HomeMy WebLinkAbout06060067 Revision Info
REVISION / PLAN AMENDMENT
For New Single Family or "Other" Residential type permit projects
City of Carmel; Department of Community Services
Permit has been issued:
x
Yes
No.
If yes, PERMIT #:
v GCfo CCf.o 7
\
FAX:
. BUILDER of
RECORD:
NAME:
{J- 2 e~
STREET ADDRESS: q d-D d-
tJ
ZIP:
BUlLDER'S EMAIL ADDRESS:
LOCATION
8r. PROJECT
INFO:
LOT #:
SUBDMSION NAME:
. BEST METHOD OF CONTACT:
di:-h e . L:G1YJ
Qrk-toW(\ V\fo
JLj J--:J.7 La-u-({1 VlSfLL 7:fG
SECTION:
ADDRESS OF CONSTRUCTION:
NEW SQUARE FOOTAGE OR Il() D
AREA AFFECTED BY REVISION: 0-.
NEW ESTIMATED COST
OF CONSTRUCTION:
~/CCO
NEW FOUNDATION TYPE: 0 SLAB 0 CRAWL SPACE
o POST & BEAM 0 BASEMENT (Walkout_Y _N)
IF PLANS FOR REVISION/AMENDMENT ARE PARTOFTHEMASTER PERMIT PROGRAM; NAME.OFNODEL AND REFERENCE #/IDOF
PLAN SPECIFICATIONS FORTHIS WORK: _",,--::::-\
~ n ~ \ ~\
I
BASEMENT
(Finished and
Vnfinished
1" Floor
2n Floor
Total Sq. Ft.
of Garages
TOTAL
DESCRIPTION OF REVISION:
NEW DESIGNATlONOF AREA OF WORK SOUARE FOOTAGE:
r:1tD
:200
For Single Family and TWQ Family dwellings, additions, remodels, and/or accessory structures, this pennit is valid only if construction cOIDlnences .
within 180 days of the date of issuance of the building permit, and must be completed (Certificate of Occupancy issued) within 18 months of the
issuance date. Class I structure permits are subject to the General Administrative Rule$ of the State of Indiana (See 675 lAC 12) regarding expiration
_ time frames for beginning and completing construction. _
I. the undersined. agree that any construction, reconstruction, enlargement, relocation, or alteration of a str'uC:ture, or any change in the use of land or
snucrnres requested by this application will comply with, and conform to, -all applicable laws of the State of Indiana, and the "Zoning Ordinance of Carmel
Indiana -1993'" (Z~289) and amendments, adopted under authority of LC. 36~7 et seq, General Assembly of the State of Indiana, and all Acts amendatory
thereto. I also cettify that only kitchen, bath, and floor drains are connected to the sanitary sewer. I further cetti.fy, under the penalties of Perjury (Indiana -
Code 35~44~ 2~1) chat all of the information-} have provided in this Application and other documentation is true and accurate to the best of my
knowledge and belief, and that I have not knowingly or intentionally provided or omitted any information that would tend to hide, obscure,;,or
otherwise mislead ~e Dept. of Community Services regarding the truth of the matters addressed. I also agree that the construction will not pc used
or occupied until~ Cer . _ ate of Occupancy has been issued by the Department of Communi Services, Carmel, Indiana. I _
I ~ I;-{jfl
Date I
I
OFFICE USEONLY:************************************************************************
NtJr-/L_ .1
NEW INSPECTIONS REQUIRED: . PLAN AMENDMENT/REVISION FEE: __ d .-
Upper Footing Lower Footing underijli~EASE9..6pa&9.N~R~~~rlO.t)I. GE' I
Subject to comp'1fa'rfce wITh"'lrll regul!i\t'bhlr .
Final Site. of SttrlEWra.!SBElIT1Ul1lNSSREQUIRED: ~ U ~
DEPT OF ~~~~~?~~rf'l"'5 e5 already remain on the existing permit are required.)
CITY OF CAfji '{; T SIj P
~
Print
Rough In
Meter Base
INO
I
I
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r
Reviewed/ pi ed: Dept. of Community Services
S:Permlts/For "Amend Residential
(Date)
Fee ReceIved by:
\~J IJUVVt: lilt: YIVIJIIIJ WIJlt:l, UIIU IJlJlJlllVIIIJI l,,;VII:;iUUl,,;lIVII
techniques should be incorporoted to alleviate future problems.
Community Restrictions:
Side Yard = 6' (BH)
Rear Yard = 20'
Zoning = ROSa III
Note: Sanitary Sewer
Top of Casting Information
Upstream Manhole. TC= 823.50 Per Plan
Downstream Manhole, TC=822.00 Per As-8uilt
LOT # 1
VB # 06.0054516
Detail of typical Ground
Water flow pottern for
individual lots.
Finished Floor Elevation Information
Pad Grade = 827.23 per plan
Pad Grade + 0.33' = Garage FFE (827.58)
Garage FFE + 1.04' = Residential FFE (828.6 )
Residential FFE - 10.d = Bosement FFE (818.6
Note: The contractor is to maintain
a minimum distance of ten feet (10')
between the sanitary sewer and
water line laterals.
o
~
=~=
z
;>
o
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'-
.l,~ '\ SIP?t
Note: The garage finished floor elevation
is 5.6' above the curb at the drive, per
plan.
'1-:1 s; Op
TYPICAL SWALE SEC1l0N
o
Assumed North
Ground Cover Calculations:
Drive = 1.317SFf
Public Walk = 318 SFf
Private Walk = 6 SF f
Rear Yard = 5,765 SFf
Sod = 521 SYf, from rear of home.
Note: Sump pump(s) to be
placed by builder as needed.
~
-M-
-~-
-----
Note: Builder to ensure
positive drainage away
from structure(s).
o 10 20 30
~
SCALE " = 30'
SlR # 100
TC:622.00
PER AS-6Ull T
~ 30.0'
S B-~
r-
):>
C ~~ I
;::0 I
):> " "
~f!l I
< 0 I
I
t/) I
-I
):> I ~.
I ~
CJ I
;::0 I
< I
fTl I
\
M.L
174.95'
~
8
71.4'
.~
~~~ .j;l 67.4'
'8
o!lO~ ,..;
~"ln ~
~
~ !l!
" ~
"
. <jl
37.29' ~ 39.71'
~--______8___________, I
-------- -----~
15.1, ,TCa626 60
\ 10 D.&U.E. 627.6 172.48 PER puiN
\ TC:624.26 5 D.&U. .
~~---------------
\
C/J I
: 623.9 \ M.E.
0;,
THREE CAR
GARAGE
?'I '"
~ 8
r .
I
NOTE: ROll OURB \
IN THE RESIDENTIAL DISTIRICTS LI TIN
HEIGHT TO TWENTY-FIVE (25) FEET, A
DWELLING MAYBE INCREASED IN HEIGHT
TO THIRTY-FIVE (35) FEET PRO\o1DED
THE SIDE AND REAR YARDS ARE
INCREASED AN ADOIllONAL FOOT FOR
EACH FOOT SUCH STIRUCTURE EXCEEDS
TWENTY-FIVE (2S) FEET IN HEIGHT.
PER CARMEL ZONING ORDINANCE 26.1.1.
PLEASE NOTE THAT THE STR.AJGHT UNE SlOPE
OF THE DRIVEWAY FROM THE GARAGE RNISHED FLOOR
ElEVA~ON TO THE TOP OF THE CURB AT THE CENTER
OF THE DRIVEWAY EXCEEDS 5% AS PROPOSED. THIS SlOPE
IS BASED ON THE REQUIRED MINIMUM GARAGE RNISHED
FLOOR ElEVA~DN AND THE EXIS~NG TOP OF CURB ElEVA~ON.
REVISION #1
ADDED BRICK TO
SIDES AND REAR
VB06.D057852
07/13/06. KAG
REVISION #2
ADDED 3RD CAR
GARAGE
VBD6.0054516
07/18/06. KAG
This drawing is not intended to be represented as a retrocement or
original boundary survey, a route survey, or 0 Surveyor Location Report.
Flood Hazard Statement: The accuracy of any flood hazard data shown on
this plat plan is subject to map scale uncertainty and to any other
uncertainty in location or elevation on the referenced flood insurance rate
mate (FIRM). None of the within described land lies within that special flood
hazard zone "A'. as said land plats by scale on Community Map Panel #
18057C 0026 F of the flood Insurance rate maps (FIRM) far the city of
Carmel. Hamilton County. Indiana. Dated February 19, 2003.
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FLOOD HAZARD STATEMENT
CERllFICA llON
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Slock Building sup-Piy,FrankTIi1TN46131.---
lTrusSType------
jAnle
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.,__. _.____.18____
1 I Beazer 3236 C 3-Car; TrayMbr
IJOb Relerene~ (optional)
6.200 s Ju1132005 MiTek Industries, Ine Tue Apr 18 09:11:27 2006 Page 1
-0-2-14
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0-9-2
0-2-14
4-1-12
4-1-12
~-5-12
,
1-4-0
10-0-0 '" M I '"
4-6-4
14-6-4
4-6-4
1p-1014
1-4-0
21-0-0
20-0-0 20-~
4-1-12 0-2-14
0-9-2
Scale'" 1:71.1
E
2x4 MT20:::
10.00 rn;X4 MT20 II
!
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M L
3x6 MT20 II 5x10 MT20 II
-0-tr'4 4-1-12
0-2-14 4-1-12
15-10-4
11-8-8
K J
5xl0 MT20 II 3x6MT2011
20-0-0 20-ii-14
4-1-12 0-2-14
~
Plate Offsets X,Y 6:0-2-14,0-2 OLJ!:::tQ}~14,0-2-0J
cs, J'
TC 0.22
Be 0.47
WB 0.36
(Matrix)
--.----.--------- -
DEFL
Vert{Ll)
Vert(Tl)
Horz{Tl)
In (Ioc)
-0.11 K-l
-0.16 K-l
0.01 J
l/defl
>999
>999
oJ,
Ud
240
180
oJ,
PLATES GRIP
MT20 244/190
LOADING (pst)
TCll 20,0
TCDl 10.0
BCll 0.0
BCDl 6.0
SPACING 2-0-0
Plates Increase 1.15
lumber Increase 1.15
Rep Stress Incr YES
I Code IRC2003fTPI2002
~j---
Weight: 2231b
lUMBER
TOP CHORD 2 X 6 SYP NO.1
BOT CHORD 2 X 10 SYP No.2
WEBS 2 X -4 SYP NO.3 'Except.
W52 X 4 SYP No.2, W3 2 X 4 SYP NO.2, W3 2 X 4 SYP NO.2
BRACING
TOP CHORD
BOT CHORD
WEBS
JOINTS
Structural wood sheathing direclly applied or 6-0-0 ocpurlins, exceptendver1icals
Rigid ceiling directly applied or lO-O-oocbracing
1 Row at midpt C-l, G-K, B-M, H-J
1 Brace at Jt(s): N
REACTIONS (Ib/size) M"'1378/0-3-8, J=1378/0-3-8
Max HorzM>=262(Joad case 5)
Max UpliftM>=-113(load case 6}, J==-113{load case 7)
FORCES (Ib) - Maximum CompressionfMaximum Tension
TOP CHORD A-B"'Of-44, B-C"'-998/143, C-D>=-780/216, D-E"-358/t11, E-F>=-3581111, F-G>=~7801216, G-H>=-998f143, H-I"'Of44, B-M=-1570f158, H-J=-15701158
BOT CHORD l-M=-270f271, K-l"'~35/694, J-K>=-8112
WEBS D-P=-490/201, N-P>=-4961198, N-R>=-496/198, F-R>=.-490f201,l-O=-88/266, C-O>=-123f292, K-Q=-87f266, G-Q>=~123/292, E-N>=0165, B-l>=-51f1032, H-K""51/1032, O-P>=-1Of55, Q-R=-70/55
NOTES (8-9)
1) Unbalanced roof live loads /lave been considered for this design
2) Wind: ASCE 7-D2; 9Dmph; h>=25ft; TCDl=6,Opsf; BCDl"'3.6psf; Category II; Exp C; enclosed; MWFRS gable end zone and C-C Exterior(2) zone; cantilever left
and right exposed; lumber DOl=1.60 plate grip OOl=1.60. This truss is designed for C-C lor members and forces, and lor MWFRS for reactions specified.
3} This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other five toads.
4) Ceiling dead load (5.0psf) on member{s). C-D, F-G, D-P, N-P. N-R, F-R
5) Bottom chord live load (40.0 pst) and additional bottom chord dead load (6.0 pst) applied only to room. K-l
6) Provide mechanical connec~on {by others) of truss to bearing plate capable of withstanding 113 rb uplift at joint M and 113 Ib uplift at joint J
7} This truss is designed in accordance Wilh the 2003 Intemational Residential Code secUons R502.11.1 and R802.1o.2 and referenced standard ANSIITPI 1_
8) If the negative reactions shown on the "Max Uplifl"'ine of the "REACTIONS" section of this drawing are for load cases 3, 4, 5, 6, 7, 8, or 9 then they are the
result of wind load cases and the "Provide mechanical connection.." to ". . withstand XXX Ib uplift. ." note in the "NOTES" section of this drawing may be
disregarded where a check of the building code roof tie-down section does nol result in the requirement 01 roof ties
9) All continuous lateral braces must be restrained to prevent lateral movement of the brace if all braced members buckle in the same direction See BCSI-1
Building Component Safely Information and building designer requirements
\\\\\11111/1111 I
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LOAD CASE(S) Standard
JUN 3 0 2006
----. :lrusS---
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102-2
____.______.--L-___
Stock Building Supply, Franklin IN 46131
~J;::T::_'___~~_____~=_.
',:IY - I Ply !Beazer 3236 C 3-Car; Tray Mbr
_~~_,_._._J_2J~ Reference (optional)
6200sJul132005 MiTeklnduslries,
Inc TueApr1809:41_332006 Page 1
l
-0-2-14
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0-9-2
0-2-14
4-1-12
4-1-12
1-5-11
1-4-0
10-0-0 :Jxoh~4-6-4
4-6-4 4-6-4
1r-10,4
1-4-0
21-0-0
20-0-0 20-~-1i
4-1-12 0-2-14
0-9-2
Scale = 1:71,1
E
~
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4~3-B
M l
,lh}';"'o1rO-O,,4Dlff'\O II
0-2-14 4-0-0 0,1-12
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Plate Offsets X Y . m::O-2.14,0-2 01. IH:O-2 14,0-2-oL~-=:--- -----------
~_~rG 1'~ __1 ~~~~}i~W;~2;:f--I~_~~I~:t~_j
LUMBER
TOP CHORD
BOT CHORD
WEBS
15-8-8
11-5-0
16,p-0 J
l.'\-~~II
0-1-12 4-0-0 0-2-14
~-=--=~===--==:::~~-:=--==--;:::=-...:-n-===--9-
DEFL in (Ioc) I/den LlJ PLATES GRIP
Vert(lL) -0.11 K-L >999 240 MT20 244/190
Vert(TL) .0_16 K-L >999 180 I
Horz(TL) 0.01 J n/a n/a
Weight: 447 Ib __.____uo I
2 X 6 SYP NO,1
2 X 10 SYP NO.2
2 X 4 SYP No,3 'Except"
W52 X 4 SYP No_2, W3 2 X 4 SYP No.2, W3 2 X 4 SYP NO,2
BRACING
TOP CHORD
2-0-0 ocpurlins {6-0-0 max.), except end verticals
(Swilched trom sheeted: Spacing> 2-0-0)
Rigid ceiling directly applied or 10-0-00cbracing.
1 Brace at Jt(s): E, N, 8, H
BOT CHORD
JOINTS
REACTIONS (Ib/size) M=2699/0-3-B, J=2699/0-3-8
Max Horz M=849(load case 4)
Max UpliftMoo-160(10ad case 5), J=-160(load case 6)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD A-B=O/86, B-C=-1954f313, C-D=-15601360, D-E=.707/187, E.F=-707/187, F-G=-1560/360, G-H=.1954/313, H-I=0/86, B-M=-3075f266, H-J=-3075r266
BOT CHORD l-M=-754f782, K-L=-205f1357, J-K=-67/94
WEBS D-N=-966f340, F-N=-966/340, C-l=-151/528, G-K=-150/528, E-N=0/131, B-L=-208/2022, H-K=-20B/2022
NOTES (11-12)
1) 2-ply truss to be cormected together with 0.131"x3" Nails as follows:
Top chords connected as fonows: 2 X 6 - 2 rows at 0-9-0 oc, 2 X 4 - 1 row al 0-9.0 DC
Bottom chords connected as follows: 2 X 10 - 2 rows at 0-9-0 oc.
Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section_ Ply to ply connections have been
provided to distribute only loads noted as (F) or (8), unless otherwise indicated
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-02; 90mph; h=17ft; TCDL:6.0psf; BCDl=3.6psf; Category 11; Exp C: enclosed: MWFRS gable end tone: cantilever left and right exposed: end
vertical left and right exposed: Lumber DOL=1.60 plate grlp DOl=1.60.
5) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads
6) Ceiling dead load (5.0 pst) on member(s). C-O, F-G, O-N. F-N
7) Bottom chord live load (40.0 pst) and additional bottom chord dead load (6.0 pst) applied only to room. K-L
8) Provide mechanical connection (by others) oflruss to bearing plate capable of withstanding 160 Ib uplift at joint M and 160 Ib uplift at join! J.
9) This truss is designed in accordance with the 2003 Intemational Residential Code sections R502.11.1 and R802.10_2 and referenced standard ANSlfTPl 1.
10) Design assumes 4x2 (nat orientation) purfins at oc spacing indicated, fastened to truss TC w/ 2.10d nails.
11) ttthe negative reactiOnS shown on the "Max Uplift" line of the "REACTIONS" section of this drawing are for load cases 3, 4, 5, 6, 7, B, or 9then they are the
result of wind load cases and the "Provide mechanical cOnnection. "to ". . withstand XXX lb uplift ," note in the "NOTES" section of this drawing may be
disregarded where a check of the building code roof tie-down section does not result in the requirement of roof ties.
12) All continuous lateral braces must be restrained to prevent lateral movement of the brace if all braced members buckle in the same direction. See BCSt-1
Building Component Safety Information and building designer requirements.
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