HomeMy WebLinkAbout51863-Z TOWN OF SOUTHOLD
BUILDING DEPARTMENT
TOWN CLERK'S OFFICE
SOUTHOLD, NY
BUILDING PERMIT
(THIS PERMIT MUST BE KEPT ON THE PREMISES
WITH ONE SET OF APPROVED PLANS AND SPECIFICATIONS
UNTIL FULL COMPLETION OF THE WORK AUTHORIZED)
Permit#: 51863 Date: 04/22/2025
Permission is hereby granted to:
Peter Swahn
PO BOX 729
Mattituck, NY 11952
To:
construct additions and alterations to existing single-family dwelling as applied for.
Premises Located at:
1745 Ole Jule Ln, Mattituck, NY 11952
SCTM# 122.-5-2
Pursuant to application dated 03/17/2025 and approved by the Building Inspector.
To expire on 04/22/2027.
Contractors:
Required Inspections:
Fees:
Single Family Dwelling- Addition&Alteration $787.50
CO-RESIDENTIAL $100.00
Total S887.50
uildin,g Inspector
TOWN OF SOUTHOLD—BUILDING DEPARTMENT
Town Hall Annex 54375 Main Road P. O. Box 1179 Southold NY 11971-0959
Telephone (631) 765-1802 Fax (631) 765-9502htqis://www.soutlioldtownny.g—o
Date Received
APPLICATIONI
For Office Use Only " E C
3
PERMIT NO. Building Inspector: R 17 2025
Applications and forms must be filled out in their entirety.Incomplete
applications will not be accepted. Where the Applicant is not the owner,an Building Department
Owner's Authorization form(Page 2)shall be completed. - Town of Southold
Dates.
OWNER(S)LO,,F PROPERTY.
Name: Pe i K19gra- SIA)ah Pi SCTM# 1000-
Project Address: 1715 pie, Ju le LOLAe:
Phone#: 5 • - toy _ Email: ��ahh �lj hp}yY�O�i I CDvY1
Mailing Address: �{�7 (C�
17_Fox 72 ___k1 --- __- -, IVY 11--- -
CONTACT PERSON:
Name:
Mailing Add s: awe ovj - /\/ 117 Y`7 1
Phone#: 631-80yP- 3779(® Email:Wf ar?.ejyl7cIaiC �fc4"40-0D 1naJ.t
DESIGN PROFESSIONAL
-rINFORMATION:
Name: to h LLCM rl �v►'IGL�
Mailing Address: —Po &X 577 J�LmCy qtt 1v7 O `7
Phone#: -71)7 — �5-19 Email: Ga' yovngS (v3�aol scowl
CONTRACTOR INFORMATION:
Name:
Mailing Address:
Phone#: Email:
DESCRIPTION OF PROPOSED CONSTRUCTION
❑New Structure ®Addition /R]Alteration ❑Repair ❑Demolition Estimated Cost ofProject:
❑Other $ TBD
Will the lot be re-graded? ❑Yes [XNo Will excess fill be removed from premises? ❑Yes XNo
1
PROPERTY INFORMATION
_W a
Existing use of property: S"tq lQ Irncl C, Intended use of property: SIT It
Zone or use district in which premises is situated: Are there any covenants and restrictions with respect to
Q0 this property? ❑Yes PAo IF YES, PROVIDE A COPY.
ElClieclk Box After Itf ca'dm�1g:: The owner/contractor/design professional is responsible for all drainage and storm water issues as provided by
Chapter 236 of the Town Code. APPLICATION IS HEREBY MADE to the Building Department for the Issuance of a Building Permit pursuant to the Building Zone
Ordinance of the Town of Southold,Suffolk,County,New York and other applicable Laws,Ordinances or Regulations,for the construction of buildings,
additions,alterations or for removal or demolition as herein described.The applicant agrees to comply with all applicable laws,ordinances,building code,
housing code and regulations and to admit authorized inspectors on premises and In bullding(s)for necessary inspections.False statements made herein are
punishable as a Class A misdemeanor pursuant to Section 210.45 of the New York State Penal Law.
Application Submitted By(prin name): Authorized Agent ❑Owner
Signature of Applicant: CONNp D.AJH Z'S
Notary Public,State of New York
o.
STATE OF NEW YORK) Qualified f ed InBSuffolk County �/
SS: COmmisslon Expires April 14,2 CJ X O
COUNTY OF )
being duly sworn, deposes and says that(s)he is the applicant
(Name of individual signing contract) above named,
(S)he is the
(Contractor,Agent, Corporate Officer,etc.)
of said owner or owners,and is duly authorized to perform or have performed the said work and to make and file this
application;that all statements contained in this application are true to the best of his/her knowledge and belief; and
that the work will be performed in the manner set forth in the application file therewith.
Sworn before me this
1 day of M can. �► ) ,20 }�
Notary Public
I IJROF IL''"E�IIII'ITY QWNIIIIIIII ° �Illh°°' '° III f ull
(Where the applicant is not the owner)
residing at
Megan Carrick
-- do hereby authorize to apply on
my behalf to the Town of Southold Building Department for approval as described herein.
Own r gnature Date
Print Owner's Name
2
s
THIS PROJECT IS IN COMPLIANCE WITH 2O20 RESIDENTIAL CODE OF NEW YORK STATE.
556 SF ADDITION LIVING AREA
22'-3" 22'-3"
17'-0"
8'-1
4'-6" � 6'-0" � 4'-6" 17'-0" 1'-0" 7'-6" ''' '
ARCHITECT
2'-0"
A W
3 8 0l 3 8 0 o REVISIONS DESCRIPT ION
LINE OF STEP ABOVE
N
6 5 YJK
IL— —
— — — — — — — — — — — — � — — — — _I N LINE OF DECK ABOVE
21' 3" I I — — — — — 00,
I — — -r
FOR
N N I I HEARTH AB VE I J I
3 00 I NEW MASON Y FIREPLACE I 3 I I _ _ _ _ — — — — 11 I— _ — — -I- I T J L T
24" STONE EARTH I a,� DOUBLE JST — —
I BRICK PER �WNER � I I I 2"x8" ACID JST. I I
1 "Xt I 2"X10" 016" OC I I I FOUNDYP ION VENTS I ® 16" O.C. 1 1 I I I of
2 0 SONO TUBE ON
24"x24"x12" FOOTINGS CIO
14'-0" 6'-11"
i I I 1 I I MIN 36" BELOW GRADE
oIQ PROPOSED I ^ I PROPOSED 8" POURED CONCRETE FOUNDATION r. , I I (MUST BE VIRGIN SOIL)
w SUN OOM WOOD DECK I WALL WITH (2) #5 BARS TOP ON rt" r -1 r rt
alp AY CLG ® 11' AF I I DECKING AS
w o SELECTED 8"X16" POURED CONCRETE FOOTIN
zI� 3 o I Ld
l PER OWNER I I WITH (2) # 5 BARS CONTINUOUS L J
Fw I o I N L J L
X m a 00 'i 2 " x 10" COLLA JSTS ® 16" 0c J u I I 9 1 2 " TJI FLOOR JOISTS ® 16"O.C. D_ Of
wl N ''" R 49 INuj
SULATI N IN FLAT I '3' 0 W/3/4" PLYWOOD SUBFLOOR W/MIN. R-21 BATT. I SULATION I I 1
I�
= v ® 11' AFF Z . c m a o O
1 0l "' o I I M o 0 0 10'-0" I I I I Ia o c'< IY Ia = o
Ln i in � I 0
N 1 I N N —�" N 9'—O" I N � U U p O 'n
,d'-O" N I UI I I °° N I I o to N o O I� Io N
3 1/2" STANDARD STEEL PIPE COL MN I I Ix Z Ix Ix W W
o „ " I I_
I _I I _ LINE OF DECK ABOVE — ON A 24 X24"X12 DEEP N � N N Iz I?
o
\ of 12" SONO TUBE ON I POURED CONCRETE FOOTING. (TYP)
( W � � ` — — — — — — I 24'x24„x12" FOOTINGS
— I — ZI — — J MI 36 BELOW GRADE
O—sMOKE - LINE OF 3 of (IA ST BE VIRGIN SOIL) 4" POURED CONCRETE SLAB I I I I I I
/ DQTECTOR \ P —1T`-5" ROOF ABOVE I I I OVER 6 MIL. POLYETHLENE L J I L J L
L — I VAPOR BARRIER ON WELL
�� �-1� I I I I (3) s �" ML HDR YI — I COMPACTED POROUS FILL — —"
BBQ DEC o o \l--'� _ _ _ _ _ _ _ m 0 I � — � (3) 2x8 ACQ JST.
0j 1 m J I -I I o a U REMOVE E ISTING
I I I YI al I I I I I I I I FLUFH UNDER POSTS ABOVE
O (� 5'-O" ROOFED WOO 0 I p BILCO D00 a
REMOVE AND I I3 II µ — -I I w OVER PORCH m o - o 2 ENCLOSUREI I I I Ip I I O
0 ,o m I I x WATERPFO F AND I I I m
RELOCATE EXISTINGo _ 1 I a j
v I ° F p BACKFILL GAINST
BILCO DOORS I I I I I -+ — — — — — — I o — — — — — — — N 4� — — - N ui NEW BLOC I I I I i a '
01 LINE OF EXISTING u�sa co o� m N
II � I II II WALL AND DOOR TO I I I o� I p Z - - - - - - - I I ZI "--I- I I I II I I I _L Io 1.
BE REMOVED I I i�l I I I I NEW 36" X 36" 1 I I J
OVER I I -i I I I I (I , r r
— — — — o I I ACCESS OPENING TO I ( i
, (EXISTNC) LLI
yj
— — (Ewsn ) (EwsnNc) Ir-
( snNc) I NEW CRAWL SPACE
_-E�l
- -- (3) 11 7 8 LVL W/ (2� STEEL FLITCHPL TES
U SET FLUSH (CLIP TOP CORNER AT EXTERIOR WALL) PROPOSED
PANTRY EXISTING FOUNDATION
o BLOCK UP EXISTING CUT IN NEW BEAM Li
\ REMOVE EXISTING OPENING WALL TO REMAIN POCKET
BATH FIXTURES, CAP rn 18'-6" ,AI L GIRDERS SHALL BE SHIMMED ANCHOR AND BOND TO EXISTING = w
2 '-3" ALL LINES /
I r NEW FIN FLOOR PER I ADJUST NEW FOUNDATION WALL HEIGHT ACCORDINGLY AS REQUIRED IN BEAM POCKETS WITH #5 REBARS 012" O.C. VERTICAL z
OWNER WITH STEEL SHIMS TYP
EXISTING � � I � I � TO MATCH EXISTING FIRST FLOOR HEIGHT ( ) O
\ CONFIRM EXISTING SUBFLOOR TO NEW SUBFLOOR
KITCHEN J L
8W <
'-0" CEILING HEIGHT -,14._11„I- I / P F O U N D A T I O N P L A N 0
� ® � - J L I N / N 1 SCALE: 1/4" = 1'-0" O a LLJ
co EXISTING o �_
r `0 ` I �j DEN
I o 8'-0" CEILING HEIGHT
I _z J G L �� d 0 W
f X l l�<<F� I °� cn MON. Q
W
N 8702450" W Q
os's
XISTIN_q W
CLOSETco
1 I 2'-9"1 267.24'
LC W U
O EXISTING RIDGE
N _ _ - — cf) Z
DN I I UP , '.29.0'• O u l
f�1 p_
EXISTING (EMSnNG) (EASnNG) (ogSnNG) 0 —
a CHIMNEY /Y� W
O O
PROPOSED er� <
10/l10 WOOD DECK --
z
(n O
J I EXISTING
W o w WI CLOSET B :�:::::
a.�'w
PIPE
EXISTING 3�
7r-7„ 2�-0•
w LIVING ROOM — ••� • �� / 37,�55 63
:::DwFwNG 1745 - SQ.FT. or 0.86 ACRES
8'-0" CEILING HEIGHT ;•;gip
EXISTING
FOYER (°"�"G)
•:.•::•::::::::•::•:•:: I I PROPOSED
N:•::•............•.: 17'X25' W1000 DEdC
II
car U.P.
rp FLOOR PLAN ...
N� .: ...... :: :: I
2 SCALE. 1/4 = 1'-0"
••••• •••••• Charles M . Thomas
",'E
r • •••••-�==• a r c h i t e c t
n BER WALL •... ..................
C0 PO BOX 877 JAMESPORT, NY 11947 (631) 727-7993
::, ;: 3
GRAVEL DRNEWAY ••::•::•:• ::-:': ::::::::: :::•::.
N•.'.:':.':.'::.':.':.'::.:'.'::.':.'.:'.'::.':::. PROJECT
Ln
CONC' o
+ CONC.
to RAMP
'W N 87024'50" W �'
221.42' & PROPOSED PLANS
S S I T E P L A N DATE: 1/18/25
PROJECT No.
DESIGN CRITERIA 1 SCALE: 1" = 30'-0" DRAWING BY. MC
CHK BY.
SUBJECT TO DAMAGE FROM DWG No.
GROUND WIND SEISMIC WINTER ICE FLOOD LIVE DEAD ROOF UPLIFT LOAD WALL SHEATHING USE/ HEIGHT AIR TYPE OF 00� 00
SNOW SPEED DESIGN FROST DESIGN SHIELD HAZARDS LOAD LOAD SUCTION LOAD OCCUPANCY FREEZING CONSTRUCTION �-�
LOAD (MPH) CATEGORY LINE TEMP. UNDERLAYMENT CLASSIFICATION INDEX
WEATHERING DEPTH TERMINATE DECAY REQUIRED 1 OF 2
20 130 B SEVERE 36' MODERATE SLIGHT 11 Y E S FROM 1998 40 PSF 20 PSF PERIMETER EDGE ZONE = 6.72 PSF EDGE ZONE = 35.6 PSF RESIDENTIAL 34' ggg TYPE V
TO TO FIRM MAPS INTERIOR ZONE = 51.4 PSF INTERIOR ZONE = 2&9 PSF
HEAVY MODERATE
JL
THESE DRAWINGS AND ACCOMPANYING SPECIFICATIONS, AS INSTRUMENTS OF SERVICE, ARE THE EXCLUSIVE PROPERTY OF THE ARCHITECT AND THEIR USE AND PUBLICATION SHALL BE RESTRICTED TO THE ORIGINAL SITE FOR WHICH THEY WERE PREPARED. REUSE, REPRODUCTION OR PUBLICATION BY ANY METHOD, IN WHOLE OR IN PART, IS PROHIBITED EXCEPT BY WRITTEN PERMISSION FROM THE ARCHITECT. TITLE TO THESE PLANS SHALL REMAIN WITH THE ARCHITECT.VISUAL CONTACT WITH THEM SHALL CONSTITUTE PRIMA FACIE EVIDENCE OF ACCEPTANCE OF THESE RESTRICTIONS.
THIS PROJECT IS IN COMPLIANCE WITH 2O20 RESIDENTIAL CODE OF NEW YORK STATE.
dbl �^ �Ifa.ti
Q
ARCHITECT
REVISIONS DESCRIPT ION
FLUE MIN 2'-0" ABOVE NEW RIDGE
EXISTING ROOF CONSTRUCTION
TO REMAIN
EXISTING ROOF CONSTRUCTION
TO REMAIN
12 12
EXISTING ROOF CONSTRUCTION 9 9 ASPHALT ROOF SHINGLES
/—TO REMAN TO REMAIN
ASPHALT ROOF SHINGLES
TO REMAIN
BRICK CHIMNEY
PROPOSED FLAT ROOF
EXISTING FASCIA & FRIEZE
BOARD TO REMAIN
MATCH EXISTING SIDING T.O. FIRST FLOOR
T.O. SLIDERS
0
1
O
N
I �
io
LLLL
EXISTING SIDING
Lij
EXISTING SIDING
T.O. FIRST FLOOR
i
4 — —
i
E R E A R E w
L E V A T I O N
. . 0�1 �S CALE:�1/4-�= V-7O' L LI
I-- z z0
0 W Q �-
C)
_0 _. Lw
(I) -' W
o D
W z
FLUE MIN 2'-0" ABOVE NEW RIDGE Q cr ^
p -j y
11 7/8 ' LVL RIDGE Ld O U
m z D
T � � [-
-
ASPHALT 12 TYPICAL ROOF CONSTRUCTION = d- _
s 9 ASPHALT SHINGLE ROOFING 0
ASPHALT SHINGLE ROOFING
OVER 15# ROOF FELT ON 1/2" CDX PLYWOOD SHEATHING. OVER 15# ROOF FELT ON 1/2' CDX PLYWOOD SHEATHING.COM 2'X10' ROOF RAFTERS ® 16' O.C.
R 30 HD INSULATION IN COMPRESSED � �
2'X10" ROOF RAFTERS O.C. R 30 HD INSULATION IN COMPRESSED AREAS a-
PRESSED AREAS R 49 INSULATION IN FLAT Q
EXISTING ROOF LINES 2 ` X 10' COLLAR JSTS 0 16' OC
EXISTING SIDING PROPOSEDTYPICAL WALL CONSTRUCTION =0 SUNROOM
CEDAR PERFECTION SHINGLES T MK HOUSE WRAP 1/2' CDX 1 TRAY CLG ® 11' AFF
PLYWOOD SHEATHING ON 2"X6" WD. STUDS 0 16" O.C.
R-21 INSULATION of o
0
TYPICAL FLOOR CONSTRUCTION 00
L - J 9 1/2 " TJI FLOOR JOISTS 0 16-O.C.
W/3/4' PLYWOOD SUBFI_OOR W/MIN. R-21 GATT. INSULATION
2"x8" ACQ JST. DECKING AS SELECTED
O 16' O.C. PER OWNER
2"x6" ACQ SILL PLATE
,> 1/2" ANCHOR BOLTS 30" OC CRAWL SPACE Charles M. Thomas
8 POURED CONCRETE FOUNDATION TERMITE SHLD
" WALL WITH (2) #5 BARS TOP ON 4" POURED CONCRETE SLAB C PACTED (3) 2X10 ACQ GIRDER = ■
8 X16' POURED CONCRETE FOOTING POROUS FILL = o Z
WITH (2) # 5 BARS CONTINUOUS a r C h I t e C t
MIN 36" BELOW GRADE
3 1/2" STANDARD STEEL PIPE COLUMN 12"0 SONO TUBE ON
ON A 24"X24"x12"DEEP 24"x24"x12' FOOTINGS PO BOX 877 JAf�ESPORT, NY 11947 (516) 702-3519
POURED CONCRETE FOOTING. (TYP) - MIN 36" BELOW GRADE
(MUST BE VIRGIN SOIL)
22'-3"
PROJECT
E C R 0 S S S E C T I O N
E SIDE ELEVATI ON S
2 SCALE: 1/4" = 1'-0"
PROPOSED ELEVATIONS
DATE: 1/18/25
PROJECT No.
DRAWING BY. MC
CHK BY.
DWG No.
AO- 002 00
2OF2
THESE DRAWINGS AND ACCOMPANYING SPECIFICATIONS, AS INSTRUMENTS OF SERVICE, ARE THE EXCLUSIVE PROPERTY OF THE ARCHITECT AND THEIR USE AND PUBLICATION SHALL BE RESTRICTED TO THE ORIGINAL SITE FOR WHICH THEY WERE PREPARED. REUSE, REPRODUCTION OR PUBLICATION BY ANY METHOD, IN WHOLE DR IN PART, IS PROHIBITED EXCEPT BY WRITTEN PERMISSION FROM THE ARCHITECT. TITLE TO THESE PLANS SHALL REMAIN WITH THE A RCHITECT.VISUAL CONTACT WITH THEM SHALL CONSTITUTE PRIMA FACIE EVIDENCE OF ACCEPTANCE OF THESE RESTRICTIONS.
CORNER AND PARTITION POSTS TOP PLATE FRAMING TO ACCOMADATE TABLE R 301.7
RAFTERS AND CEILING ALLOWABLE DEFLECTION OF STRUCRURAL WE—MBERS
ROOF TRUSS STUCT
JOISTS OR APPROVED PIPING — R 6 0 2. 7.2 URAL MEMBER ALLOWABLE
DEFLECTION
s A;6 4 TOP PLATES RAFTERS W/GREATER L/180
TOP PLATE SECOND STORY TOP PLATE— SLOPES THAN j W/NO
SEE DRILLING AND WWFF MM TABLE 3.1 FINISHED CEILING TOP PLATES
NOTCHING PROVISIONS 16d NAIL AT 24 O.C. GYPSM BOARD INSTALE I IN ATTACHED TO RAFTERS
JOIST IS PERMITTED TO ACCORDANCE WITH STUD INTERIOR WALLS AND H/180
BE CUT OR NOTCHED PARTITIONS FLOOR JOIST— BETWEEN THESE LIMITS WALL STUD— BORED HOLE MAX FLOORS AND PLZT RED L/3so
SEE DRILLING AND SEE DRILLING AND DIAMETER 60% CEILINGS STUD
BOTTOM PLATE NOTCHING PROVISIONS NOTCHING PROVISIONS ALL OTHER STRUCTURAL L/240 BORED HOLE
WFCM SECTION 3.3.1.1.1 OF STUD DEPTH MEMEBERS DIAMETER 40%AX
1/3 SPAN 1/3 SPA WFCM SECTION 3.4.1.1.1 HOOD STRUCTURAL PANEL 5 EXT. WALLS W/ PLASTER OR H/3so OF STUD DEPTH TALLED IN ACCORDANCE /8 MIN. TO EDGE H
c � d NAIL AT 6" O.0 STUCCO FINISHE
(ALL PANEL EDGES) WITH WFCM TABLE 3.1 EXT. WALLS-WIND LOADS L 240 5/8" MIN. TO EDGE
FOR BLOCKING JOIST ENDS TO BE 8d NAIL AT 12" O.C. ON ALL WITH BRITTLE(b) FINISHES /
TOP PLATE BLOCKED AGAINST FRAMING MEMBERS NOT AT EXT. WALLS-WIND LOADS L 240 "
BAND JOIST ND BRIDGING ROTATION IN ACCORDANCE a PANEL EDGES NOTCH MUST NOT EXCEED WITH FLEXIBLE a FINISHES / NOTCH MUST NOT EXCEED 5/8 MIN. TO EDGE
OR BLOCKING SEE WFCM SECTION 3.3 WITH WFCM 3.3.1.3—END RESTRAINT ( ) CORNER DETAIL 40% OF STUD DEPTH NOTES: L= SPAN LENGTH, H = SPAN HEIGHT 25% OF STUD DEPTH
GYPSM BOARD INSTALLED IN a. The wind load shall be permitted to be taken as 0.7 times the
ALRING AND 3.3.1.4 BRIDGING d NAIL AT 6" O.C. ACCORDANCE WITH WFCM TABLE 3.1 BORED HOLES SHALL NOT component and cladding loads for hte purpose of the determining BORED HOLES SHALL NOT
(ALL PANEL EDGES) deflection limits herein.
BE LOCATED IN THE SAME b. For cantilever memebers, L shall be taken as twice the lenght BE LOCATED IN THE SAME IF HOLE IS BETWEEN 40% AND E
1 IN.x4 IN. RIBBON CROSS SECTION OF CUT OR of the cantilever. CROSS SECTION OF CUT OR OF STUD DEPTH THEN STUD MU
LAP JOIST 3 IN. MIN. CUT INTO STUD — 5/ MIN. TO EDGE c. For aluminum structural members or poneles used,in roofs or DOUBLE AND Nd MORE THAN U
BAND JOIST BOTTOM PLATE walls of sunroom additions or patio covers, not supporting edge of SUCCESSIVE STUDS ARE DOUBLE
OR BLOCKING FOR FIRE BLOCKING glass or sandwich panels, the total load deflection shall not AND SO BORED
WOOD STRUCTURAL PANEL exceed L/60. For sandwich panels used in roofs or walls of
JOIST o 16d NAIL AT 24" O.C. INSTALLED IN ACCORDANCE WFCM 2015 SBC HIGH WIND EDITION sunroom additions or patio covers, the total load deflection shall
SILL PLATE WITH WFCM TABLE 3.1 not exceed L/120 4;p
SECTION 3.4.3.1 .1 FIGURE TAM R 301•�•�•�•' WFCM 2015 SBC HIGH WIND
ORABASEMENT \\--SUBFLOOR c 8d NAIL AT 6" O.C. ON ALL 3.3B WALL BRACING ADJUSTMENT FACTORS BY ROOF EDITION
FOUNDATION MONOLITHIC EDGES ANDE^12'�0 CA AT PANEL
NOTCHING AND BORED HOLE LIMITATIONS COVERING DEAD LOAD SECTION 3.4.2.1 .1 FIGURE 3.3 A
SLAB—ON—GRADE FRAMING MEMBERS NOT AT ROOF/CEILING ROOF/CEILING NOTCHING AND BORED HOLE LIMITATION
. (b) INSIDE CORNER DETAIL PANEL EDGES FOR INTERIOR NONBEARING WALLS DEAD LOAD DEAD LOAD
PLATFORM FRAMING INTERMEDIATE BALLOON FRAMING EXTERIOR
WALL SUPPORTING 15 psf or less 25 psfFOR EXTERIOR WALLS AND BEARING WAL
BEARING WALL CORNER FRAMING NOTCHING AND BORED HOLE LIMITATIONS
FOR EXTERIOR BEARING AND INTERIOR ROOF ONLY 1.0 1.2
TYPICAL WALL FLOOR & ROOF FRAMING NON—BEARING ROOF PLUS ONE STORY 1.0
WALLS: R602 6 (1 ) 8c (2.� 2x4 CONTINUOUS
JOISTS FOR SI: 1 POUND PER SQUARE FOOT = 0.49 kN/M(2) LATERAL BRACE AT 6' O.C.
WIND—BORNE DEBRIS PROTECTION FASTENING SCHEDULE a. LINEAR INTERPOLATION SHALL BE PERMITTED
FOR WOOD STRUCTURAL PANELS
2-10d NAILS
FASTENER SPACING (inches) ROOF FRAMING — DOUBLE TOP PLATE i
FASTENER SPAN 4 FEET 6 FEET SEE STUD TO RAFTER TRUSS OR CEILING JOIST
< 4 FEET < PANEL SPAN < PANEL SPAN BLOCKING SECTION A-A ---= )
TYPE — c PLE TUD IOR STUD TO STUD DETAIL GABLE END TRUSS _
< 6 FEET < 8 FEET ENDWALLHFi T PICAL ,
— 1/2' SPACINGS ONNECTORS
NO. 8 WOOD SCREW Au0' A A R QUIRED
ANCHOR WITH 2" EMBEDMENT 16" 10" 8" HOLDDOWN E CH SIDE
LENGHT
INSTALLATION F1 O-8d
HEADER STUDS NAILS
DOUBLE WA STUDS 5d COOLER NAILS AT 10" O.C.
STUD (MIN.) ° A A
AT HARDWARE ° CORNER STUD
NO. 1O WOOD SCREW 16" 12" g" HOLDDOWN ° ° CONNECTED TO BLOCKING NOTE: 2"x4" BLOCK NAILED TO EACH
ANCHOR WITH 2" EMBEDMENT TRANSFER SHEAR TYPIC L UPLIFT CONNECTION IS REQUIRED BRACE WITH 4-10d NAILS
LENGHT (HDU) ° ° AT EACH END OF HEADER AND
° ° NOTE: SIMILAR CONN CTO S AT BOTTOM OF HEADER STUDS IN GYPSUM BOARD
° ° CONNECTION AT REQUI ED Co EC R ADDITION TO CONNECTORS AT
o vy
FOUNDATION. EA H SIDE R UIR WALL STUDS AND AT TOP AND 5d COOLER NAILS AT 7" O.C.
1/4" LAG SCREW BASED ANCHOR 2-1sd COMMON BOTTOM OF CRIPPLES
WITH 2" EMBEDMENT 16" 16" 16" SIDE WALL ° ° NAILS AT 6" D.C. FLOOR BRACING ATTYPICAL
20 GAUGE STRAP
LENGHT P END WALL
END BAYS -
FRAMING AND UPLIFT 10 8dNAILS
I a. THIS TABLE BASED ON 180 MPH WIND SPEEDS AND A 33 FOOT MEAN ROOF HEIGHT. I SUBFLDDR ( WFCM FIGURE 3. 6 ) CONNECTIONS
FOR OPENINGS
= 8d NAIL AT 4" O.C.
b. FASTENERS SHALL BE INSTALLED AT OPPOSING ENDS OF THE WOOD STRUCTURAL PANEL. ENDWALL STUDS
FASTENERS SHALL BE LOCATED NOT LESS THAN 1" FROM EDGE OF PANEL. FACE OF FOOTING CEILING BRACING GABLE ENDWA
BAND JOIST CD L
c. ANCHORS SHALL PENETRATE THROUGH THE EXTERIOR WALL COVERING WITH AN � � FCEN
EMBEDMENT LENGHT OF NOT LESS THAN 2" INTO THE BUILDING FRAME. N (WFCM FIGURE 11
FASTENERS SHALL BE LOCATED NOT LESS THAN 2 1/2" FROM THE EDGE OF CONCRETE BLOCK OR MASONRY. ASED
I WALL ON
d. PANELS ATTACHED TO MASONRY OR MASONRY/STUCCO SHALL BE ATTACHED USING
L ` C �� TOP PLATE
VIBRATION—RESISTANT ANCHORS HAVING AN ULTIMATE WITHDRAWAL CAPACITY OF NOT QLIJ
LESS THAN 1,500 POUNDS. °
H NO CEILING PROVIDE RAFTER TO RIDGE TENSION STRAP
° H/2 BUT NEED OT 2x BLOCKING RIDGE HANGERS IF
WOOD STRUCTURAL PANELS SHALL HAVE A MINIMUM THICKNESS OF 7/16 INCH (11.1 m) H BUT NEED NOT DIAPHRAGMATHING JOINT USE 8—
° o ° EXC ED 15 FT. AX. E CEED 40 FT. MA RAFTER TAILS ARE NOT
HOLDDOWN ° ° CORNER STUD REQUIRED 8d COMMON N1
OOD STRUCTURAL PANELS EACH END OF 1-1STRAPPED TO TOP20 GAUGE STRAP
ROOF RAFTER (HDU) ° ° o CONNECTED TO SLE FACE AND ON WALL BELOW PLATE OF WALL BELOW
o ° o TRANSFER SHEAR BASED ON SHEARWALL REQUIREMENTS
° ° FOUNDATION CLEARANCE20 GA. STRAP— DOUBLE FROM SLOPES GABLE END
WALL, BALLOON FRAMING
STUD MIN, o
_7� I4°� WIDE MIN. AT HADWRE PREFERRE
D METHOD
W/(8) 8d NAILS HOLD DOWN 8d NAIL AT 12" O.C. ON o RAFTER
EACH SIDEALL BRACKETS AT SHEAR WALL CORNERS NOT AT APANEL^EDGESS
WINDOW AND DOOR OPENINGS: GYPSUM BOARD o
(FLOOR TO FLOOR & FLOOR TO FOUNDATION; WFCM W
FLOOR TO FLOOR 16d NAIL AT RIDGE BEAM
N
CONNECTIO PFDS 24„ O.C. RIDGETABLE R301 . 5 NOTES TENSION STRAP DETAI
EXTERIOR WALL STRAPPING SCHEDULE SIDE WALL FOR SI: 1 POUND PER SF= 0.0479 kN/M(2), 1 POUND = 4.45N.
a. ELEVATED GARAGE FLOORS SHALL BE CAPABLE OF SUPPORTING
AREA 8d NAIL AT 6" A 2,00 POUND LOAD APPLIED OVER A 20 SQUARE INCH AREA.
HOLDDOWN USED / LENGTH NUMBER OF CAPACITY OF HOLDDO S NOTES O.C. (ALL PANEL b. APPPLIED TO ATTIC SPACES MEETING THE REQUIREMENTS IN
NAILS EDGES) SECITRON R802.4.1 FOR CONVENTIONAL CEILING JOISTS AND T AB L E R301 . 5
RIDGE SIMPSON CS-20-40 INCHES MIN. 6-8d PER RAPIER 602 LB RAFTER TO RAPIER DOD STRUCTURAL PANEL SECTION R802.10.7 FOR TRUSSES. ATTICS WITHOUT STORAGE ARE
m p s o n Strong— Tie RAPIER TO STUD SIMPSON H-7 ANCHOR 4-8d TO RAFTER 602 LB PER EVERY RAF INSTALLED I THOSE WHERE THE MAXIMUM CLEAR HEIGHT BETWEEN JOINST AND
TER N ACCORDANCE WITH RAFTER IS LESS THAN 42 INCHES, OR WHERE THERE ARE NOT TWO
5— Chimney Framing B-8d TO STUD CONNECTION NAILING SCHEDULE (TABLE 3.1, OR MORE ADJACENT TRUSSES WITH THE SAME WEB CONFIGURATION
1 2-Bd TO PLATES W,,FM HIGH WIND EDITION CONTAINING A RECTANGLE 42 INCHES HIGH BY 2 MINIMUM UNIFORMLY DISTRIBUTED LOADS (PSI )FLOOR TO FLOOR SIMPSON CS-20-40 INCHES MIN. 40-8d 1005 LB PER EVERY STUD ) FEET WIDE, OR GREATERE, LOCATED WITHIN THE PLANE OF THE
3 CONNECTION A OUTSIDE CORNER DETAIL TRUSS. FOR ATTICS WITHOUT STORAGE, THIS LIVE LOAD NEED NOT
ROOF RAFTER RIDGE DETAIL STUD TO SILL PLATE SIMPSON H-8
5-13d TO STUD 745 LB EVERY STUD BE ASSUMED TO ACT CONCURRENTLY WITH ANY OTHER LIVE LOAD U S� LIVE LOAD
4-8d TO PLATE REQUIREMENTS.
GYPSUM BOARD c. INDIVIDUAL STAIR TREADS SHALL BE DESIGNED FOR THE
CALF: N.T.S. * NOTES: SIMPSON STRONG TIE HDU 8d NAIL AT UNIFROMLY DISTRIBUTED LIVE LOAD OR A 300 POUND
ALL STRAPPING INDICATED MEETS OR EXCEEDS THE REQUIREMENTS IN THE SBCCI (STANDARD FOR HURRICANE RESISTANT RESIDENTIAL SIZE PER MOST RECENT ATALDG 6" O.C. (ALL CONCENTRATED LOAD ACTING OVER AN AREA OF 4 SQUARE EXTERIOR BALCONIES
CONSTRUCTION, SSTD 10-99) TABLE 305 F1 FOR EAVE CONNECTIONS, TABLE 305 F2 FOR UPLIFT LOADS AT GABLE END WALLS AND ST WALL PANEL INCHES, WHICHEVER PRODUCES THE GREATER STRESSES. 40
TABLE 3.2 FOR FOUNDATION CONNECTIONS. NAILING OVER STRUCTURAL WOOD PANEL SHEATHING IS ACCEPTABLE AS LONG AS MIN. o EDGES d. A SINGLE CONCENTRATED LOAD APPLIED IN ANY DIRECTION AT
NAIL PENETRATION INTO FRAMING IS ACHIEVED. ) ANY POINT ALONG THE TOP DECKS 40
e. SEE SECTION R502.2. FOR DECKS ATTACHED TO EXTERIOR
III INSTALL THROUGH FIRST FLOOR SHOE. WOOD STRUCTURAL WALLS.
®I PANEL INSTALLED IN f.HANDRAIL)
- FILL COMPONENTS (ALL THOSE EXCEPT THE PASSENGER VEHICLE GARAGES 50
® ACCORDANCE WITH ) , BALUSTERS AND PANEL FILLER SHALL BE DESIGNED
l
NAILING SCHEDULE TO WITHSTAND A HORIZONTALLY APPLIED NORMAL LOAD OF 50 ATTIC WITHOUT STORAGE
16d NAIL AT POUND ON AN AREA EQUAL TO 1 SQUARE FOOT. THIS LOAD NEED 10
® (TABLE 3.1, WCFM 2015 24" O.C. NOT BE ASSUMED TO ACT CONCURRENTLY WITH ANY OTHER LIVE® HIGH WIND EDITION) 3 LOAD REQUIREMENT. ATTICS WITH STORAGE 20
® o 1APPLIES TO ATTICE SPACES NOT MEETING THE REQUIREMENTS 20
OTHER THAN SLEEPING ROOMS
8d NAIL AT 6" O.C. ON w FOR STORAGE PER FOOTNOTE b. SEE SECTION R802.4.2 FOR 40
ALL FRAMING MEMBERS CONVENTIONAL CEILING JOISTS AND SECTION R802.10.6 FOR
AT PANEL EDGES AND TRUSSES. FOR ATTICS WITH LIMITED STORAGE AND CONSTRUCTED
(8) INSIDE CORNER DETAIL WITH TRUSSES, THIS LIVE LOAD NEED ONLY BE APPLIED TO THOSE SLEEPING ROOMS
12" O.C. ON ALL PORTIONS OF THE BOTTOM CHORD OF NOT LESS TAHN TWO 30
FRAMING MEMBERS NOT ADJACENT TRUSSES WITH THE SAME WEB CONFIGURATION STAIRS
AT PANEL EDGES CONTAINING A RECTANGLE 42 INCHES (1067mm) HIGH OR GREATER 40
BY 2 FEET (610 mm) WIDE OR GREATER, LOCATED WITHIN THE
CORNER BRACING DE PLANE OF THE TRUSS. THE RECTANGLE SHALL FIT BETWEEN THE GUARDRAILS AND HANDRAILS 200
TAIL 2 TOP OF THE BOTTOM CHORD AND BOTTOM OF ANY OTHER TRUSS
P' MEMBER, PROVIDED THAT EACH OF THE FOLLOWING CRITERIA IS
EXTERIOR CORNER FRAMING MET:
3 SCALE: N.T.S. 1. THE ATTIC AREA IS ACCESSIBLE BY A PULL - DOWN STAIRWAY
Simpson St r o n g— Tie OR FRAMED OPENING IN ACCORDANCE WITH sECTION 807.1:AND
2. THE TRUSS SHALL HAVE A BOTTOM CHORD PITCH LESS THAN
HDU 2:12.
h ATTIC SPACES SERVED BY A FIXED STAIR SHALL BE DESIGNED
TO SUPPORT THE MINIMUM LIVE LOAD SPECIFIED FOR SLEEPING
ROOM S.
(TABLE 3.2A WFCM 2018 HIGH WIND EDITION) The design of this structure is based upon prescriptive approach using the ... "
(TABLE 3. 1 WFCM 2018 HIGH WIND E D I TI 0 N ) SILL OR BOTTOM PLATE TO FOUNDATION ANCHOR BOLT Wood Frame Construction Manual (WFCM) 2018 130 MPH COPYRIGHT 2015 SBC ,%-�•d' � C ti
P IF published by The American Forest and Paper Association. Non- Structural elements G E N E R A L N 0 T E S: ;° .rps f
NAILING SCHEDULE N are based upon the 2020 NEW YORK STATE RESIDENTIAL CODE. /" c
MAX. ANCHOR BOLT SPACING (INCHES)
ANCHOR BOLT CONNECTION FOUNDATION NOTES 1,2,3,4 1. All works shall be performed in accordance with all state, 6 ,',' . c- �.•
RESISTING SUPPORTING For the Climatic and Geographical Design Criteria, see Table R301.2(1) on municipal, local zoning and building codes and ordinances ` �" ``� `'' 1,
JOINT DESCRIPTION NUMBER OF NAILS NAIL SPACING sheet no. 1 ` �.%
1/2" ANCHOR BOLTS 3t having jurisdiction and best standards of construction Ka�'st +'ti �'
COMMON NAILS 1 - FLOOR All non engineered lumber to be Douglas Fir 2 or better g
9 9 # practice.
LATERAL AND SHEAR LOADS 2 - FLOORS 5/8" ANCHOR BOLTS 48 Wind Limitations-Section R301.2.1 p
/ 1. PRESCRIPTIVE LIMITS ARE BASED ON ASSUMPTIONS IN TABLE 3.28 The American Institute of Architects Conditions Shall apply
RAFTER TO TOP PLATE TOE-NAILED 4-8d PER RAFTER STUD
4-8d PER JOIST 2. WHEN ANCHOR BOLTS ARE USED TO RESIST UPLIFT, LATERAL, AND SHEAR LOADS, THE MAXIMUM ANCHOR BOLT SPACING SHALL NOT EXCEED THE
Design Criteria-Section R301.2.1.1. (See Table R301.2.(4)A for Wind-Born Debris to all work performed on this project. • " ""-=`' c�/
CEILING JOIST TO TOP PLATE TOE-NAILED LESSER OF THE TABULATED VALUES FOR UPLIFT LOADS (TABLE 3.2C) OR LATERAL AND SHEAR LOADS (TABLE 3.28). Protection Fastening Schedule For Wood Structural Panels) 2. The Contractor shall verify all conditions at the site. Any ,-�_
3. FOR THREE SECOND GUST WIND SPEEDS GREATER THAN 130 MPH. discrepancies must be brought to the attention of the Architect
CEILING JOIST TO PARALLEL RAFTER FACE-NAILED 9-16d EACH LAP 4. IN NO CASE SHALL ANCHOR BOLT SPACINGS EXCEED 6 FEET ON CENTER. Live Load-Section R301.5 prior to commencement of construction. The Contractor shall be
Light and Ventilation-Section R303 responsible for corrections not reported once he has started work
CEILING JOIST OVER PARTITIONS FACE-NAILED 9-16d EACH LAP Minimum Room Area-Section R304 except for hidden job conditions. Z
6-8d PER TIE Ceiling Height-Section R305 3. Contractor shall guarantee to the Owner that all materials and p
COLLAR TIE TO RAFTER FACE-NAILED Sanitation-Section R306 equipment incorporated in the work will be new, and that all work -
BLOCKING TO RAFTER TOE-NAILED 2-8d EACH END Toilet Bath and Shower Space-Section R307 will be of good quality, free from faults and defects for a period
Glazing-Section R308 of one year form the date of the final Certificate of Occupancy. F-
TRIM BOARD TO RAFTER END-NAILED 2-16d EACH END Garages and Carports-Section R309 4. The Architect shall not be responsible for the construction means, a-
WALL
Escape and Rescue Opening-Section R310 method, techniques, sequences or procedures, or for the safety -
WALL FRAMING Means of egress-Section R311 precautions and programs in connection with the work, and he
2-16d SEE NOTE 1 PER FOOT Landing-Section R311.3 shall not be responsible for the contractors failure to carry out v
TOP PLATE TO TOP PLATE FACE-NAILED ( ) Ramps-Section R311.6 the work in accordance with the construction documents. The
4-16d JOINTS EACH SIDE Stairway-Section R311.7 Architect shall not be responsible for the acts or omission by N
TOP PLATE AT INTERSECTION FACE-NAILED - Handrail-Section R311.7.8 the contractor No changes shall be made in the documents w
STUD TO STUD FACE-NAILED 2-16d 24' O.C. Guards-Section R312 and/or the building as designed without the expressed written o
Smoke Alarms-Section R314 consent of the Architect.
HEADER TO HEADER FACE-NAILED 16d 16" O.C. ALONG EDGES Carbon Monoxide Alarms - R315 5. The contractor and all subcontractors shall maintain continuous
Foam plastic-Section R316 Insurance coverage statutory policies (Worker
TOP OR BOTTOM PLATE TO STUD (END-NAILED) 2-16d PER 2X4 STUD Flame Spread and Smoke-Section R315 Compensation, etc.) and general liability in an mount not cn cfl
3-16d PER 2X6 STUD Insulation-Section R316 less than S 5 million and automobile liability and damage Z - N N
4-16d PER 2X8 STUD Dwelling Unit Separation-Section R317 coverage not less than S 2 million. The Architect shall be Fn
Moisture Vapor Retarders-Section R318 N \
2-16d SEE NOTE 1,2 PER FOOT Protection Against Decay-Section Section R317 named insured on any and all policies. > > c�
FACE-NAILED ( ) g 6. Provide 0.025" of a meatal shield, other than aluminium, over fibrous (o rn
Protection Against Termites-Section R318
FLOOR FRAMING Site Address-Section R319 insulation at all perimeter sills.
Accessibility-Section R320 7. All wood in contact with concrete or masonry to be Wolmanized
JOIST TO SILL, TOP PLATE TO GIRDER TOE-NAILED 4-8d PER JOIST Elevators and Platform lifts -Section R323 or pressure creosoted.
2-8d Flood Resistant Construction-Section R324 8. A single station smoke detector alarm device shall be installed
BRIDGING TO JOIST TOE-NAILED EACH END in each bedroom, on all floors and shall be all interconnected per code.
BLOCKING TO SILL OR TOP PLATE TOE-NAILED 3-16d EACH BLOCK Foundation-Chapter 4 9. All bathroom without operable windows to be mechanically ventilated
Design based upon presumptive load bearing values of sandy gravel and or gravel as per New York State Code.
LEDGER STRIP TO BEAM FACE-NAILED 3-16d EACH JOIST at 3000 pounds 10. Heating to be designed to provide 70 degrees F. with outdoor
3-8d PER JOIST per square foot. Contractor to consult Arcitect if different soil materials are designed air-temperature of 0 degrees F. and 15 MPH wind.
JOIST ON LEDGER TO BEAM TOE-NAILED found upon excavation, 11. All electrical work to be in accordance to the rules and 0
3-16d PER JOIST or test hole, for alternative footing and foundation wall design. regulation of N.Y.B.F.U. and a N.Y.B.F.U. certificate is
BAND JOIST TOJOIST END-NAILED to be presented to the Owner at the completion of the job. wUJ N
BAND JOIST TO SILL OR TOP PLATE TOE-NAILED 2-16d PER FOOT Foundation Notes: 12. Plumbing Installation to comply with State and Local codes 0
5/8" Ancor Bolts (SSTB-28) See chart on this sheet for spacing and the sewage disposal system to meet Health Department standards.
BLOCKING TO FLOOR JOIST TOE-NAILED 2-8d EACH END 8" poured concrete foundation wall, 8'-0" high, 3000 # test 13. Do not scale drawings. Use figure dimensions only. ^'
Minimum depth-Section 403.1.4. 48' minimum coverage to to of footing 14. All work to conform to the rules and regulations of the New York ` V
ROOF SHEATHING p g p g Energy Conversation Construction Code. All glazed area to be double
16"x8" poured concrete wall footings, 3000# test glazed and all exterior door to have insulated cores. Z
STRUCTURAL PANELS RAFTERS OR TRUSSES SPACED UP TO 16" OC 8d 6" EDGE / 6" FIELD 2-1 3/4"01 7/8" Microlam Girder (or 3 1/2"x11 7/8" Power Beam) 15. The insulation protection as indicated on these plans exceeds W
" EDGE 6" FIELD 4" poured concrete floor slab with 6x6x#10 mesh and vapor barrier the Codes minimum standards.
GABLE ENDWALL RAKE OR RAKE TRUSS W 0 GABLE OVERHANG 8d 6 / Damp proofing at exterior foundation below grade-Section R406 16. These drawings and specification are instruments of service and
GABLE ENDWALL RAKE OR RAKE TRUSS W STRUCTURAL OUTLOOKERS 8d 6" EDGE / 6" FIELD 30"x30"x12" deep poured concrete column footings, 3000# test shall remain the property of the Architect whether the project for Q 0
" EDGE 4" FIELD CONCRETE TO HAVE 5 TO 7% AIR-ENTRAINMENT which they made is executed or not. They may not be used
GABLE ENDWALL RAKE OR RAKE TRUSS W 8d 4
LOOKOUT BLOCKS / Deck and porch flootings as noted, 3000# test, 48" minimum buried depth on any other project except by written authorization of the Architect. r 1
CEILING SHEATING 17. Architect has not been retained for site supervision, on-site Q V
. . Foundation wall to extend a minimum 8" above finished grade inspection and certifications as required or requested by the Owner,
GYPSUM WALLBOARD 5d COOLERS 7" EDGE / 10" FIELD All footing to be carried down to undisturbed soil contractor or local building department. O J
No footing shall be set higher than a 30 degree angle from any other footing
WALL SHEATHING Pour no concrete on frozen ground or in freezing water.
8d 6" EDGE 12" FIELD Provide 3 1/2' steel lally columns. �l
STRUCTURAL PANELS STUDS SPACED UP TO 16" OC / Backfill shall not be placed against the wall until the wall has sufficient UPLIFT - CONTINUOUS PATH CONNECTORS
strength and has been anchored to the floor above, or has been sufficiently F-
braced to prevent damage by the backfiil (Section R404.1.7.) USE SIMPSON STRONG-TIE CONNECTORS
Floors - WFCM Prescriptive Method. FOLLOW PRODUCT SELECTION GUIDE AND
Floor framing shall be nailed in accordance with Table 2 WFCM HIGH WIND EDITION. INSTALLATION MANUAL FOR HIGH WIND RESISTANT Q
Draftstopping - Section R502.12 CONSTRUCTION CATALOG C-HW02 W
GYPSUM WALLBOARD 5d COOLERS 7" EDGE / 10" FIELD Fireblocking - Section R502.13. Z Q
ANCHOR BOLTS IN FOUNDATION USE:
Floor Construction: SSTB28 WITH BEARING PLATE, SEE FOUNDATION Simpson Strong-Tie Q W 3/4" plywood subfloor, fasten per Table 3.1 WFCM. NOTES FOR SPACING V 1U210 2X6
Floor joists: see Foundation and Floor Plans, spacing as noted. Q
Fasten per Table 3.1 WFCM. SILL PLATE TO RIM JOIST USE: AT EACH RAFTER W
2-2x6 ACQ sill with termite shield and sill seal. LTP4 16" O.C. AT EXTERIOR PERIMETER Q n/
Finish floors per agreement. AND GARAGE/HOUSE COMMON WALL 4-10d x 1 1/2"
Wall construction - WFCM Prescriptive Method. USE (4)-8d NAILS AT EACH END
r:
FLOOR SHEATHING Wallfroming and finishing shall be nailed and or screwed in accordance with GARAGE STUD GARAGE SILL PLATE USE: NOTE:
WFCM, Table 2 and Section 4 SSP CONNECTOR AT 16 O.C.
1x6 fascia, wrap USE (4)-8d NAILS AT EACH END ATTACH LEDGER TO FRAMING
STRUCTURAL PANELS Overhangs as noted.
8d 6" EDGE 12" FIELD Vinyl vented soffits. RIM JOIST TO STUD CONNECTION USE: MEMBER WITH 2-1/2" X 5" LAG
1' R Alluminum gutters and leaders. Siding: see Elevations.10d 6" EDGE / 6" FIELD Tyvek housewrap 1/2 USE ( )4 -8d NAILS AT EACH END. MTS 36, 16„ O.C. BOLTS AT 16" ON CENTER
GREATER THAN 1" plywood sheating, see fastening schedule, Table 3.1, 3.9 WFCM.
2x4x Studs ® 16' o.c. with 2x4 shoe and double 2x4 plate FLOOR TO FLOOR CONNECTION USE:
1/2" Gypsum wall board MSTA 36, 16 O.C.
USE (4)-8d NAILS AT EACH END
5/8"Type X GWB in garage. (2) layers J" GWB at fire partition N
/ RAFTER TO STUD CONNECTION USE: Simpson Strong-Tie
1 2" MR GWB in wet areas
At least one window in each sleeping room shall comply with the exit reqirements MTS 36, EACH ROOF RAFTER U210 2X6 N
f-
of section R310. USE 8 16d NAILS AT EACH END F-
Note drilling and notching limitations in figure R602.6(1) for bearing walls and RAFTER TO RIDGE TO RAFTER CONNECTION USE: AT EACH CEILING JOIST Q_
LLI
SIMPSON STRONG - TIE figure R 602.6(2) for non - bearing walls. H7 EACH ROOF RAFTER 4-1 Od x 1 1/2" U (n
Follow exterior corner framing detail figure R602.10.5
1 1/4" COIL STRAP - DECK POST TO CONCRETE CONNECTION USE:
Roof assemblies - WFCM Prescriptive Method (WFCM table 2) Asphalt strip shingles PBS44A FOR EACH POST
16" O.C. USE 4-8D shall have minimum of six (6) fasteners per shingle (section R905.2.5) z
NAILS AT EACH STUD Underlayment application (Section R905.2.7.)nailing see table 3.8 DECK POST TO GIRDER CONNECTION USE:
SIMPSON For roof slopes of two (2) units vertical in twelve (12) units horizontal (17- PC44 FOR EACH POST Of �
MIN OVERLAP IS 12" SIMPSON H-8 USE W/ONLY �" ANCHOR BOLT (14") percent slope), 0
5- 8D TO STUD ONE SILL GIRDER TO DECK JOIST CONNECTION USE: Simpson Strong-Tie
4- 8D TO PLATE PLATE IN BP-3 PLATE up to four (4) units vertical twelve (12) units horizontal (33 -percent slope ), MTS12 ® EACH JOIST
7" MINIMUM EMBEDMENT underlayment ••, U210 2X6
(EVERY STUD) STUD TO S (SEE ANCHOR SCHEDULE, shall be two (2) lyers applied in the following manner. Apply A 19-inch (483)strip PORCH POST TO DECK USE:
ATTACH T ON DWGS A-3.1 AND A-3.2) of PS720 (ALIGN WITH JOIST BELOW) �• AT EACH DECK/PORCH JOIST
[,..t It- underlayment felt layers with and starting at the eaves , fastened sufficiently to ,1
SIMPSON hold in place. PORCH POST TO GIRDER USE: PS720 CD 4
0J C'
Starting at the eave , apply 36- inch wide (914 mm( sheets of underlayment, PORCH ROOF RAFTER TO GIRDER USE:
9/8" HDU overlapping H2.5A AT EACH ROOF RAFTER " o
CZ(14) SDS Y X 3 WOOD SCREWS o successive sheets 19 inches (483mm), and fstened sufficiently to hold in place. 4-10d x 1 1/2 '
7" MIN EMBEDMENT o o For roof slopes of four (4) units vertical in (12) units. TYPICAL PORCH DECK LEDGER N
(SEE FOUNDATION PLANS A-3.1 AND
° '• e s A-3.2 FOR LOCATION) Ice Protection (Section R905.1.2) CONNECTIONS
^
s•4s.> ', -- V'D ,e �' (MINIMUM DOUBLE STUD) - Underlayment in High wind (Section R905.1.1) O v
SIMSON STRONG TIE Flashing (Section R905.2.8)
STU Y2 BEARING PLATE
D°�' �• .° ,• '° � Chimney and firespaces - Chapter 10 ^
" A' '°,° •°°•b' D •' 'I , 1 1/4» COIL STRAP - 16� O.C. Energy Efficiency - Chapter 11, see attached report DOUBLE 2X MIN.
s
�,°• > ° " ' Mechanical - Chapter 12
c°.° ••�•n D ° ;o ,a�, °�,•p ,e " USE 4-8D NAILS ® EACH STUD, General MechanicaP System - Chapter 13 FOR HEADER OR
Heaitng and cooling equipment - Chapter 14 BEAM
^ _ °• ,r Exhaust Sustem - Chapter 15 ■ Z
>'�. D ,ec^r a J^• a Q,°• ai, e•;,-.1
a Duct System - Chapter 16 •
e`?1 ' � . °. DOUBLE TOP PLATE MTS30 ROOF RAFTERS Combustion Air - Chapter 17 Simpson Strong-Tie
c o Chimneys and Vents - Chapter 18
°• a °• ' a °•'' 'a Plumbing - Part VII AT EACH POST o
° SEE PLAN SSP
' D s Flood Zone - 301.2.4 _ �'
f 1 3/4 IMU ^ °. .4 a u,
EDGE DISTANCE •as y' D HEADER
FLOOR TO FLOOR
LSTA21 Simpson Strong-Tie U
KING STUDS CS20 1'X" COILED X" THREADED ROD
CONNECTION
STRAP. MIN 12" REQUIRED FOR STU 1/2 co
SIMPSON STRONG - TIE JACK STUDS
OVERLAP AT EACH CZ L
„ 2 SIMPSON STRONG-TIE STUD " CDco
1 1 /4 COIL STRAP -
H2A MINIMUM CNW NUT COUPLER o
16" O.C. USE 4-8D AT EACH ROOF SIDECOVER
°
NAILS AT EACH STUD RAFTER USE 8-16D
' MIN EDGE
MIN OVERLAP IS 12" NAILS AT EACH END, JACK 0 SILL o ®� :is DISTANCE*
12" MIN OVERLAP PER RT2.5 - •.,. :
COMPONENT • ' °
�y '.• r; •�'. MIN EDGE SHEET NO.
bI STUD TO ROOF RAFTER STHD8 �::: •.�: •
FLOOR TO FLOOR Simpson Strong-Tie DISTANCE*
WRAP UNDER SILL PLATE CONNECTION TYPICAL STRAPPING FOR AB *NOTE: SEE MANUFACTURERS
MIN. OVERLAP IS 12» FRAMED OPENING EXTERIOR WALL CONNECTIONS'N N E C T 0 N S: AT EACH POST FOOTING MINIMUM DISTANCE CHART FOR
INSTALLATION
SILL PLATE TO RI
M JOIST AND CANTILEVER CONDITION
RIM JOIST TO STUD CONNECTION WALL TO FOUNDATION CONNECTION PORCH COLUMN CONNECTIONS