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Specifications (4)
05/17/2005 15:17 5036243681 TIGARD BUILDING DEPT PAGE 01/'04 C , = l '''' 'A'44q;i:e' ■I -p•i, Y -;;., , - --4 r. 6,04,8 t4,V re' Z + r4 c , r , i. r 4 ' CITY OF TIGARD ��JRHANI FACILITY PHASE & EXPANSION i ;p.�. r � ,� "�d a S • thr r „t : �, � I� k , 13125 SW HALL �: BLVD. 85 AVENUE , f , I, Y 6 2005 , � b� � ,, ` � � � ,� . 7 GARD, OR 972231 a n ' ij 2 t.A+ . F' w , X ".. '`.*' E I V SHEET 1 OF 4 MCE Project # 050230 STRUCTURAL PLAN REVIEW #2 JUL 21 2005 Plans Dated 4127/2005 CITY OF TIGARD _ 3uILUIIVG P ISI N - Correction Item Page No. Comments Made No, _ Completed 1 Drawing 000 -GA -001 Minimum design snow load for State of Oregon is 25 P.S.F. Submit 5 -6 -05 revised calculations as required. Deferred 2 Drawing 000 -OA -002 Provide calculations and details for connections of materials noted. submittal Details 1, 2, 3, 7, 9, 5-6-05 11 and 12 Deferred 3 Drawing 000 -0A -003 Provide calculations and details for connections of materials noted. submittal Details 1, 4, 5, SA, 5 -6-05 6,7,9,12,13,14, and 15 Deferred 4 Drawing 000 -GA -004 Provide calculations and details for connections of materials noted. submittal Details 1, 2, -3, 4, 5, • 5-6 -05 6„ 9 10 12 and 13 c ")eferred 5 vinng 000- GA-005 Provide calculations and details for connections of materials noted. submittal Details 4, 6, 7A, 78, 6-05 8, 9, 10, '11, 12, and 6.... 4 4 Deferred 6 Drawing 000- GA-006 Provide calculations and details for connections of materials noted. • submittal Details 1, . 2, 4, 6, 7, 5-6-05 8, 9, 1 and 11 Deferred ' 7 Drawing :000 -GA -008 Provide calculations and details for connections of materials noted. submittal Details 1,2, 3. 4, 5, ,5.6`05 6, 7 and 8 Deferred 8 Drawing 100-A -007 Provide calculations and details including snow load and wind uplift for submittal removable: translucent skylights. 5-6 -05 Deferred 9 Drawing 2 00 -A -016 Provide calculations details for connections of veneer for seismic Section g and wind loading, , 5 -6-05' _ Deferred 10 Drawing 100 -A -016 . Provide calculations and details for siding and furring .for wind loading. submittal Section 3 5-6 -05 Deferred 11 Drawing 100 -A -019 Provide calculations and details for connections of metal pane( wall submittal Section 14 system over sheathing over metal furring for wind loading. .. °,' 5 -6 =05 . Deferred 12 Drawing 100-A-019 Provide c lculations and 'details for connections of pre- castticoncrete Submittal Section 14 wainscot panels for seismic and wind loading. L. 805 I lCompleted 13 Drawing 000 - -001 Under masonry f m 1900 PSI in structural calculations page 4, of 6 -05 General Structural fm =1 PSI. Clarify. Notes 05/17/2005 15:17 5036243681 TIGARD BUILDING DEPT PAGE 02/04 URHAM FACILITY PHASE & EXPANSION CITY OF TIGARD • W :85 AVENUE 13125 SW HALL BLVD. WAY 6, 2005 TIGARD, OR 97223 SHEET 2 OF 4 MCE Project # 050230 STRUCTURAL PLAN REVIEW #Z Plans Dated 412712005 Cocoon Item Page No. Comments t Made No. Completed 14 Drawing 000 -GS -001 Under design criteria, wind loads base wind speed (3 SEC -MPH) is 5 -6 -05 General Structural 85.0. State of Oregon has 100 as minimum. Revise calculations and Notes and Structural details. Calculations page 2 of 6 Completed 15 Drawing 000 -GS -011 Submit calculation and details for embedded plate type per beam size, 5 -6 -05 Detail S -560 Completed 16 Drawing 000-GS -011 Submit calculations and details for beam sizes not noted on 5 -6 Detail S -563 schedule. Completed 17 Drawing 100 -S-027 Submit calculations and details for "methods used to transfer lateral 5-6-05 loads from the roofs to walls. E 18 Drawing 100-5-027 Submit calculations, wind and seismic, for concrete block wall c ii ,3 - 6 - 05 between grids A and B and grids 2, plus and 5. ompleted 19 Drawing 100 Submit calculations for roof members, beams and slabs, with snow 5 - 6- 0 5 load including drifting. Completed 20 Drawing 100 - 027 Submit calculations and details for roof slab, with openings and 5.6 concrete block wall, between grids 2 plus and 5 and grids A and B. See Note 21 Drawings 100-5-027, Submit calculations and details for dormer roofs including truss 100 -S-102 and bracing, column size, connections, girts and studs. a. • 1 -S -103' NOTE: Submit w18x36 top attachment. • _ ' N -- Lo ` Deferred 22 Drawings 100-5 -104 Submit calculations and details for segmental retaining walls. submittal and 100 -S -105 5-6.05 Completed 23 Drawing 110 -S -002 Submit calculations and details for top slab reinforcing steel. 5-6 -05 Completed 24 Drawing 120 -S -001 Submit calculations and details for wall and slab reinforcing; steel for 5 -6 -05 the same loads as noted on NV-4. See Note 25 Drawing 120 -S -001 ' Top plan 2: Detail S -516 noted. Clarify use for connection. NOTE: Detail is not for connection. Completed 26 Drawing 140 -5-001 Submit calculations and details for wall and slab reinforcing steel for a )6 -05 the same loads as noted on M1 -5. MINIEZZMININISIP mpleted r 27 Structural Snow: Ground snow load in Oregon is minimum 25 PSF. Clai lfy. : calculations Page 1 O 6 05/1712005 15:17 5036243681 TIGARD BUILDING DEPT PAGE 0S/'04 ' RHAM FACILITY PHASE & EXPANSION CITY OF TIGARD V11 85 TH AVENUE 13125 SW HALL BLVD. WAY 6, 2005 TIGARD, OR 97223 SHEET3OF4 MCE Project *050230 STRUCTURAL PLAN REVIEW #2 Plans Dated 4!2712005 r.4 , .:0 Correction Item Pape No. Comments Made Plo. S® a Note 28 Structural Seismic: Seismic Q.A. plan is required for this project, per Section calculations, Page 1 1705 and 1707. of 6 NOTE O.A. plan requires frequency for periodic Inspection Section 1705.2, 4705.3 and 1705.4 Completed 29 Structural Wind: Base wind speed -3 second for state of Oregon is 100 MPH. 5-6-05 calculations, Page 2 of 6 Completed 30 Structural Masonry: Special Inspection: Level 2 is required for Essential 5 -6-05 calculations, Page 4 Facilities. Section 1704.5.3. .of .6 Completed 31 Structural Special Inspection is required for structural steel construction, wall 5 -6 -05 calculations, Page 5 panels and mechanical and electrical components. of .6 : omitted 32 Structural Masonry: frn = 1900 is in conflict with calculations. Clarify. calculations, Page 3 of5 • mpleted 33 Structural Basic 'wind speed (3 sec. gust) = 55 MPH. State of Oregon is 100 ,','5-6 -05 calculations, Page A8 MPH. Completed 34 Structural Snow roof load in several flat areas to be ground snow load plus drift 5 -8-05 calculations, Page load: Revise and re- submit loading, materials and connections. A10 Completed 35 Structural Snow drifting values not included in calculations; Revise and re- 5-6-05 calculations, Pages submit. - B2, 53, 134, B5 and 87 Completed 36 Structural Shear walls #10 in calculations for R1 add back d is short Clarify. 3 -6 -05 calculations, Page B27 Completed 37 Structural Reinforcing steel noted in calculations not the same as noted on 5-6-05 calculations, Pages drawings. Clarify. B4-4, B4 -5, 86-7, B6- 8, B7 -2 and P13 Completed 38 Structural Is negative reinforcing steel required over supports? Clarify. 5 -6 =05! calculations, Page B5 -5 Completed 39 Structural Diagram notes 11 ft. for middle span. Drawing note 14.5 ft Clarify. 5 - 6-05 calculations, Page Be-la • vnipletecl 40 Structural Diagram loads noted not the same as program output for m - ° 5 calculations, Pages member. Clarify. K3, L3 and L14 ' 05117/2005 15:17 5036243681 TIGARD BUILDING DEPT PAGE 04104 ,.JRHAM FACILITY PHASE & EXPANSION CITY OF TIGARD /NV 85 85 AVENUE 13125 SW HALL BLVD_ Y 6, 2005 TIGARD, OR 97223 SHEET 4 OF 4 ICE Project # 050230 STRUCTURAL PLAN REVIEW #2 Plans Dated 4/27/2005 Correction Item Page No. Comments Mad® No. Schedule of Special NOTE: 0. plaan requires in See Note 41 Appendix A: Define periodic for the different p frequency for periodic inspection Inspections Section 1705:2, 1705.3;and 1705,4 See Note 42 Appendix A: Submit calculations and details for mechanical and electrical Schedule of Special components for seismic bracing and connections. Inspections NOTE: Q.A. plan requires frequency for periodic Inspection Section 1705.2 1705.3 and 1705; See Note 43 Appendix A: Submit calculations and details for miscellaneous items for seismic Schedule of Special . bracing and connections. Inspections NOTE Q A: plan requires frequency for periodic inspection Section 1705.2, 1705:3 and 1705.4 44 General Special Inspection per Appendix A E 45 General Structural observation for masonry per Sections 1705.2 and 1709. 4 46 General Submit one set of miscellaneous steel shop drawings, which have been reviewed and initialed by the project engineer, to be file d with the City of Tigard before placement. 47 General Submit one set of reinforcing "steel shop drawings, which have been reviewed and initialed by the project engineer, to be filed with the Crty of Tigard before placement. - 48 General Submit one set of steel truss shop drawings, which have been reviewed ' initialed by the project engineer, to be filed - with the City of'Tigard before_ilacement. 49 General Approved resolution, of the above 'items shall be incorporated into submittal plans before a permit will be issued. Submit four - (4) sets of revised plans to the City of Tigard building department. _.. -------.\ C.) . . 0 �: { #.0 . i 111) April 27, 2005 ' Mr. Brian Blalock, Senior Plans Examiner '- City of Tigard 13125 SW Hall Blvd. Tigard, OR 97223 Dear Brian, The enclosed package contains the comments made by Miller Consulting Engineers on the structural and architectural portions of the Durham Phase 4 Expansion building permit application. MWH responses have been added to the comment sheet, along with the related document changes. - The revised drawings, specifications, and calculations have been included as attachments. If there are any questions, please don't hesitate to give us a call. AD Regards, m aimm—_,_ , . vi k ..,,,, , 1 Doug Hattersley Attachments C. 111 SW. 5th Avenue Tel 503 226 7377 Suite 1770 Fax 503 226 0023 Portland, Oregon 97204 -3604 t r; 41 3 k i. 03/30/ 2005 12:37 -- "" 50 96" " CWS PAGE 01 ►1GARD BUILDING DEPT PAGE 01/ 05 t . 7•.$4.V!, ,r,7FA'j'PtP'- 'T 4'4 1 �"` b tu, r '��- ,i r9► !� !°fin' �' d L" 1 C r r ' March 28, 2005 M ' ,, 0 r , n 4 1- r i ' Ay I CITY CIeaa Water S ,:Y �r Fr Randy !ae �� 1 6060 SW 85th Ave. Tigard, OR 97224 — RE_ • CIZAN WATER SERVICES - INLLUENT Building Permit : - rimooS -00087 Occupancy T Tenant Name: Clean Water Services O ccupa Construction Type; F _ g Address: $6580 `SW 85 Ave. Type! F 2 Area: 22,082 Equipment Service X082 Sq, Ft Stories; 2 + basement the plan review was performed under the State of Oregon Structural Specialty Code (OSSC) '41 7 2004 edition; and 2003 international Fire Code as amended infaranatioo is required in order to complete the review. by''TVF�tR The following I. 'Structuralplan review #1 plans dated 12/20/2004 was completed by Miler Consulting. PIease provide an item by item response on the enclosed stn, ctu a1< review: When, submitting your revised drawings or additional information,: please attach ai Ti gar � tree of T ' eoCi City t City Tigard, reteer of Transmittal_ The letter transmittal t3 Idng and processing the docurents; assists the City of " 1. The Fire Life Safety Review was completed and the are accepter! with the following noted item. P submitted a; Portable fire extinguishers shall be provided as per Oregon Fire Code. OSSC 906.1 Portable fire extinguishers gushers shall be installed in the fbllowing locations "example Special- hazard areas, including but not limited to laboratorie , co met' morns and gene 1);) or where required by the fire codeofficial. lEC.90b:3 (Eric'lvfcMjflen 50 3.612.7010) • ._. _ _ _ _ Re g oat - lt°' Fax Note 7671 oats it of d ('3 0 I Pegen S' — Val enzel, , b From t 4 Senior Plans Examiner Co ✓Dept. /h vu Co phone,* Phone # / - 40 ,-- 0:1 n/ a2 D Fax ii , _ °3125 SW Hall Blvd„ Tigard, OR 97223. (503) 639 -117.1 TDD (503) 484 -2772 Ps, �``�� 03/3e/2005 12:37 5035478196 1 �. �u� soon i� ; �d 'n ybd4�bti CWS PAGE 02 q' TIGARA BUILDTN6 DEPT PAGE 0205 i lk DURHAM FACILITY PHASE & EXPANSION t. SW ®5 AVENUE CITY OF TfG ►tRC� • `SARCH 2005 A 13125 S •SHEET 1 OF 2 HALL BLVD, TIGARD, OR 97223 TRICE Project # 050230 STRUCTURAL PLAN REVIEW dr1 Plans Dated 12120/2004 Item Page No. Comments €_ No. Drawing 000-GA-00 D Minimum design snow toed for State of 4r+e on Is 25 P.S.F. Submit i ` revised calculations as required. i Draw wg 000-GA-002 Provide Detail 1 2 3 and de / r , 7, 9, . of 11 and 12 Drawing 000 -GA -003 Provide malculatione and details for Details 1, ��, 5, SA, connections of materiala noted. 6,7,9,12,13,14, and 15 9 _ - 4 Drawing 000- GA -O04 Provide calculations and details for connections of materials noted. Details 1, 2, 3, 4, 5, 6 9 10 12 and 13 5 Drawing 000-GA-00.5 _ . — C i - • _ • • materials Drawing „4 110 006 Provide calculations Details 1, 2, 4, • noted. • e and II 7 Drawing 000-GA-008 Provide calculations and details for connections of materials noted. 8 Drawing 100-A-007 Provide Calculations and detalls including anow load and wind uPlift for • removable translucent skylights. 9 Drawing 100-A -096 Provide calculations Section 2 connections Drawing • 1O0-A -016 Provide Section 3 .. + for wind loading. MI !Drawing 100 -A -019 Provide Section 14 - panel Drawing ICO- A -019 Provide Section '14 calculations - details _ pre-cast 40 Drawing 000 Under masonry fine1900 PSI in structural calculations page 4 of "6 General Structural Pm =1600 PSI. Clarify. Notes v ',"' 03/30/2005 12:37 5035478196 ti clot JUT Lnp0 11 :1:11 5036243681 cws PAGE 03 TIGARD BUILDING DEPT PAGE 03/05 6 DURHAM FACILITY PHASE & EXPANSION CITY OF TI SW 55 AVNUE SW HALL 13125 SW 24, 2005 97223 SHEET 2 OF 2 TIGARD, OR 87223 MCE Project # 050230 STRUCTURAL PLAN REVIEW #1 Plans Dated 12/20/2084 Item Page No. Comments No. Drawing 000 -GS -001 Under Revise calculations nder design criteria,. wind loads base wind speed (3 SEC-MPH) is General Structural 85.0. State of Oregon has 100 as minimum R an Notes and Structural details. -- and Calculations page 2 of Drawing 000- GS-011 Submit calculation and details for embedded plat ill e Detail S -560 P types beam size. 16 Drawing 000- GS-011 Submit calculations and details for beam sizes not noted on Detail S-583 schedule. 17 Drawing 100 =5-027 Submit • � 9 calculdtiOrts and details for methods used to transfer lateral loads from the roofs to waits: . 18 Drawing 1005 -027 :Submit calculations, wind and seismic, for concrete block wall >.: between grids A and B and grids 2, plus and 5. Drawing 100 -5-027 Submit calculations for roof members, beams and slabs, with snow load including drifting_ 20 Drawing 100-8-027 9 Submit calculations and details for roof slab; with openings and concrete: block wall, men grids 2plus and 5 and grids A and B. 21 Drawings 100-S-027, Submit . calculations and details for dormer roofs. including truss 100-S-102 and bracing, column size, connections, girls and studs. 100S -103 Drawings 100 -S -104 Submit calculations and details for segmental retaining walls_ and 100-5 -105 Drawing 110-5-002 Submit calculations and details for top slab reinforcing steel 24 Drawing 120.5 Submit calculations and details for wall and slareinforcing steel for . the same loads as noted on 26 Drawin® 21 0- -5-001 Top plan 2' Detail S -518 noted, Clarify use for connection, 26 d Drawing 140-S -001 Submit calculations and details for well and slab reinforcing steel for :, the same loads as noted on M1 -5. Structural IUII Snow: Ground snow load In Oregon is minimum 25 PSF, Clarify. calculations, Page 1 of 03/30/2005 12.37 5035478196 CWS PAGE 04 ji er■ie ivr curJ;J i t ; LIZ 3ayb 'Ly bti1 • TIGARD BUILDING DEPT _ PAGE 04 05 Dt1Ri AM FACILITY PHASE & EXPANSION !, SW 13:5 AVENUE CITY OF TIG ARD , , 24, 2005 13125$W HALL BLVD. W SHEET 3 OF 1'IOARD O R 97223 ALICE Project g 050230 STRUCTURAL PLAN REVIEW #1 Plans Dated 12!20/2004 Item Page No. Comment No, -- - ___ 28 Structural Seismic; Seismic Q/A plan is required for this project, _ calculations, Page 1 1705 and 1707. Pe per Section of 6 29 Structural Wind: Base wind speed -3 second for state of Oregon is 100 MPH_ calculations, Page 2 of 6 30 Stllictural Masonry_ Special Inspection: Level 2 is requited for Essential calculations, Paged Facliti ®s. Section 1704,5.3. of Structural Special Inspection is required for structural steel construction, wall Page 5 calculations, Pa c l g panels and mechanical and electrical components. calculations Page 3 Structural Masonry: ill fy fm 1900 is in conflict with calculations. Clarify_ 9p . of 5 33 Structural B g asic gust) 85 AAPH wind speed (3 sec. State of Oregon is 100 • calculations, Page A8 MPH. . Structural Snow roof load in several flat areas to be ground snow load plus drift calculations, Page load.. Revise and resubmit loading, materials and connections A10 35 Structural Snow drifting .valtaes not included in calculations_ Revise and re- calculations, Pages submit 82, 93, B4, 95 and B7 38 Structural Shear walls 410 in calculations for R, add back d, is short. Clarify_ calculations, Page B27 Structural Reinforcing steel noted In calculations not t calculations, Pages drawings. Clarify_ he' same as noted on B4.4, 84 -5, B6 -7, 86 8 B7 -2 and P13 , - _ Structural _ - - • 38 : _ Is negative reinforcing steel required over supports? Clarify_ calculations, Page 85 -5 38 Structural Diagram notes 11.5 ft o middle span. Drawing note 14.5 ft, Clarify. calculations, Page B6 -10 40 Structural Diagram Toads noted not the same as r calculations, Pages member. Clarify, P a9�rn output for same K3 13 and L14 4' - - AP n dix A: Define periodic for the different inspections Schedule of Special Ins•ections n 03/30 %2805 12:37 5035478196 :uao�4J 1v CWS PAGE 05 '� Flt�ll ?lJ1LDING DEPT :, 3 PAGE 05�0S ill !I ri DURHAM FACILITY PI-ASE & EXPANSION f: _ SW Be AVENUE CITY 9F ?ICIgRD iF.. k 1ARCil 24, 2005 13125 SW HALL BLVD_ 7 TIGARD, OR 97223 aFfEET 4 OF Z NICE Project lif 050230 STRUCTURAL PLAN REVIEW #1 Plans Dated 12/2012004 Item Page No, Comments No. Appendix A; Submit calculations and details for mechanical and electrical sdiedule of Special components for seismic brecing and connections. IIIII Appendix A: Ins. ectione Submit celculattons and details for miscellaneous items for seismic sthedule of Special bracing and connections. Ina. - ctions lin General Spell inspection per Appendix A, General Structural observation for mason ill ry per Sections 1705.2 and 1709. 48 Submit one set of miscmll , eneous steel shop drawings, which have been reviewed and initialed by the project engineer, to be filed with the Ci , of Ti: arc before • la'cement. i1 47 General 4 , • Submit one set of reinforcing steel shop d rings, which have been reviewed an project d initialed by the 'ect e of Ti •and before • facemen#; p engineer, neer, o be filed with the City 48 Submit one set of steel truss shop d reviewed. and in by the project engineerO b with hey of Ti•ard before;.lacement; 49 General Approved resolution of the above Items shall be incorporated into submittal plaryti before a before permit will be issued_ Submit four (4) sets of revived - .lens to the Ci of Marti buildin 5 de. artment: cio, P- } DURHAM FACILITY PHASE & EXPANSION CITY OF TIGARD ti, SW 85 TH AVENUE 13125 SW HALL BLVD. MARCH 24, 2005 TIGARD, OR 97223 v, tilOHEET 1 OF 12 t MCE Project # 050230 STRUCTURAL PLAN REVIEW #1 Plans Dated 12/20/2004 Item Page No. Comments Response Attachment No. 1 Drawing 000 -GA -001 Minimum design snow load for Structural calculations are based Revised State of Oregon is 25 P.S.F. on 25 PSF snow load. Note with drawing 000- ; Submit revised calculations as incorrect snow load removed GA 001 required. from this sheet. Dated 040805 2 Drawing 000 -GA -002 Provide calculations and details Spec Section 01300 — Contractor Section Details 1, 2, 3, 7, 9, 11 for connections of materials Submittals describes the deferred 01300 and 12 noted. submittal requirements and has been included in the attachments. Details 1, 2, 3 & 9 pertain to pre- Revised Spec cast and concrete veneer attached 03450_ to concrete walls: Spec Section 03450, 1.2 & 1.3 requires manufacturer to submit 111 licensed: structural engineer prepared shop drawings for pre - cast panels, including anchorage details. (Calculations not mentioned). Have added , requirement in spec for calculations and request that panel attachments review by the City be a deferred submittal item. Spec. Section 04232, 3.11 requires veneer -ties to be installed per Revised Spec Building Code and trade 04232 standards. Have revised this section with more specifics on attachment of the veneer, rather than adding notes to the drawings. Details 7 & 11 pertain to metal siding attached to metal furring: Revised Spec Spec Section 07412, 1.3 requires AD . metal roof manufacturer to provide an attachment schedule or supporting calculations to wind and snow loads, but does f DURHAM FACILITY PHASE & EXPANSION CITY OF TIGARD • SW 85 AVENUE 13125 SW HALL BLVD. MARCH 24, 2005 TIGARD, OR 97223 }' HEET2OF12 i.. `M Project # 050230 STRUCTURAL PLAN REVIEW #1 Plans Dated 12/20/2004 Item Page No. Comments Response Attachment No. not address the siding. We will revise wind load criteria from 85 to 100 MPH. Shop drawings are required by Section 07412, 1.5 for roofing and siding. Spec Section 07412, 1.4 requires testing and certification for the 'roof panels, but does not address the siding. Have added design and performance requirements in spec for the metal siding. Also, requirement for manufacturer submittal of structural ' calculations for attachment of roofing and siding. Request that • Y. metal siding attachment review by the City be a deferred submittal item. Attachment of metal furring' is not covered by. Section 05400, 2.2, but could be added. Have added requirement in spec for attachment of metal furring to concrete walls and metal stud Revised Spec framing .:and submit specs to. City 05400 for review, rather'than annotating the drawings. Detail 1.2 pertains to preformed metal wall panels attached over gypsum sheathing Spec Section 07410, 1.4 requires shop drawing submittal, but does not mention calculations. There Revised Spec is a requireriient to submit 07410 certifications of compliance with performance requirements, which include wind load criteria, which needs to be changed from 85 to 100 mph. Have added • k , DURHAM FACILITY PHASE & EXPANSION CITY OF TIGARD SW 85 AVENUE 13125 SW HALL BLVD. MARCH 24, 2005 TIGARD, OR 97223 F . di HEET 3 OF 12 MCE Project # 050230 STRUCTURAL PLAN REVIEW #1 Plans Dated 12/20/2004 .Item Page No. Comments Response Attachment No. requirement in spec for submittal of structural calculations and request that preformed metal wall panel attachment review by the City be a deferred submittal item. 3 Drawing 000 -GA -003 Provide calculations and details Details 1, 4, 5 5A, 6, 7, 12, 13, Revised Details 1, 4, 5, 5A, for connections of materials 14 & 15 pertain to translucent Spec 08950 6,7,9,12,13,14, and 15 noted. fiberglass panels:. Spec Section 08950, 1.5 requires panel mfr. to provide structural engineering calculations and shop drawings for the panel system • and all connections to the to . building structure. Have added requirement for review by the City of the translucent fiberglass panel attachments be a deferred submittal item. 4 Drawing 000 -GA -004 Provide calculations and details Details 1, 2, 3, 4, 5, 6, 9, 10, 12. & Revised Details 1, 2, 3, 4, 5,, 6, 9, for connections of materials 13' pertain to preformed metal Specs 07410, 10, 12 and 13 noted. wall panel system (Spec 0741.0, 08950, translucent: fiberglass panels 04320, 03450 (Spec 08950 ), brick veneer ( Spec 04320 )and pre -cast concrete panels ( Spec 03450 ). Manufacturer to supply calcs. And. details Have added requirement for review by the City of these attachments as a deferred submittal item. 5 Drawing 000 -GA -005 Provide calculations and details Details 4, 6, 7A, 7B, 8, 9, 10, 11, Details 4, 6, 7A, 7B, 8, for connections of materials & 12 pertain to metal stud 9, 10, 11, 12, and 13 noted. framing, hollow metal door frames, metal wall panels over (4) furring, translucent fiberglass window panels and translucent fiberglass skylights. DURHAM FACILITY PHASE & EXPANSION CITY OF TIGARD R b sw 85 AVENUE 13125 SW HALL BLVD. MARCH 24, 2005 TIGARD, OR 97223 HEET 4 OF 12 MCE Project # 050230 STRUCTURAL PLAN REVIEW #1 Plans Dated 12/20/2004 Item Page No. Comments Response Attachment No. Attachment of metal stud framing Revised Spec • is addressed in Spec Section 05400 05400, 2.2, 3.2& 3.3, but additional information is needed. Have added requirement in spec for attachment of metal stud framing and submit specs to City for review, rather than annotating the drawings. Attachment of hollow metal, door frames as addressed in Spec Revised Spec Section 08110,1.4 with a 08110 requirement for shop drawings to show connections to adjoining • materials and engineering calculations, as required elsewhere in the section. Frame anchors are specified in 08110, 2.4 but-no mention is made of calculations being required. Have added requirement in spec for submittal of calculations and add more specifics regarding attachment of hollow metal door frames to.the.structure. Propose to submit revised specs to City for review, rather than annotating the drawings. Have added requirerri_ ent in spec 07410 for structural calculations and request that preformed metal • wall panel attachment review by Revised Spec the City be a deferred submittal 07410 item. Propose that review by the City of the translucent fiberglass panel & skylight attachments be a deferred submittal item. • • �' DURHAM FACILITY PHASE & EXPANSION �' CITY OF TIGARD SW 85T AVENUE 13125 SW HALL BLVD. MARCH 24, 2005 TIGARD, OR 97223 HEET5OF12 s MCE Project # 050230 STRUCTURAL PLAN REVIEW #1 Plans Dated 12/20/2004 Item Page No. Comments Response Attachment No. 6 Drawing 000 -GA -006 Provide calculations and details Details 1, 2, 4, 6, 7, 8, 0, 10 & 11 Details 1, 2, 4, 6, 7, 8, 9, for connections of materials pertain to pre -cast panels, metal 10 and 11 noted. siding over metal furring, concrete block veneer, metal siding over furring over concrete block walls & metal roofing at sloped steel decking. Have added requirement in spec 03450for structural calculations Revised Spec and request that pre -cast panel 03450 attachments review by the City be a deferred submittal item. Have added requirement in spec 05400 for structural calculations and request that metal siding & Revised Spec metal furring attachment review 05400 by the City be a deferred submittal, item. Have added requirement in spec 07410, for attachment of metal furring` to the building structure Revised Spec and submit- revised specs to City 0741,0 for review,, rather °than annotating the drawings. Have added requirement in spec Section 07412 for ;structural calculations and request that Revised Spec metal roofing and siding 07412 attachment review by the City be a deferred submittal item. 7 Drawing 000 -.GA -008 Provide calculations and details Details 1, 2, 3, 4, 5, 6, 7 & 8 Details 1, 2, 3, 4, 5, 6, 7 for connections of materials pertain to metal roofing over and 8 noted. metal decking, metal soffit V attached to metal decking, metal panel wall system attached to metal stud framing, pre - manufactured canopy attachment DURHAM FACILITY PHASE & EXPANSION CITY OF TIGARD SW 85 AVENUE 13125 SW HALL BLVD. MARCH 24, 2005 TIGARD, OR 97223 • EET5OF12 ' MCE Project # 050230 STRUCTURAL PLAN REVIEW #1 Plans Dated 12/20/2004 Item Page No. Comments Response Attachment No. to the concrete wall, and metal roofing and decking attached to steel structure. Have added requirement in spec Section 07412 for structural Revised spec calculations and request that 07412 metal roofing and soffit panel attachment review by the City be a deferred submittal item. • Have added requirement in spec 07410 for calculations and request that preformed metal wall Revised Spec panel attachment review by the 07410 City be a deferred submittal item. Spec section 10850, 1.4 requires submittal of structural calculations and shop drawings showing „connections to the Revised building, .Have,added Spec 10850 requirements for pre= manufactured canopy attachment review by the 'City be a deferred submittal item Have added ;requirement in spec. 07412 for calculations and request that metal roofing attachment review by the City be - Revised a deferred submittal item. Spec 07412 Spec section 05300, 1.3 requires submittal of layout drawings and diaphragm shear values. Have added requirement in spec for Revised Spec structural engineering 05300 calculations and request that steel decking attachment review by the City be a deferred submittal item. l;; r P, DURHAM FACILITY PHASE & EXPANSION CITY OF TIGARD 85 SW 85 AVENUE t 13125 SW HALL BLVD. MARCH 24, 2005 k - TIGARD, OR 97223 '. 1HEET7OF12 P• MCE Project # 050230 STRUCTURAL PLAN REVIEW #1 Plans Dated 12/20/2004 Item Page No. Comments Response Attachment No. 8 Drawing 100 -A -007 Provide calculations and details Have revised submittal Revised Spec including snow load and wind requirements in spec Section 08950 uplift for removable translucent . 08950, to include snow and wind skylights. uplift loads and request that review by the City be a deferred submittal item. 9 Drawing 100 -A -016 Provide calculations and details Have revised requirements in Revised Spec Section 2 for connections of veneer for spec Section 04232 to include 04232 seismic and wind loading. structural calculations and attachment requirements of the CMU veneer to the structure. Request that review by the City be a deferred submittal item. 10 Drawing 100 -A =016 Provide calculations and. details Have revised submittal Revised Spec Section 3 for siding and furring for wind requirements in spec Section 07412 r� loading. 07412 for metal siding to include calculations for wind loading. Request that review by the City be a deferred submittal item. • Have revised submittal requirements in section 0. for Revised 'Spec` metal furring to include 05400 calculations' and shop drawings with details for attachment of the furring to the structure... Request that review of attachment details by the City he a deferred submittal item. 1' 1 Drawing 100 -A -019 Provide calculations and details Have revised submittal . Revised Spec . Section 14 for connections of metal panel requirements in spec. Section 07410 wall system over sheathing over 07410 for preformed metal wall metal furring for wind loading. panels to include calculations for wind loading. Request that review by the City be a deferred submittal item. M Have revised submittal requirements in section 05400 for Revised Spec metal furring to include 05400 DURHAM FACILITY PHASE & EXPANSION CITY OF TIGARD SW 85 AVENUE 13125 SW HALL BLVD. MARCH 24, 2005 TIGARD, OR 97223 P i ' -iEET 8 OF 12 t VIP J � MCE Project # 050230 STRUCTURAL PLAN REVIEW #1 Plans Dated 12/20/2004 Item Page No. Comments Response Attachment No. calculations and shop drawings 5 with details for attachment of the furring to the structure. Request that review of attachment details by the City be a deferred submittal item. 12 Drawing 100 -A -019 Provide calculations and details Have revised submittal Revised Spec Section 14 for connections of pre -cast requirements in spec Section 03450 concrete wainscot panels for 03450 for pre -cast concrete seismic and wind loading. panels to include: calculations and details for wind and seismic loading. Request that review by the City bea deferred submittal item. 13 Drawing. 000 -GS -001 Under masonry f m =1900 PSI in Masonry strength in the Revised General Structural Notes structural calculations page 4 of calculations revised to fm =1,900 Calculations 6 f m =1500 PSI. Clarify. psi on page 4 of the criteria to "Non -IPS conform with the drawings and Structures the required strength. Structural Calculations" 14 Drawing 000 -GS -001 Under design criteria, wind loads Revised structural calculations Revised General Structural Notes base wind speed (3 ;SEC -MPH) is base wind speed 3 second gust to Calculations and Structural 85.0. State of Oregon has 100 as 100 mph "Non -IPS Calculations page 2 of 6 minimum. Revise calculations Structures and details. Structural Calculations" 15 Drawing 000 -GS -011 Submit calculation and details See attachment forItem #15 Item #15 Detail S -560 for embedded plate type per attachment beam size. 16 Drawing 000 -GS -011 Submit calculations and Beams not on S -563 ' - , _ . _ Detail S -563 details for beam sizes not schedule shall use S -560 noted on schedule. 17 Drawing 100 -S -027 Submit calculations and details See attachment for Item #17 Item #17 for methods used to transfer attachment lateral loads from the roofs to walls. . 0 . Drawing 100 -S -027 Submit calculations, wind and New calculations, page B61 to Calculation seismic, for concrete block wall B63, are provided for cmu screen pages B61 to between grids A and B and grids wall B 63 2, plus and 5. DURHAM FACILITY PHASE & EXPANSION CITY OF TIGARD SW 85 AVENUE 13125 SW HALL BLVD. MARCH 24, 2005 TIGARD, OR 97223 ' HEET 9OF12 MCE Project # 050230 STRUCTURAL PLAN REVIEW #1 Plans Dated 12/20/2004 Item Page No. Comments Response Attachment No. 19 Drawing 100 -S -027 Submit calculations for roof Roof members are checked for See response members, beams and slabs, with additional load due to snow drift. to Item# 35 snow load including drifting. The added and revised for calculations are included in calculation. response to Item # 35. (revised and added calculations in Item -# 35 are the same as Item # 19) 20 Drawing 100 -S -027 Submit calculations and details 1. New calculations are New for roof slab, with openings and provided for additional loads calculations concrete block wall, between on slab and beams due to pages B1-3a grids 2 plus and 5 and grids A snow drift and cmu screen to B 1 -3f, and and B. wall. B1-6 a to B 1- i* 6d. are 2. Calculation pages B1-3a to provided. B1-3d are for slab design check., and pages B1-3e and 111 -3f are for design check ' for beam for added cmu screen wall in the courtyard. area. 3. Void calculation page B1-6. Add new calculation pages B1-6a-to B1-6d for design check for beam at grid line 5 for loading from cmu screen wall. 4. Slab and beams as shown are found satisfactory 21 Drawings 100 -S -027, Submit calculations and details Truss bracing calculations shall Item #21 100 -S -102 and for dormer roofs including truss be by truss manufacturer. See attachment 100 -S -103 bracing, column size, attachment for Item #21. connections, girts and studs., ?22. Drawings 100-S-104 and Submit calculations and details Contractor's engineer to submit Section 100 -S -_105 for segmental retaining walls_ segmental retaining wall 02834 '" DURHAM FACILITY PHASE & EXPANSION CITY OF TIGARD SW 85 AVENUE 13125 SW HALL BLVD. MARCH 24, 2005 TIGARD, OR 97223 "MEET 10 OF 12 MCE Project # 050230 STRUCTURAL PLAN REVIEW #1 Plans Dated 12/20/2004 Item Page No. Comments Response Attachment No. calculations as deferred attached. submittals and detailed in Section 02834 — Segmental Retaining Walls. 23 Drawing 110 -S -002 Submit calculations and details Structural calculations for the top Influent for top slab reinforcing steel. slab are on sheets 1 -38 through I- Splitter Box 53. Per page I -38 the minimum Calculations area of steel required controls and is #7 @12 E, W. T &B. The slab reinforcing steel is specified and called out on sheets 110 -S -002,; - ' 003 and -004. 24 Drawing 120 -S -00f Submit calculations and details Wall and slab reinforcing steel Revised for wall and slab reinforcing calculations are included on the Calculations steel for the same loads as noted attached sheets MV -4 through "Non -IPS on MV -4. MV -9 that contain more Structures descriptive notations and added Structural sheets of calculations. The depth Calculations" of the meter vault in the soil has been reduced but the calculations have conservatively been maintained with, the full height of soil. The base slab reinforcing steel has been revised to indicate #6 @12 EW T &B: 25 Drawing 120 -S -001 Top plan 2: Detail S -516 noted. The standard, detail S-516 call out Clarify use for connection. on sheet 120 =.S -001 for the single rail ladder posts is intended to reference in post connections to the`concrete which are further referenced in, standard detail S- 512. 26 Drawing 140 -S -001 Submit calculations and details Wall and slab reinforcing steel Revised for wall and slab reinforcing calculations are included on the Calculations steel for the same loads as noted attached sheets 1\11 -5 through "Non -IPS on M 1 -5. M1-9 that contain more Structures Y. descriptive notations. Structural Calculations" • i` DURHAM FACILITY PHASE & EXPANSION CITY OF TIGARD l# SW 85 AVENUE 13125 SW HALL BLVD. MARCH 24, 2005 TIGARD, OR 97223 • iEET11OF12 MCE Project # 050230 STRUCTURAL PLAN REVIEW #1 Plans Dated 12/20/2004 Item Page No. Comments Response Attachment No. 27 Structural calculations, Snow: Ground snow load in Revised structural calculations Revised Page 1 of 6 Oregon is minimum 25 PSF. snow ground load criteria to 25 Calculations Clarify. psf. "Non -IPS Structures Structural Calculations" 28 Structural calculations, Seismic: Seismic Q/A plan is The City has indicated that they Page 1 of 6 required for this project, per do not require one Section 1705 and 1707. 29 Structural calculations, Wind: Base wind speed -3 Revised structural calculations Revised Page 2 of 6 second for state of Oregon is 100 base wind speed at 3 second gust Calculations MPH. to 100 mph. "Non -IPS Structures Structural Calculations" (4110—` Structural calculations,. Masonry: Special Inspection: Revised structural calculations Revised Page 4 of 6 Level 2 is required for Essential Masonry designation to Level 2. Calculations Facilities. Section 1704.5.3. "Non -IPS (Structures Structural Calculations" 31 Structural calculations, Special Inspection is required for Revised structural calculations, ' Revised Page 5 of 6 structural steel construction, wall. Special inspections required for Calculations panels and mechanical and structural steel: Wall panels and "Non -IPS electrical components. mechanical and electrical Structures components. Structural Calculations" 32 Structural calculations, Masonry: f'm = 1900 is in Masonry strength in the Revised Page 3 of 5 conflict with calculations. calculations revised to. fm= 1,900 Calculations Clarify. psi on page 4 of the criteria to "Non =IPS confoun with the drawings and Structures the required strength. Structural Calculations" 33 Structural calculations, Basic wind speed (3 sec. gust) = Calculations revised to wind Revised Page A8 85 MPH. State of Oregon is 100 speed of 1 MPH. calculation MPH. pages; A8 4 enclosed Structural calculations, Snow roof load in several flat Revised wind speed (3 second Revised Page A1.0 areas to be ground snow load gust) to 100 mph. See revised calculation plus drift load: Revise and re sheet A8 and A9 pages A8 and ti • DURHAM FACILITY PHASE & EXPANSION CITY OF TIGARD SW 85 AVENUE 13125 SW HALL BLVD. t MARCH 24, 2005 TIGARD, OR 97223 H EET 12 OF 12 MCE Project # 050230 STRUCTURAL PLAN REVIEW #1 Plans Dated 12/20/2004 Item Page No. Comments Response Attachment No. submit loading, materials and A9 enclosed .connections. 35 Structural calculations, Snow drifting values not Beam in page B2, B3, B4, B5, Additional Pages B2, B3, B4, B5 included in calculations. Revise and B7 are checked with addition calculations and B7 and re-submit loading due to snow drift. All are provided, • beams are found to be see enclosed. satisfactory. See added. pages B2a, calculations, pages B2a, B3a, B3a,B4a, B4a,B5a, B7a, and B7b. Insert B5a, B7a and page B2a behind page B2, page B7b. B3a behind page B3, etc. 36 Structural calculations, Shear walls #10 in calculations The add back di, was revised Revised Page B27 for R add back d,'is short. from 22.33-to 25.33. See revised calculation Clarify. page B27 and B28 Page B27 and B28 enclosed. 37 Structural calculations, Reinforcing steel noted in l .pages B4 -4 & B4- 5 - - -the beam 1' . dwg 100 Pages B4 -4, B4 -5, B6 -7, calculations not the same as rebar as shown in drawing 100 -S- S -049 B6 -8, B7 -2 and P13 noted on drawings. Clarify. 049 had been revised in the latest enclosed. issue according to the calculation. 2. Calculati 2 pages B6 -7 & B6 -8 -- -void on pages' page, B:6 -1' and add pages B6 -1a, B6 -1, B6- 1b „B6 -1 c and B6 -1 d, these 4 ,B6-1a, pages show the design of beam B6-1b, GB3 -3 and the,adj acent, slab. B6-1c Also, acid page B6 -2a, which is and B6- the yreference plan for beams and ld slab: reinforcing for floor elev enclosed. 117.00. sheet B6 -2 to B6 -11 3. Revised ' (incliidingthe'Staad outputs) are calculatio calculations for beams and n.page slab at elev 117.00. B7 -2 3. page B7 -2, rebar callout of #6 enclosed. @ 8” will be revised to #7 @ 12" 4. Dwg as shown in Det 1' 1 /100 -S -053, 100-S- 4. page P13 - -- drawings 100 -S -36 036 and and 100-S-042 had been revised 100 -S- in the latest issue to show buttress 042 wall rebar details as indicated in enclosed page P13. r. DURHAM FACILITY PHASE & EXPANSION CITY OF TIGARD SW 85 AVENUE 13125 SW HALL BLVD. MARCH 24, 2005 fr _ TIG ARD, OR 97223 T 13 OF 12 . MCE Project # 050230 STRUCTURAL PLAN REVIEW #1 Plans Dated 12/20/2004 Item Page No. Comments Response Attachment No. 38 Structural calculations, Is negative reinforcing steel To accommodate various Page B5 -5 required over supports? Clarify. openings in the floor, the slab is designed as simple span, but rebar #6 @ 12 " are provided at top and bottom, and since the negative moment will be smaller that the simply supp ort design, additional negative rebar is not required. 39 Structural calculations , Diagram notes 11.5 ft. for middle The location of motor loading in Revised page Page B6 -10 span: Drawing note 14.5 ft. page B8=10, the loading diagram, B8 -10 Clarify. is revised from member 1 to enclosed. 40 member 2. Please note that the motor loading was correctly inputted in the Staad Program, at member 2, so the analysis and design is ok. 40 Structural calculations, Diagram loads noted not the 1. PageK3 =the value in the 1_ . Revised ' Pages K3, L3 and L14 same as program output for same graph were revised according K3 member. Clarify. to the Staad- output and enclosed. spreadsheet calculation. No ' 2. Revised changeof_rebar. pages L3, 2. Page L3 -- -the M and V value L4 and for member, # 60 were revised L8 according to the Staad output. enclosed. There is no change for rebar. 3. Revised See revised pages L3, L4 and L14 L8. enclosed. 3. Page L moment and shear values were revised according to the. Staad output. See revised L14. 41, Appendix,A: Schedule of Define periodic for the different Schedule of periodic inspections Section Special Inspections inspections. by Special Inspector is called out 01450 t Ill in Paragraph 1.3.F of Section attached. 01450 — Special Inspections and Structural Observations.. DURHAM FACILITY PHASE & EXPANSION CITY OF TIGARD SW 85 AVENUE 13125 SW HALL BLVD. MARCH 24, 2005 TIGARD, OR 97223 O HEET 14 OF 12 MCE Project # 050230 STRUCTURAL PLAN REVIEW #1 Plans Dated 12/20/2004 Item Page No. Comments Response Attachment No. 42 Appendix A: Schedule of Submit calculations and details Seismic calculations for Special Inspections for mechanical and electrical mechanical and, electrical components for seismic bracing equipment are to be provided by and connections. equipment manufacturer. 43 Appendix A: Schedule of Submit calculations and details Seismic calculations for Special Inspections for miscellaneous items for mechanical and electrical seismic bracing and connections. equipment are to be provided by equipment manufacturer. The • pipes inside the IPS. are anchored in the walls with pipe flanges, additional bracings are not . required for seismic loading. 44 General Special Inspection per Appendix Agree A. rO5 General Structural observation for Agree masonry per Sections 1705.2 and 1709. 46 General Submit one set of miscellaneous To be submitted by Construction steel shop drawings, which have Management. been reviewed and initialed by the project engineer, to be' filed with the City of Tigard before placement. 47 General Submit one set of reinforcing To' be: submitted by Construction steel shop drawings, which have Management. been reviewed and initialed by the project engineer, to be filed with the City of Tigard before placement. 48 General Submit one set of steel truss shop To be submitted by Construction drawings, which have been Management., reviewed and initialed by the project engineer, to be filed with the City of Tigard before placement. Al" 49 General Approved resolution of the above To be submitted by Construction items shall be incorporated into Management. submittal plans before a perm it will be issued. Submit four (4) DURHAM FACILITY PHASE & EXPANSION CITY OF TIGARD 1r, SW 85 AVENUE 13125 SW HALL BLVD. MARCH 24, 2005 TIGARD, OR 97223 tilEET15 OF 12 MCE Project # 050230 STRUCTURAL PLAN REVIEW #1 Plans Dated 12/20/2004 Item Page No. Comments Response Attachment No. sets of revised plans to the City of Tigard building department. CO • .,. I ■ 132,0 • LOCATION ON PROPERTY:' SEPARATION FOURS • M fi � B r ' m , t , I • i .' �� G ENERAL NOTES: BUILDING DE 7 '�" .-<� - I / / ARCHITECTURAL DRAWINGS ARE INTENDED F s r• . -. NEW NG'.OF.NON- COMBUSTIBLE CONSTRUCTION. 14 1 �, � I // STRUCTURAL DRAWINGS GOVERN FOR ARCHIT ECTURAL FINISHES. MULTI STGRY BUILDING K �• . �8.. - r:.- .. ,mot 7 / / (POURED IN PLACE REINFORCED CONCRETE AND STEEL • r , - �+ ! Y/ ;/ BUILDING STRUCTURE AND OVERALL EQUIPMENT FOR PUMPING WASTEWATER TO THE - j \J /I ;� ,/ I / • D FOR PART WASTT' TREATMENT FACIU THE BUILDING INCLUDES A CONTROL ROOM , DU p f ' ® f• ! THE STAF USE; BUT OTHERWISE IS UNOCCUPIED EXCEPT FOR MAINTENANCE MECHANICAL M _ �- ti t f ( \ , PROVIDE SEALA7J - T, CAULKING, REPAIR OR. MONITORIN g. NW i , ■ FLASHING AND I . G OF EQUIPMENT, - _ ., 8 \ .,: COUNTER FLASHING AT ALL METAL ROOFING. METAL SIDING AND METAL WALL PANELS PER MANUFACTURER'S j \ ANDARD DETAILS AND "�... - 1 F • � / \ RECOMMENDATIONS. w - /%� BUILDINGCOD BUILDING�INFC RMATION: E J - � i \ OA BUILDING PERMIT DEPT: CITY OF nGARD. OREGON (j m q I `\ N E: 20031NTERPIATION BUILDING CODE OREGON 2004 STRUCTURAL E r: • 20031NTERNA • t \ SPEC IALTY CODE AMENDMENTS •• t j SPECIALTY -- PROPERTY UNE N � E. / \\ nONAI PLUMBING CODE v. • \\ INFLUENT PUMP STATION ROOM NO. LEGEND — \. - •! � \ 200.3INTERNATIONAL FIRE CODE -...,, , NO I • ___ \ ROOM 2003 I STATE OF nDN/u FIRE CODE 85 3 - _ -- _ r 101 NTERNA ' -- 103 ZONE _ __ � � � �I� G,/>•'-51-'-••••\::',....,'"----1,-, PUMP I - - - - _- .ti i / i \ R 'a M WET WELL DESCRIPTION R-4 SINGLE FAMILY RESIDENTIAL i 1 _ LANG USE APPROVPL - - • y { , .,"ti- _ ' w-- .. r . __... . 't'\ -_ / , r 108. 102,5 PERMIT (CU!) 199940003 MOTOR R OOM ROOM B SITE � ` s coyDmoruL USE PERM _ _ J I r LI \ FAN ROOM B OCCUPANCY: F -2 LOW FIAZMDINDUSTRIAL N PROCE .. 5 RED ` I` "' EXISTINGACCESS ROAD 1ll.0 PROCESSING OPERATIONS .. -_, -',I--- ...: : _ _ SS ROOM 117.0 OCCUPANCY f S. CY SEP>HATt �I • .. _ _ __. . _: ... - _ �, 110 1 ON ... .. ,�.. '--- _._... - - �9� , I�I NON -.. ... WET WELL ACC 77.0 .. � _ BL D OWER ROOM CONTROL TYPE OF CONSTRUCTION: ERE 708 109 �j REQUIRED •: .- - '- 113 132.0 AUTOMATIC FIRE tiPRIN1 TII-13 / _ \. ��! ma t1 GROUND FLOOR /a 11 H - : / . " . .... i �� / / Y /'I / 114 VFO ROOM B 0ER SYSTEM: NO ...... ! ELECTRICAL THE BUILDING IS OF NON COMBUSTIBLE CONSTRUCTION / CTRICALR 132.0 E IF- ■i J i1 / 118 VALVE CONTROL ROOM 132.0 . • ■ i TOILET TA MONITOR ROOM 117 ROOM .... -... 1 118 HVAC ROOM 150.5 WITH MINIMUM SOFT YARDS ALL SIDES jj 2 � .... ., .:- I ' 119 COU 150.5 LE HEIGlR: ET BEG PAN u 33 120 SAIRJI HEIGHT AND STORIES (BV \ \.. # 2 S5 FEET BC) SIDES N .. -. .....: -' / ACTUAL UILDING HEIGHT: I $TIN G . rj {, � ALLOWABLE FLOOR AREA: 33 FEET /2 STORIES j ' i � . 63.000 SF: r s OMPC i I LARGEST FLOOR: 9 159 SF (GROUND FLOOR - ELEV. 1 ''.';',....\''.' - -.. _ - ( ( , H- GR _-I ( .. _.. -. -_ ) .`I _ BUILDING FLOOR AREA: >� ..:1'‘ \`,\ \ 1 _. _ , \' ` J BASEMENT LEVEL 2 3 SF. NET AREA - ELEV. 85 -- -._ .... 32.0 ) �\ MEZZANINE VA \' .. r. T y� H i . BASEMENT LEVEL 7.875 SF. N.. ELEV. 117.00 I .. _ _ ..... - .. - y 1 2 1 II iTh ` .\ 1.005 SF .N- \ 1 _ 1-VE CONTROL ROOM 381 SF H- ELEV. 14400 • _ ' " . :. ' _ _ - - ��• \ FIRST FLOOR (GROUND) 759sF' /� f / /! rn) 9, vEV ob 3z ppll hEW CUL -DESAC /ROAD CONS7RUGT7pN�L HVAC ROOM t4 ELEV:750.50 ,� �� REFER TO SW 85TH AVEEXTENSION DRAWINGS f • . REFER TO CMl DRAWINGS FOR \� - � ` - P• TOTAL FLOOR AREA 22082 sF., @® �` NEW ACCESS ROAD 8 RET AIN N WN.L _ /�/ :1:::- " \\ . ( • • rl `r \ _ \ ` _-S % / / I , 1 rr I \ \ ` _ \ \ Y ''` NEW INFLUENT, P D j I � ; \ t • i g z PUMP ST I F : . BUILDING`.: li �� / / iii / tc , ( I 1.,,Y / w , w it L , 7 1 • 1 778' H- TOa - -�`' / DESIGN OCCUPANT LOAD FROM 1.13 C. TABlE,1004 12 - TO CENTERLINE OF SW 851h AVE •. / 1 BASEMENT LtVEL '26 OCCUPANTS 1 1 ` ' . BASEMENT. LEVEL 2 1�.00CU PANTS- w _ I w v . 1 EXISTING FENCE' I . i - . :¢ ` _, \ ISB,.ROAD SEE CMLDRAWINGS /� -/ - �� FIRST FLOOR + PANTS z, fit-- PROPERTY LINE. S / I ` MEZZANINE .31 2 OCCUPANTS • v I _ • - ti - HVAC ROOM' 4 OCCUPANTS ■ w' `�� / I i i = NOTE TOTAL BUILDINGDESIGN OCCUPANT LOAD: fl OCCUPANTS:(FOR EGRESS SYSTEM DESIGN) ' REFER TO SITE LANDSCAPING PLANS 4 • /. _ . - - d CIVIL DRAWINGS FOR ADDmONAL SITE - -w A I IN ORMAnON I ( r`z :UPANT LOAD: 1.00CUPPNT,DURING DAILYWAI.K -THRU. ww - _ - ACTUAL BUILDING OCCUPANT _ • • . .� i { / 1 i � ■ 3 OCCUPANTS . t /- DURING REPAIRS • w \ f a ' i t $ �' ^�� K I SITE PLAN H, r NOT TO SCALE - ' ` Mr AR. w1� - 1 0 o ® SCALE WARNING S TTE� BY - E -_ - . . _ - .L O . Y DESIGNED J McKINNEY . 11 , z� -�_ NO SCALE �: I I ARCHITECTURAL S. EBOLE OJEC •�, R' J • ) . - LICENSE'NO IF THIS U p I ' SHEET: 1. 0,V0 OF� - -_ NOT M i _ , ` -. „,,-......., S �'so A630CIg710N WITH. C1 Services DURHAMFgCILITY / ( �J • E TH N ) DAT REV DATE BY DESCRIPTIONI \ "Ti ] I N K S 1 -Nrb", INFLUENT PUMP ST ATION o wG: 0 00 -GA -001 c HECKeO �McKINNEY (co� Y - 4 F IcER'S - NAME E E •'� A RCHITECTS ASSOCIATIVE INC Our PHASE 4 .EXPANSION m `�` "`I`" PROJECTENFORM I ON ,, - _ - - E: 4 - 8 -2005 - - - - - PROJECTNO.: '4969! • ' � , - _ • ;9 dS Ih `er `e/-t oN waf.T f; � SECTION 01300 CONTRACTOR SUBMITTALS fiC PART 1 -- GENERAL fi 1.1 GENERAL A. Wherever submittals are required in the Contract Documents, submit them to the ENGINEER. 1.2 . PRECONSTRUCTION CONFERENCE SUBMITTALS A. Within 14 Days after the date of commencement as stated in the Notice to Proceed or at . he pfeconstruction conference of Section 01010 - Summary of Work, whichever comes first, the CONTRACTOR shall submit the following items to the ENGINEER for review: 1. A preliminary list of Shop Drawings, Samples, and proposed Substitutes. 2 A preliminary schedule for submission of priority and major Shop Drawings (particularly for long -lead time equipment) and Samples. 3. A list of permits, and licenses the. CONTRACTOR shall obtain, indicating the agency required to grant the permit, the expected date of submittal for the permit, and required date for receipt of the permit. 4. A. preliminary schedule of values in accordance with Section 01301 - Schedule of Values. 5.. A 60 -Day Plan of Operation in accordance with Section 01311 - CPM Construction Schedule: 6. A Project Overview Bar Chart in accordance with Section 01311 CPM Construction Schedule. 7. Security Management Plan 'in accordance with Section 01520 — Se 8. Stormwater Management and Ero`sion Control Plan and Schedule in accordance with Section 01570 — Stormwater Pollutioh i Prevention. 9. CONTRACTOR submittals in accordance with Section 02140 — Dewatering, Paragraph 1.3. 1.3 SHOP DRAWINGS A. Wherever called for in the Contract Documents or where required by the ENGINEER, the CONTRACTOR shall furnish to the ENGINEER for review, eight copies plus one reproducible copy or electronic file, of each Shop Drawing submittal. Shop Drawings may include detail design calculations, shop - prepared drawings, fabrication and installation drawings, erection drawings, lists, graphs, catalog sheets, data sheets, and similar items. If a list, graph, catalog sheet, data sheet, etc. includes more that one item, clearly mark which item is the subject of the submittal. Shop drawings shall bear the signature and seal of an engineer registered in the appropriate branch and in the state of Oregon, unless otherwise indicated. Whenever the CONTRACTOR is required to submit design calculations as part of a submittal, such calculations shall bear the signature and MWH- 04082005 CONTRACTOR SUBMITTALS 153075 DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 01300 -1 'seal of an engineer re istered in the g g appropriate branch and in the state of Oregon, fit, unless otherwise indicated. tt /1" B. Shop Drawing submittals shall be accompanied by the ENGINEER'S standard submittal in transmittal. form, a reproducible copy of which is available from the ENGINEER. A submittal without the form or where applicable items on the form are not completed will "be returned for resubmittal. C. Organization 1. A single submittal transmittal form shall be used for each technical specification section or item or class of material or equipment for which a submittal is required. A single submittal .covering multiple sections will not be acceptable, unless the primary specification references other sections for components. Example: if a pump section references other sections for the motor, shop - applied protective coating, anchor bolts, local control panel, and variable frequency drive, a single submittal would be acceptable. A single submittal covering vertical turbine pumps and horizontal split case pumps would not be acceptable. 2. On the transmittal form, index the components of the submittal and insert 'tabs in the submittal to match the components. Relate the submittal components to specification paragraph and subparagraph, Drawing number, detail number, schedule title, room number, or building name, as applicable. 3. Unless indicated otherwise,: terminology and equipment names and numbers used in submittals shall match those used in the Contract Documents. p olo D. Format 1. Minimum sheet size shall be 8.5 inches 'by,11 inches. Maximum sheet size shall be 22 inches by 34 inches. Every page in a submittal shall be numbered in sequence. Each copy of a submittal shall be collated and stapled 'or bound, as 'appropriate. The ENGINEER will not collate sheets or copies. 2. Where product data from a manufacturer is submitted, clearly mark which model is proposed, with complete pertinent data capacities, dimensions, clearances, diagrams, controls, connections, anchorage, and supports. Sufficient level of detail shall be presented for assessment of compliance with the Contract Documents. 3. Each submittal shall be assigned a unique number. Submittals shall be numbered sequentially, and the submittal numbers shall be clearly noted on the transmittal. Original submittals shall be assigned a numeric submittal number (e.g., 25). If submittal "25" requires a resubmittal, the first resubmittal will bear the designation "25.A" and the second resubmittal will bear the designation "25.B" and so on. 4. If there is a follow -up submittal related to a previously submitted class of material or type of equipment (e.g., follow -up submittal to submittal "25 "), it shall be assigned the number "25.1". If submittal "25.1" requires a resubmittal, the first resubmittal will bear the designation "25.1.A" and the second resubmittal will bear the designation "25.1;.B" and so on. E. Disorganized submittals that do not meet the requirements of the Contract Documents will be returned without review. MWH- 04082005 CONTRACTOR SUBMITTALS 153075 DURHAM .FACILITY PHASE 4 EXPANSION, IPS PAGE 01300 -2 • kt, .. F. Except as 'ma p may otherwise be indicated, the ENGINEER. will return prints of each J submittal to the CONTRACTOR with comments noted thereon,, within 21 Days following receipt by the ENGINEER. It is considered reasonable that the CONTRACTOR will l make a complete and acceptable submittal to the ENGINEER by the first resubmittal on an item. The OWNER reserves the right to withhold monies due to the CONTRACTOR to cover additional costs of the ENGINEER's review beyond the first resubmittal. The ENGINEER'S. maximum review period for each submittal, or resubmittal will be 21 Days. • G. If a submittal is returned to the CONTRACTOR marked "NO EXCEPTIONS TAKEN," formal revision and resubmission will not be required. H. If a submittal is returned marked "MAKE CORRECTIONS NOTED," CONTRACTOR shall: snake the - corrections on the submittal, but formal revision and resubmission will not be required, except where Section 01660 — Equipment Testing and Plant Startup and Section. 01 'Project Closeout require otherwise. I. If a submittal is returned marked "AMEND - RESUBMIT," the CONTRACTOR shall revise it and shall resubmit the required number of copies to the ENGINEER for review. Resubmittal of portions of multi -page or multi-drawing submittals will not be allowed. For example, if a Shop Drawing submittal consisting of 10 drawings contains one drawing ` noted as "AMEND - RESUBMIT," the submittal as a whole is deemed "AMEND - RESUBMIT and 10 drawings are required to be resubmitted. J. If a submittal is returned marked "REJECTED-RESUBMIT," it shall mean either that the proposed material or product does not satisfy the specification, the submittal is so incorn lete that it cannot be reviewed, or is a substitution request not submitted in 1000 accordance with the General Conditions and Section 01600 - Products, Materials, Equipment, and Substitutions. In the first 2 cases, the CONTRACTOR shall prepare a new submittal and shall submit the required number of copies to the ENGINEER for review. In the latter case, the CONTRACTOR shall submit the substitution request • according to the General Conditions and Section 01600 — Products, Materials, Equipment and Substitutions. K. Resubmittal of rejected portions of a previous submittal will not be allowed. Every change from a submittal to a resubniittel' or from a resubmittal to a subsequent resubmittal shall be identified and flagged on the resubmittal. L. Fabrication of an item may commence only after the ENGINEER has reviewed the pertinent submittals and returned copies to the CONTRACTOR marked either "NO EXCEPTIONS TAKEN" or "MAKE CORRECTIONS NOTED ". Corrections indicated on submittals shall be considered as changes necessary to meet the requirements of the Contract Documents and shall not be taken as changes to the Contract requirements. M. Submittals shall be carefully reviewed by an authorized representative of the CONTRACTOR prior to submission to the ENGINEER. Each submittal shall be dated and signed by the CONTRACTOR as being correct and in strict conformance with the Contract Documents. In the case of Shop Drawings, each sheet shall be so dated and signed. Any deviations from the Contract Documents shall be noted by the CONTRACTOR on the transmittal form and such deviation shall be subject to approval in writing by the ENGINEER and OWNER. The ENGINEER will only review submittals that have been so verified by the CONTRACTOR. Non - verified submittals will be • returned to the CONTRACTOR without action taken by the ENGINEER, and any delays caused thereby shall be the total responsibility of the CONTRACTOR. MWH- 04082005 CONTRACTOR SUBMITTALS 153075 — DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 01300 -3 r jF N. Corrections or comments made on the CONTRACTOR's Shop Drawings during review do not relieve the CONTRACTOR from compliance with Contract Drawings and Specifications. Review is for conformance to the design concept and general 1111 compliance with the Contract. Documents only. The CONTRACTOR is responsible for confirming and correlating quantities and dimensions, fabrication processes and techniques, coordinating WORK with the trades, and satisfactory and safe performance of the WORK. 1.4 SAMPLES A. The CONTRACTOR shall submit the number of samples indicated by the Specifications. If the number is not indicated, submit not less than 3 samples. Where the amount of each sample is not indicated, submit such amount as necessary for proper examination and testing by the methods indicated. B. Samples shall be individually and indelibly labeled or 'tagged, indicating the salient physical characteristics .and manufacturer's name. Upon acceptance by the ENGINEER, one setofthe samples will be stamped and dated by the ENGINEER and returned to the CONTRACTOR, one set of samples will be retained by the ENGINEER, and one set shall remain at the Site in the ENGINEER's field office until completion of the WORK. • C. Unless indicated otherwise, the ENGINEER will , select colors and textures from the manufacturer's . standard colors and standard materials', products, or equipment lines. If certain samples represent non - standard colors, materials, products, or equipment lines that will require an increase in Contract Times or Price, the CONTRACTOR shall clearly state so ,on the transmittal page of the submittal. • D. The CONTRACTOR shall schedule sample submittals such that: 1. Sample submittals for color and texture selection are complete so the ENGINEER has 45' Days to assemble color panels and select color and texture dependent products and materials without delay to the construction schedule, and 2. After the ENGINEER selects colors and textures, the CONTRACTOR has sufficient time to provide the products or materials without delay to the construction schedule. The Contract Times will not be extended for the CONTRACTOR's failure to allow enough review and approval or selection time, failure to submit complete samples requiring color or texture selection, or failure to submit complete or approvable samples. 1.5 TECHNICAL OPERATION AND MAINTENANCE INFORMATION A. The CONTRACTOR shall submit technical operation and maintenance (O &M) information for each item of mechanical, electrical, and instrumentation equipment in an organized manner as specified in Section 01730 O &M Information and in the Technical Specifications of the Contract Documents. O &M information, instructions and data shall be provided for each maintainable material and piece of equipment. It shall be written so that it can be used and understood by the OWNER's operation and maintenance staff. B. Schedule 1. Except where indicated otherwise, technical O &M information shall be submitted in initial draft form to the ENGINEER not later than 90 Days prior to any startup, system testing or operator training. Subsequent drafts shall be provided by the MWH- 04082005 CONTRACTOR SUBMITTALS 153075 — DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 01300 -4 ! . . . I. CONTRACTOR within 30 Days from the date of CONTRACTOR's receipt of review comments from the ENGINEER. The a pproved Operation and Maintenance `` Man(4al - must be available prior to any startup, system testing, or operator training. 11)} The CONTRACTOR's attention is drawn to Section 01700 — Project Closeout where _ € the submission of the Operation and Maintenance Manual is related to progress payments 1.6 RECORD DOCUMENTS A. The °,CONTRACTOR shall maintain one set of Drawings at the Site for the preparation of record drawings. On these, it shall mark every project condition, location, configuration, ( and any other change. or deviation which may differ from the Contract Drawings at the time of award, including buried or concealed construction and utility features that are revealed during` the course of construction. Special :attention shall be given to recording the horizontal and vertical location of buried utilities that differ from the locations indicated, or that were not indicated on the Contract Drawings. Said record drawings shall be supplemented by any detailed sketches as necessary or as CONTRACTOR is directed, to fully indicate the WORK as actually constructed. These record drawings are the CONTRACTOR's representation of as -built conditions, and shall be maintained up to date during the progress of the WORK. Using erasable colored pencils (not ink or indelible pencil), indicate in green when showing information deleted from the Drawings, red when showing information added to the Drawings, and blue and circled in blue to show notes. Notes shall identify relevant Change Orders by number and date. Preparation =of record drawings shall conform to the following: 1. Date entries. 0 2. Call attention to entry by "cloud" drawn around area or areas affected. 3. Legibly mark to record actual changes made during construction;- including, but not limited to: a. ;Depths of various elements of foundation in relation to finished first floor data if not shown or where depth differs from that shown. • b. Horizontal and vertical locations; of existing new Underground Facilities and appurtenances, and other underground structures, equipment, or WORK. Reference =to at least two measurements to permanent surface improvements. c. Location of internal utilities and appurtenances concealed in the construction referenced to visible and accessible features of the structure. d. Locate existing facilities, piping, equipment, and items critical to the interface between physical conditions or construction and new construction. e. Changes made by Addenda and Field Orders, Work Change Directives, Change Orders, Written Amendments, and ENGINEER's written interpretations and clarifications using consistent symbols for each and showing appropriate document tracking number. 4. Dimensions of Schematic Layouts: Show record drawings, by dimension, the centerline of each run of items such as are described in previous subparagraph kw above. MWH- 04082005 CONTRACTOR SUBMITTALS 153075 — DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 01300 -5 t z a. Clearly, identify the item by accurate not such as "cast iron drain," "gale. water," „ and the like. b. Show, by symbol or note, vertical location of item ( "under slab," "in ceiling plenum "exposed,” and the like. c. Make identification so descriptive that it may be related reliably to Specifications. B. The CONTRACTOR shall maintain one set of Specifications at the Site for the preparation of record specifications. On these shall be recorded every change or deviation during the course of the project resulting from Work Change Directives, Field Orders, Substitutions, RFIs or and other reason. Record specifications shall be marked with green, red and blue pencils in the same manner as record drawings, noting the document, or other reason that caused the change. C. Prior to submitting each Application for Payment, request ENGINEER's review and approval of current status of record documents. Failure to properly maintain, update, and submit record documents may result in a deferral by ENGINEER to recommend whole or any part of CONTRACTOR'S Application for Payment, either partial or final. D. In the case of those drawings that depict the detail requirement for equipment to be assembled and wired in the factory,, such as motor control, centers and the like, the record drawings shall be updated by indicating those. portions which are superseded by change order drawings or final. Shop Drawings, and by including appropriate reference information describing the change orders by number and the Shop Drawings by manufacturer, drawing, and revision numbers. CID E. Disorganized or incomplete record documents will not be accepted. The CONTRACTOR shall revise them and resubmit within' 10 Days. F. Record documents shall be accessible to the. ENGINEER during the construction period and shall be provided to the OWNER prior to requesting final payment. G. The request for final payment will not be accepted until the record documents have been completed and delivered to the ENGINEER. H. Information, submitted by the CONTRACTOR will be assumed to be correct, and the CONTRACTOR shall be responsible for the accuracy of such information. 1.7 QUALITY CONTROL (QC) SUBMITTALS A. Quality control submittals are defined as those required by the Specifications to present documentary evidence to the ENGINEER that the CONTRACTOR has satisfied certain requirements of the Contract Documents. • B. Unless otherwise indicated, QC submittals shall be submitted: 1. Before delivery and unloading, for the following types of submittals: a. Manufacturers' installation instructions b. Manufacturers' and Installers' experience qualifications MWH- 04082005 CONTRACTOR SUBMITTALS 153075 — .DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 01300 -6 • c. Ready mix, concrete delivery tickets d. Design calculations 10 e. Affidavits and manufacturers' certification of compliance with indicated product requirements f. Laboratory analysis results • g. • Factory test reports 2. For the 'following types of submittals, the manufacturer's field representative shall submit a draft certification prior to leaving the Project site and a final• certification within 7 days of the event documented: a. Manufacturers' field representative certification of proper installation 3. Within•30 Days of the event documented for the following types of submittals: a. Field measurement b. Field test reports c. Receipt of permit d. Receipt of regulatory approval C. The ENGINEER will record the date that a QC submittal was received and review it for compliance with submittal requirements, but the review procedures above for Shop Drawings and samples will not apply. 1.8 LEED SUBMITTAL REQUIREMENTS A. The CONTRACTOR shall submit information in accordance with Section 01351 — LEED Certification and as required in Divisions' 01' through 17. 1.9 DEFERRED SUBMITTAL TO THE CITY OF TIGARD A. For the purposes of this section, Deferred Submittals are defined as those portions of the Project that are CONTRACTOR- designed and must be submitted to the City of • Tigard building official for approval and to meet Building Permit plan review requirements. B. The ENGINEER will schedule a pre - submittal conference with the CONTRACTOR and City of Tigard building official to discuss proposed Deferred Submittal items, requirements, and review schedule. C. The CONTRACTOR shall list the Deferred Submittals on the title or cover sheet of the Drawings for submission to the City of Tigard and shall state the design criteria /assumptions of the Deferred Submittal items on the plans. Deferred Submittals shall include details for connection of materials to the structure and calculations showing that the specified structural requirements are met. MWH- 04082005. CONTRACTOR SUBMITTALS 153075 — DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 01300-7 D. The CONTRACTOR shall submit Deferred Submittals to the ENGINEER for review for general conformance to the design of the structure. Neither the OWNER nor the ENGINEER is responsible for coordination of Deferred Submittal components with Contract Documents. Review does not lessen nor shift' burden of responsibility from CONTRACTOR or assi g subcontractor/supplier to the OWNER or ENGINEER. The ned su • ENGINEER, upon confirming the Deferred Submittal's are in general conformance with the, design, shall forward the Deferred Submittals to the building official. CONTRACTOR is responsible, with, no exceptions, to ensure that City of Tigard's Deferred Submittal review will not adversely affect Project's construction schedule. The Deferred Submittal items shall not be installed by the CONTRACTOR until the design and Deferred Submittals have been approved by the building official. • E. . Anticipated Deferred Submittals include but are not limited to: • 1. Acoustic ceiling system. 2. Exit; illumination. 3. ' Glazing 'systems. 4. Metal guardrails and handrails. 5. Pre -cast concrete structural members or panels. 6. Prefabricated stair units to include steel, aluminum or pre -cast concrete. 7. Prefabricated wall panel. 11 - 8. Signs. 9. Skylights. 10. Specialty retaining walls. 11. Stone veneer. 12. Steel roof trusses and steel canopies. 13. Louvers. 14. Equipment supports. 15. Anchorages. 1.10 INFORMATIONAL SUBMITTALS A. Informational submittals formalize the flow of information between the CONTRACTOR and the ENGINEER. Forms will be employed for such purpose. Paper or electronic copies of blank forms may be obtained from the ENGINEER. B. The following forms may be used but the list is not necessarily inclusive: CM - 205 Allocation of Total Contract Price CM - 302 Request for Clarification MWH- 04082005 CONTRACTOR SUBMITTALS 153075 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 01300 -8 • CM 306 Contractor's Submittal Transmittal Form CM - 307 Memorandum of Delay CM - 432 Deactivation Request CM - 427 Manufacturer's Certification of Proper Installation CM - 503 Request for Shutdown CM - 1001 Monthly Payment Estimate Summary CM - 1003 Request for Payment for Material on Hand CM - 1004 Request for Adjustment of Retainage CM - 1005 Consent of Surety for Reduction of Partial Release of Retainage CM - 1006 Consent of Surety for Final Payment CM - 1007 Affidavit of Payment CM - 1101 Field Order CM - 1102 Initiator Change Order Request CM - 1106 Deviation Request CM - 111.0 Substitution Request Form CM - 1202 . Contractor's Certification of Completion CM - 1301 Partial Waiver of Lien CM 1302 Final Waiver of Lien CM - 1303 Affidavit of Release of Lien 1.11 CONSTRUCTION PHOTOGRAPHS A. CONTRACTOR shall provide aerial photographs every 30 days from the Notice to Proceed until Substantial Completion and one at final payment. The photographs provided for review shall include six ,vertical': photographs and six oblique photographs as directed by the ENGINEER. Each photograr ;hall include the entire Project Site unless directed by the ENGINEER. B. ENGINEER may then choose two photographs for enlargement. ENGINEER - wi!I choose the cropping areas. The cropped area will be developed to 8 -inch by 10 -inch photographs. C. The two photo negatives chosen will be provided in an electronic format on a CD for use on Windows -based system. The digital image shall be a 2,000 dpi negative scan. D. Oblique photographs shall be taken with a medium format camera. Vertical photographs shall be taken with 9 by 9 mapping area. E. Photography shall be by a professional commercial photographer, experienced in shooting aerial photographs, in good and inclement weather. F. Film handling and development shall be done by a commercial laboratory. G. The photographs and the negatives shall become the property of OWNER for OWNER's use. H. Digital Images: 1. Archive using a commercially available photo management system. 2. Label each disk with Project and OWNER's name, and week and year images were produced. MWH- 04082005 CONTRACTOR SUBMITTALS 153075 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 01300 -9 PART 2 -- PRODUCTS (NOT USED) I PART 3 -- EXECUTION (NOT USED) - END OF SECTION - • • MWH- 04082005 CONTRACTOR SUBMITTALS 153075 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 01300 -10 APPENDIX A - SCHEDULE OF SPECIAL INSPECTIONS Required inspections and tests are described in the following "Schedule of Special Inspections ", and in the individual Specification Sections for the items to be inspected or tested. 1 FABRICATORS A. Where fabrication• of structural load- bearing members and assemblies is being performed oh the premises of a fabricator's shop, the fabricator shall be registered and approved to perform such work without special inspection. Approval shall be based upon review., of the fabricator's written procedural and quality control manuals and periodic auditing offabrication practices by an approved special inspection agency. 2. STEEL, CONSTRUCTION A. Welding inspection shall be in compliance with AWS D1.1. B. The' Special Inspector shall perform an inspection of the steel to verify compliance with the details ,shown on the approved construction documents, such as bracing, stiffening, members' locations `and proper application of joint details at each connection. C. Installation of high- strength bolts shall be periodically inspected in accordance with AISC specifications ,and IBC requirements. 1) While the work is in progress, the special inspector shall determine that the requirements for bolts, nuts, washers, and paint; ,bolted parts; and installation and tightening in such standards are met. 2) For bolts requiring pretensioning, the special inspector shall observe the pre - installation testing and calibration procedures when such procedures are required by the installation method or by the. Contract Documents; determine that all plies of connected materials have been drawn together" and properly snugged; and monitor the installation of bolts to verify that the selected procedure; for installation is properly used to tighten bolts. For joints required to be tightened only to the snug tight condition, the special inspector need only verify that the connected materials have been drawn together and properly snugged. 3) Monitoring of bolt installation for pretensioning is permitted to be performed on a periodic basis when using the turn -of -nut method with matchmarking techniques, the . direct tension indicator method, or the alternate design faster (twist -off bolt) method. Joints designed as snug tight need be inspected only on a periodic basis. 4) Monitoring of bolt installation for pretensioning using the calibrated wrench method or the turn -of -nut method without matchmarking shall be performed on a continuous basis. D. Cold- formed steel framing shall have the following special inspections: 1) Periodic special inspections during welding operations of elements of the seismic - force- resisting system. 2) Periodic special inspections for screw attachment, bolting, anchoring and other fastening of components within the seismic - force- resisting system, including struts, braces, and hold - downs. MWH - 04082005 SPECIAL INSPECTIONS AND STRUCTURAL OBSERVATIONS 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 01450 -5 REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION Inspection • Verification And Inspection Continuous Periodic Referenced Standards Material verification of high- strength X Applicable ASTM material bolts, nuts, and washers: specifications, • Identification markings to conform to ASTM standards indicated in AISC ASD, Section A3.4; the Contract, Documents. • Manufacturer's certificate of AISC LRFD, Section A3.3 compliance required. Inspection of high- strength bolting: AISC LRFD Section M 2.5 • Bearing=type .constructions. X • Slip - critical connections. X X IBC 1704.3.3 Material verification of structural steep:; • Identification markings to conform ASTM A 6 or ASTM 568 to ASTM standards indicated in the Contract Documents. IBC 1708.4 • Manufacturer's certified mill test reports required. , Material verification of weld filler materials: • Identification markings to conform AISC, ASD, Section A3.6; to AWS specification indicated in the Contract Documents. AISC LRFD, Section A3.5 • Manufacturer's certificate of compliance required. Inspection ection of welding - Structural p 9 steel: • Complete and partial penetration X groove welds. • Multi - pass fillet welds. X • Single -pass fillet welds > 5/16" X AWS D1.1 (7.9 mm). • Single -pass fillet welds << 5/16" X AISC Seismic (7.9 mm). • Welded studs when used for X AWS D1.3 structural diaphragms. • Welded sheet steel for cold- X IBC 1704.3 formed steel framing members such as studs and joists. • Welding of stairs and railing X systems. • Floor and deck welds. X Inspection of welding - Reinforcing AWS D1.4 steel: • Verification of weldability of X ACI 318 - 3.5.2 reinforcing steel other than ASTM A 706 IBC 1903.5.2 410 MWH - 04082005 SPECIAL INSPECTIONS AND STRUCTURAL OBSERVATIONS 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 01450 -6 Inspection Verification And Inspection Continuous Periodic Referenced Standards 11 01 • Reinforcing steel-resisting flexural X and axial forces in intermediate and special moment frames, and boundary elements of special reinforced concrete, shear, walls, and shear reinforcement. • Shear. reinforcement. X • • Other reinforcing steel. X Inspection. of steel frame joint details X for compliance with the Contract Documents: a Details such as bracing and ' IBC 1704.3.2 stiffening. • Member' locations. • Application of joint details at each connection. 3. CONCRETE CONSTRUCTION REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION Inspection Verification And Inspection Referenced Standards Continuous Periodic Inspection of reinforcing steel, X ACI 318 - 3.5, 7.1 -7.7 including prestressing tendons, and • placement. IBC 1903.5, 1907.1, 1907.7 & 1914.4 Inspection of reinforcing steel welding AVVS D1.4 in accordance with inspection of steel table above. ACI 318 - 3.5.2 IBC 1903.5.2 Inspect bolts to be installed in X concrete prior to and 'during IBC 1912.5 placement of concrete where allowable loads have been increased. Verifying use of required design mix. X ACI 318 - Ch. 4 & 5.2 -5.4 IBC 1904,1905.2- 1905.4, 1914.2 & 1914.3 Sampling fresh concrete and X ASTM C 172 performing slump, air content and determining the temperature of fresh ASTM C 31 concrete at the time of making specimens for strength tests. ACI 318 - 5.6, 5.8 IBC 1905.6 & 1914.10 Inspection of concrete and shotcrete X ACI 318 - 5.9 & 5.10 placement for proper application /da techniques. IBC 1905.9, 1905.10, 1914.6, 1914.7& 1914.8 MWH - 04082005 SPECIAL INSPECTIONS AND STRUCTURAL OBSERVATIONS 1530575 — DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 01450 -7 • Verification And Inspection Inspection p Continuous Periodic Referenced Standards Inspection for maintenance of X ACI 318 - 5.11-5.13 specified curing temperature and techniques. IBC 1905.11, 1905.13 & 1 914.9 } Inspection of prestressed concrete: • Application of, prestres forces. X • Grouting of bonded prestressing X ACI 318 - 18.18 & 18.16.4 tendons in the force- resisting .system. Erection of precast concrete X - members. ACI 318 - Ch. 16 Verification of in -situ concrete X strength, prior fo stressing -of tendons ACI 318 - 6.2 in posttensioned concrete and prior toTemoval of shores and forms from IBC 1906.2 beams to structural; slabs. Adhesive: anchor installation. X Per ICBO Report 4. MASONRY CONSTRUCTION REQUIRED VERIFICATION AND INSPECTION OF MASONRY CONSTRUCTION Verification And Inspection Inspection' p Continuous Periodic Referenced Standards From the beginning of masonry construction, the following shall be verified to ensure compliance: • Proportions of site -mixed mortar X and grout. ACI 530 Sec. 1.12.3 • Placement of masonry units and X construction of mortarjoints. ACI 530.1 Art. 2.6A, 3.2D, • Placement of reinforcement and X 3.3B 3.4 & 3:5 connectors. • Grout space prior to grouting. X • Placement of grout. X The inspection program shall verify: ACI 530 Sec. 1.15.4, 2.1.2, • Size and location of structural X 1.12, 2.1.8.6 & 2.1.8.6.2 elements. • Type, size and location of X ACI 530.1 Art. 3.3G, 2.4, 3.4 anchors, including other details of & 1.8 anchorage of masonry to structural members frames or IBC 2108.9.2.11 Item 2, other construction. 2104.2 & 2104.4 • Specified size, grades, and types X of reinforcement. • Welding of reinforcing bars X MWH - 04082005 SPECIAL INSPECTIONS AND STRUCTURAL OBSERVATIONS 1530575 — DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 01450 -8 Inspection Verification And inspection p Referenced Standards Continuous Periodic Protection of masonry during cold X weather (temperature below 40 degrees F) or hot weather (temperatures above 90 degrees F) Preparation of any,required grout X ACI 530.1 Art. 1.4 specimens; mortar specimens, and /or • prisms shall be observed.. IBC 210 2105.4 & 2105.5 Compliance with required inspection X provisions of Contract Documents ACI 530.1 Art. 1.5 and the approved ,submittals shall be verified. Adhesive Anchor Installation X Per ICBO Report 5. SOILS • A. Site Preparation: Prior to placement of the prepared fill, the special inspector shall determine that the site has been prepared in accordance with the approved soils report and the Contract Documents. B. During Fill Placement: During placement and, compaction of the fill material, the Special Inspector shall determine that, the material being used and the maximum lift thickness comply with the approved soils report and the Contract Documents. C. Evaluation of In -Place Density: The Special Inspector: shall determine, at the specified frequency, that the in -place dry density of the compacted fill complies with the approved soils report and the Contract Documents. 6. PILE /PILE FOUNDATIONS A. A Special Inspector shall be present when • pile foundations are being installed and during tests. The special inspector shall make records of the installation of each pile and results of load tests. Records shall include the cutoff and tip elevation of each pile relative to 'a' permanent reference. B. Special inspection is required for pier foundations. 7. WALL PANELS AND VENEERS A. Special inspection is required for exterior and interior architectural wall panels and the anchoring of veneers for buildings. Special inspection of such masonry veneer shall be in accordance with the inspection of masonry above. 8. SPRAYED FIRE - RESISTANT MATERIALS A. Special inspection for sprayed fire- resistant materials applied to structural elements and decks shall be in accordance with [IBC Sections 1704.11:1 through 1704.11.5.] Special inspection shall be based on the fire - resistance design as designated in the Contract Documents. B. The following items shall be inspected: 1) The prepared surface of structural members to be sprayed shall be inspected before the application of the sprayed fire - resistant material. 2) The application of the sprayed fire- resistant material shall be in accordance the manufacture's written instructions and the Contract Documents. MWH - 04082005 SPECIAL INSPECTIONS AND STRUCTURAL OBSERVATIONS 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 01450 -9 'sr 3) Special Inspector shall verify that the average thicknesses of the sprayed fire- resistant materials are not less than the required thickness. _ 4) Density of the sprayed fire- resistant material shall not be less then specified. 5) The cohesive /adhesive bond' strength of the cured sprayed fire - resistant material. MWH - 04082005 SPECIAL INSPECTIONS AND STRUCTURAL OBSERVATIONS 1530575 — DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 01450 -10 9. EXTERIOR INSULATION AND FINISH SYSTEMS (EIFS) A. Special inspections shall be required for all EIFS applications. 01 10. SMOKE CONTROL SYSTEMS A. Smoke control systems shall be tested by a Special Inspector B. Tests shall consist of leakage testing and recording of device locations during erection of ductwork and . prior to concealment. C. Pressure difference testing, flow measurements, and detection and control verification shall be tested prior to occupancy and after sufficient completion. 11. MECHANICAL AND ELECTRICAL COMPONENTS A. 'Periodic;special inspections are required for the following per IBC 1707.7: 1) During the anchorage of electrical equipment for emergency or standby power systems. 2) During the anchorage of other electrical equipment. 3) During installation of piping systems intended to carry flammable, combustible or highly toxic contents and their associated mechanical units. 4) During the installation of HVAC ductwork that will contain hazardous materials. 5) Installation of equipment using combustible energy sources. 6) Installation' of electrical motors, transformers, switchgear unit substations and motor control centers. 7) Reciprocating and rotating -type machinery. 8) Piping distribution systems 3- inches and larger. 9) Tanks, heat exchangers, and pressure vessels. 12. MISCELLANEOUS ITEMS A. The following item shall receive periodic special inspections: 1) Access floors during anchorage. 2) Storage racks 8 feet or greater in height during the anchorage. 3) Exterior cladding during erections and fastening. 4) Interior and exterior nonload bearing walls during erection and fastening. 5) Veneer during erection and fastening. 6) Suspended ceiling systems and their anchorage. 7) Isolator and energy dissipation devices during the fabrication and installation if used as part of the seismic isolation system. MWH - 04082005 SPECIAL INSPECTIONS AND STRUCTURAL OBSERVATIONS 1530575 — DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 01450 -11 APPENDIX B SCHEDULE OF STRUCTURAL OBSERVATIONS Required observations are described in the following "Schedule of Structural Observations • When to do•the Observation What to Observe FOUNDATIONS Prior to the .first concrete pour, but after Review areas of particular concern such as placement of reinforcing is well under way highly congested areas or any mechanically coupled splices and check that approved placing plans are being • used. • Review anchor bolt placement and placement of hold -down bolts or steel embeds. STEEL FRAMING After the first`tier'has been, erected and Observe the work in progress and try to plumbed and bolt tightening and joint meet with the special inspectors for the welding is under way welding and bolt tightening operations. Pay particular attention to the procedures used'.forwelding of moment frame joints. After one level of steel deck is in place and Check the welding procedures have been welding of shear studs is underway. qualified by the inspector on the job. CONCRETE CONSTRUCTION Prior to close -up of the first level column or wall forms. For concrete moment frames, after Meet - with ' the special inspector,to'make placement of reinforcement has started sure the inspection is continuous and that and again prior to close -up of column or the inspector is aware of the critical areas beam forms. around the joints. Establish lines of communication ta assure notification regarding field problems such,as reinforcement interference or utility penetrations in critical areas. During placement of slab /beam /joist The engineer may elect to personally reinforcement or post- tensioning tendons. observe concrete placement for critical structural elements. MASONRY CONSTRUCTION During lay -up of the first section of wall Special inspection may not include full time with special reinforcement requirements, inspection of lay -up or reinforcement such as boundary elements placement, so it may be important to verify that reinforcement is placed with the appropriate positioners. Prior to grouting of the first lift. Verify that the special inspector is performing the required special inspections and that elements for connection of other framing are in place. -- END OF SECTION -- MWH - 04082005 SPECIAL INSPECTIONS AND STRUCTURAL OBSERVATIONS 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 01450 -12 fi� 7r A. . SECTION 01450 SPECIAL INSPECTIONS AND STRUCTURAL OBSERVATIONS PART 1 -- GE NERAL 1.1 THE REQUIREMENT A. This specification `section is intended to inform the CONTRACTOR of the OWNER's quality assurance program and the extent of the CONTRACTOR's responsibilities. 1.2 SCHEDULE OF INSPECTIONS /OBSERVATIONS A. Required inspections and tests are described in Appendix A - "Schedule of Special Inspections" :following this specification, and in the individual Specification Sections for the items to be inspected or tested. B. Required Structural Observations are described in Appendix B - "Schedule of Structural 'Observations" following this specification. 1.3 DEFINITIONS A. Approved. Agency: An established and recognized agency regularly engaged in conducting tests or furnishing inspection services, when such agency has been approved by the Building Official. B. Approved Fabricator: An established and qualified person, firm, or corporation approved by the. Building Official. Approval is based on written procedural and quality control manuals and periodic auditing of fabrication practices by an approved special inspection agency. C. Building Official: Local department or representatives responsible for enforcing local codes and reviewing construction documents and issuing permits for the erection, alteration, demolition, and moving of buildings and structures., D. Continuous Special Inspection: The full -time observation of WORK by an approved special inspector who is present in the area where the WORK is being performed. E. Fabricated Item: Structural, load bearing or lateral load- resisting assemblies consisting of materials assembled prior to installation in a building or structure, or subjected to operations such as heat treatment, thermal cutting, cold working or reforming after manufacture and prior to installation in the building or structure. Materials produced in accordance with standard specifications referenced in the Contract Documents or the local governing codes, such as rolled structural steel shapes, steel- reinforcing bars, masonry units and plywood sheets, shall not be considered "fabricated items F. Periodic Special Inspection: The part -time or intermittent observation of WORK by an approved special inspector who is present in the area where the WORK has been or is being performed and at the completion of the WORK. G. Special Inspection: Inspection as herein required of the materials, installation, fabrication, erection or placement of components and connections requiring special expertise to ensure compliance with the Contract Documents and referenced standards. H. Special Inspector: An agency regularly engaged in conducting tests and furnishing inspection services. The special inspector is an authorized representative of the MWH - 04082005 SPECIAL INSPECTIONS AND STRUCTURAL OBSERVATIONS 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 01450 -1 s4 ENGINEER who provides inspections during construction. The Special Inspector shall be approved /registered by the local Building Official: i! • I. Structural' Observer: Registered design professional and authorized representative of the ENGINEER, who provides structural observation services during construction. J. Structural Observation: Visual observation by a structural observer of the structural system for general conformance to the Contract Documents at significant construction stages and at completion of the structural system. Structural observation does not include or waive the responsibility for the inspections required by the Contract Documents: 1.4 SUBMITTALS-. A. The CONTRACTOR and Subcontractors, whose work will be inspected or tested, shall disclose any pa'st:or present business relationship or potential conflict of interest with the Special Inspector and Testing Laboratory. B. When fabrication of assemblies that would otherwise require special inspection is done on an approved fabricators premises, the following shall be submitted: 1. completion of fabrication, the approved fabricator shall submit to the, • CONTRACTOR, ENGINEER and the building official 'a certificate of compliance stating that the WORK was performed in accordance with the approved construction documents. 1.5 PAYMENT • A. The OWNER shall engage and pay for the services of the Special Inspector, Agents of the Special Inspector, Testing Laboratory, and Structural Observer. B. The CONTRACTOR shall be'responsible for the cost of any re-testing or re-inspection of work that fails to comply with the requirements of the Contract Documents. 1.6 CONTRACTOR RESPONSIBILITIES A. The CONTRACTOR shall cooperate with the Special Inspector, his agents, and the Structural Observer, so that the special inspections, observation, and testing may be performed without hindrance. B. The CONTRACTOR shall review the "Schedule of Special Inspections" - Appendix A, "Schedule of Structural Observations" - Appendix B, and individual specification sections and shall be responsible for coordinating and scheduling inspections, observations, and tests. The CONTRACTOR shall notify the Special Inspector, Testing Laboratory, or Structural Observer at least 48 hours advance of a required inspection, observation, or test. C. Failure by the CONTRACTOR to meet observation, inspection, or testing schedules may require removal of any subsequent work for observation, inspection and testing. Removal and replacement of any finished work and /or framing damaged by the removal process or as required for corrective action shall be at the CONTRACTOR's expense. Uninspected WORK that required inspection may be rejected solely on that basis. D. The CONTRACTOR shall provide incidental labor and facilities to provide access to the WORK to be inspected, observed, or tested, to obtain and handle samples at the site or MWH - 04082005 SPECIAL INSPECTIONS AND STRUCTURAL OBSERVATIONS 1530575 — DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 01450 -2 at source of products to be tested, to facilitate tests, observations, inspections, storage, and curing of test samples. .1 E. The CONTRACTOR shall keep at the project site the latest set of construction drawings, field sketches, change orders, approved shop drawings, and specifications for use by the Special Inspector and Structural Observer. F. The Special Inspection and observation program shall in no way relieve the CONTRACTOR of its obligation to perform WORK in accordance with the requirements of the Contract Documents or from implementing an effective Quality Control program. The CONTRACTOR's quality control personnel shall first review all work that is to be subjected to Special Inspections or Structural Observation. G. The CONTRACTOR shall be solely responsible for construction site safety. H. Prior to the beginning of construction, the CONTRACTOR shall have a pre - construction meeting with the ENGINEER, Building Official, CONTRACTOR, OWNER, Special Inspector, Structural Observer, and Testing Laboratories, to review the special inspection and structural observation requirements. 1.7 INSPECTION OF FABRICATIONS A. When WORK is done on the premises of an approved fabricator, special inspection is not required. 1.8 RECORDS AND REPORTS A. The Special Inspector shall prepare detailed daily reports of each special inspection or test. • B. The Structural Observer shall prepare detailed reports of each structural observation. C. Any discrepancies from the Contract Documents found during a special inspection or structural observation shall be immediately reported to the CONTRACTOR. If the discrepancies are not corrected the Special Inspector or Observer shall notify the ENGINEER and Building Official. Reports shall document all discrepancies identified and the corrective action taken. D. FINAL REPORTS OF SPECIAL INSPECTIONS AND STRUCTURAL OBSERVATIONS 1. The "Final Report of Special Inspections" shall be completed by the Special Inspector and submitted to the ENGINEER and Building Official prior to the issuance of a Certificate of Use and Occupancy. 2. The "Final Report of Special Inspections" will certify that- all required inspections • have been performed and will itemize any discrepancies that were not corrected or resolved. 3. The "Final Structural Observation Report" will certify that site visits have been made and identify any reported deficiencies, which, to the best of the Structural Observer's knowledge, have not been resolved. MWH - 04082005 SPECIAL INSPECTIONS AND STRUCTURAL OBSERVATIONS 1530575 - DURHAM FACILITY PHASE 4 ' EXPANSION, IPS PAGE 01450 -3 PART 2 -- PRODUCTS (NOT USED) PART 3 -- EXECUTION 3.1 Prior to the commencement of the WORK the CONTRACTOR will be advised of the name of the testing laboratory, and the firms to be obtained to perform the special inspections, and structural observations. ( 5- ■ • MWH - 04082005 SPECIAL INSPECTIONS AND STRUCTURAL OBSERVATIONS 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 01450 -4 SECTION 02834— SEGMENTAL RETAINING WALLS PART 1 - GENERAL rt �1 1.1 THE REQUIREMENT A. The CONTRACTOR. shall design, furnish and construct mechanically stabilized earth segmental retaining wall system having high molecular weight, high tenacity polyester geogrids positively connected to Segmental Concrete Blocks. Work shall be done in accordance with these specifications and in reasonably close conformity with the lines, grades, design and;` dimensions shown on the plans. B. Work includes preparing foundation soil, furnishing and installing leveling pad, unit drainage fill and backfill to the lines and grades shown on the construction drawings. C. Work includes furnishing and installing geogrid soil reinforcement of the type, size, location, and lengths designated on the construction drawings. 1.2 REFERENCE DOCUMENTS A. American Society for Testing and Materials (ASTM) 1. C -1372 Standard Specification for Segmental Retaining Wall Units 2. C- 140 =9.1 Method of Sampling and Testing Concrete Masonry Units 3. C- 150 -94 Specification for Portland Cement 4. C -33 -93 Specification for Concrete Aggregates 5. C- 595/C595M Specification for Blended Hydraulic Cement. 6. C -90 -93 Specification for Load - bearing Concrete Masonry Units 7. D -123 Standard Terminology Relating to Textiles 8. D -422 Gradation of Soils 9. D -424 Atterburg Limit of Soils 10. D -698 Test method for Laboratory Compaction Characteristics of Soil Using Standard Effort 11. D -5262 Test Method for Evaluating the Unconfined Tension Creep Behavior of Geosynthetics 12. D -4355 Test Method for Deterioration of Geotextiles from Exposures to Ultraviolet Light .and Moisture 13. D -4439 Standard Terminology for Geosynthetics 14. D -4595 Test Method for Tensile Properties of Geotextiles by the Wide Strip Method MWH - 04082005 SEGMENTAL RETAINING WALLS 1530575 — DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 02834 -1 15. D -3034 Polyvinyl Chloride Pipe (PVC) 1.6. D -1248 Corrugated Plastic Pipe B. Geosynthetic Research Institute (GRI) 1. GG -1 Standard Test Method for Geogrid Rib Tensile Strength 2. GG -4 Standard Practice for Determination of Long Term Design Strength of Geosynthetic Reinforcements 3. GG -,5 Standard Test Method for Determination of Geogrid Pullout C. National Concrete. Masonry Association (NCMA) 1. NCMA Design Manual for Segmental Retaining Walls, Second Edition 2. NCMASRWU -1 - Determination of Connection Strength between Geosynthetics and Segmental Concrete Units' 3. NCMASRWU -2 - Determination of Connection. Strength between Segmental Concrete Units 1.3 SUBMITTALS /CERTIFICATION' A. CONTRACTOR shall submit a Manufacturer's certification, prior to start of work, that the retaining wall system components meet the requirements of this specification and the structure design. a te, , B. CONTRACTOR shall submit shop drawings and design calculations for the retaining wall system prepared and stamped, by a Professional Engineer registered in the State of • Oregon. The engineering 'designs, techniques, and material evaluations shall be in accordance with the Manufacturer's Design Manual and NCMA Design Guidelines For Segmental Retaining Walls. 1. Shop Drawings — Shop Drawings shall include, but not be limited to: a. General notes providing necessary information on design and construction of the retaining wall b. Materials and quantity summary list showing all items of each wall, including incidental items. c. Plan View showing the construction centerline and related horizontal curve data, the offset from the construction centerline to the face of the wall at all changes in horizontal alignment, and the centerline of any utility or drainage structure or pipe that is behind or passes under or through the wall. The Plan View shall also indicate the soil reinforcement limits. d. Elevation View showing the elevation at the top of the wall at all horizontal and vertical break points. The Elevation View shall indicate the type and size of facing components; the length, size, and number of soil reinforcements; and the • distance along the face of the wall to where changes in the length of the soil reinforcement occur. MWH - 04082005 SEGMENTAL RETAINING WALLS 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 02834 -2 e. Typical, Sections showing wall construction, limits of backfill, and soil reinforcement limits. ! f. Structural. and Geometric Details including, but, not limited to, loading conditions, footing and /or leveling pad details, final front face batter. Show all dimensions and details necessary to construct the soil reinforcements. g. Show all details for appurtenances not detailed in the plans, including connections to concrete barriers, coping, parapets, soundwalls, fences, and attached lighting. Show all details for construction around utility and drainage facilities or other structures. For facing components, show all dimensions, including thickness; all details necessary to construct the facing components; all reinforcing steel in- the component; and the location of tensile soil reinforcement attachment devices embedded in the facing. Show the type of concrete finish. 2. Design Calculations — Design calculations shall include, but not be limited to: a'. ,General: Include wall geometry, soil parameters, and both permanent and temporary. design loads, including applied loads from vehicular traffic, guardrail, pavement, and concrete barrier. b. External Stability Calculations: Indicate factors of safety against sliding and overturning. c. Foundation Bearing Pressure Calculations: Indicate the factor of safety against foundation bearing failure and calculate anticipated settlement. d. Internal Stability: Indicate reduction factors and factors of safety against soil reinforcement rupture, pullout, and facing connection strength. e. Local Stability: Indicate factors of safety against sliding and bulging of segmental retaining wall facing units. C. CONTRACTOR shall submit a test report documenting strength of specific modular concrete unit and geogrid reinforcement connection: The maximum design tensile load of the geogrid shall be equal to the laboratory tested ultimate strength of geogrid / facing unit connection at a maximum normal force limited by the `Hinge Height" of the structure divided by a safety factor of 1.5. The connection strength evaluation shall be performed in accordance with NCMA test method SRWU -1. D. Field Construction Manual — The field construction manual shall be prepared by the provider of the proprietary retaining wall selected, and shall provide step -by -step directions for constructing the retaining wall. E. LEED Product Data 1. Credit MR 4: Submit invoices and documentation from manufacturer of the percentage of post- consumer and post industrial content by weight for products with recycled content. 2. Credit MR 5.1: Submit invoices and documentation from manufacturer highlighting manufacturing locations for products manufactured within a 500 -mile radius of the project site. MWH - 04082005 SEGMENTAL RETAINING WALLS 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 02834 -3 3. Credit MR 5.2: Submit invoices and documentation from manufacturer highlighting location of extraction, recovery or harvest for materials contained in products qip addressed in item 2 above that originated within a 500 -mile radius of the project. 1.4 QUALITY ASSURANCE A. Furnish submittals, in accordance with. Section 01300 - Contractor Submittals. B. CONTRACTOR shall submit certification, prior to start of work, that the retaining wall - system (modular concrete units and specific geogrid): 1. has been successfully utilized on a minimum of 5 similar projects, i.e., height, soil fill types, erection tolerances, etc.; and 2. has been successfully installed on a minimum of 250,000 square feet of retaining walls. C. Construction: CONTRACTOR performing work in this section shall have a minimum of 5 years experience and have constructed at least 25,000 square feet of segmental concrete retaining walls on projects of like scope. When requested, evidence of experience, noting project, owner, and design professional shall be furnished to the OWNER or OWNER's agent. D. Testing: An independent testing lab shall, be required to test the select fill material to determine suitability of material for the project and shall conduct compaction tests for each layer of fill material at the rate of at least 1 test per 5 feet of lift. E. Provide for a field representative from the selected retaining wall manufacturer to be present at the start of retaining wall construction for a minimum of 1 day and during construction of the, 19 foot high east retaining wall for a minimum of 2 days. 1.5 DELIVERY, STORAGE AND HANDLING • A. CONTRACTOR shall check all materials upon delivery to assure that the proper type, grade, color, and certification has been received. B. CONTRACTOR shall. protect all materials from damage due to jobsite conditions and in accordance with manufacturer's recommendations. Damaged materials shall not be incorporated into the work. PART 2 -- PRODUCTS 2.1 DEFINITIONS A. Geosynthetic terms not defined in this section may be found in ASTM D123 or ASTM D4439. B. Segmental Concrete Block: A concrete retaining wall element machine made from portland cement, water, and aggregates. C. Geogrid: A structural element formed by a regular network of integrally connected a tensile elements with apertures of sufficient size to allow interlocking with surrounding soil, rock, or earth and function primarily as reinforcement. MWH - 04082005 SEGMENTAL RETAINING WALLS 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 02834 -4 • D. Class B MSE Granular Backfill:. Backfill material with a specific gradation that is intended for use in conjunction with extensible tensile reinforcements. , I ) E. Class C MSE Granular Backfill: Backfill material with a specific gradation that is intended for use in a zone beneath a spread footing. F. Unit Fill: Free - draining, coarse granular crushed rock or crushed gravel which is placed within, between and behind the Segmental Concrete Blocks. G. Reinforced Backfill: Compacted soil, which is placed within the reinforced soil volume as outlined on the plans. 2.2 SEGMENTAL CONCRETE BLOCK A. Segmental Concrete Block shall conform to the following architectural requirements: 1. General — segmental concrete blocks shall be of the interlocking design, with one homogeneous concrete pour having one long and one short face without blemishes or chips. Blocks shall have '3 inch chamfered edges designed to provide 8 square inches of drainage area per block. 2. Face color - concrete gray standard manufacturers" color may be specified by the ENGINEER. 3. Face finish - sculptured rock face. Other face finishes will not be allowed without written approval of ENGINEER. 4. Interlocking — each segmental concrete block shall be designed with two cross keyways equidistant from the ends and sides to provide maximum shear capacity. The blocks shall have a male /female key combination that allows the blocks to be locked parallel or perpendicularto each other. Keyways shall have +1/2" tolerance for easy installation. 5. Exposed surfaces of units shall be free of chips, cracks or other imperfections when viewed from a distance of 10 feet under diffused lighting. B. Segmental Concrete Block materials shall conform to the requirements of ASTM C1372 - Standard Specifications for Segmental Retaining Wall Units. C. Modular concrete units shall conform to the following structural and geometric requirements measured in accordance with appropriate references: 1. Compressive strength = 2500 psi minimum. 2. Absorption = 8 % maximum (6% in northern states) for standard weight aggregates. 3. Dimensional tolerances = ± 1/8" from nominal unit dimensions not including rough split face, ±1/16" unit height - top and bottom planes. 4. Unit size — 29.5" (H) x 59" (W) x 29.5" (D) minimum. 5. Unit weight - 4000 -lbs. /unit minimum for standard weight aggregates. 6. Inter -unit shear strength - 1500 plf minimum at 2 psi normal pressure. MWH - 04082005 SEGMENTAL RETAINING WALLS 1530575 — DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 02834 -5 • r° 7. Materials — segmental concrete block shall be manufactured with returned /surplus concrete (post consumer waste); air entrainment is not required. :o . 8. Geogrid /unit peak connection strength - 1000 plf minimum at 2 psi normal force. 9. Each segmental concrete block shall be furnished with a 7 strand steel (270 Kpa) loop lifting eye located in the center of the 'standard block between the two crossed keyways. Steel rebar is unacceptable as a lifting eye. a Segmental- Retaining Wall Block shall be Lock -Block M.S.E. Wall Systems by Ultrablock , Inc. E. No or equal. 2.3 CONNECTORS A. Shear 'connectors shall be capable of holding the geogrid in the proper design position during grid pre- tensioning and backfilling. B. Shear connectors to geogrid connection strength: 1000 plf 2.4 BASE LEVELING PAD MATERIAL A. Construct a leveling pad at each foundation level as shown. Material shall consist of a compacted crushed stone base or non - reinforced concrete as shown on the Drawings. 2.5 UNIT FILL A. Unit fill shall consist of clean 1 minus crushed stone or crushed gravel meeting the following gradation tested in accordance with ASTM D -422: Sieve Size Percent Passing 1 inch 100 3/4 inch 75 -100 No.4 0- 1.0 No. 50 0 - 5 B. One cubic foot, minimum, of drainage fill shall be used for each square foot of wall face. Drainage fill shall be placed within cores of, between, and behind units to meet this requirement. 2.6 REINFORCED BACKFILL A. Reinforced backfill shall be free of debris and meet the following gradation tested in accordance with ASTM D -422: Sieve Size Percent Passing 2 inch 100 -75 3/4 inch 100 -75 co No. 40 0 -60 No. 200 0 -35 Plasticity Index (PI) <15 and Liquid Limit <40 per ASTM D -4318. MWH - 04082005 SEGMENTAL RETAINING WALLS 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 02834 -6 B. The maximum aggregate size shall be limited to 3/4 inch unless field tests have been performed to evaluate potential strength reductions to the geogrid design due to damage 9 ge during construction. 41* C. Material can be " site- excavated soils where the above requirements and the requirements of Section 02200 - Earthwork Type 6 (Select Native Material) can be met. Unsuitable soils for backfill (medium to high plastic clays, silts, or organic soils) shall not be used in the backfill or in the reinforced soil mass. D. CONTRACTOR shall submit reinforced fill sample and laboratory test results to the ENGINEER for approval prior to the use of any proposed reinforced fill material. i.. • E. Where �backfilling of retaining walls interferes with backfilling of IPS, materials for IPS backfill shall govern as shown on the Drawings and in Section 02200 - Earthwork. 2.7 GEOGRID SOIL REINFORCEMENT A. Refer to Section 02274 — Geotextiles. B. Geosynthetic reinforcement shall consist of geogrids manufactured specifically for soil reinforcement applications and, shall be manufactured', from high tenacity polyester yarn . Polyester geogrid shall be knitted from high tenacity polyester- filarrient yarn with a molecular weight exceeding 25,000 Meg/rn and a carboxyl end group values Tess than 30. Polyester geogrid shall be coated with an impregnated PVC coating that resists peeling, cracking, and stripping. C. LTDS, Long Term Allowable Tensile Design Load, of the geogrid material shall be determined as follows: LTDS = Tult / (RFcr x RFd x Rfid x FS) LTDS shall be evaluated based on a 75 -year design life. 1. Tult, Short Term Ultimate Tensile Strength. Tult is based on the minimum average roll values (MARY) 2. RFcr, Reduction Factor for Long Term Tension Creep. RFcr shall be determined from 10,000 -hour creep testing performed in accordance with ASTM D5262. Reduction value = 1.60 minimum. 3. RFd, Reduction Factor for Durability. RFd shall be determined from polymer specific durability testing covering the range of expected soil environments. RFd = 1.10 minimum. 4. RFid, Reduction Factor for Installation Damage. RFid shall be determined from product specific construction' damage testing performed in accordance with GRI- GG4. Test results shall be provided for each product to be used with project specific or more severe soil type. RFid = 1.10 minimum. 5. FS, Overall Design Factor of Safety. FS shall be 1.5 unless otherwise noted for the maximum allowable working stress calculation. D. Minimum LTDS for segmental retaining wall construction: 5000 lbs. /ft. MWH - 04082005 SEGMENTAL RETAINING WALLS 1530575 — DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 02834 -7 E. The maximum design tensile load of the geogrid shall not exceed the laboratory tested ultimate strength of the geogrid /facing unit connection as limited by the "Hinge Height" divided by a factor of safety of 1.5. The connection strength testing and computation •) procedures shall be in accordance with NCMA SRWU -1 Test Method for Determining Connection Strength of SRW. F. Soil Interaction Coefficient, Ci. Ci values shall be determined per GRI:GG5 at a maximum 0.75-inch displacement. G. Manufacturing Quality Control 1. The geogrid manufacturer shall have a manufacturing quality control program that includes QC testing by an independent laboratory. a., The QC testing shall include: 1) Tensile Strength Testing 2) Molecular Weight (Polyester) 2.8 DRAINAGE PIPE A. The drainage pipe shall be perforated or slotted PVC 'pipe manufactured in accordance with ASTM D -3034 or corrugated HDPE pipe manufactured in accordance with ASTM D- 1248. PART 3 -- EXECUTION • 3.1 Excavation and compaction per Section 02200 - Earthwork. 3.2 BASE LEVELING PAD A. Leveling pad material shall be placed to the lines and grades shown on the Drawings, to a minimum thickness of 6 inches and extend laterally a minimum of 6 inches in front and behind the modular wall unit. B. Leveling pad materials shall be compacted to a minimum of 95% Standard Proctor density per ASTM D -698 C. Leveling pad shall be prepared to insure full contact to the base surface of the concrete units. 3.3 SEGMENTAL CONCRETE BLOCK INSTALLATION A. First course of units shall be placed on the leveling pad at the appropriate line and grade. Alignment and level shall be checked in all directions and insure that all units are in full contact with the base and properly seated. B. Place the front of units side -by -side. Do not leave gaps between adjacent units. Layout of corners and curves shall be in accordance with manufacturer's recommendations. C. Install shear /connecting devices per manufacturer's recommendations. MWH - 04082005 SEGMENTAL RETAINING WALLS 1530575 — DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 02834 -8 D. Place, and compact drainage fill within and behind wall units. Place and compact backfill soil behind drainage fill. Follow wall erection and drainage fill closely with structure • backfill'. Remove excess backfill from the top of the blocks prior to installing the next t• ler course of "blocks; E. Maximum stacked vertical height of wall units, prior to unit drainage fill and backfill placement and compaction, shall not exceed two courses. 3.4 GEC/GRID INSTALLATION A. Geogrid shall be oriented with the highest strength axis perpendicular to the wall I alignment. B. Geogrid reinforcement shalt be placed at the strengths, lengths, and elevations shown on the construction design drawings or as directed by the ENGINEER. C. The geogrid shall be laid horizontally on compacted backfill and attached to the modular wall units. Place the next course of modular concrete units over the geogrid. The geogrid shall be pulled taut and anchored prior to backfill placement on the geogrid. D. Geogrid reinforcements shall be continuous throughout their embedment lengths and placed side -by -side to provide 100% coverage at each level. Spliced connections are not permitted. 3.5 REINFORCED BACKFILL PLACEMENT A. Reinforced backfill shall be placed, spread, and compacted in, such a manner that tio minimizes the development of slack in the geogrid and installation damage. B. Reinforced backfill shall be placed and compacted in lifts not to exceed 6 inches where hand compaction is used or 8.t'o 10 inches where heavy compaction equipment is used. Lift thickness shall be decreased to achieve the required density as required. C. Reinforced backfill shall be compacted to 95% of the maximum density as determined by ASTM D698. The moisture' content of the backfill material prior to and during compaction shall be uniformly distributed throughout each layer and shall be dry of optimum, + 0 %, - 3 %. D. Only lightweight hand- operated equipment shall be allowed within 3 feet from the tail of . the modular concrete unit. E. Tracked construction equipment shall not be operated directly upon the geogrid reinforcement. A minimum fill thickness of 6 inches is required prior to operation of tracked vehicles over the geogrid. Tracked vehicle turning should be kept to a minimum to prevent tracks from displacing the fill and damaging the geogrid. F. Rubber tired equipment may pass over geogrid reinforcement at slow speeds, less than 10 MPH. Sudden braking and sharp turning shall be avoided. G. At the end of each day's operation, the CONTRACTOR shall slope the last lift of reinforced backfill away from the wall units to direct runoff away from wall face. The CONTRACTOR shall not allow surface runoff from adjacent areas to enter the wall (0 construction site. • MWH - 04082005 SEGMENTAL RETAINING WALLS 1530575 — DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 02834 -9 • ,tu 3.6 CAP INSTALLATION A. Cap units shall be glued to underlying units with an all- weather adhesive recommended 41 `1 by the manufacturer. 3.7 AS -BUILT CONSTRUCTION TOLERANCES A. Vertical alignment: ± 1.5" over any 10 -foot distance. B. Wall Batter: within 2 degrees of design batter. C. Horizontal alignment: ± 1.5" over any 10-foot distance. Corners, bends, curves ± 1 ft to theoretical location. D. Maximum horizontal gap between erected units shall be 1/2 inch. 3.8 FIELD QUALITY CONTROL A. Quality Assurance: The OWNER will engage inspection and testing services, including independent laboratories, to provide quality assurance and testing services during construction. This does not relieve the CONTRACTOR from securing the necessary construction quality control testing. B. Quality assurance will include foundation soil inspection. Verification of geotechnical design parameters, and verification that th'e CONTRACTOR's quality control testing is adequate as a Minimum. Quality assurance will also include observation of construction for general compliance with design drawings and project specifications. C. Quality Control: The CONTRACTOR shall engage inspection and testing services to perform the minimum quality control testing described in the retaining wall design plans and specifications. Only qualified and experienced technicians and engineers shall perform testing and inspection services. D. Quality control testing shall include Soil and backfill testing to verify soil types and compaction and verification that the retaining wall is being constructed in accordance with the design plans and project specifications. - END OF SECTION - MWH - 04082005 SEGMENTAL RETAINING WALLS 1530575 — DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 02834 -10 SECTION 03450 ARCHITECTURAL PRECAST CONCRETE - PLANT CAST ,.t PART 1 -- GENERAL •} 1.1 SUMMARY A. This Section includes the performance criteria, materials, production and erection of plant- precast architectural concrete units. B. Plant - precast architectural concrete includes the following: 1. Architectural precast concrete cladding: a. Custom formed and textured sill units. b. Custom formed gable wall inserts. c. Custom formed coping units. d. Custom formed wainscot panels. 2. Standard precast concrete splash blocks. 1.2 PERFORMANCE REQUIREMENTS A. Structural Performance: Provide architectural precast concrete units and connections capable or withstanding the following design loads within limits and conditions indicated. rib 1. Wind Loads: a. Basic Wind Speed: 100 MPH, 3 second gust b. Wind Importance Factor (h): 1.1.5 c. Exposure Category: C 2. Snow Loads: a. Ground Snow Load: 25 PSF b. Snow Exposure Factor (C 1.0 c. Snow Importance Factor (I 1.0 d. Thermal Factor (C,): 1.1 3. Seismic Loads: a. Seismic Use Group D b. Spectral Response Coefficient (S 1.06g c. Spectral Response Coefficient (S 0.37g d. Site Class: D MWH- 04082005 ARCHITECTURAL PRECAST CONCRETE - PLANT CAST 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 03450- 1 e. Seismic Design Category: Ill' f. Seismic Importance Factor (l 1.25 4. Attachment of precast architectural concrete to the building structure shall be ' designed for wind, seismic and snow loads determined in accordance with the more stringent of either the local building code or IBC 2003. 5. Design framing system and connections to maintain clearances at openings, to allow for fabrication and construction tolerances, to accommodate live load deflection, shrinkage and creep of primary building structure, and other building movements. 1.3 CONTRACTOR SUBMITTALS A. General: Furnish' submittals in accordance with Section 01300 — Contractor Submittals. B. Product Data 1. For each type of product indicated. C. Structural calculations, prepared and sealed by a structural engineer registered in the state of Oregon, showing the structural adequacy of the precast concrete units and all connections' to the building structure. 1. Show governing panel types, connections and types of reinforcement, including special reinforcement. 2. Coordinate the location, type, magnitude and direction of all imposed loadings from the precast system to the building structural frame with the Engineer of Record. D. Shop (erection) drawings prepared and sealed by a qualified structural or civil engineer. Show complete information for fabrication, installation, attachment to the building and interface: with other materials and methods of construction of all custom formed precast concrete units. Indicate member dimensions and cross - section; fabrication tolerances; locations, size and type of reinforcement; and lifting devices necessary for handling and erection. 1. Indicate aesthetic intent including joints, reveals and extent and location of each surface finish. 2. Indicate details at building corners. a. Show caulked joints, including expansion joints ( "soft type ") and grouted joints ( "hard type "). b. Show location and details of anchorage devices to be embedded in other construction. 3. Indicate welded connections by AWS standard symbols. Detail loose and cast -in hardware, and connections. 4. Indicate locations, tolerances and details of anchorage devices to be embedded in (I or attached to structure or other construction. MWH- 04082005 ARCHITECTURAL PRECAST CONCRETE - PLANT CAST 1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 03450- 2 f . 5. Plans and /or elevations to show unit location, indicating location of each architectural precast concrete unit by same identification mark placed on panel. ti , 6 . Indicate rel of architectural precast concrete units to adjacent materials. 40„ 1 7. Indicate joint ° .widths. • 8. Design. Modifications: If design modifications are necessary to meet the performance requirements and field conditions, do not adversely affect the . ,, appearance, durability or strength of units when modifying details or materials and maintain the general design concept. a. Modifications proposed after ENGINEER review and approval of shop drawings s g and calculations shall be made only after submittal and ENGINEER review of • revised design calculations and drawings. E. Design Mixes: For each concrete mix along with compressive strength and water- ' absorption tests. • F. Samples: • 1. Design reference samples for initial verification of design : intent, of ;approximately 12-inch length, to illustrate sill and coping unit shape, color, quality and texture of surface finish. a. Show samples of workmanship, color and texture' for all exposed surfaces. 2. After initial sample approval and before fabricating architectural precast units, 0 produce a minimum of two sample panels approximately 16 square feet in size for review by ENGINEER. Incorporate full -scale details of architectural features, finishes, textures, and transitions in the sample panels. a. Locate sample panels where directed by ENGINEER. b. After acceptance of panels, maintain sample panels at the project site in an undisturbed condition as a standard for judging the completed work. G. Mock -ups: After sample approval, but before production fabrication of architectural precast concrete units, construct full sized mockups to verify selections made under sample submittals and to demonstrate aesthetic effects and qualities of materials and execution. Mockup to be representative of the finished work in all respects including sealants, anchors, connections, flashings and joint fillers as accepted on the final shop drawings. Build mock -ups to comply with the following requirements, using materials indicated for the completed work: 1. Provide full size mock -ups for ENGINEER inspection at production plant. 2. Notify ENGINEER in advance of dates and times when mockups will be constructed. 3. Obtain ENGINEER approval of mockups before starting fabrication. C. 4. In presence of ENGINEER, damage part of an exposed face for each finish, color and texture, and demonstrate materials and techniques proposed for repairs to match adjacent undamaged surfaces. MWH- 04082005 ARCHITECTURAL PRECAST CONCRETE - PLANT CAST 1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 03450- 3 n dq ' 5. After acceptance of mockup panels, maintain panels at the project site in an undisturbed condition as a standard for judging the completed work. 6. Upon ENGINEER approval, full size mockup panels may be incorporated into the �4 work. H. Statement of fabricator, engineer and erector qualifications, as required by Paragraph 1.4 Quality Assurance. 1. Include list, of completed projects with project names and addresses, names and • addresses of architects and owners, and other information specified. I. LEED. Product Data 1. Credit MR 4: Submit invoices and documentation from manufacturer of the 'percentage of post- consumer and post industrial content by weight for products with recycled content. 2. Credit.. MR 5.1: Submit invoices and documentation from manufacturer highlighting manufacturing locations for products manufactured within a 500 mile radius of the project site. 3. Credit. MR 5.2: Submit invoices and documentation from manufacturer highlighting location of extraction, recovery or harvest for materials contained in products addressed in item 2 above that originated within a 500 mile radius of project site. 1.4 QUALITY ASSURANCE as k A. Reference Specifications, Codes and Standards: Where applicable, the latest editions of the following standards shall be considered a part of these specifications. In case of conflict, these specifications shall take precedence over the listed standard. 1. Applicable building code requirements and regulations of authorities having jurisdiction, including structural, wind load and seismic forces. 2. ACI 318, "Building Code Requirements for Reinforced Concrete." 3. Concrete Reinforcing Steel Institute, "Manual of Standard Practice." 4. Prestressed Concrete Institute MNL 117, "Manual for Quality Control for Plants and Production of Architectural Precast Concrete Products." 5. Prestressed Concrete Institute MNL 120, "PCI Design Handbook - Precast and Prestressed Concrete ", applicable to types of architectural precast concrete units indicated. ASTM A 36 Specification for Structural Steel ASTM A 82 Specification for Steel Wire, Plain, for Concrete ASTM A 153 Specification for Zinc Coating (Hot Dipped) on Iron and Steel Hardware ASTM A 185 Specification for Steel Welded Wire, Fabric, Plain for Concrete Reinforcement MWH- 04082005 ARCHITECTURAL PRECAST CONCRETE — PLANT CAST 1530575 — DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 03450— 4 ASTM A 283 Specification for Low and Intermediate Tensile Strength Carbon Steel Plates ASTM A 41.6 Specifications. for Uncoated Seven -Wire Stress- Relieved Steel 1) Strand for Prestressed Concrete ASTM A 497 Specification for Welded Deformed Steel Wire Fabric for Concrete Reinforcement ASTM A 61'5 Specification for Deformed and Plain Billet Steel Bars for Concrete Reinforcement ASTM A 775 Specification for Epoxy - Coated Reinforcing Steel Bars • ASTM A 767 , Specification for Zinc- Coated (Galvanized) Bars for Concrete Reinforcement ASTM C 33 Specification for Concrete Aggregates ASTM C 150 Specification for Portland Cement ASTM C 260 Specification for Air - Entraining Admixtures for Concrete ASTM 'C 494 Specification for Chemical Admixtures for Concrete B. Professional Engineer Qualifications: A professional engineer licensed to practice in the state of Oregon and experienced in providing engineering services that have resulted in successful installation' of architectural, .precast concrete units similar in material, design and extent as required for this project. C. Fabricator Qualifications: A firm having a minimum of 5 years successful experience in fabrication of architectural precast concrete units, similar to members required for this project, and with a record of successful in- service performance. Fabricator must have sufficient production capacity .to' produce, transport, and deliver required units without causing' delay in the work. Fabricator' must comply with the following requirements. 1. Assumes responsibility for engineering architectural precast concrete units to comply with performance requirements. This responsibility includes preparation of shop drawings and comprehensive engineering analysis by a qualified professional engineer. D. Erector Qualifications: Minimum of 5 years successful experience in erection of architectural precast concrete units similar in material, design and extent to units required for this project, and whose work has resulted in construction with a record of successful in- service performance. E. Welding: Qualify procedures and personnel according to AWS D1.1, "Structural Welding Code — Steel "; and AWS D1.4, "Structural Welding Code — Reinforcing Steel ". • F. Design modifications may be made only as necessary to meet field conditions and to ensure proper fitting of the work. Maintain general design concept shown without increasing or decreasing sizes of members or altering profiles and alignment shown. G. Preinstallation Conference: Conduct conference at Project site to review erection sequencing, coordination with other trades and any other required matters to assure a quality installation. MWH- 04082005 ARCHITECTURAL PRECAST CONCRETE - PLANT CAST 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 03450- 5 1.5 DELIVERY, STORAGE, AND HANDLING A. Deliver precast concrete units to project site in such qualities and at such times to assure continuity of installation. Store units at project site to prevent cracking, distorting, warping, staining, or other physical damage and so that markings are visible. 1. Acceptance at Site: The ENGINEER shall make final inspection and acceptance of the precast concrete products upon arrival at the jobsite. PART 2 -- PRODUCTS 2.1 ACCEPTABLE FABRICATORS: A. Subject to compliance with requirements, provide products by one of the following: 1. Concrete Shop Inc., Vancouver WA (360) 573 -5775. 2. Custom Concrete Casting Corp., Carnation WA (425) 333 -4737. 3. Michael's Precast Concrete, Boring, OR (503) 668 -4073 4. Morse Brothers, Harrisburg, OR (541) 995 -6327 5. Olympian Precast, Redmond, WA (425) 868 -1922 2.2 LEED REQUIREMENTS: A. Product supplied for this project must be produced within a 500 mile radius of the project site. 2.3 SPLASH BLOCKS A. 16" x 24" x 2 -7/8 ", standard gray. 2.4 MOLDS AND FORMWORK A. Provide forms and, where required, form - facing materials of metal, plastic, wood, or other acceptable material that is nonreactive with concrete and will produce required finish surfaces. B. Mold Materials: Rigid, dimensionally stable, nonabsorptive material, warp and buckle free, that will provide continuous and true precast concrete surfaces, within fabrication tolerances indicated; non- reactive with concrete and suitable for producing required finishes. 1. Mold Release Agent: Commercially produced liquid - release agent that will not bond with, stain or adversely affect precast concrete surfaces and will not impair subsequent surface or joints treatments of precast concrete. 2. Maintain molds to provide completed architectural precast concrete units of shapes, lines, and dimensions indicated, within fabrication tolerances specified. a. Form joints are not permitted on faces exposed to view in the finished work. b. Edge and corner treatment: Uniformly chamfered. MWH- 04082005 ARCHITECTURAL PRECAST CONCRETE — PLANT CAST 1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 03450- 6 2.5 CONNECTION AND ANCHORING MATERIALS A. Stainless Steel Plates: ASTM A 666, Type 304, of grade suitable for application. B. Steel Shapes: Stainless steel Type 316. C. Stainless Steel Anchor Bolts and Studs: ASTM F593, alloy 304 or 316, hex -head bolts and studs; stainless steel nuts; and flat, stainless steel washers. Lubricate threaded parts of stainless steel bolts with an anti -seize thread lubricant during assembly. D. Stainless Steel Headed Studs: ASTM A 276 and bearing the minimum mechanical properties for studs as indicated under MNL 117, Table 3.2.3. E. Dovetail Slots and Anchors: Hot - dipped galvanized steel conforming to ASTM A924 and ASTM A653, CQ or LFQ. 1. Slots: 1 -inch by 1 -inch with 3/4 -inch throat, with polystyrene foam filler and continuous nail grooves along the back edge of the profile. a. Gage as determined by the precast concrete design engineer. 2. Anchors: 16 gage by 1 -inch wide. a. Lengths: 3 -1/2 inch and 5 -1/2 inch as required. 3. Acceptable Product: "Pro - Slot Anchor Slot and Dovetail Anchors BoMetals Inc. or equal. 2.6 BEARING PADS AND OTHER ACCESSORIES A. Reglets: Stainless Steel, Type 302, felt or fiber filled or cover face opening of slots. B. Accessories: Provide clips, hangars, plastic or steel shims, bearing pads and other accessories required to install architectural precast concrete units. 2.7 CONCRETE MATERIALS A. See Section 03300 — Cast -in -place Concrete. 1. Use only one brand, type, and source of supply of cement throughout the project. 2. Submit proposed concrete mix design for each type and color of concrete mix required. a. Design mixes may be prepared by a qualified independent testing agency or by qualified precast plant personnel at architectural precast concrete fabricator's option. b. When included in design mixes, add admixtures to concrete mixes according to manufacturer's written instructions. 2.8 REINFORCING MATERIALS A. See Section 03200 — Reinforcement Steel. MWH- 04082005 ARCHITECTURAL PRECAST CONCRETE - PLANT CAST 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 03450- 7 B. Supports: Suspend reinforcement from back of mold, or use bolsters, chairs, spacers, and other devices for spacing, supporting, and fastening reinforcing bars and welded wire reinforcement in place according to PCI MNL 117. 2.9 GROUT MATERIALS A. See Section 03315 - Grout. 2.10 FABRICATION A. General: Fabricate precast concrete units complying with manufacturing and testing procedures, quality control recommendations, and following dimensional tolerances, unless otherwise indicated. 1. Fabricate units straight, smooth, and true to size and shape, with exposed edges and corners precise and square unless otherwise indicated. 2. Precast units that are warped, cracked, broken, spelled, stained, or otherwise defective will not be acceptable. 3. See architectural Drawings for unit sizes and shapes. 4. Place concrete in a continuous operation to prevent seams or planes or weakness from forming in precast concrete units. Comply with requirements in PCI MNL 117 for measuring, mixing, transporting and placing concrete. 5. Thoroughly consolidate placed concrete by internal and /or external vibration without dislocating or damaging reinforcement and built -in items, and minimize pour lines, honeycombing or entrapped air on surfaces. Use equipment and procedures complying with PCI MNL 117. a. Place self - consolidating concrete with vibration in accordance with PCI Interim Guidelines for the Use of Self- Consolidating Concrete. 6. Comply with ACI 306.1 procedures for cold- weather concrete placement. 7. Comply with ACI 305R recommendations for hot - weather concrete placement. 8. Identify pickup points of architectural precast concrete units and orientation in structure with permanent markings, complying with markings indicated on Shop Drawings. Imprint or permanently make casting date of each architectural precast concrete unit on a surface that will not show in finished structure. 9. Cure concrete, according to requirements in PCI MNL 117, by moisture retention without heat or by accelerated heat curing using low- pressure live steam or radiant heat and moisture. Cure units until the compressive- strength is high enough to ensure that stripping does not have an effect on the performance or appearance of the final product. 10. Repair damaged architectural precast concrete units to meet acceptability requirements or PCI MNL 117. B. Cast -in Anchors, Inserts, Plates, Angles, and Other Anchorage Hardware: Fabricate anchorage hardware with sufficient anchorage and embedment to comply with design requirements. Accurately position for attachment of loose hardware and secure in place MWH- 04082005 ARCHITECTURAL PRECAST CONCRETE — PLANT CAST 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 03450- 8 during precasting operations. Locate anchorage hardware where it does not affect position of main reinforcement or concrete placement. 1. Weld headed studs and deformed bar anchors used for anchorage according to AWS D1.1 and AWS C5.4, "Recommended Practices for Stud Welding ". C. Furnish loose hardware items including steel plates, clip angles, seat angles, anchors, dowels, cramps, hangers and other hardware shapes for securing architectural precast concrete units to supporting and adjacent construction. D. Cast -in reglets, slots, holes and other accessories I architectural precast concrete units as indicated on construction drawings. E. Reinforcement: Comply with recommendations in PCI MNL 117 for fabrication, placing and supporting reinforcement. 1. Clean reinforcement of loose rust and mill scale, earth and other materials that reduce or destroy the bond with concrete. When damage to epoxy coated reinforcing exceeds limits specified in ASTM A775/A775M, repair with patching material compatible with coating material and epoxy coat bar ends after cutting. 2. Accurately position, support and secure reinforcement against displacement during concrete placement and consolidation operations. Completely conceal support devices to prevent exposure on finished surfaces. 3. Place reinforcing steel to maintain at least 3/4 inch minimum concrete cover. Increase cover requirements for reinforcing steel to 1 -1/2 inches when units are exposed to corrosive environment or sever exposure conditions. Arrange, space, and securely tie bars and bar supports to hold reinforcement in position while placing concrete. Direct wire tie ends away from finished, exposed concrete surfaces. 4. Install welded wire reinforcement in lengths as long at practicable. Lap adjoining pieces at least one full mesh spacing and wire tie laps, where required by design. Offset laps of adjoining widths to prevent continuous laps in either direction. 5. Reinforce architectural precast units to resist handling, transportation and erection stresses. F. Forms: Accurately construct forms mortar -tight and of sufficient strength to withstand pressures due to concrete placing operations, temperature changes, and when prestressed, pretensioning and detensioning operations. Maintain form work to provide completed precast concrete units of shapes, lines, and dimensions indicated, within specified fabrication tolerances. G. Fabrication Tolerances: Fabricate precast architectural concrete units straight and true to size and shape with exposed edges and corners precise and true, so that each finished unit complies with PCI MNL 117• product tolerances as well as positional tolerances for cast -in items, unless a more stringent tolerance is listed below. 1. Dimensional Tolerances of Finished Units: Overall height and width measured at face adjacent to mold at time of casting: a. 10 feet or less: Plus or minus 1/8 inch. MWH- 04082005 ARCHITECTURAL PRECAST CONCRETE — PLANT CAST 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 03450- 9 b. Angular deviation of plane of side mold: 1/32 inch per 3 inches depth or 1/16 inch total, whichever is greater. c. Out of square (difference in length of two diagonal measurements): 1/8 inch per 6 feet or 1/4 inch total, whichever is greater. d. Thickness: Minus 1/8 inch, plus 1/4 inch. e. Tolerances of other dimensions not otherwise indicated: Numerically greater of plus or minus 1/16 inch per 10 feet, or plus or minus 1/8 inch. 2. Positional Tolerances: For cast -in items measured from datum line locations as shown on reviewed shop drawings. a. Anchors and Inserts: Within 3/8 -inch of centerline location. b. Blockouts and Reinforcements: Within 1/4 -inch of position shown on shop drawings, where such positions have structural implications or affect concrete cover; otherwise within plus or minus 1/2 -inch. H. Surface Finish & Color: Fabricate precast units and provide exposed surface finished as follows: 1. Panel faces shall be free of joint marks, grain and other obvious defects. Corners, including false joints shall be uniform, straight and sharp. Finish exposed face surfaces to match approved sample panels and as follows: a. Finish for exposed -face surfaces: Smooth, light acid etched surface finish, free 000 of pockets, sand streaks and honeycomb, with uniform color and texture suitable for application of masonry sealer. 1) Protect hardware and connections from acid attack. b. Finish exposed top, bottom and back surfaces to match face surface. c. Color: natural gray. I. Expansion Joints: Free of grout, mortar, or other obstructions to expansive movement, with expansions joint filler where indicated. 1. Sills: Midpoint between mullions, with expansion filler strip. 2. Copings: Every joint between units, unless otherwise indicated. Align joints with vertical expansion joints in adjacent concrete block veneer. J. Cast -in Items: Provide reglets, slots, holes and other accessories in units to receive cramps, dowels, reglets, waterstops, flashings and other similar work. 1. Provide inserts and anchorages cast into units, for attachment of loose hardware as required. MWH- 04082005 ARCHITECTURAL PRECAST CONCRETE - PLANT CAST 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 03450- 10 PART 3 -- EXECUTION 3.1 PREPARATION A. Deliver anchorage devices that are embedded in or attached to the building structural frame or foundation before start of such work. Provide locations, setting diagrams, and templates for the proper installation of each anchorage device. 3.2 EXAMINATION A. Examine supporting structural frame or foundation and conditions for compliance with requirements for installation tolerances, true and level bearing surfaces and other conditions affecting performance. Proceed with installation only after unsatisfactory conditions have been corrected. B. Do not install precast concrete units until supporting cast -in place concrete building structural framing has attained minimum allowable design compressive strength or supporting steel or other structure is structurally ready to receive Toads from precast. C. Do not install precast sill units until supporting CMU veneer has attained minimum allowable design compressive strength. 3.3 SEQUENCING A. Furnish loose connection hardware and anchorage items to be embedded in or attached to other construction without delaying the work. Provide setting diagrams, templates, instructions and directions, as required, for installation. 3.4 PRODUCT DELIVERY, STORAGE AND HANDLING A. Store units with adequate dunnage and bracing; protect units to prevent contact with soil, staining, and to prevent cracking, distortion, warping or other physical damage. B. Store units, unless otherwise specified, with non - staining, resilient supports. C. Place non - staining resilient spaces of even thickness between each unit. D. Place stored units so identification marks are clearly visible, and product can be inspected. E. Deliver all architectural precast concrete units to the project site in such quantities and at such times to assure compliance with the agreed project schedule and proper setting sequence, so as to limit unloading units temporarily on the ground. F. Handle and transport units in a position consistent with their shape and design, in order to avoid excessive stresses which would cause cracking or damage: G. Lift and support units only at designated points shown on the shop drawings. H. Support units during shipment on non - staining shock absorbing material. 3.5 ERECTION A. Install loose clips, hangars, bearing pads and other accessories required for connecting architectural precast concrete units to supporting members and backup materials. MWH- 04082005 ARCHITECTURAL PRECAST CONCRETE - PLANT CAST 1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 03450- 11 B. Erect architectural precast concrete level, plumb and square within the specified allowable tolerances. Provide temporary supports and bracing as required to maintain position, stability and alignment of units until permanent connections are completed. 1. Install temporary steel or plastic spacing shims or bearing pads as precast concrete units are being erected. Tack weld steel shims to each other to prevent shims from separating. 2. Maintain horizontal and vertical joint alignment and uniform joint width as erection progresses. 3. Remove projecting lifting devices and use sand - cement grout to fill voids within recessed lifting devices flush with surface of adjacent precast concrete surfaces, when recess is exposed. 4. Unless otherwise shown, provide for uniform joint widths of 3/4 inch. C. Connect architectural precast units in position by bolting, welding, grouting or as otherwise indicated on approved erection drawings. Remove temporary shims, wedges and spacers as soon as practical after connecting and /or grouting are completed. 1. Disruption of roof flashing continuity by connections is not permitted; concealment within roof insulation is acceptable. 2. At bolted connections, use lock washers, tack welding or other acceptable means to prevent loosening of nuts after final adjustment. 3. Grouting connections: Grout connections where required or indicated. Retain grout in place until hard enough to support itself. Pack spaces with stiff grout material, tamping until voids are completely filled. Place grout to finish smooth, level and plumb with adjacent concrete surfaces. Promptly remove grout material from exposed surfaces before it affects finishes or hardens. D. Welding: Comply with applicable AWS D1.1 and AWS D1.4 requirements for welding, welding electrodes, appearance, quality of welds, and methods used in correcting welding work. 1. Protect architectural precast concrete units and bearing pads from damage by field welding or cutting operations and provide noncombustible shields as required. 2. Welds not specified shall be continuous fillet welds, using not less than the minimum fillet as specified by AWS. 3. Clean weld affected metal surfaces with chipping hammer followed by brushing then apply a minimum 0.004 inch thick coat of galvanized repair paint to galvanized surfaces in conformance with ASTM A780. V 4. Clean weld affected metal surfaces with chipping hammer followed by brushing then reprime damaged painted surfaces in accordance with manufacturer's recommendations. 5. Visually inspect all welds, critical to precast connections. Visually check all welds for completion and remove, reweld or repair all defective welds. MWH- 04082005 ARCHITECTURAL PRECAST CONCRETE — PLANT CAST 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 03450- 12 3.6 ERECTION TOLERANCES A. Erect architectural precast concrete units level, plumb, square, true and in alignment without exceeding the noncumulative erection tolerances of PCI MNL 117, Appendix I. 3.7 REPAIRS • A. Repairs will be permitted provided structural adequacy of units and appearance are not impaired. 3.8 PERFORMANCE REQUIREMENTS A. In -place precast units may be rejected for the following: 1. Exceeding specified erection tolerances. 2. Damage during construction operations. 3. Surface finish deficiencies in exposed -to -view surfaces. 4. Other defects as listed in PCI MNL -117. 3.9 CLEANING A. Fabricator to clean all surfaces of precast concrete to be exposed to view, as necessary, prior to shipping to job site. B. General Contractor to clean mortar, plaster, fireproofing, weld slag and any other deleterious material from concrete surfaces and adjacent materials immediately. C. Erector to clean exposed surfaces of precast concrete units after erection and completion of joint treatment to remove weld marks, other markings, dirt and stains. 1. Perform cleaning procedures, if necessary, according to precast concrete fabricator's recommendations. Clean soiled precast concrete surfaces with detergent and water, using stiff fiber brushes and sponges, and rinse with clean water. 2. Protect other work from staining or damage due to cleaning operations. 3. Do not use cleaning materials or processes that could change the appearance of exposed concrete surfaces or damage adjacent materials, or interfere with application of protective coating finish. - END OF SECTION - MWH- 04082005 ARCHITECTURAL PRECAST CONCRETE — PLANT CAST 1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 03450- 13 SECTION 04232 - REINFORCED CONCRETE BLOCK MASONRY PART 1 -- GENERAL 1.1 SUMMARY A. The CONTRACTOR shall provide concrete masonry and appurtenant WORK, complete and in place, in accordance with the Contract Documents. B. Section Includes: 1. Reinforced and grouted load bearing and non -load bearing concrete masonry units. 2. Reinforcement, anchorage, and accessories. 1.2 QUALIFICATIONS A. Installer: Company specializing in performing the work of this Section with minimum five years experience. 1.3 CONTRACTOR SUBMITTALS A. Furnish submittals in accordance with Section 01300 - Contractor Submittals. B. Product Data: 1. Submit product data for veneer . anchors, control joints, concealed flashing, and weep hole materials. r 1 2. Submit proposed reinforcement and anchor spacing, together with manufacturer's documentation illustrating that the reinforcement and anchors meet the specified structural performance criteria at the proposed spacing. C. Product Samples: 1. Samples of concrete masonry unit colors with texture ranges indicated for selection of color. Full size samples of the blocks selected shall be submitted for final approval after color selection, if requested. If the required product is a colored and textured unit, the samples shall be colored and textured units. If the required product is a blend of integrally colored and textured units, the samples shall be colored and textured units to represent the specified blend. a. Submit three samples of each type and size concrete masonry units to indicate manufacturer's standard variation in color and texture. 2. Samples of mortar colors for color selection. a. Submit two 16 inch long by 1/2 inch wide tooled samples of color tinted mortar. MWH- 04082005 REINFORCED CONCRETE BLOCK MASONRY 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 04232 - 1 D. LEED Product Data 1. Credit MR 4: Submit invoices and documentation from manufacturer of the percentage of post- consumer and post industrial content by weight for products with recycled content. 2. Credit MR 5.1: Submit invoices and documentation from manufacturer highlighting manufacturing locations for products manufactured within a 500 -mile radius of the project site. 3. Credit MR 5.2: Submit invoices and documentation from manufacturer highlighting location of extraction, recovery or harvest for materials contained in products addressed in item 2 above that originated within a 500 -mile radius of the project site. E. Field- Constructed Mock -Ups: Prior to installation of unit masonry, erect sample wall panels to further verify selections made under sample submittals and to demonstrate aesthetic effects as well as qualities of materials and execution. Build mock -ups to comply with the following requirements, using materials indicated for final unit of Work. 1. Locate mock -ups on site in locations indicated or, if not indicated, as directed by ENGINEER. 2. A minimum 4 -ft square by full thickness free - standing sample panel shall be erected, including face and backup wythes as well as accessories, for each type of exterior unit masonry construction. 3. Notify ENGINEER one week in advance of the dates and times when mock -ups will be erected. 4. Protect mock -ups from the elements with weather- resistant membrane. 5. Retain and maintain mock -ups during construction in undisturbed conditions as standard for judging completed unit masonry construction. 6. Accepted mock -ups in undisturbed condition at time of Substantial Completion may become part of completed unit of Work. F. Documentation 1. Reports from testing masonry units 2. Reports from mortar and grout testing. 3. Reports from prism testing. G. Grout and mortar mix design 1. Proportions for components 2. Mill tests for cement 3. Admixture certification. Include chloride ion content. 4. Aggregate graduation and certification 5. Lime certification MWH- 04082005 REINFORCED CONCRETE BLOCK MASONRY 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 04232 - 2 1.4 QUALITY ASSURANCE A. Applicable Standards: Load bearing reinforced concrete masonry shall conform to International Building Code (IBC), American Concrete Institute ACI 530 - Building Code Requirements for Masonry Structures, ACI 530.1 - Specification for Masonry Structures, and other applicable codes and standards of the governing authorities. B. REFERENCES ASTM B370 Copper Sheet and Strip for Building Construction. ASTM C33 Concrete Aggregates. ASTM C90 Hollow Load Bearing Concrete Masonry Units. ASTM C330 Lightweight Aggregates for Structural Concrete. ASTM C744 Prefaced Concrete and Calcium Silicate Masonry Units. ASTM E -84 Surface burning characteristics of facing. UL Underwriters' Laboratories. C. Manufacturer's Test Reports: 1. Submit two copies of manufacturer's test reports on concrete masonry units. D. PRE - INSTALLATION CONFERENCE b' 1. THE CONTRACTOR shall conduct a conference at the Project site prior to commencement of masonry work. 2. Attendees: Masonry Sub - contractor, CONTRACTOR, ENGINEER, OWNER and Supplier. 3. Any questions concerning the masonry work should be discussed during the conference. E. Obtain approval of all submittals prior to proceeding with the Work. F. WORK shall conform to the standard of quality established by the approved sample panel. G. Concrete block masonry units shall be sampled and tested in accordance with ASTM C 140 - Test Methods of Sampling and Testing Concrete Masonry and Related Units. H. Testing of Mortar and Grout: The CONTRACTOR shall have the mortar and grout tested to assure compliance with the Specifications and the governing codes by a recognized testing laboratory approved by the ENGINEER. Test reports shall be submitted to the ENGINEER. 1. Tests shall be taken at the following times: a. At commencement of masonry WORK, at least 2 test samples each of mortar and grout shall be taken on 3 successive Days. MWH- 04082005 REINFORCED CONCRETE BLOCK MASONRY 1530575 — DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 04232 - 3 b. At any change in materials or job conditions, at least 2 samples of each modified material, grout, and mortar shall be tested. c. Four random tests each of mortar and grout shall be made. The random test samples shall be taken when requested by the ENGINEER. d. Additional samples and tests may be required whenever, in the judgment of the ENGINEER, additional tests beyond the random tests are necessary to determine the quality of the materials. 2. The cost of trial batch laboratory tests on mortar and grout shall be the CONTRACTOR's responsibility. The cost of laboratory tests on field- placed mortar and grout will be the OWNER'S responsibility. However, the CONTRACTOR shall ' pay the cost of any additional tests and investigation on WORK that does not meet the specifications. 3. Mortar and grout for testing shall be furnished by the CONTRACTOR, and the CONTRACTOR shall assist the ENGINEER in obtaining samples, and disposal and cleanup of excess material. 4. Samples shall be stored in a moist environment until tested, unless directed otherwise by the ENGINEER or the testing laboratory. Testing for mortar shall be in accordance with ASTM C 270 - Mortar for Unit Masonry. Grout shall be tested per ASTM C 1019 - Standard Test Method for Sampling and Testing Grout. I. Test of Masonry Prisms: The OWNER will test masonry prisms to assure compliance with the Specifications and the governing codes. Testing will be by a recognized testing laboratory. 1. Tests will be made of the following items: a. Prior to construction, at least 5 masonry prisms shall be made for each type of block herein, except separate prisms are not required for block which only varies by texture. b. At any change in materials during construction, at least 5 masonry prisms shall be made for each type of block affected. c. One set of at least 5 masonry prisms shall be made for each masonry structure, besides the structure that the sample is part of, or for each week in which block is laid, for each type of block involved; whichever occurs first. d. Additional sets of at least 5 masonry prisms may be required whenever, in the judgment of the ENGINEER, additional tests are necessary to determine the quality of the materials. e. The CONTRACTOR shall submit a letter of certification from the CMU Supplier at the time of, or prior to, delivery of the materials to the Site that the materials used in construction are representative of the materials used to construct the prisms. 2. The prisms shall be constructed by the CONTRACTOR in the presence of the ENGINEER. The same personnel who are laying the block in the structure shall construct the masonry prism. MWH- 04082005 REINFORCED CONCRETE BLOCK MASONRY 1530575 — DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 04232 - 4 3. The masonry prism shall be constructed and will be tested in accordance with ASTM C 1314 - Test Methods for Compressive Strength of Masonry Prisms, except as modified herein. The prisms shall be composed of one complete cell using full- ! size blocks that are saw -cut. The minimum ratio of height to smaller width dimension shall be 1.5. The prism shall be at least 15 inches high. A minimum of 2 • horizontal bed joints shall be used to form the prism. The prism shall be grouted, after the required 24 hour minimum cure period, using the same grout used in the walls. 4. Compression tests made on sets of specimens made during construction shall include 2 prisms tested at 7 Days after grouting and 3 prisms tested at 28 Days after grouting. 5. The average compressive strength of prisms tested at 28 Days after grouting, multiplied by the appropriate correction factor as given in ASTM C 1314, shall not be less than the indicated masonry compressive strength. 6. If the tested compressive strength with correction factor of the prisms fails to meet or exceed the required strength, adjustments shall be made to the mix designs for the mortar or grout, or both, as needed to produce the required strength. The masonry units shall also be retested to verify compliance to the requirements of ASTM C 90. 7. If the tested compressive strength with correction factor of the prism fails to meet or exceed the required strength, prisms or cores shall be cut from the walls in sufficient numbers and in sufficient locations to adequately determine the strength of the walls. Those portions of the walls represented by specimens failing to meet the required compressive strength are subject to being removed and replaced. J. Inspection: Whenever required under the provisions of the Building Code, WORK hereunder will be subject to inspection by a Special Inspector selected by the ENGINEER and approved by the local Building Code representative having jurisdiction. Costs of such inspection will be paid by the OWNER. The Special Inspector will work under the supervision of the ENGINEER. K. Extreme Weather Construction: Cold weather construction shall be per the more stringent of ACI 530.1, IBC Section 2104.3, and local Code requirements. Hot weather construction shall be per the more stringent of ACI 530.1, ,IBC Section 2104.4, and local Code requirements. L. Product Storage: 1. Cement, lime, and other cementitious materials shall be delivered and stored in dry, weather -tight sheds or enclosures, in unbroken bags, barrels, or other approved containers, plainly marked and labeled with the manufacturers' names and brands. 2. Mortar and grout shall be stored and handled in a manner that prevents the inclusion of foreign materials and damage by water or dampness. 3. Masonry units shall be handled with care to avoid chipping and breakage, and shall be stored as directed in ACI 530.1. 4. Materials stored on newly constructed floors shall be stacked in such manner that the uniformly distributed loading does not exceed 30 psf. MWH- 04082005 REINFORCED CONCRETE BLOCK MASONRY 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 04232 - 5 5. Masonry materials shall be protected from contact with the earth and exposure to the weather and shall be kept dry and clean until used. PART 2 -- PRODUCTS 2.1 ACCEPTABLE MANUFACTURERS — CONCRETE MASONRY UNITS A. Basalite B. Mutual Materials Company C. Willamette Graystone, Inc. 2.2 LEED REQUIREMENTS A. Product supplied for this project must be produced within a 500 mile radius of the project site. 2.3 LOAD BEARING CONCRETE MASONRY UNITS A. Concrete masonry units shall conform to ASTM C 90 - Load - Bearing Concrete Masonry Units. Units shall be medium weight units, with a density of approximately 115 pounds per cubic foot, unless indicated otherwise. 1. All concrete masonry units shall have design strength of 1500 psi minimum. 2. All exterior concrete masonry units shall contain "Dry- Block" integral additive, or approved equal. 3. Ground -face concrete masonry units: All exposed faces shall be ground to a depth sufficient to uniformly expose the aggregates. 4. Integrally - colored units shall be blend of Basalite "Rose Brown ", "Cocoa ", and "Cocoa Lite ". Color blend shall match the existing Digester Complex Building located immediately north of the new building. B. Exterior concrete masonry units: 1. 8 -inch by 4 -inch by 16 -inch modular size, with machine - ground faces, natural gray color. 2. 8 -inch by 8 -inch by 16 -inch modular size, with split faces. Color of split face veneer units shall be blend of Basalite "Rose Brown ", "Cocoa ", and "Cocoa Lite ". Color blend shall match the existing Digester Complex Building located immediately north of the new building. 3. 10 -inch by 8 -inch by 16 -inch modular size, with machine - ground faces, natural gray color. 4. 10 -inch by 4 -inch by 16 -inch modular size, with split faces. Color, as selected by the ENGINEER from manufacturer's standard color selection. 5. 12 -inch by 8 -inch by 16 -inch modular size, with machine - ground faces, natural gray color. MWH- 04082005 REINFORCED CONCRETE BLOCK MASONRY 1530575 — DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 04232 - 6 C. Interior concrete masonry units: 1. 12 -inch by 8 -inch by 16 -inch modular size of with smooth faces. Units shall be integrally colored. Color, as selected by the ENGINEER from manufacturer's standard color selection. D. Bond beam, corner, lintel, sill, and other specially shaped blocks shall be provided where required or necessary. Specially shaped non - structural blocks may be constructed by saw cutting. Color and texture shall match that of adjacent units. E. Concrete masonry units hidden from view entirely may be natural color units the same size as other adjacent masonry units. 2.4 MORTAR & GROUT MATERIALS A. Portland cement shall be Type I or II, low alkali, conforming to ASTM C 150 - Portland Cement. B. Hydrated lime shall be Type S conforming to ASTM C 207 - Hydrated Lime for Masonry Purposes. C. Aggregate for mortar shall conform to ASTM C 144 - Aggregate for Masonry Mortar. Aggregate for grout shall conform to ASTM C 404 - Aggregates for Masonry Grout. D. Water for mixing shall be clear potable water. E. Admixture for mortar shall be Master Builders PS - 235 or Rheomix - 235, Sika Co., Sika Red Label, or equal. The admixture shall not be detrimental to the bonding or help the process of efflorescence. F. Admixture for grout shall be Sika Co., Sika Grout Aid, Type II, Master Builders Pozzolith, normal, or equal. G. Water Repellent Sealer: Refer to Section 07180 — Water Repellents. 2.5 LOAD BEARING WALL REINFORCEMENT AND ANCHORAGE A. Reinforcing: Refer to structural drawings. 1. Reinforcing steel shall be deformed bars conforming to ASTM A 615 - Deformed and Plain Billet -Steel Bars for Concrete Reinforcement, Grade 60. B. Reinforcing Accessories: 1. Vertical Bar Positioner: Bent cold drawn steel wire, ASTM A 82, not less than W1.2 size, 0.124 inch nominal diameter, Bar Positioner by A.A. Wire, D/A 810 Vertical - bar positioner by Dur -O -WaI, Lock -Rite Position Ties by Lock -Rite Raker. 2. Horizontal Bar Positioner: Bent cold drawn steel wire, ASTM A 82, not less than W1.2 size, 0.124 inch nominal diameter, D/A 811 Horizontal Bar Positioner by Dur - O -WaI, Lock -Rite Bond Beam Tie by Lock -Rite Raker. 3. Grout Screen: Monofilament screen, Dur -O -Stop by Dur -O -WaI. C. Joint Reinforcement: Joint reinforcing shall conform ASTM A 951 - Masonry Joint Reinforcement. MWH- 04082005 REINFORCED CONCRETE BLOCK MASONRY 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 04232 - 7 2.6 MORTAR A. Mortar for concrete block masonry shall conform to ASTM C 270 and IBC section 2103.7 for Cement -Lime, Type S, with a minimum 28 Day compressive strength of 1800 psi. B. Mortar for use with colored masonry units shall have integral color as approved by the ENGINEER. C. All mortar at exterior concrete masonry units shall contain "Dry- Block" integral additive, or approved equal. 2.7 GROUT A. Grout shall conform to ASTM C 476 - Grout for Masonry and have a minimum 28 Day compressive strength of 2000 psi. Where the grout space is less than 4- inches, coarse aggregate shall be omitted. B. Admixtures may only be used when approved by the ENGINEER. When approved for use, admixtures shall be used in accordance with the manufacturer's published recommendations for the grout. 2.8 JOINT AND FLASHING ACCESSORIES A. Vertical Control Joints: 1. Industry Standard for Neoprene Rubber Joints: ASTM D 2000. 2. Industry Standard for Polyvinyl Chloride Joints: ASTM D 2287, Type PVC 654 -4. 3. Minimum Durometer Hardness: 85 plus or minus 5. 4. Minimum Shear Strength: 450 psi. 5. Acceptable Control Joints: Wide Flange Blok -Joint by Carter - Waters, Blok -Tite by A.A. Wire, Regular or Wide Flange Rapid Control Joint by Dur -O -WaI, QS and VS by Hohmann and Barnard, Inc. B. Expansion Joint Fillers: 1. Product Data: Closed cell foam neoprene rubber, ASTM D 1056, Class RE41. 2. Nominal Size: 1/2 inch thick, 3 inches wide. 3. Acceptable Joints: Rapid Expansion Joint by Dur -O -WaI, NS by Hohmann and Barnard, Inc. C. Temporary Accessories: 1. Temporary Asphalt Saturated Unperforated Felt: ASTM D 226, 15 pound type. 2. Temporary Polyethylene: ASTM D2103, 6 mils thick. D. Cleaning solutions for natural CMU: Not harmful to masonry work or adjacent materials. Manufactured by: 1. Pro So Co., Inc. "Sure Klean 600" MWH- 04082005 REINFORCED CONCRETE BLOCK MASONRY 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 04232 - 8 °> 2. Fabriken "Fabriklean Type L" w PART 3 -- EXECUTION 3.1 EXAMINATION A. Examine conditions, with installer present, for compliance with requirements for installation tolerances and other specific conditions affecting performance of unit masonry. B. Do not proceed until any unsatisfactory conditions have been corrected. 3.2 GENERAL A. Measurements for mortar and grout shall be accurately made. Shovel measurements are not acceptable. Mortar proportions shall be accurately controlled and maintained. B. WORK shall be performed in accordance with the provisions of ACI 530 and 530.1, the IBC, and the local codes for reinforced concrete hollow -unit masonry. C. The CONTRACTOR shall set or embed anchors, bolts, reglets, sleeves, conduits, and other items as required. D. Block cutting shall be by machine. E. Masonry units shall be supported off the ground and shall be covered to protect them from rain. Only clean, dry, uncracked units shall be incorporated. ('^ F. Reinforcing steel shall be cleaned of loose rust and scale, oil, dirt, paint, laitance, or other substances which may be detrimental to or reduce bonding of the steel and concrete. G. Immediately before starting WORK, the concrete upon which the masonry will be laid shall be cleaned with water under pressure. H. Full mortar joint for first course shall be provided. I. Units shall be shoved tightly against adjacent units to assure good mortar bond. J. Equipment for mixing and transporting the mortar and grout shall be clean and free from set mortar, dirt, or other foreign matter. K. The masonry work shall be kept clean as it is constructed by standard procedures using a brush and water. L. Surface Preparation: 1. Remove loose mortar from existing adjacent masonry surfaces. 2. Add moisture to masonry units which have a high suction rate. M. Cutting Masonry Units: 1. Perform site cutting with sharp power tools to provide straight edges without chips. 2. Cut masonry for openings and joints. MWH- 04082005 REINFORCED CONCRETE BLOCK MASONRY 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 04232 - 9 3. Avoid use of less than half size masonry units. 3.3 MIXING A. Mortar shall be mixed by placing 1/2 of the water and sand in the operating mixer, after which the cement, lime, and remainder of the sand and water shall be added. After ingredients are in the mixer, they shall be mechanically mixed for not less than 5 minutes. Retempering shall be done on the mortar board by adding water within a basin formed within the mortar, and the mortar reworked into the water. Mortar that is not used within one hour shall be discarded. 3.4 ERECTION OF CONCRETE BLOCK MASONRY A. Masonry WORK shall be erected in plane, plumb, level, straight and true to dimensions, and be executed in accordance with acceptable practices of the trade and the tolerances of ACI 530.1. B. Lay out walls in advance for accurate spacing of surface bond patterns with uniform joint widths and for accurate locating of openings, movement -type joints, returns and offsets. Do not use units with Tess than nominal 4 -inch horizontal face dimensions at corners and jambs. C. Unless indicated otherwise, masonry shall be laid up in straight uniform courses with running bond. D. Masonry shall be erected to preserve the unobstructed vertical continuity of the cells measuring not less than 3 inches by 3 inches in cross - section. Walls and cross webs shall be full bedded in mortar. Head (or end) joints shall be solidly filled with mortar for a -- distance in from the face of the wall or unit not less than the thickness of the longitudinal face shells. E. Installation of Masonry Accessories: 1. Install pipe sleeves where detailed and required. 2. Install masonry around steel frames, window frames, anchor bolts, and other items supplied by other trades. 3. Bed anchors for steel door and relite frames in mortar joints. F. Installation of Sheet Metal Flashings: 1. Install sheet metal flashings as shown at head of all openings. 2. Coordinate location of reglets at head and side wall flashings for roofing installer. 3. Protect flashings for damage and stains. G. Installation of Joint and Flashing Materials: 1. Install reglets in mortar joints where exposed flashing meets masonry. 2. Install vertical and horizontal control joints indicated and required to control masonry cracking. MWH- 04082005 REINFORCED CONCRETE BLOCK MASONRY 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 04232 - 10 3. Install vertical and horizontal expansion joint fillers indicated on Drawings and required to fill masonry expansion joints. = 4. Install concealed flashing above veneer wall lintel angles and foundation walls and behind asphaltic felt. 3.5 JOINTS A. Vertical and horizontal joints shall be uniform and approximately 3/8 -inch wide. Exterior joints and interior exposed block joints shall be concave- tooled to a dense surface. Interior or exterior non - exposed masonry and masonry behind plaster shall have flush joints. 3.6 CLEANOUTS A. Cleanout openings shall be provided at the bottoms of cells to be filled at each lift or pour of grout where such lift or pour is over 4 feet in height. Any overhanging mortar or other obstructions or debris shall be removed from the insides of such cell walls. The cleanouts shall be sealed before grouting and after inspection. Cleanout openings shall match the finished wall in exposed masonry. 3.7 REINFORCEMENT A. Deep cut bond beam blocks shall be used where horizontal reinforcing steel is embedded. H -block bond beams may be used at locations other than openings. B. Knock -out openings shall have no steel or joint reinforcing running through the opening. Head, jambs, and sill blocks shall be used to provide an even finish surface to install window when blocks are removed. Joints at heads, jambs, and sills shall be stacked and continuous. C. Vertical reinforcement shall be held in position at top and bottom and at intervals not exceeding 112 diameters of the reinforcement. 3.8 GROUTING A. All cells and bond beam spaces shall be filled solidly with grout unless indicated otherwise. Grouting shall not be started until the wall has cured for 24 hours. Grout shall not be poured in more than 5 -ft lifts. B. Grout shall be consolidated at time of pouring by puddling or vibrating. Where the grouting operation has been stopped for one hour or longer, horizontal construction joints shall be formed by stopping the grout pour 1 -1/2 inches below the top of the uppermost unit. 3.9 PROTECTION A. WaII surfaces shall be protected from droppings of mortar or grout during construction. 1. Protect existing adjacent surfaces from mortar stains. 2. At the end of each work day, walls shall be covered to protect from the elements, until cap flashing is installed. Protection shall be in the form of a strong weather resistive material secured in place and extending at least two feet down each side of the wall. MWH- 04082005 REINFORCED CONCRETE BLOCK MASONRY 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 04232 - 11 •r 3.10 FINISHING AND CLEANING A. Adjusting Defective Work: 1. Remove and reinstall masonry units not in alignment. 2. Remove misplaced, broken, and unbonded masonry units. 3. Adjust location of misplaced masonry accessories. 4. Rake and re -point defective masonry joints. B. Masonry shall not be wet - finished unless exposed to extreme hot weather or hot wind and then only by using a nozzle - regulated fog spray sufficient only to dampen the face but not of such quantity to cause water to flow down over the masonry. C. Finish masonry shall be cleaned and pointed in a manner approved by the ENGINEER, based upon the standards established by the approved sample panel. Do not use muriatic acid for cleaning. D. Interior and exterior colored masonry WORK exposed to view shall be cleaned to remove stains and other imperfections. E. Exposed masonry surfaces of openings and window and door openings such as sills, heads, and jambs shall be finish block surfaces, not formed surfaces, unless indicated otherwise. Closed bottom bond beam blocks shall be used at heads and sills. Pour holes may be used at the sill under window frame and where approved by the ENGINEER. - END OF SECTION - ,- MWH- 04082005 REINFORCED CONCRETE BLOCK MASONRY 1530575 — DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 04232 - 12 SECTION 04320 — VENEER MASONRY SYSTEM PART 1 -- GENERAL a l 1.1 THE REQUIREMENT A. The CONTRACTOR shall provide concrete masonry veneer and appurtenant WORK, complete and in place, in accordance with the Contract Documents. 1.2 QUALIFICATIONS A. Installer: Company specializing in performing the work of this Section with minimum five years experience. 1.3 CONTRACTOR SUBMITTALS A. Furnish submittals in accordance with Section 01300 - Contractor Submittals. B. Product Information: Submit proposed veneer reinforcement and seismic veneer anchor spacing, together with manufacturer's documentation illustrating that the reinforcement and veneer anchors meet the specified structural performance criteria at the proposed spacing. C. Samples 1. Samples of concrete masonry veneer unit colors with texture ranges indicated for selection of color. Full size samples of the blocks selected shall be submitted for final approval after color selection, if requested. If the required product is a colored and textured unit, the samples shall be colored and textured units. If the required product is a blend of integrally colored and textured units, the samples shall be colored and textured units to represent the specified blend. 2. Samples of mortar colors for color selection. D. LEED Product Data 1. Credit MR 4: Submit invoices and documentation from manufacturer of the percentage of post- consumer and post industrial content by weight for products with recycled content. 2. Credit MR 5.1: Submit invoices and documentation from manufacturer highlighting manufacturing locations for products manufactured within a 500 -mile radius of the project site. 3. Credit MR 5.2: Submit invoices and documentation from manufacturer highlighting location of extraction, recovery or harvest for materials contained in products addressed in item 2 above that originated within a 500 -mile radius of the project site. E. Field- Constructed Mock -Ups: Prior to installation of masonry veneer, erect sample wall panels to further verify selections made under sample submittals and to demonstrate aesthetic effects as well as qualities of materials and execution. Build mock -ups to comply with the following requirements, using materials indicated for final unit of Work. 1. Locate mock -ups on site in locations indicated or, if not indicated, as directed by ENGINEER. MWH- 04082005 VENEER MASONRY SYSTEM 1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 04320 - 1 2. A minimum 4 -ft square by full thickness free - standing sample panel shall be erected, including face and backup wythes as well as accessories, for each type of exterior masonry veneer construction. { 3. Notify ENGINEER one week in advance of the dates and times when mock -ups will be erected. 4. Protect mock -ups from the elements with weather - resistant membrane. 5. Retain and maintain mock -ups during construction in undisturbed conditions as standard for judging completed masonry veneer construction. 6. Accepted mock -ups in undisturbed condition at time of Substantial Completion may become part of completed unit of Work. F. Documentation 1. Reports from testing masonry units 2. Reports from mortar and grout testing. 3. Reports from prism testing. G. Grout and mortar mix design 1. Proportions for components 2. Mill tests for cement 3. Admixture certification. Include chloride ion content. 4. Aggregate graduation and certification 5. Lime certification 1.4 QUALITY ASSURANCE A. Applicable Standards: Concrete masonry shall conform to International Building Code (IBC), American Concrete Institute ACI 530 - Building Code Requirements for Masonry Structures, ACI 530.1 - Specification for Masonry Structures, and other applicable codes and standards of the governing authorities. B. Pre - installation Conference: THE CONTRACTOR shall conduct a conference at the Project site prior to commencement of masonry work. 1. Attendees: Masonry Sub - contractor, CONTRACTOR, ENGINEER, Material Supplier and Owner's Representative. 2. Any questions concerning the masonry work should be discussed during the conference. C. Obtain approval of all submittals prior to proceeding with the Work. D. WORK shall conform to the standard of quality established by the approved sample panel. MWH- 04082005 VENEER MASONRY SYSTEM 1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 04320 - 2 f ' E. Environmental Requirements: Maintain materials and surrounding air temperature to s minimum 50 degrees F prior to, during, and 48 hours after completion of masonry work. PART 2 -- PRODUCTS 2.1 MANUFACTURERS A. Basalite B. Mutual Materials Company C. Willamette Graystone, Inc. 2.2 LEED REQUIREMENTS A. Product supplied for this project must be produced within a 500 -mile radius of the project site. 2.3 CONCRETE MASONRY VENEER UNITS A. Concrete masonry veneer units shall be medium weight units unless indicated otherwise. 1. Grade N -I at all locations. 2. Block manufactured in accordance with ASTM Standard C -90, Type I, with a density of 115 pounds per cubic foot. 3. Maximum linear shrinkage of 0.035% per ASTM C90 -75. 4. All exterior concrete masonry veneer units shall contain W.R. Grace "Dry- Block" integral admixture, or approved equal. 5. Ground -face concrete masonry units: All exposed faces shall be ground to a depth sufficient to uniformly expose the aggregates. B. Exterior concrete masonry veneer unit size and color: 1. 4 -inch by 4 -inch by 16 -inch, 4 -inch by 8 -inch by 16 -inch, 6 -inch by 4 -inch by 16- inch, 6 -inch by 8 -inch by 16 -inch, 8 -inch by 4 -inch by 16 -inch, and 8 -inch by 8 -inch by 16 -inch modular sizes, with machine ground and split faces. Refer to drawings for unit locations. 2. Bond beam, corner, lintel, sill, and other specially shaped blocks shall be provided where required or necessary. Specially shaped non - structural blocks may be constructed by saw cutting. Color and texture shall match that of adjacent units. Provide "L- Corner" units and other special shapes as shown on the drawings. 3. Integrally - colored veneer units shall be blend of Basalite "Rose Brown ", "Cocoa ", and "Cocoa Lite ". Color blend shall match the existing Digester Complex Building located immediately north of the new building. 4. Color of machine ground face veneer units shall be natural gray. C. REINFORCEMENT AND ANCHORAGE MWH- 04082005 VENEER MASONRY SYSTEM 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 04320 - 3 1. Adjustable Veneer Anchor a. Two pieces adjustable consisting of a minimum 11 gage plate pintel or 1/4 inch diameter double leg wire pintel and a minimum 12 gage anchor plate. The 1 extended leg of the pintel shall have a lip or hook that will engage or enclose a horizontal joint reinforcement wire of No. 9 gage. 2. Concrete Masonry Veneer Walls a. Install seismic veneer anchors. b. Finish: All material, pintel and anchor plate shall be hot dipped galvanized with a minimum of 1.5 oz of zinc per square foot of surface area per ASTM A 123. Fasteners shall be stainless steel type 316. c. Structural Performance: Veneer anchors shall meet or exceed the following service criteria. 1) Minimum Tension /Compression: 175 pounds. 2) Minimum Axial Stiffness: 2,000 pounds per inch. 3) Maximum Axial Deflection: 0.09 inch. 4) Maximum Axial Mechanical Play: 0.05 inch. 5) Minimum Lateral Mechanical Play: 0.25 inch. d. Acceptable Products: 1) D/A 213S Heavy duty adjustable seismic anchor as manufactured by Dur -O -WaI, Inc. 2) DW -10HS with Byna -Tie and Seismiclip as manufactured by Hofmann and Barnard, Inc. 3) Seismic Dur -O -Eye and Ladur Eye as manufactured by Dur -O -WaI, Inc. D. FLASHINGS 1. Flexible self - sealing concealed wall flashing, 40 mil membrane (32 mil. Pliable and highly adhesive rubberized asphalt compound bonded to an 8 mil high density four ply cross laminated polyethylene film). W.R. Grace "Perm - barrier ". E. ACCESSORIES 1. Vertical Control Joints: a. Industry Standard for Neoprene Rubber Joints: ASTM D 2000. b. Industry Standard for Polyvinyl Chloride Joints: ASTM D 2287, Type PVC 654- 4. c. Minimum Durometer Hardness: 85 plus or minus 5. MWH- 04082005 VENEER MASONRY SYSTEM 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 04320 - 4 d. Minimum Shear Strength: 450 psi. e. Acceptable Control Joints: Wide Flange Plok -Joint by Carter - Waters, Blok- Tite by A. Wire, Regular or Wide Flange . Rapid Control Joint by Dur -O -WaI, QS and V by Hohmann and Barnard, Inc 2. Expansion Joint Fillers: a. Product Data: Closed cell foam neoprene rubber, ASTM D 1056, Class RE41. b. Nominal Size: 1/2 inch thick, 3 inches wide. c. Acceptable Joints: Rapid Expansion Joint by Dur -O -WaI, NS by Hohmann and Barnard, Inc. 3. PVC Weep Hole Forms: a. Material: Clear polyvinyl chloride, 3/8 inch outside diameter, 4 inches long. b. Acceptable Forms: D/A 1005 Weep Hole by Dur -O -WaI. 4. Temporary Accessories: a. Temporary Sash Cord Weep Hole Forms: Cotton sash cords, 1/4 inch outside diameter, not Tess than twelve inches long. b. Temporary Asphalt Saturated Unperforated Felt: ASTM D 226, 15 pound type. c. Temporary Polyethylene: ASTM D 2103, 6 mils thick. 5. Cleaning solutions for natural CMU: Not harmful to masonry work or adjacent materials. Manufactured by: a. Pro So Co., Inc. "Sure Klean 600" b. Fabrikem "Fabriklean Type V" 6. Water Repellent Sealer: a. Refer to Section 07180 — Water Repellants. PART 3 -- EXECUTION 3.1 EXAMINATION A. Verify that field conditions are acceptable and are ready to receive work. B. Verify items provided by other Sections of work are properly sized and located. C. Verify that built -in items are in proper location, and ready for roughing into masonry work. D. Beginning of installation means installer accepts existing conditions. MWH- 04082005 VENEER MASONRY SYSTEM 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 04320 - 5 3.2 PERFORMANCE A. Protection: 1. Protect existing adjacent surfaces from mortar stains. B. Surface Preparation: 1. Remove loose mortar from existing adjacent masonry surfaces. 2. Add moisture to masonry units which have a high suction rate. C. Cutting Masonry Units: 1. Perform site cutting with sharp power tools to provide straight edges without chips. 2. Cut masonry for openings and joints. 3. Avoid use of less than half size masonry units. D. Installation of Masonry Units: 1. Install masonry units plump, true and level in running bond. 2. Install masonry units in common running bond, unless special masonry patterns are indicated on Drawings. 3. Use special shape units where required. `� 4. Set masonry units flush on exposed side of wall and allow variation in unit width to run on concealed face of wall. E. Installation of Mortar: 1. Provide full face shell mortar beds for hollow masonry units. 2. Double butter masonry units to fill vertical head joints solid with mortar. 3. Do not use mortar which has begun to set, or is beyond the recommended elapsed time since initial mixing. 4. Re- temper mortar during the recommended elapsed time period only to restore workability. 5. Tool exposed joints concave and strike concealed joints flush. 6. Joint width uniform and 3/8" thick. MWH- 04082005 VENEER MASONRY SYSTEM 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 04320 - 6 F. Installation of Veneer Anchors: 1. Veneer anchors shall be spaced so as to support pport not more than two square feet of wall area but not more than 24 inches on center horizontally nor 18 inches on center vertically. 2. Additional veneer anchors shall be installed at not more than 8 inches on center adjacent to openings or edges of the concrete masonry veneer. 3. All veneer anchors shall be securely fastened to the steel stud back -up system through the sheathing — not to the sheathing alone. 4. All veneer anchors shall be aligned with the masonry joints to limit anchor eccentricies compatible with the manufacturer's test -rated capacities and stiffnesses. 5. All veneer anchors shall have a lip or hook on the extended leg that will engage or enclose a horizontal joint reinforcement wire of No. 9 gage. The joint reinforcement shall be continuous with butt splice between ties and control joints. 6. Any mortar droppings on anchor pintel shall be removed. 7. Anchors at concrete masonry units shall be placed in cells grouted solid. G. Installation of Sheet Metal Flashings: 1. Install sheet metal flashings as shown at head of all openings. 2. Coordinate location of reglets at head and side wall flashings for roofing installer. 3. Protect flashings for damage and stains. 4. Extend flashings under veneer; turn up minimum 8 inches and seal to sheathing over wood back -up. 5. Lap end joints minimum 6 inches and seal watertight. 6. Use flashing manufacturer's recommended adhesive and sealer. H. Installation of Joint and Flashing Materials: 1. Install reglets in mortar joints where exposed flashing meets masonry. 2. Install PVC or Sash Cord Weep Holes at 36 inches on center in vertical joints at first course of veneer masonry above foundation walls and steel lintel angles. 3. Install vertical and horizontal control joints indicated and required to control masonry cracking. 4. Install vertical and horizontal expansion joint fillers indicated on Drawings and required to fill masonry expansion joints. 5. Install concealed flashing above veneer wall lintel angles and foundation walls and behind asphaltic felt. MWH- 04082005 VENEER MASONRY SYSTEM 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 04320 - 7 6. Fill cavity above concealed flashing at veneer masonry with 1/4 inch diameter pea gravel to t minimum depth of 3 inches. I. Installation of Embedded Items: 1. Install all lintels and miscellaneous items furnished per other divisions, which are embedded in or supported by masonry. 3.3 CUTTING AND FITTING A. Cut and fit for pipes, conduit, sleeves, duct work or other items to be installed flush with masonry veneer. Coordinate with other Sections of work to provide correct size, shape, and location. B. Obtain • Architect/Engineer approval prior to cutting or fitting masonry work not indicated or where appearance or strength of masonry work may be impaired. 3.4 CAVITY WALL A. Do not permit mortar to drop or accumulate into cavity air space or to plug weep holes. 3.5 TOLERANCES A. Maximum Variation From Unit to Adjacent Unit: 1/32 inch. B. Maximum Variation From Plane of Wall: 1/4 inch in 10 feet and 1/2 inch in 20 feet or more. C. Maximum Variation From Plumb: 1/4 inch per story non - cumulative. D. Maximum Variation From Level Coursing: 1/8 inch in 3 feet and 1/4 inch in 10 feet; 1/2 inch in 30 feet. E. Maximum Variation of Joint Thickness: 1/8 inch in 3 feet. F. Maximum Variation From Cross Sectional Thickness of Walls: 1/4 inch. 3.6 COMPLETION A. Adjusting Defective Work: 1. Remove and reinstall masonry units not in alignment. 2. Remove misplaced, broken, and unbonded masonry units. 3. Adjust location of misplaced masonry accessories.. 4. Rake and re -point defective masonry joints. B. Final Cleaning: 1. Remove excess mortar and masonry materials from the site. 2. Clean adjacent surfaces and repair surfaces damaged by masonry work. MWH- 04082005 VENEER MASONRY SYSTEM 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 04320 - 8 3. Clean exposed masonry unit walls using an automatic power wash unit with high pressure hot water and cleaner. C. Protection of Masonry: 1. Protect mortar from freezing temperatures until end of curing period. 2. Cover masonry with temporary polyethylene sheet membrane or temporary asphalt saturated unperforated felt to protect exposed masonry walls from rain until end of curing period and permanent flashings are in place. Cover shall extend two feet down both sides of the masonry and be securely held in place. D. Application of Water Repellant Sealer: 1. Apply water repellant sealer in accordance with manufacturer's recommendations. The sealer manufacturer shall approve applicator. Prior to application of sealer, Contractor shall conduct a job site meeting with the Architect, Contractor, Mason and Sealer Applicator in attendance, to determine whether the concrete block is ready to receive sealer. -END OF SECTION- MWH- 04082005 VENEER MASONRY SYSTEM 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 04320 - 9 SECTION 05300 - METAL DECKING PART 1 -- GENERAL 1.1 THE REQUIREMENT A. The CONTRACTOR shall provide steel decking and accessory items, complete and in place, in accordance with the Contract Documents. 1.2 REFERENCE SPECIFICATIONS, CODES AND STANDARDS A. Specifications and Commercial Standards AISI Design of Cold - Formed Steel Structural Members. SDI Design Manual for Composite Decks, Form Decks, and Roof Decks. ASTM A 446 Steel Sheet, Zinc - Coated (Galvanized) by the Hot -Dip Process, Structural (Physical) Quality. ASTM A 653 General Requirements for Steel Sheet, Zinc - Coated (Galvanized) or Zinc -Iron Alloy Coated (Galvanealed) by the Hot -Dip Process. ASTM A 611 Steel, Sheet, Carbon, Cold- Rolled, Structural Quality AWS D1.3 Structural Welding Code -Sheet Steel B. ICBO /ES Research Reports for each type of metal decking used in the WORK. 1.3 CONTRACTOR SUBMITTALS A. Furnish submittals in accordance with Section 01300 - Contractor Submittals. B. Prior to the commencement of any WORK, the CONTRACTOR shall submit an affidavit furnished by the deck manufacturer certifying to the yield strength. The CONTRACTOR shall submit gauge and section properties of the metal deck. The CONTRACTOR shall also furnish the diaphragm shear values for the deck using the welding pattern and /or shear capacity indicated. Failure to conform to this requirement shall be justification for rejection of the material. C. Submit a layout drawing showing the location of deck sheets, end laps, side laps, types and locations of welds and details of accessories. D. Submit an ICBO Research Report for each type of metal decking used in the WORK. 1.4 QUALITY ASSURANCE A. No insulation, roofing materials, or other permanent coverings shall be placed over the decking until the ENGINEER has inspected it for placement, welds, and accessories. Stored materials and debris shall be removed to facilitate the inspection. Welds found to be defective shall be replaced as a part of the WORK. MWH- 04082005 METAL DECKING 1530575 — DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 05300 - 1 1.5 MATERIAL STORAGE A. Decking stored at the Site before installation shall be stacked on the ground on platforms or pallets and covered with tarpaulins or other weatherproof covering. PART 2 -- PRODUCTS 2.1 STEEL DECK A. Unless indicated otherwise, metal deck shall be manufactured from steel conforming to ASTM A 611, Grades C, D, or E; or A 446, Grades A, B, C, D, E, or F, or equal, having a minimum yield strength of 33,000 psi. The maximum design working stress in the deck shall not exceed the product of 0.6 times the yield strength. B. The metal deck structural properties shall be as indicated. The moment of inertia and section modulus of the metal deck unit shall be computed in accordance with the Steel Deck Institute specifications, and in accordance with the American Iron and Steel Institute, "Specification for the Design of Cold- Formed Steel Structural Members." C. Steel decking shall be galvanized and shall conform to ASTM A 653 and to the applicable requirements of Section 05500 - Miscellaneous Metalwork. Steel deck shall be free of oil, grease, and dirt before dipping. Steel decking receiving lightweight concrete topping shall be vented. Steel decking for pitch roof shall be acoustical type. D. Steel deck shall be finished in accordance with Section 09800 - Protective Coating. Deck shall be free of oil, grease and dirt before coating application. E. The metal deck shall have sheet length that covers 3 or more spans. F. The metal deck sheets shall be formed at the longitudinal sides in such a manner that they will overlap and /or interlock. Where the end of sheets overlap, they shall be die - formed in such a manner that the sheet in the next row telescopes and snugly overlaps the sheet laid previously. G. Plates needed to connect decking to supports or to maintain deck continuity shall be 14 gauge galvanized sheet. H. Structural steel shapes, including angles and inserts, shall be in accordance with Section 05100 - Structural Steel Framing and 05500 - Miscellaneous Metalwork. 2.2 MANUFACTURERS A. The metal decking shall be manufactured by Verco Manufacturing Company, Phoenix, Arizona; ASC Pacific Inc., Tacoma, Washington; Vulcraft Nucor Corporation Inc.; or. equal. PART 3 -- EXECUTION 3.1 INSTALLATION REQUIREMENTS A. The CONTRACTOR shall inspect supporting members for correct layout and alignment, and shall not proceed with installation until defects are corrected and supporting members are completely installed and secured. MWH- 04082005 METAL DECKING 1530575 — DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 05300 - 2 • B. Metal deck sheets and accessories shall be placed in accordance with the manufacturer's recommendations and the Shop Drawings. Roofs having a slope of 1/4- inch per foot or more shall be installed starting at the low side, to ensure that end Zaps are shingle fashion. C. Metal deck sheets shall be positioned on supporting steel framework and adjusted to final position with ends bearing a minimum of 2 inches on supporting members. Units shall be placed end to end, with ribs aligned over the entire length of the run before being permanently fastened. D. Special care shall be exercised not to damage or overload the deck during installation. The deck shall not be used for storage or as working platforms until permanently secured in position. Construction Toads shall not exceed the deck carrying capacity, as recommended by the manufacturer. E. Openings in the deck shall be cut and fitted neatly and shall be reinforced with structural steel members to distribute the load. F. Where concrete fill is required, deck shall be installed with closure plates and other accessories as needed to prevent loss of water, cement, and fines during placing and consolidation of the concrete. G. Edges of any cut openings or any minor surface damage areas shall be repaired in accordance with applicable requirements of the Sections 09800 — Protective Coating and 05500 — Miscellaneous Metalwork. H. After installation, surfaces shall be cleaned and left free of grime and dirt. The CONTRACTOR shall remove unused materials, tools, scaffolding, and debris from the premises and leave the area broom clean. 3.2 WELDING A. Care shall be exercised in the selection of electrodes and amperage to provide positive welds and to prevent high amperage blowholes. Welds shall be made from the top side of the deck immediately after alignment. B. The metal deck shall be welded to supporting members with 1/2 -inch effective diameter puddle welds spaced at 12 inches on center at members parallel to the ribs and at every rib valley at members perpendicular to the ribs, unless otherwise indicated. Welding washers shall be used when welding steel deck of less than 0.028 -inch thickness. Welding washers shall not be used when welding steel deck of 0.028- inches or greater. C. Side laps shall be welded with 1 -1/2 inch long top seam welds, spaced at 12 inches on center unless indicated otherwise. D. Welds shall be free of sharp points or edges. Welds shall be cleaned immediately by chipping or wire brushing and shall be coated with zinc dust type primer paint. E. Welding shall conform to the applicable requirements of AISC "Light Gauge Steel Design." Welders shall be AWS certified. - END OF SECTION - MWH- 04082005 METAL DECKING 1530575 — DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 05300 - 3 SECTION 05400 - COLD FORMED (LIGHT) METAL FRAMING PART 1 -- GENERAL 1.1 THE REQUIREMENT A. The CONTRACTOR shall construct all light metal framing and appurtenant work, complete, in accordance with the Contract Documents. 1.2 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS A. Commercial Standards ASTM A 1011 Steel, Sheet and Strip, Hot - Rolled, Carbon, Structural, High - Strength Low -Alloy and High- Strength Low -Alloy with Improved Formability ASTM A 653 Steel Sheet, Zinc - Coated (Galvanized) or Zinc -Iron Alloy- Coated (Galvannealed) by the Hot Dip Process ASTM C 645 Non Structural Steel Framing Members 1.3 CONTRACTOR SUBMITTALS A. Furnish submittals in accordance with Section 01300 - Contractor Submittals. B. Product Information: Manufacturer's literature, specifications, installation instructions, technical data, and general recommendations. C. Product Selection: Manufacturer's information for typical cross sectional ro e p p rties and connection details for members selected for construction. D. Certifications: Manufacturer's certification that the proposed materials comply with this Section. E. LEED Product Data: 1. Credit MR 4: Submit invoices and documentation from manufacturer of the percentage of post- consumer and post industrial content by weight for products with recycled content. 2. Credit MR 5.1: Submit invoices and documentation from manufacturer highlighting manufacturing locations for products manufactured within a 500 -mile radius of the project site. 3. Credit MR 5.2: Submit invoices and documentation from manufacturer highlighting location of extraction, recovery or harvest for materials contained in products addressed in item 2 above that originated within a 500 -mile radius of the project. PART 2 -- PRODUCTS 2.1 METAL STUDS /1` A. Non -Load Bearing: MWH- 04082005 COLD FORMED (LIGHT) METAL FRAMING 1530575 — DURHAM FACILITY PHASE 4 EXPANSION PAGE 05400 -1 1. Metal studs shall be of the non -load- bearing channel type, roll- formed electrogalvanized steel. Tracks and erection accessories shall be standard products of an established metal stud manufacturer, unless otherwise indicated. Metal studs shall be 25 gauge, 3 -5/8 -inch deep unless otherwise indicated. a. Ceiling Framing: Minimum depth 6 ", 20 gauge, 16" o.c. spacing. b. Wall Framing: Depth and spacing as noted on the drawings, 20 gauge. c. Wall Framing at Ceramic Tile: Twenty -gauge or heavier studs, 16" o.c. spacing, minimum depth of 3 -5/8" shall be used at non -load bearing walls having a ceramic tile wainscot condition. B. Load Bearing: Metal studs of 16 -gauge steel shall be used where indicated to be used. They shall be standard 16- gauge, punched steel, galvanized studs formed from steel meeting the requirements of ASTM A 1011 with 50,000 psi. 1. Studs designed for Toad bearing conditions and exterior use: a. Use 16- gauge, 6 -inch by 1 -3/8 inch C stud at 16 -inch spacing unless otherwise noted. 2.2 MISCELLANEOUS MATERIALS A. Hanger Wire: Hanger wire for suspended gypsum board ceilings shall be of soft- temper, annealed and galvanized steel wire. Hanger wire size shall be not less than that required by governing code. B. Runner Channels: Runner channels shall be 1 -1/2 inch cold - rolled channels and 3/4- i inch stiffener channels, galvanized or factory- coated with rust - inhibitive paint. Channels shall have minimum weight of 475 and 300 Ibs /1000 L.F. respectively. C. Furring Channels: Furring channels shall be designed for screw attachment of 5/8 -inch gypsum wallboard. They shall be roll- formed, galvanized Grade "A" steel conforming to ASTM A 653, with a metal thickness of 0.022 -inch minimum, 7/8 -inch depth, and 1 -3/8 inch web. Furring channels for styrene foam -board insulation shall be as indicated in Section 07210 - Building Insulation. D. Tie Wire: Tie wire shall be galvanized, 16- gauge, annealed steel wire. E. Fasteners: Fasteners shall be stainless steel. F. Welding Materials: Welding materials shall be as recommended in the published standards of the structural stud manufacturer G. Power - Driven Pins: Power - driven pins to be installed in concrete or steel shall be of heat - treated steel alloy. If the pins are not sufficiently corrosion - resistant for the conditions to which they are to be exposed, they shall be protected in an acceptable manner. Pins shall have capped or threaded heads capable of transmitting the Toads the shanks are required to support. Pins that are connected to steel shall have longitudinal serrations around the circumference of the shank. Complete information describing pin capacity, connections, and proposed area of use shall be submitted to the ENGINEER. MWH- 04082005 COLD FORMED (LIGHT) METAL FRAMING 1530575 - DURHAM FACILITY PHASE 4 EXPANSION PAGE 05400 -2 ( 2.3 LEED REQUIREMENTS: A. Metal studs shall contain a 20% minimum weighted average recycle content. PART 3 -- EXECUTION 3.1 INSTALLATION REQUIREMENTS A. WORK shall be installed in conformance with the manufacturer's recommendations, the applicable requirements of the governing code, ANSI, and as indicated. 3.2 METAL STUDS, FURRING AND FRAMING (For Non - Bearing Walls) A. Runner Track Attachment: Floor and ceiling runner tracks shall be securely fastened to floor and overhead construction as indicated and as required. B. Stud Attachment: Studs shall be securely fastened to tracks and spaced in accordance with the stud schedule. Each stud shall be crimped into runner tracks at the top, bottom, and both sides for friction fit with 1/4 -inch deflection clearance on top. C. Wall Stiffening: Walls shall be stiffened with 3/4 -inch channels placed horizontally at not more than 4 -1/2 foot vertical spacing. 1. Provide bracing at walls to receive ceramic tile. D. Furring Installation Requirements: 1. Fasten to concrete and concrete masonry with powder driven 0.145 inch diameter stainless steel Dome head nail, 1 -1/2 " min embed, X -DNI by Hilti or equal. 2. Fasten to metal with powder driven, 0.145 inch diameter galvanized dome head nail, X -EDNI by Hilti or equal. 3. Max spacing 24 inch each way for all fasteners to furring channel. E. Stud Installation Requirements: 1. Studs shall be located at all door frame jambs, at abutting construction, intersecting walls, and corners. Each corner and intersection of walls and partitions shall be formed with not less than 3 studs. 2. Double 20 gauge studs shall be secured to the jamb anchors of each door frame by bolt or screw attachment. Studs at door openings shall extend to the structure. 3. Studs extending from door frame header to ceiling runner over door frames shall be positioned at wall board joints. Stud walls which do not extend to structures above the ceiling shall be braced to the structure at every 8 ft - 0 inches. 4. The CONTRACTOR shall install 20 gauge studs at wall- mounted fixtures and at a maximum of 12 inches on centers behind walls to receive ceramic tile. 5. Stud walls shall be braced as necessary to provide rigid construction. Double row of studs for chase walls shall be braced with cross ties of 1/2 -inch or 5/8 -inch thick gypsum board, 12 inches wide, installed at quarter points of studs. MWH- 04082005 COLD FORMED (LIGHT) METAL FRAMING 1530575 — DURHAM FACILITY PHASE 4 EXPANSION PAGE 05400 -3 %1 • e t 6. Parapet walls and hung exterior walls and soffits shall be framed as indicated with ,.a not Tess than 18 gauge studs. F. Openings: 1. Channels shall be provided around openings for attachment of metal frames, dampers, grilles, and ductwork in connection with metal studs and shall be securely fastened to studs. 2. Headers, sills, and jack studs shall be provided as required at openings. Headers shall overlap adjacent vertical studs and shall be securely screw - attached to adjacent studs. 3. Where 25 -gauge studs are used, a 1 -1/2 inch channel stiffener shall be installed 6- inches above the door openings. Stiffeners shall extend past the second single -stud on each side of the opening, and shall be saddle -tied to the structure. G. Lintels: Trussed or box - framed lintel members designed to resist applied loads without excessive deflection shall be provided and shall be secured together by screws or other approved means. H. Support for Wall- Mounted Braced Items: Solid blocking, 1 -1/2 inch channels, horizontal studding or other members within walls shall be provided as required to provide secure and adequate support for wall- mounted or wall- braced items. Galvanized plates shall be provided as backing for handrail brackets, 16 gauge by 8 -inch by 16 -inch. CONTRACTOR shall coordinate with OWNER for size and location of OWNER supplied wall- mounted fixtures, toilet room accessories and equipment. I. Horizontal Stiffeners: Ends of horizontal stiffeners shall be securely fastened to abutting construction. J. Furring Channels: Furring channels shall be spaced 16 inches on centers, maximum, unless indicated otherwise. Spans shall not exceed manufacturer's published recommendations and governing code requirements. 3.3 STRUCTURAL LOAD BEARING STEEL STUD WALLS A. Prefabrication: Structural steel stud walls may be fabricated into panels or components prior to erection. B. Stud Spacing: Studs shall be spaced at 16 -inch centers, unless noted otherwise on the drawings. C. Component Attachment: 1. Attachments of similar components shall be done by welding. Dissimilar stud components shall be attached by welding, screw attaching, or bolting. Welds shall be fillet, plug, butt, or seam welds. 2. Wire tying of framing components in structural applications will not be permitted and will not be acceptable. 3. Splices in axial hooded studs shall not be used. D. ' Butt Joints in Tracks: Butt welds or splices shall be used at all butt joints in the tracks. MWH- 04082005 COLD FORMED (LIGHT) METAL FRAMING 1530575 - DURHAM FACILITY PHASE 4 EXPANSION PAGE 05400 -4 • E. Stud Track Anchorage: 1. Bottom track for structural steel studs shall be anchored to concrete floor or foundation slabs with 118 -inch diameter shank power- driven fasteners at 6 -inch on center. 2. Wall top and bottom tracks for structural steel studs connected to structural steel members shall be provided with a 3 inch long weld connection every 2 ft -6 in of run. F. Connect studs to steel beams at each level of steel framing, or anchor to side wall at 48- inch spacing. 3.4 WORKMANSHIP A. Alignment: Metal studs shall be installed rigid, in line, level, and plumb and shall be suitable for the application of the intended succeeding contiguous materials. The maximum allowable deviation in any plane shall be 3/16 -inch from an 8 foot straight line and 1/2 -inch maximum in a surface having a total length in excess of 8 feet. B. Component Fit: 1. Framing components shall be cut squarely or on an angle, as in bracing, to fit squarely against abutting members. 2. Tracks shall be securely anchored to the floor and overhead structure or other members. 3. Studs shall be seated squarely in the track with the stud web and flanges abutting the track web, shall be plumbed or aligned, and shall be securely attached to the flanges or web of both the upper and lower tracks. C. Temporary Bracing: 1. Framing shall be held firmly in position until properly fastened. 2. Prefabricated panels shall be square and braced against racking. Lifting of prefabricated panels shall be done in a manner as to not cause local distortion in any member. D. Jack Studs: Jack studs shall be provided between all track and window sills; between window and door headers and top track; at free - standing stair rails; and elsewhere to provide structural support. Jack studs shall be securely attached to supporting members. - END OF SECTION - MWH- 04082005 COLD FORMED (LIGHT) METAL FRAMING 1530575 - DURHAM FACILITY PHASE 4 EXPANSION PAGE 05400 -5 SECTION 07410 — PREFORMED METAL WALL PANELS F Y. PART 1 -- GENERAL 1.1 SUMMARY A. The extent of the panel work is shown on the Drawings. Composite panels along with perimeter extrusions, clips, fasteners, gaskets and sealants if required. B. All engineering and manufacturing of the items listed below are to be supplied by a single manufacturer. Installer to be certified by the manufacturer. 1. Aluminum face and liner, composite factory formed wall panel units with integral reveals and integral joinery. 2. Extruded aluminum trim related to the wall system and its intersection with adjacent materials. 3. Sealants and gaskets between panels, adjoining louvers, translucent sandwich panel systems and their intersections. C. Panel fabricator /installer shall assume undivided responsibility for all components of the exterior panel system including, but no limited to attachment to sub - construction, panel to panel joinery, panel to dissimilar material joinery and joint seal associated with the panel system. 1.2 QUALITY ASSURANCE A. Manufacturer and wall systems contractor shall have a minimum of ten years experience in successfully fabricating and or installing composite panels for projects using similar systems, applications and performance requirements. B. Wall systems contractor must be an authorized fabricator of the specified composite supplier and have a certification program acceptable to local code authorities. C. Manufacturer and wall systems contractor shall provide a list of five similar completed projects, in place for 10 years, with addresses of the location, architect and owner. 1.3 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS A. Codes 1. IBC 2003 International Building Code B. Commercial Standards 1. ASTM D1781 -93 Climbing Drum Peel Test for Adhesives 2. ASTM E84 Surface Burning Characteristics of Building Materials MWH- 04082005 PREFORMED METAL WALL PANELS 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 07410 - 1 • 3. ASTM E162 Surface Flammability of Materials Using a Radiant Heat Energy Source 4. ASTM E330 Structural Performance of Exterior Windows, Curtain Walls, and Doors Under the Influence of Wind Loads 5. ASTM E283 Rate of Leakage through Exterior Windows, Curtain Walls, and Doors 6. ASTM D3363 Method for Film Hardness by Pencil Test 7. ASTM D2794 Resistance of Organic Coatings to the Effects of Rapid Deformation (Impact) 8. ASTM D2247 Practice for Testing Water Resistance of Coatings in 100% Relative Humidity 9. ASTM 8117 Method of Salt Spray (Fog) Testing 10. ASTM D822 Practice for Operating Light and Water Exposure Apparatus (Carbon -Arc Type) for Testing Paint, Varnish, Lacquer, and Related Products 11. ASTM D1308 Effect of Household Chemicals on Clear and Pigmented Organic Finishes 12. ASCE 7 -98 Minimum Design Loads for Buildings and Other Structures 13. ASTM C -297 Core Compressive Modulus 14. AAMA 2605 Paint Finish 1.4 SUBMITTALS A. Furnish submittals in accordance with Section 01300 - Contractor Submittals. 1. No substitutions are to be made without going through the approval process. B. Two samples of each color or finish selected, to illustrate panel design, texture, color and other features specified. C. Product Data: Manufacturer's standard literature. D. Structural calculations, prepared and sealed by a structural engineer registered in the state of Oregon, showing the structural adequacy of the preformed metal wall panels and all connections to the building structure. 1. Show governing panel types and connections and types of fasteners to the building structure. MWH- 04082005 PREFORMED METAL WALL PANELS 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 07410 - 2 E. Shop drawings to show all elevations along with fasteners, details, and location of all joints, including interface of the panel system with adjoining construction. 1. Joint details shall provide a structurally sound panel system that allows no uncontrolled water penetration on the inside face of the panel system, as determined by ASTM E331. F. LEED Product Data 1. Credit MR 4: Submit invoices and documentation from manufacturer of the percentage of post- consumer and post industrial content by weight for products with recycled content. 2. Credit MR 5.1: Submit invoices and documentation from manufacturer highlighting manufacturing locations for products manufactured within a 500 -mile radius of the project site. 3. MR Credit 5.2: Submit invoices and documentation from manufacturer highlighting location of extraction, recovery or harvest for materials contained in products addressed in item 2 above that originated within a 500 -mile radius of the project. G. Submit test reports and certifications to demonstrate compliance with performance requirements and building code acceptance specified. H. Fabricator shall furnish test reports by an accredited testing laboratory. If not previously tested, fabricator must have system tested and furnish necessary reports before final approval of shop drawings. I. Submit erection procedures where required to clearly explain proper installation of fasteners, trim, gaskets and sealants. J. Evidence that the specified deflection limitations are met. K. Manufacturer and installer quality assurance qualifications. L. At Substantial Completion, submit certification of proper installation by Manufacturer. 1.5 PERFORMANCE REQUIREMENTS A. Structural Performance: Panels shall be designed for component and cladding wind loads determined in accordance with the more stringent of either the local building code, IBC 2003 or ASCE 7 -98 for the parameters specified. 1. Wind Loads: a. Basic Wind Speed: 100 MPH, 3 second gust b. Wind Importance Factor (I 1.15 c. Exposure Category: C MWH- 04082005 PREFORMED METAL WALL PANELS 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 07410 - 3 2. Seismic Loads: a. Seismic Use Group D b. Spectral Response Coefficient (S 1.06g c. Spectral Response Coefficient (S 0.37g d. Site Class: D e. Seismic Design Category: III f. Seismic Importance Factor (l 1.25 3. Design preformed metal wall panel system and connections to maintain clearances at openings, to allow for fabrication and construction tolerances, to accommodate live load deflection, shrinkage and creep of primary building structure, and other building movements. 4. The wall system whall be designed to allow differential movement of the building roof and floor structures and shall be capable of performing within the following limitations: a. Normal to the plane of the wall: the maximum allowable deflecton of the panel perimeter shall be limited to L/175. The maximum allowable deflection of the panel stiffeners and the aluminum composite panel material shall be limited to L /60. Compliance to these deflection limitations shall be provided as part of the submittals. b. Provide allowances for vertical and horizontal movements due to thermal expansion and contraction. B. Panel material shall meet the following tests: 1. ASTM E84 Flame spread 0 smoke developed 0 2. ASTM E162 3. Factory Mutual Standard 4880 (1994) Room Fire Test. 4. Bond strength integrity. When tested in accordance with ASTM D- 1781 -93, simulating resistance to delamination, material shall demonstrate a result of at least 115Nmm /mm minimum or 22.4Ibs /in min. No other test may be substituted for this test. C. Panel flatness criteria: Maximum of 1/32 -inch in any 2' -0" direction (non - accumulative). D. Fire Performance Characteristics: Wall panel system shall comply with requirements for finished panel performance as established by Section 1407 of the International MWH- 04082005 PREFORMED METAL WALL PANELS 1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 07410 - 4 Building Code (IBC) for use where non -load bearing, non - combustible wall construction is required. Laboratory and full scale testing including, but not limited to the following shall be available. - i 1. Finish panel system shall demonstrate compliance with the following criteria for surface burning characteristics per ASTM E -84. a. Flame spread — 0. b. Smoke Developed — 0. 1.6 WARRANTY A. The manufacturer shall warrant for a period of one year that the wall system materials will be free from defects. The wall systems contractor shall warrant for a period of one year that the installation workmanship will be free from defects. B. Finish warranties shall be the paint manufacturer's standard for wall panels and finished extrusions. For Kynar 500 or Hylar 5000 the warranty period is twenty (20) years against chalk, fade and delamination. PART 2 -- PRODUCTS 2.1 MANUFACTURER / MATERIALS: A. Alusuisse Composites: Alucabond composite material shall be constructed of two sheets of .51 mm aluminum face sheets with a thermoplastic core formed in a continuous process with no glues or adhesives between dissimilar materials. Total thickness of composite shall be 6mm. B. No or equal. 2.2 COMPOSITE WALL SYSTEM MATERIALS: A. Integrated Panels: Horizontal joint to be factory formed and pressure equalized. Vertical joint to have pre- formed returns as shown on the drawings with gasket and aluminum extrusion receptors and seal plates. B. Stiffeners: Structural sections shall be bonded to the rear face of the wall panels with silicone. Size and location are the manufacturer's responsibility to maintain flatness within the specified tolerances. C. Gaskets to be black, fire retardant EPSM or neoprene. D. Extrusion material: 6063, T -5 aluminum. Minimum thickness 1/16" for trim pieces and 3/32" for structural units. E. Air Infiltration Barrier: Refer to Section 07195 — Air Barriers for requirements. MWH- 04082005 PREFORMED METAL WALL PANELS 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 07410 - 5 2.3 LEED REQUIREMENTS: A. The aluminum face and liner shall be manufactured from minimum 80% recycled aluminum. B. The panel fabricator shall be located within a 500 mile radius of the job site. 2.4 TRIM: A. The manufacturer shall furnish extruded trim. Installation shall be by the certified wall systems contractor, except for those that require completion of work by other trades. 2.5 FINISHES: A. Panel Finish: Exterior surfaces shall be coil coated Kynar 500 or Hylar 5000 PVDF with 75% fluorine content, consisting of 0.2 mil primer with 08. Mil top coat. Megaflons, lumiflons or bonflons not acceptable at exterior locations. Spray coated finishes acceptable only on perimeter extrusions. Manufacturer's standard stocked color as selected by the ENGINEER. B. No or equal panel finishes are allowed. C. Resin to be in conformance with the following tests; 1. ASTM D3363 2. ASTM D2794 ■ 3. ASTM D3359 4. ASTM D2247 5. ASTM B117 2.6 PANEL FABRICATION A. Fabrication shall be done under controlled shop conditions when possible. Field fabrication only when necessary. Maximum deviation for panel flatness shall be 3mm in 2M, in any direction for assembled units. B. Fabricator shall provide a dry, route and return rainscreen system that includes complete perimeter extrusions along with guttered horizontal members. Design shall provide drainage to the exterior face of wall at every horizontal panel joint for any leakage of water occurring at the joints and /or condensation taking place within the construction. System shall not depend on caulking for water tightness. No continuous edge grip system is acceptable. System shall comply with the following tests; 1. Water Infiltration: There shall be no uncontrolled water penetration with ASTM E331 -83 at a differential static pressure of 12 lbs. after fifteen minutes of testing. MWH- 04082005 PREFORMED METAL WALL PANELS 1530575 DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 07410 - 6 2. Structural Performance: Shall be tested in accordance with ASTM E 330 -84. At 150% of design pressure there shall be no permanent deformation exceeding L /100,for frame and L /60 for material. C. The wall panels shall be fabricated in accordance with the quality procedures established for the specified UL classifications, FM and building code approvals. D. Design Standard: KPS System "A" — P.E.R. 2.7 AUTHORIZED FABRICATORS: A. Authorized fabricators for this section are listed as follows. 1. Keith Panel Systems Co. Ltd. (604) 987 -4499. 2. No or equal. PART 3 -- EXECUTION 3.1 EXAMINATION A. INSPECTION: 1. Manufacturer and fabricator shall jointly verify that members to receive panels are complete, accurately sized and located, in true plane, secure and otherwise properly prepared. 2. Prior to starting work, notify CONTRACTOR AND ENGINEER about any defects requiring correction 3. Do not start work until conditions are satisfactory. 4. All materials shall be inspected for damage and conformance to the specifications and shop drawings prior to installation. 3.2 PREPARATION A. FIELD MEASUREMENTS: 1. Verify prior to fabrication. 2. If field measurements differ from drawing dimensions, notify CONTRACTOR and ENGINEER prior to fabrication. B. PROTECTION: 1. Treat, or isolate with protective material, and contacting surfaces of dissimilar materials to prevent electrolytic corrosion. 2. Protect Work of other Trades against damage and discoloration. MWH- 04082005 PREFORMED METAL WALL PANELS 1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 07410 - 7 3.3 INSTALLATION A. PANELS: 1. Follow wall panel fabricator's installation directions. 2. Install wall system, fasteners, trim and related items in accordance with the dimensions and procedures shown on the approved shop drawings. 3. Sealants and gaskets shall be installed where shown and in accordance with the approved shop drawings to assure air and water infiltration performance specified. 4. Paint, bituminous coating, or sealant as recommended by the manufacturer shall separate dissimilar materials. 5. Work shall be coordinated with other trades as required to insure proper flashing and seals to intersecting construction. B. ALLOWABLE ERECTION TOLERANCE: 1. Maximum Alignment Variation: 1/8 inch in 40 feet. 3.4 DAMAGED MATERIAL A. Damage caused by the manufacturer or wall systems contractor shall be replaced or repaired as to new construction. 3.5 CLEANING A. Remove debris from project site upon work completion, or sooner, if directed. B. Remove protective film from panels as soon as possible after installation. make sure weep holes are unobstructed. C. The CONTRACTOR shall be responsible for final cleaning of the wall system due to conditions that occur after wall systems contractor has completed an area. Cleaning is to be done in accordance with the manufacturer's instructions. - END OF SECTION - MWH- 04082005 PREFORMED METAL WALL PANELS 1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 07410 - 8 SECTION 07412 — METAL ROOFING & SIDING PART 1 -- GENERAL 1.1 SUMMARY A. The CONTRACTOR shall provide preformed metal roofing, siding, soffits, trim, and accessories, complete and in place, in accordance with the Contract Documents. 1.2 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS A. All work specified herein shall conform to or exceed the requirements of the Building Code. B. Products and their installation shall be in accordance with the following standards, as applicable. 1. Manufacturer's printed recommendations and specifications. 2. Sheet Metal and Air Conditioning Contractors National Association "Architectural Sheet Metal Manual ". 3. NAAMM, "Metal Finishes Handbook ". 4. ASTM A792, "Steel Sheet, Aluminum -Zinc Alloy- Coated by the Hot -Dip Process ". 5. Standards, publications and reports of the American Society for Testing and Materials (ASTM). 6. Underwriters Laboratories (UL). 1.3 METAL ROOFING & SIDING DESIGN CRITERIA A. The manufacturer shall provide an attachment schedule for the roof, siding and soffit panels with supporting calculations to resist the following Toads: 1. Wind uplift loads as calculated using the 2003 Edition of the IBC. a. Basic Wind Speed: 100 MPH, 3 second gust b. Wind Importance Factor (Iw): 1.15 c. Exposure Category: C 2. Drag Loading: The manufacturer shall provide an attachment schedule for the roof panels with supporting calculations to resist drag loads induced by a snow load of 25 psf. B. The manufacturer shall provide an attachment schedule for the roof panels with supporting calculations to resist the following loads: 1. Snow Loads: a. Ground Snow Load: 25 PSF MWH- 04082005 METAL ROOFING AND SIDING 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 07412 -1 b. Snow Exposure Factor (Ce): 1.0 c. Snow Importance Factor (Is): 1.0 d. Thermal Factor (Ct): 1.1 1.4 PERFORMANCE REQUIREMENTS A. Testing and Certification — Roof Panels: 1. Wind uplift: UL 580 test, 24 gauge panels rated Class 90 when installed over minimum 14 gauge steel purlins spaced 5'0" on center maximum. The roof panel manufacturer must also subscribe to Underwriters Laboratories' "Follow Up Service" assuring continuing product compliance with UL requirements. 2. Air infiltration: Panel (without insulation) to meet the following standard when tested in accordance with ASTM E1680 -95: a. With sidelap sealant - .003 CFM /sp. ft. at 2.86 PSF. 3. Water penetration: Panel to meet the following standard when tested in accordance with ASTM E331- 70(75): a. With sidelap sealant - no leakage at 20 PSF. 1.5 SUBMITTALS A. Furnish submittals in accordance with Section 01300 - Contractor Submittals. B. Product Data: Submit manufacturer's technical product data, installation instructions and recommendations for each type of roofing and siding required. Include data substantiating that materials comply with requirements. Submit ICBO report for underlayment. C. Structural calculations, prepared and sealed by a structural engineer registered in the state of Oregon, showing the structural adequacy of the preformed metal roofing and siding panels and all connections to the building structure. 1. Show governing panel types and connections and types of fasteners to the building structure. D. Quality Assurance Information: Documentation of installer and manufacturer qualifications. E. Samples: Prior to ordering products, submit Manufacturer's standard color samples for ENGINEER's selections Prior to starting work-, submit (three ) 12" long panel samples of each panel shape and a representative color chip for ENGINEER's acceptance. F. LEED Product Data: 1. Credit SS 7.2: Documentation from manufacturer for roofing materials indicating Energy Star compliance and indicating emmissivity of 0.9 when tested in accordance with ASTM 408. MWH- 04082005 METAL ROOFING AND SIDING 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 07412 -2 2. Credit MR 4: Submit invoices and documentation from manufacturer of the percentage of post- consumer and post industrial content by weight for products with recycled content. 3. Credit MR 5.1: Submit invoices and documentation from manufacturer highlighting manufacturing locations for products manufactured within a 500 -mile radius of the project site. 4. MR Credit 5.2: Submit invoices and documentation from manufacturer highlighting location of extraction, recovery or harvest for materials contained in products addressed in item 3 above that originated within a 500 -mile radius of the project. G. Shop Drawings: 1. Submit complete shop drawings detailing all perimeter flashings and joints in accordance with the Manufacturer's standard recommendations. 2. Show panel layout, trim installation, and panel attachment to the building structure. 3. Describe all proposed details that deviate from what is shown on the plans. 4. Details must allow for expansion and contraction of panels. H. Attachment Schedule: Submit roof, siding and soffit attachment schedules and calculations. I. Warranty: Furnish duplicate signed copies of the specified roof and siding warranties. J. Affidavit: After installing the roofing, CONTRACTOR shall furnish a signed affidavit that the roof complies with the requirements of this Specification and the manufacturer's recommendations for the class and type of roof indicated. K. Factory Mutual Acceptance of Roofing: After installing the roofing, CONTRACTOR shall furnish a completed Factory Mutual Application for Acceptance of the Roofing System. 1.6 QUALITY ASSURANCE A. INSTALLER'S QUALIFICATIONS: 1. Installer must be approved by the roofing and siding manufacturer in writing prior to work commencing. 2. Installer shall meet the following: a. Successfully applied five metal roofs and siding of comparable size and complexity which reflects a quality weathertight installation. b. Have been in business for a minimum period of five years in the region where the work will be performed. B. MANUFACTURER'S QUALIFICATIONS: 1. Manufacturer shall have a minimum of 10 years experience supplying metal roofing and siding to the region where the work is to be done. MWH- 04082005 METAL ROOFING AND SIDING 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 07412 -3 2. Comply with current independent testing and certification as specified. 3. Manufacturer shall provide proof of $2,000,000 liability insurance for their metal roof system and comply with current independent testing and certification as specified. 4. The roof panel manufacturer shall subscribe to Underwriters Laboratories' "Follow Up Service" assuring continuing product compliance with UL requirements. Shipment packaging of panels and attachment clips must bear UL classification markings. 5. Panel Manufacturers without full supporting literature; Flashings & Details Guides, Guide Specifications and Technical Support, shall not be considered equal to the specified product. C. REGULATORY AGENCY REQUIREMENTS: 1. Comply with IBC and local Building Code requirements if more restrictive than those specified herein. 1.7 PRODUCT DELIVERY, STORAGE, AND HANDLING A. Protect against damage and discoloration B. Handle panels with non - marring slings. C. Do not bend panels. D. Store panels above ground, with one end elevated for drainage. E. Protect panels against standing water and condensation between adjacent surfaces. F. If panels become wet, immediately separate sheets, wipe dry with clean cloth, and allow to air dry. G. Painted panels shall be shipped with a protective plastic sheeting or a strippable film coating between all panels. Remove any strippable film coating prior to installation and in any case, do not allow the strippable film coating to remain on the panels in extreme heat, cold, or direct sunlight or other UV source. 1.8 PROJECT CONDITIONS A. Examine the conditions and substrates in which metal roofing work is to be installed. Substrate shall be installed level, flat and true to avoid panel stresses and distortion. B. Field measurements shall be taken prior to fabrication of panels. C. Proceed with roofing installation only after satisfactory conditions are met. 1.9 WARRANTY A. MANUFACTURER'S PRODUCT WARRANTY: 1. Manufacturer's standard coating performance warranty, as available for specified installation and environmental conditions. a. 20 year warranty for DuraTech® 5000 coated steel panels. MWH- 04082005 METAL ROOFING AND SIDING 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 07412 -4 B. CONTRACTOR'S WARRANTY: 1. Warrant panels, fleshings, sealants, fasteners and accessories against defective materials and /or workmanship, to remain watertight and weatherproof with normal usage for two (2) years following Substantial Completion. PART 2 -- PRODUCTS 2.1 ACCEPTABLE MANUFACTURER A. ASC Profiles Inc., Tacoma: 2141 Milwaukee Way, Tacoma, Washington 98421, telephone: 253 - 383 -4955. B. No or equal. 2.2 ROOF PANEL DESIGNATION A. Design Span® - 17" panel width. Provide at typical sloped roof locations. B. Select Seam® Narrow Batten Curved — 16" panel width. Provide at curved roof location. 2.3 SIDING & SOFFIT PANEL DESIGNATION A. NU -WAVE ® CORRUGATED — Net coverage 34 -2/3" (wall), rib depth 7/8" @ 2 -2/3" o.c. for use at typical metal siding locations. B. Provide Factory Curved NU -WAVE ® CORRUGATED panels at soffit of curved roof. 2.4 LEED REQUIREMENTS A. Metal roofing and siding supplied for this project must be manufactured in 500 mile radius of the project site. B. Metal roofing and siding panels must contain a 20% minimum weighted average recycle content. C. Metal roofing must be ENERGY STAR® compliant (highly reflective) AND have emissivity of at least 0.9 when tested in accordance with ASTM 408. D. Metal roof panel initial IR reflectivity: 25% or higher. E. Metal roof panel IR reflectivity after 3 year exposure: 15% or higher. 2.5 MATERIALS A. PANELS: 1. Base Metal: a. Material: Steel conforming to: 1) ASTM A792 minimum yield 40,000 psi, thickness 24 gauge. b. Protective Coatings: MWH- 04082005 METAL ROOFING AND SIDING 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 07412 -5 1) Conform to ASTM A792, AZ50 (Zincalume ® ). 2. Exterior Finish: a. DuraTech 5000 (polyvinylidine Fluoride), full 70% Kynar 500 /Hylar 5000 consisting of a baked -on 0.2 mil corrosion resistant primer and a baked -on 0.8 mil finish coat for a total of 1.0 mil dry film thickness, with a specular gloss of 10 -15% when tested in accordance with ASTM D- 523 -89 at 60 °. 3. Interior Finish: a. Primer Coat Material: Corrosion - resistant primer; primer coat dry film thickness: 0.15 mils; finish coat material: polyester paint, finish coat dry film thickness: 0.35 mils. b. Total Interior Dry Film Thickness: 0.50 mils. c. Roof Panel Color: Off - White. d. Wall Panel Color: Light Gray. 4. Exterior Panel Color: a. Design Span® Roof Panels: Color as selected by ENGINEER from manufacturer's premium color palette with special additive to qualify as an energy saving roof color. Design standard: AEP Span "Cool Jade Green ". b. Select Seam® Roof Panels: Color as selected by ENGINEER from manufacturer's standard color palette. c. Siding and Soffit Panels: Color as selected by ENGINEER from manufacturer's standard color palette. 5. Factory- Applied Seam Sealant: a. Cold- applied, non - skinning, ACRYL -R ® . 6. Panel Configuration: a. Design Span Roof Panels: Integral self - locking standing seams spaced 17" on center. b. Select Seam Roof Panels: Snap -on batten clip (24" o.c.) with continuous snap -on batten caps 3/8" W x 1"H. c. Provide factory panel striations to conceal oil canning for Select Seam and Design Span Roof Panels. d. NU -WAVE ® CORRUGATED Roof, Siding & Soffit Panels: Thru fastener wall panel with 7/8" deep corrugations. MWH- 04082005 METAL ROOFING AND SIDING 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 07412 -6 B. ACCESSORIES: 1. Fastener Clip: a. Design Span ® : L 90 assembly rated 18 gauge G -90 Galvanized steel, 40 ksi yield strength, 3 -1/2" long triple fastener type. b. Select Seam ® : UL 90 assembly rated clip: 24 gauge coated with minimum AZ- 50 Zinc - Aluminum coating per ASTM A792. 2. Fasteners: a. Per manufacturer's recommendation including attachment schedule. b. Self- sealing screws at NU -WAVE ® CORRUGATED panels. 3. Sealant: a. Gunnable Grade Caulking: Single component polyurethane caulk. b. Tape sealant: Butyl 4. Bearing Plate: a. 22 gauge 4 "x6" Zincalume® coated steel bearing plate. 5. Ridge and hip covers: Formed sheet metal in longest possible lengths. 7 --, 6. Rain gutters: Formed sheet metal to configuration shown. Provide expansion joints at locations shown on the Drawings. 7. Profile Closures: Use neoprene or polyethylene foam, die cut or formed to panel configuration. 8. All accessories shall match panel color. 9. Use manufacturer's standard trim pieces at all panel types. 10. Bird screen for soffit ventilation. C. FLASHING: 1. Material, gauge and finish to match panels. Do not use lead or copper. Remove any strippable film prior to installation. D. UNDERLAYMENT: 1. Design Span ® : 30# building felt, as specified in Section 07600. 2. Select Seam roofing and NU -WAVE ® CORRUGATED siding: Peel and stick ice and water shield. a. Install in accordance with manufacturer's instructions. b. Self- adhered rubberized asphalt sheet waterproofing underlayment, MWH- 04082005 METAL ROOFING AND SIDING 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 07412 -7 c. Minimum thickness: 40 mil d. Minimum Membrane Elongation: 250% by ASTM D412. e. Acceptable Underlayments: 1) Grace Ice & Water Shield® manufactured by W.R. Grace & Co. 2) No or equal. E. VAPOR RETARDER: 1. Refer to Section 07210 - Building Insulation for vapor retarder requirements. F. PANEL FABRICATION: 1. Unless otherwise shown on drawings or specified herein, fabricate panels in continuous one -piece lengths and fabricate flashings and accessories in longest practical lengths. 2. Panels shall be factory formed. Field formed panels are not acceptable. 3. Panels shall be factory correctively - leveled. 4. Select Seam() roofing panels and /or battens shall be field curved, as required, to dimensions shown on drawings and verified in the field. 5. NU -WAVE ® CORRUGATED panels shall be factory curved, as required, to e'fm� dimensions shown on drawings and verified in the field. PART 3 -- EXECUTION 3.1 EXAMINATION A. EXISTING CONDITIONS: 1. Verify that members to receive panels are complete, accurately sized and located, in true plane, secure and otherwise properly prepared. 2. Inspect installed work of other trades and verify that such work is complete to a point where this work may continue. 3. Verify that installation may be made in accordance with approved shop drawings and manufacturer's instructions. 4. Prior to starting work, notify General Contractor about any defects requiring correction. 5. Do not start work until conditions are satisfactory. 3.2 PREPARATION A. FIELD MEASUREMENTS: F�. 1. Verify prior to fabrication and installation. MWH- 04082005 METAL ROOFING AND SIDING 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 07412 -8 2. If field measurements differ from drawing dimensions, notify ENGINEER prior to fabrication. B. PROTECTION: 1. Treat, or isolate with protective material, and contacting surfaces of dissimilar materials to prevent electrolytic corrosion. 2. Require workmen who will be walking on roofing panels to wear clean, soft-soled work shoes that will not pick up stones or other abrasive material which could cause damage or discoloration. 3. Protect Work of other trades against damage and discoloration. C. SURFACE PREPARATION: 1. Clean and dry surfaces prior to applying sealant. 3.3 INSTALLATION A. UNDERLAYMENT: 1. Provide underlayment beneath all roof panels, unless indicated otherwise. B. PANELS: 1. Install per approved submittal drawings only. 2. Follow roof panel manufacturer's directions. 3. Install panel seams vertically. 4. Lap panels away from prevailing wind direction. 5. Do not stretch or compress panel side -lap interlocks. 6. Secure panels without warp or deflection. 7. Fully engage interlocking seams and battens. 8. Remove strippable protective film, if used, immediately preceding panel installation. C. ALLOWABLE ERECTION TOLERANCE: 1. Maximum Alignment Variation: 1/4 inch in 40 feet. D. FLASHING: 1. Follow Manufacturer's directions and ENGINEER'S approved Shop Drawings. 2. Install fiashings to allow for thermal movement. 3. Remove strippable protective film, if used, immediately preceding flashing 4. Provide flashing at all pipes and penetrations through roof. MWH- 04082005 METAL ROOFING AND SIDING 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 07412 -9 5. Provide flashing at vertical surfaces adjoining the roof. 6. Where flashing is not detailed, do work equal to that shown in the SMACNA Architectural Sheet Metal manual to obtain a weathertight and watertight installation. 7. Overlap flashing at least 6 inches. E. CUTTING AND FITTING: 1. Neat, square and true. Torch cutting is prohibited. 2. Openings 6 inches and larger in any direction: Shop fabricate and reinforce to maintain original load capacity. 3. Openings less than 6 inches in largest dimension: Field cut as required. 4. Debur cut edge where necessary to saw -cut panels. 3.4 CLEAN UP AND CLOSE OUT A. PANEL DAMAGE AND FINISH SCRATCHES: 1. Do not apply touch -up paint to damaged paint areas that involve minor scratches. 2. Panels or flashings that have severe paint and /or substrate damage shall be replaced as directed by the ENGINEER. B. CLEANING AND REPAIRING: 1. At completion of each day's work and at work completion, sweep Panels, Flashings and Gutters clean. Do not allow fasteners, cuttings, filings or scraps to accumulate. 2. Remove debris from project site upon work completion or sooner, if directed. 3. Recycle panel debris. - END OF SECTION - MWH- 04082005 METAL ROOFING AND SIDING 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 07412 -10 • SECTION 08110 - STEEL DOORS AND FRAMES PART 1 -- GENERAL 1.1 THE REQUIREMENT A. The CONTRACTOR shall provide steel doors, frames, and related items, complete and operable, in accordance with the Contract Documents. 1.2 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS A. Commercial Standards ASTM A 366 Steel, Carbon, Cold - Roiled Sheet, Commercial Quality ASTM A 653 Steel Sheet, Zinc - Coated (Galvanized) or Zinc -Iron Alloy- Coated (Galvannealed) by the Hot -Dip Process ASTM B 117 Standard Practice for Operating Salt Spray (Fog) Apparatus ASTM D 1735 Standard Practice for Testing Water Resistance of Coatings Using Water Fog Apparatus ASTM E 90 Standard Test Method for Laboratory Measurement of Airborne Sound Transmission Loss of Building Partitions and Elements ANSI A115 Series Door and Frame Preparation NFPA 80 National Fire Protection Association Standard for Fire Doors and Windows UL Underwriters' Laboratories, Inc. B. Trade Standards 1. National Association of Architectural Metal Manufacturers (NAAMM). a. Hollow Metal Manufacturer's Association (HMMA). 2. Steel Door Institute (SDI) b. All SDI publications. C. Manufacturers' Standards: In addition to the standards listed above, steel doors and frames and installation shall be in accordance with the manufacturer's published recommendations and specifications. 1.3 QUALITY ASSURANCE A. Manufacturer Qualifications: Manufacturer must be current member of SDI and NAAMM (HMMA). MWH- 04082005 STEEL DOORS AND FRAMES 1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 08110 -1 1.4 CONTRACTOR SUBMITTALS A. Furnish submittals in accordance with Section 01300 - Contractor Submittals. B. Product technical data: 1. Acknowledgement that products submitted meet requirements of standards referenced. 2. Manufacturer's installation instructions. C. Shop Drawings: 1. Show details of the products and systems and connections to adjoining materials. 2. Schedule of doors and frames, using same reference numbers as used on drawings, showing sizes, types, and locations of door louvers and glass and manufacturer's installation instructions. 3. SDI certification. 4. UL certification. D. Structural calculations, prepared and sealed by a structural engineer registered in the state of Oregon, showing the structural adequacy of the frame anchors and all connections to the building structure. E. Sound Doors and Frames: Shop Drawings, manufacturer's literature, installation recommendations, and certification of Sound Transmission Class (STC) rating shall be submitted for sound door and frame assemblies. F. LEED Product Data: 1. Credit MR 4: Submit invoices and documentation from manufacturer of the percentage of post- consumer and post industrial content by weight for products with recycled content. 2. Credit MR 5.1: Submit invoices and documentation from manufacturer highlighting manufacturing locations for products manufactured within a 500 -mile radius of the project site. 3. Credit MR 5.2: Submit invoices and documentation from manufacturer highlighting location of extraction, recovery or harvest for materials contained in products addressed in item 2 above that originated within a 500 -mile radius of the project. 1.5 PERFORMANCE REQUIREMENTS - A. Structural Performance: Frame anchors shall be designed for loads determined in accordance with the more stringent of either the local building code or IBC 2003 1. Wind Loads: a. Basic Wind Speed: 100 MPH, 3 second gust b. Wind Importance Factor (I 1.15 MWH- 04082005 STEEL DOORS AND FRAMES 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 08110 -2 c. Exposure Category: C 2. Seismic Loads: a. Seismic Use Group D b. Spectral Response Coefficient (S 1.06g c. Spectral Response Coefficient (S 0.37g d. Site Class: D e. Seismic Design Category: Ill f. Seismic Importance Factor (l 1.25 3. Design frame anchors and connections to maintain clearances at openings, to allow for fabrication and construction tolerances, to accommodate live load deflection, shrinkage and creep of primary building structure, and other building movements. PART 2 -- PRODUCTS 2.1 MANUFACTURERS, or equal A. Subject to compliance with the Contract Documents, the following manufacturers are acceptable. 1. Benson Industries a 2. Krieger Specialty Products Company 3. Curries Company B. Other manufacturers may submit for approval of doors and frames which comply with LEED requirements. 2.2 LEED REQUIREMENTS: A. Steel frames supplied for this project must be manufactured in 500 mile radius of the project site. B. Doors and frames must contain a 20% minimum weighted average recycle content. 2.3 MATERIALS AND FABRICATION - GENERAL A. General: 1. Fabricate rigid, neat in appearance and free from defects. 2. Form to sizes and profiles indicated on drawings. 3. Shop Fabrication and Assembly: Steel doors and frames shall be shop fabricated and shop assembled, where possible. Temporary stiffeners, spacers, and other accessories necessary to facilitate handling and accurate erection shall be provided. MWH- 04082005 STEEL DOORS AND FRAMES 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 08110 -3 After fabrication, tool marks and other surface imperfections shall be filled and ground smooth. 4. Weld all joints continuously, dress exposed joints smooth and flush. 5. Fabricate doors and frames to tolerance requirements of SDI -117. 6. Fit doors to SDI and NFPA 80 clearances. B. Materials for Doors and Frames: 1. Exterior doors and frames: a. Fabricated entirely of steel galvanized to G60 in ASTM A 653. b. SDI Grade III, Model 4, seamless, insulated minimum R10. 2. Other doors and frames, unless otherwise indicated: a. Fabricated from prime quality, commercial grade, cold - rolled steel conforming to ASTM A 366, Type 11 or 111. C. Clean off mill scale and foreign materials, repair damaged galvanized surfaces per ASTM A780. D. Cleaning and Priming: Doors, frames, and seal retainers shall be thoroughly cleaned, phosphatized, and factory primed with rust - inhibitive primer. The primer shall be compatible with the finish coating in Section 09800 - Protective Coating or Section 09900 - Architectural Paint Finishes, as applicable. Prime coat shall be capable of passing a 120 -hour salt spray test in accordance with ASTM B 117 and a 250 -hour humidity test in accordance with ASTM D 1735. E. Finish Hardware: Doors and frames shall be reinforced and drilled or tapped for fully templated mortised hardware; and shall be reinforced with plates for surface- mounted hardware, meeting ANSI A115 Series requirements. Locate hardware in accordance with SDI. Hardware shall be as indicated in Section 08710 - Finish Hardware and as indicated. F. Grout: As specified in Section 03315 - Grout. 2.4 HOLLOW METAL FRAMES A. Frames for doors, windows, and other openings shall be minimum 16 -gage galvanized steel boxes welded to frame at back of all hardware cutouts. Steel plate reinforcement welded to frame for hinge, strikes, closers and surface mounted hardware reinforcing. Special frames, oversized frames, and frames with transom shall be provided where indicated. All plate reinforcement shall meet size and thickness requirements of SDI. Split type frames not acceptable. Conceal all fasteners. B. Frame Jamb Depths, Trim Profile, Stops, and Backbends: Frame jamb depths, trim profile, stops, and backbends shall be as indicated. C. Windows: Window frames shall be provided complete with anchors and metal stops for glazing. Stops shall be miter -cut and dipped for countersunk flathead fasteners. MWH- 04082005 STEEL DOORS AND FRAMES 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 08110 -4 • 2.5 FRAME ANCHORS A. Floor Anchors: Floor anchors shall be welded inside each frame jamb head, and holes shall be provided for floor anchorage. Minimum thickness of floor anchors shall be 14- gage. B. Anchors for Masonry/Concrete Installations: Frames for installation in masonry and concrete walls shall be provided with adjustable jamb anchors of the T- strap, stirrups and strap, or wire type. The number of anchors provided per frame jamb and head shall be as follows: 1. Frames up to 7 feet 6 inches in height: 3 anchors. 2. Frames over 7 feet 6 inches to 8 feet 0 inches in height: 4 anchors. 3. Frames over 8 feet 0 inches in height: One anchor for each 2 feet 0 inches or fraction in height. 4. Frame head anchors shall be not less than those required by the Reference Standards. C. Anchors for Stud Wall Installation: Frames for installation in stud partitions shall be provided with steel anchors of suitable design for job conditions. They shall be not less than 18 -gage thickness; and shall be securely welded inside each jamb and head as follows: 1. Frames up to 7 feet 6 inches in height: 3 anchors. ,-� 2. Frames over 7 feet 6 inches to 8 feet 0 inches in height: 5 anchors. 3. Frames over 8 feet 0 inches in height: 5 anchors plus one additional for each 2 feet 0 inches or fraction over 8 feet 0 inches. 4. Frame head anchors shall be not less than those required by the Reference Standards. 2.6 DUST COVER BOXES AND MORTAR GUARDS A. Dust cover boxes or mortar guards of not less than 24 -gage steel shall be provided at all hardware mortises on frames to be set in masonry, concrete, or plaster walls. 2.7 SILENCER HOLES A. Appropriate holes for silencers shall be provided in the door frames which are not designated to receive weatherstripping, seals, or sound seals. 2.8 STEEL DOORS A. Design and Construction: Steel doors shall be of hollow metal construction and shall be full flush design with no visible seams. 1. Face sheets shall be not less than cold - rolled, stretcher - leveled, 16 -gage steel. Doors shall have flush seamless face sheets with continuously and fully welded seam edges. Doors shall be rigid and neat in appearance, and shall be free from warpage or buckle. Corner bends shall be true and straight and shall be of not less MWH- 04082005 STEEL DOORS AND FRAMES 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 08110 -5 than the minimum radius for the gage of metal used. The door top and bottom shall be internally reinforced by steel members welded in place. Tops of exterior doors shall be provided with flush, water- and weather -tight top enclosures. } 2. 1 -3/4 inch thick. B. Door Cores: Door cores shall be water - resistant urethane with minimum R of 10. C. Double Doors: Double doors shall be provided with a "T" type steel astragal unless otherwise indicated in Section 08710 - Finish Hardware. 2.9 ACOUSTICAL DOOR ASSEMBLIES A. Door and Frame Assemblies: Acoustical doors and frames shall be complete, factory- built, and laboratory- tested assemblies, complete with perimeter compression sound seals, cam lift hinges, threshold and automatic, door - bottom seals. B. STC Rating: Sound door assemblies shall have a minimum STC rating of 52 dB. The CONTRACTOR shall provide a written certification by the door manufacturer stating that the STC rating is in accordance with ASTM E 90 as conducted by a qualified acoustical products testing laboratory. C. Door Construction: Doors shall be formed of 16 -gage steel face sheets jointed by welding along the vertical edges. Door tops and bottoms shall be reinforced and completely closed with die - formed, 16 -gage steel channels welded in place. The core shall be an incombustible, noncoupling filler. D. Frame Construction: Frames shall be fabricated from 14 -gage steel with the corners t,. mitered, welded, and ground smooth. Strike, hinge, and other hardware reinforcement shall be of not less than 3/16 -inch thick steel. The frame shall be provided with welded floor anchors at each jamb, and with a minimum of 3 wall anchors per jamb. E. Perimeter Seals: Perimeter seals shall be made of sturdy vinyl with a magnetic tape insert. The hinge side shall be constructed so as to avoid pinching or other distortion of the seal from opening and closing of the door. F. Automatic Door Bottoms: Automatic door bottoms shall close the entire gap between the door and the floor. The seal shall be 50 -60 durometer neoprene, and the actuating mechanism shall compress or retract the seal properly when the outer face of the door is within 2- inches of the strike jamb. G. View Window Kit: View windows shall be double - glazed with 2 panes of 1/4 -inch clear, laminated glass unless indicated otherwise. PART 3 -- EXECUTION 3.1 DELIVERY, STORAGE, AND HANDLING A. Doors and frames shall be shipped and stored with temporary stiffeners and spacers in place to prevent distortion. B. Doors and frames shall be delivered in original, unbroken packages, containers, or bundles bearing the name of the manufacturer. MWH- 04082005 STEEL DOORS AND FRAMES 1530575 - DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 08110 -6 C. Doors and frames shall be carefully stored on wood blocking in an area that is protected from the elements, in accordance with manufacturer's recommendations. Storage shall be in a manner that will prevent damage or marring of finish. 3.2 CONSTRUCTION A. General: WORK shall be in accordance with manufacturer's published recommendations and specifications. B. WORK shall be coordinated with appropriate related subcontractors work to assure a proper installation. Field conditions and dimensions shall be verified prior to fabrication. C. Install doors and frames in accordance with SDI and manufacturer's instructions. 3.3 FRAME INSTALLATION A. Frames shall be set plumb and square in a true plane, and be securely anchored to the adjoining construction. Steel shims shall be provided, set tight and rigidly attached between frame anchors and structure. Finished metal frames shall be strong and rigid; neat in appearance; and square, true, and free from defects, warp, or buckle. B. Molded members, trims, and stops, shall be clean cut, straight, and shall be of a uniform profile throughout their lengths. C. Corner joints shall have contact edges tightly closed with all trim faces mitered, welded, and finished smooth. The use of gussets will not be permitted. D. Grout fill all door frames. E. For floor anchors, provide two adjustable 3 inch wide flanged floor clips punched for anchoring. F. Number and location of anchors shall be in accordance with frame manufacturer's recommendation, with minimum of three anchors per jamb. 3.4 DOOR INSTALLATION A. Doors shall be installed plumb, square, and level. Doors shall operate freely, but not loosely. They shall be free from rattling while in a closed position. B. Door clearances shall be plus 3/32 -inch or minus 1/32 -inch and shall not exceed the limits in the manufacturer's printed recommendations. C. Any door that becomes warped more than 3/16 -inch out -of -plane shall be replaced by the CONTRACTOR. D. Doors and finish hardware shall be removed and rehung prior to painting. E. Hollow metal doors projecting beyond frame when door is closed will be rejected. 3.5 FINISH HARDWARE A. Finish hardware shall be installed in accordance with hardware manufacturer's standard templates and printed instructions. Operable parts shall be adjusted for correct function and operation. MWH- 04082005 STEEL DOORS AND FRAMES 1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 08110 -7 3.6 PROTECTION A. Protect doors and frames during construction. - END OF SECTION - MWH- 04082005 STEEL DOORS AND FRAMES 1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 08110 -8 SECTION 08950 — TRANSLUCENT SANDWICH PANEL SYSTEMS PART 1 -- GENERAL 1.1 SUMMARY A. Work of this section includes all labor and materials required to install the translucent insulated sandwich panel systems, aluminum framing and flashings, coatings of the aluminum components, and the structural and watertight design of the assembly. B. Provide translucent removable skylight units and translucent windows as shown in the Drawings. 1.2 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS A. Commercial Standards 1. ICBO International Conference of Building Officials 2. UL 723 Flame Spread and Smoke Developed 3. UL 972 Impact Strength 4. ASTM C -297 Bond Tensile Strength (after aging by ASTM D1037) 5. ASTM D -635 Burn Extent 6. ASTM D -1002 Bond Shear Strength 7. ASTM D -2244 Color Difference 8. ASTM D -4060 Abrasion /Erosion Resistance 9. ASTM E -72 Beam Bending Strength 10. NFRC 100 Insulation "U" Factor B. Trade Standards 1. NFRC System Certification C. Manufacturers' Standards: In addition to the standards listed above, the panels, caulking materials, and their installation, shall be in accordance with the manufacturer's published recommendations and specifications. 1.3 QUALITY ASSURANCE A. Translucent panel system must be listed by International Conference of Building Officials as a sandwich panel construction. B. Quality control inspections and testing conducted at least once each year are to include manufacturing facilities, sandwich panel components and production sandwich panels for conformance with "Acceptance Criteria for Sandwich Panels" as regulated by the International Building Code. MWH - 04082005 TRANSLUCENT SANDWICH PANEL SYSTEMS 1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 08950 - 1 C. Provide materials and products manufactured by a company continuously and regularly employed in the manufacture of translucent panel systems for a period of at least fifteen (15) consecutive years and which can show evidence of the specified materials being satisfactorily used on at least six (6) projects of similar size and scope. At least three (3) of the projects must have been in successful use for ten (10) years or longer. D. Erection is to be performed by an installer who has been in the business of erecting insulated translucent sandwich panel systems for at least five (5) years installing this manufacturer's product, and who can show evidence of satisfactory completion of 3 projects of similar size and scope. E. Interior face sheets to be listed by Underwriters Laboratory (UL). 1.4 SUBMITTALS A. Furnish submittals in accordance with Section 01300 - Contractor Submittals. B. Submit structural calculations, sealed by a structural engineer registered in the state of Oregon, showing the structural adequacy of the translucent panel system and all connections to the building structure. C. Submit shop drawings showing in detail all system components, connections to the building, interface with other materials and methods of construction. Shop drawings must be prepared under the supervision of and be sealed by the engineer who provides the calculations. D. Submit certified test reports made by an independent testing organization for each type and class of panel system. Reports are to verify that the material will meet all performance requirements of this specification. Previously completed test reports will be acceptable if current and indicative of products used on this project. 1. Flame Spread and Smoke Developed (UL 723) — Submit UL card 2. Burn Extent (ASTM D -635) 3. Color Difference (ASTM D -2244) 4. Abrasion /Erosion Resistance (ASTM D -4060) 5. Impact Strength (UL 972) 6. Bond Tensile Strength (ASTM C -297 after aging by ASTM D1037) 7. Bond Shear Strength (ASTM D -1002) 8. Beam Bending Strength (ASTM E -72) 9. Insulation "U" Factor (NFRC 100) 10. NFRC System Certification E. Submit ICBO Listing as a Sandwich Panel: certified proof of regular, independent quality control monitoring under a building code review and listing program. F. Submit maintenance manuals for the panel systems with a sequence of items, materials and methods used for proper cleaning and maintenance. MWH - 04082005 TRANSLUCENT SANDWICH PANEL SYSTEMS 1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 08950 - 2 G. LEED Product Requirements: 1. SS Credit 8: Documentation from manufacturer of the light pollution reduction obtained by use of translucent fiberglass panels. 2. MR Credit 4.2: Submit invoices and documentation from manufacturer of the percentage of post- consumer and post industrial content by weight for products with recycled content. 3. MR Credit 5.1: Submit invoices and documentation from manufacturer highlighting locations for products fabricated within a 500 -mile radius of the project site. 1.5 PERFORMANCE REQUIREMENTS A. Structural Performance: Provide translucent panels and connections capable or withstanding the following design loads within limits and conditions indicated. 1. Wind Loads: a. Basic Wind Speed: 100 MPH, 3 second gust b. Wind Importance Factor (I 1.15 c. Exposure Category: C 2. Snow Loads: a. Ground Snow Load: 25 PSF b. Snow Exposure Factor (C 1.0 c. Snow Importance Factor (I 1.0 d. Thermal Factor (C 1.1 3. Seismic Loads: a. Seismic Use Group D b. Spectral Response Coefficient (S 1.06g c. Spectral Response Coefficient (S 0.37g d. Site Class: D e. Seismic Design Category: III • f. Seismic Importance Factor (l 1.25 4. Attachment of translucent panels to the building structure shall be designed for wind, seismic and snow loads determined in accordance with the more stringent of either the local building code or IBC 2003. 5. Design framing system and connections to maintain clearances at openings, to allow for fabrication and construction tolerances, to accommodate live load MWH - 04082005 TRANSLUCENT SANDWICH PANEL SYSTEMS 1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 08950 - 3 deflection, shrinkage and creep of primary building structure, and other building movements. 1.6 PRODUCT DELIVERY, STORAGE, AND HANDLING A. Delivery of Materials: Manufactured products shall be delivered in original, unbroken, packages, containers, or bundles bearing the manufacturer's label. B. Storage: Products shall be carefully stored on wood blocking in an area that is protected from the elements in a manner recommended by the product manufacturer. 1. Storage shall be in a manner that will prevent damage to the material or marring of its finish. 2. Store translucent panels on the long edge, several inches above the ground, blocked and tied off and under cover to prevent warping. 3. Allow air to circulate freely around and under the material to prevent excessive condensation in the panels. 4. Combustion type heaters must be properly vented to the exterior to prevent possible staining of the panels. PART 2 -- PRODUCTS 2.1 APPROVED MANUFACTURERS A. Kalwall Corporation. 2.2 LEED Requirements A. Translucent fiberglass panels shall be manufactured with a minimum of 29% post - consumer and post industrial content by weight. B. Translucent fiberglass panels shall be fabricated within a 500 -mile radius of the project site. 2.3 MATERIALS A. Translucent Face Sheets: 1. Provide translucent fiberglass face sheets that have been manufactured by the translucent panel manufacturer with glass fiber reinforced thermoset resins designed for architectural use. 2. Flammability of Interior Face Sheet a. Flame spread maximum of 50 and smoke developed maximum 250 as determined by ASTM E -84. b. Burn extent must be 1" or less as determined by ASTM D -635. c. Faces must not deform, deflect or drip when subjected to fire or flame. d. Interior face sheets to be UL listed. MWH - 04082005 TRANSLUCENT SANDWICH PANEL SYSTEMS 1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 08950 - 4 3. Weather ability of Exterior Face Sheet a. Manufacture the exterior face sheet with a full- thickness colorfast resin that does not rely on a coating or film for long -term color stability. 1) ASTM D -224 Delta E (Color Difference): Less than 3.0 units when exposed to 5 years of outdoor weathering in south Florida sloping at 7 degrees facing south. Color difference determined by the average of 3 samples without a protective film or coating to ensure long term color stability. Color stability shall be unaffected by abrasion or scratching. 2) Manufacture the exterior face with a permanent glass erosion barrier embedded beneath the surface to provide maximum Tong -term resistance to reinforcing fiber. Exterior face surface loss shall not exceed .7 mils and 40 mgs when tested in accordance with ASTM D -4060 employing CS17 abrasive wheels at a head Toad of 500 grams for 1000 cycles. Films or coatings are not considered permanent and are not acceptable. 3) Provide self - cleaning thermoset 1.2 mils thick acrylic urethane surface molecularly bonded under factory- controlled conditions to the exterior face sheet. This surface finish must be fully field restorable if worn or damaged. 4. Appearance a. Provide face sheets that are uniform in color to prevent splotchy appearance, completely free of ridges and wrinkles, which prevent proper surface contact in bonding to the aluminum grid core. 1) Exterior face sheets: 070" thick, smooth, color as selected from manufacturer's standard line of tinted face sheets. 2) Interior face sheets: .045" thick, smooth, white color. Provide UL listing. b. Clusters of air bubbles or pinholes, which collect moisture and dirt, are not acceptable. 5. Strength: Provide an exterior face sheet tested to repel an impact equal to 70 ft. lbs. without fracture or tear in accordance with UL 972. B. Structural Grid Core: 1. Provide aluminum I -beams of an engineered alloy and temper with provisions for mechanical interlocking of muntin - mullion and perimeter to prevent high and low intersections that inhibit full surface bonding with the face material. I -beam to be a minimum of 7/16" wide, and flange surfaces must be machined to tolerances of not greater than + .002" for flat panels. C. Adhesive: 1. Laminate adhesive: heat and pressure type engineered for structural sandwich panels. 2. Adhesive that passes the testing requirements specified by International Conference of Building Officials "Acceptance Criteria for Sandwich Panel Adhesive ". MWH - 04082005 TRANSLUCENT SANDWICH PANEL SYSTEMS 1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 08950 - 5 a. Tensile strength, ASTM C -297: minimum 750 PSI (517 kPa) after 2 exposures to 6 cycles each of the aging conditions prescribed by ASTM D -1037. • b. Shear strength, ASTM D -1002: after exposure to five (5) separate conditions: 1) 540 PSI (372 kPa) after 50% relative humidity at 73° F (22.8° C) 2) 100 PSI (68.95 kPa) after exposure to 182° F (83.3° C) 3) 800 PSI (551.58 kPa) after Accelerated Aging at room temperature (ASTM D -1037) 4) 250 PSI (172.37 kPa) after Accelerated Aging at 182° F (83.3° C) (ASTM D -1037) 5) 1400 PSI (965.27 kPa) after 500 hour Oxygen Bomb (ASTM D -572) D. Panel Construction 1. Provide a true structural sandwich panel of flat fiberglass sheets bonded with tested adhesives to a grid core of mechanically interlocking aluminum I -beams under a controlled process of heat and pressure. Limit deflection so as not to exceed 1.9 inches at 30 pounds per square foot over 10 feet by ASTM E -72. 2. Adhesive bonding line is to be straight, cover the entire width of the I -beam and have a neat, sharp edge. 3. Panel thickness: 2 -3/4 inches. 4. Panel U- Value: 0.29 insulated 5. Grid pattern: as shown on the drawings. 6. Provide pre- engineered, removable skylight units: Kalwall, low profile "Double Pitch" units. a. Fabricate to sizes indicated on the Drawings. b. Provide lifting eyes at each end of ridge. c. Pitch angle: 20 degrees. d. Class A Roof Burning Brand Test: ASTM E -108. E. Battens and Perimeter Closure System 1. Perimeter Closure System: Extruded 6063 -T5 or 6063 -T6 aluminum clamp -tite screw type. 2. Pre -apply flexible sealing tape to closure system under factory controlled conditions. MWH - 04082005 TRANSLUCENT SANDWICH PANEL SYSTEMS 1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 08950 - 6 F. Flashings 1. 5052 alloy aluminum, minimum 0.040 inches thick. G. Fasteners 1. Fasteners exposed to weather are to be 300 series stainless steel, mill finish. 2. Anchor bolts to the building are to be stainless steel as engineered. H. Finish 1. General: Comply with NAAMM "Metal Finishes Manual" for finish designations and application recommendations, except as otherwise indicated. Apply finishes in factory. Protect finishes on exposed surfaces prior to shipment. Remove scratches and blemishes from exposed surfaces that will be visible after completing finishing process. 2. Color: Provide custom color as selected by the ENGINEER. 3. Two Coat Flourocarbon Coating: a. Aluminum to be finished a minimum 1.0 mil thick full strength 70% resin, 2 coat Flouropolymer system. b. All aluminum shall be thoroughly cleaned, etched and given a chromated conversion pre- treatment before application of the MICA 11 coating. The coating shall consist of a primer and a pearlescent- pigmented PFV topcoat. It shall receive a bake cycle of 17 minutes at 450 °F. All finishing procedures shall be one continuous operation in the plant of the manufacturer. c. Manufacturer to furnish an extended 20 -year limited warranty for the Kynar /Hylar coating. This limited warranty shall begin on the date of material shipment. PART 3 -- EXECUTION 3.1 ACCEPTABLE INSTALLERS A. Only qualified experienced craftsmen may be employed to install the work of this section. • B. Installer must conform to the qualifications specified. 3.2 EXAMINATION A. Inspect the installed work of other trades and verify that it is satisfactorily completed for the proper installation of the panel systems. Do not proceed with installation until any discrepancies have been corrected. 3.3 PREPARATION • A. Isolate dissimilar materials from the aluminum system, which may cause damage by electrolysis, with concealed black 10 -mil vinyl all- weather corrosion protection tape. MWH - 04082005 TRANSLUCENT SANDWICH PANEL SYSTEMS 1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 08950 - 7 B. Protect surrounding work and secure staging with protection as required to prevent damage to adjacent materials. 3.4 INSTALLATION A. Install the translucent systems in strict accordance with approved engineered shop drawings. Seal the system as recommended by the manufacturer. B. Install the translucent systems level, plumb and properly aligned with uniform joints and reveals. Remove and replace any components that may be defective or are damaged during installation. C. After other trades have completed work on adjacent material, carefully inspect the translucent panel installation and make adjustments necessary to insure proper weather - tight performance. D. Leave the interior and exterior surfaces of the translucent panel systems free of all protective material, identification labels and excess sealant. E. Clean the translucent panel systems within one week of final acceptance in accordance with manufacturer's recommended methods. - END OF SECTION - MWH - 04082005 TRANSLUCENT SANDWICH PANEL SYSTEMS 1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 08950 - 8 SECTION 10850 - CANOPIES PART 1 -- GENERAL 1.1 SUMMARY A. The CONTRACTOR shall provide pre- manufactured steel canopies, complete and in place, in accordance with the Contract Documents. B. Metal roofing and soffit panels at steel canopies are supplied by others, as specified in Section 07412 — Metal Roofing and Siding. 1.2 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS A. Codes: 2003 International Building Code (IBC) State of Oregon 2004 Structural Specialty Code B. Commercial Standards: AISC Manual of Steel Construction AISI Design of Light Gauge, Cold- Formed Steel Structural Members ASTM A 36 Carbon Structural Steel ASTM A 123 Zinc (Hot -Dip Galvanized) Coatings on Iron and Steel Products ASTM A 153 Zinc Coating (Hot -Dip) on Iron and Steel Hardware ASTM A 193 Alloy Steel and Stainless Steel Bolting Materials for High Temperature Service ASTM A 194 Carbon and Alloy Steel Nuts for Bolts for High Pressure and High Temperature Service ASTM A 307 Carbon Steel Bolts and Studs, 60,000 psi Tensile Strength ASTM A 325 Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum Tensile Strength ASTM A 500 Cold- Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes ASTM A 653 Steel sheet zinc coated by the hot dip process: Structural quality ASTM A 924 General Requirements for Steel Sheet, metallic coated by the hot dip process ASTM A 992 Steel for Structural Shapes for Use in Building Framing ANSI /AWS D1.1 Structural Welding Code - Steel ANSI /AWS QC1 Qualification and Certification of Welding Inspectors MWH- 04082005 CANOPIES 1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 10850 -1 1.3 DESIGN CRITERIA A. Wind Uplift: The canopy manufacturer shall provide design calculations showing the structure can resist the following uplift Toad design criteria: 1. Uplift Toads as calculated using the 2003 Edition of the IBC. a. Basic Wind Speed: 100 MPH, 3 second gust b. Wind Importance Factor (I,): 1.15 c. Exposure Category: C B. Drag Loading: The canopy manufacturer shall provide design calculations showing the structure can resist drag Toads induced by the following snow Toad design criteria: a. Ground Snow Load: 25 PSF b. Snow Exposure Factor (CO: 1.0 c. Snow Importance Factor (I 1.0 d. Thermal Factor (C 1.1 C. Seismic Loads: The canopy manufacturer shall provide design calculations showing the structure can resist the following seismic load design criteria: a. Seismic Use Group D b. Spectral Response Coefficient (S 1.06g c. Spectral Response Coefficient (S 0.37g d. Site Class: D e. Seismic Design Category: III f. Seismic Importance Factor (l 1.25 1.4 CONTRACTOR SUBMITTALS A. Furnish submittals in accordance with Section 01300 - Contractor Submittals. B. Fabricator Information: Submit data substantiating that materials comply with requirements. C. Quality Assurance Information: Documentation of installer and manufacturer qualifications. D. Submit structural calculations, sealed by a structural engineer registered in the state of Oregon, showing the structural adequacy of the canopy and all connections to the building structure. E. Submit shop drawings showing in detail all canopy components, connections to the building, interface with other materials and methods of construction. Shop drawings MWH- 04082005 CANOPIES 1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 10850 -2 must be prepared under the supervision of and be sealed by the engineer who provides the calculations. F. LEED Product Data: 1. Credit MR 4: Submit invoices and documentation from manufacturer of the percentage of post- consumer and post industrial content by weight for products with recycled content. 2. Credit MR 5.1: Submit invoices and documentation from manufacturer highlighting manufacturing locations for products manufactured within a 500 mile radius of the project site. • 3. Credit MR 5.2: Submit invoices and documentation from manufacturer highlighting location of extraction, recovery or harvest for materials contained in products addressed in item 2 above that originated within a 500 mile radius of the project. 1.5 QUALITY ASSURANCE A. INSTALLER'S QUALIFICATIONS 1. Erection is to be performed by an installer who can show evidence of satisfactory completion of 3 projects of similar size and scope. 2. Installer shall have a minimum of 5 years experience installing pre- engineered steel canopies. B. FABRICATOR'S QUALIFICATIONS 1. Fabricator shall have a minimum of 10 years experience in the manufacture and supplying of steel canopies to the region where the work is to be done. PART 2 -- PRODUCTS 2.1 GENERAL A. Canopies shall be factory-built units of the sizes indicated. Canopies shall be fabricated of steel. 2.2 LEED REQUIREMENTS: A. Pre - manufactured steel canopies supplied for this project shall be fabricated within a 500 mile radius of the project site. 2.3 MATERIALS A. Structural roof deck and trim shall be pre - painted, hot -dip galvanized steel meeting ASTM Specification A -653. 1. Grade 50. 2. 50,000 psi yield strength. 3. Galvanizing shall meet ASTM A -924, G -90 Class. MWH- 04082005 CANOPIES 1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 10850 -3 4. Finish: Kynar 500 Flouropolymer Coating: a. Minimum 1.0 mil thick full strength 70% resin, 2 coat Kynar 500 Flouropolymer coating system. b. Custom color as selected by the ENGINEER. B. Structural beams, columns and other members shall comply with requirements of Section 05100 — Structural Steel Framing. C. Stainless Steel: Unless otherwise indicated, stainless steel metalwork, anchors, bolts and other hardware shall be of Type 316 stainless steel • PART 3 -- EXECUTION 3.1 FABRICATION A. Fabrication and Erection: Except as otherwise indicated, the fabrication and erection of structural steel shall conform to the requirements of the American Institute of Steel Construction "Manual of Steel Construction." 3.2 WELDING A. Method: Welding shall be by the metal -arc method or gas - shielded arc method as described in the American Welding Society's "Welding Handbook" as supplemented by other pertinent standards of the AWS. Qualification of welders shall be in accordance with the AWS Standards governing same. B. Quality: In assembly and during welding, the component parts shall be adequately clamped, supported, and restrained to minimize distortion and for control of dimensions. Weld reinforcement shall be as indicated by the AWS Code. Upon completion of welding, weld splatter, flux, slag, and burrs left by attachments shall be removed. Welds shall be repaired to produce a workmanlike appearance, with uniform weld contours and dimensions. Sharp corners of material that is to be painted or coated shall be ground to a minimum of 1/32 -inch on the flat. C. Weld Finish: All exposed welds shall be ground smooth and flush and shall be polished and anodized. Discoloration of exposed steel surfaces, whether or not due to welding, shall constitute a basis for rejection of the entire assembly. 3.3 GALVANIZING A. Structural steel plates shapes, bars, and fabricated assemblies required to be galvanized shall, after the steel has been thoroughly cleaned of rust and scale, be galvanized in accordance with the requirements of ASTM A 123. Any galvanized part that becomes warped during the galvanizing operation shall be straightened. B. Preparing the surface and applying a coating shall make Field repairs to damaged galvanizing. 1. Surface preparation shall consist of removing oil, grease, soil, and soluble material by cleaning with water and detergent (SSPC SP1) followed by brush off blast cleaning (SSPC SP7), over an area extending at least 4- inches into the undamaged area. MWH- 04082005 CANOPIES . 1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 10850 -4 2. Coating shall be applied to at least 3 -mils dry film thickness. Use Zinc -Clad XI by Sherwin- Williams, Galvax by Alvin Products, or Galvite by ZRC Worldwide. 3.4 STORAGE A. Storage: Products shall be carefully stored on wood blocking in an area that is protected from the elements in a manner recommended by the product manufacturer. 1. Storage shall be in a manner that will prevent damage to the material or marring of its finish. 3.5 EXAMINATION A. Inspect the installed work of other trades and verify that it is satisfactorily completed for the proper installation of the canopies. Do not proceed with installation until any discrepancies have been corrected. B. Field verify dimensions prior to fabrication. 3.6 PREPARATION A. Work and secure staging with protection as required to prevent damage to adjacent materials. 3.7 INSTALLATION A. Install the canopies in strict accordance with approved engineered shop drawings. B. Install the canopies level, plumb and properly aligned with uniform joints and reveals. Remove and replace any components that may be defective or are damaged during installation. - END OF SECTION - MWH- 04082005 CANOPIES 1530575- DURHAM FACILITY PHASE 4 EXPANSION, IPS PAGE 10850 -5 toE b p�L�� %l°�ht��hl�l ' ofv wa�T t. i Du rham 1 a 0 yyy a • I a s Expa ns i on :: g, on st ruc t ures Structural t ., ,... . ..,,,,.u. To -c*-RES) PROFFS E 73 92P / f t / REGON /?</b. 1 3, 2 Jp1iN \N ii EXPIRES i 3 Zcia. LI i:. 1/10/6- 5 ,i pt • f' -,.q... / \ cO'w' t •FIGURE 1, W H C1eanWate' Services Design Notebook IN ASSOCIATION WITH ov,aemoieme�e� „I,,,. Structural Calculations - SQUIRE ASSOCIATES DURHAM FACILITY 1 o - ENSR INTERNATIONAL - ARCHITECTS ASSOCIATIVE INC PHASE 4 EXPANSION L . OP STRUCTURAL ..DESIGN_ CRITERIA } Client: Clean Water Services Project: Durham Facility Phase 4 Expansion Date: September 9, 2004 J Number: 1530575.02015 PM, Office, Department: Doug Hattersley, Portlan This design criterion applies to all structures on this project except where indicated. LOADING Live loads: Top Slabs: 250 psf Roof: 20 psf w/ reductions for slope Platforms & Stairs: 100 psf 300 lbs concentrated on stair tread Snow: Ground Snow Load (P „2D4:›sf ZS F,F ' 3/24/0c Exposure Factor (CO: 1.0 - 1-6$4 , cdvtl Thermal Factor C 1.0 for Occupied Structures, 1.2 for Unoccupie 5 ( t) ' Structures Rain -on -Snow Surcharge: I XI Yes I I No Ponding Instability: I I Yes I XI No Drifts: 1 Yes fl No Roof Projections: n Yes I XI No _ •I Sliding Snow: I XI Yes I I No Importance Factor (Is): l "�I 1.0 I 1 1 . 1 1 1 2 I• I 0.8 Seismic: Site Class: D Mapped Spectral Response Acceleration at Short Periods 1.06g (0.2 sec) - 5% Damping (S Mapped Spectral Response Acceleration at 1 second 0.37g period - 5% damping (S Seismic Use Group: II Seismic Design Category: D Importance Factor (le): 11 1.50 X 1.25 I 1 1.00 Seismic Q/A Plan Required? Yes I XI No Structural Observations XI Yes Required? I I I No Rain Loads: I I Yes I XI No MWH Structural Design Criteria MWH - 08/29/2003 - IBC Page 1 of 6 • MWH STRUCTURAL DES IGN CRITERIA Client: Clean Water Services Project: Durham Facility Phase 4 Expansion Wind: =r Sec on Fastest Mile Wind Velocity 70 mph 14 " �el.rAl ee Nf,) Exposure Category: C Importance Factor (1,,,): X 1.15 I 1 1.00 1 0.87 Hurricane Prone Region? Yes I XI No Wind -Born Debris Region? Yes n No Structural Observations I XI Yes Required? No Wind Q/A Plan Required? I 1 Yes I X No Flood Loads: Base Flood Elevation: 126.0 Design Flood Elevation: 126.0 High Velocity Wave Action? I I Yes XI No Special Flood Hazard Area? I I Yes I XI No GEOTECHNICAL INFORMATION Final Allowable Bearing Pressure: All Loads (w/ wind & seismic): 6667 psf Dead plus Live Loads: 5000 psf Groundwater Elevation: 100 Year Flood Elevation: 126.0 Friction Factor: 0.35 Soil Weight: Moist Weight 118 pcf Buoyant Weight 125 pcf Frost Depth: 24 inches Minimum Footing Width: 24 inches Lateral Soil Pressure for Meter Vault and Headworks Effluent Structure Above GW Below GW Restrained (At Rest): 55 pcf 92 pcf Unrestrained (Active): 36 pcf 82 pcf Passive: 200 pcf 200 pcf Seismic: 28 pcf 28 pcf MWH Structural Design Criteria Page 2 of 6 MWH - 08/29/2003 - IBC • IS MWH_;r r STRU:CT,URAL DESIGN CRITERIA 1 Client: Clean Water Services Project: Durham Facility Phase 4 Expansion STRUCTURAL MATERIALS: Concrete: 4000 psi - STRUCTURAL (all structural applications) 3000 psi - SITEWORK (curb, gutter, and civil applications) 2000 psi - LEAN (unreinforced concrete (thrust blocks and encasements)) Reinforcing: Grade 60 - all applications. Steel: Structural Tubing - ASTM A500, Grade B Structural Pipe - ASTM A53, Grade B Wide Flange Shapes - ASTM A992 Other Standard Shapes and Plates - ASTM A36. Stainless Steel: Type 304 - Architectural and common uses, and anaerobic conditions Type 316 - Submerged or corrosive areas. Aluminum: 6061 -T6 - All applications. Wood: Stop Logs, Weirs, and baffles - Sawn Lumber - Redwood Construction Grade (Heart) Building Materials - Sawn Lumber - Douglas Fir /Larch Glulam - 24F - V3 - V8 (DF /DF) Masonry: ASTM C 90 I I Light Weight (< 105 pcf) I X{ Medium Weight (105 to < 125 pcf) I I Normal Weight ( 125 p f ornao <_-- Special Inspection: Level 1 x Level \ ?r /Z4/4a4 � PL 1 j ,s Solid Grouted: X Yes { I No gC/0 //2-m /MO?, Grout: 2000 psi Mortar: Type S - 1800 psi Size: 8" x 8" x 8" high CMU - _ fm: i q rs' 4- F' 3/21/2005" MIN ✓~�� G EC PAM eN 5 Gaskets: Neoprene Waterstops: New Construction - PVC MWH standard shapes Concrete joints at new structure /existing pipes — Hydrophilic Rubber Other: MWH Structural Design Criteria M - 08/29/2003 - IBC Page 4 of 6 WH ®..�,{ N I WH' = S# "r -; R 'U C :, T U R A L ° , . D E S 1 G N-: - C R I T E R I A Client: Clean Water Services Project: Durham Facility Phase 4 Expansion WEIGHTS OF MATERIALS: Concrete: 150 pcf Steel: 490 pcf ' Aluminum: 170 pcf Fiberglass: 110 pcf SAFETY FACTORS Buoyancy: 1.20 Overturning: 1.50 Sliding: 1.50 SPECIAL INSPECTIONS: Inspections Required Yes No Structural Steel Construction f f 1 Welding Bolting X Cold Formed Steel Framing X Concrete X X Reinforcing Steel X Grout X Adhesive Anchors /Drilled Anchors X Masonry (Level X) X Wood Construction Insulating Concrete Fill X Sprayed -on Fireproofing X X Smoke Control X Grading & Fill Material X Pile / Pier Foundations X Wall Panels and Veneers .� Exterior Insulation and Finish Systems (EIFS) Mechanical and Electrical Components ,, Other Pe :y21/0 5 \\ : , 11O 61/1 ec./k- MWH Structural Design Criteria Page 5 of 6 MWH - 08/29/2003 - IBC tr r a i ' i ! DYNAMIC SOIL LOADING M V STS $'d & Le)" 114 Cr ."1171 /'/t R/ - ("off/ 1°1 / Pt= 0 Pt= 476 1 20 , I Ilik IIII■ II 1 MEEK NI / Pb= o Pb= 612 Static Wall Seismic Dynamic LF =1.66 LF =1.37 LF =1.82 • 496 894 /2.21= 405 (unfactored 1 &lik 632 1016 /2.21= 460 ( unfactored Unfactored Loads Factored Loads 1 X S 1 1 i Service Moment at base (k -ft) = 13.17 M V 3 Factored Shear at base (k) = 6.52 Se k ice Moment at Top, Mst (ft-Kips) wax fc (psi) _ s r r rho Max = �I r � Bending Moment, Mu (ft -kips) -r f y (Psi) `' ) r r r r Therefore As max = sq in Sh =.r (w /o ACI 350 L.F.), Vu (k) tI i '- Es � (Psi) 4rrrrr. 1 • ial Force(Tension), Pu (k) r Ec (psi) rr + fig,. L. d Factor (For bending) = = = - n = Es /Ec = 8 1 ; Load Factor for ear Steel (ACI 350) Allowable Stress for Direct Tensio ksi = i Compression ' -nge width, be (in) ' T'..- ": ( ) • j Thic ess of slab (rn)? _ hi, .r Bending s Cover (in) ' ; p g r i �S # phi, for She- and Torsion i Is the bar on the ou 'de or inside? � Z :F Depth to reinfor. g, d (in) = 9.66 = Thickness - Cover - 1/2 Bar Diam - -r t•. .,. • a,. L-in . •e.-n . ,.. . All 1:-- 2 4u u . ■ ,p', Note: For slabs & walls, shear reinforc - rent is not required as long as Vu < phi*Vc I Vu *d /Mu ( • ax of 1.0) = 1.00 1.9 *sgrt(fc) +2500 *As /(bd) * u d /Mu = 146.10 I Concrete Shear Capacity, Phi *Vc ips) = 1 14.40 I= phi *1.. sgrt(f'c) +2500*rho *Vu *d/Mu phi *Vc /(phi *sgrt(fc) .d) = 2.310 A . 1.. ' , ,,, . No Shear Reinforc" .■ • t is req . or Beam Stirrup Spacing = ; r =(r�'a . in to _ tri Max spacing of shear reinforcement (in) _ �! Non- Seismic loads - ACI 318 - 11.5.4 Max spacing of shear reinforcement (in) = Seismic requirements - See ACI 318 - 21.3.3 Min. area of one leg of shear reinforcement = 0.02' (50 Bw s / fy) /2 - See ACI 318 - 11.5.5.3 0 ._ Req'd Area of One Leg of Shear Stirrups, Av - 0.025 Required Stirrup Bar Size for Beam: = 1 Bendinv, Ru = Mu /(Phi *. *d ^2) = 346.3 Use Ru = v .:" Rho = (.85 *fc/fy) * {1- [1- (2 *Ru /(.8 fc))]^.5) = 0.0061 As Required for bendin. - Rho *bc *d = 0.707 in ^2 As • (for bending) = 0.387 Per ACI 318-•. Sect 10.5.1 As Required for Dir: Tension (in ^2) = 0.000 Bar size s -t As supplied fo .ending m ^2 - *ti?;,, -, 9 (� ) - 1.203 Spacin ;0 _ ;+-i. -; N . • of bars = 2.0000 As Total (I 2) = 1.203 ok • s /bd = 0.01037 Cracking Location of C.G. of cracked section (from compression fiber) (in) = 3.22 fs (ksi)= Ms /(As *moment arm) = 15.30 Z< 95 for extreme exp.•sures • e = 2 *(de =cover (2 max) +1 /2 Bar Dia) *bc = 56.1 Z< 115 for hydraulic stru.tures A = Ae /number of bars = 28.05 Z< 145 for exterior exposu - = fs *((dc =cover (2 max)+ 1/2 Bar dia) *A)^(1/3) = 61.7 Z< 175 interior exposure WORST CASE SOIL LOAD AT TOP OF WALL = 405 WORST CASE SOIL LOAD AT BOTTOM OF WALL = 612 Total Base Shear from Soil= 890 i t 1 A4 V<6 * * * JM MONTGOMERY * * * 1 1 PL350: INTERPOLATION OF USBR MOMENTS AND REACTIONS FOR RECTANGULAR PLATES JMM/ACI 350 DESIGN CRITERIA: Mu= 2.21Mw Vu =1.7Vw VERSION 1.0 i I ****************** * * * * * * * * * * * * * * * * * * * * * * * ** * * * * ** 1 METER VAULT LONG WALL STATIC SOIL ib tilUT GoLi r24.4 I PLATE FREE TOP, FIXED THREE SIDES Z,/ i ' PLATE HEIGHT WIDTH THICKNESS I 7 17.00 FT 21.00 FT 12.00 IN / f/ I LOADING TOP PRESSURE BOTTOM PRESSURE �✓✓��� 110.0 PSF 612.0 PSF ,�-- 'LOAD / kAe%` Hill' l MV-? CONCRETE fc STEEL fy COVER: LOADED FACE OTHER FACE 4.00 KSI 60. KSI 2.00 IN 2.00 IN Mw REQ As REINF BAR @ KFT /FT SQIN /FT 6" 8" 10" 12" > VERT < TOP .00 .00 # 4 # 5 # 4 # 5 # 4 # 5 # 4 # 5 As /FT .40 .62 .30 .47 .24 .37 .20 .31 Z FACTOR 0. 0. 0. 0. 0. 0. 0. 0. MIDDLE 2.34 .12 # 4 # 5 # 4 # 5 # 4 # 5 # 4 As /FT .40 .62 .30 .47 .24 .37 .20 k 0 of l' / I / Z FACTOR 34. 22. 50. 32. 67. 44. 86. J ' 1111 110 1 F BOTTOM 9.20 .49 # 5 # 6 # 6 # 7 # 6 # 7 # 7 # 8 v Z As /FT .62 .88 .66 .90 .53 .72 .60 .79 V 7 ii- ' /2. ,', Z FACTOR 88. 62. 93. 68. 125. 92. 119. 90. > HORIZ < CORNER 8.30 .50 # 5 # 6 # 6 # 7 # 6 # 7 # 7 # 8 As /FT .62 .88 .66 .90 .53 .72 .60 .79 Z FACTOR 89. 63. 94. 69. 126. 92. 120. 91. MIDDLE 4.14 .24 # 4 # 5 # 4 # 5 # 4 # 5 # 5 # 6 As /FT .40 .62 .30 .47 .24 .37 .31 .44 Z FACTOR 67. 44. 99. 64. 133. 86. 112. 79. HORIZONTAL VERTICAL TOP BOTTOM MAXIMUM REACTION, Rw, K /FT 2.91 .00 4.13 SHEAR, Vu, AT D, PSI 47.21 64.07 HORIZONTAL REACTIONS AT ELEV 1.OH 0.8H 0.6H 0.4H Rw, K /FT 1.83 2.65 2.86 2.91 • 1 A4 V-7 * * * JM MONTGOMERY * * * PL350: INTERPOLATION OF USER MOMENTS AND REACTIONS FOR RECTANGULAR PLATES JMM /ACI 350 DESIGN CRITERIA: Mu= 2.21Mw Vu =1.7Vw VERSION 1.0 ****************** * * * * * * * * * * * * * * * * * * * ** * * * * * * * * ** METER VAULT LONG WALL DYNAMIC SOIL 6 -2 .1 S { ****************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** I NI r PLATE FREE TOP, FIXED THREE SIDES PLATE HEIGHT WIDTH THICKNESS t �� J 17.00 FT 21.00 FT 12.00 IN LOADING TOP PRESSURE BOTTOM PRESSURE LOA J'1� ,. 7 �, ,j 405.0 PSF 460.0 PSF rle AA V...1 CONCRETE fc STEEL fy COVER: LOADED FACE OTHER FACE 2// 4.00 KSI 60. KSI 2.00 IN 2.00 IN Mw REQ As REINF BAR @ KFT /FT SQIN /FT 6" 8" 10" 12" > VERT < TOP .00 .00 # 4 # 5 # 4 # 5 # 4 # 5 # 4 # 5 As /FT .40 .62 .30 .47 .24 .37 .20 .31 Z FACTOR 0. 0. 0. 0. 0. 0. 0. 0. 4 1,,G4 ;,,3fis MIDDLE 2.38 .12 # 4 # 5 # 4 # 5 # 4 # 5 As /FT # 4 :J. U .S Ir. ,..0 lam. S, F; 40 .62 .30 .47 .24 .37 .20 Z FACTOR 35. 22. 51. 33. 69. 44. 87. :... Vo BOTTOM 10.69 .58 # 5 # 6 # 6 # 7 # 7 # 8 4 7 # S I U _f ., f2, o F, be As /FT .62 .88 .66 .90 .72 .95 .60 � 138. 105. I Z FACTOR 102. 72. 108. 79. 108. 82. Ii/�s! I mo' '`� _ � , Inr q > HORIZ < 5(.4. PI P,46, -�' z sjlrtect mit-- i . 4 CORNER 15.56 .98 4 7 # 8 # 8 # 9 # 8 # 9 # 9 #10 - -- V 5 .47 n p,S itSLiZ As /FT 1.20 1.58 1.19 1.50 .95 1.20 1.00 1.27 f Z FACTOR 89. 68. 101. 80. 136. 108. 139. 110. Dr Hp RE-?" C. c.orzMe(2.y MIDDLE 7.36 .44 # 5 # 6 # 5 # 6 # 6 # 7 # 6 # 7 -- VA-1 .98 t„e / F� As /FT .62 .88 .47 .66 .53 .72 .44 .60 1 • Z FACTOR 79. 56. 116. 82. 112. 82. 143. 105. � io z` b I _ HORIZONTAL VERTICAL Sr, ©� /,� „�/I o v a 6W TOP BOTTOM � j _ ����110 MAXIMUM REACTION, Rw, K /FT 4.71 .00 4.18 SHEAR, Vu, AT D, PSI 73.65 67.03 HORIZONTAL REACTIONS AT ELEV 1.0H 0.8H 0.6H 0.4H Rw, K /FT 4.71 4.65 3.90 3.16 I 8 MINH By � Date ? a Client pU - Sheet MY:Ziof Chkd. By Description Job No Df ( OMT 40 6 M 4Z Nt . - 1 i 3 1 -o 2- LOA-0 1 =A-e. a/ F • &WA 4 - 04 0 Mot- (A)/ p YNAmte.-- (4A0-490-6 AsaV4 J M W 15, Sk 1 -4 Wog-K- ( 14 -°f F1P d1t1 H !" My-7 T40 AA SICK - r M y -e 0 = 2,21 '1 A 3Ig -O2- 14 LOS D 1.28 L + L40 E L= J4 Q E M . M14; (Ui)( u t)6 7) - *0 1 Nl ,� = � 5, 511 ���,� 1� 2I «° 01 = 12 45 ° s,s oao 6723 fir po6 (s)() . ° ', 61 in:// () E - It 7e, 12 k tE / " &aiz� -- A s 6 I :54 6 at (Itl .7 "' of en ;;a >4 r re/1h c,t(7-01 ?Irc,,ek MINH BY Date l 7 5. Client D HAA, Sheet M Z Chkd. By of Y Description Job No. +f/ jL A P I r 5 IA e' (5 I -3�TH►GK umut,f, A-F4 / 1- 0 F PN',7 CAI? s l l F0,13 ie U Pam, e,o - a,/c4 P rAoTFt ' P AA I M.D / ..; 1•c-r 1 A r l s P r-12- & Val; (514CJM ` HA dam! 47 "5 17_ I i LD N (r W titer. `" ge. ! 2 6 �7 M. w �b� (� " `. ��,'� ail -� Z iv, V • Mk: 016.-1 (14) = 151 -A T 'NT. 6n - F o = 1 5" - 3 'I - 7 4-fr_ - �/ /08'8 F= a . A e, 06 33 & 0. 3 C) 1� S 6 e. 12, -r 1; t I 1 , 1 M V'--. * * * JM MONTGOMERY * * * PL350: INTERPOLATION OF USBR MOMENTS AND REACTIONS FOR RECTANGULAR PLATES 1 JMM /ACI 350 DESIGN CRITERIA: Mu= 2.21Mw Vu =1.7Vw VERSION 1.0 ****************** * ** * * * * * * * * * * * * * * * * * * * * * * ** * * ** METER VAULT SIDE WALLS STATIC SOIL 1 1--301 GD Vf4 I PLATE FREE TOP, FIXED THREE SIDES PLATE HEIGHT WIDTH THICKNESS 11:111 17.00 FT 16.00 FT 12.00 IN 17' LOADING TOP PRESSURE BOTTOM PRESSURE " "P" 110.0 PSF 612.0 PSF /6 CONCRETE fc STEEL fy COVER: LOADED FACE OTHER FACE ----+ 4.00 KSI 60. KSI 2.00 IN 2.00 IN Mw REQ As REINF BAR @ KFT /FT SQIN /FT 6" 8" 10" 12" > VERT < TOP .00 .00 # 4 # 5 # 4 # 5 # 4 # 5 # 4 # 5 As /FT .40 .62 .30 .47 .24 .37 .20 .31 Z FACTOR 0. 0. 0. 0. 0. 0. 0. 0. MIDDLE 1.75 .09 # 4 # 5 # 4 # 5 # 4 # 5 # 4 # 5 As /FT .40 .62 .30 .47 .24 .37 .20 .31 Z FACTOR 26. 16. 37. 24. 50. 33. 64. 42. BOTTOM 5.80 .31 # 4 # 5 # 4 # 5 # 5 # 6 if 5 # 6 As /FT .40 .62 .30 .47 .37 .53 .31 .44 Z FACTOR 85. 55. 124. 80. 110. 77. 140. 99. > HORIZ < CORNER 5.69 .34 # 4 # 5 # 5 # 6 # 5 # 6 # 6 # 7 As /FT .40 .62 .47 .66 .37 .53 .44 .60 Z FACTOR 93. 60. 89. 63. 120. 85. 110. 81. MIDDLE 2.78 .16 # 4 # 5 # 4 # 5 # 4 # 5 # 4 # 5 As /FT .40 .62 .30 .47 .24 .37 .20 .31 Z FACTOR 45. 29. 67. 43. 90. 58. 114. 74. HORIZONTAL VERTICAL TOP BOTTOM MAXIMUM REACTION, Rw, K /FT 2.75 .00 3.45 SHEAR, Vu, AT D, PSI 44.57 51.99 HORIZONTAL REACTIONS AT ELEV 1.OH 0.8H 0.6H 0.4H Rw, K /FT 1.14 1.97 2.45 2.75 I l N I V * * * JM MONTGOMERY * * * I PL350: INTERPOLATION OF USSR MOMENTS AND REACTIONS FOR RECTANGULAR PLATES 1 JMM /ACI 350 DESIGN CRITERIA: Mu= 2.21Mw Vu =1.7Vw VERSION 1.0 i j * ***************** * * * * * * * * * * * * * * * * * * * * * * * * * ** * * ** + METER VAULT SIDE WALLS DYNAMIC SOIL 617iic.� �� ****************** * * * * * ** * * * * * * * * * * * * * * * * * * * * * * ** � 1 i PLATE FREE TOP, FIXED THREE SIDES PLATE HEIGHT WIDTH THICKNESS 17.00 FT 16.00 FT 12.00 IN LOADING TOP PRESSURE BOTTOM PRESSURE 405.0 PSF 960.0 PSF 17" CONCRETE fc STEEL fy COVER: LOADED FACE OTHER FACE 4.00 KSI 60. KSI 2.00 IN 2.00 IN , . t . , Mw REQ As REINF BAR @ I/ C KFT /FT SQIN /FT 6" 8" 10" 12" tV > VERT < TOP .00 .00 # 4 # 5 # 4 # 5 # 4 # 5 # 4 # 5 -+ As /FT .40 .62 .30 .47 .24 .37 .20 .31 Z FACTOR 0. 0. 0. 0. 0. 0. 0. 0. MIDDLE 1.58 .08 # 4 # 5 # 4 # 5 # 4 # 5 # 4 # 5 (,(% f .; ,421 A iF s /FT .40 .62 .30 .47 .24 .37 .20 .31 U7 Z FACTOR 23. 15. 34. 22. 46. 29. 58. 38. BOTTOM 6.04 .32 # 4 # 5 # 5 # 6 # 5 # 6 # 5 # 6 U4f.- if Erf r42. 4F-- y As /FT .40 .62 .47 .66 .37 .53 .31 .44 P Z FACTOR 88. 57. 85. 60. 114. 81. 146. 103 > HORIZ < /14- $rml„, - G � 5bG A SP „i/a 7 Jis -j <:. CORNER 9.14 .56 # 5 # 6 # 6 # 7 # 6 # 7 14670 # 8 As /FT 62 .88 .66 .90 .53 .72 . .79 )5E, $6'c /Z � Ntdttl�s , Z FACTOR 98. 69. 103. 76. 139. 102. 132 100. 1 " 6 5 J2 'E f Ho MIDDLE 4.68 .28 # 4 # 5 # 4 # 5 # 5 # 6 # 5 # 6 � As /FT .40 .62 .30 .47 .37 .53 .31 .44 .- u qty T' e(2. .I, Z FACTOR 76. 49. 112. 72. 99. 70. 126. 89. HOKre HORIZONTAL VERTICAL TOP BOTTOM MAXIMUM REACTION, Rw, K /FT 3.55 .00 3.25 SHEAR, Vu, AT D, PSI 54.41 50.62 HORIZONTAL REACTIONS AT ELEV 1.0H 0.8H 0.6H 0.4H Rw, K /FT 3.31 3.55 3.31 2.98 I l DYNAMIC SOIL LOADING M TA- - 1-0 / 4 101N1 lr d rt PA-GT: MI- 3 &o V o-N-h Pt= 1640 Pt= 560 34 MEW Pb= 3198 / Pb= 0 Static Wall Seismic Dynamic LF =1.66 LF =1.37 LF =1.82 2234 3788 /2.21= 1714 (unfactorec • 3232 5309 /2.21= 2402 ( unfactorec Unfactored Loads Factored Loads • \y Service Moment at base (k -ft) = 84.88 Factored Shear at base (k) = 37.15 Se • ice Moment at Top, Mst (ft-Kips) = fc (psi) = r Tal,�. rho Ma= t 1 < Bending Moment, Mu (ft- kips) fy (psi) = ' Max= q ,� � ' + 1 �. Therefore As max = s n in Sh - .r (w /o ACI 350 L.F.), Vu (k) t R Es (psi) = 'al Force(Tension), Pu (k) ! i + z ei�,G Ec (psi) _ L• -d Factor (For bending) = n = Es /Ec = 8 Load Factor for ' ear Steel (ACI 350) = cs z Allowable Stress for Direct Tensio • (ksi) = Compression . nge width, be (in) 'S�i�� Thic' ess of slab (in) ' phi, • r Bending = zF_ Cover in rE Cover ( in F phi, • for Sh and Torsion = Is the bar on the out••de or inside? . ;.�� Depth to reinforce,., d (in) = 17.70 = Thickness - Cover - 1/2 Bar Diamet: ' R•• •m•n • at • . 2 � .. 1k , 6•„ Note: For slabs & walls, shear reinforr ,, .t is not required as long as Vu < phi *Vc Vu 'd/Mu ( .x of 1.0) = 1.00 1.9'sgrt(Pc) +2500'As/(bd) " d /Mu = 134.32 Concrete Shear Capacity, Phi'Vc ips) =' 24.25 I= phi *1. , sgrt(f c) +2500 *Vu *d/Mu phi *Vc /(phi "sgrt(fc) "..) = 2.124 In e Wall or Slab Thickness Shear Reinforcement . Required f o • : eam • Stirrup Spacing = Es in ty Max spacing of shear reinforcement (in) _ O " Non - Seismic loads - ACI 318- 11.5.4 tq rip Max spacing of shear reinforcement (in) = • .• Seismic requirements - See ACI 318-21.3.3 Min. area of one leg of shear reinforcement = 0.02' (50 Bw s / fy)/2 - See ACI 318 - 11.5.5.3 z O Req'd Area of One Leg of Shear Stirrups, Av = 1183 r Required Stirrup Bar Size for Beam — tic 4 Bendinr Ru = Mu /(phi'b• d ^2) = 665.1 Use Ru = : €, Rho = (. 85` Pdfyr {141- (2 *Ru /(.85 "'c))] ^.5) = 0.0125 As Required for bendin• Rho *bc *d = 2.645 inA2 As M • (for bending) = 0.708 Per ACI 318-'5 Sect 10.5.1 As Required for Di - t Tension (inA2) = 0.000 Bar size r! r As supplied fo bending g (in ^2) = 1.203 Spacin ; ar N „ber of bars = 2.0000 As Total (i ) = 1.203 Not enough steel s /bd = 0.00566 Cracking Location of C.G. of cracked section (from compression fiber) (in) = 4.60 fs (ksi)= Ms /(As *moment arm) = 52.37 Z< 95 for extreme ex..sures • e = 2 *(dc =cover (2 max) +1 /2 Bar Diapbc = 56.1 Z< 115 for hydraulic st ures A = Ae /number of bars = 28.05 Z< 145 for exterior exposu - = fs'((dc =cover (2 max)+ 1/2 Bar dia)'A)^(1 /3) = 211.2 Z< 175 interior exposure WORST CASE SOIL LOAD AT TOP OF WALL = 1840 WORST CASE SOIL LOAD AT BOTTOM OF WALL = 3588 Total Base Shear from Soil= 4750 I M i- 7 1 1 * * * JM MONTGOMERY * * * PL350: INTERPOLATION OF USBR MOMENTS AND REACTIONS FOR RECTANGULAR PLATES 1 JMM /ACI 350 DESIGN CRITERIA: Mu= 2.21Mw Vu =1.7Vw VERSION 1.0 ****************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** MANHOLE 1 WALLS STATIC SOIL ****************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PLATE FIXED ON FOUR SIDES Q iiii PLATE HEIGHT WIDTH THICKNESS 19.00 FT 9.00 FT 20.00 IN /. * ASPECT RATIO= .47 ONE WAY ACTION, Z FACTORS MUST BE CONSIDERED l9 / / LOADING TOP PRESSURE BOTTOM PRESSURE / 1840.0 PSF 3588.0 PSF - F' )I Pik g -3 // ff CONCRETE fc STEEL fy COVER: LOADED FACE OTHER FACE .r.,„1„5.1.4 4.00 KSI 60. KSI 2.00 IN 2.00 IN MW REQ As REINF BAR @ KFT /FT SQIN /FT 6" 8" 10" 12" > VERT < TOP 9.41 .27 # 4 # 5 # 4 # 5 # 5 # 6 # 5 # 6 As /FT .40 .62 .30 .47 .37 .53 .31 .44 Z FACTOR 75. 48. 109. 71. 97. 68. 123. 87. MIDDLE 3.89 .11 # 4 # 5 # 4 # 5 # 4 # 5 # 4 # 5 As /FT .40 .62 .30 .47 .24 .37 .20 .31 Z FACTOR 31. 20. 45. 29. 61. 39. 78. 50. BOTTOM 14.04 .40 # 4 # 5 # 5 # 6 # 6 # 7 # 6 # 7 As /FT .40 .62 .47 .66 .53 .72 .44 .60 Z FACTOR 111. 72. 107. 76. 103. 76. 132. 97. > HORIZ < ""--.--• CORNER 18.69 .57 # 5 # 6 # 6 # 7 # 7 # 8 # 7 # 8 661/ Z FACTOR 103. 73. r( 't 3. 109. 80. 109. 83. 139. 106. " Vi e -r MIDDLE 9.36 .28 # 4 # 5 # 4 # 5 # 5 # 6 # 5 # 6 t . ir #0 .IZ HOP As /FT .40 .62 .30 .47 .37 .53 .31 .44 � Z FACTOR 79. 51. 115. 74. 102. 72. 130. 92. A V IY'i"a, 1 m A tit, lifa, G ;., HORIZONTAL VERTICAL TOP BOTTOM MAXIMUM REACTION, Rw, K /FT 13.67 8.72 13.91 SHEAR, Vu, AT D, PSI 95.61 82 GH U6iN U- 444 a I5' Paz -LO# -,- ,1 -1° Fret K Y F i l - zo g , - -( , flu t tit, Ar . p 4f 6-° 7'4 v up A (4, N ,,,, (h7)(1 3) m I g , 71 - v-(I, 7) 6, 3) 4 f, 3 ' i .":6- ? l � � 2"- � ! = 66, 5 /� _ � 2 _ p', 2 �7 Z .-- itUO i ,') 0 e j I / re.5„, A -4, 1 9 < �� sf/ I * * * JM MONTGOMERY I PL350: INTERPOLATION OF USER MOMENTS AND REACTIONS FOR RECTANGULAR PLATES JMM /ACI 350 DESIGN CRITERIA: Mu= 2.21Mw Vu =1.7Vw VERSION 1.0 MANHOLE 1 WALLS DYNAMIC SOIL /941, MOT &t' 6 I 11 PLATE FIXED ON FOUR SIDES PLATE HEIGHT WIDTH THICKNESS 19.00 FT 9.00 FT 20.00 IN * ASPECT RATIO= .47 ONE WAY ACTION, Z- FACTORS MUST BE CONSIDERED * LOADING TOP PRESSURE BOTTOM PRESSURE 1.- 04011'44f 1714.0 PSF 2402.0 PSF -, p kowl. M f _ 5 CONCRETE fc STEEL fy COVER: LOADED FACE OTHER FACE 4.00 KSI 60. KSI 2.00 IN 2.00 IN Mw REQ As REINF BAR @ KFT /FT SQIN /FT 6" 8" 10" 12" > VERT < TOP 7.98 .23 # 4 # 5 # 4 # 5 # 4 # 5 # 5 # 6 As /FT .40 .62 .30 .47 .24 .37 .31 .44 Z FACTOR 63. 41. 93. 60. 125. 81. 105. 74. i ` MIDDLE 2.65 .07 # 4 # 5 # 4 # 5 # 4 # 5 # 4 # 5 As /FT .40 .62 .30 .47 .24 .37 .20 .31 Z FACTOR 21. 14. 31. 20. 42. 27. 53. 34. BOTTOM 9.80 .28 # 4 # 5 # 4 # 5 # 5 # 6 # 5 # 6 As /FT .40 .62 .30 .47 .37 .53 .31 .44 Z FACTOR 78. 50. 114. 73. 101. 71. 128. 91. h9 O > HORIZ < g' . N A41-7 CORNER 13.79 ` 42 # 4 # 5 # 5 # 6 # 6 # 7 # 6 # 7 As /FT .40 .62 .47 .66 .53 .72 .44 .60 Z FACTOR 116. 75. 112. 79. 108. 79. 138. 101. MIDDLE 6.92 .21 # 4 # 5 # 4 # 5 # 4 # 5 # 4 # 5 As /FT .40 .62 .30 .47 .24 .37 .20 .31 Z FACTOR 58. 37. 85. 55. 115. 74. 146. 94. HORIZONTAL VERTICAL TOP BOTTOM MAXIMUM REACTION, Rw, K /FT 9.79 7.56 9.60 SHEAR, Vu, AT D, PSI 63.85 58.15 i I. tic i- 7 * * * JM MONTGOMERY * * * PL350: INTERPOLATION OF USBR MOMENTS AND REACTIONS FOR RECTANGULAR PLATES i JMM /ACI 350 DESIGN CRITERIA: Mu= 2.21Mw Vu =1.7Vw VERSION 1.0 ******************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * **� MANHOLE # 1 BOTTOM SLAB UPLIFT L0 AP T 6 V.F.-44.1 t PLATE FIXED ON FOUR SIDES i PLATE HEIGHT WIDTH THICKNESS a 9.00 FT 9.00 FT 22.00 IN 1 LOADING TOP PRESSURE BOTTOM PRESSURE 2142.0 PSF 2142.0 PSF CONCRETE fc STEEL fy COVER: LOADED FACE OTHER FACE 4.00 KSI 60. KSI 2.00 IN 2.00 IN Mw REQ As REINF BAR @ KFT /FT SQIN /FT 6" 8" 10" 12" > VERT < TOP 8.68 .22 # 4 # 5 # 4 # 5 # 4 # 5 # 5 # 6 As /FT .40 .62 .30 .47 .24 .37 .31 .44 Z FACTOR 62. 40. 90. •58. 122. 79. 102. 72. MIDDLE 4.01 .10 # 4 # 5 # 4 # 5 # 4 # 5 # 4 # 5 As /FT .40 .62 .30 .47 .24 .37 .20 .31 Z FACTOR 28. 18. 42. 27. 56. 36. 72. 46. BOTTOM 8.68 .22 # 4 # 5 # 4 # 5 # 4 # 5 # 5 # 6 As /FT .40 .62 .30 .47 .24 .37 .31 .44 Z FACTOR 62. 40. 90. 58. 122. 79. 102. 72. > HORIZ < CORNER 8.68 .23 # 4 # 5 # 4 # 5 # 4 # 5 # 5 # 6 As /FT .40 .62 .30 .47 .24 .37 .31 .44 O ( Ft 6,,, 1 ,, Z FACTOR 65. 42. 95. 62. 128. 83. 108. 76 l MIDDLE 3.70 .10 # 4 # 5 # 4 # 5 # 4 # 5 # 4 # 5 I `�� As /FT .40 .62 .30 .47 .24 .37 .20 .31 Ii4 ` 5t Z FACTOR 28. 18. 41. 26. 55. 35. 70. 45. HORIZONTAL VERTICAL TOP BOTTOM MAXIMUM REACTION, Rw, K /FT 8.46 8.46 8.46 SHEAR, Vu, AT D, PSI 39.50 42.58 HORIZONTAL REACTIONS AT ELEV 0.5H 0.4H 0.3H 0.2H Rw, K /FT 8.46 8.08 6.85 4.57 0 c., ag e ( 2, r -tv ( &,: j * * * JM MONTGOMERY * * * PL350: INTERPOLATION OF USBR MOMENTS AND REACTIONS FOR RECTANGULAR PLATES JMM /ACI 350 DESIGN CRITERIA: Mu= 2.21Mw Vu =1.7Vw VERSION 1.0 ****************** * * ** * * * * * * * ** * * * * * * * * * * * * * * * * ** r l MANHOLE 1 TOP SLAB SOIL ****************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** I i PLATE FIXED ON FOUR SIDES PLATE HEIGHT WIDTH THICKNESS 9.00 FT 9.00 FT 18.00 IN LOADING TOP PRESSURE BOTTOM PRESSURE 2375.0 PSF 2375.0 PSF CONCRETE fc STEEL fy COVER: LOADED FACE OTHER FACE 4.00 KSI 60. KSI 2.00 IN 2.00 IN Mw REQ As REINF BAR @ KFT /FT SQIN /FT 6" 8" 10" 12" > VERT < TOP 9.62 .31 # 4 # 5 # 4 # 5 # 5 # 6 # 5 # 6 As /FT .40 .62 .30 .47 .37 .53 .31 .44 Z FACTOR 86. 55. 126. 81. 112. 79, I42. 100. MIDDLE 4.44 .14 # 4 # 5 # 4 # 5 # 4 # 5 # 4 # 5 As /FT .40 .62 .30 .47 .24 .37 .20 .31 Z FACTOR 40. 26. 58. 38. 78. 51. 100. 65. 1 BOTTOM 9.62 .31 # 4 # 5 # 4 # 5 # 5 # 6 # 5 # 6 As /FT .40 .62 .30 .47 .37 .53 .31 .44 Z FACTOR 86. 55. 126. 81. 112. 79. 142. 100. > HORIZ < CORNER 9.62 .33 # 4 # 5 # 5 # 6 # 5 # 6 # 6 17 U G/ ;. 2eI2, As /FT .40 .62 .47 .66 .37 .53 .44 .60 / Z FACTOR 92. 59. 89. 62. 119. 84. 109. 80. L� ' ( T4 13 A Ff MIDDLE 4.10 .14 # 4 # 5 # 4 # 5 # 4 # 5 n}� c � /� As /FT .40 .62 .30 .47 .24 .37 .20 #31 �v• / 1 Z FACTOR 39. 25. 57. 37. 77. 50. 99. 64. HORIZONTAL VERTICAL TOP BOTTOM MAXIMUM REACTION, Rw, K /FT 9.38 9.38 9,38 SHEAR, Vu, AT D, PSI 63.62 67.90 HORIZONTAL REACTIONS AT ELEV 0.5H 0.4H 0.3H 0.2H Aw, K /FT 9.38 8.95 7.59 5.07 l �1 Connection details S -560 and S -565 - AISC ASD & ACI 349 Embed plates are sized to be non - critical and have little eccentricity - neglect tension on top anchors Type A W18 4 -3/4" A325 bolts 3/8 Clip Ls AISC Table II -C, page 4 -22, 108 K Table III, page 4 -26, Weld B 53.4 K - controls Embed PL A 8 - 3/4" studs in shear friction = 0.85 *8 *0.44 *36ksi /1.7= 63.4 K Type B W16 4 -3/4" A325 bolts 3/8" shear PL AISC Table X -C 26.1 K - controls Embed PL B 6 - 3/4" studs in shear friction = 0.85 "6 "0.44'36 ksi/1.7 47.5 K Type B ,W12, W 14 3/8" shear PL AISC Table X -B 16.3 K - controls Type B W8, W10 3/8" shear PL AISC Table X -A 8.2 K - Controls Embed PL C 4 - 3/4" studs in shear friction = 0.85 "4 "0.44 *36ksi /1.7 31.7 K S -562 W8 4- 3/4" Hilti 500 anchors in shear at 3" o.c. Allow 4 *6385 # /2 = 12.8 K - controls Plan Check Item 17 - roof diaphragm connections Gable roof - 1.5 inch metal deck on steel joists N -S from shear wall calculations, Walls 7 & 8 V = 120K - 36K/2 = 102 K(conservative) L= 66.33 ft v 1538 # /FT Steel joist spacing 5' -0 ", use anchors at 2' -0 ", per detail S- 206/100 -S -200 Vu = 1.0(1538 # /ft)(2ft) = 3076 # - use 5/8" anchor bolts w /8" embedment E -W from shear wall calculations, Walls 2 & 3 V= 17K/2= 8.5K L = 35.17 ft V = 242 # /ft Detail S -555, 3/4" adhesive anchors @ 16" is more than adequate Metal deck roofs with concrete topping #3@12" drilled anchors. (neglect ledger angles S -555) Shear friction Vn = (0.11 sqin /ft)(60 ksi)0.6= 3.96 K/ft slab shear Vn = (2.5in)(12in /ft)sgrt(4000)= 1.90 K/ft phiVn = 1.33 K/ft Worst case, Wall 5, V= 17K/2 8.5 K L =40ft 21.25 ft= 18.75 ft Vu = 0.453 K/ft - OK M W H 1 / . s . MONTGOMERY WATSON HARZA CLIENT Durham IPS JOB NO DATE April 5, 2005 }TASK CMU Screen Wall 0 Elev 150.00 Wind and Seismic Design BY C. Lee CHKD Fv ave -ws for wait = ( 0.217 1W y = Average weight of 8" completed wall =1 78.000 Ipsf CO = Vrronbuilden}pwemfp, = Ym " Fp ave / 1000 = 0.017 ksf q basic wind speed @ 100 mph (from IBC) =I 43.15 jpsf ( See wind load calculation below) surcharge -- ...I. _ SPECIAL seismic ♦ . INSPECTION C h MIMI MN REQUIRED "' 411111= 2.1= • H =1 Eill a =ME N■I ME ED • MEM • - w soli static seismic wail H = Wall height = 9.33 ft h = soil height - 0.00 ft t = Wall thickness - 7.625 Jin f 'm = Specified compressive strength of masonry 1 1,900 'psi Ft, = 1/3* f ' (allowable) = 633 psi E = Modulus of elasticity of masonry = 750 • I' = 1425000 psi E = Modulus of elasticity of steel reinforcing = (29000000 psi F = Allowable stress in reinforcement (for grade 60) � 24,000 !psi n = E / Em = 20.35 S = Special inspection coefficient (1.0 for special inspection. O.5 nacial inspection not pr S = 1.0 y = Average weight of 8" completed wall = 78.0 psf For free standing wall at mid - height (h/h. = 0.5) F = Per IBC 2003 = 0.304 Wp g's, seismic coefficient = F, / 1.4 for working stress =1 f 0.217 (g's to i , active pressure (triangular) = 0 Pof co 2. seismic pressure (inverted triangular load) = 0 pcf w 3, surcharge = 0 psf w 4, wind = 43.15 psf Wind load controls W 5, sesimic = 16.93 psf r-- MVMW H r* b MONTGOMERY WATSON HARZA CLIENT Durham IPS JOB NO DATE April 5, 2005 TASK CMU Screen Wall @ Efev 150.00 Wind and Seismic Design BY C. Lee CHKD Wind Load: Wind spee - -100 mph 3 sec wind gust Sect 1609.6.2.2 2003 IBC lw= 1,15 Exposure C X,= 1.4 Table 1609.6.2.1(4) 2003 IBC Net Design wind Pr= -16.8 psf Table 1609.6.2.1(2) 2003 IBC (100% wall area) Min pressure= - 16.8 -10= -26.8 psf 1609.6.2.2.1 P- net= 1.15 43.15 psf Eq 16-35 2003 IBC wind control screen wall design Calculating for Desing Moment F= H* wind Pr = 403 lbs M= (Finax *H/2)/1.33 = 1,412 lbs-tt Wail Analysis Assume) =I 0.890 d' = Distance from face to center line of steel = 3.825 in d = t - d' = 3.800 in A = Steel area per foot = M ' 12 / F ' j ' d = 0.209 in USE # 5 ® 16 in A„,..,„„, 0.230 in 2 use #5@ 16 Inch p = Aactual / (b * d) = 0.005046 k =(2'p'n +(p•n) -(p'n) = 0.362 j =1 -(k /3) = 0.879 Moment Capacity of Reinforcing Steel: M, = A„ • F ' j • d / 12 = 1,538 lbs -ft Design is Satisfactory Ashrinkape = 0.0007 ' b * tw = 0.064 in USE # 4 # 24 in A„,,„0 0.098 in 2 MONTGOMERY WATSON HARZA 1)7.A.Aitf CLIENT Durham IPS JOB NO DATE April 5, 2005 iTASK CMU Screen Wall @ Elev 150.00 Wind and Seismic Design BY C. Lee CHKD Computed f f M Fs 24,000 psi F • S 24,000 psi f = Computed stress in reinforcement = M " 12 / (A j • d) 22,039 psi OK fb = Computed flexural stress in masonry =( 2 M • 12 ) / ( j* kb d FbS = 633 f (computed) < Fb S (allowable) = 614 psi OK Moment of Capacity of Masonry: M,„ = F 1/2 j *k • b " d 2 112 1,456 lbs Shear Check V=F = 403 lbs = Allowable shear stress In masonry = S 1.0 * = 43.59 psi f, = Computed shear stress in masonry =V/(b•j• d) = 10.04 psi OK Reinforcement Summary Horizontal Rebar # 0 24" 0.10 inA2 Vertical Rebar #5 @ 16 0.23 inA2 0.33 inA2 OK Gto-t-z_c OSiv aa J °J\I • STEEL BEAM DESIGN W12x16, Fy 50000 PSI Drifting, ASCE 7 -02 E 29000 KSI Iu <25 ft Fb 33000 PSI,braced Pg = 25 psf Fv 20000 PSI hd = 1.4 ft Fig 7 -8 b 3.99 IN snow = 67 psf max d 11.99 IN 1.5 "x16 gage metal deck w/2.5" Itwt topping tw 0.22 IN Wdl = 30 psf Vulcraft p 43 Aw 2.64 SQ IN Capacity = 209 psf Vulcraft p 43 S 17.10 INA3 103.00 INA4 C -C 8.5 FT SPAN 16.83 FT LL 67 PSF snow DL 50 PSF deck +lt wt conc + roofing crane P= 0 K no cantilever a= 0.00 ft Mc= 0 KFT Mr 35.2 KFT Mt= Mc +Mr= 35.2 KFT fb 24.7 KSI - OK R 8.4 K - OK fv 4.8 KSI ` total Live load DEFL 0.60 IN 0.34 UDEFL 336 587 MINH al 1•i Ca • 17:ienr /fA _I 'Sheet Chkd By t 4 cl-e„k rrk, d e h k:n 1C°e. 2t"V} t-• Op i PAJ ,44 ez, Ai) 4 7 ; A ee 164—S-0 2 :1> 2-0 Cf r I • ...V• I g. 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' ' ! . | / if / i l / ` ' ( , ( � ��� — ��� Item 21 - Dormers For W8x18 beams and girders, see attached calculation For W 12x16 beams, OK by inspection, see detail S -552 for connection to steel joists W16x36 column has little load and essentially no length and is supported by the concrete wall. See detail 213/100 -S -201 Light gage is specified and spans short distances between W16s Steel joist bracing is by fabricator. T , ,j E _ -\ I4e4^^ X21 Z STEEL BEAM DESIGN No Drifting, ASCE 7 -02 W8x18, Fy 50000 PSI W8x18, Fy 50000 PSI E 29000 KSI E 29000 KSI Fb 33000 PSI,braced Fb 33000 PSI,braced Fv 20000 PSI Fv 20000 PSI b 5.25 IN b 5.25 IN d 8.14 IN d 8.14 IN tw 0.23 IN tw 0.23 IN i Aw 1.87 SQ IN Aw 1.87 SQ IN S 15.20 INA3 S 15.20 INA3 . I 61.90 INA4 I 61.90 INM C -C 4.67 FT C -C 1.33 FT SPAN 11.79 FT SPAN 9.33 FT LL 25 PSF snow LL 25 PSF snow DL 20 PSF deck +M &E +roof DL 20 PSF deck +M &E +roof crane no crane crane no crane P= 0 K -no cantilever P= 1.2 K a= 0.00 ft a= center Mc= 0 KFT Mc= 2.9 KFT Mr 3.7 KFT Mr 0.7 KFT Mt= Mc +Mr= 3.7 KFT Mt= Mc +Mr= 3.5 KFT fb 2.9 KSI - OK fb 2.8 KSI - OK R 1.2 K - OK R 1.5 K - OK fv to KSI fv 1.2 KSI total Live load total Live load DEFL 0.05 IN 0.03 DEFL 0.007 IN 0.004 L/DEFL 2780 5004 L/DEFL 16120 29016 i7 • Influent Splitter Box Structural Calculations • E � w 1-1 FIGURE C1eanWater Services Design Notebook ° IN ASSOCIATION WITH Oar �omm;rmc, „ clr,r. Structural Calculations - SQUIRE ASSOCIATES DURHAM FACILITY Influent Splitter Box 2 - , - ARCHITECTS INC PHASE 4 EXPANSION ,414% ,,f;:: 1,, J. ti 717141.*It 1t, itl.,h, q Y.A.I'Arlit:: J ' By fr.!" Zil Date _',1 • . / H . , t* 1 Ch kd . By „...-,,, Description job No. / :-.' ...--'," O.? 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I If r, --/ . :"...' • / . 1'. /1 - a 1 I I I 1 . 1 I 1 \i I 1 1 1 1 I I . r' • ( SOIL PRESSURE WATER PRESSURE Volley Fill (Upper Alluvium) Flood depsolt (Younger Alluvium) EL 132 or EL153 H Bockflll Material _ 1 El 1 20 P MIMI H 2 EL 115 Polentiol A111111111101 H Liquefiable AEA H Layer (NOTE 2) = All a 100 + H4'. IIIIIMININ MIN H EL 95 P • 1 AIN M 7 c3 AIIIIIIIN Valley Fill IIIIIIIIIIIIIM 4111111114 Ha (Lower Alluvium) F - ` 111111111111. a 111111111111111 D '1 411111111111111 J EL E? P A w 62H A Resultant is vorioble depending on actual depth of excavation tt EARTH PRESS SELECT NATIVE BACKFILL P 1 60H P 55H,+ 55H P 3 55H, + 55H 28 H +H P 55H + 53H 2 7(H $ ti 3 +H + 25H 4 NOTE: 1. It the condition of a 100 year is considered in the wall design, then use H W = 59 ft (EL126 - EL67 2, Potential liquefiable foyer is present only in the Flood Deposit (younger alluvium) ) 3. Features shown are for illustrative purposes only and are approximat SCALE 00151 SUMMED IY ' 1 eC$IGNEO NIS IF iHl ~R aeES MAw! f 408[1 N$ xa �� IxAS$ jr CAS N ANCI L ■ ■■ I REV DATE BY DESC4IPTIDN i 04AVINi I IS QIAfIal YI1N PUMP SNCn�ar i m is Se01 CHECKER • IC PANY ar IC R•s NAN ucEN E x A edl[R ASSOCIATES • SOCI TIVE INTERNATIONAL ` �$ DURHAM FACILITY C[P pH U STATION STATIC CONDITION �A7[ ARCHITECTS ASSOCIATIVE IIC °"'••i1i•'•'NN "• ASE 4 EXPANSION LATERAL EARTH PRESSURE ovc� GAO -g PROJECT up . 4959 , .. , .. c r i SOIL PRESSURE WATER PRESSURE SEISMIC PRESSURE 7 Volley Fib (Upper Alluvium) / 20H f). it Flood depsoit (Younger Alluvium) EL 1.35 or EL153 4 . H, Backfill • Material P , 1111 • EL 120 IV H • 115 _P . • Potential • A H Liquefiable A I Loyer H (NOTE 2) EL 100 a + w • H . AM 11 ■ ; H . - EL 95 i H . • • el I. n o (3 II buviurn • h i 111 P 3 Volley Fill H, (Lower A < D 1* MIEN cc fit Ln 41111111111 1 w w w V EL 67 62H t' Resultant is yorioble depending on actual depth of excavation EARTH PRESSURE SELECT NATIVE BACKFILL ii P , 60H, P 2 55H, + 55H P., 55H , + 55H 28(H P 55H, + 53H 27(1-1 + 251-1 NOTE: I. If the condition of a 100 year is considered in the wall design, then use hl w r-- 59 ft (EL126 - EL67) ; 2. Potential liquelioble layer is present only in the Flood Deposit (younger alluvium) 3. Features shown ore for illustrative purposes only and are approximate i 0 SCALE WARNING SUDNITTED 1, - • ■ /2 I DES IONEI______ Ir SHEET, I Or I _ /its 1r THI DO • (PROJECT NANAGER' S NANO LIE f•17{ri-411 -1gfr- IM WH IN ASSECIATIDP■ V. . DURHAM FACILITY PUMP STATION SEISMIC riva GEO-10 . . • R U DRAWN aCtr...a.ter,...2.EVICeS PHASE 4 ARTH PRESSURE NOT EAS - , • ES -ENSR INTERNATIONAL EXPANSION LATERAL E DATE, II/21/2003 T REV DATE BY DESCRIPTION OT tOSCAL CHECKED—L______-(0494,0P(E/ LICENSE Na — 9W - ARCH SOUIER ASSOCIAT ITECTS ASSOCIATIVE INC PROJECT NO., 4969 .. . _ . _ , ., ...... .... SOIL PRESSURE WATER Volley Fill (Upper Alluvium) / PRESSURE :4 Flood depsoit (Younger Alluvium) EL 135 or EL153 • n // \ .77. H Goo WI Material . F7 EL 120 PI A - H 3 P 1 2 EL 115 °..' Z i P p. Potential AO H Liquefiable Layer (NOTE 2) • + Al . EL 100 • H,I 4 P all I H EL 95 e MINI P 5 0 rn Volley Fill 411111111 • 6 • 4111111110 I i— Z • 411111.1114 * < I — H, (Lower Alluvium) . _J A1111111111 L'i . . EL 67 CC P, 62I-,, ' Resultant is variable depending on actual depth of excavotion EARTH PRESSURE SELECT NATIVE RACKFILL P1 60H 1 P2 55k1 + 55H P3 1 25H 1+ I 25H 2 ...": P 4 I 25H 1+ 125H 2 + 63H 3 ',... P5 55H 1+ 55H 2 + 28H 3 P6 55H 1+ 55H 2 + 28(H 3 +1-) 4 P7 53H 1+ 53H 2 + 27(H 3 +H) 4 +25 H NOTE: 1. If the condition of o 100 year' is considered in the wall design, then use H w = 59 ft (Et.126 — EL67) L.: 2. Potential liguefioble layer is present only in the Flood Deposit (younger alluvium) § 3. Features shown are for illustrative purposes only and ore approximate 8 8 SCALE lr .,,,, ., SUDNI TIED On SHEET, I OF jr i MWH IA DURHAM FACILITY PUMP STATION POST LIOUFACTION rm. GEO CP CT N NANCrrZcs — 7irfr ( 0 ) NTS IF TO .--- I/1 AID:CIA/0 vita ,,Dr t.,;, R Do ,,,,,, • CJeugrater Services EARTH PRESSURE DIAGRAM I /20/2003 SOUIER ASSOCIATES .. £14011 INTERNATIONAL .. PHASE 4 EXPANSION LATERAL E ....,...,,,„. OAK. I IN DRAWN/ IS PEv DATE 13T DESCRIPT Its Or CO SCAL CKC•CD •_ c DONI/ANr Ott !CUD S KANE/ L !CENSE NO —OM— ARCHITECTS ASSOCIATIrE INC PROJECT NO.. 4969 ....; . , . . . . _ MinitViliii0itigiM --i By „. i ,,, .- l'i Date Cliert t_.- r,,i,./,„„:„. -- - Shee 1 - - - ' -- __ of i.. ,- ) ).!‘• :- ,--, i. - .'.3-.. Chkd. By1 Description Job No. ; •;; - !-.-' -;:. i ' ! . r . ./. ., -,-- . I rj. i ii / . - __•__..„. _._ , \ / 7 ■ / ',...,, \ , .. / / \ \ 1 4 i - / cv- / . LE L Ors,i.r .- • I , . T \ .."'-------------- „z . I 1 -,-,-f (.7..SC ,1. r `-- .. _ . .._ . 1 ..`f. % (1' : e 0 .)•;?` :” . --'-':,-_,, - , , , /;:, F.- ,r 1e v ,.?? ;1::,:: ,;7 c: ( /, c , / ,-; --- AA , --- 4 ;:-.. ( ..- /.,, /: / ,, ,, , ) ) tr • - - „ ( - y ,- (-,-.,- ---: ,;;,-, -: '..,, //, -„- i ,./y r,.., „;-• ii• -- t-" „ , -,' i t..- / / / ,'.;; i'. ( t -.!".' 2,7' :', - ,-- ; ,-:; „i: ) .„., .._ ,\ i ( I% / Z.; :: , ''' ', , -- Z- -- /:: : I , I ,,.,. - --.-- - '1' . / „ 7 c . ._., . I 1: I ) ) / 611 ) t•A,„$.41? , -it-.; -I “.• "414' By Date LAeliT 5:11eet o f Chkd. By f DescrIption • V e--- - ,..;00 / 4 4 . - - • - / • ).- . - 7, '- • - • r , j ., PROJECT TITLE : DURHAM ISB LONG WALL ENGINEER: KIPP A. MARTIN, S. E. PROJECT NUMBER: 1530575 ACTIVE UNITS : FEET KIPS DEGREES FAHRENHEIT MATERIAL CONSTANTS : E = 5.191178e +05 NU = 0.17 FLAT PLATE GEOMETRY INFORMATION X Y THICKNESS GRID NUMBER OF NUMBER OF DIMENSION DIMENSION SIZE ELEM. (X) ELEM. (Y) 32.500 35.500 3.0000 0.0000 17 18 f ` BOUNDARY RESTRAINT ROT. SPRING K DISPL. SPRING K TOP PINNED 0.000 0.000 BOTTM FIXED 0.000 0.000 LEFT FIXED 0.000 0.000 RIGHT FIXED 0.000 0.000 FLAT PLATE LOAD INFORMATION LOAD NO : 1 EARTH PRESSURE PRESSURE : W1= 1.265 W2= 1.265 W3= 1.190 W4= 1.190 X1= 0.00 X2= 32.50 X3= 32.50 x4= 0.00 Y1= 0.00 Y2= 0.00 Y3= 4.00 Y4= 4.00 PRESSURE : W1= 1.190 W2= 1.190 W3= 0.635 W4= 0.635 X1= 0.00 X2= 32.50 X3= 32.50 x4= 0.00 Y1= 4.00 Y2= 4.00 Y3= 24.00 Y4= 24.00 PRESSURE : W1= 0.635 W2= 0.635 W3= 0.390 W4= 0.390 X1= 0.00 X2= 32.50 X3= 32.50 x4= 0.00 Y1= 24.00 Y2= 24.00 Y3= 29.00 Y4= 29.00 PRESSURE : W1= 0.390 W2= 0.390 W3= 0.000 W4= 0.000 X1= 0.00 X2= 32.50 X3= 32.50 x4= 0.00 Y1= 29.00 Y2= 29.00 Y3= 35.50 Y4= 35.50 LOAD NO : 2 HYDROSTATIC PRESSURE PRESSURE : W1= 1.490 W2= 1.490 W3= 0.000 W4= 0.000 X1= 0.00 X2= 32.50 X3= 32.50 x4= 0.00 Y1= 0.00 Y2= 0.00 Y3= 24.00 Y4= 24.00 LOAD NO : 3 SOIL SEISMIC PRESSURE : W1= 0.000 W2= 0.000 W3= 0.710 W4= 0.710 X1= 0.00 X2= 32.50 X3= 32.50 x4= 0.00 Y1= 0.00 Y2= 0.00 Y3= 35.50 Y4= 35.50 LOAD NO : 4 POST - SEISMIC EARTH PRESSURE (LIQUFACTION) PRESSURE : W1= 1.250 W2= 1.250 W3= 1.195 W4= 1.195 X1= 0.00 X2= 32.50 X3= 32.50 x4= 0.00 Y1= 0.00 Y2= 0.00 Y3= 4.00 Y4= 4.00 PRESSURE : W1= 1.195 W2= 1.195 W3= 1.055 W4= 1.055 X1= 0.00 X2= 32.50 X3= 32.50 x4= 0.00 Y1= 4.00 Y2= 4.00 Y3= 9.00 Y4= 9.00 PRESSURE : W1= 2.380 W2= 2.380 W3= 1.440 W4= 1.440 X1= 0.00 X2= 32.50 X3= 32.50 x4= 0.00 Y1= 9.00 Y2= 9.00 Y3= 24.00 Y4= 24.00 PRESSURE : W1= 0.635 W2= 0.635 W3= 0.390 W4= 0.390 X1= 0.00 X2= 32.50 X3= 32.50 x4= 0.00 Y1= 24.00 Y2= 24.00 Y3= 29.00 Y4= 29.00 PRESSURE : W1= 0.390 W2= 0.390 W3= 0.000 W4= 0.000 X1= 0.00 X2= 32.50 X3= 32.50 x4= 0.00 Y1= 29.00 Y2= 29.00 Y3= 35.50 Y4= 35.50 L• PROJECT TITLE : DURHAM ISB LONG WALL ENGINEER: KIPP A. MARTIN, S. E. PROJECT NUMBER: 1530575 ACTIVE UNITS : FEET KIPS DEGREES FAHRENHEIT MATERIAL CONSTANTS : E = 5.191178e +05 NU = 0.17 LOAD NO : 5 1.6 EP + 1.6 HS COMBINE : 1 1.600 2 1.600 LOAD NO : 6 1.6 EP + 1.6 HS + 1.4 EQ COMBINE : 1 1.600 2 1.600 LOAD NO : 7 1.6 LIQUFACTION + 1.6 HYDROSTATIC COMBINE : 2 1.600 4 1.600 PROJECT TITLE : DURHAM ISB LONG WALL ENGINEER: KIPP A. MARTIN, S. E. PROJECT NUMBER: 1530575 ACTIVE UNITS : FEET KIPS DEGREES FAHRENHEIT MATERIAL CONSTANTS : E = 5.191178e +05 NU = 0.17 RESULTS FOR LOADING NUMBER 5 1.6 EP + 1.6 HS M X H O R I Z O N T A L M O M E N T S M X X= 0.956 2.868 4.779 6.691 8.603 10.515 12.426 Y 34.514 6.870 4.134 1.834 -0.050 -1.540 -2.660 -3.439 32.542 20.529 12.336 5.450 -0.178 -4.618 -7.954 - 10.267 30.569 34.005 20.376 8.941 -0.372 -7.694 - 13.180 - 16.975 28.597 47.147 28.086 12.180 -0.708 - 10.793 - 18.314 - 23.500 26.625 59.784 35.328 15.070 -1.221 - 13.881 - 23.268 - 29.711 24.653 71.656 41.867 17.458 -1.978 - 16.950 - 27.969 - 35.487 22.681 82.425 47.464 19.214 -3.004 - 19.932 - 32.277 - 40.638 20.708 91.634 51.838 20.212 -4.290 - 22.714 - 36.001 - 44.921 18.736 98.712 54.658 20.331 -5.800 - 25.145 - 38.912 - 48.057 16.764 102.900 55.571 19.505 -7.403 - 26.969 - 40.679 - 49.672 14.792 103.679 54.370 17.733 -8.968 - 27.975 - 41.046 - 49.491 12.819 100.262 50.790 15.083 - 10.241 - 27.821 - 39.642 - 47.136 10.847 92.088 44.779 11.776 - 10.897 - 26.166 - 36.146 - 42.319 8.875 78.893 36.584 8.224 - 10.524 - 22.665 - 30.297 - 34.854 6.903 61.008 26.907 5.069 -8.651 - 17.023 - 21.957 - 24.722 4.931 39.881 17.033 3.137 -4.817 -9.075 - 11.193 - 12.154 2.958 18.949 8.815 3.355 1.315 1.082 1.604 2.283 0.986 4.101 4.434 6.523 9.665 12.844 15.565 17.602 X= 14.338 16.250 18.162 20.074 21.985 23.897 25.809 Y 34.514 -3.896 -4.047 -3.896 -3.439 -2.660 -1.540 -0.050 32.542 - 11.625 - 12.072 - 11.625 - 10.267 -7.954 -4.618 -0.178 30.569 - 19.200 - 19.932 - 19.200 - 16.975 - 13.180 -7.694 - 0.372 28.597 - 26.533 - 27.530 - 26.533 - 23.500 - 18.314 - 10.793 -0.708 26.625 - 33.467 - 34.699 - 33.467 - 29.711 - 23.268 - 13.881 -1.221 24.653 - 39.852 - 41.282 - 39.852 - 35.487 - 27.969 - 16.950 -1.978 22.681 - 45.468 - 47.046 - 45.468 - 40.638 - 32.277 - 19.932 -3.004 20.708 - 50.042 - 51.710 - 50.042 - 44.921 - 36.001 - 22.714 -4.290 18.736 - 53.268 - 54.960 - 53.268 - 48.057 - 38.912 - 25.145 - 5.800 16.764 - 54.752 - 56.394 - 54.752 - 49.672 - 40.679 - 26.969 -7.403 14.792 - 54.209 - 55.726 - 54.209 - 49.491 - 41.046 - 27.975 -8.968 12.819 - 51.265 - 52.584 - 51.265 - 47.136 - 39.642 - 27.821 - 10.241 10.847 - 45.659 - 46.716 - 45.659 - 42.319 - 36.146 - 26.166 - 10.897 8.875 - 37.253 - 38.003 - 37.253 - 34.854 - 30.297 - 22.665 - 10.524 6.903 - 26.104 - 26.526 - 26.104 - 24.722 - 21.957 - 17.023 -8.651 4.931 - 12.536 - 12.639 - 12.536 - 12.154 - 11.193 -9.075 - 4.817 2.958 2.792 2.972 2.792 2.283 1.604 1.082 1.315 0.986 18.853 19.271 18.853 17.602 15.565 12.844 9.665 PROJECT TITLE : DURHAM ISB LONG WALL ENGINEER: KIPP A. MARTIN, S. E. PROJECT NUMBER: 1530575 ACTIVE UNITS : FEET KIPS DEGREES FAHRENHEIT • MATERIAL CONSTANTS : E = 5.191178e +05 NU = 0.17 X= 27.721 29.632 31.544 Y 34.514 1.834 4.134 6.870 32.542 5.450 12.336 20.529 30.569 8.941 20.376 34.005 28.597 12.180 28.086 47.147 26.625 15.070 35.328 59.784 24.653 17.458 41.867 71.656 } 22.681 19.214 47.464 82.425 20.708 20.212 51.838 91.634 18.736 20.331 54.658 98.712 16.764 19.505 55.571 102.900 14.792 17.733 54.370 103.679 12.819 15.083 50.790 100.262 10.847 11.776 44.779 92.088 8.875 8.224 36.584 78.893 6.903 5.069 26.907 61.008 4.931 3.137 17.033 39.881 2.958 3.355 8.815 18.949 0.986 6.523 4.434 4.101 i p , 1 PROJECT TITLE : DURHAM ISB LONG WALL i ENGINEER: KIPP A. MARTIN, S. E. PROJECT NUMBER: 1530575 T ACTIVE UNITS FEET KIPS DEGREES FAHRENHEIT i MATERIAL CONSTANTS : E = 5.191178e +05 NU = 0.17 M Y V E R T I C A L M O M E N T S M Y X= 0.956 2.868 4.779 6.691 8.603 10.515 12.426 Y 34.514 1.162 0.639 0.142 -0.319 -0.730 -1.073 -1.331 f 32.542 3.467 1.899 0.405 -0.985 -2.225 -3.260 -4.041 30.569 5.758 3.155 0.643 -1.708 -3.809 -5.565 -6.890 28.597 7.957 4.249 0.663 -2.704 -5.720 -8.244 - 10.147 `- 26.625 10.091 5.256 0.527 -3.934 -7.936 - 11.284 - 13.807 24.653 12.060 6.008 0.044 -5.600 - 10.664 - 14.896 - 18.081 22.681 13.823 6.477 -0.813 -7.722 - 13.912 - 19.074 - 22.948 20.708 15.307 6.637 -2.032 - 10.249 - 17.591 - 23.691 - 28.254 18.736 16.395 6.397 -3.643 - 13.141 - 21.589 - 28.570 - 33.769 16.764 16.946 5.761 -5.493 - 16.105 - 25.484 - 33.183 - 38.884 14.792 16.950 4.808 -7.406 - 18.836 - 28.838 - 36.971 - 42.947 12.819 16.249 3.570 -9.104 - 20.808 - 30.899 - 38.992 - 44.872 10.847 14.770 2.207 - 10.138 - 21.268 - 30.637 - 37.991 - 43.243 8.875 12.511 1.047 -9.774 - 19.091 - 26.592 - 32.245 - 36.146 6.903 9.615 0.717 -6.847 - 12.634 - 16.734 - 19.431 - 21.061 4.931 6.540 2.334 0.416 0.426 1.690 3.507 5.259 2.958 4.340 7.623 14.468 23.235 32.338 40.513 46.875 0.986 3.895 17.881 38.323 60.158 80.147 96.614 108.732 f X= 14.338 16.250 18.162 20.074 21.985 23.897 25.809 Y 34.514 -1.492 -1.546 -1.492 -1.331 -1.073 -0.730 -0.319 32.542 -4.526 -4.690 -4.526 -4.041 -3.260 -2.225 -0.985 30.569 -7.713 -7.991 -7.713 -6.890 -5.565 -3.809 -1.708 28.597 - 11.329 - 11.728 - 11.329 - 10.147 -8.244 -5.720 -2.704 26.625 - 15.374 - 15.902 - 15.374 - 13.807 - 11.284 -7.936 -3.934 24.653 - 20.056 - 20.721 - 20.056 - 18.081 - 14.896 - 10.664 -5.600 22.681 - 25.347 - 26.154 - 25.347 - 22.948 - 19.074 - 13.912 -7.722 20.708 - 31.072 - 32.019 - 31.072 - 28.254 - 23.691 - 17.591 - 10.249 18.736 - 36.969 - 38.044 - 36.969 - 33.769 - 28.570 - 21.589 - 13.141 16.764 - 42.380 - 43.552 - 42.380 - 38.884 - 33.183 - 25.484 - 16.105 14.792 - 46.590 - 47.810 - 46.590 - 42.947 - 36.971 - 28.838 - 18.836 12.819 - 48.430 - 49.618 - 48.430 - 44.872 - 38.992 - 30.899 - 20.808 10.847 - 46.382 - 47.425 - 46.382 - 43.243 - 37.991 - 30.637 - 21.268 8.875 - 38.422 - 39.171 - 38.422 - 36.146 - 32.245 - 26.592 - 19.091 6.903 - 21.914 - 22.181 - 21.914 - 21.061 - 19.431 - 16.734 - 12.634 4.931 6.487 6.920 6.487 5.259 3.507 1.690 0.426 2.958 50.880 52.237 50.880 46.875 40.513 32.338 23.235 0.986 116.110 118.581 116.110 108.732 96.614 80.147 60.158 PROJECT TITLE : DURHAM ISB LONG WALL ENGINEER: KIPP A. MARTIN, S. E. PROJECT NUMBER: 1530575 } ACTIVE UNITS : FEET KIPS DEGREES FAHRENHEIT MATERIAL CONSTANTS : E = 5.191178e +05 NU = 0.17 X= 27.721 29.632 31.544 Y 34.514 0.142 0.639 1.162 32.542 0.405 1.899 3.467 30.569 0.643 3.155 5.758 28.597 0.663 4.249 7.957 26.625 0.527 5.256 10.091 24.653 0.044 6.008 12.060 22.681 -0.813 6.477 13.823 20.708 -2.032 6.637 15.307 18.736 -3.643 6.397 16.395 16.764 -5.493 5.761 16.946 14.792 -7.406 4.808 16.950 12.819 -9.104 3.570 16.249 10.847 - 10.138 2.207 14.770 8.875 -9.774 1.047 12.511 6.903 -6.847 0.717 9.615 4.931 0.416 2.334 6.540 2.958 14.468 7.623 4.340 0.986 38.323 17.881 3.895 K k t t PROJECT TITLE : DURHAM ISB LONG WALL ,:.' .. ENGINEER: KIPP A. MARTIN, S. E. PROJECT NUMBER: 1530575 !' ACTIVE UNITS : FEET KIPS DEGREES FAHRENHEIT `' MATERIAL CONSTANTS : E = 5.191178e +05 NU = 0.17 RESULTS FOR LOADING NUMBER 6 1.6 EP + 1.6 HS + 1.4 EQ M X H O R I Z O N T A L M O M E N T S M X X= 0.956 2.868 4.779 6.691 8.603 10.515 12.426 Y p 1 34.514 6.870 4.134 1.834 -0.050 -1.540 -2.660 -3.439 32.542 20.529 12.336 5.450 -0.178 -4.618 -7.954 - 10.267 30.569 34.005 20.376 8.941 -0.372 -7.694 - 13.180 - 16.975 28.597 47.147 28.086 12.180 -0.708 - 10.793 - 18.314 - 23.500 26.625 59.784 35.328 15.070 -1.221 - 13.881 - 23.268 - 29.711 24.653 71.656 41.867 17.458 -1.978 - 16.950 - 27.969 - 35.487 22.681 82.425 47.464 19.214 -3.004 - 19.932 - 32.277 - 40.638 20.708 91.634 51.838 20.212 -4.290 - 22.714 - 36.001 - 44.921 18.736 98.712 54.658 20.331 -5.800 - 25.145 - 38.912 - 48.057 16.764 102.900 55.571 19.505 -7.403 - 26.969 - 40.679 - 49.672 14.792 103.679 54.370 17.733 -8.968 - 27.975 - 41.046 - 49.491 12.819 100.262 50.790 15.083 - 10.241 - 27.821 - 39.642 - 47.136 10.847 92.088 44.779 11.776 - 10.897 - 26.166 - 36.146 - 42.319 8.875 78.893 36.584 8.224 - 10.524 - 22.665 - 30.297 - 34.854 6.903 61.008 26.907 5.069 -8.651 - 17.023 - 21.957 - 24.722 4.931 39.881 17.033 3.137 -4.817 -9.075 - 11.193 - 12.154 1 2.958 18.949 8.815 3.355 1.315 1.082 1.604 2.283 0.986 4.101 4.434 6.523 9.665 12.844 15.565 17.602 X= 14.338 16.250 18.162 20.074 21.985 23.897 25.809 Y 34.514 -3.896 -4.047 -3.896 -3.439 -2.660 -1.540 -0.050 32.542 - 11.625 - 12.072 - 11.625 - 10.267 -7.954 -4.618 -0.178 30.569 - 19.200 - 19.932 - 19.200 - 16.975 - 13.180 -7.694 -0.372 28.597 - 26.533 - 27.530 - 26.533 - 23.500 - 18.314 - 10.793 -0.708 26.625 - 33.467 - 34.699 - 33.467 - 29.711 - 23.268 - 13.881 -1.221 24.653 - 39.852 - 41.282 - 39.852 - 35.487 - 27.969 - 16.950 -1.978 22.681 - 45.468 -47.046 - 45.468 - 40.638 - 32.277 - 19.932 -3.004 20.708 - 50.042 - 51.710 - 50.042 - 44.921 - 36.001 - 22.714 -4.290 18.736 - 53.268 - 54.960 - 53.268 - 48.057 - 38.912 - 25.145 -5.800 16.764 - 54.752 - 56.394 - 54.752 - 49.672 - 40.679 - 26.969 -7.403 14.792 - 54.209 - 55.726 - 54.209 - 49.491 - 41.046 - 27.975 -8.968 12.819 - 51.265 - 52.584 - 51.265 - 47.136 - 39.642 - 27.821 - 10.241 10.847 - 45.659 - 46.716 - 45.659 - 42.319 - 36.146 - 26.166 - 10.897 8.875 - 37.253 - 38.003 - 37.253 - 34.854 - 30.297 - 22.665 - 10.524 6.903 - 26.104 - 26.526 - 26.104 - 24.722 - 21.957 - 17.023 -8.651 4.931 - 12.536 - 12.639 - 12.536 - 12.154 - 11.193 -9.075 -4.817 2.958 2.792 2.972 2.792 2.283 1.604 1.082 1.315 0.986 18.853 19.271 18.853 17.602 15.565 12.844 9.665 (- PROJECT TITLE : DURHAM ISB LONG WALL ENGINEER: KIPP A. MARTIN, S. E. PROJECT NUMBER: 1530575 ACTIVE UNITS : FEET KIPS DEGREES FAHRENHEIT MATERIAL CONSTANTS : E = 5.191178e +05 NU = 0.17 X= 27.721 29.632 31.544 Y 34.514 1.834 4.134 6.870 32.542 5.450 12.336 20.529 30.569 8.941 20.376 34.005 28.597 12.180 28.086 47.147 26.625 15.070 35.328 59.784 24.653 17.458 41.867 71.656 22.681 19.214 47.464 82.425 20.708 20.212 51.838 91.634 18.736 20.331 54.658 98.712 16.764 19.505 55.571 102.900 14.792 17.733 54.370 103.679 12.819 15.083 50.790 100.262 10.847 11.776 44.779 92.088 8.875 8.224 36.584 78.893 6.903 5.069 26.907 61.008 4.931 3.137 17.033 39.881 2.958 3.355 8.815 18.949 0.986 6.523 4.434 4.101 PROJECT TITLE : DURHAM ISB LONG WALL �. ENGINEER: KIPP A. MARTIN, S. E. PROJECT NUMBER: 1530575 7 ACTIVE UNITS : FEET KIPS DEGREES FAHRENHEIT MATERIAL CONSTANTS : E = 5.191178e +05 NU = 0.17 M Y V E R T I C A L M O M E N T S M Y X= 0.956 2.868 4.779 6.691 8.603 10.515 12.426 Y 34.514 1.162 0.639 0.142 -0.319 -0.730 -1.073 -1.331 1 32.542 3.467 1.899 0.405 -0.985 -2.225 -3.260 -4.041 30.569 5.758 3.155 0.643 -1.708 -3.809 -5.565 -6.890 , 28.597 7.957 4.249 0.663 -2.704 -5.720 -8.244 - 10.147 26.625 10.091 5.256 0.527 -3.934 -7.936 - 11.284 - 13.807 24.653 12.060 6.008 0.044 -5.600 - 10.664 - 14.896 - 18.081 22.681 13.823 6.477 -0.813 -7.722 - 13.912 - 19.074 - 22.948 20.708 15.307 6.637 -2.032 - 10.249 - 17.591 - 23.691 - 28.254 18.736 16.395 6.397 -3.643 - 13.141 - 21.589 - 28.570 - 33.769 16.764 16.946 5.761 -5.493 - 16.105 - 25.484 - 33.183 - 38.884 14.792 16.950 4.808 -7.406 - 18.836 - 28.838 - 36.971 - 42.947 12.819 16.249 3.570 -9.104 - 20.808 - 30.899 - 38.992 - 44.872 10.847 14.770 2.207 - 10.138 - 21.268 - 30.637 - 37.991 - 43.243 8.875 12.511 1.047 -9.774 - 19.091 - 26.592 - 32.245 - 36.146 6.903 9.615 0.717 -6.847 - 12.634 - 16.734 - 19.431 - 21.061 4.931 6.540 2.334 0.416 0.426 1.690 3.507 5.259 2.958 4.340 7.623 14.468 23.235 32.338 40.513 46.875 0.986 3.895 17.881 38.323 60.158 80.147 96.614 108.732 X= 14.338 16.250 18.162 20.074 21.985 23.897 25.809 Y 34.514 -1.492 -1.546 -1.492 -1.331 -1.073 -0.730 -0.319 32.542 -4.526 -4.690 -4.526 -4.041 -3.260 -2.225 -0.985 30.569 -7.713 -7.991 -7.713 -6.890 -5.565 -3.809 -1.708 28.597 - 11.329 - 11.728 - 11.329 - 10.147 -8.244 -5.720 -2.704 26.625 - 15.374 - 15.902 - 15.374 - 13.807 - 11.284 -7.936 -3.934 24.653 - 20.056 - 20.721 - 20.056 - 18.081 - 14.896 - 10.664 -5.600 22.681 - 25.347 - 26.154 - 25.347 - 22.948 - 19.074 - 13.912 -7.722 20.708 - 31.072 - 32.019 - 31.072 - 28.254 - 23.691 - 17.591 - 10.249 18.736 - 36.969 - 38.044 - 36.969 - 33.769 - 28.570 - 21.589 - 13.141 16.764 - 42.380 - 43.552 - 42.380 - 38.884 - 33.183 - 25.484 - 16.105 14.792 - 46.590 - 47.810 - 46.590 - 42.947 - 36.971 - 28.838 - 18.836 12.819 - 48.430 - 49.618 - 48.430 - 44.872 - 38.992 - 30.899 - 20.808 10.847 - 46.382 - 47.425 - 46.382 - 43.243 - 37.991 - 30.637 - 21.268 8.875 - 38.422 - 39.171 - 38.422 - 36.146 - 32.245 - 26.592 - 19.091 6.903 - 21.914 - 22.181 - 21.914 - 21.061 - 19.431 - 16.734 - 12.634 4.931 6.487 6.920 6.487 5.259 3.507 1.690 0.426 2.958 50.880 52.237 50.880 46.875 40.513 32.338 23.235 0.986 116.110 118.581 116.110 108.732 96.614 80.147 60.158 PROJECT TITLE : DURHAM ISB LONG WALL ENGINEER: KIPP A. MARTIN, S. E. PROJECT NUMBER: 1530575 ACTIVE UNITS : FEET KIPS DEGREES FAHRENHEIT MATERIAL CONSTANTS : E = 5.191178e +05 NU = 0.17 X= 27.721 29.632 31.544 Y 34.514 0.142 0.639 1.162 32.542 0.405 1.899 3.467 30.569 0.643 3.155 5.758 28.597 0.663 4.249 7.957 26.625 0.527 5.256 10.091 24.653 0.044 6.008 12.060 22.681 -0.813 6.477 13.823 20.708 -2.032 6.637 15.307 18.736 -3.643 6.397 16.395 16.764 -5.493 5.761 16.946 14.792 -7.406 4.808 16.950 12.819 -9.104 3.570 16.249 10.847 - 10.138 2.207 14.770 8.875 -9.774 1.047 12.511 6.903 -6.847 0.717 9.615 4.931 0.416 2.334 6.540 2.958 14.468 7.623 4.340 0.986 38.323 17.881 3.895 r, PROJECT TITLE : DURHAM ISB LONG WALL ENGINEER: KIPP A. MARTIN, S. E. PROJECT NUMBER: 1530575 ACTIVE UNITS : FEET KIPS DEGREES FAHRENHEIT MATERIAL CONSTANTS : E = 5.191178e +05 NU = 0.17 RESULTS FOR LOADING NUMBER 7 1.6 LIQUFACTION + 1.6 HYDROSTATIC M X H O R I Z O N T A L M O M E N T S M X X= 0.956 2.868 4.779 6.691 8.603 10.515 12.426 Y 34.514 10.449 6.601 3.148 0.196 -2.198 -4.025 -5.302 32.542 31.419 19.767 9.338 0.475 -6.675 - 12.111 - 15.902 30.569 52.560 32.807 15.253 0.474 - 11.352 - 20.288 - 26.494 28.597 73.909 45.487 20.599 -0.043 - 16.370 - 28.604 - 37.053 26.625 95.362 57.423 25.056 -1.254 - 21.775 - 37.001 - 47.445 24.653 116.288 67.950 28.236 -3.341 - 27.598 - 45.399 - 57.514 22.681 135.503 76.784 30.206 -6.011 - 33.385 - 53.234 - 66.625 20.708. 151.497 83.656 31.177 -8.780 - 38.481 - 59.739 - 73.944 18.736 162.831 87.893 31.044 - 11.417 - 42.459 - 64.378 - 78.873 16.764 168.179 88.765 29.656 - 13.703 - 44.900 - 66.631 - 80.848 14.792 166.780 85.953 27.027 - 15.429 - 45.491 - 66.136 - 79.483 12.819 157.632 79.278 23.385 - 16.191 - 43.764 - 62.412 - 74.306 10.847 140.349 69.143 19.246 - 15.518 - 39.319 - 55.122 - 65.027 8.875 115.577 56.394 15.206 - 13.043 - 31.954 - 44.185 - 51.657 6.903 85.331 41.868 11.491 -8.917 - 22.077 - 30.204 - 34.940 4.931 53.051 26.901 8.426 -3.364 - 10.288 - 14.066 - 15.969 2.958 23.918 14.035 7.139 3.955 3.171 3.566 4.320 0.986 4.712 6.115 8.944 13.178 17.617 21.524 24.505 9�- X= • 14.338 16.250 18.162 20.074 21.985 23.897 25.809 Y 34.514 -6.056 -6.304 -6.056 -5.302 -4.025 -2.198 0.196 32.542 - 18.134 - 18.869 - 18.134 - 15.902 - 12.111 -6.675 0.475 30.569 - 30.137 - 31.336 - 30.137 - 26.494 - 20.288 - 11.352 0.474 28.597 - 41.995 - 43.619 - 41.995 - 37.053 - 28.604 - 16.370 -0.043 26.625 - 53.528 - 55.524 - 53.528 - 47.445 - 37.001 - 21.775 -1.254 24.653 - 64.535 - 66.833 - 64.535 - 57.514 - 45.399 - 27.598 -3.341 22.681 - 74.341 - 76.860 - 74.341 - 66.625 - 53.234 - 33.385 -6.011 20.708 - 82.078 - 84.724 - 82.078 - 73.944 - 59.739 - 38.481 -8.780 18.736 - 87.115 - 89.788 - 87.115 - 78.873 - 64.378 - 42.459 - 11.417 16.764 - 88.870 - 91.463 - 88.870 - 80.848 - 66.631 - 44.900 - 13.703 14.792 - 86.950 - 89.353 - 86.950 - 79.483 - 66.136 - 45.491 - 15.429 12.819 - 80.892 - 83.001 - 80.892 - 74.306 - 62.412 - 43.764 - 16.191 10.847 - 70.437 - 72.159 - 70.437 - 65.027 - 55.122 - 39.319 - 15.518 8.875 - 55.656 - 56.916 - 55.656 - 51.657 - 44.185 - 31.954 - 13.043 6.903 - 37.376 - 38.130 - 37.376 - 34.940 - 30.204 - 22.077 -8.917 4.931 - 16.817 - 17.061 - 16.817 - 15.969 - 14.066 - 10.288 - 3.364 2.958 4.938 5.162 4.938 4.320 3.566 3.171 3.955 0.986 26.354 26.974 26.354 24.505 21.524 17.617 13.178 PROJECT TITLE : DURHAM ISB LONG WALL ENGINEER: KIPP A. MARTIN, S. E. PROJECT NUMBER: 1530575 ACTIVE UNITS : FEET KIPS DEGREES FAHRENHEIT MATERIAL CONSTANTS : E = 5.191178e +05 NU = 0.17 X= 27.721 29.632 31.544 Y 34.514 3.148 6.601 10.449 32.542 9.338 19.767 31.419 30.569 15.253 32.807 52.560 28.597 20.599 45.487 73.909 26.625 25.056 57.423 95.362 24.653 28.236 67.950 116.288 22.681 30.206 76.784 135.503 20.708 31.177 83.656 151.497 18.736 31.044 87.893 162.831 16.764 29.656 88.765 168.179 14.792 27.027 85.953 166.780 12.819 23.385 79.278 157.632 10.847 19.246 69.143 140.349 8.875 15.206 56.394 115.577 6.903 11.491 41.868 85.331 4.931 8.426 26.901 53.051 2.958 7.139 14.035 23.918 0.986 8.944 6.115 4.712 1 r / / - PROJECT TITLE : DURHAM ISB LONG WALL ENGINEER: KIPP A. MARTIN, S. E. PROJECT NUMBER: 1530575 ACTIVE UNITS : FEET KIPS DEGREES FAHRENHEIT MATERIAL CONSTANTS : E = 5.191178e +05 NU = 0.17 M Y V E R T I C A L M O M E N T S M Y X= 0.956 2.868 4.779 6.691 8.603 10.515 12.426 Y 34.514 1.790 1.189 0.631 0.092 -0.415 -0.862 -1.213 32.542 5.387 3.544 1.812 0.134 -1.446 -2.831 -3.913 30.569 9.033 5.859 2.797 -0.203 -3.025 -5.486 -7.397 28.597 12.687 7.913 3.195 -1.447 -5.785 -9.529 - 12.413 26.625 16.376 9.572 2.693 -4.029 - 10.218 - 15.486 - 19.500 24.653 19.654 9.946 0.275 -8.963 - 17.306 - 24.301 - 29.573 22.681 22.526 9.564 -3.208 - 15.187 - 25.830 - 34.642 - 41.223 20.708 25.027 9.281 -6.356 - 20.955 - 33.809 - 44.358 - 52.180 18.736 26.788 8.804 -9.209 - 26.021 - 40.748 - 52.757 - 61.610 16.764 27.472 7.815 - 11.913 - 30.286 - 46.291 - 59.263 - 68.778 14.792 27.051 6.380 - 14.285 - 33.361 - 49.831 - 63.078 - 72.736 12.819 25.328 4.661 - 15.724 - 34.259 - 50.063 - 62.653 - 71.766 10.847 22.378 3.362 - 14.979 - 31.325 - 45.041 - 55.820 - 63.540 8.875 18.623 3.545 - 10.577 - 22.800 - 32.765 - 40.384 - 45.710 6.903 14.193 4.894 -2.927 -8.977 - 13.337 - 16.241 - 18.007 4.931 9.459 7.290 7.826 10.208 13.617 17.272 20.445 2.958 6.118 13.120 24.682 38.508 52.543 65.068 74.812 0.986 4.507 22.557 50.053 80.588 109.401 133.644 151.736 X= 14.338 16.250 18.162 20.074 21.985 23.897 25.809 Y 34.514 -1.436 -1.512 -1.436 -1.213 -0.862 -0.415 0.092 32.542 -4.601 -4.835 -4.601 -3.913 -2.831 -1.446 0.134 30.569 -8.607 -9.017 -8.607 -7.397 -5.486 -3.025 -0.203 28.597 - 14.227 - 14.842 - 14.227 - 12.413 -9.529 -5.785 -1.447 26.625 - 22.008 - 22.856 - 22.008 - 19.500 - 15.486 - 10.218 -4.029 24.653 - 32.845 - 33.948 - 32.845 - 29.573 - 24.301 - 17.306 -8.963 22.681 - 45.283 - 46.649 - 45.283 - 41.223 - 34.642 - 25.830 - 15.187 20.708 - 56.983 - 58.595 - 56.983 - 52.180 - 44.358 - 33.809 - 20.955 18.736 - 67.024 - 68.839 - 67.024 - 61.610 - 52.757 - 40.748 - 26.021 16.764 - 74.576 - 76.517 - 74.576 - 68.778 - 59.263 - 46.291 - 30.286 14.792 - 78.599 - 80.558 - 78.599 - 72.736 - 63.078 - 49.831 - 33.361 12.819 - 77.270 - 79.106 - 77.270 - 71.766 - 62.653 - 50.063 - 34.259 10.847 - 68.168 - 69.706 - 68.168 - 63.540 - 55.820 - 45.041 - 31.325 8.875 - 48.846 - 49.881 - 48.846 - 45.710 - 40.384 - 32.765 - 22.800 6.903 - 18.930 - 19.219 - 18.930 - 18.007 - 16.241 - 13.337 -8.977 4.931 22.576 23.316 22.576 20.445 17.272 13.617 10.208 2.958 80.952 83.034 80.952 74.812 65.068 52.543 38.508 0.986 162.844 166.576 162.844 151.736 133.644 109.401 80.588 PROJECT TITLE : DURHAM ISB LONG WALL ENGINEER: KIPP A. MARTIN, S. E. PROJECT NUMBER: 1530575 ACTIVE UNITS : FEET KIPS DEGREES FAHRENHEIT MATERIAL CONSTANTS : E = 5.191178e +05 NU = 0.17 X= 27.721 29.632 31.544 Y 34.514 0.631 1.189 1.790 32.542 1.812 3.544 5.387 30.569 2.797 5.859 9.033 28.597 3.195 7.913 12.687 26.625 2.693 9.572 16.376 24.653 0.275 9.946 19.654 22.681 -3.208 9.564 22.526 20.708 - 6.356 9.281 25.027 18.736 -9.209 8.804 26.788 16.764 - 11.913 7.815 27.472 14.792 - 14.285 6.380 27.051 12.819 - 15.724 4.661 25.328 10.847 - 14.979 3.362 22.378 8.875 - 10.577 3.545 18.623 6.903 -2.927 4.894 14.193 4.931 7.826 7.290 9.459 2.958 24.682 13.120 6.118 0.986 50.053 22.557 4.507 PROJECT TITLE : DURHAM ISB LONG WALL ENGINEER: KIPP A. MARTIN, S. E. PROJECT NUMBER: 1530575 ACTIVE UNITS : FEET KIPS DEGREES FAHRENHEIT MATERIAL CONSTANTS : E = 5.191178e +05 NU = 0.17 RESULTS FOR LOADING NUMBER 5 1.6 EP + 1.6 HS V X H O R I Z O N T A L S H E A R S V X X= 0.956 2.868 4.779 6.691 8.603 10.515 12.426 r Y 1 34.514 1.574 1.394 1.210 1.022 0.828 0.628 0.422 32.542 4.718 4.176 3.627 3.064 2.482 1.880 1.263 30.569 7.811 6.961 6.053 5.114 4.140 3.135 2.105 28.597 11.027 9.775 8.495 7.172 5.801 4.389 2.945 26.625 14.191 12.620 10.954 9.233 7.457 5.634 3.776 24.653 17.483 15.488 13.410 11.275 9.084 6.849 4.583 22.681 20.789 18.351 15.822 13.252 10.639 7.998 5.340 20.708 24.018 21.103 18.101 15.084 12.055 9.028 6.010 18.736 27.078 23.619 20.117 16.654 13.230 9.859 6.538 16.764 29.709 25.616 21.654 17.777 14.019 10.381 6.852 14.792 31.592 26.957 22.532 18.292 14.278 10.481 6.873 12.819 32.413 27.262 22.430 17.926 13.791 9.999 6.494 10.847 31.761 26.142 20.999 16.384 12.323 8.761 5.604 8.875 29.128 23.127 17.832 13.337 9.622 6.585 4.083 6.903 23.894 17.682 12.493 8.445 5.432 3.293 1.824 4.931 15.383 9.321 4.571 1.366 -0.500 -1.272 -1.259 2.958 3.453 -2.183 -6.402 -8.329 -8.418 -7.203 -5.177 0.986 -8.385 - 17.373 - 21.649 - 21.241 - 18.416 - 14.392 -9.799 X= 14.338 16.250 18.162 20.074 21.985 23.897 25.809 Y 34.514 0.212 0.000 -0.212 -0.422 -0.628 -0.828 -1.022 32.542 0.634 0.000 -0.634 -1.263 -1.880 -2.482 -3.064 30.569 1.057 0.000 -1.057 -2.105 -3.135 -4.140 -5.114 28.597 1.478 - 0.001, -1.478 -2.945 -4.389 -5.801 -7.172 26.625 1.894 -0.001 -1.894 -3.776 -5.634 -7.457 -9.233 24.653 2.297 -0.001 -2.297 -4.583 -6.849 -9.084 - 11.275 22.681 2.672 -0.001 -2.672 -5.340 -7.998 - 10.639 - 13.252 20.708 3.002 -0.001 -3.002 -6.010 -9.028 - 12.055 - 15.084 18.736 3.259 -0.001 -3.259 -6.538 -9.859 - 13.230 - 16.654 16.764 3.405 -0.001 -3.405 -6.852 - 10.381 - 14.019 - 17.777 14.792 3.401 -0.001 -3.401 -6.873 - 10.481 - 14.278 - 18.292 12.819 3.195 -0.001 -3.195 -6.494 -9.999 - 13.791 - 17.926 10.847 2.729 0.000 -2.729 -5.604 -8.761 - 12.323 - 16.384 8.875 1.948 0.000 -1.948 -4.083 -6.585 -9.622 - 13.337 6.903 0.800 0.001 -0.800 -1.824 -3.293 -5.432 - 8.445 4.931 -0.749 0.002 0.749 1.259 1.272 0.500 - 1.366 2.958 -2.692 0.002 2.692 5.177 7.203 8.418 8.329 0.986 -4.949 0.001 4.949 9.799 14.392 18.416 21.241 1 , r PROJECT TITLE : DURHAM ISB LONG WALL - ENGINEER: KIPP A. MARTIN, S. E. PROJECT NUMBER: 1530575 } ACTIVE UNITS : FEET KIPS DEGREES FAHRENHEIT MATERIAL CONSTANTS : E = 5.191178e +05 NU = 0.17 X= 27.721 29.632 31.544 Y 34.514 -1.210 -1.394 -1.574 32.542 -3.627 -4.176 -4.718 30.569 -6.053 -6.961 -7.811 28.597 -8.495 -9.775 - 11.027 26.625 - 10.954 - 12.620 - 14.191 24.653 - 13.410 - 15.488 - 17.483 22.681 - 15.822 - 18.351 - 20.789 20.708 - 18.101 - 21.103 - 24.018 18.736 - 20.117 - 23.619 - 27.078 16.764 - 21.654 - 25.616 - 29.709 14.792 - 22.532 - 26.957 - 31.592 12.819 - 22.430 - 27.262 - 32.413 10.847 - 20.999 - 26.142 - 31.761 8.875 - 17.832 - 23.127 - 29.128 6.903 - 12.493 - 17.682 - 23.894 4.931 -4.571 -9.321 - 15.383 2.958 6.402 2.183 -3.453 0.986 21.649 17.373 8.385 1, f, PROJECT TITLE : DURHAM ISB LONG WALL ENGINEER: KIPP A. MARTIN, S. E. PROJECT NUMBER: 1530575 ACTIVE UNITS : FEET KIPS DEGREES FAHRENHEIT MATERIAL CONSTANTS : E = 5.191178e +05 NU = 0.17 V Y V E R T I C A L S H E A R S V Y X= 0.956 2.868 4.779 6.691 8.603 10.515 12.426 Y 34.514 13.705 8.197 3.528 -0.327 -3.404 -5.741 -7.377 32.542 13.576 8.091 3.442 -0.384 -3.427 -5.731 -7.339 30.569 13.339 7.872 3.262 -0.502 -3.472 -5.705 -7.256 • 28.597 12.882 7.378 2.838 -0.818 -3.667 -5.786 -7.246 26.625 12.309 6.884 2.460 -1.027 -3.694 -5.646 -6.973 24.653 11.326 5.913 1.691 -1.538 -3.942 -5.660 -6.807 22.681 10.048 4.877 0.985 -1.868 -3.908 -5.315 -6.225 20.708 8.189 3.412 0.038 -2.284 -3.838 -4.842 -5.453 18.736 5.742 1.677 -0.935 -2.534 -3.461 -3.962 -4.209 16.764 2.593 -0.350 -1.899 -2.557 -2.702 -2.596 -2.414 14.792 -1.273 -2.625 -2.765 -2.248 -1.460 -0.653 0.015 12.819 -5.786 -5.012 -3.382 -1.464 0.390 1.972 3.164 10.847 - 10.742 -7.255 -3.512 -0.015 2.991 5.387 7.114 8.875 - 15.719 -8.928 -2.828 2.327 6.499 9.692 11.933 6.903 - 19.882 -9.379 -0.932 5.802 11.059 14.971 17.659 4.931 - 21.683 -7.841 2.529 10.610 16.776 21.260 24.285 2.958 - 18.310 -3.620 7.862 16.902 23.684 28.522 31.744 0.986 -8.973 2.629 14.905 24.567 31.646 36.633 39.929 1 X= 14.338 16.250 18.162 20.074 21.985 23.897 25.809 Y 34.514 -8.343 -8.663 -8.343 -7.377 -5.741 -3.404 -0.327 32.542 -8.288 -8.601 -8.288 -7.339 -5.731 -3.427 -0.384 30.569 -8.168 -8.469 -8.168 -7.256 -5.705 -3.472 -0.502 28.597 -8.099 -8.379 -8.099 -7.246 -5.786 -3.667 -0.818 26.625 -7.742 -7.993 -7.742 -6.973 -5.646 -3.694 -1.027 24.653 -7.463 -7.675 -7.463 -6.807 -5.660 -3.942 -1.538 22.681 -6.734 -6.898 -6.734 -6.225 -5.315 -3.908 -1.868 20.708 -5.780 -5.882 -5.780 -5.453 -4.842 -3.838 -2.284 18.736 -4.316 -4.345 -4.316 -4.209 -3.962 -3.461 -2.534 16.764 -2.265 -2.210 -2.265 -2.414 -2.596 -2.702 -2.557 14.792 0.447 0.596 0.447 0.015 -0.653 -1.460 -2.248 12.819 3.899 4.145 3.899 3.164 1.972 0.390 -1.464 10.847 8.153 8.498 8.153 7.114 5.387 2.991 -0.015 8.875 13.257 13.692 13.257 11.933 9.692 6.499 2.327 6.903 19.225 19.737 19.225 17.659 14.971 11.059 5.802 4.931 26.028 26.596 26.028 24.285 21.260 16.776 10.610 2.958 33.585 34.187 33.585 31.744 28.522 23.684 16.902 0.986 41.807 42.422 41.807 39.929 36.633 31.646 24.567 PROJECT TITLE : DURHAM ISB LONG WALL c ENGINEER: KIPP A. MARTIN, S. E. PROJECT NUMBER: 1530575 } ACTIVE UNITS : FEET KIPS DEGREES FAHRENHEIT MATERIAL CONSTANTS : E = 5.191178e +05 NU = 0.17 X= 27.721 29.632 31.544 Y 34.514 3.528 8.197 13.705 32.542 3.442 8.091 13.576 30.569 3.262 7.872 13.339 28.597 2.838 7.378 12.882 26.625 2.460 6.884 12.309 24.653 1.691 5.913 11.326 22.681 0.985 4.877 10.048 20.708 0.038 3.412 8.189 18.736 -0.935 1.677 5.742 16.764 -1.899 -0.350 2.593 14.792 -2.765 -2.625 -1.273 12.819 -3.382 -5.012 -5.786 10.847 -3.512 -7.255 - 10.742 8.875 -2.828 -8.928 - 15.719 6.903 -0.932 -9.379 - 19.882 4.931 2.529 -7.841 - 21.683 2.958 7.862 -3.620 - 18.310 0.986 14.905 2.629 -8.973 ' PROJECT TITLE : DURHAM ISB LONG WALL ENGINEER: KIPP A. MARTIN, S. E. PROJECT NUMBER: 1530575 ACTIVE UNITS : FEET KIPS DEGREES FAHRENHEIT MATERIAL CONSTANTS : E = 5.191178e +05 NU = 0.17 RESULTS FOR LOADING NUMBER 6 1.6 EP + 1.6 HS + 1.4 EQ V X H O R I Z O N T A L S H E A R S V X X= 0.956 2.868 4.779 6.691 8.603 10.515 12.426 Y 34.514 1.574 1.394 1.210 1.022 0.828 0.628 0.422 32.542 4.718 4.176 3.627 3.064 2.482 1.880 1.263 30.569 7.811 6.961 6.053 5.114 4.140 3.135 2.105 28.597 11.027 9.775 8.495 7.172 5.801 4.389 2.945 26.625 14.191 12.620 10.954 9.233 7.457 5.634 3.776 24.653 17.483 15.488 13.410 11.275 9.084 6.849 4.583 22.681 20.789 18.351 15.822 13.252 10.639 7.998 5.340 20.708 24.018 21.103 18.101 15.084 12.055 9.028 6.010 18.736 27.078 23.619 20.117 16.654 13.230 9.859 6.538 16.764 29.709 25.616 21.654 17.777 14.019 10.381 6.852 14.792 31.592 26.957 22.532 18.292 14.278 10.481 6.873 12.819 32.413 27.262 22.430 17.926 13.791 9.999 6.494 10.847 31.761 26.142 20.999 16.384 12.323 8.761 5.604 8.875 29.128 23.127 17.832 13.337 9.622 6.585 4.083 6.903 23.894 17.682 12.493 8.445 5.432 3.293 1.824 4.931 15.383 9.321 4.571 1.366 -0.500 -1.272 -1.259 2.958 3.453 -2.183 -6.402 -8.329 -8.418 -7.203 -5.177 0.986 -8.385 - 17.373 - 21.649 - 21.241 - 18.416 - 14.392 -9.799 X= 14.338 16.250 18.162 20.074 21.985 23.897 25.809 Y 34.514 0.212 0.000 -0.212 -0.422 -0.628 -0.828 -1.022 32.542 0.634 0.000 -0.634 -1.263 -1.880 -2.482 - 3.064 30.569 1.057 0.000 -1.057 -2.105 -3.135 -4.140 -5.114 28.597 1.478 -0.001 -1.478 -2.945 -4.389 -5.801 -7.172 26.625 1.894 -0.001 -1.894 -3.776 -5.634 -7.457 -9.233 24.653 2.297 -0.001 -2.297 -4.583 -6.849 -9.084 - 11.275 22.681 2.672 -0.001 -2.672 -5.340 -7.998 - 10.639 - 13.252 20.708 3.002 -0.001 -3.002 -6.010 -9.028 - 12.055 - 15.084 18.736 3.259 -0.001 -3.259 -6.538 -9.859 - 13.230 - 16.654 16.764 3.405 -0.001 -3.405 -6.852 - 10.381 - 14.019 - 17.777 14.792 3.401 -0.001 -3.401 -6.873 - 10.481 - 14.278 - 18.292 12.819 3.195 -0.001 -3.195 -6.494 -9.999 - 13.791 - 17.926 10.847 2.729 0.000 -2.729 -5.604 -8.761 - 12.323 - 16.384 8.875 1.948 0.000 -1.948 -4.083 -6.585 -9.622 - 13.337 6.903 0.800 0.001 -0.800 -1.824 -3.293 -5.432 -8.445 4.931 -0.749 0.002 0.749 1.259 1.272 0.500 -1.366 2.958 -2.692 0.002 2.692 5.177 7.203 8.418 8.329 0.986 -4.949 0.001 4.949 9.799 14.392 18.416 21.241 PROJECT TITLE : DURHAM ISB LONG WALL ENGINEER: KIPP A. MARTIN, S. E. PROJECT NUMBER: 1530575 ACTIVE UNITS : FEET KIPS DEGREES FAHRENHEIT MATERIAL CONSTANTS : E = 5.191178e +05 NU = 0.17 X= 27.721 29.632 31.544 Y 34.514 -1.210 -1.394 -1.574 32.542 -3.627 -4.176 -4.718 30.569 -6.053 -6.961 -7.811 28.597 -8.495 -9.775 - 11.027 26.625 - 10.954 - 12.620 - 14.191 24.653 - 13.410 - 15.488 - 17.483 22.681 - 15.822 - 18.351 - 20.789 20.708 - 18.101 - 21.103 - 24.018 18.736 - 20.117 - 23.619 - 27.078 16.764 - 21.654 - 25.616 - 29.709 14.792 - 22.532 - 26.957 - 31.592 12.819 - 22.430 - 27.262 - 32.413 10.847 - 20.999 - 26.142 - 31.761 8.875 - 17.832 - 23.127 - 29.128 6.903 - 12.493 - 17.682 - 23.894 4.931 -4.571 -9.321 - 15.383 2.958 6.402 2.183 -3.453 0.986 21.649 17.373 8.385 ° DURHAM ISB LONG WALL t MARTIN, S. E. PROJECT NUMBER: 1530575 FEET KIPS DEGREES FAHRENHEIT 4TS : E = 5.191178e +05 NU = 0.17 V Y V E R T I C A L S H E A R S V Y 956 2.868 4.779 6.691 8.603 10.515 12.426 705 8.197 3.528 -0.327 -3.404 -5.741 -7.377 576 8.091 3.442 -0.384 -3.427 -5.731 =7.339 339 7.872 3.262 -0.502 -3.472 -5.705 -7.256 882 7.378 2.838 -0.818 -3.667 -5.786 -7.246 309 6.884 2.460 -1.027 -3.694 -5.646 -6.973 . 326 5.913 1.691 -1.538 -3.942 -5.660 -6.807 048 4.877 0.985 -1.868 -3.908 -5.315 -6.225 189 3.412 0.038 -2.284 -3.838 -4.842 -5.453 742 1.677 -0.935 -2.534 -3.461 -3.962 -4.209 593 -0.350 -1.899 - 2.557 -2.702 -2.596 -2.414 273 -2.625 -2.765 -2.248 -1.460 -0.653 0.015 786 -5.012 -3.382 -1.464 0.390 1.972 3.164 742 -7.255 -3.512 -0.015 2.991 5.387 7.114 719 -8.928 -2.828 2.327 6.499 9.692 11.933 882 -9.379 -0.932 5.802 11.059 14.971 17.659 683 -7.841 2.529 10.610 16.776 21.260 24.285 310 -3.620 7.862 16.902 23.684 28.522 31.744 973 2.629 14.905 24.567 31.646 36.633 39.929 338 16.250 18.162 20.074 21.985 23.897 25.809 343 -8.663 -8.343 -7.377 -5.741 -3.404 -0.327 288 -8.601 -8.288 -7.339 -5.731 -3.427 -0.384 168 -8.469 -8.168 -7.256 -5.705 -3.472 -0.502 099 -8.379 -8.099 -7.246 -5.786 -3.667 - 0.818 742 -7.993 -7.742 -6.973 - 5.646 -3.694 -1.027 463 -7.675 -7.463 -6.807 -5.660 -3.942 -1.538 734 -6.898 -6.734 -6.225 -5.315 -3.908 -1.868 780 -5.882 -5.780 -5.453 -4.842 -3.838 -2.284 316 -4.345 -4.316 -4.209 -3.962 -3.461 -2.534 265 -2.210 -2.265 -2.414 -2.596 -2.702 -2.557 447 0.596 0.447 0.015 -0.653 -1.460 -2.248 399 4.145 3.899 3.164 1.972 0.390 -1.464 153 8.498 8.153 7.114 5.387 2.991 -0.015 257 13.692 13.257 11.933 9.692 6.499 2.327 225 19.737 19.225 17.659 14.971 11.059 5.802 D28 26.596 26.028 24.285 21.260 16.776 10.610 585 34.187 33.585 31.744 28.522 23.684 16.902 307 42.422 41.807 39.929 36.633 31.646 24.567 ■ PROJECT TITLE : DURHAM ISB LONG WALL ENGINEER: KIPP A. MARTIN, S. E. PROJECT NUMBER: 1530575 ACTIVE UNITS : FEET KIPS DEGREES FAHRENHEIT MATERIAL CONSTANTS : E = 5.191178e +05 NU = 0.17 X= 27.721 29.632 31.544 Y 34.514 3.528 8.197 13.705 32.542 3.442 8.091 13.576 30.569 3.262 7.872 13.339 28.597 2.838 7.378 12.882 26.625 2.460 6.884 12.309 24.653 1.691 5.913 11.326 22.681 0.985 4.877 10.048 20.708 0.038 3.412 8.189 18.736 -0.935 1.677 5.742 16.764 -1.899 -0.350 2.593 14.792 -2.765 -2.625 -1.273 12.819 -3.382 -5.012 -5.786 10.847 -3.512 -7.255 - 10.742 8.875 -2.828 -8.928 - 15.719 6.903 -0.932 -9.379 - 19.882 4.931 2.529 -7.841 - 21.683 2.958 7.862 -3.620 - 18.310 0.986 14.905 2.629 -8.973 Y'. '.. .. t. PROJECT TITLE : DURHAM ISB LONG WALL ' ENGINEER: KIPP A. MARTIN, S. E. PROJECT NUMBER: 1530575 ACTIVE UNITS : FEET KIPS DEGREES FAHRENHEIT MATERIAL CONSTANTS : E = 5.191178e +05 NU = 0.17 RESULTS FOR LOADING NUMBER 7 1.6 LIQUFACTION + 1.6 HYDROSTATIC V X H O R I Z O N T A L S H E A R S V X X= 0.956 2.868 4.779 6.691 8.603 10.515 12.426 y ' 34.514 2.061 1.871 1.683 1.467 1.219 0.942 0.641 32.542 6.245 5.696 5.118 4.452 3.691 2.845 1.933 30.569 10.576 9.728 8.745 7.589 6.271 4.818 3.266 28.597 15.396 14.180 12.700 10.961 9.005 6.886 4.651 26.625 20.885 19.288 17.081 14.595 11.889 9.033 6.074 24.653 28.125 25.122 21.826 18.399 14.840 11.194 7.490 22.681 35.801 31.162 26.607 22.139 17.687 13.248 8.822 20.708 42.245 36.522 30.907 25.480 20.195 15.031 9.964 18.736 47.311 40.758 34.292 28.073 22.099 16.354 10.794 16.764 50.961 43.514 36.384 29.570 23.122 17.013 11.180 14.792 52.792 44.620 36.922 29.715 23.039 16.833 11.005 12.819 52.231 43.440 35.416 28.139 21.578 15.623 10.143 10.847 48.196 39.282 31.427 24.548 18.526 13.225 8.490 8.875 39.572 31.744 24:749 18.776 13.732 9.513 5.954 6.903 27.643 21.345 15.511 10.767 7.078 4.366 2.448 4.931 14.481 8.731 3.856 0.419 -1.617 -2.369 -2.127 2.958 -0.141 -5.828 - 10.541 - 12.789 - 12.744 - 10.899 -7.853 f . 0.986 - 11.230 - 22.857 - 29.597 - 30.139 - 26.826 - 21.342 - 14.698 X= 14.338 16.250 18.162 20.074 21.985 23.897 25.809 Y 34.514 0.325 0.000 -0.325 -0.641 -0.942 -1.219 -1.467 32.542 0.978 -0.001 -0.978 -1.933 -2.845 -3.691 -4.452 30.569 1.649 -0.001 -1.649 -3.266 -4.818 -6.271 -7.589 28.597 2.344 -0.001 -2.344 -4.651 -6.886 -9.005 - 10.961 26.625 3.053 -0.002 -3.053 -6.074 -9.033 - 11.889 - 14.595 24.653 3.754 -0.002 -3.754 -7.490 - 11.194 - 14.840 - 18.399 22.681 4.408 -0.002 -4.408 -8.822 - 13.248 - 17.687 - 22.139 20.708 4.965 -0.002 -4.965 -9.964 - 15.031 - 20.195 - 25.480 18.736 5.364 -0.002 -5.364 - 10.794 - 16.354 - 22.099 - 28.073 16.764 5.541 -0.002 -5.541 - 11.180 - 17.013 - 23.122 - 29.570 14.792 5.437 -0.002 -5.437 - 11.005 - 16.833 - 23.039 - 29.715 12.819 4.989 -0.001 -4.989 - 10.143 - 15.623 - 21.578 - 28.139 10.847 4.146 -0.001 -4.146 -8.490 - 13.225 - 18.526 - 24.548 8.875 2.859 0.000 -2.859 -5.954 -9.513 - 13.732 - 18.776 6.903 1.082 0.001 -1.082 -2.448 -4.366 -7.078 - 10.767 4.931 -1.226 0.002 1.226 2.127 2.369 1.617 - 0.419 2.958 -4.092 0.003 4.092 7.853 10.899 12.744 12.789 0.986 -7.470 0.002 7.470 14.698 21.342 26.826 30.139 [ PROJECT TITLE : DURHAM ISB LONG WALL ENGINEER: KIPP A. MARTIN, S. E. PROJECT NUMBER: 1530575 ACTIVE UNITS : FEET KIPS DEGREES FAHRENHEIT MATERIAL CONSTANTS : E = 5.191178e +05 NU = 0.17 X= 27.721 29.632 31.544 • Y 34.514 -1.683 -1.871 -2.061 32.542 - 5.118 -5.696 -6.245 30.569 -8.745 -9.728 - 10.576 28.597 - 12.700 - 14.180 - 15.396 26.625 - 17.081 - 19.288 - 20.885 24.653 - 21.826 - 25.122 - 28.125 22.681 - 26.607 - 31.162 - 35.801 20.708 - 30.907 - 36.522 - 42.245 18.736 - 34.292 - 40.758 - 47.311 16.764 - 36.384 - 43.514 - 50.961 14.792 - 36.922 - 44.620 - 52.792 12.819 - 35.416 - 43.440 - 52.231 10.847 - 31.427 - 39.282 - 48.196 8.875 - 24.749 - 31.744 - 39.572 6.903 - 15.511 - 21.345 - 27.643 4.931 -3.856 -8.731 - 14.481 2.958 10.541 5.828 0.141 0.986 29.597 22.857 11.230 is DURHAM ISB LONG WALL \. MARTIN, S. E. PROJECT NUMBER: 1530575 EET KIPS DEGREES FAHRENHEIT JTS : E = 5.191178e +05 NU = 0.17 V Y V E R T I C A L S H E A R S V Y 956 2.868 4.779 6.691 8.603 10.515 12.426 932 13.229 6.317 0.387 -4.457 -8.188 - 10.820 044 13.147 6.108 0.129 -4.708 -8.406 - 11.001 257 12.925 5.635 -0.417 -5.218 -8.836 - 11.348 387 12.267 4.651 -1.435 -6.129 -9.592 - 11.964 328 11.199 3.315 -2.671 -7.128 - 10.334 - 12.490 050 8.914 1.105 -4.523 -8.560 - 11.378 - 13.229 761 7.339 0.183 -4.755 -8.145 - 10.421 - 11.867 827 5.259 -0.586 -4.435 -6.920 -8.483 -9.419 523 2.298 -1.657 -4.003 -5.312 -5.991 -6.312 118 -1.271 -2.827 -3.288 -3.170 -2.811 -2.424 260 -5.096 -3.762 -2.033 -0.306 1.203 2.360 347 -8.672 -4.029 0.072 3.500 6.209 8.166 301 - 11.202 -3.110 3.355 8.466 12.361 15.107 705 - 12.515 -1.324 7.290 13.958 18.960 22.441 856 - 13.863 -0.405 9.957 17.965 23.933 28.051 427 - 12.308 2.274 13.893 22.965 29.694 34.302 461 -7.421 7.256 19.673 29.452 36.660 41.560 876 -0.895 14.004 27.057 37.223 44.655 49.682 338 16.250 18.162 20.074 21.985 23.897 25.809 382 - 12.898 - 12.382 - 10.820 -8.188 -4.457 0.387 535 - 13.042 - 12.535 - 11.001 -8.406 -4.708 0.129 824 - 13.310 - 12.824 - 11.348 -8.836 -5.218 -0.417 345 - 13.797 - 13.345 - 11.964 -9.592 -6.129 -1.435 730 - 14.135 - 13.730 - 12.490 - 10.334 -7.128 -2.671 278 - 14.617 - 14.278 - 13.229 - 11.378 -8.560 -4.523 668 - 12.924 - 12.668 - 11.867 - 10.421 -8.145 -4.755 913 - 10.068 -9.913 -9.419 -8.483 -6.920 -4.435 443 -6.478 -6.443 -6.312 -5.991 -5.312 -4.003 145 -2.045 -2.145 -2.424 -2.811 -3.170 -3.288 384 3.329 3.084 2.360 1.203 -0.306 -2.033 349 9.743 9.349 8.166 6.209 3.500 0.072 740 17.280 16.740 15.107 12.361 8.466 3.355 493 25.169 24.493 22.441 18.960 13.958 7.290 461 31.251 30.461 28.051 23.933 17.965 9.957 980 37.856 36.980 34.302 29.694 22.965 13.893 394 45.321 44.394 41.560 36.660 29.452 19.673 584 53.542 52.584 49.682 44.655 37.223 27.057 +; PROJECT TITLE : DURHAM ISB LONG WALL ENGINEER: KIPP A. MARTIN, S. E. PROJECT NUMBER: 1530575 ACTIVE UNITS : FEET KIPS DEGREES FAHRENHEIT MATERIAL CONSTANTS : E = 5.191178e +05 NU = 0.17 X= 27.721 29.632 31.544 Y 34.514 6.317 13.229 20.932 32.542 6.108 13.147, 21.044 30.569 5.635 12.925 21.257 28.597 4.651 12.267 21.387 26:625 3.315 11.199 21.328 24.653 1.105 8.914 20.050 22.681 0.183 7.339 17.761 20.708 - 0.586 5.259 13.827 18.736 - 1.657 2.298 8.523 16.764 - 2.827 - 1.271 2.118 14.792 -3.762 -5.096 -5.260 12.819 -4.029 -8.672 - 13.347 10.847 -3.110 - 11.202 - 21.301 8.875 -1.324 - 12.515 - 27.705 6.903 -0.405 - 13.863 - 31.856 4.931 2.274 - 12.308 - 31.427 2.958 7.256 -7.421 - 24.461 0.986 14.004 - 0.895 - 11.876 4 PROJECT TITLE : DURHAM ISB LONG WALL `• ENGINEER: KIPP A. MARTIN, S. E. PROJECT NUMBER: 1530575 ACTIVE UNITS : FEET KIPS DEGREES FAHRENHEIT MATERIAL CONSTANTS : E = 5.191178e +05 NU = 0.17 RESULTS FOR LOADING NUMBER 5 1.6 EP + 1.6 HS E X T R E M E S EXTREME POSITIVE DISPLACEMENT = 0.00303 AT X= 15.294 Y= 15.778 EXTREME NEGATIVE DISPLACEMENT = 0.00000 AT X= 32.500 Y= 0.000 EXTREME POSITIVE MOMENT MX = 103.679 AT X= 31.544 Y= 14.792 EXTREME NEGATIVE MOMENT MX = - 56.394 AT X= 16.250 Y= 16.764 EXTREME POSITIVE MOMENT MY = 118.581 AT X= 16.250 Y= 0.986 EXTREME NEGATIVE MOMENT MY = - 49.618 AT X= 16.250 Y= 12.819 EXTREME POSITIVE SHEAR VX = 32.413 AT X= 0.956 Y= 12.819 EXTREME NEGATIVE SHEAR VX = - 32.413 AT X= 31.544 Y= 12.819 EXTREME POSITIVE SHEAR VY = 42.422 AT X= 16.250 Y= 0.986 EXTREME NEGATIVE SHEAR VY = - 21.683 AT X= 0.956 Y= 4.931 RESULTS FOR LOADING NUMBER 6 1.6 EP + 1.6 HS + 1.4 EQ E X T R E M E S EXTREME POSITIVE DISPLACEMENT = 0.00303 AT X= 15.294 Y= 15.778 EXTREME NEGATIVE DISPLACEMENT = 0.00000 AT X= 32.500 Y= 0.000 1 9.E EXTREME POSITIVE MOMENT MX = 103.679 AT X= 31.544 Y= 14.792 EXTREME NEGATIVE MOMENT MX = - 56.394 AT X= 16.250 Y= 16.764 EXTREME POSITIVE MOMENT MY = 118.581 AT X= 16.250 Y= 0.986 EXTREME NEGATIVE MOMENT MY = - 49.618 AT X= 16.250 Y= 12.819 EXTREME POSITIVE SHEAR VX = 32.413 AT X= 0.956 Y= 12.819 EXTREME NEGATIVE SHEAR VX = - 32.413 AT X= 31.544 Y= 12.819 EXTREME POSITIVE SHEAR VY = 42.422 AT X= 16.250 Y= 0.986 EXTREME NEGATIVE SHEAR VY = - 21.683 AT X= 0.956 Y= 4.931 RESULTS FOR LOADING NUMBER 7 1.6 LIQUFACTION + 1.6 HYDROSTATIC E X T R E M E S EXTREME POSITIVE DISPLACEMENT = 0.00487 AT X= 15.294 Y= 17.750 EXTREME NEGATIVE DISPLACEMENT = 0.00000 AT X= 32.500 Y= 0.000 EXTREME POSITIVE MOMENT MX = 168.179 AT X= 31.544 Y= 16.764 EXTREME NEGATIVE MOMENT MX = - 91.463 AT X= 16.250 Y= 16.764 EXTREME POSITIVE MOMENT MY = 166.576 AT X= 16.250 Y= 0.986 EXTREME NEGATIVE MOMENT MY = - 80.558 AT X= 16.250 Y= 14.792 EXTREME POSITIVE SHEAR VX = 52.792 AT X= 0.956 Y= 14.792 EXTREME NEGATIVE SHEAR VX = - 52.792 AT X= 31.544 Y= 14.792 EXTREME POSITIVE SHEAR VY = 53.542 AT X= 16.250 Y= 0.986 EXTREME NEGATIVE SHEAR VY = - 31.856 AT X= 0.956 Y= 6.903 RECT PLAT LIST> EDGE ALL PROJECT TITLE : DURHAM ISB LONG WALL ENGINEER: KIPP A. MARTIN, S. E. PROJECT NUMBER: 1530575 ACTIVE UNITS : FEET KIPS DEGREES FAHRENHEIT MATERIAL CONSTANTS : E = 5.191178e +05 NU = 0.17 RESULTS FOR LOADING NUMBER 6 1.6 EP + 1.6 HS + 1.4 EQ E D G E R E A C T I O N S X TOP TOP BOTTOM BOTTOM ` COORDINATE REACTION MOMENT REACTION MOMENT 0.956 13.801 0.000 6.514 -2.759 2.868 8.286 0.000 -4.416 - 24.013 4.779 3.598 0.000 - 18.682 - 54.883 6.691 -0.287 0.000 - 29.150 - 85.560 8.603 - 3.397 0.000 - 36.495 - 112.249 10.515 -5.765 0.000 - 41.530 - 133.513 12.426 -7.427 0.000 - 44.811 - 148.834 14.338 -8.411 0.000 - 46.668 - 158.048 16.250 -8.736 0.000 - 47.277 - 161.120 18.162 -8.411 0.000 - 46.668 - 158.048 20.074 -7.427 0.000 - 44.811 - 148.834 21.985 -5.765 0.000 - 41.530 - 133.513 23.897 - 3.397 0.000 - 36.495 - 112.249 25.809 -0.287 0.000 - 29.150 - 85.560 27.721 3.598 0.000 - 18.682 - 54.883 s 29.632 8.286 0.000 -4.416 - 24.013 31.544 13.801 0.000 6.514 -2.759 Y LEFT LEFT RIGHT RIGHT COORDINATE REACTION MOMENT REACTION MOMENT 34.514 -1.669 8.409 - 1.669 8.409 32.542 -4.999 25.130 -4.999 25.130 30.569 -8.230 41.630 -8.230 41.630 28.597 - 11.674 57.891 - 11.674 57.891 26.625 - 14.987 73.599 - 14.987 73.599 24.653 - 18.533 88.649 - 18.533 88.649 22.681 - 22.108 102.582 - 22.108 102.582 20.708 - 25.649 114.877 - 25.649 114.877 18.736 - 29.090 124.849 - 29.090 124.849 16.764 - 32.164 131.469 - 32.164 131.469 14.792 - 34.460 134.007 - 34.460 134.007 12.819 - 35.692 131.348 - 35.692 131.348 10.847 - 35.428 122.568 - 35.428 122.568 8.875 - 33.105 106.969 - 33.105 106.969 6.903 - 27.948 84.380 - 27.948 84.380 4.931 - 18.949 55.831 - 18.949 55.831 2.958 - 5.268 25.175 -5.268 25.175 0.986 5.890 3.117 5.890 3.117 /' ■ a PROJECT TITLE : DURHAM ISB LONG WALL ENGINEER: KIPP A. MARTIN, S. E. PROJECT NUMBER: 1530575 :, ACTIVE UNITS : FEET KIPS DEGREES FAHRENHEIT 1 ` MATERIAL CONSTANTS : E = 5.191178e +05 NU = 0.17 RESULTS FOR LOADING NUMBER 7 1.6 LIQUFACTION + 1.6 HYDROSTATIC E D G E R E A C T I O N S X TOP TOP BOTTOM BOTTOM COORDINATE REACTION MOMENT REACTION MOMENT 0.956 20.858 0.000 8.187 -2.078 2.868 13.297 0.000 - 0.259 - 26.588 4.779 6.477 0.000 - 17.159 - 66.237 6.691 0.563 0.000 - 31.425 - 108.418 8.603 -4.310 0.000 - 42.137 - 146.655 10.515 -8.087 0.000 - 49.774 - 177.925 12.426 - 10.762 0.000 - 54.865 - 200.828 14.338 - 12.354 0.000 - 57.782 - 214.734 16.250 - 12.881 0.000 - 58.746 - 219.387 18.162 - 12.354 0.000 - 57.782 - 214.734 20.074 - 10.762 0.000 - 54.865 - 200.828 21.985 -8.087 0.000 - 49.774 - 177.925 23.897 -4.310 0.000 - 42.137 - 146.655 25.809 0.563 0.000 - 31.425 - 108.418 27.721 6.477 0.000 - 17.159 - 66.237 t 29.632 13.297 0.000 -0.259 - 26.588 31.544 20.858 0.000 8.187 -2.078 Y LEFT LEFT RIGHT RIGHT COORDINATE REACTION MOMENT REACTION MOMENT 34.514 -2.132 12.479 - 2.132 12.479 32.542 -6.437 37.567 -6.437 37.567 30.569 - 10.828 62.974 - 10.828 62.974 28.597 - 15.757 89.030 - 15.757 89.030 26.625 - 21.342 115.856 - 21.342 115.856 24.653 - 29.629 143.685 - 29.629 143.685 22.681 - 38.545 170.100 - 38.545 170.100 20.708 - 45.736 192.209 - 45.736 192.209 18.736 - 51.354 208.345 - 51.354 208.345 16.764 - 55.626 217.065 - 55.626 217.065 14.792 - 58.050 217.361 - 58.050 217.361 12.819 - 58.062 207.635 - 58.062 207.635 10.847 - 54.203 186.552 - 54.203 186.552 8.875 - 44.644 153.927 - 44.644 153.927 6.903 - 31.211 112.876 - 31.211 112.876 4.931 - 17.090 68.944 - 17.090 68.944 2.958 -0.774 28.001 -0.774 28.001 0.986 7.913 2.341 7.913 2.341 I PROJECT TITLE : ISB TOP SLAB - FIXED EDGES ENGINEER: KIPP A. MARTIN, S. E. PROJECT NUMBER: 1530575 ACTIVE UNITS : FEET KIPS DEGREES FAHRENHEIT MATERIAL CONSTANTS : E = 5.191178e +05 NU = 0.17 RESULTS FOR LOADING NUMBER 3 1.2 DL + 1.6 LL E X T R E M E S EXTREME POSITIVE DISPLACEMENT = 0.00032 AT X= 22.000 Y= 14.000 EXTREME NEGATIVE DISPLACEMENT = - 0.00001 AT X= 10.000 Y= 20.000 EXTREME POSITIVE MOMENT MX = 4.707 AT X= 12.500 Y= 13.500 EXTREME NEGATIVE MOMENT MX = -3.003 AT X= 10.500 Y= 19.500 EXTREME POSITIVE MOMENT MY = 2.699 AT X= 21.500 Y= 26.500 EXTREME NEGATIVE MOMENT MY = -1.036 AT X= 21.500 Y= 15.500 EXTREME POSITIVE SHEAR VX = 8.025 AT X= 12.500 Y= 13.500 EXTREME NEGATIVE SHEAR VX = -3.024 AT X= 11.500 Y= 13.500 EXTREME POSITIVE SHEAR VY = 5.807 AT X= 11.500 Y= 12.500 EXTREME NEGATIVE SHEAR VY = -5.527 AT X= 11.500 Y= 13.500 RECT PLAT LIST> RECT PLAT ANAL> FINISH AnalysisGroup TERMINATION.... ... By —fs• 1 '' ' Date _ LJescription job MD Ts..0 .•'-'' f ii) ../..,.-) r ;S> ,,,!:, /7... I (- cl -- /- 1 4 0 , k' f ,■ / ( ; I 1 ? ".‘" (7 , / ,.-,, 1-,,, ,-:, ,.....'._ --- 's.A./.-- , , - os , , -- ''' ."- -ss • — ' c= ,..',. / ,.! ,s'': (-- / - , , „: , .0./.,21-, / e-,-- ' ,, • /( ''• :: ' 1 , .; r i : - //,':_ .'' . F ' -;.:7 • "--- (5), ? f"/,- ` i i -,( s* f'-' - ,---;.,,, ( - , , Ai . - (..":., . ? / 'y,/,:., „ ::: ..:1 C). / '_ :-..::::;) ( ,,,,.• (.=• ''.:- 2 cy /,.-.", ,6 ...,;,,,/ 7---. ,s ..._ ._.., ,:::,/:,.. , i f" .. , ..,_ i■ 24 =, 0, ,/,,,_,---:( (--.,.. j-jo - /7 7 1 1 1 1 , 1 ,-- I - ,,.. i I 1 k e4 o PROJECT TITLE : ISB TOP SLAB - FIXED EDGES ENGINEER: KIPP A. MARTIN, S. E. PROJECT NUMBER: 1530575 ACTIVE UNITS : FEET KIPS DEGREES FAHRENHEIT MATERIAL CONSTANTS : E = 5.191178e +05 NU = 0.17 FLAT PLATE GEOMETRY INFORMATION X Y THICKNESS GRID NUMBER OF NUMBER OF DIMENSION DIMENSION SIZE ELEM. (X) ELEM. (Y) 32.000 27.000 1.5000 0.0000 32 27 i k t BOUNDARY RESTRAINT ROT. SPRING K DISPL. SPRING K i i TOP FIXED 0.000 0.000 BOTTM FIXED 0.000 0.000 LEFT FIXED 0.000 0.000 RIGHT FIXED 0.000 0.000 POINT SUPPORT DATA POINT SUPP. X Y DISP. ROT. X ROT. Y NUMBER COORDINATE COORDINATE STIFFNESS STIFFNESS STIFFNESS 1 2.000 9.000 - 1.0000 - 1.0000 - 1.0000 2 6.000 9.000 - 1.0000 - 1.0000 - 1.0000 3 11.000 9.000 - 1.0000 - 1.0000 - 1.0000 4 2.000 13.000 - 1.0000 - 1.0000 - 1.0000 5 6.000 13.000 - 1.0000 - 1.0000 - 1.0000 6 12.000 13.000 - 1.0000 - 1.0000 - 1.0000 7 2.000 19.000 - 1.0000 - 1.0000 - 1.0000 8 6.000 19.000 - 1.0000 - 1.0000 - 1.0000 9 11.000 19.000 - 1.0000 - 1.0000 - 1.0000 REMOVED ELEMENT NUMBERS 10 42 66 67 68 69 70 71 74 98 99 100 101 102 103 106 130 131 132 133 134 135 138 162 163 164 165 166 167 170 194 195 196 197 198 199 202 226 227 228 229 230 231 234 266 298 586 610 611 612 613 614 615 618 642 643 644 645 646 647 650 674 675 676 677 678 679 682 706 707 708 709 710 711 714 738 739 740 741 742 743 746 770 771 772 773 774 775 778 810 842 FLAT PLATE LOAD INFORMATION LOAD NO : 1 DEAD LOAD PRESSURE : W1= -0.225 W2= -0.225 W3= -0.225 W4= -0.225 X1= 0.00 X2= 32.00 X3= 32.00 x4= 0.00 Y1= 0.00 Y2= 0.00 Y3= 27.00 Y4= 27.00 LOAD NO : 2 LIVE LOAD PRESSURE : W1= 0.250 W2= 0.250 W3= 0.250 W4= 0.250 X1= 0.00 X2= 32.00 X3= 32.00 x4= 0.00 Y1= 0.00 Y2= 0.00 Y3= 27.00 Y4= 27.00 LOAD NO : 3 1.2 DL + 1.6 LL COMBINE : 1 1.200 2 1.600 ttia A PROJECT TITLE : ISB TOP SLAB - FIXED EDGES k' ENGINEER: KIPP A. MARTIN, S. E. PROJECT NUMBER: 1530575 1 ACTIVE UNITS : FEET KIPS DEGREES FAHRENHEIT MATERIAL CONSTANTS : E = 5.191178e +05 NU = 0.17 RESULTS FOR LOADING NUMBER 3 1.2 DL + 1.6 LL M X H O R I Z O N T A L M O M E N T S M X X= 0.500 1.500 2.500 3.500 4.500 5.500 6.500 Y 26.500 0.018 0.008 0.015 0.025 0.038 0.052 0.073 25.500 0.048 0.002 -0.009 0.006 0.028 0.047 0.032 24.500 0.065 0.000 0.000 0.000 0.000 0.000 0.000 23.500 0.047 0.000 0.000 0.000 0.000 0.000 0.000 22.500 0.036 0.000 0.000 0.000 0.000 0.000 0.000 21.500 0.029 0.000 0.000 0.000 0.000 0.000 0.000 20.500 0.018 0.000 0.000 0.000 0.000 0.000 0.000 19.500 0.010 0.000 0.000 0.000 0.000 0.000 0.000 18.500 0.038 0.047 0.045 -0.142 -0.123 0.102 0.264 17.500 0.121 0.032 - 0.052 -0.144 -0.132 0.027 0.056 16.500 0.178 -0.001 -0.092 -0.146 -0.145 -0.100 -0.057 15.500 0.171 -0.007 -0.087 -0.140 -0.146 -0.112 -0.085 14.500 0.107 0.094 -0.028 -0.136 -0.157 -0.194 -0.078 13.500 0.015 -0.039 0.127 -0.156 -0.175 0.432 -0.174 12.500 0.002 -0.078 0.121 -0.140 -0.146 0.372 -0.206 11.500 0.040 0.074 -0.003 -0.091 -0.113 -0.194 -0.089 10.500 0.043 0.009 -0.017 -0.084 -0.094 -0.059 -0.066 9.500 0.016 0.019 0.046 -0.094 -0.096 0.056 -0.004 8.500 -0.003 -0.035 0.080 -0.091 -0.091 0.284 0.037 7.500 0.019 0.000 0.000 0.000 0.000 0.000 0.000 6.500 0.029 0.000 0.000 0.000 0.000 0.000 0.000 5.500 0.032 0.000 0.000 0.000 0.000 0.000 0.000 4.500 0.036 0.000 0.000 0.000 0.000 0.000 0.000 3.500 0.047 0.000 0.000 0.000 0.000 0.000 0.000 2.500 0.066 0.000 0.000 0.000 0.000 0.000 0.000 1.500 0.049 0.005 -0.008 0.009 0.031 0.045 0.016 0.500 0.018 0.009 0.016 0.027 0.040 0.055 0.077 X= 7.500 8.500 9.500 10.500 11.500 12.500 13.500 Y 26.500 0.082 0.077 0.000 0.008 0.062 0.127 0.181 25.500 0.007 0.001 0.000 -0.008 0.017 0.068 0.106 24.500 -0.013 -0.024 0.000 0.001 0.027 0.060 0.068 23.500 -0.015 -0.015 0.000 0.028 0.089 0.111 0.076 22.500 -0.013 -0.014 0.000 0.112 0.229 0.233 0.132 21.500 -0.014 -0.017 0.000 0.067 0.427 0.474 0.219 20.500 -0.035 -0.028 0.000 1.451 0.911 0.777 0.285 19.500 -0.084 -0.056 0.000 -3.003 2.824 0.911 0.332 18.500 -0.073 -0.066 0.000 -0.678 2.501 1.153 0.494 17.500 -0.061 -0.019 0.000 1.089 1.563 1.286 0.721 16.500 -0.020 0.079 0.791 1.066 1.418 1.377 0.953 15.500 -0.021 0.170 0.525 0.964 1.280 1.575 1.265 14.500 -0.056 0.126 0.402 0.856 3.068 2.212 1.571 13.500 -0.087 0.087 0.355 0.537 -2.656 4.707 1.577 / .-1, +, 12.500 -0.092 0.074 0.348 0.603 -2.832 4.640 1.602 11.500 -0.076 0.078 0.356 0.882 3.097 2.268 1.611 ' 10.500 -0.065 0.071 0.392 1.095 1.597 1.742 1.251 9.500 -0.093 -0.023 0.580 -0.039 2.500 1.474 0.843 8.500 -0.160 -0.087 0.000 -1.684 2.824 1.095 0.561 7.500 -0.098 -0.078 0.000 1.378 1.086 0.876 0.414 6.500 -0.029 -0.027 0.000 0.133 0.540 0.560 0.294 5.500 -0.014 -0.017 0.000 0.133 0.288 0.296 0.174 4.500 -0.014 -0.013 0.000 0.047 0.128 0.145 0.088 3.500 -0.017 -0.015 0.000 0.014 0.047 0.067 0.052 2.500 -0.023 -0.019 0.000 -0.004 0.015 0.047 0.063 i 1.500 -0.010 -0.003 0.000 0.000 0.030 0.079 0.117 0.500 0.078 0.074 0.000 0.038 0.098 0.157 0.206 X= 14.500 15.500 16.500 17.500 18.500 19.500 20.500 Y 26.500 0.233 0.283 0.329 0.371 0.406 0.431 0.445 25.500 0.131 0.149 0.163 0.178 0.191 0.200 0.205 24.500 0.053 0.028 0.003 -0.017 -0.030 -0.040 -0.047 23.500 0.003 -0.078 -0.150 -0.207 -0.249 -0.280 -0.299 22.500 -0.023 -0.171 -0.292 -0.388 -0.460 -0.511 -0.543 21.500 -0.042 -0.253 -0.422 -0.554 -0.656 -0.729 -0.774 20.500 -0.059 -0.320 -0.531 -0.700 -0.832 -0.926 -0.984 19.500 -0.044 -0.350 -0.609 -0.819 -0.983 -1.100 -1.172 18.500 0.045 -0.329 -0.649 -0.909 -1.109 -1.250 -1.334 17.500 0.201 -0.265 -0.661 -0.976 -1.213 -1.376 -1.472 16.500 0.377 -0.195 -0.667 -1.033 -1.299 -1.479 -1.583 15.500 0.516 -0.166 -0.692 -1.087 -1.370 -1.559 -1.666 14.500 0.543 -0.197 -0.738 -1.137 -1.422 -1.613 -1.720 13.500 0.483 -0.239 -0.775 -1.167 -1.448 -1.636 -1.742 12.500 0.484 -0.244 -0.777 -1.163 -1.440 -1.624 -1.728 11.500 0.535 -0.213 -0.743 -1.126 -1.397 -1.578 -1.679 10.500 0.466 -0.199 -0.696 -1.062 -1.323 -1.497 -1.596 9.500 0.288 -0.230 -0.656 -0.983 -1.223 -1.386 -1.480 8.500 0.131 -0.266 -0.613 -0.891 -1.102 -1.248 -1.336 7.500 0.046 -0.273 -0.552 -0.782 -0.960 -1.088 -1.165 6.500 0.009 -0.247 -0.469 -0.654 -0.800 -0.905 -0.972 5.500 -0.012 -0.199 -0.367 -0.509 -0.622 -0.705 -0.758 4.500 -0.017 -0.137 -0.251 -0.350 -0.430 -0.489 -0.529 3.500 0.005 -0.057 -0.122 -0.179 -0.226 -0.262 -0.287 2.500 0.059 0.042 0.021 0.001 -0.016 -0.029 -0.039 1.500 0.142 0.161 0.175 0.188 0.198 0.205 0.208 0.500 0.253 0.297 0.339 0.377 0.408 0.431 0.444 X= 21.500 22.500 23.500 24.500 25.500 26.500 27.500 Y 26.500 0.447 0.437 0.414 0.380 0.334 0.280 0.219 25.500 0.204 0.197 0.184 0.166 0.146 0.126 0.112 24.500 -0.052 -0.055 -0.057 -0.054 -0.044 -0.021 0.021 23.500 -0.308 -0.308 -0.296 -0.271 -0.226 -0.157 -0.054 22.500 -0.557 -0.552 -0.526 -0.476 -0.396 -0.278 -0.112 21.500 -0.791 -0.781 -0.741 -0.665 -0.549 -0.383 - 0.156 20.500 -1.006 -0.991 -0.935 -0.836 -0.685 -0.473 - 0.188 19.500 -1.198 -1.177 -1.108 -0.986 -0.802 -0.548 - 0.209 18.500 -1.364 -1.339 -1.257 -1.114 -0.901 -0.609 -0.223 17.500 -1.504 -1.474 -1.381 -1.219 -0.982 -0.657 -0.232 16.500 -1.616 -1.582 -1.479 -1.303 -1.044 -0.694 -0.237 ' 15.500 -1.700 -1.662 -1.551 -1.363 -1.089 -0.720 -0.240 14.500 -1.752 -1.711 -1.595 -1.399 -1.117 -0.736 -0.242 13.500 -1.772 -1.729 -1.611 -1.412 -1.126 -0.741 -0.243 12.500 -1.758 -1.715 -1.598 -1.401 -1.118 -0.737 -0.243 11.500 -1.709 -1.668 -1.556 -1.366 -1.092 -0.722 -0.242 10.500 -1.626 -1.590 -1.485 -1.307 -1.048 -0.697 -0.240 9.500 -1.511 -1.480 -1.386 -1.224 -0.985 -0.660 -0.235 8.500 -1.367 -1.342 -1.261 -1.117 -0.904 -0.612 -0.226 7.500 -1.195 -1.177 -1.110 -0.988 -0.805 -0.551 -0.212 • 6.500 -0.999 -0.988 -0.935 -0.837 -0.687 -0.475 -0.190 5.500 -0.783 -0.777 -0.739 -0.665 -0.550 -0.385 -0.158 ' 4.500 -0.548 -0.547 -0.524 -0.476 -0.397 -0.279 -0.114 3.500 -0.301 -0.304 -0.295 -0.270 -0.227 -0.158 -0.055 2.500 -0.047 -0.053 -0.056 -0.054 -0.045 -0.022 0.020 1.500 0.205 0.197 0.183 0.166 0.145 0.126 0.112 0.500 0.446 0.435 0.413 0.378 0.333 0.279 0.219 X= 28.500 29.500 30.500 31.500 Y 26.500 0.158 0.104 0.067 0.039 25.500 0.111 0.131 0.179 0.229 24.500 0.091 0.201 0.355 0.542 23.500 0.094 0.300 0.573 0.923 22.500 0.114 0.417 0.812 1.323 21.500 0.147 0.543 1.055 1.713 20.500 0.187 0.671 1.288 2.071 19.500 0.231 0.792 1.500 2.387 18.500 0.273 0.901 1.685 2.656 17.500 0.312 0.994 1.839 2.876 16.500 0.344 1.068 1.960 3.045 15.500 0.367 1.122 2.046 3.165 14.500 0.382 1.154 2.098 3.236 13.500 0.386 1.165 2.115 3.259 12.500 0.381 1.153 2.097 3.234 11.500 0.365 1.120 2.044 3.162 10.500 0.341 1.065 1.957 3.041 9.500 0.309 0.991 1.835 2.871 8.500 0.270 0.897 1.681 2.651 7.500 0.228 0.788 1.496 2.382 6.500 0.184 0.668 1.284 2.066 5.500 0.145 0.540 1.052 1.709 4.500 0.112 0.414 0.809 1.320 3.500 0.093 0.298 0.571 0.921 2.500 0.090 0.200 0.354 0.541 1.500 0.110 0.131 0.179 0.229 0.500 0.158 0.103 0.067 0.039 } I I 1._ - M Y V E R T I C A L M O M E N T S M Y X= 0.500 1.500 2.500 3.500 4.500 5.500 6.500 Y 26.500 0.015 0.056 0.106 0.153 0.205 0.273 0.369 25.500 -0.006 -0.006 0.011 0.027 0.045 0.069 0.134 24.500 -0.004 0.000 0.000 0.000 0.000 0.000 0.000 23.500 0.013 0.000 0.000 0.000 0.000 0.000 0.000 22.500 0.008 0.000 0.000 0.000 0.000 0.000 0.000 21.500 0.003 0.000 0.000 0.000 0.000 0.000 0.000 20.500 -0.001 0.000 0.000 0.000 0.000 0.000 0.000 19.500 0.026 0.000 0.000 0.000 0.000 0.000 0.000 18.500 0.022 0.115 0.060 -0.026 -0.025 0.111 0.262 17.500 0.014 -0.052 -0.085 -0.088 -0.085 -0.093 -0.015 16.500 0.011 -0.077 -0.131 -0.149 -0.159 -0.155 -0.098 15.500 0.010 -0.079 -0.128 -0.143 -0.155 -0.151 -0.099 14.500 0.013 -0.038 -0.065 -0.059 -0.075 -0.103 -0.045 13.500 -0.001 0.196 0.194 0.067 0.037 0.361 0.114 12.500 0.033 0.025 0.120 0.060 0.110 0.051 -0.015 11.500 -0.004 -0.052 -0.061 -0.042 -0.050 -0.079 -0.009 10.500 -0.005 -0.062 -0.073 -0.056 -0.058 -0.052 0.008 9.500 0.012 0.045 0.046 0.011 0.031 0.035 0.111 8.500 0.021 0.003 0.056 0.033 -0.025 0.411 0.338 7.500 0.001 0.000 0.000 0.000 0.000 0.000 0.000 6.500 0.003 0.000 0.000 0.000 0.000 0.000 0.000 5.500 0.005 0.000 0.000 0.000 0.000 0.000 0.000 4.500 0.009 0.000 0.000 0.000 0.000 0.000 0.000 3.500 0.014 0.000 0.000 0.000 0.000 0.000 0.000 2.500 -0.004 0.000 0.000 0.000 0.000 0.000 0.000 1.500 -0.006 -0.011 0.013 0.030 0.050 0.078 0.129 0.500 0.015 0.057 0.108 0.159 0.216 0.291 0.393 X= 7.500 8.500 9.500 10.500 11.500 12.500 13.500 Y 26.500 0.471 0.559 0.000 0.176 0.458 0.757 1.059 25.500 0.166 0.165 0.000 0.088 0.188 0.348 0.546 24.500 -0.064 -0.125 0.000 -0.085 -0.051 0.027 0.145 23.500 -0.302 -0.309 0.000 -0.220 -0.236 -0.209 -0.145 22.500 -0.397 -0.398 0.000 -0.246 -0.327 -0.340 - 0.311 21.500 -0.357 -0.361 0.000 -0.151 -0.305 -0.321 -0.329 20.500 -0.183 -0.201 0.000 0.338 -0.054 -0.089 -0.186 19.500 0.252 0.003 0.000 -0.132 1.210 0.555 0.018 18.500 0.196 0.166 0.000 0.375 0.926 0.440 -0.018 17.500 0.047 0.248 0.000 -0.159 -0.191 -0.222 -0.300 16.500 0.032 0.138 -0.073 -0.319 -0.426 -0.471 -0.462 15.500 -0.030 0.000 -0.050 -0.107 -0.317 -0.406 -0.330 14.500 -0.008 0.015 0.106 0.298 0.379 0.094 0.188 13.500 0.026 0.071 0.183 0.109 1.010 2.477 1.245 12.500 0.048 0.104 0.179 0.346 0.039 2.056 1.278 11.500 0.051 0.113 0.208 0.373 0.413 0.162 0.287 10.500 0.085 0.142 0.178 0.146 -0.044 -0.076 -0.025 9.500 0.191 0.231 0.113 -0.191 0.500 0.321 - 0.002 8.500 0.172 0.318 0.000 0.999 1.500 0.384 - 0.054 7.500 0.124 -0.039 0.000 0.336 -0.073 -0.161 - 0.296 6.500 -0.229 -0.241 0.000 -0.231 -0.411 -0.457 -0.495 5.500 -0.389 -0.391 0.000 -0.393 -0.502 -0.540 -0.539 6 1-41 4.500 -0.416 -0.417 0.000 -0.409 -0.453 -0.459 -0.432 3.500 -0.309 -0.315 0.000 -0.281 -0.282 -0.253 -0.193 ' 1 2.500 -0.056 -0.109 0.000 -0.055 -0.019 0.055 0.162 1.500 0.173 0.170 0.000 0.213 0.303 0.450 0.628 0.500 0.479 0.545 0.000 0.409 0.671 0.941 1.209 X= 14.500 15.500 16.500 17.500 18.500 19.500 20.500 Y 26.500 1.369 1.678 1.969 2.229 2.442 2.596 2.683 25.500 0.761 0.978 1.181 1.362 1.510 1.618 1.679 24.500 0.285 0.429 0.564 0.684 0.782 0.853 0.895 i 23.500 -0.062 0.024 0.102 0.170 0.226 0.268 0.295 22.500 -0.276 -0.248 -0.224 -0.204 -0.186 -0.169 -0.155 21.500 -0.360 -0.401 -0.436 -0.463 -0.478 -0.484 -0.482 20.500 -0.336 -0.467 -0.564 -0.632 -0.676 -0.702 -0.711 19.500 -0.296 -0.499 -0.640 -0.735 -0.801 -0.843 -0.862 18.500 -0.332 -0.535 -0.682 -0.789 -0.869 -0.924 -0.953 17.500 -0.433 -0.567 -0.690 -0.799 -0.891 -0.959 -0.999 16.500 -0.473 -0.542 -0.647 -0.767 -0.876 -0.961 -1.014 15.500 -0.316 -0.404 -0.542 -0.699 -0.836 -0.941 -1.009 14.500 0.076 -0.163 -0.404 -0.617 -0.787 -0.914 -0.995 13.500 0.519 0.046 -0.296 -0.554 -0.750 -0.891 -0.982 12.500 0.541 0.076 -0.273 -0.537 -0.738 -0.883 -0.975 11.500 0.187 -0.070 -0.338 -0.571 - 0.755 -0.889 -0.974 10.500 -0.098 -0.263 -0.451 -0.636 -0.789 -0.902 -0.974 9.500 -0.230 -0.404 -0.561 -0.703 -0.821 -0.909 -0.963 8.500 -0.330 -0.504 -0.638 -0.744 -0.829 -0.891 -0.926 1 7.500 -0.452 -0.574 -0.668 -0.739 -0.793 -0.830 -0.848 6.500 -0.544 -0.593 -0.636 -0.669 -0.692 -0.706 -0.708 5.500 -0.531 -0.524 -0.518 -0.513 -0.506 -0.498 -0.488 4.500 -0.387 -0.338 -0.291 -0.250 -0.215 -0.186 -0.165 3.500 -0.112 -0.023 0.063 0.140 0.205 0.253 0.285 2.500 0.291 0.427 0.557 0.675 0.773 0.845 0.888 1.500 0.822 1.019 1.205 1.373 1.512 1.614 1.673 0.500 1.482 1.757 2.017 2.253 2.449 2.593 2.674 X= 21.500 22.500 23.500 24.500 25.500 26.500 27.500 Y 26.500 2.699 2.639 2.505 2.298 2.023 1.691 1.316 25.500 1.691 1.652 1.562 1.425 1.246 1.035 0.804 24.500 0.906 0.885 0.834 0.756 0.656 0.541 0.420 23.500 0.306 0.301 0.282 0.252 0.215 0.175 0.138 22.500 -0.144 -0.136 -0.129 -0.121 -0.109 -0.091 -0.062 21.500 -0.473 -0.455 -0.428 -0.391 -0.341 -0.277 -0.198 20.500 -0.703 -0.680 -0.639 -0.580 -0.502 -0.404 -0.286 19.500 -0.858 -0.832 -0.781 -0.707 -0.608 -0.485 -0.340 18.500 -0.955 -0.928 -0.872 -0.788 -0.675 -0.534 -0.370 17.500 -1.008 -0.984 -0.926 -0.836 -0.713 -0.561 -0.383 16.500 -1.031 -1.012 -0.954 -0.861 -0.733 -0.574 - 0.388 15.500 -1.036 -1.021 -0.966 -0.872 -0.742 -0.579 -0.387 14.500 -1.031 -1.021 -0.969 -0.875 -0.744 -0.579 -0.386 13.500 -1.023 -1.017 -0.967 -0.875 -0.744 -0.579 -0.384 12.500 -1.017 -1.012 -0.963 -0.871 -0.741 -0.577 -0.384 11.500 -1.012 -1.005 -0.955 -0.865 -0.737 -0.575 -0.385 10.500 -1.003 -0.992 -0.941 -0.851 -0.726 -0.569 -0.385 9.500 -0.981 -0.964 -0.912 -0.825 -0.706 -0.556 -0.380 8.500 -0.934 -0.912 -0.860 -0.778 -0.668 -0.529 -0.366 } 7.500 -0.845 -0.820 -0.772 -0.699 -0.602 -0.481 -0.337 6.500 -0.698 -0.674 -0.633 -0.575 -0.497 -0.401 -0.284 5.500 -0.474 -0.453 -0.426 -0.388 -0.339 - 0.276 -0.197 4.500 -0.149 -0.138 -0.130 -0.121 -0.109 -0.091 -0.062 3.500 0.299 0.297 0.279 0.250 0.213 0.173 0.137 2.500 0.899 0.880 0.830 0.752 0.653 0.538 0.418 1.500 1.683 1.644 1.555 1.418 1.241 1.031 0.801 0.500 2.687 2.628 2.495 2.289 2.017 1.686 1.312 4 k X= 28.500 29.500 30.500 31.500 Y 26.500 0.921 0.542 0.229 0.039 25.500 0.570 0.355 0.179 0.067 24.500 0.304 0.204 0.133 0.104 23.500 0.112 0.102 0.116 0.159 22.500 -0.018 0.042 0.122 0.222 21.500 -0.101 0.013 0.143 0.285 20.500 -0.150 0.004 0.171 0.345 19.500 -0.175 0.008 0.202 0.398 18.500 -0.184 0.019 0.231 0.444 17.500 -0.184 0.032 0.257 0.481 16.500 -0.179 0.045 0.278 0.510 15.500 -0.173 0.056 0.294 0.531 14.500 -0.169 0.063 0.304 0.543 13.500 -0.167 0.066 0.307 0.547 1 12.500 -0.168 0.064 0.303 0.543 11.500 -0.172 0.057 0.294 0.530 10.500 -0.177 0.046 0.278 0.509 9.500 -0.182 0.033 0.257 0.480 8.500 -0.182 0.019 0.231 0.443 7.500 -0.173 0.008 0.201 0.397 6.500 -0.149 0.004 0.171 0.344 5.500 -0.101 0.013 0.143 0.284 4.500 -0.018 0.042 0.122 0.221 3.500 0.111 0.102 0.115 0.158 2.500 0.303 0.203 0.132 0.103 1.500 0.568 0.354 0.179 0.066 0.500 0.919 0.541 0.229 0.039 RECT PLAT LIST> SHEARS ! ' r - r PROJECT TITLE : ISB TOP SLAB - FIXED EDGES ENGINEER: KIPP A. MARTIN, S. E. PROJECT NUMBER: 1530575 } ACTIVE UNITS : FEET KIPS DEGREES FAHRENHEIT MATERIAL CONSTANTS : E = 5.191178e +05 NU = 0.17 RESULTS FOR LOADING NUMBER 3 1.2 DL + 1.6 LL V X H O R I Z O N T A L S H E A R S V X X= 0.500 1.500 2.500 3.500 4.500 5.500 6.500 Y 26.500 0.006 -0.063 -0.050 -0.050 -0.060 -0.068 -0.127 25.500 0.099 0.013 -0.022 -0.032 -0.037 -0.040 -0.030 24.500 0. 1641. 625593454428967750000000000000000000000e+ 741 .6255934544289677500000000000 00000000000e+ 741. 625593454428967750000000000000000000000e +741.625593454428967750 000000000000000000000e+ 741. 625593454428967750000000000000000000000e +741.62559345 4428967750000000000000000000000e +74 23.500 0. 0761. 625593454428967750000000000000000000000e+ 741 .6255934544289677500000000000 00000000000 741 6255934544289677500 00000000000000000000e +741.625593454428967750 000000000000000000000e+ 741. 625593454428967750000000000000000000000e +741.62559345 4428967750000000000000000000000e +74 22.500 0. 0631. 6255934544289677500000000000000000 +741 .6255934544289677500000000000 00000000000e+ 741. 625593454428967750000000000000000000000e +741.625593454428967750 000000000000000000000e+ 741. 625593454428967750000000000000000000000e +741.62559345 1 4428967750000000000000000000000e +74 21. 500 0. 0661. 625593454428967750000000000000000000000e+ 741 .6255934544289677500000000000 00000000000e+ 741. 625593454428967750000000000000000000000e +741.625593454428967750 000000000000000000000e+ 741. 625593454428967750000000000000000000000e +741.62559345 4428967750000000000000000000000e ±74 20.500 0. 0491. 625593454428967750000000000000000000000e+ 741 .6255934544289677500000000000 00000000000e+ 741. 625593454428967750000000000000000000000e +741.625593454428967750 000000000000000000000e+ 741. 625593454428967750000000000000000000000e +741.62559345 4428967750000000000000000000000e +74 19.500 - 0.0621. 625593454428967750000000000000000000000e+ 741 .6255934544289677500000000000 00000000000e+ 741. 625593454428967750000000000000000000000e +741.625593454428967750 000000000000000000000e+ 741. 625593454428967750000000000000000000000e +741.62559345 4428967750000000000000000000000e +74 18.500 0.030 -0.228 0.403 0.092 -0.132 -0.661 0.628 17.500 0.192 0.084 0.110 0.036 -0.069 -0.151 -0.072 16.500 0.304 0.168 0.088 0.030 -0.029 -0.053 -0.085 15.500 0.285 0.183 0.089 0.037 -0.002 -0.051 -0.130 14.500 0.145 0.042 0.001 0.078 -0.059 0.045 0.136 13.500 0.017 -0.442 0.768 0.111 -0.041 -0.652 0.143 12.500 -0.010 -0.199 0.496 0.137 -0.086 -0.151 - 0.351 11.500 0.087 0.023 -0.067 0.071 -0.063 0.122 0.081 10.500 0.120 0.049 0.048 0.032 -0.014 -0.040 - 0.086 9.500 0.047 -0.156 0.239 0.065 -0.086 -0.137 0.046 8.500 0.024 -0.137 0.286 0.081 -0.081 -0.861 0.773 7.500 0. 0531. 625593454428967750000000000000000000000e+ 741 .6255934544289677500000000000 00000000000e+ 741. 625593454428967750000000000000000000000e +741.625593454428967750 000000000000000000000 741 62559345442896775000 +741.62559345 44289677 50000000000000000000000e +74 6.500 0. 0651. 625593454428967750000000000000000000000 741 .6255934544289677500000000000 00000000000e+ 741. 62559345442896775000000000000 +741.625593454428967750 000000000000000000000e+ 741. 625593454428967750000000000000000000000e +741.62559345 44289 67750000000000000000000000e +74 5.500 0. 0651. 625593454428967750000000000000000000000 7 41 .6255934544289677500000000000 00000000000e+ 741. 625593454428967750000000000000000000000e +741.625593454428967750 000000000000000000000 741 6255934544289677500 00000000000000000000e +741.62559345 44289 6 77 50000000000000000000000e +74 4.500 0. 0621. 625593454428967750000000000000000000000e +741 .6255934544289677500000000000 00000000000e+ 741. 625593454428967750000000000000000000000e +741.625593454428967750 000000000000000000000e+ 741. 625593454428967750000000000000000000000e +741.62559345 4 +74 3.500 0. 0761. 625593454428967750000000000000000000000 741 .6255934544289677500000000000 00000000000e+ 741. 625593454428967750000000000000 +741.625593454428967750 000000000000000000000e+ 741. 625593454428967750000000000000000000000e +741.62559345 44 +74 2.500 0. 1651. 625593454428967750000000000000000000000 7 41 .6255934544289677500000000000 00000000000e+ 741. 625593454428967750000000000000000000000e +741.625593454428967750 000000000000000000000e+ 741. 625593454428967750000000000000000000000e +741.62559345 4 428967750000000000000000000000e +74 1.500 0.099 0.008 -0.024 -0.035 -0.038 -0.036 -0.006 0.500 0.006 -0.064 -0.052 -0.054 -0.066 -0.070 -0.134 X= 7.500 8.500 9.500 10.500 11.500 12.500 13.500 Y 26.500 -0.096 -0 . 0121 6255934544289677 50000000000000000000000 e +74 - 0.225 -0.329 -0.303 -0.306 25.500 -0.025 0 . 0381 625593454428967 750000000000000000000000 e +74 - 0.038 -0.160 -0.196 -0.205 24.500 0.070 -0 . 0291 6255934544289677 50000000000000000000000e +74 - 0.015 -0.082 -0.105 -0.109 23.500 0.016 -0 . 0131 62559345442896775 0000000000000000000000e +74 - 0.010 -0.036 -0.029 -0.017 22.500 0.010 -0 . 0091 6255934544289677 50000000000000000000000e +74 - 0.092 -0.060 0.016 0.093 21.500 0.004 -0. 0111. 625593454428967750000000000000000000000e +74 0.075 0.238 0.123 0.255 20.500 0.094 -0. 0151. 625593454428967750000000000000000000000e +74 - 1.107 -1.769 0.600 0.490 19.500 0.547 0. 0201 62559345442896775 0000000000000000000000e +74 - 0.710 4.693 1.244 0.668 18.500 0.126 0 . 0041 6255934544289677 50000000000000000000000e +74 - 1.868 1.688 1.192 0.778 17.500 -0.017 -0. 1841 62559345442896775 0000000000000000000000e +74 - 1.025 -0.327 0.541 0.584 16.500 -0.153 -0.218 -0.462 -0.129 -0.081 0.179 0.420 15.500 -0.142 -0.270 -0.253 -0.482 0.168 0.414 0.472 14.500 -0.133 -0.238 -0.349 -0.294 -1.794 -2.095 1.101 13.500 -0.154 -0.240 -0.405 -0.518 -3.024 8.025 1.894 12.500 -0.114 -0.255 -0.387 -0.667 -1.503 6.492 2.025 11.500 -0.122 -0.251 -0.392 -0.344 -1.586 -2.269 1.153 `. 10.500 -0.099 -0.255 -0.281 -0.845 -0.259 0.676 0.610 9.500 -0.044 -0.143 -0.421 -0.890 0.751 0.875 0.720 8.500 -0.001 -0 . 3421 625593454428 967750000000000000000000000e +74 - 2.897 5.777 0.942 0.683 7.500 0.295 -0 . 0961 62559345442 8967750000000000000000000000e +74 - 1.427 -1.156 0.555 0.510 6.500 0.074 -0. 0181. 625593454428967750000000000000000000000e +74 0.080 0.151 0.178 0.292 5.500 0.001 -0 . 0031 62559345442 8967750000000000000000000000e +74 - 0_097 -0.052 0.055 0.138 4.500 0.010 -0 . 0081 6255934544 28967750000000000000000000000e +74 - 0.017 -0.016 0.013 0.041 3.500 0.020 -0 . 0101 625593454428 9 67 750000000000000000000000e +74 - 0.011 -0.040 -0.041 -0.034 2.500 0.076 0 . 0041 62559345442 8967750000000000000000000000e +74 - 0.011 -0.075 -0.101 -0.108 1.500 -0.044 0 . 0181 6255934544 28967750000000000000000000000e +74 - 0.047 -0.150 -0.181 -0.188 0.500 -0.074 0 . 0041 625593454428 967750000000000000000000000e +74 - 0.234 -0.305 -0.271 -0.271 X= 14.500 15.500 16.500 17.500 18.500 19.500 20.500 Y 26.500 -0.310 -0.302 -0.277 -0.237 -0.184 -0.121 -0.051 r 25.500 -0.204 -0.196 -0.180 -0.154 -0.120 -0.079 -0.033 24.500 -0.105 -0.099 -0.091 -0.080 -0.063 -0.042 -0.018 23.500 -0.005 -0.004 -0.008 -0.011 -0.011 -0.009 -0.004 22.500 0.107 0.095 0.074 0.054 0.037 0.022 0.009 21.500 0.239 0.197 0.154 0.117 0.083 0.052 0.022 20.500 0.380 0.295 0.230 0.175 0.126 0.080 0.035 19.500 0.493 0.378 0.297 0.229 0.166 0.107 0.048 18.500 0.548 0.437 0.354 0.277 0.204 0.132 0.062 17.500 0.544 0.481 0.405 0.322 0.239 0.156 0.075 16.500 0.551 0.534 0.460 0.367 0.272 0.179 0.088 15.500 0.679 0.630 0.524 0.412 0.303 0.199 0.100 14.500 0.953 0.754 0.591 0.452 0.328 0.215 0.109 13.500 1.171 0.849 0.641 0.477 0.342 0.223 0.114 12.500 1.149 0.858 0.642 0.478 0.342 0.223 0.113 11.500 0.977 0.777 0.598 0.452 0.326 0.212 0.108 10.500 0.756 0.660 0.529 0.408 0.296 0.194 0.098 9.500 0.624 0.546 0.451 0.352 0.259 0.170 0.084 8.500 0.521 0.446 0.369 0.292 0.215 0.141 0.069 7.500 0.408 0.346 0.287 0.229 0.170 0.111 0.053 6.500 0.279 0.246 0.207 0.166 0.124 0.081 0.037 5.500 0.158 0.149 0.129 0.104 0.078 0.051 0.023 4.500 0.059 0.061 0.054 0.044 0.033 0.021 0.010 3.500 -0.026 -0.021 -0.018 -0.016 -0.013 -0.008 -0.003 2.500 -0.105 -0.099 -0.090 -0.077 -0.060 -0.039 - 0.016 1.500 -0.187 -0.180 -0.166 -0.143 -0.112 -0.073 - 0.030 0.500 -0.274 -0.269 -0.250 -0.217 -0.170 -0.113 - 0.047 ,7 X= 21.500 22.500 23.500 24.500 25.500 26.500 27.500 r Y r ' l 26.500 0.022 0.097 0.171 0.242 0.305 0.356 0.388 25.500 0.015 0.064 0.111 0.153 0.187 0.208 0.210 24.500 0.008 0.034 0.056 0.073 0.081 0.077 0.057 23.500 0.002 0.006 0.006 0.001 -0.013 -0.038 -0.078 22.500 -0.004 -0.019 -0.038 -0.062 -0.095 -0.139 -0.196 21.500 -0.008 -0.040 -0.076 -0.117 -0.167 -0.227 -0.299 20.500 -0.010 -0.057 -0.108 -0.164 -0.228 -0.302 -0.388 19.500 -0.010 -0.070 -0.134 -0.203 -0.280 -0.366 -0.463 18.500 -0.008 -0.080 -0.155 -0.235 -0.322 -0.418 -0.524 17.500 -0.005 -0.087 -0.171 -0.260 -0.356 -0.459 -0.573 16.500 -0.001 -0.091 -0.183 -0.279 -0.381 -0.491 -0.610 15.500 0.003 -0.093 -0.191 -0.292 -0.399 -0.513 -0.636 14.500 0.007 -0.094 -0.195 -0.299 -0.409 -0.525 -0.651 13.500 0.009 -0.093 -0.196 -0.301 -0.412 -0.529 -0.655 12.500 0.010 -0.092 -0.194 -0.298 -0.408 -0.525 -0.650 11.500 0.008 -0.090 -0.189 -0.290 -0.397 -0.512 -0.635 10.500 0.005 -0.087 -0.180 -0.277 -0.380 -0.490 -0.609 9.500 0.001 -0.083 -0.168 -0.258 -0.354 -0.458 -0.572 8.500 -0.003 -0.076 -0.152 -0.233 -0.320 -0.416 -0.523 7.500 -0.006 -0.067 -0.132 -0.201 -0.278 -0.364 -0.461 6.500 -0.008 -0.055 -0.106 -0.162 -0.227 -0.301 -0.387 5.500 -0.006 -0.038 -0.074 -0.116 -0.166 -0.226 -0.298 4.500 -0.003 -0.018 -0.037 -0.061 -0.095 -0.139 -0.195 3.500 0.003 0.007 0.007 0.001 -0.013 -0.038 -0.077 2.500 0.010 0.034 0.056 0.073 0.080 0.076 0.056 1.500 0.017 0.065 0.111 0.152 0.186 0.207 0.209 0.500 0.023 0.097 0.170 0.240 0.303 0.354 0.386 X= 28.500 29.500 30.500 31.500 Y 26.500 0.389 0.346 0.242 0.132 25.500 0.189 0.142 0.076 0.043 24.500 0.018 -0.037 -0.104 -0.164 23.500 -0.132 -0.203 -0.288 -0.387 22.500 -0.267 -0.354 -0.460 -0.588 21.500 -0.385 -0.489 -0.612 -0.758 20.500 - 0.488 -0.604 -0.739 -0.898 19.500 -0.573 -0.700 -0.844 -1.010 18.500 -0.643 -0.777 -0.928 -1.098 17.500 -0.699 -0.838 -0.992 -1.164 16.500 -0.740 -0.883 -1.040 -1.212 15.500 -0.769 -0.915 -1.073 -1.245 14.500 -0.786 -0.933 -1.092 -1.263 13.500 -0.791 -0.939 -1.098 -1.269 12.500 -0.786 -0.932 -1.091 -1.263 11.500 -0.768 -0.914 -1.072 -1.244 10.500 -0.739 -0.882 -1.039 -1.211 9.500 -0.697 -0.837 -0.991 -1.162 8.500 -0.642 -0.776 -0.926 -1.096 7.500 -0.572 -0.698 -0.843 -1.008 6.500 -0.487 -0.603 -0.738 -0.897 5.500 -0.385 -0.488 -0.611 -0.758 4.500 -0.267 -0.354 -0.460 -0.587 f 3.500 -0.132 -0.203 -0.288 -0.387 A. 2.500 0.018 -0.038 -0.104 -0.164 I ■ h .4%. ' 1.500 0.189 0.141 0.075 0.042 - 0.500 0.388 0.345 0.241 0.132 V Y V E R T I C A L S H E A R S V Y X= 0.500 1.500 2.500 3.500 4.500 5.500 6.500 Y 26.500 0.002 -0.106 -0.165 -0.188 -0.205 -0.232 -0.289 25.500 0.001 -0.009 -0.037 -0.060 -0.074 -0.145 -0.159 i 24.500 0. 0081 625593454428967750000000000000000 741 .6255934544289677500000000000 00000000000e+ 741. 625593454428967750000000000000000000000e +741.625593454428967750 000000000000000000000e+ 741. 625593454428967750000000000000000000000e +741.62559345 4 +74 23.500 - 0. 0331. 6255934544289677500000000000000000 741 .6255934544289677500000000000 00000000000e+ 741. 625593454428967750000000000000000000000e +741.625593454428967750 000000000000000000000e+ 741. 625593454428967750000000000000000000000e +741.62559345 4428967750000000000000000000000e +74 22.500 - 0. 0161. 625593454428967750000000000000000 741 .6255934544289677500000000000 00000000000e+ 741. 625593454428967750000000000000000000000e +741.625593454428967750 000000000000000000000e+ 741. 625593454428967750000000000000000000000e +741.62559345 4428967750000000000000000000000e +74 21.500 - 0. 0161. 625593454428967750000000000000000000000e +741 .6255934544289677500000000000 "-\ 00000000000e+ 741. 625593454428967750000000000000000000000e +741.625593454428967750 000000000000000000000e+ 741. 625593454428967750000000000000000000000e +741.62559345 4428967750000000000000000000000e +74 20.500 - 0 . 0291 62559345442896775000 0000000000000000000e+ 741 .6255934544289677500000000000 00000000000e+ 741. 625593454428967750000000000000000000000e +741.625593454428967750 000000000000000000000e+ 741. 625593454428967750000000000000000000000e +741.62559345 4428967750000000000000000000000e +74 19.500 0. 0591. 625593454428967750000000000000000000000e+ 741 .6255934544289677500000000000 00000000000e+ 741. 625593454428967750000000000000000000000e +741.625593454428967750 000000000000000000000e+ 741. 625593454428967750000000000000000000000e +741.62559345 4428967750000000000000000000000e +74 18.500 0.185 -0.302 -0.262 -0.057 0.147 -0.147 -0.563 17.500 0.047 -0.099 -0.122 -0.070 -0.126 -0.268 -0.278 16.500 0.027 -0.006 -0.028 -0.031 -0.046 -0.060 -0.066 15.500 -0.037 0.016 0.045 0.046 0.037 0.035 0.010 14.500 -0.030 0.113 0.164 0.114 0.111 0.056 0.084 13.500 -0.124 0.088 0.385 0.057 0.083 1.028 -0.031 12.500 0.040 -0.067 - 0.384 -0.023 -0.125 -0.936 0.029 11.500 -0.014 -0.094 -0.101 -0.058 -0.023 0.032 0.004 10.500 0.010 0.066 0.068 0.032 0.045 0.050 0.089 9.500 -0.072 0.120 0.254 0.021 0.152 0.318 0.220 8.500 0.014 0.025 -0.144 -0.006 0.067 -0.496 -0.223 7.500 0 . 0251 6255934544289677500000 741 .6255934544289677500000000000 00000000000e+ 741. 625593454428967750000000000000000000000e +741.625593454428967750 000000000000000000000e+ 741. 625593454428967750000000000000000000000e +741.62559345 4428967750000000000000000000000e +74 J 6.500 i x . s M 0. 0121. 625593454428967750000000000000000000000e+ 741 .6255934544289677500000000000 00000000000e+ 741. 625593454428967750000000000000000000000e +741.625593454428967750 000000000000000000000e+ 741 6255934544289677 50000000000000000000000e +741.62559345 44289677 50000000000000000000000e +74 5.500 0. 0061. 6255934544289677500000000000000000 741 .625593454428967750000000000 00000000000e+ 741. 625593454428967750000000000 +741.625593454428967750 000000000000000000000e+ 741 625593454428967750 00 0 000000000000000000e +741.62559345 i 44289677 50000000000000000000000e +74 i 4.500 0. 0141. 625593454428967750000000000000000000 741 .6255934544289677500000000000 00000000000e+ 741. 62559345442896775000000000 +741.62559345442896775 000000000000000000000e+ 741 625593454428967750 00 0 000000000000000000e +741.62559345 44289677 50000000000000000000000e +74 3.500 0. 0331. 6255934544289677500000000000000000000 741 .6255934544289677500000000000 00000000000e+ 741. 625593454428967750000000000000000000000e +741.625593454428967750 000000000000000000000e+ 741. 625593454428967750 0000000000000000000000e +741.62559345 44289677 50000000000000000000000e +74 2.500 - 0. 0081. 625593454428967750000000000000000000000e+ 741 .6255934544289677500000000000 00000000000e+ 741. 625593454428967750000000000000000000000e +741.625593454428967750 000000000000000000000e+ 741. 625593454428967750000000000000000000000e +741.62559345 44289677 50000000000000000000000e +74 1.500 0.000 0.004 0.027 0.069 0.090 0.133 0.197 • 0.500 -0.003 0.105 0.165 0.189 0.211 0.250 0.314 X= 7.500 8.500 9.500 10.500 11.500 12.500 13.500 Y 26.500 -0.402 -0. 5261. 625593454428967750000000000000000000000e +74 0.003 -0.337 -0.464 -0.564 25.500 -0.210 -0. 3121. 625593454428967750000000000000000000000e +74 0.143 -0.231 -0.338 -0.440 24.500 -0.275 -0. 1671. 625593454428967750000000000000000000000e +74 0.125 -0.154 -0.223 -0.310 23.500 -0.136 -0. 1351. 625593454428967750000000000000000000000e +74 0.044 -0.043 -0.089 -0.173 22.500 -0.025 -0. 0241. 625593454428967750000000000000000000000e +74 0.119 0.135 0.081 -0.023 21.500 0.085 0. 0811. 625593454428967750000000000000000000000e +74 0.215 0.328 0.329 0.136 20.500 0.196 0. 1691. 625593454428967750000000000000000000000e +74 1.202 0.982 0.587 0.258 19.500 0.308 -0. 0251. 625593454428967750000000000000000000000e +74 5.060 3.443 0.708 0.137 18.500 -0.027 0. 1261. 625593454428967750000000000000000000000e +74 4.947 -3.245 -0.464 0.019 17.500 -0.188 0. 2111. 625593454428967750000000000000000000000e +74 1.071 -0.768 -0.324 -0.036 16.500 -0.006 -0.178 -0.577 0.284 0.057 0.053 0.167 15.500 -0.030 -0.032 0.082 0.060 0.217 0.486 0.530 14.500 0.020 -0.023 -0.080 0.575 1.581 1.558 0.912 13.500 -0.024 0.023 0.152 -1.227 -5.527 4.823 0.867 12.500 0.023 0.004 -0.054 1.063 5.807 -4.814 - 0.864 11.500 0.024 0.029 0.066 -0.458 -1.344 -1.221 -0.750 1 10.500 0.055 -0.017 0.035 0.563 0.394 -0.151 -0.409 9.500 0.028 0.130 0.187 -4.852 2.243 0.248 -0.277 8.500 0.109 -0. 2241. 625593454428967750000000000000000000000e +74 3.634 -2.897 -0.635 -0.288 7.500 -0.276 -0. 0991. 625593454428967750000000000000000000000e +74 L.255 -1.090 -0.677 -0.343 6.500 -0.179 -0. 1831. 625593454428967750000000000000000000000e +79 ).327 -0.449 -0.408 -0.223 5.500 -0.075 -0. 0721. 625593454428967750000000000000000000000e +74 0.177 -0.202 -0.155 -0.059 4.500 0.036 0. 0331. 625593454428967750000000000000000000000e +74 t 0.014 0.001 0.032 0.101 3.500 0.144 0. 1391. 625593454428967750000000000000000000000e +74 0.134 0.141 0.181 0.246 2.500 0.278 0. 1561. 625593454428967750000000000000000000000e +74 0.215 0.247 0.308 0.380 1.500 0.211 0. 3291. 625593454428967750000000000000000000000e +74 0.240 0.327 0.423 0.509 0.500 0.423 0. 5041. 625593454428967750000000000000000000000e +74 0.139 0.447 0.553 0.635 X= 14.500 15.500 16.500 17.500 18.500 19.500 20.500 Y 26.500 -0.672 -0.786 -0.895 -0.992 -1.071 -1.127 -1.159 25.500 -0.541 -0.642 -0.737 -0.823 -0.892 -0.941 -0.969 24.500 -0.407 -0.503 -0.592 -0.671 -0.733 -0.778 -0.803 23.500 -0.273 -0.372 -0.459 -0.535 -0.593 -0.635 -0.657 (- 22.500 -0.142 -0.251 -0.342 -0.415 -0.471 -0.510 -0.531 21.500 -0.027 -0.150 -0.243 -0.313 -0.365 -0.402 -0.422 20.500 0.041 -0.079 -0.165 -0.227 -0.275 -0.309 -0.329 19.500 0.042 -0.034 -0.100 -0.155 -0.199 -0.231 -0.251 18.500 0.036 0.002 -0.044 -0.093 -0.134 -0.165 -0.185 17.500 0.062 0.049 0.009 -0.041 -0.081 -0.111 -0.130 16.500 0.173 0.116 0.056 0.000 -0.040 -0.068 -0.085 15.500 0.333 0.181 0.085 0.025 -0.012 -0.035 -0.049 14.500 0.428 0.183 0.072 0.030 0.005 -0.011 -0.020 13.500 0.167 0.083 0.042 0.023 0.014 0.008 0.005 12.500 -0.101 -0.038 -0.003 0.010 0.019 0.026 0.030 11.500 -0.370 -0.146 -0.044 -0.001 0.027 0.045 0.056 10.500 -0.301 -0.167 -0.070 0.000 0.043 0.071 0.088 9.500 -0.228 -0.136 -0.051 0.022 0.074 0.108 0.129 8.500 -0.186 -0.091 -0.004 0.067 0.121 0.158 0.181 7.500 -0.152 -0.032 0.060 0.130 0.184 0.222 0.246 6.500 -0.070 0.047 0.139 0.210 0.264 0.302 0.324 5.500 0.051 0.152 0.236 0.306 0.359 0.396 0.418 4.500 0.186 0.273 0.350 0.417 0.470 0.507 0.528 3.500 0.323 0.403 0.477 0.543 0.596 0.634 0.655 2.500 0.458 0.538 0.613 0.681 0.737 0.778 0.800 1.500 0.593 0.677 0.758 0.832 0.894 0.939 0.966 0.500 0.723 0.817 0.911 0.997 1.068 1.122 1.153 X= 21.500 22.500 23.500 24.500 25.500 26.500 27.500 Y 26.500 -1.166 -1.147 -1.099 -1.022 -0.913 -0.772 -0.598 25.500 -0.974 -0.955 -0.910 -0.839 -0.741 -0.615 -0.463 24.500 -0.807 -0.788 -0.747 -0.683 - 0.595 -0.484 - 0.351 23.500 -0.661 -0.645 -0.608 -0.551 -0.473 -0.376 - 0.259 22.500 -0.535 -0.521 -0.490 -0.440 -0.372 -0.286 - 0.184 21.500 -0.427 -0.416 -0.389 -0.347 -0.288 -0.214 - 0.125 20.500 -0.336 -0.327 -0.305 -0.269 -0.219 -0.156 - 0.081 19.500 -0.258 -0.252 -0.235 -0.205 -0.164 -0.112 - 0.049 18.500 -0.193 -0.190 -0.176 -0.153 - 0.120 -0.077 - 0.027 17.500 -0.139 -0.138 -0.128 -0.110 - 0.085 -0.052 -0.012 16.500 -0.094 -0.094 -0.088 -0.076 -0.057 -0.033 -0.004 15.500 -0.057 -0.058 -0.055 -0.047 -0.035 -0.019 0.000 14.500 -0.025 -0.027 -0.025 -0.022 - 0.016 -0.009 0.001 N, 13.500 0.003 0.002 0.001 0.001 0.001 0.000 0.000 12.500 0.031 0.031 0.028 0.024 0.017 0.009 0.000 11.500 0.061 0.061 0.057 0.048 0.036 0.020 0.001 10.500 0.096 0.096 0.090 0.076 0.058 0.033 0.004 9.500 0.139 0.138 0.129 0.111 0.085 0.052 0.012 8.500 0.191 0.189 0.176 0.153 0.120 0.077 0.026 7.500 0.255 0.251 0.234 0.204 0.163 0.111 0.048 6.500 0.332 0.325 0.303 0.268 0.218 0.156 ' 0.080 5.500 0.424 0.414 0.387 0.345 0.287 0.213 0.125 4.500 0.532 0.519 0.487 0.438 0.370 0.285 0.184 3.500 0.658 0.642 0.606 0.549 0.472 0.375 0.258 2.500 0.803 0.785 0.745 0.681 0.594 0.483 0.351 1.500 0.970 0.951 0.907 0.836 0.739 0.614 0.463 0.500 1.160 1.141 1.095 1.019 0.912 0.771 0.598 X= 28.500 29.500 30.500 31.500 j •^, Y 26.500 -0.393 -0.166 0.043 0.132 25.500 -0.290 - 0.104 0.076 0.242 24.500 -0.200 -0.034 0.145 0.347 23.500 -0.125 0.026 0.196 0.393 22.500 -0.065 0.069 0.223 0.397 21.500 -0.022 0.095 0.228 0.375 20.500 '0.007 0.107 0.218 0.339 19.500 0.024 0.107 0.197 0.294 18.500 0.032 0.098 0.170 0.245 17.500 0.033 0.084 0.138 0.195 16.500 0.029 0.066 0.105 0.145 15.500 0.021 0.045 0.070 0.095 14.500 0.011 0.023 0.035 0.047 13.500 0.000 0.000 -0.001 -0.001 12.500 -0.011 -0.023 -0.036 -0.049 11.500 -0.021 -0.045 -0.071 -0.097 10.500 -0.029 -0.066 -0.105 -0.146 9.500 -0.033 -0.084 -0.139 -0.195 8.500 -0.032 -0.098 -0.170 -0.245 7.500 -0.024 -0.107 -0.197 -0.293 6.500 -0.007 -0.107 -0.217 -0.338 5.500 0.022 -0.095 -0.227 -0.374 4.500 0.065 -0.069 -0.222 -0.396 3.500 0.124 -0.026 -0.195 -0.392 2.500 0.200 0.034 -0.144 -0.346 1.500 0.290 0.104 -0.076 -0.241 ( 0.500 0.393 0.167 -0.042 -0.132 y h j BUILDING DATA: 4 Basic wind speed (3 sec gust) _ _ 100 MPH Figure 1609 Exposure 1609.4 A. Roof Pitch = 9.30 :12 Mean Roof Height h = 36 ft Importance factor I = 1.15 Table 1604.5 1) IBC 1609.6 SIMPLIFIED PROVISIONS FOR LOW -RISE BUILDING Height Adjustment factor A = 1.46 Table 1609.6.2.1(4) • 9.94 -15.53 -22.15 -14.08 (11.59) (- 18.22) (- 31.88) (- 18.22) 16.35' I t (20.49) _t := 37.8' _r_ e ON • 23.81 IN 17.60 - =43.4 (29.81) All forces shown in psf 8.6375 IIII (26.50) IN IN ` \ 4 = 38 y 4 = 100 f TRANSVERSE ELEV. LONGITUDINAL ELEV. 1 _ ' , .�': `. (26.51) 2a= 7.6 ft 10 % of least dimension= 3.8 ft �� 94.03 kips 40 % of the eave height = 11.5 ft 21.7psf 8 t 26.21 k 4 % of least dimension or 3 ft= 3.0 ft 19.2 psf>. 17.60 therefore a = 3.8 ft 10011 2a = 7.6 ft All forces shown in psf / 7.6 )t Example, from T- 1609.6.1(1) longitudinal for wail -7 iiiiiiiii horizontal load at end zone P = 15.8 X 23.81 (29 81) Height Adjustment factor A = 1.46 = 26.50 psf X PLAN VIEW Importance factor Iw = 1.15 FIGURE 1609.6.2.1, Main Windforce Loading TABLE 1609.6.2.1(1), MWFRS Horizontal Loads Vertical Loads Load Roof End Zone Interior r zone End Zone Interior zone Overhang Direction Angle Wall (A) Roof (B) Wall (C) Roof (D) WW (E) LW (E) WW (G) LW (H) E0H GoH Transverse 37.8 29.81 20.49 23.81 16.35 11.59 -18.22 9.94 -15.53 -10.56 -12.01 Longitudinal All 26.50 -13.87 17.60 -8.28 -31.88 . -18.22 -22.15 -14.08 -44.71 - 34.98. * If roof pressure under horizontal loads is less than zero, use zero Wind pressure shown in (x)cx) for End Zone. Plus and minus signs signify pressures acting toward and away from projected surfaces, respectively. TABLE 1609.6.2.1(2), COMPONENT AND CLADDING Effective Area for wall element = 10 Sq. Feet Wall, Interior Zone 4 = 30.22 -32.71 psf • End Zone 5 = 30.22 -40.37 psf IBC 1605.2.1(LRFD) U = 0.9D + 1.6W, W shall be divided by .85 or Kd IBC 1605.3.1(ASD), U = 06D + W, increase in allowable shall not be used. s, IBC 1605.3.2(ASD), U = D + 1.3 W, allowable stress are permit to be increased. • 2) ASCE 7-02, SECTION 6.5 ANALYTICAL PROCEDURE METHOD 2 6.5.12 Design Wind Loads on Enclosed and Partially Enclosed Buildings. (all Heights) MWFRS Velocity pressure 4, = .00256 K Ka K, V t Exposure C Roof Height h = 36 6-15 feet Exposure coefficient K, = Section 6,5.6.6, is obtained from Table 6-3, Case 2 for MWFRS Topography factor K = 1.00 Section 6.5.7.2. Figure 6-2 Directionality factor K = 0.85 Table 6-4 Wind Speed V = 100 mph Importance factor 1 = 1.15 Table 1604.5 cl,.= 25.02 K psf Internal Pressure Coefficient (GC = ± 0.18 Figure 6-5 for Endosed Bowling vt I Gust effect factor G = 0.85 Section 8.5.8.1 Pressures for MWFRS p = qGC - q (GC Eq. 6-17 Wall and Roof External pressure Coefficients C from figure 6-6 or 6-8 Wind Normal to ridge ( to 100) U13 = 0.38 hit = 36/38 = 0.95 8= 37.8 Windward wall C = 0.8 Windward roof C = -0.14 Leeward wail C = -0.50 for LIB = 0.38 Leeward roof C = -0,60 Side wall = -0.7 or Roof = Wind parallel to ridge (-I- to 38) bEt = 2.63 Windward watt C = 0.8 h/L = 36/100 0.36 Leeward wall C = -0.27 for US = 2.63 Roof C -= -0.90 -0.90 -0.50 -0.30 Side well C = for dist 18.00 36.00 72.00 -3.14 • -13.03 = 37.8 ' q t 4.60 = GCe 0.18 t 0.18(25.54) 27 57 ft 4 t 4.60 22.5€ 31)8 AS forces shown k) psf AS forces shown in psf 25.30 It 15 ft 20.31 tfi) 0 to 15 ft = 38 = P = (IGCs, - (GCd) Eq. 6-15 where q = q, for windward q q for leewani wall. We wall and roof @368. q, = for enclosed building @368. Roof 1 h = 36 ft Normal to Ridge .L to 100 Parallel to ridge to 38 Height Kr, qn C q • CI, Leeward wall all 1.02 25.54 -0.50 -10.85 -0.27 -5,86 Side wall all 1.02 25.54 - 0.7 -15.20 -0.70 -15.20 Roof ww - 0.14 -0.90 -19.54 Cole 18 Lw -0.60 -0.90 -19.54 1r518 - 0.50 - 10.85 ft 36-72 -0.30 -6.51 fr 72 Wind normal to ridge Wind parallel to ridge z. HL (ft) K, q, C p =q,.GC net waif p C p =cirGC net wall p Windward wall 0 to 15 0.85 21.24 0.8 14.44 25.30 0.80 14.4.4 20.31 20.0 0.90 22.57 0.8 15.35 26.20 0.80 15.35 21.21 30.0 • 0.98 24.58 0.8 16.71 27.57 0.80 16.71 22.58 36.0 1.02 25.54 0.8 17.37 28.22 0.80 17.37 23.23 • . / ' • r,..,::.....„,,,,,;.,.,‘....., :: , ... , ,.. : . ‘, . , ..i . I.,, , 4;3 i ' , ..'..;"'i '"...,', :::i,./. ;‘,J i i ,-.0 4 l i 4., • -7,..,c,, . 0 : ,..., ) I . \. v S, "7 ..," . ."4,. . a ---,,,,....„:„. ........ k tt,... „ _. ' - � _ , 1 .i • i 4 . 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' ' -- :-:iv • r. .. • , Duo to Drifting * 3 ■ . i', .....;.'t- - •-..:!.' - Balanced Snow Load c he I 111111111111 11111111111111111111111111111 i ,.._ A_ 1 • FIGURE 7-8 t CONFIGURATION .\...."/ TION OF SNOW DRIFTS ON LOWER ROOFS 1 4- i! ...- is-. . 4 f 4 / ., -1 .1.44..W fr 1,11A 1 - 01.....4 e. • r,....4,- -----ey •—f-----_____LL.... 2 r --4.1 , t . . 1 0 Z 0 r 7 ' ! 1 ■ :r% — a '-• 1 - i - ...--_, --- Et ( L-4,4 k f a i I m- 1 t ; I 4 — If f > 600 ft, use equation ra, • ---, .,, - • 0 •L' v \,.._:-/ i - 06 0 ft ,,........." g_ u- 1 8 — , ?2. 4 t V VI tq't i \.: j • 11, 11' , t___ „ -L, - • - ( --, ( ......., 200 /. _z_-- - 7 7 • s' la , : .. c ... CZ ' ....., el f ' e....1. ....,ke - ( ,;;:i• , = ...... a .= 100 kimei..t.-■)pAet *c . . - 2 1 . 0 , "1.7 '-F -•••••• /.... .4 ' 1 - 19 . 2 - , 0 .c i 6.... i5 ci ' --- - ti g ;- * '•1 7 . i - 1 25 ___........,_....__ „ . ,...• i.,,;., - - 7. 1 - 7 - r- p . X E ff - - • .. t — h = 0.43 VT: 1/ p 10 1.5 , : 1 • , 1 --, (7 I L i I 1 I 1 I 1 t-- i 0 20 3 i 40 60 80 100 : - - 4‹ 7 4 t • r 4 .,.,,,,, , , z p g , Ground Snow Load Obift2) • , I ' To convert lb/ft 2 to kNirn 2 , multi* by 0.0479. , i:, • _.. --7... ?.. f? — Pr l - • ,---, , c-- - 2, t L: d- tk ,:''..- N,_. To convert feet to meters, multiply by 0.3048. --' • e-i, - -,:"./- ''' ' r ...- , _ ., ,, Fla EIRE 7-9 GRAPH AND EQUATION FOR DETERMINING DRIFT HEIGHT ,t, , hd $ I _ . Minimum Design Loads for Buildlngs and Other Sauctures g f i I:0 • '; 1--- '• 4- , •4:-.. —_,--.......- ___ . .„...._ 1 . ! - : 1 1 • I 1 i -•-k" • • ; 1 , ..t<4 , - • ; ! ...... ,.. . . '..01 . . 1 kt" • ; . ; $ [ ! 1 • , . k - i ,. . • -,,, : ,:.? 1, 1 i -.''',, ■ : 11.'1'1 .:4.!.'"1;:. 1 • A r 1 , . kr +, s : ,'•,, I ! i.• ..R ,,,1 -4 m4 -,....:4-- 1 .i. I 'i i , „ -. .4. 1,, „. 4 .! ....., ...•',.. i .."'.' 4.. 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Y _• 1 _ I Ii Ira 15 • ir i � 1 ail — �!, + _ t40.3"OOl 1 1 1 ■ N 1 y ' v 1 a � s', 1 rI1 • 2 . 1 1 ,- i 1I ( •, i II ® n I j ' : :: 111 NNNNNNrIIN�N 1 i 1 i rof_ E i- - II , � i 1 �iir ii e _ m • _ r v r---. 1 H 401,3.00E 1 � -- - - ?_) i r o i i \ i — ( � 'jj �I1 1 �" 1 k eg 1 1- fill • . ,• WIWF1 By Date Client Dtivirioiem LpS Sheet 10 a t akd. By Description SLSLe Job Nto. Uldtkit 'IV ( f0_} 1 9~1 1.1,0S t. 41,7 rc7 / ..6u7 6 1y - • 1,74.1,)( 7 , s 0.54#42, r�g 9 X i.. 8 -� C H Date ~ •�J s . Client I i�L G - / Sheet _AL Chkd. By Description tit 1 '%3 of ---- Z r m.,1 ., Job NQ. 61/ (.11"21;) • iTt fritte.)61; ei 51,4 (:) 402 al/t. 6) : 3 * 3 4 2 .1 . � .' :ad - eirrm va ..aa..— — • 40 tot 3� 1 r 0 - 1) , tZ x, rs - , ' 0 1 4 — -• x 1 f'•cr g2 CI R '1 Ate +( x t -1- (5.!tztsx(a ) irt,..4)1/ - r t� r F ti- ill net x 0% = t 8..el' L- Ng 7 4.E,1? - 1 — 41 47 r / 8. is t.s-4,x( -7_.i. wi 2 -:-. 624, 1, i-v- t j :..... 1� g A ,.. 64 *P. .: 4 4 .3e-t- l v I .- 1 .. -., .7 i - PPP #2 --)11--vJ ,,-,- . • I qs -1 fa *) r • S d e 4 601.41 7 1,‘ # *fl ( J2)( LQI. =r i z-- --A9L1 1 c . „.„4,--1- t-pvi vt0.4_ 0 4 4. lit 41-0 ... .ONgor oopti!osaa ...., . I 4.9a4S . 4 )ua!10 ale° ito i 4117 . lam ItiiiP 1. 1$. 04'4 HMIN 9 . / . .. . • . , . . .._.... i P i ir.to• I 6.743. V 41' i 4 5 21 1V4V I q I i Plir I I 26 11111 iMi [13 g cl i e [ri 11 -› 11 [I-7 IP. i 0 i " ' ii 111111M111111.11111111111111111111111.1ralli . 51M11111 4 . , .... ,.- RI : 14 3 . 46 74 7-1- :- ! kl" 1111rIll 1 -: .' .-: -- 4 1 1 *.lt 4 i a rs., n . . I. -. 10 7 -- 0 t FA , l pg I c . -Ji Allk. AIL AIL • , _ I I...L..1 ,...4., • 1 I pl , 1 , o r • , 1 Vb. ' 1 ........■■ .......0 . 6 6 - t 0 . MEIMENNEEEREM 4 1F 7 EEMMEINIMIMP.ME i i .111/M ICO .. IMP) , 1 - 4 !- - - -'• .1Z , 1 If 3 . 11 1..v , 4 -.-.---{72 ------ 1.2 ----. Jilin 1 MATCH LINE 1 ----- -- — . I ir IF i 1 i _ 11 _______ c LI i V WI 7 _ ___ g X .. —1 1004-038 ............ 9 ._._„.:..,ii, + mx_._._...._._ ._. .® iiirii m r4 --,-,-- • Hz lir , • til4 1, p i :91 el L ! F i t'l I gl , rA ti .1 = M1.TF = A1 I■1 1 i 361 Mk . 412 Lill 9.a4 /I • pli== km= • : •=10 N"•'; Fr ! 1043-0:38 ‘ , 1 1".• i 3 row 11.1.- :: vii lir i Irk I 44 4 - 1 4 i ..--..,.. , i AIILI . 100-8.037 q • T a milmf, 1111111111111111111 : , EIIIIMI1111111 ___, VN ; I 1 NI 4 T:5 Es. t-s le ; 14 11 c Ni :ii 1 i 0 0 it h3 ' g5 fi 31' !=f io 3 A . . ...... - . ..' •• . : TAA,,, , o o o o 0 I . , 37. -2" ir-ir i 1 : ■ ■ . ■ ■ i ■ s l ■ ■ i ■ ■ ■ am .4ii I SEE SPECIFICATIONS I 100401 . I 1 I ■ i , ■ 1 I i v.,- .. ...—.. . , ' IL a , . ; rromri . ' E13:1 • 1' II ■ ! 1 ■ 1 4 i i __„._ i fl ..,.. [2K1 • 1 , i 0 Fn ,,p, 1 I iii, :/.1 1; Li! 1 i /111.00 10 150.9) 6.. ...,-.."-,...i. 6,....q....--,-,....1.-.......r..3.,..T.-....r.....1 EU - Ft .=....:_..-- 1 ■ :' ; i 1 I 1,00.9- 9 F ir 16 _______---11 ....' o It.:11111 00-1S- h , i It , , ,, ael...L ..., ,..,,, ....14.0a66 1..■" I EL M ' . k I - ..... ...... .,, , .1' . .. I i . . I ' : - • =I= 1 I • . " , ■ ' " ' ' STA' 1%1' ' - ' I ''. h . EL M ,0 Fri /lik ( .,,....,, .. • -.-."--. . ..._._ _,......i .....,_3..-... : ..: .,, , ..• , , 'Li. — r --....; j • - .0 1 ' • - V \ 1 " •:•;.`'•,,.. I 6 Aoorrictw. ye g r b t 1 00 1 • . \L -..' - 7.7" ''''" - __ : • ''' i . I '-'•-• SUROLE Wi REGULAR ii • • ' EUT1RE66 REAR EF . . i I • _ At n EL 102.00 , 4_ BELOW MMHG SLAB _0 1=0 YVATERPRODIRNO, BEE ...=. ARCH DETAL • ON IRIEET 11 AC"T" 5. al 14)430.407 In RIMERS VALI REBAR EF COHC PPE OUTTRESS ENCASEMENT (TYP) BEE BUTTRESSWALL OW WI ant ITYP) i WAIJ. 4 GIVCCIME 0 FOR RESARS BUTTRESS WALL— \ \ 110' i 1 la # 'War Y17 OWL .-.. I Fi 11 I ... • SEESiEET 1 00-6-011FOR . .7 . , BCC SHEET 101647 AND 100-6-38 ' f FOR ADOMOMAL SUTTRESS DETAIL • ' la . ........... • i • . . ' • •.'..'. IIMMII . 1 .j.• . :•:''' , .. ' - - ';-• 77 ""---" lifttail • I ... • • • SEE SHEET 1004014 FOR roonNo REBAR SECTION M • CO-13401 06033K ta 1 0....■..1 00-8.006 03.5011 ROM: 1.4 .P 00-84:116 BEE SHEET 103-6-032 FOR EX OR TERI WLAL ARO 81-AS WATERPRCOFING 12 , CO-6-021 LIM MAT. AND CRUSHED ROCK WOF00,10 MAT CALL.OUTS. 00-8-02T WWI" 411.1.4. BLUE 14•440.0 SUIWITTED BY — 4 1 am...2 . I-,. . ..J STRICTUAY. SREEE OF - 5. 4 .1,7 F I'''''' 'n4s Eua call T MA. _, MaTni51"Xi. r-116541---- ---°4F. MW H .„...— a wate? INFWAM FACFUTT INFLUENT PUMP SM110/4 orct tOD ; 47 1• . 14 F-ASUite I; EWER MUZATIS-ENIRIKTEVIAIDA ..,....... r' ,,,... ,.. PHASE 4 EXPANSION SECTION - F cAls: 11APR4005 I IT DESORMOR mom sc,LE acaeo. m ,c....L__4NIFFAra/tsKi—ro.-- ------- ..'" Moincts■ssecondElte .......... P r 110. 409, f: . ,. _. • „ . . l' •,\ . - . .' i . • ___/ I .9... ! ( 0 { XFOI i • i El j I .., .• - i j ) i iiiiiiiiiii = i I I ,• : I 1 i II - EL III4 3.3 t VII • , — --..■■■■■•■••=/.. - - .,i 4_ (>< I •Mil. - ' Iv El . . ,..,... • ..,,, ,.., -- . • W2OU3 WI GI .. 7 RRIE V CRANE SUPPORT : DG ELLAI.1). , 1 1 tti.: 1 i I , ... , ,:,,,,,,...,,, , I / ' • : ( ' I. ''',"2,ir.l.j.1.:." • 1 --------J . - , ■ ELALL__ • CNA ::: ' u "°"'"''''... :Z7:ffZ griti allip:=1:1113:121121F".""1111MIL .111.11.2.11MIUMBEI ./ .„ : .;•/. . . , ,....-,...,_.,._...._. ..... ..„., I ' .... 1 , - ...■ ;.. :::-.1 ri, ...., , kb, _...-- $ - to ER • ..,..... ' - 1E1E11 ' nffiL Ell Ill r.s.,./11/fitg 7- 1C''''''''''' 7x-: : : • • 1 /3 641, .4 trnRauP a 4. ...■ 1 , . 1 ■ ■ , 1 i a .1.... . I •-• , ....41/11110 - .,..- '' . . I-- 1 . . 72 " '. :' :•`:' • : :, .- es e II '''' Mil - . -. '' '-' •-• - AI''' . ::: ',. r- -•‘;'. ' ;1 '''' •''' '.'''-' '.:: s 4 t j. I e 4 k I I • ' ' " : -1 .. q'. '. - - r'" AT GRID LINE I . I / '... I. - -I -- - - -- - - all.W.1, .....-1 • ., - i 1 i ,=.... ...,.,.;., . . . • , [ " ri • ,, : , • , .„•..! „„„1/4 I .. op FY Wi /NAVEL • NOM : ALL BEAM FIGUR THROUGH BUTRESS . • $ Ilk' OLP IRASS IVA4ka ORID UNE I) /NALL • VERTICAL AM) RORGOFGAL.DAR .. . • I • • *.' • 4 REF sECT Ft1004436 FOR WM_ ovP) • .. . . • 4 DETAIL F.41 - I. ... , ; ;.. ...... 111.1111 .. . .....: . . , .. . . ' .. i • . 4 . . ... i ..i .....,..„..........■.. 17 b .......-.1 ...... ••C• .1'.2. 82 U.D. Ell l' r SECTION - 141 SCALE: X • • 14 . 004z0 • eaCo5ri L-:--....■ 00-94:05 1004-011 Vriti E EET 107-41-032 FOR EXTERUR WALL NM MAE WATERPROOFING 1., 1C0-8.0% aSsi MAT, AND NIU1311ED ROOI WORUNG MAT GAU.OUTS • S.:1'Y 100-8-021 . ' WIC 1C0-6427 amp tt-3,-ae I- IlLOWITEDITY .... — • —.---.—__-, 0 x I te:smon FIm ....1) STM.CP.IIAL PITT 4 i 1,...=-....4 DURHAM FACILDY - A ,,,,, ,,,,,,,,,Dou ii MMiliiiikeiiiii74) — u — redriRT. - - 1 - roi mw H ILMCOARAmx acumeze4ATE5 . ma musvic., CIGGLIWZLCI SferViCC5 INFLUENT PUMP STATION ._........- ______ PHASE 4 EXPANSION MEN CRAVOISI 19 secTrom - m PLAIL__A-A_PYM_0_5 I SIT I DESOMPTON ,,c, 70 so/n curcxeLJISFY20.m. ______ A- y - aFFEW'sigr.c, — ucaims - 174, — DAM ARFAIECTBASSOOARVE INC mo../scr m • 4909 '.. _ ...— I 0 C1/46) tu:REElI WALL i O y r� Pour W i , Tip '— ... Z. e n - ._.._r_ :z.::::::::::=::=::=:::_-.:.7::::::=::=::=::=::=::::::.7.:::. ; RuR'd' I ._ m A�r 1- 7 T ?rpi D 1 SIT) I . . __ — • y .CGtr� : L T . 2 TS.C. C . _. lI •. - -- 1/ I l l i l I - L . 1 - 1 I n 1 1 1 1 t i +1—'r` Q ■ i fl 1 II III11111 [J.11111111 i I i ; JJJ11LLk J-1.1 111LLLL∎ 1.11111LL a r I • ,1 i ' A,+O,i (TY?) El 0 . 1 C I.+J I ; I � I 4q OVA. INTO WAIL ; 1 �Il o'er) t•a b r 6 wIR1ES PROM t' ; 1 ` uT.ao TO 193-50 i o wL m To WALL zv �' . I I 1 1 1 1 EL VAgIEg PROM i t _ r _ , + ` r. ,� 167 Op 1'O IW.6D la writ. • TTV =1 I �, , V I iD TES 9, I mo ! I S(10w/u MP ONO/ r If I YRB TES p ! p f ) lLe , 4410 TERMINATE t5F Wµ1, II 0 1 i 6V 1• I I j � , r (Trv) ON, 866,6. W/ ovna RYV) . 8-0 i � 1 4 .:.C (TY� I , ` b ELT32.00 , C' 6• MI — I kir I 1 I II SEE SHEET+6p.ggµ i r . � FaR irr clL gam . REIHPORGEMEta scot wr wns(TYP) i lk il \ rEU,rm,! w ay R6 ®u MP) 1. ' , , ¢Inw aV IIIII 1111111F 11R0]6YRf ihl 6C L ° P.m. ... ��, DETAIL ) }tr ..r ,,. • . • �.4 FTHpRWpeEg PRpE�T � I . — — INIVUH MUlMUA41RET ,... •.. ,.. v DURHAM FAC ILITY M0 � : -. R ' ii[, IE g w h _ 11) tquelPIl C1eaIIWa[tr Services ANS INF LUE soe RAOa1+ RIC ° - °• PHASE 4 EXP ION N T PUMP STATI ° -- + 9 DEfAIt -7 OM. 1 14811+7m8, i - c Date f . 1 Client 1/t OVVV' 2-0 Sheet 1 of Chkd. By Description op j ( nrkrrit k? 6 Job No. p/054 -, 111 0 Fl ooR Igifr ° Hat ,) • (i.i t4 14. / 7 oci 1 Ivo 2 1 2 /61 (J1 LI, — • 7 u • 0 12: , r9c2Y = q c, cy 1 / . • \,( Q1 Q Q 0 3 O • • ', 7. s o i I ! 37' 2" ' ) w 7' 0" 17' 0" a 7' 2„ I d ° I I I 15_ I . a . I I i I I I SEE SPECIFICATIONS 1 E I J I i I 100 -S -049 • E I I I I I I • I I r 1 1 L I —!— — I ! I I I TOP OF WALL, EL 164.33 1 - J. "_ _.. _. -_.. _.._.._- ._.._- . I I I " 1 " . _. OP OF WAL I ?." I 1 EL 164.33 309 _ T 100 -S -302 � ��� 1 I i I I \ / _ 1 N! I i I - 1 , - - 1. \I EL 153.33 >< I "o I I I I I 3 12 (TYP) -i - - � r = 77 I �- ' I I I I - 1 ! EL' 100 -S -302 i - • _ r sz' i r - - 151 VARIES FROM • "00 TO 150.50 . , U I U 313 I (T YP) I [. - I I 1 1 100 -S -302 — — I I I I , 206 I � .; , (� 114". ' 'µ } 1 -S -201 I M i° :� I "'� '� °s ... r I EL 132.b 1 _ I 1 I . I 1 I . I 1 � .: _ I _ _ _ 3 w • 1 In EL 117.00 . vl'i ...}• # "Y L- �+ -1 t1 } Y'. \'' . ": 1 <I r I EL 117.0 1 .- //� w w I' I € f f - -, f ; -11 L sirxa• - -1.4".1,. J 6 I 3 1 • 3 " -I: 1: g 100 -5 -048 I ° a \ I I :A.:" . , . .. «......0 II I � : ° ' ' ••r -... 4_I ' " F` w LL • h @O I .- —, 1 .., :•.•.I .._ .. 3 i ! SADGITIONAL #9 @B" �Q - '— 1 l-- " - BUNDLE W/ REGULAR - 3 - � n 3n n n I n n 6n -�")9n — _ BUTTRESS REBAR EF @,9 • n�n*n �nilt4n EL 102.00 A�� � - BELOW FOOTING SLAB • I g' ? i I WATERPROOFING, SEE EL 102.00 • I - -- / ADDITIONAL 8 - #10 @ 6" CU • ARCH DETAIL 9 ON SHEET BUNDLE W/ REGULAR - 100 -GA -007 BUTTRESS WALL REBAR EF � I a Q CONC PIPE • • a' w 3 BUTTRESS ENCASEMENT ( E O WA (TYP) SEE BUTTRESS WALL 3 w a � � z ' " @ GRIDLINE 6 FOR REBARS BUTTRESS WALL O w /// #9 @5" W! DWL (TYP) ' #1 @6" W/ DWL \ • e $ o O . • �O h in m Z u A SEE SHEET 100 -S -041 FOR SEE SHEET 100 -S -37 AND 100 -S -38 m . ADDITIONAL BUTTRESS DETAIL FOR ADDITIONAL BUTTRESS DETAIL - 3 1 EL 78.00 - • ` - 0 .. .-.. " ., • ` "* ':' SEE SHEET 100 -S -044 FOR FOOTING REBAR SECTION I F I S` (RED PROre: ii 100 -S -001 08035 YE � r It 100 -S -006 �• ^ 100 -S -011 NOTE: "�, O 46 OVN 100 -S -016 SEE SHEET 100 -S -032 FOR EXTERIOR WALL AND SLAB WATERPROOFING, 1.-9,., t p 22,'"),,r4 100 -S -021 CLSM MAT „AND CRUSHED ROCK WORKING MAT CALL -OUTS 4 f FO Y 100 -S -027 SCALE WARNING SUBMITTED BY - EXPIRES: 1� - }i.05 0 1 4 1 DESIGNED GLEE STRUCTURAL SHEET OF Z IF THIS (PROJECT MANAGER'S NAME) LIC NO DATE 'c I W H DURHAM FACILITY INFLUENT PUMP STATION �' =i' -0• DWG: 100 -S -036 °p DRAWN TMA N ASSOCIATION WITH: CleanWater SerVIC2S THEN MEASURE 7” SDUIERASSOCIATES - ENSR INTERNATIONAL PHASE EXPANSION THEN DRAWING [S M FORDHAM our c„.nm■■m,°, I, .I,,:. SECTION - F DATE: 11- APR -2005 REV DATE BV DESCRIPTION NOT TO SCALE CHECKED (COMPANY OFFICER'S NAME) LICENSE Na DATE ARCHITECTS ASSOCIATIVE INC - 4G:6 PROJECT NO.: 4969 • • G I . 4 O 70 3 - -4 ,.- -\ °o cc a I I I 14 o I I 100 -S -056 I I I A F1 VARIES Iil 111 . E H I EL 164.33 ____ ,...,...._... .:.,.:,,,,,,.: ri W21 X68 W/ C12X20.7 BRIDGE ' ~-- _� I - _ I CRANE SUPPORT BEAM E r I I i [ I __ - — TIT I El 144.0 ^ i ao EL 137.00 i ! I �,----0-,-- .. R...; t :I '�t 3 i ,. pi - - - -i %- 0 - C:e, - y _ .tau.; _t ,F, , r •:.4ti�s•;} p •_7,___ • _ • _+p ""•7 o - .._......._. _... �= l ' .� EL 132.0 T 1 • 1 1 * 0 saa�a • I'. I I ! I I • ' - -- -- -- - -. -.— L ._• 11 I I I x_11. 5 - #9 EF — - -'- -' -- --'--- - -- - L ; _` • r = = i��f3_ F R EL 117.0 / 3 F -, • s t _. I I 1 / 6 #10 #4 STIRRUP @6 a. . t Ifl 1 I / I I I / �i st I U Pi EL102.50 -- -- _ -- -, I . 0 // I o // ADDITIONAL 8 - #10 6" EF I�� \ ;O '�'�'� �.. - _i P - P N BUNDLE IV/ REGULAR • 1 1 I /{ BUTTRESS WALL REBAR ( #4 (TYP) ° o 1 0 ,1 3 , 1 Tj AT GRID LINE 1 4- #9 EF ICS I // m I I I // 1\ 6 #9 i - - m' I I 1 I 5 - #9 EF W/ DOWEL NOTE ALL BEAM REBAR _ I I BUTTRESS WALL AT GRID LINE 1 L II II I// I 4\ THROUGH BUTRESS °„ • • _ I �� �� // * VERTICAL AND HORIZONTAL BAR) WALL - ; • • • // SEE SECT F /100 -5 -036 FOR DETAIL (TYP) II t7 r - -- - - _ i ' .. • -• ! 11 II __ !/�� EL 7800 DETAIL 11M I. • ' - • I, SCALE: �§ " =1'- 0" I: • • 3 1 ,. • • _ it • i. I U H 0 62'_0" 4'_2" 12'_0 100 -S -055 f SECTION. I M 1 .\<EDPRO *f LL - SCALE: " = 1' -0" 100 -s -001 V� O8o35P E r fT�`'y 100 -S -006 8035P . NOTE 100 -S -011 SEE SHEET 100 -S -032 FOR EXTERIOR WALL AND SLAB WATERPROOFING, '� oaeaota , 100 -S -016 CLSM MAT, AND CRUSHED ROCK WORKING MAT CALL -OUTS 4 -,, , ,, 4.7 22 \9 r 100 -S -021 - L 100 -S -027 f F p SOP SCALE WARNING SUBMITTED BY - EXPRES: t2 -1t -OS 0 �, 1 DESIGNED C LEE \ _ STRUCTURAL SHEET: OF AS NOTED IF THIS BAR DOE{S TMA ( ?ROJECT MANAGER'S NAME) LICENSE NO. DATE MwH ` �\ DURHAM FACILITY • INFLUENT PUMP STATION °iNG 700 -S -042 DRAWN IN ASSOCIATION WITH. Clean "ater SetVTCeS -, NOT MEASURE I" SOUIERASSOCWTES- ENSR INTERNATIONAL PHASE EXPANSION THEN DRAWING IS ��. er it er SECTION - M DATE' 11 - APR - 2969 REV DATE BY DESCRIPTION NOT TO SCALE CHECKED M FORDHAM (COMPANY OFFICER'S NAME) LICENSE NO. DATE ARCHITECTS ASSOCIATIVE INC . PROJECT NO.: 4969 • ---.17,—: -- '94' . .. • ROOF LOW 16.. (6) _ _ 1T-0 " ...... 1/ ? " . a 8 .,, rEAL,_.....• ii ROOF HIGH . _ . _ . . _ . 3 . _ . . _ _ . - .. .. _ . . ii POINT 1.50 ._. . m ;TOP OF WALL EL 164.33 • N. , 2- #9 • r POINTEL 162.50 ---_, 1111. 11 . _ . ,,.11,____ 11 ( . .. --..\ . CMU SCREEN WALL ) 4-#6 cs,/ • TYP) .... cc •?c ;,/ . • ,... 4 0110 1 1 1 1 1 1 , I ,,,,,,,,,,,, ,,,,,,,,,, . 11! ( • 4/ JJ _I -lilt L 14 LI— __IJ J 1 .I. I. J_ L LI_ _Iiil_l J 11 ..t. 1 L L or) g • a rs- a ir . , it lir , . 75 . • 11 11 . ._.1__ -.1#.. • (1ryp) 307 ii S- 48 (TYP) II 2- #9 II 'A II . 4 1 #5@12" (TYP) 100-S-301 #4 S "RUP @ 6' II S-148 . ■ .1 ir I I - . q -AI 4-#9 DWL INTO WALL II II I i 111 II II 6 4•-6" (TYP) II t-0" ' . Eo E . s #6@12" EF •-•••• . • I II I W/ OWLS 11 2-#95F II II 41,816 11 6" 2-#6 II #1 • 4 T IA II 1 1 i I: EL VARIES FROM . i 4-#9 OWL INTO WALL 1111 110 I 1 1 I 151.00 TO 150.50 III EL VARIES FROM ,• r151.00 TO 150.50 ' vi @12" -#8 (TYP UNO) p 1 1 i I h.. Al 3-#7 6, " 1 #5@4 3 kii 10 1 I lir? .m. i i' ......... im. ...... ...m. • IN; . . - - • - • — - - • - lail d I , Casta.m.. Ono rmania '''`Vil .4111 I 111 ■.....a...,. m I M ar l Mit 1111111 #4@ 6" i STIRRUP '/,, t (TYP UNO) Al 110 2-#6 EF .-.I 0 . . Ill -' • • . V #5@12 #6 T&B (TYP) #4@12" VIM I I M I I A 41 8-89 • ' • . .. . . 4.■-• 405 6 , 1-6" 4-#10 ANCHORED #4 @ TIES @ 12" 4 8 • ■ . 1•-0" INTO WALL (TYP UNO) - —3-#8 T&B Z-6" 4-410 TERMINATE c9 1 .--.—.- @ 3" FROM FACE . . OF WALL (TYP UNO) - - I . - - - - - - - - ii 59'-4" • . 0 '' • 0 ' • 1.1=C1 • rillifI • #8@6•• W/ OWLS (TYP) #8@12" (TYP) 1 • - • • PI 2:7 . . b, 16 IN 1,0. #6@ 8" T&B (TYP) 6" I 206 100-S-201 O. 1°1 ' 0 . . II . EL 132.00 _ . . li • EL 132.00 I - . _ • '221 I 1=11 I . IIK7. -•-•'' . . t__,. .. • - . . SidinNomor • - • ., . • • • . • . - • .. • - ... - .. . - : .: - . . ..•'. IEM ....... -- E• ---..._ _ _ . : . . 2 . ° • _ .._ • '1 ' EN ' • I • III • .. -. . • . . .1 IL ...___ _. . - - I • • _ . , _. --- SEE SHEET 100-S-048 2.-0" FOR TYPICAL BEAM REINFORCEMENT . I ji • . . 411 I - 1 8_ - , #8@6" W/ OWLS (TYP) CF. i el . 1 . • #8@12" (TYP) . • I • g , • .,, I (TYP) ' 1111:0 7■3 /, #9 @ 6" 3-• . #8 @ 12" (TYP) .. - . . -...... -....° ‘ - . Sc, . a . i . 1 : S' I ' - EL 117 00 ; , EL 117.00 I 1 DETAIL I ■■ 7±) ' I . f 1_ . . ----- , ----------------------------- Li . • , .1.! it , - iT ------------- ------------------ - I kt ORCOON , \,. -- I 7 T 1 4 ;7, 9 7 • . 100-S-036 4-1 4. e F 0 - 9.')'s EXPIRES ON SCALE WARNING , , )•• SUBMITTED BY . — -N STRUCTURAL SHEET OF , . - 0 li I DESIGNED • DURHAM FACILITY • : ±-. 1i,- =1-0" IF THIS BAR DOES DRAWN - (PROJECT MANAGER' DATE S NAME) LICENSE NO. ' nn w H INASSOCIATION WITH CleanWater Services INFLUENT PUMP STATION owc 100-S-049 5 NOT MEASURE 1" SQUIER ASSOCIATES - ENSR INTERNATIONAL PHASE.4 EXPANSION - - DETAIL - 7 DATE: 11-APR-2005 THEN DRAWING IS ARCHITECTS ASSOCIATIVE INC • ) REV DATE BY DESCRIPTION NOT TO SCALE CHECKED (COMPANY OFFICER'S NAME) ' LICENSE NO. DATE PROJECT NO. 4969 • x M H. t -ta ' B Date Client 9l1 VIA AKA t p S Sheet of Chkd. By Description L, > A. • t t a Job No. M 1D-try c G",r / S IA ' 0 Lios.b ,li of tkd r gX2.77= Li4 . a b w`t` 4,c 4x.,14 _ o-ht 3%7 ''1"' 6., L,L. = `i xi 2 4. 1,16 f J J (0 FrovitAtAkoaki lAsifr— b* T q LKI\Al �'" r Sr*' --=;. 1g 68 4. laiti 1 4 7 1.1711 , 4.4 - 0 ; p • • •••••■•..... Rev Job No Sheet No • p ,, 1530575.02015 1 1 Soft PeaInfluent Pump Station 1 ware licensed to Mont0omeiy Watson ham Job lino Durham Facility Phase 4 Evanston R° Section I-I li eY RMM pall:VI 7104 crid cii" Clean Water Services 111111111111.111111F 12-Dime SG-2004 19:12 '• 1/ME=Ms ... 1 • 11 M 1111111 1•11•11•111111MIMIII -....... . ... .. ...... - ..--, - -...-. ...... .......- '1 11 • 1 1 , 1.0T8 ' ••‘••••-• II • ' \ ; 1 7 4 . 1 1 ^ 4 ' '•'" ,1 \ I /epade;1., 1 ne4:( 1 v r . : A., f; ,: V 4 ty 4 i • ,, ,‘ sqo , 1 o v e c .,00, atie ' 0 ' '''t -,'"' ( • , ,. • •• 1. 214 ft ( */. • 't :r ---- -""" — `• e*? itet .?, 4"' c 4, v ‘ yt a ,,1 7 :11 • ,.., Ok,4 /Z ? III• v• i .18.6 1 i 1 • .111.6ft 1' M.1:: ' ,"'''$.4t,4,e ;1 ... .1 41 — A 111100; A ( - L.! ii - ---- ,' 1' 7. ,-,--- — • -- ..- # ) 1,1 7 7 . INI r t L, , • N i. eflift w 16ft -,..) tat I l i Li ---- .c1 l' 0 pir (IA 1 lill / .1 v : - : - ..,.Tit imi - iminia Nur. A P...v.. ..111 ----.. . ...:::,... ..... -- 4.41 fill/ .,,,.......,,, • iv, 7 7 ar V \ot1 •& .,...,.__...,... 1 11 2,17.. n104711 ,...,--" " v I e of.: "....,,, :2 .14.5 ft at er, 7 I ' . ‘ e,.. ' \ i''''' i ; • Ilk - Z.V23 .1 • . .f...= ..:•••%, A C I '- . •'''' k Cf X (' i . 0 m = .-- -- - ,-. ---_-4 -. . / - ,..)---- Al ii .. 41 , : Is... 7 7 AM" ,...."'. % \ki; / 0 ■ 1 i • MOW 41111111 ,/,`"--' .156 --.. IIIIMII Vri oo," • C ' , . *1 ' I Mi . ft 9-. '1i 912244 ft ----117----@A ('...„..,... k 1 Load 0 : Shees3Q436/113ingrtii1isplacerrient . ilinffililitt ‘ , 1 1.' 11 v, r etr - II.. /' I "' ... k .1,61:001:101:, ti,,,itt i p . , _ .,.. 51 t_. I V 1 e H. ap-Z ■II.. ; ... ,iiii El i i i 1.• ', • „ • ,., , • ,„ ,.. • . -; . P, .' • . , r • ". '''''' - • •#/i 2222 ' -4 Ze::, , P15rtAZZ , 422223 \----',.., i'qlq-k/ ,..,-' il nr Willi i Of 4- ii Pfirit Time/Dale: 18112/2004 18:31 STAAD.Pro for Windows Release 2003 P i - ' Print Run 1 c4 I 1 t : . NIWH _rim # 13 MONTGOMERY WATSON HARZA Date: 18 -Dec Client: Durham Designed by : C LEE Project: IPS Descriptioi PS below Grade NORTH walls @ CL A, B & G, AND BETWEEN CL 4 TO 5 Checked by : Wall Reinf: Exterior walls @ 5B -5G & 4B -4G ( El 78.00 to 132.00) Reference Sect J Design Parameters M = Computer Output (See Attached Diagrams) m = f /0.85 *f 'c m= 17.65 • Rn = M (cp * b * d2) 0= 0.9 p =(1 -(1 - 2 * m * Rn / f / m f'c= 4,000 Ipsi d= t -d' f y = I 60,000 'psi As- r id= p *12in *d A = (200 / f * 12in * d As -max = 0.02138 * 12in * d M t,,, d' d A s -req'd As -min As -max As.gov s- actual ft in in in in in in in USE Spacing in2 Exterior N Wall (member 60) outside face N (el 78 to 102.5) -- --- . /,,� , 571,667 , 137.00 , 2.50 J J 134.50 1.12 1.49 34.51 1.49 L # 6 6 in j 1.57 in ^2 1 75/15 = 671.67) Provide #11® 6" ._xterior`T t lf'r lember 60} inside face 325,333 ; 137.00 2.50 ; 134.50 0.54 0.72 34.51 0.72 # i 0.88 11 (4879.52/15 =325.30) Provide #1110. 6" Exterior N Wall (member 62) both face (el 102.5 to 117) 224,067 50.00 i 2.507, 47,50 1.07 1.42 12.19 1.42 # 8 016 in J 1.57 inA2 Provide #9 @ 6 in Exterior N Wall (member 691 both face ( el 117 to 132, A5 to A6) 116,200 ,': 123.00 2.50 j 120.50 0.21 0.29 30.92 0.29 # 5 0112 in . 1 0.31 InA2 Provide #9 @ 6 in Exterior N Wall (member 65) both faces ( el 132 to 150.5, A5 to A6) i 117,200 , 24.00 i 2.50 7 1 21.50 1.27 0.86 5.52 1.27 #8 @ 16 in 1 1.57 inA2 ' Provide # 9 @ 6" Shear T( inch) Vc Vc (alllowable) � 1. Member 60 j 114.6 'k 137.00 0.082 ksi 0.108 OK ,.,(1719.25/15 =f 14.6) 2. Member`69 - �T , 26.66 i k 123.00 0.021 ksi 0.108 OK , . ` _ ,, :35/15- 26.66) durharn wall -.xls 1 of 11 4/19/2005, 1:06 PM M1lVH 1 0440 �--" MONTGOMERY WATSON NARZA Date: 18 -Dec Client: Durham Designed by : C LEE Project: IPS Descriptioi PS below Grade NORTH walls @ CL A, B & G, AND BETWEEN CL 4 TO 5 Checked by : ACI 350 Shrinkage Requirements When t = 50.00 j Ashrinkage = 0.0030 b * t / 2 = 0.84 in ^2 # 9 @:12 in 0.99 inA2 Ashrinkage = 0.0050 * b * t / 2 = 1.50 inA2 # 8 @i6 in 1.57 in ^2 When t = I 24.00 ) Ashrinkage = 0.0030 * b * t / 2 = 0.40 in ^2 # 6 @12 in 0.44 in ^2 Ashrinkage= 0.0050 * b * t / 2 = 0.72 in ^2 # 6 @'•6 in i -- 1 0.88 in ^2 ACI 350 Crack Control Crack anlysis 1 ( member 60 ) M = Service Moment = Ult Moment /1000/ 1.40 479.76 ft -k t = Thickness of member r= EstiotiVaisigdn C = Cover of reinforcing < 2.0 in - _ in Bar size Spacing = N = Number of bars = 12 / Spacing = 2.00 . -.` .• ,, bars d = Bar diameter = 1.41 A = Area of reinforcing provided = 3.12 in d = Depth to reinforcing = 134.295 in d�= C + / = 2.705 in lculate Cracking Coefficient y = Location of C.G. of cracked section ( from compression fiber ) y=( n As+(( n* A ) +4 *(12in /2) *n *A *d) /12in = 30.82 in f = Computed flexural stress in tensile steel at service loads fs= Ms /(AS •(d- (y /3))) = 14.878 ksi • A = 2 * d ` 12 = 64.92 in2 A = A / N = 32.46 in Z= fs *(de *A)i13 =I 66 1k/in ok For extreme exposures: z <95 For hydraulic structures: z < 115 For exterior exposure: z < 145 For interior exposure: z < 175 durham wall -.xls 2 of 11 4/19/2005, 1:06 PM MONTGOMERY WATSON HARZA Client: Date: 18 -Dec 4=,] lient: Durham Designed by : C LEE Project: IPS Descriptloi PS below Grade NORTH walls @ CL A, B & G, AND BETWEEN CL 4 TO 5 Checked by : Wall Reinforcing: N walls (Elev 78.00 to 132.0) Design Parameters M = Computer Output (See Attached Diagrams) m =fy /0.85 *f'c m= 17.65 Rn= M„ /(0 *b *d2) 4= 0.9 p = (1 - (1 - 2* m * Rn / f /2 ) / m f ' =j 4,000 Ipsi d = t - d' f y - 60,000 i psi As -regd = P * 12in * d As -min = (200 / f * 12in * d As -max = 0.02138 * 12in * d M u t W d' d A s - reced As -r n As -max AS-ga+ USE Spacing As- ac,uai ft-lbs in in in in in in in In walls member 59 exterior face ( et 78 to 102) 434 j 50.00 i 2.50 1 47.50 2.10 1.90 12.19 2.10 # 10 @ j 6 in -- _ ' 2.45 inA2 Provide #ii @ 6" is member 59 interior face t el 102 to 132) 245,267 •` 50.00 L 2.50 I 47.50 1.17 1.55 12.19 1.55 # 8 @ j6 in 1 1.57 inA2 Provide # 8 @ 6" walls member 61 both faces (EL 132 TO 150) _ 1 374,333 50 1 2.50 j 47.50 1.80 1.90 12.19 1.90 # 9 @ i6 m 1.99 inA2 Provide # 10 @ 6 in When t = 50.00 l Ashrinkage = 0.0030 * b * t, / 2 _ 0.84 inA2 # 9 @l12 in j 0.99 in ^2 Ashrinkage = 0.0050 * b * t, / 2 = 1.50 inA2 # 8 e 16 in 1.57 inA2 When t = 24.00 I Ashrinkage = 0.0030 * b * 1 / 2 = 0.40 inA2 # 6 4 in 0.44 inA2 Ashrinkage = 0.0050 * b * t / 2 = 0.72 inA2 # 6 @ [ in 1 0.88 inA2 Shear sr = ' - _A -1/ t( inch) Vc Vc (alllowable) f 1. Member 59 .. 48.25 lk 50.00 0.095 ksi 0.108 OK ,, taken @ "d from support ( " pport and divided by 1.3 for shear per ACI 350) 2. Member_ ` 29.24 61 __.Jk 50.00 0.057 ksi 0.108 OK ` t (taken @ "d` from support and divided by 1.3 for shear per ACI 350) - durham wall -.xls 6 of 11 4/19/2005, 3:48 PM t ia . .. „. Y - '..”' : -- —,' 7 - I - • ; .0''.`„ ..... -;' '. - --..,,,,•- --- _ , __:„--f- -- — ....., ---, . . , iri A•1:: • _ .,.-• •;i::.:-i- - i; . ,, Mg:: ,00.,fIz •": ,- - ( . • r 4 : ,; 1 . . { ----- . --- ' . Job No Sheet No , ,ev 1530575.02015 1 I: ' - __--_-_____.-----------. - - - • : P al Influent Pump Station j_--- . _ . B Section J ------- - By RMM /1 9/04 I ; ,—,.. . '.. FII° Durham-Section J.std Date/Time 06-Sep-2004 09:50 MOINMENII■ I • fl - ter/ledt itUttirlt , / ,• ' i / / U „. „ 44or in kovv(- dit:ar \I 3° •.. 6' .,.,,..............,...,---.' .,.. hyttrii h A 44 (414e/ a . , . . , . . f , lkD -titi 014,44„0_,, . 0 ,. • 1 . . G4,61- • , FN. ( 11 ■ '1 - t • - - - ---. 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