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T OF SYMBOLS ABBREVIATIONS SITE LOCATION ZONING SUMMARY
LIS s �,,' PROPERTY ADDRESS: 111 CROWELL ROAD
AFF ABOVE FINISHED FOOR
�; ''�. ��" $:;, �� n, � WEST YARMOUTH, MA 02673
CJ CONTROL JOINT '�'„ '< �L �,e,
EXISTING PARTITION OR PARTITION W/ DOOR r
CLG CEILING �� ivy � af�h �� ��
C = TO BE REMOVED; REFER TO Dl DRAWINGS. _ ZONING DISTRICT RB -RESIDENTIAL
CLR CLEAR
CO CLEAN OUT $"� LOT SIZE 2178 S.F.
COL COLUMN ` �' e�1h
EXISTING STRUCTURE OR PARTITION TO REM CONIC ¢ ¢Ar"'"'r�'"
CONC CONCRETE Y �`" �� $p�, FAR 1.0
CONT CONTINUOUS ca" G`
NEW STRUCTURE OR PARTITION. DN DOWN PROJECT DESCRIPTION _ INTERIOR ALTERATION OF SINGLE FAMILY STRUCTURE
EJ EXPANSION JOINT -
�fLn EXISTING BUILDING S.F. 1599 SF
EL ELEVATION t 111 Cmwell Road, �,,
FIRST FLOOR cS.F. 1659 SF
FINISH ELEVATION. ELEC ELECTRICAL , g PROPOSED S
EQ EQUAL
EXIST EXISTING ��, A t , t
Er=g ei�:i5�wr1 >"ench
GENERAL DETAIL. FC FURRING CHANNEL Hain Insurance
FD FLOOR DRAIN �`
FIN FINISH Vnr_h;ne. low MINIMUM LOT SIZE 7,500 S.F.
FIL FLOOR MAXIMUM LOT COVERAGE 50%
WALL SECTION GIL GLASS
GWB GYPSUM WALLBOARD MINIMUM FRONTAGE 50'
of HT HEIGHT N ., _
�+ INTERIOR ELEVATION HDWD HARDWOOD MAXIMUM HEIGHT 3 STORIES/ 40'
HVAC HEATING VENTILATION r J''"
001 DOOR IDENTIFICATION SYMBOL AND AIR CONDITIONING{, °' MINIMUM FRONT YARD 15'
O INSUL INSULATIONV`^` '
MAX MAXIMUM �h MINIMUM SIDE YARD 8 SUM 17
O1 WINDOW IDENTIFICATION SYMBOL MFR MANUFACTURER �"
MIN MINIMUM ''rc MINIMUM REAR YARD 20'
MO MASONRY OPENING
CONC 1 FLOOR FINISH SYMBOL MTL METAL DRAWING LIST CONTACT
NIC NOT IN CONTRACT
WALL TYPE TAG NTS NOT TO SCALE CIVIL ARCHITECT
�1) OC ON CENTER C2.11 PLAN Anderson Porter Design
PLAM PLASTIC LAMINATE 875 Main Street
PLYWD PLYWOOD ARCHITECTURAL
P-1 FINISH TAG PTD PAINTED Cambridge, MA 02139
REQ'D REQUIRED A0.0 COVER SHEET
RL RAIN LEADER AXI.I EXISTING PLANS -BASEMENT & LOWER LEVEL Dan Anderson MAR
101 RTL STEEL AX1.2 EXISTING PLANS -UPPER & ATTIC LEVELS LEVEL 617-354-2501 1 'yfAI, 9,5 201§
ROOM TAG STRL STRUCTURE/STRUCTURAL ADI.I DEMOLITION PLANS BASEMENT &
NEW ROOM
TYP TYPICAL AD 1.2 DEMOLITION PLANS -UPPER & ATTIC
LINO UNLESS NOTED OTHERWISE A1.1 PROPOSED PLANS -BASEMENT & LOWER LEVEL
oFpgRrM�
CAT 5/COAX/DATA VCT VINYL COMPOSITION TILE A1.2 PROPOSED PLANS -UPPER & ATTIC LEVELS
WD WOOD A1.3 PROPOSED ROOF PLAN
DUPLEX OUTLET W/ WITH A1.4 REFLECTED CEILING PLANS -BASEMENT & LOWER LE L
WNDW WINDOW A1.5 REFLECTED CEILING PLANS -UPPER & ATTIC LEVELS
(TGFI GROUND FAULT OUTLET AS1.1 PROPOSED SECTIONS
AE1.1 PROPOSED ELEVATIONS -EAST & SOUTH BUILDER
North American Development, LLC
® CARBON DIOXIDE DETECTOR STRUCTURAL 10 Franklin Avenue
I I C
IL
5100 FRAMING PLANS Somerville, MA 02145
O SMOKE DETECTOR 5101 FRAMING PLANS
5102 FRAMING PLANS Hudson Santana
S200 NOTES & DETAILS 617-272-0842
BUILDING CODE REVIEW
CODE REFERENCE MASSACHUSETTS STATE BUILDING CODE 9TH EDITION; IRC 2015; IEBC 2015
USE AND OCCUPANCY - RESIDENTIAL
BUILDING CONSTRUCTION - TYPE V -B
ALTERATIONS LEVEL 3
SECTION R311 MEANS OF EGRESS
R311.1- Two means of egress are provided at the main living level.
83.11.2 Egress doors are a minimum of 32" x 78" with 36" landings on either side.
R3.11.6 Hallways are not less than 36"
R311.7 Stairways are not less than 36" Handrails are provide with a clear width of not less than 31.5" Headroom is
not less than 6' -8" Stair risers are not more than 8.25" and tread depth not less than 9" Stair landings are not less
than the width of the stair. Handrails are continuous, not less than 34" high with an outside diameter of not less than
1.25"
SECTION R313 AUTOMATIC FIRE SPRINKLER SYSTEMS
R313.2 - Automatic Fire Systems - Not required, aggregate area is not greater than 14,400 sf
SECTION 8314 SMOKE ALARMS
R314 - Smoke alarms are provided and located as required.
SECTION 315 CARBON MONOXIDE ALARMS
R314 - Carbon monoxide alarms are provided and located as required.
TOWN
OF YARP0,10UTH
REVIEWED FOR BUILDING AND ZONING CODE COMPLI-
ANCE. ERRORS OR OMMISSIONS DO NOT RELIEVE THE
APPLICANT FROM THE RESPONSIBILITY "AS BUILT,
COMPLIANCE.
DATE:' $ "� ____
BUILDING O CIAL
FILA CuPY
PERMIT SET
REVISIONS
No. Description Date
1875 Main Street Cambridge, MA 02139 I
Tel. 617.354.2501 Fax. 617.354.2509
Project 111 CROWELL ROAD
Address:
111 CROWELL ROAD
WEST YARMOUTH, MA
Title: COVER
Drawing Issued sy ANDERSON PORTER DESIGN
Pi' #: 1826 Drawing No.
Dere: 11/06/2018
z3z-D7c�
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Drawn By:
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ASSESSOR MAP 1741v
PARCEL 82 ASSESSOR MAP 17
ASSESSOR MAP 17 PARCEL 81
COASTUAL
PARCEL 83
LEWIS BAY RD'�p ngineering co,
250 Cranberry Hwy. Orleans, MA 02653
508255.6511 P 508.255.6700 F
N 442912" E
APPROX. LOCATION OF 200.00'
EXISTING SEWAGE DISPOSAL
X1,4 Locus
>Q.4 SYSTEM PER 2018 INSPECTION
LAWN ON FILE AT YARMOUTH BOH. Y10.3
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RIDGE RELOCATED ASSESSOR MAP 17
EL=47.27
ASSESSOR MAP 17 PARCEL 78 PLAN REFERENCTS,*
PROPOSEID
PARCEL 75 DRIVEWAY
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ACCOMMODATE NEW;ADDITION v,AREA -p-
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A 00 ELEVATIONS SHOWN HEREON ARE BASED
co cz
47-55913" E b C=L ON THE NORTH AMERICAN VERTICAL
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100.18, N 44'29'12" E DATUM 1988 (NAVD 1988)
80.00'
X 0.4
STEBENQiMARK:
TOP OF CONC. BOUND •� "
EL=1191 (NAVD 1988) FL OOD NOTE:.
FLOOD ZONE AE EL 11 AS SHOWN
ASSESSOR MAP 17 ON FEMA FIRM PANEL 125001CO588J
PARCEL 76 DATED JULY 14. 2016.
co
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rn
OWNER: Q Q
I � w
EDWARD L LADKIN &
KATHRYN C. LADKIN
2 LEAFY LANE
LEGEND - - - - - - - - - - - j >11410.3 LARCHMONT, NY 10538
EXISTING
BOUND
CATCH BASIN
SEWER MANHOLE 50.00' —
S 44*29'12" W
(D TELEPHONE MANHOLE x10.2 J//,
0 MANHOLE EDGE OF PAVEMENT
GV
CRO KU ROAD
m GAS VALVE
U
00 WATER VALVE
HYDRANT SCALE
115. i AS NOTED
ELECTRIC METER
DRAWING FILE
C19130-C3D.dwg
A PULL BOX DATE
11-06-201
CN CABLE TV BOX DRAVNBY
JLHICPM
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6
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TELEPHONE BOX PLAN CBECKEDBY
00
-0- UTILITY POLE
20 10 0 20 60
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FENCE
--10-- CONTOUR
u X10.0 SPOT GRADE 1 inch = 20 &
OF 1 SHEETS
PROJECT NO.
C19130.00
vif -
1 EXISTING BASEMENT LEVEL PLAN
Scale 1/4"= V-0"
EXISTING LOWER LEVEL PLAN
Scale 1/4" =1'-0"
PERMIT SET
REVISIONS
No. Description Date
o/J Main WreeT L—amonage, MH VL I .SY
Tel. 617.354.2501 Fax. 617.354.2509
Project: 111 CROWELL ROAD
Address
111 CROWELL ROAD
WEST YARMOUTH, MA
Tdle. EXISTING PLANS
DrawinglsmedBy ANDERSON PORTER DESIGN
Prel. #: 1826 Drawing No.
Date: 11/06/2018
Ste: AS NOTED AX1.1
Drawn By. GGO
3 T
4 5
PERMIT SET
REVISIDNS
No. Description Date
EXISTING UPPER LEVEL PLAN
I
EXISTING ATTIC LEVEL PLAN
Scale 1/4" = T-0"
Anderson PorterDesig n
875 Main Street Cambridge, MA 02139
Tel. 617.354.2501 Fax. 617.354.2509
Project: 111 CROWELL ROAD
Address:
111 CROWELL ROAD
WEST YARMOUTH, MA
Title: EXISTING FLOOR PLANS
Drawing Issued By: ,ANDERSON PORTER DESIGN
Proi. #: 1826 Drawing N o.
Date: 11/06/2018 Scale: AS NOTED X1.2
Drawn By GGO
OPENING
FOR NEW
WINDOW
EXIST
WINDOW TO
BASEMENT LEVEL DEMOLITION PLAN
i
OPENING
FOR NEW
WINDOW
OPENING
FOR NEW
WINDOW
PROTECT
EXIST.
SLIDER
BEDROOM #
BRACE AND SHORE EXISTIN
Ac Nlrc-r)m Tvo
LOWER LEVEL DE
AD1.1 Scale 1/4" =1'-0" AD1.1 Scale 1/4" =1'-0"
2 T2A 3 3A 4 5
REMOVE
EXIST.
WINDOWS
7
OPENING OPENING
FOR NEW II U. FOR NEW
REMOVE
WINDOW 7 WINDOWS I
( I
EXIST.
WINDOW I I CLOSET
AND DOOR.
LLD BEDROOM #2 _ BEDROOM #3
I I
I ( LAUNDRY
I) I I
I L
(I I
F -jI �1i fh
LL -7 LA -4
-
/ REMOVE EXIST HANNkS, /
PRESERVE EXIST STA , SE UP1
/ NEW PLANS.
REMOVE JK,,
_
CLOSET EXIST
L I SPPRR L
X LAU DRY ��
MOLITION PLAN
NEW DOOR
nAMA1-%r
EXIST
% WINDOW TO
I REMAIN
EXIST
WINDOW TO
REMAIN
REMOVE
EXIST
WINDOW
OPENING
FOR NEW
WINDOW
GENERAL DEMOLITION NOTES:
1. CONTRACTOR SHALL VERIFY EXISTING
CONDITIONS.
2. THE DEMOLITION PLANS ARE DERIVED
FROM EXISTING PLANS AND ARE
INTENDED TO REASONABLY REPRESENT
EXISTING CONDITIONS. DIMENSIONS AND
INFORMATION IN THESE DRAWINGS ARE
BASED ON EXISTING DRAWINGS
RECEIVED FROM THE OWNER,
3. DEMOLITION NOTES ON THE PLAN
IDENTIFY SPECIFIC AREAS OF WORK
BUT MAY NOT BE COMPLETE IN THE
IDENTIFICATION OF ALL REMOVALS. THE
CONTRACTOR SHALL VERIFY ACTUAL
CONDITIONS AND COORDINATE THE
DEMOLITION WITH NEW WORK SO THAT
DEMOLITION IS COMPLETE.
4. THE CONTRACTOR SHALL VERIFY THE
DIMENSION OF ALL COMPONENTS TO BE
DEMOLISHED.
5. CONTRACTOR SHALL NOTIFY "DIG—SAFE"
PRIOR TO COMMENCEMENT OF ANY
DEMOLITION ACTIVITY.
6. ALL EXISTING CONSTRUCTIONS AND
FINISHES NECESSARY FOR THE
COMPLETION OF THE WORK AS
DEPICTED ON THE DRAWINGS SHALL BE
REMOVED, INCLUDING BUT NOT LIMITED
TO, ITEMS SHOWN ON THE PLANS WITH
DASHED LINES. NECESSARY
DISCONNECTS AND ALTERATIONS TO
EXISTING MECHANICAL AND ELECTRICAL
SYSTEM SHALL BE INCLUDED. PATCH
AS REQUIRED ALL CONSTRUCTIONS TO
REMAIN IN ACCORDANCE WITH THE
CONTRACT DRAWINGS.
7. THE CONTRACTOR SHALL BE
RESPONSIBLE FOR THE REMOVAL AND
DISPOSITION OF MATERIALS TO BE
DEMOLISHED. VERIFY WITH OWNER,
THE DISPOSITION AND REMOVAL OF ANY
COMPONENTS OF SALVAGEABLE VALUE.
8. ALL REMOVALS AND SALVAGE, UNLESS
SPECIFICALLY NOTED OR REQUESTED BY
THE OWNER SHALL BECOME THE
PROPERTY OF THE CONTRACTOR.
9. ONLY NON—LOAD BEARING
CONSTRUCTION AND PARTITIONS SHALL
BE REMOVED. CONTRACTOR SHALL
VERIFY, PRIOR TO REMOVAL, THAT NO
STRUCTURAL COMPONENTS, I.E. BEARING
WALLS, BEAM, HEADERS, ETC.,
SUPPORTING FLOOR, ROOF OR CEILING
JOISTS ARE DESIGNATED FOR REMOVAL.
THE CONTRACTOR SHALL NOTIFY THE
ARCHITECT PRIOR TO REMOVAL OF ANY
CONSTRUCTION IN QUESTION OR
DEVIATING FROM THE DESIGN INTENT.
CONTRACTOR'S NON—CONTACT OF
ARCHITECT PRIOR TO REMOVAL OF ANY
WORK INDICATED HIS COMPLETE
UNDERSTANDING THAT NO LOAD
BEARING OR STRUCTURAL WORK IS
BEING ALTERED UNDER THIS CONTRACT.
10. CONTRACTOR SHALL BE RESPONSIBLE
FOR PROVING ANY TEMPORARY SHARING
ASSOCIATED WITH ANY DEMOLITION
WORK.
11. CONTRACTOR SHALL COORDINATED
EXISTING UTILITY DEMOLITION AND
CREATION OF NEW TEMPORARY SERVICE
FOR TEMPORARY USE ITEMS.
12. PATCH ALL FINISHED TO MATCH
EXISTING, INCLUDING BUT NOT LIMITED
TO, GYPSUM BOARD, PLASTER,
ACOUSTIC SYSTEMS, WOOD TRIM,
COVERS, BASE, PANELS AND RAILS.
VERIFY MATCH OF NEW FINISH
MATERIALS TO EXISTING IN COLOR,
TEXTURE, THICKNESS, CUT, ETC... TO
SATISFACTION OF OWNER PRIOR TO
INSTALLATIONS. PROVIDE OTHER
MATERIALS TO MATCH EXISTING WHEN
REQUIRED. TO BE APPROVED BY
ARCHITECT AND OWNER.
13. PATCH EXISTING WALLS GYPSUM
DRYWALL OR PLASTER TO MATCH
EXISTING OF SUFFICIENT THICKNESS TO
MAINTAIN UNIFORM WALL THICKNESS.
ALL EXPOSED PORTIONS OF WALL
SHALL BE FINISHED WITH THREE (3)
COATS OF SPECKLING, SANDED AND
LEFT IN A PAINT READY CONDITION.
14, ALL STRUCTURAL SYSTEMS SHALL BE
MAINTAINED AND SHALL BE OF
SUFFICIENT STRENGTH TO SUPPORT
THE DESIGN LOADS AND TO RESIST
THE DEFORMATION CAUSED BY SUCH
LOADS.
PERMIT SET
REVISIONS
No. Description Date
Tel. 617.354.2501 Fax. 617.354.2509
Project: 111 CROWELL ROAD
Address:
111 CROWELL ROAD
WEST YARMOUTH, MA
Title: DEMOLITION PLANS
Drawing Issued By ANDERSON PORTER DESIGN
Proj. #: 1 826 Drawing No.
Date: 11/06/2018
AS NOTED AD1.1
Drawn By. GGO
I
/ BATH #2
REMOVE
CL
RFmnVF
EXIST
XIST
FRONT
,/
e
WIN13-91N
DOOR &
REMOVE
I
SIDELITES
EXIST
(
WINDOW
I
DN
Mal
FIRE
I
I
I
DN
DN
MOLITION PLAN
NEW DOOR
nAMA1-%r
EXIST
% WINDOW TO
I REMAIN
EXIST
WINDOW TO
REMAIN
REMOVE
EXIST
WINDOW
OPENING
FOR NEW
WINDOW
GENERAL DEMOLITION NOTES:
1. CONTRACTOR SHALL VERIFY EXISTING
CONDITIONS.
2. THE DEMOLITION PLANS ARE DERIVED
FROM EXISTING PLANS AND ARE
INTENDED TO REASONABLY REPRESENT
EXISTING CONDITIONS. DIMENSIONS AND
INFORMATION IN THESE DRAWINGS ARE
BASED ON EXISTING DRAWINGS
RECEIVED FROM THE OWNER,
3. DEMOLITION NOTES ON THE PLAN
IDENTIFY SPECIFIC AREAS OF WORK
BUT MAY NOT BE COMPLETE IN THE
IDENTIFICATION OF ALL REMOVALS. THE
CONTRACTOR SHALL VERIFY ACTUAL
CONDITIONS AND COORDINATE THE
DEMOLITION WITH NEW WORK SO THAT
DEMOLITION IS COMPLETE.
4. THE CONTRACTOR SHALL VERIFY THE
DIMENSION OF ALL COMPONENTS TO BE
DEMOLISHED.
5. CONTRACTOR SHALL NOTIFY "DIG—SAFE"
PRIOR TO COMMENCEMENT OF ANY
DEMOLITION ACTIVITY.
6. ALL EXISTING CONSTRUCTIONS AND
FINISHES NECESSARY FOR THE
COMPLETION OF THE WORK AS
DEPICTED ON THE DRAWINGS SHALL BE
REMOVED, INCLUDING BUT NOT LIMITED
TO, ITEMS SHOWN ON THE PLANS WITH
DASHED LINES. NECESSARY
DISCONNECTS AND ALTERATIONS TO
EXISTING MECHANICAL AND ELECTRICAL
SYSTEM SHALL BE INCLUDED. PATCH
AS REQUIRED ALL CONSTRUCTIONS TO
REMAIN IN ACCORDANCE WITH THE
CONTRACT DRAWINGS.
7. THE CONTRACTOR SHALL BE
RESPONSIBLE FOR THE REMOVAL AND
DISPOSITION OF MATERIALS TO BE
DEMOLISHED. VERIFY WITH OWNER,
THE DISPOSITION AND REMOVAL OF ANY
COMPONENTS OF SALVAGEABLE VALUE.
8. ALL REMOVALS AND SALVAGE, UNLESS
SPECIFICALLY NOTED OR REQUESTED BY
THE OWNER SHALL BECOME THE
PROPERTY OF THE CONTRACTOR.
9. ONLY NON—LOAD BEARING
CONSTRUCTION AND PARTITIONS SHALL
BE REMOVED. CONTRACTOR SHALL
VERIFY, PRIOR TO REMOVAL, THAT NO
STRUCTURAL COMPONENTS, I.E. BEARING
WALLS, BEAM, HEADERS, ETC.,
SUPPORTING FLOOR, ROOF OR CEILING
JOISTS ARE DESIGNATED FOR REMOVAL.
THE CONTRACTOR SHALL NOTIFY THE
ARCHITECT PRIOR TO REMOVAL OF ANY
CONSTRUCTION IN QUESTION OR
DEVIATING FROM THE DESIGN INTENT.
CONTRACTOR'S NON—CONTACT OF
ARCHITECT PRIOR TO REMOVAL OF ANY
WORK INDICATED HIS COMPLETE
UNDERSTANDING THAT NO LOAD
BEARING OR STRUCTURAL WORK IS
BEING ALTERED UNDER THIS CONTRACT.
10. CONTRACTOR SHALL BE RESPONSIBLE
FOR PROVING ANY TEMPORARY SHARING
ASSOCIATED WITH ANY DEMOLITION
WORK.
11. CONTRACTOR SHALL COORDINATED
EXISTING UTILITY DEMOLITION AND
CREATION OF NEW TEMPORARY SERVICE
FOR TEMPORARY USE ITEMS.
12. PATCH ALL FINISHED TO MATCH
EXISTING, INCLUDING BUT NOT LIMITED
TO, GYPSUM BOARD, PLASTER,
ACOUSTIC SYSTEMS, WOOD TRIM,
COVERS, BASE, PANELS AND RAILS.
VERIFY MATCH OF NEW FINISH
MATERIALS TO EXISTING IN COLOR,
TEXTURE, THICKNESS, CUT, ETC... TO
SATISFACTION OF OWNER PRIOR TO
INSTALLATIONS. PROVIDE OTHER
MATERIALS TO MATCH EXISTING WHEN
REQUIRED. TO BE APPROVED BY
ARCHITECT AND OWNER.
13. PATCH EXISTING WALLS GYPSUM
DRYWALL OR PLASTER TO MATCH
EXISTING OF SUFFICIENT THICKNESS TO
MAINTAIN UNIFORM WALL THICKNESS.
ALL EXPOSED PORTIONS OF WALL
SHALL BE FINISHED WITH THREE (3)
COATS OF SPECKLING, SANDED AND
LEFT IN A PAINT READY CONDITION.
14, ALL STRUCTURAL SYSTEMS SHALL BE
MAINTAINED AND SHALL BE OF
SUFFICIENT STRENGTH TO SUPPORT
THE DESIGN LOADS AND TO RESIST
THE DEFORMATION CAUSED BY SUCH
LOADS.
PERMIT SET
REVISIONS
No. Description Date
Tel. 617.354.2501 Fax. 617.354.2509
Project: 111 CROWELL ROAD
Address:
111 CROWELL ROAD
WEST YARMOUTH, MA
Title: DEMOLITION PLANS
Drawing Issued By ANDERSON PORTER DESIGN
Proj. #: 1 826 Drawing No.
Date: 11/06/2018
AS NOTED AD1.1
Drawn By. GGO
LD
OPENING
FOR NEW
WINDOW
TFE
1
( 2
2A
3) r3A
4
EXIST
WINDOWS OPENING
TO REMAIN FOR NEW
WINDOW
REMOVE >--
EXIST EXIST
WINDOW REMOVE �--�\r / PORCH
EXIST��/\ L
SPIRAL_ /�`'
STAIR. UP
C C
REMOVE h
EXIST GAS
FIREPLACE. FIREPLACE
LIVING AREA
U
7_7
REMOVE
BRACE AND SHORE EXISTING REMOVE 'EXIST HANDRAILS,
AS NEEDED, TYP. PRESERVE EXIST STAIR, SEE
NEW PLANS. EXIST
_ REMOVE I DN D
EXIST AND OPEN
SPIRAL \ ' FOR NEW.
STAIR. LL3>
I
DEMO ENTIRE
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BAR
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WINDOW I— �
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REMAIN REMOVE
EXIST
WINDOW.
I I I I ABOVE
REMAIN .T1 I
1 UPPER LEVEL DEMOLITION PLAN
A01.2 Scale 1/4" =1'-0"
( 2
2A
3 ) ( 3A
4
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HATCH
DESIGNATES
AREA OF
DEMOLITION
GENERAL DEMOLITION NOTES:
1. CONTRACTOR SHALL VERIFY EXISTING
CONDITIONS.
2. THE DEMOLITION PLANS ARE DERIVED
FROM EXISTING PLANS AND ARE
INTENDED TO REASONABLY REPRESENT
EXISTING CONDITIONS. DIMENSIONS AND
INFORMATION IN THESE DRAWINGS ARE
BASED ON EXISTING DRAWINGS
RECEIVED FROM THE OWNER.
3. DEMOLITION NOTES ON THE PLAN
IDENTIFY SPECIFIC AREAS OF WORK
BUT MAY NOT BE COMPLETE IN THE
IDENTIFICATION OF ALL REMOVALS. THE
CONTRACTOR SHALL VERIFY ACTUAL
CONDITIONS AND COORDINATE THE
DEMOLITION WITH NEW WORK SO THAT
DEMOLITION IS COMPLETE.
4. THE CONTRACTOR SHALL VERIFY THE
DIMENSION OF ALL COMPONENTS TO BE
DEMOLISHED.
5. CONTRACTOR SHALL NOTIFY "DIG—SAFE"
PRIOR TO COMMENCEMENT OF ANY
DEMOLITION ACTIVITY.
6. ALL EXISTING CONSTRUCTIONS AND
FINISHES NECESSARY FOR THE
COMPLETION OF THE WORK AS
DEPICTEDON THE DRAWINGS SHALL BE
REMOVED, INCLUDING BUT NOT LIMITED
TO, ITEMS SHOWN ON THE PLANS WITH
DASHED LINES. NECESSARY
DISCONNECTS AND ALTERATIONS TO
EXISTING MECHANICAL AND ELECTRICAL
SYSTEM SHALL BE INCLUDED. PATCH
AS REQUIRED ALL CONSTRUCTIONS TO
REMAIN IN ACCORDANCE WITH THE
CONTRACT DRAWINGS.
7. THE CONTRACTOR SHALL BE
RESPONSIBLE FOR THE REMOVAL AND
DISPOSITION OF MATERIALS TO BE
DEMOLISHED. VERIFY WITH OWNER,
THE DISPOSITION AND REMOVAL OF ANY
COMPONENTS OF SALVAGEABLE VALUE.
8. ALL REMOVALS AND SALVAGE, UNLESS
SPECIFICALLY NOTED OR REQUESTED BY
THE OWNER SHALL BECOME THE
PROPERTY OF THE CONTRACTOR.
9. ONLY NON—LOAD BEARING
CONSTRUCTION AND PARTITIONS SHALL
BE REMOVED. CONTRACTOR SHALL
VERIFY, PRIOR TO REMOVAL, THAT NO
STRUCTURAL COMPONENTS, I.E. BEARING
WALLS, BEAM, HEADERS, ETC.,
SUPPORTING FLOOR, ROOF OR CEILING
JOISTS ARE DESIGNATED FOR REMOVAL.
THE CONTRACTOR SHALL NOTIFY THE
ARCHITECT PRIOR TO REMOVAL OF ANY
CONSTRUCTION IN QUESTION OR
DEVIATING FROM THE DESIGN INTENT.
CONTRACTOR'S NON—CONTACT OF
ARCHITECT PRIOR TO REMOVAL OF ANY
WORK INDICATED HIS COMPLETE
UNDERSTANDING THAT NO LOAD
BEARING OR STRUCTURAL WORK IS
BEING ALTERED UNDER THIS CONTRACT.
10. CONTRACTOR SHALL BE RESPONSIBLE
FOR PROVING ANY TEMPORARY SHARING
ASSOCIATED WITH ANY DEMOLITION
WORK.
11. CONTRACTOR SHALL COORDINATED
EXISTING UTILITY DEMOLITION AND
CREATION OF NEW TEMPORARY SERVICE
FOR TEMPORARY USE ITEMS.
12. PATCH ALL FINISHED TO MATCH
EXISTING, INCLUDING BUT NOT LIMITED
TO, GYPSUM BOARD, PLASTER,
ACOUSTIC SYSTEMS, WOOD TRIM,
COVERS, BASE, PANELS AND RAILS.
VERIFY MATCH OF NEW FINISH
MATERIALS TO EXISTING IN COLOR,
TEXTURE, THICKNESS, CUT, ETC... TO
SATISFACTION OF OWNER PRIOR TO
INSTALLATIONS. PROVIDE OTHER
MATERIALS TO MATCH EXISTING WHEN
REQUIRED. TO BE APPROVED BY
ARCHITECT AND OWNER.
13. PATCH EXISTING WALLS GYPSUM
DRYWALL OR PLASTER TO MATCH
EXISTING OF SUFFICIENT THICKNESS TO
MAINTAIN UNIFORM WALL THICKNESS.
ALL EXPOSED PORTIONS OF WALL
SHALL BE FINISHED WITH THREE (3)
COATS OF SPECKLING, SANDED AND
LEFT IN A PAINT READY CONDITION.
14. ALL STRUCTURAL SYSTEMS SHALL BE
MAINTAINED AND SHALL BE OF
SUFFICIENT STRENGTH TO SUPPORT
THE DESIGN LOADS AND TO RESIST
THE DEFORMATION CAUSED BY SUCH
LOADS.
PERMIT SET
REVISIONS
No. Description Date
ATTIC LEVEL DEMOLITION PLAN
AD1.2 Scale 1/4"=
�.auuuuyc,
Tel. 617.354.2501 Fax. 61 7.354.2509
Project: 111 CROWELL ROAD
Address
111 CROWELL ROAD
WEST YARMOUTH, MA
DEMOLITION PLANS
Drawing Issued By: ANDERSON PORTER DESIGN
Proj. #: 1 826 Drawing No.
Date: 11/06/2018
scala: AS NOTED AD1.2
Drawn By GGO
r
Scale 1/4 1'-0"
U
9'-1
6'
ird
JJ(D E�
BATHROOM
SH
P-
IlAll--
' 105 -zg,
MASTER BATHROO M
I
J0' -J' 4'
FFE
i
2
AS1.2
an
i
0
NEW -J
WINDOW
LOWER LEVEL PLAN
Scale 1/4* =1'-0"
11'-4"
INFILL
OPENING
77
102
BEDROOM
INFILL
OPENING
II
II �
II �
II
14'
][A
10-3
14'-9 ' BEDROOM
i I
- o
I
5
T-2'
/77777=7777 777111%
— —
107
3'- " 3'-10 ' CORRIDOR 7'- '
2-1 5'-8" ----
I CLOSET
CLOSET �` °
N `
1
1
7=i
1 1
6'-7.
CLOSE( OPEN ' 6'- 106
REFINISH �� BATHROOMOL
EXISTING — — — —
5'-5' STAIRS - STAIR
NEW RAILS 108 SHOWER
LAUND
M
I 109
I ENTRY
t
I INFILL
l , OPENING I
MAINTAIN 1HR '
oN 2,„ I 5,-C1. ' FIRE SEPARATION'
J4
I
110
EXIST. GARAGE
02�-4
L
2'-0 8'-2" " I NEW
WINDOW AT
NEW
- - DN- - - - 0 E-151-1 OPENING -
ORRIDALIGN WITH
1 -HR RA D I N
WINDOW
I I DOOR A MBLYF I ABOVE
5r -C '
4
N
DIN 6'-2" I o C.0coI
co
' I
NEW ENTRY 1
dTEPS -
nnon TE
I
RADE
I1TiI I
XISTING
DSCAPE LNEW
F
GARAGE 1
L- -- --- - DOOR -
LINE F BALCONY ABOVE
12'-7J'
A
PERMIT SET
NEW
REVISIONS
No.
Description
Dat
WINDOW
e
��S��R Aua�rF
ve� WA
OF
Anderson PorterDesig
875 Main Street Cambridge, NIA 021
Tel. 617.354.2501 Fax. 617.354.250
Project. 111 CROWELL ROAD
Address:
111 CROWELL ROAD
WEST YARMOUTH, MA
Title: PROPOSED PLANS
DrawingNsedBy: ANDERSON PORTER DESIG
Proi.: 1826
Drawing No.
Al. 1
Date: 11/06/2018
Scale: AS NOTED
J I Drawn By: GGO
o
"
F-1-0-4-1
MASTER
BEDRO
: M
p
NEW
I
WINDOW
I
IlAll--
' 105 -zg,
MASTER BATHROO M
I
J0' -J' 4'
FFE
i
2
AS1.2
an
i
0
NEW -J
WINDOW
LOWER LEVEL PLAN
Scale 1/4* =1'-0"
11'-4"
INFILL
OPENING
77
102
BEDROOM
INFILL
OPENING
II
II �
II �
II
14'
][A
10-3
14'-9 ' BEDROOM
i I
- o
I
5
T-2'
/77777=7777 777111%
— —
107
3'- " 3'-10 ' CORRIDOR 7'- '
2-1 5'-8" ----
I CLOSET
CLOSET �` °
N `
1
1
7=i
1 1
6'-7.
CLOSE( OPEN ' 6'- 106
REFINISH �� BATHROOMOL
EXISTING — — — —
5'-5' STAIRS - STAIR
NEW RAILS 108 SHOWER
LAUND
M
I 109
I ENTRY
t
I INFILL
l , OPENING I
MAINTAIN 1HR '
oN 2,„ I 5,-C1. ' FIRE SEPARATION'
J4
I
110
EXIST. GARAGE
02�-4
L
2'-0 8'-2" " I NEW
WINDOW AT
NEW
- - DN- - - - 0 E-151-1 OPENING -
ORRIDALIGN WITH
1 -HR RA D I N
WINDOW
I I DOOR A MBLYF I ABOVE
5r -C '
4
N
DIN 6'-2" I o C.0coI
co
' I
NEW ENTRY 1
dTEPS -
nnon TE
I
RADE
I1TiI I
XISTING
DSCAPE LNEW
F
GARAGE 1
L- -- --- - DOOR -
LINE F BALCONY ABOVE
12'-7J'
A
PERMIT SET
REVISIONS
No.
Description
Dat
e
��S��R Aua�rF
ve� WA
OF
Anderson PorterDesig
875 Main Street Cambridge, NIA 021
Tel. 617.354.2501 Fax. 617.354.250
Project. 111 CROWELL ROAD
Address:
111 CROWELL ROAD
WEST YARMOUTH, MA
Title: PROPOSED PLANS
DrawingNsedBy: ANDERSON PORTER DESIG
Proi.: 1826
Drawing No.
Al. 1
Date: 11/06/2018
Scale: AS NOTED
J I Drawn By: GGO
PERMIT SET
REVISIONS
No. Description Date
UPPER LEVEL PLAN
Scale 1/4" =1r-0"
a ATTIC LEVEI
Scale 1/4" =1'-0"
_ PLAN
(6)
AndersonPorterDesign
875 Main Street Cambridge, MA 02139
Tel. 617.354.2501 Fax. 617.354.2509
Project: 111 CROWELL ROAD
Address:
111 CROWELL ROAD
WEST YARMOUTH, MA
Title:
PROPOSED PLANS
DrawinglssuedBy: ANDERSON PORTER DESIGN
Proj. #: 1826 Drawing No.
Date: 11/06/2018
Scale: AS NOTED A1.2
Drawn By: GGO
I
PERMIT SET
REVISIONS
No. Description Date
Tel. 617.354.2501 Fax. 617.354.2509
Project: 111 CROWELL ROAD
Address:
111 CROWELL ROAD
WEST YARMOUTH, MA
Title.. ROOF PLAN
Drawing Issued By: ANDERSON PORTER DESIGN
Proj. #: 1826
Drawing No.
A 1.3
Date: 11/06/2018
Scale:. AS NOTED
Drawn By: QPB
BASEMENT LEVEL REFLECTED CEILING PLAN
Scale 1/4" =1r-0"
PERMIT SET
REVISIONS
No. Description Date
6
2 LOWER LEVEL REFLECTED CEILING PLAN
A�.a Scale 1/4"=, 1 1-00
Anderson PorterDesig n
875 Main Street Cambridge, MA 02139
Tel. 617.354.2501 Fax. 617.354.2509
Project: 111 CROWELL ROAD
Address:
111 CROWELL ROAD
WEST YARMOUTH, MA
Trite. REFLECTED CEILING PLANS
DrawinglssuedBy: ANDERSON PORTER DESIGN
Proi. #7. 1826
Drawing No.
A 1.4
Date: 11/06/2018
Scale: AS NOTED
Drawn By. GGO
`j�
� ATTIC LEVEL REFLECTED CEILING PLAN
A� b Scale 1/4" = V-0"
PERMIT SET
REVISIONS
No. Description Date
uyc� vv �
Tel. 617.354.2501 Fax. 617.354.2509
Project: 111 CROWELL ROAD
Address.
111 CROWELL ROAD
WEST YARMOUTH, MA
Title. REFLECTED CEILING PLANS
Drawing Issued By: ANDERSON PORTER DESIGN
Poi.t. 1826 Drawing No.
Date: 11/06/2018
Scale: AS NOTED A1.5
Drawn By: GGO
I PERMIT SET
Tel 61 354.2501 Fox. 617.354.2509
Project: 111 CROWELL ROAD
Address.
111 CROWELL ROAD
WEST YARMOUTH, MA
Tde: SECTIONS
rmm iLU UVVD
Drawing Issued By-. ANDERSON PORTER DESIGN
Proi. 1826 Drawing No.
Date: 11/06/2018
'cato: AS NOTED
AS1 .1
Drawn By: QPB I
r
V
EXISTING RIDGE
+3�4-0
EXISTII
+27-0
ATTIC IF
+18'-8
FIRST F
+ 1'—S
GARAGE
EXISTING ENTRY
PATH
SOUTH ELEVATION
Scale 1/4"= V-0"
EXISTING RIDGE
27'-0'
NEW RIDGE,
26'-6'
EXIST. ATTIC FLOOR
SND
)FILE 18'-81/2"
TO
XISTING
SECOND FLOOR
10'-2 3/4-
X6 TRIM BOARD
ENTRY SLAB
TER 1'-9 1/40
GARAGE SLAB
d-0"
I �
I
I
LOWER LEVEL �------------------------------�
—6-5"
1 EAST ELEVATION
AE1.1 Scale 1/4" =1'-0"
REVISIONS
No. Description Date
Tel. 617.354.2501 Fax. 617.354.2509
Project: 111 CROWELL ROAD
Address:
111 CROWELL ROAD
WEST YARMOUTH, MA
rdle. SECTIONS
Drawing Issued By: ANDERSON PORTER DESIGN
proj.t 1826
Drawing No.
AE1.1
Date: 11 /06/2018
Scale: AS NOTED
Drawn By: QPB
Mz
AS1.1
N
2.5. 3.3/1
7'-5" 4-4- 14'-10"
- - - - - - - - - - - - - -
4x6 PSL POST UP O4x PSL POST UP ON
EXISTING FOUNDATI )N EXISTING FOUNDATION
WALL
ALL
4_1
I j Y + i '
z
_j
F-0-0-31
BEDROOM
q
EXISTING LALLY
COLUMN TO BE
REMOVED
COLUMNDW. COW MN 12' 17-1
DM.
---- --- tl
T_
LINE OF
OPENING ABOVE
li
11
NG
REFINW7 I I ALIGN WITH E)8W
- E NEW RAILS DRILL & GROUT
XInSTM7S gx; ItITO
FXISTING
AL
4
12"A" 7'-Z'
5
AS1.1
12.5.
INFILL
70 -PINGS
14
12'1 T-2"
3.3/
INFILL
4'-4- 0(— OPENINGS 14'-10"
LOWER LEVEL
BERDI Consulting OWNER:
Framing Plans
Scale: 1/4" = 1'- Or'
S100
-
EXISTING DECK TOIli
REMAIN
11F
-----
----
EXISTING
FOUNDATION WALL
BELOW TO REMAIN
C?
EXISTING
2x8 @ 16- OC
it
FRAMING TO REMAIN
E
(CONTRACTOR TO VERIFY)
11
nq.
i
EXISTING
1
1
4x6 PSL POST
F x i
4x6 PSL POST
4x6 PSL POST
FOUNDATION WALL
T
UP/DOWN TO
UP/DOWN
UP/DOWN TO
UP/DOWN TO
BELOW TO REMAIN
FO 10
FOUNDATIO
FOUNDATION
FOUNDATION
- --- -----
---
------
---- -- - I---- t
----
---- --II-----
---
H46
-----------
IL I
JIL
JL
4x6 PSL POST
4x6 PSL POST
UP/DOWN TO
UP/DOWN TO
FOUNDATION
FOUNDATION
NENJ
WN"
-EXISTING 2x8 @ 16" OC TO BE
CUT AND FACE MOUNTED TO
NEW CENTRAL BEAM
4x6 PSL POST
UP/DOWN TO (2)
C\1
1.75x7.25 LVL HEADER
46 1
ISL POST DOWN
-\
NEW
TO EXISTING
4x6 PSL
�M
COLUMN DN
46 PSL
POST UP, 'IV,
-77rz:;4x6 PSL POST
FOUNDATION
WALL
OST UP
46 PSL
DIA LALLY COLUMN DN
POST UP
!FOUNDATION
I
101-1(y,
LIF
A4
ill
4
J11 JIL
1
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JIL JIL JL
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JL
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-1
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I I
I
ni
WINDOW
V
4XE
PSL POST DOWN
T
- CON TRACtIlk
T
OVERIFY;:;
PROPOSED BEAM TO
TO EXISTING
f4 FACE MOUNTED
(3)1.75x9 L
- EXISTING STAIR AND
BEAR ON EXISTING
FOUNDATION BELOW I
FOUNDATION
WALL
JOIST HANGER
INSTALLED TOP FLANGE
LANDING FRAMING IS
(TVP)
FLUSH wl EXISTING
- STRUCTURALLY SOUND
46 PSL POST UP
FLOOR JOISTS
- CONTACT RESPONSIBLE
C?
EXISTING 2x8 @ 16.
ENGINEE ffi,EQUIRED -
OC TO BE CUT AND
FACE MOUNTED TO
Lyj
NEW CENTRAL BEAM
F_
J
(2)
2x8 AT
I
REnm
IN
PROPOSED
v2m
D=
TAI
G STAI
FLOOR
NEW
OPENING
E
------------
-----------------
PT 2X10 LEDGER ATTACHED
TO CONCRETE WALL W/
EXISTING I
GALVANIZED" DIA ANCHOR
2
FOUNDATION WALL WINI
BOLTS DRILLED AND
4
S BELOWTO REMAIN
GROUTED MIN (TYP
Y^2 � h,
NFILL OPENNG-J
\,�122x8JOISTS
@ —
16" OC
Ico
00
2x6 STUDS @ 16" OC AROUND
ENTRYWAY ARE TO BE
EXISTING
CONTINUOUS UP TO RAFTERS i
FOUNDATION WALL
CONTRACTOR TO VERIFY
BELOW TO REMAIN
NEW 2x8's @ 16" OC
EXISTING MIN 2x8's @ 16" OC
PT 200 LEDGER ATTACHED
NEW WINDOW Ar
TO CONCRETE WALL W/
PT 2X6 JOISTS -
NEIN OPENING
GALVANIZED'" DIA ANCHOR
ALIGN wMi VA
2
BOLTS DRILLED AND
@ 16" OC
ABOVE
GROUTED MIN 5- (TYP)
LN
4
PT 4X4 POST DOWN TO 12" DIA
SONOTUBE FOOTING, PT (2)2x12 STRINGER -7
P-FROW
BELOW
SUPPORT BEAM ATTACHE --
GARAGI
SLAB
TO WALL W/ PT 20 0 LEDGER
to
PT 202 STRINGERS @ 16" OC
)DN
DN
NEN ENTRY STEPS -
COORDINATE GRADE WfIH
EXISTING LANDSCAPE
I6
P,9L POST DOWN
10
FOIUNDATION
------------------------------
46 PSL POST DOWN
I
NEW (3) 1.75x9.5 LVL HEADER
TO FOUNDATION
ABOVE GARAGE DOOR
OPENING
LINE OF BALCONY
ABOVE
3.7
v jIl
LOWER LEVEL
BERDI Consulting OWNER:
Framing Plans
Scale: 1/4" = 1'- Or'
S100
1
ASM
2 3
I
2.5 : 3.3z'_ : 2.5 3.3
- r - - - - —� Al r I 4x6 PSL POST DN TO
7'-5" 4,-4„ 14'-10 1 7,_5, ,� ,' FOUNDATION
1 1 Trp
— - - - —
i I 1 I I I 1 I I i I
IiPDCILING
4x6 PSL POST DN TO
FOUNDATION
' EXISTING 2x8 @ 16" OC TO
i BE CUT AND FACE
i
MOUNTED TO NEW BEAM i� , I
_ I 4x6 PSL POST Dowty j SLO ED LIN ~' PED CEILI G
1 , i 4 1.75x7.25 LVL tt
1 !!i TO FOUNDATION O 1 = f PB
i 4x6 PSL POST DOWN 4x6 PSL POST DOWN I I 4x6 PSL POST DOWN 1 S200 np {4) 1.75x11.875 LVL
TO FOUNDATION !
f UNDER POST
TO FOUNDATION I I TO FOUNDATION ! f
_ ! I I I I 1�-1" i II i � I I
1 - -- r- -- -- - - --- - ---4----I----�--- - a-----------�----------- --- --- ---- -- ---- - --------- --- --I-- --- -----------
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------------
- --- --- - - -- - - -- - ' _
---------- ----------------------
_ _
-- —.
I 11 7" BCI 60s @ 16" OC
EXISTING LOADr-j _ ; I I 4x6 PSL POST UP TO
I I 4x6 PSL POST DOWN
1 BEARING WALL 4 1.75x7.25 LVL '
O TO FOUNDATION _ VALLEY RAFTER
I
BELOW TO REMAIN I , � , I I
1 ; ' (3)1.75x11.875 LVL
UNDER POST
,
,
EXISTING 2x8 @ 16" OC TO i f
1 ! ' BE CUT AND FACE
1 _ 4x6 PSL POST UP TO
MOUNTED TO NEW BEAM DORMER RIDGE N
N ; FACE MOUNTED !/
JOIST HANGER (TYP) ( i
4x6 PSL POST DOWN 1.75x11.875 LVL (4)1.75x11.875 LVL 4x6 PSL (3)1.75x11.875 LVL 4x6 PSL POST 4x6 PSL POST DOWN i KAI (4)1.75x11.875 LVL I 4x6 PSL PpSt DOWN 4x6 PSL POST DOWN
j TO FOUNDATION j ' POST DOWN - - "FOUNDATION
T TO FOUNDATION 1 I - TO FOUNDATION41
FOUNDATION i i 1 (4)1.75x11.875 LVL W WITH INiERI R i I I L1
10 -10' S'-10" 15' 2'-10T ; ( I I 1 I I S200UiYP
i JL JL JL JL J JL JL JL JL JL JIL JL JL JL JL JL = I JL JL J JL JL I ' JL JL JL JL JL
r _1r -1r -Ir rr -Ir 7r r -1r -Ir -,r- -Ir r
' CONTRACTOR TO VERIFY I , , I 1 '
' D ' i I f, 1 f I 1 I 1
EXISTING STAINAN s
' I LANDING FRAMING IS ► I f 1 i = I i 3 1.75x11.875
4x6 PSL 4x6 PSL I f i 4x6 P L POST DOWN {)
, I STRUCTURALLY SOUND & � If I 1
i POST DOWN POST DOWN CONTACT RESPONSIBLE
ENGINEER AS REQUIRED 2x6 i 1 I I I i i I 1
W W/
EXISTING 2x8 @ 16" npFN fn
I ` @ OPEN I ,
' OC TO BE CUT ANDAl B I 1 2x12 16" OC BEIV
LOW 1 I
FACE MOUNTED TO
�uI I I
NEW CENTRAL BEAM f it I I i
I f I (2)1.75x11.875 LVL (
1 , , 2)1.75x11.875 LVL
VN OF f ` I , ' UNDER LOAD { ' UNDER LOAD
0 ING WE BEARING WALL UP NEW STAIR FRAMING TO ! , 1 I ,
t I ; MATCH EXISTING BELOW 1 1 BEARING WALL UP I
-
_ --- ---- - - -- -
10
F J` TO RAFTER f TO RAFTER I
I I 1
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f
, E
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1 1
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F
__
FACE WITH
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1 1 i I I TO FOUNDATION I ,
2 I ' SEE RO F FOR FRAMINyG I 1 2 j = I 4x6 PSL POST UP TO RIDGE
AS1.2 ; ABO ENTRYWAY AS1.2 1 j I j I i 4x6 PSL POST DOWN
•' ,; _ ,jam i TO FOUNDATION
°D (2)1.75x7.25 LVL
NEW SKYLIGHT III OR 2x6 LOAD EW ASPHALT: '
_ 4x6 PSL POST I , , ROOF
_
UP OR 2x6 LOAD \ , III BEARING WALL TO D MATCH DYSTING
BEARING WALL \ ;
SEE ROOF PLAN III SUPPORT RAFTERS
' j I CONTRACTOR TO VERIFY �y WINDOW A 1 FOR FRAMING III I
I UP TO RAFTERS NEW 2x8's @ 16" OC - ,
rA EXISTING MIN 2x8's @ 16" OC EXISTING
_ G
_ ,
— �— EXISTING _ Z I
I LOAD BEARING 1 I OPE SPACE, SEE
4x6 PSL NEW WINDOW A NEW 4x6 PSL
WALL BELOW ' , ,
OPENING - C 1 ROOF FRAMI G PLAN
POST DN/UP ; TO REMAIN BETWEEN EXIST1jNG , POST DN/UP
1 TO RIDGE I OPENINGS TO RIDGE I ;
i i i 1 NEW SIM x3{j !
NEW 2x6 EXTERIOR
STUD WALL W/
R19 INSULATION
\,_NEW WINDOW A i I 11
1 , EXI5IING OPENING 1\—NEW SIfYLK;HT _
1 1 i
PROVIDE
HURRICANE TIES AT
RAFTER END (fYP) _ ' CENTERLINE
I OF GARAGE
WALL i
_;- __ H 1 - --- _ - - --_
4x6 PSL 4x6 PSL
POST DN/UP 1 PROPOSED POST DN/UP
TO RIDGE I RIDGE LINE
TO RIDGE j
ABOVE
I (6)
CENTERLINE I j
OF EXISTING
.FOUNDATION i
UPPER FLOOR WALL BELOW3.7i '
'x'""' ATTIC FLOOR i 3.71
1 , _ 2
114.,_' -fl, \
BERDI Consulting
25 Wayland Hills Rd.
Wayland, MA 01778
Tel: (508) 308-9012
OWNER:
111 Crowell St
Yarmouth, MA
Framing Plans
Scale: 1/4" = 1'- 9'
S101
1-#5
CONT
• ... M •. + •. • t . (0 -
1'
2'
1-#5 CONT
145 CONT
REFER TO PLANS OR
GENERAL NOTES FOR . • 2'
SUBGRADE TREATMENT 2L .r
AND DRAINAGE 1 #4@18"
245 CONT
1'
TYPICAL STEPPED SLAB ON GRADE DETAILS
''x12" "J" ANCHOR
BOLTS @ 32" OC
10"
PT (2) 2x6
SILL PLATE
z GRADE
co
_ #4 IERT @ 24" OC
a
v
W
W
Z
#5@24" OC
5" SLAB ON GRADE
w/ 6x6 WWM `
a
4..
`e
#4@24"OC
(2) CONT #5 BARS IN MATCH EXISTING FOUNDATION
FOOTING 2' DEPTH OR 10" DEEPER
FOUNDATION WALL
I
SAW CUT JOINT WITH WET CUT
(4-12 HOURS AFTER SLAB IS
FINISHED) OR SOFT CUT (1-4
HOURS AFTER SLAB IS FINISHED).
DO NOT DISLODGE AGGREGATE
WHEN SOFT CUTTING. DEPTH OF WWF REINF CONTINUOUS
JOINT SHALL BE & OF SLAB AT JOINT
THICKNESS OR 1" MIN. MAX JOINT
SPACING 151-
01
UNDISTURBED SOIL
OR COMPACTED FILL
CONTROL JOINT
NOTE:
1. FILL SAW CUTS WITH RIGID OR SEMI RIGID JOINT FILLER WHERE REQUIRED BY
ARCHITECT TO HIDE OR PROTECT JOINT.
2. SEE LAYOUT DETAIL FOR LOCATIONS OF SLAB ON GRADE JOINTS. ii
3. WWF REINFORCEMENT SHALL BE LOCATED WITHIN UPPER THIRD OF SLAB
THICKNESS, OR 2" MAX FROM TOP OF SLAB.
SLAB ON GRADE JOINTS;
cking
el
Trus Joist rim board
or blocking for lateral
support
Parallame P5L or
OTimber5trande L5L
Ll Column
BEARING WALL
NAILING REQUIREMENTS
0 lion #1: TJI® joists at bearings: Two 8d (2Y") box nails (1 each side), Vj'
Applysubtloor TJI® Joist blocking with end minimum from end.
adhesive to all blocks installed at Y3 joist Blocking panels, rim joist or rim board to bearing plate:
contactsurfaces span locations using TJ/0 blocking panels orrfm joist: 10d (3") box nails at 6" o.c.
Qo two 8d (2X")
Q\ 54 box nails or Trus Joist rim board: Toenail with 10d (3") box nails at 6" o.c. or
j Q� • " 16d (3Y") box nails at 12" o.c.
' $ stypiiccaal Shear transfer. Connections equivalent to decking nail schedule.
Option #2: Rim board, rim joist or closure to T.11012!2L
2x strapping installed at 13/" width or less: Two 10d (3") box nails, one each at top and
bottom flange.
3 joist span locations 2%6" thru 2112" widths. Two 16d (3Y2") box nails, one each at top and
Option #3: using two 2X" screws per bottom flange.
P oist
directly aippliedjceiling 3'/"width: Toenail joist to rim joist with one 10d (3") box nail each
side of joist top flange.
When specified on the layout,
PB one or more of the three bracing 20 minimum squash blocks: Two 10d (3") box nails, one each
options shown must be installed at top and bottom flange.
WARNING
Joists are unstable until braced laterally
Bracing Includes:
• Blocking • Sheathing -
BEAM ON • Hangers • Rim Board
COLUMN CAP DO NOT allow workers • Strut Lines • Rim Joist DO NOTstack building
to walk on joists materials on unsheathed
until braced. joists. Stack only over
INJURY MAY RESULT. beams or walls.
l
WARNING NOTES.
i4Lack of concern for proper bracing during construction can result in serious accidents.
Under normal conditions if the following guidelines are observed, accidents will be avoided.
Top flange 1. All blocking, hangers, rim boards and rim joists at the end supports of the UPS joists must be completely installed and properly nailed.
hanger 2. Lateral strength, like a braced end wall or an existing deck, must be established at the ends of the bay. This can also be accomplished
Face mount by a temporary or permanent deck (sheathing) fastened to the first 4 feet of joists at the end of the bay.
hanger O3. Safety bracing lines of 1x4 (minimum) must be nailed to a braced end wall or sheathed area as in note 2 and to each joist. Without this
Obracing, buckling sideways or rollover is highly probable under light construction loads - like a worker or one layer of unnailed sheathing.
L3 Attach hanger in accordance with 4. Sheathing must be totally attached to each TJI® joist before additional loads can be placed on the system.
manufacturers recommendation 5. Ends of cantilevers require safety bracing on both the top and bottom flanges.
BEAM TO BEAM 6. The flanges must remain straight within a tolerance of )S" from true alignment.
CONNECTION
TYPICAL TJI JOIST DETAILS
GENERAL
U
2-16d NAILS INTO
WOOD & ENGINEERED WOOD CONSTRUCTION
ROOF JOISTS
STRUCTURAL DESIGN IS IN ACCORDANCE WITH
THE 9th Edition MA Building Code. ALL
1.
2-16d NAILS
ROOF
DIMENSIONAL LUMBER TO BE SPRUCE -PINE -FIR (SPF) NO.2 OR BETTER UNO.
ROOF
INTO
SHEATHING
SHEATHING
BLOCKING
2.
WALL
2.
NOMINAL COARSE AGGREGATE SIZE SHALL NOT EXCEED 4" U.N.O..
2.
ALL ENGINEERED LUMBER SHALL BE INSTALLED PER MANUFACTURER'S
SHEATHING
CONT RIM JOIST
2X BLOCKING
SPECIFICATIONS.
(SAME DEPTH AS
BETWEEN EAVE
10d NAIL @12"JOISTS)
10d NAIL
JOISTS (SAME
+
@12"
+
DEPTH AS JOISTS)
3.
16" OC
SIMPSON
IIMPSON
WELDED WIRE FABRIC TO BE ASTM A185 WITH ULTIMATE TENSILE STRENGTH OF
HURRICANE
WRITING BY ENGINEER OF RECORD.
GROUND SNOW LOAD ........................... 50 PSF
2 1'f6d
70,000 PSL
THUERRICANE
2�'f 6d
STUDS TOE -NAILS WALL
T-4"
e.
TOE -NAILS
4.
TYP AT JOIST SHEATHING
MAX
WIND LOAD
AT EA
5.
OVERLAP STEEL REINFORCING BARS TO PROVIDE CLASS B LAP SPLICES. RETURN
JOIST
AT ROOF AT ROOF
2-16d NAILS INTO WALL
WALL
BARS BY V-0" MIN. AROUND CORNERS.
5.
FLOOR JOISTS SHEATHING
EXPOSURE........................................B
SHEATHING
SHEATHING PANEL
SHEATHING PANEL
6.
MINIMUM LAP OF WELDED WIRE FABRIC SHALL BE 6" OR ONE FULL MESH,
EDGE AT
PROVIDE SIMPSON CONNECTORS AT POST/BEAM, POST BASE, JOIST/BEAM AND
EDGE AT
WHICHEVER IS GREATER, AND SHALL BE WIRED TOGETHER.
MID -DEPTH OF RIM
BEAMBEAM CONNECTIONS. USAGE AND INSTALLATION TO BE IN ACCORDANCE
MID -DEPTH OF RIM
CBC LATERAL LOAD.........................30 PSF
CONT RIM JOIST JOIST
CONT RIM JOIST
JOIST
(SAME DEPTH AS
(SAME DEPTH AS
PROVIDE CLEAR COVERAGE OF OUTER REINFORCEMENT AS FOLLOWS:
ROOF RAFTER CONNECTIONS TO STUD WALL CONNECTIONS OR SUPPORTING
JOISTS)
3.
JOISTS)
1Y2"
2-16d TOE -NAILS 1%2'
TYP
LOCATION IN STRUCTURE CLEAR COVERAGE
AT JOIST.. TYP
NOTIFY THE ARCHITECT AND ENGINEER OF ANY DISCREPANCIES REQUIRING
SURFACE CAST AGAINST AND
7.
PROVIDE MINIMUM 3/" PLYWOOD SHEATHING FOR FLOORS AND ROOFS. PLYWOOD
2x BLOCKING
10d NAIL @12"
PERMANENTLY IN CONTACT WITH EARTH.......................3"
STUDS 10d NAIL @12"
1@15' O.C.
TYP
4.
IN THE EVENT THAT CERTAIN DETAILS OF THE CONSTRUCTION ARE NOT FULLY SHOWN
FORMED SURFACES EXPOSED TO EARTH
ROWS OF SHEATHING.
SEE SHEAR WALL DETAIL
OR NOTED ON THE DRAWINGS, THEIR CONSTRUCTION SHALL BE OF THE SAME TYPE
2-16d TOE -NAILS
AT
FLOOR
FOR PANEL NAILING
AT FLOOR
AT BLOCKING
#5 BAR OR SMALLER.................................................1 Y2"
REQUIREMENTS
ALL PLYWOOD FLOOR AND ROOF SHEATHING SHALL BE GLUED AND SCREWED TO
JOIST PERPENDICULAR TO JOIST PARALLEL TO WALL
WALL
#6 BAR TO #18 BAR ................................................ 7'
TYPICAL
JOIST -STUD FRAMING DETAILS
''x12" "J" ANCHOR
BOLTS @ 32" OC
10"
PT (2) 2x6
SILL PLATE
z GRADE
co
_ #4 IERT @ 24" OC
a
v
W
W
Z
#5@24" OC
5" SLAB ON GRADE
w/ 6x6 WWM `
a
4..
`e
#4@24"OC
(2) CONT #5 BARS IN MATCH EXISTING FOUNDATION
FOOTING 2' DEPTH OR 10" DEEPER
FOUNDATION WALL
I
SAW CUT JOINT WITH WET CUT
(4-12 HOURS AFTER SLAB IS
FINISHED) OR SOFT CUT (1-4
HOURS AFTER SLAB IS FINISHED).
DO NOT DISLODGE AGGREGATE
WHEN SOFT CUTTING. DEPTH OF WWF REINF CONTINUOUS
JOINT SHALL BE & OF SLAB AT JOINT
THICKNESS OR 1" MIN. MAX JOINT
SPACING 151-
01
UNDISTURBED SOIL
OR COMPACTED FILL
CONTROL JOINT
NOTE:
1. FILL SAW CUTS WITH RIGID OR SEMI RIGID JOINT FILLER WHERE REQUIRED BY
ARCHITECT TO HIDE OR PROTECT JOINT.
2. SEE LAYOUT DETAIL FOR LOCATIONS OF SLAB ON GRADE JOINTS. ii
3. WWF REINFORCEMENT SHALL BE LOCATED WITHIN UPPER THIRD OF SLAB
THICKNESS, OR 2" MAX FROM TOP OF SLAB.
SLAB ON GRADE JOINTS;
cking
el
Trus Joist rim board
or blocking for lateral
support
Parallame P5L or
OTimber5trande L5L
Ll Column
BEARING WALL
NAILING REQUIREMENTS
0 lion #1: TJI® joists at bearings: Two 8d (2Y") box nails (1 each side), Vj'
Applysubtloor TJI® Joist blocking with end minimum from end.
adhesive to all blocks installed at Y3 joist Blocking panels, rim joist or rim board to bearing plate:
contactsurfaces span locations using TJ/0 blocking panels orrfm joist: 10d (3") box nails at 6" o.c.
Qo two 8d (2X")
Q\ 54 box nails or Trus Joist rim board: Toenail with 10d (3") box nails at 6" o.c. or
j Q� • " 16d (3Y") box nails at 12" o.c.
' $ stypiiccaal Shear transfer. Connections equivalent to decking nail schedule.
Option #2: Rim board, rim joist or closure to T.11012!2L
2x strapping installed at 13/" width or less: Two 10d (3") box nails, one each at top and
bottom flange.
3 joist span locations 2%6" thru 2112" widths. Two 16d (3Y2") box nails, one each at top and
Option #3: using two 2X" screws per bottom flange.
P oist
directly aippliedjceiling 3'/"width: Toenail joist to rim joist with one 10d (3") box nail each
side of joist top flange.
When specified on the layout,
PB one or more of the three bracing 20 minimum squash blocks: Two 10d (3") box nails, one each
options shown must be installed at top and bottom flange.
WARNING
Joists are unstable until braced laterally
Bracing Includes:
• Blocking • Sheathing -
BEAM ON • Hangers • Rim Board
COLUMN CAP DO NOT allow workers • Strut Lines • Rim Joist DO NOTstack building
to walk on joists materials on unsheathed
until braced. joists. Stack only over
INJURY MAY RESULT. beams or walls.
l
WARNING NOTES.
i4Lack of concern for proper bracing during construction can result in serious accidents.
Under normal conditions if the following guidelines are observed, accidents will be avoided.
Top flange 1. All blocking, hangers, rim boards and rim joists at the end supports of the UPS joists must be completely installed and properly nailed.
hanger 2. Lateral strength, like a braced end wall or an existing deck, must be established at the ends of the bay. This can also be accomplished
Face mount by a temporary or permanent deck (sheathing) fastened to the first 4 feet of joists at the end of the bay.
hanger O3. Safety bracing lines of 1x4 (minimum) must be nailed to a braced end wall or sheathed area as in note 2 and to each joist. Without this
Obracing, buckling sideways or rollover is highly probable under light construction loads - like a worker or one layer of unnailed sheathing.
L3 Attach hanger in accordance with 4. Sheathing must be totally attached to each TJI® joist before additional loads can be placed on the system.
manufacturers recommendation 5. Ends of cantilevers require safety bracing on both the top and bottom flanges.
BEAM TO BEAM 6. The flanges must remain straight within a tolerance of )S" from true alignment.
CONNECTION
TYPICAL TJI JOIST DETAILS
V
BERDI Consulting
25 Wayland Hills Rd.
Wayland, MA 01778
Tel: (508) 308-9012
OWNER:
111 Crowell St
Yarmouth, MA
Notes & Details
GENERAL
5200
CONCRETE AND REINFORCEMENT
WOOD & ENGINEERED WOOD CONSTRUCTION
1.
STRUCTURAL DESIGN IS IN ACCORDANCE WITH
THE 9th Edition MA Building Code. ALL
1.
CONCRETE 28 DAYS COMPRESSIVE STRENGTH TO BE 3500 PSI MINIMUM.
1.
DIMENSIONAL LUMBER TO BE SPRUCE -PINE -FIR (SPF) NO.2 OR BETTER UNO.
STRUCTURAL WORK TO BE COMPLETED IN ACCORDANCE WITH THIS CODE.
2.
DESIGN LOAD ASSUMPTIONS:
2.
NOMINAL COARSE AGGREGATE SIZE SHALL NOT EXCEED 4" U.N.O..
2.
ALL ENGINEERED LUMBER SHALL BE INSTALLED PER MANUFACTURER'S
SPECIFICATIONS.
LIVE LOAD
3.
STEEL REINFORCING IN CONCRETE TO BE ASTM A615 GRADE 60.
FLOORS............................................40 PSF
3.
ALTERNATE PRODUCTS SHALL NOT BE SUBSTITUTED UNLESS APPROVED IN
4.
WELDED WIRE FABRIC TO BE ASTM A185 WITH ULTIMATE TENSILE STRENGTH OF
WRITING BY ENGINEER OF RECORD.
GROUND SNOW LOAD ........................... 50 PSF
70,000 PSL
4.
LVL'S (LAMINATED VENEER LUMBER) TO BE fb = 3100 PSI.
WIND LOAD
5.
OVERLAP STEEL REINFORCING BARS TO PROVIDE CLASS B LAP SPLICES. RETURN
BASIC WIND SPEED .........................140 MPH
BARS BY V-0" MIN. AROUND CORNERS.
5.
PSUS (PARALLEL STRAND LUMBER) TO BE fb = 2650 PSI.
EXPOSURE........................................B
IMPORTANCE FACTOR.......................1
6.
MINIMUM LAP OF WELDED WIRE FABRIC SHALL BE 6" OR ONE FULL MESH,
6.
PROVIDE SIMPSON CONNECTORS AT POST/BEAM, POST BASE, JOIST/BEAM AND
MWFRS LATERAL LOAD.....................20 PSF
WHICHEVER IS GREATER, AND SHALL BE WIRED TOGETHER.
BEAMBEAM CONNECTIONS. USAGE AND INSTALLATION TO BE IN ACCORDANCE
CBC LATERAL LOAD.........................30 PSF
WITH MANUFACTURER'S INSTRUCTIONS. PROVIDE SIMPSON HURRICANE TIES AT
7.
PROVIDE CLEAR COVERAGE OF OUTER REINFORCEMENT AS FOLLOWS:
ROOF RAFTER CONNECTIONS TO STUD WALL CONNECTIONS OR SUPPORTING
3.
THE CONTRACTOR SHALL COMPARE STRUCTURAL DRAWINGS WITH THE
BEAMS.
ARCHITECTURAL DRAWINGS BEFORE COMMENCING WITH THE WORK AND SHALL
LOCATION IN STRUCTURE CLEAR COVERAGE
NOTIFY THE ARCHITECT AND ENGINEER OF ANY DISCREPANCIES REQUIRING
SURFACE CAST AGAINST AND
7.
PROVIDE MINIMUM 3/" PLYWOOD SHEATHING FOR FLOORS AND ROOFS. PLYWOOD
CLARIFICATION OR REVISIONS. DO NOT SCALE STRUCTURAL DRAWINGS.
PERMANENTLY IN CONTACT WITH EARTH.......................3"
TO BE APA -RATED EXPOSURE 1 GRADE C -D (CDX). PROVIDE Ya" SPACE BETWEEN
EDGES OF ADJACENT PLYWOOD PANELS AND STAGGER PANEL JOINTS BETWEEN
4.
IN THE EVENT THAT CERTAIN DETAILS OF THE CONSTRUCTION ARE NOT FULLY SHOWN
FORMED SURFACES EXPOSED TO EARTH
ROWS OF SHEATHING.
OR NOTED ON THE DRAWINGS, THEIR CONSTRUCTION SHALL BE OF THE SAME TYPE
OR WEATHER
AS FOR SIMILAR CONDITIONS WHICH ARE SHOWN AND NOTED, SUBJECT TO THE
#5 BAR OR SMALLER.................................................1 Y2"
8.
ALL PLYWOOD FLOOR AND ROOF SHEATHING SHALL BE GLUED AND SCREWED TO
STRUCTURAL ENGINEER'S APPROVAL.
#6 BAR TO #18 BAR ................................................ 7'
SUPPORTING WOOD FRAMING. GLUE SHALL CONSIST OF CONSTRUCTION GRADE
ADHESIVE. SCREWS NOT TO BE PLACED WITHIN V' OF PANEL EDGES. MAXIMUM
5.
SEETHE ARCHITECTURAL DRAWINGS FOR THE FOLLOWING:
FORMED SLABS, WALLS AND JOISTS NOT
SCREW SPACING TO BE 6, UNO. SCREWS TO BE MIN #8x2Y" LONG. SCREW LENGTH
A. SIZE AND LOCATION OF ALL INTERIOR AND EXTERIOR
EXPOSED TO EARTH OR WEATHER ........................... 3/" **
SHALL BE SUFFICIENT TO PROVIDE EMBEDMENT OF 1 O SCREW DIAM INTO
NON BEARING PARTITIONS.
"MAX COARSE AGGREGATE SIZE FOR %" COVER IS Y" NOMINAL DIAMETER
FRAMING.
B. SIZE AND LOCATION OF ALL CONCRETE CURBS, FLOOR
DRAINS, SLOPES, INSERTS, ETC. EXCEPT AS SHOWN.
FORMED BEAMS AND COLUMNS NOT
9.
PROVIDE MINIMUM Y' PLYWOOD SHEATHING FOR EXTERIOR WALLS AND SHEAR
C. SIZE AND LOCATION OF ALL DOOR AND WINDOW OPENINGS
EXTERIOR SLABS AND EQUIPMENT PADS ................. 1Y"
WALLS. FASTEN SHEATHING TO STUDS WITH MINIMUM 8d NAILS @ 4" O.C..
EXCEPT AS SHOWN.
D. FLOOR AND ROOF FINISHES.
8.
THE MINIMUM CLEAR SPACING BETWEEN PARALLEL REINF. BARS IN A LAYER
10.
PROVIDE CONTINUOUS BLOCKING ABOVE INTERIOR SHEAR WALLS.
E. WATERPROOFING AND DAMPPROOFING DETAILS.
SHALL BE EQUAL TO THE BAR DIAMETER, BUT NOT LESS THAN ONE INCH.
F. FINISHED FLOOR AND EXTERIOR ELEVATIONS.
11.
MAXIMUM MOISTURE CONTENT OF DIMENSIONAL LUMBER AT TIME OF INSTALLATION
G. DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS.
9.
CAST IN PLACE OPENING, POCKETS, ETC. LARGER THAN 6" SHALL NOT BE PLACED
TO BE 19%.
IN CONCRETE SLABS, DECKS, OR WALLS UNLESS SPECIFICALLY DETAILED ON THE
6. BOLTS AND ANCHOR RODS MUST BE OF SUFFICIENT LENGTH TO PROTRUDE BEYOND
STRUCTURAL DRAWINGS. NOTIFY THE STRUCTURAL ENGINEER WHEN DRAWINGS
12.
SILL PLATE ANCHOR BOLTS: PROVIDE Y2"0 ANCHOR BOLTS AT 3'. TWO BOLTS
THE END OF THE NUT WHEN FULLY INSTALLED.
BY OTHERS SHOW OPENINGS, POCKETS, ETC LARGER THAN 6" WHICH ARE NOT
MINIMUM PER SILL PIECE WITH A BOLT WITHIN 10" OF EACH END OF EACH PIECE.
SHOWN ON THE STRUCTURAL DRAWINGS, BUT WHICH ARE LOCATED IN
BOLT SPACING SHALL BE COORDINATED PRIOR TO PLACING OF STUDS AND POSTS
7. CUTTING, SPLICING, OR NOTCHING OF STRUCTURAL MEMBERS IS NOT PERMITTED
STRUCTURAL MEMBERS.
TO AVOID CONFLICTS. ALL BOLTS SHALL HAVE STEEL WASHERS.
UNLESS
NOTED OTHERWISE IN THE STRUCTURAL DRAWINGS FOR SPECIFIC LOCATIONS.
10.
ALL REINFORCEMENT SHALL BE DETAILED IN ACCORDANCE WITH THE LATEST
13.
PROVIDE PERPENDICULAR BLOCKING AT 32 INCHES O.C. BETWEEN ALL PERIMETER
EDITION OF THE ACI 315 DETAILING MANUAL.
JOISTS AND EXTERIOR WALLS OR PERIMETER BEAMS.
FOUNDATION
11.
ALL REINFORCING STEEL SHALL BE SECURELY HELD IN PROPER POSITION WHILE
14.
STAND-ALONE WOOD POSTS OVER CONCRETE SHALL BEAR UPON SIMPSON POST
POURING CONCRETE. IF REQUIRED, ADDITIONAL BARS AND STIRRUPS SHALL BE
BASE EMBEDDED IN OR ANCHORED TO CONCRETE FOUNDATION.
PROVIDED BY THE CONTRACTOR TO FURNISH SUPPORT TO THE REINFORCING
1.
FOUNDATIONS ON THIS PROJECT CONSIST OF CAST IN PLACE CONCRETE SPREAD
STEEL.
15.
WASHERS SHALL ALWAYS BE INSTALLED BETWEEN BOLT HEADS OR NUTS AND
FOOTINGS AND CAST IN PLACE CONCRETE WALLS OVER CONTINUOUS SPREAD
FOOTINGS.
WOOD OR ENGINEERED WOOD.
12.
NO PIPES OR CONDUIT SHALL BE EMBEDDED IN THE STRUCTURAL CONCRETE
FLOOR SLABS WITHOUT APPROVAL OF STRUCTURAL ENGINEER.
2.
PROVIDE 4'-0" MINIMUM FROST COVER FOR FOOTINGS.
13.
PROVIDE VAPOR BARRIER UNDER INTERIOR GROUND LEVEL SLABS.
PRESSURE PRESERVATIVE TREATED (P.T.) WOOD
3.
ALLOWABLE SOIL BEARING PRESSURE ASSUMED TO BE 2,000 PSF. BEARING
-
CAPACITY OF SOIL SHALL BE CONFIRMED BY A GEOTECHNICAL ENGINEER PRIOR
14.
ALL CONCRETE EXPOSED TO THE WEATHER SHALL BE AIR ENTRAINED. PROVIDE
TO POURING FOOTINGS AS REQUIRED.
AIR CONTENT OF 4% TO 7%
1.
ALL P.T. LUMBER SHALL BE SOUTHERN PINE NO.2 OR BETTER.
4.
NO FOUNDATION CONCRETE SHALL BE PLACED INTO STANDING WATER. WATER
2.
ALL P.T. LUMBER SHALL BE UNINCISED.
SHALL NOT BE ALLOWED TO STAND IN TRENCHES BEFORE OR AFTER CONCRETE
IS PLACED. IF TRENCHES BECOME SOFTENED DUE TO RAIN OR OTHER WATER
3.
ALL WOOD IN CONTACT WITH THE GROUND, OR CONCRETE, OR EXPOSED TO THE
BEFORE THE CONCRETE IS CAST, THE CONTRACTOR SHALL EXCAVATE THE
WEATHER, SHALL BE PRESSURE -PRESERVATIVE TREATED AND SUITABLE FOR
SOFTENED MATERIAL AND REPLACE WITH CONCRETE OR WELL COMPACTED
EXTERIOR USE AND GROUND CONTACT IN ACCORDANCE WITH AWPA STANDARDS,
CRUSHED STONE.
UNO.
5.
FOUNDATION UNITS SHALL BE CENTERED UNDER SUPPORTED STRUCTURAL
4.
FIELD -CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESERVATIVE -TREATED
MEMBER, UNLESS NOTED OTHERWISE ON THE DRAWINGS.
WOOD SHALL BE TREATED IN THE FIELD WITH COMPATIBLE PRESERVATIVE IN
ACCORDANCE WITH AWPA M4.
6.
BACKFILL UNDER ANY PORTION OF THE STRUCTURE SHALL BE COMPACTED IN 6
INCH LIFTS.
5.
ALL HARDWARE AND STEEL CONNECTORS USED IN CONTACT WITH P.T. LUMBER
SHALL BE HOT -DIP GALVANIZED, STAINLESS STEEL, OR OTHERWISE NOTED BY THE
7.
FOUNDATION WALLS SHALL NOT BE BACKFILLED UNTIL FIRST FLOOR DECK IS
MANUFACTURER AS APPROVED FOR EXTERIOR USE AND FOR CONTACT WITH ALL
INSTALLED UNLESS APPROVED BY ENG.
P.T. LUMBER PRESERVATIVES. CARE SHALL BE TAKEN NOT TO MIX GALVANIZED
MILD STEEL WITH STAINLESS STEEL IN CONNECTIONS.
V
BERDI Consulting
25 Wayland Hills Rd.
Wayland, MA 01778
Tel: (508) 308-9012
OWNER:
111 Crowell St
Yarmouth, MA
Notes & Details
Scale: 1/4" =1'- 9'
5200
1
2
9'-10" 14'-3"
2.5 3.3,=
I
` r T-5" 4'-4" r 14'-10"
1
I I I
I i
I
1
I j I j i, I I1t
4x6 PSL POST UP O 4x6 PSL POST UP ON I
EXISTING FOUNDATI N EXISTING FOUNDATION 1
I WALL 1 WALLVZZA
;
--
1
I
I I 1 Z i
O
003 =
BEDROOM
I I I
1 I �
EXISTING LALLY
COLUMN TO BE
REMOVED j 1
12' 12-1" -- _ -
i'
,_
1
ME r__
1
SDRILL & GROUT 1 I l
I I ' ti= #5 INTOFYIS I I
- 1 FOUNDIA I N- -
-..
1 TO j" - T
\1 ! I
I � •�% U WALL J I E
I-
MDRILL & GROUT #� I 1
INTO EXISTING
FOUNDATION WALL !�
41 . I NEW 5"SLAB ON
t
' GRADE
CONTR DL JOINTS r
t 9Y i : @15'O ,EACH j
i
DIRECTION
: !
i I i
1 '• _ I I I
1
,
12" DIA SONOTUBE
FOOTING, MIN 4'
BELOW GRADE
•a � I I I
a 1 a I I I
, 1
1 1 1 I I I
S200 i e' I I l HSS POST UP,
CONTRACTOR TO
VERIFY EXISTING
FOUNDATION WALL IS
I j j j I STRUCTURALLY SOUND
H
I I I
1
HSS POST UP
j j I j
DRILL & GROUT #5
INTO EXISTING
FOUNDATION WALL J I
3.7
1 BASEMENT
114-=r _T
3
4
7'-2"
5
w=
i
1 2 3 4 5
9'-10" 14'1 12"A" 7'1
2.51/ t 3.3/
� r -
I
7'-5" 4'-4" 14'1
—ZZIZZ
I I I
4x6
FO
®
EXISTING DECK TO
REMAIN
C?
b
PSL POST DOWN
TO EXISTING
NDATtON WALL
( i f
; _
EXISTING 2x8 @ 16" OC
FRAMING TO REMAIN
(CONTRACTOR TO VERIFY)
EXISTING I I 4x6 PSL POST
FOUNDATION WALL UPIDOWN TO
BELOW TO REMAIN FOUNDATIO
-------- ________ ______ _____ ____ ____---- ----
_
______ ____ ___ I -------------------
;------------------
---------
__ ____4x6
4x6PSL POST 4x6 PSL POST ,
UP/DOWN TO UP/DOWN TO I
FOUNDATION FOUNDATION
EXISTING 2x8 @ 16" OC TO BE
CUT AND FACE MOUNTED TO
j NEW CENTRAL BEAM ; I
I
! 4x6 PSL POST
UP/DOWN TO (2)
1.75x7.25 LVL HEADER I
I NEW 4" DIA LALLY
4x6 PSL COLUMN DN 4x6 PSL POST UP, 4" 1 1
1 POST UP 4x6 PSL DIA LALLY COLUMN DN , ,
POST UP I
I 10-101,
I JL JL JL ALV JL JL J JL JL JL JL JL JL JL JL JL JIL
`
1
4x6 PSL POST
UP/DOWNTO
FOUNDATION
1-7-- --- — 1 JIL JIL JL JL JL
____—_ ;______ 'I
,
; ; -
' '
EXISTING
FOUNDATION WALL
BELOWTO REMAIN
I 4x6 PSL POST
UP/DOWN TO
FOUNDATION
._— ..
N
'
I N
4x6 PSL POST
_ - WPd-TO
;FOUNDATION
+�
1 r 1 r -1 r -1 r r 117 I I I I
-1 r 1 r 1 r
1
1
I i
I I
I
1
4xE PSL POST DOWN
]F
PROPOSED BEAM TO
TO EXISTING
CONTRAC O VERIFY
BEAR ON EXISTING
I
,
F UNDATION WALL
FACE MOUNTED (3)1.75x9.5 LVL EXISTING STAIR AND
FOUNDATION BELOW
I
JOIST HANGER INSTALLED TOP FLANGE
I LANDING FRAMING IS
� � ; ;
1
' (TYP) FLUSH w/ EXISTING STRUCTURALLY SOUND & ;
I
4x6 PSL POST UP
1
I FLOOR JOISTS CONTACT RESPONSIBLE
EXISTING 2x8@ 16" ENGINEER AS REQUIRED
I
I !
OC TO BE CUT AND Lui
I
II
I
FACE MOUNTED TO i
I
I
I
NEW CENTRAL BEAM
i
(2) 2x8 AT
PROPOSED
j =
I
FLOOR
I
OPENING
I 1 I
E
1
C
PT 2x10 LEDGER ATTACHED
_ _ ___i
TO CONCRETE WALL w/ —
--
! —
I�
-------------
EXISTING GALVANIZED 2' DIA ANCHOR
-------------�
----------
I
j
FOUNDATION WALL BOLTS DRILLED AND
4
1
I:
BELOW TO
REMAIN GROUTED MIN
I I l
I
I =
2x8JOISTS @
16" OC
co
�
1 zD
I
2x6 STUDS @ 16" OC AROUND ;
ENTRYWAY ARE TO BE
I
EXISTING
CONTINUOUS UP TO RAFTERS i
I
I 1 FOUNDATION WALL
I
I CONTRACTOR TO VERIFY
j i BELOW TO REMAIN
1
NEW 2x8's @ 16" OC'
EXISTING MIN 2x8's @ 16" OC
-
PT 200 LEDGER ATTACHED
.
TO CONCRETE WALL w/
j
GALVANIZED 2' DIA ANCHOR PT 2x6 JOISTS
1
I
@16"OC
BOLTS DRILLED AND
GROUTED MIN 5" (TYP)
I
I
PT 4x4 POST DOWN TO 12" DIA
SONOTUBE FOOTING, ""' " ;
PT (2) 2x12 STRINGER 1
,
BELOW G SUPPORT BEAM ATTACHED
TO WALL w/ PT 2x1 O LEDGER
10
i
PT 2x12 STRINGERS @ 16" OC
I
I
I
'
1
I
i 1
HSS POST UP/DN
i
'H
_____;__-_-____
------------------------------
_ __L_____
1
1
1
1
1
HSS POST UP/DN
j
j i
j
6
1
j
I
I
I
3.7 ,
LOWER LEVEL
` 114- = - 0„
Framing Plans
Scale; 114" = 1'- 0"
S100
2
Scale: 1/4" = 1'- 0"
S101
5
2
4
5
9'-10" 14'-3"
12'-1"
T-2"
9'-10"
14'-3"
12'-1"
7'-2"
2.5 3.3
r_r ,
T-5" 4'-4" 14'-10" i
I f 1
I �
I EXISTING 2x8 @ 16" OCTO--
BE
TO BE CUT AND FACE ,
c? MOUNTED TO NEW BEAM
1
I f 4x6 PSL POST DOWN
i I i I I j (4) 1.75x7.25 LVL i
TO FOUNDATION
I 4x6 PSL POST DOWN I l
4x6 PSL POST DOWN 4x6 PSL POST DOWN
i TO FOUNDATION I TO FOUNDATION f ( TO FOUNDATION
i
I---------f-----------
--------------
LA
' i----'- --- ---- --- II- -------- --- -- - --- ---- - - ---- ----------- --- ---- --- ---- ---
-EXISTING
-- --1)
! E 1-_--r--I ------I- C I!
EXISTING LOAD �� I ,
� I I 4x6 PSL POST DOWN
1 BEARING WALL 4 1.75x7.25 LVL '
! j O TO FOUNDATION I �
BELOW TO REMAIN I
i i I I
EXISTING 2x8 @ 16" OC TO i
BE CUT AND FACE
MOUNTED TO NEW BEAM
4x6 PSL POST DOWN I (4)1.75x11.875 LVL (4) 1.75x11.875 LVL 4x6 PSL ; (3)1.75x11-875 LVL ' 4x6 PSL POST
1
TO FOUNDATION I POST DOWN — WN C;
=FOUNDATION
i 10 -10' I 5'-10" 15' i 2'-10' ,
I
CONTRACTOR TO VERIFY ; 1 ;
EXISTING STAIR AND l
' I LANDING FRAMING IS
i 4x6 PSL i 4x6 PSLSTRUCTURALLY SOUND & Is I
POST DOWN POST DOWN
CONTACT RESPONSIBLE
! ENGINEER AS REQUIRED 1 r I 1
Z+) j l 1
EXISTING 2x8 @ 16"
OC TO BE CUT AND
FACE MOUNTED TO i I I
NEW CENTRAL BEAM f '
�
i ; � i �� I I � i r�7 { •—
L- --.-.-_-- -.-_ - --_----.-�--_ --- ---- --- -- _.__-.-..---__._---..-->:
t
,: --------- - - - - -----Fh--- F------
, I ;
SEE R097 FOR FRAMIN'6 I I
I ABO ENTRYWAY '
17
80
'! I
4x6 PSL POST
UP OR 2x6 LOAD
i BEARING WALL \ i
' UP TO RAFTERS `. I f CONTRACTOR TO VERIFY I '
1 NEW 2x8's @ 16" OC i
_ I EXISTING MIN 2x8's @ 15' OC
EXISTING
I I I LOAD BEARING I i
4x6 PSL WALL BELOW j
s POST DNIUP ' - ITO REMAIN _
TO RID GE1 ' I I I
I I i I
i
1 i 1
i
' 4x6 PSL POST UP I
' TO (3)1.75x525 LVL 2x STAGGERED
RIDGE SUPPORT BLOCKING TO BRACE
PROVIDE M
HURRICANE TIES AT ` I'- HSS HSS 52"x52"x$ POST
RAFTER END (TYP)• -� DOWN TO FOUNDATION
_ 1 I
(� CENTERLINE
OF GARAGE
WALL -
H
HSS 52"x52"x8"
OUTRIGGER (BELOW) - — PT 2x8's @ 16" 0b1-�
JHSS 52'x52"x8"
BEAM (BELOW)
1
(3) 1.75x7.25 LVL j I HSS 52"x52"x8"
BEAM IN FLOOR TO OUTRIGGER (BELOW)
BRACE HSS POST,
BEAM TO SPAN FULLI I I
WIDTH OF BALCONY HSS 5z'k52"xg
-�I I OUTRIGGER (BELOW)
/
/-,---,UPPER FLOOR 1 3.7�'
li4°=r-a' 1'-
ram
I Mm
-am
I
2.5 3.3 f;
Q)TYP
4�" 'rI 4x6 PSL POST DN TO
7'-5" 4'-4" 19" FOUNDATION
I
I
I I 4x6 PSL POST DN TO
f I FOUNDATION
7.
I I
I I
I' I ~
i S200 I I (4)1.75x11.875 LVL
f Trp I I UNDER POST
�I I
i I I I
' - ---- - - --- ---- --- -}-------------- ------------------- t-- --- ---- ------------
r- --- --- ---- --- ---- --- ---------------------- - --- ---- --- -------- --- ---- -- �--- --- ---- --- -------
i
--- -- ,
'
`- 11$"BCI 60s@16"OC
t I I .4x6 PSL POST UP TO '
VALLEY RAFTER
(3)1.75x11.875 LVL
UNDER POST
1 ' �
I i
1 II
i 4x6 PSL POST UP TO
f� DORMER RIDGE N
( ; FACE MOUNTED I I ( N
'I 1 II
JOIST HANGER (TYP)
' 4x6 PSL POST DOWN I (4)1.75x11.875 LVL I 4x6 PSL POST DOWN 4x6 PSL POST DOWN
TO FOUNDATION 1.75x11.875 LVL O FOUNDATION
I ,L1
aIL JfL JIL J JL JL JL J L fIL(4)
J L JIL J L J L J L J L ' ( J L J L J J L J L I ' 4' J L J L J L7t-1 (SZOO -�p
----- -
�r
i I I (3)1.75x11.875
4x6 P L POST DOWN ± I !
2x12@16"OC
I I
(2)1.75x11.875 LVL ' ,� ' (2)1.75x11.875 LVL
UNDER LOAD NEW STAIR FRAMING TO UNDER LOAD
BEARING WALL UP MATCH EXISTING BELOW ( L ' BEARING WALL UP 1 f h
TO RAFTER f, TO RAFTER
---- - --- ---- - -- --- ---- --- -- -----------------------
i P1
sz00F
SIM 1
iLII-- - ---------- --- -------1 --F---
I I 4x6 PSL POST DOWN 1
I I I TO FOUNDATION 1
j I I 4x6 PSL POST UP TO RIDGE L
I I 1 I } ; 46 PSL POST DOWN
TO FOUNDATION
io
(2)1.75x7.25 LVL I f CC)
III OR 2x6 LOAD
' III BEARING WALL TO I I I
= SEE ROOF PLAN SUPPORT RAFTERS
III
FOR FRAMINGT.
III I I I '1
� I I I 1 ,
4x6 PSL I 014EN SPACE, SEE
POST DNIUP I ROOF FRAMING PLAN I
= TO RIDGE I I I f
i
I I I
i i 1
i
i
I I I
' H
4x6 PSL I I I
POST DNIUP I I I
TO RIDGE
I I I
I I I
I I I
/
2 ATTIC FLOOR t 3.7/1
1r4^=r O -
BERDI Consulting
25 Wayland Hills Rd.
Wayland, MA 01778
Tel: (508) 308-9012
OWNER:
111 Crowell St
Yarmouth, MA
Framing Plans
Scale: 1/4" = 1'- 0"
S101
A SECTION AT GARAGE WALL
X14.=V,-o„
Ul
4
1
9'-10"
0
t�
12--l"
4
T-2"
5
2.5 3.3�:
7.-5" \ 4'-4" 14'
i
i
—.-- --
77
EXISTING DORMER TO I I I I I I I
REMAIN, CONTRACTOR III I I I I
TO VERIFY EXISTING
I FRAMING I I ( I I I
r I CONTRACTOR
ibn� i II II i I TO VERIFY
EXISTING ROOF FRAMING
TO REMAIN IS
LLYSOUND &STRUCTURA
I JI
CONTACT RESPONSIBLE
! I I ! ENGINEER UPON
I I i COMPLETION OF
-- '' -------- II ----- —. -- -- I EXIS
TING
L_ __ –_ SISTER EXISTING RAFTER w/ DRYWALL DE O
EQUIVALENT AROUND EXISTINOI bI IORMERTO
--- - ------ 3SKYttGHT------------------------- --REMAN- NTRACTfR
--------
-----
t
– _
I'4I� -- --PROPOSE
NI II lIII
II:
FRAMING
OPEING�TYPTO VERIFY EXISTING
- -----
---------
EXISTING VALL�YI
I I RAFTER TO REMAIN,I
I I CONTRACTOR TOI
VERIFY EXISTII Gf
I FRAMING' (2� 1.75x9.5 LVL
I 1 I RIDGt BEAM
_j
200 RAFTERS w/ 2 '
I I ICOLLAR TIES @ 16" d -- -- -- – I I t
' Ll
LEVATION OF TIES c? 'I MATCH EXISTING
4-- 1 I _ I '
CONTRACTOR TO VERIFY j I I III I , I t
I 2x SLEEPER ON FLAT (
EXISTING ROOF FRAMING TO
REMAIN IS STRUCTURALLY
+ SOUND & CONTACT 1 I
RESPONSIBLE ENGINEER UPON
' COMPLETION OF EXISTING-
------DRYWALL DEMO--------- --- -I----------------------- ----------------- ,
–------------- ---- – – – – –Ii –. LVL BEAM TO
--_—.. —_
' I I T CANTILEVER OVER '
' Ell I POST '
I �
4x6 PSL POST DN TO
--------------------------
I = I I
211 NS2
2x10 RAFTERS @ 16" OC '
I ! – ----- – I I ----- CROSS BEAM AT III I I I
ATTIC LEVEL I I (2) 1.75x14 LVL
I I 1 I1 RIDGE BEAM
' I ISI BELOW RAFTERS I
I i I I (2) 1.75x7.25 LVL I Ijl j
I �
OR 2x6 LOAD
III BEARING WALLTO I III I I
III SUPPORT RAFTERS I p I I I I
i III. I III I I
fII ( I1 P
– --- – – –.._.. S2(9– – --- –
4x6 PSL POST DN
I III I I I �
i I III
i
i I III I I I ;
(2)1.75x14 LVL
i I fl RIDGE BEAM I '
I I I BELOW RAFTERS
i
III I I I
i
I I '
PROVIDE I III I f I
HURRICANE TIES AT
i PROPOSED
RAFTER END (TYP); CENTERLINE I:I RIDGE LINE
Z OF EXISTING 4I I ABOVE f '
FOUNDATION III I I I
WALL BELOW' lil I I
----- --- " - ---- _-----
I I I
A 4x6 PSL POST DN I I I
S102 i i i 6
I I I
t 3.7
PROOF
v4 -=r -o- -
BERDI Consulting
25 Wayland Hills Rd.
Wayland, MA 01778
Tel: (508) 308-9012
OWNER:
111 Crowell St
Yarmouth, MA
H
� l
Framing Plans
Scale: 1/4" = 1'- 0"
S102
i I I
1-#5
CONT
SAW CUT JOINT WITH WET CUT
- (4-12 HOURS AFTER SLAB IS
_ FINISHED) OR SOFT CUT (1-4
��''=�'``' •' HOURS AFTER SLAB IS FINISHED).
DO NOT DISLODGE AGGREGATE
1~' WHEN SOFT CUTTING. DEPTH OF
WWF REINF CONTINUOUS
JOINT SHALL BE & OF SLAB AT JOINT
1' THICKNESS OR 1" MIN. MAX JOINT
SPACING 15-0-
2'
ol
145 CONT
• ' • UNDISTURBED SOIL
} • ,.:,�. #4@18 OR COMPACTED FILL
1-#5 CONT
REFER TO PLANS OR ' =
GENERAL NOTES FOR L 2' p
SUBGRAAND DRAINAGE DE TREATMENT2 ' •} f #4@1811 CONTROL JOINT
a * NOTE:
1. FILL SAW CUTS WITH RIGID OR SEMI RIGID JOINT FILLER WHERE REQUIRED BY
ARCHITECT TO HIDE OR PROTECT JOINT.
245 CONT IG 2. SEE LAYOUT DETAIL FOR LOCATIONS OF SLAB ON GRADE JOINTS.
1' 3. WWF REINFORCEMENT SHALL BE LOCATED WITHIN UPPER THIRD OF SLAB
THICKNESS, OR 2" MAX FROM TOP OF SLAB.
TYPICAL STEPPED SLAB ON GRADE DETAILS SLAB ON GRADE JOINTSr
2-16d NAILS INTO
ROOF JOISTS
ROOF 2-16d NAILS
SHEATHING INTO
BLOCKING
WALL
SHEATHING CONT RIM JOIST
(SAME DEPTH AS r/
10d NAIL @12"JOISTS) 10d NAIL
+ @12"T
SIMPSON
HURRICANE
1%d
STUDS TOE -NAILS WALL 1,4„
TYP AT JOIST SHEATHING MAX
AT ROOF AT ROOF
-ROOF
SHEATHING
2X BLOCKING
BETWEEN EAVE
JOISTS (SAME
DEPTH AS JOISTS)
16" OC
IMPSON
HURRICANE
156d
TOE -NAILS
AT EA
JOIST
2'x12" "J" ANCHOR
BOLTS @ 32" OC
10"
PT (2) 2x6
SILL PLATE
Z GRADE
So 2
8
a
#4 VERT @ 24" OC
U
Q
w
W
CO
Z
0
#5 @ " OC
5" SLAB ON GRADE
wl6x6 WWM a =
- - -
_ #4 @ 24" OC
Cl)
a
(2) CONT #5 BARS IN-7,f_MATCH EXISTING FOUNDATION
FOOTING 2 DEPTH OR 10" DEEPER
FOUNDATION WALL
1. STRUCTURAL DESIGN IS IN ACCORDANCE WITH THE 9th Edition MA Building Code. ALL
STRUCTURAL WORK TO BE COMPLETED IN ACCORDANCE WITH THIS CODE.
2. DESIGN LOAD ASSUMPTIONS:
LIVE LOAD
FLOORS............................................40 PSF
GROUND SNOW LOAD ........................... 50 PSF
WIND LOAD
BASIC WIND SPEED .........................140 MPH
EXPOSURE........................................B
IMPORTANCE FACTOR.......................1
MWFRS LATERAL LOAD.....................20 PSF
C&C LATERAL LOAD.........................30 PSF
3. THE CONTRACTOR SHALL COMPARE STRUCTURAL DRAWINGS WITH THE
ARCHITECTURAL DRAWINGS BEFORE COMMENCING WITH THE WORK AND SHALL
NOTIFY THE ARCHITECT AND ENGINEER OF ANY DISCREPANCIES REQUIRING
CLARIFICATION OR REVISIONS. DO NOT SCALE STRUCTURAL DRAWINGS.
4. IN THE EVENT THAT CERTAIN DETAILS OF THE CONSTRUCTION ARE NOT FULLY SHOWN
OR NOTED ON THE DRAWINGS, THEIR CONSTRUCTION SHALL BE OF THE SAME TYPE
AS FOR SIMILAR CONDITIONS WHICH ARE SHOWN AND NOTED, SUBJECT TO THE
STRUCTURAL ENGINEER'S APPROVAL.
5. SEE THE ARCHITECTURAL DRAWINGS FOR THE FOLLOWING:
A. SIZE AND LOCATION OF ALL INTERIOR AND EXTERIOR
NON BEARING PARTITIONS.
B. SIZE AND LOCATION OF ALL CONCRETE CURBS, FLOOR
DRAINS, SLOPES, INSERTS, ETC. EXCEPT AS SHOWN.
C. SIZE AND LOCATION OF ALL DOOR AND WINDOW OPENINGS
EXCEPT AS SHOWN.
D. FLOOR AND ROOF FINISHES.
E. WATERPROOFING AND DAMPPROOFING DETAILS.
F. FINISHED FLOOR AND EXTERIOR ELEVATIONS.
G. DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS.
6. BOLTS AND ANCHOR RODS MUST BE OF SUFFICIENT LENGTH TO PROTRUDE BEYOND
THE END OF THE NUT WHEN FULLY INSTALLED.
7. CUTTING, SPLICING, OR NOTCHING OF STRUCTURAL MEMBERS IS NOT PERMITTED
UNLESS NOTED OTHERWISE IN THE STRUCTURAL DRAWINGS FOR SPECIFIC LOCATIONS.
.FOUNDATION -
1
OUNDATION1. FOUNDATIONS ON THIS PROJECT CONSIST OF CAST IN PLACE CONCRETE SPREAD
FOOTINGS AND CAST IN PLACE CONCRETE WALLS OVER CONTINUOUS SPREAD
FOOTINGS.
2. PROVIDE 4'-0" MINIMUM FROST COVER FOR FOOTINGS.
3. ALLOWABLE SOIL BEARING PRESSURE ASSUMED TO BE 2,000 PSF. BEARING
CAPACITY OF SOIL SHALL BE CONFIRMED BY GEOTECHNICAL ENGINEER PRIOR
TO POURING FOOTINGS AS REQUIRED.
4. NO FOUNDATION CONCRETE SHALL BE PLACED INTO STANDING WATER. WATER
SHALL NOT BE ALLOWED TO STAND IN TRENCHES BEFORE OR AFTER CONCRETE
IS PLACED. IF TRENCHES BECOME SOFTENED DUE TO RAIN OR OTHER WATER
BEFORE THE CONCRETE IS CAST, THE CONTRACTOR SHALL EXCAVATE THE
SOFTENED MATERIAL AND REPLACE WITH CONCRETE OR WELL COMPACTED
CRUSHED STONE.
5. FOUNDATION UNITS SHALL BE CENTERED UNDER SUPPORTED STRUCTURAL
MEMBER, UNLESS NOTED OTHERWISE ON THE DRAWINGS.
6. BACKFILL UNDER ANY PORTION OF THE STRUCTURE SHALL BE COMPACTED IN 6
INCH LIFTS.
7. FOUNDATION WALLS SHALL NOT BE BACKFILLED UNTIL FIRST FLOOR DECK IS
INSTALLED UNLESS APPROVED BY ENG.
Trus Joist rim board
or blocking for lateral
support
i
Parallarne P5L or
Ll Timber5trande L5L
Column
BEARING WALL
:king
el
lion #1:
Applysubf/oor TJI® Joist blocking with end
adhesive to all blocks installed atY joist
contact surfaces span locations using
two 8d (Z%")
ora box nails or
m° M" screws,
typical
Option #2:
2x -strapping installed at
X joist span locations
using two M" screws per
Option #3: _Ioist
directly appliedJceiling
When specified on the layou4
PB one or more of the three bracing
options shown must be installed
Top flange
hanger
F-__F�aoemount
hanger
OAttach hanger in accordance with
manufacturer's recommendation
BEAM TO BEAM
CONNECTION
CONCRETE AND REINFORCEMENT
1. CONCRETE 28 DAYS COMPRESSIVE STRENGTH TO BE 3500 PSI MINIMUM.
2. NOMINAL COARSE AGGREGATE SIZE SHALL NOT EXCEED 3/" U.N.O..
3. STEEL REINFORCING IN CONCRETE TO BE ASTM A615 GRADE 60.
. WELDED WIRE FABRIC TO BE ASTM A185 WITH ULTIMATE TENSILE STRENGTH OF
70,000 PSI.
5. OVERLAP STEEL REINFORCING BARS TO PROVIDE CLASS B LAP SPLICES. RETURN
BARS BY V-9' MIN. AROUND CORNERS.
6. MINIMUM LAP OF WELDED WIRE FABRIC SHALL BE 6" OR ONE FULL MESH,
WHICHEVER IS GREATER, AND SHALL BE WIRED TOGETHER.
7. PROVIDE CLEAR COVERAGE OF OUTER REINFORCEMENT AS FOLLOWS:
LOCATION IN STRUCTURE CLEAR COVERAGE
SURFACE CAST AGAINST AND
PERMANENTLY IN CONTACT WITH EARTH.......................3"
FORMED SURFACES EXPOSED TO EARTH
OR WEATHER
#5 BAR OR SMALLER.................................................1y„
#6 BAR TO #18 BAR ................................................ 2'
FORMED SLABS, WALLS AND JOISTS NOT
EXPOSED TO EARTH OR WEATHER 3/" **
-MAX COARSE AGGREGATE SIZE FOR 3%" COVER IS Jl" NOMINAL DIAMETER
FORMED BEAMS AND COLUMNS NOT
EXTERIOR SLABS AND EQUIPMENT PADS ................. 1Yz"
8. THE MINIMUM CLEAR SPACING BETWEEN PARALLEL REINF. BARS IN A LAYER
SHALL BE EQUAL TO THE BAR DIAMETER, BUT NOT LESS THAN ONE INCH.
9. CAST IN PLACE OPENING, POCKETS, ETC. LARGER THAN 6" SHALL NOT BE PLACED
IN CONCRETE SLABS, DECKS, OR WALLS UNLESS SPECIFICALLY DETAILED ON THE
STRUCTURAL DRAWINGS_ NOTIFY THE STRUCTURAL ENGINEER WHEN DRAWINGS
BY OTHERS SHOW OPENINGS, POCKETS, ETC LARGER THAN 6" WHICH ARE NOT
SHOWN ON THE STRUCTURAL DRAWINGS, BUT WHICH ARE LOCATED IN
STRUCTURAL MEMBERS.
10. ALL REINFORCEMENT SHALL BE DETAILED IN ACCORDANCE WITH THE LATEST
EDITION OF THE ACI 315 DETAILING MANUAL.
11. ALL REINFORCING STEEL SHALL BE SECURELY HELD IN PROPER POSITION WHILE
POURING CONCRETE. IF REQUIRED, ADDITIONAL BARS AND STIRRUPS SHALL BE
PROVIDED BY THE CONTRACTOR TO FURNISH SUPPORT TO THE REINFORCING
STEEL.
12. NO PIPES OR CONDUIT SHALL BE EMBEDDED IN THE STRUCTURAL CONCRETE
FLOOR SLABS WITHOUT APPROVAL OF STRUCTURAL ENGINEER.
13. PROVIDE VAPOR BARRIER UNDER INTERIOR GROUND LEVEL SLABS.
14. ALL CONCRETE EXPOSED TO THE WEATHER SHALL BE AIR ENTRAINED. PROVIDE
AIR CONTENT OF 4% TO 7%.
BEAM ON
COLUMN CAP
P1
NAILING REQUIREMENTS
TJI®joists at bearings: Two 8d (2Y2') box nails (1 each Side), 1Y2'
minimum from end.
Blocking panels, rim joist or rim board to bearing plate:
TJI® blocking panels or rim joist: 10d (3") box nails at 6" o.c.
Trus Joist rim board. Toenail with 10d (37) box nails at 6" o.c. or
16d (3y") box nails at 12" o.c_
Sheartransfer. Connections equivalent to decking nail schedule.
Rim board, rim joist or closure to TJI®joist:
1%"width or less: Two 10d (3") box nails, one each at top and
bottom flange.
2%6"thru 212" widths. Two 16d (3Y2") box nails, one each at top and
bottom flange.
3r/"width: Toenail joist to rim joist with one 10d (3") box nail each
side of joist top flange.
2x4 minimum squash blocks: Two 10d (3") box nails, one each
at top and bottom flange.
WARNING
Joists are unstable until braced laterally
Bradng Includes:
• Blocking • Sheathing
• Hangers • Rim Board
DO NOT allow workers . Strut Lines • Rim Joist DO NOT stack building
to walk on joists materials on unsheathed
unti► braced. joists. Stack only over
INJURY MAY RESULT. beams or wails.
WARNING NOTES:
Lack of concern for proper bracing during construction can result in serious accidents.
Under normal conditions if the following guidelines are observed, accidents will be avoided.
1. All blocking, hangers, rim boards and rim joists at the end supports of the TJI8 joists must be completely installed and properly nailed.
2. Lateral strength, like a braced end wall or an existing deck, must be established at the ends of the bay. This can also be accomplished
by a temporary or permanent deck (sheathing) fastened to the first 4 feet of joists at the end of the bay.
3. Safety bracing lines of 1x4 (minimum) must be nailed to a braced end wall or sheathed area as in note 2 and to each joist. Without this
bracing, buckling sideways or rollover is highly probable under light construction loads - like a worker or one layer of unnailed sheathing.
4. Sheathing must be totally attached to each TJI® joist before additional loads can be placed on the system_
5. Ends of cantilevers require safety bracing on both the top and bottom flanges.
6. The flanges must remain straight within a tolerance of X" from true alignment.
ATYPICAL TJI JOIST DETAILS
114" = 1' - 0"
WOOD & ENGINEERED WOOD CONSTRUCTION
1. DIMENSIONAL LUMBER TO BE SPRUCE -PINE -FIR (SPF) NO. 2 OR BETTER UNO.
2. ALL ENGINEERED LUMBER SHALL BE INSTALLED PER MANUFACTURER'S
SPECIFICATIONS.
3. ALTERNATE PRODUCTS SHALL NOT BE SUBSTITUTED UNLESS APPROVED IN
WRITING BY ENGINEER OF RECORD.
4. LVL'S (LAMINATED VENEER LUMBER) TO BE fb = 3100 PSI.
5. PSUS (PARALLEL STRAND LUMBER) TO BE fb = 2650 PSI.
6_ PROVIDE SIMPSON CONNECTORS AT POSTIBEAM, POST BASE, JOIST/BEAM AND
BEAMBEAM CONNECTIONS. USAGE AND INSTALLATION TO BE IN ACCORDANCE
WITH MANUFACTURER'S INSTRUCTIONS. PROVIDE SIMPSON HURRICANE TIES AT
ROOF RAFTER CONNECTIONS TO STUD WALL CONNECTIONS OR SUPPORTING
BEAMS.
7. PROVIDE MINIMUM %" PLYWOOD SHEATHING FOR FLOORS AND ROOFS. PLYWOOD
TO BE APA -RATED EXPOSURE 1 GRADE C -D (CDX). PROVIDE Ys" SPACE BETWEEN
EDGES OF ADJACENT PLYWOOD PANELS AND STAGGER PANEL JOINTS BETWEEN
ROWS OF SHEATHING.
8. ALL PLYWOOD FLOOR AND ROOF SHEATHING SHALL BE GLUED AND SCREWED TO
SUPPORTING WOOD FRAMING. GLUE SHALL CONSIST OF CONSTRUCTION GRADE
ADHESIVE. SCREWS NOT TO BE PLACED WITHIN %" OF PANEL EDGES. MAXIMUM
SCREW SPACING TO BE 6", UNO. SCREWS TO BE MIN #8x2Y" LONG. SCREW LENGTH
SHALL BE SUFFICIENT TO PROVIDE EMBEDMENT OF 10X SCREW DIAM INTO
FRAMING.
9. PROVIDE MINIMUM Ys' PLYWOOD SHEATHING FOR EXTERIOR WALLS AND SHEAR
WALLS. FASTEN SHEATHING TO STUDS WITH MINIMUM 8d NAILS @ 4" O.C..
10. PROVIDE CONTINUOUS BLOCKING ABOVE INTERIOR SHEAR WALLS.
11. MAXIMUM MOISTURE CONTENT OF DIMENSIONAL LUMBER AT TIME OF INSTALLATION
TO BE 19%.
12. SILL PLATE ANCHOR BOLTS: PROVIDE Yz'O ANCHOR BOLTS AT 3'. TWO BOLTS
MINIMUM PER SILL PIECE WITH A BOLT WITHIN 10" OF EACH END OF EACH PIECE.
BOLT SPACING SHALL BE COORDINATED PRIOR TO PLACING OF STUDS AND POSTS
TO AVOID CONFLICTS. ALL BOLTS SHALL HAVE STEEL WASHERS.
13. PROVIDE PERPENDICULAR BLOCKING AT 32 INCHES O.C. BETWEEN ALL PERIMETER
JOISTS AND EXTERIOR WALLS OR PERIMETER BEAMS.
14. STAND-ALONE WOOD POSTS OVER CONCRETE SHALL BEAR UPON SIMPSON POST
BASE EMBEDDED IN OR ANCHORED TO CONCRETE FOUNDATION.
15. WASHERS SHALL ALWAYS BE INSTALLED BETWEEN BOLT HEADS OR NUTS AND
WOOD OR ENGINEERED WOOD.
OOD1PRESSURE PRESERVATIVE TREATED (P.T.) WOOD -
1 .
. ALL P.T. LUMBER SHALL BE SOUTHERN PINE NO.2 OR BETTER.
2. ALL P.T. LUMBER SHALL BE UNINCISED.
3. ALL WOOD IN CONTACT WITH THE GROUND, OR CONCRETE, OR EXPOSED TO THE
WEATHER, SHALL BE PRESSURE -PRESERVATIVE TREATED AND SUITABLE FOR
EXTERIOR USE AND GROUND CONTACT IN ACCORDANCE WITH AWPA STANDARDS,
UNO.
4. FIELD -CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESERVATIVE TREATED
WOOD SHALL BE TREATED IN THE FIELD WITH COMPATIBLE PRESERVATIVE IN
ACCORDANCE WITH AWPA M4.
5. ALL HARDWARE AND STEEL CONNECTORS USED IN CONTACT WITH P.T. LUMBER
SHALL BE HOT -DIP GALVANIZED, STAINLESS STEEL, OR OTHERWISE NOTED BY THE
MANUFACTURER AS APPROVED FOR EXTERIOR USE AND FOR CONTACT WITH ALL
P.T. LUMBER PRESERVATIVES. CARE SHALL BE TAKEN NOT TO MIX GALVANIZED
MILD STEEL WITH STAINLESS STEEL IN CONNECTIONS.
4' WIDE x ;" PLYWOOD -\
'DIAPHRAG (4) 4' DIA THROUGH
UNDER EX BOLTS w/ GALVANIZED
PL WASHER & NUT
2x8 FLOOR JOISTS AT 16_OC� - 1_
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BLOCKIjdG @ 2' OC j
L--------- -
6"x6"xa' THICK
PLATE FILLET i I
WELDED ALL
AROUND POST i
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HSS HSS 52"x52"4$" j
TYPICAL EXTERIOR
2x6 STUD WALL
I PT 2x8 JOISTS @ 16" OC
1
1
I PT (2) 2x8 RIM JOIST
I ATTACHED TO LEDGER
I
1" CAP PI ATE WELDED
OUTRIGGER
HSS HSS 52"x52"x8"
OUTRIGGER
D
5200
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2-16d NAILS INTO WALL
10"x10"xa" THICK
WALL
PLATE FILLET
FLOOR JOISTS SHEATHING
WELDED ALL
SHEATHING
SHEATHING PANEL
I
(4) 2" 'J' ANCHOR
SHEATHING PANEL
j
BOLTS w/ MIN 9"
EDGE AT
EMBED
EDGE AT
MID -DEPTH OF RIM
MID -DEPTH OF RIM
CONT RIM JOIST JOIST
(SAME DEPTH AS
CONT RIM JOIST
JOIST
JOISTS)
(SAME DEPTH AS
JOISTS)
2-16d TOE -NAILS 1y2'
-n.P
AT JOIST -n.P
2x BLOCKING
10d NAIL @12"
STUDS 10d NAIL @12"
@16" O.C.
TYP
SEE SHEAR WALL DETAIL
2-16d TOE -NAILS
AT
FLOOR
FOR PANEL NAILING
AT FLOOR
AT BLOCKING
REQUIREMENTS
JOIST PERPENDICULAR TO JOIST PARALLEL TO WALL
WALL
TYPICAL
JOIST -STUD FRAMING DETAILS
�
- 1
2'x12" "J" ANCHOR
BOLTS @ 32" OC
10"
PT (2) 2x6
SILL PLATE
Z GRADE
So 2
8
a
#4 VERT @ 24" OC
U
Q
w
W
CO
Z
0
#5 @ " OC
5" SLAB ON GRADE
wl6x6 WWM a =
- - -
_ #4 @ 24" OC
Cl)
a
(2) CONT #5 BARS IN-7,f_MATCH EXISTING FOUNDATION
FOOTING 2 DEPTH OR 10" DEEPER
FOUNDATION WALL
1. STRUCTURAL DESIGN IS IN ACCORDANCE WITH THE 9th Edition MA Building Code. ALL
STRUCTURAL WORK TO BE COMPLETED IN ACCORDANCE WITH THIS CODE.
2. DESIGN LOAD ASSUMPTIONS:
LIVE LOAD
FLOORS............................................40 PSF
GROUND SNOW LOAD ........................... 50 PSF
WIND LOAD
BASIC WIND SPEED .........................140 MPH
EXPOSURE........................................B
IMPORTANCE FACTOR.......................1
MWFRS LATERAL LOAD.....................20 PSF
C&C LATERAL LOAD.........................30 PSF
3. THE CONTRACTOR SHALL COMPARE STRUCTURAL DRAWINGS WITH THE
ARCHITECTURAL DRAWINGS BEFORE COMMENCING WITH THE WORK AND SHALL
NOTIFY THE ARCHITECT AND ENGINEER OF ANY DISCREPANCIES REQUIRING
CLARIFICATION OR REVISIONS. DO NOT SCALE STRUCTURAL DRAWINGS.
4. IN THE EVENT THAT CERTAIN DETAILS OF THE CONSTRUCTION ARE NOT FULLY SHOWN
OR NOTED ON THE DRAWINGS, THEIR CONSTRUCTION SHALL BE OF THE SAME TYPE
AS FOR SIMILAR CONDITIONS WHICH ARE SHOWN AND NOTED, SUBJECT TO THE
STRUCTURAL ENGINEER'S APPROVAL.
5. SEE THE ARCHITECTURAL DRAWINGS FOR THE FOLLOWING:
A. SIZE AND LOCATION OF ALL INTERIOR AND EXTERIOR
NON BEARING PARTITIONS.
B. SIZE AND LOCATION OF ALL CONCRETE CURBS, FLOOR
DRAINS, SLOPES, INSERTS, ETC. EXCEPT AS SHOWN.
C. SIZE AND LOCATION OF ALL DOOR AND WINDOW OPENINGS
EXCEPT AS SHOWN.
D. FLOOR AND ROOF FINISHES.
E. WATERPROOFING AND DAMPPROOFING DETAILS.
F. FINISHED FLOOR AND EXTERIOR ELEVATIONS.
G. DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS.
6. BOLTS AND ANCHOR RODS MUST BE OF SUFFICIENT LENGTH TO PROTRUDE BEYOND
THE END OF THE NUT WHEN FULLY INSTALLED.
7. CUTTING, SPLICING, OR NOTCHING OF STRUCTURAL MEMBERS IS NOT PERMITTED
UNLESS NOTED OTHERWISE IN THE STRUCTURAL DRAWINGS FOR SPECIFIC LOCATIONS.
.FOUNDATION -
1
OUNDATION1. FOUNDATIONS ON THIS PROJECT CONSIST OF CAST IN PLACE CONCRETE SPREAD
FOOTINGS AND CAST IN PLACE CONCRETE WALLS OVER CONTINUOUS SPREAD
FOOTINGS.
2. PROVIDE 4'-0" MINIMUM FROST COVER FOR FOOTINGS.
3. ALLOWABLE SOIL BEARING PRESSURE ASSUMED TO BE 2,000 PSF. BEARING
CAPACITY OF SOIL SHALL BE CONFIRMED BY GEOTECHNICAL ENGINEER PRIOR
TO POURING FOOTINGS AS REQUIRED.
4. NO FOUNDATION CONCRETE SHALL BE PLACED INTO STANDING WATER. WATER
SHALL NOT BE ALLOWED TO STAND IN TRENCHES BEFORE OR AFTER CONCRETE
IS PLACED. IF TRENCHES BECOME SOFTENED DUE TO RAIN OR OTHER WATER
BEFORE THE CONCRETE IS CAST, THE CONTRACTOR SHALL EXCAVATE THE
SOFTENED MATERIAL AND REPLACE WITH CONCRETE OR WELL COMPACTED
CRUSHED STONE.
5. FOUNDATION UNITS SHALL BE CENTERED UNDER SUPPORTED STRUCTURAL
MEMBER, UNLESS NOTED OTHERWISE ON THE DRAWINGS.
6. BACKFILL UNDER ANY PORTION OF THE STRUCTURE SHALL BE COMPACTED IN 6
INCH LIFTS.
7. FOUNDATION WALLS SHALL NOT BE BACKFILLED UNTIL FIRST FLOOR DECK IS
INSTALLED UNLESS APPROVED BY ENG.
Trus Joist rim board
or blocking for lateral
support
i
Parallarne P5L or
Ll Timber5trande L5L
Column
BEARING WALL
:king
el
lion #1:
Applysubf/oor TJI® Joist blocking with end
adhesive to all blocks installed atY joist
contact surfaces span locations using
two 8d (Z%")
ora box nails or
m° M" screws,
typical
Option #2:
2x -strapping installed at
X joist span locations
using two M" screws per
Option #3: _Ioist
directly appliedJceiling
When specified on the layou4
PB one or more of the three bracing
options shown must be installed
Top flange
hanger
F-__F�aoemount
hanger
OAttach hanger in accordance with
manufacturer's recommendation
BEAM TO BEAM
CONNECTION
CONCRETE AND REINFORCEMENT
1. CONCRETE 28 DAYS COMPRESSIVE STRENGTH TO BE 3500 PSI MINIMUM.
2. NOMINAL COARSE AGGREGATE SIZE SHALL NOT EXCEED 3/" U.N.O..
3. STEEL REINFORCING IN CONCRETE TO BE ASTM A615 GRADE 60.
. WELDED WIRE FABRIC TO BE ASTM A185 WITH ULTIMATE TENSILE STRENGTH OF
70,000 PSI.
5. OVERLAP STEEL REINFORCING BARS TO PROVIDE CLASS B LAP SPLICES. RETURN
BARS BY V-9' MIN. AROUND CORNERS.
6. MINIMUM LAP OF WELDED WIRE FABRIC SHALL BE 6" OR ONE FULL MESH,
WHICHEVER IS GREATER, AND SHALL BE WIRED TOGETHER.
7. PROVIDE CLEAR COVERAGE OF OUTER REINFORCEMENT AS FOLLOWS:
LOCATION IN STRUCTURE CLEAR COVERAGE
SURFACE CAST AGAINST AND
PERMANENTLY IN CONTACT WITH EARTH.......................3"
FORMED SURFACES EXPOSED TO EARTH
OR WEATHER
#5 BAR OR SMALLER.................................................1y„
#6 BAR TO #18 BAR ................................................ 2'
FORMED SLABS, WALLS AND JOISTS NOT
EXPOSED TO EARTH OR WEATHER 3/" **
-MAX COARSE AGGREGATE SIZE FOR 3%" COVER IS Jl" NOMINAL DIAMETER
FORMED BEAMS AND COLUMNS NOT
EXTERIOR SLABS AND EQUIPMENT PADS ................. 1Yz"
8. THE MINIMUM CLEAR SPACING BETWEEN PARALLEL REINF. BARS IN A LAYER
SHALL BE EQUAL TO THE BAR DIAMETER, BUT NOT LESS THAN ONE INCH.
9. CAST IN PLACE OPENING, POCKETS, ETC. LARGER THAN 6" SHALL NOT BE PLACED
IN CONCRETE SLABS, DECKS, OR WALLS UNLESS SPECIFICALLY DETAILED ON THE
STRUCTURAL DRAWINGS_ NOTIFY THE STRUCTURAL ENGINEER WHEN DRAWINGS
BY OTHERS SHOW OPENINGS, POCKETS, ETC LARGER THAN 6" WHICH ARE NOT
SHOWN ON THE STRUCTURAL DRAWINGS, BUT WHICH ARE LOCATED IN
STRUCTURAL MEMBERS.
10. ALL REINFORCEMENT SHALL BE DETAILED IN ACCORDANCE WITH THE LATEST
EDITION OF THE ACI 315 DETAILING MANUAL.
11. ALL REINFORCING STEEL SHALL BE SECURELY HELD IN PROPER POSITION WHILE
POURING CONCRETE. IF REQUIRED, ADDITIONAL BARS AND STIRRUPS SHALL BE
PROVIDED BY THE CONTRACTOR TO FURNISH SUPPORT TO THE REINFORCING
STEEL.
12. NO PIPES OR CONDUIT SHALL BE EMBEDDED IN THE STRUCTURAL CONCRETE
FLOOR SLABS WITHOUT APPROVAL OF STRUCTURAL ENGINEER.
13. PROVIDE VAPOR BARRIER UNDER INTERIOR GROUND LEVEL SLABS.
14. ALL CONCRETE EXPOSED TO THE WEATHER SHALL BE AIR ENTRAINED. PROVIDE
AIR CONTENT OF 4% TO 7%.
BEAM ON
COLUMN CAP
P1
NAILING REQUIREMENTS
TJI®joists at bearings: Two 8d (2Y2') box nails (1 each Side), 1Y2'
minimum from end.
Blocking panels, rim joist or rim board to bearing plate:
TJI® blocking panels or rim joist: 10d (3") box nails at 6" o.c.
Trus Joist rim board. Toenail with 10d (37) box nails at 6" o.c. or
16d (3y") box nails at 12" o.c_
Sheartransfer. Connections equivalent to decking nail schedule.
Rim board, rim joist or closure to TJI®joist:
1%"width or less: Two 10d (3") box nails, one each at top and
bottom flange.
2%6"thru 212" widths. Two 16d (3Y2") box nails, one each at top and
bottom flange.
3r/"width: Toenail joist to rim joist with one 10d (3") box nail each
side of joist top flange.
2x4 minimum squash blocks: Two 10d (3") box nails, one each
at top and bottom flange.
WARNING
Joists are unstable until braced laterally
Bradng Includes:
• Blocking • Sheathing
• Hangers • Rim Board
DO NOT allow workers . Strut Lines • Rim Joist DO NOT stack building
to walk on joists materials on unsheathed
unti► braced. joists. Stack only over
INJURY MAY RESULT. beams or wails.
WARNING NOTES:
Lack of concern for proper bracing during construction can result in serious accidents.
Under normal conditions if the following guidelines are observed, accidents will be avoided.
1. All blocking, hangers, rim boards and rim joists at the end supports of the TJI8 joists must be completely installed and properly nailed.
2. Lateral strength, like a braced end wall or an existing deck, must be established at the ends of the bay. This can also be accomplished
by a temporary or permanent deck (sheathing) fastened to the first 4 feet of joists at the end of the bay.
3. Safety bracing lines of 1x4 (minimum) must be nailed to a braced end wall or sheathed area as in note 2 and to each joist. Without this
bracing, buckling sideways or rollover is highly probable under light construction loads - like a worker or one layer of unnailed sheathing.
4. Sheathing must be totally attached to each TJI® joist before additional loads can be placed on the system_
5. Ends of cantilevers require safety bracing on both the top and bottom flanges.
6. The flanges must remain straight within a tolerance of X" from true alignment.
ATYPICAL TJI JOIST DETAILS
114" = 1' - 0"
WOOD & ENGINEERED WOOD CONSTRUCTION
1. DIMENSIONAL LUMBER TO BE SPRUCE -PINE -FIR (SPF) NO. 2 OR BETTER UNO.
2. ALL ENGINEERED LUMBER SHALL BE INSTALLED PER MANUFACTURER'S
SPECIFICATIONS.
3. ALTERNATE PRODUCTS SHALL NOT BE SUBSTITUTED UNLESS APPROVED IN
WRITING BY ENGINEER OF RECORD.
4. LVL'S (LAMINATED VENEER LUMBER) TO BE fb = 3100 PSI.
5. PSUS (PARALLEL STRAND LUMBER) TO BE fb = 2650 PSI.
6_ PROVIDE SIMPSON CONNECTORS AT POSTIBEAM, POST BASE, JOIST/BEAM AND
BEAMBEAM CONNECTIONS. USAGE AND INSTALLATION TO BE IN ACCORDANCE
WITH MANUFACTURER'S INSTRUCTIONS. PROVIDE SIMPSON HURRICANE TIES AT
ROOF RAFTER CONNECTIONS TO STUD WALL CONNECTIONS OR SUPPORTING
BEAMS.
7. PROVIDE MINIMUM %" PLYWOOD SHEATHING FOR FLOORS AND ROOFS. PLYWOOD
TO BE APA -RATED EXPOSURE 1 GRADE C -D (CDX). PROVIDE Ys" SPACE BETWEEN
EDGES OF ADJACENT PLYWOOD PANELS AND STAGGER PANEL JOINTS BETWEEN
ROWS OF SHEATHING.
8. ALL PLYWOOD FLOOR AND ROOF SHEATHING SHALL BE GLUED AND SCREWED TO
SUPPORTING WOOD FRAMING. GLUE SHALL CONSIST OF CONSTRUCTION GRADE
ADHESIVE. SCREWS NOT TO BE PLACED WITHIN %" OF PANEL EDGES. MAXIMUM
SCREW SPACING TO BE 6", UNO. SCREWS TO BE MIN #8x2Y" LONG. SCREW LENGTH
SHALL BE SUFFICIENT TO PROVIDE EMBEDMENT OF 10X SCREW DIAM INTO
FRAMING.
9. PROVIDE MINIMUM Ys' PLYWOOD SHEATHING FOR EXTERIOR WALLS AND SHEAR
WALLS. FASTEN SHEATHING TO STUDS WITH MINIMUM 8d NAILS @ 4" O.C..
10. PROVIDE CONTINUOUS BLOCKING ABOVE INTERIOR SHEAR WALLS.
11. MAXIMUM MOISTURE CONTENT OF DIMENSIONAL LUMBER AT TIME OF INSTALLATION
TO BE 19%.
12. SILL PLATE ANCHOR BOLTS: PROVIDE Yz'O ANCHOR BOLTS AT 3'. TWO BOLTS
MINIMUM PER SILL PIECE WITH A BOLT WITHIN 10" OF EACH END OF EACH PIECE.
BOLT SPACING SHALL BE COORDINATED PRIOR TO PLACING OF STUDS AND POSTS
TO AVOID CONFLICTS. ALL BOLTS SHALL HAVE STEEL WASHERS.
13. PROVIDE PERPENDICULAR BLOCKING AT 32 INCHES O.C. BETWEEN ALL PERIMETER
JOISTS AND EXTERIOR WALLS OR PERIMETER BEAMS.
14. STAND-ALONE WOOD POSTS OVER CONCRETE SHALL BEAR UPON SIMPSON POST
BASE EMBEDDED IN OR ANCHORED TO CONCRETE FOUNDATION.
15. WASHERS SHALL ALWAYS BE INSTALLED BETWEEN BOLT HEADS OR NUTS AND
WOOD OR ENGINEERED WOOD.
OOD1PRESSURE PRESERVATIVE TREATED (P.T.) WOOD -
1 .
. ALL P.T. LUMBER SHALL BE SOUTHERN PINE NO.2 OR BETTER.
2. ALL P.T. LUMBER SHALL BE UNINCISED.
3. ALL WOOD IN CONTACT WITH THE GROUND, OR CONCRETE, OR EXPOSED TO THE
WEATHER, SHALL BE PRESSURE -PRESERVATIVE TREATED AND SUITABLE FOR
EXTERIOR USE AND GROUND CONTACT IN ACCORDANCE WITH AWPA STANDARDS,
UNO.
4. FIELD -CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESERVATIVE TREATED
WOOD SHALL BE TREATED IN THE FIELD WITH COMPATIBLE PRESERVATIVE IN
ACCORDANCE WITH AWPA M4.
5. ALL HARDWARE AND STEEL CONNECTORS USED IN CONTACT WITH P.T. LUMBER
SHALL BE HOT -DIP GALVANIZED, STAINLESS STEEL, OR OTHERWISE NOTED BY THE
MANUFACTURER AS APPROVED FOR EXTERIOR USE AND FOR CONTACT WITH ALL
P.T. LUMBER PRESERVATIVES. CARE SHALL BE TAKEN NOT TO MIX GALVANIZED
MILD STEEL WITH STAINLESS STEEL IN CONNECTIONS.
4' WIDE x ;" PLYWOOD -\
'DIAPHRAG (4) 4' DIA THROUGH
UNDER EX BOLTS w/ GALVANIZED
PL WASHER & NUT
2x8 FLOOR JOISTS AT 16_OC� - 1_
I �
I
�I
I
ST4GERED 2x j
BLOCKIjdG @ 2' OC j
L--------- -
6"x6"xa' THICK
PLATE FILLET i I
WELDED ALL
AROUND POST i
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HSS HSS 52"x52"4$" j
TYPICAL EXTERIOR
2x6 STUD WALL
I PT 2x8 JOISTS @ 16" OC
1
1
I PT (2) 2x8 RIM JOIST
I ATTACHED TO LEDGER
I
1" CAP PI ATE WELDED
OUTRIGGER
HSS HSS 52"x52"x8"
OUTRIGGER
D
5200
II
I:
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I
I ! I
5200
10"x10"xa" THICK
PLATE FILLET
1
WELDED ALL
I
AROUND POST
I
(4) 2" 'J' ANCHOR
j
BOLTS w/ MIN 9"
A
EMBED
a
�4
d
I
I
CANTILEVERED BALCONY -SECTION
(4)2° DIA ANCHOR
BOLTS
2"
10"x10"x8" PLATE
10"
d
CANTILEVERED BALCONY -PLAN
(4) 4' DIA THROUGH BOLTS w! TYPICAL EXTERIOR
2x6 STUD WALL
GALVANIZED WASHER & NUT
OLS @6"OC \
2x8 FLOOR JOISTS AT 16" OC 1 _
BERDI Consulting
25 Wayland Hills Rd.
Wayland, MA 01778
Tel: (508) 308-9012
I
STAGGERED 2x j
BLOCKING @ 2' OC 1
1
I ,
6"x6"4$" THICK PLATE FILLET
WELDED ALL AROUND POST I
I I
CANTILEVERED BALCONY -PLAN
OWNER:
111 Crowell St
Yarmouth, MA
Notes & Details
Scale: 1/4" = 1- 9'
5200