONCRETE CONSTRUCTION Page 23 Of 45 - . Form release agent shall be applied to the form surfaces before placing reinforcement or embedments. Application is to be in accordance with the manufacturer's recommendations. 6.7.7 Form ties shall be factory fabricated, removable or snap -off ties, fixed or adjustable in length, and shall not have devices that will leave a hole larger than one inch in diameter in the surface of the concrete. The portion of the tie remaining in the concrete after removal of the exterior parts shall be at least one inch back from the surface of the concrete. All holes in the surface of the concrete from ties shall be filled with cement mortar. Hydraulic structures or other structures requiring watertightness shall have form ties furnished with watersfops. All form.ties are subject to approval of the Construction Manager. 6.7.8 Openings or other devices shall be provided to permit depositing concrete in a manner which will prevent segregation or accumulations of hardened concrete on forms or reinforcement above the concrete level. Temporary openings shall be provided in forms at the base of columns and at the bottom of walls to facilitate cleaning and inspection.' --These openings shall be securely closed prior to placing concrete. 6.7.9 The corners of all exposed concrete shall have a chamfer of 3/4 inch unless otherwise noted on the Drawings. The forms shall be provided with chamfer strips, except where it can be troweled or at the top of piers .where it can be formed in the grout. 6.8 Form Removal 6.8.1 Forms shall be designed and constructed for removal without damage to concrete. 6.8.2 Forms 'and shoring shall not be removed until the concrete has attained sufficient strength to support its own weight and any construction or storage loads to which it may be subjected. The use of criteria in this Specification or in referenced specifications shall not relieve the Contractor of responsibility for the complete safety of or damage to the structure. 6.8.3 The mix design ingredients (such as type of cement, fly -ash, curing additives) and the curing procedures (including temperature), shall be considered in determining the strength of the concrete. The times given below do not apply to cold weather concreting and are minimum times for removal of forms only. Curing shall continue as specified in Section 6.26. • 40 a0m En&eerS & SPECIFICATION Project No.: 77052.001 FOR Spec. No. B05.00T Constructors CONCRETE CONSTRUCTION Page 24 Of 45 a. Structures such as footings, mats, equipment piers and pile caps where form removal induces no stress in the.concrete; the forms may be removed 12 hours after completion of placement. b. Structures such as columns, walls or sides of beams for which the forms do not provide vertical support; the forms may be removed 24 hours after completion of placement, or when the concrete has attained 500 psi minimum compressive strength. C. For all other form removal the strength attained by the concrete, the stresses from loads the structure may be subjected to, and the complete safety of the structure shall be evaluated. 6.8.4 If form removal is critical to the construction schedule and the safety of the structure is questionable, compressive strength control tests shall be used as - evidence that concrete has attained sufficient strength to permit removal of supporting forms. Cylinders required for the control tests will be in addition to those required for standard compressive strength testing. The control test cylinders will be removed from the molds after 24 hours and stored in the structure where they will be cured in the same manner as the structure. The cylinders shall be tested as near the end of the form removal period as is practical. The forms shall not be removed until the control test strength has been calculated to be sufficient to withstand the stresses to which the structure may be subjected. 6.8.5 No concrete section shall be loaded earlier than twenty eight (28) days after placement without approval of the Construction Manager. Loads ,shall not exceed those permitted by the Construction Manager at any concrete age. 6.9 Shoring 6.9.1 The structural support for formwork shall be designed and constructed in conformance to criteria given in the design and construction sections of this Specification as well as conforming to referenced specifications and publications. 6.9.2 If settlement is a possibility then shoring shall be provided with adjustment devices so that allowable deflections and tolerances can be monitored and maintained during placement and curing of the concrete. 6.9.3 The shoring shall not be removed until the structure can safely withstand the loads it may be subjected to. • • Aaylfseo� Engineers &. Constructors 6.10 Reshoring SPECIFICATION, FOR CONCRETE CONSTRUCTION Project No.; 77052.001 Spec. No. B05:OOT Page 25 Of 45 6.10.1 The structure shall be reshored if the formwork is removed before 28 days or the concrete has not attained the full design strength and the structure is to be subjected to loading in excess of the structure's reduced strength capacity. 6.10.2 Concrete which has cured for 28 days or has attained the full design strength and is to be subjected to storage or construction loads in excess of the loads for which it was designed shall be reshored to safely withstand the loading to which it is to be subjected. 6.10.3 Retaining walls and structures having compacted backfill placed against them shall be shored to resist the compaction and vibration loads during backfilling operations. 6.11 Tolerances 6.1 1.1 Tops of piers, pedestals and equipment foundations shall be ± 1/4 inch . within specified elevation and with a variation from level of, 1/4 inch in any 10 feet. 6.1 1.2 Finished floor slabs shall be a true plane within 1 /4(*) inch in -TO-feet, a§— determined sdetermined by a 10 -foot straight edge placed anywhere on the slab in any direction unless special finish tolerances are noted on the Drawings. (*) May be 5/16 inch for concrete slabs on metal decking. 6.1 1.3 The tolerance of all concrete work shall be suitable to accommodate all equipment and machinery for which it was intended. 6.1 1.4 All other tolerances shall be in accordance with ACI 117, Tolerances for Concrete Construction and Materials. . 6.12 Reinforcing Steel 6.12.1 Installation of reinforcing steel and welded wire fabric shall be in accordance with ACI 318 and the Drawings. Reinforcing steel shall not be bent or straightened in a manner injurious to the steel. Bars with kinks or bends not indicated on the Drawings shall not be used in the work. The use of heat to bend or straighten reinforcing steel is authorized only -if approved in advance by the Construction Manager. Before placement, reinforcing steel shall be thoroughly cleaned of loose or flaky rust, mill scale, or coatings of any foreign substance that would reduce or destroy the bond. Reinforcing steel. reduced in section shall not be used in the work. Steel shall be placed where indicated on the Drawings. In the event of a substantial work delay, previously placed reinforcing steel left for • • is �a Am- Engineers & Constructors SPECIFICATION FOR CONCRETE CONSTRUCTION Project No.: 77052.001 Spec. No. B05.00T Page 26 Of 45 future bonding shall be inspected and cleaned. Field splices, if required, shall be made with a wire -tied- lap of not less than the number of bar diameters indicated in ACI Code 318 for the proper class of splice as shown on the Drawings. As an alternate, mechanical connectors used in strict conformance to the manufacturer's recommendations may be used with prior approval of the Engineer in lieu of the lapped.and tied splices. 6.12.2 The clear distance between parallel bars, except in columns, shall be not less than the nominal diameter of the bars, 1-1/3 times the maximum size of the coarse aggregate, or 1 inch, whichever is greater. Where reinforcement in beams or girders is placed in two (2) or more layers, the clear distance between parallel layers shall not be less than 1 inch, and the bars in the upper layers shall be placed directly above those in the bottom layer. 6.12.3 Reinforcing steel over "K -Void" fibre or equal forms shall be supported on rods driven into the ground beneath.the K -Void, or upon slab bolsters over steel plates resting on the K -Void. Plate areas and thicknesses shall be such that the K -Void is not crushed under the combined weight of wet concrete and reinforcing steel. 6.12.4 Welding shall not be performed on reinforcing steel unless shown on the Drawings. 6.12.5 Prior to placing any reinforcing in thick mats (i.e., over 2'-0" thick), the Contractor shall design an adequate reinforcing steel support system to hold reinforcing for these mats to proper position as shown on the Drawings. The Construction Manager will inspect and/or review Contractor's support system prior to placing the reinforcing steel. 6.13 Concrete Covering over Steel Reinforcement The thickness of the concrete covering over steel reinforcement shall not be less than the diameter of the round bars and in the following specific instances, not less than specified below: Footings and, other principal structural members in which concrete is deposited against the earth or void forms. Mats on lean concrete mud slabs 3 inches between earth or void forms 2 inches Structures where surfaces are 3 inches in contact with water plus freezing and thawing. Concrete surfaces which, after removal of forms, are exposed to earth or weather: • • Raytheon Engineers & Constructors 6.14 Supports SPECIFICATION FOR CONCRETE CONSTRUCTION For bars No. 6 and larger For bars No. 5 and smaller Where surfaces are not directly exposed to earth or weather: For slabs and walls for No. 11 and smaller For beams, girders and tied columns Project No.; 77052.001 Spec. No. B05.00T Page 27 Of 45 2 inches 1-1/2 inches 3/4 inches 1-1 /2 inches 6.14.1 Reinforcement shall be securely held in position by spacers, .chairs, or other approved supports. The type, number and spacing shall conform to ACI 315. They shall be plastic tipped where the finished concrete will be exposed. 6.14.2 Reinforcement shall be securely tied at intersections and splices, as required by the CRSI's "Manual of Standard Practice for Reinforced Concrete Construction",, t-�maintaintheir position during work by other trades and during concrete placement. Tying shall be done using black or coated annealed. wire, with wire tie ends pointing away from the form. Tack welding of reinforcing or of reinforcing steel assemblies shall not be permitted. 6.14:3 When mats and footings are cast on mud slabs, the reinforcing may be supported on spacers or chairs; however, when slabs, mats or footings are cast on grade the reinforcing shall be supported on precast concrete blocks or other approved device. Such supports shall be spaced at intervals required by the reinforcing size to maintain the specified minimum concrete cover over the steel bars. 6.15 Splicing of Welded Wire Fabric 6.15.1 End laps shall be avoided in mid -span and support areas of structural slabs; end cross -wires shall be overlapped by at least two cross -wires plus two inches, but not less than six inches. 6.15.2 In non-structural slabs, and in structural slabs at points laying between 1/10 and 1/4 of the span from a support, end cross -wires shall be overlapped at least two inches, unless noted otherwise on the Drawings. 6.15.3 Side laps shall be 1/2 spacing of longitudinal wires. • is Raytheon Engineers & Constructors 6.16 Embedded Items SPECIFICATION FOR CONCRETE CONSTRUCTION Project No.: 77052.001 Spec. No. B05.00T Page 28 Of 45 6.16.1 Prior to placement of concrete and during formwork operations, the Contractor shall properly locate and set all items to be placed in the forms or, set into the concrete; such as but not limited to anchor bolts, conduit, pipe sleeves, floor drains, drain piping, curb angles, weld plates, and inserts. The contractor shall be responsible for securely fastening and supporting .all embedded items shown on the Drawings and to the dimensions as shown thereon. 6.16.2 Prior to setting embedded items into the formwork, all rust -proof protective coatings which will come in contact with the concrete shall be removed by solvent cleaning. 6.16.3 Weld plates, inserts, and pipe sleeves shall be located within 1/4 inch of the location shown on the Drawings. 6.16.4 Cast iron floor, drains shall be installed in floor slabs at the location and elevation shown on the Drawings. 6.17 Anchor Bolts 6.17.1 Anchor bolts and anchor bolt groups shall be supported and set using templates attached to the forms, and embedded ends securely tied to prevent displacement during placing of concrete. Tolerances from dimensions shown on the Drawing shall not exceed the following: a. Bolt projection - plus 1/4 inch, minus 0 inch. b. inch center -to -center' of any two bolts within an anchor bolt group, where an anchor bolt group is defined as the set of anchor bolts which receive a single fabricated steel shipping piece of equipment base. c. . inch center -to -center of adjacent anchor bolt groups. d. Maximum accumulation, of 1/4 inch per hundred feet along the established column or plant control line of multiple anchor bolt groups, but not to exceed a total of 1 inch, where the established column line is the actual field line most representative of the centers of the as -built anchor bolt groups along a line of columns. e. 1/4 inch from the center of any column or equipment anchor bolt group to the established column or, plant control lines through that group. CJ 40 r� RayMteon Engineers & Constructors SPECIFICATION FOR CONCRETE CONSTRUCTION Project No.: 77052.001 Spec. No. B05.00T Page 29 Of 45 f. The tolerances of paragraphs .3, .4, and .5 apply to offset dimensions shown on the plans, measured parallel and perpendicular to.the nearest established column line for individual columns shown on the plans to be offset from established column lines. 6.17.2 Unless shown otherwise, anchor bolts shall be set ' perpendicular to the theoretical bearing surface. 6.17.3 Welding to anchor bolts will not be permitted except where specifically shown on the Drawings. 6.17.4 - Anchor bolt sleeves shall be plugged, capped, or otherwise securely closed to prevent entry of concrete, dirt, debris or water during subsequent construction. Packing or water shall not be permitted to freeze in anchor bolt sleeves. "The use of anti -freeze in anchor bolt sleeves is prohibited. 6.17.5 Exposed anchor bolt threads shall be given a coat of grease and protected from corrosion or other damage to the threads. 6.18 Depositing Concrete 6.18.1Concrete shall be conveyed and placed as rapidly as practical, either by manual or mechanical means that will prevent the segregation or loss of ingredients. No aluminum material shall be used to convey or place concrete. Concrete shall be deposited continuously in, horizontal layers, in a manner to prevent displacing reinforcement and the accumulation of concrete on the forms or the reinforcement. -above the level of fresh concrete. Concrete that has attained its initial set or otherwise becomes unsuitable for placement, as established by the Construction Manager' in accordance with ASTM C 94, shall not be placed in the. work. 6.18.2 Chuting of concrete shall be, permitted only upon approval by the Construction Manager. Chutes shall be of rounded cross-section to avoid accumulation of concrete in corners. The slopes of chutes shall be steep enough to permit flow without requiring a slump greater than that specified or required for placement (slope usually 1 vertical to 2 or 2-1/2 horizontal). In intermittent operations, when free movement of concrete in the chute is not possible, discharge the material from the chute into approved hoppers. Thoroughly clean all chutes and hoppers before and after each run. Wash water and debris shall be discharged outside of forms. 6.18.3 Where concrete is conveyed and placed by mechanically applied pressure, the equipment shall be suitable in kind and adequate in capacity for the work. The operation of the pump shall be such that a continuous stream of concrete without air pockets is produced. When pumping is completed, C7 C, C Rani Engineers & SPECIFICATION Project No.: 77052.001 FOR Spec. No. B05.00T Constructors CONCRETE CONSTRUCTION Page 30 Of 45 the concrete remaining in the pipeline shall be ejected in such a manner that there will be no contamination of the concrete or separation of the ingredients. After this operation, the entire equipment shall be thoroughly cleaned. 6.18.4 Concrete shall be placed in the forms in uniform layers as nearly as practicable in final position. It shall not be allowed to fall freely more than 5 feet in unexposed work nor more than 3 feet in exposed work. • Drop chutes shall be available in sufficient number so the concrete placement can be made in horizontal layers with little lateral_ concrete movement in the forms. Concrete layers shall not exceed 2 feet in thickness and shall be thoroughly consolidated before the succeeding layer is placed. Timing of placement shall be such that each succeeding layer is placed before the preceding layer has reached its initial set. 6.19 Consolidation 6.19.1 During and immediately after placing, concrete shall be vibrated and worked to provide- thorough consolidation around reinforcement, embedded items, and into corners of forms. It shall be consolidated with immersion -type vibrators having frequencies in the range--of-37600—to 13,000 vibrations per minute. External vibrators mounted on or held against the forms will not be permitted. 6.19.2 After a level surface has been attained by inserting the vibrator into centers of high concrete points left during depositing, the vibrator should be inserted vertically at uniform spacings of about 12 to 24 inches such that the area visibly affected overlap previously vibrated material by a few inches. 6.19.3 The vibrator should penetrate rapidly through the full depth of each new concrete layer and about six (6) inches into any preceding fresh layer. The vibrator should be held in such position until consolidation is considered adequate (5 to 15 sec). The vibrator should then be withdrawn slowly at a rate of about three (3) inches per second. Concrete should move back into the space vacated by the vibrator. To prevent segregation of mix, vibration shall be continued only long enough to accomplish thorough consolidation and complete embedment of the reinforcement and fixtures. • • C, Riaytheon Engineers & Constructors SPECIFICATION FOR CONCRETE CONSTRUCTION Project No.: 77052.001 Spec. No. B05.00T Page 31 Of 45 6.19.4 Vibrators shall not be used as a means of moving concrete to a desired placement area. This action shall be accomplished by correct initial placement augmented by the use of hand shovels. The Contractor shall provide a sufficient number of vibrators so that consolidation can be accomplished immediately after the concrete has been deposited in the forms. Vibrators should not come in contact with forms, reinforcing or embedded items. 6.20 Retemoerin4 Water shall not be added to mixed batches of concrete to increase the slump without specific approval of the Construction Manager. When batches delivered to the job show an unduly low slump (as might occur during hot weather) consideration shall be given to the use of retarders. 6.21 Construction Joints 6.21.1 The plans will show normal requirements for construction joints. Therefore, field work shall be planned so that a minimum number of field located construction joints are needed. The type, number, and location for such field established construction joints shall be reviewed by the Construction Manager. 6.21.2 Unless otherwise directed by the Construction Manager or shown on the Drawings, construction joints shall be located as follows: a. In floor slabs on grade, construction joints shall be located on interior column lines or at the center of slab panels. b. In concrete framed floors and roofs, construction joints shall be placed at the center of span in slabs, beams and girders, except where intersecting members occur at such points. In these cases, offset the construction joint a distance approximately equal to twice the width of the intersecting member and provide supplementary reinforcing as directed by the Construction Manager. c. In steel framed floors and roofs, construction joints shall be placed at the centerlines of supporting members. d. In columns, construction joints shall be placed at underside -of - floor or roof members and undersides of column capitals, haunches, or brackets. e. Horizontal joints below grade and in 'one story walls above grade shall be avoided. If joints are necessary, they shall be located at •. • is bomm Engineers & SPECIFICATION Project No.: 77052.001 FOR Spec. No. 'B05.00T. Constructors CONCRETE CONSTRUCTION Page 32 Of 45 well defined horizontal lines such as window sills or heads, or other well defined architectural trim lines. f. When vertical joints are deemed. -necessary in flat wall surfaces, special care shall be exercised to prevent offsetting of adjacent wall faces. 6.21.3 The joint surfaces shall be perpendicular to the concrete surfaces in which they occur, whether the concrete is a wall, slab, mat, beam, or otherwise. Shearing' forces across the joint may be carried by shear keys or web steel. Unless otherwise shown on the Drawings, reinforcing steel shall be continuous across the joints. 6.21.4 For joint preparation see Section 6.2, Cold Joints in this Specification. 6.22 Expansion and Control Joints 6.22.1 Expansion and Control joints shall be' provided as located and detailed on. the Drawings. Field changes as to either location or type shall be approved by the Construction Manager. The Contractor shall supply and install all material as specified in Section 4., Materials, of this Specification. All expansion and, control joints shall be sealed. The maximum horizontal dimensions 'of concrete wall or floor slab sections placed at one time shall be, 40 feet unless otherwise noted on the Drawings. 6.22.2 Expansion joints shall have keys or other mechanical devices to keep adjacent surfaces in alignment, and in accordance with details provided on the Drawings. 6.22.3 Control joints may be either formed and tooled or sawed. Care shall be taken in formed joints to not damage the form during placing of concrete or to not damage the concrete surfaces during removal of form. Saw cut joints shall be sawed within 24 hours after placing concrete and care shall be taken to avoid cutting reinforcement. Joints shall be a minimum of one third the depth of wall or slab. 6.23 Waterstops 6.23.1 Waterstops shall be provided in all.cold joints for hydraulic structures and joints below grade where water is present. Joints where waterstops are provided shall have keys or other mechanical devices designed to prevent differential movement across the joints. C7 • t6aytheon Engineers & Constructors SPECIFICATION FOR CONCRETE CONSTRUCTION Project No.: 77052.001 Spec. No. B05.00T Page 33 Of 45 6.23.2 Waterstops shall be installed to produce a continuous diaphragm in each joint indicated on the Drawings or in field -located construction joints in slabs and walls as approved by the Construction Manager. Splices shall be made in accordance with the manufacturer's recommendations. Waterstops shall be accurately secured in position .and shall be protected from damage and displacement during concrete placement. Punctured or poorly spliced waterstops shall be repaired or replaced by and at the expense of the Contractor. 6.24 Bonding 6.24.1 Concrete on which other concrete is placed shall be either still plastic or thoroughly hardened, but not in a semi -hardened state that may be disrupted and weakened by the added load and the jarring due to placement of additional concrete. 6.24.2 To provide bond between successive lifts of concrete, the exposed surface of the hardened concrete shall be cleaned and roughened, without loosening the embedded aggregate. Brooms or air -water jets shall be used after the start of initial setting of the concrete. Sand -blasting or air -tooling shall be employed after the concrete has hardened. In all cases, the surface film and laitance or' diluted paste shall be removed and a - -- — reasonably high percentage of aggregate exposed. Immediately before the new concrete is placed, the old surface shall be clean, damp and free from standing pools of water. 6.24.3 Batches of neat cement or of mortar having about the same proportion of cement to sand as used in the concrete, or as otherwise specified herein, shall be deposited and well brushed in, just ahead of the new concrete. 6.24.4 Where a more positive bond is required and where indicated on the Drawings, a two-part epoxy bonding compound shall be used to bond new concrete work to hardened or aged concrete surfaces. The surface preparation and application of the epoxy bonding compound shall be in accordance with the Manufacturer's recommendations and specifications. 6.25 Concrete Finishes 6.25.1 Repairing and Patching Formed Surfaces a. Concrete surfaces shall be repaired immediately after form removal. Cavities produced by form ties, honeycomb, rock - pockets, spalling or other similar defects shall be thoroughly cleaned and kept saturated with water for a period of at least one hour prior to repair. Before placing dry -pack or mortar, a grout of cement and water mixed. to a consistency of paint shall be brushed into the surfaces to which the dry -pack or mortar is to be • • 40 Raytheon Engineers & SPECIFICATION Project No.: 77052.001 FOR Spec. No. B05.00T Constructors CONCRETE CONSTRUCTION Page 34 Of 45 bonded. Repair of defective areas shall be in accordance with ACI 301, Chapter 9. b. Holes left by tie rods shall be hammer -packed with stiff, dry -pack mortar of the same materials as that in the concrete. c. Honeycombed areas shall be removed to a depth at which sound concrete is exposed. Cut-out areas shall be straight at right angles to the surface, and filled. with concrete matching that of the structure. d. Spalled and pitted areas resulting from concrete sticking to the forms shall be chipped back to obtain a good mechanical bond, undercut at the edges, and repaired with mortar matching that of the concrete. e. On concrete which will be exposed in finished work, approximately 20 percent white cement shall be mixed with the gray patching cement to offset the tendency of patches to show up darker than the surrounding concrete. f. While. defects are being. repairejd,_the surface shall not be allowed to become dry, nor shall the underlying concrete be damaged. Patched areas shall be damp cured for 7 days. g. Finished repairs shall be 'subject to the approval of the Construction Manager. Unsatisfactory repairs shall be redone by and at the expense of the Contractor. 6.25.2 Finishes on Formed and Flat Concrete Surfaces a. Formed concrete surfaces' against which backfill will be placed, and which will therefore be concealed in the finished work, shall have a rough form finish with all tie rod holes packed, and all defects repaired. No other finishing will be required. Rough form finish shall be in accordance with ACI 301, Chapter 10. b. Unformed surfaces of foundations which will be backfilled and not exposed to view in the finished work shall be screeded to proper elevation followed by a darby or bull float. Surface cracking occurring prior to set of the concrete shall be closed by hand float. C. Formed concrete surfaces which will be exposed in the finished work shall have a smooth form finish with all fins and burrs removed and ground smooth, all the rod holes packed and all defects repaired. Patches shall match the color of the • 0 0 nayfheon Engineers & Constructors SPECIFICATION FOR CONCRETE CONSTRUCTION Project No.: 77052.001 Spec. No. Z05.00T Page 35 `,,Of 45 surrounding surface and shall be smooth and level. Smooth form finish shall be in accordance with ACI 301, Chapter 10. d. Interior floor surfaces which will remain exposed to view in the finished work shall be given a "Double Steel Troweled Finish", unless noted otherwise on the Drawings. e. Roof slab surfaces, and floor slab surfaces to receive tile or other overlayment, shall be given a "Single Steel Troweled Finish." f. Surfaces which will subsequently be grouted for support of column base plates, equipment, etc., shall be given a "Float Finish." g. Unformed concrete surfaces other than slabs or floors, which remain exposed to view in the finish work shall be given a "Single Steel Troweled Finish." h. Exterior slabs for paving, stoops, ra given a " Broomed Finish", unless Drawings. mps and sidewalks shall be otherwise noted on the 6.25.3 "Float Finish" shall be accomplished by either wood, cork, or metal floats or by a finishing machine. After the concrete has been properly placed, vibrated, and roughly leveled, it shall be ' screeded off to the proper elevation. Coarse aggregate shall . be tamped below the surface. After screeding and tamping of coarse aggregate, the surface shall be made uniform by means'of a bull float. After floating, the surface shall be tested for uniformity by use of a straightedge. Variations from desired finished elevations shall not exceed 1/4 inch in ten feet. Use of neat cement to absorb excessive surface water is prohibited. 6.25.4 "Single Steel Troweled Finish" shall consist of a float finish followed by steel troweling. Steel troweling shall be performed after the surface moisture has disappeared. Concrete surfaces shall be steel troweled to a smooth; even finish, free from trowel marks. 6.25.5 "Double Steel Troweled Finish" shall consist of a single steel troweled finish with additional troweling to produce a smoother and harder or denser finish. Time shall be allowed to elapse between trowelings so that the concrete will set further.. Final troweling shall result in a burnished appearance. • • C7 Raytheon EIlg1IleeIS &SPECIFICATION Project No.: 77052.001 Constructors FOR CONCRETE CONSTRUCTION Spec. No. Page 605.0OT 36 'Of 45 6.25.6 "Broomed Finish" shall be performed after the "Float Finish" by drawing a natural bristle broom across the surface to produce corrugations of'regular appearance not over 1/16 inch deep. The fibers shall be ' kept clean by frequent washings and cake on the fibers shall not be allowed to score the surface. 6.26 Protection and Curinq 6.26.1 Protection and curing shall be accomplished by preventing loss of moisture, rapid temperature change, mechanical injury, or damage from rain, frost or flowing water. Curing shall be started after placing and finishing as soon as the surface conditions are suitable. Curing of formed surfaces shall be accomplished by moist curing with forms in place for the full curing period, or, if forms are removed prior to the end of the curing period, by one of the following methods, or combinations thereof. The minimum curing periods for concrete placed hereunder, except as noted in ACI 306, shall be: Curing Temperature Curing Period 50°F - 70°F 7 days 70°F - 100.°F 5 days a. Protective Wet Curinq The protective medium for wet curing shall consist of saturated cotton mats or a double layer of burlap, of sufficient size to cover the entire concrete surface and side forms. The mats or burlap shall be kept continuously wet during use. After finishing operations and prior to start of protective wet curing, the concrete surface shall be kept wet with adequate fog spraying equipment. During any change in curing medium, the concrete shall remain exposed for not more than one hour. b. Moist Curinq Unformed surfaces shall be covered with burlap, cotton or other approved fabric mats kept in contact with the surface, or with sand, and shall be kept continually wet. Where formed surfaces are cured in the forms, the forms shall be kept continually wet. If the forms are removed before the end of the curing period, curing shall be continued as on unformed surfaces, using suitable materials. Burlap shall be in two layers. • • 0 R;ay�he0i1 Eng veers & SPECIFICATION b` FOR Constructors CONCRETE CONSTRUCTION C. Waterproof -Pager Curinq Project No.: 77052.001 Spec. No. B05. OOT Page 37 Of 45 Surfaces_ shall be covered with waterproof paper with 4 inches of overlap at sides and ends and sealed with mastic or pressure - sensitive tape not less than 1-1/2 inches in width. The paper shall be weighted to prevent displacement, and tears or holes appearing during the curing period shall be immediately repaired by patching. . d. Membrane Curinq Pressure spray tinted curing compounds shall be of the type previously specified. The compound shall be applied according to the manufacturer's directions immediately after finishing operations are completed and forms removed. The quantity applied shall be sufficient to ensure the formation of a continuous unbroken film. The curing compound shall cover the entire area of the exposed surface, and shall be applied in two separate applications, each of which shall be an even sweeping motion of the nozzle with sufficient overlap to ensure uniform and complete coverage. The second application shall follow five to thirty minutes after the first and shall be so directed as to cross and recross the sweep of the first application. - — — Curing compound shall not be used or permitted on surfaces where future bonding, concrete hardener, or painting is indicated. Such surfaces shall be cured by the moist process as specified previously. After final application of the compound, surfaces shall be protected from traffic and other damage to the membrane for a period of curing as specified herein. The use of any membrane material which will impart a slippery surface to the concrete or alter its natural color shall not be permitted. The compound, however, shall contain a dye of color strength sufficient to render the film distinctly visible on the concrete surface for a period of at least four hours after application and shall be of such character that it,will harden within thirty (30) minutes. If concrete surfaces which are to receive curing compound are expected to be exposed to freezing temperatures within five (5) days, the membrane curing compound shall not be used. • • C� iiayMmm Engineers & Constructors SPECIFICATION FOR CONCRETE CONSTRUCTION Project No.: 77052.001 Spec. No. B05':OOT Page _a8LLbf 45 e. Polyethylene Sheeting and Polyethylene -Coating Waterproof Paper and Burlap Surfaces shall be completely covered. Where a single sheet does not cover the entire surface, additional sheets shall be used. The ends and sides shall be lapped not less than four (4) inches and sealed with pressure -sensitive tape. 6.26.2 Protection The Contractor shall be fully responsible for protecting finished concrete work from damage, marring of finish, discoloration or other detrimental conditions during curing and subsequent construction operations. After the curing periods specified, concrete shall not be allowed to heat or cool faster than at a rate of 5°F per hour, or 20°F per twenty-four hour period, until outside temperatures are' achieved. Either dry or steam heat will be an acceptable means of maintaining temperature control. 6.27 Cold Weather Requirements Concrete shall not be placed during cold weather unless special precautions are --- f ken.—Cold weather is defined as any period when, for more than three successive days, the mean daily temperature is, or is forecast to be, below 401F or when any unformed concrete surface less than forty-eight (48) hours in age is, or is forecast to be, exposed to temperatures less than 32°F. If it is necessary to place concrete under conditions of low temperature, placement and protection methods shall be in accordance with this Section and ACI 306. Concrete damaged by freezing shall be removed and replaced by and at the expense of the Contractor. 6.27.1 Concrete temperatures and curing. periods shall conform to the following charts: Concrete temperature* as delivered: Minimum Placement Dimension Ambient Less Larger Temperature Than 12" 12"-36" 36"-72" Than 72" Above 30°F 60°F 55°F 50°F 45°F 30°F to 0°F 65°F 50°F 55°F 50°F Below 0°F 70°F 65°F 60°F 55°F *Concrete temperature as delivered shall not exceed the above minimum concrete temperatures by more than 10°F. • • Engineers & SPECIFICATION Project No.: 77052.001 FOR Spec. No. B05.00T Constructors CONCRETE CONSTRUCTION Page 39 ' Of 45 Concrete temperatures as placed and maintained for curing period: Minimum Placement Dimension 6.27.2 Temperatures of forms, reinforcing, embedments or earth to be in contact with fresh concrete shall be at least 35°F but shall not exceed 600F. 6.27.3 Enclosures shall be windproof, weatherproof and provide for the circulation of air in contact with concrete surfaces or forms. 6.27.4 Heating units shall be located so as not to heat or dry the concrete locally: Heaters shall be vented, if necessary, so that the concrete is not exposed to carbon dioxide. Open type or oil pot salamanders shall not be used. 6.27.5 Blanket or batt insulation shall be protected by a tough moisture proof cover from wind, rain or snow which will impair its insulating properties. Such insulation shall be lapped and kept in close contact with the concrete or formed surfaces. 6.27.6 Records of outside temperatures, weather conditions and concrete or form temperatures shall be maintained for the placements. Temperatures should be secured at several locations within enclosures, on the concrete or formed surfaces, and at corners and edges of forms or concrete to indicate the range of temperatures. Temperature data shall be submitted to the Construction Manager. 6.28 Normal and Hot Weather Reouirements For normal and hot weather concreting, when the requirements for cold weather concreting are not applicable, concreting shall be subject to the following. 6.28.1 Concrete temperatures as delivered shall be within the „limits below. Less Larger Than 12" 12"-36" 36"-72" Than 72" Min. Concrete Temp 55°F 50°F 45°F 40°F Min. Curing Period (Days) 7 7 6 5 Max. Temp. of Concrete 80°F 75°F 70'F 65°F Surface or Form During Curing Period 6.27.2 Temperatures of forms, reinforcing, embedments or earth to be in contact with fresh concrete shall be at least 35°F but shall not exceed 600F. 6.27.3 Enclosures shall be windproof, weatherproof and provide for the circulation of air in contact with concrete surfaces or forms. 6.27.4 Heating units shall be located so as not to heat or dry the concrete locally: Heaters shall be vented, if necessary, so that the concrete is not exposed to carbon dioxide. Open type or oil pot salamanders shall not be used. 6.27.5 Blanket or batt insulation shall be protected by a tough moisture proof cover from wind, rain or snow which will impair its insulating properties. Such insulation shall be lapped and kept in close contact with the concrete or formed surfaces. 6.27.6 Records of outside temperatures, weather conditions and concrete or form temperatures shall be maintained for the placements. Temperatures should be secured at several locations within enclosures, on the concrete or formed surfaces, and at corners and edges of forms or concrete to indicate the range of temperatures. Temperature data shall be submitted to the Construction Manager. 6.28 Normal and Hot Weather Reouirements For normal and hot weather concreting, when the requirements for cold weather concreting are not applicable, concreting shall be subject to the following. 6.28.1 Concrete temperatures as delivered shall be within the „limits below. • • • RayMteon Engineers & Constructors SPECIFICATION FOR CONCRETE CONSTRUCTION Project No.: 77052.001 Spec. No. B05.00T Page 40 Of 45 Minimum Placement Dimension Less than 48" 48" or Larger Maximum Concrete Temp. 80'17 70°F Minimum Concrete Temp. 60°F $0°17 6.28.2 When air temperatures are expected to exceed 90.OF during placing, finishing and the first twenty four (24) hours after finishing or when the rate of evaporation as determined by Figure 2.1.5 (ACI 305) is expected to exceed 0.2 lbs/ft2/hr. during placing and finishing, precautionary measures shall be put into effect by the Contractor to prevent damage to concrete due to hot weather. Every effort shall be made to minimize the time of delivery, placing, consolidation and finishing. When the air temperature is expected to exceed 90OF within forty-eight hours after placement, all surfaces shall be protected from direct sunlight for a minimum period of forty-eight hours. If it is necessary to place concrete during hot weather conditions, placement and protection methods shall be in accordance with this Section and ACI 305. 6.29 Attachment of Bolts or Dowels to Hardened Concrete 6.29.1 Holes drilled in hardened concrete for epoxy grouting of anchor bolts, reinforcing bars and dowels shall be drilled with a rotary impact drill to a diameter 1/8 inch greater than the item to be installed in the hole. The hole shall be cleaned with water to remove concrete dust and then dried. Do not use compressed air to dry the hole unless it is oil -free air. The hole shall be clean and dry prior to introduction of the epoxy. 6.29.2 Reinforcing bars, dowels and anchors bolts,which are to be epoxy grouted, shall be sandblasted to white metal and shall be clean, dry and at temperatures specified by the epoxy manufacturer. 6.30 Clean-Uo Following completion of the work covered by the contract and this Specification for any structure or portion thereof, the Contractor is required to clean-up the area for subsequent construction or equipment installation. The clean-up work shall consist of, but not be limited to, removal of construction equipment and materials used in the work; forms, unused materials, and spilled concrete. The clean-up work and disposal of trash and debris shall be as directed and approved by the Construction Manager. C, • .7 Engineers & SPECIFICATION Project No.: 77052.001 FOR Spec. No. B05.OOT Constructors CONCRETE CONSTRUCTION Page 41 Of 45 7 TESTING AND INSPECTION 7.1 Subgrade Density The subgrade density of undisturbed soil or the compaction of fill material will be tested by others retained by the Construction Manager using an approved method as directed by the Construction Mana9er. 7.2 Concrete Strength Testing 7.2.1 During the course of construction, tests shall be made by others retained by the Construction Manager to determine whether the concrete, as being produced and delivered, complies with the standards of quality specified. The sampling and testing of concrete shall be in accordance with Specification for Sampling, Testing and Construction Control of Concrete, Earthwork and Structural Steel, B08.01. a. The Contractor is not relieved of the responsibility of proper placing and curing even though test reports indicate adequate strengths. b. The Contractor shall provide such access and assistance as these personnel—may require in obtaining their samples, and shall not place any concrete rejected by them for any reason. C. For concrete containing fly ash, the fly ash shall be tested every 30 days minimum or as specified in ASTM C 311. 7.2.2 Enforcement of Strength Requirements. a. Definition of Failure 1) Cast Specimens The test specimens cast in the field will be considered to have failed the strength requirements when, for any class of concrete, the average of any set of three consecutive strength test results are not equal to the specified strength or any individual test result falls below the specified strength by more than 500 psi. 2) Cored Specimens The concrete represented by, cored specimens will be considered to have failed the strength requirements when the average strength of the cores falls below 85 percent of the • r� u • n Eng neers & SPECIFICATION Project No.: 77052.001 FOR Spec. No. B05.06T Constructors, CONCRETE CONSTRUCTION Page 42 � Of 45 specified strength or the strength of any single core specimen falls below 75 percent of the specified strength. b. Failure of Test Specimens When test specimens, made, cured, and tested fail as above defined, the Construction Manager may request one or more of the following actions be taken: 1) Additional Wet Curing The Contractor shall wet cure the structure in accordance with a plan approved by the Construction Manager. 2) Testing of Cored Specimens The Construction Manager will specify the location where each core specimen shall be secured. "At least three cores shall be taken from each portion of the structure for which cast test specimens have failed. Specimens will be secured, prepared and tested in accordance with ASTM C 42 and ACI 301. Cored specimens shall be tested no later, than 60 days after the concrete was placed unless otherwise authorized by the Construction Manager. Where -cored specimens fail as defined in Section 7.2.2.1, the Contractor shall strengthen or replace the structure in accordance with a plan approved by the Construction Manager. 3) . Reinforcing the Structure The Contractor, shall strengthen the deficient portions of the structure in accordance with a plan approved by the Construction Manager. 4) Replacement The Contractor shall replace the deficient portions of the structure in accordance with a plan approved by the Construction Manager. C7 i C7 Raytheon Engineers & Constructors 7.3 Slump Tests SPECIFICATION FOR CONCRETE CONSTRUCTION 5) Test Loading Project No.: 77052.001 Spec. No. B05.00T Page 43 Of 45 The Contractor shall conduct a test loading of the structure according to Chapter 20, ACI 318 in. an area, or areas, designated by the Construction Manager. 7.3.1 . Slump tests will be made in accordance with ASTM C 143. Slump tests will be made from samples taken in accordance with ASTM C 172. 7.3.2 Tests for Entrained Air The entrained air content of fresh concrete shall be determined in .accordance with ASTM C 231. 7.4 Inspection 7.4.1 The Contractor shall allow, the Construction Manager a minimum of eight working hours notice prior to anticipated start of placement of concrete for -- inspection.- The work to be performed in the presence of, with the knowledge of, or inspected by the Construction Manager or person delegated by him to approve the work, consists of, but is not limited to the following: Subgrade conditions; formwork location, dimensions, adequacy and support; reinforcement sizes, location, tieing, support, splicing and cleanliness; embedded items location, dimensions and support; the condition and adequacy of all placement equipment including pumps, chutes, vibrators, and provision of cold or hot weather equipment or materials required; and the provisions for work platforms, barricades and safety provisions. 7.4.2 Materials supplied and work performed under this Specification may, at the Construction Manager's option, be inspected in the shop and, or. batch plant and will be inspected in the field. The Contractor shall provide facilities for shop or batch plant inspection, if requested by the Construction Manager, at no additional cost to the Construction Manager. Inspection of material does not in any way relieve the Contractor of responsibility for the quality and accuracy of the material. 7.4.3 Material or work not meeting the requirements specified herein will be rejected and shall be replaced at the Contractor's expense. 7.4.4 The Contractor shall be responsible for all errors in detailing and fabrication. • r� • Raytheon Engineers & . Constructors 8 HANDLING AND STORAGE 8.1 Reinforcement 8.1.1 Packaging SPECIFICATION FOR CONCRETE CONSTRUCTION Project No.: 77052.001 Spec. No. B05.00T Page 44 Of 45 Bars shall be bundled and tagged in accordance with the Manual of Standard Practice, latest revision thereof, as published by the Concrete Reinforcing Steel Institute. 8.1.2 Storing Reinforcing steel shall be handled and stored in a manner to avoid distortion, excessive rusting, and objectionable coatings of paint; oil, grease, dried mud, dried mortar or other materials. Bars shall be stored so that each may be identified after bundles are broken. 8.2 Embedded Items Embedded items shall be handled and stored in a manner to avoid distortion, excessive rusting, and objectionable coatings of paint, oil, grease, dried mud, dried mortar or other materials. Anchor bolt thread_ s _shall be protected from rusting or burring. 8.3 Accessories . Accessories shall be stored in a manner to avoid distortion and objectionable coatings. Expansion joint material shall not be crushed or broken. Waterstop material shall not be crushed, distorted or punctured. All materials shall be stored in a manner to prevent it being lost or misplaced. 9 DOCUMENTATION 9.1 Concrete Placement Clearance The "Concrete Placement Clearance" form will be provided by the Construction Manager. This form must be completed and submitted to the Construction Manager prior to concrete placement. 9.2 Material Specifications 9.2.1 The Contractor shall provide the Construction Manager with a copy of the manufacturer's specifications for all materials purchased by the Contractor and used in the work, such as but not limited to; form ties, expansion joint material, waterstops, sealants, curing compounds, concrete additives, embedded items, concrete protective coatings, and any manufactured items used in the work. • 0 • MYNIMoe Engineers & Constructors SPECIFICATION FOR CONCRETE CONSTRUCTION Project No.: 77052.001 Spec. No. B05.00T Page 45 . Of 45 9.2.2 The Contractor shall provide confirmation specifications or mill reports for steel reinforcement, fibrous reinforcement, and fabricated, embedded items. 9.2.3 Submittal of documentation shall be in accordance with the Contract to which this Specification is attached. 9.3 Concrete Mix Desian 9.3.1 Prior to placing concrete, the Contractor shall submit to the Construction Manager the concrete materials and the concrete mix designs proposed for use with a written request for acceptance. This submittal shall include the results of all testing performed to qualify the materials and to establish the mix designs in accordance with ACI -301, Paragraph 3.8. The data submitted shall also include certification that all material proposed for use in the concrete meets the specified requirements and all test results, 'or manufacturer's certification and/or analyses which are the basis of this certification. No concrete shall be placed in the work until the Contractor has received such acceptance in writing. 9.3.2 The Contractor shall submit printed recommendations from the manufacturer of fibrous concrete reinforcement. The recommendations shall state the length of fiber which shall be used and the quantity of fiber -- - — to be added per cubic yard for each class of concrete specified herein. 9.4 Fabricated Item Shop Details 9.4.1 Reinforcing Steel Prior to fabrication or shipment of reinforcing and accessories, the Contractor shall submit, and receive approval of, shop drawings. Shop drawings shall indicate bending diagrams, assembly diagrams, splicing and lapping of rods, shapes, dimensions and details of bar reinforcing and accessories. Drawings shall show all openings and penetrations that pass through concrete construction. The approval of drawings will be for conformance to the design intent and will not relieve the Contractor of responsibility for errors, omissions or the accuracy of his own dimensions. Drawings and details shall conform to ACI 315 and ACI 318. 9.4.2 Embedded Items Prior to fabrication or shipment of embedded items, the Contractor shall submit, and receive approval of, shop drawings. The drawings will show all material specifications, cuts, anchorage devices, welds and finish in accordance with the engineering Drawings and the American Institute of Steel Construction Code of Standard Practice. The approval• of drawings will be for conformance to the design intent and will not relieve the Contractor of responsibility for errors, omissions, or the accuracy of dimensions. r. 1® ,i E E r ,i E E E t ,i t ti N Z' O U W N a r • 0 Raylbeon Engineers & Constructors CLIENT: Wild Goose Storage JOB/INQUIRY NO.: 77052.001 FACILITY: Wild Goose Gas Storage SPEC NO.: C05:01 T LOCATION: Butte County, California SPECIFICATION ' For SUPPLY AND FABRICATION OF STRUCTURAL AND MISCELLANEOUS STEEL This title page is a record of all revisions of the specification. Each time the specification is changed, only the new or revised pages are issued. For convenience, the nature of each revision is briefly noted below. REV. NO. DATE BY CHECKED APPROVAL PAGES NATURE OF REVISIONS A 10/28/97 RVO VV All For Client Review 0 02/03/98 g VD ,g�T Approved for Construction �����QROFESSIp�,glF2� W 2 2 qq � sT9T Clvl\- F Of" c A1144� Rev. LEAD LEAD LEAD LEAD _ LEAD LEAD LEAD LEAD CON No. PROC MECH PIPE CIVIL STRUC ARCH ELEC I&C OA PEM PM FEE SUP A -- -- -- -- VV -- JRW J Y RVO Distribution: Per Project Distribution Matrix r� u • • v. uav\�u.\a.VeGe \ ��1.1JV V VJG\l. VJ'V 11. LVIi • • • SPECIFICATION FOR Project No. 77052.001 Raylffe n Engineers & SUPPLY AND FABRICATION OF Spec. No. C05.01 T Constructors STRUCTURAL AND MISCELLANEOUS STEEL Page 1 of 21 1. SCOPE 1.1 This Specification governs the detailing, fabrication and delivery of structural and miscellaneous steel for the Wild Goose Gas Storage Facility Project. 1.2 Items to be furnished shall consist of, but not necessarily be limited to, the following: 1.2.1 Structural steel as defined in the AISC Code of Standard Practice. 1.2.2 Base, leveling and cap plates; columns, posts, hangers and struts; beams, girders, plate girders and trusses; girts, purlins, sag -rods, bracing, and miscellaneous tees, angles and plates; including all essential clips, gussets and separators. 1.2.3 Preassembled and non-preassem bled steel stairs, including: stringers and treads, nosings, landings, handrails, bracing and struts. 1.2.4 Handrail, guardrail and kickplates. 1.2.5 Monorail and crane beams, clips, bumpers, wheel stops, and framing. 1.2.6 Crane rails complete with fasteners. 1.2.7 Metal ladders complete with ladder safety cages and safety gates. 1.2.8 Metal grating with anchoring devices (galvanized and ungalvanized) 1.2.9 Raised pattern floorplate (galvanized and ungalvanized). 1.2.10 Bolts with washers and nuts (common and high strength), both for shop bolting and bolting for field erection. An extra 2 percent of each field bolt size, washers and nuts shall be furnished to allow for waste in field erection by others. 1.2.11 Direct Tension Indicators, including an extra 2 percent to allow for waste in field. 1.2.12 Metal frames, which form a part of the structural steel framing, for penetrations and other openings shown on design Drawings. 1. 2.13 Shims required for connections. 1.2.14 Surface preparation, galvanizing, cladding and shop painting. 1.2.15 Certified Material test reports and Certificates of Compliance/ Conformance for materials as required by this Specification. V: LL1v1 mxzo5z5%WLdJvVU.)Lxt;ua-UI 1.uv1_ • • • SPECIFICATION FOR Project No. 77052.001 ftVff m Engineers & SUPPLY AND FABRICATION OF Spec. No. C05.01 T Constructors STRUCTURAL AND MISCELLANEOUS STEEL Page 2 " of 21 1.2.16 Inspection and testing of shop welding and shop high strength bolting. 1.2.17 Fabric reinforced neoprene or other proprietary bearing pads, bushings, etc. required in conjunction with the structural steel erection. 1.2.18 Shop and erection drawings and other engineering design and data as specified. 1.2.19 Fabrication and delivery.to the jobsite of the specified items. 1.3 Work Not Included The following will be provided by others: 1.3.1 Unloading and installation at the Project Site. 1.3.2 Furnishing, delivering and installing the following: a. Steel items to be embedded in concrete or attached to masonry (unless attached to steel framing). b. Metal door and window frames that are not an integral part of the steel framing. C. Steel items designated on the Drawings as being furnished by others. 2. APPLICABLE PUBLICATIONS The latest editions of the following specifications, codes and standards, including revisions and supplements in effect on May 1, 1997, form a part of this Specification in their entirety except as modified by this Specification. 2.1 American Institute of Steel Construction (AISC) - Manual of Steel Construction, ASD Specification for Structural Steel Buildings Code of Standard Practice for Steel Buildings and Bridges AISC Quality Certification Program Manual of Steel Construction, Volume II, Connections, ASD Detailing for Steel Construction Engineering for Steel Construction G: \HOME1E6828\WIDGOOSE\C05-01T. DOC • • SPECIFICATION FOR Project No. 77052.001 ftVHMM Engineers & SUPPLY AND FABRICATION OF Spec. No. C05.01T Constructors STRUCTURAL AND MISCELLANEOUS STEEL Page 3 of 21 2.2 Research Council On Structural Connections of the Engineering Foundation Specification for Structural Joints Using ASTM A325 or A490 Bolts. 2.3 American Iron and Steel Institute (AISI) Specifications for the Design of Cold -Formed Steel Structural Members. 2.4 American Society for Testing and Materials (ASTM) Al Specification for Carbon Steel, Tee Rails A3 Specification for Steel Joint Bars, Low, Medium, and High Carbon (Non -Heat Treated). A6 Specification for General Requirements for Delivery of Rolled Steel Plates, Shapes, Sheet Piling and Bars for Structural Use. A36 Specification for Structural Steel A49 Specification for Heat Treated Joint Bars A53 Specification for Pipe; Steel, Black and Hot -Dipped; Zinc -Coated Welded and Seamless A90 Test Method for Weight of Coating on Zinc Coated (Galvanized) Iron or Steel Articles. A108 Specification for Steel Bars, Carbon, Cold -Finished, Standard Quality A123 Specification for Zinc (Hot -Galvanized) Coatings on Iron and Steel Products. A143 Practice for Safeguarding Against Embrittlement of Hot -Dip Galvanized Structural Steel Products and Procedure for Detecting Embrittlement. A153 Specification for Zinc Coating (Hot -Dip) on Iron and Steel Hardware A307 Specification for Carbon Steel Bolts and Studs, 60,000 psi Tensile. A325 Specification for High -Strength Bolts for Structural Steel Joints A370 Methods and Definitions for Mechanical Testing of Steel Products A384 Practice for Safeguarding Against Warpage and Distortion During Hot -Dip Galvanizing of Steel Assemblies G:\HOME\E6828\WLDGOOSE\C05-01T. DOC • • LJ SPECIFICATION FOR Project No. 77052.001 ftVHMM Engineers & SUPPLY AND FABRICATION OF Spec. No. C05.01 T Constructors STRUCTURAL AND MISCELLANEOUS STEEL Page 4 of 21 A385 Practice for Providing High -Quality Zinc Coatings (Hot -Dip) A446 Specification for Steel Sheet, Zinc -Coated (Galvanized) by the Hot Dip Process, Structural (Physical) Quality A449 Specification for Quenched and Tempered Steel Bolts and Studs A490 Specification for Quenched and Tempered Alloy Steel Bolts for Structural Steel Joints A500 Specification for Cold -Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes A501 Specification for Hot -Formed Welded and Seamless Carbon Steel Structural Tubing A525 Specification for General Requirements for Steel Sheet, Zinc -Coated (Galvanized) by the Hot -Dip Process. A563 Specification for Carbon and Alloy Steel Nuts A569 Specification for Steel, Carbon (0.15 Maximum Percent) Hot -Rolled Sheet and Strip, Commercial Quality A668 Specification for Steel Forgings, Carbon and alloy, for General Industrial Use B695 Specification for Coatings of Zinc Mechanically Deposited on Iron and Steel E165 Practice for Liquid Penetrant Inspection Method E709 Practice for Magnetic Particle Examination F436 Specification for Hardened Steel Washers F959 Specification for Compressible -Washer -Type Indicators for Use with Structural Fasteners 2.5 American Welding Society (AWS) A2.4 Symbols for Welding and Nondestructive Testing D1.1 Structural Welding Code. 2.6 Steel Structures Painting Council (SSPC) PA1 Shop, Field, and Maintenance Painting G: \HOME\E6828\WLDGOOSE\C05-01T. DOC Direct Tension • .7 SPECIFICATION FOR Project No. 77052.001 ftVH M Engineers & SUPPLY AND FABRICATION OF Spec. No. C05.01 T Constructors STRUCTURAL AND MISCELLANEOUS STEEL Page 5 of 21 PA2 Measurement of Dry Paint Thickness with Magnetic Gauges SP1 Solvent Cleaning SP2 Hand Tool Cleaning SP3 Power Tool Cleaning SP5 White Metal Blast Cleaning SP6 Commercial Blast Cleaning SP7 Brush -Off Blast Cleaning SP8 Pickling SP10 Near -White Metal Blast Cleaning PS Guide 12.00 Guide to Zinc Rich Coating Systems 2.7 National Association of Architectural Metal Manufacturers (NAAMM) Specifications "Standard Specification for Metal Bar Grating and Metal Bar Grating Treads". 2.8 Crane Manufacturer's Association of America (CMAA) #70, Specification for Electric Overhead Traveling Cranes 2.9 Steel Deck Institute Specifications and Commentaries for Composite Steel Floor Deck . Specifications and Commentaries for Non -Composite Steel Form Deck Specifications and Commentaries for Steel Roof Decks 2.10 Occupational Safety and Health Administration (OSHA) Title 29, Part 1910, Occupational Safety and Health Standards 2.11 Should a conflict be found between the listed codes and standards and this Specification and/or Project Drawings, the conflict shall be submitted to the Engineer for resolution prior to proceeding with the affected work. 3. MATERIALS • 3.1 All material shall be new and free of imperfections. Scrap material shall not be used. Unless otherwise shown on the Drawings, structural steel shapes, plates and bars shall conform to ASTM A36. G: \iiOME\Eb828\WLDGOOSE\C05-OIT. DOC • r� SPECIFICATION FOR Project No. 77052.001 Raylfieollln Engineers & SUPPLY AND FABRICATION OF Spec. No. C05.01 T Constructors STRUCTURAL AND MISCELLANEOUS STEEL Page 6 of 21 3.2 Steel pipe and handrail shall conform to ASTM A53, Grade B, Type E or S. Handrail shall be 1 -1/2 -inch nominal inside diameter. 3.3 Structural steel tubing shall conform to ASTM A500 and/or ASTM A501. 3.4 High-strength bolts shall conform to ASTM A325 Type 1 with ASTM A563, Grade DH nuts. ASTM A194 nuts are not acceptable. Washers shall conform to ASTM F436. Bolts, nuts and washers shall be marked by the manufacturer to show the manufacturer's name, . type, grade, etc., as required by A325, A563, F436, respectively. 3.5 Common bolts, nuts, and washers shall conform to ASTM A307, Grade A. Minimum size of common bolts shall be 3/4 inches diameter, except for those bolts used to secure stair treads to stringers. These bolts shall be 3/8 inches diameter. Bolts, nuts and washers shall be mechanically galvanized in accordance with ASTM B695. 3.6 Direct Tension Indicators shall be as manufactured by J&M Turner, Inc. or a Engineer -approved equal, shall conform to ASTM F959, and shall be mechanically galvanized in acccordance with ASTM 8695. 3.7 Weldable studs, 7/8 inch diameter and smaller, shall be ASTM A108, as manufactured by Nelson Stud Welding Company, or Engineer approved equal. 3.8Welding electrodes for carbon steel materials shall have a 70,000 psi minimum tensile strength and comply with Table 4.1, AWS D1.1. 3.9 Steel floorplate shall be U.S. Steel "Multigrip", minimum thickness of 1/4 inch, or Engineer approved equal, hot -dip galvanized in accordance with ASTM A123 after fabrication. Plate shall be pressed flat as required after galvanizing. 3.10 Metal grating shall be ASTM A569 welded carbon steel with, unless otherwise noted on the design Drawings, 1-1/4 inches deep by 3/16 inches wide bearing bars spaced at 1-3/16 inches center -to -center and cross bars at 4 inches center -to -center. Grating shall be galvanized in accordance with ASTM A123 and shall be serrated for outdoor use or as shown on the Drawings. 3.11 Stair treads shall be ASTM A569 welded carbon steel bar grating with, unless noted on the design Drawings, 3/16 inches wide bearing bars spaced at 1-3/16 inches center- to -center, cross bars at 4 inches center -to -center and a raised pattern, checkered plate nosing with nonslip finish. Stair treads and nosings shall be galvanized in accordance with ASTM A123 after fabrication. The stair treads shall be serrated for outdoor use or as shown on the Drawings. The depth of bearing bars shall be 1-1/2 inches for 30 -inch and 36 -inch long treads and shall be 1-3/4 inches for 42 -inch and 48 -inch long treads. Carrier plates shall be in accordance with the recommendations of the National Association of Architectural Metal Manufacturers. G:\HOME\E6828\WLDGOOSE\COS-01T. DOC • • • SPECIFICATION FOR Project No. Bty1fmm Engineers & SUPPLY AND FABRICATION OF Spec. No. Constructors STRUCTURAL AND MISCELLANEOUS STEEL Page 7 of 21 3.12 Crane Rails shall conform to ASTM Al and as additionally specified herein: 3.12.1 Joint bars for non -heat-treated rails shall be high carbon steel conforming to ASTM A3 and shall match rail section. and she" mateh Fail seetiefg. Joint bars will be specially punched for tight fitting rail joints. 3.12.2 Joint bar bolts shall conform to ASTM A449; nuts shall conform to ASTM A563, Grade B. Alloy steel spring washers shall meet American Railway Engineering Association (AREA) specifications. 3.12.3 Rail clamps shall be of pressed or forged steel. 3.12.4 Matefial feF eFane Fail expansien jeints shall be Fail steel eF aH appFeved alley steel -having the same-;8FEIness and Pear -resin anee as Fail steel 3.12.4 All rails shall have end faces ehamfefed. Rae' shall be end hafdeiged b heat tFeating the head metal leee#,f. milled for tight joints. Rails shall require special drilling for use with tight joint splices. 3.12.5 No tack welding shall be permitted on crane rails. 3.13 Self-lubricating bearing pads, if required, shall be as manufactured by Fluorocarbon, or Engineer approved equal. 3.14 Fabric reinforced neoprene bearing pads, if required, shall be as manufactured by Fabreeka Products Co., or Engineer approved equal. 3.15 Miscellaneous items not specifically described, but required for completion of the work shall, as nearly as practicable, be of standard types. 3.16 Material imperfections discovered after delivery of materials or during fabrication may, at the Fabricator's option, be repaired as prescribed in ASTM A6. 3.17 Materials which do not meet the tolerances set forth in ASTM A6 may, at the Fabricator's option, be adjusted by him as specified in ASTM A6 using mechanical means and/or the application of heat. 4. DESIGN AND DETAILING 4.1 Drawings furnished herewith are descriptive of requirements for the structural and miscellaneous steel to be furnished hereunder, but do not attempt to describe all design details. Such design and all detailing shall be provided by the Fabricator, subject to the Engineer's review and to the following conditions: 4.1.1 Design performed by the Fabricator shall be accomplished by or under the direction of a qualified professional engineer registered in the State of California. V: \ri V Mr.\h6iSZii\ W LUGOOSE\CUS-U 1 "1. D V C • • • SPECIFICATION FOR Project No. 77052.001 Raytfmm Engineers & SUPPLY AND FABRICATION OF Spec. No. C05.01 T Constructors STRUCTURAL AND MISCELLANEOUS STEEL Page 8 of 21 4.1.2 Work shall comply with the "Specification for Structural Steel Buildings", "Code of Standard Practice", "Manual of Steel Construction, ASD", "Manual of Steel Construction", Volume II, Connections, ASD", "Detailing for Steel Construction", and the "Engineering for Steel Construction" manuals of AISC, the locally adopted building code and OSHA, unless otherwise specified or indicated. 4.2 Work points on columns, beams, trusses and braces shall be concentric, where connections of reasonable size and complexity are achievable. Work points for deep beams, girders and deep columns may be moved to the top and bottom flanges of the beams and girders and to the face of the columns in order to simplify and reduce the size of the connection. In such situations, the connections and members shall be designed for the secondary eccentric moments. 4.3 All substitutions by the Fabricator of sections and modifications of details, with reasons therefor, shall be submitted with the Fabricator's shop drawings for the Engineer's review. Substitutions of sections, or modifications, and resulting changes in related portions of the work shall be made without increase in the price of the work. 4.4 Connections 4.4.1 Design of connections not detailed on the Drawings shall be completed by the Fabricator and detailed on the shop drawings. Complete calculations for such connections shall be submitted with the Fabricator's shop drawings for review by the Engineer. 4.4.2 Unless otherwise approved by the Engineer, or shown on the Drawings, shop connections shall be welded and field connections shall be bolted. 4.4.3 High strength bolting shall conform to the latest edition of the "Research Council Specification for Structural Joints Using ASTM A325 or A490 Bolts," as endorsed by AISC. Size of high-strength bolts shall be 3/4 inch diameter (minimum) unless otherwise noted on the Drawings. All high- strength bolts shall have one plain hardened washer under the turned element (nut or bolt head). Bolts and nut threads shall be lubricated. 4.4.4 Field connections shall be made using high-strength bolts and Direct Tension Indicators and shall be tensioned to the full pre -tension requirements of the "Specification for Structural Joints Using ASTM A325 or A490 Bolts". 4.4.5 Field connections for secondary members, such as door, window and louver frames, stairs, small free-standing platforms, ladders, handrails and gins, may be bearing -type connections made with bolts conforming to ASTM A307. v: u1v1YlG�LOOLO�wLLUVVJb0.;W-V1 I.LV1, • • . SPECIFICATION FOR Project No. Rayfhem Engineers & SUPPLY AND FABRICATION OF Spec. No. Constructors STRUCTURAL AND MISCELLANEOUS STEEL Page 9 of 21 4.4.6 Minimum size of common bolts shall be 3/4 inch diameter, except for those bolts used to secure stair treads to stringers. These bolts shall be 3/8 inch diameter. 4.4.7 Field connections for primary members (i.e., columns, struts, bracing, beams and girders) shall be made with A325 Bolts. Unless shown otherwise on the drawings, primary connections shall be bearing type connections with threads not excluded from the shear plane. Bolts for bearing connections shall be high-strength, 3/4 -inch diameter (minimum) with one hardened washer and one Direct Tension Indicator. 4.4.8 Shear connections on beams and girders shall be standard AISC connections for A325 Bolts unless special connections are required. 4.4.9 Where slip -critical connections are shown on the drawings, unless other surface preparation is noted elsewhere, faying surfaces of connections shall be assumed to have a Class "A" finish. 4.4.10 The minimum capacity of any framed beam connection shall be for the number of A325 bolts shown in Table A with double angles of 5/16 -inch thickness. Where design shear values exceed these capacities or when tension is transferred through the connection such that angle thickness or bolt diameter must increase, the design loads will be shown on the design Drawing for fabricator design or the connection will be detailed in its entirety on the design Drawing. Beam connections shall be furnished in accordance with Table II and III, Framed Beam Connections, in the AISC Manual of Steel Construction, Ninth Edition, using the number of rows for a given nominal beam depth as shown in the following Table A. Table A W or M Shape S Shape Channel Rows 36 10 33 9 30 8 27,24 7 21 24 6 18 20,18 18 5 16 15 15 4 14,12 12 12 3 10,8 10,8 10,9,8 2 6,5 7,6,5 7,6,5 1 G: \HOME\Eb828\WLDGOOSE\C05-01T. DOC • • SPECIFICATION FOR Project No. RaYffim 11 Engineers & SUPPLY AND FABRICATION OF Spec. No. C05.01 T Constructors STRUCTURAL AND MISCELLANEOUS STEEL Page 10 of 21 4.4.11 Connections of all truss members and bracing members which are subjected primarily to tension and/or compression loads shall be designed for the full capacity of the member in tension. 4.4.12 Connections for monorails and crane rails shall be designed to allow adjustment in the field to meet the rail elevation and alignment tolerances set forth in CMAA specifications No. 70 and No. 74. These specification state that rail and/or running surfaces shall be set within. one-eighth (1/8) inch plus or minus in elevation and horizontal alignment. 4.4.13 Minimum field connections, except for lacing on stair stringers which may have single -bolt connections, shall contain not less than two bolts. 4.4.14 Gussets at bracing connections shall be concentrically connected to both adjacent members unless shown otherwise on the Drawings. If this is not practical, the design shall account for the moment due to eccentric loading. 4.4.15 All bracing member connections shall be designed for the loads shown on the Drawings, but not less than the capacity of two (2) 3/4 inch diameter A325 bolts in bearing type connections. 4.4.16 Material Test Reports for all structural and miscellaneous steel, bolts, nuts and washers shall be forwarded to the Engineer prior to fabrication. 4.4.17 ASTM A325 nut rotation test results for mechanically galvanized bolts and nuts shall be certified and forwarded to the Engineer prior to delivery of bolts and nuts to the project site. 4.5 Grating 4.5.1 Cutouts at columns and bracing gusset plates shall be detailed to clear the column and gusset plates by 1/4 inches. At fireproofed columns the grating shall be detailed to clear fireproofing by 1/4 inches. 4.5.2 Grating shall be anchored to each supporting member with at least two anchoring devices. A minimum of four anchoring devices shall be provided with each piece of grating. Anchoring devices shall be supplied with 5% extra to cover losses. Grating shall be provided with stops to prevent any section from slipping off of supporting steel. Anchors shall consist of 1/4 inch welded stud bolts with hexnut and galvanized steel "U" shaped clip that fits. over two bearing bars, or other proprietary anchorage devices as approved by the Engineer, furnished by the steel fabricator. is 4.5.3 Except as noted, banding bars shall be of the same cross section as the bearing bars -to which they are welded. Banding bars shall be provided as follows: .Ml: mo 1 wu+.i.n- awpigin .I.IPPmmij■arP1A C� C7 SPECIFICATION FOR Project No. 77052.001 RayHmm Engineers & SUPPLY AND FABRICATION OF Spec. No. C05.01 T Constructors STRUCTURAL AND MISCELLANEOUS STEEL Page 11 of 21 a. At open ends of grating, removable grating and their corresponding openings, tops of ladders and approaches to platforms. At heads (tops) of stairs the grating shall receive checkered plate nosing to match the stair tread nosing. At base (bottoms) of stairs, the grating shall receive a band to match the landing kickplate. b. At grating panels with four or fewer cross bars. C. At openings in grating for piping or similar penetrations in which the dimensions of the opening perpendicular to the bearing bars exceeds 4 inches. Openings for penetrations shown on the Drawings shall be cut and banded by the Fabricator. Grating shall be split around the openings into easily removable sections. Unless otherwise shown on the design Drawings, the openings shall be banded with material matching the bearing bar and extending 4 inches above the grating as shown on the Drawings. d. Clear gaps greater than or equal to 2 inches in openings around wide flange columns shall be banded with bars extending 4 inches above the grating. Where these clear gaps are less than 2 inches, the banding shall extend 1 inch above the grating. e. Grating subject to rolling loads shall be banded with material matching the thickness of the bearing bars and 1/4 inches less than the height of the bearing bars. Banding shall be flush with the top of the bearing bars. 4.5.4 All grating warped during fabrication or galvanizing shall be straightened prior to shipment. Each piece of grating, excluding stair treads, shall be marked in the shop with a metal plate having raised letters. The plate shall be continuously tack -welded to each piece prior to galvanizing. 4.6 Floorplate 4.6.1 Removable floorplate shall be attached to supporting steel with 1/2 -inch diameter countersunk flat head, zinc plated, thread rolling tapping screws conforming to SAE J81. The screws shall be spaced not more than 2 feet -6 inch on centers, with a minimum of four bolts per panel unless otherwise shown on approved detail drawings. All other floorplates shall be plug welded to supporting steel with 1/2 -inch diameter plug welds at 2 -feet spacing with a minimum of four welds per panel. 4.6.2 Each removable plate section shall be shop fabricated with two 1 -inch • diameter lifting holes located in opposite corners. V: U'IVMZ%ZOaLO\wLUUUVJb\LVJ-vl 1.UVL • • C7 SPECIFICATION FOR Project No. 77052.001 Rayliwm Engineers & SUPPLY AND FABRICATION OF Spec. No. C05.01 T Constructors STRUCTURAL AND MISCELLANEOUS STEEL Page 12 of 21 4.6.3 Holes in plate shall be cut in the shop and shall be provided with 1/4 -inch kickplate projecting 4 inches above the floorplate. Removable floorplate shall be split around all holes into easily removable sections. 4.7 Crane Rails 4.7.1 Horizontal sweep in crane rails shall not exceed 1/4 inch per 50 feet in length of rail span. Camber shall not exceed +/-1/4 inch per 50 feet in length. 4.7.2 Crane rails shall be so arranged that joints on opposite sides of the runway will be staggered with respect to each other. Rail joints shall not occur at crane girder joints. Rails shall be fastened by means of adjustable clamps as shown on the Drawings. Clamps shall be spaced approximately three feet on centers. 4.8 Safety Cable Holes A 15/16 inch diameter hole shall be provided at the center of the web of each column for attachment of a safety cable or or safety connector toggle. The hole shall be located 3'-6" above the top of steel elevation for each floor level. 5. FABRICATION 5.1 General 5.1.1 Work shall be performed in conformance with the applicable portions of the AISC Specification for Structural Steel Buildings and the AISC Code of Standard Practice. 5.1.2 Fabrication tolerances shall conform to AISC Specification for Structural Steel Buildings, the AISC Code of Standard Practice, AWS D1.1, and as further defined on the Drawings or in these Specifications. 5.1.3 Material shall be fabricated and assembled in the shop to the greatest practical extent. 5.1.4 Column sections shall be milled at splices, at tops of column cap assemblies and on bottom of entire base assembly for full bearing on base plates. Column sections shall be cut square when base plates and splices are to be welded. 5.1.5 Ladders shall be of the steel fixed -vertical type as detailed on the Drawings including basket -guard -hoop -type safety cages. All splices and connections shall have a smooth transition without projections that are sharp or more extensive than required for joint strength. Provide safety gates per the Drawings. G: \HUMI:\1;6S2S\ WLDGOOSE\C05-01T. DUC • • SPECIFICATION FOR Project No. 77052.001 ftvMem Engineers & SUPPLY AND FABRICATION OF Spec. No. C05.01 T Constructors STRUCTURAL AND MISCELLANEOUS STEEL Page 13 of 21 5.1.6 Application of heat to materials shall be as specified in AWS D1.1. 5.1.7 Although the use of the machine method for flame cutting of steel is preferred, steel may be flame cut by hand. All flame cut surfaces shall conform to the tolerances set forth in AWS D1.1. 5.2 Bolting 5.2.1 Bolting shall conform to the "Research Council Specification for Structural Joints Using ASTM A325 or A490 Bolts" and to applicable AISC Standards and Specifications. 5.2.2 A325 bolts used for shop connections shall be tightened by the "turn of the nut" method. 5.3 Welding 5.3.1 Welding shall be performed in accordance with AWS 131.1. 5.3.2 All welding procedures shall be prepared by the Fabricator and shall be submitted to the Engineer for review and approval prior to fabrication. 5.3.3 All welders and tackers for the work described herein shall be qualified in accordance with AWS D1.1. All inspectors used for visual weld inspection shall be certified in accordance with the provisions of AWS QC1, Standard for Qualification and Certification of Welding Inspectors. Personnel performing nondestructive testing shall be qualified in accordance with the current edition of American Society for Nondestructive Testing Recommended Practice No. ASNT-TC1A, NDT Level II. 5.3.4 The Engineer reserves the right to require each welding operator to use a stamp or mark to identify all work done by him. 5.3.5 Welding run-off tabs shall be cut off and ground smooth at the edge of the finished member. 5.3.6 Tack welds which are not incorporated into the final weld shall be removed and ground smooth. 5.3.7 Inadvertent arc strikes shall be removed by grinding. 5.4 In order to compensate for allowable camber or sweep in heavy rigid framing, special shop techniques such as shop layout to working lines should be used. • I 5.5 Application of weldable studs shall be in accordance with manufacturer's printed instructions. V: \ iVMh\hbtl1ES\ WLlJUOUSEICUS-011-.000 AV :7 is SPECIFICATION FOR Project No. 77052.001 /t VHWm Engineers & SUPPLY AND FABRICATION OF Spec. No. C05.01 T Constructors STRUCTURAL AND MISCELLANEOUS STEEL Page 14 of 21 6. PAINTING 6.1 All steel surfaces shall be shop painted except as follows: 6.1.1 Steel members and portions of steel members to be embedded in or bonded to concrete shall be protected with a solvent removable rust -proof coating. 6.1.2 Field weld connections. 6.1.3 Items specified to be galvanized or cladsteel. 6.1.4 Milled or machined surfaces (protect with grease or other anti -rust coating). 6.1.5 Rails, clamps and appurtenances. 6.2 Surface Preoaration 6.2.1 All surfaces of structural and miscellaneous steel, including surfaces not to be painted, except galvanized surfaces, shall be prepared in accordance with SSPC-SP6 "Commercial Blast Cleaning." These surfaces shall be thoroughly wiped down to remove all traces of grit or other contaminants and solvent cleaned in accordance with SSPC-SP1 "Solvent Cleaning," prior to application of the prime coat. All steel surfaces shall be inspected immediately prior to prime coat application to assure that no contamination or rust is present. 6.2.2 Remove all weld splatter and grind smooth the burrs on any cut edges and rough welds. 6.2.3 Surfaces to be painted shall be primed before any rusting can occur and, in any case, within 24 hours of completion of surface preparation and under controlled temperature and humidity. Any rust bloom shall be removed before paint application by suitable hand or power tool cleaning methods. 6.3 Shop paint shall consist of one coat of modified alkyd rust -inhibitive primer. 6.3.1 The paint shall be Tnemec P10-99 Red as manufactured by the Tnemec Company Inc. or an engineer approved equal. 6.3.2 Dry film thickness: 3 mils minimum. 6.3.3 Drying time to handle: 2 hours minimum. 6.3.4 Acceptable colors: Manufacturer's standard colors. C, L SPECIFICATION FOR Project No. 77052.001 R1yHmm Engineers & SUPPLY AND FABRICATION OF Spec. No. C05.01 T Constructors STRUCTURAL AND MISCELLANEOUS STEEL Page 15 of 21 6.4 Application 6.4.1 Prime paint shall be applied in accordance with the SSPC-PA1 and with the manufacturer's printed instruction. It shall be applied by spray, except that touch-up may be done by brush. Temperature of steel and relative humidity at time of painting shall be in accordance with the paint manufacturer's instructions. Maintain steel surface temperature at least 5°F above the dew point. Measure the coatings DFT in accordance with SSPC-PA2 with at least one spot gauge reading on each major face and two other random readings on the other faces every five linear feet of each prime coated structural steel shape. 6.4.2 All painting products and materials shall be delivered in original undamaged and unopened containers bearing the manufacturer's name, brand, type designation, date of manufacture and expiration date. 6.5 Protection Material shall be kept from exposure to weather until it has been shop painted. Steel shall be free from moisture, above freezing, and shall remain under cover until paint has dried. 6.6 Finish Paintinq Field touchup will be performed by Erector. 6.7 • Match Marking Following shop painting or cleaning, each individual steel piece shall receive a unique identification match or erection mark number. Match or erection marks shall incorporate the erection sequence drawing numbers and be identical to those appearing on the Fabricator's shop and erection drawings. 6.7.1 Mark the compass direction on the north or east face of all columns. 6.7.2 Beams and girders shall be marked such that the mark number reads right side up on the left end of the piece. The left end is the mark numbered end as shown on the erection drawing. 6.7.3 Each piece mark shall include the number of the shop drawing on which the piece is detailed, and each column piece mark shall also include the column designation appearing on the design Drawings. • 6.7.4 Erector erected members weighing more than 10 tons and "leave out" members weighing more than 3 tons shall have the weight marked thereon. u: UYUMh\hots23\ W LUGOOshlC05-01 "1'.11OC yr- • SPECIFICATION FOR Project No. 77052.001 HaVH m Engineers & SUPPLY AND FABRICATION OF Spec. No. C05.01 T Constructors STRUCTURAL AND MISCELLANEOUS STEEL Page 16 of 21 6.7.5 All steel other than ASTM A 36 shall be clearly marked with its ASTM Specification and heat number. Markings shall be legible through. all steps of fabrication and erection. 6.7.6 It is the Fabricator's responsibility to affix weather-proof and durable tags or marks so they will remain attached and will be legible after normal shipping, handling and a minimum field outdoor storage of two (2) years. Tags shall have legible piece mark lettering a minimum of one (1) inch high and shall not be closer than two inches to any field weld location. 7. GALVANIZED MATERIAL 7.1 All grating, stair treads, floorplate and metal decking shall be galvanized. 7.2 All steel surfaces shall be prepared in accordance with SSPC-SP8 "Pickling" or SSPC-SP10 "Near -White Metal Blast Cleaning" immediately prior to galvanizing. 7.3 All galvanizing shall be hot -dipped in accordance with ASTM A 123 and ASTM A385 modified as follows: 7.4 Galvanizing shall be done after completion of all cutting, tapping, drilling, forming, punching and welding operations performed in the fabrication shop, but before any assembly by bolting. Bolts, nuts and washers for attachment of galvanized material shall be mechanically galvanized in accordance with ASTM 8695 after all threads have been rolled or cut. Flat sheets shall be galvanized in accordance with ASTM A525. Contact surfaces of bolted connections shall be lightly scored by hand wire brush or blasting after galvanizing and prior to assembly. 7.5 Steel assemblies fabricated by welding, which are to be hot -dip galvanized after fabrication, shall be subject to the safeguards against warpage and distortion during hot -dip galvanizing that are recommended in ASTM A384. 7.6 After galvanizing, steel shall be checked and straightened to.' as true an alignment as is practical to attain, from any warpage, bending, twisting or distorting from the original without any injury to the galvanizing. 7.7 Material rejected by reason of defective coating shall have coating completely removed in acid bath before re -dipping. If any defective material is found upon receipt of material at destination, the Fabricator shall replace this material free of charge FOB destination. Such replaced material shall be subject to inspection. 7.8 The Fabricator shall be responsible that all galvanized material is straight, marked, and packed for shipment in accordance with this Specification. 40 7.9 All pieces shall be legibly stamped before galvanizing with piece marks shown on the erection drawings, with the marking not less than one (1) inch high placed in the same relative location on all pieces. The marking shall be plainly visible after galvanizing. ftRa En Engineers & SPECIFICATION FOR Project No. 77052.001 SUPPLY AND FABRICATION OF Spec. No. C05.01 T Constructors STRUCTURAL AND MISCELLANEOUS STEEL Page 17 of ,2 8. INSPECTION 8.1 Materials supplied and work performed under this Specification may, Engineer's option, be inspected in the shop and will be inspected in the field t The Fabricator shall provide facilities for shop inspection, if requested by the Engineer, at no additional cost. 8.2 The Engineer's Inspector shall be allowed access to all work performed by the Fabricator which shall include, but not be limited to, the following: * Identification of materials * Certification of welders * Verification of suitability of equipment * Qualification or pre qualification of welding procedures * Visual inspection of work before, during and after fabrication * Performance of individual welders * Performance of nondestructive testing 8.3 Material or work not meeting the requirements specified herein, will be rejected and shall be replaced at the Fabricator's expense. Where substandard welds occur or improper materials or procedures are noted, nondestructive examination shall be performed to determine the presence and extent of weld defects. The cost of the nondestructive examinations and weld repairs shall be borne by the Fabricator. 8.4 The Fabricator shall be responsible for all errors in detailing and fabrication and for correct fitting and attachment of structural members. 8.5 All shop welding shall be 100% visually inspected by the Fabricator an documented on inspection reports. The standard for visual acceptance shall be in accordance with AWS D1.1. If, based on this standard, the weld is rejected, the entire weld shall be gouged out for a distance equal to the length of the crack plus two inches at each end of the crack, then rewelded, following accepted welding procedures, at the Fabricator's expense. Such rewelding is subject to reinspection. 8.6 The cost of visual weld inspection and non-destructive testing is to be a part of the Fabricator's fabrication expense. If AWS qualified inspectors are not a part of the Fabricator's Quality Control Program, an independent testing lab, employing AWS QC1 certified Inspectors, shall be retained by Fabricator at the Fabricator's expense. The Fabricator's inspectors shall not be involved in production work while acting as an inspector. 8.7 All full penetration welds shall be 100% ultrasonically tested criteria of AWS DIASection 6, Part C, using an ASNT-TC- A Level II tensICertif eld nondestructive testing technician. Where shown on the Drawings, fillet and partial penetration welds shall be magnetic particle inspected. Also, a minimum of 10% of the remaining welds shall be selected for testing at the discretion of the • Engineer's Inspector. Where magnetic particle testing is impossible due to construction configuration or inaccessibility, dye penetrant inspection may be used with prior written approval of the Engineer's Inspector. Inspection shall be performed in accordance with AWS D 1.1. G: %nv''1M1E66281W-DG00SE1C05-O1T.DOC • RaY"Ieon Engineers & Constructors SPECIFICATION FOR Project No. SUPPLY AND FABRICATION OF Spec. No. STRUCTURAL AND MISCELLANEOUS STEEL Page 18 of 8.8 Reports of weld test results for the non-destructive examinationro r submitted to the Engineer's inspector for review after testing is completed shall I 8.9 Material test reports and certificates of conformance to the specificatic requirements for all material to be incorporated in the work shall be made availabl for inspection at the Fabricator's shop. 8.10 The Manufacturer shall be responsible for verification of each lot of Direct Tensioi Indicators in accordance with the requirements of ASTM F959. a. Direct tension indicators shall not be assembled to bolt/nut assemblies unti verification of each lot has been confirmed and are in conformance to the specification. 8.11 The Subcontractor shall be responsible for the bolt manufacturer or for performing Rotational Capap ty uTests ring ffor, assembled galvanized high-strength bolts, nuts and washers as specified in ASTM A325 and ASTM A563 Supplementary Requirement Si. a. Bolts, nuts and washer assemblies shall not be shipped to the job site until the results of this test have been approved by the Engineer's Inspector. 9. AUTHORITY TO REJECT The Engineer's Inspector shall have authority to reject all materials and workmanship not conforming to the Drawings and/or specifications. Any defective material found the progress of the work shall be promptly replaced or corrected by the Fabricator to the satisfaction of the Engineer. 10. LIABILITY FOR DEFECTIVE MATERIAL If the Engineer's Inspector, through oversight or otherwise, has accepted m. terial or wor which is defective or contrary to these Specifications or design Drrawings,this mater alk no matter in what stage of completion, may be rejected by the Engineer. The Engineer shall be notified before placing of mill orders and starting of fabrication. 1 • PACKAGING AND SHIPPING 11.1 High-strength bolts, nuts, washers and load indicator washers shall be shipped to the job site in sealed containers from the manufacturer. Different bolt diameters and lengths shall be packaged separately. Containers shall be clearly marked to show the heat or lot number and ASTM designation of the contained material. 11.2 Common bolts of one length and diameter, and one type, and flat and beveled hardened washers of each size hall be packaged separatelose nuts of each�. Y r • is • SPECIFICATION FOR Project No. 77052.001 ftVH m Engineers & SUPPLY AND FABRICATION OF Spec. No. C05.01 T Constructors STRUCTURAL AND MISCELLANEOUS STEEL Page 19 of 21 11.3 Pins, small parts and small packages of bolts, flat and beveled hardened washers and nuts shall be shipped in boxes, crates, kegs, or barrels, but the gross weight of any package shall not exceed 300 pounds. 11.4 Particular attention must be paid to protecting bolts and nuts from moisture and dirt. 11.5 A list and description .of the contained material shall be plainly marked on the outside of each shipping container. 12. DOCUMENTATION 12.1 Documentation identifying the Fabricator as an AISC Certified Fabricator for Category II - Complex Steel Building Structures shall be submitted to the Engineer prior to the start of fabrication. 12.2 Welding Procedure Specifications and ,Certification of all welders, tackers and inspectors that may be involved in the work shall be submitted to the Engineer prior to the start of fabrication. 12.3 Shop and erection drawings, prepared by the Fabricator, shall be submitted to the Engineer for review in accordance with the following: 12.3.1 Review drawings will be examined by the Engineer for general arrangement, dimensions and suitability and returned to the Fabricator marked either "Reviewed/No Comment," "Reviewed/See Comments," or "Revise per Comments and Resubmit for Review." Review by the Engineer of the shop and erection drawings shall not be construed as a complete check, but will indicate only that the general method of construction and detailing is satisfactory. Review of such drawings shall not relieve the Fabricator of the responsibility for any error which may exist, and Fabricator shall be responsible for all dimensions, detail design, and satisfactory fabrication of all work. Material shall not be fabricated or delivered to the jobsite before Engineer's review of shop and erection drawings has been completed and indicated revisions, if any, are made. 12.3.2 Drawings shall include all shop and erection details including cuts, copes, connections, holes, bolts, and welds in structural steel. Drawings shall show size, length, type and required nondestructive testing of all welds. 12.3.3 Where. material is marked "HOLD" on the engineering Drawings, that material shall not be detailed until the "HOLD" is removed by the Engineer. 12.3.4 Prior to preparation of shop drawings, the Fabricator shall submit to the Engineer for approval an erection and detailing sequence plan. 12.3.5 Before commencing detailing, the Fabricator shall submit for approval the piece -mark system which shall comply with the requirement of paragraph • 40 i SPECIFICATION FOR Project No. 77052.001 RayHmm Engineers & SUPPLY AND FABRICATION OF Spec. No. C05.01 T Constructors STRUCTURAL AND MISCELLANEOUS STEEL Page 20 of 21 titled "Painting" which he proposes to use. To be approved by the Engineer, the system must indicate the location of the piece within the structure either in the piece -mark or with appropriate notation on the detail sheet. The piece -mark shall also identify the sheet on which the piece is detailed. 12.3.6 A material list shall be included on each shop drawing. This list shall use the same categories and units used in the(nurchase document) for payment purposes. The categories and quantities shall be subject to confirmation by the Engineer. 12.4 Material test reports and certificates of conformance to the specification requirements shall be submitted to the Engineer for review in accordance with the following: 12.4.1 Material test reports for structural steel shapes, plates and bars, structural pipe, structural tubing, crane rail, etc. which have been ordered by the Fabricator for use in the work shall be submitted to the Engineer for review prior to fabrication. 12.4.2 Material test reports for miscellaneous stock structural material which the Fabricator intends to use in the work shall be submitted to the Engineer for review upon award of the contract. 12.4.3 Material test reports for all shop and field bolts, nuts, washers and load indicator washers which the Fabricator furnishes for the work shall be submitted to the Engineer for review prior to incorporation in the work or shipment to the jobsite. a. Material test reports of high strength bolts shall be in .complete conformance to the requirements of ASTM A325 and shall, as a minimum, include the following: * Manufacturer • Chemical composition * Hardness * Tensile strength/proof load b. Material test reports for nuts shall be in complete conformance to the requirements of ASTM A563 and shall, as a minimum, include the following: u: ulVlvlE\lABLb\ WLUbVVSCK:UJ-UI I.LVI; * Manufacturer • Chemical composition " Hardness * Tensile strength/proof load • L` SPECIFICATION FOR Project No. 77052.001 ftVhhem Engineers & SUPPLY AND FABRICATION OF Spec. No. C05.01 T Constructors STRUCTURAL AND MISCELLANEOUS STEEL Page 21 of 21 C. Material test reports for washers shall be in complete conformance to the requirements of ASTM F436 and shall, as a minimum, include the following: * Manufacturer * Chemical composition * Hardness d. Material test reports for Direct Tension Indicators shall be in complete conformance to the requirements of ASTM F959 and shall, as a minimum, include the following: * Manufacturer * Bolt tension. * Average gap opening e. Material test reports for common bolts, nuts and washers shall be in complete conformance to the requirements of ASTM A307 and shall, as a. minimum, include the following: * Manufacturer * Grade and chemical composition * Hardness * Tensile strength * ASTM designation and grade of nut * ASTM designation and grade of washer �. ua.1:aioGo1�11LVVVJG\I..VJ-V11.LV1. �l 'Raytheon Engineers & Constructors CLIENT: Wild Goose Storage JOB/INQUIRY NO.: 77052.001 FACILITY: Wild Goose Gas Storage SPEC NO.: CO5.O3T LOCATION: Butte County, California SPECIFICATION For ERECTION OF STRUCTURAL AND MISCELLANEOUS STEEL This title page is a record of all revisions of the specification. Each time the specification is changed, only the new or revised pages are issued. For convenience, the nature of each revision is briefly noted below. REV. NO. DATE BY CHECKED APPROVAL PAGES NATURE OF REVISIONS A 10/28/97 RVO VV All For Client Review 0 02/11/98 RVO Approved for Construction ��Q��QROFESS0,y9lF2 � i c t 35808 XT qjE Or Rev. No. LEAD PROC LEAD MECH LEAD LEAD PIPE CIVIL LEAD STRUC LEAD LEAD ARCH ELEC LEAD I&C QA PEM CON PM CDE SUP A -- -- -- -- VV -- -- -- J R W EY -- RYR-- O-- -- -- -- GT -- -- -- -- -- Distribution: Per Project Distribution Matrix • • • SPECIFICATION FOR Project No. 77052.001 ftVf mm Engineers & ERECTION OF Spec. No. 605.03T Constructors STRUCTURAL & MISCELLANEOUS STEEL Page i TABLE OF CONTENTS SECTION PAGE 1. SCOPE .............................................................................................................. 1 2. WORK AND ITEMS FURNISHED BY CONTRACTOR ............................................. 2 3. APPLICABLE PUBLICATIONS ............................................................................. 2 4. MATERIALS ...................................................................................................... 4 5. RECEIVING AND STORAGE................................................................................ 5 6. STRUCTURAL STEEL ERECTION - GENERAL....................................................... 6 7. BOLTED CONNECTIONS.................................................................................... 7 8. WELDED CONNECTIONS.................................................................................... 8 9. CRANE RAIL AND MONORAIL ERECTION............................................................ 8 10. MISCELLANEOUS STEEL ERECTION 9 .................................................................... 11. FIELD TOUCHUP PAINTING............................................................................... 10 12. ERRORS............................................................................................................ 10 13. SUBMITTALS.................................................................................................... 11 14. CLEANUP.......................................................................................................... 11 15. INSPECTION.................................................................................................... 12 G_\H0MP\FRA9AkW1 nrnnQC%rnG_nzr I SPECIFICATION FOR Project No. 77052.001 RaVffm le Engineers & ERECTION OF Spec. No. C05 -03T • Constructors STRUCTURAL & MISCELLANEOUS STEEL Page 1 of 12 1. SCOPE 1.1 This Specification governs the erection of structural and miscellaneous steel. Erection includes furnishing labor, materials and equipment necessary to receive, unload, store, remove from storage and erect steel in accordance with this Specification. 1.2 Structural and miscellaneous steel shall be fabricated and delivered by the Fabricator to the Project site. 1.3 Structural and miscellaneous steel, grating, and associated materials shall be received, unloaded, stored, protected, removed from storage, transported to the point of erection and erected. Such items consist of, but are not limited to, the following: 1.3.1 Columns, beams, girders, trusses, girts, purlins, bracing, column base and bearing plates, steel framing and accessory steel 1.3.2 Structural steel door, window and opening frames and lintels where indicated as part of the work of this Contract. 1.3.3 All steel stairs, including stringers, treads, nosings, landings, bracing and struts. is I 1.3.4 Handrails and kick plates. 1.3.5 Metal ladders, safety cages, and gates. 1.3.6 Metal and/or fiberglass grating. 1.3.7 Crane rail, including joint bars, clamps, and stops. 1.3.8 Raised pattern floor plate. 1.3.9 Equipment supports and hangers. 1.3.10 Pipe and cable tray support beams. 1.3.1 1 High strength and common bolted connections, including field bolts and shims. 1.3.12 Fabric reinforced neoprene or other proprietary bearing pads, bushings, etc., required in conjunction with the structural steel erection. 1.4 Column base plates and beam bearing plates shall be grouted as shown on the drawings . and in accordance with Project Specification B05.04T. 1.5 Subcontractor shall furnish the following: • 1.5.1 Any high strength or common bolt fasteners (including washers, nuts, bolts, Direct Tension Indicators) in excess of the 2% extra furnished by the Fabricator that are required to complete the erection shall be furnished by the G:\HOME\E6828\WLDGOOSE\C05-03T • • • SPECIFICATION FOR Project No. 77052.001 RaVHIL4 f Engineers & ERECTION OF Spec. No. C05 -03T Constructors STRUCTURAL & MISCELLANEOUS STEEL Page 2 of 12 Subcontractor, at his expense, and shall conform to the requirements of this Specification. 1.5.2 Welding electrodes and supplies as required to complete field erection. 1.5.3 Weldable studs to complete assembly of members 1.5.4 Paint for repairing damaged/abraded ferrous surfaces 1.5.5 Labor, material and equipment required to grout all base plates. 1.5.6 Rigging tools, slings, shackles, etc., as required, to erect structural and miscellaneous steel. 1.5.7 Non -shrink grout as per Project Specification B05.04T. 2. WORK AND ITEMS FURNISHED BY CONTRACTOR 2.1 The Contractor will furnish the following materials, services and equipment: 2.1.1 Permanent survey monuments for horizontal and vertical control at locations shown on the Drawings. The Subcontractor shall transfer working lines and grades necessary for his operations. 2.1.2 Space for the Subcontractor's temporary buildings, storage of materials and parking near the main plant area, as designated and approved by the Contractor. 2.1.3 Foundations, including anchor bolts and other embedments, in place by others. 2.2 The Fabricator shall prepare shop and erection drawings. The Engineer's design Drawings and the shop and erection drawings shall be furnished to the Subcontractor. Work shall be performed in accordance with these drawings and this Specification. 3. APPLICABLE PUBLICATIONS The latest editions of the following specifications, codes and standards, including revisions and supplements in effect on May 1, 1997, form a part of this Specification in their entirety, except as modified by this Specification. 3.1 American Institute of Steel Construction (AISC) Manual of Steel Construction, ASD Specification for Structural Steel Buildings Code of Standard Practice for Steel Buildings and Bridges 3.2 Research Council on Structural Connections. Specification for Structural Joints Using ASTM A325 or A490 Bolts. G:\HOME\E6828\WLDGOOSE\C05-03T ` Rayf'heoe Engineers & SPECIFICATION FOR Project No. 77052.001 ERECTION OF Spec. No. C05 -03T Constructors STRUCTURAL & MISCELLANEOUS STEEL Page 3 of 12 3.3 .• American Society for Testing and Materials (ASTM) A36 Specification for Structural Steel. A53 Specification for Pipe, Steel, Black and Hot -Dipped, Zinc -Coated Welded Seamless. and A90 Test Method for Weight of Coating on Zinc -Coated (Galvanized) Articles. Iron or Steel A108. Specification for Steel Bars, Carbon, Cold -Finished, Standard Quality. A123 Specification for Zinc (Hot -Galvanized) Coatings on Products Fabricated from Rolled, Pressed, and Forged Steel Shapes, Plates, Bars and Strip. A143 Practice for Safeguarding Against Embrittlement of Hot -Dip Galvanized Structural Steel Products and Procedure for Detecting Embrittlement. A153 Specification for Zinc Coating (Hot -Dip) on Iron and Steel Hardware. A307 Specification for Carbon Steel Externally Threaded Standard Fasteners. • A325 Specification for High -Strength Bolts for Structural Steel Joints. A384 Practice for Safeguarding Against Warpage and Distortion During Hot -Dip Galvanizing of Steel Assemblies. A385 Practice for Providing High -Quality Zinc Coatings (Hot -Dip). A 446 Specification for Steel Sheet, Zinc -Coated (Galvanized) by the Hot Dip Process, Structural (Physical) Quality A500 Specification for Cold -Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shades. A525 Specification for General Requirements for Steel Sheet, Zinc -Coated (Galvanized) by the Hot -Dip Process. A563 Specification for Carbon and Alloy Steel Nuts. A569 Specification for Steel, Carbon (0.15 Maximum Percent) Hot -Rolled and Strip, Commercial Quality. Sheet E3695 Specification for Coating of Zinc Mechanically Deposited on Iron and +Steel. • E165 Practice for Liquid Penetrant Inspection Method. E709 Practice for Magnetic Particle Examination. GAH0MEIE&828\WLDG00SE C05 -03T SPECIFICATION FOR Project No. 77052.001 ftYHMM Engineers & ERECTION OF Spec. No. C05 -03T • Constructors STRUCTURAL & MISCELLANEOUS STEEL Page 4 of 12 F436 Specification for Hardened Steel Washers. F959 Specification for Compressible -Washer -Type Direct Tension Indicators for Use with Structural Fasteners. 3.4 American Welding Society (AWS) D1.1 Structural Welding Code 3.5 Steel Structures Painting Council (SSPC)- PA1 Shop, Field and Maintenance Painting SP2 Hand Tool Cleaning SP3 Power Tool Cleaning SP7 Brush -Off Blast Cleaning 3.6 Crane Manufacturer's Association of America (CMAA) • I CMAA Specification #70 and #74 - Specification for Electric Overhead Traveling Cranes. 3.7 Occupational Safety and Health Administration (OSHA) Title 29, Part 1910, Occupational Safety and Health Standards Title 29, Part 1926, Construction Safety and Health Regulations. 3.8 Project Specifications Grouting Specification for Equipment and Structural Support, Specification No. B05.04T. 3.9 Should a conflict be found between the listed codes and standard and this Specification and/or Project Drawings, the conflict shall be submitted to the Engineer for resolution prior to proceeding with the affected work. 4. MATERIALS 4.1 The Subcontractor shall furnish the following materials 4.1.1 Welding electrodes for carbon steel materials shall have a 70,000 psi • minimum tensile strength and comply with Table 4.1, AWS D1.1. 4.1.2 Grout shall 'conform to the requirements of Grouting Specification for Equipment and Structural Support, specification No. B05.04T and as specified on the Drawings. G:\HOME\E6828\WLDGOOSE\CO5-03T ih.. SPECIFICATION FOR Project No. 77052.001 RaVHMM Engineers & ERECTION OF Spec. No. C05 -03T • Constructors STRUCTURAL & MISCELLANEOUS STEEL Page 5 of 12 4.2 Should the Subcontractor be required to furnish various materials, they shall conform to the latest editions of the specified codes, standards and regulations, as indicated, and as specified herein. 4.2.1 Structural steel shapes and plates shall conform to ASTM A36. 4.2.2 Steel pipe for handrail shall conform to ASTM A53, Grade B. 4.2.3 High-strength bolts shall conform to ASTM A325, Type 1 4.2.4 Common bolts shall conform to ASTM A307, Grade A with heavy hex nuts as required. 4.2.5 Nuts for A325 bolts shall conform to ASTM A563, Grade DH. 4.2.6 Washers shall conform to ASTM F436. 4.2.7 Direct Tension Indicators shall be as manufactured by J&M Turner, Inc., or Engineer approved equal, and shall conform to ASTM F959. • 4.2.8 Weldable studs, 7/8 inch diameter and smaller, shall conform to ASTM A108 and be "Nelson Studs" as manufactured by Nelson Stud Welding Company, or Engineer approved equal. 4.2.9 Paint for touch-up of prime paint shall be the same as the shop applied primer applied by the Fabricator 4.2.10 Paint for touch-up of galvanized steel shall be "Galvanox Type 1 " as manufactured by Subox Division of Carboline Company or an Engineer approved substitute. 5. RECEIVING AND STORAGE The Subcontractor shall furnish labor, equipment and materials to unload and place in storage the deliveries of structural steel and miscellaneous steel. 5.1 A visual inspection of delivered materials shall be performed by the Subcontractor prior to unloading. Any. damage shall be brought to the attention of and acknowledged by the Fabricator's delivery agent prior to unloading and the Contractor shall be advised of the damage in writing. 5.2 Bills of Lading shall be checked as materials are unloaded. Shortages shall be acknowledged by the Fabricator's delivery agent's initials on the Bill of Lading and the is Contractor advised in writing. No claims will be allowed the Subcontractor for material shortages or damages. unless the Subcontractor so notifies the Contractor, in writing, within two weeks after receipt of the materials. G:\HOME\E6828\WLDGOOSE\CO5-03T SPECIFICATION FOR Project No. 77052.001 M11M M Engineers & ERECTION OF Spec. No. C05 -03T • Constructors STRUCTURAL & MISCELLANEOUS STEEL Page 6 of 12 5.3 The materials shall be handled and stored in a manner that will: preclude physical damage, reduce coating damage, water -holding pockets and surface contamination. 5.4 The inventory control shall include, in addition to the materials, the storage location of the material. 5.5 Unloading operations shall be performed with minimum delay. Any cost of demurrage resulting from the Subcontractor's neglect to unload materials promptly shall be the expense of the Subcontractor. 6. STRUCTURAL STEEL ERECTION - GENERAL The Subcontractor shall furnish labor, equipment and materials, including erection bolts, welding electrodes, drift pins, etc., for removal from storage and erecting of structural and miscellaneous steel. Erection shall comply with the following and the requirements of the applicable publications unless otherwise specified or noted on the Drawings. 6.1 Erection shall be in accordance with "Approved for Construction" Drawings and Fabricator's "Certified for Construction" shop and erection drawings and the AISC "Manual of Steel Construction," including the "Specification for Structural Steel Buildings," and the "Code of Standard Practice," unless otherwise specified or noted • on the approved Drawings. 6.2 Splicing of compression members shall be done after the abutting surfaces have been brought into contact. Bearing surfaces shall be cleaned with burrs removed prior to assembly. 6.3 No connections or splices shall be made in the field except where shown on the approved drawings or as otherwise approved by the Engineer. 6.4 Base and bearing plates shall be supported and aligned on steel wedges and shims. After the supported members have been properly positioned and the anchor nuts tightened, the entire area under the plate will be grouted in accordance with "Grouting Specification for Equipment and Structural Support", Specification No. B05.04T. Wedges and shims shall be cut-off flush with edges of the column base or bearing plates where required to achieve a neat appearance. 6.5 The Subcontractor shall furnish and install all temporary bracing and/or guying required to enable the members and structure to resist seismic, wind, dead load, or other loads imposed on the incomplete structure including such bracing as may be shown on the design or erection drawings. 6.6 No bolting, other than temporary or for fit -up, or welding shall be performed until as much of the structure as will be stiffened thereby has been properly aligned and plumbed to comply with the tolerances of AISC Code of Standard Practice for Steel • Buildings and Bridges. 6.7 The Work shall be securely bolted or welded to support all dead, live, wind or erection loads prior to removal of temporary bracing or guys. G:\HOME\E6828\WLDGOOSE\CO5-03T • • is RayHMM Engineers & Constructors 7. BOLTED CONNECTIONS SPECIFICATION FOR Project No. ERECTION OF Spec. No. C05 -03T STRUCTURAL & MISCELLANEOUS STEEL Page 7 of 12 7.1 Unless welded connections are shown on approved drawings or otherwise approved by the Engineer, all field connections shall be bolted. 7.2 Field connections for secondary members, such as stairs, ladders, handrails and girts, may be bearing -type connections made with "common or regular bolts" conforming to ASTM A307. "Common or regular bolts" shall be tightened to a "snug -tight" condition. "Snug -tight" shall be defined as the full effort of a man using an ordinary "spud" wrench. 7.3 Field connections for primary connections shall be bearing type connections. All high- strength bolts shall have one plain hardened washer under the turned element (nut or bolt head).A hardened beveled washer shall be used where the outer face of the bolted parts has a slope greater than 1:20. 7.3.1 Bearing connections: High strength bolts shall be installed in a standard sized hole and shall be tensioned to the full pre -tension requirements of the "Specifications for Structural Joints Using ASTM A325 or A490 Bolts." 7.3.2 Direct Tension Indicators shall be used under the non -turning part of the connection. 7.3.3 Prior to tightening bolts, all plies of the connection shall be drawn into firm contact. Tightening of bolts shall progress from the most rigid part of the connection to its free edges. 7.3.4 Provided that the above procedure has been followed, the control of tightening of high-strength bolts shall be as follows: The clamping force shall have caused the protrusions of the Direct Tension Indicators to partially flatten and thus reduce the gap between the Direct Tension Indicators and the surface of the bolt -nut assembly to the prescribed measurement as established by the Manufacturer. 7.4 If a connection is shown on the drawings to be slip -critical, bolts shall be installed as follows: 7.4.1 Slip -critical connections are designed for a class "A" surface condition. High strength bolts shall be installed in standard or over -sized holes, and shall be tensioned to the full pre -tension requirements of the "Specifications for Structural Joints Using ASTM A325 or A490 Bolts." 7.4.2 Direct Tension Indicators shall be used under the non -turning part of the connection. 7.4.3 Hardened washer shall be used under the turned part of the connection. G 1H O ME\E6828\ W LD G 00S E\C05-03T RaWleen Engineers & • Constructors SPECIFICATION FOR Project No. ERECTION OF Spec. No. C05 -03T STRUCTURAL & MISCELLANEOUS STEEL Page 8 of 12 7.4.4 Prior to tightening bolts, all plies of the connection shall be drawn into firm contact. Tightening of bolts shall progress from the most rigid part of the connection to its free edges. 7.4.5 Provided that the above procedure has been followed, the control of tightening of high-strength bolts shall be as follows: The clamping force shall have caused the protrusions of the Direct Tension Indicators to partially flatten and thus reduce the gap between the Direct Tension Indicators and the surface of the bolt -nut assembly to the prescribed measurement as established by the Manufacturer. 7.5 The installation of all high-strength bolts shall be supervised and inspected by an inspector retained by the Contractor. Inspection shall be as specified in Paragraph 16, "Inspection." In the event bolting operations or in-place bolts do not meet specifications, corrections shall be made by the Subcontractor as directed by the Engineer. 7.6 Drift pins may be used to bring parts into alignment, but shall not be used in a manner which will distort or damage the structural steel. Gas cutting shall not be used to enlarge holes. Suitable reaming devices shall be used if minor enlargement of holes is necessary. 8. WELDED CONNECTIONS 8.1 Field welding shall not be permitted unless shown on the approved drawings, or directed in writing by the Engineer. 8.2 Where welding or tacking is required, it shall be performed by welders or tackers who are qualified in accordance with the requirements of AWS "Structural. Welding Code" D1.1 and have passed such qualification tests within the six (6) months prior to start of erection work. 8.3 Prior to use of any welder or tacker on the work, the Subcontractor shall submit legible reproductions of the qualification test report(s) for each welder or tacker for each class of work to be done in accordance with the governing code(s). Two (2) copies of each welder qualification report shall be delivered to the Contractor. 8.4 Welding shall be performed in accordance with the approved drawings, the AWS "Structural Welding Code" D1.1 and the requirements set forth in the AISC "Specification for Structural Steel Buildings." 9. . CRANE RAIL AND MONORAIL ERECTION • Crane rails shall be installed straight, parallel and level at the elevations shown on the Drawings. Tolerances shall be as set forth in CMAA Specification No. 70 and No. 74. Vertical and horizontal variations shall not exceed plus or minus (±) one-eighth (1/8) inch. G:\HOME\E6828\WLDGOOSE\CO5-03T T l• SPECIFICATION FOR Project No. 77052.00, ftYMeon Engineers & ERECTION OF Spec. No. C05 -03T • Constructors STRUCTURAL & MISCELLANEOUS STEEL Page 9 of 12 10. MISCELLANEOUS STEEL ERECTION 10.1 Holes for pipes passing through the grating, which are not provided in the fabricator's shop, shall be cut and banded in the field in accordance with field measurements of the pipes in place. Field cut openings 10 inches in diameter or 12 inches in diagonal or larger shall be banded with 5-1/4 by 1/4 inch plate with 4 inch projection above the top of grating. Smaller openings shall be banded with 2-1/4 by 3/16 inch bar with 1 inch projection above the top of.grating. All field cut grating shall be cleaned and have any damaged galvanizing repaired by using "Galvanox Type 1 ", including banding. 10.2 Holes for pipes shall clear the pipe, or pipe insulation, by not less than one (1) inch or more than 1-1/2 inches, except that the arrangement shall allow for the displacement of pipes due to their expansion or contraction without contact between the grating and pipe or pipe insulation. .10.3 Grating panels shall be anchored to supporting members as shown on the approved drawings. Anchors shall consist of 1/4 inch welded stud bolts with hexnut and steel clip, furnished by the steel fabricator, or other proprietary anchorage devices as approved by the Engineer. • 10.4 Grating panels shall be attached with a minimum of four clips. Extra clips shall be installed as required to provide a smooth walking surface without vertical offsets exceeding 1/8 inch at adjacent panels. • 10.5 Removable floor plate shall be attached to supporting steel . with 1/2 inch diameter countersunk flat head, zinc plated, thread rolling tapping screws conforming to SAE J81. The screws shall be spaced not more than 2 feet 6 inches on centers, with a minimum of four bolts per panel unless otherwise shown on approved drawings. All other floor plate shall be plug welded to supporting steel with 1/2 inch diameter plug welds at 2 feet spacing with a minimum of four welds per panel. All plug -welded floor plate shall be cleaned and have any damaged galvanizing repaired by using "Galvanox Type 1." 10.6 Adjacent floor plate panels or floor plate panels adjacent to other types of walking surfaces shall be installed in such a manner as to ensure that no more than 1/8 inch difference in height shall exist between the adjoining surfaces. This may be accomplished by straightening the floor plate panels and/or by adding additional bolts (in the case of removable floor plate) or welds. 10.7 Handrail and posts shall be installed in accordance with approved drawings. G:\H0ME\E6828\WLOG00SE\C05-03T SPECIFICATION FOR Project No. 77052.001 Rayl:fe m Engineers & ERECTION OF Spec. No. C05 -03T Constructors STRUCTURAL & MISCELLANEOUS STEEL Page 10 of 12 11. FIELD TOUCHUP PAINTING 11.1 The Subcontractor shall perform field touch-up painting for the erected steel as follows: 11.1.1 Scarred or abraded shop primed surfaces. 1 1.1.2 Areas left unprimed by the Fabricator for field welding operations. 11.1.3 Shop applied primer damaged by field welding. 11.1.4 Field installed bolted connections for exterior steel. Painting of bolted connections made in the field shall not commence until after the bolts have been tightened, inspected and approved by the Contractor's inspector. 11.1.5 Galvanized surfaces that have been abraded, field cut, or damaged by field welding. 11.2 Ferrous surfaces specified above shall be prepared in accordance with SSPC-SP3 44e-. 3 "Power Tool Cleaning." •11.3 The Subcontractor shall communicate with the Fabricator to ensure that the touch-up primer is the same paint as the shop primer. 11.4 Application and curing of paint shall be in strict accordance with the Manufacturer's instructions and SSPC-PA1. A minimum of one coat of primer shall be applied to the prepared surfaces. 11.5 Prepared areas of galvanized materials shall be coated with a minimum of two coats of "Galvanox Type 1 " as manufactured by the Subox Division of the Carboline Chemical Company. Galvanox shall be applied in accordance with the Manufacturer's recommendations. 12. ERRORS 12.1 Errors in detailing and/or fabrication or deformation caused by improper handling, which prevent proper assembly, shall be reported immediately to the Contractor.. All field corrections or modifications to main members such as rigid frames, bracing, beams, girders, and columns shall be submitted to the Engineer for approval. Corrections or modifications to secondary members shall be coordinated with the Engineer prior to being made by the Subcontractor. 12.1.1 In general, corrective actions will be one of the following: • a. The Fabricator will make the corrections if such corrections will not adversely affect the Project schedule. G AHO ME\E6828\W LDG00SE\C05-03T SPECIFICATION FOR Project No. 77052.001 ftYUMM Engineers & ERECTION OF Spec. No. C05 -03T • Constructors STRUCTURAL & MISCELLANEOUS STEEL Page 11 of 12 b. The Subcontractor shall make the corrections after consulting with the Fabricator. 12.1.2 Use of gas cutting for correction of errors shall be permitted only when approved by the Engineer. 12.2 Work that is not in conformance to this Specification or damage to materials resulting from actions of the Subcontractor in the performance of the Work shall be corrected, at the expense of the Subcontractor as directed by the Engineer. The Subcontractor shall notify the Contractor in writing of such damage or non-conformance. 13. SUBMITTALS 13.1 In addition to the inspection reports and welder's qualification reports to be submitted to the Contractor by the Subcontractor, two copies of the following documentation shall also be submitted to the Contractor as soon as possible and prior to erection or use of materials delivered by the Fabricator. 13.1.1 Material Received Reports • 13.1.2 Overage - Shortage - Damage Reports 13.1.3 Fabrication Error Reports 13.1.4 Fabricator's Certification and Material Test Reports,submitted with each delivery 13.2 Prior to final -inspections and acceptance by the Contractor or his representative, the Subcontractor shall submit to the Contractor four copies of a certificate of conformance to this Specification. 14. CLEANUP 14.1 Upon completion of erection and prior to the Contractor's final acceptance of the Work or any portion of the Work, the Subcontractor shall remove all falsework, debris, rubbish and unused materials furnished by the Subcontractor from his Work areas and the Project or from the Work area if acceptance is for a portion of the Work. Disposal of the above shall be at the Subcontractor's expense. 14.2 The Subcontractor shall leave his Work areas neat and clean and subject to approval of the Contractor so that subsequent construction can proceed. • 14.3 The Subcontractor shall, in addition to the above, dispose of unused material furnished by the Contractor as directed by the Contractor. Such material is not to be removed from the Project site unless directed by the Contractor. G:\HOME\E6828\WLDGOOSE\CO5-03T .� fl a„ Rayl peon Engineers & • Constructors 15. INSPECTION SPECIFICATION FOR Project No. 77052.00' ERECTION OF Spec. No. C05 -03T STRUCTURAL & MISCELLANEOUS STEEL Page 12 of 12 15.1 Throughout all periods of erection, the Contractor or his representatives may inspect portions or components of the erected structures. The Subcontractor shall provide access for him, and shall provide cooperation and assistance as may be requested. 15.2 The installation of high-strength bolts will be supervised and inspected by an inspector retained by the Contractor. The Subcontractor shall provide required labor, safe access and work space for the proper testing and inspection of all bolted connections. 15.3 Inspection of bearing type high-strength bolted connections will be made by visually inspecting the connection to insure that the plies of the connection are in firm contact and that the protrusions of each Direct Tension Indicator have been flattened to the proper extent. 15.4 Inspection of slip -critical high-strength bolted connections, if required, will be made by checking the average gap of each Direct Tension Indicator of the assembly with a feeler gage. The feeler gage will be used as a "No -Go" inspection tool. If the gage does not enter the gap, but a gap is evident, the installation will be considered satisfactory. • 15.5 All field welding shall be 100 % visually inspected by the Subcontractor and documented on inspection reports. The standard for visual acceptance shall be in accordance with AWS D1.1. If, based on this standard, the weld is rejected, the entire weld shall be gouged out for a distance equal to the length of the crack plus two inches at each end of the crack, then rewelded, following accepted welding procedures, at the Subcontractor's expense. Such rewelding is subject to reinspection. 15.6 The cost of visual weld inspection and non-destructive testing is to be a part of the Subcontractor's expense. If AWS qualified inspectors are not a part of the Subcontractor's Quality Control Program, an independent testing lab, employing AWS QC 1 certified inspectors, shall be retained by Subcontractor at the Subcontractor's expense. The Subcontractor's inspectors shall not be involved in production work while acting as an inspector. 15.7 All full penetration field welds shall be 100 % ultrasonically tested per tension weld criteria of AWS D1.1, Section 6, Part C, using an ASNT-TC-1 A Level II Certified nondestructive testing technician. Where shown on the Drawings, fillet and partial penetration field welds shall be magnetic particle inspected. Also, a minimum of 10% of the remaining field -welds shall be selected for testing at the discretion of the Engineer's Inspector. Where magnetic particle testing is impossible due to construction configuration or inaccessibility, dye penetrant inspection may be used with prior written approval of the Engineer's Inspector. Inspection shall be performed • in accordance with AWS D1.1. 15.8 Reports of weld test results for the non-destructive examination program shall be submitted to the Engineer's Inspector for review after testing is completed. G AHOME\E6828\W LDGOOSE\C05-03T ►. 3 I i i �glheon Engineers & Constructors CLIENT: Wild Goose Storage JOB/INQUIRY NO.: 77052.001 FACILITY: Wild Goose Gas Storage SPEC NO.: B05.04T LOCATION: Butte County, California GROUTING SPECIFICATION For EQUIPMENT AND STRUCTURAL SUPPORT This title page is a record of all revisions of the specification. Each time the specification is changed, only the new or revised pages are issued. For convenience, the nature of each revision is briefly noted below. REV. NO. DATE BY CHECKED APPROVAL PAGES NATURE OF REVISIONS A 10/16/97 RVO VV All For Client Review 0 10129197 All Approved for Construction E SSl pygl �oQ�pF CC 3 �T9rF FICAt�Eo`��\Q Rev. LEAD LEAD LEAD LEAD LEAD LEAD LEAD LEAD CON No. PROC MECH PIPE CIVIL STRUC ARCH ELEC I&C QA PEM PM CDE SUP A -- RWM EGD -- VV -- -- -- JR JE -- RVO -- 0 6L% -- -- Distribution: Per Project Distribution Matrix 0 As GROUTING SPECIFICATION Project No. 77052.001 RayHwon Engineers & FOR Spec. No. B05.04T Constructors EQUIPMENT AND STRUCTURAL SUPPORT Page i TABLE OF CONTENTS SECTION Page 1. SCOPE............................................................................................... 1 2. CODES AND STANDARDS.................................................................. 1 3. MATERIALS....................................................................................... 2 4. EPDXY GROUT.................................................................................... 2 5. DELIVERY, STORAGE, HANDLING AND SUBMITTALS ........................... 3 6. PROPORTIONING AND MIXING............................................................ 3 7. USE AND LOCATION.......................................................................... 5 8. PREPARATION FOR INSTALLATION..................................................... 5 9. PLACING - NONSHRINK AND DRY -PACK GROUT ..........:....................... 7 10. PLACING - EPDXY GROUT................................................................... 8 11. FINISHING, CURING AND PROTECTING ................................:............... 8 12. SAMPLING AND TESTING....................................................................10 0 -0 GROUTING SPECIFICATION Project No. 77052.001 Ramat"tn Engineers & FOR Spec. No. B05.04T Constructors EQUIPMENT AND STRUCTURAL SUPPORT Page 1 of 10 1 . SCOPE This Specification shall govern the furnishing, storing and installing of grout. The work may include but not be limited to the following: Grouting steel column base plates, equipment bases and sleeved anchor bolts. Grouting anchor bolts, reinforcing bars and dowels into existing concrete. 2. CODES AND STANDARDS The latest editions of the following codes, specifications, standards and publications with applicable supplements and revisions thereto in effect on May 1, 1997 form a part of this Specification by reference as if published in full content. 2.1. American Society for Testing and Materials Standards (ASTM) C31 Making and Curing Concrete Test Specimens in the Field C109 Test for Compressive Strength of Hydraulic Cement Mortars (Using 2 -inch or 50 -mm cube specimens) C150 Specification for Portland Cement C191 Time of Setting of Hydraulic Cement C404 Specification for Aggregate for Masonry Grout C827 Early Volume Change of Cementitious Materials C881 Specification For Epoxy -Resin -Base Bonding Systems for Concrete C882 Standard, Test Method for Bond Strength of Epoxy -Resin Systems Used with Concrete C1090 Test Method for Measuring Changes in Height of Cylindrical Specimens from Hydraulic Cement Grout C1 107 Packaged Dry, Hydraulic -Cement Grout (nonshrink) 2.2. American Concrete Institute Design Standards (ACI) ACI 347 Recommended Practice for Concrete Formwork • . • -0 GROUTING SPECIFICATION Project No. 77052.001 RayHlem Engineers & FOR Spec. No. B05.04T Constructors EQUIPMENT AND STRUCTURAL SUPPORT Page 2 of 10 3. MATERIALS 3.1. Cement Cement shall be an approved brand of Portland cement conforming to ASTM C150, and shall be Type V, low alkali. Alkali content shall not exceed 0.60 percent as measured by the percent of sodium oxide plus 0.658 times the percent of potassium oxide. Only one brand of cement shall be used throughout the work. 3.2. Aggregate Fine aggregate for use in sand -cement dry -pack grout shall conform to the requirements of ASTM C404 and shall be natural fine aggregate, size No. 2. Size No. 1 having a fineness modulus between 2.6 and 3.0 may be used when approved by the Owner. 3.3. Water Water shall be clean and potable. 3.4. Nonshrink Grout 3.4.1. Nonshrink grout shall be a commercially available factory -premixed material which is composed primarily of portland cement and natural mineral aggregates. Grout mix that contains corrosive iron, aluminum, expansive cement, gypsum or gas forming agents will not be acceptable. The grout shall be nonshrink when tested in accordance with ASTM C827 and ASTM C 1090 and shall conform to ASTM C 1107, Grade C. It shall have an initial setting time of not less than 45 minutes when tested in accordance with ASTM C191. The manufacturers recommendations for mixing and placing must be printed on the outside of each bag. The grout must not require vertical confinement or capping. 3.4.2. Nonshrink grout shall show no vertical shrinkage (0.0%) in either the plastic or hardened state, and a maximum expansion of 0.3% in the hardened state. 4. EPDXY GROUT 4.1. Epoxy grout shall be a two -component, 100 percent solids, 100 percent reactive, moisture insensitive epoxy -resin system. Grout shall conform to ASTM C881 standard for Type IV, Grade 3, epoxy resin adhesives. Epoxy grout shall be "Sikadur 31, Hi -Mod Gel" for vertical and overhead application and "Sikadur 32, Hi -Mod" for horizontal application, both as manufactured by Sika Chemical Corporation, or Engineer approved equal. • -0 GROUTING SPECIFICATION Project No. 77052.001 ftMem Engineers & FOR Spec. No. B05.04T Constructors EQUIPMENT AND STRUCTURAL SUPPORT Page 3 of 10 5. DELIVERY, STORAGE, HANDLING AND SUBMITTALS 5.1. Materials shall be delivered in the original packaging, clearly labeled with the manufacturer's name, kind and name of product, batch number, date and place of manufacture and instructions of use. 5.2. Nonshrink cement -based grout and epoxy grout aggregate shall be delivered in sound dry bags and epoxy grout liquid components in sealed containers. Grout shall be stored in a dry, weatherproof area and within the temperature range recommended by the manufacturer. 5.3. Any material which becomes damp or otherwise defective shall be immediately removed from the site and disposed of at no expense to Owner. 6. PROPORTIONING AND MIXING 6.1. Nonshrink Grout 6.1.1. Grout shall be prepared in strict accordance with the manufacturer's recommendations. Mixing shall be with a mechanical mortar mixer. Hand mixing will not be permitted. Grout shall be mixed as near as possible to the location being grouted. 6.1.2. The grout components shall be conditioned for 24 hours prior to mixing to the temperature specified by the grout manufacturer to produce the best results. 6.1.3. Water shall be accurately measured or weighed and shall be added slowly to assure efficient mixing and to obtain the desired consistency. Mixing shall be continued for a minimum of 5 minutes after adding the water, or longer if necessary to obtain uniform consistency throughout the batch. For locations where the grout must be.flowed into place, additional water may be used in batching, but not in excess of the maximum amount recommended by the manufacturer. Mixing water having a temperature above 80°F shall not be used. 6.1.4. Grout batches shall be limited to quantities that can be placed in 15 minutes. Retempering shall not be allowed. Grout that has stiffened due to delay in' placing shall be discarded. 6.1.5. The cured grout shall develop a minimum compressive strength of 3000 psi at 7 days, and 5000 psi at 28 days. Specimens shall be molded, cured and tested in accordance with ASTM C109. • • J GROUTING SPECIFICATION Project No. 77052.001 Haylhc4m Engineers & FOR Spec. No. B05.04T Constructors EQUIPMENT AND STRUCTURAL SUPPORT Page 4 of 10 6.2. Sand -Cement Dry -Pack Grout 6.2.1. Unless otherwise specified by the equipment manufacturer, his field erection supervisor, or by the Engineer, dry -pack grout shall consist of two parts sand to one part Portland cement. The surface -dry sand and cement shall be thoroughly mixed for at least three minutes in a mechanical mortar mixer having a capacity of not more than 2 cubic feet. The dry -mixed material shall then be placed in a mixing box having sufficient area to hold the material in a loose thickness of not more than 4 inches. Water shall be added slowly to bring the mix to a uniformly dark color. The wetted grout shall be mixed manually for not less than 5 minutes. Small amounts of water shall be added until the consistency described below is attained. 6.2.2. Dry -pack grout shall contain only enough water so that a sample squeezed in the hand will form a cast which will retain its shape when the hand is opened. When broken, the cast shall break clean with no powdering or crumbling. If water can be squeezed from the sample or, if during the test, the palm of the hand becomes more than slightly moist, the mix shall be considered too wet for use. Likewise, the mix shall be considered too wet for use if it becomes more than slightly rubbery as it is being compacted. At the proper consistency, the mix when solidly packed shall be just below the point of being rubbery. 6.2.3. Grout batches shall be limited to quantities that can be used within 20 minutes. Grout shall not be retempered. Grout which has attained its initial set, or which has contained its mixing water for more than 30 minutes, shall not be used. 6.2.4. Test samples of grout shall be two-inch cubes. Grout shall develop compressive strengths of 3000 psi at 7 days and 5000 psi at 28 days. Samples shall be compacted similar to field compaction and cured in accordance with Section 7.3 of ASTM C31. Compressive testing shall be in accordance with ASTM C109. 6.3. Epoxy Grout 6.3.1. Proportioning and mixing of epoxy grout shall be in strict accordance with the manufacturer's instructions. 6.3.2. Grout shall develop a minimum compressive strength of 5000 psi at 24 hr. and 10,000 psi at 28 days. 6.3.3. Grout shall meet the test requirements of ASTM C881 and C882. • —0 RayHwen Engineers & Constructors 7. USE AND LOCATION GROUTING SPECIFICATION Project No. 77052.001 FOR Spec. No. B05.04T EQUIPMENT AND STRUCTURAL SUPPORT Page 5 of 10 7.1. Unless modified by equipment manufacturer's recommendations, grouting for sole plates, jacking plates and other similar devices for equipment shall be accomplished using nonshrink grout. 7.2. Grouting of machinery, pumps, compressors and other equipment having dynamic operating forces shall be in strict compliance with the equipment manufacturer's recommendations. If the equipment manufacturer's recommendations are not available, such machinery and equipment shall be grouted with nonshrink grout. 7.3. Grouting for tanks and vessels may be flowable nonshrink or dry -pack grout as approved by the Engineer. 7.4. Column base plates having shear lugs, and column base plates to which access is limited, shall be grouted with nonshrink grout. Where accessible and without shear lugs, column base plates may be grouted with dry -pack grout. 7.5. Epoxy grout shall be used for anchoring reinforcing bars, dowels and anchor bolts into existing concrete. 7.6. The Contractor shall obtain the Engineer's approval for specific grout applications other than above. 8. PREPARATION FOR INSTALLATION 8.1. Preparation of Surfaces 8.1.1. Concrete Surfaces a. All concrete surfaces which will be in contact with grout for column base plates and equipment bases, shall be chipped as necessary to remove all laitance, unsound concrete, oil or grease stained concrete, and shall be roughened to provide for good bonding. The resulting concrete surface shall be free of dust or loose particles with the aggregate exposed. b. Concrete surfaces prepared as in (a) above which will be in contact with grout, other than epoxy grout, shall be saturated with water and kept constantly wet by means of water -soaked burlap, fog spray, or other approved means, for a period of not less than 24 hours prior to placement of grout. During placement of grout, the wetted concrete surfaces which will be in contact with grout shall be kept wet, but free from excess water. • GROUTING SPECIFICATION Project No. 77052.001 RayHhi�. Engineers c& FOR Spec. No. 805.04T Constructors EQUIPMENT AND STRUCTURAL SUPPORT Page 6 of 10 C. When recommended by the grout manufacturer, concrete surfaces shall be warmed or cooled to temperatures specified for best results. 8.1.2. Metal Surfaces a. Metal surfaces which will be in contact with nonshrink or dry -pack grout shall be cleaned of oil, grease, dust and loose material and shall be at temperatures specified. b. Reinforcing bars, dowels and anchor bolts, which are to be epoxy grouted, shall be sandblasted to white metal and shall be clean, dry and at temperatures specified. 8.1.3. Holes in Concrete Holes drilled in hardened concrete for epoxy grouting of anchor bolts, reinforcing bars and dowels shall be drilled with a rotary impact drill to a diameter 1/8 inch greater than the item to be installed in the hole. The hole shall be cleaned with water to remove concrete dust and then dried. Do not use compressed air to dry the hole unless it is oil -free air. The hole shall be clean and dry prior to introduction of the epoxy. 8.1.4. Annular Space at Anchor Bolt Sleeve Cast in place anchor bolts will often be provided with pipe sleeves to facilitate some adjustment of the bolt. The sleeve shall be carefully cleaned of all debris, dried and protected from the entry of any foreign material until the equipment or base plate is in place. The pipe sleeve shall be grouted prior to grouting the equipment or base plate. 8.1.5. Forms a. Forms for flowable grout shall conform to the grout manufacturer's recommendations. The method of forming shall permit rapid and complete filling of the space to be grouted, and shall keep the grout in full contact with the underside of the base plate until the grout has hardened. Forms shall be strong, tight, and braced such that they will not leak or buckle under the weight of the flowable grout. On the side where grout is to be placed, at least 6 inches shall be allowed for the head of grout; the form shall be slanted at a 45 degree angle and the grout shall be placed directly on the slanted face. On all other sides, the Contractor shall provide not less than 2 inches for the head of grout. Forms shall be caulked to prevent leakage and loss of head. Forms shall be treated with an approved wax or oil before grout placement to prevent bonding to the grout. • • 0' GROUTING SPECIFICATION Project No. 77052.001 llayftwn Engineers & FOR Spec. No. B05.04T Constructors EQUIPMENT AND STRUCTURAL SUPPORT Page 7 of 10 b. Forms for dry -pack grout shall be sturdy, strong, and shall be installed in accordance with ACI 347. Forms shall be firmly anchored to resist displacement while ramming the grout. 9. PLACING - NONSHRINK AND DRY -PACK GROUT 9.1. General Unless otherwise permitted by the grout manufacturer and approved by the Engineer, grout shall not be placed when the temperature at the foundation, base plates, equipment or grout is below 40°F or above 90°F. When necessary, temperatures shall be established and maintained by use of heated enclosures or by the use of sunshades, fans, water sprinkling, water soaked burlap or other Engineer approved methods. In no event shall grout be placed at a higher or lower temperature than the grout manufacturer recommends. Grout shall not be placed until the item to be grouted is in final position and fastened. Items of equipment and columns shall have been brought to proper elevation and alignment, leveled or plumbed as applicable, and anchor bolts tightened. 9.2. Nonshrink Groutinq 9.2.1. Grout shall be poured from one side only to avoid entrapping air. Provisions shall be made in advance to relieve entrapped air from beneath foundation plates. 9.2.2. Grout shall be placed quickly and continuously to avoid undesirable effects of overworking, which results in segregation, bleeding and disturbing initial set. 9.2.3. Doubled pieces of flexible steel strapping shall be used for rodding the grout beneath the base plate. The strapping shall be moved slowly back and forth to help flow the grout into place and to assure that air entrapment is minimized. 9.2.4. Unless permitted by the manufacturer grout shall not be vibrated. Adjacent operating machinery, if any, shall be shut down until the grout takes its initial set. 9.2.5. As placing progresses and the space becomes filled with grout, measures shall be taken to keep the grout in full contact with the underside of the base plate until the grout has hardened. A 6 -inch head shall be maintained in the form by the use of additional grout or by weighting the grout. • 0 GROUTING SPECIFICATION Project No. 77052.001 Engineers c& FOR Spec. No. B05.04T Constructors EQUIPMENT AND STRUCTURAL SUPPORT Page 8 of 10 9.2.6. For large base plates, the grout may be placed using standpipes or a grout pump through center holes. Continuous flow of the grout under this pressure grouting method is imperative; and air relief holes shall be provided at the high point of each section. Prior to commencing the grouting, the Contractor shall obtain from the Engineer written approval of the grouting procedure. 9.3. Dry -Pack Grouting 9.3.1. Bonding Coat Immediately before commencing dry -packing, all free water shall be removed and accessible grouting surfaces of the concrete foundation shall be brush coated with a slurry of Portland cement. The dry -packing shall then be accomplished before the brush coat dries. 9.3.2. Packing Packing under base plates shall be done by backing up one side of the open space and placing the mortar from.the other side. The dry -pack grout shall be placed by hand. Each addition shall be rammed into place using suitable hardwood rams and hammer. When the space between the base plate and foundation has been filled, the backing block shall be removed and the face of the grout rammed from the opposite side. Caution shall be exercised to avoid trying to ram too large a quantity of grout into place at one time, resulting in a porous pack. 10. PLACING - EPDXY GROUT Application of epoxy grout shall be in strict conformance to the manufacturer's recommendations. Surfaces to be exposed to the epoxy shall be clean, dry and sound before application. 11. FINISHING, CURING AND PROTECTING 11.1 . Edge Finish 1 1.1 .1. Nonshrink grout Nonshnnk grout shall be finished in accordance with the manufacturer's recommendations. Unless otherwise directed by the Engineer or shown on the drawings, excess grout shall be removed and cut back to terminate with a 45 degree chamfer. 0 GROUTING SPECIFICATION Project No. 77052.001 PlayHleen Engineers & FOR Spec. No. B05.04T Constructors EQUIPMENT AND STRUCTURAL SUPPORT Page 9 of 10 1 1.1 .2. Dry -Pack Grout After the grout has taken some set, but before dry spots appear, the grout shall have loose and excess grout trimmed away, and a fresh dry -pack grout worked into the surfaces and along edges. The grout shall form a slope of approximately 45 degrees such that the top of the slope is at the bottom edge of the base plate or equipment foundation. . 1 1 .1 .3. Epoxy Grout Areas shall be cleaned of excess grout and troweled or ground to a smooth finish to match the surrounding concrete. 11 .2. Curing and Protection During the curing period, grouted equipment shall not be operated nor shall grouted base plates of structural steel be subjected to lateral forces. 11.2.1. Nonshrink Grout Grout shall be cured in accordance with manufacturer's recommendations. Unless otherwise permitted by the Engineer, the grout shall be cured for a minimum of seven days at temperatures of 50°F to 80°F. 11.2.2. Dry -Pack Grout After finishing and before dry spots appear, dry -pack grout shall be cured by ponded water or wet burlap and maintained at temperatures of 50°F to 80°F for at least seven days. 11.2.3. Epoxy Grout Epoxy grout shall be cured in accordance with manufacturer's recommendations. GROUTING SPECIFICATION Project No. 77052.001 Rai/n Engineers & FOR Spec. No. B05.04T Constructors EQUIPMENT AND STRUCTURAL SUPPORT Page 10 of 10 • 12. SAMPLING AND TESTING 12. 1 . Testing Agency 12.1.1. Throughout periods of grouting, the sampling and testing necessary to verify suitability of materials and the grout mixture, and adequacy of the in-place grout, will be determined by the Owner's testing laboratory. 12.1.2. The Contractor shall permit the Owner's testing personnel unrestricted access to delivered or stored materials and to batching and mixing facilities. The Contractor shall provide such cooperation and assistance as may be required. 12.1.3. The Owner's sampling and testing representatives will report test results together with their recommendations for acceptance or rejection, and their recommendations for improvement or corrective measures to the Engineer. 12.2. Sampling and Testing Methods 12.2.1. The Owner's testing representatives will recommend to the Engineer for his approval, the kinds of tests and the frequency of sampling and testing required for adequate quality control of the grouting. 12.2.2. As a minimum, the following test shall be conducted for nonshrink grout. 12.2.3. Compressive strength shall be tested according to ASTM C109. 12.2.4. Plastic shrinkage shall be tested according to ASTM C827. 12.2.5. Hardened shrinkage and expansion shall be tested according to ASTM C 1090. 12.2.6. Initial setting time shall be tested according to ASTM C191.1 . r i 0' ., • 0 Raytheon Engineers & Constructors CLIENT: Wild Goose Storage JOBANQUIRY NO.: 77052.001 FACILITY: Wild Goose Gas Storage SPEC NO.: B08.01T LOCATION: Butte County, California SPECIFICATION For SAMPLING, TESTING AND CONSTRUCTION CONTROL OF CONCRETE, EARTHWORK AND STRUCTURAL STEEL This title page is a record of all revisions of the specification. Each time the specification is changed, only the new or revised pages are issued. For convenience, the nature of each revision is briefly noted below. REV. NO. DATE BY CHECKED APPROVAL PAGES NATURE OF REVISIONS A 10/29/97 VV RVO All For Client Review 0 11113%7 )4?-- All Approved for Construction r QRpF E SS�ON9 �� 0 F � Z t 35808— sT C1V11 �P 9jF Of CA 0 Rev. LEAD LEAD LEAD LEAD LEAD LEAD LEAD LEAD CON No. PROC MECH PIPE CIVIL STRUC ARCH ELEC I&C QA PEM PM COE SUP A -- EGD -- VV -- -- -- JR JEY JEY RVO -- 0 -- -- -- -- -- -- Distribution: Per Project Distribution Matrix C C7 C, G: \HOME\E6828\ WLDGOOS E\B08-01 T. DOC • 0 • Raytheon En&eers & SPECIFICATION FOR SAMPLING, TESTING Project No. 77052.001 Constructors AND CONSTRUCTION CONTROL OF Spec. No. 808.01 T CONCRETE, EARTHWORK & STRUCTURAL STEEL Page 1 of 10 1. SCOPE The intent of this Specification is to describe the engineering services and work required to perform sampling, testing and inspection of concrete materials, mix designs, concrete, earthwork materials and earthwork and to perform inspection and testing for structural steel erection. 1.1 Description of the Work The Testing Subcontractor awarded the work shall serve as the sampling, testing, and inspection agent for the Owner and will be under the direct supervision of the Construction Manager, performing all sampling, testing and inspection as herein specified and as required by the Engineer or the Construction Manager to maintain quality control of work performed by others in construction of the Project. As part of accomplishing the foregoing functions, the Testing Subcontractor shall: 1.1.1 Provide and maintain laboratory and office facilities adequate for meeting the testing needs of the Project, including peak periods of construction. 1.1.2 Provide and maintain during actual periods of sampling and testing, in the Testing Subcontractor's home office or jobsite field laboratory, a professional engineer registered in the State of California to supervise all technicians or personnel performing sampling, testing and inspection. 1.1.3 Provide at the jobsite, during the actual period of sampling and testing, sufficient properly qualified and suitably equipped personnel to accomplish, without delays in construction, all necessary sampling, field testing and inspection. 1.1.4 Assume full responsibility for taking, caring for, storing and transporting samples and test cylinders. 1.1.5 Determine suitability of the concrete mix designs submitted by the Contractors and, as directed by the Construction Manager. 1.1.6 Perform the following: a. Sampling and testing of concrete aggregates, fibrous reinforcement, cement, admixtures and curing agents as necessary to determine compliance of materials with specification requirements. b. Slump testing of concrete as discharged from transport vehicles. C. Determining unit weight of concrete as discharged from transport vehicles. d. Monitoring temperature of delivered concrete during hot and cold weather in accordance with ACI 305 and ACI 306. U:NHL)Mt\roata\wwc,uvNt\aun-uI i.uu; • • C Raytheon En&eerS & SPECIFICATION FOR SAMPLING, TESTING Project No. 77052.001 Constructors AND CONSTRUCTION CONTROL OF Spec. No. B08.01 T CONCRETE, EARTHWORK & STRUCTURAL STEEL Page 2 of 10 e. Determining air content of concrete as discharged from transport vehicles. f. .,. Making, curing and strength testing of concrete test cylinders. g. Making curing and strength testing of grout test samples. h. Gradation analysis and classification of soil samples. i. Moisture -Density Relationship tests to determine optimum density and moisture content of soils and/or sands and gravels. j. Determine in-place density and moisture content of compacted soils. k. Verification testing of direct tension indicators. I. Measure tension in tightened high strength bolts (A325) by means of a Skidmore -Wilhelm device. M. Verification testing of high strength bolt/nut assemblies. n. Inspection of high strength bolts, nuts and washers as specified herein. o. Inspect installed high strength bolts and direct tension indicators. 1.1.7 Recommend to the Construction Manager applicable measures, methods, etc., which are necessary to correct deficient work of other Contractors. 1.1.8 Submit reports as specified herein. 1.1.9 Furnish all labor, tools, equipment and supplies for accomplishing. the foregoing. 1.2 Engineerinq Drawings and Specifications 1.2.1 The Construction Manager will furnish engineering drawings and specifications to the Testing Subcontractor awarded the work hereunder. These documents will be furnished at various intervals throughout the - performance of the work of this service agreement. 1.2.2 These documents, which define the construction work to be performed by others at the project site, shall be used by the Testing Subcontractor only as reference material. V:1n Vlvl L\GOOLO�Yv 1.lJVVVJL�DVa-V 1 1.UVl. 0 • • Raytheon Engineers & SAMPLING TESTING AND Project No. 76839.003 Constructors CONSTRUCTION CONTROL OF Spec. No. B08.01T CONCRETE, EARTHWORK & STRUCTURAL STEEL Page 3 of 12 1.2.2. These documents, which define the construction work to be performed by others at the project site, shall be used by the Testing Subcontractor only as reference material. 2. REFERENCES AND STANDARDS 2.1. The following Codes and Standards, of the issues in effect on September 1, 1997, form a part of this Specification to the extent indicated by the references thereto: American Concrete Institute (ACI) American Society for Testing and Materials (ASTM) Research Council, on Structural Connections (RCSC) American Institute of Steel Construction (AISC) 2.2. Should a conflict be found to exist between any applicable portion of the referenced codes and standards and these Specifications, the conflict shall be submitted to the Construction Manager for resolution before proceeding with the affected work. 3. TESTING AND INSPECTION - CONCRETE 3.1. Testing Materials for Concrete Work 3.1.1. Materials shall be inspected, sampled and tested by the Testing Subcontractor in accordance with the requirements of the specification under which each material is furnished. Applicable test methods and frequency of sampling and testing shall be compatible with and include the following: * Test shall be run only when directed in writing by the Construction Manager. * * The complete test may be run once at the start of the Project and/or if there is a change in the source of aggregate. The complete test will not be run if the aggregate source has been tested and certified by the supplier. Visual inspection, sieve analysis and material finer than No. 200 tests will be conducted at least once a month or more frequently as directed by the Construction Manager. G:\HOME\E6828\LL&E\B08-01 T.DOC Frequency of Applicable Sampling and Results Material Test Method Testing Required Cement ASTM C150 Compliance w/spec Concrete Aggregates ASTM C33 * * Compliance w/spec Membrane -Forming ASTM C309 * Compliance w/spec Curing Compounds Air Entraining ASTM C260 Compliance w/spec Admixtures Water Reducing ASTM C494 Compliance w/spec Admixture Type A * Test shall be run only when directed in writing by the Construction Manager. * * The complete test may be run once at the start of the Project and/or if there is a change in the source of aggregate. The complete test will not be run if the aggregate source has been tested and certified by the supplier. Visual inspection, sieve analysis and material finer than No. 200 tests will be conducted at least once a month or more frequently as directed by the Construction Manager. G:\HOME\E6828\LL&E\B08-01 T.DOC Raytheon Engineers & SPECIFICATION FOR SAMPLING, TESTING Project No. 77052.001 AND CONSTRUCTION CONTROL OF Spec. No. B08.01 T Constructors CONCRETE, EARTHWORK & STRUCTURAL STEEL Page 4 of 10 3.1.2 The Construction Manager reserves the right to direct the Testing Subcontractor to sample and test at a greater frequency than that specified. 3.2 Concrete Insoection, Sampling and Testing The Testing Subcontractor shall perform the inspection, sampling and testing of concrete as specified herein. Each technician performing such inspection shall serve as the Construction Manager's representative and shall certify on the delivery ticket, or other report, the acceptance or rejection of each load of concrete. Rejected concrete shall not be placed in the work. 3.2.1 Visual Inspection Each batch of concrete shall be visually inspected at point of discharge from the transport vehicle. The delivery ticket for each batch shall. be checked to insure that the concrete being delivered is the proper class for the intended use as required by the drawings and specifications. 3.2.2 Slump Test The first batch of each class of concrete produced each day and at least every • 50 cubic yards delivered thereafter shall be sampled and tested in accordance with ASTM C143 "Test for Slump of Portland Cement Concrete." 3.2.3 Entrained Air Content of Concrete The first batch of each class of concrete produced each day and at least every 50 cubic yards delivered thereafter shall be tested in accordance with ASTM C231 "Test for Air Content of Freshly Mixed Concrete by the Pressure Method." 3.2.4 Temperature The temperature of all concrete sampled shall be determined and recorded. 3.3 Rejection of Concrete 3.3.1 Any concrete which does not meet the requirement of its Class as set forth in its specification when tested as specified in Paragraph 3.6.(1), 3.B.(2), 3.B.(3), or 3.B.(4), above shall be rejected. 3.3.2 Any concrete which has not been discharged from the delivery vehicle . within 1-1/2 hours after batching shall be rejected except during periods of hot weather as defined by ACI 305, the time limit shall be 45 minutes or commencement of initial set, whichever occurs first. 3.3.3 The Testing Subcontractor shall immediately notify the Construction Manager when any concrete is rejected. G:\HOME\E6828\\VLDGOOSE\B08-01 T. DOC • • • BayHmn Eh&eerS & SPECIFICATION FOR SAMPLING, TESTING Project No. 77052.001 Constructors AND CONSTRUCTION CONTROL OF Spec. No. 608.01 T CONCRETE, EARTHWORK & STRUCTURAL STEEL Page 5 of 10 3.4 Strength Tests During the Work 3.4.1 The Testing Subcontractor shall pefform strength tests of the concrete following ASTM C172, ASTM C31 and ASTM C39. Slump, air content, temperature and unit weight shall be determined for each sample of concrete which is to be used for a strength test. 3.4.2 A strength test shall consist of the average of two cylinders from the. same sample tested at the same age. A set of cylinders for strength testing shall consist of 5 cylinders with one cylinder being designated as a spare to be used in place of a defective cylinder at either the seven or the twenty-eight day test. 3.4.3 Strength tests of cylinders aged 7 days and 28 days shall be recorded throughout the duration of the work for each day concrete is poured for the following quantities of each class of concrete placed. Placement Less than 25 cu yd per day No. of Tests Construction Manager may waive test requirement Less than 150 cu yd per day One set of cylinders for testing at 7 and 28 days For each additional 150 cu yd or fraction thereof For each 5000 sq ft of surface area of slabs or walls One set of cylinders for testing at 7 and 28 days One set of cylinders for testing at 7 and 28 days Minimum number of strength tests shall be as per ACI 318 Paragraphs 5.6.1.2 and 5.6.1.3. 3.4.4 Additional tests may be requested by the Construction Manager to verify adequacy of curing and protection of concrete or to verify strength of concrete to permit early stripping of forms. As a minimum, for each 500 cu. yards of each class of concrete placed in a day, two cylinders shall be molded and cured under field conditions for testing at 7 days and 28 days. 3.4.5 The Testing Subcontractor shall notify the Construction Manager immediately by telephone or in person and submit written recommendations for corrective action within 24 hours when a strength test indicates any of the following: V: mvIVILiLOOGO1w L.UUVvar u3vb-vl 1. UVI. 11 • • is Rayfton En&eerS & SPECIFICATION FOR SAMPLING, TESTING Project No. 77052.001 Constructors AND CONSTRUCTION CONTROL OF Spec. No. B08.01 T CONCRETE, EARTHWORK & STRUCTURAL STEEL Page 6 of 10 a. The 28 -day strength of any test is less than the specified strength (f,'). b. The strength of cylinders tested to verify curing and protection methods is less than 85% of companion laboratory cured cylinders. 3.4.6 Since seven day strength tests give an indication of the twenty-eight day strength the Testing Subcontractor shall notify the Construction Manager immediately by phone or in person when seven day strength tests fall below the following percentage of the specified 28 -day strengths: Cement Type Percent 3.5 Obtaining and Testing Drilled Cores Where the results of the strength tests of the test specimens indicate that the concrete as placed does not meet specified strength requirements, or where, in the opinion of the Construction Manager, there s other evidence_ that the quality of the concrete is below specification requirements, the Construction Manager may direct the Testing Subcontractor to obtain and test drilled cores in accordance with ASTM C42. Results of tests on drilled cores shall be entered in and shall become a part of Testing Subcontractor's weekly test reports submitted to the Construction Manager. 3.6 Grouting Inspection Sampling and Testing The Testing Subcontractor shall perform the inspection, sampling and testing of grout placement as specified herein to verify the suitability of materials, grout mixture and adequacy of the in-place grout. 3.6.1 The Testing Subcontractor shall recommend to the Construction Manager for his approval, the kinds of tests and the frequency of sampling and testing required for adequate quality control of the grouting. As a minimum the following tests shall be conducted for nonshrink grout: a. Compressive strength shall be tested in accordance with ASTM C109. b. Plastic shrinkage shall be tested in accordance with ASTM C827. C. Hardened shrinkage shall be tested in accordance with ASTM C1090. d. Initial setting time shall be tested in accordance with ASTM C191. v: %nvmc%coo co l w i.uvvva c%nvo-v 11. uv- 70 I I 60 III 80 IV 50 V 60 3.5 Obtaining and Testing Drilled Cores Where the results of the strength tests of the test specimens indicate that the concrete as placed does not meet specified strength requirements, or where, in the opinion of the Construction Manager, there s other evidence_ that the quality of the concrete is below specification requirements, the Construction Manager may direct the Testing Subcontractor to obtain and test drilled cores in accordance with ASTM C42. Results of tests on drilled cores shall be entered in and shall become a part of Testing Subcontractor's weekly test reports submitted to the Construction Manager. 3.6 Grouting Inspection Sampling and Testing The Testing Subcontractor shall perform the inspection, sampling and testing of grout placement as specified herein to verify the suitability of materials, grout mixture and adequacy of the in-place grout. 3.6.1 The Testing Subcontractor shall recommend to the Construction Manager for his approval, the kinds of tests and the frequency of sampling and testing required for adequate quality control of the grouting. As a minimum the following tests shall be conducted for nonshrink grout: a. Compressive strength shall be tested in accordance with ASTM C109. b. Plastic shrinkage shall be tested in accordance with ASTM C827. C. Hardened shrinkage shall be tested in accordance with ASTM C1090. d. Initial setting time shall be tested in accordance with ASTM C191. v: %nvmc%coo co l w i.uvvva c%nvo-v 11. uv- • • Raytheon En&eerS & SPECIFICATION FOR SAMPLING, TESTING Project No. 77052.001 Constructors AND CONSTRUCTION CONTROL OF Spec. No. B08.01T CONCRETE, EARTHWORK & STRUCTURAL STEEL Page 7 of 10 3.6.2 The Testing Subcontractor shall report test results, recommendations for acceptance of rejection and recommendations for improvement or corrective measures to the Construction Manager. 4. TESTING AND INSPECTION - EARTHWORK 4.1 Soils Sampling and Testing Testing to Determine Suitability of Earthwork Materials The Testing Subcontractor shall, as directed by the Construction Manager, determine the suitability of earthwork materials to be furnished and used on the Project site. These tests, performed in sufficient quantity .and frequency to determine that suitability is being met or maintained, shall include, but not necessarily be limited to: determination of liquid -limit and plasticity index in accordance with ASTM C117 and ASTM C136, and abrasion and soundness according to ASTM C131, ASTM C535 and ASTM C88. Moisture -density relations shall be determined in accordance with ASTM D698, ASTM D1557, ASTM D4253 or ASTM D4254 as required. Definitions of suitable materials shall be as specified in the project Soil Report, project specifications and shown on the engineering drawings which will be furnished to the Testing Subcontractor for the work of this sampling and testing service agreement. 4.2 Inspection to Determine Suitability of Exposed Soil Strata for Its Intended Use The Testing Subcontractor shall inspect all excavations for structures and pipe and all subgrade preparation to determine that the proper soils strata has been exposed and that the material exposed is satisfactory for its intended use as shown on the drawings. When any non-conformance is observed it shall be reported to the Construction Manager. The frequency and location of such inspections shall be included in the weekly reports .submitted by the Testing Subcontractor to the Construction Manager. 4.3 Construction Control Testing and Inspection 4.3.1 During periods of the earthwork operation when material is being placed in a structural fill, backfill sub -base or any other area where a compaction requirement is shown on the drawing, or stated in the specification, the Testing Subcontractor shall perform in place density tests on the material that has been placed. The frequency of testing shall be as directed by the Construction Manager but sufficient tests shall be taken to insure that the equipment being used, and the procedures being employed, result in the required compaction. As a minimum, density tests shall be performed every 200 sq. yards of each layer of compacted fill placed for each major foundation. 4.3.2 The Testing Subcontractor shall observe and inspect the fill material to insure compliance with the specification. --VIVIG\GVOGO\"LUV V VJ G\DVO-V 1 1. UVI • • • Raytheon Engineers & SPECIFICATION FOR SAMPLING, TESTING Project No. 77052.001 Constructors AND CONSTRUCTION CONTROL OF Spec. No. 808.01 T CONCRETE, EARTHWORK & STRUCTURAL STEEL Page 8 of 10 4.3.3 The Testing Subcontractor shall observe the fill placement procedure to insure that there is no deviation from the established procedure which is known to produce the desired results. 4.3.4 Field (in-place) density test of compacted materials shall be performed in accordance with ASTM D 1556, ASTM D2167 or ASTM D 2922 (nuclear method). 5. TESTING AND INSPECTION - STRUCTURAL STEEL 5.1 Testing of Direct Tension Indicators The Testing Subcontractor shall be responsible for field testing each lot of Direct Tension Indicators (Load Indicator Washers) that will be used in the installation of high strength bolts for field connections of the structural steel. 5.1.1 The Testing Subcontractor shall test three (3) washers from each lot for each bolt diameter in a Skidmore -Wilhelm device to ascertain that the load indicator washer, when installed in the same manner as they will be installed in the structure, will result in a bolt tension 5% greater than the required proof load of the bolt when the gap has been closed to the measurement specified by the manufacturer of the load indicating washer. 5.1.2 Impact wrenches-s.hal.l be set to--tigbten the bolt and flatten the protrusions on the load indicator washer to the specified measurement in ten seconds or less after the wrench begins to impact. 5.2 Inspection of High Strength Bolts and Nuts The Testing Subcontractor shall inspect each shipment of high strength bolt, nut and washer assemblies. 5.2.1 The Testing Subcontractor shall ascertain that all certification and test documentation as required by the project specifications has accompanied the shipment and that the documents are applicable and traceable to the particular shipment. 5.2.2 The Testing Subcontractor shall ascertain that all high strength bolts have been properly packaged for shipment and that the bolts and nuts are lubricated in accordance with the specification requirements. 5.2.3 The Testing Subcontractor shall be prepared to perform rotational capacity . tests on bolt assemblies, as required by ASTM A325, if required for field verification. V:M1 Wlnl AOLO%-LLu VVJ r%VVO-V 11. uu�. • is Raytheon En&eerS & SPECIFICATION FOR SAMPLING, TESTING Project No. 77052.001 Constructors AND CONSTRUCTION CONTROL OF Spec. No. B08.01 T CONCRETE, EARTHWORK & STRUCTURAL STEEL Page 9 of 10 5.3 Inspection of High Strength Bolted Steel Connections ".5.3.1 General The Testing Subcontractor shall inspect the work of the steel erector to insure that proper "bolt up" procedures are followed at all times. Installation and tightening procedures shall comply with the requirements of the RCSC specification and the AISC. 5.3.2 Connections with Fully Pre -Tensioned Bolts a. All plies of each connection are to be brought into snug contact prior to final tightening of the bolts. b. Tightening of the bolts shall begin at the most rigid part of the connection and work outward until all bolts are tightened. On large connections the bolts should only be tightened to approximately 50% of the final tension and the tightening cycle should be repeated to obtain the final tension load in the bolt. C. Direct tension indicators are to be installed in strict conformance to the manufacturer's recommendations. d. The Testing Subcontractor shall visually inspect 100% of the high strength bolts in each connection to insure that the protrusions on the direct tension indicators have been flattened to the proper extent. 5.4 Testing of High Strength Bolted Steel Connections 5.4.1 Bearing Connections with Fully Pre -Tensioned Bolts No testing is required. 5.4.2 Slip -Critical Connections with Fully Pre -Tensioned Bolts a. Testing Subcontractor shall measure the average gap of the installed direct tension indicator in at least 10% of the bolts, but not less than two (2) bolts, in each connection. When the bolt is properly tightened, the resulting average gap shall be the gap specified by the manufacturer of the direct tension indicator or less. b. The feeler gauge shall be used as a "go" or "no-go" tool. If the gauge • does not enter the gap, the installation will be considered satisfactory. (i:\MUMt\tbS28\WLU(iUUSt\tlU8•01T. )UC C 401 • Raytheon Eng neers & SPECIFICATION FOR SAMPLING, TESTING Project No. 77052.001 Constructors AND CONSTRUCTION CONTROL OF Spec. No. B08.01 T CONCRETE, EARTHWORK & STRUCTURAL STEEL Page 10 of 10 6. DOCUMENTATION 6.1 Test Inspection Reports 6.1.1 Reports of all tests and/or inspections performed under this Specification, both field and laboratory, shall be furnished to the Construction Manager on a scheduled basis. Except where the results of any individual test, group of tests or the results of. an inspection must be immediately made known to the Construction Manager (e.g., failure of concrete compressive strengths), submittal of test and inspection reports shall be on a weekly basis. Each submittal shall, as a minimum, cover all tests and inspections performed or completed during the previous seven (7) calendar days. The original report shall be signed and sealed by a professional engineer registered in the State of California . 6.1.2 The submittal of test and/or inspection reports shall be accompanied by detailed recommendations of the Testing Subcontractor for correcting any deficiencies reflected in the weekly report. The report shall also include detailed descriptions of any work by others which is or was rejected due to inspection or testing by the Testing Subcontractor and reason for the Testing Subcontractor's rejection of such work, with recommendations made to Construction Manager for correction of such rejected work. 6.2 Submittal of Data The Testing Subcontractor shall submit to the Construction Manager all test and inspection reports which have been prepared in performance of the work specified herein. Reports may be in Testing Subcontractor's own format, but will be subject to approval of the Construction Manager. Reports shall be entirely legible and suitable for "Xerox" type reproduction by the Construction Manager. Submittal of reports shall be as follows: Two (2) copies to Construction Manager. One (1) copy to appropriate Subcontractor (supplying or performing the work tested). 6.3 Test Records Throughout the performance of the work, the Testing Subcontractor, unless otherwise directed by the Construction Manager, shall maintain at the jobsite one (1) complete set of all reports, data and records of testing performed hereunder. The Testing Subcontractor shall allow the Construction Manager unrestricted access to these records. u:�nvmc�cooca�wwuuwc�uua-ui �.uvi, • Z. 0 U W N • • 0 • • • .7 0 RayMeon Engineers & Constructors CLIENT: Wild Goose Storage, Inc. JOB NO. 77052.001 FACILITY: Wild Goose Gas Storage Facilities SPEC NO. SC -A01.01 PROJECT: Wild Goose Storage Project LOCATION: Oroville, California DETAILED SPECIFICATION FOR EARTHWORK -PHASE 1 WILD GOOSE CLUB This title page is a record of all revisions of the specification. Each time the specification is changed, only the new or revised pages are issued. For convenience, the nature of each revision is briefly noted below. r REV. NO. DATE BY APPROVAL APPROVAL PAGES NATURE OF REVISIONS 0 5-27-97 JEY Approved For Construction 1 6-17-97 J Revised P. A-2; delete RFS dwgs. changed dwg. 003 to Rev. 1. Q�'OFESS)pygl w � `Y 3 08 �T9jE OF DISTRIBUTION: J,E.�(ow.- R•F.Dw�buty 1 2.V•Oc,,r �.J.Vissq'� Ct•��e1 - r Can ro-Ctc� �6'Z6 -97 • r� r] Raytheon Engineers & Job No. Constructors EARTHWORK Spec No.: Page: 77052.001 SC -A01.01 i TABLE OF CONTENTS SECTION PAGE 1. SCOPE........................................................................................................ 1 2. SUPPLEMENTS.......................................................................................... 1 3. SPECIFICATIONS AND STANDARDS....................................................... 1 4. GENERAL REQUIREMENTS..................................................................... 2 5. CLEARING AND GRUBBING...........................................:......................... 4 6. EXCAVATION............................................................................................. 4 7. FILLS AND BACKFILL................................................................................ 6 8. GRADING................................................................................................... 10 9. CULVERTS................................................................................................. 11 10. ROADS....................................................................................................... 12 11. PROTECTION AND MAINTENANCE OF COMPLETED WORK ................ 14 APPENDIX A - SUPPLEMENTS......................................................................... A-1 g:\homc\c6828\wldgoosc\sc-aOIOI.doc • • Raytheon Engineers & Job No. 77052.001 Constructors EARTHWORK Spec No.: SC -A01.01 Page: 1 of 1,5 1. SCOPE 1.1 General The work of this Specification consists of performing all earthwork and site preparation operations shown or specified to construct the roads, including furnishing and placing of base course, and to prepare the project site for construction operations to follow. 1.2 Work Included The work to be performed consists essentially of the following: site preparation, clearing and grubbing, excavation by conventional methods, borrow, disposal, trenching, ditching, filling, backfilling, hauling, placing, scarifying, wetting or drying, compacting, shaping, road construction including subgrade and base course, furnishing and installing culverts, and other incidental operations necessary to complete the work as shown on drawings attached and as specified. The Subcontractor shall supply all materials, equipment, labor, tools and facilities to construct' the site preparation earthwork and shall furnish all documentation as required. Subcontractor shall use the Cherokee and 833 canals as sources of construction water for the construction area and shall install temporary pumping facilities as approved by the Contractor for loading water trucks. 1.3 Work Not Included -- — -- - — The following services and items of work will be accomplished by others and do not constitute a part of this Specification: 1.3.1 Permanent survey or benchmarks. 1.3.2 Inspection and testing. 1.3.3 As -built survey - Goose Island. 2. SUPPLEMENTS The Supplements listed in APPENDIX A, Specification SC -A01.01 are included with and form a part of this Specification. 3. SPECIFICATIONS AND STANDARDS The Subcontractor shall perform all work in accordance with applicable portions of the latest edition in effect on May 1; 1997, of the following specifications and standards: ASTM - American Society for Testing and Materials g:\home\e6828\wldgoosc\sc-a0101. doc • is Raytheon Engineers & Constructors EARTHWORK Job No. Spec No.: Page: 77052.001 SC -A01.01 . 2 of 15 AASHTO - American Association of State Highway and Transportation Officials OSHA - Occupational Safety and Health Act If a conflict exists between the listed documents and this specification, the conflict shall be submitted to the Contractor for resolution. 14. GENERAL REQUIREMENTS 4.1 Protection of Existing Vegetation The Subcontractor shall avoid damage to existing terrain and vegetation outside the limits of site preparation and earthwork. Subcontractor's operations shall be conducted to avoid any damage to existing facilities. 4.2 Existing and Other Construction The Subcontractor shall be responsible to provide and install shoring, sheeting and bracing as necessary, or as directed by the Contractor, to support banks of excavations for safety of personnel and the protection of the work or existing construction. 4.3 Drainage Control and Dewatering Throughout all site preparation and earthwork, the Subcontractor shall maintain drainage in the various work areas such as to prevent collection of water in excavations, ponding, erosion and excessively wet or unstable soil conditions. Operations to be performed by the Subcontractor in accomplishing the foregoing shall include,' but shall not necessarily be limited to, the following: 4.3.1 Grading in the vicinity of and for a distance of approximately 25 feet outside each excavation, including slopes, shall be continually and effectively controlled to prevent surface water from flowing into the excavations. 4.3.2 Excavation shall be performed when dry unless otherwise approved by the Contractor. The Subcontractor shall be responsible for the selection, installation and operation of dewatering systems. Installation and operation of the dewatering systems, including disposal of water, shall be subject to approval of the Contractor. Permits required for dewatering operations shall be the responsibility of the Subcontractor. 4.4 Linen and Grades • I All earthwork shall be performed to the lines, grades and sections shown on drawings attached and/or as specified. g:\home\c6828\wldgoose\sc-aOIOI.doc • • • Raytheon Engineers & Job No. 77052.001 Constructors EARTHWORK Spec No.: SC -A01.01 Page: 3 of 15 Additionally, wetland and hemi -marsh creation on the Wild Goose Club shall be performed as more precisely directed by the Wild Goose Club Manager. 4.5 Surveys and Layout of Work 4.5.1 The Subcontractor shall lay out his work from existing permanent benchmarks and survey points shown on the drawings and previously established by others in the vicinity of the work. From these permanent .survey points, the Subcontractor shall establish such additional third order survey points as necessary to lay out and maintain proper control and accuracy in his work. 4.5.2 It shall be the responsibility of the Subcontractor to maintain all stakes and survey marks established until their removal is authorized by the Contractor. If such stakes and marks are .removed, destroyed by the Subcontractor, or lost through his negligence prior to their authorized removal, the Contractor may require that they be restored by and at the expense of the Subcontractor. 4.6 Dust Control As directed by the Contractor, and to meet governmental requirements, the Subcontractor shall institute and maintain adequate dust control measures, such as sprinkling, for all his work'areas and -Maul routes'.'--- — 4.7 Disposal Excavated material classified as unsuitable for use in the work and stripped soil containing minimal amounts of vegetation shall be placed in the designated on site disposal area except as noted below. Upon completion of the project, the disposal area shall be compacted to be stable and shall have the earth surface accurately graded to provide drainage without erosion and with no vegetation visible. Trash, debris, shrubs, small trees, and heavy vegetation removed in stripping operations shall be disposed of at the Subcontractor's expense offsite in accordance with Governmental regulations in a location selected by the Subcontractor. 4.8 Stockpiling Preparation and maintenance of stockpile areas and stockpiles shall be the responsibility of the Subcontractor. Different classes of materials shall be stockpiled separately at locations designated or approved by the Contractor. 4.8.1 When excessive moisture in materials, construction procedure or other factors make stockpiling advisable, the materials may be placed in temporary stockpiles. g:\home\e6828\wldgoose\sc-a010 L doc • • • RaV1hM a Engineers & Job. No. 77052.001 Constructors EARTHWORK Spec No.: SC -A01.01 Page: 4 of 15 4.8.2 At the completion of earthwork, stockpiles shall be dressed and left in a satisfactory condition as directed by the Contractor. 4.9 Testing Testing of materials to determine suitability, moisture -density relations and compacted densities will be performed by a testing agency under separate Subcontract to the Contractor. The Subcontractor will permit access for inspection and testing purposes as the testing agency may require. In addition, the Subcontractor will cooperate with testing personnel and perform such casual excavations or other assistance as may be required for testing or inspection purposes. 5. CLEARING AND GRUBBING Prior to excavation or fill operations, the following items of clearing and grubbing, indicated on the drawings or specified, shall be performed by the Subcontractor. Except for areas where the Contractor may deem site preparation work to be unnecessary, soil surfaces within and to a distance of zero feet outside the limits of borrow areas, and within the limits of the areas to receive fill shall have weeds, sod, debris, trash, other perishable material and any unsuitable soil material removed. Soil material removed in this operation that contains a minimal amount of vegetation may be placed in those portions of the fill as shown on the drawings that do not underlie proposed facilities, roads, or parking areas, or may be placed in the "on site" disposal area as directed by the Contractor. The Subcontractor shall also perform other clearing and grubbing which may not be shown or specified, but which is necessary, required or incidental to the completion of the work of this Subcontract. 6. EXCAVATION 6.1 General Grade stakes shall be so set that when paving and surfacing materials are placed or marshes flooded, the finished grade will be the corresponding elevations shown on the drawings. Excavation shall consist of the satisfactory removal and disposition of all materials as necessary for proper performance of the work, regardless of the nature of the materials encountered. As nearly as practicable material excavated under this Subcontract and not specified as unsuitable, shall be processed as required, transported to and utilized in the fill and backfill areas of the project. The Subcontractor's excavation operations shall be conducted in such a manner as to yield maximum amounts of material suitable for construction purposes. Suitable excavated material shall, where practicable, be placed and compacted in the final locations direct from the excavation. No suitable materials shall be wasted without approval from the Contractor. g:\home\e6828\wldgoose\sca0101. doc • • • Raytheon Engineers & EARTHWORK Constructors 6.2 Classification of Excavation 6.2.1 Common Excavation Job No. 77052.001 Spec No.: SC -A01.01 Page: 5 of 15 All excavation will be classified as common excavation and shall include earth, silt, sand, clay, gravel, and any other materials encountered within the indicated limits of excavating and grading. 6.2.2 Borrow Excavation Materials required for fills, blending and other uses, which are in excess of the amounts produced from excavation, shall consist of borrow selected by the Subcontractor and approved by the Contractor as suitable for the particular use, obtained from on or off site borrow locations. Borrow shall include hauling to the site and all required permits. 6.3 Overexcavation 6.3.1 Directed Overexcavation If, when the indicated limits of excavation are reached, the exposed material is found, in the opinion of the Contractor, to have unsuitable --characteristics, —the Contra -c -tor will direct, in writing, the corrective measures to be taken. 6.3.2 Unauthorized Overexcavation Where unauthorized excavation is carried below the elevations indicated, grades shall be brought up to the indicated elevations with fill material of the class indicated or approved for the use, and compacted to the applicable density as directed by the Contractor. Where unauthorized excavation is carried beyond the horizontal limits indicated or specified, the corrective measures shall be as directed by the' Contractor. Unauthorized excavation and the corrective measures necessitated thereby will not be considered as a basis for claims by the Subcontractor. 6.4 Excavation for Structures Within the limits of work, the Subcontractor shall excavate locations of structures to the lines, grades and elevations shown on the drawings and as required for the construction. Where structures are shown to require removal of existing materials and subsequent reconstruction with structural fill or where required for construction access, the Subcontractor may, within limits approved by the Contractor, overexcavate laterally to the extent necessary to utilize his equipment. Such lateral overexcavation shall be filled to lines and grades approved by the Contractor, using suitable materials compacted to densities established by the Contractor. If performed, the lateral excavation and its later correction shall be performed at no g:\home\e6828\wldgoosc\sc-a0101.doc • is L` Raytheon Engineers & Constructors EARTHWORK Job No. 77052.001 Spec No.: SC -A01.01 Page: 6 of 15 additional expense to the Contractor. Prior to subsequent construction operations, the excavated surface shall be inspected and approved by the Contractor. When unsuitable materials are encountered they shall be removed and replaced in accordance with Paragraph 6.3.1. "Directed Overexcavation." 6.5 Excavation of Ditches Ditches shall be excavated to the slope and sections indicated on the drawings. 6.6 Excavation of Trenches Trenches shall be excavated to the required depths, widths and sections shown on the drawings or as specified. Where bottom of trenches for pipe are in unsuitable material, the trench shall be excavated a minimum of six inches below the required grade of the bottom of the pipe or to the indicated elevations where shown and backfilled with specified bedding material. Unless the soil is found unstable, trench walls shall be as near vertical as possible to the top of the pipe. However, vertical walled trenches shall not exceed four feet in depth unless shoring -or protective cages for the workmen are provided, otherwise the sides of the trench above the four foot depth shall be sloped or stepped to provide for the safety of personnel and the work. Where widths are not indicated the width shall be 24 inches plus the pipe diameter for pipes less than 36 inches in diameter, and 36 inches plus the pipe diameter for pipe 36 inches or larger in diameter. Horizontal alignment shall conform to the alignment shown on the drawing. - — Where pipe is to be installed in an required density and to an elevation prior to excavation of the trench. 7. FILLS AND BACKFILL 7.1 General area of fill, the fill shall first be constructed to at least 12 inches above the. top of the pipe 7.1.1 Fills and backfill shall be constructed using suitable materials obtained from site excavation and from borrow areas. 7.1.2 Prior to the placement of any fill, backfill, bedding material, or base course, the excavated or compacted subgrade surface shall be inspected and approved by the Contractor. 7.1.3 Earthwork operations involving compaction shall not be performed during periods of freezing temperature, excessive moisture or similar factors which cause doubt that satisfactory results will be obtained unless a Subcontractor proposed procedure is approved by the Contractor and, upon trial, produces acceptable results. 7.1.4 The Contractor may, at any time, suspend any portion of the earthwork when density requirements are not being met or when securing gAhome\e6828\wldgoose*aOI 0 L doc • C I RaVIbeoe Engineers & Job No. 77052.001 Constructors EARTHWORK Spec No.: SC -A01.01 Page: 7 of 15 satisfactory compaction is doubtful. Such suspensions shall not be cause for additional claims by the Subcontractor. 7.1.5 Unless otherwise specified or approved by the Contractor, fill and backfill material shall be placed in horizontal layers not exceeding eight inches in uncompacted thickness. Each layer of fill shall be compacted before placing succeeding layers. Where the nature of the material precludes securing specified density in the layer without placing and compacting of subsequent layers, additional layers may be placed and compacted. The Subcontractor shall be responsible for securing specified density in all layers regardless of subsequent layers. Overfilling and excavating to intended lines and grades shall be considered incidental to earthwork operations and not subject to additional claims. 7.1.6 During placing and/or compacting operations of native clay material, the moisture content of soils shall be between 2 and 4 percent over optimum as determined by ASTM D1557, and shall be uniform throughout the layer. All imported fill shall be controlled within 3 percent of optimum. The Subcontractor shall perform all operations necessary to ensure that the proper moisture content is obtained including sprinkling, scarifying, discing, aeration, drying or drainage. 7.1.7 Where fill is placed against slopes steeper than 5 horizontally to 1 vertically, the slopes shall be stepped or benched as the fill layers are placed. Steps or benches shall not exceed 2 feet in height and shall be compacted as the fill layers are compacted. 7.1.8 Fills shall be compacted to the required densities as specified. Where in- place compacted densities are below specified minimums, the Subcontractor shall be required to rework those zones until required densities are obtained. When specified densities cannot be obtained, the Subcontractor will remove and reconstruct the deficient zones. Such work shall be considered incidental to earthwork operations. 7.2 Suitable Materials Suitable fill materials to be utilized in the work of this Subcontract shall be obtained by the Subcontractor at the Project Site from excavations or from off site borrow locations. Selective excavation and/or screening methods shall be used to insure that the material placed in the various areas of the site meets the specified requirements for the type of material being placed. Materials used by the Subcontractor for fill or backfill shall be suitable site excavation or borrow material that meets the specified requirements for gradation, liquid limit, plasticity index and other factors defining the suitability for use. g:\home\e6828\wldgoose\sc-a0101.doc • C7 • Raytheon Engineers & Job No. 77052.001 Constructors EARTHWORK Spec No.: SC -A01.01 Page: 8 of 15 7.3 Unsuitable Materials Material containing debris, large quantities of perishable matter, stones, boulders or cemented materials larger than permitted by the class of fill being placed, highly plastic clays, or other materials having unsatisfactory compaction characteristics shall be classed as unsuitable for use in fills and embankments. 7.4 Fill Materials 7.4.1 7.4.2 7.4.3 7.4.4 7.4.5 g:\home\e6828\wldgoose\sc-a0101.doc General Fill Where the type or class of fill material is material used in fills may be any excavated designated unsuitable. Suitable general fill debris, vegetation, roots, frozen material and larger than 8 inches. Structural Fill or Backfill not noted or specified, the material that has not been materials shall be free from stones or cemented pieces Suitable structural fill or backfill materials shall consist of selectively excavated on site clayey to silty sands free from expansive* materials, organic or perishable matter, debris, frozen material and stones or cemented pieces larger than 4 inches, except that backfill material placed within 12. inches of structures shall not contain -particles -larger thanes/2 inches. Structural fill and backfill shall be non -expansive and shall contain not more than 50 percent by weight of material passing the number 200 sieve nor more than 15 percent by weight of material larger than 1-1/2 inches. The material shall have a P.1. less than 15 and a L.L. less than 35. Backfill for Buried Piping Backfill for buried piping shall match the adjacent material type except that stones, boulders or cemented materials larger than 3/4 inches shall be removed. Bedding Material Bedding material for underground piping and culverts shall consist of structural fill material containing no stones larger than 1/2 inch. Stripped Material As Embankment Where soil material removed during stripping operations is placed as embankment as hereinbefore specified, the material shall be relatively free of organic material and shall be placed in horizontal layers not exceeding 8 inches in uncompacted thickness. Compaction for the material shall be • RayfhWM Engineers & Job No. 77052.001 Constructors EARTHWORK Spec No.: SC -A01.01 Page: 9 of 15 performed to achieve at least 90 percent of maximum density as per ASTM D1557. 7.5 Preparation of Surfaces to Receive Fill and Bottoms of Cuts Surfaces to receive fill shall be prepared as specified and shall be approved by the Contractor prior to placement of fill. All surfaces to receive fill and bottoms of all cuts shall be cleared of debris, trash, organic, and loose materials, brought to within 2 percent of optimum moisture and the upper ten inches of the surface scarified and compacted to 90 percent of maximum density as determined by ASTM D1557. If the soil is clayey and within 5 feet of the proposed finish grade, it should be scarified to a depth of 10 inches, moisture conditioned to between 2 and 4 percent over optimum, and recompacted to a minimum 87% but not more than 92% relative compaction. 7.6 Compaction Requirements 7.6.1 The moisture content of all native material to be compacted shall be brought to between 2 and 4 percent over optimum moisture content as determined by ASTM D1557. Imported structural fill shall be brought to within 2 percent of optimum. 7.6.2 Each layer of structural fill or backfill shall be compacted to 90 percent of maximum density as determined by ASTM D1557. 7.6.3 Each layer of general fill shall be compacted to between 87 and 92 percent of maximum density as determined by ASTM D1557. 7.6.4 Bedding material shall be compacted to 95 percent of maximum density as determined by ASTM D1557. 7.6.5 The top 8 inches of`the subgrade for roads and other paved areas shall be brought to within 2 percent of optimum moisture content and shall be compacted to 90 percent of maximum density as determined by ASTM D- 1557. 7.7 Backfill of Concrete Structures Structures shall be backfilled with structural fill material. In placing and compacting backfill adjacent to structures, care shall be taken to prevent damage to the structure. Any damage resulting from backfill operations shall be repaired by the Subcontractor as directed by the Contractor before proceeding with backfill. g:\homc\e6828\wldgoose\sc-aOIOI.doc • • Haytheen Engineers & Constructors Job No. 77052.001 EARTHWORK Spec .No.: SC -A01.01 Page: 10 of 15 Unless permitted otherwise by the Contractor, backfill of structures shall be placed symmetrically to prevent eccentric loading. 7.8 Construction of Pipe Bedding Where trench bottom is in hard cemented material or contains rocks larger than 1/2 inch, pipe bedding material shall be placed the full width of the trench bottom to at least a 6 inch thickness along the entire distance to be occupied by the pipe or conduit and to an elevation of 0.15 times the pipe diameter above the bottom of the pipe, and compacted to the specified density. The existing soil material or the placed bedding material shall be shaped and graded to provide uniform bearing and support for the bottom quadrant of the pipe along its entire length. Depressions for joints shall be dug after the trench bottom has been graded, and, in order that the pipe rest on the prepared bottom for as nearly its full length as practicable, depressions shall be only of such length, depth and width as required for properly making the particular type of joint. For corrugated metal pipe, the trench bottom material shall be loosened to a depth sufficient to allow the corrugations to become filled with the material. 7.9 Backfilling Pipe Backfilling shall not commence until the pipe installation has been approved by the Contractor for backfilling. Material -shall -be placed, und-er the haunches and along both sides of the pipe in layers not exceeding six inches in loose depth. Backfill containing no stones larger than 1/2 inch shall be compacted by hand held mechanical tampers and brought up evenly on both sides of the pipe. Unless otherwise permitted or directed by the Contractor, this method of backfilling shall continue until the fill is 12 inches or one-half the diameter of the pipe, whichever is greater, over the top of the pipe prior to placing and compacting fill or remainder of backfill with earthmoving and heavy compacting equipment. The Subcontractor shall be responsible for damage to pipe resulting from backfill operations and shall repair such damage to the satisfaction of the Contractor. Trench backfill shall be made with the same material type as the material that is adjacent to the trench. Compaction shall be as specified for the type of material being placed except that under structures and traffic areas the material shall be compacted to 90 percent of maximum density as determined by ASTM D1557. 8. GRADING Completed grades of cuts, embankments, fills, road shoulders and adjacent transition areas shall be finished and uniformly smooth. graded. The surfaces shall be reasonably smooth, compacted and free from irregular surface changes. • The finished, graded surfaces of cuts, embankments, fills and road shoulders shall be within 0.1 foot above or below the established grade or cross-section, except that this tolerance shall not permit low areas with resulting ponding. g:\home\e6828\wldgoose\sc-a0I 0 L doc • • C� Raytheon Engineers & Job No. 77052.001 Constructors EARTHWORK Spec No.: SC -A01.01. Page: 11 of 15 Completed grades of base course shall be not more than 0.05 foot above or below the established grade or approved cross-section and shall not show any deviation in excess of 3/8 inch when tested with a 10 foot straightedge in any direction. Grades or deviations in excess of these allowables or which result in ponding shall be corrected as directed by the Contractor. 9. CULVERTS 9.1 General The Subcontractor shall furnish and Install the culverts shown or required within the work areas covered by this Subcontract. Types, sizes, strengths and locations shall be as called for on the drawings. 9.2 Materials 9.2.1 Pipe Pipe shall be of the material specified and shall conform to the following requirements applicable to the type and size of pipe indicated. (1) Corrugated Steel Pipe Corrugated steel pipe 96 inches in diameter and smaller shall be galvanized corrugated steel pipe or pipe arch conforming to the requirements of AASHTO M36. Corrugated steel pipe of sizes 12 inches through 54 inches, and pipe arches that have equivalent round pipe sizes within this range, shall have 2-2/3 inch x 1/2 inch corrugations, and pipe of sizes 60 inches through 96 inches, and pipe arches which have equivalent round pipe sizes within this range, shall have 3 inch x 1 inch corrugations. Culverts shall be provided with standard galvanized flared ends. Helically corrugated pipe shall have re -rolled ends; the pipe shall be manufactured with a continuous welded seam extending from end to end of each length of pipe section, and each end of each length of pipe shall have a minimum of two annular corrugations. (2) Flared End Sections For corrugated metal pipe, flared end sections shall be the manufacturers standard design and shall conform to applicable requirements of AASHTO M36. g:home\e6828\wldgoose\sc-a0101.doc C7 • • Raytheon Engineers & Job No. 77052.001 Constructors EARTHWORK Spec No.: SC -A01.01 Page: 12 of 15 (3) Accessories Coupling bands for corrugated steel pipe shall conform to AASHTO`­ M36 and shall be the pipe manufacturer's standard galvanized coupling bands designed to hold pipe ends securely fastened together and in alignment. Dimpled bands and smooth sleeve couplers will not be permitted. 9.3 Installation 9.3.1 Trenching and Excavation Trenching for installation of culverts shall meet the requirements specified under "Excavation of Trenches." 9.3.2 Bedding Pipe bedding shall be placed and compacted as specified under "Construction of Pipe Bedding." 9.3.3 Laying and Makeup of Corrugated Steel Pipe Each length of pipe shall be carefully examined before being laid, and damaged -pipe or - accessories -shall not be used. Pipe shall be carefully lowered into the trench and laid to the grade and alignment indicated, with the separate sections joined firmly together. Pipe shall be laid with the inside laps of circumferential joints pointing in the direction of flow, and with longitudinal laps on the sides. During makeup of joints, the spaces .between the bands and the pipe shall be kept free from dirt and grit so the corrugations will fit snugly. While being tightened, each connecting band shall be tapped with a softhead mallet to take up slack and ensure a tight joint. Before backfilling, all ungalvanized metal, such as bolts, shall be given a heavy coat of bituminous paint. If coating has been damaged on coated pipes, it shall be repaired to the satisfaction of the Contractor prior to backfilling. 9.3.4 Backfilling Backfill for pipes and culverts shall be placed and compacted as specified under "Backfilling Pipe." 10. ROADS 10.1 General This portion of this Specification shall govern the preparation of new subgrades for roads, and the furnishing and placing of base courses for roads. g:\home\e6828\wldgoose\sc-a0101.doc Rayfheen Engineers & Job No. 77052.001 • Constructors EARTHWORK Spec No.: SC -A01.01 Page: 13 of 15 . 10.2 Compaction Equipment Compaction of subgrades, and the compaction of stabilized aggregate hereinafter referred to as "base course" shall be accomplished with heavy pneumatic rollers of either the four-wheel compactor type or the self-propelled type. 10.2.1 Compactor Type Compactor type rollers shall have four wheels with pneumatic tires. Each tire shall carry a minimum load of 5,000 pounds. The tires shall be of such size, ply and pressure to exert a tread contact pressure of not less than 85 psi. The roller unit shall be capable of turning 180 degrees on a roadbed 32 feet wide. 10.2.2 Self -Propelled Type Self-propelled pneumatic rollers shall have a gross weight of not less than 20,000 pounds. The tires shall be of such size, ply and pressure to exert a contact pressure of not less than 85 psi. 4010.2.3 Minimum pneumatic roller requirements specified herein shall be maintained at all times during rolling operations, except the Contractor may require increased tread contact pressure due to subgrade conditions. 10.3 Subgrades 10.3.1 Areas to receive base course shall be brought to finished subgrade elevations and tolerances, and moisture conditioned to ±2% of optimum. The top 8 inches shall be compacted to not less than 90 percent maximum density in accordance with ASTM D1557. 10.3.2 After compacting to the required density, the finished subgrades shall be uniformly smooth and shall not vary more than 0.1 foot above or below profile grade, and not more than 0.05 foot above or below the typical cross section at any point thereon. 10.4 Base Course 10.4.1 Weather Limitations Base course shall not be constructed when the atmospheric temperature is below 35°F, or when the underlying surfaces are frosted, frozen or excessively wet. Any areas of completed aggregate courses which are damaged by freezing, rainfall or other weather conditions shall be brought • to satisfactory condition by the Subcontractor. g:\horne\e6828\wldgoose\sc-aOIOI.doc • C, • Rayfheoe Engineers & Constructors 10.4.2 Materials EARTHWORK Job No. 77052.001 Spec No.: SC -A01.01 Page: 14 of 15 Aggregate for construction of base courses shall be" obtained offsite by the Subcontractor and shall meet the requirements of the California Department of Transportation Specification for Class 2, 3/4" rock base course. 10.5 Construction Methods 10.5.1 The base course material for roads shall be spread on the finished and compacted subgrade and watered, processed, shaped and compacted as required. The base course material shall be spread in layers of such loose thickness that when compacted, they will be of the required density throughout their full depth. After the top surface of the base course has been spread and shaped with motor graders, and before compaction is completed, all transverse and longitudinal surface irregularities shall be eliminated. The finished and compacted surface of the base course shall conform to the requirements of Section 8. 10.5.2 Unless otherwise indicated or directed, all base course shall be placed in layers not exceeding 8 inches in loose thickness within 2% of optimum moisture content, and compacted to not less than 95 percent maximum density (ASTM D 1557). 10.6 Shoulder Construction All shoulder construction shall be done in proper sequence with construction of base courses. In compacting edges of the subgrade and base courses, the rolling shall be extended to include the shoulders. Completed shoulders shall be true to alignment and grade, shaped to drain, and inconformity with the section shown on the drawings. 11. PROTECTION AND MAINTENANCE OF COMPLETED WORK All completed work shall be protected against damage by equipment and action of the elements, and shall be maintained in satisfactory conditions by the Subcontractor. Such maintenance shall include, but not be limited to the following: 11.1 All settlement or erosion of field finish -graded areas shall be repaired and grades re-established to required elevations, slopes and densities. 11.2 Completed roadways, including subgrade, base course, shoulders, ditches, fills, embankments, and culverts shall be maintained in satisfactory condition. Any erosion, rutting or sponginess, undue settlement, and other damage or defects in the work shall be promptly corrected by the Subcontractor. g:\homc\e6828\widgoose\sc-aOIOI.doc • C, .7 Raytbem Engineers & Job No. 77052.001 Constructors EARTHWORK Spec No.: SC -A01.01 Page: 15 of 15 11.3 All ditches and culverts shall be maintained free from obstructions, silting and erosion. Areas that become eroded shall be restored to required section and grade with compacted suitable materials or shall be restored as directed by the Contractor. 11.4 Accumulations of wash into the limits of the work shall be removed and wasted, and the slopes and grades restored as directed by the Contractor. g:\home\e6828\wldgaosc\sc-a0101.doc I RaVMeen Engineers & Job No.77052.001 Constructors EARTHWORK Spec No.: SC -A01.01 Page: A-1 APPENDIX A TECHNICAL DOCUMENT LISTING The following supplements are included with and forma part of.this specification: Dwg. No. Rev. Title 12-01-001 0 Civil: Site Plan - Wild Goose Club 12-01-002 0 Civil: Plan - Profile Bridge Road 12-01-003 1 Civil: Layout & Gradin Plan - Well Pad Area 12-01-004 0 Civil: Borrow Area No. 1 12-01-005 0 Civil: Borrow Area No. 2 12-01-006 0 Civil: Borrow Area No. 3 12-01-007 Figure 4 0 - Civil: Goose'Island Borrow Area - Giant Garter Snake Enhancement At Goose Island Biological Resources Mitigation & Monitoring Plan Wild Goose Gas Storage Project: February 1997 Specifications / Reports: • Final Geotechnical Report to Wild Goose Storage Inc., Calgary, Alberta, Canada; dated May -1997; File No. 4074.1.. Prepared by Anderson Consulting Group. • Mitigation Plans • Biological Resources Mitigation & Monitoring Plan: A.96-08-058; dated February 1997. • ; Transportation Management Plan: A.96-08-058; dated: February 1997. • Visual Mitigation / Landscaping Plan: A.96-08-058; dated: February 1997. • Fire Protection Plan: A.96-08-058; dated: February 1997. • Hazardous Materials Release Response Plan: A.96-08-058; dated: February 1997. • . Stormwater Pollution Prevention Plan: A.96-08-058; dated:. February 1997. g:\home\e6828\wldgome�sc-a0101.dce