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HomeMy WebLinkAbout- Permits - 740 TURNPIKE STREET (11) I Atlantic Realty Trust/Suds Development, LLC PO Box 3039 • Andover, MA 01810 ■ p: 978-470-8257 • f. 978-470-2690 January 4, 2002 Mr. D. Robert Nicetta Building Inspector Town of North Andover 27 Charles Street North Andover, MA 01845 RE: 740 Turnpike Street Carwash Dear Mr. Nicetta: I am writing this letter in response to a question about the use of the 2,d floor of the carwash building. At this time, the 2nd floor will be used for mechanical equipment and storage only. We will be installing a plywood floor to allow easy access from above to service the utilities and equipment in the self-serve and automatic bays. If in the future the use changes, a permit will be pursued and the area will be designed to code and subject to your Department's review and approval. If you have any questions regarding this or any other aspect of the project, please do not hesitate to call me at 978-- 470-8257. I hope that you had a happy and relaxing holiday. Best wishes for the New Year. Regards, Atli 'tic.R lty Trust --Christina lntcucct Project Manager CC: H. Griffin, T. Kiley, T. Laudani, L. Minicucci, P. Westcott Robert Nicetta, Building Inspector TOWN OF NORTH ANDOVER Community and Development Services 27 Charles Street North Andover MA 01845 January 16 2003L re, Mr. Sudzy Car Wash Facility 740 Salem Turnpike North Andover MA Dear Mr, Nicetta, As a result of your review of the building permit application for the above reference project, you identified a number of issues, to which we respond as follows: 1. As noted on the drawings, the use of the building's mezzanine is to be accessory storage and wash equipment access, with an Intended, posted live load of 50 LBSISF. Also reference the owner's statement to this effect. 2. The 1 284 GSF area for the mezzanine, as shown on the drawings, refers to the area, useable through the installation of a plywood walking surface, partially required for access to the overhead car wash mechanism. The total enclosed area(by the configuration of the roof trusses)would indeed be approx. 2 400 GSF. It is not our intention to make this area usable In the future. 3. Roof construction type and materials and their fire rating requirements shall be installed as governed by TABLE 602, 780 CMR Chapters 6 (type of construction) 713 and 714(fire ratings for roofs and ceilings) and 8 (interior finishes). A CLASS It ceiling finish, as described in 804.3 780 CMR, will be installed at the mechanical room, and shall consist of the specified FRP paneling (architectural specifications Section 09540). 4. The requirement for wood framed floor joist bridging was inadvertently omitted from the drawings and specifications. It is our intent to provide the code required (8' min. on center) bridging at the mezzanine floor framing. 5. All nailed connections in the wood framing and truss plate connectors shall comply with the specific requirements of APPENDIX C, 780 CMR and the connector manufacturers prescribed system. See also the use of COMMON nails(galvanized or not) as the acceptable method of structural framing connections. 36 Essex Road, Ipswich, Massachusetts 01938-2532 telephone: (978)356 5065 facsimile: (978) 356 9171 electronic: koch.architects@verizon.net January 16 2001 re; Mr. Sudzy Car Wash Facility 740 Salem Turnpike North Andover MA 6. Enclosed herewith, please find ENERGY CONSERVATION CHECKLIST form 1301.8.1, 780 CMR and the interpretation of this building's applicability to comply. (see enclosed e-mail response from National Energy Code Tech Support) 7, The contractor has prior to the issuance of a building permit commissioned the the fabrication of the wood framed roof trusses, so to obtain Engineering Sealed fabrication drawings (Shop Drawings) as per your request. The entire building and its roof structure and integrity has been designed I reviewed by the project's structural engineer. We hope, that these comments answer your questions raised. Sincerely, 1 W_� C(� Rainer Koch Dip Arch (Lon) NCARS Principal enclosures cc; Maurice Michaud, Scott Construction Company 36 Essex Road, Ipswich, Massachusetts 01938-2532 telephone: (978)356 5065 facsimile: (978) 356 9171 electronic: koch.arch itectsQverizon.net i ENERGY CONSERVATION MANDATORY CHECKLIST FOR NEW CONSTRUCTION (OTHER THAN LOW-RISE RESIDENTIAL)780 CMR, 1301.8.1 Owner/Agent Name: Af- 6aL-M,, wg82r!�3 + /�— Phone: Owner/Agent Address: '3 41 P 4 m }dI w�1�C � �''�� ��C 7031 City/State/Zip: _ #�7hoVI A �I I47 Project Name: V DZ _ i�-Site Address: :J to ,k w"M tIl it.I � 1 i=e City/Town Applicant's Name: _. (At"JAnL211614 Signature: Applicant's Phone: Date of Application: 2_..._.. I.Envelope Compliance Option(check ON1 ) ❑ Trade-Off (1304.5)-Attach software Compliance Report(COMcheck-EZ) ❑Appendix J(1301.2 -For buildings up to 10,000 sf only)-Attach Appendix J compliance documentation ❑Systems Analysis(1309)-Attach Registered Architect's or Engineer's report Prescriptive(1304.2)-Complete this section,and attach copy of applicable Table(I304.2.1 through 13,4,2.12) Climate Zone(from Table 1303.1) ❑ Zone 12a K Zone 13a ❑ Zone 14a a. Gross above-grade wall area gJ1. b. ' Total window&glass door area sq.ft. c. Glazing Rio(too x b=a) 5 , aro Table it utilized: II. HVAC(check ONE) Simple Systems&Equipment(1305.2) ❑Complex Systems&Equipment(1305.3) ❑ Systems Analysis(1309)-Attach Registered Architect's or Engineer's report III.Lighting(check ONE) Building Area Method(1308.6.2.1) }Attach Compliance Documentation(COMehecic-GZ or other) ❑ Space-by-Space Method(1308.6.2.2) ❑ Systems Analysis(1309)-Attach Registered Architect's or Engineer's report IV.Approval & Acceptance Construction Documents(1301.8.4.1) Attach a narrative report describing the HVAC,Lighting,and Electric Distribution systems, including: For Official Use ONLY: 1. Design Intent El 2. Basis of Design Building Official ❑ 3. Sequence of operation/systems interaction completed check ❑ 4 Description of the systems(capacities, etc.) sections of report ❑ 5.Testing requirements/criteria acceptance ❑ 6. Requirement for submittal of operation manuals and maintenance manuals EJ 7. Requirement for submittal of record drawings and control documents i NJOIST HANGER NAILS 060601SIM AND STRUCTURAL FASTENERS BuyLkne 5162 A Strong Tie joist hanger nails provide lull lateral resistance code values of common nai€s Nails Shown when used with joist hangers and connectors.Special lengths afford economy of purchase and Full Size ~ N10D installation,plus depth compatibility with framing members. $ Strong Tie nail specifications include head size,thickness,steel and shank design and point configuration to ensure conformity to published values.These nails and structural fasteners have NO been developed and tested by Simpson Strang Tie Company as the optimum attachment means for connector products. — NiO nails are available in display packages(see illustration);10 order,specify, • N10D--box of 150 nails(display package) ■ N10DB----fifty N1OD's(master carton) N10 ■ N10D5---box of 600 nails(display package) ■ N1OD5B—twelve N10D's(master carton) N16 MODEL ALLOWABLE LOADS NAILS NO. DESCRIPTION FINISH3 SHEAR WITHDRAWAL PER PER INCH PER NAIL CWT N8 6d 11 a,x1 1/4"SMOOTH SHANK HDG F36 34 43 22400 N10 10d 9 a.xl 1/2"SMOOTH SHANK HDG 108 36 57 12800 I N16 16d 0 a.x21/2" SMOOTH SHANK BRIGHT 134 42 105 6200 II N20A 20d .192"x13/4"ANNULAR RING BRIGHT 174 49 86 6300 N20AN 20d .192"x2I/V ANNULAR RING BRIGHT 174 49 104 5500 N54A 250"x21/2"ANNULAR RING BRIGHT 253 63 150 2700 SSN16A (16d) .165"x13/4"ANNULAR RING STAINLESS 134 42 74 9300 TYPE 304 1.Allowable loads are based on lire t985 UK. 3.N16,N20A,N20AN and N54A fasieners may ba 2.Shear Includes 25%increase for use with steel side plates. ordered galvanized,specify HDG;example:N 6Hm. SSN16A N20A SBV/CF SHELF I BRACKETS _F N20AN m N54A The SBV is recommended for the heaviest shelf requirements,counter brackets, Shelf window ledge supports,and anywhere the bracket must do a no-compromise job Sholf —at a price competitive with brackets having one-tenth or less the support value as tested. The CIF Shell Bracket is increasingly used as a smaller version of the SBV a . where a moderate size shelf bracket and reinforcing angle is needed. e MATERIAL: 16 gauge sleet '• 1I° o FINISH: Galvanized g„ INSTALLATION: ■ SBV---Full strength results from proper attachment to a stud CIF or other solid surface with#12 wood screws, 1/a"lag screws, or 20d annular shank nails.The bracket Is reversible for nominal 10"or 12"shelves of any thickness. ■ CF—Use the 5"leg for 6"lumber and the SBV 6"leg for B"lumber, Shelf Extender Shelf SBSSHELF BRACKET STUD • VO This unique heavy-duty shelf bracket for open stud use features a shelf support „ extender between the studs for open-stud garages,shops and storage areas 6 where really heavy load capacity counts, 'Z Inmost cases the shelf storage is limited only by size—not weight. , ° 'Typical SBS Installed MATERIAL: iB gauge steel O� o 0 FINISH: Galvanized e 6�4' Id c u a SBS ,o Copyr#ghl 1989 SIMPSON STRONG-TIE CGMPANY,INC. 51 FRAAVNG CONNECTORS • A SINGLE JOIST HANGER DOUBLE JOIST HANGER ' b cf'tY.;IViAXIMUMIGiAD LB5s . ..._ \i� riI q 1?JPra NRGEI>� n t73f# 1 )Pta �HA��R F `Rf]OF 1.1$% ROOF; 125% s Sys s 150 RT24,5 , fr"15DPY: MIT29,5-2 1840ft) 20000 2000i1) o t ITf9.5 a' 50 MIT493 20000) 200001 20000) r a '150 ffT211,88111 u°� D ,1 M1T211.88 2 18400) 200001 2000i1) b 50 f TI1,88t1) < 234 M1T411.88 20000) 2000(1) 20000) , r 5 ITT3511AVIN11 � 5 MIT3511.88-2 2000(1) 20000} 20000) ;u 50 lTT411.88{tH2)t3) .`. � Q :WPI411.88-2f3} 2800f2) 3220W 3255t2) M17 lUT k a ITT140) SQ' MIT414 20000) 2000M 20000) Q ITT35140921 Df`- MIT3514-2 2000{1) 2000tt) 2000ts) _r= s 3 Qua 1Tf414[UI2)t3} y111- Wf I414-2(3) 2800{t) 3220{z) 3255t21 O `) ITTi6f) SQx MIT416 20000) 20000) 2000f} i 5Q MIT3516141 ;5Q W03516 2f31 2320(2) 2670t21 2906(2) 9 , SD MfT4l6f41 If a WP1416-2f3} 2800t2) 3220(2) 32550) €�15Q6j' IUT29te)', 50 U210-2 1860 2140 2330 5D IUT9 U410 11160 2140 2330 WP/WP! MIU \ 1U � )ra yD IUT211(6) U210-2 1860 2140 2330 7, 5 IVTII T # U410 1860 2f40 2330 �350 IUT351250 U3512-2 2130 2445 2660 , im55D IUT41201f71 or MI1-1411 _- rt5 HU412-2 2950 3390 3665 TOP VIEW 250 1UT14 U414 2030 2335 2540 tewr t35Q fUT3514 gfl U3512-2 2130 2445 2660 ,: a35D, Ilff414t31 or MlU414 r 5Q HU414-2 2800 3220 3500 SUL i 5ULf 4, f ma. SD IUT14i3] SDI, U414 2030 2335 2540 A ��jlC's� 0 Q�� Z3514fs) �35Q U3512-2 2130 2445 2660 r IJ5.. :=556 IUT414(5)or MIU416 V 'k- 50. ,,HLJ4J4 1 2800 3220 1 3500 1 nla"T l (1).Capacity with a TJI joist header is 1050 lbs. • All top flange,double joist hangers require 31/2"minimum width Microllam®LVL, c MR (2) Capacity with a Microllam°LVL header is Parallamx'PSI.,TimberStrand"LSL,Douglas fir-larch or southern pine header. SURF ` 1450 Ibs,Capacity with a Parallam•PSL or • All face mount,double joist hangers require web stiffeners and minimum 2"width, SUL)5UR 45' HU TimberStranO LSL header is 1300 lbs. Microllam's'LVL,Parallam"PSL,TimbefStrand'LSL,Douglas fir-larch or southern (3) Requires web stiffeners when joist reaction pine header, I ` exceeds 14751bs. (1) Capacity with a T11'jolst header is 1230Ihs. $ (4) Capacity with a TJI"'joht.header is 1230 tbs. (2)Capacity with a TJI joist header it 2030 16s, (5) Requires web stiffeners, (3)Requires web stiffeners. (6) Capacity with a Tjla'jo(sL header is 730 fbs. a l (100%),835 Ibs,(115%)or 9101b5.(125%), V t� �I (7) Capacity is 11101bs.(100%),1275 lbs.(115%) n U or 1390 ibs,(125%) VPA FACE MOUNT SKEWED VARIABLE SLOPE VARIABLE SLOPE 4511 JOIST HANGER SEAT CONNECTOR�V 1� SEAT JOIST HANGER \�slope ro r�s e rfsf$ 4rrrx t J,';r� ads ✓ .I,, sy .a�. 'r.e + V�t'�r7+�( S.IJIIIh �� �F�"�Jp# i: �.SSU� 45"up a>pr1 ",a iAI� Ei � TX � 131E, QR x $ T 3EY1rt �CO "1fA1VCtE� ' ' or down. , r, f.,r�..,.z r .,N N > i� .� :�.., ;,,..+,� wow�^ 9�: _s o .w'.az>:� a�.�,,s;y;;,✓. 9. "81Ft1117""= ` 50'"'lr SUR21011)or5UL110t1) i 15A c' VPA2 1050 '"9rJa" c? 7 0(1 LSSU280)(2) ' 5Q' SURI9f2)or SUU9(2) .. VPA25 1050 's:...Q LSSU210fs)i31 SURI9f2)orSULi9t2150 r; VPA35 1500 ,�Ws-4-"14� LSSU125{3} SURI11 orSULII 1 t'::550. VPA9 1500 1.1,/(1' a d)d '. 950. LSSU135{}{s} " 00001 SURI I I orSULI It •VPA'connectors may he used only on o w1 ?/sl",and`19 v' 'N350W: LSSU410(4) SUR13510/12 or SVL13510112 slopet of 3'112'through 12"1 12'. • All hangers require web stiffeners. SUR13514/20 or SUL13514/20 • Hangers can be field adjusted for slopes and skews of up to 45 degrees. (1) Requires minimum of double TJI'joist header or 1Y4"minimum width SUR410� or SUL410 v o s Microllam LVL,Parallans PSL,TimberSlrandLSL,Douglas fir-larch or a:>7a141,_ ,��550T;"tt SUR414 or SUL414 southern pine header. • All hangers require web stiffeners. (2)Capacity when skewed it 885 Ibs. (t) Requires a minimum of double TJI°joist header or 13/4"minimum width Microrlam'LVL, (3) Capacity when skewed is 995 Ibs.(100%)or 1065 tbs.f 1 15%and 125%). Parallam°PSL,Timber5trandl'L5L,Douglas fir-larch or southern pine header. (4) Requires 2"minimum header width. (2) Capacity with TJI joht header or single i3/4'Microllam®LVL,Parallam'PSL or (5) Non-rkewed capacity Is 1110 lbs.(100%),1215 Ibs,(115%)or 1390 tbs.(125%). TimberStrand')LSL header is 895 tbs.(100%), 10301bt.(115%)or If 15 tbs.(12514), GENERAL NOTES Some hangers shown have less capacity than that of the TJI®Jaists.For single joist NAILING REQUIREMENTS applications beyond those shown in the span tables and all double joist Hangers can only achieve maximum capacity if all round nail holes and triangular nail holes applications,hanger capacity must be checked. (when present)are filled with the proper nails, Refer to applicable table footnotes on thfs page. •Face mount single Joist hangers: 10d(3")common nails into header and 10d x 11/2" • Banger capacities will need to be checked if hanger is supported from other than Trus nails into joist. )o(st MacMillan products or Douglas ffr-larch or southern pine species support Exceptions — MIU series hangers and LSSU410: f 6d(31/")common nails into header. members.Contact your Trus joist MacMillan representative for assistance. — SUR/1-410 and SUR/1-414: 10d(3")common nails into joist. • Hanger loadt shown are the lesser of the joist(s)or hanger capacity, — IUT29 and WT211,when used with single TJI'PiProll 150 joist header, • In some cases,the hangers shown may have greater capacity when used in conjunction require 10d x 11/2"nails into header. with certain supporting member categories or support member criteria, •Face mount double joist hangers: 10d(3")common nails intojofst and 16d(31/2") • TJI°joist headers must be of the same number and size(joist depth and flange common nails into header. width)or greater than the Jolst(s)supported by the header. Exceptions -- HU412-2 and HU414-2:16d(3 V2")common nails(nto joist. • Leave Vie"clearance between the end of TJI°joist and support member -- MIU series hangers:1 Od x 11/2" nails into jofst, or hanger, •Top flange single joist hangers: I Od(3")common nails into header and 10d x f 1/2"nails • The hangers listed above are manufactured by Simpson Strong-TieO Company,inc. intojoist. For additional information please refer to current Simpson Strong-Tie'9 Company, •Top flange double joist hangers: 16d(3%")common nails into header and Inc.literature. IOd x is12' nails into joist. Exceptions — MIT series hangers: IOd(3")common nails into header. •Top flange hangers supported by a TJIO joist header require l Od x !1/2' nails into i. 1-",1: '.i f I APPENDIX C RECOINIMENDED FASTENING SCHEDULE Building clement Nail.size and type Number and lacalloo Scud to sole pl;uc 8d common 4 loc-trail or 2 direct-nail 10d comillon Stud to cap plate 16d common 2 toe-nail or 2 direct-nail Double studs l Od common 12"o.c.direct Corner studs 16d coninion 24"o.c.direct Sole plate to joist or blocking I6d common 16"o.c. Douhle call plate IOd cornnnon 16"ox.direct Call plate laps I Od common 2 direct-nail Ribbon strip,6"or less I Od common 2 each direct bearing Ribbon strip,6"or more I Od common 3 each direct bearing Roof railer to plate 8d conutio€N 3 toe-nail Roof ratter to ridge 16d common 2 toe-nail or direct nail Jack taller to hip 1Od cnfnmori 3 toc-nail or 2 direct-nail 16d common Floor joists to studs 10d common 5 direct or 3 direct (No ceiling joists) l Od common Floor joists€o studs iOd common 2 direct (With ceiling joists) Ittoor joists to sill or girder 3d conlniati 3 toc-nail Ledger strip iOd common 3 each direct Ceiling joists to plate' 16d common 3 toe-nail Ceiling joists(laps over partition) 10d coninion 3 direct-nnil Ceiling joists(parallel to rafter) 1 Od common 3 direct Collar beam i Od common 3 direct Bridging to joists 8d common 2 each direct end Diagonal hrace(to stud&plate) 8d common 2 Bach direct bearing Tail beams to headers 20d common I each end 4 sq.ft.floor area (When nailing permitted) Header beams 10 Irimnters Md common I each end 8 sq.11.Boor area I"roof decking 8d connnion 2 ea.direct railer (over 6"in width) 8d coninion 3 cacti direct railer I "subllooring(6"or less) 8d common 2 each direct joist 1"siibilooring(8"or more) 8d common 3 each direct joist 2"subllooring I6d common 2 Cacti direct joist I"wall sheathing(8"or lass in ividdi) 8d common 2 cacti direct stud I"wall sheathing (over 8"in width) 8d common 3 each direct stud Plywood root'&wall sheathing (1/2"or Icss) 6d common 6"ox,direct edges& 12"ox intermediate (1A"or greater) 8d common 6"o.c.direct edges& 12"ox.intermediate 'JA",or'/,") 16 gauge galvanized wire.staples,'/4" Minimum crown;length of I"plus plywood thickness 4"o.c.edges&8"ox,intemiediatc same as immediately above 2'/,"o.c.edges Pc 5"o.c.intermediate Ply%vood subllooring: d coninion or 6d annular or spiral thread 6"o.c.direct edges& 10"o.c.intermediate (2/8',�/,") 8d common or 8d annular or spiral ihrcad 6"ox.direct edges& 10"o.c,inict-ncdinte (I", 11/011) IOd common or 8d ring shank or 8d 6"o.c.direct edges&6"o,c.intermediate annular or spiral thread 16d galvanized weirs staples d"o.c.edges&7"ox,intermediate (W) .6"minimum eroiiii, II/V le€lgth V2,o.c.edge 4"O.C.intermediate Built-up girders and beams 20d common 32"ox.direct Continuous header to stud 8d coninion 4 toe nail t ontimiou,s header,14vo pieces 16d clarion l6"o.c.direct 'A"liber board sheathing I%"gatvaoil..cd Tooling€Nail or 16 gauge 3"o,c,CNWI-iur edge 6"o.c.inlenncdiale stn Nle,1'/,"long with niin.crown of 1:i6" 2/7/97 (Effective 2/28/97) 780 CMR- Sixth Edition 709 fG"jrFj'00"TECHNICAL SERVICES, INC. OGeotechnical Engineering+Environmental Studies oMaterial Testing*Construction Monitoring REPORT OF COMPRESSIVE STRENGTH OF CYLINDRICAL CONCRETE SPECIMENS ASTM - C39 PROJECT: 740 Turnpike Street PROJECT NO.: 201418 DATE: 12/11/01 CLIENT: Scott Construction CONTRACTOR: Scott Construction CONCRETE SUPPLIER: FIELD TECHNICIAN: Other PLACEMENT LOCATION: Tank footing/base slab FIELD DATA: DESIGN STRENGTH PSI @ 28 DAYS: 4000 DATE MADE: 11/08/01 DATE RECEIVED: 11/12101 CONCRETE TEMP.: AIR TEMP.: 60 SLUMP (INCHES): 4% AIR CONTENT %: 5.5 MIXER NUMBER: 125 LOAD NUMBER: TICKET NUMBER: TOTAL PLACEMENT (CU. YDS.): SAMPLE TAKEN AT (CU.YDS.): TIME SPECIMENS FABRICATED: DAYS STORED IN SATURATED LIME SOLUTION: 3,24 SPEC. # DATE AGE DIAM. AREA TYPE LOAD STRENGTH AVERAGE TESTED DAYS INCHES SQ. BREAK LBS. PSI STRENGTH IN. PSI 11-8-A 11/15/01 7 6 28.27 4 66,000 2330 11-8-B 12/06/01 28 6 28.27 4 114,000 4030 11-8-C 12/06/01 28 6 28.27 4 116,500 4120 4075 11-8-© I H 6 28.27 REMARKS: ALL FIELD—TESTING IS PERFORMED ACCORDING TO THE FOLLOWING ASTMS: C31, C443, C172, C231 AND C1064 UNLESS OTHERWISE NOTED. OTHER NOTES: ASTM C39—TYPE OF FRACTURE CONE CONE OTHER CONE & SPLIT & SHEAR SHEAR COLUMNAR DRAW) fr i 2 3 4 5 6 SIGNE DONAL C. WA DEN, GENERAL MANAGER 18 Cote Avenue Goffstown,N.H. 03045 Phone: 603/624/2722 Fag: 603/624 13733 ❑ 12 Rogers Road,Haverhill,Ma.01825 Phone: 978/374 1 7744 Fax: 978 1 374/7799 ❑ 108 Whipple Street,Lewiston,Me.04240 Phone: 207/282/7225 Fax: 207/282/9271 GEOTECHNICAL SERVICES, INC. ♦Geotechnical Engineering+Environmental Studies♦Material Testing♦Construction Monitoring REPORT OF COMPRESSIVE STRENGTH OF CYLINDRICAL CONCRETE SPECIMENS ASTM- C39 PROJECT: 740 Turnpike Street PROJECT NO.: 201418 DATE; 12/14/01 CLIENT: Scott Construction CONTRACTOR: Scott Construction CONCRETE SUPPLIER: FIELD TECHNICIAN: Other PLACEMENT LOCATION: Tank walls FIELD DATA: DESIGN STRENGTH PSI @ 28 DAYS: 4000 DATE MADE: 11/10/01 DATE RECEIVED: 11/21/01 CONCRETE TEMP.: AIR TEMP.: 47 SLUMP (INCHES): 4% AIR CONTENT%: 5.5 MIXER NUMBER: 113 LOAD NUMBER: TICKET NUMBER; TOTAL PLACEMENT (CU. YDS.): SAMPLE TAKEN AT (CU. YDS.): TIME SPECIMENS FABRICATED: DAYS STORED IN SATURATED LIME SOLUTION: 0,17 SPEC.# DATE AGE DIAM. AREA TYPE LOAD STRENGTH AVERAGE TESTED DAYS INCHES SQ. BREAK LBS. PSI STRENGTH IN. P51 11-10-A 11/21/01 11 6 28,27 4 83,000 2940 11-10-B 12/08/01 28 6 28.27 4 114,000 4030 11-10-C 12/08/01 28 6 28.27 4 114,000 4030 4030 11-10-D H 6 28.27 - REMARKS: ALL FIELD—TESTING IS PERFORMED ACCORDING TO THE FOLLOWING ASTM'S: C31, C143, C172, C231 AND C1064 UNLESS OTHERWISE NOTED. OTHER NOTES: ASTM C39—TYPE OF FRACTURE CONE CONE OTHER CONE & SPLIT & SHEAR SHEAR COLUMNAR DRAW) r 2 3 4 5 6 SIGNED: DONALD . ALDEN, GENERALMANAGER 18 Cote Avenue Goffstown,N.H.03045 Phone: 603/624/2722 Fax: 603!624/3733 ❑ 12 Rogers Road,Haverhill,Ma.01825 Phone: 978/374 17744 Fax: 978/374/77" 11 108 Whipple Street,Lewiston,Me. 04240 Phone: 207/282/7225 Fax: 207/282/9271 %'6__"y'jvp_d0TECHNICAL SERVICES, INC. 0 Geotechnical Engineering♦Environmental Studies+Material Testing s Construction Monitoring REPORT OF COMPRESSIVE STRENGTH OF CYLINDRICAL CONCRETE SPECIMENS ASTM- C39 PROJECT: 740 Turnpike Street PROJECT NO.: 201418 DATE: 12/17/01 CLIENT: Scott Construction CONTRACTOR: Scott Construction CONCRETE SUPPLIER: FIELD TECHNICIAN: Other PLACEMENT LOCATION: Tank walls FIELD DATA: DESIGN STRENGTH PSI @ 28 DAYS: 4000 DATE MADE: 11/16/01 DATE RECEIVED: 11/29/01 CONCRETE TEMP.: AIR TEMP.: 39 SLUMP (INCHES): 4% AIR CONTENT%: 5.5 MIXER NUMBER: LOAD NUMBER: TICKET NUMBER: TOTAL PLACEMENT (CU. YDS.): SAMPLE TAKEN AT (CU. YDS.): TIME SPECIMENS FABRICATED: DAYS STORED IN SATURATED LIME SOLUTION: 0,15 SPEC.# DATE AGE DIAM. AREA TYPE LOAD STRENGTH AVERAGE TESTED DAYS INCHES SO. BREAK LBS. PSI STRENGTH IN. PSI 11-16-A 11/29101 13 6 28.27 4 84,000 2970 11-16-B 12/14/01 28 6 28.27 4 129,000 4560 11-16-C 12/14/01 28 6 28.27 4 125,000 4420 4490 11-16-D H 6 28.27 REMARKS: ALL FIELD—TESTING IS PERFORMED ACCORDING TO THE FOLLOWING ASTMS: C31, C143, C172, C231 AND C1064 UNLESS OTHERWISE NOTED. OTHER NOTES: ASTM C39—TYPE OF FRACTURE CONE CONE OTHER CONE & SPLIT & SHEAR SHEAR COLUMNAR DRAW) s S si 1 2 3 4 5 6 SIGNED: DONALO C. WALDEN, GENERAL MANAGER 18 Cote Avenue Goffstown,N.H.03045 Phone: 603/624/2722 Fax: 603 1 624/3733 D 12 Rogers Road,Haverhill,Ma.01825 Phone: 978/374/7744 Fax: 978/374/7799 0 108 Whipple Street,Lewiston,Me.04240 Phone: 207/282/722S Fax: 207/282 1 9271 GEOTECHNICAL SERVICES, INC. ♦Geotechnical Engineering♦Environmental Studies♦Material Testing♦Construction Monitoring REPORT OF COMPRESSIVE STRENGTH OF CYLINDRICAL CONCRETE SPECIMENS ASTM- C39 PROJECT: 740 Turnpike Street PROJECT NO.: 201418 DATE: 12/31/01 CLIENT: Scott Construction CONTRACTOR: Scott Construction CONCRETE SUPPLIER: FIELD TECHNICIAN: Other PLACEMENT LOCATION: FIELD DATA: DESIGN STRENGTH PSI @ 28 DAYS: 3000 DATE MADE: 11/30/01 DATE RECEIVED: 12/06/01 CONCRETE TEMP.: AIR TEMP.: 45 SLUMP (INCHES): 4% AIR CONTENT%: 5.5 MIXER NUMBER: 113 LOAD NUMBER: TICKET NUMBER: TOTAL PLACEMENT (CU. YDS.): SAMPLE TAKEN AT (CU. YDS.): TIME SPECIMENS FABRICATED: DAYS STORED IN SATURATED LIME SOLUTION: SPEC. # DATE AGE DIAM. AREA TYPE LOAD STRENGTH AVERAGE TESTED DAYS INCHES SQ. BREAK LBS. PSI STRENGTH IN. PSI 11-30-A 12/07/01 7 6 28.27 1 4 56,000 1980 11-30-8 12/28/01 28 6 28.27 1 4 102,000 3610 11-30-C 12-/28/01 28 6 L22 4 99,500 3520 3575 11-30D 01/25/02 56 6 REMARKS: ALL FIELD--TESTING IS PERFORMED ACCORDING TO THE FOLLOWING ASTMS: C31, C143, C172, C231 AND C1064 UNLESS OTHERWISE NOTED. OTHER NOTES: ASTM C39—TYPE OF FRACTURE CONE CONE OTHER CONE & SPLIT &SHEAR SHEAR COLUMNAR DRAW) r � 1 : •, t it SIGNED: DONALD C. WALDEN, GENERAL MANAGER �( 18 Cote Avenue Goffstown,N.H. 03045 Phone: 603/624 1 2722 Fax: 603/624!3733 C7 12 Rogers Road,Haverhill,Ma.01825 Phone: 978/374/7744 Fax: 978/374/7799 0 108 Whipple Street,Lewiston,Me.04240 Phone: 207/282/7225 Fax: 207/282/9271 G"-uOTECHNICAL SERVICES, INC. lEd ♦Geotechnical Engineering b Environmental Studies+Material Testing♦Construction Monitoring REPORT"OF COMPRESSIVE STRENGTH OF CYLINDRICAL CONCRETE SPECIMENS ASTM- C39 PROJECT: 740 Tumpike Street PROJECT NO.: 201418 DATE: 12/31/01 CLIENT: Scott Construction CONTRACTOR: Scott Construction CONCRETE SUPPLIER: FIELD TECHNICIAN: Other PLACEMENT LOCATION: FIELD DATA: DESIGN STRENGTH PSI @ 28 DAYS: 3000 DATE MADE: 11/30/01 DATE RECEIVED: 12/06/01 CONCRETE TEMP.: AIR TEMP.: 58 SLUMP (INCHES): 4% AIR CONTENT %: 5.5 MIXER NUMBER: 104 LOAD NUMBER: TICKET NUMBER: TOTAL PLACEMENT (CU.YDS.): SAMPLE TAKEN AT (CU. YDS.): TIME SPECIMENS FABRICATED: DAYS STORED IN SATURATED LIME SOLUTION: SPEC.# DATE AGE DIAM. AREA TYPE LOAD STRENGTH AVERAGE TESTED DAYS INCHES SQ. BREAK LBS. PSI STRENGTH IN. PSI 11-30-E 12/07/01 7 6 28.27 4 67,000 2020 11-30-F 12/28/01 28 6 28.27 4 99,000 3500 11-30-G 12/28/01 28 6 28.27 4 100,000 3540 11-30-H 01/25/02 H 6 28.27 REMARKS: ALL FIELD—TESTING IS PERFORMED ACCORDING TO THE FOLLOWING ASTMS: C31, C143, C172, C231 AND C1064 UNLESS OTHERWISE NOTED. OTHER NOTES: ASTM C39—TYPE OF FRACTURE CONE CONE OTHER CONE &SPLIT & SHEAR SHEAR COLUMNAR DRAW) •, r f /J • if i /� 1 f I ',, 1 2 3 4 5 6 SIGNED: DONALD . WALDEN, GENERAL MANAGER 18 Cote Avenue Goffstown,N.H. 03045 Phone: 603/624/2722 Fax: 603/624/3733 0 12 Rogers Road,Haverhill,Mo.01825 Phone: 978/374/7744 Fax: 978/374/7799 0 108 Whipple Street,Lewiston,Me. 04240 Phone, 207/282 1 7225 Face: 207/282/9271 ("Mr.dOTECHNICAL SERVICES, INC. �Geotechnical Engineering*Environmental StudiesoMaterial Testing*Construction Monitoring REPORT OF COMPRESSIVE STRENGTH OF CYLINDRICAL, CONCRETE SPECIMENS ASTM- C39 PROJECT: 740 Turnpike Street PROJECT NO.: 201418 DATE: 01/10/02 CLIENT: Scott Construction CONTRACTOR: Scott Construction CONCRETE SUPPLIER: FIELD TECHNICIAN: Other PLACEMENT LOCATION: footings on main building FIELD DATA: DESIGN STRENGTH PSI @ 28 DAYS: 3000 DATE MADE. 12/04101 DATE RECEIVED: 12/12/01 CONCRETE TEMP.: AIR TEMP.: SLUMP (INCHES): AIR CONTENT %:- MIXER NUMBER: LOAD NUMBER: TICKET NUMBER: TOTAL PLACEMENT (CU. YDS.): SAMPLE TAKEN AT (CU. YDS.): TIME SPECIMENS FABRICATED: DAYS STORED IN SATURATED LIME SOLUTION: 0,20 SPEC. # DATE AGE DIAM. AREA TYPE LOAD STRENGTH AVERAGE TESTED DAYS INCHES SQ. BREAK LBS. PSI STRENGTH IN. PSI 12-04-A 12/12/01 7 6 28.27 4 61,500 2180 12-04-B 01/01/02 28 6 28.27 .4 108,000 3820 12-04-C 01/01/02 28 6 28,27 4 99,000 3500 3660 12•-04-D H 6 28.27 REMARKS: ALL FIELD—TESTING IS PERFORMED ACCORDING TO THE FOLLOWING ASTMS: C31, C143, C172, C231 AND C1064 UNLESS OTHERWISE NOTED. OTHER NOTES: ASTM C39—TYPE OF FRACTURE CONE CONE OTHER CONE & SPLIT &SHEAR SHEAR COLUMNAR DRAW) f rf f A h 2 3 4 5 6 SIGNED: DONALD C. WALDEN, GENERAL MANAGER 18 Cote Avenue Goffstown,N.H.03045 Phone: 603 1 624/2722 Fag: 603/624/3733 ❑ 12 Rogers Road,Haverhill,Mo.01825 Phone: 978/374 1 7744 Fag: 978/374/7799 0 108 Whipple Street,Lewiston,Me.04240 Phone: 207/282 1 7225 Fag: 207/282/9271 GEOTECHNICAL SERVICES, INC. ♦Geotechnical Engineering♦Environmental Studies*Material Testing#Construction Monitoring REPORT OF COMPRESSIVE STRENGTH OF CYLINDRICAL CONCRETE SPECIMENS ASTM - C39 PROJECT: 740 Turnpike Street PROJECT NO.: 201418 DATE: 1/10/02 CLIENT: Scott Construction CONTRACTOR: Scott Construction CONCRETE SUPPLIER: FIELD TECHNICIAN: Other PLACEMENT LOCATION: footings on main building FIELD DATA: DESIGN STRENGTH PSI @ 28 DAYS: 3000 DATE MADE: 12/05/01 DATE RECEIVED: 12/12/01 CONCRETE TEMP.: AIR TEMP.: SLUMP (INCHES): AIR CONTENT%: MIXER NUMBER: LOAD NUMBER: TICKET NUMBER: TOTAL PLACEMENT (CU. YDS.): SAMPLE TAKEN AT (CU. YDS.): TIME SPECIMENS FABRICATED: DAYS STORED IN SATURATED LIME SOLUTION: 0,21 SPEC. # DATE AGE DIAM. AREA TYPE LOAD STRENGTH AVERAGE TESTED DAYS INCHES SQ. BREAK LBS. PSI STRENGTH IN. PSI 12-05-A 12/12/01 7 6 28.27 4 54,000 1910 12-05-B 01/02102 28 6 28.27 4 95,500 3480 12-05-0 01/02/02 28 6 28.27 4 96.500 3410 3445 12-05-D H 6 28.27 REMARKS: ALL FIELD—TESTING IS PERFORMED ACCORDING TO THE FOLLOWING ASTM'S: C31, C143, C172, C231 AND C1064 UNLESS OTHERWISE NOTED. OTHER NOTES: ASTM C39—TYPE OF FRACTURE CONE CONE OTHER CONE 8; SPLIT &SHEAR SHEAR COLUMNAR DRAIlIn F � I 1 2 3 4 5 6 SIGNEb; OQNALD C. WALDEN, GENERAL MANAGER 18 Cote Avenue Goffstown,N.H.03045 Phone: 603/624/2722 Fax: 603/624/3733 © 12 Rogers Road,Haverhill,Ma.01825 Phone: 978/374/7744 Fax: 978/374/7799 0 108 Whipple Street,Lewiston,Me,04240 Phone: 207/282 1 7225 Fax: 207 1 282/9271