HomeMy WebLinkAboutSupplemental InformationSTATE OF COLORADO
FACTORY BUILT RESIDENTIAL APPLICATION
Fee due with application -Not subject to return Mar 2016
Name of Manufacturer:
Fleetwood Homes
Plant Mailing Address:
Plant street address: Plant 1.0. Number.
2611 E. Comstock Ave. 3473
Plant Telephone:
2611 E. Comstock Ave. Nampa, Idaho 83687 (208)-466-3482
Contact Person/s: Email address: Telephone No:
Frank, Gradillas Frank.gradillas@fleetwoodhomes.com 602-283-9075
Third Party Inspection Agency:
Idaho Division of Building Safety
Mailing Address:
1090 E. Watertower Street Ste. 150 Merdian, Idaho 83642-3556
Telephone No:
208-332-8986
Fax No:
877-810-2840
X 2012 I -Code Compliant
X 2014 NEC Compliant
2015 IECC Compliant
2012 IECC Compliant
X 2009IECC Compliant
Roof snow load
Wind Design Speed
Seismic Category C
45 PSF
90 MPH
Floor Design Load 40 L.L. PSF
Fee Schedule
Total footage
Amount
Model Name/No.
28663B 635035
BroadmorrT� Serial # 32616
�te19 ar C.odrade
Division of Housing
April 12, 2017
- a nt±lif.
PLANS APPROVED
Sut4ect to field inspection
Annual Registration Fee (Submit new/updated QA Manual)
$60000/per factory location
Fee Calculator for Plan Approvals=
(Building Square footage) x (factor indicated below):
Manufactured portion only
Plan Approval Fee- $0.25/sq. ft. (Finished floor area)
$0.10/sq. ft. (Unfinished floor area)
i.e. garage, unfinished loft
1831
$457.75
Minimum Fee for Plan Approvals- $160.00
Plan Approval Number
514193
Plan revision-$0.10/sq.ft. of area revised,
minimum $50.00
Plan renewal (no changes) $0.10/sq. ft., $50.00 minimum. If
changes exist submit same as a new plan.
TOTAL AMOUNT SUBMITTED:
$457.75
January 1, 2018
EXPIRES:
MANUFACTURER CERTIFIES that only approved equipment and materials will be used and the installations shall be made in accordance with approved plans
and applicable codes and provisions of the Colorado Division of Housing Manufacturer agrees to in -plant inspection of units manufactured under the above plan
approval Application shall be made for and insignia affixed to each factory built residential unit that is subject to Colorado statutes and which is manufactured or is to be
sold, offered for sale, or occupied in the State of Colorado
DIV. OF HOUSING, 1313 SHERMAN STREET, RM 320, DENVER, CO. 80203 (303) 864-7836 Fax (303) 864-7857
11115 MG PsePAIKe iB011 CWrhJILe iceUn (LOMS 4 61k814.1085) Usvi FTE NY I04V53 NFP.
(HM736801- - FLM11-160-BAH(MOD)60)
lopchord ME FF tlft7 -tZ ta5 SPF #1/#2:
WL chord 2x4 SPF 2100E-1.BE
Webs 2x4 SPF 41/#2 :WB 2x6 SPF #1/#2:
CIRCLED NUMBERS INDICATE TYPE OF FIELD ICONNECTION REQUIRED- SEEppU�
BETWEENPALLL MENDERSTATNTHEAJONR11. RCONTACTM ITTIPBSCGTFOB ALTERNATEEJOINT
ED
CONDITIONS (TO ACCOMNOOATE HAILERS RHO PLATES AT MEMBER EWBS, ETC.)
00 ALL FIELD CONNECTIONS SHALL BE DESIGNED 85 THE PROJECT
ENGINEER AND CONFORM TO THE HOME MRNJFACTUREit'S INSTALLATION DETAILS.
DARNING: FAILURE TO PROVIDE PROPER FIELD CONNECTIONS WAY
RESULT IN INADEQUATE STRUCTURAL PERFORMANCE.
FIELD CONNECTION SCHEDULE:
MAXIMUM LOAD(lbs) NOTES:
TYPE AXIAL I SHEAR -T=TENSION LOAD.
1 152T / 533C ----C=COIAPRESSION LOAD.
-DESIGN CONNECTION FOR COMBINED
AXIAL . SHEAR LOAD SHOWN.
(L) THE PROJECT ENGINEER OR BUILDING DESIGNER SHALL PROVIDE
LATERAL STABILITY AT TOP OF VERTICAL WEB.
(F) NO GAP TO WOODAT CONTACTDWHENNHINGED SECTIONS IS IMUM F 2" WOOD
RAISED.
(D) BEAMBE DESIGNEDNBYND A LOICENSEDON TO PROFESSIONALSS OREACTIONS SHOWN SHALL
ENGINEER.
(-) REFER TO DRWG HINGPL161014, HINGPL7B1014, SHEARPLT1014
FOR HINGE AND SHEAR PLATE DETAILS.
Truss designed for unbalanced snow load based on Pg=58.45 psf,
Ct=1.1, Ce=1.0, CAT II & Pf=45.0 psf.
0-3-12
(") 2 plate(s) require special positioning. Refer to scaled plate plot
details for special positioning requirements
115 mph wind, 15.00 ft hgt, ASCE 7-10, CLOSED bldg, Located
anywhere in roof, RISK CAT II, EXP C. wind TC DL=6 0 psf, wind BC DL=6 0
psf.
Wind loads and reactions based on MFRS with additional C&C member
design.
Left cantilever is exposed to wind
(a) Continuous lateral restraint equally spaced on member
Bottom chord checked for 10.00 psf non -concurrent live load
Deflection meets L/240 live and L/1B0 total load Creep increase factor
for dead load is 1 50
1-4- (D)
11-
.� .65 U=6
28HPW(F) #
9-3-15 6 r �.S 28HPW(F)
T2
2BHPW(1" GAP) (-)
5x10(*e)
1x4111 (a)
2-:-7 1x4111 -_nu
1 - 1X2 III
�
Ip►
wwm..”41.
en
1X2 HI
6X12
2X3 III 1X4 III
3X4(D1) 3X7(R) III
1.-2-8>j R=864 U=0 W=3.5"
RL=107/-24
[1] REVISED DLD 11/19/14 REPLACED FIELD CONNECT WITH HINGE PLATE
Design Crit: IBC2012/TPI-2007(STD)
FT/RT.20%(0%)/10[0)
PLT TYP. HP288.WAVE
14 4 4 Over 3 Supports
,1(T111i11!!I/44.
�. aT8f :1 C0/ /1/-/-/R/- Scale ..375"/Ft-
,±1 E
AI! Rw [ONPVI1
13723Rivapm1 Dr Suite 200
Mvybod Ha11., MO *3053
• •WIHiNGI•• RAO yr Rib wr. IONS GI n111 YM11W1
••IRVNFNT• r.11. 1.13 OLOIM rit u WTIUCtGY , r000 f1R INSTALLERS.
711n)wt S, •• •• 11 laxiwi w �.<Y Iiu ��m. b� Lill •� �1G1 rM y1Ride
!
j:. rwy 1 low wow.. , , Eawatr •a..nra•y r.t,a�"Pr .111 ,r r
•w1p11 1. •••11..•rMl Face H troruss y. of =0. •1mil Save 10010.11. pr KIM
ie piy 11• �ti1ww"h. L. M.N.n r s to jwti.a.��
R=691 U=35 W=3.5"
'-I
-a
21st tiy,: IEC
▪ . w3.1. a. n. Bel lding
,i�rwl.tt33q4 a.ra1lr+yFwt l.iq coIi vI�t1wconformance
a"I :I ,b .a responsible fur ..r deviation .r.,
▪ ~«M iaFn:11m1.Va1l. tworruaa FGroup
,,=.0WI/WI .r for ban.,log, shipping,
.A.I =UV u1So.cwrwew ..•Yex.trl.... ;. g•* R
�t� w. AIT, c,-
y•�`4
"'
*4°111011 /III°
Ice. ....l�a.F. g
eC LL 60.0 PSF
C DL 10.0 PSF
BC DL 10.0 PSF
BC LL 0.0 PSF
TOT.LD. 80.0 PSF
REF R5635- 78427
DATE 11/13/14
DRW MOUSR5635 14317001
MO -ENG DLD/CWC
SEQN- 20181 REV
DUR,FAC. 1.15
FROM RS
SPACING 16.0"
JREF- 1VW95635R02
THIS 0WG PREPARED FROM COMPUTER INPUT (LOADS A DIMENSIONS) SUBMITTED BY TRUSS MFR
(NW 36601- - FLM11-180-BAI((ATT) 60)
lop chord 2x4 SPF #1/#2 .T2 2x6 SPF #1/#2:
Oct chord 704 SPF 2100f-1.RE
Webs 2x4 SPF #1/#2 :W9 2x6 SPF #1/#2:
Negative reaction(s) of -303# MAX (See below) from a non -wind load case
requires uplift connection.
The maximum horizontal reaction is 234#
CIRCLED NUMBERS INDICATE TYPE OF FIELD CONNECTION REQUIRED- SEE
SCHEDULE FOR CONNECTION LOADS AND REQUIREMENTS. TIGHT FIT IS REQUIRED
BETWEEN ALL MEMBERS AT THE JOINT. CONTACT !MCC FOR ALTERNATE JOINT
COHD)TIONS (TO ACCOMMODATE MAILERS AND PLATES AT MEMBER ENDS, ETC.)
HOD ALL FIELD CONNECTIONS SHALL BE DESIGNED BY THE PROJECT
ENGINEER HIV CONFORM TO THE HOME MANUFACTURER'S INSTALLATION DETAILS.
WARNING: FASLURE TO PROVIDE PROPER FIELD CONNECEIORS MAY
RESULT IN INADEQUATE STRUCTURAL PERFORMANCE
FIELD CONNECTION SCHEDULE:
MAXIMUM LOAD(Ibs) 1 NOTES:
TYPE AXIAL I SHEAR -T=TENSION LOAD.
1 152T / 533C --- -C=COMPRESSION LOAD.
-DESIGN CONNECTION FOR COMBINED
AXIAL + SHEAR LOAD SHOWN
(L) THE LATERALJSTABILECT ITEATR TOP OFR LVERTICALDING I WEER SHALL PROVIDE
(F) NOO WWOOOODAT HINGED CONTACT WHENNHINGED SECTIONS IS RAIIMUM OFF 2" WOOD
SED.
(D) BEAM. COLUMN AND CONNECTION TO TRUSS FOR REACTIONS SHOWN SHALL
BE DESIGNED BY A LICENSED PROFESSIONAL ENGINEER.
(-)
FORS HR TO DWG INGE AND SHEARLPLATE4DETAILSL7B1014, SHEARPL71014
Truss designed for unbalanced snow load based on Pg=513 45 psf,
Ct=1.1, Ce=7.0, CAT II & Pf=45.0 psf.
NOTE: THE PROJECT ENGINEER SHALL DESIGN THE SUPPORTS (WALL AND/OR
REAMS, CONNECTIONS, AND BUILDING SYSTEM TO AGCUUOOATE HORIZONTAL
REACTIONS ("Rh & RL") WHERE SHOWN.
FASTEN MEMBERS USING 7/16" 24/16 APA RATED SHEATHING
NAILED TO BOTH FACES OF TRUSS. SIZE GUSSETS AS SHOWN.
USE Rd BOX (.113 X 2.0") NAILS 2 ROWS AT 3" o.c. STAGGERED
NAIL INTO ALL MEMBERS CONTACTED BY GUSSETS.
SCRISW T204 SPF #1/#2 OR BETTER TIGHT FIT. ATTACHMEMBER.
TORP
TRUSS AS SHOWN
BE TO CUT FOR
0-3-12
- r- -
[1] REVISED DLD 11/19/14
REPLACED FIELD CONNECT WITH HINGE PLATE
Design Crit: CUSTOM PI-2007ST0
FT/RT-20% 010/10(0
••uaemlmGr•• fb MO RUMP ILL COsa n1A=MHO,
••IrNOSNAV• AWIIN 1111 [NEM Pm ML 0 1APaa 110.1211RO ry[ INSTALLERS.
w....w. .m• 11..Ii ;.s SoPma, w'nw1�n: �Eirrw Nui'Reryi Aly Fr...i.
4i orN wrr ..r. ,....ry drr.. �1nr.'I •ei .R 5 1. ma Mr .00 r.3. - Mr. w.f.,' .a
I... trl..ry la.rrw v... er I�r.m•.1 rwt_.r r.a woes r .111.0 1µm .0 per
"4r"•r•Ur I", Lt.^ ..1I.""rr. 1,Er'ir"Vra: _ .m ..� po.nl.....a,..b
R �� . G,..11: c . from.
• r n In I" uonro a, MSI/TPI 3, xr for New ng 4.pywe ""
▪ • �jir�aY oe �t�
PLT TYP. HP288,WAVE
13723 Riv,apml Ur, Sue: 200
Man Ind Hugha, M0 63143
-7
-7 1X4 II'
('') 1 plate(s) require special positioning. Refer to scaled plate plot
details for special positioning requirements.
115 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located
anywhere in roof, RISK CAT II, EXP C, wind TC DL=6.0 psf, wind BC DL=6.0
psf.
Wind loads and reactions based on MWFRS with additional C&C member
design
Left cantilever is exposed to wind
Calculated horizontal deflection is 0.20" due to live load and 0 10" due
to dead load.
Bottom chord checked for 10,00 psf non -concurrent live load_
Deflection meets L/240 live and L/1B0 total load. Creep increase factor
for dead load is 1.50.
1-4-
9-3-15 6
(D)
R=65 U=6
28HPW(F)
('w )
2BHPW(1" gap)
5X1o(••)
(L)
12"X18"
II GUSSETS R=-303 Rw=35 U=48
Re= -235 RL=21/-41
W1
3X4(D1)
R=B06 U=0 W=3.5"
3X7(R) III
2x3 III 1X4 III
7 14
R=220 U=9
Rh=235 RL=99
(0)
6X12
3 1 0
R=799 U=67 W=3.5"
�c1-4- Da.t4
9-10-6.1-7/-7:427M-
14,0j114lhflI_. Supports
•�,a
13.0 9R1S/S� /1/-/-/R/- Scale =.375"/Ft./� �167E► REF R5635- 78428
A mNr .n Ylr Mlle rxr w Y� If a11A�1:• t I INS7w IM.A.lwl
.ws.a1I.3:4,..0 MlIS tr �.y rw'nr .ro
1.1.101•111w w w Sul MIS., w AN71 /if! s ltr. use N sFn'sr'wl s �,."�is"('1�
A1NP.l n..w: o-1 `....1. A: IPSO — u.I.....ar.c..: At :.w.I..... ti
LL 60.0 PSF
= TC DL 10.0 PSF DATE 11/13/14
BC OL 10.0 PSF
0.0 PSF
Ocr14 BC LL
1.4. . *' .•�,�y4rTOT. LD.
rfr4,/�OBI1101,0% DUR.FAC.
SPACING
80.0 PSF
1.15
16.0"
DRW MOUSR5635 14317003
MO -ENG DLD/CWC
SEQN- 20190 REV
FROM DG
]REF- 1VW95635R02
TWIG Dllc PREPARLD ICU Magna I MOUT (LOIN R DIYUAS1010) 1N1011TIEW RI IAIWrU WPl.
(HM736H01- - FLM11-16OCC-BAH(MOD)D0)
Top chord 2244 SPF 1142 .T2 2x6 SPF 1111►2:
Bac chord 2MB SPF 165Or-1.6E 'BX 2x4 SPF 67/12:
CIRCLED Webs Oct SPF !1/12 :W6 2m6 SPE 01/12: p(�
SCHELJLE FOR C�ECTION LOADSTE OOANDFREDLIREENET 7ryNWTBS{1;G0TIGHT FITO ISS REQUIRED
CONDITIONS (TO ACCOMMODATE NAILEBSCMDAPLATES AT MEENNB ALTERNATE S.ETC.)
AND ALL FIELD CONNECTIONS SHALL DE DESIGNED BY THE PROJECT
ENGINEER ANO CONFORM 10 TIRE HOME MANUFACTLGEER'S INSTALLATION DETAILS.
WARNING, FAILURE TO PROVIDE PROPER FIELD CONNECTlOHS MAY
RESULT IN INADEQUATE STRUCTURAL PERFORMANCE.
FIELD CONNECTION SCHEDULE:
MAXIMUM LOAD(Ibs) 1 NOTES:
TYPE AXIAL I SHEAR -T=TENSION LOAD.
1 1517 / 528C --- -C=COMPRESSION LOAD.
-DESIGN CONNECTION FOR COMBINED
AXIAL + SHEAR LOAD SHOWN.
(L) THE LATERALJECT STABILITYEER AT TOP OFR LDING VERTICALDESIGNER SHALL PROVIDE
WEB.
(F) NO GAP TO WOODAT HINGED CONTACT WHENNHINGED SECTIONS A MINIMUM OF 2" WOOD
IS RAISED.
(D) BEAMBE DESIGNEDNBYND A LOICENSEDOPROFESSIONALTRUSS OREACTIONS SHOWN SHALL
ENGINEER.
(-) FORE HINGE AND SHEARLPLATE4DETAILSL7B1014, SHEARPLT1014
Truss designed for unbalanced s w load based on Pg=58.45 psf,
Ct=1.1, Ce=1.0, CAT II R PF=45.0 psf.
2-8-7
0-3-12
3X6(A1)
[2] 4,_2_13,.1
116 mph wind, 16.00 ft n hgt, ASCE 7-10, CLOSED bldg, Located
snv.froro it roof, RISK CAT II, EXP C, wino TC OL=6„0 psf, wind IC DL=6 0
ps7
Wind loads and reactions based on MFRS with additional CRC member
design
Left cantilever is exposed to wind
(a) Continuous lateral restraint equally spaced on member.
Bottom chord checked for 10.00 psf non -concurrent Ilve load.
Deflection meets L/240 live and L/180 total load. Creep increase factor
for dead load is 1 50
28HPW(1” gap) 6 () n (L)
9-3-15 6
1-4-
(0)
}
R=65 U=6
28HPW(F)
2BHPW(F)
3X5(R)
4F� 1X2111 (a) '
1X4111
M�
►i� 1X4 III 1X2 III +p
3115
3X5= 8X14(R) III
r 2-1-3
R=700 U=341&3.5"
3X5=
R=B51 U=0 W=3.5"
RL=107/-24
r- 2-6-8 '1+ --
[1] REVISED DLD 11/19/14 REPLACED FIELD CONNECT WITH HINGE PLATE
12J REVISED DLD 12/21/2015 DIMENSION
Design Crit: IBC2D12JTP1-2D07(STD)
FT/RT=20X(0%)/10(0) 13.02,
--M11HIJMG1•• ma AM MUM 41.1. =IS CM MIF aaa1 •1
...RCM'. IrIM 1.11 IAtlt 19 Al 099419A91 II9.mm St Ix5t1LLeRg-
p, w.wu.. Iti. ;;;"1V4
, .m rm I.rr cn .. nn
••••°� 1x. a Fn.... nal I moo in mop OM 1. 'MN Oi r S..«r'o or, pr. ori wn IT :,loo r 91.1
4 [LPO N C en,MR. oltom-od
'e u. M , ....1.:�; . � r,:.r.. I � . � y ,z.. .: "
Pe,.Ay.I...i..., Ire Yn'� ,,t17.r. 5, I.[.I. ,,11mIS ,.spo,,I L1..%?"1 ..vl um . i •D 1
AN IrW COMWWY ca:Il srr— lrwl:i.r,v-.w.. W �.��.........1,TOT. LD.
A ^I w p11 rxIK v aw.. Ilwar Ir Mall i � ur-�.r .M.. twIM� „wool`-w�l,1w.rir ,. S•"*, ,r, oN
.m.rlN HIV yr me rl lois ea:wr.r 9191.11131m... ' �I 'S�dNAt �H �L''�
.gym „xa,.�f//IIfIM11H1111
unlx[..� P iv.cv,, rvI. wr. Wm a e. �..srx.reryxr,71":::.—._
PLT TYP. HP28B.WAVE
[2]
14 4 4 Ov��e��rqq 3 Supports
,011114,001,,
,,\mE09Qr13.. ". i1 :?
10-8-11
CO/-/1/-/-/R/-
TC LL 60.0 PSF
DL 10.0 PSF
DL 10.0 PSF
LL 0.0 PSF
ITC
n.26585 O: BC
Dec 60:16Z.: BC
13723 Rivoro. Dr kill: 200
Man U.d Heights, MO 33043
80.0 PSF
W6 2-A
-a
Scale =.375"/Ft,
REF R5635- 78429
DATE 11/13/14
DRW MOUSR5635 14317002
MO -ENG DLD/CWC
SEQN- 20282 REV
DUR.FAC. 1.15
FROG RS
SPACING 16.0"
JREF- 1VW95635R02
PIER FOOTING WORKSHEET - w/stemwall
Inputs:
Section Width =
Roof Live Load =
Roof Dead Load =
Floor Live Load =
Floor Dead Load =
160
45
10
40
10
in
psf
psf
psf
psf
Matewall Height =
Matewall DL =
Soil Bearing Cap =
102
5
1500
Project ID = 23BA28663B_773428
Piers Under Mate Walls
#
Trib (ft)
Load (k)
Size
Typ.
0.0
0.0
Right
Alt. 1
13.97
0.0
0.00
Alt. 2
5.1
0.0
B
Piers Under Open Span
#
Trib (ft)
Load (k)
Size
Typ.
0.0
0.0
Right
Alt. 1
13.97
0.0
0.00
Alt. 2
5.1
0.0
B
in
psf
psf
Location
Load(plf)
Roof & Ceiling =
733.3
Matewall Only =
85
Floor Only =
666.7
Piers Under Column Support
Column
Open Span (ft)
Trib Span to Open
Span Pier
Trib Span to
Matewall Pier
Load (k)
Footing Size for 1500
psf Soil
r Left
Right
A
13.97
0.00
0.00
0.00
5.1
24x24x8
B
6.50
13.98
0.00
0.00
7.5
30x30x12
C
16.38
6.50
0.00
0.00
8.4
32x32x12
D
14.13
16.38
0.00
_ 0.00
11.2
36x36x10
E
10.15
14.13
0.00
0.00
8.9
32x32x12
F
7.54
10.15
0.00
0.00
6.5
28x28x10
G
0.00
7.54
0.00
0.00
2.8
20x20x8
H
0.00
0.00
0.00
0.00
0.0
I
s
0.00
0.00
0.00
0.00
0.0
PIEF.LI.L'L13
} REA411il MALL
i 015T TO ?j(
8E IW+iI : F +FR
•
HEARING W4.1-"
SlM CO. JIMN
SU -'PART 7,IER
P!p!N
rWEN WAN
UST TO NEXT f MAX D: ST To ACiJ ihtAX 0i51 TC ADJJ+
i P FN PrI°A 11 ' P�I I'FRI[G l (F 7
I* F' MP
LI _I
_ PIERIN
1 CPEN [PLN
01sT T 7 NEM
MEN PIER
LI LI
a[R TR) I 1-`CCk7Rb 1,
CENTER CULUh1N PICA 1Ritl . k
SUPPORT PIER
S+EN u'PNV
OPEN SP.A%
Assumptions:
1- Double matewalls, Identical section widths
2 - Frame -off foundation
3 - Post and beam, no bearing walls
4 - 3ft tall grouted piers - 125pcf
5 - Plain concrete footings - 150pcf
6 - Single stack piers up to 32x32x12, double block piers for 34x34x10 and greater
L?C;L iL L 4!4.4
SilPntRtPf R
Project
REScheck Software Version 4.6.1
Compliance Certificate
23BA28663B 635035
Energy Code:
Location:
Construction Type:
Project Type:
Orientation:
Conditioned Floor Area:
Glazing Area
Climate Zone:
Permit Date:
Permit Number:
2009 IECC
Glenwood Springs, Colorado
Single-family
New Construction
Unspecified
1,831 ft2
17%
5
Construction Site:
Glenwood Springs, CO 81601
Owner/Agent:
Fleetwood Homes, Inc. Plant #230
Nampa, ID
Designer/Contractor:
Frank Gradillas
Fleetwood Homes, Inc.
Riverside, CA
Compliance: Passes using UA trade-off
Compliance: 7.0% Better Than Code Maximum UA: 271 Your I IA: 252
The % Better or Worse Than Code Index reflects how close to compliance the house is based on code trade-off rules.
It DOES NOT provide an estimate of energy use nr rnst relative to a minimum -code home,
Envelope Assemblies
Assembly
Gross Area
orCavR-Valty Cont.
ue R -Value
U Factor UA
Perimeter
Ceiling 1: Flat Ceiling or Scissor Truss
Wall 1: Wood Frame, 16" o.c.
Orientation: Right side
Window 1: Vinyl/Fiberglass Frame:Double Pane with Low -E
Orientation: Unspecified
Wall 2: Wood Frame, 16" o.c.
Orientation: Left side
Window 2: Vinyl/Fiberglass Frame:Double Pane with Low -E
Orientation: Unspecified
Wall 3: Wood Frame, 16" o.c.
Orientation: Front
Window 3: Vinyl/Fiberglass Frame:Double Pane with Low -E
Orientation: Unspecified
Door 1: Solid
Orientation: Unspecified
Door 3: Solid
Orientation: Unspecified
Wall 4: Wood Frame, 16" o.c.
Orientation: Back
Window 4: Vinyl/Fiberglass Frame:Double Pane with Low -E
Orientation: Back
Door 2: Glass
Orientation: Back
1,831
40.0
226 21.0
7
226 21.0
78
584 21.0
104
18
20
584 21.0
47
34
0.0
0.0 0.057 12
0.0
0.029
53
0.350 2
0.057 8
0.350 27
0.0 0.057 25
0.350 36
0.280 5
0.190 4
0.0 0.057 29
0.350 16
0.290 10
Project Title: 23BA28663B_635035 Report date: 12/05/16
Data filename: C:\Users\001gradif\Documents\REScheck\23BA28663B_CO_6635035.rck Page 1 of 8
Assembly
Gross Area Cavity Cont.
or R -Value R -Value U -Factor UA
Perimeter
Crawl 1: Solid Concrete or Masonry
Wall height: 3.2'
Depth below grade: 2.3'
Insulation depth: 3.2'
609
0.0
19.0
0.046
25
Compliance Statement• The proposed building design described here is consistent with the building plans, specifications, and other
calculations submitted with the permit application. The proposed building has been designed to meet the 2009 IECC requirements in
REScheck Version 4.6.1 and to comply with the mandatory requirements listed in the REScheck Inspection Checklist.
Frank Gradillas - Senior Project Engineer I 12.05.16
Name -Title
Signature
Date
Project Title: 23BA28663B_635035 Report date: 12/05/16
Data filename: C:\Users\001gradif\Documents\REScheck\23BA286636 CO_6635035.rck Page 2 of 8
C],2009 IECC Energy
Efficiency Certificate
Insulation Rating
R -Value
Above -Grade Wall
Below -Grade Wall
Floor
Ceiling / Roof
Ductwork (unconditioned spaces):
21.00
19.00
0.00
40.00
Glass & Door Rating
U -Factor SHGC
Window
Door
0.35
0.29
Heating & Cooling Equipment
Efficiency
Heating System:
Cooling System:
Water Heater;
95%
14 SEER
.92 EF
Name: Frank Gradillas - Senior Project Engineer Date: 12.05.16
Comments