115 BOSTON STREET - BUILDING JACKET J/��os �s'�
CITY OF SALEM, MASSACHUSETTS
BUILDING DEPARTMENT
_ 120 WASHINGTON STREET,31D FLOOR
TEL. (978) 745-9595
FAX(978) 740-9846
KIMBERLEY DRISCOLL
MAYOR THOMAS STYIERRE
DIRECTOR OF PUBLIC PROPERTY/BUILDING COMMISSIONER
May 17,2011
Marietta M. Goodridge Family Trust
Marrietta Goodridge—Trustee
115 Boston Street
Salem Ma. 01970.
Report on structural damage-incident on 5/12/11
Dear Owner,
At approximately 1600 on above time and date, I was contacted by Fire Chief David Cody,
reporting a truck into a building at 115 Boston street. I arrived about ten minutes later and
observe red a large box truck that had impacted the front of the home,just after the center line of
the building. Approximately 16-18 feet of the fieldstone and granite foundation had been pushed
into the basement and approximately 20 to 25 feet. Of the first floor wall was destroyed.. The
box truck was partially inside the home and resting on the damaged foundation.
At this point, ,with Salem fire, I accessed the basement to assess the condition of the structure. It
was immediately apparent that at least three floor beams, that were supported by the front sill
and foundation had been left unsupported. It was also apparent that the left front corner post ,
connecting the sill to the second floor support, had been dislodged from it's bearing point. At this
time , The City Electrical Inspector arrived and determined that the main services could remain
in service but that the individual circuits needed to be traced and repaired by a qualified
Electrician. Shortly after this, the gas contractor, National Grid, arrived and insisted upon
cutting the natural gas service at the street before attempting to shore the building or removing
the truck. The Gascontractor finished the disconnect at about 1930. At that point employees of
Spencer Contracting and Baystate Remodeling completed the shoring work in the basement.
At approximately 2010, after looking over the condition and age of the structure, I decided to
have a Structural Engineer take a look at the building before attempting removal of the truck.
The structural engineer arrived and directed the workmen to install additional shoring. This
work was completed at approximately 2200. Shortly thereafter the tow contractors removed the
truck from the building. The board up of the front of the building commenced and was
completed about 2300. Before leaving, I shut down the main breakers at the electrical panel until
such time as a L ense Elec c' n could verify the safety of the wiring.
+n
Thomas St.Pierre/Director of Inspec nal Services/Building Commissioner
QTY OF SALEM, MASSACHUSETTS
BUILDING DEPARTMENT
t 120 WASHINGTON STREET 3" FLOOR
TSL. (978) 745-9595
FAX(978) 740-9846
KIMBERLEY DRISCOLL
MAYOR THomAs ST.PIERRE
DIRECTOR OF PUBLIC PROPERTY/BUILDING COhSESSIONER
June 6, 2011
Matthew Alphen
29 Pine Hill Road
Lynnfield Ma. 01940-1125
R.E .Building at 115 Boston Street, Salem Ma.
Dear Mr. Alphen,
Subsequent to the emergency shoring actions taken the night of the incident May 12`x' in which a
large box truck crashed into the front of 115 Boston Street, I required that a Professional
Engineer evaluate the integrity of the structure, to determine the safety of the building. As it
turned out, and in the light of day, additional significant damage was discovered by the
Structural Engineer. If further information is needed, please contact me directly/
C -t,� UP OZ4�_�
Thomas St.Pierre
Director of Inspectional Services/Building Commissioner
4 Gia � av)
h Plans must be filed and approved by the Inspector before a permit will be granted.
No. 3- /p q City of Salem Ward
Is Property Located in the 1�
Historical District? Yes_ Not� p,' -/Y(/- §W3
Home Phone#
Is Property Located in a
P ag63
Conservation Area? Yes_ No-/— r''+ Bus.Phone#
APPLICATION
F
PERMIT TO CONSTRUC POOL, DECKS AND SHEDS
Salem, Mass.,
TO THE INSPECTOR OF BUILDINGS:
The undersigned hereby appli'M for a permit to build according to the followin specifications:
Owner's name and address d�i rnCnGi /S o l'071 S �
Architect's name
Mechanic's name and address
Location of building, No.
What is the purpose of building?
Material of building? n SEEP I SC✓rmrp //9 000 I
If a dwelling,for how many families? a
Will the building conform to the requirements of the law?
Estimated cost '�, /9010• Contractors Lic. No.
Signature of applicant
Signed Under the Penalty of Perjury
REMARKS r) ,
No.6 Ward
APPLICATION FOR
PERMIT TO CONSTRUCT
SWIMMING POOL
Location
PERMIT GRANTED
Building Inspector
401
60Wes Suite Structures North ooPqV1® Salem,Massachusett01970-3517
CONSULTING ENGINEERS, INC P.O. Box 01971-8560
T 978.745.6817 I F 978,745.6067
x-,vw,sauctures:eo=th,com
24 June 2011
Matthew Alphen, Public Insurance Adjuster
29 Pine Hill Rd
Lynnfield, MA, 01940
t
I Reference: 115 Boston Street, Salem, MA
,
Dear Mr. Alphen:
! I have reviewed the 26 May 2011 post-loss report produced by AEGIS Engineering
Services on the subject property and have observed the on-site conditions. Based upon
1 our review of the report and information we have gathered from the field, it is our
opinion that without completion of permanent repairs or significant additional temporary
shoring, the house is not presently in a sufficiently structurally safe condition that it
could serve as a human residence without significant restrictions on the occupants.
I Such occupancy restrictions would.limit the use of the house to less than 50 percent of
l its total footprint and would make habitation by the owners impractical if not impossible.
j
+ The level of temporary shoring that would be required for unrestricted occupancy would
be a significant additional cost to the total project, and would be in the way of the
permanent repairs, thus requiring removal and a second displacement of the residents
F for the period that permanent repairs are underway.
Therefore, we do not recommend that the owners re-occupy the house until permanent
repairs have been completed.
Respectful[ urs, IIA OF 11
.10HIM M_
g wATHNE
CT
Jo STRUURAL Wathne, PE, President NO.aaa2o
Structures North Consulting Engineers, Inc. 9 0
a T
a
CITY OF SALEM, MASSACHUSETTS
BUILDING DEPARTHIMENT
120 WASNGTON STREET,3m FLOOR
TEL. (978) 745-9595
FAX(978) 740-9846
KIMBERLEY DRISCOLL
MAYOR THomm ST.PIERRE
DIRECTOR OF PUBLIC PROPERTY/BUILDING COMMISSIONER
June 6, 2011
Matthew Alphen
29 Pine Hill Road
Lynnfield Ma. 01940-1125
R.E .Building at 115 Boston Street, Salem Ma.
Dear Mr. Alphen,
Subsequent to the emergency shoring actions taken the night of the incident May 12`" in which a
large box truck crashed into the front of 115 Boston Street, I required that a Professional
Engineer evaluate the integrity of the structure, to determine the safety of the building. As it
turned out, and in the light of day, additional significant damage was discovered by the
Structural Engineer. If further information is needed, please contact me directly
Thomas St.Pierre
Director of Inspectional Services/Building Commissioner
PROJECT
MANUAL
FOR
115 Boston Street
Salem, MA
First Floor Framing, and Associated Supports, and
Foundation Replacement
18.August.2011
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
Drawing Index:
S-1.1 1st Floor framing & foundation reference plan
S-1.2 2nd Floor framing reference plan
S-2 Structural details
S-3 Structural details
S-4 Structural details
S-5 Structural details
S-6 Structural details
Outline Specifications 4 pages VA OF
JOHN M. f�
WATHHE 1R�
STRUCTURAL
No.344W
n M. athne, P.E.
MA Reg. No. 34420
Y'
115 Boston Street Structures North
Salem, MA 18.August.2011
Outline Specifications for First Floor Framing Modifications, Associated
Supports, and Foundation Replacement
General Scope of Work
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 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 structure and all adjacent structures as well as occupied spaces above the work
area during construction.
0.4 Contractor shall field verify all 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.
Shoring and Bracing - 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 shall provide for proper transfer of loads to supporting and
supported elements.
115 Boston Street Structures North
Salem, MA 18.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
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-place Concrete & Concrete Masonry Unit(CMU) Construction— Requirements 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 wall. 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 — Requirements 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 - Steel (AWS D1.1-95).
3.1 New steel products shall conform to the following:
Steel plates: A36
Steel pipe/tube columns: ASTM 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 Structures North
Salem, MA 18.August.2011
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 Wet/Dry 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 prior to
purchasing material.
3.6 Temporary erection bracing and supports shall be provided to hold 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.
New/Existing Wood Framing - Requirements of Work:
4.0 Maintain support and bracing to existing structure during 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, Fcp.. e=2310-psi,
FCp,rp 750-psi, Fv=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 exterior walls shall be sheathed
with 1/2" 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 likely 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 shall be
removed and replaced at no cost to 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
116 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 shall 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
Certificate No: 533-12 Building Permit No.:-533-12-----------
Commonwealth
o.: 533-12Commonwealth of Massachusetts
City of Salem
Building Electrical Mechanical Permits
i
This is to Certify that the RESIDENCE located at
Dwelling Type
I
115 BOST.O.N STREET in the CITY OF SALEM
Address Tow rV City Name
I
I IS HEREBY GRANTED A PERMANENT CERTIFICATE OF
OCCUPANCY
OCCUPANCY PERMIT FOR(115 BOSTON STREET) 1 STYLOOR
I
This permit is granted in confornity with the Statutes and ordinances relating thereto, and
expires ........ _----_ unlesssooner suspended orrevoked.
Expiration Date
--.. ---- - _._-._ __-_ .._.. ...
Issued On: Tue May 14, 2013 - •-�r�� �r�� - -- . ..- - ------ -----
Goat MS®2013 Des Launers Municipal Solutions,Inc. ----- - ------ - --—. ------- ---- -- ........
-._- ------ ___- -
Certificate No: 533-12 Building Permit No.: 533-
Commonwealth of Massachusetts
City of Salem
Building Electrical Mechanical Permits
i
This is to Certify that the RESIDENCE located at
Dwelling Type
115 BOSTON STREET in the CITY OF SALEM
Address Town/City Name
IS HEREBY GRANTED A PERMANENT CERTIFICATE OF i
OCCUPANCY
OCCUPANCY PERMIT FOR 115 BOSTON STREET (2ND.FLOOR
This permit is granted in conformity with the Statutes and ordinances relating thereto, and
expires ._,- unless sooner suspended or revoked.
Expiration Date
Issued On: Wed May 15, 2013 � ----
GeoTMS®2013 Des Lauriers Municipal Solutions,Inc ----"— --' ------ "'-----" - --- - ------ - " "
C'
115 BOSTON STREET 533-12
Gis#Z&Ai, lla x COMMONWEALTH OF MASSACHUSETTS
s ,ham v CITY OF SALEM
Block �k�' I�„, v�w"�`'`xm1.L1� rxs�u_�z�,l�
I ot` � 607-2Q2-
Category RENOVATIONS
PerDnt# �. �'*i53312q. *,y BUILDING PERMIT
�Ptolect# ;_ 7S 2012-001327,',
Est Cost *W ;I; $122,00000'.",„
Fee Charged' $859.00xr' '
Balance Due: $ oo A , s ,:' 6 PERMISSIONIS HEREBY GRANTED TO:
f Const Class:aContractor: License: Expires
[CrEIUseGroup
d G&G Construction Inc CONSTRUCTIO SUPERVISOR-30314
Et a(.q..8�
Zoning: 2
1 Owner: Marietta Goodridge
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Units Gamedi• w .,„mss _R _„ ')Applicant: G&G Construction Inc
Untts Lost µp• t` , , j I AT: 115 BOSTON STREET
ISSUED ON: 07-Dec-2011 AMENDED ON: EXPIRES ON: 07-May-2012
TO PERFORM THE.FOLLOW.ING WORK:
DEMOLITION OF SECTION OF FRONT FOUNDATION AND REBUILD NEW ADDITION PLEASE SEE PERMIT
APPLICATION FOR ADDITIONAL WORK THAT IS BEING DONE jbh
POST THIS CARD SO IT IS VISIBLE FROM THE STREET
Gas Plumbing Building
Underground: ✓ Y Underground Underground: - - Excavation: .
Service: Meter: - Footings:
Rough: J=Z..;;. Rough: Rough: Foundation:
Final: 4xjne.n4jAA. 'nal: Final: _ Rough Frame: ►q. . •'�`���1-/
Fireplace/Chimney: !�
D.P.W. Fire Health u1�3 f
Insulation:
Meter: Oil:
... �0`use Final: �i/ /j�•�1
Rouse N Smoke: /� ,�^ _:�/ ” ^—
Water: Alarm:
Treasury:
P.C� 1 Assessor
Sever. Sprinklers: Final: -
THIS PERMIT MAY BE REVOKED BY THE CITY OF SALEM UPO OF
RULES AND REGULATIONS.
Signature:
Fee IMPORTANT:OWNER OR CONTRIC@gQBrWJST Date Paid: Check No: Amount:
UUI - 07-Dec-II 7776 $859.00
CONSTRUCTION.SEE CURRENT MOM
CHAPTER 1 FOR LIST OF REQUIRED INSPECTIONS. _ -
.CALL 978-619-5641 TO SCHEDULE AN INSPECTION _ . . .
GcoTMS®2011 Des Lauriers Municipal Solutions,Inc.
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T TO 3" Structures North
REQ'D, PROVIDE (N) X" PLYWOOD I 2—BAYS OF SOLID FULL—DEPTH P.T. (KDAT)
@ NEW WALL SECTIONS 2x10 P.T. KDAT BLOCK'G @ 2'-0" O.C. (RIP—TO—FIT)
(N) OR (E) WALL ABOVE � RIM JOIST ®� ++701
re+niu.een. �i�mar
(E) SILL, BORATE—TREAT PER ITEM SPEC & I \/
PROVIDE NON—SHRINK GROUT BELOW
RE—CLAIMED (F) GRANITE VENEER BLOCKS,
SET ON KOROLATH SHIMS & FILL BOTTOM °
& REAR VOIDS W/ NON—SHRINK GROUT •
14" MASONRY SHELF, VARY ELEV. TO MATCH (E) °"' (N)2x4 P.T. SILL W/ �6"0
a STONE LAYOUT OR PROVIDE BED OF NON— d ANCHORS @ 32" O.C. (N)2x10 FRAMING
N SHRINK GROUT TO ADJUST ELEVATIONS
° 36"0 xZ" LG. STAINLESS STEEL PIN DRILLED & ADHESIVE-
0 FINISH GRADE VARIES, V.I.F. ; SET (OR C.I.P.) 3"f INTO CONCRETE, 3"t INTO STONE,
& MATCH APPROPRIATE • ° 8—MIN. PER STONE, TWO—ROWS OF (4) PER STONE
GRANITE VENEER BLOCKKSS (4" FROM TOP/BOT & SIDES, EQUALL SPACED BETW.)
0
N
10 MIN.
AlSTEM
RE—SET ENTRY STEPS °
o (NOT SHOWN) ON ° a OPTIONAL CONSTRUCTION JOINT,
o COMPACTED GRAVEL ROUGHEN CONTACT SURFACES, REBAR
MUST BE CONT. THROUGH JOINT
N �
(3) ROWS #5 @ °
a
16" O.C. HORIZEdi a a ° N w
a ° #4 VERT. @ 32" O.C. UO
• : : 03 • a
o ° +1
(2) ROWS #5 @ 16" O.C. V.E.F. �
d
0 m #5 FTG. DOWELS TO U�
N 1 SIDE MATCH VERT. WALL
z x COVER ° REINF. PROVIDE 32"
LAP SPLICE
o ° • d • a • %p" COMPRESSIBLE FILLER
° PATCH (E) BASEMENT SLAB AS REQ'D lCJ "
°
14
ROUGHEN CONTACTe a X ?�-- X X ~
m SURFACES d ° ° o
°O'.00 Q w
10" MIN. • `24" MIN. :° •. 10" MIN. OQD
U
• ° ° °•. ° ° • ° a a • o PROVIDE 6—MIL. POLY
VAPOR RETARDER @ SLAB
d ° PATCHES (MIN.)
e (4) #5 CONT. T&B
EQUALLY SPACED
a d a 3" SIDE COVER
e� 3" BOTTOM COVER
N j/\ /\//\// j1 12° BEND, TYP. o 0
2.0 TSF BEARING CAPACITY UNDISTURBED Z 7 STRUCTURAL
ILS
SOIL (TO BE VERIFIED BY OTHERS PRIOR �� T7�Tp 9ry�T 7�� gNDETo:
TO CONSTRUCTION) ( 1 FO V 1 V DA 1 1 O SECTION Drawing No:
S—L
=7=-0- .N.O. S
(N) OR (E) TO 3" B®®®
WALL ABOVEKYT Structures North
2x10 P.T. KDAT CONSULTING ENGINEERS.INC.
(E) SILL, BORATE-TREAT PER ITEM SPEC & RIM JOIST
PROVIDE NON-SHRINK GROUT 13ELOW1b
TTaASe817 I FMBIa)745
�804!
RE-CLAIMED (E) GRANITE VENEER BLOCKS, X
SET ON KOROLATH SHIMS & FILL BOTTOM
& REAR VOIDS W/ NON-SHRINK GROUT ° do
•
MATCH WALL HOR. (EXT. FINISHGRADE) 14" MASONRY SHELF, VARY ELEV. TO MATCH (E) .a (N)2x10 FRAMING
s REINF., TYP. x3 ROWS STONE LAYOUT OR PROVIDE BED OF NON- °
a SHRINK GROUT TO ADJUST ELEVATIONS (N)2x4 P.T. SILL W/ "0
rn i
° • • • FINISH GRADE VARIES, V.I.F. a a ANCHORS @ 32" O.C.
Ll - & MATCHAPPROPRIATE (E) 0 _ - �s% 1-1 NON-SHRINK GROUT
° o ° GRANITE VENEER BLOCKS 4 ° 4" POCKET (3�5"
JOIST BEARING)
0
32" MIN., TYP. �k p • /i �/ , �/\ ° °
VI ° • • • ° ° • •4
• • • SEE DETAIL 1/S-2
d FOR BOT OF WALL
n & FTG INFO
FOUNDATION SECTION w
INT. BASEMENT
• • " = 1'-0" U.N.O.
( ) N
0
0 0
m
N ° SOLID 2x10 BLOCK'G BETW.
o (N) OR (E) TO 3" JOISTS OVER BEAM O I'j)
WALL ABOVE (N)2x10 FRAMING, LAP 4
• �• • (E) SILL, BORATE-TREAT PER ITEM SPEC & OVER BEARING POINT p
PROVIDE NON-SHRINK GROUT BELOW (�
i RE-CLAIMED (E) GRANITE VENEER BLOCKS, X
SET ON KOROLATH SHIMS & FILL BOTTOM a
o & REAR VOIDS W/ NON-SHRINK GROUT
o
m PLAN DETAIL OF WALL CORNER 14" MASONRY SHELF, VARY ELEV. TO MATCH (E) PROTECT END GRAIN & SIDES
u D REINFORCING
r T r �7 T STONE LAYOUT OR PROVIDE BED OF NON- W/ P.T. PLYWOOD
o BAR REINFORCING SHRINK GROUT TO ADJUST ELEVATIONS a
NTS FINISH GRADE VARIES, V.I.F.
& MATCH APPROPRIATE (E) • (N)5Y4x9X LVL w
GRANITE VENEER BLOCKS :
a' 2x4 P.T. KDAT BEARING BLOCK
0
1-1 h" NON-SHRINK GROUT
4" POCKET (336" a
a RE-SET ENTRY STEPS •4e ° a' 4 ° • BEAM BEARING)
o (NOT SHOWN) ON m
COMPACTED GRAVEL a °° SEE DETAIL 1/S-2 w
FOR BOT. OF WALL c o
x
& FTG INFO
STRUCTURAL
BEAM POCKET SECTION DRTAlL3
Draping No:
S-3 1„ 11'-0" U.N.O. S- 3
*NOTE: B®®®
CONTRACTOR RESPONSIBLE Structures North
FOR FLASHING & WATER- CONT. 2x12 P.T. CONSULTING EROIREERG ING
PROOFING DETAILS KDAT LEDGER
me,o<G,7
T R1a7"111 FRr&1AS.W8!
�z ATTACH LEDGER TO EA. STUD W/ "�'""".
' I 2nd FLOOR Q >a (2) 6" LG. "TIMBERLOK" SCREWS
SUBFLOOR LZ @ 16" O.C. (2-PER STUD, CENTER
z J ABOUT WIDTH OF STUDS)
cv
12
z j ti 3/4" PLYWOOD LOW MATCH
a ROOF SHEATHING EXIST. ?
0
N ADD (N) LVLs W/IN THE BAY S GPNGPY
TO ALLOW FOR THE INSTALLATION *DETAIL IS INFORMATIONAL. CONTRACTORZRPFIERS
OF (N) SIMPSON HU7 FACE- SHALL OPEN WALL TO EXPOSE EXISTING
(E) INT. MOUNT HANGERS, INSTALL HANGERS
FRAMING CONDITIONS AND CONSULT `4
STUD WALL ENGINEER FOR FURTHER DIRECTION.
W/ SIMPSON SD9 SCREWS
(2) SIMPSON TYPE L50 FRAMING ANGLES,
'v 1-EA. SIDE OF RAFTER, OFFSET VERTICALLY
TO AVOID NAILING CONFLICTS
SECTION
S-4 (N) OR (E) EXT. SHEATHING �
s 1'-0" (N) 2x6 EXT. STUD WALL
OR (E) EXT. STUD WALL w
(N) 2x10 P.T. (1 OF 6) 4" LG "TIMBERLOK" 3 C.)(E) WALL ABOVE (N) 5Y4x9X LVL KDAT BLOCK'G SCREWS PER (N) BLOCK'G SECTION .�
�-
o BEAM OR (E) JOIST TO REMAIN S-4
2'-6" MIN. 1'-0"
(E) SILL, BORATE-TREAT PER ITEM SPEC & I FOR BLOCK'G
PROVIDE NON-SHRINK GROUT BELOW
Y
L 1
- - 7TFYP.
— - - - - i 2
o (E) MASONRY FND (N)2x10 FRAMING ~ ~
o WALL TO REMAIN
m (E) FRAMING OR (N) 2x8 BLOCK'G
FINISH GRADE (RIP-TO-FIT) SISTERED TO (N) 2x10s
o VARIES I I SIMPSON TYPE CC06 SADDLE
WELDED TO COL. BELOW
I I
i
N (N) TS COL.
u I I
'0 1 1 PROVIDE BASE PLATE & FTG a.
a SIM. TO DETAIL i/S-5, REDUCE z
SIZE TO 24"x24" PLAN DIM. a o m
a f�
F Q
NI 12" MIN. SO THAT `c o
(N) 24"x24" FTG DOES NOT STRUCTURAL
1 FTAILS
OUNDATION SECTION UNDERMINE (E) WALL g No:
Draping No:
S 4 1„ - 1"-0" U.N.O. S-4
SOLID 2x 10 BLOCK'G BETW. 8®®®
JOISTS OVER BEAM Structures North
CON BYLTI NO ENO IN EERO INF
(N)2x10 FRAMING, LAP
OVER BEARING POINT W�8;v
TMT"17 I F•161N&W
wNw.m•�MnUN.mn
(E)BEARING WALL ABOVE & (E) FRAMING
NOT SHOWN FOR CLARITY. (E) FRAMING
3/p"x8 'x8" MAY BE LEFT IN PLACE & SISTERED W/ N
/a" LAP IN ORDER TO SUPPORT WALL ABOVE
BASE PLATE 6" 6"
� DURING BEAM REMOVAL & REPLACEMENT
a
NJ
I I N
o X (N)2x10 FRAMING, LOCATE
BASE PLATE PLAN cAS oLNOAP o CONFLICT w/
2—ROWS OF 5" LG. "TRUSSLOK"
° SEE 2/S-5 FOR COL. SCREWS @ 12" O.C. STAGG. (6" BEAM MAY BE SPLICED @ INTERIOR
CAP & BEAM INFO. OVERALL SPACING, ALT. SIDES SUPPORTS, BEAM MUST BE CONT.
° & OMIT AT COL. CAP — @ COLUMNS ADJACENT TO
DO NOT COUNTERSINK) I NOTE "B" LOC'Ns
,I PROVIDE CORROSION PROTECTION I
@ BASE OF COL. PER OUTLINE j TS=TS4x4x% TUBE
SPECS 3.1 STEEL COL.
PATCH SLAB AS REO'D BEAM ' F"
& PROVIDE W.W.F. j j ELEVATION w
JACK—HAMMER EXIST
GRAVEL INFILL
SLAB AS REO'D TO AS REO'D m C
POUR (N) FTG. I x —'
I w (N) 2x 10 FRAMING EACH SIDE
a I OF LVL BEAMS, LAP OVER.BEARING
a � (N) 5'px9� LVL POINT & PROVIDE SOLID 2x10
a .e —X—X X XIX X a a BEAM BLOCK'G BETW. JOISTS
-o
P-010.0° O = a o r^n IG
LEVELING NUTS & NON— a 11 a 6" MIN., N+
i SHRINK GROUT II • ° SCJ w
� a a � � �.. � z 8" EA. SIDE
(2) %"0 HILTI HY150 ADHESIVE a f a � z � � OF BM �
`o ANCHORS (6" EMBED) °
o W/ LEVELING NUTS ° ° a� 4° a
EARTH
a BRACE EA. SIDE W/
FORM • ° SIMPSON H25(A),
ALT. SIDES
o �TER ��� NEW 3'-0"x3'-0'x15" (MIN.) C.I.P. CONC FTG
UNDISTURBED INORGANIC MAIAL
W/ J/4 REBAR @ 6" O.C. EA. WAY, BOL SIMPSON TYPE CC06
W/ 2.0 TSF BRG. CAPACITY (3" BOT & SIDE CLEARANCE)
(CONTRACTOR VERIFY) SADDLE WELDED TO I
o COL. BELOW
N
ip m
I
1 COLUMN FOOTING SECTION v
o NTS
s
v
Iv y v o Ls,
n BEAM SECTION STRUCTURAL
DETAILS
S-5 Drawing No:
Structures North
CONSULTING ENGINEERS IN&
W WNMNCn M,SUNNI 101
GUST,NO,018 11
TMTaGS17I FNR.1b.8T
vNw�RumA.wm
4x4 P.T. POST UP (2-LOC'Ns) r
POST BASE MAY BE
SIMPSON PBS44A POST BASE EMBEDDEDI ROTATED 90' IN PLAN,
INTO SONOTUBE PIER W/ #5 BENT CONFIGURATION SHOWN
a
AROUND EMBEDDED BASE SECTION, FOR CLARITY
EXTEND VERT, LEG DOWN 24" EA. SIDE
o
a 12
MATCH
FINISH GRADE EXIST.
a (2) J/3 TIES @ TOP
N
24VERT. LEGS SOLID BLOCK'G
"
o BETW. RAFTERS
o I
�i 1 3�" SIDE 4x 10 BEAM
CLR. — —
(1 OF 4) #5 VERT. E~
3 z 2x8 CANOPY -N �
° g (N) 8"0 CONC. FILLED SONOTUBE I RAFTER w
PIER, STRIP 3-DAYS AFTER POUR N ri)
a d PROVIDE MOCK-UP OF END
"BIGFOOT" MODEL BF28 2x6 (MIN.) CANOPY O
P10ELCG CUTS, SOFFIT & FASCIA
JOISTS
v, FOOTING FOR OWNER'S APPROVAL
PROVIDE SIMPSON TYPE p
ALT: PROVIDE 28" SQUARE H .5(A) @ ALL RAFTER-
FOOTING & 8" SQUARE PIER TO-BEAM CONNECTIONS
W/ SIM. REINF.
E SIMPSON TYPE
PCIEPC
POST 1 � �
2 4x4 P.T.
m
WOOD POST
v
00000 0 0 0
00 Ia 000
ae� ° 90 ° °°o O
Oo° o o O\— 8" COMPACTED GRAVEL
°
In 02.0 2.0 TSF BEARING CAPACITY UNDISTURBED
�/�
SOIL OR COMPACTED FILL (TO BE VERIFIED i
BY OTHERS PRIOR TO CONSTRUCTION) ` z
o � z
m
1 COLUMN BASE FOOTING DETAIL 2 BEAM SECTION v
o '-G NTS _ NTS o °
Q
U c
w
N voi O O u
STRUCTURAL
DETAILS
Draping No:
r S- 6