Loading...
HomeMy WebLinkAboutMiscellaneous - Exception (564)V6 F+FRIptt EIRE PMT'ECTIO INC., April 3 2013 Pro Con Construction Inc P.O. Box 4430 Manchester, NH 03108 RE: Brightview Senoir Living North Andover, Ma Certificate of Installation: Section B -3rd Floor We, Superior Fire Protection Inc hereby certify that to the best of our knowledge and belief, the installation of all fire rated penetrations in Section C 3rd Floor to be sealed in accordance with UL Systems on Brightview Senior Living, Per manufactures recommendations as specified in approved fire stop products and all applicable codes and in accordance with the contract documents, which includes the plans, specifications, subsequent addenda, requests for clarification and sketches. All fire stop installations have been performed by product certified, trained and qualified installer. Should anyone have any questions regarding this letter, please feel free to contact me. Since el C Edd S. Caron President Superior Fire Protection w Firestop Associates, Inc. April 2, 2013 Hart Mechanical, Inc. 293 Oakwood Drive Glastonbury, CT 06033 Attn: Tyler Miller Cc: Tiffany Moody Re: Brightview Senior Living, North Andover, MA Certificate of Installation; Section 8 -3rd Floor *** Certificate of installation *** We, Firestop Associates, Inc., subcontractor to Hart Mechanical. Inc.. hereby certify the installations of all fire rated penetrations in Section B. 3rd Floor to be sealed in . accordance with UL Systems on the Brightview Senior Living, North Andover. MA project, per manufacturer's recommendations as specified in approved firestop product submittal. Further, all Firestop installations have been performed by product certified, trained and qualified installers. Sincerely, Firestop Associates, Inc. Carol L. Barber Corporate Officer, Secretary FIRESTOP & SMOKESEAL SPECIALISTS AfallingAddress• 554 Boston Post Road, 4384, Orange, CT 06477 tel/fax 203-795-3701 , firestopassociates(Photmail.coni Firestop Associates, Inc. March 28, 2013 Florence Electric LLC 125 John Hancock Road, Suite #4 Taunton, MA 02780 Attn: Walter Nunes Re: Brightview Senior Living, North Andover, MA Certificate of Installation; Section 13 -3rd Floor *** Certificate of Installation *** We, Fireston Associates, Inc., subcontractor to Florence Electric LLC hereby certify the installations of all fire rated penetrations in Section B 3rd Floor to be sealed in accordance with UL Systems on the Brightview Senior Living, North Andover. MA project, per manufacturer's recommendations as specified in approved firestop product submittal. Further, all firestop installations have been performed by product certified, trained and qualified installers. Sincerely, Firestop Associates, Inc. Carol L. Barber Corporate Officer, Secretary FIRESTOP & SMOKESEAL SPECIALISTS �.--------- Moiling Address.- 554 Boston Post Road, #384, Orange, CT 06477 tel/fax 203-795-3701 . firestopassociates@ hotrnail.com ft ALL -TEMP HVAC CORP. 911. CANDIA RD MANCHESTER NH 031,09: Tel (600413 1077 Fad (f3) 62 7 April. 3, 2013 Pro Con Incorporated 1359 Daniel Webster Highway Flooksett,N.li 03108 Attn: Wally Ryan. Re- BrightviewNorth Andover Dear Wally, All fire caulking, on third and fourth floor of 11B7' wing is complete Sincerely, .L Arm Joseph Gagnon. Vice President t1'JA-- 0 st"ERIp4 FIRE P' ` CTIO11 April 12013 Pro Con Construction Inc P.O. Box 4430 Manchester, NH 03108 RE: Brightview Senoir Living North Andover, Ma Certificate of Installation: Section B -4th Floor We, Superior Fire Protection Inc hereby certify that to the best of our knowledge and belief, the installation of all fire rated penetrations in Section C 3rd Floor to be sealed in accordance with UL Systems on Brightview Senior Living, Per manufactures recommendations as specified in approved fire stop products and all applicable codes and in accordance with the contract documents, which includes the plans, specifications, subsequent addenda, requests for clarification and sketches. All fire stop installations have been performed by product certified, trained and qualified installer. Should anyone have any questions regarding this letter, please feel free to contact me. Since e y Ed y S. Caron President Superior Fire Protection `,'iit f.6..10m,"ki'I l" Tii3a,jrttit` � ! jt! . t` i+ �t l!% l}ti �'tt��,s+ft ' ,t�ailti;g r' � ''iil.'-,16700 Firestop Associates, Inc. April 2, 2013 Hart Mechanical, Inc. 293 Oakwood Drive Glastonbury, CT 06033 Attn: Tyler Miller Cc: Tiffany Moody Re: Brightview Senior Living, North Andover, MA Certificate of Installation; Section 8 -4th Moor *** Certificate of installation *** We, Firestop Associates. Inc., subcontractor to HartyMechanical. Inc.. hereby certify the installations of all fire rated penetrations in Secticti B. 4tfi Floor to be sealed in accordance with UL Systems on the Briohtview Senioi Living, North Andover MA project, per manufacturer's recommendations as specified in approved firestop product submittal. Further, all firestop installations have been performed by product certified, trained and qualified installers. Sincerely, Firestop Associates, Inc. Carol L. Barber Corporate Officer, Secretary FIRESTQP & SMOKESEAL SPECIALISTS Mallingr Address• 554 Boston Post Road, #384, Orange, CT 06477 tel/fax 203-795-3701 . firestopassociatesCs hotmail.com Firestop Associates, Inc. March 27, 2013 Florence Electric LLC 125 John Hancock Road, Suite #4 Taunton, MA 02780 Attn: Walter Nunes Re: Brightview Senior Living, North Andover, MA Certificate of Installation; Section 8 -4th Floor *** Certificate of Installation *** We, Firestop Associates, Inc., subcontractor to Florence Electric LLC hereby certify the installations of all fire rated penetrations in Section B. 4th Floor to be sealed in accordance with UL Systems on the Brightview Senior Living, North Andover, MA project, per manufacturer's recommendations as specified in approved firestop product submittal. Further, all Firestop installations have been performed by product certified, trained and qualified installers. Sincerely, Firestop Associates, Inc. Carol L. Barber Corporate Officer, Secretary FIRESTOP & SMOKESEAL SPECIALISTS Mal/ingAddress: 554 Boston Post Road, #384, Change, CT 06477 tel/fax 203-795.3701 . firestopossociates0hotmad.corn AI L4EMP HVAC CORP. 911 CANDIA RD MANCHESTER NH 03109 Tell: (003)-623-5977 ,F ax. ( 0 623-706.2 Fax April 3, 2013 Pro Con Incorporated 1359 Daniel Webster Highway Hooksett,NH 031*08 Attn: Wally Ryan Re: BrighMew North Andover Dear Wally, All fire caulking on third and. fourth floor of "B" w019 is complete Sincerely, . Arm Joseph Gagnon Vice President MILLER ENGINEERING & TESTING INC. MANCHESTER, NH (603) 668-6016 NORTHBORO, MA (508) 393-2607 BOSTON, MA (617) 269-8829 FAX: (603) 668-8641 FAX: (508) 393-8490 FAX: (617) 269-8837 PROJECT: BRIGHTVIEW, NORTH ANDOVER PROJECT NO: 12.064.NH NORTH ANDOVER, MA CONTRACTOR: PRO CON / EARTH CLIENT: BRIGHTVIEW NORTH ANDOVER, LLC WEATHER: SUNNY DATE: 04-20-12 SOILS FIELD REPORT PURPOSE: To observe the earthwork activities and perform Field Density tests. EQUIPMENT OPERATING: 1 -Volvo EC210B Excavator 1 -CAT 345 Excavator 1 -John Deere End Dump Truck 1 -CAT CS563B Vibratory Roller WORK ACCOMPLISHED: 1 -Volvo EC210B Excavator w/HYD Hammer 2 -Volvo End Dump Trucks 1 -Volvo Loader 1 -Water Truck The Site Contractor placed a layer of fractured rock approximately 18 to 24 -inches in depth over the wet and organic area in the parking lot between STA 6+50 to STA 7+00 (See Field Sketch for location). The rock fill was compacted with several passes of a Vibratory Roller. The elevation of top of rock layer ranged from 167.0 to 168.0'. The Site Contractor is and continued to place the excavated on-site sand and gravel fill over the above rock layer and parking lot area from STA 6+50 to STA 8+00. The fill was placed in lifts and compacted with a Vibratory Roller. Field Density Tests were performed on this date, by using the Nuclear Density Gauge. The results of these tests indicated adequate compaction, as the measured densities were at least 92 percent of the maximum dry density. Please refer to today's Compaction Control Summary and Field Sketch for Field Density test locations and results. PREPARED BY: Harry Miller ° c ❑ �O F 11 II 04O V b g 'CC ca � II II b O _ � N > 7 E2 1 oN ° 0 u m � F II II � 0 04 0]FUm �3 �o o 0 3 � f) ��u uu�o mv�mw oA •G G W n O �C ow oow0 u°.FC oa w 3 E 0.2 F II W W II w u u wOww OFOW Ff�WCA C tb�0 c u U w II II II II F F U-1 CL.�w C O z 0 01-- FFU r- U d U du 4:, u c+ •• i Qo rn rn rn oN, C, rn O � ow U s u W _ d o 000 00M as dua o 0 0 0 0 0 0 M 00 (0W O (,� L a o O O, rn b rn N a, M C, r Q 00 rn Q ow o , i O d y O l- .--i °, C o oo Or, �i I � � C' 'O � .��'� � 7 N �n l� '• ,O 'ct 00 h d E06G OAU N a I M M CT CD € 00 000 O u O C d; W d' 7 7 'It'7 4 L •� O A M M M M M M M 00 UAV p ° O O W ° H 48 o? F Z o 'o o v v •o � b v b ro i 1:4 WO a c •�. > Z > U y d �° .-0 Z O O O O O O O O O H U a 0 0 0 0 0 0 O w z QI w > :aw � O «..1 o 0o W z U ( , i Q �00 O o 0 0 0 0 0 0 o z M m z p + + O 0 0 H H H H H w° En U Q O Q� caw Q O 0 N 0 N 0 N O 0 N 0 N 0 N 0 N rW-1 (� Q F O O N O N N O N O N O N O N z zIt v, It II Oil Z N d H z \O N n N oo N O, N O M -•� M N M ° c ❑ �O F 11 II 04O V b g 'CC ca � II II b O _ � N > 7 E2 1 oN ° 0 u m � F II II � 0 04 0]FUm �3 �o o 0 3 � f) ��u uu�o mv�mw oA •G G W n O �C ow oow0 u°.FC oa w 3 E 0.2 F II W W II w u u wOww OFOW Ff�WCA C tb�0 c u U w II II II II F F U-1 CL.�w MANCHESTER, NH (603) 668-6016 NORTHBORO, MA (508) 393 FAX: (603) 668-8641 FAX: (508) 393-8490 PROJECT:I/%�//� DATE: Zd , FIELD SKETCH BOSTON, MA (617) 269-882 FAX: (617) 269-8837 PROJECT NO: 12 az` 9 7a //I m F �• 100 90 80 70 m W 5C Z FL Z 4C W U W 3( a X 1( GRAINSIZE DISTRIBUTION REPORT SIEVE SIZE PERCENT FINER SPEC! PERCENT PASS? (X=NO) 3" 100 100-100 2" 100 1.5" 100 1" 100 .75" 100 .5" 100 50-85 X .375" 100 #4 99 40-75 X #10 98 #20 86 #40 60 #50 44 8-28 X #60 38 #80 22 #100 17 #200 4.4 0.0-10 0 >o :o to 50 30 70 30 90 100 Material Description BANKRUN SAND FOR RETAINING WALL BACKFILL. Atterbera Limits PL= LL= P1= Coefficients Dgp= 1.0233 D85= 0.8241 Dgp= 0.4242 D50= 0.3446 D30= 0.2126 D15= 0.1391 Dip= 0.1068 Cu= 3.97 Cc= 1.00 Classification USCS= SP AASHTO= Remarks MED M 1.03.0 Gravel Borrow (Type B) Source of Sample: CONTINENTAL PIT Sample Number: L120153A Date: 4-11'-12 Client: MILLER, ENGINEERING & IESTING, INC. Project: BRIGHTVIEW AT NORTH ANDOVER Project No: 12.064.NH Figure L1201: Tested By: DM/SL 6 100 90 8C H 70 LLJ �.. 60 m W 5C Z li. z 4C uJ U W 3C d 2C 1( C GRAINSIZE DISTRIBUTION REPORT C C n n n en n e n GRAIN SIZE - mm. 0 '0 10 10 30 30 70 30 30 100 +3" % Gravel % Sand % Fines -- Coarse Fine Coarsel Medium Fine Silt Clay 23 26 12 1 15 21 2 SIEVE SIZE PERCENT FINER SPEC! PERCENT PASS? (X=NO) oil 100 4" 92 3" 77 100-100 X 2" 71 1.5" 65 V 55 .75" 51 .5" 45 50-85 X .375' 42 #4 39 40-75 NINE #10 38 #20 11111111111 #40 23 #50 1 8-28 #60 14 GRAIN SIZE - mm. 0 '0 10 10 30 30 70 30 30 100 +3" % Gravel % Sand % Fines -- Coarse Fine Coarsel Medium Fine Silt Clay 23 26 12 1 15 21 2 SIEVE SIZE PERCENT FINER SPEC! PERCENT PASS? (X=NO) 5" 100 4" 92 3" 77 100-100 X 2" 71 1.5" 65 V 55 .75" 51 .5" 45 50-85 X .375' 42 #4 39 40-75 X #10 38 #20 33 #40 23 #50 18 8-28 #60 14 #80 8 #100 6 #200 1.8 0.0-10 Material Description BANKRUN GRAVEL FOR RETAINING WALL BACKFILL. Atterbera Limits PL= LL= PI= Coefficients D90= 97.6035 D85= 89.2190 D60= 31.9862 D50= 17.5742 D30= 0.6869 D15= 0.2586 D10= 0.2027 Cu= 157.82 Cc= 0.07 Classification USCS= GP AASHTO= Remarks AN MHD M1.03.0 Gravel Borrow (type 13) Source of Sample: CONTINENTAL PIT Sample Number: L1201538 Date: 4-11-12 Client: MILLER ENGINPEERING & TESTING, INC.. Project: BRIGHTVIEW AT NORTH ANDOVER - Project No: 12.064.NH Figure L120153B Tested By: DM/SL 3 E 1 'tea �F r ter. r i^ r r O O O pOp � pOp m wO _-JAN _ m n m b n do > m N f 0 0 O N N O N N N N N N N N `A o m �p Nk �*a' A air' K E w 110 cD c _ a a. X31 t' 3O� X X 2K i Ctq'} 5 ? ! A ^ tll I ray 1,27 �.„M�'!. S •(' o a a a a � � a ���a� 3 E 100 90 80 70 LJ 60 m W 50 z LL z 40 W U W 30 CL 20 10 C GRAINSIZf DISTRIBUTION REPORT y I 10 20 30 ..0 M 40 n M z 50 M 60 D Z M 0 70 80 90 100 urvruv oif-r= - 111111. %+3" % Gravel % Sand % Fines Coarse Fine Coarsel Medium Fine silt Clay 0 0 1 1 F 38 1 56 4 SIEVE SIZE PERCENT FINER SPEC* PERCENT PASS? (X=NO) 3" 100 100-100 2" 100 1.5" 100 1" 100 .75" 100 .5" 100 50-85 X .375" 100 #4 99 40-75 X #10 98 #20 86 #40 60 #50 44 8-28 X #60 38 #80 22 #100 17 #200 4.4 0.0-10 Material Description BANKRUN SAND FOR RETAINING WALL BACKFILL. Atterbern Limits PL= LL= P1= Coefficients D90= 1.0233 D85= 0.8241 D60= 0.4242 D50= 0.3446 D30= 0.2126 D15= 0.1391 D10= 0.1068 Cu= 3.97 CC= 1.00 Classification USCS= SP AASHTO= Remarks ._ MED M1.03.0 Gravel Borrow (Type B) Source of Sample: CONTINENTAL PIT Sample Number: L120153A Date: 4-11-12 Client: M.0 i_ER ENGINEERING & JESTING, INC... Project: BRIGHTVIEW AT NORTH ANDOVER Proiect No: 12.064.NH Figure L120153A Tested By: DM/SL Tested By: DM/SL GRAINSIZE DISTRIBUTION REPORT e C C C 5 C X #10 O 0 0 0 O O .0 O 23 #60 14 100. #80 8 #100 6 #zoo l.s o.o-lo 90i to 80 20 70 30 LU m 0 60 >- 40 M m m z W 50 50 Z_ Moil Ili I I III D z 40 Zoom 60 z LU PON M 11 111 1111MIN! loll I MI W 30 70 a 20 80 10 90 100 aIM GRAIN SIZE - mm. % Gravel % Sand % Fines azo +3" Coarse Fine Coarse --WedFu—mL1 Fine Silt Clay 23 26 12 1 15 21 2 SIEVE PASS? Material Description PERCENT SPEC." SIZE FINER PERCENT (X=NO) BANKRUN GRAVEL FOR RETAINING WALL BACKFILL. 5" t00 4" 92 3" 77 100-100 X 2" 71 Atterberg Limits 1.5" 65 PL= LL= PI= r' . ss .7s° sl Coefficients .5" 45 50-85 X D90= 97.6035 D85= 89.2190 D60= 31.9862 .375" #4 42 39 40-75 D50= 17.5742 D30= 0.6869 D15= 0.2586 D10= 0.2027 Cu= 157.82 Cc= 0.07 Classification #so 18 8-28 USCS= GP AASHTO= Remarks MHD M1.03.0 Gravel Borrow (Type B) Source of Sample: CONTINENTAL PIT 4-11-12 Sample Number: 1,12015311Date: Client: MIhI3sR F.,NUINEERINCi & ESTING, INC. Project: BRIGHTVIEW AT NORTH ANDOVER IN P --'--No: 12.064.NH Figure L120153B Tested By: DM/SL X #10 38 #20 33 #40 23 #60 14 #80 8 #100 6 #zoo l.s o.o-lo Tested By: DM/SL P A N 0 L s r � fy m b n do > O 1p lD O fD 10 1p �� M , D O O R 13 O O C O O O Q O o y� oa OD N � g s� -�swm e faro �u it a X x x K 0 A iW Ytk�.' ya�cora k 01 x iy�r Lit 1 � 1 I D b� Al P A N 0 L Al MILLER ENGINEERING & TESTING INC. MANCHESTER, NH (603) 668-6016 NORTHBORO, MA (508) 393-2607 BOSTON, MA (617) 269-8829 FAX: (603) 668-8641 FAX: (508) 393-8490 FAX: (617) 269-8837 PROJECT: BRIGHTVIEW, NORTH ANDOVER PROJECT NO: 12.064.NH NORTH ANDOVER, MA CONTRACTOR: PRO CON / EARTH CLIENT: BRIGHTVIEW NORTH ANDOVER, LLC WEATHER: CLEAR, 50-70° DATE: 04-18-12 SOILS FIELD REPORT PURPOSE: To observe the earthwork activities and perform Field Density tests. EQUIPMENT OPERATING: 1 -Volvo EC210B Excavator 1 -CAT 245 Excavator 1 -John Deere 300 lb. Dump Truck 1 -CAT CS563B Vibratory Roller WORK ACCOMPLISHED: 1 -Volvo EC21013 Excavator w/HYD Hammer 2 -Volvo End Dump Trucks 1 -Volvo Loader The Site Contractor began to fill the western end of the site this date. A layer of fractured rock was placed in the area where soft, wet organic material was found to stabilize this area. Prior to the placement of rock, this area was proofrolled with several passes with the Vibratory Roller. The fractured rock was placed in a single lift ranging from 16 to 28 -inches thick. This area then received several passes with the Vibratory Roller. Elevation at the top of this rock layer ranged from 167.5' down slope to 170.5' up slope. The area where this rock was placed was approximately from parking lot STA 7+00 to 8+25. On-site fill was then placed over this stone layer. This fill material was excavated from the slope area to the east of the fill area. It was placed in an approximate 16 to 20 -inch thick lift. Compactive efforts consisted of several passes with the Vibratory Roller. Field Density Tests were performed on this date, by using the Nuclear Density Gauge. The results of these tests indicated adequate compaction, as the measured densities were at least 92 percent of the maximum dry density, as determined by ASTM D1557 test method. Please refer to today's Compaction Control Summary for Field Density test locations and results. PREPARED BY: Paul LaRose at+ v � �O F II H0 v V b cc C O L II II c 0 d cn a L -0 C w OLX ° mm �3C7C7 �0 mF.Um °'3 +- w C7 0 c o F F 0 ON 3 on ^ m v m II m rn II u u CC) C/) w H mcnmm t a ,15 bo W =_ L. ,o o f C:) w 3 O 50 3 o II II R., II II w0ww 00. 100m a c� A �i = • G cGiUw u u II u x�Uw C Q Q Q Q • O z 0 0 Q = U GC)a p U Ow U WE = Q �Dcy C oNo �•, M00Cfl cq O w L d p C, rn C rn d a o ■ N r I II U L ® O d��a M �r o z�v o U v L C y e M 00 N �o N l- N a Av L C C E d p = y O O v V l0 06 M � O et CO as w �..i � v y i k Q a 7 d M 7 M M °° X50.. a W °� O LU c)W LV —w ca °z o U� y� �c� �c� ._� z z O Ca c O c O c O c O W Q H u oo WZ O w i p•l �. > :a W 2 a 0 a 0 a a O w Q ¢ d d j Q w z U Q 7 00 w N x� O G zM m zIn = o 0 0 0 w� d r- ° 00 H H ca u k" a L- V) cn It z O X X X LIU cc cc a a a a 3 3 3 3 Q C7 'fl ° C7 C7 0 Cq7 N OF °' z z z Z w W z0 N Y " R o 0 0 0 U U F Q 00 00 00 00 z� Oil Z CU/] Fz at+ v � �O F II H0 v V b cc C O L II II c 0 d cn a L -0 C w OLX ° mm �3C7C7 �0 mF.Um °'3 +- w C7 0 c o F F 0 ON 3 on ^ m v m II m rn II u u CC) C/) w H mcnmm t a ,15 bo W =_ L. ,o o f C:) w 3 O 50 3 o II II R., II II w0ww 00. 100m a c� A �i = • G cGiUw u u II u x�Uw MILLER ENGINEERING &TESTING INC. 4A i MANCHESTER, NH (603) 668-6016 NORTHBORO, MA (508) 393-2607 BOSTON, MA (617) 269-8829 FAX: (603) 668-8641 FAX: (508) 393-8490 FAX: (617) 269-8837 PROJECT: BRIGHTVIEW, NORTH ANDOVER PROJECT NO: 12.064.NH NORTH ANDOVER, MA CONTRACTOR: PRO CON / EARTH CLIENT: BRIGHTVIEW NORTH ANDOVER, LLC WEATHER: SUNNY, 60-70's DATE: 04-19-12 SOILS FIELD REPORT PURPOSE: To observe the earthwork activities and perform Field Density tests. EQUIPMENT OPERATING: 1 -Volvo EC210B Excavator 1 -Volvo EC21013 Excavator w/HYD Hammer 1 -CAT 345 Excavator 2 -Volvo End Dump Trucks 1 -John Deere End Dump Truck 1 -Volvo Loader 1 -CAT CS563B Vibratory Roller 1 -Water Truck WORK ACCOMPLISHED: The Site Contractor continued to excavate fill from the slope area east of the fill area. The excavated sand & gravel fill was being placed in the west Parking Lot area between STA 7+00 to STA 8+25. The fill was placed in lifts and compacted with a Vibratory Roller. Field Density Tests were performed on this date, by using the Nuclear Density Gauge. The results of these tests indicated adequate compaction, as the measured densities were at least 92 percent of the maximum dry density. Please refer to today's Compaction Control Summary for Field Density test locations and results. PREPARED BY: Harry Miller C E E d Q Q Q Q Q Q Q Q Q Q 0 � z O_ O F• a F- U UQ V Q d u y� Q; N rn N C, N rn N C,o` N N a, N rn N rn N CN N C\ N rn 0 Win. o OU U U � W j 00 = C id 00 00 W O �p Cr (fl d V R L Q o O N 00 V �o M O Q j a O O l� C) C� C, G\ a) N a) a) 7�6 � O 7 � N O t O N r G U c Q V. c L O z �S Li •oo r, ro > ^• C� ro CJ L C ` "t O M 00 C` 00 C\ h O r- i a CS �Lro � .� Un b ro G L _ Ep V1 � V1 V1 V1 V1 N � N Vl V1 II II ,F. ro v Q c c °\_ II v C7 II N O M � O M � oo O� M d E d F �l iy� Q 7 M 7 M 7 M 'cY M 7 M 7 M 7 M 7 'ct M M 7 M pq a� p >> _ 00 A cc* It O �3b G �C o a2 LU paw (� a at a3 a3 a3 a3 88 ? a! -d ai F°, U m �- w Z o �a o G v 2� a n� a G ro� v C ro� o C ro� 0 C ro� o G ro� v G a G ro� a n� II I c. 0. 3 x w O ,; 2' ro ro Cc, L ro ro ro /5 ro ro 5 � cx o4 z > � � •DC7 .N C7 .DC7 .N C7 •NU .�U •N C7 •N C7 .DC7 •N C7 •DC7 COFU W Z O A G O G O G O C O C O G O C O G O G O G O G O Uc p° o0 oo oo o O o N 0 M 0 o o c 3 p w Z pi w> � w �o > o aW o t F- w_ z U �Uwo M = 2 aGi U o0 00 o0 0o 0o 00 u aM� 0] I /lfJ, �-- L L 1-i 4r L 1.. .-U. U W P I 3 O O h O O O O v_1 O O II 0 O x� w O �+ + + �+ + _O + + + + + �+ mvOimm Z m Z oo rt t- r- r- n t- r- r- n 00 f+^,I C o d Q Q Q Q Q Q Q Q Q Q V) Vi V] Vi V] Q E" I F c au G on C on G o0 G ou G ou G C a on G o0 G on G ou G bq `c3 `cd bo c`v c`d a c`d a c`d a a c`d a ro a c`a a a c''d a c`d a o o 000 Za °a 3 3 3 3 3 3 3 3 3 3 3 to.ow G_ W w w w w u w w w w w C w0 ¢w0 1. ca ci F.o vE0.2w o Ca N 0 F5 O 0 z C7 4 CQ7 00 z C7 z C7 0 z 0 z 0 z m� 2 �om°ca z° z z � N W W 0 0 IM �' m m 01 O N O N O N O N O N O N O N O N O N O N O N 7 Zt t C ca z¢ a0 Oil z v C r o0 01 O N M '7 �n FL VU7 F z N N N N N N II II II II L_j U W VA I MILLER ENGINEERING &TESTING INC. MANCHESTER, NH (603) 668-6016 NORTHBORO, MA (508) 393-2607 BOSTON, MA (617) 269-8829 FAX: (603) 668-8641 FAX: (508) 393-8490 FAX: (617) 269-8837 PROJECT: BRIGHTVIEW, NORTH ANDOVER PROJECT NO: 12.064.NH NORTH ANDOVER, MA CONTRACTOR: PRO CON / EARTH CLIENT: BRIGHTVIEW NORTH ANDOVER, LLC WEATHER: PARTLY SUNNY, 40-50° DATE: 04-12-12 SOILS FIELD REPORT PURPOSE: To perform Field Density tests on previously placed and compacted material. WORK ACCOMPLISHED: Field Density tests were performed today in the vicinity of the western footing area of Building -C. These tests were performed on an on-site sand and gravel material at various elevations. Field Density Tests were performed on this date, by using the Campbell Pacific Nuclear Density Gauge. The results of these tests indicated adequate compaction, as the measured densities were at least 92 percent of the maximum dry density, as determined by ASTM D1557 test method. Please refer to today's Compaction Control Summary for Field Density test locations and results. PREPARED BY: Paul LaRose ro :3 � G L O � II Ho >� c�a C7N�� C�7Ca7av¢i C — V L G co cz O y -se 0 u m p] E- II II x 3C�7ne �ox WFrUm �3 L ty..i y ('J 0 ob �o =„wa cn o th ;,emu u u 00 vi0wF- CO am CO CO cn cn G C o w c ti w� 50 o0 ro 0 m O o 0 3 o ° u II W II II w O u- u... O�O0m � •O L 6hw =' UGs II II II II HH.Uw,C7 cG� a E E ¢ ¢ ¢ Q ¢ ¢ ¢ 0 U z O FU U a„•° d Rd '� W) v, If) W) v1 v1 � OU U � Fw. Q 00 00 M y as .. . e o o o 0 0 M (O w Q L do O O V o 4 CD ccq ems- II U U v^ � d k z Q AWL p N 00 O 7 7 D\ a A .- E L •� w a N M � O 00 00 u C 7 7 7 7 V 7 o a w w l o oid c Old c a o a v a co z Ucd Z O O O O O O O O Lu Q 0.0 = U c°o 0 0 0 0 0 0 I O Z ; S.B. SAGER & ASSOCIATES, INC. CONSULTING ENGINEERS 2 Canton Street, Suite B-229 Stoughton, MA 02072 Tel: 781-341-4770 Fax: 781-341-6020 January 29, 2013 Florence Electric 290 Pine Street Canton, MA 02021 Attn: Walter Nunes Re: Brightview Senior Living Center Back -to -Back Outlet Boxes SBSA Project# 12016 Dear Walter, As we understand it, there are some locations on the above -referenced project that required the use of back-to-back outlet boxes in the walls due to the spacing of the studs. For those locations, we recommend the use of a moldable putty pad to protect the boxes. The fire barrier product, as manufactured by 3M and distributed by Fire Retardants Inc., is an acceptable product to use in this application, provided the boxes are completely wrapped as indicated in the installation diagrams. Very truly yours, Kurt Sager, President S.B. Sager & Associates, Inc. KS/kJ 12016backtobackoutletboxes012913. florence S.B. SAGER & ASSOCIATES, INC. CONSULTING ENGINEERS 2 Canton Street, Suite B-229 Stoughton, MA 02072 Tel: 781-341-4770 Fax: 781-341-6020 January 29, 2013 Florence Electric 290 Pine Street Canton, MA 02021 Attn: Walter Nunes Re: Brightview Senior Living Center Non -Metallic Ceiling -Mounted Boxes SBSA Project# 12016 Dear Walter, As we understand it, the wood -framed ceiling contains non-metallic boxes for fixtures. We further understand that the boxes are types "EZ20CN" and "EZ20CH". In reviewing the UL Online Certification Directory CEYY.R18795, it is clear that these types of boxes are acceptable "for use in the ceiling of fire resistance floor -ceiling assemblies constructed with wood joists, wood flooring and gypsum wallboard ceilings with 2 hours or less classification." Based on this, we find the use of such products acceptable for this application. Very truly yours, Kurt Sager, President S.B. Sager & Associates, Inc. KS/kj 12016nonmetallicceilingmountedboxes012913. florence Firestop Associates, Inc. January 25, 2013 Florence Electric LLC 125 John Hancock Road, Suite #4 Taunton, MA 02780 Attn: Walter Nunes Re: Brightview Senior Living, North Andover, MA Certificate of Installation; Section C --4th Floor *** Certificate of Installation *** We, Firestop Associates. Inc., subcontractor to Florence Electric LLC. hereby certify the installations of all fire rated penetrations in Section C. 4th Floor to be sealed in accordance with UL Systems on the Brightview Senior Living, North Andover, MA project, per manufacturer's recommendations as specified in approved firestop product submittal. Further, all firestop installations have been performed by product certified, trained and qualified installers. Sincerely, Firestop Associates, Inc. Carol L. Barber Corporate Officer, Secretary FIRESTOP & SMOKESEAL SPECIALISTS Mtn Ai7gAddress: 554 Boston Post Road, #384, Orange, CT 06477 . tel/fax 203-795-3701 firestopossociatesC hotmail.coin Firestop Associates, Inc. January 24, 2013 Hart Mechanical, Inc. 293 Oakwood Drive Glastonbury, CT 06033 Attn: Tyler Miller Cc: Tiffany Moody Re: Brightview Senior Living, North Andover, MA Certificate of Installation; Section C -4th Floor *** Certificate of Installation *** We, Firestop Associates. Inc., subcontractor to Hart Mechanical. Inc.. hereby certify the installations of all fire rated penetrations in Section C. 4th Floor to be sealed in accordance with UL Systems on the Brightview Senior Living, North Andover. MA project, per manufacturer's recommendations as specified in approved firestop product submittal. Further, all firestop installations have been performed by product certified, trained and qualified installers. Sincerely, Firestop Associates, Inc. Carol L. Barber Corporate Officer, Secretary FIRESTOP & SMOKESEAL SPECIALISTS Mailing Address. 554 Boston Post Road, #384, Orange, CT 06477 tel/fax 203-795-3701 . firestopassociates@hotmail.com ALL -TEMP IIVAC CORP. X111. CARDIA RI) MANCHESTER NH 0.3109 Tel: (603)-623-5977 Fax (603)-623-7062 Fax January 25, 2013 Pro Con Incorporated 1.359 Daniel Webster Highway Hooksett, NH 03108 Attn: Wally Ryan Re: Brightview North Andover, Dear Wally, All fourth floor firecaulking for "C" wing is complete Sincerely, iv Joseph Gagnon Vice President December 17, 2012 DESIGN DAY MECHANICALS INC The Commonwealth of Massachusetts State Building Code Construction Control Affidavit Project: Brightview 1275 Turnpike Road North Andover, Massachusetts Engineer: David E. Goddard, P.E. Design Day Mechanicals, Inc, 1 Mapleleaf Drive, Nashua, NH 03062 In accordance with Section 116.0 of the Massachusetts State Building Code, 1, David E. Goddard Registration No. 31095, being a registered Professional Engineer, hereby certify that Douglas C. Waitt, my assigned representatives from Design Day Mechanicals, Inc. (DDMI) has been present on the construction site to determine that the work is proceeding in accordance with the documents approved for the Building Permit, as required in Section 116.2.2, item 3 as outlined below. November 26, 2012 Observed;rough-in ductwork within Area C, as shown on approved DDMI drawings M -1.1C, 1.2C, 1.3C and 1.4C. Ductwork was properly fabricated, installed and sealed, and, properly insulated. ,, .. Respectfully submitted, David E. Goddard, P.E. Professional Engineer #31095 iicals, Inc. David E. Goddard, RE . 1 Mapteleaf Drive, Nashua, NH 03062 . (603) 888.1632 davidegoddard@Ilye,com Douglas C. Waitt P.O. Box 447, New Ipswich, NH 03071 • (603) 291-0111 • dougwgitt@oomcast.net Richard D, Gagnon 84 Gilford Street, Manchester, NH 03102 • (603) 668-5027 . rdglhg@comcast.net John L. Waitt . 148 Beaver Ridge Road, Center Barnstead, NH 03225 0 (603) 269-7253 . )Iwdd@tds.net Phase Construction Control Document 4 To be submitted at completion of required site reviews of phase construction for work per the 80' edition of the Y A Massachusetts State Building Code, 780 CMR, Section 107.6.2.2 Project Title: Brightview Senior Living Ctr Date: 01/21/13 Permit No. Property Address: 1275 Turnpike Street, North Andover MA I, Stephen B. Sager, P.E. MA Registration Number: 38799 Expirationdate: 06/30/14 am a registered design professional and I hereby certify that I or my designee have inspected the following work, and I certify that the work has been performed in a manner consistent with the approved plans and specifications for the following phase of construction as indicated: Required Site Review and (to be performed by the appropriate r istered des an Documentation for Phase Construction " rofessional or his/her designee or M.G.L.c 112 §81 R contractor Site Review and Documentation R Site Review and Documentation R Soil condition and analysis Energy efficiency Footing and Foundation, including Reinforcement and Foundation attachment Fire Alarm Installation Concrete Floor and Under Floor Fire Suppression Installation Lowest Floor Flood Elevation Field Reports' Structural Frame — wall/floor/roof Carbon Monoxide Detection S stem Lath and Plaster/Gypsum Seismic reinforcement Fire Resistant Wall/Partitions framing Smoke Control Systems Fire Resistant Wall/Partitions finish attachments Smoke and Heat Vents Above Ceiling inspection Accessibility 521 CMR Fire Block!ng/Stopping System Emergency Lighting/Exit Signage Other: X Means of Egress Componentels Roofing, co in System Venting Systems kitchen chemical fume Mechanical Systems Special Inspections (Section 1704): Indicate with an `x' the work you reviewed for compliance with the approved plans and specifications and describe in detail below. 2. Include NFPA 72 test and acceptance documentation 3. Include applicable NEPA 13, 13R, 131), 14, 15, 17, 20, 241, etc. • test and acceptance documentation 4. Include NFPA 720 Record of Completion and Inspection and Test Form 5. Include field reports and related documentation 6. Nothing contained within construction control shall have the effect of waiving or limiting the building official's authority to enforce this code with respect to examination of the contract documents, including plans, computations and specifications, and field inspections. Work Description': 3rd & 4th Floor C -Wing These areas were reviewed prior to requesting a rough wiring inspection. detail the nock (.e. inspected. Enter in the space to the right a "wet" or electronic signature and seal: Phone number: 781-341-4770 Building Official Use Only Building Official Name: Trial Version 10 09 2012 and ksager@sbsager.com Date: tthich mat D. Robert Nicetta, Building Commissioner TOWN OF NORTH ANDOVER OFFICE OF BUILDING DEPARTMENT 400 Osgood Street North Andover, Massachusetts 01845 Telephone (978) 688-95454 Fax (978) 688-9542 CONTROL CONSTRUCTION- SECTION 107.6 M.S.B.C. CERTIFICATE OF ENGINEERING/ARCHITECTURE BULDING INSPECTOR TOWN OF NORTH ANDOVER 400 OSGOOD STREET NORTH ANDOVER MA 01845 I, Domenic A. Ciolino HEREBY CERTIFY THAT. THE BUILDING CONSTRUCTED AT Brightview— WinjzC, 1275 Turnpike Street DOES CONFORM IN ALL RESPECTS TO THE MASSACHUSETTS STATE BUILDING CODE AND APPLICABLE FEDERAL REGULATIONS FOR THE FOLLOWING: Fire Protection Installation in New Residential Apartment Building, Wing C only. System is approximately 80% roughed -in at this point. All work observed appears to be installed in accordance with theAu"&�setts Building Code, 8a' Edition. �``� z� �G Q Dow -NIC NC 1 L ciai.tirso a ME P{><gTECi10N rn x.4i6W AUTHORIZED SIGNATURE: DATE: January 11, 2013 REGISTRATION: MA. Lie. No. 41630 Control Construction Form revised 11.15.2004 BOARD OF APPEALS 688-9541 CONSERVATION 688-9530 HEALTH 688-9540 PLANNING 688-9535 A*LLIE93D consulting engineering services, inc. Field Visit Report Project: Brightview North Andover Address: 1275 Turnpike St., North Andover MA Attendees Pietro Pastore Observations 1. Reviewed rough plumbing systems in Section "C" wing. Date of Visit: 12-13-12 2. All Section "C" rough plumbing systems have been installed either in accordance with the construction documents or in an approved alternative manner. Prepared By: Pietro Pastore, Allied Consulting Engineering Services rick, Rhode Island 02888 7888 Fax: 401.784.6708 alliedconsulting.net PRO CONoo INCORPORATED Design and Construction Management Letter of Transmittal Project: Brightview North Andover Project Number: 30112 To: Gerald Brown Company: Town of North Andover Address: 1600 Osgood Street North Andover, MA 01845 From: Erik Anderson AIA RE: Field Reports cc: Mike Callihan Description: (1) copy of Field Report #0 1 -07/10/12 (1) copy of Field Report #02 - 08/22/12 Date: 8/27/2012 Copies: 1 Task Code: 55320 For approval ❑ For review and comment ❑ Sent via: Second Day For your use W As requested ❑ Remarks: Mr. Brown, As required by the Massachusetts Building Code, I will be forwarding you field reports from this office pertaining to the construction of the Brightview Senior Living facility at 1275 Turnpike Street. I am the project architect for Pro Con Inc, the architect, structural engineer and construction manager for this project. The first two field reports are enclosed. If you have any questions please call me at the number below. Thank you, Erik D. Anderson, AIA, LEED AP BD+C Senior Project Architect www.proconinc.com A Stebbins Company P.O. Box 4430, Manchester, NH 03108 www.proconinc.com 603-623-8811 Fax: 603-623-7250 PRO CON4 INCORPORATED Dtsign mei! Constntetion Management ARCHITECTURAL FIELD OBSERVATION REPORT DATE: June 10, 2012 PROJECT: Brightview — North Andover Senior Living FIELD REPORT # PROJECT # 301112 DATE OF VISIT: July 10, 2012 TIME: 1:00 pm WEATHER: Sunny/dry TEMP RANGE: 82° F PRESENT AT SITE: (WR) Wally Ryan / PCI, (RB) Ray Bolouk / PCI, (CB) Carey Babyak / PCIA, & Tyler Miller / Hart Mech. REPORT BY: Carey Babyak / PCIA The following represents this writer's observations and notations at the site. Any errors or discrepancies should be brought to the attention of the writer. No comment contained herein authorizes expenditure beyond scope of work without prior written change order from the Contractor / Owner / Construction Manager. WORK IN PROGRESS: (appears to be per job requirements unless noted.) • Formwork for foundation walls of building part `B' being set-up. (commercial kitchen & utility area) • Site work: excavation and parking lot retaining wall work in -progress. • CMU Stair No. 4 shaft nearly complete. • Preparatory work for CMU Stair No. 2 shaft in progress. • Preliminary building part `C' under -slab layout work in -progress OPEN ITEMS: (from previous reports.) Date # Item Noted Ball In Court 07/10-00 None OBSERVATIONS: 07/10-01 Footings and foundations for building part'C' complete and backfilled. No Action Required 07/10-03 Stair No. 4 masonry opening for exterior door at first floor level not aligned with masonry openings for windows above per recently issued ASI/sketch and field direction from WR. Spoke to WR who will have the mason relocate the masonry opening for the door so it aligns with the masonry openings above. Open Item CB/WR 07/10-03 Large tears and gouges in exposed foundation/retaining wall insulation at building part'C' to be repaired/patched as required. WR to safeguard future exposed foundation insulation with temporary protection board as required. Open Item WR End of Report Copies to: Mike Callihan, Ray Bolouk, Erik Anderson, Matt LaBrecque, & Joe Downey A Division Of Pro Con, Incorporated P.O. Box 4430, Manchester, New Hampshire 03108.603-623-8811 • Fax: 603-623-7250 Page 1 of 1 A PRO CON# INCORPORArTED Design and Cott struction Alanagetttent ARCHITECTURAL FIELD OBSERVATION REPORT DATE: August 22, 2012 PROJECT: Brightview — North Andover Senior Living FIELD REPORT # 02 PROJECT # 301112 DATE OF VISIT: August 22, 2012 TIME: 11:30 am WEATHER: Sunny/dry TEMP RANGE: 82° F PRESENT AT SITE: (WR) Wally Ryan / PCI, (MC) Mike Callihan / PCI, (PG) Paul Goldberg / PCIA, (JLD) Joe Downey / PCIA. REPORT BY: Joe Downey / PCIA The following represents this writer's observations and notations at the site. Any errors or discrepancies should be brought to the attention of the writer. No comment contained herein authorizes expenditure beyond scope of work without prior written change order from the Contractor / Owner / Construction Manager. WORK IN PROGRESS: (appears to be perjob requirements unless noted.) • Wood Framing at Wing "C" in progress. 3rd level floor trusses being placed. • Formwork for foundation walls of building part `A' being set-up. • Site work: in -progress. • CMU Elev No. 1 shaft nearly complete. OPEN ITEMS: (from previous reports.) Date # Item Noted Ball In Court 07/10-03 Stair No. 4 masonry opening for exterior door at first floor level not aligned with masonry openings for windows above per recently issued ASI/sketch and field direction from WR. Spoke to WR who will have the mason relocate the masonry opening for the door so it aligns with the masonry openings above. 08/22/12 — Item Closed. Relocation of this door will not be required. 07/10-03 Large tears and gouges in exposed foundation/retaining wall insulation at building part 'C' to be repaired/patched as required. WR to safeguard future exposed foundation insulation with temporary protection board as required. 08/22/12 — Item Closed. OBSERVATIONS: 08/22-01 Install an additional 2x6 stud in noted panel once the cable has been removed. This shall be for all levels. (See attached photo 08/22-01) WR 08/22-02 Install a 2x6 "sister" stud 4ft min in length at all wall panel studs where a "Lifting" hole has been drilled. Advise not to drill this hole in future wall panel stud members. (See attached photo 08/22-02) WR 08/22-03 Observed two 2nd level floor trusses that have been repaired. Truss repairs appear to be within Unit IL -02a — 141. Please forward these approved truss repair by the truss designer tour office for record. (See attached photo 08/22-03) WR/RB A Division Of Pro Con, Incorporated P.O. Box 4430, Manchester, New Hampshire 03108 • 603-623-8811 • Fax: 603-623-7250 Page 1 of 2 Brightview Senior Living (Billerica, MA) 08/22/04 Install a 2x6 "sister" stud 4ft min in length where wall panel stud has been notched. Located in room IL -09a. See attached photo 08/22-04) WR 08/22-05 Corridor 2x12 strong back: Ensure a minimum of (6) 3 1/4" x .120 nails are installed per SK -S 19.4 (alternative nailing) requested by framer, 08/02/12. A minimum of (5) 16 D Box nails are detailed. (See attached photo 08/22-05) WR 08/22-06 Elevator #02: Ensure reinforcement is placed per detail l a/S3.1 prior to blocking in the missed elevator door openings. Note: WR has informed the Str'l Engineer that bond beams have been placed at the door headers and at floor level. (See attached photo 08/22-06) WR 08/22-07 Ledge encountered at line A.1 between A.A and A.B lines. PMG waiting for additional field information from WR before issuing final directive for footings and walls in this area. (See attached photo 08/22-07) WR 08/22-08 Observed at Stair Tower #4 that the window opening between stair landing 2 and 3 is incorrect size. Please adjust opening to match the other two within the same tower. WR NOTE: PLEASE FORWARD CONFIRMATION AND /OR PICTURES OF EACH ITEM COMPLETED TO THE PROJECT ARCHITECT AND/ OR PROJECT STRUCTURAL ENGINEER. Copies to: Mike Callihan, Ray Bolouk, Wally Ryan, Erik Anderson, Matt LaBrecclue, Paul Goldberg, Carey Babyak, Jim Loft A Division Of Pro Con, Incorporated P.O. Box 4430, Manchester, New Hampshire 03108 • 603-623-8811 • Fax: 603-623-7250 Page 2 of 2 I k i q z j r4 Jk# _ a 0 CD 1 ak CD .``- a9 i i'4y�wY"i�4°y �IF phi ? ✓ I VF { O"W" +nY, 3 § tW.tW P 'So t h' $H tt'k+i4�'} = `.. g' _ .sj, K, em a J `PCC; R art} ON ��`�3' }��t{ �, f"� `��f. �t � �»��} �"�5 ���1Pgg�„�'t • � gyp{ cn 0 07 IVAYM�,1,24 RI, `- §.`,'q%y€ax apt%y,alqCD r CL J y� It _ ....-.-..�-.-�.•� -.. � � �r - t No a)-0 CT ZCD0 mm a. < n � CD o o cn < v Q Cn `° v -- CD w CD 37 CD v M CD- —CSD N. *k oQ3 o CnCn oo� o 0CDo 0 < o = OL) CDCD cn o =3 CD CD CD 3 m Ey.o -� E3 CD =� 5• 3 W CD CD � CD r --I- CD CC n C/)cn m Zn 0- x{ ;} � �,'�b ` L�i, � -���, `� ��at�[,�' � ��.,S.i �j��5.rx��„ yl�� ).', �Ft�4s 4.�'�.�rP 4�� r' �rlr +1� � �'i� ��' • -: t - �ti� X X tt v i,. s e`'r'tV'tJ'j�' }.. °��• t # Sr i +1 } �'i T a Lk 63 Q ,.i S�'*,'y t �Y f, i + " {. 5a• ^r \��v,. y�y e �' t� �, Llr i e ihj t" Vv. ,.', ��y } ,r�1�� ��t� ��i � t\� ,ft • � \����� � .e SkFr �7 � � , 4� '^ ,_ ``ai`t?�'jt4i� :Tei` 1 5 ii,''"' t55;`, tt',`_j! 4}'i�r r `',< t+;t,,'` t yir; VV f* � 7d �wi S x �) 7 � D� � trt', !� T „� �i-•5 1 �. � �. �,f i` x � • s i �� � � e 4� } e � t r r tri �', tg;� `• , � 1 � ��^.*d} `F7`�''• � y • '".•{ %tL yr , + �'�•.< i" ita�,jF 4 a � Q t�:t ► \y4: i•.S ` � � s - k .. {j Qt Ar "`# at; .+ T! � t 't t t' i'tr�11Jy 1` ti t F 'd t 1 lt•1� (� r r :�e3 + lvkiie>i i � aF Yr i'r 1 jy i�n t e �q,jilt rw , !�t s � u 11141 �i 4 kE $1y -'4 };t� 'vF'a�Vi+�' �x 14•; 1t "r,� 'J", ti Vii }; i -';1 '2$•L ' i '� 1M 'TRLS , t t • 11bi... ` t €�'i da, +�.. { .. U # Y r 1 'A'1 _ .z tF{, p ttf� r CD 4}, o: ` a. tt Sii L F �r• ,tk€ �' `4 # tl s a #+n1 v ?.{ ' y5 �t •� a � u 1 t:"„ � ,� ;` a �,A ,vt (�r y.�id��� ,� xU# � ; . �� Tr t1 /�a C V 4ivx� w1 �•�'�'h ` tip i sr1 �, ��\ i'� 4 i a �';� m4� j,A-�l. v � �.. t!��G... Y"+t # i � t � t �s �� :-9`�<5�{•e;l�`y�,?, ��'Sv 's ji�� .� s� � rk. �"�,ti �t�r � F O CD CD O 7 1 =7 C ' y CD . �' a hi � . '" �� #^ Y� a�1w�`te 'sit r `w.�N9 � � > T•Ti r lam,,. � „ t ' SL ��y� y} \i.�.. � , ♦'{' _, t 4 a r 4 ti�'k ' i (_ ,} . i �a �'`-�2.�)�i�F °� PM .. � i, •�t't ak s`i ��u)"„r�{-.� �� t " � a e�yi e�f + �fL� � r ,a Ewi ,`,tc�����i jff�•Li: 5 r�. F'l '�b^i ' r+i l r � �! ' be G `°i; z .'�4,�,•' >-ti• :� Tc t`•'e ��a 41 ,,'� i t .,.'i r,,` 1 AP� �t�s=Ilk y1 '� i S S,� �ieajY 1 } iy(S i f: ` f15y�i 4 ! Y * ,y v. ry a w :t' i° '_ r r 6i1 • i� *,. !'C p tP.� ,a r �•'�LT �` as �i � 1�'�' )����j`t`,� 0 '+)'�'; 7 �.t'^t r!���R y,ri';l i �r S`+ �'7 }} � •1 �{ }'"`+R � :t`a{.. �.-:'f's 40j �, �� t'�;y"G At .jl���i'i y c \ jj.;. Y r L s e fa A � Z w LA th _ ., i+,"""< .. ---"' ; *iq•,{y�yF:., NA ,'{ta. y" �Jl ti�As i�t ;Khi t4,#�'.�t: �' t 1 'T •� �' '•r , ^» i P�.t ' r�lt �#�+St [ y i� .t. �ra, +i�" �'�a {� � r 1 Yi , k `f h 7 l t.t i•'i1 a �i .. z }.., ' tar r .`cij : �.� t+�} i"�:Ztea-��i�4��}?'�itti.`ka tr�j.Yet,...�Y��.`>:�1 ,r� �F,� •��'' .� �} �1�i�E`��".�F{,'4s��'�y�:��i��-a"M,�:..s I����� `i� �w'��, iZµ ✓���t�„e��'"' S '� 4p" � a+ ?�� q'^;?rwo,", `• .d �a`sir"'�4 "\'r� ; "'�:. L �o4,ltai �„ 7'•xlti(�. k,yi .. t 11 }° 5 i{' _ i4 e �".lo". :nt�i'�.' it 'st x' �r .. � t !{P � :.s '•! "�F`.�,i�� fi •+z.. ^� \ ` Mi t� )* i ? T4it f# }�A� S} lei 4ti iy rt.'�tkr tijr4{{TiltV lit a r�!'i„, +} al{ , p � i � �f"��, � , ..��+�+e��. +i+ t ii}� � iq;, � � etLl{% 1�lE xN+{+�at.•i +.<e �!!.3 5��� ,#`ke .tY �: +4l ['i +ti �^$if L1.r + •1 Sfli,� il.. l4 # e. . � tky 4'rT , y4 •p� E y 3.•. ,r i�{,jji-J i4 r + i#�'��� ;{ .?� V& 'ti� �+kE 1'`x i •tic r , rli h ��`i iV. r)tit. `; s<i ' ;. t'f ' `�' ]il+., ifi ' ,., Jt• , e `^+ < •L 9x FJ a ,. , i a'' -j 'R i� {, ..t� .Yc�- - t �;yi Fr*s.,,: , r,f{i" p \ uu�YY� � .�tlr � + a 'i#•p�e i#'t, ti�t�a t"sA- - � - �#� ,�. it i}^4t��}� �� -�n'�" {�, � i'�g , '� � t � � ur,T;�;`•'i P�r��-.. ,e tr / `'��5��"�i l<c ;�i11����� �ji,{ t �} �}+ .)t��'q��� S� ��{ �r�t .ti•1'� i'£ i�� ter. � �H *s�„. a' 1 � 1 � �• . . 7 +�� j+'`f� rt� �•t}� 'tl,��i�+t ( 1 �i.\C' � t #s .�, ,� $t?itco 14 aar r i� ltF = i( - #r { t 1^''XA1✓tt ,� ' ! i 1 ti t2\ a 4S. .},a• § : ^ "`ti� rat E �t .. its, x r�irt 1 •ILIt • - Brown, Gerald From: Erik Anderson [eanderson@proconinc.com] Sent: Monday, August 27, 2012 8:29 AM To: Brown, Gerald Cc: Mike Callihan; Matt LaBrecque; Joe Downey Subject: Brightview Senior Housing Field Reports Attachments: Arch Field Report 2012-0710.pdf; Arch Field Report 2012-0822.pdf Mr. Brown, as required by the Massachusetts Building Code, I will be forwarding you field reports from this office pertaining to the construction of the Brightview Senior Living facility at 1275 Turnpike Street. I am the project architect for Pro Con Inc, the architect, structural engineer and construction manager for this project. The first two field reports are attached. If you have any questions please call me at the number below. Hard copies will be forwarded via USPS as well. Thank you, Erik D. Anderson, AIA, LEED AP BD+C Senior Project Architect www.proconinc.com eanderson@proconinc.com . 603.518.2258 Fax 603.623.7250 PRO CON,4,# INCORPORATED Design and Constl°uetaion Management Please note the Massachusetts Secretary of State's office has determined that most emails to and from municipal offices and officials are public records. For more information please refer to: htta://www.sec.state.ma.uslure/ureidx.htm. Please consider the environment before printing this email. IBRO CON # INCORPORATED Design and Construction Management ARCHITECTURAL FIELD OBSERVATION REPORT DATE: August 22, 2012 PROJECT: Brightview — North Andover Senior Living FIELD REPORT # 02 PROJECT # 301112 DATE OF VISIT: August 22, 2012 TIME: 11:30 am WEATHER: Sunny/dry TEMP RANGE: 82° F PRESENT AT SITE: (WR) Wally Ryan / PCI, (MC) Mike Callihan / PCI, (PG) Paul Goldberg / PCIA, (JLD) Joe Downey / PCIA. REPORT BY: Joe Downey / PCIA The following represents this writer's observations and notations at the site. Any errors or discrepancies should be brought to the attention of the writer. No comment contained herein authorizes expenditure beyond scope of work without prior written change order from the Contractor / Owner / Construction Manager. WORK IN PROGRESS: (appears to be per job requirements unless noted.) • Wood Framing at Wing "C" in progress. 3Td level floor trusses being placed. • Formwork for foundation walls of building part `A' being set-up. • Site work: in -progress. • CMU Elev No. 1 shaft nearly complete. OPEN ITEMS: (from previous reports.) Date # Item Noted BaH In Court 07/10-03 Stair No. 4 masonry opening for exterior door at first floor level not aligned with masonry openings for windows above per recently issued ASI/sketch and field direction from WR. Spoke to WR who will have the mason relocate the masonry opening for the door so it aligns with the masonry openings above. 08/22/12 — Item Closed. Relocation of this door will not be required. 07/10-03 Large tears and gouges in exposed foundation/retaining wall insulation at building part 'C' to be repaired/patched as required. WR to safeguard future exposed foundation insulation with temporary protection board as required. 08/22/12 — Item Closed. OBSERVATIONS: 08/22-01 Install an additional 2x6 stud in noted panel once the cable has been removed. This shall be for all levels. (See attached photo 08/22-01) WR. 08/22-02 Install a 2x6 "sister" stud 4ft min in length at all wall panel studs where a "Lifting" hole has been drilled. Advise not to drill this hole in future wall panel stud members. (See attached photo 08/22-02) WR 08/22-03 Observed two 2nd level floor trusses that have been repaired. Truss repairs appear to be within Unit IL -02a — 141. Please forward these approved truss repair by the truss designer tour office for record. (See attached photo 08/22-03) WR/RB A Division Of Pro Con, Incorporated P.O. Box 4430, Manchester, New Hampshire 03108 •603-623-881 1 • Fax: 603-623-7250 Page 1 of 2 Brighh iew Senior Living (Billerica, MA) 08/22/04 Install a 2x6 "sister" stud 4ft min in length where wall panel stud has been notched. Located in room IL -09a. See attached photo 08/22-04) WR 08/22-05 Corridor 2x12 strong back: Ensure a minimum of (6) 3 I/4" x .120 nails are installed per SK -519.4 (alternative nailing) requested by framer, 08/02/12. A minimum of (5) 16 D Box nails are detailed. (See attached photo 08/22-05) WR 08/22-06 Elevator #02: Ensure reinforcement is placed per detail la/S3.1 prior to blocking in the missed elevator door openings. Note: WR has informed the Str'1 Engineer that bond beams have been placed at the door headers and at floor level. (See attached photo 08/22-06) WR 08/22-07 Ledge encountered at line A.l between A.A and A.B lines. PMG waiting for additional field information from WR before issuing final directive for footings and walls in this area. (See attached photo 08/22-07) WR 08/22-08 Observed at Stair Tower #4 that the window opening between stair landing 2 and 3 is incorrect size. Please adjust opening to match the other two within the same tower. WR NOTE: PLEASE FORWARD CONFIRMATION AND /OR PICTURES OF EACH ITEM COMPLETED TO THE PROJECT ARCHITECT AND/ OR PROJECT STRUCTURAL ENGINEER. Copies to: Mike Callihan, Ray Bolouk, Wally Ryan, Erik Anderson, Matt LaBrecque, Paul Goldberg, Carey Babyak, Jim Loft A Division Of Pro Con, Incorporated P.O. Box 4430, Manchester, New Hampshire 03108 •603-623-881 1 • Fax: 603-623-7250 Page 2 of 2 Q Z w w O CN LU X Q Q z J 410 J Q Q M Z Z XO ZW 00 m > CO Q Z N � � LO X Z ~ LL O O w d. D N D Z �Cl) Cf) N� U W cn w < W UJ W _ AW LL U) a M Z r++ w Q ` .. .. - JCO'F - Q Z w w O CN LU X Q Q z J 410 J Q Q M Z Z XO ZW 00 m > CO Q Z N � � LO X Z ~ LL O O w d. D N D Z �Cl) Cf) N� U W cn w < IL 4 I 4 _0 C/) U) C/) a) -b-i a) cn a) N m E E m (D Ea) a) a_ c a ) > a) a) 0)0-- _0 0 cn m (D CM U) 0 0 > a) C) 0 0 0 -0 -C O� LU E CU 70 'o 0 0 o CUm > o > 0 a) CU -0 a) W U W m -a cx a) 7FD 0 Z a) IS -0 0 .0 CU Hca I 4 W *,, s j n1s_ i Sq CD N °all00 t�t ��y7_ ^,z r �i i p . xa75 .i k,. . i ! °sa r :�L+, j�l W r°e+coj 4;rt�ra°F:" ry'• * 4 �kyF 1'ga'a�x °Lr}��`}x��4'Y�� L 'i k ti / , r'.. t+�z'}� + F' r � s + `�' G`r � a �; � � �r f}.{•,x .. ri IO Vila, � �� x',�� �'� , ': J' +. cry 1i ,��'.�p� "t iota y� ��y�'''� r A13i ' �•�ts;� 4' t�I`�'� �+� C 3' ,�+� � � �.3,�;� ° rLi x•� -�� � s 1 } '` p4`}{r.= p � r = + ; �d,Y s �+`= "`ire ai7�icze�`'�'d� f+i�'�a`{i��`?� 'e fir,"��ty,�K" �L i ��-.;r baa;"� ,3 'd•!'� s ��'" �'�i41� r�c '"3F`��-.lrf�`� lv�. F : '��s.�'��„5",i'g �3 �• -Re � ?^ Y � -C `r "[�`- int.; {*�,.,,ke,_ '�{ i�,.k ������4�i+ �$r i"'' ' �; ��• '�. ,' � r d� ;Ap V7gat s tt - r �� ,L a,�—,�'�•' �-"u .r e e'Ira .'�°'..�i4 r � Y A34 �� '7R.i �a ♦ � ;�L r i C r--,rf' �r U) tr x ^ .r. r (Q �--• + .r 1 1t�'9s'L�F•4klly+T 3 rtv `qe 1 4 D LL y r kik cu L is � .4�� , [ 4�'� � }s'1 j1�5[�^, �a �[+•,�3R`�� 1 i4 irk ��./� l �'• W Q i e tL t l•e�l { 1i a� Ln cue + x t c 4 .p � 1 � ti ; ►{ t; `k owm � �3�•�s'�ti�a tr��yy�e*}�+r ``�`, r.,4a�s {]}xa? ��r 71�1y w �ik1 r i`� vo kzl� sof. O N N 00 O F- E 4 N O �x, N N 00O d � O � CU cu.� cm i C6 d' �r U) CU (CT _� T) .Q n cu -F=CCT QC- z F b d � O � CU cu.� cm i C6 d' �r U) CU (CT _� T) .Q n cu -F=CCT QC- O 1 N O V k e • 1 f 1 1 ••c i u 1 1 1' cu CU df p F, F y • • } € • 1 * w � M 1 - ` 1$ • • ■R 4-0 CU cn El • 1 1 • 01 cn cu CU v vm. fpr V� f �g 1 1' fpr f �g fpr MILLER ENGINEERING & TESTING, INC. Manchester, NH Northboro, MA Boston, MA 0i, (603) 668-6016 (508)393-2607 (617) 269-8829 Project Name: BRIGHTVIEW, NORTH ANDOVER Compressive Strength Results of Cylindrical Concrete Specimen ASTM C 39 Client: BRIGHVIEW, NORTH ANDOVER Set No.: 19 E -H Project No.: 12.064.NH Total Location: Footing Line B-20 at B -C.1 to Line C-3.8 at C -A.25 Foundation Wall Line B-15 at B-13.3 to Line B-9.7 at B -C Sample Information (ASTM C31) Set No.: 19 E -H Truck No.: 156 Water Added (gals): N Area - (int) Date Placed: 7/16/2012 Ticket No.: 112777 Slump (in) C 143: 4_5 Date in Lab: 7/17/2012 Cubic Yards Placed: 35.0 Air Content (%) C 231: 3_7 Sampled By: T. Young Time Batched: 12:10 PM Concrete Temp. (F): 87 12.00 28.27 Time Sampled: 1:20 PM Air Temp. (F): 93 19 G 8/13/2012 Time Finished: 1:40 PM Unit Weight (pcf) C 138: 28.27 Sample Location: Wall Line B-15 at B-13.3 to Line B-9.7 at B -C, top 3.0' Mix Information Concrete Supplier: MACLELLAN Admixtures: Mid -Ranee Mix Number: Method of Placement: Direct Mix Type: 3000-3/4 Design Strength (psi): 3000 Laboratory Test Results Sample No: = Date Broken Age (days) Diameter (in) Height (m) N Area - (int) Weight (lbs) Maximum Compressive {lbAd s) Strength % of SD Design Fracture Type 19 E 7/23/2012 7 6.00 12.00 28.27 28.20 63 640 2,250 75% 3 19F 8/13/2012 28 6.00 12.00 28.27 27.90 90,990 3,220 107% 3 19 G 8/13/2012 28 6.00 12.00 28.27 28.40 W090 3,040 101% 3 19 H Hold 6.00 12.00 28.27 Average 28 Day Compressive Strength (psi): 3,130 Strength vs Time Graph 5000 4000 a t 3000 m n 2000 1000 L_L 0 7 14 21 28 35 Age in Days TYPES OF FRACTURE ENE®® Type 1Type N 2 1111 Type 3 o Type 4 Type 6 Type 6 Comments: Reviewed by: Donald Pollard Director Of Operations 0 aaaaaaaa� �az� � c O O G a o b x y n CD. ED CD � 0 y C ID CD It o vo � co a d x � co � � -e o n O a o co z z � � � d � °Q a •J YCD � � y r" CD 0 CD z 0 �o n 0 x — r CD CNCD rCDyCD •J It CD O yz . O G� O" d ee kj A � b a G7 � CD ON Z b A C a r n O H C y O O� O `! y 3 eD i O Gly z b � Z CD CDD CD A by y0 — y � � J r �p N W � pp 00N b CD CD aaaaaaaa� �az� � c � o vo � co � co � � -e o a o co � � � � °Q a •J � � •J 0 0 n 0 •J . O G� O" d ee kj A � G7 � A C H 'f O� O `! y 3 V n b W a to co co co � � co co y y z C It x y C1 m H O b C o rm d2. x CL CA CD 0 CD CD CD CD CD 0. C/1 y�'•i O N 47 CCD Ll. � � � G Z O r� O �z n r � x o CD � � � � r — 4 CD CD a a o d o z d d r CD CD CD xQ. C�7 ITI N N Fcn r in � � � � •J � � � v(Di vOi vOi vOi �• v(Di � y Ft. �' CD �p C a y C � •J z 'r1 � � O d o � o 0 . J � c 0 b� — bCD �s oW "'D •J � N z � C C n y Ln •• O O .r "t1 ISI 90 O C O0 � i17 O O C A FrJ — n � o t7 J F,y N O) 3CD z � N Q� A �, o — y N z z a r rAn r o� �00 .,00 00 N CD CD14.aaaaaaaa� V � � � � � � � v(Di vOi vOi vOi v(Di � y Ft. �' �p C y � � d � . J � c b� �s � C fD A O O .r "t1 O suorlu.rad030 ioloanQ PJullod pluuoQ :Xq POMOIAag 9 adRl E 9 adFl 11 11 4 adA.L E £ edlll Z WAI [HE t WAI R 1XI 000£ :(?sd) gl2uo4S u2,soa 38niOnzi d0 S3dA1 :sluaww03 sAea ui a6y 9£ 8Z lZ K L 0 OOOI 0002 �n 000£ U) 0004 0009 rldvig augj SA 1118uaJIS ffjl7Lj: :(Isd) gl2uaalq aA[ssa [dwo;) Sua Q7 a2na9AV V -g Iu 8-9 aur? 01 D -g lu I'01 -g aulq s upoo j :uoiluo07 Iulo L HN'b9071 :'oN Ioafo.rd Q'V 91 :*ON;aS 'd9A0QNVH,L2H0N MHlAHDl'd9 :luailD ' HgAOQNd H L'dON MgIAJ HDI HU :Owul l loaford 6£ a MSV uatuiaadS ajaaauoa Iuapputiia 3o sjlnsag gituaajS aAissaaduio3 6Z88 -69Z (L 19) L09Z-£6£(809) 9109'899 (£09) VW `uolsog VN `olo9gpoN HN `gal a43MW DNI `DNI LS3.L 3' rONM99NIDN9 NFITIM �i' slinsag Isay faoleaoqu7 000£ :(?sd) gl2uo4S u2,soa b/£-000£ :ad,CZ xiW Iooma quauraouldJO PoglaW :zagwnN x[W :sarnlxturpd NV1913M :.rarlddnS alaaouoD u011ew.103ul xf V -g it, 8-g aur7 0l O -g Iu I'Oi -g ow -1 s ullool miluoo-1 oldwUS :8£H O (Tod) Ig�ioM hurl Wd OZ:£ :pagslui j guns, £8 :(d) 'dwaj, iiV Wd S9:z :palduruS ouri j, S8 :(j) 'duras, ala.IouoD Wd Ob:I :pogolug auras ung :Lig poldweS 8 £ :I £Z D (%) IualuOD -w 0'01 :Paould sPjBA oignD ZIOZ/01/L :qu,l ul oluQ SZ'f £t7l D (ui) dwnlS 999ZH 11 :.ON 13101,, Zl0Z/6/L WOUld aluQ :(sluff) PaPP`d 131M 6t7Z :'ON jonil Q -d 91 :.ON IOS (I£O W Ls v) u ipmojul aldweS LZ 8Z OO ZI 00,9 P10H Q 91 £ %ZZI 0L9 £ OLL £OI OO 8Z LZ 8Z OO ZI 00 9 8Z ZIOZ/9/8 D91 9 %9ZI 08L £ Ob8 90I 09'8Z LZ'8Z 00'Zl 00'9 8Z ZIOZ/9/8 991 £ 01.9L09Z Z 08b £9 00'8Z LZ 8Z OO ZI 00,9 L ZIOZ/91/L d 91 odds amlouad >jildu34S u !soa : _ JO %- (iso (S41) gl�ua4s Puo'I 0ATssa14uro l mnWIXuW a� ($qi) Ig�tbM GT) e01V - (uT) I1010H (u!) npuretQ (SX18p) 92V- uallorg aluQ .oN oldumS V -g Iu 8-9 aur? 01 D -g lu I'01 -g aulq s upoo j :uoiluo07 Iulo L HN'b9071 :'oN Ioafo.rd Q'V 91 :*ON;aS 'd9A0QNVH,L2H0N MHlAHDl'd9 :luailD ' HgAOQNd H L'dON MgIAJ HDI HU :Owul l loaford 6£ a MSV uatuiaadS ajaaauoa Iuapputiia 3o sjlnsag gituaajS aAissaaduio3 6Z88 -69Z (L 19) L09Z-£6£(809) 9109'899 (£09) VW `uolsog VN `olo9gpoN HN `gal a43MW DNI `DNI LS3.L 3' rONM99NIDN9 NFITIM �i' slinsag Isay faoleaoqu7 000£ :(?sd) gl2uo4S u2,soa b/£-000£ :ad,CZ xiW Iooma quauraouldJO PoglaW :zagwnN x[W :sarnlxturpd NV1913M :.rarlddnS alaaouoD u011ew.103ul xf V -g it, 8-g aur7 0l O -g Iu I'Oi -g ow -1 s ullool miluoo-1 oldwUS :8£H O (Tod) Ig�ioM hurl Wd OZ:£ :pagslui j guns, £8 :(d) 'dwaj, iiV Wd S9:z :palduruS ouri j, S8 :(j) 'duras, ala.IouoD Wd Ob:I :pogolug auras ung :Lig poldweS 8 £ :I £Z D (%) IualuOD -w 0'01 :Paould sPjBA oignD ZIOZ/01/L :qu,l ul oluQ SZ'f £t7l D (ui) dwnlS 999ZH 11 :.ON 13101,, Zl0Z/6/L WOUld aluQ :(sluff) PaPP`d 131M 6t7Z :'ON jonil Q -d 91 :.ON IOS (I£O W Ls v) u ipmojul aldweS V -g Iu 8-9 aur? 01 D -g lu I'01 -g aulq s upoo j :uoiluo07 Iulo L HN'b9071 :'oN Ioafo.rd Q'V 91 :*ON;aS 'd9A0QNVH,L2H0N MHlAHDl'd9 :luailD ' HgAOQNd H L'dON MgIAJ HDI HU :Owul l loaford 6£ a MSV uatuiaadS ajaaauoa Iuapputiia 3o sjlnsag gituaajS aAissaaduio3 6Z88 -69Z (L 19) L09Z-£6£(809) 9109'899 (£09) VW `uolsog VN `olo9gpoN HN `gal a43MW DNI `DNI LS3.L 3' rONM99NIDN9 NFITIM �i' e "WIT z z o g o ; R9�U Smfo � m m� �Yhili a y N561942E S24,Ss' r� i°s'm�Ei� $� �� gl A' Rtan c m y a y ,DOtl9f 3.LS.BS.L1H ^ S g zz 3 N yy 3 on 3 13 ma It z z 1 7 Fy 8g gib � � i 0o k� oBRpp 9 6"S $ _ 5 M.Sf,ZLLSS �G r24 -JY 327.2r u OisTMKr 9 OY9 w .r 2z2.sD M.SSY£LST w A45 f � o °A'E �sx45 mousiau ^vnxr, ,�'o mc,m�rswmnii�orslmcr*iL o�� W92 vy5 egti• >� 6R�� g��� ry�S a ����. y NgQ s cr FOUNDATION AS -BUILT PLAN DRVF. 09G CMC Ohm e b E s BRIGHTVIEW NORTH ANDOVER 1275 TURNPIKE STREET f i Fla NORTH ANDOVER, MA N wRVE 0k q 3 y &&& ?m a Ol PREPARED FOR �- 5' m Q SHELTER GROUP, L.L.C. 1p 218 N. CHARLES ST., SUITE 220 BALTIMORE, MD 21201 RI! 06CPoPPDN MILLER ENGINEERING & TESTING INC. MANCHESTER, NH (603) 668-6016 FAX: (603) 668-8641 NORTHBORO, MA (508) 39 FAX: (508) 393-8490 PROJECT: BRIGHTVIEW, NORTH ANDOVER PROJECT NO: NORTH ANDOVER, MA CONTRACTOR: CLIENT: BRIGHTVIEW NORTH ANDOVER, LLC WEATHER: CLEAR TO PARTLY CLOUDY DATE: SOILS FIELD REPORT PURPOSE: To observe the earthwork activities and perform Field Density tests. EQUIPMENT OPERATING: 2- Excavators 1 -Skid Steer 2 -Bulldozers WORK ACCOMPLISHED: ON, MA (617) 269-8829 FAX: (617) 269-8837 12.064.NH PRO CON / EARTH 07-12-12 2 -Vibratory Rollers 2 -Rock Trucks 2 -Vibratory Plate Compactors The undersigned observed the excavation for footing along C -A Line from approximately B-20 to C-4. Crushed stone was placed on top and compacted. The placement of backfill for Buildings -C and B was observed. Both the sand and on-site screened materials were used. Field Density Tests were performed on this date, by using the Nuclear Density Gauge. The results of these tests indicated adequate compaction, as the measured densities were at least 95 percent of the maximum dry density. Please refer to today's Compaction Control Summary for Field Density test locations and results. PREPARED BY: Thomas Young C E E ¢ Q ¢ Q ¢ ¢ ¢ ¢ ¢ Q Q U O O F- _ U U ¢ fl 3 ad L d' rn 01 01 rn rn rn rn rn ON D1 rn 00 U `nA U u w N = < ¢ °O cow z Ov �w 000 M CO d Q V Rf c L d M 00 c'! �c O� N vi r O� vi vl �O �O N O < Q E" C, C, a, N rn rn (7) C\ rn rn C,y • m N O N r II II ° V v G t� ¢w EO F^ II II 00 O M 00 �O O\ O, Vn v1 v1 v1 7 v1 7 �O oo M V1 O M O\ �-- �O O M OW A d M O M M M M O z O M M �y FSI cC C u E i >C7 VJb `� II II C ro ����///JJJ 0 0 06 N G U C7 V v< v M 00 � o 00 M � :: o � E � d d F N , 01 L 'R c O 7 O n O O O O 0q t US (] V � O G uj 3 N ca �0�pp Q w ami C ami abi y� I,° U m xw Z *= C a m 11 z F �. d u G a Q a U 0 C 2 u " Q xx /, c: Q O 'C v7 ° cn cn cn ° m cn V) cn O � z p ea y Y A v7 y? N N V n cn N N m F U m z Z 0 0 0 0 0 0 W Q Q h+ UIz 3 3 3 3 3 3 3 3 3 3 3 o 0 F 0 F 0 F 0 F 0 F 0 F 0 F o F O F O F F 23 ` W� Z \ m m m m m m m m m � � 0 _ / raw M (V C1 (V M cV [V M M N N ro N 0 E ^� w Z o Q N N O m = U Q U ¢ V U Q ¢ O oo U U U m II p Z 0o O @ @ V @) @) VU'p U3 U U II II �o O r! In U3 V) V) 9 (�P m�mm M m Z M M M ,-. h N l� r O = o U U U U U U V U U U U F E -I F• o a a a :: a a a a a .� a Q V V. , c 0 0 0 `o `0 0 g c 0 0 0 an o c �� aI x w x w x w x w x x x x w x w x w x C° c O °o O � � 0 Q u u u u 0 m m m m m m m m m m m ° C7 Cel 0 V C7 Q C7 C7 (C�7 Cq7 F m m z z Z z z z ISI II U. II II F- !-I! N N_ N_ N_ _N N_ S-2 m m m W Q O N O N O N O N O N O N O N N O N O N O N N O N N a V .�,� A N N N N N N N N y r h h r G z DC7 II vQ, ° ti Q Vy z n z 7 In �oCD C> tl- CDoo a\ a O N_ 7 CG ..1 U Lc. F v v v v v v v v II II II II ��Uw O ate+ Y O Fi II O b� c� a L II II � b R ej p > > 3 � � vn osr ° c U m � F II II 3 C�7 C�7 Im0uco 0] F- U 07 •� 3 �o M �o en c E' 0 3,00 o R6°� Z m II w� II 3 u u O O (n CJ w F - (Y.1 S mo w c � aw° O ° F O O 0 3 o ° o o 1 o [-� p CO CO II w II II w0u w 0E -O W 1-mmm N �y rLaUw II II II II G Q Q Q Q z 0 OF - e P: U fl Q V d V L U C1 C� Q, Pr n' Y O U U Fw- IW Q oo Z 00 r- v Qo 0 M00 (O �A ° eat L a c rn 00 00 Q y O, CO 0 n Qw z 00 o w z w•o o°- o U CF rl o In d M LLQ = L_ • C ao 0 o " N a i M � O M � 9 �.y w �E d LLI o LSI o Q a I � � � (� W O ;; •°' cn cn look z 0 0 0 0 w ¢ Q H W O W iv i� v o o n M m z CG 20 co W U• V H C C C C �Q w U a o 0 0 `o z 9 ° C7 C7 z C7 z C7 z � z zN W Q� z VQ O N A N .\N. N N II v, Oil m Uc zrn v co Fz v v v v O ate+ Y O Fi II O b� c� a L II II � b R ej p > > 3 � � vn osr ° c U m � F II II 3 C�7 C�7 Im0uco 0] F- U 07 •� 3 �o M �o en c E' 0 3,00 o R6°� Z m II w� II 3 u u O O (n CJ w F - (Y.1 S mo w c � aw° O ° F O O 0 3 o ° o o 1 o [-� p CO CO II w II II w0u w 0E -O W 1-mmm N �y rLaUw II II II II MILLER ENGINEERING & TESTING INC. MANCHESTER, NH (603) 668-6016 FAX: (603) 668-8641 NORTHBORO, MA (508) 3S FAX: (508) 393-8490 BOSTON, MA (617) 269-8829 FAX: (617) 269-8837 PROJECT: BRIGHTVIEW, NORTH ANDOVER PROJECT NO: 12.064.NH NORTH ANDOVER, MA CONTRACTOR: PRO CON / EARTH CLIENT: BRIGHTVIEW NORTH ANDOVER, LLC WEATHER: CLEAR DATE: 07-13-12 SOILS FIELD REPORT PURPOSE: To observe the earthwork activities and perform Field Density tests. EQUIPMENT OPERATING: 2- Excavators 1 -Skid Steer 1 -Bulldozer WORK ACCOMPLISHED: 2 -Vibratory Rollers 2 -Rock Trucks 2 -Vibratory Plate Compactors The undersigned observed the excavation for the footing for Stair Tower #2. Approximately 6 -inches of crushed stone was placed and compacted in this area. The backfilling of Buildings -C and B was observed. The sand and on-site materials were used in these areas. Each lift was approximately 12 -inches in depth. The excavation of material was observed to a firm and stable glacial till material under the parking lot retaining wall at the front of the site. The excavated area was from approximate STA 2+75 to STA 2+00. This area was then covered with larger size crushed stone and was compacted with a Vibratory Roller. The material lift was approximately 2 -feet in depth and was compacted with four (4) to six (6) passes of the 10 -Ton Vibratory Roller. Field Density Tests were performed on this date, by using the Nuclear Density Gauge. The results of these tests indicated adequate compaction, as the measured densities were at least 95 percent of the maximum dry density. Please refer to today's Compaction Control Summary for Field Density test locations and results. PREPARED BY: Thomas Young Wwcntz 0C)uu 11 cn ttl utz&� Eu, O o :Z- * F o. cn cv 0 S G O C) N a w � A A A A A A A A N A A Z a' C z 00 v O� kA A W N O 'o w (� d II � Y II w N w N w N w N w N w N w N w N w N w N C H n T C1 tom" O O O O O O O O O O O N N N N N N N N a d z z z z z z z z z z� oy 0 d C) n a� C v, _ _ _ ax x O y O O O O O CD l l � N J A to v to OZ Z � m o_ �o '0 v ° r mv° Z 0 0 0 0It 0(n 0 0 0 0 0 0 0 0 to to of m 0 0 0 0 =.o y cn �rm D 0 0 0 0 0 0 0 0 0 0 O z z W rA cn 14 cn cn rA rA cn cn O co cs A rn co A n cc A (D m O 0 co O (D m n ci co O rn rn O CD m O rn co 9 c ay T /v y - a a c a n a c a a a y m X O O r "O o � �!1 mo o G) U) �i• o V y 3 A O C m Ww W w W W W W W W add o �o v Q1 O� N A �O A N �1 In a\ 0O U Oo 00 G �s A a7 O z Z ao oar z '1 oo A in C, C, e� c � II p �a o�w N .. • � --jA o o IJ w 00 z Oo A z 91 00 z 00 �o 00 in z � O, a r7 t7 rn o0 W v A QN 'o _ a > �m r� n n 0 f7 to to to v, to to to vi to °o a y 0 oz z 0 a a a a a a a a a a 3 0 iy 4(603 MILLER ENGINEERING & TESTING, INC. Manchester, NH Northboro, MA Boston, MA 668-6016 (508) 393-2607 (617) 269-8829 Project Name: BRIGHTVIEW, NORTH ANDOVER Client: BRIGHVIEW, NORTH ANDOVER Project No.: 12.064.NH Total Location: Footings Lines B.5 -B.14 Compressive Strength Results of Cylindrical Concrete Specimen ASTM C 39 Set No.: 11 A -D Sample No. bate Broken Sample Information (ASTM C31) Diameter (in) Set No.: 11 A -D Truck No.: 166 Water Added (gals): Date Placed: 6/27/2012 Ticket No.: 1112294 Slump (in) C 143: 4_5 Date in Lab: 6/28/2012 Cubic Yards Placed: 42.0 Air Content (%) C 231: 4_9 Sampled By: W. Courchesne Time Batched: 12:20 PM Concrete Temp. (F): 71 28 6.00 Time Sampled: 1:23 PM Air Temp. (F): 74 27.30 101,330 3,580 Time Finished: 1:37 PM Unit Weight (pcf) C 138: Sample Location: Footings Line -B.6 6.00 12.00 28.27 27.40 Mix Information 122% Concrete Supplier: MACLELLAN Admixtures: 6.00 Mix Number: 28.27 Method of Placement: Direct Mix Type: 3000-3/4 Design Strength (psi): 3000 Laboratory Test Results Sample No. bate Broken Age (days) Diameter (in) Height (in) Area (in2)_ Weight (lbs) .; J Maximum Compressive _ Load Strength (lbs) (psi) % of Fracture Design Type Strength IIA 7/5/2012 8 6.00 12.00 28,27 28.10 6&500 2,420 81% 4 11 B 7/25/2012 28 6.00 12.00 28.27 27.30 101,330 3,580 119% 1 11 C 7/25/2012 28 6.00 12.00 28.27 27.40 103,370 3 660 122% 11 D Hold 6.00 12.00 28.27 Average 28 Day Compressive Strength (psi): 3.620 Strength vs Time Graph 5000 4000 V5 Z 3000 m in 2000 10007 14 21 28 35 Age in Days TYPES OF FRACTURE ENE®® Type 7 N Type 2 F 11 Type 3 F1 Type 4 Type 5 Type 6 Comments: Reviewed by: Donald Pollard Director Of Operations GRAINSIZE DISTRIBUTION REPORT - AGGREGATE GRADING Vf'1f111V JILL - 111111. %+31, % Gravel % Sand _ % Fine_ s Coarse I Fine JCoarsel Medium Fine Silt 0 0 1 39 20T 20 11 10 SIEVE SIZE PERCENT FINER SPEC.' PERCENT PASS? (X=NO) 3" 100 2" 100 100-100 1.5" 100 70-100 1" 100 .75" 100 50-85 X .5" 94 .375" 84 #4 61 30-55 X #10 41 #20 28 #40 21 #50 18 8-24 #60 17 #80 15 #100 14 #200 9.9 3.0-10 Material Description 3/4" DENSE GRADE FOR USE UNDER SLAB ON GRADE. Atterbera Limits PL= LL= PI= Coefficients D90= 11.2378 D85= 9.6884 D60= 4.5491 D50= 3.0684 D30= 0.9921 D15= 0.1842 D10= 0.0761 Cu= 59.81 Cc= 2.84 Classification USCS= AASHTO= Remarks MHD M2.01.7 Dense -graded Crushed Stone for Subbase Source of Sample: BROX DRACUT Sample Number: L120395A Date: 7-20-12 Client: MILLER ENGINEERING c'ir_SUNc, INC,. Project: BRIGHTVIEW AT NORTH ANDOVER Proiect No: 12.064.NH Figure L120395A Tested By: DM/AM COMPACTION TEST REPORT 151 149 147 ... ......... . --- ---- - ---- 145 143 141 FI 1 2.5 4 5.5 7 8.5 10 Water content, % Test specification: ASTM D 1557-02 Method B Modified ASTM D 4718-87 Oversize Corr. Applied to Each Test Point Elevi Classification Nat.Sp.G. LL PI % > % < USCS AASHTO Depth Moist. 3/8 in. No.200 16 9.9 ROCK CORRECTED TEST RESULTS MATERIAL DESCRIPTION Maximum dry density = 147.4 pcf 3/41' DENSE GRADE FOR USE UNDER SLAB ON GRADE. Optimum moisture = 5.9 % Project No. 12.064.NH Client: Remarks: Project: BRIGHTVIEW AT NORTH ANDOVER o Source of Sample: BROX DRACUT Sample Number: L120395A MILLER ENGINTTRIN0, INC. Figure L120395A GRAINSIZE DISTRIBUTION REPORT - AGGREGATE GRADING C C C C C C dp O O O O O O V O _ GRAIN SIZE - mm. +3„ % Gravel % Sand % Fines Coarse Fine Coarsel Medium Fine Siit Clay 0 47 12 5 1 18 11 7 SIEVE SIZE PERCENT FINER SPEC* PERCENT PASS? (X=NO) 3" 100 2" 100 100-100 1.5" 100 70-100 1" 86 .75" 53 50-85 .5" 42 .375" 41 1 41 30-55 1 36 #20 25 #40 18 #50 16 8-24 #60 15 #80 12 901111 11 #200 7.4 3.0-10 10 70 30 co M LU 5 50 LL Ilk 1 70_ 80 90 100 GRAIN SIZE - mm. +3„ % Gravel % Sand % Fines Coarse Fine Coarsel Medium Fine Siit Clay 0 47 12 5 1 18 11 7 SIEVE SIZE PERCENT FINER SPEC* PERCENT PASS? (X=NO) 3" 100 2" 100 100-100 1.5" 100 70-100 1" 86 .75" 53 50-85 .5" 42 .375" 41 #4 41 30-55 #10 36 #20 25 #40 18 #50 16 8-24 #60 15 #80 12 #100 11 #200 7.4 3.0-10 MHD M2.01.7 Dense -graded Crushed Stone for Subbase Source of Sample: BROX DRACUT Sample Number: L120395B Material Description 1-1/2" DENSE GRADE FOR USE UNDER PARKING LOT. Atterbera Limits PL= LL= P1= Coefficients D90= 26.5385 D85= 25.0699 D60= 20.2980 D50= 18.2579 D30= 1.2265 D15= 0.2633 D10= 0.1262 Cu= 160.87 Cc= 0.59 Classification USCS= AASHTO= Remarks Date: 7-20-12 Client: MHUR ENGINEERING &TESTING,1NC. Project: BRIGHTVIEW AT NORTH ANDOVER Proiect No: 12.064.NH Figure L120395B Tested By: DM/AM COMPACTION TEST REPORT 156 I ' 155 ! 154 U Q a C Al- .__... - ---- - _.. - - - - - ..___- -. 153 152 151 1 2 3 4 5 6 7 Water content, % Test specification: ASTM D 1557-02 Method C Modified ASTM D 4718-87 Oversize Corr. Applied to Each Test Point Elev/ Classification Nat. % > % < Sp.G. LL PI Depth USCS AASHTO Moist. 3/4 in. No.200 47 7.4 ROCK CORRECTED TEST RESULTS MATERIAL DESCRIPTION Maximum dry density = 154.4 pcf 1-1/2" DENSE%GRADE FOR USE UNDER PARKING LOT. Optimum moisture = 4.1 % Project No. 12.064.NH Client: Remarks: Project: BRIGHTVIEW AT NORTH ANDOVER THIS SAMPLE HAS >30% RETAINED ON 3/4' ;DOES NOT CONFORM TO o Source of Sample: BROX DRACUT Sample Number: L120395B ASTM DI 557.A CORRECTION FOR OVERSIZE PARTICLES WAS PERFORMED PER ASTM D4718. NO. LER F'N(i1NfFR1FU R'fL'tiT1Nti.lPif.. Figure L120395B m 2 2 Z m m F m _i Z Z n ^ssF D .kz � }F N N N N S. z S. Y f 2@, o m � � pJ n e X35 R A D a Z4 x x ,I A: x x "m5' x x yom� � 5 3 � ? �K�K�Ct^A ` ty tib m 2 2 Z m m F m _i Z Z n FT #5 1/87 FAST TRACK BUILDING PERMIT PROGRAM FOR COMMERCIAL OFFICE BUILDINGS DESIGN AFFIDAVIT (ARCHITECT/ENGINEER) To the Inspectional Services Commissioner: Re: (Address) Brightview Senior Living Center — North Andover MA (Ward) (Application No.) I certify that to the best of my knowledge, information and belief: (a) the plans conform to the Massachusetts State Building Code and Local Zoning Code, and all other applicable codes, laws and regulations; (b) the proposed work does not constitute a substantial alteration of an existing building; (c) the proposed work does not involve a change of use, as defined in the Local Zoning Code and Massachusetts State Building Code; (d) the structural alterations and floor loading shown on the plans comply with the Massachusetts State Building Code; (e) the plans conform with applicable fire codes and that if required, the installation of fire alarms, smoke detectors, etc. have been or will be provided and indicated on the plans and specifications in accordance with the code. Engineer Name: Stephen B. Sager, P.E. Company Name: S.B. Sager & Associates, Inc. Address: 2 Canton Street, Suite B-229, Stoughton MA 02072 Mass. Registration Number: 38799 On this 211d day of July , 20 12 , before me, the undersigned notary public, personally appeared Stephen B. Sager, P.E. , proved to me through satisfactory evidence of identification, which was personally known , to be the person whose name is signed on the preceding or attached document, and who swore or affirmed to me that the contents of the document are truthful and accurate to the best of (his) (her) knowledge and belief. C 12016designaftidavit070212.florence Revised 01/12 t ♦ - } ". -�[ 1 1 '�. r,. �� r' Division of Professional Licensure: License Search The Official Website of the Office of Consumer Affairs and Business Regulation (OCABR) Division of Professional Licensure Mass.Gov Home State Agencies A -Z Topics Home > Division of Professional Licensure > Check A Professional License By the Division of Professional Licensure LICENSEE { Name: ELI B. FLORENCE Business: FLORENCE ELECTRIC LLC TAUNTON, MA NEW SEARCH ""This Licensee has additional Licenses, click here to view them." I Licensing Board: ELECTRICIANS License Type: MASTER ELECTRICIAN TYPE CLASS: A License Number: 17500 Status: CURRENT Expiration Date: 7/31/2013 Issue Date: 11/22/2004 Exam Date: 2/5/1983 School: This web site displays disciplinary actions dating back to 1993. This license has had no disciplinary actions taken during this time. The page above has been generated by the Division of Professional Licensure web server on Wednesday, July 11, 2012 at 7:59:18 AM. © 2007-2011 Commonwealth of Massachusetts Page 1 of 1 Mass.Gov ONLINE SERVICES Check a License Locate a Licensed Professional Online Address Change Contact the Agency More... REFERENCES & RELATED INFO Disclaimer Regarding Website License Searches Enforcement Process Glossary Glossary of License Status Codes More... Site Policies Contact Us http://license.reg.state.ma.us/publiclpubLicenseQ.asp?board_code=EL&type_Class=_A&li... 7/11/2012 BRIGHTVIEW SENIOR LIVING AT NORTH ANDOVER SECTION 16050 BASIC ELECTRICAL REQUIREMENTS PART 1 GENERAL 1.1 PROVISIONS INCLUDED A. All of the Contract Documents, including the General and Supplementary Documents, as listed on the Table of Contents and applicable parts of Division 1, General Requirements, shall be included in and made part of this Section. B. Examine. all drawings and `criteria sheets grid all' .other Sections of the specifications for requirements which affect work under this Section, whether or not such work is specifically mentioned in this Section. C. Coordinate work with that of all other Trades affecting or affected by work of this Section. Cooperate with such Trades to ensure the steady progress of all work under the Contract. D. Furnish all tools, machinery, equipment, scaffolding, appurtenances and appliances necessary for the satisfactory handling and execution of the work. E. Drawings and Specifications shall be taken together; provide as though mentioned in both, work specified and not shown, or work shown and not specified. Although such work is not specifically shown or specified, provide as part of this work all supplementary and miscellaneous items, appurtenances, devices or materials incidental to or necessary for a sound, secure and complete installation. 1.2 SCOPE OF WORK A. The work under this Contract shall include all labor, materials, tools, equipment, transportation, insurance, temporary protection, and supervision and incidental items essential for proper installation and operation, even though not specifically mentioned or indicated on the drawings, but which are usually provided or are essential for proper installation and operation of all systems as indicated on the drawings and specified herein. B. The specifications and drawings describe the minimum requirements that must be met by the Electrical Contractor for the installation of all work as shown on the drawings and as specified hereunder. 1.3 SUBMITTALS A. Prepare and submit shop drawings in accordance with the requirements hereinbefore specified, and with the Shop Drawings, Product Data and Samples Section in the manner described therein, modified as noted hereinafter. B. All shop drawings shall have clearly marked the appropriate specification number or drawing designation, for identification of the submittal. 1.4 DEFINITIONS A. Words in the singular shall also mean and include the plural, wherever the context so indicates, and words in the plural shall mean the singular, wherever the context so indicates. B. Wherever the terms "shown on drawings" are used in the specifications, they shall mean "noted", "indicated", "scheduled", "detailed", or any other diagrammatic or written reference made on the drawings. C. Wherever the term "provide" is used in the specifications it will mean "furnish" and "install", "connect", June 27, 2012 16050-1 BASIC ELECTRICAL REQUIREMENTS BRIGHTVIEW SENIOR LIVING AT NORTH ANDOVER NORTH ANDOVER, MA SBSA PROJECT# 12016 "apply", "erect", "construct", or similar terms, unless otherwise indicated in the specifications. D. Wherever the term "material' is used in the specifications it will mean any "product", "equipment", "device", "assembly", or "item" required under the Contract, as indicated by trade or brand name, manufacturer's name, standard specification reference or other description. E. The terms "approved" or "approval' shall mean the written approval of the Architect/Engineer/Owner. F. The term "specification" shall mean all information contained in the bound or unbound volume, including all "Contract Documents" defined therein except for the drawings. G. The terms "directed", "required", "permitted", 'ordered", "designated", "prescribed", and similar words shall mean the direction, requirement, permission, 'order, designation or prescription of the Architect: the terms "approved","acceptable", satisfactory", and similar words shall mean .approved by, acceptable or satisfactory "to the Architect; and; "the •terms ."necessary"; "responsible", "proper", "correct", and similar words shall mean necessary, reasonable, proper or correct in the judgment of the Architect/Owner. H. "Concealed" means hidden from sight in chases, furred spaces, shafts, hung ceilings, embedded in construction or in crawl spaces. I. 'Exposed" means not installed underground or 'concealed" as defined above. J. 'Electrical Contractor" refers to the Contractor responsible for furnishing and installation of all work indicated on the Electrical drawings and in the Electrical specifications. 1.5 CODES, STANDARDS, AND REFERENCES A. All materials and workmanship shall comply with all applicable Codes, Specifications, Local and State Ordinances, Industry Standards, and Utility Company regulations and latest editions. B. In case of difference between Building Codes, State Laws, Local Ordinances, and the Contract Documents, the Contractor shall promptly notify the Architect in writing of any such difference. C. In case of conflict between the Contract Documents and the requirements of any Code or Authorities having jurisdiction, the most stringent requirements of the aforementioned shall govern. D. Applicable Codes and Standards shall include all State Laws, Local Ordinances, Utility Company regulations, and the applicable requirements of the following accepted Codes and Standards, without limiting the number, as follows: 1. NFPA 70 National Electrical Code, Massachusetts Electrical Code, etc. 2. NFPA 101: Life Safety Code 3. ANSI Handicapped Code A117.1 4. State Building Code 5. City Building Code 6. Accessibility Requirements Code 7. NFPA 72: National Fire Alarm and Signaling Code 8. Occupational Safety and Health Administration (OSHA) 9. Environmental Protection Agency June 27, 2012 16050-2 BASIC ELECTRICAL REQUIREMENTS I BRIGHTVIEW SENIOR LIVING AT NORTH ANDOVER NORTH ANDOVER, MA SBSA PROJECT# 12016 10. Building Code including Supplements 11. Local Ordinances, Regulations E. In these specifications, references made to the following Industry Standards and Code Bodies are intended to indicate the latest volume or publication of the Standard. All equipment, materials, and details of installation shall comply with the requirements and latest revisions of the following Bodies, as applicable: 1. ANSI American National Standards Institute 2. ASTM American Society of Testing Materials 3. ICEA Insulated Cable Engineers Association 4. IEEEInstitute of Electrical and Electrdnic Engineers 5. AWG American Wire Gauge 6. FM Factory Mutual Engineering Division 7. NEMA National Electrical Manufacturers Association 8. UL Underwriter's Laboratories 9. JIC Joint Industry Conference 10. NESC National Electrical Safety Code F. Any changes required in the intent of Drawings and Specifications by any properly authorized inspection agency shall be brought to the Engineer's attention for review. 1.6 GUARANTEE A. Attention is directed to provisions of the General Requirements and Supplementary General Requirements regarding guarantees and warranties for work under this Contract. B. Manufacturers shall provide their standard guarantees for work under the Electrical Trades. However, such guarantees shall be in addition to and not in lieu of all other liabilities which the manufacturer and the Contractor may have by law or by other provisions of the Contract Documents. C. All materials, items of equipment, and workmanship furnished under the Electrical Section shall carry the standard warranty against all defects in material and workmanship. Any fault due to defective or improper material, equipment, workmanship or design which may develop shall be made good. D. The Contractor shall guarantee that all elements of the systems which are to be provided under his Contract are of sufficient capacity to meet the specified performance requirements as set forth herein or as indicated. 1.7 COORDINATION OF WORK A. Electrical Contractor shall compare his drawings and specifications with those for other Trades. All work shall be installed in cooperation with other Trades installing interrelated work. Before installation, Electrical Trade shall make proper provisions to avoid interferences. B. Locations of conduit and equipment shall be adjusted to accommodate the work with interferences anticipated and encountered. The Contractor shall determine the exact routing and location of his respective systems prior to fabrication or installation. June 27, 2012 16050-3 BASIC ELECTRICAL REQUIREMENTS BRIGHTVIEW SENIOR LIVING AT NORTH ANDOVER NORTH ANDOVER, MA SBSA PROJECT# 12016 C. The Contract Drawings are diagrammatic only intending to show general runs and locations of conduit, equipment, terminals, and specialties and not necessarily showing all required offsets, details, and accessories and equipment to be connected. All work shall be accurately laid out with other Trades to avoid conflicts to obtain a neat and workmanlike installation which will afford maximum accessibility for operation, maintenance and headroom. In case of conflict between conduit sizes shown on plans, details or diagrams, the larger conduit size shall be included under the Contract where such discrepancy occurs. D. All equipment locations shall be determined from the Architectural reflected ceiling plans, elevations, details, etc., and not from scaled locations indicated on Electrical drawings. 1.8 GIVING INFORMATION A. The Contractor shall keep himself fully informed as to the shape, size, and position of all openings requited for -his apparatus and shall give, information to other Contractors sufficiently in advance of the .work solhat all openings may be built in advance. 1.9 PROTECTION A. Materials, conduit, lighting fixtures, etc., shall be properly protected and all conduit openings shall be temporarily closed so as to prevent obstruction and damage. Post notice prohibiting the use of all systems provided under the Electrical Contract, prior to completion of work and acceptance of all systems by Owner except as otherwise instructed by Architect. Take precautions to protect all materials furnished from damage and theft. B. The Contractor shall furnish, place, and maintain proper safety guards for the prevention of accidents that might be caused by the workmanship, materials, equipment, or electrical systems provided under his Contract. 1.10 TOUCH-UP PAINTING A. All equipment and systems shall be thoroughly cleaned of rust, splatters, and other foreign matter of discoloration leaving every part of all systems in an acceptable prime condition. The Contractor for the work under his Contract shall refinish and restore to the original condition all equipment which has sustained damage to the manufacturer's prime and finish coats of paint and/or enamel. 1.11 FIRESTOPPING AND SMOKEPROOFING A. All conduits, etc., passing through fire rated floors, walls and partitions, shall have the space between the raceways, sleeves and all penetrations filled with a reusable fire stopping material such as Firestop putty, Adhesive Firestop Sealant or Firestop Compound. Firestopping material shall be installed in such a manner to ensure compatibility of fire rating without interfering with raceway movement. Coordinate with other trades to use similar firestopping material. 1.12 WATERPROOFING AND COUNTERFLASHING A. The Contractor shall provide all counterflashing of all conduit and equipment provided by him, which pierce roofs, walls, and other weatherbarrier surfaces. B. All work shall be performed in a workmanlike manner to ensure weatherproof installation. Any leaks developed due to the Contractor's work shall be repaired at his expense, to Architect's satisfaction. C. Conduit passing through slabs shall have the sleeve extended above floors as hereinafter specified to retain any water and the space between the conduit and sleeve caulked with lead wool. The top shall be sealed with lead and the bottom shall be sealed with monolastic caulking compound. June 27, 2012 16050-4 BASIC ELECTRICAL REQUIREMENTS BRIGHTVIEW SENIOR LIVING AT NORTH ANDOVER NORTH ANDOVER, MA SBSA PROJECT# 12016 1.13 MISCELLANEOUS IRON AND STEEL A. Except where specifically indicated for the General Contractor to provide supports. Electrical Trade shall provide all steel supports and hangers as shown on the drawings or required to support all equipment or materials provided under their Contract. B. All supports shall be cut, assembled, welded, and finished by skilled mechanics. Welds shall be ground smooth. Stands, brackets, and framework shall be properly sized and strongly constructed. C. Measurements shall be taken on the job and worked out to suit adjoining and connecting work. All work shall be performed by experienced metal -working mechanics. Members shall be straight and true and accurately fitted. 1.14 CONNECTIONS TO ARCHITECTURAL HVAC, PLUMBING, AND OWNER FURNISHED EQUIPMENT A. The Contractor shall provide all conduit connections to equipment provided under other Sections of the specifications as shown on the drawings and herein specified, including final connections to equipment to result in a complete system, fully operational. Coordinate location of all equipment with appropriate Contractor(s). Obtain installation diagrams and methods of installation of all equipment, from manufacturers. Follow instructions strictly. If additional information is required, obtain same from Architect. 1.15 TEMPORARY LIGHT AND POWER A. Provide electric service of sufficient capacity to supply the electric light and power requirements of construction site. B. All necessary transformers, meters, cables, panelboards, lamps, switches, and associated equipment shall be provided. C. The Contractor shall pay for cost of energy and power consumed by all trades. D. Temporary electric service shall not be used for electric welding purposes; those requiring welding shall provide portable engine generators for welding purposes. E. Lamps installed in permanent lighting fixtures and used for lighting during construction shall be replaced just prior to the date of substantial completion. PART 2 MATERIALS 2.1 MATERIALS A. General All equipment and material for permanent installation shall be new unless specifically indicated otherwise. In addition, material shall: a. Be without blemish or defect. b. Not be used for temporary power or lighting without prior written authorization from the Owner. c. Be in accordance with NEMA Standards. d. Bear UL label where subject to UL label service. B. Equipment and material of same type of classification used for same purpose shall be the product of the same manufacturer. C. Equipment accessories not specifically described or identified by manufacturer's catalog number shall be designed in conformity with NEMA, or other applicable technical standard, suitable for maximum June 27, 2012 16050-5 BASIC ELECTRICAL REQUIREMENTS BRIGHTVIEW SENIOR LIVING AT NORTH ANDOVER NORTH ANDOVER, MA SBSA PROJECT# 12016 working voltage and current, shall have neat, finished appearance. D. Water Seal 1. Seal penetrations of perimeter walls or floors below grade to prevent entry of water. Use materials compatible with wall or floor construction. PART 3 EXECUTION 3.1 COOPERATION AND WORK PROGRESS A. The electrical work shall be carried on under the usual construction conditions, in conjunction with all other work at the site. The Contractor shall cooperate with the Architect, all other Contractors and equipment suppliers working at the site. The Contractor shall coordinate the work and proceed in a tnanner so. as not: to. delay the progress of the project. B. The Contractor shall coordinate his work with the progress of the building and other Trades so that he will complete his work as soon as conditions permit and such that interruptions of the building functions will be at a minimum. Any overtime hours worked or additional costs incurred due to lack of or improper coordination with other Trades or the Owner by the Contractor shall be assumed by him without any additional cost to the Owner. C. The Contractor shall provide information on all equipment that is furnished under this Section but installed under another Section to the Architect or as specified herein. D. The Contractor shall provide all materials, equipment and workmanship to provide for adequate protection of all electrical equipment during the course of construction of the project. This shall also include protection from moisture and all foreign matter. The Contractor shall also be responsible for damage that he causes to the work of other Trades, and he shall remedy such injury at his own expense. E. Waste materials shall be removed promptly from the premises. All material and equipment stored where exposed to the weather shall be protected accordingly. The Contractor shall be responsible for the security, safekeeping and damages, including acts of vandalism, of all material and equipment stored at the job site. F. It shall be the responsibility of the Contractor to coordinate the delivery of the electrical equipment to the project prior to the time installation of equipment will be required; but he shall also make sure such equipment is not delivered too far in advance of such required installation, to ensure that possible damage and deterioration of such equipment will not occur. Such equipment stored for an excessively long period of time (as determined in the opinion of the Architect) on the project site prior to installation may be subject to rejection by the Architect. G. The Contractor shall erect and maintain, at all times, necessary safeguards for the protection of life and property of the Owner, Workmen, Staff, and the Public. H. Prior to installation, the Contractor has the responsibility to coordinate the exact mounting arrangement and location of equipment indicated on the drawings to allow proper space requirements as indicated in the NEC. Particular attention shall be given in the field to group installations. If it is questionable that sufficient space, conflict with the work of other Contractors, architectural or structural obstructions will result in an arrangement which will prevent proper access, operation or maintenance of the indicated equipment, the Contractor shall immediately notify the Architect and not proceed with this part of the Contract work until definite instructions have been given to him by the Architect. I. The Contractor shall not allow any equipment or piping foreign to the electrical installation to be installed or pass through any room in which electrical systems or equipment are located, such as electric rooms, electric closets, telephone or data closets. The Contractor shall notify the Architect of such violations and request immediate removal. June 27, 2012 16050-6 BASIC ELECTRICAL REQUIREMENTS BRIGHTVIEW SENIOR LIVING AT NORTH ANDOVER NORTH ANDOVER, MA SBSA PROJECT# 12016 J. Refer to all other drawings associated with this project. Any and all equipment which requires an electrical supply circuit, switch, controls or connections, whether indicated on the Electrical drawings or not, shall be furnished and installed as directed by the Architect. Locations of lighting fixtures shall conform to the Architectural reflected ceiling plans. K. Location of all wall outlets shall be verified with the Architect prior to roughing in conduits. Refer to details and wall elevations on the Architectural drawings. Mounting heights indicated on these drawings and/or specific dimensional information given to the Contractor by the Architect shall take precedence over such information indicated on the Electrical drawings. L. Refer to the Architectural drawings for areas in which the concrete slab is poured on grade. In these areas a moisture membrane will be installed on the grade fill or earth prior to pouring of slab. Electrical conduits shall be installed to avoid the necessity of penetrating this moisture proofing membrane. Penetration of the membrane, if required, shall'only be made when specifically allowed by the Architect, and shall be made ortly at locations directed by the Architect. 3.2 INSTALLATION A. Unless specifically noted or indicated otherwise, all equipment and material specified in Division 16 or as indicated on the drawings shall be installed under this Contract whether or not specifically itemized herein. This Section covers particular installation methods and requirements peculiar to certain items and classes of material and equipment. B. The Contractor shall obtain detailed information from manufacturers of equipment provided under Division 16 of this specification as to proper methods of installation. C. The Contractor shall obtain final roughing dimensions and other information as needed for complete installation of items furnished under other Sections or furnished by the Owner. D. The Contractor shall keep fully informed of size, shape, and position of openings required for material and equipment provided under this and other Sections. Ensure that openings required for work of this Section are coordinated with work of other Sections. Provide cutting and patching as necessary. E. All miscellaneous hardware and support accessories, including support rods, nuts, bolts, screws and other such items, shall be of a galvanized or cadmium plated finish or of another approved rust -inhibiting coating. Throughout this Section where reference is made to steel channel supports, it shall be understood to mean that the minimum size shall be 1-5/8" mild strip steel with minimum wall thickness of 0.105", similar to Unistrut P1000 or equal products manufactured by Kindorf or Husky Products Co. Where reference to channel supports is made under "Lighting Fixtures" paragraph of this Section, the maximum length of span shall be 10"-0". If longer spans are required, the size and wall thickness of the steel channel support shall be as specifically approved by the Engineer. G. All equipment and materials shall be installed and completed in a first-class workmanlike manner. The right is reserved to direct the removal and replacement of any item, which in the opinion of the Owner and/or Architect/Engineer does not present an orderly and reasonably neat or workmanlike appearance, provided such items can be properly installed in an orderly way to usual methods in such work. 3.3 ELEVATOR POWER AND CONTROL WIRING A. Furnish and install all power wiring as required by the elevator manufacturer. Consult elevator manufacturer prior to installing feeders, disconnect switches, elevator pit light/receptacles, telephone empty conduits, 120V control power circuits for the machine room and control wiring for selective operation of elevators when the building power system is derived from the alternate power source. The Contractor shall also provide the necessary wiring and devices for elevator recall system signaled from fire alarm. June 27, 2012 16050-7 BASIC ELECTRICAL REQUIREMENTS BRIGHTVIEW SENIOR LIVING AT NORTH ANDOVER NORTH ANDOVER, MA SBSA PROJECT# 12016 3.4 EQUIPMENT CONNECTIONS A. Make all final connections to equipment indicated on the drawings. Special plugs for receptacles indicated on the special purpose receptacle schedule shall be connected to the cord of the equipment, where this equipment is available to the Contractor prior to the completion of the work; otherwise the plug shall be delivered to the Owner. B. Equipment grounding integrity of all equipment and non-current carrying metal parts must be ensured. C. All equipment shown on the drawings which is furnished under other Sections of these Specifications and by others shall be connected under this Section. D... Before connecting any piece of equipment, check -the nameplate rating against the information shown on the drawings and -call to the attention of the Architect any discrepancies. E. The Contractor shall carefully study all equipment manufacturer's wiring diagrams and make corrections accordingly. F. Drawings and specifications of other Contractors and equipment suppliers furnishing motors shall be consulted for verification of size, speed, and operation. G. Motor and equipment disconnect switches indicated on the drawings are attached to the motor symbol and are indicated this way for drafting convenience only. All such switches shall not be attached to the motor itself, but shall be mounted adjacent to the motor and supported independent of the motor. H. Motor starters furnished by other Contractors shall be furnished complete with individual running overcurrent protection in each phase and shall be installed and wired by the Contractor. Sizing of motor running overcurrent protection for starters furnished by others shall be the responsibility of the Contractor who furnishes the motor starter. Motor starters for motor control centers shall be furnished complete under this Section. Refer to schedules on the drawings. Furnish, install, wire, and connect all motor disconnect switches, motor starters and remote control stations, except as otherwise indicated on the drawings. All automatic temperature control wiring for equipment shall be furnished by the Division 15000 Contractor. On multi -speed motors, the isolating switches at the motor location shall be so interlocked or shall be of such a type that operation of one switch shall simultaneously open all conductors to the motor. 3.5 TESTING A. The Contractor shall conduct such tests and adjustments of equipment as necessary to verify performance requirements. Submit data taken during such tests to Owner's representative. The Contractor shall megger test feeders, branch circuit, and equipment, etc., as described in Section 16490 of this Division. 3.6 FINAL INSPECTION A. When all electrical work under Division 16 for this project has been completed as indicated on the drawings and specified herein and is ready for final inspection, such an inspection shall be made. At this time, the Contractor for the work under this Contract shall demonstrate that the requirements of these Specifications have been met to the Architect's satisfaction. June 27, 2012 END OF SECTION 16050-8 BASIC ELECTRICAL REQUIREMENTS BRIGHTVIEW SENIOR LIVING AT NORTH ANDOVER NORTH ANDOVER, MA SBSA PROJECT# 12016 SECTION 16160 PANELBOARDS PART 1GENERAL 1.1 REFERENCES A. The General Documents, as listed on the Table of Contents and applicable parts of Division 1, General Requirements, and applicable requirements of Section 16050, shall be included in and made part of this Section. B. Examine all drawings and criteria sheets and all other Sections of the specifications for requirements which affect work under this Section whether or not such work is specifically mentioned in this Section. C. Coordinate work with that of all other Trades affecting or affected by work of this Section. Cooperate with such Trades to ensure the steady progress of all work under the Contract. 1.2 SCOPE OF WORK A. The work under this Section shall include furnishing and installing lighting, power panelboards, and circuit breakers as shown on the drawings. B. The work under this Contract shall include all labor, materials, tools, equipment, transportation, insurance, temporary protection, supervision, and incidental items essential for proper installation and operation, even though not specifically mentioned or indicated on the drawings but which are usually provided or are essential for proper installation and operation of all systems related to this Section, as indicated on the drawings and specified herein. C. The specifications and drawings describe the minimum requirements that must be met by the Contractor for the installation of all work as shown on the drawings and as specified hereinunder. 1.3 SUBMITTALS A. Prepare and submit complete shop drawings of panelboards required on this project to Architect for approval. B. Submit complete manufacturer's product data of all materials and systems to the Architect for approval, consisting of complete product description and specifications, complete performance test data, complete preparation and installation instructions, and all other pertinent technical data required for complete product and product use information. C. All shop drawings shall have clearly marked the appropriate specification number or drawing designation for identification of the submittal. 1.4 REFERENCE STANDARDS A. Applicable provisions of the following Codes and Trade Standard Publications shall apply to the work of this Section and are hereby incorporated into, and made a part of, the Contract Documents: 1. NFPA 70: NEC 2. UL 67-79: Panelboards 3. NEMA PB 1-77: Panelboards June 27, 2012 16160-1 PANELBOARDS BRIGHTVIEW SENIOR LIVING AT NORTH ANDOVER NORTH ANDOVER, MA SBSA PROJECT# 12016 4. UL 489-80: Molded Case Circuit Breakers 5. NEMA ABI : Molded Case Circuit Breakers and Enclosures 6. Local Code 7. UL 50: Cabinets and Boxes PART 2 PRODUCTS 2.1 PANELBOARDS AND LOAD CENTERS A. Furnish and install all panelboards for lighting, power, and distribution, molded case circuit breaker type with dead front safety construction as scheduled on plans and described herein. B. Panelboards shall be UL listed (UL 67) and shall conform to the latest requirements of NEC and NEMA. The panelboard shall meet service entrance requirements when specified. C. Panelboards shall be provided with typewritten directories of circuit numbers, equipment served, and area served. Each panel shall have an engrave nameplate for each section. D. Panelboards shall be of dead front construction with thermal magnetic circuit breakers and shall conform to the requirements of NEMA and NEC. All panelboards shall be UL approved and labeled. Panels shall have not less than the short circuit ratings available from the power sources. Series rating may be applied, provided that label is supplied on each panel stating limitations of series rating and that all series ratings have been UL approved. No series ratings shall be applied on panels rated over 225 amperes (MLO or MCB). 2.2 ENCLOSURES A. Lighting and Power Panelboards 1. Fronts shall be reinforced steel powder finish painted ANSI 61 gray and shall be equipped with concealed hinges and concealed trim adjusting screws; trim clamps are not an acceptable alternative. Directory card holders shall be clear Lexan permanently mounted to the front door and all door locks shall be corrosion proof with retractable latch, keyed alike. Gutters shall be 4 inches minimum on widths. B. Distribution Panelboards 1. Panelboard enclosures shall be corrosion resistant galvanealed (zinc finished) sheet steel with removable end walls. Fronts shall be cold rolled steel, coated with phosphatized rust inhibitor and then finished coated with ANSI 61 light gray enamel. C. Panelboard Fronts and Trims 1. Furnish all panelboards with required finished fronts and trims. 2. All fronts, where applicable, shall be of the door -in -door construction. The smaller door, when open, provides access to all device handles and rating labels and shall be lockable. The larger door when open provides access to all conductors and wiring terminals. All door hinges shall be continuous piano hinges welded to the door and bolted to the front. D. Load centers in independent living units shall be painted white, and shall be flush mounted. 2.3 MAIN AND BRANCH DEVICES A. Main and branch circuit breakers shall be quick -make, quick -break and trip indicating. Interrupting rating June 27, 2012 16160-2 PANELBOARDS BRIGHTVIEW SENIOR LIVING AT NORTH ANDOVER NORTH ANDOVER, MA SBSA PROJECT# 12016 of circuit breakers shall not be less than the maximum short circuit current available at the incoming line terminals. A UL listed series rating alternative may be provided. B. Circuit breakers shall be of the quick -make, quick -break trip free thermal magnetic type with characteristics as scheduled. Automatic tripping shall be clearly indicated by the operating handle assuming a mid-position between "ON" and "OFF". Two and three -pole breakers shall have common trip. All circuit breakers shall be bolt on type. All breakers shall be 100 ampere frame minimum. 2.4 INTERIORS A. Panelboard symmetrical interior shall be so designed and assembled that the circuit protective modules are bolted onto the bus bar. The circuit protective module can be removed or replaced without disturbing adjacent protective devices and without removing the main bus or branch circuit connections. Insulation barriers shall be installed over the vertical bus behind the dead front shield to provide increased safety when field service is required. B. All panels and individually mounted circuit breakers shall have short circuit ratings as follows: 240V Class Panels/Breakers a. 10 WC where less than 400 Amps b. 22 kAIC where less than 800 Amps c. 42 kAIC where 800 Amps or greater C. Panelboards shall be labeled with a UL short circuit rating. When series ratings are applied with integral or remote upstream devices, a label shall be provided. Series ratings shall cover all trip ratings of installed frames. It shall state the conditions of the UL series ratings including: 1. Size and type of upstream device. 2. Branch devices that can be used. 3. UL series short circuit rating. 2.5 BUS BAR A. Bus bars shall be current density rated and meet UL67 temperature rise limits through actual tests. All bus bars shall be tin planted aluminum/copper. B. Bus bars shall be sequenced phased and rigidly supported by high impact resistant, insulated bus supporting assemblies to prevent vibration or short circuits. All solderless terminations shall be suitable for either copper or aluminum UL listed wire or cable and shall be UL tested and listed. C. The neutral bar shall be fully rated. D. Neutral and ground buses shall be factory installed only. No field installed kits will be accepted. 2.6 ACCEPTABLE MANUFACTURERS A. General Electric, Square D, Siemens, or Cutler -Hammer. 2.7 PANELBOARDS AND LOAD CENTERS A. Panelboards shall be GE A -Series Type AQ or equal. 2.8 DISTRIBUTION PANELS A. Distribution panels shall be GE Spectra Series or equal. June 27, 2012 16160-3 PANELBOARDS BRIGHTVIEW SENIOR LIVING AT NORTH ANDOVER NORTH ANDOVER, MA SBSA PROJECT# 12016 PART 3 EXECUTION 3.1 INSTALLATION A. Panelboards 1. Panelboards shall be installed in locations as shown on the drawings. Panelboards shall be mounted such that the handle of the highest circuit breaker does not exceed 6'-6" above finished floor. Panelboard cabinets shall be installed flush or surface mounted as indicated by trim type as shown on the drawings. Trim type as shown on the drawing. No piping, ductwork, or other mechanical equipment shall be allowed to pass through the area extending from the floor to the structural ceiling with the width equal to width of the panel plus 6" on either side of panel. 2. Panelboard doors shall contain holders for directory cards with plastic protector. Panelboard directory cards -shall be typewritten to indicate areas and/or devices served by each circuit. Directory cards shall be edited and maintained during the course of construction to keep an accurate, up to date record of each feeder or branch circuit. 3. Panelboards shall be installed with clear work space as required by NEC. 4. Provide Bakelite nameplates with labeling on all electrical equipment. Nameplates shall be secured to panelboards and equipment by means of self tapping screws or pop rivets. Black background with white letters, 1" x 3" with 3/8" high letters on 1/16" thick plate for all normal power systems I" x 3" with 3/8" letters on 1/16" thick plate: Red on white for life safety, emergency, and fire alarm connected equipment. 3.2 CLEANING A. All panelboards shall be completely cleaned prior to energizing. B. Cleaning shall consist of vacuuming all buses, enclosures (inside and out), etc. After vacuuming is complete, all equipment shall be wiped down. If equipment is wet or contains moisture, it shall be thoroughly dried before energizing. June 27, 2012 END OF SECTION 16160-4 PANELBOARDS BRIGHTVIEW SENIOR LIVING AT NORTH ANDOVER NORTH ANDOVER, MA SBSA PROJECT# 12016 SECTION 16425 LOW VOLTAGE SWITCHBOARDS - INCOMING SERVICE PART IGENERAL 1.1 PROVISIONS INCLUDED A. The General Documents, as listed on the Table of Contents and applicable parts of Division 1, General Requirements, and requirements of Section 16050, shall be included in and made part of this Section. B. Examine all drawings and all other Sections of the Specifications for requirements which affect work under this Section whether or not such work is specifically mentioned in this Section. C. Coordinate work with that of all other Trades affecting or affected by work of this Section. Cooperate with such Trades to ensure the steady progress of all work under the Contract. 1.2 SCOPE OF WORK A. The work under this Contract shall include all labor, materials, tools, equipment, transportation, insurance, temporary protection, supervision, and incidental items essential for proper installation and operation, even though not specifically mentioned or indicated on the drawings but which are usually provided or are essential for proper installation and operation of all systems related to this Section, as indicated on the drawings and specified herein. B. The specifications and drawings describe the minimum requirements that must be met by the Contractor for the installation of all work as shown on the drawings and as specified hereinunder. 1.3 SUBMITTALS A. Prepare and submit complete shop drawings of distribution switchboards required on this project to Architect for approval. B. Submit complete manufacturer's product data of all materials and systems to the Architect for approval, consisting of complete product description and specifications, complete performance test data, complete preparation and installation instructions, and all other pertinent technical data required for complete product and product use information. C. The switchboard manufacturer shall be responsible for providing the coordinated wiring diagrams showing wiring diagrams and interconnections to all switchgear. 1.4 GUARANTEE A. In addition to the specific guarantee requirements of the General Conditions, the Contractor shall obtain, in the Owner's name, the standard written manufacturer's guarantee of all materials furnished under this Section where such guarantees are offered in the manufacturer's published product data. All these guarantees shall be in addition to, and not in lieu of, other liabilities which the Contractor may have by law or other provisions of the Contract Documents. 1.5 COORDINATION A. The work of this Section shall be coordinated with other work of the Contractor. The placement of all access panels shall be coordinated with all other Trades and with the Architect. 1.6 REFERENCE STANDARDS A. Applicable provisions of the following Codes and Trade Standard Publications shall apply to the work of June 27, 2012 16425-1 LOW VOLTAGE SWITCHBOARDS — INCOMING SERVICE BRIGHTVIEW SENIOR LIVING AT NORTH ANDOVER NORTH ANDOVER, MA SBSA PROJECT# 12016 this Section and are hereby incorporated into, and made a part of, the Contract Documents: 1. NFPA 70 2. UL 8-91: Deadfront Switchboards 3. NEMA PB2: Deadfront Distribution Switchboards PART 2 PRODUCTS 2.1 LOW VOLTAGE SWITCHBOARDS - GROUP MOUNTED A. General Construction 1. Furnish and install low voltage switchboards, metal enclosed, self-supporting structure independent of wall supports. Voltage rating shall be shall be as indicated on the drawings. It shall consist of the required number of vertical sections bolted together to form a rigid assembly. The sides and rear shall be covered with removable bolt -on covers. All edges of front covers or hinged front panels shall be formed. Switchboard shall be front access only. 2. Equipment shall comply with the latest applicable standards of NEMA PB2 and UL 891. Where switchboards are used as service entrance equipment, they shall comply with all NEC and UL requirements for service entrance and a UL service entrance label shall be provided. 3. Small wiring, necessary fuse blocks, and terminal blocks within the switchgear shall be furnished as required. All groups of control wires leaving the switchboard shall be provided with terminal blocks with suitable number strips. All control wires shall be marked. 4. Switchboard shall be provided with adequate lifting means and shall be capable of being moved into installation position and provided with Contractor -supplied floor sills to be set level. 5. Fumish cable pull sections or top cable pull boxes where shown on the drawings. Where cable pull section or pull boxes contain utility service cables, provide utility acceptable sealing means. Provide bussed transition sections to drawout switchgear. 6. Switchboard shall be General Electric Spectra Series Class 2 or equal as manufactured by Square D, Siemens, or Cutler -Hammer. B. Bussing 1. All bus bars shall be silver-plated copper rated 4000A with bolted connections at joints. The bus bars shall be of sufficient size to limit the temperature to rise to 65°C rise based on UL tests, and rated to withstand mechanical forces exerted during short circuit conditions when directly connected to a power source having an available fault current of 100,000A symmetrical at rated voltage. Provide full capacity neutral. 2. A ground bus shall be furnished firmly secured to each vertical section structure and shall extend the entire length of the switchboard. An incoming ground lug shall be furnished. Other ground lugs for feeder circuits shall also be supplied as shown on the schedule and drawings. 3. All hardware used on conductors shall be high tensile strength and plated. 4. All terminals shall be of the anti -turn solderless type suitable for copper of sizes indicted for 75°C cable. 5. All buses shall be non-tapered full capacity throughout each section. June 27, 2012 16425-2 LOW VOLTAGE SWITCHBOARDS — INCOMING SERVICE r BRIGHTVIEW SENIOR LIVING AT NORTH ANDOVER NORTH ANDOVER, MA SBSA PROJECT# 12016 C. Front Accessible Panel Mounted Feeder Devices 1. Switchboards shall be equal to General Electric Spectra Series Class 2 front accessible. All vertical sections shall align front and rear with uniform depth as shown on the drawings. Switchboard shall be constructed for placement against wall. 2. All internal devices, including the main disconnect, shall be removable from the front and shall be panel mounted with the necessary line and load connections front accessible. D. Utility Metering and Main Disconnect Section 1. Provide a separate utility metering C/T compartment to meet the utility company requirements. This section shall also contain the main breaker. Coordinate with the utility for the metering sequence. Main to be mounted on top. E. Specific Overcurrent Device Specifications 1. Main device shall be a Power Break II or Wave Pro, sized as indicated on the drawings and service entrance rated. Full setting (L, S, I, G) shall be available on the main. 2. All feeder breakers shall be Spectra Series thermal magnetic type with interchangeable trip units, as indicated on the drawings. PART 3 EXECUTION 3.1 GENERAL INSTALLATION REQUIREMENTS A. Switchboards shall be installed in locations as shown on the drawings. Switchboards shall be freestanding, independent of the building structure. 3.2 GROUNDING A. Distribution panelboards shall be ground in accordance with the NEC. 3.3 IDENTIFICATION A. Provide nameplate for switchboard. B. Provide nameplates for each feeder breaker enclosed in the switchboard. 3.4 CLEANING AND ADJUSTING A. All electrical distribution equipment shall be completely cleaned inside and out prior to initial energizing. B. Cleaning shall consist of vacuuming all buses, enclosures (inside and out), etc. After vacuuming is complete, all equipment shall be wiped down and thoroughly dried before energizing. END OF SECTION June 27, 2012 16425-3 LOW VOLTAGE SWITCHBOARDS — INCOMING SERVICE BRIGHTVIEW SENIOR LIVING AT NORTH ANDOVER NORTH ANDOVER, MA SBSA PROJECT# 12016 SECTION 16612 PACKAGED ENGINE GENERATOR SYSTEMS PART 1 GENERAL 1.1 PROVISIONS INCLUDED A. Examine all drawings and all other Sections of these Specifications for requirements which affect work under this Section, whether or not such work is specifically mentioned in this Section. B. Coordinate work with that of all other Trades affecting or affected by work of this Section. Cooperate with such Trades to ensure the steady progress of all work under the Contract. 1.2 SCOPE OF WORK A. Furnish and install a standby electric generator rated for 250 kW at 0.8 power factor. Voltage shall be 120/208V, 3 -Phase, 4 -Wire at 60 Hz. The system shall be a package of new and current equipment consisting of: 1. A diesel engine driven electric plant to provide emergency electric power. 2. Engine mounted start/stop control system. 3. Mounted accessories, as specified. 4. Remote annunciator panel. 5. Spring vibration isolators. 6. Battery and charger. 7. Exhaust silencer and fittings. 8. Weatherproof sound attenuated enclosure with diesel fuel belly tank. 1.3 SUBMITTALS A. Prepare and submit complete set of shop drawings of all emergency generation equipment to be provided on this project to the Engineer for approval. B. Submit complete manufacturer's product data of all materials and systems to the Engineer for approval, consisting of complete product description and specifications, complete performance test data, complete preparation and installation instructions, and all other pertinent technical data required for complete product and product use information. C. Enclosed with each submittal set shall be the following information: 1. Unit drawings of all major components showing exact dimensional data. 2. Catalog information on the engine, generator, battery charger, vibration isolators exhaust silencer and flexible exhaust connector. 3. A complete bill of materials indicating exactly what is to be provided. 4. Estimated time, in calendar days, for delivery after approval and release is received. March 6, 2012 16612-1 PACKAGED ENGINE GENERATOR SYSTEMS ,l BRIGHTVIEW SENIOR LIVING AT NORTH ANDOVER NORTH ANDOVER, MA SBSA PROJECT# 12016 5. All test data, including emissions and sound attenuation data. D. Complete engineering submittal, catalog cuts, wiring diagrams, interface drawings, unit drawings, AC and DC schematics, termination chamber drawings, terminal strip drawings, foundation plans, annunciator panel layout and wiring, etc., must accommodate all shop drawings. 1.4 QUALITY ASSURANCE A. Product set shall be manufactured by Caterpillar, Cummins or Kohler. B. The supplier of the equipment shall provide, at no additional charge, information and/or supervision required for the proper installation of the equipment, testing of equipment, and training of operating personnel. C. All components shall bear UL labels. 1.5 GUARANTEE A. The equipment furnished under this Specification shall be new, unused, of the latest design, and covered by a full and complete (5) year warranty. In no case shall the warranty be less than (5) years from date of field test and final approval of all test reports. 1.6 COORDINATION A. The work of this Section shall be coordinated with other work of the Contractor. The placement of the generator shall be coordinated with all other Trades and with the Architect. 1.7 REFERENCE STANDARDS A. Applicable provisions of the following Codes and Trade Standard Publications shall apply to the work of this Section and are hereby incorporated into, and made a part of, the Contract Documents. 1. NFPA 70 2. NFPA 110: Emergency and Standby Power Systems 3. NFPA 101: Life Safety Code 4. NEMA ABI: Molded Case Circuit Breakers 5. NEMA MGI: Motors and Generators 6. NEMA 250: Enclosures for Electrical Equipment (Maximum IOOOV) 7. NFPA 30: Flammable and Combustible Liquids Code PART 2 PRODUCTS 2.1 GENERAL OPERATION A. The operation of this unit shall be automatic such that upon the closing of a remote starting contact the engine shall start and attain rated voltage and frequency within 10 seconds. B. All necessary accessories shall be provided to ensure starting within the time described above under the ambient conditions described herein. C. Governor regulation, no load to full load, shall not exceed 1%. Steady state regulation shall not exceed +0%, electronic isochronous type. March 6, 2012 16612-2 PACKAGED ENGINE GENERATOR SYSTEMS BRIGHTVIEW SENIOR LIVING AT NORTH ANDOVER NORTH ANDOVER, MA SBSA PROJECT# 12016 2.2 ENGINE A. The diesel engine shall be air-cooled, 6 cylinder, 4 -cycle. B. Lube oil filter shall be a single spin -on combination full flow and bypass filter. C. The engine -mounted fuel system shall include all equipment normally supplied and recommended by the generator set manufacturer for emergency generator service. The engine -mounted fuel system equipment shall include, but not be limited to the following: 1. Fuel injection system 2. Fuel transfer pump 3. Duplex fuel filters (replaceable type) 4. Hand priming pump 5. Flexible fuel connections D. Governor 1. The engine shall be equipped with an isochronous governor capable of maintaining the engine speed from no load to full load within +0.25% of the synchronous speed. a. Starting System: The engine shall be 24 VDC starting system. b. Batteries: One (1) set of starting batteries with cables and steel battery rack and heater shall be included. Batteries shall be sized for operation at 32T. 1). Batteries shall be heavy duty lead acid type, minimum rated 220A hours each. c. A float type battery charger shall maintain the starting batteries at full charge. The charger shall be suitable for wall mounting and shall have a cranking disconnect relay or current limiting feature. The charger shall have high and low voltage alarm relays, and have 20A output. d. There shall be a belt -driven battery charging alternator with regulator and charge rate ammeter for charging the batteries while the engine is running. E. Heaters 1. Engine jacket water heaters and thermostats shall be provided to maintain the engine jacket water at a temperature high enough to ensure starting the engine and attaining rated voltage and frequency within 10 seconds. The jacket heaters shall be of the capacity recommended by the generator manufacturer to meet above conditions. F. Engine Cooling System 1. Engine shall be provided with 50°C ambient unit mounted radiator. The radiator shall have sufficient capacity to dissipate not less than the total British thermal units per hour rejected at 100% full load under the conditions specified. Filler cap shall be designed for pressure relief. 2. Cooling system shall be provided with initial charge of permanent type anti -freeze solution containing rust inhibitor. 3. Radiator shall incorporate a fuel oil cooler when necessary to eliminate engine deration due to excessive fuel oil temperatures and shall be prepiped prior to shipment. 2.3 SAFETY SHUTDOWNS A. The engine shall be equipped with safety shutdown contacts for: March 6, 2012 16612-3 PACKAGED ENGINE GENERATOR SYSTEMS i BRIGHTVIEW SENIOR LIVING AT NORTH ANDOVER NORTH ANDOVER, MA SBSA PROJECT# 12016 1. Low lube oil pressure, prewarn and shutdown 2. High jacket water temperature, prewarn and shutdown 3. Overspeed 4. Overcrank 5. Low water level, prewam 6. Low water temperature, prewarn 2.4 ENGINE INSTRUMENTS A. The following engine instruments shall be included in the generator control panel: 1. Lube oil pressure 2. Water temperature 3. DC voltmeter 4. Tachometer B. Any other instruments considered necessary by the manufacturer shall be included. 2.5 EXHAUST SYSTEM A. Critical grade exhaust silencer suitable for critical type silencing (complete with condensate drains) shall be supplied of the size recommended by the generator set manufacturer. B. If the engine is supplied with one exhaust outlet, a wye connector shall be provided with insulation blankets. C. A section of seamless, flexible stainless steel exhaust piping of the size and type recommended by the generator set manufacturer, to a minimum of 10'-0" above the highest point on the roof. 2.6 MOUNTING A. The engine and generator shall be close -coupled and mounted on a structural steel base designed to maintain proper alignment of the unit. B. The unit shall be certified by the manufacturer to be free from any critical torsional vibrations within a range of +10% of synchronous speed. C. Vibration isolators of spring type shall be supplied with the unit. The number of isolators shall be as recommended by the generator set manufacturer. 2.7 BRUSHLESS ALTERNATOR A. Permanent magnet excitation. B. 4 -pole revolving field design with temperature compensated solid state voltage regulator and brushless rotating rectifier exciter system. The rotating exciter shall be mounted outboard of the generator bearing to allow removal of all or any part of the exciter without disassembly of the generator. C. Voltage Regulation March 6, 2012 16612-4 PACKAGED ENGINE GENERATOR SYSTEMS W BRIGHTVIEW SENIOR LIVING AT NORTH ANDOVER NORTH ANDOVER, MA SBSA PROJECT# 12016 1. +1% of any present value over the 3-phase load range. Instantaneous voltage dip or rise when measured with an oscilloscope shall not exceed 16% upon full load application or rejection, and shall return to reset value within 0.5 seconds. Voltage regulator shall be 3-phase sensing, provide volt/hertz regulator, provide overvoltage and undervoltage protection and shall include a solid state circuit to remove excitation when generator is overloaded for more than 10 seconds. D. Waveform 1. Deviation factor of output voltage shall not exceed 5% and the value of any individual harmonic shall not exceed 3% of the fundamental when operating with an unbalanced load. E. Temperature Rise 1. Temperature rise of any component shall not exceed 125°C standby at 40°C ambient. F. Rotor 1. Rotor statically and dynamically balanced, with single bearing, flexible discs. G. Stator 1. Shall have a pitch as required by the generator manufacturer. 2.8 ENGINE GENERATOR CONTROL PANEL A. Unit Mounted 1. The engine generator set shall include an oversized terminal box and combination engine generator control panel shock mounted at the generator end of the unit. Control panel meters shall have 0.5% accuracy, 0.3 Hz accuracy, shall read true RMS, be solid state with digital readout and have diagnostic capability. This unit mounted panel shall include, but not be limited to, the following: a. Step oil protection. b. Voltage adjustment rheostat, +10%. c. Start/stop switch. d. AC voltmeter. e. AC ammeter with current transformer. f. Combination VM/AM phase selector switch, 4 -position. g. Frequency meter. h. Running elapsed time meter. i. Automatic off -manual -test switch. j. Emergency stop -push button with remote location capabilities. k. Battery charging ampmeter and DC volt meter 5% accuracy. 1. Speed/frequency adjust potentiometer. m. Cranking cycle limitation per NFPA 110. 2. Provide control panel with the following safety indicators and shutdown features per NFPA - 110 Article 3.5.5, Level 1. a. Overcrank (45 seconds to shutdown). b. Low water temperature indication (700F). c. High engine temperature pre -alarm. d. High engine temperature shutdown. e. Low lube oil pressure shutdown. f. Low lube oil pressure pre -alarm. g. Overspeed shutdown (110% of normal). h. Low fuel main tank. i. Emergency generator supplying load. j. Control switch not in "Auto' position. March 6, 2012 16612-5 PACKAGED ENGINE GENERATOR SYSTEMS ow BRIGHTVIEW SENIOR LIVING AT NORTH ANDOVER NORTH ANDOVER, MA SBSA PROJECT# 12016 k. Battery charger malfunctioning. 1. Low voltage in battery. in. High voltage in battery. n. Lamp test. o. Contacts for local and remote common alarm. p. Provision for remote emergency stop breakglass stations and indication. q. Generator at 80% load. 3. Key operated selector switch shall be provided with "off/auto/manual/test" with red pilot light to flash when selector switch is in "off' or "manual" positions. 2.9 REMOTE ANNUNCIATOR PANEL A. The engine generator shall be supplied with a flush mount remote annunciator panel with faceplate mounted to annunciation terminal strip, to give remote indication of the following: 1. Generator power 2. Battery charger malfunction (red) 3. Annunciator "off' (red) 4. High jacket water temperature (prewarn amber, shutdown red) 5. Low water temperature (prewam amber) 6. Low oil pressure (prewarn amber, shutdown red) 7. Low fuel/rupture 8. Overspeed (red) 9. Overcrank (red) 10. Lamp test switch 11. Control switch not in auto position 12. Contacts for remote and local common alarm 13. Air shutdown damper (when used) 14. Ground fault (indication only) 15. Generator at 80% capacity 2.10 "AUTOMATIC -OFF -MANUAL -TEST" SWITCH OPERATION A. Operation of "Automatic -Off -Manual -Test" switch in each of its (4) positions shall be as follows: 1. In "Automatic" position the generator shall start upon closure of remote contacts in automatic transfer switches (or exercise weekly timer) as specified. Transfer switches shall operate and generator shall assume electrical loads. 2. In "Off' position, the generator shall not run and all safeties reset. 3. In "Manual" position the generator shall start but generator shall not assume electrical loads. March 6, 2012 16612-6 PACKAGED ENGINE GENERATOR SYSTEMS 4W BRIGHTVIEW SENIOR LIVING AT NORTH ANDOVER NORTH ANDOVER, MA SBSA PROJECT# 12016 4. In "Test" position the automatic transfer switches shall sense a power outage, start the generator and transfer to emergency position. The generator shall assume electrical loads. 2.11 ENCLOSURE A. Generator shall be mounted in a weatherproof sound attenuated enclosure made of aluminum or steel, and shall have a choice of colors as selected by Owner. Sound attenuation levels shall meet all DEP requirements. B. Fuel shall be housed in a belly tank. Tank shall be sized at 500 gallons minimum, or to provide 48 hours of run time at full load, whichever is higher. PART 3 EXECUTION 3.1 INSTALLATION A. Contractor shall install unit in accordance with the manufacturer's recommendations and in compliance with NFPA 37 and 70. B. The Contractor shall be responsible for coordination of all trades to ensure the proper functioning of the entire system including but not limited to fuel supply, exhaust equipment, cooling system pipe and duct size, and all required electrical wiring and interconnections. C. Generator set shall be installed on a concrete base. Excavation, backfill and concrete base shall be as per Division 2 and Division 3. D. Clean interior and exterior of general housing. E. Provide services of generator and transfer switch manufacturer's engineers. Provide general information on installation of diesel engine generator set, including setting, alignment, assembly, and connections. Provide a manufacturer's qualified technician to perform startup and field testing. G. Inspect final installation to ensure equipment is installed in accordance with equipment manufacturer's recommendations. 3.2 TESTING A. Preliminary start-up and operating tests of the generator system with the building load shall be conducted as required by NFPA 110 for (1) hour duration to ensure that the system is complete and in proper working order, that all adjustments have been made, and that all deficiencies have been corrected. B. Engine alarm and shutdown features shall be function tested, including low oil pressure, high water temperature, overspeed, and low water level. C. Final tests to be witnessed by the Architect and Engineer shall be scheduled only after preliminary tests have been successfully completed. D. Upon completion of the preliminary test on the unit, a test run of (3) hours duration shall be conducted by the equipment manufacturer's factory -trained servicemen. At this time, adjustments shall be made for correct operation of the equipment and the following readings taken at 15 minute intervals: 1. Ambient temperature 2. Engine jacket water temperature 3. Generator temperature March 6, 2012 16612-7 PACKAGED ENGINE GENERATOR SYSTEMS r BRIGHTVIEW SENIOR LIVING AT NORTH ANDOVER NORTH ANDOVER, MA SBSA PROJECT# 12016 4. Oil pressure 5. Battery charger rate 6. AC volt (all legs) 7. AC ampere (all legs) 8. Engine air exhaust temperature 9. Decibel readings with sound meter at 50'-0" in all directions E. This test shall be made with the door to the enclosure in the closed position. The test shall be made by use of a load bank sized at the full kW rating of the generator. This load bank shall be furnished by the supplier of the engine generator unit and shall be connected to the generator terminals as (1) complete and full unit of kW load. This load bank shall be applied to the generator terminals only after the generator has reached its full voltage output. The supplier of this equipment shall also furnish and install lube oil in the engine, and drain and refill the engine with new lube oil after the engine generator unit should fail the initial test run, as determined by the Engineer. A second similar test run shall be performed after the proper corrective measures have been implemented. Replace engine lube oil again after the second test. If any additional tests are required to prove the performance of the engine/generator lube oil shall be replaced after each such test run. G. A normal operating test shall be made by applying the entire connected load of the generator to the unit. During this test, the connected motor with greatest starting current shall be stopped and started several times and its effect on the system noted. H. A written report of the test indicating conditions resulting from starting of largest motor shall be furnished to the Architect and Engineer. 3.3 SERVICE A. The Contractor shall make available to the Owner the local service department of a duly authorized distributor of equipment manufacturer, which shall stock manufacturer's standard parts. B. The equipment manufacturer shall conduct a minimum of (8) hours of on site training for the Owner's representative. Such training shall include all procedures required to insure proper maintenance and operation of the equipment. The training session shall occur after final testing of the equipment, but prior to final Owner acceptance of the equipment. Schedule the training workshop a minimum of (10) working days (14 calendar days) in advance with the Owner's representative. March 6, 2012 END OF SECTION 16612-8 PACKAGED ENGINE GENERATOR SYSTEMS BRIGHTVIEW SENIOR LIVING AT NORTH ANDOVER NORTH ANDOVER, MA SBSA PROJECT# 12016 SECTION 16615 TRANSFER SWITCHES PART 1GENERAL 1.1 PROVISIONS INCLUDED A. Examine all drawings and all other Sections of these Specifications for requirements which affect work under this Section whether or not such work is specifically mentioned in this Section. B. Coordinate work with that of all other Trades affecting or affected by work of this Section. Cooperate with such Trades to ensure the steady progress of all work under the Contract. 1.2 SCOPE OF WORK A. The work under this Section shall include furnishing and installing automatic transfer switches for the life safety and standby power system. B. The work under this Contract shall also include all labor, materials, tools, equipment, transportation, insurance, temporary protection, supervision, and incidental items essential for proper installation and operation, even though not specifically mentioned or indicated on the drawings, but which are usually provided or are essential for proper installation and operation of all systems as indicated on the drawings and specified herein. C. The specifications and drawings describe the minimum requirements that must be met by the Contractor for the installation of all work as shown on the drawings and as specified hereinunder. 1.3 SUBMITTALS A. Prepare and submit complete shop drawings of automatic transfer switches required on this project to Architect for approval. B. Submit complete manufacturer's product data of all materials and systems to the Architect for approval, consisting of complete product description and specifications, complete performance test data, complete preparation and installation instructions, and all other pertinent technical data required for complete product and product use information. C. Do not order materials or begin installation until approval of submittals by the Architect and Engineer has been obtained. 1.4 GUARANTEE A. In addition to the specific guarantee requirements of the General Conditions, the Contractor shall obtain, in the Owner's name, the standard written manufacturer's guarantee of all materials furnished under this Section where such guarantees are offered in the manufacturer's published product data. All these guarantees shall be in addition to, and not in lieu of, other liabilities which the Contractor may have by law or other provisions of the Contract Documents. 1.5 COORDINATION A. The work of this Section shall be coordinated with other work of the Contractor. 1.6 REFERENCE STANDARDS A. Applicable provisions of the following Codes and Trade Standard Publications shall apply to the work of March 6, 2012 16615-1 TRANSFER SWITCHES .4w BRIGHTVIEW SENIOR LIVING AT NORTH ANDOVER NORTH ANDOVER, MA SBSA PROJECT# 12016 this Section and are hereby incorporated into, and made a part of, the Contract Documents: 1. NFPA 70 2. UL 1008: Automatic Transfer Switches 3. NEMA ICS -1: General Standards for Industrial Control and Systems 4. NEMA ICS -2: Standards for IndusMal Control Devices, Controllers and Assemblies 5. NEMA ICS -6: Enclosures for Industrial Controls and Systems 1.7 PRODUCT DELIVERY, STORAGE AND HANDLING A. Delivery of materials shall be made to the project by the materials supplier in accordance with the instructions of the Contractor. B. The Contractor shall provide adequate storage space for the materials, shall be responsible for all items of materials after receipt from the supplier, and shall replace all materials lost or damaged after delivery and receipt. C. The Contractor shall furnish the materials supplier with receipts for all materials and accessory items received, and shall send copies of these receipts to the Architect. PART 2 MATERIALS 2.1 AUTOMATIC TRANSFER SWITCHES A. Rating 1. Provide two (2) automatic transfer switches (ATS) rated at 400 Amp 120/208 Volt. Provide 3 -pole transfer switch with all (3) poles mounted on a common shaft. The complete switch assembly shall be listed under UL 1008 for use on emergency systems. B. Construction and Performance 1. The transfer switches shall be double throw, actuated by a dual electrical operator, momentarily energized, and connected to the electrical operator with a simple over center type linkage. Total transfer time shall not exceed 0.5 second. The transfer switch shall be capable of transferring successfully in either direction with 70% of rated voltage applied to the switch terminals. 2. The normal and emergency contacts shall be positively interlocked mechanically and electrically to prevent simultaneously closing. Main contacts shall be mechanically locked in both the normal and emergency positions without the use of hooks, latches, magnets or springs, and shall be provided on all transfer switches. Interlocked, molded case circuit breakers or contactors are not acceptable. 3. All transfer switches shall be equipped with a safe external manual operator, designed to prevent injury to operating personnel. The external manual operator shall provide the same contact -to -contact transfer speed as the electrical operator utilizing a quick break/quick make mechanism to prevent a flashover from switching the main contacts slowly. C. Sequence of Operation 1. When the voltage of the normal source drops below 80% on any phase, after a time delay of 0.5 to 6 seconds (adj.) set at (2) seconds to allow for momentary dips, the engine starting contacts shall close to start the generating plant. 2. The transfer switch shall transfer to the emergency generator after reaching 90% rated voltage and March 6, 2012 16615-2 TRANSFER SWITCHES .#0 BRIGHTVIEW SENIOR LIVING AT NORTH ANDOVER NORTH ANDOVER, MA SBSA PROJECT# 12016 frequency. If normal power is available, the transfer switch shall transfer to normal power then shutdown the emergency generator. 3. After restoration of normal power on all phases to 90% of rated voltage, a time delay period of 0 to 31 minutes (adj.) (factory set at 5 minutes) shall delay retransfer to allow stabilization of normal power. If the emergency power source should fail during this time delay period, the switch shall automatically return to the normal source. 4. After retransfer to normal, the engine generator shall be allowed to operate at no load for a fixed (5) minute period. 5. A maintained -type test switch shall be included to simulate a normal power failure. 6. Two (2) auxiliary contacts rated 15A, 120V, shall be mounted on the main shaft ([1] closed on normal, [1] closed on emergency), both contacts will be wired to a terminal strip for ease of customer connections. 7. One (1) set of relay contacts shall be provided to open upon loss of the normal power supply. 8. Relays, timers, control wiring, and accessories shall be front accessible. 9. All control wires shall be 600V, SIS switchboard type. All control wire terminations are to be identified with tubular, sleeve type markers. 10. Each switch shall come complete with an operations and maintenance manual. 11. All switches serving elevator loads shall be provided with a time delay to open (2) sets of contacts prior to transfer in either direction (0 to 300 seconds adj.). 12. Plant exerciser to automatically exercise the generating plant. Adjustable type with a minimum of (15) minute increments. Timer shall have a selector switch to provide for "No Load" or "Load" exercise period. 13. Time delay relays to control contact transition time or transfer to either source 0.5 to 5 seconds (adj.). 14. Key Operated Automatic/Manual Mode Selector Switch a. When selector switch is in the manual mode, all automatic functions shall be locked out and transfer from normal to emergency, or back to normal shall be accomplished via (2) local pushbuttons. In the event that emergency fails while in the manual mode, the transfer switch shall automatically override the manual position and transfer back to a normal source if available. The key operated selector must be alarmed when in the manual mode. 15. Provide a 3-phase voltage sensing of the normal source and alternate normal source. 16. ATS's shall be arranged such that the life safety ATS takes priority over the standby system ATS. D. Manufacturer 1. Transfer switches shall be Asco, Russelectric, Zenith, or equal. PART 3 EXECUTION 3.1 GENERAL A. Furnish and install ATS in accordance with manufacturer's instructions. B. Mounting channels (wall mounted) shall be provided to properly secure equipment to wall. March 6, 2012 16615-3 TRANSFER SWITCHES a d BRIGHTVIEW SENIOR LIVING AT NORTH ANDOVER NORTH ANDOVER, MA SBSA PROJECT# 12016 3.2 TESTING A. Visual and Mechanical Inspection 1. Verify that the Contractor has cleaned enclosure interiors and all components of accumulated of dust, dirt, oil films, and other foreign material. 2. Inspect all electrical and mechanical components for condition and any evidence of defect or failure. 3. Perform inspection checks on individual components as recommended by the manufacturer. 4. Inspect connections for looseness. The Contractor shall torque wrench tight or remake any questionable connections. 5. Inspect for missing or loose hardware or accessories. 6. Check for proper mechanical operation and lubricate, as necessary. 7. Check transfer mechanism for alignment and friction -free operation. Lubricate as necessary. 8. Check all connecting wiring for condition. B. Electrical Tests 1. Use test switch, when available, to check the electrical operation of the transfer switch. 2. When a test switch is not available, a failure of the normal source power shall be simulated by disconnecting a voltage sensing lead. 3. Test and adjust all sensing relays, and other devices specifically associated with the transfer switch. 4. Contact Resistance Test 5. A full function test shall be performed on the entire emergency power system and certify that system complies with operating requirements. END OF SECTION March 6, 2012 16615-4 TRANSFER SWITCHES 8 L O W :N U O CC � ai N C, 00 00 � M 00 Qa N < vi ZCoa �•�s=�Qn ax�Q335wd�AA°QFz�", C4 OR OR Cie WrA oeawxaovaLCGC Aa�zzoaaoawaWcWzF4e°•' CVZVoazaaWw~�a�li LLr'W waxO��oUO°�sn ZLu Cl. y.a a°0�dw�wAFA�xz+O°°q0 caxUoC�sl'n cri ui A '�xOa�O� �oxcoain ■j z oOloll UUR:xxx rA 9dUj F Fr �•x�a0�� 0o 00000w0w�0 E E a)o o 0 0 a � � o ox � a•��0� UUR:xxx N C, 0000 r- 00 W o 00 W N N d 7� zQ z p N �4 a o H w Z a a �..., O o 0 � a w z od a .. Q Z N w V A a a Mo d 00 O0 W o M a, W W ? o¢ W N w Lu z a Z w �• > x O O w cn w o d fes, z a o Q ° z o d d d 3 A 3 U d w xw H x a p—Cdz w 3 � z U U o A x A w F x a o F � d d d w cn 00 a v 3 H 8� i O C R O U t/j a i �I U U C 'gyp `°' xx xxxxxxxxrxxx x ax xxxxxxxxxxx o° O U U � C'. N ° U 0 3 w ° � y r � U U 3 � � o ,�b' O v� a. -d � a� va �, w U O � �i.�0. b O � 'd � 6' Q. N � y CQ z U "�' v� ¢ � •V o�U¢U ,� z Y CC Ul V1 V] VJ V] Vl on •� � cn a4 ou on � U U F" � � o oA G � z •� � C � z w 'xi, o ix• -i o C7 C% � al � •� iU+ sU. Y U Y o ivi 0 iU+ 0 sU. 0 sU. 0 �° �° � � U � a� a� o o a� a� � � ;� „ �.•�,xxUUxxxx N C, 0000 r- 00 W o 00 W N N d 7� zQ z p N �4 a o H w Z a a �..., O o 0 � a w z od a .. Q Z N w V A a a Mo d 00 O0 W o M a, W W ? o¢ W N w Lu z a Z w �• > x O O w cn w o d fes, z a o Q ° z o d d d 3 A 3 U d w xw H x a p—Cdz w 3 � z U U o A x A w F x a o F � d d d w cn 00 a v 3 H 8� i O C R O U t/j a i �I U U C 'gyp `°' xx xxxxxxxxrxxx x ax xxxxxxxxxxx o° O U U � C'. N ° U 0 3 w ° � y r � U U 3 � � o ,�b' O v� a. -d � a� va �, w U O � �i.�0. b O � 'd � 6' Q. MILLER ENGINEERING MANCHESTER, NH (603) 668-6016 FAX: (603) 668-8641 TESTING FAX: (508) 393-8490 FAX: (617) 269-8837 PROJECT: BRIGHTVIEW, NORTH ANDOVER PROJECT NO: 12.064.NH NORTH ANDOVER, MA CONTRACTOR: PRO CON / EARTH CLIENT: BRIGHTVIEW NORTH ANDOVER, LLC WEATHER: PARTLY SUNNY, 65-80's DATE: 06-28-12 SOILS FIELD REPORT PURPOSE: To observe the earthwork activities and perform Field Density tests. EQUIPMENT OPERATING: 1 -Caterpillar 245B Excavator 2 -Volvo Dump Trucks 1 -Volvo 210 Excavator 1 -Volvo 290 Excavator 2 -Caterpillar D5 Bulldozers 1 -Vibratory Plate Compactor 1 -Caterpillar CS563D Vibratory Roller 1 -Volvo L90D Loader WORK ACCOMPLISHED: The Site Contractor prepared a section of wall footing today on BL -Line from approximately BB to B15. 1 -foot of reinforced backfill material was placed over the original ground to achieve 6 -inches below bottom of footing grade. This gravel was compacted with several passes of the Caterpillar Vibratory Roller. Field Density tests indicated adequate compaction. A 6 -inch layer of 3/4 -inch crushed stone was placed to achieve bottom of footing grade. This stone layer received six (6) to eight (8) passes with the Vibratory Roller. Drain Manhole #8 was placed along with associated piping. The structure and pipes were placed on a bedding of/4-inch stone. On-site screened gravel was placed in lifts as backfill. Each lift received a compactive effort consisting of several passes with the large Vibratory Plate Compactor. Field Density tests in this area indicated adequate compaction had been attained. Backfill of foundation wall on CC -Line resumed today. A layer of sand was placed against the wall 3 -feet wide. On-site screened material was placed for the remaining width. Field Density Tests were performed on this date, by using the Nuclear Density Gauge. The results of these tests indicated adequate compaction, as the measured densities were at least 95 percent of the maximum dry density. Please refer to today's Compaction Control Summary for Field Density test locations and results. PREPARED BY: Paul LaRose U = A O F II b � b > u u cl � V) �acn � U > ^� c�� �3 2 30 tiY ° o. cm CA 3 rA0cCc� coFrUW "3 CL ° O o v 0 OA C V] b w O o to co m� II 3 u n v O CA W C m m r 0A _ 018 0 m w = 0 b0� "w =_ a w° o 'Fo as w 3 � O c 0 o a^� � 0 F W co II tr. II II ci. O w w O[ - Om N C c�C �s ti s0-nC �'G U w II II II II C E Q Q Q Q Q U O U a o u C ON 01 Q, O d moo- cv U OW U H z00 H Q 00 00 as CID A .. rn (71 rn rn rn M N z II a o U � N r II L � � m O � A a A W = L � C N � I M O O O O 0 ��i LU O .. LLI X > c c c c U> V> .. L r� O > z Vc ` n° N0 °° N� n n° z z z O � o 0 0 0 LU = Q H o o� om 0>0° 0'— O 3U 0 3U 0 3 0 Uo W z \ / > a w N V] pj t�., N V] m w N V] m 4.. A W Q O J 3:o O ^� �� M� . J W z U H Q F- 00 CD af x� o z� m z oti U m _Ile CIS co s O0q n c x r 00 00 00 ; s x x x u 0 W O� FC Lii N N N N N ¢z O Fa 0 0 0 0 0 V N N N N 00 N z u� Oil z� �„y z o M 0 M 0 M 0 M 0 M U = A O F II b � b > u u cl � V) �acn � U > ^� c�� �3 2 30 tiY ° o. cm CA 3 rA0cCc� coFrUW "3 CL ° O o v 0 OA C V] b w O o to co m� II 3 u n v O CA W C m m r 0A _ 018 0 m w = 0 b0� "w =_ a w° o 'Fo as w 3 � O c 0 o a^� � 0 F W co II tr. II II ci. O w w O[ - Om N C c�C �s ti s0-nC �'G U w II II II II MILLER ENGINEERING &TESTING INC. FAX: (603) 668-8641 FAX: (508) 393-8490 FAX: (617) 269-8837 PROJECT: BRIGHTVIEW, NORTH ANDOVER PROJECT NO: 12.064.NH NORTH ANDOVER, MA CONTRACTOR: PRO CON / EARTH CLIENT: BRIGHTVIEW NORTH ANDOVER, LLC WEATHER: DATE: 06-27-12 SOILS FIELD REPORT PURPOSE: To observe the earthwork activities and perform Field Density tests. EQUIPMENT OPERATING: 1 -Caterpillar 245B Excavator 2 -Volvo Dump Trucks 1 -Volvo 210 Excavator 1 -Volvo 290 Excavator 2 -Caterpillar D5 Bulldozers 1 -Vibratory Plate Compactor 1 -Caterpillar CS563D Vibratory Roller 1 -Volvo L90D Loader WORK ACCOMPLISHED: The undersigned performed Field Density tests today on an on-site screened soil material used as a backfill of a trench from the Storm Trap to DMH 49 and around DCB #8. The material was placed in 1 -foot thick lifts and then compacted with a Plate Compactor or Vibratory Roller. Field Density Tests were performed on this date, by using the Nuclear Density Gauge. The results of these tests indicated adequate compaction, as the measured densities were at least 95 percent of the maximum dry density. All tests were performed at a depth of 6 -inches. Please refer to today's Compaction Control Summary for Field Density test locations and results. PREPARED BY: William Courchesne ITInr; -� nr�y I I I I W W W W N N N N N N N �,' "'•3 car 'm zz 5' rn rn ON rn o\ rn o, o\ ON rn o d o J J J J J J J J J J J n r N N N N N N N N N N N eD T O LTA ITI000m �z "" ' 0--3 0o o c) 0 c) c) c) c) C) c� c) c) o o 0 o 9E-, a d d d N J to J W O --' In A In W C� W In A O --jO ll y C) V Q� Q W CC N CD a (D m Imo) ��//- /V a 0 O W 0I0 it N. .+ Ni y a O °00 O O M M h p rA rA b d d d cn y4t21 y !� y Q% Q�C4 O� � � s � o• o• � � � � � x O G1 ow °°CN _ p p0 o o" 0`"- �o o 5 rAC rA0 v N _ N r < Z p77 �� i o n 0 4 0 •o ttl cn cn cn CG td tb Cd td m O �o�° c) C) C) ZZ �c D m O O O O O O O O O O O O z � N eD z 0 � cnLn W cn � � v� � � � � � cn c � � c cnc � � m u (D (b fD a CD CD 0 00 0 0 CD CD 0 0 CD CD CD CD = I II O7 "� (D t0 CD CD 0 N o CD 0 CD (D 0 (D CD o N o (D ❑ (D o o y i7 n. a a a CD C r 00 n��� deo � wY M C C d• A A A A A A A A A A A C7 ?� Z � O elW CL ^1 `ow o ,D w II [� to II !n xJ a � in to to � in to to to to to a ,°� T• v aU �c�o eD 3 CO)a ) �• A W A A A A W W W W A T y -f ,,, cn O Q\ O O Q\ A \O w z t/i tli T 0o J J J J In W J lol H 3 w a jtjO rn • wO\ A J J O A N Q\ W e 07 a C7 0 0 O\ 0 O\ 0 0 0 0 0 0 0 o V w 0p p\ J ° a> = ym o rn n n0 oz � z ° 3 a a a a a a a a a a a 3 A e nrHH u u u II CDC CD CO CACdH u u r II a0�0 °b O 000 5. 0 0 0 M 0 0 o� cn H T1 G� cn O C) II II II � CO cl cn uW�o F 'n fD c H= 0y °n CD �a m 0 II u ° to Cd CZ o c 2 C) cr Qn CA a m aa��j� II 6 cn II cn CII II y >yvz�< 0 aID w a� �a cn e � � a O ° N �d II C) au d� o f9 a � N d t� C m � � 00 � f•1 x k R y y y _- o o o O G) oo < O D ZM o- " rn r r oN `CD r < Z ° y M 2 O D z �d z o O m H CD m O o O M C �`y W U � W y CL FSI 000 o � w N O " e � c II II a N � C:� • rn 00W z -100 ay = o°Oo NJ H� C)0 n 3A � b e 2 d a oz z � 0 � a MILLER ENGINEERING & TESTING, INC. Manchester, NH Northboro, MA Boston, MA (603)668-6016 (508)393-2607 (617)269-8829 Project Name: BRIGHTVIEW, NORTH ANDOVER Client: BRIGHVIEW, NORTH ANDOVER Project No.: 12.064.NH Total Location: Footings Lines B.5 -B.14 Sample Information (ASTM C31) Compressive Strength Results of Cylindrical Concrete Specimen ASTM C 39 Set No.: 11 A -D Set No.: 11 A -D Truck No.: 166 Water Added (gals): i Area (int)-- Date Placed: 6/27/2012 Ticket No.: 1112294 Slump (in) C 143: 4_5 Date in Lab: 6/28/2012 Cubic Yards Placed: 42.0 Air Content (%) C 231: 4_9 Sampled By: W. Courchesne Time Batched: 12:20 PM Concrete Temp. (F): 71 11 C 7/25/2012 Time Sampled: 1:23 PM Air Temp. (F): 74 Time Finished: 1:37 PM Unit Weight (pco C 138: 6.00 Sample Location: Footings Line -B.6 Mix Information Concrete Supplier: MACLELLAN Admixtures: Mix Number: Method of Placement: Direct Mix Type: 3000-3/4 Design Strength (psi): 3000 Laboratory Test Results Sample No. Date Broken Age (days) Diameter (in) Height (in) i Area (int)-- Weight Maximum Compressive (lbs) Load Strength (lbs) (psi) % of Fracture Design Type Strength 11 A 7/5/2012 8 6.00 12.00 28.27 28.10 68,500 2,420 81% 4 11 B 7/25/2012 28 6.00 12.00 28.27 11 C 7/25/2012 28 6.00 12.00 28.27 11 D Hold 6.00 12.00 28.27 Average 28 Day Compressive Strength (psi): TYPES OF FRACTURE R11 N R Type 1 N Type 2 r] 11 Type 3 F1 Type 4 Type 5 Type 6 Comments: Reviewed by: Donald Pollard Director Of Operations AAAMILLER ENGINEERING & TESTING, INC. Manchester, NH Northboro, MA Boston, MA 1 (603)668-6016 (508)393-2607 (617)269-8829 Project Name: BRIGHTVIEW, NORTH ANDOVER Client: BRIGHVIEW, NORTH ANDOVER Project No.: 12.064.NH Total Location: Wall & pier footings CE -Line, CCI -CC 8 Sample Information (ASTM C31) Compressive Strength Results of Cylindrical Concrete Specimen ASTM C 39 Set No.: 5 A -D Set No.: 5 A -D Truck No.: 179 Water Added (gals): Area (int) Date Placed: 6/6/2012 Ticket No.: 7052272 Slump (in) C 143: 3_0 Date in Lab: 6/7/2012 Cubic Yards Placed: 19.0 Air Content (%) C 231: 5_1 Sampled By: P. LaRose Time Batched: 7:35 AM Concrete Temp. (F): 62 12.00 28.27 Time Sampled: 8:37 AM Air Temp. (F): 60 5 C 7/5/2012 Time Finished: 9:04 AM Unit Weight (pco C 138: 28.27 Sample Location: Wall footing CE -Line, CC2-CC2 Mix Information Concrete Supplier: MACLELLAN Admixtures: Mix Number: Method of Placement: Direct Mix Type: 3000-3/4 Design Strength (psi): 3000 Laboratory Test Results Sample No. Date Broken Age (days) Diameter (in) Height (in) Area (int) Weight (lbs)- .Maximum Compressive Load Strength (lbs) (psi) % of Design Strength Fracture Type 5 A 6/13/2012 7 6.00 12.00 28.27 28.20 80,940 2.860 95% 1 5 B 7/5/2012 29 6.00 12.00 28.27 28.00 122 230 4 320 144% 5 5 C 7/5/2012 29 6.00 12.00 28.27 28.20 111,830 3,960 132% 4 5 D Hold 6.00 12.00 28.27 Average 28 Day Compressive Strength (psi): Strength vs Time Graph 6000 5000 a 4000 t p 3000 65 2000 1000 0 7 14 21 28 35 Age in Days Reviewed by: Donald Pollard Director Of Operations Comments: TYPES OF FRACTURE R E 1�A 9 Type 1Type 2 Type 3 N 1111 a Type 4 Type 5 Type 6 Reviewed by: Donald Pollard Director Of Operations `1()rxr G) r- '-3 H wtzwH w 0 O 0 CD C 0 II 0 ���0 C)0 ITI 0 O° 0 �. p QQ O O tlQ UQ t1i to oy Cz 00 d II t7 II C\ 01, C, eD r m O O O O d z G7 G7 G7 G7 c T C7 � a N X ((D rT. N X 'O m y rye n uq mN q n UQ aq G O O mN C7 mN (PDICD N � z C% a CD n R CD n V ((D ^ �i O�0 A0 f 0 0 0 TT y � c-,�' 7y d a CD °o 0 Z co o _ = o rn C� ro_ W b7 w b7 W t0 o Zr < D D 0CA 0 0 0 Z z o H n < O CA CA (D 0 0 �� y a c a =CD a O m Or oo m a d O O O O =. oo00 y 3 77 �w A C> `'' L LI) �n v, cn vi o o J m w w w w add?? 7j Q v N w cn n O i, W (� O z cn J CA e00� W0 O In W w rD M ✓v V O 'ca r° �a �a Ci I II N � ow • m 0 00 W 00 00 ym m0 n 3 A a O a fD y0 oz z � a a a a 3 3 A 0 MILLER ENGINEERING TESTING MANCHESTER, NH (603) 668-6016 NORTHBORO, MA (508) 393-2607 BOSTON, MA (617) 269-8829 FAX: (603) 668-8641 FAX: (508) 393-8490 FAX: (617) 269-8837 PROJECT: BRIGHTVIEW, NORTH ANDOVER NORTH ANDOVER, MA PROJECT NO: 12.064.NH CONTRACTOR: PRO CON / EARTH CLIENT: BRIGHTVIEW NORTH ANDOVER, LLC WEATHER: CLEAR TO PARTLY CLOUDY DATE: SOILS FIELD REPORT PURPOSE: To observe the earthwork activities and perform Field Density tests. EQUIPMENT OPERATING: 2 -Excavators 2 -Bulldozers 2 -Vibratory Rollers 1 -Rock Truck 3 -Plate Compactors WORK ACCOMPLISHED: 06-22-12 The undersigned observed the placement and compaction of the sand and on-site screened materials around the Storm Trap. Each lift was approximately 12 -inches in depth. Field Density tests were performed in this area. The placement and compaction of the sand and on-site screened materials were observed for the backfill of the foundation wall from Line C -B at C-8 to C -C at C-3. Field Density tests were also performed in this area. The placement and compaction of the on-site screened material was observed in the parking area, north of the Storm Trap. Field Density tests were performed in this area. Field Density Tests were performed on this date, by using the Nuclear Density Gauge. The results of these tests indicated adequate compaction, as the measured densities were at least 95 percent of the maximum dry density. Please refer to today's Compaction Control Summary for Field Density test locations and results. PREPARED BY: Thomas Young Cnr� C) -i II II 11II '7 n r" � N w N N N N � N A- N A A A A A A O z • CD CDO \o 00 J C% cn A W .+ ii d y.3's `C+ II I v O CD rn N N rn N N rn N rn N rn N rn N rn N rn N rn N rn N rn N b y d C Ci N N N N N N N N N N N N N N N N N N N N Ci i' O O O O O O O O N N N N N N N N N N N to0�pd TI -TI 0-rl M M II -3 z z z z z z z z z z o o o pt d d c) Cj C7 t7 C7 l7 C7 C7 C7 ^* T o o y OO \CJ O O lCJ 0 \G O ` `�' O CD -,j .0 Op n= O O O O O O o ° v � w a w 3 b Q. o a oo 0. /ro `n o' o' o Q o � o � � o � o � m p m zs m is m � o• � o' o' UQao 0o 0 f CD w m — by 0 0 y w w .r � t' y ryo * .. ,... t7 SD , 0. Ll. T o_ 6\ o CG td CC n C a ti a 0 a 0 C C Z cow y '-,y C) O G)CD ID SD co o: rn 0 CLCD CL n ro h o� 2 o f a n D rn �CD� o mm CO W Cd W Cd td td N 00 00 00 A a O Z m °> y -� y y CO y Cd Cd b7 y .. b 0 o O O 0 vCD �DD rn 0 0 0 0 z d z ��y� = n ° o C) C) jy 7J II II o c c a a a a a a a a O p m z II II Cd a y by �_ a atz o rn CD � m U cn vi in to cn U (A 00 CD ,,,, y C t9 00 O w W o .� a yy F'C i p 1�1' II II C6 C) S »fD@ rn a < �d CO) a p w rn rn rn m y d A Uj C �O cn O O in to C1 00 z y �o 9100 00 T z O H � ° a rn cn cn n CD 3 A Z a b N rnw �o .. ■ N 0uj o0 0o cn a, cn cn 9 /0 0 W w p �. --1 OD z cc a i = I" � d7 04 tA ° ° `N° = A a oz � z a a a a a a a a a a a ° 3 _ ;Q G�rHH I I II I N C\ N Q\ N D\ N C\ N (7\ N VI N to N In N to N cn N VI 7, N• CD II CD c)r C4 zz W 7• (D O\ N C, N Q\ N (7 N a1 N 041 N C\ N C, N 0� N C1 N Q1 N �. b n N N N N N N N N N N N N N N N N N N N N N N O O I77tdOJH N N N N N N N N N N N Ctl d w 00 0 O an H z CD 0 d d d d c� c� C) C) C) c) C) n a d o F o -h Y tz9 F C� O^-3 0 p p a C) E; Q. O C to \J p Q 'r1 p ^ 'r] \V' p C/� [/� C/1 C/� V� (D -,i 'rJ O Oo (D y �D y n n = n = OGQ H _ r r� A � rnw ooh y y H O �• � Y �� � S '•HI .HI o vo o v C7 ° C7 °y 0 0 uq \ , � 0 , J L°• G E. 0 .°� 0 y 0 0 y b7 a cD A7 �0 c c c a p a: p caD a D .�+' s ? S. C W m w H 'TI G) (4 ti a. f a co n D c CD CD yY Z co z O rn 0 O II II c y y r r r �, c oo rn ° � o CJ CJ C) ID 0 C7 CJ GJ Z ° e <� c1Q 1 O o_ r O� O� a\ ° w b� CO tz 01 Cd Gl b7 ._ tz .r N -� C_J r.l C m Z O p Cd w w bJ < T yV Q. O O O O O O O O O O O O �J ✓CD $ �DD m 0 0 o o z tv ° �z0� 0 0 0 0 0= p — tzCoo a a O m O m cb CD r o R. 3 �M �- 000 �- n r �d tv uj ID an VI o o VI VI VI .. VI _ VI .r 'D 3 w o zQ. CD a 00 �w o � w v��� �� II II w T ° b CO)) WUj N O A O 'TJ C 90 9 PO PN_ ao z 0 00 W -j O 00 'A II II H + CD J 0 a _ za b i17 o O A 00 J J N 01 O v w n rD 00 w �• � � � 00 Z 00 H n mo 3An O� VI VI VI N VI V1 VI VI VI V1 VI T � 9 O oz n z a a a a a a a a a a a a K GiC"HH I I I I N J N J N J N J N J NN J N N 01 G\ a> p A n z CD w N O �•° rt'�. II G7 w rn N rn N rn N rn N ON N C, N a N rn N rn N rn N rn z C Cd Cd Cd H N N N N N N N N N N N tTj Hz tb� p� z d Z z z z CD 0 W 0 CD �j C) C7 c) C7 c) C7 0 C) c) C) C7 c) t7 t) C) o El -t a a m O H o o b H tb 0 H Cd CD b7 3 tz b7 CD 0 rn rn cn D o e g g a a a a g n7 �I �v°Q Q H H H H H H n °o aQ o 70 a :h b7 Cd Cd O O cc F cc C C C - _ UOQ tl CD V1 cn cnE. (aD N CD trJ Cd Cd R° R° 0 3 f Z W �. z HSC) to -H -H -H a a a rnx II II I rn tb p E vQ v P CD co a n Do 2 00 Cl GQ o f = m a to CD N D rn �� O b b�r CL `° m z 0 0 0 0 0 0 0 0 0 0 C) oo D rri D 0 02 O z 0 0 0 1 �2 d o o z wnHCd O n .�. C) C) A 7y 0 n ; CD CD MQo CD 0 � CD CDy o a a a a 50� 7d d CD � C) w 00cr ii 2.�_ tl� O O O O O r- �-. .-. r. SM�T+ rD A C A W � CD V1 V1 VI VI V1 V1 W N � 0 N CNw V1 � A acn0� a r CO) ID ON y R cn O cn IJ �o O, 00 w 'o �a n o z cn � J aD J N 0o A N A A W SCz II O N O A J W O J 00 a1 J .�\M- T z H m f 9 ON 0 _ ON v� n I p N � oW r C) o 10 0 Cl 0 o 0 a 0 o 0 0 0 00 0 00 0•�*, 0 ° d h7 CTj p O0 J CD 1 O .' 'o [ Z 0000 a _ NJ n `� 3..0 zo C3 a oz n z a a a a a a a a a a a 3 a � H � H o y d y x y � O � c x � z x � o n y � O n O H O b � O n N A N O d N �nx'�'� no � � td td tdb��o Cd�1� nor � y � � � � '� o y' n' cru N O � (D •J � •J 0 0 0 •J 0 �a 0 b �a � H � H o y d y x y � O � c x � z x � o n y � O n O H O b � O n N A N O d N o n o b 00 cCA z a d d o � n Ln a y H x0 CD� CD O� y 0 7� Y �x C" H O0 rn O00 CD o CD t"CD CDCD O CD r cn CD 111 � o Q pCD CD z r � m u O W m m w Z d k Y y 20 rA O n1 CD CD � Z fD � o az Z N 00 CN W -100 00 N CCD aaaaaaaa� �a 0000�.������ aav�av�o� LD. UQ MILLER ENGINEERING & TESTING, INC. Manchester, NH Northboro, MA Boston, MA (603) 668-6016 (508) 393-2607 (617) 269-8829 0, _ I Project Name: BRIGHTVIEW, NORTH ANDOVER Compressive Strength Results of Cylindrical Concrete Specimen ASTM C 39 Client: BRIGHVIEW, NORTH ANDOVER Age (days) Set No.: 9 I -L Project No.: 12.064.NH Weight Maximum Compressive lbs - ad Strength (lbs) (psi) % of Fracture Design -Type Strength 91 Total Location: Wall Line B-18.7 at B -F.8 to C-1.5 at C -C 6.00 12.00 28.27 28.50 65,140 2,300 Footing slabs for elevator pits #1 and #2 91 7/20/2012 28 6.00 Sample Information (ASTM C31) 28.27 Set No.: 9 I -L Truck No.: * Water Added (gals): 6.00 Date Placed: 6/22/2012 Ticket No.: * Slump (in) C 143: 4_5 Date in Lab: 6/25/2012 Cubic Yards Placed: 91.0 Air Content (%) C 231: 4_2 Sampled By: T. Young Time Batched: 10:00 AM Concrete Temp. (F): 87 Time Sampled: 11:40 AM Air Temp. (F): 91 Time Finished: 12:00 PM Unit Weight (pcf) C 138: Sample Location: Footing, elevator pit slab #2 Mix Information Concrete Supplier: MACLELLAN Admixtures: Mix Number: Method of Placement: Pumn Mix Type: 3000-3/4 Design Strength (psi): 3000 Laboratory Test Results Sample No. Date Broken Age (days) Diameter (in) Height (in) Area int Weight Maximum Compressive lbs - ad Strength (lbs) (psi) % of Fracture Design -Type Strength 91 6/29/2012 7 6.00 12.00 28.27 28.50 65,140 2,300 77% 1 91 7/20/2012 28 6.00 12.00 28.27 9 K 7/20/2012 28 6.00 12.00 28.27 9 L Hold 6.00 12.00 28.27 Average 28 Day Compressive Strength (psi): TYPES OF FRACTURE n1V_1 N A I Type 1 N Type 2 1� 11 Type 3 F1 Type 4 Type 5 Type 6 Comments: Sample obtained from truck chute. *No truck on ticket number on slip Reviewed by: Donald Pollard Director Of Operations MILLER ENGINEERING & TESTING, INC. Manchester, NH Northboro, MA Boston, MA (603)668-6016 (508)393-2607 (617)269-8829 Project Name: BRIGHTVIEW, NORTH ANDOVER Client: BRIGHVIEW, NORTH ANDOVER Project No.: 12.064.NH Total Location: Wall CC -Line, C2 -C7 Sample Information (ASTM C31) Compressive Strength Results of Cylindrical Concrete Specimen ASTM C 39 Set No.: 4 A -D Set No.: 4 A -D Truck No.: 247 Water Added (gals): Area (int) Date Placed: 6/1/2012 Ticket No.: 1111659 Slump (in) C 143: 5_5 Date in Lab: 6/4/2012 Cubic Yards Placed: 63.0 Air Content (%) C 231: 5_0 Sampled By: A. LaRose Time Batched: 11:45 AM Concrete Temp. (F): 76 12.00 28.27 Time Sampled: 12:40 PM Air Temp. (F): 72 4 C 6/29/2012 Time Finished: 12:47 PM Unit Weight (pcD C 138: 28.27 Sample Location: Wall C-6.5 on CC -Line Mix Information Concrete Supplier: MACLELLAN Admixtures: MRWR Mix Number: Method of Placement: Pumn Mix Type: 3000-3/4 Design Strength (psi): 3000 Laboratory Test Results Sample No. Date Broken Age (days) Diameter (in) Height (in) Area (int) Weight (lbs) Maximum Compressive Load Strength (lbs) (psi) % of Design Strength Fracture Type 4 A 6/8/2012 7 6.00 12.00 28.27 28.60 5L270 1,810 60% 5 4 B 6/29/2012 28 6.00 12.00 28.27 28.60 114.080 4,030 134% 2 4 C 6/29/2012 28 6.00 12.00 28.27 28.50 113,320 4 010 134% 2 4 D Hold 6.00 12.00 28.27 Average 28 Day Compressive Strength (psi): 4,020 Strength vs Time Graph 6000 5000 55 4000 CL I 3000 m 2000 ti 1000 0 0 7 14 21 28 35 Age in Days TYPES OF FRACTURE X N E A Type 1 N Type 2 F111 Type 3 0 Type 4 Type 5 Type 6 Comments: Samples obtained at truck chute. Reviewed by: Donald Pollard Director Of Operations MILLER ENGINEERING & TESTING, INC. Manchester, NH Northboro, MA Boston, MA (603)668-6016 (508)393-2607 (617)269-8829 Project Name: BRIGHTVIEW, NORTH ANDOVER Client: BRIGHVIEW, NORTH ANDOVER Project No.: 12.064.NH Total Location: Wall CC -Line, C2 -C7 Sample Information (ASTM C31) Compressive Strength Results of Cylindrical Concrete Specimen ASTM C 39 Set No.: 4 E -H Set No.: 4 E -H Truck No.: 165 Water Added (gals): Area (int) Date Placed: 6/1/2012 Ticket No.: 1111669 Slump (in) C 143: 5_5 Date in Lab: 6/4/2012 Cubic Yards Placed: 63.0 Air Content (%) C 231: 5_3 Sampled By: A. LaRose Time Batched: 1:05 PM Concrete Temp. (F): 75 12.00 28.27 Time Sampled: 2:03 PM Air Temp. (F): 76 4 G 6/29/2012 Time Finished: 2:15 PM Unit Weight (pcf) C 138: 28.27 Sample Location: Wall C-3.5 on CC -Line Mix Information Concrete Supplier: MACLELLAN Admixtures: MRWR Mix Number: Method of Placement: Pump Mix Type: 3000-3/4 Design Strength (psi): 3000 Laboratory Test Results Sample No. Date Broken Age (days) Diameter (in) Height (in) Area (int) Weight (lbs) Maximum Compressive Load Strength y(lbs) (psi) % of Design Strength Fracture Type 4 E 6/8/2012 7 6.00 12.00 28.27 28.70 50,250 L780 59% 3 4 F 6/29/2012 28 6.00 12.00 28.27 28.70 120,800 4.270 142% 2 4 G 6/29/2012 28 6.00 12.00 28.27 28.20 110,330 1900 130% 2 4 H Hold 6.00 12.00 28.27 Average 28 Day Compressive Strength (psi): 4,090 Strength vs Time Graph 6000 5000 N 4000 a .c 3000 rn 2000 1000 0 0 7 14 21 28 35 Age in Days TYPES OF FRACTURE ES E® ® Type 7 N Type 2 F1 11 Type F] Type 4 Type 6 Type 6 Comments: Samples obtained at truck chute. Reviewed by: Donald Pollard Director Of Operations MILLER ENGINEERING & TESTING, INC. Manchester, NH Northboro, MA Boston, MA (603)668-6016 (508)393-2607 (617)269-8829 Project Name: BRIGHTVIEW. NORTH ANDOVER Compressive Strength Results of Cylindrical Concrete Specimen ASTM C 39 Client: BRIGHVIEW, NORTH ANDOVER Age (days)- Set No.: 9 A -D Project No.: 12.064.NH Weight Maximum Compressive (lbs) Load Strength (lbs)' (psi) % of Fracture Design Type Strength 9 A Total Location: Wall Line B-18.7 at B -F.8 to C-1.5 at C -C 6.00 12.00 28.27 28.50 59,980 2,120 Footing slabs for elevator pits #1 and #2 9 B 7/20/2012 28 6.00 Sample Information (ASTM C31) 28.27 Set No.: 9 A -D Truck No.: 250 Water Added (gals): 6.00 Date Placed: 6/22/2012 Ticket No.: 1112182 Slump (in) C 143: 6_0 Date in Lab: 6/25/2012 Cubic Yards Placed: 91.0 Air Content (%) C 231: 3_8 Sampled By: T. Young Time Batched: 7:50 AM Concrete Temp. (F): 86 Time Sampled: 9:15 AM Air Temp. (F): 90 Time Finished: 9:25 AM Unit Weight (pcf) C 138: Sample Location: Wall: Line B-21 at B -F to C-1 at C -A.8, bottom 5.0' Mix Information Concrete Supplier: MACLELLAN Admixtures: Mid -Range Mix Number: Method of Placement: Puma Mix Type: 3000-3/4 Design Strength (psi): 3000 Laboratory Test Results Sample No. Date Broken Age (days)- Diameter- (in) 'Height ``_ (in) Area (iW) Weight Maximum Compressive (lbs) Load Strength (lbs)' (psi) % of Fracture Design Type Strength 9 A 6/29/2012 7 6.00 12.00 28.27 28.50 59,980 2,120 71% 3 9 B 7/20/2012 28 6.00 12.00 28.27 9 C 7/20/2012 28 6.00 12.00 28.27 9 D Hold 6.00 12.00 28.27 Average 28 Day Compressive Strength (psi): TYPES OF FRACTURE E N N X Type i Iq Type 2 11 11 Type 3 F] Type 4 Type 5 Type 6 Comments: Sample obtained from truck chute. Reviewed by: Donald Pollard Director Of Operations MILLER ENGINEERING & TESTING, INC. Manchester, NH Northboro, MA Boston, MA (603)668-6016 (508)393-2607 (617)269-8829 Project Name: BRIGHTVIEW, NORTH ANDOVER Compressive Strength Results of Cylindrical Concrete Specimen ASTM C 39 Client: BRIGHVIEW, NORTH ANDOVER Age (days) Set No.: 9 E -H Project No.: 12.064.NH Weight Maximum Compressive (lbs) Load Strength (lbs) (psi) % of Fracture Design Type Strength 9 E Total Location: Wall Line B-18.7 at B-17.8 to C-1.5 at C -C 6.00 12.00 28.27 28.70 65,500 2,320 Footing slabs for elevator pits #1 and #2 9 F 7/20/2012 28 6.00 Sample Information (ASTM C31) 28.27 Set No.: 9 E -H Truck No.: 256 Water Added (gals): 6.00 Date Placed: 6/22/2012 Ticket No.: 7052500 Slump (in) C 143: 4_5 Date in Lab: 6/25/2012 Cubic Yards Placed: 91.0 Air Content (%) C 231: 6_7 Sampled By: T. Young Time Batched: 9:39 AM Concrete Temp. (F): 85 Time Sampled: 10:50 AM Air Temp. (F): 92 Time Finished: 11:05 AM Unit Weight (pcf) C 138: Sample Location: Wall, Line B-19.7 at B-17.8 to B-20 at B -F. top 5.0' Mix Information Concrete Supplier: MACLELLAN Admixtures: Mid -Range Mix Number: Method of Placement: Pump Mix Type: 3000-3/4 Design Strength (psi): 3000 Laboratory Test Results Sample No. Date Broken Age (days) Diameter (in) 'Height (in) Area Ain2) Weight Maximum Compressive (lbs) Load Strength (lbs) (psi) % of Fracture Design Type Strength 9 E 6/29/2012 7 6.00 12.00 28.27 28.70 65,500 2,320 77% 3 9 F 7/20/2012 28 6.00 12.00 28.27 9 G 7/20/2012 28 6.00 12.00 28.27 9 H Hold 6.00 12.00 28.27 Average 28 Day Compressive Strength (psi): TYPES OF FRACTURE 1�N E IR IN Type t Iq Type 2 11 11 Type F] Type 4 Type 5 Type 6 Comments: Sample obtained from truck chute. Reviewed by: Donald Pollard Director Of Operations MILLER ENGINEERING & TESTING, INC. Manchester, NH Northboro, MA Boston, MA (603)668-6016 (508)393-2607 (617)269-8829 Project Name: BRIGHTVIEW, NORTH ANDOVER Client: BRIGHVIEW, NORTH ANDOVER Project No.: 12.064.NH Total Location: Wall footings; Line -CB, C6.3 -C7.5; Line -CC, C2.1 -C6.3 Sample Information (ASTM C31) Compressive Strength Results of Cylindrical Concrete Specimen ASTM C 39 Set No.: 1 A -D Set No.: 1 A -D Truck No.: 165 Water Added (gals): Area (int) Date Placed: 5/22/2012 Ticket No.: 1111450 Slump (in) C 143: 4_0 Date in Lab: 5/23/2012 Cubic Yards Placed: 53.0 Air Content (%) C 231: 5_2 Sampled By: P. LaRose Time Batched: 12:10 PM Concrete Temp. (F): 72 12.00 28.27 Time Sampled: 1:15 PM Air Temp. (F): 64 1 C 6/19/2012 Time Finished: 1:30 PM Unit Weight (pcf) C 138: 28.27 Sample Location: Wall fotings Line -CC, 6-6.3 Mix Information Concrete Supplier: MACLELLAN Admixtures: Mix Number: Method of Placement: Direct Mix Type: 3000-3/4 Design Strength (psi): 3000 Laboratory Test Results Sample No. Date Broken Age (days) Diameter (in) Height (in) Area (int) Weight (lbs) Maximum Compressive Load Strength (lbs) (psi) % of Design Strength Fracture Type 1 A 5/29/2012 7 6.00 12.00 28.27 28.30 70,180 2,480 83% 4 1 B 6/19/2012 28 6.00 12.00 28.27 28.30 135,320 4.790 160% 2 1 C 6/19/2012 28 6.00 12.00 28.27 28.00 132,410 4,680 156% 2 1 D Hold 6.00 12.00 28.27 Average 28 Day Compressive Strength (psi): 4.740 Strength vs Time Graph 6000 5000 CL 4000 L 3000 d n 2000 1000 0 7 14 21 28 35 Age in Days Comments: TYPES OF FRACTURE X11 E X I Type 1 Type 2 Type 3 N 11 11 P Type 4 Type 5 Type 6 Reviewed by: Donald Pollard Director Of Operations AAAMILLER ENGINEERING & TESTING, INC. Manchester, NH Northboro, MA Boston, MA , (603) 668-6016 (508) 393-2607 (617) 269-8829 Project Name: BRIGHTVIEW, NORTH ANDOVER Client: BRIGHVIEW, NORTH ANDOVER Project No.: 12.064.NH Total Location: Wall & pier footings CE -Line, CCI -CC 8 Sample Information (ASTM C31) Compressive Strength Results of Cylindrical Concrete Specimen ASTM C 39 Set No.: 5 A -D Set No.: 5 A -D Truck No.: 179 Water Added (gals): Area (iW) Date Placed: 6/6/2012 Ticket No.: 7052272 Slump (in) C 143: 3_0 Date in Lab: 6/7/2012 Cubic Yards Placed: 19.0 Air Content (%) C 231: 5_1 Sampled By: P. LaRose Time Batched: 7:35 AM Concrete Temp. (F): 62 5 C 7/4/2012 Time Sampled: 8:37 AM Air Temp. (F): 60 Time Finished: 9:04 AM Unit Weight (pcf) C 138: 6.00 Sample Location: Wall footing CE -Line, CC2-CC2 Mix Information Concrete Supplier: MACLELLAN Admixtures: Mix Number: Method of Placement: Direct Mix Type: 3000-3/4 Design Strength (psi): 3000 Laboratory Test Results Sample No. Date Broken Age (days) Diameter (in) . Height (in) Area (iW) Weight Maximum Compressive (lbs) Load Strength (lbs) (psi) % of Fracture Design Type Strength 5 A 6/13/2012 7 6.00 12.00 28.27 28.20 W940 2,860 95% 1 5 B 7/4/2012 28 6.00 12.00 28.27 5 C 7/4/2012 28 6.00 12.00 28.27 5 D Hold 6.00 12.00 28.27 Average 28 Day Compressive Strength (psi): TYPES OF FRACTURE H 11 N A I Type 1 Iq Type 2 F1 I] Type 3 F1 Type 4 Type 5 Type 6 Comments: Reviewed by: Donald Pollard Director Of Operations MILLER ENGINEERING & TESTING, INC. Manchester, NH Northboro, MA Boston, MA (603)668-6016 (508)393-2607 (617)269-8829 Project dame: BRIGHTVIEW, NORTH ANDOVER Client: BRIGHVIEW, NORTH ANDOVER Project No.: 1.2.064.NH Total Location: Wall CC -Line, C2 -C7 Sample Information (ASTM C31) Compressive Strength Results of Cylindrical Concrete Specimen ASTM C 39 Set No.: 4 A -D Set No.: 4 A -D Truck No.: 247 Water Added (gals): Area Date Placed: 6/1/2012 Ticket No.: 1111659 Slump (in) C 143: 5_5 Date in Lab: 6/4/2012 Cubic Yards Placed: 63.0 Air Content (%) C 231: 5_0 Sampled By: A. LaRose Time Batched: 11:45 AM Concrete Temp. (F): 76 4 C 6/29/2012 Time Sampled: 12:40 PM Air Temp. (F): 72 Time Finished: 12:47 PM Unit Weight (pco C 138: 6.00 Sample Location: Wall C-6.5 on CC -Line Concrete Supplier: Mix Number: Mix Type: MACLELLAN 3000-3/4 Mix Information Admixtures: MRWR Method of Placement: Pump Design Strength (psi): 3000 Laboratory Test Results Sample Broken, g (days) Di am) ter (n (n) Area Weigt Maximum Compressive Load -Strength (lbs) (Psi) -a % of Fracture Design Type -Strength - 4 A 6/8/2012 7 6.00 12.00 28.27 28.60 51,270 1,810 60% 5 4 B 6/29/2012 28 6.00 12.00 28.27 4 C 6/29/2012 28 6.00 12.00 28.27 4 D Hold 6.00 12.00 28.27 Average 28 Day Compressive Strength (psi): TYPES OF FRACTURE E11 E R Type 1 N Type 2 11 11 Type 3 F Type 4 Type 6 Type 6 Comments: Samples obtained at truck chute. Reviewed by: Donald Pollard Director Of Operations MILLER ENGINEERING & TESTING, INC. Manchester, NH Northboro, MA Boston, MA (603)668-6016 (508)393-2607 (617)269-8829 Project Name: BRIGHTVIEW, NORTH ANDOVER Compressive Strength Results of Cylindrical Concrete Specimen ASTM C 39 Client: BRIGHVIEW. NORTH ANDOVER Age (days) Set No.: 4 E -H Project No.: 12.064.NH .Weight Maximum Compressive (lbs). Load— Strength (lbs) (psi) % of Fracture Design Type Strength 4 E Total Location: Wall CC -Line, C2 -C7 6.00 12.00 28.27 28.70 50,250 1,780 59% 3 Sample Information (ASTM C31) 6/29/2012 Set No.: 4 E -H Truck No.: 165 Water Added (gals): Date Placed: 6/1/2012 Ticket No.: 1111669 Slump (in) C 143: 5_5 Date in Lab: 6/4/2012 Cubic Yards Placed: 63.0 Air Content (%) C 231: 5_3 Sampled By: A. LaRose Time Batched: 1:05 PM Concrete Temp. (F): 75 Time Sampled: 2:03 PM Air Temp. (F): 76 Time Finished: 2:15 PM Unit Weight (pcf) C 138: Sample Location: Wall C-3.5 on CC -Line Mix Information Concrete Supplier: MACLELLAN Admixtures: MRWR Mix Number: Method of Placement: Pump Mix Type: 3000-3/4 Design Strength (psi): 3000 Laboratory Test Results Sample No.. Date Broken Age (days) Diameter (in) Height (.in) Area (int) .Weight Maximum Compressive (lbs). Load— Strength (lbs) (psi) % of Fracture Design Type Strength 4 E 6/8/2012 7 6.00 12.00 28.27 28.70 50,250 1,780 59% 3 4 F 6/29/2012 28 6.00 12.00 28.27 4 G 6/29/2012 28 6.00 12.00 28.27 ' 4 H Hold 6.00 12.00 28.27 Average 28 Day Compressive Strength (psi): TYPES OF FRACTURE X11 E®® Type 1 Iq Type 2 11 11 Type 3 F1 Type 4 Type 5 Type 6 Comments: Samples obtained at truck chute. Reviewed by: Donald Pollard Director Of Operations ;J COMPACTION TEST REPORT 116 I 114 i 112 --- --� CL �- C N - - iT 110 f ' 108 I 106 -- — -- -- � – -- -----�- 3 8 , 13 18 23 28 33 Water content, % Test specification: ASTM D 1557-02 Method A Modified ASTM D 4718-87 Oversize Corr. Applied to Each Test Point Elevi Classification Nat.% > % < Depth Moist. Sp.C. LL PI #4 No.200 USCS AASHTO SP 1 1.7 ROCK CORRECTED TEST RESULTS MATERIAL DESCRIPTION Maximum dry density = 113.1 pcf BANKRUN SAND FOR BACKFILL AROUND STORMTRAP UNITS. Optimum moisture = 19.8 % Project No. 12.064.NH Client: Remarks: Project: BRIGHTVIEW AT NORTH ANDOVER o Source of Sample: PLAZZI PIT Sample Number: L120300 MILLEREN(i7NEERINO kTBUN0.INC. Figure 100 90 80 f— 70 W 60 m W 50 Z U - Z 40 W U W 3C n 2C 1C %MUMNSIZE DISTRIBUTION REPORT �J GRAIN SIZE - mm. 0 10 20 30 40 50 60 70 80 90 100 +3" % Gravel % Sand % Fines Coarse I Fine Coarsel Medium Fine Silt Clay 0 0 1 1 3 1 57 37 2 SIEVE SIZE PERCENT FINER SPEC." PERCENT PASS? (X=NO) 3" 100 2" 100 PL= LL= 1.5" 100 Coefficients 1" 100 D60= 0.6128 D50= 0.5177 -35" ... - 400 _.. Cu= 3.00 .5" 100 Classification .375" 100 #4 99 #10 96 #20 77 #40 39 #50 22 #60 16 #80 8 #100 6 #200 1.7 Z n C n a n I n C (no specification provided) Source of Sample: PLAZZI PIT Sample Number: L120300 Client: MILLERENGiNFERING &. JESTING, INC... Project: BRIGHTVIEW AT NORTH ANDOVER Proiect No: 12.064.NH Tested By: DM/BM Date: 6-6-12 0 Material Description BANKRUN SAND FOR BACKFILL AROUND STORMTRAP UNITS. Atterberg Limits PL= LL= P1= Coefficients D90= 1.2748 1)85= 1.0469 D60= 0.6128 D50= 0.5177 D30= 0.3571 D15= 0.2454 D10= 0.2042 Cu= 3.00 Cc= 1.02 Classification LISCS= SP AASHTO= Remarks (no specification provided) Source of Sample: PLAZZI PIT Sample Number: L120300 Client: MILLERENGiNFERING &. JESTING, INC... Project: BRIGHTVIEW AT NORTH ANDOVER Proiect No: 12.064.NH Tested By: DM/BM Date: 6-6-12 0 cn 0 0 0 m A '•. 0 0 0 0 0 Z tL 2 2 U eaQ` c �:V -c M7 `- x Uf a i w y�oo! x c� r 'U ao x x c X13 g-; \3i 3 wy x x w. Ilk "{ X 7AIl S. _ 3 Y SZ k N N M N �1d 44 aQ* C Ci N L m U m m N y A :gip N 4-2 r _ '^. � o O 'Al e e z�x f: ;- 4 O O O N N N N N J J j e f— O ii ES 0 u Z5 z o v a� O > Z [-� Z v 1 QQN !� O G Z a m O Vj L e e o a a a b o an a a a a' a' an x x O,C:c m m a .Y x X O § �C� a c7 �Al' ' x x x 7z T M N n m &T F c > � � c ME g �• � v � v m q � m m � m w m "a O� N u Or it 0 m m IS a a n o o a 'j "(• N N N N N Zi 1O 3 d VE {� v vCi b1 Q m U O W LL m W N A m N N N N N N N ry N � N O O N µ � �• N �N N N N N N J J N J J J J J J lO _ Z m .- a � ; 90 80 70 60 50 40 30 20 10 n GRAINSIZE DISTRIBUTION REPORT c c c_ — ._ ro 0 0 0 v 0 0 o v ON c0 \ m � it II � I I I II 1 I p I i l l I I I I i i t 1 I 1 I II1 1 1 1 1 I I I 1 1 1 ---T fl I I 11A I 1 1 I I I l i I I I I V I I I i t I i l l I I I I V I I I TP ---- I 1 I I I I I I 1 I I�I I I I I I 111 I I I 1 1 � � I I I h i l l { II I I I I ' 1000 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm. % +3„ rt % Gravel % Sand % Fines CoarseFine Coarse Medium Fine Silt Cia, 0 4 94 2 SIEVE SIZE PERCENT FINER SPEC* PERCENT PASS? (X=NO) 3" 100 Coefficients 2" 100 D85= 17.4739 D60= 15.1785 1.5" 100 D1 5= 11.0876 D10= 10.1449 1" 100 100-100 Classification :75"- 96 90--100 .5" 29 10-50 .375" 8 0-20 #4 2 0-5 Material Description 3/4" CRUSHED STONE FOR PIPE BEDDING. 10 W 30 10 50 i0 70 30 )0 100 MHD M2.01.4 Crushed Stone Source of Sample: BROX DRACUT Sample Number: L120302 Date: 6-6-12 Client: MILLER ENGINEERING & TESTING, INC... Project: BRIGHTVIEW AT NORTH ANDOVER Project No: 12.064.NH Figure Tested By: DM/BM M X n M z M D z M 0 Atterberg Limits PL= LL= PI= Coefficients D90= 18.1042 D85= 17.4739 D60= 15.1785 D50= 14.4026 D30= 12.8042 D1 5= 11.0876 D10= 10.1449 CU= 1.50 Cc= 1.06 Classification USCS= AASHTO= Remarks MHD M2.01.4 Crushed Stone Source of Sample: BROX DRACUT Sample Number: L120302 Date: 6-6-12 Client: MILLER ENGINEERING & TESTING, INC... Project: BRIGHTVIEW AT NORTH ANDOVER Project No: 12.064.NH Figure Tested By: DM/BM M X n M z M D z M 0 MILLER ENGINEERING & TESTING, INC. GEOTECHNICAL / SOIL BORINGS / ENVIRONMENTAL / SOILS / CONCRETE / MASONRY / STEEL / ROOFING / ASPHALT INSPECTION Mail all correspondence to: 100 SHEFFIELD RD. • P.O. BOX 4776 • MANCHESTER, NEW HAMPSHIRE 03108-4776 • TELEPHONE (603) 668-6016 • FAX (603) 668-8641 June 5, 2012 Mr. Michael Callihan Pro Con Incorporated 1359 Hooksett Road #16 Hooksett, NH 03106 RE: May 15, 2012 Building Subgrade Inspection Brightview North Andover, MA Project No.12.064.NH Dear Mr. Callihan: The purpose of this letter is to present the results of a site inspection performed on May 15, 2012 by a Geotechnical Engineer from Miller Engineering & Testing, Inc. (MET) for the under - construction Brightview project in North Andover, Massachusetts. The purpose of the inspection was to assess the subgrade conditions along a section of Column Line CC of Building C and to evaluate whether the excavation and subgrade preparation efforts along the column line were performed in accordance with recommendations presented within the January 30, 2009 Geotechnical_ EngineeringReport prepared, for the .project by Clarence Weld Associates, Inc. titled "Geotechnical Engineering Study for The Arbors at North Andover — Continuing Care Retirement Center — North Andover, MA" (January 30, 2009 Geotechnical Engineering Report). The results of our inspection are presented herein. Sub rade Excavation and Preparation Efforts On May 15, 2012, our Geotechnical Engineer monitored the excavation and subgrade preparation efforts for the perimeter wall footing of Building C along Column Line CC between about Columns C1.5 and C7.5. The excavation for the perimeter wall footing extended about 6 to 12 -inches below the proposed bottom of footing elevation (El. 179.8) along the entire CORPORATE OFFICE. 100 SHEFFIELD RD. • P.O. BOX 4776 • MANCHESTER, NH 03108-4776 • TEL. (603) 668-6016 • FAX (603) 668-8641 130 EAST MAIN ST. • P.O. BOX 11 • NORTHBOROUGH, MASSACHUSETTS 01532 • TEL. (508) 393-2607 • FAX (508) 393-8490 474 DORCHESTER AVENUE • BOSTON, MASSACHUSETTS 02127 • TEL. (617) 269-8829 • FAX (617) 269-8837 excavation area to allow for the placement of a minimum of 6 -inch thick layer of3/4-inch crushed stone fill material below the footing, as required by within the Project Plans and Specifications. The subgrade soils at the bottom of the crushed stone layer elevation mostly consisted of naturally occurring, dense, brown, fine to coarse sand and gravel with little cobbles and trace to little silt material (naturally occurring glacial soils). Within a few areas of the excavation, fill material was encountered within the subgrade soils at the bottom of the crushed stone layer elevation. This material generally consisted of dark brown, fine to coarse sand with some gravel and little cobbles intermixed with medium to large diameter root material. At the direction of our Geotechnical Engineer, the fill material was removed from below the footing area and from within its zone -of -stress influence to expose the underlying, naturally occurring glacial soil subgrade. The excavation to. remove the fill material extended about 4 to 8 -inches below the bottom of the crushed stone layer elevation. The over -excavated areas were backfilled with the naturally occurring glacial soils that were removed during the footing excavation efforts. Subsequent to the footing excavation efforts, the naturally occurring glacial soils and the glacial soils that were placed within the over -excavation areas were proofrolled with the effort of 6 to 8 passes of a vibratory roller. Under the compaction efforts, the subgrade soils were assessed to be firm and stable. A.S.enior Field -Technician from MET inspected the placement and the compaction of the crushed stone fill material upon the soil subgrade. The results of these inspection efforts were submitted under a separate cover (MET Soils Field Report dated May 15, 2012). Geotechnical Engineering Assessment Based on our observations on May 15, 2012, all unsuitable fill material was excavated from below the Building C perimeter wall footing along Column Line CC between about Columns C1.5 and C7.5 and its zone of stress influence to expose the underlying, naturally occurring, dense, glacial soil subgrade. Under the compaction efforts, the naturally occurring glacial soil subgrade and the glacial soil material placed within the over -excavation areas were assessed to be firm and stable. As such, the excavation and the subgrade preparation efforts for the Building 2 C perimeter wall footing along Column Line CC between about Columns C1.5 and C7.5 were performed in accordance with recommendations presented within the January 30, 2009 Geotechnical Engineering Report prepared for the project. We trust the contents of this letter are helpful as you continue with this project. Should you have any questions, please contact us. Respectfully, MILLER ENGINEERING & TESTING, INC. Thomas J. Strike Staff Engineer TJS:FKM 3 AAAMILLER ENGINEERING roc TESTING, INC. Manchester, NH Northboro, MA Boston, MA i (603)668-6016 (508)393-2607 (617)269-8829 Project Name: BRIGHTVIEW, NORTH ANDOVER Client: BRIGHVIEW, NORTH ANDOVER Project No.: 12.064.NH Total Location: Area -C elevator pit footing Sample Information (ASTM C31) Compressive Strength Results of Cylindrical Concrete Specimen ASTM C 39 Set No.: 2 A -D Set No.: 2 A -D Truck No.: 250 Water Added (gals): Area (int) Date Placed: 5/25/2012 Ticket No.: 1111545 Slump (in) C 143: 2.75 Date in Lab: 5/29/2012 Cubic Yards Placed: 20.0 Air Content (%) C 231: 3_3 Sampled By: T. Young Time Batched: 10:25 AM Concrete Temp. (F): 73 2 C 6/22/2012 Time Sampled: 11:30 AM Air Temp. (F): 68 Time Finished: 11:50 AM Unit Weight (pcf) C 138: 6.00 Sample Location: Area -C elevator pit footing (sump pit & northwest corner) Mix Information Concrete Supplier: MACLELLAN Admixtures: Mix Number: Method of Placement: Direct Mix Type: 3000-3/4 Design Strength (psi): 3000 Laboratory Test Results Sample No. Date Broken -Age (days) Diameter (in) Height (in) Area (int) . Weight Maximum Compressive (lbs) Load Strength (lbs), (psi) %-of Fracture - Design Type Strength 2 A 6/1/2012 7 6.00 12.00 28.27 28.90 68,090 2,410 80% 1 2 B 6/22/2012 28 6.00 12.00 28.27 2 C 6/22/2012 28 6.00 12.00 28.27 2 D Hold 6.00 12.00 28.27 F -- Average 28 Day Compressive Strength (psi): TYPES OF FRACTURE E 11 E A 19 Type 7 N Type 2 11 11 Type 3 F1 Type 4 Type 6 Type 6 Comments: Reviewed by: Donald Pollard Director Of Operations aaaaaaaaa��� � coc� �yxy O H x � y x � o z � r f7 dZ O l/ n y O O b V�1 O n N A N Z x � N om�u�a � o o x 0 0 0 0�� o o �, ua vo ua vc • cro as � � � � ° CD N• � a b � � d � o o J J O a' � J •J � 0 0 A •J � � co � w � co cn � o � co co � A rn dA N N N N N N N N N N N N N� A WWWWWWWW �-� b � �a y y � coc� �yxy O H x � y x � o z � r f7 dZ O l/ n y O O b V�1 O n N A N Z x � N aaaaaaaa��ax��� r z y o n � H � � �H O � � y x o O r � H o n O H O b fill O n N � � N z n O a rn y o x O O O O A n O b f� 0 °z o�y c b r��y n � � Z y d orA x z d a /�..� O. N N c� Y �' � 0 7y C C'� a CD � O v .r nz A CD � N � � � r Co cnCD 0 y o rn o CL ° o � A N •J r 0 �o m CD m 0 cn CD �� Ln ocz rn ° z 'r � x o y ni — C >° ..o z � r 171 O p Wo � � N N N N � N N N N N N CD N N N N N N N N N N N — N N d �W z O �a �C 0 O y � A7 � C=L7 phi Ln r� �a Vi O O CD z n A �• y � O o �ii ft — z aeb ^z N O\ J 0 J � -D LnLnKA aaaaaaaa��ax��� r z y o n � H � � �H O � � y x o O r � H o n O H O b fill O n N � � N z n O H o x O O O O A n O O f� 0 o�y r��y � � Z /�..� O. N N �' � � •J C'� a CD � O A � N � � � 0 � A N •J 0 0 ° •J O p O � N N N N N N N N N N N N N N N N N N N N N N N N N N d �a 0 b A7 r� �a Vi A �• � O � y r z y o n � H � � �H O � � y x o O r � H o n O H O b fill O n N � � N z n O H AAAMILLER ENGINEERING & TESTING, INC. Manchester, NH Northboro, MA Boston, MA i (603) 668-6016 (508) 393-2607 (617) 269-8829 Project Name: BRIGHTVIEW, NORTH ANDOVER Client: BRIGHVIEW, NORTH ANDOVER Project No.: 12.064.NH Total Location: Wall footings; Line -CB, C6.3 -C7.5; Line -CC, C2.1 -C6.3 Sample Information (ASTM C31) Compressive Strength Results of Cylindrical Concrete Specimen ASTM C 39 Set No.: 1 A -D Set No.: 1 A -D Truck No.: 165 Water Added (gals): -Area (int) Date Placed: 5/22/2012 Ticket No.: 1111450 Slump (in) C 143: 4_0 Date in Lab: 5/23/2012 Cubic Yards Placed: 53.0 Air Content (%) C 231: 5_2 Sampled By: P. LaRose Time Batched: 12:10 PM Concrete Temp. (F): 72 l C 6/19/2012 Time Sampled: 1:15 PM Air Temp. (F): 64 Time Finished: 1:30 PM Unit Weight (pcf) C 138: 6.00 Sample Location: Wall fotings Line -CC, 6-6.3 Mix Information Concrete Supplier: MACLELLAN Admixtures: Mix Number: Method of Placement: Direct Mix Type: 3000-3/4 Design Strength (psi): 3000 Laboratory Test Results Sample No. Date Broken Age (days) Diameter (in) Height (in) -Area (int) Weight Maximum Compressive (lbs) Load Strength (lbs) (psi) % of Fracture Design Type Strength 1 A 5/29/2012 7 6.00 12.00 28.27 28.30 70,180 2,480 83% 4 1 B 6/19/2012 28 6.00 12.00 28.27 l C 6/19/2012 28 6.00 12.00 28.27 1 D Hold 6.00 12.00 28.27 Average 28 Day Compressive Strength (psi): TYPES OF FRACTURE X N E A 5 Type 1 Iq Type 2 11 11 Type 3 F1 Type 4 Type 6 Type 6 Comments: Reviewed by: Donald Pollard Director Of Operations igMILLER ENGINEERING & TESTING, INC. Manchester, NH Northboro, MA Boston, MA (603)668-6016 (508)393-2607 (617)269-8829 Project Name: BRIGHTVIEW, NORTH ANDOVER Client: BRIGHVIEW, NORTH ANDOVER Project No.: 12.064.NH Total Location: Wall footings, Line -CB, C6.3 -C7.5; Line -CC, C2.1 -C6.3 Sample Information (ASTM C31) Compressive Strength Results of Cylindrical Concrete Specimen ASTM C 39 Set No.: 1 A -D Set No.: 1 A -D Truck No.: 165 Water Added (gals): Area° (in 2) Date Placed: 5/22/2012 Ticket No.: 1111450 Slump (in) C 143: 4_0 Date in Lab: 5/23/2012 Cubic Yards Placed: 53.0 Air Content (%) C 231: 5_2 Sampled By: P. LaRose Time Batched: 12:10 PM Concrete Temp. (F): 72 1 C 6/19/2012 Time Sampled: 1:15 PM Air Temp. (F): 64 Time Finished: 1:30 PM Unit Weight (pcf) C 138: 6.00 Sample Location: Wall fotings Line -CC, 6-6.3 Mix Information Concrete Supplier: MACLELLAN Admixtures: Mix Number: Method of Placement: Direct Mix Type: 3000-3/4 Design Strength (psi): 3000 Laboratory Test Results Sample No. Date Broken Age (days) Diameter (in) Height (in) Area° (in 2) Weight Maximum Compressive {ibs) Load Strength (lbs) (psi) % of Fracture Design Type Strength 1 A 5/29/2012 7 6.00 12.00 28.27 28.30 70.180 2,480 83% 4 1 B 6/19/2012 28 6.00 12.00 28.27 1 C 6/19/2012 28 6.00 12.00 28.27 1 D Hold 6.00 12.00 28.27 Average 28 Day Compressive Strength (psi): TYPES OF FRACTURE �P1 E IR Type 1Type Iq 2 11 [1 Type 3 a Type 4 Type 5 Type 6 Comments: Reviewed by: Donald Pollard Director Of Operations FILLER ENGINEERING &TESTING INC. 4i i MANCHESTER, NH (603) 668-6016 NORTHBORO, MA (508) 393-2607 BOSTON, MA (617) 269-8829 FAX: (603) 668-8641 FAX: (508) 393-8490 FAX: (617) 269-8837 PROJECT: BRIGHTVIEW, NORTH ANDOVER PROJECT NO: 12.064.NH NORTH ANDOVER, MA CONTRACTOR: PRO CON / EARTH CLIENT: BRIGHTVIEW NORTH ANDOVER, LLC WEATHER: PARTLY CLOUDY, 60-70's DATE: 05-23-12 SOILS FIELD REPORT PURPOSE: To observe the earthwork activities and perform Field Density tests. EQUIPMENT OPERATING: 1 -Caterpillar 245B Excavator 2 -Volvo Dump Trucks 1 -Volvo 210 Excavator 1 -Volvo 290 Excavator 2 -Caterpillar D5 Bulldozers 2 -Vibratory Plate Compactors 1 -Caterpillar CS563D Vibratory Roller 1 -Volvo L90D Loader WORK ACCOMPLISHED: The Water Quality Unit was placed along with the outlet pipe and the outlet pipe for the overflow unit. These were placed adjacent to the retaining wall at approximate STA 3+80. Backfill outside of the geogrid area was with on-site screened 8 - inch minus sand and gravel. Compaction efforts consisted of several passes with the Vibratory Plate Compactor. Field Density Tests were performed on this date, by using the Nuclear Density Gauge. The results of these tests indicated adequate compaction, as the measured densities were at least 95 percent of the maximum dry density. Please refer to today's Compaction Control Summary for Field Density test locations and results. PREPARED BY: Paul LaRose C _ �O �u 0 C ° R L .b v c ��2a 3°�= ° ouco m�uu v,3c�7c�7 �ox� o]F-Um b3 c� o ti O o Ob°� II a 00 Ln (D �o�cnm to to w° to � �o o w a. w „ w°HO ° a o ° [-°mem II w II II w O w w OF -Om F-W0.'lm C �C �w =.S QU II II II II J U W C O � z 0 OP _ pu _ dy u W u U UW W F. z F- d Qa o 00 00 r M It a W C Y a+ V o 0 0 0 kn 0 M (D W Q R L C e Q\ 7 M0? N s O N r II II U d w zL 9 M W M O 07 O cd L 'Cf IA M V �F^y I� I E da' L = r C. � O v �U vi vi vi vi ca N AOL M � O € 00 0�0 � M V = C E W V d O O O O E00 " LU 0 o p LU ° r. c — LV z z 0 0 0 0 LCL Q Q H w a O z %N R v ^ b M 7 \p ►� w C) p W— z U Q _ oo �C� O x o ci� O `7_ M m Z = L Q LL. U !n � Vi 60' U Ox a a as a ca a cd7 O 'n ° C7 C7 C7 C7 W Q 21 (C=4, o N 0 N 0 N U U (~ N N N N z II Oil C _ �O �u 0 C ° R L .b v c ��2a 3°�= ° ouco m�uu v,3c�7c�7 �ox� o]F-Um b3 c� o ti O o Ob°� II a 00 Ln (D �o�cnm to to w° to � �o o w a. w „ w°HO ° a o ° [-°mem II w II II w O w w OF -Om F-W0.'lm C �C �w =.S QU II II II II J U W MILLER ENGINEERING & TESTING INC. MANCHESTER, NH (603) 668-6016 NORTHBORO, MA (508) 393-2607 BOSTON, MA (617) 269-8829 FAX: (603) 668-8641 FAX: (508) 393-8490 FAX: (617) 269-8837 PROJECT: BRIGHTVIEW, NORTH ANDOVER PROJECT NO: 12.064.NH NORTH ANDOVER, MA CONTRACTOR: PRO CON / EARTH CLIENT: BRIGHTVIEW NORTH ANDOVER, LLC WEATHER: CLEAR, 60-70's DATE: 05-19-12 SOILS FIELD REPORT PURPOSE: To observe the earthwork activities and perform Field Density tests. EQUIPMENT OPERATING: 1 -Caterpillar 245B Excavator 1 -Volvo 210 Excavator 2 -Caterpillar D5 Bulldozers 1 -Caterpillar CS563D Vibratory Roller WORK ACCOMPLISHED: 2 -Volvo Dump Trucks 1 -Volvo 290 Excavator 2 -Vibratory Plate Compactors 1 -Volvo L90D Loader Excavation for the front segmental wall continued today. The area worked on was from STA 6+25 to STA 7+00. All organic materials were removed from this area and excavation was advanced to 1 to 3 -feet below bottom of wall elevation. A brown gravel material with cobbles was evident at this elevation and was firm and stable. A layer of mirafi filter fabric was placed and the area advanced to 6 -inches below the bottom of wall elevation using the 6 -inch minus on- site crushed rock. On-site material was also screened today to remove oversize cobbles and was stockpiled for future use. Work is scheduled to resume Monday May 21, 2012 at 7:00. PREPARED BY: Paul LaRose MILLER ENGINEERING & TESTING INC. MANCHESTER, NH (603) 668-6016 NORTHBORO, MA (508) 393-2607 BOSTON, MA (617) 269-8829 FAX: (603) 668-8641 FAX: (508) 393-8490 FAX: (617) 269-8837 PROJECT: BRIGHTVIEW, NORTH ANDOVER PROJECT NO: 12.064.NH NORTH ANDOVER, MA CONTRACTOR: PRO CON / EARTH CLIENT: BRIGHTVIEW NORTH ANDOVER, LLC WEATHER: CLEAR, 60-70's DATE: 05-19-12 SOILS FIELD REPORT PURPOSE: To observe the earthwork activities and perform Field Density tests. EQUIPMENT OPERATING: 1 -Caterpillar 245B Excavator 2 -Volvo Dump Trucks 1 -Volvo 210 Excavator 1 -Volvo 290 Excavator 2 -Caterpillar D5 Bulldozers 2 -Vibratory Plate Compactors 1 -Caterpillar CS563D Vibratory Roller 1 -Volvo L90D Loader WORK ACCOMPLISHED: Excavation for the front segmental wall continued today. The area worked on was from STA 6+25 to STA 7+00. All organic materials were removed from this area and excavation was advanced to I to 3 -feet below bottom of wall elevation. A brown gravel material with cobbles was evident at this elevation and was firm and stable. A layer of mirafi filter fabric was placed and the area advanced to 6 -inches below the bottom of wall elevation using the 6 -inch minus on- site crushed rock. On-site material was also screened today to remove oversize cobbles and was stockpiled for future use. Work is scheduled to resume Monday May 21, 2012 at 7:00. PREPARED BY: Paul LaRose MILLER ENGINEERING&4K - TESTING INC. ==0 MANCHESTER, NH (603) 668-6016 NORTHBORO, MA (508) 393-2607 BOSTON, MA (617) 269-8829 FAX: (603) 668-8641 FAX: (508) 393-8490 FAX: (617) 269-8837 PROJECT: BRIGHTVIEW, NORTH ANDOVER PROJECT NO: 12.064.NH NORTH ANDOVER, MA CONTRACTOR: PRO CON / EARTH CLIENT: BRIGHTVIEW NORTH ANDOVER, LLC WEATHER: PARTLY CLOUDY, 50-70° DATE: 05-21-12 SOILS FIELD REPORT PURPOSE: To observe the earthwork activities and perform Field Density tests. EQUIPMENT OPERATING: 1 -Caterpillar 245B Excavator 2 -Volvo Dump Trucks 1 -Volvo 210 Excavator 1 -Volvo 290 Excavator 2 -Caterpillar D5 Bulldozers 2 -Vibratory Plate Compactors 1 -Caterpillar CS563D Vibratory Roller 1 -Volvo L90D Loader WORK ACCOMPLISHED: Excavation of unsuitable materials in the area of the retaining wall resumed today. This area was from STA 7+00 to STA 7+70. This area was advanced to approximately 1 to 2 -feet below bottom of wall subgrade where a brown natural gravel was evident. A layer of mirafi filter fabric was placed and then the on-site 6 -inch minus crushed rock was placed to wall subgrade. These areas, along with the areas prepared on May 18 and 19, 2012, were rolled with the Bomag Vibratory Roller. Filter fabric was placed on top of this material and the wall area of the excavation was advanced to bottom of wall elevation using 3/4 -inch crushed stone from STA 5+90 to STA 6+20. Rip -rap was placed at the outside of the retaining wall previously placed at the Water Quality Unit outfall. Loam was placed on the outside of the retaining wall previously placed to finish grade. The concrete form crew was on-site placing forms and rebar for footing on CC -Line. PREPARED BY: Paul LaRose MILLER ENGINEERING & TESTING INC. MANCHESTER, NH (603) 668-6016 NORTHBORO, MA (508) 393-2607 BOSTON, MA (617) 269-8829 FAX: (603) 668-8641 FAX: (508) 393-8490 FAX: (617) 269-8837 PROJECT: BRIGHTVIEW, NORTH ANDOVER PROJECT NO: 12.064.NH NORTH ANDOVER, MA CONTRACTOR: PRO CON / EARTH CLIENT: BRIGHTVIEW NORTH ANDOVER, LLC WEATHER: CLOUDY, SHOWERS, 60's DATE: 05-22-12 SOILS FIELD REPORT PURPOSE: To observe the earthwork activities and perform Field Density tests. EQUIPMENT OPERATING: 1 -Caterpillar 245B Excavator 2 -Volvo Dump Trucks 1 -Volvo 210 Excavator 1 -Volvo 290 Excavator 2 -Caterpillar D5 Bulldozers 2 -Vibratory Plate Compactors 1 -Caterpillar CS563D Vibratory Roller 1 -Volvo L90D Loader WORK ACCOMPLISHED: A lift of on-site material was placed inside Building -C approximately 8 -feet from the footing line on CC -Line on the lower section. This material was placed for access for concrete trucks. It was compacted, however, too wet to perform tests. It will be recompacted and tested when at dries. Filter fabric and 3/4 -inch crushed stone was placed and compacted in the retaining wall area from approximate STA 6+20 to STA 7+00. This area was firm and stable and is at bottom of wall elevation. Reinforced backfill and 3/4 -inch crushed stone was placed to complete the backfill of the segmental wall placed to date. Geogrid was installed per plan and compaction was achieved with several passes with the large Vibratory Plate Compactor. Field Density Tests were performed on this date, by using the Nuclear Density Gauge. The results of these tests indicated adequate compaction, as the measured densities were at least 95 percent of the maximum dry density, as determined by ASTM D 15 57 test method. Please refer to today's Compaction Control Summary for Field Density test locations and results. Concrete was placed today. Please refer to this date's Concrete Placement Report for details. PREPARED BY: Paul LaRose ro v E O � II F- O C N R > >� >c�cab �aad 'D R _ L CA30v c C',-jo-� � Fi II II �OalcG mE- Um (Uca cz o � E E✓ o„w3 0 O O°a°im I CDC) mr/amm •� G R°. C O on " w E0 °00 aw w° 0 4- F O w 3 E m a o o FM II1 II w II II w0LLuL O�Om F-mmm d G ccl: �0 OA W G .0 II II II II C E E d d d 0 U Z O O F- O0 U �a U OF H d 00 00 �� CO w M�M N d Q E a o" C,, rn U C) cv r 11 d^ L C O O w Q y A M M M OPV N � I M � look O � CO d V DD W / 00 fir o IOW O LLJ o °c °a °a r V R U W42? U U `0 40-G U 0 G z z p Q Q LU H _ O W w z >W I� R U U U o p C eo 00 C) W z U 00 x� O Z M Co z = \O O M 7 v1 R CIO V) CIO0 z p t CIO a w d C7 'fl 0 O O C7 w Q� 0 0 0 U � d R ~ p N N N z vj � II z� j ro v E O � II F- O C N R > >� >c�cab �aad 'D R _ L CA30v c C',-jo-� � Fi II II �OalcG mE- Um (Uca cz o � E E✓ o„w3 0 O O°a°im I CDC) mr/amm •� G R°. C O on " w E0 °00 aw w° 0 4- F O w 3 E m a o o FM II1 II w II II w0LLuL O�Om F-mmm d G ccl: �0 OA W G .0 II II II II MILLER ENGINEERING MANCHESTER, NH (603) 6, FAX: (603) 668-8641 NORTHBORO, MA (508) 393-2607 FAX: (508) 393-8490 TESTING PROJECT: BRIGHTVIEW, NORTH ANDOVER PROJECT NO: 12.064.NH BOSTON, MA (617) 269-8829 FAX: (617) 269-8837 NORTH ANDOVER, MA CONTRACTOR: PRO CON / EARTH CLIENT: BRIGHTVIEW NORTH ANDOVER, LLC WEATHER: CLEAR, 50-65° DATE: 05-12-12 SOILS FIELD REPORT PURPOSE: To observe the earthwork activities and perforin Field Density tests. EQUIPMENT OPERATING: 1 -Caterpillar 245B Excavator 1 -Dump Truck 1 -Volvo Loader WORK ACCOMPLISHED: Work was concentrated on the removal of unsuitable material at the base of the segmental retaining wall area. Work area was between approximate STA 4+40 to STA 3+60. From approximate STA 4+00 to STA 3+60 the organic material was found to be deeper than the proceeding 60 to 80 -feet. It extended to approximately 3 to 4 -feet below the base of the block wall. Organic material was also evident in the face of the excavations banking on the parking lot side. At the bottom of the excavation a gray glacial outwash material was evident. An 18 -inch layer of the on-site crushed stone was placed and compacted with the back of the Excavators bucket. A layer of mirafi filter fabric was then placed and an additional lift of the crushed stone to achieve the elevation approximately 6 to 10 -inches below the base of the wall to accommodate for the placement of the 3/4 -inch stone layer. This area will be compacted with several passes of the Vibratory Drum Compactor prior to the placement of the 3/4 -inch crushed stone layer. PREPARED BY: Paul LaRose MILLER ENGINEERING & TESTING INC. MANCHESTER, NH (603) 668-6016 NORTHBORO, MA (508) 393-2607 BOSTON, MA (617) 269-8829 FAX: (603) 668-8641 FAX: (508) 393-8490 FAX: (617) 269-8837 PROJECT: BRIGHTVIEW, NORTH ANDOVER PROJECT NO: 12.064.NH NORTH ANDOVER, MA CONTRACTOR: PRO CON / EARTH CLIENT: BRIGHTVIEW NORTH ANDOVER, LLC WEATHER: CLEAR, 50-70° DATE: 05-14-12 SOILS FIELD REPORT PURPOSE: To observe the earthwork activities and perform Field Density tests. EQUIPMENT OPERATING: 1 -Caterpillar 245B Excavator 2 -Volvo Dump Trucks 1 -Volvo 210 Excavator 1 -Volvo 290 Excavator 2 -Caterpillar D5 Bulldozers 1-Bomag Vibratory Plate Compactor 1 -Caterpillar CS563D Vibratory Roller 1 -Volvo L90D Loader WORK ACCOMPLISHED: Excavation for the removal of unsuitable material at the segmental retaining wall resumed today. The area from approximate STA 3+60 to STA 3+20 was excavated to a gray glacial outwash material. Organic material ranged from approximately 3 to 4.5 -feet thick below the base of the proposed wall. Mirafi filter fabric was placed along with an on- site 8 -inch minus crushed rock material. This activity ended here at approximately the head wall area adjacent to the temporary site entrance. All of the area excavated and filled with this crushed rock material was rolled with the Vibratory Roller. Six (6) passes were made with the rock layer being firm, dry and stable. Filter fabric was placed atop of this crushed rock layer and a layer of 3/4 -inch crushed stone was placed to advance this area to base of wall elevation. This activity should be completed tomorrow. The underdrain system at CB 12, CB 13 and CB 14 was installed today according to the drawings. Loam and stumps were hauled off-site today. PREPARED BY: Paul LaRose MILLED ENGINEERING &TESTING INC. MANCHESTER, NH (603) 668-6016 NORTHBORO, MA (508) 393-2607 BOSTON, MA (617) 269-8829 FAX: (603) 668-8641 FAX: (508) 393-8490 FAX: (617) 269-8837 PROJECT: BRIGHTVIEW, NORTH ANDOVER PROJECT NO: 12.064.NH NORTH ANDOVER, MA CONTRACTOR: PRO CON / EARTH CLIENT: BRIGHTVIEW NORTH ANDOVER, LLC WEATHER: CLEAR, 50-70° DATE: 05-07-12 SOILS FIELD REPORT PURPOSE: To observe the earthwork activities and perform Field Density tests. EQUIPMENT OPERATING: 1 -CAT D5 Bulldozer 1 -CAT CS563D Vibratory Roller 1 -Volvo Excavator 2 -Dump Trucks 1 -CAT Excavator 1 -CAT Front End Loader WORK ACCOMPLISHED: The Contractor resumed the fill activities in the front section of Building -C and the parking area in front of this proposed building (STA 6+50 to STA 8+00). On-site material was placed in approximate 1 -foot thick lifts and received compactive efforts consisting of several passes with the Vibratory Drum Roller. Field Density tests were performed in these areas indicated that the material was above the optimum moisture content however at least 95 percent of the maximum dry density had been attained. DMH -11 and CB -12 wee placed today in landscape areas. These structures were placed on a bedding of 3/4 -inch crushed stone. Piping between these structures was placed along with piping towards CB -13. Again, this ADS pipe was placed and backfilled with 3/4 -inch stone. Please refer to today's Compaction Control Summary for locations and results of tests. PREPARED BY: Paul LaRose u u � F- II F- O C N Cl2 .b >C7En9 � II II C7<�� c�7ca7a� O A _ 0A u c cnw0t � o u w (n Fi II II W F U W Ly y (j' O 0. ccd n O to F- 3 ° cov��i 3 I II II 00 Cn0i: F W V] W W 0q OA •s c �y E O to,,, p w 50 °O °°� o CG o O w0ww oHom v c Ea aU Uv. II II II II �aUr� y C E E Q d d d d d ¢ ¢ ¢ Q 0 U z O O P c d 0 U d t: u y Qo 0 v o rn o rn a rn ° rn rn 0 U UIII Z F ¢ ¢a o 00 0000 O a+ 0 0 0 0 0 0 0 0 0 0 cd1 0 4� a o.. o CN ON rn rn rn rn rn ON C, ^ u d .r Q r. ! � O L O r -t 00 ,--i M M O CY r `� •5 C ?� l� �o 00 l� l- I- 00 l- 00 �O CD [�j a' t 00 N M O N O w A u M M M M M M M M M m Ulf A/ A I_wl E L a+ � C U 06 N W M � O 00 M d E u W O O O O O O O O O O A/ 00 W 0� O W z _ v.+ ! O L u L Ny N N y _ N •VI y N N o � z U O O O O O O O O O O z O A Q Q O O O O O O N t W O w z \ W a / r_l +. O O O .j oo w z U Q M O OF 00 \O O 0 O In �n N0 In y"' F M m Z p OA r n b 0q n d d = c 6 Q c d 17. V] O O VJ V] O O !� O `cd O O `ca O O `ca cid Z U U U U U U U U U U t vb v o v o 0 0 o d �„ q a � � C7 C7 C7 C7 C7 C7 C7 C7 C7 C7 H z z z z z z z z z Fz� z �- w q o O o 0 vU FA C � � W1 W) C In kn a q W� v, i W1 v �n In v, zz II v¢, Oil zu v v a v v v v °v o Hz _ u u � F- II F- O C N Cl2 .b >C7En9 � II II C7<�� c�7ca7a� O A _ 0A u c cnw0t � o u w (n Fi II II W F U W Ly y (j' O 0. ccd n O to F- 3 ° cov��i 3 I II II 00 Cn0i: F W V] W W 0q OA •s c �y E O to,,, p w 50 °O °°� o CG o O w0ww oHom v c Ea aU Uv. II II II II �aUr� MILLER ENGINEERING MANCHESTER, NH (603) 668-6016 FAX: (603) 668-8641 JBORO, MA (508) 393-2607 FAX: (508) 393-8490 TESTING PROJECT: BRIGHTVIEW, NORTH ANDOVER PROJECT NO: 12.064.NH BOSTON, MA (617) 269-8829 FAX: (617) 269-8837 NORTH ANDOVER, MA CONTRACTOR: PRO CON / EARTH CLIENT: BRIGHTVIEW NORTH ANDOVER, LLC WEATHER: CLEAR, 50-65° DATE: 05-11-12 SOILS FIELD REPORT PURPOSE: To observe the earthwork activities and perform Field Density tests. EQUIPMENT OPERATING: 1 -Caterpillar 245B Excavator 2 -Volvo Dump Trucks 1 -Volvo 210 Excavator 1 -Volvo Loader 1 -Vibratory Plate Compactor WORK ACCOMPLISHED: Excavation of unsuitable materials for the retaining wall base. The area worked upon was from STA 5+70 to STA 6+00 and from STA 4+40 to STA 5+00. All unsuitable material was removed from these areas. Thickness of over -excavation averaged approximately 18 to 28 -inches. At the bottom of this excavation, a gray glacial outwash material was evident. A layer of mirafi fabric was placed and a layer of the on-site 6 - inch minus stone was placed to approximately 6 to 8 -inches below the base of the proposed wall. This layer will be rolled with the Vibratory Roller prior to the placement of the 3/4 -inch crushed stone. Drainage behind the "C" building was placed. This area was from CB -14 to CB -15. Structure CB -15 was placed along with the pipe between these two (2) structures. They were all set on a bedding of %-inch crushed stone and the pipe was covered with the same. On-site material was used as backfill and compacted with several passes of the Vibratory Plate Compactor. PREPARED BY: Paul LaRose PR0 CON �, PO BOX 4430 INCORPORATED MANCHESTER, NH 03108 Ph : (603)623-8811 Design and Construction Management Letter of Transmittal To: Gerald 'Gerry' A. Brown, CBO Transmittal #: 54 Town of North Andover, MA Date: 5/16/2012 1600 Osgood Street Job: 20-1582 Brightview North Andover Building 20, Suite 2-36 (Inspector of Buildings) Hours 8:30-10:00 & 1:00-2:00 North Andover, MA 01845 Ph: 978-688-9545 Fax: 978-688-9542 Subject: Segmented Modular Block Retaining Walls Reviewed & Approved Shops & Design Calcs. WE ARE SENDING YOU (, Attached r Under separate cover via Email the following items: r Shop drawings f-7 Prints G Plans r Samples C❑ Copy of letter r Change order r Specifications r Design Calcs Document Type Copies Date No. Description Submittal 1 5/11/12 028320-2 Rev 1 Segmented Block Retaining Wall Shops & Calcs Stam ed/Sealed THESE ARE TRANSMITTED as checked below: r For approval r Approved as submitted r For your use r Approved as noted G As requested r Returned for corrections Ci For review and comment r Other r Resubmit _ copies for approval r Submit _ copies for distribution r Return _ corrected prints Ei FOR BIDS DUE r PRINTS RETURNED AFTER LOAN TO US i .t Remarks: These are issued / forwarded to you for your use, review and records as requested. Copy To: Judith 'Judy' M. Tymon, AICP (Town of North Andover, MA), Jennifer A. Hughes (Town of North Andover, MA), Alan D. Siegfried (Shelter Development), Erik D. Anderson (PCI Architects), John A. Barrows (Marchionda & Assc LP), Paul A. Marchionda (Marchionda & Assc LP) From: Brian R. Knox (Pro Con Inc.) Signature: t�'l kL If enclosures are not as noted, kindly notify us at once. Page 1 of 1 /PRO CON MANCHESTER, ESTER NH 03108 INCORPORATED Ph : (603)623-8811 Design and Construction Management Letter of Transmittal To: Judith'Judy' M. Tymon, AICP Transmittal #: 55 Town of North Andover, MA Date: 5/16/2012 1600 Osgood Street Job: 20-1582 Brightview North Andover Building 20, Suite 2-36 (Planning Board Dept.) (978-688-9535) North Andover, MA 01845 Ph: 978-688-9547 Fax: 978-688-9542 Subject: Segmented Modular Block Retaining Walls Reviewed & Approved Shops &Design Calcs. WE ARE SENDING YOU [ Attached G Shop drawings G Prints r Plans r Copy of letter 1=! Change order r Specifications Date No.al ecked below: U Approved as submitted r Approved as noted � Returned for corrections G Other i Under separate cover via Email the following items: Document Type __J_Copies Other 0 THESE ARE TRANSMITTED as ch Ul For approval C For your use G As requested Ci For review and comment r FOR BIDS DUE 028320-2 r Samples r Design Calcs. n C Resubmit _ copies for approval � Submit _ copies for distribution D Return _ corrected prints G PRINTS RETURNED AFTER LOAN TO US Remarks: These are issued / forwarded to you for your use, review and records as requested. hes own of North Copy To: .Gerald 'Gerry' It Brown, Erik D. Anderson (PCI of North Andover, Arch Architects), John Ag BarroTws (Marchionda n& AsscILP), Paul A. Siegfried (Shelter Development), Marchionda (Marchionda & Assc LP) From: Brian R. Knox (Pro Con Inc.) Signature: S If enclosures are not as noted, kindly notify us at once. Page 1 of 1 P0 BOX 400 PRO CON .06 Ph(6Q3)623-8811 MANCHESTER, NH 031 INCORPORATED Design and Construction Managemen& Submittal Job: 20=15$2 Spec -.Sep ji Na: 028320 Brightview North Andover Submittal Not. 2Rew . Slott NO: 1 Brightview Senior Living ri IDatei 5/10/2012 1275 Turnpike. Road Se0 -- North Andover, MA 01862 DMQ Date;. 5/1412012 Spec Section.Title: Retaining Wall Systems 'tQne, AnbhQr Diamond Submittal Title: Segmented Modular.Block Retaining Walls Shops & Design calcs (Paves Pro) 0dritra.efor. PRO CON, INC. Miller Engineer & T6sflng- Inc, Frank K Miller Contractor's Stamp. Pro Con, Incorporated Approved fohubrnjs�sl A 5 S 0 -r et>on S per, - €1Z-133Lr--"5 - �r-7' 1 Date:-1S216L- �- Architects Stamp. 7-.-- - - 100 SHEFFIELD ROAD P0. BOX 4776 MANCHESTER, NH 03108 [DRAWING .REVIEW VIEWED - NO COMMENTS �VIFWED - NOTE COMMENTS 0 RED ❑ 'E-USIMITTAL NOT REQUIRED ❑ 0 - � Nil: �'-' -511,6/12, 01 PRO CON40. INCORPORATED Design and Construction Management Job: 20-1582 Brightview North Andover Brightview Senior Living 1275 Turnpike Road North Andover, MA 01862 Submittal Spec Section No: 028320 Submittal No: 2 Revision No: 1 Sent Date: 5110/2012 Due Date: 5/1412012 PO BOX 4430 MANCHESTER, NH 03108 ph: (603)623-8811 Spec Section Title: Retaining Wall Systems Submittal Title: Segmented Modular Block Retaining Walls Shops & Design Calcs (Pavestone, Anchor Diamond Pro) Contractor: PRO CON, INC: f Engineer: Miller Engineer & Testing Inc Frank K. Miller � O of Contractor's Stamp Pro Con, Incorporated ApproA-s for ission ec> Spec, p $320._2- 1 Date- l01VINVI 1010NDA & ASSOCIATES, L -1- 62 r62 Montvale Avenue, Suite I Stoneham, AAA 02180.3637 U Rej"Ked ❑ Submit 1peeirilxl Item 0 ^i7^•Well Al Ce fCC el ❑ Revise and lkew►bmit This review is only for general conformance with the design concept of the ptniject and Engh ie&st$fakrPiract Documents. Corrections of colimunts made on Iw shop drawings during this review do not-•.:iieve contractor fnnn compliance with t,u: f c:yairements of the plan, and specifications. ,:.oval ofa specific item shall not include approval of an assembly o1 which the item is a component. Contractor is responsible li)r: dimensions to be confinned and correlated at the johsite; information Out,, pertains solely to the fitbrication processes or to the means. methods, techniques, sequences and pnxcdums of construction; coordination of the Work of all trules; and for perlonning Proiect Identification Project ID Project Name Owner Client Prepared By Company Address Telephone Section Project File Vendor Data File Date and Time SRWaII {Version 4) Report : #12031 : Brightview North Andover Stoneage Stoneworks WMP Summit Geoengineering Services : 640 Main Street, Lewiston, Maine 207-576-3313 Station 2+00 Seismic 2+00 seismic REV.prj : 03/2212012 12:25:50 Type of Structure : Reinforced Wail Seismic Analysis Details Peak Ground Acceleration(PGA : 0.08 Ratio) Wall Geometry Grades Design Wall Height(ft) :10.00 Embedment Wall Height(ft) : 0.50 Exposed Wall Design Height(ft) : 9.50 Number of Segmental Wall Units :15 Wall Inclination(degrees) :7.13 Top Slope(degrees) :0.00 Uniform Distributed Surcharge Live Load Surcharge(Psf) :150,00 Live Load Surcharge Setback(ft) :3.00 Dead Load Surcharge(Psf) : 0.00 Soil Data Segmental Unit Data Segmental Unit Name : Diamond Pro Cohesion (c) Friction Unit Weight Soil Zone FlescriipffiDn s (p t} Angle(b) (Mpc � Setback (Inches) :1.00 Weight (Infilled)(Ib) (degrees) Unit Weight(Infiiled)(pcf Reinforced Soil Gravelly Sand NIA 34.00 135.00 Retained Soil Sand with varying slit and gravel NIA 32.00 130.00 Leveling Pad Soil Crushed stone NIA 40.00 110.00 Foundation Soil Sand with varying slit and gravel 0.00 32.00 130.00 Segmental Unit Data Segmental Unit Name : Diamond Pro Cap Height (Inches) : 4.00 Unit Height (Hu)(Inches) : 8,00 Unit Width (Wu)(Inches) :12.00 Unit Length (Inches) :18.00 Setback (Inches) :1.00 Weight (Infilled)(Ib) : 130.00 Unit Weight(Infiiled)(pcf :130.00 Center of Gravity(inches) : 6.00 Geosyrrthetfc Reinforcement Tithe and Number Supplier Product Name Number SiF110 0 SF20 0 SF35 6 SF55 0 SF80 0 Geosynthetic Properties Geosynthetic Product f ult RFcr RFd RFId LTDS Cl Cds SF110 10205.00 1.75 1.15 1.20 7394.93 0.90 0.90 SF20 1940.00 1.70 1.15 1.20 1405.80 0.90 0.90 SF35 3435.00 1.70 1.15 1.20 2489.13 0.90 0.90 SF55 4670.00 1.68 1.15 1.20 3384.06 0.90 0.90 SF80 7400.00 1.75 1.15 1.20 5362.32 0.90 0.90 Unit -Unit Interface Properties Minimum Shear capacity(4bm) Shear Friction Angle Maximum Shear capactitys (%") 962.00 26.00 1950.00 Geosynthetic-SRW Unit Connection Strength properties Geosynthetic Product Minimum IConn. Ca ci (I 6bt)ty 1st Inflection Point (Iblft) 2nd Inflection Point (lb/ft) Normal Load Qbift) Connection (IbbIfl) Normal Load (ibltt) Max Connection Capac ty(lbt t) SF110 1925.00 2983.00 3312.00 4772.00 3950.00 SF20 785.00 920.00 866.00 1380.00 916.00 SF35 1184.00 1296.00 1591.00 1944.00 1665.00 SF55 1506.00 1300.00 1900.00 1900.00 2070.00 SF80 1563.00 1900.00 2325.00 2600.00 2625.00 Geosynthetic-SRW Unit Shear Strength properties Geosynthetic Product Minimum Smear Capacity(lbtft) Shear Friction Angle Maximum Shear Capacity (Ib1ft) SF110 962.00 26.00 1950.00 SF20 962.00 26.00 1950.00 SF35 962.00 26.00 1950.00 SF55 962.00 26.00 1950.00 SF80 962.00 26.00 1950.00 Vertical Components Vertical Components of Earth Pressures Used : No Cofficients of Earth Pressure and Failure Plane Orientation Seismic Cofficient(K(int)) : 0.020 Seismic Coffrcient(K(ext)) : 0.020 Reinforcement Soil(Static)(Ka) : 0.207 Reinforcement Soil(Static)(Kah Horizontal Component) : 0.199 ReWorceme"t Sail(Staft + Dynamic)k ae) -.0.220 Reinforcement Soil(Static + Dynamic)(Kaeh horizontal ; 0.212 Component) Internal Modified Back Slope(Bint) : 0.000 Orientation of failure plane from horizontal(degrees) for ; 55.631 Internal Stability Retained Soil(Static)(Ka) : 0.226 Retained Soil(Static)(Kah Horizontal Component) : 0.205 Retained Soil(Static + Dynamic)(Kae) :0.240 Retained Soil(Static+ Dynamic)(Kaeh horizontal : 0.218 Component) External Modified Back Slope(Bext) :0.000 Orientation of failure plane from horizontal(degrees) for ; 53.266 External Stability Resu It of External Stability Seismic Analysis Results of Internal Stability Seismic Analysis SRW Unit # Calculated Design Criteria FOS Sliding 3.30 > 1.10 FOS Overturning 5.33 > 1.50 FOS Beating Capacity 8.30 > 1.50 Base Reinforcement Length (L)(ft) 6.00 63.36 Base Reinforcement natio (LIH) 0.60 > 0.60 Results of Internal Stability Seismic Analysis SRW Unit # Geosynthetic Product Elevation (ft) Length (rt) Anchor Length Length (ft) FOS Overstress >=1.10 FOS Pullout >=1.10 FOS Slide >=1.10 Layer (�) > (ft) 2.00 15 SF35 9.33 8.00 1.79 63.36 4.99 74.46 OK 13 SF35 8.00 7.00 1.53 21.41 4.31 21.24 OK 10 SF35 6.00 6.00 1.65 10.44 4.53 9.63 OK 7 SF35 4.00 6.00 2.76 7.19 7.86 6.13 OK 4 SF35 2.00 6.00 3.88 6.72 113.75 4.47 OK 2 SF35 0.67 6.00 4.63 1 7,10 20.16 3.79 OK Results of Facing Stability Seismic Analysis SRW Unit # Heel El (}p Geosynihebc product FOS Cgest Toppling >=1.10 FOS Connection 15 9.33 SF35 20.64 30.83 13 8.00 SF35 10.89 10 6.00 SF35 5.65 7 4.00 SF35 4.13 4 2.00 SF35 4.08 2 0.67 SF35 4.46 Wall Reinforcement Layout W K5t1 A 1.17 R. -,-*i I -- Un ft. Proiect Identification Project ID Project Name Owner Client Prepared By Company Address Tz;ephone Section Vendor Data File Project File Date and Time 6.00 ft #12031 Bzighiview North Andover Stoneage Stoneworks WMA Summit Geoengineering Services :640 Main Street, Lewiston, Maine .207-676-3313 : Station 2+00 Seismic : 2+00 seismic REV.prj : 03/22/2012 12:25:50 Project Identification Project ID Project Name Owner Clle nt Prepared By Company Address Telephone Section Project File Vendor Data File Date and Time SRWa11(Version 4) Report #12031 Brightview North Andover Stoneage Stoneworks WMP Summit Geoengineering Services 640 Main Street, Lewiston, Maine 207-576-3313 Station 2+00 Static 2}0D static REV.prj : 031221201212:25:50 Type of Structure : Reinforced Wait Wall Geometry Design Wall Height(ft) :10.00 Embedment Wall Height(ft) :0.50 Exposed Wail Design Height(ft) :9.50 Number of Segmental Wall Units :15 Wall lstclination(degrees} :7AZ Grades Top Slope(degrees) : 0.00 Uniform Distributed Surcharge Live Load Surcharge(Psf) :150.00 Live Load Surcharge Setback(ft) :3.00 Dead Load Surcharge(Psf) :0.00 National concrete Masonary Association Page L of'/ w Soil Data Soil Zone Description Cohesion (c) (Psf } FrictionUnit Angle(0) (degrees) Weight (Y}(Pc fl Reinforced Soil Gravelly Sand NIA 34.00 135.00 Retained Soil Sand with varying silt and gravel NIA 32.00 130.00 Leveling Pad Soil Crushed stone N/A 40.00 110.00 Foundation Soil . Sand with varying silt and gravel 0.00 32.00 130.00 Segmental Unit Data Segmental Unit Name : Diamond Pro Cap Height (Inches) ; 4.00 Unit Height (Hu)(Inches) : 8.00 Unit Width (Wu)(Inches) :12.00 Unit Length (Inches) : 18.00 Setback (Inches) :1.00 Weight (Inillled)(Ib) : 130.00 Unit Weight (Infllled)(pcf) : 130.00 Center of Gravity(Inches) : 6.00 Geosynthetic Reinforcement Type and Number Supplier Product Name Number SF110 0 SF20 0 SF35 6 SF55 0 SF80 0 National concrete Masonary Association Geosynthetic Properties Page 3 of 7 Geosynthetic Product (Tuft) RFcr RFd RFId LTD Ci Cds SF110 10205.00 1.75 1.15 1.20 4225.67 0.90 0.90 SF20 1940.00 1.70 1.15 1.20 1 826.94 0.90 0.90 SF35 3435.00 1.70 1.15 1.20 1464.19 0.90 0.90 SF55 4670.00 1.68 1.15 1.20 2014.32 0.90 0.90 SF80 7400.00 1.75 1.15 1.20 3064.18 0.90 0.90 Unit -Unit Interface Properties Minimum Shear Capacity(lb/ft) Shear Friction Angle Maximum Shear Capacity (lb/ft) 962.00 26.00 1950.00 Geosynthetic-SRW Unit Connection Strength properties Geosynthetic Product Minimum Conn. Capacity (Ib/ft) 1st Inflection Point (Iblft) 2nd Inflection Point (Ib/ft) Normal Load (Iblft) Connection Capacity {lblft Normal Load (Ib/ft) Max Connection Capac ty(Iblft) SF110 1925.00 2983.00 3312.00 4772.00 3950.00 SF20 785.00 920.00 866.00 1380.00 916.00 SF35 1184.00 1296.00 1591.00 1944.00 1665.00 SF55 1506.00 1300.00 1900.00 1900.00 2070.00 SF80 1563.00 1900.00 2325.00 2600.00 2625.00 Geosynthetic-SRW Unit Shear Strength properties Geosynthetic Product Minimum Shear Capac ty(lb/ft) Shear Friction Angle Maximum Shear Capacity (Ib/ft) SF110 962.00 26.00 1950.00 SF20 962.00 26.00 1950.00 SF35 962.00 26.00 1950.00 SF55 962.00 26.00 1950.00 SF80 962.00 26.00 1950.00 Vertical Components Vertical Components of Earth Pressures Used : No National Concrete Masonary Association Cofficients of Earth Pressure and Failure Plane Orientation Reinforcement Soil(Static)(Ka) : 0.207 Reinforcement Soil(Static)(Kah Horizontal Component) : 0.199 Internal Modified Back Slope(Bint) : 0.000 Orientation of failure plane from horizontal(degrees) for ; 55.631 Internal Stability Retained Soil(Static)(Ka) :0.226 Retained Soil(Static)(Kah Horizontal Component) : 0.205 External Modified Back Slope(Bext) : 0.000 Orientation of failure plane from horizontal(degrees) for ; 53.266 Extemal Stability Page 4 of 7 National Concrete Masonary Association Result of External Stability Static Analysis Results of Internal Stability Static Analysis SRW Unit # Calculated Design Criteria FOS Sliding 3.09 > 1.50 FOS Overturning 4.86 > 2.00 FOS Bearing Capacity 8.16 > 2.00 Base Reinforcement Length (L)(ft) 6.00 22.90 Base Reinforcement Ratio (LIN) 0.60 > 0.60 Results of Internal Stability Static Analysis SRW Unit # Geosynthetic product Elevation (ft) Length (ft) Anchor Length (ft) FOS Overstress >=1.50 FOS Pullout >=1.50 FOS Slide >=1.50 Layer Spacing (ft) > (ft) 2.00 15 SF35 9.33 8.00 1.79 22.90 3.07 48.15 OK 13 SF35 8.00 7.00 1.53 9.96 3.41 16.64 OK 10 SF35 6.00 6.00 1.65 5.32 3.92 8.50 OK 7 SF35 4.00 6.00 2.76 3.82 7.10 5.73 OK E24 SF35 2.00 6.00 3.88 3.65 12.69 4.32 OK SF35 0,67 6.00 4.63 3.90 18.84 3.72 OK Page S of 7 National concrete Masonary Association Page 6 of 7 Results of Facing Stability Static Analysis SRW Heel Geosynthetic FOS Crest FOS Unit product Toppling Connection # (ft) (ft} >=1.50 >=1.50 15 9.33 SF35 32.28 50.48 13 8.00 SF35 13.02 10 6.00 SF35 6.25 7 4.00 SF35 4.42 4 2.00 SF35 4.30 2 0.67 1 SF35 4.17 National Uoncrete Masonary Association Page 7 of 7 Wall Reinforcement Layout 10.00 ft 1.17 ft —H I+- 0.50 ft Project Identification Project ID Project Name Owner Client Prepared By Company Address Telephone Section Vendor Data File Project File Date and Time 6.00 ft ##12031 Brightview North Andover Stoneage Stoneworks WMP Summit Geoengineering Services 640 Main Street, Lewiston, Maine 207-576-3313 Station 2+00 Static 2+00 static REV.prj 0312212012 12:25:50 =PRO CONPO BOX 4430 8 MANCHESTER, NH 0310 INCORPORATED* , Ph :(603)623-8811 Design and Construction Management 7-ubmittal Job: 20-1582 Spec Section No: 028320 Brightview North Andover Submittal No: 2 Brightview Senior Living Revision No: 0 1275 Turnpike Road Sent Date: 4/12/2012 North Andover, MA 01862 Spec Section Title: Retaining Wall Systems Submittal Title: Segmented Modular Block Retaining Walls Shops & Design Calcs (Pavestone, Anchor Diamond Pro) Contractor: Contractor's Stamp PRO CON, INC. _ ''' ':t� 43 py n=�L'q6��3ornt:; Ar�.tira..�i iot Submission }4 S i+lo-rEo • - . Ae. Spec' o Z.$3 2c]a 2 _ Cta�e: IAf &A? - PEN 2 _ .� Signature _ MAHCHItJNDA &ASSOCIATES, t_ t► Engineer: Architect's Miller Engineer & Testing In g Frank K. Miller C&D CS--rA O + 4--'5:.- sr7k- 2 + b- s--rA V�D w tamp Stoneham. AAA 02180,3607 Approved ❑ Appnwed as Cormcs D RejocWd &IR i and Rksubmh (❑ suhnit Sptxifteti Item This review i3 only for general conformancil with the design concept. of the project a -i G Co . general c►mplience with the information givt in the Contract 1)oeurftents. Corrections . comments made on shop drawings darill Engineer's tBnlpV7lianCe with the r�:yuirements of the plan anti specifications. Approval ofa specific ito shall not include appr( ul ;of an assembly u. which the item is a cvcr.ponent. Contractor it responsible for: dimensions to be confirmeo OA) and correlated at the juhsite; information. th:- 5e �t�v , �/, t /t/ (,�p�.47t ""' pertains solely to the fabrication processes o:- tG�` to the means, methods, techniques, sequence. and pryer durt� of c.mstruction; coordinatiwr �v � � �$ �� T of the %%vk of all utiles; and for performing �� '� V� �f R P. to all wont in s tiafe and satisfacYo manner. tflA 1�► � �1 � '��� � � � a5 kwstda ts 2- re-eArn� -��L4 t � �'�` �j�- r A � I GC'K A t i6+ Attached is the revised wall layout based on the spec's provided. The stationing (baseline) shown runs along the bottom of the wall. As noted the revised base of the wall is 1.2' closer to Rte 114 from Sta. 0+9 to Sta. 2+74 (P.C.) and then transitions to the step at the headwall at Sta. 3+24. At that point the base follows the approved base of wall. The top of the wall from that point to the end is 1.2 'closer to the building. This layout will provide a min. of 3.5' from the edge of pavement to the inside of the wall cap stone. Once everyone is satisfied with this alignment and the town has approved it I will provide a CAD file for Earth. Thanks, John .-A CON. INcQR.P.ORATE-D Design and Construction mailewwnt J.o'b.-- 204682 Ughtview North Andover Brightview. Senior L.ivih.g 1.2157urnp.0 Road With Andover, MA 01882 $pec:SeCt14n No::.02832.0 Submittal 181P-"Z- Submittal j 80bMittal No: *2 Revision No:: 0 Sent 'bate, 4/1212012 . - ?0'10)1 �411 MANCHESTER, N Oh: (663)623-8811 Spec Section Title.. Retaining VVall'Systerrls Sufirriiftal Title: t s Sb�raanted.MWOlar Block Retaining Waft Shops& P-0196 Calc.. . (Pave$tohe, Ahoh.or Diamond pro) PRO CON, INC. gi'h6e, Te$Wg In- ' r& Miller Eh FrOnk K. Miller (1!5 r � 0 *-4--J:- ST-Av. 2-- -;TA ( + StA .s e, N pi, e, MCI I I � Mid CO A. wvuA+ Stamp . Ono cai;".5 Approy.-ed for 811binisGic" A S 007-EcP $Pec, -_g 12-- Arbliftb6fs- S164 TESTING$ INC. ,numm awyla-F - i - po 30y, 4776 MAr4CHESTES9 14H 03108 DRAWING REVIEW :VIEWED - NO COMMENTS COMMENTS :.\11EWED - NOTE. U,3M,.T -S TAL R ' EQUIRED iRED ,,,a irakUl"TTAL NOT REQU.-.... - . MILLER ENGINEERING TESTING GEOTECHNICAL / SOIL BORINGS / ENVIRONMENTAL I SOILS / CONCRETE / MASONRY / STEEL / ROOFING I ASPHALT INSPECTION Mail all correspondence to: 100 SHEFFIELD ROAD • PO BOX 4776 - MANCHESTER, NH 03108-4776 • TELEPHONE (603)668-6016 • Pax (603)668.8641 April 18, 2012 Mr. Brian Knox Pro Con Incorporated 1359 Hooksett Road #16 Hooksett, NH 03106 RE: Brightview North Andover -Anchor Diamond Pro Retaining Wall -Submittal No. 2 Project No. 12.064.NH Dear Brian, We have completed a geotechnical engineering review of the glans for the Anchor Diamond Pro Retaining Wall presented as Submittal Number 2, dated April 12, 2012. In our opinion, the geotechnical design parameters are consistent with the Foundation Soil and Retained Soil materials anticipated at the site. The subgrade beneath the retaining wall system (i.e. leveling pad, and Reinforced Soil zones) must be prepared in accordance with General Note 13 on Sheet No. 2. Subgrade Preparation Recommendations Based upon recent test pit observations in proximity to station 6+00 of the retaining wall alignment, a 2 to 4 -foot thick fill and organic layer exists in the retaining wall area. Dense to very dense glacial till soil was encountered directly below the soft layers. The glacial till is wet due to high groundwater in the northeastern potion of the site. The soft fill and organic layers must be completely excavated from beneath the retaining wall and retained fill zone. The excavation should extend laterally to ensure that these materials are removed from the zone of stress influence of the retaining wall system. The zone of influence CORPORATE OFFICE AT: 100 SHEFFIELD ROAD - PO BOX 4776 -MANCHESTER, NH 03108-4776 • TEL. (603)668-6016 • FAX (603)668-8641 130 EAST MAIN STREET • PO BOX I 1 - NORTHBOROUGH, MA 01532 -TEL (508)393-2607 • FAX (508)393-8490 474 DORCHESTER AVENUE - BOSTON, MA 02127 - TEL. (617)269-8829 - FAX (617)269-8837 includes the area within a 1H:1V slope projected outward and downward from the bottom edges of the reinforced fill zone. The excavation should extend at least 5 feet laterally beyond the reinforced fill zone. Dewatering must be performed to remove free water during the excavation process, and careful excavation is required to ensure the glacial till soils are not disturbed. The excavation should be filled to the leveling pad and reinforced fill elevations using well - graded 3 -inch minus angular crushed stone. The stone fill must be completely separated from the surrounding soil layers using filter fabric consisting of Mirafi 140N, or equal. The stone fill must be distributed in 12 -inch thick loose lifts; and then each lift must be compacted using at least 4 passes of a vibratory roller. The subgrade preparation operations should be monitored and evaluated by a geotechnical engineer or his representative. Construction of the southerly portions of the retaining wall probably will encounter dense glacial till soils close to the surface and above the groundwater elevation; thus, the subgrade stabilization measures discussed above are not expected in these areas. Should you have any questions with regard to this letter, please do not hesitate to contact us. Respectfully, & TESTING, INC. f. L\LLUVffYl Wll\�I V�V 1\,{LJVIIIY� L aUJVVLKilVll _ __ _ _ +_Nay s _va v _. ,. SRWall (Version 4) Report Proiect identification Project ID : #12031 Project Name : Brightview North Andover tNcr raj Owner +� Client : Sto.neage Stoneworks da Prepared By : WMP Company : Summit Geoengineering Services 13 Address :640 Main Street, Lewiston, Maine Telephone :207.676-3313 i AES Section : Station 0+40 Static Project File : 0+75 static.prJ Vendor Data File Date and Time : 031221201212:25:50 Type of Structure : Reinforced Wall Walt Geometry Grades Design Wall Height(ft) :6.00 Embedment Wall Height(ft) : 0.50 Exposed Wali Design Height(ft) :5.60 Number of Segmental Wall Units : S Wall Inclination(degrees) :7.13 Top Slope(degrees) 0.00 Uniform Distributed Surcharge Live Load Surcharge(Psf) :150.00 Live Load Surcharge Setback(ft) : 3.00 Dead Load Surcharge(Psl) 0.00 file:HCAPrograrn Fi1es\NCMA\SRWa114.0\Report.html 3/23/2012 Soil Data Segmental Unit Data Segmental Unit Name : Diamond Pro Cohesion(c) Friction Unit Weight Soil Zone Description (p s fl Angle(0) (y)(pc fl Setback (Inches) : 1.00 Weight (Infilled)(Ib) (degrees) Unit Weight (Infilled)(pcf) Reinforced Soil Gravelly Sand NIA 34.00 135.00 Retained Soil Sand with varying silt and gravel NIA 32.00 130.00 Leveling Pad Soil Crushed stone NIA 40.00 110.00 Foundation Soil Sand with varying silt and gravel 0.00 32.00 130.00 Segmental Unit Data Segmental Unit Name : Diamond Pro Cap Height (Inches) : 4.00 Unit Height (Hu)(Inches) : 8.00 Unit Width (Wu)(Inches) :12.00 Unit Length (Inches) : 18.00 Setback (Inches) : 1.00 Weight (Infilled)(Ib) :130.00 Unit Weight (Infilled)(pcf) : 130.00 Center of Gravity(Inches) : 6.00 Geosynthetic Reinforcement Type and Number Supplier Product Name Number SF110 0 SF20 0 SF35 4 SF55 0 SF80 0 Geosynthetic Properties Geosynthetic Product (Ib/ft) RFcr RFd RFid (b/ft) Ci Cds SF110 10205.00 1.75 1.15 1.20 4225.67 0.90 0.90 SF20 1940.00 1.70 1.15 1.20 826.94 0.90 0.90 SF35 3435.00 1.70 1.15 1.20 1464.19 0.90 0.90 SF55 4670.00 1.68 1.15 1.20 2014.32 0.90 0.90 SF80 7400.00 1.75 1.15 1.20 3064.18 0.90 0.90 Unit -Unit Interface Properties Minimum Shear Capacity(lblft) Shear Friction Angle Maximum Shear Capacity (Ib/ft) 962.00 26.00 1950.00 Geosynthetic-SRW Unit Connection Strength properties Geosynthetic Product y Minimum Conn. Capacity (Ib/ft) 1st Inflection Point (Ib/ft) 2nd Inflection Point (Ib/ft) Normal Load (Ib/ft) Connection Capacity (Ib/ft) Normal Load (Ib/ft) Max Connection Capacity(lb/ft) SF110 1925.00 2983.00 3312.00 4772.00 3950.00 SF20 785.00 920.00 866.00 1380.00 916.00 SF35 1184.00 1296.00 1591.00 1944.00 1665.00 SF55 1506.00 1300.00 1900.00 1900.00 2070.00 SF80 1563.00 1900.00 2325.00 2600.00 2625.00 Geosynthetic-SRW Unit Shear Strength properties Geosynthetic Product Minimum Shear Capac ty(lb/ft) Shear Friction Angle Maximum Shear Capacity (Ib/ft) SF110 962.00 26.00 1950.00 SF20 962.00 26.00 1950.00 SF35 962.00 26.00 1950.00 SF55 962.00 26.00 1950.00 SF80 962.00 26.00 1950.00 Vertical Components Vertical Components of Earth Pressures Used : No Cofficients of Earth Pressure and Failure Plane Orientation Reinforcement Soil(Static)(Ka) : 0.207 Reinforcement Soil(Static)(Kah Horizontal Component) : 0.199 Internal Modified Back Slope(Bint) : 0.000 Orientation of failure plane from horizontal(degrees) for ; 55.631 Internal Stability Retained Soil(Static)(Ka) : 0.226 Retained Soil(Static)(Kah Horizontal Component) : 0.205 External Modified Back Slope(Bext) : 0.000 Orientation of failure plane from horizontal(degrees) for ; 53.266 External Stability Result of External Stability Static Analysis Results of Internal Stability Static Analysis SRW Calculated Design Criteria FOS Sliding 3.05 > 1.50 FOS Overturning 5.00 > 2.00 FOS Bearing Capacity 8.94 > 2.00 Base Reinforcement Length (L)(ft) 4.00 Overstress Base Reinforcement Ratio (L/H) 0.67 > 0.60 Results of Internal Stability Static Analysis SRW FOS Anchor FOS FOS FOS Layer Unit Geosynthetic Elevation Length Length Overstress Pullout Slide Spacing # product (ft) (ft) (ft) >=1.50 >=1.50 >=1.50 ( 2) SF35 13.02 4 2.00 SF35 7.84 >0 9 SF35 5.33 6.00 2.02 22.90 3.47 44.01 OK 7 SF35 4.00 5.00 1.76 9.96 3.93 13.78 OK 4 SF35 2.00 4.00 1.88 6.61 5.57 6.55 OK 2 SF35 0.67 4.00 2.63 6.32 9.90 4.82 OK Results of Facinq Stability Static Analysis FOS UnitHeel Elev Geosynthetic Crest Connection # (ft) Product Toppling >=1.50 >=1.50 9 5.33 SF35 32.28 50.48 7 4.00 SF35 13.02 4 2.00 SF35 7.84 2 0.67 SF35 7.31 6 Wall Reinforcement Layout 6.00 ft T 0.f0 ft 0.67 ft -►I I+- Project Identification Project ID Project Name Owner Client Prepared By Company Address Telephone Section Vendor Data File Project File Date and Time 4.00 ft #12031 Brightview North Andover Stoneage Stoneworks :WMP Summit Geoengineering Services 640 Main Street, Lewiston, Maine 207-576-3313 Station 0+40 Static 0+75 static.prj 03/22/2012 12:25:50 Project Identification Project ID Project Name Owner Client Prepared By Company Address Telephone Section Project File Vendor Data File Date and Time Type of Structure Seismic Analysis Details Peak Ground Acceleration(PGA Ratio) Wall Geometry Grades 7 SRWall (Version 4) Report #12031 Brightview North Andover Stoneage Stoneworks WMP Summit Geoengineering Services 640 Main Street, Lewiston, Maine 207-576-3313 Station 0+40 Seismic 0+75 seismic.prj 03/22/2012 12:25:50 : Reinforced Wall : 0.08 Design Wall Height(ft) : 6.00 Embedment Wall Height(ft) : 0.50 Exposed Wall Design Height(ft) : 5.50 Number of Segmental Wall Units : 9 Wall Inclination(degrees) :7.13 Top Slope(degrees) : 0.00 Uniform Distributed Surcharge Live Load Surcharge(Psf) :150.00 Live Load Surcharge Setback(ft) : 3.00 Dead Load Surcharge(Psf) : 0.00 Soil Data Segmental Unit Data Segmental Unit Name : Diamond Pro Cohesion (c) Friction Unit Weight Soil Zone Description (p s q Angle(0) (r)(pc fl Setback (Inches) : 1.00 Weight (Infilled)(Ib) (degrees) Unit Weight (Infilled)(pcf) Reinforced Soil Gravelly Sand N/A 34.00 135.00 Retained Soil Sand with varying silt and gravel N/A 32.00 130.00 Leveling Pad Soil Crushed stone N/A 40.00 110.00 Foundation Soil Sand with varying silt and gravel 0.00 32.00 130.00 Segmental Unit Data Segmental Unit Name : Diamond Pro Cap Height (Inches) : 4.00 Unit Height (Hu)(Inches) : 8.00 Unit Width (Wu)(Inches) :12.00 Unit Length (Inches) : 18.00 Setback (Inches) : 1.00 Weight (Infilled)(Ib) :130.00 Unit Weight (Infilled)(pcf) :130.00 Center of Gravity(Inches) : 6.00 Geosynthetic Reinforcement Type and Number Supplier Product Name Number SF110 0 SF20 0 SF35 4 SF55 0 SF80 0 Geosynthetic Properties Geosynthetic Product (ult) RFcr RFd RFid LIDS Ci Cds SF110 10205.00 1.75 1.15 1.20 7394.93 0.90 0.90 SF20 1940.00 1.70 1.15 1.20 1405.80 0.90 0.90 SF35 3435.00 1.70 1.15 1.20 2489.13 0.90 0.90 SF55 4670.00 1.68 1.15 1.20 3384.06 0.90 0.90 SF80 7400.00 1.75 1.15 1.20 5362.32 0.90 0.90 Unit -Unit Interface Properties Minimum Shear Capacity(lb/ft) Shear Friction Angle Maximum Shear Capacity (Ib/ft) 962.00 26.00 1950.00 Geosynthetic-SRW Unit Connection Strength properties Geosynthetic Product y Minimum Conn. Capacity (Ib/ft) 1st Inflection Point (Ib/ft) 2nd Inflection Point (Ib/ft) Normal Load (Ib/ft) Connection Capacity (Ib/ft) Normal Load (Ib/ft) Max Connection Capacity(lb/ft) SF110 1925.00 2983.00 3312.00 4772.00 3950.00 SF20 785.00 920.00 866.00 1380.00 916.00 SF35 1184.00 1296.00 1591.00 1944.00 1665.00 SF55 1506.00 1300.00 1900.00 1900.00 2070.00 SF80 1563.00 1900.00 2325.00 2600.00 2625.00 Geosynthetic-SRW Unit Shear Strenqth properties Geosynthetic Product Minimum Shear Capac ty(lb/ft) Shear Friction Angle Maximum Shear Capacity (Ib/ft) SF110 962.00 26.00 1950.00 SF20 962.00 26.00 1950.00 SF35 962.00 26.00 1950.00 SF55 962.00 26.00 1950.00 SF80 962.00 26.00 1950.00 Vertical Components Vertical Components of Earth Pressures Used : No 10 Cofficients of Earth Pressure and Failure Plane Orientation Seismic Cofficient(K(int)) : 0.020 Seismic Cofficient(K(ext)) : 0.020 Reinforcement Soil(Static)(Ka) : 0.207 Reinforcement Soil(Static)(Kah Horizontal Component) : 0.199 Reinforcement Soil(Static + Dynamic)(Kae) : 0.220 Reinforcement Soil(Static + Dynamic)(Kaeh horizontal ; 0.212 Component) Internal Modified Back Slope(Bint) : 0.000 Orientation of failure plane from horizontal(degrees) for ; 55.631 Internal Stability Retained Soil(Static)(Ka) :0.226 Retained Soil(Static)(Kah Horizontal Component) : 0.205 Retained Soil(Static + Dynamic)(Kae) : 0.240 Retained Soil(Static + Dynamic)(Kaeh horizontal : 0.218 Component) External Modified Back Slope(Bext) : 0.000 Orientation of failure plane from horizontal(degrees) for ; 53.266 External Stability Result of External Stability Seismic Analysis Calculated Design Criteria Results of Internal Stability Seismic Analysis SRW Heel FOS Anchor FOS FOS FOS Layer Unit Geosynthetic Elevation Length Length Over pullout Slide Spacing # product (ft) (ft) (ft) Stress >=1 >=1 (ft) >_1 <=3.0 Results of Facing Stability Seismic Analysis SRW Heel FOS FOS Unit Elev Geosynthetic Crest Connection # (ft) Product Toppling >=1 >=1 12 Wall Reinforcement Layout 6.00 ft T 0.f0 ft 0.67 ft -*I I* --- Project Identification Project ID Project Name Owner Client Prepared By Company Address Telephone Section Vendor Data File Project File Date and Time 4.00 ft #12031 Brightview North Andover Stoneage Stoneworks WMP Summit Geoengineering Services 640 Main Street, Lewiston, Maine 207-576-3313 Station 0+40 Seismic 0+75 seismic.prj 03/22/2012 12:25:50 13 SRWall (Version 4) Report Proiect Identification Project ID : #12031 Project Name : Brightview North Andover Owner : 7.50 Client : Stoneage Stoneworks Prepared By : WMP Company : Summit Geoengineering Services Address :640 Main Street, Lewiston, Maine Telephone : 207-576-3313 Section : Station 1+00 Static Project File : 1+00 static.prj Vendor Data File Date and Time : 03/2212012 12:25:50 Type of Structure : Reinforced Wall Wall Geometry Grades Design Wall Height(ft) : 8.00 Embedment Wall Height(ft) : 0.50 Exposed Wall Design Height(ft) : 7.50 Number of Segmental Wall Units :12 Wall Inclination(degrees) :7.13 Top Slope(degrees) : 0.00 Uniform Distributed Surcharge Live Load Surcharge(Psf) :150.00 Live Load Surcharge Setback(ft) : 3.00 Dead Load Surcharge(Psf) : 0.00 Soil Data 14 Segmental Unit Data Segmental Unit Name : Diamond Pro Cohesion (c) Friction Unit Weight Soil Zone Description (ps fl Angle(d)) (y)(pc fl Setback (Inches) :1.00 Weight (Infilled)(Ib) (degrees) Unit Weight (Infilled)(pcf) Reinforced Soil Gravelly Sand NIA 34.00 135.00 Retained Soil Sand with varying silt and gravel NIA 32.00 130.00 Leveling Pad Soil Crushed stone NIA 40.00 110.00 Foundation Soil Sand with varying silt and gravel 0.00 32.00 130.00 Segmental Unit Data Segmental Unit Name : Diamond Pro Cap Height (Inches) : 4.00 Unit Height (Hu)(Inches) : 8.00 Unit Width (Wu)(Inches) :12.00 Unit Length (Inches) : 18.00 Setback (Inches) :1.00 Weight (Infilled)(Ib) :130.00 Unit Weight (Infilled)(pcf) :130.00 Center of Gravity(Inches) : 6.00 Geosynthetic Reinforcement Type and Number Supplier Product Name Number SF110 0 SF20 0 SF35 5 SF55 0 SF80 0 15 Geosynthetic Properties Geosynthetic Product (Ib/ft) RFcr RFd RFid (I DS Ci Cds SF110 10205.00 1.75 1.15 1.20 4225.67 0.90 0.90 SF20 1940.00 1.70 1.15 1.20 826.94 0.90 0.90 SF35 3435.00 1.70 1.15 1.20 1464.19 0.90 0.90 SF55 4670.00 1.68 1.15 1.20 2014.32 0.90 0.90 SF80 7400.00 1.75 1.15 1.20 3064.18 0.90 0.90 Unit -Unit Interface Properties Minimum Shear Capacity(lb/ft) Shear Friction Angle Maximum Shear Capacity (Ib/ft) 962.00 26.00 1950.00 Geosynthetic-SRW Unit Connection Strength properties Geosynthetic Product y Minimum Conn. Capacity (lb/ft) 1st Inflection Point (Ib/ft) 2nd Inflection Point (Ib/ft) Normal Load (Ib/ft) Connection Capacity (Ib/ft) Normal Load (Ib/ft) Max Connection Capacity(lb/ft) SF110 1925.00 2983.00 3312.00 4772.00 3950.00 SF20 785.00 920.00 866.00 1380.00 916.00 SF35 1184.00 1296.00 1591.00 1944.00 1665.00 SF55 1506.00 1300.00 1900.00 1900.00 2070.00 SF80 1563.00 1900.00 2325.00 2600.00 2625.00 Geosynthetic-SRW Unit Shear Strength properties Geosynthetic Product Minimum Shear Capac ty(lb/ft) Shear Friction Angle Maximum Shear Capacity (Ib/ft) SF110 962.00 26.00 1950.00 SF20 962.00 26.00 1950.00 SF35 962.00 26.00 1950.00 SF55 962.00 26.00 1950.00 SF80 962.00 26.00 1950.00 Vertical Components Vertical Components of Earth Pressures Used : No 16 Cofficients of Earth Pressure and Failure Plane Orientation Reinforcement Soil(Static)(Ka) : 0.207 Reinforcement Soil(Static)(Kah Horizontal Component) : 0.199 Internal Modified Back Slope(Bint) : 0.000 Orientation of failure plane from horizontal (degrees) for ; 55.631 Internal Stability Retained Soil(Static)(Ka) : 0.226 Retained Soil(Static)(Kah Horizontal Component) : 0.205 External Modified Back Slope(Bext) : 0.000 Orientation of failure plane from horizontal(degrees) for ; 53.266 External Stability 17 Result of External Stability Static Analysis Results of Internal Stability Static Analysis SRW Calculated Design Criteria FOS Sliding 3.07 > 1.50 FOS Overturning 4.91 > 2.00 FOS Bearing Capacity 8.45 > 2.00 Base Reinforcement Length (L)(ft) 5.00 Overstress Base Reinforcement Ratio (L/H) 0.62 > 0.60 Results of Internal Stability Static Analysis SRW FOS Anchor FOS FOS FOS Layer Unit Geosynthetic Elevation Length Length Overstress Pullout Slide Spacing # product ft () (ft) (ft) >=1.50 >=1.50 >=1.50 ft SF35 13.02 7 4.00 SF35 6.25 >=2.0( 12 SF35 7.33 7.00 1.90 22.90 3.27 46.08 OK 10 SF35 6.00 6.00 1.65 9.96 3.67 15.21 OK 7 SF35 4.00 5.00 1.76 5.32 4.20 7.52 OK 4 SF35 2.00 5.00 2.88 4.70 9.10 4.99 OK 2 SF35 0.67 5.00 3.63 4.82 14.35 4.07 OK Results of Facing Stability Static Analysis FOS FOS UnitHeel Elev Geosynthetic Crest Connection # (ft) Product Toppling >=1.50 >=1.50 12 7.33 SF35 32.28 50.48 10 6.00 SF35 13.02 7 4.00 SF35 6.25 4 2.00 SF35 5.46 2 0.67 SF35 5.63 18 Wall Reinforcement Layout 5.00 ft I U0 ft 0.92 ft --H 14-- 8.00 4- Project Identification Project ID Project Name Owner Client Prepared By Company Address Telephone Section Vendor Data File Project File Date and Time 5.00 ft #12031 Brightview North Andover Stoneage Stoneworks WMP Summit Geoengineering Services 640 Main Street, Lewiston, Maine 207-576-3313 Station 1+00 Static 1+00 static.prj 03/22/2012 12:25:50 Project Identification Project ID Project Name Owner Client Prepared By Company Address Telephone Section Project File Vendor Data File Date and Time Type of Structure Seismic Analysis Details Peak Ground Acceleration(PGA Ratio) Wall Geometry Grades 19 SRWall (Version 41 Report #12031 Brightview North Andover Stoneage Stoneworks WMP Summit Geoengineering Services 640 Main Street, Lewiston, Maine 207-576-3313 Station 1+00 Seismic 1+00 seismic.prj : 03/22/2012 12:25:50 Reinforced Wall 0.08 Design Wall Height(ft) : 8.00 Embedment Wall Height(ft) : 0.50 Exposed Wall Design Height(ft) : 7.50 Number of Segmental Wall Units :12 Wall Inclination(degrees) :7.13 Top Slope(degrees) : 0.00 Uniform Distributed Surcharge Live Load Surcharge(Psf) :150.00 Live Load Surcharge Setback(ft) : 3.00 Dead Load Surcharge(Psf) : 0.00 Soil Data 20 Soil Zone Description Cohesion (c) (p s f) Friction Angle(0) (degrees) Unit Weight (7)(pc f) Reinforced Soil Gravelly Sand N/A 34.00 135.00 Retained Soil Sand with varying silt and gravel N/A 32.00 130.00 Leveling Pad Soil Crushed stone N/A 40.00 110.00 Foundation Soil Sand with varying silt and gravel 0.00 32.00 130.00 Segmental Unit Data Segmental Unit Name : Diamond Pro Cap Height (Inches) : 4.00 Unit Height (Hu)(Inches) : 8.00 Unit Width (Wu)(Inches) :12.00 Unit Length (Inches) :18.00 Setback (Inches) :1.00 Weight (Infilled)(Ib) :130.00 Unit Weight (Infilled)(pcf) :130.00 Center of Gravity(Inches) : 6.00 Geosynthetic Reinforcement Type and Number Supplier Product Name Number SF110 0 SF20 0 SF35 5 SF55 0 SF80 0 21 Geosynthetic Properties Geosynthetic Product (Tuft) RFcr RFd RFid LIDS Ci Cds SF110 10205.00 1.75 1.15 1.20 7394.93 0.90 0.90 SF20 1940.00 1.70 1.15 1.20 1405.80 0.90 0.90 SF35 3435.00 1.70 1.15 1.20 2489.13 0.90 0.90 SF55 4670.00 1.68 1.15 1.20 3384.06 0.90 0.90 SF80 7400.00 1.75 1.15 1.20 5362.32 0.90 0.90 Unit -Unit Interface Properties Minimum Shear Capacity(lb/ft) Shear Friction Angle Maximum Shear Capacity (Ib/ft) 962.00 26.00 1950.00 Geosynthetic-SRW Unit Connection Strength properties Geosynthetic Product Minimum Conn. Capacity (Ib/ft) 1st Inflection Point (Ib/ft) 2nd Inflection Point (Ib/ft) Normal Load (Ib/ft) Connection Capacity (Ib/ft) Normal Load (Ib/ft) Max Connection Capacity(lb/ft) SF110 1925.00 2983.00 3312.00 4772.00 3950.00 SF20 785.00 920.00 866.00 1380.00 916.00 SF35 1184.00 1296.00 1591.00 1944.00 1665.00 SF55 1506.00 1300.00 1900.00 1900.00 2070.00 SF80 1563.00 1900.00 2325.00 2600.00 2625.00 Geosynthetic-SRW Unit Shear Strength properties Geosynthetic Product Minimum Shear Capac ty(lb/ft) Shear Friction Angle Maximum Shear Capacity (lb/ft) SF110 962.00 26.00 1950.00 SF20 962.00 26.00 1950.00 SF35 962.00 26.00 1950.00 SF55 962.00 26.00 1950.00 SF80 962.00 26.00 1950.00 Vertical Components Vertical Components of Earth Pressures Used : No 22 Cofficients of Earth Pressure and Failure Plane Orientation Seismic Cofficient(K(int)) : 0.020 Seismic Cofficient(K(ext)) : 0.020 Reinforcement Soil(Static)(Ka) : 0.207 Reinforcement Soil(Static)(Kah Horizontal Component) : 0.199 Reinforcement Soil(Static + Dynamic)(Kae) : 0.220 Reinforcement Soil(Static + Dynamic)(Kaeh horizontal ; 0.212 Component) Internal Modified Back Slope(Bint) : 0.000 Orientation of failure plane from horizontal(degrees) for ; 55.631 Internal Stability Retained Soil(Static)(Ka) : 0.226 Retained Soil (Static)(Ka h Horizontal Component) : 0.205 Retained Soil(Static + Dynamic)(Kae) : 0.240 Retained Soil(Static + Dynamic)(Kaeh horizontal ; 0.218 Component) External Modified Back Slope(Bext) : 0.000 Orientation of failure plane from horizontal (degrees) for ; 53.266 External Stability 23 Result of External Stability Seismic Analysis Results of Internal Stability Seismic Analysis SRW Unit # Calculated Design Criteria FOS Sliding 3.44 > 1.10 FOS Overturning 5.73 > 1.50 FOS Bearing Capacity 10.04 > 1.50 Base Reinforcement Length (L)(ft) 5.00 67.17 Base Reinforcement Ratio (L/H) 0.62 > 0.60 Results of Internal Stability Seismic Analysis SRW Unit # Geosynthetic product Elevation ft () Length (ft) Anchor Length (ft) FOS Overstress >=1.10 FOS Pullout >=1.10 FOS Slide >=1.10 Layer Spacing > (ft) >=2.00 12 SF35 7.33 7.00 1.90 67.17 5.64 81.94 OK 10 SF35 6.00 6.00 1.65 21.94 4.76 21.06 OK 7 SF35 4.00 5.00 1.76 10.59 4.92 8.97 OK 4 SF35 2.00 5.00 2.88 8.96 10.20 5.54 OK 2 SF35 0.67 5.00 3.63 9.00 15.74 4.39 OK Results of Facing Stability Seismic Analysis SRW Heel FOS FOS Unit Elev Geosynthetic Crest Connection # (ft) Product Toppling >=1.10 >=1.10 12 7.33 SF35 20.64 32.69 10 6.00 SF35 11.15 7 4.00 SF35 5.73 4 2.00 SF35 5.14 2 0.67 SF35i i 5.36 24 Wall Reinforcement Layout 8.00 ft I 0.�0 ft 0.92 ft Project Identification Project ID Project Name Owner Client Prepared By Company Address Telephone Section Vendor Data File Project File Date and Time 5.00 ft #12031 Brightview North Andover Stoneage Stoneworks WMP Summit Geoengineering Services 640 Main Street, Lewiston, Maine 207-576-3313 Station 1+00 Seismic 1+00 seismic.prj 03/22/2012 12:25:50 25 SRWall (Version 4) Report Project Identification Project ID : #12031 Project Name : Brightview North Andover Owner : 8.83 Client : Stoneage Stoneworks Prepared By : WMP Company : Summit Geoengineering Services Address : 640 Main Street, Lewiston, Maine Telephone : 207-576-3313 Section : Station 2+00 Static Project File : 2+00 static.prj Vendor Data File Date and Time : 03/22/2012 12:25:50 Type of Structure : Reinforced Wall Wall Geometry Grades Design Wall Height(ft) : 9.33 Embedment Wall Height(ft) : 0.50 Exposed Wall Design Height(ft) : 8.83 Number of Segmental Wall Units :14 Wall I ncli nation (degrees) :7.13 Top Slope(degrees) : 0.00 Uniform Distributed Surcharge Live Load Surcharge(Psf) :150.00 Live Load Surcharge Setback(ft) : 3.00 Dead Load Surcharge(Psf) : 0.00 Soil Data 26 Soil Zone Description Cohesion(c) (p s fl Friction Angle((D) (degrees) Unit Weight (y)(p cq Reinforced Soil Gravelly Sand NIA 34.00 135.00 Retained Soil Sand with varying silt and gravel N/A 32.00 130.00 Leveling Pad Soil Crushed stone N/A 40.00 110.00 Foundation Soil Sand with varying silt and gravel 0.00 32.00 130.00 Segmental Unit Data Segmental Unit Name : Diamond Pro Cap Height (Inches) : 4.00 Unit Height (Hu)(Inches) : 8.00 Unit Width (Wu)(Inches) :12.00 Unit Length (Inches) :18.00 Setback (Inches) :1.00 Weight (Infilled)(Ib) :130.00 Unit Weight (Infilled)(pcf) :130.00 Center of Gravity(Inches) : 6.00 Geosynthetic Reinforcement Twe and Number Supplier Product Name Number SF110 0 SF20 0 SF35 5 SF55 0 SF80 0 27 Geosynthetic Properties Geosynthetic Product Tuft RFcr RFd RFid (lb/ft) Ci Cds(f) SF110 10205.00 1.75 1.15 1.20 4225.67 0.90 0.90 SF20 1940.00 1.70 1.15 1.20 826.94 0.90 0.90 SF35 3435.00 1.70 1.15 1.20 1464.19 0.90 0.90 SF55 4670.00 1.68 1.15 1.20 2014.32 0.90 0.90 SF80 7400.00 1.75 1.15 1.20 3064.18 0.90 0.90 Unit -Unit Interface Properties Minimum Shear Capacity(lb/ft) Shear Friction Angle Maximum Shear Capacity (Ib/ft) 962.00 26.00 1950.00 Geosynthetic-SRW Unit Connection Strength properties Geosynthetic Product y Minimum Conn. Capacity (Ib/ft) 1st Inflection Point (Ib/ft) 2nd Inflection Point (Ib/ft) Normal Load (Ib/ft) Connection Capacity (lb/ft) Normal Load (Ib/ft) Max Connection Capacity(lb/ft) SF110 1925.00 2983.00 3312.00 4772.00 3950.00 SF20 785.00 920.00 866.00 1380.00 916.00 SF35 1184.00 1296.00 1591.00 1944.00 1665.00 SF55 1506.00 1300.00 1900.00 1900.00 2070.00 SF80 1563.00 1900.00 2325.00 2600.00 2625.00 Geosynthetic-SRW Unit Shear Strength properties Geosynthetic Minimum Shear Friction Maximum Product Shear Angle Shear Capac ty(lb/ft) Capacity (Ib/ft) SF110 962.00 26.00 1950.00 SF20 962.00 26.00 1950.00 SF35 962.00 26.00 1950.00 SF55 962.00 26.00 1950.00 SF80 962.00 26.00 1950.00 Vertical Components Vertical Components of Earth Pressures Used : No 28 Cofficients of Earth Pressure and Failure Plane Orientation Reinforcement Soil(Static)(Ka) : 0.207 Reinforcement Soil(Static)(Kah Horizontal Component) : 0.199 Internal Modified Back Slope(Bint) : 0.000 Orientation of failure plane from horizontal(degrees) for ; 55.631 Internal Stability Retained Soil(Static)(Ka) : 0.226 Retained Soil(Static)(Kah Horizontal Component) : 0.205 External Modified Back Slope(Bext) : 0.000 Orientation of failure plane from horizontal(degrees) for ; 53.266 External Stability 29 Result of External Stability Static Analysis Results of Internal Stability Static Analysis SRW Calculated Design Criteria FOS Sliding 3.27 > 1.50 FOS Overturning 5.41 > 2.00 FOS Bearing Capacity 8.93 > 2.00 Base Reinforcement Length (L)(ft) 6.00 Overstress Base Reinforcement Ratio (LIH) 0.64 > 0.60 Results of Internal Stability Static Analysis SRW Heel FOS Anchor FOS FOS FOS Layer Unit Geosynthetic Elevation Length Length Overstress Pullout Slide Spacing # product (ft) (ft) (ft) >=1.50 >=1.50 >=1.50 (ft) SF35 12.98 9 5.33 SF35 6.25 >=2.00 14 SF35 8.67 8.00 2.15 22.94 3.67 48.62 OK 12 SF35 7.33 7.00 1.90 9.93 4.24 16.61 OK 9 SF35 5.33 6.00 2.02 5.32 4.81 8.49 OK 6 SF35 3.33 6.00 3.14 3.82 8.06 5.72 OK 3 SF35 1.33 6.00 4.26 2.51 9.59 4.32 OK Results of Facinq Stability Static Analysis SRW Heel FOS FOS Unit Geosynthetic Crest Connection # (ft) (ft) product Toppling >=1.50 >=1.50 14 8.67 SF35 32.90 50.59 12 7.33 SF35 12.98 9 5.33 SF35 6.25 6 3.33 SF35 4.42 3 1.33 SF35 2.59 30 Wall Reinforcement Layout 9.33 ft I 0.f0 ft 1.08 ft Project Identification 6.00 ft Project ID : #12031 Project Name : Brightview North Andover Owner Client : Stoneage Stoneworks Prepared By : WMP Company : Summit Geoengineering Services Address : 640 Main Street, Lewiston, Maine Telephone : 207-576-3313 Section : Station 2+00 Static Vendor Data File Project File : 2+00 static.prj Date and Time : 03/22/2012 12:25:50 Project Identification Project ID Project Name Owner Client Prepared By Company Address Telephone Section Project File Vendor Data File Date and Time Type of Structure Seismic Analysis Details Peak Ground Acceleration (PGA Ratio) Wall Geometry Grades 31 SRWall (Version 41 Report #12031 Brightview North Andover Stoneage Stoneworks WMP Summit Geoengineering Services 640 Main Street, Lewiston, Maine 207-576-3313 Station 2+00 Seismic 2+00 seismic.prj : 03/2212012 12:25:50 Reinforced Wall 0.08 Design Wall Height(ft) : 9.33 Embedment Wall Height(ft) : 0.50 Exposed Wall Design Height(ft) :8.83 Number of Segmental Wall Units :14 Wall Inclination(degrees) :7.13 Top Slope(degrees) : 0.00 Uniform Distributed Surcharge Live Load Surcharge(Psf) :150.00 Live Load Surcharge Setback(ft) : 3.00 Dead Load Surcharge(Psf) : 0.00 Soil Data 32 Soil Zone Description Cohesion (c) (p so Friction Angle(f) (degrees) Unit Weight (y)(pcf) Reinforced Soil Gravelly Sand N/A 34.00 135.00 Retained Soil Sand with varying silt and gravel N/A 32.00 130.00 Leveling Pad Soil Crushed stone N/A 40.00 110.00 Foundation Soil Sand with varying silt and gravel 0.00 32.00 130.00 Segmental Unit Data Segmental Unit Name : Diamond Pro Cap Height (Inches) : 4.00 Unit Height (Hu)(Inches) : 8.00 Unit Width (Wu)(Inches) :12.00 Unit Length (Inches) : 18.00 Setback (Inches) : 1.00 Weight (Infilled)(Ib) :130.00 Unit Weight (Infilled)(pcf) :130.00 Center of Gravity(Inches) : 6.00 Geosynthetic Reinforcement Type and Number Supplier Product Name Number SF110 0 SF20 0 SF35 5 SF55 0 SF80 0 33 Geosynthetic Properties Geosynthetic Product (Tuft) RFcr RFd RFid LIDS Ci Cds SF110 10205.00 1.75 1.15 1.20 7394.93 0.90 0.90 SF20 1940.00 1.70 1.15 1.20 1405.80 0.90 0.90 SF35 3435.00 1.70 1.15 1.20 2489.13 0.90 0.90 SF55 4670.00 1.68 1.15 1.20 3384.06 0.90 0.90 SF80 7400.00 1.75 1.15 1.20 5362.32 0.90 0.90 Unit -Unit Interface Properties Minimum Shear Capacity(lb/ft) Shear Friction Angle Maximum Shear Capacity (lb/ft) 962.00 26.00 1950.00 Geosynthetic-SRW Unit Connection Strength properties Geosynthetic Product Minimum Conn. Capacity (Ib/ft) 1st Inflection Point (Ib/ft) 2nd Inflection Point (Ib/ft) Normal Load (Ib/ft) Connection Capacity (Ib/ft) Normal Load (Ib/ft) Max Connection Capacity(lb/ft) SF110 1925.00 2983.00 3312.00 4772.00 3950.00 SF20 785.00 920.00 866.00 1380.00 916.00 SF35 1184.00 1296.00 1591.00 1944.00 1665.00 SF55 1506.00 1300.00 1900.00 1900.00 2070.00 SF80 1563.00 1900.00 2325.00 2600.00 2625.00 Geosynthetic-SRW Unit Shear Strength properties Geosynthetic Product Minimum Shear Capac ty(lb/ft) Shear Friction Angle Maximum Shear Capacity (Ib/ft) SF110 962.00 26.00 1950.00 SF20 962.00 26.00 1950.00 SF35 962.00 26.00 1950.00 SF55 962.00 26.00 1950.00 SF80 962.00 26.00 1950.00 Vertical Components Vertical Components of Earth Pressures Used : No 34 Cofficients of Earth Pressure and Failure Plane Orientation Seismic Cofficient(K(int)) : 0.020 Seismic Cofficient(K(ext)) : 0.020 Reinforcement Soil(Static)(Ka) : 0.207 Reinforcement Soil(Static)(Kah Horizontal Component) : 0.199 Reinforcement Soil(Static + Dynamic)(Kae) : 0.220 Reinforcement Soil(Static + Dynamic)(Kaeh horizontal ; 0.212 Component) Internal Modified Back Slope(Bint) : 0.000 Orientation of failure plane from horizontal(degrees) for ; 55.631 Internal Stability Retained Soil(Static)(Ka) : 0.226 Retained Soil(Static)(Kah Horizontal Component) : 0.205 Retained Soil(Static + Dynamic)(Kae) : 0.240 Retained Soil(Static + Dynamic)(Kaeh horizontal ; 0.218 Component) External Modified Back Slope(Bext) : 0.000 Orientation of failure plane from horizontal(degrees) for ; 53.266 External Stability 35 Result of External Stability Seismic Analysis Results of Internal Stability Seismic Analysis SRW Calculated Design Criteria FOS Sliding 3.54 > 1.10 FOS Overturning 6.04 > 1.50 FOS Bearing Capacity 10.25 > 1.50 Base Reinforcement Length (L)(ft) 6.00 Overstress Base Reinforcement Ratio (Llai) 0.64 > 0.60 Results of Internal Stability Seismic Analysis SRW FOS Anchor FOS FOS FOS Layer Unit Geosynthetic Elevation Length Length Overstress Pullout Slide Spacing # product ft () (ft) (ft) >=1.10 >=1.10 >=1.10 `ft SF35 10.94 9 5.33 SF35 5.68 > >=2.00 14 SF35 8.67 8.00 2.15 64.71 6.09 78.68 OK 12 SF35 7.33 7.00 1.90 21.51 5.40 21.74 OK 9 SF35 5.33 6.00 2.02 10.48 5.59 9.77 OK 6 SF35 3.33 6.00 3.14 7.21 8.95 6.19 OK 3 SF35 1.33 6.00 4.26 4.63 10.38 4.51 OK Results of Facing Stability Seismic Analysis FOS UnHeel t Elev Geosynthetic Crest Connection # (ft) Product Toppling >=1.10 >=1.10 14 8.67 SF35 20.97 31.48 12 7.33 SF35 10.94 9 5.33 SF35 5.68 6 3.33 SF35 4.14 3 1.33 SF35 2.81 36 Wall Reinforcement Layout 9.33 ft 1.08 ft ---H 1♦ -- 0.:0 ft Project Identification Project ID Project Name Owner Client Prepared By Company Address Telephone Section Vendor Data File Project File Date and Time 6.00 ft #12031 Brightview North Andover Stoneage Stoneworks :WMP Summit Geoengineering Services 640 Main Street, Lewiston, Maine 207-576-3313 Station 2+00 Seismic 2+00 seismic.prj 03/22/2012 12:25:50 SRWaII (Version 4) Report Proiect Identification Project ID : #12031 Project Name : Brightview North Andover Owner :13.97 Client : Stoneage Stoneworks Prepared By : WMP Company : Summit Geoengineering Services Address : 640 Main Street, Lewiston, Maine Telephone : 207-576-3313 Section : Station 6+50 Static Project File : 6+50 static.prj Vendor Data File Date and Time : 03/22/2012 12:25:50 Type of Structure : Reinforced Wall Wall Geometry Grades Design Wall Height(ft) :14.67 Embedment Wall Height(ft) : 0.70 Exposed Wall Design Height(ft) :13.97 Number of Segmental Wall Units : 22 Wall Inclination(degrees) :7.13 Top Slope(degrees) : 0.00 Uniform Distributed Surcharge Live Load Surcharge(Psf) :150.00 Live Load Surcharge Setback(ft) : 5.00 Dead Load Surcharge(Psf) : 0.00 Soil Data Segmental Unit Data Segmental Unit Name : Diamond Pro Cohesion (c) Friction Unit Weight Soil Zone Description (ps q Angle(f) (r)(pc q Setback (Inches) : 1.00 Weight (Infilled)(Ib) (degrees) Unit Weight (Infilled)(pcf) Reinforced Soil Gravelly Sand NIA 34.00 135.00 Retained Soil Sand with varying silt and gravel NIA 32.00 130.00 Leveling Pad Soil Crushed stone NIA 40.00 110.00 Foundation Soil Sand with varying silt and gravel 0.00 32.00 130.00 Segmental Unit Data Segmental Unit Name : Diamond Pro Cap Height (Inches) : 4.00 Unit Height (Hu)(Inches) :8.00 Unit Width (Wu)(Inches) :12.00 Unit Length (Inches) : 18.00 Setback (Inches) : 1.00 Weight (Infilled)(Ib) :130.00 Unit Weight (Infilled)(pcf) :130.00 Center of Gravity(Inches) : 6.00 Geosynthetic Reinforcement Type and Number Supplier Product Name Number SF110 0 SF20 0 SF35 8 SF55 0 SF80 0 Geosynthetic Properties Geosynthetic Product (Tuft) RFcr RFd RFid LIDS Ci Cds SF110 10205.00 1.75 1.15 1.20 4225.67 0.90 0.90 SF20 1940.00 1.70 1.15 1.20 826.94 0.90 0.90 SF35 3435.00 1.70 1.15 1.20 1464.19 0.90 0.90 SF55 4670.00 1.68 1.15 1.20 2014.32 0.90 0.90 SF80 7400.00 1.75 1.15 1.20 3064.18 0.90 0.90 Unit -Unit Interface Properties Minimum Shear Capacity(lb/ft) Shear Friction Angle Maximum Shear Capacity (Ib/ft) 962.00 26.00 1950.00 Geosynthetic-SRW Unit Connection Strength properties Geosynthetic Product y Minimum Conn. Capacity (Ib/ft) 1st Inflection Point (Ib/ft) 2nd Inflection Point (Ib/ft) Normal Load (Ib/ft) Connection Capacity (Ib/ft) Normal Load (Ib/ft) Max Connection Capacity(lb/ft) SF110 1925.00 2983.00 3312.00 4772.00 3950.00 SF20 785.00 920.00 866.00 1380.00 916.00 SF35 1184.00 1296.00 1591.00 1944.00 1665.00 SF55 1506.00 1300.00 1900.00 1900.00 2070.00 SF80 1563.00 1900.00 2325.00 2600.00 2625.00 Geosynthetic-SRW Unit Shear Strength properties Geosynthetic Product Minimum Shear Capac ty(lb/ft) Shear Friction Angle Maximum Shear Capacity (Ib/ft) SF110 962.00 26.00 1950.00 SF20 962.00 26.00 1950.00 SF35 962.00 26.00 1950.00 SF55 962.00 26.00 1950.00 SF80 962.00 26.00 1950.00 Vertical Components Vertical Components of Earth Pressures Used : No Cofficients of Earth Pressure and Failure Plane Orientation Reinforcement Soil(Static)(Ka) : 0.207 Reinforcement Soil(Static)(Kah Horizontal Component) : 0.199 Internal Modified Back Slope(Bint) : 0.000 Orientation of failure plane from horizontal(degrees) for ; 55.631 Internal Stability Retained Soil(Static)(Ka) : 0.226 Retained Soil(Static)(Kah Horizontal Component) : 0.205 External Modified Back Slope(Bext) : 0.000 Orientation of failure plane from horizontal(degrees) for ; 53.266 External Stability Result of External Stability Static Analysis Results of Internal Stability Static Analysis SRW Unit # Calculated Design Criteria FOS Sliding 3.36 > 1.50 FOS Overturning 5.53 > 2.00 FOS Bearing Capacity 8.99 > 2.00 Base Reinforcement Length (L)(ft) 9.00 22.98 Base Reinforcement Ratio (L/H) 0.61 > 0.60 Results of Internal Stability Static Analysis SRW Unit # Geosynthetic product Elevation ft () Length (ft) Anchor Length (ft) FOS Overstress >=1.50 FOS Pullout >=1.50 FOS Slide >=1.50 Layer Spacing > (ft) >=2.00 22 SF35 14.00 11.00 2.18 22.98 3.73 54.59 OK 20 SF35 12.67 10.00 1.92 9.97 4.28 20.95 OK 17 SF35 10.67 9.00 2.04 5.32 4.85 11.43 OK 14 SF35 8.67 9.00 3.15 3.82 8.10 7.95 OK 11 SF35 6.67 9.00 4.27 2.98 11.42 6.12 OK 8 SF35 4.67 9.00 5.39 2.45 14.76 4.98 OK 5 SF35 2.67 9.00 6.51 2.07 18.13 4.20 OK 2 SF35 0.67 9.00 7.63 2.18 26.03 3.63 OK Results of Facing Stability Static Analysis SRW Unit # Heel Elev (ft) Geosynthetic Product p FOS Crest Toppling >=1.50 FOS Connection >=1.50 22 14.00 SF35 32.59 50.73 20 12.67 SF35 13.04 17 10.67 SF35 6.26 14 8.67 SF35 4.42 11 6.67 SF35 3.51 8 4.67 SF35 2.96 5 2.67 SF35 2.51 2 0.67 SF35 2.46 Wall Reinforcement Layout 14.67 ft 1.75 ft ---I h+- 7.1'. 0.70 TT U0 ft Project Identification Project ID Project Name Owner Client Prepared By Company Address Telephone Section Vendor Data File Project File Date and Time 9.00 ft #12031 Brightview North Andover Stoneage Stoneworks WMP Summit Geoengineering Services 640 Main Street, Lewiston, Maine 207-576-3313 Station 6+50 Static 6+50 static.prj 03/22/2012 12:25:50 SRWall (Version 41 Report Project Identification Project ID : #12031 Project Name : Brightview North Andover Owner :13.33 Client : Stoneage Stoneworks Prepared By : WMP Company : Summit Geoengineering Services Address : 640 Main Street, Lewiston, Maine Telephone : 207-576-3313 Section : Station 6+50 Seismic Project File : 6+50 seismic.prj Vendor Data File Date and Time : 03/22/2012 12:25:50 Type of Structure : Reinforced Wall Seismic Analysis Details Peak Ground Acceleration (PGA : 0.08 Ratio) Wall Geometry Grades Design Wall Height(ft) :14.00 Embedment Wall Height(ft) : 0.67 Exposed Wall Design Height(ft) :13.33 Number of Segmental Wall Units : 21 Wall Inclination(degrees) :7.13 Top Slope(degrees) : 0.00 Uniform Distributed Surcharge Live Load Surcharge(Psf) :150.00 Live Load Surcharge Setback(ft) : 5.00 Dead Load Surcharge(Psf) : 0.00 Soil Data Soil Zone Description Cohesion (c) (p s f) Friction Angle(M) (degrees) Unit Weight (y)(p cfl Reinforced Soil Gravelly Sand N/A 34.00 135.00 Retained Soil Sand with varying silt and gravel N/A 32.00 130.00 Leveling Pad Soil Crushed stone N/A 40.00 110.00 Foundation Soil Sand with varying silt and gravel 0.00 32.00 130.00 Segmental Unit Data Segmental Unit Name : Diamond Pro Cap Height (Inches) : 4.00 Unit Height (Hu)(Inches) : 8.00 Unit Width (Wu)(Inches) :12.00 Unit Length (Inches) : 18.00 Setback (Inches) : 1.00 Weight (Infilled)(Ib) :130.00 Unit Weight (Infilled)(pcf) : 130.00 Center of Gravity(Inches) : 6.00 Geosynthetic Reinforcement Type and Number Supplier Product Name Number SF110 0 SF20 0 SF35 8 SF55 0 SF80 0 Geosynthetic Properties Geosynthetic Product (ult lb/ftSF110 RFcr RFd RFid (I DS Ci Cds SF110 10205.00 1.75 1.15 1.20 7394.93 0.90 0.90 SF20 1940.00 1.70 1.15 1.20 1405.80 0.90 0.90 SF35 3435.00 1.70 1.15 1.20 2489.13 0.90 0.90 SF55 4670.00 1.68 1.15 1.20 3384.06 0.90 0.90 SF80 7400.00 1.75 1.15 1.20 5362.32 0.90 0.90 Unit -Unit Interface Properties Minimum Shear Capacity(lb/ft) Shear Friction Angle Maximum Shear Capacity (Ib/ft) ] 962.00 26.00 1950.00 Geosynthetic-SRW Unit Connection Strength properties Geosynthetic Product y Minimum Conn. Capacity (Ib/ft) 1st Inflection Point (Ib/ft) 2nd Inflection Point (Ib/ft) Normal Load (Ib/ft) Connection Capacity (Ib/ft) Normal Load (Ib/ft) Max Connection Capacity(lb/ft) SF110 1925.00 2983.00 3312.00 4772.00 3950.00 SF20 785.00 920.00 866.00 1380.00 916.00 SF35 1184.00 1296.00 1591.00 1944.00 1665.00 SF55 1506.00 1300.00 1900.00 1900.00 2070.00 SF80 1563.00 1900.00 2325.00 2600.00 2625.00 Geosynthetic-SRW Unit Shear Strength properties Geosynthetic Minimum Shear Friction Maximum Product Shear Angle Shear Capac ty(lb/ft) Capacity (Ib/ft) SF110 962.00 26.00 1950.00 SF20 962.00 26.00 1950.00 SF35 962.00 26.00 1950.00 SF55 962.00 26.00 1950.00 SF80 962.00 26.00 1950.00 Vertical Components Vertical Components of Earth Pressures Used : No Cofficients of Earth Pressure and Failure Plane Orientation Seismic Cofficient(K(int)) : 0.020 Seismic Cofficient(K(ext)) : 0.020 Reinforcement Soil(Static)(Ka) : 0.207 Reinforcement Soil(Static)(Kah Horizontal Component) : 0.199 Reinforcement Soil(Static + Dynamic)(Kae) : 0.220 Reinforcement Soil(Static + Dynamic)(Kaeh horizontal ; 0.212 Component) Internal Modified Back Slope(Bint) : 0.000 Orientation of failure plane from horizontal(degrees) for ; 55.631 Internal Stability Retained Soil(Static)(Ka) : 0.226 Retained Soil(Static)(Kah Horizontal Component) : 0.205 Retained Soil(Static + Dynamic)(Kae) : 0.240 Retained Soil(Static + Dynamic)(Kaeh horizontal ; 0.218 Component) External Modified Back Slope(Bext) : 0.000 Orientation of failure plane from horizontal(degrees) for ; 53.266 External Stability Result of External Stability Seismic Analysis Results of Internal Stability Seismic Analysis SRW Unit # Calculated Design Criteria FOS Sliding 3.53 > 1.10 FOS Overturning 6.06 > 1.50 FOS Bearing Capacity 10.22 > 1.50 Base Reinforcement Length (L)(ft) 9.00 56.91 Base Reinforcement Ratio (L/H) 0.64 > 0.60 Results of Internal Stability Seismic Analysis SRW Unit # Geosynthetic Product Elevation (ft) Length (ft) Anchor Length (ft) FOS Overstress >=1.10 FOS Pullout >=1.10 FOS Slide >=1.10> Layer Spacing (2 00 21 SF35 13.33 11.00 2.55 56.91 6.40 66.47 OK 19 SF35 12.00 10.00 2.29 20.43 6.17 23.05 OK 16 SF35 10.00 9.00 2.41 10.16 6.45 11.77 OK 13 SF35 8.00 9.00 3.53 7.06 9.84 7.92 OK 10 SF35 6.00 9.00 4.65 5.41 13.23 5.98 OK 7 SF35 4.00 9.00 5.76 4.38 16.63 4.80 OK 4 SF35 2.00 9.00 6.88 4.48 24.38 4.01 OK 2 SF35 0.67 9.00 7.63 4.99 33.38 3.61 OK Results of Facing Stability Seismic Analysis SRW Unit # Heel (ft) (ft) Geosynthetic product FOS Crest Toppling >=1.10 FOS Connection >=1.10 21 13.33 SF35 20.64 27.69 19 12.00 SF35 10.39 16 10.00 SF35 5.50 13 8.00 SF35 4.05 10 6.00 SF35 3.28 7 4.00 SF35 2.80 4 2.00 SF35 2.92 2 0.67 SF35 F 3.29 Wall Reinforcement Layout 14.00 ft 1.67 ft --lb]N- 0.f0 ft Proiect Identification Project ID Project Name Owner Client Prepared By Company Address Telephone Section Vendor Data File Project File Date and Time 9.00 ft #12031 Brightview North Andover Stoneage Stoneworks WMP Summit Geoengineering Services 640 Main Street, Lewiston, Maine 207-576-3313 Station 6+50 Seismic 6+50 seismic.prj 03/22/2012 12:25:50 65 I SRWall (Version 41 Report Project Identification Project ID : #12031 Project Name : Brightview North Andover Owner :15.88 Client : Stoneage Stoneworks Prepared By : WMP Company : Summit Geoengineering Services Address : 640 Main Street, Lewiston, Maine Telephone : 207-576-3313 Section : Station 6+75 Static Project File : 6+75 static.prj Vendor Data File Date and Time : 0312212012 12:25:50 Type of Structure : Reinforced Wall Wall Geometry Grades Design Wall Height(ft) :16.67 Embedment Wall Height(ft) : 0.79 Exposed Wall Design Height(ft) :15.88 Number of Segmental Wall Units : 25 Wall Inclination(degrees) :7.13 Top Slope(degrees) : 0.00 Uniform Distributed Surcharge Live Load Surcharge(Psf) :150.00 Live Load Surcharge Setback(ft) : 5.00 Dead Load Surcharge(Psf) : 0.00 Soil Data 66 Segmental Unit Data Segmental Unit Name : Diamond Pro Cohesion (c) Friction Unit Weight Soil Zone Description (ps q Angle((D) (r)(pc fl Setback (Inches) :1.00 Weight (Infilled)(Ib) (degrees) Reinforced Soil Gravelly Sand N/A 34.00 135.00 Retained Soil Sand with varying silt and gravel N/A 32.00 130.00 Leveling Pad Soil Crushed stone N/A 40.00 110.00 Foundation Soil Sand with varying silt and gravel 0.00 32.00 130.00 Segmental Unit Data Segmental Unit Name : Diamond Pro Cap Height (Inches) : 4.00 Unit Height (Hu)(Inches) : 8.00 Unit Width (Wu)(Inches) :12.00 Unit Length (Inches) : 18.00 Setback (Inches) :1.00 Weight (Infilled)(Ib) :130.00 Unit Weight (Infilled)(pcf) :130.00 Center of Gravity(Inches) : 6.00 Geosynthetic Reinforcement Type and Number Supplier Product Name Number SF110 0 SF20 0 SF35 9 SF55 0 SF80 0 67 Geosynthetic Properties Geosynthetic Product (ult lb/ftSF110 RFcr RFd RFid LIDS Ci Cds SF110 10205.00 1.75 1.15 1.20 4225.67 0.90 0.90 SF20 1940.00 1.70 1.15 1.20 826.94 0.90 0.90 SF35 3435.00 1.70 1.15 1.20 1464.19 0.90 0.90 SF55 4670.00 1.68 1.15 1.20 2014.32 0.90 0.90 SF80 7400.00 1.75 1.15 1.20 3064.18 0.90 0.90 Unit -Unit Interface Properties Minimum Shear Capacity(Iblft) Shear Friction Angle Maximum Shear Capacity (Ib/ft) 962.00 26.00 1950.00 Geosynthetic-SRW Unit Connection Strength properties Geosynthetic Product Minimum Conn. Capacity (Ib/ft) 1st Inflection Point (Ib/ft) 2nd Inflection Point (Ib/ft) Normal Load (lb/ft) Connection Capacity (Ib/ft) Normal Load (Ib/ft) Max Connection Capacity(lb/ft) SF110 1925.00 2983.00 3312.00 4772.00 3950.00 SF20 785.00 920.00 866.00 1380.00 916.00 SF35 1184.00 1296.00 1591.00 1944.00 1665.00 SF55 1506.00 1300.00 1900.00 1900.00 2070.00 SF80 1563.00 1900.00 2325.00 2600.00 2625.00 Geosynthetic-SRW Unit Shear Strength properties Geosynthetic Minimum Shear Friction Maximum Product Shear Angle Shear Capac ty(lb/ft) Capacity (Ib/ft) SF110 962.00 26.00 1950.00 SF20 962.00 26.00 1950.00 SF35 962.00 26.00 1950.00 SF55 962.00 26.00 1950.00 SF80 962.00 26.00 1950.00 Vertical Components Vertical Components of Earth Pressures Used : No 68 Cofficients of Earth Pressure and Failure Plane Orientation Reinforcement Soil(Static)(Ka) : 0.207 Reinforcement Soil(Static)(Kah Horizontal Component) : 0.199 Internal Modified Back Slope(Bint) : 0.000 Orientation of failure plane from horizontal(degrees) for ; 55.631 Internal Stability Retained Soil(Static)(Ka) : 0.226 Retained Soil(Static)(Kah Horizontal Component) : 0.205 External Modified Back Slope(Bext) : 0.000 Orientation of failure plane from horizontal(degrees) for ; 53.266 External Stability 69 Result of External Stability Static Analysis Results of Internal Stability Static Analysis SRW Unit # Calculated Design Criteria FOS Sliding 3.67 > 1.50 FOS Overturning 6.48 > 2.00 FOS Bearing Capacity 10.04 > 2.00 Base Reinforcement Length (L)(ft) 11.00 22.98 Base Reinforcement Ratio (L/H) 0.66 > 0.60 Results of Internal Stability Static Analysis SRW Unit # Geosynthetic product Elevation ft () Length (ft) Anchor Length (ft) FOS Overstress >=1.50 FOS Pullout >=1.50 FOS Slide >=1.50> Layer Spacing (Z 00 25 SF35 16.00 13.00 3.06 22.98 5.24 58.73 OK 23 SF35 14.67 12.00 2.80 9.97 6.24 23.81 OK 20 SF35 12.67 11.00 2.92 5.32 6.95 13.39 OK 17 SF35 10.67 11.00 4.04 3.82 10.36 9.44 OK 14 SF35 8.67 11.00 5.15 2.98 13.77 7.31 OK 11 SF35 6.67 11.00 6.27 2.45 17.18 5.98 OK 8 SF35 4.67 11.00 7.39 2.07 20.58 15.06 1OK 5 SF35 2.67 11.00 8.51 1.80 23.99 4.38 OK 2 j SF35 0.67 11.00 9.63 1.92 33.12 3.86 OK 70 Results of Facinq Stability Static Analysis SRW Unit # Heel (ft) (ft) Geosynthetic product FOS Crest Toppling >=1.50 FOS Connection >-1.50 25 16.00 SF35 32.59 50.73 23 14.67 SF35 13.04 20 12.67 SF35 6.26 17 10.67 SF35 4.42 14 8.67 SF35 3.51 11 6.67 SF35 2.96 8 4.67 SF35 2.51 E25 2.67 SF35 2.03 0.67 SF35 2.19 Wall Reinforcement Layout 2.00 ft ---.{ 14- 7. 1'. 4- 7.1: 16.67 ft 0.179 t T 0.f0 ft 11.00 ft 71 Project Identification Project ID Project Name Owner Client Prepared By Company Address Telephone Section Vendor Data File Project File Date and Time #12031 Brightview North Andover Stoneage Stoneworks WMP Summit Geoengineering Services 640 Main Street, Lewiston, Maine 207-576-3313 Station 6+75 Static 6+75 static.prj 03/22/2012 12:25:50 Project Identification Project ID Project Name Owner Client Prepared By Company Address Telephone Section Project File Vendor Data File Date and Time Type of Structure Seismic Analysis Details Peak Ground Acceleration (PGA Ratio) Wall Geometry Grades 72 SRWall (Version 4) Report #12031 Brightview North Andover Stoneage Stoneworks WMP Summit Geoengineering Services 640 Main Street, Lewiston, Maine 207-576-3313 Station 6+75 Seismic 6+75 seismic.prj : 03/22/2012 12:25:50 Reinforced Wall 0.08 Design Wall Height(ft) :16.67 Embedment Wall Height(ft) : 0.79 Exposed Wall Design Height(ft) :15.88 Number of Segmental Wall Units : 25 Wall Inclination(degrees) :7.13 Top Slope(degrees) : 0.00 Uniform Distributed Surcharge Live Load Surcharge(Psf) :150.00 Live Load Surcharge Setback(ft) : 5.00 Dead Load Surcharge(Psf) : 0.00 Soil Data 73 Soil Zone Description Cohesion (c) (ps f) Friction Angle(0) (degrees) Unit Weight (7)(p cq Reinforced Soil Gravelly Sand N/A 34.00 135.00 Retained Soil Sand with varying silt and gravel N/A 32.00 130.00 Leveling Pad Soil Crushed stone N/A 40.00 110.00 Foundation Soil Sand with varying silt and gravel 0.00 32.00 130.00 Segmental Unit Data Segmental Unit Name : Diamond Pro Cap Height (Inches) : 4.00 Unit Height (Hu)(Inches) : 8.00 Unit Width (Wu)(Inches) :12.00 Unit Length (Inches) :18.00 Setback (Inches) :1.00 Weight (Infilled)(Ib) :130.00 Unit Weight (Infilled)(pcf) :130.00 Center of Gravity(Inches) : 6.00 Geosynthetic Reinforcement Type and Number Supplier Product Name Number SF110 0 SF20 0 SF35 9 SF55 0 SF80 0 74 Geosynthetic Properties Geosynthetic Product (ult) RFcr RFd RFid LTDft Ci Cds SF110 10205.00 1.75 1.15 1.20 7394.93 0.90 0.90 SF20 1940.00 1.70 1.15 1.20 1405.80 0.90 0.90 SF35 3435.00 1.70 1.15 1.20 2489.13 0.90 0.90 SF55 4670.00 1.68 1.15 1.20 3384.06 0.90 0.90 SF80 7400.00 1.75 1.15 1.20 5362.32 0.90 0.90 Unit -Unit Interface Properties Minimum Shear Capacity(lb/ft) Shear Friction Angle Maximum Shear Capacity (Ib/ft) 962.00 26.00 1950.00 Geosynthetic-SRW Unit Connection Strength properties Geosynthetic Product Minimum Conn. Capacity (lb/ft) 1st Inflection Point (lb/ft) 2nd Inflection Point (ib/ft) Normal Load (Ib/ft) Connection Capacity (Ib/ft) Normal Load (Ib/ft) Max Connection Capacity(lb/ft) SF110 1925.00 2983.00 3312.00 4772.00 3950.00 SF20 785.00 920.00 866.00 1380.00 916.00 SF35 1184.00 1296.00 1591.00 1944.00 1665.00 SF55 1506.00 1300.00 1900.00 1900.00 2070.00 SF80 1563.00 1900.00 2325.00 2600.00 2625.00 Geosynthetic-SRW Unit Shear Strength properties Geosynthetic Minimum Shear Friction Maximum Product Shear Angle Capac ty(lb/ft) Cap ctity (Ib/ft) SF110 962.00 26.00 1950.00 SF20 962.00 26.00 1950.00 SF35 962.00 26.00 1950.00 SF55 962.00 26.00 1950.00 SF80 962.00 26.00 1950.00 Vertical Components Vertical Components of Earth Pressures Used : No 75 Cofficients of Earth Pressure and Failure Plane Orientation Seismic Cofficient(K(int)) : 0.020 Seismic Cofficient(K(ext)) : 0.020 Reinforcement Soil(Static)(Ka) : 0.207 Reinforcement Soil(Static)(Kah Horizontal Component) : 0.199 Reinforcement Soil(Static + Dynamic)(Kae) : 0.220 Reinforcement Soil(Static + Dynamic)(Kaeh horizontal ; 0.212 Component) Internal Modified Back Slope(Bint) : 0.000 Orientation of failure plane from horizontal (degrees) for ; 55.631 Internal Stability Retained Soil(Static)(Ka) : 0.226 Retained Soil(Static)(Kah Horizontal Component) : 0.205 Retained Soil(Static + Dynamic)(Kae) : 0.240 Retained Soil(Static + Dynamic)(Kaeh horizontal ; 0.218 Component) External Modified Back Slope(Bext) : 0.000 Orientation of failure plane from horizontal (degrees) for ; 53.266 External Stability 76 Result of External Stability Seismic Analysis Results of Internal Stability Seismic Analysis SRW Unit # Calculated Design Criteria FOS Sliding 3.63 > 1.10 FOS Overturning 6.37 > 1.50 FOS Bearing Capacity 10.59 > 1.50 Base Reinforcement Length (L)(ft) 11.00 53.49 Base Reinforcement Ratio (LIH) 0.66 > 0.60 Results of Internal Stability Seismic Analysis SRW Unit # Geosynthetic product Elevation ft () Length (ft) Anchor Length (ft) FOS Overstress >=1.10 FOS Pullout >=1.10 FOS Slide >=1.10> Layer Spacing (2.00 25 SF35 16.00 13.00 3.06 53.49 7.18 63.02 OK 23 SF35 14.67 12.00 2.80 19.86 7.31 24.06 OK 20 SF35 12.67 11.00 2.92 9.99 7.67 13.02 OK 17 SF35 10.67 11.00 4.04 6.97 11.11 9.00 OK 14 SF35 8.67 11.00 5.15 5.36 14.54 6.90 OK 11 SF35 6.67 11.00 6.27 4.35 17.95 5.60 OK 8 SF35 4.67 11.00 7.39 3.66 21.36 4.71 OK 5 SF35 2.67 11.00 8.51 3.16 24.77 4.07 OK 2 j SF35 0.67 11.00 9.63 3.36 34.09 3.57 OK 77 Results of Facinq Stability Seismic Analysis SRW Unit # Heel Elev (ft) Geosynthetic p Product FOS Crest Toppling >=1.10 FOS Connection >=1.10 25 16.00 SF35 20.81 26.03 23 14.67 SF35 10.09 20 12.67 SF35 5.40 17 10.67 SF35 4.00 14 8.67 SF35 3.25 11 6.67 SF35 2.78 8 4.67 SF35 2.38 5 2.67 SF35 2.10 2 0.67 SF35 2.25 Wall Reinforcement Layout 16.67 ft 2.00 ft --IH 14-- 7.1' 0.79 1 78 0.f0 ft 11.00 ft Project Identification Project ID Project Name Owner Client Prepared By Company Address Telephone Section Vendor Data File Project File Date and Time #12031 Brightview North Andover : Stoneage Stoneworks WMP Summit Geoengineering Services 640 Main Street, Lewiston, Maine 207-576-3313 Station 6+75 Seismic 6+75 seismic.prj 03/22/2012 12:25:50 Project Identification Project ID Project Name Owner Client Prepared By Company Address Telephone Section Project File Vendor Data File Date and Time Type of Structure Wall Geometry Grades 79 SRWall (Version 4) Report #12031 Brightview North Andover Stoneage Stoneworks WMP Summit Geoengineering Services 640 Main Street, Lewiston, Maine 207-576-3313 Station 7+40 Static 7+40 static.prj : 03/22/2012 12:25:50 : Reinforced Wall Design Wall Height(ft) :12.00 Embedment Wall Height(ft) : 0.57 Exposed Wall Design Height(ft) :11.43 Number of Segmental Wall Units :18 Wall Inclination(degrees) :7.13 Top Slope(degrees) : 0.00 Uniform Distributed Surcharge Live Load Surcharge(Psf) :150.00 Live Load Surcharge Setback(ft) : 5.00 Dead Load Surcharge(Psf) : 0.00 Soil Data 80 Segmental Unit Data Segmental Unit Name : Diamond Pro Cohesion (c) Friction Unit Weight Soil Zone Description (ps fl Angle(fl (y)(p cq Setback (Inches) :1.00 Weight (Infilled)(Ib) (degrees) Reinforced Soil Gravelly Sand N/A 34.00 135.00 Retained Soil Sand with varying silt and gravel N/A 32.00 130.00 Leveling Pad Soil Crushed stone N/A 40.00 110.00 Foundation Soil Sand with varying silt and gravel 0.00 32.00 130.00 Segmental Unit Data Segmental Unit Name : Diamond Pro Cap Height (Inches) : 4.00 Unit Height (Hu)(Inches) : 8.00 Unit Width (Wu)(Inches) :12.00 Unit Length (Inches) :18.00 Setback (Inches) :1.00 Weight (Infilled)(Ib) :130.00 Unit Weight (Infilled)(pcf) :130.00 Center of Gravity(Inches) : 6.00 Geosynthetic Reinforcement Type and Number Supplier Product Name Number SF110 0 SF20 0 SF35 7 SF55 0 SF80 0 81 Geosynthetic Properties Geosynthetic Product (Ib ft) RFcr RFd RFid LIDS Ci Cds SF110 10205.00 1.75 1.15 1.20 4225.67 0.90 0.90 SF20 1940.00 1.70 1.15 1.20 826.94 0.90 0.90 SF35 3435.00 1.70 1.15 1.20 1464.19 0.90 0.90 SF55 4670.00 1.68 1.15 1.20 2014.32 0.90 0.90 SF80 7400.00 1.75 1.15 1.20 3064.18 0.90 0.90 Unit -Unit Interface Properties Minimum Shear Capacity(lblft) Shear Friction Angle Maximum Shear Capacity (Ib/ft) 962.00 26.00 1950.00 Geosynthetic-SRW Unit Connection Strength properties Geosynthetic Product y Minimum Conn. Capacity (Ib/ft) 1st Inflection Point (Ib/ft) 2nd Inflection Point (Ib/ft) Normal Load (Ib/ft) Connection Capacity (Ib/ft) Normal Load Connection (Ib/ft) Max Capacity(lb/ft) SF110 1925.00 2983.00 3312.00 4772.00 3950.00 SF20 785.00 920.00 866.00 1380.00 916.00 SF35 1184.00 1296.00 1591.00 1944.00 1665.00 SF55 1506.00 1300.00 1900.00 1900.00 2070.00 SF80 1563.00 1900.00 2325.00 2600.00 2625.00 Geosynthetic-SRW Unit Shear Strength properties Geosynthetic Minimum Shear Friction Maximum Product Shear Angle Shear Capac ty(lb/ft) Capacity (Ib/ft) SF110 962.00 26.00 1950.00 SF20 962.00 26.00 1950.00 SF35 962.00 26.00 1950.00 SF55 962.00 26.00 1950.00 SF80 962.00 26.00 1950.00 Vertical Components Vertical Components of Earth Pressures Used : No 82 Cofficients of Earth Pressure and Failure Plane Orientation Reinforcement Soil(Static)(Ka) : 0.207 Reinforcement Soil(Static)(Kah Horizontal Component) : 0.199 Internal Modified Back Slope(Bint) : 0.000 Orientation of failure plane from horizontal (degrees) for ; 55.631 Internal Stability Retained Soil(Static)(Ka) : 0.226 Retained Soil(Static)(Kah Horizontal Component) : 0.205 External Modified Back Slope(Bext) : 0.000 Orientation of failure plane from horizontal (degrees) for ; 53.266 External Stability 83 Result of External Stability Static Analysis Results of Internal Stability Static Analysis SRW Unit # Calculated Design Criteria FOS Sliding 3.54 > 1.50 FOS Overturning 6.18 > 2.00 FOS Bearing Capacity 9.70 > 2.00 Base Reinforcement Length (L)(ft) 8.00 22.90 Base Reinforcement Ratio (L/H) 0.67 > 0.60 Results of Internal Stability Static Analysis SRW Unit # Geosynthetic product Elevation ft () Length (ft) Anchor Length (ft) FOS Overstress >=1.50 FOS Pullout >=1.50 FOS Slide >=1.50 Layer Spacing > `ft >=2.00 18 SF35 11.33 10.00 2.67 22.90 4.58 52.28 OK 16 SF35 10.00 9.00 2.41 9.96 5.38 19.49 OK 13 SF35 8.00 8.00 2.53 5.32 6.02 10.45 OK 10 SF35 6.00 8.00 3.65 3.82 9.36 7.21 OK 7 SF35 4.00 8.00 4.76 2.98 12.73 5.52 OK 4 SF35 2.00 8.00 5.88 2.98 19.65 4.47 OK 27T SF35 0.67 8.00 6.63 3.27 27.50 3.98 OK 84 Results of Facing Stability Static Analysis SRW Unit # Heel (ft) (ft) Geosynthetic product FOS Crest Toppling >-1.50 FOS Connection >-1.50 18 11.33 SF35 32.28 50.48 16 10.00 SF35 13.02 13 8.00 SF35 6.25 10 6.00 SF35 4.42 7 4.00 SF35 3.51 4 2.00 SF35 3.61 2 10-6-71 SF35 3.95 85 Wall Reinforcement Layout 12.00 ft I U0 ft 1.42 ft ---N.i f+— Project Identification 8.00 ft pq Project ID : #12031 Project Name : Brightview North Andover Owner Client : Stoneage Stoneworks Prepared By : WMP Company : Summit Geoengineering Services Address : 640 Main Street, Lewiston, Maine Telephone : 207-576-3313 Section : Station 7+40 Static Vendor Data File Project File : 7+40 static.prj Date and Time : 03/22/2012 12:25:50 Proiect Identification Project ID Project Name Owner Client Prepared By Company Address Telephone Section Project File Vendor Data File Date and Time Type of Structure Seismic Analysis Details 86 SRWall (Version 4) Report #12031 Brightview North Andover Stoneage Stoneworks WMP Summit Geoengineering Services 640 Main Street, Lewiston, Maine 207-576-3313 Station 7+40 Seismic 7+40 seismic.prj : 03/2212012 12:25:50 : Reinforced Wall Peak Ground Acceleration(PGA : 0.08 Ratio) Wall Geometry Grades Design Wall Height(ft) :12.00 Embedment Wall Height(ft) : 0.57 Exposed Wall Design Height(ft) :11.43 Number of Segmental Wall Units :18 Wall Inclination(degrees) :7.13 Top Slope(degrees) : 0.00 Uniform Distributed Surcharge Live Load Surcharge(Psf) :150.00 Live Load Surcharge Setback(ft) : 5.00 Dead Load Surcharge(Psf) : 0.00 Soil Data 87 Soil Zone Description Cohesion (c) (p s q Friction Angle(0) (degrees) Unit Weight (y)(p cq Reinforced Soil Gravelly Sand NIA 34.00 135.00 Retained Soil Sand with varying silt and gravel N/A 32.00 130.00 Leveling Pad Soil Crushed stone N/A 40.00 110.00 Foundation Soil Sand with varying silt and gravel 0.00 32.00 130.00 Segmental Unit Data Segmental Unit Name : Diamond Pro Cap Height (Inches) : 4.00 Unit Height (Hu)(Inches) : 8.00 Unit Width (Wu)(Inches) :12.00 Unit Length (Inches) : 18.00 Setback (Inches) :1.00 Weight (Infilled)(Ib) :130.00 Unit Weight (Infilled)(pcf) :130.00 Center of Gravity(Inches) : 6.00 Geosynthetic Reinforcement Type and Number Supplier Product Name Number SF110 0 SF20 0 SF35 7 SF55 0 SF80 0 88 Geosynthetic Properties Geosynthetic Product (ult) RFcr RFd RFid LIDS Ci Cds SF110 10205.00 1.75 1.15 1.20 7394.93 0.90 0.90 SF20 1940.00 1.70 1.15 1.20 1405.80 0.90 0.90 SF35 3435.00 1.70 1.15 1.20 2489.13 0.90 0.90 SF55 4670.00 1.68 1.15 1.20 3384.06 0.90 0.90 SF80 7400.00 1.75 1.15 1.20 5362.32 0.90 0.90 Unit -Unit Interface Properties Minimum Shear Capacity(lb/ft) Shear Friction Angle Maximum Shear Capacity (Ib/ft) 962.00 26.00 1950.00 Geosynthetic-SRW Unit Connection Strength properties Geosynthetic Product Minimum Conn. Capacity (Ib/ft) 1st Inflection Point (Ib/ft) 2nd Inflection Point (Ib/ft) Normal Load (Ib/ft) Connection Capacity (Ib/ft) Normal Load (lb/ft) Max Connection Capacity(lb/ft) SF110 1925.00 2983.00 3312.00 4772.00 3950.00 SF20 785.00 920.00 866.00 1380.00 916.00 SF35 1184.00 1296.00 1591.00 1944.00 1665.00 SF55 1506.00 1300.00 1900.00 1900.00 2070.00 SF80 1563.00 1900.00 2325.00 2600.00 2625.00 Geosynthetic-SRW Unit Shear Strength properties Geosynthetic Product Minimum Shear Capac ty(lb/ft) Shear Friction Angle Maximum Shear Capacity (Ib/ft) SF110 962.00 26.00 1950.00 SF20 962.00 26.00 1950.00 SF35 962.00 26.00 1950.00 SF55 962.00 26.00 1950.00 SF80 962.00 26.00 1950.00 Vertical Components Vertical Components of Earth Pressures Used : No 89 Cofficients of Earth Pressure and Failure Plane Orientation Seismic Cofficient(K(int)) : 0.020 Seismic Cofficient(K(ext)) : 0.020 Reinforcement Soil(Static)(Ka) : 0.207 Reinforcement Soil(Static)(Kah Horizontal Component) : 0.199 Reinforcement Soil(Static + Dynamic)(Kae) : 0.220 Reinforcement Soil(Static + Dynamic)(Kaeh horizontal ; 0.212 Component) Internal Modified Back Slope(Bint) : 0.000 Orientation of failure plane from horizontal(degrees) for ; 55.631 Internal Stability Retained Soil(Static)(Ka) : 0.226 Retained Soil(Static)(Kah Horizontal Component) : 0.205 Retained Soil(Static + Dynamic)(Kae) : 0.240 Retained Soil(Static + Dynamic)(Kaeh horizontal ; 0.218 Component) External Modified Back Slope(Bext) : 0.000 Orientation of failure plane from horizontal(degrees) for ; 53.266 External Stability 90 Result of External Stability Seismic Analysis Results of Internal Stability Seismic Analysis SRW Unit # Calculated Design Criteria FOS Sliding 3.67 > 1.10 FOS Overturning 6.48 > 1.50 FOS Bearing Capacity 10.66 > 1.50 Base Reinforcement Length (L)(ft) 8.00 59.96 Base Reinforcement Ratio (L/H) 0.67 > 0.60 Results of Internal Stability Seismic Analysis SRW Unit # Geosynthetic Product Elevation ft () Length ft () Anchor Length (ft) FOS Overstress >=1.10 FOS Pullout >=1.10 FOS Slide >=1.10 Layer Spacing ft >=2.00 18 SF35 11.33 10.00 2.67 59.96 7.06 71.35 OK 16 SF35 10.00 9.00 2.41 20.91 6.64 23.02 OK 13 SF35 8.00 8.00 2.53 10.30 6.86 11.26 OK 10 SF35 6.00 8.00 3.65 7.12 10.26 7.43 OK 7 SF35 4.00 8.00 4.76 5.45 13.67 5.54 OK 4 SF35 2.00 8.00 5.88 5.38 20.84 4.41 OK 2 SF35 0.67 8.00 6.63 5.86 28.96 1 3.89 1 OK 91 Results of Facing Stability Seismic Analysis SRW Unit # Heel Elev (ft) Geosynthetic product FOS Crest Toppling >=1.10 FOS Connection 18 11.33 SF35 20.64 29.18 16 10.00 SF35 10.63 13 8.00 SF35 5.57 10 6.00 SF35 4.09 7 4.00 SF35 3.30 4 2.00 SF35 3.44 2 0.67 SF35 3.79 k 92 Wall Reinforcement Layout 12.00 ft I 0._`0 ft 1.42 ft ---H f+- Project Identification Project ID Project Name Owner Client Prepared By Company Address Telephone Section Vendor Data File Project File Date and Time 8.00 ft #12031 Brightview North Andover Stoneage Stoneworks WMP Summit Geoengineering Services 640 Main Street, Lewiston, Maine 207-576-3313 Station 7+40 Seismic 7+40 seismic.prj 03/22/2012 12:25:50 rRO INCORPORATED ` Design and Construction -Management .fob: 20-1582 Brightview North Andover Brightview Senior Living 1275 Turnpike Road North Andover, MA 01862 Spec Section Title: Retaining Wall Systems Submittal n a Spec Section No: 028320 Submittal No: 2 Revision No: 1 Sent Date: 5/10/2012 Due Date: 5/14/2012 PO BOX 4430 MANCHESTER, NH 03108 Ph; (603)623-8811 Submittal Title: Segmented Modular Block Retaining Walls Shops & Design Calcs (Pavestone, Anchor Diamond Pro) Contractor: PRO CON, INC. Engineer: Miller Engineer & Testing Inc Frank K. Miller 4 4., E T G"o U -r . Contractor's Stamp Pro Con, Incorporated Approved for Submission A5 NoT Sped 0? fS20- '2 , t Date: e110 MlLY 1126 --,LI Signature 5 Archi ecthm9tabdpliONDA & ASSOCIATES, Lr V. Montvale Awme, Suite I Stoneham, MA 0218043W V Apj rovecO © Awnwed Al Corrwtx LI Rejected ❑ Revise and Rewtbmit 0 sul,mit 1pecifW hem I This review is only for general conformance with the design :concept of the pruiject anu Engh e@Ns% tr:1ct Docurrents: Corrections oi conin ents mach• on Oir shop drawings during this tv view do no! •;,;FCVc contractor from cotnpiiancewith lk icquirements of the plan, and' specifications. Ar. -oval c>fa specific item shall not include approval ol'an assembly of _ which the item is ;i component. Contractor i, resptmsible lbr: dimensions to be confirmed and correlated' a( the jobsite; information th;r, per(Afts solely to the fabrication processes or to the means. methods, techniques, sequence, mid praceduns. of construction; coord naticm of the Work of all trades; and for performing =�■= ■� MMM PRO CON�� / PO BOX 4430 INCORPORATED MANCHESTER, NH 03108 Ph : (603)623-8811 Design and Construction Management Letter of Transmittal To: Gerald 'Gerry' A. Brown, CBO Transmittal #: 54 Town of North Andover, MA Date: 5/16/2012 1600 Osgood Street Job: 20-1582 Brightview North Andover Building 20, Suite 2-36 (Inspector of Buildings) Hours 8:30-10:00 & 1:00-2:00 North Andover, MA 01845 Ph: 978-688-9545 Fax: 978-688-9542 Subject: Segmented Modular Block Retaining Walls Reviewed & Approved Shops & Design Calcs. WE ARE SENDING YOU 17– Shop drawings r Copy of letter F Attached Prints r Change order r Under separate cover via Email the following items: r Plans 117 Specifications r Samples ,! Design Calcs Document Type Copies Date No. Description Submittal 1 5/11/12 028320-2 Rev 1 Segmented Block Retaining Wall Shops & Calcs (Stamped/Sealed) r Returned for corrections i i Return _ corrected prints r For review and comment r THESE ARE TRANSMITTED as checked below: r For approval r Approved as submitted r Resubmit _ copies for approval F For your use r Approved as noted r Submit— copies for distribution As requested r Returned for corrections i i Return _ corrected prints r For review and comment r Other r FORBIDS DUE r PRINTS RETURNED AFTER LOAN TO US Remarks: These are issued / forwarded to you for your use, review and records as requested. Copy To: Judith 'Judy' M. Tymon, AICP (Town of North Andover, MA), Jennifer A. Hughes (Town of North Andover, MA), Alan D. Siegfried (Shelter Development), Erik D. Anderson (PCI Architects), John A. Barrows (Marchionda & Assc LP), Paul A. Marchionda (Marchionda & Assc LP) From: Brian R. Knox (Pro Con Inc.) Signature: If enclosures are not as noted, kindly notify us at once. Page 1 of 1 PRO CON INCORPORATED Design and Conghwetion Management Submittal Job: 20=1582 Spec -Sect oo No: 028320 Brightview North Andover Submittal No. 2 Brightview Senior Living Revision No: 1 1275 Turnpike Road Sent Tate: 5/10/2012 North Andover, MA 01882 Due Date;. 5/14/2.012 Spec Section..Title: Retaining Wall Systems PO sax 4430 MANCHESTER, NH 0310$ - Ph. (603)623-8811 Submittal Title: Segmented Modular Block Retaining Walls Shops & Design Calcs (Pavestone, Anchor Diamond Pro) Contractor:, PRC} CON, INC. r Engineer: Miller Engineer & Testing. Inc Frank K. Miller Contractor's Stamp Pro Con, Incorporated Approved for Submission 15 NorE-D Signature 5 Architect's. Stamp 100 SHEFFIELD .ROAD PO BOX 4776 MANCHESTER, NH 03108 DRAWING .REVIEW ►IEWED - NO COMMENTS HEWED -NOTE COMMENTS ❑ hESUBMmrn._R�-QUIRED ❑ "SUB? `�ITjt�L NOT REQUIRED ❑ W CL CL W Y - A 21 z 3 ILI 0- 1L- 0 z Ck V 0 Ll 0 Ll J 1 tu A H z co � PRO CCN � / PO BOX 4430 INCORPORATED MANCHESTER, NH 03108 Design and Construction Management Ph: (603)623-8811 Letter of Transmittal To: Judith'Judy' M. Tymon, AICP Transmittal #: 55 Town of North Andover, MA Date: 5/16/2012 1600 Osgood Street Job: 20-1582 Brightview North Andover Building 20, Suite 2-36 (Planning Board Dept.) (978-688-9535) North Andover, MA 01845 Ph: 978-688-9547 Fax: 978-688-9542 Subject: Segmented Modular Block Retaining Walls Reviewed & Approved Shops & Design Calcs. WE ARE SENDING YOU 17 Attached r Under separate cover via Email the following items: F Shop drawings C', Prints P + Plans r Samples r Copy of letter r Change order r Specifications F Design Calcs. Document Type Copies Date No. Description Other 0 028320-2 Rev 1 THESE ARE TRANSMITTED as checked below: ri For approval r Approved as submitted r Resubmit _ copies for approval F For your use G Approved as noted r Submit _ copies for distribution 17.., As requested r Returned for corrections ii Return _ corrected prints r For review and comment r Other r FOR BIDS DUE t` PRINTS RETURNED AFTER LOAN TO US Remarks: These are issued / forwarded to you for your use, review and records as requested. Copy To: Gerald 'Gerry' A. Brown, CBO (Town of North Andover, MA), Jennifer A. Hughes (Town of North Andover, MA), Alan D. Siegfried (Shelter Development), Erik D. Anderson (PCI Architects), John A. Barrows (Marchionda & Assc LP), Paul A. Marchionda (Marchionda & Assc LP) From: Brian R. Knox (Pro Con Inc.) Signature: If enclosures are not as noted, kindly notify us at once. Page 1 of 1 r, im K TFSTING. INC. T INSPECTION GEOTECHNICAL /SOIL BORINGS /ENVIRONMENTAL /SOILS /CONCRETE /,MASONRY /STEEL / ROOFING / ASPHAL Mail all correspondence to: EW HAMPSHIRE 03108-4776 •TELEPHONE (603) 668-6016 •FAX (603) 668-86 41 100 SHEFFIELD RD. • P.O. BOX 4776 •MANCHESTER, N May 16, 2012 Mr. Brian Knox Pro Con Incorporated 1359 Hooksett Road #16 Hooksett, NH 03106 RE: May_3 and _9_, 2012 Retaining Wall Subgrade Inspections Britview � ., _ � Project No.12.064.NH North Andover, MA Dear Mr. Knox: The purpose. of this letter is to present the results of a site inspection performed on May 9, 2012 by a Geotechnical Engineer from Miller Engineering & Testing, Inc. (MET) for the Anchor Diamond Pro Retaining Wall, which is being constructed as part of the Brightview project in North Andover, Massachusetts. The purpose of the inspection was to assess the subgrade conditions within the foundation and reinforced soil areas of the Retaining Wall and to evaluate if the excavation and subgrade preparation efforts were performed in accordance with recommendations presented within the April 18, 2012 Brightview North Andover -Anchor Diamond Pro Letter prepared for the project by MET (April 18, 2012 MET Letter) and within .General Note 10 on Sheet No: 2 of the Retaining Wall Plans. The results of our inspection are presented herein. Retaining Wall Excavation Eff®rts On May 3 and 9, 2012, our Geotechnical Engineer monitored the excavation of unsuitable materials from the foundation zone beneath the Anchor Diamond Pro Retaining Wall between about STA 6+25 to 4+85. Between about STA 5+65 and 5+05 the excavation of unsuitable materials beneath the retaining wall foundation and reinforced soil areas (about 20 to 25 feet in average width) extended about 6 to 8 feet below the retaining wall leveling pad elevation 03) 668-6016 . FAX 41 CORPORATE OFFICE: 100 SHEFFIELD RD. • P.O. BOX 4776 • MANCHESTER.OROUGH, MASO3106-4776 - TEL. SACHUSETTS 015326 TEL. (508) 393-260760FAX 508)393-6490 Aran �nQr NAA IN 5T. • P.O. BOX 11 NORTH _ ._ cnv ra971 PR9-8837 Geotechnical Engineering Assessment Based on our observations on May 3 and 9, 2012, all unsuitable fill and organic material was excavated from below the retaining wall foundation, reinforced backfill, and zone of stress influence areas to expose the underlying, naturally occurring, very dense, glacial soil subgrade. The on-site processed, well -graded, nominal 6 -inch minus fill material was placed and compacted in approximate 18 to 24 -inch thick lifts. Under the compaction efforts, the 6-in6h minus fill material was assessed to be firm and stable. Based on the foregoing, the excavation, subgrade preparation, and fill placement and compaction efforts for the Anchor Diamond Pro Retaining Wall between about STA 5+65 and 4-85 were performed in accordance with recommendations presented within the April 18, 2012 MET Letter prepared for the project and within General Note 10 on Sheet No. 2 of the Retaining Wall Plans. We trust the contents of this letter are helpful as you continue with this project. Should you have any questions, please contact us. Respectfully, MILLER ENGINEERING & TESTING, INC. Thomas . Strike Staff Engineer TJS:FKM 10( 9( 8( 20 10 0 GRAINSIZE DISTRIBUTION REPORT %+31, %Gravel Coarse Fine Coarse 4 20 15 10 SIEVE SIZE PERCENT FINER SPEC." PERCENT PASS? (X=NO) 4" 100 3" 96 2" 90 1.5" 87 1" 78 .75" 76 .5" 71 .375' 69 #4 61 #10 51 #20 40 #40 30 #50 26 #60 25 1000 100 10 21 %+31, %Gravel Coarse Fine Coarse 4 20 15 10 SIEVE SIZE PERCENT FINER SPEC." PERCENT PASS? (X=NO) 4" 100 3" 96 2" 90 1.5" 87 1" 78 .75" 76 .5" 71 .375' 69 #4 61 #10 51 #20 40 #40 30 #50 26 #60 25 #80 21 #100 19 #200 13 (no specification provided) Source of Sample: ON SITE Sample Number: L120202 Client: MILLER EN- 0,1NEER.ING & TESTING:, INC. Projec Pro'ec Tested By: DM/SL I SIZE -. mm. % Sand Medium Fine 21 17 % Fines Silt 13 Material Description PROCESSED GRAVEL FROM UPPER SLOPE CUT. Atterbera Limits PL= LL= PI= Coefficients 0 10 20 30 40 50 60 70 80 90 100 D90= 51.4757 D85= 34.8071 D60= 4.2971 D50= 1.8745 D30 0.4187 D15= 0.0895 D10= Cu= Cc= Classification USCS= AASHTO= Remarks AT NORTH Date: 4-30-12 ure Ll (' COMPACTION TEST REPORT 142 411: 140 138 U Q r-. C N 136 134 ZAV for Sp.G. _ 2.65 132 1.5 3 4.5 6 7.5 9 10.5 Water content, % Test specification:, ASTM D 1557-02 Method C Modified ASTM D 4718-87 Oversize Corr. Applied to Each Test Point Elev/ Classification Nat. % > % < Sp.Ca. LL PI Depth USCS AASHTO Moist. 3/4 in. No.200 .24 13 ROCK CORRECTED TEST RESULTS MATERIAL DESCRIPTION Maximum dry density = 140.1 pcf PROCESSED GRAVEL FROM UPPERSLOPE CUT. Optimum moisture = 5.7 % Project No. 12.064.NH Client: Remarks: Project: BRIGHTVIEW AT NORTH ANDOVER o Source of Sample: ON SITE Sample Number: L120202 M11.114R ENOINMERIN6 R TESTING. INC. Figure L120202 m z z m m ^z^ 1I Y'GYL 1 Y :^� }) N . � r r r r r � � r r r r• fi� ��. v 0 m a !p U f0 �i N W W t0 a e o !R o • N N N N N N N N N N N {T N N O O O 0 O O 0 O 0 O N N N N N N N N N N N N 1 i m m a m_ p p 5 m m oma. to m 3y m o. a n a Vl d S y, A N n -0 U t IDI N �n z f3 Q.jC m S' N N �ris �. 'E:41, ,� "tY o � @ � A W N N 9 A`. Fs��O b* :fix a X W tx S+ L u t sr r X X X '� p•q ;'dt m < OF x X m X p3 7� Si. ,A.st 1 k if 'S 1•S . A 7 cath a aro � _:gym y, m z z m m ^z^ 1I 10C 9C 8C F 7C LU 6( M W R Z Z 4( W U W 3( CL 2( V GRAINSIZE DISTRIBUTION REPORT 10 )0 30 10 50 50 70 80 90 100 +3" % Gravel % Sand % Fines %Coarse Fine Coarsel Medium Fine Silt Clay 83 14 1 2 SIEVE SIZE PERCENT FINER SPEC.* PERCENT PASS? (X=NO) 6" M AtterbergLimits 5" 79 11 P1= 4" 56 D90= 140.5302 3" 17 D50= 96.8144 D30= 84.6465 2" 8 Cu= 1.80 Cc= 1.18 1.5" 5 USCS= 1" 3 Remarks .75" I .5" 3 10 )0 30 10 50 50 70 80 90 100 +3" % Gravel % Sand % Fines %Coarse Fine Coarsel Medium Fine Silt Clay 83 14 1 2 SIEVE SIZE PERCENT FINER SPEC.* PERCENT PASS? (X=NO) 6" 100 AtterbergLimits 5" 79 LL= P1= 4" 56 D90= 140.5302 3" 17 D50= 96.8144 D30= 84.6465 2" 8 Cu= 1.80 Cc= 1.18 1.5" 5 USCS= 1" 3 Remarks .75" 3 .5" 3 .375" 2 #4 2 (no specification provided) Source of Sample: ON SITE Sample Number: L120196 Date: 4-27-12 Client: NIII I.ER ENGINEERING & 'ITMING, INC. Project: BRIGHTVIEW AT NORTH ANDOVER . Project No: 12.064.NH Figure L120196 Tested By: DM Material Description STOCKPILE NEXT TO JOB TRAILER,CRUSHED ON SITE FOR USE BELOW ANCHOR RETAINING WALL. AtterbergLimits PL= LL= P1= Coefficients D90= 140.5302 D85= 134.6705 D60= 114.7122 D50= 96.8144 D30= 84.6465 D15= 71.6255 D10= 58.1307 Cu= 1.80 Cc= 1.18 Classification USCS= AASHTO= Remarks (no specification provided) Source of Sample: ON SITE Sample Number: L120196 Date: 4-27-12 Client: NIII I.ER ENGINEERING & 'ITMING, INC. Project: BRIGHTVIEW AT NORTH ANDOVER . Project No: 12.064.NH Figure L120196 Tested By: DM s � N . O . m J . N A W t r N r N N O O O O T m O ,y N N N N W O J A O m 9EF y H 0 [D — n co c D] N w y d N T OSS i!N J +� W IJ to J �M9r"l L� Y, X Y 270 3r C X of £ f 4M. � 5 ga f x x # gao � pis � x �xN x �E'tH i LL a: N �. sires 1 s o ,i 0 D D D D G o n n yi PRO CON. INCORPORATED'' Design and Construction Management To: Gerald 'Gerry' A. Brown, CBO Town of North Andover, MA ' 1600 Osgood Street Building 20, Suite 2-36 (Inspector of Buildings) Hours 8:30-10:00 & 1:00-2:00 North Andover, MA 01845 Ph: 978-688-9545 Fax: 978-688-9542 Letter of Transmittal PO BOX 4430 MANCHESTER, NH 03108 Ph : (603)623-8811 Transmittal #: 19 Date: 3/8/2012 Job: 20-1582 Brightview North Andover Subject: Civil Engineer (Marchionda) Design Control Affidavit (original, wet stamped) WE ARE SENDING YOU r Attached 17-1 Shop drawings r Copy of letter G Prints r Change order r Under separate cover via Mail the following items: C Plans r Samples r Specifications r Civil Engineer Affidavit Document Type Copies Date No. Description Civil Engineer Affidavit 2 3/5/12 1275 Turnpike Street - Foundation Only Permit THESE ARE TRANSMITTED as checked below: U For approval rJ Approved as submitted S-7, For your use ❑ Approved as noted r As requested r Returned for corrections r For review and comment r Other r Resubmit _ copies for approval r Submit _ copies for distribution r=J Return _ corrected prints r- FOR BIDS DUE r PRINTS RETURNED AFTER LOAN TO US Remarks: Copy To: From: Brian R. Knox (Pro Con Inc.) Signature: :t&j• 5 If enclosures are not as noted, kindly notify us at once. Page 1 of 1 Mvairchknda & Associates, L.P. is Engineering and Planning Consultants March 5, 2012 Town of North Andover Building Department Attn: Mr. Gerald Brown, Building Inspector 1600 Osgood Street North Andover, MA 01845 RE: Brightview Senior Housing -1275 Turnpike Road. North Andover, MA Dear Mr. Brown In accordance with 780 CMR, the Massachusetts State Building Code 8th Edition, I John Barrows, Mass. Registration 40052 , being a registered professional engineer herby certify that I have prepared or directly supervised the preparation of all civil site plans and relative computations and specifications for the above named project and that, to the best of my knowledge, such plans, computations, and specifications meet the applicable provisions of the Massachusetts Building Code. Regards, Marchionda & Associates, L.P. John Bar bows,fPE. Project Manager CC: Pro Con, Inc, Brightview North Andover, LLC Design Professional's Seal 62 Montvale Avenue Tel: (781).438-6121 Stoneham, MA 02180 Fax: (781) 438-9664 website: http://www.marchionda.com Email: mail@marchionda.com PAO 4� C:�rchion�•i�:� "NO Planning Consultants March 5, 2012 Town of North Andover Building Department Attn: Mr. Gerald Brown, Building Inspector 1600 Osgood Street North Andover, MA 01845 RE: Brightview Senior Housing - 1275 Turnpike Road. North Andover, MA Dear Mr. Brown In accordance with 780 CMR, the Massachusetts State Building Code 81h Edition, I John Barrows, Mass. Registration 40052 , being a registered professional engineer herby certify that I have prepared or directly supervised the preparation of all civil site plans and relative computations and specifications for the above named project and that, to the best of my knowledge, such plans, computations, and specifications meet the applicable provisions of the Massachusetts Building Code. Regards, Marchionda & Associates, L.P. John Barows, P.E. Project Manager CC: Pro Con, Inc, Brightview North Andover, LLC Design Professional's Seal 62 Montvale Avenue Tel: (781) 438-6121 Stoneham, MA 02180 Fax: (781) 438-9654 website: http://www.marchionda.com Email: mail@marchionda.com Memo To: Mr. Gerald Brown — Town of North Andover Fro esiree Wingo, Shelter Development LLC — (410) 962-0595 CC: Alan Siegfried — Sr. Project Director, Shelter Development, LLC Date: 2/29/2012 Re: Brightview North Andover LLC Enclosed please find the Statement of Special Inspections that has been executed on behalf of the property owner Brightview North Andover LLC. Please advise if you have any questions or concerns. Thank you 1 Statement of Special Inspections Project: Brightview Senior Living Location: 1275 Turnpike Street, North Andover, MA Owner: Brightview North Andover, L.L.C. Design Professional in Responsible Charge: Matthew LaBrecque, P.E. This Statement of Special Inspections is submitted as a condition for permit issuance in accordance with the Special Inspection and Structural Testing requirements of the Building Code. It includes a schedule of Special Inspection services applicable to this project as well as the name of the Special Inspection Coordinator and the identity of other approved agencies to be retained for conducting these inspections and tests. This Statement of Special Inspections encompass the following disciplines: ® Structural ❑ Mechanical/Electrical/Plumbing ® Architectural, ❑ Other: The Special Inspection Coordinator shall keep records of all inspections and shall furnish inspection reports to the Building Official and the Registered Design Professional in Responsible Charge. Discovered discrepancies shall be brought to the immediate attention of the Contractor for correction. If such discrepancies are not corrected, the discrepancies shall be brought to the attention of the Building Official and the Registered Design Professional in Responsible Charge. The Special Inspection program does not relieve the Contractor of his or her responsibilities. Interim reports shall be submitted to the Building Official and the Registered Design Professional in Responsible Charge. A Final Report of Special Inspections documenting completion of all required Special Inspections, testing and correction of any discrepancies noted in the inspections shall be submitted prior to issuance of a Certificate of Use and Occupancy. Job site safety and means and methods of construction are solely the responsibility of the Contractor. Interim Report Frequency: As required or ❑ per attached schedule. Prepared by: Matthew LaBrecque, P.E. (type or print name) 1 ��-OkA OF MAsS �O MATTHEW J. G nz LABRECOUE 00 STRUCTURAL � No. 43104 A�p� �Flo /STER��\��``Q FSS/ONAL ENG Acceptance: Professional Seal CASE Form 101 9 Statement of Special Inspections • ©CASE 2004 Date Page 2 of 10 Schedule of Inspection and Testing Agencies This Statement of Special Inspections / Quality Assurance Plan includes the following building systems: ® Soils and Foundations ® Spray Fire Resistant Material ® Cast -in -Place Concrete ® Wood Construction ❑ Precast Concrete ❑ Exterior Insulation and Finish System ® Masonry ❑ Mechanical & Electrical Systems ® Structural Steel ❑ Architectural Systems ® Cold -Formed Steel Framing ❑ Special Cases Special Inspection Agencies Firm Address, Telephone, e-mail 1. Special Inspection Brightview North Andover, L.L.C. 218 North Charles Street Suite 220 Coordinator: Baltimore, MD 21201-4002 Alan Siegfried 410-246-7475 asiegfried@sheltergrp.com 2. Inspector TBD 3. Inspector 4. Testing Agency Miller Engineering and Testing 100 Sheffield Road Manchester, NH 03108 603-668-6016 5. Testing Agency 6. Other Note: The inspectors and testing agencies shall be engaged by the Owner or the Owner's Agent, and not by the Contractor or Subcontractor whose work is to be inspected or tested. Any conflict of interest must be disclosed to the Building Official, prior to commencing work. CASE Form 101 • Statement of Special Inspections • ©CASE 2004 Page 3 of 10 Qualifications of Inspectors and Testing Technicians The qualifications of all personnel performing Special Inspection and testing activities are subject to the approval of the Building Official. The credentials of all Inspectors and testing technicians shall be provided if requested. Key for Minimum Qualifications of Inspection Agents: When the Registered Design Professional in Responsible Charge deems it appropriate that the individual performing a stipulated test or inspection have a specific certification or license as indicated below, such designation shall appear below the Agency Number on the Schedule. PE/SE Structural Engineer — a licensed SE or PE specializing in the design of building structures PE/GE Geotechnical Engineer — a licensed PE specializing in soil mechanics and foundations EIT Engineer -In -Training — a graduate engineer who has passed the Fundamentals of Engineering examination American Concrete Institute (ACI) Certification ACI-CFTT Concrete Field Testing Technician — Grade 1 ACI -CCI Concrete Construction Inspector ACI-LTT Laboratory Testing Technician — Grade 1 &2 ACI -STT Strength Testing Technician American Welding Society (AWS) Certification AWS-CWI Certified Welding Inspector AWS/AISC-SSI Certified Structural Steel Inspector American Society of Non -Destructive Testing (ASNT) Certification ASNT Non -Destructive Testing Technician — Level II or III. International Code Council (ICC) Certification ICC-SMSI Structural Masonry Special Inspector ICC-SWSI Structural Steel and Welding Special Inspector ICC-SFSI Spray -Applied Fireproofing Special Inspector ICC-PCSI Pre -stressed Concrete Special Inspector ICC-RCSI Reinforced Concrete Special Inspector National Institute for Certification in Engineering Technologies (NICET) NICET-CT Concrete Technician — Levels I, Il, III & IV NICET-ST Soils Technician - Levels I, II, III & IV NICET-GET Geotechnical Engineering Technician - Levels I, ll, III & IV Exterior Design Institute (EDI) Certification EDI-EIFS EIFS Third Party Inspector Other CASE Form 101 • Statement of Special Inspections • ©CASE 2004 Soils and Foundations Page 4 of 10 Item Agency # Scope (Qualif.) 1. Shallow Foundations Inspect soils below footings for adequate bearing capacity and consistency with geotechnical report. PE/GE Inspect removal of unsuitable material and preparation of sub grade prior to placement of controlled fill 2. Controlled Structural FIII Perform sieve tests (ASTMD422 & D1140) and modified Proctor tests (ASTMD1557) of each source of fill material. PE/GE Inspect placement, lift thickness and compaction of controlled fill. Test density of each lift offill by nuclear methods (ASTMD2922) Verb extent and slope of fill placement. 3. Deep Foundations n/a 4. Load Testing 4. Other: CASE Form 101 • Statement of Special Inspections • ©CASE 2004 Cast -in -Place Concrete Page 5 of 10 Item Agency # Scope (Qualif.) 1. Mix Design Review concrete batch tickets and verb compliance with ACI -CCI approved mix design. Verify that water added at the site does not ICC-RCSI exceed that allowed by the mix design. 2. Material Certification 3. Reinforcement Installation Inspect size, spacing, cover, positioning and grade of reinforcing ACI -CCI steel. Verb that reinforcing bars are free of form oil or other ICC-RCSI deleterious materials. Inspect bar laps and mechanical splices. Verify that bars are adequately tied and supported on chairs or bolsters 4. Post -Tensioning Operations N/A 5. Welding of Reinforcing N/A 6. Anchor Rods Inspect size, positioning and embedment of anchor rods. Inspect ACI -CCI concrete placement and consolidation around anchors. ICC-RCSI 7. Concrete Placement Inspect placement of concrete. Verb that concrete conveyance ACI -CCI and depositing avoids segregation or contamination. Verb that ICC-RCSI concrete is properly consolidated. 8. Sampling and Testing of Test concrete compressive strength (ASTM C31 & C39), slump Concrete ACI-CFTT (ASTM C143), air -content (ASTM C231 or C173) and temperature ACI -STT (ASTM C1064). 9. Curing and Protection Inspect curing, cold weather protection and hot weather ACI -CCI protection procedures. ICC-RCSI 10. Other: CASE Form 101 • Statement of Special Inspections • ©CASE 2004 Masonry Required Inspection Level: ❑ 1 ® 2 Page 6 of 10 Item Agency # Scope (Qualif.) 1. Material Certification Refer to structural notes and specifications. 2. Mixing of Mortar and Grout Inspect proportioning, mixing and retempering of mortar and grout. ICC-SMSI 3. Installation of Masonry Inspect size, layout, bonding and placement of masonry units. ICC-SMSI 4. Mortar Joints Inspect construction of mortar joints including tooling and filling of head joints. ICC-SMSI 5. Reinforcement Installation Inspect placement, positioning and lapping of reinforcing steel. ICC-SMSI Inspect welding of reinforcing steel. AWS-CWI 6. Prestressed Masonry N/A 7. Grouting Operations Inspect placement and consolidation of grout. Inspect masonry ICC-SMSI clean -outs for high -lift grouting. 7. Weather Protection Inspect cold weather protection and hot weather protection ICC-SMSI procedures. Verify that wall cavities are protected against precipitation. 9. Evaluation of Masonry Test compressive strength of mortar and grout cube samples Strength ICC-SMSI (ASTM C780). Test compressive strength of masonry prisms (ASTM C1314). 10. Anchors and Ties Inspect size, location, spacing and embedment of dowels, anchors ICC-SMSI and ties. 11. Other: CASE Form 101 9 Statement of Special Inspections • ©CASE 2004 Structural Steel Page 7 of 10 Item Agency # Scope (Qualif.) 1. Fabricator Certification/ Review shop fabrication and quality control procedures. Quality Control Procedures AWSIAISC- ❑ Fabricator Exempt SSI ICC-SWSI 2. Material Certification Review certified mill test reports and identification markings on wide flange shapes, high-strength bolts, nuts and welding AWS/RISC- electrodes SSI ICC-SWSI 3. Open Web Steel Joists Inspect installation, field welding and bridging ofjoists. PE/SE 4. Bolting Inspect installation and tightening of high-strength bolts. Verify that splines have separated from tension control bolts. Verb AWS/AISC- proper tightening sequence. Continuous inspection of bolts in slip - SSI critical connections. ICC-SWSI 5. Welding Visually inspect all welds. Inspect pre -heat, post -heat and surface preparation between passes. Verb size and length of fillet welds. AWS-CWI Ultrasonic testing of all full penetration welds. ASNT 6. Shear Connectors Inspect size, number, positioning and welding of shear connectors. Inspect studs for full 360 degree flash. Ring test all shear AWS/AISC- connectors with a 3 lb hammer. Bend test all questionable studs to SSI 15 degrees. ICC-SWSI 7. Structural Details Inspect steel frame for compliance with structural drawings, including bracing, member configuration and connection details. PE/SE 8. Metal Deck AWS-CWI Inspect welding and side -lap fastening of metal roof and floor deck. 9. Other: CASE Form 101 • Statement of Special Inspections 9 ©CASE 2004 Cold -Formed Steel Framing Page 8 of 10 Item Agency # (Qualif.) Scope 1. Member Sizes PE/SE EIT Verify with CFS sub -contractor's approved shop drawings 2. Material Thickness PE/SE EIT Verb with CFS sub -contractor's approved shop drawings 3. Material Properties POSE EIT Verify with CFS sub -contractor's approved shop drawings 4. Mechanical Connections PE/SE EIT Verb with CFS sub -contractor's approved shop drawings 5. Framing Details PE/SE EIT Verb with CFS sub -contractor's approved shop drawings CASE Form 101 9 Statement of Special Inspections • ©CASE 2004 Spray -Applied Fire Resistant Material Page 9 of 10 Item Agency # Scope (Qualif.) 1. Material Specifications 2. Laboratory Tested Fire Review UL fire resistive design for each rated beam, column, or Resistance Design assembly. ICC-SFSI 3. Schedule of Thickness Review approved thickness schedule. ICC-SFSI 4. Surface Preparation Inspect surface preparation of steel prior to application of fireproofing ICC-SFSI 5. Application Inspect application offtreproofing. ICC-SFSI 6. Curing and Ambient Condition Verb ambient air temperature and ventilation is suitable for application and curing of fireproofing. ICC-SFSI 7. Thickness Test thickness offireprooftng (ASTME605). Perform a set of thickness measurements for every 1,000 SF offloor and roof ICC-SFSI assemblies and on not less than 25% of rated beams and columns. 8. Density Test the density of fireproofing material (ASTME605). ICC-SFSI 9. Bond Strength Test the cohesive/adhesive bond strength of fireproofing ASTM E736). Perform not less than one test for each 10, 000 SF. ICC-SFSI 10. Other: CASE Form 101 o Statement of Special Inspections . ©CASE 2004 Wood Construction Page 10 of 10 Item Agency # Scope (Qualif.) 1. Fabricator Certification/ Inspect shop fabrication and quality control procedures for wood Quality Control Procedures truss plant. ❑ Fabricator Exempt 2. Material Grading PE/SE Inspect materials for conformity with project specifications. 3. Connections PE/SE Inspect connections for conformance with structural drawings. 4. Framing and Details PE/SE Inspect layout offramingfor conformance with structural drawings. 5. Diaphragms and Shearwalls PE/SE Inspect size, configuration, blocking and fastening of shearwalls and diaphragms. Verb panel grade and thickness. 6. Prefabricated Wood Trusses PEISE Inspect the fabrication of wood trusses. 7. Permanent Truss Bracing PE/SE Inspect size and installation of bracing in accordance with requirements set forth in the (SER approved) floor and roof truss design sheets. 8. Shearwall Tie Down System PE/SE Inspect installation of all components ofshearwall tie down system in accordance with shearwall tie down system certified design. CASE Form 101 a Statement of Special Inspections 9 ©CASE 2004