29 CONGRESS ST - BPA-14-616 ly 2-Lft °�' GK 9391
The Commonwealth of Massachusetts
4�Ay Department of Public Safety
�YU Massachusetts State Building Code(780 CMR)
Building Permit Application for any Building other than a One-or Two-Family Dwelling
(This Section For Official Use Only).
Building Permit Number: Date Applied: Building Offici
\4� SECTION 1:LOCATION(Please indicate Block#and Lot#for locations for which YstAeeTMF6s9 not available)
No.and Street City/Town Zip Coe Name of Building(if applicable)
SECTION 2:PROPOSED WORK
Edition of MA State Code used If New Construction check here❑or check all that apply in the two rows below
Existing Building❑ Repair❑ 1 Alteration ❑ I Addition❑ Demolition 0 (Please fill out and submit Appendix 1)
Change of Use ❑ Change of Occupancy ❑ Other ❑ Specify:
Are building plans and/or construction documents being supplied as part of this permit application? Yes ❑ No ❑
Is an Independent Structural Engineering -•er Review required? Yes ❑ No ❑
Brief Description of Proposed Work: 'j,' PH
SECTION 3:COMPLETE THIS SECTION IF EXISTING BUILDING UNDERGOING RENOVATION,ADDITION,OR
CHANGE IN USE OR OCCUPANCY
Check here if an Existing Building Investigation and Evaluation is enclosed(See 780 CMR 34) ❑
Existing Use Group(s): Proposed Use Group(s):
SECTION 4:BUILDING HEIGHT AND AREA
Existing Proposed
No.of Floors/Stories(include basement levels)&Area Per Floor(sq. ft.)
Total Area(sq,ft.)and Total Height(ft.)
SECTION 5:USE GROUP(Check as ap licable)
A: Assembly A-1❑ A-2❑ Nightclub ❑ A-3 ❑ A4 ElA-5❑ B: Business ❑ E: Educational ❑
F: Facto F-1 ❑ F2❑ H: Ili h Hazard H-1 ❑ H-2❑ H-3 ❑ 1-1-4❑ H-5❑
1: Institutional 1-1❑ 1-2❑ 1-3 CI14❑ NL• Mercantile❑ R: Residential R-10 R-2❑ R-3❑ R-I❑
S: Storage S-1❑ S-2❑ U: Utility❑ Special Use❑and please describe below:
Special Use:
SECTION 6:CONSTRUCTION TYPE(Check as applicable)
[A ❑ IB ❑ IIA ❑ [IB ❑ IIIA ❑ II[B ❑ I IV ❑ I VA ❑ VB ❑
SECTION 7:SITE INFORMATION(refer to 780 CbIR 111.0 for details on each item)
r ,
Water Supply: Flood Zone Information: Sewage Disposal: Trench Permit: Debris Removal:
Public❑ Check if outside Flood Zone❑ Indicate municipal❑ A trench will not be Licensed Disposal Site❑
' required❑or trench or specify:
Private❑ or indentify Zone: or on site system❑ permit is enclosed❑
Railroad right-of-way: Hazards to Air Navigation: Vn.,l,l iqm t Imms, nIt_.,c.,
Not Applicable❑ Is Structure within airport approach area? Is their review completed?
or Consent to Build enclosed❑ Yes❑ or No❑ Yes❑ No ❑
SECTION 8:CONTENT OF CERTIFICATE OF OCCUPANCY
Edition of Code Use Group(s): type of Construction: Occupant Load per Floor:
Does the building contain an Sprinkler System?: Special Stipulations:
hAVA\tX,1� 2I25
SECTION 9: PROPERTY OWNER AUTHORIZATION
Name and Address of Property Owner
5f-,P��hlr�h�f a�1r,1( t�7 Congress i� 5�l�rM ��'1'L� O/�?�
Name(Print) No.and Street City/Town Zip
Property Owner Contact Information:
O ,n V 9�tr-JY-0-_!9_ L-5 _
Title Telephone No.(business) Telephone No. (cell) a-mail address
[f applicable, the property owner hereby authorizes
Name Street Address City/Town State Zip
to act on the property owner's behalf,in all matters relative to work authorized by this building permit application.
SECTION 10:CONSTRUCTION CONTROL(Please fill out Appendix 2).
If building is less than 35,000 cu.ft.of enclosed s ace and/or not under Constmcron Control then check here O and skip Section 10.1
10.1 Registered Professional Responsible for Construction Control
EaC 84 11 12�-2!6-- sl-7
Nmue(Re istmn[) T dep¢one No. e-mail n luj Tress w��7i1 eg�stra
Street Address City/Town State Zip Discipline Expiration Date
10.2 General Contractor - - - -
N hl P-*\ Shur-c Pei e- to 1
Company Name
15 vgy 1�T f-1 eY' C.S
Nan a Vof Person Responsible for Construction License No. and Type if Applicable
I �!bfb &e S;�/lr,,-J lkd- LY
Street ddress City/Town State Zip
-?99 zz! � j-e?AL-e_
Telephone No. business Telephone No. cell e-mail address
SECTION 11:1V0RKF.RS'C0%1PFNSAIION INSUItANCF AFF11MVIT M.G.L.c.152§ 25C 6
A Workers'Compensation Insurance Affidavit from the MA Department of Industrial Accidents must be completed and
submitted with this application. Failure to provide this affidavit will result in the denial of the issuance of the building permit.
Is a signed Affidavit submitted with this application? Yes❑ No ❑
SECTION 12:CONSTRUCTION COSTS AND PERMIT FEE
Item Estimated Costs:(Labor
and Materials) Total Construction Cost(from Item 6)_$
1. Building $ Building Permit Fee=Total Construction Cost x (Insert here
2. Electrical $ appropriate municipal factor)_$
3. Plumbing $
4. Mechanical (HVAC) $ Note: Minimum fee=$ (contact municipality)
5. Mechanical Other $ Enclose check payable to
6.Total Cost $ (contact municipality)and write check number here
SECTION 13:SIGNATURE OF BUILDING PERMIT APPLICANT
By entering my name below,I hereby attest under the pains and penalties of perjury that all of the information contained in this
applicatiot ' true and accurate to the best of my knowledge and understanding.
Please print an su g h name Title Telephone No. Date
Street Address City/Town State Zip
Municipal Inspector to fill out this section upon application approval: �d4 1
Name Dute
��5rr �
CITY OF S�1LE� i, NL-1SSACHUSETTS
? ^' BLUM6\G DEPARTMENT
130 WASHNGTON STREET 3'O
FLOOR
r ° TEL (978) 745--9595
F.tiC(978) 740-9844
Kl1[HERLEY D!L[SCOLL
iti woo THo.%t.A.SST.Pmul
DI.mcwa OF maLIC PROPERTY/31 OLNr,CON
(1l155IONER
Construction Debris Disposal At'tidavit
(required for all demolition and renovation work)
In accordance with the sixU' edition of the State Building Code, 730 CMR section It 1.5
Debris, mid die provisions of ivtGL c 40, S 54;
Building Permit k is issued with the condition that the debris resulting from
this work shall be disposed of in a property licensed waste disposal facility as defined by t'YIGL c
I 11, S 150A.
The debris will be transported by:
y
y JAL 177,%-Ca C1I
(name of hauler)'
The debris will be disposed or in
(nar c of lacdity)
—_--(addmss of facility)
sign re ofpami ,ppitcanr
Intu —�
+ t
'- •. CCI•Y OF SIULEm. KNSSACHCSE-FrS
BUILDING DEPARTMEINT
120 WASHINGTON STREET, 3'FLOOR
T'EL- (978) 745-9595
F.Ar(978) 7.10-9846
Ki\CBERLEY DRISCOLL
vIEY D THONUS ST.PtEm
DIRECTOR OF PUBLIC PROPERTY/BUILDING CO>C\HSSIONER
Workers' Compensation Insurance Affidavit: Builders/Contractora/Electricians/Plumbers
Applicant Information q /y/J Please Print Legibly
V tIII1C (nosiness.Organirationandividuol): (/K. r"'l rX1C
Address: -m l ,
City/State/Z.ip: ,�; 11 ep'L IV V Phone N:
�,�ryv��u an employer?Check the appropriate box: 'type of project(required):
I.h l am a employer with _ 4• ❑ 1 am a general contractor and 1 6. ❑New construction
TTTT employees(full and/or pan-time).' have hired the sub-contractors
2.❑ lama sole proprietor or partner listed on the attached.sheet. 7• ❑ Remodeling
ship and'have no employees These sub-contractors have 8. ❑ Demolition
working for me in any capacity. workers' comp. insurance, 9, ❑ Building addition
[No workers' comp. insurance 5. ❑ We are a corporation mid its
officers have exercised their 10.❑ Electrical repairs or additions
required.]
1.❑ I am a homeowner doing all work right of exemption per MGL I I.❑ Plumbing repairs or additions
myself. (No workers'cutup. C. 152, §1(4),and we have no 12.❑ Roof'repairs
insurance required) t employees. [No workers' I;,❑ Other � .�/-
cump. insurance required.) .
•Any appiount ilea checks hox ill must alsu fill out the section below showing their wotken'eumpmsaliun policy inn)nnation.
'I lomcuweeo who,ubmii this afNebtvia indicating they arc doing all work and then hirC oNside eonlncton matt sthmil a now a(fdavil indicating such.
CantmcWn that check this box must atiaehat in additional sheet showing the,nan a of the subtemnetorr and their workeru'comp.policy information.
I ant an employer that is providing workers'compensation Insurance for my employees. Belov is the pulley turd job site
information.
Insurance Company Nmne:
Policy N or Scif-iiu, Lic. rl: /L .b _,_ Expiration Datc:
lob Sile Address:_ Q-2 d City/Saute/Zip:
Attach a copy of the workers, comansatlon pulley declaratlan page(showing the policy number and expiration date). -
Fuilure to secure coverage as required under Section 25A ot'MGL c. 152 can lead to the imposition of criminal penalties of a
line up to S 1,500.00 and/or one-year imprisonmen4 as well as civil penalties in the form of a STOP WORK ORDER and it Fine
of up to S230.00 a day against the violator. De advised that a copy of this statement may Ix:forwarded to the Office of
Investigations of the DIA for insurance coverage verification.
1 do hereby certify u et d pains ord penutties of perjury that the infuriation provided abov�1e and correct
ii, noun Data: Crl/) .y y
Phone
0/jiciul use only. Oo nor write in this onto,to be completed by city at loon nfJiciut
CitynrTuwn: ..-._. .__ Permit/License#
Issuing Authority(circle one):
I. Board of Ilcal(h 2. Building Deparhnent 3.Cilylfowu Clerk A. Electrical luspector 5. Plumbing Inspector
6.Other
Contact Phone
(
Shetland Park Harbor Wall Repairs
South River, Salem, MA
prepared
by:
Structures North Consulting Engineers,Inc.
Attn: Mr.Edward Moll,P.E.
60 Washington Street,Suite 401
Salem, MA 01971-8560
(978) 745-6817
for:
Mr.John J. Kelly
Shetland Park
27 Congress Street
Salem,MA 01970
(978) 740-4415
Construction Documents Index:
Wall Section,Detail, SKS-1 to SKS-3
and Railing Elevation
Outline Specifications 6 pages
jN OF fie_
31 January 2014 E AR CYG
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Edward H. Moll U,P.E.
MA Reg.No.33718
Structures North MME
CONSULTING ENGINEERS, INC. SNEETMO.
P. . E 0 aSW.SAIEM. MA 01971 CN.CULATE0 By DATE •� �
PH 9WWW79.7d5.6817 FA%978.746.6067
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P.O, BOX 8560, SALEM, MA 01971 CALCULATEO BY DATE �' �• ��
PH 978.745-6817 FAX 978.745.6067
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Shetland Park South River Harbor Wall Structures North
Salem, MA 31 January 2014
Outline Specifications for Harbor Wall Repairs
General Scope of Work
0.0 The intent of this work is to repair an approximately 245'-0"± long harbor wall that occurs along the
South River and that retains a portion of the parking lot facilities at the northern border of Shetland
Park. The wall is approximately 14'-0"tall to the mud line from the parking lot, and appears to be
between T-6" and 4'-0"thick. It is made of cut granite blocks, and was reportedly built in the
1840's. Two types of repairs to the walls are necessary: For the easterly 25'-0"±and the westerly
60'-0"±, repairs consist of chinking in the voids in the face of the wall, and capping the wall with a
vehicle and pedestrian barrier. For the middle 160'-0"±portion of the wall,the top three granite
courses will be removed,the wall will be excavated on the land side to the mud line, a new
drainage chimney will be installed, geofabdc will be placed in the joints of the reconstructed top of
wall and set in engineered reinforced earth, and the rebuilt top of wall will be capped with a vehicle
and pedestrian barrier. Drainage from parking lot to the wall will remain unchanged, and will be
accommodated by weeps through the base of the wall at grade.
0.1 The contractor shall be solely responsible for all means and methods of construction employed on
this project including all temporary bracing, support, excavation protection,water management,
utilities protection, and Conservation Commission requirements as required to maintain safe and
stable conditions.Any sequences of work or methods indicated or implied in the documents are
presented only as assumptions on which the design of the permanent installations are based and
are to be considered as a suggested option for review by the contractor. Contractor shall be solely
responsible for maintaining the safety and stability of the harbor wall structure and all adjacent
structures and grades as well as occupied parking areas that occur adjacent to the construction.
0.2 Contractor shall field verity all existing conditions and dimensions and shall coordinate all
dimensions. Notify the engineer of any discrepancies that would affect the installation as shown.
0.3 All work shall conform to applicable requirements of the Massachusetts State Building Code,
Eighth Edition, and accepted construction practice.
0.4 Refer to sheets SKS-1 to SKS-3 for additional information and requirements of the work.
Foundations& Backfill—Requirements of Work:
1.0 Existing granite block harbor wall foundations are assumed be carried down to undisturbed natural
dense stiff clay soils having a minimum bearing capacity of 2.0 tons per square foot(TSF).The
contractor shall verify the suitability of the soil to support reconstructed sections of harbor wall.A
qualified soils testing agency shall be consulted if for any reason the adequacy of the soil bearing
capacity is in question.
1.1 Contractor shall verify locations of existing structures and utilities prior to excavations.
1.2 Make no excavations to the full depth indicated when freezing temperatures may be expected
unless the wall reconstruction can be protected from freezing. Protect the bottom of excavations
from freezing; provide temporary heat and tenting as required. Should protection fail, remove
frozen materials and replace as directed.
1.3 Granular backfill shall be compacted to 95% of maximum density in 10"lifts.
1.4 Only hand-operated compaction equipment shall be allowed within 8 feet behind the harbor wall.
This area shall be defined as the consolidation zone. Compaction in this zone shall begin by
Shetland Park South River Harbor Wall Structures North
Salem, MA 31 January 2014
Page 2 of 6
running the plate compactor directly behind the granite blocks and then compacting in parallel
paths to the wall face until the entire consolidation zone has been compacted.A minimum of two
passes of the plate compactor are required with maximum lifts of I V. Grade filling shall follow the
somewhat irregular coursing of the granite so the geogrids will be laid on block courses that are
level with engineered fill grade.
1.5 When fill is placed and compaction cannot be defined in terms of Standard Proctor Density,then
compaction shall be performed using ordinary compaction process and compacted so that no
deformation is observed from the compaction equipment.
1.6 Contractor shall control surface and subsurface water during construction so that work will be done
in dry and on undisturbed soils.
1.7 Fumish and place all supports,temporary or permanent,whether shoring, sheeting or bracing, so
that no horizontal movement or vertical settlement occurs to existing structures or utilities adjacent
to the work.
1.8 Backfill Soil
A. Material must be well-graded compactable aggregate, 1/4"to 11/",with no more than 10%
passing the#200 sieve. (ASTM D422)
1.9 Reinforced Soil Mass
A. Existing observed site excavated soils are NOT suitable for ball of the wall. Existing
material is siltly clayey cohesive soils containing urban fill consisting of demolition materials
(brick and large stones). Existing excavate shall be removed and shall not be placed in the
final backfill.
B. Material for the reinforced soil mass must meet or exceed the designed friction angle and
description noted on the design cross sections, and must be free of debris and consist of
one of the following inorganic USCS soil types: GP, GW, SW, SP meeting the following
gradation as determined in accordance with ASTM D422.
Sieve Size Percent Passing
4 inch (100 mm) 100—75
No.4 (4.75 mm) 100—20
No.40 (0.425 mm) 0—60
No. 200 (0.075 mm) 0—35
The contractor is responsible for achieving the specified compaction requirements.The
engineer may direct the contractor to remove, correct or amend any soil found not in
compliance with these written specifications.
C. Where additional fill is required, contractor shall submit sample and specifications to the
engineer for approval and the engineer must verify based on the fill data that the soils
proposed for use has properties meeting or exceeding original design standards.
Shetland Park South River Harbor Wall Structures North
Salem, MA 31 January 2014
Page 3 of 6 — —
Geogrid Reinforcement Systems for Foundation Wall Reconstruction &Infill—Requirements of
Work:
2.0 All geogrid products shall be of high density polyethylene or polyester yams encapsulated in a
protective coating specifically fabricated for use as a soil reinforcement and shall conform to the
following standards:
A. ASTM D4595—Tensile Properties of Geotextiles by the Wide-Width Strip Method B. ASTM D5262—Test Method for Evaluating the Unconfined Creep Behavior of Geogrids
C. ASTM D6638—Grid Connection Strength (SRW-U1)
D. ASTM D6916—SRW Block Shear Strength (SRW-U2)
E. GRI-GG4—Grid Long Term Allowable Design Strength (LTADS)
F. ASTM D6706—Grid Pullout of Soil
2.1 Contractor shall check the materials upon delivery to assure proper material has been received.
Contractor shall prevent excessive mud, cementitious material, and like construction debris from
coming in contact with the geogrid materials. Contractor shall protect the materials from damage.
Damaged material shall not be incorporated in the project.
2.2 Geogrid shall be Tenser UX1700, Miragrid 20XT, or approved equal with a minimum allowable
tensile capacity of 4,390 pounds per foot. Contractor shall provide product submittal for approval
prior to geogrid purchase.
2.3 Geogrid Installation
A. Install stone courses to designated height of first geogrid layer. Backfill and compact the --
wall drainage chimney and reinforced fill in layers not to exceed 10"lifts behind wall to a
distance equal to designed grid length. The level of the soil will be somewhat irregular as it
is to conform to the level of the stone at the top of the wall so that the geogrid lays flat.
B. Cut geogrid to designed embedment length and place on top of stones to within 6"+/-to
exterior(water side) face of stone. Set the grids in Type S mortar(see below). Provide
sufficient mortar to completely fill space between stone coursing. Cut the grid in the
longitudinal direction (perpendicular to the wall)wherever granite stones make an abrupt
transition. Extend away from wall approximately 3% above horizontal on compacted infill
soils.
C. Lay geogrid at the proper elevation and orientations shown on the construction drawings or
as directed in the field by the engineer.
D. Correct orientation of the geogrid shall be verified by the contractor. Strength direction for
uni-axial rids is perpendicular to wall face.
9
E. Follow manufacturer's guidelines for the installation.
F. Place next course of stones on top of grid and mortar in place. Leave head joints between
stones unmortared to allow for drainage through the face of the wall. Remove slack and
folds in grid and stake to hold in place (use noncorrosive stakes or remove as work
progresses).
G. Adjacent sheets of geogrid shall be butted against each other at the wall face to achieve
100% coverage.
H. Geogrid lengths shall be continuous. Splicing parallel to the wall face is not allowed.
2.4 Tracked construction equipment shall not be operated directly on the geogrid.A minimum fill
thickness of 6"is required prior to operation of tracked vehicles over the geogrid.Turning of
tracked vehicles should be kept to a minimum to prevent tracks from displacing the fill and
Shetland Park South River Harbor Wall Structures North
Salem, MA 31 January 2014
Page 4 of 6
damaging the geogrid. Rubber-tired equipment may pass over the geogrid reinforcement at slow
speeds, less than 10 mph. Sudden braking and sharp turning shall be avoided.
Water Management—Requirements of Work:
3.0 Surface Drainage
A. At the end of each day's construction and at final completion, grade the backfill to avoid
water accumulation behind the wall or in the geogrid-reinforced zone.B. Surface water must not be allowed to pond or be trapped in the area above the wall or at
the toe of the wall.
C. Existing slopes adjacent to retaining wall or slopes created during the grading process shall
include drainage so that surface water will not be prevented from draining over the top of
the slope face and/or wall.The drainage is to be consistent with pre-repair drainage.
Provide 4"diameter weeps at 4'-0".on center to allow surface drainage to pass through
concrete vehicle barrier curb. Surface drainage design is by the Civil/Site engineer and is
beyond the scope of the structural work.
3.1 Grading
A. Establish final grade with a positive gradient to drainage in order to prevent
ponding/puddling. Concentrations of surface water runoff shall be managed by providing
necessary structures, per civil/site drawings.
3.2 Drainage System
A. All new walls shall be constructed with a minimum of 16"of crushed stone soil directly
behind the face of foundation wall.
3.3 Ground Water A. Groundwater shall be managed in the reconstructed wall by utilizing a drainage composite
applied at the earth-side face of the wall.
3.4 Concentrated Water Sources `
A. All water runoff of nearby structures and parking areas shall be designed by others to carry
storm water from the away from the wall area.They shall be connected to a drainage
system in closed pipe and routed away from the harbor wall area.
B. Site layout must take into account locations of retaining wall structures and all site drainage
paths.
C. Storm sewers and catch basins shall be located away from retaining wall structures and
designed so as not to introduce any incidental water into the reinforced soil mass.
Masonry Reconstruction—Requirements of Work:
4.0 Maintain support of retaining wall structure during work so as to prevent settlement or displacement
of portions of the wall to remain.
4.1 Cement:Type 1 white and/or gray cement as follows: Portland Cement:ASTM C150 complying
with staining requirements of ASTM C91 for low-alkali cement having a maximum of 0.6%
equivalent alkalis. Mortar shall show no efflorescence when cast in a 2"x 7"x V slab consisting of
Shetland Park South River Harbor Wall Structures North
Salem, MA 31 January 2014
Page 5 of 6
1 part of the cement to be used, 2 parts Ottawa plastic mortar sand and distilled water, and
subjected to a 7 day"wick test"conforming to ASTM C67.
4.2 Hydrated Lime: ASTM C207, Type S
4.3 Fine Aggregate/Sand:ASTM C144,washed
4.4 Stone: Re-use existing material on site. Do not re-use existing brick; use stones from site, or import
like-kind blast rock to visually match existing as closely as possible. Any new stones shall match
existing work, including gradation and color. Rock pieces for chinking shall be angular
dimensionally stable pieces, and shall not be small fragments.
4.5 Structural Mortar for stone masonry reconstruction and re-pointing—ASTM C270, Type S in the
formulation of: 1 part Portland Cement, '/parts Hydrated Lime,4'%parts Sand (1:'/:4'%). Replace
one third of the mix water with Silpro C-21 acrylic latex bonding agent or approved equal. Mortar
shall be hand batched—prebagged mortar is not permitted.
4.6 All reconstructed joints with geogrids shall be fully mortared. All head joints shall be unmortared to
facilitate drainage through the wall face.
4.7 Pressure wash existing stone prior to mortar placement with 3,000 psi water. Pre-wet and then re-
wet existing masonry to remain until"saturated surface dry"immediately before applying new
mortar. Blow off any excess water with oil free compressed air.
4.8 Mortar can be held back from the face of the stone to maintain the unmortared stone wall
appearance throughout.
4.9 Clean all surfaces stained by mortar per the satisfaction of the property manager/owner.
4.10 Grout for anchoring vertical dowels to granite shall be Five Star Grout, or approved equal.
4.11 Epoxy for anchoring horizontal bars to granite shall be Hilti HY150, or approved equal.
4.12 Work under this section shall only be done when the ambient air, material, and substrate
temperatures are above 40 degrees Fahrenheit by 9:00 AM and rising, or provide temporary heat
and protection.
Concrete Construction (Top of wall,vehicle stop and guardrail base)—Requirements of Work
5.1. All cast-in-place concrete shall be low shrinkage, shall have a minimum compressive strength of
4,000-psi at 28 days, and shall be 6% air entrained.
5.2. Reinforcing steel for concrete construction shall be ASTM A615, Grade 60, epoxy coated.
5.3. Maximum aggregate size shall be W.
5.4. Slump of concrete shall be 4"to 6"and water-cement ratio shall be less than 0,45
5.5. Concrete shall be maintained in a moist state and at a temperature of at least 40 degrees F for a
period of not less than 4 days following placement.
Shetland Park South River Harbor Wall Structures North
Salem, MA 31 January 2014
Page 6 of 6
5.6. Provide all necessary accessories to hold reinforcement securely in position in the locations shown
on the sections.
5.7. Provide expansion joints at spacing not to exceed 60'-0"on center and control joints not to exceed
20'-0"center. Provide expansion joint at wall jogs. Alignment of pipe sleeves and/or anchor plates
for pedestrian guard rails and expansion/control joints shall be offset by 8"minimum. Adjust
expansion and control joint locations accordingly.
Steel Fabrications (Pedestrian Guard Railings)—Requirements of Work
6.1. Steel work shall conform to"Specification for Structural Steel Buildings"(AISC ASD latest edition),
and Structural Welding Code -Steel (AWS D1.1-05).
6.2. New steel products shall conform to the following:
Steel plates: A36
Steel pipe/tube columns: ASTM A500, Gr. B
Welding electrodes: AWS E70-XX
Expansion Anchors: Hilti Type Kwik-Bolt III
Adhesive Anchors: Hilti HY150
6.3. All steel shall be G90 hot-dip galvanized after fabrication.
6.4. Expansion or adhesive anchors shall be installed after railing posts have been plumbed and
aligned. Follow all anchor manufacturer's specifications and installation instructions.
6.5. Grout,where needed, shall be proprietary non-shrink, non-expanding type 6,000-psi minimum.
Expansive grout will break the top of the concrete curb, and will result in very costly repairs
6.6. Provide survey of as-built conditions prior to fabricating steel for pedestrian guard rail. Fabricate
steel to proper field measurements before delivering to site.
End of Outline Specifications