HomeMy WebLinkAboutBLD-20-4174�
PROPOSAL•
' REBUILD LESS THAN
' OF EXISTING FOUNDA
' SAME FOOTPRINT/GR
' EXCAVATE AND BAC
SEE PLANS (NEAR R
PROVIDE COIR LOG W01
AS INDICATED.
TRUCK SOILS— LIMITED ONSI
SEE NOTE 6 RE: SEPTIC S`
DCE #19-446 / 16-224
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No. �6502
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DATE OANIEL A. OJALA, P.E., P.L.S.
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LOCUS MAP ' `
SCALE 1"=2000't
ASSESSORS MAP f6 PARCEL 53
LOT SIZE: 6.28 AC. (12,155 SFt)',�
LOCUS IS WITHIN FEMA FLOOD ZONE
VE (EL 13), AE (EL 12). & AE (EL 11)"
AS SHOWN ON COMMUNITY PANE�
#25001C0588J DATED 7/16/2014
OWNER OF RECORD:
RICHARD A. WHITE
D813712-0 (10-16-2000) C159405
LCP 18145-A LOT B
NOTES
1. DATUM IS �AW88
2. THIS PLAN IS FOR PROPOSED WORK ONLY AND NOT TO
BE USED FOR l0T UNE STAKING OR ANY OTHER
pURPOSE.
3. CONTRACTOR SHALL BE RESPONSIBLE FOR CALLING
DIGSAFE (i-888-344-7233) AND VERIFYING THE
LOCATION OF ALL UNDERGROUND & OVERHEAD Ui1LITIES
PRIOR TO COMMENCEMENT OF WORK.
4. EXISTING SEPTIC LOCATION PER TtE—CARD ON FlLE
�nn� rowri.
5. SEE FlLE SE83-2153 FOR ROCK WALL
RECONSif2UCT10N, WORK SUBSTANIIALLY COMPLETE,
SHOWN ASBUILT OOC DOC 1348816 DOC 1365195
6. NOTE SEPl1C SYSTEM IS NOT H-20— NO HEAVY
EOUIPMENT ALLOWED. OR UTILIZE STEEL ROAD PLATES
TO PREVENT DAMAGE TO SEPTIC SYSiEM.
7. PROVIOE ROOF DRYWELLS OR WASHEO STONE GRAVEL
DRIP EDGE FOR ROOP RUNOFF.
REC�11lLD
,rn,rj � 9 202fl
� ��� �
HEALTH DEPT.
SITE PLAN '
OF
#194 BERRY AVENUE
WEST YARMOUTH, NiA
PREPARED FOR
CAPEWfDE CONST:/WHITE
"8-'� . . . . . - . .. . . .
s`� DECEMBER 30. 2019
��,;
I �'.. . . . _ . � . . . .
,� ofE 508-362-4541
I,a��? I fox 508-362-9880
°� downcape.com O
� do�n ca�e engieeeri�g, inc.
civil engineers
lan d surveyors
939 Main St�eet ( Rte 6A)
YARMOUTHPORT MA 02675
16-224.DWG
HIGH CRAWL SPACE DIRT
FLOOR LEVEL, VIF
#4 CONT T&B
� �i�V�iA�iV�i, �� . , � � � � �
I�4 VERT DOWELS � 16" O.C. _ �
IN CENTER OF WALL, �-
ALTERNAIE DIRECTION OF °O S
9" LEGS TO SUPPORT FTG REINf � '�
8" CMU GROUT SOLID w/ LADDER � ' GARAGE SLAB, V1F
TYPE JOINT RIENF � AL7ERNATE 5�
COURSES ' ` ' '
. .-. - � . �. � � z . .
CONT CONC FTG �
0
z i
0
� � a Qe . a.. N .
_-_� _-
B FTG .
VIF 3-#4 %%�/%�/i �/ ���\:.�_
CONT BOT 95� COMPACT
2,_�. STRUCTURAL FlLL OR
UNDISTURBm MAiERIAL
INTERIOR WALL A T FLOOR CHANGE
3 SCALE: 3/4" = 1'-0"
PER PLAN
C� COL/FTG
EQ I EQ
I
_ � � _
0 o REfER TO LALLY COL
� DETAIL FOR POST & BASE
PLATE SIZES
A
I I DIRT FLR LEVE4 VIF
� �
�
. . .�j/\�j/ y � �. � ` I�.' ~-� a. a<� ��j/�� , . .
O
�� a� a. ". ANCHORS TO FOOTING PER
� ', LALLY COL DETAIL
B FTG M
VIF } EQ %%��/%�/%��/%\%<i,
BOT REINF PER 957 COMPACT
FTG SCHED LxW PER PLAN STRUCiURAL FlLL DR
A—A UNDISTURBED MAL-RIAL
INTERIOR COLUMN FOOTING
2 SCALE: 3/4° = 1'-0"
�(E) FOS AND NEW EXT FOM
ALIGN, VIF
�
ADD�L 2x6 PLATES (4 MAX) TO (Ei RIM TO SILL PLATE:
JST $RG AS REQb i6d TOE � 6" O.C. AND LTP4 � 24" O.C.
, AND EN WSP LAP w/ (2) R01N3 Sd � 3"
O.C. STAGGERED
�E SUBFLR � FIELD APPLIED tis" WSP
— BAND (E) RIM TO SILL PLATE
NF � �,
� �` EN WSP TO T/PLATE w/ 8d �
6" O.C. MAX
2x6-PT S�LL PLAlE w/ �" DIA , #4 CONT T&B
GALV ANCHORS w/ 3"x3"�" ' (E) GRADE VARIES
PLATE WASHERS � 32" O.C. AND
w/IN 12" OF WALL CORNERS AND �_ ���� �/
ENDS, 15" MIN EMBEDMENT ._ .���/��/��/��'�
�`�
L�4 VERT DOWELS � 16' O.C. �' '`�'
IN CENTER OF WALI.., �,
ALIERNATE DIRECTION OF
9" LEGS TO SUPPORT FTG REINF �"
�;
8° CMU GROUT SOLID w/ LADDER �,'�� z
TYPE JOINT RIENF � ALTERNATE � �
COURSES o
(E) DIRT FLR VARIES, �
VIF {B/FTG MIN 12" CONT CONC FTG
BELOW SURFACE)
.�-�
�iA��/����� � ,_ � � � � �
o a A
B FTG ^
VIF 3—#4 %% �/%.�/% �/,
CONT BOT
2'-0"
� TYPICAL FOUNDA TION WALL
SCALE: 3/4" = 1'-0"
95% COMPACT
STRUCTURAL FILL OR
UNDISTURBED MATERIAL
��_ __ : _
,� ____�'-�
I' I� END WALL AT (E) STEPS, 41F
', 2'-0'
, /
� r � INTERIOR 8" CMU WALL
(E) CMU FNDN WALL , i I / (LOW) ALONG CHANGE IN
TO REMAIN, V1F � I �
FLR HEIGHT
� � O I 24"x12" CONT CONC FTG
—� -- --I — C�� PER DETAIL
MAINTAIN MIN DEPTHS � � LINE OF (E) MASONRY (
PER SECTION, NOTIFY � � WALL AT STEP, VIF � � REPLACE (E) CONC SLAB
ENGINEER IF (E) FTG j � IN—KIND ALONG EXCAVAl10N
I I i FOR FOOTING
. REQUIRES UNDERMINING I I I O I
� �
I I � � 3
I I ALIGN w/ BM S1A
I ( ABOVE. VIF 8'-6" 8'-6" ' 8'-6" I
� � t�
� �', r— —� r— —� r— —� _I I� W2.0
� � � � � � � � � �----
�—�" —� ALIGN UNDER END OF
I � DIAGONAL BM ABOVE,
� C3—�—
�F3.0� _ J
O
I I -�--�-- -i - -I--�— � - �-�--i - - � -
� � � F3.0 � I I F3.0 � � � F3.0 � � � J
I I �— — � L_ — J L_ — J � I NF ALJGN CL OF WALL w/
I I r- —� ALIGN w/ CORNER OF I I W/ STAI 5 CL OF BM ALONG EA
j � I I STA R OPENING, VIF ', SIDE OF STAIR, VIF
�---� I
I �I I I
I � �f3.0 �_ � � � ��I I I ' 3 � MAINTAIN MIN DEPTHS PER SECiION,
APPROX LOCATION � �— L2_5 _ J �----- -�— NO11FY ENGWEER IF (E) FTG REQUIRES
OF SEWER PIPE I I I ; UNDERMINING
CROSSING, VIF,
SLEEVE AND SEAL � — — � r — — � r — — � '
FNDN WALL I I, I I I I I I j LIMIT OF (E) MASONRY
PENETRATION � � � � _ � � � _ d- _ � CHIMNEY FNDN TO
� REMAIN, 41F
� � LF3.0 C3 � �F3A � � � �F3.0 � �
W2.0 � � + ALIGN w/ + ALIGN w� BM � (E) PDST TO REMAIN, TYP
� I r_��NDN WALL, I ABOVE, NF r—� �
I I I I I I
I I
I I �- �C3 � L2-5�CJ
� � �F3.0 � ALIGN w/ BM I
I I � ABOVE, VIF I
I '
NEW 8° CMU FNDN � � r — — — — — — — — — — — — — — — — — —� — — — — — r — — � ALIGN �LOW UNSUPPORTED
WALL ON 24"x12° I I I � � � BM INiERSECTION ABOVE, VIF
i
CONT CONC FTG,
� � �
SiEP FfG PER � � � r------- ----------I i LF2_5 ��
DETAIL AS NEEDED � I � i m, � I I
� �
� � � � s�.o � �
I I---------- � I I I o 0
� � I I
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� � � � . � � �. � I � � � � .
� �
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I I (E) CMU FNDN WALL
, I I TO REMAIN, VIF
� �
i
MAINTAIN MIN DEPiHS � -- —
PER SEC110N, NOTIFY
ENGINEER If (E) FTG (E) MASONRY
REQUIRES UNDERMINING STAIR TO REMAIN
CMU FNDN WALL
I � ! I q
'I � �I FNDN WALL BOT REINF
'I� ,� �I� _ - �� _ _ - —
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y. �_ ___ . .. �
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� CV ' a . aa . . ,.
c, � 2 FTG REINF
�
� 1 _O�
MIN 2xD 2xD
B/FTG PER �
WALL SECTION PROVIDE 9" HOOKS AT DISCONTINUOUS
, ENDS, TYP AT FTG AND IN CMU WALL
S�P FOOIING 2�� 4� MATCH FTG REINF
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TITLE:
�NyORK MUST CO(VFORM TO A�:�-
T . �, Y�A REGUI.A� ���,�� FOUNDATION
_ �G�. � --������� a�- PLAN & DETAILS
FOUNDA TION PLAN ��RM°��" ��
1/4' = 1'-0"
�����A���d
�i� 2 9 7�020 DATE ISSUED, 10/27/19
FOUNDATION PLAN NOTES: �� � i �
REVISIONS;
1. SEE DRAIMNG S0.1 FOR STRUCTURAL NOTES �ND ABBREVlAT10NS HEALTH DEPT. NO. DESCRIPTION DATE
2. FOOTINGS DENOTED "F#.#" OR "Wfj.#' ARE SdiEDULED AS FOLLOWS:
F2.5: 30"x30"x10" w/ 3-�4 B�RS EACH WAY BOTTOM. ���� ��,'��
F3.0: 36"x36"x10° w/ 4-�4 BaRS EACH WAY BOTTOM.
W2.0: 72"x24"x CONTINUOUS SRIP FOOIING w/ (3)-�4 CONT BOTTOA� SiEP PER DETAIL A/S1.0 AS NEEDED.
3. DIA�ENSIONS NOT SHOATI ON THIS PLAN SHAC BE TAKEN FROM THE ARCHITECiURAL DRAWINGS AND VERIFIED IN THE FlELD (VIF):
CONFIRM ALL ELEVATIONS WI1H EXISTING SITE GRADES, INTERIOR FLOOR LEVELS AND ARCHIiECiURAL DRAWINGS PRIOR TO CONSTRUCTION.
4. CONTRACTOR MAY ELECT TO CONSIRUCT THE FOUNDATION WALL IN PARTIAL PLACEMENTS TO FACILITATE SHORING AND EXCAVAiION
SEQUENCING. ALL REINfORCEMENT SHALL BE LAPPED MINIMUM 24' BETWEEN PLACEMENTS (FOOIINGS AND WALLS), IN ADDITON MASONRY
MUST BE LAID IN RUNNING BOND THROUGH AVY CONSTRUC110N JOINTS.
� DRAWN BY:
5. STEP FOOl1NG AS REQUIRED AND PER DETAIL A/51.0 WHERE NECESSARY BASE� ON REQUIRED FOOTING DEP1H BELOW ADJACENT GROUND BW
LEVELS.
CSE PROJECT #:
04658
�'�:;i Lr�� c,�� 'lo�; � ;,� t ;:W'f ; ? DRAWING NO.:
REVIEWED FO 01 i� CIN9 q",� ,;n,�":� ���E C�]�dPLI-
ANCc E4R(�R i 2 C' riigS'^a pu NOi n�LlcJe 7HF
APP! ICF,�;T �Rp�,� THt PESPOhSIBILI'fYUF "AS BU;LT"
CO'f��IA��CE.
_ DATE - 4��fj S I � O
uiioir�c , �w�
�
SOLID BLK TO MATCH
JST DEPTH BTWN EA JST
TOE NAIL BLK TO BM
w/ MIN 3-10d
TOE NAII EA JS
BM w/ 2
BM PER PLAN
SPRWGFII
PLATE CAP Tl.....
WELDED TO COL
MIN 2 LOCATIONS
X
� JST
X
MIN 2-�"
.,. �,�G SCREWS
f� COL V CAP TO BM
X-X
� . _. __. ____ _' _ _.- __
T FTG
PER PLAN
ELEVATiON I
3.5/6"x8"�" SPRINGFIELD
PLATE PER POST SCHED w/ (4)
J¢" DIA. A�ECHANICAL AB w/ 2�" 4" 4"
MIN EMBEDMENT
� o 0
� c�
0 0
TACK WELD LALIY
TO PLATE RING
MIN 2 LOCATIONS � FNDN�COL
SpRINGRELD PLATE
n LALL Y COLUMN DETAILS
SCALE: 1" = 1'-0"
JST
CONT SOLiD
BLK BTWN EA
JST
BM PER PLAN
SPRINGFlELD PLATE
CAP PLATE
COL PER PLAN
SFRINGFIELD PLATE
BASE PLATE
REMOVE & REPLACI
(E) LOW RR FRAMINi
REMOVE (E) 6z6 AND
REPLACE w/ NEW DB
BM BRG POCKET
B�1 BRG POCKET
REMOVE (E) 6x6 AND
REP�ACE w/ NEW DB
FIRST FLOOR FRAMIN
i/4" = t'-0°
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TITLE:
FIRST FLOOR FRAA�WG PLAN NOTES:
1. SEE DRAWING 50.1 FOR STRUCTURAL NOTES AND ABBREVIATIONS. F I I�ST F LOOR
2. POSTS DENOTED ON PLAN AS FOLLOWS: F RAM I N G P L/'1N
"C3" = 3Yz" O.D. CONC FlLLED LALLY COLUMN WITN YZ"X6"XS° SPRINGFlELD CAP AND BASE PLATE WITH
(2)-�" DIA. LAG SCREWS AT CAP AND (4)-Y" DIA. MECHANICAL OR ADHESIVE ANCHORS AT BASE W1TH
A MW EMBEDMENT OF 2JJ�' INTa FOOi1NG, SEEbETAIL A/S2.1. _ 8( DETAILS
G PLAN �P324" _(3)-2x4 BUILT UP POST IN STUD WALL.
3. BEAMS DENOTED ON PLAN AS fOLLOWS:
'FB25L' _ (2)-1�"xSYZ° BUILT-UP LVL FLUSH BEAM.
"D637L" _ (3)-1�"x7Y" BUILT-UP LVL DROP BEAM.
'FB37L" _(3)-13a"x7Y" BUILT-UP LVL FLUSH BEAM. DATE ISSUED; j O%27I19
4. FLOOR DIAPHRAGM SHEATHING PER WOOD CONSIRUCTION NOTES ON DRAWING SO.L PROVIDE FLOOR REVISIONS:
SHEATHING ON ALL NEW JOISTS AND WITHW EXISTING FLOOR AREAS WHERE SHEATHING/PLANK REQUIRES
REPLACEMENT. IN AREAS OF REPAIR OR INFlLL WNERE FLOOR PLANK IS PRESENT, MATCH EXISi1NG WOOD NO. DESCRIPTION DATE
FLOOR PLANK THICKNESS BY USING ADDITIONAL LAYERS OF WSP ON TOP OF THE MINIMUM �" SUBFLOOR
SHEATHING OR BY USING WSP THICKNESS GREAIER THAN �" TO MATCH EXISTING.
5. SOLID BLOCKING TO MATCH JOIST DEPTH SHALL BE PROVIDED CONIINUOUSLY ALONG ALL JOIST SUPPORTS
UNLESS SUPPORTED BY JOIST HANGERS OR FASTENED TO A CONilNUOUS RIM BOARD.
6. DIMENSIONS NOT SHOWN ON THIS PLAN SHALL BE TAKEN FROM THE ARCHI'fECTURAL DRAWINGS OR
VERIFIED IN THE FlELD (Vif}.
7. PORTIONS OF iHE EXISTING fRAMING SHOWN ON THIS PLAN REQUIRE TEMPORARY CONSTRUCTION SHORING
TO FACILITATE THE INSTALLATION OF NEW FRAMING. CONTRACTOR IS RESPONSIBLE TO COORDINATE
SEQUENCING OF THE WORK.
8. NOTIFY OWNER IhHEN REASONABLE LEVELING OF THE FLOOR CAN BE ACCOMPLISHm AS PART OF THE DRAWN BY:
WORK SHOWN ON THESE DRAWINGS. THE OWNER SHOULD BEINFORMED OF ANY POiENTIAL DAMAGES THAT BW
MAY RESULT IN EXISIING FlNISNES ABOVE AS A RESULT OF ANY FLOOR LEVELING ATTEMPTED. DO NOT
PROCEED WIiH FLOOR LEVELING WITHOUT PRIOR AUTHORIZATION OF THE OWNER/ARCHITECT. CSE PROJECT #: 0465$
9. PROVIDE SOLID BLOCKING IN ALL ROOR CAVI7IES BENEATH POSTS ABOVE.
10. BEAM BEARING POCKETS SHALL BE MINIMUM 4" LONG INTO WALL AND HAVE A'MDTH EQUAL TO THE BEAM DRAWING NO.:
WIDTH PLUS 2°. POCKET DEPTH SHALL BE MEASURED DONM FROM JOIST BEARING AND BE E4UAL TO THE
BEAM DEPTH PLUS 1Y�" FOR A 2X PT NAILER PLA1E. PROVIDE MINIMIUM Y�" CLEAR ALL AROUND BEAM TO
ALL ADJACENT MASONRY SURFACES OR WRAP BEAM END W/ SUITABLE MOISTURE BARRIER.
S2.1
GENERAL ' CAST-IN-PLACE CONCRETE
1. ALL CONSTRUC110N REQUIRED Of THE CONIRACTORS BY 1HE CONTRACT DOCUMENTS SHALL BE PERfORMED " 1. ALL CONCRETE SHALL BE PROPORTIONED, MIXED AND PLACED CONFORMING TO CURRENT AMERICAN
IN ACCORDANC6 WITH THE GOVERNING BUILDING CODE AND OSHA REGULATIONS, SUPPLEMENIED BY THE ' CONCRETE INSTIiUTE (ACI) 301, 304 AND 3�8 STANDARDS. THE FOLLOWING CONCRETE MIX DESIGNS SHALL
CONTRACT DOCUMENTS. THE GOVERNING BUILDING CODE USED IN THE SiRUCTURAL DESIGN IS THE BE USED:
INIERNATIONAL RESIDENiIAL CODE 2015 (IRC) WITH MASSACHUSETTS AMENDMENTS. ALL WORK SHALL ALSO
BE IN STRICT ACCORDANCE WITH 1NE REQUIREMENTS OF THE TOWN OF YARMOUTH BUILDING -0EPARTMENT. A. FOOTINGS & FOUNDAl10N WALLS
IN ADDITION, il-IE AF&PA WOOD FRAME CONSTRUCTION MANUAL FOR ONE- AND TWO-FAMILY '
DWELLINGS (WFCA�-2015), PROVISIONS FOR EXPOSURE D ARE APPLICABLE TO THIS PROJECT. 28-DAY STRENGTH (MIN) 3,000 PSI
COARSE AGGREGATE (MAX) �"
2. WHERE STRUCTURAL ELEMENTS ARE NOT DEFlNED ON TNESE DRAWINGS, THEY SHALL BE PROVIDED AS PER AIR ENTRAINMENT 67 (tt�
iHE MINIMUM PRESCRIPTIVE REQUIREMENTS OF THE GOVERNING BUILDING CODE. SLUMP 5" (tt")
3. ALL EXISTING FRAMING CONDITIONS SNOWN ON THESE DRAWINGS ARE ASSUMED BASED UPON LIMITED ACCESS 2, T}{E USE OF ADDITIVES SHALL BE AT THE OPTION Of h1E CONTRACTOR SUBJECT TO THE APPROVAL OF THE
TO THE STRUCTURAL FRAMING AT THE T1ME OF DESIGN. THE CONTRACTOR SHALL BE RESPONSIBLE TO ARCHITECT/ENGINEER. FOLLOW THE RECOMMENDA710NS OF THE MANUFACIURER FOR THE PROPER USE OF
CONFlRM ALL FRAMING ASSUMPTIONS MADE ON THESE DRAWINGS PRIOR TO CONSTRUC110N. ALL DI�AENSIONS ' ADDITIVES. THE USE OF CALCIUM CHLORIDE OR OTHER CHLORIDE BEARING SALTS SHALL NOT BE PERMITTED.
AND CONDITIONS MUST BE VERIFlED IN THE FIELD, AND ANY DISCREPANCIES SHALL BE BROUGHT TO THE
ATfENTION OF THE ENGINEER FOR CLARIFICATION BEFORE PROCEEDING W1TH THE AFFECTED PORTION OF THE 3. WHEN CONCRETE PLACEMENT IS TO OCCUR DURING COLD WEATHER CONDITIONS AS DEFlNED BY Aq 306, THE
WORK. CONTRACTOR SHALL SUBMIT PROPOSED CURING METHODS TO THE ARCHITECT/ENGINEER FOR REVIEW AT
4. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH 1HE ARCHITECTURAL, MECHANICAL, AND LEAST 10 DAYS IN ADVANCE OF THE PROPOSED CONCRETE PLACEMENT DATE PROVIDE MINIMUM 3-DAY
ELECTRICAL DRAWiNGS, AND SPECIFlCATIONS. FROSTpROTECTION FOR CONCRETE PLACED AND/OR CURED 1N COLD WEATHER CONDIiIONS.
5. DO NOT SCALE DIMENSIONS OR ELEVATIONS FROM DRAWINGS. 1HE CONIRACTORS SHALL REQUEST, FROhi 4. CAST-IN-PLACE CONCRETE COVER FOR REINFORCING SHALL BE AS FOLLOWS:
iHE ARCHITECT, NECESSARY DIMENSIONS AND ELEVATIONS NOT SHONM ON 1HE CONTRACT DOCUMENTS. A. CONCRETE CAST AGAINST AND PERMANENiLY EXPOSED TO EARTH 3"
6. UNLESS OTHERWISE NOiED, DETAILS SHOWN ON ANY DRAWINGS ARE TO BE CONSIDERED TYPICAL FOR ALL � B. CONCRETE EXPOSED TO EARTH OR WEAIHER:
SIMILAR CONDITIONS. a. N0. 5 BAR, W31 OR D31 'MRE AND SMALLER I 1Yz'
7. CONSTRUCTION PROCEDURES, BRACING, MEANS, MEiHODS, AND SAFETY PRECAUTIONS ARE THE SOLE 5. WHERE CONTINUOUS BARS ARE CALLED FOR, INDICATED, OR REQUIRED, THEY SHALL BE RUN CONTINUOUSLY
RESPONSIBIIJTY OF THE GENERAL CONTRACTOR OR SUBCANTRACTOR DOING THE WORK. THESE DRAWINGS ARE AROUND CORNERS (PROVIDE MIN 24"x24" CORNER BARS), LAPPED AT NECESSARY SPLICES, SPLICES
REPRESENTATIVE OF 1HE COMPLETE STRUCiURAL SYSTEM. STAGGERED WHERE4ER POSSIBLE, AND HOOKED AT DISCONTINUOUS ENDS.
8. THE CONIRACTOR SHAIL IDENi1FY TO THE ARCHITECT/ENGINEER ANY EXISTING ROUGH FRAMING CONDIiIONS 6. REINFORCING STEEL SHALL BE NEW BILLET STEEL IN ACCORDANCE WITH ASTM A615, GRADE 60.
ENCOUNTERED THROUGH THE COURSE OF THE WORK THAT APPEAR UNSOUND. THESE CONDITIONS SHALL BE
REPAIRED TO ARCHITECT/ENGINEER SATISFACTION AND AT MINIMUM TO MEET CODE STANDARDS AS PART OF
THE WORK. CONDIiIONS MAY INCLUDE BUT NOT BE LI�AITED T0: TEMPORARY CONSTRUCTION SHORING
A. UNSUPPORIED JOISTS OR BEAMS.
B. DAMAGED JOISTS OR BEAMS. 1. PORTIONS OF THE EXISIING SiRUCTURE PROPOSED TO BE ALTERED 4NLL REQUIRE TEMPORARY CONSTRUCTION
C. EXCESSIVE NOTCHING IN A JOIST/BEAM OR ACROSS A JOIST LAYOUT. SHORING.
D. FLUSH FRAMED JOISTS WITHOUT JDIST HANGERS
E. DAMAGED OR MISSING SUBFLOOR SHEAIHING. 2. ALL SHORING WORK SNALL BE CARRIED OUT BY A QUALIFIED SHORING CONTRACTOR WITH EXiENSIVE
F. DAMAGED OR MISSING LOAD BEARING STUDS/POSTS. EXPERIENCE IN SIMILAR TYPE SHORING PROJECTS. UPON REQUEST OF THE OWNER',THE SHORING
CONTRACTOR SHALL PROVIDE ONE OR ALL OF THE FOLLOWING: ',
9. iHE CONTRACTOR SNALL BE RESPONSIBLE FOR CONTACTING ALL UTILITY COMPANIES, ANY PERMITf1NG A. REFERENCE PROJECTS WIiH CONTACT PERSONS
AGENCIES, AND "DIG-SAFE" (1-888-344-7233) AT LEAST 72 HOURS IN ADVANCE OF ANY WORK T}!AT WILL B. CERTiFICATE OF INSURANCE FOR OWNER APPROVAL II
REQUIRE EXCAVATION.
3. THE SHORING CONTRACTOR SHALL PROVIDE SHORING AS NECESSARY TO MAINTAIN AND PROTECT THE
DESIGN LOADS EXISTING BUILDING COMPONENTS PROPOSED TO REMAIN IN PLACE. ALL SHORING SHALL BE INSTALLED TO
PREVENT SETfLEMENT, SHIFTING AND/OR MOVEMENT OF ANY PORTION OF TTiE STRUCTURE.
t. DEAD LOADS: 4. THE SHORIN6 CONTRACTOR SHALL ACCEPT FULL RESPONSIBILITY FOR METHODS AND SEQUENCING Of SHORING
A. ROOF 20 PSF OPERAiIONS AND fOR THE SiRUCTURAL INTEGRITY OF THE SHORED CONSTRUC110N DURING SHORING WORK
B. FLOOR 20 PSF AND FOR THE ENTIRE DURAl70N THAT SHORING IS IN PLACE
z. uvE �oa�s: WOOD FRAMING SPECIFICATIONS
A. ATf1CS WITHOUT STORAGE 10 PSF �, ALL WOOD MEMBER CONSIT2UCilON SHALL BE IN ACCORDANCE WIT}i THE RECOMMENDED PRACTICE OF THE
B. ATTICS WITH LIMITED STORAGE 20 PSF AMERICAN FOREST & PAPER ASSOCIATION (AF&PA) NAl10NAL DESIGN SPECIFICATION FOR WOOD
C. ATTICS - HABITABLE OR SERVED BY STAIRS 30 PSF
D. SLEEPING ROOMS 30 PSF , CONSTRUCTION (NDS).
E. DECKS AND EXTERIOR BALCONIES 40 PSF
F: ROOMS OTHER THAN SLEEPING ROOMS 40 PSF 2. ALL WOOD MEMBERS, ENGINEERED LUMBER, AND PLYWOOD USED IN CONSTRUCTION OF 1HIS STRUCTURE
G. STAIRS 40 PSF (340# OVER 4 SQ. IN.) , SHALL BE NEW MATERIAI. ALL WOOD AND ENGINEERED LUMBER MEMBERS SHALL BE FREE FROM CRACKS,
H. ROOF (<4:12 PITCH) 20 PSF (SEE SNOW LOADS) KNOT HOLES, NOTCHES AND OTHER STRUCTURAL DEFICIENCIES
I. ROOF (>=4:12 PITCH) 16 PSF (SEE SNOW LOADS) 3. WOOD FRAMING SIZES, VERIICAL FRAMING, HORIZONTAL FRAMING, FIRESTOPS. ANCHORAGE, FURRING AND
3. SNOW LOADS CONNECTORS NOT SHOWN ON DOCUMENTS SHA�L BE PER IRC MINIMUM REOUIREMENTS.
A. GROUND SNOW LOAD; (p� 30 PSF 4. ALL WOOD MEMBERS USED FOR EXTERIOR CONSTRUCTION OR IN CONTACT 4VITH CONCRETE (SILL PLATES)
B. FLAT ROOF SNOW LOAD; (pf) 25 PSF SHALL BE PRESERVATIVE TREATED (P� LUMBER. WATER-BORNE PRESERVATIVES SHALL BE USED AND
LUMBER SHALL BE TREATED IN ACCORDANCE WITH ANPA U1 AND USE CATEGORY CONSISTENT iMTH THE
4. WIND LOADS PROPOSED MEMBER USE AS FOLLOWS:
A. UC2: INTERIOR POTENTIALLY DAMP LOCATIONS
B. UC3B: EXIERIOR NOT IN CONTACT WI1H GROUND
A. ANALYSIS PROCEDURE WFCM-75 C. UC4A: EXTERIOR IN CONTACT WITH GROUND
B. BASIC WIND SPEED; (V�it) 140 MPH
C. EXPOSURE � 5. ALL FASTENERS AND CONNECTORS IN CONTACT WITH PT LUMBER SHALL BE HOT-DIP, ZINC COAIED
GALVANIZED STEEL OR STAINLESS STEEL AND BE INSTALLED IN ACCORDANCE WI1H MANUfACTURER'S
FOU N D ATI ON S RECOMMENDATIONS. '
t. THE SIRUCTURAL FOUNDA110N PLAN IS BASED UPON THE FOLLOWING PRESUMPTIVE SOIL PARAMETERS 6. ALL WOOD STUDS, JOISTS AND BEAMS SHALL BE MINIMUM #2 HEM-FIR, OR #2 SPRUCE-PINE-FIR (S-P-F),
A. BEARING CAPACITY 2,000 PSF (IRC TABLE 401.4.1) OR BETiER. ALL LUMBER SNALL BE STAMPED Wlhl THE GRADE MARK OR AN APPROVED LUMBER TESTING
B. ACTIVE EARTH PRESSURE 40 PCF OR GRADING AGENCY IN ACCORDANCE WITH DOC PS-20. i
C. AT-REST EARTH PRESSURE 60 PCF I
7. ALL ENGINEERED WOOD PRODUCTS SHALL BE iLEVEL TRUS JOIST AS MANUFACIURED BY WEYERHAEUSER OR
2. ALL PRESUMP�iVE SOIL DESIGN PARAMETERS ASSUMED ON 11iESE DRAWINGS SHALL BE CONFlRMED IN AN APPROVED SUBSTIiUTE. WHERE AN ALiERNATE PRODUCT IS PROPOSED, LAMINATED VENEER LUMBER
THE FIELD BY A GEOTECHNICAL ENGWEER LICENSED IN iHE COMMONWEALTH OF MASSACHUSETTS (OR (LVL), PARALLEL SiRAND LUMBER (PSL), AND LAMINATED STRAND LUMBER (LSL) SHALL BE MANUFACTURED
THE LOCAL BUILDING OFFlCIAL) PRIOR TO CONSTRUC110N OF ANY FOOl1NGS WIIHIN EXCAVAl10NS. TO THE A�INIMUM PROPERTIES SPEGFIED BELOW. ALL ENGINEERED WOOD PRODUCTS SHALL BE INSTALLED IN
SIRUCTURAL FILL SHALL ONLY BE PLACED UPON UNDISTURBED MATERIAL CONFORMING TO THE ACCORDANCE W1TH THE DETAILS ON THESE DRANANGS AND THE MINIMUM STANDARD DETAILS PROVIDED BY
REQUIRED MINIMUM BEARING CAPACITY. THE MANUFACTURER.
3. ALL FOOTINGS SHALL BE CARRIED DONM TO A MINIMUM 6" LAYER OF COMPACTED CRUSHED STONE OVER PROPERTY LVL PSL COL �
fILTER FABRIC OR SIRUCTURAL FILL, PLACED UPON UNDISTURBED MATERIAL OR UNDISIURBED MATERIAL
CONFORMING TO THE REQUIRED MINIMUM BEARING CAPACITY UNLESS NOTED OTHERWISE ON THE DRAWINGS. , MODULUS OF ELASTICITY (E), psi 20X106 7.8X106
FLEXURAL STRESS (Fb), psi 2,600 2,400
4. BOTTOM OF FOOTING ELEVATIONS SHOWN ON THE PLAN ARE MINIMUM DEPTHS, AND ARE NOT TO BE COMPRESSION PERPENDICULAR (Fc) 750 425
CONSTRUED AS LIMITING IN ANY WAY THE AMOUNT OF EXCAVATION REQUIRED TO REACH GOOD COMPRESSION PARALLEL (Fc} 2,510 2,500
BEARING. NO FOOTING ELEVAIIONS SHALL BE ADJUSTED WITHOUT THE Wf21TTEN AUTHORIZATION OF SHEAR PARALLEL (Fv) 285 190
THE ARCHITECT/ENGINEER.
5. NO FOOTiNGS SHALL BE PLACED IN WATER OR ON FROZEN GRDUND. 1HE FOLLOWING MINIMUM $� ALL WOOD STRUCTURAL PANEL (4NSP) SHALL CONFORM TO THE REQUIREMENTS OF DOC PS-2 W1iH A BOND
FOO�NG DEPTHS ARE REQUIRED AS MEASURED FROM THE TOP OF ADJACENT GROUND SURfACE OR CLASSIfICAl10N OF EXPOSURE 1. WOOD STRUCTURAL PANEL SHALL BE STAMPED 'MTH AN APA TRADEMARK
SLAB TO THE BOTTOM SURFACE OF FOOTIN�` INDICATING THE THICKNESS, GRADE AND SPAN RATING INDICAiED ON THE DRAWINGS AND WITHIN iHE SHEAR
WALL AND DIAPHRAGM NOTES.
INTERIOR (HEATED) 12 INCHES 9. ALL JOIST HANGERS, COLUlAN CAPS, COLUMN BASES, HOIDOWNS, METAL CONNECTOR PLATES AND OTHER
EX-fERIOR (UNHEATED) 4 FEET ENGINEERED WOOD CONNEC110N PRODUCTS SHALL BE AS MANUFACTURFD BY SIMPSON SiF20NG-TIE CO., WC.
' (www.strongtie.com) OR AN APPROVED SUBSTITUIE. ALL PRODUCTS SHALL BE INSTALLED IN STRICT
6. INSTALL PERMANENT FOUNDATION DRAINAGE WIiERE REQUIRED PER IRC R405. INSTALL FOUNDATiON ACCORDANCE INTH ALL OF THE MANUFACNRER'S RECOMMENDATIONS.
WATERPRODFING OR DAMPPROORNG WHERE REQUIRED PER IRC R406.
0
STRUCTURAL MASONRY
L CONCRETE MASOIRY UNITS (CMU) FOR MASONRY WALL CONSTRUCTION SHALL BE APPROVED LOAD-BEARING
UNITS CONFORMIIG TO ASTM C90, TYPE N-1, WITH A MINIMUM COMPRESSIVE STRENGTH EQUAL TO 2,000 P51,
BASED ON NET (ROSS SECTIONAL AREA.
2 GROUT FOR CMU SHALL COMPLY WITH ASTM C476 AND SHALL HAVE A COMPRESSIVE STRENGTH AT 28 DAYS
NOT LESS THAN t,000 PSI. MORTAR SHALL CONFORM TO ASTM C270, TYPE M OR S PORTLAND
CEFAENT/LIME ORMORTAR CEMENT. THE NET COMPRESSIVE STRENGTH OF MASONRY (fm) SHALL MEET OR
EXCEED 1,500 P9.
3. REINFORCING STEL SHALL BE NEW BILLET STEEL IN ACCORDANCE WI1H ASiM A615, GRADE 60. TOLERANCE
FOR REINFORCEMMT SHpLL BE fYz" OF THE DETAILED POSITION WIh11N A LOCAL CMU CELL OR SECTION AND
t2" IN LAYOUT LOCATION ALONG TNE LENGiH OF A WALL.
4. GROUTING OF MAiONRY WALLS SHALL BE LOW LIFf GROUTING CONFORMING TO ACI 530. GROUT LIFTS SHALL
BE LIMITED TO 5' MAXIMUM.
5. CONCRETE MASOhRY UNITS SHALL BE LAID IN RUNNING BOND. PROVIDE FULL MORTAR BEDS AT ALL
COURSES.
6. ALL EXPOSED JONTS SHALL BE TOOLED CONCAVE AND CONCEALED JOINTS STRUCK FI.USH.
7. PROTECT MASONP.Y WORK FROM EXTREME (HOT OR COLD) WEATHERIN ACCORDANCE WITH NATIONAL
CONCRETE MASOMRY ASSOCIATION (NCMA) TEK MANUAL FOR CONCRETE MASONRY DESIGN AND
CONSTRUCTION, �CMA TEK 3-1B.
8. ALl CELLS OF MASONRY BLOCKS CONTAINING REJNFORCING BARS OR ANCHOR BOLTS SHALL BE COMPLETELY
FILLED WITH GROUL
9. 1}iE MINIMUM HaPIZONTAL JOINT REINFORCEMENT SHALL BE , LADDER TYf'E, STANDARD WEIGHT (SERIES 300,
BY WIREBOND, OF. AN APPROVED SUBSIITUTE), HAVING 9 GA. SIDE RODS AND 9 GA. CROSS RODS, IN
ALTERNA77NG COURSES (76" O.C. VERTICAL) Of ALL MASONRY WALLS.
WOOD CONSTRUCTION NOTES
1. EXTERIOR WALL 91EATHING:
WHERE NECESSARI' FOR REPAIR OR INFlLL, ALL EXTERIOR WALL SHEATHING SHALL BE MINIMUM �6" THICK
APA RATED W006 STRUCTURAL PANEL SHEATHING WITH A SPAN RAl1NG OF 32/16 OR WALL-16, EXPOSURE
1. WALL SHEATHNG SHALL BE FASTENED WITH 8d COMMON NAILS AT A MAXIMUM 4" O.C. AROUND ALL
DIRECT EDGES (EN) AND 12" O.C. ON ALL INTERIOR SUPPORTS (FN). NAIL SPAC�NG AT SILL PLATES SHALL
BE A DOUBIE ROW Of 8d STAGGERED AT 3 INCHES ON CENTER.
2 ROOR DIAPHRAGId SHEATHING
WFiERE NECESSARY FOR REPAIR OR INFILL, ROOR SHEATHING SHALL BE �° THICK ADVANiECH VIP+ WOOD
STRUCTURAL PANEL AS MANUFACTURED BY HUBER ENGINEERED WOODS LLC OR AN APPROVED
SUBSTITUTE. PANELS SHALL BE TONGUE AND GROOVE TYPE, HAUING A SPAN RATING OF 48/24.
SHEATHING SHALL 8E ORIENTED WITH LONG SPAN OF THE SHEET PERPENDICULAR TO THE SUPPORTING
MEMBERS AND VERTiCAL SEAMS STAGGERED BY 4'-0" O.C. FLOOR SHEAIHING SHALL BE SET IN A
CONSTRUCTION ADHESIVE ON SUPPORi1NG lAEMBERS AND FASTENED W1TH 8d DEFORMED SHANK NAILS AT A
MAXIMUM 6" O.C. AROUND ALL SUPPORTED PANEL EDGES (EN) AND 12" O.C. ALL INTERMEDIATE SUPPORTS
(�).
3. MULTIPLE MEMBER, MULTIPLE PLY OR BUILT-UP ENGINEERED BEAMS SHALL HAVE PLIES CONNECTED IN
ACCORDANCE WITH MANUFACTURER RECOMMENDATIONS. BUILT-UP CONVENTIONAL 2x BEAMS SHALL HAVE
THEIR PLYS FASTENED IN ACCORDpNCE WITN THE REFERENCED FASTENING SCHEDULE
4. PROVIDE STANDARD JOIST HANGERS ON ALL JOIST ENDS AND BEAM ENDS 1HAT DO NOT BEAR DIRECiLY ON
WALLS OR BEAMS. UNLESS OTHERWISE NOTED ON TNE PLAN, PROVIDE MINIMUM HANGER TYPES AS FOLLOWS:
NOMINAL 2x JOISTS U/HU
NOMINAL BUILT-UP 2x BEAMS LUS/HUS
SiRUCTURAL COMPOSITE LUMBER (LVL/PSL) HUS/HHUS/HGUS
I-JOISTS IUS/MIU
RAFTERS LSU/LSSU
5. ALL WOOD FRAMING SHALL BE FASTENED IN ACCORDANCE WITH THE FASTENING SCHEDULE IN TABLE
3.1 OF THE AF&PA WOOD FRAME CONSTRUCTION MANUAL FOR ONE- AND TWO-FAMILY DWEWNGS
(WFCM-2015) AS LISTED FOR EXPOSURE D OR TABLE R602.3(1) OF THE IRC OR AS INDICATED IN
THESE DRAWINGS, THE MORE STRINGENT SHALL APPLY. NAILS FASTENING SHEAiHING TO SUPPORTING
MEMBERS SHALL BE DRIVEN SO THAT THE NAIL HEAO IS FLUSH WITH THE SHEATHING SURFACE.
6. ALL SILL PLATES SHALL BE ANCHORED TO FOUNDAl10NS WITH �" DIAME7ER ANCHOR BOLTS SPACED NOT
MORE THAN 32' ON CENTER AND WITHIN 12" OF ALL WALL ENDS AND CORNERS. MINIMUM EMBEDMENT OF
15° INTO SOIJD GROUiED MASONRY WITH A 2" HODKED END. INSTALL 3"x3"�° PLATE WASHERS ON ALL
ANCHOR BOLTS
7. ALL 2x JOISTS SHALL BE PROVIDED WITH ONE LINE OF BRIDGING FOR EACH 8 FEET OF SPAN. BRIDGING
SHALL CONSIST OF METAL CROSS, WOOD CROSS (1X3 MIN) OR 2X SOLID BLOCKING OF EQUAL DEPTH TO THE
JOIST. CONTINUOUS 1X3 STRAPPING ACROSS 1HE BOTTOM OF JOISTS SHALL SATISFY THIS REQUIREMENT.
8. CONSTRUC110N BRACING SHALL BE PROVIDED BY THE CONiRACTOR TO MAINTAIN THE BUILDING PLUMB AND
1RUE THE BRACING SHALL REMAIN IN PLACE UN11L ALL iHE LOAD BEARING ELEMENTS ARE COMPLETELY
CONNECTED AND ANCHORED.
9: CUTf1NG AND NOTCHING SHALL BE AVOIDED WIiEREVER POSSIBLE. WHEN ABSOLUTELY NECESSARY, CUTTING
AND NOTCHING OF STRUCTURAL FRAMING AND LOAD BEARING ASSElABLIES SHALL BE LIMIiED BY THE
PROVISIONS OF �I1E IRC:
FLOOR FRAMING R502.8
WALL FRAMING R6026
ROOF/CEILING FRAMING R802.7
10. FLOOR FRAMING LAYOUTS ARE PROVIDED TO ILLUSTRATE CONDITIONS OF CONSTRUCTION AND DO NOT
NECESSARILY INDICATE SPECIFIC QUANTIIIES OF �1ATERIALS OR COMPONENTS REQUIRED FOR CONSTRUCTION.
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TITLE:
GENERAL
STRUCTURAL
NOTES &
SPECIFICATIO�
DATE ISSUED: 10/27/19
REVISIONS:
NO. DESCRIPTION DATE
DRAWN BY:
CSE PROJECT #:
DRAWING NO.:
S� ,1
0