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Permit o r': ,ATY O® TIGARD BUILDING PERMIT w : t PERMIT #: BUP2007 -00433 COMMUNITY DEVELOPMENT DATE ISSUED: 3/26/2008 ATIG RD 13125 SW Hall Blvd., Tigard, OR 97223 503.639.4171 PARCEL: 2S102CB -00100 SITE ADDRESS: 12850 SW GRANT AVE ZONING: R -12 SUBDIVISION: CF TIGARD ELEMENTARY LOT: 041 JURISDICTION: TIG PROJECT: BROADWAY ROSE THEATRE CO Project Description: Lobby entrance and work shop remodel. REISSUE: FLOOR AREAS EXTERIOR WALL CONSTRUCTION CLASS OF WORK: ADD FIRST: sf N: 1HR S: 1HR E: 1HR W: 1HR TYPE OF USE: COM SECOND: sf PROJECT OPENINGS? TYPE OF CONST: 5-1HR sf N: N S: N E: N W: N OCCUPANCY GRP: Al TOTAL AREA: 0 sf ROOF CONST: FIRE RET? OCCUPANCY LOAD: 641 BASEMENT: sf AREA SEP. RATED: STOR: 2 HT: ft GARAGE: sf OCCU SEP. RATED: 1HR BSMT ?: MEZZ ?: REQD SETBACKS REQUIRED FLOOR LOAD: psf LEFT: ft RGHT: ft FIR SPKL: Y SMOK DET: DWELLING UNITS: FRNT: ft REAR: ft FIR ALRM : Y HNDICP ACC:Y BEDRMS: BATHS: IMP SURFACE: PRO CORR: N PARKING: VALUE: $ 830,000.00 Owner: Contractor: TIGARD TUALATIN SCHOOL DIST. #23 ROBERT GRAY PARTNERS INC 6960 SW SANDBURG ST 12705 SW HERMAN RD TIGARD, OR 97223 TUALATIN, OR 97062 Contact #: PRI 503 - 692 -4675 Phone: FAX 503 -692 -9292 Reg #: LIC 65424 FEES REQUIRED ITEMS AND REPORTS Description Date Amount II3UPPLNI Pin Rv 8/17/2007 $1,739.53 Ersn Cntrl 681 4444 IFI.S1 FI.S Pln Rv 8/17/2007 $1,070.48 Reinforced concrete Bolts in concrete 113UILD] Permit Fee 3/21/2008 $2,676.20 Structural welding [FAX] 8% State Surchart 3/21/2008 $214.10 Special inspection (see plat (additional fees not listed here) Total $13,767.11 This permit is issued subject to the regulations contained in the Tigard Municipal Code, State of OR. Specialty Codes and all other applicable law. All work will be done in accordance with approved plans. This permit will expire if work is not started within 180 days of issuance, or if work is suspended for more than 180 days. ATTENTION: Oregon law requires you to follow the rules adopted by the Oregon Utility Notification Center. Those rules are set forth in OAR 952 - 001 -0010 through OAR 952 - 001 -0100. You may obtain a copy of these rule or direct questions to OUNC by calling 503.246.6699 or 1.800.332.2344. Issued 1 PermitteeSignature: � �J, i 1 Alt / Cali 503.639.4175 by 7:00 a.m. for an inspection that business day. i This permit card shall be kept in a conspicuous place on the job site until completion of the project. Approved plans are required on the job site at the time of each inspection. Building ermit Ap ;: +.to_ � � ED FOR OFFICE USE ONLY ` Received 1 _ _ City of Tigard Date/By: e , ff a Permit No. 10 �_ Q' �r J �� c 7 / 3 13125 SW Hall Blvd., Tigard, O ,97 3 o� Plan Revi- ` - Pho 5 03.639.4171 Fax: 8 96 Date /By: i j Other Permit T LGARD Inspection Line: 503.639.4175 v f`GikRQ Date Ready hris Ei See Attached Checklist for / Internet: www.tigard- or.goCa i OF mG p1\1151014 Notified Method: Supplemental Information TYPE OF WORK REQUIRED DATA: 1- AND 2- FAMILY DWELLING ❑ New construction ❑ Demolition Permit fees* are based on the value of the work performed. Indicate the value (rounded to the nearest dollar) of all [Addition /alteration /replacement ❑ Other: equipment, materials, labor., overhead, and the profit for the CATEGORY OF CONSTRUCTION work indicated on this application. ❑ 1- and 2- family dwelling 'Commercial /industrial Valuation: $ ❑ Accessory building ❑ Multi- family Number of bedrooms: ❑ Master builder El Other: Number of bathrooms: JOB SITE INFORMATION AND LOCATION Total number of floors: Job site address: /a $ SU 5.14. C 111 AYE. New dwelling area: square feet City /State /ZIP: ''71(40) , ore. ?7l �3 Garage /carport area: square feet Suite/bldg. /apt. no.: Project name: B leeI`p y ROE Covered porch area: square feet Cross street/directions to job site: Deck area: square feet Other structure area: square feet REQUIRED DATA: COMMERCIAL -USE CHECKLIST Subdivision: Lot no.: *WO Permit fees* are based on the value of the work performed. Tax ma/par.sel.no.: Z 511 Z C8 Indicate the value (rounded to the nearest dollar) of all 30.: L! equipment, materials, labor, overhead, and the profit for the DESCRIPTION OF WORK work indicated on this application. ,yy New Leery rN T lice WOW OW 51401 fZCN OL, Valuation: $ 83rd •• ln1T'F14i Krf/IC k. Existing building area: )Q C square feet • New building area: 350 square feet ❑ PROPERTY OWNER 'TENANT Number of stories: j Name: 91404) / I0N Type of construction: Si - A Address: P a. '& X e3I04 Occupancy groups: ,4-( City /State /ZIP: -r f7 On '/ / zel Existing: A 4-1 . ( Phone: (503) 603 - 5z62 Fax: (i3 3 6 7d. 5512 New: `` ❑ APPLICANT ErCONTACT PERSON NOTICE Business name: SOOto rE0 Ai ,4///775 All contractors and subcontractors are required to be Contact name: -� M �v��AN licensed with the Oregon Construction Contractors Board T./ under ORS 701 and may be required to be licensed in the Address: 1 zoo Kw (VAR" f o MY 5/0- 40 jurisdiction in which work is being performed. If the City /State /ZIP: 1 , ae r 7, applicant is exempt from licensing, the following reasons - apply: Phone: ( 5 0 5 ) 14- - %I 7 Fax:: (503) ZT 3 - %ij4 _ E -mail: tlrnct Sd iha.GOM CONTRACTOR Business name: Pe6.41_7 y OfiI rAjt 3 jc.,_ BUILDING PERMIT FEES* Address: / - 7e5" !� �� (Please refer to fee schedule) St City /State /ZIP: .77,-09-4,41-7/7 Z Structural plan review fee (or deposit): 17 3f G ( Flo 6 c / FLS plan review fee (if applicable): /670. KV Phone: (5 ! � ' ei6 7,j Fax: (703) 0 ` 2 _ 9 v,f CCB lie.: C�� y A,/ Total fees due upon application: Amount received: c. 2 ?/() / Authorized signature: This permit application expires if a permit is not obtained �------ within 180 days after it has been accepted as complete. Print name: 7 I a..i heat V Date: 5 7 * Fee methodology set by Tri- County Building Industry 11111 Service Board. 1 \ Building \ Permits \BUP- PermitAppdoc 03/21/06 440- 46)3T(11/02/COM /WEB) _ (3 c jp Za 004 _3 ,3 • il Building Division Pre- Construction Meeting TIG * ** NOTICE * ** • A pre - construction meeting is required for permit issuance. Permit /Case Number: BUP2007 -00433 Project Name: Broadway Rose Theater Plans Examiner: Dan Nelson 3/24/08 Name Date Contact: Tim Ayersman 503 - 228 -5617 Name Phone Note: The owner /representative and contractor /site supervisor are required at the meeting. Meeting Scheduled For: 3/26/08 at 8:00 AM Date Time E -Mail Notice Sent: X #Pre - Construction Meeting Activity Added: X HOLD for pre -job conference. Permit Technician: Debbie Adamski 3/24/08 Name Date I: \Building \Forms \PreConstrMtgNotice.doc 6/15/07 • Job Name: The Broadway Rose • CITY OF TIGARD Job Address: 12985 SW Grant Avenue, Tigard,' OR . • 13125 SW HALL BLVD. February 14, 2008 TIGARD, OR 97223 SHEET 2 OF 2 BUP2007 -00433 MCE Project No.: 070929 STRUCTURAL PLAN REVIEW #3 Plans Dated 1/21/08 Calculations Dated 2/12/08 Correction Item Page No. Comments Code Reference Made No. 2-6 -08 15 Detail 13/S5.01 Clarify the size and use of the blocking 106.1.1 used in the 2 x 8 pony wall. 2 -6 -08 16 Detail 15/S5.01 Provide Detail 21/S5.01 for review. 106.1.1 2 -14 -08 17 Detail 16 and Clarify the size of the glulam beam 106.1.1 17/S5.01 shown in the details as compared to the On Sheet S5.01 beams specified in the plans. 2-6 -08 18 Detail 20/S5.01 Clarify the reference to 13/S3.01 in 106.1.1 regard to the strong back member. 2 -14 -08 19 Calculations Submit calculations considering the 106.1.1 Importance Factors for wind and snow 1609.1.1.2 loading as required. 1997 UBC wind provisions are not allowed for Building Occupancy Category 3 structures per OSSC. 2 -6 -08 20 Calculations, Clarify the spacing discrepancy between 106.1.1 page MF -1 page MF -1 and TJF -2. 21 Special Special inspection is required for 1704 Inspection concrete, masonry, reinforcing steel, 1705 bolts in concrete and masonry, bolting, 1707 epoxy anchors and soils. 1708 22 Structural Structural observation for general 1709 Observation framing as indicated on Sheet S1.00. 23 General Submit one set of roof wood joist and (Shop Drawings) glulam beams shop drawings, which have been reviewed and initialed by the project engineer, to be filed with the City of Tigard before placement. 24 General Submit one set of miscellaneous steel (Shop Drawings) shop drawings, which have been reviewed and initialed by the project engineer, to be filed with the City of Tigard before placement. 25 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. Site Address: 1285 0 SW Gt- A,NT A . . � i z ` ® Building Division -1 it Altt Deferred Submittal Transmittal Letter TO: DAN NELSON DATE RECEIVED: DEPT: BUILDING DIVISION FROM: COMPANY: PHONE: B y RE: 12850 SW GRANT AVE BUP2007 -00433 (Site Address) (Permit/Case Number) BROADWAY ROSE (Project name or subdivision name and lot number) Valuation of Deferred Submittal: $ ATTACHED IS THE FOLLOWING DEFERRED SUBMITTAL ITEM: � ",n,- •� �w' i1��+; M: ��m". ��r�= r��.r��p� &��" i 4�' ".a,� ;,: ;- ^�,fi,.N.» 6 u spa yry�i� ,. .. x .w r �,4,; � � " IA O r . a r r- W Is.c �.-npr '7 .�` c � Ac a h�t } Ft wn Copies �D,�ser�ptl� .�:�n, .�� ti�3'` ��' 1:, ��'. ��, ��'��:''��„�`��,�:_��:, 2 SUBMIT DRAWINGS AND INSTALLATION STANDARDS FOR FOLDING SEATING Remarks: PRIOR TO INSTALLATION NOTE: Documents for deferred submittal items shall be submitted to the registered design professional in responsible charge who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and been found to be in general conformance to the design of the building. The deferred submittal items shall not be installed until the design and submittal documents have been approved by the building official. Oregon Structural Specialty Code Section 106.3.4.2 Will%i�N "'Ii�t-,k . ait ,4-!rr'� d`r ``k rfu lJ tlJl;•fY'�.>Y E U� ttO ,'�.:., A :%'y+ri �'S4°A'�7 . .� h "f �v,�ypr' U a `'�]' x srvM 2..ri _3 � .z�s:. �'4vt. r, - . iN��l<��'F�Str. -.: & %F5 ry:!'?'%` _ :.�`�>� �mI�.,�i�..�- Routed to Permit Technician: Date: Initials: Fees Due: ® Yes No Fee Description: Amount Due: rte ,. "' Deferred Submittal Fee: $ > � '' �� 3i h ey, .. '1S 'l^ Y f y�� t,r�MR 1 y 4, ,,� � � q,� � � � 1 �� f rye{ k A- ` Additional fee based on valuation: $ ^p'F- L4 { S S ,_l.' t.15ry}l�M f r ,A, x, y� 6!, � 1,., h 1 $ F - 1� Y Other: 4 A�. ,i ='E4`.,�a! .i„ Total Fees Due: $ Special Instructions: Reprint Permit (per PE): ❑ Yes ® No n Done Applicant Notified: Date: Initials: I.Buildmg\Forms \Transmittal Letter - DefrdSubmtl doc 04/04/07 • • t . �o ��TI�.I�I :G DI TISION • sloe tr® i ;tom � ,a ' SHOP DRAWINGS TNSMITTAL LETTER TO: DAN NELSON DATE RECEIVED: DEPT: BUILDING DIVISION FROM: COMPANY: PHONE: By. I RE: 12850 SW GRANTAVE. BUP2007 -00433 (Site Address) (Permit/Case Number) BROADWAY ROSE (Project name or subdivision name and lot number) Structural Plan Review Item #: 23 ATTACHED ARE THE FOLLOWING ITEMS: " ;,�+a$ °.f�.yi£r.,Fd� "- b' +k'�'� '!%!" iR`cg^ gt'p.:• fl " y F, j ". N ... . it.� . �'' a' `f. 3P a;�, � � - s -,;. � M�..�,.;� � p , r,..r 'Copies : aDescr>t t . "`K... .,�, �,}. .s�;..,:: tion :, r . r , :,; ;:., r. t><op.��.�.��;� - ��::�� , :�.` � �.�::. ��opies, ;.,Des r i � i.t a � M : h ,. P .� .�;- �� •�•;= �<a... ... c , ption.:�.�:•�`:��.�;ror,�,;c�F,� ��.....;� :�aM �4�,�; Light gauge steel framing Reinforcing steel Steel decking Structural & miscellaneous steel 1 Other (explain): ROOF WOOD JOIST AND GLULAM BEAMS SHOP DRAWINGS P Shop drawings are stamped and signed by the design professional in responsible charge as to having been reviewed and found to be in general conformance to the design of the building. 1: \Building\Fonns \Transmittal Letter - ShopDrawings doc 11/27/07 CITY OF TIGARD BUILDING DIVISION , PERMIT #: BUP2007 -00433 13125 SW Hall Blvd., Tigard, OR 97223 DATE ISSUED: 3f260008 Phone: (503) 639- 4171 "NImpa' ". I �� Inspection Requests (24 Hrs.): (503) 639 -4175 �I INSPECTION WORKSHEET FOR DATE: 2/6/2009 TIME: 7 :0 0AM PAGE: 13 SITE ADDRESS: 12850 SW GRANT AVE CLASS OF WORK: SUBDIVISION: GI.: TIGARD ELEMENTARY LOT #: 041 TYPE OF USE: PROJECT NAME: BROADWAY ROSE THEATRE CO DESCRIPTION: Lobby entrance and work shop remodel. OWNER: TIGARD TUALATIN SCHOOL DIST. #23, PHONE #: CONTRACTOR: ROBERT GRAY PARTNERS INC PHONE #: 503-692-4676 Inspection Request Scheduled For: Date: 2/6/2(309 Pour Time: Code # Inspection Description Confirm ## Contact # Message 299 Final inspection 080373-01 603- 793 -8016 N Corrections /Comments /Instructions: 1 . I I 'A El PARTIAL APPROVAL ❑ CANCEL . I I NO ACCESS . 1 V FAIL 11 CALL FOR INSPECTION ❑ ADDITIONAL FEES ASSESSED I G I nspector, Date: Z G I Phone #: (503) 718- , �� CITY OF TIGARD . - BUILDING DIVISION . ,-- , PERMIT #: BUP2007-03 13125 SW Hall Blvd., Tigard, OR 97223 DATE ISSUED: :'-s/26,00011 Phone: (503) 639-4171 keogovkihi i ■I\. Inspection Requests (24 Hrs.): (503) 639-4175 gAl. ■Ail. INSPECTION WORKSHEET FOR DATE: 2/4/2009 TIME: 7:00Atvi PAGE: 22 SITE ADDRESS: 12850 SW GRANT AVE CLASS OF WORK: SUBDIVISION: CF TIGARD ELEMENTARY LOT #: 041 TYPE OF USE: PROJECT NAME: BROADWAY ROZ•;E THEATRE CO DESCRIPTION: Lobby entrance and work shop remodel. OWNER: TIGARD TUALATIN SCHOOL DIST. #23, PHONE #: CONTRACTOR: ROBERT GRAY PARTNERS INC PHONE #: 503-692-4675 Inspection Request Scheduled For: Date: 2/4/2009 Pour Time: Code # Inspection Description Confirm # Contact # Message 299 Final inspection 080254-01 503-793-8015 N Corrections/Comments/Instructions: Pe-0v/ 0 ----- /4 'i 41 N _ ., c.-_-- r • 41 i - _ /4k) - - . A - Vt. . 711-1C1 `11, L.. (:- d r : - , z.. -- p __ Z-et-S I G. tq Lr A 1 n 1:) PARTIAL APPROVAL 0 CANCEL n NO ACCESS .n FA I - .4 0 CALL FOR INSPECTION Ell ADDITIONAL FEES ASSESSED Inspector: Date: .- i l d / Phone #: (503) 718 1 4 , 6 •• . CITY OF TIGARD . .... .. 4' BUILDING DIVISION , . ' PERMIT #: BUI31007-00433 13125 SW Hall Blvd., Tigard, OR 97223 DATE ISSUED: 3/25/21)08 Phone: (503) 639-4171 4„fisowilIt 11'. Inspection Requests (24 Hrs.): (503) 639-4175 1 4.4-• 4 '!!... INSPECTION WORKSHEET FOR DATE: 1213/2008 TIME: 7 PAGE: 6 SITE ADDRESS: 12850 SW GRANT AVE CLASS OF WORK: SUBDIVISION: CF TIGARD ELEMENTARY LOT #: 041 TYPE OF USE: PROJECT NAME: BROADWAY ROSE THEATRE CO DESCRIPTION: Lobby entrance and work shop remodel. OWNER: TIGARD TUALATIN SCHOOL DIST. #23, PHONE #: CONTRACTOR: ROBERT GRAY PARTNERS INC PHONE #: 503-692-4676 Inspection Request Scheduled For: Date: 12/3/2008 Pour Time: Code # Inspection Description Confirm # Contact # Message 29Q Final inspection 078742-01 i 503- 3-8015 N Z '7 s --- 1 ret%,012Th rUes t 0 t5 Corrections/Comments/Instructions: . ■ PLC1 2_,c90R— Al /,/ -1-="1 r't A/4-c____ • Ap u c-7 A-11-e-- t-- / N 1--- r-t A1.4-e – v ril/v1 1.9-- 4-- C-- - P.c,■,/ ( t t7: ..._. ei-g.Ki it) Z----. °‘17 (.9\itht /NI F7e—c A.)1 o °e--. 1 v / (..-.-_----- 1---0 / (tit) k 7.) L-7 frPA-1 Kir 't -5 I \ t A - L --11-7../ 1---//4--v,--1C___. t--, c_ c.?„ -=7 A> P t , - -- Z<D ( 5 - Coo ,, -1 fr - - - / 4 - 6 . , I e C V ix_ c2� ,* - Ali ei - '...---- i- II A - D , 4-4 e V ( 4 P cOR // € , - - - c <S( I i PASS , PARTIAL APPROVAL CANCEL El NO ACCESS _ , CL7A Vi CALL FOR INSPECTION _.? pi ADDITIONAL FEES ASSESSED Inspector: lillo, Date: I Phone #: (503) 718- Z --6 qt CITY OF TIGARD . .,.. BUILDING DIVISION A PERMIT #: BUP2007-00433 13125 SW Hall Blvd., Tigard, OR 97223 DATE ISSUED: 306/200a Phone: (503) 639-4171 air ° im 0 1 II fi_gt\ Inspection Requests (24 Hrs.): (503) 639-4175 ‘.,-L '...... INSPECTION WORKSHEET FOR DATE: 12/1/2008 TIME: 7 PAGE: 26 SITE ADDRESS: 12850 SW GRANT AVE CLASS OF WORK: SUBDIVISION: CF TIGARD ELEMENTARY LOT #: 041 TYPE OF USE: PROJECT NAME: BIROADWAY ROSE THEATRE CO DESCRIPTION: Lobby entrance and work shop remodel. OWNER: TIGARD TUALATIN SCHOOL DIST. #23, PHONE #: CONTRACTOR: ROBERT GRAY PARTNERS INC PHONE #: 503-692-4676 Inspection Request Scheduled For: Date: 121112008 Pour Time: Code # Inspection Description Confirm # Contact # Message 299 Final inspection 0713604-01 603-793-8015 N Corrections/Comments/Instructions: 10 -- dd24:■ ii AtiII. : - r__ .. ' .411"4,1.... • "NIL__ • Af> - t — Ail at i al• ''P (2) / / 40141/■■ ,,--r-y --7_77.1s e -6 e. - _., A,,, _--;----- ,6A AIL ;lift ■ KO ■ . C ar■ 2— ,-- , • A i 7 _A — . —AaMt:._ - A ii -CD - L.-- ,mailb ImlIk - k _ . ■ . - -r • ......... i PARTIAL APPROVAL 0 CANCEL n NO ACCESS Ar 1 La CALL FOR INSPECTION 0 ADDITIO AL EES ASSESSED l ....._ ,. . Inspector: ( Date: L 1 05 Phone #: (503) 718- _ S . Iv allibr , ' , . , CITY OF TIGARD BUILDING DIVISION PERMIT #: BUP2007-00433 13125 SW Hall Blvd., Tigard, OR 97223 DATE ISSUED: 3/2612008 Phone: (503) 639-4171 ao#4, Inspection Requests (24 Hrs.): (503) 639-4175 AA 'AL INSPECTION WORKSHEET FOR DATE: 12/1/2008 TIME: 7 PAGE: 25 SITE ADDRESS: 12850 SW GRANT AVE CLASS OF WORK: SUBDIVISION: CF TIGARD ELEMENTARY LOT #: 041 TYPE OF USE: PROJECT NAME: BROADWAY ROSE THEATRE CO DESCRIPTION: Lobby entrance and work shop remodel. OWNER: TIGARD TUALATIN SCHOOL DI ST. #23, PHONE #: CONTRACTOR: ROBERT GRAY PARTNERS INC , PHONE #: 503-692-4675 Inspection Request Scheduled For: Date: 12/1/2008 Pour Time: Code # Inspection Description Confirm # Contact # Message 275 Framing 078605-01 503-793-8015 N Corrections/Comments/Instructions: .3 / it=_,:" -- r - o -- i -- 1-i-t-=-"" Awl_ A. - ag---r_ -- - FO1C- ' Moir ,s a PARTIAL APPROVAL El CANCEL NO ACCESS 'VA FAIL Ifj CALL FOR INSPECTION 0 ADDITIONAL FEES ASSESSED Wil■ , Inspector: All. Date: IZ I Dr Phone #: (503) 718- 4 A — CITY OF TIGARD . - . BUILDING DIVISION . „„ • PERMIT #: BUP1007-00433 13125 SW Hall Blvd., Tigard, OR 97223 DATE ISSUED: 3/26/2008 Phone: (503) 639-4171 40100/11?\ Inspection Requests (24 Hrs.): (503) 639-4175 INSPECTION WORKSHEET FOR DATE: 1111812008 TIME: 7•01Am PAGE: 17 SITE ADDRESS: 12860 SW GRANT AVE CLASS OF WORK: SUBDIVISION: CF TIGARD ELEMENTARY LOT #: 041 TYPE OF USE: PROJECT NAME: BROADWAY ROSE THEATRE CO DESCRIPTION: Lobby entrance arid work shop remodel. OWNER: TIGARD TUALATIN SCHOOL DIST. #23, PHONE #: CONTRACTOR: ROBERT GRAY PARTNERS INC PHONE #: 503-692A675 Inspection Request Scheduled For: Date: 11/18/2008 Pour Time: Code # Inspection Description Confirm # Contact # Message :487 Suspended ceiling 078190-01 503-793-8015 N Corrections/Comments/Instructions: PASS I I PARTIAL APPROVAL 0 CANCEL I NO ACCESS 1 FAIL I I CALL FOR INSPECTION fl ADDITIONAL FEES ASSESSED Inspector: ' ..S Date: /8.1f6v 0 5 Phone #: (503) 718- 2 642 l , CITY OF ~ � � ��mm u ��n TIGARD . . � ' BUILDING DIVISION ' ^ PERMIT #: ~~' ---' --'-- • 13125SVV Hall B|vd, Tigard, OR97223 DATE ISSUED: 8/2612008 Phone: (503) 639-4171 |nope��ionRequests (24Hraj:(5O3)G3Q'4175 =�0�-� INSPECTION WORKSHEET FOR DATE: 11/13/2D08 TIME: 7 PAGE: 2 SITE ADDRESS: 1286QSVV GRANT AVE CLASS OF WORK: SUBDIVISION: CF TIGARD ELEMENTARY LOT #: 041 TYPE OF USE: PROJECT NAME: BROADWAY ROSE THEATRE CO DESCRIPTION: Lobby entrance and work shop remodel. OWNER: TIGARD TUALATIN SCHOOL DST. #23, PHONE #: CONTRACTOR: ROBERT GRAY PARTNERS INC PHONE #: 503-602 Inspection Request Scheduled For: Date: 11/13y2008 Pour Time: Code # Inspection Description Confirm # Contact # Message 280 Insulation 078049-01 603 N Corrections/Comments/Instructions: �J � , �` L � �, �=�`�^ �� m�T ~ ��-c fr ‹ss EI PARTIAL APPROVAL EI CANCEL NO ACCESS I | FAIL I | CALL FOR INSPECTION 0 ADDITIONAL FEES ASSESSED Inspector: S Date: Phone #: (503) 718- 2 .3 ^ CITY OF ' .. ��m n n n��w� TIGARD ,„ • � �UU �U�� DIVISION ^ ^ ' ' ' - � BUILDING u�o�o~pn�~n� � BUP2007 O[W33 13125 SW Hall B�d,T�anj OR 97223 DATE ISSUED: 3/200008 Phone: (503) 639-4171 |nope��ionRequests (24Hruj:(GO3)G3A'4175 �� ° PERMIT � INSPECTION WORKSHEET FOR PAGE: DATE: � TIME: kA � 10/28/2008 � 7:01AM 15 SITE ADDRESS: CLASS OFVVORK� SUBDIVISION: � 12��) S�/G�ANTAVE � LOT #: ' TYPEOFUGE � {|FT{(�ARQELBNENTAAY � U41 USE: PROJECT NAME: � BROftDWAY ROSE THEATRE CO DESCRIPTION: � Lobbvontranmamnd*xorknhoprwnoode|. PHONE OWNER: PHONE # � T|GARQTUALAT|NS(�H()0LO(�T�#2�. CONTRACTOR: #: � ROBERTGRAY PARTNERS )N{� ga,09-).46-Th Inspection Request Scheduled For: [}ate 10V28/2008 Pour Time: Code # Inspection Description Confirm # Contact # Message 280 Insulation 077261'01 503-793-8016 N Corrections/Comments/Instructions: � �� r ~� �� 4 � � e��~~_ ��»� �� ' , .. / �� - . �~ /�� `~- ^� �_ , .� ' -_ �' � w^ ~ ' ■.` . V . 6 46 \-- APP CANCEL NO ACCESS || FAIL -��--�~ INSPECTION I |AOO|T|O L FEES ASSESSED � � _/ Inspector: ' ' �� Date: /C> y _1" Phone #: (503) 718' '� / h /. '^ I ^� � ' CITY ��N�� `' ��nm x ��m� mmn��m��nm�� . . • BUILDING DIVISION ^ , � '� ' � PERMIT u��vo~u�oo~�� u�n�n~pu��u� ' #: BUP2007-00433 13125 SW Hall Blvd., Tigard, OR 97223 ' Aotootiliik\ . DATE ISSUED: 3/260008 Phone:(503)639'4171 Inspection Requests (24 Hrs.): (503) 639-4175 «��'*��. INSPECTION WORKSHEET FOR PAGE: DATE: TIME: � 1O/27Y2008 T| � 7:OOAhA � 10 SITE ADDRESS: ' CLASS OF WORK: � 1�8�O6��GR�NT�VE � SUBDIVISION: � LOT TYPE OF UGE CF TIGARD ELEMENTARY #: Q41 USE: . � PROJECT NAME: � BROADWAY R(�3ETHEATRE Co ./ DESCRIPTION: � Lobby entrance and work hop remodel. , . OWNER: T|GARDTWALAT\N SCHOOL DUST. #23, PHONE #: CONTRACTOR: ROBERT GRAY PARTNERS INC PHONE #: 5D:3-692-4876 Inspection Request Scheduled For: Date: 10/2112008 Pour Time: Code # Inspection Description Confirm # Contact # Message 275 Framing 077207-01 5O3'793-8015 N Corrections/Comments/ structions: 1 le___ . _ ~>,�� wr L K�� = - r . it) ^~ � � _`� �7 K�� ._. ^�_-~ �~ � / | | RASS 4�� PARTNL APPROV^L ' 0 CANCEL 0 NO ACCESS I | FAIL CALL FOR INSPECTION 0 ADDITIONAL FEES ASSESSED Inspector: ^--- Date: / e Phone #: K5O3\718'« y . CITY OF TIGARD „ .., .. . • BUILDING DIVISION .. , PERMIT #: 13u 13125 SW Hall Blvd., Tigard, OR 97223 DATE ISSUED: 3i26/2000 Phone: (503) 639-4171 Inspection Requests (24 Hrs.): (503) 639-4175 INSPECTION WORKSHEET FOR DATE: 10/27/2008 TIME: T 00AM PAGE: 7 SITE ADDRESS: 12860 SW GRANT AVE CLASS OF WORK: SUBDIVISION: CF TIGARD ELEMENTARY LOT #: 041 TYPE OF USE: PROJECT NAME: BROADWAY ROSE THEATRE CO DESCRIPTION: Lobby entrance and work shop remodel. OWNER: TIGARD TUALATI N SCHOOL DI ST #23, PHONE #: CONTRACTOR: PHONE #: ROBERT GRAY PARTNERS INC 503-692-4675 Inspection Request Scheduled For: Date: •0/27/200 Pour Time: Code # Inspection Description Confirm # Contact # Message 280 Insulation 077211-01 503-793-8015 N Corrections/Comments/Instructions: R-C (6; • Milk IN.- ' _ • . __.... I PASS l ir ii RTIAL APPROVAL El CANCEL n NO ACCESS n FAIL I CALL FOR INSPECTION I I ADDITIONAL FEES ASSESSED Inspector: Date: to Z7/ Phone #: (503) 718- "I___17:- . �� . . � CITY �� , . ��n n n OF m n��u~umo�� BUILDING DIVISION . ' . PERMIT #: ~°~°,~~~~""~~° ~�"°^~~"~~"~ ^ � � ' ^ � EA/P2007'00433 13125 SW Hall Blvd., Tigard, OR 07223 . DATE ISSUED: 3V28/2000 Phone: (5O3)G39'4171 Inspection Requests (24 Hnoj:(6U3)63Q'4176 ~��N� "__... INSPECTION WORKSHEET FOR DATE: TIME: � 10/2�10,230008 � 7: 00mi PAGE: � 15 SITE ADDRESS: CLASS OF � P650 S�/E;RANT AVE � SUBDIVISION: LOT #: TYPE OF USE: � (�|;TY(�ARDELEMENTARY � [�1 � PROJECT NAME: � fiR0ACWAY ROSE THEATRE CO DESCRIPTION: � Loh6v entrance and work shop remodel. � OWNER: ll PHONE #� � �AgOTUALAT}N SCHOOL #23, � CONTRACTOR: � ROBERT F�T GRAY PARTNERS INC P HONE #: 583-692-4675 Inspection Request Scheduled For: []ate: 1003/2000 Pour Time: Code # Inspection Description Confirm # Contact # Message 280 Insulation 077093'01 5(]3'793'8015 N Corrections/Comments/Instructions: 4 e57 -- R_^�-X� �- / / PARTIAL APPROVAL n CANCEL n NO ACCESS ' O id1 FOR INSPECTION __ ADDITIONAL FEES ASSESSED /" P |nepector: ._- Date: / �-~~/ OS Phone #: (503) 718' ... ` ' CITY OF TIGARD • BUILDING DIVISION PERMIT #: BUP2007-00433 13125 SW Hall Blvd., Tigard, OR 97223 DATE ISSUED: 3/2612008 Phone: (503) 639-4171 , q cr!� �� 401000 =_ f Inspection Requests (24 Hrs.): (503) 639 -4175 r _l., INSPECTION WORKSHEET FOR DATE: /0/17/2008 TIME: 7:02AM PAGE: 4 SITE ADDRESS: 1 SW GRANT AVE CLASS OF WORK: SUBDIVISION: CF. TIGARD ELEMENTARY LOT #: 041 TYPE OF USE: PROJECT NAME: BROADWAY ROSE THEATRE CO DESCRIPTION: lobby entrance and work shop remodel. OWNER: TIGARD TUALATIN SCHOOL DIST. #23, PHONE #: CONTRACTOR: ROBERT GRAY PARTNERS INC PHONE #: 503 - 692.4675 Inspection Request Scheduled For: Date: 10/17/2008 Pour Time: Code # Inspection Description Confirm # Contact # Message 275 Framing 076850-01 503 -793 -8015 N Corrections /Comments /Instructions: 2 4-..d S t y /A(k L i c� � }- w. 5 C 10 4 C c A re) k (2 C/ E ie;c) a r e- 9. 5 A,. K c Jc'i v» -. (.4 Zoo ecc- \o \ I'V` Up_c_t:0 Ret. ✓% 52c. O T�A W S.C. 0 I A 5 'Q r ,A%q-Cd d Qlpi- PASS ' A RTIAL APPROVAL ❑ CANCEL ❑ NO ACCESS n FAIL ❑ CALL FOR INSPECTION ❑ ADDITIONAL FEES ASSESSED Inspector: 3.S Date: / 7 C K-- Y Phone #: (503) 718- ZY2 3 CITY OF TIGARD ..• PERMIT #: BUILDING DIVISION . .A b, BUP2007-00433 13125 SW Hall Blvd., Tigard, OR 97223 ./ DATE ISSUED: 3/261 Phone: (503) 639-4171 „i tr itti Inspection Requests (24 Hrs.): (503) 639-4175 i INSPECTION WORKSHEET FOR DATE: TIME: PAGE: 10/312008 7:00AM 25 SITE ADDRESS: 128 50 CLASS OF WORK: SW GRANT AVE SUBDIVISION: - ARY LOT #: TYPE OF USE: a - TIGARD ELEMENT 041 PROJECT NAME: BROADWAY ROSE THEATRE CO DESCRIPTION: Lobby entrance and work shop remodel. OWNER: PHONE #: TIGARD TUALATIN SCHOOL Dim #23. CONTRACTOR: ROBERT GRAY PARTNERS INC PHONE #: 503-692-4675 Inspection Request Scheduled For: Date: 10/3/2008 Pour Time: Code # Inspection Description Confirm # Contact # Message 280 Insulation ' 076263-01 503-793-8016 N Corrections/Comments/Instructions: (---kl A--q-- C „,__ 1 -- \ <.+1,..eA_c (0. titi.1 C . ti (\# c3 E \/6 \ <---- 6-AL--- 6.(3 C .... v---Nc •) I PASS .4 PARTIAL APPROVAL n CANCEL [7 NO ACCESS /— I I FAIL El CALL FOR INSPECTION El ADDITIONAL FEES ASSESSED Inspector: de s-----__________ Date: Phone #: (503) 718-Z)/249 , CITY OF TIGARD BUILDING DIVISION , ,,, . PERMIT #: BUP2007-00433 13125 SW Hall Blvd., Tigard, OR 97223 4 f DATE ISSU : 3/26/200a Phone: (503) 639-4171 46 41111? g f)k.r Inspection Requests (24 Hrs.): (503) 639-4175 1.-,44 .4 -,... INSPECTION WORKSHEET FOR DATE 10/1/2008 TIME: 7:02AM • • 37 SITE ADDRESS: 12860 SW GRANT AVE CLASS OF WORK: SUBDIVISION: CI= TIGARD ELEMENTARY LOT #: 041 TYPE OF USE: PROJECT NAME: BROADWAY ROSE THEATRE CO DESCRIPTION: Lobby entrance and work shop remodel. OWNER: PHONE #: TIGARD TUALATIN SCHOOL DIST. #23, CONTRACTOR: PHONE #: ROBERT GRAY PARTNERS INC 503-692-4675 • Inspection Request Scheduled For: Date 1011/2000 Pour Time: Code # Inspection Description Confirm # Contact # Message 275 Framing 076118-01 503-793-9015 N Corrections/Comments/Instructions: c . A .foir , 4 - 4 , X- - 1111 -C . ■ 4 ■ k(s) (I) (\ A. % C- Ck6P S::? c::: (2.---p• c...--t -64.-- __S 0 I.__' ii,--h2___.at- 6 ,1/ 0 ,, 1,. 6 , a,- dA--ek - d-k.._ tt II 0 - c..._ / i , , . , 1 , t' 5 . , 111 ...' - 1 !--,.•: .0% .. / OY) 4- — ._ ..` 4.. ..L...... ., -s.l -■ ■ .. ■. & - _ AN: -0 kevi / a ii. 5 s 3. o 1 ( (2) C) C ._ 5 -- r-Q c.r". sp-e-AZ: WI 1y0 E --- 0 PASS NI " A RTIAL APPROVAL 7 CANCEL fl NO ACCESS , I I FAIL I I CALL FOR INSPECTION 0 ADDITIONAL FEES ASSESSED tAJ2.---_ 2.% Inspector: Date: T 0 / `/ Phone #: (503) 718- - - - • CITY OF TIGARD , , , BUILDING DIVISION „ .. ., ' PERMIT #: BUP2007-00433 ., . 13125 SW Hall Blvd., Tigard, OR 97223 DATE ISSUED: 3126/2008 Phone: (503) 639-4171 Inspection Requests (24 Hrs.): (503) 639-4175 III■ --a INSPECTION WORKSHEET FOR DATE: 9/9/2000 TIME: 7:00AM PAGE: 19 SITE ADDRESS: 12850 SW GRANT AVE CLASS OF WORK: SUBDIVISION: CF TIGARD ELEMENTARY LOT #: 041 TYPE OF USE: PROJECT NAME: BROADWAY ROSE THEATRE CO DESCRIPTION: Lobby entrance and work shop remodel. OWNER: TIGARD TUALATIN SCHOOL DIST. #23, PHONE #: CONTRACTOR: ROBERT GRAY PARTNERS INC PHONE #: 503-692-4675 Inspection Request Scheduled For: Date: 919/2008 Pour Time: Code # Inspection Description Confirm # Contact # Message 285 Drywall nailing 075254-01 503-793-8015 N Corrections/Comments/Instructions: - _ mit—..1 , / El PASS 07! ' ■ "TIAL APPROVA fl CANCEL ri NO ACCESS , , Ammon........._ I I FAIL • CALL FOR INSPECTION 0 ADDITIONAL FEES ASSESSED / . Inspector: —.......,,,,, Date: i / ./-; Phone #: (503) 718-Z- ' ,,, . 4 111■ , , e• ,' __ - ~ ' CITY W�� ., .. ^ . ��on n ^��'m nm��mnm�� ' BUILDING DIVISION . ^ ' PERMIT #: @WP��U�0�33 13125 SW Hall 8|vd,Tlgand. OR 97223 ~ . DATE ISSUED: 3/M2008 Phone:(503)639'4171 Inspection Reque�a(24Hmj�(503)030'4175 � � � +^� —. INSPECTION WORKSHEET FOR DATE: 9/5/2008 TIME: 7:00AM PAGE: 18 SITE ADDRESS: 1285OSVV GRANT AVE CLASS OF WORK: SUBDIVISION: CF TIGARD ELEMENTARY LOT #: 041 TYPE OF USE: PROJECT NAME: BROADWAY ROSE THEATRE CO DESCRIPTION: Lobby entrnce and work chop remodel. OWNER: TIGARD TUALATIN SCHOOL DIST. #23, PHONE #: CONTRACTOR: ROBERT GRAY PARTNERS INC PHONE #: 503-G92-4675 Inspection Request Scheduled For: Date: 3/5/2008 Pour Time: Code # Inspection Description Confirm # Contact # Message 276 Framing 076138-01 503-793-8016 N Corrections/Comments/Instructions: 01)02 ^�-�� rJ ��t. ' 3/' (A DI ' ~- ' / --~----� --- *='~ ^` - ` ---~-^-- ~ � . U | | PASS � �PuRT|AL APPROVAL ri CANCEL n NO ACCESS El FAIL ri CALL FOR INSPECTION ADDITIONAL FEES SSESSED Ato7 « �� / a�~/ | nope�toc � Oa�e� (�{�� ( Phona#� (5O3) 718'^�~ 5a) ' U . _ CITY,OFTIGARD .‘ .... . . . BUILDING DIVISION ., . . PERMIT #: BLIP2007-00433 . 13125 SW Hall Blvd., Tigard, OR 97223 , •, . •■ . DATE ISSUED: 3/26/2008 Phone: (503) 639-4171 , Areiogikii?‘ Inspection Requests (24 Hrs.): (503) 639-4175 A,19k '-' l—!,... INSPECTION WORKSHEET FOR DATE: 8/29/2008 TIME: 7:00AM PAGE: 22 SITE ADDRESS: 12850 SW GRANT AVE CLASS OF WORK: SUBDIVISION: CF TIGARD ELEMENTARY LOT #: 041 TYPE OF USE: PROJECT NAME: BROADWAY ROSE THEATRE CO DESCRIPTION: Lobby entrance and work shop remodel OWNER: TIGARD TUALATIN SCHOOL Dl ST. #23, PHONE #: CONTRACTOR: ROBERT GRAY PARTNERS INC PHONE #: 503-592-4675 Inspection Request Scheduled For: Date: 8/29/2008 Pour Time: Code # Inspection Description Confirm # Contact # Message 275 Framing 074846-01 503-793-8015 N Corrections/Comments/Instructions: — 0 .', (4 1 - y \ ti /Rev' g1 -- ' i V\ ''‘. \\ '' f`• 0 C50 j T‘evyk ...A. 0 , to-Ar is At'„ v.-■ 6 6 tee 'F r 1 RAO ■ k ''' r\ '---. - ` ze - e'e EQ? V) 7k —P- O PASS PARTIAL APPROVAL ILI CANCEL I I NO ACCESS I FAIL I CALL FOR INSPECTION El ADDITIONAL FEES ASSESSED Inspector: S Date: 294./(AC.)2 J Phone #: (503) 718- 2.17'23 .. , CITY , OF TIGARD ., . . . BUILDING DIVISION ., . , PERMIT #: 13UP2007-00433 . .. 13125 SW Hall Blvd., Tigard, OR 97223 DATE ISSUED: 3/2612000 Phone: (503) 639-4171 "090 Inspection Requests (24 Hrs.): (503) 639-4175 ,isl■ - -L.. INSPECTION WORKSHEET FOR DATE: 8/25/2008 TIME: 7:00AM PAGE: 25 SITE ADDRESS: 12(1505W GRANT AVE CLASS OF WORK: SUBDIVISION: CF TIGARD ELEMENTARY LOT #: 041 TYPE OF USE: PROJECT NAME: BROADWAY ROSE THEATRE CO DESCRIPTION: Lobby entrance and work shop remodel. OWNER: TIGARD TUALATIN SCHOOL DIST. #23, PHONE #: CONTRACTOR: ROBERT GRAY PARTNERS INC PHONE #: 503-692-4675 Inspection Request Scheduled For: Date: 81250008 Pour Time: 11:00 Code # Inspection Description Confirm # Contact # Message 205 Footing 0745(16-01 503-793-8015 N Corrections/Comments/Instructions: 15 • r ._,,,,- - _, ? .€1,--v 5" - C I .' I ' S i4- e_ • 4t /t41 14-> t% 71/2- 1---c L---k 0 .k, -1---6 1.0-,) ,(". t,./ , 77+ $Pc-e--i _73LIS,- ■4 . 2011,1 1 1 1 0* 4 . I I PASS `ti. .... , , , „ e , . fl CANCEL 0 NO ACCESS n FAIL 0 CALL FOR INSPECTION 0 ADDITIONAL FEES ASSESSED i (... Inspector: Date: 0/Z,C/i),8 Phone #: (503) 718- ,,,, CITY.OF TIGARD BUILDING DIVISION . . .. . . . PERMIT #: BUP2007 13125 SW Hall Blvd., Tigard, OR 97223 DATE ISSUED: 3/2612008 Phone: (503) 639-4171 ' a nitivOilifi'\ Inspection Requests (24 Hrs.): (503) 639-4175 ,,Th- ,-.44. ■ 'IL. INSPECTION WORKSHEET FOR DATE: TIME: PAGE: 7131/2008 7:00AM 39 SITE ADDRESS: CLASS OF WORK: 12850 SW GRANT AVE SUBDIVISION: CF TIGARD ELEMENTARY LOT #: TYPE OF USE: 041 PROJECT NAME: BROADWAY ROSE THEATRE CO DESCRIPTION: Lobby entrance and work shop remodel. OWNER: PHONE #: TIGARD TUALATIN SCHOOL DIST. #23, CONTRACTOR: ROBERT GRAY PARTNERS INC PHONE #: 5O3 ,-/ Inspection Request Scheduled For: Date: 7/31/2008 Pour Time: Code # Inspection Description Confirm # Contact # Message 280 Insulation 073506-01 503-793-8015 N Corrections /Comments/ Instructions: ge— 1 I PASS 'Li - i RTIAL APR - • ' 0 CANCEL 0 NO ACCESS FAIL pi CALL FOR INSPECTION I ADDITIONAL FEES ASSESSED _....... WIZ( Inspector: Lo... Date: 1 13 1 (9 (5 Phone #: (503) 718- Nor CITY OF TIGARD BUILDING DIVISION . - PERMIT #: BtJP2007-00433 13125 SW Hall Blvd., Tigard, OR 97223 . DATE ISSUED: 3126/2008 Phone: (503) 639-4171 . hienovilliT\ Inspection Requests (24 Hrs.): (503) 639-4175 ,_.4.4, - 6 a. INSPECTION WORKSHEET FOR DATE: 7/1712008 TIME: 7: 00AIVI PAGE: 43 SITE ADDRESS: 12850 SW GRANT AVE CLASS OF WORK: SUBDIVISION: CF: TIGARD ELEMENTARY LOT #: 041 TYPE OF USE: PROJECT NAME: BROADWAY ROSE THEATRE CO DESCRIPTION: Lobby entrance and work shop remodel. OWNER: TIGARD TUALATIN SCHOOL DIST. #23, PHONE #: CONTRACTOR: ROBERT GRAY PARTNERS INC PHONE #: 503-692-4675 Inspection Request Scheduled For: Date: 7117/2008 Pour Time: Code # Inspection Description Confirm # Contact # Message 260 Roof nailing 072797-01 503-793-8015 y Corrections/Comments/Instructions: /1 .r _ ___ .. c., --- 4 Awe - 7 e1/4 rr /1 f r r-- Ai ....-21., y r': I I PASS 11;.''' a RTIAt ■ - t.-:011 CANCEL P1 NO ACCESS ri FAIL [ CALL FOR INSPECTION 7 ADDITIONAL FEES ASSESSED i — --..., , 4- Inspector: A _ A■ Date: 7 ..e/ , Phone #: (503) 718- / .. ,. . . . CITY OF TIGARD . . . .• BUILDING DIVISION . PERMIT #: 13UP2007-00433 13125 SW Hall Blvd., Tigard, OR 97223 . . DATE ISSUED: 3/26/2000 Phone: (503) 639-4171 Inspection Requests (24 Hrs.): (503) 639-4175 i,.,44. - AI! INSPECTION WORKSHEET FOR DATE: 7/9/2008 TIME: 7:00Alvi PAGE: 34 SITE ADDRESS: 12850 SW GRANT AVE CLASS OF WORK: SUBDIVISION: CF. TIGARD ELEMENTARY LOT #: 041 TYPE OF USE: PROJECT NAME: BROADWAY ROSE THEATRE CO DESCRIPTION: Lobby entrance and work shop remodel. OWNER: TIGARD TUALATIN SCHOOL DIST. #23, PHONE #: CONTRACTOR: ROBERT GRAY PARTNERS INC PHONE #: 503-692-4676 Inspection Request Scheduled For: Date: 7/9/2008 Pour Time: Code # Inspection Description Confirm # Contact # Message 250 Root nailing 072351-01 503-793-8015 N Corrections/Comments/Instructions: I Z---" ak c ,.. 6 , ti 7 ..,__. (.1 FL/5i AP 4 ...,_ t c.,-----net-i c.— 2 --s ‘' e, / E--rrm e_- 4/0 (I _) /12 a „2.._ A,_b, ,,-,-,,,/ tit 1 •_•,4,-,--iefy-_, -..:/- L c a._ • r-- I I PASS -IA "ARTIAL APPROVAL n CANCEL n NO ACCESS . I I FAIL n CALL El ADDITIONAL FEES ASSESSED Inspector: e.-..., -------) Date: 76?A Phone #: (503) 718 - - , CITY OF TIGARD • , .., .., . BUILDING DIVISION . • ., PERMIT #: BUP2007-00433 . . 13125 SW Hall Blvd., Tigard, OR 97223 * DATE ISSUED: 3/26/2008 Phone: (503) 639-4171 . nagetivill .. ' Inspection Requests (24 Hrs.): (503) 639-4175 F' INSPECTION WORKSHEET FOR DATE: 5/28/2008 TIME: 7:00AM PAGE: 31 SITE ADDRESS: 1213505W GRANT AVE CLASS OF WORK: SUBDIVISION: CF TIGARD ELEMENTARY LOT #: 041 TYPE OF USE: PROJECT NAME: BROADWAY ROSE THEATRE CO DESCRIPTION: Lobby entrance and work shop remodel. OWNER: TIGARD TUALATIN SCHOOL DIST. #23, PHONE #: CONTRACTOR: ROBERT GRAY PARTNERS INC PHONE #: 503-692-4675 Inspection Request Scheduled For: Date: 5/28/2008 Pour Time: 2:00 Code # Inspection Description Confirm # Contact # Message 220 Slab 070430-01 503-79343015 N Corrections/Comments/Instructions: ok_ - 7 - z) 'Po■) R Lb-714-- ee -.17.7)■iR /3.e-:-.- le-----C - , • 1 1 k - - 117 A-rik- iv • I.. I I PASS - 10 - ■ - . `,"- - : • A CANCEL 0 NO ACCESS -- All•■■•■•••- -- " — I I FAIL 0 CALL FOR INSPECTION fl ADDITIONAL FEES ASSESSED Inspector: ''. Date: , . c - z e/;e• Phone #: (503) 718- ?_‘77 • CITY OF TIGARD , BUILDING DIVISION • PERMIT #: BUP2007 -00433 13125 SW Hall Blvd., Tigard, OR 97223 DATE ISSUED: 312612008 Phone: (503) 639 -4171 u "a4u fil" Inspection Requests (24 Hrs.): (503) 639 -4175 J _�'_!.. INSPECTION WORKSHEET FOR DATE: x20/2008 TIME: 6:59AM PAGE: 28 SITE ADDRESS: 12850 SW GRANT AVE CLASS OF WORK: SUBDIVISION: CF TIGARD ELEMENTARY LOT #: 041 TYPE OF USE: PROJECT NAME: BROADWAY ROSE. THEATRE CO DESCRIPTION: Lobby entrance and work shop remodel. OWNER: TIGARD TUALATIN SCHOOL DIST. #23, PHONE #: CONTRACTOR: ROBERT GRAY PARTNERS INC PHONE #: 503 -69 14675 Inspection Request Scheduled For: Date: 5/200008 Pour Time: 12:00 Code # Inspection Description Confirm # Contact # Message 210 Foundation walls 070147 -01 603 - 793 -8015 N Corrections /Comments /Instructions: - . L—/- -e---- Qk__ Po u l /i 4- s-f' p _-- . @.- � 1)C.,° ► C . .‘e ❑ PASS Fes;. , RTIAL A • ❑ CANCEL n NO ACCESS ❑ FAIL I I CALL FOR INSPECTION ❑ ADDITIONAL FEES ASSESSED Inspector: / I Date: Phone #: 503 nsp ate. � Pho ( ) 718 - Zggr Nib OFTIGARD 5c.)?Z.z.,c,7--e0 zits UILDING DIVISION PERMIT 13125 SW Hall Blvd., Tigard, OR 97223 DATE ISSUED: 3/€/2008 . „ Phone: (503) 639-4171 Inspection Requests (24 Hrs.): (503) 639-4175 INSPECTION WORKSHEET FOR DATE: 5/12/2008 TIME: 7:01AM PAGE: 20 SITE ADDRESS: 12850 SW GRANT AVE CLASS OF WORK: SUBDIVISION: CF TIGARD ELEMENTARY LOT #: 041 TYPE OF USE: PROJECT NAME: BROADWAY ROSE THEATRE CO DESCRIPTION: Interior demo. OWNER: TIGARD TUALATIN SCHOOL DIST. #23, PHONE #: CONTRACTOR: ROBERT GRAY PARTNERS INC PHONE #: 503-692-4675 Inspection Request Scheduled For: Date: 5/12/2008 Pour Time: 12:00 Code # Inspection Description Confirm # Contact # Message 20( Footing 0E.;9728-01 503-793-8015 Corrections /Comments/ Instructions: — Ni 7 ki) • -1 /IT 0.re Bop 2_007 - Li PASS otg - • -taw/. fl CANCEL 7 NO ACCESS n FAIL 7 CALL FOR INSPECTION fl ADDITI NAL FEES ASSESSED Inspector: Date: , O phone #: (503) 718- 26111 CITY OF TIGARD. .' BUILDING DIVISION PERMIT #: l3 1P2007 -00433 13125 SW Hall Blvd., Tigard, OR 97223 DATE ISSUED: 312&1200f3 • Phone: (503) 639 -4171 A., �Pli �� Inspection Requests (24 Hrs.): (503) 639 -4175 , ,..10 ma INSPECTION WORKSHEET FOR DATE: 4/2312008 TIME: 7: 02AIvM PAGE: 20 SITE ADDRESS: 1213501 GRANT AVE CLASS OF WORK: SUBDIVISION: CI- TIGARD ELEMENTARY LOT #: 041 TYPE OF USE: PROJECT NAME: BROADWAY ROSE THEATRE CO DESCRIPTION: lobby entrance and work shop remodel. OWNER: TIGARD TUALATIN SCHOOL. DIST. #23, PHONE #: CONTRACTOR: ROBERT GRAY PARTNERS iNC PHONE #: 603 -632-46Th Inspection Request Scheduled For: Date: 1%23!2008 Pour Time: 1:00 Code # Inspection Description Confirm # Contact # Message 2.01: Footing 068760 -01 503. 793 8015 N Corrections /Comments / Instructions: J mil (. - " 7 - 6 y 'Ill . Pe-,---2.--77.7. 6' /m. - 7 - C) Ic'e; v i../ ' i i S t /1 ' :=At Sei-=-Zr I A---VP 2� \. cA I I PASS � °r' • : I' _ 4 PER• n CANCEL n NO ACCESS FAIL ❑ CALL FOR INSPECTION I I ADDITIONAL FEES ASSESSED Inspector. I` Date: . Q - Phone #: (503) 718- l _ , City of Tigard, Oregon o 13125 SW Hall Blvd. O Tigard, OR 97223 4 a.* ; _ ;4 March 18, 2008 : , ,� P ' ®p RE: ISSUANCE OF BUILDING PERMIT • `1'B@ARD Project Information Project Name: Broadway Rose Construction Type: 5 -A Building Permit: BUP2007 -00433 Occupancy Type: A -1 Address: 12850 SW Grant St. Occupant Load: 641 Tim Ayersman, The Building Division has completed the review of the project listed above. The project has not been released by either the Planning Division or the Engineering Division at the time of this letter, so the Building Permit cannot be issued. If you have questions please contact Maris Buxton @ 503 - 718 - 2453. The date of this letter begins the 180 day time limitation in accordance with Section 105.3.2 of the State of Oregon, Structural Specialty Code, 2007 edition. If the permit has not been issued within the time limitations referenced in section 105.3.2, the work shall be considered abandoned and the plans will be expired. Respectfully, — 33W k)k/ Dan Nelson, Senior Plans Examiner (503)718 -2436 dann @tigard- or.gov Phone: 503.639.4171 o Fax: 503.684.7297 o www.tigard - or.gov o TTY Relay: 503.684.2772 MEMORANDUM SODERSTROM ARCHITECTS, P.C. architecture I planning I exterior restoration I interior design • DATE 02/28/08 Dan Nelson, • TO Building Department FROM Tim Ayersman PROJECT / NO. 07001 /Broadway Rose Theatre Company FILE NUMBER M: \07001 \Doc \BuildingPermit2.doc DISTRIBUTION file SUBJECT Building Permit (3 sets) REMARKS • Revised sheet A0.01 • Revised sheet C2.01 • Fire Flow and Hydrant Worksheet 1200 NW Naito Parkway, Suite 410 I Portland, Oregon 97209 I 503. 228. 561 7 I =ox 503. 273. 8584 I www.sdra.com City of Tigard, Oregon o 13125 SW Hall Blvd. o Tigard, OR 97223 s February 19, 2008 rip RE: BROADWAY ROSE • Ull ARD Project Information Building Permit: BUP2007 -00433 Construction Type: 5 -B Address: 12850 SW Grant St. Occupancy Type: A -1 Area: 12,820 Sq. Ft. Stories: 1 The plan review was performed under the State of Oregon Structural Specialty Code (OSSC) 2007 edition; 2007 Oregon Fire Code. Please provide the following conditions prior to issuance of the permit. 1) Provide new site utilities page showing all fire hydrants, FDC location and water lines. 2) Provide fire flow calculations from nearest fire hydrant. When submitting revised drawings or additional information, please attach a copy of the enclosed City of Tigard, Letter of Transmittal. The letter of transmittal assists the City of Tigard in tracking and processing the documents. Res • ectfully, Dan Nelson Senior Plans Examiner (503)718 -2436 dann @tigard -or.gov Post -it® Fax Note 7671 Date paoges P To 1 From Co. /Dept.. Co. ' mail ibb Phone # Pho # C �� , f Fax Phone: 503.639.4171 o Fax: 503.684.7297 o www.tigard - or.gov 0 TTY Relay: 503.684.2772 76.50'SW Beveland Street 'I'M RIPPEY Suite 100 Tigard, Oregon 97223 CONSULTING ENGINEERS Phone: (503) 443-3900 Fax: (503) 443-3700 LETTER OF TRANSMITTAL Date: Wednesday, February 13, 2008 Project Number: 7076 To: Citry of Tigard Attention: Dan Nelson Project: Broadway Rose Enclosed: ❑Plans ❑Shop Drawings Calculations ❑Specifications ®Details ❑Copy of Letter ❑Other: Number of Copies: Descriptions 2 2 " PLan Review Response Letter, Claculations & Details For Your Use ❑For Your Review nFor Your Approval As Requested Remarks: We have been in touch with Eric Watson and are in agreement as to his issues. He indicated that you would redline drawings as needed in response to his concerns. Copy to: Signed: Doug Gannett ❑Mailed ®Delivered ❑To Be Picked Up MILLER Consulting Engineers LETTER OF TRANSMITTAL - 9570 SW Barbur Boulevard, Suite 100 Portland, Oregon 97219 -5412 PH: (503) 246 -1250 DATE February 14, 2008 JOB NO. 070929 FAX: (503) 246 -1395 ATTENTION Mark Vandomelen RE: Broadway Rose BUP2007 -00433 TO City of Tigard 13125 Hall Boulevard Tigard, OR 97223 WE ARE SENDING YOU, ATTACHED Via ❑ FAX ❑ US Mail ® Customer P/U ❑ Courier COPIES DATE NO. DESCRIPTION 1 2/14/08 Plan Review #3 1 Structural Review Complete Drawings 1 TM Rippey Stamped Plan Check Response THESE ARE TRANSMITTED as checked below: r .. ❑ For Approval ® For Your Use ❑ As Requested ❑ For Review and Comment REMARKS COPY TO file SIGNED: Eric Watasori; naw City of Tigard, Oregon a 13125 SW Hall Blvd. o Tigard, OR 97223 ^ °� October 9, 2007 • A / ,k RE: BROADWAY ROSE Project Information 'ilC AR1 Building Permit: BUP2007 -00433 Construction Type: 5 -B Address: 12850 SW Grant St. Occupancy Type: A -1 Area: NA Stories: 1 The plan review was performed under the State of Oregon Structural Specialty Code (OSSC) 2007 edition; 2007 Oregon Fire Code. Please provide the following conditions prior to issuance of the permit. 1) Provide roof vents and smoke control as per OSSC 410.3.7 2) Provide details for 1 hour wall construction as per OSSC 410.5.1 & 2. 3) Provide details for stage exiting per OSSC 410.5.3 & 410.3.3. 4) Show location of transfer seat complying with OSSC 1108.4.9.2 5) Provide details for assisted listening device as per OSSC 1108.4.9.2 6) Show details of exiting of mezzanine with seats retracted OSSC 1018. 7) Install exit partitions in lobby as per OSSC 1025.4. — 8) Provide occupant load for lobby. — 9) Are all exits accessible or signed. 10)Show spacing of seating and placement of handrails and guardrails 11)Comply with uniform width requirements found in OSSC 1025.9.4. 12)Provide contrasting marking stripe as per OSSC 1025.11.3. 13)Show connection of seats complying with OSSC 1025.12. 14)Provide guardrails as per OSSC 1025.14 - 5 aATt v-a6 DE FiR --EI Certificate of Occupancy: No budding or structure shall be used or occupied until the Building Official has issued a certificate of occupancy (109.1 OSSC) Premises Identification: Approved numbers or addresses shall be provided for all new buildings in such a position as to be plainly visible and legible from the street or road fronting the property. Respectfully, it I 4 an Nelson enior Plans Examiner Phone: 503.639.4171 o Fax: 503.684.7297 o www.tigard - or.gov o TTY Relay: 503.684.2772 JUL-16-2003 WED 0909 AN FAX NO. P. 01/03 DELTA FIRE INC. FIRE .PROTECTION CONTRACTORS FACSIMILE TRANSMITTAL SHEET - TO. MOM. Ken Fisher Andrew Cartales • compANy; DATE: City of Tigard 07/16/03 FAX NUMBP.R: TOTAL NO. OF PAWLS INCLUDING COVER: 503-684-7297 2 ■•■••••••■•■... RE: CF Tigard Elementary CI URGENT FOR •REVJEW 0 PLEASE COMMENT 0 PLEASE REPLY 0 PLEASE RECYCLE NOTES/COMMENTS: ' - - 14795 SW 72' AVENUE * PORTLAND, OREGON 97224 FAX: (503) 620-1058 PHONE: (503) 620-4020 N 0.. ` ,�e_c. _i aji ' t yl� . s•�: .FLOW AT SPECIFIED PRESSURE ; f • z : / ° =T`, •. , __ t.._ ,,_. _�� rte: STATIC= 9 P SI Ps = rte. RESID UAL _ T �_ } .. 79 PSI '{ $ PsPi =B FLOW= 1376.5 GPM }t__ _ �:�f• , /R_ PRESSURE 20 PSI r , C ^ • 54=D • AVAILABLE FL 0 W 3469 02 GPM :; 1 G,•.va ; � P = ' ; J � i .� Fi O O Cr) O N CD .. _ .„ . • ro . cp . '-... .. • . Cr) cp . . .. - • . . • . . . • . . ; .. . . • ' . . . -. .* . . . . .. , u 300tt . s J . 6 Sw W 6 8 .= ha 6 4 et = NS" r r..t.. ":17------------------ (14. 40 >'-..... too.., ,cs (t%*14zt i.0 ev // X I / 0 . w7.). . we • 4,0° (1 ,1 ,... ..,... 0./ e f ' ei• t5)P 0 46 t n. t'o Watkins pi /Aik . ---/ = . x. c:c CI) Sw Dar Call Ct 1 51‘40 S - ,• "Vt. \\ cp .. cr) (=. c=, L.L.1 di 1 3 ■5. tr 6w Park St < co Cook L in e c c..1 .w o 1 / co Ti'n 7 . Sw it .....1 -. a = .....". r"" . —, .. , . . .,. • :. , . . . CD N • w Hydrant Flowtests • . • i - • Sorted By Street : . . Hydrant Address District - "Flow Flow Static Pressure Residual Pressure Completed ( u • Number c�i20PSJ . " •6589A -69 22284 SW GRAHAMS FERRY RD , TU 2,387.69 • 2,746.87. " 90.00 . - 36.00 11/6/04 -. 6589A -70 22284 SW GRAHAMS FERRY RD - • TU. : 2,210.57 2.518.03 90.00 35.00 • 11/8/04 ' III • 6089A - 97 . 12220 SW GRANT Ave . 11 2,434.72 6,796.10. '107:00 - ".94.00 12/28(00 w . • . 6089A -87 12840 SW, GRANT•AV . . TI - - 0.00 0 .00' . 92.00 • 79.00. 7/16/03 N • . 5986B -172 14701 SW GREBE TER and SW 147 AVE BV 2,038.93' 6;8 76 -00 70.00 -5/11/00 m • N Ca lD . .7 e ' .) 1. e .. / /0:6 . , V I'd °-1- 0 . g i 4) 1 .eCuc / J 1 , C,r :: . .. , . -. .-. .,._). -- . r . rn u, • . . • • C - b • n • D c, m • m .1 . m N 02/19/2008 15:27 503 - 246 -2094 DL DESIGN GROUP INC PAGE 01/02 • • DESIGN GROUP INC, • FAX COVER 'SHEET 9045 SW Barbur Boulevard, Suite 101 Portland, Oregon 97219 - 4021 Tel (503) 225 -1679 Fax (503) 246-2094 Email: imi dlen _ , net Fax ed by: . Lindy To -City of Tigard From • Irina Leschuk Attention John Goodrich Data 2/19/08 Fax Number 503 -684 -8840 Regarding Hydrant tiowtests Project Broadway Rose • DL Job # SOD002 • Number of Pages Including Cover Sheet: 2 • • • • • • • • • • W:lSOD0021outgoingOLfax city of tigard 2 19 08 Imt•doc • Job Name: The Broadway Rose CITY OF TIGARD Job Address: 12985 SW Grant Avenue, Tigard, OR 13125 SW HALL BLVD. February 14, 2008 TIGARD, OR 97223 SHEET 1 OF 2 BUP2007 -00433 MCE Project No.: 070929 STRUCTURAL PLAN REVIEW #3 Plans Dated 1/21/08 Calculations Dated 2/12108 Correction Item Page No. Comments Code Reference Made No. 2 - - 08 1 S1.00 - Legend Clarify holdown used with Shear Wall 106.1.1 and Notes Type 5. Holdown used and detail specified do not match. 2 - - 08 2 S1.00 - Legend Clarify clear distance used for the 106.1.1 and Notes reinforcing steel in the concrete footings. 2 - - 08 3 S1.00 - Legend Clarify special inspection program with 106.1.1, 1704.13 and Notes respect to the epoxy anchors. 2 - - 08 4 S2.01 - Clarify shear wall along Grid C.8 — what 106.1.1 Foundation Plan footing is at each end, what anchor bolts are at the sole plate, and what holdown is used at each end. 2 - - 08 5 S2.01 - Clarify Detail 22/S3.01 at shear walls 106.1.1 Foundation Plan along Grids A.6 and C.S. 2 - - 08 6 S2.01 - Clarify Detail 13/S3.01 along the exterior 106.1.1 Foundation Plan wall at approximately Grid B.B. 2 - - 08 7 S2.02 — Clarify continuity tie, position of framing 106.1.1, ASCE 12.1.3 Mezzanine Plan with respect to the glulam beam and and Calc Pg L -1 connection to diaphragm. 2 - - 08 8 S2.02 — Clarify Details 4 and 13/S5.01 in the 106.1.1 Mezzanine Plan area of Grids C.5 - 2.9. 2 - - 08 9 S2.03 — Roof Clarify Detail X/S5.01 in the area of 106.1.1 Framing Plan Grids B - C.S. 2 - - 08 10 Detail 6/S3.01 Clarify hooks used at curb -slab joint. 106.1.1 and 22/S3.01 2 - 14 - 08 11 Detail 8/S3.01, Submit calculations considering the 106.1.1 17/S3.01 and thickness of the existing concrete slab 23/S3.01 on grade Hilti KB 3/4" diameter anchor does not meet ICC minimum base material thickness requirements. 2 - 14 - 08 12 Detail 19/S3.01 Submit calculations and details for the 106.1.1 anchor bolts between the existing framing and the new framing. Are the anchors epoxy anchor bolts? 2 - - 08 13 Detail 7/S4.01 Clarify which hanger to use with a 251/2" 106.1.1 deep glulam beam. 2 - - 08 14 Sheet S5.01 Clarify the reference to A/S5.01 in 106.1.1 Details 7, 8, 9 and 10/S5.01. • Job Name: The Broadway Rose CITY OF TIGARD Job Address: 12985 SW Grant Avenue, Tigard, OR 13125 SW HALL BLVD. February 14, 2008 TIGARD, OR 97223 SHEET 2 OF 2 BUP2007 -00433 MCE Project No.: 070929 STRUCTURAL PLAN REVIEW #3 Plans Dated 1/21/08 Calculations Dated 2/12/08 Correction Item Page No. Comments Code Reference Made No. 2 -6 -08 15 Detail 13/S5.01 Clarify the size and use of the blocking 106.1.1 used in the 2 x 8 pony wall. 2 -6 -08 16 Detail 15/S5.01 Provide Detail 21/S5.01 for review. 106.1.1 2 -14 -08 17 Detail 16 and Clarify the size of the glulam beam 106.1.1 17/S5.01 shown in the details as compared to the On Sheet S5.01 beams specified in the plans. 2 - - 08 18 Detail 20/S5.01 Clarify the reference to 13/S3.01 in 106.1.1 regard to the strong back member. 2 - 14 - 08 19 Calculations Submit calculations considering the 106.1.1 Importance Factors for wind and snow 1609.1.1.2 loading as required. 1997 UBC wind provisions are not allowed for Building Occupancy .Category 3 structures per OSSC. 2 -6 -08 20 Calculations, Clarify the spacing discrepancy between 106.1.1 page MF -1 page MF -1 and TJF -2. 21 Special Special inspection is required for 1704 Inspection concrete, masonry, reinforcing steel, 1705 bolts in concrete and masonry, bolting, 1707 epoxy anchors and soils. 1708 22 Structural. Structural observation for general 1709 Observation framing as indicated on Sheet S1.00. 23 General Submit one set of roof wood joist and (Shop Drawings) glulam beams shop drawings, which have been reviewed and initialed by the project engineer, to be filed with the City of Tigard before placement. 24 General Submit one set of miscellaneous steel (Shop Drawings) shop drawings, which have been reviewed and initialed by the project engineer, to be filed with the City of Tigard before placement. 25 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. This form is recognized by most Building Departments in the Tri- County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. yy This form and the information it provides helps the review process and response to your project. ••` BUILDING DIVISION , -TIIGAxD TRANSMITTAL LETTER TO: i DATE 'r � �;^ DEPT: BUILDING DIVISION MAR 1 9 2008 CITY OF TIGARD FROM: 11/1/\ BUILDING DIVISION COMPANY: c - �- r (L t 9a� — % /7 PHONE: By RE: (ag50 5W JA-r 1 7 � c o c(33 (Site Address) (Permit/Case um er) (Project name or subdivision me an 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 calculations. Engineer's calculations. Other (explain): REMARKS: e — —.)>S FOR OFFICE USE ONLY . ) Routed to Permit Technic�ia • Date: Initia Fees Due: n Yes I �I'o Fee Description: Amount Due: Special Instructions: Reprint Permit (per PE): ❑ Yes n n Done Applicant Notified: Date: Initials: l: \Building \Forms \Transmittal Letter- Revisions.doc 4/4/07 This form is recognized by most Building Departments in the Tri- County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. i� :tint" n' G. BUILDING DIVISION o� . ,iu,r pis i A TRANSMITTAL LETTER ,�� T�I GA °RD�� TO: ,74( NC L�II DATE RECEIVED: DEPT: BUILDING DIVISION MAR — 4 CU FROM: - rim AYE'lzl 'i,A,>�J �1T9'UFI /�A#� COMPANY: PE ,(zSTlZD�`-'i �� ® N PHONE: 5o3- 22e- 5;07 By: RE: 1 Z ?O' J , ` li4NT S T. 6,0 — 7 — oU y3 3 (Site Address) (Permit/Case Number) ocoAp1,i4 005E (Project name or subdivision name and lot number) ATTACHED ARE THE FOLLOWING ITEMS: Copies: Description Copies: Description Additional set(s) of plans. ___X__ 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): t= -; - / �— j�rltiz , REMARKS: FOR OFFICE USE ONLY .\, Routed to Permit Technici : Date: Init . �s- Fees Due: n Yes No Fee Description: Amount Due: $ $ $ $ Special Instructions: Reprint Permit (per PE): ❑ Yes Done Applicant Notified: Date: Initials: I: \Building \Forms \Transmittal Letter- Revisions.doc 4/4/07 This form is recognized by most Building Departments,, <in the Tri- County area for transmitting information. Please complete this form when submitting info? mation for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. die'i'it4 ^ ' a 71 t BUILDING DIVISION . TIGAxo TRANSMITTAL LETTER TO: A DATE RECEIVED: . l '/ DEPT: BUILDING DIVISION R ECE W ED JAN ;,;, - -3/0� FROM: - 51 A s 14 CI I Y Ut I ltattrfb Bulwitme wimp COMPANY: L'i=3 'H 40z7117:51 PHONE: 50,3- 026-%/ ,,qq 7 By '/ ?- s W, � N ! t3UP ZG� 7 - 063 33 RE: 1 &550 (Site Address) (Permit /Case Number) OzaatiAy eo (Project 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 calculations. Engineer's calculations. V Other (explain): 57 ? c./- */--- REMARKS: FOR OFFICE USE ONLY Routed to Permit Techniciiaa Date: Initial e` Fees Due: n Yes F:- Fee Description: Amount D ue: $ $ $ $ $ Special Instructions: , Reprint Permit (per PE): ❑ Yes [ o ❑ Done Applicant Notified: Date: Initials: I: \Building \Forms \Transmittal Letter- Revisions.doc 4/4/07 • 10 ; 1 4 Fire Marshal's Division Offices Tualatin Valley North - 14480 SW Jenkins Rd., Beaverton, OR 97005, (503) 356 -4700 Fire & Rescue South - 7401 SW Wash Ct., Tualatin, OR 97062, (503) 612 -7010 §x .x ;.`A.,, . .:. Fire Flo and HydrantzWorksheet :_ ,r_ ..,f} This worksheet is required to be submitted to and approved by the Authority Having Jurisdiction (AHJ) before any permits for new building construction, building expansion or fire hydrants will be issued by any building department within the TVF&R District. See the instructions for assistance • completing this form or call one of the above numbers. Preparer Information Preparer Name: Phone:) 1 Fax:, ( Architect / Engineer of Record: I 1 Phone:1 I Fax:1 General Building Information Project Name: ( I Project Address: I ( City:I 1 County:I I Zip:1 Construction Type(s): (Type IV and V - Total Bldg Area: I 12, 8201 sgft Total Fire Area: I 12,820Isgft Bldg Fire Flow: I 2038IGaIIons Per Minute (Light Hazard) Describe Fire Area: (if more than one fire area, include an 8 112 x 11 or 11 x 17 drawing indicating the various fire areas) Type of Occupancy or Use of Building: I A. Occupancy Hazard Al Determine percent of each occupancy hazard in the fire area. Occupancy Hazard Class Fire Area I Total Fire Area Percent of Fire Area Light Hazard 12820 SF 1 12,820 SF x 100 = 100 % Ordinary Hazard Grp 1 0 SF / 1 SF x 100 = 0 % Ordinary Hazard Grp 2 0 SF / 1 SF x 100 = 0 % Extra Hazard Grp 1 0 SF / 1 SF x 100 = 0 % Extra Hazard Grp 2 0 SF / 1 SF x 100 = 0 % Total Must equal 100% I 100 % I A2 Calculate Fire Flow Occupancy Hazard Class Factor Fire Area Fire Flow Bldg Fire Flow Light Hazard 1.0 x 100 % x 2038 GPM = 2038 GPM Ordinary Hazard Grp 1 1.2 x 0 % x 2038 GPM = 0 GPM Ordinary Hazard Grp 2 1.3 x 0 % x 2038 GPM = 0 GPM Extra Hazard Grp 1 1.4 x 0 % x 2038 GPM = 0 GPM Extra Hazard Grp 2 1.5 x _ 0 % _ x 2038 GPM = 0 GPM A3 Required Fire Flow I 2038 GPM I B. Minimum Number of Fire Hydrants Required Required Fire Flow 2038 = I 2 INo. of Hydrants Required I C. Reduction of Fire Flow - Reductions are based on the following: C1 - Reduced by 25% for all Group R Occupancies without fire sprinklers (multiply by .75) C2 - Reduced by 25% for a NFPA 72 Fire Alarm System (multiply by .75) C3 - Reduced by 75% for NFPA 13 Automatic Sprinklers (multiply by .25) ID. Required Fire Flow I D1 - Group R occupancy I No Ix 1 1 I = I 2038 GPM (Max. 3000 - Min. 1500 gpm) I D2 - Fire Flow 2038 GPM X I 0.25 I = ( 1500 GPM (Max. 3000 - Min. 1500 gpm) I E. Available Fire Flow to the Building 1 Test Results: I 3,469 GPM Manually enter available fire flow here. Please attach documentation of the flow test that was made. It shall include date, time, location of static /residual and flow hydrants, and the tester's name, phone number and address. N L3.. - ' ` '.�x A � =; +i,zr;��,'': �1:,. :,'t _'t'1'1'iR y � .r = �T:�� ci FLOW AT SPECIFIED PRESSURE 3 } STATIC= 92 PSI f. 4 . _ ps_P_A tfs, 7 P SI : Y .: t,_ L _a : 11�ZTAL= °4..� 1 r Ps Pr =B • 1376.5 GPM PRESSURE= 20 PSI txfyil.::- AVAILABLE .FLOW , -; y t... _ a , 3 46 • 02 GPM .,� . 5' u �LC .;�.rrl.,itr gi' To 7 .:4.. <r (._a............ iRf: _ij:yii % — ..... 1... Q) — O Lt.) CO O 0) N O • '4 m . N IQ Hydrant Flowtests . • Sorted By Street m Hydrant- Address • . • District " 'Fiaw ROW' . ' - Stattr l Pressure _ Resiiih,at Pressure Complete{ ' Number - c(720PS1 r� . .6589A -69 22284 SW GRAHAMS FERRY' RD : _ 11.1 ' - • 2,387.69 2,746.87- ' 90.00' • 36.00 - 11!8!04 J • • 6589A -70 22284 SW GRAHAMS FERRY RD - Ili : 2.210:57 90.00 35.00 11!8/04 ' 6089A-97 .12220 SW GRANT "Ave• 11 ..2,44.72-, 6,796.10 107'00- 94.00 12!28!00 `n w . 6089A -87 12840 SW, GRANT•AV 11 - • '0.00 0 00• - . " 92.00 • 79.00.: , ' 7!16103 5986E -172 14701 SW GREBE TER and SIN 147 AVE ' EIV'. ' • .. 2;038.93 6;8.11.9.7 76.00 - • 70.00 r - s»iraa : - N m TH e '.• -/ ./(*ay .e=7 I d e._ _ 6v ' g L &ea/P17 7 g 62,e ci" . . n • • 'Gtr ', .' .,-, 4 '. r rn ;a • • Pi • • - m M CD N . N TABLE OF CONTENTS 1.0 INTRODUCTION 1 2.0 EXECUTIVE SUMMARY 3.0 TESTING PROCEDURES 2 4.0 OBSERVATIONS AND EVALUATION 6 5 , 0 CONCLUSION .......... . . _ . . . ..... . 20 APPENDIX A - PHOTOGRAPHS (#16 & #17 ADDED MAY 2000) 8pc; APPENDIX B - 1998 CALIFORNIA BUILDING CODE AND DSA REVIEW OF TEST PROCEDURE i:T;.1()•flic APPENDIX C - 1992 PC203 TEST PROCEDURE APPENDIX D - MATERIAL TEST REPORTS AND CALIBRATION OF DYNAMOMETERS APPENDIX E HITEC CORPORATION APPENDIX F - CRITERIUM - MOONEY ENGINEERS SCOPE OF SERVICES FOR MONITORING OF TESTING APPENDIX G - RESUMES A p: , 1 4 4 '0' ;at AUFt` 1.0 INTRODUCTION Hussey Seating Company is seeking Pre-Check (PC) approval from the California Department of State Architects (DSA) of a newly designed telescopic seating system. Criterium - Mooney Engineers has been retained by Hussey Seating Company to monitor and provide independent observation of the testing process for the 30 tier, wall attached bleacher system. This report should be reviewed in conjunction with the summary of test data collected and documented by both Hussey Seating Company and IHTEC Corporation. The on-site observations were performed by and this report written by David A. Price, P.E. Also present during the testing process were Robert Robbins, P.E., and Michael Nelson, P.E., both employed by Hussey Seating Company. The evaluations provided by Criterium - Mooney Engineers are based on visible • evidence observed at the time of the testing process. No disassembly of components or testing was performed by Criterium - Mooney Engineers. The scope of this test report does not include a comprehensive evaluation for code compliance or government regulation compliance. It is our responsibility to evaluate conditions relevant to the purpose of making independent observations. We are however, responsible for conditions that could not be seen or were .nor within the scope of • our services at the time the observations were made. This report is not to be considered a guarantee of condition and no warranty is implied. For purposes of this report, all directions (left, right, rear, etc.) are taken from the viewpoint of an observer standing in front of the telescopic seating (when fully extended) and facing it. 2.0 EXECUTIVE SUMMARY David Price of Criterium - Mooney Engineers witnessed the full-scale testing of the MAXAM 30 tier, wall attached bleacher system. The loads applied were 200% of the live loads specified in Table 16 A-B, labeled "Special Loads" of the 199 California Building Code. Based on our on-site observations, the bleacher system successfully resisted the applied loads in that: 1) the assembly did not yield to a point that prevented the telescopic operation of the test bleacher; and, 2) individual components did not yield to a point that would have prevented the expeditious egress of anyone using the seating equipment. Accessories including center handrail, end handrail, and portable steps were also tested. These components also successfully resisted the applied loads. • Hussey Seating Company Page 1 dir/ gy .„. - . . 3.0 TESTING PROCEDURES The testing of the seating equipment was performed based on the following process which identifies the key parameters by which observations were made and test data was recorded. 3.1 Testing Basis 3.1.1 1998 California Building Code and 1R33-1 ("Design and Construction of Bleachers 20 Feet or Less in Height"). The forces applied to the telescopic seating equipment were based on the design live loads specified in. table 16A- 13-"Special Loads" of the 1998 California Building Code (see Appendix 13). Specifically, the requirement for bleachers is the application of 120 pounds per square foot vertical load, 24 pounds per foot applied parallel to seat boards at the standard level, and 10 pounds per foot applied perpendicular to seat boards at the standard level. The code does not require that sway loads act simultaneously with other lateral loads. Both the vertical and horizontal loads imposed on the bleacher during the test were 200% of the code specified design live loads. This is in accordance with IR33-1, Paragraph (1). The copy of IR33-1 was the most recent version at the time the testing was performed. 3.1.2 Hussey Seating Company Test Procedure. A specific test procedure was developed by Hussey Seating Company on January 13, 1999 and is also contained in Appendix 13. This procedure was reviewed by the Department of State Architects (DSA) and approval for the test procedure was granted on March 12, 1999. The test procedure is similar to the one accepted by the DSA in 1992 except that more rigorous measurement of field data was performed during the current testing process by the application of highly sensitive strain gauges. As can be seen, loads applied to the seating equipment were 200% of the design live loads specified by the California Building Code. Several items of clarification should be noted when reviewing the test procedure in Appendix 13, These are as follows: 3.1.2.1 The bleacher system is no longer referred to as Model 2600 but has since been renamed "MAXAM" and will he submitted for PC approval as such. 3.1.2.2 The Free Standing, Reverse Fold and Portable bleachers were not field tested and will he submitted for PC approval at a later date. Hussey Seating Com V pany Page 2 jtvi -4 ,14„ft 3.1.2.3 The additive front to rear sway load was applied when testing rows 28, 29 and 30 only. 3.1.2.4 On page 2 of the Hussey test procedure the "Rows to be tested" were modified slightly as follows: 13, 14 & 15 (instead of 14, 15 & 16) 17, 18 & 19 (instead of 18, 19 &. 20). • 3..1.2.5 Test #4 was not performed. The bleacher remained attached to wall during all tests. 3.1.2.6 Test #5 was performed on rows with wood seats only. Injection- molded and extruded plastic seats were not•teste•d. 3,1.2.7 On page 2 of the Hussey test procedures, the loads shown under the section labeled "Accessories to be Tested" are design loads. The actual test loads were 200% of the design loads shown. 3.1.3 Tiers Tested. Tiers 2, 14, 18 and 29 were tested and are considered representative of other tiers. The adjacent tier above and below the tested tier were also tested to model interactive affects of adjacent tiers. In other words, when testing tier 2, loads were also applied to tier 1 and to tier 3. 3.2 Seating Equipment to be Tested 3.2.1 30-Tier Bleacher. The tests were performed on the 30-tier wall-attached bleacher configuration (Photo #1). The bleacher was 25'-6" long and approximately 22 feet tall. Typically, the wall-attached bleacher was not fully • extended during the individual portions of the test. It is Our opinion that this is a conservative approach to the testing process in that once the bleachers are fully extended, the tiers in the fully extended position will help improve the overall stability of the structure. 3.2.2 Accessories. Accessories for the seating equipment were also tested including the handrails along the center aisle the side rails at each end of the bleacher, and the steps which are a separate components added to the bleacher. '411' • Hussey Seating Company Page 3 ■ • Al ta 3.3 The Pass/Fail Criteria 3.3.1 Restocking of Seating Equipment. The primary criteria that was used to identify passing of a particular test was that (a) no components or assembly of components would be pertnitted to yield to a point that it would prevent the telescopic moving or opening of the test bleacher, and (b) no component or assembly would be permitted to break. 3.3.2 Permanent Yielding of Steel Components. During certain portions of various tests, some steel components yielded and did not rebound back to the original shape after the test was over. This occurred at the aisle rail and the front (or free) end of the channel at the base of the COlUM11, which houses the wheels. In addition to the pass/fail criteria identified above, engineering judgment was used as to whether or not the yielded component in any way jeopardized the stability of the structure or the expeditious egress of anyone using the seating equipment. 3.4 Material Test Reports Independent material testing of the steel components was performed by New Hampshire Materials Laboratory during fabrication of the structure. A copy of the materials test reports is contained in Appendix D. As can be seen, the tensile strength of the materials used was typically in excess of 60 ksi and that the samples were each shown to pass the bending test. • 3.5 Additional Consultant The services of HITEC Corporation were retained by Hussey Seating Company during the testing process. HITEC provided strain gauge and thermocouple installation along with data collection during each of the testing procedures (Photo #2). In additional to external observations made during the testing process, it was thought that this additional technology would help ensure that localized areas where potential yielding could occur would be more easily identified and with a greater level of accuracy. It is my understanding that .HITEC provided strain (deformation) information to the Hussey engineers and that this information has since been converted to localized stresses by Hussey Seating Company. During the initial phases of the test procedures, I conferred with Bob Robbins as to logical placement for the strain gauge instruments so that information could be obtained at what appeared to he worst case locations on the seating equipment. 3.6 Criteriurn - Mooney Engineers - Scope of Services The scope of services Criterium - Mooney Engineers provided for monitoring the testing of the MAXAM bleacher is contained in Appendix F. Hussey Seating Company • Page 4 MY I • 3.7 Measurement and Recording of Test Data 3.7.1 Dynamometers. Dynamometers were used to identify loads being applied to the stnicture. The dynamometers typically had a capacity of 2,000 pounds each (Photo #3). During portions of the test where more than 2,000 pounds needed to be applied to a specific point, additional cables and dynamometers were installed so that no dynamometer was required to exceed its rated capacity. Calibration for the dynamometers was performed by others, a copy of which is shown in Appendix D. After the tests were completed, each of the dynamometers was again tested to verify its accuracy. A copy of this second series of tests (performed in August, 1999) is also contained in Appendix D. 3.7.2 Strain Gauges and Thermocouples. As noted earlier, strain gauges and thermocouples were placed at various points within the structure at areas where it is anticipated that localized yielding of steel materials may occur. 3.7.3 Deflections. Both horizontal and vertical deflections were recorded by Hussey Seating Company for each test. Horizontal deflections were measured during the application of lateral loads to the structure. A simple system using a plumb bob and a piece of paper upon which notations could be recorded was used to identify the horizontal deflections at each increment when load was applied to the structure (Photo #4). Vertical measurements were also taken during each load test. Vertical deflections were recorded at the midspan between the supports and also at the end of the cantilever. Measurements were taken as each increment in load was applied to the structure. 3.7.4 Temperature. During most of the test, the indoor air temperature was recorded. As can be seen in the attached test reports, the temperature rarely fell below 40' within the testing facility even though some of the tests were performed during the winter months. 3.8 Testing Facility A new testing facility was erected for the purpose of testing the 30-tier bleacher system. The structure consisted of structural steel framing and was enclosed in plastic sheeting to ensure that both the seating equipment and the testing equipment remained dry and out of the weather during the testing process. The facility was marginally heated and, for this reason, the air temperature ranged typically from approximately 40 to 70°F. ig,1 Hussey Seating Company Page 5 A • ifm 4.0 OBSERVATIONS AND EVALUATION 'rypically, 1 was not on-site to observe the incremental application of the gravity loads to the bleacher system. The primary reason is that the gravity loads were left in place at the full 200% loading during application of the lateral load tests. h is my opinion that application of the lateral loads simultaneous with the gravity loads represents a "worst case" scenario experienced by the structural system. For this reason, the following inspection reports identify the dates and times 1 was on site observing lateral load tests. Observations and evaluations are contained within the test report. It should be noted that gravity loads of 200% were in place during each of the following tests unless noted otherwise. Hussey Seating Company Page 6 .14=gi,V 4? 0/ !L ; 74'• 1. Test: Gravity Load Test Date: March 3, 1999 Time: 10:00 a.m. Weather Condition: Overcast Exterior Temperature: 32°F± Interior Temperature: 40°F+ Site Contact: Bob Robbins Observations and'Evaluations: 1. I•ITEC on-site monitoring strain gauges and continuing with installation. 2. Scaffolding (for safety) being installed underneath the structure 3. Tape measure being installed at cantilevered end and midspan of seating area for measurement of vertical deflection. 4. Plumb bob at the cantilevered end being installed so that horizontal deflection can be identified. 5. The initial installation of both testing equipment and data collection equipment was performed in a logical sequence. Busse)! Seating Company Page 7 :4 Itge fk A 417 2. Test: Sidesway Lateral Load and Front Lateral Load Test Applied at the 14th Tier. Date: March 5, 1999. Time: 10:00 a.m. Weather Condition: Clear Exterior Temperature: 30°F+ Interior Temperature: 40"F± Site Contact: Bob Robbins Observations and Evaluations: 1. Steel bars are stacked four high for modeling the 200% gravity loads (Photo #5). Steel bars measure to be 11/2 inches thick by 5 inches wide by 13 inches long. 2. Lateral loads being applied by three Dillon dynamometers. 3. Wheels underneath the columns were noted to be flattened to some extent due to the combination of both the 200% vertical load and the lateral sway loads. However, at the conclusion of the test, it did not appear that permanent damage was induced to the wheels. 4. The sidesway loads were applied at four incremental levels. Deflections were noted at five periods during the testing process. First an initial reading was made prior to application of lateral loads, followed by deflections recorded as each of the incremental loads was applied to the structure. This process was typical during each of the lateral load tests performed on the structure. During the sidesway lateral load test, a total maximum load of 1,224 pounds was ultimately applied horizontally at the 14th tier. For the front sway load test, a total of 255 pounds was applied at each of two locations on the structure located approximately where the riser and the column intersect. 5. It should be noted that the 14th tier was chosen because this represents the location where the 3" x 11/2" tube steel column is the longest. From the 15th tier and higher, a larger column tube was used. Therefore, the 14th tier was examined primarily because if a problem were to occur at the smaller, it would occur when the 14th tier reaches its maximum load. 6. Upon removal of the 200% design load, it was seen that the structure resisted the loads in an adequate manner, and I did not see evidence of permanent yielding of components. Furtheimore, there was no permanent deformation evidenced at the lower flange of the rear riser or the upper flange of the nose beam. Hussey S'eating Company Page 8 404'4' . . ; . 7. Displacements for Sidesway Load Test at Tier 14 Sideswav Load ., L Vertical Displacement at Displacement at Horizontal Midspan Vertical Cantilevers Approximate Displacement _ --- 306 lb. 0" 0" .06" ...... 612 lb. .13" .16" 0.10" 920 ib. .31" .06" 0.2" ' ....... 1224 lb. .13" -.03" 0.4" .... '''ote: flegative vertical displacement means upward movement. 8. Displacements for Front-to-Rear Lateral Load Test Vertical Vertical Approximate ' Displacement at Displacement at Horizontal Front Load . Midspan Cantilevers _ Displacement 130 ib. 0,, 0" 0.2" 260 lb. -.13" .03" 1.0" . — 390 lb. -.19" .03" 1.5" 520 lb. 0,, .06" 2.3" Note: Negative vertical displacement means upward movement, I (.'. Hussey Seating Company Page 9 -','' 7:AP 4; ji 3. Test: Sidesway Lateral Load and Front Lateral Load Test at Tier 18. Date: March 9, 1999. Time: 9:00 a.m. Weather Condition: Sunny Exterior Temperature: 25'F+ Interior Temperature: 40'F+; later increased to 57° Site Contact: Bob Robbins Observations and Evaluations: 1. 'The test proceeded smoothly during both the lateral sidesway and also the front lateral load test. Safety scaffolding was in place below highly loaded areas prior to application of lateral loads (Photo #6). 2. The primary observed deformation during the test was located down at the base of the structure where a channel structure houses the two wheels which support the column at the 18th tier. During the sidesway lateral test, the channel ,housing was noted to be deformed. The deformation was at the front end of channel structure (housing the two wheels) and appeared to be permanent in that it did not completely rebound to its original shape after the load was removed. Later it was discussed that localized deformationeniiklbe reduced somewhat by introducing additional stiffeners inside the channel housing for the wheels. 3. It is my understanding that the final design will include these stiffeners. Even without the stiffeners, however, 1 did not see evidence of components which were broken and it is not felt that the observed deformation in the housing would jeopardize the stability of the structure or expeditious egress of anyone using the seating equipment. 4. Sidesway Displacements at Tier 18 Date: 3/9/99 Vertical Vertical Approximate Displacement at Displacement at Horizontal Sidesway Load Midspan Cantilevers Displacement 306 lb. 0.94" 0.94" .06" 612 lb. 0.94" 0.94" 0.3" • 920 lb. 0.94" 0.94" 0.4" 1224 lb. 1.0" 0.94" 0.6" Note: Negative vertical displacement means upward movement. Seating /W 4- 1111,s eing Compa ny Page 10 ',O 'A Mgf F1; %oot 5. Front Lateral Load Displacements at Tier 18 Date: 3/9/99 I A Vertical Vertical Approximate Displacement at Displacement at Horizontal Front Load Midspan Cantilevers Displacement 130 lb. 0" 0" 0.4" 260 1b. 0 0 1.4" 390 lb. -.l9" - 2.5" 520 ib. -.50" 0" 2.9" ` r ote: negative vertica sisplacement means upwar' movement. / X /`' Hussey Seating Company Page 1 ! Y i A e ir u::: g. 4. Test: Sidesway Lateral Load Test at Tier 29. Date: March 15, 1999 Time: 1:30 p.m. Weather Condition: Snow Exterior Temperature: 30 °F± Interior Temperature: 41°F± Site Contact: Bob Robbins and Mike Nelson Observations and Evaluations: 1. Sidesway test at Tier 29 proceeded smoothly and the load was applied at four incremental steps (Photo #7). The maximum lateral load applied to the structure was again 1,224 pounds. 2. It should also be noted that the structure was connected to the primary building frame which certainly helped provide resistance to the loads. The connection between the building frame and the telescopic seating is developed by a standard component referred to as a "wall buck." 3. The structure successfully resisted the imposed loads. 4. Sidesway Displacements at Tier 29 Date: 3/15/99 'Vertical Vertical Approximate Displacement at Displacement at Horizontal Sidesway Load Midspan Cantilevers Displacement 306 Ib. -.13" 0" .03" 612 Ib. -.13" -.03" .03" 920 lb. -.13" -.03" .03' 1224 lb. -.13" -.06" .06" 4ote: Negative vertical displacement means upwar movement. Hussey Seating Company Page 12 AY • 5. Test: Sidesway. Lateral Load Test on Row 2 Date: March 19, 1999 Time: 3:20 p.m. Weather Condition: Sunny Exterior Temperature: 30 Interior Temperature: 55°F+ Site Contact: Bob Robbins and Kerry Briggs Observations and Evaluations: 1. The side lateral load test proceeded smoothly. 2. It should also be noted that Tier 1 consisted of a series of shorter tiers such that wheelchairs could also be included at the front of the seating equipment. 3. The length of the front tier consisted of one segment which was 7'-6" long, a middle segment approximately 10'-6" long, and another end segment 7'-O" long. 4. Each of the segments on the front row or tier had lateral load applied to it. The 7'-6" long segment had a lateral load of 360 pounds (maximum), the middle. 504 pounds and the other end segment 336 pounds. Both the second and third tier each had a total 1,224 pounds applied. 5. Vertical deflections could easily be seen due to gravity loads (Photos #9 and #10) but essentially did not change during lateral load test. 6. The test proceeded smoothly and no apparent permanent deformations were noted. 7. Both horizontal and vertical displacements were so small during the test they were virtually negligible and therefore were not recorded. Hussey Seating Company Page 13 "'• 6. Test: Front Sway Load Test on Tier 1, 2 and 3 Date: March 23 1999 Time: 12:00 p.m. Weather Condition: Sunny Exterior Temperature: 40°F± Interior Temperature: 55'F± Site Contact: Mike Nelson Observations and Evaluations: 1. The test proceeded smoothly. 2. From lateral loads were :applied at each of the tiers and separate loads were applied for tier 1 for each of the shorter segments. 3. No problems or significant deformations were noted. Hussey Searing Company Page 14 ) • 7. Test: Vertical Load Test on the Seat Components and Floor Components Date: March 30, 1999 Time: 9:00 a.m. Weather Condition: Sunny Exterior Temperature: 52°F± Interior Temperanire: 60°F+ Site Contact: Bob,Robbins and Mike Nelson Observations and Evaluations: 1. The seat components consist of what appear to be a select grade of southern yellow pine, both wood risers and seats. 2. Vertical loads were applied continuously along the wooden materials consisting of nine steel bars per foot. The floor simultaneously had a load applied of approximately eight steel bars per square foot. 3. A builder's string was extended along the front of the wood scats so that relative deflections could be measured along the wooden seats. A maximum difference in deflection between the support and the cantilevered end was measured to he approximately % inch. The difference in elevation between the supports and the midspan between the supports was approximately 3 43 inch. 4. No observed distress was noted in the wood components. 5. The measured deflections relative to a taut, horizontal string line were as follows: Left Left Right Right Cantilever Support Midspan Support Cantilever .81" .13" .31" 0" .81" Note: A positive displacement represents a downward direction of movement. Hussey Seating Company Page /5 ,„. .40.4`r , 47*" ;-' 8. Test: Front Lateral Load Test on Tiers 27, 28 and 29 Date: April 2, 1999 Time: 4:30 p.m. Weather Condition: Clear and sunny Exterior Temperature: 60=F..; Interior Temperature: 63°F± Site Contact: Bob Robbins and Mike Nelson Observations and Evaluations: It is understood that the wall bucks are intended to help provide stability to the 30-tier bleacher system (Photo #11). 2. Because of how the bleacher is constructed, the loads will accumulate at the cantilevered ends of the riser and also at midspan since these are the locations of where the "stops" occur at each tier level. • 3. A maximum horizontal'cumulative load was applied at tier 28 as follows: At the end of each cantilever a maximum horizontal load of 2,000 pounds was applied. At midspan between the supports a maximum load of 4,000 pounds was applied at tier 28. 4. At tier 29 and tier 30, lesser loads were applied with the intent of modeling • the additional horizontal load due to just these two tiers only. The maximum load applied at two locations on tier 29 was 296 pounds (approximately 600 pounds total) and the maximum load applied at two locations on tier 30 was 256 pounds (approximately 500 pounds total). 5. The test proceeded smoothly and no permanent damage to structural components was observed. • 6. It should be noted that this test included an "upper stop bracket" at the top of the uppermost columns which helped in transferring horizontal loads directly to the wall bucks at the top of the structure. A second test was performed durintY, which the "upper stop brackets" were removed to see if they were truly a necessary part of the structure and it' was found that indeed they are necessary. 7. The horizontal displacements at the cantilevered end were recorded as follows: Approximate Horizontal Front Load Displacement Quarter Load Half Load .5„ Three-Quarter Load .8° Full Load 1.0 1-1144sey Searing Company Page 16 1, 9. Test: Center Handrail and End Rail Test Date: June 4, 1999 Time: 1:30 p.m. Weather Condition: Sunny Exterior Temperature: '70°F Interior Temperature: 72°F Site Contact: Bob Robbins and Kerry Briggs Observations and Evaluations: A. Center Handrail 1. The center handrail used at the step location was tested by applied 200% of the design loads or, in other words, 400 pounds total load. This was applied at four incremental steps. 2. The front load test at the center handrail was performed without incident and deflections were measured both before and at the end of the test (Photo #13). 3. A side load test was performed on the handrail and again the maximum load of 400 pounds was induced after four incremental steps. Permanent deformation of the steel, however, did take place (Photo #14). 4. No components were broken and I did not see evidence of cracked welds during the side load test. The 400 pound load was sustained for a period of time indicating that the component was fully able to sustain this load. It is felt that although the structure did certainly undergo some peimanent yielding due to the tubular shape of the handrail, it was still fully capable of supporting the loads induced and required by the code. As to why the steel handrail defornied and then stopped deforming, it is felt that the tubular shape was able to increase its stiffness as it deformed and therefore the deformation stopped and it was able to fully resist the load. 5. Front Load Test Displacements. Approximate Horizontal Front Load Displacement 100 lb. .6" 200 lb. 2.1" 300 lb. 4.6" 400 lb. 8.1" 0 lb. (end of test) 3.8" • /. A Hussey Seating Company Page 17 4 40. 6. Side Load Test Displacements. Approximate Horizontal Side Load Displacement 100 lb. .75" 200 lb. 1.88" 300 lb. 3.63' 400 lb. 7.25" 0 lb. (end of test) 3.8" 13. Side Rail 1. Side lateral loads and front lateral loads were also applied to the side or end rail and although some deflection was noted, it appeared that the end rail essentially had a full rebound and no permanent yielding or deformation of components on the side rail were noted (Photo #15). 2. Side Load Test Displacement on End Rail with Side Load Placed at Top of End Rail Front Post. Approximate Horizontal Side Load Displacement 100 lb. .88" 200 lb. 1.56" 300 lb. 2.38" 400 lb, 3.25" 0 lb. (end of test) .12" 3. Side Load Test Displacement on End Rail with Side Load Placed at Top of End Rail Back Post. Approximate Horizontal Side Load Displacement 100 lb. .25" 2001b. 1.0" 300 lb. 1.63" 400 lb. 3.0" 0 lb, (end of test) 0.75" Hussey Sewing Company Page 18 ,43.; ■ ,A7r 4. Front Load Test Displacement on End Rail. Approximate Horizontal Front Load Displacement 100 lb. 213" 200 ib. 4.38" 300 ib. 6.88" 400 lb. 8.5" 0 lb. (end of test) Hussey Sealing Company Page 19 ref 5.0 CONCLUSION Based on visual observations, the 30-tier full-scale bleacher system successfully resisted the test loads applied to the structure. The test loads consisted of 200% of the live loads specified by the most recent edition of the California Building Code. During some instances, localized yielding or steel components was noted. This occurred at the aisle rail and the front (or free) end of the channel at the base of the column which houses the two wheel. It is not felt that these instances represent a compromise to the overall safety of the structure. These conclusions are based on visual evidence available at the time the tests were performed. If you have any questions regarding this report, please do not hesitate to contact us. Sincerely, Cp p ,11 ,„c David A. Price, P,E. ' D — Price • 6401 cr z 11AMija/pg/sli • • ' j:\ wpdocz",prajc-ct‘pm \hussc-y tn .5% litissc,. 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''' ' - - ''''' 4 ''''''' :L Identify Horizontal tiltila'irt,..**144, , 7 , 0 1 ;,',-, 0 ,4# ,i1.*4 , ,.#',' ' qt.' itt#,..00,P• ' - '' ei- Displacements nd D a Airf4.,„.„'N•4,-„tro,41,0,*-1,1-10:i"..,,w-vcrWx,c-,, - „,7 - , „,,,z.„...„7,7!..tVitf =. T e Measure used to „ Identify Vertical n 4 ar L , '14-:,,,,,to, ,:itikatai: 4:44,- t.",,,,w,.,-./0 "o ,e,q- ## . - .,., ; , . riles ,t,..5.1.,A :4 t.,1 , - . , .4• itx •A, .01re,,,:.,k,,,ket.&,,:2,1,;,v„A: -4;,-',•,v,-#,E,,-' -',; ,;?..:.•-• *‘..::-;,,:c't :0#4.17.04,3::4.0*tirii,, .,.,. ,, , •. . Dicnlacements 4 .,:-:--,',. $,.. clitr."4-ti • ;1 , .. 1 . -,, ,,- , ‘„- 4 --- '4— s' ,' ..,1 : .:e.t. 4, = -,.444-...4.4.,..'4z-,.. --r- 1###,,,:,,i."Z,,- 4 - , ,-', 4 .1.-", ,elf -t•c# 'Irt •'',#. v.. # . AY 1.: ..-:.4A - .4-### x• v-' , ,#1,-.-#.* .# •P',$,,,,c-,,,.0#;,,-_,:e.##-- .' --- • ' le#4 • vg.c. ,,, it ,, A.4.::!„.,,,,,,,„: 4;. . 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P :: -.f z i:.:_ r :;L:„.-rzf - :.,: -o .,,,, David Tak d Price B P.F ,%.: -,--.,-. .' .,• ?, - - '9,,,,...--,:,, , o , A 1.7i.'7,71.,,-1.7.4';': „,.„1” -.1 ,..1--''. , ":,''f: ° April 2 1999 - ,. i - 4 Atl -' < ''' J 11;14,;.. .'.'w'-'':?,,,''''7:-_....,...::-.:' Dwesr a c i i i P g u ic e t k i. :' ''',....„'ty"--,.. or,,;',4:: .;;4'. .141/,.(elf..1!; ''' C■ri.;,Z,111.':^:-..."..'-'7.7'7,..*:'4. " :4.. 1 " a . ' 4. ' ' '''''' ''' ''*. '' -- ,,- -.4':','....5.4.-ige 1 '''' ■ ":" ' • ."' . ting Bleacher :.---.......- 4 ' 1...1r4 ' , . :', ' 9 ' , . „,,, , , ''''''''''4,PAIt't 1 Connec ,--!--, - ' . tn Building Frame : ..... ,- ...--;,•,-. -=..,.,ea gi'. a - b-::,,.. ,,,'. -`, - -' ' il 'til=p4, ' ' ".'' ' - =',' ',.• ' ,, , , ei" „ --="t. - , " "*=*:-.';';' 4. , • da''' ' '' ■ ' ' ' '• 4■ '' :;.%."' 4 -,`V.",,,4,1": - --- —"-7-44,0 ::,,, -17.- " ' -, ;14.fr.„.,,,--4-' ' ; t ,,,,. ... . , ---.. • ,t4„--ty.'4..b.,,., 4 -,,e-. ''.- ->"-•,.,- "'" 0 •-a 4/0 ,/ 4*.:'"*.,- tr6.14"."1 k,' , ..4 - .., . SI ' ...;:, 44001-4. , .,-, -‘s.q:' ,-'''--- ' - t --. c.',., t ■ ,,,,..._'""<"-‘4, .-- -.- - ' t* ''/' Number 11 Location: t.lr fiussey Seating Co. North . • . , , ' ' - .,. ' : ' . . 7 . ',,,,, - ' "„i": ;' ' '• 4 °R '4: , 4 ,,.. . ' . i ''/ ,I.:_/,,,,., Photo BTea ' • - ' . . , - , '. Le ;It ' , , , 'i. ,,‘,.., .ez ',' ..,!, - ' : i , :,''' - rWkeiliCBIC'vrv:E -7 , D D a av te i . d . Price, P.B. ... ', , „ -, ,;• .'' - ,;1:::,' - 0 .,:...',:-;,.. . , ' di i . 0 AP ', -:',. -,' Description: r il 2 l999 -,, ., , - - ,,i4,s1A:1, ; ,„,...., .1..c.- - -1, ,...., Gravity and Front - ,,,,A.- ..'. •'- '' -:,--,-.' 1' '- k . Lateral Lead Applied to :-'. ' ' ' ' .?' '' ' '.. • ' ''''',' 4 -- -4 47 - si , ..:,‘ '':' . *,,,- g.‘ e °' - :." Tiers 28, 29, and 30 - ). a . ,,,,, . .= . , ' 1 . .. -.• ', . 1 1 1 f ...t ,:- ; ..; . - ' . : . , . ' '` - -j- -.)1 - . 14 1 r•- 4.) ' ',-%}'^-6411.-Tv.',..; 4‘ • - i ' ' "tr'„*.,;''''"-;,;',t.--" .:; - -.„413,,Ifq --, z.- '' '• ; ','-'= 1 - >-. ?c -, ''."-'', t!'"t ,,I,, , 4; 6 , , ) t ,t. - . - - „, '.,.. — ;,..,,.', , 0 ' 31,4 . -..•"•,,,,,, v tA, ..,:n `: 4,,A.:,,'".",..",-;,-, `1,. ' '4, ; '''.4, zp...,, ,.- ..., . - , ..,'„! , , :..:,1 .4„.... t 4. --,-......; .. '2 " :, ' ' '. "14 A , .., ■ I ' ' ■ r -,' ., , ' . it r , ... ' • • Number 12 4.: f — - ___.„ ----- __ ......_ ....„,„„_ 1 - , . t -7: - 7,71 7. i Location: Hussey Seating Co. • - q . ,4 ' / = i North Berwick, ME , / 0 0 Photo Taken BY '' , ..•.-,- ' --'4' : 4 , C-; --;-' ' - .---.'"- .-::-.. David Price, P.E. -„orer ot -4-- -- , 0 ''''-`-' t ' , - z ,. ......i . .-.. • ..—..-- - ,..-. .'`-i-, :-.i'..) 0, Date: . ' t. ,.° June 4, 1999 '' -t' 7 - 4 - ''' '' ‘ ' ' ". , ° ' " - ' ''''..,°,-...' s % Description c°,,,----2'fx,,4`;•:",,"'.1' - -. - , -, , .4.• 1 ".‘, - If r - -; ,. .......i... 1 ,,--; 4. — Front Lateral Load - -=.' r- ---,■--- - .4,---.' -7"- -'•° '...-7-7`'ag - Applied to Center ;F. 4 , 4: - ‘'.-- ---,, % , - , ., > , o'''' , .. ,-. ,. Handrail '' • ,- ' ,.c..., • ' ' . ' .fr '2 „,-, ,''',"-, --- .. 'e.c. ,,,' • ''' 4 „14 :. , ,,, .4,4 ''''',,, 4 4 • ,,4 4 ' 0 ''' ,,,,, • \ *, , , r' ‘ ,,,,,i ,, e'''' ' c. ' ' 9 . '' s'= „, - , , -, • ''' ' ''' - ..„, - ' 4s46 .:*':' ''\''''',,, ''. -''''' -+.5 .-j -" '.._. ...._ ___:_i _ Number 13 1 Location: .,, z,,:- - : , -,,-- Hussey Seating Co. ' _ • 0 , . -,,-;:f.„ ...,. North Berwick, ME g' "." ' "','",;,=.-. Z=4 , """.° '-,'": °, °, ° ', - •'..-" , , ,'- - ° ' °, ' Photo Tn ake BY: if . .. . . ..1 r Date: June 4, 1999 .,, ■-...-tiz - - Alitl • `' '"„ Description: •• ,, o „ Side Lateral Load Test 0 1.163 CD — - c= .. 753 " ° = 63 W ' Applied to Center 4.- 0 — Handrail c. ° cpCts==.0C=3 o cZ■G',== • ''''''' '2' Note: Permanent , - 0 Deformation, However, — Handrail Successfully .., Resisted the Loads • • I • Number 14 .1 i-... o ° .‘,I, t 'O'l, Y9. ,”..$ P % ,, . _ ,........ - ---- . 1 .......___._,.___ ,...._ 1...ocanotz: Hussey Seat . 1' ' ' .« 1 1 4. ,* . t,grf -- ;.. , -' , ..; 4 ;7,' - .;:".;:si:= zs''.(..' -- .' 1 ,, ,,:', :., ;,.. ,;''''.,;,, „ 17 , .:,-- :—....,.; ' - North Berwick, ME 3 .' itral ° :, ',., :° 7---7 : - .. ', "i''''''., '''` ''' ..:."` -' ' - '..!,..'-'‘,=. ' - ', - ,• - ; .. ,, , 0 ,,, ',...,:„, 1141r4,..,,,,,,": --' ' 1 ',`•.'• ,' ':',.,,'',„. ,. , ;°,..*:,,;•• ::. ,:: -,,,Tv ." , .' 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Number 15 ,,, -,,,„,,,,, A.t. 1.5 22) .location: 1 , - °.„'" ,, ....:o 4 � - l , .4 A � ? < 4 ., ' y 7'' ' a ° Hussey SSeattng C y S a d, 9 p b w 4 a K ,.ss ,+ � i p, , a w. _ a 'w 4 " x .. b' " of r �`� � x s_ � . -g �� ; ' i p '' a : ° f 1 t�-. te a. �3„r� .. Photo Taken By: 8 � 4. r;.4 ; pa w 0r ^-' � , 3 . �` � x"34 ,r °r , .. "t s, S a � '�' �''�` `�. g 'fi ra a d a. 4 Bob Robbins ;� ,4 ` . ' ' r a p e 4 ' e ' � r ".,� * ;' a -� �� , � Q Date: g z a. 1!,''.','''.-14,4-"."'''..4.-;.'......':- � ,n $ s a , March 1999 E S � sTb g ' � g . d `K „e . e ; s a r r . , 9 . t Y •'; '' $i a v Descrq.n art: `°"` ., f.. .' 5 Longest 3” Caotumr N " � .3.: ' " ` ;6 '' . , a � i 8 '' fi.�p - r ,^ e s .- � - at 1Nel dment 200% <� �4 a , I o of Design Load Off" " T . L5 A g S +r = . "' a , (, fi r. w t 3 ,,:,.1%44,44 ✓*s M d i A .: $ �"" $ � At 6 ' S .g � a , � "" . ® , a 7- 3 r 3 9 p ,., .� r, ' w 3, - Location: kV 6 a � � ' r Hussey Seating Co x „q ” " % d 1 q : :: - , ;; ; ' 41f, - 4 - . e•r4 0. a u Y 'xt`•e ^' �•« t j� MI a y : ` . d 60 '*j a 3 a , : z e North Berwick, s Date: � a � March, 1999 °` b r t , a k x° t t Descrzptwn e F � c 4 P 0' '3 F S <�" , Q . 4dSLeI�3t�I7I and y` � @ h¢ b y$ Pi -� '��' },� i �} -t4? § :*:��}},�,, °, i n a '� `� ' ' a 0 C f " D neGII{)II at L� � z v f a : -4 '� ^err 1 .. � ,..4,4a s e . �a ' , , kk e r- of Sig a n t 5 x :''''',1',',,7.'" '' a P "� * �4 F , ' " No Sig • , ' ,,,,.. 3rs''`°r' x . n ., ; ,'s til.' Pr: t ' f ` . i,„,',.. ,'1 2 , , ,, ` ' .� y 4 ;4 s - } c p , IIstoruon 4. '. ` 47 ., 4.:...,,,,,,,.., , H wy:, t«+ " - e- < " . ," .. ; + 3 vF a J# . p k Y Number :. j' y,. , t ,,. -., l; 1, F.:r r„ :' , •( iF i APPENDIX B 1998 CALIFORNIA BUILDING CODE, IR3301 AND DSA REVIEW OF HUSSEY TEST PROCEDURE • et • 1998 CAUFORNIA BUILDING CODE TABLE 16A-A TABLE 16A-A--UNIFORM AND CONCENTRATED LOADS I CONCENTRATED UN1FOTiM LOADI I LOAO USE OR OCCUPANCY (OD t (pounds) ,,...... . _ Catego Description x 0.047210f kWITI / x 0.00444 for Icf ry 1. Access floor sysrem.s Office use 50 2.000 Computer use 100 L 20002 - 2, Armories 150 1 0 1 3. Assembly areas and auditoriums and bal Fixed seating areas 50 0 conies therewith Muvable seating anti other areas Stage areas and enclosed platforms • 100 125 f 0 i-- _ , 4. Cornices and marquees 604 I 0 1 5. Px it facilities5 100 1 0 ,.„..... I 6. Garages 1 Central storage andlor repair i..... 7 Private or pleasure-type motor vehicle storage 50 1 1 L? Hospitals 1 J 40 1 I ..._..._.„ Ei. Libraries I 1 Reading rooms 60 1000 I C Stack rooms 125 . i 1,5009 C --- ' 9. lvlaritifactOring / . Light 75 I 2.000 Heavy I 25 I ?0002 k , - _ ___ 10. Offices/ - 50 2,000 . 11. Printing piants , Press rooms 150 2,500 Composing and Linotype rooms 1 100 2,000 11 Residential- Basic floor area [ 40 0 Exterior balconies t 60 1 1 0 1 ID-Niks — i 40 i 0 Storage r 40 -7--- 0-- 13, Restroorns 1 14. Reviewing shulds, grand.nands, bleachers, and 1 folding and telescoping seating 4 100 0 15. Roof decks I Same as area served th ved or for the type of occupancy 1 accommodated I 1 t 16. Schools j Classrooms i 50 1 000 ' 17. Sidewalks, pedestrian bridges and driveways i 2 Limited access 100 ' C ' 4 Public access 1 250 . C 18. Storage/ Light 125 A Heavy . 250 „....... 19. Stores 12 Retail 75 2,000 ---- 20. Pedestrian bridges and walkways 100 21. Press bac floor afid roof with railing Wholesale 100 ITV cameras and equipment 1 , 100 1 3,000 -,-- C A . L000 A 22. Dining areas . Itlal used for asserr.bly areas j 100 _ 1,000 1 p 23. Rach re ers and serving area 1 50 X 1,000 C.! I '!\ I 24. Mechanical and electrical equipment areas t° I Open areas around equipment 50 11 C 25. Shops" *-- ILight 75 2,000 . 1 3,000 1 Heavy 125 i rfec Section 1607A for live load reductions. . 2 Set Section 1607A.3.3, first paragraph, for area of load application. 'Assembly areas include such cx:cupancies as dance halls, drill morns, gymnasiums, playgrounds, plazas, terraces and similar occupancies that are generally accessi- ble to the public. 4 Wher, snow loads occur that are ip excess of the design conditions, the structure shall'be designed to support the loads due to the increased loads caused by drill • buildup or a greater snow NV design as determined by the enforcement agency. SceSection 1614A. For special-purpose roofs. see Section 1607A.4.4. A 5 Exit facilities shall include such uses as corridors serving an occupant load of 10 or more persons, exterior exit balconies, stairways, fire escapes and similar uses: 6 1ndividaal stair treads shall be designed to suppon a 300-pound (( .33 kN) concentrated load planed in a position that would cause maximum stress. Stair stringers may be designed for the uniform load set forth in the table. 7 Sce Section 1607A.3.3, second paragraph. for conr.ientrated loads. Set.. Table 16A-l) for vehicle barriers, gResidential occupancies include private dwellings, apartments and hotel guest rooms and dormitories. • 9 Restrocm loads shall not be less than the load for the occupancy with which they are a.ssociated. but need not exceed 50 pounds per square fact f2.4 kN/m 1 °See Pan 7, Title 24, for elevator machine room floor loads and equipment loads. C iiSee Table l�4-13 for equipment design loads. t Section 1607,4..3,5 for posting requiremencs. A 2-38.29 TABLE 16A•B 1998 CALIFORNIA BUILDING CODE TABLE 16A- B- SPECIAL LOADS USE - VERTICAL LOAD LATERAL LOAD category Description (pounds per square toot unless otnorSO noted) i 150 _ _._.__.. ___ «,..____.______ >. O.WTB lot Mtn I I. Construction, public zcrzss al si ;c (live lc add Walkway, ace Section 3303.6 Canopy, sec Section 3303,7 150 I. ^ -I 1 2. Grandstands, reviewing stands, bleachers, and Scats and footboards 120 Sec Footnote 3 folding and telescoping seating (live load) 3. Stake accessories (live load) Catwalks 413 _ Followspot, projection and control teen's 50 C . Gridirons and fly galleries 75 ' Lai: - - block I 250 1 2.50 1 A E Head block wells and sheave bewn�S 250 250 C Scenery berms where them is no gridiron / 300 t 300 C ` 4. Ceiling framing (live load) Over stages • 20 All use except over stages 10`c f - .._....__...__ 5. Partitions and interior walls, sec Sec. 1611A•5 i- _w. --�_ (live load) I 5 6. Elevators and dumbwaiters (dead and live loads) _ . _ _.........__..._......_ .., totalIiracLss i ___.., C ~ 6.1 Elevator cars and dumbwaiters (dead and five ! See Parr 7, Title 24 See Table 16A -0 7. Mechanical and electrical equipment (dead load) Total loads .See Table 16,40) 8. Cranes (dead and live loads) Tom! load including impact increase 1.25 x total load 0.10 s total load' i 9. Balcony railings and guardrails Exit facilities serving an occupant load greater ! than 50 E 50 1 Other than exit facilities 1 20 Components 25 10. Vehicle barriers See Section 311.2.3.5 I 6.01x7 ? 11. Handrails See Footnote 11 See Foomote 11 12. Storage racks Over 8 feet (2438 403;1) high Total loads ! See Table 16A -O 1 C 1 2 . ! racks and ball -hung cabinets [ _ Total loads z t See Table 16a. p 13. Fire epredar structural support . 250 pounds (1112 N) t plus fine weight •� ... ) iof water. Sec Table 16A C �__..... ....._.....__. «....._ «•_ »..« ........__ ..............._.__._ . »....,._.._...- ._ «,.._.. «__... ......_._... lass 1 dp 14. Explosion exposure Hazardous occupancies. see Section 307.10 1 i . 1 The tabulated loads are minimum loads. Where other venical loads required by this code or required by the design would cause greater stresses, they shall be used. 2 Pnunds per lineal foot (x .14.6 for NMI). C 3 Lateral sway bracing loads of 24 pounds per foot (350 NIm) parallel and 10 pounds pet 1001(145.9 N!m) perpendicular to seat boards at the standard level. Sway C loads need not be applied simultaneously with ether lateral loads. Allowable stresses for allowable stress design may be increased one third when considering A sway loads acting alone or when combined with venical loads and footboards. 4 Does not apply to ceilings that have sufficient natal access from below, such that access is not required within the space above the ceiling. Does not apply to ceilings if the attic areas above the ceiling are not provided with access. This live load need not be considered as acting simultaneously with other live Loads imposed upon the ailing framing.or its supporting structure. 5 ,Vot adopted by the State of California. the impact factors included are for Cranes with steel wheels riding an steel rails.11ley may be modified if substantiating technical data acceptable to the building official is submitted. Live loads on crane support girders and their connections shall be taken as the maximum crane wheel loads. For pendant- operated traveling crane support girders and their connections, the impact factors shall he 1.10. 7 1 - his applies in the direction parallel to the runway rails (longitudinal). The factor for forces perpendicular to the rail is 0.20 x the transverse traveling loads (trolley, cab, hooks and lifted loads). Forces shall be applied at top of rail and may be distributed among rails of multiple rail cranes and shall be distributed with due regard for lateral stiffness of the structures supporting these rails. aA load per lineal foot ( x 14.6 for Nam) to be applied horizontally at right angles to the top tail. 9 lntennediate rails, panel fillers and their connections shall be capable of withstanding a toad of 25 pounds per square foot (1.2 kNlm applied horizontally at right angles over the entire tributary arca, including openings and spaces between rails. Reactions due to this loading need not be combined with those of Frxx- tote 8. 10 A horizontal load in pounds (N) applied at tight angles to the vehicle hanier 31 a height of 18 inches (457 nun) above the parking surface. The force may be distrib- utcd over a I -foot- square (304.8- millimeter- square) area. 11 The mounting of handrails shall be such that the completed handrail and supporting structure are capable of withstanding a load of at least 200 pounds (890 N) applied in any direction at any point on the rail. These loads shall not be assumed to act cumulatively with hem 9. 12 Vertical members of storage racks shall be protected from impact forces of operating equipment or racks shall be designed so that failure of one vertical member will not cause collapse of more than the bay or bays directly supported by that member. , The minimum vertical design live load shalt be as fotlow•s. Paper media: T ` 12- inch -deep (30.5 non) sheaf 33 pounds per lineal foot (482 Niiril 15drtch -deep (381 nun) shell 4! pounds per lineal jour (399,N /m), or A 33 pounds per cubic foot 15.2 ki ni- ) per total volunte of the rack or cabinet, whichever is less. ' C Fiirn media: A 18- inch -deep (457 m) shelf 100 po.rrds per lineal foot (1460 13ns). or A m 50prautds per cubic foot (7.85 krVLm per total volume of the nick or cabinet, whichever is less. C Other media: \. 20 pounds per cable foot (3.14 kVm 4 ) or 20 pounds per lineal four )292 ;Vim), whichever is less, but not less than actual loads. 13 T1te 250 -• ;und (1.11 kN) load is to b e applied to any single fire sprinkler support point but not simultaneously to ail support joints. r ) P S 1 f l {w 7 Ppo ) 2 -38.30 . . ; f '3 Y'1',N) 09 : 26 P f) Li 1 Sum of Calffurnia * Department of General, Services o Pete. Wilson, Govcrnar ; t- ' 7' ::' •''''''°. DIVISION OF THE STATE ARCHITECT ,,3oKs,„.„. Sque 10i ap Sacrulunta CA g5R / 4 . FACSIMILE Date: - ' 1 TRANSMISSION 1 Pages (including cover sheet): ,......› I I Icattionm, ow To: From: James P. Hackett Phone: ., ?2 P9 _ Fax: Phone: (916) 327-9699 , 7) 725 - 4 - 4 - 0 .5 cc: Fax; (916) 327-3371 9 ••••••••••*",,14,■1•01...1.1", 14 4M. VallatIM:1514 ie REMARKS: 0 Urgent For your review and use 0 For your information 0 For your comments 0 Reply as soon as possible 1 - , . ii.......... AMMPP.W.Mft. i If you have any problems with this fax transmission, please contact me at (916) 327-9699. O -i!'� 9 ( tlON) 09:'6 . 002 IR 33 -1 Rev, 9/90 Secs. 2308(c), 2007(i), 1323 b 3324, T -24 INTERPRETATION OF REGULATIONS (Title 21 and Part 2 of Title 24. CCR) DESIGN AND CONSTRUCTION OF BLEACHERS 20 FEET OR LESS IN {{EIGHT la) General. Bleachers are required to be designed and constructed in accordance with the provisions of Title 24 and the following interpretations are Intended for use In achieving that compliance. The provisions of this IR apply solely to the design of bleachers with an overall height of 20 feet or less. and in no instance should be considered as a precedent for, or be used In the design of other types of structures. (b) Definitions. (1) Bleachers more than 5 rows of seats above grade are considered "school buildings" and are subject to Office of the State Architect (OSA). approval. (2) Permanent bleachers are seating facilities which remain at a location for more than 00 days. (3) Portable bleachers refer to seating facilities located ntttaide of a building and not attached to permanent foundations. The maximum height of any portable bleachers may not exceed 11 rows or 9 feet above grade to the top seating board. (4) Folding and telescoping seating facilities are structures used for tiered seating whose overall size and shape may be reduced without being dismantled for purposes of moving or storing, (c) Footings. Footings for open air seating facilities are required to comply with Title 24, Section 2907(1). Exception: Temporary open air portable bleachers may be supported upon treated wood sills or steel plates placed directly upon the ground surface. provided scil pressure doe:, not exceed 1000 psf. NOTE.: This latcrpr fauna is intended for use by the plea review and field enIiaoen of OSA/SSS and /or OSHI'D to ia4ieatc as temptable method for achieving compliance with applicable mica and rquUtroos- its purpose is to prompts snort uniform stateside critcri• for UK In plats review sod saperri000 a( eoassrucdoa of pablie school, bsaltb cars. and essential services projects- Other methods propose: by Quip professionals to soma • parttculer problem Mil be considered by OSA/SSS and /or OS1iPl7 and reviewed for code and rtyul•tioo too a . PAN 8 , i ) 0 : l U U� Relocation. USA approval 1s for the specific location originally shown only. Any subsequent move to another location voids the approval and will require submittal of an application for approval at the new site. le) Design. (L = unsupported length of member). (1) Slender Columns. Columns having an L/r range from 200 to 300 may be used with the following restrictions. (A) Maximum Allowable Axial Load.. The maximum permitted axial load is 2,000 lbs, (B) Allowable St esses, The column will be checked for combined direct plus bending stress using the formula: f=qa /F =a + f -b /0,60 Fey « 1.0 For a vertical column the additional bending will be computed by assuming a 20 1b. cuncentrated horizontal load applied half way between lateral supports (so as to produce maximum moment). For inclined or horizontal struts the additional bending will be computed for a 20 lb concentrated horizontal load or 150 lb. concentrated vertical load applied at mid -span, whichever gives the larger bending stress. The allowable column stress will be determined from the formula: F•-a -11E ( 35 ) { (L /r)<2 (L /r -125) This formula is indicated graphically in Figure 1 of this IR. (C) Lateral Stays for Columns. Columns should he stayed laterally by direct connected compression struts in two directions at the points of lateral support, (2) Effective Lengths of Compression Members in X- Braces. Where a compression member is stayed by a tension member in the same plane, the length of the compression member will be limited to a maximum L/r of 200 based un the distance between the tension support and the end connection. . Tests on Steel. OSA will require steel teats in accordance with Section 2727, Title 24, CCR, subject to the fallowing modifications: L1) Smell Shapes and Bars. Shapes less than 1 square inch in cross section and bars other than flats less than 1/2 inch thickness or diameter will not require the tension test, but will require a bend test. 12) Steel Tubing, Steel tubing used in bleachers is required to be made from now billets. Each size of tubing used on any project will be tested and required to conform to the following properties: 2 � ,.. X 1 11 ' i P. 4 Minimum yield point 35,000 psi Minimum ultimate tensile strength 60,000 psi Elongation 1 minimum in two inch gouge length (3) Tent List and Test Methods. OSA and the structural engineer should agree on a list of parts which are to be tested. The engineer should notify the manufacturer of this list of steel requiring testing. Either of the following methods of testing may be used: (A) The structural engineer will request the bleacher manufacturer to send him samples of parts, which OSA and the engineer llst KO being subject to test. The manufacturer will certify that these samples are from the same steel purchased for the bleacher. The structural engineer will have this steel tested locally, at the manufacturer's expense, and submit reports to OSA. (8) The bleacher contractor will furnish to the State, via the structural engineer, periodic reports of stock steel purchased for use in bleachers, and include in the report the mill test report of the steel purchased and one tension and bend test made by an independent laboratory for each 10 tons purchased. When mill test reports cannot be furnished, one tension and bend test will be made • ti. for each 5 tons of steel. A current report should be included with each project submitted for State approval. (g) Qualification of Welders and inspection of Welding. Either of the following methods (1) or (2) may be used to satiety the requirements cif Section 2727, Title 24, CCR, EXCEPTION: This provision need not apply to tack welds not .later incorporated into finished welds carrying calculated atress. (1) verified Reports. With each bleacher, the manufacturer will Bend OSA a verified report made by a qualified professional engineer, stating the following; "Welds on this bleacher have been made by operators who have been previously qualified by teats, as prescribed in the Qualification Section of the Structural Welding Code of the American Welding Society, to perform the type of work required. I have selected a person qualified to act ns welding inspector. 1 certify him to be experienced in Inspection of arc welds on work requiring unquestioned reliability, and that he hao the ability to distinguish between sound'and unsound welding." 3 1 !'. -09'98 (ti10N) 0; P. 005 With each bleacher, the welding inspector will send OSA a verified report stating: "I have checked the equipment and find it adequate and have checked the ability of the welders and found them satisfactory. I have inspected all the welding and found it proper and in conformity with the plans and specifications and Chapter 27. Title 24. CCR. I have used all necessary tests to assure myself of the adequacy of the welding." (2) Local Welding Inspection. A local qualified welding inspector, approved by OSA will inspect the welding after delivery in California. and will submit a verified report stating; "I have inspected all the welding and found it proper and in conformity with the plane and specifications and Chapter 27, Title 24, CCR. I have used all necessary tests to assure myself of the adequacy of the welding. The manufacturer will pay the cast of inspection and necessary removal and retouching of paintwork. (h) Lumber. Any one of the following three methods may be used to satisfy the requirements. (1) Method I. The bleacher manufacturer may send OSA a lumber inspection certification by an approved grading agency. and a notarized certificate, signed by an official of the bleacher manufacturing company, stating that the lumber used in the bleacher is the same as that covered by the lumber inspection certificate. (2) Method 11. The bleacher manufacturer may send OSA a notarized certificate, signed by the official of the bleacher manufacturing company, stating that, the official has personally inspected the lumber prior to processing or painting, and that it was grade marked by an approved grading agency and is in accordance with the approved plans and specifications, he shall list the grades indicated by the grade marks and note the maximum slope of grain if It is specified to be more restrictive than the grading rules requirement. 31 Method III. A qualified professional engineer may certify that the lumber used In the bleachers conform to the grades and other requirements called for in the approved plans and specifications. When lumber is fabricated by gluing, certification of quality control and inspection of glue joints by an approved inspection agency will be submitted with the above certifications. Note that all methods of glue fabrication oe lumber must be previously approved by OSA and the certification must state that all conditions of the approval have been .complied with. 4 (11 Concrete. The requirements governing the quality of concrete may be satisfied by one of the following: (Also see Section 2604, Title 24, CCR.) (1) A report of strength tests of two identical cylinders taken for each day's pour; one tested at the age or seven days and the other at 28 days. The report should .indicate utrengthe equal to or exceeding the specifies] strength required for the project: and should include a bonded weighmaster's affidavit. (2) The above test report and Affidavit are not required when the following provisions of bleacher per footings are cumplled with and not listed on the structural test and inspection lint. Bleacher Per Footings. Concrete may be placed In bleacher pier footings without continuous inspection by the Inspector of record providing the thickness of such footing© is not less than 1/2 the width or length of the footings, whichever results in the greater thickness. Teat cylinders will not be required for such concrete. However, a definite mix should be specified or the concrete mix design should be approved by the architect or structural engineer prior to the placing of concrete. (1) Other Materials. Certification and testing of materials other then the preceding should be in accordance with the appropriate sections of Title 24, CCR And /or as determined by OSA. (1) General Affidavit Requirements. All verified reports and certlficatee will be filed in duplicate and must hear original signatures. They must be notarized or the original signature of the person making the report nr certificate must be preceded by the statement: "I certify (or declare) under penalty of perjury that I have reed the above report and know of the contents thereof, and that all of the above statements are true." (k) _Load Testa. When load testa are made as a basis for approval of bleachers by OSA, test loade will be applied in not less than four, approximately equal increments, without shock to the structure and in a manner to avoid arching of the loading materials or stiffening of the structure. The load test procedure must by approved by'OSA prior to testing. The strength of the marerlal In the test bleacher ahould exceed the minimum specified strength by more than 5 percent. (1) Test Goad Factors. When load tests are made to check design or as a basis for approval of bleachers, the test. load should be not leas than twice the design vertical load combined with twice the design lateral load. Attachment: Figure 1 5 8 kMON ) 28 11 0 7 • ALLOW.4111.E 51RESSES IN MINOR (1LFACHER STRUTS AND COLIMNS 2 -/r 200 to 300 6000 • 5000 • \ Euler Curve k --URC - Main Col \ Formula to 2./r 200 4000 \\"-- 1.92 3000 Euler durve Factor 335(1 - "'s Sa rety = 1. F.S. 2.15 2000 Column Curve F a (2,/r}" \-t/r125) 1(100 635 0 • FS = S. 180 200 2 20 240 260 220 300 Cir Figure 1 6 • . . . . .. , 7 State of California • Department of General Services • Gray Davis, Governor DIVISION OF THE STATE t--- ARCHITECT . tieadquarters • 1130 K Street, Suite 101 • Sacramento, CA 95814 • (916) 445 Regional Office * 107 S. Broadway, Room 3029 • Los Angeles. CA 90012 • (213) 897-3995 ...., El r, ,, [; , c,, N I March 12,1999 , 1 , ,, ,., , I:11 : , • 1 r i MAR 2 ' ' Mr.David A.Price 1,..) ■.1 i .,j 1 i 1 Director of Engineering ; crilmii Ir.- k - 0E rC 'I' RS Criterium-Mooney Engineers _I m 650 Brighton Avenue Portland, Me.04102. • Dear Mr.Price: Re: Hussey Seating Company — Bleacher Testing Plan We have reviewed the Test Protocol for the Hussey Model 2600 Bleacher as requested in your letter dated February 1,1999. It is our understanding this test procedure will be used for partial acceptance of future bleacher PreCheck (PC) submittals to this office. The testing procedure is similar to the one accepted by this office in 1992 for PC- 203. The acceptance of this test plan is based on the test being conducted under the observation of Criterium-Mooney Engineers. The approval of the future PC submittal will be subject to DSA review of test reports as well as substantiating structural calculations. • Please note all projects submitted to DSA after July 1,1999 must conform to the 1998 California Building Code. We regret the delay in responding to your letter. If you have any questions or need further information, please contact me at (213) 897-3995. Sincerely, e ,,., , - ---- ----<---------- - e-- / tck E. Bruce, Regional Manager Los Angeles Basin Regional Office SU • Cc: Headquarters File . . _- - ` - ' Your partner *lir 1" till _-_-~�- January 13, 1999 David A. Price, P.E. Criodocu- Mooney Engineers 650 Brighton Avenne Portland, ME 04102 RE: Caiifornia DSA certification ef 30 tier bleacher Dave, Based on our conversaiion last Wednesday, January 6, 1 have pulled together the foliowing information which shoutd be forwarded to your California office to get the ball rolling. Included are proposcd tcst procedures based on testing done in 1992, description of variations betwecn test bleacher and actual production product, and rationale for using strain gauges in lieu of meeting the 5% abbve minimum yield strength for raw materials as stated in IR-33. Material test reports have also been included to furthcr substantiate the need to exenipt ourselves from the 5% over minimum yield requirement. Obviously, the most important element at atthis time is DSA's approval of our test pan. Unui they give us the "green light" to do our testing we will not be able to proceed. Having established this, it is imperative that your California affiliate get answers as to whether our approach will be acceptable to I)3/\. Below you will find explanations of how the bleacher we intend tmtest,differs from what we plan to produce and a description of our rationale for considering this a worse case: 1. Noses & Risers; The main load carrying beams of each row, have been manufactured as break-formed shapes with butt welds to produce a 25'-6" length. The position of the butt weld was determined to be as close as possible to the point of zero mornent so as to forego any bending stress through the weld. In the future, we would produce these as roIl-formed shapes which would he continuous in length. Since there will be no weld joinLs in our noses er risers in the actual production product we feel that testing of the welded components would represent a worst case scenario. 2. Strain Gauges; The use of strain gauges is being considered since the material properties of the load bearing elements has been demonstrated as being significantly higher than the mioioiuouspecification; at times us/uucbuo20Y6 higher. With strain gauges in place we will ' be able to quantify the stress levels and compare them with dhouJlowahlos as predicated by /&ISC orA[Ql, whichever is the predominant authority. Although our test hleachcr has been constructed of materials in excess of 5% above minimum yio|d, the use of strain gauges would allow us to determine the stress levels we should reasonably expect if the material were to be within specification. HUSSEY SEATING COMPANY r/l Box 4oe. North Berwick, Maine 0390SU.G,*.Tel: 207-676-2271, Fax: 207-676-2222 •. • ararr Your * artner fOethatiliriotirtione ' 1 : 4 As discussed, our calculations will be done using either CFS (section properties), ANS YS (truss analysis), or conventional hand calculations. The latest editions of AISC, AISI and UBC will be used as the basis of our calculations; Title 24 will be 1997. These will be included in our formal submission to DSA. For now however, we will not be submitting any calculations until we know whether or not DSA will accept our intention of testing the prototype bleacher. Our goal is to minimize the time required to gain DSA approval. If any of the information above is unclear, or you require additional clarification, please feel free to contact me at your earliest convenience. Sincerely, I Iussey tin! Company 277 Robert E. Robbins, P.E. Development Engineer PS - I have also included two copies installation and technical information regarding the strain gauges we plan to use for your reference and to be forwarded to DSA. HUSSEY SEATING COMPANY P.O. Box 459, North Berwick, Maine 03906 U.S.A., Tel: 207-676-2271, Fax: 207-676-2222 infotthusseyseating.com, Worldwide Web: www hussevseating.corr 1/13/99 HUSSEY SEATING COMPANY PROCEDURE • FOR LOAD TEST OF MODEL 2600 BLEACHER Bleacher types to be tested: Model 2600 30 Tier Wall Attached Model 2600 20 Tier Free Standing Model 2600 20 Tier Reverse Fold Model 2600. 15 Tier Portable Test Bleacher size and configuration: 26" row spacing; 9 5/8" rise; 25'-" long section Test to be conducted by Hussey Seating Company, Inc. and observed by the independent engineering firm Criterium Engineers. Test Criterion: No component or assembly shall yield to a point that it would prevent the telescopic operation of the test bleacher. Plan, cross section and detailed part drawings of equipment to be tested will be present at test site at all times. Telescopic Seating design loads: Live Load: 100 psf over entire projected area Seat and Foot area: 120 plf Side Sway: 24 plf parallel to deck Front-to-Rear Sway: 10 plf perpendicular to deck All test loads, gravity, side sway and front-to-rear sway shall be applied at 2x design load (200%) on the designated rows. Test will be performed on basic bleacher without seats with the exception of seat and foot area test. Designated 25*-6" long deck units will receive 11,050 lb. gravity load in 3 row increments. While the 11,050 lb. gravity load is still in place each row will be loaded with 1224 lb. per row side sway load. Side sway load will then be removed and then 510 lb. per row front-to-rear sway load will be applied. Front-to-rear sway load on tiers above three will be applied as the additive sum of rows below the row being tested with the additive sum being applied to the first row of three. NOTE: Side Sway and Front-to-Rear Sway loads will not be applied simultaneously. Load will be applied using steel blocks measuring 13" x 5" x 1 1/2" thick. Steel blocks weigh approximately 27 lbs. each. Statistical sampling will be done in order to obtain an average weight per block. „„ _ • 1/13/99 Rows to be tested will be selected based on changes in column cross section, bracing scheme, and overall height (maximum slenderness ratio). Rows to be tested: 1, 2 & 3 Modular ADA spaces, Powered Frames (un-braced) and I slant column 14, 15 & 16 Column size changes at tier 15, longest 3" column is on row 14 18, 19 & 20 Bracing scheme change from single tension brace to double tension brace with additional lateral (compressive) brace to limit slenderness ratio. 28, 29 &. 30 Longest columns, lateral brace and last row of test bleacher Test #1: Gravity load @ 200% design load Test #2: Gravity load with Side Sway load @ 200% design load . Test #3: Gravity load with Front-to-Rear Sway load @ 200% design load Test #4: Same as #1 - #3 with bleacher detached from wall attachment Test #5: Seat and Foot area • 3 rows with wood seats • 3 rows with injection molded plastic seats 9 3 rows with extruded plastic seats Note: Scat and foot area tests wilt be conducted with 240 lbs. per linear foot; i.e. 2x design load. Accessories to be tested: • Aisle Steps Loads to aisle steps will be identical to bleacher test loads, Le. Live Load: 100 psf over entire projected area Side Sway: 24 plf parallel to deck Frota-to-Rear Sway: 10 plf perpendicular to deck • Aisle Rails & Sockets 200 lb. Concentrated load at any point and in any direction per UBC 1997 Table 16-B Special Loads #11 (Handrails) • End Rails & Sockets 50 plf applied horizontally at right angles to top rail 25 psf applied horizontally at right angles to intermediate rails, panel fillers and their connections per UBC 1997 Table 16-B Special Loads #9 (Balcony railings and guardrails) 2 • . . APPENDIX C 1992 PC203 TEST PROCEDURE g ., / i ,. Ak N / .'' 4: '! . . P rvz.e..,...00-i-e- Octobcr 28, 1992 HUSSEY SEATING COMPANY PROCEDURE FOR LOAD TEST OF MODEL 2600 BLEACHER Bleacher types to be tested: Model 2600 30 Tier . Wall attached Model 2600 30 Tier Free Standing Model 2600 30 Tier Reverse Fold Model 2600 15 Tier Portable Test stand size and configuration: 26" row spacing ; 9 5/8" rise ; 20 long section Test to be conducted by Hussey Seating Company, Inc. and observed and documented by the independent testing laboratory of New Hampshire Materials Laboratory, Inc. Test Criterion: No component or assembly shall yield to a point that it would prevent the telescopic operation of test stand. Plan, cross section and detailed part drawings of equipment to be tested will be present at test site at all tirnes. Telescopic Seating design loads: 00/ 1 ' />, • • Over the horizontal projection = 100 psf Seat and foot area = 120 plf 4. 21 " Sway load parallel to deck = 24 plf . \ v icti Sway load perpendicular to deck = 10 plf • F At.ti :- All test loads, gravity, side sway & front to rear sway to be 2 x design load (200%) on denoted 3 row increments. Test will be performed on basic stand without seats. Designated 20'-O long deck units will • receive a 8667 Ib. gravity load in 3 row increments. While 8667 Ib. gravity load is applied a 960 lb. per row side sway load will be applied to the 3 rows. Remove side sway load. Apply a 400 Ib. per row front to rear sway load to the top 3 rows without stand being attached to the wall to test stands independent understructure. Apply 1300 lb. front to rear sway load to row 28 & 5300 lb. load to row 27, with stand attached to wall, to test maximum force through stand to wall'attachtnent. • NOTE: Side & front to rear sway test will not be performed in unison Load will be applied using steel blocks measuring 13" by 5" by 1 5" thick. Steel blocks weigh 25.5 lbs. each. Area or rows to be tested are selected due to deck overhang, center span, change in understructurc size, shape or configuration. Rows to be tested: - Rows 1, 2 & 3 : greatest overhang - Rows 4, 5 & 6 column and brace size change - Rows 13, 14 & 15 : brace size change and tension brace added - Rows 18, 19 & 20 : largest center span, double stack truss area, column and change style of bracing - Rows 23, 24 & 25 top brace size change - Rows 27, 28 & 29 : longest column, top of unit Test 41: Gravity load @ 200% design load Test 42: Side sway load @ 200% design load Test 43: (a) Front to rear load @ 200% design load (b) Same as above except on rows 27, 28, and 29. The stand will be detached from the simulated wall before the 27, 28 & 29 sway force is applied. This shows that at the highest test area the stand's structure is self supporting. (c) Reattach top of stand to wall. Apply the following loads to row 27, 28, & 29. 30 seating rows x 400 lb. — 12000 lb. (By previous test result appendix B 7-4-81 load dis- tribution is 55% at top & 45% at the bottom of the structure.) 12000 x 55% = 6600 load at wall attachment. Load to be applied with 5300 lb. to row 27 & 1300 lb. to row 28. (Division of loads above was so not to exceed available test pulleys & cables) see attached sketch. At 1. Test 4 Seat Tests „ Ord fil‘1, A lt, 1 44.1 a. 3 Rows - with wood seat with half nosing b. 3 Rows - with wood seat and center aisle with full nosing , ki 1 c. 3 Rows - with comfort curve seats with full nosing " , 6 N * (injection molded plastic seats) ‘/?.. , F C 9 Seat tests will be conducted with 240 lbs. per linear foot of seat and • 240 lbs. per linear foot of foot area. NOTE: The standard wall attached 29/30 seat frame is smaller in structure & construction than the free standing/movable top frames & the reverse fold top frames. Where the standard, wall attached, 29 tier frame construction withstood the loads, when detached from the simulated wall, it can lo , be calculated that the stronger frame is acceptable without testing. .4 t 44 k c f 4 , -,-, Aii■ \ ';,' t;',„,' . A * e .*,01.4r.. ■ N• 63 \o‘, It. (.1),,,. , qt C ' \ ..,.. - APPENDIX D MATERIAL TEST REPORTS AND CALIBRATION OF DYNAMOMETERS MAY 0 _ „ - - I. Material Test Reports The following material test report was provided to Criterium - Mooney Engineers by Hussey Seating company. Further description of which bleacher components the tested materials represent can be found in the test report for the Wall-Attached MAXAM Telescopic Seating Equipment prepared by Hussey Seating Company. Dynamometer Calibration The following calibration reports for dynamometers were provided to Criterium - Mooney Engineers by Hussey Seating Company. Since reports were not provided for all dynamometers, it was felt that the dynamometers should be checked again for accuracy by an independent testing company after completion of the field testing for the MAXAM bleacher. The results of the tests can be found in the test report for the Wall-Attached MAXAM Telescopic Seating Equipment prepared by Hussey Seating Company. 1 - 1! J J.P 4 . . s..4. . .., ,., .., NH Materials La Laboratory, Inc. -Your Partner in Problem Solving" -.., ?<, CLIENT: Hussey Seating Cornpany Dyer Street North Berwick, ME, 03906 4 " Attention: John Naperoski ' ' :•;;;- Material: Steel . Specification: ASTM E8 and bend test • :=. Date: December 1, 1998 Ref: isIHNIL # 12918 • ,- Hussey PO 4 4'7519 ,=. .', Sample Thickness Width 0.2% Yield Tensile % Elongation Bend rs'in. (in.) (in.) (ksi) (ksi) (in 2 inches) ,f1 SP-003C 0.116 0.499 56.2 67.7 23.0 Pass K5-0005 0.114 0.501 59.0 69.1 21.3 Pass ' *,,., SI'-003C 1&3 0.075 0.500 62.9 72.7 23.7 Pass ..... K5-0012 0,115 0.501 59.7 68.9 19.9 Pass ',... K5-0020 0.115 0.499 53.0 65.6 31.6 Pass K5-0009 0.175 0.501 46.1 57.0 33.6 Pass if. RSP-001 0.130 0.501 43.9 58.4 33.3 Pass , - K5-0001 0,085 0.501 56.3 66.3 26.1 Pass `.;:' 3'" square 0.082 0.502 52.0 61.3 32.6 Pass 4' square 0.118 0.498 60.4 72,4 26.5 Pass Respectfully submitted, f.;•, i 0 - _______ - 111P Ala Alto dAli ri ... a . ..0 4 22 Interstate D,ive RO emary A. L4ey Somersworth, NH 038/8-1209 Mechanical Test Technician 800-334-5432 , vl 603-13P2-4110 603-692-4008 fax ,,,,:, ', , ./- • � ;w 2400 •ecvno Aven (Certified Report gm I a. Pittsburgh, PA Chemical Analysis end • 15219 PAGE 1 Tel. 4121391 -0483 02/27/98 C I y. 0 M • OLYMPIC STEEL CUSTOMER PO # 804401 rh CONNECTICUT DIVISION tTALTECH ORDER S 574746 .. 1 EASTERN STEEL ROAD CERTIFICATION TYPE: Astm a-653 5S Gr -40 N _ MILFORD, CT 06460 GAUGE WIDTH LENGTH COATING SPANGLE SURFACE TREATMENT DUALITY GRADE 06 .0710 44.5000 COIL G -60 MIN SET OIL SS 40 • N. Chemical Analysis Mechanical Properties m HEAT %C %Mn %P %S %Al Yield(KSI) UTS(KSI) ELONGATION% Coil /Lift Ship Date f663575 - `== :120 0.490 .{ f ' SE ` o29 7— 47,{}' :2 ' •` `".' - 25.0 _ $022a425A 02/26/98 f60575 48 .3 . 6.7 >:g_.._ _. 26.5 - .2x:80224.255. 02/26/98 . - f60575 80225101 02/26/98 f60575 :80225,02 02/26/98 N N ' z7 " . 1 7 . 0 . .. • • } 1 . t ,(1i % t a ,...e (Ate . • Darwin Stokes `' -- 4A► Certification Coordinator 3 _ , g . . ft ..............,11 '....urirrirt; ZU .• t:, (r.., r.!..ed.e. t tic:. ut:., --„- ..._ .., ''''''. ''" " ..1 " - -'' • ''''..A •-',F . '• .„ • , , • ":,;:,";.,: ',•:'• : t':. ' ' ''• , ... - ,,- , • .t . :', ::::. ''. '.5 , • ' • - . CERTIFICATE OF CALIBRATION ,..• , Thi,i to certify that the following described Dillon DYNAMOMETER .., -.. . . . „,.. Serial Number /e? .S ' ?s has been calibrated to a tolerance of ...,- - 1 . ..... .. . - ± _ ‘-, % by rneans of dead weights, dead weights through a lever systern, , . .... • or through load appl machines using a load cell transfer standard calibrated by dead weights, - .., . , •,›, .. : with accuracy traceable to the National Instiulte cc Standards 2nd Technology. Calibration of test equipment is in accordance with ISO I 0012. I, , .. , . 4 - i We do hereby certify the above listed instrument Sarral Number shown, has been correctly : . •-•-• . . , calibrated in accordance with accepted calibration 'procedures and meets or exceeds the ;,,... , . ... guaranteed accura td above. Date Of . Calibrated b Calibration: .<- / 1 },.. / 2,5 ... ...,,, DILLON LIMITED WARRANTY STATEMEN • ..' ::: ,. : ::,.:: totstpusent sot4 and reetefscotted * NMI is eormnse4 to be 6 t e defeat is pers. and worismuohip Ire a peto4 of one VI yesr, preelefed the • ' ' ' :: ' ' •°:: • •• : , intoarg &Ike moors tht titisetite sesionsens. etsropootrtfon prettli to d piste of mortufmArt or es fr'. waren teretee fsoltor D0km' ° ' ° ; - ••• ":2 "•,.' :1 " •;,'"' :, essitorse obttattort under this wIrrancr it Smftel to repseint et, st as option. replacing any Um oast elm is tfeternined by Dillon to be ::, .:• : .::::,'",-; , : " : •:: : defetsivo ' . ," - Co-t sober:ens manut cured by Mon arty the warranty al tt.ate hensio. The *another does not spot) to suborners • . .• • , : • ••":- whkh #1 not marthrture4 by Dillon, Sutlystent cootpancx Neu not rrontiactored Li Moo shone ol 'bfea to any warranty 747 Pirn ...-.: ••• ••• ,. ''..•.' ...- . : • ':..; • • .. . :...,..; .::::::„-. :,... . Ns warranty this( oat sooty to asthstot rosuithe. troth hoaxer, radii:xi= or riper fry anyone other than Dillon astthotited mimosa is4or . '.. , , '. . ;'',„."•,.,;::.; : ?..:.,...).. ' Mall it apply to key eat,icirnent which has been ruble= to acclaim, Aerations, Meta or MitteR. . • ' ..::,:::;; :i:?:, ::::::„.., • . the ev'ent tt h1 orroshro or stash tteem rme 1pr:inseam Sp4da1 prouesk coatings or smote {oath as plesn'tirt, epoxy msstteg stsiniess meet rosrmortion) nay bc reosestiviewd° ! these rectiestraenetadaes are nos fotkrevelf stM ntsitosined. this mammy the& at the option of , . - : : ':".•.!.•': ',:.;•••-•':::': Mots bt smtdesi. • •.: , .:: ", Mon ths0 rot be kable for any conaopendal damage, lois or opercue of any ti.tozo incheang trre of Dillon tcalipanent or tomponetts rotten they . ' • ''• '''' ' 1: ' ' ' sti used in ennignation or staarataii with szcsuory erApsetet rat tranofasamtd by. (Aims : • ' • ••• Y.": • •::::. ' ".:',...: ::•::: ' • THERE ARE NO (MP LIED VYARAANTIES OF HE ERCIriANTABILITY OR FITNESS FOR A PARTICULAR. PUFtPOSE. TH ERE ARE NO • `•-' :'• ' ' ' ',' ''• ' ' •:••• :'''', ' '• OTHER IMPLIED WARRANTIES. - • -:':::,.." ' :•:'.: ' • atpreseeceoes andor warranties. by whomever rnstft, minds are forme Ye4th oe iii coislao with stet twos icortio. that oat tomtit= a torm . •- • 7 ... ' • • 14 nf IN eighjr0 kV SX;Xtilt warranty and shall art be Reding or Wettes:Toortit Loc. 'There ere no express s..arraisees 0.m. = mom' her TM. wartime" Is in Oms of at,d faCitatiol ti I; other W4171..4%. A &vision of W.Tronts lex . , ... . „. 111ILL NIX) Annexe:el Ditit. Unmet. MN 56031, USA. (507) 238 `;':::,',.;.- ,:,... ::',',;•,:t "::••••••:::::: •• • . . - - . - _--- . _ . —_ •:-.-_ — ..-- ..-__. — . . _ . _ _____ _______ ___ : ... •,„ :: • .•:: : :: , i ' 'WARRANTY SERIAL NUMBER: , • ' ' : i . SALES ORDER NUMBER: .14 F92 , VALIDATION DATE OF SHIPMENT; 4 — I ( — 7 Y .. 0 Dynamometer 0 5" 01 tr 0 Strain Gauge Load Cell 0 Csynafift . • 0 Force G3tv X 0 Terulonneter 0 Force Block . : 0 Force Gauge U 0 W1-120D inditator 0 Tester Dynamometer 0 E.Force Gauge 0 WI Indicator 0 DTM Tester 0 D7111-SWit.C.fl 0 Ff 0 WP PrIncor 0 Cranegard • 0 Mech. Crane Sceie 0 0 . . — — Customer Accessories • • ,:. • : . : Street • • ::...' ''... City State Zip Purchased from: (Name of distributor) Key contact • • • Telephone ( ) _ .. RETURN COMPLETED CARD TO WEIGH:TRONIX INC TO VALIDATE LIMITED WARRANTY ^ 1 rasa c,..A`it 't ti i . ;;;,■: . • CERTIFICATE OF CALIBRATION This Is to Certify that the following described Dillon DYNAMOMETER Serial Number i SI( has been calibrated ua a tolerance or , • • . r) by means of dead weigha, dead weights through a lever system, •: . or through load applying machines using a load cell transfer standard calibrated by dead weights, , with accuracy traceable to the Nadoral Institute of Standards and Technology. Calibration of test equipment is in accordance with ISO . „ • ; We do hereby certify the above fisted instrum4nt, Serial Number shown, has been correctly ::• : . calibrated in accordance with accepted calibration procedures and meets or exceeds the • guaranteed accuracy stated above. " Date Of t Calibrated by: / ‘A) = 4 Calibration: / —3 DILLON LIMITED WARRANTY STATEMENT soti and nunetaccoeti Dillon it worranotel bo keg of &leas poro and ioariocantNo for_a of one (1) prorided tbe I , : warm deator mans die dolecont squiprriont. crataporation peoptid D tht plots of Mire:war. or to DCW s mu.= serest borl , • excknire **Ake under dib warranty Is Pinked oa napkin; or, at to option. rtokadna Urf Mon pan don itt dettrtninod by Mion to ' • Corrportms tutoli.a4 matiottoared by Drew (wry this watranty as awed heroin. Tho worroir does not way to totnyitem somponwa mem , whidi are mg nandareinel b1 DIII03. Stytatm aamponent fore not woof:cured br On shg a subfora to any *ammo of their '■• tuts. • • Thit wart:art *al rat apply to 4arrterne resoiery from iretallation, osofiftercion or repi by anyont other dun Mon eadlorted perlowL Not eta IpOy wry equipment witittt hi been to udders, titsrstioes, otem ot sitsit the ttett of higfir conceive or wen doom typo ippictdor3 . trotaI protecdre coaann or notaries (such as Oaring, tpory wrist or ; . stainkts sued consantoion) nuy renzuostnini tf drat rttoornmdtdons are not Wowed ood sointaintsi.„ varrmay Mt. at the otxion of 0,1Ion be yokittd. noon not to i for any con:sowential dam. go, I= or went iny nar.ire ixinecti sot of Didtko tqViVCItlIT V` components when thsy Arl Used vl CorisbautuNt Or separately Pub actonory equipment tee tro.ouhtertd by Non. THERE ARE NO IMPUED WARRANTIES OF MERCHANTABturr OR FITNESS FOR PARTIMILAR MAP° SE- THERE ARE hI0 ;: 0 CHERIMPLIEDWA/RANTILS• v‘417 bnt " oi WeJT bc Tht u cprtu rrM sc p c =at t4 vorsool7 h in Stu of sod wean* of a2 odwr warramos. A dhition of WeWtronix • 1E111 L• CIoN IODO ArlriStrooli yi Fahlwmt 1 N U USA. (507) 218 • W AR RA..yy SERJAL NUMBERI SALES ORDER NUMBER.: g 1 3 • VALIDATION DATE OF SHIPMENT: 3 I 2 : or Dynamometer AS" Ole 0 Strain Gauge Load Ceti 0 Drank • 0 Force Gauge X 0 Tensiometer 0 For Block 0 Force Ga ug U 0 Wi-lieD tndicator 0 TesterDynamornecer 0 E-Forco Gaugo 0 WI- I200TM Indicator 0 DTM Tester Oro FI-90 IndIcator 0 WP-7330 Printer • . Cranegard • • , 0 Meth. Crams Scale 1 4 2 0( CI • Customer Accessories • Srreet Stern „ Zip_ Purchased from (Name of distributor) • Key contact - Telephone ( • RETURN COMPLETED CARD TO WEIGH-TRONIX INC TO VALIDATE LIMITED WARRANTY r.nt 44 T Z i n f‘V 1C t I- ALL-TECH 1G II GS' ' MS INC. 905 Forest Ave., Portland, Maine 04104 TeL Portland (207) 7724451 Fax Portland (207)772-6032 G � SCALE TEST REPORT CUSTOMER INFORMATION SCALE INFORMATION NAME: 4/e4„...5-- /r7 MANUFACTURER: ADDRESS: MODEL 4: fip SERIAL #: TYPE: CONTACT DEPTJLOCATION: CALIttFtATION DATA STANDARDS DATA CAL. Frelency Alyki 1.1 - Weight serial Date Cal : iii c) Date Last CAL: 61:iti 7 Next CAL Due: ( c Next CAL. Due- e, 3 ,?v Technician : L. IL) 4: Traceability #: /g/472e: Scale testing is performed by technicians licensed by the Department of Agriculture Division of Weights and Measures of the State of Maine. The standards used are certified annually at the State of Maine Metrology Laboratory and are traceable to the National Bureau of Standards. Testing procedures and tolerances are applied per National Institute of Standards and Technology (N.I.S.T) Handbook 44 Scale Code. INCREASING LOAD TEST DECREASING LOAD TEST • AS FOUND AS ADJUSTED AS FOUND AS ADJUSTED Load Reading Load Reading Load Reading Load Reading - CO tbs -I 1 S i 600 ilb 4- 1 6.9 —r SHIFT TEST POSITION I POSITION 2 POSITION 3 POSTION 4 AS FOUND 560 L OS 1 /600 ibs iiI AS ADJUSTED 500 R1S 000 ibs REMARKS Customer: Technician: TOLEDO SCALE DISTRIBUTOR LLfr ?i� � € t r u s f �G.Gc: t' . tiz./ 4Jb STATE OF MAINE 3 ( MAINE DEPARTMENT o AGRICULTURE. FOOD & RURAL RESOURCES 1 �� DIVISION OF QUALITY ASSURANCE AND REGULATiONs 2R STATE !MUSE STATION AUGUSTA. MAINE 04313 -0071% Angus S, King, Jr. Edward J. McLaughlin GCVERNGP CC tMISS ONL^R David E. Gagnon Director REPORT OF CALIBRATION MAINE TEST NUMBER 181 ME 2 ea.5001h cast iron weights SN: 101 - 102 SUBM117ED I3Y All-tech Weighing Systems, Inc. 905 Forest Avenue Portland, ME 04104 The mass standards described above have been compared with standards of the State of Maine, by modified substitution, and were found to be, or adjusted to within class "F" tolerance. Standards of the state of Maine are traceable to the National Institute of Standards and Technology through NBS Test No. 39760. The Maine Laboratory is accredited by KIST, OWM, under the "Laboratory Metrology Program ", at mass echelon 11 for 1997. Measurements by this laboratory are traceable to the National Standards at NIST. The mass standards described above were found to have mass values at the time of test as indicated in the following tabulation. Weights received in an out of tolerance condition show a value in the "before" column. Serial no. Nominal Corr. lbs Uncert. lbs. Tol. lbs Before Adj 101 5001b - 0.006 0.009 0.05 102 , 5001b -0.05 0.009 0.05 The uncertainties shown with reported values are expressed as the sum of the following sources 0 i'IION2 (207) 2(7.3&8 rang: 1 ittr - I G rrra FAX: (207) 2$7 -7548 0 • of inaccuracy: (1) a systematic error relative to the reference standard used, and (2) random error determined by the standard deviation of the measurement process. All mass values have been determined as "conventional mass" with respect to stainless steel with a density . of 8.0 g/cril at 20 degrees C. Environmental conditions and data reduction sheets are on file at the laboratory. Calibrations performed by this laboratory comply with the requirements of MIL-STD-45662A, . and ANSJJNCSL Z540-1, (latest revision). Date Received: 5/15197 Date of Test: 6/3/97 Calibration cycle: annual C C) ,c • (4. Danny Newcbmbe, Metrologist This report may not he reproduced, except in full, without written permission from this laboratory. This report does not constitute an endorsement of any company by NIST, OWM. The State of Maine, or any other government agency. • • 12(7) 287 TO I PI, P . OE, APPENDIX E 1-111TE C CORPORATION • ti ar4i 1 4Ai r ;N; 4 1"4 4AP 0 14 • •• • IAP CI t..1 1 < ; V V: *: • s , CORPORATION To,: David Prte, Criterium Mooney Engineers Frusta Chris Abbott Firers 1-207-778-4405 Pages: S" invosm 1-800-922-1%9 Date: January 26, 1999 Mac HiTEC info CC: Urgraert El For R00400.0 ID Pt iviitise Coimimeed 0 Please Reply 0 P100$4 Recycle 0 Comment= iS a Resume 's describing TEC's ground and history. Also attached is some titer describing our Field Engineering Serylicii5, A.5 1 mentioned, 1 am the vocation engineer who will be supervising our installation. Field technicians am selected based on their (x.-.difictions for the types of sensors to be Installed. HiTEC will be providing strain gage and thea installation and data cotlectlan equipment to Hussey Seating. The stress calculations resulting from the strain data collected will be the responsitifity of Hussey Seating. 'While HiTEC does have a Professional Engineer on staff in the capacity of Manager of Engineering Services who can provide a comprehensive stress analysis report, it is not HiTEC's intention to provide this service at this Cane. Please let me know if the information attached is what you are looking for. Respectfutly, Chris Abbott Application Engineer 65 Power Road • Westford, MA 01886 • (78) 602-4793 • Fax (976) (392-5078 0 yyyrIchitecoipjxim r1-1. Z • `,E,A , ' r• • t CORPORATION 65 POWER ROAD, WESTFORD, MA 01866-4199 (978) 692-4793; FAX (978) 692-5078 WebsIte. WNW hitecorp.com HITEC Corporation was established in 1971 to provide a wide range of specialized services for high temperature and extreme environment sensor measurements. These services include: strain gages of all types, thermocouples, temperature, flow and pressure measurement installations for probes, rake leading edge instrumentation, extreme environment installations, research and development efforts, consulting, field and OEM services. HITEC Corporation was founded by personnel coming from BLH Electronics, Pratt and Whitney Aircraft, Trans-Sonies, and Teledyne CAE. These key people were the inventors of HT free 'filament strain gages and developers of the Rokide flame spray process for sensor installation and other sensor advances. Through the twenty-five years of its existence, HITEC Corporation has continued to be on the leading edge of sensor technology and has maintained close ties to other leaders in the field. HITEC Corporation has recently installed an entirely new laboratory facility for temperature, pressure and flow sensor development and installation, incorporating advanced concepts in machining and brazing techniques. Significant pressure vessel and flow test equipment has been built to our design for support of these techniques. EDM, lathe and milling machining capabilities are available in house. ' Specific advances contributed by the founders of HITEC Corporation include: Invention of the HT free filament wire strain gage. Development of the Rokide flame spray process for sensor attachment. • Development of high purity Rokide rod. Development of a wire strain gage for dynamic measurements to 2400 °F. Development of improved manufacturing processes for leading edge \ranc . • pressure, flow, and temperature sensors. OVER TWENTY-fiVE YEARS OF SENSOR APPLICATION EXCELLENCE r,i4L k,urr "152' 7;5;:•= JJI • , CORPORATION 65 POWER ROAD, WESTFORD, MA 01886-4199 (478) 692-479; FAX (978)692-5078 Website: www,hitecorp.com Complete facilities include: 20,000 Sq. ft of manufacturing and laboratories temperature and humidity controlled 8,000 S. ft of engineering and administrative office Technical Library Computers including CAD/CAM, FEA Flame Spray Facility — powder and. Rokide Grit blast, vapor blast, parts cleaning Curing and temperature cycling ovens, up to 180 cubic ft Two ton overhead crane, forklifts Transducer and temperature calibration instrumentation 20,000 lb dead weight testing machine 60,000 lb hydraulic testing machine 200,000 lb hydraulic testing machine 10,000 ft lbs torque testing capability Fatigue machine Fully equipped and certified mechanical/electrical inspection and calibration equipment Research and development library Machine shop — Brazing, EDM, grinding, lathe turning, milling (me/conventional), sheet metal, welding (gas, TIG, and Arc) OVER TWENTY-FIVE YEARS OF SENSOR APPLICATION EXCELLENCE • - - - , .. , c ,.4., u4 FIELD ENGINEERING SERVICES 1. . ' .., , - , 4, 4irF- I Let HITEC install ......„..„,„2„.....,.. ...- .--4, . .:!l 0,...- . ,....„.„s„,,...,,..„....,.,. your strain gages ::„...............t.......„ ,......„ ._,•:_......,,,,,,.„-:. :,.......,,..„....„:,....,...,„ . ,.:-...- -,,...„ ..„..„...„.....,,....„-..„. ...,..„.. ....„......„.„......, at your location .. 4 • • . . V , . ' : i ....0.106iL . * • • .' •;* t * °. : ''' • • . i '.!. ... .. l• s el ' . : 4 . , . • '...t 'r- t *I. . ..,,,, . „...; la: . ,..„ 1-1ELD INSTRUMENTATION tory includes standard gage *Gas pipeline long term lERVICES configurations and prewired monitoring systems weldables to satisfy your immediate field job require- *Wheel Rim-strain moni- HITEC Corporation's meats. taring using slip rings ...ngineers and technicians are available to assist in a *Chemical plant pipe test- ariety of instrumentation HITEC Corporation has ing services. From strain gage over 25 years experience in • *illations to developing field strain gage testing. *Tie Bars instrumentation iris, HITEC Corporation Types of testing HITEC Cor to set clamp force on injector mold machines can support your testing poration has done includes: eeds. HITEC Corporation *Primary Telescope Mir- maintains extensive strain 'Suspension cable load ror stress monitoring dur- age inventory and instru- monitoring systems ing rotation . lentation for static and dynamic testing. Our inven- 'Bridge load monitoring *Aircraft Light Assembly systems measuring critical strains • " • .:-..,.: ...r..... . . e• -,.-....• i- -• ... .' . ,. .:::-,...,••-••-.--.- :.: .;:::\ through resonance fre- ,..,.:....-:..„.. • , :.!,;.- . ... . - c. 1 .-? . ? . .:::::Ar "Field Measurement of quencies . '.'. 2 :-:',.;',. • (: S;4*-..4-::: ......, -45. residual stresses on • 1 - ,-,,,.: :,., A -..,.... ..., 4 ;2 , 0" . : ' !':: '1.2ii: bridges, railroad compo- *Plus hundreds more . •.:. .: :..-- - - - -,, , -.....74 , 4,- 2 s . nents and molded metal , , 9 IITEc „.., . ,. _ components N ,..t- .41 :. - 1 :4' - - .. ,_ i i i : .. . ., ..47 - . .,. .. *Hydrostatic testing - :- :4! of ‘). . , ,-- :.1.: , , - ' -. -. ' .---4 pressure vessel covers, CORPORATION valves, temporary steam ) 61:— , .,- -,..-:..-: - .;.-• - - -- ....:,..„,,...„ , ,.: ty, l - -- - g- -, . - ge nerator covers —...i.., , tw.- ; ,-. 1 . _ = 65 Power Road Westford, MA 01886 ,,---:-,---.---------,.._ * Proof load testing of air- ',. (508) 692-4793 ,- - , „°,-..-- , -,,,,--,4 craft engine oil pumps FAX (508) 692-5078 E sales @ hitocorp.com Area Cede is now 978 . . — — - - t ' r 4` ' , N , 'kr_ , :, 1, .:.--), 1°.:Li...• L,•,. _3 For field strain gaging engineers are experienced installation services or to - ids using weldables or with slip rings and telemetry consult with and assist your .nesive techniques, as well as most signal condi- own personnel. HITEC Cor- iynamic or static or rota- tioning equipment. porationts Services are tional systems testing, room available world-wide and on iemperature or elevated tem- HITEC Engineers are short notice at standard perature measurements, call available to provide corn- rates to accommodate your 9ITEC Corporation. HITEC plete on-site strain gage test. __ ... ._ S. 1 - ' . +. .....;-.,12$ , ' 3' .. .1,.. • 4 ." • t .. „IL* , ..:. „isr..5 . i ',.* - • 44:- r......---,„ ,-, • . - - ..... _-.. . """ '-'.' • . :,. 5 . . . - • 4 -: : . - an, '1•Z` • • I - '"-T , ....„-vr. . - - 7 ta."‘, , - X • ...., T.,.,,,7 .. : 114/: :%; .. , , ' ' - . ,.,''' ''. : . ''' ....6.1 i ... l'' '` ,,. • " 1, I ...<•,.... , ' . 1 : - '. '... *7.... 4 • :'1 , ; ; 1 , '.. 4 j ;8 " ,,, .• * 0 • ' S :, N -i- ,..., .i.'"' .... c ..,. N; a, . • k I I- C. , r e , ,,, ..,,,,,-..../.. , ....c:. - .. . N1.1 ihe _.„. tr o. NW ' A . • k - . . ___..... .... ------......r„:„.... ver... es, 1 CORPOltAll014 ... i - OW ' , vim , ....v. • .ti 4 ''•■ . ..'...• ".% : ' ' .:;: " reeke 47 O • 1 4110* ' - ' .7,:g..1. / . • -: - It.: % ... --" amillille. .. \ •,%,' - 1 .' , . . -......,„ 1 +-7":"..r,',: T::-.114-it '-rzs-..--t No.':' t ' --...,-.: .-' . a n ‘, •- . ; %,,,.. . , . . - ' !;:a..... w.',4W- , . 4 G a- " , ..1.,^4 . - -4 .4 . 1‘1.--. - • '"' ....... r., . - .- ''.''''" - . ,-,../. ::•. ...,- . -.'" .;-..•*. .-.V'n ''''.....", il ,,,..0 '''-..... -. - -,..,.....___ ..,......-Asle„,,, 7 grs . ' '''' - :r.. - ...• '" .." ti ".., I i • 7:4,,„, - , .... i • -1 -..,,,,,... .4 : % .-.. • ,,, r, te 410 1 . °11.1 "' •-• '4%.... tAt' ,4 '''''''*"...% • ," :4 zi.. .... "*..., •,;-.. • ' z.* v " * ".• 4., :. ..., . „...,,,,..,...., ,;.„... .: „.„....,„ - ok ,....„.„,....„....,,,:,..:, ......, ,.., J.. - .... :,-. . .,..... ... ,.........„..„,,,... ... ,.: ....... ...„„,,,,.,, ..„.......„...... . . „, .. , ....,.. c„,,,HI Corporation to discuss your field/ applicatica strata gage requirements. HITEC Corporation 65 Power Road Westford, MA 01886-4199 rhone: (508) 692-4793 . FAX: (506) 692-50/6 E-Mail: sales@nitecorp.corn Area Code is now 978 ' 4 1E H.1 E:L; CORP • e • • ••• •$d' CORPORATION To: David Price, Critelium Mooney Engineers Front: Chris Abbott --- Roo 1-207-775-4405 ?ages: 9 (Including Cover) • Phone: 1-800-922-1969 Date: March 5, 1999 Ft4i4 HiTED Info — Hussey Gage Installation CC: f:),0 o Urgent 0 For Rouiew El Please Comment 0 Please Haply El Picas* Recycle O commoorts.: It was a pleasure to meet you this week up in Maine. As you requested, I am faxing you the final drafts of the documents we reviewed with Bob Robbins on site, Following are cops of the instrumentation Summary Sheets and working drawings related to the strain gages installed at Hussey Seating. The Summary Sheets define the sensor ID's and describe the types of installation materials used. The sketches indicate the locations referred to on the summary sheets. The drawings only roughly indicate the locations and the Summary Sheets roughly describe the locations. As we discussed when we met on silo, Mike Nelson or someone from Hussey will be taking actual location measurements. hope you find this information useful. Respectfully, (PeAv; Chris Abbott Application Engineer 65 Power Road Westford, MA 01886 a (978) 692-4793 Fax (978)692-5076 6 wwwchitecorp.mcr " "' - .C - C - ---- r * - - SU ' 1. - . .r CUSTL,. ...R: HUSSEY SEATING JOB NO.: 40-14156 DATE: 2111'99 Part Part Data Acq. Ram E EI RPOW- EM M Description ID No. Sensor Type Sensor ID Channel Sensor Location (ohms) johrns) (megohms) Length d .. TELESCOPING SECTION 2 CEA-08-W250A-350 2-1-T-P 1 1, MIDSPAN, TOP, AXIAL,ADJACENT BOLT NOM. 353 >20 13' ... 2-1-TS 2 I. MIDS PAN. TOP, AXIAL, ADJACENT DOLT Holm 353 >20 - Man 3 1, MIDSPAN, BOTTOM, AXIAL, ADJ. SLOT MEM 352 >20 1 2-1-B-S 4 1, MIDSPAN, BOTTOM, AXIAL, ADJ. SLOT NOM. 352 >20 13' ,. I • 2-74-P 5 2. LEFT WHEEL STRUT, INBOARD, AXIAL , NOM. 252 >20 8 i 1 2-2-I5 6 2, LEFT WHEEL STRUT, INBOARD, AXLAL NOM. , s 351 >20 at ,.. ? IIIIIIIIIIIMIIIMIIIIIII 2-2- I 7 2, LEFT WHEEL STRUT, OUTBOARD, AXIAL NOM MEM >20 .-,.• I 2-2-0-5 ' 5 2, LEFT WHEEL. STRUT. OUTBOARD, AXIAL 40M 351 >20 8' L I 2-3-F-P 9 3, LEFT WHEEL STRUT, FORWARD SIDE, AXIAL NOM. 351 >20 '8' n. ... 1 I 2-3.F-S 10 3, LEFT WHEEL STRUT, FORWARD SIDE, AXIAL NMI, 35i >20 8' c"... I 1 2.3-R-P 11 3, LEFT WHEEL STRUT, REARWARD StDE, AXIAL N064. 351 >20 8' a. , I 3, LEFT WHEEL STRUT, REARWARD SIDE, AXIAL NOM. 351 >20 Er I ! ' 4, LEFT END, ADJ. STRUT, TOP, AXIAL, ADJ. rtur NOM. 351 >20 6" I • .., II I 1- allESEMIIIIIM 4, LEFT END, ADJ. STRUT, TOP, AXIAL. ADJ. NUT MICEMINIMEM >20 1 IIMEM 2-4-B-P 15 4, LEFT END, ADJ. STRUT, BOTTOM, AXIAL, ADJ. NUT NOM.. 351 >20 "o" 2-443-8 1 18 4, tin END, ADJ. STRUT, BOTTOM, AXIAL. ADJ. NUT NOM. 351 >20 6' L. (arm) Heat Check Length Hn . .. - . I TYPE K THERMOCOUPLE 2.A 28 ADJACENT LOCATION 1 OK Mgr= .',. .1. 2-6 27 ADJACENT LOCATIONS 2 AND 3 “s*.t."2p.zipt, ...,...0. • OK 7 . 27. 1 ■-■ t - i . rt * . •..--) C.). COMMENTS: ROIJTE TRUNKWIRES TO AVOID CRIMPING, PINCHING OR STRETCHING. FINAL RESISTANCE READINGS TAKEN AT TIER TERMINALS - .. . Customer Engineering: CHRIS ABBOTT RELEASED BY: CEA • LAD. NIA DATE: 03/03/99 H1TEC Engineering: MICHAEL NELSON (Page 1 of 4) ---, ri ■ CS HI r E0 Corporation, 65 Power Road, Westford, MA 01886 Telephone: 978-692-4793 Fax 978-692-5078 r\.; -- (Pt. T1Ci '''iTr NL 1N z 'MAI - ,HE OE: Ca% AER: HUSSEY SEATING JOB NO.: 40-14156 DATE.: 211M9 (.‘ ,-. 1 , Part Part Data Aca. R _ R___E__, R,Yiskit. Trunk - Description ID No Sensor Type Sensor ID Charinel Sensor Location (ohms) (ohms) (megohms) Length ,...., TELESCOPING SECTION 14 CEA-06-W25CA-350 14-1-1-P 1 ,1, LEFT UPRIGHT, SCITTOK INBOARD. AXIAL. NOM. 358 >20 4 BLEACHERS 14-1-1-3 2 II, LEFT UPRIG NT, BOTTOM, MBOARD, AXIAL NOM. 358 >20 4 c E <-,-) < 14-1-0-P 3 ' I, LEFT UPRIGHT, eoTrom, OUTBOARD, AXIAL I Nom. 353 >20 4 , , 14-1-0-S 4 1. LEFT UPRIGHT, sorrow otrrsomic, AXIAL 358 >20 4 _...... 1 4-2-6-P 5 2, ANGLE BRACE, UPPER END, BACK, AXIAL NOM. I 358 >20 e 14-2-8-S 8 2, ANGLE BRACE, UPPER END, BACK, AXAL NOM. I 358 >20 e _ 14-3-T-P 7 3, RISER, LEFT SIDE, TOP, AXIAL 6101,1 358 >20 7 c..., 1 14-3-T-S 6 3, RISER, LEFT SIDE, TOP, AXIAL NOM. 358 >20 < 7 1 14-3-9-P 9 3, RISER, LEFT SIDE, BOTTOM, AXIAL NOM. 358 >20 6 LE ,. 14-3-B-S 11) 3, RISER, LEFT SIDE, BOTTOM, AXIAL NOM. 358 >20 6 1 14-4-T-P 11 4, RISER, MIDSPAN. TOP, AXIAL NOM. 359 >20 14 + 14-4-T-S 12 4, RISER, MICSPAN, TOP, AXIAL NOM, 359 >20 14 14-4-6-P 13 4, RISER, MISSPAN, BOTTOki, AXIAL NOM. 358 >20 i 13 1 14-4-8-S 14 4, RISER, MIDSPAN, BOTTOM, AXtAL NOM. 358 >20 1 13 14-5-T-P 15 5, CANTILEVER, TOP "EIOM 359 >20 7.5 14,5-T-3 16 5, CANTILEVER. TOP '40M 359 >20 7 5 - I 1 4-5-B-P 17 5„ CANTILEVER., BOTTOM NOM 358 >20 7.5 1 14-5-8-S 18 5, CANTILEVER, BOTTOM NOM. 359 >20 7.5 I 14-8-I-P 19 CS, LE '''T UPRIGHT, 'TOP, INBOARD NOM. 358 >20 6 T , --E 1 14-8- -S 20 8, LEFT UPRIGHT, TOP. INBOARD NOM. 358 >20 1 ' (7; 21 6, LEFT UPRIGHT, TOP, OUTBOARD NOM. 358 >20 6 , i 14-6-0.8 22 6, LEFf UPRIGHT. TOP. OUTBOARD NOM, 358 >20 6 Lop (Oh) Neal Check Length i E TYPE K THE MOCOUPLE 14A 26 ADJACENT LOCATION 1 27.4 OK 1 1 1 146 27 AW LOCATION 6, ON COLUMN 'd04141jili. 38.8 OK 6' ...04P 14C 28 ADJ. LOCATION 5, ON CANTILEVER .s,silive )::' 50.9 OK 8' 1 140 29 0t4 RISER, MIDWAY BETWEEN LOC. 3 4 - $•viii,V4,71 6$ .$1 69.2 OK 10.5 , . COM MENTS: ROUTE TRUNKWIRES TO AVOID CRIMP)NG, PINCHING OR STRETCHING. FINAL RESISTANCE READINGS TAKEN AT COMPUTER TERMINALS Customer Engineering: CHRIS ABBOTT RELEASED BY: CEA LAB: NIA DATE: osatarss HITEC ErTineering: MICHAEL NELSON (Page 2 of 4) (%) HIT Corooration. 65 Power Road, Westford, MA 01886 Telephone: 978-692-470 Pax: 978-692-5078 f.,. - C k.. • .- )N ii 1U11 `— is, ` ; I 3UM -- X b" T CUS .CR: HUSSEY SEATING JOB NO.: 40-14158 DATE: 2111199 ,.., Part Part IIIIIIIIIIIIIIIIIIIIIIIIII Data Acq. ROME RFPIAL ' Ronut. Ma Descri lion ID No. Sensor T • - Sensor fD En= Sensor Location ohrns ohms (friecrohms TELESCOP.NG SECTION 18 CEAW250A-350 18-I-I.P 1, LEFT UPRIGHT; BOTTOM, INBOARD, AXIAL NOW 350 11112=1 IR EACH ERS IMIEIIININIIIIIIMIIIIIIIII 18-14-S Mae 1, LEFT UPRIGHT, BOTTOM INBOARD, AXIAL =MI a 11111121111111111111111 7i- , . i 1111111111111111111111 18-1-0- 3 1, LEFT UPRIGHT, BOTTOM. OUTBOARD, AXIAL =MN 351 ' >20 ' 3 _. IIIIIINMIIIIIIIMENMEIN 4 1, LEFT UPRIGHT, BOTTOM, OUTBOARD, AXIAL WV. >20 3 r" ' 11111111111111111111111 18-2 'e^P 5 2, MOLE BRACE, UPPER END, BACK, AXIAL RCM IN= g I IIIIMMIMMIIIIMIIIIIIIIM 18-2-3- 1 6 2, ANGLE BRACE, UPPER END, BACK, AXIAL 11112=110121111 >20 1 9 : • • I8-2-1-P MEM 3, LEFT LIPR HT, BRACE , Nl'ERSECT, INBOA.RD, AXI/IL NOM. 352 >20 9 • , „L. - : 1 „ 11111111111111 ' T 1 18-34-S 8 3, LEFT UPRIGHT BRACE 'UTERSECT, INBOARD, AXIAL NOM. 352 >20 W I 1 , r 18-3-0-P 9 3, LEFT UPRIGHT BRACE INTERSECT, OUTBOARC, MIA IllEall Mai 8 anal I i I 1 e-3-o-s 10 3, LEFT UPRIGHT BRACE INTERSECT, CUTBOARC, AX/A NOM. 352 >20 '1 _ ....................... - , .. - 1 I MI= 4, LEFT UPRIGHT. BENEATH RISER, INBOARD, AXIAL . NOM. 352 1111.144111.11M111.11 .^.:.' IlliM MUM 12 4, LEFT UPRIGHT, BENEATH RISER, INBOARD, AXIAL NOM. • X? 11111121111111101111 1.111111.1111111111111111 15-1-0-P MI= 4, LEFT UPRIGHT, BENEATH RISER, OUTBOARC, AXIAL NOM. 352 111111111111111111111111111MEMillall 4, LEFT UPRIGHT, BENEATH RISER, OUTBCARC, AXIAL NCO. MEM IIIIIIIIIIIIIIIIIIIIINIIIIMIIIIIIMIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIMNIMMMIII"°P Chm) Heat Ct•ec*1 Le ■ I TYPE K THERMOCOUPLE IBA MilirM AG,I, LOCATION 1, BOTTOM LEFT UPRIGHT, INBOA.RD Vit2.01,1111111= OK ' 4 = IIIEIIIMIIIIIIIIIIIIIIIIIIOIMIIIIIIIIIIIIIIIIIIIEIIIIIIIIIIIIIEEIIII LEFT CCLUMN. MICWAY BETWEEN LOC. 3 & 4, INBOARD lin,Wiall 50 OK Id a111111111111111111111111111111111•1111111111111•11111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111 MINNI111111111111111111111111111111•1111111111•111111111111111111111111111111111111111111111111111111111111111111111111111111111•1111111111111111111111111111111111 1 = IIIIIIIIIIMIIIIIIIIIIIIIIIIIIIIMIIIIIIIIIIIIMIIIIIIIIIIIIIIIIIIIIIIINIIIIIIIIIIIIIIIIIIIIIIIIIIIMIIIIIIIMIIIIIIIIIIIIIINIIIIINIIIIIIIIIIIIIIMIIII :--- IIIIIIIIMIIIIIIIIIIIIIIIIIIIIIIIIIIIINIIIIIIIIIIIIMIIIIIIIIIIINIIIIIII.M.INIIIIIIIIIIIIMIIIIII.NIIIIIIMIIIIIIIIIIIIIII r:1 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIMIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIMIIIIIMIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIMIIIIIIIIIIIIIIIIIIIIIIINIIIIIIIIIIIIIIIIIIIIIIMMIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIINIIIIIIIIIIIIIIIIIIIIIMIIIIII ,2 11111111111111M111111111111111111111111111111111111111111111111111111111111111111111.1111111111M.11111111111 11111111111111111111111 F' 1 IIIIIIIIIIIIIIIIIIIIIIIMIIIIIMIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIMIIIIIIIIIIIIIIIIIIIMIIIIIIIIIIIIIIIIIIIIIIIIIIINIIIIIIIIMI 11111111111111111111111111 - COMMENTS: ROUTE TRUNKWIRES TO AVOID CRIMPING, PINCHING OR STRETCHING, FINAL RESISTANCE READINGS TAKEN AT TIER TERMINALS Customer Engineering: CHRIS ABBOTT ' RELEASED BY: CEA LAB: tsWA DATE: 03,0319 HITEC Engineering: MICHAEL NELSON (Page 3 of 4) • H CD HI TEC Corporation, 65 Power Road, Westford, t.lA 01586 Telephone; 978-692-4793 Fax 978-692-6078 ........ .1 %,J. •1/4./ix 'Kt.. " IA. ' SU., ' RY .- 7- ... - T cu: , ER: HUSSEY SEATING JOB NO.: 40-1 4 15 6 DATE: 21 c: 0"' Part Part Data Ac el. Ra.r.c3F i RF.4.1, Ril Trunk ,- D escri • tion ID No Sensor Type Sensor ID Channel Sensor Location (ohms} 1 (ohms me. ohms Length ,,,,.• TELZSCOPING SECTK.Th 29 CE8 29-1-I-P 1 1, LET. UP111GVIT, BOTTOM, INBOARD, AXIAL NOM I 361 >10 4 , BLEACHERS 29-1-1-3 2 1, LFT, UPRIGHT, BOTTOM, INBOARD. AMA.. NOM, 351 >10 4 c. - 29-1-0-P 3 I. UT. UPRIGHT, BOTTOM, OUTBOARD, AXIAL NOM, 351 >10 4 29-1-0-S 4 I, LFT UPRIGHT, BOTTOM, OUTBOARD, AXIAL NOM 29-1-F-1 5 1, LFT UPRIGHT, BOTTOM, FRONT, AXIAL NOM. 353 >10 4 23-1-F-S 6 1, LFT. UPRIGHT. BOTTOM, FRONT, AXIAL NOM. 351 >10 4 ,... 29-1-R-P 7 1, LFT. UPRIGHT. 130TTOM, REAR. AXIAL NOM. 351 >10 4 kr.: - r--- , I 29-1-R-3 8 I. Lr UPRIGHT, BOTIOM, REAR, AXIAL NOM. 351 >10 9 cr , ■---.- , ..f., 29-2-T-P 9 2, LFT. UPRIGHT, *1 COMP:BRACE. OUTBOARD, TOP NOM. 352 >10 • 9 1,,T3 29-2-1-S 10 2, LFT. UPRIGHT, :;- COMP, BRACE, OUTBOARD, l'OP NOM 352 >10 9 L. ..... 29-2-9-P 11 _ 2. LET, UPRIGHT, 0 COMP. BRACE, OUTBOARD, BOTTOM NOM. 352 >10 9 29-2-9-5 12 2. LFT. UPRIGHT, (3.1 COMP. BRACE. OUTBOARD, BOTTOM NOM. 352 >10 9 29-3-7-P , 13 3. LFT. UPRIGHT. COMP. E3RACE, INBOARD, TOP NOM. 352 >10 9 29-3-7-5 1 3, LFT. UPRIGHT, 5. COMP. BRACE, ;NBOARD, ToP ---1 NOM, 331 >10 9 29-3-13-P 15 3, LFT. UPRIGHT, e COMP BRACE, INBOARD, BOTTOM NOM. 351 >10 9 29-3-9-S 18 3, LFT. UPRIGHT, 1 COMP. BRACE, INBOARD, BOTTOM NOM, 353 >10 9 29-4-9-P 17 4, WINER ANGLE BRACE, BACK. AT LFT, UPRIGHT NOM. 353 >10 9 29-4-9-3 18 4, LOWER ANGLE BRACE, BACK, AT LFT UPRIOHT NOM. 353 >10 9 1 29-5-T-P 19 , 5, MIDSPAN COMP. BFLACE. FRONT, TOP, AXIAL 1 NOM, 353 _ >10 20 29-5-7-3 20 5, M1DSPAN OOMP, BRACE, FRONT, TOP, AYJAL 1 NCM, 353 >10 70 ....-- - 29-5-9-P 21 5, MIDSPAN COMP. 9FtACE, FRONT, BOTTOMSAXIAL NOM. 353 >10 20 - 1 rt , 29-5-13-6 22 5, MIDSPAN COMP. BRACE, FRONT, BOTTOM. AXIAL NOM. 353 >10 20 29-6-0-P 23 6, LF1'. UPRIGHT, TOP. OUTBOARD, rt UP. ANGLE BRACE NOM 35-4 >10 20 1 1 1 29-8-I-P 24 6, LFT. UPRIGHT, TOP. INBOARD, Q UP. ANGLE BRACE NOM, 353 >10 20 :fl — .....1 29-7-9-P 25 7, UPPER ANGLE. BRACE. BACK. KT CFI. UPRIGHT NOM. 353 >10 20 -.....- . L Loop (Chell Hat Check. Leng1h TYPE K M - HERCCOUPLE 29A 26 ADJACENT 1.0CATION I, LEFT LIPRIDH 241 01' T SASE : INN 1 . t. ;‘, 4 "1".i , 1 — 29B 27 ADJACENT LOCATION 3. LEFT UPRIGHT MIDWAY IT1 #.%filf 03 OK 9' • I, i , 29C ty.,r4rrir‘,. 28 ADJACENT LOCATION 5, ON COMPRESSIVE BRACE OK 20' 3<Vg,,,..t.,,i ;, IIY3,9 ........, 4ivocr4:1.$ , i 1. 2SD 29 ADJACENT LOCATION 6, LEFT UPRIGHT TOP * 104 OK 20' I I COMMENTS: ROUTE TRUNKWIRES TO AVOID CRIMPING, PINCHING OR STRETCHING. FINAL RESISTANCE READINGS TAKEN AT TIER TERMINALS _ Cu stomer EngtneerIng: CHRIS ABBOTT RELEASED BY: CE& L112: &/A CATE 03;93/99 7 HITEC Englneering: MICHAEL NELSON (Page 4 of 4) ,-) ii cl...., HITEC Corporation, 55 Power Roac, Wixtlord, /IAA 01e85 Telephone: 978-592-4793 Fax, 978,592-5075 01 ; 1'3786-825E) / 8 HI ,E; PAGE: E6 1 st _ .fA 3' E ' T:_— �_ _ L__ e..... '.: -_ ORKING'DRAW$�? N ' _ GAGES .. • �- 7 1 EB . x 4 40-14156 --doe • • • C N A, SAISSX MS s fl 62 tit 56- t ArzAce C 1 C-) ; t.;',.. . 1 :..: (66: i8 HITEC CORP RAGE . . .. _ , .. .. ..„. ... . „ ........ . .. .. . _ .. . . . _ .. .............„ ..._ ... ___ ... _____ .. . „ . .. . .. .. . ... .. , . .. ... .. . . . .._ . - • - . .... _ . . _ ._ . . . _... ....., .. _ . ................ . .. ............„.... „ ., „ .... .... __. • ' - ' - .... - — - - - WORKING . DRAWiNG/PfitNT - -- • _ . . . _ . . . ... . . End LOAD TEST ....... - - FEB 2 i ing- 4 T/C ' JOB# 0 - 1 41 1 i . BY .. I . . 1 . I . I I _.. " Cs) --. . ____. 11 . ... _ _...., -1 _ . , 1 . .... _ .... ... ... . ___.____. . ..... .. . . . . .. ._ . .. ___. _.._..... ... . • ... .. ... _ . . . „......_......__„_ _......... •= , .. - --- r *,,,----- _ CT,..,.. • L ,....,-. k 4,„, = . 1 14 ,,,_ / 7 C.D . . . . . .. .. - - • . I ......,. . . -----„,..„.,..,,.. - .• • . ----`‘',---,.. 1 \ . . • ,,- ii ro 1 1 . i ...____ . - . . . . , , . . . , .....„ .......... „ „ .......... __ .... ____..... . _..... , • . . . . . 1 .. 1 1 , . 1 . .. 4.. ..... . d-r,"---, /-1,_ O ( I) c '•-) :ON 3 ...... '',.- STP:417::ati'v4- t4s.Li) se-4 r,i ....,_ . C3/05/1939 /19'39 € 6 : 08 1 '3/OG925E172 HITEC CRP AKT;E , :.13 WORKING DAAWiN'R('T 3rd-LOAD-TEST. _._....._..- ___- -__.._ FEB 2 4 1999 . 1.4 GAGES Jam# 4 0 r - 1.4 1 5 h 2 T/C I I i I t 9 I t . . .............__- .......__ ' I_ 1 1 1 N-.. N T . ... ,,,,\N\N„,., . / ''''''''N',„ N. \ 1 • I/ / . NNN N, \ . I '''''' 1 aa� i 1 ,.69,4 .1 4 2 : Cam( Soc.T Appi.l3,, S7E t> 6. w c , i 1 , . . . O'qdc;113 16: 08 • 1970,692507E3 VII TEC CORP PAGE OS . ... .. . . . „ . . . 000.\ - ----- . .. ... . . .. ... „......... . 7 ._ . . ........ ._,...■---'---- 1 , 4th, LOAD ...TEST \ 25 GAGES '•'' _ ----- i._--------- 1 oca ro 4 4 T/C , ! ‘ ,. .00FIKiNG-DeAviriNG/PRNT . F EB 2 4 199 1 .. . .„.. - OATE-------.----' ..----- ------. ------ 1 , _ .1043t.-------------- .------ 1 -- i . eY.,...--------- ---f .... - I 4 1 { 1 4 1 . . . .. . 0-1...;! i Vi -------= 29 L------ — • L'..L., '''''''':---,, \ . \ „...._.. . _. ,,,.. . • , / • -....,, / k\i .• ... \ . . ‘ ...._ 1 / .+1 ^ 4 , ,. ‘ -' ...,..,, =• 1 L \ . • k • ' --- 1 \\\\ . 1 '-.....,,,, • . -,....,,,,,, . -, ....- s , , ,, ,,z„, • \ '',...'''', \ 11 „ 0 „.. ...,....... ... . sv:-°"'Aei crew. e LoeArfo ‘ e 7 • ,7104s ,4,41, 0 : 0 ,, i g44 ...7. t 4 ppeo.,‹ , 1 i .... ...----.......- APPENDIX F CRITERIUM - MOONEY ENGINEERS SCOPE OF SERVICES FOR MONITORING OF TESTING 1 1 1 l ,41ity i.;? Aftl' .4) Criterium - Mooney's scope of services pertaining to the on-site testing of the MAX1-1.114 30-tier, wall attached bleacher was as follows: • Review of the Department of State Architects' (DSA) procedures in California to obtain approval. o Develop a plan to effectively expedite the approval process by proactively providing information needed and working closely with USA to resolve questions and concerns quickly. o Review and comment on test procedures to be conducted by Hussey Seating related to these new designs. • Coordinate approval of testing procedures with DSA. • Monitor and observe testing, as needed. hTty • $.'21 1 APPENDIX G RESUMES AVV 't!".!X;',7"77.- H. ALAN MOONEY, P.E. Area of Expertise Mr. Mooney is a civil and structural engineer with over 25 years of experience in engineering- , related services from performing, thousands of residential and commercial building inspections to managing complex multi-million dollar engineering and construction projects. Mr. Moonev has also served as an expert forensic engineering witness. Mr. Mooney is CEO of Criterium - Mooney Engineers and President of Criterium Enoineers, a national franchise of consulting eneineering firms that has 68 locations across the United States. While he is responsible for the general operation of both firms, he continues to be actively involved in serving clients with inspections, structural evaluations, investigative engineering, site planning and structural design. He has also established an impressive track record as a noted seminar leader, locally and nationally on construction-related issues, hazardous materials, and building inspection procedures and standards. Qualifications Mr. Mooney is involved in virtually every project that Criterium - Mooney Engineers is awarded, whether it is design or inspection related. The following list are some of the projects that he has worked on in the last few months: • The Brook House_ Brookline, MA - Condition Evaluation & Reserve Study. • First Universalist Church. Auburn. ME - Design for Expansion. • John J. Nissen Baking Co., Portland. ME - Space Planning. Mr. Mooney has been working with these clients, also: • City of South Portland, ME - Evaluation of Buildings. • Principal Financial Group. Secaucus. NJ - Building Evaluation, • Greater POrtiand YMCA. ME - Building Condition Evaluation. • Groton Planning Group. Groton, MA - Inspection and Design. • Anastos & ',ohms. Inc., Yarmouth, ME - Mechanical Evaluation. • Maine Medical Center, Portland. ME - Structural Evaluation, • Drummond & Drummond. 1jar4,".ij E - Su Capacity Inspection. • Education B.S. Civil Engineering, Rutgers University, 1969. ;- Professional Registrations Professional Engineer in ME, NH, VT, MA, CT, NY, and SC. / Licensed Environmental Assessor in California. 440 BOCA Intern:itiornd . /fly ,41 • DAVID A. PRICE, P.E. Area of Expertise Mr. Price is a Licensed Professional Engineer with experience as a civil and structural engineer. He is the Vice-President of Design Engineering Services at Criterium - Mooney Engineers and has earned that position by his outstanding performance in the structural design of significant multi-story buildings, health care facilities, community centers, parking garages and numerous commercial projects. Qualifications Mr. Price has twelve years' experience throughout New England and Texas. During his career, he has completed design work for the following projects: • Structural Engineer of Record - Portland Public Market, Portland, ME o Designated Special Inspector - Cumberland Avenue Garage, Portland, ME • Structural Engineer of Record - Casco Bay YMCA, Freeport, ME • Structural Engineer of Record - Wiscasset Community Center, Wiscasset, ME • Structural Engineer of Record Maine Bank & Trust Building, East Facade Restoration, Portland, ME • Structural Engineer of Record - One Portland Square Building, Precast Clock Restoration, Portland, ME • Structural Engineer of Record - Central Maine Medical Center Office Building, Lewiston, ME 9 Contractor's Quality Control - Aircraft Ground Equipment Facility, Brunswick Naval Aix Station, Brunswick, ME O Structural Engineer of Record - Harbor Hill Assisted Living Facility, Belfast, ME o Structural Engineer of Record - Law Enforcement Center, Portland, ME Education M.S. Structural Engineering, University of Texas at Austin, 1986 B.S. Civil Engineering, University of Wisconsin at Madison, 1984 Professional Registrations Licensed Professional Engineer in Maine and New Hampshire Client's Comment "...His strong theoretical ability combined with his calm, informed professionalism created a very comfortable working relationship so important to our design oriented team. by Marek Garlicki, AIA, Archetype, Boston, MA :Pt