115 BOSTON ST - BUILDING - PROJECT MANUAL � q7�-7�f�( ���3 `Y
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� � PROJECT �
MANUAL
FOR
�4 115 Boston Street
Salem, MA
First Floor Framing, and Associated Supports, and
Foundation Replacement
18.August.2011 i
prepared �
by:
Structures North Consulting Engineers, Inc.
P.O. Box 8560
Salem, MA 01971-8560
(978) 745-6817
for:
Marietta Goodridge
115 Boston Street
Salem, MA 01970
Drawinq Index: �
S-1.1 15` Floor framing & foundation reference plan
S-1.2 2"d Floor framing reference plan
S-2 Structural details
S-3 Structural details
S-4 Structural details
S-5 Structural details
S-6 Structural details
tN��Outline Specifications 4 pages .��'
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8YRUCTURAL �
P1p.36d30
T
J M. Wathne, P.E.
MA Reg. No. 34420
�
, � 115 Boston Street Structures North
Salem, MA 18.August.2011
f Outline Specifications for First Floor Framing Modifications, Associated
Supports, and Foundation Replacement
General Scooe of Work
I 0.0 The intent of this work is to replace most of the front foundation wall, a section of the left side-
wall of the foundation, re-frame the first floor and associated vertical supports in the basement,
and reinforce second floor framing where the ceiling finishes of the first floor have been
damaged. All repair work, with the exception of the second floor framing reinforcement is due
to vehicular impact to the residential structure. Damage to the first floor ceiling finishes that is
suspended from the second floor framing is a direct result of the vehicular impact, which will
require complete removal and replacement of the ceiling finishes in the front left room,
allowing for ready access to the specified floor reinforcement.
0.1 Prior to the removal of shoring, the work depicted in sheets S-1 through S-6 must be
completed. The Structural Engineer shall verify completion of this work prior to removal of
shoring.
0.2 Shoring must continuously support all beams where column/post supports are to be removed
and replaced or reinforced during the removal and replacement of the column/posts supports
until new, permanent supports are in place and the concrete of new footings and grout below
bearing plates have cured for at least 72 hours.
0.3 The contractor shall be solely responsible for all means and methods of construction employed
,, on this project including all temporary bracing, support and protection of the existing structure
as required to maintain safe and steble 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 structure and all adjacent structures as well as occupied spaces above the work
area during construction.
0.4 Contractor shall field verify ali existing conditions and dimensions and shall coordinate all
dimensions. Notify the engineer of any discrepancies that would affect the installation as
shown.
0.5 All work shall conform to applicable requirements of the Massachusetts State Building Code,
Seventh Edition, and accepted construction practice.
0.6 Refer to sheets S-1 through S-6 for additional information and requirements.
Shorina and Bracinq - Requirements of Work:
1.0 Contractor shall be solely responsible for all means and methods of construction employed on
this project, and for all temporary bracing, support, and protection of the existing structure.
Provide and install shoring designed to support the temporary structural loads of the supported
items.
1.1 Shoring shall be of any material, which is suitable for the application. Timber shoring shall be
fully dried and all end grain shall be sealed to prevent absorption of water and associated
swelling. Shoring shall be made stable, stiff, and snug fitting so as not to deflect under load.
Pre load supported elements for snug fit only. Shoring shall deflect no more than the given
� span length divided by 600.
1.2 Bearing surfaces of shoring shali provide for proper transfer of loads to supporting and
supported elements.
/
� 115 Boston Street Structures North
' Salem, MA 78.August.2011
� Page 2 of 4
1.3 Adequate shoring and bracing shall precede structural alteration.
1.4 Screw-type shoring posts or line shoring shall be provided for existing work during the removal I
of existing bearing walls and structural members and the installation of new structural work.
1.5 Temporary shores shall be placed as close as practicable to the existing structural work being
removed.
1.6 Balloon-framed exterior wall shall be temporarily supported with needle-type shoring or other
approved method.
1.7 Headers shall be placed across top of shoring posts and shall be snug tight against underside
of structure above.
1.8 Shoring shall bear on sleepers to prevent damage to the structure below.
Cast-in-nlace Concrete & Concrete Masonry Unit(CMUI Construction — Repuirements of Work�
2.0 Saw-cut or score &jackhammer existing slab as required to install new footings and walls.
Provide slab infill as required following wall replacement and footing placement.
2.1 All cast-in-place concrete shall have a minimum compressive strength of 4,000-psi at 28 days.
2.2 Reinforcing steel for concrete construction shall be ASTM A615, Grade 60.
2.3 Maximum aggregate size shall be '/.".
2.4 Slump of concrete shall be 4" and water-cement ratio shall be less than 0.45.
2.5 Concrete is to be placed monolithically unless otherwise shown.
2.6 Provide all necessary accessories or concrete bricks to hold reinforcement securely in position
with 3" of side and bottom clearance.
2.7 Footings shall be centered under supported members.
2.8 Grout below steel bearing plates shall be proprietary non-shrink type with a minimum
compressive strength of 4,000-psi at 28 days.
2.9 NOTE "A" on plans indicates dowels drilled & epoxy-set with 6" to 8" embedment into existing
wall/footing (#6 @ 12" o.c. x2'-8" long, Hilti HY150 or HY20+screen tubes). Provide (4)
minimum per wall, centered on wali. Provide (2) in footing aligned with middle bottom
reinforcement of new footing, or use pea-stone concrete mix & allow ends of footing to
underpin existing wall at intersections. NOTE: Graphical representation of this noted is shown
offset in plan as not to conflict with the stone shelf, however the wall dowels shall be centered
about the wall.
New Columns— Repuirements of Work:
3.0 Structural steel work shall conform to "Specification for Structural Steel Buildings" (AISC ASD
latest edition), or Load and Resistance Factor Design (AISC LRFD, latest edition), and
Structural Welding Code - Steei (AWS D1.1-95).
3.1 New steel products shall conform to the following:
Steel plates: A36
Steel pipe/tube columns: AS7M A500, Gr. B
Welding electrodes: AWS E70-XX
Adhesive Anchors: Hilti HY150
Lag Screws, Bolts to Wood: AISI/ASME B18.2.1
' � .
115 Boston Street Structu�es North
/r Salem, MA 18.August.2011
f Page 3 of 4
3.2 Adhesive anchors shall be installed after steel has been plumbed, aligned and base plates
grouted solid between the underside of the plate and the top of the footing. Adhesive anchors
shall be Hilti HY150 or approved equal. Follow all manufacturer's specifications and
installation instructions. Use leveling nuts and dry-pack grout solid between the underside of '
the plate and the top of the footing after steel has been plumbed and aligned. Maintain '
temporary shoring until grout has cured for at least 72 hours
3.3 Shop and field welds shall be made by qualified welders and shall conform to the American
Welding Society code for buildings, see specifications. All welds shall develop the full strength
of materials being welded, unless otherwise noted. Field welding shall be avoided when
possible.
3.4 Field cutting of structural steel or any field modifications to structural steel shall not be made
without approval by engineer for each specific case.
3.5 All structural steel (reinforcing steel for footings, embedded sections of anchor bolts and
underside of base plates not included) below grade & 12" above grade shall be coated with
' two heavy applications of coal-tar epoxy or WeUDry 700 solvent-free epoxy when ambient air
temperature is at or above 55 degrees Fahrenheit. Work shall be done after steel has been
installed yet before slab infill is placed; any and all gaps between base plate ring and column
perimeter shall be filled with backer bar and a compatible caulking. Acceptable alternates
include low-VOC epoxy mastic coatings with appropriate primers as required by the
manufacturer. For other substitutes, submit product information for approval priorto
purchasing material.
3.6 Temporary erection bracing and supports shall be provided to hoid structural steel framing
� securely in position. Such temporary bracing and supports shall not be removed until
permanent new structure is installed and completed.
3.7 Grout for beneath column bearing plate shall be proprietary non-shrink type or 4,000-psi dry-
pack mortar mix.
3.8 Fabricate structural steel to proper field measurements before delivering to site.
NewlExistins�Wood Framins� - Requirements of Work:
4.0 Maintain support and bracing to existing structure durirg work.
4.1 Wood joists, blocking, posts and plates shall be SPF #2 or SYP, #2 or better. Shims shall be
cedar. Laminated Veneer Lumber (LVL) shall be "Microlam" as manufactured by Trus-Joist
Macmillan, or approved Equal - Fb=2900-psi, E=1,900,000-psi, Fc�=750-psi, FCPara��ei=2310-psi,
FCpe�p=750-psi, F�285-psi. Pressure-treated lumber shall be kiln-dried after treatment (KDAT).
4.2 All new stud wall construction shall be 2x6 at 16" o.c. blocked at mid-height or at panel edges
(panel edge location controls location). All new/reconstructed e�erior walls shali be sheathed
with Yi' plywood nailed with 10d nails at 4" on-center at all panel edges and 12" on-center at -
infield. All new walls shall have pressure-treated KDAT double 2x6 bottom plates.
4.3 Holes or slots will iikely need to be cored or cut in the floor of the front-right room to allow for
the installation of the new concrete foundation wall. Provide all necessary labor and materials
required to patch floor for any such holes.
4.4 No wood members shall be notched unless otherwise noted on the drawings. Notches called
out on drawings must not be over-cut, and any members that are over-cut at notches shali be
removed and replaced at no cost ko the Owner. Existing members that are to be cut to allow
for a new flush-framed condition shall be cut no more than required to allow for the installation
� \
j 175 Boston Street Structures North
Salem, MA 18.August.2011 '
�/ Page 4 of 4
of new structure, and any members that are cut back beyond 90% of the hanger seat shail be
sistered with full-length members at no cost to the Owner.
4.3 All new and existing members to be supported or re-supported by new structure shall have '
Simpson type LU, HU, HUS or approved hangers. Hangers must fit the full width and depth of �
supported members, and under no circumstances may the hangers be modified. Under no
circumstances may post caps, bases or hangers be bent to fit the dimensions of the structural
members; plywood and cedar shims shall be used as required to fill any dimensional
discrepancy within 1'/z". Any existing hangers that are installed improperly shall be removed
and replaced with new hangers per the above requirements at no cost to the Owner.
End of Outline Specifications
� � 8���
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TVRil5.t9111 FYI6TIbdpfl
. . . . �MM1Il�dvp�ie'tl�mll
RE—CLAIMED (E) GRANITE VENEER BLOCKS, X :
SET ON KOROLATH SHIMS & FILL BOTTOM
& REAR VOIDS W/ NON—SHRINK GROUT � aa
•
(EXL FINISH
MATCH WALL HOR. GRADE) 14"� MASONRY SHELF, VARY ELEV. 70 MATCH (E) ° a (N)2x10 FRAMING
a REINF., TYP. x3 ROWS STONE LAYOUT OR PROVIDE BED OF NON— I a (N)2x4 P.T. SILL W/ �""�
u o • . • SHRINK GROUT TO ADJUST ELEVATIONS a a . a ANCHORS O 32" O.C.
.�i FINISH GRADE VARIES, V.I.F.
�� � �� & MA7CH APPROPRIATE (E) � �s 1—7�" NON—SHRINK GROUT
— � . p o o GRANITE VENEER BLOCK$ a , 4" POCKET (3�"
o d o ° ° JOIST BEARING)
� •p o / a
;�— 32" MIN., 7YP. �� p • i �/ , �/\ a , .
� o a .
� � a
� .p • ' ' ♦ . . � a.. a - ' � �d
a . a
c a
a' ° SEE DETAIL 1/S-2
� • • •
� p e ,a a FOR BOT. OF WALL
� ° � & FTG INFO �
�
� �� � F'OUNDATION SECTION � w
n INT. BASEMENT � S—'� 1" = 1'-0" U.N.O. � �
� � � � � � �"
� o �
b
n f� o SOLID 2x 10 BLOCK'G BETW. �" �
i � o WALL�BOVE�T � TO 3" JOISTS OVER BEAM O �
n (N�2x10 FRAMING, LAP
n � �� � (E) SILL, BORATE—TREAT PER 17EM SPEC & I OVER BEARING POWT p �
� PROVIDE NON—SHRINK GROUT BELOW (� �
� � �
i RE—CLAIMED (E) GRANITE VENEER BLOCKS, X � �
� SET ON KOROLATH SNIMS & FILL BOTfOM � W
_; & REAR VOIDS W/ NON—SHRINK GROUT "'�
� �� �
� �LAN DL' TAIL O1' WA�L COAbNEIl, 14 MSTONE L YOUT OR PRO IDE BE�D OFCNONE) o e PROTECT END GRAIN & SIDES
, SHRINK GROUT TO ADJUST ELEVA710NS , o w� P.T. PLYWOOD
� BAR REINFORCING a
= NTS FINISH GRADE VARIES, V.LF.
& MATCH APPROPRIATE (E) •
� GRANITE VENEER BLOCKS � (N)5'ax9� LVL
-�, a 2x4 P.7. KDAT BEARING BLOCK �
`� ✓� �/ //\ ' ° 1—7�" NON—SHRINK GROU7 �
i.
m Qo . a _ 4,� POCKET (3�" a � �
� RE—SET ENTRY STEPS • ° a'a � aa • BEAM BEARING) z � �
� (NOT SHOWN) ON a o m �
a
� COMPAC7ED GRAVEL � ,� � SEE DETAIL 1/S-2 z �
, � w s �
� ° FOR BOT. OF WALL c`� < `z z
" & FTG INFO � � � V
STRUCTURAL
� BEAM POCKET SECTION DETAII.S
. - Drawing No:
i _
5—.S .�,� _ ��-0 U.N.�. S- 3
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r^ e' O� DATfi: 08-18-17 115 Boston Street ���� o � °m
��1 z „m,3� DRAWN: SB � ,y
� ' y; CNECRSU BY: GMN/JMW SAI.EM, MASSACHUSETTS ��� = z�
� � S = �
�"' �
�
i �
. e � SOLID 2x 10 BLOCK'G BE7W. a���
JOISTS OVER BEAM StNctures Norrh
CONBIILlIMO EXOIMEER4IXC
(N)2x 10 FRAMING, LAP �����
I OVER BEARING POINT s��a�+�
� T914i1S80111 FB18.)LS.BpB/
�✓����
(E)BEARING WALL ABOVE & (E) FRAMING
NOT SHOWN FOR CLARITY. (E) FRAMING
3/a"x8"x8" MAY BE LEFT IN PLACE & SISTERED W/ "'
1 'a�� I LAP IN ORDER TO SUPPORT WALL ABOVE ,
BASE PLATE � 6" � 6" �
� DURING BEAM REMOVAL & REPLACEMENT
a
� po OO OO
� + OO OO e
� —
�.�
�i po po ----- _
— I I N
�4 � � � (N)2x70 FRAMING, LOCATE
� I j I j AS N07 70 CONFLICT W/
� BASE PLATE PLAN i i co�. caP
I 2—ROWS OF 5' LG. "TRUSSLOK"
' CO SEE 2/S-5 FOR COL SCREWS � 12" O.C. STAGG. (6" I � I BEAM MAY BE SPLICED � IN7ERIOR
� I CAP & BEAM INFO. OVERALL SPACING, ALT. SIDES � I � SUPPORTS, BEAM MUST BE CONT.
� � & OMIT AT COL CAP — � � � O COLUMNS ADJACEN7 TO
' � DO NOT COUNTERSINK) i I i NOTE "B" LOCNs �
�i PROVIDE CORROSION PROTECTION �
@ BASE OF COL. PER OUTLINE � � TS=TS4x4x% TUBE
`� SPECS 3.1 j I j STEEL COL � �
P PATCH SLAB AS REQ'D I I I BEAM � w
� & PROVIDE W.W.F. � � � ELEVATION � �
GRAVEL INFILL �
JACK—HAMMER EXIST. � I � ,�,� �
o I I AS REQ'D � ¢�
,� SLAB AS REQ'D TO � � � � Q U� �"
,n POUR (N) FTG. I I I W n (N) 2x 10 FRAMING EACH SIDE �
,n � ' � OF LVL BEAMS, LAP OVER BEARING �r" �
_ � �
- ° ; ' . a � I � `e o � a °a . e (N) 5'nx9� LVL I POINT & PROVIDE SOLID 2x10 O
.i ° a a .; —X X X � , � X—�X . X a a a ; B E A M , B L O C K'G B E 7 W. J O I S T S � �
a � �
N OopO ' a a _ - _ � a' . . � � � . . . . MO �
i o opao .. ..�. I .� a o o '-`I
` LEVELING NUTS & NON— a o I II a � � 76"' MIN.,
i SHRINK GROUT a a � „ ° ;,� ° ` o , � = z 8" EA. SIDE � �
�
`� (2) 5/8"0 HILTI HY150 ADHESNE � I � � ` z � � � '°� I OF BM w
- o a° `� � �c9 ^' a
� ANCHORS (6° EMBED) � ° a Q,'
e W� LEVELING NUTS • • �• I � � � °� a° • a
,n a I BRACE EA. SIDE W/ �
N EARTH i a a . a SIMPSON H25(A),
— FORM , � '
�� �`�������� NEW 3'-0'"x3"-0"x15" (MIN.) C.I.P. CONC FTG - � _ ALT. SIDES
o UNDIS7URBED INORGANIC MATERIAL � W/ #4 REBAR O 6" O.C. EA. WAY, BOT. SIMPSON TYPE CC06 � � �
� W/ 20 TSF BRG. CAPACITY � (3"� BOT. & SIDE CLEARANCE) SADDLE WELDED TO I I
! (CONTRACTOR VERIFY) COL BELOW � I �
I ' I �
� � I � �a a
� � �
:� 1 COLUMN FOOTING SECTION
�, � �
� i � i � _ �
i � i o � � _
� �� � � z W V
" s—� niTs a o m m
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U " �-w. < �
/ I cQi a C `°
N y o c �
2 �p-� q 7� ,� �v��v rji 10�i STRUCTURAL
�Hld�l �.7 li 1 1V DETAllS
S-5 Draning No:
,» _ ,,_0��
- S- 5
� __ .
� �
� °a°���
•�
, , � , . Smtctures North
COM9Yli1NOEX0INEEP&IMC
I gpWdSqpnbt.&lY1M
9M�1M4Mp10.1611
TBI&iR8B111 FB)B.)16.mB/
w9MmYWrINmn
4x4 P.T. POST UP (2-LOC'Ns) i
POST BASE MAY BE
SIMPSON PBS44A POST BASE EMBEDDED � ROTATED 90' IN PLAN,
WTO SONOTUBE PIER W/ J/5 BEN7 CONFIGURATION SHOWN
� AROUND EMBEDDED BASE SECTION, � FOR CLARITY
� EXTEND VERT. LEG DOWN 24" EA. SIDE • � '
0
� 12
�; � MATCH
� FINISH GRADE EXIST. '
o (2) f/3 TIES � TOP
N
�
�
\
�' , SOLID BLOCK'G
'_^ I 24" VERT. LEGS BETW. RAFTERS
a
a� �
�� ��., SIDE I — —
I N CLR. , — 4x10 BEAM �
(1 OF 4) f/5 VERT. E'
I 2x8 CANOPY � �
I'�, �, g ' (N) 8"4 CONC. FILLED SONOTUBE °° � RAFTER � w
'i ;� I PIER, STRIP 3-DAYS AFTER POUR � �
�. o o � i PROVIDE MOCK-UP OF END *-' `"�
�, I 2x6 (iviiiJ.) CANOPY CEIL'G CUTS, SOFFI7 & FASCIA � �
�, m ' "BIGFOOT" MODEL BF28 JOISTS @ 76" O.C.
FOR OWNER'S APPROVAL ¢,
� �, F0071NG
_ � PROVIDE SIMPSON TYPE ' p �
', �,� AL7: PROVIDE 28" SQUARE H25(A) @ ALL RAFTER- 'i'' �
n FOOTING & 8" SQUARE PIER TO-BEAM CONNECTIONS � �
� O
, � I W/ SIM. REWF. SIMPSON TYPE PC/EPC � �
�, I POST CAP e � e � �
i ~ w
�� ,
� a
� 4x4 P.T. Q,'
�� '� � � WOOD POST i L!�
, �
o a o o � o
�. ul �a� Q ��o� Q -
' — � ° O°o ° �°o 0
, � � Oeo�o�o° O� 8�� COMPACTED GRAVEL
I � o 0 og°
_ ;..� m \�Y/�� 2.0 TSF BEARING CAPACITY UNDISTURBED
I � �Y SOIL OR COMPAC7ED FILL (TO BE VERIFIED
I BY OTHERS PRIOR TO CONSTRUCTION) �
o i
CJ
� O
IJ
;� � COLUMN BASE/F'OOTING DETAIL 2 BEAM SECTION = � �
� � s—s ��rs s—s rvls a � m ;:
� o m
S Z
C
, � � E a �
/
N U Q �: m
�n C ❑ u
, � STRUCTURAL
DETAILS
' . Drawing No:
S- 6
�