HomeMy WebLinkAboutApplication- PermitP
Job Address
Nature of Work
No. 7133
GARFIELD COUNTY
BUILDING, SANITATION
and PLANNING DEPARTMENT
109 8th. Street, Suite 303
Glenwood Springs, CO 81601(970) 945-8212
Building Permit
Use of Buildm � ?..anZar,
Owner
)19ii lichotpf---
Contractor ) Ate'
Amount of Pernaid 2(108,
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Date
4 • 77
•
GARtFIELD COUNTY BUILDING PERMIT APPLICATION
• GAR IELD COUNTY (GLENWOOD SPRINGS), COLORADO
TELEPHONE: (970) 945-8212
Applicant to complete numbered spaces only.
PERMIT NO.
INSPECTION LINE: (970) 945-9159
PARCEUSCHEDULE NO.
IOBADDRESS: 5/5-70 CA2 7oz. O ElfLE,COLO /*co-8/tps-D,
1
LOT NO. 3 / BLOCK NO. SUBDIVISION/EXEMPTION Ar _/
2
OWNERio 5A kA, E
ADDRESS S 9 c7 OR no
"`1.1,5475.
1NC PH: N R
R
3
y
coNnACIOR N D Pvi
ADDRESS
PH:
IX. NO-
4
ARCTSt .... D.I TK JS FO
`
ADDRESS
PH:
EJC NO
5
SQ. FT. OF ITAIDINO / 1 .1
SQ. P7. or for Q 5 9, Ate .
mom 42 j '
NO. OF FLOORS
^
C
V
DIE OF aVaDINO )
.�t'JI dEMtF --'1 /
7
'�:A 0 i.
Si
DESCRIBE WORK:/lyt/ AN ! li
Ct vt/ ') b w --{ k - /1 A
8
CLASS OF WORK: KNEW oADDITI (/ OALTERAIION DMOVE ORHIO
9
GARAGE: oaNOIE DD0U61E CARPORT: DaaaaE °WOKE
10
DDRIVEWAY mum AdamSUE IEWARE DISPOSAL (MEMO Anis PIAN
VALUATION OF WORK: a •>/ R D DA t AMED VALDATION:4 %�+ -A
i y�
�i Qr 3 (` w
�
i
SPECIAL COTmmONS:
NOTICE
A SEPARATE ELECTRICAL PERMrF IS REQUIRED AND MUST BE ISSUED
COLORADO.
THIS PERMIT BECOMES NULL AND VOID IF WORK
AUTHORIZED IS NOT COMMENCED WITHIN ISO DAYS. OR IF
WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 110
AFTER WORK IS COMMENCED.
1 HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS
KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS
GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH
HEREIN OR NOT. THE GRANTING OF A PERMIT DOES NOT
AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY
LOCAL LAW REGULATING CON UCTTON OR THE
CONSTRUCTION.
Date's',//?
BY THE STALE OF
OR CONSTRUCTION
CONSTRUCTION OR
DAYS AT ANY TIME
APPLICATION AND
OF LAWS
WHE,THER SPECIFIED
PRESUME TO GIVE
OTHER STATE OR
PERFORMANCE OF
x'19
, • . • ; • . at aha.
I /I ,
PLAN CHECK FEE:
, (� /! 7 (
'I! /
PERMIT FEE:
1 , I V Q�
7I
TOTAL FEE: DATE PERMIT ISSUED:
, 2 I 0 (. r 9 ,
OCC: GROUP: CONST: TYPE:
1/'] 3 �. 4/ I 4/
V C I
ZONING.
SETBACKS:
Signature of Owner, or aath Led uudela
ifi
fir
7 - ^
/. HOME:
ISDS NOO� ft. FEE: /;.jCJ
• V
Building Dept Approval/Date P P - R
AaItEEMRNr
PERMISSION IS HEREBY GRANTED TO THE APPLICANT AS OWNER, CONTRACTOR AND/OR THE AGENT OF THE CONTRACTOR OR OWNER TO CONSTRUCT THE STRUCTURE AS
DETAILED ON PLANS AND SPECIFICATIONS SUBMITTED TO AND REVIEWED BY THE BUILDING DEPARTMENT.
IN CONSIDERATION OF THE ISSUANCE OF THIS PERMIT. THE SIGNER HEREBY AGREES TO COMPLY WITH ALL BUILDING CODES AND LAND USE REGULATIONS ADOPTED BY
GARFIELD COUNTY PURSUANT TO AUTHORITY GIVEN IN 30.21.201 CRS AS AMENDED. THE SIGNER FURTHER AGREES THAT IF THE ABOVE. SAID ORDINANCES ARE NOT FULLY
COMPLIED WITH IN THE LOCATION, ERECTION. CONSTRUCTION AND USE OF THE ABOVE DESCRIBED STRUCTURE, THE PERMIT MAY THEN BE REVOKED BY NOTICE FROM
THE COUNTY AND THAT THEN AND THERE TT SHALL BECOME NULL AND VOID.
THE ISSUANCE OF A PERMIT BASED UPON PLANS, SPECIFICATIONS AND OTHER DATA SHALL NOT PREVENT THE BUILDING OFFICIAL FROM THEREAFTER REQUIRING THE
CORRECTION OF ERRORS IN SAID PIANS, SPECIFICATIONS AND OTHER DATA OR FRO PREVENTING BUILDING OPERATION BEING CARRIED ON THEREUNDER WHEN IN
VIOLATION OF THIS CODE OR ANY OILIER ORDINANCE OK REGULATION OFTHIS JURISDICTION.
THE REVIEW OF THE SUBMITTED PLANS AND SPECIFICATIONS AND INSPECTIONS CONDUCTED THEREAFTER DOES NOT CONSTITUTE AN ACCEPTANCE OF ANY
RESPONSIBILITIES OR LIABILITIES BY GARFIELD COUNTY FOR ERRORS, OMISSIONS OR DISCREPANCIES. THE RESPONSIBILTY FOR THESE ITEMS AND IMPLEMENTATION
DURING CONSTRUCTION RESTS SPECIFICALLY WITH THE ARCHITECT, DESIGNER, BUILDER AND OWNER. COMMENTS ARE INTENDED TO BE CONSERVATIVE AND IN SUPPORT
OF THE OWNERS T.TTERFST.
Garfor n.on3 I HEREBY ACKNOWLEDGE THAT I HAVE READ ANI) UNDERSTAND THE AGREEMENT ABOVE. ANTI ALI
it 6/P.96
. gm)/ ci ,(9-4)
The following items are required by Garfield County for a final inspection:
1. A final Electrical Inspection from the Colorado State Electrical Inspector.
2. A permanent address assigned by the Garfield County Building Department posted where
it is readily visible from an access road.
3. A finished roof, a lockable house, complete exterior siding, exterior doors and windows
installed, a complete kitchen with cabinets, a sink with hot & cold running water, kitchen
floor coverings, counter tops and finished walls, ready for stove and refrigerator, all
necessary plumbing.
4. A complete bathroom, with wash bowl, tub or shower, toilet stool, hot & cold running
water, all floors and walls finished and a privacy door.
5. All steps inside or outside over three (3) steps must have handrails. All balconies or decks
over 30" high mush have guardrails constructed to meet all 1994 UBC requirements.
6. Outside grading done to where water will detour away from the building.
7. Exceptions to the outside steps, decks and grading may be made upon the demonstration
of extenuating circumstances, i.e., weather, but a Certificate of Occupancy will not be
issued until all the required items are completed and a final inspection made.
A CERTIFICATE OF OCCUPANCY WILL NOT BE ISSUED UNTIL ALL THE ABOVE
ITEMS HAVE BEEN COMPLETED.
****CANNOT OCCUPY OR USE DWELLING UNTIL A CERTIFICATE OF OCCUPANCY
(C.O.) IS ISSUED. OCCUPANCY OR USE OF DWELLING WITHOUT A C.O. WILL BE
CONSIDERED AN ILLEGAL OCCUPANCY AND MAY BE GROUNDS FOR VACATION
PREMISES UNTIL ABOVE CONDITIONS ARE MET.
I understand and agree to abide by the above conditions for occupancy, use and the issuance of a
Certificate of Occupancy for the dwelling under building permit #
Siature
c:/cbw/final.wpd
4tam
e - / 3 19'79
Date
P4
,
- .-S.f, 0
dct u tl j' dn'ij 3'4''X J ' '17'f 723.0 0 .... R/ !, 9
alRerfi�1 �'8 24,8 1i/.0 G
/ SQ /7/shAg," 14�2)1FN.") a
a,00.
ff2-y-V-)-", 6/ r
e9.-(' 77/,7'
XSDS: 1S"0,4U
7 '
26448.0(14
20. Will this be the only residential structure on the parcel?
Yes No If no -Explain:
21. Have two (,2) complete sets of construction drawings been submitted with the application?
Yes ,✓
22. Is this an application for the placement o a manufactured home?
Yes No
If yes, have you specified the size of the unit (min. 20ft. x 20ft.); live roof load (min. 40#);
wind design (min. wind speed of 80 mph & 15 lb. wind load); foundation design; method of
anchoring?
Yes
23. Have you designed or had this plan designed while considering building and other
construction code requirements?
Yes V No
24. Does the plan accurately indicate what you intend to construct and what will receive a final
inspection b}' the Garfield County Building Department?
Yes ✓ No
25. Do you understand that approval for design and/or construction changes are required prior
to the application of these changes?
Yes ✓ No
26. Do you understand that the Building Department will collect a "Plan Review" fee from you
at the time of application and that you will be required to pay the "Permit Fee" as well as any
"School Impact" or "Septic System" fees required, at the time you pick up your building
permit?
Yes '� No
27. Are you aware that twenty four (24) hour notice is required for all inspections?
Inspections will be made from Battlement Mesa to West Glenwood in the mornings and
from Glenwood Springs to Carbondale in the afternoon. Morning inspections must be
called in by 12:00 p.m. the day before; afternoon inspections must be called in by 5:00
p.m. the day before. Failure to give twenty four (24) hour notice for inspections will
delay your inspection one (1) day. Inspections are to be called in to 945-9159.
Yes c/ No
28. Are you aware that you are required to call for all inspections required under the Uniform
Building Code including approval on a final inspection prior to receiving a Certificate of
Occupancy and occupancy of the building?
Yes ✓ No
4
29. Are you aware that the person signing the Permit Application, whether the
"Owner", "Agent of the Owner", "General Contractor", "Contractor", or
otherwise, is the party responsible for the project complying with the Uniform
Building Code?
Yes ✓ No
30, If you are accessing a county road and do not have an existing driveway you will
need to acquire a driveway permit from Garfield County Road and Bridge. Their
phone number is 945-6111. You will need to show proof prior to the issuance of
the building permit.
I hereby acknowledge that I have read, understand and answered these questions to
the best of my ability.
'#jo e. / , /9f
sign re date
Phone: t(25 --417g (days);
Project Name:
'S/.i 7 %G.t Aide
4‹.2 S, (2 7( (evenings)
Project Address: s'.5'1U 4x 7P t)
Notes:
If you have answered "No" on any of the questions, you may be required to provide this information at the
request of the Building Official prior to beginning the plan review process. Delays in issuing the permit
are to be expected Work may not proceed without the issuance of a permit_ If it is determined by the
Building Official that additional information is necessary to review the application and plans to determine
minimum compliance with the adopted codes, the application may be placed behind more recent
applications for building permits in the review process and not reviewed until required information has
been provided and the application rotates again to first position for review, delay in issuance of the permit
or delay in proceeding with construction.
Per App 02.95 Effective August 15, 1995
5
Truss
3 -GAB
e
Truss Type
DROP GAB(2X4)
Qtr
1
Pty
1
R1463980
Trusfab Inc., NEW CASTLE, CO, 81647
12-4-0
4.0-32 s Jan 201999 MiTek Industries. Inc. Tue May 11 12:53:03 1999 Page 1
24-8-0
12-4-0
5.0051
4x6=
12-4-0
7/ �g
Qat? 5n 1
ra_eawr •-
1.5x411
0 0 -0 0 0 a0 0 0 0
rev.' enri *-41 ��� r• -• *gees""; rreei 4We 71 $"t•iNee*W4e
3x8
1.5x411 1.5x411 1.5x411 1.5x411 1.5x411 3x4=
1.5x411
24-8-0
1.5x411 1.5x411 1.5x411
24-8-0
LOADING (psf)
TOLL 40.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING 4.0.0
Plates Increase 1.00
Lumber Increase 1.00
Rep Stress Incr NO
Code UBC/ANSI95
CSI
TC 0.38
BC 0.21
WB 0.23
(Matrix)
DEFL (in) (100) Udell
VerI(LL) Na - n/a
Vert(TL) nla - n/a
Horz(TL) 0.00 n/a
1st LC LI. Min Udeft = 240
PLATES GRIP
M20 169/123
Weight: 61 Ib
LUMBER
TOP CHORD 2 X 4 SPF -S 2100F 1.8E
BOT CHORD 2 X 4 SPF -S 2100F 1.8E
OTHERS 2 X 4 WW Stud
BRACING a
TOP CHORD Sheathed or 6-0-0 on center puriin spacing.
BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing.
REACTIONS Ob/size) A=395/24-8-0, P■28/24-8-0, K■395/24.8.0, 0=408/24-8-0, R=470/24-8-0, S=519/24-8-0, T=316/24-8-0, U=891/24-8-0, 0=442/24-6-0, N=522/24-8-0,
M=316/24-8-0, L=891/24-8-0
Max HorzA=260(10ad case 5), K=-260(Ioad case 8)
Max UpliftR-118(load case 5), S=-137(Ioad case 5), T=-83(load case 5), Um -232(1°3d case 5), 0=-128(bad case 6), N=-136(Ioed case 6), M=-83(foed case B),
L.-232(load Mase 8)
Max Gray P 48(load case 2), K=395(load case 1), Q=408(load case 1), R=488(toad case 7), S=519(loed case 1), T=317(load case 7). U=891(bad case 1),
0=459(bad case 8), N=522(load case 1), M=316(load case 8). L=891(Ioad case 1)
FORCES (Ib) • Flat Load Case Only
TOP CHORD A-8-227, B -C=-206, C -D=-186, D -E=-175, E -F=-172, F -G■ -172, G -H=-175, H -I=-166, 14=-206, J -K=-227
BOT CHORD A -U=0, T -U=0, S -T=0, R -S=0, Q -R=0, P -Q=0, O -P=0, N-0=0, M -N=0. L -M=0. K -L=0
WEBS F-0=-331, E -R--393, D -S=-424, C -T=-295, B -U■ -877, G -O=-393, H -N 24, I -M=-295, J -L-877
NOTES
1) This truss has been checked for unbalanced loading conditions.
2) This truss has been designed for the wind Toads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord
dead Toad and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category It, condltlon I enclosed
building, with exposure C ASCE 7-95 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind, If porches
exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip Increase Is 1.33
3) For studs exposed to wind, see MiTek "Standard Gable End Detalr
4) A8 plates are M20 plates unless otherwise Indicated.
5) Gable requires contlnuous bottom chord bearing.
6) Gable studs spaced at 2-0-0 on center.
7) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live Toads per Table No. 16-B,
UBC -94.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 118 Ib uplift at Joint R, 137 Ib uplift at
Joint S, 83 Ib uplift at joint T, 232 Ib uplift at joint U, 128 Ib uplift at joint 0, 1381b uplift at joint N, 83 lb uplift at joint M and 232 Ib
uplift at joint L.
9) This truss has been designed with ANSI TPI 1-1995 criteria.
LOAD CASE(S) Standard
[C,1R,VLVG- Ver,h design pararneelerr,reelEL-ID : VOTES ON THIS ,-L1DRI:'. FRSESIIDEBEFOREtSE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual
building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of
component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web
members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection, and bracing, consult QST -88 Quality Standard, DSB-89 Bracing
Specification, and HI8-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'
Onolria Drive, Madison, WI 53719
1111
M ITsk Industries, Inc,
May 11,1999
Truss ••
B1
TrussType
GIRQER
Qty
1
Ply
3
Trusfab Inc., NEW CASTLE, CO, 81047
LOAD CASE(5) Standard
1) Regular. Lumber Increase41.00, Plate lncreasem1.00
Uniform Loads (pl1)
Vert A -M=-908.2, L -Mi -906.2, K -LE -908.2, J -K4-9062, G -Ha -900.2, A -B4-100.0, B -C4-100.0, C -D=-100.0, D -E:-100.0, E -F=-100.0, F -Gs -100.0
R1483979
4.0-32 s Jan 201999 MiTek Industries, Inc. Tue May 11 12:53:001999 Page 2
a
A WARNING - Verijy design parameters and REAL) NOTES ON THIS AND REVERSE SIDE BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual
building component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of
COrnponent is IeSOOnslbility of building designer - not truss designer. Bracing shown is for lateral support of Individual web
members only. Additional temporary bracing to insure stability during construction is the responsibility Of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 duality Standard, DSB-89 Bracing
Specl&catlon. and HJB-41 Handling Installing and Bracing Recommendation available from Truss Piste Institute, 583 D'
Onolrlo Drive, Madison, WI 53719
MOP
INTO Industries, Inc.
/ 7
mar
Truss
B1
Truss Type
GIRrER
my
Ply
3
R1483979
Trustab Inc., NEW CASTLE, CO, 81847
5-0-9
5-0-9
1
8-8-4
3-7-12
5.00 12 4x10
4x8
4.0-32 s Jan 201999 MiTek Industries, Inc. Tue May 11 12:53:00 1999 Paye 1
12-4-0 15-11-12 19-7-7
3-7-12 3-7-12 3-7-12
7x8=
24-8-0
5-0-9
PROVIDE ANCHORAGE, DESIGNED BY OTHERS,
AT BEARINGS TO RESIST 2560 LBS MAX. UPLIFT.
SEE REACTIONS SPECIFIED BELOW.
4x10'
4x8,
F
6x186
5-0-9
5-0-9
M L
4x1211
8-8-4
10x10=
12-4-0
K
10x10=
.1 1
7x8= 10x10 -
15-11-12
19-7-7
H
4x1211
3-7-12
3-7-12
3-7-12
3-7-12
1
24-8-0
5-0-9
6x16
{
Plate Offsets (X,Y): [A:0.5.8,edQe], [G:0-5-0,edgel, 11:0.5.0,0.8-0], [K:0-5-0,0-5-121, [L:0-5-0.0-8-01
LOADING (pal)
TCLL 40.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.00
Lumber Increase 1.00
Rep Stress Ince NO
Code UBC/ANSI95
CSI
TC 1.00
BC 0.84
WB 1.00
DEFL (In) (hoc) Udell
Vert(LL) -0.35 K -L >832
Vert(TL) -0.53 I -K >554
Horz(TL) 0.14 0 n/a
1st LC LI Min ydefl = 240
PLATES GRIP
M20 189/923
Weight 384 Ib
v
LUMBER
TOP CHORD 2 X 4 SPF -S 2100F 1.8E
BOT CHORD 2 X 8 SPF -S 1950F 1.5E
WEBS 2 X 4 WW Stud "Except'
C-1 2 X 4 SPF -S 2100F 1.8E, D -K 2 X 4 SPF -S 2100F 1.8E
E -I 2 X 4 SPF -S 2100F 1.8E
WEDGE Let 2 X4 WW Stud, Right 2 X 4 WW Stud
BRACING
TOP CHORD Sheathed or 3-2-4 on center puriin spacing.
BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing.
REACTIONS (lb/size) A=12264/0.6-7 (Input 0-5-8), G=12264/0-8-7 (input 0-5-8)
Max HorzA=95(load case 5)
Max UpliftA=-2646(Ioad case 5), G--2580(load Case 6)
FORCES (lb) - First Load Case Only
TOP CHORD A -B=-28165, B -C--21080, C-Dz18141, D -E=-16141, E -F=-21080, F -G=-28165
BOT CHORD A -M=24261, L -M=24261, K -L=19459, J -K=19459, 1-J 19459,14-1=24281, G-1-1=24281
WEBS B -M=3871, C -L=5910, D-K■12052, E -I=5910, F -H=3871, B -L -5484, C -K=-6318, E -K-6318, F-1=-5464
NOTES
1) 3 -ply truss to be connected together with 0.131"x3" Nails es follows: Top chords connected with 1 row(s) at 0-9-0 on center.
Bottom chords connected with 3 row(s) at 0-4-0 on center. Webs connected as follows: 2 X 4 -1 row(s) at 0-9.0 on center.
2) This truss has been checked for unbalanced loading conditions.
3) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psi top chord
dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed
building, with exposure C ASCE 7-95 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. if porches
exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip Increase is 1.33
4) All plates are M20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 psf bottom chord live Toad nonconCurrent with any other Ilve loads per Table No. 16-B,
UBC -94.
6) WARNING: Required bearing size at [oinks) A, G greater than input bearing size.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2848 Ib uplift at joint A and 2560 ib
uplift at joint G.
8) This truss has been designed with ANSIITPI 1-1995 criteria.
LOAD CASE(S) Standard
Continued on page 2
May 11,1999
INION:VG• S''ri/vdeu'gn par.arneursand RE -ID .VOTES ONTHIS .LV£)REVERSE SIDE BEFORE USE.
Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for en individual
building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of
component is responsibility of building designer • not truss designer. Bracing shown is for lateral support of individual web
members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control. storage, delivery. erection, and bracing, consult QST -88 Quality Standard, 058-89 Bracing
Specific/Hon, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'
Onofrle Drive, Madison, WI 53719
MITek Industries, Inc.
[.822
Truss Type
COMMON
Cri
2
Ply
1
R1483978
Ttusfae Inc., NEW CASTLE, CO, 81847
-1-5-0 8.5-14
12-4-0
4.0-32 s Jan 20 1999 MiTak Industrles, Inc. Tue May 11 12:52:58 1999 Page 1
18-2-2
1$0
8-5-14
5-10-2
4x8=
5-10-2
24-8-0
8-5-14
28-2-0
1-8-0
8-5-4
8-5-4
1B-2-12
7-9-7
24-8-0
8-5-4
Plate Offsets (X,n: : IB:0-2.9,edael, (F:0.2-9,edgel
LOADING (psi)
TCLL 40.0
TCOL 10.0
BCLL 0.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.00
Lumber Increase 1.00
Rep Stress lnar YES
Code UBC/ANSI95
CSI
TC 0.64
BC 0.55
WB 0.68
DEFL (in) (Ioc) I/defl
Vert(LL) -0.13 J >999
Vert(TL) -0.28 H -J >999
Horz(rL) 0.07 F n(a
1st LCLLMin lidefl=240
PLATES GRIP
M20 1891123
Weight 81 Ib
LUMBER
TOP CHORD 2 X 4 SPF -S 2100F 1.8E
BOT CHORD 2 X 4 SPF -S 2100F 1.8E
WEBS 2X4WWStud
REACTIONS (lb/size) B=163310.5.8, F=1633/0.5-8
Max Horz B=-114(Ioad else 6)
Max UpIi te=-598(Ioad case 5). F=-513(Ioad case 6)
FORCES (Ib) - First Load Case Only
TOP CHORD A -B=29, B -C.-2692, C -D■ -2321, D -E■ -2321, E -F=-2692, F -G=29
BOT CHORD B -J=2472, I -J=1694, H-01694, F -H=2472
WEBS C -J=-546, D -J=748, D -H=748, E -H=-548
BRACING
TOP CHORD Sheathed or 3-9.15 on center purlin spacing.
BOT CHORD Rigid telling directly applied or 8-2-5 on center bracing.
NOTES
1) This truss has been checked for unbalanced loading conditions.
2) This truss has been designed for the wind loads generated by 85 mph winds at 25 It above ground level, using 5.0 psf top chord
dead load and 6.0 psf bottom chord dead Toad, In the gable end roof zone on an occupancy category II, condition I enclosed
building, with exposure C ASCE 7-95 per UBC/ANS195 If end verticals or cantilevers exist, they are exposed to wind. H porches
GAM, they are exposed to wind. The lumber DOL Increase is 1.33, and the plate grip increase Is 1.33
3) All plates are M20 plates unless otherwise Indicated.
4) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads per Table No. 16-B,
UBC -94.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 598 Ib uplift at joint B and 513 lb uplift
at joint F.
6) This truss has bean designed with ANSVTPI 1-1995 criteria.
LOAD CASE(S) Standard
May 11,1999
A tt. R..V1,VG - t'rrify drsigu parameters Aped READ NOTES ON THIS AND REVERSE SIDE BEFORE. USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual
building component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of
component is responsibility of building designer - not truss designer, Bracing shown is for lateral support of individual web
members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection, and bracing, consult QST -88 Duality Standard, DSB-89 Bracing
Specification, end HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'
Oriohie Or1VO, Madison, WI 5$719
ar
NII iTek Industries, Inc.
Truss Truss Type
22 A -GAB DROP GAB(2X4)
Trusfab'Inc., NEWCASTLE, CO, 81847 •
Qty 1Piy
1R1483977
4.0-32 s Jan 201999 Mflek industries, Inc. Tue May 11 12:52:541999 Page 2
NOTES
9) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 115 Ib uplift at joint Y, 130 Ib uplift at joint Z, 123 Ib uplift at joint AA, 132 Ib uplift at
Joint AB, 94 ib uplift et joint AC, 211 Ib uplift at joint AD, 115 Ib uplift at joint W, 130 Ib uplift at joint V, 123 lb uplift at joint U, 132 lb uplift at joint T, 94 Ib uplift at joint S and 211 lb
uplift at joint R.
10) This truss has been designed with ANSVTPI 1-1995 criteria.
LOAD CASE(S) Standard
A WARNING - Verify design parameters and READ NOTES OIV THIS AND REVERSE SIDE BEFORE USE.
Design valid for use only with MiTek connectors. This design is basad only upon parameters shown, and Is tor an individual
building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of
component i5 responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web
members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Duality Standard, DSB-89 Bracing
Specification, and HIB -91 Handling installing and Bracing Recommendation available from 'Fuss Plate Institute, 583 0'
Onofrio Drive, Madison. WI 53719
1
1
M1Tek Industries, Inc.
1.5822
Truss
A -GAB
1rusfab Inc., NEW CASTLE, CO, 81647
Truss Type
DROP GAB(2X4)
2
Ply
1
R1483977
18-0-0
4.0.32 s Jan 201999 MITek Industries, Inc. Tue May 11 12:52:53 1999 Page 1
16-0-0
3x4
5.00 12
4x8=
iw
3x4
32-0.0
16-0-0
I. 8 B F B A & 6
ii*.41.6 �i!i!i i!da !i!i�A4.4.4 • * •�.* *. A x•4.41.4, *AAA, do.•.����e,��+.4,414.������* ��*.e.��1aO�� SA 4,,41,�«4�����•.•.������4�e�4,4.4.0.
3x5----
Plate
x85 Z Y X
5x6=
32-0-0
3x8.
Plate Offsets {XV): IXO-3-0.0.3-01
32-0.0
LOADING (psf)
TCLL 40.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING 4-0-0
Plates Increase 1.00
Lumber Increase 1.00
Rep Stress lnc r NO
Code UBC/ANSI95
CSI
TC 0.32
BC 0.18
WB 0.38
DEFL (In) poc) lldefl
Vert(LL) n/a - Na
Vert(fl) n/a - Na
Horz(TL) 0.00 n/a
1st LC LL Min Weft = 240
PLATES GRIP
M20 1691123
Weight 1181b
LUMBER
TOP CHORD 2 X 4 SPF -S 2100F 1.8E
BOT CHORD 2 X 4 SPF -S 2100F 1.8E
OTHERS 2 X 4 WW Stud
BRACING
TOP CHORD Sheathed or 6-0-0 on center purlin spacing.
BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing.
REACTIONS (Ib/alze) A=383132.0.0, X=411/32-0-0, Q=383/32-0.0, Y=475/32-0-0, Z=483/32-0-0, AA=473/32-0.0, AB=509/32-0.0, AC=356/32-0-0, AD=811/32-0.0, W=475/32-0.0,
V=483/32-0-0, U-473/32.0.0, T=509/32.0-0, S=358132-0-0, R=811/32.0.0
Max HorzA=349(load case 5), Q=-349(kxad case 8)
Max UpiifYd case 5), Z- A=
130(load case 5), A-123(1oad case 5), A8=-132(Ioad case 5), AC=-94(Ioad case 5), AD-211(loed case 5). W=-115(foad case 6)
V=-130(load case 8), U-123(1oad case 6), T=-132(load case 6), S-94(ioad case 6), R=-211(load case 8)
Max GravY.491(load case 7), Zw83(load case 1), M 473(Ioad case 1), AB■509(load case 7), AC=358(load case 1), AD=811(Ioad case 7), W=491(load case 8),
V=483(load case 1), U=473(Ioad case 1), T=509(toad case 8), S31356(load case 1), R=811(load case 8)
FORCES (lb). First Load Case Only
TOP CHORD A -B=-218, B -C=-199, C -D=-169, D -E=•175, E -F=-174, F -G -97, G -H=-175, H -I=-173, I -J=-173, J -K=-175, K -L=-97,
L -M=-174, M -N -175, N -O-169, O -P=-199, P -Q=-216
BOT CHORD AAD=0, AC AD=0, AB-AC=0, AA-AB=0, Z-AA=0. Y -Z=0, X -Y=0, W -X=0, V -W=0, U V=0, T -U=0, S -T=O, R -S=0,
O -R=0
WEBS I -X-330, H -Y=-396. G -Z=-402, E -AA= -398, DAB= -417, C -AC --322, BAD -620. J -W=-396, K -V= -4O2, M-Ua-396,
N -T=-417, O -S=-322, P -R=-820
NOTES
1) This truss has been checked for unbalanced loading conditions.
2) This truss has been designed for the wind loads generated by 85 mph winds at 25 It above ground level, using 5.0 psf top chord
dead load and 5.0 psf bottom chord dead load, In the gable end roof zone on an occupancy category II, condition I enclosed
building, with exposure C ASCE 7-95 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches
exist they are exposed to wind. The lumber DOL increase is 1.33. and the plate grip increase is 1.33
3) For sdxis exposed to wind, see MiTek 'Standard Gable End Detair
4) All plates are M20 plates unless otherwise Indicated.
5) All plates are 1.5x4 M20 unless otherwise indicated.
6) Gable requires continuous bottom chord bearing.
7) Gable studs spaced at 2-0-0 on center.
8) This truss hu been designed for a 10.0 psf bottom chord live Toad nonooncurrent with any other live Toads per Table No. 18-B,
UBC -94.
Continued on page 2
tY'r1RNLVG - terrify design parameters raced READ ,VOTES ON THIS AND REVERSE ERSE SIDE BEFORF. USE.
Design valid for use only with MITek connectors. This design is basad only upon parameters shown, and is for an individual
budding component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of
component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web
members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSS -89 Bracing
Specification, and HIB -SI Handling Installing and Bracing Recommendation available from hums Plate Institute, 583 0'
OeM,J a Delve, Mad L eon, W l 5471D
WI MR,.
1
M1Tek Industries, Inc.
May 11,1999
5822
•
Truss
A
Truss Type
SCISSORS
Trustab Inc., NEW CASTLE, CO, 81647
I-144 I 3.10-12
18-0 3-10.12
0-11.1 I 9-11-0 I 12-11-11 I 18-0-0
3-0-5 3-0-5 3-0-5 3-0-5
5.00 12
3x5
Qty Ply
23 1
4.0-32 s Feb 18 1999 Wel( Industries, Inc. Tue May 11 15:50:13 1999 Page 1
81483976
6x8 11
19-0-5 22-0-10 25-0-15
3-0.5 3-0-5 3-0-5
3x8 3x8
8x18 % J3x6�
3x4 % F414411411111C.
` ` / •. I
1.5x4 s ��
T 8X12=
V U 3x6 =
W 7x17.5 M18 WB =
3x4 =
3x6:--- 2.50 12
5x12
4-7-14
8-5-4
12-2-10
18-0
190.0 19-9-e
32-0-0
28-1-4
F f
3-0-5 3-10-12
32-0-0
1.5x4
R
3x8 0
7x17.5 M16 WB
3x8=
23-0.12
27-4-2
3x4
324-0
5x12 =
Plate Offsets (X,Y): (B:0-2-15,edgel, [F:0.4-9,edgel, [N:0-2-15,edgel, [S:0-6.0,0.3.9]
LOADING(psl)
TCLL 40.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.00
Lumber Increase 1.00
Rep Stress Ina YES
Code UBC/ANS195
CSI
TC 0.87
BC 0.89
WB 0.53
DEFL (in) (Ioc) Vdell
Vert(LL) -0.83 S >481
Vert(TL) -1.24 S >308
Horz(fL) 0.78 N n/a
1st LC LL Min Vdefl - 240
PLATES GRIP
M20 189/123
M18 127182
Weight: 119 Ib ,
LUMBER
TOP CHORD 2 X 4 SPF -S 2100F 1.8E
BOT CHORD 2 X 4 SPF -S 2100F 1.8E
WEBS 2 X 4 WW Stud `Except'
H -S 2 X 4 SPF -S 2100F 1.8E
WEDGE Left 2 X 4 WW Stud, Right 2 X 4 WW Stud
REACTIONS (tb/slze) N=1904/0-5-8, B-2073/0-5.8
Max Hors B-161(load case 5)
Max UpilftN--554(Ioad case 6), B=-751(Ioad case 5)
FORCES (lb) - First Load Case Only
TOP CHORD A -B=26, B -C--7388, C -D--7203. D -E--6851, E -F=-8851, F -G=-5745, G -H--4732, H-1--4732, I -J=-5745. J -K -5745, K -L--6851, L -M -7203, M -N--7388
BOT CHORD B -W-8840, V -W=8800, U -V-5984, T -U=5984, S -T-5249, R -S-5249, 0-R=5984, P-0=5984, O -P=6600. N-0=8840
WEBS H -S=3337, C -W--59. D -W=252, D -V--418, F -V-546, F -T--897, G -T-688. G -S -953, I -S2.953, I -R=688, K -R -697, K -P-546, L -P -418, L -O=252, M-0--59
BRACING
TOP CHORD Sheathed or 1-10-4 on center puriln spacing.
BOT CHORD Rigid ceiling directly applied or 4-9-13 on center bracing.
NOTES
1) This truss has been checked for unbalanced loading conditions.
2) This truss has been designed for the wind Toads generated by 85 mph winds at 25 ft above ground level. using 5.0 psf top
chord dead bad arld 5.0 psf bottom chord dead Toad, In the gable end roof zone on an occupancy category 1I, condition I
enclosed buliding, with exposure C ASCE 7-95 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind.
H porches exist, they are exposed to wind. The lumber DOL increase Is 1.33, and the plate grip Increase Is 1.33
3)M plates are M20 plates unless otherwise Indicated.
4) This truss has been designed fora 10.0 psf bottom chord live Toad nonconcurrent with any other live Toads per Table No. 16-B,
UBC -94.
5) Bearing et Joint(s) N, B considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer
should verify capacity of bearing surface.
6) Provide mechanical connection (by others) of Truss to bearing plate capable of withstanding 654 Ib uplift at Joint N and 751 Ib
uplift at joint B.
7) This truss has been designed with ANSVTPI 1-1995 criteria.
LOAD CASE(S) Standard
May 11,1999
A - 1ar6 design pinamr:er>,rud RE,-ID.VOTES ON THIS.. AND 1/11ERSESI(.3t BEFORE USE.
Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual
building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of
Component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web
members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional
permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding
fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DS8-89 Bracing
Specification, and 1418-91 Handling Installing and Bracing Recommendation available from hues Plate Institute, 583 D'
Onofrio Drive, Madison, WI 53719
MiTek Industries, Inc.
•
INSPECTION WILL NOT BE MADE UNLESS
THIS CARD IS PASTED ON THE JOB
24 HOURS NOTICE REQUIRED FOR INSPECTIONS
BUILDING PERMIT
GANFIELD COUNTY, COLORADO
Date Issued 'I 21 4 boned Area Permit Noll
AGREEMENT
In consideration of the issuance of this permit, the applicant hereby agrees to comply with all
laws Had regulations related to the zoning, location; construt 'ion and erection of the proposed
structure for which this permit is granted, and further agrees that if the above said regulations
are not fully complied with in the zoning, location, erection and construction of (he above
described structure, the permit may then be revoked by notice from the County Building
Inspector and IMEDIATEJ.Y BECOME NULL AND VOID.
itil
Use °° ^`�
Addre_ , gal Des
Cv&1taelat_—_
"t! ___.front __Side__ Side B
Must Be Posted So It is Plainly Visible From The Street Until Final Inspection.
INSPECTION RECORD
Footing 5 _ .
Foundation _ q
Underground Plumbing )C
Rough Plumbing -, 7_9r G ,.Z
Chimney & Vent
Insulation-is-ei. ;„_i
Drywall 4_,
Electric Final (by State Inspector) '
Gas Piping
Final ok 9 /0 9 9' i
Electric Rough (By State Inspector,' -
Septic Final /- Z ...0
Framing G - - 9 (Xu- ovr a.utA fi cks
(To include Roof in place and Windows Art,
and Doors installed).
Notes:
ALL LISTED ITEMS MUST BE INSPECTED AND APPROVED BEFORE COVERING -
WHETIIER INTERIOR OR EXTERIOR, UNDERGROUND OR ABOVE GROUND.
THIS PERMIT IS NOT TRANSFERABLE
Phone 945-9159 109 8th Street/�County Courthouse
Courthouse Glenwood Springs, Colorado.
DO NO . ESTR , X � S CARD
APPROV
nata41
IF PLACED OUTS DE - COVER WITH CLEAR PLASTIC