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HomeMy WebLinkAbout0045 PERSEVERANCE DRIVE • Excel Switching Co J.K Scanlan Co., Inc. Aieigrameneemeamnammonzier JKDote: 071-f? SCANLANi Number of pages including cover sheet: Company, Ins To: From: /, ‘10 '=; /C Ron Jones J.K.Scanlan Co., Inc. h Excel Switching Corp. 75 Perseverance Way Hyannis, MA 02601 Phone: Phone: 508-862-3260 Fax phone: Fax phone: 50S-862.3517 CC: 4. 11111111111116 REMARKS: [] Urgent For your review ❑ Reply ASAP frPlease comment / G4 ,vai � vf OsPiusr� f/vim ' -# no0/r :,./40 Id Wb?S:TT ESET TE 'SL'W L1S2ESESOST : 'ON SNOHd i J Nk 1NhJ3S1 WON CONCRETE PLACEMENT INSPECTION mad PROJECT: BRIGGS Briggs Engineering & Testing EXCELCORPORTATION A Division of PK Associates, Inc. PROJECT#: 72463 ..—\;•-•/..- INSPECTOR: Don Concheri ARR.TIME: 7:00 am JOB HRS.: 4 DATE: 12/7/98 CODE: C26 TEMP.: H L X WIND.: H L X HUMID.: H L X SUNNY Concrete Source: Lawrence Redi Mix General Contractor: J.K. Scanlan Storage Location: Curing Box: Other: Inspection completed as per ACI-301 and Contract Documents. A checklist of major items is presented. All items in non-conformance are either corrected during inspection or noted herein. Detailed inspection of reinforcing for size, quantity, grade, spacing and configuration is reported separately when performed. Preplacement: Weather X Steel arrangement X Temp. X Steel clearance X Forms for general requirements. X Steel cleanliness X Grade preparation X Steel supports X Placement: Concrete placed within limits of ASTM C-94 and Contract Documents. Non-compliance items are either corrected before placement or noted herein. Concrete sampled in accordance with ASTM C-172. ASTM C-94 Limits ASTM C-94 Limits Time Limits X 1-1/2 hrs. max. Temperature X 50-90° F Slump X 5 ± 1 max. Mixing X 70-300 Rev. Air content X 5 ± 1 % Density X ± 3 p.c.f. Location: Phase II line M on 2 line Remarks: Concrete cylinders were fabricated from the 2nd load. The superintendent was informed of all results. Method of placement: Chute X Pump Other Load Arr. Truck No. of Mix Conc. Slump Air Air Conc. Conc. CA Cyl. Set Gals. Unit No. Time No. Yds. Duration Temp. (in.) (%) Temp. Strength Strength Size Fabr. # added Weight (min.) (°F) _ (°F) Deliv. Required water (pcf) 1 10:20 298 10 62 69F 62F 3000 3000 3/4 2 11 :10 99 10 68 _68F 6.25 5.2 62F 3000 3000 3/4 4 1 10 3 11 :38 286 9 70 70F 62F 3000 3000 3/4 4 5 _ 6 7 - . 8 9 W/ 10 22J/ Approved: IV CONCRETE PLACEMENT INSPECTION wad` PROJECT: BRIGGS Briggs Engineering & Testing EXCEL CORPORATION �.. A Division of PK Associates, Inc. PROJECT#: 72463 INSPECTOR: Chad Hancock ARR.TIME: JOB HRS.: 8 DATE: 1 1/1 6/9 8 CODE: C26 TEMP.: H L 65F WIND.: H L X HUMID.: H L X SUNNY Concrete Source: Lawrence Ready Mix General Contractor: J.K. Scanlan Storage Location: Curing Box: Other: north entrance Inspection completed as per ACI-301 and Contract Documents. A checklist of major items is presented. All items in non-conformance are either corrected during inspection or noted herein. Detailed inspection of reinforcing for size, quantity, grade, spacing and configuration is reported separately when performed. Preplacement: Weather X Steel arrangement X Temp. X Steel clearance X Forms for general requirements. X Steel cleanliness X Grade preparation X Steel supports X Placement: Concrete placed within limits of ASTM C-94 and Contract Documents. Non-compliance items are either corrected before placement or noted herein. Concrete sampled in accordance with ASTM C-172. ASTM C-94 Limits ASTM C-94 Limits Time Limits X 1-1/2 hrs. max. Temperature X 50-90° F Slump N/A - max. Mixing X 70-300 Rev. Air content N/A - % Density X ± 3 p.c.f. Location: Footing 2-G-K Remarks: No specifications for slump or air on site. Ron Jones requested a 5" slump and 3%-5% air content. I informed Ron Jones of all results. Method of placement: Chute X Pump Other Load Arr. Truck No. of Mix Conc. Slump Air Air Conc. Conc. CA Cyl. Set Gals. Unit No. Time No. Yds. Duration Temp. (in.) (%) Temp. Strength Strength Size Fabr. # added Weight (min.) (°F) (°F) Deliv. Required water (pcf) 1 1 :55 80 9.5 80 72F 5 4.5 52F 3000 3000 3/4 4 1 5 2 3 4 5 6 • 8 9 • 10 Approved: l�li Concrete Cylinder Test Result CF-11 �1 Briggs Engineering &Testing PROJECT: (2W Co% BRICIO.3S ___ A Division of PK Associates, Inc. PROJECT#: 702 L.'63 ,Date://�y c f �!a Client: ?Cee cGv. Cement Brand or Class: Approved Mix Design Placement Location: Mix proportions (O/om j (by Wt ) 1 cubic yard Amount Cement lbs. Ticket No.: y7/a Batch Time: /tj;/el Fine Aggregate lbs. Strength Delivered: 3060 Coarse Aggregate lbs. Strength Required: c c 7? Water Gals. Set No.: / Time of Test: ///3 Water Reducing oz. _ Truck No.: f,2k7 Load #.: vQ Air Entraining oz. Number of Cyl.: % C.A. Size: -24/ Other oz. Slump: �<i Air Content: � ASTM C-143 v ASTM C-231/C-173 Field Unit Weight pcf Target: Concrete Temp.: // Air Temp.: ASTM C-138 60.6 ASTM C-1064 , S Remarks: Contractor and By whom prepared:( ,�Pyf /?y, ",producer are both responsible 5CI° 1 Concrete Source: a, C e for added water as per ASTM S Gals 20 General Contractor: 7 Jj6.�A� 170 of water 25 C-94. Discharge time limit 5 added 30 Storage Location: /94 ) a `�y G,K e 90 mins. or 300 revolutions. 55 35 min. max. • 50 Curing Box: WO) Curing Temp. F. CONCRETE SAMPLES FABRICATED AND TESTED PER ASTM C-31 and C-39 28 Day Air Dry Unit Weight: Unit Weight As Received: pcf Specimen Date Age Dia. Height Area Density Max. Load Compressive Type/Fracture Number Tested at test (in.) • (in.) (sq. in.) pcf LBS. Strength PSI (ASTM C-39) cu A 0.1% 7 6" 12" 28.3 140, 3 70/jaO 0y10O D B f c,10 4 28 6" 12" , 28.3 _/'y/, / 1 1'4,IAA 'Y030 C 28 6" 12" 28.3 /'y0, // //�/ 316 .9190 D 28 6" 12" 28.3 NON 1 Jto,01 2W/110 F f Approved: /1 1 j Concrete Cylinder Test Result CF-11 AialaIIINBR'� Briggs Engineering &Testing PROJECT: XCe G p r INS A Division of PK Associates, Inc. PROJECT#:7o 3 Date: //20 `girl Client: Cement Brand or Class: Approved Mix Design Placement Location: ,rS�t�/ fc ,' ,-)Mix proportions R - a1 _r� (by Wt ) 1 cubic yard Amount Cement lbs. Ticket No.: 5 3<0 v Batch Time: /0(v5 Fine Aggregate lbs. Strength Delivered: 3OC)0 Coarse Aggregate lbs. Strength Required: 3 c x Water Gals. Set No.: Time of Test:/0/35 Water Reducing oz. Truck No.: ,,Z Load #.: 7.._ Air Entraining oz. Number of Cyl.: t7f C.A. Size: -3/i Other oz. Slump: Air Content: 4(7 ASTM C-143 ASTM C-231/C-173 Field Unit Weight pcf Target: Concrete Temp.: Air Temp.: O ASTM C-138 • ASTM C-1064 73G' 1 Remarks: Contractor and. ie By whom prepared: c.€ / `,c , producer are both responsible ,1:5 10, Concrete Source: 1.,a‘t, r..c,,.Ge React ��,. for added water as per ASTM 5 Gals 20 General Contractor: � I' S / 70 of water 25 c a� C-94. Discharge time limit is added 30 Storage Location: 41,r41, e!,,,,6-1,,,f,,,,e____ 90 mins. or 300 revolutions. lil55 35 min. max. Curing Box: f�/ Curing Temp. F. CONCRETE SAMPLES FABRICATED AND TESTED PER ASTM C-31 and C-39 28 Day Air Dry Unit Weight: Unit Weight As Received: pcf 9 Specimen Date Age Dia. Height Area Density Max. Load Compressive Type/Fracture Number Tested� at test (in.) (in.) (sq. in.) pcf LBS. Strength PSI (ASTM C-39) ,I,, 1 A /� A 7 6" 12" 28.3 Ng 9 13450� �03 lb B /(249$ 28 6" 12" 28.3 J /L/,to iO 7i10 L/S. 0 1 28 6" 12" 28.3 /'/5 / a/ 1//,f, 1 300 D 28 6" 12" 28.3 pN,7 f/ 'V7 L/(NQ ALL TESTS COMPLETED . Ail1 ,i% I i Approved: Concrete Cylinder Test Result CF-1 1 , 41&11111:14k 81:1143 Briggs Engineering &Testing PROJECT: Z., m ___-......1116 A Division of PK Associates, Inc. PROJECT#: Date: _ Client: Cement Brand or Class: Approved Mix Design Placement Location: r`,-i;'re_ L 4' 4 Mix proportions ,,,..4....1-,1„, - , i..,q/I (by Wt ) 1 cubic yard Amount Cement lbs. Ticket No.: 6 335(i Batch Time: ?,'fig' Fine Aggregate lbs. Strength Delivered: 3000 Coarse Aggregate lbs. Strength Required: `3oc cz Water Gals. Set No.: Time of Test: /0,.2,5 Water Reducing oz. Truck No.: 253 Load #.: s, Air Entraining oz. Number of Cyl.: y C.A. Size: 4 Other oz. Slump: �� Air Content: e(Cr)ASTM C-143 ASTM C-231/C-173 Field Unit Weight pcf Target: Concrete Temp.: 7 , Air Temp.: a ASTM C-138 • ASTM C-1064 6 6® Remarks: Contractor and. By whom prepared: c e1 G ...coe k., producer are both responsible :5 93 5 10,gs Concrete Source: �f& i% t for added water as per ASTM 5 Gals. 20 General Contractor: I, Q. 5e.cx (Q 10 of water. 26 / C-94. Discharge time limit :s added so Storage Location: �Z^, f" e.i.,•,./r -a,,,L� 90 mins. or 300 revolutions. 3S min. max. 55 504 Curing Box: w/,4 Curing Temp. F. CONCRETE SAMPLES FABRICATED AND TESTED PER ASTM C-31 and C-39 28 Day Air Dry Unit Weight: Unit Weight As Received: pcf Specimen Date Age Dia. Height Area Density Max. Load Compressive Type/Fracture Number Tested at test (in.) (in.) (sq. in.) pcf LBS. Strength PSI (ASTM C-39) (90 A I O 7 6" 12" 28.3 �.A/3 L/ , 2g�7 02,95c) D • B J /79g 28 6" 12" 28.3 J'-L 10 /�q / 8 '"/ 570 C 28 6" 12" 28.3 p/'y,0 Ng 9141 1// /c20 • D I 28 6" 12" 28.3 • 14/3, 7 0l, 5/ 'i,300 .TESTS COMPLETED Approved: Concrete Cylinder Test Result CF-11 MIN, PROJECT: 6ecel 0 4.-p Briggs Engineering&TestingBRICIIMSi ._ A Division of PK Associates, Inc. PROJECT#:7,2%,3 Date: /1.—`, `" C'( Client: Cement Brand or Class: Approved Mix Design Placement Location: ,C ,' 32 -&—g) Mix proportions (by Wt ) 1 cubic yard Amount Cement lbs. Ticket No.: s 335 / Batch Time: /,'cZ &. - Fine Aggregate lbs. Strength Delivered: oo 3,p Coarse Aggregate lbs. Strength Required: .3000 Water Gals. Set No.: 5- Time of Test: 2:°--s Water Reducing oz. Truck No.: g"O Load #.: / Air Entraining oz. Number of Cyl.: 7 C.A. Size: 3` _.( Other oz. Slump: Air Content: ASTM C-143 S ASTM C-231/C-173 ''S Field Unit Weight pcf Target: Concrete Temp.: Air Temp.: ASTM C-138 • ASTM C-1064 7 C2 o J�d Remarks: Contractor and By whom prepared: C4.,,,,,1 , producer are both responsible :S Concrete Source: elver" e-cpe, A fit( for added water as per ASTM 5 Ga1s• 20 General Contractor: J <! N 70 of water 26 < 5 .., C-94. Discharge time limit is added so Storage Location: AA)4/. e,.o.\-4'a„„e/ 90 mins. or 300 revolutions. 60 min. max. 5 • 55EO4 40 �, Curing Box: ( ) Curing Temp. F. CONCRETE SAMPLES FABRICATED AND TESTED PER ASTM C-31 and C-39 28 Day Air Dry Unit Weight: Unit Weight As Received: pcf Specimen Date Age Dia. Height Area Density Max. Load Compressive Type/Fracture Number Tested at test (in.) _ (in.) (sq. in.) pcf LBS. Strength PSI (ASTM C-39) g A MI 7 6" 12" 28.3 /4/ , 7 . 7R5338 .,710 i) B / / J.* 28 6" 12" 28.3 /'y„),' a / 9/, if L 30 C 1 28 6" 12" 28.3 PO, (2 /c2C,fin l'l 050 D - 28 6" 12" 28.3 NJ, inf Vf09 "I 000 Y Al Approved: �� AA' /I ALL TESTS COMPLEwn ` d Concrete Cylinder Test Result CF-1 1 ialli�k Briggs Engineering &Testing PROJECT: BRICIOS_,�, A Division of PK Associates, Inc. PROJECT#:72c!/g 3 Date: //- "—/ qq/ . Client: Cement Brand or Class: Approved Mix Design Placement Location: O1,# AQ —3S) Mix proportions (by Wt ) 1 cubic yard Amount Cement lbs. Ticket No.: Jr 3311-`1 Batch Time: /,'Ab Fine Aggregate lbs. Strength Delivered: 3aoO Coarse Aggregate lbs. Strength Required: '3O00 Water Gals. Set No.: Time of Test: 62,'/5 Water Reducing oz. Truck No.: ,-_T-7 Load #.: 2, Air Entraining oz. Number of Cyl.: 7 C.A. Size: 34 Other oz. Slump: Air Content: � ASTM C-143 S ASTM C-231/C-173 77 _ Field Unit Weight pcf Target: Concrete Temp.:S d Air Temp.: ASTM C-138 • ASTM C-1064 Remarks: Contractor and `' By whom prepared: C41 0.,,r0 J producer are both responsible : :5 ' 101 Concrete Source: i.a,-✓e,,,LP_ iea ./.6,, for added water as per ASTM 5 Gals. 20 General Contractor: S K. Sc (� 70 of water 25 C-94. Discharge time limit .s added 30 Storage Location: c---tf!- ,,,,n-f-e- ., 'ce 90 mins. or 300 revolutions. w55504 4036 min. max. • Curing Box: (,j// Curing Temp. F. CONCRETE SAMPLES FABRICATED AND TESTED PER ASTM C-31 and C-39 28 Day Air Dry Unit Weight: Unit Weight As Received: pcf Specimen Date Age Dia. Height Area Density Max. Load Compressive Type/Fracture Number Tested at test (in.) (in.) (sq. in.) pcf LBS. Strength PSI (ASTM C-39) /9 A AZT 7 6" 12" 28.3 , /J/5/9 74 'J 02J 1030 b B/,2s//, � 28 6" 12" 28.3 f L/J/, ? �/0�9'�/ ,11700 C 28 6" 12" 28.3 /,%, 3 //p1//A// 5 /Q D 28 6" 12" 28.3 /i-j5,'4/ fide//i? 'S` 290 I Approved: )�G�' ; ALL TESTS COMPLETED PP `l - C4.1ri Concrete Cylinder Test Result CF-11 4&1111114.k Briggs Engineering &Testing PROJECT: 4P/ 7 /.2 BRICIOSA Division of PK Associates, Inc. PROJECT#: J?c-1 3 Date://-72 <. 5,G' - Client: i=X c°e 1 Cc v t Cement Brand or Class: Approved Mix Design Placement Location: Z,/7 , Mix proportions ;-a, f (by Wt ) 1 cubic yard Amount Cement lbs. Ticket No.: / 7//)/< Batch Time: /6; ,21 Fine Aggregate lbs. Strength Delivered: 3 , :() Coarse Aggregate lbs. Strength Required: C C> Water Gals. Set No.: / Time of Test: /1;33 Water Reducing oz. Truck No.: T Load #.: v2 Air Entraining oz. Number of Cyl.: 'V C.A. Size: 4 Other oz. Slump: <i Air Content: N� ASTM C-143 ASTM C-231/C-173 Field Unit Weight pcf Target: Concrete Temp.: // Air Temp.: _ ASTM C-138 • ASTM C-1064 be.) Remarks: Contractor and By whom prepared: , ,ie�f /il� /�� producer are both responsible 5 5 ' 1 Concrete Source: f A/tirP 'C e for added water as per ASTM 5 Gals. 20 General Contractor: i f,K JK&n,A 70 of water 25 C-94. Discharge time limit ;5 added so Storage Location: S4 /teaa 117 i-, ,;,tF 90 mins. or 300 revolutions. �55 Q�35 ZG min. max. SgQ Curing Box: WO) Curing Temp. F. CONCRETE SAMPLES FABRICATED AND TESTED PER ASTM C-31 and C-39 28 Day Air Dry Unit Weight: Unit Weight As Received: pcf Specimen Date Age Dia. Height Area Density Max. Load Compressive Type/Fracture Number Tested at test,_ (in.) (in.) (sq. in.) pcf LBS. Strength PSI (ASTM C-39) ,U A 01,97 7 6" 12" 28.3 MO, 3 70 0),Z o-'yOO b 6 f c,) % 28 6" 12" 28.3 M.//, C I 28 6" 12" 28.3 NO, / D 28 6" 12" 28.3 )1JO, 7 • Approved: ` / 1q L Concrete Cylinder Test Result CF-11 � ilNIA , Briggs Engineering & Testing PROJECT: .5XC�L 15 IBRIGos u� N Nriii,.,............„.../ A Division of PK Associates, Inc. PROJECT#: 7,2 Li (a Date: )2-4-q Client: Cement Brand or Class: Approved Mix Design Location: Mix proportions 5 .5 C N LINE M— L LI k1 i (by Wt ) 1 cubic yard LINE 2.0— L. I LINE ' C-o0Tl t S Amount Cement lbs. Ticket No.: 5 (OS 8 Batch Time: (1.4-10 � Fine Aggregate lbs. 1�0E5 Nal- Strength Delivered: 3000344 Coarse Aggregate lbs. AcpLy Strength Required: 300C /21- Water Gals. Set No.: 1 Time of Test: 12=40 Water Reducing oz. Truck No.: 2g I Load #.: t Air Entraining oz. Number of Cyl.: 4 C.A. Size: 3 4-- Other oz. Slump Air Conte 1 .Z. ASTM C-143 4 ASTM -173 Field Unit Weight pcf Target: Concrete Temp.: //,�,0o Air Temp.: r ASTM C-138 ASTM C-1064 "'Ueo Remarks: Contractor and - By whom prepared: Asot c +rt�S producer are both responsible :1:5 , 101 Concrete Source: L• 2. M M . 5 Gals. 20 for added water as per ASTM 70 of water 2 s General Contractor 3-- •5CfS.gt..Okk ;5 added 30 C-94. Discharge time limit eo55 �35 Storage Location: Cfa�CTI t•i(7 min. max. 90 min. or 300 revolutions. 904 Curing Box: Curing Temp. F° — CONCRETE SAMPLES FABRICATED AND TESTED PER ASTM C-31 and C-39 28 Day Air Dry Unit Weight: pcf _ Unit Weight As Received: pcf Specimen Date Age Dia. Height Area Density Max. Load Compressive Type/Fracture Number Tested at test (in.) (in.) (sq. in.) pcf LBS. Strength PSI (ASTM C-39) a:3A /2ll9 7t lY 10.0" 110,. aY3 /it, / S'1JL/J.5 c9990 6 /• 4.99 (2S 11-10, 5 a fin, / NO, 0 � Approved: 2 ' 4' ' /!�� } gill III li_` ,` CONCRETE PLACEMENT INSPECTION ' - BRIGGS I Briggs Engineering & Testing PROJECT: EXCEL CORPORATION A Division of PK Associates, Inc. PROJECT#: 72463 INSPECTOR: Jason Bates ARR.TIME: JOB HRS.: DATE: 1 2/4/9 8 CODE: C26 TEMP.: H L 60F WIND.: H L X HUMID.: H L X SUNNY Concrete Source: L.R.M. General Contractor: J.K. Scanlan Storage Location: Curing Box: Other: on footing Inspection completed as per ACI-301 and Contract Documents. A checklist of major items is presented. All items in non-conformance are either corrected during inspection or noted herein. Detailed inspection of reinforcing for size, quantity, grade, spacing and configuration is reported separately when performed. Preplacement: Weather X Steel arrangement X Temp. X Steel clearance X Forms for general requirements. X Steel cleanliness X Grade preparation X Steel supports X Placement: Concrete placed within limits of ASTM C-94 and Contract Documents. Non-compliance items are either corrected before placement or noted herein. Concrete sampled in accordance with ASTM C-172. ASTM C-94 Limits ASTM C-94 Limits Time Limits X 1-1/2 hrs. max. Temperature X 50-90° F Slump X 4 - 5" max. Mixing X 70-300 Rev. Air content X 5 - 7 % Density X ± 3 p.c.f. Location: 5.5 on line M-Z line. Line 2.0 - L.1 line (footings) Remarks: Ron Jones was informed of all results and findings. Method of placement: Chute X Pump Other Load Arr. Truck No. of Mix Conc. Slump Air Air Conc. Conc. CA Cyl. Set Gals. Unit No. Time No. Yds. Duration Temp. (in.) (%) Temp. Strength Strength Size Fabr. # added Weight (min.) (°F) (°F) Deliv. Required water (pcf) 1 12:20 289 10 79 68F 4 5.2 60F 3000 3000 3/4 4 1 2 3 4 5 6 7 8 Approved: ' mad CONCRETE PLACEMENT INSPECTION ' BRIGGS Briggs Engineering & Testing PROJECT: EXCEL CORPORATION A Division of PK Associates, Inc. PROJECT#: 72463 INSPECTOR: Chad Hancock ARR.TIME: 7:30 am JOB HRS.: 8 DATE: 1 1/2 0/9 8 CODE: C26 TEMP.: H L 55F WIND.: H L X HUMID.: H L X CLOUDY Concrete Source: Lawrence Ready Mix General Contractor: J.K. Scanlan Storage Location: Curing Box: Other: north entrance Inspection completed as per ACI-301 and Contract Documents. A checklist of major items is presented. All items in non-conformance are either corrected during inspection or noted herein. Detailed inspection of reinforcing for size, quantity, grade, spacing and configuration is reported separately when performed. Preplacement: Weather X Steel arrangement X Temp. X Steel clearance X Forms for general requirements. X Steel cleanliness X Grade preparation X Steel supports X Placement: Concrete placed within limits of ASTM C-94 and Contract Documents. Non-compliance items are either corrected before placement or noted herein. Concrete sampled in accordance with ASTM C-172. ASTM C-94 Limits ASTM C-94 Limits Time Limits X 1-1/2 hrs. max. Temperature X 50-90° F Slump N/A - max. Mixing X 70-300 Rev. Air content N/A - % Density X ± 3 p.c.f. • Location: jagged footing R4.3-2 pier,boxes:•R-3,.6 P-5.5 Remarks: No specifications for slump or air on site. Ron Jones requested a 5" slump and 3%-5% air content. I informed Ron Jones of all results. Method of placement: Chute X Pump Other Load Arr. Truck No. of Mix Conc. Slump Air Air Conc. Conc. CA Cyl. Set Gals. Unit No. Time No. Yds. Duration Temp. (in.) (%) Temp. Strength Strength Size Fabr. # added Weight (min.) (°F) (°F) Deliv. Required water (pcf) 1 9:50 283 11 65 4.5 3000 3000 3/4 5 2 10:25 289 11 60 73F 5 4.7 53F 3000 3000 3/4 4 1 3 4 5 6 7 8 9 1 ^ 10 )°!tdiel Approved: '�I CONCRETE PLACEMENT INSPECTION ; JAIL BRIGGS Briggs Engineering & Testing PROJECT: EXCEL CORPORATION A Division of PK Associates, Inc. PROJECT#: 72463 INSPECTOR: Chad Hancock ARR.TIME: 7:30 am JOB HRS.: 8 DATE: 1 1/1 9/9 8 CODE: C26 TEMP.: H L 65 F WIND.: H L X HUMID.: H L X SUNNY Concrete Source: Lawrence Ready Mix General Contractor: J.K. Scanlan Storage Location: Curing Box: Other: north entrance Inspection completed as per ACI-301 and Contract Documents. A checklist of major items is presented. All items in non-conformance are either corrected during inspection or noted herein. Detailed inspection of reinforcing for size, quantity, grade, spacing and configuration is reported separately when performed. Preplacement: Weather X Steel arrangement X Temp. X Steel clearance X Forms for general requirements. X Steel cleanliness X Grade preparation X Steel supports X Placement: Concrete placed within limits of ASTM C-94 and Contract Documents. Non-compliance items are either corrected before placement or noted herein. Concrete sampled in accordance with ASTM C-172. ASTM C-94 Limits ASTM C-94 Limits Time Limits X 1-1/2 hrs. max. Temperature X 50-90° F Slump N/A - max. Mixing X 70-300 Rev. Air content N/A - % Density X ± 3 p.c.f. Location: Entire west foundation wall Remarks: No specifications for slump or air on site. Ron Jones requested a 5" slump and 3%-5% air content. I informed Ron Jones of all results. • Method of placement: Chute X Pump Other Load Arr. Truck No. of Mix Conc. Slump Air Air Conc. Conc. CA Cyl. Set Gals. Unit No. Time No. Yds. Duration Temp. (in.) (%) Temp. Strength Strength Size Fabr. # added Weight (min.) (°F) (°F) Deliv. Required water (pcf) 1 9:30 298 11 35 5 3000 3000 3/4 10 2 10:00 283 11 80 70F 4 4.8 60F 3000 3000 3/4 4 1 15 3 11 :30 288 11 60 3000 3000 3/4 10 4 12:10 297 6 55 3000 3000 3/4 5 6 7 • 8 9 ApprovecA ./1/ CONCRETE PLACEMENT INSPECTION mad BRIGGS Briggs Engineering & Testing PROJECT: EXCEL CORPORATION • �--�. A Division of PK Associates, Inc. PROJECT#: 72463 INSPECTOR: Chad Hancock ARR.TIME: 7:30 am JOB HRS.: 8 DATE: 1 1/1 8/98 CODE: C26 TEMP.: H L 55F WIND.: H L X HUMID.: H L X SUNNY Concrete Source: Lawrence Ready Mix General Contractor: J.K. Scanlan Storage Location: Curing Box: Other: north entrance Inspection completed as per ACI-301 and Contract Documents. A checklist of major items is presented. All items in non-conformance are either corrected during inspection or noted herein. Detailed inspection of reinforcing for size, quantity, grade, spacing and configuration is reported separately when performed. Preplacement: Weather X Steel arrangement X Temp. X Steel clearance X Forms for general requirements. X Steel cleanliness X Grade preparation X Steel supports X Placement: Concrete placed within limits of ASTM C-94 and Contract Documents. Non-compliance items are either corrected before placement or noted herein. Concrete sampled in accordance with ASTM C-172. ASTM C-94 Limits ASTM C-94 Limits Time Limits X 1-1/2 hrs. max. Temperature X 50-90° F Slump N/A - max. Mixing X 70-300 Rev. Air content N/A - % Density X ± 3 p.c.f. Location: Radius footings (1-2)-(K-L); footing R-(2-3.5) Remarks: No specifications for slump or air on site. Ron Jones requested a 5" slump and 3%-5% air content. I informed Ron Jones of all results. • Method of placement: Chute X Pump Other Load Arr. Truck No. of Mix Conc. Slump Air Air Conc. Conc. CA Cyl. Set Gals. Unit No. Time No. Yds. Duration Temp. (in.) (%) Temp. Strength Strength Size Fabr. # added Weight (min.) (°F) (°F) Deliv. Required water (pcf) 1 1 :50 283 10.5 45 3000 3000 3/4 2 2:10 287 10.5 55 65F 5 4.3 3000 3000 3/4 4 1 6 3 4 5 6 7 8 9 1 0 /1),1 Approved i �L Concrete Cylinder Test Result CF-11 INIA Briggs Engineering & Testing PROJECT: BRIORIOOS\01--c—os XCE(. � NIS / A Division of PK Associates, Inc. PROJECT#: 7c2 L/ (o Date: )7-4—q L. Client: Cement Brand or Class: Approved Mix Design Location: Mix proportions 5.5 'OM LIRE M— LI 1.1 / " (by Wt ) 1 cubic yard LINE 2.0— L. I L1 r--00TINOS Amount Cement lbs. Ticket No.: 5 (05 S Batch Time: 11.4-10 Fine Aggregate lbs. W 5 NOT Strength Delivered: 300034 Coarse Aggregate lbs. W1Ly Strength Required: 3000V ' Water Gals. Set No.: Time of Test: 1Z=40 Water Reducing oz. Truck No.: M9 Load #.: i Air Entraining oz. Number of Cyl.: k C.A. Size: 3 4- Other oz. Slump Air Conte J .Z ASTM C-143 1- ASTM -173 Field Unit Weight • pcf Target: Concrete Temp.: o Air Temp.: a ASTM C-138 ASTM C-1064 Wt) Remarks: Contractor and Jar By whom prepared: AsE,taq producer are both responsible :':5 ,' 101 Concrete Source: �, Q. M • 5 Gals. 20 for added water as per ASTM 70 of water 25 General Contractor 3-• •SCptk-k i5 added 30 C-94. Discharge time limit 8055 35 Storage Location: CN'�0flt�(2 min. max. 90 min. or 300 revolutions. 9Dq Curing Box: Curing Temp. F° CONCRETE SAMPLES FABRICATED AND TESTED PER ASTM C-31 and C-39 28 Day Air Dry Unit Weight: pcf _ Unit Weight As Received: pcf Specimen Date Age Dia. Height Area Density Max. Load Compressive Type/Fracture Number Tested at test_ (in.) _ (in.) (sq.•in.) pcf LBS. Strength PSI (ASTM C-39) a3 A /2 //9 7 Y (o,O" I ,0 c 3 .PJ/, / . Y /'/5 c 9 9O 7 /3 1, 199 28 . I qO, 5 ,'o��S l 4go C 1�1. / „lad'576 44o /2/0, 0 la1,500 1!300 1) • . oar . * ,;(-A/ Approved: ' Concrete Cylinder Test Result CF-11 � ��[BRIGOS' Briggs Engineering & Testing PROJECT: ekc-e_( Cc`.r2p v1/444...,_.......d A Division of PK Associates, Inc. PROJECT#:1 445 1Date: Client: S1oliLx.073 . Cement Brand or Class: Approved Mix Design Location: �.-4 r1,e, ON) au pJ , e' Mix proportions (by Wt ) 1 cubic yard Amount Cement lbs. Ticket No.: 33( 7 g Batch Time: /( 00 Fine Aggregate lbs. Strength Delivered: Coarse Aggregate lbs. Strength Required: SOZ Water Gals. Set No.: � [1� Time of Test: taco Water Reducing oz. Truck No.: 1 Load #.:co Air Entraining oz. Number of Cyl.: 9 C.A. Size: 4- Other oz. Slump V' Air Content 5 z ASTM C-143 (cruet ASTM C-231/C-173 Field Unit Weight pcf Target: Concrete Temp.: sp Air Temp.: coro ASTM C-138 ASTM C-1064 'D Remarks: Contractor and By whom prepared: Dc cal c( tit producer are both responsible :•i S 5 101 Concrete Source: l.ptc t_)2.QIV1e e� RApy Rik Gals. 20 for added water as per ASTM 70 of water Z5 General ContractorSCq�. )( Ni i5 added 30 C-94. Discharge time limit O055 40 � 35 Storage Location: min. max. 90 min. or 300 revolutions. 9DA Curing Box: " Curing Temp. F° CONCRETE SAMPLES FABRICATED AND TESTED PER ASTM C-31 and C-39 28 Day Air Dry Unit Weij ht: pcf Unit Weight As Received: _ pcf Specimen Date Age Dia. Height Area Density Max. Load Compressive Type/Fracture Number Tested at test (in.)_ (in.) (sq. in.) , pcf LBS. Strength PSI, (ASTM C-39) a4111 ra.ly9, 7iY DU' i1o", a8,3 1411,0 7537a a,1070 . b 6 1.4/9? a� /39.9 ./ >389 J4,417o . G i�a. /a9, icy_ r57o 7 l ia,5 Ia(0,�a8 ), L/70 . . . , ,, , L ALL TESTS COMPLETED Approved: %A4 /i: Concrete Cylinder Test Result CF-11 milli IG Briggs Engineering & Testing PROJECT: 6kc.e ,�2 �BR�oos� 1 C�.,� A Division of PK Associates, Inc. PROJECT#: V 4(�'3 jDate:� ��- 7-�t Client: Sc A4Quoti Cement Brand or Class: Approved Mix Design Location: 011-4 r\e, cr.i au op. Mix proportions (by Wt ) 1 cubic yard Amount Cement lbs. Ticket No.: 5. (07 g Batch Time: f/ 00 Fine Aggregate lbs. Strength Delivered: ' ' ; Coarse Aggregate lbs. Strength Required: 3CtZ Water Gals. Set No.: i Time of Test: taco U Water Reducing oz. Truck No.: 1 Load #.:a Air Entraining oz. Number of Cyl.: 4 C.A. Size: 74- Other oz. Slump V� Air Content 5 Z ASTM C-143 (d ASTM C-231/C-173 Field Unit Weight pcf Target: Concrete Temp.: Air Temp.: 610 ASTM C-138 ASTM C-1064 W� Remarks: Contractor and By whom prepared: Dp) c.(571 c 4..ezA producer are both responsible :I 5935 Gals 101 Concrete Source: t,p 32-PJv-eA ReAA' ►A for added water as per ASTM 70 of water 25 General Contracto6CA-M(D t i5 added 30 C-94. Discharge time limit 60 35 Storage Location:z min. max. 55 do 90 min. or 300 revolutions. s04 Curing Box: ‘" Curing Temp. Fc CONCRETE SAMPLES FABRICATED AND TESTED PER ASTM C-31 and C-39 28 Day Air Dry Unit Weight:_ pcf _ Unit Weight As Received: _ pcf Specimen Date Age Dia. Height Area Density Max. Load Compressive Type/Fracture Number Tested at test (in.) (in.) (so:in.) pcf LBS. Strength PSI (ASTM C-39) cz2'1A 0•/4193 7LY (D,1" 1. 0'� J3,3_ 111i3O 7.537g a, 1010 LL 1 1-L/.99 4 1;39.9 a Rai 1 D l/-l1 5 'i. Approved: /t .�Lt' c6 Soils Inspection Briggs Engineering & TestingPROJECT: BRIGGS gg g g EXCEL CORPORATION A Division of PK Associates, Inc. PROJECT#: 72463 INSPECTOR: Steve Reynolds EMP.#: REPORT#: DATE: 12/8/98 CODE: S26 ARR. TIME: 9:00 am JOB HRS.: 3 T.T.: MILEAGE: TEMP.: H L 50F WIND: H L X HUMID.: H L X CLOUDY Briggs Engineering and Testing field engineers took in place density tests. In place density was determined in accordance with ASTM D-2922 and D-3017 for comparison to the laboratory determined maximum density at optimum moisture in accordance with ASTM D-1557 and/or D698. Location: Performed two in place density tests on previously placed structural fill in the north portion of the proposed parking area. Remarks: The fill placed in the above mentioned area was the first lift overlying fabric previoulsy placed in this area. The contractor started placement of on site fill not previoulsy tested. At the request of Ron Jones a sample was taken back to our laboratory for testing. Technician: Steve Reynolds Approved � /4/ Soils Compaction Report PROJECT: BRIGGS Briggs Engineering & Testing A Division of PK Associates. Inc. PROJECT#: INSPECTOR: 6."FEY EMP.#: REPORT#: DATE: re y � j'c CODE: ARR.TIME: JOB HRS.: T.T.: MILEAGE: TEMP.: H L WIND: H L HUMID.: H L SUNNY CLOUDY Maximum Dry Density: 1 Z4.8 Optimum Moisture Content: 4.7 Method of Testing ( Check One) : Sand Cone Nuclear Densometer (� Test Location Estimated Elevation Test Results Req. Min. Moisture Optimum No. Area Teste % Comp. % Comp. Content °/q Moisture % rr�� 4 1 ics1-�h lox gin Arcc. L GBd -(t -4 Q8 , q s 2.8 � 4.'7 Z Tests not meeting requirements: Who notified: Recommendations: Remarks: 1 Technician: 1u / ; Approved ' /O • ;t Soils Inspection magi Briggs Engineering & Testing PROJECT: EXCEL CORPORATION BRIGGS A Division of PK Associates, Inc. PROJECT#: 72463 INSPECTOR: Laureen Kelly EMP.#: REPORT#: DATE: 12/9/98 CODE: S26 ARR. TIME: 10:00 am JOB HRS.: T.T.: MILEAGE: TEMP.: H L 44F WIND: H L X HUMID.: H L X SUNNY Briggs Engineering and Testing field engineers took in place density tests. In place density was determined in accordance with ASTM D-2922 and D-3017 for comparison to the laboratory determined maximum density at optimum moisture in accordance with ASTM D-1557 and/or D698. Location: Please see sketch Remarks: Tests were done after each 12" lift was placed and compacted using a roller. Location #9 was only tested once. All other locations had additional lifts. • AK/ Technician: Laureen Kelly Approved Soils Compaction Report r4 1•1 �� PROJECT: • I BRIGGS Briggs Engineering & Testing .E'xCk ' \Naiiii, , A Division of PK Associates, Inc. PROJECT#: `"\�9 �'3 INSPECTOR: 14 5-Etn -1 11 EMP.#: REPORT#: DATE: _Ci cic CODE: co ARR.TIME: Icyc;019.m JOB HRS.: 1 T.T.: MILEAGE: TEMP.: HOCMc11_ WIND: H 0 le.--N' HUMID.: H CE) 3UNN CLOUDY Maximum Dry Density: C_cj, Q Optimum Moisture Content: G. '13 Method of Testing ( Check One) : Sand Cone Nuclear Densometer k Test Location Estimated Elevation Test Results Req. Min. Moisture Optimum No. Area Tested %Comp. % Comp. Content % Moisture % 1 • rok bc4 - eaLrr1N I. 6,3 S D.6 W Ic) 6. I l0.3 /o Z 4i c- ± L►.-c' •Camkt 55.3 g L: E. 1 3 Tr-r - UiA. - EciLinwt 3 'Ss 3 % . v €. Z LIamr\d 1.uc.- -Cckrmn4.... 5"� .G 1 % . co €. a -.‘tuc , ram. l roc=r j [ AAA sarnH 2_ 5-7.G1 Via J, -'. i SiuC - 'nk' ) 6 • (,6 L .`c CoI Lr'N% 51.(42-1 9n 3 v. 5. 1 ► mPA_ 1 5s 'Tirs-)- Cck4 -CcIrry, 1 , 56. 3 qS. 5 V Co. . rc\red Tests not meeting requirements: N Who notified: Recommendations: Remarks: c.1 t_lDm' r l r <51 y 1), ``I `_ Technician: `1� Approved `/' `a "i IOL l Soils Compaction Report s 10111,1°N6 PROJECT: — BRIG Briggs Engineering & Testing I„,........z..../ A Division of PK Associates, Inc. PROJECT#: 2 u lo3 INSPECTOR:\-?,tiu,u,,,, e_ , k p�'�(L EMP.#: �r� REPORT#: DATE: l'Z-09-C'C% CODE: `e ARR.TIME: Ky Cj f'1'm JOB HRS.: '7 T.T.: MILEAGE: TEMP.: Qs I.c?L WIND: H C)I0-2c)c) HUMID.: H L UNN� CLOUDY Maximum Dry Density: 1 Z . Optimum Moisture Content: Ce.3 Method of Testing ( Check One) : Sand Cone Nuclear Densometer Test Location Estimated Elevation Test Results Req. Min. Moisture Optimum No. Area Tested %Comp. % Comp. Content % Moisture cyo 9 a ,cv Li- A-- 1umI bi.(-) G�. )-1 5°IG Ipi F ( 3C S Y`c - , itl' K) `mac\ Liil- - Un4 1 . 51.0 G�.o v . G . 1 V S ci- I tct I Tests not meeting requirements: Who notified: Recommendations: • Remarks: C11 t 4 ) J\0 4 6 - q n 9 .1. _. FK.QA l(lA Technician: e-, y Approved % /tAjeld W �♦ � SKETCH SHEET 1 .i III Project: :�► - .11111111111111111 B_RIOOS! Briggs Engineering & Testing projects': ��'' A Division of PK Associates., Inc. Date: CD IILMIIIIIIIIIIMIN ' Inspector: DIP.*- t REPORT*: CODE: LAB.: ARR. 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'Jr, =Ertimimirmis. sm. _ EMOILIIIInspector: . Date: f-cj_c 4 APPro 1 .1. tt 1 7 AflfP- E Soils Inspection IIk Briggs Engineering & Testing PROJECT: BI�IGGS EXCEL CORPORATION A Division of PK Associates, Inc. PROJECT#: 72463 INSPECTOR: Matt Skorohod EMP.#: REPORT#: DATE: 12/29/98 CODE: S26 ARR. TIME: 1:30 pm JOB HRS.: 3 T.T.: MILEAGE: TEMP.: H L 45F WIND: H L X HUMID.: H L X CLOUDY Briggs Engineering and Testing field engineers took in place density tests. In place density was determined in accordance with ASTM D-2922 and D-3017 for comparison to the laboratory determined maximum density at optimum moisture in accordance with ASTM D-1557 and/or D698. Location: Column lines 6-10/G-J • Remarks: I observed compaction at the above mentioned location. The area was compacted prior to scheduled rain to prevent excessive absorption of water into the material. Ron Jones was informed of all findings. Technician: Matt Skorohod Approved `/1 tLLI/"�� Soils Inspection widen Briggs Engineering & TestingPROJECT: BRIGGS gg g g EXCEL CORPORATION A Division of PK Associates, Inc. PROJECT#: 72463 INSPECTOR: Matt Skorohod EMP.#: REPORT#: DATE: 12/28/98 • CODE: S26 ARR.TIME: JOB HRS.: T.T.: MILEAGE: TEMP.: H L 40F WIND: H L X HUMID.: H L X CLOUDY Briggs Engineering and Testing field engineers took in place density tests. In place density was determined in accordance with ASTM D-2922 and D-3017 for comparison to the laboratory determined maximum density at optimum moisture in accordance with ASTM D-1557 and/or D698. Location: Depressed slab at 4.8-5.8/4.8-J.8 • • Remarks: All tests met the required job specifications (95%). Ron Jones was notified of all results and findings. Technician: Matt Skorohod Approved _ ` Soils Compaction Report � • BRIOOS� Briggs Engineering & Testing PROJECT: = ,�a_43 A Division of PK Associates, Inc. PROEM: /c23. Yam. J INSPECTOR: c S/�Or4 40/ EMP.#: 220 REPORT#: DATE:1 2,, Z - 2 CODE: (.5c2( ARR.TIME: JOB HRS.: T.T.: MILEAGE: TEMP.: H L 4,C) WIND: H & HUMID.: H diy SUNNY- CLOU a Maximum Dry Density: -...N. Optimum Moisture Content: 5.? Method of Testing ( Check One) : Sand Cone Nuclear Derisometer V Test Location Estimated Elevation Test Results Req. Min. Moisture Optimum No. Area Tested %Comp. % Comp. Content °/ Moisture % 1 4 .e - S. RJ4-Lc --S aD 0.3 bet.s4r► 98.2 % c Z \l/ 1 .1 �S.3 3 l0.Z . , 9g- n . 4 ,- C • • i _ Tests not meeting requirements: X1,40,ry6 Who notified:52yS LA4 Recommendations: I J't'y4-6 Remarks: t Technician: Approved /; Soils Inspection w` di BriggsEngineering Testing g g EXCEL CORPORATION -3 i4I GGS A Division of PK Associates, Inc. PROJECT#: 72463 INSPECTOR: Bill Shea EMP.#: REPORT#: DATE: 12/17/98 CODE: S26 ARR. TIME: 12:30 am JOB HRS.: 4 T.T.: MILEAGE: TEMP.: H L X WIND: H L X HUMID.: low SUNNY Briggs Engineering and Testing field engineers took in place density tests. In place density was determined in accordance with ASTM D-2922 and D-3017 for comparison to the laboratory determined maximum density at optimum moisture in accordance with ASTM D-1557 and/or D698. Location: 10,000 sq. foot section - Line M to R and P to R parameter 2 to 3.6 • • Remarks: Ron Jones was notified of all results and findings. Technic ian: Bill Shea Approved k1i I Soils Compaction Report 1•1 t` j BRIGGS( Briggs Engineering & Testing PROJECT: 6koel 1,y __ A Division of PK Associates, Inc. PROJECT*: 7 a c/(,3 INSPECTOR: g,i/ S�e,4 EMP.#: c-14 REPORT*: / DATE: / _/7 —446 CODE: ARR.TIME: la ; 3 0 JOB HRS.: a,p T.T.: A/ .0 MILEAGE: 9 O RA. TEMP.: H Q WIND:. H IS HUMID.: H Q <SUNNY) CLOUDY • Maximum Dry Density: la y , 1 Optimum Moisture Content: Lie `7 Method of Testing ( Check One) : Sand Cone Nuclear Densometer Test) Location Estimated Elevation Test Results Req. Min. Moisture Optimum No. Area Tested %Comp. % Comp. Content % Moisture % I 1o4od .. , iaO 5ed '/4 o &g., 10,'/ 9 — . 3,5— 4 .7 55,ti Li,Li 14i . 9 sa Li, Li LSD `(4 c:o 7 v , • / 1 4A • Tests not meeting requirements: 6" ,Who notified: Ro N ( 3'.k, Sko4,4,-. Recommendations: rvo,v-e, A" - 41.,'S .L,;,,.._e Remarks: p 1 i -Piss G�►z4(. r'A, • yecs et Technician: -X // ,54,e4 Approved Soils Inspection wad PROJECT: BRIGGS Briggs Engineering & Testing Excel - Hyannis A Division of PK Associates, Inc. PROJECT#: 7 29 3 INSPECTOR: Jason Bates EMP.#: 368 REPORT#: DATE: 12-22-98 CODE: ARR.TIME: JOB HRS.: T.T.: MILEAGE: TEMP.: H 45 L WIND: H L x HUMID.: H L x SUNNYx CLOUDY Briggs Engineering and Testing field engineers took in place density tests. In place density was determined in accordance with ASTM D-2922 and D-3017 for comparison to the laboratory determined maximum density at optimum moisture in accordance with ASTM D-1557 and/or D698. Location: Location was given to me by Ron Jones. He called it the "Parking Lot Area". Remarks: All tests passed. Ron Jones was notified of all results. Technician: Jason Bates Approved �/' / • L ' . is W tv Ail01i Soils Compaction Report .' millicliM IB_RIGGS� Briggs Engineering & Testing � L�`I�L�N(S A Division of PK Associates, Inc. PROJECT* s INSPECTOR: .Z-Pt0N EMP.#: 3ek REPORT* DATE: ( Z-22-98 CODE: ARR.TIME JOB HRS.: T.T.: MILEAGE TEMP.: H166 L WIND:. H L‘// HUMID.: H L✓ SUNNY ✓ CLOUDY • Maximum Dry Density: \2 •a Optimum Moisture Content: & • Z Method of Testing ( Check One) : Sand Cone Nuclear Densometer Test Location Estimated Elevation Test Results Req. Min. Moisture Optimum No. Area Tested %Comp. , % Comp. Content % Moisture %, 1 MiuNd Almp -3 . t -0 °/v 5-2- 0.? R'1-g . � .9 3 99.5 _ 5:4- 5 Cl .� 5- 1 6 _ R52 ` 5 ci 4 v qb,7,. v 51 V 1 Tests not meeting requirements: Who notified: r_..pN,sp S Recommendations: l )O 4 a AT T111. 11111 • Remarks: A,(. -1- 1 PF$9 . o 1-011 Rut L-F1) e* PILL- 'TEST t i-s, Technician: �; /,_ . Approved 2' 1(7/4/.1 J.K.Scanlan Co., inc. 4.11( V bate: .G"Z"7, SCANLANNumber of pages including cover sheet: Company, Inc. To: From: Z//).-.44 y5g ' Ron Jones J.K.Scanlan Co.,Inc. gp Excel Switching Corp. 75 Perseverance Way Hyannis, MA 02601 Phone: Phone: 508-862-3260 Fox phone: Fox phone: 508-862-3517 CC: REMARKS: 0 Urgent EittFor your review ❑ Reply ASAP Please comment hefrS.0 6• 0,1 /u✓ /),604/-, wAy Zd WbSZ:60 6E61 20 'unr LISE29880SI : 'ON 9N0Hd 1 J Nd1Nb0S>11T : 1.40eLl 3 - ��_ ,�)-Y_ C o s • J r t t Bias Sanford Assoc.,Inc. sr 508-747-4300 la 5/6/99 O 10:39 AM D 5/5 sar krd asscciates Excel Bldg. 55 Field Report May 5, 1999 Present: Art Bartlett Douglas Sanford Site Activity: Cutting off bottom leg of existing continuous angles between column K-11.1 and I-1D. The existing masonry wall of Part 'A' along the P line is being removed. Discussion: 1. Masons have completed exterior wall between column M-1-10 and P-11.1. The horizontal coursing was changed for the red color occurring between the lower and upper openings in Stair 1 . Where any additional openings occur, the horizontal coursing shall be maintained. The top of the masonry at the roof does not consistently align with the outside face of the blocking. This will need to be adjusted for proper fit of the gravel stop. 2, In general, the top course of exterior veneer must be mortared to the bottom of the continuous angle at the roof, see details 1 & 2 /A16. To date this has not been done. 3. In some locations the mason has mortared the horizontal joint in the exterior veneer where the continuous angle occurs. This joint should receive sealant not mortar, see detail 16/A16. Remove all mortar from these joints. 4. The protection of the existing SDT in the area of the demolition of the masonry wall at Part 'A' is not adequate. The sheets of particle board have not stayed in place and the SDT floor is exposed and being damaged by the vehicles and debris. If the floor is damaged for 115' in length x 16' (4 sheets of protection) in width, the cost to remove and replace this floor will exceed $10,000. I would expect protecting this floor is significantly cheaper than replacing it. 5. In some areas the Dens-glass sheathing is not installed behind the vertical leg of the continuous roof angle. Where this occurs, the space between the angle and sheathing shall be sealed tight with spray foam. Fill all gaps in continuous angle with spray foam. 6, The continuous steel angle at the roof at column P-10 needs to be coped prior to installation of masonry veneer on the P line. 7, The built-up roof curb along column line 3.5 between P and R, appears to be loose and not fastened tightly to the supporting angle. Correct this situation. 8. Connecting bolts at the south end of roof beam along column line 3.5 have not been completely tightened. DOUGLAS SANFORD ASSOCIATES, INC. •22 CLAY HiLL DRIVE, PLYMOUTH,MA 02360•(508)747-4300 go/Igloo Sanford Assoc.,Inc. Tir 508-747-4300 gt 516199 T 10 38 AM D 4/5 9. The center mullion on door 257 has been damaged and is coming apart. This needs to be fixed or replaced. 10. Many of the dcor frames in the firewall were not installed as discussed during weekly meeting and as indicated on sketch SK22. One face of the frame was to be located 1 7/8" from the face of the masonry so that the drywall could come into the 1/2" return at the back edge of the frame. The other side would then have the drywall return at 90° to the frame. It appears that many of the frames require the drywall to return at 90° at both sides of the frame. Provide the necessary framing around these doors to accommodate that detail. 11 . The masonry walls in the Shipping Dock will be exposed on the interior of the building. The masonry has not been completely installed in this area to reflect an exposed condition. Rework the mortar at the top of the wall along the R line. Rework the joints on each side of column R-2 to allow the masonry to properly adjoin the exposed column, see SK21 . All exposed masonry in this area shall be neat and present a finished appearance. 12. Fill in missing piece of roof deck above column R-2. 13. The top of the firewall between column lines 10 and 11.1 does not extend to the underside of the steel angle as shown in detail 10/A16. Fill in the top of the wall with masonry to the bottom of the angle. 14. JK Scanlon shall review the top of the firewall at all other locations to determine if it extends to the underside of the angle supporting the roof blocking. JK Scanlon to report their findings to this office. Da.476 Douglas K. Sanford Copies to: Ron Jones Jack Dankert Art Bartlett El Ulshoeffer DOUGLAS SANFORD ASSOCIATES, INC. •22 CLAY HILL DRIVE, PLYMOUTH, MA 02360•(508)747-4300 CrAgias Sanford Assoc.,Inc. It 508-747-4300 7E5/6/99 010.37AM D3/5 ' Slink!" iss®ciatts Excel Bldg. 55 Field Report April 28, 1999 Present: Douglas Sanford Site Activity: Steel is being erected between column lines G and I. Exterior masonry veneer being erected between M.1-10 and P-11.1. Framing of interior stud walls underway. Ductwork on second floor is being installed. Work on exterior metal studs continuing. Discussion: 1. Masons have completed first 2 courses of veneer along P line, Lead coated copper flashing is temporarily attached to wall and all joints have been soldered. Dens-glass sheathing will be cut and top edge of flashing will be slipped behind sheathing. 2. In some areas the Dens-glass sheathing is not installed behind the vertical leg of the continuous roof angle. Where this occurs, the space between the angle and sheathing shall be sealed tight with spray foam. Fill all gaps in continuous angle with spray foam. 3, Except for the gravel stop, the roof has been completed between I and P lines. Work looks good. The expansion joint cover above the firewall stops short of the gravel stop on each end. The joint must continue to the gravel stop with a joint in the gravel stop. At the east end of the building the joint shall stop at inside corner near column M.1-10. 4. The rainwater leader adjacent to column Q-3.5 needs to be moved to behind column. The pipe and supporting bracket wants to fall within the drywall enclosure of this column. 5. Interior metal stud wall framing erected for most of area north of firewall. 6. The continuous steel angle at the roof at column K-11.1 needs to be completed at outside corner. 7. Second floor interior stud walls have been erected north of the firewall and are started south of the wall. Generally door frames shall be kept within a couple of inches from the adjacent wall. Doors at second floor toilet rooms must be reworked to maintain the 18" space to the latch side of door. 8. The wall separating VP Office 552-080 and 090 from Aisle 552-062 shall be relocated in accordance with details 2 and 8 /A15. 9. The rigid insulation on south side of column P-11.1 does not appear to be install with proper thickness or pressed tightly between framing members. Remove and reinstall this insulation in proper thickness and to fit tight. 10. Steel post in exterior stud wall adjacent to doors 211 and 237 has not been installed yet. DOUGLAS SANFORD ASSOCIATES, INC. •22 CLAY HILL DRIVE, PLYMOUTH,MA 02360•(508)747-4300 D,4glas Sanford Assoc., Inc. 17508-747-4300 a 5/6/99 G 10'36 AM E 2/5 11. The horizontal brace at 4 x 4 post in Vestibule 551-011 is in the way of the metal stud jamb framing. JK Scanlon will remove the brace and reinstall it per discussion with Richard McKinnon during site visit on April 30. 12. Connections at exterior metal studs have been reviewed by JK Scanlon and have been marked by paint where they require correction. The subcontractor is working on the repairs. 13. Field measurements taken at some areas to review problem identified by JK Scanlon regarding elevation of foundation and continuous steel angles between column M.1-10 and G-10. Doug Sanford to issue sketch on how to make adjustments. Ron Jones to provide measurements from bottom of first floor cont. angle to top of second floor slab between column lines 1-2 and 0- 2. D67,94 Douglas K. Sanford Copies to: Ron Jones Jack Dankert Art Bartlett El Ulshoeffer DOUGLAS SANFORD ASSOCIATES,INC. •22 CLAY NILLDRIVE,PLYMIOUTH,MA 0236C•(508)747-4300 �E, ,n 4 CONCRETE PLACEMENT INSPECTION e c .z Briggs Engineering & TestingPROJECT: Excel Corp. Headquarters !'=���f T � Sg� j� � \tani„.ti A Division of PK Associates, Inc. PROJECT#: 72463 INSPECTOR: Jason Bates ARR.TIME: JOB HRS.: DATE: 4-5-99 CODE: C26 TEMP.: H 41° L 40° WIND.: H L x HUMID.: H L x SUNNY x CLOUDY Concrete Source: L.R.M. General Contractor: J.K. Scanlon Storage Location: Curing Box: Other: Inspection completed as per ACI-301 and Contract Documents. A checklist of major items is presented. All items in non-conformance are either corrected during inspection or noted herein. Detailed inspection of reinforcing for size. quantity, grade, spacing and configuration is reported separately when performed. Preplacement: Weather x Steel arrangement x Temp. x Steel clearance x Forms for general requirements. x Steel cleanliness x Grade preparation x Steel supports x Placement: Concrete placed within limits of ASTM C-94 and Contract Documents. Non-compliance items are either corrected before placement or noted herein. Concrete sampled in accordance with ASTM C-172. ASTM C-94 Limits ASTM C-94 Limits Time Limits x 1-1/2 hrs. max. Temperature x 50-90° F Slump x - 5 " max. Mixing N/A 70-300 Rev. Air content x _ 5 - 7 °A° Density N/A ± 3 p.c.f. Location: Line M-P, 2 - 11 (slab) Remarks: Ron Jones of J.K. Scanlon was notified of all test results. • . Method of placement: Chute Pump x Other Load Arr. Truck No. of Mix Conc.jSlump Air Air Conc. Conc. CA Cyl. Set Gals. Unit No. Time No. Yds. Duration Temp. (in.) (%) Temp. Strength Strength Size Fabr. # added Weight (min ). , ,(°F) (°F) Deliv. Required water, (pcf) 1 7:00 285 11 68 4000 4000 3/4 5 , 2 7:05 287 11 74 4000 4000 3/4 10 3 7:35 286 11 71 - _ 4000 _ 4000 3/4 10 4 7:50 289 11 63 4000 4000 3/4 5 j 5 .8:20 299 11 87 64° 3.5 6.0 40° 4000 4000 3/4 4 1 5 6 8:20 , 285 11 77 4000 4000 3/4 , .i 5 7 8:25 283 11 69 4000 4000 3/4 0 8 8:45 285 11 70 4000 4000 . 3/4 5 9 9:001 287 11 67 64° 4 5.2 40° 4000 4000 3/4 4 , 2 10 10 , 9:201 286 1_ 11 f 56 , _ 4000 4000 3/4 5 n Approved: // % t ' ii: il r - P S . Soils Compaction Report , ��tc�ic�sJ .ii o Briggs Engineering & Testing PROJECT: extra! Cad S'r�.. . m A Division of PI( Associates, Inc. PROJECT*: i 1.461 INSPECTOR: 11 a IN Over REPORT.: DATE: . N1 CODE: ARR.TIME ; p JOS HRS.: T.T.: liga.EAGE ,TEMP.: H L 1i®° WIND: H L HUMID.: H L SUNNY CCIaoupy Maximum Dry Density: 110.4 O•timum Moisture Content: 6.6 Method of Testing ( Check One) : Sand Cone Nuclear Densometer X Tes. Location Estimated Elevation Test Resul Req. Min. Moisture Optimum No. Area Taste* %Corn.. % Corn.. Content Moisture::% IIIt d d I 91,1 e.3 41 n •. LI Is sal II 1 iiiii IIII 1 miliiiiiii Iiiiiii 1 Tests not meeting_ requirements: Who notified: - Recommendations: Remarks: - /� Approved 11' g��u7 i Technician: �'"�-+_. > +r/tN!rr� F rt NACINIth Soils Inspection Briggs Engineering & Testing PROJECT: Excel Corp. Headquarters :::•^r.. A Division of PK Associates, Inc. PROJECT#: 72463 INSPECTOR: Dan Kinan EMP.#: 460 REPORT#: DATE: 4-12-99 CODE: ARR.TIME: 6:30 JOB HRS.: T.T.: MILEAGE: TEMP.: H L 40° WIND: H L HUMID.: H L SUNNY CLOUDY x Briggs Engineering and Testing field engineers took in place density tests. In place density was determined in accordance wi:h ASTM D-2922 and D-3017 for comparison to the laboratory determined maximum density at optimum moisture in accordance with ASTM D-1557 and/or D698. Location: First floor lines J and L. Remarks: All tests met the required specifications. Jack Dankart was notified of all test results. All other line areas were submerged in water or very soggy and will be tested at a later date. Technician: Dan Kinan Approved `� d' Concrete Truck Delivery ( cont.) � �� Briggs Engineering & Testing PROJECT: Excel Corp. Headquarters BRIGGS A Divisior of PK Associates, Inc. PROJECT#: 72463 INSPECTOR: J. Bates EMR.#: 368 REPORT#: DATE: 4-5-99 CODE: C26 ARR.TIME: JOB HRS.: T.T,: MILEAGE: TEMP.: H 41° L 40° 'J4WIND: H L x HUMID.: H L x SUNNYx CLOUDY The following record is of the trucks that arrived at the project site. Control tests of slump, air content density and temperature were completed as often as necessary to insure that the specification limits were not exceeded and to insure uniformity from load. Load Arr. Truck No. Mix Conc. Slump Air Air Concrete Concrete I CA Cyl. Set Gallons Unit No. Time No. Yards Duration Temp. (in.) (%) Temp. Strength Strength Size Fabr # added Weight. (min.) (°F) (F°) Deliv, Required (Water) (pcf) 11 i 9:25 289 j 11 I 88 61° 4 5.6 41° 4000 4000 3/4 4 3 , 5 Location: 12 9'4t) 299 11 87 4000 4000 3/4 0 Location 13 10:20 283 11 85 4000 4000 3/4 10 1 Location I , Location Location f [ t } { ! \ l Location Location 1 - ,- Location T Location Location , Location I . , i 1 Location e • /' A i Approved: wy 7 rr�� e C� ....................................:.:................................ Date: - - / BC A N L A NI Number of pages including cover sheet: G� Company, Inc. To: From: Ron Jones J. K.Scanlan Company, Inc. 3/ / Excel Switching Corp. 44,/ 75 Perseverance Way Hyannis, MA 02601 Phone: Phone: 508-862-3260 Fax phone: Fax phone: 508-862-3517 CC: IMMEMMIlk AllOOMMIMMIT REMARKS: © Urgent For your review ❑ Reply ASAP Cj Please comment /�X,e! J ‘.) e At�� C ite J /F.c,D,e Liz /16.--/Zr ve-1 Signed: R J'bries. J. K. Scanlan Cc., Inc. Zd Wdb2:20 6661 2 'Jdti ZISz?S88©Sti : 'ON BNOHd 1 J Nb'iNt13S>if : WOdd • Daily Report � 0� Briggs Engineering & TestingPROJECT: EXCEL CORPORATE HEADQUAR ERS A Division of PK Associates, inc. PROJECT#: 72463 \a•-grol INSPECTOR: Peter Newell LMP,#: 948 REPORT#: DATE: 3/2 0/9 9 CODE: C26 ARR. TIME: 8:30 am JOB HRS.: T.T,: MILEAGE: TEMP.: H 43F WIND: H L X HUMID.: H L X SUNNY I reported to the above mentioned protect site to perform the scheduled ultrasonic testing of moment welds in building part B. I tested 45 moment connections at the following locations at the roof level: 2 welds at column line P-2 3 welds at column line P-3.6 3 welds at column line P-5.5 3 welds at column'line P-7.3 3 welds at column line P-9.1 2 welds at column line P-10 2 welds at column line 0-2 2 welds at column line 0.3.6 2 welds at column line 0-5,5 2 welds at column line 0-7,3 2 welds at column line 0-9.1 3 welds at column.line 0-10 2 welds at column line M1-2 3 welds at column line M1-3.6 3 welds at column line M1-5.5 3 welds at column tine M1-7.3 3 welds at column line lull-9.t ..... .-... 2 welds at column line M1-10 All work was complete and acceptable per AWS D1.1-96 section 6 and the AISC manual of steel construction. The superintendent, Ron Jones, was notified of all results and findings. • Technician; Peter Newell Approved• 1141 Ed Wdt' :2O BEET ter. '-+dt-+ LISEE98EeST : 'LAN SNOHd 1 3 NtrINl=13S>if : WOJd AAA PROJECT: 44,G,-g-Ny.bte-N/S [BRI GS] Briggs Engineering & Testing _ A Division of PK Associates, Inc. CLIENT: _ ULTRASONIC DATA JOB LOCATION: Jy�N/V/5-/77 > PLANT: FIELD: 1� [DATE:Q3�,e-�� SPECIFICATION: ,S JPROCEDURE: 5,r4,N ,ACCEPTANCE CRITERIA: CALIBRATION DATE: 03-3( --(tit SCANNING EQUIPMENT: JVIAMIA� TRANSDUCER ANGLE: 7d' CALIBRATION BLOCK: aO,SC TRANSDUCER SIZE: ,CC2ac.4, SIGNAL HEIGHT OF TRANSDUCER SHAPE: SG?UAkS- CALIBRATION BLOCK: SO% FREQUENCY: aasryi BLOCK FINISH: /Y! 49NOP MFG. :DENT.: - 7it.,4eiviselU,e/- MAKE & MODEL OF kRAirriciri 7t,E'•..0,841/"orC1 COUPLANT: ,&, Ge‘.. ULTRASONIC EQUIPMENT: t'SK e PART NAME #1: ,,er„-t PART NAME #2: 4,4,4477,L, MATERIAL: S''- I WELD TYPE: .8 644 1 TG 6 WELD SURFACE: %5 ,CU 0 JOINT DESIGN: A//%*v /".172b,.) PLATE THICKNESS: tiy.QBq[J5 WELD LENGTH TESTED: /oV re) DECIBELS DISCONTINUITY z LI • -.1 -.IZ Er. CC _ Q Z J 0 0 X V Q 1 CC - , • r601 I REMARKS: �, ,b 443-/,, 7cY.Pa1,1 s Fra': .294.'I i v? ',r/ft,e7',8;'mod!/.7 711 . / ..6'4 4,„ S4e tdH/�7 gAr-,: `7/12,c 'ca✓ old', TECHNICIAN: !DATE: APPROVED: I ii' (:' ilt,r11.-- 0~0e 03- 0-cti .. .., ./p q .> %,/ N. Ed NdSE:20 6661 EE 'add LIS€ESEKSZ : 'ON dNOHd 1 2, Nd1NdJS>if : WOC:d p CONCRETE PLACEMENT INSPECTION migni BRIO3Sf Briggs Engineering & Testing PROJECT: EXCEL CORPORATION A Division of PK Associates, Inc. PROJECT#: 72463 \--ir-si INSPECTOR: Jason Bates • f ARR.TIME: JOB HRS.: DATE: 3/2 3/99 CODE: C26_ TEMP.: H L 44F WIND.: H L X HUMID.: H L X'ISUNNY Concrete Source: Lawrence Ready Mix General Contractor: J.K.Scanlan Storage Location; Curing Box: NO Other: under blankets _ Inspection completed as per AC1-301 and Contract Documents. A checklist of major items is presented. All items in non-conformance are either corrected during inspection or noted herein. Detailed inspection of reinforcing for size, quantity, grade, spacing and configuration is reported separately when performed. Preplacement: Weather X Steel arrangement X • • Temp. X •Steel clearance • X Forms for general requirements. X Steel cleanliness X Grade preparation X Steel supports X Placement Concrete placed within limits of ASTM C-94 and Contract Documents. Non-compliance items are either corrected before placement or noted herein. Concrete sampled in accordance with ASTM C-172. AST C 4 j.irnitg ASTM C-94 Limits Time Limits X 1-1/2 hrs. max. Temperature X 50.90° F Slump X - 5" max. Mixing N/A 70-300 Rev. Air content X 5 - 7 % Density N/A t 3 p,c,f. Location: 2nd deck line 2.11/M-P Remarks: Ron Jones was notified of all test results. Method of placement: Chute Pump X Other Load Arr. Truck No. of Mix Conc. Slump Air Air l Conc. Conc. CA Cyl. Set Gals. Unit No. Time No. Yds. Duration Temp. (in,) (%) Temp. Strength Strength Size Fabr. # added Weight (min.) (OF) (0F) Deliv, Required . (poi) 1 6:55 285 10 68 _ 4000 4000 3/4 5 2 7:15 287 10 60 4000 ,4000 3/4 5 , 3 7:20 283 10 65 4000 4000 3/4 5 4 7:35 281 .10 85 4000 4000 3/4 5 5 7:40 286 10 66 64F 3 5,5 42F 4000 4000 3/4 4 1 5 - 6 7:45 298 10 90 4000 4000 ^3/4 10 7 8:40 2 10 48 4000 4000 314 5 8 8:45 285 10 50 4000 4000 314 10 9 9:00 284 10 85 4000 4000 ,3/4 10 10 9:10 1283 10 56 1 66F 4 5.8 44F 4000 4000 3 2 5, 11 10;001281 10 50 4000 4000 31 i / Approved: 1 v} : dt� 6 ti. Pd l~dSE:20 66E1 2E 'Jdd LTsafseeesi : 'ON 3NOHd 1 0 Nt7.1iNli0S>lf : NObd ---- Date: �lf- fp SCANLANNumber of pages including cover sheet: .Company. Inc. To: ,---, From: Ron Jones . ,4, C. 417° 4e. J. K.Scanlan Company, Inc. Excel Switching Corp. 75 Perseverance Way Hyannis, MA 02601 Phone: ! Phone: 505-862-3260 Fax phone: Fax phone: 508-862-3617 CC: . i REMARKS: ❑ Urgent 4 For your review D Reply ASAP El Please comment �%�0:C 8 5/./: /4 4 Gib?.4 A—, c...Z ..‹./e<sGi✓rL /91,0q4,T I- / 4,, W-‹ /9,e0e,s-",-) ,-,,,e,4,4 3 ,09/e Aci/ifi, 7/0,4).5 4.-Z r°bP e if Signe _ ,� 0.« _ Ron Jones J. K. c�S avian Co. Inc. Id WdVO:TO 6661 6Z '-idb 1_Ls22seeesI : "ON 2NOHd I O NdiNbaS>if NOdd AEMENEMEW MENSiMENEI Cover Sheet F-41Pwr""th R'GG Briggs Engineering & Testing Project:Excel �^ A Dives on of PK Associates, Inc_ Project#: 72463 Ins•actor:Marc P.Guernon Em•.#: 210 TReportff Date: 3/23/99 Code: Arr.Time: Job Hrs.: T.T.: Mileage: Tem..: Wind: Humidity: No. of Pages to this Report:. 1 No. of Sack Up Pages to this Report 0 As requested, I proceeded to the above named project site for the purpose of performing a steel inspection. On this date, I inspected the high strength bolted connections, the bar joists & bridging, also the moment welded connections along the second floor frame. Boning I inspected the boiled connections between lines M to I, 7 to 11. At this time, I found a few loose bolts and two missing bolts. Ail other connections were found to be acceptable. The following locations need correction. 1. Loose bolts columns M/8, M/1O, M/11,1, J/10. 2. Missing bolts column K/9. @atJoists and Bridging In addition to the bolts I examined the bar joist welding and the bridging in the same area as the bolting. • I found that all the joist welds were installed at the bearing plates and the welding was of proper size and quality. in addition, I found :he bridging to be installed correctly as per plan. Moment W,,,,gt8 Also performed on this date was the ultrasonic testing of the moment welds at columns between M to K, 7 to 11; and J/10 (top flanges only). At this time, one weld was found to be rejectabie. The location of that weld is K/10. All other weld's were found to be acceptable with no discontinuities noted. • In conclusion, all tests and inspections were performed in accordance to the AWS 01.1-96 Welding Code and the AISC Manual of Steel Construction. • • Inspect- . A Date: 4pprov Ed LJdt%G:TO 2621: ST LTS�OS88PST : 'Oh BhiOHd I 3 Nb'iNdJS7!f : WOeid fillii.N.;.... ULTRASONIC REPORT I5R1®IOS Briggs Engineering&Testing PROJECT: Excel Corp. A Division of Pi(Associates,ing, CLIENT: Excel Corp. ULTRASONIC DATA JOB LOCATION: Hyani ns, M A, PLANT: FIELD: X IDAtE 3/23/99 SPECIFICATION: AWS 01.1 _PROCED DRE AWS 01.1. ACCEPTANCE CRITERIA: AWS D1.1 CALIBRATION DATE: 01/05/1999 SCANNING EQUIPMENT: Pulse/Echo TRANSDUCER ANGLE: 70° CALIBRATION BLOCK QSC __ TRANSDUCER Sim': .625 x .625 SIGNAL HEIGHT OF TRANSDUCER SHAPE: Square CALIBRATION BLOCK 50%FSH FREQUENCY: 2.2:5MHz BLOCK FINISH: Smooth ___I MFG.IDf=NT,; Harisonic MAKE&MODEL OF Sitescan 130 .. COUPLANT: .Uit-a ®' ULTRASONIC EQUIPMENT: . PART NAME#1: Column PART NAME#2: Beamn MATERIAL: ASTM A$72 gm.50 WELDTYPE: Moment WELD SURFACE; Clean JOINT DESIGN: Single Bevel . PLATE THICKNESS; Varied WELD LENGTH TESTED: Varied ,. _„ DECIBELS DISCONTINUITY - I i tli 6 O z B z O U E P z Q a r E p ). U ---. 1 K/10 1 E4 59 2 3 0.5 1.9 0.56 0 5.5 A X I . • ...r.,.. ,.— I 1 -. REMARKS: TECHNI N ATE:9 4.�f� JAPPRoj )J,.. . J D ll,,, L.„.. ...N i .62:6‘,4,,.... .........,.......".".T el r . cd NdS0:TO EE6 4 8T '-Jdd L 1S£zseeoST : 'ON 2NOHd 1 3 NHfNbb3S>if : LdOdd 1 I • Cover Sheet ` ' Briggs Engineering & Testing Project: Excel 11314116013 A Division of PK Associates, Inc. IProgect# 72463 inspector:Marc P.Guernon Elttp.*: 210 jReport# Date: 3/9/99 Code: Arr. Tirne: Job Hrs.• T.T,• Milea e: :re m0.. • Wind: Humidity: No. of Pages to this Report 1 rNo.of Back Up Pales to this Report: 0 As requested, I proceeded to the above named project site for the purpose of performing a steel inspection. On this date, I inspected the high strength bolted connections, the bar joists & bridging, also the moment welded connections,along the second floor frame, Bolting l inspected the bolted connections between lines M.1 to P, 2 to 10. At this time, I found two loose bolts, one at column 0/3.6 & one at C/5,5. Ail other connections were found to be acceptable. Bar.gists and Bridging In addition to the bolts I examined the bar joist welding and the bridging in the same area as the bolting. I found that all the joist welds were installed at the bearing plates and the welding was of proper size and quality, The bridging had one section of X-bridging missing on 5.S line between 0 & P. All other bridging was installed correctly. Moment Welds Also performed on this date was the ultrasonic testing of the moment welds at columns along P line from 2 to 7.3, 0 line 2 to 7.3, M.1 line 2 to 9.1 and N,'2. (top flanges only). At this time, all the welds were to be acceptable with no discontinuities noted, In conclusion, all tests and inspections were performed in accordance to the AWS D1.1-96 Welding Code and the AISC Manual of Steel Construction. • Inspe er: Date: Approv:j : • td.wdse:te EEET ET .4db L1 seeesT : 'ON SNOHd 1 0 Nb'lNd0EN1f ,sw , r , Concrete Cylinder Teat Result CF-11 I B R I efi Briggs Engineering & Testing PROJECT: E.f.G€1.--- 410 1440, A Division of Pi(Associates. Inc. PROJECTS: 7 /l�3 Dale, • Z_ l 7 Client: • Cement Brand or Class: Approved Mix Design Location;.,, Mix proportions 7t4T2DtGK 1.41NE Z-10/M— (by Wt ) 1 cubic yard _ Amount Cement lbs. Ticket No.: 5'_ �,_ Batch Time: B Pine A..r=•ate lbs. Stran. h Delivered: I r/It Coarse Aggregate lbs. >-c� Strength Requiregt: 4000 % * Water • Gals. A0"1( Set No.: 44 Time of Test Q. Z Water Reducing oz. Truck No,: Load f.: _1.0 Air Entraining oz. Numbs of I.: i C.A.Size: '3 - Other oz. Slump Air Content •=- / ASTM C-143 A-- ASTM 173 Field Unit Weight poi i arget: Concrete Temp.: b 60 Air Temp.: +� ASTM C-138. ASTM C-1064 _ Remarks:,.Contractor..and :.+ By whom prepared: Z . ptoducar.are_botb.tesponeibie. .... . . ` 1 Concrete Source: 11 t . TM °l ate, for acid ., water as r AS .. , � added 25 Cianela! Contractor � C-94.. Discharge �.. .. rge time limit 35 Store a Location min. max. •1 . g S 90 min. or 300 revolutions. Curing Box: Curing Temp.F•° CONCRETE SAMPLES FABRICATED AND TESTED PER ASTM C-31 and C-39 28 Da Air D Unit We'•.ht: •of Unit lAlei. As Received: •ct Specimen Date Age Dig Height Area Density Max.Load Compressive Type/Fracture Number Tested at test in. in. s•. in. 'cf LBS. Stren• h PSI ASTM C-39 MI ggir", glIMPlia IPTA, EIRP. d . rnglitiflifiZeill. illrailli ' En ..i r a$ IiiiiniiiiiiiinTan illE LI II lAiLla is: . MWMINIMMmilmmWN hi I) _;" I Approved: r'fro ill/. Sd 6ldse:to 6661 8t %lab LTS8OS888S1 : 'ON SNOHd 1 O Nt-1Nd3S'if : WOdd Concrete Cylinder Teat Result Cil°-11 Briggs Engineering & Testing PROJECT: E 3. A Division of PK Associates, Inc. PROJECTS:e: T24 (Date: 3•21°�I � Client: Cement Brand or Class: Approved Mix Design Location: Mix proportions ,., op,D6cie. 2. Vivi-•P (by Wt ) 1 cubic yard Amount Cement lbs. Ticket No.; 5 Batch Time: '7 = 1+ pine Aggregate , lbs. 'DOSS 14 01 Strength Delivered: 4000 3/4. Coarse Adgrvate lbs. APPL1Strength Required: /k Water - Gals. Set No.: k Time of Test: $=Qt Water Reducing oz. Truck No.: 9(0 Load it.: G Air Entrainlnj oz. Number of Cyl.: 4• . . CA.Size: 3/d Other oz. Slump Air Conte 5 ASTM C-143 5 ASTM •_"_ 173 Field Unit Weight pct Target: Concrete Temp.: Air Temp.: 0 ASTM C-133 ASTM C•1064 w "'� Remarks: Contractor and '* hom reared: 'a-- laA.Tf. 10 producer are both responsible A:` Gals. 1 Concrete Source: L. • •IV1 • for added water as per ASTM 70 of water t5 General Contractor . • 4 L 11ot• added 30 VN C 94. Discharge time limit 80 g Storage Location: min. max. 90 min. or 300 revolutions.- '1 Curing Bo c Cuitng Tervt — CONCRETE SAMPLES FABRICATED AND TESTED PER ASTM C-31 and C39 28 Day Air Dry Unit Weight: _ •cf Unit Wel• ' As Receive,: •cf Specimen Date Age Dia. Height Area Density Max.Load Compressive Type/Fracture Number Tested at test In, in. s., in. ii•ct U3SS, Stren• h PSI ASTM C-39 r. 4 0• )4 , ' I .0 . 1 a , • M� ',� gi A a MINIM s • mil Of 0 IIM I In ' . /44 I ,�4� Apprqved: _ / y Sc Wd.2:TO EEEZ 8ti '-+d b3 b ZTS0ES88OST : 'ON 2NOHd l 3 NbTNSNf : L10dd rr Solis Inspection Briggs Engineering & Testing PRGJECT: faCEL CORPORATION A Division of PK Associates, Inc. PROJECT#: 72463 INSPECTOR: Steve Reynolds EMP.#: AEPO.RT#: DATE: 12/1/98 CODE: $26 ARR.TIME: 8:30 am JOB HRS.: 6.$ T.T.: MILEAGE: TEMP.; H L WIND: H L HUMID.: H L Briggs Engineering and Testing field engineers took in place density tests. In place density was determined in accordance with ASTM D-2922 and D-3017 for comparison to the laboratory determined maximum density at optimum moisture in accordance with ASTM D-1557 and/or DEng. Location: Started placement of structural fill along the interior of previously placed foundation wall for the proposed building. • Remarks: Each lift placed in these areas were compacted with a vibratory plate compactor. Location and results of each test are shown on the attached sheet. • Technician: Steve Reynolds Approved / tki, a s Wdat:TN 666T 8T *add L Tsz0seeesi : `ON Sh}OHd 1 3 Nb-INb'JSi11- : NObd Soils Compaction Report rai ells "e" ,..—. [8RI G 1 Briggs engineering etTe.tirtg PROJECT; i��rct:L E" R v A tERI, tt V A Division of PK Associates, Inc. PROJECT#: 7Z4�3 INSPECTOR: 6.1ie.Y 1..4, L". EMP.#: REPORT#: DATE: 1.2r l L 1Qa CODE: APR. TIME: 8 30 JOS HRS.: Co t 2. T.T.: Z. MILEAGE: TEMP.: H L c'O WIND: CD L HUMID.: 0 L SUNNY CLOUDY II Maximum Dry Density: 12A• $ _ �� Optimum Moisture Content: 4-91 Method of Testing ( Check One) : Sand Cone Nuclear Densometer Test Location Estimated Elevation Test Results Req. Mire Moisture Optimum o, i Area Tested , %Comp. ..._% Come, Content % Moisture % .Af.org3 LisitA5 S _ q5 -4. 4,7 , 4. P .-- .,. 1 Foe4rrt . CL 4. ! 55$8 9s. 2 4 .0 .. CL 7.3 qq.3 4.2 . : , rye CL IO J t t '" P,.n J oo o il 5d.1 ,_ qq.8 ' 44 L t c to $G, Ctgl7 3.8 Az-a-, " CL P 0 4 7.3 6,ca . ' . en.8 . 3 5 i CL i O� 5.s-L.,4, .�.� 54. . . 44•�a S.2. to s g c� I Le l�3 so sc 111 ka i, l4.G — :Z. , t311 F 4 t 0 /7.3 Sa :41 i o A. .. 14 ' rQ® _0 /5.6' I . B F ICO.° 4.$ i 11.G a • b.0.c �• , Tests not meeting re uirements: ilk Who notified: 8 Recommendations: Remarks: 4 21totida-t4_, II_e,f ..,,... t Technician: ApOtovedvily I IMF ifi/ 8d Nd80:T8 E661 ET '-4d8 .TSz2988GSt : 'ON 8NOH,d I 3 NbiNt9S�t : NOLJd I Soils Compaction Report .4111 [BRIGGS, Briggs Engineering &.Testing PROJECT: EXCEL. CORP WEAoQoAF�TE C ^� A Division of PI( Associates. Inc, PROJECT#: 7 4✓4 3 ^ INSPECTOR: 6.•RtrY 14cc tzt EMP.#: REFORM: }DATE: a/j Ma CODE: ARR.TIME: a sea JOB HRS.: Ce Ya. T.T.: MILEAGE: TEMP.: H L WIND: 0 I HUMID.: H L SUNNY CLOUDY Maximum 0 0ensit : 2.4. ,8 Optimum Moisture Content: 44.1 Method of Testing ( Check One) : Sand Cone Nuclear Densorneter; Test Location Estimated Elevation Test Results Req. Min. Moisture Optimum No. Area Tested %Corn.. °A) Corn.. Content Moisture % crimanamimis .` 57.o cr85 r•,QP 4-1 • .n 1' t. y &UT .r:: 41.,, io 1 .1[ 4 K4l,_ IC0 5.'Z6 ge.2. M 700 - Ift RI �� IMMO . • 111111111111 ■ - Tests not meetini re•uirements; Who notified: .,.r r„; Recommendations: Remarks: Technician: cS4 e. Aterik8 Approved Ed Wd60:19 6661 81 'Jdb LTSEESBo89ST : '0N 2NOHd I NH7Nb0S:11 : I4O6d r Daily Report Briggs Engineering & Testing PROJECT: EXCEL CORPORATION HEADQUARTERS BRIGGS A r A Division of PK Associates. Inc, PROJECT#: 72463 INSPECTOR: Bruce Hauschel EMP.#: REPORT#: DATE: 4/1/9 9 CODE: S26 AIR.TIME: JOB HRS.: T.T.: MILEAGE: TEMP.: II L WIND: H L HUMID.: H L I reported to the above mentioned project site tc perform the scheduled structural steel inspection. Part A roof moment connection welds (tops only) were ready for inspection. ultrasonic testing was performed at locations: M/10 west; M!0 east and west: M/8 east and west; M/7 east, west and south; M/6 east and west; M/5 east and west; M/4 east, west and south; M/3 east and west; M/2 east and south; '.K/10 north and south; J/10 north and south; 1/10 north; L/2 north and south: K/2 north and south: J/2 north and south; 1/2 north; K/4 north and south; 1/4 north; Kr? north and south; 1/7 north. I also inspected M/10 south (top and bottom flanges). An inspection was performed at the bottom flanges at the end floor part A locations: M/4 south, K!4 north and south, 1/4 north, M/7 south, K/7 north and south, The bottom was not welded on 1/7 north. All welds had no rejectable insdications and were inspected according to AWS D1.1. • • • Technician: Bruce Hauschel Approved fit!) ETd kdE[:T6 666T ET '-idt L Tc2ESE8a 1 : T N 2NOHd 1 Ntlt—k35 XI : WL�dd Cover Sheet Briggs Engineering & Testing Project Excel A Division of PK Associates, inc. Project#: 72463 Inspector: Marc P.Guernon E p#: 210 'Report# ,Date: 4/9/99 Code: Arr. Time: Job Firs.: T.T.: r Mileage; Temp.: +Wind: Humidity: No. of Pages to this Report: 1 No. of Back Up Pages to this Report 0 As requested, I proceeded to the above named project site for the purpose of performing a steel inspection. • On this date, I inspected the metal deck of the floor frame between lines M to I, 2 to 11,1. At this time, all the welds were found to be installed correctly and the deck is acceptable. in addition, the deck was , aligned properly and undamaged. Deck is now ready for a concrete placement. In conclusion, all tests and inspections were performed in accordance to the AWS D1.1-96 Welding Code and the AISC Manual of Steel Construction, • • • • Inspec . Date:441,- Approved: Etc' Wd3T:ii 6661 81 %Adel ZTSSz888OST : 'ON 3NOHd 1 Nb7NUDS1>If : WOdd FROM : JOE SIX PACK PRODUCTIONS PHONE NO. : G03E592749 Apr. 02 1999 09:22AM PS ULTRASONIC RSP ' L �SX� r�.z;.':.3 8rlggsa 8segimaring&Testing PROJECT: " ` `t ' 4 ghvgi'at Me AMOCI O4 or ''CU ;,. q DATA ' J UIT Y R C DATA .. +� .,� ke. R A TIIy,• _ —...... LANT: , , llir ► T •� 9PECIPICATIoN. F_V•' 'zN • "". ANDS CRIEt r .. jCALISSATIQN PATE: S•-P.m -`ls f=• .j.t. 0 Si, M_ • _ CALI ' ,.• y TRANSDUCER aiza. ao- .4%. SIGNAL HEIGI-T OF 4 10 C Dr-lilac l TRANSDUCER SHAPE: ka 0 v MFG.(DENT.: IfN.IE ` MAKE&MODEL OF t S USK I S 00 . NT: ULTR.NVMQEQUIPMENT; Stet 9 ibt -rg$ ART NAME%: ltatAAtb ca.'s teAi MATERIAL: C/5 WELD � TA: �~s!d PE4 '.� ,BELL SURFACE: __4 ►.4i SID C N: aui THICKNESS. WELD LENGTH TESTED. iooft ZSCISFILS DISCONTINur 3 1 ; ? ' 1 z I 5 _ . a t t 0 g 1 IA, :; L %:_ - S , � 140 + _ ■PEA! i I ' 11111111111i1111i i 6 la TECHNICIAN DATE:.. lid [Adel:TO 6EET ET •-+dd LIS2E9SEEGT : 'ON 9NOHd J. Nb1Nt+0ENit : NOeid DATE JOB NO. WALTER A.McKINNON ASSOCIATES Apr CT CCT 2, 1999 9869 T 278 Washington Street•Weymouth,MA 02188 Excel 781.331.5898 • FAX: 781.331.2811 LOCATION 75 Perseverance Way Hyannis CONTRACTOR OWNER Barnstable Building Department 367 Main Street PRESENT AT SITE Doug Sanford,Architect,Ron Jones,Art Bartlett Hyannis,MA 02601 THE FOLLOWING WAS NOTED: Structural steel was in place, except for the bay between lines G and I, and the loading dock area. Both anchor bolts at column P 10 are not long enough. Fill the base plate holes with plug welds to the anchor bolts. The masonry wall at the M line was in place from the first to second floor with the work being continued from the second floor to the roof. North of the M line the interior grade had been compacted and was ready for the slab on grade. The moisture barrier and wire mesh were being placed, lapped and wired as required. North of the M line the second floor slab had been placed. Adjacent to the P line the pour stop had been improperly secured and gave way. This resulted in a rough uneven edge so the slab was saw cut back to the beam center line. The metal floor deck is in,place and adequate. Weld 6 studs to track. Install new pour stop at floor deck and studs. Add a bonding agent to the cut depth of the slab. Place a new 4" slab, approximately 4" wide along the P line. Steel studs at exterior walls had been erected. The veneer relieving angle was in place at a few locations. Received first test report from Briggs, dated March 23, 1999. The report covers high strength bolts,bar joists, bridging and moment connections. The area between M to I lines from 7 to 11 at the second floor are covered. *mum& FIELD REPORT Copies To: MeIGMON #12174 9cc_1264) ot:._744 smucTustAL ua Walter A. McKinnon «Douglas Sanford Assoc.,Inc. 508-747-430C n7418/99 G.)10:07AM D214 sanft)rd asscciatts Excel Bldg. 55 Field Report March 31, 1999 Present: Ron Jones Douglas Sanford Site Activity: Masons laying up second floor of firewall, metal stud framing of east side of building continuing and starting on west side, installing horizontal section of roof drain to building 45, removing existing temporary wall at building 75, welding roof joist on bay south of firewall. Discussion: 1. Reinforcing bars have been place in the first floor of the firewall using high lift grouting method. Ron has verified the requirements of this procedure with Walter McKinnon. 2. Much of the steel stud framing has been installed on the east side of the building. The lowest sheets of Dens-glass have been started on Stair 1. Screw spacing appears to be in accordance with specifications. 3. A few of the continuous steel angles have been tack welded in place. Most do not extend to the corners of the building and will need additional pieced welded on. 4. Under slab conduits have been installed north of the M line. 5. Framing of exterior wall along P line is substantially complete. Fire blocking at the roof level of building 45 has been installed. The missing studs adjacent to the columns which Art Bartlett noted have been installed. However, these stud are not the specified size and gauge and must be replaced. Provide the required anchor at the top of each stud. 6. The second floor slab at the doors in the firewall have not been done according to sketches issued. Where 2 layers of mesh were not used, dowels shall be installed. 7. Roof decking has been installed north of firewall, 8. The second floor slab along the P line did not hold at the pour stop and was cut back by 6" +1. Ron shall discuss with Walter McKinnon the procedure to refill this area. 9, The rigid insulation at the columns has not been installed on the wall along the P line. This must be install at the exterior face of the wall, be tightly fit and be 3" thick. The Dens-glass must be removed for proper installation of the insulation. 10. Some of the fasteners to the second floor beams south of the firewall on the east side have been installed. Art indicated that the screws must be removed until the second floor slab in that area has been poured to allow for the deflection. DOUGLAS SANFORD ASSOCIATES, INC. •22 CLAY HILL DRIVE, PLYMOUTH, MA 02360•(508)747-4300 Douglas Sanford Assoc.,Inc 508-747-430C ra418/99 CD 10.06AM D 1/4 11. Second floor decking has been installed between column lines J and M. 12. The continuous steel angle at the head of the window does not allow enough overlap with the steel studs to weld as previously discussed. Doug will follow up with Walter McKinnon to find an acceptable solution. „Di-74 -7--(14,../.41/ 1 Douglas K. Sanford! Copies to: Ron Jones Jack Dankert Art Bartlett El Ulshceffer DOUGLAS SANFORD ASS DCIATES,INC. •22 CLAY HILL DRIVE,PLYMOUTH,MA 02360•(508)747-4300 Douglas Sanford Assoc.,Inc. 'it508-747-4300 Ei7418/99 ©10:09AM D4/4 sarkr1 asscciates Excel Bldg. 55 Field Report April 7, 1999 Present: Ron Jones Douglas Sanford Site Activity: Drainage structures being installed in new parking lot on west side, masons laying cmu wall at loading dock area, masonry anchors being welded to steel frame for compactor doors, new tube column at shipping dock being installed, flashing and Dens-glass sheathing being installed on east side of building. Discussion: 1 . A cold formed joint has been made in the first floor slab along the P line, The mesh at the joint is laying on top of the vapor barrier and is not in the middle of the slab. All future joints shall support the mesh in the proper location. 2. Some of the exterior metal stud framing has been completed along the 2 line. Several of the 6T20 tracks at the head and sill of the windows have splices in them. JK.Scanlon shall verify in writing with Henry Bishop & Son that a splice is acceptable and how it should be made or replace the splice with a single track. 3, The 3 x 3 tube support below the window walls adjacent to doors 211 and 237 have not been installed. I discussed this with Ron and he is having them fabricated. 4, The temporary enclosure of building 75 has been completed. 5. Slab on first floor north of the M line has been poured and control joints have been cut. JK Scanlon shall have some cores taken, primarily on the east side, to verify the mesh was pulled to the center of the slab. Joint filler was used along the P line toward the east end. This was not to be used and will have to be removed. 6. Sprinkler pipes have been laid out in preparation for installation on first floor north of M line. 7. The Dens-glass on Stair 1 has been substantially completed. The continuous steel angles are not joined at the corners. Pieces need to be butt welded and coped to the adjacent angle. JK Scanlon will coordinate this with Walter McKinnon. All butt welds shall be field coated with galvanizing. 8. In most areas tile continuous steel angle has been temporarily attached and the flashing and Dens-glass sheathing installed. Care must be taken when welding the angles at each stud to not burn through the flashing. If any flashing is damaged, it will need to be replaced, DOUGLAS SANFORD ASSOCIATES, INC. •22 CLAY HILL DRIVE, PLYMOUTH,MA 02360•(508)747-430C Douglas Sanford Assoc., Inc. sr 508-747-4300 W418199 C 10 08 AM 314 9. Where gaps between the bottom of the continuous angle and the Dens- glass occur (second floor along 0 line), they will need to be closed with strips of Dens-glass. 10. A few locations on the east side of the building do not have the rigid insulation in front of the column installed properly. The insulation shall be cut neatly to fit snugly and be made up from continuous pieces with a minimum of 3" thickness. Where it is difficult to fit the insulation tightly, use spray foam to seal the space. 11 . The firewall has been completed to the roof, According to Ron, all the required reinforcing has been installed. 12. The second floor doorways in the firewall have been drilled with dowels installed for placement of slab. 13. Not all of the required fasteners have been installed yet at the top and bottom of the exterior wall along the P line. 14. The pour stop at the edge of the second floor at Stair 1 has deformed into the stair opening. Ron to check if this slab will need to be cut back to install the wall properly. (.7)774 �L Douglas K. Sanford Copies to: Ron Jones Jack Dankert Art Bartlett El Ulshoeffer DOUGLAS SANFORD ASSOCIATES,'INC. •22 CLAY HILL DPI VE,PLYMOUTH,MA 02360•(508)747-4300 • o 780 CMR: STATE BOARD OF BUILDING REGULATIONS AND STANDARDS la STRUCTURAL TESTS AND INSPECTIONS 701 1705.3.1 Building permit requirement: The 1 5.4 Inspection oftabricators:Where fabrication .- ' permit applicant shall submit the program of 'of structural loadbearing members and assemblies is structural tests and inspections prepared by the b g performed on the premises of a fabricator's SER as a condition for permit issuance This p, structural inspection of the fabricated items ,, I program shall include a comN. 4plete list ofshill be required. The fabricated items shall be materials and work requiring structural tests and cted as required by 780 CMR 1705.0 and as ti inspections by 780 CMR 1705.1,the inspections elsewhere in 780 CMR. to be performed and a list ofthe indi • 1705.4.1 Fabrication procedures: The special approved agencies and firms intended to be inspector shall verify that the fabricator maintains retained for conducting such inspections. 9 detailed fabrication and quality control procedures 1705.3.2tit ' Repo, requirement: A final re/rt which provide a basis for inspection control of the stating that - pro f, f�r�u"ctural tagand workmanship and the fabricators ability to echo,, has been satisiac ri mpleted conform to approved drawings, project -/ e submitted to the owner and the building specifications and referenced standards. The official by the SER prior to the issuance of the special inspector shall review the procedures for certificate of occupancy. As construction completeness and adequacy relative to the code progresses, inspection reports and records of requirements for the fabricators scope of work. tests and measurements shall be maintained by 1705.4.2 Procedures implementation: The the SER When these records are requested by structural inspector shall verify that the fabricator the building official, they shall be submitted is properly implementing the fabrication and promptly, in accordance withpr ocedures established bythe buildingofficialquality control procedures outlined in 780 CMR prior to the 1705.4.1. k1\1\ start of construction. When deviations from tion: SbuStructuralnal' design requirements are determined during tests inspectionsas required or inspections, the SER shall promptly by 780 CMR 1705.4 may be reduced by the report SER where the fabricator maintains an if\t\i° such to the contractor for correction. If the contractor fails to correct any reported deviation, agreement with an approved independent it shall be reported to the building official bythe inspection or quality control agency to conduct periodic in-plant inspections at the fabricator's plant, at a frequency that will 1705.3.3 Alternate SER: If the SER cannot assure the fabricator's conformance to the continue with the project,the owner shall retain requirements of the inspection agency's an alternate qualified registered professional approved quality control program. engineer to review the design and assume the full responsibilities of the former SER 1705.5 Steel construction: The structural inspections for steel elements of buildings and 1705.3.4 Performance specifiactions:The SER shall identify in the programtrough 17hall be as required by 780 CMR 1705.5.1 ' ofstructural tests through 1705.5.3. and inspections submitted with the building permit application, any structural elements or 1705.5.1 Inspection of steel fabricators: The systems that the SER has specified to be permit applicant shall provide structral designed by another registered professional Inspection of steel fabricated items in accordance engineer. The SER shall review the design of with the provisions of 780 CMR 1705.2. these structural elements or systems and shall Exception: Structural inspection of the steel include them in the program of structural tests fabrication process shall not be required where and inspections the fabricator does not perform any welding, 1705.3.5 Waiver of structural inspection by the thermal cutting or heating operation of any SER: Where, in then opinion of the SER any kind as part of the fabrication process.In such portion of the contractor's quality control cases,the fabricator shall be required to submit Program meets the inspection and test a detailed procedure for material control which requirements of 780 ClifR 1705, the SER may demonstrates the fabricator's ability to maintain reduce the speeifed quality assurance structuralsuitable records and procedures such that, at inspection and test program following approval any time during the fabrication process, the by the building official Mien this is done the material specification, grade and mill test final inspection report shall also include reports for the main stress-carrying elements reference to the results of those inspections and bolts are capable of being determined. performed by the contractor. As construction 1705.5.2 Material receiving: All main stress- Progaoro of inspections ' and carrying elements, welding material and bolting measurements shall be submitted to the SER material shall be inspected for conformance to and if requestal to the building official Table 1705.5.2. I ' 9/19/97(Effective 2/28/97)-corrected 780 CMR-Sixth Edition 303 DATE JOB NO. WALTER A.McKINNON ASSOCIATES March 11, 1999 9869 PROJECT 278 Washington Street•Weymouth,MA 02188 Excel 781.331.5898 • FAX: 781.331.2811 LOCATION CONTRACTOR OWNER Barnstable Building Department PRESENT AT SITE 367 Main Street Ron Jones Hyannis,MA 02601 THE FOLLOWING WAS NOTED: Perimeter foundations had been placed. Interior footing were in place with anchor bolts. North of the M line the steel columns,beams and joists had been erected. The structural steel had been plumbed and connections bolted or welded as required. A discussion was had with the welder and the job super concerning the back-up bars at the moment connections. The second floor metal deck was being welded in place. South of the M line, structural steel had been erected from the 6 line to the 11 line. Steel has not been erected between I line and the existing building. Discussed with Ron Jones the replacement of column R2 with a new column capable of supporting a jib crane. Discussed the approval of the field connections by the testing agency. According to Ron Jones the connections have generally been acceptable. • A. � � FIELD REPORT Copies To: *ALTER McnietON #12574 t (-) STRUCTU ' � + ' Walter A. McKinnon r Douglas Sanford Assoc.,Inc. It 508-747-4300 Wi 3/12/99 (3)12:06 PM D 118 DATE: Friday, March 12, 1999 TO: El Ulshoeffer, Hyannis Bldg. Dept. MEMO ARCHITECTURAL FIELD REPORTS FOR 41:1( FAX' 508 790 6230 EXCEL SWITCHING CO., HYANNIS,MA AS REQUESTED. FROM: Douglas Sanford Assoc., Inc. 11111111 PAGES: 8 Douglas Sanford Assoc.,Inc. 8S 508-747-4300 a 3/12/99 012:07 PM ..2/8 SI[(UI ISSctilitCs Excel Bldg. 55 Field Report December 22, 1998 Present: Ron Jones Douglas Sanford Site Activity: Installing under slab plumbing in kitchen and serving area. Installing under slab electrical conduits. Discussion: 1. Foundation walls complete. Rebar at firewall is the wrong size for a portion of the wall. Ron has coordinated with Walter McKinnon for installing new rebar adjacent to undersize bars. 2. Sketch SK1 provided to show location of electrical box in floor slab in new production area. 3. Perimeter foundation insulation all appears to be in place and installed correctly. 4. Backfilling of foundation wall substantially complete. All filling compacted as placed, refer to compaction reports by Briggs. 5. Refer to JK Scanlon meeting notes for additional information. -D0-74 iccx.CvAA7 Douglas K. Sanford DOUGLAS SANFORD ASSOCIATES, INC. •22 CLAY HILL DRIVE, PLYMOUTH,MA 02360•(508)747-4300 Douglas Sanford Assoc.,Inc. it 508-747-4300 In 112/99 012:07 PM D3/8 Sinful asscciatcs Excel Bldg. 55 Field Report January 13, 1999 Present: Ron Jones Douglas Sanford Site Activity: Setting up winter protection for floor slab north of M line. Vapor barrier and mesh installed in this area, Discussion: 1. Under slab plumbing has been completed and backfilled in most areas. 2, Will pour floor slab in area to north of M line when weather permits. 3. Additional blankets will be used to help protect entire floor area from frost. 4, Refer to JK Scanlon meeting notes for additional information. --Dc774 Douglas K. Sanford DOUGLAS SANFORD ASSOCIATES, INC. •22 CLAY HILL DRIVE, PLYMOUTH, MA 02360•(508)747-4300 Douglas Sanford Assoc., Inc. 4 508-747-4300 W 3/12/99 012:08 PM D4/8 s�nf�rd iss®tihtts Excel Bldg. 55 Field Report February 17, 1999 Present: Ron Jones Douglas Sanford Site Activity: Off loading columns, beams and joist for section of building north of M line. Erection will start in new shipping dock area once unloading is complete. Discussion: 1 . Has been little activity on site during the past few weeks due to weather and waiting for steel. 2. Sketches SK8, 9 and 10 have been issued showing miscellaneous metal frames for Eliason doors, scale and compactor door openings. 3. Refer to JK Scanlon meeting notes for additional information. Der-74 .r-v p� 77 Douglas K. Sanford DOUGLAS SANFORD ASSOCIATES, INC. •22 CLAY HILL DRIVE, PLYMOUTH, MA 02360•(508)747-4300 Douglas Sanford Assoc.,Inc. 508-747-4300 M3/12/99 CD 12:09 PM D 5/8 sanf®rd ess®cihtcs Excel Bldg 55 Field Report February 24, 1999 Present: Ron Jones Douglas Sanford Site Activity: Columns, beams and joists north of M line continue to be erected. Al! joist and beams appear to be stock piled on site for this area. None of the frame appears to be plumbed or have connections completed. Erection has been going slow due to weather. Some grading is taking place in the parking area to the west of building 45. Discussion: 1. Column R2 is being reviewed by Walter McKinnon for attachment of a jib crane as requested by Excel. If modifications to the column are required a sketch will be issued. 2. Drawing SK9 was issued showing steel stud framing for new temporary wall at building 75. 3. New temporary wall at building 75 has been started. Framing is erected with vinyl faced gypsum panels and battens are installed on inside face of wall. Wall looks neat and all panels appear to be cut and fit well. 4. Walls to shorten corridors to be 20 feet or less have been installed. 5. Drawing SK11 issued adding steel angle at roof for new expansion joint between the new shipping dock and existing building 45. 6. Refer to JK Scanlon meeting notes for additional information. --D074 iccrei/./ Douglas K. Sanford DOUGLAS SANFORD ASSOCIATES, INC. •22 CLAY HILL DRIVE, PLYMOUTH,MA 02360•(508)747-4300 Douglas Sanford Assoc.,Inc. V 508-747-4300 J73112I99 'J 12:10 PM 1i 6/8 Silnf®rd asscitiatcs Excel Bldg. 55 Field Report March 3, 1999 Present: Ron Jones Douglas Sanford Site Activity: Columns, beams and joists north of M line continue to be erected. Installing columns and beams between 9.1 and 11 lines. Starting to weld joist in place on second floor and roof. Unloading steel at east end of erection area. Some work on exterior face of new temporary wall being done. Discussion: 1 . The exterior wall at building 75 has most of the interior face of gypsum drywall removed. 2. The insulation in the exterior wall has the vapor barrier cut in numerous places. Due to the temporary nature of the new wall, the insulation will be reused even though the vapor barrier face has some damage. 1 . New temporary wall must be made air tight to prevent the return air plenum from drawing exterior air into the return system. Ron has coordinated with his drywall contractor to install the Dens-Glass sheathing above the existing ducts. 2. Existing ducts which will be exposed to the outside when the existing exterior wall is removed shall be insulated, 3. Drawing SK12 issued showing added angle at the new sloped glazing entrance at column line L. 4, Refer to JK Scanlon meeting notes for additional information. ,-D-7074 Douglas K. Sanford DOUGLAS SANFORD ASSOCIATES,INC. •22 CLAY H(LLDRIVE,PLYMOUTH, MA 02360•(508)747-4300 Douglas Sanford Assoc., Inc. lar508-747-4300 13112199 Ci?12:13PM r'8/8 Si[bud ass®ciItCs Excel Bldg. 55 Field Report March 10, 1999 Present: Ron Jones Jack Dankert Art Bartlett Douglas Sanford Site Activity: Erection of columns, beams and joists north of M line appears to be completed. Installing metal deck at second floor north of M line. Erecting columns and beams between I line and M line. Worker installing foam around joist at temporary wall in building 75. Discussion: 1 . The temporary wall in building 75 must be water tight before removal of existing exterior wall. 2. Columns adjacent to access doors of temporary wall need to have drywall removed on inside and existing exterior wall to remain needs to be made water tight. 3. Ron will research materials to infill between joist seats where exterior wall of 75 is removed. Material to be noncombustible so the it will not ignite during welding operations. Material to be backed up by foam to insure water tight situation. 4. Scanlon to investigate having roofing contractor on site to install new roof insulation and membrane (20' +/- out from bldg. 75) on addition as soon as deck is installed. At a minimum the roofer will attach membrane to the existing roof to lap over the end of the joist and steel beam until the steel is erected. 5. Scanlon to coordinate with steel erector and C&I the installation and timing of the steel which connects into bldg. 75. 6. It may be worth while to erect a stud wall at the edge of the slab to the existing beam above at building 75. The studs could be placed at 48" o.c. with noncombustible tarps attached to the exterior face, This would act as a wind and water barrier at the exterior face of the building. Any water that penetrates this barrier would be stopped by the new temporary wall and the associated membrane flashing. DOUGLAS SANFORD ASSOCIATES,INC. •22 CLAY HILLDRIVE,FLYMOUTH,MA 02360•(508)747-4300 Douglas Sanford Assoc., Inc. Ir 508-747-4300 Q 13/12/99 (D12.11 PM D7/8 Excel Bldg. 55 Field Report March 10, 1999 7. Refer to JK Scanlon meeting notes for additional information. •6 4,s ,• d� ,/7 Douglas K. Sanford DOUGLAS SANFORDASSOCIATES, INC. •22 CLAY HILL DRIVE, PLYMOUTH, MA 02360•(508)747-4300 J ----..,,, _. i Date; y S C A LAN Number of pages lnoludnq cover sheet _L ._..,......._,_ . ._ --Company, Inc. To: From: Pion Jones .(d.c ��e J. KScantan Company,inc. o 7. ar cs/41-6 ( Excel Swhching corp. 04 rLuri �•a i r p�- P IS Perseverance Way Hyannis,MA 02601 Phone; Phone; SOS462-3260 Fax phone; Fax phone: 5G8.8824 17 CC: _.e► REMARKS: Q Urgent f For your review in Reply ASAP J Please comment r /4,c �rh,,e,eip AJtie/v- . ,r.7 q/ yid,! cf /v/o.f 447/ I. -� - <,([ Cuff. GaJi GG 8,e /So 19 77e.3 bq -4 w•,ed ti/dti ��p/ reedit' .407 eC •�•/'• .4 T >%,c eeme coy /jj sliigne • .- %r' - _ Afitiprto,Ji-K. Scanlan Co.. Inc. Id Nb170:E0 6661 80 'urf Lic2ESEECST : '0N BNOHd 1 3 NH-1N170S>if : NOad Douglas Sanford Assoc.,Inc. V 508-747-4300 M 11/12/98 01:36 PM D 1/2 ri s�r�f�rd ass®ditcs November 12, 1998 Mr. Ralph Crossen Building Commissioner Building Division Town Office Building 367 Main Street Hyannis, MA 02601 Re: Excel Switching Co. Dear Mr. Crossen: Attached is a sketch of a proposed temporary exit from the Production Area. This exit is required due to the closing of an existing egress door which exits into the construction area. We would like to use the mesh partition to define the egress path since this is a temporary situation. It would also allow the existing horn/strobe to continue functioning for both the exit and shipping spaces. Please review this information and call me at (508) 747-4300 if this is not acceptable to you. Thank you for your assistance. Sincerely, Di=7,74 ic-C417/".7 Douglas K. Sanford cc: Art Bartlett, Excel Ron Jones, JK Scanlon DOUGLAS SANFORD ASSOCIATES,INC. •22 CLAY HILL DRIVE, PLYMOUTH, MA 02360•(508)747-4300 Douglas Sanford Assoc., Inc. If 508-747-4300 M 11/12/98 1:37 PM D 2/2 Y,. .41..* LOCK THIS DOOR TO PREVENT All NEW BUILDING EGRESS TO CONSTRUCTION AREA ' ~ Jr 1 O 0 EXIT EXISTING EXIT SIGN TO BE COVERED _ OR REMOVED a— —1 LOCKERS I - —1 PACKING —, ' STORAGE 1 PRODUCTION FLOOR EXIT K,......4.6., EXIT i NEW TEMPORARY NON ILLUMINATED IN.t, EXIT SIGN — EXISTING EXIT SIGN, PULL STATION AND HORN STROBE TO REMAIN NEW 8'-0" HIGH TEMPORARY WIRE __ =a MESH PARTITION TO INSURE EXITWAY IS MAINTAINED CLEAR OF OBSTRUCTIONS ,' (NON RATED PER TABLE 1011.4, FACTORY WITH SPRINKLER SYSTEM) k I s d �L - wwwr{ --�-w1 SHIPPING EXCEL SWITCHING CO. PARTIAL FLOOR PLAN BUILDING 45 TEMPORARY EGRESS DURING CONSTRCUTION SCALE 1/8"=1'-0" DOUGLAS SANFORD ASSOC., INC. ARCHITECTS 7 22 CLAY HILL DRIVE PLY MOUTH, MA 02360 508 747-4300 J. K. Scanlan Company, Inc. TRANSMITTAL 53B PORTSIDE DRIVE No. 00268 P.O.BOX 1210 Phone: 508-564-6116 POCASSET,MA 02559-1210 Fax: 508-564-6107 PROJECT: EXCEL SWITCHING CORP., BUILDING#55 DATE: 3/22/99 TO: TOWN OF BARNSTABLE BLDG.DEPT. REF: BRIGGS ENG.REPORTS 367 MAIN STREET EXCEL HYANNIS, MA. 02601 ATTN: EL ULSHOEFFLR '4�V>r ARC:SL1�11i�......: ......... ...... .:.....: 1111f' 1a(J1i......:...... .: ............ .A '11 :. 1i1t1. ......:... .............. o Shop Drawings 0 Approval 0 Approved as Submitted g Letter Your Use 0 Approved as Noted O Prints fig As Requested 0 Returned After Loan ❑ Change Order Review and Comment ❑ Resubmit ❑ Plans 0 Submit ❑ Samples ENT VIA:;::! ❑ Returned ❑ Specifications 0 Attached El Returned for Corrections ❑ Other: 0 Separate Cover Via: ❑ Due Date: .......................................................................................................................................................................... ......................................................................................................................................................................... 1 1 3/22/99 BRIGGS ENGINEERING REPORTS FOR EXCEL BLDG.#55 le : ' Remarks: CC: Signed: A"' '9.1101:0—i-101111111111111111P- Expedroon BRIGGS Briggs Engineering & Testing A DIVISION OF PK ASSOCIATES,INC. November 6, 1998 Project No. 72463 J.K. Scanlon Co., Inc. P.O. Box 1210 Pocasset, MA 02559 Attention: Jack Dankert, Project Manager RE: Geotechnical Field Report for 11/5/98 for Proposed Excel Building, Hyannis, MA • Dear Mr. Dankert: The undersigned Briggs geotechnical engineer visited the project site today to witness excavation of unsuitable soils and test pits in the proposed building footprint. Sandy fill with gravel and the underlying unsuitable organic fill was excavated from the central portion of the proposed building footprint. The excavation extends to firm inorganic sand with gravel at approximate elev. 53 feet. Gravelly sand fill was being spread in an approximately eight inch thick lift over the sandy subgrade. The fill was being compacted by a large vibratory roller and appeared to be firm and stable during the compactive effort. A Briggs technician was on-site and performing soil compaction tests on the compacted fill. He stated that the test results were indicating adequate compaction. Refer to the soils technicians report under separate cover for additional information. Briggs observed the excavation of twelve (12) test pits by tracked excavator. The test pits were excavated in the west third of the proposed building footprint. The test pits revealed approximately 6 inches to two feet of sandy fill with a trace of organic silt in few places, except at TP-3, TP-10 and TP-12. The organic layer is approximately 100 Weymouth Street-Unit B-1 100 Pound Road Rockland, MA 02370 Cumberland, RI 02864 Phone (781)871-6040• Fax (781)871-7982 Phone(401)658-2990•Fax(401)658-2977 a Proposed Excel Building, Hyannis. MA Briggs Project No. 72463 November 5. 1998 Site Visit Page 2 of 2 1.5 feet thick and extends to approximate elevation 55 feet. A more organic layer was observed at the base of the south side of the open excavation on the east half of the building footprint. The organic laver is approximately 12 to 18 inches thick and extends toward the existing building foundations at bldg. #75. Briggs recommended further removal of the organic o ganic soils to the south and west of the current excavation area. If you have any questions, please do not hesitate to contact us at your convenience. Very truly yours, BRIGGS ENGINEERING &TESTING `-,„ j ;..: . David Geisser Pr ct Manager i lit-- --.) --, Paul M. Skorohod President DWG:PMS:dg Enclosure: Site Sketch r EXISTING OLDER BUILDING #45 'fP-S PROPOSED 4-TP-9 PAVEMENT ^_ AREA -re-so �P� TP�4- "Or '''N I if-‘ -re-I\ 7-1-1 io. - A r 3,, -n°-IZ v- REA To /t�fi��ti44- l �'3 6�. 53# 64-At0, 66/A/4 '� gf}G K Fl LLED "To©/ -77) —re-Z-0- �S • N�,s NEW BUILDING # 75 C LOCATION PLAN N PROPOSED BLDG #55, EXCEL CORP., HYANNIS, MA NOTE A N BRIGGS ENGINEERING & TESTING ALL LOCATIONS \--- BRIGGS 100 WEYMOUTH STREET. UNIT B1 ARE APPROXIMATE ROCKLAND. MASSACHUSETTS v DR. BY: DWG SCALE: NTS PROJ. NO: 72463 CK'D BY: PMS DATE: //-s-9$ FIGURE NO. 1 mad BRIGGS. Briggs Engineering & Testing A DIVISION OF PK ASSOCIATES,INC. November 5, 1998 Project No. 72463 J.K. Scanlon Co., Inc. P.O. Box 1210 Pocasset, MA 02559 Attention: Jack •Dankert, Project Manager RE: Geotechnical Field Report for 11/4/98 for Proposed Excel Building, Hyannis, MA • Dear Mr. Dankert: The undersigned Briggs geotechnical engineer visited the project site today to witness excavation of unsuitable soils from the proposed building footprint and to collect soil samples for laboratory analysis. Sandy fill with gravel and the underlying unsuitable organic fill was excavated from the southeast portion of the proposed building footprint. The excavation extends to firm inorganic sand with gravel. The excavation extends to approximate elev. 52.5 feet. Sandy fill was scraped from the upper portion of the fill zone to the south and west of the deep cut. The excavation extended a couple feet to approximate elev. 57 ft. The sandy fill was piled to the north and southwest of the excavation for potential reuse as fill in the building area. The organic fill from the excavations was being stockpiled at the far side of the proposed parking lot area, approximately 400 feet west of the proposed building footprint. Briggs collected a soil sample of this material for laboratory analysis. The soil is being considered for re-use as topsoil on slopes. 100 Weymouth Street-Unit B-1 100 Pound Road Rockland, MA 02370 Cumberland, RI 02864 Phone (781)871-6040• Fax (781)871-7982 Phone (401)658-2990•Fax (401)658-2977 Proposed Excel Building. Hyannis.MA Briggs Project No. 72463 November 4. 1998 Site Visit Page 2 of 2 Briggs also collected a soil sample of gravelly sand which is stockpiled approximately 800 feet \vest of the building area. This material is being processed by LaRusso and may be used as fill inside the proposed building area. Briggs will consider its suitability for use as fill in the building area after the sieve analysis is completed. If you have any questions, please do not hesitate to contact us at your convenience. Very truly yours, BRIGGS ENGINEERING TESTING __� 7 ae avid Geisser -- Project Manager . ),IsL . , . Paul M. Skorohod President DWG:PMS:dg / / 9 EXISTING OLDER BUILDING #45 6o. o PROPOSED PAVEMENT AREA • 1:4" C' 6/2i4k& , -5:L &JO PiLE 0\ s.37c 17% • KEN/i0OSLy !CAI' tl EL COT / 21 7) S A,Qt2 S2-5.. Y..1 V 23x;!-77 ,q,el4 eXcA1/447ED GeAvt,t,cy c4,ia 4-,10 "e7AtOv7- - NEW BUILDING # 75 o .o LOCATION PLAN PROPOSED BLDG#55, EXCEL CORP., HYANNIS, MA NOTE ArIN BRIGGS ENGINEERING & TESTING ALL LOCATIONS ARE APPROXIMATE BRIGGS 100 WEYMOUTH STREET, UNIT B1 ROCKLAND. MASSACHUSETTS DR. BY: DWG SCALE: NTS PROJ. NO: 72463 CK'D BY: PMS DATE: - qr FIGURE NO. 1 mad BRIGGS, Briggs Engineering & Testing A DIVISION OF PK ASSOCIATES,INC. November 2, 1998 Project No. 72463 J.K. Scanlon Co., Inc. P.O. Box 1210 Pocasset, MA 02559 Attention: Jack Dankert, Project Manager RE: Geotechnical Field Report for 10/29/98 for Proposed Excel Building, Hyannis, MA Dear Mr. Dankert: The undersigned Briggs geotechnical engineer visited the project site today to observe soil conditions within the proposed building footprint. At this time the area has been excavated to approximately two feet below the proposed slab grade of el. 60 ft. Four test pits had been excavated from along the south and east edges of the building footprint. Refer to the attached sketch for approximate locations. The test pits revealed approximately four to five feet thickness of organic fill along the east portion of the building area. Test pit TP-2 revealed three feet of fill with a trace of organic silt and root fibers. TP-1 revealed two feet of fill with a trace of organic silt. Sand with gravel was encountered in TP-3 and TP-4 beneath the fill. Sand with little gravel or silt was encountered in TP-1 and TP-2 beneath the fill. The contractor plans to begin excavation of the unsuitable soils in the coming week. If you have any questions, please do not hesitate to contact us at your convenience. Very truly yours, BRIGGS ENGINEERING &TESTINGf") car Lam. /• // David Geisser Pau M. Skorohod Project Manager President DWG:PMS:dg Enclosure: Site Sketch • 100 Weymouth Street-Unit B-1 100 Pound Road Rockland, MA 02370 Cumberland,RI 02864 Phone(781)871-6040•Fax(781)871-7982 Phone(401)658-2990•Fax(401)658-2977 EXISTING OLDER BUILDING #45 • PROPOSED PAVEMENT - AREA �bori)6 fz+e-�A' 1 • EXc/ /Pi--a to , F/LL- S3� .E GR•tiatT) --€0-r?) 119--2 13. TP3 NEW BUILDING #75 LOCATION PLAN N PROPOSED BLDG #55, EXCEL CORP., HYANNIS, MA NOTE O BRIGGS ENGINEERING &TESTING ALL LOCATIONS BRIGGS 100 WEYMOUTH STREET, UNIT B1 ARE APPROXIMATE NoW ROCKLAND, MASSACHUSETTS DR. BY: DWG SCALE: NTS PROJ. NO: 72463 • CK'D BY: PMS DATE: !O f a 9 f Q f FIGURE NO. 1 NALL BRIGGS Briggs Engineering & Testing A DIVISION OF PK ASSOCUTES,INC. November 3, 1998 Project No. 72463 T.K. Scanlon Co., Inc. P.O. Box 1210 Pocasset, MA 02559 Attention: Jack Dankert, Project'Manager RE: Geotechnical Field Report for 11/2/98 for Proposed Excel Building, Hyannis, MA Dear Mr. Dankert: The undersigned Briggs geotechnical engineer visited the project site today to witness excavation of unsuitable soils from the proposed building footprint. Refer to the attached sketch for approximate locations. Sandy fill with gravel and the underlying unsuitable organic fill was excavated from the east portion of the proposed building footprint. The excavation extends to firm inorganic sand with gravel. The excavation extends to approximate elev. 51 at its northeast corner and slopes up to approximate elev. 52 to the south and west. The sandy fill was piled to the north and southwest of the excavation for potential reuse as fill in the building area. Briggs recently collected a soil sample of the sand with gravel for sieve analyses. The suitability of the fill for reuse as Structural Fill will be considered after the sieve analysis is completed. Soil along the north edge of the excavation appears to be sandy fill with gravel. No organic matter was observed in this fill area. The fill is being left in place at this time. The suitability of the fill for support of the proposed slab will be considered at a later date. • 100 Weymouth Street-Unit B-1 100 Pound Road • Rockland,MA 02370 Cumberland,RI 02864 Phone(781)871-6040•Fax(781)871-7982 Phone(401)658-2990•Fax(401)658-2977 Proposed Excel Building, Hyannis.MA Briggs Project No.72463 November 2. 1998 Site Visit Page 2 of 2 Soil along the west edge of the excavation contains a trace of organic silt and roots. Excavations will continue westward until inorganic soils are encountered. Soils along the south edge of the excavation were silty sand with high organic content and are being excavated to the inorganic natural and deposit. If you have any questions, please do not hesitate to contact us at your convenience. Very truly yours, BRIGGS ENGINEERING &TESTING David Geisser Project Manager Pall M. Skoro od President _ 5 DWG:PMS:dg Enclosure: Site Sketch r 1 EXISTING OLDER BUILDING #45 PROPOSED PAVEMENT AREA 1 It i t i u l (c G t'e9flo El -F16 f o mint c �.s'or Ls �'Cu4•tlftD s; i . _ _ 1,1, 4 • { NEW BUILDING #75 C_ A' LOCATION PLAN N PROPOSED BLDG#55, EXCEL CORP., HYANNIS,MA ' NOTE BRIGGS ENGINEERING &TESTING ALL LOCATIONS BRIOOS 100 WEYMOUTH STREET,UNIT B1 ARE APPROXIMATE ROCKLAND, MASSACHUSETTS • • DR.BY:DWG SCALE: NTS PROJ..NC): 72463 `:'`L CK'D BY: PMS DATE: 11-2-9$ FIGURE NO...1..,S ,. _dr ' !BRIOOS' Briggs Engineering & Testing PROJECT: Excel Corp. { {` =` Nitadr A Division of PK Associates,Inc. PROD#: 72463 • INSPECTOR: Chad Hancock EMP#: 0918 REPORT# DATE: 11/05/98 CODE: D2922 ARRV: 12:00 JOB HRS. 4 T.T.: MILEAGE: 3) TEMP.: H 50 L 30 F WIND: Low HUMID: Low (SUNNY) CLOUDY NO OF PAGES TO THIS REPORT: 1 of 2 NO. OF BACK UP SHEETS TO THIS REPORT: 1 Briggs Engineering and Testing field technicians took in place density tests. In place density was determined in accordance with ASTM D-2922 and D-3017 for comparison to the laboratory determined maximum density at optimum moisture in accordance with ASTM D-1557 and/or D-698. Location: Backfill for foundation on lines 6-11; 6-0. Remarks: Arrived at the above named project site at the request of the client in order to conduct a Soils Inspection. " Lifts were placed in approximately 8" depths and compacted a minimum of three times with a vibratory roller as specifications indicate. Informed Ron Jones of all findings and test results. For further details, please see the attached Soils Compaction Report. Technician: Chad Hancock Approved: D. Lieber , Soils Compaction Report. (�BRIOOS I Briggs Engineering & Testing PROJECT EXCe I 1 CO pa)-6-4-i 0 Yli . 1 A Division of PK Associates, Inc. PROJECTTh •7�(/‘3 mac- `1 INSPECTOR: h a 000�K EMPJ: CN REPORT: DATE: I\.15 r , CODE: 5:a c ARR.TIME: \a , JOB HRS.: (A T.T.: MILEAGE: TEMP.: 50 H a L WIND: . H CLD HUMID.: H Ct,7) I S NNY CLOUDY Maximum Dry Density: \a q ,Lt Optimum Moisture Content: ( \ • 0 Method of Testing ( Check One) : Sand Cone Nuclear Densometer Tes • Location Estimated Elevation Test Results Req. Min. Moisture Optimum No. Area Tested %Comp. % Comp. Content % Moisture %; t t 1 r\J (0 - I-I ; -r) 350rr. 7i + q .0 . 92 S, o o tczt k c15 9 la 37 cht). 1?) 5-,9 c(g y,3 , :a ,y 1 f*?1,51) qcls 31 I q qq ,7 :1)),- 10 • _ I I I . Tests not meeting requirements: (\I .k Who notified: Recommendations: C 0\r\-\21 n U e C NY-v C)C E D,N • Remarks: f\ c-OR i(Y1 \ P COY\ TO+T\.O S C)c- Q Q i_\ s . • Technician: �' __________,CApproved Mark D. Lieber G l j Sods Inspection ,5 ISRIOOSI Briggs Engineering & Testing • ' PROJECT: Excel'Corp. A Division of PK Assoaates,Inc. PROD#: 72463 INSPECTOR: Chad Hancock EMP#: 0918 REPORT# DATE: 11/06/98 CODE: D2922 ARRV: 12:30 JOB HRS. 4 T.T.: MILEAGE: TEMP.: H 65 L 30 F WIND: Low HUMID: , Medium (SUNNY) CLOUDY NO OF PAGES TO THIS REPORT: 1 of 2 NO. OF BACK UP SHEETS TO THIS REPORT: 1 Briggs Engineering and Testing field technicians took in place density tests. In place density was determined in accordance with ASTM D-2922 and D-3017 for comparison to the laboratory determined maximum density at optimum moisture in accordance with ASTM D-1557 and/or D-698. Location: Backfill of underlying foundation inside area of proposed building between lines 6-11; G-0. Remarks: Arrived at the above named project site at the request of the client in order to conduct Soils Compaction Testing. Lifts were placed in approximately 8" depths and compacted a minimum of three passes with a vibratory roller. Informed Ron Jones of all findings and results. For further details, please see the attached Soils Compaction Report. Technician: Chad Hancock Approved: Mark D. Liebert ,P � ,` • Solis Compaction Report JANA !BRIGGSI Briggs Engineering & Testing PROJECT: c )(cf. \ \ CC)`2POCCX. \`' l A Disvision of PK Assoc. Inc. PROJECT#: 7. .C,/ • INSPECTOR: C d, VlanCo e_1( EMP.#: Q `( REPORT#: ' DATE: t'/( l O D CODE: D2922 ARR.TIME: 1(Q 't PO JOB HRS.: y T.T.: MILEAGE: TEMP.:(° �b WIND: H M ciD HUMID.: H till. C., NNY-D CLOUDY Maximum Dry Density: I o�G �.y v ' Optimum Moisture Content: —(j (o Method of Testing ( Check One) : Sand Cone: Nuclear Densometer: Test Location Estimated Elevation Test Results Req. Min. Moisture Optimum Area No. Column Footings: Tested %Comp. %Comp. Content % Moisture % ; I Li Y\j2.s Co - I I ; G -o 35o 5c4.-/4�F-1• �c�S, 1 c5oto 3, 1 e40>$ C 1 n 4 Grade_ Q q .c . 3 ii-Z l / --5f&, 9.z t Ce S �rad- G(n 1 V .t5-- R qa ,q u* l l0 , c. Gf1, I (-1 ,5 t1 °ta ,c Lk. 1 13 .afo ,a LA .6 14 _ cuct , 5, o 15 V aa, , o Tests not meeting requirements: t\, E Who Notified: O f %r\q.5 Recommendations: Ci2VA-;1IN b Q CUrr c -I DIN Remarks: '\N-V>f CX\Cd tN'. v\0% & ?0 sl i-S • Technician: G� / . 1 Approved: KCNNCTI I R. AMCO ivaritirthoi_ I / , i; . ._.. Daily Report 'BRIGGS Briggs Engineering &Testing Project: Excel Corp. - - • , , > , - -Vol A Division of PK Assodates,Inc. Project #: 72463 Inspector: Chad Hancock EMP#: 0918 REPORT#: DATE: 10/28/98 CODE: LS26 ARRVL: 12:00 JOB HRS.: 1.5 T.T.: MILEAGE: TEMP: H 70 L 60 F WIND: Low HUMID.: Medium (SUNNY) CLOUDY NO OF PAGES TO THIS REPORT: 1 of 2 NO BACKUP SHEETS TO THIS REPORT: 1 Arrived at the above named project site at the request of the client in order to conduct Soils Compaction Testing. Upon arrival I was advised only to pick up soil samples to be tested. Approved: Mark D. Liebert whiPINIA 'BRIGGS' Briggs Engineering & Testing A DMSION oP PK ASSOCIATES,INC. November 19, 1998 Project No. 72463 J.K. Scanlon Co., Inc. P.O. Box 1210 Pocasset, MA 02559 Attention: Jack Dankerd, Project Manager RE: Geotechnical Field Report for 11/10/98 for Proposed Excel Building, Hyannis, MA Dear Mr. Dankert: The undersigned Briggs geotechnical engineer visited the project site today to monitor the excavation of test pits in the proposed building footprint, The purpose of the test pitting is to evaluate the presence, if any, of unsuitable organic soils. Southeast Area Test pits TP-I, TP-2 and TP-3 were excavated adjacent to the existing footings along the north side of the existing Building #75. The test pits extended to Bottom of Footing (BOF) and then diagonally down and away from the existing structure at an approximately 45 degree angle. The excavation was accomplished in this manner so that the supporting soil beneath the footings was not excavated, undermining the footings. The test pits revealed footings extending approximately 3.1 to 3.9 feet below the existing floor slab grade. Gravelly sand was encountered beneath the footings. The sand was slightly organic in each excavation. Samples were collected by Briggs from the slightly organicla yer a yer at each test pit. The layer thickness and organic contents are discussed below. A one foot thick layer of slightly organic sand exists at 0.5 to 1.5 feet below BOF in TP-1. An organic content was analyzed on the sample collected from this layer. The reported organic content is 1.2%. A 1.4 foot thick layer of slightly organic sand exists at BOF grade and extends 1.4 feet below in TP-2. The reported organic content is • 1.7%. The layer is 1.5 feet thick in TP-3 and extends from 0.5 to 2.0 feet below BOF. The organic content in this sample was reported at 1.6%. The above organic contents are indicative of slightly organic soils. The anticipated settlement resulting from the decay and consolidation of the organic matter for a 1.5 foot thick laver is estimated by Briggs at less than one quarter inch. 100 Weymouth Street-Unit B-1 100 Pound Road Rockland, MA 02370 Cumberland,RI 02864 Phone(781)871-6040•Fax(781)871-7982 Phone(401)658-2990•Fax(401)658-2977 Proposed Excel Building, Hyannis,MA November 10, 1998 Site Visit Briggs Project No. 72463 Page 2 of 2 Sandy fill was encountered directly beneath the footings at TP-1 and TP-3. The percent compaction of the fill and slightly organic sand was not evaluated by Briggs during the construction of the adjacent building. This soil appeared firm during excavation by hand-shovel close to the footing area. The settlement potential of the fill and slightly organic sand, due to compression under foundation loads is not known since no compaction testing was performed. Observations of excavations extending further west of TP-2 revealed a less organic sand layer and a shallower thickness of fill. Natural inorganic sand with varying percentages of non-plastic fines (silt) and gravel was encountered below the fill and slightly organic layers in the test pits. Settlement of foundations to the west would therefore be expected to be less. Northeast Area Two additional test pits were excavated on the northeast part of the proposed building area. The purpose of this investigation was to determine if the adjacent fill layer extends under this location. This area was previously covered by a large stockpile of sandy fill soils excavated from the interior of the proposed building area. The test pits revealed approximately one foot of sandy fill with gravel and silt over natural inorganic sand with gravel. The fill and natural soils were free of organic matter. Removal of the fill does not appear warranted given its thinness. The fill should be compacted using a large vibratory roller, which is currently on-site, and tested for percent compaction. If you have any questions, please do not hesitate to contact us at your convenience. Very truly yours, BRIGGS ENGINEER G &TESTING avid Geisser Proje . Manager Paul M. Skorohod President DWG:PMS:dg . Enclosure: Site Sketch 7 EXISTING OLDER BUILDING #45 PROPOSED /4Vi¢C PAVEMENT_ AREA r.. ________7_77____. . ' I-6' 41;1 /. 1 ivsa1 r46C.c Soil 5 6XC4v rcv ANv -1 f fi&ioLAe-eo 'y -re i4A-4-2 um NEW BUILDING #75 LOCATION PLAN N • PROPOSED BLDG#55, EXCEL CORP., HYANNIS,MA NOTE AIN ALL LOCATIONS BRIGGS ENGINEERING &TESTING ARE APPROXIMATE *AIGGS' 100 WEYMOUTH STREET, UNIT B1 ROCKLAND, MASSACHUSETTS DR. BY: DWG I SCALE: NTS PROJ. NO: 72463 CK'D BY: PMS DATE: //- /0_98 I FIGURE NO. 1 I I Af :M Soils Inspection 1BRI©OB, Briggs Engineering &Testing PROJECT: Excel Corporation A Division of PK Associates,Inc. PROD #: 72463 INSPECTOR: Robert Carter EMP#: 0972 REPORT# DATE: 11/11/98 CODE: D2922 ARRV: 7:00 JOB HRS. 1 1/2 T.T.: MILEAGE: TEMP.: H59F WIND: High HUMID: High SUNNY (RAIN) NO OF PAGES TO THIS REPORT: 1 of 3 NO. OF BACK UP SHEETS TO THIS REPORT: 2 Briggs Engineering and Testing field technicians took in place density tests. In place density was determined in accordance with ASTM D-2922 and D-3017 for comparison to the laboratory determined maximum density at optimum moisture in accordance with ASTM D-1557 and/or D-698. Location: Foundation footings from Lines 2 to 11 and Lines 0 to G • Remarks: Arrived at the above named project site at the request of the client in order to conduct Soils Inspection. Contractor excavated and compacted the approved material for the above noted area. Area was then tested and approved by super of site, Mr. Jack Dankert. Due to rain, futher testing could not be conducted this date. For further details, please see the attached report and drawing. Technician: Robert Carter • Approved: Mork D. Liebert Soils Compaction Report Briggs Engineering & Testing PROJECT: 4C(0/ 47V, \ _ti A Division of PK Associates, Inc. PROJECT#: 7 7---oursol /O _ INSPECTOR:/t6e3. P/—f(4, f� p EMP.#: Q 762 REPORT#: DATE: //—//-7ef- CODE: / D2922 ARR.TIME: 7 i Qb JOB HRS.: I h r T.T.: MILEAGE: TEMP.: H58 L WIND: C) M L HUMID.: M L SUNNY Ykf1y CLOUDY Maximum Dry Density: /di; 8 Optimum Moisture Content: 1/, 7 Method of Testing ( Check One) : Sand Cone Nuclear Densometer ✓ Test Location Estimated Elevation Test Results Req. Min. Moisture Optimum No. Area Tested (ottorn %Comp. %Comp. Content % Moisture % I IO' off' on (Ile 41 �O'x�a' ter;�s 96, 3 9 0 3, 6 y, 7 0? sine a and line lO IO' x 16 ' " 3 Little o1- 50' off x ion 95< </ /i 57.2 Vvv /ne /d - ao"0d(/i1Pa asx /1 it , B 5y c av /rhP /o- so aef/,ie s x ' 97 8 s 7 �rner d 1141PS G and 10 i0' k 16/ `t CM, 6 "/ 6. / Tests not meeting requirements: -#j 9y, Who notified: Ci /kJ/A-p f • Recommendations: ,ref aiye A,id Conk/ Remarks: .dd P /0 rain - had fo stop Tv/141'1 res/141. Technician: Approved Mark D. Lieber • :,: '•.+e�$r. !BRIG©SI Briggs Engineering&Testing Project: �I'C�L C2,pp A Division of PK Associates,Ina Project #: 7 y63 Date: //— • Inspector: ARR.TIME: '71 QQ JOB HRS.: /`ir 30 r•,iii T.T.: MILEAGE: Aft TEMP.: 5f WIND: //..yh HUMID.: fi1%c,4 SUNNY/ //VCLOUDY NO.OF PAGES TO THIS REPORT: #BACK UP SHEETS TO THIS REPORT: =TESTED AREA 11 • Y .. 3 LINE 2 66 LTRAI LE R' APPROVED: Mark D. Liebert I , �y ter { aAF jht �a�i 7{ h tf,/ ,' S* lid,8p0#1,9n i , :a+ t �'{xg F Y,�Sti !BRIGGS' Briggs Engineering &Testing PROJECT: Excel Corporation 111Nom "." A Division of PK Assoaates,Inc. PROD #: 72463 INSPECTOR: Chad Hancock EMP#: 0918 REPORT# DATE: 11/09/98 CODE: D2922 ARRV: 7:00 JOB HRS. 5 T.T.: MILEAGE: TEMP.: 28-55F WIND: Low HUMID: Medium (SUNNY) CLOUDY NO OF PAGES TO THIS REPORT: 1 of 2 NO. OF BACK UP SHEETS TO THIS REPORT: 1 Briggs Engineering and Testing field technicians took in place density tests. In place density was determined in accordance with ASTM D-2922 and D-3017 for comparison to the laboratory determined maximum density at optimum moisture in accordance with ASTM D-1557 and/or D-698. Location: Backfill of proposed building area between Lines 6-100 and G-0 • Remarks: Arrived at the above named project site at the request of the client in order to conduct Soils Inspection. 8" to 10" lifts were installed and compacted a minimum of three passes with a vibratory roller in accordance with job specifications. All tests met and or exceeded the minimum compaction requirement. Informed Ron Jones of results. For further details, please see the attached report. Technician: Chad Hancock Approved: • • Soils Compaction Report $4M BRIGGS Briggs Engineering & Testing PROJECT: Eg-c 4 ��� A Division of PK Associates, Inc. PROJECT#: -7a6(6 3 INSPECTOR: 0,.,ol g.c„ E..: 9/' /REPORT#: DATE: / '7_ c)e CODE: 526 , ARR.TIME: 7 0c, JOB HRS.: 3 T.T.: MILEAGE: TEMP.: H .55") La� WIND: H 0 HUMID.: H 9 S!d N, CLOUDY Maximum Dry Density: Ja , 4. Optimum Moisture Content: cl,0 Method of Testing ( Check One) : Sand Cone Nuclear Densometer Test Location Estimated Elevation Test Results Req. Min. Moisture Optimum No. Area Tested % Comp. % Comp. Content % Moisture % / .A-(..e,e . iit.ust 6-01Z-rl /5o5Q ' -- 3+y' 99,3 9_St y, 0 ti3O bdaw 99, 6 y,s 5 2g' q5,1 S, cl t h6(a..i 6'9-9 y4 7 ..,5 9T: Sig 6c-004, 95' 7 5a / I • i 97,0 6,/ /0 -.2•4 7 6, y 1i 6c% 97, 6 ‘, Y P .z/cei. /7,4/ 6, / L3 u l 4 < 96, sl v Tests not meeting requirements: o4P Who notified: goy 3-0,^eS Recommendations: _,//,„,e a.-/ tk j S ./,A,Ne Remarks: Technician: .," Approved Mark D. t iebert !BRIGGS Briggs Engineering & Testing A DMSION of PK Assocurss,INC. September 29, 1998 Project No 72463 J.K. Scanlan Co., Inc. P.O. Box 1210 Pocasset, MA 02559 Attention: Jack Dankert, Project Manager RE: Excel Corporate Headquarters, Hyannis,Ma Proposed Parking Lot Expansion At the request of Jack Dankert of J.K. Scanlan Co., Briggs Engineering and Testing (Briggs) has re-evaluated soil fill in the proposed parking area and has submitted this letter. This letter serves to further discuss options for construction of the proposed pavement area to the west of the existing Excel buildings. Previous Investigation Previous test borings within the existing fill area at the proposed parking area revealed loose, wet silty sands and sandy silts at places within the fill zone. The fill extends to a depth of approximately 25 feet in the north portion of the proposed pavement area. These soils would be expected to settle substantially over the coming years. Two remedial options were presented in the previous report and letters. Option 1 consists of complete excavation of the existing fill and replacement with compacted gravelly sand fill. Option 2 consists of limited excavating of the fill, compaction of remaining fill, spreading a geotextile fabric, then filling and compacting to final grade. Present Conditions The undersigned engineer met with Mell Dishman of J.K. Scanlan Co., on site on September 24, 1998 and viewed the proposed pavement area. The south part of the proposed pavement area was placed in compacted lifts under the observation and testing by Briggs. The backfill consists of a well graded off site Structural Fill. The' north portion of the proposed pavement area consists of a Structural Fill berm along the west edge, a deep looser fill zone and a cut into virgin (undisturbed) gravelly sand. Refer to the attached sketch for approximate locations. This berm was reportedly placed in compacted lifts using Structural Fill. Soil at the surface appears to be gravelly sand "Structural Fill" and is firm and stable. Compactor prints on the fill indicate roller compaction. • 100 Weymouth Street-Unit B-1 100 Pound Road Rockland,MA 02370 Cumberland, RI 02864 Phone(781)871-6040•Fax(781)871-7982 Phone (401)658-2990•Fax(401)658-2977 Excel Headquarters,Hyannis,MA Corp.�• q y Project No. 72463 September 29, 1998 Page 2 of 2 The central portion of the north pavement area has silty sand and sandy silt-at its surface. Compactor prints were evident at the surface. The upper inch or two was soft and loose in places. Reportedly, the area has been compacted by making more than twenty passes using a vibratory roller. Briggs did not witness the compaction. Briggs and Mr. Dishman surveyed the north portion of the lot and found that elevations were approximately five to eight feet below proposed asphalt grades. Refer to the sketch for approximate locations and grades. RECOMMENDATIONS Recommendations for future fills and installation of utilities remain the same as noted in our previous letter dated February. 12, 1998 except that the stabilization fabric should be placed over the existing grade in the existing fill area on the north portion of the proposed pavement area. Prior to placing fabric over the existing fill, the fill should be compacted by making at least ten more passes in the presence of Briggs geotechnical Engineer using the vibratory roller. Any unstable areas which might exist during compaction should be excavated and replaced by compacted Structural Fill as discussed in our previous letter. A minimum of four feet of Structural Fill should be placed beneath all utilities including light pole foundations and compacted to 95% of its maximum dry density. 'Please refer to the previous letter for recommendations regarding lift thicknesses, Structural Fill gradation and compaction and stabilization fabric installation. Please do not hesitate to telephone if you have any questions. Very truly yours, Briggs Engineering & Testing A Division of PK Associates,Inc. j) 1 avid Geisser Geoterhnic 1 Engineer lik( Paul M. Skorohod President DWG:PMS:dg • Enclosure: Sketch • I L ' . G ii - 1 h AREA _ CUT TO VIRGIN m PROPOSED SAND m PAVEMENT EXISTING OLDER 33 AREA BUILDING 3 LDoS16(L. F I L L FI 1-,1- . -zioNs 8 0'i To Be S cow s.p�p 8y Fa6�c • . \r____ FILL ADEGIUATELY COMPACTED NEW BUILDING LOCATION PLAN N PROPOSED LEACHING AREA, EXCEL CORP., HYANNIS, MA NOTE it IN BRIGGS ENGINEERING &TESTING ALL LOCATIONS JBRIGGSI 100 WEYMOUTH STREET,UNIT B1 ARE APPROXIMATE ROCKLAND, MASSACHUSETTS v DR. BY: DWG SCALE: NTS PROJ.NO: 72463 CK'D BY: PMS DATE: SEPT, 1998 FIGURE NO. 1 • Soils Inspection =ad 3riggs Engineering & Testing PROJECT: EXCEL CORPORATION BRIGGS Division of PK Associates, Inc. PROJECT#: 72463 INSPECTOR: Wayne Carbonneau EMP.#: 356 REPORT#: DATE: 9/4/98 CODE: S26 ARR.TIME: 12:00 pm JOB HRS.: 3 T.T.: MILEAGE: TEMP.: H 77F WIND: H L X HUMID.: H X SUNNY X Briggs Engineering and Testing field engineers took in place density tests. In place density was determined in accordance with ASTM D-2922 and D-3017 for comparison to the laboratory determined maximum density at optimum moisture in accordance with ASTM D-1557 and/or D698. Location: Roadway and parking areas (see drawing). ,.o Remarks: All testing was conducted using a proctor provided by American Engineering per Mel Dishman of J.K. Scanlan. All testing met requirements and Mel Dishman was notified of all results. • Techniciai Wayne Carbonneau Approved //41/491 Soils Compaction Report ing PROJECT:.EXc e\ co_BRIGGS I Briggs En Engineering & Test . kA eo��,c� er-� ...—...—..... A Division of PK Associates, Inc. PROJECT#: 1 Zylo3 +c. • INSPECTOR: mac.--- EMP.#: cast,,, REPORT#: DATE: c:N_V_93 CODE: C _Z46, ARR.TIME: 1Z-o o JOB HRS.: 3 T.T.: — MILEAGE: TEMP.: H se L-fly WIND: H M HUMID.: 0 M L Call CLOUDY Maximum Dry Density: ‘30•I. Optimum Moisture Content: ,. 2 - Method of Testing ( Check One) : Sand Cone Nuclear Densometer •/ Test Location Estimated Elevation Test Results Req. Min. Moisture Optimum No. Area Tested %Comp. % Comp. Content % Moisture % Seusve.1 C'oo� 1So' qq•-Z .=‘s©o Lt•z .2:70 G-V-Z de Z ct 1SO' c14Z.9 3-szt 3 `t t Oo` 11 oa•'1 '` `1 .3 i 4 %, too' ,. 0`1 -` tr 5.o „ 5 Pack.c c.\ cm-em.(sce drc.,.i.c.e1> 100` h Ck CO .01 4` „ Lk• 0 `` .O It N ,, 0 .L$ " 3•L „ 1 t, „ CO3 S ,. 5.4 ,, II „ O\O .0 „ 4."S Q tO 11 „ `` °11-1 ,, 14.1. ,, 1 t t, ,, ,, cll.. 1 •, 3•L1 ,, 12 '' " `2I$-i, ,t y-cl u t3 ., O % 3 it 144 4 IK t, ,, ,, ea--Z. it L .S 11 tt-of ,t �g•y k W•e 1 ,c ,t ,t q$.2 t• S."?.. it Tests not meeting requirements: pm s cam. Who notified: Me_1 Os\-.cr•o.c1 Recommendations: M04-.0_ ;s #'s-,- Remarks: r .• A cA\ 44-4, ?- c--esv\acs . Technician: a Approved f Soils Compaction Report ,' Jig h PROJECT: !BRIGGS I Briggs Engineering & Testing ._e___\ cc V- A Division of PK Associates, Inc. PROJECT#: �. rgii • INSPECTOR: EMP.#: o35co REPORT#: DATE: ck_Lk . cv$ CODE: S-Zco ARR.TIME: \2.`o , JOB HRS.: 3 T.T.: — MILEAGE: TEMP.: H Tr L-T10 WIND: H M Lc HUMID.: 0 M L €117%) CLOUDY Maximum Dry Density: \30. Optimum Moisture Content: 1.Z - , Method of Testing ( Check One) : Sand Cone Nuclear Densometer i Test Location Estimated Elevation Test Results Req. Min. Moisture Optimum No. Area Tested %Comp. % Comp. Content % Moisture \% P .c a C a—;�� 1�, F;�;�,,.� 'v .1 gs% 3•7_ it•z"o 19 it t k E r e.\ 9 •5 tl 3,1 14 20 %% a Gc-oa.e,_ C1-9 - 6.2, 'Z\ a ,, M ck(..•1 7 ', Ss' 1, 2Z U t, \1 \l•7_ J. " ( 1 \, 73 ,t ,i „ Q\4 ll•lo It S.O t1 z-1 a t, „ ocq.'Z it y.O tf i I • „ (o to II i Zto u • Tests not meeting requirements: v. Who notified: Recommendations: toc,et- ;_ os k:n.e. ' v f Remarks: -ock-c� c ode. b� CNk-,•es-:c�,..., Ec.„‘zr,e .r.� k Te 5 �.1 , c` v,k b F,N., t\cA-xcs,ea - 4\\ ec - ces.* s. Technician: Ca,_4zi..�.e...._ Approved fat/Z/A7/- . , . V F :ref,;`f,` :�y r ' ;�/� /7-P cI`�.'f_f"� '--1-.>/ r r " rF�'+ry i .:':jiiF F:.r tf fJY:iy/'fi :i:: � J' �S'. — s/ir/y�+i",�� �f�/l: sv> �<:v-..�'. �f.l�,,���,fr�.3,?+ p,�lR ���'�F�� y�i,����,���//�;.� j. RIOOS Bri s En ineerin &Testin Project: ig \II---.. A Division ofPKAssodatas,Inc. Project #: --iZ„y‘0". N Date: -y-g-t • Inspector:LA „ ARR.TIME: 1z-'.oo JOB HRS.: 3 T.T.: — MILEAGE: — L: TEMP.: _11° - $Z° WIND: La) G HUMID.: kAkk_‘ 6I114-N7--) CLOUDY NO.OF PAGES TO THIS REPORT: #BACK UP SHEETS TO THIS REPORT: f - �. . I , 21 ® i 11 0i 1 Zs O 4 & I & (S) .0 (cfpi — 0 © , 0 0 0 & , 0 / .74.7,Z2f71 APPROVED: 4 ' Daily Report jailh Briggs Engineering&TestingProject: Bai1CICIS Excel Corp. A Division of PK Assoc.,Inc. Project #: 72463 Inspector: Chad Hancock EMP#: 0918 REPORT#: DATE: 11/20/98 CODE: C26, D2922 ARRVL: 7:30 JOB HRS.: 8 T.T.: MILEAGE: TEMP: 40-55F WIND: Medium HUMID.: High SUNNY (CLOUDY) NO OF PAGES TO THIS REPORT: 1 of 3 NO BACKUP SHEETS TO THIS REPORT: 2 Arrived at the above named project site at the request of the client in order to conduct a Soils and a Concrete Placement Inspection. SOILS: Approximately 12" lifts were installed and compacted a minimum of three passes or until results exceeded the required % minumum compaction. • Five compaction tests were conducted in the proposed parking area. All tests met and or exceeded the minimum compaction requirement of 95%., Informed Ron Jones of all test results. CONCRETE: Contractor placed 22 cubic yards of 3000 3/4" psi concrete this date for the jaggered footing R-0.3-2 and pier boxes R-3.6, P-5.5 One set of four 6 x12 test cylinders was fabricated. Informed Ron Jones of all test results. No specifications were on site to verify slump or air content requirements. Ron Jones requested a 5" slump and 3% to 5% air entrainment. For further details, please see the attached reports. ")/Approved: i` �t A,ram,. . . Soils Compaction Report. valifilININA I ,. I BRIGGS' Briggs Engineering 8 Testing PRalE. CT: P)C C e C CIC P _ , A Division of PK Associates, Inc. PROJECT#: INSPECTOR C*`xi ci4aR cr EMP.O: C\s REPORT#: DATE: CODE ARR.TIME ` ' JOB HRS.: g S . T.T.: MILEAGE TEMP.. . H L ' � Un WIND: . H `'- L HUMID.: .1'.) L SUNNY CLOUDY Maximum Dry Density: I 30 , L.; Optimum Moisture Content 1 (0 ,L-A • Method of Testing ( Check One) : Sand Cone Nuclear Densometer I _ Testi • Location Estimated Elevation Test Results Req. Min. Moisture Optimum No. Area Tested %Comp. % Camp. Content %, Moisture %' osej ._( 4V`iG qc 5,4 (0,q , a ct 5 / ,O (0 I ___i • P 7 • Tests not meeting requirements: N r,6�1 f. Who notified: RQ N( N-yrt C Recommendations: r(,Nrl--► r\r i <' S \ 11 • Remarks: i Technician• Approved '�l .� Daily Report Jllf i h Briggs Engineering&Testing Project: Excel Corp. A Division of PK Assoc., Inc. Project #: 72463 Inspector: Chad Hancock EMP#: 0918 REPORT#: DATE: 11/19/98 CODE: C26, D2922 ARRVL: 7:30 JOB HRS.: 8 T.T.: MILEAGE: TEMP: 40-65 WIND: Low HUMID.: Medium (SUNNY) CLOUDY NO OF PAGES TO THIS REPORT: 1 Of 3 NO BACKUP SHEETS TO THIS REPORT: 2 Arrived at the above named project site at the request of the client in order to conduct a Soils and a Concrete Placement Inspection. SOILS: Backfill was placed in approximately 12" lifts and compacted a minimum of three passes or until results were equal to or above the required % minumum compaction. Eleven compaction tests were conducted in the proposed parking area. All tests met and or exceeded the minimum compaction requirement of 95%., Informed Ron Jones of all test results. CONCRETE: Contractor placed 39 cubic yards of 3000 3/4" psi concrete this date for the entire west foundation wall. One set of four 6"x12" test cylinders was fabricated. Informed Ron Jones of all test results. No specifications were on site to verify slump or air content requirements. Ron Jones requested a 5" slump and 3% to 5% air entrainment. For further details, please see the attached reports. Approved: . -` si Solis Compaction Report efi Briggs Engineering & Testing PROJECT: -' r,e, I roi e ' !BRIGGS' � W"ar A Dlsvision of PK Assoc. Inc. PROJECT#: 7 a L4 G 3 INSPECTOR: t Y l or] . .r1CoC^ EMP.#: C\ REPORT#: DATE: l f -1 q _ el CODE: D2922 ARR.TIME: V. '30 JOB HRS.: ' i 1 es , T.T.: MILEAGE: TEMP.: ( „�` 467. WIND: H M ` .7)-' HUMID.: Ha SUNNY) CLOUDY Maximum Dry Density: /0, cf Optimum Moisture Content: G . c/ Method of Testing ( Check One) : Sand Cone: Nuclear Densometer: Test Location Estimated Elevation Test Results Req. Min. Moisture Optimum Area No. Column Footings: Tested %Comp. %Comp. Content % Moisture % p �ase.d p�,--�, -350,14 3 /, .?s. 3 (f5 z. 9, o G. V 2 e2r-r"1".a... 0.4cif,‘ ay,,Li 5 CFI . q _ 41 . ct G 1 �'C.� le -7 l ( `-inti;# 7 / Li is cto:o ci "3 // v . 9(0 .1 v '7. Q Tests not meeting requirements: _, Who Notified: ?4p,i, Recommendations: Remarks: Atif \_, - i , Technician: _ Approved: ./ZAtk r^ Daily Report ap 'eas Briggs Engineering&Testing Project: Excel Corp. A Division of PK Assoc.,Inc. Project #: 72463 Inspector: Chad Hancock EMP#: 0918 REPORT#: DATE: 1 1/18/98 CODE: C26, D2922 ARRVL: 7:00 JOB HRS.: 8 T.T.: MILEAGE: TEMP: 30-65F WIND: Medium HUMID.: Medium (SUNNY) CLOUDY NO OF PAGES TO THIS REPORT: 1 Of 3 NO BACKUP SHEETS TO THIS REPORT: 2 Arrived at the above named project site at the request of the client in order to conduct a Soils and a Concrete Placement Inspection. SOILS: Retested areas which previously failed on 11/16/98. These areas have now met the 95% minimum compaction requirement. Areas tested for footing elevation were in place prior to my arrival on site. Areas of proposed parking lot were being filled as tests were taking place. Drainage matting was placed over iexisting fill. Approximately 12" lifts were placed over matting and compacted a minimum of three passes or until tests were above the minimum percent compaction. Also conducted compaction tests in other areas as noted on the attached report. All tests met and or exceeded the minimum compaction requirement of 95%. Informed Ron Jones of all test results. CONCRETE: Contractor placed 21 cubic yards of 3000 3/4" psi concrete this date for the radius footings (1-2) - (K-L) and footing R-(2-3.5). One set of four 6"x12" test cylinders was fabricated. Informed Ron Jones of all test results. For further details, please see the attached reports. Approved: Atij ittt.44,/ y r Solis Compaction Report [ ��`��� Briggs Engineering PROJECT: ,BRIGOS gg 9 ng & Testing 6.-pec..el Co rfp, A Disvision of PK Assoc. Inc. PROJECT#: 702 y6 3 ....\isr, INSPECTOR: C�n a r nt C eel: REPORT#: DATE: /f_`b `.� CODE: D2922 MP ARR.TIME: -7' 30 JOB HRS.: T.T.: MILEAGE: TEMP.: 5$= 35° WIND: H M 2 HUMID.: Heill. N CLOUDY Maximum Dry Density: /'30, ci Optimum Moisture Content: G, y Method of Testing ( Check One) : Sand Cone: Nuclear Densometer: X Test Location Estimated Elevation Test Results Req. Min. Moisture Optimum Area No. Column Footings: Tested %Comp. %Corn . Content % Moisture % ( r i 1< hi 'r 99 4/ _75 _ ((Jr ‘. cl r. ,3 79tI 9J, I , qC/ Q I ► 9c, 7 3i7 S 4 o4, r c. cif 100sla re 1' tK, 3,Y ‘ A - s�c� r�l6a y 3, r 7 t ' 49.E `fie/ 7. (c-e>0 o reel 4-,'1:- 350S Q�, O ,.42 / sr .....) 7 /o o✓e,c— ?S 1 5 5 // , w.u.T , I a, 1 3-:C7 - - /3 v .ia 9? 6 Li /,o Tests not meeting requirements: ,,.,, Who Notified: i<c j)o/< S Recommendations: c0,_.v.., �c.te rn.,.rari,`b""� Remarks: n Technician: Approved: 9/ ' Ajj id/ Daily Report jjeLIN; RIOOS Briggs Engineering &Testing Project: Excel Corp. A Division ofPKAssociates,Inc Project #: 72463 Inspector: Chad Hancock EMP#: 0918 REPORT#: DATE: 11/16/98 CODE: C26, D2922 ARRVL: 7:00 JOB HRS.: 8 T.T.: MILEAGE: TEMP: 30-65F WIND: Medium HUMID.: Medium (SUNNY) CLOUDY NO OF PAGES TO THIS REPORT: 1 Of 3 NO BACKUP SHEETS TO THIS REPORT: 2 Arrived at the above named project site at the request of the client in order to conduct a Soils and a Concrete Placement Inspection. SOILS: Upon arrival, all fill was in place. According to super, Mr. Ron Jones, no specifications were on site. Thirteen compaction tests were conducted in the areas as noted on the attached report. Three compaction tests failed to meet the minimum compaction requirement of 95%. Informed Ron Jones of all test results. CONCRETE: Contractor placed 9-1/2 cubic yards of 3000 3/4" psi concrete this date for the footing on 2 Line from G to K Line. One set of four 6"x12" test cylinders was fabricated. Informed Ron Jones of all test results. For further details, please see the attached reports. / \J ' ,/ Approved: b l� Soils Compaction Report �1 BFRIG S Briggs Engineering & Testing PROJECT: 6Xce-f fin, . A Dlsvision of PK Assoc. Inc. PROJECT#: 7.2 f/ 3,...\ I� INSPECTOR: GjaJ mock i EMP.#: 9 1 ei REPORT#: DATE: !/1 /6 qr) CODE: D2922 ARR.TIME: 7;00 JOB HRS.: T.T.: MI// E: ` TEMP.: 6 S 30- WIND: H L HUMID.: H di L $Ut CLOUDY , Maximum Dry Density: /3d `T, ' t Optimum Moisture Content: 6, x Method of Testing ( Check One) : Sand Cone: Nuclear Densometer: Test Location Estimated Elevation Test Results Req. Min. Moisture Optimum Area No. Column Footings: Tested %Comp. %Comp. Content % Moisture % ; , ? � ?5. 7 3 , 7 s"? 3 , 1 ? c/ 5'?, 7 c , -,z) -& - L , 0 1 '7 3, s 3)5 s Qac{ 65 ,? 1 g2S 3, g 7 prop,,« p -k i Qre.250si. ,‘5-1-, 5'T-L 5/ 0 -7 alley-fc` ' (/ 97, l gtTr 7 9 s,( rS to 96ia lei t 1/ 96,a 6,y /2, 9i,y 5,5' 13 Ni v ? 7,3 V LK' v Tests not meetingrequirements:q uirements: /10. 4` 5 Who Not�ified: �,� �ovl�.�S Recommendations: LvG-� Q,"j re co„N t k" Q rc-o.S d/ LAo✓NCO c'w ..r't(.. / Remarks: .� A. Z.____L Technician: �,��� v Approved: 741 N7LV • Soils Inspector , 'BRIGGS Briggs Engineering & Testing PROJECT: Excel Corp. s\i—jdF A Division of PK Associates,Inc. PROD #: 72463 INSPECTOR: Robert Carter EMP#: 0972 REPORT# DATE: 11/25/98 CODE: D2922 ARRV: 13:15 JOB HRS. 1 1/2 T.T.: MILEAGE: TEMP.: H54F WIND: Low HUMID: Medium _(SUNNY) CLOUDY NO OF PAGES TO THIS REPORT: 1 of 2 NO. OF BACK UP SHEETS TO THIS REPORT: 1 Briggs Engineering and Testing field technicians took in place density tests. In place density was determined in accordance with ASTM D-2922 and D-3017 for comparison to the laboratory determined maximum density at optimum moisture in accordance with ASTM D-1557 and/or D-698. Location: Line-I from Column Line 9 to 6 and Line K from Column Line 9 to 5 Remarks: Arrived at the above named project site at the request of the client in order to conduct a Soils Inspection. Contractor excavated an area approximately 10'x10' on Line K at Column Line 9 -5. Area was then tested and approved. Contractor had compacted Line I from Column 9 to 6 and area was then tested and approved. Informed Jack Dankert of all findings and test results. For further details, please see the attached report. Technician: Robert Carter Approved: I`�l r91i j ��Jr Soils Compaction Report . I BRIGGS Briggs Engineering & Testing PROJECT: CP! 6 ri" -----..„„, A Division of PK Associates, Inc. PROJECT#: 7,2 / 3 INSPECTOR: A. er74aYi r EMP.#: 9'7a REPORT#: DATE: //—,,,?S"-iS CODE: ARR.TIME: /,`/J JOB HRS.: /e 50 T.T.: MILEAGE: TEMP.: H j yL WIND: H HUMID.: H ( GUNNY, CLOUDY Maximum Dry Density: I L $' 13e2 4f Optimum Moisture Content: q, 7 6., Method of Testing ( Check One) : Sand Cone Nuclear Densometer Test Location Estimated Elevation Test Results Req. Min. Moisture Optimum No. G/own Fco f/pj Q art Area Tested %Comp. % Comp. Content % Moisture ( 1 n e 1_ - 1J /OYc Id eV& 99, 1 Flo yK Lt. 7 a - g n 6 s 3 3 - 7 9F.a _ / I ,I 6 K - a � 9 o- 9s� • 6., <l Co. 4 — a • . 76, F t<,s 7 — 7 y d L. 3 F - G 9z L- s6 9 — 5 1 96, y (s, 3 Tests not meeting requirements: 7 Who notified: GL Occ,vl, Le✓t Recommendations: Camp et over Remarks: Technician: aliedOe;4 (... Approved A i :en-4/1 .. t Soils Inspection 'BRIOOB! Briggs Engineering & Testing PROJECT: Excel Corp. A Division of PK Associates,Inc. PROD #: 72463 INSPECTOR: Chad Hancock EMP#: 0918 REPORT# DATE: 11/06/98 CODE: D2922 ARRV: 12:00 JOB HRS. 4 T.T.: MILEAGE: TEMP.: 45-60F WIND: . Low HUMID: Medium (SUNNY) CLOUDY NO OF PAGES TO THIS REPORT: 1 of 2 NO. OF BACK UP SHEETS TO THIS REPORT: 1 Briggs Engineering and Testing field technicians took in place density tests. In place density was determined in accordance with ASTM D-2922 and D-3017 for comparison to the laboratory determined maximum density at optimum moisture in accordance with ASTM D-1557 and/or D-698. Location: Backfill for foundation on Lines G-0 and G-11 Remarks: Arrived at the above named project site at the request of the client in order to conduct a Soils Inspection. 8" lifts were installed and compacted a minimum of three times or until results were in compliance with minimum standards. The tests taken had met and or exceeded the minimum compaction requirement of 95%. Informed Ron Jones of all results. For further details, please see the attached report. l' Technician: Chad Hancock Approved: �► ./1�► I -` ill � Soils Compaction Report 1BRIGGS1 Briggs Engineering & Testing PROJECT: E'-i�c,,!„7 C•arP A Disvision of PK Assoc. Inc. PROJECT#: '7,2_ `/63 .....\ - INSPECTOR: c /t r k EMP.#: 9!$-s- REPORT#: DATE: //‘_ C? CODE: D2922 ARR.TIME: ea O _i JOB HRS.: V T.T.: � MILEAGE: TEMP.: L` 6p_ WIND: H M t1 HUMID.: H( 7 UN CLOUDY Maximum Dry Density: 4,2 9. Optimum Moisture Content: Zl d Method of Testing ( Check One) : Sand Cone: Nuclear Densometer: Test Location Estimated Elevation Test Results Req. Min. Moisture Optimum Area No. Column Footin s: Tested %Comp. , %Comp, Content % Moisture % G-a -��-/ ► s e --6 r�r- , / de,tola s �/, 7 7 K . 7 7q: c:i ?, 7 7 -SS(-49-i3 3:S .4,/e ??, r 1._`9 . G , 96er 5",._C 47 t� � 97/ ��S \.. /1 97? q7 44 / 44:3 deli'ey..71•17,, ./.D, :0/ 45 ' 3 \. Tests not meeting requirements: vj/ .....16. , Who Notified: /2€c _. Jv cs Recommendations: Remarks: i 6. Ira I's iN 4---,--adk .244/ ,,, Technician: d� • Approved: �. I Solis Inspection . Ae 'BRIGGS' Briggs Engineering & Testing PROJECT: Excel Corp. Vita A Division of PK Associates,Inc. PROD #: 72463 INSPECTOR: Chad Hancock EMP#: 0918 REPORT# DATE: 11/17/98 CODE: D2922 ARRV: 7:00 JOB HRS. 7 T.T.: MILEAGE: TEMP.: 45-60F WIND: Low HUMID: High SUNNY (CLOUDY) NO OF PAGES TO THIS REPORT: 1 of 2 NO. OF BACK UP SHEETS TO THIS REPORT: 1 Briggs Engineering and Testing field technicians took in place density tests. In place density was determined in accordance with ASTM D-2922 and D-3017 for comparison to the laboratory determined maximum density at optimum moisture in accordance with ASTM D-1557 and/or D-698. Location: Proposed parking area Remarks: Arrived at the above named project site at the request of the client in order to conduct a Soils Inspection. Only five compaction tests could be conducted this date due to rain. Water had accumulated in fill area that required testing. The tests taken had met and or exceeded the minimum compaction requirement of 95%. Informed Ron Jones of all results. For further details, please see the attached report. .2 Technician: Chad Hancock Approved: )/ rah; ,, _` � Soils Compaction Report gil I BRIGGS I Briggs Engineering & Testing PROJECT: 6-xce( Co p, A Disvision of PK Assoc. Inc. PROJECT#: 72 c(C - INSPECTOR: G a, c A EMP.#: 9(Tc REPORT#: DATE: /f_/7`q CODE: D2922 ARR.TIME: `7 JOB HRS.: 7 T.T.: MILEAGE: TEMP.:6'0` Cis' WIND: H M 0 HUMID.: M L SUNNY li!OUD Maximum Dry Density: /3a , c( ' F Optimum Moisture Content: G, Method of Testing ( Check One) : Sand Cone: Nuclear Densometer: Test Location Estimated Elevation Test Results Req. Min. Moisture Optimum Area No. Column Footings: Tested %Comp. %Comp._Content % Moisture % . / ,�/o.::.S e.dl r-4_ „e250 Itg exis4A4 95.• Y 95 517 61 •7--- 3 96, 3 S. \.43. ci I Tests not meeting requirements: A4,,,,,e___ Who Notified: /Zo,� SoIne-S Recommendations: !„��.e Q �4 4 c' fiAML Remarks: <-.4 c-,,--. 41 74o,^ 't,,,,,e c n-(1 re Ste,l6.' fl Ai � Z___ )tftel,:, .: ; Technician: � Approved: I 1 1 1 1 1 1 1 PM ' International Power Machines 1 1 1 1 I I I I I I I I I I I I I I I I I I I � aC [ d SWITCHING May 18, 1999 Ralph Crossen • Building Commissioner Town Office 367 Main St. Hyannis,Ma. 02601 Dear Ralph, Attached please find Plans and literature for proposed battery backup,UPS,at Excel.The plans indicate 2 different UPS types. The red is for battery back up for—48-volt power supplies. The yellow is for battery back up of 110-volt isolated ground power. All of the UPS are for the Labs. The 2 different literature booklets are for the different battery systems. The Power battery paperwork is for the—48-volt UPS and the Branch Electric is for the 110-volt. The proposed UPS will allow Excel to carry uninterrupted power to mission critical systems for 15 to 20 minutes.This will save Excel critical loss of time and production caused by minor power outages. Prolonged outages would cause Excel to power down systems and evacuate the buildings. Furthermore,Excel is planning on installing a small natural gas Generator to keep the phone and data network powered at all times. This Generator will only power the network server room. Please review the documents and advise of any building or code issues that may be created by the installation of the battery systems. If you have any questions or comments please contact Doug Sanford at, 508-747-4300,or myself. Thank you. S. re • Arthur R Bartlett Jr. Facility Manager 508-862-3541 • cc: Doug Sanford Jack Dankert Excel Switching Corporation 255 Independence Drive• Hyannis,MA 02601 •Telephone (508) 862-3000 • Fax (508) 862-3155 Website:www.xl.com f 1 1 1 1 SUBMITTAL FOR Branch Electric y 14, 1sys ' / �O t IJ . 1 TABLE OF CONTENTS International Power Machines Uninterruptible Power Supply Model: BPII 20-2020 1 Section I: Data Sheets BalancedPowerll 20-30 Johnson Control 12-310 ' Section II: Drawings w gs ' 944-201-D020 944-010-D100 I ' Section III:Warranty Three-Phase Warranty Johnson Controls Warranty 1 1 I BILL OF MATERIALS International Power Machines Uninterruptible Power Supply p pP Y ' for Branch Electric I UPS Model: BPII 20-2020 Input Voltage: 120 VAC, 60 Hz 30 Output Voltage: 120/208 VAC, 60 Hz 30 P g Output Power: 20 kVA/ 16 kW Included Options: Internal Telephone Modem ****************************************************************** 1 Battery System: Battery Model: IBD, 29 minute battery system, ' consisting of 15 jars of JC 12-310 FR batteries internal to the UPS. 1 I ; I BPII Electrical Specifications I ' Input Voltage: 208VAC, 30, 4 Wire Frequency: 60 HZ Nominal Input Current: 65 Amps Maximum Input Current: 81 Amps ' Rectifier Breaker Rating: 100 Amps Output Voltage: 120/208 VAC, 30, 4 Wire Fr equency: 60 HZ Nominal Output Current: 56 Amps ' Maximum Output Current: 69 Amps Output Breaker Rating: 70 Amps Nominal DC Voltage: 180 VDC ' Maximum DC Current: 121 Amps Battery Breaker Rating: 125 Amps Full Load Heat Dissipation: 8.9 KBT /H p U r 1 1 woo- 1 1 I 1 1 r 1 I, 1 1 I 1 1 1 M 1 1 1 1 1 1 I CD r I Models: BPII20 BalancedPower jj B PII 25 I BPII 30 Uninterruptible Power System , s v.,;-P--•-':' t';:',:;441--It AO' -iit I '1 Reliability of True On-Line _ Technology I El Software Upgradable DSP Control . ' ': and Monitoring I 0 Environmentally Friendly with . _ Small Footprint and Quiet , i, 1 Operation . :,,,i „. Remote Monitoring and ControlID CI Internal Batteries for Up to 33 Minutes Back Up ��` � z� v 24-Hour Service Support =� ,- ;vd ry 0 1 UPS Specifications Input Output ' e Voltage Configuration:3 phase,4 wire plus ground [3 wire e Voltage Configuration:3 phase,4 wire plus ground (60 Hz only)with optional input isolation transformer] e Steady State Regulation:Nominal±1% •Voltage Range:Nominal+10% 15% •Dynamic Regulation: ±3%for 100% step load with ' o Frequency Range:Nominal ±5%continuous,±5Hz recovery within 16 milliseconds transient e Voltage Distortion:4%THD for 100%non-linear o Power Factor:0.8 lagging at nominal conditions load •Surge Protection:ANSI C62.41 (IEEE 587) Environmental •Voltage Unbalance:Nominal±1%for 100% I unbalanced load O eratin Temperature:UPS-0°y-20°to 30°C(68°to 86°F)to 40°C (32°to 104°F) I •Inverter Overload: 125%for 15 minutes and 150% g P P for 1 minute Batter e Humidity:0 to 95%non-condensing Frequency: ±0.1%free running o Audible Noise:60dBA at 1 meter •Slew Rate:0.1 to 1.0 Hz per sec(selectable) ' n Altitude:8,000 ft./2,438 meters •Load Crest Factor:3 to 1 I' lit. International Power Machines® I I SPECIFICATIONS BPII BPII BPII go Output Power 20kVA/16kW 25kVA/20kW 30kVA/24kW i AC Input: Voltage(VAC) 208 380 ;480 600 208 380 480 _ 600 208 ,380 480 60011 Frequency(Hz) 60 50 60 60 60 50 60 60 60 50 60 60 Nominal Current(Amps) 65 36 28 23 81 44 35 _ 28 99 54 43 34 Maximum Current(Amps)During Battery Recharge 81 44 35 28 101 55 44 35 124 68 54 43 Circuit Breaker Trip Rating (Amps) 100 60 50 35 125 70 60 45 150 80 70 60 I AC Output: Voltage(VAC) 208 ' 380 208 380 208 i 380 `_,.- Frequency(Hz) 60 50 60 50 60 50 Nominal Current(Amps) 56 30 69 38 83 46 I Circuit Breaker Trip Rating(Amps) 70 40 100 50 125 60 Battery Sizing Info(50Hz/60Hz): Nominal Voltage(VDC) 360/180 360/180 360/180 I Maximum Discharge Current(Amps) 60/121 75/151 90/181 Circuit Breaker Trip Rating(Amps) 60/125 75/150 90/200 DC KW 17.8 . 22.2 . . 26.7 Internal Battery Options: 50 Hz— IBA-5-YY 19 min. 14 min. 11 min. IBB-5-YY 32 min. 24 min. 18 min. IP 60Hz— IBA-YY 7 min. - 4.5 min. NA IBB-YY 12 min. 8 min. 5 min. I IBC-YY 22 min. 16 min. 12 min. IBD-YY 29 min 21 min 16 min. I YY=kVA of UPS IBE-YY 33 min 26 min 20 min Mechanical: Dimensions(WxDxH) 31"x 32"x 65"(79 x 81 x 145 cm) _ I Weight(Maximum) 2500 Ibs.(1125 kg) , Heat Dissipation 8.9 kBTU/Hr 11.1 kBTU/Hr 13.3 kBTU/Hr 111 Notes:Additional input/output voltage configurations are available,including 220,240,400 and 415 VAC input and 220,400 and 415 VAC output. With dual input option,the bypass AC input must be the same voltage,frequency,phase rotation I sequence and configuration as the AC output. I roco International Power Machines® 10451 Brockwood Road•Dallas,Texas 75238-1641 U.S.A. Phone:(800)527-1208 or(214)342-6100,FAX(214)342-6116 Publication No.960101A ©1997 International Power Machines Printed in U.S.A. Information subject to change without notice. I r I I ' IlL 1---,,--nr- -,,,,-;-,,. 0 - , -7,,, ;6.---- , A 1 f LI ,.r-, ? __„-,, _-_- .„,— ,- '',,,:,„,—Ti4....\4--lit!,-_ :'''-. :-, - ---- - — _ '', - w w ii:..7: - .,..„_,-._,. __. _.:-..__ r____ _-_—__,___,:,______ I r u ¢ // I1 1,1,1 4,0,,, jrik?4, 04 y, , , 0004,w, , "),A ,, ' 4t0:"''' 's i ,. 'w '. 'ri —, aw y � UM 2 310 FEATURES IVALVE REGULATED • Flame-arresting one-way pressure-relief • Not restricted for air transport— LEAD ACID BATTERY vent for safety and long life. Complies with IATA/ICAO Special I FOR UPS STANDBY • Thermally welded case-to-cover bond to Provision A67 eliminate leakage. • Not restricted for surface transport— POWER APPLICATIONS • Absorbent Glass Mat(AGM)technology . Classified as non-hazardous material as 12V 88.0 AH @ 20 HR RATE for efficient gas recombination of up to related to DOT-CFR Title 49 le 99%and freedom from electrolyte parts 171-189. 12V 330.0 WATTS/CELL maintenance. • Computer designed lead, low calcium @ 15 MIN. RATE • Computer-generated grid design alloy grid for minimal gassing and ease of recycling. I optimized for high power density. • UL-recognized component. • Case and cover available in both • Multicell design for economy of standard and flame retardant installation and maintenance. polypropylene. I • Can be mounted in any orientation. • Flame retardant polypropylene case and cover compliant with UL 1778 (optional). I 1 12 Volts — 330 Watts Per Cell For 15 Minutes to 1.67 Volts per Cell 1 IConstant Power Discharge Ratings—Watts Per Cell @ 77°F(25°C) Operating Time to End Point Voltage(in minutes) End Point Volts/Cell 5 10 15 20 30 40 45 50 U 60 90 I 1.67 608� 423 1330' ,- 273 a.•2051 165 ' '151 .� a"4 139 , 120, ,, 93 ' SPECIALTY BATTERY DIVISION • 900East Keefe Avenue P.O.O 59 Box 591 I '')::'.;' Milwaukee, WI 53201 Phone: 800 396 2789 ` /k �"" a. Nye Fax: 414-961-6506 CONTR®L'S rD gp TTE ' ; . (Jp$ •� - Form 41-7109(Rev.01/99)Printed in the U.S.A. 1 1 NJP2' 2=21 0 J HNSON ��5 ' CONTR®LS���,ry � RATTER �PS� (ON 0N Cr 0 • 00r O 0 II [28.7] ro'67 0 `-N• 7 - N 0O) ,r.co m ci ON 01r p)V 1.02 ®+ a�� °N'.N rnN 4 N v N [25.9] 1.13 12.04 00.28 [305.8] [ 11.95 6.65 [7.1] [303.5] [168.9] UPS12-310 - Specifications" , I Cells - -V ltage ` '.- Maximum '+ Short.Circult Ohmsilmped.o Per Unit Per.Unit - Weight R Electrolytes Discharge=Current_ Currrent , 60 Hz(S2) 6 12 84 66.6 lbs. Absorbed H2S0 _1 800 Amps [..igif.4-200,'AQ0,.,'d 0.0030 Ohms 1 a 30.2 kg 'SG`z 1.300 @ 0.1 se_c V, , a ': 38830watts per cell at the 15 minute rate to 1.67 volts'per cell at 77`F (25'C). Capacity t � ' Ahw©20 hr. rate to 1.75 volts per cell ©7T F (25 C) I V 76 Ah 0 10 hr rate to 1.80 volts per cell 0 20`C (68`F) Discharge; -40°F (-40°C) to +140°F (60°C), Charge; -4'F (-20°C) to +122°F .Operating Temperature Range v, . ,, k t. in . (50'C) NominalnOperating TeattierataTemperature` +74°F+74°F (23°C) to +800F (27°C) Range t.Float.Chargin1Voltagel it3K6 ` 13.5 to 13.8 VDC/unit Average at 77°F (25°C). Recommended Maximum Charging C/5 amperes (17.6 amperes a 100% depth of discharge) Current Limit a a �_ 11111 Equalization and Cycle Service . •;= 14.4 to 14.8 VDC/unit Average at 77'F (25'C). Charging Voltage _ AC Ripple (Charger) r 0.5% RMS or 1.5% P-P of float charge voltage recommended for best results. : t r i i Maximum voltage allowed =4% P-P z- v "n rI Maximum current allowed = 4.4 amperes (C/20) I Self Discharged Dynasty UPS batteries may be stored for up to 6 months at 77°F (25'C) and then r 3 rp a freshening charge is required. For higher temperatures the time interval will be rar It , shorter. Accessories `- Inter unit connectors, racks and cabinet systems are available. I Terminal "L"terminal with 0.28" clearance hole to accept 0.25" (6mm) bolt. tTerminal Hardware Initial Torque 65 in.-lbs. (7.4 n-m). 'Terminal Hardware Annual Retorque 4 52 in.-lbs. I Constant Power Discharge Ratings -Watts Per Cell @ 77°F (25°C) Run Time to 1.75 Volts per Cell(in minutes) End Point F i7 Y, Volts/Cell ( 5 10.4 .�15� 20 ` '30 40... 45 r e,r,50 ,1,,r 60 a i,'' 4 90` I 1.75555 I 397 j314 I 262 i. 199 161 1 147$: I 136 118 .' 92 1.70 V591 , 415 l 325 ,, 270 I T203 .! 164 L. 1501.i„,,,,1 138 ,,120':.4=4 93 1.67 ri608 A 423 !'' 330 '1 273 i 205' I 165 r 151k1t1 139 I " 120 3,1 93 1 1.65 Lfi 616 a 427 I 1332 1 274 I 205 i 166 It 151 ., i 139 K., 120-f:.1 93 1.60 Ki633 434 I fiz 336 r' 277 I 12071'1 167 ,e1:1152 ") 140 tAgo21 '.,.:4 93 Note: Batteries to be mounted with 0.5 in.spacing minimum and free air ventilation. I Constant Current Discharge Ratings -Amperes @ 77°F (25°C) End Point Operating Time to'End Point Voltage(in hours) :2 Volts/Cell � ��. ,v� �, j , 1.90 41.4r, j 25.4 i .18.5 12.3 8.40_ , 6.95 s5.93 3.24 1.85 E,w 47.720 1-, k t I 28.2 l 20.5 13.5E24,4 9.10„"1", ,7.60 d 6 50 '�(�F,,,! 3.45 • 1.80 51 0; 1 30.3 1 22 0 14.4 9.60 7.98 { .6 75 ; 3.61 ' 1.75 M. 54.3= "I 31.0 I 122.5 .$_ 14.8 ra,.,9.90 ?, ,1 8.14 I ,� ..;6 97,e4 . 3.68 Note: Specifications subject to change. I 1 1 P Hi Ii i:'• ' , I • ,.• III. . . , I .. I ,. I . , . I II • I I go I I •. ' 1 . I Cl) CD q I I I 11111 I I I 8 I - 7 I 6 I 5 II, 4 I 3 1 I I I I 1 REVISIONS ZONE REV DESCRIPTION DATE APPROVED A PROD. RELEASE AEAT 1 D 7 D UPS RESERVE INPUT 1 120/208VAC, 60HZ UPS MODULE BCB2 YPASS 30, 4 WIRE CIRCUIT 20KVA/16KW BREAKER I r- MAINTENANCE BYPASS OUTPUT CURRENTS • o 100% CONTINUOUS-56AAC MCB 125% LOAD FOR 15 MINUTES 70A — —69AAC 65KAIC AT 208VAC _ I 150% LOAD FOR 1 MINUTE —83AAC SEE NOTE 3 CB5 STATIC BYPASS STATIC BYPASS SWITCH CIRCUIT I BREAKER o 01 STATIC BYPASS MCB 70A _ _ _65KAIC AT 208VAC UPS OUTPUT II C IIRC T T OPTIONAL 7 RECTIFIER BOOSTER/INVERTER t-OUTPUT UPS PRIMARY INPUT INPUT AC AC 120/208VAC, 60HZ C CIRCUIT CIRCUIT 3Vi, 4 WIRE 208VAC, 60HZ BREAKER I FILTER INDUCTOR V _ _ _ INDUCTOR BREAKER 11 30, 4 WIRE �� _ 20KVA/16KW 23.3KVA/18.6KW ® ♦ • o • OUTPUT CURRENTS INPUT CURRENTS MOLDED CASE L _ I M0A 100% CONTINUOUS-56AAC CIRCUIT BREAKER T 70A 125% LOAD FOR 15 MINUTES 100% LOAD-65AAC 100A I I T 65KAIC AT 208VAC -69AAC 25% BATTERY RECHARGE-81AAC/ 65KAIC AT 208VAC I DC FILTER AC FILTER 150%. LOAD FOR 1 MINUTE I `83AAC 4- i ( TJ CB3 BATTERY 0� 121ADC AT FINAL SHUTDOWN (149VDC) BATTERY SUPPLY CIRCUIT 100ADC AT 180VDC II NOMINAL-180VDC BREAKER FINAL SHUTDOWN—149VDC B FLOAT-204VDC * moo ____ B iEQUALIZE-212VDC ** USER ADJUSTABLEIL....tfl• FACTORY SET AS SHOWN. 1 25A 10KAIC AT 250VDC • - - I EXTERNAL DC SOURCE _ I I 3. The dotted line indicates jumper wiring required for single input configuration. A \ AUtility must be connected to ups primary input terminals. For dual input configuration, jumpers must be removed and utility °F`R Dqq'� IPM R. HIXSON 9/27°/95, - p R T E C connected to—both primary and reserve inputterminals. CHM arF • I 2. SYSTEM HEAT GENERATION: o�+R �� DWG DILESYSTEM ONE LINE DIAGRAM 8.2KBTU/HOUR o NEf3LE1T a/2zDAis BRIE/LE PLUS 2.6KW �� °A'� 20KVA 208/208VAC • I • . 1. Refer to OUTLINE DRAWING .APPm DATE SIZE FSCII DWG NO. REV NOTES: . for location of power control wire connections. p�eE D 52451 I 944-201—D020 A CARTER - 9 2 SCALE SHEET 1.OF 1 8 .,__ 7 __ A 4 -- , I 8 I 7 I 6 I 5 J 4 I 3 I I I I_ I 1 REVISIONS ZONE REV DESCRIPTION DATE APPROVED ` AIR EXHAUST A PROD. RELEASE 12 IN MIN. CLEARANCE B ECO NO. 27851 1/24/96 s.�_' APPROX. EXHAUST AIR 900CFM 111 D o O O D 0 o • _..__.e e..... .��� ...... LLI-I-I-I•r e W O M M.M. MMEMME mmm.mo' . . . . . , eee m.==== I C o• • mmmmm. EM1=EON C 000 • m== 65.00 =�� (1651) I a • - o I mr f M M M M M O M M M 1=.0 M W M CONDUIT ANGLE o m CUSTOMER INTERFACE EE E MEMEM MMEM Q m CONNECTIONS m (SEE DETAIL A) B m m m m-a �m m m m .Efi mm m m B mci m cori EMIMM Imo mmomm 00000 .rA0m0- e m I ,Il I ______ ....___ _ I l ..__-.) _ _._.-..) 5.81 I — — j — 31.00 I - - 32.00 --5.00--• (787.4) (812.8) (127) (270) CONDUIT BOX FRONT VIEW - SIDE VIEW REAR VIEW I A A OFTR R. HIXSON 9/1P1ss IPMAL- ORTEC I DATE D" TIME OUTLINE DRAWING 3. BATTERY WARRANTY IS CONDITIONAL UPON- APPLICATIONS DATE AT OR BELOW 25•C (75•F). CONTINUOUS OPERATION ABOVE 25•C MAY DSRR REDUCE OR' VOID BATTERY WARRANTY. S. LOWREY 9/14A195 BPIIVLE PLUS 2. REFER TO SYSTEM ONE—LINE FOR ELECTRICAL INFORMATION. APPV .DATE UNINTERRUPTIBLE POWER SYSTEM I NOTES: DALE SIZE FSCH O. REV 1. DIMENSIONS IN PARENTHESIS ARE IN MILLIMETERS. APWD D 52451 iMlo 94N4—010—D100 B tt�� E. CARTER 9,47 /41/95 SCALE \ r.... I SHEET 1 OF 3 8 I 7 6 1 L 4 3 1 2 I P I 8 6 I 51 `} I 3 I L__�__i__I • 1 REVISIONS .. - . ZONE I REV I DESCRIPTION DATE I APPROVED 1 - - - - - 1 D 4 PLACES I SWIVEL CASTERS • 2-5/16 R12" MIN AIR EXHAUST I I D CLEARANCE F 6" MIN iCASTERS CAN BE LOCKED IN PLACECLEARANCE BY TIGHTENING LOCKING SCREW AGAINSTR INTAKE WHEEL 1 / -- --- T - ---] / � I I 1 , - O OO � .0, OO 1 • .,,: .. \ .1 I.. :: b- - o 0 0 0 • I I I C I C •I � I 1 I 0o 0 0 00 0 0 0 0 0 0 — I off • off • �.( 1. . II - -1 111 B I , B I BOTTOM VIEW DOOR SWING CLEARANCE 14" 1 I . 24" MIN SERVICE AREA I I _ 32" MIN I — 1 • I SERVICE AREA — 1 I I TOP VIEW I 1I A A 1 I — _ SIZE FSCM DWG.NO. REv I NOTES: min Ft. HXSSON ORTECu/T,s D 52451 944-010—D100 B CHKR SC/LE / ' 1 SHEET 2 OF 3 8 . I 7 I �— I 5 __-1 -- 4 I 3 I 2 I 1 - �. 8 I 7 I 6 I 5 I 4I 3 I 1 1 REVISIONS ZONE REV DESCRIPTION DATE APPROVED ' CUSTOMER INTERFACE CONNECTIONS I III1 — DCD D 2— RX 3— TX D 4— DTR , '—-"r— RS232 5— GROUND' 6— DSR 7— RTSSYS O INTERFACE FA 8— CTS , PORTS 9— RI ® O I Cil o p 1 — — 2—NO MODEL a— TO TELEPHONE LINE O 5— 0 s— RESERVED r A 0 0 C 111 o RESERVED 1 13 O O [1] ALARM CONTACTS L C 0 0 I' 0 0 0 2— C 3— C O 21 YDC ALARM a— 2 0 0 5— COMMON o GROUND CONTACTS 6— UPS BYPASS ACTIVE TO AS400 O 8 O o ° ! ' 7— UPS BATTERY LOW 5 ° 8— UPS ON Lb 0 0 UTILITY o BAT SW9— FAILURE o GROW o OROUO 1 — 24VDC LAMP SUPPLY • r A 0 0 0 21 we 2— EPO SWITCH (NO) -TO EXTERNAL EPO SWITCH o If FAIL 3— GROUND 1 13 0 0 I . BYPASS , 4— 24V UVR SUPPLY oo SUINIARY 5— UVR CONTROL TO EXTERNAL BATTERY CABINET Lc 0 0 _ o XFR 1MA 6— BATTERY AVAILABLE SWITCH o NORMAL 7— GROUND O r A 0 0 o W so 8— ON GENERATOR }TO GENERATOR o AUDIBLE — GROUND o SflHICE 10— 24VDC la 0 I ® o OROUD 11— UPS INPUT FAILURE L C 0 0 ;12— UPS ON BYPASS 13— SUMMARY ALARM I 14— TRANSFER NOT AVAILABLE 15— UPS NORMAL f TO REMOTE STATUS PANEL !1 DC. 0 o 16— 5 MIN. UNTIL SHUTDOWN pG O 0 o LJ 17— AUDIBLE ALARM B 18— ALARM SILENCE 19— GROUND I . / 0 ° 0 O O I DETAIL A ENVIRONMENTAL SPECIFICATION I — AMBIENT TEMPERATURE: CUSTOMER POWER CONNECTIONS — OPERATING 0'C TO 40'C (SEE NOTE 3) EACH TERMINAL ACCEPTS (32' TO 104'F) (SEE NOTE/0 F 2) 1 • NON—OPERATING —20'C TO 70'C _.(-4'F TO 158T) RELATIVE HUMIDITY: IA NON—CONDENSING: 0% TO 95% A ' ACOUSTICAL NOISE: 60db 'A' SCALE Q 3ft IALTITUDE: 0-8000ft (0-2438m) j APPROXIMATE WEIGHTS (INCLUDING BATTERIES): SIZE MU DWG NO, REV 1 2500LBS. (1125KG) �PSMORTEC 9J14/95 D 52451 944-010—D100 B - DFTR R. XON HI NOTES: peat SCALE / I 1 SHEET 3 OF 3 R I 7 F 5 ,1_ 4 I 3 I - 2 I 1 t r = t hi I 1 1 1 1 r 1 1 1 1 1 1 1