HomeMy WebLinkAboutDOCUMENTS - 06-00315 - 337 & 339 W 1st N - New DuplexPermit
Permit [Date �
Report Date: 08/25/06
Data filename: U nt tl d. r
Energy Code:
Location:
Construction Type:
Glazing Area Percentage:
Heating Degree Days:
REScheck Software Version 3.7.3
Compliance Certiflcal..te
2000 IECC
Rexburg, Idaho
Single Family
15%
8693
t
Construction Site: Owner/Agent: Designer/Contractor:
Ceiling 1. Flat Ceiling or Scissor Truss:
Wall I : Wood Frame, 16 '" C.C.'.
Window
1
Metal Frame'
Double Pane:
Window
1
copy
1:
Metal
Frame. -Double
Pane:
Window
1
copy
:
Fetal
Frame: Double
Pane:
Window
1
copy
:
Metal
Fr rne:D utile
Pane:
Window
1
copy
4:
Metal
Fr me:Double
Pare:
Window
I
copy
6.
Metal
Fr m:Double
Pare:
Window 1 copy : Metal Fr e'+Do ble Pare:
Window 1 copy . Metal Frame. -Double Pane:
hd : Metal Frame:Doubl Pare:
Door 1 t Solid:
Door 1 copy 1 f 11d:
Floor 1: All -'mood JitfTru:r Unconditioned Space.
Furnace 1: Forced filet Air: 85 AFUE
900
1016
1
1
1
1
24
32
10
1
1
900
19.0
.0
.
M11
0:1340
0.340
0{340
0.340
0.340
0.340
0.320
0.320
0.320
0.160
0.160
27
7
3
3
1
3
3
3
42
Compliance Statement.- The proposed building design described here is consistent with the bu-11ding pleas, specifications, and ether
calculationssubmitted with the permit application. The proposed building has been designed to meet the 2000 IECC requirements in
REScheck Version 3.7.3 and to comply with the mandatory requirements listed in the REScheck Inspection Checklist.
Bull d erlDes i n r Company Name Cate '
Page 1 of 5
HUG. 2.2O
AD
AID
3,.,
STOCK COMPONENT&F, Who Fills, ID 654W,
9
I
a
.
Types ,
rIN 112 1
8.200 9 Feb I I Z 5 Mi k In�i;str a-sF IM F �
A
h
st2l t c ill 41 ,9
_
060315.A�
e 339 `1V 1st N- Leishman.
9Tn
,I{ 1a
"DING (p*� SPACING 2-0-0
TCtL 35.D 1 plat0s 1.15
(Rmf Lumbar imcresse 1.96
TCaf. Rep Strans lncr YES
SCLL Coos! IRC2MSITI 1202
M -OL
LUMBLR
TOP CHORD 2 X 4 SPF 1 F 1.5E
SOT CHORD 2 X 4 Sr1F U F I ZE
OTHERS 2 X 4 SPF iftorft
Bim«
TOP CHORD
F30T CHORD
PLATES GRIP
MT20 1971144
Weight: 8.1 1b
Structural woo0shesming dins I ai3P11edot6-"0-00nP01n81
Ng id ce I ii ng di recd app I'lled or I , -6 tw ei no
R EAS ONS I a I--.!!176128,0-0, 1' 1 -0-O o I S=1 QW - r 17-1 � 1 8=2 -* 0, 1 l (W26 -0-0a
20=4`ME 1= 11l 14!!!!229M6 -0-90.P 1 QI 02 -op 1 2!4361215
0 r I f road case 6)
MQXU'PlI �--2!�e 10,11 0 4 case 0,17=-260asd mse � 1 -- (f d Cam ), =-I3(load Mai 7)1
20
d coo 5 I S ad =fie 8).p 1^F.long s 6 ! 13 41 30oad core , 1n - (l o casim 6)
Max GravI =255(l car@ ,1.1 - (load ease 3), IS= (1 aase 1), 17=, 0 Joan ens � 18==gd caGe 2)
19m 149(! d mag J '0= 5(I ad )v 1 0 ([cad case 3)lr 14s ioad case ), 13= 4 (I d Cam 8)
r 12=6Mfoad case 81
(1b) = Maximum Cornpre [ - �;
TOP GHORCI 1 --q91 4f - {+- ' r a 5/5a., -52ffi 715 ®6=,551801 6i =�' 5178, 7 -.a=. 52J.5 8, 0-9;w-9 7-F7812 31
�
1 Oml I 194
BOTCHORD
D T �l L.r '[ 1 g�
1 F
WEDS 5-1 6510 &17=273144; 41 zm28W4% l =-162130, 2.20m.511 * 7-15-,-273/44, 8.1 m E , 9 =-i spino
IU-1zl-1 1192
NOTE&
1) Wind., ASCE 7-68; 90 p " h=25ft h=25T OLo41 epsf B L�4-, P0f? tago i1; exp ; C it ; Lumber
004=1.33 plate ,drip QL=l,1
Trgss desIgTed r wind loads in this pianos dathe tans only, For ttuds expow, d to wIrld r I to the e), see MiTek Standard
Gable Eng Detafill
3) T L-A ASOE 7 -,SS; PftS690 p (flat ruoT snq V); Fully Rxp.
4) UnbalanceSnOW ionda have � n wnaided for thisdiesi n
5) Tit Wo has Pnn dssI n d fora 10. a )gym chard 11va load nonwneurrant wim inny athcr 11ve lands}
7) Thin truss requirng plate Inspectlap per the 00th mount Method whorl this mss is chow for quality assurance
9) l0 ntL# da SP 4cao W 240-D 00.
10) FF ide M 8 Ch RMS I corineutla ( ofr0ra f V to "fin Nate of thafandin 61 uplig at Ioht 1 1 10 1h
11, Z 1b uplift nt c1 1 ) a Ziff at oP . I 1 t of t 191 55 1b Uplift ati,31(m 20, 25 10 UpWtat joint51 30
'311141131brU aid I attaint 1M
11) qh11
I isdes) 9ned i n ncordan ca moth 1 ia 2000 1 nten"Qtlons# R esNentiai Codi mcVans 8502.1 J 1,1 a n 6 R802.10.l
forced standard 1'"x'1 Ii
LOAD CASE(S) ncl
CS1
PER.
En (l100
11dinFI
Lttf
TC O.32
vahL
n1s �
nta
n9
BC 0.16
Ue
-
ril)�
999
���
�r� 4
HarzILTL)
V/�r�p�a
.U� 11
n1a
No
Bim«
TOP CHORD
F30T CHORD
PLATES GRIP
MT20 1971144
Weight: 8.1 1b
Structural woo0shesming dins I ai3P11edot6-"0-00nP01n81
Ng id ce I ii ng di recd app I'lled or I , -6 tw ei no
R EAS ONS I a I--.!!176128,0-0, 1' 1 -0-O o I S=1 QW - r 17-1 � 1 8=2 -* 0, 1 l (W26 -0-0a
20=4`ME 1= 11l 14!!!!229M6 -0-90.P 1 QI 02 -op 1 2!4361215
0 r I f road case 6)
MQXU'PlI �--2!�e 10,11 0 4 case 0,17=-260asd mse � 1 -- (f d Cam ), =-I3(load Mai 7)1
20
d coo 5 I S ad =fie 8).p 1^F.long s 6 ! 13 41 30oad core , 1n - (l o casim 6)
Max GravI =255(l car@ ,1.1 - (load ease 3), IS= (1 aase 1), 17=, 0 Joan ens � 18==gd caGe 2)
19m 149(! d mag J '0= 5(I ad )v 1 0 ([cad case 3)lr 14s ioad case ), 13= 4 (I d Cam 8)
r 12=6Mfoad case 81
(1b) = Maximum Cornpre [ - �;
TOP GHORCI 1 --q91 4f - {+- ' r a 5/5a., -52ffi 715 ®6=,551801 6i =�' 5178, 7 -.a=. 52J.5 8, 0-9;w-9 7-F7812 31
�
1 Oml I 194
BOTCHORD
D T �l L.r '[ 1 g�
1 F
WEDS 5-1 6510 &17=273144; 41 zm28W4% l =-162130, 2.20m.511 * 7-15-,-273/44, 8.1 m E , 9 =-i spino
IU-1zl-1 1192
NOTE&
1) Wind., ASCE 7-68; 90 p " h=25ft h=25T OLo41 epsf B L�4-, P0f? tago i1; exp ; C it ; Lumber
004=1.33 plate ,drip QL=l,1
Trgss desIgTed r wind loads in this pianos dathe tans only, For ttuds expow, d to wIrld r I to the e), see MiTek Standard
Gable Eng Detafill
3) T L-A ASOE 7 -,SS; PftS690 p (flat ruoT snq V); Fully Rxp.
4) UnbalanceSnOW ionda have � n wnaided for thisdiesi n
5) Tit Wo has Pnn dssI n d fora 10. a )gym chard 11va load nonwneurrant wim inny athcr 11ve lands}
7) Thin truss requirng plate Inspectlap per the 00th mount Method whorl this mss is chow for quality assurance
9) l0 ntL# da SP 4cao W 240-D 00.
10) FF ide M 8 Ch RMS I corineutla ( ofr0ra f V to "fin Nate of thafandin 61 uplig at Ioht 1 1 10 1h
11, Z 1b uplift nt c1 1 ) a Ziff at oP . I 1 t of t 191 55 1b Uplift ati,31(m 20, 25 10 UpWtat joint51 30
'311141131brU aid I attaint 1M
11) qh11
I isdes) 9ned i n ncordan ca moth 1 ia 2000 1 nten"Qtlons# R esNentiai Codi mcVans 8502.1 J 1,1 a n 6 R802.10.l
forced standard 1'"x'1 Ii
LOAD CASE(S) ncl
Job
STCCK
3 r 53PM
r
Al
PONE TS -11F, Idaho Paha,11D
-2&A 0-i
-0-0.
2-0-0 Oml 0-'
4.0
13-0-0
-1-
E
�X
4
W
RCYN1QK1NEI5HMAN1R-4/JM(10)R
AC
I
job Ftorerm M too 1510 nal)
8,D S Feb 112005 MiTak Ind.et Inc,
d Aug 26 1 M&S2 200a Peg 0 1
-ml-1
2-0-10
,[e mi 1:49'
GarM A
LGAIDING (Ps�
(Roof S, n ow-- 35, 0)
TOOL 8.0
BOLL 040
SPACiNG -0
PlAtim Ineroa o 1.15
Lumber 1wease, I
Rep tre-55 lAcr IMS
Code IRC20UM 12002
17 -0 -DEM 'in (IQC) lNefl L/d
Vart(LL) -0.23 8-1G %1-999 241
Vert(TL) -0.42 6-B >726 180
12
- - I m4
r
LUMBER IRRAONG
TOP CHORD 2 X 4 SPF r'1 OF 14E TOP CA10" D
SOT CHORD 2 X 4 SPF 165OF 1.5E OOT CHORD
WFRS 2 X 4 SPF StUd /StdF
REACTIONS blef 1 1 6m l 49q 13-5iAg
Max 28 ld "Se -5)
Mn x Q P1 W4-1 8 4 (load case)�1nad case 0)
Max G r-mv 2 1 840Icd mao 2iT ' &10(Jo d case 3)
FORCES (1.15) - WIC Co-mp=s1uW0 Jm Tensity
TOP H Q JQp - �- $ -10 751 5o'-2708117 p 5-5-Q-33651213, B-7=0198
130T CHOW gal 20-1 'V0d � 9-10---6911W - '� 9084 O =-125(3048
WEBS- -=-��
Y
PS
IP
1971144
Rigid ceiling: dirwfly applied or lop -0-0 bracing.
NOTES
1) in - = C , I , E DL -a4* p fq Category 11; ; clo MWF intedor zo c!, lumbar
r
L=1 w. plate gNp DOLwI. ,
2) TOLL: ASCE 7-98,pof ffW roof req V F EXP T Fully gip,
3) Unbalanced snow toads havo burn wnsidcl W for tNs Osign,
Thin truss has bean desinntrl for 1; molar lIn roof 4iv ;*A d &F o psf 0r 2.130 tlrne% SA k Inas of 35.0 P%f cm a verbsnGc
nom—concurrent wM other live )loads,
5) Th 1-s tw s !rm hainn 4"Ig rwed4"I for 91 10.1) PO morn chord live laan nonconcurmnt voth any other five ico4F.
Ttlis truss roquiresi plate Ing din r thn' coth Count Method Mgnquality
7) Pride Mwhanaml tdnn O o ha ) I F trUgg tO beghrin pI li% cap hIn of Wthstgndin 184 1 Q U t joint 2 and 1541b uplM
at joint 6.
8) This mss Is designed in O=rdance v4th t� Internationnt Ranti&nI CWe sectloft 1502,111 J and R602.1 0. v ncl
refers ncedsta ndard ANSVTP11 P
Y
LCAD CASE(S) Standard
J
0.11
9
n1a
r`/2
r
LUMBER IRRAONG
TOP CHORD 2 X 4 SPF r'1 OF 14E TOP CA10" D
SOT CHORD 2 X 4 SPF 165OF 1.5E OOT CHORD
WFRS 2 X 4 SPF StUd /StdF
REACTIONS blef 1 1 6m l 49q 13-5iAg
Max 28 ld "Se -5)
Mn x Q P1 W4-1 8 4 (load case)�1nad case 0)
Max G r-mv 2 1 840Icd mao 2iT ' &10(Jo d case 3)
FORCES (1.15) - WIC Co-mp=s1uW0 Jm Tensity
TOP H Q JQp - �- $ -10 751 5o'-2708117 p 5-5-Q-33651213, B-7=0198
130T CHOW gal 20-1 'V0d � 9-10---6911W - '� 9084 O =-125(3048
WEBS- -=-��
Y
PS
IP
1971144
Rigid ceiling: dirwfly applied or lop -0-0 bracing.
NOTES
1) in - = C , I , E DL -a4* p fq Category 11; ; clo MWF intedor zo c!, lumbar
r
L=1 w. plate gNp DOLwI. ,
2) TOLL: ASCE 7-98,pof ffW roof req V F EXP T Fully gip,
3) Unbalanced snow toads havo burn wnsidcl W for tNs Osign,
Thin truss has bean desinntrl for 1; molar lIn roof 4iv ;*A d &F o psf 0r 2.130 tlrne% SA k Inas of 35.0 P%f cm a verbsnGc
nom—concurrent wM other live )loads,
5) Th 1-s tw s !rm hainn 4"Ig rwed4"I for 91 10.1) PO morn chord live laan nonconcurmnt voth any other five ico4F.
Ttlis truss roquiresi plate Ing din r thn' coth Count Method Mgnquality
7) Pride Mwhanaml tdnn O o ha ) I F trUgg tO beghrin pI li% cap hIn of Wthstgndin 184 1 Q U t joint 2 and 1541b uplM
at joint 6.
8) This mss Is designed in O=rdance v4th t� Internationnt Ranti&nI CWe sectloft 1502,111 J and R602.1 0. v ncl
refers ncedsta ndard ANSVTP11 P
Y
LCAD CASE(S) Standard
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Page I of I
1st N
IA;ffi=l Obal 8&8e7f29c.bc
DYE R
R P
August 17, 2006
Quinton Owens
City of Rexburg Building department
P.O. Box 280
Rexburg, ID 83440
0600315
339 W 1st N- Leishman
Re.- 339 VV ls'North, Rexburg, ID 83440 (Move -on House)
Dear Quinton.,
We have been informed by the owner that you have identified Code concerns an the ties of this
relocated structure to the new concrete foundation. The purpose of this letter is to address
these concerns by providing a recommended course of action to address this concern.
Foundation Ties
The structure needs to be properly died to the new foundation to properly resist wind and
seismic forces. Further, it is difficult to provide anchorage in connecting an existing structure to
anew foundation as opposed to new construction.
We will require the following structural treatment on this structure to properly address anchorage
concerns:
Tie structure to the new foundation using Simpson TS22 fasteners.
• Install fasteners 2 ft in from ends of structure and space remainder evenly to have 5
each (total) fasteners on each tong side of the structure.
• Fasten the fastener strap to vertical floor joists or wadi studs of the existing structure in
accordance with manufacturer's directions.
• Fasten the straps to the new concrete foundation using Ramset LU Powder Fastener
concrete nails with a minimum of 5 each successfuffy anchored concrete nails per each
fastener.
Conclusion
Concerns have been expressed by the Building Department over proffer connection of this
existing structure to a new concrete foundation. We are requiring above-specified structural
treatments to provide the force restraint required for this structure.
Your review and approval of the same will be most appreciated_ As always, please feel free to
contact us if you have any further questions or concerns.
EAST, SUITE 1 * REXBURG., ILS 83440-1607
208.656.8800 (VOICE) 0 877,721,5025 TOLL FREE) * 208.656.8808 F
Sincerely,
The Dyer Group, LLC
Winston R. Efyer, PE
Idaho Structural Engineer # 4315
CCE Nick Leishman
K -A
4 f.
OF
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