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HomeMy WebLinkAboutBuilding Permit #358-15 - 133 MAIN STREET 10/15/2014 NO RTh/ BUILDING PERMIT oFtt�Eo 6gti TOWN OF NORTH ANDOVER oma. APPLICATION FOR PLAN EXAMINATION Permit No#: Date Received 04 �gSSACHUs���� Date Issued: Irll MP RTANT: Applicant must complete all items on this page LOCATIONr'4mr l,r q 1� Print PROPERTY OWNER RC1 yyve`2 at PIV 5 a, Print 100 Year Structure yes no 1 MAP PARCEL: ZONING DISTRICT:.Historic Districtyes no Shop Village Yes *,D d Machine Sho e no tY' TYPE OF IMPROVEMENT PROPOSED USE Residential Non- Residential ❑ New Building ❑ One family FledfGfd�`�v ❑Addition ❑Two or more family ❑ Industrial ❑Alteration No. of units: ❑ Commercial P-Pepair, replacement ❑Assessory Bldg ❑ Others: ❑ Demolition ❑ Other ❑ Septic ❑Well ❑ Floodplain ❑Wetlands ❑ Watershed District ❑Water/Sewer DESCRIPTION OF VIJORK TO BEERFO��M� V Jf_yl c OF Pdl Identification- Please Type or Print Clearly �� v b j , OWNER: Name: ©Iy'le I V 0 9 Phone: elf Address: e q Contractor Name: D�0 i� 64eTAA cl 7T Y T f Address: U v,, "yN? U Supervisor's Construction License: t `6671 $,1— Exp. Date: to L02 ;1e, Home Improvement License: Exp. Date: ARCHITECT/ENGINEER Phone: Address: ��b b��0J 4— � � !� Reg. No. YO-2 FEE SCHEDULE:BULDING PERMIT:$12.00 PER$1000.00 OF THE TOTAL ESTIMATED COST BASED ON$125.00 PER S.F. J Total Project Cost: $ Q Jd FEE: $ 2 �O Check No.: 7 Receipt No.: NOTE: Persons contracting with unregistered contractors do not have access to the guarantyfund ,Signature of Agent/Owner Signature of contractor r 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 PLANNING & DEVELOPMENT Reviewed On Signature_ COMMENTS �I CONSERVATION Reviewed on Signature COMMENTS V)-ju-L L �0� ED 6-11 WGJ."- 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) j ❑ Notified for pickup Call Email Date Time Contact Name Doc.Building Permit Revised 2014 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 o Photo Copy Of H.I.C. And/Or C.S.L. Licenses o Copy of Contract o Floor Plan Or Proposed Interior Work o 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 o Workers Comp Affidavit o Photo Copy of H.I.C. And C.S.L. Licenses ❑ Copy Of Contract o Floor/Cross Section/Elevation Plan Of Proposed Work With Sprinkler Plan And Hydraulic Calculations (If Applicable) o Mass check Energy Compliance Report (If Applicable) o Engineering Affidavits for Engineered products NOTE: All dumpster permits require sign off from Fire Department prior to issuance of Bldg Permit i i New Construction (Single and Two Family) o Building pp Permit Application o Certified Proposed Plot Plan a 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) o Copy of Contract a Mass check Energy Compliance Report ❑ Engineering Affidavits for Engineered products 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:Building Permit Revised 2014 Location /33 � /w No. — Date �O • - TOWN OF NORTH ANDOVER � �.irj?Eb 76'4 ♦ i Certificate of Occupancy $ - Building/Frame Permit Fee $ od Foundation Permit Fee $ Other Permit Fee $ TOTAL $ Check# � J Btfdirl'g Inspector F NORTh E Town of ndover No. WWI S NAh ver, Mass, COCNICNIWKN AERATED PPP�.(5 S V BOARD OF HEALTH Food/Kitchen PER IT T LD Septic System THIS CERTIFIES THAT .............61 � ' .u-f.................................................................... BUILDING INSPECTOR ............. ..... .. .. . Foundation has permission to erect.......................... buildings on ..,1�........ �t.<. 'v..... .............................. Rough to be occupied as ..........l C1it0 /r'mac.v .�:.R..`. r`.t rti ..rL:: ald .. ........... .........%i��1..:. 1..`.'.�?/r�.......... Chimney provided that the person accepting this permit shall in every respect conform to the terms of the application Final on file in 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 ELECTRICAL INSPECTOR UNLESS CONSTRUCTION §TARTS Rough Service ........... ...... `^ .............................. Final BUILDING INSPECTOR GAS INSPECTOR Occupancy Permit Required to Occupy Building 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. Smoke Det. I IJ Sv € _e�f �adgrutaacsran51� rs x l�tcen'se �S-b0182'1' �,y�� DA STD P GULE22," _ 428 PLEASANT ST N QND,OVER M 01843 .J Ex �� _/�Vz��Qrrimiss�or,? 14/07J2U75 The Commonwealth of Massachusetts - Department of Industrial Accidents Office of Investigations 600 Washington Street Boston,MA 02111 www.massgov/dia Workers' Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers Applicant Information Please Print Legibly Name (Business/Organization/fudividual): G CC)n ► %y cY(d — Address: ATf�_l 0(10(1,ajv� City/Stat elZip: vy- ��� Clffs� Phone#: Are you an employer?Check the appropriate box: Type of project(required): 1.12'1 am a employer with (% 4. ❑ I am a general contractor and I 6. ❑New construction employees(full and/or part-time).* have hired the sub-contractors 2.❑ I am a sole proprietor or partner- listed on the attached sheet. 7• ❑Remodeling ship and'have no employees These sub-contractors have 8. ❑Demolition p 'com •insurance. working forme in any capacity, workers9. E]Building addition [No workers' comp.insurance 5. ❑ We are a corporation and its required.] officers have exercised their 10.❑Electrical repairs or additions 3.❑ I am a homeowner doing all work right of exemption per MGL 11.❑Plumbing repairs or additions myself. [No workers' comp. c. 152,§1(4),and we have no 12.❑Roofrepairs insurance required.]t employees.[No workers' 1311Other comp.insurance required.] *Any applicant that checks box#1 must also fill out the section below showing their workers'compensation policy information. I Homeowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit a new affidavit indicating such. #Contractors that check this box must attached an additional sheet showing the name of the sub-contractors and their workers'comp.policy information. X am an employer that is providing workers'compensation insurance for my employees. Below is the policy and job site information. 1, Insurance Company Name:. Policy#or Self-ins.Lie.#: VJ 6 q r4fo Expiration Date: l 5 Job Site Address: VYN M ZI City/State/Zip: Attach a copy of the workers'compensation policy declaration page(showing the policy number and expiration date). Failure to secure coverage as requiredunder Section 25A of MGL c.152 can lead to the imposition of criminal penalties of a fine up to$1,500.00 and/or one-year imprisonment,as well as civil penalties in the form of a STOP WORK ORDER and a fine of up to$250.00 a day against the violator. Be advised that a copy of this statement may be forwarded to the Office of Investigations of the DIA for insurance coverage verification. I do hereby certify under t gins and penalties ofperjury that the information provided above is true and correct Signature: Date: / Phone#: Official use only. Do not write in this area,to be completed by city or town official. City or Town: Permit/License# Issuing Authority(circle one): 1.Board of Health 2.Building Department 3.City/Town Clerk 4.Electrical Inspector 5.Plumbing Inspector 6.Other - - - Contact Person: Phone#: Information and Instructions ' Massachusetts General Laws chapter 152 requires all employers to provide workers'compensation for their employees. Pursuant to this statute,an employee is defined as"...every person in the service of another under any contract of hire, express or implied,oral or written." An employer is defined as"an individual,partnership,association,corporation or other legal entity,or any two or more of the foregoing engaged in a joint enterprise,and including the legal representatives of a deceased employer,or the receiver or trustee of an individual,partnership,association or other legal entity,employing employees. However the owner of a dwelling house having not more than three apartments and who resides therein,or the occupant of the dwelling house of another who employs persons to do maintenance,construction or repair work on such dwelling house or on the grounds or building appurtenant thereto shall not because of such employment be deemed to be an employer." MGL chapter 152,§25C(6)also states that"every state or local licensing agency shall withhold the issuance or renewal of a license or permit to operate a business or to construct buildings in the commonwealth for any applicant who has not produced-acceptable evidence of compliance with the insurance coverage required." Additionally,MGL chapter 152,§25C(7)states"Neither the commonwealth nor any of its political subdivisions shall enter into any contract for the performance of public work until acceptable evidence of compliance with the insurance requirements of this chapter have been presented to the contracting authority." Applicants Please fill out the workers'compensation affidavit completely,by checking the boxes that apply to your situation and,if necessary,supply sub-contractors)name(s),address(es)and phone number(s)along with their certificate(s)of insurance. Limited Liability Companies(LLC)or Limited Liability Partnerships(LLP)with no employees other than the members or partners,are not required to carry workers'compensation insurance. If an LLC or LLP does have employees,a policy is required. Be advised that this affidavit may be submitted to the Department of Industrial Accidents for confirmation of insurance coverage. Also be sure to sign and date the affidavit. The affidavit should be returned to the city or town that the application for the permit or license is being requested,not the Department of Industrial Accidents. Should you have any questions regarding the law or if you are required to obtain a workers' compensation policy,please call the Department at the number listed below. Self-insured companies should enter their self-insurance license number on the appropriate line. City or Town Officials Please be sure that the affidavit is complete and printed legibly. The Department has provided a space at the bottom of the affidavit for you to fill out in the event the Office of Investigations has to contact you regarding the applicant. Please be sure to fill in the permit/license number which will be used as a reference number. In addition,an applicant that must submit multiple permit/license applications in any given year,need only submit one affidavit indicating current policy information(ifnecessary)and under"Job Site Address"the applicant should write"all locations in (city or town)."A copy of the affidavit that has been officially stamped or marked by the city or town may be provided to the applicant as proof that a valid affidavit is on file for future permits or licenses. A new affidavit must be filled out each year.Where a home owner or citizen is obtaining a license or'-permit not related to any business or commercial venture (i.e.a dog license or permit to bum leaves etc)said person is NOT required to complete this affidavit. The Office of Investigations would like to thank you in advance for your cooperation and should you have any questions, please do not hesitate to give us a call. The Department's address,telephone and fax number: The Commonwealth of Massachusetts Department of Industrial.Accidents Office ofInvestigations 600 Washington Sfwa Boston,MA.021.11 `1`el,#617-727_4900 est 406 or 1-877 MASSA.FE Revised 5-26-05 Fax#617-727-7749 www.mass.gov/dia �--1 OP i �kw�RCERTIFICATE OF LIABILITY INSURANCE DATEO9/2511 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED,the policy(ies) must be endorsed. If SUBROGATION IS WAIVED,subject to the terms and conditions of the policy,certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). CONTACT mAAI,CISS PRODUCER Phone: 978-688-6921 NAME: Hannah Courteanche, Macdonald&Pangione InsuranceFax: 978-688-5350 PHDNE 978-688-6921 F No):9j8-688-5350 P.O.BOX 428 AIC No Ext 104 Main Street AADDRIESS:hannah@mpins.net North Andover,MA 01845 PRODUCER Donald Schemack CUSTOMER ID#:DGCON-1 INSURER(S)AFFORDING COVERAGE NAIC# INSURED D G Contracting, Inc ID 646648 INSURER A:Travelers Prop&Casualty CL 25674 428 Pleasant St INSURER B:Safety Insurance Company 39454 North Andover, MA 01845 INSURER C:ChartlS INSURER D: INSURER E: INSURER F: COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR TYPE OF INSURANCE POLICY NUMBER MM/DIpY EFF POLICY EXP LTR LIMITS GENERAL LIABILITY EACH OCCURRENCE $ 1,000,00 A X COMMERCIAL GENERAL LIABILITY 1-680-1553R18-1-ACJ-12 05/17/14 05/17/15 PREMISES Ea occurrence $ 300,00 CLAIMS-MADE Fx_1 OCCUR MED EXP(Any one person) $ 5,00 PERSONAL&ADV INJURY $ 1,000,00 GENERAL AGGREGATE $ 2,000,00 GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS-COMP/OP AGG $ 2,000,00 POLICY X PRO LOC $ AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT $ 1,000,00 (Ea accident) ANY AUTO BODILY INJURY(Per person) $ ALL OWNED AUTOS BODILY INJURY(Per accident) $ B X SCHEDULED AUTOS 3116538 07/12/14 07/12/15 PROPERTY DAMAGE X HIRED AUTOS (Per accident) $ X NON-OWNEDAUTOS $ X UMBRELLA LIAB X OCCUR EACH OCCURRENCE $ 1,000,00 EXCESS LIAB CLAIMS-MADE AGGREGATE $ 1,000,00 A CUP-0090153321 05/17/14 05/17/15 DEDUCTIBLE $ RETENTION $ $ WORKERS COMPENSATIONWC STATU- OTH- AND EMPLOYERS'LIABILITY X T RY LIMITS ER C ANY PROPRIETOR/PARTNER/EXECUTIVE Y/❑NN N/A WC009874107 03/31/14 03/31/15 E.L.EACH ACCIDENT $ 1,000,00 OFFICER/MEMBER EXCLUDED? (Mandatory in NH) E.L.DISEASE-EA EMPLOYEE $ 1,000,00 If es,describe under 1 000 00 DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT $ , , DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES (Attach ACORD 101,Additional Remarks Schedule,if more space is required) Massachusetts Port Authority is added as additional insured for this project CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE Massachusetts Port Authority THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ty ACCORDANCE WITH THE POLICY PROVISIONS. One Harborside Drive,Ste 209S East Boston, MA 02128 AUTHORIZED REPRESENTATIVE ©1988-2009 ACORD CORPORATION. All rights reserved. ACORD 25(2009/09) The ACORD name and logo are registered marks of ACORD i Hudson '_ Design Groupuc Octoberl4, 2014 David Gulezian DG Contracting Inc. 428 Pleasant Street North Andover, MA 01845 Subject: 3rd Party Structural Review Site Address: 133 Main Street North Andover, MA01845 Mr. Gulezian: Hudson Design Group LLC (HDG) has been authorized by DG Contracting Inc. to conduct a third party structural review of the following: • Retaining wall calculations prepared by WestBlock Systems, Inc. dated September 22, 2014. HDG's review indicated that the Retaining Wall Calculations referenced above are acceptable with the applicable codes.This review was conducted in accordance with the following codes: • Massachusetts State Building Code (8t" edition) • International Building Code 2009 (IBC 2009) • Minimum Design Loads for Building and Other Structures (ASCE 7-05) HDG appreciates the opportunity of providing our professional services to you. If you have any questions or comments regarding this review, please do not hesitate to contact our office. Please feel free to contact our office should you have any questions. Respectfully Submitted, Hudson Design Group LLC It%OF =o� DANIEL P. cyG HAMM /) CIVIL za; Michael Cabral Daniel P. Hamm, P.E. Structural Dept. Head Principal p:978.557.5553 f:978.336.5586 a: 1600 Osgood Street,Building 20 North,Suite 3090,N.Andover,MA 01845 p:413.588.8139 f:413.517.0590 a: 116 Pleasant Street,Ste 302, Easthampton,MA 01027 57'-11 PROPOSED AREA AREA OF WESTBLOCK RETAINING WALL SYSTEM -�••u - :v t � �•,� f � � •rte • ♦ -- �- - '--�'�.. yr � ..i � , �i r : r,.. .r n s,i r r•Y REFERENCE MANUFACTURERS SPECIFICATIONS FOR WESTBLOCK KEY PLAN RETAINING WALL SYSTEMS AND GEOTECH CALCULATIONS EV. No DATE: DESCRIPTION Ln A o _o 7 m PROJECT NAME: - m z Z Hudson = m � � �Z >�S \�+ Z om =o �� c) �� DesignGroupLLC A Z m NEW PARKING LAYOUT 1600 OSGOOD STREET BUILDING 20 NORTH,SUITE 3090 TEL:(978)557-5553 N.ANDOVER,MA 01845 FAX:(978)336-5586 mBLOCkSYsTEMS WestBlock Systems, Inc. v1.0.14130 Project: Main Street North Andover Location: Andover, MA Designer: Tyler Gillis, WBS Date: 9/22/2014 Section: Section 1 , Design Method: NCMA_09_3rd_Ed, Include Vert. Force Design Unit: GravityStone Tradition: SOIL PARAMETERS cp coh y Reinforced Soil: 34 deg 0 psf 120 pcf Retained Soil: 34 deg 0 psf 120 pcf Foundation Soil: 34 deg 0 psf 120 pcf Leveling Pad: Crushed Stone GEOMETRY Design Height: 4.50 ft Live Load: 250 psf Wall Batter/Tilt: 4.50/0.00 deg Live Load Offset: 5.00 ft Embedment: 2.00 ft Live Load Width: 30 ft Leveling Pad Depth: 0.50 ft Dead Load: 0 psf Slope Angle: 0 deg Dead Load Offset: 0 ft Slope Length: 0 ft Dead Load Width: 0 ft Slope Toe Offset: 0 ft Base Friction: True FACTORS OF SAFETY Sliding: 1.50 Pullout: 1.50 Overturning: 2.00 Uncertainties: 1.50 Bearing: 2.00 Connection: 1.50 Shear: 1.50 Bending: 1.50 RESULTS FoS Sliding: 5.29 FoS Overturning: 10.07 Bearing 633 FoS Bearing: 26.28 Total Pullout 1920 FoS Total Pullout 7.07 Top FoSot: 19.05 ID Height Length' Geogrid. Ta TPa TPgll TPgdl I TMax FS_str Tal_cn FS PkConn FS PO/[Tmax] FS slr[fndn]� 2 3.33 4.00 SRW5 1252 60 0 0 60 31.34 685 17.16 1 1.33 1 4.00 1 SR\A 21 128 1 0 0 128 14.71 812 9.55 6.69/[128] 13.88[5.2 j9 Note: Calculations and quantities are for preliminary use only and should not be used for construction without the review of a qualified professional. Page 1 t ' • 4 B s ��I DESIGN DATA TARGET DESIGN VALUES (Factors of Safety) Minimum Factor of Safety for the sliding along the base FSsl= 1.5 Minimum Factor of Safety for overturning about the toe FSot= 2.0 Minimum Factor of Safety for bearing (foundation shear failure) FSbr= 2.0 -Seismic requirements are 75%of MINIMUM DESIGN REQUIREMENTS Minimum embedment depth Min_emb= 2.0 ft INPUT DATA Geometry Wall Geometry Design Height(top of leveling pad to finished grade at top of wall) H =4.50 ft Embedment(measured from top of leveling pad to finished grade at toe) emb=2.00 ft Leveling Pad Depth LP=0.50 ft Face Batter(measured from vertical) i =4.5 deg Slope Geometry Slope Angle (back slope angle measured from horizontal) a=0.0 deg Slope toe offset(horiz. bench from wall to toe of slope) STL_offset=0.0 ft Slope Length (horiz. length from wall to top of slope) SL_Length =0.0 ft NOTE: If the slope toe is offset or the slope breaks within three times the wall height, a Coulomb Trial Wedge method of analysis is used. Surcharge Loading Live Load (assumed transient loading (e.g. traffic)) LL=250 psf Live Load Offset(measured from back face of wall) LL_offset= 5.0 ft Live Load Width (assumed strip loading) LL width = 30.0 ft Soil Parameters Reinforced Zone Angle of Internal Friction cp= 34 deg Cohesion coh = 0.0 psf Moist Unit Weight gamma= 120 pcf Retained Zone Angle of Internal Friction cp= 34 deg Cohesion coh = 0.0 psf Moist Unit Weight gamma= 120 pcf Foundation Angle of Internal Friction 9= 34 deg Cohesion coh = 0.0 psf Moist Unit Weight gamma= 120 pcf Note: Calculations and quantities are for preliminary use only and should not be used for construction without the review of a qualified professional. Page 2 WEST BLOCK,SYSTEMS RETAINING WALL UNITS STRUCTURAL PROPERTIES: N is the normal force[or factored normal load] on the base unit The default leveling pad to base unit shear is 0.8 tan((p) [AASHTO 10.6.3.4] or may be the manufacturer supplied data. cp is assumed to be 40 degrees for a stone leveling pad. Unit Designation: Cap Unit Unit Dimensions: Height= 0.33 ft Depth =0.83 ft Width = 1.50 ft Density= 140.00 pcf Weight= 39 lbs Unit to Unit Shear Unit to Leveling Pad Shear T= N tan(30.00) + 100.00 ppf T= N tan(34.00) + 0.00 ppf Unit Designation: Core Unit Dimensions: Height= 0.67 ft Depth =0.98 ft Width = 1.50 ft Density= 140.00 pcf Weight= 92 lbs Unit to Unit Shear Unit to Leveling Pad Shear T = N tan(30.00) + 100.00 ppf T= N tan(34.00)+ 0.00 ppf Note: Calculations and quantities are for preliminary use only and should not be used for construction without the review of a qualified professional. Page 3 gg R WESTBILOCK SYSTEMS GEOGRID REINFORCING STRUCTURAL PROPERTIES: SRW Products GEOGRID PROPERTIES Name Tult RFcr RFd ; RFid Ci —Cd I Alpha LTDS j SRW5 j 3435 1.54 1.10 1.08 0.75 1 0.70 0.80 1878 CONNECTION STRENGTHS Grid Slopel ercept 1 ( Peak Break Slope 2 Intercept 2 Max Normal Cn cr TLot� j SRW5 T 35 1 917 1155 13.07 1445.89 2400 T 1.00 11.00 SHEAR STRENGTHS Slope 36 deg Intercept 590 psf Note: Calculations and quantities are for preliminary use only and should not be used for construction without the review of a qualified professional. Page 4 WEST BLOCK SYSTEMS CALCULATI N RESULTS OVERVIEW WestBlock Systems, Inc. calculates stability assuming the wall is a rigid body. Forces and moments are calculated about the base and the front toe of the wall. The base block width or bottom reinforcement length is used in the calculations. The concrete units, granular fill over the blocks or reinforced zone soils are used as resisting forces. EARTH PRESSURES The method of analysis uses the Coulomb Earth Pressure equation (below)to calculate active earth pressures.Wall friction is assumed to act at the back of the wall face. The component of earth pressure is assumed to act perpendicular to the boundary surface. The effective delta angle is delta minus the wall batter at the back face (assumed to be vertical). If the slope breaks within the failure zone, a trial wedge method of analysis is used. INTERNAL EARTH PRESSURES Effective internal Delta angle (2/3 phi) delta=22.7 deg Coefficient of active earth pressure ka=0.224 Internal failure plane p= 56.0 deg EXTERNAL EARTH PRESSURES Effective external Delta angle delta=34.00 deg Coefficient of active earth pressure ka=0.225 External failure plane p= 55.4 deg cos j+i)2 Ka a cos(i),-COS�Si—i)�1+ scos(Si ai)•cos +RP FORCES AND MOMENTS WestBlock Systems, Inc. resolves all the geometry into simple geometric shapes to make checking easier. All x and y coordinates are referenced to a zero point at the front toe. The wall image can be exported to CAD for a more detailed output. Name Factor y Force(V) Force(H) X-len I Y-len Mo Mr Face Blocks(W1) 1.00 682 — 0.551 377 W Soil(W2) 1.00 85 — 1.191 101 Soil(W3) 1.00 1459 -- 2.65 — — 3864 Soil(W4) 1.00 96 _ -- 4.12 — — 394 f Pa-h 1.00 -- 238 _ — 1.50 357 — 'y Pa_v �^ 1.00 135 - 4.12 — — 555 _ Pq_h 1.00 ! — 75 — 2.25 168 — f! L Sum(V, H) 1.00 2456 313 Sum Mom 152615292 lea Note: live load forces and moments are not included H W1' in SumV or Mr as live loads are not included as resisting forces. W0: leveling pad W6: Rectang zone in broken r W1: facing units W7: Live load over the mass L -+r W2: soil wedge behind the face W8: Dead load over the mas - � I W3: rectangular area in MSE area W9: Force Pa W4: the wedge at the back of the mass W10: Surcharge load Paq W5: slope area over the mass W11: Dead Load Surchage Paqd Note: Calculations and quantities are for preliminary use only and should not be used for construction without the review of a qualified professional. Page 5 f �! WrSTBL�?C STIEMS Forces resisting sliding = (SumVr-WO-W1 -W7) 2456-0-682 -0 SumVr= 1774 ppf Resisting force = SumVr x tan(34) +c x L+ Base Shear Rf1 =1656 where L is the base width Driving force is the horizontal component of Pah + Pqh+ Pdh Df= 313 Factor of Safety= Rf/Df FSsl=5.29 Note: Calculations and quantities are for preliminary use only and should not be used for construction without the review of a qualified professional. Page 6 WrSTBILOCKSYSTEMS OVERTURNING ABOUT THE TOE Overturning at the base is checked by assuming rotation about the front toe by the block mass, soil retained on the blocks or within the reinforced zone. Allowable overturning can be defined by eccentricity(e/L) or by the ratio of resisting moments divided by overturning moment(FSot). Moments resisting overturning = Sum(M1 to M6) + MPav+ MPgv Mr=5292 ft-lbs Moments causing overturning = MPah + MPgh Mo=526 ft-lbs Factor of safety= Mr/Mo FSot=10.07 OK Note: Calculations and quantities are for preliminary use only and should not be used for construction without the review of a qualified professional. Page 7 WEST BLOCK SYSTEMS ECCENTRICRY AND BEARING Eccentricity is the calculation of the distance of the resultant away from the centroid of mass. In wall ReinDesign the eccentricity is used to calculate an effective footing width, or in rigid structure, it is used to calculate the pressure distribution below the base. Calculation of Eccentricity e = L/2-(SumMr-SumMo)/SumV e =4.00/2 - (5291.62-525.57)/2455.81) a=0.059 Calculation of Bearing Pressures Quit=c*Nc+ q*Nq + 0.5*gamma*(B')*Ng where: Nc=42.16 Nq =29.44 Ng =41.06 C= 0.00 psf q=240.00 psf B'= 3.88 ft Calculate Ultimate Bearing, Quit Quit=16628.74 psf Applied Bearing Pressures = (SumVert/ B') sigma=632.71 psf Calculated Factors of Safety for Bearing Qult/sigma=26.28 Note: Calculations and quantities are for preliminary use only and should not be used for construction without the review of a qualified professional. Page 8 it WEST,BLOCK SYSTEMS TENSION CALCULATIONS Tmax is the maximum tension in the reinforcing based on the earth pressure and surcharge loads applied. In the NCMA design method, earth pressures are calculated using the Coulomb Earth pressure equation. Infinite surcharge loads are applied as q x ka. In designs were there is a broken back slope, or the surcharge is not uniform over the area, a tie-back wedge analysis method is used. TABLE OF RESULTS Elevation[ft] Name[ft] Ta[ppq Coverage Ratio% Tmax[ppfJ FS Str 3.33 SRW5_ 1252 100 60 20.90 i 1.33SRWS -- 1252 100 -- — 128 I 9.81 Note: Calculations and quantities are for preliminary use only and should not be used for construction without the review of a qualified professional. Page 9 i WESTIBLOCKSYSTEMS PULLOUT CALCULATIONS Pullout is the amount of resistance of the reinforcing has to a pullout failure based on the Tmax applied and the depth of embedement(resistance). In an NCMA design the failure place is defined as the Coulomb failure plane which varies with face batter, backslope angle, and surcharge loads applied. All failure planes begin at the tail. of the facing units. For AASHTO calculations, the liveload surcharge is not included in the Tmax value for pullout. Failure Plane Angle= 56.0 Deg NOTE: The pullout capacity is limited by the LTDS of the reinforcing layer, not the ultimate pullout capacity calculated. F*= Ci x tan(phi) =0.75 x 0.67= 0.51 Pullout=2 x Le x F*x sv x alpha x Coverage TABLE OF RESULTSPeak Connection = N tan(slope) + intercept Connection Capacity=[N tan(slope) + intercept]/RFcr /tRFcr can be a value obtained from long-term testing or by default could be the creep reduction factor of the geogrid reinforcing. TABLE OF RESULTS Elevation[ft] Ci %Coverage Tmax[ppf] Le[ft] -Ca[ft] Pullout_[PrJ(ppf] FS PO 3.33 0.75 100 ! 60 1.03 2.97 146 2.44 1.33 0.75 1_ 100 128 2.22 1.78 [` 854 6:69 Note: Calculations and quantities are for preliminary use only and should not be used for construction without the review of a qualified professional. Page 10 E WEST BLOCK,SYSTEMS CONNECTION CALCULATIONS Connection is the amount of resistance of the reinforcing has to a pullout failure from the facing units based on the Tmax applied and the normal load on the units. In an AASHTO LRFD design, creep on the connection may be applied for frictional and mechanical connections. In NCMA or AASHTO 2002, a frictional failure is based on the peak connection capacity divided by a factor of safety. For a rupture connection the capacity is the peak load divided by a creep reduction factor and a factor of safety. Frictional Connection Rupture Connection Elevation[ft] Name Tmax[ppf] %Coverage N[ppf] I Avail CN[ppf] FS cn—I 3.33 _SRW5 I 60 100 161 685 11.44 1.33 SRW5 128 _ 100 436 _ _ 812 _ _ 6.36 Note: Calculations and quantities are for preliminary use only and should not be used for construction without the review of a qualified professional. Page 11 I. C_ N'� WESTIBILOCK WestBlock Systems, Inc. v1.0.14130 Project: Main Street North Andover Location: Andover, MA Designer: Tyler Gillis, WBS I� Date: 9/22/2014 Section: Section 1 f Design Method: NCMA_09_3rd_Ed, Include Vert. Force ; Design Unit: GravityStone Tradition: SOIL PARAMETERS cp coh y Reinforced Soil: 34 deg 0 psf 120 pcf Retained Soil: 34 deg 0 psf 120 pcf Foundation Soil: 34 deg 0 psf 120 pcf Leveling Pad: Crushed Stone GEOMETRY Design Height: 6.00 ft Live Load: 250 psf Wall Batter/Tilt: 4.50/0.00 deg Live Load Offset: 5.00 ft Embedment: 2.00 ft Live Load Width: 30 ft Leveling Pad Depth: 0.50 ft Dead Load: 0 psf Slope Angle: 0 deg Dead Load Offset: 0 ft Slope Length: 0 ft Dead Load Width: 0 ft Slope Toe Offset: 0 ft Base Friction: True FACTORS OF SAFETY Sliding: 1.50 Pullout: 1.50 Overturning: 2.00 Uncertainties: 1.50 Bearing: 2.00 Connection: 1.50 Shear: 1.50 Bending: 1.50 RESULTS FoS Sliding: 3.88 FoS Overturning: 5.77 Bearing 880 FoS Bearing: 18.53 Total Pullout 4225 FoS Total Pullout 8.75 Top FoSot: 14.11 ID Height Length Geogrid. Ta TTPa ! TPgll TPgdl I TMax FS_str Tal_cn FS PkConn FS PO/[Tmax] FS sr[fndnJ 3 4.67 5.00 SRW5 1252 69 1 _0 0 1 69 27.03 696 1 15.02 2.88/[69] 55.84 2.1 15 1252 170 0 0 170 11.05 823 7.26 3.40/[170] 13.51 1 0.67 4.00 SRW5 1252 170 0 0 _ 170 11.05 949 _8.38 9.98/[170]5_67[3.88] Note: Calculations and quantities are for preliminary use only and should not be used for construction without the review of a qualified professional. Page 1 i WESTBILOCKSYSTEMS DESIGN DATA TARGET DESIGN VALUES (Factors of Safety) Minimum Factor of Safety for the sliding along the base FSsl= 1.5 Minimum Factor of Safety for overturning about the toe FSot= 2.0 Minimum Factor of Safety for bearing (foundation shear failure) FSbr= 2.0 -Seismic requirements are 75%of MINIMUM DESIGN REQUIREMENTS Minimum embedment depth Min emb= 2.0 ft INPUT DATA Geometry Wall Geometry Design Height(top of leveling pad to finished grade at top of wall) H =6.00 ft Embedment(measured from top of leveling pad to finished grade at toe) emb=2.00 ft Leveling Pad Depth LP=0.50 ft Face Batter(measured from vertical) i=4.5 deg Slope Geometry Slope Angle(back slope angle measured from horizontal) R=0.0 deg Slope toe offset(horiz. bench from wall to toe of slope) STL_offset=0.0 ft Slope Length (horiz. length from wall to top of slope) SL—Length =0.0 ft NOTE: If the slope toe is offset or the slope breaks within three times the wall height, a Coulomb Trial Wedge method of analysis is used. Surcharge Loading Live Load (assumed transient loading (e.g. traffic)) LL=250 psf Live Load Offset(measured from back face of wall) LL—offset= 5.0 ft Live Load Width (assumed strip loading) LL—width= 30.0 ft Soil Parameters Reinforced Zone Angle of Internal Friction cp= 34 deg Cohesion coh= 0.0 psf Moist Unit Weight gamma= 120 pcf Retained Zone Angle of Internal Friction cp= 34 deg Cohesion coh = 0.0 psf Moist Unit Weight gamma= 120 pcf Foundation Angle of Internal Friction 9= 34 deg Cohesion coh = 0.0 psf Moist Unit Weight gamma= 120 pcf Note: Calculations and quantities are for preliminary use only and should not be used for construction without the review of a qualified professional. Page 2 a WESTBLOCkSYSTEMS RETAINING WALL UNITS STRUCTURAL PROPERTIES: N is the normal force[or factored normal load]on the base unit The default leveling pad to base unit shear is 0.8 tan((p) [AASHTO 10.6.3.4] or may be the manufacturer supplied data. cp is assumed to be 40 degrees for a stone leveling pad. Unit Designation: Cap Unit Unit Dimensions: Height= 0.33 ft Depth = 0.83 ft Width = 1.50 ft Density= 140.00 pcf Weight= 39 lbs Unit to Unit Shear Unit to Leveling Pad Shear T= N tan(30.00) + 100.00 ppf r= N tan(34.00)+0.00 ppf Unit Designation: Core Unit Dimensions: Height= 0.67 ft Depth =0.98 ft Width = 1.50 ft Density= 140.00 pcf Weight= 92 lbs Unit to Unit Shear Unit to Leveling Pad Shear T= N tan(30.00) + 100.00 ppf T= N tan(34.00)+ 0.00 ppf Note: Calculations and quantities are for preliminary use only and should not be used for construction without the review of a qualified professional. Page 3 i WESTBLOCK SYSTEMS GEOGRID RiIINFORCING STRUCTURAL PROPERTIES: SRW Products GEOGRID PROPERTIES Name Tult IRFcr RFd RFid L Ci ) Cd Alpha LTDS SRW5 1 3435 1.54 1.10 1 1.08 0.75 0.70 0.80 1878 CONNECTION STRENGTHS Grid Slopel T Intercept 1 Peak Break Slope 2� Intercept 2 Max Normal Cn cr T, SRWS 35 917 ( 1155 13.07 1445.89 2400 1.00 1.00 SHEAR STRENGTHS Slope 36 deg Intercept 590 psf Note: Calculations and quantities are for preliminary use only and should not be used for construction without the review of a qualified professional. Page 4 ITBLOCSYES CALCULATI N RESULTS OVERVIEW WestBlock Systems, Inc. calculates stability assuming the wall is a rigid body. Forces and moments are calculated about the base and the front toe of the wall. The base block width or bottom reinforcement length is used in the calculations. The concrete units, granular fill over the blocks or reinforced zone soils are used as resisting forces. EARTH PRESSURES The method of analysis uses the Coulomb Earth Pressure equation (below)to calculate active earth pressures.Wall friction is assumed to act at the back of the wall face. The component of earth pressure is assumed to act perpendicular to the boundary surface. The effective delta angle is delta minus the wall batter at the back face (assumed to be vertical). If the slope breaks within the failure zone, a trial wedge method of analysis is used. INTERNAL EARTH PRESSURES Effective internal Delta angle (2/3 phi) delta=22.7 deg Coefficient of active earth pressure ka=0.224 Internal failure plane p=56.0 deg EXTERNAL EARTH PRESSURES Effective external Delta angle delta=34.00 deg Coefficient of active earth pressure ka=0.225 External failure plane p= 55.4 deg to( j+i)a TSa a C05(1) •COSI\\\\\\Si-1J�1 + C-�Oi i+-SiiL-'Cs0'S(i�+ FORCES AND MOMENTS �. 111 WestBlock Systems, Inc. resolves all the geometry into simple geometric shapes to make checking easier. All x and y coordinates are referenced to a zero point at the front toe. The wall image can be exported to CAD for a more detailed output. Name Factory IForce(V) Force(H) X-I—`- en Y-len Mo Mr Face Blocks(W1) 1.00 1 866 – 0.61 -- – 524 W8 Soil(W2) 1.00 151 – 1.26 – – 191 Soil(W3) 1.00 i 1869 – 2.70 -- – 5050 Soil(W4) 1.00 170 -- 4.16707 707 Pa_h 1.00 -- 423 – 2.00 8 – , I Pa_v 1.00 240 – 4.16 -- – 996 Pq_h 1.00 -- 149 – 1 448 1 – Sum(V,H) 1.00 ! 3295 573 Isurri Mom 1295 7468 , Note: live load forces and moments are not included I' in SumV or Mr as live loads are not included as resisting forces. 2 3 W0: leveling pad W6: Rectang zone in broken _ a W1: facing units W7: Live load over the mass — L — W2: soil wedge behind the face W8: Dead load over the mas ~-� —!. I W3: rectangular area in MSE area W9: Force Pa W4: the wedge at the back of the mass W10: Surcharge load Paq W5: slope area over the mass W11: Dead Load Surchage Paqd Note: Calculations and quantities are for preliminary use only and should not be used for construction without the review of a qualified professional. Page 5 WESTIRL Forces resisting sliding= (SumVr-WO-W1 -W7) 3295-0-866-0 SumVr=2430 ppf Resisting force = SumVr x tan(34)+c x L+ Base Shear Rf1 =2223 where L is the base width Driving force is the horizontal component of Pah + Pqh+ Pdh Df= 573 Factor of Safety= Rf/Df FSsI=3.88 Note: Calculations and quantities are for preliminary use only and should not be used for construction without the review of a qualified professional. Page 6 rr**9 WESTSLOCK SYSTEMS OVERTURNING ABOUT THE TOE Overturning at the base is checked by assuming rotation about the front toe by the block mass, soil retained on the blocks or within the reinforced zone. Allowable overturning can be defined by eccentricity(e/L)or by the ratio of resisting moments divided by overturning moment(FSot). Moments resisting overturning = Sum(M1 to M6) + MPav+ MPgv Mr=7468 ft-lbs Moments causing overturning = MPah + MPgh Mo=1295 ft-lbs Factor of safety= Mr/Mo FSot=5.77 OK Note: Calculations and quantities are for preliminary use only and should not be used for construction without the review of a qualified professional. Page 7 1 WESTIRLOCK,SYSTEMS ECCENTRIC AND BEARING Eccentricity is the calculation of the distance of the resultant away from the centroid of mass. In wall ReinDesign the eccentricity is used to calculate an effective footing width, or in rigid structure, it is used to calculate the pressure distribution below the base. Calculation of Eccentricity e= L/2-(SumMr-SumMo)/SumV e =4.00/2 - (7468.16- 1294.98)/3295.45) e=0.127 Calculation of Bearing Pressures Quit=c*Nc+q*Nq + 0.5*gamma*(B')*Ng where: Nc=42.16 Nq=29.44 Ng=41.06 C=0.00 psf q=240.00 psf B'= 3.75ft Calculate Ultimate Bearing, Quit Quit=16296.23 psf Applied Bearing Pressures = (SumVert/ B') sigma= 879.61 psf Calculated Factors of Safety for Bearing Qult/sigma=18.53 i i' Note: Calculations and quantities are for preliminary use only and should not be used for construction without the review of a qualified professional. Page 8 WTBV.,SYSf'f,ltAiS TENSION CALCULATIONS Tmax is the maximum tension in the reinforcing based on the earth pressure and surcharge loads applied. In the NCMA design method, earth pressures are calculated using the Coulomb Earth pressure equation. Infinite surcharge loads are applied as q x ka. In designs were there is a broken back slope, or the surcharge is not uniform over the area, a tie-back wedge analysis method is used. TABLE OF RESULTS Elevation[ft] i Name[ft] Ta[ppf] Coverage Ratio% Tmax[ppf] FS Str 4.67 SRWS 125 2i? 100 69_ 18.02 2.67 SRWS 1252 100 170 7.37 0.67 j SRWS 1252 100 170 7.36 Note: Calculations and quantities are for preliminary use only and should not be used for construction without the review of a qualified professional. Page 9