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HomeMy WebLinkAboutMiscellaneous - 70 FLAGSHIP DRIVE 4/30/2018 (6) P HI M E C I . I i i O R I E 0 —Q— PHARM-ECO LABORATORIES, INC. David J.Wade Core Team 128 SPRING STREET,LEXINGTON,MA 02421 D TEL 781.861.9303 FAX 781.861.9386 E-mail:wade@pharmeco.com PHARM - ECO Q ::�MMOLECULE TO MARKET Who are we? ' We're not just an analytical testing company. We are a pharmaceutical process research and development T provider of active pharmaceutical ingredients (API). When our own �... analytical capabilities were fully booked and we had to start looking outside, we couldn't find anyone who does what we do. So we expanded our facilities. Now we can offer our services to you. Let us be your independent testing lab. We know what you need because we need it. Analytical Testing We put our Analytical Team chemistry to work on your impurity profile. Our method development expertise is tailored to needs. lle profile, reference standards, and develop and validate analytical al mhdsTheacccompany ng are and documentation and reporting will be in the format most useful to you. Complete Stability Management 6 4A For some, stability management is just storage. In our validated _ f chambers we provide ICH storage or other special environmental conditions that you require, and the full protocols that you need ' including storage, method development, validation, as well as proving the method is stability indicating. Regulatory Support Services Pharm-Eco will provide full regulatory support for analytical and process chemistry. We will team up with you for regulatory or audits or train you to perform audits. � e and filings,s vend compliant g , Process Development We've "been there". Our early stage drug development expertise is the result of experience gained with a wide range of contract research chemistry. Pharm-Eco can provide the complete solution you are looking for. The earlier in your process that you come to us, the faster we can eliminate production synthesis steps, unscaleable, dangerous, or difficult chemistry, and increase yields. Additionally, Pharm-Eco will prepare reference standards, manage the stability testing, prepare test protocols and do complete drug product testing and analysis. Put our team chemistry to work for you. = PHARM- E C O MOLECULE TO MARKET 128 Spring Street, Lexington, MA 02173 Tel: 781 .861.9303 Fax: 781.861.9386 Email: main@pharmeco.com http://www.pharmeco-com 3�m I I h.LLE` 0:5 •ad, t'v`1�� £ �E E b �€ ..3 �a �R`�z.rtU'3r�� s: a .,}k`h'4• 3;f �Y£E \£ �� `� $'F"S`Y dt\xL}:�, „£?i<...`.r..�.:: k• `bi',x,7. �x't 't t' � ��E �';�'t :Edo«<m 3 ` cY �4� � Y� F Y\Hf �t4 'kJ`�S y<H k����.^'•°, 4 , F R C"2 'R'.g.',�, ��✓�\�'S, �aa.� �� .r�\`.y�„ ,<< �H �x� .a��h � ;x E;rY� � x F � xx , r: s; p'x�.�fs�s?s �` rxr. •..� :�g��, �?� ,�e2� s x?� ��E 3 ok qo . - Phonn-Eco Laboratories brings the power of Today's business imperatives requireXour�project is managed by o phonn'Ecu is organized �n answer the outsourcing to you wherever you one on the outsourcing as on /nte8nz/ port of your nnu/ddbdp//nnry team that combines strategic,creative,process and production path ofcommercial development. Phonn-Eco development efforts.The power of science,business and project management demands ufsuccessful drug development. isomultidisciplinary pharmaceutical chemistry outsourcing buys you time and expertise, to deliver: company that serves the strategic interests preserves capital and overcomes resource Our strengths ensure our clients: ofdru�deve/o�/nentd/entsbvb�n ��� constraints. ^ Process' ' ~ ''� technical know-how and industry expe�enoeand resources will help you and validation ^ \ GMP nenta|ity fad|ities' staff and experience tothe discovery, m � � � �� � � � � cess � cc / mon�ssuethmmh ° Analytical methods development systems development and GMP manufacturing of onintegrated and flexible approach to and stability testing ° Aproven track record that means nevvthenopeutic /nu/ecu/es. problem solving and on-time delivery. experience ° Full quality control and quality assurance , Breadth ofdevelopment support Phonn-Eco'svalue toyou /xour ability services to deliver: ~ (SMP manufacturing ^ Commitment to state-of-the-art , Pharmaceutical chemistry expertise ^ Discovery and development research technology At the forefront ofpharmaceutical chemistry, . Technical know-howin process " Drug development consulting Phonn-Eco's chemists one o key to its development and GMP manufacturing expertise. ° Infrastructure and resources focused Our facilities include: _7 he Solu Our areas ofexpertise include: on your new molecules GMP pilot plant Co// us. ° /\ Gy1Pnnenta|ity ° G|ass'|inedreactors �onn 10to200 ~ Organic synthetic chemistry8a||ons Phonn'Eco Laboratories will work with you ° Medicina| chernistry , Five sepumt* production areas to defne the scope ofse/wcesyou need ~ Analytical chemistry The solution istuengage /nbusiness togethecNevi//upp/yourtechn/co/ know+ ° Natural products chemistry R&D Laboratories how and industry experience to de//verthe ° Peptidechornistry Phunn'Lco� �ockrecord goes stno�h�0o , 38chennicu| h«odsin50'�00square power ofoutsourcing tnyou. � feet ofresearch & devc|opnnent ' the point. ° Polymer chemistry '' ' laboratories impact ore the driving forces behind For more information about how phunn-E oo Computational chemistry phonn-Eco'scommitment toyour success. ~ Milligram tokilogram GMP production Laboratories con become onintegral port of capacity your 86/ 9303or ° Quality control and quality assurance ^ ` ' phunn-Eco: , Fully equipped analytical laboratory ennu// »a «t/no/n0)phonnecozonn. Applied to: ° Has provided drug substance and intermediates for hundreds mf ° Multistep synthesis compounds in human clinical studies ° Chiral synthesis ° Has prepared and submitted over ° Combinatorial chemistry 35 drug master files with the FDA — --' ° Rational drug desig ` — ° Has synthesized over |OI)OO compounds ° Delivers services to clients in nnzVor international markets Our clients include emerging and established biotechnology and drug deve/opnnentconnpon/es as well as — "Al multinational pharmaceutical companies. - .~ Nealso work with several branches of the N/Ff ` ^' PHARM-ECO LABORATORIES, INC. PH/\RM-ECO LABORATORIES, INC. �r OF - C i Q UtS 0 Uc 11 4 = u 0 s c i e ri c 0 s olutions s u c c e s a , e e r u v s a !v i. e i Y c e s a 0 a u IY+ 0 s e PHARM-ECO LABORATORIES, INC. �p 128 Spring Street 0, Lexington, MA 02173 4 Tel:781.861.9303 4 Fax:781.86 a PHARM—ECO LABORATORIES, INC. I� Email:main@pharmecrmeco.com http://www.pharmeco.com ' w ~ / r � 7 � � � ~ � 0 � . Corporate Capabilities PHARM - ECO / MOLECULE TO MARKET / v ~ » Markets served and major products If Pharm-Eco's product is our synthetic organic chemistry and API development services.Our cus tomers,often client-referred,come from the biotechnology,pharmaceutical,and food industry segments,as well as government agencies such as NCI,NIDA,and NIMH.They include both emerging and established biopharmaceutical companies as well as major international pharma- ceutical companies. Technologies and technical services Molecule to Market describes the breadth of ser- vices Pharm-Eco provides to its clients: * API synthesis 9 GMP-compliant production Process research,process development,and ' m ' T / ^ � � ~ ` , w � ^ ^ � � � : 7 u � ' » ~ � . ^ " � ~ � w WDrug discovery,drug design,molecular model- � R&D(discovery to process development) mganucommnaUonn�ams A ' _ Company description ° Chiral bui|di��� 4 ' � Pharm' / ' advanced Addbiona|se services_-,—.__ �-_ istrycapabi|bies tnthe pharmaceutical industry, ° Pharmaceutical analytical services academic institutions,and government research ° Stability management It agencies.Anexperienced provider uffinal and in- * Regulatory services including FDA drug master termediate active pharmaceutical ingredients in file submission and FDA compliance training. � � p � * � @ quantities ranging from milligrams mmetric tons, Pharn-Ecohas synthesized more than 10,000 10Pham�Ecotpmgmm��er�osi�widemnging compounds and submk�dmomthan]5dmg � The company isequipped with complete research master files tnFDA.The 5O,0OO_ft«Lexington tad|' and manufacturing facilities,including analytical ityhouses the company's headquarters and lab* � r instrumentadonmgulatoryemicesandgabi|hy mtohes.|nNorth Andover the company owns and management.The power ofoutsourcing can de- operates al0,0OO-ft2 pilot plant. , - ^ liver Pham,Ecotcomprehensive capabilities ne- ' - '' |aoedtochemical synthesis and the drug _ . ^ ��� - �� � p ^= If development process tnproviding solutions on r ' �'2~/Spring Street, commercial pharmaceutical development pmb' m 8 Lexington,MA02173; |ems.|nterms ofresources,Pha,m'Ecohas apro- fessional staff ofmore than lN0,including Z5 ' r TELEPHONE, PhDs and momthan 75mdendhcand engineehng 78 x ` * ' 1-861-,9303~ degrees. � FAX °_861. Organizational design Phann-Eco'sinnovative project management � 0 v ' model �eoppo� * � r . ~^e ^~~~' mnhyfor direct client/chemist interaction sothat -www~ customers communicate directly with the people � . ~ w�pnnaumnt doing the work. � nn�uonmp��nm�osunn��rsu*wn�oavoonpon^��cupxa/�ms000vmuo,1en,~~, . ,, � ^ ~ ^wAowAwsTAx*PUBLICATION Printed mU.S.A. UNI� �ER-,SAL PHARMA TECHNOLOGIES tr 41 ANNOUNCE$ COMPLETION Qftrj S_iPEC( JALTY` SEPARATIONS FACILITY* 4- Universal Pharma Technologies, LLC (UPT), a joint venture company of Lexington, MA based Pharm-Eco and Des Plaines, IL based UOP, has completed its contract research and manufacturing facilities in Lexington, and North Andover, MA. Sharing facilities with'pharmaceutical chemistry leader Pharm-Eco, UPT can provide a unique combination of chemistry and separations services that provide single source solutions for the client. Stand alone separations featuring Simulated Moving Bed (SMB) technology, or integration of SMB into an overall drug synthet- ic pathway can be,performed for pharmaceutical clients—under cGMP conditions! All under one roof! PHA S,E,, la Phase I allows pharmaceutical customers access to specialty separations incorporating Simulated Moving Bed (SMB) technology in cGMP or non- cGMP applications. Process development, analytical services, and SMB pilot plants are locat- ed in cGMP laboratories in UPT's Lexington facility. An SMB production plant located r in UPT's North Andover facility has been integrated into Pharm-Eco's cGMP reactor suites for full separations/syn- IT thesis capability.,Production capacities ranging from grams to 100's of kilos are currently available. Equipment: up to 10 cm ID SMB columns X"M Capacity: up to I metric ton Completion: August '98 PHASE Z UPT isn't stopping here. Phase 2 expansion is underway, and will add SMB produc- tion capacity for clients requiring multimetric ton quantities of chiral compounds, or larger achiral purification requirements. Consolidation of its laboratory resources into Equipment: up to 25.4 cm ID four dedicated cGMP suites at the North SMB columns Andover facility will enable UPT to perform Capacity: multi-ton production research, process development, and production Completion: Q1 1999 from grams to tons all in the same facility. O 11 t O SMBa SOLVENT PRODUCTION RECOVERY ROOM ❑ Rl TOVAP LAB OSOLVENT LAB STORAGE OO ROOM O m OSMB LAB SMB LAB ROTOVAP O CONTROL LAB STORAGE ROOM m SMB LAB/ COLUMN PACKING ��'^\ STORAGE OC LAB FOAM \\ LOADING SMB LAB MECH ❑ \\ ROOM DOCK ROOM EXISTING \ ELECTRIC ROOM I I 5 I OCA \OPpNC'O FIRST FLOOR SECOND FLOOR ONBacked by the extensive resources of / Pharm-Eco and UOP, UPT can respond r rapidly to client's challenges.Universa/Pharma Techno/ogles�cc p Y g Whether engineering or chemistry related, UPT can draw on the combined experience of its parent companies to develop cost effective, scalable solutions. 128 Spring Street, Lexington, MA 02421-7800 TEL 781-676-5399 FAX 781-676-5418 -0 _ PHARM - ECO 0 Discovery Pharmaceutical GMP Manufacturing Services ' Chemistry Services Combinatorial Libraries Active Pharmaceutical 1 Process Development Ingredients Scale-Up (mg To Metric Ton) Rational Drug Design Medicinal Chemistry i Kilo Labs and Pilot Plant Combinatorial Building Blocks Analogs/Prodrugs QC/QA& Regulatory Affairs Discovery Software Analytical Chemistry Your source for science, solutions, success. Call us. Let us deliver.the power of outsourcing to you. 128 Spring Street, Lexington, MA 02173 Tel: 781 . 861 . 9303 Email: mairi@pharmeco.com Fax: 781 . 861 . 9386 http://www.pharmeco.com PHARM-ECO LABORATORIES, INC. —Q D _o- P I H A R M E C 0 Chiral Building Blocks Building Block R Amino Alcohols H N�COOH Applications i � High Chiral Purity Multi-Component Reactions Amino Alcohols Isonitriles Economical Process ( Ugi, Passerini, ... ) R R 1 -Carbon Extension Transition State Mimetic R NH NHz :C=N COOR' Protease Inhibitors off R Isonitriles R" U n i ue Structures Combinatorial Libraries NH N=C: q ORS Chiral Purity Heterocyclic Synthesis R Combinatorial Possibilities :C=N N=C: OR" Your source for science, solutions, success. Call us. Let us deliver the power of outsourcing to you. —0 128 Spring Street, Lexington, MA 02173 Tel: 781 . 861 . 9303 Email: main@pharmeco.com Fax: 781 . 861 . 9386 http://www.pharmeco.com PHARM-ECO LABORATORIES, INC. —a— -0- 4 CASE HISTORY NUMBER 1 BACKGROUND: The client had licensed a new chemical entity that had shown some early animal and in vitro activity and needed a validated drug substance manufactured under cGMP to conduct pre-IND studies. PROBLEM: The starting compound was not commercially available and if it was,the cost would be in excess of$200,000 per Kg! Additionally, the overall yields of the process were less than 2%of a racemic mixture and the client needed over 1.0 Kg of final drug substance. SOLUTION: Pharm-Eco developed a synthetic route to the starting compound and was able to produce over 50 Kg of this material using reverse synthetic programming, literature searching, synthetic skills and process improvements. The final drug substance yields are being raised to over 10% and the drug's market viability has been enhanced. I -0- CASE HISTORY NUMBER 2 BACKGROUND: The client had developed a novel steroid product that was active and showed very little side effects in animal models. The company had developed some synthetic pathways to the final product and had attempted unsuccessfully to scale the process up to kilo quantities in its own facilities. PROBLEM: The client then worked with another synthetic house that had limited scale-up capabilities and contracted them to develop a process. Once both the client and the other synthetic firm realized the task of delivering even 1 Kg of final drug substance was beyond their capabilities they contacted Pharm-Eco. Tox studies were already set and promises of IND filing dates had already been made to the board of directors and the shareholders. SOLUTION: Pharm-Eco developed a process that eliminated all the toxic intermediates i and was able to develop a semi-commercial process and deliver 5.0+Kg of drug substance. The original IND filing was delayed,however,the , company was given the go ahead'by the FDA. The drug substance is'now in Phase 1 clinicals and shows no signs of toxicity with good activity. The technology has been transferred to a larger scale manufacturer for f technical material { s; t' I i i -0- -4 CASE HISTORY NUMBER 3 BACKGROUND: The client is a start-up pharmaceutical company that needed clinical quality drug substance of the highest purity possible. The initial quantities were small; but the scale up of the drug substance accelerated aggressively, reaching pilot plant quantities within a year of signing the development contract. The process was extremely difficult and the yields were low. PROBLEM: The starting material cost over$10,000. Per kilo and the overall yield was about 2%based on starting compound in a multi-step synthesis. Delivery dates were very aggressive and the margin for error was minimal. .. SOLUTION: Pharm-Eco put together a process development team that included 2 sets of synthesis chemists and a support analytical team. The initial quantities of material were produced and the process was refined to eliminate contaminates and improve the process. As the process was scaled into pilot plant quantities the cost of final drug substance went down and the yields went up. The drug company was able to license the product off to two larger drug companies and they have continued to allow Pharm-Eco to produce the drug substance. In addition,Pharm-Eco was able to transfer some technology developed in part under a government contract that has cut the drug substance by over 90%. -4- CASE HISTORY NUMBER 4 BACKGROUND: The Pharmaceutical company had acquired an estate of compounds under a license that showed activity in a transmembrane site. The G-protein coupled receptor had been sequenced from.animal models but not isolated from humans ands its configuration has not been determined. The acquired estate had been compromised by disclosures. PROBLEM: The company had over 75 compromised compounds and activity data on ,! those compounds. Using this information and the drug evaluation capabilities of client, Pharm-Eco had to create a new patent estate. SOLUTION: Pharm=Eco; through patent searches, literature searches, computer modeling and other techniques, developed a hypothetical model for the new compounds. Using a retrosynthetic computer technology, the company selected the best candidates for synthesis and screening. Over the next six months the company synthesized over 100 compounds and these compounds were evaluated by the client. The result is a new estate of compounds and 10 active compounds. One of those compounds has been selected for clinical evaluation. s' 1 i { i -0- CASE HISTORY NUMBER 5 BACKGROUND: The client was interested in developing a purification technique for crude polymeric surfactant. This product would be used in combination with other products in a novel application. PROBLEM: The surfactant supplied had high levels.of Dioxane and traditional chemical purification methods were not removing the contaminants. SOLUTION: Pharm-Eco developed a novel process and patented that process for the purification of surfactants and the removal of Dioxane and other contaminants. The equipment and process produce a purified product acceptable to the FDA and the company has filed its IND and completed early Phase 1 studies. The unit can also be used to purify polymers and other heat sensitive materials. i r As seen in 11 1 MM M14 Lab Finds markin ,' et compounds by EWE MCCORMACK the wrong decision JOURNAL STAFF is made, millions of iI .:. dollars and poten- � Tougher federal'standards regulating the tially years of effort compounds used to make drugs have pro- can be wasted. x pelled a fledgling Lexington firm into a high- "Picking the right growth business. compound is ex- Privately held Pharm-Eco Laboratories Inc. tremely important r' makes small molecular organic substances to small companies, x � used by pharmaceutical companies, biotech- because they have nology labs and government agencies. lot resting on their In the past four years, Pharm-Eco has decision.They don't grown to 95 employees from five, and most have the capital of them have advanced degrees in chemistry. reserves a large ... g tr1' g Sales, which have been growing at a rate of pharmaceutical . about 25 percent a year, topped $10 million might have,so there .< N; last t ear'the com an say3' is re pressure to photo by Jim Spirakis The FDA is cracking down on manufac- make the right deci- David Wade, president of Pharm-Eco, has shifted the company's turing practices. They want higher purity sion first," Wade focus from government contracts to commercial customers. drug substances and'tighter controls on man- said. ufacturing. That's what we're really good at. Once the compound is chosen,Pharm-Eco some creative financing, which included a That's our niche," said Richard Gabriel, 46, develops a process for manufacturing it bridge loan with the seller. No other executive vice president of marketing and under FDA-established practices. And then investors were involved. business development and one of Pharm- they make it in volumes ranging from a few Of its 30 employees in California,only two Eco's three owners. , grams to thousands of kilograms, depending chose to make the move to Lexington. The crackdown, due largely to increased on the phase of the drug development pressure on the FDA;to get drugs to market Process. Change of clients quicker,has caused the agency to focus more Most biotechnology companies don't have closely on the early stages of the drug devel- the personnel or the expertise to make the Wade said even before they purchased the opment process—specifically the compound quantities of compound required—at the company,the new owners made a conscious manufacturing process. quality levels dictated by the FDA—to enter decision to"overcome the company's depen- David Wade,52,president and owner,said into a clinical development program, Gabriel dente on government contracting,." where the FDA's shift has been the primary driving said. money was drying up. At the time they pur- force behind Phartn-Eco's impressive That situation has only increased over the chased the company, 85 percent of Pharm- growth. I past four years as biotechnology companies, Eco's work was with the National Institute of "Companies that used to outsource to labs forced to scale back resources and projects Health and Walter Reed Army Medical Center that were less strict turned to companies like because of lack of funds, turn to outside making drug compounds for cancer, AIDS Pharm-Eco when the regulations changed. sources to do more of their work. and infectious diseases. The remaining 15 We understand the guidelines. We already "Biotechnology companies don't want to percent was commercial work, including had a credible shop,"Wade said. focus their[limited]resources on this part of pharmaceutical and biotech companies. the process. They need to concentrate on Those percentages are now reversed, with The business re Eco how the disease works,"Gabriel said. 85 percent of its contracts in the commercial Pharspecializes in one part of the a roots sector.At any one time,Gabriel said the com- pany is working with about 10 percent of the process of getting a drug to market—discov Founded in 1971 in Simi Valley, Calif., the biotech firms in the Boston area. ery and manufacture of the lead compound. company was purchased in 1983 by Jouveinal In addition to Pharm-Eco's 50,000 square feet d It works like this: A d drug development S.A., a French pharmaceutical company. office and laboratory space in company solicits Pharm-Eco to help deter- Jouveinal had difficulty running the small Lexington, it also has 19,mine wha000 square feet in disease.t lead compound is needed to treat company, according to Wade,so in 1991 it North Andover,where it manufactures larger agreed to sell it to three investors—Gabriel, volumes of compounds. Pharm-Eco synthesizes libraries consisting Wade and Gene Klim, 61,who serves on the of billions of compounds, which chemists board of directors. Five months later the Company officials are optimistic about the and biologists use in the discovery process. ' three moved the company to Massachusetts. continued growth, but declined to speculate Choosing the right compound, especially Both Gabriel and Wade have chemistry on future revenues. They also declined to for small biotech companies, is one of the backgrounds. Wade spent 20 years as a identify clients, maintaining they are bound single most important decisions a company merchant marine. The three invested their by contracts that prevent them from disclo- will make in its drug development.cycle. If own money to buy the company and did sure.(] 0 Boston Business Journal.September 29,1995.Reprinted with permission.All Rights reserved. NOY' 18 '98 10:03W SHC1nSHANIAN INC P. 1 j3P E C Shooshanian Process Engineering& Construction, lne. 9z M;,nsvai, .ti,c;;+ue � ., , „ „ Sta,oi,ani.M.,asachusetts 02 $0 t 781 AM 33.1 FAX'TRANSMITTAL J Company: FAX No.: From: Re'. OAN-Eco PjQ,�. Date: No. of Pages: NU Ati Awf o' Ak- a'j W&") 4kl,-D-,l- AY :L t. -C.x�IJ W1 .4 f 11/18/98 11:06 TX/RX N0.2628 P.001 llLi�- -uN 1110NI1. III'IIA 011!1 YMl1 YOB�NI II N�t IU u' {�!►( y'y� tJ (.( DEC 03 '98 03:46PM SHOOSHANIAN INC 1 A A 7 V V J .I 1 J r JI commWweaffh or all � �Of RC�ChUS@1�S Dl��fa1'tIM��entaAffolrs InWroomeo#o! proateori �srorl/Norfhem Regbio!0mce g-� APR -51994 Mr, Thomas Sauinier ttE� NORTB Pharm-ECO Laboratories I,�c, AMOYER, KA 70 Flagship Drive sewer system Connection North Andover, t4A 01945 Permit No. 79543 =W No. N94C1009A Dear Mr. Saulnier: In response to your application for a permit to discharge into the sewer system industrial wastewater from Phatm-Soo Laboratories, Issc. facility located at 70 F�,sgehjp Drive, North Andover, M"840hu0etts, and after due public notice, I hereby issue the attached final permit. No comments ments ob ectin � g to the issuance or terms of the permit were received by the Department Burin the Therefore, in accordance with 314 CMR 2.081 the comment period. effective upon issuance. Permit becomes This Permit is an action of the Department. I you are aggrieved by this action, you may request an adjudicatory hearing. A Notice of Claim for an Adjudicatory Hearing must be made in writing' and postmarked within thirty (30) days of the date this Permit was issued. Purauant to 310 CMR 1.01(6) ,' the Notice of Claim &hall state clearly and concisely the facts which are grounds for the proceeding and the relief sought, 4 The Notice of Claim, along with a valid check ayable to the Commonwealth of Massachusetts in the amount of one hundred dollars($160.000) , must be mailed toi* Commonwealth of Massachusetts Department of -Environmental Protection P.O. Box 4062 kcston, Massachusetts 02211 The Notice will be dismissed if the filing tee is not pard, unless the appellant is exempt or granted a waiver as described in 310 CMR 4.00. ' I 10 Conmewo. way 0 Woburn,MossaeAnaelta OtA01 FAX 017)$3644 • TGAVIIIella 1 9084180 i I I DEC4030'98 03:46PM SHOOSHANIAN INC YAX h0, 978 975 3373 P.3 P. 2 �M..�. PI IAP.M-FCA LAROKAYORIES,1NC;, December 3, 1098 I � ate"Murray SPEC 92 Montvale Ave, Stoneham MA 02180 Mar Steve: Attached pleAse And copies of Our Industrial Sewer Connedon Permit from the DEP and the 6reatsr Lawrence Sanitary Whim Phase nate that the PVft is for a total of 430 gaibns per day,260 gWbr4 Of Industrtet vrrssle water and 190 gallons of sewage. When we eppUed fortl+e permit,we estimated the Industrial waste water Row at 250allons 9 p81'day. YVe�however 0 died( I 0019 Pouf of this amount. The addition of the files in unit#2 w11 be cons sM vAh�rturreent design philosophy. There W1 be no floor drains or process equipment emneded to the Sewer. VVsler used in the process is 4MM*d and shipped out as hazardous waste. Al waste Solvents and chemicals are also shipped out as hazardous waste for disposal at appropriate licensed reaRkles. Also ORGOed please And two WAGS of (+scent hua(W O waste manifests for shipment to our hazardous waste hauler 8afetyKieen(formerly LaWle", Sincerely, i Thomas A.Saulmer 1 � iIN % KINt. '14911. If'X)Nt•1/)K, �{n}fat}11,ayJ11p11',1 71141',1hl.4if 'I,MKA1?.211,7. {U4 i I I DEC 03 '98 _03:46PM SHOOSHANIAN INC P.2 PEC t�hooshanlpn . PI'Oe"s 1E:"Musering&construcuong Inc. ' 92 Montvale Avenue CE N O I N E E R$ W H O BUIL 01 Stoneham,MsssachNsetts 02180' T 781436$337 r 781 A38$297 November 6, 1998 North Andover Building Department 120 Main Street North Andover,Ma.01845 Attention:Mr.Michael Maguire. Building inspector Dear Mr.Maguire: Per our conversation of this morning,I have attached the following additional information regarding Pharm-Eco's pending building permit application for their facilities at 75 Flagship Drive: 1. A copy of Pharm-Eco's existing Sower Connection Permit#79543 2. A copy of two recent waste manifests indicating shipment of waste solvents via drum pick up by Safety Kleen,Inc. As I explained this morning and as pharm-Eco's Tom Saulnier's letter reiterates,the waste produced from operations of the proposed new build out;will add no new sanitary or process waste flows to the existing sewer connection.Therefore,I expect no impact whatsoever on the Greater Lawrence Sanitary District. Solvent laden wastes from the new process area will be manifested out via the same procedures utilized by Phartn-Eco currently.All these wastes will be drummed,temporarily stored in the new proposed solvent storage vault,and then manifested out of the facility via an approved Hazardous Waste hauler such as the one currently used,Safety Kleen.Additionally,Pharm-Eco is only at 40%of their permitted waste flow to the GLSD,and as such,has room for growth within their current permit allocation. Once you have had a chance to review this additional information,if you have any questions,please do not hesitate to contact me at(781)438-3337.As you can imagine by now,Pharm-Eco is extremely anxious to begin construction. Sincerely, i Shooshanian Process Eng' &Construction,Inc. Steven R.Murray Senior Project Manager Cc:D.Wade R.Byron T.Saulaier K.Orff File 9725.04 SPEC epeclaltzes to the design and constrMion Of f8c1litft for the ohermaceuWW,biomedical fine chemical and food industrles nn 1l1Mt1 ,n. ,A lt► nrTAMI TSf-A FAX �If1 (7�1� (j�1{� �J•''J tl 1 .1 DEC'DEC 03 '98 03:49PM SHOOSHANIAN INC FAX RU. J r a!J J J p .P,ill, I J�_�.,� & COMMONWEALYH OF MASSACHUSETTS DEPARTMENT OF ENVIRONMENTAL,PROTECTION DIVISION OF HAZARDOUS MATERIALS 9719G One Winter Street Boston,Massachusetts 02108 "AI<609430 Please emor in!.-Fwm for use on elite 11 S t@ UNIFORM HAZARDOUS t. nerator'5 US A 10 No. Mardcest 000UMenf No. 2.Papt11 infennaflon in tale shaded weaaa WASTE MANIFESTa no rogw►ed by Ffedofal law. 9.Gertorafera NAMG and MAMn ANV44% slue Mwea vemmfil umber o'i4 �u s°oii tln DeR 11r1E. MA K 80943 M K, AlMMA. KA 0184S- #.8aneraicrephwo (978) 97S-2370 6. rsnsportor t Company Name 6.US EPA 10 Numbs► C.St ll TrYns. D !16 ) a 7.Tran war I Company Nmna I.U8 SPA 10 Number , $ Daaipffaiod Faft Now and Belo Address IQ.US EPA IQ Number B.Slate TreMa,ID D Tang09h'hone 0-61410 yQi%e iD �NOT AB_Q.iIRBOE )f Inc.&AW sue - Sd! ebti IIA 4+ K$;PflNy "W4 ! v 1 t.its DOT Oner"en Prover BMpptng Name,Haalre close aw a Nlrmbed 's " v WAA .. U a' wA�Si WL105 CWTAl ,�,r�,{�,tA)NMtitE i 1 D. }� h N. MCI ii romi�OR. �4FlE). 4.!. �3p�Sr it 0 N b. �d 4 j 70 A N �f'ef Ll s0$* R.C.S., tAC£TOW9 ANO . I�� 3 : i A' aAp 1") If L kw!w1 W-0.5g 0 -1 QIR! 01 0A S5 , cp 0 0 16 d os . 0 FMf iVE NOS Ld i! .0 !• '. irIC I�}• 3. 9d16 { .I&F0'60fj# �.Addifi0flai DescrSpGen9 Ver rdaffiffafeliefed AttoW f+!1ekr00 y9k@rafate mMhaidrdoode.) K Handang Oodet+ot w68ta8 U61e6 AraOlre � t s tti IL aG loll 1. 5a �!. . ) � � p )• C 16.SpeCiBi MandlinA Jnoltuctia119 6Ad Atlditional Ifdortelelion � Il�.j a ' ,�eec�er�ls al IS.6ENERATOW11 CERTIFIO►TtON:i rwraby dwere esu the cements or Ira are fp ere fui�w4 say 1414 deeen�.d above by pompe►2ft"tq nine am Ale gfwj.l i asekee.lnafkeo,Ord Ribs",and am in an top *in pow?eo wfan far,tgnsppeCi vto wsy a000bUgye appAiYaaie lniernvrgnal a►d natlenat py„emmaN�nONW N(ern a lugs 4v IeMctl eanwater.I aeniy shat i rave s pregfaM In pia�ld►acute th•vokrne ens tolatity Ot.va.ta gefwratod k 11s dearer 1 nave datefnrine0le b2 eeondrdCa N. no Iho a l!ionn .e Op di,T ,�I ela9ela retired aT aeeln,�1,asaa9p,a p00S aurtY�U�r waualNa i.ma+clop,minlmtEeti Yie p►eeMt 8nd ruWTg ptre9l ro Idtllgbf �!' fnalhed that is a+r8dable Oo ma rJnd{hp T aen atiofd��aet>.raror.f I►ave fordo a goad feNh ettod ip nrnilT�(ta TnY wgetO ps�ratlOA Md SING Ih.beat warts�aeyytonlarn Q _ 154wrofmcy S i tion [int t U @ ••K w-. i —j00 Oats �: Pfpl � �.•, � s�pnnture ��/ nl s e tf.Traftsporter 1 Ackr+ewiedpemm ei f esipt of Mafeffafs �..•.,.•..,.;� p C A hem orY rw 16.Tr8napofter 2 awfedpafganl of RVCelpt al Maiarneta DatO PAONW)pod Nmno ra MerNh F 1 .Dltsrovaneylrld�eafiOnBvaee 1C t 20.Facility owner or C"fator,CsA�f"lion of reaW of eazwom matefiels toverad by ibis maidfest except as rl"d in hesnte I Dow L; P4niadrrypedAMnta BtpTtniure twoan Oal► Vaal Venn Anmmrae dA8 ho.FOSo•00�6�uaa o-0a99 Ewa orm a700•!Y tner a.eai fNe+�ous eduona see oas�aa. •>rAAYslls rl'IUCf?It'r'A4 QCTAT'bt • DEC 03�'98III, 3 49PM SHOOSHANIAN N FAX K • 978 975 3373 P.11 P, i2 .saq . �vnnjfN6NWEAL'TH OF.MASSACHUSMS DEPARTMENT OF ENVIRONMENTAL PROTEC'T'ION DIVISION OF HAURt)OUS MATERIALS $419'A , $419'Ort Wnt r Strut Boston,Maeactusetts p�i08 tAK 9 0,91? UN ORM HAZARDOUS P+oetis rintnx . Farrrttlesi n for n 1 �•Generator's.IJB EPA Ip No. MMil88t!)Oeument tVo. Psgo t INnd onlien In Iirre+oftsdet! ep00 WASTE MANIFEST of la n of MOON by Fo6ral taw. 8.setwatoes Nano aw Mating Attdrer:e MO & AIN OII'I1tE A • K �2 H. AWDVER. MA 0I&45. s een.to a.0eAarawrwDaone tfl7S) 975w2$�0 a' �V S 'rranappner 1 Cenrpany NaMe 6.u EPA 10 Numbtlf Q Slitlr•/1E01 l�y� 1M:. �Trans.cans .. > CP .Warleponer a t:wwy Nonto d d Vg ESA 10 of � O N Q Trattdpodeee p"We � ba V B,Dosignetoo Fatiity Name ane site Adit" 10.Us EPA 10 NuMW 8.at"Tim ib fu SA F:fY•�.I;"„ T {��►.• P.Tnem►/oAe�a w+oge ft 300 CA►+tAl. T69 +a.ettto fta sto NOT rfECU1AE0 0 t;A1�teENC�: !!A OIt3�0 N DO 0 , 447 N.Far Vs Peorto 906 1 11.U6 oOTpaseripupn(a+trvextg BhtDpprANonto.Harendt:tacaandlpuvmper) te. e�man i V f� �pp55 �gg�� ; T MAW, N TIC �tHEVt1ANt'XrA IACD► OWL A i TSS10 I D 4 o I E °' 3p ` S N EF OMBLEL[ 10 N0.662 lAl 1 . 'f ' a�101 r p L I tOS. Nos a C HYi C F� �o �. tAJ1893�. !l t,t U 0 0. j '..�s:• ; 06 F 0.'0.Z•, do j9j ' "N J. aortal' nOtieriniaMatertacLtsteQADovsMo r roandheoerecoo�l K I t . O rOr Wnatan UrAod Abovr 0 i5. eeiat Han 0 y. gp Oibg InetrutiiOAts and Addlt�rt81 Intatrheiofl • C 15.tiBNERATnR'6 C6RTIFICATIOM'1 Hereby oee►are Ral ene tRr d6 of tNe y N erP t;bore by prOpe►ofs♦ppinp.Homo alta aR tdaeoxse, . oeaaa merkea,and tebtgoa.ante ero to m °pno'8" Wpy ane asowrateh do�erteod .. raopaeto.n eropef Condlioe for transport by �foordrl0 b nvPoeo6(e+me+eehonat ane rot stat go�wmw,am+egwallone. tf t ve+a tatpa 4vamtily generator,I totti�ly tnet t have a Pr"M m plate to neva ate vO.M end taodefA,e1 nnowite Qrnentea re the pprrsatmaebto Jima that I have oow"d the pralkCebte nfelned ter aaa}Tord,i{or ter 6e degree 1 havo oetenmrnoe to 4e a OeNY ►well!+anti lite emrroMments On,B I am a too true rater.!Aare �oirrreee rtwtreero ro eta nrAlaA rrUthMI&t o van one Muir M"t is Nttntmt rnofhad thel la a lobN M flit end thN f can of orfl.' t e Ooh t'r h odors etN4eit0 my weero gOrtoratten and sow me bw waste maneaoreent 0 orrr,►etivey k; 5 t Lusk i tin Cancs, t s 5nesfr!t -4K i tare Nt: 0 y6 E:g3� aaa ; Trend 1 AC ht of Materista JIM Wang". plum g 1 { / 1 Trortttpanar 2 AWOW18deoennt of ROMP of Matertata Date '?rfMOQ?ypnQNQma "" � if RiBniiure Mona+ Clay Vau o : �8.Dworepeney+ntxeairon Soat:e C 20.rat:viry Owrner of Operator eAIhcativn of teem M tnaaaraeva rttt Z"a we=by We Tannest e>zM sa sow rt NOM19 LV?L Prtntod�ryped fVeTe Stgnelure Mane D.r rw cam Mnrorea•gM0 r+e.8o9aooas e..rrss 5.3o.sa OTA tOm�N7pa•!2 tete+east hwara ce�tnOn1 aw OaSeNta COPY>661 GFNFRATOR Rr?&?NC ,_•63 we90 �48„ VYaVM1A.Y , C 0YAX NO 978 975 3373 P.9 P. 10 DEC 3A M SM40SHANIAN INC 314 0M,-, AIVYStON OF WATER POLLUTION Co. TROL A. Th• current Permittee notifiee the Oiree date in advance of the PropOsad tranSlor date angst 30 S. d existing includes d trl.itten aqr@oment txistinx a d new permittee eontain"r a s o between the 1314 liability between Of them. raspon$ibilit p cific dots for . Y► coverage, and 2' Any eey°r System extension or connection 314 OM 7.13(1) automatically t3r*hMfortoes sUbSeq ent OWn to operator, or occupant. � nt ownex, (23) Special Conditions G E6 A-r-'A C REQ GREATER-LAwAENCE SANITARY DISTRICT Spec, Cp l m q) CHARLES STREff Nva MOVE, MA Oft . AatbprisQ S�gt�alute " Date APPROVAL RECOXpj P*W Signature and Tittle of Appropriate Municipal OFt ieia�l (Phoned (FOR =SSUING OFFICE USE ONLY) VATS ISSUEDtIZOWARD , dT , MAC$NGINE RSVEi+�TIOAi Q� EFF*, ,VZ DAM01g pmri ,1d/31/bb sever 6onnere�ens D•" 7 of 71 1 EXPIPATIOW DATE 7DEC 03�M9811103x48PM SHOOSMANIAN INC FAX N0, 978 979 3373 P.10 P. 11 S (22) SPNCZAL CONDMONS PeZ?ALt No. 79543 No. U94Cto0871 1. Pham-Sco Laboratorieg, xne., located Drive, Xgrth Andover, siaseachuaetta� at 70 F1Agebip discharge industrial wastewater to the T authwn oof zed North Andover sewer system. 2 . This permit expires five (5) years from the date et issuance. The permittee shall APPLY for a renewal of thi® Permit 90 days prior to the expiration date in accordance. with 314 CMR 7.09:3b. 2 . Any modifications or additions to the di.Scharge or treatment System tnust' receive prior written approval from the Department. 4• The permittee shall comply with P Y the Greater Lawrence , . Sanitary District,s Pretreatme limit ent Program and local . s, The permittee shall comply with the Town of North Andover Pretreatment Program, local limits and Sewer use Regulations. 6. Concentrated chemicals and hazardous materials are prohibited from being discharged to the sewer. 7• The dispoeal and treatment of biological waste trust coly with all State and Federal Department of public Health Regulations. p:\BC0STANZ\1WW\PNARM•EC0 Ua� , wh wn r BRI '050SH.Y FAX NO. 978 975 3373 P.8 DEC 03 68 03 4$PM SNOOSHAN"IrAN INC Bureau of waste Preventiox + raaustrial wastewater Manageaoat Proem (c) Xn the event of any chanQe in control or of facilities from Which the authorized dischargss. origrustep the Permittee shall notify the. succeeding owner or operator of t exietence of this permit by 1®tier, a forwarded to the Director. copy of which shall be ana11 be bound by all the conditions f this perrmit.eunless and until a new or modified permit Is, Obtained. (d) They issuance of this permit . does rights in either real or not convey any property privileges; nor does it authorize or r relieve the or p®rmitteeiof any liability for any injury to invasion of personal rights; nor any pinfringementeof Federal, state, or local laws or regulations; nor does it waive tba necessity of obtaining any local assent required by law !or the discharge authorized herein. (e) The pre visions Of this invalidityof any conditionpo subdivisionare vthereof shall not make void airy other condition or subdivision thereof. (f) All information and data provided b permitEormationg identifying the nature and lrequonoy ofticant a discharge rqa shall availablto the public without restriction. All other (other than effluent data submitted by an applicant In connection with which may be application shall also be available to the public unlessztmit he applicant or permittee is able to demonstrate that the disclosure of such information or particular part thereof to the general public would divulge methods or procassts entitled, to protection as trade secreta in accordance with the provisions of M-G-t- c.21, 0.27(7) . Where the applicant or permittee is able to so demonstrate, the Director shall treat the f nformation or the particular han effluent data' as confidential and not releaser its to anyother tunauthoriz®�q person. Such information may be divulged tother officers o , ®fiployees, or authorized representatives of the commonwealt or. the united States Government concerned Frith the Prot h ection of public water or water supplies. (4J 3. Any sewer system extension or connection. permit autharitin industrial discharge to a sewer system is only valid for the person .to whom it is issued, unless transferred purguant . to 314 CMR 7.13. such permits shall be automatically transferred to a new permittee if: Sever cbmeciions page 6 of 7 LG4 1-11M wn YM r .nuirm N i l�AX NU yrs yrs 3373 DEC 013 '98 03:47PM it INC P.-? Bureau of Waste prevertiob ' Industrial wastewater managemebt program (20) certification "x certify under attachments w®xa prepaair�� Under that at this docugen't and all accordance with a sySt®m assigned to®aaaurerthatervu�2ffien personnel properly gather and evaluate the , information subfiitted. Based on my inquiry of the manage the system, or those .persons he persotly res Persons who gathering the information, the lnfo"ation submitted is the best ponffiibxs tar . Of my knowledge and beli0f, , to complete. Y gfi aware that there are sif. true accurate, and submitting false inform&tlon, Penalties for flims and imprisonment of knowing viola t ns•the possibility of r sPonsible for publication of public violation.. notice ..11of twill applicable be ermit proceedings identified under 314 CMR 2.06 i ough (d) .} t ) t$} thxovgh �9_ ..;r,.Ar print®d Nam® of A — ,_ pplica t Title Signature of Applicant °t! Date Sjgn-M- Name of Preparer p•�... -�$�7 Title Phene' ~" xo. (21)' Genaral conditions (o)I All discharge authorised herein shall be consistent with the terms and conditions of this permit and the approved specifications. The discharge of any wastewator at a plans and Plans level in skcegs of that tdentifled and authorised by shall constitute a violation of the terms s =i this permit, such a violatiand this s pef on may result in the imposition of civil and/or criminal penalties Of the State Act. as provided for fn s®ctfon 42 State {b} After notice and opportunity for a hearing this permit may be modified, Suspended, or revoked in whole or in part auxin its term for cause including, but not limited to 4 , the following: • violation of any terms or conditions Of the permit; 2. Obtaining a permit by misrepresentation or failure to disclose fully all relevant facts; and 3 • A change in conditions or the existence of a .condition which requires either a Of or permahent reduction or elimination of the authorized discharge. ar�ov9a . Sever corAftt ions sago S of 7 LjSV- nn UP.[) �Il.11n XNJ IN4MNl h( ff WNV, y(v M 3373 P.F? P. 1 DEC 03 '98 03:47PM SHOOSHANIAN INC Bureau of Vaote Prevention Industrial wastewater Management Program (15) List, in 408cendinq order of significance,$t4n4ar6 industrial classific Cion (SIC) t odes four h best describe the facility producing the discharge in terms of the principal products for services provided. Also, specify each classification in words, A� J 3 Medfcfnaje• 4 ?Iedlcs +Chemicals and Botanical Product C. 8731 ceutical D. Conm►ercial Phy8101 Research (36f Is the PropoBed Discharge Consistent with Existing sewer Use Regulation$; YES: X NO; � x � Is there a site, of histoYic yr arch defined in regulations eological Significance, as of the Massachusetts Historical Commission, 950 CMR 71.00 which is in the are& affected by the proposed extension or 71600, which ony USI Does this project require a filing under 301 CMR 11.00. the Massachusetts Snvironl4ental. Policy Acta YES: VNQ x 1f yes, Mas S Filing been Made? YES: NOt (19) Name and Address of Massachusetts Registered protessional Rngineer Designing' the Proposed system: Name Ax th T C Cro s 65 antral St eet Address ox 'ton:, • City State 01833 ip 508-352-6207 854 Telephone Mass. P. N Df/Ot/9ZA.?0601 sewer connection a 9 �B . Page 6 of 7 46 r►�_„��IY�I f'r i DEC 03 '98 03:45PM SHOOSHANIAN INC P.1 ;fPEC i 0008hanian 'Process Engineering& Construction,Inc. Y2 mollivglr 1rCnut S1onnam.A1dst j)vwnI,U?i o T 7K1 :138.1.1+7 v 7R 1 .1 JP FAX TRANSMITTAL To: Company: /V FAX No.: From: Re.: Date: / No. of Pages:Aj ._ J AL II i Office Use Onlyq G rS/ . ODITUIIvnwtull of MttS�c�r4usPt5 Permit No. pC ! 1Bpa'tmEnt of Pubtit Ezifttg Occupancy,& Fee Checked d v� j BOARD OF FIRE PREVENTION I ON REGULATIONS 521 CMR_12:00 3/90 (leave.blank) APPLICATION FOR PERMIT JO PERFORM ELECTRICAL WORK All work to be performed in accordance with the Massachusetts Electrical Code, 527 CMR,12:00 (PLEASE PRINT IN INK OR TYPE.ALL�INFORMATION) Date � I 1 l�s %* or Town of_ � f h Gy�v' To the Inspector of Wires: The udersigned applies for a permit to perform the electrical work described below. Location (Street & Number) :20 F laggkP D ri,,Ae, Owner or Tenant Owner's Address Yes No Is this permit in conjunction with a building permit: u ❑ Check Appropriate Box) ( f Purpose of Building L� fices Utility Authorization No. Sb0 718 � Existing Service :)--DQ Amps /doi a o8 Volts 20 Overhead El Undgrnd El No. of Meters �— New-Service Amps _� Volts Overhead ❑ Undgrnd ❑ No. of Meters Number of Feeders and Ampacity -�` S Location and Nature of Proposed Electrical Work t-���' }\ yP t'^Spc,i,- ex`ss4,ry c-cL No.of Lighting Outlets No. of Hot Tubs No. of Transformers Total KVA Above In No. of.Lighting Fixtures T� Swimming Pool - grnd. 1:1grnd. ❑ I Generators KVA No. of Emergency Lighting No. of Receptacle Outlets 3 S No. of Oil Burners I Battery Units No. of Switch Outlets . [r No. of Gas Burners FIRE ALARMS No. of Zones d Total / No. of Detection and No. of Ranges No. of Air Cond. N tons ! Initiating Devices No. of Disposals No.of Heat Total Total Pumps Tons KW No. of Sounding Devices No. of Self Contained No. of Dishwashers Space/Area Heating KIN Detection/Sounding Devices No.of Dryers Heating Devices KW LocalMunicipal []Other❑ Connection No. of No.of Low Voltage No. of Water Heaters KW Signs Ballasts Wiring No. Hydro Massage Tubs No. of Motors Total HP OTHER: INSURANCE COVERAGE: Pursuant to the requirements of Massachusetts general Laws I have a current Liability Insurance Policy including Com ple d Operations Coverage or its substantial equivalent. YES 2lN0 C I have submitted valid proof of same to the Office. YES M NO G If you have checked YES, please indicate the type of coverage by checking the appropriate box. INSURANCE Lr/BOND O OTHER G (Please Specify) ( xpiration Date) Estimated Value of Electri ai Work S (, ,i f I n Work to Start Inspection Date Requested: Rough �J✓ l l 1 Final Signed under the PenaIt sot perjury: FIRM NAME U �� t°� �` LIC.NO. :?V-Z -2- Licensee Signature LIC. NO. ads //,, nn r rA Bus. Tel No. Address [AaC"-e i A ` V 1 ✓' Alt. Tel. No. OWNER'S INSURANCE WAIVER: I am aware that the Licensee does not have the insurance coverage or its substantial equivalent as re- quired by Massachusetts General Laws, and that my signature on this permit application waives this requirement. O71� Agent (Please,cheek one) C Telephone No. PERMIT FEE S (Signature of Owner or Agent) x6565 ' Date. Cr f N°RTN 1 - 3:;�'�``- 0 TOWN OF NORTH ANDOVER PERMIT FOR WIRING �- ;,SSACHO n This certifies that ...... f...... .......f -f.........4.....!......., ..................................., has permission to perform ...../............s..:... .......4...............:..........................�? wiring in the building of............:.........!'........l..........,.f.................................... at..........1.:'!....r........ .....:...r<..... ..................... ,North Andover,Mass. Fee�rj',-I.>i'�...... Lic.No.!.:..;..,.J ................... r ELECTRICAL INSPECTOR WHITE: Applicant CANARY: Building Dept. PINK:Treasurer GOLD: File �\ Office Use Only 01 4t Lfiam ItIIutumftI d C'I.[� S5u51ftS Permit No.— Etr � ar±Ysttai le�uhlit occupanry&Fee Checked 3M (leave blank) 1� BOARD OF FIRE PREVENTION REGULATIONS 527 CUR 12:00 APPLICATION FOR PERMIT TO PERFORM ELECTRICAL WORK All work to be performed in accordance with the Massachusetts EIectrical Code, 527 CMR 12:00 ' (PLEASE PRINT IN INK OR TYPE ALL INFORMATION) Date 9'aS'95 MQ or Town of NORTH ANPIOVER To the Inspector of Wires: The udersigned applies for a permit to perform the electrical work described below. Location (Street & Number) O A/ r. Owner or Tenant PACII'M- Co L14/o S Owner's Address Sqm e- Is this permit in conjunction with a building permit: Yes No (Check Apprcoriate Box) Purpose of Building Utility Authorization t No. Existing.Service gD0 Amos ILo / L Vcits Overhead '_i Undgrnd tom; No. of Meters New Service )(000 Amps 12" l zy b Volts Overhead _ Undgrnd IOS No. of Meters Number, of Feeders and Ampacity f� Location and Nature of Proposed Eiectrtcal `Nora ���/ R/�n T/ � Total No. of Lgnting Cutlets I No :f Hot -ucs I No. of 7ranstorrnefs KVA Acove.— :n- No. of Lignting Fixtures Swimming =cc) gyne. — grrc. — I Generators KVA No. of emergency Lignting No. of Receotacie Cutlets No. of Cil Burners I Battery Units No. of switch Cutlets I No. of Gas Burners FiRE ALARMS No. of Zones Tota) No. of Detection and I No. of Ranges i No. ci Air Cone. ;ons J Initiating Devices Heat To;al ,otai No. of Disposals I Ne.-,t Pu_,vs :ons ;C';J No. of Sounding Devices No. of Sart Contained No. of Oishwasners ScacerArea Hearing <`:/ Oetec::on!Souneing Devices Local Municipal Other I No. of Dryers Heating Dev�cee KVV I - i i Connection No. of No. or I Low Voltage No. of Water Heaters KW Signs Baiiasts Wiring No. '.iycro Massage Tubs No. cf mcmrs Total HP OTHER: INSURANCE COVERAGE: Pursuant to the recuiremen:s cf `.tassacnusetts General Laws _ I have a current uaodity Insurance Policy inctucing Ccmc:e[ec Ccerat:cr.s Coverage or its sucs;annal ecuivaient. type NO _ have suomitteci valid proof of same to the Office. YES NO = it you have checked YES. -,lease indicate the type coverage dy checking theroonate Cox. 2 _2 _F("INSURANCE BOND = OTHER = (Please Scec:!y) (Expiration Date) Estimated Value of Electrical Work S Final Work ;o Stan Inscecnon Date Recuestee: Rough Signed under the Penalties of perjury: �7 aO FIRM NAME IJMA/�' %lY r!yY L LIC. NO. 1 _ Licensee /r1A2ic /4. 7Un7AiJ Signature UC. NO. CR406496 4E Bus. 761. No. 1:702 - kL3-9Y 3"v Address A - - Alt. Tef. No. OWNER'S INSURAN E WAIVER: I am aware :hat ;r.e Licensee Coes net have the insurance coverage or its substantia(equivalent as re- cuued oy Massachusetts General Laws. and that my signature on ;his Cermit aoolicatlon waives :his requirement. Owner Agent ;P!ease check onesr�, 0 :eteonone No. PERMIT FE= 5 ;Signature of Owner or Agents :.5565 C �� Date..... ... ~� .. ....... ........ 2560 HORT1, TOWN OF NORTH ANDOVER lip PERMIT FOR WIRING A ,SSACMUSEt O O ..•- V7 i This certifies that ...-'10q-.alf{.r. ......... ec.(............................ i has permission to perform GU,.ILc.�� P. v, 'e- M � wiring in the building of...... q.��............... at......./..U..... tav/...a.��...vle.s.................... .North Andover,Mass. Fee.... �S -,l .(1) Lic.No.� 1.7d •............... E CTRI1�EC R j WHITE: Applicant CANARY: Building Dept. PINK:Treasurer GOLD: File office Use Only 2 6 y u4t Crammulumfth of 5cY�� Permit No. 1�t�tt t=nt Qf'11ab11L Emfttg occupancy A Fee Checked 111 BOARD OF FIRE PREVENTION REGULATIONS 'W MR 12.00 �0 -cave blank) APPLICATION FOR PERMIT TO PERFORM ELECTRICAL WORK All work to be performed in accordance with the Massachusetts EIectrical Cade, 527 CMR 12:00 . , (PLEASE PRINT IN INK OR TYPE ALL INFORMATION) Date Q* or Town of NORTH MOVER To the Ins ector of Wires: j The udersigned applies for a permit to perform the electrical work described below. _ Location (Street & Number) �/ ! Owner or Tenant Owner's Address �� is this permit in conjunction with a building permit: Yes _ NoCheck( Appropriate Box Q A r ) Purpose of Buildina_ Utility Authorization No. Existing Service Amps _! Volts Overhead '_ Undgrnd Ell No. of Meters New Service Amps _J Voits Overhead _ Uncgrna r No. of Meters Numeer of Feeders and Ampacity / / / > Location and Nature of Proposed Electricat WcrK ;Plo l'�` &6 l Midd&& d/1t� l Total No. of'Lignttng Outlets Li i No. of Hot' ts � No. of Transformers KVA I No. of Lighting Fixtures Swimming ?cot Above.— tri- g,rto _ _ma :_ I Generators KVA No. of Emergency Lighting No. of Recectacie Cutlets No. at Oil =urners I Barery Units No. of Switch Outlets No. at Gas Bur-em FIRE ALARMS No. of Zones -tat Na. of :erection and No. of Ranges I No. of Air Co.^.c. / Initiaunc Devices No. of Disposals F ITci taTotal No.af Heat 70.1s KW No. of Bouncing Devices iNo. of Sart Contained No. of Dishwashers Scace/Area rqeat:-c KW Oetec::oniSouneing Devices Heauh Devices KW Local - Muntcioai I—Other I No. of Oryers g D _ Connect:on No. at vo_ at Low Voltage No. of Water Heaters KW i Signs Banasts Winnc No. Hyaro Massage Tubs No. of .Mc=s Total HP OTHER: INSURANCE COVERAGE: Pursuant to the reeuirementS at ::assac-Lseta general Laws _ " I have a current Liaoliity Insurance Policy incaucing Car,.a:eted Ccerattons Coverage or its sucstantiat equivalent. YES NO _ I have sunmtttea valid proof of same to the Office. YES NC = It you nave checxee YES. -tease ineicate the type o coverage ay checxtng the aoproonate Dox. 2-2 -96 �- INSURANCE BONO = OTHER = _(P!ease Scec`+f (Exotranon Dater Estimated Value of E'.ectncai Work S Worx :o Stats tnsoecaon Dare Rac:es:ec Rough Final Signec-unser the Penalties of perjury:. 'FIRM NAME ✓JMA/ `� G' / LIC. NO. �a�7/0r�� Licensee �A2t< A. `7UMdLl Sig-a:_re VC. NO. G��� ' — �/ // (^/ // /y /y� Bus_-et. No. 5 � 4k94V0 Address /Y A&d �T,Pe „ "'W_ Ing o/r�w Alt. :el_ Na. OWNEWS lNSURAN E WAIVER: t am aware that the Licensee toes not nave trio insurance coverage or its suostanaai ecutvatentt ente- cuNrea by Massachusetts General taws. aria that my signature an zas =ermtt aopticanon waives this requirement. Owner 9 (Please cnecx one) Teieenone No. PERMIT FEE S (Signature of Owner or Agents 1.6565 f, @ 3 = /s. � J is yy Date...... ................... 2 3 ')7 ,40RTN 0 TOWN OF NORTH ANDOVER 0 PERMIT FOR WIRING $A US This certifies that ........JJ!..:........:..:....................k. has permission to perform ...�,..O.A............. ........ ....................................... wiring in the building of.............................. .................................................... at....Z.)....... . .. .. ............................. ,North Andover,Mass. Fee.....,,..:.:..:..... Lic.No. ............................................................. ELECTRICAL INSPECTOR 05/27/95 13.51 iso.00 "A1 7 WHITE: Applicant CANARY: Building Dept. PINK:Treasurer GOLD: File c ��- �'� �ti� c L � r -Q� —Q— PHARM-ECO LABORATORIES, INC. October 26, 1998 North Andover Building Department 120 Main St. North Andover,MA 01845 Attn: Mr. Robert Nicetta Dear Mr.Nicetta: Enclosedlease p find two documents in regards to flammable storage at 70 Flagship drive. The first is a copy of a letter dated August 18,1998, to Chief Dolan regarding Pharm-Eco's application for a Flammable Storage License for the site in anticipation of our construction program. Pharm-Eco Laboratories, is planning an expansion of its pharmaceutical research and development pilot plant located at 70 Flagship Drive in North Andover. As part of this expansion equipment will be installed in Unit 2 of the building which will be used for separation of compounds using Simulated Moving Bed Technology. These systems use`a low flow rate of solvent passing through columns filled with resins that separate mixed compounds into multiple streams. There are no reactions involved in the SMB systems themselves. The separated compounds are recovered from the solvents by evaporation of the solvent in a thin film evaporator. The evaporated solvent is recycled to a tank, analyzed and adjusted for concentration then reused in the system. A Flammable Storage License application assumes some worst case scenarios. These include such I hings as early deliveries, late shipments, etc. that could bring the total flammable inventories briefly up to the levels in the permit application. However, we do not normally operate in this manner. The SMB area is expected to normally contain the following average solvent quantities. Two of the three 500 gallon storage tanks full 1000 gallons The Feed storage tank at 200 gallons %2 full 100 gallons The product recovery tanks,two at 100 gallons %2 full 100 gallons Total Operating Volumes 1200 gallons In addition the room will contain a number of 55 gallon drums of solvents used to replenish that lost to the product streams or being shipped offsite as hazardous waste. These are estimated at another 1200 gallons. The actual capacity of all of the tanks is 1900 gallons. The second document enclosed is a layout of all five building units currently occupied by Pharm-Eco Laboratories at 70 Flagship Drive. It shows the storage and usage locations of flammable solvents in the building. These include: Solvent Storage Room Capacity - 4000 gallons of liquids in 55 gallon drums. These drums are normally a mixture of flammable and non-flammable but a worst case scenario would assume all stored drums are flammable. C>128 SPRING STREET, LEXINGTON, MASSACHUSETTS 02173 TEL 61 7.861.9303 FAX 61 7.861.9386 i • Page 2 October 26, 1998 Hazardous Waste Room Capacity -2000 gallons of liquids in 55 gallon drums. This is a mixed use room where water waste drums are stored with solid and flammable waste drums. Regular shipments of waste drums ensures the room is kept close to empty. Average volume is between 500 and 1000 gallons. Main Pilot Plant This reactor room has two reactor trams set up such that half the reactors are empty at any given time. The empty reactors are used as receivers for the full reactors in the reactions being conducted. The average loading of these reactor trains is approximately 130 gallons of various solvents(70%solvent/30%solids). Mini Plant This reactor room has one reactor train set up such that the total volume is below 100 gallons at any given time. The empty reactors are used as receivers for the full reactors in the reactions being conducted. The average loading of the reactor train is approximately 70 gallons of various solvents flammable and non-flammable (70 % solvent/30%solids). Laboratories The laboratories include three kilo laboratories used in small scale production, one research laboratory used to support plant operations, and a Quality Control Laboratory used to analyze samples from the entire operations. Each of these laboratories is equipped with a rated flammable storage cabinet for storage of small quantities of solvents. Please note that the solvents to be used in the SMB expansion, with the exception of water, will be Class IB solvents. These Include the following: Acetonitrile,Isopropanol,Heptane,and Ethanol. Other potential solvents that may be used are Acetone, Hexane, and Methanol. In most cases there will be one or two of these solvents present at one time in the SMB equipment. Sometimes a binary solvent mixture may be used instead of a single solvent. In the existing plant operations, the types of solvents and liquids used vary in class. The following Class IB solvents are currently used in these areas. Ethyl Acetate, Methanol, Ethanol, Isopropanol, Acetonitrile, Heptane, Hexane, Toluene, Tetrahydrofuran,and Acetone. In addition other solvents that are occasionally used fall into Class IIA and B include Ethylene Glycol, and Methylene Chloride. In most of these cases,these solvents are brought in on an as needed basis, used, and then sent out as hazardous waste. Deliveries are scheduled three times a week and shipments of waste are scheduled twice a week to minimize inventories at any given time. Sincerely, I Thomas A. Saulnier Enclosures -a= PHARM-ECO LABORATORIES, INC. August 18, 1998 Chief William Dolan North Andover Fire Department 124 Main St., North Andover, MA 01845 Dear Chief Dolan, Pharm-Eco Laboratories Inc. is planning an expansion of its pharmaceutical research and development pilot plant located at 70 Flagship Drive in North Andover. As part of this expansion equipment will be installed in Unit 2 of the building which will be used for separation of compounds using Simulated Moving Bed Technology. These systems use a low flow rate of solvent passing through columns filled with resins that separate mixed compounds into multiple streams. There are no reactions involved in the SMB systems themselves. The separated compounds are recovered from the solvents by evaporation of the solvent in a thin film evaporator. The evaporated solvent is recycled to a tank, analyzed and adjusted for concentration then reused in the system. To accommodate the SMB system, three 500 gallon solvent tank and three 100 gallon product feed tanks and recovery will be required. These tanks will be located in a new solvent storage room along with 55 gallon barrels of solvent to fill and to replenish used solvent. One 50 gallon feed mix tank will be located in an adjacent room where the feed mixture will be mixed for use in the system. Separation of these materials could be done as preliminary steps to manufacturing in the adjacent pilot plant, or as the end product of plant production. All solvents and chemicals to be used in the SMB system are high quality reagent grade, suitable for use in the preparation of pharmaceutical products. This expansion requires an increase in solvent usage in the facility and involves the total facility. The permit application covers use in the entire facility and is the capacity of the three solvent storage rooms (two existing, and one proposed)and the equipment in the plant when construction is completed. These are: Solvent Storage Room#1 4000 gallons Solvent Storage Room#2 2000 gallons Solvent Storage Room#3 1200 gallons Equipment Capacity 2800 gallons C*128 SPRING STREET, LEXINGTON, MASSACHUSETTS 02173 TEL 617.861.9303 FAX 617.861.9386 « v This volume of solvent covers the storage capacity of the plant. Currently this storage area is used to store flammable as well as non-flammable chemicals. The plant will continue its use of a mix of flammable and non-flammable solvents but it is possible that at some point the usage would be all flammable or non-flammable as production requirements dictate. The facilities in Unit#2 would be built to the latest building code requirements for the usage and storage of flammable chemicals. This would include the upgrade of the buildings sprinkler system,the addition of diking in the solvent storage and usage areas and the installation of explosion relief panels in the solvent storage areas. The sprinkler for the entire building will be upgraded to a wet sprinkler for the entire building. In addition, parts of the building in Units 2, 3, and 4 will be upgraded to an AFFF foam system for rapid fire extinguishing in the event of a fire. These revisions are being planned by a Professional Fire Prevention Engineer. They have been reviewed with our insurance carrier for appropriateness. Sincerely yours, Thomas A. Saulnier Cc: Lt. Andrew Melnikas David J. Wade I Universal Pharmatechnologies October 21, 1998 S.M.B. Pilot Plant C. UL and FM Listing: Provide metal deck units which have been listed for fire-rated construction assemblies indicated. 1.04 SUBMITTALS A. Shop Drawings: Submit to Architect, in accordance with the requirements of the Contract Documents, detailed drawings showing layout of deck panels, anchorage details, and all special conditions requiring closure panels, supplementary framing and special jointing or other accessories. B. Manufacturer's Literature: Submit to Architect, for information only, copies of manufacturer's specifications and installation instructions for each work item specified. Include manufacturer's certification as may be required to show compliance with these specifications. Indicate by transmittal form that a copy of each instruction has been distributed to the Installer. C. Test Data: Submit manufacturer's test data for composite deck sections to be used to verify a minimum factor of safety of 2 for a total load on a single span condition. PART 2 - PRODUCTS 2.01 MATERIALS A. Steel for Composite Floor Deck: ASTM A611, Grade C, with minimum yield strength of 33,000 psi. B. Steel' for Galvanized Deck: ASTM A446, Grade A, with a minimum yield strength of 33,000 psi. C. Paint for Galvanized Deck: 1. Zinc, dust, zinc oxide, alkyd resin, complying with Fed. Spec. TT-P-641f, type H. Pretreat galvanized surfaces to be painted in accordance with SSPC-PT s-64. D. Headed Stud Shear Connectors: Through-deck stud welded shear connectors complying with ASTM A108, Grade 1015 or 1020, cold finished carbon steel with dimensions complying with AISC specifications. E. Accessories: Finish sheet metal items to match deck. Provide accessories of every kind required to complete the installation of metal decking in the system shown including, but not limited to the following items: 1. Metal cover plate for end-abutting deck units to close gaps at changes in deck direction, columns, walls and openings. Same quality as deck units but not less than 18 gauge sheet steel. METAL DECK 05300-2 Universal Pharmatechnologies October 21, 1998 S.M.B. Pilot Plant 2. Continuous sheet metal edging at openings, concrete slab edges and roof deck edges. Same quality as deck units but not less than 18 gauge steel. Box out reinforced edge as shown on drawings could be substituted in lieu of sheet metal edging. 3. Metal closure strips, for openings between deck and other construction, of not less than 18 gauge sheet steel of the same quality as the deck units. Form to the configuration required to provide tight fitting closures at open ends of cells or flutes and sides of decking. 4. Seat angles for deck where a beam does not frame into a column. 2.02 COMPOSITE FLOOR DECK A. Deck Section Requirements: Comply with the depth and minimum metal deck thickness requirements as shown on the Drawings. The minimum metal deck depth and thickness indicated on the drawings are for a minimum 3 span conditions, meeting the design requirements for permanent structures. Contractor is responsible for providing metal deck complying with the following provisions during construction: 1. As a temporary loading condition, metal decking shall be designed typically for non- shored condition for the wet weight of concrete including allowance for construction loads of 20 psf. Under the temporary loading conditions the maximum deflection shall be limited to 1/2 in. or a maximum stress of 0.60 Fy, based on either a single span loading or single span loading of multiple span conditions, whichever governs. 2. The Contractor shall provide deck shores for any span or loading condition which does not meet the stress/deflection criteria set forth above. 3. The deck configuration shall be such as to properly accommodate shear studs to develop their full solid slab capacity. B. Lengths: Provide steel deck panels of the length required to span continuously over 4 supports or longer(3 spans) unless otherwise shown. C. Finishes: 1. All floor decks shall have as a minimum a shop applied prime paint applied over cleaned and phosphatized steel. Paint shall be applied only to exposed side of deck. The side of the deck that is to be in contact with concrete is to be uncoated. 2. All galvanized deck shall be in accordance with ASTM A525 coating class G90. I METAL DECK 05300-3 Universal Pharmatechnologies October 21, 1998 S.M.B. Pilot Plant PART 3 -EXECUTION 3.01 INSPECTION A. Installer must examine the areas and conditions under which deck units are to be installed and notify the contractor in writing of conditions detrimental to the proper and timely completion of the work. Do not proceed with the work until unsatisfactory conditions have been corrected in a manner acceptable to the Installer. 3.02 INSTALLATION A. General: Install deck units and accessories in accordance with the manufacturer's recommendations and final shop drawings, and as specified herein. B. Placing Composite Floor and Roof Deck Units 1. Place deck units on supporting steel framework and adjust to final position with ends accurately aligned and bearing on supporting members not less than half the flange width before being permanently fastened. Do not stretch or contract the side lap interlocks. Place deck units in straight alignment for the entire length of run of cells and with close alignment between cells at ends of abutting deck units. 2. Coordinate and cooperate with structural steel erector in locating decking bundles to prevent overloading of structural members. 3. Avoid using deck units for storage or working platforms until permanently secured. All damaged deck units shall be replaced at Contractor's expense. C. Fastening Deck Units 1. Permanently fasten deck units to steel supporting members by not less than .75 inch diameter fusion welds or elongated welds of equal strength, spaced not more than 12 inches o.c. with a minimum of two welds per unit at each support. Provide closer spacing of welds as required for lateral force resistances indicated on the Drawings or as recommended by the deck manufacturer. 2. Use 16 gage welding washers minimum for all formdeck welds and where recommended by deck manufacturer. 3. Tack or weld or use machine screws at four feet o.c. for fastening end closures. Tack weld side closures at one foot o.c., by tack welding, button punching or mechanical fasteners. i METAL DECK 05300-4 Universal Pharmatechnologies October 21, 1998 S.M.B. Pilot Plant 4. Comply with AWS requirements and procedures for manual shielded metal-arc welding, the appearance with quality of welds and the methods used in correcting PP q Y g welding work. 5. Fasten side laps of adequate deck units between supports at intervals not exceeding one foot o.c. D. Shear Connectors 1. Weld shear connectors to supports through decking units in accordance with manufacturer's instructions. Do not weld shear connectors through two layers (lapped ends) of decking units. Weld only on clean, dry deck surfaces. 2. Space and align shear connectors as shown, or if not shown, as recommended by manufacturer. E. Cutting and Fitting: Cut and fit deck units and accessories around other work projecting through or adjacent to the decking as shown on the Drawings. Provide neat, square and trim cuts. F. Reinforcement at Openings 1. Provide additional metal reinforcement and closure pieces as required for strength, continuity of decking and support of other work shown on the Drawings. 2. Reinforce decking around openings 6 inches to 12 inches in size by means of a flat galvanized steel sheet placed over the openings on the top of decking and fusion welded to the surface of the deck. Provide not less than 18 gauge steel sheet of same quality as the deck units, at least 12 inches wider and longer than the opening, unless otherwise indicated. Space welds at each corner and not more than 12 inches o.c. along each side. G. Hanger Slots or Clips 1. Provide U.L. approved punched hanger slots between the cells or flutes of the lower elements where deck units are to receive hangers for the support of ceiling construction, air ducts, diffusers, or lighting fixtures. I 2. Hanger clips designed to clip over the male side lap joints of the deck units may be used instead of hanger slots. 3. Locate at not more than 24 inches o.c. in both directions, not over 9 inches from walls at ends, and not more than 12 inches from walls at sides, unless otherwise shown. 4. Provide manufacturer's standard hanger attachment devices. METAL DECK 05300-5 i Universal Pharmatechnologies October 21, 1998 S.M.B. Pilot Plant H. Joint Covers: Provide metal joint covers at abutting ends of deck units, except where taped joints are required. I. Metal Closures: Provide metal closures for open ends of cell raceways at openings, columns, walls, changes in direction, and other building construction, and to close openings between decking and other construction. Tack weld into position to provide a complete decking installation. J. Touch-up Painting 1. After decking installation, wire brush, clean and paint scarred areas, welds and rust spots on the top and bottom surfaces of decking units and supporting steel members. 2. Touch-up galvanized surfaces with galvanizing repair paint applied in accordance with the manufacturer's instructions. 3. Touch-up painted surfaces with the same type of shop paint used on adjacent surfaces. 3.03 PLUG WELD QUALIFICATION PROCEDURE A. The erector shall establish the welding procedure for the plug weld of the steel decking for the particular gauge used, which is to be witnessed by the Owner's Testing Agency. B. The welder should start by clamping a piece of the deck on the top flange of a scrap beam or plate of at least 1/2 in. in thickness with the edge of the sheet steel protruding over the edge of the beam by 3 in. C. Welding cables of length and size similar to that which will be used on the actual construction, should be used for this test. D. The welder should make what he believes is a good 3/4 in. puddle weld through 20 gauge sheet steel to the beam with the crater filled and reasonable reinforcement above the sheet metal. The following are suggested settings for this equipment: 1. Electrode -E-60. 2. Three welds per electrode. 3. 19 second duration per weld. 4. Burn-off rate of 4.7 seconds per inch. E. When the weld has cooled, strike the edge of the sheet steel with a sledge hammer so as to rotate the sheet around the puddle weld until the sheet or the weld breaks. METAL DECK 05300-6 i Universal Pharmatechnologies October 21, 1998 S.M.B. Pilot Plant F. Measure the diameter of the weld nugget remaining on the structural steel. If the weld is not satisfactory, adjust the amperage and repeat by making test welds and breaking them until the proper 3/4 in. nugget is obtained. Once the proper welds are consistently obtained (a minimum of 3 welds), have the welder make another test weld by first welding on a scrap plate to consume at least 6 in. of a new electrode and then immediately, while the electrode is still hot, make another puddle weld, test this weld and compare the results with the welds made previously and considered satisfactory. G. Using the same electrode, power supply unit, setting, and cable lengths established above, determine an average burn-off rate of 3 electrodes. Then make another puddle weld as a final check on the procedure. H. Each welder on the steel deck shall be qualified using the above procedure, prior to welding any steel roof or floor deck to the structure. 3.04 SHEAR CONNECTOR WELDING REQUIREMENTS A. All shear studs as indicated on the Drawings are based on the allowable shear capacities for shear studs in lightweight or normal weight stone concrete solid slabs as listed in the RISC. B. Shear connectors shall be applied in accordance with the manufacturer's printed instructions. Use only personnel and equipment authorized by the manufacturer. C. Inspection 1. Set-up: Two test welds shall be performed at the start of each shift or when plate thickness and/or stud type changes. Test welds, after cooling, should be bent by hammer 45 degrees from the vertical position without failure. Failure of either stud or weld will require appropriate adjustments in equipment and/or amperage and two additional test welds shall be initiated. The process of adjustment and testing shall continue until two consecutive stud welds pass the 45 degree test. Non-failure of either stud indicates that the weld set-up is satisfactory and production welding may be started. 2. Production: After welding, the ceramic ferrule should be removed from each stud and the weld fillet visually inspected. A fillet of less than 360 degrees is cause for further inspection. Such studs, but, at a minimum, not less than four studs per frame, shall be tested for weld adequacy. After allowing the initial studs and plate to cool, test by bending to an angle of 15 degrees with the vertical by striking with a hammer. If failure occurs in the weld zone of any stud, the procedure shall be corrected and four more studs shall be welded to the member and tested. If any of the second four studs fail, additional welding shall be continued on separate material until four consecutive studs are tested and found to be satisfactory. Four consecutive studs shall then be welded to the member, tested, and found to be satisfactory before any more production studs are welded to the member. If failure occurs in the stud shank, an METAL DECK 05300-7 Universal Pharmatechnologies October 21, 1998 S.M.B. Pilot Plant investigation shall be made to ascertain and correct the cause upon the review and approval of the project director, before further welds are made. All rejected studs shall be removed and replaced by studs which meet these requirements. END OF SECTION I I I j METAL DECK 05300-8 Universal Pharmatechnologies October 21, 1998 S.M.B. Pilot Plant SECTION 05120 STRUCTURAL STEEL PART 1 - GENERAL 1.01 RELIATED DOCUMENTS A. The drawings and general provisions of the contract, including the General and Supplementary Conditions and applicable portions of Division 1, General Requirements apply to the work of this Section. 1.02 DESCRIPTION OF WORK A. Scope: Provide structural steel in accordance with the Contract Documents. B. Related Work Specified Elsewhere: 1. Metal decking. 2. Miscellaneous framing not specifically shown on structural drawings. 3. Setting anchor bolts (furnished herein) for billets, leveling and bearing plates. 4. ! Grouting of grillages, billets, leveling and bearing plates. 5. Setting wall plates. 6. Concrete framing and concrete on composite metal deck. 7. Field painting except as specified herein. 1.03 QUALITY ASSURANCE A. Except as modified by governing codes and by these Contract Documents, comply with the latest edition of applicable provisions and recommendations of the following: 1. AISC "Specification for the Design, Fabrication and Erection of Structural Steel for Buildings". 2. AISC "Code of Standard Practice for Steel Buildings and Bridges". 3. AISC "Seismic Provisions for Structural Steel Buildings". 4. Industrial Fasteners Institute"Fastener Standards Book". STRUCTURAL STEEL 05120-1 Universal Pharmatechnologies October 21, 1998 S.M.B. Pilot Plant 5. Research Council on Structural Connections of the Engineering Foundation "Specifications for Structural Joints Using ASTM A325 or A490 Bolts". 6. AWS D1.1 "Structural Welding Code". 7. SSPC "Steel Structures Painting Manual, Volume 2, Systems and Specification'. 1.04 SUBMITTALS A. Shop Drawings: Submit shop and erection drawings for all structural steel components showing the following: 1. Types of materials, including sizes and weights of members. 2. Location, types and details of connections. 3. Openings. 4. Welding sequences as required by"Structural Welding Code". 5. Cleaning and painting schedules. B. Reports: Submit certified copies of mill test reports for all steel furnished. Perform mechanical and chemical tests for all material regardless of thickness or use. No part of the ASTM Specifications will be waived without written consent of the Architect. C. Submit copies of prequalified and other welding procedures in the form prescribed by "Structural Welding Code". D. Calculations: Submit "Job Standards" for each connection type. The"Job Standards" shall show by calculation the design capacities of each connection. Moment connection calculations shall include calculations for providing stiffener plates and web doubler plates for the columns in accordance with the drawings. Submitting such calculations does not relieve the engineer producing calculations in any way as to the accuracy or compliance to codes of the submitted calculations. 1.05 PRODUCT HANDLING A. Do not handle structural steel until paint has thoroughly dried. B. Care shall be exercised to avoid abrasions and other damage. C. Stack material out of mud and dirt and provide for proper drainage. Protect from damage or soiling by adjacent construction operations. STRUCTURAL STEEL 05120-2 Universal Pharmatechnologies October 21, 1998 S.M.B. Pilot Plant PART 2 -PRODUCTS 2.01 MATERIALS A. Structural Steel: ASTM A572, Grade 50, unless otherwise shown on the plan as the steel having yield strength of 36 ksi conforming to ASTM A36. B. Structural Tubing: ASTM A500, Grade B, Fy--46 ksi. C. Structural Pipes. ASTM A53, Grade B. D. High-Strength Bolts and Nuts: ASTM A325 and ASTM A490, minimum 3/4" diameter. E. Unfinished Bolts: ASTM A307 regular hexagon-bolt types, minimum 3/4" diameter. F. Filler Metal: 1. Electrodes for Carbon Steel: Conform to"Structural Welding Code". G. Metallic Filler: Composition of 90% ground metal and 10% epoxy binder as manufactured by Devcon Corporation. H. Paint: Primer, one of the following: 1. Exterior exposed steel: a. Tnemec Series 90-97 at 2.5 mils DFT. b. DuPont 62ZF Imron Polyurethane Zinc Filled Primer at 2.5 mils DFT. C. Carboline 858 Zinc Primer at 2.5 mils DFT. 2. ! Interior exposed steel: a. Tnemec 59 Veraprime Universal Non-Lead Based Rust Inhibitive Primer at 2.5 mils DFT. i b. Carboline GP 818 at 2.5 mils DFT. c., DuPont 681 FD Alkyd at 2.5 mils DFT. i d. Or equal, as approved by the engineer. i STRUCTURAL STEEL 05120-3 Universal Pharmatechnologies October 21, 1998 S.M.B. Pilot Plant 2.02 FABRICATION A. Mill column and bearing stiffeners to give full bearing over the cross-section. Plane contact surfaces of bearing plates. It is not necessary to plane bottom surfaces of plates on grout beds. B. Drill or punch holes at right angles to the surface of the metal, not more than 1/16" larger than the connector diameter. Do not make or enlarge holes by burning. Drill material having a thickness in excess of the connector diameter and material thicker than 7/8". Holes shall be clean-cut without torn or ragged edges. Remove outside burrs resulting from drilling operations. C. Provide holes in members to permit connection of the work of other trades. Use suitable templates for proper location of these holes. Steel requiring adjustment shall be provided with slotted holes as shown. D. Provide holes, slots and openings required by other trades together with necessary reinforcing as shown. Use suitable templates for proper location of these openings. Where openings are shown on the drawings or shop drawings, no change in location will be permitted without prior approval. E. Manual oxygen cutting shall be done only with a mechanically guided torch. An unguided torch may be used provided the cut is within 1/8" of the required line. F. Furnish setting templates for column anchors. Accurately mark templates with column center lines and orientation indicator. 2.03 CONNECTIONS A. Minimum connections shall comply with appropriate tables headed "Framed Beam Connections" shown in the AISC"Manual of Steel Construction'. Seated connection may be used only when they do not interfere with architectural features. B. For non-composite beams, the connections used shall be adequate to provide for the reaction due to the maximum uniformly distributed load that the beam is capable of carrying for its span, based on the allowable unit stresses, except where higher reactions are shown. i i C. For':composite beams, connections shall be adequate to provide for reactions shown on the drawings. Where reactions are not indicated on drawings, the following criteria for connections shall be followed: 1. For composite beams the shear connection shall be adequate to provide for twice the reaction due to the maximum uniformly distributed load that the non- composite beam section is capable of carrying for its span, and for composite STRUCTURAL STEEL 05120-4 Universal Pharmatechnologies October 21, 1998 S.M.B. Pilot Plant girders the connection capacity shall be 1.5 times the reaction due to the maximum uniformly distributed load that the non-composite girder section is capable of carrying for its span. 2. For ordinary moment frames, the connection shall be adequate to provide for the values of the moments as shown on drawings, in addition to the shear connections as specified above. If the value of the moment is not indicated on the drawings, the connection shall be adequate to resist the moment capacity of the framing beams for ordinary moment frames. Stiffener plates and web doubler plates for columns shall be provided for the above mentioned criteria. For ductile moment resisting frames, as shown on the drawings, comply with all AISC Seismic Provisions and the Massachusetts State Building Code. D. All connections for truss and braced frame joints shall be adequate to provide for the forces indicated on the drawings or shall develop the tension capacity of the member, if design forces are not indicated on the drawings. E. All connections shall be one of the following: 1: Unfinished bolts. 2. High-strength bolts. 3. Welds. F. All bolted connections shall be made with high-strength bolts except anchor bolts shall be unfinished bolts unless otherwise noted. 2.04 BOLTING A. Bolts shall be of a length that will extend not less than 1/4" beyond the nuts. Enter bolts into holes without damaging the thread. B. Use high-strength bolts in bearing and/or friction as shown. Make high-strength bolted joints without the use of erection bolts. Bring members tightly together with sufficient high-strength"fitting-up" bolts which shall be retightened as all the bolts are finally tightened. Manual torque wrenches will not be accepted for final tightening. Protect bolt heads from damage during placing. Bolts that have been completely tightened shall be marked for identification. C. ' Final tightening of high-strength bolts shall be by properly calibrated wrenches unless turn-of-nut method is specifically permitted. Each wrench shall be checked for accuracy at least once daily. STRUCTURAL STEEL 05120-5 Universal Pharmatechnologies October 21, 1998 S.M.B. Pilot Plant D. Draw unfinished bolt heads and nuts tight against the work with a suitable wrench not less than 15" long. Mutilate bolt threads for unfinished bolts to prevent the nuts from backing off. 2.05 WELDING A. Do not begin structural welding until joint elements are bolted or tacked in intimate contact adjusted to dimensions shown on drawings, or both, with allowance for any weld g shrinkage that is expected. Weld heavy sections and those having a high degree of restraint with low hydrogen tYPe electrodes. No members are to be spliced withoutprior review by the Architect. B. Welding shall be performed by operators who have been qualified within the preceding one year period under AWS standard qualification procedure for the type of work required. 2.06 SURFACE PREPARATION A. ;Clean all surfaces not otherwise specified in accordance with SSPC Surface Preparation Specification No. 2 Hand Tool Cleaning. B. Clean architecturally exposed interior steel to be shop painted in accordance with SSPC- SP #3 Power Tool Cleaning prior to priming. 2.07 GALVANIZING A. Provide a zinc coating for those items indicated or specified to be galvanized, as follows: 1. ASTM Al 53: for galvanizing iron and steel hardware. 2. ASTM A123: for galvanizing rolled, pressed and forged steel shapes, plates, bars and strip 1/8" thick and heavier. 3. ASTM A143: safeguards against embrittlement. 4. ASTM A384: safeguards against warpage and distortion. 5. ASTM A385: providing high quality zinc coatings (hot-dip). 6. ASTM A386: for galvanizing assembled steel products. B. Touch-up: Touch-up damaged or abraded galvanized surfaces with ZRC Cold Galvanizing Compound, PPG Speedhide Galvanized Steel Paint, Tnemec 90-33 Zinc-rich Primer or Architect approved equal in strict compliance with ASTM A780. STRUCTURAL STEEL 05120-6 Universal Pharmatechnologies October 21, 1998 S.M.B. Pilot Plant 2.08 SHOP PAINTING A. All interior structural1 steel shall all receive a shop coat of paint. No such paint shall be applied to the following items: 1. Contact surfaces of welded connections and areas within 2" of field welds. 2. Contact surfaces of high-strength friction bolted connections. 3. Surfaces receiving sprayed-on fireproofing. 4. Surfaces receiving stud shear connectors. B. Apply specified primer to provide a minimum dry film thickness of 2.5 mils, except for milled surfaces. No painting shall be done when the surface temperature of the steel is below the temperature at which condensation will occur. Apply paint thoroughly and evenly to dry surfaces in accordance with manufacturer's directions. C. 'Where galvanized steel is indicated to be shop primed (for field topcoat)or to receive a factory finish, it shall be primed and/or painted by the galvanizer in his own facility within 12 hours of galvanizing and force cured in a booth capable of maintaining 130° F. 2.09 SOURCE QUALITY CONTROL A. Testing and inspection of structural steel will be performed by a testing agency retained by the Owner. Owner has a right to perform any or all the testing and inspection ,specified herein. Provide the testing agency with the following: 1. A complete set of accepted documents required under Paragraph "Submittals". 2. Cutting lists, order sheets, material bills, and shipping bills. 3. Representative sample pieces as requested by the testing agency. 4. Full and ample means and assistance for testing all material. 5. Proper facilities, including scaffolding, temporary work platforms, etc., for inspection of the work in the mills, shop and field. B. Each person installing connections shall be assigned an identifying symbol or mark and All shop and field connections shall be so identified so that the inspector can refer back to the person making the connection. C. The inspector will perform his duties, when possible, in such a way that fabrication and P P P � Y erection are not unnecessarily delayed or impeded, and as follows: STRUCTURAL STEEL I 05120-7 i Universal Pharmatechnologies October 21, 1998 S.M.B. Pilot Plant 1. The inspector will make all tests and inspections as required by"Structural Welding Code". 2. The edges of material to be welded will be ultrasonically examined for evidence of laminations, inclusions or other discontinuities. The extent to which such defects will be permitted and the extent of repair permitted shall be determined by the inspector and made in accordance with ASTM A6, Paragraph 9. Repairs made by welding shall be done in compliance with the requirements of the "Structural Welding Code" and the accepted welding procedures. 3. 10% of all bolted connections shall be tested for proper torque in the bolts. At least 20%of all fillet welds shall be tested with the magnetic particles and 100% of such welds shall be inspected visually. 100% of full penetration welds shall be inspected by ultrasonic testing. 4. Ultrasonic inspection will be performed in accordance with Section 6, Part C of the"Structural Welding Code". 5. Where inspection reveals defects, the extent of inspection will be increased as much as necessary to assure that the full extent of the defects in a joint has been found and to assure that the same defects are not present in welds made on similar parts or under similar circumstances. 6. Work that is not acceptable will be designated by"Repair" or"Reject", as applicable. 7. Shop welds will be inspected in the shop before the work is painted or approved for shipment. 8. The inspector will maintain a daily record of the work he has inspected and its disposition. Reports of tests will be made in form prescribed in the"Structural Welding Code". One copy of each of the reports will be submitted to the Architect on a weekly basis. 9. The inspector will make all tests and inspections of high-strength bolt connections as required by AISC "Specifications for Structural Joints Using ASTM A325 or A490 Bolts". PART 3 EXECUTION 3.01 ERECTION A. Check the alignment and elevations of all column supports and location of all anchor bolts with transit and level instruments before starting erection. Notify Architect of any STRUCTURAL STEEL 05120-8 Universal Pharmatechnolo ies 8 October 21, 1998 S.M.B. Pilot Plant errors. Obtain Architect's approval of methods proposed for correcting errors prior to proceeding with corrections and erection_ B.' Drift Pins may be used only to align the several parts. They shall not be used in such a manner as to distort or damage the metal. C. Oxygen cutting of structural steel in excess of 3/8" for"fitting-up" purposes shall not be done except with the acceptance of the Architect. D. The use of an oxygen-cutting torch for correcting fabrication errors will be permitted only when the member is not under load, and upon acceptance of the Architect. Oxygen- cutting, when permitted, shall be done in compliance with the building code. E. Contractor shall be fully responsible for all means and methods of fabrication and erection of structural steel during temporary stages of construction. Contractor shall make all necessary provisions for temporary bracing and for completion of erection where structural members are temporarily left out for erection at a later date. F. Detail bracing for draw. Bent rod bracing will not be accepted. Provide beveled washers or set clips at proper angle. 3.02 CONNECTIONS A. Connections shall comply with requirements specified in Part 2 -Products. B. Remove erection bolts after welding architecturally exposed structural steel and fill holes by plug welding. 3.03 ERECTION TOLERANCES A. Individual pieces shall be plumbed, leveled and aligned in accordance with the requirements of the"Code of Standard Practice for Steel Buildings and Bridges". 1.' Numbness of individual columns shall be held to 1:500. 2. All exterior columns shall be within 1 inch of the theoretical centerline either toward or away from the building. 3. The centerline of any two (2) adjacent exterior columns shall be within 3/4" of each other either toward or away from the building. 4. All intermediate exterior columns shall be within 3/4" of a line between the corner columns. 5. All measurements relating to the above shall be on the theoretical centerline of the columns. STRUCTURAL STEEL 05120-9 Universal Pharmatechnolo ies g October 21, 1998 S.M.B. Pilot Plant B. Dimensions shown on drawings are based on an assumed design temperature of 70° F. Fabrication and erection procedures shall take into account the ambient temperature range at the time of the respective operations. 3.04 FIELD QUALITY CONTROL A.' Field testing and inspection requirements shall comply with Part 2 -Products, Source Quality Control. END OF SECTION STRUCTURAL STEEL 05120-10 Universal Pharmatechnologies October 21, 1998 S.M.B. Pilot Plant SECTION 04230 REINFORCED UNIT MASONRY PART 1 - GENERAL 1.01 RELATED DOCUMENTS: A. Drawings and general provisions of Contract, including General and Supplementary Conditions and Division-1 Specification sections, apply to work of this section. B. 'Requirements of Section 04200 -"Unit Masonry" apply to work of this section, except where specifically modified by this section. 1.02 .DESCRIPTION OF WORK: A. Extent of each type of reinforced unit masonry work is indicated on drawings and in schedules. 1.03 QUALITY ASSURANCE: A. Allowable Tolerance: Conform to the requirements of Section 04200. 1.04 SUBMITTALS: A. ShopDrawings:gs: Subnut shop drawings for fabrication, bending, and placement of reinforcement bars. Comply with ACI 315 "Manual of Standard Practice for Detailing Reinforced Concrete Structures". Show bar schedules, diagrams of bent bars, stirrup spacing, lateral ties and other arrangements and assemblies as required for fabrication and placement of reinforcement for unit masonry work. 1.05 JOB CONDITIONS: A. Conform to the job condition requirements of Section 04200. I f PART 2 - PRODUCTS 2.01 MATERIALS: I A. Generals: Refer to Section "Unit Masonry" for hollow load-bearing concrete masonry units and other masonry materials and accessories not included in this section. E r REINFORCED UNIT MASONRY 04230 - 1 I Universal Pharmatechnologies October 21, 1998 S.M.B. Pilot Plant I r B.' Solid Load-bearing Concrete Masonry Units: ASTM C 145. Use where indicated. 1. Grade: N or S. C. Reinforcement Bars: Provide deformed bars of following grades complying with ASTM A 615, except as otherwise indicated. D. Provide Grade 60 for bars No. 3 to No. 18, except as otherwise indicated. E. Shop-fabricate reinforcing bars which are shown to be bent or hooked. 2.02 MORTAR AND GROUT MATERIALS: A. Portland Cement: ASTM C 150, Type I, except as otherwise approved by Architect. Provide natural color or white cement as required to produce required mortar color. B. Line: ASTM C 207, Type S, special finishing hydrated line, non-air-entrained. C. Aggregate for Mortar: Sand, ASTM C 144 or ASTM C 404, Size No. 2, except for joints. 1/4 inch and less (if any) use aggregate graded with 100 percent passing the No. 16 sieve. D. Fine Aggregate for Grout: Sand, ASTM C 33 or ASTM C 404, Size No.1. E. Coarse Aggregate for Grout: ASTM C 404, Size No. 8 or Size No. 89 2.03 MORTAR AND GROUT MIXES: A. Measurement: Use methods which will ensure that specified proportions are controlled and accurately maintained. Measure aggregate materials in a damp, loose condition. B. Mortar: ASTM C 476, and the following: 1. Use Type PL mortar proportioned by volume; one part portland cement, .1/4 to .1/2 part lime, and sand equal to 2-1/4" to 3 times the sum of the volume of cement and lime materials. C. Grout: ASTM C 476, and the following: 1. Use"Fine Grout" where specified. Proportion by volume; one part portland cement, zero to one-tenth part lime and sand equal to 2-1/4 to 3 times the sum of the volumes of cement and lime materials. REINFORCED UNIT MASONRY 04230 - 2 Universal Pharmatechnologies October 21, 1998 S.M.B. Pilot Plant I 2. Use"Coarse Grout" where specified. Proportion by volume; one part portland cement, zero to one-tenth part lime, and fine aggregate (sand) equal to 2-1/4 to 3 times the sum of the volumes of cement and lime materials, and coarse aggregate equal to one to two times the sum of the volumes of cement and lime materials. D Mixin : Combine and mix cement, lime, water and aggregates for a minimum of five minutes in a mechanical batch mixer. For mortar, add as much water as is required for workability. Mortar may be retempered by adding water and remixing, as required for workability. Do not use mortar or grout which has begun to set or if more than 2-1/2 hour have elapsed after initial mixing. 1. Mix grout to have a slump of ten inches plus or minus one inch, at time of placement. E. Do not add air-entraining agents or other admixtures or mortar or grout materials. PART 3 -EXECUTION 3.01 PLACING REINFORCEMENT: A. General: Clean reinforcement of loose rust, mill scale, earth, ice or other materials which will reduce bond to mortar or grout. Do not use reinforcement bars with kinks or bends not shown on drawings or final shop drawings, or bars with reduced cross-section due to excessive rusting or other causes. B. Position reinforcement accurately at the spacing shown. Support and secure vertical bars against displacement. Horizontal reinforcement may be placed as the masonry work progresses. Where vertical bars are shown in close proximity, provide a clear distance between bars of not less than the nominal bar diameter or 1" (whichever is greater). C. Splice reinforcement bars where shown; do not splice at other points unless acceptable to the Architect. Provide lapped splices, unless otherwise shown. In splicing vertical bars or attaching to dowels, lap ends, place in contact and wire tie. 1. Provide not less than minimum lap shown, or if not shown, as required by governing code. D. For multiple wythe walls, embed metal ties in mortar joints as work progresses, with a minimum mortar cover of 5/8" on exterior face of walls and 1/2" at other locations. 1. Embed prefabricated horizontal joint reinforcing as the work progresses, with a minimum cover to 5/8" on exterior face of walls and 1/2" at other locations. Lap units not less than 6" at ends. Use prefabricated "L" and "T" units to provide continuity at corners and intersections. Cut and bend units as recommended by REINFORCED UNIT MASONRY 04230 - 3 Universal Pharmatechnologies October 21, 1998 S.M.B. Pilot Plant manufacturer for continuity at returns, offsets, column fireproofing, pipe enclosures and other special conditions. E. Anchoring: Anchor reinforced masonry work to supporting structure as indicated. I 3.02 INSTALLATION, GENERAL: A. Refer to Section"Unit Masonry" for general installation requirements of unit masonry and mortar bedding and jointing requirements, except where specifically modified by this section. 3.03 INSTALLATION OF REINFORCED CONCRETE UNIT MASONRY: A. General: 1. Do not wet concrete masonry units. B. 'Lay CMU units with full-face shell and full web mortar beds. Fill vertical head joints(end joints between units) solidly with mortar from face of unit to a distance behind face equal to not less than the thickness or longitudinal face shells. Maintain head and bed joints widths shown, or if not shown, provide 3/8"joints. I 1. Where solid CMU units are shown or required, lay with full mortar head and bed joints. C. Walls: D. Pattern Bond: Lay CMU wall units in 1/2 running bond with vertical joints in each course centered on units in courses above and below, unless otherwise indicated. Bond and interlock each course at corners and intersections. Use special-shaped units where shown, and as required for corners,jambs, sash, control joints, lintels, bond beams and other special conditions. E. Maintain vertical continuity of core or cell cavities, which are to be reinforced and grouted, to provide minimum clear dimensions indicated and to provide minimum clearance and grout coverage for vertical reinforcement bars. Keep cavities free of mortar. Solidly bed webs in mortar where adjacent to reinforced cores or cells. F. I Where horizontal reinforced beams (bond beams) are shown, use special units or modify .regular units to allow for placement of continuous horizontal reinforcement bars. Place small mesh expanded metal lath or wire screening in mortar joints under bond beam courses over cores and cells of non-reinforced vertical cells, or provide units with solid bottoms. II REINFORCED UNIT MASONRY 04230 - 4 I Universal Pharmatechnologies October 21, 1998 S.M.B. Pilot Plant I 1. Option: Where all vertical cores are not shown to be grouted, Contractor may elect to fill all vertical cores with grout. In which case, requirements for mortar bedding of cross-webs and closing of core spaces below bond beams do not apply. G.' Grouting: 1. Use"Fine Grout" for filling spaces less than 4" in either horizontal direction. 2. Use"Course Grout" for filling 4" spaces or larger in both horizontal directions. 3. Grouting Techniques: Use Low-Lift grouting techniques only. 4. Low-Lift Grouting: H. Place vertical reinforcement prior to laying of CMU. Extend above elevation of maximum pour height as required to allow for splicing. Support in position at vertical intervals not exceeding 160 bar diameters. I. Lay CMU to maximum pour height. Do not exceed 4' height, or if bond beam occurs below 4' height stop pour at course below bond beam. J. Pour grout using container with spout or by chute. Rod or vibrate grout during placing. Place grout continuously; do not interrupt pouring of grout for more than one hour. Terminate grout pour 1-1/2" below top course of pour. K. Bond Beams: Stop grout in vertical cells 1- 1/2" below bond beam course. Place horizontal reinforcement in bond beams; lap at corners and intersections as shown. Place !grout in bond beam course before filling vertical cores above bond beam. L. Provide cleanout holes in first course at all vertical cells which are to be filled with grout. 1. Use units with one face shell removed and provide temporary supports for units above, or use header units with concrete brick supports, or cut openings in one face shell. M. Construct masonry to full height of maximum grout pour specified, prior to placing grout. i 1. Limit grout lifts to heights recommended by the National Concrete Masonry Associations, NCMA, for the type of units, reinforcing and grout used in the work, but in no case exceed 160 bar diameter. 12. Place vertical reinforcement before grouting. Place before or after laying masonry units, as required by job conditions. Tie vertical reinforcement to dowels at base of masonry where shown and thread CMU over or around reinforcement. Support vertical reinforcement at intervals not exceeding 160 bar diameters. I REINFORCED UNIT MASONRY 04230 - 5 Universal Pharmatechnologies October 21, 1998 S.M.B. Pilot Plant 3. Where individual bars are placed after laying masonry, place wire loops extending into cells as masonry is laid and loosen before mortar sets. After insertion of reinforcement bar, pull loops and bar to proper position and tie free ends. 4. Where reinforcement is prefabricated info cage units before placing, fabricate units with vertical reinforcement and bar lateral ties of the size and spacing shown. 5. Place.horizontal beam reinforcement as the masonry units are laid. N. Preparation of Grout Spaces: Prior to grouting, inspect and clean grout spaces. Remove dust, dirt, mortar droppings, loose pieces of masonry and other foreign materials from grout spaces. Clean reinforcement and adjust to proper position. Clean top surface of structural members supporting masonry to ensure bond. After final cleaning and inspection, close cleanout holes and brace closures to resist grout pressures. 0. Do not place grout until entire height of masonry to be grouted has attained sufficient strength to resist displacement of masonry units and breaking of mortar bond. Install shores and bracing, if required, before starting grouting operations. P. Place grout by pumping into grout spaces unless alternate methods are acceptable to the Architect. 1. Limit grout pours to sections which can be completed in one working day with not more than one hour interruption of pouring operation. Place grout in lifts which doe not exceed 4'. Allow not less than 30 minutes, nor more than one hour between lifts of a given pour. Rod or vibrate each grout lift during pouring operation. 2. Place grout in lintels or beams over openings in one continuous pour. Q. Where bond beam occurs more than one course below top of pour, fill bond beam course to within 1" of vertically reinforced cavities, during construction of masonry. R. When more than one pour is required to complete a give section of masonry, extended reinforcement beyond masonry as required for splicing. Pour grout to with 2-1/2" of top course of first pour. After grouted masonry is cured, lay masonry units and place reinforcement for second pour section before grouting. Repeat sequence if more pours are required. END OF SECTION f REINFORCED UNIT MASONRY 04230 - 6 Universal Pharmatechnologies October 21, 1998 S.M.B. Pilot Plant SECTION 03300 CAST-IN-PLACE CONCRETE I PART 1 - GENERAL 1.01 GENERAL REQUIREMENTS A. Include the GENERAL DOCUMENTS and applicable parts of Division 1 as part of this Section. B. Examine all other Sections of the Specifications for requirements which affect work of this Section whether or not such work is specifically mentioned in this Section. C Coordinate work with that of all other trades affecting, or affected by work of this Section. Cooperate with such trades to assure the steady progress of all work under the Contract. 1.02 SCOPE A. General: Provide cast-in-place concrete in accordance with requirements of the Contract Documents. B. Related Work Under Other Sections: 1. Concrete paving. 1.03 SUBMITTALS A. Shop Drawings: 1. Submit shop details and placement of reinforcing steel. B. Mill Tests: Furnish Architect with certified mill test reports for cement, metal reinforcement and welded wire fabric. C. Manufacturer's Data and Certification for Lightweight Aggregate: As specified under aggregate for lightweight concrete. D. Certifications for Admixtures: As specified under admixtures. E. Test Reports: Submit preliminary test results for the Architect's approval at least three weeks prior to the beginning of the work. In addition to the test reports specified under CAST-IN-PLACE CONCRETE 03300-1 Universal Pharmatechnologies October 21, 1998 S.M.B. Pilot Plant .Quality Control", submit the following from the testing laboratory through the Contractor to the Architect: I 1. Preliminary Design Mix Reports (ACI 301). 2. Aggregate Soundness Test Reports (ASTM C88). 3. Aggregate Staining Test Reports (ASTM C641). 4. Air Entrainment Test Reports (ASTM C260). 1.04 QUALITY ASSURANCE A. Except as modified by governing codes and by the Contract Documents, comply with the applicable provisions and recommendations of the following: 1. ACI 301 "Specifications for Structural Concrete for Buildings". 2. ACI 214 "Recommended Practice for Evaluation of Compression Test Results of Field Concrete". 3. ACI 311 "Recommended Practice for Concrete Inspection'. 4. ACI 315 "Manual of Standard Practice for Detailing Reinforced Concrete Structures". 5. ACI 318 "Building Code Requirements for Reinforced Concrete". 6. ACI 347"Recommended Practice for Concrete Formwork". 7. ACI 306 "Cold Weather Concreting". 8. ACI 305 "Hot Weather Concreting". 9. ACI 211.1 "Recommended Practice for Selecting Proportions for Normal and Heavyweight Concrete". 10. ACI 211.2 "Recommended Practice for Selecting Proportions for Structural Lightweight Concrete". J 11. ACI 304 "Recommended Practice for Measuring, Mixing, Transporting and Placing Concrete". 12. ACI 309 "Consolidation of Concrete". CAST-IN-PLACE CONCRETE 03300-2 Universal Pharmatechnologies October 21, 1998 S.M.B. Pilot Plant 13. CRSI-WCRSI "Placing Reinforcing Bars". 14. AWS D1.4"Structural Welding Code -Reinforcing Steel". B. Where the language in any of the documents referred to herein is in the form of a recommendation or suggestion, such recommendations or suggestions shall be deemed to h gg � 1� be mandatory under this Contract. 1.05 QUALITY CONTROL A. Preliminary Tests: 1. To establish the suitability of any material used in concrete work, make preliminary tests and prepare design mixes, in accordance with ACI 301, Chapter 3, in a design laboratory acceptable to the Architect. Bear all costs in connection with these tests and for the design of concrete mixes. 2. Have a representative present at the laboratory when the preliminary tests are made. Whenever a change of brand or source for any of the concrete ingredients occurs, additional "preliminary tests" will be required and the cost of these tests shall be borne by the Contractor. B. Plant and Field Tests and Inspection: 1. Concrete work will be subject to detailed inspection and tests at the plant and in the field, as required, at the Owner's discretion. Inspection and field and laboratory tests of concrete taken from the job will be made by a testing laboratory engaged by the Owner, without expense to the Contractor. 2. Facilitate the work of, and cooperate with the laboratory inspectors at all times. Notify the inspectors when reinforcing steel is in place in order to facilitate any inspections they deem necessary. Do not place concrete until these inspections have been completed and all deficiencies reported by an inspector have been corrected to the inspector's satisfaction. 3. The testing laboratory will supply all molds required for tests as described below, using molds of the same type and manufacture for making all test specimens. If field tests performed by a testing laboratory show excessive slumps or other violations of the Contract Documents, the entire batch of concrete from which the 1 sample in question was taken will be rejected for use and shall be removed from the site at the Contractor's expense. The testing laboratory will inspect all concrete operations in the plant and in the field, as required. A record of such inspection will be submitted to the Architect, covering the quality and quantity of concrete materials, mixing and placing of concrete, placing of reinforcing steel and the general progress of the work. CAST-IN-PLACE CONCRETE 03300-3 Universal Pharmatechnologies October 21, 1998 S.M.B. Pilot Plant 4. If ready-mix concrete is used, each load of concrete arriving at the job shall be accompanied by a delivery ticket which shall be subject to checking by the testing laboratory at the plant and which shall contain the following information: a. The strength of the mix of concrete being delivered. b The exact time the cement and aggregate were discharged into the delivery truck. If upon reaching the job the concrete cannot be placed within the time limits stated, or if the type of concrete delivered is incorrect, the inspector will reject the load for use, and it shall be removed from the site at the Contractor's expense. C. List of admixtures. 5. The testing laboratory will take specimens of each class of concrete from different locations on the job as follows: a. At least four(4) specimens for each 50 cu. yds. or fraction thereof of each class of concrete and in any case not less than four(4) specimens for any one day's operations. b. Test specimens will be taken at pouring locations to give a fair average of the concrete in part of the construction indicated. C. Samples will be obtained in accordance with ASTM C172. d. The testing laboratory will conform to ASTM C31 in making, curing and subsequently handling test specimens, except as modified herein. Specimens will be tested in accordance with ASTM C39. e. The cylinders will be placed in laboratory storage under moist curing conditions at approximately 70° F within 24 hours after molding and maintained therein until tested. One specimen will be tested at seven days, two specimens at 28 days and retain one specimen for future testing if needed. f. Make one slump test in compliance with ASTM C143 for each load at discharge from truck. 1 g. Make one air content test in compliance with ASTM D 173 for each set of compressive istrength specimens. gt p C. Load Tests: In the event that laboratory tests taken from any part of the structure indicate an apparent failure to develop the ultimate strengths required at 45 days, the Architect CAST-IN-PLACE CONCRETE 03300-4 Universal Pharmatechnologies October 21, 1998 S.M.B. Pilot Plant may, at his discretion, order load tests or other tests to be made on the portion of the structure affected to determine the adequacy of such portion to sustain the loads for which its members are designed. These tests, if required, will be made at the Contractor's expense, and shall conform to the requirements of ACI 318. If the structure, or any part of the structure, cannot pass the load tests, it shall be removed and replaced at the Contractor's expense. D. Coefficient of Variation: 1. The testing laboratory engaged and paid for by the Owner will establish a coefficient of variation for the statistical evaluation of concrete for the Project. The Contractor shall be fully acquainted with all provisions relative to coefficient of variation as specified herein and fully comply with the applicable requirements. 2. The coefficient of variation will be established for the project on the basis of not less than 30 test results from any one class of concrete. Once established, the testing laboratory will maintain the coefficient of variation as a moving average based on the 10 latest test results to check compliance with specification requirements. The figure for the moving coefficient of variation and moving average for strength will be kept up to date by the testing laboratory on the job site, and reported without delay to the Architect. The testing laboratory will maintain a continuous up to date log in both graphical and tabulated form for each class of concrete. 3. Strength Requirements and Compliance Therewith: Concrete will be considered to meet strength requirements of the Specifications when in compliance with ACI 301, Chapter 17, Paragraph 17.2. 4. Enforcement: a. When actual non-compliance and/or ominous trends are observed by the testing laboratory, such information will be relayed expeditiously by telephone to the Contractor and the concrete supplier who shall take immediate appropriate action to correct the deficiency. b. If non-compliance occurs, the producer will be warned to take immediate corrective action. Test results of concrete furnished subsequent to such a warning shall comply. Test results indicating non-compliance after one warning will be sufficient cause for the Architect to refuse to permit any additional concrete to be furnished by the non-complying producer. C. Reinstatement of the disqualified concrete producer may be permitted on the condition that he produces a certificate by an independent qualified engineer acceptable to the Architect attesting that adequate corrective measures have been incorporated and that the producer is, in his opinion, CAST-IN-PLACE CONCRETE 03300-5 Universal Pharmatechnologies October 21, 1998 S.M.B. Pilot Plant entitled to another trial. Failure after this point will necessitate permanent expulsion from the job. d. If the test strength of concrete which does not comply with the strength requirements of these specifications is sufficiently low so that, in the opinion of the Architect, the performance of the structure is jeopardized, the Architect may require that test specimens be cut from the structure at the locations designated by the Architect at which the questionable concrete was placed. Specimens will be secured and tested in accordance with ASTM C42. If the results of these tests show that the actual strength of the concrete is sufficiently low as to jeopardize the performance of the structure, the Architect may require that the concrete be removed from the structure, and replaced at no additional cost to the Owner. These tests, if required, will be made at the Contractor's expense. 5. The coefficient of variation shall be assumed as 20%unless another value has been determined from current similar tests, or until it may be calculated from current similar tests, or until it may be calculated from the results of 30 or more job tests. This computation is described in ACI 214. 1.06 . JOB CONDITIONS A. Weather: Protect concrete from damage and reduced strength or performance due to weather extremes during mixing, placing and curing. B. Cold Weather: Unless special precautions are taken to protect concrete, do not work when temperatures are below 40° F or when temperatures are expected to fall below 40° F within 72 hours after placing concrete. 1. Comply with ACI 306 in cold weather. 2. Maintain concrete temperature of at least 60° F. Reinforcement forms and ground in contact with concrete shall be free of frost. 3. Keep concrete and formwork at least 50° F for at least 96 hours after placing concrete. 4. The use of calcium chloride in any form is not permitted. C. Hot Weather: Concrete, when deposited, shall be less than 90° F. Cool the mix in a manner acceptable to the Architect if the concrete temperature is higher. 1. Comply with ACI 305 in hot weather. CAST-IN-PLACE CONCRETE 03300-6 Universal Pharmatechnologies October 21, 1998 S.M.B. Pilot Plant 1.07 PRODUCT DELIVERY AND STORAGE A. Comply with ACI 301, Chapter 2, Paragraph 2.5. PART 2 - PRODUCTS 2.01 MATERIALS A. Portland Cement: ASTM C 150, Type II, except Type I shall be used where designated on the architectural drawings. Use only one brand of cement from one mill for each type of cement throughout the work, unless otherwise approved by the Architect. B. Admixtures: 1. Air-Entraining: Conform to ASTM C260; providing one of the following: a. "MB VR" (Master Builders Company). b. "Darex AEA" (Construction Products Division, W.R. Grace & Company). C. "Sika-Aer" (Sika Corporation). 2. Water Reducing Admixture: Conform to ASTM C494, Type A. 3. Water Reducing Set Retarder: Conform to ASTM C494, Type D. (To be used when ambient temperatures exceed 90° F.) 4. High Range Water Reducing Admixture: Conform to ASTM C494, Type F and G. (Type F or G selected to best meet the application.) a. All mix designs under 0.45 water cement ration shall utilize a High Range Water Reducer. 5. Non-Chloride and Non-Corrosive Accelerators: ASTM C494, Type C shall be used when ambient temperatures fall under 45° F. 6. Prohibited admixtures include calcium chloride thiocynates, slag cement, and fly ash. C. Water: Conform to ACI 301 Chapter 2 Paragraph 2.3. P D. Fine Aggregate: 1. For Uses Not Otherwise Specified: ASTM C33. CAST-IN-PLACE CONCRETE 03300-7 Universal Pharmatechnologies October 21, 1998 S.M.B. Pilot Plant E. Coarse Aggregate: L For Uses Not Otherwise Specified: ASTM C33. 2. For Lightweight Concrete: Rotary kiln produced expanded shale, slate, or clay conforming to ASTM C33, with the following additions: when tested in accordance with ASTM C666, concrete of six bags cu. yd. and approximately 6% air made with the aggregate shall have a minimum durability factor of 90%grading from#4 to 3/4". Submit manufacturer's data including modules of rupture, creep curve, unit weight, shrinkage curve and design data and coefficients for review before proceeding with the use of the proposed lightweight aggregate. Certify that the tensile splitting strength equals 6.0 times the square root f c when established in accordance with ASTM C496. F. , Metal Reinforcement: ASTM A615, grades as shown on drawings. 1. For fabrication tolerances conform to ACI 301, Chapter 5, Paragraph 5.4. 2. All reinforcing bars having assigned positions shall have distinguishing marks plainly indicated thereon, which marks shall agree with those given on the shop drawings relating to or calling for the bars. G. Welded Wire Fabric: ASTM A185, size shown on drawings. H. Non-Metallic Shrinkage-Resistant Grout: Pre-mixed, non-metallic, non-corrosive, non- staining product containing selected silica sands, portland cement, shrinkage compensation agents, plasticizing and water reducing agents, complying with CRD-C621. 1. Products: Subject to compliance with requirements, provide one of the following: a. "Euco N.S." (Euclid Chemical Co.). b. "Crystex" (L&M Construction Chemicals). C. "Masterflow 713" (Master Builders). d. "Five Star Grout" (U.S. Grout Corp.). it e. "Upcon" (Upco Chem. Div., USM Corp.). j f. "Propak" (Protex Industries, Inc.). 'I. Vapor Barrier: Polyethylene sheeting 6 mils thick, of approved manufacture. CAST-IN-PLACE CONCRETE 03300-8 Universal Pharmatechnologies October 21, 1998 S.M.B. Pilot Plant J. Curing Material: 1. Liquid Membrane Forming Compound: ASTM C309, Type 1 with fugitive dye or Type 2; formulated to disintegrate after 28 days, and guaranteed not to affect the bond of applied finishes. 2. Polyethylene Film: ASTM C 171. 3. Waterproof Paper: ASTM C 171. K. ;Dustproofer: "Lapidolith" (Sonnebom Building Products, Inc.). L. Waterstops: Extruded shapes formed of virgin poly-vinylchloride, tensile strength 1900 psi, minimum elongation 200%. Unless otherwise indicated, use"Plastigrip Type N", (Progress Unlimited). Pre-fabricate corners. M. Expansion Joint Filler Strips: ASTM D 1752. N: Formwork: For n surfaces, rough work and arae parking structures use Exterior 1. Fo unexposed s gh g g p g , Type Douglas Fir, Grade B-B, (Concrete Form) Plywood conforming to NBS PS- 1, minimum 3/4 thick, or undressed lumber, No. 2 common or better. Before reusing forms, withdraw nails and thoroughly clean surfaces to be in contact with concrete. 0. Form Ties: For securing forms where surfaces will be exposed in the finished work, use tie screws with removable plastic cones, removable bolts, special removable tie wires or Series 300 stainless steel snap ties. For all other forms, use either bolts or wires. Use ties of such type that when forms are removed, no metal is closer than 1-1/2" from the finished concrete surface. 'P. Cement Grout: Portland cement (ASTM C150, Type I or Type III) and clean, uniformly graded, natural sand (ASTM C404, Size No. 2). Mix at a ratio of 1.0 part cement to 3.0 parts sand, by volume, with minimum water required for placement and hydration. 2.02 MIXES J A. Proportioning of Concrete: i 1. Assume full responsibility for the strength, consistency, water-cement ratio, and handling of concrete. Design mixes in accordance with ACI 211.1. 2. Use the minimum amount of water necessary to produce a mix that can be worked readily into corners of forms and around reinforcement without permitting CAST-IN-PLACE CONCRETE 03300-9 Universal Pharmatechnolo 'es October 21, 1998 S.M.B. Pilot Plant segregation of materials or free water to collect on surfaces. The maximum water- cement ratio shall be in accordance with ACI 301, Chapter 3, Paragraph 3.8, Method 1 or Method 2. 3. Determine the cement factor for structural concrete in accordance with ACI 301, Chapter 3, Paragraph 3.8.3. f4. Adjust the consistency of any mix to allow for specific placing conditions. The slump of concrete filling small, thin, complicated forms shall be greater than for large masses; the degree of slump being governed by the least dimensions of the form. Maximum slump for concrete shall be in accordance with ACI 301, Chapter 3. Determine slumps in accordance with ASTM C143. 5. Measure materials for concrete by weighing. Separately weigh each size of aggregate and the cement; each accurate within 1%. Cement in sacks of ninety- four pounds need not be weighed, but weigh bulk cement and fractional packages. 6. Prepare design mixes, prior to the beginning of the work, in accordance with ACI 301, Chapter 3, Paragraph 3.8, Method 1 or Method 2, and Paragraph 3.8.3, and in a design laboratory approved by the Architect. Refer to Part 1 - General for "Quality Assurance" for requirements for preliminary tests. 7. Air entrain all concrete exposed to weathering in accordance with ACI 301, Chapter 3, Paragraph 3.4, determined by volume, as per ASTM C173, or ASTM C231. B. Classes of Concrete: 1. The strength of the concrete for each portion of the structure shall be in accordance with the requirements indicated on the structural drawings. 2. For maximum size of coarse aggregate, comply with ACI 318, Chapter 3, Paragraph 3.3. C. Cement Fill: it n 1. Mix cement fill for steel an type stairs and platforms in the proportions, b P P P Y weight, of one part Portland cement, 1-1/2 parts sand and 1-1/2 parts coarse aggregate. Grade the coarse aggregate from 1/8" with at least 95% passing a 3/8" { sieve and not more than 10% passing a No. 8 sieve. I CAST-IN-PLACE CONCRETE 03300-10 Universal Pharmatechnologies October 21, 1998 S.M.B. Pilot Plant PART 3; -EXECUTION 3.01 FORMWORK A. General: 1. Forms shall conform to the lines, dimensions and shapes of concrete shown providing for openings, recesses, keys, slots, beam pockets and projections as required. 2. Make forms clean and free of foreign material before placing concrete. 3. Do not use earth cuts as forms for vertical surfaces, unless approved by the Architect. B. Design of Formwork: 1. Comply with ACI 301, Chapter 4, Paragraph 4.2. 2. Form rods and tie wires of exterior surfaces shall slope down from the inside to outside of forms. 3. Provide forms so that no discernible imperfection is in evidence in finished concrete surfaces due to deformation, bulging,jointing, or leakage of forms. C. Tolerances: 1. Comply with ACI 301, Chapter 4, Paragraph 4.3, except as otherwise noted. D. Preparation of Form Surfaces: 1. Comply with ACI 301, Chapter 4, Paragraph 4.4. 2. Use non-staining mineral oil or form lacquer. 3.02 REINFORCEMENT A. General: Comply with ACI 301, Chapter 5, Paragraph 5.1. B. Placing Tolerances: Comply with ACI 301, Chapter 5, Paragraph 5.4. C. Placing: CAST-IN-PLACE CONCRETE 03300_ 11 Universal Pharmatechnologies October 21, 1998 S.M.B. Pilot Plant 1'. Comply with ACI 301, Chapter 5, Paragraph 5.5. When splices not shown on the drawings area roved b the Architect, such splicing shall conform to ACI 318. g PP Y P g 2. Place reinforcing bars having assigned positions so that distinguishing marks agree with those given on the shop drawings relating to or calling for the bars. 3. Secure all reinforcing bars in place with high-density plastic supporting and spacing devices and metal tying devices. Reinforcing in concrete members that have one or more surfaces exposed, whether painted or unpainted finish, shall be tied with 14 gage soft annealed wire. D. Minimum Reinforcement: Where no other reinforcement is shown for concrete fill or toppings, provide 6 x 6-W 1.4 x W 1.4 welded wire fabric. 3.03 MDGNG CONCRETE A; Ready Mixed Concrete: 1. Comply with ASTM C94. 2. Discharge the concrete completely at the site within 1-1/2 hours after the introduction of the cement to the aggregates. In hot weather reduce this time limit so that no stiffening of the concrete shall occur until after it has been placed. 3. Begin the mixing operation within thirty minutes after the cement has been intermingled with the aggregates. B. Batch Mixing at Site: 1. Comply with ACI 301, Chapter 7, Paragraph 7.2. 2. Excessive mixing requiring the addition of water to preserve the required consistency will not be permitted. Mix concrete to a consistency which can be readily placed without segregation. 3. Where admixtures are specified, equip mixers with a device for measuring and dispensing the admixture. C. Hand-Mixed Concrete: When hand-mixed concrete is allowed and approved for certain parts of the work,mix on water tight platforms. Proportion cement, sand and aggregate loose by volume, carefully measured, thoroughly mix sand and cement together dry until the mixture is of uniform color. Add the aggregate and turn the mass over until the mixture is uniform and homogenous. Add water by sprinkling and turn the mass over until it is uniformly mixed and of the required consistency. CAST-IN-PLACE CONCRETE 03300-12 Universal Pharmatechnologies October 21, 1998 S.M.B. Pilot Plant D. Lightweight Concrete: Mix lightweight concrete in accordance with the directions of the approved lightweight aggregate manufacturer and so as to obtain the specified comprehensive strength for each use. E. Retempering: Comply with ACI 301, Chapter 7, Paragraph 7.5. 3.04 'JOINTS AND EMBEDDED ITEMS A. 'Construction and Control Joints: 1. Comply with ACI 301, Chapter 6, Paragraph 6.1. 2. When construction and control joints are required or permitted, obtain bond by roughening the surface of the concrete in a manner which will expose the aggregate uniformly and will not leave laitance, loosened particles of aggregate or damaged concrete at the surface. Saturate the cleaned surface with water. In walls, do not space construction joints more than 60 feet apart. B: Embedded Joints: 1. Comply with ACI 301, Chapter 6, Paragraph 6.2. 2. Install joint filler to allow the required dimension for sealant, as indicated. Dimensions shown on drawings are based on an assumed design temperature of 70° F. Concreting procedures shall take into account the ambient temperature range at the time of the respective operations. C. Waterstops: Comply with ACI 301, Chapter 6, Paragraph 6.3. Wire tie waterstops at top to prevent displacement. D. Embedded Items: 1. Comply with ACI 301, Chapter 6, Paragraphs 6.4 and 6.5. 2. Accurately set anchorage devices by line and transit, and coordinate the locating of all anchorage devices to be set for the accommodation of the work of other trades. 3. Locate anchor bolts as shown on the drawings and on shop drawings. Obtain necessary templates for the respective trades as required for the proper setting of anchor bolts and other items for mechanical equipment, as required. 4. Assist other trades in the installation of piping, pipe sleeves, conduit and similar items where such items are to be installed in concrete. Provide frames to securely hold anchor bolts and anchorage devices in place during construction, and take care that no displacement occurs during the pouring of concrete. Under this CAST-IN-PLACE CONCRETE 03300-13 i Universal Pharmatechnologies October 21, 1998 S.M.B. Pilot Plant section furnish and set items not furnished by other trades using approved standard type items suitable for their intended purpose. 3.05 PLACING CONCRETE A. Preparation Before Placing: Conform to ACI 301, Chapter 8, Paragraph 8.1. B. ;Conveying: 1. Comply with ACI 301, Chapter 8, Paragraph 8.2. 2. Provide a spout or downpipe and elephant trunk or other appropriate method to prevent concrete from falling freely through a height greater than 3 feet. C. Depositing: Comply with ACI 301, Chapter 8, Paragraph 8.3. 3.06 CURING A. Comply with ACI 308 (Ref. 1986) standard practice for curing concrete. B. If liquids are used they should be compatible with floor sealer for garage slabs. C. Fog misting is required when the rate of evaporation exceeds 2 lbs./sq.ft./hour- 1 lb./sq.ft./hour for microsilica concrete. Fogging shall continue after finishing until wet burlap or other approved curing material is placed over the concrete. 3.07 FORM REMOVAL A. Do not remove forms until the concrete has thoroughly hardened and has attained sufficient strength to support its own weight and construction live loads to be placed thereon, without damage to the structure. In general, do not disturb forms for framing until the concrete has attained at least 40% of design strength for side forms and 80% of design strength for bottom forms, or reshore as required. Be responsible for proper from removal and replace any work damaged due to inadequate maintenance or improper or premature form removal. B. Where use of metal form ties extending to within less than 1-1/2" of the face of permanently exposed concrete has been unavoidable, cut off such ties at least 1-1/2" deep in the concrete, but not less than 72 hours after concrete has been cast. Remove forms by methods which will not spall the concrete or cause any injury whatsoever. Hammering or prying against concrete will not be permitted. 3:08 PATCHING A. Comply with ACI 301, Chapter 9. CAST-IN-PLACE CONCRETE 03300-14 Universal Pharmatechnologies October 21, 1998 S.M.B. Pilot Plant 3.09 FINISB ING A. General Requirements for Flatwork: Strike off top surfaces of finished fill and monolithic slabs true and level within a tolerance of 1/8" in 10 feet and measured with a 10 foot straightedge placed in any direction at any location. Set edge forms and intermediate screed strips accurately and sufficiently rigid to support screeds and so that proper surface elevations and concrete thicknesses are achieved allowing for dead load deflection and camber of formwork. Take measurements and control tolerances by the use of transit instrument. Upon completion of leveling, remove screeds and fill spaces with concrete. B. Monolithic Floor Finish: Level surface and remove excess laitance by tamping, screeding, and preliminary wood floating. When the slab has hardened sufficiently so that water and fine material will not be worked to the top, compact the surface with motor-driven floats of the disc type and trowel smooth with two steel troweling operations. Do the second troweling after the concrete has become so hard that no mortar will adhere to the edge of the trowel, and exert heavy pressure to thoroughly compact the surface. Leave floors with a smooth, hard finish free of blemishes and true to a maximum tolerance of 1/8" in 10 feet. Monolithically finish surfaces scheduled to receive the following: 1. Resilient flooring. 2. Adhesive-set ceramic tile. 3. Carpeting. 4. Where no other finish is specified. C. Motor Float Finish: Level surface and remove excess laitance by tamping, screeding, and preliminary wood floating. When the slab has hardened sufficiently so that water and fine material will not be worked to the top, compact the surface with motor-driven floats of the disc type. Leave floors with a smooth finish and true to a maximum tolerance of 1/8" in 10 feet. Motor float finish surfaces scheduled to receive the following: 1. Membrane waterproofing. D. Rough Slab Finish: Tamp the concrete using special tools to force the aggregate away from the surface, then screed with straightedges to produce a reasonably true and uniform surface. Rough slab finish surfaces scheduled to receive the following: 1. Granite slabs. 2. Brick paving. CAST-IN-PLACE CONCRETE 03300-15 Universal Pharmatechnologies October 21, 1998 S.M.B. Pilot Plant 3. Insulation. 4. Floor topping. in . E. ;Interior Exposed Concrete Surfaces of Ceilings, Columns and Walls: Unless otherwise 'shown, leave a smooth finish, even-textured and free of blemishes. Repair or replace defective areas, as directed. As soon as the face forms are removed, remove all fins and other projections carefully, level offsets and grind where necessary. Repairing, replacing and pointing and filling voids shall be done to the Architect's satisfaction. Patch as specified under paragraph"Patching". 3.10 CEMENT FILL A.; Install cement fill on a continuous wire mesh of not less that 14 gage welded wire fabric, 2" square, supported approximately 1/2" above the bottom of pans. Screed cement fill level and finish with wood float. B; After screeding the cement level, permit it to stand until it will bear the weight of workmen standing on boards. At this time the abrasive aggregate, having previously been soaked in clean water for about ten minutes, shall be sprinkled uniformly on the surface and immediately wood floated into the cement finish. 3.11 FLOOR SLABS ON GRADE A. Examine condition of porous fill and remedy any unsatisfactory portions prior to applying vapor barrier. B. Cover porous fill with vapor barrier of polyethylene sheeting. Do not lay sheeting until immediately prior to placing of reinforcing mesh and concrete, in order to prevent damage to the film. Lap seams as recommended by the manufacturer. ;C. Do not place concrete over vapor barrier until all breaks have been patched and sealed. 3.12 DUSTPROOFING A. Apply two (2) coats of dustproofer, in accordance with the approved manufacturer's instructions, in the following concrete surfaces: 1. Exposed in the finished work. 2. To receive carpeting. CAST-IN-PLACE CONCRETE 03300-16 w Universal Pharmatechnologies October 21, 1998 S.M.B. Pilot Plant 3.13 GROUTING i A. Mix grout in accordance with the approved manufacturer's instructions to a consistency which will permit placement. Place grout so as to ensure complete bearing and elimination of air pockets. END OF SECTION CAST-IN-PLACE CONCRETE 03300-17 r cxtorwoodgire, Prolediongnc. SPRINKLER � SYSTEMS Sales and Service — (781) 828-4142 INDUSTRIAL C O M M E R C I A L (781)341-1052 FAX (781)344-7670 \ 30 OLD PAGE STREET STOUGHTON, MA 02072 October 7, 1998 Chief William V. Dolan North Andover Fire Department 50Ehn Street 02760 North Andover, Ma. Subject: Phann-Eco 70 Flagship Drive North Andover, Ma. Dear Chief Dolan, This letter will serve as confirmation that we have taken into consideration 780 CMR, 6t" Edition, Section, 903.1.1 with regard to the design of the automatic fire sprinkler system and compliance with applicable codes at the above referenced location. Re: 780 CMR 903.1.1, item 1: a. The sprinkler system design for this project conforms to the latest edition of NFPA 13,16 and 30. The existing dry pipe valve will be removed, an alann check valve and main water flow alarm switch will be installed at the fire service entrance converting the existing dry pipe system throughout the entire building to a wet system. A reduced pressure zone backflow prevention device will be installed at the fire service entrance in accordance with CMR 22.22 A single zone pre-primed foam water sprinkler system will be installed throughout the SMB Room, Solvent :SterapFe and loading Dock as indicated on drawings FP-1. The foam solution shall be produced by introducing AFFF 3% foam solution for both hydrocarbon and polar solvent liquids into the water stream by the balanced pressure proportioning method using a bladder pressure tank and a modified venturi ratio controller. The bladder tank will have a minimum 200 gallon capacity to provide sufficient foam concentrate for 15 minutes while the system is discharging foam solution at a maximum system flow. System piping shall be hydraulically calculated to provide a design density of.30 gpm per square foot over the entire room with a hose stream allowance of 500 gpm within the solvent storage room. � System piping in all other areas shall be hydraulically calculated per NFPA 13 ordinary hazard group II and shall provide a design density of.20 gpm per square foot over the most remote 1500 square .feet with an allowance of 250 gpm hose. Phaim-Eco Page 2 b. Thermally sensitive automatic sprinklers connected to a fixed fire protection piping system filled with pressurized foam water solution connected to the public water supply are used in detecting a fire. When a fire occurs, the heat produced will fuse and operate sprinklers over the affected area distributing foam water solution to control or extinguish the fire. As water flows through the system, a paddle type water flow alarm device is activated, which in turn, initiates the Fire Protective Signaling system. The flow of water also opens the main alarm valve clapper allowing pressurized water to enter the alarm port, overcome the retarding chambers drain restriction, filling the retarding chamber then through the alarm line piping, into the inlet of the water motor gong. Force from the water stream turns the impeller and drive shaft causing the striker ann to rotate and impact against the gong producing a continuous alarm. c. Underground piping and lead-in connection to sprinkler riser shall be flushed per the requirements of NFPA 13 par 8-2.1 and NFPA 16 par 5-1. All new piping shall be hydrostatically tested per the requirements of NFPA 13 section 8-2.2 (200 psi for 2 hours without pressure loss) A main drain test shall be performed per the requirements of NFPA 13, par 8-2.4.4 by observing and recording the supply pressure gauge reading and then opening the main drain fully and again observing and recording the supply pressure gauge reading. The water flow detecting devices and associated alarm circuits shall be flow tested by opening the inspectors test connection, and shall result in an audible alann on the premises and activation of the Fire Protective Signaling System within 60 seconds. A foam water discharge test shall be performed per the requirements of NFPA 16 par 5-3. The manufacturers representative for the proportioning equipment shall determine the concentration of foam in solution. The foam concentrate consumption rate will be calculated by timing a given displacement or by refractometric means, discharge through 2'/2 inch test pipe. If you have a uestions or comments, please contact the undersigned. Sincerely, Norwood �Pr ec n, c. r' John D MCA] E.T. / v UGC"DECwn ii i 3.' 7 HOGS _NI YAX NU. Ve T15 33,13 EC 03 98 03�47PM SHpOSHANIAN INC .., P,harm-8Co Laboratorie$, Inc. , If YOU have any questions regarding egardi tact MuhaMmad Ahs ng this matter, lea Mean at _. please csi� � � 3s aa.ga. . vary truly yourB, Cr itief, ss . . eels Mu d R. Ahr�an Permit frig Rnviromental Engineer Sureau of ira to Prev tion JSSlMAIpdb ccs Rawer commfsaiori, Town Building, North Andover, MA '.ol&45 NERO - Kevirf Mahoneyy Croeafield Rnginearing, Inc., 65 Central st., Georgetown, MA 03,033 - Attn: Arthur Tocci, B.g. • i • 07/py/92 ' sewer Cenneittpn Page 3 of 7 SPEC Shooshanian Process Engineering& Construction, Inc. 92 Montvale Avenue [ENGINEERS WHO BUILD] Stoneham,Massachusetts 02180 7 781 438 3337 F 781 438 5297 November 6, 1998 -- ---.« rp North Andover Building Department 120 Main Street !11 North Andover,Ma.01845 i Attention:Mr. Robert Nicetta t- Building Commissioner [[_` r e: dT Dear Mr.Nicetta: On behalf of Pharm-Eco Laboratories,Inc.,I am submitting their application for a Building Permit for renovation work proposed for their facilities at 70 Flagship Drive.The primary purpose of these renovations are: 1. To bring the building into code compliance regarding it's actual occupancy. 2. To enhance its fire safety. 3. To build out an existing empty suite for further pharmaceutical production. The formal permit application includes: 1. The completed application form. 2. The completed form"U". 3. The Workers' Compensation Insurance Affidavit. 4. An October 21"letter from the building owner,Stets&Company,giving approval for Pharm-Eco's proposed tenant construction. 5. Construction Control Affidavits from the following licensed professionals who are responsible for the design:Architectural,Structural,Mechanical,Electrical,Fire j �-Protection,and Plumbing.? 6. A copy of the Construction Superintendent's license. Additionally,based on discussions you have had with our Superintendent Mike Paris,and myself this application includes the following supplemental information: 1. Complete Structural calculations and construction specifications for our proposed Phase One construction as well as the future Phase Two scope of work. 2. An independent Structural Peer Review per CMR 780 110.11 and Appendix I is currently underway and the formal report will be issued shortly.Once received,I will forward it overnight courier to your attention. 3. Complete Fire protection plans,calculations,and a system description for the upgrade of the existing sprinkler system to a wet system,the addition of wet sprinklers to areas currently not covered,and the installation of a foam system for all flammable liquids processing and storage areas. 4. Correspondence including`two site sound surveys which found the existing facility to,, be in compliance with Massachusetts State Department of Environmental Protection, regulation 310 CMR 7.10.One survey conducted in November 1995 and the latest in February 1997:1 Even though demonstrated to be in compliance,Pharm-Eco chose to follow the recommendations given in the February 1997 report installing additional .i sound absorption panels and replacing a noisy exhaust fan bearing.Pharm-Eco will also conduct a site noise survey once the proposed construction is complete and take SPEC specializes in the design and construction of facilities for the pharmaceutical,biomedical fine chemical and food industries ; PEC Shooshanian Process Engineering&Construction, Inc. [EINGINEERS WHO BUILD] steps to insure that the existing sound levels at the facility are not increased by this addition. 5. An October 26th letter from Pharm-Eco indicating their flammable liquid volumes, locations and the chemicals involved.With this letter is attached Pharm-Eco's earlier correspondence of August 18th to the North Andover Fire Department and a copy of their Solvent Storage Permit. 6. A request for acceptance of a compliance alternative to strict code compliance for this building as detailed in Harold Cutler's letter of November Oh,Pharm-Eco's Code consultant. Once you have had a chance to review this application,if you have any questions or require further information,please do not hesitate to contact me at(781)138-3337.As you can imagine,Pharm-Eco is very anxious to begin construction especially in light of the enhanced safety aspects of the proposed work. Since ely, ,/Shooshanian Process Enginee g&Construction,Inc. Steven R.Murray Senior Project Manager Cc:D.Wade R.Byron T. Saulnier K.Orff File 9725.04 1 -"'�_ � �- --- -- i I _�- P11ARM-EC0 LABORATORIES, INC. October 13, 1995 Kathleen Colwell North Andover Planning Board 120 Main Street North Andover, MA 01845 Dlear Ms. Colwell: I Thank you for speaking with me today. The landlord informed me of your call to him reiterating a neighbor's concern over apparent noise, possibly emanating from machinery located on top of the building at 70 Flagship Drive. We are the primary tenant in that building and as a result of receiving this information I have initiated an investigation to address any concern. As a first step, we have contacted the manufacturer of the HVAC equipment located on the roof and asked them to come to the site and make recommendations of possible ways to lower the normal noise output. Although, we have been located at this site for several years and we have not known that the normal operating sound of building systems machinery could carry as far as our residential neighbors. Thank you for relaying this information. I will keep you informed of our investigations and of any remedial action we may be able to take in the spirit of being a good neighbor. Sincerely, David J. Wade President 10- 1 ,; `WRINGSIRLE1, LLXINGION, MX.,}\CIIUSLI15((!17; 1Li. 61".t;1i1.'(;U; I.\.C(i1-.1H1.9to;i I PHARM-ECO TEL :6178619386 Dec 05 '95 14 : 11 No .012 P .02 Health&Safety Associates I November 27, 1995 To: Mr.David Wade President Pharm-Eco Laboratories,Inc. 128 Spring Street Lexington,MA 02173 IRE: North Andover Pilot Plant Environmental Noise Survey Dear Mr. Wade; In response to your request, on November 10, 1995, an environmental noise monitoring survey was conducted at the Pharm-Eco pilot plant facility, located at 70 Flag Ship Drive in North Andover, MA. The purpose of the survey was to determine if two of the plant's recently installed roof-top screw compressors were generating ambient noise levels which may constitute a noise nuisance issue within the surrounding community. Background information, site observations and noise survey data acquired during the North Andover visit follows. I Background Information The Pharm-Eco North Andover pharmaceutical pilot plant is situated in a small industrial park in North Andover MA. Its principal product consists of the manufacture of various bulk organic pharmaceutical, low molecular weight compounds that are used by private, commercial and federal medical laboratories, in the pursuit of new drug product research. The plant occupies 11,100 square feet of work space within a building shared by 4 other businesses. The North Andover site employs 18 staff members, consisting of managers, chemists and technical personnel. The plant started operations approximately 23 months ago, and has been fully operational since July of this year. In July, 1995, two screw type Trane"m air refrigeration compressors were mounted on the roof of the building. When the compressors came on line intermittently, there was some question about of the amount of noise these units could generate during continuous operation. Management determined when both compressor units were operating at peak, an environmental noise survey of the equipment's noise output and surrounding properties, should be undertaken. 229 East Street • Hebron • Connecticut• 06248 • Telephone/Fax 203-228-1835 I I I PHARM-ECO TEL :6178619386 Dec 05 '95 14 : 12 No .012 P.03 Site Observations The Pharm-Eco pilot plant as mentioned, is located within a small industrial park, situated near single family private dwellings, which are located on an adjacent residential street. The closest residential home is located approximately 300 yards from the rear of the building in question. There is a wooded boundary which separates the commercial and residential houses. At the time of the noise survey, the trees and bushes within the boundary were barren of leaves. The day was clear, the outside temperature was at 43 OF, and the wind direction was from the northwest at approximately 5 mph. Survey Methodology The noise survey was conducted using a CEL-254,type 2 Sound Level Meter(SLM),which had been pre-calibrated (and later post calibrated) using a CEL-282 acoustical calibrator. An open cell wind screen filter was used on the SLM microphone in order to reduce wind noise influence. Noise measurements were taken on "A" and "C" weighted average sound levels, using the slow response mode where noise is measured in decibels(dB), either dBA or dBC. The "A" scale more accurately represents human noise perception, as this scale is prejudiced toward the higher frequency levels(500 to 8,000 Hertz). The "C" scale measurements on the other hand, are prejudiced toward the lower frequency levels(50 to 500 Hertz). Noise is considered to be "unwanted sound", and is a mixture of both low and high frequencies. In the work environment, high noise levels are considered to be an occupational hazard. The US. Departmentof Labor, Occupational Health and Safety Administration (OSHA), regulates work environment noise exposures and considers employees who.are exposed to,-noise-in excess of 85 1 '(dBA), in an 8-hour work period as a having a potential for hearing loss., In the general (outdoor) environment, noise generated by motor vehicles, planes, wind, insects, etc., all contribute to overall noise levels. It is not that unusual to have noise levels within certain sections of a busy city to easily exceed OSHA's work environment exposure limit of 85 decibels in an 8-hour period. The Federal Environmental Protection Agency (EPA) considers continuous sound energy of 570, docibels over a 24-hour period, (outdoor environment) is'a potential for hearing loss. The agency ) also considers an outdoor noise levels (nighttime) of 555 decibels 8-hours in duration, as a nuisance� Enclosed is ae from m the National Safety Councils book, Industrial Noise and Hearing Conservation(1975, p. 970), which identifies typical outdoor noise levels. I � Survey Conclusions A total of 19 locations at various distances from the roof-top compressors were surveyed. Noise readings obtained were recorded on both A" and "C" weighted average sound levels. Survey readings indicated that the lower frequency levels(dBC)were the most predominant, and were higher than those found on the dBA scale in the identical location. In general, noise levels on both "A" and "C" weighted average'ound levels did not exceed environmental regulations.r Noise levels that were 2 i PHARM-ECO TEL :6178619380- Dec 05 '95 14 : 13 No .012 P .04 identified a distance from the building in question, were not those generated by the roof-top air compressors(as their higher frequency noises could not be discerned by normal hearing). The noises observed at protracted distances from the building consisted mainly of ambient environmental noises that included, airplanes,motor vehicles,birds and wind. Noise survey locations and measurements that were acquired accompany this ort. P Y report. Recommendations The two roof-top air refrigeration compressors generated noise which was in the higher frequency ranges. High frequency noise tends to be linear in its travel, and is easier to control than those of the lower frequency variety. It may be possible to install a closed cell foam blanket in front of these two units which could further reduce their environmental noise output by several decibels. If there are any questions regarding this report, or if I can be of further assistance please do not hesitate to contact me. Very truly yours, i Basil S.Bocynesky Health& Safety Consultant enc. I I 3 i Town of North Andover NORTF� OFFICE OF COMMUNITY DEVELOPMENT AND SERVICES ° . p 146 Main Street North Andover, Massachusetts 01845 "SSACHUs�` (508) 688-9533 January 13, 1997 1 Pharm-eco Laboratories 70 Flagship Drive Certified# z 115 794 531 North Andover, MA 01845 I I Dear Sirs: The Department of Environmental Protection has notified this office that there have been complaints concerning a constant humming sound coming from your facility on Flagship Drive. This excessive noise is a violation of 310 CMR 7.10. The Division of Air Quality Control Policy 90-001 states that: "A source of sound will be considered to be violating the Department's noise regulation if the source: I 1. Increases the broadband sound level by more than 10 dB(A) above ambient, or 2. Produces a "pure tone" condition -when any octave band center frequency sound pressure level exceeds the two adjacent center frequency sound pressure levels by 3 decibels or more. There are indications that your problem falls into the latter category. You are hereby required to contract with a consultant within fourteen days of the receipt of this letter to determine the cause and recommend a solution to the noise emission or correct the violation within this time frame. Please contact the Board of Health at the number below within five days of the receipt of this letter to communicate your choice of action. i Sincerely, xdi 1� J Sandra Starr, R.S. Health Administrator cc: William Scott, Director PCD DEP BOH File i BOARD OF APPEALS 688-9541 BUILDING 688-9545 CONSERVATION 688-9530 HEALTH 688-9540 PLANNING 688-9535 Julie Pacrino D.Robert Nioetta Michael Howard Sandra Steer Kaddoen Bradley Colwell I —�— PHARM-ECO LABORATORIES, INC. January 23, 1997 Town of North Andover Community Development and Services 146 Main St. North Andover,MA 01845 Attni: Sandra Starr,R.S. Health Administrator Dear Ms. Starr, I I received your letter dated January 13, 1997, concerning the noise complaint around Marion Way in North Andover. As requested by you,we are contracting with a firm that can in fact measure the pure tone conditions you referred to in your letter. They will then report as to the nature of the noise and the cause and make recommendations as to how to correct these. I Sincerely yours, Thomas A. Saulnier I I i I [/ 128 SPRING STREET, LEXINGTON, MASSACIIUSE FTS 02 1 i 1 TEL 61 7.1101.7 0 i FAN 61 7.801.')1110 III lAkNilm I.AIR)MR)RIVS, INC. February 27, 1997 i Town of North Andover Community Development and Services 146 Main St. North Andover,MA 01845 Attn.: Sandra Starr, R.S. Health Adnninistrator Dear Ms. Starr, On January 31" of this year Douglas Bell of the firm of Cavanaugh Tocci Associates, Inc. perfor►ned enviromnental sound measurements in the vicinity of Pharm-Eco Laboratories,Inc. facility at 70 Flagship Dr, in North Andover. The purpose was to assess compliance of plant sound ennissions with respect to the Massachusetts DEP Community Sound Level Criteria. Mr. Bell's results show that the facility is in compliance with both the total noise and the pure tone sound conditions. A copy of his report is attached. In discussions with Mr. Bell, it was noted that the noise level from two pieces of equipment could be reduced further by the use of sound absorbing materials. Although the facility is in compliance with the noise standard, in the spirit of being a good neighbor,Pharm-Eco laboratories will soon make die modifications to the equipment that Mr. Bell and SVA(Shock Vibration and Acoustics of Ashland MA) recommend. Lf you have any questions regarding this matter, please feel free to call me at 975-7552. Sincerely yours, r Thomas A. Saulnier Engineering Group Coordinator I I `t: .I'GINI; tiIRl I I. II\IN(;I()N, MASIAl'IIIICI I IS 02171 III, I,1,- 861.'1111t IA\ � I I CAVANAUGH TOCCI ASSOCIATES, INCORPORATED 327 F BOSTON POST ROAD,SUDBURY, MA 01776 TEL:(508)443-7871 FAX: (508)443-7873 e-MAIL: cta@cavtocci.com SIIWIORPRINCIIIAI_S SI:NR)RAND S'IAI'I'CONSIII:IAN'I:S AS,SOCIAII:1)CONSUCIANTS WILLIAM I.CAVAN.AUC;I I,PASA LINCOLN 13.BERRY NICI R II.AS BRc AVS1:,SMI''EE C;121'C;OI:Y C.*1o(,C 1,I'C.L•1SA,PRESIIYNI MARC G.C01I: RICI IABD G.(.*ANN,I'L BRION G.KONING DAVID 11.KAYE,IASA,IAES PRINCIPALS MATTHEW J.MOOR LX)UGL.AS 11.BELL,INCE 'FI'MO111Y J.FOULKES,INCE,Rd.Cert. MARKETING MANAGER ADMINISTRATOR K.ANI 11ONY I IOOVER,INCE,Rd.Cal. LINCOLN 13.BERRY DONNA L.RAFUS I February 21, 1997 Mr. Thomas Saulnier Pharm-Eco Laboratories, Inc. 70'Flagship Drive North Andover, MA I SUBJECT: Environmental Sound Assessment I Dear Mr. Saulnier, Atlyour request, Cavanaugh Tocci Associates, Inc. has performed environmental sound measurements in the vicinity of the Pharm-Eco Laboratories Inc. facility in North Andover, MA. The purpose of these studies was to assess compliance of plant sound emissions with respect to the Massachusetts Department of Environmental Protection p o (MDEP) Community Sound Level Criteria. The following is a discussion of applicable criteria, sound measurements, conclusions and recommendations. Criteria The Massachusetts Department of Environmental Protection (MDEP) has been given the responsibility of establishing and enforcing regulations which limit sound in the environment. This agency has developed Community Sound Level Criteria that are guidelines for limiting sound at property lines and nearest affected residences. These guidelines are as follows: i C� MEMBER FIRM , NATIONAL COUNCIL OF ACOUSTICAL CONSULTANTS Page 2 February 21, 1997 I Ar � sou cc of sound will be considered to be violating the Department's nose regulation (310- CMR 7.10) if the source: 1. Increases the broadband sound level by more than 10 dB(A) above ambient, or 2. Produces a "pure tone" condition - when any octave band center frequency sound pressure level exceeds the two adjacent center frequency sound pressure levels by 3 decibels or more. These criteria are measured both at the property line and at the nearest inhabited residence. Ambient is defined as the background A-weighted sound level that is exceeded 90% of the time (1,90) measured during equipment operating hours. The ambient may also be established by other means with the consent of the Department. Sound Measurement On January 31, 1997 we performed sound measurements on the roof of the facility and at the south property line (residential properties that abut Marion Way). Figure 1 presents 1,90 octave band spectra of measured background sound levels at the south property line location during the following two conditions: 1. All facility rooftop mechanical equipment operating. 2. All facility rooftop mechanical turned off. These data include that facility sound emission only increase background sound levels by 1 dBA (from 49 dBA to 50 dBA). In addition both spectra are void of any pure tone conditions. �I rT� Page 3 February 21, 1997 I Conclusions On the basis of these measurements we can conclude that environmental sounds produced by the Pharm-Eco facility comply with the MDEP Community Sound Level Criteria. Facility operations doh not increase broadband background sound levels by 10 dBA, and the facility does not produce a pure tone condition. I Recommendations Although facility sound emissions comply with the MDEP guidelines we observed that two rooftop sound sources are audible. These sources were: 1. The compressor for the rooftop chiller(operates intermittently). 2. The dryer room exhaust fan. We believe that the sounds produced by these sources can be significantly reduced. To control chiller sounds we recommend the use of a sound barrier system. The barrier walls should cover the south, west and partially the east side of the chiller. The barrier should extend from the base of the support frame to at least 2 ft. above the top of the chiller. The barrier material should have a sound absorptive face (NRC 0.95) that is oriented toward the chiller, and a minimum sound transmission class rating of STC 30. For barrier panels we recommend George Koch Sons, Inc. 4"thick acoustic panels (available from SVA 508/881-4009). To control sound produced by the dryer room exhaust fan we recommend the use of a larger fan wheel with a lower rotation speed. This will maintain airflow but will reduce fan sound levels. Alternatively, a barrier system, or an enclosure for the fan can be developed. I =0q i Page 4 February 21, 1997 It has been a pleasure to perform these studies. If you have an further questions, lease do not P P Y Y q P hesitate to call me. Yours sincerely, CA VA NA UGH TOM ASSOCIATES, INC. I G Douglas H. Bell DHB/alg I i i 97050OCT.XLS Chart 3 CAVANAUGH TOM ASSOCIATES, INC. Printed 2/20/97 I L90 Background Sound Level at South Property Line i Pharm-Eco Laboratories North Andover MA 1/31/97 90 I i 180 70 - i N E Z ' 60 0 N L , m i50 m m N y CL 40 ! M c � 0 130 i 20 - . - - - - - - -- --- - -- - - --- - i 10 31.5 63 125 250 500 1000 2000 4000 8000 16000 1/1 Octave Band Center Frequency (Hz) —+— All Rooftop Equipment On 50 dBA - - All Rooftop Equipment Off 49 dBA �' Figure 1 ta LOYA 4 Aw, 07 fkl 7D xq f W;vjs�.q MEN rIT "'iw SAW re 0—M 1A . ......... Wl v % "I yNs' YN X. ;-ZINN aN, CONSTRUCTION Mum S,� `fir • 5t r i f it K ti 3 Koch Acoustic ustic Panels are fabricated ed with T' r� perforated interior skins and solid exterior ski ns.A mineral wool sound absorbingmaterial ate ial that is non-combustible, mildew-resistant, vermin-proof and inert is sandwiched between the skins. Standard panels are manufactured in 2, 3, 4, and 6 inch S thicknesses with a gauge line width of 33 inches. Panels are available in any length. The 6"thick panels contain an NO 18-gauge solid septum sheet in the center. i ''A'' cross section panels (one edge male, one edge female) are H — normally furnished. However, "B" cross section (both edges female)or"C"cross section(both STANDARD PANEL edges male)can be supplied when CONSTRUCTION required at no additional cost. — INTERIOR EXTERIOR FRAMING THICKNESS SKIN SKIN INSULATION CHANNEL 2" 22 ga. Perforated 18 ga.Aluminized Steel 4 Ib. Density Mineral 18 ga.Galvanized Steel 3- Aluminized Steel with Wool 4" 713lf4 3!32"dia. holes on 5.32"staggered centers 6.. 22 ga. Perforated 18 ga.Aluminized Steel 4 Ib. Density Mineral 18 ga.Galvanized Steel Aluminized Steel with plus 18 ga. Inner Sheet Wool 3,32"dia. holes on 5:32"staggered centers 4 ACOUSTIC CHARACTERISTICS TRANSMISSION LOSSES IN dB Preferred 63 125 250 500 1,000 2,000 4,000 Octave Bands(Hz) 2"thick 5 13 23 32 43 52 53 3"thick 8 16 26 35 46 55 56 4"thick 22 23 32 40 50 57 63 6"thick 25 28 47 55 58 _ 59 66 Interlocking panel joints, corner panels and acoustic doors are designed and constructed to have transmission losses equivalent to the standard panels. The noise reduction for full enclosures will approximate the transmis- sion loss of the panels.The actual noise reduction is determined not only by the transmission loss, but also by the acoustics of the sur- rounding area and the amount of reflections involved. Noise'reduction of a partial enclosure is determined by the transmis- sion loss,the absorption of the panels,and the size of the openings. SOUND ABSORPTION COEFFICIENTS Preferred 1.25 250 500 1,000 2,000 4,000 nre Octave Bands(Hz) 2"thick .40 .80 .99 .99 .99 .99 .95 3"thick .55 .99 .99 .99 .99 .99 .95 4"thick 76 .99 .99 .99 .90 .89 .95 6"thick .99, .99 .99 .99 .99 .99 .95 I Based on tests by Riverbank Acoustical Laboratories 5 i SIVA INC. SHOCK, VIBRATION & ACOUSTICS tel (508) 881-4009 25 West Union Street, Suite #201 fax (508) 861-6081 Ashland, MA 01721 DATE: 1/14/97 FROM: JEFF AUSTIN TO: PHARM-ECO, REF: ACOUSTICAL PANELS ATT: TOM SAULNIER PAGES: I (a7l) MESSAGE: TOM, THANK YOU FOR ALLOWING SVA INC., TO ASSIST YOU WITH THE ACOUSTICAL C L ENCLOSURE AROUND THE ACCU'S. THE ACOUSTICAL PANELS ARE 3"THICK X 33" WIDE X 10' HIGH. THE PANELS ARE TO BE MANUFACTURED BY GEORGE KOCH SONS. THE PANELS WILL FORM A THREE ED ENCLOSURE THAT WILL MEASURE ROUGHLY 35 LINEAL FEET LONG. WE WILL INCLUDE ALL THE PANELS, TOP AND BOTTOM CHANNEL AND OUTSIDE CORNER TRIM PIECES. THE PANELS ARE DESIGNED FOR OUTSIDE USE AND WILL SOLVE YOUR NOISE PROBLEM. THE ENCLOSURE'S SIDES WILL MEASURE ROUGHLY 16' X 13' X 6'. COST OF MATERIAL: $4,000.00 (Plus freight charges and Sales Tax) COST OF INSTALLATION: $2,700.00' (Includes hoisting with crane.) "WE CAN FABRICATE THE STEEL FRAME FOR SUPPORTING THE PANELS FOR AN EXTRA CHARGE. PLEASE REVIEW THE ABOVE PRICING AND CALL ME IF YOU HAVE ANY QUESTIONS. THANK YOLI, SST I N TO'd 1809 t88 805 ONI - -uQ tl/�S d6Z=ZO L6 L i C ACOUSTICAL ENCLOSURES & BARRIERS Koch Custom Quality for every use and budget! Koch makes It easy - ;, from design through delivery! • Highest structural integrity of any enclosure system:all-steel, self-interlocKing panels mate P' without connectors or jointers. • Engineered for a lifetime of stand-alone strength! Load- bearing panels accommodate vertical and horizontal loading; no angle irons or separate framework required. k o° • • Expert assn tame- todayl ® Koch pi ovidcs ideas. alternatives,competitive pricing,and on-site support. • Easiest set-,,a:shipped krocked•dcwn or assembled, Koch enclosures can be finish- assembled gjickly by plant personnel without special tools.and re-configured later as your reeds change. Enclosures Test Enclosures •Metalworking machines •Engine test cell •Woodworking machines •Vehicle test cell •Hammer mill + $ •Electric motor test •Flame spray enclosure •Power tool •High pressure pumps (indoor Bad outdoor) •Leak test HVAC •Plastic granulator system components •Air compressor •HVAC units-Chillers •Horns CALL TOLL FREE: •Engine generator set •Highway sound barrier •Automotive roll test 1.800-KOCH TPO •Air handling equipment •Power plan tlutility •Automotive squeak 9 •High pressure blower sound Gamier and rattle test �R •Gearldrive enclosure •Hydraulic barrier •CMM enclosure I •Hydraulic pump enclosure •Sand blast,water blast. •Destruct test v •Pump enclosure shot blast barrier enclosure ni •Punch press enclosure •High pressure air and •Shock and vibration •Chiller water blowoff test enclosure •De-burring machine I ,1! !S DIVISION •Wasberendosure ';uAI,IY :A.%l: ','.(,'1AM) )IkVICI Partial Inst ofWketlow ZO'd T809 188 809 ONI HAS d6Z=Z0 L6—LI—UeC E .:F!. pr,t,+[t�;;T.fir-"`�� _•��!�N+�;!nc.�w,N.tox �w�_ ,x;,l;.«„ Koch Enclosures - Better - By Designi! XRPI Koch enclosures control noise, impro,e worker productivity and 0 REMOVABLE PANELS _ reduce workplace fatigue.They are Two cost-saving alternatives to engineered for long service life, doors for enclosures requiring offer maximum user flexibility, only occasional access.The key have a handsome appearance and ;panel features exterior roll __ meet OSHA requirements,Quite formed flanges similar to the simply,they are the most advanced, standard panel.and removable Interior flat flashing.The most effective answer to your fastener-free"liftout"type enclosure requirement-something ;,'features a frame connecting we believe you'll discover when you agjacent panels but encloses a understand our"inside"Story... flush,non-flanged access panel. r , Standard hardware Includes 1 chrome handles and neoprene ,ggasketing. �� o 0 O KOCH PAN" ° ' kbi*Um Roll-formed,tongue-in-groove panels feature 18-gauge aluminized steel exterior,22-gauge perforated steel, Caulking 3132"diameter We on 5/32" staggered centers.aluminized steel; Interior and 18'9au a perimeter 9 it f channels.Panels are available in 2.3" 4"and 6"thicknesses.The standard `"'' Panel Joint width is 33"and length Is unlimited. ' Non-standard width panels,and panels Internal Panel ReinforcementO WINDOWS S to accommodate notches,cut-outs and Provided when additional structural special shapes can be manufactured. integrity is required for extraordinary Acoustical windows feature double- wind load or roof load equipment glazed 1/4"tempered glass,acoustically For maximum sound absorption.Koch support. sealed using a 2-piece neoprene zipper uses 4 Ib.density mineral wool gasket.Desiccant material absorbs material that Is noncombustible. Special Gauges-Available for moisture in the airspace. mildew-resistant,vermin proof and heaviest service.Ideal wherever Inert Material Is noncombustible inWindows internal perforated metal is subject to accordance with NFPA definition and aggressive wear and tear and wherever per ASTM E136.The minimum surface maximum impact resistance,or highest 12 X 12" 24', X 36" burn-in characteristics are flame noise attenuation capacity is required. 12"X 18" 27"X 36" spread 15,fuel contributed 0,smoke 16"X 24" 38"X 36" developed 0 per ASTM E84.TheOptional Moisture Barrier-Koch material is non-absorbent,corrosion- acoustical fill is sealed with fire- resistant and provides a.25 thermal retardant polyethylene.A 1/4" k-factor. galvanized metal spacer between the DOORS perforated •Interior skin-22 ga. wrapped acoustical fill and perforated perforated aluminized metal maximizes absorption /c steel coefficient. Single 6 Double Leal *Framing channel-18ga. 2'6"X 7'0„ 4,0„X 7,0„ galvanized steel Strip Insulation and Acoustical 3,0„X 710„ 510"X 7,0„ Caulking-Precut insulation is Insulation-41 .density 9 i b de t , mineral wool provided for use between panels. 3 X 7'0" O' X 7'0" •Exterior skin- 18 ga. acoustical caulking seals between 4'0"X 7'0" aluminized steel panels and under flashing. Custom ilte>t Av>tlWle EO'd T809 182 209 ONI VAS d0E=Z0 L6-Li-ueC FORM ':.". ouetlrect vB p atoo —y t '1 us Wonaw aw and avail .�_ ACOUSTIC CHARACTERISTICS cwnVx^Y' „x TRANSM/SS/ON LOSSES IN 0 fax Preferred Octane oEsca+vr10N` Bands(1114 53 125 250 500 1000 2000 1000 et• wea a1 w,xk�a a(AIM � 6 13 23 u /3 62 13 pisem s a bold up+if r 81 �Z as ■ 1`0111' , 1 15 21 35 11 55 5e QsY e/yn9N W^N c Y Q,Y c+�M O palms _ 22 23 32 10 50 57 p Qty Srxn '`"j5j aY ct 9 x 7x11 aoa' o V 25 21 17 55 51 ! 59 11 aYSOUNO ABSORPTION COEFFICIENTS 1.11111,11),f11M/A) -UlY x i1•y.,nVIN•. OY u+12 x z4- Oct w°""'"' Preferred ane oty 0 +e 36•w,ndu•W' Bands(Hz) 125 250 500 1000 2000 1000 arc oy,o127'x v vrAW ■■ o+�'x Ys ' ayof 3s * " SWg'H. a4 .10 .80 .99 .99 A9 4 .91 ./5 �s no No oty 01 �pNOI,R'^q m4s7 .55 .89 .09 .99 .11 .10 ./b Fp�t.d,!l ELIE CAS .75 .09 .90 .99 to .i9 .95 �ENSIV.TION �,t•nl5wuf• 877 ■■ ru COO c. I7 95 19 ol - '8�U H1ri •���W'x �' .. `Koch Customer More "Added Value" Koch Credibility Confidence Every Koch enclosure is delivered with Since 1873,George Koch Sons has At George Koch Sons.providing fasta comprehensive set of AUTOCAD supported facility owners and plant prints,the most customer-compatible management with.custom-engineered knowledgeable customer service is rims in North America. ' p a s simplifies capital equipment and machinery. our first priority.We work p ty o k hard to assembly and makes future changes in Always,our objective:s to partner earn your trust-and to give you size or use easy to implement, with you-to help improve production, maximum added value with every and productivity-and to enhance the enclosure. work environment. One of the most important"added values"of a Koch enclosure is the ` CALL TOIL FREE: assurance Mat.should your Koch enclosure become d.-unaged.we will 1-800-KOCH TPD provide-or manufacture-needed �. replacement parts no matter how old the enclosure. / y J �,, This is the Koch ZERO OBSOLESCENCE POLICY =`y1r..+1NWAI,l•'' :::rNrm fns our way'of standing by our QUALITY-VALUE-INNOVATION•SERVICEG,,,9,Koch 5onx, product-and our custornersf 10 S.Eleventh Avenue,Evansville,IN 47744 812.465.9880/FAX 812.465.9777 t1O'd TeO9 182 209 DNI VAS di£ = 20 L6—L1—uE(7 DU and AUinarles Sl® 50 gallons 2 — Thin Mn Evaporators a■ at 25 gallons each roto►aps 50 sellons Pq FA = Fire Alarm ma:imUm Usage ® Ea r1 150 ganon Clan. 1 '! C Three tanks at 500 gallons One tank at 200 gallon �■ Two tanks at 100 gallows Total tank capacity at 1900 gal 22 drums 55 gal for 1200 gal 2nd Level , 5 — Laboratories solvent storage RoHazardous waste stores 40 s Fla— StorageCabinets Capacity 76 Drums Capacity 96 Drums 40 gallas= each 4000 gallon 2000 gallonsYized Storage gallon total Mined Storage Hued Storage New nstruction ea XXXI O FA LF- 0 grin SAP"Mb.W 0 Dry- Gwfi�mom O 1 Duer EMUA 0 '' FA F FA F - - - - - - - main.plant _ 1st Level 2 — 20oanon ren s K - - - - - - - - - - - - - - - - - - t 260 gallons dotal fuel 2 — loo gallon MW Plant1 —100 gallon reactor -In triple will teak 1 — 50 ganon reactor 1 — 200 ganon 2 — 50 gallon reactors 'ndar generator mazimum Usage mazdmum Usage Pharm—Eco Laboratories g-non cissa 1 100 gallons Class 1 70 Flagship Dr., North Andover ,Ma. Plant Layout law rft ivOZiel 1 -, =1 Vie C01111110iitverlif! of Awn[ljoetf�c ' ' DEPARTMENT OF PUBLIC SAFETY—DIVISION OF FIRE PREVENTION r• "0 1010 C0I4M0NWEALT11 AYENuE, hO!? O T N - Oct. 27 19 98 APPLICATION FOR PERMIT ID•1.1 To: HEADOF FIRE DEPARTMENT _ j _ North Andover City or Town In accordance with the provisions of Chapter 148, G.L. as provided in Sec,. CMR 10 - application is hereby made By 1lculle Pharm-Eco Laboratories (lull nota el parson, Iran or torporallon Address 70 Fla ship Drive North Andover; Ma (Itr•et or P.D. t1..) I C1ty of Town) State clearly for permission to store flammables SEE ATTACHED LIST purpose for _ which permit Is requested at 70 Flagship Drive Nlvne of corllpetcnt operator 7NO /* (If applicable) I Cert. No. Date issued ' eelgEreQ 10-27 19 98 By ISIm•tur•or applie•nll Date of ' explrallon_('Of Z � — ' Fee $ 25. Paid Due (e C0111111011tvenit( of• ;MR24 tcl I11Wtl� DEPARTMENT OF PUBLIC SAFETY—DIVISION O>+. FIRE PT2EVENTION I: r i 1010 COMMoNWIkALTN AvENUL, 13osTclN N. Andover Oct 27 19 98 1rF 1^I IGty or Townl to.l•1 Crsl RM9 I In accordance with the provisions of Chapter 148, G. L. as provided In I 527 CMR 1Q this permit Is granted to !! I I Name Ph;; Laboratories • I/un name of ptnon. 1{rm Of corporation panted ptrmlll to store flammables SEE ATTACHED LIST! State clearly. purpose for — I which permit i is granted Restrictions: in accordance with. sec,;1�0: wawa _ • . ; mnc+ he renewed annually ' at, 70 Flagship Drive North Andover Iclra locollon by"(#$1 and no.,or dwobt in arch Mannar it to provl. • : 111.1. Idanllllcalinri of local and Fee Paid $ L--2,5, f/, �Z� a /�a(:�ure_pr ollkrll tr.Krt.perm,l• This permit will expire j 1►D (TFi18 PERMIT MUST BE CON _.S. POSTED UPON 711!E PREMISES.) 'V..1 10/27/98 Flammable Liquid Storage #of drums in storage Flammable Solvents and Reagents onon avera�g maximum Gal— Ions ethyl acetate 3 5 275 n-heptane --1 7 toluene - 385 _1 4 220 acetonitrile 0 6 330 ethanol 1 6 330 acetone 1 2 110 methanol 1 2 110 tetrahydrofuran 1 2 110 hexamethyldisilizane 2 3 165 isopropanol 1 2 110 n-butrylchloride _1 2 110 triethylamine 1 2 110 boron trifloride diethyl etherate 1 1 55 acetic anhydride 1 2 110 pyridine 1 2 110 t-butyl methyl ether 1 2 110 deisel fuel 260 i Total 18 50 3010 Hazardous Waste Spent Solvents 6 20 1100 Total 24 70 3850 W V 10 WEIDLINGER ASSOCIATES,INC. Consulting Engineers One Broadway, I Ith Floor Cambridge,MA 02142 Universal Pharma Technologies N. Andover, MA S.M.B Pilot Plant Renovation Calculations Prepared By: Shawn Leary Date of Calculations: October 21, 1998 ' OF ?o STE L -, h 0. �r�oNA �a6 I IVAIWEIDLINGER ASSOCIATES INC CONSL'L"!*!NG ENGINEERS 0 AI F:ET INC, MINUl FS PRO.)VC 'IO 7- T/ FIELD OBSERVATION uAl Nl'N RFfi /7 /� IIHAt u TELEPHONE. LOG Y 8O C MEAfUKANDCAt H15 Ze ,2;x DATE/ 21 }{ PH1I,F tAS y DESIGN NOTES CHECKED El D.\TL PAGI / OF cl'HIECT / N �/e 0 VV•I ?4eh To i c P� 2 L evel Z f3eaL7es,9., Solve" f Sf'pro9e 'Roof sea ,, DaSlen 30 11-036 u. . P/c,tjco 1? eGM Des. n 37 fo -Z � P (9 C o /v rn n L o ods ¢3 fo 415- C o 15-Co /c.� fn n Desl ¢Co `OO /-in Des�9n 47 fO S$ Ca n,.x n �o Cly U (,v4 // 7Je s,�•, �9 S CJ lV e n 1ISAO r JP e RC2D r'1 (O 7�'O CO C M 6<1all Dess In ic C 647 4-0 On Z- e Cn . S ACTIONI DI CTR 1 RI'TION • e a.7 a _10,. -01rr sue- - - - - - - (m)4T MAW [x41 tIC fMUC- + ER4T STEEL FRAM[ [RST STEEL/RAPE A.1 EXIST STEEL rRAM[J I I s s f32 �;i3 ° t I l I i T EXIST C.M.U.wwu— 1 e n41 co,_ (5 t' �► Tw ( r A - I ,I -L3.3 PD3 ........ 8.7 tx4,COL---,, W11.7a Hall1P C.M.U.WALL EXIST C.M.U.WALL i W1402(141 l7� o ($5 o _ EXIST STEEL rKAMC`� �— --- — --` - - .................... ............. h SACK riCE EXIST STEEL rRAItJ . I Ej141 SICE,rRAII .. - - i i , i Z TIM i I//I■ IVAIWEIDLINGER ASSOCIATES INC CONSUL11NG ENGINEERS MEETING 61 IN L'TEi PROIEC, TU PT SH� C,/of ��on f FIELD OBSLR,'ATI,N uAI >1'M BFR �)r"j ('�O O fIItM TF.LCYHO\'L LO(, DATf 7 I'll(1K! FAS DESIGN "O"fEs CIIKKE.D B)' DATI' PA61OF SUBJECI Q n 7 -S-P_e- ps f' lfG�- q We SA-Z f c%c k 4 3 ps f �O /7c! / n � PSf' few Z D s f P i f7L ; (43 fi 5fzb ) z 3 _ 74 P, i',-c _ V L :(43 t 5) '3 = .52- LL , Z P' i ACTION DI ST;R I BL'TION IVAIWEIDLINGER ASSOCIATES INC CONSULTING ENGINI LN\ • !!FETING MINI.TES PRIlIIt'1 T(1 V n iI.c�-s aPl.a tr WICA FIELD OBSER\'ATIU\ UAI .\l SIH1H P r/OI ��G r'.� I'1H?I _ TELf PHu\F LOG I i B 1" MEMORANDE M I'All �/O PHO\l I'AX DESILN NOTES (Hli 1.!11/1 UA'lI `7a w PAL! I L SCBJECT vE�?N-� !�t r %Z ht Tr; b3 b3 c i Pre- DL Xrc,2 - 4 ACTION - UPI 1/0 r� ' I DI STA I!('TI UN RAMSBEAM V2 . 0 - Gravity Beam Design Licensed to: Weidlinger Associates, Inc. Job: UPT SMB Pilot Plant 98808 Steel Code: LRFD SPAN INFORMATION: B1 Beam Size (Optimum) = W16X26 Fy = 50 . 0 ksi Total Beam Length (ft) = 24 . 00 COMPOSITE PROPERTIES (Not Shored) : Left Right Concrete thickness (in) 3 . 25 3 .25 Unit weight concrete (pcf) 115 . 00 115 .00 f ' c (ksi) 3 . 00 3 . 00 Decking Orientation perpendicular perpendicular Decking type USD 2" Lok-Floor USD 2" Lok-Floor Distance to Adjacent (ft) Beam: 8 . 00 Beam: 9 . 00 beff (in) = 72 . 00 Y bar(in) = 15 . 88 Mnf (kip-ft) = 385 .58 Mn (kip-ft) = 300 . 70 C (kips) = 141 . 46 e (in) = 12 . 71 Ieff (in**4 ) = 740 . 36 Itr (in**4) = 1024 . 88 Stud length (in) = 4 .50 Stud diameter (in) = 0 . 75 Stud Capacity (kips) Qn = 17 . 7 # oflstuds: Full = 44 Partial = 16 Actual = 16 Number of Stud Rows = 1, Percent of Full Composite Action = 36. 84 LOADS: Self Weight = 0 . 026 k/ft Line Loads (k/ft) : Distl Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 0 . 00 24 . 00 0 . 630 0 . 630 0 . 440 0 . 440 1 . 700 1 . 700 SHEAR (Ultimate) : Max Vu 1 . 2DL+1 . 6LL (kips ) = 42 . 09 0 . 90Vn = 104 . 38 MOMENTS : Span Cond LoadCase Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Pre DL 1 .4DL 47 . 0 12 . 0 --- --- 0. 90 165 . 75 Center Max + 1 . 2DL+1 . 6LL 252 .5 12 . 0 --- --- 0. 85 255 . 60 Controlling 1 . 2DL+1 . 6LL 252 .5 12 . 0 --- --- 0. 85 255 . 60 REACTIONS (Unfactored) (kips) : Left Right Initial reaction 5 .59 5.59 DL reaction 7 . 87 7 . 87 Max + LL reaction 20.40 20 . 40 Max + total reaction 28.27 28 .27 DEFLECTIONS: Initial load (in) at 12 . 00 ft = -0 . 399 L/D = 722 Live load (in) at 12 .00 ft = -0 .591 L/D = 487 Post Comp load (in) at 12 . 00 ft = -0 . 657 L/D = 438 Total load (in) at 12 . 00 ft = -1 . 056 L/D = 273 I I i IVAIWEIDLINGER ASSOCIATES INC I CONSULTIING ENGINEERS MEETING MINUTES PROJECT PG�A��, To _ FIELD OBSERVATION WAI NUMBER / P�r/O-f fl -;h r FIRM .+ TELEPHONE LOG U PNONE — MEMO.RANDUM B1 DATE FAX �I ._. DESIGN NOTES CHECKED BY DATE YAGf OF SUBJECT Bim- - Q 3 INC s , -------!S.�G �NS i , 1 1 -- 1 -- --- ---------------- 1 I � i I -------------------------- ACTION DISTRIBUTION - _ RAMSBEAM V2 . 0 - Gravity Beam Design Licensed to: Weidlinger Associates, Inc. Job: Pharm-Eco Andover Steel Code: LRFD 7 SPAN INFORMATION: Beam B2 Beam Size (User Selected) = W12X19 Fy = 50 . 0 ksi Total Beam Length (ft) = 17 . 00 COMPOSITE PROPERTIES (Not Shored) : Left Right Concrete thickness (in) 3 . 25 3 .25 Unit weight concrete (pcf) 115 . 00 115 . 00 f ' c; (ksi) 3 . 00 3 . 00 Decking Orientation perpendicular perpendicular Decking type USD 2" Lok-Floor USD 2" Lok-Floor Distance to Adjacent (ft) Beam: 8 .50 Beam: 8 .50 beff (in) = 51 . 00 Y bar(in) = 12 . 83 Mnf (kip-ft) = 238 . 10 Mn (kip-ft) = 159 .24 C (kips) = 70 . 73 e (in) = 11 . 06 Ieff (in**4) = 319 . 61 Itr (in**4 ) = 506 .24 Stud length (in) = 4 . 50 Stud diameter (in) = 0 . 75 Stud Capacity (kips) Qn = 17 . 7 # of studs : Max = 17 Partial = 8 Actual = 8 Number of Stud Rows = 11 Percent of Full Composite Action = 25 .40 LOADS: Self Weight = 0 . 019 k/ft Line Loads (k/ft) : Distl Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 0 . 00 17 . 00 0 . 629 0 . 629 0 . 442 0 .442 1 . 700 1 .700 SHEAR (Ultimate) : Max Vu 1 . 2DL+1 . 6LL (kips) = 29 . 73 0 . 90Vn = 77 . 16 MOMENTS Span Cond LoadCase Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Pre DL 1 ..4DL 23 . 3 8 .5 --- --- 0 . 90 92 . 63 Center 'Max + 1 .2DL+1 . 6LL 126 . 3 8 . 5 --- --- 0 . 85 135 . 35 Controlling 1 .2DL+1 . 6LL 126 . 3 8 .5 --- --- 0 . 85 135 . 35 REACTIONS (Unfactored) (kips) : Left Right Initial reaction 3 . 92 3 . 92 DL reaction 5 .51 5 . 51 Max '+ LL reaction 14 . 45 14.45 Max + total reaction 19 . 96 19 . 96 DEFLECTIONS: Initial load (in) at 8 . 50 ft = -0 .230 L/D = 888 Live load (in) at 8 .50 ft = -0 . 345 L/D = 592 Post' Comp load (in) at 8 . 50 ft = -0 . 383 L/D = 533 Total load (in) at 8 . 50 ft = -0 . 612 L/D = 333 J WOMAN WEIDLINGER ASSOCIATES INC CONSULTING ENGINEERS MEETING MI IN17ES PH1111'('7 / .�c A f • l.(1 {Jn�v�Yf 1 1�ti"'1G1y FIELD OBSERVATION NVNU NI BI:R ^J /O1 // I'I HSI _ TELEPHONE LOG Y 7 tY MEMOHA NUI'M ItY /1 DAl 1. q I'Il `.I r�� A u FAX NOTES CHECKED,B1 DAlI (� EA n� SL"BJECT 6ea pn 63 R1,2 kf b��-�-- --b2 - - /9, 00 b3 -— ---- -- -- r p►�_ o L LL o L — Izz� - - -- -_� - ---- -�L. — --- - 3.,_37 X2. 6 ACTION UPI DISTIl16 E'TION J i RAMSBEAM V2 . 0 - Gravity Beam Design Licensed to: Weidlinger Associates, Inc. Job: UPT SMB Pilot Plant 98808 Steel Code: LRFD SPAN INFORMATION: B3 Beam Size (Optimum) = W12X14 Fy = 50 . 0 ksi Total Beam Length (ft) = 18 . 00 COMPOSITE PROPERTIES (Not Shored) : Left Right Concrete thickness (in) 3 . 25 3 .25 Unit weight concrete (pcf) 115 . 00 115 . 00 f ' c (ksi) 3 . 00 3 . 00 Decking Orientation perpendicular perpendicular Decking type USD 2" Lok-Floor USD 2" Lok-Floor Distance to Adjacent (ft) Beam: 8 . 00 Beam: 9 . 00 beff (in) = 54 . 00 Y bar(in) = 13 . 28 Mnf (kip-ft) = 181 . 13 Mn (kip-ft) = 141 . 08 C (kips) = 97 .25 e (in) = 10. 85 Ieff (in**4) = 296 .25 Itr (in**4) = 392 .28 Stud length (in) = 4 . 50 Stud diameter (in) = 0 .75 Stud Capacity (kips ) Qn = 17 . 7 # of studs : Max = 18 Partial = 11 Actual = 11 Number of Stud Rows = 1, Percent of Full Composite Action = 46 . 76 LOADS: Self Weight = 0 . 014 k/ft l Line Loads (k/ft) : Distl Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 0 . 00 18 . 00 0 . 520 0 .520 0 . 360 0 . 360 1 . 400 1 . 400 SHEAR (Ultimate) : Max Vu 1 . 2DL+1 . 6LL (kips) = 25 . 93 0 . 90Vn = 64 . 31 MOMENTS : } Span Cond LoadCase Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Pre DL 1 .4DL 21 .2 9 . 0 --- --- 0 . 90 65.25 Center Max + 1 .2DL+1 . 6LL 116 . 7 9 . 0 --- --- 0 . 85 119 . 92 Controlling 1 .2DL+1 . 6LL 116 . 7 9 . 0 --- --- 0 . 85 119 . 92 REACTIONS (Unfactored) (kips) : Left Right Initial reaction 3 . 37 3 . 37 DL! reaction 4 . 81 4 . 81 Max + LL reaction 12 . 60 12 . 60 l Max + total reaction 17 .41 17 .41 DEFLECTIONS: Initial load (in) at 9 . 00 ft = -0. 344 L/D = 628 Live load (in) at 9 . 00 ft = -0. 385 L/D = 561 Post Comp load (in) at 9 . 00 ft = -0 .429 L/D = 504 Total load (in) at 9 . 00 ft = -0 .773 L/D = 279 *JVJFMM ��' WEIDLINGER ASSOCIATES INC LNGINEEKS NIEtTJ NG Nil NI.TES FIELD OBSERVATION T IRM TLI I PI40-NI LOG P', DAT[ plioNt UAX MENIORA N III Nil , 7A�l L N011 [71 (IF L4.,e L • L In E C T 5,ea k'n P4 fEttif--cl 4A Le b3 r Pre,0 L L L Loc- — - - -- - Uk� er«-. : $( X'0 {- .c- o74 s •5 9 --. ,y,,oS2;=,ji2 <•2r I.. ----- 6-f ACTION 00 RAMSBEAM V2 . 0 - Gravity Beam Design Licensed to: Weidlinger Associates, Inc. Job: UPT SMB Pilot Plant 98808 Steel Code: LRFD SPAN INFORMATION: B4 Beam Size (Optimum) = W12X19 Fy = 50. 0 ksi Total Beam Length (ft) = 21 . 00 COMPOSITE PROPERTIES (Not Shored) : Left Right Concrete thickness (in) 3 . 25 3 .25 Unit weight concrete (pcf) 115 . 00 115 . 00 f ' c (ksi) 3 . 00 3 . 00 Decking Orientation perpendicular perpendicular Decking type USD 2" Lok-Floor USD 2" Lok-Floor Distance to Adjacent (ft) Beam: 7 . 00 Beam: 9 . 00 beff (in) = 63 . 00 Y bar(in) = 13.25 Mnf (kip-ft) = 242 . 83 Mn (kip-ft) = 195 . 90 C (kips) 141 .46 e (in) = 10. 89 Ieff (in**4) = 416 . 03 Itr (in**4) = 531 . 34 Stud length (in) = 4 .50 Stud diameter (in) = 0. 75 Stud Capacity (kips) Qn = 17 . 7 # of studs : Max = 21 Partial = 16 Actual = 16 Number of Stud Rows = 1, Percent of Full Composite Action = 50 . 79 LOADS:. Self Weight = 0 . 019 k/ft Line' Loads (k/ft) : Distl Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 0 .00 21 . 00 0 .590 0 . 590 0 . 360 0 . 360 1 . 400 1 . 400 SHEAR (Ultimate) : Max Vu 1 .2DL+1 . 6LL (kips) = 31 . 19 0 . 90Vn = 77 . 16 MOMENTS : Span Cond LoadCase Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Pre DL 1 .4DL 29 .2 10 .5 --- --- 0. 90 92 . 63 Center Max + 1 .2DL+1 . 6LL 163 . 8 10 .5 --- --- 0. 85 166 .52 Controlling 1 . 2DL+1 . 6LL 163. 8 10 .5 --- --- 0. 85 166 .52 REACTIONS (Unfactored) (kips) : Left Right Initial reaction 3 . 98 3 . 98 DL reaction 6 . 39 6 . 39 Max + LL reaction 14 . 70 14 . 70 Max + total reaction 21 . 09 21 .09 DEFLECTIONS: Initial load (in) at 10 .50 ft = -0.440 L/D = 573 Live load (in) at 10 .50 ft = -0 .508 L/D = 496 Post Comp load (in) at 10 .50 ft = -0 .591 L/D = 426 Total load (in) at 10 .50 ft = -1 . 031 L/D = 244 WEIDLINGER ASSOCIATES INC CONSULTING ENGINURS NI FETING NI I\I I E S PROJI(I TO FIELD OBSERVAl ION %NAI NUMBERrlkm TELEPHONE LO(, p Fla ,-I- Z M E M 0 k AN 1)U M Itl DATI. t PHO N I IAX DESIGN NOTES CHECKED BY DATI PAGE L.t,e L Z SUBJECT 1--? 65 •PYp -td 61= 4,-5 62 o44- 1S,va 63 vf, 0 L L 04 r W 10 -2- 41 /as ACTIONUva r Lp DISTRIBUTION i RAMSBEAM V2 . 0 - Gravity Beam Design Licensed to: Weidlinger Associates, Inc. Job: UPT SMB Pilot Plant 98808 Steel Code: LRFD 13 SPAN INFORMATION: B5 Beam Size (Optimum) = W8X10 Fy = 50 . 0 ksi Total Beam Length (ft) = 15 . 00 COMPOSITE PROPERTIES (Not Shored) : Left Right Concrete thickness (in) 325 ( ) . 0 . 00 Unit weight concrete (pcf) 115 . 00 0 . 00 f ',c (ksi) 3 . 00 0 . 00 Decking Orientation perpendicular perpendicular Decking type USD 2" Lok-Floor Non Composite Distance to Adjacent (ft) Beam: 9 . 00 Edge: 0 . 00 beff (in) = 22 .50 Y bar(in) = 8 . 90 Mnf (kip-ft) = 97 . 50 Mn (kip-ft) = 89 . 94 C (kips) = 117 .50 e (in) = 8 . 17 Ie ** - ** - ff (in 4) - 134 .21 Itr (in 4 ) - 146 . 86 Stud length (in) = 4 .50 Stud diameter (in) = 0 . 75 Stud Capacity (kips) Qn = 17 . 7 V of studs : Max = 15 Partial = 14 Actual = 14 Number of Stud Rows = 1, Percent of Full Composite Action = 79 . 39 LOADS': Self Weight = 0. 010 k/ft Line Loads (k/ft) : Distl Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 0 .00 15 . 00 0 . 630 0 . 330 0.440 0 . 234 1 . 700 0. 900 SHEAR (Ultimate) : Max Vu 1 . 2DL+1 . 6LL (kips) = 22 . 06 0 . 90Vn = 36 . 22 MOMENTS: Span Cond LoadCase Mu@ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Pre DL 1 .4DL 13 . 7 7 . 1 --- --- 0 . 90 32 . 95 Center Max + 1 .2DL+1 . 6LL 75 . 2 7 . 1 --- --- 0 . 85 76 . 45 Controlling 1 .2DL+1 . 6LL 75 .2 7 . 1 --- --- 0 . 85 76 . 45 REACTIONS (Unfactored) (kips) : Left Right Initial reaction 2 . 86 2 . 35 DL reaction 4 . 05 3. 30 Max + LL reaction 10. 75 8 . 75 Max + total reaction 14 . 80 12 . 05 DEFLECTIONS: initial load (in) at 7 .43 ft = -0.443 L/D = 407 Live load (in) at 7 .43 ft = -0. 381 L/D = 473 Post Comp load (in) at 7 .43 ft = -0 . 422 L/D = 426 Total load (in) at 7 .43 ft = -0. 865 L/D = 208 i INAIWEIDLINGER ASSOCIATES INC CONSULTING ENGINEERS MEETING III INI TES I'ROI I. /- l0 V V n IvGYS A/ Ql.0►�y'' PC V1. FIELD (IRSERVAI'1ON VAI N('MnI:R h i FIRM _ IELf:PIi(1NE LUG P/•� �� niIQ�� MEMORANDI"M Il Al 11 PHu�I FAX _ DESIGN NOTES CH FCAED Iil" DAlI pA(F / - 7 OF c�L SUBJECT 6�(A' / - famil{ , 5 rLov Ti-A k l o b3 Pre 0L L L bac -�o - - - � 5 t48 - = 34 •LSD -1. 3.3.7 —W -�nl is �-3 f. c 13" ACTION DI ST It 10 UTI 0N RAMSBEAM V2 . 0 - Gravity Beam Design Licensed to: Weidlinger Associates, Inc. Job: UPT SMB Pilot Plant 98808 Steel Code: LRFD � S SPAN INFORMATION: B6 Beam Size (Optimum) = W16X26 Fy = 50 . 0 ksi Total Beam Length (ft) = 25 . 00 COMPOSITE PROPERTIES (Not Shored) : Left Right Concrete thickness (in) 3. 25 0. 00 Unit weight concrete (pcf) 115 . 00 0 . 00 f ''c (ksi) 3 . 00 0 . 00 Decking Orientation parallel parallel Decking type USD 2" Lok-Floor Non Composite Distance to Adjacent (ft) Edge: 2 . 00 Edge: 0 . 00 beff (in) = 24 . 00 Y bar(in) = 12 . 87 Mn!f (kip-ft) = 308 . 62 Mn (kip-ft) = 299 . 63 C (kips) = 162 . 68 a (in) = 11 . 77 Ieff (in**4) = 706 . 38 Itr (in**4) = 749 .24 Stud length (in) = 4 .50 Stud diameter (in) = 0 . 75 Stud Capacity (kips) Qn = 17 . 7 # of studs : Full = 29 Partial = 23 Actual = 23 Number of Stud Rows = 1, Percent of Full Composite Action = 81 . 79 LOADS: Self Weight = 0 . 026 k/ft Point Loads (kips) : Flange Bracing Dist DL Pre DL LL Top Bottom 15 . 00 3 . 37 2 .41 8. 75 Yes Yes Line Loads (k/ft) : Distl Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 15 . 00 25 . 00 0 .480 0 .480 0 . 340 0 . 340 1 . 300 1 . 300 0 . 00 15 . 00 0 .440 0. 150 0 . 310 0 . 100 1 .200 0 . 400 SHEAR (Ultimate) : Max Vu 1 . 2DL+1 . 6LL (kips) = 38 . 60 0. 90Vn = 104 . 38 MOMENTS: Span Cond LoadCase Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Pre DL 1 .4DL 48. 0 15 . 0 --- --- 0 . 90 165 .75 Center Max + 1 .2DL+1 . 6LL 251 . 6 15 . 0 --- --- 0 . 85 254. 69 Controlling 1 .2DL+1 . 6LL 251 . 6 15 . 0 --- --- 0. 85 254. 69 REACTIONS (Unfactored) (kips) : Left Right Initial reaction 4.28 5 .26 DL reaction 5 . 95 7 . 30 Max + LL reaction 15 . 10 18 . 65 Max + total reaction 21 . 05 25 . 95 DEFLECTIONS: Initial load (in) at 12 . 88 ft = -0.409 L/D = 733 Live load (in) at 12 . 88 ft = -0. 616 L/D = 487 Post Comp load (in) at 12. 88 ft = -0 . 684 L/D = 438 Total load (in) at 12 . 88 ft = -1 . 094 L/D = 274 WAWAVA 0 VIAI WEIDLINGER ASSOCIATES INC CONSULTING ENGINEERS MILT ING MINL'TES PROJECT To FIELD OBSERVATION WAI NUMBER FIRM I I I I Pli('NE LOG Fla M I NI()R AN D I M BY DATE PHONE PAS DESIGN NOTES CHECKED BY DATE PAGE I', L �L EJECT -23 I Tr izt 17- 2-3 63 :r. ------ Pre,,,0 L 7 I,,, ---------- f-4 �15 2 7--w- 4,54 3 ACTION Vo DISTRIBUTION RAMSBEAM V2 .0 - Gravity Beam Design Licensed to: Weidlinger Associates, Inc. Job: UPT SMB Pilot Plant 98808 Steel Code: LRFD 7 SPAN INFORMATION: B7 Beam Size (Optimum) = W21X44 Fy = 50 . 0 ksi Total Beam Length (ft) = 25 . 00 COMPOSITE PROPERTIES (Not Shored) : Left Right Concrete thickness. (in) 3 .25 3 . 25 Unit weight concrete (pcf) 115 . 00 115 . 00 f ' c (ksi) 3 . 00 3 . 00 Decking Orientation parallel parallel Decking type USD 2 " Lok-Floor USD 2" Lok-Floor Distance to Adjacent (ft) Beam: 23. 00 Beam: 18 . 00 beff (in) = 75 . 00 Y bar(in) = 18 .57 Mnf (kip-ft) = 747 . 26 Mn (kip-ft) = 712 . 03 C (kips) = 458 . 33 e (in) = 14 . 38 Ieff (in**4) = 2140 .59 Itr (in**4) = 2354 . 09 Stud length (in) = 4 .50 Stud diameter (in) = 0 . 75 Stud Capacity (kips) Qn = 17 . 7 # ;of studs : Full = 110 Partial = 81 Actual = 81 Number of Stud Rows = 1, Percent of Full Composite Action = 73 . 74 LOADS: Self Weight = 0 . 044 k/ft Point Loads (kips) : Flange Bracing Dist DL Pre DL LL Top Bottom 8 . 00 7 . 87 5 . 59 20 . 40 Yes Yes i7 . 00 7 . 87 5 .59 20 .40 Yes Yes 18 . 00 4 . 12 2 . 93 10 . 75 Yes Yes 17 . 00 6 . 40 4 . 00 14 . 70 Yes Yes 23 . 00 4 . 81 3 . 37 12 . 60 Yes Yes SHEAR ;(Ultimate) : Max Vu 1 .2DL+1 . 6LL (kips) = 94 . 91 0 . 90Vn = 195 .24 MOMENTS: Span Cond LoadCase Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center, Pre DL 1 .4DL 114 .2 17 . 0 --- --- 0 . 90 357 . 75 Center Max + 1 . 2DL+1 . 6LL 602 . 0 17 .0 --- --- 0 .85 605 .23 Controlling 1 .2DL+1 . 6LL 602 . 0 17 . 0 --- --- 0 . 85 605 .23 REACTIONS (Unfactored) (kips) : Left Right Initial reaction 9 . 68 12 . 90 DL, reaction 13 . 66 18.52 Max + LL reaction 33.42 45 . 43 Max + total reaction 47 . 08 63 . 95 DEFLECITIONS: Initial load (in) at 12 . 63 ft = -0 . 380 L/D = 790 Live load (in) at 12 . 63 ft = -0. 525 L/D = 572 Post Comp load (in) at 12 . 63 ft = -0.589 L/D = 509 Total load (in) at 12 . 63 ft = -0 . 969 L/D = 310 IVAIWEIDLINGER ASSOCIATES INC CON> ULTIN(; LNGINGGRS M VIN( rr:s T/f YRIII F.("'f UnivCPJA! i .. C Plrl.0 IIu<eR\•Ar1uN �'� IQC�1• WA N('N It ER /� I.� It 1.1'I'il11N k. A P��IO/ PSG h'fi FIRM sl f:AI IIN.\\'1)I'.M R1 M \/ i)\Tf: /'y !!�� J �/1�\/j� PIIUNE FAX NI)TEs CII F.0 I(EO 01' V (/ OAiF. PAGE OF L 29 6'Z - b3 8-00 - _ - y �o g. - c� -------- R71, 16�ILI -- A C T I O N -- ------.._. 1)1:I'R 1111 I I�i RAMSBEAM V2 . 0 - Gravity Beam Design Licensed to: Weidlinger Associates, Inc. Job: UPT SMB Pilot Plant 98808 Steel Code: LRFD SPAN INFORMATION: B9 Beam Size (Optimum) = W8X10 Fy = 50 . 0 ksi Total Beam Length (ft) = 8 .00 COMPOSITE PROPERTIES (Not Shored) : Left Right Concrete thickness (in) 3 . 25 3 . 25 Unit weight concrete (pcf) 115 . 00 115 . 00 f 'ic (ksi) 3 . 00 3 . 00 Decking Orientation perpendicular perpendicular Decking type USD 2" Lok-Floor USD 2" Lok-Floor Distance to Adjacent (ft) Beam: 9 . 00 Beam: 9 . 00 beff (in) = 24 .00 Y bar(in) = 9 . 01 Mnf (kip-ft) = 98 .49 Mn (kip-ft) = 64 . 69 -CI (kips) = 44.20 e (in) = 8 . 83 Ieff (in**4) = 95 . 74 Itr (in**4) = 149 . 63 Stud length (in) 4 .50 Stud diameter (in) = 0 .75 Stud Capacity (kips) Qn = 17 . 7 # of studs: Max = 8 Partial = 5 Actual = 5 Number of Stud Rows = 11 Percent of Full Composite Action = 29 . 87 LOADS : Self Weight = 0 . 010 k/ft Line Loads (k/ft) : Distl Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 0 . 00 8 . 00 0. 670 0. 670 0 .470 0 .470 1 . 200 1 . 200 SHEAR ! (Ultimate) : Max Vu 1 .2DL+1 . 6LL (kips) = 10 . 94 0 . 90Vn = 36 . 22 MOMENTS: Span Cond LoadCase Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center; Pre DL 1 .4DL 5 . 4 4 . 0 --- --- 0 . 90 32 . 95 Center Max + 1 .2DL+1 . 6LL 21 . 9 4 . 0 --- --- 0 . 85 54 . 99 Controlling 1 .2DL+1 . 6LL 21 . 9 4.0 --- --- 0 . 85 54 . 99 REACTIONS (Unfactored) (kips) : Left Right Initial reaction 1 . 92 1 . 92 DL reaction 2 . 72 2 .72 Max + LL reaction 4 . 80 4 .80 Max + total reaction 7 .52 7 .52 DEFLECTIONS: Initial load (in) at 4.00 ft = -0 . 050 L/D = 1938 Live load (in) at 4 .00 ft = -0 . 040 L/D = 2410 Post Comp load (in) at 4 .00 ft = -0. 046 L/D = 2066 Total load (in) at 4.00 ft = -0 . 096 L/D = 1000 i I WRAFAM IVAIWEIDLINGER ASSOCIATES INC CONSjULTING ENGINEERS MIN I TES P R 4.)FcI F 1 1.1 1) UNSER V A T 1 0 N n iverl A V-WrA pC To) MAI NO MfifR LOG p"/"-r Fla FIRM MEM"RAND( M I- ru. Pill' A� /0— %, FAX C] 1)"1(04 NOTES CIIF(:KED BI I) rE P.%(;E S U BJ E:C T Dea WT LK;, CIL Lept c> Tr;6,Af--j 6i= 6-z 63 0 c-t-a V(.f DL LL COLIC, 7-6 3,K4-x 714 jj_ 05 Z, 13 'Z- 7,9 3--5- ACTION uo r DISTRIBt TION I RAMSBEAM V2 . 0 - Gravity Beam Design Licensed to: Weidlinger Associates, Inc. Job: i PT SMB Pilot Plant 98808 Steel Code: LRFD SPAN INFORMATION: B10 l Beam Size (Optimum) = W8X10 Fy = 50 . 0 ksi Total Beam Length (ft) = 17 . 00 COMPOSITE PROPERTIES (Not Shored) : Left Right Concrete thickness (in) 3 . 25 0 . 00 Unit weight concrete (pcf) 115 . 00 0 . 00 f ':c (ksi) 3 . 00 0 . 00 Decking Orientation parallel parallel Decking type USD 2" Lok-Floor Non Composite Distance to Adjacent (ft) Beam: 3 . 00 Edge: 0 .00 beff (in) = 18 . 00 Y bar(in) = 8 .51 Mnf (kip-ft) = 93 . 52 Mn (kip-ft) = 73 . 09 C (kips ) = 66 .57 e (in) = 8 . 47 Ieff (in**4) = 102 . 06 Itr (in**4 ) = 137 . 05 Stud length (in) = 4 . 50 Stud diameter (in) = 0 . 75 Stud Capacity (kips) Qn = 17 . 7 # of studs : Full = 18 Partial = 8 Actual = 8 Number of Stud Rows = 1, Percent of Full Composite Action = 44 . 98 LOADS: Self Weight = 0 . 010 k/ft Point Loads (kips) : Flange Bracing Dist DL Pre DL LL Top Bottom ,9 . 00 2 . 76 1 . 96 4 . 80 Yes Yes 3 .50 0 .22 0 . 16 0 . 60 Yes Yes 3 .50 1 . 04 0. 73 2 . 80 Yes Yes SHEAR (Ultimate) : Max Vu 1 . 2DL+1. 6LL (kips) = 10 . 80 0 . 90Vn = 36 .22 MOMENTS: Span Cond LoadCase Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center! Pre DL 1 . 4DL 14 .2 9 . 0 --- --- 0 . 90 32 . 95 Center' Max + 1 .2DL+1 . 6LL 58.4 9 . 0 --- --- 0. 85 62 . 12 Controlling 1 .2DL+1 . 6LL 58 .4 9 . 0 --- --- 0. 85 62 . 12 REACTIONS (Unfactored) (kips) : Left Right Initial reaction 1 . 71 1 . 31 DL reaction 2 . 39 1 . 81 Max + LL reaction 4. 96 3.24 Max + total reaction 7 . 34 5 . 05 DEFLECTIONS: Initial load (in) at 8 .41 ft = -0 . 510 L/D = 400 Live load (in) at 8 .41 ft = -0 . 404 L/D = 505 Post Comp load (in) at 8 . 41 ft = -0 . 464 L/D = 439 Total load (in) at 8 .41 ft = -0 . 974 L/D = 209 I I WOMAN WAI WEIDLINGER ASSOCIATES INC CON6ULTIN6 ENGINEERS '4 TE S P FROJ EC'r A T." F k.r'. P.".q' l'o'� l'-f f 710� '"E" n V 11.1-1) (111't R%AT I(IN On ivenA P"v-wli% TO 11AFF1114IN'.. I."(' VAT NUMBER p Fla �-r Nf�-kl-'RANDI 14 R) DATE lo—q PlIONE FAX NOTES CHECKED BY T, L I L OF til;11)E c-F bIeapn Lept Tr;6kf47 6,= b-z -b3 c-) 13 17-19-0 vi 2- OL OL LL I -105-Z r -74 Wit C=- , let. 71 ACTIU.N 14 D I S Ta 1 8 V T 10,%; RAMSBEAM V2 . 0 - Gravity Beam Design Licensed to: Weidlinger Associates, Inc. Job: UPT SMB Pilot Plant 98808 Steel Code: LRFD SPAN INFORMATION: Bll Z3 Beam Size (Optimum) = W12X19 Fy = 50 . 0 ksi Total Beam Length (ft) = 17 . 00 COMPOSITE PROPERTIES (Not Shored) : Left Right Concrete thickness (in) 3 . 25 3 .25 Unit weight concrete (pcf) 115 . 00 115 . 00 f ' c (ksi) 3 . 00 3 . 00 Decking Orientation perpendicular perpendicular Decking type USD 2" Lok-Floor USD 2 " Lok-Floor Distance to Adjacent (ft) Beam: 8 . 00 Beam: 8 . 00 beff (in) = 51 .00 Y bar(in) = 12 . 83 Mnlf (kip-ft) = 238 . 10 Mn (kip-ft) = 188 . 96 C (kips ) = 126 . 73 e (in) = 10 . 84 Ieff (in**4 ) = 383 . 80 Itr (in**4 ) = 506 . 24 Stud length (in) = 4 .50 Stud diameter (in) = 0 . 75 Stud Capacity (kips) Qn = 17 . 7 # of studs: Max = 17 Partial = 16 Actual = 16 Number of Stud Rows = 1, Percent of Full Composite Action = 40 . 01 LOADS : Self Weight = 0. 019 k/ft Point Loads (kips) : Flange Bracing Dist DL Pre DL LL Top Bottom 13 . 00 1 . 88 1 . 38 3 . 24 Yes Yes 13 . 00 1 . 04 0 . 73 2 . 80 Yes Yes Line Loads (k/ft) : Distl Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 0 . 00 17 . 00 0 . 630 0 . 630 0 . 440 0 . 440 1 . 700 1 . 700 SHEAR ((Ultimate) : Max Vu 1 .2DL+1 . 6LL (kips ) = 39 . 81 0 . 90Vn 77 . 16 MOMENTS: Span Cond LoadCase Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Pre DL 1 .4DL 29 .5 9 . 6 --- --- 0. 90 92 . 63 Center. Max + 1 .2DL+1 . 6LL 154 . 1 9 .4 --- --- 0 . 85 160. 62 Controlling 1 .2DL+1 . 6LL 154 . 1 9 .4 --- --- 0 . 85 160. 62 REACTIONS (Unfactored) (kips) : Left Right Initial reaction 4.40 5 .51 DL reaction 6. 20 7 . 75 Max + LL reaction 15 . 87 19 . 07 Max + total reaction 22 .07 26 . 82 DEFLECTIONS : Initial load (in) at 8 . 75 ft = -0 .294 L/D = 695 Live load (in) at 8 . 67 ft = -0 . 350 L/D = 583 Post Comp load (in) at 8 . 67 ft = -0. 390 L/D = 522 Total load (in) at 8. 67 ft = -0 . 684 L/D = 298 i //M■ _ IVAIWEIDLINGER ASSOCIATES INC CON4ULTING ENGINEERS NI NU TES YROJ EC.T ` + Vn�vc��t1 P"y rl _ tIIiLU OILER V.ITIUN '• 'P��• �'AI NUMBER plate r _ rELP:YIIUNE O� FIRN 4t�IU R.1 N'Ul'M B1 /V U:1'1'E / �} I! Y111)NE ( FAX Ut�IGN NOTES CHECKED 81' U:1TE Z OF SUBJEiCT 6ea -2- -- <<� Llid t = ��- X6-2 ► - R _ _ -- ---- Tr,6kf4y 61= - 62 S Zo 63 - Uk�h'°r•�` -" d . ,444= L5� - 2 b 23 4L, 6 .4 - --------- T 111 N UPI r OI$TR1111 n11N - RAMSBEAM V2 . 0 - Gravity Beam Design Licensed to: Weidlinger Associates, Inc. Job: UPT SMB Pilot Plant 98808 Steel Code: LRFD SPAN INFORMATION: B12 Beam Size (Optimum) = W24X62 Fy = 50 . 0 ksi ' Total Beam Length (ft) = 28 . 00 COMPOSITE PROPERTIES (Not Shored) : Left Right Concrete thickness (in) 3 . 25 3 . 25 Unit weight concrete (pcf) 115 . 00 115 . 00 f ' c (ksi) 3 . 00 3 . 00 Decking Orientation perpendicular perpendicular Decking type USD 2 " Lok-Floor USD 2" Lok-Floor Distance to Adjacent (ft) Beam: 3 . 00 Edge: 4 .00 beff (in) = 60 . 00 Y bar(in) = 18 . 87 Mnf (kip-ft) = 1040.50 Mn (kip-ft) = 1025 . 98 C (kips ) = 442 . 07 e (in) = 15 . 68 ieff (in**4 ) = 3423 . 16 Itr (in**4) = 3536 . 64 Stud length (in) = 4 .50 Stud diameter (in) = 0 . 75 Stud Capacity (kips) Qn[ l ] = 17 . 7 Qn[2 ] = 17 . 7 # of studs : Max = 56 Partial = 56 Actual = 56 Number of Stud Rows = 21 Percent of Full Composite Action = 88 . 65 LOADS:I Self Weight = 0 . 062 k/ft Point Loads (kips ) : Flange Bracing Dist DL Pre DL LL Top Bottom 15 .50 7 . 36 5 . 32 18 . 65 Yes Yes 9 . 00 2 . 76 1 . 96 4 . 80 Yes Yes 1;8 .50 6 .23 4 . 42 15 . 87 Yes Yes 210 . 00 6 .40 4 . 00 14 . 70 Yes Yes Line Loads (k/ft) : Distl Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 0 . 00 28 . 00 0 . 440 0 .440 0 . 310 0 . 310 1.200 1 . 200 SHEAR (Ultimate) : Max Vu 1 .2DL+1 . 6LL (kips) = 104 .26 0. 90Vn = 275 . 62 MOMENTS: Span Cond LoadCase Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center; Pre DL 1 .4DL 170 . 3 15 .5 --- --- 0 . 90 573 . 75 Center; Max + 1 .2DL+1 . 6LL 867 . 1 15 .5 --- --- 0 . 85 872 . 08 Controlling 1 .2DL+1 . 6LL 867 . 1 15.5 --- --- 0 . 85 872 . 08 REACTIONS (Unfactored) (kips) : Left Right Initial reaction 11 .55 14.56 DL; reaction 16 . 13 20. 68 Max + LL reaction 37 . 97 49 . 65 Max + total reaction 54 . 10 70 . 33 DEFLECTIONS: Initial load (in) at 14 .42 ft = -0 . 356 L/D = 943 Live load (in) at 14 .56 ft = -0.544 L/D = 617 Post Comp load (in) at 14 .56 ft = -0 . 611 L/D = 550 Total load (in) at 14.56 ft = -0 . 967 L/D = 347 1 i WOMAN —IVAIWEIDLINGER ASSOCIATES INC CONyGLTING ENGINEERS _ MEl.'F ING MINI"TF> PRo)E(.T r1 _ V n)vers�l f Pl w✓'y''�l I Pc • To "I::1.1) 0HSER1A'F ION Q11 NUMBER ty(�f(ah� _ f1:1.1:1.11O N'E LOG �• O� FIRM H\" UATE: _ MI:M()gANUI'M PITONE FAX _ UI-.SIGN NOTES CHECKED Ill DATE � YAGE OF �vf L 2 S I'H)ECT 0,ea n - � -- Tr;6kf•4y 61= g S b_ 2A-, 00 - -- -------------- C-,va v< U�,� rr..t = $•Sx• o�4s .63 X.o52s :�42 L Coticty A C T I O\ -- _- --_---- vo , r, ea DISTRIRI TION R.AMSBEAM V2 . 0 - Gravity Beam Design Licensed to: Weidlinger Associates, Inc. Job: Pharm-Eco Andover Steel Code: LRFD SPAN INFORMATION: Beam,-B? _i Beam Size (Optimum) = W14X22 Fy = 50 . 0 ksi Total Beam Length (ft) = 21 .00 COMPOSITE PROPERTIES (Not Shored) : Left Right Concrete thickness (in) 3 . 25 3 .25 Unit weight concrete (pcf) 115 . 00 115 . 00 f - c (ksi) 3 . 00 3 . 00 Decking Orientation perpendicular perpendicular Decking type USD 2 " Lok-Floor USD 2 " Lok-Floor Distance to Adjacent (ft) Beam: 8 . 50 Beam: 8 .50 beff (in) = 63 . 00 Y bar(in) = 14 . 30 Mnf (kip-ft) = 300 . 43 Mn (kip-ft) = 231 . 51 C (kips) = 123 . 77 e (in) = 11 . 73 Ieff (in**4 ) = 520 . 14 Itr (in**4 ) = 718 . 98 Stud length (in) = 4 .50 Stud diameter (in) = 0 . 75 Stud Capacity (kips) Qn = 17 . 7 # of studs : Max = 21 Partial = 14 Actual = 14 Number of Stud Rows = 1, Percent of Full Composite Action = 38 . 14 LOADS: Self Weight = 0 . 022 k/ft ti Line Loads (k/ft) : ^,� Distl Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 ; 0. 00 21 . 00 0 . 629 0. 629 0 .442 0 . 442 1 . 700 1 . 700 SHEAR �Ultimate) : Max Vu 12DL+1 . 6LL (kips ) _ 36 . 76 0 . 90Vn _ 85 . 33 MOMENTS: , Span Cond LoadCase Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Pre DL 1.4DL 35 . 8 10 .5 --- --- 0 . 90 124 . 50 Center Max + 1 .2DL+1 . 6LL 193 . 0 10 .5 --- --- 0 . 85 196 . 78 Controlling 1 .2DL+1 . 6LL 193 . 0 10 .5 --- --- 0 . 85 196 . 78 REACTIONS (Unfactored) (kips) : Left Right Initial reaction 4 . 87 4 . 87 DL ; reaction 6 . 84 6 . 84 Max + LL reaction 17 . 85 17 . 85 Max + total reaction 24 . 69 24 . 69 DEFLECTIONS : Initial load (in) at 10 .50 ft = -0 . 352 L/D = 716 Live load (in) at 10.50 ft = -0 .493 L/D = 511 Post Comp load (in) at 10 .50 ft = -0 . 547 L/D = 460 Total load (in) at 10 .50 ft = -0 . 899 L/D = 280 J IVAI WEIDLINGER ASSOCIATES INC CON�ULTING ENGINFERS mt.$;-i:N:; MINCTES PRIIJECT V-WICA -FpC fo FIELO I 11SER%'ArJo,% VAJ NLMRER 111.1.1-11o.NE 1,()G plofi h-r FINM ME R1 MEM"RAND, .1 1).("(E P110NE FAX Df Sl(;N NOTES FT"- DATE PAGE OF 2, SCBJE�T ea t,,) 13 1 i Tr;6ttfA7 6i= 6-zA 63 I-et vt 0L Pre- DL Wib WA.31 Z, ACTION Uva r RAMSBEAM V2 . 0 - Gravity Beam Design Licensed to: Weidlinger Associates, Inc. Job: UPT SMB Pilot Plant 98808 Steel Code: LRFD61 2 SPAN INFORMATION: B14 Beam Size (User Selected) = W16X31 Fy 50 . 0 ksi Total Beam Length (ft) = 19 . 00 COMPOSITE PROPERTIES (Not Shored) : Left Right Concrete thickness (in) 3 . 25 3 . 25 Unit weight concrete (pcf) 115 . 00 115 . 00 f ' c (ksi) 3 . 00 3 . 00 Decking Orientation parallel parallel Decking type USD 2" Lok-Floor USD 2 " Lok-Floor Distance to Adjacent (ft) Beam: 8 . 00 Beam: 9 . 00 beff (in) = 57 .00 Y bar(in) = 14 . 99 Mnf (kip-ft) = 441 . 61 Mn (kip-ft) = 380. 36 C (kips) = 221 . 03 e (in) = 12 . 43 Ieff (in**4) = 901 .40 Itr (in**4) = 1131 . 09 Stud length (in) = 4 .50 Stud diameter (in) = 0 . 75 Stud Capacity (kips) Qn = 17 . 7 # of studs : Full = 52 Partial = 25 Actual = 25 Number of Stud Rows = 1, Percent of Full Composite Action = 48 . 47 LOADS: Self Weight = 0 . 031 k/ft Point Loads (kips ) : Flange Bracing Dist DL Pre DL LL Top Bottom 9 . 50 12 . 76 9 . 29 32 . 30 Yes Yes SHEAR (Ultimate) : Max Vu 1 .2DL+1 . 6LL (kips ) = 33 . 85 0 . 90Vn = 117 . 91 MOMENTS : Span Cond LoadCase Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Pre DL 1 . 4DL 63 . 7 9 .5 --- --- 0 . 90 202 . 50 Center ; Max + 1 . 2DL+1 . 6LL 319 . 9 9 . 5 --- --- 0 . 85 323 . 31 Controlling 1 .2DL+1 . 6LL 319 . 9 9 .5 --- --- 0 . 85 323. 31 .REACTIONS (Unfactored) (kips) : Left Right Initial reaction 4. 94 4 . 94 DL :reaction 6 . 67 6 . 67 Max + LL reaction 16 . 15 16 . 15 Max + total reaction 22 . 82 22 . 82 DEFLECTIONS: Initial load (in) at 9 .50 ft = -0 .219 L/D = 1040 Live load (in) at 9 .50 ft = -0 . 305 L/D = 747 Post Comp load (in) at 9 . 50 ft = -0 . 338 L/D = 675 Total load (in) at 9 .50 ft = -0 .557 L/D = 409 J J ////■ IVAI WEIDLINGER ASSOCIATES INC CONSULTING ENGINEERS ❑ MEETING M1NI'T1:5 YROJECI" , �70� 'w 7. 10❑ FIELD (IRSI:R\'Al'ION U/� C,(,J '[�/ \C'A1 \'t'M BI If FIRM ❑ 'LPLE.Piio.\i LO(. M1:MORA NDt SI !{Y.5 ��j DATF QQ I•Iln\{: PAX ❑ D1:S1(.N NO"!-E5 C UCKL ) R1' DA'rP PAIf n f /1/e n Seo �'aq� 7c'oo le �� II M = 1. 3 00 S � /9 = z 9 / - = 3, 94�, c7 = 0 ZO 1Az X00 Ks� O, 7�,n o. (gS - � M <o, Z o,�7) 60 ins, �� Z s M< sc ISPs f' ACTIt,. i it 2 Z O �A � 5 �h 4 L-U ( h O DIG'IRIRL'TION ____, WAVNMM IVAIWEIDLINGER ASSOCIATES INC CONkULTING ENGINEERS .M EF.PING MI NI'TF.S FPRo)E(:T r1FIELD OB<ERVATION V"'"��'�J Pte✓w I PCTD NCMBER 7 'I'I'I.I:V1111NF: 1.11(; P, logFlaFIRiIDA 11: PIIO\'E FAX DEIGN NOTES ED BS 1)A I'F. PAGE S of --------------- SUBJECT �ea,, !K�t `fig hf g4rA.+_1�7� t rl k�'o 61= 3•zs _ - 63 �vav! DL LL Uko�„r-, 3,2-5A-6 ,z33,Z5x s3 I3 , /0,00 o0 1-2, �— leoo /•L _a ACTION X R, - Z = DI STR I It1:T1ON RAMSBEAM V2 . 0 - Gravity Beam Design Licensed to: Weidlinger Associates, Inc. Job: Pilot Plant 98808 Steel Code: LRFD Z SPAN INFORMATION: B1 Gravity Beam Size (Optimum) = W8X10 Fy = 50 . 0 ksi Total Beam Length ft = 15 . 00 g ( ) COMPOSITE PROPERTIESNot Shored) : Left Right ( ) 9 Concrete thickness (in) 3 . 25 0. 00 Unit weight concrete (pcf) 115 . 00 0 . 00 f ' c (ksi) 3 . 00 0 . 00 Decking Orientation perpendicular perpendicular Decking type USD 2" Lok-Floor Non Composite Distance to Adjacent (ft) Beam: 3 . 00 Edge: 0 . 00 befff (in) = 18 . 00 Y bar(in) = 8 . 51 Mnf (kip-ft) 93 .52 Mn (kip-ft) 74 . 45 C (kips ) = 70 . 73 e (in) = 8 . 42 Ieff (in**4 ) = 104 . 25 Itr (in**4 ) = 137 . 05 Stud length (in) = 4 .50 Stud diameter (in) = 0 . 75 Stud Capacity (kips ) Qn = 17 . 7 # of studs : Max = 15 Partial = 8 Actual = 8 Number of Stud Rows = 1, Percent of Full Composite Action = 47 .79 LOADS : [ Self Weight = 0 . 010 k/ft Line, Loads (k/ft) : Distl Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 ' 0 . 00 15 . 00 0 . 230 0 .230 0 . 190 0 . 190 0 . 110 0. 110 SHEAR ,(Ultimate) : Max Vu 1 .2DL+1 . 6LL (kips) = 3 .48 0 . 90Vn = 36. 22 MOMENTS: Span Cond LoadCase Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Pre DL 1 .4DL 7 . 9 7 . 5 --- --- 0 . 90 32 . 95 Center Max + 1 .2DL+1 . 6LL 13 . 1 7 .5 --- --- 0 . 85 63 . 29 Controlling 1 . 4DL 7 . 9 7 .5 --- --- 0 . 90 32 . 95 REACTIONS (Unfactored) (kips) : Left Right Initial reaction 1 . 50 1 .50 DL reaction 1 . 80 1 . 80 Max + LL reaction 0 . 82 0 . 82 Max + total reaction 2 . 63 2 . 63 DEFLECTIONS: Initial load (in) at 7 .50 ft = -0.255 L/D = 705 Live load (in) at 7 .50 ft = -0. 041 L/D = 4343 Post Comp load (in) at 7 .50 ft = -0. 057 L/D = 3185 Total load (in) at 7 .50 ft = -0 . 312 L/D = 578 i i ' RAMSBEAM V2 . 0 - Gravity Beam Design Licensed to: Weidlinger Associates, Inc. Job: Pilot Plant 98808 Steel Code: LRFD 33 SPAN INFORMATION: B1 Blast Beam Size (User Selected) = W12X19 Fy = 50 . 0 ksi Total Beam Length (ft) = 15 . 00 Mp (kip-ft) = 102 . 92 Top Flange Not Braced By Decking LOADS: Self Weight = 0 . 019 k/ft Line Loads (k/ft) : Distl Dist2 DL1 DL2 Pre DL1 Pre DL2 LL1 LL2 0 . 00 15 . 00 0 . 270 0 .270 0 . 000 0 . 000 0 .000 0 . 000 SHEAR (Ultimate) : Max Vu 1 .4DL (kips) = 3 . 03 0 . 90Vn = 77 . 16 MOMENTS.: Span Cond LoadCase Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center ' Max + 1 . 4DL 11 . 4 7 . 5 15 . 0 1 . 00 0 . 90 24 . 35 Controlling 1 .4DL 11 . 4 7 .5 15 . 0 1 . 00 0 . 90 24 . 35 REACTIONS (Unfactored) (kips) : Left Right DL reaction 2 . 17 2 . 17 Max + total reaction 2 . 17 2 . 17 DEFLECTIONS: Dead load (in) at 7 .50 ft = -0 . 087 L/D = 2062 Live load (in) at 7 .50 ft = 0 . 000 Total load (in) at 7 . 50 ft = -0 . 087 L/D = 2062 J VIAI WEIDLINGER ASSOCIATES INC CON�ULTIN(; ENGINEERS I C mFETING MINUTES PROJECT 'f IiLEPIIONE LOGP FR 0 F I C 1.1) pkav- TO T p 0 11 S E R VA TI ON WV4 WAI NUMBER p Fla rr FIRM B B, %I Y M FM OR AN L)( M 1)AT F 1,11 UNE FAX I Of SIGN NOTES CHECKED BY DArE AGE OF It E C T q ea hf 63 t,.et VIC i�-- Pre,- 0 L LL ACTION Up1-o r W 13 D" I RAMSBEAM V2 . 0 - Gravity Beam Design Licensed to: Weidlinger Associates, Inc. Job: Pilot Plant 98808 Steel Code: LRFD SPAN INFORMATION: Blast Beam3 �� Beam Size (Optimum) = W16X26 Fy = 50 . 0 ksi Total Beam Length (ft) = 22 . 00 Mp (kip-ft) = 184 . 17 Top Flange Not Braced By Decking LOADS: ' Self Weight = 0. 026 k/ft Po int Loads (kips) : Flange Bracing Dist DL Pre DL LL Top Bottom 2,. 00 4 . 24 0 . 00 0 . 00 Yes Yes 6 . 00 4 .24 0 . 00 0 . 00 Yes Yes 9 . 00 4 .24 0 . 00 0 . 00 Yes Yes 13 . 00 4 .24 0 . 00 0 . 00 Yes Yes 16 : 00 4 . 24 0 . 00 0 . 00 Yes Yes 20 . 00 4 .24 0 . 00 0 . 00 Yes Yes SHEAR (Ultimate) : Max Vu 1 . 4DL (kips) = 18 .21 0 . 90Vn = 104 . 38 MOMENTS:, Span 'Cond LoadCase Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1 . 4DL 103 . 1 11 . 0 4 . 0 1 . 00 0 . 90 165 . 36 Controlling 1 . 4DL 103 . 1 11 . 0 4 . 0 1 . 00 0 . 90 165 . 36 REACTIONS (Unfactored) (kips) : Left Right DL reaction 13 . 01 13 . 01 Max + total reaction 13 . 01 13 . 01 DEFLECTIONS: Dead load (in) at 11 . 00 ft = -0. 746 L/D = 354 Live load (in) at 11 . 00 ft = 0 . 000 Total load (in) at 11 . 00 ft = -0 . 746 L/D = 354 'IVAI WEIDLINGER ASSOCIATES INC COKSI'LYIKG ENGINEERS yMEETI\G SI IN t'If. RROJEC1 10 111'LU ORSI'.R\"A1'1(1\ X%AI \1"\1141:R ?( s '+,^ I'I RSI T.1.1.1.P11O\I: I.M. 7v C: DLSIG\ NOTES CII F.CR1.1) R1' 11AII I'A(.1. OE S t 14111 C," / A, 8 e�sn� U�Si4 n � ecce �oa d She e ( .gyp s terra ��� /0 P � OpS �' Scow 30 psf' O O Z�r}, � �n = 36 Ok --z .4(:l'1(In �D =6., /_1Ff 3. 7 kf t /3. 7J 0. .3� /,ON Y,,40 O Li L < 21 6 o6 K � � Z UI STR I tl UT 10\ //I■ IWAI WEIDLINGER ASSOCIATES INC CONSULTING ENGINEERS \1E1:1ING \,1N 1"1 E< 1 _ fi ELU II H S is R\'A'I.1U� 7 \CAI NI'A111ER �7�g80 /'� III.\I N P:N,OI:ANUI ?1 CII L(.RfU R,' UA"11' PA<.I. _ 1)1.51(;N \OTLS <111,E(:, LLQ //D I/G Born, U eGtM �es�g n �-2 Q o 1-9 Z T 6/e p 4-/62 0 �s e 6u /O x3 ACTION i DISTRIBUTION 3 � DESIGN FLEXURAL STRENGTH OF SEAMS WITH UNBRACED LENGTH>L I63 .. ,P BEAM ©ES1GN MOMENTS ( =0 9, C 1, F 5d ksl) b Y + { { . . . } + + + + 1 .1. g . . : - N• + rt. . :l :� �:t : x . . . . . . . . . . . . x. N A N. 0. .1 . . . . . . . . . . . . . . . QO�ff .. . . . . . . . . . . . . : . . . . . . . . : . . . . . . . . . . . . . . . . . . . . . : : :� . : : : ' �t : wo wsxza. . . .' m -.-�: 1 : . : : . V ' i 1 1 m .. . .�. : : : . . : : . . . . . : : : : : . . . . . . . . x . . . . . . . . . .. .. ... ... . . . . . . . . . ... . . . . . . . . . . ..I1N, . . . . . . . . . . . . . : : : . . .. . Q8fl. + .,... . .. . . .}. . . . -- .�. . . . . . . 1 ' 1 : : . . . : . . . : . . : : . . . . . . . . . . . . . : : . . : . . o A. - : . : : : : : : : : : : : : : : : : : t : . . l . . . . . ra :;j a:t+ -j: . . . . . . . . . . . . : . . . . . . . . . . . . . . . . x .tA. . . : : : : i. tI . : : : : : : : : : : : : : : : : : : : : : : . : : : : . . . . . . . . . . . . . . . . Nv AV �. �'. . 1 �• �: . . . . . . . . . . . . . . . . . . . . : SN: : Ili . . . . . . . . . . N. . � . . . . . . . . . . . . . . . . . . . . . . : : . . . . . . . . . . : : :: . . . . . . . . . . . . . . . . . . i . ' I b .j • _: . . . . . . . . . . . . . . . . . .dj . . . Y 1 . . . . . . . . . . . i4 18 18 2t3 22 24 $ :28 SQ 32 UNBRACEI3 LENGTH {0 5 ft ittcrer�et�28j . .. A3viIItiCA4t INsfif(T1 E(iP � S �,Ca. e�crto I� WEIDLINGER ASSOCLATES INC COKSULVN1 l EKGI\EEA� i 0 NIEF.l'11G MIKUI FS PHl)ll.l1 lU 111 P T 1'1FI.1) ()HSI:H i'Al iUS \CAI N1-SIKER /7^8� I-I1:,, .� TELP:PIIUNI! LOG 7CX/ M's L 42a DATI 0 Pllu?I IAS ❑� UFSI(-\' \'()I'I:S 1:11F(KFI) H\ DAI'F' SI HJFC' Ao' r�,A = %"7ct 2 ops r) _ E?O 0 p/ ��L = o.30 o ,/,et (3- 9 "/(:5 lel zoo %f-C3 q �JZjB = 228 k7q I GlJZ 4 X /o 0M11 - 0C6Ex Z 6 r t �15 j�yl Z O. y <.o) CZ s$, �Ci860) V /f A(TI1)N ,, � _ 43 31;7 left y Oe � 131 S T H I H 1:T 1()\ KFAIWEIDLINGER ASSOCIATES INC ( ()\>LLTI\G ENGINEERS V NIlf ZINC MINVl'IS 11 R(1IP C"1' Tu Sh f a FIIi 1,1) (IMSIiR\'A'f I(IN JJ 'II:I.I'.I'll U\'1. 1,0l, vim( II\ I I G UAIt/O /� I'lltr\I I,\S AI F.MUK AKUI SI L w' I)l',sl(;\ \ol'F.S CIIICK1:11 II\ DA"i: 1•;1(,1 111 l S L'K)I:C'I' Cep f Gr ( c 24!^ l of n t cr 1L G G n 7 /8x76 0 KFf > 43 (F d1e z ¢ e c-h11 Gd se �P- e � rea Sons•/ ACTION �I 1 J DISTRIBUTIOIJ ---"----- - _. --- ..._..--------- ........... .......... DESIGN FILEXURAL STRENGTH OF BEAMS.WITH UNBRAI�:LENGTH>Lp 4 I55 BEAM DESIGN MOMENTS 0 9, Cb 1,,Fy 54 ksi) 1 + 5. . . . . : . : . : : : : . . . . . . . . . . . . . . 485 ; `'o ft .o . . . N 48fl �. . + . . . + + . : + Lb 21 . 10 .• + . :: . . . . . . . . . . . . . . . . . . . . . . . . . . 1: �: : : : . . . . . . . . . . -- 480 +�f� . + :1: + : . : + ' + : : : ± : : : 1. . .9. . ►. . ' . . . . . . . . . . . .�.\. . : : : : : : : : ' + : : : + . : : : + : : � :t . . :1: . . . .4 . . . . . . 435 :\t ��� : + ' : : + : . + : : : + . . . . . . . . . . . c . :\:I�:tai : ' : : . . . . . . . . �� . . � . I: . Y : : : : : . . . . . . . . . . . . . .Hia 425: :\�n : : +14U, . . - 4 : +. :: : + : : : ' + : : : + .tv \� 4�� + � + ' , +jf: 4 + + aim + { + ` 1 + '1. : + : � : : : + : : : + ' 1+ : : + : : + : : : + : : m .1: CD + + + . . . . . . . + . � + : . + . + . . : + .,. . + . . . . . . . . µ 22 2a 2628 � 32 98... ..4�! 4 44 ,' UNBR/ICED �ENQTt4 €©b � tncrements7 1 AMERICANImilh UlrSrm CUTO I3[UCffON R7 • CM{ttn rmw—I j Ildr- - A.1 A I t co /(j r► n Ia O 7 i iv G- o.a not oot� 0 LIM /.1 �I flat G [ntt tsl� ' ---t i t.MV.Wt pm C" twl fie 0 J L r✓r as � ,r IM1{t[Il/Mut- �� ,r l Umtlt l ril.ut I N► t ... ow mm iMlt •.�........................ ...................... w KFAI W EIDLINGER ASSOCIATES INC C.0\SL'Lj1NG ENGINEERS Af[I:l'ING \11\: TEl PRO)I.CT TD ell:LU olt.l.Lt =.,IDN I IMAX F EMORANDl DEGIGN NOTE, tHeCKE.D Rl D TP V PA(,I De S1'R)ECT cowM n yc no 7/ ftz X73 47 / 7/ pZ- (,ZOOps-/) = 3 ¢ ZK (. �s c� _ /• <i z. s� �-/. 6 (34.2) = 7/ Co 4,r, n 8 z Z F 304 C73 z . Z �L �� � - 304 �fZ CzooPsf� = Go. � K tL X60, 8 = /3SK ACTION .1 / (�v e �a fr/ bt 'G� y hG / U �' e J Go ✓`� � e fit 4::71 �JDC = ZO �o� K\ 3 J � (• �/� ICG 1.3 �f D = 73ps �( z 73p.s{ a) Z- 6 7 P.6 ti-s 8 t I33) eAc DISTRII4l'T[ON D - -L- / K WEIDLINGER ASSOCIATES INC CONSUL-DING ENGINEERS -� MEETING Ml\l TFS PROUCT TO 6127- J`M D ,(, f /4 n 7` ,! iJ F1 EI.D OR1 F.S A-i Il,. �`—'_ / //O XeAt Sl?iRER ins("'l/`�O FIRM 'E F.LI:PHO?i i �G 7Cj/{Cy�•� DA HY� LE FAX p RHu�I: J DES IGA N( 'E, CHECKED R1' DATF_ PAG I' /1,� OF s F. _FulM LTJ Qd S CO A/ rn n D Roy _ 0 3 f .S 9J ') /. 3 . Z K 941- C2 ¢CZ ¢ Z 9. 4k) _ 143 4. 2 7 C 4 /,5z R' .= 73psfcs{f `,?,r), 7. 3 3 /- / K / 3. 8 f Z, x L} �"K �o Z Li 7 I ACTIO\ I I J D I S T R I R I:T 1 0 IS �KJ DESIGN STRENGTH OF COLUNP S 3.29 Fj•=36 ksi v COLUMNS Wshapes x- i-x C0 /0nnS Design axial strength in kips 0.85) ¢3,�'.- 6, /^GX _�- i Designation W8 W6 CI Je (,✓9x 2 4 Wtift 28 24 25 20 15 Fy 36 50 36 5(1 36D 36 Sp 36t I;t 0 252 351 217 3011225 312 180 249 136 -488-- ............ �U/ti n C �> 6 228 3Q3.:*::::: 195 250 ' 200 265 159 21 t 119 0 7 219 288 188 247 191 2vi1 152 198._.:1 114 74$ Q 8 210 271 180 232 182 233 145 185 108 137 9 200 253 171 RNT172 2S 137 11 102 12fi 8X 2 10 189 235 162 2U0 162 198 128 15fi 95 115 0 11 178 21S 1a2184 151 180 119 142 88 104 ? }a 12 167 >t97 142 1!68 140 titiZ:.;;: 111 t2T 81 92 c 13 155 78 132 X51 129 144 102 11.3 74 82 :; m 14 143 1.60 122118 12B 93F. 0 68 g 15 132 142 112 12t 107 t;12 84 $? ; 61 6Z a 16 121 125 102 106 97 98 76 7$ 55 56 17 110 711 93 94 87 $7" 68 S8 48 48 C 18 99 99 84 84 ..; 78 7$ 60 43 3 19 89 89 75 75 700 54 54 39 39'i 20 80 SQ: 6868 63 63:.: 49 49 35 35 22 66 SS 56 5S: 52 52 40 d0 29 .26 24 56 56 :; 47 47 44 +#4 :` 34 34 24 24 m 25 51 51 44 44'_ 40 +1U 31 3T ; 0 26 47 47 40 4{I 27 44 -04 w Properties u 217 1;87 2.07 1 71 2.07 2.03 1. 1.98 i 75 P.(kips) 48 S7 39 5F 47EWE 35 43 266 P.(kips(in.) 104 9 12 12S 9 13 8 12;; P-0(Ides) 81 95 52 S1 ' 146 172.'= 78 92 54 : Pc(kips) 44 81 32 4 42 5$: 27 37.. 14 99i LP(ft) 68 S7 6.7 5;7 6.3 5 6.3 53 6.7 272 788,:: 243 12 : 31.2 2111.,<. 25.6 17;6-::; 20.8 fSSY A(n.� 825 7.08 7.34 5.87 4.43 1.(n.) 98.0 82.8 53.4 41.4 29.1 1,(n.) 21.7 18.3 17.1 13.3 9.32 rr(n.) 1.62 1.61 1.52 1.50 1.46 Ratio r,,/ry 2.13 2.12 1.78 1.77 1.75 P.(/Q)2/104 2810 2370 1530 1190 831 P,r(i'a)2/104 620 525 485 378 270 ?flange is noncompact;see discussion preceding column bad tables. Note:Heavy W*kxkWes IC/rot 200. AMERICAN INSTITUTE OF STEEL CONSTRUCTION i i iF///■ WEIDLINGER ASSOCIATES INC CONSULTING ENGINEERS i I M IS ETING SII\1 TLS PROIF(T' y ` 7O (I / FILLU i•RSFR�AII(1\ %\AI N1 NIBIR FIRM i T IiLFFHt•\P Iu(• Cf/( Hl� OAT 1. _ PIiO\I I A X MLMO F, A]U( V Q r /O ` DESIGN YOTC• CHFCKFD 11) UA"FIS J P.AGI: Sl'H IF.CI e/n �,�� e7 1 00 Trn9 CO U /7 a/le�✓ i ACT]ON � G7ft �S� i X r f- CT U1:1'RIH('TIG� //M■ INAIWEIDLINGER ASSOCIATES INC CONSULTING. ENGINEERS M EET 1\G MIN IT ES Ilk UI E:CT t(I `1 /0P Id of _ FI II.D 11 It S1:R VAT I ' U'AI \1'MRF.R FII(Al l'1:I.I.YlI(rNE 1.(I(. I41 ,.• DATE I'll0NI 1.1\ .1 MEMGH.{NDCM J ,. /D / 98 w DE.�IGN NOTES (:III CI:I R)- DATE PA(.1: Y Foo � T L - I /ny V -orG2 Pu 76 7L-.r5 o. 4 7 xr f i ' Z $Sitsf __ ,r 0 - �f� 7 G � .� 7,� SD,S, �Io4 rs, �� s = z, 8 ks f L `3. �3 Xs!' yr _ �f�� -4 •9 If K 3. 7S = o. ash,f <60�� o, a oS � ,9v� � 0. 0 7,. z/�f -- s ACTI(1N I e c e �cl•.�� � .� Tfny �>s e/l 1�9 a60v f Cs237}. 04) 4k s IS. 7Kih S D.o4i� z/�f n DISTFI NI"TION _ _ _.-. /. u.ie 'Y4/n/Z WEIDLINGER ASSOCIATES INC CONSULT;lNG ENGINEERS MEETING MINI I Et RROI ECT TO 1 r S -/ , / 71/,qA / -� FIELD ORDER,'A'I']ON VAI .t ,,IBER 98VO8 FIRM _i 7FLI:P HUFF LOG / R,. LDATI. POOSI LAX L _ ?IMORAN ULM s I I DESIGN NOTES CIIF(_1.EU 11% 1)ATE PALE OF I 'I sjEcl F0D fi n. C��✓ .,. �. 14 Bei di n 4 6? ew COn serVa five z, G e c-/c t&v o waj, S5 eon ✓4 = 7 4,0 4,4. r �Z{-f�Z - 6e ,< 160 d c✓�sy, 24r ss to. 471,5 O �.� ) = 8, 3 K d vn = O. 8s (Z� 9aoo �60,�� ��.S,.) = > 8. 3 K or /0 00 AC TI O.N �V h 1-4 �/2,,,) 7, S, _ 9. �-3 K > �, 64�` 6 /ood I DISTRIBUTION U �j fa - 3,000 psi INDIVIDUAL SQUARE FOOTINGS 1" = 3,000 psi INDIVIDUAL SQUARE FOOTINGS f. a 60,000 psi FACTORED SOIL PRESSURE 1600 pot (SAFE BEARING PRESSURE 1000 pot) f„ = 60,000 psi FACTORED SOIL PRESSURE 4,800 pet (SAFE BEARING PRESSURE 3,000 pat) Thick- Min. Mat Bars Each Way Weight Volume Column Thick- Min. Mat Bars Each Way Weight Volume Column Size B ness Col. of of Design Col. _of _ _ of Design Size Bar Spacing Bars Concrete Capacity Size B nets Size - Bar - Spacing Bars Concrete Capacity (In.) (in.) Quantity Size _ - - (in.) Quantity _ _ - (in.) - -(Ibs:) - (cu.-yd.)- (kips) (tn.) Sze (tn.) (lbs.) (cu.yd.) (kips) 4'- 6 12 10 6 4 9.6 32 .8 28 4'- 6 12 30 6 4 9.6 32 .8 92 S'- 0 12 10 7 4 9.0 42 .9 34 S'- 0 12 10 7 4 9.0 42 .9 114 !'- 6 12 10 5 S 15.0 S2 1.1 42 5'- 6 13 10 6 5 12.0 62 1.2 138 6'- 0 12 10 S S 16.5 S7 1.3 SO 6'- 0 14 10 7 5 11.0 80 1.6 163 6'- 6 12 10 6 S 14.• 7S 1.6 Ss 6'- 6 16 10 6 6 14.4 108 2.1 190 7'- 0 12 10 6 S 15.6 ai 1.8 68 7'- 0 17 10 6 6 15.6 117 2.6 220 7'- 6 12 10 7 5 14.0 102 2.1 7s 7'- 6 18 10 7 6 14.0 147 3.1 2S2 a'- 0 12 10 7 S 15.0 109 2.4 8B a'- 0 19 30 6 7 18.0 183 3.8 285 a'- 6 12 10 a S 13.7 133 2.7 100 9'- 6 20 30 7 7 16.0 228 4.5 32L 9'- 0 13 10 9 S 12.8 159 3.3 111 9'- 0 21 10 10 6 11.1 2S5 5.3 359 9'- 6 13 10 7 6 18.0 189 3.6 123 9'- 6 22 10 9 7 13.S 331 6.1 398 10'- 0 14 10 e 6 16.3 228 4.3 135 10'- 0 24 10 9 7 14.3 349 7.4 438 10'- 6 14 10 9 6 15.0 270 4.8 149 10'- 6 2S 10 10 7 13.3 408 8.S 480 11'- 0 13 10 9 6 15.8 283 5.6 161 11'- 0 26 10 11 7 12.6 472 9.7 S2S 11'- 6 16 10 13 S 11.0 298 6.S 174 11'- 6 27 10 9 8 16.5 S28 11.0 S72 12'- 0 16 10 11 6 13.8 380 7.1 190 12'- 0 28 10 10 8 15.3 614 12.4 620 12'- 6 17 10 11 6 14.4 396 8.2 203 12'- 6 29 11 11 8 14.4 704 14.0 670 1]'- 0 18 30 12 6 13.6 450 9.4 217 13'- 0 30 11 12 8 13.6 801 15.6 722 13'- 6 18 10 10 7 17.3 531 10.1 274 13'- 6 31 12 12 8 14.2 833 17.4 77S 14'- 0 19 SO 10 7 18.0 331 11.S 248 14'- 0 32 12 13 8 13.5 937 19.4 831 14'- 6 19 10 11 7 16.8 629 12.3 266 14'- 6 33 12 11 9 16.8 1Ol7 21.4 887 1S'- 0 20 10 11 7 17.4 652 13.9 281 1S'- O 14 1] 12 9 is 1183 23.6 `�6 6 20 10 13 7 15.0 797 14.8 100 IS'- 6 3S 13 13 9 15.0 1126 26.0 1006 li'- 0 21 10 13 7 13.3 82J 16.6 313 16'- 0 3S 14 14 9 14.3 1475 27.7 1072 m 16O- 6 21 10 14 7 14.8 91S 17.6 335 16'- 6 36 14 1S 9 13.7 1632 30.3 1135 Z 17'- 0 22 ]0 SS 7 14.1 1011 19.6 351 17'- 0 37 IS 12 10 18.0 - 1703 33.0 1200 17'- 6 23 10 15 7 14.6 1042 21.7 366 17'- 6 30 1S 13 10 17.0 1901 35.9 1266 18'- 0 23 10 16 7 14.0 1144 23.0 387 18'- 0 39 1S 14 10 16.2 2108 39.0 1334 18'- 6 24 10 16 7 14.1 1177 2S.4 401 18'- 6 10 16 1♦ SO 16.6 2168 42.3 1403 19'- 0 24 10 11 8 17.1 1383 26.7 425 19'- 0 41 16 SS SO 15.9 2388 45.7 1473 190- 6 25 10 14 8 17.5 1420 29.3 442 191- 6 41 17 16 10 15.2 2616 48.1 1552 20'- 0 25 10 1S 8 16.7 1561 30.9 465 204- 0 42 17 17 1 10 14.6 1 2852 51.9 1626 FACTORED SOIL PRESSURE 3200 pet (SAFE BEARING PRESSURE 2000 pet) FACTORED SOIL PRESSURE 6,400 pit (SAFE BEARING PRESS E 4,000 psf) Z :- 41- 6 12 10 7 4 8.0 37 .8 125 4 6 12 10 6 4 9.6 ]2 .8 60 !'- 0 12 10 7 4 9.0 42 .9 74 S'- 0 14 10 S S 13.5 46 1.1 1SJ 3'- 6 12 10 3 S 13.0 32 1.1 90 5'- 6 15 10 6 S 12.0 62 1.4 185 6'- 0 12 10 a 4 9.4 S8 1.3 107 6'- 0 16 10 6 6 13.2 99 1.8 220 • 6'- 6 13 10 7 S 12.0 87 1.7 123 6'- 6 18 10 6 6 14.4 108 2.3 257 7'- 0 14 10 7 S 13.0 94 2.1 144 71- 0 19 10 7 6 13.0 136 2.9 297 \ 70- 6 1S 10 6 6 16.8 126 2.6 16S 71- 6 20 10 6 7 16.0 171 3.5 340 a'- 0 16 10 9 ! 11.3 140 3.2 186 a'- 0 22 10 9 6 11.3 202 4.3 384 a'- 6 17 10 SO ! 10.7 166 3.0 209 8'- 6 23 10 SO 6 10.7 240 3.1 433 91- 0 18 10 a 6 14.6 204 4.S 211 90- 0 25 10 11 6 10.2 200 6.3 482 9'- 6 18 10 7 7 18.0 257 3.0 260 9'- 6 26 10 7 a 18.0 336 7.2 336 10'- o 19 10 8 7 16.3 310 3.9 286 10'- 0 27 10 8 8 16.1 lOS 8.3 592 10'- 6 20 10 12 4 10.9 360 6.8 314 10'- 6 28 11 9 B 15.0 480 9.5 651 11'- 0 21 10 9 7 1S.a see 7,e 342 11'- 0 29 11 10 a 14.0 560 IO.a 712 11'- 6 22 10 10 7 14.7 449 9.0 ]72 111- 6 30 12 11 9 13.2 646 12.2 776 121- 0 23 10 11 7 13.8 517 10.2 402 12- 0 32 12 11 8 13.8 675 14.2 840 12'- 6 24 10 9 a 18.0 576 11.6 434 121- 6 32 13 10 9 16.0 816 15.4 912 12'- 0 28 10 12 7 13.6 i1] 13.0 466 13'- 0 34 13 11 9 13.0 933 17.7 gal 131- 6 26 10 10 a 17.3 494 14.6 800 131- 6 35 14 11 9 15.6 972 19.7 1084 141- 0 27 10 11 a 16.2 792 16.3 334 141- 0 36 14 12 9 14.7 1101 21.8 1130 141- 6 27 10 12 8 1S.3 897 17.5 573 140- 6 37 13 13 9 14.0 1237 24.0 1209 1S'- 0 28 10 13 8 14.5 1006 19.4 609 1:'- 0 38 1S 11 30 17.4 1372 26.4 1290 1S'- 6 29 11 13 8 15.0 1041 21.5 646 IS'- 6 39 16 12 10 16.4 1549 28.9 1373 16'- 0 30 11 14 8 14.3 11:8 23.7 684 16'- 0 40 16 13 10 13.3 1734 31.6 1439 160- 6 30 11 1: a 13.7 1281 25.2 728 16'- 6 41 17 13 10 16.0 1790 34.3 1547 ^ 171- 0 31 12 16 8 13.2 1409 277 768 17'- 0 42 17 14 30 13.2 1987 37.3 1637 179- 6 32 12 13 9 17.0 1502 30..2 BOB 171- 6 43 18 1S 10 14.6 2194 40.6 1729 18'- 0 33 12 14 9 16.2 1666 33.0 849 is'- 0 44 18 16 10 14.0 2409 44.0 1924 '- 6 45 19 17 10 13.5 2633 47.5 1920 18'- 6 33 12 15 9 15.4 1816 34.9 897 19'- 0 46 19 18 10 13.1 2865 51.3 2019 4! 19'- 6 34 13 16 9 14.8 2012 37.9 940 191- 6 47 20 13 11 16.3 3028 53.2 2120 T 19'- 6 1S 11 16 9 13.2 2067 {1.1 983 20'- 0 33 13 17 9 14.6 2234 43.2 1035 201- 0 48 20 16 11 15.6 3315 59.3 2224 ,,,.M WAIWEIDLINGER ASSOCIATES INC CONSUL' IN'G ENGINEERS w MEETING MINUTES VROILCT TO ` _J I'1I:I.0 OR>LRi'A"KION' Uf' 'SM �j n u'AI N MFiER FIRM .� 'I'1:I.I:FIiO\'F. I.O(: Jv`(J,•/•IJ M I'.M(I R A N I)1'M /V u IILSION' NOTLS CHECKED R)' 1)A'F 1: SL RIE.CT 71-1 9 [;XISIIN(� K k 23 EXI ST/N G QG 'G/ CGrd� e C C e 1e�,c, G o s�c(e ma e di ACTION e X 14e�.0 H i L)IS T R I N I'T 10N ._, WOMA■ IVAI WEIDLINGER ASSOCIATES INC CONSUL SING ENGINEERS C %IEETIKG MINI TES VHU)I`C'f T(I f FIELD UHSLHt nTIOK UAI NI'MIi1:H lJ/'i� _1/"� I'IHSI �. � TELFNI{ti\'1. ].(16 10 / DATE �p Pll"\'1. FAX M E S1()R.,N D 1'11 s (, ❑ i DESIGN NU'E P.S Uir(:KlD 111 DA'EF. �./ PA(J UE l' IE( 'EO + /A D Ii i v Fro /e/M r 28 k 94 K x -Resp /4�n -f h 2. 8��t IIE Z 1 p1109S9 K s 4' 3-;f C3 ff) +sfr Cs-ft) S ti (3��)�8f��� /,�I-0 � /3z3 X = ��fl(.�ft� 7 ff 1(2,13{t� t 35{t��3.Sff0 3 H �-l7( Z 1 t Z ML) 07S)3 f 771'(4(33 23 g n DI ST R I B U T 1 0 N _ ... I///■ WAIWEIDLINGER ASSOCIATES INC CONSULTING ENGINEERS -1 hIEETItiG A11KlTES 1'RUJEiT�T ,(/ FIELD OI,SERVAT ION VAI Vl'MREH 9� ` I:I RM TI LCI'll frNE 1.06 /Y U I,1. DA'rI FHUN'1FAX' _ MEMURANUI�At _ DESIGN NOTES CHECKED HlDATE 1'A I '13. (IF sE'I,JECT �(/� 1II G I �QG �i^ q x.01✓!' r. �141 33 ff- = SS. 3 Ft 3 S L = Z3 9,-`75��/f5' 4. 33'3 _ S. 3 3 P/i9 = Z z Z, 3 9 es -f' M = /z z K 33 '_ z, gs� 0. G x yct 3 = :3. Z 7 �i S I P/A 11�15 � tiG 9X I 97 - I ACTION C317J C3 ftJ3 �9= /.S� >< z BIZ s��/, 7S)3 t lD.Sf�Z��r 39= 2,13)t I = 3 I I DISTRERUTION I///■ IVAIWEIDLINGER ASSOCIATES INC (ONSULTJNG ENGINEERS '..]i MEET 11(; At I K'I',1:S NR()J E(:, 10 ❑ ' F11:LD 0BSI1R ATIO\ VAI N 'MII ER 988 8 I IRM I-ELEPHONI I.M. Ii) DATE 1,110M FAR //// G At E.MORAKUI'At S ✓ea/ UESIGK KUTES CHECKED B\ DAT 17 rAcE /A' uP _ I I I I j ec,-lun D f C, con side 3 0 xs F s z 1)1 STR IAB L'TI Off' _..._.__ I/I/■ IVAI WEIDLINGER ASSOCIATES INC CONSL'LTJNG ENGINEERS i ❑ MIi IiTING AfiNt'TCc I'H(1JGCT. �T � T "fU ,.., fILI.D 1111S1'.HV.1T1()\ ' VAI \L'M13ER flliM .1, l 11 I.IA'110 N 1: 1.00 O At 1:?IUHANDI'M 1I)" DATL PHONE FA V _ UI SII,N NUTfiS CHECKED Hl" DATE VAGI J St BJGCT b I �DOTI G l4J C ( z M Z � � 'l 7 I / / 7 6lis o /mss f �v G- z 2Kfro wrl For ZAc/cve%/Z o-1 f 4- //s A CI I ON [�Q l� •, s/6C w -5,-1 " �J'u 5 it a 6 oV e g P� � �t - 3/�sf �/F�� —�- �t� _ 4. 74 '` 149V Ve" o.6 VA) i UI SI-H I'ItL TION _ -///■ WAIWEIDLINGER ASSOCIATES INC CONSULTING ENGINEERS _ C MLLTIKG MINC'11:S PROJECT .10 (/,P7-SiI13 f�/off �j4•, 74 G 171 EI.0 Olt SI:R\'A'1'1(IX U'-AI .\I'1,t(LR O EI I(S, I(1"� / DATI. PIIUN,[ I'.AX MI:A70RAKUTAI L mar J DLSI(;N NOTES CHECKED P\ DAM: PAGI // OF SI PIECT v FOO L' r4! G A, I C Aeck Z3e-Ad^y , n Foo /741�� Z x Z jeer d� /z, �•h - /i2 CO, 7Y,,.,) _ 76, J ov, 8 s 6) Mom 7,8,,, 4-6 -2 1.1 S p(�� Y /►t i n G� 2 � one a-c y s/i eco /OoU AC7"IOK o S'4 e,�; Vu = G, 3� Ks ��4, sF�z - � ff >`;8) Z� S �� 8S ��) too 7, P, DISTRIBUTION a a % _ 11 U ❑ n ❑ _ CO/-I M E ti TS p FI �I X`�� (o ,/ I - o Jr- ��,BEW DowEi INTO ExisT�tiG Fab Gv/JLcs d �Ct A E TAIL o -J .Dk^u+� S- Z - z n 9 o � i G1 A_ .31 o" X C!O11 Al $LB �OW�L /N TQ rXcsr/NG FN/� lvAc�s r -q7" �.7 7 � 6 Bs $ s F'F AF T4 .i eAd Dw d� ir 0 77oM -,9 c/1' 8 - Bo 7"To/ki Lo.�G BAR s _ F I V 1 i I/II■ IVAIWEIDLINGER ASSOCIATES INC CONSULTING LNGINURS i M ILl IKI. SII NI'TI:S l I li�I.H 1 A'I MN ' \\,11 N1\IIII.H I II"M _, 1'11.11'11(INI III(. r .moi 14%PTIS L P—6?/ U.d'I h ] /8 11111.1 1..1. Af : UHA\U( ?I G+ ^I (AII:(,KI..11 IilDA'I'I: PA1.1 .59 Foo fir Loods p�1 �X 5 A.f s 11 I r /d /2 �?oo -r' I 10,5- /f' w8 = 8,5- �Zs� = ziz � p �7e ¢o P f w NQx � �.� ��{ _ 147ff D ��- Gv rt = 11410 Alllll. Gv - 6030 p/ F zF D I sl N I I H L T 1 0 N WEIDLINGER ASSOCIATES INC CONSULTING ENGINEERS MEETING MINL'TES PROIECIlU FIELD ORSERCAlION VAI NUNIRFR,�7 TF.LEPIIONF. I.11(6 ��,J{�//J C}.•J/ 11) 1)ATF I HUNI FAX NI 1:NI OR AN U' M I!r t e—c7:�k 111.9V2 DESIGN NOTES CIILCRLU R1' DATE PA1 [/�j J 17 4- . •, �o So/,d C M�i s/,j S&A 13 /'N I � \ Z- 3 X 3x �14 (co//T� OR/c NT Tio.v ii 3 i 3 i Eh�3C5fiE.c.r EXPlF N s/o ti AV CHo RS /G o.c, B04-7' .ZZ O� CQ(Jhl' Cr I I S�ear DL = 73ps70e I s /i ear- LL Z OO ps f(,:,7� z = 800 DL ca/oses/de/�c��f ��. e -o `7 ACTON , I 7Q// _ /6 Z O V,, = 31/O �a 1c, SP,:v of c, 'FZ a ,Bao (Z Fz [0, to I, UISI'R['It L''TIDN �•�d C, i WEIDLINGER ASSOCIATES INC I CONSL i.TINE ENGINEERS U F.1..'1 1\b M\1 l I'S I'N U I I('I I l l le U'A I I AI 11 I.It Alli„l,H,,KUI ?1 DI:SI(,N \'(ill: (II I.f Al l/ lll DAT!: I I eG �an cl Des�Q,, 0 try loom 6 e a.n s 4 o'o, c- /0 /0/ 400 A • • � heft' _ �;,, � Z ��,� �— Com f.�i� 4lr�t E 3,2sf-� Q = �. Go ,AT/se,. Czo oo P5, �.SO OHO O U ps) I AC:T 100 0. 3Z 88 I _1 I If//1I WEIDLINGER ASSOCIATES INC CONSULTING EN61NEEKt b JAR [T/ /Q ❑ D,F.F:'1'I�G pll\'1"I'CS 1'RUJ P('1' PT / J7' J 1 11:1.1) 11 Ii�I:R\'ATI(1\ \CAI \1 A1I41.R .. !IR,\I '1 I:1.1.1'1111\I. I.M. �I I41'� L D.i'1'1. /1 �'ilii�I IA\ M i'.N URA,UI'\I �" Z�/ J UCS I(,K TUTI:S ('i11.CAI:U It 1DAA"1 F,IJ f ut }t'11J[(,-1' ICr / V cic `, c( s �'d o. Z30o7(0.322y; C��� �� - 8?43 S 4-1n - c01 9s 3 A— 3�l"Ider, „ _ 1 3 ��^ I � � J 1 1h C r POS e .!r O//S4i,aj/Q 5..: .A(,TI l)1' I ` ase ,60^ d` d 6M��'-Or'o. cr ve"o. c , ve��`. DIST RIHUT IU]' _ //,/■ WAIWEIDLINGER ASSOCIATES INC CONL LTING ENGIN--;-FS I -" A(LLTI%G MINI'T'ES PR(,Illl To P1[LU uHiLR\ATIUX � - UAJ %I „I,L L Pi t.{ I � 1 I R., 7"I:I.I.PHUNE: LO(, N)s L ear :. zo 9 P11.�.1: M F.NURANUI-?( _I DLSIGN NOIFS <:111("hi'•.': P.,G! , �L'ItfFCT � / / �/ w �/ // ✓e s �o n_ s e es s 1 i j , 3 sfinn��sQ, o, c i I1 ACTION DISTRIBUTION //II■ KFAIWEIDLINGER ASSOCIATES INC CONSULTING ENGINEERS S /o.►T \ MEETING MINUTES VROIEC' 1� = FIELD UBSERI'ATIUN 'MAI . 111 'AI Ni?IHEH FIRM TELEYH(-NE LOG H1� �QC��� DATE ^ �O YII."]E M fAX EMURA NUCM `. Y I DESIGN NOTES CHECE.ED H1DATE Ynt.L uF SUBJECT I -M � L S - z 4-,es, 6 z�i.Z 7, (o. fG 3) Z 2, = iz o. 33(z000ps� �Z� �O.373F� <o.y63)�zo,�� = y� 8 ICY �n 33 � �� /Z 7 14-7' _I u,a�4sf = zZ fy 000 4ZS t,17c 1) r�,L/8 /6- 2cT </ Z747 1. - OK Z I WMAM E rVA I ASSOCIATES INC CONST LjING ENGINEERS I C AfEETING MINI'TES PHOIF.CT � P/ � � ,�f, G� FIELD un>f:RVAnos / U'AI Nl'N,1,ER/7/�QO/� FIRM 'I"E I.E.PH(1Nf LOG7Cy��(a (}_rJ( DA,"1: I'IMNE f AS ❑ SIGMORANDt"�, S eq/' /o y8 I DESIGN NOTES CHECKED 111' UATIi PAGI: 0I. e I' NtL� rQv�P, �LA�Gogh i E'K/STING FQ�,n, PL�'.Fokh NFiv L Z X/s ri�l L I ITOG tlev C,� �Gc. /Q Loa on CAI U &/e? l/ AcTI ON � �� ��L� JL7C� lOoGi �/4.lec� OnQ fe /a�iori .f �I � D pi! lQ T �G/'••. LtJ �i f G �1 /1 ��C� IG>< Gt//4�� Z �l Z 00/ g�e �� f //Z sa /6 8 46 40 ,4 8775 lI oaer }32' = Z7 pl /a 40 M cle 4 el �oo/c� // r s f-ee/ 9PS r �' �a�s 7 3,D, ic t- /Opric 2gps � �38F�� = -s3Z�/ � DISTRIBUTION I ////N WEIDLINGER ASSOCIATES INC CONSULT NG ENGINEERS ❑ MEETING MINUTES PROJE.CT To FIELD OBSERVATION WA NI'StR[R /'(90 EIHM D TELEPHONE 1.06 �1 RI DATE 11110N'i: FAN o MENIORANDE M s Lar e140 9 Cl DESIGN NODES CHECKED F1 DATE PAGI. OF S C I„ECT C c l `-� /lS � � /` �Q On z "I f i Z.S ft E -7 <e� S � f3v�-s- f for h i OxrLf e X400 /6 e � " 'p C' C. J /O �� o f 'ZOO /7e I Ale ell 76 7 p 17e /IV B /oo(:Z/ Z4:5> = 2/00 /7 Bloc k L-/p ,9./ 7 OS,rvM e c Are1n 4rcec,/ / 2 " Z 40 c- t3Ps F (Z/Ff) _ 163 p/7r Taa/ /aoa/ Z74'p�f s3 Z p/ 200 p / F ACTION 767/ p/ f Z/a0 P/ { X03 p S 4� p t i DISTRIBUTION _ Section Properties for Design Section 7 FrOo AJ Cpncrekv MeroA -/ Der.j,^ T46 /es " /993 J Table 7.3 10 Inch Single Wythe Walls Gross Section Properties Wall Weights (lb/ftp Units Grouted Mortar A Ij S= r for Concrete Densities (pcf)o£ Cells Bedding in2/ft in'/ft i0ft in 80 95 105 115 125 135 Hollow None Face Shell 33.0 566.7 117.8 3.55 28.9 33.9 37.3 40.7 44.0 47.4 Hollow None Full 50.4 635.3 132-0 3.55 29.6 34.6 38.0 41.4 - 44.7 48.1 100%Solid None Full 115.5 891.7 185.3 2.77 68.1 79.6 87.2 94.9 102.5 110.1 Hollow 8" o. c. Full 115.5 891.7 185.3 2.77 86.5 91.6 95.0 98.3 101.7 105.0 Hollow 16" o. c. Face Shell 76.2 736.8 153.1 3.04 57.7 62.8 66.1 69.5 72.9 76.2 Hollow i24" o. c. Face Shell 61.8 680.1 141.3 3.17 48.1 53.2 56.5 59.9 63.2 66.6 Hollow 32" o. c. Face Shell 54.6 651.8 135.4 3.25 43.3 48.4 51.7 55.1 58.4 61.8 Hollow 40" o. c. Face Shell 50.3 634.8 131.9 3.30 40.4 45.5 48.8 52.2 55.6 58.9 Hollow 48" o. c. Face Shell 47.4 623.4 129.5 3.33 38.5 43.5 46.9 50.3 53.6 57.0 Hollow 56" O. c. Face Shell 45.3 615.3 127.9 3.36 37.1 42.2 45.5 48.9 52.3 55.6 Hollow 64" o. c. Face Shell 43.8 609.2 126.6 3.38 36.1 41.1 44.5 47.9 51.2 54.6 Hollow 72" o.a Face Shell 42.6 604.5 125.6 .3.40 35.3 40.3 43.7 47.1 50.4 53.8 Table 7.4 12 Inch Single Wythe Walls Gross Section Properties Wall Weights (lb/ftp Units Grouted Mortar A6 I= SZ r for Concrete Densities Ocf)of: Cells Bedding in2/n ion in3/ft in 80 95 105 115 125 135 Hollow None Face Shell 36.0 929.4 159.9 4.29 33.1 38.9 42.7 46.6 50.4 54.3 Hollow None Full 57.8 1064.7 183.2 4.29 34.0 39.7 43.6 47.5 51.3 55.2 0o%Solid None Full 139.5 1571.0 270.3 3.34 82.2 96.1 105.3 114.6 123.8 133.0 Hollow 8"'o.a Full 139.5 1571.0 270.3 3.34 105.4 111.2 115.0 118.9 122.8 126.6 Hollow 16" o.a Face Shell 90.2 1265.2 217.7 3.67 69.2 75.0 78.9 82.7 86.6 90.5 Hollow 24" o.a Face Shell 72.1 1153.3 198.4 3.82 57.2 63.0 66.8 70.7 74.6 78.4 Hollow 32" o.a Face Shell 63.1 1097.3 188.8 3.91 51.1 56.9 60.8 64.7 68.5 72.4 Hollow 40" o. c. Face Shell 57.7 1063.7 183.0 3.97 47.5 53.3 57.2 61.0 64.9 68.8 Hollow 48" o.a Face Shell 54.1 1041.3 179.2 4.02 45.1 50.9 54.8 58.6 62.5 66.4 Hollow 56" o.a Face Shell 51.5 1025.3 176.4 4.05 43.4 49.2 53.1 56.9 60.8 64.6 Hollow 64" o.a Face Shell 49.5 1013.4 174.3 4.08 42.1 47.9 51.8 55.6 59.5 63.3 l Hollow 72" o.a Face Shell 48.0 1004.0 172.7 4.10 41.1 46.9 50.8 54.6 58.5 62.3 634 ala ACI S WAIM 5"S 402 perpendicular from the surface of the masonry to the and, bearing surface of the bent end minus one anchor bolt •"� diameter. P S C14)P, (6-2) 5.1413 The allowable bad in shear, where lb, equals or exceeds 12 bolt diameters, shall be the lesser in which: of: (a) For members having an h/r ratio not exceeding y 99: 'B = 350 "4 .,At, (5-5) v . r: _ _ . ... F = (1/4)f. 1 h/� (6-3) r`:Y' B, = 0.12 A f (5� ;r b .'.c 7 For me (b) tubers having an h/r ratio in excess of Where lb, is less than 12 bolt diameters, the value of 99: Y' B,in Eq. (5-5)shall be reduced by linear interpolation to zero at an Ib, distance of 1 in. 5.14.2.4 CombbW shear and tension—Anchors in F. _ ('/4)fM(70r12 (6-4) Section 5.14.2 subjected to combined shear and tension l h J shall be designed to satisfy the following equation: . (c) Fb = (l/,)f, (6-5) b, b, Y (d) P. = z (1-0.577 el (6-6) h l r JJ w;E 5.15--Framed construction _3 Maso alis shall not be connected to structural my,l�' " y 63.1.1 Allowable tensile stresses due to flexure frames unless-the connections and walls are d ed to transverse to the plane of masonry member shall be in accordance with the values in Table 6.3.1.1. tresist. all _interconnecting forces and to, accommodate �defornlations. t; Table* 63.1.1—Allowable flexural tension for clay and ' w<; 5.16--Stack bond t. {. - concrete mason psi �.. ,. .._.. .�?�'swr.�:::uxi xC, :.,�-;�p. - masonry, For masonry laid in other,Amu runging bond the nein- Mortar imam area:of.:horjzontal re*4oroement placed in hori t' cement and zontal joints,or in bond beams spaced-not more than-48 air entrained }and in.apart shall be 0.0003 times the vertical cross-sectional Maa�y type Portland cementtime cementnmx �t area�of the wall.'' r Mors N M a S N 4'- L Normal to bed joints • CHAPTER 6—UNR MiMR_M MASONRY solid trait: 40 30 24 is Hollow'units* .:. 6.1—$Cope -; Unpouted 25 19 15 9 _ "ov "=routed 68 s8 41 26 s.. :•° Thin chapter covers-requirenlentsfoi the design of Fury structures in'which tensile resistance of masonry is taken Parallel to bed joints in into consideration, except as otherwise indicated herein. running bond 6.1.1 The'provisions of this chapter are'to be applied Soba nII1n 80 60 48 30 - Hotlorr twits in conjunction with the provisions of Chapter S--General oDowUngrunituted and par- so 38 30 19 analysis and design requirements. _ uasy meted so 60 48 30 My pouted 61—Stresses in reinforcement •For partially grouted masonry allowable stresses shall be determined The effect of stresses in Ieinforcement shall be on the bass of smear interpolation between hollow units which ate fully neglected, pouted or angrouted and hollow units based on amount of grouting. 6.4—Axial tension 63—Axial compression and flexure The tensile strength of masonry shall be neglected in 6.3.1 Members subjected to axial compression,flexure, design when the masonry is subjected to axial tension or to combined axial compression and flexure shall be forces. given such proportions as to satisfy the following 9 e uations. 6.5--.Shear _. 6.5.1 Shear stresses due to forces acting in the f f` direction considered shall be computed in accordance (6-1) with the method indicated in Section 5.13.1 and deter- ' �— F mined by the relation: ACi s3oJ /- 9Zt IVAIWEIDLINGER ASSOCIATES INC CONSL'L?ING ENGINEERS I CMEETING MINUTES PROIEC�� � l0 I of D FIELD ORSE RI'ATIO, VAI ',"IMS R FIHSI G TELEPHONE LOG ?'E NUHANUI SI L /D 7/ m C DE>IGN NOTES CHECKED RY DA'l1I C. PAW / OP sLlii£c'r G* EX/sT1n 9 it L I e �. v vG uCI 1 As U/7 r2/n Aare eC/ e✓e/ 46ove so c- sInc e I , - �4 soo /40 3G , o ,� L Z ACTT ON 0 T 0,e14211Cpr+, i-Psrid 1 I I DI STHIf7 L'T 1 ON i Universal Pharmatechnologies October 21, 1998 S.M.B. Pilot Plant SECTION 05300 METAL DECK PART 1 - GENERAL 1.01 RELATED DOCUMENTS A. The drawings and general provisions of the contract, including the General and Supplementary Conditions and applicable portions of Division 1, General Requirements apply to the work of this Section. B. Examine all other Sections for the Specifications for requirements which affect work of this Section whether or not such work is specifically mentioned in this Section. C. Coordinate work with that of all other trades affecting or affected by work of this Section. Cooperate with such trades to assure the e steady progress of all work under the Contract. 1.02 DESCRIPTION OF WORK A. Scope: Provide metal deck and accessories shown on the Drawings or inferable therefrom and/or as specified, in accordance with he requirements of the Contract Documents. B. Related work specified elsewhere: 1. Structural steel. 2. Cast-in-place concrete. 1.03 QUALITY ASSURANCE A. Comply with the applicable requirements of the following: 1. "Specifications for the Design of Light Gauge Coldform Steel Structural Members" by AISI. 2. "Structural Welding Code", AWS D 1.1. 3. "Design Manual for Floor Decks and Roof Decks" by SDI. B. Field Welding: Qualify field welders in compliance with AWS "Standard Qualification Procedure". METAL DECK 05300-1 Norwood Fire Protection, Inc. H Y D R A U L I C C A L C U L A T I O N S i C 0 V E R S H E E T I Pharm-Eco Solvent Storage Room jm008 10/6/98 W A T E R S U P P L Y STATIC PRESSUREI (psi) 45 RESIDUAL PRESSURE (psi) 43 RESIDUAL FLOW (gpm) 548 B O O S T E R P U M P S NUMBER OF BOOSTER PUMPS 0 S P R I N K L E R S MAXIMUM SPACING OF SPRINKLERS (ft) 10 MAXIMUM SPACING OF SPRINKLER LINES (ft) 8 SPECIFIED DISCHARGE DENSITY (gpm/sq. ft. ) . 3 THIS SPRINKLER SYSTEM WILL DELIVER A DENSITY OF .3 gpm/sq, ft. FOR A DESIGN AREA OF 620 SQ. FT. OF FLOOR AREA THIS SYSTEM OPERATES AT A FLOW OF 218 . 46 gpm AT A PRESSURE OF 32. 64 psi AT THE BASE OF THE RISER (REF. PT. 2) PIPES USED FOR THIS SYSTEM -------------------------------------- 101 CAST IRON CEMENT LINED (150) 001 SCHEDULE 40 002 SCHEDULE 10 &100 &k12H I &100 &k10H Norwood Fire Protection, Inc. Pharm-Eco Solvent Storage Room jm008 10/6/98 PAGE 1 HYDRAULIC CALCULATIONS AT SPECIFIED DENSITY THE FOLLOWING SPRINKLERS ARE OPERATING IN: [ ] TEST AREA 1 [ ] TEST AREA 2 [ ] TEST AREA 3 [ ] REMOTE AREA Elevation of sprinklers = Elevation above water test. REF. PT. K ELEV. FLOW PRESSURE ft gpm psi 225 8. 10 31.00 24 . 68 9.28 226 8 : 10 31.00 24 . 48 9. 14 227 8 . 10 31.00 24 . 42 9.09 228 8 . 10 31.00 24 . 35 9.04 229 8 : 10 31.00 24 . 15 8.88 230 8. 10 31. 00 24 . 08 8 . 84 231 8. 10 31. 00 24 .25 8. 96 232 8.;10 31 . 00 24 .04 8.81 233 8. 10 31 .00 24 . 00 8.78 THE SPRINKLER SYSTEM FLOW IS 218.46 gpm I THE OUTSIDE HOSE FLOW AT REFERENCE POINT N0. 1 IS 500.00 gpm [ ] THE INSIDE HOSE [ ] RACK SPKLR'S. [ ] YARD HYDT. FLOW IS 0. 00 gpm THE MINIMUM DENSITY PROVIDED BY THIS SYSTEM IS 0. 300 gpm/sq. ft. i THE FOLLOWING PRESSURES & FLOWS OCCUR ---> AT REF. PT. 1 <--- STATIC PRESSURE 45. 00 psi RESIDUAL PRESSURE 43. 00 psi AT 548.00 gpm TOTAL SYSTEM FLOW 718 . 46 gpm AVAILABLE PRESSURE 41. 70 psi AT 718 . 46 gpm OPERATING PRESSURE 34 . 66 psi AT 718. 46 gpm PRESSURE REMAINING 7 . 04 psi I THE ABOVE RESULTS INCLUDE 7 .00 psi FRICTION LOSS AT REF. PT. # 2 FOR A [ J BACKFLOW PREVENTER [ ] METER [ J DETECTOR CHECK VALVE [ ] OTHER DEVICE I X10.0 &k10H Norwood Fire Protection, Inc. Pharm-Eco Solvent Storage Room jm008 10/6/98 PAGE 2 FITTING Equivalent Length per NFPA 13 1994, 6-4 . 3 '-' Indicates Equivalent Length. 'T' Indicates Threaded Fitting 1=45 Elbow, 2=90 Elbow, 3='T' /Cross, 4=Butterfly Valve, 5=Gate Valve, 6=Swing Check Valve FROM TO FLOW I PIPE FITS EQV. H-W PIPE DIA. FRIG. ELEV. FROM TO DIFF (gpm) (ft) (ft) C TYPE (in) (psi) (psi) (psi) (psi) (psi) 1 2 218. 46 100.00 2235 58.82 140 101 5.890 0.002 1. 733 34 . 66 32. 64 0.29 2 3 218 .46 ' 14 .00 -59 59.00 120 1 6.065 0.002 3. 467 32. 64 22.02 7 . 15 3 99 218 . 46 102.00 22 25. 10 120 2 6. 357 0.002 5.200 22 .02 16. 60 0.21 99 55 218 . 46 30. 50 223 56. 60 120 2 6.357 0. 002 -7. 800 16. 60 24 .26 0. 15 55 54 218 . 46 4 .00 2256 69. 03 120 2 6.357 0.002 0. 867 24 .26 23.27 0. 12 54 53 218 . 46 2.00 -22 22. 00 120 2 3.260 0.043 0. 867 23.27 21. 36 1.04 53 52 218. 46 0. 50 0 0. 00 120 2 4 .260 0.012 0.217 21 . 36 21. 14 0. 01 52 200 218. 46 '42.00 -74 74 .00 120 2 4 .260 0. 012 8 . 450 21. 14 11.32 1. 37 200 201 218 .46 4 .00 22 13. 40 120 2 3.260 0. 043 0.000 11. 32 10.56 0. 76 201 202 145. 18 8 . 00 0 0. 00 120 2 3.260 0. 020 0. 000 10. 56 10. 40 0. 16 202 203 72.51 8 .00 0 0. 00 120 2 3.260 0. 006 0.000 10. 40 10. 35 0.05 201 225 73. 28 4 . 00 23 12.00 120 1 2. 067 0. 053 0. 433 10. 56 9.28 0.85 202 226 72. 67 4 . 00 23 12. 00 120 1 2.067 0. 052 0. 433 10. 40 9. 14 0.83 203 227 72.51 4 .00 23 12.00 120 1 2.067 0. 052 0. 433 10.35 9. 09 0.83 225 228 48. 60 10. 00 0 0. 00 120 1 2.067 0. 025 0.000 9.28 9. 04 0.24 226 229 48 . 19 10. 00 0 0. 00 120 1 2.067 0. 024 0.000 9. 14 8. 88 0.25 227 230 48.08 110.00 0 0.00 120 1 2.067 0. 024 0.000 9. 09 8 . 84 0.25 228 231 24 .25 10. 00 0 0.00 120 1 2. 067 0.007 0. 000 9. 04 8 . 96 0.08 229 232 24 . 04 10. 00 0 0.00 120 1 2.067 0.007 0. 000 8 . 88 8.81 0.08 230 233 24 . 00 110.00 0 0.00 120 1 2. 067 0.007 0. 000 8 . 84 8.78 0. 06 I A MAX. VELOCITY OF 8.39 ft. /sec. OCCURS BETWEEN REF. PT. 54 AND 53 Sprinkler-CALC Release 1 .2 Win By Walsh Engineering Inc. North Kingstown R. I. U.S.A. I I I ' , w I I I I I I