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HomeMy WebLinkAboutBuilding Permit #477 - 105 BONNY LANE 1/11/2010 TOWN OF NORTH ANDOVER APPLICATION FOR PLAN EXAMINATION Permit NO: Date Received Date Issued: r IMPORTANT: Applicant must complete all items on this page 49 LOCATION / o nvl-�:g /I&4 Print PROPERTY OWNER z� �_ ,4Qalz e. ,,,S/Z/'-te a Print MAP NO: PARCEL: ZONING DISTRICT: Historic District yes Machine Shop Shop Village yes no TYPE OF IMPROVEMENT PROPOSED USE Residential Non- Residential New Building One family Addition Two or more family Industrial Alteration No. of units: Commercial Repair, replacement Assessory Bldg Others: Demolition Other Septic Well Floodplain Wetlands Watershed District Water/Sewer DESCRIPTION OF WORK TO BE PERFORMED: 1 t d f love Jo;l Identification Please Type Type or Print Clearly) OWNER: Name:�IG ,g,, A,,n� J Lz/A 4 Ae1 0___ Phone:9 Address: J ltlr� �OPd'f"a,�• fc CONTRACTOR Name: nn,�,,�P4. Cu� ct�`:n. ,�,.�, Phone: Address: ''1 ,�'��f`ctio � - / �s Supervisor's Construction License: CS 3 Exp. Date; Home Improvement License: f Exp. Date: 2 2 ARCHITECT/ENGINEER /a ,,.- A �bn,el Phone: 27d-- 4162 - �V-( Address: /i Adq anx624enQ Z- -Reg. No. FEE SCHEDULE.BULDING PERMIT.$12.00 PER$1000.00 OF THE TOTAL ESTIMATED COST BASED ON$125.00 PER S.F. Total Project Cost: $ 3 60C. — FEE: $ Check No.:��(g Receipt No.: NOTE: Persons contracting with unregistered contractors do not have access to gu r ty and Signature of Agent/Owner Signature of contractor Location �b� an n"I �6v _ /) No. Date HQRTI� TOWN OF NORTH ANDOVER r f 1ti, f 9 + Certificate of Occupancy $ Etn Building/Frame Permit Fee $ '�_ -2 a4us Foundation Permit Fee $ Other Permit Fee $ TOTAL $ Check # 422 2 6 - Building Inspector Plans Submitted Plans Waived Certified Plot Plan Stamped Plans TYPE OF SEWERAGE DISPOSAL Public Sewer Tanning/Massage/Body Art Swimming Pools Well Tobacco Sales Food Packaging/Sales Private(septic tank,etc. Permanent Dumpster on Site THE FOLLOWING SECTIONS FOR OFFICE USE ONLY INTERDEPARTMENTAL SIGN OFF - U FORM DATE REJECTED DATE APPROVED PLANNING & DEVELOPMENT 3 9 COMMENTS CONSERVATION Reviewed on Signature COMMENTS . HEALTH Reviewed on Signature COMMENTS Zoning Board of Appeals: Variance, Petition No: Zoning Decision/receipt submitted yes Planning Board Decision: Comments Conservation Decision: Comments Water & Sewer Connection/Signature &Date Driveway Permit DPW Town Engineer: Signature: Located 384 Osgood Street FIRE DEPARTMENT - Temp Dumpster on site yes no Located at 124 Main Street Fire Department signature/date COMMENTS Dimension Number of Stories: Total square feet of floor area, based on Exterior dimensions. Total land area, sq. ft.: ELECTRICAL: Movement of Meter location, mast or service drop requires approval of Electrical Inspector Yes No DANGER ZONE LITERATURE: Yes No MGL Chapter 166 Section 21A—F and G min.$100-$1000 fine NOTES and DATA— (For department use ❑ Notified for pickup - Date Doc:.Building Permit Revised 2008 Building Department The following is a list of the required forms to be filled out for the appropriate permit to be obtained. Roofing, Siding, Interior Rehabilitation Permits ❑ Building Permit Application ❑ Workers Comp Affidavit ❑ Photo Copy Of H.I.C. And/Or C.S.L. Licenses ❑ Copy of Contract ❑ Floor Plan Or Proposed Interior Work ❑ Engineering Affidavits for Engineered products NOTE: All dumpster permits require sign off from Fire Department prior to issuance of Bldg Permit Addition Or Decks ❑ Building Permit Application ❑ Certified Surveyed Plot Plan ❑ Workers Comp Affidavit ❑ Photo Copy of H.I.C. And C.S.L. Licenses ❑ Copy Of Contract ❑ Floor/Crossection/Elevation Plan Of Proposed Work With Sprinkler Plan And Hydraulic Calculations (If Applicable) ❑ Mass check Energy Compliance Report (If Applicable) ❑ Engineering Affidavits for Engineered products NOTE: All dumpster permits require sign off from Fire Department prior to issuance of Bldg Permit New Construction (Single and Two Family) ❑ Building Permit Application ❑ Certified Proposed Plot Plan ❑ Photo of H.I.C. And C.S.L. Licenses ❑ Workers Comp Affidavit ❑ Two Sets of Building Plans (One To Be Returned) to Include Sprinkler Plan And Hydraulic Calculations (If Applicable) ❑ Copy of Contract ❑ Mass check Energy Compliance Report ❑ Engineering Affidavits for Engineered products 9 NOTE: All dumpster permits require sign off from Fire Department prior to issuance of Bldg Permit In all cases if a variance or special permit was required the Town Clerks office must stamp the decision from the Board of Appeals that the appeal period is over. The applicant must then get this recorded at the Registry of Deeds. One copy and proof of recording must be submitted with the building application Doc: Doc.Building Permit Revised 2008 ^ R Kevin M. Martin, P.E. K.MM Geotechnical ConLtd_Unjs, LLC C 7 Marshall Road ,Hampstead, NH 03841 603-489-5556 (p)/ 6037489-5558 (0/ 78.1=718-4084(m) kepinmartinpe@aol.com FIELD REPORT TO: Bill Constantine Annecrest Building Corp. �1H OFI�q�,s P.Q.Box 290 Boxford, MA 01921 oC'� KEVIN M. qc� MARTIN u' CIVIL FROM:• Kevin M. Martin, P.E. No.382M Geotechnical Engineer 9- �0 4`t DATE: January 25, 2010 Fss/aNAl. RE: RESIDENCE- 105 BONNY LANE NORTH ANDOVER,MASSACHUSETTS This report serves to summarize geotechnical inspections to date with respect to the building pad preparation. BACKGROUND Unsuitable fill and buried organics were identified in the building pad. These soils are underlain by a compact, silty till. The building pad preparation involves the full removal of fill, organics, abandoned foundations and other questionable material. The excavation is to be replaced with a one inch minus crushed stone. These recommendations are per the Geotechnical Summary Report. dated December 24, 2009. .January 12,2010 (Clear, 20's) Site excavation and foundation subgrade preparation commence. Portions of old foundation are partially removed and stockpiled for disposal off-site.* Excavation begins in rear corner(see Sketch). The glacial till (brown, silty Sand, little gravel) is encountered about =12-18 inches below BOF grade (lower knee wall foundation). Some additional subsoil (loamy silty sand) is removed from excavation. The till appears wet being near the groundwater table. The till is smoothed or heeled I January 20, 2010 105 Bonny Lane ry North Andover, Massachusetts Page 2 of 3 with the back of excavator bucket and crushed stone is immediately placed atop subgrade. Subgrade preparation is progressing per geotechnical recommendations. It was recommended that a temporary sump be installed and frost protection be provided given winter conditions. Contractor is using a small plate (Wacker 1.550) to densify stone. This plate is adequate for the initial stone base but a larger plate should be used for the deeper fill. January 13, 2010 (Clear,20's) Temporary sump is in place. Groundwater is near base of stone (-l5 inches deep). Contractor is working the other rear half of building (see Sketch). The till is gradually deeper on this side consisting of a grey-blue, silty Sand, little gravel,trace clay. Groundwater is again present at till subgrade. Contractor is still. heeling till then immediately placing stone fill. A depressed and localized stump hole was encountered along rear corner. Stump hole was filled with organic matter including topsoil, stumps,wood,brush,clayey till and other matter. The stump hole extends about -5 ft below BOF. This area was excavated of the unsuitable matter. Groundwater was baled with the excavator bucket. The hole was immediately filled with crushed stone and compacted with the excavator bucket. The contractor continues to use small plate to densify the initial lift of stone. Additional stone has been placed to achieve BOF. This additionalfill is to be densified with a reversible plate compactor prior to foundation construction. These is about =14-20 inches of stone below BOF grade. Insulation blankets have been.used along the footing line. The excavated soils are being stockpiled on-site. Concrete is being removed as well as some of the unsuitable fill. January 14, 2010 (Clear,201s) Excavation continues along the front expansion area. The blue-grey, silty till continues to be encountered along this side of excavation. The till was penetrated at least -2-3 ft to achieve subgrade. Deeper, unsuitable fill appears present towards the front porch being associated with an abandoned septic tank. Stone is being placed atop heeled subgrade. Minimal groundwater is present atop the till. The small plate continues to be used to densify initial base of stone. Additional stone is being placed to achieve BOF grade. Insulation blankets are present atop footing areas. Groundwater remains consistent in sump with no need to dewater. 105 Bonny Lane January 20, 2010 North Andover, Massachusetts Page 3 of 3 January 15,2010 (Overcast,30401s) The front excavation continues (see Sketch). In this area, the till is higher in elevation and only requires about one foot of stone (for subgrade protection). The till was penetrated about 2 ft to achieve subgrade. The till consists of the brown, silty Sand,little gravel. Groundwater is not present but the till is damp to wet. The excavated soils are being loaded for disposal off-site. The initial one foot base of stone continues to be placed and densified with the small plate. The Contractor is to rent a reversible plate for better compaction.of the deeper fit. There is about -1-3 ft of stone to achieve BOF grade based on elevation survey by the contractor. The stone fill will be deepest away from the garage and towards the stump pit. The excavation is dry and stable. Frost blankets continue to be used given the winter conditions. January 20,201.0 (Sunny,35's) The entire building pad was excavated and replaced with crushed stone fill to achieve foundation grade. There is at least one foot of crushed stone below the footings for protection. Deeper fill is also present to replace deeper excavations necessary to remove the soft fill and organics. Final grading of the building footprint to achieve grade was reviewed this date. The structural fill consists of a l inch minus crushed stone. The fill was observed being placed in a controlled lift sequence with the Hitachi 370 excavator positioned inside the pad. Densification of the fill includes traversing the stone pad with the tracked excavator. The fill was also densified with a large vibratory plate compactor as recommended. The fill exhibited stable, compact and tightly interlocked conditions. The. subgrade cutout and stone fill are expected to include a z5 ft periphery laterally beyond the foundation. The foundation subgrade conditions and preparation reviewed for this building pad are consistent with the Geotechnical Report. The prepared pad is considered suitable for foundation bearing support provided the subgrade remains compact, protected from frost, dewatered and stable throughout construction. We trust the contents of this report are responsive to your needs at this time. Should you have any questions or require additional assistance, please do not hesitate to contact our office. kmm48/northand.rpt I �voua�s� 9 . Asa r0 WtIs 9" REVISIONS DATE• BY 8'-0" 8'-0" 8'-0" _8'-0" 3'-2" 9" M PLANKS A Added shelf to found. 1 19 10 ST —PLANK PLANK PLANK PLANK PLANK 7 Br NEwsllass TOPPING En'OIHEIHS 3' I-7'-1 - - L I --------- ----- 1---- —————————— 4 1 #4 eENr REHM 6'-4" 3'-3" 0 4-0 O.C.By OTHERS tem Description Depth Qty eFA>�Hc STRIP.�r Pi 23'-0- x 8'-0" 7 5/8" 3 6" 6" I BY OTHERS 13 I 1—r-0--1 P2 21'-0" x 8'-0" 7 5/8- 1 Q SECTION P3 21'-0" x 3'-2" 7 5/8" 1 Pu _ -0 3 Unique Sizes - Total Planks 5 m 'NEWCONE'PUNKS i 5 ( TOPPING By Br oDleHs I I7 In �Y I i0 i0 O Y I I I /4 BEM RESAR I P1A ND P2 P3 a- P 1 P 1 i N 04 O 4'-0.0.C.BY OTHERS N I&N STRIPNT I I BY ERECTOR 1 F SECTION GENERAL NOTES 3 I PLt SCA :I/z•-V CONCRETE STRENGTH: Fc 0 28 DAYS-5000 P.SL,ATSM C39+ACI 318 CONCRETE COVER: ON REINFORCING(BOT.do SIDES-1 1/2-MIN. ON PRESTRESSING STRAND=1 MIN. TOPPING BY � r f-7•-T STEEL REINFORCING: Z I toptM. MILD STEEL=ASTM ry PRESTRESSED STRESSED STRAND 7 WIRE RELIEVED n VOID ASTM A416 270 K.S.I. -- ---- " r O 1 -------- ------ 2 1 I GUIDELINES: PLANKS M-27BY NEMSIRESS AND PRESTRESS CONTRONCCRET ONE TIONS INS'nTUTE MNLI16 o f4 BENT REBMt — — ------J � � O I O 4'-0'O.C.BY OTHERS EXISTING CONDITIONS: N DIMENSIONS B ELEVATIONS SHOWN FOR EXISTING rt I ITEMS ARE BASED ON INFORMATION FROM �J? -1'-0'--F CONTRACTOR ND/OR OWNER. THESE PARTIES 9'-8" -+ r SHALL VERIFY DISPOSITION OF WALLS AND FIT 9'-8" 3' 0" 9'-8" SECTION OF PLANKS PRIOR TO APPROVAL OF THESE DRAWINGS 1'-0" 1'-10" PLS SCAse:1/2•-I'-o' DESIGN LOADS: 23'-8" 13'-0" LIVE LOAD: 50PSF 36'-8" y WEW'CORE•PLANKS __Ng P1E`rSarangese Res. Garage i BY NEWSIRESS 3• Bf OfIRRS \ /`� 1 p N. Andover, MA /1=...A._INS 1 UA, .. 1' / (� 0 n � I I CONTR cTOAnnecrest Building CO. Y `V i-�t4 L(/ 7v y �011 TDPPDHE r Boxford, MA j a5 a�'�- ry M'MG WEIDPUITE 4x4x1/47 I I LAYOUT & DETAILS !, Br NEwslREss xrt et' tr , `"��" 5 `�� `�° 1 BAB LAYOUT PLAN MWN W: DATE: .t(� CH 1/13/09 1/4"=1'-0" SECTION SECTION CHECKED BY: DATE: PLI SCuz:1/z--V-o• PL7 sCAEs:i/z•=i•-o• - E 4 �% 1/13/09 EPSOM.NH 03234 PHI FAX 7 e B 8 PLI r/0y G��;/� CAWSHM REVISIONS DATE BY BAB110P1 A Sl-tonw 211 10 ST a — _ c — _ 1 ALL ITEMS IISIED N BAlL ARE SUBJECT 276 TO AN OR EQUAL'SMS AT THE INSERT OPDON OF MISTRESS NC z 00 4 No I ITEM DESCRIPTION 1A STRAND 1/2 27OK—LL O 302' 4 IIID 3A volos—EPS 120' x 24' x 4.5'D 6 4 LIFTING 2 TON x 8.75. 4 INSERIS DAYTON P-52—SL 5 CONCRETE 5000 PSI STD 2 86 ao— WE]GNT: 10844 lbs CY 8A REJ3A AJHS f 3 REBAR O 9Y 4 PLAN VIER 7 15 120 120 15 SIDE VIER 96 PROJECT: SARAGNESE GARAGE 6 24 0 824 6 24 6 N. ANDOVER, °W"°L ANNECREST BLDG.. CO. N m BOXFORD, MA � � NERCORE 2 o � R + + 4 STRANDS 1/2' O 65X BAB110 DRAWN DY: DATE: ST 1113110 N MMM N� CHECKED: DATE; NN 1 13 10 EP$DMEND SECTION FAX f ,se P1 36.192088.015 • CAW SHELT # REVISIONS DATE I BY BAB110P1 A ShwbmW 2 1/19/10 Sr s - C — 1 ALL ITEMS LISTED N ROM ARE SUBJECT 276 ID AN OR EQUAL'BASIS AT 1NE W Z INSERT OPl10N INC vT W z CL N NO ITEM DESCRIPTION QTi 1A STRAND 1/2 27OK—LL O 302' 4 3A VOIDS—EPS 96' x 24' x 4.5'D 1 II III.—RAKE 38 VOIDS—EPS 120' x 24' x 4.5D 5 4 LIFTING 2 TON x 6.75e 4 INSERTS DAYTON P-52—SL cnv fl I 5 CONCRETE 5000 PSI SID 2.63 WEIGHT: 10521 Abe CY OPEN F 6A REEIAR/UFTS #3 REBAR O 72' 2 N �, 69 REBAR/LIFTS #3 REBAR O 92' 2 6C RE9AR/OPEN #3 REBAR O 35.3' 2 7A OPENING 24' x 22'x 7.63b 1 PLAN Vm 276 15120� 12015 SIDE VIER 96 PROJECT: SARAGNESE GARAGE 8 24 T6--f-24 6 24 g N. ANDOVER, MA ""NE" ANNECREST BLDG. CO. J' BOXFORD, MA NEWCORE 1 Z 4 STRANDS 1/2' O 65% � BAB110 N DRAWN BY: DATE: ST 01/13/10 CHECKED: DATE: WM END SECTION jNH NN 01/13/10 PAX f a Tae-WmU P1A 39.195.080.015 CAWSft>M IF REVISIONS DATE BY BAB110P1 A Shortened 1 1910 sr A — C - - - 1 ALL ROTS USIED N B.O.M.ARE SUBJECT 252 M AN bR FAUAL'BASIS AT THE w D( INSERT OPBON OF MISTRESS INC z l-- NO ITEM DESCRIPTION QTY 1A STRAND 1/2 27OK-LL O 278' 4 to 3A VOIDS-EPS 108' x 24' x 4.5'0 6 °f jIjI~Ma 4 UFnNG 2 TON x 6.75e 4 38 NSERIS DAYTON P-52-SL 5 CONCRETE 5000 PSI STD 238 ato WEIGHT: 9491 Ibs CY 6A REBAR/UFTS /3 REBAR O 92' 4 WELD 0 7A OPENING 24' x 20'x 7.63'D 1 3 9A WIM ATE 4x4xO.38 w/ 40/2' stud 1 PLAN VM 252 15108 10815 LLa SIDE Vm ss °"°""` SARAGNESE GARAGE 624624824----{—B N. ANDOVER. MA Owner p�Name a BOXFORD, MA NEWCORE k + 4 STRANDS 1/2. O 657G � �+ BAB110 9Y: CATE: ST 01 13/10 CHEMED: DATE END SEMON NN Ot 13/10 FAX M P2 438.192082012 CALCSI�M REVISIONS DATE B7 BAB110Pi A S'AetenW 2 1 19 10 Sr A — C — — _- 1 All.ffW LGIm NI 8.0.11.ARE SUBJECT 70 AN 'OR B7llAL'BASIS AT THE OPRON OF WOMBS INC No ITEM DESCRIPTION Qr 252 INSERT 1A STRAND 1/2 27OK—LL O 278' 2 z 3A VOIDS—EPS 108' x 24' x 4.5D 2 — 4 LIFTING 2 TON x 8.75e 4 ERTS INSDAYTON P-52—SL �— II Iv—RAKE 5 CONCRETE 5000 PSI SID 0.99 + WSW: 3942 The CY { GA REHAR/LJFTS #3 REJJAR O 34' 4 m 7A OPENING 24' x 20' x 7.63D 1 PLAN VTE1t 252 15 108 108 SIDE VZER _ PROJECT: SARAGNESE GARAGE f-8—fi-2436 °W"°R' N. ANDOVER, MA Owner Name BOXFORD, MA NEWCORE 1 I .' 2 STRANDS 1/2' A 65%--F— � J" BAB110 DRAWN gy. DATE Sr 01/13/10 CHECKED: DATE: " RMFIE NN� NN 01/13/101 END SECTION �f P3 44,195.083.012 Newstress Inc. PHONE: (603) 736-9000 SHEET OF P.O. .Box 330 Epsom, NH 03234 ]OB NO BAB110 Program: Presto -V7.00 by LEAP Software Inc. , Tampa, Florida Date 1/19/10 -PHONE : 1-800-451-LEAP (5327) ( TAMPA AREA: 813-985-9170 ) BY ST ---------------------------------------------- -------------------- - - -- - DESIGNSUMMARY --------------------------(-Data file : BAB110P1 ) -------------------------------- Loc, ft> 0.57 2.08 9.20 11.50 13.80 20.92 22.43 ------------------------------------------------------------------ REINFORCED CHECK POINT SECTION PROPERTY DATA Zone 1 1 1 1 1 1 1 A,in2 408.5 408.5 408.5 408.5 408.5 408.5 408.5 I j n4 3005 3005 3005 3005 3005 3005 3005 Yb,in 3.88 3.88 3.88 3.88 3.88 3.88 3.88 Ic,in4 6214 6214 6214 6214 6214 6214 6214 Ybc,in 5.43 5.43 5.43 5.43 5.43 5.43 5.43 ------------------------------------------------------------------ RELEASE STRESSES (psi) Total (Prestress + Self-wt) Top -25 -12 244 260 244 -12 -25 Bottom 169 533 274 258 274 533 169 Losses 2.5% 2.5% 1.5% 1.5% 1.5% 2.5% 2.5% ------------------------------------------------------------------- FINAL STRESSES (psi) Total (Prestress + All DL + LL) Topping 10 54 175 182 175 54 10 Top 18 134 608 638 608 134 18 Bottom 106 301 -270 -306 -270 301 106 Losses 9.0% 9.0% 5.4% 5.1% 5.4% 9.0% 9.0% ----------------------------------------------------------------- ULTIMATE STRENGTH Mu,k-ft 5.0 26.8 86.0 89.8 86.0 26.8 5.0 Msc,k-ft 17.4 62.3 103.9 103.9 103.9 62.3 17.4 Mor,k-ft 472.7 472.7 472.7 472.7 472.7 472.7 472.7 pMn,k-ft 17.4 62.3 103.9 103.9 103.9 62.3 17.4 phiMn/Mu 3.48 2.33 1.21 1.16 1.21 2.33 3.48 -------------------------------------------------------------------- VERTICAL SHEAR AND TORSION vu,k 15.5 13.4 3.3 0.0 3.3 13.4 15.5 Tu,k-ft 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Vci ,k 171.7 50.7 19.6 19.6 19.6 50.7 171.7 vcw,k 43.0 51.8 62.6 63.3 62.6 51.8 43.0 vc,k 43.0 50.7 19.6 19.6 19.6 50.7 43.0 vs,k 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Vs,max 92.1 92.1 92.1 92.1 92.1 92.1 92.1 Tc,k-ft 0.0 0.0 0.0 0.0 0.0 0.0 0.0 TS,k-ft 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Av,in2/ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Al ,in2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 S-Max,in 7.51 7.51 7.51 7.51 7.51 7.51 7.51 HORIZONTAL SHEAR Ahs,in2/ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ahr,in2/ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ------------------------------------------------------------------- CAMBERS AND DEFLECTIONS (in) Release: -0.00 0.01 0.04 0.04 0.04 0.01 -0.00 Erect. 0.00 0.02 0.02 0.02 0.02 0.02 0.00 Final -0.01 -0.07 -0.34 -0.36 -0.34 -0.07 -0.01 ---------------------------------------------------------- i i k I . I y Newstress Inc. PHONE: (603) 736-9000 1 SHEET OF P.O. Box 330 Epsom, NH 03234 JOB NO BAB110 Program: Presto -v7.00 by LEAP Software Inc. , Tampa, Florida Date 1/19/110 PHONE : 1-800-451-LEAP (5327) ( TAMPA AREA: 813-985-9170 ) BY ST ----------------------------------------------------------------------------- ULTIMATE ANALYSIS ( Data file : BAB110PI ) - --------------------------------------------------------------------------- ULTIMATE STRENGTH Loc, ft> 0.57 2.08 9.20 11.50 13.80 20.92 22.43 Mu,k-ft 5.0 26.8 86.0 89.8 86.0 26.8 5.0 bfl,in 96.00 96.00 96.00 96.00 96.00 96.00 96.00 tfl,in 2.38 2.38 2.38 2.38 2.38 2.38 2.38 bweb,in 24.00 24.00 24.00 24.00 24.00 24.00 24.00 Aps,in2 0.10 0.36 0.61 0.61 0.61 0.36 0.10 fse,psi 159664 159664 166024 166478 166024 159664 159664 As,in2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 A's,in2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d' ,in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 f'c,psi 3000 3000 3000 3000 3000 3000 3000 c,in 0.13 0.46 0.79 0.79 0.79 0.46 0.13 Beta-1 0.850 0.850 0.850 0.850 0.850 0.850 0.850 a,in 0.11 0.39 0.67 0.67 0.67 0.39 0.11 Controls TENS TENS TENS TENS TENS TENS TENS fps,psi 269809 269267 268681 268682 268681 269267 269809 Msc,k-ft 17.4 62.3 103.9 103.9 103.9 62.3 17.4 dsc,in 8.76 8.76 8.76 8.76 8.76 8.76 8.76 cor,in 3.71 3.71 3.71 3.71 3.71 3.71 3.71 Mor,k-ft 472.7 472.7 472.7 472.7 472.7 472.7 472.7 pMn,k-ft 17.4 62.3 103.9 103.9 103.9 62.3 17.4 phiMn/Mu 3.48 2.33 1.21 1.16 1.21 2.33 3.48 ------------------------------------------------------------------- CRACKING LOAD ( ACI Sec 18.8.3 ) Checked at 11.50 ft. fr = -514 psi ( ACI sec 9.5.2.3, Eq 9-9 ) phi*Mn = 103.88 k-ft Mcr = 86.2 p-ft phi*Mn/Mcr = 1.21 --------------------------------------------------------------------------- Newstress Inc. PHONE: (603) 736-9000 SHEET OF P.O. Box 330 Epsom, NH 03234 JOB NO BAB110 Program: Presto -V7.00 by LEAP Software Inc. , Tampa, Florida Date 1/19/10 PHONE : 1-800-451-LEAP (5327) ( TAMPA AREA: 813-985-9170 ) BY ST -------------------------------------------------------------- INPUT DATA (-Data file : BAB11OP1 ) ------------------------------------- -------------------------------- PROJECT DATA Project Id Saragnese Res Garage Task Id 23'-0' ' Plank with 50 PSF loading PRECAST DATA SPAN DATA CONCRETE DATA Section ID 8NC8 Overall Len 23.00 ft Precast Type HC Support Loc Left,ft Right,ft f'c,psi 5000 Area,in2 408.5 Release 0.83 0.83 f'ci ,psi 3000 Yb,in 3.88 Final 0.25 0.25 wc,ppcf 145 M.I. ,in4 3005 Trib. wid 4.00 4.00 EC,ksi 4074.3 Bfl-top,in 96.00 Location INTERIOR Eci ,ksi 3155.9 Tfl-top,in 1.63 Exposure INTERIOR fct,psi 0.0 H,in 7.63 ecu 0.0030 Bfl-bot,in 96.00 ALLOWABLE CONCRETE STRESSES Topping Tfl-bot,in 1.50 f'ct,psi 3000 web extnt,in: 96.00 Release COmp,psi Tens,psi wct,pcf 150 shear wid,in: 24.00 Prec-top 1800.0 -328.6 ECt,ksi 3320.6 Stems, No. 4 Bottom 1800.0 -164.3 top wid,in 6.00 Final PHI FACTORS bot wid,in 6.00 Topg-top 1350.0 -328.6 vol/Surface 1.97 Prec-top 2250.0 -424.3 Flexure 0.90 Sx2y,in3 957.06 Bottom 2250.0 -424.3 Shear 0.85 xl,in 0.00 Concrete 1.00 yl,in 0.00 CAMBER AND DEFLECTION MULT. Steel 1.00 LOAD MULTIPLIERS At erection w/o Topg w/ Topg Bearing 0.85 Self wt 1.85 1.85 MISCELLANEOUS DATA DL.Factor 1.200 Prestress 1.80 1.80 LL Factor 1.600 Final Shoring NONE Self weight Self wt 2.70 2.40 Transformed: NO At Release 1.000 Prestress 2.45 2.20 Recapture YES At Final 1.000 S.D.L. 3.00 3.00 Comp shear ; YES Bearing 1.150 Topg wt 0.00 2.30 Bi-Linear : YES ---------------------------------------------------------------- TOPPING DATA Dimension Topg,in/Gap,in ECC. , in 0.0 width 96.00/ 0.00 Thickness 2.38/ 2.38 for 23.00 ft ----------------------------------------------------------------- OPENING DATA None ------------------------------------------------------------------- LOADING DATA ECC,in Description DL 0.238 k//ft @ 0.00 ft to 0.238 k/ft @ 23.00 ft 0.00 Topping wgei ht LL0.050 ksf fr 0.00 ft to 23.00 ft 0.00 LIVE LOAD - - ------------------------------------------------------------------- PRESTRESSED STRAND DATA Losses PCI Loss at release : 0.0% Fpu,ksi : 270.00 s Newstress Inc. PHONE: (603) 736-9000 SHEET OF P.O. Box 330 Epsom, NH 03234 JOB NO BAB110 Program: Presto -v7.00 by LEAP Software Inc. , Tampa, Florida Date 1/19/10 PHONE : 1-800-451-LEAP (5327) ( TAMPA AREA: 813-985-9170 ) BY ST ------------------------------------------------------------------------------- INPUT DATA ( Data file : BAB11OP1 ) ----------------------------------------------------------------- strand ID: 1/2 -270K-LL at final 0.0% Fpy,ksi 243.00 Area,in2 0.153 Hrs to release 16 EpS,ksi 29000 Dia,in 0.500 Days to topping 30 Rel Hum 75% Ld Mult 1.00 Days to Comp DL 60 ------------------------------------------------------------------------------- PRESTRESSED STRAND PATTERN DATA Strands 4.00 Type : LOW RELAXATION Profile : STRAIGHT Pull 0.65*fpu = 26.9k /Str Template: 3 at 1.00 in 3 at 1.00 in 3 at 1.00 in 3 at 1.00 in 3 at 1.25 in 3 at 1.25 in 3 at 1.25 in 3 at 1.25 in 3 at 2.25 in 3 at 2.25 in 3 at 2.25 in 3 at 2.25 in 3 at 1.75 in 3 at 1.75 in 3 at 1.75 in 3 at 1.75 in 3 at 2.00 in 3 at 2.00 in 3 at 2.00 in 3 at 2.00 in 3 at 2.25 in strand Patterns 3 at 2.25 in 3 at 2.25 in 3 at 2.25 in Left 1.00 at 1.25 in 1.00 at 1.25 in 1.00 at 1.25 in 1.00 at 1.25 in Right Equivalent to left end pattern Y-cg,in Left= 1.25 ------------------------------------------------------------------------------- STRAND GROUPS, SHIELDING AND PULL DATA Group No. of strand Height,in Pull Shielding ft Type No Strands Left----Depr---Right Frac Left---Ri6ht 1 1.00 1.25 1.25 1.25 0.65 0.00 0.00 ENDS 2 1.00 1.25 1.25 1.25 0.65 0.00 0.00 ENDS 3 1.00 1.25 1.25 1.25 0.65 0.00 0.00 ENDS 4 1.00 1.25 1.25 1.25 0.65 0.00 0.00 ENDS ----------------------------------------------------------------------------- REBAR DATA TENSION STEEL SHEAR STEEL Es,ksi : -29000-------Fy,ksi : 60 FS,ksi : 30 --------Fy,ksi-_ 60 ------ -------------------------- ----------- REBAR PATTERN DATA None --------------------------------------------------------------------------- BEARING STEEL DATA Fy,ksi . 60 Nu/vu 0.200 Length,in : 0.00 Width,in 0.00 Dist to Brg,in 0.00 Theta,min : 0.00 Theta,max 0.00 Theta,increment 0.00 ------------------------------------------------------------------------- �S DATE, January 5,2010 TO- Annecrest Building Corporation PO Box 290 NOW MA M V11 A I MN YION: bill t_onstantine PROJECT NAME: Saragnese Residential C arge,North,Andover.MA WE PROPOSE.. To manufacture and truck per approved Newstress Shop Drawings. g"Newcore planks to work composite with a reinforced cast in place topping' Y others and to cover the floor of a passenger car garage 24' x 36' with a notch. r1ohl 01'r �, Or,0 Mir,ip,1001W fl$�ftl , Buycr to post for pa,"ell9c, ca"aft Pit; ' (1ptjt.K;kbV11lY <11jdt0 provide a physical barrier to prevent heavier vehicles access to garage floor. S1101'DRAWINGS:Shop drawings included- FOR THE SUM OF:Seven Thousand Eight]hundred Dollars (S7,800.00) Optional P E Stamp $450.00 V'es. Please Include Mo.Don't include � Optional Bearing Pads 72 ft.For$ 54.00 or Masonite by Others 4es. Pleasc include V-NQ Dpn't include TERMS: 1. Down Payment $3.900.00(+S450-00 if opted. +$54.00 if opte l 2. Upon Delivelry S3,900.00 Bank Check IRUCKiNG: Inclttded with one hour unloading allowed. Additional hours(a) S 150.00/hr ; r Access and maneuvering room acceptable to Newstress required. Ct»h.inl• /Area Recliiired For I trailer loads. F:RE•C:TION: Fxcluded- Contract Cuulinum,bu P:tge 2 Structural Systems From Housing to Bridges Concrete,Prestressed, & Steel 1640 Dover Road (Route 4), Epsom,NH 03234 • 603 736-9000 • FAX 603 736-9349! Mail: P.O. Box 330, Epsom. NH 03234 • Email: newstres0metrocast.net ,.e -2 Saragnese Residential Garage,North Andover, ISA co."est Building Corporation Jan 8,2010 4 EXC:t.US1ONS: Any service, labor,or material not cast in the precast conerctc, unless specifically included in any of above Provisions. CONDITIONS: Per Newstress'standard Conditions of Sale' SALES TAXES: If applicable,are excluded. _ __,....—._�..._. ^rC%'Gtt'1'.+►?ICC Olr IRp_I_llJp9 4.T� I tie above proposal and the conditions of sale as stated on the reverse side of sheet,when signed by Newstress and the Buyer,constitute a binding contract. This proposal will be withdrawn if not accepte within 10 days. _ _ L - Buyer: �� L ,n v�l -_C-i21�• Nei+stress Inc. ----- By `ear p 1 l Date:_ D - Print Natt�e �LiL.. �c►_J._` i�rr_ � ,._.--__.-.— �- I V40RTH Town of Andover No. M Z-/Z- ID over, ass., 0 �-o C LAKE E HI . W.C. 0RATEDPPS\ C BOARD OF HEALTH Food/Kitchen PERMIT T D Septic System BUILDING INSPECTOR THIS CERTIFIES THAT........ ................ ......... ..... ................... Foundation has permission to erect........................................ buildings on.10S......48.00.4�......14�................................... Rough to be occupied as........Pet'o- a,..e� Chimney ............................................................................................... provided that the person accepting this permit shall in a respect conform to the terms of the application an file in Final this office, and to the provisions of the Codes and By-Laws relating to the Inspection, Alteration and Construction of Buildings in the Town of North Andover. PLUMBING INSPECTOR VIOLATION of the Zoning or Building Regulations Voids this Permit. Rough Final PERMIT EXPIRES IN 6 MONTHS tv ELECTRICAL INSPECTOR UNLESS CONS MARTS Rough .... Service ........................................................................................................... BUILDING INSPECTOR Final Occupancy Permit Required to Occupy Building GAS INSPECTOR Rough Display in a Conspicuous Place on the Premises — Do Not Remove Final No Lathing or Dry Wall To Be Done FIRE DEPARTMENT Until Inspected and Approved by the Building Inspector. Burner Street No. SEE REVERSE SIDE Smoke Det. A mecrest Builda:ng Corp. To: s e' P.O. Box 290 Boxford, MA 01921 r 978-887-4991 CHANGE ORDER Job Location: 1�aria%' kaz /1l 4r104,0wer Date: �� ld Change Order No.: One >) We hereby agree to make the change(s) specified below: P rn e v L a n c i S j2a se 0 A < +C ±6f.- 119 U ri Il.-��f�rZ�E�r►-� �:2( /5 r ti ? I �=� VJ A-� rn-e,%,) 'C o 1)Y J AJV 1 v a r► t f ` G(ti ���XCu.VLt0v4. , S±roAV(^A \ "t'��` dw� rJdt���t ► ��i�—�� KAP ,r. a C C -�Ale dr��i Joy, �!�)U 1� eui� r► M ur�c ti � (� , , ( •� i, �D P amu.f ' g R f,ce- A-ndam. np,Lj -- au,2 1w, lr-,�,�w,� u� . ��►� s 5�► Q - g o�F ti�. a~r� 4_ s'1�y . �c1�: S t`i c e 0 e.S Y% !,ju-A!-Au AQP acm)/ VS eW W 8 t9 1-1 Q d, S k L — K V)S e. \V1 S V pAc 1, Note: This Change Order becomes pati of and in conformance with the existing contract. WE AGREE hereby to make the change(s) specified above at this Total Price Akv4 Date: / A0 Authorized signature Annecrest Building Corporation ACCEPTED — The above prices and specifications of this Change Order are satisfactory and are hereby accepted. All work to be performed under same terms and conditions specified in original contract unless Y otherwise stipulated. ` Date of Acceptance: I LPIVA Signature Customer/Buyer Page L of Z A inecrest BuUdisig Corp. To: P.O. Box 290 Boxford, MA 01921 978-887-4991 CHANGE ORDER Job Location: /d,- gortn X ,C.,�,y,�. , /U-4rztQovrr Date: / 8 lO Change Order No.: We hereby agree to make the change(s) specified below: ,ri `�Y`r��9►�xw, `4ADV0 �faC&�IA)a�Gt%0LIo-I ✓ a kAv%ryBtl`�" 6t 4" �er- br�C tJ;n,e. ��v,� ',r S1n. /S ��,sP`ey►+ �r o ss s ems►en-� o r- 4 U-V u Ir a VLr, s e :0 a`o `4. �a t- C;rx. \10A,0 �o o S' n n e vo t`oaq C ort' ` n i v►��_ p �r�,,r- `acs ver `- /C� ©VVe r��e b ct v� s W �\ K3 P P� C 2 It 9 U "�"d a�°�1 1/� _d' l., O Yi •, . C `ii& -4�r, 4 z7�ousa.� r- e- Ch-vJ2 w A)ay- - -10 V)e- e +Q Note: This Change Order becomes part of and in conformance with the existing contract. WE AGREE hereby to make the change(s) specified above at this Total Price ' 3 9 o®'o._ Date: /O Authorized signature L via Annecrest Building Corporation ACCEPTED— The above prices and specifications of this Change Order are satisfactory and are hereby accepted. All work to be performed under same terms an'd conditions specified in original contract unless otherwise stipulated. Date of Acceptance: Signature Customer/Buyer Page )- of 2 I I nnnecrest Building Corp_ To: �- P.O. Box 290 Boxford, NU 01921 , . 978-887-4991 CHANGE ORDER Job Location: /d$- 90,na x 4apzle-. , AL A^Zver Date: / . 11—o Change Order No.: _ 7- We hereby agree to make the change(s) specified below: r / 1 i j t �► U rL a ri ea- cr ^a e4 � L D t�►� u ,� o t l r i d� S S e�X G'c�*IL_ ..��► S t3vi X A-60iAjta.I `P�� aD 7 CrelV- ,0 ig 6, 0 C)oa�_=> Note: This Change Order becomes part of and in conformance with the existing contract. I, WE AGREE hereby to make the change(s) specified above at this Total Price )0,4 Date: 1 /b Authorized signature Annecrest Building Corporation ACCEPTED — The above prices and specifications of this Change Order are satisfactory and are hereby accepted. All work to be performed under same terms and conditions specified in original contract unless otherwise stipulated. 01 y Date of Acceptance: Signature C ""Customer/Buyer Page I of THE FRASER COMPANY Enginceringe COn.struction • Site Work&Utilities P.U.Boa 365 . DANVERS,MA 01923 TEL.(978)774-8148 - FAX.(978)774-31..93 SITEWORK PROPOSAL 30 ZO 09 REVISED DECEMBER , AA.'I E: TO: BILL CUNSTA.NTIlVE,ANNECREST BUILDING CORP. SUBJECT : 105 BONNY LANE,NORTH ANDOVER,MA-ApDITIONAL WORK FDN REMOVAL BILL, IN RESPONSE TO YOUR REQUEST FOR COSTS ASSOCIATED WrM THE CATION OFMOVALOSTONE FROM THE TTHE EXISTTNG O QF NDATISE SUBWALLS AND FOOTINGS, OVEREXCAVAT`UN TO SUPPORT IN CI.A.CIAL TELL TO THE BOTTOM OF TEE PROPOSED AS TINGEFOLLOWS:(WITH NEW SLAB @ EI FV. 123.5, 6°' LOWER THAN EXISTING SLAB ELEV.OF 124.0),1' BE 1. EXCAVATION AND OFFSITE REMOVAL OF ALL CONCRETE,INCL.SiTFiWALL ANA FOOTINGS $4,500,00 2. OVER-EXCAVATE APPROX.�'DEEP(TO TOP OF GLACIAL TILL)IN ALL AREAS AND STOCKPILE ONSITE $3,340.00 3. FURN.&INSTALL 10"OF 314"CRLISWD STONE BELOW PROPOSED SLAB AFTER FOOTINGS ARE POURED $3,000-00 500.00 4. FURN.AND INSTALL.TEMPORARY WICK DRAIN TO REAR DAYLIGHT S. 4 HRS EX-370 EXCAVATOR EXPOSING FOR WALL CUTS AND FOR SOILS ENGINEER EVALUATION @$185.00 $740.00 7. FURNISH AND PLACE APPRO.X-600 C.Y. SANDY FILL FOR WALL EXTERIOR APPROX.5'WIDE ALL AROUNL) $g�0U0.�0 8. UPCHARGE FOR FULL PERIMETER.DRAIN TOTAL OF THIS REQUEST FOR CONTRACT PRICK CHANGE(ITEMS l THROUGH 8) Q k $25,980.00 PLEASE BE ApVISEb THAT THE COMPLETI(7N OF THE ABOVE WORK WILL ELIMINATE THI REQUIREMENT OF HA VTNG TO b0 ITEMS#2,03 AND#4 OF MY ORl GINAL OPTION 02 QUOTE DATED NOVEMBER 3,2009. THESE THREE ITEMS WERE VALL D l A TOTAL OF$I 1,500.00,MAKING Tk[E NET INCREASE IN OUR COST FOR THIS AADTIIONAL WORK OF$14,480.00($25,980.00 $11,500.00). 9, NOT IN CONTRACT GIVEN THE UNCERTAINTY OF THE DEPTH TO PARENT GLACIAL TILL IN AL1.AREAS,.AND To ADEQUATELY PROTECT BOTH OURSELVES AND TIT,OWNER AS FAR AS ACTUAL STONE VOLUME AND COSTS ARE CONCERNED,WE PROPOSE TO COMPLETE REPLACEMENT OF THE FILL WITH 2"CRusHED STONE TO THE PROPOSED BOTTOM OF FOOTINGS(ELEV. 122.33)FOR ADDITIONAL COSTS BASED UPON THE ACTUAL NUMBER OF TRAILER LOADS OF STONE REQUIRED AT THE UNIT PRICE OF 5150.00/LOAD,INCLUDING THE STONE,ALL REQUIRED PLACEMENT,AND COMPACTION. WE RAVE ESTIMATED THAT THE VOLUME COULD APPROAC,'II 25-30 TRAILER LOADS DEPENDING ON THE EXACT NATURE OF THE UNSUITABLE FILL. PLEASE CALL WITH ANY QUESTIONS,AND KEEP ME INFORMED AS TO STATUS. THANKS, �!'tfj'di`' RAY FRASER. CELL(978) 8$2-2001 f • Kevin M. Martin, P.E. KMM Geotechnical Consultants, LLC - 7 Marshall Road Hampstead, NH 03841 603-489-5556 (p)/ 603-489-5558 (& 781-718-4084(m) kevinmarVnpe@aol.com aol.com MEMORANDUM TO: Bill.Constantine Annecrest Building Corp. OF�'tssgc P.O. Box 290 ? KEVIN M. �N Boxford, MA 01921 MARTIN CARL NO.38206 FROM: Kevin M.Martin,P.E. "O�o �'FGIs �©��a` Geotechnical Enginee SStoNA1.E�'� DATE: December 24, 2009 RE: GEOTECHNICAL SUMMARY REPORT RESIDENCE- 105 BONNY LANE NORTH ANDOVER,MASSACHUSETTS This memorandum follows our site visit to review the foundation subgrade conditions. The contents of this report are subject to the attached Limitations. SITE& PROJECT DESCRIPTION The project site is located at an existing developed lot. The former house has been removed from the site but the foundation remains. The majority of the existing foundation is intended to be salvaged for the new residence. Review of the Foundation Plan by Fix Engineering indicates the new footings have been designed predicated upon an allowable soil bearing capacity of 3 ksf. The purpose of this geotechnical report is to review the stibgrade conditions as they pertain to foundation support. It was also noted that soft soil conditions were encountered based on some recent excavations around the foundation. FOUNDATION & SUBGRADE CONDITIONS The (1)existing foundation and (2)subgrade conditions were reviewed with the excavation of four (4)test pits. Refer to the attachments. 145 Bonny Lane December 24, 2009 North Andover, Massachusetts Page 2 of 3 The subgrade conditions include loose, silty sand backfill with embedded organic matter around the foundation. The backfill likely includes the re-worked glacial till soils generated from prior site excavations. The backfill was loose, wet and unstable suggesting loose placement without compaction. Due to the loose density, the backfill soils are saturated, wet and unstable. In some pits,the former topsoil and subsoil horizons were also present below grade. The organic laden soils are also wet and soft. The parent, inorganic subgrade consists of a dense glacial till which is typical of the area geology. The till consists of a brown-grey, fine to medium Sand & Silt, little gravel. The fine-grained composition of the till renders it poor-draining, moisture sensitive and frost susceptible. The till is considered a competent bearing stratum provided it remains stable, dry, protected and compact during construction. The existing foundation consists of spread footings. Review of the footings indicate unsuitable bearing conditions directly below BOF. The test pits indicate =4-20 inches of loose,wet, silty sand with embedded organics directly below BOF. These conditions are weak and compressible. We understand that evidence of differential movement was apparent in the former residence. FOUNDATION SUBGRADE RECOMMENDATIONS The existing subgrade conditions are not considered suitable for foundation support. The loose fill and organic laden soils are weak and compressible. The footings should gain bearing support from the glacial till and/or compacted structural fill. Based on our visit and discussions regarding subgrade improvements, it is decided to fully remove the existing foundation plus the loose backfill gr and organics soils to expose the competent glacial till. A compacted structural fill will be used to replace the excavation. Based on the foregoing summary,we provide the following recommendations to prepare the building pad for support of the new foundation. • The fill, organics, remnant foundations and other questionable matter should be fully removed from the entire building pad plus at least 5 ft laterally beyond the building perimeter. Excavation should also be considered for other ancillary structures such.as the front stairs, decks,patios, etc where future settlement may have impact. • The excavations should expose the undisturbed glacial till. The till is extremely sensitive to moisture and will readily become disturbed if exposed to wet conditions and construction activities. Such disturbed conditions will be rendered unsuitable. Water should be diverted away from the basement hole and the subgrade soils properly protected during construction. 105 Bonny Lane December 24, 2009 North Andover, Massachusetts Page 3 of 3 • For these reasons,it is recommended that at least one foot of 1 inch minus crushed stone be placed below the footings in all cases. We also recommend that Structural Fill necessary to replace the excavation exclusively consist of the one inch crushed stone. The stone is to protect the glacial till,facilitate any necessary dewatering and provide a dry/stable base upon which to progress foundation construction. The stone fill should also help given winter construction, • The glacial till should be backfilled immediately with the crushed stone to limit exposure and potential disturbance. The excavation may also be completed in sections to limit exposure of the till. • Structural Fill shall conform to the Specifications included on Table 1. Again, the stone should be used exclusively during winter conditions. The stone fill should also be placed in controlled lifts with vibratory densification. • The existing fill and organic soils are not suitable for use within or around the new foundation. These soils are weak,wet and unstable. These soils should be removed from the site or delegated to non-structural landscape areas away from the foundation. Provided the above recommendations are implemented and reviewed/tested by KMM, then the prepared building pad should be considered suitable for structural bearing support. The subgrade conditions will need to be protected from excess moisture and frost given the winter construction. The subgrade should ultimately be stable,compact,dry and protected from frost during construction. CONSTRUCTION MONITORING It is recommended that a qualified engineer or representative be retained to review earthwork activities such as the preparation of the foundation bearing subgrade and the placement/compaction of Structural Fill. it is recommended that KMM be retained to provide construction monitoring services. This is to observe compliance with the design concepts presented herein. We trust the contents of this memorandum report are responsive to your needs at this time. Should you have any questions or require additional assistance,please do not hesitate to contact our office. kmmO/northand.mem LIMITATIONS Explorations 1. The analyses,recommendations and designs submitted in this report are based in part upon the data obtained from preliminary subsurface explorations. The nature and extent of variations between these explorations may not become evident until construction. if variations then appear evident, it will be necessary to re-evaluate the recommendations of this report. 2. The generalized soil ptofile described in the text is intended to convey trends in subsurface conditions. The boundaries between strata are approximate and idealized and have been developed by interpretation of widely spaced explorations and samples;actual soil transitions are probably more gradual. For specific information, refer to the individual test pit and/or boring logs. 3. Water level readings have been made in the test pits and/or test borings under conditions stated on the logs. These data have been reviewed and interpretations have been made in the text of this report. However,it must be noted that fluctuations in the level of the groundwater may occur due to variations in rainfall,temperature, and other factors differing from the time the measurements were made. Review 4. It is recommended that this firm be given the opportunity to review final design drawings and specifications to evaluate the appropriate implementation of the recommendations provided herein. 5. In the event that any changes in the nature,design, or location of the proposed areas are planned,the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and conclusions of the report modified or verified in writing by KMM Geotechnical Consultants, LLC. Construction 6. it is recommended that this firm be retained to provide geotechnical engineering services during the earthwork phases of the work. This is to observe compliance with the design concepts,specifications, and recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to the start of construction. Use of Report 7. This report has been prepared for the exclusive use of A.nnecrest Building Corporations in accordance with generally accepted soil and foundation engineering practices. No other warranty,expressed or implied,is made. This geotechnical report was completed specifically for the design and construction of the proposed building foundation. g. This report has been prepared for this project by KMM Geotechnical Consultants, LLC. This report was completed for preliminary design purposes and may be limited in its scope to complete an accurate bid. Contractors wishing a copy of the report may secure it with the understanding that its scope is limited to geotechnical design considerations only. TABLE I Residence 105 Bonny Lane North Andover, MA Recommended Soil Gradation & Compaction Specifications Clean Granular Fill Select GRAVEL borrow s,u:; .a:::r.,:::a:�::n.:,«:;,�::,:;c:u:......_.....� ::A:: �:'.'-:::v�.::.�'. ::I::L�:.... :),1_.��::.:.;�..�.f�wli�:�rc" y?,'��:Vit':^ - ,ice:t':'.,i4yw���,(y�:.f{Yy; '•,i:'�� ;;y: f:,. :s- a.s_: �Ft - •:S. ,t... -7'i"i�!fiiils�0s.; :='ac ¢:o.,�•xerrr..'s�=,:�r:EfrY?:�: ......... ...:_.:....w...,.»:i..;..9?:.cfn:.i:�:?i '::2=5��.' ie?�E�r'rivr rcf ! 3 inch 100 3/4 inch 60-90 No. 4 30-70 No. 200 2-8 NOTES: For minimum 6 inch base below Concrete Floor Slab-on-Grade; For 12 inch base below exterior concrete slabs exposed to frost Structural Fill (Gravelly SAND ::::Ri:..Y:il.,.:.:.•.• .... .::.........i'<'T:::...�«I�H,3!i):f!:::�i:<;:..�~..:.,�::i.'�::'::�,:.».I ............. ' i::el:,'�j�.:1:�: l:iSi:O: 1S:lL:�i::t?::::•': .:......... 5 inch 100 3/4 inch 60-100 No. 4 20-90 No. 200 0-1.0 NOTES: For use below building foundations for structural bearing support A one inch crushed stone may be used instead for Structural Fill For use as backfill behind unbalanced foundation/basement walls Structural Fill placed beneath the foundation should include the Footing Zone of Influence which is defined as that area extending laterally one foot from the edge of the footing then outward and downward at a 1 H:1 V splay. Structural Fill should be placed in loose lifts not exceeding 12 inches for heavy vibratory rollers and 8 inches for vibratory plate compactors. All the fill on the project should be compacted to at least 95 percent of maximum dry density as determined by the Modified Proctor Test (ASTM-D1557). The fill shall be compacted within �:2 of the optimum moisture content. The adequacy of the compaction efforts should be verified by field density testing which is also a requirement of the Massachusetts State Building Code. 'D(:?'TA or" 50n 1.o vIP-. OR6ANI L LA�� '5ikz" 7K, f /05 BolvNY c# 46 op774 Ant-DoVcg . MA D-4 i7-Firrvo I ! 6 . OD% R6AN S `1 J 6eSE F'Lv L GLACIAL 5� acv 6CA cIAL, TV, 7P2— 7-P 3 o Irk 0 GftAP C�! 2 { -,,, ,�� �,OgSs✓ t7 �AbSE, ytt�T CaosE, WE sicq sA4P Si tr�S � 5L %AICA w CftAIFGS Ickh . . 1H(�RGAt�lt6g J E.o T11.t. tt ' 41{_t!s 4 'r Es.C.l�ftAcC/ tZ `CESS' 'f T FL GtAcoAL T[�t,, OONTA ANDOVM,mA