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38A-124
• Engraved key tags are required for the keys in Emergency Access Key Box. • A graphic representation of the structure must be installed at the Fire Alarm Control Panel (FACP) and /or Fire Alarm Annunciator and /or Communicator. • Alarm verification must be active on all smoke detection zones. • The FD connection for sprinkler system is to be 4" Storz connection with an attached chain, in addition a sign reading "Fire Department Connection" in 3" white letters on a red background is to be mounted above the connection. Also an electric bell, which activates upon water flow, must be located above this sign. • The Fire Alarm /Sprinkler system must be supervised by either a direct connection to the Northampton Public Safety Dispatch or by a UL listed Central station. • If the decision is to go with a direct connection to the fire department, the method would be utilizing a Keltron RF750F wireless transceiver. See FD for more details. • Pull Stations shall be double action type. • 5 lb ABC Fire extinguishers are needed located at exits. This shall be in compliance with NFPA relative to maximum travel distance. Appropriate signage in compliance with ADA should be located above. • Duct detector test switches shall be clearly labeled for identification purposes. Location shall be determined by Fire Department. • Fire Lanes shall be appropriately marked with signage and stripping, along with maintained throughout the year. • Page 2 � t`y Northampton Fire 244 Department Memorandum To: Tony Patillo From: Duane Nichols Date: January 31, 2010 CC: Brian Duggan Re: Kollmorgen Electro Opitcal, 50 Prince St. Secondary to a review of the plans and narrative submitted to me for review, I concur with the issuance of a building permit subject to the following conditions: • Fire alarm and fire suppression work permits shall be obtained for the project. The CIO inspection fee needs to be paid prior approval of any fire alarm and /or sprinkler plans. • A Fire Department Emergency Access Key Box is required on the exterior of the structure near the entrance to control equipment; a red 120 - candela strobe light that actuates upon an alarm condition is required above the Emergency Access Key Box. • Engraved key tags are required for the keys in Emergency Access Key Box. • The Fire Alarm Control Panel and Fire Alarm Annunciator must be labeled with red engraved signage with one -inch white lettering "Fire Alarm Control Panel" and /or "Fire Alarm Annunciator". Also engraved signage listing all fire alarm zone locations installed near panels • Page 1 GeoTesting express WARRANTY and LIABILITY GeoTesting Express (GTX) warrants that all tests it performs are run in general accordance with the specified test procedures and accepted industry practice. GTX will correct or repeat any test that does not comply with this warranty. GTX has no specific knowledge as to conditioning, origin, sampling procedure or intended use of the material. GTX may report engineering parameters that require us to interpret the test data. Such parameters are determined using accepted engineering procedures. However, GTX does not warrant that these parameters accurately reflect the true engineering properties of the in situ material. Responsibility for interpretation and use of the test data and these parameters for engineering and /or construction purposes rests solely with the user and not with GTX or any of its employees. GTX's liability will be limited to correcting or repeating a test which fails our warranty. GTX's liability for damages to the Purchaser of testing services for any cause whatsoever shall be limited to the amount GTX received for the testing services. GTX will not be liable for any damages, or for any lost benefits or other consequential damages resulting from the use of these test results, even if GTX has been advised of the possibility of such damages. GTX will not be responsible for any liability of the Purchaser to any third party. Commonly Used Symbols A pore pressure parameter for Aa — Aa T temperature B pore pressure parameter for Aa3 t time CIU isotropically consolidated undrained triaxial shear test U, UC unconfined compression test CR compression ratio for one dimensional consolidation UU, Q unconsolidated undrained triaxial test C, coefficient of curvature, (D / (Dr0 x D60) u, pore gas pressure C coefficient of uniformity, D60/D10 u excess pore water pressure C compression index for one dimensional consolidation u, u pore water pressure C coefficient of secondary compression V total volume c„ coefficient of consolidation V volume of gas c cohesion intercept for total stresses V, volume of solids c' cohesion intercept for effective stresses V, volume of voids D diameter of specimen V volume of water D diameter at which 10% of soil is finer V, initial volume D15 diameter at which 15% of soil is finer v velocity D30 diameter at which 30% of soil is finer W total weight D50 diameter at which 50% of soil is finer W weight of solids D60 diameter at which 60% of soil is finer W weight of water DS5 diameter at which 85% of soil is finer' w water content d displacement for 50% consolidation w water content at consolidation d displacement for 90% consolidation Wf final water content d 100 displacement for 100% consolidation Wi liquid limit E Young's modulus w„ natural water content e void ratio w plastic limit e void ratio after consolidation w, shrinkage limit e initial void ratio w w initial water content G shear modulus a slope of of versus pf G, specific gravity of soil particles u' slope of of versus p H height of specimen y, total unit weight PI plasticity index yd dry unit weight i gradient y, unit weight of solids K lateral stress ratio for one dimensional strain y,Y unit weight of water k permeability s strain LI Liquidity Index tryoi volume strain m coefficient of volume change Eh, a horizontal strain, vertical strain n porosity ti Poisson's ratio, also viscosity PI plasticity index o normal stress P preconsolidation pressure a' effective normal stress p (a + 0 / 2 , (a„ + a / 2 a a', consolidation stress in isotropic stress system p' (&i + a ' 3 ) / 2 , ( + a / 2 a a' horizontal normal stress p' p' at consolidation a,,, a'„ vertical normal stress Q quantity of flow ai major principal stress q (ai _ a3) / 2 a intermediate principal stress of q at failure a3 minor principal stress q q, initial q z shear stress q. q at consolidation cp friction angle based on total stresses S degree of saturation ip' friction angle based on effective stresses SL shrinkage limit Ip' residual friction angle s„ undrained shear strength cPvii tp for ultimate strength T time factor for consolidation M416 0- 106 -4 -1 Kollmorgen Electro - Optical Northampton. MA Boring No. Sample No. Depth Required Testing ASTM Notes B-1 U1 30-32 Incremental Consolidation with unload and reload D2435 Tube Log GTX -S1003 Tube photos — Atterberg Limits D4318 Seive with Hydrometer 0422 Torvane B -1 S4 15 -17 Seive with Hydrometer D422 Atterberg Limits D4318 S6 25 -27 Seive with Hydrometer D422 Atterberg Limits D4318 B -4 S4 15 -17 Seive with Hydrometer D422 Atterberg Limits D4318 J: \O\O0106\Geotech\Labtesting matrix - Phase 1.xlsLabTesting TRANSMITTAL Tighe &Bond Project No.: 0- 106 -4 -1 Date: June 25, 2009 Re: Kollmorgen Electro - Optical Northampton, MA To: Mr. Joe Tomei • GeoTesting Express 1145 Massachusetts Ave Boxborough, Massachusetts 01719 Copy: ❑ FOR SIGNATURE ❑ FOR FILE ❑ AS REQUESTED ❑ FOR REVIEW ❑ PLEASE REPLY BORING No. SAMPLES B -1 U1 (30 -32) B -1 S -4 (15 -17) and S -6 (25 -27) B -4 S4 (15 -17) Joe, Please run soil testing as shown on the attached sheet. If you have any questions, please contact me at (860) 704 -4758 or by email at amccauliffe @tighebond.com. Very truly yours, Tighe & Bo d, Inc. / 1/( Allison M. McCaulife, P.E. /� Project Engineer f • 213 Court Street, Suite 900 • Middletown, CT 06457 • Tel 860.704.4760 • Fax 860.704.4775 • CONSOLIDATION TEST DATA TIME CURVES Constant Load Step: 18 of 18 Stress: 0.5 tsf 23- I ' I'I I! I ' I'I'1'l i 1 ' I'I'I I ' I'1 1'1 1 ' 1'1 1 1 1 1 I 1 I I 11 , I 1 1 1 I 1 1 I - 1 1 1 , - 1 I 1 I 1 - 24 _ ---- T - - i-- +i --r- 1 -1-- - +- r - - -- -r l +- .: ' 4 - ' - - 1 - 1 - 1 - 4 - r - 7. 1 - 1 = 1 1 , - 25-- __- . 1_ - -J 4_1__Lr_1____ _ J_ y_L,_Lri___: ,.l+LF_____ li.I+L— e i , z __1 -- J 1 L___ _ J_J _- _J_,.. L_ '' L L— ¢ 26 —__ �- - - 1 r -- L r 1 1 r 7 - '' -IL 1 T 1 -1- - T 1 J r r (/) - 27 — + - + - -� 1- 7-t-Tr 1- ---- I-r + -r- --- t -y -r= 28-____ 7 __ L__1. y J.0L___ _J__,._L -JJ y _1__L,._1 J y - L,.L 1 1 1 1 _ 1 1 1 1 I 1 1 1 1 I 1 1 1 1 I 1 1 1 1 1 2 9 - 1 1 I I I I I I I 1 1 1 I I i 1 1 1 I I I i l i l i 1 1 1 1 1 1 1 1 I ■ I 11111 0.01 0.1 1 10 100 1000 TIME, min 23 , 1 1 1 , 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 24— T ,- 25 1- + Q 26 — i r T cn - , 27 - - -- . ' -1 — 28- 1 L L = _ _ - 29 1∎ 1 1 1 1 1 1 1` 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 { 1 1 1 0 2 4 6 8 10 12 SQUARE ROOT of TIME, min Project: Kollmorgen Location: Northampton, MA Project No.: GTX -9130 Boring No.: B -1 Tested By: jdt Checked By: njh . GeoTesting Sample No.: U -1 Test Date: 06/26/09 Depth: 30 -32 ft express Test No.: C -1 Sample Type: tube Elevation: - -- asubsidiary olGcocompCorporatior Description: Moist, grayish brown cloy Remarks: System G Thu, 02 -JUL -2009 07:58:58 CONSOLIDATION TEST DATA TIME CURVES Constant Load Step: 17 of 18 Stress: 2. tsf 27 - 1 ' 1'1 l I ' I ' I'1 1 1 ' !Till 1 ' 1 ' 1'1,1 I ' I'I 1_ , I I 1 I I, 1 I - I I I I 1, 1 I = I 1 I I .. _�� I - 1 1 I " _ , I I I 1 , 1 = 28-------- 1---4 -- 1-- r- '-- 1--- 1 - -- -- i- r-1- - --+r- -1- 4 - -1-r- r-- , - 7 -1-r-r= 1 1 1 I 1 , - 1 , I - 29----- i- - * - -- -J+ -1 H -1 J L;L,'. L .- - - - -+ l _ + — L i � - p 1 i _ 1 , 1 __ ___1__ __ J J ____ L_ -_ J ' -L -.. L J L_ - Q 30 -- , r T y r � -- _ - 1 r - -- T - -� � r - - - --- - I - J - r L r L � 1 1 1 1 31-:-'--1--4.---1 + r + + r 1--i r - -I - -, -I- - + + i r r , + — 1 = 1 1 1 i 32_____ r__ L__ 1 J-,1 ____J__ L 1_1 L 1 1 1 i 1 1 I 1 1 1 I I 1 1 1 1 1 I 1 1 1 1 _ 1 7 1 1 1 33 I 1 1 1 111,1 1 1 1 1 1111 I 1 I, I 1.1 1 1 1 1 1 1 11j i I i 1 1111 0.01 0.1 1 10 100 1000 TIME, min 27 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 — T - - 28 + 1 1 , 29 - + Q 30 _ - 1 r r 31 ' + -1 r 32 — 7 L L 1-- = _ _ 33 = 1 1 1 1 1 1 1 1 1 1 1 1 1 1, 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 II 0 2 4 6 8 10 12 SQUARE ROOT of TIME, min Project: Kollmorgen Location: Northampton, MA Project No.: GTX -9130 Boring No.: B -1 Tested By: jdt Checked By: njh GeoTesting Sample No.: U -1 Test Date: 06/26/09 Depth: 30 -32 ft express Test No.: C -1 Sample Type: tube Elevation: - -- a subsidlaryof Gcocomp Corporation Description: Moist, grayish brown clay Remarks: System G Thu, 02 -JUL -2009 07:58:58 F CONSOLIDATION TEST DATA TIME CURVES Constant Load Step: 16 of 18 Stress: 8. tsf 31.0 1' 1 1 1 1 1 1 1 11 I; 1;1; I . ' 1' I 1 ;1_ 1 1 1 1 1 1 1 111 11 . . -• - -- 1 1 1 I 1 1 1 1 1 - - 1 1 1 - 1 1 I 1 , I "; 1 1 1 I I 1 - I 1 I 1 - 31. 5----- T-- 1--- +1'- 1 +---- --- r- ~ 7- -- -0- '`- r---- -+r------ i- +- - -+ -1- 1 1- 1 1 - "1 1 1 __- -,. =--- i-- L i------ J-- 1-- r -1- y ----L----- r s + L r ----1 • -----i y J + L—. 1 1 I 1 1 1 1 1 1 1 1 Q 32.5 - - - -- '-- r-- TJ1JT---- 1-- L_ r.J_....-i J .__T_L____.r ------ J_1- -rL i J r X 1 11 I— 1 I 1 I fn 1 1 I 1 1 1 I 33.0--- - -1-- +- r---- -ir------1- +- -rr1 1 -+ -i-1- 1-r+ rl-- --r----1- r +T +r-- --r +1 + r T - l I 1 1 1 1 I 1 I u 1 1 1 1 1 1 1 1 I 1 33.5 - _ _ _ _ ? _ _ L _ _ 1 y J y L _ _ _ _ J_ _ ,_1_, _ _ 1,L _ _ _ y _ _ 1_, _ _ _ _ 1 r . _ 1 _ _ L r 1_ 1 _ _ _ _ r _ J y _ L f L i _,,_ 1 1 1 '1 1 1 'I 1 1 - 1 11 1 1 1 1 34-.0 - { 1 1 I I 1 111 I 1 1 1 1` 1 1 I: 1 1 1 1 1 I. 0.01 0.1 1 10 100 1000 1 TIME, min 31.0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 - 31.5 ' T '- 32.0 - I- + — a Q 32.5 i r 1 T CC I— V) 33.0 + -' - 33.5 Y L -, L r 34.0 1 1, 1 1, 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 2 4 6 8 10 12 SQUARE ROOT of TIME, min Project: Kollmorgen Location: Northampton, MA Project No.: GTX -9130 Boring No.: B -1 Tested By: jdt Checked By: njh GeoTesting Sample No.: U -1 Test Date: 06/26/09 Depth: 30 -32 ft express Test No.: C -1 Sample Type: tube Elevation: - -- a subsidiary of Gaoaomp Corporation Description: Moist, grayish brown clay Remarks: System G Thu, 02 -JUL -2009 07:58:58 • CONSOLIDATION TEST DATA . TIME CURVES Constant Load Step: 15 of 18 Stress: 32. tsf 26 - I ' I'I;I 1 ' I ' I'1 I ' I'I I I ' 1 ' I'I' I ' I'I I I 1,1 1 I I I 111 I I I - c 1 I I I 1 I I I 1 I 1 1 I 1 28 _ ---- T .-- 1--- 4- = = 4- -r I- 1- -+ - +_ r____ -+ r - 4 - , -+ .4- 1 -1- 1 _ I I ' 1 30-----1- IF _i_l l_i__'' J ___ L F1 +L r ___ –y- 1 4 J,L_ e 32----- 1__ r - _ __,__L_ --J_ -T L - -__ J T r LJ T ____L_- 1 _J_ r L r L— 1, 34- +--- 1--- -1 ------- -- +- -I-r -+ i – * - I 'I : 1, 1 1 .» 36—____ L__l L____ J__ r L J y r _ 1 __ L_ ____1_____J ..ti- 1 - -L J y _L,.L,.... -.. 1 1 1 1 1 1 I 1 11 1 1 I I 11 I 1 I 1 1 1 1 I 1 1 I 38 1 1 11 11 1 ; 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I 1 1 1 1 1 1 1 I I 1 1 1 1 1111 0.01 0.1 1 10 100 1000 TIME, min 26 1 1 1 1 1 1 11 11 1 1 11 1 I I II 11 1 1 1 11 I 1 1 11 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 I I 1 I 1 I 1 1 1 11 : I : _ 1 - - 28 T '- + — 30- I- + Est . 32 — 1 r J T CL : 34- 4 -I r — 36 — 1 L . 1 38 38 I 1 1 11 1 1 1 1 1 I 1 1 1 1 1 11 I I 11 1 11 11 1 11 I 1 1 1 r 1 1 1 1 11 11 1 1 1 1 1 5 1 1 1 1 0 2 4 6 8 10 12 SQUARE ROOT of TIME, min Project: Kollmorgen Location: Northampton, MA Project No.: GTX -9130 Boring No.: 8 -1 Tested By: jdt Checked By: njh GeoTesting Sample No.: U -1 Test Date: 06/26/09 Depth: 30 -32 ft express Test No.: C -1 Sample Type: tube Elevation: - -- asubsidiary ofGeocompCorporation Description: Moist, grayish brown clay Remarks: System G Thu, 02- JUL- 2009 07:58:58 CONSOLIDATION TEST DATA TIME CURVES Constant Load Step: 14 of 18 Stress: 16. tsf 20 _ I , 1 1 1 1 1, 1111 I 1 1 1 1 11 1 I , I 1 111 1 I 1 I 1 , 1 ,1 1 1 ; 1 1 1- ` _ _ _ 1 I 1 1 1 1 1 _ , 1 1 1 = , 1 1 _ 1 1 ; 1 1 , 1 1 1 _ - , I , I I I , I 1 1 22 ---- T -- H -- +I -1 -- + - _r — H •' -1 -' 1 71- -- -- ± - r - - -- - ir 1 + -- 1- r 1- 4 ---- r - -1- _ , 1 1 , 1 - , _ I 1 1 1 1 1 - 24=---- 1-- 1- * - - - -Jt 1+1__LF_ f �1 L 1- + -* 1.11,L.:. 1 1 _ O 1 , 1 -_ 1 1 1 Q • 26— ____1__ _ J__ ___J__ -: F 1 (n . , 1 1 1 1 . 28— + -, 'f 4-.-Hr-1- - 1- 1- , - rrr -i - -- , -- ---1-r +r - -- - +T-IT1-- I 1 1 1 3O—____ t __ L__ 1 J L ____J__ y _1__L,_1 J y _L t L r _ I 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 I 1 1 1 1 1 1 32 I , I 11111 1 I ,1.1,1i 1 1 1 1 1 , 1 1 1 1 I 111 1 1 1 1 1, 1, 0.01 0.1 1 10 100 1000 TIME, min 20 ., 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 , I I 1 • 1 1 1 1 1 t 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1, 1 1 1 _ 22- k 7 i- + 24= 1 +- — • 26 - 1 J T - • 28= + -1 30— ., L - 1 = 1 _ 32 -,,,, 1 1 1, 1 I 1 1 I I 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1, 1, 1 1 1 1 1 1 1 1, 1 1 1 0 2 4 6 8 10 12 SQUARE ROOT of TIME, min Project: Kollmorgen Location: Northampton, MA Project No.: GTX -9130 Boring No.: B -1 Tested By: jdt Checked By: njh GeoTesting Sample No.: U -1 Test Date: 06/26/09 Depth: 30 -32 ft express Test No.: C -1 Sample Type: tube Elevation: - -- asubsidiary ofGoocompCorporation Description: Moist, grayish brown clay Remarks: System G Thu, 02 -JUL -2009 07:58:58 a CONSOLIDATION TEST DATA TIME CURVES Constant Load Step: 13 of 18 Stress: 8. tsf 12 i ' 1 ' III! 1 1 1 ' I'I 1 ' I ' 1'1 fl 1 ' 1 ' 1'1' I ' 1"1 I _ I 1,1, 1 1 I I 1 1, I, I 1 1 I I I 1 1 1 1 1 I 1 1 - 1 1 1 1, I 1 1 I I I 1, 1, 1 I 1 I 14 - -` : - _ , +r e -- 4-- r -I--1- --Ir ----- -+ -r -- -.. / +--- r- +---- r-- 1 - 1 -kr +r 1 1 1 1 I , 1 , 16 7:-----1- y---- L1-- o __- J- , --LL„ L 1-1+1_F____+ 1 +L__ Z ___1__ -1 1 __ -_ L_ J__ 1 J__ __ 1 J L_ J L L._. 18 -- r - -� � r z -- r � r - -- r � � r z � r r CC - 1 - - - _ 22-____ r __ L__ l ___J__ + _1__L r _1 J y _L r L r _ 1 1 1 1 1 1 1 I I I I 1 1 1 1 1 I 1 I 1 1 24 1 1 i 1 1 1 1 ; 1 ■ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ` 1 1 1 1 1111 1 1 1 1 i1i1 0.01 0.1 1 10 100 1000 TIME, min 1 12 1 1. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 I 1 1 1 1 I 1 1 1 , 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 - - I 1 - 14 -=„" r 1- + - 16— +. = R _ a 18 —_ 1 r J r 1 _ 20— + a 1 -a - o 0 0 0 1 I 1 22- 1 L 1 1 1 1 24 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 2 4 6 8 10 12 SQUARE ROOT of TIME, min Project: Kollmorgen Location: Northampton, MA Project No.: GTX -9130 Boring No.: B -1 Tested By: jdt Checked By: njh GeoTesting Sample No.: U -1 Test Date: 06/26/09 Depth: 30 -32 ft express Test No.: C -1 Sample Type: tube Elevation: --- a subsidiary ofGoo ompCorporatior Description: Moist, grayish brown clay Remarks: System G 1 Thu, 02 -JUL -2009 07:58:58 CONSOLIDATION TEST DATA TIME CURVES Constant Load Step: 12 of 18 Stress: 4. tsf 11.0 , 1 ' 1 1 1 1 ' 1 '1 i 1 1 ' 1'1;0 1 ' 1 1 1 1'1'_ 1 1 I I I I I 1 I I - I I I I , I 1 I 1 I 1 1 1 1 , 1 I I ,_ _ 1 1 1 1 1 1 1 1 1 _ :: 1 , I 1 r 11.5----- -- '-- - +'l'1 _ , -- -1 - -r- 1-1 -1- 1 ---- -I-- + r-_ - -I - 1 +-- 1-r1 -+ -1- 1 - , -.0- • 1 1 1 1 1 1 1 , 1 12.0---- -1-- 1 - r- - - -J I L' J J -f - L .Lry L 1- - +LI-- - -+ lyJ +L_ , 1 w 1__ J J L_ J__ J -r-1-----;11 J L L_ J L L_ 12.5 _ - -- r -_r r - - - -1- r - r - -- 7 r -� -- r r I 1 1 I - 1 1 13.0— + r 7 + - I-r -+ - - -1- t',- i-- - -* 1 r 7 + + - 1-- 1 . ' 1 133.5 _-___ t__ L.. _1_,JyL___- J__ r ____ J.,. • _L r ._1 __ J_y_Lrlr, 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 . 1 - 1 1 I 1 1 1 1 . �, I 1 1 I 1 1 1 1 1 I I 1 1 1 1 1 I 1 1 1 I I 14.0 I 1 1 1 111: I 1 1 1 11111 1 1 1 1 111 il 1 I I; I ij 1 1 1 1 1111 0.01 0,1 1 10 100 1000 TIME, min 11.0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11.5 r i_ + _ 12.0 - - - -,„ 1- + 12.5— 1 r T fX fn 13.0 + -5 r — , 13.5 1 _ L 1 _ 14.0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 111 1 1 1 1 1 1 1 1 1 0 2 4 6 8 10 12 SQUARE ROOT of TIME, min Project: Kollmorgen Location: Northampton, MA Project No.: GTX -9130 Boring No.: B -1 Tested By: jdt Checked By: njh GeoTesting Sample No.: U -1 Test Dote: 06/26/09 Depth: 30 -32 ft express Test No.: C -1 Sample Type: tube Elevation: - -- asubsidiory ofGeocornpCorporatior Description: Moist, grayish brown clay Remarks: System G Thu, 02 -JUL -2009 07:58:58 CONSOLIDATION TEST DATA TIME CURVES Constant Load Step: 11 of 18 Stress: 2. tsf 10.0 ; 1 1 1'1;1 1 1; 1'1 I I' 1'1 I I 1 1 1 1 1 1 1 1 1 1, 1 1 , I 1 I I 1 1 I 1 1 1 - , 1 .. I ■ _ I , 1 1 1 I I - I , 1 - 1 I i 1 I I - 1 I 1 1 1 + r -ter 1 +- -1- -+ - 1 -1 --r� r— I ; 1 I 1 1 1 11 .0- -----+-- *----J1- 1----Lf_1 J .I ..... L + - l a 1 + I ° °Cp I I 1 Q 11.5 _____ 1__ r __ T 1 1 1 _ _L_ _J__ J 4 r L_- ____L_,_J_ c 1- 12.0 — + r + { .1_1- I- r4-ri- __ r + + - , y _1__L r _1 __ J_ — I I 1 - 1 1 1 I 1 I 1 1 1 t I 1 1 1 I 1 -_ I 1 I I 1 I _ 13.0 I i t 1111I I 111111 I 1 1111111 1 I 1 1111 I 1 1 111 0.01 0.1 1 10 100 1000 TIME, min 10.0 , 4 1 1 1 1 1 r 1 1 1 1 1 1 1 1 1 4 1 1 I 1 1 1 1 1 4 1 1 1 1 1 1 1 1 1 1 1 1 1 111 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 4 1 1 1 I I I 1 10.5 1- + — 11.0 -=-- 1- +. _ Q 11.5 = 1 r r - - 12.0 =- + - - 12.5 - y L 1 1 - 1 I I 4, .0 1 1 1 1 1 1 1 1 1` 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 2 4 6 8 10 12 SQUARE ROOT of TIME, min Project: Kollmorgen Location: Northampton, MA Project No.: GTX -9130 Boring No.: B -1 Tested By: jdt Checked By: njh GeoTesting Sample No.: U -1 Test Date: 06/26/09 Depth: 30 -32 ft express Test No.: C -1 Sample Type: tube Elevation: — -- asubsitliary ofGoocompCorporatior Description: Moist, grayish brown clay Remarks: System G Thu, 02 -JUL -2009 07:58:58 CONSOLIDATION TEST DATA TIME CURVES Constant Load Step: 10 of 18 Stress: 1. tsf 9.4 _ 1 ' 1 1 1 1 1 1 1 t I ' 1 ' 1 1 1 1 ' 1 ' 1 ' 1 1 1 ' 1 ' 1 'I :I 1 ' I'I'f - 1 I 11 1 1 1 1 1 I, I I 1 1 I 1 1 I, 1 1 11 1 _ v 1 1 1 1 I 1 1 1 a 1 1, 1 1 1 1' 1 9.6--- - -T - -1- ' : 4 .1-----'-- r- 1- -1--- r-r'---- 7-- +- r- ' - - - -1r 1 ; I - I' - - 9.8— ___.1-- 1— * ____J+ y ____L r _ :, J y _L t L Fy L fl +L 1 i + _0_7._ 1' ,1 Z W ' — Q 10.0 _____1__ T J 1 J r ____ 1 __ L_rJ__11r___J__T -1L J T rL -14 -1 J rLrL- 1 „ _ 1 10.2 + 1-i -1 4 - 1 1- r + +1 -4 y_1__Lr_1____r_J_y_LrLr 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 - 1 I 1 1 1' 1 I 1 1 1 1 - 10.6 I 1 1 1 11 1 1 1 1 1 111 1 1 I 11111 1 1 1 1 11111 1 1 1 1 111 0.01 0.1 1 10 100 1000 TIME, min 9.4 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 - _ 1 9.6 T o 9.8 — 1 - 1- - 10.0 -- r J r 1 10,2- + • r Z 10.4= 1 L 1 1 1 - : 10.6 , 1, 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1, 1 1 1 1, 1 1 1 1 1 1, 1 1 1, 1 1 0 2 4 6 8 10 12 SQUARE ROOT of TIME, min Project: Kollmorgen Location: Northampton, MA Project No.: GTX -9130 Boring No.: B -1 Tested By: jdt Checked By: njh GeoTesting Sample No.: U -1 Test Date: 06/26/09 Depth: 30 -32 ft express Test No.: C -1 Sample Type: tube Elevation: --- a subsidiary o(Gormarl1p Corporation Description: Moist, grayish brown clay Remarks: System G Thu, 02 -JUL -2009 07:58:58 CONSOLIDATION TEST DATA TIME CURVES Constant Load Step: 9 of 18 Stress: 0.5 tsf 9.5 I 1 I I 1 I I I 1 1 I,I! 1 , 1 I I 1;I_ 1 1 1 1 1, I II.. 1 I 1 , I - 1 1 1= 1 1 1 1 1 1 1 1 I 1 1 _ 1 1 1 1 1 1 I 1 1 ' - 1, 1 I .,'' 1 I II- 10. 0 ----- 7 -- I --- + - 1 - '7+r --- 4-- r - ,- -'z'- - 1 - - + - r -- r ------ -- 4 -'- -4 -1-- - r 1 — 1 ' 1' III 1 1 1 1 1 1 1 III - 11 II 1 1 1 1 1 10.5- ---- I-- L_F-_--IJt :: - -- - -- J--, -L I 1. -- L ----- + r 111----------i- I - _ - - I 1 1 I I -_ I 1 1 1 `' I t I 1 1 I I -_ N I 11 I I I 1 1 I 1 1 1 I - Q 11 _-__- 1 _- r __ TJ 1 1i_ ___ 1 7 r Li_ 7 ____ L_ 1 _ J_ r l r CC - I I I I , = I 1 11 1 , I I 1 1 , - 1 1 I, 1 , 1 1 1 1 11.5 +- «. - - - -, + -1 ' - - + - I - 7 ~r +r' I ----- - - +7 + +- 1 -1 1 - I 1 I - 1 1 1 1 1 I 1 1 1 - 12.07 ---- 4 -1--- -1- -t --Jt 1_1__Lr1_1 __J_y_LtL = I 1 1 I' 1 11 I 1 I I' I I I 1 1 1 I I I I' I I 1 11 1 I I I 1 I 1 ' I I 11 1 1 1 I 12.5 - I i I 1;1 1 I i Ij 1 I i I;i 1 1 I1 I 1 I 1 I 0.01 0.1 1 10 100 1000 TIME, min 9.5 - - - - 10.0 — 7 + 10.5 - -- I- + _ Q 11.0 = 1 r J r 11.5-- + -I - 12.0 — , L 1 I- _ _ - 12.5 - 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1, 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1, I 0 2 4 6 8 10 12 SQUARE ROOT of TIME, min Project: Kollmorgen Location: Northampton, MA Project No.: GTX -9130 Boring No.: B -1 Tested By: jdt Checked By: njh GeoTesting Sample No.: U -1 Test Date: 06/26/09 Depth: 30 -32 ft express Test No.: C -1 Sample Type: tube Elevation: - -- a subsidiary ofGcocompCorporator Description: Moist, grayish brown clay Remarks: System G Thu, 02 -JUL -2009 07:58:58 CONSOLIDATION TEST DATA TIME CURVES Constant Load Step: 8 of 18 Stress: 1. tsf • 10.6 - 1 ' 1'1'1 I ' 1'1'1'1 1 ' 1 I 1' 1'1;1 I ' I'1 I_ 1 I 1 , 1 1 I I - I I, 1 , 1 1 1 1 I ,. I , , I I 1 1 - 1 , I 1 1 -...r I - 10.8 = - - r -- 1 r T r r r � r r r r- 1 ' I _ 1 11.0- ---- -I-- 1- + - -"- -1* L F + - - - - - * 1 _i + 1 K. 1 1__ J J L___ L_ J_ .. 1 J L L J L L_ J L L_ 11.2 - r r, r r -__ __ ____� i r T - r r to 1 = 1 11.4 - +- -,- ' - -+ + 1- + - * r + - - I - * = _ 11.6-____ +_ y ' i L ____J__ J - 1- r ____J r y _1__L r . _1 __J_ 1 1 1 - I� I I I 1 1 1 1 w ' 1 1 1 I I' 1 I 1 1 1 I' 1 1 1 1.8 1 111,11 11 11,111 I, I11,1,1 1 1 11,111 I, 1,I111 0.01 0.1 1 10 100 1000 TIME, min 10.6 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 10.8 - T + - _ 11.0 - f - tst Z , Q 11.2- 1 r T ce I- _ fn - 11.4 : + = 11.6- . + L 1 u _ _ p = 1 1.8 , 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 2 4 6 8 10 12 SQUARE ROOT of TIME, min Project: Kollmorgen Location: Northampton, MA Project No.: GTX -9130 Boring No.: B -1 Tested By: jdt Checked By: njh GeoTesting Sample No.: U -1 Test Date: 06/26/09 Depth: 30 -32 ft express Test No.: C -1 Sample Type: tube Elevation: - -- a subsidiary of Goocomp Corporation Description: Moist, grayish brown clay Remarks: System G Thu, 02 -JUL -2009 07:58:57 CONSOLIDATION TEST DATA TIME CURVES Constant Load Step: 7 of 18 Stress: 2. tsf 11.6 I ' 1 ' } 1 1 ' I ' 1 'I' 1 ; I :I ; I, I : } ; I :1 ' I ' I ' ! ! 1 i I 1 1 I I I I 1 i - 1 1 I I 1 1 . .. .. ., - I 1 1 __• _ = • - _ :: 2::L': I - - 1 11 , ' -' 1 1 I - I 1 - 1 1 1 1 - 11.8- ---- T +i --1--- +1 -'1 ----1-- r F - --, 1 - - -- ' - r- - ---'T 1 +- 1--r -+ -1-- 1 1 - - 12 .0 - ^ -- -1- -1- * - --J ., ____ J 1 - _I .1 y L 1 - - -* l y J + i. Q 12.2 ` ____1__ r __ T J I, y - __. T __L_ r J__,1 r ___J__ T _L____ 1 L J T r L_ _ - -_ L_, _J_ 1- L r LZ_ c - 1 12.4 — ' +---1 .ii. / +" -r--+ -, - I - - + - -I - +. r+ -1-- +/-1 +.7- 12.6 ------ 7 __ L__ 1 J ____J__ __1_ y _1__L r _1__- _ J_1_L I I 1 1 1 I 1 I I 1 I I I I I I I I I I I 12.8 I 1 1, I I I I I 1 1 1 11111 I I ■ i I I II 1 1 1 1 1 11 I I I 1 1111 0.01 0.1 1 10 100 1000 TIME, min 11.6 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 r 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 r , 1 1 1 1 1 1 1 1 1- 1 1 1 1 - - 11.8 r s 12.0 - y 1 I- J + Q 12.2 1 r J 12.4 - - - ■ r = 12.6 - + L 1 12.8 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 / 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 2 4 6 8 10 12 SQUARE ROOT of TIME, min Project: Kollmorgen Location: Northampton, MA Project No.: GTX -9130 Boring No.: B -1 Tested By: jdt Checked By: njh GeoTesting Sample No.: U -1 Test Date: 06/26/09 Depth: 30 -32 ft express Test No.: C -1 Sample Type: tube Elevation: - -- a subsidioryofGeoeompCorporatior Description: Moist, grayish brown clay Remarks: System G Thu, 02 -JUL -2009 07:58:57 CONSOLIDATION TEST DATA TIME CURVES Constant Load Step: 6 of 18 Stress: 4. tsf 6 ; i'I : I 1;11111 ■ ! 1 1 111 1 ' I 1 I .: , I , 1 , I I 1 I - I I 1 I I 1 I I I - I ` 1 , , ' I I I I - I I I = I I I I - 8 _ ---- T + l�l }---- ' {-- r �'� - -' --- 1 + T - - - - �T 1 + - - Fr -4 - 1 - 1- 1- 1-I-r— 1 1 1 1 10- -- 1-- 1- * - - - -J4 1- ----- Lf. -1 J 1_ 1--1-1 L 1- 1 + - - - -4 1 11+L — 1 I 1 1 1 1 1 1 I 1 1 1 1 1 1 1 Z _1 - _ - J L_ J__ 1 J__ _L____ L 1 `.... ____L_ _J L L= � `^ 12 r--7 T----l-- r l r--- T l T ' ' - l _r T 1 J -_ I I , 1 I 14- + -r -- -iT 1 + --1 - r -4 1 _ - 1 - 1- r 4 -r - 1 -4 --1 - r +7 T +41 -4— 16-------- L - -11- 111---- J-- t'- L1-- JyL--- 1-- 1- >I' - - - -J+ y _1_ - Lr - __ J.....,...1. t_ — I 1 1 1 I I 1 I 1 1 I I 1 1 1 1 I - 1 I 1 1 1 I I I I 1 1 1 _ 18 1 1 i 1 11111 I I I I Hil 1 1 1 I I III) 1 11 1 11111 1 11 I 111' 0.01 0.1 1 10 100 1000 TIME, min 6 - 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 I 1 I 1 I 1 1 1 I 1 1 I I I 1 1 1 I 1 1 I I 1 1 1 1 1 I 1 1 1 1 1 1 I 1 1 I I 8- -r 1- + , - I I 10- 1- 4 — Z - 12- .1 r - , ` _ CC 1— (1) 14- + - - 16- t L 1 _ 18 1,,,,,, 1 1 1 I 1 1 1 I 1 1 1 1 1 11 1 1 I 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 I I 1 I 1 1 ■ 1 1 1 1 1 ■ 0 2 4 6 8 10 12 SQUARE ROOT of TIME, min Project: Kollmorgen Location: Northampton, MA Project No.: GTX -9130 Boring No.: B -1 Tested By: jdt Checked By: njh Sample No.: U -1 Test Date: 06/26/09 Depth: 30 -32 ft GeoTesting express Test No.: C -1 Sample Type: tube Elevation: - -- a subsidiary ofGcocompCorporatior Description: Moist, grayish brown clay Remarks: System G Thu, 02 -JUL -2009 07:58:57 f CONSOLIDATION TEST DATA TIME CU RVES Constant Load Step: 5 of 18 Stress: 2. tsf 4.0 I '1 III! 1 ' I'!'iI ' 1''Hill f ' I'I'I'1 I 'I'I I , 1 1 I I, 1 1 I 1 1 I , 1 I i I 1 1 1 1 1 1 1 1 1 1 1 I 4 .5 ----- T - -1-- 7 = 4-- r -,- 1 --- +1 ,-- --- + - r - - - --1 T + 1- -+ - 1 .1- 1 r 1 1 1 - 1 1 1 - 1 1 1 1 1 - I 1 - 5.0----- 1-- 1 - * - - - -Jr - 1 - _.__-_1-_J-- 1_- -0-1 -i L 1--1-+L1 -_ -_ -h l.,J +L_ 1 - I 1 - K i i = 1 1 - Z 1 L_ J L L 1 - i r T - 1 r r 1 _ 1 1 - 1 1- 6.0— + 4 1 + - -r - +T + -I-- , y_ = ; s J. ___ I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 7.0 I I I 1 1 1 1 I 1 1 I 1 1 1 1 1 11 I 1 I 1 I I I 1 1 1 I 1 1 11 I; I I 1 1 1 1 1 1 0.01 0,1 1 10 100 1000 TIME, min 4.0 • 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 4.5: T + 7. 5.0 - F + Q 5.5 — i r T o CC h" to 6.0 . - - ---+ - — 6.5 — + L - , 1 I - - I - 7.0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 2 4 6 8 10 12 SQUARE ROOT of TIME, min Project: Kollmorgen Location: Northampton, MA Project No.: GTX -9130 Boring No.: B -1 Tested By: jdt Checked By: njh GeoTesting Sample No.: U -1 Test Date: 06/26/09 Depth: 30-32 ft express Test No.: C -1 Sample Type: tube Elevation: --- 0 subslElery olGe000I11pCorporator Description: Moist, grayish brown clay Remarks: System G Thu. 02 -JUL -2009 07:58:57 CONSOLIDATION TEST DATA TIME CURVES Constant Load Step: 4 of 18 Stress: 1. tsf 2.0_ 1 . 1 I 1 1'I '1 1 't 'I 1 4 1 i'1 1 1 ' 1 1_ 1 1 1 1 1- 1 1 1 I 1 1= - 1 1 1 1 I 1 1 1 1 1 I 1 1= I 1, 1 1 1 1= 2.5-: -,-;--T--$---1-1-1-14-1-..- r - �' t '.. `1 t ~_ -- - 1 + - r - - - - � T 1 + -1- -4 -,- l I = 1 t 1- - 1 I 1 J - 1 - 1 - - F 4 L 1 +Li- + liJ.pL:_. 1 - i - 1 - I - 1__ J L_ J_.. 1 L L J L L_ _J_ L L_ 3.5� - - -- r - -T 1 r r- - - -� -- r ~I r- -- -T- - - - -� T r - 7 - - -- � r r I I - i I I I - I 1 4.0— - 1 1 1 I 1 4.5--- __y.__L__1yJy L - ___J__ - _J y _1__L r _1 __J_ 1 I I 1 I I I 1 1 _ 1 1 I 1 I I I I 1 I I I = I I I 1 I 1 5.0 - 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 ■ 1 ■ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 - 0.01 0.1 1 10 100 1000 TIME, min 2.0 11 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 L 1 _ 2.5 1 itt + — 1 Y1 3.0.:- 1- + — M w 3.5— ` 1 r r 1 I (/) I 4.0 ! r 1 1 1 - I 4.5 - + L -1 1 1 1 = 5.0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 2 4 6 8 10 12 SQUARE ROOT of TIME, min Project: Kollmorgen Location: Northampton, MA Project No.: GTX -9130 Boring No.: 8-1 Tested By: jdt Checked By: njh GeoTesting Sample No.: U -1 Test Date: 06/26/09 Depth: 30 -32 ft express Test No.: C -1 Sample Type: tube Elevation: - -- a subsidiaryolGOOCompCorporatlon Description: Moist, grayish brown clay Remarks: System G Thu, 02 -JUL -2009 07:58:57 CONSOLIDATION TEST DATA TIME CURVES Constant Load Step: 3 of 18 Stress: 0.5 tsf 1 . 0 ; 1 , ! t i t ! ! I I I , 1 1 1 1 I I . I 1 1 1 ' 1 1 I , I 1 1 1 1 1 ■ 1 1 1 1 1 1 1 1 1 11 1 I 1 I, I I i I I , I I 1 1 1.5 ---- - !' r -4 - - r- 1- - 1 + r - - - - - ir n +- 1-1-_4 -1- 1 -5-r+r- 1 I ,. 1 1 - 1 I 2 y _1__. _1 _J y _- ,.L L t- 1 4 1 -1--- --+ LiJ +L-- t , I t , I Q • _1__ __ J 1 ____ L J__ S J___L..___ La; •... __ 1-_ J 1- L - -- r T y r 1 -` -r 1 r ___ 7 i I 1 3.0 + - --+ -- y1- +--1- - + - -1- r ---- -1- +r +- -- 1 I : t : I t - 3.5 `____ y » J y _1 __L J y _L r L 1 -l= I I 1 I 1 1 1 1 1 1 1 1 1 1 -_ 1 11 I _ I I 1 1 1 I' 1 1 1 1 1 4.0 - 1 , 1 , 1 , 1 : ` , I , 1 , I I I j 1 1 I 1 1 1 1 , 1 I I r I, I 11 I . l, I I ! 0.01 0.1 1 10 100 1000 TIME, min 1.0 1 1 1 111!! 1, 1 1 1 1 t 1 I t I I L 1 1 I I I I L I,, I I I I 1 1 1 I 1 I, I I 1 1 I, I, I,, 1 1 1 1 1 I I 1.5 -- , 1 I- 2.0— 1- J + - - - 2.5 — 1 I f 1 I V) 1 1 3.0 — 1 + -1 r - 3.5— L L - ■ 1 1 4.0 1 1 1 1, I I I I I, I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 j 1 1 1 I 1 1 1 1 1 0 2 4 6 8 10 12 SQUARE ROOT of TIME, min Project: Kollmorgen Location: Northampton, MA Project No.: GTX -9130 Boring No.: B -1 Tested By: jdt Checked By: njh GeoTesting Sample No.: U -1 Test Date: 06/26/09 Depth: 30 -32 ft express Test No.: C -1 Sample Type: tube Elevation: - -- asubsidiaryolGeocompCorporation Description: Moist, grayish brown clay Remarks: System G Thu, 02 -JUL -2009 07:58:57 CONSOLIDATION TEST DATA TIME CURVES Constant Load Step: 2 of 18 Stress: 0.25 tsf 0.6 C 1 1 1 1 1 1 : 1 i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 , • - _ 1 1 1 1 I I 1 , - 1, I I I I 1 I +- r -- - - - T ; 1 -r - - 1- ' -r 1 1 J 1 1.0 --- - -1- * --- -J r y --- : J y 1- L ,._ + --} L J 0 - 0 = .1 - ___1__ J 1 L J__ 1 -- -J- __ L J L_ J L L- 1.2 -- r - -T T i- - - -T -- -r •� r T -1 T r T 1 1_ r Q1_ - - F = i _ 1 — 1.4 + - - - y1_ T +--r— a— t'' rMr s — 1_ + r —� —r— , 1 1 — 1 1 _ , I I 1 6 — ____ + __ L_ 1 J _ _1_ y _1__L r _1 J y _t_ r L r — I 1 1 1 1 1 1 1 1 — 1 1 1 1 — 1 1 I 1 — 1 1 I 1 _ 1.8 I 11 1111 1 1 1 1 111111 1 1 1 11111 1 1 1 111 11 1 1 1 1 1111 0.01 0.1 1 10 100 1000 TIME, min 0.6 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 - 1 I ,1 t I 0.8= " T 1- + — 1.0 — - + — . Z 1.2 — r r — 1 - I - 1 V) = - 1 1.4= + -' I 1.6 - + L 1 _ 1.8 - 1 1 1 1 1 1 1 1 1 1 1 1 1 , 1 1 1 1 1 1 1 I r , I I 1 I I ( 1 1 I 1 I 1 1 1 I 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 2 4 6 8 10 12 SQUARE ROOT of TIME, min Project: Kollmorgen Location: Northampton, MA Project No.: GTX -9130 Boring No.: B -1 Tested By: jdt Checked By: njh GeoTesting Sample No.: U -1 Test Date: 06/26/09 Depth: 30 -32 ft express Test No.: C -1 Sample Type: tube Elevation: --- a subsidiary of Swamp Corporator Description: Moist, grayish brown clay Remarks: System G Thu. 02 —JUL -2009 07:58:57 CONSOLIDATION TEST DATA TIME CURVES Constant Load Step: 1 of 18 Stress: 0.125 tsf 0.2 ; 1 f II, f; I 1 I I;I I I I .I I I I;I I I 1 ' I_ 1 1 11 11 , 1 1 11 1 I- 1 I 1 1 1 1 1 1 , 1 1 1 1: 1 1 1 1 11 1 I 1 1 I 1- - 1 1 1 1 1 1 1 1 1 11 1 1 I 1 1 1 1 1 1 1 1 1 11 1 1 - 0.0 — _ __7_ -1- . : 1- 1 1 1 ' 1 --- -1- -r -1- 1 -- 17 +_T__ -'_- ITS -__ _ _'1 _ �' __1 -r -1 _1_ 1 -1 + — 1 I 1 1 4 1 1 1- _ 1 1 1 1 I I I: 1 - 1 I I .. 1 1 I 1 1 0.2 - __ F- 1J4- t - - Lrti 1 J— I —L r L ry —L---- r + ----r - + J +L— 1 1 I 1 1 . 1 1 1 _ 1 I 1 I I 1 1 1 1 1- Q 04 ---- - 1__r__T1 J1 1 - J_ r _____. _ r __- - _ . .... J - L L 1 -----,_J_ r L r1 L — 1 1 -J 1 Y 1 1 . 1 1 I 1 1 1 1 1 1 - I 1 1 1 I 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 - 1. - I 1 1 1 ii '. .. _ 1 0.6 +- - -- ( '-r 1* - 1- 7 1 . - r 4 -r1 `-_ -:: ,-- - - - r + r ----- T 1--- +li *�_ 1 1 1 • 1 - 1 1 1 1 I 1 1 1 1 1 - 1 1 1 1 1 1 1 1 1 1 I - I I 1 1 - 1 . y _1__L r 1_S J y_Lt-Lr 1 1 1 1 1 1 11 1 1 _ 1 1 1 1 1 1 1 I 1 1 1 1 I I 1 1 1 - I 1 1 1 1 1 7 1 1 1 - I 1 1 1 1 1 1 1 1 1 - 1.0 - 1 1 I I I I 11 I 1 I I-1 1 I I 1j 1 I 1 1 0.01 0.1 1 10 100 1000 TIME, min 0.2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 - - 0.0 ,1 1 1- + , u 0.2 - 1 1 r + o b .• 0.4 - 1 r T _ to — 0.6 _ .. - 0.8 * L L - 1.0 1 1 1 1 1 1 1 1 1` 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 2 4 68 10 12 SQUARE ROOT of TIME, min Project: Koilmorgen Location: Northampton, MA Project No.: GTX -9130 Boring No.: 8 -1 Tested By: jdt Checked By: njh GeoTesting Sample No.: U -1 Test Date: 06/26/09 Depth: 30 -32 ft express Test No.: C -1 Sample Type: tube Elevation: - -- a subsidiaryotGoocompCorporation Description: Moist, grayish brown clay Remarks: System G Thu, 02 -JUL -2009 07:58:57 GeoTesting express n subsidiary of Geocomp Corporation CONSOLIDATION TEST DATA Project: Kollmorgen Location: Northampton, MA Project No.: GTX -9130 Boring No.: B -1 Tested By: jdt Checked By: njh Sample No.: U -1 Test Date: 06/26/09 Depth: 30 -32 ft Test No.: C -1 Sample Type: tube Elevation: - -- Soil Description: Moist, grayish brown clay Remarks: System G Applied Final Void Strain T50 Fitting Coefficient of Consolidation Stress Displacement Ratio at End Sq.Rt. Log Sq.Rt. Log Ave. tsf in `s min min in"2 /sec in "2 /sec in "2 /sec 1 0.125 0.006563 1.701 0.66 0.2 0.2 4.11e -003 4.93e -003 4.48e-003 2 0.25 0.01388 1.681 1.39 0.9 0.0 9.40e -004 0.00e +000 9.40e -004 3 0.5 0.02585 1.649 2.59 0.6 0.4 1.41e -003 2.02e -003 1.66e -003 4 1 0.041 1.608 4.10 0.7 0.0 1.12e -003 0.00e +000 1.12e -003 5 2 0.06558 1.541 6.56 1.5 1.4 4.83e -004 5.15e -004 4.98e -004 6 4 0.1232 1.384 12.32 2.3 2.8 2.98e -004 2.42e -004 2.67e -004 7 2 0.1169 1.401 11.69 0.3 0.5 2.04e -003 1.40e -003 1.66e -003 8 1 0.1073 1.427 10.73 1.2 1.4 5.34e -004 4.58e -004 4.93e -004 9 0.5 0.09539 1.460 9.54 2.8 4.1 2.35e -004 1.62e -004 1.92e -004 10 1 0.1011 1.444 10.11 0.8 0.9 8.28e -004 7.06e -004 7.62e -004 11 2 0.1122 1.414 11.22 1.0 1.3 6.30e -004 4.93e -004 5.53e -004 12 4 0.1368 1.347 13.68 1.1 1.6 5.58e -004 3.90e -004 4.59e -004 13 8 0.2023 1.169 20.23 1.9 2.7 3.05e -004 2.12e -004 2.50e -004 14 16 0.2669 0.993 26.69 1.2 0.0 4.04e -004 0.00e +000 4.04e -004 15 32 0.3362 0.805 33.62 0.9 1.0 4.29e -004 4.12e -004 4.20e -004 16 8 0.3106 0.875 31.06 0.1 0.0 4.21e -003 2.04e -002 6.98e -003 17 2 0.2756 0.970 27.56 1.5 0.0 2.79e -004 0.00e +000 2.79e -004 18 0.5 0.2381 1.072 23.81 6.7 8.2 6.82e -005 5.53e -005 6.11e -005 GeoTesting express a subs.diary of Geocomp corporation CONSOLIDATION TEST DATA Project: Kollmorgen Location: Northampton, MA Project No.: GTX -9130 Boring No.: B -1 Tested By: jdt Checked By: njh Sample No.: U -1 Test Date: 06/26/09 Depth: 30 -32 ft Test No.: C -1 Sample Type: tube Elevation: - -- Soil Description; Moist, grayish brown clay Remarks: System G Estimated Specific Gravity: 2.94 Liquid Limit: 55 Initial Height: 1.00 in Initial Void Ratio: 1.72 Plastic Limit: 29 Specimen Diameter: 2.50 in Final Void Ratio: 1.07 Plasticity Index: 26 Before Consolidation After Consolidation • Trimmings Specimen +Ring Specimen +Ring Trimmings Container ID 4017 RING 3993 Wt. Container + Wet Soil, gm 134.5 354.49 335.34 127.87 Wt. Container + Dry Soil, gm 90.88 303.64 303.64 95.9 Wt. Container, gm 8.3 216.77 216.77 8.3 Wt. Dry Soil, gm 82.58 86.867 86.867 87.6 Water Content, % 52.82 58.54 36.50 36.50 Void Ratio - -- 1.72 1.07 - -- Degree of Saturation, % - -- 99.99 100.00 - -- Dry Unit Weight, pcf - -- 67.416 88.486 - -- Note: Specific Gravity and Void Ratios are calculated assuming the degree of saturation equals 100% at the end of the test. Therefore, values may not represent actual values for the specimen. . o CONSOLIDATION TEST DATA SUMMARY REPORT 0 i 1 1' I l I I 1 t 1 1' 1' I 1` t l 1 it 10— L r ` J r L L r J L r t' — 20— 1 L 4 _1_HJ__L e Z - — a - 30 — r + -- - - r -1_r4 * r + - * - -- 40— 7 r 7 L r J r L T r 1. i 50 1 I , I , 1 r 1 i 1 1 1 1 1 1 1 i I t r I I I r 0.1 1 10 100 VERTICAL STRESS, tsf Before Test After Test Overburden Pressure: - -- Water Content, % 58.54 36.50 Preconsolidation Pressure: - -- Dry Unit Weight, pcf 67.42 88.49 Compression Index: - -- Saturation, % 99.99 100.00 Diameter: 2.5 in Height: 1 in Void Ratio 1.72 1.07 LL: 55 PL: 29 PI: 26 I GS: 2.94 Project: Kollmorgen Location: Northampton, MA Project No.: GTX -9130 Boring No.: B -1 Tested By: jdt Checked By: njh GeoTesting Sample No.: U-1 Test Date: 06/26/09 Depth: 30 -32 ft express Test No.: C -1 Sample Type: tube Elevation: --- a subsidiary olGaocompCorporator Description: Moist, grayish brown clay Remarks: System G Thu, 02 -JUL -2009 07:58:57 CONSOLIDATION TEST DATA • SUMMARY REPORT o I i I I I I I I! I 1 I 1 1 1 1 1 1 1 1 I 11 1 1 f 10 _ 1 ......rte` 1 1 L 1 1 J I- L ..— _ ;Tr 20 — Y -_ " -I _ _ H _ _ In 30— 7 1 1 r-1 1 T T r T T 1 — 1, - 40 i 1 1 1 1 11 1 ! 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 0.1 1 10 100 VERTICAL STRESS, tsf 10 -1 - I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 I I 1 1 1 1 1 1 1 I I I I 1 1- 1 1 1 I I 1- 1 1 I I 1 1_ - I 1 1 I 1 1 10 1 i -1_i-J L ____L__ J Ly y__J ----- ..a..L4 U = N _ _ 10-3 i 1 J L 1 _ U I 4 I I 1 I I I I 1 I 1 I I 1 1 I 1 1- I I I 1 1 I I- 1 I 1 1 10 -5 1 1 1 1 1 1 1 1 1 I 1 I 1 I 1 t i p 1 t 1 1 1 1 1 1 0.1 1 10 100 VERTICAL STRESS, tsf Project: Kollmorgen Location: Northampton, MA Project No.: GTX -9130 Boring No.: B -1 Tested By: jdt Checked By: njh GeoTesting Sample No.: U -1 Test Date: 06/26/09 Depth: 30 -32 ft express Test No.: C -1 Sample Type: tube Elevation: - -- asubsidiory ofGaocompCorpnratior Description: Moist, grayish brown clay Remarks: System G Thu, 02 -JUL -2009 07:58:57 Client: Tighe & Bond GeoTest Ing Project Name: m Electro Optical express Project Location: Northampton , MA GTX #: 9130 a subsidiary of Geocomp Corporation Boring ID: B -1 Sample ID: U -1 Depth, ft: 30.0 -32.0 Description: Moist, grayish brown clay F °4 ,� * ..," 'r y , : r x. Top of Tube 4 - .1 1 , 6; 'Ftr t ` � ' it ,.,• h w � F�„ Middle of Tube 9 .4 {4}A ,.;!'P'. f Y 1 • M S $, y c wat » ' r Y 4 vt'.11 • ? „ ,f i i k • 'p'.�', r ":, A Y+ , 4 - 4 , . , „,A,.... , ,,, ,s it. Z, r e 's..a „ - :.” s Bottom of Tube a ,.a r 4f c.. ri tFr 1' k. +S ,A x' ,, 6 GeoTesting Client: Tighe & Bond express Project Name: Kollmorgen Electro - Optical Project Location: Northampton, MA a subsidiary of Geocomp Corporation GTX #: 9130 Tested By: and /jdt Test Date: 06/26/09 Checked By: jdt Tube Handling with Moisture Content (ASTM D 2216), Density of Soil (ASTM D 2937), Hand -Held Torvane, and Visual Description Hand Held Torvane Readings, tsf Tube Bulk Moisture Dry 1 2 3 Average Boring Sample Depth, Recovery, Density, Content, Density, ID ID ft in Section Visual Description lb/ft % Ib /ft . B -1 U -1 30-32 24 Top Moist, grayish brown clay 104 64.2 63.1 0.15 0.13 0.15 0.14 Middle -Top Moist, grayish brown clay 106 62.2 65.1 0.33 0.32 0.33 0.33 Middle Moist, grayish brown clay 97.2 60.1 60.7 0.31 0.36 0.29 0.32 Bottom Bottom Moist, grayish brown clay 104 52.8 67.8 0.51 0.52 0.51 0.51 Notes: Density determined on undisturbed tube sample provided to GeoTesting Express in a Shelby tube Moisture content determined by ASTM D 2216 at 110 C Client: Tighe & Bond GeoTesting Project: Kollmorgen Electro - Optical Location: Northampton, MA Project No: GTX -9130 express Boring ID: B -1 Sample Type: tube Tested By: cam a subsidiary of Geocomp Corporation Sample ID:U -1 Test Date: 06/30/09 Checked By: jdt Depth : 30.0 -32.0 ft Test Id: 155428 Test Comment: - -- Sample Description: Moist, grayish brown clay Sample Comment: - -- Atterberg Limits - ASTM D 4318 -05 Plasticity Chart 60 . •, 50 " - "U ".tine • ine 40- x CH ar OH ro — / • c � U 30 N c n. / ' / 20 �" ,CI-orOL 10 ,'' Mit or . 01-I CL -ML ML o OL 0 1 t t t t t i t t t 1 t t t t t t 0 10 20 30 40 50 60 70 80 90 100 Liquid Limit Symbol Sample ID Boring Depth Natural Liquid Plastic Plasticity Liquidity Soli Classification Moisture Limit Limit Index Index Content,% U -1. B -1 30.0 -32.0 58 55 29 26 1 fat clay (CH) ft Sample Prepared using the WET method 0% Retained on #40 Sieve Dry Strength: VERY HIGH Dilentancy: SLOW Toughness: LOW printed 7/2/2009 7:59:22 AM Client: Tighe & Bond G eoTesting Project: Kollmorgen Electro - Optical Location: Northampton, MA Project No: GTX -9130 express Boring ID: B -1 Sample Type: tube Tested By: jbr a subsidiary of Geocomp Corporation Sample ID:U -1 Test Date: 07/02/09 Checked By: jdt Depth : 30.0 -32.0 ft Test Id: 155424 Test Comment: - -- Sample Description: Moist, grayish brown clay Sample Comment: - -- Particle Size Analysis - ASTM D 422 -63 (reapproved 2002) 0 0 1 00 8 8 8 8 0# • • •• 90- • 60 70- ... ...... . .... . .... .. ■- 60 - fi - m 50 _ ... P. 01 40- 30 20 10- .. ....... .. . 1000 100 10 1 0.1 0.01 0.001 Grain Size (mm) %Cobble %Gravel %Sand %Silt &Clay Size 0.0 0.7 99.3 Sieve Name Sieve Size, Percent Finer Spec. Percent Complies Coefficients mm D85=0.0039 mm D3o =N/A 84 4.75 100 x10 2.00 100 Dso 0.0017 mm D1.5 =N/A 820 0.85 100 D50 = N /A D10 =N /A 840 0.42 100 860 0.25 loo Cu = /A Cc =N /A 8100 0.15 99 Classification 8200 0.075 99 ASTM, fat clay (CH) - -- Particle Size (mm) Percent Finer Spec. Percent Complies - -- 0.0312 99 0.0181 97 AASHTO Clayey Soils (A -7 -6 (33)) - -• 0.0109 96 - -- 0.0077 95 0.0056 92 SamDle /Test Description 0.0040 86 Sand /Gravel Particle Shape : 0.0029 74 Sand /Gravel Hardness : -•- 0.0015 55 • printed 7/2/2009 11:33:40 AM Client: Tighe & Bond GeoTesting Project: Kollmorgen Electro - Optical Location: Northa mpton, MA Project No: GTX -9130 express Boring ID: B -4 Sample Type: jar Tested By: cam a subsidiary of Geocomp Corporation Sample ID:S -4 Test Date: 06/29/09 Checked By: jdt Depth : 15.0 -17.0 ft Test Id: 155431 Test Comment: - -- Sample Description: Moist, olive brown silty sand Sample Comment: - -- Atterberg Limits - ASTM D 4318 -05 Sample Determined to be non - plastic Symbol Sample ID Boring Depth Natural Liquid Plastic Plasticity Liquidity Soil Classification Moisture Limit Limit Index Index Content % S -4 B -4 15.0 -17.0 31 n/a n/a n/a n/a Silty sand (SM) ft 1% Retained on #40 Sieve Dry Strength: MEDIUM Dllentancy: RAPID Toughness: n/a The sample was determined to be Non - Plastic printed 7/2/2009 7:43:15 AM Client: Tighe & Bond GeoTesting Project: Kollmorgen Electro - Optical Location: Northampton, MA Project No: GTX -9130 express Boring ID: B -4 Sample Type: jar Tested By: jbr a subsidiary of Geocomp Corporation Sample ID:S -4 Test Date: 06/26/09 Checked By: jdt Depth : 15.0 -17.0 ft Test Id: 155427 Test Comment: - -- Sample Description: Moist, olive brown silty sand Sample Comment: - -- Particle Size Analysis - ASTM D 422 -63 (reapproved 2002) 0 0 'd' o N xt tD o N 100 • • • • # # # • • 90 . . . .• .. ........ .. ... ..... .. 80 70 m 60- • ... c ii. - y 50 a. • 40 30 • 20 -.. ........ - - • 10- • • .� ... • - • 1000 100 10 1 0.1 0.01 0.001 Grain Size (rrn) %Cobble %Gravel %Sand %Silt &Clay Size — 0.0 57.6 42.4 Sieve Name Sieve Size, Percent Finer Spec. Percent Complies Coefficients mm D85 0.1370 mm D30 0.0440 mm - #4 4.75 100 #10 2.00 100 No = 0.0962 mm Dis = 0.0146 mm #20 0,85 100 Dso = 0.0835 mm Dio = 0.0065 mm #40 0.42 99 #60 0.25 97 Cu =N /A Cc =N /A #100 0.15 91 Classifkcation #200 0.075 42 ASTM Silty sand (SM) - -- Particle Size (mm) Percent Finer Spec. Percent Complies - -- 0.0368 26 - -- 0,0232 19 AASHTO Silty Soils (A-4 (0)) - -- 0,0134 14 - -- 0.0095 11 • -- 0.0066 10 Sample /Test Description 0 ooa7 9 Sand /Gravel Particle Shape : - -- - -• 0.0033 7 Sand /Gravel Hardness : - -- - -- 0.0015 4 printed 7/2/2009 7:42:47 AM Client: Tighe & Bond G eoTesting Project: Kollmorgen Electro - Optical Location: Northampton, MA Project No: GTX -9130 express Boring ID: B -1 Sample Type: jar Tested By: cam a subsidiary of Geocomp Corporation Sample ID:S -6 Test Date: 06/29/09 Checked By: jdt Depth : 25.0 -27.0 ft Test Id: 155430 Test Comment: - -- Sample Description: Moist, dark gray clay Sample Comment: - -- Atterberg Limits - ASTM D 4318 -05 Plasticity Chart 60 • • 50 " Lp Line .' i 40` ` CH or OH d - s 30` A •� ca ca - • 20 ,C or OL 10 ,�� MH• or•OH CL -ML ML o OL 0 1 1 1 1 1 i 1— 0 10 20 30 40 50 60 70 80 90 100 Liquid Limit Symbol Sample ID Boring Depth Natural Liquid Plastic Plasticity Liquidity Soil Classification Moisture Limit Limit Index Index Content,% S -6 B -1 25.0 -27.0 46 42 22 20 1 lean clay (CL) ft Sample Prepared using the WET method 0% Retained on #40 Sieve Dry Strength: VERY HIGH Dilentancy: SLOW Toughness: LOW printed 7/2/2009 7:43:05 AM Client: Tighe & Bond G eoTesting Project: Kollmorgen Electro - Optical Location: Northampton, MA Project No: GTX -9130 express Boring ID: B -1 Sample Type: jar Tested By: jbr a subsidiary of Geocomp Corporation Sample ID:S -6 Test Date: 06/26/09 Checked By: jdt Depth : 25.0 -27.0 ft Test Id: 155426 Test Comment: - -- Sample Description: Moist, dark gray clay Sample Comment: - -- Particle Size Analysis - ASTM D 422 -63 (reapproved 2002) 0 0 d- 0 0 d- 100 • N 100 O Q i # - • 90- • • 80 • 70 • d 60_ . .. .... .... .. . • .. .. c LE — V 1? 50 - ... .. ) U d - 40 • . 30 20 10- ... 0..... . ...,./. �.,..� �.., 1000 100 10 1 0.1 0.01 0.001 Grain Size (nm) %Cobble %Gravel %Sand %Silt &Clay Size — 0.0 1.2 98.8 Sieve Name Sieve Size, Percent Finer Spec. Percent Complies Coefficients mm D85 = 0.0076 mm D3o =N /A #4 4.75 100 #10 2.00 loo D60=0.0032 mm D35 =N /A a20 0.85 100 D50 = 0.0021 mm Di =N /A #40 0.42 100 a60 0.25 99 Cu =N /A Cc =N /A #100 0.15 99 Classification #200 0.075 99 ASTM lean clay (CL) - -- Partrde Size (mm) Percent Finer Spec. Percent Complies - -- 0.0298 97 - -- 0.0195 95 AASHTO Clayey Soils (A -7 -6 (24)) ■ - -- 0.0108 91 - -- 0.0079 86 0.0057 76 - Sample /Test Description 0.0041 70 Sand /Gravel Particle Shape : - -- - -- 0.0030 58 Sand /Gravel Hardness : - -- --- 0.0014 40 printed 7/2/2009 7:41:43 614 Client: Tighe & Bond GeoTesting Project: Kollmorgen Electro- Optical Location: Northampton, MA Project No: GTX -9130 express Boring ID: B -1 Sample Type: jar Tested By: cam a subsidiary of Geocomp Corporation Sample ID:S -4 Test Date: 06/29/09 Checked By: jdt Depth : 15.0 -17.0 ft Test Id: 155429 Test Comment: - -- Sample Description: Moist, olive gray silty sand Sample Comment: - -- Atterberg Limits - ASTM D 4318 -05 Sample Determined to be non - plastic Symbol Sample ID Boring ' Depth Natural Liquid Plastic Plasticity Liquidity Soil Classification Moisture Limit Limit Index Index Content,% S -4 B -1 15.0 -17.0 27 n/a n/a n/a n/a Silty sand (SM) ft 4% Retained on #40 Sieve Dry Strength: MEDIUM Dilentancy: NONE Toughness: n/a The sample was determined to be Non - Plastic 1 printed 7/2/2009 7:42:57 AM Client: Tighe & Bond G eoTesting Project: Kollmorgen Electro- Optical Location: Northampton, MA Project No: GTX -9130 express Boring ID: B -1 Sample Type: jar Tested By: jbr a subsidiary of Gaocomp Corporation Sample ID:S -4 Test Date: 06/26/09 Checked By: jdt Depth : 15.0 -17.0 ft Test Id: 155425 Test Comment: - -- Sample Description: Moist, olive gray silty sand Sample Comment: - -- Particle Size Analysis - ASTM D 422 -63 (reapproved 2002) 0 0 1- 0 a 0 100 8 a • • 90 - • 80 70 - • • 60 - .............. ..... t 50 .. -. .. .......... ........ . ............. L _ • m 40- 30 • 20 • • • 10- .. ... • ......... • • 0 ..... .... . . .,... . • . 1000 100 10 1 0.1 0.01 0.001 Grain Size (mm) %Cobble %Gravel %Sand %Sih &aaySize 0.0 53.8 46.2 Sieve Name Sieve Size, Percent Finer Spec. Percent Complies Coefficients mm D8s = 0.3158 mm D30=0.0382 mm #a 4.75 100 610 200 100 D60 = 0.1264 mm D15 = 0.0105 mm #20 0.85 99 D50=0.0865 mm Dio = 0.0041 mm #40 0.42 96 #60 0.25 77 Cu =N /A Cc =N /A #loo 0.15 65 Classification #200 0.075 46 ASTM Silty sand (SM) - -- Particle Size - (mm) Percent Finer Spec. Percent Complies - -- 0. 0351 28 0.0227 19 AASHTO Silty Soils (A -4 (0)) • - 0.0132 16 -- 0.0094 15 • -- 0.0066 13 Sample /Test Description 0.0047 11 Sand /Gravel Particle Shape : - -- 0.0034 9 Sand /Gravel Hardness : --- 0.0014 6 printed 7/2/2009 7:40:32 AM GeoTesting express a subsidiary of Geocomp Corporation 1145 Massachusetts Avenue Boxborough, MA 01719 978 635 0424 Tel 978 635 0266 Fax Geotechnical Test Report 7/2/2009 GTX-91 30 Kollmorgen Electro-Optical Northampton, MA Prepared for: Tighe & Bond Boston GeoTesting Atlanta express New York a subsidiary of Geocomp Corporation WWW.geocomp,com /geotesting July 2, 2009 Allison McCauliffe, P.E. Tighe & Bond 213 Court Street, Suite 900 Middletown, CT 06457 RE: Kollmorgen Electro- Optical, Northampton, MA (GTX -9130) Dear Allison McCauliffe, P.E.: Enclosed are the test results you requested for the above referenced project. GeoTesting Express, Inc. (GTX) received four samples from you on June 26, 2009. These samples were labeled as follows: B -1 S-4 (15 -17 ft) B -1 S -6 (25 -27 ft) B -1 U-1 (30-32 ft) B-4 S-4 (15 -17 ft) GTX performed the following tests on these samples: 4 Grain Size Analyses (ASTM D 422) with hydrometer 4 Atterberg Limits (ASTM D 4318) 1 Tube Handling with density, moisture content, torvane and description 1 Incremental Consolidation (ASTM D 2435) As requested, photographs of the extruded soil from the tube sample are included. A copy of your test request is attached. The results presented in this report apply only to the items tested. This report shall not be reproduced except in full, without written approval from GeoTesting Express. The remainder of these samples will be retained for a period of sixty (60) days and will then be discarded unless otherwise notified by you. Please call me if you have any questions or require additional information. Thank you for allowing GeoTesting Express the opportunity of providing you with testing services. We look forward to working with you again in the future. Respectfully yours, C Joe To ei Laboratory Manager GeoTesting Express, Inc. 1 1145 Massachusetts Ave. 1 Boxborough, MA 01719 1 Toll Free 800 4341062 1 Fax 978 635 0266 GeoTesting express a subsidiary of Geocomp Corporation 1145 Massachusetts Avenue Boxborough, MA 01719 978 635 0424 Tel 978 635 0266 Fax Transmittal TO: Allison McCauliffe, P.E. DATE: 7/2/2009 GTX NO: 9130 Tighe & Bond RE: Kollmorgen Electro - Optical 213 Court Street, Suite 900 Middletown, CT 06457 COPIES DATE DESCRIPTION 7/2/2009 June - July 2009 Laboratory Test Report REMARKS: SIGNED: CC: Joe omei, La oratory Manager APPROVED BY: 9., Nan y Hubbard, Project Manager Commonwealth of Massachusetts = *= City/Town of k „_... -t.510- $ - Form 11 - Soil Suitability Assessment for On -Site Sewage Disposal / to / /mu,� m 5 / � iv a n C a . 11-fg-z. ,� - C. On -Site R (Continued) 171- P Deep Observation Hole Number: 7 ;4- ' C, Redoxlmorphlc Features Coarse Fragments De th in. Soil Horizon/ Soil Matrix: Color- (mottles) Soil Texture ° 1 by Volume Soil Soil . p t ) Layer Moist (Munsell) (USDA) Structure Consistence Other Depth Colar' Percent . Gravel Cobbles & (Moist) Stones 3D ri • Cr.,s AP I CePrIG ,. — Additional Notes: W ,fv - ''' i 11 Cr t5form 11.doc • rev. 10/)}7 Form 11 — Soil Suitability Assessment for On -Site Sewage Disposal • Page 5 of 8 ' Commonwealth of Massachusetts =_� City/Town of Form 11 - Soil Suitability Assessment for On -Site Sewage Disposal t .. /mor, - 4e - Jar`-. ,.„.,t, a 1. 6 ..- dr . C. On -Site Rev eview (Continued) Deep Observation Hole Number: 7e,5/ AY-- 6'0 loo' Av e AZ C) Redoximorphlc Features Coarse Fragments Soil Horizon/ Soil Matrix: Color- (mottles) Soil Texture % by Volume Soll Soil Depth (in.) Layer Most (Mansell) (USDA) Structure Consistence Other Depth Color' Percent Gravel Cobbles S (Moist) stones 'd �.s , y „ s 1al s i ue 4 ?6 ,� I/ Y lY _ i o . f . o a-s ;, a- '/. i M -' (5 - � ., P 4 t >,-A -Ai -- n o G ru5 lesl ,6,J /dii- : r•l a rte/ p.7.-14E-4$ c4 - - .. jou, * Ai r Additional Notes: A� - )O Lo 7 o b64, -,.. -c "i a t5formll .doc • rev. 10/07 Form 11 — Soil Suitability Assessment for On -Site Sewage Disposal • Page 5 of 8 • Commonwealth of Massachusetts City/Town of °�— Form 11 - Soil Suitability Assessment for On -Site Sewage Disposal pel ✓►Rti v�a►T ,Srft3.. LUdrrij a..r..- .a`o,� / /,L A4-- / /'*t / C. On -Site Review (Continued) Deep Observation Hole Number: ) 6 4 4.20.1-w-e-w-ii ; 77 G Redoxlmorphic Features • Coarse Fragments • Soil HorizonfSoil Matrix: Color- (mottles) Soil Texture % by Volume Soil Soil Depth (In.) Consistence Other Layer Moist (Munsell) (USDA) Structure Depth Color' Percent Gravel Cobbles & (Moist) Stones o o -706'' P1 /01/ q 1/2-. it-)1) A. - s / s s.;.7 ef C 5 n e e eDy C.ri °G f // j'd. -t ce r -I • • Additional Notes: ¢ Aa n9 (7 ■5•@.4 • • • tSforml l .doc • rev. 10/07 • Form 11 —Soli Suitability Assessment for On -Site Sewage Disposal • Page 5 of 8 • Commonwealth of Massachusetts . City /Town of Form 11 - Soil Suitability Assessment for On -Site Sewage Disposal kp,. / . ,...5/k...... . /d . 'bra ii il- - As' C. On-Site � ' ev (Continued) Deep Observation Hole Number: �� `STL Redoximorphlc Features Coarse Fragments Soli Horizon! Soil Matrix: Color- (mottles) Soli Texture °/ by Volume Soli Soli Depth (In.) Layer Moist (Munsell) (USDA) Cobbles & Structure Consistence Other Depth Color' Percent Gravel (Moist) Stones Afrl 5 — 4 /, 74 . _ — .4. ir...ida_., — s. . A oty i3 c.. , -�� � 3 �.s ,L-% ... �° , 1 G i 38 — C7 '7 .S ‘( / / e/ _ I / 6 y� l 47 .s ue o r, 4 / /4 ;'lr .Ck PUP'S r- C _ — 2..5 `/ f 757 jo �,, 4° ' A 0 f _"C r 0 {— Additional Notes: . tom' -ra -,--"e 4J --` rA p&e.-r It . .So 67 j tom ' ' t5form11.doc • rev. 10/07 Form 11 — Soil Suitability Assessment for On -Site Sewage Disposal • Page 5 of 8 Commonwealth of Massachusetts City(Town of Form 11 - Soil Suitability Assessment for On -Site Sewage Disposal S,_, / /141* •, V //J'a ' C. On -Site Review (Continued) Deep Observation Hole Number: Redoxlmorphlc Features Coarse Fragments • Soil Horizon/ Soil Matrix: Color- (mottles) Soli Texture °h by Volume Soil Soll Depth (in.) Consistence Other Layer MOIst (Mansell) (USDA) Cobbles & Structure Moist Depth Color• Percent Gravel Stones { 6-76 " 'Ci /07A y /a N4 ' PP / S" 4- cri.".5 e 10/4667 • Additional Notes: - iS ,4sa.- -ri 4 at-P-) /Li A 4_4 f 4J 1;4v !. 5 e-3 d 1. , ye / Oa c.1 ,o,3•y 0 4SS.fV-e... /. • • t5form11.doc • rev. 10 /07 Form 11 --Soil Suitability Assessment for On -Stte Sewage Disposal • Page 5 of t3 Commonwealth ofMassachusetts k k: City /Town of 1 1 Form 11 - Soil Suitability Assessment for On -Site Sewage Disposal . / u . 5i4_ • oT•r - GY -, / (A-e . / a C. On -Site R ' iew (Continued) - -ta-a- el * Deep Observation Hole Number: Redoxlmorphlc Features Coarse.Fragments Solt Horizon) Soil Matrix: Color- (mottles) Soli Texture % by Volume . Soil Solt Depth (in.) Layer er Moist Mansell (USDA) Structure Consistence Other • y { ) ) Gravel • Cobbles & . {Moist) Depth Color' Percent �ur, Stones . 6. o —73 /0 3 �� - " �' /ou n al /, D % y 4 ; 114615 -1- /3--'/'O b io, v' /3 3d lay-e- / 4 6 � .s ,2 °/• • v `i• 114 - r . ,15-1- 1 / 0 - 11 / c ( ,o y y// Yo /0 yie. �t. %, f04••..S 6. b l• Al --fie`i A.. k1,e, /04. -- p 7- 53 c.- 7.572 `'/5' `7 /o yie 57 t �o `/. _ =54°4 _ b `. - 6 •% i'l -H'ik R-' - 17 -- ,. 6 f, v 1�r - 'rcl. 404 5 3 - Co L3 7.s s _70 G 1 / / . -` • . ,, ..., 6 7 6 /. Al 'try) W Additional Notes: • • 6 p m t -- ,14 •t./4.e...-5 , • • t5form11.doc • rev. 10/07 Form 11 - Soil Suitability Assessment for On -Site Sewage Disposal • Page 5 of 8 !Ls: :.�.nmi,iweatut of Massachusetts • ,, City/Town of -4 -__ , _ 7 _ 7, 6 , Form 11 - Soil Suitability Assessment for Can -Site Sewage Disposal ~te a/1/l2br� mod'/ Vf /4h7"`ra;.tieAJ70s7 Nd, f"rlf� I o f /a I C. On -Site C eview (Continued) / / • Deep Observation Hole Number: -)-- Pd Redoximorphic Features Coarse Fragments Soil Horizon/ Soli Matrix: Color- (mottles) Soli Texture % by Volume Soil Soil Depth (in.) Layer Moist Munsefl (USDA) Structure Consistence Other La y ! Depth Color • Percent . ) Gravel Cohbles & (Moist) Stones GS _some, r 3 /ov.v. y Mb 42- _2 o r--;/// 7 S Y, /� -- "' _____ ,sa.n cf ,3 /o D /• !"/ ' - 14,0. JoMc a S .Sn�4.- ? . o -V4 G / /0 y/4 s73 — 7 Ai s p d 4 % V /o tee_ o� he. /04. z/G " 7, C. P- I/o !'C Via. _ SY A SP r9'' S7 1 S CL,4 °. 0 % CI 7 , -4,,,_ ....toy-- ,...../....„ 7$ -Jc21? G3 ,,L f' 47,., 78' 3 - 7 , e /o% s o % D % Nf Ai-pi ,u.0.61 -- Additional Notes: _rrx,,., &L44-.-- 0_6y _ 2f/ ' . ` 5 4./ t,,„4e4- t,,, ,-o ' ". A 7 70 -' . --.5 44 •ea4.r- can ` s i o', ,0 IV i i C oZ , 15fontt11.doc • rev. 10/07 Form 11 – Soil Suitability Assessment for On -Site Sewage Disposal • Page 5 of 8 9, Boring No. B -106 Tighe &Bond Page 1 of 1 Consulting Engineers Project: Kollmorgen Electro - Optical Expansion File No. 0 -106 Westfield, Massachusetts Location: Northampton, MA Checked by: AMM /CDH Client: O'Connell Development Grout Drilling Co.: Seaboard Drilling, Inc Casing Sampler Groundwater Readings Foreman: Mike Glynn Type HSA Split Spoon Date I lime I Depth I Casing I Sta. Time T &B Rep.: Sarah Rocklin I.D. /O.D. 4.25/8.0 1 3/8 "l2" See Note 1 Date Start: 06/17/09 End: 06/17/09 Hammer Wt. 140# Location Vacant lot near Prince Stree Hammer Fall 30" GS. Elev. Datum: Other 1 Casing Sample sample a Depth Blows No. Depth per 6' Sample Description General Stratigraph} a Well Construction (ft.) Per Ft. Rec. (in) (t) S1/8 0 -2 5 -5 S1 :Dense, brown, fine to medium SAND, 32 -16 trace Gravel, trace Silt - Moist No 5 FILL Well S2/9 5 -7 7 -6 S2:Medium dense, brown, fine SAND, little 6 -5 Silt, trace Gravel - Moist Installed 10 10' — S3/8 10 -12 10 -21 S3:Dense, brown, fine to medium SAND, 24 -19 little Silt, trace Gravel - Wet 15 S4 /3 15 -15.3 100/3" S4:Very dense, brown -grey, fine SAND, little Silt, trace Gravel - Wet GLACIAL TILL 20 S5 /2 20 -20.4 100/5" S5:Black- brown -white rock fragment S6/.75 24 -24.4 100/5" S6:Black-brown-white rock fragment Bottom of Exploartion at 24.4 feet 25 30 Notes: 1. Groundwater encountered during drilling at approximately 7.5 feet below ground surface. Hardwick Landfill Tighe Bond he. Vegetative Support Materail Sampling Nutrient Analysis Sample ID Soil pH Nitrogen (NO3 -N) Phosphorous (P) Potassium (K) Calcium (Ca) Magnesium (Mg) Micronutrients ppm ppm ppm ppm ppm A2 - 6.1 0 7 255 516 121 all normal A2 - 6.1 0 4 196 555 98 all normal A2 - 6.1 0 6 341 750 131 all normal A2 - 6.0 0 6 290 608 124 all normal A2 - 6.2 0 5 172 746 130 all normal A2 - 6.2 0 6 204 550 100 all normal B - 6.6 0 9 226 1206 131 all normal B - 6.1 0 6 204 706 148 all normal A1 6.6 2 4 176 886 71 all normal Al - 5.8 0 6 211 440 99 all normal 2006 - 6.5 0 5 185 464 128 all normal Marty's B ? - E27945 6.6 not tested 126 111 1162 118 B ? - E27946 6.0 not tested 102 139 558 148 Summary Soil pH Nitrogen (NO3 -N) Phosphorous (P) Potassium (K) Calcium (Ca), Magnesium (Mg) Micronutrients ppm ppm ppm ppm _ ppm A2 Area 1 6.11 01 61 2431 6211 1171atl normal B Area 6.41 01 8 f 2151 9561 1401atl normal Al Area 1 6.21 11 . 51 1941 6631 85Iall normal 2006 Area 1 6.51 01 51 1851 4641 1281a11 normal Marty's B? 1 6.31not tested 1 1141 1251 8601 1331 7/9/2009 Tighe&Bond Boring No. B -105 Page 1 of 1 Consulting Engineers Project: Kollmorgen Electro - Optical Expansion File No. 0 -106 Westfield, Massachusetts Location: Northampton, MA Checked by: AMM /CDH Client: O'Connell Development Groul Drilling Co.: Seaboard Drilling, Inc Casing Sampler Groundwater Readings Foreman: Mike Glynn Type NSA Split Spoon Date 1 Time 1 Depth 1 Casing Sta. Time T &B Rep.: Sarah Rocklin I.DJO.D. 4.25/8.0 1 318 "12" See Note 1 Date Start: 06/17/09 End: 06/17/09 Hammer Wt. 140# Location Vacant lot near Price Stree Hammer Fall 30" GS. Elev. Datum: Other Casing ample N ' 9 Sample o Depth Blows No. Depth Per S Sample Description General Stratigraphy a Well Construction (ft.) Per Ft. Rec. (in) (ft S1/11 0 - 4 - 12 S1:Dense, brown, fine to medium SAND, 19 -21 little Silt, trace Gravel - Moist No 5 Well S2/15 5 - 7 -9 S2:Medium dense, brown, fine SAND, some FILL 17 -24 Silt, trace Gravel - Moist Installed 10 S3 /0 10 -11.4 17 -31 No recovery 50/5" 1 0' 15 S4 /8 15 -16.3 17 -35 S4:Very dense, brown, fine SAND and Clayey 50/3" SILT, trace Gravel - Wet GLACIAL TILL 20 S5 /0 20 -20.4 100/5" No recovery 25 S6 /0 25 -25.8 75 -50/3" No recovery Auger refusal at 28.5 feet Bottom of Exploration at 28.5 feet 30 Notes: 1. Groundwater encountered during drilling at approximately 7.5 feet below ground surface. Tighe&Bond Boring No. B -104 Page 1 of 1 Consulting Engineers Project: Kollmorgen Electro- Optical Expansion File No. 0 -106 Westfield, Massachusetts Location: Northampton, MA Checked by: AMM /CDH Client: O'Connell Development Groul Drilling Co.: Seaboard Drilling, Inc Casing Sampler Groundwater Readings Foreman: Mike Glynn Type HSA Split Spoon Date 1 Time 1 Depth 1 Casing 1 Sta. Time T &B Rep.: Sarah Rocklin I.D. /O.D. 4,25/8.0 1 318 " /2" See Note 1 Date Start: 06/17/09 End: 06/17/09 Hammer Wt. 140# Location Vacant lot near Prince Street Hammer Fall 30" GS. Elev. Datum: Other Casing Sam Ie N Depth Blows No. p D Plows Per 6" Sample Description General Stratigraphy Well Construction (ft.) Per Ft. ec. (in) (tt) S1 /9 0 -2 4 -5 S1:Medium dense, brown, fine to coarse 6 -6 SAND, trace Gravel, trace Silt - Moist No 5 FILL Well S2/17 5 -7 12 -12 S2:Medium dense, brown, fine SAND, 11 -11 trace Silt- Moist Installed 10 icy S3/15 10 -12 10 -11 S3:Medium dense, brown, fine SAND, 12 -12 little Silt - Wet SAND AND SILT 15 S4/16 15 -17 5 -5 S4:Medium dense, brown -grey, fine SAND 6 -7 and SILT - Wet 18.5' 20 S5/19 20 -22 3 -3 S5:Stiff, grey, SILT and CLAY, some fine 6 -7 sand - Wet CLAY AND SILT 25 S6/18 25 -27 3 -2 S6:Medium, grey, CLAY and SILT, 2 -4 some fine Sand - Wet 30 S7/18 30 -32 1 -1 S7:Soft, grey,CLAY and SILT,Iittle fine Sand 2-2 Bottom of Exploration at 32 feet _ Notes: 1. Groundwater encountered during drilling approximately 7.5 feet below groundsurface. Tighe&Bond Boring No. 5 -103 Page 1 of 1 Consulting Engineers Project: Kollmorgen Etectro- Optical Expansion Fite No. 0 -106 Westfield, Massachusetts Location: Northampton, MA Checked by: AMM/CDH Client: O'Connell Development Groul Drilling Co.: Seaboard Drilling, Inc Casing Sampler Groundwater Readings Foreman: Mike Glynn Type HW Split Spoon Date 1 Time 1 Depth l Casing G Sta. Time T&B Rep.: Sarah Rocklin I.D./O.D. 4" 1 3/872" See Note 1 Date Start: 06/16/09 End: 06/16/09 Hammer Wt. 300# 140# Location Vacant lot near Prince Street Hammer Fall 24" 30" GS. Elev. Datum: Other Casing Sample sample c Depth Blows No Depth Blows Sample Description General Stratigraphy r Well Construction () Per 6" e (ft.) Per Ft. ec. (In) S S1 /4 0 -2 50/4" Si:Very dense, red - brown, fine to coarse SAND, some Gravel, little Silt - Moist 5 S2 /9 5 -7 8 -15 52:Dense, brown, fine to medium SAND, FILL 19 -24 some Gravel, little Silt - Moist 10' 10 S3/8 10 -10.9 14- 50/5" S3:Very dense, brown, fine to coarse SAND, little Gravel, trace Silt - Wet • No Well Auger Refusal at 14' - Offset 15 Installed S4 /2 15 -15.4 100/4" S4:Crushed rock Difficult augering -large boulders GLACIAL TILL 20 C -1 20 -21 Rock core (See Note 2) S5/3 21 -21.8 43- 50/4" S5: Hard, brown, SILT and CLAY, some fine Sand, trace Gravel - Wet 25 S6 /2 25 -25.5 100/6" S6:Very dense, brown, fine SAND and SILT, little Gravel - Wet S7:Very dense, brown, fine SAND and SILT, S714 30 -30.4 100/5" little Gravel - Wet 30 Bottom of Exploration at 30.4 ft. Notes: 1. Groundwater encountered during drilling at approximately 7.5 feet below ground surface 2. Cored through boulder then continued using roller bit Boring No. B - 102 Tighe &Bond Page 1 of 1 Consulting Engineers Project: Kollmorgen Electro- Optical Expansion File No. 0 -106 Westfield, Massachusetts Location: Northampton, MA Checked by: AMM /CDH Client: O'Connell Development Groui Drilling Co.: Seaboard Drilling, Inc. Casing Sampler Groundwater Readings Foreman: Mike Glynn Type HW Split Spoon Date 1 Time 1 Depth 1 Casing 1 Sta. Time T8B Rep.: Lesley Eckert I.D. /O.D. 4" 1- 3/8 " /2" See Note 1 Date Start: 06/18/09 End: 06/18/09 Hammer Wt. 300# 140# Location Vacant lot near Prince Street Hammer Fall 24" 30" GS. Elev. Datum: Other Casing Sample N Depth o Blows No. Sample Blows fi Sample Description General Stratigraphy Well Construction (ft.) Per Ft. Rec. (in) (ft S1/4 0 -2 4 -24 S1:Dense, brown, fine SAND, little Gravel, 24-28 trace Silt, trace brick and rock fragments Moist No 5 Well No sample at 5 -7 feet due to issues FILL with casing advancement and rollerbit Installed 10 10 S2/24 10 -12 4 -6 S3:Sti - w_ - - - -~ ff, grey, CLAY and SILT -Wet 8 - 10 CLAY & SILT 12.5' 15 S3/6 15 -17,. 10 -12 S4:Medium dense, brown, fine to coarse 16 -30 SAND, little Silt - Wet GLACIAL TILL 20 S4/5 20 -21.4 52 -44 S5:Very dense, brown, fine to coarse SAND, 50/5" little Silt, trace rock fragments - Wet 25 S5 /0 25 -27 66- 100/5" S6:No recovery No sample could not be collected from 30 to 32 feet due to blow -in. 30 Bottom of Exploration at 30 feet Notes: 1. Groundwater encountered during drilling at approximately 7.5 feet below ground surface. Tighe &Bond Boring No. B-101 Page 1 of 1 Consulting Engineers Project: Kollmorgen Electro - Optical Expansion File No. 0 -106 Westfield, Massachusetts Location: Northampton, MA Checked by: AMM/CDH Client: O'Connell Development Groul Drilling Co.: Seaboard Drilling, Inc Casing Sampler Groundwater Readings Foreman: Mike Glynn Type HSA Split Spoon Date 1 Time 1 Depth 1 Casing 1 Sta. Time T &B Rep.: Sarah Rocklin I.DJO.D. 4.25/8.0 1- 318 " /2" See Note 1 Date Start: 06/16/09 End: 06/17/09 Hammer Wt. 140# Location Vacant lot near Price Street Hammer Fall 30" GS. Elev. Datum: Other Sample Depth Casing p Sample p Blows N Depth Blows Sample Description General Stratigraphy t Well Construction (ft) Per 6" e (fL) Per Ft. ec. (in) a S1/12 0 -2 6 -7 S1:Medium dense, brown, fine to coarse 8 -9 SAND, trace Gravel, trace Silt - Moist No 5 Weil S2/15 5 -7 9 -11 S2:Medium dense, brown, fine SAND, trace FILL Installed 11 -12 Silt - Moist 10' 10 - -- ---- - -- S3/13 10 -12 2-4 S3:tiff, grey, SILT and CLAY, some fine 5 -5 Sand - Wet 15 S4/16 15 -17 2 -2 S4: Medium, grey, SILT and SAND, 4 -5 Wet SILT and CLAY 20 S5118 20 -22 3 -4 S5: Medium, grey, SILT and CLAY, 4 -6 some fine Sand - Wet 25' 25 — S6 /20 25 -27 1 -2 36:Soft, grey, Silty CLAY, trace fine Sand 2 -3 Wet SILTY CLAY 30 U1 30 -32 S7:Shelby tube Bottom of Exploration at 32 feet Notes: 1. Groundwater encountered during drilling at approximately 7.5 feet below ground surface. APPENDIX C Recent Tighe & Bond Test Boring Logs and Test Pit Logs Client: Tighe & Bond SEABOARD Test Boring! Location Northampton, MA Hospital Hill DRILLING, INC. Monitor Well ID: B -10 Project Job # N- 0592.4 -02 P.O. BOX 3028 SPFLO, MA 01101 Contractor: Seaboard Drilling, Inc. DRILLING /SOIL LOG Sheet No. 1 of 1 Casing Sampler , Coro Barre Hammer (Wsight-IbJfal -30") Start: 11/6/2006 Type HSA SS NIA 440/30 300124 Finish: 1116/2006 0.D. Inch 8-1/2" Rig Type: B-53 Driller: Rob Ingram f.0. Inch 4-1/4" Depth (R) Blows Sample Recovery FIELD CLASSIFICATIONS AND REMARKS Range Per 6" No. 0-2' 12 -12 -15-16 S-1 11" Most Broom Fine SAND, Trace Gravel. 5-7' 7- 10 -11 -12 S-2 19" Moist Brown Fine SAND, Trace Silt, Clay. 10-12' 6-8-11-6 S -3 17' Wet +/- 9.5', Brown/Grey Fire SAND, Trace Silt. 15-17' 2 -3-3 -5 S-4 20" Wet Grey Fine SAND, Little Silt. END OF BORING 6 17.0'. • SAMPLE PENETRATION RESESTANCE -140 lb. WL Falling 30" on 2" 0.D. sampler Density Cohesive Consistence PROPORTIONS # of Hammer Blows very loose # of Hammer Blows eery soft / soft trace • 0 to 10% 0-4 loose 0-2 3-4 med-stiff 1 stiff little 10 to 20% 5-9 med/dense 5-8 9 -15 very stiff / hard some 20 to 35% 10.23 dense 16-30 31+ and 30 to 5094 30-49 50+ very dense • Client Tighe & Bond SEABOARD Test Boring/ Location Northampton, MA Hospital Hill DRILLING, INC. Monitor Well ID: B -9 Project Job* N- 0592 -4 -02 P.O. BOX 3026 SPFLD, MA 01101 Contractor. Seaboard Drilling, inc. _ DRILLING /SOIL LOG Sheet No. 1 of 1 Casing Sampler Core Barre Hammer (Weight- lb./fall -30 ") Start: 11/2/2006 Type HSA SS NIA 140130 300124 Finish: 11/2/2006 MD. inch 8-1/2" Rig Type: B-53 Driller- Jeff Nitsch I D. inch 4-1/4" Depth (ft.) Blows Sample Recovery FIELD CLASSIFICATIONS AND REMARKS _ Range Per 6" No. 0-2' 11- 14 -28 -21 S -1 16" Moist Grey Fine SAND, Some Gravel. 5-T 6 -13 -14-19 S-2 15" Moist Grey/Brown Coarse SAND and Gravel, Little Fine SAND, Little Coarse SAND. 10-12' 8- 2842 -19 S -3 15' Wet Brown Coarse SAND, Trace Gravel. Water @ 9.0'. 15-17' 21- 18 -31 -30 S-4 16" Wet Brown Coarse SAND and Gravel, Trace Fine SAND. END OF BORING @ 17.0'. SAMPLE PENETRATION RESISTANCE -140 Ib. Wt. Falling 30" on 2" O.D. sampler Density Cohesive Consistence PROPORTIONS * of Hammer Blows _ very loose 4 of Hammer Blows very soft / soft trace 0 to 10% 0-4 loose 0-2 3-4 med -stiff 1 stiff little 10 to 20% 5-9 med/dense 5-8 9-15 very staff / hard some 20 to 35% 10 -29 dense 16-30 31+ and 30 to 50% 30-49 50+ very dense _ • Client: Tighe & Bond SEABOARD Test Boring/ Location Northampton, MA Hospital HiU DRILLING, INC. Monitor Well ID: B-8 Project: Job * N- 0592-4 -02 P.O. BOX 3026 SPFLD, MA 01101 Contracto_ r: Seaboard Drilling, Inc. DRILLING/SOIL LOG Sheet No. 1 of 1 Casing Sampler Core Barn Hammer (Weight- lb./fall -301 Start: 11/2/2006 Type HSA SS NIA 140130 300124 Finish: 11/2/2006 o.D. Inch 8 -112" Rig Type: B -63 Driller: Jeff Nitsch • i.D. inch 4-114" Depth (ft.) Blows Sample Recovery FIELD CLASSIFICATIONS AND REMARKS Range Per 6" No. 0-2' 1-14-2-1 8 -1 10" Moist Brown Fine SAND, Trace Silt, Trace Gravel. t 5-7' 4 -7-4.5 S-2 10" Moist Brown Silt, Little Fine SAND, Trace Gravel. 10-12' 2 -2 -2-4 S -3 18" Most Brown Silt, Trace Fine SAND, Trace Gravel. 15-17' 5- 11 -12 -19 S-4 16" Moist Grey/Brown Silt, Trace Clay. END OF BOR ING t74 17.0'. • No Obvious Groundwater Observed. SAMPLE PENETRATION RESISTANCE -140 lb. Wt. Falling 30' on 2" O.D. sampler Density Cohesive Consistence PROPORTIONS # of Hammer Blows very loose g of Hammer Blows very soft / soft trace 0 to 10% 0-4 loose 0-2 3-4 med- stiff I stiff little 10 to 20% 5 -9 med /dense 5-8 9-15 very stiff / hard some 20 to 35% 10 -29 dense 16 -30 31+ and 30 to 50% 30-49 50+ very dense_ , Client: Tighe 8 Bond SEABOARD Test Boring/ Location Northampton, MA Hospital Hill DRILLING, INC. Monitor Well ID: B -7 Protect: Job i N- 0592 -4-02 P.O. BOX 3026 SPFLD, MA 01101 Contractor: Seaboard Drilling, Inc. DRILLING /SOIL LOG Sheet No. 1 of 1 Casing Sampler Cora Barri Hammer lWelght- ibJtali -30 ") Start: 11/6/2006 Type NSA SS N/A 140/30 300/24 Finish: 11/6/2006 0.0.1nch 8 -1/2" Rig Type: B-53 Driller: Rob 'Ingram ID. inch 4 Depth (ft.) Blows Sample Recovery FIELD CLASSIFICATIONS AND REMARKS Range _ 6" No. 0-2' 1 -3.24 S -1 14" 1 4" Top Soil. 5 -7' 8-14 -16-20 S-2 14" Moist Brown Fine SAND and Silt. Trace Clay, Fine Gravel_ 10-12' 7. 1340012 S-3 10" Moist Brown Fine SAND and Silt, Trace Clay, Fine Gravel. Auger Refusal @ 11.5'. 11.5- 13.5' 5 -100/0 S-4 NR No Recovery. • END OF BORING ® 11.5'. No Obvious Groundwater Observed. SAMPLE PENETRATION RESISTANCE -140 Ib. Wt. Falling 30" on 2" O.D. sampler Density Cohesive Consistence PROPORTIONS # of Hammer Blows very loose # of Hammer Blows very soft / soft trace 0 to 10% 0-4 loose 0 -2 3-4 med-stiff 1 stiff tittle 10 to 20% 5-9 medldense 5-8 9-15 very stiff / hard some 20 to 35% 10 -29 dense 18 -30 31+ and 30 to 50% 30-49 50+ very dense _ Client: Tighe & Bond SEABOARD Test Boring/ Location Northampton, MA Hospital Hill DRILLING, INC. Monitor Well ID: B -5 Project: Job *N-0592-4.02 P.O. BOX 3026 SPFLD, MA 01101 Contractor. Seaboard Drilliin�, Inc. DRILLING /SOIL LOG _ Sheet No. 1 of 1 Casing Sampler Core Barre Hammer (Weight-lb./fall-3r) — Start: 11/2/2006 Type HSA A SS NIA 140/30 300/24 Finish: 11/2/2006 O.D. Inch 8 -112" Rig Type: B-53 Driller: Jeff Nitsch I.D. Inch 4-1/4" _ Depth (It) Blows Sample Recovery FIELD CLASSIFICATIONS AND REMARKS Range Per 6" No. 0-2' 2 -3-44 S-1 14" Moist Brown Fine SAND, Trace Gravel, Trace Organics, Some Silt 5-7' 9 -7-8 -8 S-2 8" Moist Brown Fine SAND and Silt 10-12' 13 -15-5-4 S -3 5" Dry Brown Fine SAND. 15 -17 11 -10 -50/4" S-4 4" Most Brown Fine SAND and Silt END OF BORING @ 17.0'. No Obvious Groundwater Observed. SAMPLE PENETRATION RESISTANCE - 140 lb. Wt. Falling 30" on 2" O.D. sampler Density Cohesive Consistence PROPORTIONS # of Hammer Blows _ very loose # of Hammer Blows very soft I soft trace 0 to 10% 0-4 loose 0-2 3-4 med-sliff 1 stiff little 10 to 20% 5-9 medldense 5-8 9.15 very stiff / hard some 20 to 35% 10-29 dense 1630 31+ and 30 to 50% 30-49 50+ _very dense . Client: Tighe & Bond SEABOARD Test Boring! Location Northampton, MA Hospital Hill DRILLING, INC. Monitor Well ID: B-4 Project: Job # N- 0592 -4-02 P.O. BOX 3026 SPFLD, MA 01101 Contractor. Seaboard Drilling, Inc. DRILLING /SOIL LOG Sheet No. 1 011 , Casing Sampler Core Barre Hammer (Weight-lb/fall-301 Start: 11!612006 Type HSA SS wA 140130 300/24 Finish: 11/6/2006 0.0. Inch 8 -1/2" Rig Type: B-53 Driller: Rob Ingram 10. Inch 4-114" Depth (ft.) Biows Sample Recovery FIELD CLASSIFICATIONS AND REMARKS Range Per 6' No. 0-2' 1 -2.4.4 5-1 12" Moist Brown Fire SAND, Little Silt, Trace Gravel. 5-7 2 -2-4 -3 5 -2 11" Moist, Brown Fine SAND, Little Silt, Gravel, Trace Clay. 10-12' 4- 1417 -25 S-3 16" Moist Brown Fine SAND and Silt, Little Gravel, Trace Clay. 15 -17' 15 -10015 S-4 5" Moist Brown Fine SAND and Silt, Little Gravel, Trace Clay. END OF BORING @ 17.0'. No Obvious Groundwater Observed. 1., • SAMPLE PENETRATION RESISTANCE - 140 Ib. Wt. Faling 30" on 2" O.D. sampler Density Cohesive Consistence PROPORTIONS # of Hammer Blows very loose # of Hammer Blows very soft 1 soft trace 0 to 10% 0-4 loose 0-2 3-4 reed -stiff 1 stiff Tittle 10 to 20% 5 -9 medldense 5-8 9-15 very stiff 1 hard some 20 to 35% 10 -29 dense 16 -30 31+ and 30 to 50% 30-49 50+ very dense_ Client: Tighe & Bond SEABOARD 'Test Boling! Location Northampton, MA Hospital Hill DRILLING, INC. Monitor Well ID: B -3 Project: Job # N- 0592 -4-02 P.O. BOX 3026 SPFLD, MA 01101 Contractor Seaboard Drilling, Inc. DRILLING /SOIL LOG Sheet No. 1 of 1 Casing Sampler Core Barre Hammer (Weight•lb.lfall -301 Start: 11 /2/2006 Type HSA SS N/A 140130 300124 Finish: 11/2/2006 O.D. Inch 8-112" Rig Type: B-53 Driller: Jeff Nitsch I.D.tnch 4-114" Depth (ft.) Blows Sample Recovery FIELD CLASSIFICATIONS AND REMARKS Range Per 6' No. 0-2' 3-4-8-9 S -1 12" Moist Brown Fine SAND, Some Silt, Trace Gravel. 5-7' 3- 19.21 -34 5 -2 8" Moist Brown Fine SAND and Silt, Trace Gravel. Water @ 8.0' - 9.0'. 10 -12' 5012" S-3 0 No Recovery. Auger Refusal @ 10.0'. Offset and Drilled to 15.0'. 15-17' 14-41 -5014" S-4 8" Wet GreyBrown Silt and Gravel, Trace Fine SAND. END OF BORING @ 17.0'. SAMPLE PENETRATION RESISTANCE - 1401b. Wt Falling 30" on 2" O.D. sampler Density Cohesive Consistence PROPORTIONS # of Hammer Blows very loose 1 of Hammer Blows very soft / soft trace 0 to 10% 0-4 loose 0-2 3-4 med -stiff 1 stiff little 1010 20% 5 -9 rnedldense 5-8 9 -15 very stiff / hard some 2010 35% 10-29 dense 16-30 31+ and 30 to 50% 30-49 50+ very dense_ Client: Tighe & Bond SEABOARD Test Boring/ Location Northampton. MA Hospital Hill DRILLING, INC. Monitor Well ID: B -2 Project: Job S N-0592 -4-02 P.O. BOX 3026 SPFLD, MA 01101 Contractor: Seaboard Drilling, Inc. DRILLING/SOIL LOG Sheet No. 1 of 1 ,Casing Sampler Core Barry Hammer (Weight- lblfall -30^) Start: 11/2/2006 Type HSA SS NIA 140/30 300/24 Finish: 11/2/2006 O.D. inch 8 -1/2" Rig Type: B-$3 Driller: Jeff Nitsch 1.0. Inch 4114" Depth (ft.) Blows Sample Recovery FIELD CLASSIFICATIONS AND REMARKS Range Per 6" , No. 0-2' 9-21-24-30 S-1 16* Moist Brown fine SAND and Gravel. 5-7' 4 -9 -24 -5014 S -2 14" Midst Brown Silt and Fine SAND, Trace Gravel, Trace Clay. • Water 2. 8.0' - 9.0'. 10-12' 14 -24 -28-28 S -3 15" Wet Grey/Brown Fine SAND and Silt, Trace Gravel. 14-16' 28-33-24-50/5 8-4 23" Wet Brown Coarse SAND, Trace Siff, Trace Gravel. END OF BORING @ 16.0'. SAMPLE PENETRATION RESISTANCE -140 Ib. Wt. Falling 30" on 2" 0.0. sampler Density Cohesive Consistence PROPORTIONS # of Hammer Blows very loose a of Hammer Blows 'very soft / soft trace 0 to 10% 0-4 loose 0 -2 3-4 med -stiff / stiff little 1010 20% 5 -9 med/dense 5-8 9-15 very stiff 1 hard some 20 to 35% 10-29 dense 16 -30 31+ and 30 to 50% 30-49 50+ very dense • Client: Tighe & Bond SEABOARD Test Boring! Location Northampton, MA Hospital Hill DRILLING, INC. Monitor Well ID: B -1 Project: Job # N- 0592 -4-02 P.O. BOX 3025 SPFLD, MA 01101 . Contractor. Seaboard Drilling, Inc. DRILLING/SOIL LOG Sheet No. 1 of 1 Casing Sampler Core Barrel Hammer (Weight- Ib.lfali30 ") Start: 11/2/2006 . Type NSA SS WA 140!30 300124 Finish: 11/2/2006 o.o. Inch _ 8-1!2" Rig Type: B-53 Driller: Jeff Nitsch ID. Inch 4-114" Depth (ft.) Blows Sample Recovery FIELD CLASSIFICATIONS AND REMARKS Range Per 6" No. 0-2' 10- 18 -21 -1C S-1 16" Moist Brown Fine SAND, Trace Gravel. 5 -7' 2 -2 -2 -2 S -2 12" Moist Brown Fine SAND, Trace Gravel. 10 -12' 12- 9 -14 -17 S-3 1" Wet Gravel, Brown Silt and Fine SAND. 15-17' 5-9-8-4 S-4 3" Wet Gravel, Brown Silt and Fine SAND. END OF BORING @ 17.0'. Water @ 9.0'. SAMPLE PENETRATION RESISTANCE -140 lb. Wt. 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' .Q ; \ :, - y Ar fi i / / A 1 1 , ,. t 4 1 ✓{ 1 / , r r Senc, all' / \ l i ws c i S r v a- V1' \ . .-?..,,...1 t1 x . / -Y l /t ,Pf l f: ) \t '1i .s �.Y, t+, ty, /l �: ,�.\ � : 4 -v ,�,�y Sub § i , .. • ('-) FIGURE 1 1:25,000 SITE LOCUS MAP 0 2,000 ....,,��� Kollmorgen Electro- Optical Feet Prince Street * Northampton, Massachusetts Based on USGS Topographic Maps for Easthampton & Mt. Holyoke, MA Quadrangles. L Tghe &Bond Revised 1979. 10 - Foot Contour Interval. ..r. . Circles indicates 500-foot radius. June 2009 Projects\OT00106W1apslusgs Kollmorgen.mxd Ja01001061GIS-POFS\uSgs KoIMnorgen.pdf 0 -0106 V:U t i 0 --- -------;'-- - -: - 0 56 4 t.-- ' ----- - ri tiali, e8 1 ( 9 B°nd Engineers .„_., . --. _L- .. -1 ::58I -7. ; All- kA ..- , . _ ------ ■ . .:,__,_,_____-----____________.:-------:, ., , . .. `-.. t , ... _.._ • . • . 5.3 South.Ph. R.. i___ ----- - -7- " , \ ' \ Westfield. 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'a' -0 '\, / ''.\ 7,-- - •J \ X<\ - , -- - sv.ir \ .••\ : ‘ • : ' . . SWAIM CY" TM PR. SOPOYCYLO SY 0.7■3.0-0 01.1.4..C. WhOMIte : Rio • / .; / /' 1 . i ./ . • , Kolimorgen .„.. . - Eiectro-Optical 3 , : ; - t;„.` ,r / / , „. , / ,• „ 8_, V-- 1 / ! i „.„1 , :.1 / 1, 1 8-101 1 1 00 , , v x, lo op ot o so , d i lal i :( ; ///ii village Hill, Northampton. (-- Massachusetts ;( ,-, - -..- ,'...1..--"-::. .___ . , - , . • i ■.. , ; , , • . . • ........- „/ ,...„-- .' ,-/ ) _, , • •-•,) , .- . , ,- / . / '' ' 1 / ,l / • - - - , „.., \ 8-104 _ ,.., ,.. / / ' , ,,, ' / Ill- ' i 80 0 40 80 160 ,. ••■-•-- \_ -.' ■ „ 4 „ , .., _ _ _ _ _- ---- _. , / / /.../ / ..” /../ ,/ ../ /- i / - t I '±tff • x - ,go il'oP-"' . <:_,V, ---- — ,,, 4 / ,/ //. / , 7 / 1 , lielT . ,ft. 0..11..............." - \ S ,......,..elimr -... ,-_..-- _......../. ,,,....• --.._ V •-- -__ _ -- .-- , / ." / ,/,' / / 0 / / „.. , or no. . 1 ---- ' - ---'-' - 'A - / / r / I , f-3)V / r--- ./ SUILSUIVALI IXSISMATION LOCATION illai 1 \ 1 .._ \C o`x , / .e" , „• . \ • „. 1 .„., " L )1 / •," S',/ 'N '••• ...... •-• - 1 / ": ',.•;"/7 FIGURE 2 APPENDIX A Site Locus and Subsurface Exploration Location Plan Thank you for the opportunity to provide our services. Please do not hesitate to contact me if you should have any questions, comments, or require additional information. Very truly yours, TIGHE & BOND, INC. 11 1 F rancis J. „. -y III, ., LEED AP Senior Vie: •resid T 413.572.3262 F 413.562.5317 C 413.539.8353 E fjhoey @tighebond.com Enclosures Appendix A - Site Locus and Subsurface Exploration Location Plan Appendix B - Previous Driller Test Boring Logs Appendix C - Recent Tighe & Bond Boring Logs and Test Pit Logs Appendix D - Laboratory Testing Data -9- Tighe&Bond If existing soils contain demolition debris, including brick, the materials greater than three inches should either be screened out or crushed to make a uniform size to be mixed with the soils. If processed, the crushed material should not exceed 10 percent of the fill volume by weight. We recommend that if a pocket of brick or concrete is encountered it should be thoroughly mixed with the surrounding soils to maintain the 10 percent criteria presented above. If this is not possible, the over size material should be separated and disposed of off site. TABLE 3 Gradation Requirements for Borrow Materials Percent Finer by Weight Sieve Size Granular Gravel -Fill Borrow 8 -inch 100 -- 3 -inch -- 100 1/2 -inch -- 50 -85 No. 4 -- 40 -75 No. 10 30 -95 -- No. 40 10 -70 -- No. 50 -- 8 -28 No. 200 0 -15 0 -8 Closing Because the existing fine grained soil conditions on the western portion of the site will likely require ground improvement or deep foundations, additional explorations and analyses may be required to better define the horizontal and vertical limits of fine grained deposits, better characterize the properties of the compressible stratum, and prepare specialized recommendations required for either ground improvements or deep foundations. The need for and the scope of the additional explorations and analyses should not be determined until after the desired approach for limiting the potential differential settlements is selected. The preceding recommendations provided herein are for specific application to the proposed development of the Kollmorgen Electro - Optical site located at Hospital Hill in Northampton, Massachusetts, in accordance with generally accepted soil and foundation engineering practices. No warranty, expressed or implied, is made. In the event that any significant changes in the intended development of the site are made, the conclusions and recommendations in this report should not be considered valid unless verified in writing. This report is for design purposes only and is not sufficient to prepare an accurate bid. Contractors wishing a copy of the report may secure it with the understanding that its scope is limited to design considerations only. - Te&Band Adat Seismic Design - Based upon data gathered from the borings, the site is assigned to Site Class D. The intended function of the proposed structure classifies it as Design Category B, according to the Massachusetts State Building Code (MSBC). The design spectral response accelerations at short periods (Sps) and at 1- second period (S are 0.235 and 0.106 respectively. These values were calculated based upon mapped spectral response accelerations and the appropriate magnification factors for Site Class D. The site soils are not considered to be liquefaction susceptible based on the gradation of the soils and the results of plotting the standard penetration test data collected from the borings onto Figure 1804.6(B) of the MSBC. Construction Considerations This section provides comments related to foundation construction, earthwork, and other geotechnical aspects of the project that will aid those responsible for preparation of contract documents. Additional construction recommendations can be provided once a final foundation system is chosen. Excavation and Fill - Conventional heavy construction equipment will be suitable for excavation in these soils. Excavation geometries should conform to OSHA excavation regulations contained in 29 CFR Part 1926, latest edition. Any over excavation within the footprint should be within a zone defined by a 1H:1V line sloping downward and outward from one foot beyond the bottom edge of the proposed footing. Proof compact the bottom of excavation prior to backfilling with at least six passes of a large, walk- behind, reversible, vibratory compactor, or equal. Over - excavate any weak or soft spots identified during proof compaction and replace with Granular Fill (required gradation shown below). Additional over - excavation is needed if a boulder is partially uncovered at the subgrade elevation. If the boulder protrudes from the subgrade more than six inches, it should be removed and replaced with compacted Granular Fill prior to proof compaction. Granular Fill should be placed in controlled lifts and compacted to 92 percent of the maximum dry density as determined by Modified Proctor laboratory testing (ASTM D- 1557). Dewatering - Since seasonal high groundwater was estimated at approximately 10 to 54 inches below existing grade in the test pits, dewatering will likely be necessary during excavation for foundations and utility installations. Pumping from properly filtered sumps appears feasible. Water should be discharged according to federal, state, and local regulations. Surface water entering the construction area should be diverted away from the excavation. Bearing Surface Preparation - If shallow foundations are used, foundation excavation should be conducted in a manner that minimizes disturbance to the subgrade. Soil bearing surfaces should be protected against freezing and the elements before and after concrete placement. If construction is performed during freezing weather, footings should be backfilled as soon as possible after they are constructed. Alternatively, insulating blankets or other means may be used for protection against freezing. Reuse of Existing Soils - Existing site soils are not suitable for re -use as Gravel Borrow. Existing fill and natural soils may be re -used as Granular Fill, regardless of their gradation, provided they are free of organics, debris, stones greater than 6- inches in diameter, or other deleterious material, and provided they are placed to the required degree of compaction. -7- Ti d (1) Consideration section of this letter. If pile foundations are used, a structural slab will be needed to limit potential slab settlement and cracking. Foundation and Underslab Drainage — Groundwater was encountered approximately 7.5 feet below existing grade during boring advancement. However, the test pits that were excavated indicate that seasonal high groundwater is much shallower across the site (10 -54 inches below existing grade). It is not anticipated that underslab drainage will be required since the proposed finished floor elevation is approximately six feet above existing grade. However, if the proposed structure includes any basement space, or depressed pit areas then foundation and basement drainage should be considered. Lateral Earth Pressures — The proposed site grading includes a retaining wall at the southwestern corner of the site. Therefore, we have included lateral pressures for both braced and unbraced walls. We recommend that braced walls (basement walls, if needed) be designed for the following lateral loads: • Static: 59 psf /f equivalent hydrostatic pressure • Surcharge: 0.5 times the vertical surcharge load uniformly distributed over the height of the wall • Seismic: 7.1H distributed as an inverse triangle over the height of the wall We recommend that unrestrained site retaining walls be designed for the following lateral loads: • Static: 39 psf /f equivalent hydrostatic pressure • Surcharge: 0.31 times the vertical surcharge load uniformly distributed over the height of the wall • Seismic: 7.1H distributed as an inverse triangle over the height of the wall These design values assume that site retaining walls are backfilled with a three foot wide zone of free draining Gravel Borrow and do not include hydrostatic loads. In addition, provide a six inch diameter perforated PVC pipe surrounded by at least 6 inches of crushed stone wrapped in a non -woven geotextile filter fabric at the base of the wall to drain the backfill. The pipe should be either tied into the site drainage system, or should daylight through the wall periodically through weep holes. Basement walls, if used, should be designed to resist hydrostatic pressures if proper drainage is not practical. If installing a drainage system is feasible, a similar system to the site retaining walls may be used except the pipe should be located above the wall footing and water should discharge by gravity to a site drainage system, or daylight away from the building. The recommended minimum factor of safety against sliding and overturning are 1.5 and 2.0 respectively. A coefficient of friction equal to 0.35 (6 = 19 degrees) may be used for concrete on natural sands or compacted Granular Fill. Where the calculated earth pressure is less than 200 psf, it should be increased to 200 psf to account for compaction- induced stresses. -6- Ti a €Ind .r. explorations, laboratory testing, and analysis to delineate and estimate the location and settlement potential of the compressible soils. • Deep Foundations — If the construction schedule will not allow for an extended surcharge period, the western portion of the structure could be founded on deep foundations, such as piles, to support the structure with limited anticipated settlements. Piles in the glacial till may be needed to provide a consistent foundation type across the building to limit cracking across the building. Alternatively, use of expansion joints at the transition between spread footing and pile foundations could be considered for crack control. • Revised Site Grading — As stated above the western portion of the site will require up to a six foot fill to meet the proposed grades, and this contributes to a significant portion of the anticipated settlement. If the site was re- graded to avoid significant fills, anticipated settlement could be significantly reduced. However due to site constraints such as high groundwater, significant revisions to the proposed grading plans for the site are not feasible. Conventional shallow foundations can be used assuming that the surcharge option is chosen. An economic analysis should be conducted to determine which option would provide the most benefit in terms of cost and project schedule. Our subsurface investigations revealed a fairly uniform deposit of medium dense to very dense sand, with some (to trace) gravel, and some (to trace) silt with horizontal limits extending beyond that of the proposed building footprint. Only limited anthropogenic indicators of fill were observed in this stratum; however, based upon our knowledge of the historical use of the site and the methods of demolition employed, we suspect that some of this material should be classified as FILL. SPT data indicates that the granular stratum is medium dense to dense and capable of supporting the proposed development. Prior to placement of the grade raise material, the subgrade should be stripped of the top six inches of material. If any organic material, debris or loose and yielding soils are still present, they should be over excavated and replaced with compacted granular fill. Any demolition materials encountered within the building footprint should be investigated and completely removed and replaced. If locations of buried pockets of demolition debris are known, these too should be removed and replaced. The area should then be densified with a vibratory roller. Shallow foundations, if used should be designed for a maximum net allowable bearing pressure of 1.5 tons per square foot (tsf). This is a relatively conservative bearing pressure for the eastern side of the structure which will bear on the glacial till. However, this bearing pressure along with a temporary earth surcharge will limit settlements on the western side, and thus reduce differential settlement across the structure. Net allowable bearing pressure applies to footings having a least lateral dimension of three feet. The minimum dimension for wall footings should be 18 in. For loading combinations that include transient loads such as seismic and wind loads, the allowable bearing pressure may be increased by 33 percent. Per the Massachusetts State Building Code, footings should bear a minimum of four feet below the lowest adjacent ground surface exposed to freezing for frost protection. Provided a temporary earth surcharge is performed prior to building construction, slabs may be designed as slabs -on -grade bearing on a 12 inch thick layer of compacted standard Gravel Borrow providing the area is proof compacted as recommended in the Construction -5- ricmeamond } sufficient time to allow the surcharge and associated settlements to occur before building construction begins, usually on the order of several months. This time period may be shortened through the use of wick drains to accelerate consolidation. Additional information on potential approaches to limit settlements is discussed in the next section. Geotechnical Engineering Recommendations The analyses and recommendations submitted in this letter are based upon the test boring information collected during the subsurface exploration program. The nature and extent of variations between explorations may not become evident until construction. If variations do become apparent, it will be necessary to re- evaluate these recommendations. Foundation and Floor Slab Design — The proposed structure will have a finished floor of Elevation 200 feet. This will require filling of the site from four feet (eastern side) to six feet (western side). Subsequently, foundations will bear at approximately Elevation 196, which is the existing ground surface at the eastern end of the proposed building. The western portion of the building will be founded on approximately 2 feet of placed fill as part of the site raise -in- grade. The subsurface exploration program encountered compressible soils at the western end of the proposed structure at test borings B -101 and B -104. This layer was not encountered in the other borings. The boundary of the glacial till and fine grained soils is likely located somewhere in the western portion of the footprint. Laboratory testing and a settlement analysis indicate that settlements of up to two inches to four inches assuming a six foot raise in grade and a bearing pressure of 1.5 tons per square foot. The majority of the settlement appears to be due to the grade raise in this area of the structure. Tighe & Bond did not receive any building load information; therefore we have made assumptions regarding required footing sizes and bearing pressures for use in the settlement analysis. A final analysis should be completed when the structural loading of the building has been determined and additional borings and laboratory testing is completed. We recommend three methods to limit potential excessive differential settlements: • Temporary Earth Surcharge — A temporary earth surcharge could be used to force the compressible soils to settle prior to construction of the building. This is done by piling earth over the compressible soils such that the weight of the fill is significantly higher than the proposed loads from the raise in grade and building loads. The higher the surcharge loads, the shorter the duration of the required surcharge loading process. The surcharge loading process may last anywhere from a few weeks to several months depending how thick the compressible layer is and how much temporary fill can be placed. As noted previously, wick drains can be used to potentially accelerate the consolidation process. Considering that the site will be filled as part of the raise in grade, the material used for the surcharge will be readily available. The required fill for the raise in grade across the site could be temporarily stockpiled at the western portion of the structure for a limited amount of time. Instrumentation, such as settlement plates and extensometers, should be used to monitor the progress of the settlement and determine when the surcharge period should end. The time period can more accurately be determined based upon better defined foundation loads, and additional - Tlae&8ond The generalized soil profile described in the text is intended to convey trends in subsurface conditions. The boundaries between strata are approximate and were based upon interpretations of widely spaced explorations and samples. Actual soil transitions are probably more erratic. Groundwater Conditions — Groundwater was encountered in the test borings at approximately 7.5 feet below the existing ground surface. It should be noted that groundwater readings were not taken in monitoring wells, but during or shortly after drilling. Therefore, they may not accurately represent static conditions. Levels can fluctuate with season, precipitation, temperature, construction activity, and other factors occurring since the time of measurement. Information from redoxamorphic features noted in the shallow test pits indicates that seasonal high groundwater varies from 10 to 54 inches below existing grade across the site. Laboratory Testing — Laboratory testing was conducted on select soil samples to aid in material identification and determination of engineering properties. Tests performed on the samples are presented in Table 2 and results are included in Appendix D. Table 2 Laboratory Testing Laboratory Test Quantity Grain Size with Hydrometer 4 Atterberg Limits 4 Incremental Consolidation 1 Torvane 1 Tube Log with photos 1 Geotechnical Implications There is a potential for significant differential settlements across the building footprint due to the presence of compressible soils over the western portion of the building. Most of this settlement is due to the proposed raise in grade of up to 6 feet at the site. Additional explorations and analysis is recommended once preliminary design is completed to better delineate and evaluate these compressible soils. However, it is unlikely that conventional spread footings alone will be adequate to support proposed foundations loads without experiencing excessive differential settlements. Based on the explorations, laboratory testing and analysis performed to date, we recommend two potential foundations alternatives: 1) A temporary earth surcharge load placed using the fill required for the raise in grade to force as much of the anticipated settlements out of the compressible soils before the building is constructed. or 2) A deep foundation consisting of end - bearing piles embedded in the glacial till or friction piles within the fine - grained soils, A temporary surcharge is likely the most economical option since fill is required for the raise in grade required for the site and because the compressible soils appear to be limited to the western side of the building. A disadvantage with a temporary surcharge is providing - Ticjieediorul t`i? Subsurface Conditions Previous Explorations - Tighe & Bond has previously completed test borings near the site. Ten test borings (B -1 through B -10) were drilled by Seaboard Drilling, Inc. of Springfield, Massachusetts in November 2006. Driller boring logs are included in Appendix B. Recent Subsurface Explorations - Six test borings (B -101 through B -106) were drilled by Seaboard Drilling, Inc. of Springfield, Massachusetts, between June 16 and 18, 2009. Boring B -102 was relocated due to access restrictions caused by standing water and muddy conditions which made access to the original proposed location near the center of the proposed structure inaccessible with the truck mounted drill rig. Borings were advanced with 4.25 inch hollow -stem augers to depths ranging from 24 feet to 32 feet below existing grade. Split -spoon sampling and Standard Penetration Tests (SPT) were conducted at maximum 5 foot intervals. Borings B -103, B -105 and B -106 were terminated at split -spoon and /or auger refusal. One undisturbed Shelby tube sample was collected in B -101. Test boring locations are shown on Figure 2, Subsurface Exploration Location Plan. The plan and Tighe & Bond test boring logs are included in Appendix C. In addition to the test borings, shallow test pits were excavated at the site to access the potential of the soils for stormwater infiltration. Six test pits with a maximum depth of nine feet were excavated throughout the proposed parking lot areas. Logs for these test pits are included in Appendix C. Summary of Subsurface Conditions - A summary of the subsurface conditions encountered in the explorations is presented in Table 1. Generalized soil descriptions for the strata encountered are given. Table 1 Description of Subsurface Conditions Encountered Approximate Range in Thickness General Description (ft.) 10 FILL - Medium dense to very dense, brown, fine to medium SAND, some to trace Gravel, some to trace Silt Greater than 22 SILTS AND CLAYS - Only encountered in the western portion of the proposed structure. Soft to stiff, gray to grey- brown, SAND and SILT, grading to SILT and CLAY, grading to CLAY and SILT, grading to Silty CLAY Greater than 14.4 GLACIAL TILL - Eastern portion of the proposed structure. Medium dense to very dense, brown, fine to medium SAND, little Silt, grading to a fine SAND and SILT, trace to little Gravel Definition of Soil Description Terms: "trace" = 0 -10 %, "little" = 10 -20 %, "some" = 20 -35% "and" = 35 -50% -2- 7e &&acrd 0- 0106 -4 -01 July 9, 2009 www.tighebond.com Mr. Andrew Crystal, LEED AP O'Connell Development Group 480 Hampden Street Holyoke, Massachusetts 01040 Re: Kollmorgen Electro Optical Geotechnical Engineering Recommendations Headquarters at Hospital Hill Northampton, Massachusetts Dear Mr. Crystal: We are pleased to provide these geotechnical engineering recommendations for the proposed Kollmorgen Electro - Optical headquarters at Hospital Hill in Northampton, Massachusetts. A Site Locus is provided as Figure 1 of Appendix A. Our work was completed in accordance with our proposed scope of services dated January 20, 2009. Executive Summary In general, subsurface conditions consist of fill overlying glacial till in the eastern portion of the structure, and fill overlying compressible fine - grained soils (silts and clays) in the western portion. There is a potential for significant differential settlements across the building footprint due to the presence of compressible soils over the western portion of the building. Most of the predicted settlement is due to the proposed raise in grade of up to six feet at the site. It is likely that conventional spread footings alone may not be adequate to support the proposed foundations loads without experiencing excessive differential settlements. Based on the explorations, laboratory testing, and analysis performed to date, we recommend two potential foundation alternatives: 1) ground improvements consisting of a preload and surcharge to significantly reduce post construction settlement or 2) deep foundations consisting of piles embedded in the glacial till or deep within the fine - grained soils. Site Conditions Existing Conditions - The site is currently an open grass and gravel lot at Hospital Hill. The grade is relatively flat, with localized depressions. There are no utilities running through the site at this time. The site was also formerly occupied by several structures that have since been demolished. It appears that the previous structures once located in this area did not extend to the far western edge of the proposed footprint. It is not known to us whether those structures were underlain by compressible soils or if special methods were employed to mitigate settlement. Proposed Construction - The proposed structure will be a 140,000 square foot, two - story, architectural metal building, which will house both office and manufacturing facilities. The proposed finished floor is at Elevation 200. There will also be parking areas and driveways proposed north and east of the building. Tighe & Bond was not informed of any special loading requirements or operating conditions for the proposed manufacturing structure to be used for the preparation of these recommendations. 53 Southampton Road • Westfield, MA 01085 -5308 • Tel 413.562.1600 • Fax 413.562.5317 • • . . , • _ 33. Applicant shall monitor and remove all invasive species within the disturbed area of the 100 foot buffer zone to the isolated wetlands. Invasive monitoring and removal shall commence upon completion of work and continue for a period of two years. . • . • ;s• • • • • • • • • • • • • • . . . • • • • • • • . • • • • • • . • . . . • • . . • 27. Soils exposed for periods greater than two months shall be stabilized with erosion control blankets and netting, a covering of straw mulch, or a temporary cover of rye or other grass .to prevent erosion and sedimentation.. Drainage ditches shall be stabilized and seeded with a native perennial grass mixture. Any stabilization materials such as jute netting shall be firmly anchored to prevent them from being washed from slopes by rain or flooding. Preference should be given to biodegradable materials. 28. All disturbed areas shall be graded, loamed and seeded, or stabilized with erosion control blankets or netting, and a covering of straw mulch prior to November 30, of each year. No disturbed areas or stockpiled materials will be left unprotected or without erosion • control after this date. 29. No disposal of soils or other materials shall be allowed within: a 100 -year floodplain; 40 feet of the 100 -year floodplain elevation; any wetland; or any area within 100 -feet of a wetland, unless such areas are specifically approved by the. Commission, in accordance with 310 CMR 10.00, and City of Northampton Ordinances. • 30. Ongoing conditions that shall not expire with. the issuance of a Certificate of Compliance are as follows: N/A • • 31. Upon completion of the work covered by. this Order, the applicant shall submit an as -built • plan, signed and stamped by a registered professional engineer or land surveyor, together with a written request for a Certificate of Compliance. . The plan and written request shall specify any,ways that the completed project differs from the plans referenced in the Order. The .as -built plan shall include, at a minimum, and as applicable to the project: elevations of all pipe inverts and outlets, pipe sizes, materials, and slopes; all other drainage structures; limits of clearing, grading, and fill; all . structures, pavement, and contours within. 100 feet of wetland boundaries; all alterations within the wetland resource areas; and all dates of fieldwork. 32. The owner of the property described in this Order Must advise any potential buyer of the property that any construction or alteration to said property, including brush cutting or clearance, may require approval by the Nortliaiilpton Conservation Commission. Any instrument conveying any or all of the owners' interest in said property or any portion thereof, shall contain language similes to ,the following: "This property is subject to the Northampton Wetlands Ordinance and /or • the Massachusetts Wetlands Protection Act. Any construction or major maintenance work performed on this property requires an Order of Conditions, and /or a Determination of Applicability from the Northampton Conservation Commission. • • • • • • • • • "ATTACHMENT A" • 19. Prior to the initiation of any work, the applicant /owner shall submit a letter of understanding to the Commission stating that he /she has received, read, understands and shall comply with these Orders. The applicant, and, his or her contractor, foreman and /or construction manager shall sign the letter of understanding. • 20. Prior to the initiation of any work, the applicant shall submit to the Commission a • sequencing plan for construction, and erosion and sedimentation control installation. 21. Prior to the start of any site work, excavation or construction, a pre - construction • conference shall be held on the site, between the contractor conducting the work, the .site /project engineer, the applicant, and a member or agent of the Conservation Commission, in order to ensure that the requirements of this Order are understood by all parties. Prior to the pre - construction meeting, all erosion control devices must be installed. 22. All required permits must be obtained from the applicable federal, state and municipal agencies and departments prior to the start of any project. 23. A copy of this Order and associated plans shall remain on site during all construction and /or building activities. The project manager.;and,all.equipment operators shall be .familiar with the approved plans, and shall be informed of their location on the site. . This location shall be accessible to all eQntractors;whenever work is occurring on site. • • • 24. All revised plans, referenced within this Order of Conditions, shall be approved by the Conservation Commission and incorporated into the permit by reference and shall be • followed during the course of construction. . • 25. The areas of construction shall remain in a stable condition at the close of each construction day. Erosion control measures shall be inspected at this time, and maintained or reinforced as necessary. All such devices shall be inspected, cleaned or replaced during construction and shall remain: in place until such time as stabilization of all areas that may impact resource areas is, permanent. These devices shall also be inspected to assure that the maximum control has been provided. Any entrapped silt shall be removed to an area outside the buffer zone, and resource areas, and maintained or reinforced as necessary. Erosion controls shall be inspected after every rainfall to assure • that maximum control has been provided. • 26. An adequate stockpile of erosion control Materials shall be on site at all times for . • emergency or routine replacement and shall include materials to repair or replace silt • fences, straw bales, erosion control blankets, riprap, filter berms or other devices planned for use during construction. • • is Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands MassDEP File Number: WPA Form 5 Order of Condi N/A Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 • F. Appeals The applicant, the owner, any person aggrieved by this Order, any owner of land abutting the land subject to this Order, or any ten residents of the city or town in which such land is located, are hereby notified of their right to request the appropriate MassDEP Regional Office to issue a Superseding Order of Conditions. The request must be made by certified mail or hand delivery to the Department, with the appropriate filing fee and a completed Request of Departmental Action Fee Transmittal Form, as provided I -z. in 310 CMR 10.03(7) within ten business days from the date of issuance of this Order. A copy of the request shall at the same time be sent by certified mail or hand delivery to the Conservation Commission and to the applicant, if he /she is not the appellant. Any appellants seeking to appeal the Department's Superseding Order associated with this appeal will be required to demonstrate prior participation in the review of this project. Previous participation in the permit proceeding means the submission of written information to the Conservation Commission prior to the close of the public hearing, requesting a Superseding Order or Determination, or providing written information to- the Department prior to issuance of a Superseding Order or Determination. The request shall state clearly and concisely the objections to the Order which is being appealed and how the Order does not contribute to the protection: of ; the 'interests identified in the Massachusetts Wetlands Protection Act (M.G.L. c. 131, § 40), and is inconsistent with the wetlands regulations (310 CMR 10.00). To the extent that the Order is based on a municipal ordinance or bylaw, and not on the Massachusetts Wetlands Protection Act or regulations, the Department has no appellate jurisdiction. • • Section G, Recording Information''is•available on the following page. • • • • • • • wpaform5.doc • rev. 2127108 Page 9 of 10 Massachusetts Department of Environmental Protection thiL Bureau of Resource Protection - Wetl'ands MassDEP File Number: - WPA Form 5 -= Order of Conditions NSA Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 G. Recording Information • This Order of Conditions must be recorded in the Registry of Deeds or the Land Court for the district in which the land is located, within the chain of title of the affected property. In the case of recorded land, the Final Order shall also be noted in the Registry's Grantor Index under the name of the owner of the land subject to the Order. In the case of registered land, this Order shall also be noted on the Land Court Certificate of Title of the owner of the land subject to the Order of Conditions. The recording information on this page shall be submitted to the Conservation Commission listed below. Conservation Commission Detach on dotted line, have stamped by the Registry of Deeds and submit to the Conservation Commission. ,r To: . , . Conservation Commission • Please be advised that the Order of Conditions for the Project at: Project Location MassDEP File Number • :.it • Has been recorded at the Registry of Deeds of:. County ' B Page for: 1 ' Property Owner and has been noted in the chain of title of the affected property in: Book Page. • In accordance with the Order of Conditions issued on: Date If recorded land, the instrument number identifying this transaction is: Instrument Number If registered land, the document number identifying this transaction is: Document Number is • Signature of Applicant wpaform5.doc • rev. 2/27/08 Page 10 of 10 t Massachusetts Department of Environmental Protection 1I L Bureau of Resource Protection - Wetlands Mass EP File Number PP WI'A Four, 5 -- Order Of .C,oiiditiOiIS Document Transaction Number Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 AL !6_ City/Town E. Signatures and Notary Acknowledgement This Order is valid for three years, unless otherwise specified as a special Jvu_ - 2 2064 condition pursuant to General Conditions #4, from the date of issuance. �. Date o/ Issuance Please indicate the number of members who will sign this form. This Order must be signed by a majority of the Conservation Commission. 2. Number of Signers The Order must be mailed by certified mail (return receipt requested) or hand delivered to the applicant. A copy also must be mailed or hand delivered at the same time to the appropriate Department of Environmental Protection Regional Office, if not filing electronically, and the property owner, if different from applicant. Signat Ai ,,, 4„.4wirar ilwi Notary Acknowledgement Commonwealth of Massachusetts County of On this zg� ZeOck of � Day Month Year Before me, the undersigned Notary Public, JtTs `kg.. personally appeared ' Name of Document Signer proved to me through satisfactory evidence of identification, which was /were Description of evidence of identification to be the person whose name is signed on the preceding or attached document, and acknowledged to me that he /she signed it voluntarily fcc its stated purpose. As member of Ci rrow Conservation Commission ��, , . :►ANlr�.►�� S • • • .li ignat - c ( dcc. • \ieki 4(r• Printed Name of N Public Place notary seal and /or any stamp above. �L ' t / 2 I3 My Corr6ssion Expites (Date) This Order is issued to the applicant as follows: ❑ by hand delivery on 8 by certified mail, return receipt requested, on #h (Z Date , Date 1 r wpaform5.doc • rev. 11/08 Page 9 of 11 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands MassDEP File Number: WPA Form 5 - Order of.,Conditions N/A Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 C. General Conditions Under Massachusetts Wetlands Protection Act (cont.) j) The stormwater management system approved in the Final Order of Conditions shall not be changed without the prior written approval of the issuing. authority. Areas designated as qualifying pervious areas for purpose of the Low Impact Site Design Credit shall not be altered without the prior written approval of the issuing authority. k) Access for maintenance of stormwater .BMPs•shall'not be obstructed or blocked. Any fencing constructed around stormwater BMPs shall include access gates. Fence(s) shall be at least six inches above grade to allow for wildlife passage. , , Special Conditions (if you need more space for additional conditions, please attach a text document): See "Attachment A" • • D. Findings Under Municipal Wetlands Bylaw or Ordinance 1. Is a municipal wetlands bylaw or ordinance applicable? ® Yes ❑ No 2. The Northampton hereby finds (check one that applies): Conservation Commission a. ❑ that the proposed work cannot be,conditioned,to meet the standards set forth in a municipal ordinance or bylaw specifically: .. 1. Municipal Ordinance or Bylaw 2. Citation Therefore, work on this project may not go,forward unless and until a revised Notice of Intent is submitted which provides measures which are adequate to meet these standards, and a final Order of Conditions is issued. b. that the following additional conditions are n to comply with a municipal ordinance or bylaw: Northampton Wetlands Ordinance Chapter 337 of the • 1. Municipal Ordinance or Bylaw Code of Ordinances 3. The Commission orders that all work shall be performed in accordance with the following conditions and with the Notice of Intent referenced above. ..To extent that the following conditions modify or differ from the plans, specifications, or other proposals submitted with the Notice of Intent, the conditions shall control. The special conditions relating to municipal ordinance or'bylaw are as follows (if you need more space for additional conditions, attach a text document): See "Attachment A" wpaform5.doc • rev. 2/27/08 Page 7 of 10 • • • Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands MassDEP File Number: WPA Form 5 Order of Conditions N/A Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 C. General Conditions Under Massachusetts Wetlands Protection Act (cont.) b) No stormwater runoff may be discharged to the post- construction stormwater BMPs until written approval is received from the issuing authority. To request written approval, the following must be submitted: illicit discharge compliance statement required by Stormwater Standard 10 and as -built plans signed and stamped by a registered professional engineer certifying the site is fully stabilized; all construction period stormwater BMPs and any illicit discharges to the stormwater management system • have been removed; and all post - construction stormwater BMPs were installed in accordance with the plans (including all planting plans) approved by the,issuing authority, and have been inspected to ensure they are not damaged and will function c) Prior to requesting a Certificate of Compliance, the responsible party (defined in General Condition 18(e)) shall submit to the issuing authority an Operation and Maintenance (0 & M) Compliance Statement for the Stormwater$MPs; Statement shall identify the responsible party • for implementing the Operation and Maintenance Plan and also state that: 1. "Future responsible parties shall be in writing of their continuing'legal responsibility to operate and maintain the . stormwater management BMPs and implement the Pollution Prevention Plan; and 2. The Operation and Maintenance Plan for the stormwater BMPs is complete and will be implemented upon receipt of the Certificate." d) Post - construction pollution prevention and source control shall be implemented in accordance with the long -term pollution prevention plan section of the•approved Stormwater Report and, if applicable, the Stormwater Pollution Prevention Plan required by the National Discharge Elimination System Multi- Sector General Permit. • e) Unless and until another party accepts responsibility, the issuing authority shall presume that the responsible party for maintaining each BMP. landowner of the property on which the BMP is located. To overcome this presumption, the landowner of the property must submit to the issuing authority a legally binding agreement acceptable to the issuing authority evidencing that another entity has accepted responsibility for maintaining the BMP, and that the proposed responsible party shall be treated as a permittee for purposes of implementing; the requirements of Conditions 18(f) through 18(k) with respect to that BMP. Any failure of the,proposed responsible party to implement the requirements of Conditions 18(f) through 18(k).with respect to that BMP shall be a violation of the Order of Conditions or Certificate of Complianc'e. In. the case of stormwater BMPs that are serving more than one lot, the legally binding agreement: shell identify the lots that will be serviced by the stormwater BMPs. A plan and easement deed' that grants the responsible party access to perform the required operation and maintenance must be submitted along with the legally binding agreement. f) The responsible party shall operate and maintain all stormwater BMPs in accordance with the design plans, the Operation and Maintenance Plan section of the approved Stormwater Report, and the Massachusetts Stormwater Handbook. • g) The responsible party shall: 1. Maintain an operation and maintenance log for the last three years including inspections, repairs, replacement and disposal' (for disposal the log shall indicate the type of material and • the disposal location); • 2. Make this log available to MassDEP and the Conservation Commission upon request; and 3. Allow members and agents of the MassOEP and the Conservation Commission to enter and inspect the premises to evaluate and ensure that the responsible party complies with the Operation and Maintenance requirements:for,each BMP set forth in the Operations and Maintenance Plan approved by the issuing authority. h) All sediments or other contaminants removed from stormwater BMPs shall be disposed of in accordance with all applicable federal, state, and local laws and regulations. i) Illicit discharges to the stormwater management system as defined in 310 CMR 10.04 are prohibited. . wpaform5.doc • rev. 2/27/08 Page 6 of 10 Massachusetts Department of Environmental Protection - Bureau of Resource Protection - Wetlands MassDEP File Number: - 4 -- zi WPA Form 5 - Order of :Corclitions N/A Massachusetts Wetlands Protection Act M.G.L. c: §40 t '-'• C. General Conditio Under Massachusetts Wetlands Protection Act 10. Where the Department of Environmental Protection is requested to issue a Superseding Order, the Conservation Commission shall be a party to all agency proceedings and hearings before MassDEP. 11. Upon completion of the work described herein, the applicant shall submit a Request for Certificate of • Compliance (WPA Form 8A) to the Conservation Commission. 12. The work shall conform to the plans and special conditions referenced in this order. • 13. Any change to the plans identified in Condition 412 above shall require the applicant to inquire of the Conservation Commission in writing whether the change is significant enough to require the filing of a new Notice of Intent. 14, The Agent or members of the Conservation Commission and the Department of Environmental Protection shall have the right to enter and inspect the area subject to this Order at reasonable hours . to evaluate compliance with the conditions stateduin' this Order, and may require the submittal of any data deemed necessary by the Conservation;Go or Department for that evaluation. 15. This Order of Conditions shall apply to any successor in, interest or successor in control of the property subject to this Order and to any contractor or other person performing work conditioned by this Order. . 16. Prior to the start of work, and if the project involves work adjacent to a Bordering Vegetated Wetland, the boundary of the wetland in the vicinity of the proposed work area shall be marked by wooden stakes or flagging. Once in place, the wetland boundary markers shall be maintained until a Certificate of Compliance has been issued by the Conservation Commission. 17. All sedimentation barriers shall be maintained in good repair until all disturbed areas have been fully stabilized with vegetation or other means. At no time shall sediments be deposited in a wetland or water body. During construction, the applicant or his /her designee shall inspect the erosion controls on a daily basis and shall remove accumulated sediments as needed. The applicant shall immediately control any erosion problems that occur at the site and shall also immediately notify the Conservation Commission, which reserves the right to require additional erosion and/or damage prevention controls it may deem necessary. Sedimentation barriers shall serve as the limit of work unless another limit of work line has been approved by this Order. ' 18. The work associated with this Order is (1) 0 is not (2) l subject to the Massachusetts • Stormwater Policy Standards. If the work `iis subject to the Stormwater Policy, the following conditions apply to this work and are incorporated into this Order: a) No work, including site preparation, land disturbance, construction and redevelopment, shall commence unless and until the construction period pollution prevention and erosion and sedimentation control plan required by Storrriwater Standard 8 is approved in writing by the issuing authority. Until the site is fully stabilized, construction period erosion, sedimentation and pollution control measures and best management practicesi(BMPs) shall be implemented in accordance with the construction period pollution prevention and erosion and sedimentation control plan, and if applicable, the Stormwater Pollution Plan required by the National Discharge Elimination System Construction General Permit. i wpaform5.dcc • rev, 2127/08 Page 5 of 10 ,, • Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands M assDEP File Number: WPA F orm 5 - Order of Conditions N SA Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 C. General Conditions Under Massachusetts Wetlands Protection Act (only applicable to approved projects) 1. Failure to comply with all conditions stated herein, and with all related statutes and other regulatory . measures, shall be deemed cause to revoke or modify this Order. 2. The Order does not grant any property rights or any exclusive privileges; it does not authorize any injury to private property or invasion of private rights. 3. This Order does not relieve the permittee or any other person of the necessity of complying with all other applicable federal, state, or local statutes, ordinances, bylaws, or regulations. 4. The work authorized hereunder shall be:comp within three years from the date of this Order unless either of the following apply: • a. the work is a maintenance dredging 'project as .provided for in the Act; or b. the time for completion has been extended to a specified date more than three years, but less • than five years, from the date of issuance. If this Order is intended to be valid for more than three years, the extension date and the special circumstances warranting the extended time period are set forth as a special condition in this Order. 5. This Order may be extended by the issuing authority for one or more periods of up to three years each upon application to the issuing authority at least 30 days prior to the expiration date of the Order. 6. Any fill used in connection with this project shall,be clean fill. Any fill shall contain no trash, refuse, rubbish, or debris, including but not limited 'rtolumber, bricks, plaster, wire, lath, paper, cardboard, pipe, tires, ashes, refrigerators, motor vehicles, or parts of any of the foregoing. 7. This Order is not final until all administrative'appeai periods from this Order have elapsed, or if such an appeal has been taken, until all proceedings before the Department have been completed. 8. No work shall be undertaken until the Order has become final and then has been recorded in the Registry of Deeds .or the Land Court for th district in which the land is located, within the chain of title of the affected property. In the case of recorded land, the Final Order shall also be noted in the Registry's Grantor Index under the name of•the ownerofthe land upon which the proposed work is to be done. In the case of the registered land, the Final Order shall also be noted on the Land Court Certificate of Title of the owner of the land'Lpbn which the proposed work is done. The recording information shall be submitted to this Conseryation.'.Commission on the form at the end of this Order, which form must be stamped by the Registry of Deed, prior to the commencement of work. i • 9. A sign shall be displayed at the site not less, then' two square feet or more than three square feet in size bearing the words, „ t. , ` "` f,; • "Massachusetts Department of Environmental Protection" [or, "MassDEP1 "File Number , • N/A • • ,. i . wpaform5.doc • rev. 2/27/08 Page 4 of 10 • • Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands:: MassDEP File Number: WPA Form 5 - Order of Conditions N/A Massachusetts Wetlands Protection Act. M.G.L. c. 131, §40 B. Findings (cont.) Resource Area Proposed , ., Permitted Proposed Permitted • Alteration . . Alteration Replacement Replacement 7. ❑ Bordering Land Subject to Flooding a. square feet b. square feet c. square feet d. square feet Cubic Feet Flood Storage e. cubic feet f. cubic feet g. cubic feet h. cubic feet 8. ❑ Isolated Land Subject . to Flooding a. square feet b. square feet Cubic Feet Flood Storage c. cubic feet • • d. cubic feet e. cubic feet f. cubic feet ,,. 9. ❑ Riverfront area a, total sq feet' fi. total sq. feet Sq ft within 100 ft c. square feet r '' d: square feet e. square feet f. square feet Sq ft between 100 - 200 ft g. square feet h. square feet I. square feet j. square feet Coastal Resource Area Impacts: Check all that apply below. (For Approvals Only) 10. ❑ Designated Port Areas Indicate size under Land Under the Ocean, below 1 1. ❑ Land Under the Ocean a. square feet b. square feet c. c/y dredged d. c/y dredged 12. ❑ Barrier Beaches Indicate size under Coastal Beaches and /or Coastal Dunes below 13. ❑ Coastal Beaches a. square feet` b. square feet c. c/y nourishmt. d. c/y nourishmt. 14. ❑ Coastal Dunes • a. square,feet r. • b. square feet c. c/y nourishmt. d. c/y nourishmt. 15. ❑ Coastal Banks a. linear feet b. linear feet • 16. ❑ Rocky Intertidal Shores a. square feet b. square feet 17. ❑ Salt Marshes a. square,feet ; b. square feet c. square feet d. square feet 18. ❑ Land Under Salt Ponds a. square feet b. square feet • c. c/y dredged d. c/y dredged • 19. ❑ Land Containing Shellfish a. square feet b. square feet c. square feet d. square feet 20. ❑ Fish Runs Indicate size under Coastal Banks, inland Bank, Land Under the Ocean, and /or inland Land Under Waterbodies and Waterways, above • a. c/y dredged b. c/y dredged 21. ❑ Land Subject to Coastal . . Storm Flowage a. square feet • . • . b. square feet • wpaform5.doc • rev. 2/27/08 Page 3 of 10 • Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands MassDEP File Number: WPA Form 5 Order of Conditions N/A Massachusetts Wetlands Protection Act M.G.L.c. 1 §40 B. Findings 1. Findings pursuant to the Massachusetts Wetlands Protection Act: Following the review of the above - referenced Notice of Intent and based on the information provided in this application and presented at the public hearing, this Commission finds that the areas in which • work is proposed is significant to the following interests of the Wetlands Protection Act. Check all that apply: a. ® Public Water Supply b. ❑ Land Containing Shellfish c. • © Prevention of Pollution d. ® Private Water Supply e. ❑ Fisheries f ® Protection of Wildlife Habitat • g. l Groundwater Supply h. ® Storm Damage Prevention i. El Flood Control 2. This Commission hereby finds the project, as proposed, is: (check one of the following boxes) Approved subject to: " < a. ® the following conditions which are necessary in accordance with the performance standards set forth in the wetlands regulations. This Commission orders that all work shall be performed in accordance with the Notice of Intent referenced above, the following General Conditions, and any other special conditions attached to this Orde.r, the extent that the following conditions modify or • differ from the plans, specifications, or other proposals submitted with the Notice of Intent, these conditions shall .control. Denied because: b. ❑ the proposed work cannotbe conditioned to meet the performance standards set forth in the wetland regulations. Therefore, work on this project •may not go forward unless and until a new Notice of Intent is submitted which provides measures which are adequate to protect these interests, and a final Order of Conditions is issued. A description of the performance standards which the proposed work cannot meet is attached to this Order. c. ❑ the information submitted by the applicant is not sufficient to describe the site, the work, or the effect of the work on the interests identified: in the, Protection Act. Therefore, work on this project may not go forward unless and until a revised Notice of Intent is submitted which provides sufficient information and includes measures which are adequate to protect the Act's interests, and a final Order of Conditions is issued. A description of the specific information which is lacking and why it is necessary is attached to this Order as per 310 CMR 10.05(6)(c). Inland Resource Area Impacts: Check all that apply below. (For Approvals Only) 3. ® Buffer Zone Impacts: Shortest distance between limit of project disturbance and 30 • wetland boundary (if available) a. linear feet Proposed Permitted Proposed Permitted Resource Area Alteration • Alteration Replacement Replacement 4. ❑ Bank a. linear feet - . . <.b..lineerfeet c. linear feet d. linear feet j .. 5. ❑ Bordering Vegetated • Wetland a. square feet' ' b. square feet c. square feet . d. square feet 6. ❑ Land under Waterbodies a. square feet • • b. square feet c. square feet d. square feet and Waterways e. c!y dredged ' f. ay dredged 1 _ wpaform5.doc • rev. 2127/08 - • Page 2 of 10 • • Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands MassDEP File Number: !lVPA F o r m 5 rder o fi Co nditions N/A Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 • A. General Information Important: Northampton When filling 1. From: Conservation Commission out forms on the computer, 2. This issuance is for (check one): a. ® Order of Conditions b. ❑ Amended Order of Conditions . use only the tab key to 3. To: Applicant: • move your cursor - do not David Graves use the return a. First Name b. Last Name key. Kollmorgen Electro Optical • r� c. Organization .01 347 King Street • d. Mailing Address I I Northampton MA 01060 e. City/Town , t‘.,.. , t, State g. Zip Code 4. Property Owner (if different from applicant): a. First Name b. Last Name Hospital Hill Development LLC c. Organization 160 Federal Street • d. Mailing Address Boston MA 02110 . e. City/Town f. State g. Zip Code 5. Project Location: . Village at Hospital Hill 'Northampton a. Street Address b. City/Town 38A . . 99,102 c. Assessors Map /Plat Number . d. Parcel /Lot Number • Latitude and Longitude, if known: 43.30964 Longitude 6. Property recorded at the Registry of Deeds fo (attach additional information if more than one parcel): Hampshire a. County b. Certificate Number (if registered land) 6925 • 302 c. Book d. Page . June 5, 2009 July 23, 2009 August 2, 2009. 7. Dates. a. Date Notice of Intent Filed b. Date Public Hearing Closed c. Date of Issuance 8. Final Approved Plans and Other Documents (attach additional plan or document references as needed): Kollmorgen Electro- Optical Village Hill Northampton, Massachusetts Application for Site Plan Approval a. Plan Title Tighe and Bond Francis Hoey and Joseph Vaiamari, Jr. b. Prepared By c. Signed and Stamped by . 06/05/2009 1"=40' d. Final Revision Date e. Scale f. Additional Plan or Document Title g. Date -I - . . wpaform5doc • rev . 2127/08 o, Page 1 of 10 Controlled Structural Fill (Prepared Fill) Item Agent Scope (Frequency as per specification) 1. Controlled Structural Fill GER Review contractor's field quality control QC Review procedures. Test material for conformance to specifications or geotechnical report. Perform laboratory 2. Fill Material GER compaction tests in accordance with the specifications to determine optimum water content and maximum dry density. 3. Installation of Controlled GER Provide full -time inspection of the installation, in Structural Fill accordance with the specifications. 4. Density of Fill GER Perform field density tests of the in -place fill in accordance with the specifications. Page 9 In -Situ Bearing Strata for Footings Item Agent Scope (Frequency as per specification) 1. Bearing Strata QC GER Review contractor's field quality control Review procedures. Inspect strata for conformance to the structural drawings, specifications, and /or geotechnical 2. General Excavation GER report. Ensure that excavation is to proper depth or material. Ensure that excavation is controlled and contains no unsuitable materials. 3. Bearing Surfaces of Inspect bearing surfaces for conformance to the GER requirements of the structural drawings, Footings specifications, and /or geotechnical report. Page 8 Masonry Construction Item Agent Scope (Frequency as per specification) 1. Masonry Construction QC SER Review Contractor's field quality control Review procedures. 2. Materials TA Review material certifications for conformance to specifications. 3. Evaluation of Masonry TA Verify strength in accordance with the Strength specifications. 4. Proportioning, Mixing and Inspect field- mixing procedures for conformance Consistency of Mortar TA to the specifications. and Grout 5. Installation of Masonry Inspect placement for conformance to the TA specifications. Verify cleanout hole locations (high lift grouting). Verify the installation of bond beams and special shapes. 6. Reinforcement Installation Inspect reinforcing steel for size, quantity, condition and placement for conformance to TA responsible RDP approved submittals and Contract Documents. Inspect welding of reinforcement and review welder's certifications. Inspect mechanical splices. 7. Grouting Operations Inspect grouting procedures for conformance TA with the specifications. Inspect cells prior to grouting. Assure observation holes have been installed prior to high lift grouting. 8. Weather Protection TA Inspect protection for cold and hot weather for conformance with the specifications. Page 7 11. Curing and Protection TA Observe procedures for conformance to the specifications. 12. Welding Reinforcing TA Verify weldability of reinforcing steel other than Steel ASTM A706. 13. Mechanical TA Verify proper embedment, joint fit -up and Reinforcing Splices tightness of mechanical parts. 11. Shotcrcto Inspection of chotcroto placomont for proper Page 6 Cast -in -Place Concrete Construction Item Agent Scope (Frequency as per specification) 1. Cast -in -place Review Contractor's field quality control Concrete Construction SER procedures. Review frequency and scope of field QC Review testing and inspections. 2. Mix Design SER Review mix designs prior to placement. Verify use of required mix design. 3. Materials TA Review material certifications for conformance to specifications. 4. Batching Plant TA Review Plant quality control procedures and batching and mixing methods. 5. Reinforcement Inspect reinforcing for size, quantity, condition Installation TA and placement. Verify adequate cover per specifications. 6. Anchor Rods TA Inspect anchor rods prior to and during placement of concrete. Jncpoct toneioning and anchorage of tendons. 7. Post Tensioning concrete strength prior to stroesing of tcndone OpeFatiens and structural slabs. 8. 780 CMR Formwork TA Inspect form sizes for proper sizes of concrete members. Observe concrete placement operations. Verify 9. Concrete Placement conformance to specifications including cold - and Sampling Fresh TA weather and hot - weather placement procedures. Concrete Perform slump, density and air content tests at point of discharge. 10. Evaluation of Test and evaluate in accordance with the Concrete Strength specifications. Page 5 Expansion and Adhesive Review installation procedures for both Anchors TA mechanical anchors and adhesive anchors. Verify that materials are suitable for job conditions. Metal Decking Verify gage, width, and type. Inspect placement, TA laps, welds, side lap attachment and screws or other mechanical fasteners. Check welder qualifications. Field Correction of Fabricated TA Review documentation of responsible RDP Items approved repair and verify completion of repairs Page 4 Structural Steel Item Agent Scope (Frequency as per specification) Steel Construction QC Review Contractor's field quality control Review SER procedures. Review frequency and scope of field testing and inspections. Fabricator Certification/ SER Review each Fabricator's quality control Quality Control Procedures procedures. Fabricator Inspection Inspect in -plant fabrication, or review Fabricator's TA approved Independent Inspection Agency's reports. Materials TA Review materials certifications for conformance to the specifications. Anchor Rods Review Contractor's as -built survey. Verify that TA all anchor rods have been properly torqued and have adequate fit -up. Bolting Test and inspect bolted connections in TA accordance with specifications. Verify bolt size and grade. Welding Check welder qualifications. Visually inspect fillet TA welds and test full - penetration field welds in accordance with specifications. Shear Connectors TA Inspect for size and placement. Test for proper weld attachment. Structural Framing, Details Inspect for size, grade of steel, camber, and Assemblies TA installation and connection details. Check against approved construction documents and shop drawings. Open Web Steel Joists Inspect for size, placement, bridging, bearing and TA connection to structure. Visually inspect all welds of a minimum of 5% of the joists, randomly selected. Page 3 The following categories of structural tests and inspections, if checked, are included in the program for structural tests and inspections for this project. The specific tests and inspections required for each checked category are listed on the page noted opposite the category. Category Page Category Page M Structural Steel 3 — 4 ® In -situ bearing strata for Cast -in -place concrete footings 8 construction 5 — 6 ❑ Pile foundations ❑ Precast concrete ❑ Pier foundations construction ❑ Curtain Walls (wall panels ® Masonry construction 7 and veneers) ❑ Wood construction ❑ Light gage metal framing ® Controlled structural fill 9 ❑ Special cases (prepared fill) The following items of construction, if checked, are specified in the structural plans or specifications on a performance basis. In accordance with 780 CMR 1701.11 their structural design will be reviewed by the SER and their construction is included in the program for tests and inspections on the attached sheets: ❑ Curtain Walls ❑ Metal Buildings ❑ Precast concrete components ❑ ❑ Post - tensioning steel ❑ ® Structural steel connections ❑ The following items are excluded from this program of structural tests and inspections, since they are designed by other structural engineers not under the aegis of the SER and the SER was not retained to provide performance specifications for their design. These other structural engineers must be assigned by the owner, architect, or construction contractor, as applicable, to be special SERs for their respective designs and to provide a program of structural tests and inspections for their respective designs. 44 Prepared by the Structural Engineer of Record: ,� . • \\ Name: John Matu .��:�� \ ,, , i % Please 7— print \.. ! dCTU' + 1 I� ` No. 41450 Signature: . / ° �, � ; •�� -. ` #1 0NA>` -` Firm: McNam a/Salvia'' Date: 10/07/2009 Registration Seal Page 2 Program of Structural Tests and Inspections For compliance with the 7 th Edition of the Massachusetts State Building Code Project: KOLLMORGEN ELECTRO — OPTICAL Location: Village Hill, Northampton, MA Owner: O'Connell Development Group, Inc. Owner's Address: 480 Hampton Street, Holyoke, MA 01040 Architect of Record: Bargmann Hendrie + Archetype, Inc. Structural Engineer of Record (SER): McNamara/Salvia, Inc. This program of structural tests and inspections is submitted as a condition for issuance of the building permit in accordance with 780 CMR 1705.0 of the 7 th edition of the Massachusetts State Building Code. The following firms, agencies, or individuals (hereinafter referred to collectively as agents) will perform the tests and inspections under the direction of the SER: Abbreviation Agent SER Structural Engineer of Record listed above TA Test Agency (TBD) GER Tighe & Bond (Geotechnical Engineer) The abbreviations will be used on the attached pages to identify which agent is performing the particular tests or inspections. Page 1 AFFIDAVIT ARCHITECTURAL DESIGN Permit No. To the Building Inspector, City of Northampton Re: Kollmorgen Electro - Optical I certify that to the best of my knowledge, information and belief, the plans and computations accompanying the attached application concerning the Kollmorgen Electro Optical building in Northampton, Massachusetts are in accordance with the requirements of the 7 Ed. of the Massachusetts State Building Code and all other pertinent laws and ordinances. y , r s. 7 , _ ..,,,.. Carolyn Hendrie AIA 4823 .�.' ., 4 � : „., ARCHITECT — MASS. REG. NO . `. . x ” , %' Bargmann Hendrie + Archetype, Inc. � , y , i ;' `'' r ,.,1 COMPANY ` 300 A Street Boston, MA 02210 \' ,∎ ,, _ s' , / a " ADDRESS (617) 350 -0450 PHONE 2003 Then personally appeared the above -named (.:.../\ P-0 i.„`j U A E t. Dot - and made oath that the above statement by him is true. Before me, t , it( Ci.,),A,+4,u f My Commission 0 res ( �) 2 20 i c0 l W :IProjectadmin1CAdminlaffidavits regular track\Permit Affidavits larchitectAFFIDAVIT.doc Version!.7 Commercial Building Permit May 15, 2000 SECTION 9- PROFESSIONAL DESIGN AND CONSTRUCTION SERVICES - FOR BUILDINGS AND STRUCTURES SUBJECT TO CONSTRUCTION CONTROL PURSUANT TO 780 CMR 116 (CONTAINING MORE THAN 35,000 C.F. OF ENCLOSED SPACE) 9.1 Registered Architect: Bargmann Hendrie + Archetype, Inc. - Carolyn Hendrie, AIA Not Applicable ❑ Name (Registrant), Z Bargmann Hendrie + Archetype, Inc. - Carolyn Hendrie, AIA Registration Number 08/31/2010 Address ( (617) 350 -0450 Expiration Date Signature Telephone 9.2 Registered Professional Engineer(s): McNamara Salvia, Inc. - Mark Aho Structural Engineer Name Area of Responsibility 160 Federal Street, Boston, MA 02110 41614 Addres Registration Number (617) 737 -0040 06/30/2010 Signature Telephone Expiration Date AHA Consulting Engineers, Inc. - Thomas Wisnaskas HVAC Engineer Name Area of Responsibility 10 Maguire Road, Lexington, MA 02421 41859 Address Registration Number 17ZiodienatZListaitid. (781) 372 -3000 06/30/2010 Signature Telephone Expiration Date AHA Consulting Engineers, Inc. - Bruce Swanton Electrical Engineer Name Area of Responsibility 10 Maguire Road, Lexington, MA 02421 35501 Address Registration Number 1 itAL (781) 372 -3000 06/30/2010 Signature Telephone Expiration Date AHA Consulting Engineers, Inc. - Dominic Ciolino Fire Protection Engineer Name Area of Responsibility 10 Maguire Road, Lexington, MA 02421 41630 Address Registration Number (781) 372 -3000 06/30/2010 Sign e Telephone Expiration Date 9.3 General Contractor Not Applicable ❑ Company Name: Responsible In Charge of Construction Address Signature Telephone P. O. Box 587 Granby, MA 01033 -0587 Ph : (413) 467 - 9171 Letter of Transmittal To: City of Northampton Transmittal #: 63 Date: 1/15/2010 JAN L Job: 2009 -002 Kollmorgen Subject: Kollmorgen- Original Section 9.1 and 9.2 WE ARE SENDING YOU p Attached r Under separate cover via None the following items: ✓ Shop drawings r Prints r Plans r Samples ✓ Copy of letter r Change order r Specifications r Other Document Type Copies Date No. Description Other 1 Kollmorgen - Orignal Section 9.1 and 9.2 THESE ARE TRANSMITTED as checked below: ✓ For approval r Approved as submitted r Resubmit _ copies for approval ✓ For your use r Approved as noted r Submit _ copies for distribution ✓ As requested r Returned for corrections r Return _ corrected prints ✓ For review and comment r Other ✓ FOR BIDS DUE r PRINTS RETURNED AFTER LOAN TO US Remarks: Attached, for your records, please find the original engineer and architects signatures for section 9.1 and 9.2 Kollmorgen Building Permit on 50 Prince Street. Please give me a call at 413 - 467 -9171 if you have any questions. Thank you, D'Lynn Healey Copy To: File (Western Builders) From: D'Lynn Healey (Western Builders) Signature: If enclosures are not as noted, kindly notify us at once. Page 1 of 1 R - \- V _G \HR ASSOCIAT -S, I \C. STRUCTURAL ENGINEERS 777 CONCORD AVE., SUITE 201 CAMBRIDGE, MA 02138-1053 PHONE (617) 547 -7773 FAX (617) 547 -7743 September 25, 2009 Mr. Rob DelSavio Principal Bargmann Hendrie + Archetype, Inc. 300 A Street Boston, MA 02210 -1710 RE: Kollmorgen Property Village Hill, Northampton, MA Dear Mr. DelSavio: We have performed an independent structural engineering review of the referenced project required by the Massachusetts State Building Code, Appendix 1, Section I -1 through 1 -6. The structural drawings, prepared by McNamara /Salvia, Inc. dated August 21, 2009 were reviewed. The design loads conform to 780 CMR. The design criteria and design assumptions were found to conform to 780 CMR and the accepted engineering practice. We received the geotechnical report prepared by Tighe and Bond Lak dated July 9, 2009. We found that the design follows and respects the results and recommendations of the investigation. The organization of the structure was conceptually correct. Independent calculations were made for approximately 10% of the system members and details to check their accuracy. We found that the structural design shown on the drawings and specifications conforms with the structure and foundation requirements of the Massachusetts State Building Code 780CMR, Appendix 1. There was no deficiency found that could not have been resolved by the structural engineer of record. V- - 0"y• • . ./- Principal '1 � ' SSOCIATES, INC. cwt RM /jp ,. STRUCTURAL DESIGN AFFIDAVIT McNamara /Salvia, Inc. Consulting Engineers To The Commissioner, Inspectional Services Department, FOUNDING PRINCIPALS RE: Kollmorgen Electro — Optical Robert J. McNamara, PE., S.E. Joseph A. Salvia, P.E. I certify that to the best of my knowledge, information and belief, the plans accompanying the attached application concerning the locus at Kin! Str• •__....,.e Hill, Northam I ton, MA are in accordance with the requirements of the Mas . usetts State : ilding Code and all other MANAGING PRINCIPALS pertinent laws and ordinances. Mark F. Aho, P.E. ' 1 Neil A. Atkinson John c . Matuszewski, P.E. Mass. Reg. No.41450 John S. Matuszewski, P.E. Adam C. McCarthy, P.E. McNamara /Salvia, Inc. Andrew P Sullivan, PE., S.E. Company Benjamin B. Wild, P.E. ./ \ " tt� 41450 , 160 Federal Street, 5th Floor, Boston, MA 02110 "P r s Address BOSTON >t* r\ '„ » csU� w a F -,, • N 160 Federal Street (617) 737 -0040 5th Floor Phone Boston, MA 02110 617- 737 -0040 October 7, 2009 617 - 737 -0042 (Fax) On this / ' day of OC[oBC -o_ , 2009, before me, the undersigned notary MIAMI public, personally appears 4.60 C i MkT S?,ROV-I , proved to me through One Biscayne Tower satisfactory evidence of identification, which consisted of Flo vetV6k1 UGtzkS , to Suite 1660 be the person whose name is signed on the preceding or attached document, and acknowledged to 2 South Biscayne Boulevard me that helshe signed it voluntarily for its stated purpose. Miami, FL 33131 305 - 579 -5765 Before me, 305 - 579 -5766 (Fax) i ! i ll FL CA #26616 l l g MaryEllen D. aro, Notary Public Commonwealth of Massachusetts My Commission expires July 2 29040.00 Kollmorgen Electra - Optical - Structural Design Affidavit www.mcsal.com Information and Instructions Massachusetts General Laws chapter 152 requires all employers to provide workers' compensation for their employees. Pursuant to this statute, an employee is defined as "...every person in the service of another under any contract of hire, express or implied, oral or written." An employer is defined as "an individual, partnership, association, corporation or other legal entity, or any two or more of the foregoing engaged in a joint enterprise, and including the legal representatives of a deceased employer, or the receiver or trustee of an individual, partnership, association or other legal entity, employing employees. However the owner of a dwelling house having not more than three apartments and who resides therein, or the occupant of the dwelling house of another who employs persons to do maintenance, construction or repair work on such dwelling house or on the grounds or building appurtenant thereto shall not because of such employment be deemed to be an employer." MGL chapter 152, §25C(6) also states that "every state or local licensing agency shall withhold the issuance or renewal of a license or permit to operate a business or to construct buildings in the commonwealth for any applicant who has not produced acceptable evidence of compliance with the insurance coverage required." Additionally, MGL chapter 152, §25C(7) states "Neither the commonwealth nor any of its political subdivisions shall enter into any contract for the performance of public work until acceptable evidence of compliance with the insurance requirements of this chapter have been presented to the contracting authority." Applicants Please fill out the workers' compensation affidavit completely, by checking the boxes that apply to your situation and, if necessary, supply sub - contractor(s) name(s), address(es) and phone number(s) along with their certificate(s) of insurance. Limited Liability Companies (LLC) or Limited Liability Partnerships (LLP) with no employees other than the members or partners, are not required to carry workers' compensation insurance. If an LLC or LLP does have employees, a policy is required. Be advised that this affidavit may be submitted to the Department of Industrial Accidents for confirmation of insurance coverage. Also be sure to sign and date the affidavit. The affidavit should be returned to the city or town that the application for the permit or license is being requested, not the Department of Industrial Accidents. Should you have any questions regarding the law or if you are required to obtain a workers' compensation policy, please call the Department at the number listed below. Self - insured companies should enter their self - insurance license number on the appropriate line. City or Town Officials Please be sure that the affidavit is complete and printed legibly. The Department has provided a space at the bottom of the affidavit for you to fill out in the event the Office of Investigations has to contact you regarding the applicant. Please be sure to fill in the permit/license number which will be used as a reference number. In addition, an applicant that must submit multiple permit /license applications in any given year, need only submit one affidavit indicating current policy information (if necessary) and under "Job Site Address" the applicant should write "all locations in (city or town)." A copy of the affidavit that has been officially stamped or marked by the city or town may be provided to the applicant as proof that a valid affidavit is on file for future permits or licenses. A new affidavit must be filled out each year. Where a home owner or citizen is obtaining a license or permit not related to any business or commercial venture (i.e. a dog license or permit to burn leaves etc.) said person is NOT required to complete this affidavit. The Office of Investigations would like to thank you in advance for your cooperation and should you have any questions, please do not hesitate to give us a call. The Department's address, telephone and fax number: The Commonwealth of Massachusetts Department of Industrial Accidents Office of Investigations 600 Washington Street Boston, MA 02111 Tel. # 617- 727 -4900 ext 406 or 1 -877- MASSAFE Revised 4 -24 -07 Fax # 617- 727 -7749 www.mass.gov /dia The Commonwealth of Massachusetts Department of Industrial Accidents g } o Office of Investigations VAIL '� 600 Washington Street '' Boston, MA 02111 www.mass.gov /dia Workers' Compensation Insurance Affidavit: Builders / Contractors /Electricians/Plumbers Applicant Information Please Print Legibly Name ( Business /Organization/Individual): �' $ a■ C % 1 ] {,5 a o C �"[ �jf , Address: 1 1 3 Pie a3G -. - I - City/State/Zip: cva k e 6 6103 3 Phone #: Lb 3 -- 467-9) 7) Are you an employer? Check the appropriate box: Type of project (required): 1.1] I am a employer with (0 4. ❑ I am a general contractor and I employees (full and/or part-time).* have hired the sub - contractors 6. ® New construction 2. ❑ I am a sole proprietor or partner- listed on the attached sheet. 7. ❑ Remodeling ship and have no employees These sub - contractors have 8. ❑ Demolition working for me in capacity. employees and have workers' g any P tY 9. ❑ Building addition [No workers' comp. insurance comp. insurance.: required.] 5. ❑ We are a corporation and its 10.111 Electrical repairs or additions 3. ❑ I am a homeowner doing all work officers have exercised their 11.11 Plumbing repairs or additions myself. [No workers' comp. right of exemption per MGL 12.0 Roof repairs insurance required.] t c. 152, §1(4), and we have no employees. [No workers' 13.0 Other comp. insurance required.] *Any applicant that checks box #1 must also fill out the section below showing their workers' compensation policy information. t Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit a new affidavit indicating such. ♦Contractors that check this box must attached an additional sheet showing the name of the sub - contractors and state whether or not those entities have employees. If the sub - contractors have employees, they must provide their workers' comp. policy number. I am an employer that is providing workers' compensation insurance for my employees. Below is the policy and job site information. Insurance Company Name: 7--(-. ve l2(5 Pf op i' CaSUc, l ea - of flAte ✓, `1/4_' Policy # or Self -ins. Lic. #: DT 30e, " 2o 5 44/1 t to -y - o Expiration Date: ( ) I / 2-01 Job Site Address: CO . tl C C'_ S-t- . City /State /Zip: /1/0/71/t4 m r Ql a 6 0 Attach a copy of the workers' compensation policy declaration page (showing the policy number and expiration date). Failure to secure coverage as required under Section 25A of MGL c. 152 can lead to the imposition of criminal penalties of a fine up to $1,500.00 and/or one -year imprisonment, as well as civil penalties in the form of a STOP WORK ORDER and a fine of up to $250.00 a day against the violator. Be advised that a copy of this statement may be forwarded to the Office of Investigations of the DIA for insurance coverage verification. I do hereb r 1 u er the pains and p - ties of perjury that the information provided above is true and correct. Signature: �" '2 a.. . , � St:; �/ . Le — 1"z'.♦ de4 t Date: / o /6/0 9 Phone #: Official use only. Do not write in this area, to be completed by city or town official. City or Town: Permit/License # Issuing Authority (circle one): 1. Board of Health 2. Building Department 3. City/Town Clerk 4. Electrical Inspector 5. Plumbing Inspector 6. Other Contact Person: Phone #: Versionl.7 Commercial Building Permit May 15, 2000 SECTION 10- STRUCTURAL PEER REVIEW (780 CMR 110.11) Independent Structural Engineering Structural Peer Review Required Yes 0 No SECTION 11 - OWNER AUTHORIZATION - TO BE COMPLETED WHEN OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT 1AN1 6 2 Yav ES , as Owner of the subject property hereby authorize 1'-t N t7fi-? CQqS1A to act o y behalf, in all matters relative to work authorized by this building permit application. 41.1"4/ /�� Sig ature of Owner Date I, 14 N - (i-G - = C S'T1"t- , as Owner /Authorized Agent hereby declare that the statements and information on the foregoing application are true and accurate, to the best of my knowledge and belief. Signed under the pains and penalties of perjury. A- ►.z. off,, C.(? -? c►z74 tom Print Name j Signature of Owner /Agent Date SECTION 12 - CONSTRUCTION SERVICES 10.1 Licensed Construction Supervisor: Not Applicable c ❑ Name of License Holder : t-A -N ei-�.. 6 CLfii '73 License Number Po S `6 1 3 Q(. ( o I `jf r G Z4A N36a YY►W (-__)0 1 - 7 cQ 12-0 10 Address Expiration Date tit t3yu ') - 9i - 1( Signature ;/ 9 Telephone SECTION 13 - WORKERS' COMPENSATION INSURANCE AFFIDAVIT (M.G.L. c. 152, § 25C(6)) Workers Compensation Insurance affidavit must be completed and submitted with this application. Failure to provide this affidavit will result in the denial of the issuance of the building permit. Signed Affidavit Attached Yes No No C) v • Versionl.7 Commercial Building Permit May 15, 2000 SECTION 9- PROFESSIONAL DESIGN AND CONSTRUCTION SERVICES - FOR BUILDINGS AND STRUCTURES SUBJECT TO CONSTRUCTION CONTROL PURSUANT TO 780 CMR 116 (CONTAINING MORE THAN 35,000 C.F. OF ENCLOSED SPACE) 9.1 Registered Architect: Not Applicable ❑ Name (Registrant): Registration Number Address Expiration Date Signature Telephone 9.2 Registered Professional Engineer(s): Name Area of Responsibility Address Registration Number Signature Telephone Expiration Date Name Area of Responsibility Address Registration Number Signature Telephone Expiration Date Name Area of Responsibility Address Registration Number Signature Telephone Expiration Date Name Area of Responsibility Address Registration Number Signature Telephone Expiration Date 9.3 General Contractor w steeN S$4l. t e-C25 Not Applicable ❑ Company Name: �•A --.t t Ufa t c---1 N i Responsible In Charge of Construction i;) f S�'? U 1 , m YA _ OlO Addre t,,,,,„,/\ e A4\----- if i 3 - 4o 7 - Signature Telephone Version1.7 Commercial Building Permit May 15, 2000 SECTION 9- PROFESSIONAL DESIGN AND CONSTRUCTION SERVICES - FOR BUILDINGS AND STRUCTURES SUBJECT TO CONSTRUCTION CONTROL PURSUANT TO 780 CMR 116 (CONTAINING MORE THAN 35,000 C.F. OF ENCLOSED SPACE) 9.1 Registered Architect: Not Applicable ❑ Name (Registrant): Registration Number Address Expiration Date Signature Telephone 9.2 Registered Professional Engineer(s): gat/t/ -S KA % Gi3 z f /CS i! .57,a/ rg e4C_. Name Area of Responsibility /c & 'e 5, zez cw /O 4I45b Address Registration Number 411011 6/ 1 coefo 6/010 Signatur= Telephone Expiration ate Name Area of Responsibility Address Registration Number Signature Telephone Expiration Date Name Area of Responsibility Address Registration Number Signature Telephone Expiration Date Name Area of Responsibility Address Registration Number Signature Telephone Expiration Date 9.3 General Contractor Not Applicable ❑ Company Name: Responsible In Charge of Construction Address Signature Telephone Version1.7 Commercial Building Permit May 15, 2000 SECTION 9- PROFESSIONAL DESIGN AND CONSTRUCTION SERVICES - FOR BUILDINGS AND STRUCTURES SUBJECT TO CONSTRUCTION CONTROL PURSUANT TO 780 CMR 116 (CONTAINING MORE THAN 35,000 C.F. OF ENCLOSED SPACE) 9.1 Registered Architect: Not Applicable ❑ Name (Registrant): Registration Number Address Expiration Date Signature Telephone 9.2 Registered Professional Engineer(s): Francis J. Hoey III, PE, LEED AP Civil Name Area of Responsibility Tighe & Bond, Inc 53 Sou ampton Road, Westfield, MA 01085 40111 Addr- Registration Number ,9. ` Jl " /b ' 3' ,(413) 572-3262 06/30/2010 Sign. ure Telephone Expiration Date Name Area of Responsibility Address Registration Number Signature Telephone Expiration Date Name Area of Responsibility Address Registration Number Signature Telephone Expiration Date Name Area of Responsibility Address Registration Number Signature Telephone Expiration Date 9.3 General Contractor Not Applicable ❑ Company Name: Responsible In Charge of Construction Address Signature Telephone Version1.7 Commercial Building Permit May 15, 2000 8. NORTHAMPTON ZONING Existing Proposed Required by Zoning This column to be filled in by Building Department Lot Size 13. (.4 14c (_ES Frontage 1 X51 FCf Setbacks Front 30 Z Side L: R: L: 1 3r ,' R 101 Rear CQ t( Building Height Bldg. Square Footage Open Space Footage (Lot area minus bldg & paved 7.O Si 3' parking) 1-e # of Parking Spaces - $S Fill: do 000 C_Y (volume & Location) tt4.))&(. t 3,4 t LA:N (7 i.J I'—' icy A. Has a Special Permit /Variance /Finding ever been issued for /on the site? NO 0 DON'T KNOW 0 YES er IF YES, date issued: 3 Ce O`1 IF YES: Was the permit recorded at the Registry of Deeds? NO 0 DON'T KNOW 0 YES a IF YES: enter Book Page (p and /or Document # B. Does the site contain a brook, body of water or wetlands? NO Q DON'T KNOW 0 YES IF YES, has a permit been or need to be obtained from the Conservation Commission? Needs to be obtained Obtained 0 , Date Issued: ' 7-101 C. Do any signs exist on the property? YES 0 NO IF YES, describe size, type and location: D. Are there any proposed changes to or additions of signs intended for the property ? YES e NO C) IF YES, describe size, type and location: To R E ci+ E. Will the construction activity disturb (clearing, grading, excavation, or filling) over 1 acre or is it part of a common plan that will disturb over 1 acre? YES NO 0 IF YES, then a Northampton Storm Water Management Permit from the DPW is required. Gtjrn P(.,e i !4'P ROW i S u ) C1 1 t 0 149 Version1.7 Commercial Building Permit May 15, 2000 SECTION 4- CONSTRUCTION SERVICES FOR PROJECTS LESS THAN 35,000 CUBIC FEET OF ENCLOSED SPACE Interior Alterations ❑ Existing Wall Signs ❑ Demolition ❑ Repairs ❑ Additions ❑ Accessory Building ❑ Exterior Alteration ❑ Existing Ground Sign ❑ New Signs ❑ Roofing ❑ Change of Use ❑ Other ❑ Brief Description Enter a brief description here. t:.KA ( P.'* L, 01°21 1")" it- tCt' E ' (i' Of Proposed Work: 5 Tel..., L.):.t r 4_.0-,---1;_, SECTION 5 - USE GROUP AND CONSTRUCTION TYPE USE GROUP (Check as applicable) CONSTRUCTION TYPE A Assembly A-1 CI A 2 CI A 3 ❑ 1 A I 121 A -4 ❑ A -5 ❑ 1B ID I 7•"- B Business 2A -- P J ' [ 1' E Educational ❑ 2B e'►+no' ❑ F Factory ❑ F -1 [v]' F -2 ❑ 2C CI H High Hazard ❑ 3A El I Institutional ❑ I -1 ❑ 1 -2 ❑ I -3 ❑ 3B ❑ M Mercantile ❑ 4 ❑ R Residential ❑ R -1 ❑ R -2 ❑ R -3 ❑ 5A ❑ S Storage ❑ S -1 ❑ S -2 ❑ 5B ❑ U Utility ❑ Specify: M Mixed Use d Specify: too#.) SE‘ YY%% t4.. tit' 6/e S Special Use ❑ Specify: COMPLETE THIS SECTION IF EXISTING BUILDING UNDERGOING RENOVATIONS, ADDITIONS AND /OR CHANGE IN USE Existing Use Group: Proposed Use Group: Existing Hazard Index 780 CMR 34): Proposed Hazard Index 780 CMR 34): SECTION 6 BUILDING HEIGHT AND AREA BUILDING AREA EXISTING PROPOSED NEW CONSTRUCTION OFFICE USE ONLY Floor Area per Floor (sf) s � f (1 h/ C7 2nd QUO •hV a�,/ nd V V ,/ 3rd 9 / 3 d 4 th 4 Total Area (sf) Total Proposed New Construction (sf) Total Height (ft) • Total Height ft 3 L' - , y "r / (if l 7. Water Supply (M.G.L. c. 40, § 54) 7.1 Flood Zone Information: 7.3 Sewage Disposal System: Public 0 Private ❑ Zone Outside Flood Zone❑ Municipal ❑ • On site disposal system❑ Versionl.7 Commercial Building Permit May 15, 2000 Department use only City of Northampton Status of Permit: Building Department Curb Cut/Driveway Permit - 212 Main Street Sewer /Septic Availability `l Room 100 Water/Well Availability Northampton, MA 01060 Two Sets of Structural Plans phone 413 - 587 -1240 Fax 413 - 587 -1272 Plot/Site Plans Other Specify APPLICATION TO CONSTRUCT, REPAIR, RENOVATE, CHANGE THE USE OR OCCUPANCY OF, OR DEMOLISH ANY BUILDING OTHER THAN A ONE OR TWO FAMILY DWELLING SECTION 1 - SITE INFORMATION 1.1 Property Address: This section to be completed by office So p C l !v Crfr , 3T �E -' Map (.3 g:/9 Lot / Unit U � yet p r o J•. , m A Zone Overlay District Elm St. District CB District SECTION 2 - PROPERTY OWNERSHIP /AUTHORIZED AGENT 2.1 Owne f Recor : K O Lam... YYt o 2[a E' E Lt :C]1ZO Wire. v4L. a 4 W - 6'TGr VVJ 3'I 7 -1 N G S,re- ;E r Oo . r»-m 9,1 ) W1. Name (Print) b4v . G I2 Poi t. J i V r Current Mailing Address: t 413 -6 - 233° Signature /t &4 Veg Telephone 2.2 Authorized Agent: Y Ca N N� .__ l0 " - v�=L) Err) &N PC 'Q -- � ,1� "3 `1�6o l�wm -vimr -� Sr ( tux , tvii (atc7q© Name (Print) p ND .�, r ,� C t (.. .. c ...-. 0 AO Current Mailing Address: L ti3 - 639- 5LIG,7 Signature : f _ _ .<.� ... 1. .. Telephone SECTION 3 - ESTIMATED CONSTRUCTION OSTS Item Estimated Cost (Dollars) to be Official Use Only completed by permit applicant 1. Building (a) Building Permit Fee T130 2. Electrical (b) Estimated Total Cost of 'V 13 D Construction from (6) 3 Plumbing Building Permit Fee Tl3 4. Mechanical (HVAC) 5. Fire Protection f 13 64fot - (1 2 + 3 4 + 5) A . , , . , / I Check Number Allah /_ _ 11f gTrvEf fr FF i Section For Official Use OnI B .ing Permit Numb e i Date Issued Signature: Building Commissioner /Inspector of Buildings Date File # BP- 2010 -0412 APPLICANT /CONTACT PERSON WESTERN BUILDERS INC ADDRESS /PHONE P 0 BOX 587 GRANBY (413) 467 -9171 PROPERTY LOCATION 50 PRINCE ST MAP 38A PARCEL 124 001 ZONE PV THIS SECTION FOR OFFICIAL USE ONLY: PERMIT APPLICATION CHECKLIST ENCLOSED REQUIRED DATE ZONING FORM FILLED OUT Fee Paid [ � t[ 30? 7& $ d, 1 71 Building Permit Filled out � Fee Paid fV1i�d' - ' �/ /6' Typeof Construction: CONSTRUCT NEW 2 STORY COMMERCIAL BUILDING New Construction Non Structural interior renovations Addition to Existing Accessory Structure Building Plans Included: Owner/ Statement or License 073697 ,� ,��� • , 3 sets of Plans / Plot Plan i��%v� -fi THE THE FOLLOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON INFO,MATION PRESENTED: Approved Additional permits requ d (se below) —...-- PLANNING BOARD PERMIT RE UIRED � UNDER: Intermediate Project: Site Plan AND /OR Special Permit With Site Plan 0 Major Project: Site Plan AND /OR Special Permit With Site Plan ZONING BOARD PERMIT REQUIRED UNDER: § Finding Special Permit Variance* Received & Recorded at Registry of Deeds Proof Enclosed Other Permits Required: Curb Cut from DPW Water Availability Sewer Availability Septic Approval Board of Health Well Water Potability Board of Health Permit from Conservation Commission Permit from CB Architecture Committee Permit from Elm Street Commission _ Permit DPW Storm Water Management Demolition Delay i jj 2./ . 6 1 ( Signature of B 'Wing 0 f ial , Date /y Note: Issuance of a Zoning permit does not relieve a applicant's burden to comply with all zoning requirements and obtain all required permits from Board of Health, Conservation Commission, Department of public works and other applicable permit granting authorities. * Variances are granted only to those applicants who meet the strict standards of MGL 40A. Contact Office of Planning & Development for more information. BP- 2010 -0412 GIS #: OMMONWEALTH OF MASSACHUSETTS CITY OF NORTHAMPTON Lot: -001 PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS Permit: Building DO NOT HAVE ACCESS TO THE GUARANTY FUND (MGL c.142A) Category: BUILDING PERMIT Permit # BP- 2010 -0412 Project # JS- 2010- 000559 Est. Cost: Fee: $67680.00 PERMISSION IS HEREBY GRANTED TO: Const. Class: 2A Contractor: License: Use Group: B,F1,Mixed WESTERN BUILDERS INC 073697 Lot Size(sq. ft.): 591413.00 Owner: Kollmorgen Electro Optical Zoning: PV Applicant: WESTERN BUILDERS INC AT: 50 PRINCE ST - KOLLMORGEN Applicant Address: Phone: Insurance: P O BOX 587 (413) 467 -9171 Workers Compensation GRANBYMA01033 ISSUED ON:2/18/2010 0:00:00 TO PERFORM THE FOLLOWING WORK: CONSTRUCT NEW 2 STORY COMMERCIAL BUILDING POST THIS CARD SO IT IS VISIBLE FROM THE STREET Inspector of Plumbing Inspector of Wiring D.P.W. Building Inspector Underground: Service: Meter: Footings: Rough: Rough: House # Foundation: Driveway Final: Final: Final: Rough Frame: Gas: Fire Department Fireplace /Chimney: Rough: Oil: Insulation: Final: Smoke: Final: THIS PERMIT MAY BE REVOKED BY THE CITY OF NORTHAMPTON UPON VIOLATION OF ANY OF ITS RULES AND REGULATIONS. Certificate of Occupancy Signature: FeeType: Date Paid: Amount: Building 2/18/2010 0:00:00 $67680.00 212 Main Street, Phone (413) 587 -1240, Fax: (413) 587 -1272 Building Commissioner - Anthony Patillo itt,;},,,,,, 1 LIVED 3 gf I 3 D II O'CONNELL DEVELOPMENT GROUP INC. 480 Hampden Street, P.O. Box 867, Holyoke, MA 01041 -0867 413 - 534 -0243 • FAX 413 - 538 -6179 June 9, 2011 Carolyn Misch, AICP Senior Land Use Planner /Permits Manager Office of Planning and Development City Hall 210 Main Street Northampton, Massachusetts 01060 Dear Carolyn: It has come to our attention that the trees planted on the west side of Kollmorgen are shorter than the height specified in the construction and permit plans. Trees, of course, serve many purposes, but these were planted especially to screen the west side of the building from view. We share the City's concern that the somewhat smaller trees might not be doing the job for which they were intended. In order to accomplish the screening goal immediately, we think that rather than remove the trees now planted, planting an additional eight trees at the full height specified in the plans between the existing trees would be a good solution. These additional trees would create a "green screen" that would be even denser than originally designed. We are eager to get these trees planted, as it is already June, and seek concurrence that this change will meet the obligation identified in our site plan review. We would be happy to have you meet us at the site to help determine where the new trees should be planted for maximum effect. Thank you for your consideration. Sincer- yours, i Fr. ncesca '' altese Development Manager Cc: AJCrystal LHasbroucicV • DEVELOPMENT • FINANCE ■ PROJECT MANAGEMENT • ENERGY/ENVIRONMENTAL