HomeMy WebLinkAboutApplication-PermitI
Garfield County
Building & Planning Department
108 8th Street, Suite #401 Glenwood Springs, Co. 81601
Office:970·945·8212 Fax: 970·384-3470
Inspection Line: 970·384-5003
Building Permit No.
Parcel No: 2395-153-13-050
Locality: ______ O~k Meadow Ranch flg4B ~hs L~L5::.c0:___ ______ _
Job Address: 406 Silver king CQUrl, GW:.::S ________ _
Use of Building: -----····-·· s/f dwelling with cov_EJ_r:e_d patios & attached garag_EJ ___________ _
Owner: Sanchez drywall LLC __________ _
Contractor: Owner ------·-----·-·---------
Fees: Plan Check: _$ ______ 1~3-~70. Septic:
-"~--·-~~
Bldg Permit: $ 1,744.1~-Area BE road impact fee: _$_____ __1,9~2,92_
Total Fees: $ 4,BGO:?L
-~\ttS1lor _9-llP-oo Clerk: Date:
··---~·~·-·-·~ I
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GARFIELD COUNTY BUILDING PERMIT APPLICATION
108 8" Street, Suite 401, Glenwood Springs, Co 81601
Phone: 970-945-8212 I Fax: 970-384-3470 I Inspection Line: 970-384-5003
www .garficld-county.com
(this information is available at thP. l'"""c<-Ms office 970-945-9134)
Work:
Class of Work:
fl"Kiew o Alteration o Addition
Authoritv. This application for a Building Penn it must be signed by the Owner of the , described above, or an authorized agent. If the si~:,rnature below is not that of the Owner, a separate
letter of authority, signed by the Owner, must be provided with this Aepll<oaflm>.
Legal Access. A Building Penn it cannot be issued without proof of legal and adequate access to the proper1y for purposes of inspections by the Building: Department.
Othe•· Permits. Multiple separate permits may be required: (1) State Electrical Pem1it, (2) County ISDS Permit, (3) another penni! required for use on the property identified above, e.g. State or
County Highway/ Road Access or a State Wastewater Discharge Permit
Void Permit. A Building Pennit becomes null and void if the work authorized is not commenced within 180 days of the date of issuance and if work is suspended or abandoned for a period of !80
days after commencement.
CERTIFICATION
I hereby certify that l have read this Application and that the information contained above is true and correct. I understand that the Building Department accepts the Application, along with the plans
and specifications and other data submitted by me or on my behalf(submittals), based upon my certification as to accuracy.
Assuming completeness of the submittals and approval of this Application, a Building Permit will be issued granting permission to me, as Owner, to construct the structure(s) and facilities detailed on
the submittals reviewed by the Building Department.
In consideration of the issuance of the Building Penni!, I agree that I and my agents will comply with provisions of any federal, state or local Jaw regulating the work and the Garfield County Building
Code, JSDS regulations and applicable land use regulations (County Regulation(s)). I acknowledge that the Building Pennit may be suspended or revoked, upon notice from !he County, ifthc location,
construction or usc of the structure(s) and facility(ies), described above, are not in compliance with County Regulation(s) or any other applicable law.
1 hereby grant pennission to the Building Department to enter the property, described above, to inspect the work. I further acknowledge that the issuance of the Building Pennit does not prevent the
Building Official from: ( 1) requiring the correction of errors in the submittals, if any, discovered after issuance; or (2) stopping construction or usc of the structure{s) or facility( ies) if such is in violation
1 including submittals, and inspections of the work by the Bttilding Department do not constitute an acceptance of responsibility or liability by the County of errors, omissions ~~~~;~~~~~i':;~j):~jo~ri any other applicable Jaw.
Astl~< u'""'"'' I acknowledge that responsibility for compliance with federal, state and local laws and County Regulations rest with me and my authorized agents, including without
and/ or builder. ~e!i;No~iLEDGE TftATl! HAVE READ AND UNDERSTAND THE NOTICE & CERTIFICATION ABOVE:
Special Conditions:
Adjusted Valuation:
233 15?_!$2
Plan Check Fee:
i13;;,
ISDS Fee: Total Fees:
'-1, 8{,0, JJ.
OCC Group:
APPROVAL
STAFF USE ONLY
Permit Fee: Manu home Fee: Mise Fees: I.M.I4. 0 c; ·
114'-1. !£-
Balance Due:
5S' 31843 -
Const Type:
APPROVAl:
I 982. q-z. j?d'..Jritl{~
I flY ow Date: Jt~~ w\"~ Date:
Zoning:
\)Ut
DATE
The following items are required by Garfield County for a final Inspection:
I) A final Electrical Inspection from the Colorado State Electrical Inspector.
2) Permanent address assigned by Garfield County Building Department and posted at the
structure and where readily visible from access road.
3) A finished roof; a lockable building; completed exterior siding; exterior doors and windows
installed; a complete kitchen with cabinets, sink with hot & cold running water, non-absorbent
kitchen floor covering, counter tops and finished walls, ready for stove and refrigerator; all
necessary plumbing.
4) All bathrooms must be complete, with washbowl, tub or shower, toilet, hot and cold running
water, non-absorbent floors, walls finished, and privacy door.
5) Steps over three (3) risers, outside or inside must be must have handrails. Balconies and decks
over 30" high must be constructed to all IBC and IRC requirements including guardrails.
6) Outside grading completed so that water slopes away from the building;
7) Exceptions to the outside steps, decks, grading may be made upon the demonstration of
extenuating circumstances., i.e. weather. Under such circumstances A Certificate of
Occupancy may be issued conditionally.
8) A final inspection sign off by the Garfield County Road & Bridge Department for driveway
installation, where applicable; as well as any final sign off by the Fire District, and/or State
Agencies where applicable.
A CERTIFICATE OF OCCUPANCY (C.O.) WILL NOT BE ISSUED UNTIL ALL THE
ABOVE ITEMS HAVE BEEN COMPLETED.
A C.O. MAY TAKE UP TO 5 BUSINESS DAYS TO BE PROCESSED AND ISSUED.
OWNER CANNOT OCCUPY OR USE DWELLING UNTIL A C.O. IS ISSUED.
OCCUPANCY OR USE OF DWELLING WITHOUT A C.O. WILL BE CONSIDERED AN
ILLEGAL OCCUPANCY AND MAY BE GROUNDS FOR VACATING PREMISES
UNTIL ABOVE CONDITIONS ARE MET.
I understand and agree to abide by the above conditions for occupancy, use and the issuance of a
C. 0. for the building identified in the Building Permit.
Bapplicationdecember2007
VALUATION FEE DETERMINATION
Applicant
Address
Date
-:S:;ano;:c:;:h;::e"-z"'D":'rywSa"-11':::, :;ln:;c:-::..,,--,-----Subdivision
-:4-;,06::-:;;:S:_:ilv':'e:::r..::K:::in:og._C=t,..::G:..;Wc.S=------Lot/Block
.::.9:..:15:;.;12:::0::o0:.::8 ___________ Contractor
Finished (Livable Area):
Main
Upper
Lower
Other
Total
Basement:
Unfinished
Square Feet
Valuation
Conversion ofUnfinished to Finished
Total
Garage:
Carport:
Total
Crawl Space
Total
Decks/ Patios
Total
Valuation
Valuation
Valuation
Covered
Open
Valuation
Type of Construction:
Occupancy:
Valuation
Total Valuation
936 sq. It
1035 sq.ft
941 sq.ft
sq. It X $74.68
2912 sq.lt
sq.ftX $41.00
sq.ft X $33.68
590 sq.ft X $18.00
sq.ft X $12.00
sq.ft X $9.00
211 sq.ft X $24.00
sq.ft X $12.00
Commercial
sf X
sf X
sf X
sf X
sf X
sf X
Oak Meadow Ranch
Lot 50
Owner
217,468.16
0.00
10,620.00
0.00
5,064.00
0.00
233,152.16
GARFIELD COUNTY BUILDING AND PLANNING
970-945-8212
MINIMUM APPLICATION REQUIREMENTS
For
SINGLE FAMILY DWELLING CONSTRUCTION
Including
NEW CONSTRUCTION
ADDITIONS
ALTERATIONS
And
MOVED BUILDINGS
In order to understand the scope of the work intended under a permit application and expedite the
issuance of a permit it is important that complete information be provided. When reviewing a plan and
it's discovered that required information has not been provided by the applicant, this will result in the
delay of the permit issuance and in proceeding with building construction. The owner or contractor shall
be required to provide this information before the plan review can proceed. Other plans that are in line
for review may be given attention before the new information may be reviewed after it has been
provided to the Building Department.
TWO (2) SETS OF CONSTRUCTION DRAWINGS & TWO (2) SITE PLANS MUST BE
SUBMITTED FOR ALL APPLICATIONS.
Please review this document to determine if you have enough information to design your project
and provide adequate information to facilitate a plan review. Also, please consider using a design
professional for assistance in your design and a construction professional for construction of your
project. Any project with more than ten (10) occupants requires the plans to be sealed by a
Colorado Registered Design Professional.
To provide for a more understandable plan in order to determine compliance with the building, plumbing
and mechanical codes, applicants are requested to review the following checklist prior to and during
design. Applicants are required to indicate appropriately and to submit the completed checklist at
time of application for a permit.
Plans to be included for a Building Permit, must be on drafting paper at least 18"x24" and drawn
to scale.
1
Plans must include a floor plan, a concrete footing and foundation plan, elevations all sides with decks,
balcony, steps, hand rails and guard rails, windows and doors, including the finish grade line and
original grade. A section showing in detail, from the bottom of the footing to the top of the roof,
including re-bar, anchor bolts, pressure treated plates, floor joists, wall studs and spacing, insulation,
sheeting, house-rap, (which is required), siding or any approved building material. Engineered
foundations may be required.
A window schedule. A door schedule. A floor framing plan, a roof framing plan, roof must be
designed to withstand a 40 pound per square foot up to 7,000 feet in elevation, a 90 M.P.H. wind speed,
wind exposure B or C, and a 36 inch frost depth.
All sheets to be identified by number and indexed. All of the above requirements must be met or your
plans will be returned.
All plans submitted must be incompliance with the 2003 IRC.
I. Is a site plan included that identifies the location of the proposed structure or addition and distances to
the property lines from each corner of the proposed structure(s) prepared by a licensed surveyor
and has the surveyors signature and professional stamp on the drawing? Properties with slopes of
30% or greater must be shown on the site plan. (NOTE Section: 106.2) Any site plan for the
placement of any portion of a structure within 50 ft. of a property line and not within a previously
surveyed building envelope on a subdivision final plat shall be prepared by a licensed surveyor
and have the surveyor's signature and professional stamp on the drawing. Any structure to be
built within a building envelope of a lot shown on a recorded subdivision plat shall include a
copy of the building envelope as it is shown on the final plat with the proposed structure located
within the e~lope.
Yes. __ ~V:__
2. Does the site plan also include any other buildings on the property, setback easements and utility
easements? Please refer to Section 5.05.03 in the Garfield County Zoning Resolution if the
property you7e pplying for a building permit on is located on a corner lot. Special setbacks do
apply.
Yes. __ __,__
3. Does the site plan include when applicable the location of the l.S.D.S. (Individual Sewage Disposal
System) and the distances to the property lines, wells (on subject property and adjacent
propertie1qt.Aams or water courses?
Yes
4. Does the site plan indicate the location and direction of the County or private road accessing the
property? . /
Yes. ___ __]CV_
2
5. Are you aware that prior to submittal of a building permit application you are required to show proof
of a legal and adequate access to the site? This may include (but is not limited to) proof of your
right to use a private easement/right of way; A County Road and Bridge permit; a Colorado Dept.
of Highway Permit, including a Notice to Proceed; a permit from the federal government or any
combination. You can contact the Road & Bridge Department at 625-8601. See phone book for
other agencieL
Yes 1.
6. Do the plans include a foundation plan indicating the size, location and spacing of all reinforcing steel
in accordan~ the IRC or per stamped engineered design?
Yes 1 .
7. Do the plans indicate the location and size of ventilation openings for under floor crawl spaces and the
clearances requir¢-between wood and earth?
Yes \.;.L._ No ____ _
8. Do the plans indicate the size and location of ventilation openings for the attic, roof joist spaces and
soffits? /.
Yes V No ____ _
9. Do the plans include design loads as required by Garfield County for roof snow loads, (a minimum of
40 pounds per square foot up to & including 7,000 feet above sea level), floor loads and wind
loads? v Yes. _____ _
10. Does the plan include a building section drawing indicating foundation, wall, floor, and roof
construction? . /
Yes. ____ _,V~-
11. Does the building section drawing include size and spacing of floor joists, wall studs, ceiling joists,
roof rafters or jois~r trusses?
Yes. ____ V""---
12. Does the building section drawing or other detail include the method of positive connection of all
columns and bea~
Yes \
13. Does the elevation plan indicate the height of the building or proposed addition from the
undisturbed grade to the midpoint between the ridge and eave of a gable or shed roof or the top
of a flat roof? {Building height measurement usually not to exceed 25 feet)
Yes. __ _,V:.__ __
14. Does the plan include any stove or zero clearance fireplace planned for installation including make
and model and Colorado Phase II c;rtifications or phase II EPA certification?
Yes No V ]\.
If
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15. Does the plan include a masonry fireplace including a fireplace section indicating design to comply
with the IRC?
Yes. _____ No_-7")""---<2 __ _
16. Does the plan include a window schedule or other verification that egress/rescue windows from
sleeping ro. o.7ms and/or basements comply with the requirements of the IRC?
Yes V --""------
17. Does the plan include a window schedule or other verification that windows provide natural light and
ventilation for !j).l-habitable rooms?
Yes. __ _cV:::_ __
18. Do the plans indicate the location of glazing subject to human impact such as glass doors, glazing
immediately adjacent to such doors; glazing adjacent to any surface normally used as a walking
surface; sliding glass doors; fixed glass panels; shower doors and tub enclosures and specify safety
glazing for these areas?
Yes ,/
19. Is the location of all natural and liquid petroleum gas furnaces, boilers and water heaters indicated on
theplan? ~-
Yes _____ _
20. Do you understand that if you are building on a parcel of land created by the exemption process or the
subdivisionzcess, are building plans in compliance with all plat notes and/or covenants?
Yes 1
21. Do you understand that if you belong to a Homeowners Association (HOA), it is your responsibility to
obtain written permission from the association, if required by that association, prior to submitting
an application for a building permit? The building permit application will be accepted without
it, but you run the risk of the HOA bringing action to enforce the covenants, which can result in
revocation of permit issued. Additionally, your Plan Review fee is not refundable if the plans
have been reviewed by the Building Department prior to any action by the HOA that requires either
revocation or sj.lbstantial modification of the plans.
Yes __ .o,Ve::_ __
22. Will this be the only residential structure on the parcel?
Yes tL Ifno-Explain: ______ _
23. Have two (2) co~ sets of construction drawings been submitted with the application?
Yes. ____ _
24. Do you unders7hat the minimum dimension a home can be on a lot is 20ft. wide and 20ft. long?
Yes t
4
25. Have you designed or had this plan designed while considering building and other construction code
requirements? /
Yes V ---=--
26. Do your plans comply w· h all zoning rules and regulations in the County related to your properties
zone district?
Yes ____ ~--
27. Does the plan accurately indicate what you intend to construct and what will receive a final inspection
by the Garfield Cpt\nty Building Department?
Y es, __ ___c,_/""'--
28. Do you understand that approval for design and/or construction changes are required prior to the
application o~e changes?
Yes, ___ _:___
29. Do you understand that the Building Department will collect a "Plan Review" fee from you at the
time of application submittal and that you will be required to pay the "Permit Fee" as well as any
"Road !7~ or "Septic System" fees required, at the time you pick up your building permit?
Yes
30. Are you aware that you must call in for an inspection by 3:30 the business day before the
requested inspection in order to receive it the following business day? Inspections will be
made from~7:30 a.m. to 3:30 p.m. Monday through Friday. Inspections are to be called in
to 384-5003.
Yes No _____ _
31. Are you aware that requesting inspections on work that is not ready or not accessible will result in a
$50.00 re-inspecfom fee?
Yes, ___ _.,\L_,__ __
32. Are you aware that you are required to call for all inspections required under the IRC including
approval on a final inspection prior to receiving a Certificate of Occupancy and occupancy of the
building? /
Yes, __ ""'v __ _
33. Are you aware that the Permit Application must be signed by the Owner or a written authority being
given for an AT and that the party responsible for the project must comply with the IRC?
Yes ~·
5
34. Do you understand that you will be required to hire a State of Colorado Licensed Electrician and
Plumber to perform installations and hookups, unless you as the homeowner are performing the
work? The license number of the person performing the work will be required at time of
applicable inspecti01y
Yes V
35. Are you aware, that on the front of the Building Permit Application you will need to fill in the
Parcel/Schedule Number for the lot you are applying for this permit on prior to submittal of a
building permit appli tion? Your attention in this is appreciated.
Yes ____ \7"----
36. Do you know that the local fire district may require you to submit plans for their review of fire safety
issues? /
Yes \ (please check with the building department about this requirement)
37. Do you understand that if you are planning on doing any excavating or grading to the property prior
to issuance rilding permit that you will be required to obtain a grading permit?
Yes \
"
38. Are you aware that if you will be connecting to a public water and/or sewer system, that the tap fees
have to be~aid d the connections inspected by the service provider prior to the issuance of a
Certificate of ccupancy?
Yes __ _::_ __
I hereby ackl}owledge that I have read, understand and answered these questions to the best of
my abilit))
Phone: fJO "br6 ug f (days); (evenings)
Project Name: 1-o b S' J I ve v kt j/\cr. ])y-.
Project Address: 4o £ S j t VC of (/ i v--ir tv , r;; fe.vt IA.l O<"j cS py /lA1_j' (;;, ,
6
Notes:
If any required information is missing 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.
BpminreqDec2007
7
PLAN REVIEW CHECKLIST
Applicant 51Mdte"t--Vt1'ftV!ill Date ~/>f'b
Building
/ Engineered Foundation
!V/11 Driveway Permit
/ Surveyed Site Plan
tJjlr Septic Permit and Setbacks
LGrade/Topography 30%
/ Attach Residential Plan Review List
~Minimum Application Questionnaire
./ Subdivision Plat Notes
!fA Fire Department Review
~Valuation Determination/Fees
~ed Line Plans/Stamps/Sticker
~ Attach Conditions
~Application Signed
~Plan Reviewer To Sign Application
/ Parcel/Schedule No.
tJjli 40# Snowload Letter-Manf. Hms.
/ Soils Report
GENERAL NOTES:
Planning/Zoning
LProperty Line Setbacks
./ 30ft Stream Setbacks
~Flood Plain
V Building Height
~Zoning Sign-off
/ __ Road Impact Fees
~HOAIDRC Approval
~Grade/Topography 40%
~lanning Issues
~ubdivision Plat Notes
N 11106 o. ----------~~~----Assessor's Parcel No. 2395-153-13-050
Date ____ 9_11_6_12_0_0_8 __ _
BUILDING PERMIT CARD
Job Address ---~4~0~6~S~il~ve~r~K~i~n~g~C~o~u~rt2,~G~W~S=-_(~O~a~k~M~e~a~d~o~w~R=a~nc~h~flg~4~B~·~P~h=2,~L~o~t~5~0L) ________ __
Owner ______ _:::.Sa.::.:n..:.:c~hc..::e:.::z-=D~ryw.L..:.:...:.:a::.:..ll.:..:ln.:..:c~----Address 11 0 W. Main St, Silt Phone # 876-2889
Contractor Owner Address ____________ Phone # ~-----
Setbacks: Front _____ Rear ______ RH _____ LH _______ Zoning ____ _
s/f dwelling w/cov patios & att garage INSPECTIONS
Soils Test rl Weatherproofing ___________ _
Footing. (0-7~6:~ \1-.U~.\)K, Mechanical _______ ~--:r-------
FoundatJon /tJ_-~ .)l;;i_~ Electrical Rough (State) !/'/
Grout . Electrical F'nal State) ______ v ______ _
Underground Plumbing ,lj-/f-08~ Final · -;2. '-0 /Checklist Co!!!Bieted? ~
Rough Plumbing r;;2 -lt-o9~ Certificate ODactceupa~~· #,_ 1 = ~cL\o<8.~~
Framing 2 -I/ =<f1 ~ -P~ ·Fl'--!il-~m-tr"""'-"1'~M::::_=~-'-""'-=-'Q3=--L--
Insu lation Ql.-17-e> 9 ~ Septic System # ___,·~-<-'V-=-!V_,_I .:__...:.......'------------
Roofing Date ----------------
Drywall z-z. "3 -ott %"'4-/ Fin~L..,----....,....=-:-:-:----.----
Gas Piping Z..-9 o9 .c;..~, other bi?Jue.wuA! · 1Z75f?v0pt
~#9~1?f{ .{;-fC'.tfCf NOTES
. '73~~c~t:f/::~
(continue on back)
. L_ .. -.
ILDI PE
GARFIELD COUNTY, COLORADO
INSPECTION WILL NOT BE MADE UNLESS
THIS CARD IS POSTED ON HIE JOB
Date Issued Q.-) {!)<--=-{)-'--~ ___ Permit No.-'L!LH t'--"()(2..____._ __ _
AGREEMENT
In consideration of the issuance of the permit, the applicant hereby agrees to comply with all laws and regulations
related to the zoning, location; construction and erection of the proposed structured 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 cons'truction ofthe above described structure, the permit may then be revoked by notice from the
County Building department and IMMEDIATELY BECOME NULL AND VOID.
Use_S/f ,!J.J/1~U_!l~~ ~lltt\~,"'"-'-''---------
Address or Legal Description LjC>\Jj s;;Jll!e-r \':.W\~ C!>1lf\ 1 G.~'------------
Owner Srulthf.'t. !:n~w~U__lV(. __ Contractor Q\»-=-'f\=~-=--r ____ _
Building Permitrype _8f.'i:>mJmL"-. ________________________ _
This Card Must Be Posted So It Is Plainly Visible From The Street Until Final Inspection
INSPECTION RECORD
Footing Driveway
;o~ '6 /· D<d ~ tfvc !71<..
(V/,9
Foundation I Grouting ~ Insulation
II" 0-06 a.'J ;:l-1?-o? ;;w~
Underground Plumbing Drywall z--z3~a;7 ;?.kU_
t!ZCI'-:J.!.' l•'-.;· ,,.
'
..,./Y.)i/..':0 ... ~};" /.'.;.c; ( ~~ -:·/')).)/..:.
Rough Plumbing Elecuic ~~by S~s4to1/ A
ft. -I (-<J '! ;f/14-.. (P>Io<to Fln'l) f 1
Rough Mechanical Septic Final
/--1(-o "!~-10!J
Gas Piping ·<:_--. Y-0 7 ;·,"j".!U,. .E.!lJAL ?.:Ltf -<?'?~;::::PI'~
Electric "o;;~"Y;; lnspectr(oc (You Must Ct~ll For Fin<:~llmp~!<tion)
(Pdo. to f<Omlng) . 1 Notes
Framing ~1"::2.-/(-o",i -;tPP-
(to include Roof in place &Windows & Doors installed & Firestopping in place)
APPROVED
Date
THIS PERMIT IS NOT TRANSFERABLE
For Inspection Call970-384-5003 Office 970-945-8212
108 8th Street, Suite 401 Glenwood Springs, Colorado 81601
CH~-~ DO:~TF.Ss;.m;_hlo.~\cr
PROTECT PERMIT FROM WEATHER DF;:;:E~
(DO NOT LAMINATE) .
cL
•v
COUNTY OF GARFIELD -BUILDING DEPARTMENT
CORRECTION NOTICE
108 8th_St., Suite 401 Glenwood Springs, Colorado
Phone (970) 945-8212
Job located at OLfOG ))~ ~
PermitNo.~//.~~~6~---------------------------
I have this day inspected this structure and. these
premises and found the following corrections needed:
You are hereby notified that the above correction must be inspected
before covering.
When correction(s) have been made, call for inspection at 970-384-5003.
Date 6' ~ /o-of 20 ------;;--
Building Inspector~~
Phone (970) 945-8212
COUNTY OF GARFIELD -BUILDING DEPARTMENT
CORRECTION NOTICE
108 8th St., Suite 401 Glenwood Springs, Colorado
Phone (970) 945-8212
Job located at 1:0 b .5,/L"~ ;t/;v"G cr;
Permit No. ///CJ 0
I have this day inspected this structure and these
premises and found the following corrections needed:
MAl{£ a;gg,zaztMZs. 17f;cAI o K
0 ~for Re-lnspection ' G 'P/4~
0 $50.00 Re-lnspection Fee must be paid prior to Re-lnspection
You are hereby notified that the above correction must be inspected
before covering.
When correction(s) have been made, call for inspection at 970-384-5003.
Date ..,-7 3
Building Inspector --~,.,~~:L_U~~~~=:::::::==-
Phone (970) 945-8212
COUNTY OF GARFIELD -BUILDING DEPARTMENT
CORRECTION NOTICE
108 8th St., Suite 401 Glenwood Springs, Colorado
Phone (970) 945-8212
Job located at .J 0 (o S/i v!CK /{;>r/G CT
Permit No. /// 0 G> I .
I have this day inspected this structure and these
premises and found the following corrections needed:
c--'~-,e:::: ._.>!/ ..
50.00 Re-lnspection Fee must be paid prior to Re-lnspection
You are hereby notified that the above correction must be inspected
before covering.
When correction(s) have been made, call for inspection at 970-384-5003.
Date //-/ 3 20 C/ '3' r? . /??§
Building Inspector --'~~""~""~~-'e_""-""'?('-'-'/'--"""_ L."'"~L::""""':.,z:·",""'~~==----
01lone (970) 945-8212
COUNTY OF GARFIELD -BUILDING DEPARTMENT
CORRECTION NOTICE
108 8th St., Suite 401 Glenwood Springs, Colorado
Phone (970) 945-8212
Job located at ft.?~ ..5'/<:::' V z-g= /-(n1/r;-c..~ r;-
Permit No. /(/cz tk
I have this day inspected this structure and these
,~ premises and found the following corrections needed:
if ;::://(!£ C:,AU'LI<-o/Z ,6:;A/Vl m«.sT'" 6/C
AYT/11 E 8/f-o£ L;L. /4Z9 Ar/Jeov.e-p
CZJ m/1'1£ II !Z A 0 .If? oo,#'J h :8 @£/{SC<f ,ee; 0
0~,4/1 & --z;( )5
· Call for Re-lnspection
D $50.00 Re-lnspedion Fee must be paid prior to Re-lnspection
You are hereby notified that the above correction must be inspected
before covering.
When correction(s) have been made, call for inspection at 970-384-5003.
Date C:: -r 2o o '?"
Building Inspector (?~ a/"~ . .....___
Phone (970) 945-8212
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C02
''-< 1l' 0
Wo rk Order:0695-08
Cu stomer :SANCHEZ DRYWALL INC.
Job Name :0695-08
Ad dress1 :406 SILVER KING CT
Ad
De
dress2 :GLENWOOD SPRINGS, CO ..
-~_r1er __:_T_P§. __ -·---~--------·
:
I
I
WHOLESALE
TRUSS
page 1 of 2
Who1esa1e Truss Co
838 21 1/2 Road
Grand Junction, CO 81505
970-241-1500
Sa1es Rep:WTC
Delivery date:
Truck ID:
Loaded by: Inspected by:
I
Reaction # 0695-08
SANCHEZ DRYWALL INC.
Job:0695-08
406 SILVER KING CT
GLENWOOD SPRINGS, CO.
S
,.;_L Load1ing:B4
1
o,_ 10 10_ 24.00."0.C ....
~AOII . B2' B_3 __ j_ .. B4;
2 ~=~~~ _;:~:. -~:; . Permit required:
ITEM J gi':itor~1.Jss ID
T
2
3
4 I
I
5
6
7
8
9
10
11
12
13
14
15
1i C01
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21
I C02
o•
2 C03
o•
2 C04
4!
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101 M01
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11 M02G
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31 T04
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6"
6"
6"
6"
6"
6"
6"
6"
6"
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4 T06
6"
6"
6
6.
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Up1fti -90 -109!
2' 8"1Si Hori.zl 112 1 112 I
4 • 5" . 01 ~=~~~ . ~!!l ~~;;-
3 • 1" 5 1 Hori~ 132 132
4 • 5" 01 Reac
Up1f I'
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2'3'2'' 0 ~=~~tj~ 161 .. 0 .. _11
0' 6" 6 Hori.z .
23' 2" 0 Reactj
Up1ftj -199
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28' ~:: : -:::~~ ~!~2
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0"
6"
Up1ft -210
725 ' ••••• ·-·-'" j
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React
'Up1ft
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-227i
6 Horiz 261
16101
-1991
2131
1911
-227
261 "-& .. 0'
28' 0" 8 R:e..ac.~ 1914 ia4si
Up1ft -228 ;!~21 Hori.z: 261 Ta6oi
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259 ...... --::··iF"
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Reacti 1939j
Up1ftJ -228j
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React• 1913j
Up1ft1 -228!
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6"
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Up1ft -2271
-iL ·----l'-;;-.0' 6" 61 Hori.z 261! -"--------"'~="""-~~-
261 i
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BS
BS
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WHOLESALE
TRUSS
~ r~~~~o~~~=~~~~=
~ : Wholesale Truss Co
~ ; 838 21 1/2 Road
l'3 1 Grand Junction, CO 81505
~ i 970-241-1500
:J 1 Sa1es Rep : WTC
~ j Designer: TPS
:Ill
:!!l[~:~~:go,rl~~yss
I I 0 ' ; n (; . ,;~ c~..C.JI/
2 2 C02
0' 6" 6
2 C03
0' 6" 6._ ·· ~;;lC64.
0' 6" 6,
l.' 7"12
3'10"i5-
2'
5'
9"12
8" 8
3'10" 5
page 1 of 2
Quote# 0695-08
SANCHEZ DRYWALL INC.
Job:0695-08
406 SILVER KING CT
GLENWOOD SPRINGS, CO.
. ~ ·····~··· ............I
7.00/0.001
! I
7.00/0.00
10 10 24.00"0.C. ow:RIWIGsi .
·22.63/.. o.66l
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o .oo1
i6.60/ 0.00
i6.66/ . 6.66
s 4 cos· 3' 9" 8 7.66!6~6o i6:66; 0.00
6
7
0'
10 M01
0' 6"
1 M02G
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1l T03G
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31 T04
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31
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2' 8"15
4' 5" o,
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6" 61 a·
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16.00/ ·~6.001
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16:oot 16.001
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i6.<io/ I ~6.001
I ~6. 001 1s:oo1
~6.00/ <i .ooi
Sub-Tota~
Sales Tax @ 2.900i
Total Se11i.ng Price!
Price valid for 30 days, however:
UNTIL ANY BID IS SIGNED OFF IT IS A PRELIMINARY BID ONLY
NOT FOR CONSTRUCTION! CHANGES WILL AFFECT FINAL PRICE!
Signed approval with Purchase Order supplies qual.:ify:ing date.
Wholesale Truss Co.
providing bridging,
of installation.
assumes no responsibility for
bracing, blocking, or supervision
Subject to verification of quantities, spans, overhangs,
pitch and special details.
loading,
These trusses have been designed using the applicable building codel.
Thank you!!
PRICE I
4383.38
~27.~2
45~0.50
b Name: 0695-08
X-LOC ' REACT SIZE REQ'D
o-2-2 959 4.19" 1.50"
7-11-6 789 1.50" 1.50"
REQUIREMENTS shown are based ONLY
he truss material at each bearing
Truss ID: co1 Qty:
'l'C 2x4 SJ?F l650F-l. SE
BC 2x4 SPF 1650F-l, 5E
WEB 2x4 WW SPECIAL
BRG BLK 2x4 WW SPECIAL
Lumber shear allowables are per NOS.
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
Loaded for 10 PSF concurrent BCLL.
ASCE7-02 SNOW LOAD DESIGN CRITERIA:
Pg = 40 psf, Ce = 1.0, I= 1.0, Ct = 1.10
Pfmin = 20 psf
End verticals are designed for axial loads
only unless noted otherwise.
Extensions above or below the truss profile
(if any) have been designed for loads
indicated only. Horizontal loads applied at
the end of the extensions have not been
considered unless shown. A drop-leg to an
otherwise unsupported wall may create a
hinge effect that requires additional design
consideration (by others) .
Designed per ANSI/TPI 1-2002
This design does not account for long term
time dependent loading (creep) . Building
Designer must account for this.
Refer to Joint QC Detail Sheet for
Maximum Rotational Tolerance used
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
documents as ER-1607 and ESR-1118.
Permanent bracing is required (by others) to
prevent rotation/toppling. See BCSI
and ANSI/TPI 1.
~FOR FUTURE USE -TRUSWAL USER NOTE #408
4-0-11
8-0-2
3
1 Drv
UPLIFT REACT
Support C&
l
2
HORIZONTAL R
support
This truss i
ASCE7-02 Win
Bldg Enclose
Truss Locati
Hurricane/Oc
Bldg Length
Mean roof he
ASCE7 II St
Designed as
-Low-rise
Tributary Ar
----------LO
Dir L
TC Vert 12
TC Vert 10
TC Vert 5
TC Vert 10
TC Ve'rt 5
TC Vert 10
BC Vert 2
BC Vert 1
BC Vert 2
BC Vert 1
BC Vert 2
..• Type ...
TC Vert
Type
TC Vert
I
T
I ]
c Vert
TC Vert
TC Vert
BC Vert
BC Vert
BC Vert
BC Vert
31-4-8 3-1 -0
x.
2-
2-
5-
5-
2-
2-
5-
5-
Io-6-6
4-4 12 ~::.r·
AI
ot
PI
1-10-10
4 5
8-0-2
connector plates are Truswal20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "$"for SS 18 ga. from Alpine; or preceded
"MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted.
NHOLESALE TRUS
VSZSZI
211/2 ROAD, GRANO JCT., CO., 81505
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
This design Is for an Individual building component not truss system. II has been based on specifications provided by the component manufacturer
and done In accordance with ttle current versions of TPI and AFPA design standards. No responslblllty Is assumed for dimensional accuracy. Dimensions
are to be verified by the component manufacturer and/or building designer prior to fabrication. Tile building designer must ascertain that the loads
uttll:ted on this design meet or exceed ttle loading Imposed by the local building code ami the particular app!!cation. Tile design assumes that the top chord
s laterally braced by the roof or floor sheattllng and ttle bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise
noted. Bracing shown ls lor lateral support of components members only to reduce buckling length. This component shall not bo placod in any
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install
and brace this truss In accordance with the foUowlng standards: 'Joint and cutting Detail Reports' ava!!able as output from Trnswal software,
'ANSI/TPI1', 'WTCA 1' ·Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'.
{BCSI) and 'SCSI SUMMARY SHEETS' byWTCA and TPI. The Truss Plate Institute (TPI) Is located at 218 N. Lee Street Suite 312,
Alexandria, VA 22314. The American Forest and Paper Association (AFPA) Is located at 11111~h Street, NW, Ste 800, Washington, DC 20036.
lr
Eng. Job: .EJ.
Chk: TPS
Dsgnr: TPS
TC Live 40.01
TC Dead 10.1
BC Live 0.0{
BC Dead 10.1
TOTAL GO.C
b Name: 0695-08
X-LOC' REACT SIZE REQ'D
o-1-12 318 3.50" 1.50"
1-10-3 95 1.50" 1.50"
1-10-3 36 1.50" 1.50"
REQUIREMENTS shown are based ONLY
he truss material at each bearing
Truss 10: C02 Qty:
TC 2x4 SPF 1650F-l. SE
BC 2x4 SPF 1650F-l. SE
Refer to Joint QC Detail Sheet for
Maximum Rotational Tolerance used
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
documents as ER-1607 and ESR-1118.
Mark all interior bearing locations.
Shim bearings (if needed) for req. support.
~FOR FUTURE USE -TRUSWAL USER NOTE #408
T
0·6·6
l_
Designed per ANSI/TPI 1-2002
This design does not account for long term
time dependent loading (creep) , Building
Designer must account for this.
THIS DESIGN IS ~HE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
ASCE7-02 SNOW LOAD DESIGN CRITERIA:
Pg = 40 psf, Ce = 1.0, I= 1.0, Ct = 1.10
Pfroin 20 psf
Install interior support(s) before erection.
2
2 Drv
UPLIF~ REACT
Support C&
1
2
3
This truss i
ASCE7-02 Win
Bldg Enclose
~russ Locati
Hurricane/Oc
Bldg Length
Mean roof he
ASCE7 II St
Designed as
-Low-rise
T:t:ibutary Ar
AI
ot
PI
1-____ 1~4~-~0-----;~----~~llL------~ 1-10-15 lr
3 4
1-10-15
1-10-15
connector plates are Truswal20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded
"MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted.
OVER 3 SUPPORTS
NHOLESALE TRUS
VSZS21
21112 ROAD, GRAND JCT., CO., 81505
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
This design Is lor an Individual building component not truss system. It has been based on specll!catlons provided by the component manufacturer
and done In accordance wllh the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions
arc to bo verlfled by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
ut!Uzed on this design moet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord
s laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise
noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any
environment that will cause 1he moisture con1ent of1he wood to e~ceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install
and brace this truss in accordanco with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswa! softwarn,
'ANSirTP! 1', 'WTCA 1'-Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'-
(SCSI) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (Tf'l) Is located at 218 N. Lee Street Suite 312,
Alexandria, VA 22314. The American Forest and Paper Association (AFPA) Is located at 111119th Street, NW, Ste 800, Washington, DC 20036.
Eng. Job: .EJ.
Chk: TPS
Dsgnr: TPS
TC live 40.01
TC Dead 10.1
BC Live 0.0<
BC Dead 10.1
TOTAL 60.C
b Name: 0695-08
X-LOC REACT SIZE REQ'D
o-1-12 446 3.50" l.SO"
3-10-3 160 1.50" 1.50"
3-10-3 63 1.50" 1.50"
REQUIREMENTS shown are based ONLY
he truss material at each bearing
TrUSS ID: COJ Qty:
TC 2x4 SPF l650F-1. SE
BC 2x4 Sl?F 1650F-l, 5E
Refer to Joint QC Detail Sheet for
Maximum Rotational Tolerance used
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
documents as ER-1607 and ESR-1118.
Mark all interior bearing locations.
Shim bearings (if needed) for req. support.
-FOR FUTURE USE -TRUSWAL USER NOTE #408
I
2-9-12
1
1-4-0
3
Designed per ANSI/TPI 1-2002
This design does not account for long term
time dependent loading (creep) . Building
Designer must account for this.
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
ASCE?-02 SNOW LOAD DESIGN CRITERIA:
Pg = 40 psf, Ce = 1.0, I= 1.0, Ct = 1.10
Pfmin 20 psf
Install interior support(s) before erection.
3-10-15
3-10-15
3-10-15
2
4
3-10-15
11
lr
2 Drv
UPLIFT REACT
Support C&
1
2
3
HORIZONTAL R
support
support
This truss i
ASCE7-02 Win
Bldg Enclose
Truss Locati
Hur.ricane/Oc
Bldg Length
Mean roof he
ASCE7 II St
Designed as
-Low-rise
Tributary Ar
AI
of
pr
lr
3-10-15
connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded
"MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted.
OVER 3 SUPPORTS
~
NHOLESALE TRUS
VSZSZJ
211/2 ROAD, GRANO JCT., CO., 81505
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
This design Is for an Individual building component not truss system. 1t has been based on specifications provided by the component manufacturer
and done In accordance wlth the current versions of TPI and AFPA design standards. No responslb!!!ty Is assumed for dimensional accuracy. Dimensions
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
utlllled on this design meet or e~ceed the loading Imposed by the local building code and the particular application. The design assumes !hat !he top chord
s laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing matorlal directly attached, unless otherwise
lhoted. Bracing shown Is for lateral support of components members only to reduce buckling length. Thls component shall not bo placod In any
environment that will cause the moisture content of the wood to exceed 19% ami/or cause connector plate corrosion. Fabricate, hand!(!, Install
and brace this truss In accordance with the following standards: 'Joint and cutting Detail Reports' available as output from T01swal software,
'ANSffTPf 1', WTCA 1' ·Wood Truss Council of America Standard Oes!gn Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'·
{SCSI) and 'SCSI SUMMARY SHEETS' byWTCA and TPI. The TOISS Plato lnstltuto {TPJ) Is located at 218 N. Lee street Suite 312,
Alexandria, VA 22314. The American Forest and Paper Association (AFPA) Js located at 111119tl! Street, NW, Ste aGo, Washington, oc 20036.
Eng. Job: .EJ.
Chk: TPS
Dsgnr: TPS
TC Live 40.01
TC Dead 10.1
BC Live 0.01
BC Dead 10.1
TOTAL 60.(
b Name: 0695-08
X-LOC ,REACT SIZE REQ'D
0-1-12 554 3.50" 1.50"
's-1-12 3se 1.so" l.SO"
REQUIREMENTS shown are based ONLY
he truss material at each bearing
Truss ID: C04 Qty:
TC 2x4 SPF 1650F-l. 5E
BC 2x4 SPF 1650F-1. 5E
WEB 2x4 WW SPECIAL
BRG BLK 2x4 WW SPECIAL
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
Loaded for 10 PSF concurrent BCLL.
ASCE7-02 SNOW LOAD DESIGN CRITERIA:
Pg = 40 psf, Ce = 1.0, I~ 1.0, Ct = 1.10
Pfmin = 20 psf
~FOR FUTURE USE -TRUSWAL USER NOTE #408
Designed per ANSI/TPI 1-2002
This design does not account for long term
time dependent loading (creep). Building
Designer must account for this.
Refer to Joint QC Detail Sheet for
Maximum Rotational Tolerance used
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
documents as ER-1607 and ESR-1118.
End verticals are designed for axial loads
only unless noted otherwise.
Extensions above or below the truss profile
(if any) have been designed for loads
indicated only. Hori~ontal loads applied at
the end of the extensions have not been
considered unless shown. A drop-leg to an
otherwise unsupported wall may create a
hinge effect that requires additional design
consideration (by others) .
2
11
2
I
T SHIP ! ·J·5
I 1-4-0
5-8·8
3 4
5-8-8
3X6::·B
5-8-8
connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "$"for SS 18 ga. from Alpine; or preceded
"MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted.
~
IVHOLESALE TRUS
VSZS?I
21112 ROAD, GRAND JCT., CO., 81505
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
This design !s for an Individual bulld!ng component not truss system. It has been based on specifications provided by the component manufacturer
and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions
are to be verlfled by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
ut!!lud on thhl design meet or excood the loading Imposed by the locel building code and the particular application. The design assumes that the top chord
s laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rlgld sheathing materia! directly attached, unless otherwise
nGted. Bracing Shown Is for lateral support of components membera only to roduco buckling length. Th!s component shall nGt be placed in any
environment that wlll cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install
and brace this truss In accordance with the following standards; 'Joint and Cutting Detail Reports' available as output from Truswal software,
'ANSIITP11', 'WTCA 1'. Wood Truss Counc!l of America S1andard Design Responsiblllt!es, 'BUILDING COMPONENT SAFE1Y INFORMATION'·
!BCSt) and 'BCSI SUMMARY SHEETS' by WTCA anti TPJ. The Truss Plate Institute !TPI) Is located at 218 N. Lee Street Suite 312,
Alexandria, VA 22314. The American Forest and Paper Association ~AFPA) ls located at 111119th Street, NW, Ste 800, Washington, DC 20036.
Drv
UPLIFT REACT
Support C&
1
2
HORIZONTAL R
support
support
This truss i
ASCE7-02 Win
Bldg Enclose
Truss Locati
Hurricane/De
Bldg Length
Mean roof he
ASCE7 II St
Designed as
Low-rise
Tributary Ar
AI
ol
pr
lr
Eng. Job: .EJ.
Chk: TPS
Dsgnr: TPS
TC Live 40.01
TC Dead 10.1
BC Live o.m
BC Dead 10.1
TOTAL GO.C
b Name: 0695-08 Truss ID: C05 Qty:
X-LOC REACT SIZE REQ'O TC 2x4 SPF l650F-l.5E Designed per ANSI/TPI 1-2002
o~ 1~12 436 3.so" LSO" BC 2x4 SPF 1650F-l. SE
3~ S~l2 233 1,50" 1.50" WEB 2x4 WW SPECIAL
REQUIREMENTS shown are based ONLY
he truss material at each bearing
BRG BLK 2x4 WW SPECIAL
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
This design does not account for long term
time dependent loading (creep). Building
Designer must account for this.
Refer to Joint QC Detail Sheet for
ASCE7-02 SNOW LOAD DESIGN CRITERIA:
Pg = 40 psf, Ce = 1.0, I= 1.0, Ct = 1.10
Pfmin = 20 psf
End verticals are designed for axial loads
only unless noted otherwise.
Extensions above or below the truss profile
(if any) have been designed for loads
indicated only. Horizontal loads applied at
the end of the extensions have not been
considered unless shown. A drop-leg to an
otherwise unsupported wall may create a
hinge effect that requires additional design
consideration (by others) .
I
2-8-15
1 Io-s-s
1-4-0
3
Maximum Rotational Tolerance used
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
documents as ER-1607 and ESR-1118.
~FOR FUTURE USE -TRUSWAL USER NOTE #408
3·9·8
3~9-8
2
~
I
2·3·7
r 15
3-3 15
SHIP
0·5·8
2.5X4
3X6 TIE
3-9-8
4
3-9·8
3·9·8
connector plates are Truswal20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded
"MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted.
NHOLESALE TRUS
SZSZSZJ
21112 ROAD, GRANO JCT., CO., 81505
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
ThiS design Is for an Individual buUdlng component not truss system. !t has been based on specifications provided by the component manufacturer
and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions
are to be verified by tile component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
utilized on this design meet or exceed the loading Imposed by tile local building code and the particular application. The design assumes that the top chord
s laterally braced by the roof or floor sheathing and tile bottom cllord is laterally braced by a rigid sheathing material directly attached, unless otherwise
noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, llandle, In stan
and brace this truss in accordance with the following standards: 'Joint and Cutting Detall Reports' available as output from Truswal software,
'ANS!JTPI1', 'WTCA 1' ·Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'·
(SCSI) and 'SCSI SUMMARY SHEETS' by WTCA and TP!. The Truss Plate Institute (TP!)Is located at 218 N. Lee Street Suite 312,
Alexandria, VA 22314. The American Forest and Paper Association {AFPA)ls located at 111119th Street, NW, Ste 80(1, Washington, DC 2(1(136.
4 Drv
UPLIFT REACT
Support C&
l
2
HORIZONTAL R
support
support
This truss i
ASCE7-02 Win
Bldg Enclose
Truss Locati
Hurricane/Oc
Bldg Length
Mean roof he
ASCE7 II St
Designed as
-Low-:cise
Tributary Ar
AI
ot
PI
lr
Eng. Job: .EJ.
Chk: TPS
Dsgnr: TPS
TC Live 40.01
TC Dead 10.!
BC Live 0.0!
BC Dead 10.1
TOTAL 60.(
b Name: 0695-08 Truss ID: M01 Qty: 10
X-LOC ' REACT SIZE REQ'D TC 2x4 SPF 1650F-l . SE Designed per ANSI/TPI l-2002
o-2-12 482 5.so" 1.50"
4-3-4 262 3.50" 3.50"
REQUIREMENTS shown are based ONLY
he truss material at each bearing
BC 2x4 SPF 1650F-1.5E
WEB 2x4 WW SPECIAL
WEDGE 2x4 SPF 1650F-l. SE
BRG BLK 2x4 WW SPECIAL
This design does not account for long term
time dependent loading (creep) . Building
Designer must account for this.
Refer to Joint QC Detail Sheet for
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
ASCE7-02 SNOW LOAD DESIGN CRITERIA:
Pg = 40 psf, Ce = 1.0, I= 1.0, Ct = 1.10
Pfmin = 20 psf
~FOR FUTURE USE -TRUSWAL USER NOTE #408
I
3-1·5
1 Io-6-6
3
Maximum Rotational Tolerance used
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
documents as ER-1607 and ESR-1118.
End verticals are designed for axial loads
only unless noted otherwise.
Extensions above or below the truss profile
(if any) have been designed for loads
indicated only. Horizontal loads applied at
the end of the extensions have not been
considered unless shown. A drop-leg to an
otherwise unsupported wall may create a
hinge effect that requires additional design
consideration (by others) .
~
4-5-0
4-5·0
2
6X8
2.5X4
4
4-5-0
21 I ! 3--5
3--5
SHIP
0-5-8
3X6 TIE
4-5-0
connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "$"for SS 18 ga. from Alpine; or preceded
"MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted.
~
IVHOLESALE TRUS
VSZSZI
211/2 ROAD, GRANO JCT •• CO., 815(15
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
This design Is for an Individual bu!!dlng component not truss system. It has been based on spec!flcat!ons provided by the component manufacturer
ami done In accordance w!th the curront versions of TPI and AFPA design standards. No rospons!blllty Is assumed for dimensional accuracy. Dimensions
are to be verified by the component manufacturer and/or building dnslgner prior to fabrication. The building dnslgner must ascertain that the loads
utilized on this design meet or exceed the loading Imposed by the local building code and the particular appllcat!on. The design assumes that the top chord
s laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherw-Ise
noted. Bracing shown Is for lateral support of components members only to reduce buckllng lnngth. This component shall not be placed In any
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install
and brace this truss In accordance with the following standards; 'Joint and Cutting Detail Reports' available as output from Truswal software,
'ANSIITP11', 'WTCA 1'-Wood Truss Council of America Standard Design Responslbllltles, 'BUILDING COMPONENT SAFETY INFORMATION'-
!BCSI) and 'SCSI SUMMARY SHEETS' byWTCA and TPI. The Truss Plate Institute {TPJ) ls located at 218 N. Lee Street Suite 312,
Alexandria, VA 22314. The American Forest and Paper Association {AFPA) Is located at 111119th Street, NW, Ste 800, Washington, DC 20036.
Drv
UPLIFT REACT
Support C&
1
2
HORIZONTAL R
support
support
This truss i
ASCE7-02 Win
Bldg Enclose
Truss Locati
Hurricane/Oc
Bldg Length
Mean roof he
ASCE7 II St
Designed as
-Low-rise
Tributary Ar
AI
of
P•
lr
Eng. Job: .EJ.
Chk' TPS
Dsgnr: TPS.
TC Live 40.0•
TC Dead 10.1
BC Live 0.0(
BC Dead 10.1
TOTAL 60.C
b Name: 0695-08
X-LOC REACT SIZE REQ'D
o-1-12 331 3.50" 1.50"
1-9-0 215 3.50" 1.50"
3-1-0 57 3.50" 1.50"
4-3-4 148 3.50" 2. 76"
REQUIREMENTS shown are based ONLY
he truss material at each bearing
TrUSS ID: M02G Qty:
TC 2x4 SPF 1650F-l. SE
BC 2x4 SPF l650F-l. SE
WEB 2x4 WW SPECIAL
Refer to Joint QC Detail Sheet for
Maximum Rotational Tolerance used
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
documents as ER-1607 and ESR-1118.
Install interior support(s) before erection.
End verticals are designed for axial loads
only unless noted otherwise.
Extensions above or below the truss profile
(if any) have been designed for loads
indicated only. Horizontal loads applied at
the end of the extensions have not been
considered unless shown. A drop-leg to an
otherwise unsupported wall may create a
hinge effect that requires additional design
consideration (by others) ,
~FOR FUTURE USE -TRUSWAL USER NOTE #408
I
3·1·5
1 Io-6-6
Designed per ANSI/TPI 1-2002
This design does not account for long term
time dependent loading (creep) . Building
Designer must account for this.
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES,
ASCE7-02 SNOW LOAD DESIGN CRITERIA:
Pg = 40 psf, Ce = 1.0, I= 1.0, Ct ~ 1.10
Pfmin = 20 psf
Mark all interior bearing locations.
Gable verticals are 2x 4 web material spaced
at 16.0 " o.c. unless noted otherwise.
Top chord supports 24.0 " of uniform load
at 40 psf live load and 10 psf dead load.
Additional design considerations may be
required if sheathing is attached.
[+] indicates the requirement for lateral
bracing (designed by others) perpendicular
to the plane of the member at 50"intervals.
Bracing is a result of wind load applied
to member. (Combination axial plus bending),
Diagonals shown are part of the structure of
this truss and may not be removed. Sheathing
may be applied for additional support to
resist lateral loads, by others, but is not
~red u~~ note~.~ateral loads have TN been I at~dt?'().teli dn1jSS itt<tilcated • -0 • • -5-0
2 3
r:;:oo
2.5X4
2.5X4
2.5X4 2.5X4
4
3X4
11
lr
1 Drv
UPLIFT REACT
Support C&
1
2
4
HORIZONTAL R
support
This truss i
ASCE7-02 Win
Bldg Enclose
Truss Locati
Hurricane/Oc
Bldg Length
Mean roof he
ASCE7 II St
Designed as
-Low-rise
Tributary Ar
AI
of
po
lr
connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for 55 18 ga. from Alpine; or preceded
"MX" for TWMX 20 ga. or "H" for 1G ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted.
OVER CONTINUOUS SUPPI
IVHOLESALE TRUS
QSZS21
211/2 ROAD, GRANO JCT., CO., 81505
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer
and done In accordance with the current versions of TP! and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the toads
utilized on this dostgn meet or exceed the loading Imposed by the toea! building code and the particular application. The design assumes that the top chord
s laterally braced by the roof or floor sheathing and the bottom chord Is laterally bra cod by a rlg!d sheathing material directly attached, unless otherwise
noted. Bracing shown Is for lateral support of components members only to reduce buckling length. Tills component shall not be placed In any
environment that will cause the moisture content of tho wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handte,lnstan
and brace this truss In accordance with tho following standards: 'Joint and Cutting OetaU Reports' available as output from Truswal software,
'ANSI/TP11', 'WTCA 1' ·Wood Truss Council of Amnrlca Standard Design Responsibilities, 'BU!LOING COMPONENT SAFETY INFORMATION'.
!BCS!) and 'SCSI SUMMARY SHEETS' by WTCA and TPf. The Truss Plate Institute (TPI) Is located at 218 N. Lee Street Suite 312,
Alexandria, VA 22314. The American Forest and Paper Association IAFPA) Is toea ted at 111119tll Street, NW, Ste 800, Washington, DC 20036.
Eng. Job: .EJ.
Chk: TPS
Dsgnr: TPS
TC Live 40.01
TC Dead 10.1
BC Live 0.0<
BC Dead 10.1
TOTAL GO.C
b Name: 0695-08 Truss ID: T01G Qty: 1
X-LOC REACT SIZE REQ 'D
0-1-12 282 3.50" 1.50"
0-11-0 176 3,50" 1 50"
TC 2x4 SPF l650F-l.SE Designed per 1\NSI/TPI 1-2002
BC 2x4 Sl?F l650F-l.SE This design does not account for long term
WEB 2x4 WW SPECIAL time dependent loading (creep) • Building
2-3-0 180 3,50" 1 50"
3-7-0 176 3.50" 2 76"
Refer to Joint QC Detail Sheet for Designer must account for this.
Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF
4-11-0 181 3.50" 1.50" IRC/IBC truss plate values are based on MULTIPLE LOAD CASES.
6-3-0 187 3.50" 1.50" testing and approval as required by IBC 1703 Loaded for 10 PSF concurrent BCLL.
7-7-0 187 3.50" 1.50"
8-11-0 188 3.50" 1.50"
and ANSI/TPI and are reported in available ASCE7-02 SNOW LOAD DESIGN CRITERIA:
documents as ER-1607 and ESR-1118. Pg = 40 psf, Ce = 1.0, I= 1.0, ct = 1.10
10-3-0 186 3.50" 1.50"
ll-7-0 144 3.50" 1 50"
12-11-0 187 3.50" 1.50"
Mark all interior bearing locations. Pfmin = 20 psf
Gable verticals are 2x 4 web material spaced Install interior support(s) before erection.
at 16.0 " o.c. unless noted otherwise. HORIZONTAL REACTION($) :
14-3-0 182 3.50" 1.50"
15-4-11 184 3.50" 1.50"
16-ll-0 193 3.50" 1.50"
18-3-0 180 3.50" 1.50"
19-7-0 176 3.50" 1.50"
Top chord supports 24.0 " of uniform load support l 102 lb
at 40 psf live load and 10 psf dead load. support 2 170 lb
Additional design considerations may be support 18 -169 lb
required if sheathing is attached. support 19 -104 lb
[+] indicates the requirement for lateral This truss is designed using the
20-11-0 180 3.50" 1.50"
22-3-0 174 3.50" 1.50"
bracing (designed by others) perpendicular ASCE7-02 Wind Specification
to the plane of the member at 50"intervals. Bldg Enclosed= Yes, Importance Factor = 1.00
23-o-4 286 s.so" LSO" Bracing is a result of wind load applied Truss Location = Not End Zone
REQUIREMENTS shown are based ONL'i
he truss material at each bearing
to member. (Combination axial plus bending). Hurricane/Ocean Line = No , Exp Category = C
;~i:;~~~ii;!~~n~!::~~;~: ;~:~t:~~.·~;u~rc:~iffi:·:!J~~~:dgi~7m:·n~I~:htii··;::if·:oi~;m·:i~;·:.~;i;;1f:-·~··:rro~ITOO::.:
requ~red Un~J~onoted, '? at I 01fi: I lfa1r <f'? .!.Cf', ~ ~ 1 ~ 1 ~ ~ rm ~ <f' ~
not been anaryzea UBheSf! !;h ~ cf.l y ";'1 t r;-. y ~ l{Q<f =.!f. ~ thY 00 Y ..L Y & ::;:l ..t.. 0~11~0 .-t N""' M.-. '<:~'""' W.-t r-.,,..., 00.-t ...... .-t.-t ...,,.... .,....,.,.... ,......., .,..,... ...,.,...., ~ ... N.,..., (.'>) N
11~7-0 11·7·0
2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18
17.00 -7.00
R4X4
I 2.SX4 2.5X4
2.5X4 2.5X4
2.5X4 2.5X4
2.5X4
7-3-7 2.5X4
1 2.5X4
L-•·•
2.5X4 2.5X4 2.5X4 2.5X4 2.5X4 2.5X4
2.5X4 2.5X4 2.5X4 2.5X4 2.5X4 2.5X4
2.5X4 2.5X4 2.5X4 5X6 2.5X4
·~ ·~ ~~~~~~~~~~~~=-~2~3-~2·~·=-~~~~=-~=-~~~~=--=~
Drv
UPLIFT REACT
Support C&
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
"-'FOR FUTURE
I
7-10-7
L~l'
AI
of
po
In
~:~::~ 20 21 l;tl 2;l~l;l;lilililill~ lilililil~1 ~
connector plates are Truswal 20 ga. or Wave 20 ga., unless precede~~~fJ,.1t~Jd1,~18}~1~~~~n~ p~e~ & .hl_ N "'l!;ONTINUOUS SUPPI
"MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted.
~
IVHOLESALE TRUS
21112 ROAD, GRAND JCT., CO .. 81505
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
This design Is for an Individual buUdlng componentnottru!ls system. It has Men based on specifications provltled by the component manufacturer
and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
utilized on this design meot or e~cood the loading Imposed by the local bUilding code and the particular application. The design assumes that the top chord
s laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless othe!Wise
noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shaU not be placed In any
environment that will cause the moisture content of the wood to excoed 19% and/or cause connector plate corrosion. Fabricate, handle, Install
and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software,
'ANSI/TPI1', 'WTCA 1' ·Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'·
(BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 218 N. Lee Street Suite 312,
Alexandria, VA 22314. The American Forest and Paper Association {AFPA) Is located at 111119lh Street, NW, Ste 800, Washington, DC 20036.
Eng. Job: .EJ.
Chk: TPS
Dsgnr: TPS
TC Live 40.0t
TC Dead 10.1
BC Live 0.0(
BC Dead 10.t
TOTAL 60.C
b Name: 0695·08 TrUSS ID: T02 Qty:
X-LOC REACT SIZE REQ 'D TC 2x.4 SPF 1650F-1. 5E Designed per ANSI/TPI 1-2002
0-2-12 1610 5.50" 2.31" BC 2x4 SI?F 1650F-1.5E This design does not account for long term
time dependent loading (creep). Building
Designer must account for this.
22-11-4 1610 5.50" 2.31" WEB 2x4 WW SPECIAL
REQUIREMENTS shown are based ONLY 2x4 SPF 1650F-1.5E 7-3
he truss material at each bearing WEDGE 2x4 SPF 1650F-l. SE Refer to Joint QC Detail Sheet for
A>t>.
IVHOLESALE TRUS
QSZS?I
211/2 ROAD, GRANO JCT., CO,, 81506
SLIDER 2x4 SPF 1650F-1.5E
Lumber shear allowables are per NOS.
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
documents as ER-1607 and ESR-1118.
-FOR FUTURE USE TRUSWAL USER NOTE #408
Maximum Rotational Tolerance used
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
Loaded for 10 PSF concurrent BCLL.
ASCE7-02 SNOW LOAD DESIGN CRITERIA:
Pg = 40 psf, Ce = 1.0, I = 1.0, Ct 1.10
J?fmin "" 20 psf
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Tills design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer
and done In accordance with tha current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
utilized on this design meet ore)(ceed the loading Imposed by the local building code and the particular appllcal!on. The design assumes that the top chord
s laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
noted. Bracing shown Is for lateral support of components members only to reduce buckling length. Tills component shall not be placed in any
environment that will cause the moisture content of the wood to O)(Ceed 19% ami/or cause connector plate corrosion, Fabricate, handle, install
and brace tills truss In accordance with the following standards: 'Joint and Cutting Detail Reports' avaltable as output from Truswal software,
'ANSIFTP11', WTCA 1' ·Wood Truss Council of America standard Design Responslbl!!tles, 'BUILDING COMPONENT SAFETY INFORMATION'·
(BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPL The Truss Plate Institute {TPI) Is located at218 N. Lee Street Suite 312,
Alexandria, VA 22314. The American Forest and Paper Association (AFPA) Is located at 111119th Street, NW, Ste 800, Washington, DC 20036,
2 Drv
UPLIFT REACT
Support C&
1
2
HORIZONTAL R
support
support
This truss i
ASCE7-02 Win
Bldg Enclose
Truss Locati
Hurricane/Oc
Bldg Length
Mean roof he
ASCE7 II St
Designed as
-Low-rise
T:r:ibuta:t'y Ar
Eng. Job: .EJ.
Chk: TPS
Dsgnr: TPS
TC Live 40.01
TC Dead 10.1
BC Live 0.0(
BC Dead 10,!
TOTAL SO.C
b Name: 0695-08 Truss ID: TOJG Qty:
X-LOC REACT SlZE REQ'D
0-2-12 1472 5.50" 2.11"
22-a-a 2603 3.50" 2.31"
24-5-3 28 3.50" l.50"
26-1-13 359 3.50" 2. 76"
27-10-12 288 3.50" 1.50"
TC
BC
WEB
2x4 SPF 1650F-1.5E
2x4 SPF l650F-1.5E
2x4 WW SPECIAL
2x4 SPF 1650F-1.5E 9-3, 11-5
WEDGE 2x4 SPF 1650F-1. SE
SLIDER 2x4 SPF 1650F-1.5E
REQUIREMENTS shown are based ONLY
he truss material at each bearing
GBL BLK 2x4 WW SPECIAL
Lumber shear allowables are per NOS.
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
documents as ER-1607 and ESR-1118.
Mark all interior bearing locations.
Install interior support(s) before erection.
Due to high uplift reaction, this truss
requires special connection details
(designed by others) to secure truss
to a rigidly anchored support.
~FOR FUTURE USE -'l'RUSWAL USER NOTE #408
7-0-2
7-Q-2
I 14-0-4
1 2
17.00
I
8-8-8
1 Io-6-6
~ Web bracing required at each location shown.
~ See standard details (TX0108700l-00l revl) .
Designed per ANSI/TPI 1-2002
This design does not account for long term
time dependent loading (creep) . Building
Designer must account for this.
Refer to Joint QC Detail Sheet for
Maximum Rotational Tolerance used
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
Loaded for 10 PSF concurrent BCLL.
ASCE7-02 SNOW LOAD DESIGN CRITERIA:
Pg = 40 psf, Ce = 1.0, I = 1.0, Ct = 1.10
Pfmin = 20 psf
Gable verticals are 2x 4 web material spaced
at 16.0 " o.c. unless noted otherwise.
'l'op chord supports 24.0 " of uniform load
at 40 psf live load and 10 psf dead load.
Additional design considerations may be
required if sheathing is attached.
[+] indicates the requirement for lateral
bracing (designed by others) perpendicular
to the plane of the member at 50"intervals.
Bracing is a result of wind load applied
to member. (Combination axial plus bending).
7-0~is trus442quires ~qp.ate sheathSq;;m as
deSighed b5' ucherls, §<eHed to the truss I
14-0.t\a.ce proi-84i:&g late:Cta4hfhpport for2~ in
~~~;;~u:~ e!:?:ta~fa~;tnfo:~:ar wall
3 4 5 6
-7.00
6X8
3 4 3XB
3.50 l-3.50 22-8-8
1
0-!j:ll
1~1 7-3-14 1["-0 I
7 8 9 10 11 12 13
5-4-0
'ICAL PLATE: 2.5X4 7 .0 •2 ~ ~ 15-1-4 ~ l22-8-8 28·0·8
Drv
UPLIFT REACT
Support C&
1
2
3
4
5
HORIZONTAL R
support
support
support
support
This truss i
ASCE7-02 Win
Bldg Enclose
Truss Locati
Hurricane/Oc
Bldg Length
Mean roof he
ASCE7 II St
Designed as
-Low-rise
Tributary Ar
l
91·3·:
Io-6-6
AI
ot
PI
In
7-0-2 ~ 7-3-14 ~4-4-2
connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HSH for H ga., "S" for SS 18 ga. from Alpi ; ..... r preceded OVER SUPPORT AS SHOW
"MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted.
IVHOLESALE TRUS
VSZS2J
21112 ROAD, GRANO JCT., CO., 81505
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Tills desJgn ls for anlndlv!dual bUilding component not truss system. It has been based on specifications pre\llded by the component manufacturer
and done In accordance with the current versions of TP! and AFPA design standards. No responsibility Is assumed fer dimensional accuracy. Dimensions
are to be ver!fled by the componetlt manufacturer and/or building designer pr!orto fabrication. The building designer must ascertain that the toads
ut!!!J:ed on this design meet or exceed the leading Imposed by the local building code and the particular application. The design assumes th~t the top chord
s laterally braced by the roof or floor sheathing and the bottom chord Is laterally bra cod by a rigid sheathing material directly attached, unless otherwise
noted. Bracing shown Is for lateral support of components members only to reduce buck!lng length. This component shall not be placed In any
environment that wl!! cause the melsture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install
and brace !his truss In accordance with the following standards: 'Joint and Cutting Datal! Reports' available as output from Truswal software,
'ANSIJTPI1', 'WTCA 1' ·Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'.
(SCSI) and 'SCSI SUMMARY SHEETS' by WTCA and TPL The Truss Plate Institute (TPI) Is located at 218 N. Lee Street Suite 312,
Alexandria, VA 22314. The American Forest and Paper Association (AFPA) is located at 111119th Street, NW, Ste 800, Washington, DC 20036.
Eng. Job: .EJ.
Chk: TPS
Dsgnr: TPS
TC Live 40.01
TC Dead 10.(
BC Live 0.0(
BC Dead 10,1
TOTAL 60.(
b Name: 0695-08 TrUSS ID: T04 Qty:
TC
BC
WEB
2x4 SPF 1650F-l.5E
2x4 SPF 1650F-1.5E
2x4 WW SPECIAL
X-LOC .REACT SIZE REQ'O
0-2-12 1903 5.50" 2.73"
27-9-12 1911 5.50" 2.74''
REQUIREMENTS shown are based ONLY
he truss material at each bearing
2x4 SPF 1650F-1.5E 9-3, 4-10
WEDGE 2x8 SPF 1950F-l, 7E
SLIDER 2x4 SPF 1650F-l. SE
Lumber shear allowables are per NDS.
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
Loaded for 10 PSF concurrent BCLL.
ASCE7-02 SNOW LOAD DESIGN CRITERIA:
I
8-8-8
1
Pg = 40 psf, Ce = 1.0, I= 1.0, Ct
Pfmin =-20 psf
4-8-1 4-8-1
Io-6-6
1.10
~ Web bracing required at each location shown.
~ See standard details (TX0108700l-001 revl).
Designed per ANSI/TPI l-2002
This design does not account for long term
time dependent loading (creep). Building
Designer must account for this.
Refer to Joint QC Detail Sheet for
Maximum Rotational Tolerance used
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
documents as ER-1607 and ESR-1118.
-FOR FUTURE USE -TRUSWAL USER NOTE #408
4-8-1 4-7-7 4-9-7
14-0-4 18-7-11 23-3-1 28-0-8
R4X6
8X10
3.50 l-3.50
3
1~~ I 7-3-14 12-11-4
28-0-8
1f'·O 1
8 9 10 11 12
7-9-6 7-3-14 5·1-14 7-9-6
,ICAL PLATE: 4X12 7-9-6 15-1-4 20-3-2 28-0-8
connector plates are Truswal2:0 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "$"for SS 18 ga. from Alpine; or preceded
"MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted.
IVHOLESALE TRUS
21112 ROAD, GRAND JCT., CO., 61505
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
This design Is for an Individual building component not truss system. It has been based on speclfleatlons provided by the component manufacturer
and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions
are to be verified by the component manufacturer and/or bUilding designer prior to fabrication. The building designer must ascertain that th& loads
utll!led on this design meet or exceed the loading Imposed by the local building code and the particular app!!caUon. The design assumes that the top chord
s laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise
~oted. Bracing shown Is for lateral support of components members only to reduce buck!!ng length. This component shall not be placed In any
environment that will cause the moisture content of the wood to oxceed 19% and/or causa connector plate corrosion. Fabricate, handle, Install
and brace this truss In accordance Wlth the folloWing standards; 'Joint and Cutting DetaU Reports' available as output from Truswa! software,
'ANSt/TP11', 'WTCA 1' ·Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'-
(SCSI) and 'SCSI SUMMARY SHEETS' by WTCA and Tf>l. The Truss Plate Institute (TPI) Is located at 218 N. Lee Street Su!te 312,
Alexandria, VA 22314. The American Forest and Paper Association (AFPA) 15 located at 1111191h Street, NW, Ste 600, Washington, DC 20036.
Drv
UPLIFT REACT
Support C&
1
2
HORIZONTAL R
support
support
This truss i
ASCE7-02 Win
Bldg Enclose
Truss Locati
Hurricane/Oc
Bldg Length
Mean roof he
ASCE7 II St
Designed as
Low-rise
Tributary Ar
I
91·3-:
Io-6·6
AI
of
P'
lr
Eng. Job: .EJ.
Chk: TPS
Osgnr: TPS
TC Live 40.01
TC Dead 10.1
BC Live 0.0!
BC Dead 10.1
TOTAL 60.C
b Name: 0695-08 TrUSS ID: T04A Qty: 3
X-LOC 'REACT SIZE REQ'D
0-2-12 1914 5.50" 2.74"
27-ll-8 1845 HGR 2.64"
TC
BC
WEB
2x4 SPF 1650F-1.5E
2x4 SPF 1650F-1.5E
2x4 WW SPECLAL
REQUIREMENTS shown are basad ONLY
he truss material at each bearing
2x4 SPF 1650F-1.5E 9-3, 4-10
HANGER/CLIP NOTE
HUS26
~rt Connection(s)/Hanger(s) are
designed for hori~ontal loads.
SIMPSON CATALOG
ADDITIONAL INSTALLATION NOTES
SLIDER 2x4 SPF 1650F-l. 5E
PLT BLK 2x8 SPF 1950F-1.7E
Lumber shear allowables are per NOS.
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
Loaded for 10 PSF concurrent BCLL.
ASCE7-02 SNOW LOAD DESIGN CRITERIA:
I
I
Pg = 40 psf, Ce = 1.0, I= 1.0, ct
Pfmin = 20 psf
4-8-1 4..S~1
4-8-1 9-4-3
14-0-4 2
17.00
Io-6-6
3.50
1.10
3
~ Web bracing required at each location shown.
~ See standard details (TX01087001-001 revl) .
Designed per ANSI/TPI 1-2002
This design does not account for long term
time dependent loading (creep) . Building
Designer must account for this.
Refer to Joint QC Detail Sheet for
Maximum Rotational Tolerance used
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
documents as ER-1607 and ESR-1118.
~FOR FUTURE USE -TRUSWAL USER NOTE #408
4-8~1 4~7-7 4-7-7
14-0-4 18-7-11 23-3-1 28-0~8
14-0-4 4 5 6
-7.00
R4X6
8X10
l-3.50
7
0-!j:!!
1~, ======7=-3=-1=4======~====~44~~~~==========1=2-=1=14============~ 1-:' 28-0-8
8 9 10 11 12
)ICAL PLATE: 4X12 7-9-6 5-1-14
28-0-8 7~9-6 15~1-4 20~3~2
connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "$"for SS 18 ga. from Alpine; or preceded
"MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted.
~
NHOLESALE TRUS
S2S%S21
21112 ROAD, GRAND JCT., CO., 81505
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
This design Is for an Individual building component not truss system. It has been based on llpeclflcatlons provided by the component manufacturer
and done In accordance with the current versions of TP! and AFPA design standards. No responslb!Uty Is assumed for dimensional accuracy. Dimensions
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
utl!l:ted on this design meet or exceed the loading Imposed by the local buUdlng code and the particular application. The design assumes that the top chord
s laterally braced bylhe roof orf!ooraheath!ng and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless othetwlse
noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any
environment that wm cause the moisture content of the wood to exceed 19% andfor cause connector plate coiTQslon. Fabricate, handle, Install
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal softwam,
'ANSIJTPI1', 'WTCA 1' ·Wood Truss Council of America Standard Design Responslb!!lties, 'BUILDING COMPONENT SAFETY INFORMATION'.
(SCSI) and 'SCSI SUMMARY SHEETS' by WTCA and TP!. The Truss Plate lnsUtute {TPI) Is located at 218 N. Lee Street Suite 312,
Alexandria, VA 22314. The American Forest and Paper Assoctallon {AFPA) Is located at 11111!hh sm~ot, NW, Ste 800, washington, oc 20036.
Drv
Required bea
apply when t
UPLIFT REACT
Support C&
1
2
HORIZONTAL R
support
support
This truss i
ASCE7-02 Win
Bldg Enclose
Truss Locati
Hurricane/Oc
Bldg Length
Mean roof he
ASCE7 II St
Designed as
-Low-rise
Tributary Ar
I
91·3-:
Io-6-6
HUS26 AI
of
pr
lr
Eng. Job: .EJ.
Chk: TPS
Dsgnr: TPS
TC Live 40.01
TC Dead 10.~
BC Live 0.0(
BC Dead 10.1
TOTAL 60.C
b Name: 0695-08 Truss ID: T05 Qty:
X-LOC REACT SIZE REQ'D
0-2-12 1939 5.50" 2.78"
2'1-11-12 1860 HGR 2.67"
REQUIREMENTS shown are based ONLY
he truss material at each bearing
HANGER/CLIP NOTE
HUS26
·ort Connection(s)/Hanger(s) are
designed for horizontal loads.
SIMPSON CATALOG
ADDITIONAL INSTALLATION NOTES
TC 2x4 SPF 2100F-l.8E
2x4 SPF l650F-1.5E l-2
BC 2x4 SPF 1650F-1. 5E
WEB 2x4 WW SPECIAL
WEDGE 2x8 SPF 1950F-1. 7E
PLT BLK 2x8 SPF 1950F-1. 7E
Lumber shear allowables are per NOS.
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
documents as ER-1607 and ESR-1118.
-FOR FUTURE USE -TRUSWAL USER NOTE #408
7-1-2
14-0-4
2
17.00
I
T
Designed per ANSI/TPI 1-2002
This design does not account for long term
time dependent loading (creep) . Building
Designer must account for this.
Refer to Joint QC Detail Sheet for
Maximum Rotational Tolerance used
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
Loaded for 10 PSF concurrent ECLL.
ASCE7-02 SNOW LOAD DESIGN CRITERIA:
Pg = 40 psf, Ce = 1.0, I= 1.0, Ct 1.10
Pfmin "' 20 psf
6-11-2 6-11-2 7-1-2
14..()-4 20-11·6 28-0-8
14..0-4
3 4
-7.00
6X8
3
5
8X10 6X8 8X10
1~
28-0-8
6 7 9
)ICAL PLATE: 8X10 9-4-13
28-0-8 9-4-13 18-7-11
connector plates are Truswal20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded
"MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted.
IVHOLESALE TRUS
,zszSZI
Z11/2 ROAD, GRANO JCT., CO., 81505
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
This design is for an !ndl\tltlual building component not truss system. It has be-en based on speclncatlons provided by the component manufacturer
and done In accordance wlth the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions
are to be verified by the component manufacturer and/or bu!!ding designer prior to fabrication. The building designer must ascertain that the loads
utll!zetl on this design meet or exce-etl the loatling imposed by the local builtling code and the particular application. The design assumes that the top chord
s laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless othe!Wise
noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any
environment that will eause the moisture content of the wood to exceed 19% and/or cause connet1or plato corrosion. Fabricate, hand!e,lnstall
and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software,
'ANSIITP! 1', 'WTCA 1' ·Wood Truss Council of America Standard Design Responsibl!!tles, 'BUILDING COMPONENT SAFETY INFORMATION"·
!BCSI) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate lns11tute !TP!) Is loeated at 218 N. Lee Streat Suite 312,
Alexandria, VA 22314. The American Forest and Paper Association {AFPA) Is located at111119th Street, NW, Ste 800, Washington, DC 20036.
10
Drv
Required bea
apply when t
UPLIFT REACT
Support C&
1
2
HORIZONTAL R
support
support
This truss i
ASCE7-02 Win
Bldg Enclose
Truss Locati
Hurricane/Oc
Bldg Length
Mean roof he
ASCE7 II St
Designed as
-Low-rise
Tributary Ar
I
91·3-~
L-6-6
HUS26
AI
ol
PI
In
Eng. Job: .EJ.
Chk: TPS
Dsgnr: TPS
TC Live 40.01
TC Dead 10.1
BC Live 0.01
BC Dead 10.1
TOTAL GO.C
b Name: 0695-08 TrUSS ID: T06 Qty:
X-LOC REACT SIZE REQ'O
o-2-12 1913 s.SO" 2.74"
27-11-12 1848 HGR 2.65"
REQUIREMENTS shown are based ONLY
he truss material at each bearing
HANGER/CLIP NOTE
HUS26
·ort Connection (s) /Hanger (s) are
designed for horizontal loads.
SIMPSON CATALOG
ADDITIONAL INSTALLATION NOTES
TC 2x4 SPF 2100F-1. SE
BC 2x4 SPF 2100F-1. 8E
2x4 SPF 1650F-1.5E 8-10
WEB 2x4 SPF 1650F-l. SE
2x4 WW SPECIAL 8-3, 9-4
SLIDER 2x4 SPF 1650F-l. SE
PLT BLK 2x8 SPF 1950F-1.7E
Lumber shear allowables are per NOS.
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
documents as ER-1607 and ESR-1118.
-FOR FUTURE USE -TRUSWAL USER NOTE #408
I
T Io-s-s
~Web bracing required at each location shown.
~ See standard details (TX01087001-001 revl) •
Designed per ANSI/TPI 1-2002
This design does not account for long term
time dependent loading (creep). Building
Designer must account for this.
Refer to Joint QC Detail Sheet for
Maximum Rotational Tolerance used
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
Loaded for 10 PSF concurrent BCLL.
ASCE7-02 SNOW LOAD DESIGN CRITERIA:
Pg = 40 psf, Ce = 1.0, I~ 1.0, Ct 1.10
Pfmin = 20 psf
4
8X10
3.50 1·3.50
0-~
1~, ~====6=·=54==========~~~==:J~QL::::::::::=14=-6=·=8::::::::::::~ r: 2 -o...a
6 7 8 9 10
'ICAL PLATE: 4X12 6-10-12 6·54
28·0·8 6-10-12 13-4-0 20-11-6
connector plates are Truswal20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded
"MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted.
~
IVHOLESALE TRUS
21112 ROAD, GRAND JCT., CO., 81505
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
Tills design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer
and done In accordance w!tll the current versions of TPI anti AFPA design stantlards. No responsibility Is assumed fortllmenslonal accuracy. Dimensions
are to be verified by the component manufacturer and/or building designer prior to fabrication. The bullding designer must ascertain that the loads
ut!Uzed on this design meet or exceed the loading Imposed by the local bulldlng code and the particular application. The design assumes that the top chord
s laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathlllg material directly attached, ullless otherwise
noted. Bracing shown Is for lateral support of components members only to reduce buckling length. Tills component shall not be placed In any
environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install
and brace tills truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available es output from Truswal software,
'ANSIITPI1', 'WTCA 1'. Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'·
{SCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute {TPI) Is located at 218 N. Lee Street Suite 312,
Alexandria, VA 22314. The American Forest and Paper Association (AFPA) Is located at 1111191h Street, NW, Ste soo, washington, DC 20036.
Drv
Required bea
apply when t
UPLIFT REACT
Support C&
1
2
HORIZONTAL R
support
support
This truss i
ASCE7-02 Win
Bldg Enclose
Truss Locati
Hurricane/Oc
Bldg Length
Mean roof he
ASCE7 II St
Designed as
-Low-rise
Tributary At:
I
91-3·:
Io-6·6
HU$26 AI
of
pr
'"
Eng. Job: .EJ.
Chk:TPS
Dsgnr: TPS
TC Live 40.01
TC Dead 10.1
BC Live 0.01
BC Dead 10,1
TOTAL 60.(
b Name: 0695-08 Truss ID: T07 Qty:
X-LOC REACT SIZE REQ'D TC 2:~~:.4 Sl?F 1650F-l. SE
o-2-12 1902 s.so" 2.73"
27-9-12 1914 5.50" 2.74"
REQUIREMENTS shown are based ONLY
he truss material at each bot~aring
2x4 SPF 2100F-l.8E 2-3
BC 2x4 SPF 2100F-l. BE
2x4 SPF 1650F-l.5E 8-10
WEB 2x4 SPF 1650F-l.SE
~ Web bracing required at each location shown.
~ See standard details (TX01087001-001 revl) .
Designed per ANSI/TPI l-2002
This design does not account for long term
time dependent loading (creep) . Building
Designer must account for this.
'ICAL PLATE: 4X12
2x4 WW SPECIAL 8-3, 9-4
WEDGE 2x8 SPF 1950F-l, 7E
SLIDER 2x4 SPF 1650F-l. SE
Lumber shear allowables are per NDS.
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
documents as ER-1607 and ESR-1118.
-FOR FUTURE USE -TRUSWAL USER NOTE #408
I
I Io-6-6
01:11
1~,
6
3.50 1·3.50
6-5-4
7
6-10-12 6*5-4
Refer to Joint QC Detail Sheet for
Maximum Rotational Tolerance used
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
Loaded for 10 PSF concurrent BCLL.
ASCE7-02 SNOW LOAD DESIGN CRITERIA:
Pg = 40 psf, Ce = 1.0, I= 1.0, Ct 1.10
Pfmin "" 20 psf
8X10
2il-o-s
8 9 10
7*7-6
6-10-12 13-4-0 20-11-6 28-0-8
connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded
"MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted.
NHOLESALE TRUS
VSZS21
l1112 ROAD, GRANO JCT .. CO., 81505
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
This des len Is for an lntllvldual building component not truss system. It has been based on specifications provided by the component manufacturer
and done In accordance with the current vero!ons of TPI ami AFPA design standards. No rosponslbiHty Is assumed for dimensional accuracy. Dimensions
are to be verified by the component manufacturer anti/or building designer prior to fabrication. Ttm building designer must ascertain that the loads
utilized on this. des.lgn m(l(lt orexcood the loading Imposed by the local building code and thll particular application. The design assumes that the top chord
s laterally braced bytha roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be pla~:ed In any
environment that will~:ause the moisture content of the wood to a)(ceed 19% andlor cause connector plate corrosion. Fabricate, handle, !nsUl!l
and brace thls truss In accordance with the following smndards: 'Joint and Cutting Oelall Reports' available as output from Truswal software,
'ANSIITP! 1', 'WTCA 1' ·Wood Truss Council of America standard Design Responslbllllles, 'BUILDING COMPONENT SAFETY INFORMATION'·
(BCSI) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate !nstilute {TPJ) Js located at 218 N. Lee Street Suite 312,
A!e)(andria, VA 22314. The American Forest and Paper Association (AFPA) Is. located at 111119th Street, NW, Ste 800, Washington, DC 20036.
4 Drv
UPLIFT REACT
Support C&
1
2
HORIZONTAL R
support
support
This truss i
ASCE7-02 Win
Bldg Enclose
Truss Locati
Hurricane/Oc
Bldg Length
Mean roof he
ASCE7 II St
Designed as
-Low-rise
Tributary Ar
I
91·3-~
Io-6-6
AI
of
P•
Eng. Job: .EJ.
Chk: TPS
Dsgnr: TPS
TC Live 40.01
TC Dead 10.1
BC Live 0.0(
BC Dead 10,1
TOTAL 60.C
b Name: 0695-08
X-LOC REACT SlZE REQ'D
o-1-12 394 3.So" 2. 73"
2-0-4 232 3.50" 2.74"
3-4-4 162 3.50" 1.50"
4-8-4 178 3.50" 2.76"
6-0-4 188 3.50" 1.50''
7-4-4 187 3.50" 1.50"
a-a-4 187 3.50" 1.50"
10-0-4 187 3.50" 1.50"
11-4-4 189 3.50" 1.50"
12-a-4 183 3.50" 1.50"
14-0-4 128 3.50" 1.50"
15-4-4 170 3.50" 1.50"
16-o-o 21 3.50" 1.50"
16-8-4 178 3.50" 1.50"
1a-o-4 189 3.50" 1.50"
19-4-4 186 3.50" 1.50" zo-a-4 1a7 3.50" 1.50"
22-o-4 1ea 3.so" 1.50"
23-4-4 178 3.50" 1.50"
24-8-4 162 3.50" 1.50"
26-0-4 232 3.50" 1.50"
27-10-12 394 3.50" 1.50"
REQUIREMENT$ shown are based ONLY
he truss material at each bearing
Truss 10: TOBG Qty:
TC 2x4 SPF 1650F-l. SE IVl Web bracing required at each location shown.
BC 2x4 SPF 1650F-1.5E ~ See standard details (TX0106700l-001 rev1).
WEB 2x4 WW SPECIAL Designed per ANSI/TPI 1-2002
WEDGE 2x4 SPF 1650F-1.5E This design does not account for long term
Refer to Joint QC Detail Sheet for time dependent loading (creep). Building
Maximum Rotational Tolerance used Designer must account for this.
IRC/IBC truss plate values are based on THIS DESIGN IS THE COMPOSITE RESULT OF
testing and approval as required by IBC 1703 MULTIPLE LOAD CASES.
and ANSI/TPI and are reported in available Loaded for 10 PSF concurrent BCLL.
documents as ER-1607 and ESR-1118. ASCE7-02 SNOW LOAD DESIGN CRITERIA:
Mark all interior bearing locations. Pg = 40 psf, Ce ~ 1.0, I= 1.0, Ct = 1.10
Install interior support(s) before erection. Pfmin = 20 psf
HORIZONTAL REACTION(S) : Gable verticals are 2x 4 web material spaced
support 1 131 lb at 16.0 " o.c. unless noted otherwise.
support 2 185 lb Top chord supports 24.0 " of uniform load
support 21 -185 1b at 40 psf live load and 10 psf dead load.
support 22 -131 lb Additional design considerations may be
This truss is designed using the required if sheathing is attached.
ASCE?-02 Wind Specification [+] indicates the requirement for lateral
Bldg Enclosed= Yes, Importance Factor = 1.00 bracing (designed by others) perpendicular
Truss Location = Not End Zone to the plane of the member at 50"intervals.
1
S!~~i!~;;~~:~::~~:g~2r:~:f·i:::i·Caite~olryo~Jc £~:r:~::n:~i:~u· re~u:ffit·:~fu·:i:dt~mo·:~·:!~li:~g;r
ASCE7 II Standard Occupa cy, De d ad= 1. · t us an n t b r ov d. She ~in ~
Designed as ~Wind Fos:~ e · t' stke ~ ~a li ,.o l <p p rt:s;, qt 'Y 4>
-Low-rise and CUmpoxlen<jt d * a · ' f 1 r iS'f 1 erf lf. d!f ' o e:c<it t i t»Otf Rl
Tributary Are.a-O>o456 sqftr" ... .... ...; ""'-' ..-. ... r i'T d nl~ s "l\ t . a r~ l d ~eN
14 _04 not been analyzed unle1~~0j-ndicated
2 3 4 5 6 7 8 9 10 11 12 13 14 16 181718 19 20 21 2223
17.00 ~7.00
R4X4
I
1 :ro .•. ,
2.5X4
2.5X4
2.5X4
2.5X4
2.5X4
2.5X4
S=4X4
2.5X4
2.5X4
S=4X4
2.5X4 2.5X4 2.5X4 2.5X4 2.5X4 2.5X4 2.5X4
2.5X4 2.5X4 2.5X4 2.5X4 2.5X4 2.5X4 3X8
3X8 2.5X4 2.5X4 2.5X4 2.5X4 2.5X4 2.5X4
S=4X4
28·0·8
orv
UPLIFT REACT
Support C&
2
3
4
5
6
7
8
9
10
11
12
14
15
16
17
18
19
20
21
-FOR FIJTURE
AI
of
PI
In
2_0.,.. 25126127t28IL29130~~31t3213313.tJJ3::~637138i391.01.1t.2t.3 dj-;·a%
2-0-4 tttttttttt'ttttttt '!''
connector plates are Truswal 20 ga. or Wave 20 ga., unless precede " .~ ' ~ . p ; r...,.. di! ...,.. ... .... V NTINUOUS SUPPl
"MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted.
~
IVHOLESALE TRUS
21112 ROAD, GRAND JCT., CO., 81505
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
This design Is for an Individual building component not truss system. 11 has been based on specifications provided by the component manufacturer
and done In accordance with the current versions ofTPI and AFPA design standards. No rosponslblllty Is assumed for dimensional accuracy. Dimensions
are to be verified by the component manufacturor and/or bulld!ng designer prior to fabrication. The building designer must ascertain that the loads
ut!U.:ed on !his design m~t or exCI!i!d the loading Imposed by the local building code and !he particular appllcat!on, The design assumes that the top chord
s laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise
noted. Bracing shown Is for lateral support of components members only to reduce buckllng length. This component shall not be placed In any
environment that wm cause the moisture content of the wood to exceed 19% andJor cause connector plate corrosion. Fabricate, handle, install
and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports" available as output from Troswal softwaro,
'ANSIITPI1', 'WTCA 1'-Wood Truss Counc\1 of America Standard Design Responslbi!ltles, "BUILDING COMPONENT SAFETY INFORMATION'·
!BCSl) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute {TPJ) ls located at 218 N. Lee Street Suite 312,
Alexandria, VA 22314. The American Forest and Paper Association (AFPA) Is located at11111~h Street, NW, Ste 800, Washington, DC 20036.
Eng. Job: .EJ.
Chk: TPS
Dsgnr: TPS
TC Live 40.01
TC Dead 10.1
BC Live 0.01
BC Dead 10.1
TOTAL 60.C
b Name: 0695-08
X-LOC REACT SIZE REQ'D
o-1-12 371 3;50" 2.73"
1-10-8 215 3.50" 2.74"
3-2-a 160 3.50" l.SO"
4-6-a 189 3.50" 2.76"
5-10-8 186 3.50" 1.50"
7-2-8 122 3.50" 1.50"
a-6-a raG 3.50" 1.50"
9-10-8 189 3.50" 1.50"
11-2-8 160 3.50" 1.50"
12-6-8 215 3.50" 1.50"
14-3-4 371 3.50" 1.50"
REQUIREMENTS shown are based ONLY
he truss material at each bearing
TrUSS ID: T09G Qty:
TC 2x4 SPF 1650F-l. SE
BC 2x4 SPF 1650F-l. 5E
WEB 2x4 WW SPECIAL
SLIDER 2x4 SPF 1650F-l. SE
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
Loaded for 10 PSF concurrent BCLL.
ASCE7-02 SNOW LOAD DESIGN CRITERIA:
Pg = 40 psf, Ce = 1.0, I = 1.0, Ct = 1.10
Pfmin = 20 psf
Install interior support(s) before erection.
HORIZONTAL REACTION(S) :
support 1 137 lb
support 2 131 lb
support 10 -131 lb
support 11 -137 lb
~FOR FUTURE USE -TRUSWAL USER NOTE #408
I
I
1-10·8
1-10-8
2.5X4
3X12
2 3 4
I s.oo
2.5X4
2.5X4
2.5X4
2.5X4 2.5X4
2.5X4
Designed per ANSI/TPI 1-2002
This design does not-account for long term
time dependent loading (creep). Building
Designer must account for this.
Refer to Joint QC Detail Sheet for
Maximum Rotational Tolerance used
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
documents as ER-1607 and ESR-1118.
Mark all interior bearing locations.
Gable verticals are 2x 4 web material spaced
at 16.0 " o.c. unless noted otherwise.
Top chord supports 24.0" of uniform load
at 40 psf live load and 10 psf dead load.
Additional design considerations may be
required if sheathing is attached.
[+] indicates the requirement for lateral
bracing (designed by others) perpendicular
to the plane of the member at 50"intervals.
Bracing is a result of wind load applied
to ~er.mmbination axial i"" bending). i·a~o~ ;:ss~ ~ m:y~~~~bi· ;e!~v ~~r~~!ia ei~!
(5) ~ ~pl dofo&, ~dl. 1 <§ fR;>ort 1 i ~te l..blo b o~e~,;[put i -'"~ dqu · d.. un A n , ~raat tbads 1
not been analyzed un~~i-% indicated
5 6 7 8 9 10 11
R4X4
2.5X4
2.5X4
14-5-0
-8.00
2.5X4
2.5X4
2.5X4
2.5X4 2.5X4
2.5X4 2.5X4
2.5X4
3X12
22
1 Drv
UPLIFT REACT
Support C&
1
2
3
4
5
6
7
B
9
10
11
This truss i
ASCE7-02 Win
Bldg Enclose
Truss Locati
Hurricane/Oc
Bldg Length
Mean roof he
ASCE7 II St
Designed as
-Low-rise
Tributary Ar
I
6l~H
Io-7-1i
AI
ol
PI
lr
connector plates are Truswal 20 ga. or Wave 20 ga., unless prec;~~;~y "H~'~ loi; 0 ii .. ?1i 1 ~~~fro~1 inti.ti ii
"MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail ~rts availab~rom ~swal =are, unless noted. i~
6 <h
.!. li;ER CONTINUOUS SUPP<
IVHOLESALE TRUS
VSZSZI
21112 ROAO, GRANO JCT., CO., 81505
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer
and done In accordance with the current versions of TPI and AFPA design standards. No responslbllily Is assumed for dimensional accuracy. Olmenstons
are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that tile loads
Ul!l!:e:ed on th!s design meet ore){ceed lhe loading Imposed by lhe local building code and !he particular appllcal!on. The design assumes thai the top chord
s laterally braced by tile roof or floor sheathing and the bottom chord Is laterally braced by a rlgld sheathing material dlrecl!y attached, unless otherwise
noted. Bracing shown Is for lateral support of components members only 10 reduce buckllng length. This component shall not bl! placed In any
environment thai will cause the moisture content of the wood to e~ceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install
and brace this truss In accordance with the following standards! 'Joint and Culling Oetall Reports' available as output from Troswal software,
'ANSIITPI1', 'WTCA 1' ·Wood Truss Council of America Standard Oeslgn Responsibilities, 'BUILOING COMPONENT SAFETY INFORMATION'·
(SCSI) and 'SCSI SUMMARY SHEETS' byWTCA and TPI. The Truss Plate lnslltul(! (TP!) Is located at 218 N.lee Stre(!t Suite 312,
Alexandria, VA 22314. The American Forest and Paper Association (AFPA) Is located at 111119lh Street, NW, Ste 800, Washington, OC 20(136.
Eng. Job: .EJ.
Chk: TPS
Dsgnr: TPS
TC Live 40.0!
TC Dead 10.1
BC Live o.m
BC Dead 10.1
TOTAL 60.C
b Name: 0695-08 Truss ID: T10 Qty:
X-LOC REACT SIZE REQ'D TC 2x4 Sl?F 1650F-l.5E Designed per ANSI/TPI 1-2002
o-2-12 1oas s.so" 1.56"
14-2-4 1085 5.50" 1,56''
REQUIREMENTS shown a~e based ONLY
he truss material at each bearing
BC 2x4 SPF 1650F-1.5E
WEB 2x4 WW SPECIAL
SLIDER 2x4 SPF 1650F-1. 5E
Lumber shear allowables are per NOS.
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
This design does not account for long term
time dependent loading (creep) , Building
Designer must account for this.
Refer to Joint QC Detail Sheet for
Loaded for 10 PSF concurrent BCLL,
ASCE7-02 SNOW LOAD DESIGN CRITERIA:
Pg = 40 psf, Ce = 1.0, I= 1.0, Ct 1.10
Pfmin = 20 psf
I
T Io-7-14
18.00
4 5
Maximum Rotational Tolerance used
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
documents as ER-1607 and ESR-1118.
~FOR FUTURE USE -TRUSWAL USER NOTE #408
7-2-8 14-5-0
-8.00
6 7
4-9-11
connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for ~-2d ga., "S" for SS 18 ga. fJ.t?'nf Alpine; or preceded 14•5•0
"MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted.
IVHOLESALE TRUS
QSZSZI
21112 ROAD, GRAND JCT., CO., 81505
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer
and done In accordance with the current versions of TPI and AFPA de!ilgn !ilandards. No responsibility Is assumed for dimensional accuracy. Dimensions
are to be veriflad by the component manufacturer andloT building designer prior to fabrication. The building designer must ascertain that the loads
uU!Ized on this design meet orexcood tho loading Imposed by the local building code and the particular application. The design assumes that the top chord
s laterally braced by the roof or floor sheathing and the bottom chord Is tate rally braced by a rigid sheathing material directly attached, unless otharwise
noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any
environment that will cause the moisture content of the wood to e~ceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install
and brace this truss !n accordance with the following standards: 'Joint and cutting Detail Reports' aval!able as output from Truswal software,
'ANS!fTPt 1', 'WTCA 1' ·Wood Truss Council of America Standard Design Respons!bUlties, 'BUILDING COMPONENT SAFE1Y INFORMATION' •
{BCSIJ and 'SCSI SUMMARY SHEETS' byWTCA and TPI. The Truss Plate Institute !TPIJ ts located at 216 N. Lee Street Suite 312,
Ate~amlrla, VA 22314. The American Forest and Paper Association {AFPA)Is located at 111119th Street, NW, Ste 600, Washington, DC 20036.
1 Drv
UPLIFT REACT
Support C&
1
2
HORIZON'l'AL R
support
support
This truss i
ASCE7-02 Win
Bldg Enclose
Truss Locati
Hurricane/De
Bldg Length
Mean roof he
ASCE7 II St
Designed as
-Low-rise
Tributary Ar
I
sl;H
Io-7-1i
AI
ot
po
lr
Eng. Job: .EJ.
Chk: TPS
Dsgnr: TPS
TC Live 40.0t
TC Dead 10.1
BC Live 0.01
BC Dead 10.1
TOTAL 60.(
b Name: 0695-08 TrUSS ID: T11R Qty: 2 Drv
X-LOC REACT SIZE REQ'D TC 2x4 SPF 1650F-1. SE Designed per ANSI/TPI 1-2002 + + + + + +
0-2-12 6957 5.50" 4.99"
14-2-4 5637 5.50" 4,16"
REQUIREMENTS shown are based ONLY
he truss material at each bearing
2x4 SPF 2100F-1.BE 3-5
BC 2x6 SPF 1650F-1. SE
WEB 2x4 WW SPECIAL
2x4 SPF 1650F-1.5E 7-2, B-3
This design does not account for long term Nail pattern
time dependent loading (creep) . Building point loads
Designer must account for this. Concentrated
Refer to Joint QC Detail Sheet for each ply equ
)ICAL PLATE: 10X12
WEDGE 2x8 SPF 1950F-1 . 7E
2x10 LVL 2950F-2.0E 1
Lumber shear allowables are per NOS.
Loaded for 10 PSF concurrent BCLL.
ASCE7-02 SNOW LOAD DESIGN CRITERIA:
Pg = 40 psf, Ce = 1.0, I= 1.0, Ct = 1.10
Pfmin = 20 psf
Permanent bracing is required (by others) to
prevent rotation/toppling. See BCSI
and ANSI/TPI 1.
UPLIFT REACTION(S)
Support C&C Wind Non-Wind
1 -709 lb
2 -sao lb
-FOR FUTURE USE -TRUSWAL USER NOTE #408
~
2-PLYS
REQUIRED
I
5-5·9
1 6X6
Io-7-14
10X12
6
3-6-10
3-6-10
7·2-8
2
r;;;;;-
3-6-10
3-6-10
7
Maximum Rotational Tolerance used based on han
THIS DESIGN IS THE COMPOSITE RESULT OF into the car
MULTIPLE LOAD CASES, If shown, us
IRC/IBC truss plate values are based on loads as ind
testing and approval as required by IBC 1703 distributed
and ANSI/TPI and are reported in available Use any othe
documents as ER-1607 and ESR-1118. lOd = lOd NA
2-PLY! Nail w/lOd BOX, staggered (per NOS) or equival
in: TC-2 BC-2 WEBS-2 **PER FOOT!** (*) = Specia
Cluster screws, if shown, are 3" long. + + + + + +
HORIZONTAL REACTION(S) : + + + + + +
SUpPort 1 147 lb NAIL pattern
This truss is designed using the 10d BOX = 0
ASCE7-02 Wind Specification 10d COMMON
Bldg Enclosed= Yes, Importance Factor = 1.00 16d BOX= 0
Truss Location = Not End Zone 16d COMMON
Hurricane/Ocean Line = No , Exp Category = C + + + + + +
Bldg Length = 99.00 ft, Bldg Width = 50.00 ft ----------LO
Mean roof height= 19.97 ft, mph 90 Dir L
ASCE7 II Standard Occupancy, Dead Load = 11.0 p«E Vert 10
3-&\E!I~gned as Main 3W5J1o;t Force ResistiJ:!m~tem BC Vert 2
-Lowl.rise and cqnpqm:mls and Claddiilg I BC Vert 1 7-~butary Area =1H1Qttlsqft 14-~·0 BC Vert 2
3
R5X6
14-5-0
6
3-5-14
7-2-8
3-5-14
10-6-6
7·2-8 ------------
4 5 B~~=rt 1:·
9
6X10
10
3-8-10
14-5-0
BC Vert 3-
BC Vert 5-
BC Vert 7-
BC Vert 9-·r
51"5~HIP
Io-7-1
AI
of
po
connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded
"MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted.
NHOLESALE TRUS
VSZS21
~1112 ROAD, GRANO JCT., CO., 81505
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer
and done In accordance with tho currant versions of TPI and AFPA design standards. No rellponslblllty Is assumed for dimensional accuracy. Dimensions
are to be verified by tho component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
utl!lzed on this design meet or exceed the loading Imposed by the local building code and the particular appUcatlon. The design assumes that the top chord
s laterally braced by the roof or floor sheathing and tho bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise ~oted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any
environment that wm cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install
and brace this truss In accordance with the following standards: 'Joint and Cutting Detail RepQrts' avallabto as output from Truswal SQftware,
'ANS11TP11', 'WTCA 1'. WC!od Truss Councl! Qf America Standard Design RespC!nslbUIUes, 'BUILDING COMPONENT SAFETY INFORMATION'·
(BCSI) and 'BCSJ SUMMARY SHEETS' by WTCA and TPI. The Truss Platolnstltuto {TPI) ls located at 218 N. U.e Slreet Suite :J12,
A!oxandrla, VA 22314. The American Forest and Paper Association {AFPA) Is located at111119th Street, NW, Ste 80(1, Washington, DC 20036.
Eng. Job: .EJ.
Chk:TPS
Dsgnr: TPS
TC Live 40.01
TC Dead 10.1
BC Live 0.01
BC Dead 10.1
TOTAL 60.(
b Name: 0695·08
X-LOC REACT SIZE REQ'D
o-1-12 302 3,50" 4. 99"
1-1-a 188 3.50" 4.16"
2-5-a 177 3.50" 1.50"
3-,_ a 176 3.50" :2. 76"
5-1-a 184 3.50" 1.50"
6-5-a 187 3.50" 1,50"
7-,_ a 18a 3.50" 1. 50" ,_ 1-a 186 3.50" 1. 50"
10-5-a 140 3,50" 1.50"
11-,_ a 18a 3.50" 1.50"
13-1-a 178 3,50" 1.50"
13-10-11 21 3,50" 1.50"
14-5-a 173 3.50" 1.50"
15-9-a 186 3.50" 1.50"
17-1-a 176 3.50" 1.50"
18-5-a 177 3.50" 1.50"
19-9-a 18a 3.50" 1.50"
20-,_ ' 302 3.50" 1.50"
REQUIREMENTS shown are based ONLY he truss material at each bearing
Truss ID: T12G Qty: 1
TC 2x4 Sl?F 1650F-1.5E Designed per ANSI/TJ?I 1-2002
BC 2x4 SPF 1650F-l. SE This design does not account for long term
WEB 2x4 WW SPECIAL time dependent loading (creep) . Building
Refer to Joint QC Detail Sheet for Designer must account for this.
Maximum Rotational Tolerance used THIS DESIGN IS THE COMPOSITE RESULT OF
IRC/IBC truss plate values are based on MULTIPLE LOAD CASES.
testing and approval as required by IBC 1703 Loaded for 10 PSF concurrent BCLL.
and ANSI/TPI and are reported in available ASCE7-02 SNOW LOAD DESIGN CRITERIA:
documents as ER-1607 and ESR-1118. Pg ~ 40 psf, Ce ~ 1.0, I= 1.0, Ct = 1.10
Mark all interior bearing locations. Pfmdn; 20 psf
Gable verticals are 2x 4 web material spaced Install interior support(s) before erection.
at 16.0 " o.c. unless noted otherwise. HORIZONTAL REACTION(S) :
Top chord supports 24.0 " of uniform load support 1 108 lb
at 40 psf live load and 10 psf dead load. support 2 141 lb
Additional design considerations may be support 17 -141 lb
required if sheathing is attached. support 18 -108 lb
[+] indicates the requirement for lateral This truss is designed using the
bracing (designed by others) perpendicular ASCE7-02 Wind Specification
to the plane of the member at 50"intervals. Bldg Enclosed= Yes, Importance Factor = 1.00
Bracing is a result of wind load applied Truss Location = Not End Zone
to member.(Combination axial plus bending). Hurr~cane/Ocean L~ne =No , Exp Category= C
;;i:;i~~iii;~~n~~::~i;~f;~~~::-~iJ;~u::~;re::~f ~:1;~~~:ei~itht~ii9:~:0~0 !;o~' ;~~[: ;f;~:h~~:~~«O~~:
required un1$4-l)>oted. "'!' 'f" <1>"1' 'P 'l' <p <!>co> iJI 1JP<j> Cll"!' ffl> o:Jf. ~lqa f!1-m "
not been analyzed unl~ss '1 ~ ~dt I' 1 , V tf'l iM W $fl. ~2)1' qfty J, r!.. t <h + d.. 1~1·8 .-1 N <"i 1'1 .-1 tn .-1 I.D <"i f"--.,.... 01 ""' .-1 .-1 .-1 .... ~ ,..... ..-. ..., .-< ..-. ..-. ..,., ,..... .-1 ,..... N
2 3 4 5
17.00
6 7 8
R4X4
9 10 11 12 13 14 15
I
T Io-6-6
2.5X4
2.5X4
2.5X4
2.5X4
2.5X4
2.5X4
2.5X4
2.5X4
2.5X4
2.5X4
2.5X4
2.5X4
2.5X4
2.5X4
2.5X4
2.5X4
2.5X4
2.5X4
2.5X4
20-11-0
2.5X4
S=4X4
2.5X4
2.5X4
2.5X4
2.5X4
2.5X4
Drv
UPLIFT REACT
Support C&
2
3
4
5
6
7
6
9 10
ll
13
14
15
16
17
.-.FOR FUTURE
pof
I
71·2-;
Io-6-6
AI
ol
pt
lr.
:::~ 18 19
/; l~ i; /; /; /; ii l; ii ~3i l; li li l. !!:I i;
connector plates are Truswal20 ga. or Wave 20 ga., unless preceded ~Rft~i.k~~~,;l_tc,~~ffJA~;~Wl ~ 4'.-. ..U04iJ.IcoNTINUOUS SUPPI
"MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted.
IVHOLESALE TRUS
21112 ROAD, GRAND JCT., CO., 81505
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
This design Is for an hltiMdual building component not truss system. It has been based on spec!flcatlons provided by the component manufacturer
and done In accordance with the current versions of TPI and AFPA design standards. No rosponslbllity Is assumed for dimensional accuracy. Dimensions
are to be ver!fled by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads
uU!I~:ed oo this design meet or OllCCOd the loading Imposed by the local building code and the particular application. Tho design assumes that the top chord
s laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise
"noted. Bracing Shown Is for lateral support of components membern only to reduce buckling length. This component shall not be placed In any
environment that will cause the moisture content of the wood to excMd 19% and/or cause connector plate corrosion. Fabricate, handle, Install
and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswa! software,
'ANSIITPI1', 'WTCA 1'-Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' -
(BCSI) and 'BCSI SUMMARY SHEETS' byWTCA and TPI. The Truss Plate Institute (Tf>l) Is located at 218 N. Lee Street Suite 312,
Alexandria, VA 22314. The American Forest and Paper AssoclatiOil {AFPA) Is located at 111119111 Street, NW, Ste 800, Washington, OC 20036.
Eng. Job: .EJ.
Chk: TPS
Dsgnr: TPS
TC Live 40.01
TC Dead 10.1
BC Live O.Ot
BC Dead 10.1
TOTAL 60.C
b Name: 0695·08 Truss ID: T13 Qty:
X-LOC REACT SIZE REQ'D
0-2-12 1475 5.50" 2.11"
20-a-4 1475 s.so" 2,11"
REQUIREMENTS shown are based ONLY
he truss material at each bearing
'I'C 2x:4 Sl?F l650F-l. 5E
BC 2x4 SPF 1650F-l.5E
WEB 2x4 WW SPECIAL
2x4 SPF 1650F-l.5E 7-3
WEDGE 2x4 SPF 1650F-l. SE
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
Loaded for 10 PSF concurrent BCLL.
ASCE7-02 SNOW LOAD DESIGN CRITERIA:
Pg = 40 ps£, Ce = 1.0, I= 1.0, Ct 1.10
Pfmin = 20 psf
I
I Io-s-s
Designed per ANSI/TPI l-2002
This design does not account for long term
time dependent loading (creep). Building
Designer must account for this.
Refer to Joint QC Detail Sheet for
Maximum Rotational Tolerance used
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
documents as ER-1607 and ESR-1118.
-FOR FUTURE USE -TRUSWAL USER NOTE #408
6
1-4-0 I
7-0-5 7-0..S
7-0·5 13-10-11
connector plates are Truswal20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded
"MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted.
IVHOLESALE TRUS
QSZS21
21112 ROAD, GRAND JCT., CO., 81505
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
This design Is for an Individual bulld!ng component not truss system. It has been b<lsed on specifications provided by the component manufacturer
and done In accordance with the current versions of TPI and AFPA design standards. No msponslb!l!ty Is assumed for dimensional accuracy. Dimensions
are to be verified by the component manufactumr and/or building designer prior to fabrication. The bulldlng designer must ascertain that the loads
ut!Hwd on this design meet or excl!"tld the loading Imposed by the local building code and the particular application. The design assumes that the top chord
s laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise
rooted. Bracing shown !s for lateral support of components members only to reduce buckling length. Tl\!s component shall not be placed In any
environment that wm cause the moisture content of the wood tt> exceed 19% and/or cause connector plate corrosion, Fabricate, handle, Install
and brace this truss in accordance w!th the following standards: 'Joint and Cutting Detail Reports' available as output from Truswa! softwam,
'ANS!ITPI1', 'WTCA 1' ·Wood Truss Council of America Standard Design Responslbll!tles, 'BUILDING COMPONENT SAFElY INFORMATION'·
(BCS!) and 'BCS1 SUMMARY SHEETS' by WTCA and TPl. The Truss Plate Institute (TPI) Is located at 218 N. Lee Stmet Su!te 312,
Alexandria, VA 22314. The American Forest and Paper Association (AFPA) Js located at 111111'1th Street, NW, Ste 800, Washington, DC 20036.
Drv
UPLIFT REACT
Support C&
1
2
HORIZONTAL R
support
support
This truss i
ASCE7 -02 Win
Bldg Enclose
Truss Locati
Hurr.icane/Oc
Bldg Length
Mean roof he
ASCE7 II St
Designed as
-Low-rise
Tributary Ar
I
7~2~!3
ru.l'
AI
of
P•
'"
Eng. Job: .EJ.
Chk: TPS
Dsgnr: TPS
TC Live 40.01
TC Dead 10.1
BC Live 0.0(
BC Dead 10,1
TOTAL GO.C
b Name: 0695-08
X-Ldc REACT SIZE REQ'D
1,.\-2-12 1173 5. 50" 1. 68"
14-11-0 1011 1.50" 1.50"
REQUIREMENTS shown a:r::e based ONLY
he truss material at each bearing
Truss ID: T14 Qty:
TC
BC
WEB
2x4 SPF 1650F-1.5E
2x4 SPF l650F-1.5E
2x4 WW SPECIAL
2x4 SPF l650F-1.5E 13-5, 16-6
WEDGE 2x4 SPF l650F-1. SE
BRG BLK 2x4 WW SPECIAL
IRC/IBC truss plate values are based on
testing and approval as required by IBC 1703
and ANSI/TPI and are reported in available
documents as ER-1607 and ESR-1118.
End verticals are designed for axial loads
only unless noted otherwise.
Extensions above or below the truss profile
(if any) have been designed for loads
indicated only. Hori~ontal loads applied at
the end of the extensions have not been
considered unless shown. A drop-leg to an
otherwise unsupported wall may create a
hinge effect that requires additional design
consideration (by others) .
Designed per ANSI/TPI 1 2002
This design does not account for long term
time dependent loading (creep) . Building
Designer must account for this.
Refer to Joint QC Detail Sheet for
Maximum Rotational Tolerance used
THIS DESIGN IS THE COMPOSITE RESULT OF
MULTIPLE LOAD CASES.
Loaded for 10 PSF concurrent BCLL.
ASCE7-02 SNOW LOAD DESIGN CRITERIA:
Pg = 40 psf, Ce = 1,0, I= 1.0, Ct = 1.10
Pfmin = 20 psf
-FOR FUTURE USE -TRUSWAL USER NOTE #408
J+ ~1~ i 2~1-10 -w 3-2-2 2-1-6 2-4·14 ~"' 2-1-10 .!, v .!, Ln .!, r-!. 10-5-8 12-6-14 14-11-12
10-5-8 4-6-4
2 3 4 5 6 7 8
~ -;:o,;l
R4X4
I
6-7-9
1 Io-6-6
2
3X8 3X6 TIE
14-11-12
9 10 112 1:W 15 16
2-1-10 ~ + % ~ ~ ~ 10-5-8 12-6-14
17 18
2-4-14 2-1-10 ~t ~ ~~ 3-2-2 2-1-6
.!, ~ .!, Lh .!, r-..
connector plates are Truswal 20 ga. or Wave 20 ga., unless preceded by "HS" for HS 20 ga., fo 18 ga. rom Alpine; or preceded
"MX" for TWMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports available from Truswal software, unless noted.
~
IVHOLESALE TRUS
VSZSZI
211/2 ROAO, GRAND JCT., CO., 81505
WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor.
This design Is for an IndiVIdual bulldlng component not truss system. II has been based on spnclflcatlons provided by tile component manufacturor
and donn In accordance with the current versions ofTPiand AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions
are to be verlfled by the component manufacturor and/or building designer prior to fabrication. Tile building designer must ascertain that the loads
utilized on tills design meet or exceed the loading Imposed by tile local building code and tile particular appllcatlon. The design assumes that tho top chord
s laterally braced by tile roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise
~oted. Bracing sttown is lor lateral support of components members only to reduce buckling length. Tills component shall not be placed in any
environment that will cause the moisture content oft he wood to exceed 19% and/or causo connector plate corrosion. Fabricate, handle, inslllll
and brace tills truss in accordance with the following standards: 'Joint and Cutting Detail Reports' avallable as output from Truswal software,
'ANS!/TFI1", 'WTCA 1' ·Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'·
(SCSI) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. Tile Truss Plate Institute (TPIJ Is located at 218 N. Lee Stroet Suite 312,
Alexandria, VA 22314. The American Forost and Paper Association {AFPA)ls located at 111119th Street, NW, Ste 800, washington, DC 20036.
Drv
UPLIFT REACT
Support C&
1
2
HORIZONTAL R
support
support
This truss i
ASCE7-02 Win
Bldg Enclose
Truss Locati
Hurricane/Oc
Bldg Length
Mean roof he
ASCE7 II St
Designed as
Low-rise
Tributary Ar
AI
of
po
In
Eng. Job: .EJ.
Chk: TPS
Dsgnr: TPS
TC Live 40.01
TC Dead 10.1
BC Live 0.0(
BC Dead 10.1
TOTAL 60.C
Parcel Detail
Garfield County Assessor IT reasurer
Parcel Detail Information
Page I of 3
As~~~Jm.r:!T rea surer Prop~ctyJearJ:.h I Asse~sor_SJJb~!JLI1uery I Assm_l!r_St.~lE!~I~'lrch
Clerk H Re~rd~cRmption S]arch
Basic BuildingDhCJraGJeristics I I..<txlnfpf[llation
Pt:lrGE!lDE!tail I ValwdMCJl[ I Sales Detail I RE!~identjai/Comll]!'lf~jf!LirnJlt:P~E!l!lBiltDetml
Lt.~nd_O~l3j[ I Photogc~phs I ~JH1evy RevenUE!JL0_e19jl
IT ax Area II Account Number II Parcel Number II 2007 Mill Levy I
I DD8 II RD42458 II 238515313D5D II 6D.586 I
Owner Name and Mailing Address
!SANCHEZ DRYWAlL. INC
IPO BOX 208
!Sill CO 81652
Assessor's Parcel Description
(Not to be used as a legal description)
ISECT.TWN.RNG:I5-7-88 SUB:OAK
!MEADOWS RANCH. FlG 48. PHASE II
ILDT:50 PRE:R080257 BK:0538 PG:0584
IBK:I785 PG:786 RECPT:685278 BK:I704
IPG:823 RECPT:677780 BK:l704 PG:723
IRECPT:677735 BK:l212 PG:l70
IRECPT:570677 BK:ll53 PG:l64
IRECPT:553015 BK:l035 PG:0611
http:! I www.garcoact.com/ assessor /Parcel.asp? AccountNumber=R042 458
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I
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I
I
I
I
I
I
I
8/1212008
Parcel Detail
IBK:OSI5 PG:0477 BK:0807 PG:0388
IBK:OBOB PG:OIBB
I
I
I
I
I
location
Physical Address: jj4DB SILVER KING CT GLENWOOD SPRINGS\
Subdivision: jjDAK MEADOWS RANCH. FLG 48. PHASE II I
land Acres: liD
land Sq Ft: IJB.B04 I
Section II Township II Range I
15 II 7 II 88 I
2DDB Property Tax Valuation Information
II Actual Value II Assessed Value I
land: II 7s.7so11
Improvements: II oil
Total: II 7s.7so11
Most Recent Sale
Sale Date: jj3/31/200B
Sale Price: IJss.ooo
Basic Building Characteristics
Number of ResidentiaiJo
Buildings: .
Number of Comm/lnd\jo
23.1301
ol
23.130\
http:/ I www.garcoact.com/ assessor /Parcel. asp? AccountNumber=R042 458
Page 2 of 3
8/1212008
Parcel Detail
II
I Tax Year
I 2007
I 2007 I
I 2007 II
I 2006 II
I 2006 I
I 2006
I 2005
I 2005 II
I 2005 II
Buildings: I
No Building Records Found
Tax Information
Transaction Type
Tax Payment: Smnd Half
Tax Payment: First Half
Tax Amount
Tax Payment: Second Half
Tax Payment: First Half
Tax Amount
Tax Payment: Second Half
Tax Payment: First Half
Tax Amount
II
II Amount I
I ($787.74)1
($787.74)1
$1.575.481
I ($638.06)1
I ($638.06)1
$1.276.121
($181.30)1
I ($181.30)1
II $362.601
T op_gf_Pjl_gl:l_
Assessor_0fltilP9~!LSearcbJlption~. I T re~1Jr~r0llti:lbl:l~~-S!3J3f~Gh~0Ption~
Cle_rkJiRe c or@rJ]_[lt a b a se_S ~[lrc_h.DpUg@
Garfield. CountyHome Pi3ge
Page 3 of 3
The Garfield County Assessor and Treasurer's Offices make every effort to collect and maintain
accurate data. However. Good Turns Software and the Garfield County Assessor and Treasurer's
Offices are unable to warrant any of the information herein contained.
Copyright liD 2005 -2008 Good Turns Software. All Rights Reserved.
Database B Web Design by GggdJ.gm~_Q.gftwar!l,.
http:!/ www.garcoact.com/ assessor /Parcel.asp? AccountNumber=R042 458 8/12/2008