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Specifications (5)
60 2Gc' S___ ex) () CC. 7 Site Address: /5o S(,) g6 , . Building Division Transmittal Letter TIGARD DATE RECEIVED: TO: U fir , 'A ffr, . I t ' DEPT: BUILDING DIVISION ' 1 SEP 1 ; `. 2006 O FROM: ( S J�GIi(�t �� a , , - COMPANY: ( I /� ' I h g 7 �� . I P \' HONE # .: (),3 .. �`-1 7- U ! 3 c By: RE: it . 1 _ J • ` T ef/ (Case number, site address, etc.) �� I . 114 :�i'_�' it 4 . Jl1 P • (Pro'ect name or subdivision name and lot number) ATTACHED ARE THE FOLLOWING ITEMS: Copies: Description: Copies: Description: Additional set(s) of plans. Revisions: Cross section(s) and details. Wall bracing and /or lateral analysis. Floor /roof framing. Basement and retaining walls. Beam calculatio Engineer's calculations. Other (explain): F 1/�r' (,( l/uJ 4 .� a REMARKS: .� . ►� 1f Y _ r . �" .' '/ FOR OFF CE USE • ► LY Routed to Permit Technician: Date: 7024 el Initials: Fees Due: Yes • • No Fee D crip ion: Amount Due: //,,A6, bi(0 $ � e _ / / ix , S $ $ $ Special Instructions: Reprint Permit (per PE): ❑ Yes ❑ No ❑ Done Applicant Notified: $ c Q \r Date: 9 -- ,...,2_." - j ( Initials: �_ _ I: Building \Forms \LetterTransmittal.doc 03/06/06 Oop MILLER Consulting Engineers LETTER OF TRANSMITTAL 9570 SW Barbur Boulevard, Suite 100 Portland, Oregon 97219 -5412 PH: (503) 246 -1250 DATE September 26, 2006 JOB NO. 050230 FAX: (503) 246 -1395 ATTENTION Brian Blalock TO RE: Durham Facility Expansion City of Tigard 13125 SW Hall Blvd. Tigard, OR 97223 WE ARE SENDING YOU, ATTACHED Via ❑ FAX ❑ US Mail ® Customer P/U ❑ Courier COPIES DATE NO. DESCRIPTION (1) 9/26/06 Set of shop drawings stamped Structural Review Complete dated 9/25/06 - returned (1) Structural plan review #6 (deferred submittal #3 only) THESE ARE TRANSMITTED as checked below: ❑ For Approval Er For Your Use ❑ As Requested ❑ For Review and Comment REMARKS COPY TO file SIGNED: Raymond Miller; hlm Item Drawing Submittal Item From Contractor's Accepted by Accepted by Comments Number Contractor Submittal No. MWH City of Tigard Deferred submittal 2 Drawing 000-04-002 Provide calculations and details for connections 54-06 Details 1, 2, 3, 7, 9, 11 of materials noted. .M •. Details 1, 2, 9 Precast Architectural 077 No No Received from Contractor and rejected. Concrete Detail 3 CMU Veneer 038 No No Received from Contractor and rejected. . Detail 7 Parapet Flashing Detail? Roofing Details 11, 12 Stud Framing 063 No No Received from Contractor and rejected. Deferred submittal& 3 Drawing 000-0A-003 Provide calculations and details for connections 6-05 ' Details 1, 4, 5, 5A, of materials noted.Material provided is 6,7,9,12,13,14, and 15 inconsistent and does not meet minimum code I wind load requirements. Submit calculations and � - details for louvers. NOTE: Skylights and wall _ panels completed 5/15/08. . / „ J Di� - Details 1, 4, 5, 5a, 8 Lowers 074_ Nib - - ' No-"'' Received from Contractor aril iejeLted7\ f'✓- / Details 7, 9, 12, 13; 14'15 Tnansluoenit Sandwich 113 Yes 5/10108 - Yes - 5/15/08 - Complete as of 5/15106 Panels Windows and Wight) Details 1, 5a, 7, 9 CMU Veneer 038 No No Received from Contractor and rejected. Details 8, 9, 12, 15 Precast Architectural 077 No No Received from Contractor and rejected. Concrete Deferred submittal 4 Drawing 000-0A-004 Provide calculations and details for connections 5-6-05 Details 1, 2, 3, 4, 5, 6, 9, of materials noted for louvers. NOTE: Skylight 10,12 and 13 and wall panels completed 5115108. Details 1, 12, 13, 14, 15 Translucent Sandwich 113 Yes 5/10/08 Yes 5/15/08 Complete as of 5/15/08 Panels (Windows and Skylight) Details 1, 2 Metal Wall Panel Details 3, 4, 5, 8 Overhead Coiling Door 018 No No Received from Contractor and rejected. Details 9,10, 14 Door Frames 041 No No Received from Contactor and rejected. Deferred subrntttal5- 5 Drawing 000-OA-005 Provide calculations and details for connections 6-05 Details 4, 6, 7A, 7B, 8, 9, of materials noted. NOTE Skylight and wall 10.11. 12. and 13 panels completed 5/15/08. Details 4, 7A, 7B Door Frames 041 No No Received from Contractor and rejected. ' Details 8, 8, 9, 10, 11, 12, Translucent Sandwich 113 Yes 5/10/06 Yes 5/15/06 Complete as of 5/15/08 13 Panels (Windows and Skylight) Deferred submittal& 6 Drawing 000-0A-006 Provide calculations and details for connections 6-05 Details 1, 2, 4, 6, 7, 8, 9, of materials noted. 10 and 11 Details 1, 4, 5, 8, 7, 8, 10 Roofing Details 1, 4, 5, 8, 7, 8, 9, Metal Flashing 10, 12 Details 2, 8, 9, 12 CMU Veneer 038 No No Received from Contractor and rejected. Details 1, 2, 10 Precast Architectural 077 No No Received from Contractor and rejected. Concrete Details 4, 8, 7, 9, 12 Metal Wall Panel Deferred submittals- 7 Drawing 0004A-008 Provide calculations and details for connections 6-05 Details 1, 2, 3, 4, 5, 6, 7 of materials noted. and 8 Details 1, 2, 3, 4, 5, 8,8 Roofing Details 1, 2, 3, 4, 5, 8, 7, 8 Metal Flashing Details 1, 2, 3, 4, 5, 7 Metal Decking Details 1, 2, 3, 4, 5 Gutters Details 1, 2 Trusses Not sure If this needs to be Included as tt is part of the structural design that has already . been approved. Please confirm. Detail 7 Canopy 090 No No Received from Contractor and rejected. Completed 5115106 8 Drawing 100 -A-007 Translucent Sandwich 113 Yes 5110/08 Yes 5/15/06 Provide calculations and details including snow Panels (Windows and load and wind uplift for removable translucent Skyligh0 skylights. Complete 5/15/08. Deferred submittal& 9 Drawing 100 -A-016 CMU Veneer 038 No No Provide calculations and details for connections 6-06 Section 2 of veneer for seismic and wind loading. Deferred submital5- 10 Drawing 100-A-016 Metal Wall Panel Provide calculations and details for siding and 6-05 Section 3 furring for wind loading. Deferred submittals- 11 Drawing 100-/-019 Metal Wall Panel Provide calculations and details for connections 6-05 Section 14 of metal panel wall system over sheathing over metal fusing for wind loading. Deferred submittals- 12 Drawing 100-4-019 Precast Wainscot Panel 077 No No Provide calculations and details for connections 6-03 Section 14 (Precast Architectural of pre-cast concrete wainscot panels for seismic Concrete) and wind loading. Deferred submital5- 22 Drawings 100-S-104 and Segmental Retaining Submit calculations and details for segmental 8-05 _ _100S -105 Walls retaining walls. C1eanWater Services ` ` # `l s f Our commitment is clear. Durham Field Office 16580 SW 85 Ave. Tigard, OR 97224 503 - 547 -8135 (Ph) 503 - 547 -8131 (Fax) T i i r1 DT AL Durham Wastewat ,1;rreatment Facility Phase 4 Expansion Project Contract 4969 > Date: September 11, 20 To: Val Henzelp < From: Brian Schultz City of Tigard MWH Durham Field Office fir The following items are: Requested x Enclosed Sent Separately via _ Report _ Specification Cost Estimate _ Shop Drawings Test Result Prints Test Sample x Other No. of Description Copies 2 Submittal No. 074C — Louvers (Deferred Submittal Item 3 on permit BUP2005- 00087)) 2 Submittal No. 074B — Louver Structural Calculations, approved by MWH Structural Engineer. This data is submitted: At your request x For your action For your approval For your files x For your review For your information Please review and return by 9/20/06. This submittal has been accepted as noted by MWH's Architect and Structural Engineer. It will not been returned to the Contractor until approval by the City of Tigard is obtained. The previous version of this submittal is included for the structural calculations. Please call me at 503.547.8136 when you receive this to ensure that we are coordinated, and to advise the plan review fee. The value of this work is $39,500.00. Thanks, Brian 3.1.8 -t6 7 Site , .l t€ €g-0 SW "' e d t� 4 'I` 77 A lt Letter of Transmittal , x,0 11 1 ) B u' � ing Divis' • n �1ti City of Tigard V 1 1 . TE R VEV TO: V RF. i s s� DEPT: BUILDING DIVIS IN r fir;:. FROM: 1V(4rjV l / ci.i Y O COMPANY: II.. a BUILDING 0.5. ISTON) PHONE NO./t7 - fj / By: _ _ _ RE: • 1 , — if , _I X44 / _ y (Case number, si e address, etc.) f .4I 1 4 I1 ♦ I Al f I • . '. r . /1 4 =1 t _ lI (Project name or subdivision name and lot nu ber) ATTACHED ARE THE FOLLOWING ITEMS: Copies % Desc ptiori , ' 1 > e 4 2 k� "Copies... Descnption.';,1:.:... , ": Additional set(s) of plans. Revisions: Cross section(s) and details. Wall bracing and/or lateral analysis. Floor /roof framing. Basement and retaining walls. Beam calculations. Engineer's calculations. Other (explain): 1)0 (d c&..[ t jie,t'i -te4 LA REMARKS: c ? e S)Y3 Cee 3yi si 1' .... ,` ion► For. Office Use :Only: Routed to Permit Technician: Date: & Initials : ::® sh ) Fees Due: $ 3v,,.{ Date: Initials: Reprint Permit (per Plans Examiner): Yes: No: Notified Applicant:- Date: ` .c — /?1J Initials: 2( UA \ Z:i ti is Building \Forms \LetterTransmittal.doc 1/6/04 s` At/Co?O ��) Page 1i Br ;�: Blalock - Plancheck_3_ 7- 26 -05.doc _ _ . FILE COPY DURHAM FACILITY PHASE & EXPANSION CITY OF TIGARD CITY OF SW 85 AVENUE 13125 SW HALL BLVD. 1 July 26, 2005 TIGARD, OR 97223 SHEET 1 OF 4 MCE Project # 050230 STRUCTURAL PLAN REVIEW #3 Plans Dated 4/11/2005 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 -GA-002 Provide calculations and details for connections of materials noted. submittal Details 1, 2, 3, 7, 9, 5-605 11 and 12 Deferred ,)Drawing 000 -GA-003 Provide calculations and details for connections of materials noted. submittal / Details 1, 4, 5, 5A, 5-6-65 C_�, 6,7,9,12,13,14, and 15 Deferred (I� Drawing 000- GA-004 Provide calculations and details for connections of materials noted. submittal - Details 1, 2, 3, 4, 5, 5-64)5 1 7 6, 9, 10, 12 and 13 Deferred /' Drawing 000- GA-005 Provide calculations and details for connections of materials noted. submittal 1__.. Details 4, 6, 7A, 7B, 5-6-05 8, 9, 10, 11, 12, and 13 Deferred (I) 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, 10 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 ��� Drawing 100 -A-007 Provide calculations and details including snow load and wind uplift for submittal removable translucent skylights. 5-fr05 Deferred Drawing 100 -A -016 Provide calculations and details for connections of veneer for seismic submittal Section 2 and wind loading. 5-6-05 t ic- • Deferred 10 Drawing 100 -A -016 Provide calculations and details for siding and furring for wind loading. submittal Section 3 _' i 5-6r05 Deferred 11 Drawing 100 -A -019 Provide calculations and details for connections of metal panel wall submittal Section 14 system over sheathing over metal furring for wind loading. 5-&-05 Deferred 12 Drawing 100 -A -019 Provide calculations and details for connections of pre -cast concrete submittal Section 14 wainscot panels for seismic and wind loading. 5-6-05 Completed 13 Drawing 000 -GS -001 tinder masonry f m =1900 PSI in structural calculations page 4 of 6 5-6-05 General Structural fm =1500 PSI. Clarify. Notes 0 0-f' 3 or_Dc) C1eanWater Services t` Our commitment is clear. Durham Field Office 16580 SW 85 Ave. Tigard, OR 97224 � �'` 503 - 547 -8135 (Ph) p F P, 503 - 547 -8131 (Fax) nr'', ANs[i TTA Durham Wastewater Treatment Faciidlase 4 Expansion Project Contract 4969 Date: May 10, 2006 To: Brian Blalock From: Leslie Lara -Moore City of Tigard MWH Durham Field Office The following items are: n Requested © Enclosed n Sent Separately via n Report 1 1 Specification Cost Estimate 1 Shop Drawings Test Result n Prints ( Test Sample x Other No. of Description Copies 2 Submittal No. 113A (Parts 1 & 2) — Translucent Sandwich Panels (Windows and Skylights) (Deferred Submittal Items 3, 4, 5, & 8 on permit BUP2005- 00087)) This data is submitted: n At your request © For your action n For your approval J For your files © For your review For your information Please review and return by 5/17/06. Please note that this submittal is marked up as it has been reviewed by MWH's Architect and Structural Engineer. It will not been returned to the Contractor until approval by the City of Tigard is obtained. Thank you, Leslie 3.1.8 - Val Henzel - Translucent Sandwich Panels Page 1 From: Brian K Schultz < Brian .K.Schultz @us.mwhglobal.com> To: <val@tigard- or.gov> Date: 5/11/2006 9:59:48 AM Subject: Translucent Sandwich Panels Hello Val, We delivered the deferred submittal for the Translucent Sandwich Panels (i.e. fiberglass windows and skylights) this morning to the City. I just realized that the package did not include a valuation for the material. It is $60,000. Sony for the oversight. I believe there was some confusion on the fees. The deferred submittal is one item, but it is referenced under several of the "Deferred Item Numbers" on Miller's list. So the front desk at the City asked for fees for 4 different items, when it is in fact one deferred submittal. They agreed to take the submittal, process it, and charge us after the fact. Apparently, there was a policy change that requires the $200 fee up front, but I spoke with Brian Blalock, and he agreed to allow our project to pay the fees when we pick up the deferred submittal from the City after they have been reviewed. Can you please let us know what the fee will be before we pick up the reviewed submittals? That way we can hopefully get a check before we get there. Please give me a call if you have any questions. Thanks, Brian < > < > < > < > < > <> < > < > < > < > < > <> Brian K Schultz MWH Americas, Inc. POR -2 16580 SW 85th Ave. Tigard, OR 97224 503.803.2718 cell 503.547.8136 office 503.547.8131 fax 503.226.7377 Portland Office < > < > < > < > < > < > < > < > < > < > < > <> CC: Leslie A LaraMoore < Leslie .A.LaraMoore @us.mwhglobal.com> 0 (:) In U � i 1\ : Val Henzel - Plan Check #5 Page 1 IOU 2 S- -acc � From: Eric Watson <eric@millerengrs.com> To: "'Brian Blalock (brianb@ci.tigard.or.us)'" <brianb@ci.tigard.or.us> Date: 5/17/2006 10:44:58 AM Subject: Plan Check #5 Brian: Lai; Enclosed is the plan check for deferred submittals Items 3, 4, 5 and 8. As we discussed, there are several items still outstanding with regard to the 0 deferred submittals not to mention the louvers were not adequate and have yet to be resubmitted. If you have any questions with the above, please call /a or email. ' Eric R. Watson, SE Principal , co Miller Consulting Engineers, Inc. �1 9570 SW Barbur Blvd. Suite 100 Portland, Oregon 97219 Phone: (503)246 -1250 Fax: (503) 246 -1395 EMAIL: eric@millerengrs.com Web: www.millerengrs.com LVal Henzel - Re: Fwd: Plan Check #5 Page 1 From: Brian K Schultz < Brian .K.Schultz@us.mwhglobal.com> To: "Val Henzel" <Val @tigard- or.gov> Date: 5/18/2006 8:57:14 AM Subject: Re: Fwd: Plan Check #5 Thank you Val, so can I take this as being approved by the City of Tigard and release it to the Contractor? Do we pick up an approved set from the City? Do we bring a check for the review fee when we pick it up (still $341.58 ?)? Thank you, Brian <>< > <> < > < > < > < > < > < > < > < > <> Brian K Schultz MWH Americas, Inc. POR -2 16580 SW 85th Ave. Tigard, OR 97224 503.803.2718 cell 503.547.8136 office 503.547.8131 fax 503.226.7377 Portland Office < > < > < > < > < > < > < > < > < > < > < > <> "Val Henzel" <Val©tigard-or.gov> 05/18/2006 08:52 AM To < Brian .K.Schultz @us.mwhglobal.com> cc Subject Fwd: Plan Check #5 Val Henzel Senior Plans Examiner 13125 SW Hall Blvd. Tigard, OR 97223 (503) 718 -2436 val @tigard.or.gov — Message from "Brian Blalock" <brianb@tigard- or.gov> on Thu, 18 May 2006 07:34:47 -0700 ----- To: "Val Henzel" <Val @tigard- or.gov> Subject: DURHAM FACILITY PHASE & EXPANSION CITY OF TIGARD SW 85 AVENUE 13125 SW HALL BLVD. May 17, 2006 TIGARD, OR 97223 SHEET 1 OF 4 MCE Project # 050230 STRUCTURAL PLAN REVIEW #5 Deferred Submittals #3, 4, 5 and 8 Only 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-GA -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 n Drawing 000-GA -003 Provide calculations and details for connections of materials noted. submittal Details 1, 4, 5, 5A, 'Material provided is inconsistent and does not meet minimum code 5-6-05 6,7,9,12,13,14, and wind Toad requirements. Submit calculations and details for louvers. 15 NOTE: Skylights and wall panels completed 5/15/06. Deferred 4 Drawing 000 -GA -004 Provide calculations and details for connections of materials noted for submittal '' Details 1, 2, 3, 4, 5, louvers. 5-8-05 6, 9, 10, 12 and 13 NOTE: Skylight and wall panels completed 5/15/06. Deferred 5 Y Drawing 000-GA -005 Provide calculations and details for connections of materials noted. submittal /` Details 4, 6, 7A, 7B, NOTE: Skylight and wall panels completed 5/15/06. 5-6-05 8, 9, 10, 11, 12, and 13 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, 10 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 ompleted' 8 Drawing 100-A -007 Provide calculations and details including snow load and wind uplift 5/15/06 for removable translucent skylights. Deferred 9 Drawing 100-A -016 Provide calculations and details for connections of veneer for seismic submittal Section 2 and wind loading. 5 -6-05 Deferred 10 Drawing 100-A -016 Provide calculations and details for siding and furring for wind submittal Section 3 loading. 5-6-05 Deferred 11 Drawing 100-A -019 Provide calculations and details for connections of metal panel wall submittal Section 14 system over sheathing over metal furring for wind loading. 5-6-05 Completed 12 Drawing 100-A -019 Provide calculations and details for connections of pre -cast concrete 11/15/05 Section 14 wainscot panels for seismic and wind loading. Completed 13 Drawing 000-GS -001 Under masonry f m =1900 PSI in structural calculations page 4 of 6 5-6-05 General Structural f m =1500 PSI. Clarify. Notes DURHAM FACILITY PHASE & EXPANSION CITY OF TIGARD SW 85 AVENUE 13125 SW HALL BLVD. May 17, 2006 TIGARD, OR 97223 SHEET 2 OF 4 MCE Project # 050230 STRUCTURAL PLAN REVIEW #5 Deferred Submittals #3, 4, 5 and 8 Only Correction item Page No. Comments 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 5-6-05 Detail S -560 size. Completed 16 Drawing 000- GS-011 Submit calculations and details for beam sizes not noted on 5 Detail S -563 schedule. Completed 17 Drawing 100 -S-027 Submit calculations and details for methods used to transfer lateral 5 loads from the roofs to walls. Completed 18 Drawing 100 -S-027 Submit calculations, wind and seismic, for concrete block wall 5 between grids A and B and grids 2, plus and 5. Completed 19 Drawing 100 -S-027 Submit calculations for roof members, beams and slabs, with snow 5-6-05 Toad including drifting. Completed 20 Drawing 100 -S-027 Submit calculations and details for roof slab, with openings and 5 concrete block wall, between grids 2 plus and 5 and grids A and B. Completed 21 Drawings 100- S-027, Submit calculations and details for dormer roofs including truss 7/26/05 100 -S-102 and bracing, column size, connections, girts and studs. 100 -S-103 Deferred 22 Drawings 100 -S-104 Submit calculations and details for segmental retaining walls. submittal and 100 -S-105 5 - 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 the same Toads as noted on MV-4. Completed 25 Drawing 120 -S-001 Top plan 2: Detail S -516 noted. Clarify use for connection. 7/26/05 Completed 26 Drawing 140 -S -001 Submit calculations and details for wall and slab reinforcing steel for 5-6-05 the same loads as noted on M1 -5. Completed 27 Structural Snow: Ground snow load in Oregon is minimum 25 PSF. Clarify. 5-6-05 calculations, Page 1 of 6 r DURHAM FACILITY PHASE & EXPANSION CITY OF TIGARD SW 85 AVENUE 13125 SW HALL BLVD. May 17, 2006 TIGARD, OR 97223 SHEET 3 OF 4 MCE Project # 050230 STRUCTURAL PLAN REVIEW #5 Deferred Submittals #3, 4, 5 and 8 Only Correction Item Page No. Comments Made No. Completed 28 Structural Seismic: Seismic Q.A. plan is required for this project, per Section 7/26/05 calculations, Page 1 1705 and 1707. of 6 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 Completed 32 Structural Masonry: fm = 1900 is in conflict with calculations. Clarify. 5-6-05 calculations, Page 3 of 5 Completed 33 Structural Basic wind speed (3 sec. gust) = 85 MPH. State of Oregon is 100 5-6-05 calculations, Page MPH. A8 Completed 34 Structural Snow roof load in several flat areas to be ground snow load plus drift 5-6-05 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, B3, B4, B5 and B7 Completed 36 Structural Shear walls #10 in calculations for R add back d, is short. Clarify. 5-6-05 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, B6-7, 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 11.5 ft. for middle span. Drawing note 14.5 ft. Clarify. 5-6-05 calculations, Page B6-10 Completed 40 Structural Diagram loads noted not the same as program output for same 5-6-05 calculations, Pages member. Clarify. K3, L3 and L14 DURHAM FACILITY PHASE & EXPANSION CITY OF TIGARD SW 85 AVENUE 13125 SW HALL BLVD. May 17, 2006 TIGARD, OR 97223 SHEET 4 OF 4 MCE Project # 050230 STRUCTURAL PLAN REVIEW #5 Deferred Submittals #3, 4, 5 and 8 Only Correction Item Page No. Comments Made No. Completed 41 Appendix A: Define periodic for the different inspections. 7/26/05 Schedule of Special Inspections Completed 42 Appendix A: Submit calculations and details for mechanical and electrical 7/26/05 Schedule of Special components for seismic bracing and connections. Inspections Completed 43 Appendix A: Submit calculations and details for miscellaneous items for seismic 7/26/05 Schedule of Special bracing and connections. Inspections 44 General Special Inspection per Appendix A. 45 General Structural observation for masonry per Sections 1705.2 and 1709. 46 General Submit one set of miscellaneous steel shop drawings, which have 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 steel shop drawings, which have 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 drawings, which have been reviewed and initialed by the project engineer, to be filed with the City of Tigard before placement. 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. ewaA73 7 SHOP DRAWING REVIEW IEY W g MWH MWH Americas Review Date 5/10/2006 Submittal No. 113. Al From Engineer: Kathy Dietrich To Contractor: Contractors, Inc. Company: MWH Americas, Inc. P.O. Box 637 16580 SW 85th Avenue Tualatin, Oregon 97062 - Tigard, OR 97224 Attn: Michael Eubanks Project Owner: Clean Water Services Project Name Durham Facility Phase 4 Expansion Contractor's Submittal No. 113. Al Project No.: 1530605 Item of Equipment or Material Translucent Sandwich Panel (Partial re- Specification Section 08950 submittal) Subject submittal has been reviewed and review action is as shown below: Item No. SUBJECT OF SHOP DRAWING OR DATA REVIEW ACTION NO. COPIES NO. COPIES RECEIVED RETURNED 1 Translucent Sandwich Panel (Partial) MAKE CORRECTIONS NOTED 8 5 Submit missing LEED documentation from manufacturer required by Section 08950.1.4.G, item 1, regarding light pollution reduction. Note: This submittal and Submittal 113.A2 - Structural Calculations for Translucent Panels, must be submitted to the City of Tigard for review upon acceptance by the Engineer. The City of Tigard must approve the items prior to their release for fabrication. Remarks See Attached Sheet ❑ or indicate here: None Corrections or comments made relative to submittals during this review do not relieve the contractor from compliance with the requirements of the drawings and specifications. This check is only for review of general conformance with the design concept of the project and general compliance with the information given in the contract documents. The contractor is responsible for confirming and correlating all qualities and dimensions; selecting fabrication processes and techniques of construction; coordinating his work with that of other trades, and performing his work in a safe and satisfactory manner. Kathy Dietrich Engineer's Signature �1 tlE CSI` 20R aJ File: 10.7.1 - 08950 -113 CM 305 (Revised 7/28/05) /® Contractor's Submittal (1,0 MONTGOMERY WATSON HARZA Transmittal Form MWH For all contractor submittals, including shop Date: 3/28/2006 Transmittal No. 11 3A1. drawings, samples calculation, data, or other To: MWH From: CONTRACTORS, INC. r1 ECEIVE n 1 2 9 ?II Attention: Leslie Laramoore Attention: Louise Loomis Project Name DURHAM AWWTP PHASE 4 EXPANSION This is: Check one X an original submittal Owner CLEAN WATER SERVICES a 2nd submittal a submittal Subject of Submittal Equipment Designation: Specification Section(s): 8 ea. Kalwall Technical Data 08950 8 ea. Maintenance Manual 8 ea. Preliminary Warranty 8 ea. LEED Material Buyout Form (corrected) Comparison Information Tests Complete either (a) or (b), following: • X (a) We have verified that the materials or equipment contained in this submittal meets all the requirements specified or shown (no exceptions) (b) We have verified that the material or equipment contained in this submittal meets all the requirements specified or shown, except for the following deviations (List Deviations): Contractor's Authorized Re rese tative f'" / ' ' ) _ �'� ' '` r _ /`1'1,, Michael Eubanks, Mgr. Environmental Division C CM 306 (Revised 9/16/02) t CX DeaMor Associates, Inc. \ 14010-A NE 3rd Court, Suite 102 Vancouver, Washington 98685 05135P (503)284 -6799 Fax (360)574 -3487 Toll Free (888) 284 -6799 March 24, 2006 Submittal Package No. 2 Louise Loomis Contractors Incorporated T- 0 7 777 19165SW119th Tualatin, OR 97062 MAR "Q "_ Durham AWWTF - Ph 4 B Y ' Specification: 08950 - Translucent Sandwich Panel DeaMor Job #: 05135P Louise: In response to your Letter of Transmittal dated 3/16/05, please find enclosed the following additional submittal documents as requested by Kathy Dietrich of MWH Americas. Enclosed is the following: Copies Description 8 Sets; Kalwall Technical Data 8 Copies; Maintenance Manuals 8 Copies; Preliminary Warranty 8 Copies; LEED Material Buyout Form (as corrected) With regard to the balance of the documents that were requested and /or returned with your package as referenced above, we would offer the following updated information: 1. Shop Drawings: We will incorporate the comments and red -line notations on the drawings that were returned and will prepare and resubmit new drawings within the next few days weeks for final review and approval by the project architect and engineer. 2. Structural Calculations: We have forwarded a set of calculations with the comments and red -line notations to our structural engineer and have requested that they be revised for resubmission. 3. Finish color: The paint sample provided to us (DuraTech 5000 & Zincalume - "Jade Green "), has been forwarded to Kalwall for color- matching by their paint vendor. As soon as this has been completed, we will forward them to you for final review and approval by the project architect. This process will take approximately four (4) weeks. In the meantime, Louise, if e hs. d have any questions regarding this submittal package, or any of the activities not:: above, pleas- feel free to contact us. Submitted •by: s Rita Levesque (x 29) Project Administrator Dick Jordan (x 28) DeaMor Associates, Inc. 14010 -A NE 3rd Court, Suite 102 Vancouver, Washington 98685 (503)284 -6799 Fax (360)574 -3487 Toll Free (888- 284 -6799) Supplemental Technical Data - Submittal #2 Project: Durham AWWTF - Ph 4 DMI Job no.: 05135P General Contractor: Contractors Incorporated Architect: Architects Associative, Inc. Specification: 08950 - Translucent Sandwich Panel ICBO Listing as Sandwich Panel ICC - ES Legacy Report PFC -1705 Underwriters Laboratores Listings Certified Test Reports UL 723 / ASTM E -84: Flame Spread and Smoke Developed ASTM D -635: Burn Extent ASTM D -2244: Color Difference ASTM D -4060: Abrasion / Erosion Resistance UL 972: Impact Strength ASTM C -297: Bond Tensile Strength (after aging by ASTM D -1037) ASTM D -1002: Bond Shear Strength ASTM E -72: Beam Bending Strength NFRC 100: Insulation "U" Factor NFRC System Certification Heat and Light Transmission Table Other Submittal Documents Maintenance Information Warranties (Preliminary) LEED Material Buyout Form (as corrected) ka n s ii' W , zu ; cF f s 5a. :: - x yx�C.a�Y„k�r W - ° u "al r..._n2 ,;.r >...vx'3 ..?,:... sF' � ..' x , Y .' Y - ICC - ES Legacy Report PFC -1705 ,l _ c PFC -1705 t' LEGACY REPORT ' Reissued July 1, 2003 Business/Regional Office # 5360 Workman Mill Road, Whittier, California 90601 # (562) 699-0543 ICC Evaluation Service, Inc. Regional Office # 900 Montclair Road, Suite A, Birmingham, Alabama 35213 # (205) 599 -9800 WNW . icc- eS.org Regional Office # 4051 West Flossmoor Road, Country Club Hills, Illinois 60478 # (708) 799 -2305 Legacy report on the 1997 Uniform Building CodeTA DIVISION: 08 —DOORS AND WINDOWS are Type SW, SW -C, 2OLS or A, and the interior facings are Section: 08950 — Translucent Wall and Roof Assemblies Type 25, 20 LS, S -170 or S -171. Kalcurve panels are available in 12- inch -by -24 -inch (305 KALWALL TRANSLUCENT WALL, SKYLIGHT AND ROOF mm by 610 mm) modules. The top and bottom flanges of the PANELS aluminum I -beams are clinched together at a maximum of 2 inches (51 mm) on center. A vault or arc measuring either 90 KALWALL CORPORATION degrees or 180 degrees is available. An aluminum gusset 1111 CANDIA ROAD plate is placed along each curved edge at each end. The POST OFFICE BOX 237 gusset plate measures 1 /, inch (6.4 mm) thick by 2V, inches MANCHESTER, NEW HAMPSHIRE 03105 (57 mm) deep by 36 inches (914 mm) long, and is produced from 6005 -T5 aluminum alloy. Each gusset is attached to the 1.0 SUBJECT Kalcurve panel using twenty No. 14 by 13 1„-inch-long (20.6 mm) stainless steel screws complying with AISI 410 Stainless Kalwall Translucent Wall, Skylight and Roof Panels. Steel. 2.0 DESCRIPTION 2.1.2 TBI and TBI -H: The TBI and TBI -H feature a 2.1 General: composite beam with aluminum flanges and Type SW web. The TBI has 0.363- inch -deep (9.2 mm) flanges and the TBI -H 2.1.1 Aluminum Beam: The Kalwall translucent panel is has 0.438-inch-deep (11.1 mm) flanges. The flanges are 2 inches (70 mm) thick and of sandwich -type construction. adhered to the webs using a proprietary. adhesive. The It is composed of an extruded 6005 -T5 aluminum alloy frame exterior facings are Type SW, SW -C or A, and the interior and grid, covered on both sides with flat fiberglass- reinforced facings are Type S -170, 25, 20 LS or S-171. Other details are polymer facings. Plastic classification and flame- spread similar to those for the aluminum beam types in Section 2.1.1 classification for each of the facing types are as follows: of this report. TYPE THICKNESS CLASS OF FLAME - SPREAD 2.2 Class A Roof Panels: (Inch) PLASTIC CLASSIFICATION Type 25 0.045 CC1 Class I Kalwall Class A roof panels are manufactured with Type S- 170 Type 20LS, Type 25 or Type S -171 interior facings and Type S - 170 0.045 CC1 Class II Type 2OLS, SW -C or Type A exterior facings, with fiberglass Type SW 0.070 CC2 Class III insulation in the cavity between the two facings. The grids are Type 2OLS 0.045 CC1 Class 1 aluminum I -beam, TBI or TBI-H. The panels are a Class A • Type SW - 0.070 CC1 Class II roof covering. The fiberglass insulation is either DRAB -type Type A 0.070 CC1 Class I insulation with a nominal density of 0.5 pound per cubic foot or RAH -type insulation with a nominal density of 0.27 pound Type S -171 0.045 CC1 _ Class!! per cubic foot. For SI: 1 inch = 25.4 mm. 2.3 Uses: The panels have a smoke - development rating of 450 Of Kalwall panels are used for pedestrian walkways, exterior and Iess.The panels are available in various widths and are up to interior walls and partitions, windows, curtain walls, explosion 20 feet (8096 mm) long. The extruded aluminum members control vents, projections, roof decks, ceilings, roof coverings, form grid modules measuring 8 inches (203 mm) by 20 inches skylights, plastic veneer and interior finish. Details indicating (508 mm). The aluminum I -beams are spaced 8 inches (203 compliance with the appropriate code sections, as installed, mm) on center and are continuous in the direction of the must be submitted to the building official for approval. panel span. Panels are also available in a 12- inch -by -24 -inch (305 mm by 610 mm) grid -core module in which aluminum I- 2.4 Allowable Spans: beams are spaced 12 inches (610 mm) on center and are Allowable spans based on transverse loads are shown in continuous in the direction of the panel span. See Figure 1 for Tables 1 through 4. details. The I -beams are 2.6 inches (66 mm) in height and 0.05 inch (1.3 mm) thick, with a 0.43 -inch (11 mm) flange 2.5 Installation: width. The facing is bonded to the aluminum with a Aluminum extrusions are provided for connecting panels to proprietary elastomeric -type adhesive. The exterior facings the building. The panels are interconnected with either a 2- ICC -ES legacy reports are not to be construed as representing aesthetics or any other attributes not specifically addressed. nor are they to be construed as an endorsement of the subject of the report or a recommendation for tts use. There Is no warranty by ICC Evaluation Service, Inc.. express or implied. as to ANSI any finding or other matter In this report. or as to any product covered by the report. b Copyright ® 2003 Page 1 of 6 Page 2 of 6 PFC -1705 inch (51 mm) tee batten or a 3 -inch (82 mm) integral heavy ICC -ES Interim Criteria for Sandwich Panel Adhesives stiffener (ISH). Design and details must be submitted to the (ACO5), dated January 1996, the ICC -ES Interim Criteria for local building official for "approval. Figures 2 and 3 show Plastic Skylights (AC16), dated April 1997, and the ICC -ES typical installation details. Roof panels require a minimum interim Criteria for Special Roofing Systems (AC07), dated slope of 2:12 (16.66 °10 slope). Ends are placed at structural April 1999, and UBC Standards 8- 1,15 -2, 26 -5, 26 -6 and 26- supports and attached through the panel frame. Vertical 7; reports of load tests; reports of wind -driven rain tests; and edges are set in the tee batten or 3 -inch (82 mm) ISH installation instructions. stiffener with the flange. 4.0 FINDINGS Foam tape is applied to the bottom, interior flange. After That the Kalwall Translucent Wall, Skylight and Roof inserting panels, the battens or stiffener screws are torqued to 45 inch- pounds (5.1 N -m), maximum. The connection is Panels described In this report comply with the 1997 checked 48 hours after screw tightening by placing a 0.035- Uniform Building COdOTM, subject to the following inch (0.9 mm) feeler gauge under the top flange. If the gauge conditions: can be inserted, the screws are tightened further until the 4.1 The panels are installed In accordance with this gauge can no longer be inserted. report. At panel ends, Joint covers are needed at the butted edges. 4.2 Maximum allowable unsupported spans for Kalwall The 15/;inch (41 mm) flashing tab on the end of the batten is bent down approximately 5/8 inch (16 mm). A bead of Kalseal wall and roof panels comply with Table 1, 2, 3 or 4. sealant is placed on the top flange. After the joint cover is set 4.3 Calculations Justifying spans and supports are into this sealant, it is attached using one No. 14 by 2 -inch- submitted to the building official for approval. long (51 mm) round head screw. 4.4 No diaphragm values are assigned to panels. A As an altemative, 0.063 - inch -thick (1.5 mm) aluminum horizontal bracing system must be provided In the flashing is placed under the leading panel edge and fastened plane of the roof or wall for resistance to wind and with No. 14, 1- inch -long (25 mm) sealing -head screws. seismic loads. Flashing ends are overlapped a minimum of 4 inches (102 mm). 4.5 When panels are exposed to the building interior, 2.6 Identification flame- spread classification must comply with Section 804.1 of the code. The panels are identified by the Kalwall Corporation name, 4.6 The panels are manufactured in Manchester, New the type designation, the material classification and the Hampshire, under a recognized evaluation report number (ICBO ES PFC -1705) stamped on p 9 quality control the perimeter, together with the stamp of the quality control program with inspections by SGS United States agency, U.S. Testing Company, Inc. Class A Roof Panels, Testing Company (AA -651); Class A roof panels described in Section 2.2, also bear the stamp of Underwriters described in Section 2.2 are also manufactured with Laboratories Inc. inspections by Underwriters Laboratories Inc. (AA- 3.0 EVIDENCE SUBMITTED 668). Reports of tests in accordance with the ICC -ES Interim This report is subject to re- examination in two years. Criteria for Sandwich Panels (AC04), dated July 1996, the iitot _ _ 11111111 _ _ 11111 MOUND SHOJI FIGURE 1 Page 3 of 6 PFC -1705 TABLE 1 ALUMINUM I - BEAM ALLOWABLE SPAN Roof Span: Deflection Ratio Limit = L/180 Load 20 PSF 30 PSF 40 PSF 50 PSF 60 PSF 70 PSF 80 PSF 12" x 24" Grid with Double 2" Tee Batten 7-4" • 6-5" 5' -10" - 5' -5" 5' -1" 4' -I0" 4' -7" 8" x 20" Grid with Double 2" Tee Batten 8' -1" 7 -1" 6' -5" 5' -11" 5' -7" 5'-4" 5' -1" 12" x 24" Grid with 3'/" ISH 14' -6" 12' -8" 11' -6" 10' -8" 10' -1" 9' -7" 9' -2" 8" x 20" Grid with 3'/"" ISH• • 14' -9" 12' -10" _ 11' -8" 10' -10" 10' -2" 7-8" , 9' -3" Deflection Ratio Limit — L/60 Load 20 PSF 30 PSF 40 PSF 50 PSF 60 PSF 70 PSF 80 PSF 12" x 24" Grid with Double 2" Tee Batten 10' -7" 9' -3" 8' -2" 7 -3" 6' -8" 6' -2" 5' -9" 8" x 20" Grid with Double 2" Tee Batten 11'-8" 10' -2" 9' -3" 8' -5" 7-8" 7-1" 6-8" 12" x 24" Grid with 31/4" ISH 21' -0" 17 -2" 14' -11" 13'-4" 12' -2" 11' -3" 10'-6" 8" x 20" Grid with 31/4" ISH 21' -3" 17 -7" 15' -3" 13' -7" 12' -5" 11'-6" 10' -9" Wall Span: Deflection Ratio Limit = L/180 Load 20 PSF 30 PSF 40 PSF 50 PSF 60 PSF 70 PSF 80 PSF 12" x 24" Grid with Single 2" Tee Batten 8'-6" 7 -5" 6' -9" 6-3" 5' -10" 5' -7" 5'4" 8" x 20" Grid with Single 2" Tee Batten 9' -6" 8'-4" 7 -7" 7'-0" 6' -7" 6' -3" 6' -0" 12 "x24" Grid with 3'/4" 1SH 14' - 11" 13' -0" 1P-10" 11' -0" 10'-4" 9' -10" 9' -5" 8" x 20" Grid with 3W' ISH 15' -3" _ 13'-4" 12' -1" 11' -3" 10' -7" _ 10' -1" 9' -7" Deflection Ratio Limit = U60 . Load 20 PSF 30 PSF 40 PSF 50 PSF 60 PSF 70 PSF 80 PSF 12" x 24" Grid with Single 2" Tee Batten 12' -3" 10' -5" 9' -I" 8' -1" 7 -5" 6' -10" 6' -5" 8" x 20" Grid with Single 2" Tee Batten 13' -9" 12' -0" 10' -7" 9'-6" 8'4" 8' -0" 7-6" 12" x 24" Grid with 31/4" ISH 21' -6" 18' -10" 17 -1" 15'-4" 14' -0" 13' -0" 12' -2" 8" x 20" Grid with 31/4" ISH _ 22' -1" _ 19' -3" 17-6" _ 15'-8" 14'-4" _ 13' -3" 12' -5" For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 psf = 47.88 Pa. Note: 8- inch -by -20 -inch grid and 12- inch -by -24 -inch grid are nominal maximum sizes. TABLE 2 —TBI ALLOWABLE SPANS Roof Span: Deflection Ratio Limit = U180 f I Load 20 PSF 30 PSF 40 PSF 50 PSF 60 PSF 70 PSF 80 PSF I 12" x 24" Grid with Double 2" Tee Batten 7 -2" 6' -3" 5'-8" 5' -3" 4' -11" 4' -8" 4'-6' 8" x 20" Grid with Double 2" Tee Batten 7 -11" 6' -11" 6' -3" 5' -10" S'-6" 5' -2" 5' -0" 12" x 24" Grid with 31/4" ISH 14'-6" I2' -8" 11'-6" 10' -8" 10' -0" 9'-6" 9' -1" 8" x 20" Grid with 31/4" ISH 14' -8" 12' -l0" 11' -8" 10' -10" 10' -2" 9' -8" 9' -3" Deflection Ratio Limit = U60 Load 20 PSF 30 PSF 40 PSF 50 PSF 60 PSF 70 PSF 80 PSF 12" x 24" Grid with Double 2" Tee Batten 10'-4" 9' -1" 7 -10" 7 -0" 6-5" 5' -11" 5' -7" 8" x 20" Grid with Double 2" Tee Batten 11' -5" 10' -0" 9' -1" 8' -2" 7 -5" 6'41" 6' -5" 12" x 24" Grid with 31/4" ISH 20'-11" 17 -2" 14' -10" 13' -3" 12' -I" 11' -2" 10'-6" 8" x 20" Grid with 31/4" ISH _ 21' -2" 17-6" 15' -2" 13'-6" 12'-4" 11' -S" 10' -8" Wa11 Span: Deflection Ratio Limit = U180 Load 20 PSF 30 PSF 40 PSF 50 PSF 60 PSF 70 PSF 80 PSF 12" x 24" Grid with Single 2" Tee Batten 8'-4" 7 -3" 6' -7" 6' -1" 5' -9" 5'-6" 5 -3" 8" x 20" Grid with Single 2" Tee Batten 9' -3" 8' -1" 7-4" 6-10" 6' -S" 6' -1" 5' -10" 12" x 24" Grid with 31/4" ISH 14' -10" 13' -0" 11' -9" 10' -11" 10' -3" 9' -9" 9 . 8" x 20" Grid with 31/4" ISH _ 15' -2" 13' -3" _ 12' -0" 11' -2" 10' -6" 10' -0" 9' -7" Deflection Ratio Limit = L /60 Load 20 PSF 30 PSF 40 PSF 50 PSF 60 PSF 70 PSF 80 PSF 12" x 24" Grid with Single 2" Tee Batten 12' -0" 10' -1" 8' -9" 7 -10" 7 -1" 6' -7" 6' -2" 8" x 20" Grid with Single 2" Tee Batten 13' -5" 11' -S" 10' -3" 9' -2" 8'-4" 7' -9" 7 -3" 12" x 24" Grid with 31/4" ISH 21' -5" 18' -9" 17 -0" 15'-4" 14' -0" 12' -11" 12' -1" 8" x 20" Grid with 31/4" ISH 21' -11" 19' -2" 17 -5" 15' -7" 14' -3" 13' -2" 12' -4" For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 psf = 47.88 Pa. Note: 8- inch -by -20 -inch grid and 12- inch -by -24 -inch grid are nominal maximum sizes. y st ywr� i' � �� �.ii k � a,¢�,, Page 4 of 6 w � 1 top t �,-,-, i �; TABLE 3 —TBI -H ALLOWABLE SPANS c Roof Span: a sir , , ` r s� R ,,. r Deflection Ratio Limit = L/180 '� 1a+ .. ar •,,, i. } ", ,w `," '* i Load _ 20 PSF 30 PSF 40 PSF 50 PSF 60 • ' 4 ~ , 1 ? , �' 12' x 24" Grid with Double 2" Tee Batten 8' -2" 7-2" 6'-6" 6' -0" , c s . � . ' t � ; p �1 ii 8" x 20" Grid with Double 2" Tee Batten 9' -1" 7-11" 7 -2" 6' -8" 6' -3 •' , ,, `, i'� r , Deflection Ratio Limit = L/60 i'" ' d - 6 .CA "1 Load 20 PSF 30 PSF 40 PSF 50 PSF 60 P 3 ',,, t - 12" x 24" Grid with Double 2" Tee Batten 11' -l0" 10'-4" 9'-4" 8' -7" T -ltz' -'' , '•9 T • 8" x 20" Grid with Double 2" Tee Batten 13' -1" 11' -5" 10' -5" 9' -8" 9' -l' ., l' Wall Span: Deflection Ratio Limit = L/180 _ _ Load 20 PSF 30 PSF 40 PSF 50 PSF 60 :'S _ ` r'- 12" x 24" Grid with Single 2" Tee Batten 9' -0" 7 -10" 7-1" 6' -7" 6' -2" 8" x 20" Grid with Single 2" Tee Batten 10' -0" 8' -9" 7 -11" 7-4" 6' -i i - o` Deflection Ratio Limit = 1160 - Load 20 PSF 30 PSF 40 PSF 50 PSF T ----; __ - _ _ s _.__ 4 7 12" x 24" Grid with Single 2" Tee Batten 12' -11" 11'-4" 10' -3" 9'-6" 8' -'t P 8" x 20" Grid with Single 2" Tee Batten 14' -5" 12' -7" 11' -5" 10' -8" j 10'4 For SI: 1 inch = 25.4 mm, I foot = 304.8 mm, 1 psf = 47.88 Pa. Note: 8- inch -by -20 -inch grid and 12- inch -by -24 -inch grid are nominal maximum sizes. TABLE 4— KALCURVE ALLOWABLE SPANS LIVE LOAD -- -- - Deflection Ratio Limit " U180 20 psi 30 psf 40 poi 50 psf 60 psf _ - Live Load (feet) (feet) (feet) (feet) (feet) 180 -degree vault 16 14 12 /2 11 11 90 -degree vault 24 17 15 14 /2 13 Deflection Ratio Limit 2 U60 180- degree vault 181/ 171/ 15 13 12 90 -degree vault 26 21 18 16 14 WIND LOAD Deflection Ratio Limit a U180 Wind Speed 70 mph 80 mph 80 mph 100 mph 110 mph • , , 180- degree vault 16 15 13 12 11 90 -degree vault 26 26 26 26 24 Deflection Ratio Limit 2 U60 180 - degree vault 18 16 14 12 11 /,_ 90- degree vault 26 26 26 26 24 For SI: 1 foot = 304.8 irin, 1 psf = 47.88 Pa, 1 mph = 1.61 krrth. 'Wind speed based on Exposure C, maximum 30 feet above ground. Kalcurve panels shall be located a minimum of IQ feet ridges. ••••• • • • ,,, • F� 2 �• 1 r `137"q Td t . • r r - • . 1 I 0 ae +, r , p a ., . �...' a a ss., _. „x I . Page 5 of 6 PFC -1705 SKYROOF PLAN A SKYROOF PUN 6 PANELS ON BLOM — r WWII PAIf .$ A O AI 0 I IST 4 — OVE141J IYSTUl 0.0 - i i - - -.. _. . .. ._. A Q _ l _._. rNxE a z _ • r © O ,i7. . - y F< - A — — l:J -- - _ .. SUPPORT AS REQUIRED S .... ® 1 BY OTHERS 8 -� — - 8' O.C. 1 1111 _ . A - I, not by KaM.II era g oon rid .040 aluminum Mashing by Kd'"nII murvnmenonnvInkl t MVId F:.:: Blue items are field assembled _. .y^ t::r Factory sealed One quarter size sections perimeter frames 3 �. Pane/dim t { . , r �',. ,:, . i ;' , i: •` •, pane / dime r°u96 °Pe N e r I � °n mi mum sum s- k• nme n�al bbK °a p . ,i i r: ,r • n9` I V :1 ::r<. 063' i d s ,...3-.: ., , aluminum n sla .•;:.aL: r 2,- curb .and `, r flashing .040 aluminum ridge cover by Kalwall C mak counter flashing by Ka Wall not by Kalwall \�. . A '' E 5 � " Kafwall E . I supported r v, x r ' K , '� " Ridge Section s i ,? 3'h minimum — m f '�j E• sip i:Igt`A ti � in a fit in • ,,a i ry a GAInr -tP y �, TO 5h�(a�4S i ir I r .i s ` _I I f 1; t -' +_h ? ; ' e " ' ' t . + � 1 i " , 3 a t Kalwall Seals l �. r'6'''''' - ;, ;'..� .. 1 • Sealing tapes. Sealant minimum w" '' Typicagall JOlnts. ridge support and final fasteners rough °Pepin_ to �^ y (not by Kalwall) F rid , 3' o utside c Inw»W Ur b dl hs/ v - - _ Field Installed °n .. o ` ' 6 i s T: 7: " Y d $i , panel dimension panel dimension (Integral I.S. (Integral panel dimension I4 l ik, panel dimension Stiffener) P lir FIGURE 2 —SKYROOF INSTALLATION DETAILS Page 6 of 6 PFC -1705 POJGH aoa1G DRIOLSFON S1 0 S3 0 T3 � f � � I I i i I ; ( I ; i I 1 _ I 0 1 T2 WALL ELEVATION M Tt NV ALUIL OR DOLws nn JAMB SPACER LOGICS NY ItSTA(,LDL DLOG13 A F L TO 4443 r 5ATta • HEAD / /rte ®U F i LCA T 1 JAMB 1 PANEL DLL_ I 1 PANEL Cat A ROUGH O NG D111 i i STANDARD 1 1 THERMAL BREAK I CLAMP -TITE 1 CLAMP -TITE SYSTEM 2 SYSTEM NOTE T Au aL. oa DouaAS rn 3 1/! NERVE 1S e sP Ac z o MOUES if YSUUDIL BLDdCS TO FE rASTDIED ro JM B 0 I @ NEW ICAO AND SILL. i . I I i / r- - - . r/IP L, 41 0 z SILL / I ' "'- / // PANEL DK P MEL Mt ROUGH GPNG D1U. FIGURE 3 -WALL INSTALLATION DETAILS r , KALWALL CORPORATION UL LISTINGS • I Underwriters Laboratories, Inc. ° l applies to specific face sheets manufactured by Kalwall ° . S -171 and Type 25 are exclusively used for Kalwall translucent panel interior faces. They are available in crystal and white. `' • ' Underwriters Laboratories, Inc. Card R7417 lists test results for Flame Spread and Smoke Developed according to UL7 /ASTM E84 /UBC 8 -1. Type 2OLS is available in translucent white only and may be used as an interior face _ YP Y' Y >'- E sheet. rn - .C3 8/21/2003 Unkrwritcrs Laboratories Inc. Ca BTOR June 2, 2003 cw (Plastic) Reinforced Plastic `,c` i KALWALL CORP R7415 0. 1111 CANDIA RD PO BOX 237, MANCHESTER NH 03105 f., g Sheets reinforced with glass fiber. Type 2OLS • ; Dull Surface Glossy Surface Li. Flame Spread 25 35 Smoke Developed 50 125 g " "' r Type 25 Type S -170 a 1' : Flame Spread 20 45 • e Smoke Developed 200 350 cto S171 Type A C. Flame Spread 50 10 M - N p Smoke Developed 250 350 -400 4 Fl Spread e 10 SW - ' A Smoke Developed 250 350 -400 I LOOK FOR CLASSIFICATION MARK ON PRODUCT Underwriters Laboratories, Inc. Card R7878 lists severe testing result according to UL790 /ASTM E108/UBC 15 -2 for Class A and Class B Roofing Systems. Exterior face sheets for these classifications are Type A or SW -C as noted; interior faces may be Type S -171 or Type 25. Both aluminum and thermally- broken grid Kalwall sandwich panels are listed. (Type 2OLS is phased out.) TGFU — September 28, 1994 Roofing Systems - KALWALL CORP, MANCHESTER NH 03105 R7878 (N) • I OTHER SYSTEMS (A card) ClassA )_ , ; .gym t�C y p� -' Building units designated "20 LS" used In this system are composed of reinforced glass (I'D fiber i �1 r " 1 p /I '� faces bonded to an insulated aluminum or thermally broken grid core. h '.k 1. Incline: No limitation Installation: May be either self supporting or mechanically attached to rafters or purlins. E Building units designated 'Type A" used in this system are composed of reinforced glass fiber P.f ;�y/ i _ 2006 faces bonded to an aluminum or thermally broken grid core. The core may or may not be insulated with the aluminum grld. Insulation is required with the thermally broken grld. �� ) 1 e E . 2. Incline: No limitation e R ! ` 1 , Cs a{ Installation: May be either self supporting or mechanically attached to rafters or purtins A TT ; ,, F f / r . T s j , Building units designated "SW -C" used In this system are composed of reinforced glass fiber _ L ' v . 1.. (/) faces bonded to an aluminum or thermally broken grid core. The core may or may not be insulated E, with the aluminum grid. Insulation is required with the thermally broken grid. 0 3. Incline: 2 ,, v cd E Installation: May be either self supporting or mechanically attached to rafters or purlins. Class B (B -cont. from A card) st • (J. v Building units designated "SW -C" used in this system are cornposed of reinforced glass fiber LQ faces bonded to an aluminum or thermally broken grid core. The core may or may not be insulated t. r, oo with the aluminum grid. Insulation Is required with the thermally broken grid. ■%• ' oo '5 1. Incline: 3 00 i N y Installation: May be either self supporting or mechanically attached to rafters or purlins. .. E ,; o Cards R7878A and 0 (two cards) replace R7878 dated October 20, 1993. r v ., = Kalwall R ▪ 1 CORPORATION P.O. BOX 237, Manchester, NH 03105 (603) 627 -3861 Fax (603) 627 -7905 www.kalwall.com 1/04 181 KKH /UL LISTINGS Revised — ASTM D -635: Burn Extent — Factun, liunrtl flu >eareh Cur pr r,trion rA t_ f 0 R y M L I U A L 1151 Br„tun-?ru■iUenu <_ TunnF kc •1y�*1 PO. Bm 911)'_ un+otl. \1;ms:u:hu.elK 02062 Tclehhune (781) 762. 4300 Fux 1 781) 762- J.I. No. 0003000854 ASTM D -635 May 11, 1998 FLAMMABILITY 'TESTING ON A PLASTIC PANEL MATERIAL FOR KALWALL CORPORATION 1111 CANDIA ROAD P.O. BOX 237 MANCHESTER, NH 03105 IN 1'KODUCTION Mr. Kenneth R Schmidtchen of Kalwall Corporation has requested that testing be performed on a plastic panel material. SAMPLE IDENTIFICATION The sample is identified as Kalwall Face Sheet ".045 S- 171." TESTS REQUESTED The standard method of test for flammability of self supporting plastics according to ASTM Test Procedure designated D -635 and the standard method of test to determine the self ignition temperature of plastics designated ASTM D 1929 have been requested per the Purchase Order No. 13057. TEST RESULTS Tests were performed on 10 unconditioned test samples having an average thickness of .043 inches. The average time of burning is reported as 1.5 seconds. The average extent of burning is reported as 14.1 rnm. The range of burning time is 0 to 4 seconds. The range of burning is 11 to 18 mm. The sample had a self ignition temperature of 480 degrees C in accordance with ASTM Test Procedure designated D -1929. Tests and Report by Date 2a .L'ecr • 44,!. _r'` k3 : ,'s P f ; ! : , ft X2-As K c ; '� a ,fiefs: ASTM D -2244: Color Difference — BYK Gardner' BYK- Gardner USA 2435 Linden Lane Silver Spring, MD 20910 Tel (301) 495 -7150 Fax (301) 585 -4067 March 7, 1997 KALWALL .070 WHITE SW FRP FACE SHEET COLOR DIFFERENCE Purpose - The purpose of this test is to determine small color differences between a standard specimen, and an exposed specimen. For product specification, the permissible color difference between the standard and exposed specimen shall be agreed upon by the purchaser and seller. II. Apparatus - BYK- Gardner The Color Sphere, (large area, specular included, 10 degree observer, illuminant C), Serial # 92021662. The specimens were backed with a 97% reflectance white opal tile causing a double reflectance and magnifying the color change, thus making this test particularly severe. III. The test specimens were supplied by the Kalwall Corporation. The specimens were labeled as follows: A. Each exposed specimen, which had an area coated with KWS, (Kalwall Weatheable Surface) and an area left uncoated, had been exposed to outdoor weathering at 5 degrees to the horizontal facing South in South Florida. The standard specimens were unexposed samples of the same material. Only the uncoated area was analyzed. Exposed Specimen Standard South Florida UV Exposure * Exposure Start MJ /m FLA 647 A Exp. FLA 647 A Control 11/88 2008 FLA 661 B Exp. FLA 661 B Control 1/89 1990 FLA 802 Exp. FLA 802 Control 6/91 1316 * Average Florida Year = 280 MJ /rri IV. Procedure - The instrument was operated according to The Color Sphere operating manual. The instrument was standardized on a working standard whose calibration is traceable to NIST. V. Results - Report Number Kalwall March 7, 1997 Table I shows results according to ASTM D2244 11.1 Scale system 4.3.2.4 was used for these data. TABLE I Kalwall .070 White SW FRP Face Sheet South Florida Exposure Color Difference Results Hunter Color Scale Hunter Color Scale Average of 3 Readings Lh ah bh ALh Aah Abh AEh • 647 A Exp. 85.70 -4.51 10.02 647 A Cont. 84.94 -5.11 7.50 0.76 0.60 2.52 2.70 661 B Exp. 86.35 -4.34 9.72 661 B Cont. 84.64 -5.09 7.55 1.71 0.75 2.17 2.86 802 Exp. 87.51 -3.77 10.28 802 Cont. 87.00 -5.03 7.95 0.51 1.26 2.33 2.70 Average DE 2.75 CIELab ColorScale CIELab Color Scale Average of 3 Readings L* a* b* AL* Aa* Ab* AE 647 A Exp. 88.66 -4.57 10.66 647 A Cont. 88.04 -5.20 7.88 0.62 0.63 2.78 2.91 661 B Exp. 89.19 -4.38 10.29 • 661 B Cont. 87.79 -5.15 7.95 1.40 0.77 2.34 2.83 802 Exp. 90.13 -3.78 10.78 802 Cont. 89.72 -5.07 8.03 0.41 1.29 2.75 2.82 Average AE 2.85 BOND ADHESIVES ( COATINGSP P.O. BOX e4.5B, SEoaRJK. NH O3974 + 165191 a70„^;1 1 • 5/11/94 Client: Kalwall Corporation 1111 Candia Rd. . j Manchester, NB 03103 Attn: Don Folsom Case No. D -519 Project Description: To perform comparative Taber abrasion testing on submitted panels, employing CS 17 abrasive wheels, at a head load : of 500 grams, for a total of 1000 cycles. Sample Identification & Description: 1. Kalwall SW /EB exterior.face sheet test side F R P (fiberglass reinforced polymer). 2. Kalwall SW /EB exterior face sheet, test side F R P with Kalwall weatherable surface. 3. Skywall exterior face sheer test side F R P with Tedlar. Procedure: All specimens were weighed on the Sarcorious analytical balance, before and after testing. All specimens were also measured with a ball type Brown & Sharpe micrometer, before and after resting in the abrader pathway. Testing performed per ASTM D - 4060 - 90. Results: I The following represents the average mil thickness loss, as well as the = average milligram weight loss for specimens subjected to Taber abrasion . testing: w 6Kj vi Sample Identifications Ave Mil Loas Ave MG Wgt Loss 0 Kalwall SW /EB w /KWS 0.65 mils 36.9 mgs Ave of 2 test specimens c 2. Kalwall SW /EB w /no KW S 1.0 mils 50.0mgs R ave of 2 test specimens Q 3. Skywall Face Sheet w/ Tedlar 2.5 mils 103.4 mgs A °c Ave of 2 test specimens ° � G (/) TOTAL P -G2 1 BOND ADHESIV & CO �/v C DR P.O. BOx 2450, 6EABR00K N O387a. • 1803) 474 -3811 1 Page 2 Case No. D -519 Conclusions: Based upon the results obtained, the following can be stated: The Kalwall SW /EB w /KWS was found to exhibit the best overall performance with respect to mil thickness and milligram weight loss when compared Co the specimens evaluated. 2. The most severe mil thickness loss, and milligram weight loss, was found t0 be e.'xhihited by th Sk faro 1 with Tedlar. Respectfully submitted, Henry Gagnon, Technical Director. re 5 y l is - iq,, ,� "U" ti ex' :,,? ,, � e .' z a ..s�::..t !� _. -.tif �SS.,:,� ..�...+` >jd . ..�,....�,? j — UL -972: Impact Strength Iiii E WA ° — --- NH Materials February 26, 2001 i Laboratory, Inc. � Mr. Horace Seymour "Your Partner in Problem Solving" Kalwall Corporation PO Box 237 �� Manchester, NH 03105 FAX 627 -7905 Ref: UL 972 Impact Testing 2 Pages NHML File 15222 Dear Mr. Seymour: Purpose The purpose of this test program is to apply the impact testing protocol of UL 972, Burglary 4 Resisting Glazing Material dated July 6, 1995 to determine the maximum impact strength for . particular panel types. All tests were conducted at room temperature. Consistent with UL 972, ten panels of each type were tested in five locations. 1 . Test Apparatus I examined the test apparatus on Sept. Sept. 9, 2000. The test apparatus is in conformance. k -t Samples The sample are in dimensional conformance. y I am advised by you that the test specimens were in all respects representative of the product. Certification I certify that the samples listed on the attached table passed the non - penetration criterion at the It indicated impact energies. t Very t ly yours / Q Y Fr derick G. Hochgraf, v New Hampshire PE 3778 s x , w ? -,,,z,, ' '-,' '� ` it CEO, Senior Scientist°^' ° rt " aF �`" V410, t sy - ) 1(l o k Crs ,,. i'h,i,o4liorAT. tot k 4....„...vvv,,,T,,.,......„ tr , S ..) Y 22 Interstate Drive Somersworth, NH 03878 -1209 800 - 334 -5432 603 - 692 -4110 603 - 692 -4008 fax 01 4. -9 , '"i NH Materials Laboratory, Inc. UL 972 Impact Test Method Test Results for Strength Nov. 5, 2000 - Dec. 21, 2000 Sample Use Temp ° F Impact Energy, ft Ibs Result Required Test Required Test 0.052 inch High Impact Exterior 70 -80 70 200 232 Pass 0.045 inch 2OLS Interior 70 -80 72 50 101 Pass 0.045 inch UKB1 Interior 70 -80 72 50 101 Pass 0.045 inch B3A Interior 70 -80 72 50 101 Pass 0.070 inch SW Exterior 70 -80 72 50 71 Pass 0.070 inch Type A Exterior 70 -80 72 50 71 Pass 0.070 inch SW -C Exterior 70 -80 72 50 61 Pass 0.045 inch S171 Int. Partition - - - 71 - - - 40 Pass 0.045 inch Type 25 Int. Partition - - - 71 - - - 40 Pass 0.060 inch Sun -Lite Int. Partition - - - 71 - - - 40 Pass 0.040 inch Sun -Lite Int. Partition - - - 71 - - - 25 Pass — ASTM C -297: Bond Tensile Strength UNIVERSITY OF NEW HAMPSHIRE DURHAM, NEW HAMPSHIRE 0.82 Department of Mechanical Engineer(ng C College of Engineering and Physical Sciences f /� , Kingsbury Hall 7 I (603) 862 -1352 t J ,.•\, TENSION TEST OF FLAT SANDWICH CONSTRUCTIONS IN FLATWISE PLANE (ASTM C297) FOR Kalwall Corporation 1111 Candia Road Manchester, N. H. 03105 BY Timothy M. Kenney Frederick G. Hochgraf, P.E. June 29, 1984 e St i r „ r y j i t F 3 s. TENSION TEST OF FLAT SANDWICH CONSTRUCTIONS IN FLATWISE PLANE (ASTM C 297) Scope This method covers the procedure for determining the strength in tension, flatwise, of the core, or of the bond between core and facings, of an assembled sandwich panel. The test consists of subjecting a sandwich construction to tensile load normal to the plane of the sandwich, such loads being transmitted to the sandwich through thick loading blocks bonded to the sandwich facings. The intent of this test was to observe and record the effects of aging on the tensile strength of the glue line between the skin and grid of Kalwall Corporation panels. Test Specimens The test specimens were taken from panels manufactured by standard production methods and materials. Each specimen was approximately 2" x 7/16" x 2 -3/4 "* and was attached with high strength epoxy to two aluminum loading blocks. The untreated samples were bonded only 10 days before testing. The heat treated samples were post - cured at 160 ° F dry heat for 16 hours and stored for 30 days at room temperature (65 ° F) while the accelerated aging was being performed. The aged specimens were tested after two exposures (6 cycles each) to accelerated aging in accordance to ASTM D 1037 (see NHML Report No. 380) . Procedure A tensile load was applied at a constant rate of 2.0 inches per minute *. Results The results of this testing are summarized on the enclosed data table. From these results it is concluded with 95% confidence that there is no decrease of the ultimate tensile strength of the bond caused by the aging cycle. *Specimen size and load rate are not as specified in ASTM C -297. See attached note. The purpose of ASTM C -297 is to evaluate a commercial material which is considerably different from the Kalwall building panel. The panel which this test was written for is a sandwich consisting of two outer surfaces of plastic laminate adhered to a core which consists of a relatively thin - walled, honeycombed section. The adhesive bonding the honeycomb to the laminate surfaces tends to form a significant fillet to provide a greater bonding area than the cross section of the honeycomb. Failure of the sample will be either in the adhesive or in the honeycomb. Because of the large (8 x 20) cell size of the Kalwall panel, this test method cannot be completely complied with. Section 4 (3) of C -297 requires that samples from products having cells larger than 1/2 inch shall be a minimum of 4 square inches or large enough to include at least one complete cell. The block (described in Figure 1) which must be adhered to the face of the laminate and which must be at least as large as one cell is dimensioned 1 9/16 x 1 1/2 inches. Therefore, one cell cannot have a dimension over 1 9/16 inches and meet the requirement of this test. It is desired to have a test method which will measure the adhesive strength between the composite panel and the supporting core material. ASTM D -952 titled "Bond or Cohesive Strength of Sheet Plastics and Electrical Insulating Materials" is a different method which measures interlaminar strength or adhesive strength within a sample. Again, this test could not be directly run on this product due to. dimensions. The sample required is a 51 x 51 millimeter sample adhered to two identically dimensioned blocks. Both of these methods are standards which have a similar intent to the desired evaluation of the Kalwall product but neither could be used without exception. ASTM C -297 was selected as most suitable com- promise and the exceptions were noted. There is no ASTM standard even today that will evaluate this product without some exceptions. Materials Laboratory File #CC749 -11 -84 29 June 1984 Xvyvyvu.d___ • /a/47 Timothy M. Kenney Frederick G. Hochgraf, P.E. Technical Specialist Associate Professor Materials Science Materials Science k ;7 " r4t, Please Note: Nov. 1997 (oh fiT s S k a 'E't W L�1� , i The materials and manufacturing methods presently used by Kalwall are the same as used in the above ey r `2 4 1 c ' report. fifn g��J� ° �. 4 , ' a� �� },.i2) G. P. Reed, P.E. W4 k annt° Chief Engineer SUMMARY OF TENSILE DATA Sample Identification Sample No. Tensile Strength (psi) 1 259 2 259 Untreated Samples 3 243 Bond age - 10 Days 4 267 5 273 6 273 7 223 8 243 9 266 10 267 Mean 257 SD 16 1C 381 2C 519 Heat Treated 3C 435 Samples 4C 413 5C 452 6C 438 7C 449 8C 457 9C 354 10C 481 Mean 438 SD 47 lA 705 2A 752 Aged Samples 3A 751 ASTM 1037 4A 767 Double Exposure 5A 820 6A 751 7A 725 8A 919 9A 808 10A 825 Mean 782 SD 62 07V s_ f7414.«+a2.'G :4...,...0 — ASTM D -1037: Accelerated Aging — NEW HAMPSHIRE MATERIALS LABORATORY 14 Schoolhouse Lane Durham New Hampshire 03824 P 603 868 -1456 ACCELERATED AGING (ASTM D1037) SCOPE Accelerated aging test shall be used to obtain a measure of the inherent ability of a material to withstand severe exposure conditions. The cycling exposure to which the material shall be subjected is a simulated condition developed to determine relatively how a material will stand up under weathering conditions. The intent of this test was to observe and record: 1. Discoloration as an indication of delamination. 2. Separation due to differential movement of skin and grid. 3. Result of thermal shock (rapid change of extreme temperatures.) TEST SPECIMENS Thirteen tensile samples approximately 2" x 7/16" x 2-3/4" consisting of an aluminum I -beam bonded to two FRP face sheets, .04 inch and .070 inch nominal respectively, fabricated as "production run" material. PROCEDURE Normal ASTM D1037 Procedure calls for each specimen to be subjected to six complete cycles of accelerated aging. In order to increase the severity of this test, the number of cycles was doubled to twelve (12). Each cycle consisted of the following: 1. Immersed in water at 120+ 3F. (49+ 2C.) for 1 hr. 2. Sprayed with steam and water vapor at 200+ 5F. ( -93+ 3C.) for 3 hrs. 3. Stored at 10+ 5F. ( -12+ 3C.) for 20 hrs. 4. Heated at 210+ 3F. (99+ 2C.) in dry air for 3 hrs. 5. Sprayed again with steam and water vapor at 200+ 5F. (93+ 3C.) for 3 hrs. 6. Heated in dry air at 210+ 3F. (99+ 2C.) for 18 hrs. After completion of the twelve cycles of exposure, the material was further conditioned at 20+ 2 ° C. with a relative humidity of 65+ 1% for 96 hours. NEW HAMPSHIRE MATERIALS LABORATORY i RESULTS Frequent inspections of the test specimens were made during the aging cycles for any sign of delamination or other disintegration. The results were as follows: 1. No white spots indicative of skin separation from the grid were observed. 2. No separation of skin from grid was observed including , problematic separation resulting from differential movement. 3. No observable failure occurred due to thermal shock including problematic skin separation from the grid, skin crazing or cracking, and grid intersection failure. It is reasonably inferable from this test that internal material failures will not occur and that glue line failure between materials will not occur under similar circumstances. NEW HAMPSHIRE MATERIALS LABORATORY File #380 June 29, 1984 Timothy M. enney Frederick G. Hochgraf, '.E. Laboratory Supervisor Principal Investigator.. Js . • � : `•.:� .. -y��g 'yip • _ . . 1 ....,„,„,v,„„ .„..„., tt 7.x.:7 :I �, ', i , es.r : i . • ,:::;.. Vroi , -. . 0114'*.: Please Note: April 1996 The materials and manufacturing methods presently used by Ka1wa11 are the same as used in the attached report. G. ►. Reed, P.E. Chief Engineer b ® - March 18, 1996 4? /. NH Materials iin . . e+.� Laboratory, Inc. CLIENT: Kalwall Corporation Your Partner in Problem Solving' 1111 Candia Road 22 Interstate Drive P.O. Box 237 Somersworth, NH 03878 -1209 Manchester, New Hampshire 03103 800- 334 -5432 6 03 - 692 -4110 N IJVFL No.: 8229 6 03- 692 -4008 fax Reference: Kalwall Purchase Order No.: 006923 Sample Identification: Twenty (20) metal -to -metal (2024 -T3 Aluminum) lap shear specimens were submitted and identified by the Client as prepared with Standard bonding adhesive. Sample preparation was witnessed by Frederick G. Hochgraf. Test Performed: The submitted specimens were tested in accordance with ICBO "Acceptance Criteria for Sandwich Panel Adhesives" for the following: A. Shear Tests per ASTM D -1002 1) 5 specimens @ 68° F, 50% Relative Humidity (R.H.) 2) 5 specimens @ 68° F, 50% (R.H.) after exposure to accelerated weathering per ASTM D -1037 (see appendix for aging procedure) 3) 5 specimens at 182° F, 50% R.H. 4) 5 specimens at 182° F, 50% R.H. after exposure to accelerated weathering per ASTM D -1037 Results: See attached data sheet. Tested by: Signed for the Company by: , (04.2.,-)- - )c:2/2/.1-fg;t ( e-y If , -, ///,/ Rosemary A. Pixley Frederick Hochgraf a' Mechanical Testing Engineer Professional Engineer eft New Hampshire # 3778 , �;, ICBO Evaluation Service, Inc. 1 � � � A L .J i a crn oration of the International Conference of Building Officials `' eY. r P • ,VvoRKlAAri ROAD • • WHRTIER, CALIFORNIA 90601.2798 • • 010) 699 -0543 • • FAX 010) 695.4694 I % L ...,, 11 ,01.... t)1 CIF Ow 1 L v) rcrolml • . • Boom sd„ +� oNS+uN.counsw, January 16, 1996 CV IMMO 014.111 . rnfnlR q+rmp0• ..0 611U903 Wirt MIEC7011 G. P. Reed C .... L 0Y0q(010. ) J .111.0710. ORUE. °R0M0°°" chief Engineer Immt Na PFC-1705 4 � g on all correspondence Please reference this number ... ......."•"••'-c" m 1111 Candle Rd. c ME BNOr18 . x umwwaa wow Post Office Box 237 ;:! O .vNLmw4ro era .trw Manchester, New Hampshire 03105 1 a � GOMM.. F•1 Dear Mr. Reed: , OM. ". F' In your letter dated D pg. 1 of 2 ' , 19Q5, you Th seek recognition of New Hampshire 3 Q December 12 Materials Laboratory for adhesive testing. The laboratory has been found ; acceptable based on our guidelines for accepting nonlisted testing ages. 4 , ,,F1 NH Materials • masa Laborat . ory, Inc. Test Results for Standard Bonding Adhesive #8229 Test Condition Specimen Shear Strength Type of /Sample (psi) Failure 68 °F, 50% RH/ 1 884. Cohesive Control 2 807. Cohesive 3 726. Cohesive 4 753. Cohesive 5 673. Cohesive Average: 769. 68 °F, 50% RH/ 1 1430. Cohesive Aged (D -1037) 2 1573. Cohesive 3 1465. Cohesive 4 1671. Cohesive 5 1511. Cohesive Average: 1530. 182 °F, 50% RH/ 1 204. Cohesive Control 2 157. Cohesive 3 174. Cohesive 4 * Cohesive 5 * Cohesive 6 172. Cohesive 7 144. Cohesive Average: 142. 182 °F, 50% RH/ 1 512. Cohesive Aged (D -1037) 2 445. Cohesive 3 445. Cohesive 4 328. Cohesive 5 426. Cohesive Average: 431.0 • Deleted due to jaw slippage, 7 United States Testing Company, Inc. Note: ICBO - ES did not require that s , • Engineering Services Division this test be repeated as part of 1996 v 1415 PARK AVENUE • HOBOKEN. NEW JERSEY 07030 •207- 792.2+00 Ieexaminatiou REPORT OF TEST 88119 Kalwall Corporation NUMBER CUENT: 1111'Candia Road August 8, 1984 P.O. Box 237 . Manchester, New Hampshire 03103 SUBJECT: Evaluation of Sandwich Panel Adhesives Oxygen bomb, D -572 1 1400 75% Cohesive 8182 °P, 300 psi 2 1460 508 Cohesive 3 1560 90% Cohesive 4 1270 90% Cohesive_ 5 1370 908 cohesive • pg. 2 of 2 Avg. 1410 80% Cohesive — ASTM E -72: Beam Bending Strength — a �4� NH Materials Laboratory, Inc. Your Partner in Problem Solving° March 18, 1997 Mr. George Reed, III Kalwall Corporation PO Box 237 Manchester, NH 03105 Ref: ASTM E -72 Heavy Load Testing Aluminum I Beam Panels NHML File 10507 r Introduction The purpose of this test program was to evaluate three specimens of KALWALL translucent sandwich panels incorporating a heavy aluminum beam grid core in order to determine the structural properties of the panel, tiL including the span capability and stiffness, or El factor. Loading and measurement were conducted per ASTM E72 -80. The final loads applied were sufficient to produce extreme deflection and stress in the I -beam grid core. Following testing, the specimens were examined for degradation including, but not limited to, web crippling and panel delamination. F `:4 :x. The testing was conducted at the KALWALL facility in Manchester, NH on = March 3, 1997. Specimens The specimens were nominally 123 x 60 x 2 3/4 inches thick. The exterior faces were type SW, 0.070 inches thick. The interior faces were type S- { 170, 0.045 inches thick. The grid modules were nominally 12 x 24 inches, ii manufactured with three specimens having 2 5/8 inch thick aluminum I beam construction. The specimens and load were supported per ASTM E72 -80. The spacing between supports was 120 inches with the load applied at the quarter 22 Interstate Drive Somersworth, NH 03878 -1209 800- 334 -5432 603- 692 -4110 603- 692 -4008 fax points spaced 30 inches from the ends and 60 inches apart. The load consisted of previously weighed drums of water. Test loads are indicated on the attached graphs. Per E72, both load and set deflections were measured using steel rulers at zero time and again after 5 minutes. Each • panel was subjected to two batteries of testing: one set with the exterior side facing upwards and one set with the interior facing upwards. • The mid span deflection of the long panel edges immediately after loading and the deflection 5 minutes after load removal are plotted for the six cases. The average deflection of the two edges is displayed in all graphs. Performance: Inspection during and following testing showed that all specimens maintained their structural integrity throughout all of the testing. • Submitted by • • - • Frederick G. Hochgraf Professional Engineer ,,., • •• • .. New Hampshire #3776 "J' Enclosures: 6 deflection graphs. • Deflection Measurements of Solid I Beam Panel C (0.070 Skin up) 3300 :* :::::::::_::::::::::::-:: ::__:: : ::::::::::::::::.::_:::: :::::: ::- ::::::::::- .:::.:,::::_ -::::: '' :::::::::::: 2503 .._._.....,, ................... - - 23(.11 ......_ ._. _.._.._...._. :�_: . ....._ ....... ............. .....:... ...._........ .. ._. _ ............. , .......... .................. _ _. :, . : . ... . .................. ...........a..._......._. -..... . -.._.. : 0 05 1 15 2 2.5 3 35 4 Mid-Span Deflection (In) Notes: - 'Load - ON data include all weight on panel, with deflection measured immediately after load application.- - `Load -OFF data reflects only weight removed, with deflection measured after load removal. ri ,„ } ETC Laboratories 40 Ajax Road • Rochester, New York 14624 • Telephone 716 - 328 -7668 • Fax 716- 328 - NFRC l Thermal Test R eport Prepared for: • KALWALL CORPORATION 1111 CANDIA ROAD, P.O. BOX 237 MANCHESTER, NEW HAMPSHIRE 03103 Product Description Series/Model: KCP+ A -R Type: Curtain Wall Size: 58 -7/8" x 71 -1/8" x 2 -3/4" (1494mm x 1807mm x 70mm) Report Number: ETC -94- 066 - 1409 -2 Report Date August 2, 1994 r ETC Laboratories 40 Ajax Road • Rochester, New York 14624 • Telephone 716- 328 -7668 • Fax 716- 328 -7777 NFRC Thermal Test Summary llj j j Prepared For: I. �.. KALWALL CORPORATION 1111 CANNA ROAD, P.O. BOX 237 MANCHESTER, NEW HAMPSHIRE 03103 Productline: Translucent Sandwich Panel Model /Series: KCP+ A -R NFRC Type: Curtain Wall Representative Size: 58 -7/8" x 71 -1/8' x 2 -3/4" (1494mm x 1807mm x 7Omm) Report Number: ETC - 94-066 - 1409 -2 Test Start Date: 06 /07/94 Test Finish Date: 06/08/94 Report Date: 08/02/94 Expiration Date: 08/02/98 NFRC Lowest U -Value Baseline Product Overall Standardized U -Value Thickness Laver I Cavity Laver 2 2 -3/4" Fiberglass Fiberglass Fiberglass 0 0.070" Insulation 0.045" (70mm) (1.8mm) (1.1mm) (1.64 W /m=K) g: W'� r,,. �. ....v 3 r� . ��.��,r.kest '�Yr ._,.5, .•"' - . ':Mrs _ - - NFRC System Certification - NFRC Certified U- factors All projects will be quoted on the basis of the NFRC certified system U- factor. For identification purposes we will still refer to the panel U- factors based on the 1994 NFRC test. The important distinction is that the certified U- factors are based on a model of the system, 80" x 80" and consist of 2 panels, a center batten as well as head, sill and jamb members. All site built window wall, curtainwall, sloped glazing and skylight systems are modeled at this size, allowing direct product comparisons. The following are our Certified Product U- Factors as of 2004: Walls Panel Only 2" Batten Stiffener' 3 1/4 IS (1994) U- factor Product No. U- factor Product No. U- factor Product No. TB 0.23 0.27 002 -009 0.29 002 -001 0.32 002 -005 0.14 0.19 002 -011 0.21 002 -003 0.24 002 -007 0.10 0.15 002 -012 0.17 002 -004 0.20 002 -008 0.05 0.10 002 -029 n/a n/a Non -TB 0.29 0.38 003 -009 0.39 003 -001 0.42 003 -005 0.22 0.32 003 -011 0.32 003 -003 0.36 003 -007 0.18 0.28 003 -012 0.29 003 -004 0.32 003 -008 Roofs Panel Only 2" Batten Stiffener' 3 1/4 IS (1994) TB 0.23 0.28 001 -009 0.30 001 -001 0.33 001 -005 0.14 0.20 001 -011 0.22 001 -003 0.25 001 -007 0.10 0.17 001 -012 0.18 001 -004 0.21 001 -008 0.05 0.11 001 -029 n/a n/a Non -TB 0.29 0.42 004 -009 0.43 004 -001 0.46 004 -005 0.22 0.35 004 -011 0.36 004 -003 0.39 004 -007 0.18 0.31 004 -012 0.33 004 -004 0.35 004 -008 Notes: 1) Stiffener group includes #2SSSE, #4SSSE, #12SSSE and Structural Tee Battens (walls only) 2) 3 1/4 IS group includes the 4 1/2" fin batten (walls only) Things to remember: U- factors are for comparison of like products, not energy calculations as actual ( < , r y. i .. . vc _ installed U- factor may vary from the certified value due to size difference. - ; " - - TB systems use thermally broken perimeter, Non -TB systems use standard i; ,.\; i 70.n aluminum perimeter. A TB panel in non -TB perimeter is not an NFRC certified product. Certified products may be found listed in the NFRC Certified Products Directory or on line at www.nfrc.org. 2/04 165 N [ ® 6 ROOF PANELS FACE SHEET note 1 % LIGHT TRANSMISSION nose 2 ROOF SOLAR HEAT GAIN note 3 SOLAR HEAT GAIN note 4 COMBINATION COEFFICIENT (Btu /h•ft EXTERIOR INTERIOR 0.53 "U" 0.29/0.23 0.22/0.14 0.18/0.10 0.05 "U" 0.53 "U" 0,29/0.23 0.22/0.14 0.18/0.10 0.05 "U" 0.53 "U" 0.29/0.23 0.22/0.14 0.18/0.10 0.05 "U" COLOR COLOR note 5 "U" "U" "U" "U" "U" Greenish Blue While 25 '14 5 3 10 (7) 0.37 0.18 0.10 0.07 0.11 104 52 30 20 31 Aqua White 29 17 6 4 12 (7) 0.37 0.19 0.10 0.07 0.11 106 54 30 20 31 Rose White 30 '18 6 4 12 0.38 0.19 0.10 0.07 0.11 109 54 30 20 31 • Ice Blue while 35 20 8 6 15 (7) 0,44 0.22 0.11 0,07 0.12 126 62 32 20 34 Greenish Blue Crystal 37 20 7 4 15 t71 0.47 0.21 0.13 0.08 0.13 133 59 37 22 37 Aqua Crystal 43 23 7 4 16 (7) 0.49 0.22 0.13 0.08 0.12 138 62 37 22 34 Rose Crystal 48 24 8 5 18 (') 0.50 0.23 ' 0.13 • 0.08 0.13 143 64 ' 37 22 ' 37 • ice Blue Crystal 53 27 10 6 20 (') 0.59 0.25 0.15 0.09 0.14 168 72 42 25 40 While Crystal 30 18 12 8 15 (') 0.37 0.17 0.10 0.07 0.10 106 49 30 20 28 While White 20 15 8 5 12 0.30 0.16 0.09 0.06 0.09 86 44 25 17 26 Crystal 'White 35 20 12 8 15 0.42 0.23 0.11 0.07 0.11 119 64 32 20 31 Crystal Crystal 50 30 15 10 r 20 0.55 0.27 0.14 0.09 0.12 156 77 40 25 34 Crystal SWC White 29 16 9 6 13 (') ' 0.40 0.20 0.13 0.08 0.11 114 57 37 23 31 note 6 Crystal SWC Crystal 44 22 11 8 20 t71 0.52 0.24 0.15 0.09 0.12 148 68 43 26 34 1, Most common combination; many other combinations available. 1 ( 2. Approximate values by ASTM E -972. Light transmission values over 30% not recommended for most applications. _ 3. At 0° incident angle. Numbers for various panels are calculated based on tests. Shading Coefficient (SC) is equal to 1.15 times the Solar o F Heat Gain Coefficient (SHGC). t3. 4. For Design Day of August 21, Noon, Horizontal, Lat. 40. Expressed as Btu /(h•ft DS glass would be 247 .o '`' ' • 5. "U" Values determined by NFRC test method (ASTM C -236, E -1423 and C -1199 at certified lab). Expressed as BTU /(ft °F) for aluminum m r 1 _ grid / thermally broken grid, nominal 12" x 24 ". Perimeter aluminum excluded. Test temperature at 15 mph wind (6.7 m /s): 0 ° F ( -18 ° C) cold s -. side & 70 °F (21 °C) warm side. -i -' 6. Type A and SWC face sheets are similar in light transmission and solar heat gain properties. White High Impact same as standard white. : ¢'. • 7. Estimated based on standard engineering calculations. -o Check with Technical Services Department for further clarification. Since this table is of a very technical nature, please consult your heating and CD c , ventilation engineer for proper interpretation. _ a` 4 �4 ' Metric U Value Conversions a U4 vi English 0.53 0.29 0.23 0.22 0.18 0.14 0.10 0.05 Btu /(ft F j‘- Kalwalio SI 3.01 1.65 1.31 1.25 1.02 0.79 0.57 0.28 W /(m K) t "' J �Ei9 CORPORATION P.O. . Box 237, Manchester, NH 11 rd 1'; (61)3) 627 I' 4: Kalwall® CORPORATION P.O. Box 237, Manchester, NH (603) 627 -3861 WALL PANELS FACE SHEET note 1 % LIGHT TRANSMISSION note 2 WALL SOLAR HEAT GAIN note 3 SOLAR HEAT GAIN note 4 COMBINATION COEFFICIENT (Btu /h•ft EXTERIOR INTERIOR 0.53 "U" 0.29/0.23 0.22/0.14 0.18/0.10 0.05 "U" 0.53 "U" 0.29/0.23 0.22/0.14 0.18/0.10 0.05 "U" 0.53 "U" 0.29/0.23 0.22/0.14 0.18/0.10 0.05 "U" • COLOR COLOR note 5 "U" "U" "U" "U" "U" "U" U U "U" Greenish Blue White 25 14 5 3 10 (7) 0.36 0.17 0.10 0.06 0.11 89 43 24 15 27 Aqua white 29 17 6 4 12 t't 0.36 0.18 0.10 0.06 0.11 89 45 24 15 27 Rose White 30 18 6 4 12 (7) 0.37 0.18 0.10 0.06 0.11 93 45 24 15 27 Ice Blue White 35 20 8 6 15 (7) 0.44 0.21 0,10 0.06 0.12 108 52 26 15 30 Greenish Blue Crystal 37 20 7 4 15 (7) 0.45 0.21 0.12 0.08 0.13 112 52 30 19 32 - Aqua Crystal 43 23 7 4 18 0.46 0.21 0.12 0.08 0.12 114 52 30 19 30 Rose Crystal 48 24 8 5 18 0.49 0.22 0.12 0.08 0.12 121 54 30 19 30 Ice Blue Crystal 53 27 10 6 20 (7) 0.58 0.25 0.14 0.08 0.13 145 63 35 19 32 • White Crystal 30 18 12 8 15 (7) 0.37 0.17 0.08 0.05 0.10 91 43 • 19 13 25 White white 20 15 8 5 12 0.30 0.15 0.08 0.05 0.09 73 37 19 13 22 Crystal White 35 20 12 8 15 . 0.39 0.19 0.10 0.06 0.11 97 48 24 15 27 Crystal Crystal 50 30 15 10 20 0.51 0.23 0.13 0.08 0.12 127 56 32 19 30 Crystal SWC White 29 16 9 6 13 (7) 0.35 0.18 0.11 0.07 0.10 86 44 27 17 25 note 6 Crystal SWC Crystal 44 22 11 8 20 (7) 0.45 0.21 0.13 0.08 0.11 111 52 32 20 27 1. Most common combination; many other combinations available. 2. Approximate values by ASTM E -972. Light transmission values over 30% not recomrnended for most applications. 3. At 35° incident angle. Numbers for various panels are calculated based on tests. Shading Coefficient (SC) is equal to 1.15 times the Solar Heat Gain Coefficient (SHGC). 4. For Design Day of August 21, 4 PM, West Elevation, L_at. 40. Expressed as Btu /(h.ft DS glass would be 216 5. "U" Values determined by NFRC test method (ASTM C -236, E -1423 and C -1199 at certified lab). Expressed as BTU /(ft °F) for aluminum grid / thermally broken grid, nominal 12" x 24 ". Perimeter aluminum excluded. Test temperature at 15 mph wind (6.7 m /s): 0 °F ( -18 °C) cold side & 70 °F (21°C) warm side. 6. Type A and SWC face sheets are similar in.light transmission and solar heat gain properties. White High Impact same as standard white. 7. Estimated based on standard engineering calculations. . Check with Technical Services Department for further clarification. Since this table is of a very technical nature, please consult your heating and ventilation engineer for proper interpretation. Metric U Value Conversions En lish 0.53 0.29 0.23 0.22 0.18 0.14 0.10 0.05 Btu /(ft SI 3 _ O A Durham AWWTF - Ph 4 Tigard, OR 97223 DeaMor Job No. 05135P NORMAL MAINTENANCE OF KALWALL PANELS Most types of material can be removed from the face sheet of a Kalwall Panel dependent on the type of material to be removed. Suggested method for washing Kalwall face sheets is to try soap or dishwashing liquid , and water first. If not successful, then, the following materials have been found to : be satisfactory Lestoil Naptha "Goop" Hand Cleaner Mineral Spirits Fantastic Isopropyl Alcohol Gumout MEK or Lacquer Thinner if used in short duration Note: All above cleaners and solvents must be washed off with soap and water after using. Commercially available detergents without abrasive ingredients may also be used. DO NOT USE: Keytone based solvents, gasoline, lacquer, thinner or other petroleum -based materials. DO NOT USE: Any abrasive type cleaning compound or paint strippers such as "5F5" More resistant materials (i.e. graffiti) can be removed by lightly sanding. For best aesthetic results, recoat the exterior face sheet using Weatherseal #85. Kalwall panels are manufactured with a field refinishable, weatherable surface which has excellent weathering qualities and includes a permanent glass erosion barrier to eliminate any fiber exposure. This surface has a glossy appearance and is smooth. After a period of years this surface may lose its sheen and may be recoated with Kalwall's Weatherseal #85. In our climate, that time frame should be anywhere from seven years on. We recommend an inspection of the Kalwall Panels after five years, as appropriate thereafter. The above is true and correct to the best of our knowledge, however, no warranty is expressed or implied. Durham AWWTF - Ph 4 • Tigard, OR 97223 DeaMor Job No. 05135P CLEANING ALUMINUM FRAMING GENERAL Outdoor cleaning should be done in mild cloudy weather or in the shade. Use plenty of clean, lukewarm water to lubricate the surface before beginning to clean the frames. When cleaning the frames, use wet cloths with small amounts of mild detergent. Rub lightly to remove most grime from the painted /anodized aluminum. Do not use dirty rags again. Flush with clean water and lightly dry with a soft no -nap cloth. Remember, you are cleaning the surface, not polishing or restoring a finish. SPECIFIC Grease: To remove grease from aluminum surface, use 409 cleaner and a no -nap cloth. Be sure to remove all traces of cleaner from cracks and corners. Plaster: Can be removed by applying mild hand soap and warm water with a no -nap cloth. Use only water -based cleaners and plenty of water. Do not use abrasive cleaners Clean the skylight frame in small sections being sure to rinse thoroughly. Be sure to remove all traces of cleaner from cracks and corners. Do not use dry rags on a dirty surface. Do not clean skylight surface in extreme heat or cold. Do not rub the frames excessively - you can not polish the surface with a cloth. Do not use solvents, abrasive cleaners, steel wool, razor blades, dry cloths, or high speed buffers P C - C \( - * PRELIMINARY Translucent Panel System Limited Warranty DATE: March 20, 2006 JOB NAME: Durham AWWTF - Ph 4 Tigard, OR 97223 DeaMor Job No. 05135P SECTION: 08950 - Translucent Sandwich Panel CONTRACTOR: Contractors Incorporated 19165 SW 119th Tualatin, OR 97062 DeaMor Associates, Inc. warrants the installation of the Kalwall Translucent Panel Systems from the date of substantial completion per our: 1 year warranty against defects in workmanship on installation 20 year warranty for Kynar frame finish Our warranty includes repair or replacement of the Kalwall panel systems in the event that they exhibit uncontrolled water penetration or excessive air infiltration into the building. This warranty does not include any responsibility for incidental, consequential, or other damages including but not limited to: loss of operation, water damage, personal injury of any kind or deficiencies in design of building structure, nor responsibility for normal deterioration or abuse by others. The Kalwall Translucent Panel Systems are warranted by Kalwall Corporation from the date of substantial completion per their: 1 year warranty on materials The liability under this warranty is limited to furnishing panels of the same size and type. DEAMOR ASSOCIATES, INC. William H. Daudistel Jr. Secretary/Treasurer 10/11/05 17:21 FAX 360 574 3487 DEAMOR ASSOCIATES 1cuuz 0. LEED Material Buyout Form Brightworks Northwest Subcontractor: DeaMor Associates, Inc. Scopes: 08950 - Translucent Sandwich Panel Item Description. Value $ What is the total construction value for all scopes Total Construction Cost of work provided (Including all labor, materials, &$ 1 1 1 4 9 5 equipment) Of the total construction cost, what is the total 76,936 Materials Cost value of all materials provided (Materials Only). From the Material value listed above, please provide the following breakdowns detailing any components which fall into one or more of the listed categories Tr • • d • • v aa) . ° o^ •.2 . in ye • • > c d o tin i. y s ^ . . to c . 0 3 u • -c .. • 0. a) N • — „ fl • y 4+ a) Building Component: E E o• o L .,- • 3 e • List each individual building v. 0 v o v 4,d .1.1 . � component Ex for w all c, n c y 4., , u , , °r a system: Separately list GWB, studs, y M ` � .c ai o vapor barrier, insulation, etc. as = n c n c m .- to applicable. m > . . u a u 2 2 •= o Kalwall translucent ` panels ... . 59, 638 ; 1 0 %i 21 ._ _1_1.00% 7 0- 1= Identify the $ value of each specific, building component. Extrusions, ..bre -ak -- :_.� _..i. - . , .� ed in 2 - Identify the percentage of post .. sha..pes,-- fasteners -- 9,.73.3_ a . .2.4%..r.1.0_0%.... _ each specific c building component. Fin.is _3_,..17_1.. •,__ 0 0.. _. 100% —0 -_ ; 3 = Identify the percentage of post industrial recycled content in each = specific building component. • i i ! 4 = identify the $ value of each specific i 5 i building component that is ___..... manufactured within 500 miles of the ___...__ project site. i i • 5 = Identify the $ value of each specific building component that is harvested ..._�. _ _: -_ ._._. ._.._ _.._ within S00 miles of the project site. • From: ..)O0 574 3487 Page: 2/2 Date: 9/13/2005 12: - iu:54 PM SEP -13 -2005 11 22 KRLLIALL CORPORRTI ❑N 603 627 7905 P. 01/01 FAX TRANSMITTAL COVER SHEET • SINCE 19$5 ® P 3 sue �; . 1111 Candia Rd., P.O. Box 237, Manchester, NH 03105 . -. " C O R P O R A T I O N Phone: 603 -627 -3861 Fax! 603-62.'7905 -- THIS TRANSMISSION CONSISTS OF 1 PAGES INCLUDING THIS COVER SHEET. To: DeaMor Associates, Inc_ (OR) Date: 9/13/05 Attn: Rita Levesque Fax: 360 -574 -3487 _ 6 From: Nancy Garneau Ext: 4419 REF: Durham Advanced WWTF Phase 4 Durham, OR 055808 Dear Rita: • Per your request for LEED Certification, below is the information required: Post- consumer recycled content: 10% Post - Industrial recycled content: 21 Please do not hesitate to call me should you have any questions or need further information. With best regards, 2dy, Nancy A. N. G au Project Coordinator cc: L. Glass, M. White • KALWALL TRANSLUCENT PANEL SYSTEMS • SKYLIGHTS • PANEL UNIT WALLS e SOLAR WINDOWS TOTAL P.01 This fax was received by GFI FAXmaker fax server. For more information, visit: http://www.gfi.com i MWH SHOP DRAWING REVIEW MWH Americas Review Date 5/10/2006 Submittal No. 113. A2 From Engineer: Cheuk Lee To Contractor: Contractors, Inc. Company: MWH Americas, Inc. P.O. Box 637 16580 SW 85th Avenue Tualatin, Oregon 97062 - Tigard, OR 97224 Attn: Michael Eubanks Project Owner: Clean Water Services Project Name Durham Facility Phase 4 Expansion Contractor's Submittal No. 113. A2 Project No.: 1530605 Item of Equipment or Material Translucent Sandwich Panel - Wall and Specification Section 08950 Skylight Shop Drawings & Structural Subject submittal has been reviewed and review action is as shown below: Item No. SUBJECT OF SHOP DRAWING OR DATA REVIEW ACTION NO. COPIES NO. COPIES RECEIVED RETURNED 1 Wall & Skylight Shop Drawings MAKE CORRECTIONS NOTED 8 5 These comments are in addition to those made on Submittal 113A1. Please make the following adjustments to window rough openings to correspond with structural opening: W -2 shall be 5-4" W x 4' -0" H The structural calculations have been reviewed and accepted by the project structural engineer. See attached marked up shop drawings. Note: This submittal and Submittal 113.A1 - Structural Calculations for Translucent Panels, must be submitted to the City of Tigard for review upon acceptance by the Engineer. The City of Tigard must approve the items prior to their release for fabrication. Remarks See Attached Sheet 2 or indicate here: None ❑ Corrections or comments made relative to submittals during this review do not relieve the contractor from compliance with the requirements of the drawings and specifications. This check is only for review of general conformance with the design concept of the project and general compliance with the information given in the contract documents. The contractor is responsible for confirming and correlating all qualities and dimensions; selecting fabrication processes and techniques of construction; coordinating his work with that of other trades, and performing his work in a safe and satisfactory manner. Cheuk Lee Engineer's Signature `J' File: 10.7.1 - 08950 -113 CM 305 (Revised 7/28/05) , ti f ry ry _ Q m N a, m w NOTE! <. All dimensions must be guaranteed by the General Contractor ~ 1 or field measured by DeaMor Associates, Inc. -. t prior to fabrication. Your signature on the guaranteed dimension _ line below states that the dimensions shown in I block J will be held, , all custom materials will be fabricated to these same dimensions and ei cannot be field modified. Q - so m + co Guaranteed Dimensions By: C 9 Contractors Incorporated Date: or; Field Dimensions By: DeaMor Associates, Inc. Date: Project Architect Review Stamp ! :: f) I::(... ! . . _ . . . , • . I : . . : X : . . . . .. . L i ''V. :f SC' • r,i v / I:EC:E.:NG IS ONLY :TA (7....• .,;'. ! r -f, , A....: 7, I C - r. co i:GS!GN CONCEPT OF THE PL :i.,:!<:!:..: •'..',;.: f__ -- Cj a n ;:ITHTN81NFORLIT;ON Gi'. EN C : I, il.i r ';.U'1 I.(.11: ::,.. f N ,D vr ANY,;CnON S!iO,VN 1s SU ilEiZ.7 I'0•f1S , . '.!r C. :I. r L • Q ? F` • PI /.NS ANDSFECiFiCA'f ION:: t :•I I. ! ::i• C ::i'.I :; :, .-'1n '•!!UfiNS!ONS N'1DS I SHALL f:, C.:' '.I: !• • 1i:!: !:,a ,': C'7 O I'.BR!CA11ON Pai)G i15 • . 17 �. .. . • 5 • (': •7.I 1' 1:i,. U L_ N 0) ,D '. i. )RDINAVIO OF II IS ‘. ‘. v.:171 .:.CF ::i':.t_( ',:n;`:' I:, • ',i:: ;> to Z ] I� a .`•J THE 5:Cn SfA:'!D31':'i. ^, C!IP I:Gi tea..... , j < o 0 !r� .. .., ct M L_ FF Project E.igineer Review Stamp !Skylight Engineer Stump ' PR � O,P 4 \ c.N. 49/ Dale Dale 12/16/05 • �? /./7 Sc u!: AS NOTED 4 k; 4110 i Draw, JG ` g i , _ i .._.._....._ /�M G. e hE l : d ICC/DJ !Job 05135P EXPIRES: 12 / 31 12007 I 1 E-- --- , Sorry- NordIing Engineers. Inc. u t HAS SUPERVISED THE DESIGN OF 1 5 1 !ARCHITECTURAL METALS IN REGARDS? :10 S1RUCTUItAL ADEQUACY ONLY. B.N.E.I. IS NOT RESPONSIBLE 1')P - , DIMENSIONAL ACCURACY NOR 1' L ! WEATHERING ABILITY AND /OR `r t PERFORMANCE OF ARCH . -, • L uE' ' C l 1 • • • STRUCTURAL CALCULATIONS FOR DURHAM AWWTF - Ph 4 KALWALL Double- Pitched SKYLIGHT & Wall Panels il:'E C ^�-RAC■�.:a'S 16580 SW 8th A ve n e t Gr'!� -R IrrG r is A:ai3 .AL DETAILS WERE REWEv cD FCq 1 WE TO t' , GEt =ERAL Tigard, Oregon 904 A THE CO VTRACi DOCUMENTS LE CODES. THE CO ?TRACTOR ENTS ' AND PONSIELE FOR. THE ACCRUE q REMAINS RE- !IESIGN CALCULATIONS , VD FOEQUACY OF Tr!F. A , COQf D!NATIO "! O D DIMENSIONS, USn. OF �rt Olfr.NSI S i „�!H Tt i v 1 E !VT A AUCHOP^ G G01) p i4..4,4/1 'rll �, _f 1 GG �r r rF �J. 0 11N 4 - 0 41- 3o, ,9 �6 ,; 4 / AM G G. �Q • 'EXPIRES: 12 / 31 / Berry- Nordling Engineers, Inc. NAS,SURERUISED THE -.GDESIGN OF ARCHITECTURAL METALS IN REGARDS TO STRUCTURAL ADEQUACY ONLY. BN.E.I. IS NOT RESPONSIBLE FOR DIMENSIONAL ACCURACY' NOR THE WEATHERING ABILITY Contents AND /OR PERFORMANCE OF ARCHITECTURAL METALS. Glazing Panel Information t - 2 Calculations 3 - 8 Analysis A I - A4 Fastener Load Tables El - E l 0 Contact Person: Shane A Empey • BERRY- NORDLING Project: DURHAM AWWTF - Ph4 ``-,- ENGINEERS, INC. s�s�� � Client: DEA MOR Proj. No 05-8 19 '`' -161 CIVIL - STRUCTURAL Date: December 2005 By: SAE Sheet No.: COVER 3607 SW CORBErr ANC•., PORTLAND OR 97239. 503- 227-7783. FAX 503 - 227 -7784. bnena @e -z.net . , 9 M IN H C MONTGOMERY WATSON NARZA Contractor's Submittal Transmittal Form For all contractor submittals, including shop Date: 4/7/2006 Transmittal No. 113A.2 drawings, samples calculation, data, or other To: MWH From: CONTRACTORS, INC. o ECEIVED .: 111; Attention: Leslie Laramoore Attention: Louise Loomis Project Name DURHAM AWWTP PHASE 4 EXPANSION This is: check one X an original submittal Owner CLEAN WATER SERVICES a 2nd submittal a submittal Subject of Submittal Equipment Designation: Specification Section(s): 7 ea. Wall & Skylight Shop Drawings 08950 — Translucent Sandwich Panel from 1 ea. Reproducible DeaMor 8 ea. Structural Calculations Comparison Information Tests Complete either (a) or (b), following: X (a) We have verified that the materials or equipment contained in this submittal meets all the requirements specified or shown (no exceptions) (b) We have verified that the material or equipment contained in this submittal meets all the requirements specified or shown, except for the following deviations (List Deviations): • i i Contractor's Authorized Representative _ I. j u.,('_ , ) e. ;. i( Y_-�_,„ \-_. i 1,'Michael Eubanks, Mgr. Erivironmental Division // CM 306 (Revised 9/16/02) DeaMor Associates, Inc. 14010 -A NE 3rd Court, Suite 102 Vancouver, Washington 98685 05135P (503)284 -6799 Fax (360)574 -3487 Toll Free (888) 284 -6799 April 5, 2006 Submittal Package No. 3 Louise Loomis Contractors Incorporated 19165 SW 119th Tualatin, OR 97062 Durham AWWTF - Ph 4 Specification: 08950 - Translucent Sandwich Panel DeaMor Job #: 05135P Louise: Enclosed please find our revised shop drawings and structural calculations for final review and approval by the project architect and engineer. As you can see, these documents have been stamped by Berry - Nordling Engineers, Inc., Oregon regis't'ered engineer. Enclosed are the following items: Copies Description 7 Bond sets; Walls and skylight shop drawings, pages 1 -5 of 5 dated 12/16/05 1 Reproducible set 8 Sets; Structural calculations As a reminder, we will need the following items approved and returned to our office to release this order for fabrication: 1. Two (2) bond sets of drawings and two (2) sets of calculations stamped approved by the project architect and engineer (These will be required for the DFS permit from the City of Tigard) 2. Panel approval form (previously submitted) 3. Finish approval form (we are waiting for Kalwall's color match to the paint sample previously provided by you) 4. Field verified dimensions by DeaMor If you should have any questions or comments regarding this submittal package, please feel free to contact us. Thanks, Louise! Submitted by: c, Rita Levesque (x 29) Project Administrator Dick Jordan (x 28) STRUCTURAL CALCULATIONS FOR DURHAM AWWTF - Ph 4 KALWALL Double - Pitched SKYLIGHT & Wall Panels 16580 SW 8th Avenue Tigard, Oregon 97223 I ���� PROF 41 011 1 /� i *Z , < r 30 , 0 04' ', / 4 / AM G , ' °' • I EXPIRES: 12 / 31 / 1 Berry- Nordling Engineers, Inc. NAS SUPERVISED THE DESIGN OF ARCHITECTURAL METALS IN REGARDS TO STRUCTURAL ADEQUACY ONLY. BN.E.I, IS NOT RESPONSIBLE FOR DIMENSIONAL ACCURACY NOR THE WEATHERING ABILITY Contents AND /OR PERFORMANCE OF ARCHITECTURAL METALS. Glazing Panel Information I - 2 Calculations 3 - 8 Analysis Al - A4 Fastener Load Tables El - E10 Contact Person: Shane A Empey BERRY- NORDLING Project: DURHAM AWWTF - Ph4 _': .:. ; . µ ENGINEERS, INC. Client: DEA MOR Proj. No 05 -819 CIVIL- STRUCTURAL Date: December 2005 By: SAE Sheet No.: COVER 3607 SW CORBETT AVE., PORTLAND OR. 97239,503-227-7783 FAX 503- 227 -7784. bneng @e -z.nei KALWALL GLAZW G PANELS Kalwall glazing panels are an ICBO listed glazing panel fabricated using fiberglass reinforced plastic (FRP) sheets on the top and bottom and an aluminum grid core. The aluminum grid core is made up of "It" shaped aluminum sections that run both longitudinally and transverse. The top and ' bottom FRP sheets are glued to the aluminum grid core. This is shown on the enclosed figure. in the design of the Kalwall panels, the FRP sheets are considered as acting composite with the aluminum grid core. Load deflection tests have been conducted on typical Kalwall panels. The test procedure was to load the panels in increments of 10 psf and measure the deflection. The deflection measured was always less than the deflection that would be calculated using only the aluminum grid core.: This is verification that the FRP sheets are acting composite with the aluminum grid core. From these load deflection tests, an empirical El vaiue :vas .caicuiated for one K ai �z�a� panels. i nis empirical l µl � µll Vµll V1 U. 1 1 1 ;Vµ1 L value is used in the design of the Kalwall glazing panel system.' When reference is made to an empirical EI value in the calculations, it is this test value that is being referenced. The empirical EI value for Kalwall panels using a 6063 -T6 aluminum grid core is 2.76 x 10'ksi per rib. For Kalwall glazing panels using 6005- T5 :aluminum in the grid core, the empirical EI value is 3,3 x 10 ksi per rib For Kalwall glaring panels using 6063-T6 grid aluminum in the rid core , the calculated EI per rib is 1 :59 x' 10'ksi. Therefore, the EI adjustment factor would be '2:76 divided by 1.59 = 1.74 The calculated section modulus for the panel is multiplied by this 1.74 factor to determine the empirical section' modulus: The empirical section' modulus is used in determining the momnt capacity of the p glazing po panel. Kalwall lazin anels made up of 6005 -T5 aluminum grid core have a calculated El per rib of 1.85 x 1 d ksi per rib. Therefore, the adjustment factor for these glazing panels would then be determined by multiplying the calculated section modulus by 1,78. The Code has no deflection criteria for glazing panels. .It does not matter whether the glazing panels are made up of glass, plastic, or in this case, an FRP sandwich panel: The deflection criteria developed over the years by Kalwall is the span length divided by 46. BERRY- NORDLING Project: DURHAM AWWTF - Ph4 ENGINEERS, INC. Client: DEA MOR Proj. No.: 05 -819 7171 CIVIL - STRUCTURAL Date: December 2005 By: SAE Sheet No.: 1 3607 SW CORBETT AVE., PORTLAND OR, 97239, 503-227 -7783, FAX 503 227 -7784, bneng @e -z.net •1 , WIDTH . ` 1 ,r II ;; 11 ol II 1. LONGITUDINAL RIBS ;; ;; ,L .1 L. ,„. 7 II II II II II 0 .. TRANSVERSE RIB ;; ( NOT CONTINUOUSE ) II II ;; "5" RIB PANEL II I 11 „ II II II / RIB AROUND i 1 I ;; I� P OF I ' PANEL ;; , II II II ;; FRP SHEET II II II ;; ;; II II ;; ;; II II t ;; PLAN KALUJALL GLAZING PANEL tnN ■ - FRP LONGITUDINAL RIB I TRANSVERSE RIB SET INTO LONGITUE)INAL RIB tt- -4 FRP SECTION A 4• p) BERRY- NORDLING R n • t Project: DURHAM A WWTF - Ph4 . � ti � � �� ENGINEERS S nm T� ?Y J ENGINEERS, INC. Client: DEA MOR Proj. No 05-819 7714 CIVIL- STRUCTURAL Date: December 2005 By: SAE Sheet No.: 2 3607 SW CORNETT AVE., PORTLAND OR, 97239, 503 - 227 -7783, FAX 503 - 227 -7784. bneng @e -z.net • ■ DESIGN CRITERIA BASED ON 2003 IBC DEAD . LOAD . 3 .. PSF SNOW LOAD . _ .. 25 .PSF WIND . LOAD. - .00256 x z q . ' K x I� x.v. x.i„ ..(ASGE1. E. 6 -15) tot L0 -.P=. cj GC,) -. cjh( 6C (ASCE1. Eq. .6 -22) • +P. c+ -. c+ -GC ..... (ASCE1.Eq. 6. -23) rkrO 4' sari y r J -q'-t " wef a ..wo ?" l+v` 6t'- z froo f fire S 1u 10 " � ... `a4 : `?''r+w T. IIU s 4 1 W GU P#E 0 �°r .rr, w " s-' <;r e .... _ '� .t! ... i i . } '`°"�3 6 a `� 4`fi s EL -+a r.�,e2 F F'a"aI�O . ` S'' . a y R - t�,.� • "Y#s .�. * 4x%.�:rs �.,,,... y+;,vy.F :?'ff°4' ;.:. rtw� , 9, .51, . ,`Tis i- .'c,-ri.?k,`; Kd: 0.8 roof "-' GC " +" GC " -/ +" GC a l walls ' "-" GC " +" GC " - / +" GC P 1 V (mph): 100 zone 1 -1.00 •' 0.30 ' 0.18 zone 4 -1.10 1.00 0.18 I 1.15 zone 2 -1.80 ' 0.30 ' 0.18 zone 5 -1.40 1.00 0.18 Trib (f1 10 , zone 3 -2.80 ' 0,30 ' 0.18 e <= 7 deg. Enclosed Buildings 4 t : .50,0 � ' ? ,.g r CMCW,MalantftW . . Exposure C zone 1 zone 2 zone 3 zone 4 zone 5 Height {ft cl, (psf) " -p" 2 K � (Psfl ° -P" (Psf) " +P" (Psf ,._P.. (Psf) "+p'• (psf) ,_P„ {Psf) "+P" (Psi "_ {psf) " +p., (psf) "_p.. (psf) 50 1.09 27.4 13.1 -32.3 13.1 I g g -f 13.1 -81.6 32 3 -35.0 32.3 I a: 2 t IMMO BERRY - NORDLING Project: DURHAM AWWTF - Ph4 ENGINEERS, INC. Client: DEA MOR Proj. No.: 05-819 757r-7 CIVIL - STRUCTURAL Date: December 2005 By: SAE Sheet No.: 3 3607 SW CORBETT AVE., PORTLAND OR. 97239, 503 - 227 -7783. FAX 503- 227 -7784. bneng @e -z.net DOUBLE - PITCHED SKYLIGHT MEMBER CHECKS 3= NINrTF ARrI -! MnnFl Standard Beam KALWALL :PANELS ACT: AS THREE - HINGE -ARCH # OF 1$E` U1S _ . r .. . MEMBERS. EACH PANEL HAS (5) I -BEAMS K= 1.00 - THAT SHARE THE SHEAR 4 BENDING FORCES OF THE COMPOSITE: PANEL, (2) OF THESE L (ft)= 6.33 SHARE AXIAL FORGES: THE TRIBUTARY WIDTH kUr= 59.16 REFERENCED. BELOW .IS .THE .WIDTH OF THE . PANEL. MEMBER DL + SL) V (Ib) 370.00 0 A (in 0.8/4 wo�1 _1111 . : . fv (ksi)= 0.66 65.0,727:11 . . ... Fv (ksi)= ; . S OK Ww2'8' X 12 • -0 „ M (Ib ft)= 606.00 Sx (in 1.06 fb (ksi)= 6.89 :TRLB =..42 .FT . . . - FB (ksi)= 12.38 OK LUCA_ 425!. = .. 17.. plr .. . C (Ib)= 775.00 WsL= .425 = .106 pir A (in 0.84 f (ksi)= 0.92 F (ksi)= 13.50 OK W w ! .54. = . 230 . pl r ourwAR. .. . f +f /F 0.63 OK (. SEE .ATTACHED .ANALYSIS ) MEMBER ' DL + SL) V (Ib) 705.00 .. A (in 0.84 fv (ksi)= 1 2. Fv (ksi)= 0 OK M (Ib -ft)= 606 -00 Sx (in 1.06 f (ksi)= 6.89 FB (ksi)= 12.38 OK C (lb)= 775.00 A (in 0.84 f� (ksi)= 0.92 F (ksi)= 13.50 OK • . f +f /F 0.63 OK • BERRY — NORDLING Project: DURHAM AWWTF - Ph4 ENGINEERS, INC. Client DEA MOR Proj. No 05-819 C 1 -J ; CIVIL - STRUCTURAL Date: December2005 By: SAE Sheet No. /1 \4 4 3607 SW CORBETT AVE., PORTLAND OR. 97239, 50.3- 227 -77E3. FAX 503 - 227 -7784. bneng@e -z.net DBL DITCHED SKYLIGHT CONNECTION CHECKS (7 14 wind shear screw . _ Pd+w= 1,268" /panel )curbcp ( Ic2: dl+wl) 0 Al V = 1,6.45. ° /panel ® Vcap= 364 " /screw Ai 111 T= 4" `.. Pd 4 1119"/ ant I 59 /pane) z- - . . , ,ab - p.... Pd +s= Tcap= 630 ° /screw 909" /panel ��!r, 1,G745 + X94 = 55 'm • 364 630 • �ii..•.i 11.1111 USE '14 screws is 8' o% c A. , P d 12 /4 '' 1F' ` � =2513 /supp -rt ` " CO 14 wind shear 4 pry %' lt' 1 I ® *1 0 screws (Ic2: d1+wl) t 171 Pd +a = V = ; 1,119 0 /panel .808 /panel Vcap= 364 .' /screw 11 10 ... . /11 T (I ,268.4 +I,I19.1.5) /1"5= 4,500 "/panel Tcap= 630 " /screw 4 1/2' 1,119 4 ,500 304 + 630 =- 102 screws panel . 1 USE "14 screws 6 4 o/c 3/8'x4:' powers wedge (4) shear 4 tension 3 bolt 6 12 ' o/c : 5 screws 0 strut tie (Ic2" dl+wl) (Ic1" dl+sl) V = Pw 1,119 0 /panel V _ 1,119 " /strut Vcap= 1,115 */bolt :. Vcap= 364.4= 1,456 "/strut . - -OK - Tpry= (1,268! +1,119.3)/4 3,315 '/panel ... T 1119 •/strut . Tcap= .990. "/bolt Tcap = 2,520 " /strut - - OK - - 1,119 3,315 (4) 14. ea strut OK + = 4 "1 screws /side _ 1, 990 " .3/8" g . 12" : o/c OK 1 0 2x2xi' aluminum. . 6 . tube strut (1c2; d)+wl) 0 4 "14 wind shear ecrew G.. =1,119: •/strut 9 curb: aides s (Jc.2: dl+wJ) A =. "902 In . V = 1,268 /panel fa= .124. ka1. I . Vcap= 364 ° /screw klr =..1•142/0 16.9= 145. USE. 14 6 12 ".o /C.. . OK Fb =51,000/145= 2.43 kai 2x2x1 /8' tube s trut OK "111 BERRY- NORDLING Project: DURHAM AWWTF - Ph4 ,. . _ - ENGINEERS, INC. Client= DEA MOR Proj. No 05 -819 l 1� , /�� i ;; CIVIL - STRUCTURAL Date: December2005 By: SAE Sheet No.: LL\i____ 3607 SW CORBETT AVE.. PORTLAND OR. 97239. 503 227 - 7783. FAX 503- 227-7784. bneng @e -z.net DBL PITCHER SKYLIGHT CONNECTION CHECKS 5x5x.188 a m luinum . 1 tube curb (LG3: DL) IRIS .FT ....... . .. .... . .... • . . .• .... 6.0 • •4 = 24.0... plr 111111 111111 del • dle 9' -6' A= 0291 IN' F„_8 M =2711 'FT .KSI . 15 .. C Z rt•. 9. 24 • 9 S 2 = -1/4: • IN •• L/ 438 . - • • 384• Im' • 1.69 STAND.A1RID..1 -15EAM. OK.. . • . BERRY- NORDLING project: DURHAM A WWTF - Ph4 .y:. ENGINEERS INC. Client: DEA MOR Proj. No 05 -819 IL/L. II CIVIL - STRUCTURAL Date: December 2005 By: SAE Sheet No.: (___ 3607 SW CORBETT AVE.. PORTLAND OR, 97239.503-227-7783, FAX 503- 227 -7784. bneng @e -znet • WALL PANEL MEMBER / CONNECTION CHECKS RAFTER C;1-4FGK (Wind. LoacU . . ( O worst: case) TRIG = ..1.0 FT IIM illy W ua_.. L0.: • 43. . _.. 43 .plc ��I - . -1 95 PLF .. . \.. r i ----- i f 8 0 'x2 . POWERS TAPPER screw 24' o/c Load) V Pw = 43 PLF W Vo Mo Vcap= 250 /screw. V= 86 ". .: .T =Pw*(1;125/1)= 49 PLF 0.20 IN' -. .. Tcap =. 129 .s /screw r„ =. 130...KSi 4.3 49 = 1 F: _ .85 KSI ' 250 . I5m 5... ws/ t cre foo . 14 . 4 1 4 . TAPPERS g 24" o/c OK 1 1 - 1:= 86 "FT 5 = 0.1413 *.LTSr 252 IN' r 4.10 KSl (2) "14 SHEAR SCREWS. r S1 . . ANGLE SUPPORTS (W1nd Load) V = 4. per Y(8.4/2) = /support ' ATt• . - =...10 IN = L/536: Vcap= 288 " /screw ..... 384.10' , 0.271 - (2)'14 6 ea support OK . . ,." HEAVY 1- BEAM .OK BERRY- NGRDLING Project: DURHAM AWWTF - Ph4 ` g -- " -u `= ENGINEERS , INC. Client: DEA MOR Proj. No 05-819 I _ - . , f _. � � I CIVIL -S TRUCTURAL Date: December 2005 B SAE Sheet No :4\ 7 3607 SW CORBETT AVE., PORTLAND OR 97239 . 503 - 227 -7783, FAX 503 227 -7784. bneng@e-z.net WALL PANEL MEMBER 1 CONNECTION CHECKS M 11 1 InN1 r:NFel< ... _ . (W i nd. Load) O (worst case) TRIB=. 4.0. ..FT ... . WwL.. 0.6,2 • 4.0 ' 35... =.. £36 pit I_. Pw=35psf•(4.6) N ___ ... *° = 840" ix (inullTon)n 1.44 in' 629'' Ix ("2SSSE)= 024 Tn > 10% Ix (hvy l- team)= 033 Tn 4 14% GI Ix (hvy I- beam)a 033Tn 14% I/4' screw 2341n CO 18 ga curb (Wind Load) Y =Pw.r 840" ti 1 Ycdp =. '288 " /8rew T =Pw?(L125 /1)= .945 " . : . Tca p =133 .: "/aGraw .... ........ .... ...... .. 0 840 945 + . _..10 133 screws 288 1 ..... jj i 1 , , U$E (10) "14 screws. g Mu1Ji .. w. - 4, .v. . mo V. 86,12/2. =. 516 ". Az . 020 ..IN'. . fv_.. KS.I.... 1=,, _ . 85 ....KSI . M;, 86•I//8 =..1,548 ."FT . S.= 1.11 .. IN' r .. KS1 . Fg= .19. KS1. . fir_.. S. AA • 120 '1s _. 2.181N = L/ 52.... 384' 10 • 1.44 " Miillton System OK pliftftlie BERRY - NORDLING Project: DURHAM AWWTF - Ph4 ^ 1 ' INC. Proj. No.: 05 -819 f' =� �' �« `� �'?��` ENGINEERS, INC Client DEA MOR r77 CIVIL STRUCTURAL Date: December 2005 By: SAE Sheet No.: 8 3607 SW CORBETT AVE., PORTLAND OR, 97239, 503- 227 -7783, FAX 503- 227 -7789. bneng @e -z.net RAM RAM Advanse File : C:1 Engineer\ RamAdvanseEng \Data\SKYLIGHTS105 -819 Durham.AVW Units system : English . Date : 12/22/2005 10:59:57 AM Geometry data Nodes Node X Y Z Floor [in] [in] [in] 1 0 0 0 0 2 144 0 0 0 3 72 32 0 0 Restraints Node TX TY TZ RX RY - RZ • 1 1 1 1 0 0 0 2 1 1 1 0 0 0 . 3 0 0 1 0 0 0 Members Beam NJ NK - Description Section Material d( [in 1 1 3 RAFTER KW (5) light 8063 -T6 ( 2 2 3 RAFTER KW (5) light 8063 -T6 ( Hinges Node -J Node -K Beam TO M33 M22 V3 V2 M33 M22 V3 V2 TOR A,XL 1 0 0 0 0 0 1 1 0 0 0 ( LEIA 0,k4. itif e . BERRY- NORDLING Project: DURHAM A W WTF - Ph4 • era _ ENGINEERS INC. Client: DEA MOR � Proj. No 05-81 9 CIVIL- STRUCTURAL Date: December2005 By: SAE Sheet No.: Al 3607 SW CORBErT AVE., PORTLAND OR. 97239.503-227-7783. FAX 503 - 227 -7784. bneng @e -z.net O RM,9 RAM Advanse File : C`.1EngineerlRamAdvanseEng \Data \SKYLIGHTS105 -819 Durham.AVW Units system : English Date : 12/22/2005 11:00:33 AM Load data GLOSSARY Comb : Indicates if load condition is a load combination (1= load combination. 0 = load case) Load conditions Condition Description Comb. Category dl Dead Toad sl Snow load 0 wl Wind load 0 Id dl +sl 1 Ic2 dl +wl 1 Distributed force on members vi v2 dl I d2 Condition Member DIM Vail VaI2 Dist1 % DIst2 % [Lb /ft] [Lb /ft] [in] [in] - --------- - - - --- ------------------------------------------ dl 1 Y -17 -17 0 0 100 1 2 Y -17 -17 0 0 100 1 sl 1 Y -106 -106 0 0 100 1 2 Y -106 -106 0 0 100 1 wI 1 2 230 230 0 0 100 1 2 2 230 230 0 0 100 1 E % ! kf, GI BERRY NORDLING Project DURHAM AWWTF - Ph4 «t ± ENGINEERS, INC. Client: DEA MOR Proj. No 05 -819 '' CIVIL- STRUCTURAL Date: December 2005 By: SAE Sheet No.: A2 3607 SW CORBETT AVE., PORTLAND OR. 97239. 503- 227-7783. FAX 503- 227 -7784. bnena @e -z.net • RAIM RAM Advanse File : C: \Engineer\RamAdvanseEng \Data \SKYLIGHTS \05 -819 Durham.AVW Units system : English Date : 12/22/2005 11:00:57 AM Analysis Results Points of interest and inflection points in members CONDITION : Ic1 =dl +sl Plane 1 -2 Plane 1 -3 Dist to J Axial Shear V2 M33 Shear V3 M22 Torsion Station [in] [Lb] [Lb] [Lb*ft] [Lb] [Lb *ft] [Lb *ft] -- ------- ---- ------ -------- - -- -- -- -- - -- - - --------------- - -- MEMBER 1 0% 0.000 - 1158.594 - 368.847 0.000 0.000 0.000 0.000 50% 39.395 - 994.594 0.153 605.705 0.000 0.000 0.000 100% 78.791 - 830.594 369.153 0.000 0.000 0.000 0.000 MEMBER 2 0% 0.000 - 1158.594 - 368.847 0.000 0.000 0.000 0.000 . 50% 39.395 - 994.594 0.153 605.705 0.000 0.000 0.000 100% 78.791 - 830.594 369.153 0.000 0.000 0.000 0.000 --------------------------------------------------------- CONDITION : Ic2 =dl +wl ro Plane 1 -2 Plane 1 -3 r - to 4 ♦ 1 11.A.J QI... :/O aim., 01....... -,0 M T :..... n .� r.a Tort Station [in] [Lb] v [Lb] [Lb*ft] [Lb] [Lb*ft] [Lb *ft] ---------------------------------------- MEMBER 1 0% 0.000 1537.996 704.456 0.000 0.000 0.000 0.000 50% 39.395 1560.663 0.377 - 1155.729 0.000 0.000 0.000 100% 78.791 1583.330 - 703.702 0.000 0.000 0.000 0.000 MEMBER 2 0% 0.000 1537.996 704.456 0.000 0.000 0.000 0.000 50% 39.395 1560.663 0.377 - 1155.729 0.000 0.000 0.000 100% 78.791 1583.330 - 703.702 0.000 0.000 0.000 0.000 Maximum relative deflections CONDITION Ic1 =dI +sl Member Defl. (2) [in] @(%) Dell. (3) [in] @( %) -- 1 0.34047 (U231) 50.00000 0.00000 (< U10000) 0.00000 2 0.34047 (L/231) 50.00000 0.00000 (< U10000) 0.00000 CONDITION Ic2 =d1 +wl Member Defl. (2) [in] @( %) Dell. (3) [in] @( %) -. 1 0.64964 (U121) 50.00000 0.00000 < U10000 0.00000 2 0.64964 (L/121) 50.00000 0.00000 (< L/10000) 0.00000 BERRY- NORDLING ` P ro j ect: DURHAM AWWTF - Ph4 E", ENGINEERS ENGINEERS, INC. Client: DEA MOR Proj. No 05 -819 CIVIL- STRUCTURAL Date: December 2005 By: SAE Sheet No.: A3 3607 SW CORBETT AVE., PORTLAND OR, 97239. 503- 227-7783, FAX 503 227 -7784. bneng @e -z.net • • f L RAM Advanse File : C: \Engineer\RamAdvanseEng \Data \SKYLIGHTS\05 -819 Durham.AVW Units system : English Date : 12/22/2005 11:01:48 AM Analysis Results Translations • Translations finl Rotations [Radl Node TX TY TZ RX RY Condition Ic1= d1+s1 -- _- ^- i- - ^ - - � - 1 0.00000 0.00000 0.00000 0.00000 0.00000 -0.( 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.( 3 0.00000 - 0.01326 0.00000 0.00000 0.00000 -0.( Condition Ic2 =d1 +wl 1 0.00000 0.00000 0.00000 0.00000 0.00000 0.( 2 0.00000 0.00000 0.00000 0.00000 0.00000 -0.( 3 0.00000 0.02081 0.00000 0.00000 0.00000 0.( Reactions My Y c ) x 1 F Y Mx Z Fx , 0 F � o�J Mz j Forces fLbl Moments 1Lb "ftl Node FX FY FZ MX MY Condition Ic1 =d1+s1 1 908.93352 807.60634 0.00000 0.00000 0.00000 0.( 2 - 908.93352 807.60634 0.00000 0.00000 0.00000 0.( SUM 0.00000 1615.21270 0.00000 0.00000 0.00000 0.( Condition Ic2 =dl +wl 1 - 1119.33200 - 1268.37960 0.00000 0.00000 0.00000 0.( 2 1119.33200 - 1268.37960 0.00000 0.00000 0.00000 0.( SUM 0.00000 - 2536.75920 0.00000 0.00000 0.00000 0.( r; .6 , w. G B ERRY- NORDLING Project: DURHAM A W WTF - Ph4 2 V",:6: ;6: ¢_ ENGINEERS, INC. Client DEA MOR Proj. No 05 -819 717 ' Y CIVIL - STRUCTURAL Date: December2005 By: SAE Sheet No.: A4 3607 SW CORBETT AVE., PORTLAND OR, 97239,503-227-7783, FAX 603 - 227 -7784. bneng @e -z,net 19. FASTENER LOAD TABLES - SpacedtThreads - 0. Spaced Threads TABLE 25 - -- .'': ..i. STAINLESS STEEL + Alloy-Groups 1, 2 and 3, Condition AP •••. :.•.:''',... . 0 K Minimum Material T to .. Nominal Nominal Seek A(R) Allowable Allowable Shaer Soaring (Pound.) Equal Tenalls Capacity of F•uI.nor Throad Thread Minor Thread Tendon (In.) Diameter 6 Diameter Diameter Roof Area (Pounds) Single Double 1/6 9l. 138' M. 1/8• Al. 1luead/Inch (Inch) (Inch) (SR. 414 (Pounds) (Pounds) A38 ' 6063 48 8063 -T6 A36 6063 -T6 6063 -T6 *6.20 0.1380 0.0997 0.0078 265 153 308 1201 278 414 0.100 0.208 0.152.- 4/8-18 0.1840 0.1257 0.0124 422 243 487 1427 328 492 0.130 0.285 0205 *10.16 0.1900 0.1389 0.0152 517 298 597 1653 380 570 0.136 0.265 0.208 *12.14 0.2160 0.1649 0.0214 728 420 8-40 1879 432 648 0.161 0.349 0.252 1/4.14 0.2500 0.1887 0.0200 952' 550 - 1099 2175 500 750 0.182 0.389 0.202 5/16 -12 0.3125 0.2445 0.0409 1595 021 1841 2719 625 938 0.230 0.641 0.362 3/8.12 0.3750 0.2983 0,0699 2377 1372 2744 3262 750 1125 0.276 _ 0.858 0.438'• F (Minimum UllJmde'Tenalle Strength) 85,000 pet . A(n)a 7854i< F, - OAF. F (Minimum Tensile yield Strenplh) ` 50,000 ptl , Allowable tension - 0.40F, [A(R)) Whore: A(R) - Thread Roof Area, eq.In. K = Basic Minor Diameter, In F, • 0_40 Fs 13 i • Allowable shear (SIngle) - F,IA(R)) VI TABLE 26 _ • ' • ' . STAINLESS STEEL • Alloy Group 1, 2 and 3, Condition A p D K Minimum Material Thickne■a to Nominal Nominal Bealo A(R) Allowable Allowable Sheer Bearing (Pounds) Equal Tanalle Capacity of Fasloncr Thread Thread Minor Thread Tension (In.) Diameter 6 Diameter Diameter Root Ares (Pounds) Single Double 1/8' S1. 1/B• Al. 1/8' Al. Thread/Inch (Inch) (Inch) (Sq.ln.) (Pounds) (Pounds) A36 8083 -T6 6083 46 A36 8063 -T6 B063 -T6 *6.201 0.1300 1 0.0907 1 0.0078.1 175 1 101 203 1201 278 414 11077 0.148 0 111 II *8.181 01640 1 0.1257 1 10124 1 278 1 131 1 322 I 1427 1 I 1 _ I I 2.143 I 028 472. *10 -10 0.1000 0.1389 0.0152 ' 342 197 395 1653 380 570 0.104 0.203 0.152 *12.14 0.2160 0.1649 0,0214 481 278 556 1879 432 040 0.121 0.245 0.101._ 1/4.14 0.2500 0.1807 0.0280 630 364 727 2175 500 750 0.137 0.274 0.203- 5/16.12 0.3125 0.2443 0.0489 1055 000 1218 2719 625 938 0.171 0.352 0.259 3/8-12 0.3750 0.2983 0.0899 1573 906 1810 3202 750 1125 0.20.4 0.428 0.311 F (Mirwnum UlBmelo Tensile Strength) . i' 15,000 pal A(I1) = 7554K -. F, • 0.75F F (Minimum Tensile Yield Strength) . 30,000.081 Allowable t9nslon • 0.76F, IA(R)) Where: A(ft) o Thread Root Are sq. In, K = Basic Minor Diameter, In. F, • 0 '7 6 F . • . Allowable shear (Single) - 22-5 F I IA(R)1 „ I TABLE - 27 e STAINLESS : STEEL - Alloy Groupe 1, 2 and 3, Condition CW ..• .. . . 0 K Minimum Material Thickness to - Nominal Nominal Basic A(R) Allowable Allowable Shear Bearing (Pounds) Equal Tensile Capacity o1 Fastener Thread Thread Minor Thread Tenelon (In.) Dlamoler & Diameter Diameter Rool Area (Pound.) Single Double 1 18• 8l. 1 /8' Al. 1!9• Al. • Thread/inch (Inch) (Inch) (Sl.in) (Pound.) (Pounds) A36 6063 -T6 6063 -16 &36 6063-15 6063 -16 *6.20 0.1380 0.0997 0.1378 312 150 360 1201 276 414 0.112 0.240 0.174 - *8.18 0.1640 0.1257 0.0124 496 288 573 1427 328 492 0.147 0.329 0.235 110-10 0.1900 0.1389 0.0152 600 351 702 1653 380 570 0.153 0.320 0.238 *12 -14 0.2160 0.1649 0.0214 856 494 988 1879 432 648 0.182 0.403 0.289 1/4.14 0.2500 0.1887 0.0280 1120 647 1293 2175 500 750 0.205 0.449 0.323 5/16 -12 0.3125 0.2443 0.0489 1878 1083 2166 2719 625 938 0.260 0.627 0.416 3/8 -12 0.3750 0.2983 0.0699 2706 1811 3229 3202 750 1125 0.313 0.783 0.505 - F F (Minimum Ultimate Tensile Strength) • 100.000 pal A(R) a 7854K • 0.40F, F (Minimum Tensile Ylold Strength) 65,000 pal AJIowable tension - 0.40F, IA(R)) .- •. Where: A(R) = Thread Rool Area. sq. In. K = Basic Minor Diameter, In. F, • 0.40 F, 4 Alowable shear (Single) - 0.40 IM MO BERRY- NORDLING Project: DURHAM AWwTF - Ph4 ; = ''' =- 2,- ENGINEERS, INC. � � <- r�� - � Client: DEA MOR Proj. No.: 05-819 CIVIL- STRUCTURAL Date: December 2005 By: SAE Sheet No.: El -, 3607 SW CORBETT AVE., PORTLAND OR. 97239, 503- 227 -7783, FAX 503-227 -7784. bneng @e -z.net . LEGACY REPORT 9944A Reissued July 1, 2005 ICC Evaluation Service, Inc. Business/Regional Office II 5360 Workman Mill Road, Whiner, California 90601 • (562) 699 -0543 • Regional Office • 900 Montclair Road, Suite A, Birmingham, Alabama 35213 • (205) 599 -9800 • www.icc-es.org Reglonal Office • 4051 West Flossmoor Road, Country Club Hills, Illinois 60478 • (708) 799 -2305 The Subcommittee on Evaluation has reviewed the data sleeve and a Zamac 7 alloy internally threaded expander cone submitted for compliance with the Standard Building Code©, with a' series of integral ribs. The vertical ribs prevent the cone the SBCCI Standard for Hurricane Resistant Residential from turning in the sleeve as the anchor is tightened. The cone Construction© SSTp.10 -99, the International One and Two is also chamfered at the top for easy screw starting. The zinc Family Dwelling Code, and the Florida. Building Code 2001. - cone is open bottomed to allow for the use of a slightly longer Building and submits to the Building Official or otherauthority bolt. Upon installation, the lead sleeve is driven into the anchor having Jurisdiction the following report: The Subcommittee on hole such that the sleeve is flush with the top of the threaded • Evaluation, ICC -ES and its staff are not responsible for any Zamac alloy wedge. errors or omissions to nydocuments, calculations, drawings, 4.2 3/16" and 1/4" TAPPER Concrete Screw specifications, tests or summaries prepared and submitted by the design professional or, preparer of record that are listed in The TAPPER Concrete Screw anchor is produced in either hex the Substantiating Data Section of this report. Portions of washer head or Phillips flat head styles from Perma-Seal® this report were previously included In Evaluation Report coated or zinc plated carbon steel and Type 304 stainless steel. tl9944. The Perma -Seal version is available in various lengths in both 3/16 and 1/4 Inch diameters. The Type 304 stainless steel Is REPORT NO 9944A available: In various lengths of 1/4 inch diameter. The anchor material Is either Type 304 stainless steel or case hardened Al SI EXPIRES: See the current EVALUATION REPORT INDEX 1022 i.carben steel with either a Perma -Seal Fluoropolymer coating or zinc under ASTM B 633, SC1, Type III. CATEGORY: FASTENERS 4.3 1/4" to 3/4" Lok/Bolt Sleeve Anchor SUBMITTED BY: The Luv'duii oieeve Anchor is n pie- asseinuieu siiryie ufii POWERS FASTENERS, INC. sleeve anchor available in carbon steel and stainless steel which 2 POWERS SQUARE maybe Installed In concrele.or CMU. The anchor diameter is the NEW ROCHELLE, NEW YORK 10801 same as that for the hole. The anchor consists of threaded plow 914- 235 -6300 bolt which has a cone shaped end. Precision stamped tubular www,00wers.com expansion sleeves are asserribled over the plow boll and butted against the cone. A nylon compression ring is added, then one 1. PRODUCT TRADE NAME of seven head styles is assembled onto the plow bolt to complete the anchor: hex nut/washer, acom nut/washer, round head post Powers Fasteners Anchors: nut, flat head post nut, Threshold flat head post nut, tie -wire post 1.1 1/4' Calk -In nut, or rod coupling. Extension sleeves are added for longer 1.2 3/16° and 1/4' TAPPER Concrete Screw • lengths. The LOWBolt is designed to draw the fixture into full 1.3 1/4' l0 3/4' LoWBolt Sleeve Anchor bearing against the base material through the action of its flexible 1.4 1/4' Zamac Nailin compression ring. As the anchor is lightened, the nylon 1.5 1/4' Zamac Hammer-Screw compression ring compresses so that the fixture Is secured against the face of the base material. 2. SCOPE OF EVALUATION The carbon steel component material is AISI 1010/1018 and AISI Structural 1010/1020 with zinc plating under ASTM B 633, SC1, Type III. The stainless sleet component material is Type 18 -8 SS or Type 3. USES 304 SS. Powers Fasteners' Anchors are used for fastening into concrete 4.4 1/4" Zamac Nailin and masonry. The Zamac Nailin is a nail drive anchor which has a body formed 4. DESCRIPTION from Zamac alloy. The nails are available in carbon or stainless steel. The anchor is installed in concrete or CMU. The diameter of the Zamac Nailin anchor is the same as that for the hole. A 4.1 1/4" Calk -In corrosion resistant. alloy, Zamac 7 Is used to form the anchor body with either a mushroom or flat head. On the working end The Calk -In anchor consists of an Antimonial Lead alloy calking of the anchor, two longitudinal slots are formed to allow each half ICC. ES Irgnry repnrr.r urr nn, ,o hr ron.un¢d in rrpresenring orsihrrirs nr any ether nnrihurrs nor spmi r urblrrsserl. nor urr they in br rnnnrurrl ns MI radar :rmau r/ the urb /n i of the rrpuri or n r•conunendui:un fur its use. There is no "•nrrmuy by ICC Ernbunimr Sartre, bv., e.rprrss nr implicit us in nny finding ur other moiler in ibis repurr, ur w ru mf r prndun rm•rrr,1I {r rhr report. • • Copyright © 2005 Page 1 016 *5 > BERRY- NORDLING Project: DURHAM AWWTF - Ph4 1F . L . g e m ENGINEERS INC INC Client: DEA MOR Proj. No 05 -819 �® ` CIVIL- STRUCTURAL Date: December 2005 By: SAE Sheet No.: E2 3607 SW CORBETT AVE., PORTLAND OR, 97239, 503- 227 -7783, FAX 603 - 227 -7784. bneng@e - z.net 9944A PAGE 2 OF 6 of the body to expand. The anchor is pre - assembled with either Most anchors shall be installed in holes predrilled with a carbide- a carbon steel or stainless steel nail. As the nail is driven into the tipped masonry drill manufactured within the range of the anchor body, each half of the expansion mechanism Is maximum and minimum drill tip dimensions of ANSI Standard B compressed against the walls of the drilled hole. The anchor Is • 212.15. For TAPPER concrete screws, pilot holes 5/32 Inch not recommended for applications overhead. The anchor body (3.97 mm) In diameter for the 3/16 inch (4.8 mm) diameter is Zamac 7 alloy. The drive nails are either AISI 1018 carbon anchor and 3/16 inch (4.76 mm) in diameter for the 1/4 inch (6.4 steel with ASTM B 633, SC1, Type III zinc plating or Type 304. mm) anchor are drilled yz inch (12.7 mm) longer that the required stainless steel. anchor embedment. The dust in the pilot hole is cleaned out • before installation of all anchors. 4.5 1/4" Zamac Hammer-Screw Anchors shall not be installed before the concrete has developed The Zamac Hammer -Screw is ascrew anchor which has a body Its design strength. Iormed from Zamac alloy, The screws are available in carbon or stainless steel. The anchors are Installed in concrete or CMU. The anchors are installed a minimum 0112 diameters on center The diameter of the Zamac Hammer -Screw anchor is the same with a minimum edge distance 0110 diameters for 100% anchor as that for the hole. A corrosion resistant alloy; Zamac 7 is used efficiency. Spacing and edge distance may be reduced to 6 to form the anchor body with either a mushroom or flat head. On diameter spacing and 5 diameter edge distance providing the working end of the anchor, two longitudinal slots are formed allowable loads are reduced 50 %. Linear interpolation may be to allow each hall of the body to expand. The anchor Is pre- used for intermediate spacing and edge margins. assembled with either a carbon steel or stainless steel screw. As the screw is driven into the anchor body, each half of the The manufacturers published Installation instructions and this expansion mechanism is compressed against the walls of the report shall be strictly adhered to and a copy of these drilled. hole. The anchor Is not recommended for applications instructions shall be available at all times on the lob site during • overhead. The anchor body Is Zamac 7 alloy. The screws are installation. either AISI 1018 carbon steel with ASTM B 633, SC1, Type•Ili zinc plating or Type 304 stainless steel. The instructions within this report govern if there are any conflicts between the manufacturers instructions and this report. 4.6 Allowable Loads 5.2 Special Inspection The fasteners were load tested for shear and tension. Allowable loads with minimum edge distance, embedment, spacings, and When Special Inspection Is required as noted in the 'design concrete strength as listed In Tables 1 through 8 of this report, tahlPS_ the ennstr irtion shall be inspR by .a r "pr engineer or architect, preferably the one responsible for the 5. INSTALLATION design or by a competent representative responsible to the registered engineer. 5.1 General Such Inspection shall be of a nature as to determine that the Powers Fasteners' Anchors are installed in accordance with the constructlon and quality of. work are In accordance with the OCYJ' eTUR/ EttLheFIPUatibPiPUNEibF'UCPFViiUTeFbN contract drawings and specifications and the manufacturers installation instructions. The size, type, minimum spacing, minimum edge distance, minimum embedment, and installation methods shall be in Items to be .verified by the special inspector include tightening accordance with this report and the manufacturers torque, screw type, hole diameter, screw diameter, screw recommendations. Loads shall not exceed the allowable loads embedment, screw spacing, edge distances, concrete type, listed in This report. The allowable loads shall be compared to concrete compressive strength, slab thickness, grade of steel, the materials used In actual Installations and shall always be and other requirements specified in this report and the equal to or less than the allowable loads for the materials used. manufacturer's instructions. TABLE 1 1/4" CALK -IN ANCHORS ALLOWABLE SHEAR AND TENSION LOADS (LBS) Tenslon (Ibs) Tension (Ibs) Anchor Dia. (In) Embedment (in) Special Inspection Without SI Shear (Ibs) F) = 2080 psi concrete normal weight 1/4 I 7/8 319 159 339 • F) = 3870 psi concrete normal weight 1/4 7/8 l 366 183 304 CMU Concrete Masonry Unit ASTM C 90 Normal Weight Type I 1/4 7/8 J 105 1 53 312 Table 1 Notes: 1. SI Units conversion: 1 in = 25.4 mm, 1 lbf = 4.5 N., 1 psi = 6.9 kPa. 2. Tension values requiring Special Inspection shall be inspected in accordance with section 5.2 of this report. 3. CMU is Hollow Concrete Masonry Unit manufactured in conformance with ASTM C 90 e rade N, Type 1. BERRY- NORDLING Project: DURHAM AWWTF - Ph4 xa� f l r +�K a ENGINEERS INC C lient: DEA MOR Proj. No 05 -819 n >a ® n7ir CIVIL - STRUCTURAL Date: December 2005 By: SAE Sheet No.: E3 3607 SW CORBETT AVE., PORTLAND OR, 97239, 503- 227 -7783, FAX 503- 227 -7784. bneng @e - z.net . PAGE 3 OF 6 9944A TABLE 2 • TAPPER CONCRETE SCREW ALLOWABLE SHEAR AND TENSION LOADS (LBS) NORMAL WEIGHT CONCRETE • It =1500 RUC Ft = 4500 Anchor Hole Embedment Size size Depth Tension (Ibs) V Tension (Ibs) V (in) (in) (in) WSI 1 WOSI (Ibs) WSI I WOSI (Ibs) 3/16 5/32 1 104 52 205 234 117 205 3/16 5/32 1 -1/2 220 110 205 395 198 205 3/16 5/32 1 -3/4 280 140 205 589 295 205 1/4 3/16 1 107 54 250 235 118 250 1/4 3/16 1 -1/2 258 129 250 560 • 280 250 1/4 3/16 1.3/4 300 150 250 572 286 250 1/4 SS 3/16 1 86 43 208 125 62 208 1/4 SS 3/16 1 -1/2 95 48 208 286 143 208 1/4 SS 3/16 1 -3/4 100 50 208 319 159 208 Table 2 Notes: 1. SI Units conversion: 1 in = 25.4 mm, 1 Ibf = 4.5 N., 1 psl = 6.9 kPa. 2. WOSI = With Out Special Inspection see 5.2. 3. WSI = With Special Inspection see 5.2. TABLE 3 TAPPER CONCRETE SCREW ALLOWABLE SHEAR AND TENSION LOADS (LBS) . CONCRETE MASONRY UNITS (CMU) 11 I Tension (ibs) 1 t I Anchor Size (in) I Hole Size (In) I Embedment Depth (in) I WSI WOSI I Shear (Ibs) 3/16 5/32 1 -3/8 15Q 75 305 1/4 .'3/16 1 -3/8 300. - 150 455 Table 3 Notes 1. SI Units conversion: 1 in = 25.4 mm, 1 Ibf = 4.5 N., 1 psi = 6.9 kPa. 2. WOSI = With Out Special Inspection see 5.2. 3. WSI = With Special Inspection see 5.2. 4. °/d 7 iUHol'itiw %PEeNA / CLbPTy 7 PRVA56/ %90 wiVi COiROVO HoH3235 FU TABLE 4 LOK/BOLT SLEEVE ANCHOR ALLOWABLE SHEAR AND.TENSION LOADS (LBS) NORMAL WEIGHT CONCRETE ft = 4000 psi Anchor size (in) Hole size (in) Embedment Depth (in) Tension (Ibs) WSI WOSI V (Ibs) — 1/4 1/4 1 -1/16 418 209 286 5/16 5/16 1 -1/2 569 284 620 3/8 3/8 1 -5/8 909 455 685 1/2 1/2 2 -1/4 1270 635 993 5/8 5/8 2 -3/4 2052 1026 2370 3/4 3/4 3 -3/8 2699 1350 2439 Table 4 Notes: 1. SI Units conversion: 1 in = 25.4 mm, 1 Ibf = 4.5 N., 1 psi = 6.9 kPa. 2. WOSI = With Out Special Inspection see 5.2. 3. WSI = With Special Inspection see 5.2. sue:,' ' BERRY-NO LING Project: DURHAM AWWTF - Ph4 447 F • , lief, +0 OW y rte.: `` •- :. ENGINEERS, INC • Client: DEA MOR Proj. No 05 -819 "77771*' CIVIL- STRUCTURAL Date: December 2005 By: SAE Sheet No.: E4 3607 SW CORNETT AVE., PORTLAND OR, 97239, 503 227 - 7783, FAX 603- 227 -7784. bneng @e -z.net • 9944A PAGE 4 OF 6 • TABLE 5 ZAMAC NAILIN ANCHOR ALLOWABLE SHEAR AND TENSION LOADS (LBS) NORMAL WEIGHT CONCRETE Et = 2000 RUC IA = 4000 psi Anchor Size (in) Drill size (in) Embedment Tension (Ibs) Tension (Ibs) Depth (in) WSI WOSI V (Ibs) WSI WOSI V (Ibs) 1/4 1/4 3/4 160 80 185 260 130 265 1/4 1/4 1 -1/8 255 125 225 280 140 300 1/4 1/4 1 -3/8 315 155 355 290 145 455 Table 5 Notes: 1. SI Units conversion: 1 in = 25.4 mm, 1 Ibf = 4.5 N., 1 psi = 6.9 kPa. 2. WOSI = With Out Special Inspection see 5.2. 3. WSI = With Special Inspection see 5.2. TABLE 6 ZAMAC NAIUN ANCHOR ALLOWABLE SHEAR AND TENSION LOADS (LBS) CONCRETE MASONRY UNITS (CMU) Embedment Tension (Ibs) I A. ti r -: ::o (in) I ill e: ( I D O ear (lb_) I Anchor .. �,..� i c 1 u.� i Depth � i / I � I u.n I S nxa� �ius� � 1 '.0 1 vrv 1 1/4 1/4 3/4 180 90 265 1/4 1/4 1 -1/8 260 130 310 1/4 1/4 1 -3/8 270 135 315 Table 6 Notes: 1. SI Units conversion: 1 in = 25.4 mm, 1 Ibf = 4.5 N., 1 psi = 6.9 kPa. 2. WOSI = With Out Special Inspection see 5.2. 3. WSI = With Special Inspection see 5.2. 4. °/d 7 ill HolAtlw %PETe& / CLbPTy 7 RVA56/ %90 wiVi C OiROVO HoR3235 Ft1 TABLE 7 ZAMAC HAMMER -SCREW ANCHORS ALLOWABLE SHEAR AND TENSION LOADS (LBS) NORMAL WEIGHT CONCRETE F1. = 2000 RU( Ft = 4000 psi Anchor Size (in) Drill size (in) Embedment Depth Tension (Ibs) Tension (Ibs) (in) WSI WOSI V (Ibs) WSI WOSI V (Ibs) 1/4 1/4 3/4 140 70 200 200 100 275 1/4 1/4 1 -1/8 220 110 340 355 175 365 1/4 1/4 _ 1 -3/8 295 145 495 355 175 460 Table 7 Notes: 1. SI Units conversion: 1 in = 25.4 mm, 1 Ibf = 4.5 N., 1 psi = 6.9 kPa. 2. WOSI = With Out Special Inspection see 5.2. 3. WSI = With Special Inspection see 5.2. ' t•" (fie .1* 0 B ERRY- NORDLING Project: DURHAM AWWTF Ph4 , - .,„ - r { t n ENGINEERS INC. Client: DEA MOR Proj. No 05 -819 � a � ; CIVIL- STRUCTURAL Date: December 2005 By: SAE Sheet No.: E5 3607 SW CORBETT AVE., PORTLAND OR, 97239. 503 -227 -7783, FAX 503- 227 -7784. bneng@e -z.net r • PAGE 5 OF 6 9944A TABLE 8 . ZAMAC HAMMER -SCREW ANCHORS ALLOWABLE SHEAR AND TENSION LOADS (LBS) CONCRETE MASONRY UNITS (CMU) Tension (Ibs) Anchor Size (in) Drill Size (In) Embedment Depth (In) WSI WOSI Shear (Ibs) 1/4 1/4 3/4 175 85 300 1/4 1/4 1 -1 /8 215 105 335 1/4 1/4 1 -3/8 245 120 320 • Table 8 Notes: • 1. SI Units conversion: 1 in = 25.4 mm, 1 Ibf = 4.5 N., 1 psi = 6.9 kPa. 2. WOSI = With Out Special Inspection see 5.2. • 3. WSI = With Special Inspection see 5.2. 4. %d iU Holtdw / PETe‘k/ C1bPTy7RVA56/ %90 whitCOiROVOHot13235RJ 6. SUBSTANTIATING DATA International One and Two Family Dwelling Code - • 1998 Edition 6.1 / CPJ'I WQeTUFeLEIHvxe Mature, specifications, and installation instructions. Section 108 Alternate Materials and Systems Section 301 Design Criteria 6.2 Test reports on load. testing under ASTM E 488, Section 402.1.1 Fasteners Calitomia Testing and Inspection,. Inc.: Section 402.2 Concrete 6.2.1 1/4' Calk -In Anchor, October 6, 1993, signed and sealed Table 402.2 Minimum Specified Compressive by Lee W. Mattis, P.E. . Strength of Concrete 6.2.2 Lok/Bolt Anchors, May 4 -8 and hune 1 -2, 1992, signed Figure 403.1.1(1) Footings and sealed by Chad Thompson, P.E. Chapter 5 Floors 6.2.3 TAPPER Concrete Screw Anchors, August 17 -26, 1 992, Chanter 6 . W=!I nn:t r- tlon signed and sealed by Chad Thompson, P.E. 6.2.4 Zamac Nailin, Zamac Hammer - Screw, In concrete and Florida Building Code 2001 - Building masonry, TAPPER in masonry, Report No. 7R44, November 7, 1997, signed and sealed by Lee W. Mattis, Section 103.7 - Alternate materials and methods P.E. Chapter 16 Structural Loads Chapter 17 Structural Tests and Inspections 6.3 Engineering analysis letter on 1/4 inch Calk -In Anchor Chapter 19 Concrete testing in CMU, CEL Consulting, November 17, 2001, Chapter22 Steel signed and sealed by Lee W. Mattis, P.E. Chapter 23 Wood Section 2306 Fastenings • 7. CODE REFERENCES Section 2307.1 Sill on Foundation Standard Building Code©- 1999 Edition 8. COMMITTEE FINDINGS Section 103.7 Alternate Materials and Methods The Subcommittee on Evaluation In review of the data submitted • Chapter 16 Structural Loads finds that, in their opinion, Powers Fasteners' Anchors as Chapter 17 Structural Tests and Inspections described in this report conform with or are suitable alternates to Chapter 19 Concrete that specified in the Standard Building Code@ the SBCCI Chapter 22 Steel Standard for Hurricane Resistant Residential Construction© Chapter 23 Wood SSTD 10 -99, the International One and Two Family Dwelling Section 2306 Fastenings Code, and the Florida Building Code 2001 - Building or Section 2307.1 Sill on Foundation Supplements thereto. SBCCI Standard for Hurricane Resistant Residential 9. LIMITATIONS Construction© SSTD 10 -99 9.1 This Legacy Evaluation Report and the installation Section 101.4 Alternate Materials and Methods instructions, when required by the building official, shall Section 104 Design Criteria be submitted at the time of permit application. Section 202.1.8 Fasteners and Connectors 9.2 Design loads shall not exceed those specified in Tables Figure 203D Slemwatl Foundation with Wood-Framed 1 through 8. These loads are for the fastener. Wood and Floor steel members connected must be investigated with Section 204.3.8 Connections accepted design criteria. Calculations and details Section 302.1 Fasteners and Connectors showing that the anchors comply with this report shall be Section 303.2.3 Sill Plate to Foundation Anchorage submitted to the building official for approval. 1M k ., a BERRY- NORDLING Project: DURHAM AWWTF - Ph4 ' :¢ ENGINEERS, INC. Client: DEA MOR Proj. No.: 05 -819 x.F ,,r � -, CIVIL STRUCTURAL Date: December2005 By: SAE Sheet No.: E6 1 3607 SW CORBETT AVE., PORTLAND OR, 97239, 503 - 227 -7783, FAX 603 - 227 - 7784. bneng @e - z.net t. • • • ICBO Evaluat Service Inc dY the e ICBO American National Standards InsMute `y ^ " 5360 WORKMAN MILL ROAD • WHITTIER, CALIFORNIA 90601 -2299 - A subsidiary corporation of the International Conference of Building Officials • EVALUATION REPORT ER-5788 _ Copyright o 2000 ICBO Evaluation Service, Inc. Issued August 1, 2000 Filing Category: FASTENERS-Concrete and Masonry Anchors (066) POWERS WEDGE -BOLT ANCHOR 2.5 identification: POWERS FASTENERS, INC.. The Powers Wedge -Bolt anchor head is marked with anchor 2 POWERS SQUARE diameter and length as noted in Figure 1. Each package con - NEW ROCHELLE, NEW YORK 10801 tains a label bearing the manufacturer's name (Powers Fas- 1.0 SUBJECT teners, Inc.) and address, the anchor type and size, and the Powers Wedge Bolt Anchor. evaluation report number (ICBO ES ER- 5788). 2.0 DESCRIPTION ten/0 Mh50N P' U55 3.0 EVIDENCE SUBMITTED • 2.1 General: Reports of load tests, and installation instructions. The Powers Wedge -Bolt Is a concrete screw anchor 4.0 FINDINGS manufactured from heat- treated carbon steel complying with The Powers Wedge -Bolt Anchor described in this report AISI 1020/1040 designed for use in normal- weight concrete. compiles with the 1997 Uniform Building Code"', subject The anchor is formed with a hex head, an integral washer, a to the following conditions: dual lead thread, and a chamfered tip, and Is zinc plated. The 4.1 The Wedge -Bolt anchor Is Installed In accordance Wedge -Boll anchor is available in nominal diameters ranging with this report and the manufacturer's Instruc- from t /4 10 3 /4 inch (6.4 to 19.1 mm), in various lengths. flans. 2.2 Installation: 4.2 Wedge -Bolt anchor sizes and dimensions, and al- A pilot hole is predriiled using a carbide- tipped Wedge -Bit, towable loads, are as set forth In this report. CI onnlinrl 4..r pn F.SIPnPro - .... kit Alp .... - i1,-/. ,.,� 1.. I •f I� -1- .1 - .1 - J_ t4 _ . -+ .• ith _ -ere ru st..._..... _ - . _.. 1 : �,n that . ,. !cads -\ the anchor size. The drill bit size range corresponding to each comply with this report must be submitted to the anchor size is shown In Table 4. The hole must be drilled to building official for approval. a minimum depth 1 / 2 Inch (12.7 mm) deeper than the required 4.4 The Wedge -Bolt anchors are limited tononflre -ro- embedment. After the dust Is removed from the drilled hole, alstive construction unless substantiating data, the Wedge -Bolt anchor Is Installed per the manufacturer's in- demonstrating that the anchor performance Is structlons to the specified embedment depth. maintained In fire = resistive situations, are sub- `, 2.3 Design: mltted to the building official for approval. • The allowable tension and shearloads are lndlcatedInTables 4.5 Special inspection, when required, Is provided In 1 and 2 The allowable loads are based on the anchor spacing accordance with Section 2.4 of this report. and edge distances as shown in Table 3. Allowable loads for 4.6 When the Wedge -Bolt anchors are Installed with- anchors subjected to combined shear and tension loads are, out special Inspection, the Installer must certify to determined by the following equation: the building official that the screw anchors were (P,/P,J - (V, / V,J. s t Installed In accordance with this report and the manufacturer's instructions. where: 4.7 Wedge -Bolt anchors are not subjected to vibratory P, = Applied tension load. or shock Ioad.s, such as those encountered by sup - = Allowable tension load in Table 1. ports for reciprocating engines or crane rails, un- less adequacy Is determined to the building oHl- V, = Applied shear load. clal's satisfaction, V = Allowable shear load in Table 2. 4.8 The allowable tension loads in Table 1 may be ad- 2.4 Special Inspection: Dusted In accordance with Section 1612.3 of the code for short-term loading due to seismic or wind Where special Inspection Is required under Section 1701 of forces. the Uniform Building Code (UBC), as noted in Tables 1 and 4.9 Anchors are manufactured by Powers Fasteners, 2 of this report. the inspector must be on the jobslte continu- Inc., Two Powers Square, New Rochelle, New York, ously during anchor installation to verity the screw anchor with quality control Inspections by CEL Consulting - type, dimensions, concrete type and compressive strength, (AA -639), drill bit size, hole dimensions, screw anchor spacing and edge distance, slab thickness, and anchor embedment. This report Is subject to re- examination in one year. - Evaluation reports ofJCBO Evaluation Service, let c., are issued solely to provide information to Class A members ofIC110, utilizing the code upon which the report is based Evaluation reports are not to be construed as representing authencs or any other attributes not specifically add, essrd nor as an endorsement or rrcomm rn- dadon for use of the subject report This report is based upon independent rests or other technical data submitted by the applicant The IC80 Evaluation Service. Inc, technical staff has reviewed the test results and/or other data, but does n ot possess tenfacilides to make an independent verification. There!: no worran 1030 Evaluation Service, Inc, mores; or implied, as to any "Finding" or other matter in the report or as to any product covered by the report This disclaimer includes. but it n cat limited to, n erchantabiliry. Page 1 of 4 • " •,' ( BERRY- NORDLING Project: DURHAM AWWTF - Ph4 ‘1, ENGINEERS s ° r ENGINEERS INC x =� 9 Client: DEA MOR Proj. No.: 05 -819 11177 CIVIL- STRUCTURAL Date: December 2005 By: SAE Sheet No.: E7- 3607 SW CORBETT AVE., PORTLAND OR. 97239, 603 -227 -7783. FAX 503-227 -7784. bneng ®e -z.net r Wedge- BitTMSizes For proper performance, the Wedge -Bolt anchor should be installed with a Wedge -Bit. The Wedge -Bit has a special matched tolerance range designed to provide maximum pullout with a minimum amount of installation torque. When Wedge -Bits cannot be used corresponding ansi drill bits may be substituted, however load reduction factors must be applied to both the '/4 and 3/8 sizes and the installation torque on the '' /a, 5/8 and' /; sizes is increased. Below please find the appropriate cross - reference of ansi to Wedge - 13it dimensions with the load reduction factors noted accordingly. ANSI Wedge -Bolt Load Installation Diameter Wedge -Bit ANSI Reduction Torque 1/4 1/4 1/4 20% 3/8 3/8 3/8 15% 1/2 1/2 7/16 0 ++ 5 / 8 5/8 9/16 0 + 3/4 3/4 ii11R n No reduction factor is required when wedge -bits are used with wedge - bolts. Also when installing larger diameter wedge -bolts with ansi bits, an electric impactor is recommended. The amount of torque increase is variable and is a function of both the hardness of aggregate and density of concrete. The amount of increase is either slight( +) to significant(++) based on these factors, • l f__ BERRY- NORDLING Project: DURHAM AWWTF - Ph4 - ; i ENGINEERS, INC. Client: DEA MOR Proj. No 05 -819 CIVIL - STRUCTURAL Date: December 2005 By: SAE Sheet No.: El0 3607 SW CORBETT AVE.. PORTLAND OR, 97239, 503- 227 -7783. FAX 503 - 227 -7784. bneng @e -z.net