HomeMy WebLinkAboutApplication- Permit1
GARFIELD COUNTY
BUILDING, SANITATION
and PLANNING DEPARTMENT
109 8th. Strut, Suite 303
Glenwood Springy CO 81601(970) 945-8212
No. 7891
Job Address 066 a4.;e/40.4,k_ a. iJfo 0674F19
Nature of Work Building Permit
Use of Building ga14k-�C,
Owner i 1 O��UOe V
Contractor ` Qd d n .
Amount of Permits .3 l C . 9L
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GARFIELD COUNTY BUILDING PERMIT APPLICATION
GARFIELD COUNTY (GLENWOOD SPRINGS), COLORADO
TELEPHONE: (970) 9454212
PERMIT NO.
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INSPECTION LINE: (970)364-5003
PARCEUSCHEDULE NO.
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NOTICE
A SEPARATE ELECTRICAL Ismer IS REQUIRED AND MUST BE ISSUED BY THE FrAT�Q OF
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THIS PERM BECOMES NULL AND VOID IF WO 1�K OR CONSTRUCTION
IF
AUTHORIZED IS NOT COMMENCED WITHIN 110 DAYS, C . IF CONSTRUCTION OR
WORK I8 SUSPENDED OR ABANDONED FOR A PERIOD O DAYS AT ANY TIME
AFTER WORK 18 COMMENCED.
I HEREBY CERTIFY THAT I HAVE READ AND EXAMI NEDTHIS APPLICATION AND
KNOW THE SAME TO BE TRUE AND CORRECT. PROVISIONS OF LAWS
GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WHETHER SPECIFIED
HEREIN OR NOT. THE GRANTING OF A PERMIT DOES PRESUME TO OWE
AUTHORITY TO VIOLA : CANCEL THE ;iv ' VISIONS ANY OTHER STATE OR
LOCAL LAW ' : c f i • 1 ` • • Py • N OR THE PERFORMANCE OF
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PLAN CHECK ... 30 "' / /
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PERMrr FES: 2,0 b % of �1 c
TOTAL FEE. Jl 5II , 9ry� DATE PERMIT ISSUED:
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AGREEMENT
PERMISSION IS HEREBY GRANTED TO THE APFL1CAN7 OWNER, CONTRACTOR AND/OR 1112 AGENT OF HIE CONTRACTOR OR OWNER TO CONSTRUCT THE STRUCTURE AS
DETAILED ON PLANS AND SPECIFICATIONS SUBMITTED AND REVIEWED BY THE BUILDING DERARTMENT.
D4 CONSIDERATION OF THE ISSUANCE OF THIS PERMIT, THE SEINER HEREBY AGREES TO COMPLY WITH ALL BUILDING CODES AND LAND USE REGULATIONS ADOPTED BY
annum COUNTY PURSUANT TO AUTHORITY GIVEN /1411.110.201 CRS AS AMENDED. THE SIGNER FURTHER ACMES THAT IF THE ABOVE SAID ORDINANCES ARE NOT PULLY
COMPI.E3D WITH 1N THE IACATION, ERECTION, COMERN AND USE OF THE ABOVE DESCRIBED STRUCTURE, THE PERMIT MAY THEN BE REVOKED BY NOTICE FROM
TIE COUNTY AND THAT THEN AND THERE IT SHALL BECOOM NULL AND VOID.
THE ISSUANCE OF A PERMIT BASED UPON PLANS, S'
CORRECTION OF ERRORS IN SAID PIANS, SPEC1FICATI
VIOLATION OF THIS CODS OK ANY OTHER ORDNANCE OR
CATIONS AND OTHER DATA SHALL NOT PREVENT THE BUILDING OFFICIAL FROM THEREAFTER REQUIRING THE
AND OTHER DATA OR FRO PREVENTING BUILDING OPERATION BEING CARRIED ON THEREUNDER WHEN IN
ETON OF THIS JURISDICTION.
THE REVIEW OF TIB: SUBMITTED PLANS AND SPECIFICATIONS AND INSPECTIONS CONDUCTED 'HEREAFTER DOES NOT CONSTITUTE AN ACCEPTANCE OF ANY
RESPONSIBILITIES OR LIABILITIES BY GARFIELD COUN RFOR ERRORS, OMISSIONS OR DISCREPANCIES. THE RESPONSIBI TIY FOR THESE ITEMS AND IMPLEMENTATION
DURING CONSTRUCTION RESTS SPECWICAI] Y WITH THE miser, DEIK14ER. BUILDER AND OWNER. COMMENTS ARE INTENDED TO BE CONSERVATIVE AND IN SUPPORT
OF THE OWNERS INTEREST.
Oaformoo3 I HEREBY ACKNOWLEDGE THAT I HAVE READ AND UNDERSTAND THE AGREEMENT ABOVE. Oki:MALI
4460-A,
The following items are required by Garfield County for a final inspection:
1, A final Electrical Inspection from the Colorado' State Electrical Inspector;
2. Permanent address assigned by Garfield County Building Department posted where readily
visible from access road;
•
3. A finished roof, a lockable house,. complete exterior siding, exterior doors and windows
installed, a complete kitchen with cabinets, a sink with hot & cold running water, non-absorbent
kitchen floor coverings, counter tops and finished walls, ready for stove and refrigerator, all
necessary plumbing;
4. A complete bathroom, with wash bowl, tub or shower, toilet stool, hot and cold running
water, non-absorbent floors and walls finished and a privacy door;
5. All steps outside or inside over three (3) steps must have handrails, guard rails on balconies or
decks over 30" high constructed to all 1994 UBC requirements;
6. Outside grading done to where water will detour away from the building;
7. Exceptions to the outside steps, decks and grading may be made upon the demonstration of
extenuating circumstances, i.e. weather, but a Certificate of Occupancy will not be issued until all
the required items are completed and a final inspection made.
A CERTIFICATE OF OCCUPANCY WILL NOT BE ISSUED UNTIL isjud THE ABOVE
ITEMS HAVE BEEN COMPLETED.
* * * *CANNOT OCCUPY OR USE DWELLING UNTIL A CERTIFICATE OF OCCUPANCY
(C.O.) IS ISSUED. OCCUPANCY OR USE OF DWELLING WITHOUT A C.O. WILL BE
CONSIDERED AN ILLEGAL OCCUPANCY AND MAY BE GROUNDS FOR VACATION
PREMISES UNTIL ABOVE CONDITIONS ARE MET.
I understand and agree to abide by the above conditions for occupancy, use and the issuance of a
Certificate of Occupancy for the dwelling under building permit # L .
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109 8th Street, Suite 303
Garfield County
Building & Planning Department
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945-8212/285-7972 Glenwood Springs, Colorado 81601
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. Adequate and complete
information will prevent delays in the plan review process. Reviewing a plan and the discovery that
required information has not been provided by the applicant may result in the delay of the permit
issuance and in proceeding with building construction. The owner or contractor may be required to
provide this information before the plan review may proceed. This causes delays because other plans
that are in line fof review may be given attention before the new information may be reviewed after it
has been provided to the Building Department.
Please review this document to determine if you have enough information to design your
project and provide adequate information to facilitate a plan review. If you do not, it may be
helpful to obtain a book titled "Dwelling Construction under the Uniform Building Code".
This book is available to you through this department at our cost. Also, please consider using
a design professional for assistance in your design and a construction professional for
construction of your project.
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.
1
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January 1, 1999
Plans to be included for a Building Permit, must be on drafting paper at least 18"x24" and drawn to
scale.
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. 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, sheating, house -
rap, (which is required), siding or any approved building material.
A window schedule. A door schedule.
A floor framing plan, a roof framing plan, roof must be designed to withstand a 40# per ft. up to
7,000 F.O.S. and an 80 M.P.H. wind.
All sheets to be identified by number and indexed. All of the above requirements must be met or your
plans will be returned.
1. Is a site plan included that indicates the distances of the proposed building or addition to
property line; other buildings, setback easements and utility easements?
Yes 1/
2. Does the site plan include the location of the I.S.D. S. (individual Sewage Disposal System)
and the distances to property lines, wells (on subject property and adjacent properties),
streams or w er courses?
Yes /''
3. Does the site plan indicate the location and direction of the County or private road accessing
the property?
Yes [/
4. Dothe plans include a foundation plan indicating the size, location and spacing of all
reinforcing steel in accordance with the uniform building code or per stamped engineered
design?
Yes
5. Do the plans indicate the location and size of ventilation openings for under floor crawl
spaces and the antes required between wood and earth?
Yes
2
6. Do the plans indicate the size and location of ventilation openings for the attic, roofjoist
spaces's and �ofiiits?
Yes
7. 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?
Yes
8. Does the plan include a building section drawing indicating foundation, wall, floor and roof
construction
Yes
9. Does the building section drawing include size and spacing of floor joists, wall studs, ceiling
joists, roof r or joists or trusses?
Yes ✓
10. Does the building section drawing or other detail include the method ofpositive connection of
all columns and bums?
Yes ✓
11. Does the plan indicate the height of the building or proposed addition from the highest point
of the building or addition measured at mid span between the ridge and the eave down to
existing grade co ours?
Yes
12. Does the plan include any stove or zero clearance fireplace planned for installation including
make and model d Colorado Phase II certifications or phase H EPA certification?
Yes No
13. Does the plan include a masonry fireplace including a fireplace section indicating design to
comply with the niform Building Code Chapter 37?
Yes No
14. Does the plan include a window schedule or other verification that egress/rescue windows
from sleeping rooms and/or basements comply with the requirements of the Uniform Building
Code?
Yes No
15. Does the plan include a window schedule or other verification that windows provide natural
light and ventilatio or all habitable rooms?
Yes No
3
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16. 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 gl ng for these areas?
Yes No
17. Is the location of all natural and liquid petroleum gas furnaces, boilers and water heaters
indicated on the ?
Yes No
18. Do you understand that if you are building on a parcel of land created by the exemption
process or the subdivision process, are building plans in compliance with all plat notes and/or
covenants?
Yes No
19. Do you understand that if you belong to a homeowners association, 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? If you do not have written permission from
the association, do you understand that the plan check fee will not be refunded should the
architectur- co ttee deny or reject your building plans?
Yes No
20. Will this be the onl residential structure on the parcel?
Yes No If no -Explain:
21. Have two (2 complete sets of construction drawings been submitted with the application?
Yes
22. Do you understand that the minimum size a home can be on a lot is a 20ft. x 20ft.?
Yes No
23. Have you designed or had this plan designed while considering building and other
construction co requirements?
Yes No
24. Does the plan accurately indicate what you intend to construct and what will receive a final
inspection b e Garfield County Building Department?
Yes No
25. Do you understand t t approval for design and/or construction changes are requiredprior to
the application ese changes?
Yes No
4
1
•
26. Do you understand that the Building Department will collect a "Plan Review" fee from you at
the time of application and that you will be required to pay the "Permit Fee" as well as any
"School Impact" or "Septic System" fees required, at the time you pick up your building
permit?
Yes No
27. Are you aware that twenty-four (24) hour notice is required for all inspections?
Inspections will be made from Battlement Mesa to West Glenwood in the mornings and
from Glenwood Springs to Carbondale in the afternoon. Morning inspections must be
called in by 12:00 p.m. the day before; afternoon inspections must be called in by 4:00
p.m. the day before. Failure to give twenty-four (24) hour notice for inspections will
delay yourinsc tion one (1) day. Inspections are to be called in to 384-5003.
YesNo
28. Are you aware that you are required to call for all inspections required under the Uniform
Building Code including approval on a final inspection prior to receiving a Certificate of
Occupancy and o cupancy of the building?
Yes No
29. Are you aware that the person signing the Permit Application, whether the "Owner", "Agent
of the Owner", "General Contractor", "Contractor" or otherwise, is the party responsible for
the project comp! g with the Uniform Building Code?
Yes v No
30. Are you aware that prior to issuance ofa building permit you are required to show proof of a
driveway access permit or obtain a statement from the Garfield County Road & Bridge
Department stating one is not necessary? You can contact the Road & Bridge Department at
625-8601.
Yes No
31. 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 applicab ' spection.
Yes No
32. 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 issuance of a
building permit? Yo attention in this is appreciated.
Yes v No
5
I hereby owledge that I have read, understand and answered these questions to the
best o bility.
signature
Phone: 9Z 7- 0312.S (days);
r/- fc�
date C�
i73-49//? (evenings)
Project Name:
Project Address:
Notes:
If you have answered "No" on any of the questions, you may be required to provide this information
at the request of the Building Official prior to beginning the plan review process. Delays in issuing
the permit are to be expected. Work may not proceed without the issuance of a permit. If it is
determined by the Building Official that additional information is necessary to review the application
and plans to determine minimum compliance with the adopted codes, the application may be placed
behind more recent applications for building permits in the review process and not reviewed until
required information has been provided and the application rotates again to first position for review,
delay in issuance of the permit or delay in proceeding with construction.
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County Road (Note the Road Number and Name)
1994 $uitding Code
Setbacks: 25 feet front and rear and 10 feet on the *ides
Snowload: 401bs. /sq. ft. up to 7000 feet
Seismic: Zone 1
Windshear: 80 mph
Wind exposure: B
Windload: 151b s. /sq. ft.
Frost Depth: 36 inches -30 inches from finished grade to top of footing
(Liveload is snowload-imposed by snow)
GARFIELD COUNTY
BUILDING and PLANNING
NOTICE OF CLARIFICATION
FIRE PROTECTION:
It is the interpretation of this department that the provision of UBC Section 302.4,
Exception Number 3, also applies to openings for access to attic space above a U
occupancy. The access door in the ceiling of a garage must be self closing, tight fitting,
solid wood door, 1-3/8ths inches thick, or have a 20 minute fire protection rating or the
one hour fire separation wall between the garage and the dwelling must extend above the
ceiling, all the way to the roof.
ENERGY CONSERVATION
Garfield County is enforcing Resolution 96-05 (Chap. 13 Energy Conservation).
➢ 2" x 4" Exterior walls must be supplemented (i.e. Rigid insulation with taped or
sealed joints or other approved ways to comply with minimum county insulation
requirements: R-19 — Walls; R-29 — Roofs; 1* R-11— Floors over unheated areas
1* Exception: Insulate foundation to frost line and install vapor barrier on ground surface.
(.9
Co. PL)
N ICOLS RESIDENCE
PROJECT MANUAL
PERMIT & CONSTRUCTION PACKAGE
10-20-00
INCLUDING:.
LOT SURVEY
SOILS REPORT
ARCHITgCTURAL OUTLINE SPECIFICATIONS
PLANT MATERIALS LIST
ARCHITECTURAL OUTLINE SPECIFICATIONS
INDEX
Section Title Page
01010 Scope 3
01020 Pricing 3
01400 Quality Control 3
01600 Submittals 3
01900 Substantial Completion & Final Acceptance 5
02110 Site Clearing & Grading 5
02200 Earthwork 5
02500 Paving & Surfacing 5
02710 Foundation Drainage 5
02720 Crawl Space Moisture Control 5
02740 Site Utilities 6
02760 Dampproofing 6
02900 Landscape 6
03300 Concrete 6
04400 Stone 6
04410 Stone Tile 6
05700 Ornamental Metal 6
06100 Rough Carpentry 6
06200 Finish Carpentry 7
06600 Plastic Laminates 7
07200 Insulation 7
07240 Cement Plaster 'Stucco' 7
07317 Wood Shingles 8
07600 Flashing & Sheet Metal 8
07900 Sealants and Caulking 8
08200 Wood Doors 8
08600 Windows 8
08710 Finish Hardware 9
08800 Glass 9
09250 Gypsum Drywall 9
09300 Linoleum 9
09550 Wood Flooring 9
09600 Interior Stonework 9
09610 Stone Countertops 9
09680 Carpeting 10
09900 Painting 10
10300
10800
Prefabricated fireplaces
Toilet & Bath Accessories
10
10
11450 Residential Appliances 10
12372 Cabinetry 11
Division 15 — Mechanical
Division 16 — Electrical
11
12
ATTACHMENTS:
Plant Materials List by the Ground Crew 1pg
Lot Survey by Schmueser Gordon Meyer 1 pg
Soils Report by HP Geotech 9pgs
r
DIVISION 1 - General
01010 Scope
General: The project consists of a new residence of approx. 5,040 gross s.f. including a garage of approx.
775 gross s.f. Occupancy type is R-3 and U-1 per the 1994 UBC. Construction type is V -N. The building
is not equipped with fire sprinklers.
The Work: The Work of this project is indicated in the Contract Documents, consisting of the General Notes,
Drawings and the Project Manual. The General Notes and Drawings are indexed on sheet A2.1 of the
Drawings and include Architectural, Structural & Landscape series. All documents used for construction of
this project shall bear the same issue title, "Permit & Construction", as this Specification or a later date as
part of an Architect's Supplemental Instruction (ASI) or an approved Change Order. However, all changes
and modifications to the terms and conditions of the original Contract Documents shall require the approval
of the Owner before they may be incorporated into the Work.
By Contractor: Provide all materials, labor, equipment, etc. as required to construct Scope of work includes
excavation & site grading; driveway; utilities; foundations; building enclosure including all weatherproof
details; windows and doors; cabinetry; plumbing; wiring; lighting; interior finishes; fixtures, etc. as shown and
indicated. Also included in the Contractor's scope is the design and installation of new domestic hot water
and in -slab radiant heating systems for entire house and design and installation of all new electrical service
work (lighting design will be included in final documents) and installation of all lighting. Contractor shall
provide shop drawings, samples and cost information as appropriate to Owner & Architect for all items where
submittals are required by the Documents.
By Owner: Soils reports, radon tests (if needed) and site survey information. Owner will install all plant
materials for landscaping. Owner will provide all appliances and furnishings. Owner may also, by
arrangement with the Contractor, reserve the right to directly purchase other items including: carpet,
cabinets, countertops, tile and other items.
Temporary Facilities: Contractor shall provide all necessary site utilities during construction including power,
water, heat, restroom, field office & site phone.
01020 Pricing
Prior to commencing the work, the Contractor shall provide a detailed project budget based upon current
drawings and specifications. Include allowances for all items and finishes "to be selected later". Work shall
not begin until budget is reviewed and approved by Owner.
01400 Quality Control
All materials and workmanship shall meet or exceed the minimum of accepted industry standards, the
requirements included herein or as required by the Owner. All work shall conform to the requirements of the
1994 edition of the Uniform Building Code and all other current applicable local codes and ordinances. All
completed portions of the work shall be protected from damage by other trades or activities until project is
completed. Damaged or unacceptable work shall be replaced at Contractor's expense.
01600 Submittals
Submittals: Where requirements are noted on drawings or in this specification for submittal or shop drawings,
such documents as needed to verify conformance of the specified item shall be submitted to the Architect
for review. Submittals shall be required wherever items or materials proposed for use in this project which
differ from specified items or materials, including items proposed under "or equal" provisions of this
specification. See individual specification sections for additional detailed requirements of certain submittals.
Submittal review shall be complete prior to commencing that portion of the work. Allow ten days from date
of submittal for each review. Coordinate items, which may take resubmittal well in advance. Response will
be by Architect's stamp, with appropriate action noted.
3
Submittal samples and documents shall be presented in a format and quantity of copies such that copies
may be returned to the Contractor and Subcontractors as needed, one copy may be sent to the Owner, and
one copy may be retained for the Architect's records. Certain submittal requirements may be altered or
partially waived at Contractor's request, if satisfactory evidence of specification compliance is demonstrated
(for example, by using the named mfr's product) and other items may be added to the list as the work
proceeds.
Required submittals include, but are not limited to the following:
Spec. Div.
02760
04400
04410
05700
06200
06600
07200
07240
07317
07600
07900
06200
08600
08710
09250
09550
09600
09610
09680
09900
10300
Item
Dampproofing
Exterior stone veneer
Exterior stone tile
Ornamental Metal
Finish Carpentry
Laminate counter tops
Batt & rigid insulation
Cement Plaster 'stucco'
Roof shakes
Flashing and Sheet Metal
Sealants & caulks (exposed)
All doors
All windows
Hardware (doors & windows)
Drywall finish texture
Wood flooring
Interior Stonework
Stone countertops
Carpet
Paint
Pre -fabricated Fireplaces
4
Submittal Format
Cut sheets
Samples
Cut sheet, samples
Sample, shop drawing
Samples, Shop drawings
Samples, cut sheets
Cut sheets
24"sq. samples for final color selection,
system tech data, installers cert.
Cut sheets, samples
Copper samples, cut sheets
Samples for color selection only
Shop dwgs, samples
Shop dwgs, samples
Samples for selection & approval,
cut sheets
Samples for selection
Samples, cut sheets
Samples, cut sheets
Samples, shop drawings
Samples, cut sheets
Color samples, cut sheets
Cut sheets
10800 Bath accessories Cut sheets, samples
12372 Cabinetry Shop drawings, samples
15000 HVAC System design calcs & layouts
Plumbing fixtures Cut sheets
16000 Lighting fixtures Cut sheets & samples
01900 Substantial Completion & Final Acceptance
Substantial Completion: Substantial completion shall be the point in the course of construction at which the
Occupancy Certificate may be issued by the Building Department. At the time of substantial completion the
Architect and/or Owner shall prepare a "punch list" of outstanding items which must be completed by the
Contractor before Final Acceptance and payment in full, including final clean-up.
Final Clean-up: Contractor shall turn the project over to the owner in a fully cleaned condition, ready for
immediate occupancy. All final cleaning of finishes shall be in accordance with the various manufacterer's
and suppliers recommendations. Windows shall be cleaned inside and outside. Do not use metal blades
to clean tempered glass.
DIVISION 2 - Site Work
02110 Site Clearing & Grading
Remove existing vegetation only to the extent required for excavation. Save excavated topsoil for reuse
on site. Provide min. 8" compacted gravel road base over compacted existing sub base where shown for
driveway. Rework finish grade as required for landscaping and proper site drainage. Protect all areas not
shown for regrading in their natural existing state. Protect all existing trees.
02200 Earthwork
Excavate as required for utility lines, basement and foundations. Structural Engineers assumed design soil
bearing pressure and general condition of subgrade shall be verified in field at the time of excavation by the
soils engineer prior to placing footings. Compact all backfill in maximum 8" lifts.
02500 Paving & Surfacing
Driveway and exterior patios shall be 4° concrete slab on compacted road base as shown on plans. Merge
driveway edge to existing road curb and adjacent property smoothly. Separate all exterior slabs from
building with expansion material. Concrete colors and finishes to be selected by Owner.
02710 Foundation Drainage
Install continuous perforated perimeter foundation drain at all footings. Run to dry well at 1/8" per ft, slope
as shown on site plan. Provide green access cover at dry well for maintenance.
02720 Crawl Space Moisture Control
Install a 6 mil. polyethylene or other approved vapor retarder vapor barrier on top of entire ground surface in the
crawl space. Install crawl space operable louvered ventilation openings per UBC section 2317.7. See plans for
size and location of louvered vent openings. Provide insect screens at all vents.
5
02740 Site Utilities
Design and install connections from building to existing natural gas line, water, sewer, electricity, telephone
and cable TV in general arrangements as shown on site plan, including all required service accesses, clean -
outs, panels, transformers, meters, etc. Comply with all applicable codes and regulations and verify each
minimum required line cover below grade. General Contractor shall be responsible for field verification of
all existing utilities and appropriate coordination of the work between the Owner, the City of Aspen and the
utilities.
02760 Dampproofing
Provide continuous dampproofing at all foundation walls from base of footing to top of concrete and as
shown. Product shall be approved by foam form mfr as compatible with their materials. Submittal required.
02900 Landscaping
REFER TO LANDSCAPE DRAWING FOR LOCATION OF PLANT MATERIALS. IRRIGATION,
SPECIFICATIONS AND DETAILS BY OTHERS. Plant materials are listed later in this Project Manual.
DIVISION 3 - Concrete
03300 Concrete
REFER TO STRUCTURAL DRAWINGS & SPECIFICATIONS, FOR COMPLETE REQUIREMENTS OF
THIS SECTION.
DIVISION 4 - Masonry
04400 Stone
Exterior stone veneer and rubble caps to be dry stacked Vogelman Brown sandstone. Provide angle iron
stone ledger per plans.
04410 Stone tile
Exterior stone accent tile at Chimneys shall be 6-1/2" x 6-1/2" units, set in `stucco' brown coat. Grout
color and tile selection by Owner at later date.
DIVISION 5 — Metals
05700 Ornamental Metal
Fireplace surround at Sitting/Library fireplace shall be custom patina steel surround per plans. Field verify
dimensions prior to fabrication. Confirm patina and final finish with Owner. Chimney caps shall be arched
custom copper units with spark arrestor mesh per plans. Shop drawing submittals required.
DIVISION 6 - Wood and Plastics
06100 Rough Carpentry
Typical framing will include 2x6 & 2x4 wood studs at 16"o.c. with 1/2" exterior sheathing at exterior and
bearing walls; 11-718" TJI (15 and 25 series) floor joists at 16" o.c. with 314" T&G plywood subfloor at interior
floors; 2x12 and 11-7/8" TJI (25 series) rafters at 16" o.c. with 518" exterior sheathing at roof areas. Exterior
exposed posts and beams shall be smooth finish Westem Red Cedar. Exterior 2 x 6 nominal decking shall
be a wood thermoplastic composite material as manufactured by Trex or equal. Composite wood installation
shall be in accordance with N.E.S. Report no. NER-508. Refer to construction details in both the
Architectural and Structural series drawings. Provide all fire blocking and draft stops as required by codes,
whether or not shown on drawings. Provide structural support blocking for all handrails, towel bars, built-ins,
cabinetry, etc. REFER TO STRUCTURAL DRAWINGS & SPECIFICATIONS, BY OTHERS, FOR
COMPLETE REQUIREMENTS OF THIS SECTION.
6
06200 Finish Carpentry
Exterior: Soffits shall be 1 x 6 western red cedar tongue & groove, stained.
Interior: Install built-in shelves, benches and cubbies as shown on plans. Wood shall be oak.
Interior window trim will include oaky jamb extension at 1" bullnose sill only, profile as selected by Owner.
Jambs and heads will have cherry casings and trim per Contractor's details. Interior doors will have oak
casing at jambs & heads per Contractor's details. Profile to be selected by owner from samples.
Interior cornice molding shall be nominal 6" oak in profile as selected by owner from samples.
Wall base will be nominal 6" tall oak profile with cap & shoe as selected by Owner from samples. Library
wainscot shall be oak in profile as selected by owner. Provide protection for finishes of all timbers during
construction.
Fireplace mantels and surrounds at master Bedroom & Living Room shall be factory built and unfinished,
Stratford model as manufactured by Collinswood Designs, Fort Collins, CO or other as selected by Owner.
Finish to match cabinetry.
Interior finish woods will all receive hand rubbed cherry stain. Samples of all materials and finishes shall be
submitted for Owner approval.
06600 Plastic Laminates
Counter tops and cabinets at Laundry Room will be plastic laminate with integral back splash as
manufactured by Formica Corp. or equal. Install in maximum continuous sections possible, following all
mfr's instructions. Colors to be selected by Owner from mfr's standards. May be included with Kitchen
cabinets at Owner's option.
DIVISION 7 - Thermal and Moisture Protection
07200 Insulation
Install all insulation products in strict accordance with mfr's written instructions and in compliance with
applicable Codes. Insulation shall be installed as follows:
Foundation walls: 2" rigid insulation at exterior of foundation walls as shown.
Exterior stud walls: R-19 batt, continuous at 2x6 studs plus 1" rigid on exterior of sheathing as shown.
Roof: R-38 batts between rafters as shown.
Upper level floor joists: Minimum 5-1/2" unlaced sound batt at all floor/ceiling systems.
Interior walls: Minimum 3-1/2" unlaced sound batt at all walls.
Other insulation as shown or required.
07240 Cement Plaster Stucco System
Provide exterior conventional 3 -coat stucco system as shown on Drawings. Brown coat over wire mesh over
building paper, followed by scratch, followed by finish coat. Min. total thickness: 7/8". Color shall be as
selected by Owner from min. 24" x 24" field samples. Skip trowel finish at all areas except at door and
window stucco reveals and keystones that shall receive medium sand finish as shown on Drawings. Control
joints as required by stucco manufacturer, review locations with Architect prior to installation. Installation
shall be by a qualified contractor, experienced in the application and certified by the stucco manufacturer.
Samples of finishes and colors required as well as cut sheets and installers certification.
7
r
07317 Wood Shakes
New hand split wood shake shall be installed at all sloped roof areas. Roofing shakes shall #1 grade, 24"
cedar shakes with standard 10" exposure and 18" type 30 felt underiayments at each course. Provide triple
course at eaves, with first course projecting 1 1/2" beyond eave fascia board. All shakes shall meet UBC
standard 15-4 and shall be installed in accordance with UBC Table 15B-2. Continuos waterproof membrane,
Grace "ice & Water Shield" or equal, shall be installed in min. 36" widths at all eaves, rakes hips, ridges &
valleys and per mfr's recommendations. Install 'Cedar Breather' and vent shakes at ridge as shown on the
Drawings. Submittal and samples of all materials of this section required.
07600 Flashing and Sheet Metal
Flashing: Concealed flashing shall be flexible bituminous type or galvanized sheets, min. 26 ga. All exposed
flashing shall be min. 16 oz. standard sheet copper. Copper sheeting shall comply with ASTM B370.
Provide copper valley flashing as required (to min. 8" each side of center of valley), eaves and rakes.
Provide copper flashing at tops of foundation walls, door and window openings, at all roof penetrations and
as shown and as required to maintain weathertightness.
Gutters and Downspouts: Install 24 oz. min. copper gutters and downspouts at locations noted on Drawings.
Provide 4" diameter downspouts at locations shown on plans. Owner to select gutter profile. Provide min.
1/8" per ft, gutter slope in directions as shown. Coordinate suitability of fasteners with adjoining materials.
Direct water discharge away from building to splash blocks. Coordinate with electrical for heat tape system
as required by orientation and exposure. Provide heat tape at all downspouts and at gutters in shade. Heat
tape installation to be coordinated with Electrical. Submittals required.
07900 Sealants and Caulking
Provide joint sealants, fillers and related materials as appropriate to guarantee weather tight seals with full
regard to compatibility with adjoining materials and each service exposure encountered. Follow all
manufacturer's instructions for proper use. Owner must approve colors of all exposed sealants.
DIVISION 8 - Doors and Windows
08200 Wood Doors
General: Refer to door schedule on Drawing A8.1. All fire rated doors and frames shall bear labels
confirming their ratings. Submittals required for all doors of this section.
Exterior doors: Typical exterior wood divided lite glass doors to be wood rail & stile panel types as shown,
fully weather-stripped. Exterior metal door #105 shall be Pella with simulated exterior wood grain finish and
exterior finish to match exterior wood stain.
Interior wood doors: Interior passage, pocket and bi-pass doors to be wood, style & rail, six -panel type,
stained (species and grade as selected by Owner).
Garage door: Three 8'0" x 8'0" overhead sectional type with paneled wood veneer as mfr by Advanced Door
Co., Basalt, CO., as shown, or equal. Door shall be fully weather-stripped and have a min. R -value of 4.0.
Provide locksets, remote controls and motor operators with integral garage lights and all code -required safety
features. Wood panels shall be stained by painting contractor to match Rough Carpentry exposed wood
surfaces. Shop drawings required.
08600 Windows
New fixed and operable windows to be aluminum clad, wood frame type, "Proline Series" as manufactured
by Pella. Rough opening sizes as shown, Dolor will be forest green, selected from mfr's standards.
Maximum unit U -value is 0.39 for each unit. Windows shall bear NFRC labels verifying energy performance
ratings. Shop dwgs required.
8
r
08710 Finish Hardware
Provide door hardware allowance of $100 per door. Hardware for doors to be selected later from Stanley,
Schlage, Yale or equal by Owner. Hardware for windows to be selected from mfr's standards.
08800 Glass
Exterior doors and windows shall be clear insulated low -E type glass, glazing to be coordinated with selected
window mfr. Thermal performance of glazing shall meet the requirements contained in section 08200.
Install fully tempered glass at all doors and at windows where shown and where required by code.
DIVISION 9 - Finishes
09250 Gypsum Drywall
All new interior walls to be 518" gypsum board, ceilings to be W gypsum wallboard. Use type "X" at rated
fire walls (inside of garage and room below stairs). Use wet area rated wallboard, "greenboard" or equal at
all tiled surfaces. Use moisture resistant backer board, "Wonderboard" or equal at all tub & shower
enclosures. All tape, joint compounds, fasteners, etc. shall be as recommended by the gypsum board mfr.
Install square edge outside corner beads and light skip troweled texture as selected by Owner throughout,
suitable for painting at all areas unless noted otherwise.
09300 Linoleum
Floor tile shall be continuous real linoleum as mfr by Forbo or equal, where noted on plans in colors to be
selected by Owner from mfr's standards. Acceptable products and manufacturers include:
Armstrong World Industries.
Forbo Industries.
Any Ownert approved equal.
09550 Wood Flooring
Install wood flooring, laminated veneer type, in 3"-7" widths, antique heart pine, as mfr by Rappgo or equal,
as shown on drawings. Follow all recommendations of mfr. Submit samples and finishes for Owners
selection.
09600 Interior Stonework
Sitting/Library fireplace and hearth: Stone veneer to match exterior.
Floors at Gallery and MudRoom: random irregular quartzite slate set in full mortar bed. Include slate at
closets.
Powder Room, Master Bath and upper bedroom bathrooms: 12"x 12' 'Verdigris' marble tile thin set.
Tile trim around fireboxes and hearths at Living Room and Master Bedroom Fireplaces shall be 'Verdigris'
marble tile. Coordinate installation with factory built wood mantels and surrounds per Section 06200.
09610 Interior Stone Countertops
Countertops at Kitchen: 'Ooba Tooba' granite, min. % in. thick continuous slabs with'/." radius bullnose
edges. Master Bath, Powder Room and upper bedroom Baths: 'Verdigris' continuous marble slabs, min. '/"
thick with'/." radius bullnose edges. Fabrication shall be based on field measurements. Verify material
selections with Owner.
9
r
09680 Carpeting
Install carpet and pad as shown. Provide $35/yd allowance for installed carpet to be selected by Owner.
09900 Painting
Paint and coating products shall be water based, low odor, low VOC type or equal unless noted otherwise.
Use recommended surface preparation and primers and follow all of mfr's written instructions. Colors will
be selected by Owner from Wes standards unless otherwise noted.
At Gypsum Board and veneer plaster areas: Interior latex, eggshell finish (except semi -gloss finish at baths).
At Interior Wood Trim & beams: Natural cherry stain in all locations.
At Exterior timbers and eave & rake trim: Oil based cherry stain.
Submit samples of all paint and stain finishes for approval prior to application.
DIVISION 10 — Specialties
10300 Prefabricated Fireplaces
Library/Sitting insert to be Heat-N-Glo Model HST -48D, with gas logs kit, see-thru type or equal, with custom
bronze surround. Convert for natural gas.
Living Room insert to be Majestic Model SHR -48, natural gas, direct vent type or equal with gas log kit with
factory built wood surround.
Master Bedroom insert to be Heat-N-Glo Model ST-38GDV, direct vent type or equal, with factory built
surround. Install outside air kits and remote switching with all units. Install flues as required by mfr and all
applicable codes. Refer to section 05700 and 06200 for surrounds. Submit cut sheets.
10800 Toilet and Bath Accessories
Provide allowance for bath accessories including towel bars, soap dishes, tissue dispensers, robe hooks and
minimum 36"x48" mirrors at each vanity, to be selected by Owner.
DIVISION 11 - Equipment
11450 Residential Appliances
Kitchen shall include side by side type refrigerator/freezer with icemaker, nat. gas oven & gas range,
microwave, dishwasher and garbage disposal as purchased by Owner. Laundry shall include electric washer
and gas dryer. Appliances shall have no cfc's and energy efficient operating cycles as applicable. Colors
and finishes as selected by Owner. Contractor wilt install appliances with Kitchen cabinetry. Appliance list
as follows:
Range/Dbl. Oven: Thermador 36" duel fuel range model # PRDS 366GUSS
Hood: Thermador 36" model # PH36HAS
Hood Fan: Thermador model # VTN 1000Q
Refrigerator: Sub -Zero 42" model # 642 (w/o panels)
Dishwasher: Fisher Pykel dbt drawer w/o panels
Disposal: Kitchenaide, model #KCD1250X
Compactor: Kitchenaide 15" wide model # KUCC151 E w/ wd. panel kit
Microwave: Kitchenaide KCMS135GSS
Washer: Frigidaire, model FWT647, front load
Dryer: Frigidaire, model FSG447, front load
10
i•
DIVISION 12 - Furnishings
12372 Cabinetry
Kitchen cabinets, Bath vanities and Library built in cabinetry shall be custom, premium grade oak wood
standard overlay, raised panel type with rubbed cherry stain finish. Counter tops as specified elsewhere.
Cabinets shall be as manufactured by Davis Brothers, Crestwood, Wellcrait, Bridgewood or equal. Owner
shall select wood species, grades and final cabinet styles from mfr's standards. Field pre -measurement and
shop drawings required from suppliers and/or installer. Contractor to install owner furnished kitchen
appliances along with cabinets. Owner shall be responsible for providing Architect with preliminary drawings
from Modern Kitchen Center (MKC), Glenwood Springs for coordination purposes.
DIVISION 15 - Mechanical
General: All work shall be performed by qualified personnel and shall conform with requirements of current
editions of U.M.C., U.P.C. and all local codes. Generally, Contractor shall provide all materials, items and
labor to design and install complete and fully operational mechanical systems, including building HVAC,
domestic hot water, plumbing and all related controls. All work is on a "design/build" basis by the Contractor
unless specified otherwise. Scope includes design and installation of forced air heating & air conditioning
system, hot water heater(s), and plumbing lines to all new fixtures. Layout of equipment to be installed in
the lower level Mechanical Room shall be submitted prior to installation of any lines below slab. Contractor
shall provide all operating manuals, warrantees, etc. prior to final acceptance.
Forced Air Unit heating system with NC: Contractor shall design and install a complete natural gas fired
HVAC system throughout entire house, including new high efficiency HVAC components, including flues,
valves, main feeds, ductwork and grilles. Furnace shall have an energy efficiency rating of .85 ort better.
Install flues and combustion air louvers at mechanical room as required by mfrs and codes. Detailed
submittal of entire system (including heat loss design talcs) and pre -coordination of flue and duct space and
enclosure requirements with Architect is required.
Ventilation: Provide exhaust fans at Baths, Kitchen and Laundry as required. Verify location of all exposed
elements of exhaust system with Architect prior to installation.
Domestic hot water: Size & install hot water heating & storage system with drip pan and minimum R-12 tank
insulation.
Plumbing: Provide allowance for sizing and installation of lines and new fixtures as selected by Owner,
complete with hardware, domestic water feeds, drains, clean -outs and vents as required by code. Install
constant temperature valves at master shower. Make all connections to sewer main as required. Provide
3 exterior freeze protected hose bibs as shown. Yard irrigation water shall be drawn from irrigation ditch at
back of lot. Details of irrigation system by others.
Natural gas: Provide feeds to all gas fired equipment as required, including 000ktop, oven, dryer & furnace.
Coordinate with utility as required for service connection and metering in location shown.
11
DIVISION 16 - Electrical
General: All work shall be performed by qualified personnel and shall conform with requirements of current
editions of N.E.C. and all local codes. All work is on a "design/build" basis by the Contractor unless
specified otherwise. Generally, Contractor shall provide all materials, items and labor to design and install
complete and fully operational electrical systems, including building service, power to equipment and outlets,
lighting and controls & smoke detectors.
Service: Contractor shall size and install building service panels as needed. Locate breaker panel in Garage.
Provide power to all equipment and duplex outlets as required by Owner & code. Verify all exposed device
types and locations with Owner prior to installing wall board. Provide exterior soffit outlets for gutter melt
system where gutters are shown on plans.
Lighting: Install lighting in fixture types and locations as shown on Drawings and as selected by Owner.
Switches, dimmers and device plates to be as mfr by Lutron or equal. Owner will select specific fixtures and
switching, with verification of adequate lighting levels by Contractor. Provide allowance at this time. Seal
all fixtures located in roof framing tightly against excess moisture migration into ceiling/roof system. Install
exterior lighting at entry and driveway by garage and all exterior doors as shown on Drawings. Max. Wattage
of exterior lights shall be 75 watts. Exterior light sources shall be equipped with cut off shades to minimize
glare from normal standing, sitting, and driving angles from adjacent neighboring property.
Smoke Detectors: Provide residential smoke detectors as required by local codes.
TV & Phone & HiFi: Provide connections to jacks and outlets as shown and as requested by Owner.
Coordinate with all utilities and service providers as needed.
Heat Tape: see section 07600, Gutters and Downspouts.
END OF DAVID RITCHIE & ASSOC., INC. ARCHITECTURAL OUTLINE SPECIFICATION
NICOLS 2014CD—October 20, 2000
12
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Post Office Box 1066
Basalt, Colorodo
81621
(970J 927-3725
Nichols
QUAN SIZE bESCRIPTION
3 08FT SPRUCE
6 10FT SPRUCE
4 12FT SPRUCE
2 14FT SPRUCE
15 2-5IN ASPEN
9 2IN ASPEN
5 • 3IN ASPEN
6 2.5IN NARRLF COTT
78 56AL DECIDIOUS SHRUB
11 56AL EVERGREEN 5HR8
125 1GAL PERENNIALS
17900 SF .BLUEGRASS SOD
3000 SF - NATIVE SEED
350 CY TOPSOIL
11700 SF ROUGH GRADE
21000 SF FINE GRADE
310 LF STEEL EDGER 41N
10 CY MULCH
1 LS IRRIGATION
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PREBTRED SCHPIIESER GORDON HOER, INC.
FILE F9
1J4TE 3/15/95
Aspen Giro.
F9 Fri Jun 16 17: 16: 21 1995
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May 31, 2000
Robert 1'. Nichols
P.O. Box 4007
Aspen, Colorado 81612
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Job No. 100 429
Subject: Subsoil Study for Foundation Design, Proposed Residence, Lot F9,
Aspen Glen, Garfield County, Colorado.
Dear Mr. Nichols:
As requested, Hepworth-Pawlak Geotechnical, Inc_ performed a subsoil study for
design of foundations at the subject site. The study was conducted in accordance with
our agreement for geotechnical engineering services to you dated May 18, 2000. The
data obtained and our recommendations based on the proposed construction and
subsurface conditions encountered are presented in this report. Preliminary
geotechnical studies for the Aspen Glen Development were conducted by Chen -
Northern, Inc., Job No. 4 112 92.
Proposed Construction: The proposed residence will consist of a two story wood
frame structure over a crawlspace. The attached garage floor will be slab -on -grade.
Cut depths are expected to range between about 3 to 4 feet. Foundation loadings for
this type of construction are assumed to be relatively light and typical of the proposed
type of construction.
If building conditions or foundation loadings are significantly different from those
described above, we should be notified to re --evaluate the recommendations presented in
this report.
Site Conditions: The site was vacant at the time of our field work. The ground
surface was relatively flat with a gentle slope down to the west. The slope steepens up
to an irrigation ditch located on the northeast side of the lot. Some site grading has
occurred on the lot due to development of the subdivision. Vegetation consists of grass
and weeds.
Subsidence Potential: Aspen Glen is underlain by Pennsylvania -age Eagle Valley
Lvaporitc bedrock. The evaporite contains gypsum deposits. Dissolution of the
gypsum under certain conditions can cause sinkholes to develop and can produce areas
Robert T. Nichols
May 31, 2000
Page 2
of localized subsidence. During previous work in the area, sinkholes were not observed
in the immediate area of the subject lot. The lot is located on the boundary of a mapped
broad depression area. Chen -Northern recommended that design considerations for
development in the depression areas include "use of relatively rigid foundation and a
simply shaped building footprint to reduce potential damage in the event of differential
movement." Based on our present knowledge of the site, it cannot be said for certain
that gradual subsidence or sinkholes will not develop. In our opinion, the risk of
ground subsidence at Lot F-9 is low but the owner should be made aware of the
potential for sinkhole development.
Subsurface Conditions: The subsurface conditions at the site were evaluated by
excavating two exploratory pits at the approximate locations shown on Fig. 1. The logs
of the pits are presented on Fig. 2. The subsoils encountered, below about 1/2 to 1 1/2
feet of silt and clay fill materials, generally consist of relatively dense slightly silty
sandy gravel with cobbles and small boulders. About 3 feet of stiff sandy silty clay was
encountered overlying the gravels in Pit 2. Results of swell -consolidation testing
performed on relatively undisturbed samples of the clay , presented on Fig. 3, indicate
low to moderate compressibility under conditions of loading and wetting. Results of a
gradation analysis performed on a sample of the sandy gravel (minus 3 inch fraction)
obtained from the site are presented on Fig. 4. No free water was observed in the pits
at. the time of excavation and the soils were slightly moist to moist.
Foundation Recommendations: Considering the subsoil conditions encountered in the
exploratory pits and the nature of the proposed construction, we recommend spread
footings placed on the undisturbed natural soil designed for an allowable soil bearing
pressure of 2,000 psf for support of the proposed residence. Footings bearing entirely
on the dense gravel can be designed for a soil bearing pressure of 3,000 psf. The clay
soils tend to compress after wetting and there could be some post -construction
foundation settlement. The settlement could be differential between footings bearing on
the clays and footings bearing on the gravels. Footings should be a minimum width of
16 inches for continuous walls and 2 feet for columns. Loose and disturbed soils and
existing fill encountered at the foundation bearing level within the excavation should be
removed and the footing bearing level extended down to the undisturbed natural soils.
Exterior footings should be provided with adequate cover above their bearing elevations
for frost protection. Placement of footings at least 36 inches below the exterior grade is
typically used in this area. Continuous foundation walls should be reinforced top and
bottom to span local anomalies such as by assuming an unsupported length of at least 12
feet. Foundation walls acting as retaining structures should be designed to resist a
lateral earth pressure based on an equivalent fluid unit weight of at least 50 pcf for the
on-site soil as backfill.
H -P GEOTECH
Robert T. Nichols
May 31, 2000
Page 3
Floor Slabs: The natural on-site soils, exclusive of fill and topsoil, are suitable to
support lightly loaded slab -on -grade construction. To reduce the effects of some
differential movement, floor slabs should be separated from all bearing walls and
columns with expansion joints which allow unrestrained vertical movement. Floor slab
control joints should be used to reduce damage due to shrinkage cracking. The
requirements for joint spacing and slab reinforcement should be established by the
designer based on experience and the intended slab use. A minimum 4 inch layer of
free -draining gravel should be placed beneath slabs -on -grade to facilitate drainage. This
material should consist of minus 2 inch aggregate with less than 50% passing the No. 4
sieve and less than 2% passing the No. 200 sieve.
All fill materials for support of floor slabs should be compacted to at least 95% of
maximum standard Proctor density at a moisture content near optimum. Required fill
can consist of the on-site soils devoid of vegetation, topsoil and oversized rock.
Surface Drainage: The following drainage precautions should be observed during
construction and maintained at alt times after the residence has been completed:
t) Inundation of the foundation excavations and underslab areas should be
avoided during construction.
2) Exterior backfill should be adjusted to near optimum moisture and
compacted to at least 95% of the maximum standard Proctor density in
pavement and slab areas and to at least 90% of the maximum standard
Proctor density in landscape areas.
3) The ground surface surrounding the exterior of the building should be
sloped to drain away from the foundation in all directions. We
recommend a minimum slope of 6 inches in the first 10 feet in unpaved
areas and a minimum slope of 3 inches in the first 10 feet in pavement
and walkway areas.
4) Roof downspouts and drains should discharge well beyond the limits of
all backfill.
Limitations: This study has been conducted in accordance with generally accepted
geotechnical engineering principles and practices in this area at this time. We make no
warranty either expressed or implied. The conclusions and recommendations submitted
in this report are based upon the data obtained from the exploratory pits excavated at the
locations indicated on Fig. 1 and to the depths shown on Fig. 2, the proposed type of
construction, and our experience in the area. Our findings include interpolation and
extrapolation of the subsurface conditions identified at the exploratory pits and
variations in the subsurface conditions may not become evident until excavation is
performed. If conditions encountered during construction appear different from those
H -P GEOTECH
Robert T. Nichols
May 31, 2000
Page 4
described in this report, we should be notified at once so re-evaluation of the
recommendations may be made.
This report has been prepared for the exclusive use by our client for design purposes.
We are not responsible for technical interpretations by others of our information. As
the project evolves, we should provide continued consultation and field services during
construction to review and monitor the implementation of our recommendations, and to
verify that the recommendations have been appropriately interpreted. Significant design
changes may require additional analysis or modifications to the recommendations
presented herein. We recommend on-site observation of excavations and foundation
bearing strata and testing of structural fill by a representative of the geotechnical
engineer.
if you have any questions or if we may be of further assistance, please let us know.
Sincerely,
I I EPWORTH -
PAWLAK GEO—T 1-W,, INC.
', (
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Jordy Z. Adamson.,
Reviewed by:
Y
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Daniel E. Hardin, P.1. '
JZAlksm
attachments
REFERENCE
Chen -Northern, Inc., 1993, Geotechnical Engineering Study for Preliminary Plat
Design, Proposed Aspen Glen Development, Garfield County, Colorado," dated May
28, 1993, Job No. 4 112 92.
H -P GEOTECH
LOT FB
(HP JOB NUMBER
198-289)
LOT F13
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1 1f------11
BUILDING 1
p.a___.-- SETBACK
1 LINES
! 1
1
1
1
PIT 2 ■
1 LOT F9
1
1
1 PIT 1
1 ■ 1
1 1
1 J.
L
LOT
BOUNDARIES
RI VER PARK
1
APPROXIMATE SCALE
1" = 30'
LOT F10
100 429
HEPWORTH - PAWLAK
GEOTECHNICAL, INC_
LOCATION OF EXPLORATORY PITS
Fig. 1
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0
5
10
LEGEND:
QQ
PIT 1
1 4460
- -200=2
PIT 2
We 5
00-101
FILL; sandy silt and clay,scattered gravel and cobbles, organics, moist, dark brown.
CLAY (CL); silty, sandy, stiff, moist, reddish brown, low plasticity.
GRAVEL (GP—GM); sandy, slightly silty, with cobbles and small boulders, dense, slightly
moist, light brown, subrounded rock.
2" Diarneter hand driven liner sample.
Disturbed bulk sample.
0
5
10
N0TES:
1. Exploratory pits were excavated on May 22, 2000 with a CAT backhoe.
2. Locations of exploratory pits were measured approximately by pacing from features on the site
plan provided.
3. Elevations of exploratory pits were not measured and Togs of exploratory pits are drawn to depth.
4. The exploratory pit locations should be considered accurate only to the degree implied by
the method used.
S. The fines between materials shown on the exploratory pit logs represent the approximate
boundaries between material types and transitions may be gradual.
6. No free water was encountered in the pits at the time of excavating_
Fluctuations in water level may occur with time.
7. Laboratory Testing Results:
WC = Water Content ( % )
DD = Dry Density ( pcf )
+4 = Percent retained on No. 4 sieve
—200 = Percent passing No. 200 sieve
Depth — Feet
100 429
HEPWORTH — PAWLAK
GEOTECHNICAL, INC.
LOGS OF EXPLORATORY PITS
Fig. 2
0
N
d
E
O
0
0
1
2
3
4
5
6
Moisture Content = 6.5 percent
Dry Density -- 101 pcf
Sample of: Sandy Silty Clay
From: Pit 2 at 2.5 Feet
•
No movement
upon
wetting
1
0.1
1.0 10
APPLIED PRESSURE -- ksf
100
100 429
HEPWORTH -- PAWLAK
GEOTECHNICAL, INC.
f
SWELL—CONSOLIDATION TEST RESULTS
Fig. 3
4
• PA SINe
1
HYOR0IE1ER ANALYSIS
SIEVE ANALYSIS
UNE READONS
24 HR. 7 11R
45 MIN. 15 MIN. 60 1917.19 IIN. 4 MIL 1 MIN. /200
100
G0
40
10
U.S. STANDARD SERIES
CLEAR SQUARE OPENINGS
000 950 NID f16 #6 #4 3/0'1/23/4" 11/2. J' S`6'
.001 .002 .005 .009 .019
CLAY 70 SILT
GRAVEL 80 %
.037 .074 .150 .300 .800 1.1E 2.36
10
40
60
80
4.75 9.512.5 19.0 37.5 76.2 152 203
DIAMETER OF PARTICLES IN MILLIMETERS
127
1 CNE ,tak igOARSEI Mr
COARSE 1
LIQUID LIMIT
SAMPLE OF: Sandy Gravel
SAND 18 %
SILT AND CLAY 2 %
PLASTICITY INDEX
FROM: Pit 1 at 4 to 5 Feet
100
''�i' T R T.IN i
100 429
HEPWORTH -- PAWLAK
GEOTECHNICAL, INC.
GRADATION TEST RESULTS Fig. 4
0
z
co
0
TEST RESULTS
Sk
O
1 U
N D
w
m
co
V
T
la
c
to
co
Sandy Silty Clay
UNCONFINED
COMPRESSIVE
STRENGTH
IPSF)
PLASTIC
INDEX
1%1
zcp
zt� u??r
6'F, W
.2 O F7
a.. Z
a
18
1
�]
vw
80
a�
Z
0
e—
NATURAL
MOISTURE
CONTENT
1951
LL)
.41
o
DDt w0.1
a
1.17
N
1
u1
a
r
CV
I
05/08,'01 09:37 FAX 970 925 6059 RMC ASPEN
•
ti
BMC WEST
38005 HWY 82
ASPEN, CO. 81 61 1
P1-IONE 970-925-4262
FA X970-925-6059
FACSIMILE TRANSMITTAL SIIEET
TO.
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COMPANY:
DATE:
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kyr., (y) c
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OD 62 P�U� ngpK
X07" rq Aspw caw
MSM
app7eU5-r
PM)1' 079q1
.05/08/01 09:37 FAX 970 925 6059 WIC ASPEN
4,
Z 002
A
Trtn7 4;10r1
05/06/01 09:37 FAX 970 925 6059
BMC ASPEN
1003
,Tru6s rust Type y ---I
60809 ! Al ROC F TRUSS 1 1
remTrusfit on), t.Pisan, u 1 8403 - -37•s eS'iriL93 writ( K Inaustries, Inc. ihu ltray-03 34736~ 1 r
-Vr<'itcvn�eist�Tp. "[:eag6,0-2-i3'Lil4�0-0-t3jTs1?'T-riti-'-3r(> S,o 41,TT3'0'157.:CF-4r174'0-1-12Zl-73112 1J-4-1,0-0-6),[20:0-0.0,0- 13)
(29:0.3.0.0-3-0�
-1-6-0 -
1-6-0
1141
R.+.V
4x6 II
15.6-0
15.8-0
8.00 jT-
5x8
1
4x4=
11
312
5x8-.
31.0-0
15-6-0
1- 15
I
! S 0 16
(
11114-
B
36 35 34 33 32 31 30 29 28
5x6=
31-0-0
32-6-)
19
26 25
24
1-6-0
20 '9
2f-
23 4x6 I i
31-0-0
LOADING (psf)
TCLL 60.6
TCDL 10.0
' L 0.0
L 10,0
LUMBER BRACING
TOP CHORD 2 X 4 SPF 1650E 1.6E TOP CHORD Sheathed or 6-0-0 on censer Burlin spacing.
BOT CHORD 2 X 4 SPF 1850E 1.5E BOT CHORD Rigid calling directly applied cr 8-0-0 on center bracing.
OTHERS 2 X 4 DF Std 'Except" WEBS 1 Row al midpt 11-29, 10.30. 12-28
ST8 2 X4 DF No.1 &Btr, ST7 2 X 4 SPF 1650F 1.5E
WEDGE Left 2 X 4 SPF
Rlgllit 2 X 4 DF Sid
REACTIONS (Ib/size) 2=472/31.0-0, 29=232/31-0-0, 3012713!31.0.0, 31=281131-0.0, 32=279/31-0-0, 33E282/31-0-0. 34=211/31-0-0, 35=316131-0-0,
36=63/31-0-0, 28=276/31-0-0, 27=281/31-04%26=279/31-0-0, 25=282/31.0-0, 24=271/31.0.0, 23=3 16/31-0-0, 22=63/31-0-0.
20-472/31-0-C
Max Horz 2-23c� load case 4), 20=-239(load case 3) Uplitt2=-53 cat a 3), 30=-33(ioad case 4) 31=-40(load case 5), 32=-36(load case 4), 33=-37(load cafe 6), 34�-34(load case 5),
35=-4 (load Estee 4), 36=-24(bad case 4), 28=-33 load case 3j 27=-40(I:ad case B), 26=-3 (load crtse 3), 25=-37(loaad case 5),
24=-34(Ioad use 5), 23=-480os:d ease 3), 22.-24 load case 3), 20=-50(1oad case 4)
Max 4rav30=288(load aces 6), 31=281 (load case 1). 32=26).
load case 6), 33=2t32 Iced case 1),34=271
(load caie 2), 28=288(load case 7), 27 2$1(load case 1), 26=2800oad case 7). 5=282(iooaad ease 11).
�24=271(toad set ).
23=316(load case 7), 22=79(ioad case 2), 20=472(load case 1
FORCES (lb) - First Load Case Only
TOP CHORD 1.2=84, 2.3=•145, 3-4=-107, 4-0=-117, 5-6=-114, 6-7=-115, 7-8=-115 8-9=-116, 9-10=-48,
10-11=20, 11-12=-113, 12-13'-48, 13-14=118, 14-15=-115, 15-16=-115, 16-17=-114. 17-18=-117,
18-19=-107, 19-20=-145, 20-21=84
BOT CHORD 2-36=0, 35-36=0, 34-35=0, 33.34=0, 32-33=0, 31-32=0 30.31=0.29.30=-0, 28-29=-0, 27-28=0,
26-27=0, 20-28=0, 24-25=0, 23-24=0, 22-23=0, 20-22=0
WEBS 11.29=-192,10.30=-23E. 8-31=-241, 7-32=-240, 6-33=-241 5-34236, 4-35=-258, 3-36=-127,
12-28=•236, 14.27=-241, 15-26=-240, 16.25=241,17 24=-238, 18-23=-258, 19-22=-127
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.16
Rep Stress Incr YES
Code UI3C/ANSI95
CSI
TC 0.33
BC 0.i7
WB 0,27
(Matrix)
1
I)EFL (in) (1oc) Well PLATES GRIP
Vert(LL) n/a - n/a M20 197/144
Vart(TL) 0.04 20-21 >497
Horz TL) 0.00 n/a
1st LC LL Min I/defl = 360 Wei4Pub: 190 Ib
NOTES
1) This truss has been checked for unbalanced loading conditions.
2) This truss has been designed for the Wind loads generated by 70 mph winds at 25 ft above ground level, using
5,0 psf top chord dead Toad and 5.0 psf bottom chord dead toad. 100 mi from hurricane oceanline, on an
occupancy category I, condition 1 enclosed building of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per
UBC/AWs19S If end verticals: or cantilevers exist, they aro exposed to wind, If porches exist, they are not
exposed to wind. The lumber bOL Ircrease is 1.33 and the plate grip increase is 1.33
3) For studs exposed to wind, see MiT1tk "Standard Gable End Detail`
4) All plates are M20 plates unrest o1herwise Indicated,
5) As plates are 2x4 M20 unless otherwise Indicated.
f 11e requires continuous bottom chord bearing.
Jia studs spaced at 2-0-0 on cenh:r.
uis truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per
Table No. 16-B, UBC -94,
9) Provide mechanical connection (by o hers of truss to bearing plate capable of withstanding 50 lb uplift at joint 2,
33 Ib uplift at joint 30, 40 Ib uplift at jo nt 31,' 38 Ib uplift at joint 32.37 Ib uplift at joint 33, 34 lb uplift at joint 34.48
lb uplift at joint 35.24 Ib uplift et joint 36, 33 ib uplift at Joint 28, 40 Ib uplift et joint 27, 36 Ib uplift al joint 26, 37 Ib
uplift at joint 25, 34 Ib uplift al joint 24 48 Ib uplift at joint 23.24 ib uplift at joint 22 and 50 Ib uplift at joint 20,
Continued on page 2
05/08101 09:38 FAX 970 925 6059 R?IC AS1'1\ 004
11.161 111455 IVi1LType y (y` �RIOS t1
80809 �At ROOr TRU 1
SS 1
v9E-s1 rerr1 fuss ILm on , non, •"""""24. - ri'F�Ue "'I8 3517Ii eliTn'3ustfie' ':1n�':"Tfiu191ay u3 12:44 3 e
NOUS
10) This truss has been designed wt h ANSITTPI 1-1995 criteria.
LOAD CASE(S) Standard
r^ • J
'05/06%01 09:38 FAX 970 925 6059
4 r:36S__—'T7ru -s rus3Type
60809 A2 ROC,F TRUSS
CWESI~+rem russ cm
N Dn, T"'gdj14
r
Y1a-ill7-fffts (X"ri:-
5-4-5
1-6-0 5.4.5
E3MC ASPEN
`..1M 3 R-BBASA17-
4
_J005
-3s2 reb'1$-1r nus es, na i-61 l9r -Od 12:34:38-26011-P5Wr'
10-5-3 15-6-0-I 20-6-13
5-0-13 5-0-13 5-0-13
8.00 (T2 -
4x4
25-7-11 31-0-0 2-6.13
5-0-13 5-4-5 1-6.0
16
4x8=
7-10-12
7-10-12
15 14 13
5x5 3x4
3x4=
15-6-0
7-7.4
LOADING (psf) SPACING 2-0-0
TOLL 50.0 Plates lnore<,se 1.15
TCDL 10.0 Lumber Increase 1.15
BOLL 0.0 Rep Stress blot YES
Pr,DL 10.0 Code U3C/ANSI95
23-1-4 I---- 31-0-0
7-7-4 7-10-12
12
4x6=
Cat
TC 0.74
BC 0.81
WB 0.89
.I13ER
LP CHORD 2 X 4 SPF 1050F 1.5E
BOT CHORD 2 X 4 SPF 1660F 1.5E
WEBS 2 X 4 DF Std `Except'
W4 2 X 4 SPF 1650F 1.5E, W5 2 X 4 SPF 1650F 1.5E
W6 2 X 4 bF Wo.188tr. W7 2 X 4 SPF 1850F 1.5E
W62X4SPF 1860F1.5E,W1 2X4DF' Stud
W11 2 X 4 DF Stud
REACTIONS (ib/sIze) 186235710-541, 12=2357/0-5-8
Max Horz16=-2710ooad :an 3) Up1IR18e-1d0{load .:ase 5), 12=-180itosd case 6)
I]EFL. On) (too) I/dett
Verrtt((LL -0.12 14 >999
Vert(TL -0.26 14-15 >999
• Horz L 0.09 12 n/a
1st LOLL Min 1/de5 = 360
PLATES GRIP
M2C 197/144
Weis iht: 170 Ib
BRACING
TOP CHORD Sheathed or 3-4-4 on confer ,urlln spacing. except end
verticals.
BOT CI-IORD Rigid ceiling directly applied or 10-0-0 on center bracing.
WEBS 1 Row at mtdpt 4-14, 9-14.3-16, 9-12
FORCES (Ib) - First Load Case Only
TOP CHORD 1-2-57, 2.3=-0, 3-4=-24109, 4.5-1748, 5-8=-1746 8-7=-1745, 7-6--1745, 8-9--2309, 9-10-0, 10-11-57, 2.111•-516, 10-12=-516
BOT 01-IORD 15.16-1998,14-1518,)0, 13-14-1833, 12-13.1998
WEBS 3-15=-155, 4-15=302, 4-14=-699, 6-14=1331.8-14 -699, 6.13=302. 9-13=-155, 3-16=-2665.9-12=-2665
NOTES
1) Thls truss has been chacked for Unbalanced loading aondldons.
2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf
bottom chord dead Toed, 100 rni from hurricane ooeanllne, on en occupancy category I, condition I enclosed building, of dli nensions 45 ft by 24 ft with
exposure C ASCE 7-93 per UHC/N ISI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, tliey are not exposed to wind,
The lumber DOL increase is 1.33, and the plate grip increase is 1.33
3) Alt plates are M20 plata; unless othurwlse Indicated.
4) This truss has been designed fora '0.0 psf bottom chord live Toad nonconcurrent Mb any other live toads per
Table No. 16-B, UBC -94.
5) Provide mechanical connection (by others) of trues to bearing plate capable of withstanding 160 Ib uplift at joint
16 and 160 Ib uplift at Joint 12.
8) This truss has been designed with ANSI/TPI 1.1995 criteria,
LOAD CASE(S) Standard
90'd SZt': T(07 1-7 FiP1.I
PUs TES GRIP
M20 197/144
"05/081/01 09:39 FAX 970 925 6059 INC ASPEN
ob 'Trust
00609 A3
'O'04k�7=ttre`m
_Plewa desets XY
TC LOLL (psf
TCDL 10.0
BCLL 0.0
EW'.DL 10.0
,BER
1 uP CHORD
DOT CHORD
w50s
12 000
11431--)1m oq---py—IVALLEYLUMBERUASAL
ROC FTRUSSl r
n ,1
ru s n..noon, V I b4u4./ 4. 732 S Fed 18 1b88 Mi I ek IFtdus r 6; TnI71u ay 1'2734:4(600'- Pepe f
F_ .l
t� 4-5 i-4-5 I 10.5.3 I 15-6-0 i 20-6-13 f 25-7-11 31-0 0 _:1_2-6-p
5-0-13 5-0-13 5-0.13 5-0-13 6-4-5 1-6-0
4x4
7.10.12
7-10-12
15-6-0
23-1-4
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Trier YES
Cods U13C/AN8195
7-7-4
7-7-4
31-0-0 -4
7-10-12
CSI
TC 0.74
BC 0.61
WB 0.89
DEFL (in) (lye) I/deft
VertLL) -0.12 12 >999
Vert(TL) -0.2612-13 >999
tion(TL) 0.09 10 n/a
1st LC LL Min Udell = 360
2 X 4 SPF 16501= 1.5E
2 X 4 SPF 1650F 1.5E
2 X 4 DF Std 'Except*
W4 2 X 4 SPF 1650F 1.5E, W5 2 X 4 SFF 1650E 1.5E
W6 2 X 4 DF No.1&Btr, W7 2 X 4 SPF 1850F 1.5E
W8 2 X 4 SPF 1650E 1.5E, W1 2 X 4 DF• Stud
Wil2X4OFStud
REACTIONS (Ib/slte) 14=2150/0.5-Ei 10=2357/0.5.8
Max Horz14=-300 load case 3)
Max Upllft14=-102(faad iMse 6). 1O—158(Ioad case 5)
Weight; 168 Ib
BRACING
TOP CHORD Sheathed or 3.4.4 on center puriin spacing, except end
verticals.
BOT CHORD Rigid ceiling directly applied cr 10-0-0 on center bracing.
WE6S 1 Row at mldpt 3-12, i3-12.2-14, 7-10
FORCES (Ib) - First Load Case Only
TOP CHORD 1-2.A-0, 2-3=-2309, 3-0i-1748, 4.5=-174(1 5.6=-1748, 6-7=-2309.7.8=0, b-9=57, 1-14=-308, 8-10=-516
BOT CHORD 13-14=1998 12-13=1830,11-12=1830,10-11=1998
WEBS 2.13=-155, 3.13=302, 3-12=-699, 4.12=1331, 6-12=-599, 8-11=302, 7-11155, 2-14_2665, 7-10=-2685
NOTES
1) This truss has been checked for unbalanced loading conditions.
2 Thls truss has been designed for tjm wind bads generated by 70 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf
bottom chord dead load, 100 ml from hurricane oceahline, on an occupancy category I. condition f enclosed building, of dirnensfofrs 45 ft by 24 ft with
exposure C ASCE 7-93 per UBC/AP St95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind.
The lumber bOL Increase Is 1.33, and the plate grip increase is 1.33
3) All prates are M20 plates unless otherwise IndIeated.
4) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads per
Table No. 16-B, 5) Provide mechanicalconnection(by ethers) of truss to bearing plate capable of withstanding 102 1t uplift at joint
14 end 158 lb Uplift at joint 10.
6) This truss has been designed with ANSITFPI 1-1995 crtterla.
LOAD CASE(S) Standard
ZO'd s?r7:6r7 Tnno h fi rI
'05/000] 09:30 FAX 970 925 6059
• d• r-fj - s3 i9pe
60809 El -FILLER MONO TRUSS
'C WEs 1-i7rerri-;Fuss (Lm on), (ant�n, UTH !i4
LOADING (psf)
TCLL 50.0
TCL 10.0
BOLL 0.0
Pr'OL 10.0
ll• : I i . i
IiIC ASPEN
�UUiY'11Y1y FAC ETTI1/715EME SACT
{1
9-8-12
12.65177
9-8-12
4x4 11
11 10 9 8 7
3x44, 2x411 2x411 2x4 n 3x411
2x4 Ii
9-8-12
a-8-12
l 007
n.us ries, no. fR-.11vl5713311-.FC3 -2Dt1'`Psg-6-1--!
SPACING 2.0.0
Plates !florae co 1.15
Lumber Incrfase 1.15
Rep Stress iircr. YES
Code LIAC/ANS195
AMR
Top CHORD 2 X 4 PF No.18,13tr
BOT CHORD 2 X 4 SPF 16E0F f -5E
WEBS 2 X 4 SPF 1650F 1.5E
OTHERS 2 X 4 DF Std
C$I
TC 0,36
BC 0.34
W8 0.26
(Matrix)
DEFL Vrt/ti - U
(to
c)
LL))
n/a
Veil(TL) n/a - n/a
Horz(TL) 0.00 nla
1st LC LL Min 1/dell= 360
BRACING
TOP CHORD
PLATES GRIP
M20 197/144
Weight! 65 Ib
Sheathed or 6-0-0 on center huilin spacing, except end
verticals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing.
WEBS 1 Row at midpt 6-7
REACTIONS (Ib/sIze) 1.6'9i -8-12, 4'.111/9-6-12, 8=286/9-8.12, 9=280/9-8-12, 10=28419-6-12, 1121264/9-8-12
Max Horx 1=344frload case 4 7:-146(Ioad case 3)
Max Upliftl=•200(foad arse 3), 7=-130(lo:rd rase 4) 8Pf-55(load case 4), 9=-82`bad case 4). 10=-68(load cast 4),11=-69(toad Case 4)
] Max Grav1=345(loed case 4), 7=192(toacl case 3).1=288(load Case 1), 9=280(`oad case 1), 10=284(load casts 1), 11=264(Ioad case 1)
TOP CHOCES RD 1-2=7- First 7 2.3 888, 3-- Case 41y84, 4.5=85, 5.6u67, 6-78.94
ROT CHORD 1-11=0, 10.11=0, 9-10=0, 8-9=0, 7-8=0
WEBS 5.8=-247, 4-9=-240, 3-10=-245, 2-i1=-218
NOTES
1) This truss has been designed for this wind loads generated by 70 mph winds at 25 ft above ground levet, using 5.0 psi top chord dead Toad and 5.0 psf
bottom chord dead ioad,100 ml from hurro ne 000arine, on an occupancy category 1, condition 1 enclosed building. of dit nenslons 45 ft by 24 ft with
exposure C ASCE 7.93 per UBC/Ah'8195 tf end vertical's or cantilevers exist, they are exposed to wind. If porches exist, Hwy are not exposed to wind.
The lumber DOL Increase Is 1.33, and the plata grip increase Is 1.33
2 3 Allplatess ards e M20 plateosed to s unless see HuuvWs9 indicated, Gable End Detail
4 Gable requires continuous bottom drord bearing.
5 Gable studs spaced at 2-0-0 on center.
6) This truss has been designed for a 10.0 psf bottom chord live load rtonconcurrent with any other live loads per
Table No. 16.9, UBC -94.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 200 Ib uplift at joint 1
130 Ib uplift at joint 1, 55 Ib upliftat ',Dint 8 62 lb uplift at joint 8, 68 ib uplift at joint 10 and 69 lb uplift at joint 11.
8) Thia truss hes been designed with A ISI/TI'I 1-1995 ciboria.
LOAD CASE(S) Standard
pt) 'd
-,':hit Trl117 1-
05/08)01 09:39 FAX 970 925 6059
rJab
60809 B1G
MSS
e
BMC ASPEN
Z008
rush; Type
ROOF TRUSS
U8$ to n nOR, LT42
4-0-0
1-6-0 4-0-0
4.0oFtz-
2x4 it ���
3
wry
i
6x6=
Hy VALLkY LUMLil:K HAyAL I
4:=321}eg-1111 99 falilek lndusfialriZ-Thtf lay cm 10.44:0D 2001 -maga f
9-2-12
5-2-12
13.9.0
4-6-4 0,8-8
2x4 It
5
4x8=
t,.�.— 4-3-0
LOADING (p6
TCLL 50.0
TCDL 10.0
BOLL 0.0
BCDL 10.0
4.50
SPACING 2-0-0
Plates Increase 1,15
Lumbar increase 1.15
Rep Stress lnor NO
Coda Ul3C/ANS195
e
3x4=
9-2-12
7
2x411
4x6 =
1 —_ ___
13-9-0 14-5-
5-2-12 • I-6-4 0-8-8
CSJ
TC 0.40
BC 0.70
WB 0.82
' OBER
CHORD 2 X 4 SPF 1650F 1.5E
`. a CHORD 2 X 6 OFNo.2
WEBS 2 X4 Or Std 'Except'
WI2X41DFEltud
REACTIONS (Ib/size) 6=1339/0.5.8, 9=1480/0-5-8
Max Herz 9=126(load case 4)
Max Uplift4=-90(Ioad ca: a 4), 9a•147(Ioat1 case 3)
FORCES (Ib) - First Load Cace Only
TOP CHORD 1-2=32, 2-3=0. 3-4=-17.19, 4-5=0, 6-6=-131, 2-9-.431
BOT CHORD 8-91693, 7-8=1843 6.7=1843
WEBS 3-8=656, 4.8=-102, 4.71634.4-6=-2057, 3-9=-1971
NOTES
1) This truss has been checked for untelsncad loading conditions.
2) This truss has bean designed for the, wind Toads generated by 70 mph Winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 par
bottom chord dead load, 100 mi front hurricane oceanline on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with
exposure C ASCE 7-93 per UBC/At` 5195 If cad verticals or cantilevers exist. they are exposed to wind. If porches exist, ttey are not exposed to wind.
The lumber DOL increase is 1.33, and the pante grip Increase is 1.33
3 Except as shown below, special connections) required to support concentrated load(s). Design of connections) 15 delega' ed to the building designer.
4 Provide adequate drainage to prevent water ponding,
6 All plates are fMi20 plates unless othc rwiee Indicated,
6 Thls truss has bean designed for a 10.0 psf bottom chord Ilve bad noftooncurrent with any other live loads per Table No. 16-8, UBC -94.
7 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 90 Ib uplift al Joint 6
8)
and
trru14ssh sibeeJoint
a signed with A4Str Fl 1-1995 clterla.
LOAD CASE(S) Standard
1) Regular: Lumber Increase -1.15, Pta:e Increase^1,15
Uniform Leads (ptf)
Vert: 1-2=120.0, 2-3=-120.0 34=-60.0, 4-5=-60.0, 8-9=-20,0. 7.8=-134.0, e-7=-134.0
Concentrated Loads (Ib)
Vert: 8=-233
DEFL (in) (lac) I/deft PLATES GRIP
Vert(LL) -0.07 7-$ >999 M20 197/144
VeiI(11) -0.10 7-8 >999
H017(TL) 0.02 6 n/a
1st LC LL Min I/dell xr 360 Weight: 74 Ib
BRACING
TOP CHORD Sheathed or 4-9-4 on center t hurlln spacing, except end
venicals.
I30T CHORD Rigid ceiling directly applied or 10-0-0 on cantor bracing.
FrI'..J
F,t7'r-,n Fn.
05/08/01 09:40 FAX 970 925 6059
1.
., fuss wan type
BMC ASPEN
-0915ERVASAC1
1009
L160608 82 ROOF TRUSS 1 1
-C-WES-T Orem russ In on , mdon, 0 f B4042 x=3.2 s eb 16 1 1 Milek Industries, Inc. TFru f+ila"yTi3'flT'"4-41a2-20pit`-Me-{`i
r •1.6.4 , 6-0-0
1-0-0 6-0-0
A
cr1
4.00(12 2
2K411 �Y'
3x4 x
6-0-0
6-0-0
LOADING (psf) SPACING 2-0-0
TCLL 50.0 Plate Inorease 1.15
CL10.p�sIry9LL0 ReStress Ina YES
BCOL 10,0 Cod UIC/ANB195
r"VEER
CHORD 2 X 4 SPF 10350F 1.5E
CHORD 2 X 4 DF No,1&Btr
WEBS 2 X 4 DF Std `Zxcept'
W12X4DFStud
REACTIONS (Ib/size) 6$94:/0.5-8, e-1145/05.8
Max HOrz 8=157(Load Cate 4 )
Max UpIIft6=-50(Ioad cats 4), I3-121(loadcase 3)
FORCES (Ib) - First Load Case Only
TOP CHORD 1.2=32.2-3=0, 3-401-10;?5, 4-5=0. 5-6=-211, 2-8=-551
BOT CHORD 7-B=1027 6-7=1794
WEBS 3-7e-38, 4-7=2B7, 4-6*.1030, 3-8=-1157
NOTES
1) This truss has bean checked for untalanced loading tscrtditions.
2) This truss has been designed for the wind Toads generated by 70 mph winds at 25 ft above ground level, using 5.0 psf topChard dead load and 5.0 psf
bottom
hord C ASCE 7-93 parr UBCad load, 100 mi /ANSI995 If end verticals orcan ntileevers exist they ere expos d o wition I enclosed
nd. if perchesnexof istr lensiono ay are not 45 ft posed to with
wind,
The lumber DOL Increase Is 1.33, and the plate grip Increase Is 1.93
3) Proids adequate drainage to prevent water ponding.
4) All plates are M20 plates unless othE rwlse Indica6ed
6) ProviThis de mechanis has cal connectionc(y 10,0 psi
10 bearrig load
capable00f withstandit with ng 60 Ibother lupl ft at joln�t 6 and 121 Ib upplift at joint t 8.
7) This truss has been designed with AVSI/TPI 1-1995 Muria.
LOAD CASE(S) Standard
10.1.0
a-1-0
13-9-0
3-6-0
if 4-5`R
0-8-8
13-9-0 14.5.13
7-9-0 0-8-8
Coll TEFL
(in) (loc) I/defl PLATES GRIP TC 0.82 Vert(LL) -0.0 6-7 >999 M20 197/144
BC 0.40 Vert(TL) -0.15 6.7 >999
WB 0.87 Horz(TL) 0.02 6 nla
1st LC LL Min I/detl = 360 Welc ht; 65 Ib
BRACING
TOP CHORD Sheathed or 6-0.0 on center I(urlin spacing, except end
verticals.
HOT CHORD Rigid ceiling directly applied o• 10-0-0 on center bracing.
0t 'd Fp:60 rrt(7t Fe),,
05/0$/01 09:40 FAX 970 925 6059
o. ruse Trus: Type
60809 B3 ROO = TRUSS
" •• em r ss ••n on). Lnacin, w 8404..
-1-6-0
1-5-0
4-1-12
BMC :1SI'EN
qty
1
8-0-0
4.1-12
3-10-4
I
5x14=
11 01
e n•us les, nc. U ey U3'2 01 -Frei -ij
13 9 0 _44_S4
8-0-0 0-8-8
3x4=
LOADING (pelf)
TOLL 60.0
TCD0
BCLL 30.0
BCDL 10.0
8-0-0
8-0-0
3x4=
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Iricr YES
Cada U13C/ANSI95
3x4
13-9-0 �4-51E
5-9-0 0-8-8
TCI 0.78
BC 0.44
WB 0.73
DEM (In) (toe) r/den
Vert(LL) -0.10 7.8 >999
Vert(TL) -020 7-8 >813
Horz(TL) 0.02 8 n/a
1st LC LL Min Vdef = 360
PLATES GRIP
M20 1971144
Welt he 69 Ib
' OBER BRACING
CHORD 2 X 4 DF No.1 &&E31r'Exyepr TOP CHORD Sheathed or 8-0-0 on center 'Junin spacing, except end
T2 2 X 4 SPF 1650F 1.5E verticals.
BOT CHORD 2 X 4 DF No.186tr BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing.
WEBS 2 X 4 DF Std " Exeepl'
W12X4DFStud
REACTIONS (lblslxe) 6=942J0-5-8, £ 114510.5.8
Max Horr9=187(toad case 4)
Max Uptift6=-67(1oad cars 4), 8-125(toad case 3)
FORCES (Ib) - First Load Cage Only
TOP CHORD 1-2=32, 2-3=-0, 3.4a-8401, 4-550, 5.6=-336, 2-8=x33
BOT CHORD 7-8=1026, 6-7==848
WEBS 3-7=-215, 4-7=240, 4-6.'-1012, 3-8-1204
NOTES
1) This truss has bean checked for unbalanced loading ,tondttions.
2) This truss has been designed for that wind toads generated by 70 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psi'
bottom chord dead toad, 100 mi from hurricane ocearline, on an occupancy category I. condition E enclosed building, of dimensions 45 ft by 24 0 with
exposure C ASCE 7-93 per UBCIAA Sl®5 If and verticals or Cantilevers exist, they are exposed to wind. If porches exist. Lhey are not exposed to wind.
The lumber DOL Increase Is 1,33, and the plate grip Increase is 1.33
3) Provide adequate drainage to preveitl water ponding.
4) Alt plates era M20 plates unless otherwise indicated.
5) This truss has been designed fora 10.0 psf bottom chord live load nonooncurrent with any other live loads per Table No. 15-B. UBC -94.
6) Provide mechanical connection (by others) of truss to bearing prole capable 01 withstanding 07 Ib uplift at joint B
and 125 lb uplift at joint B.
7) This truss has been designed with ANS VTR 1-1995 criteria.
LOAD CASE(S) Standard
It'd rY:Fel Ton 7 I FiP, l
13-9-0 14-5-9
3-9.0 0-8-8
PLATES GRIP
M20 197/144
05/08/01 09:41 FAX 970 925 6059
INC ASPEN
X011
russ run:+ Type �- rPt CEY i C7EhE31 (B S ,p LI
•
60809 B4 ROOF TRUSS 1 1
C WEST Irem uss in on), L noon. V 1 64042 -3Zrs Fbb 18 iTeklndusl;rres, Ino. Thu May 0 -'f0 44:04'"20Z7f`P3be 1
4
-1.6.0 5.1.12
1-6-0
5-1-12
4-10-4
5x14=
13-9-0 (4-3-
3-9.0 0-8-8
LOADING (psi)
TCLL 50.0
TCt]L 10.0
BOLL 0.0
SCOL 10.0
'SER
10-0-0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rap Stress Ir cr YES
Code U13C/ANSI95
10-0-0
0.52
BC 0.65
WS 0.63
TC
CHORD 2 X 4 DF N0.1&Btra t`
72 2 X 4 SPF 1650F 1.3E
BOT CHORD 2 X 4 DF No,1 &9tr
WEBS 2 X4 D1= Std'Except4
W12X4DFStud
REACTIONS (lb/size) 8=842.10-5-8, es114510-5-8
Max Horz 8-21 i'(load ca w 4)
Max Uplift6=-76(load cafe 4), 8=-127(iaacl case 3)
FORCES (Ib) - First Load Case Only
TOP CHORD 1.2=32, 2-3=0, 3-4=-59;5, 4-5=-0, 6-6=-216, 2.8 —492
BOT CHORD 7.8=991, 8-7=.579
WEBS 3 -Ira -478, 4-7=355, 4-18::-801, 3-8=-1135
NOTES
1) This truss has been checked for untalanced loading conditions.
2) This truss has been designed for the wind loads generated by TO mph winds at 25 ft above ground level, using 5.0 pet top chord dead load and 5.0 psr
bottom chord deed bad, 100 mt froni hurricane ocean line, on an occupancy category 1, condition I enclosed building. of dimensions 45 ft by 24 ft with
exposure C ASCE 7433 per UBC/AN 5195 tf end verticals or cantilevers exist, they ere exposed to wind. If porches exist, II,gy ere not exposed to wind.
The lumber DOL increase is 1.33. and the plate grip inose Is 1.33
3 Provide adequate drainage to prover it water porydIng.
4 ates unless
5 htisltri s has beetes are M20 n designed ore 1 0 psIndicated.
b�omdchord live load nonooncurrant with any other Itve loads per Table No. 13-13, UBC -94.
8 Provide mechanical connection (by ethers) or twits to bearing plate cepabie of withstanding 76 Ib uplift at Joint 6
and 127 lb uplift at Joint 8.
7) This truss has been designed with AVM/11311-1995 criteria,
LOAD CASE(S) Standard
}
DEP/. (in) (Ioc) i/deli
Vert(LL) -0.23 7.8 X688
Vert(TL) -0.47 7.8 >342
Horz(TL) • 0.02 6 n/a
lst LC LL Min I/dell = 360
Weil ht: 73 Ib
BRACING
TOP CHORD Sheathed or 6-0-0 on center purlln spacing. except and
verticals,
BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing.
Trin7 t- F;1,1.,
0.12
05/08/0) 09:41 FAX 970 925 6059
'-
r OF - 1 Truss ruse; type
rty ]YIy VAtLE7 LMR aAyA�l
VIC
60809 ALBS ROOF TRUSS }WESrareril YruglE fLrHaan, ur rf4tr4:! 4. s Feu 16 1 99 cull I9k Industries, Inc. 1 hu May 03 1U:44'0W200rPage t-
I)MC ASPEN
LOADING (psi)
TCLL 50.0
TCDL 10.0
BCLL 0.0
9Ct51. 10.0
-1-6-0
1-5-0
6-1-12
11.1-12
12-0-0 13-9-0 14-5-p
5-10-4 1-0 0 0-B-8
5)04=
1-
6-1-12
6-1.12
12-0-0 1 13-9-) 114-5-8
5-10-4 1-9-C 0-8-8
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress trier YES
Code Ut3C/ANSI95
CSI
TC 0.79
BC 0.33
WS 0.80
DEFL (In) (loc) I/defi PLATES GRIP
Van(LL)-0.044 7-8 >999 M20 197/144
Vert(TL-0.08 7-8 x999
Horz(TL) 0.02 6 n/a
1st LGL Min f/de/1= 990 Weight 78 Ib
'MBER BRACING
P CHORD 2 X 4 SPF 1650F 1,5E TOP CHORD Sheathed or 6-0-0 an center I rurlin spacing, except end
uJT CHORD 2 X4 DF No,15E3tr veriicale
WEBS 2 X 4 DP Std 'Except' 90T CHORD Rigid ceiling directly applied or 10-0-0 on center bracing.
W1 2 X 4 OF Stud
REACTIONS (tb/size) 6=942/0-5-8, f ■ 1145/05-8
Max Horx9=246'{load case 4)
Max Uplifter86(lead cavo 4), 9=-128(100 case 3)
FORCES (Ib) - First Load Case Only
TOP CHORD 1-2=32. 2 3'-0, 3-40.2(7, 4-5=-0, 5.6=-S6, 2.9=-563
BOT CHORD 8-9=1018 7-8,11018, 6.7=288
WEBS 3-8=120, 3-7=-856, 4-7::466, 4.5=-873.2-9=-1143
NOTES
1)This truss has been checked for unbalanced loading conditions,
2This truss has been designed for the Wind loads generated by 70 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load end 5.0 psi
bottom chord dead load, 100 m1 from hurricane ocearillne, on an occupancy category 1, condition 1 enclosed building. of di nenslons 45 ft by 24 ft with
exposure C ASCE 7-93 per UBC/AN'S195 if end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind.
The lumber DOL increase le 1.33, said the plate grip Increase is 1.33
3) Provide adequate drainage to preveitt water pendia
4 All plates are M20 plates unless otherwise indicated
5 This truss has been designed fora 10.0 psi bottom acrd live load nonconcurrent with any other live loads per Table No. 16-B, UBC -94.
8 Provide mechanical connection (by ethers) of truss to bearing plate capable of withstanding 88 Ib uplift at joint 8 and 128 ft uplift at joint 9.
7 This truss has been designed with ANSUTPI 1-1995 criteria,
LOAD CASE(S) Standard
rlc : rr TO r- rrl.1
05/08/01 09:42 FAX 970 925 6059 WIC ASPEN
• p
runs ruse Type
160809 B6 MOND TRUSS
Wb5 -srom rues rn •n
I--6.0 I
1-6-0
4-105
4-10-5
2x4_
11Uty Fiy VALLEY WMLER IiASAL7
s e �'l 9$fVl+]ek"lnduslne I-
on, i s, no.Z
9-5-3
4-6-13
1
4.00 fZ 3x4
4x
3
1jo13
Wf0 4:b7 200'f`F'age
13-9-0 1,4.5-p
4-3.13 04-8
3x4 =
7-2-12
7
3x4 =
13-9-0
3x 1=
LOADING fast)
TCLL 50,0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Ina YES
Coda U13C/ANSI95
7.2.12
CS1
TC 0.42
BC 0.39
WB 0.60
'BER
• CHORD 2 X 4 DF No.1 &Btr
BOT CHORD 2 X 4 DK' No.1&Btr
WEBS 2 X 4 OF Std 'Except`
W6 2 X 4 SPF 1650F 1.5E. W1 2 X 4 DF Stud
REACTIONS (Ib/size) 6=94210-55-8, E=114510-5-8
Max Horz3=276(load cats 4)
Max Uplift6=-97(Ioad care 4), 8=-128(loss! case 3)
FORCES (Ib) - First Load Case Only
TOP CHORD 1-2=32, 3-4=-B67, 4-5=0, 5-6 .2!i0. 2-8!-479
BOT CHORD 7-8=1047, 6-7627
WEBS 3-7=-325, 4.7=419, 4.6:1•888, 3-8=-1204
NOTES
6-0-4
14�5.j3
0-8-6
DEFL (In) (los) Vdeft PLATES GRIP
Vert(LL1 -0.06 7-8 X999 M20 197/144
VerI TL) -0.12 7-8 >999
Horz TL 0.01 6 nJa
1st LC LL Min VdelI = 360 Weight: 731b
BRACING
TOP CHORD Sheathed or 6-0-0 on cantor putiin spacing, except end
verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing.
1) This truss has been designed for thn wind loads generated by 70 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psi
bottom Chord dead load, 100 mi frons hurrlvene o0etutine, on an occupancy category I, condition I enclosed building, of diinensions 45 ft by 24 ft with
exposure C ASCE 7-03 per UBCIAIk15I95 If end verticals or cantilevers exist, they are exposed to wind. if porches exist, they are not exposed to wind.
The lumber DOL increase is 1.33, end the plate grip Increase Is 1.33
2) Ali platen are M20 plates unless otherwise Indicated.
3) This truss has bean deeigneti fora 10.0 oaf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -94.
4) Provide mechanical connection (by etthers of truss to bearing plate capable of withstanding 97 Ib uplift at joint S and 128 It. uplift et joint 8.
5) This truss has been designed with ANSI/TPI 1-1995 Criteria.
LOAD CASE(S) Standard
05/08/01 09:42 FAX 970 925 6059
•D55-- ruse ruse ripe
160809 97 MON TRUSS
XC w j • rem i rU6s (Lin On , Inon, 2:
-1.8-0
1-8-0
Ih
LOADING (psf)
TCLL 50,0
TCDL 10.0
BCLL 0.0
BCDL 10.0
IlhiC ASPEN
yty Ply VALLkY LUMBkti BASAL 1
3-943
3-9-13
9-10-0
6-0-3
I014
w May 03 1U 4708-2110- a e
F-
3-9-13
0-10-0
3-9-13
SPACING 2-0-0 CSI
Plates Increase 1,15 TO 0.54
Lumber Increase 1.15 BC 0.26
Rep Street Iticr YES WB 0,45
Code UI)C/ANSi95
MBER
CHORD 2 X 4 DF No_i &Btr
DOT CHORD 2 X 4 SPF 1650F 1.5E
WEBS 2 X4 OF 5td'Excapt'
W1 2 X 4 DF Stud
REACTIONS (Ib/size) 8862/0-5-8, (0x602/0.5-8
Max Horz8=203(load case 4)
Max Upllft821-84(lood cans 3). 8=-62(lead case 4)
FORCES (Ib)) - Ftrst Load Case Only
TOP CHORD 1-2=32, 2.3.-0, 3.4160, 1-,6=-5, 4.6=-377, 2-87-423
BOT CHORD 7-84840, 6-7=640
WEBS 3-7=94, 3-6=-690, 3-8=•756
NOTES
1) This Imes hes been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 5.0 psf lop chord dead load and 5.0 psf
bottom chord dead toad, 100 ml from hurricane oceanline, on an occupancy category I. condition 1 enclosed building, of dimensions 45 ft by 24 ft with
exposure C ASCE '7-93 per UBC/A193195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist. they are not exposed to wind.
The lumber DOL Increase Is 1.33, avd the plate grip hloref�se is 1.33
2)) All plates are M20 plates unless othi'rwlse indicaed.
4) Provideis smechsanical connen ection (by terps)fofpbutt to bear=inttom chord g plate d capable of withstandinyg 84 lb uplift t joint 8 and 62 lb p i at joiB. nt 6.
35 This truss has b9en designed with p NSI/TPI 1-1995 criteria.
LOAD CASE(S) Stenderd
6-0.3
DEFL (In) (loc) 1/defl PLATES GRIP
Vert Ll -0.03 6-7 =999 M20 107/144
Vert(TL) -0.07 6-7 ?999
Ho L) 0.01 6 n/a
tet LC LL Min Udell = 360 Wer ht: 50 Ib
BRACING
TOP CHORD Sheathed or 6-0-0 On center FJurlin spacing, except end
verticals.
BDT CHORD Ridld coiling directly applied or 10-0-0 on center bracing.
ST 'd 7.C:60_7107. 17 fi l,l
05/6S/01 09:42 FAX 970 925 6059
iPi55-- "`—mss rust; 'lip.
160809 1B8 MONO TRUSS
ES 1- rW T ertt n O turn On, 1—lattr47
-1-84 I 3-3-3
1-6-0 3-3-3��
IIMC ASPEN
C�fy
3
My
1
4.J-32 s fell 18•99101ift7c I�sfries, fix. 1huiMlay 0:44:09.2'Qp aye 1
8-8-14
5-5-10
4.00 Fri
3x4 r
14-2-8
5-5-10
'x411
:i 0
3x4=
8-0-1
6-0-1
8
3x4=
14-2-8
-8
3x4=
e.2-7
—1
LOADING (psf) SPA.C1NG 2-0-0 CSL
TCLL 50.0 Pietas Increase 1.15 TC 0.59
TCOL 10.0 Lumbar Inc, ase 1.15 BC 0,48
BCLL 0.0 Rep Stress InaYES WB 0.71
SCOL 10.0 Code U13C/AN5195
I UMBER
CHORD 2 X 4 DF No,18Btr
CHORD 2 X 4 SPF 1850E 1.5E
vv t=13S 2 X 4 OF Sid 'Except'
W1 2 X 4 DF Stud
REACTIONS (lb/size) 9=1168/Q -S-8, 7=998/0.5-8
Max Horz9s260`load case 4)
Max Uplift9.-94(Iosd care 3), 7=-71 (load case 4)
FORCES (Ih) - First Load Case Only
TOP CHORD 1-2=32. 2.3=-0, 3-4s-965. 4.5=0, 5-6 -5, 5.7=-344, 2-9=-381
DOT CHORD 8-9=1044. 7-8=758
WEBS 5-8=-138, 4-8=200, 4-7.-950, 3-9=-1273
DEFL (in) (loc) I/deft
Vert LL) -0.11 7 09
>0
Vert(TL) -0.23 7-8 >720
Horz{TL)) 0.02 7 n/a
1stLCLLMin Udell ■360
BRACING
'TOP CHORD Sheathed or 5-3-7 on center Iruriin spacing, except end
verticals,
BOT CHORD Rigid ceiling directly applied cr 10-0-0 on ranter bracing.
PLATES GRIP
M20 197/144
Weic ih t: 71 Ib
NOTES
1) This truss has been designed for thin wind bads pent:rated by 70 mph winds et 25 ft above ground level, using 5.0 psf top chord dead load and 5,0 psr
bottom chord dead load, 100 ml Iron hurricane oatanlin°, on an occupancy category I. condition I enclosed building. of dlinenslons 46 ft by 24 ft with
exposure C ASCE 7-93 per UBCFAPISI95If end verticals or cantilevers exist, they are exposed to wind. If porches exist, lliey are not exposed to wind.
The lumber DOL increase it 1.33. aid the plate Grip i eroes° is 1.33
2All plates are M20 plates unless othirrwise Indicated.
3 This truss has been designed for a 10.0 psf bottom chord lire bad nonconcurrent with any other [Ivo loads per Table No. 16413. UBC -94.
4 Provide mechanical connection (by ethers)y of truss to bearing plate capable of withstanding 94 Ib uplift at joint 9 and 71 Ib ,iplift at joint 7.
5 This truss has been designed with ANSI/TPJ 1-1905 criteria.
LOAD CASE(S) Standard
9T 'd 1S:60 TQOZ b FEld
p'710co Til^• • Yr
05/08/01 09:43 FAX 970 925 6059
INC ASPEN
VI 0 1 0
..
•ibb • - toss 0 i TypB
qty my qE Y C04CF BAAri
60809 G701 1 1
C`WEST rm Trus (unJMONTRUSS
onj. Cn on, T-134rJ41. 4: J2- .eti orf 9WIStilT7 Industrras. Inc. 1 hu May 03 107447D-2901 Page 1
I- -2-1-7 1 5-7-14
2-1-7 5-7-14
LOADING (psf)
TCLL 50.0
TCDL 10.0
BOLL 0.0
BCDL 10.0
5x6s
2.831-12-
2x4 ii
4
:?)6411
1-
5-7-14
5.7.14
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase E15
Rep Stress incr NO
Code UI3C/ANS195
' •'MBER
CHORD 2 X 4 SPF 165DF 1.5E
f CHORD 2 X 6 DF No.2
WEBS 2 X 4 DF Std 'Except*
Wi 2 X 4 OF Stud
REACTIONS (1blsize) 6=509/0-5-8, f=285/0-5.8
Max Horz6=659oad cesa 4)
Max Uplift8=-111(load raise 3), 5=-7(load case 4)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=83, 2-7=-14, 3-7r-' 4, 3-4-0. 6-8e131, 3-6-01, 6-9=-336, 2-8=-336
BOT CHORD 5-6R-0
WEBS 2-5=0
CSI 0.67 Vel1 LI -0.04 {I5-6 c) ,999
BC 0.41 Ver1(TL) 0.36 1-2 >16
_{
(Matrix) 0.01 Horz(TL 0,00 5 n/a
1st LC L Man I/deI1 = 360
(In)
PLATES GRIP
M20 197/144
WoI ihr. 31 Ib
BRACING
TOP CHORD Sheathed.
BOT CHORD Rigid calling directly applied cr 8-0-0 on center bracing.
NOTES
1) This truss has been designed for the wind bads generated by 70 mph winds at 25 ft above ground level. using 5.0 psf top chord dead load and 5.0 psf
bottom chord dead load, 100 mi frons hurricane meantime, on en occupancy category 1, condition 1 enclosed building. of dthnensions 45 ft by 24 fl with
exposure C ASCE 7.93 per UBC/Ah1S195 If end vertkais or cantilevers exist, they are exposed to wind. If porches exist, they ere not exposed to Wind.
Tile lumber DOL increase Is 1.33, end thelate grip increase Is 1.33
2) All plates are M20 plates urdetes otherwise Indicated.
3) This truss has been designed forn ( a 10.0 psf bottom chord live load nonconcurrent with any other live toads per Table N. 18-13 UBC -04.
45) This truss herovide s been designed withyANSVTPI 1-tr1095 crit�eriad� plate capable of withstanding 111 Ib upllA a[olnt 6 and 7 lb aptl�t at joint 5.
LOAD CASE(S) Standard
1) Regular: Lumber Incree,e=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vary 1-2=-120.0
Trapezoidal Loads (ptf)
Vert; 6=0.0 -to -5=-108.0
2 T 'd 1 S: h(1 Tnlu fii Fell
0546/01 09:43 1,A\ 970 925 6059
30b ]Tru s �us type
BMC ASPEN
60809 J01 MOPIO TRUSS
reffi TrITC111. n • on , tiric4-0742-
LOADING 00
TCLL 60.0
TCDL 10.0
9CLL 0.0
BCDL 10.0
-1-6-0
1-4-13
2
-LUMBER BASAL
1:0017
s e. 9914fl I ax Industries, n9 -1y-0 10,44.11 201)-1 FralFe
-0-1- 3
0-1-3
4.00)''12-
5x6-
2-0-0
2-0-0
2x4 ! I
81
2-0-0
3x4
2-0-0
SPACING 2-0-0
Plates Incre€ se 1.15
Lumber Increase 1.15
Rap Stress Door YES
Code 1J 3C/ANSl95
C51
TC 0.32
BC 0.02
WH 0,03
(Matrix)
KIER
JP CHORD 2 X 4 SPF 165(E 1.5E
BOT CHORD 2X4SPF 1650E 1.5E
WEBS 2 X 4 DF Std
REACTIONS (Ib/sire) 6=420/0.5-8. ti=3810-5-8
Max Horz6=91 (load case 4)
Max Uplifts.-175(Ioad cam 3). 6=-34(load case 4)
FORCES (Ib) - pirst Load Case Only
TOP CHORD 1.2=64, 2-3=-63, 3-4--10, 3-5=-22, 6.7=•.404, 2-7=404
BOT CHORD 5-6=0
WEBS 2-5=-0
DEFL (In) (loc) 1/d&1
Vert LL -0.00 6 •999
Vert(TL) 0.05 1-2 b.383
Horz(TL) -0.00 5 We
1st LC LL Min Ildefl = 36D
PLATES ORM
M20 197/144
Weillht: 12 Ib
BRACING
TOP CHORD Sheathed.
BOT CHORD Rigid tailing directly applied cr 6-0-0 an center bracing.
NOTES
1) This truss has been designed for th+; wind loads generated by 70 mph winds at 25 ft above ground level, using 5.0 psf top chord dead toad and 5.0 psf
bottom chord dead load, 100 ml hors hurricane ocsariline, on an occupancy category1, condition I enclosed building, of dlinansions 45 ft by 24 ft with
exposure C ASCE 7-93 per UBC/AhIS195 if end vartIceIa or cantilevers exist, they are exposed to wind, If porches exist, tliey are not exposod to Wind.
The lumber DOL increase Is 1.33. olid the plate grip increase Is 1.53
7 All plates are M20 plates unless oth+trwise Indicated,
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads per Table NO. 16-9, UBC -94,
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 95 Ib uplift at joint 6 and 34 Ib Jolla. et joint 5.
5) This truss has been designed wiitt ANSITTP1 1-1995 criteria,
LOAD CASE(5) Standard
OT 'd
T S : FO TOOT t�
`='S/QC=>1Tr,o•YP
05/08/01 09:44 FAX 970 925 6059
rb
160805
Truss
J04
�n 1 russ tU
" PI5tirOfts�TLM. '):
11.19.5 type
BMC ASPEN
MONO TRUSS
ndon, Lit t1404e
-1-6-0
Q r Ply VALLI? CUMBER-BA5A-LT
6 1
0018
4-0-0
t o n=us rtes, nc. i Iifayb3 1t 4 i'2-2001"Fay I-
1-6-0 4-0-0
5xg
4.00 r12-
2x4 Cf
W3
2x4 r
81
4-0-0
4
3x4=
4-0-0
LOADING (psf) SPACING 2-0-0
TOLL 50.0 Plates hems to 1,15
TCDL 10.0 Lumberincre3se 1.15
reCDL 10.0 CodeStreSStJ IC/ANS 95
CSI
TC 0.32
BC 0.11
WB 0.03
(Matrix)
DEFL (in) (loc) t/deft
Ve LL -0.01 5-6 >999
Ve TL) 0.03 1-2 >806
i-Iorz(TL) -0.00 5 n/a
1st LC LL Mln Udefl = 360
PLATES GRIP
M20 197/144
Weight: 20 ib
,IBER
'..'P CHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD 2 X 4 SPF 1650F 1.6E
W BS 2X4DFStd
REACTIONS (Ib/size) 6=501/0.5.6, 5=237/0.5-8
Max Horx8=117(Ioad celie 4)
Max UplIft6=-84(load cave 3), 5=-40(toad case 4)
FORCES (Ib) - First Load Case Only
TOP CHORD 1-2*64, 2-3=40, 3 -4e -ill. 3-54-201, 6-7=-465, 2-7=-465
BOT CHORD 5.6--0
WEBS 2-5=0
BRACING
TOP CHORD Sheathed.
BOT CHORD Rigid ceiling directly applied o:' 6-0-0 on center bracing,
NOTES
1) This truss has been designed for the wind loads generate by 70 mph winds at 25 ft above ground level, using 5.0 psf top :hard dead load and 5.0 psf
bottom chord dead Toad, 100 m1 from hurricane oceanllne, on an occupancy category I, condition I enclosed building, of dlroensrons 46 ft by 24 ft with
exposure C ASCE 7-93 per UBC/ANSI95 If end vertic3ts or cantilevers exist, they are exposed lo wind- If porches exist, tf• ay are not exposed to wind,
The lumber DOL Increase Is 1.33. and the plats grip increase Is 1.39
2) All plates are M20 platen unless otht rwiss indicated.
3) This truss has been designed for a 10.0 psf bottom chord live load noncom current with any other live loads par Table No. 13-B, UBC -04.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 lb uplift at Joint 6 and 40 Ib n tplifl at Joint 6.
5 This (rues has been designed with AVSII'P11-1995 criteria,
LOAD CASE(8) Standard
TC: F,fl nn7 17 f..,
1350 West 200 South
LIndon Utah 84042
Phone: (800) 284-9140
Fax (801)785-8787
Fax
Bmc Truss
To: Duane or Allen Front: Brandon Baker
Fax: (970) 927-4005 Pages: 19
Phone: (970) 927-8460 Date: 05/10/01
Nicoles Upper Floor Roof CC:
Q Urgent 0 For Review 0 Please Comment 0 Please Reply ❑ Please Recycle
• Comments:
I am faxing to you the Engineering for the upper floor on the Nicolas Residence. The Garage
trusses are being Delivered Today. They will probably be delivered on the jobsite in the morning. The
upper floor will be delivered next week, I will confirm the date and tali with that information. Thank you
for your patience and I look forward to seeing you need week.
Thank you
Brandon Baker
T0'd ZS:OT TOOL Of FpN 8ZZ9S82T08:x23
SSO& 'Sag DWI
T
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• C.'
ZO'd ZS:OT 100Z 01 NEW
8Z9SE2T08:)<PJ
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(c
frdb :As
[60 810 ' .
i✓ V
.8MQ l rem arcs
ZrussType
ROOF TRUSS
on
+n•on.
-1-6:0, 4-7-12
1-6`0
4-7-12
Ir.
9-0-0
4-4-4
y SALT
B 1
4x4 I
13.4.4
4.4.4
e nus res, nc. a ay :1gT520D1 t-aj)a"T
18-0-0 x,19-6-01
4.7-12 1-6-0
-a- s' s ,e
LOADING (psf)
TOLL 45.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
5x6
9-0-0
,,eNiug=yimm
9-0-0
18-0-0
9-0-0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Inc( YES
Code UBCIANSI95
CSI
TC 0.45
BC 0.60
WB 0.80
LUMBER
TOP CHORD 2 X 4 DF 2100F 1.8E
—IT CHORD 2 X 4 DF 2100F 1.8E
:BS 2 X 4 DF Std `Ex00pprt
W42X4OFStud, W12X4DFStud, W72X4OFStud
REACTIONS (1b/size) 10=134110-5-8.8=1341)0-5-8
Max Horx 10=176(11ooaad case 4)
Max Uplift10.--117(load case 5). 8=-117(bad case 5)
FORCES (Ib) - First Load Case Only
TOP CHORD 1-2=53, 2-3=0, 3-4=-2619, 4.5=•2619, 5-6=0.6-7=53.2-10=417. 6-8=-417
BOT CHORD 9-10=2486.8-9=2488
WEBS 3-9=-45.4.9=2385, 5-9=-45, 3-10=-2955, 5-8=-2955
DEFL (in) (loc) Vdefl PLATES GRIP
Vert(LL) -0.34 9-10 s626 M20 220/195
Vert(TL) -0.70 9-10 X302
Horz(TL) 0.38 8 nfa
1st LC LL Min Well = 360 Weight: 95 Ib
BRACING end
TOP CHORD Sheathed or 4-1-10 on center purlin spacing, except
verticals.
S icals.
BOT CHORD 1 Row eiI n midpt directly
applied3-1or 10-0-0 on center bracing.
NOTES
1)This truss heS been checked for unbalanced loading condition*.
2) This truss has been designed for the wind Toads generated by 70 mph winds at 25 above ground level. using 5.0 psf top chord dead Toad and 5.0 psf
bottom chord dead Ioad, 100 mi from hurricane oceanline. on en occupancy cat ), condition I enclosed building, of dimwnstons 45 ft by 24 ft with
exposure 0 ASCE 7-93 per UBCIANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind.
The lumber DOL inCre3Se Is 1.33. and the plate grip Increase Is 1.33
3)All plates ere M20 plates unless otherwise indicated.
4This truss has been designed for a 10.0 psf bottom chord live bad nonooncurrent with any other live bads per Table No. 16-B, UBC -94.
5) Bearing at joint(s) 10, 8 considers parallel to grain value using ANSI/Mil-1995 angle to grain formula. Building
designer should verify capacity of bearing surface.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 117 lb uplift at joint
10 and 117 Ib uplift et joint B.
7) Thls vuss has been designed with ANSIfTPI 1-1995 criteria.
LOAD CASE(S) Standard
20'd ZS:OT TOO OT fi�N
8ZZ9S8LTOS: xed SSn211 lsBfl 0WB
J.. CUSS
(0810 r . C2G
m
CUSS
)Pe
'ROOF TRUSS
rust n an , non,
-1=42-
4-1-0
a-
2
'
2 2
8.0-8 12-0-0
ee n3uslifs. nc. e ay X357 -moi -Page 1
15-11-6 19.11.0
23-3-8
4-1-0
3-11-8 3-11-8 3-11-8 3-11-8
45611
3.4-8
14
2x4 i I
1 4-1-0
4-1-0
2x411
F_
8-0-8 I 11-7-12120-015-11-8 19-11-0 23-3-8
3-11-8 3-1-4 0-4-4 3.11-8 3-11-8 3-4-8
Lh
LOADING (psi)
TOLL 45.0
TCDL 10.0
BCLL 0.0
BODL 10.0
SPACING 2-0-0
Plates Increase 1,15
Lumber Increase 1.15
Rep Stress Inv NO
Code UBCIANSI95
TCI 0.74
BC 0.83
WB 0.72
(in)DEFL Well
-035 12 Ild>798
Vert(TL) -0.50 12 x552
HortCfl. 0.54 8 n/a
1stLCLL!Ain ildefl=380
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD 2 X 6 DF No,2
''vEBS 2 X 4 DF Std 'Except*
W32 X8 DF No.2. W1 2 X4 DF Stud. W2 2X4 HF SS
W132X4DFStud, W72X4HFSS
REACTIONS (Ib/size) 14=3981/0-5-8, 8=200910-5-8
Max Horz 14=200(load case 4)
Max Upflft14=-199(Ioad case 5), 8=-102(load case 5)
FORCES (lb) - First Load Case Only
TOP CHORD 1.2=-12382, 2.3=-8938, 3-4=-6455, 45=-5548.5-6=-5453, 6-7=-3917, 1-14=-3942, 7-8=-1976
BOT CHORD 13-14=0,12.13=11500,11-12=8313, 10.11=5073, 9-10=3644, 8-9=0
WEBS 2-13=1068, 2-12=-2878. 3-12=1103, 3.11=-2071. 5-11=80, 5-10=-493.6-10=1279, 6-9=-1184, 1-13=10752, 7-9=3281, 4.11=6268
1) 2 -ply truss to be connected together with 10d Common(.148'x3") Nails 86 follows: Top chordsNOTES
connectedcenter, X 8 - 2(roat w(0) at0-9-0 center. r. Bottom chords
connected with 3 row(s) at 0.5.0 on center. Webs connected as follows: 2 X 4.1 row(s)
2) This truss has been checked for unbalanced loading conditions.
3) This truss has been designed for the wind bads generated by 70 mph winds at 25 ft above ground�1 � suusding 5.0 psf of dichord dead
45 ft by 24 f5.0 psi
bottom chord dead load, 100 mi from hurricane oceanfine, on an occupancy category
I. th
exposure C ASCE 7-93 per UDJANSI95 If end verticals or cantilevers exist, they are exposed 10 wind. If porches exist. they are nol exposed to wind.
The lumber DOL increase Is 1.33, end the plate grip increase Is 1.33
4) Except as shown below, special connection(s) required to support concentrated Ioad(s). Design of connection(s) i6 delegated to the building designer.
5) All plates are M20 plates unless otherwise indicated.
8) This truss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live loads per
Table No. 16-6, UI3C-94.
7) Bearing atJoint(s)14, 8 considers parallel to t�� veiue Using ANSI/TPI I 1-1995 angle to grain formula. Building
designer should verify capacity b sea
8) Pr v1dnd me02 hb upCellift connection (by others) of truss to bearing plate capable of withstanding 199 Ib uplift at joint
14 9) This truss has been designed with ANSI/IPI 1-1995 criteria.
LOAD CASE(8) Standard
1) Regular: Lumber increase=l.15, Plate Increase=1.15
Uniform Loads OM
Vert: 1- -201 10-11=-20.0.
110, 9-10=1-20.0, ,8-9=-20.04 .0, 5-6=-110.0,
110.0, 6-7=-110.0, 13.14=-20.0. 12-13=-20.0
Concentrated loads (lb)
Vert: 13=-3000
PLATES GRIP
M20 185/144
M2011 139/108
Weight: 267 Ib
BRACING
TOP CHORD Sheathed or 3.5-7 on center puriin spacing, except end
verticals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing.
V0'd ZS:OT 1OOZ OT fi>?W 8ZL9SM08:xp3
Ssfl?i1 IS3f aWB
use
60810 , , C3
em russ
russ ype
ROOF TRUSS
in on). £tn
•
3
1
4-1-4
4-1-4
7-11-
3-9-12
4.
32 b
13-5-0
10-2-8
5, C.
4x4
5-8-0
5-9-8
7.6-12
13-5-0
7-6-12
•. •1•;• ,t• r
LOADING (sf)
TCLL 46.60
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Ind YES
Code UBCIANSI95
5-10-4
1
19-2.8
5.9-8
TCI 0.77
BC 0.56
WB 0.98
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E 'Except*
T22X4DF2100F1.8E
IT CHORD 2 X 4 SPF 1650F 1.5E
.rEBS 2X4DFStd
REACTIONS (Ib
/size)
60123010-5-8
MHorz=-26(lad case3)
Max UpIIft9=-86(load case 5), 6=-58(load Case 5)
FORCES (Ib) - First Load Case Only
TOP CHORD 1-2=-0, 2.3=-2366, 3-4'-2091.4-5=-2570, 1-9=-205, 5-6=-1173
BOT CHORD 8-9=1827,1-852391, 6.7=0
WEBS 2.9=335, 3-6=1960, 4-8=-401, 4.7=-301, 2-9=-2408, 5-7=2212
DEFL (in) (Ioc) Udefl
Vert(LL) -0.21 8-9 >999
Yen(TL) -0.43 8-9 >531
Horz(TL)) 0.27 6 n!a
1stLCLLMini/deft =380
860T -P'a'r
PLATES GRIP
M20 1971144
Weight: 92 Ib
BRACING
TOP CHORD Sheathed or 3.5-3 on center purkn spacing. except end
verticals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing.
WEBS 1 Row at mldpt 2-9
NOTES
1) This truss has been checked for unbalanced loading conditions.
5.0 p
2) bottom chord dead bad, designed0 n1 from huthe rricane cane ooead loads nflne, oted n en occupancy category l 70 mph winds at 25 ft ,ccondition 1 enclosround ed building, 01 dimensions 45 ft by 24 ft with f
exposure C ASCE 7-93 per UBCIANSI95 If end verticals or cantilevers exisL they are exposed t0 wind, If porches exist, they are not exposed to wind.
The lumber DOL Increase is 1.33. and the plate grip increase IS 1.33
3) Ail plates are M20 plates unless otherwi6e indicated.
4) This truss has been designed fora 10.0 psf bottom chord live load nonooncurrent with any other live bads per Table No. 16.B, UBC -94.
5) Bearing at joint(s) 6 c nsiders parallel to grain value using ANSItTPI 1-1995 angle to grain formula. Building
designer should verifycapacity of bearing surface.
6) Provide mechanical connection (by others) of truss t0 bearing plate capable of withstanding 66 Ib uplift at Joint 9
and 58 Ib uplift at Joint 6.
7) This truss has bean designed with ANSIITPI 1-1995 criteria,
LOAD CASE(S) Standard
So -d 2S:OT TOOZ OT feW
8ZL9S8LTO8: Xed ssn211 1S31 OWfl
50810
' .
t
.
mole"^
C4
ra" m 1 pussnon
ru— f bs y
ROOF TRUSS
Uly
2
Ply
1
VALLEY tSob
. VI on.
4.1-3
s
e
L e
ae
1-6-0 4-2-5 3-10-13
ASALI
us. nc. ay :b9'1tTu� Paye
12.0-0 17-6-0 23-3-8
5-6-0 5-9-8
3-10-13
4x5 I I
8.0072-
.00[IY
1-
1-
5-11-10
5-11-10
11-7-12
5-11-10
e. issr�.: tlr,71k011ikEW t o
LOADING (p
45.0
TCLL
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.16
Rep Stress Incr YES
Code UBCIANSI95
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E "Except'
T32X4DF2100F1.8E
T CHORD 2 X 4 SPF 1650F 1.5E
.,EBS 2 X 4 DF Std *
W62X4 FSS W92X4HFSS
5.8-2
17-6-0 23-3-8
5-10-4 5-9-5
TCC51 0.83
BC 0.79
WB 0,92
DEFL (in) (lac) Vdefl PLATES GRIP
Vert(L1-0.36 11 >757 M20 185/144
Vert(TL) -0.53 11 >525
Horz(TL) 0.64 9 &a
1st LC LL Min Kieft = 360 - — Weight: 109 Ib
BRACING
TOP CHORD Sheathed or 1-6-0 en center purlin spacing. except end
verticals_
BOT CHORD Rigid ceiling directly appUed or 10-0-0 on center bracing,
Except
6-0-0 on center bracing: 9-10.
WEBS 1 Row at midpt 3-13
REACTIONS (Ib/size) 13=168510-5-8.9=149510-5-8
Max Horz 13=256(load case 4)
Max UpIift13=-131(load case 5). 9—78(load case 5)
FORCES (Ib) • First Load Case Only
TOP CHORD 1-2=53, 2-3=0, 3-4=-4109, 4-5=-3687, 5-6=-3887, 6.7=-3219, 7-8=-3361.2-13'--401. 8.9=-1439
BOT CHORD 12-13=3501. 11.12=3935, 10-11=3127, 9-10=0
WEBS 3-12=297, 4-12=-164, 4-11=-455, 8-11=3336, 7-11=-119, 7-10=-547, 3-13=-4195, 6-10=2892
NOTES
1)This truss has been checked for unbalanced loading oondltians.
mph winds at 25 ft above ground level. using 5,0 psf to chord dead Toad end 5.0 psf
2) This m ch has been designed for the wind loads geaelline, fib70 cc p g . ,of dimensions 45 ft by24 ft with
bottom chord dead load, 100 Ml from hurricane ooeanline, on an occupancy category I, condition I enclosed binding, ,
exposure C ASCE 7-93 per UBCIANSI95 If end verticals or cantilevers exist. they are exposed to wind. If porches exist, they are not expoed to wind.
The lumber DOL Increase Is 1.33, and the plate grip increase le 1.33
3) AR plates are M20 plates unless otherwise Indicated.
4) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrentwith any other live bads per
Table Na. 16-3, UBC -94.
5) Bearing at joint(s) 13. 9 considers parallel to grain value using ANSUTPI 1-1995 angle to grain formula. Building
designer should verify capacity of bearing surface.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint
13 and 78 Ib uplift at joint 9.
7) This truss has been designed with ANSI/TPI 1-1995 criteria.
LOAD CASE(S) Standard
90'd 2S:OT 1006 OT npW
8.Z9S8LTO8: x'3 SSnai 1S3n
•
p )rUSS !toss type
60810 ' CFLAT ROOF TRUSS
ML, WEST -Oram truss (IC—mewl), Emden, Oi
3-114
3-11-4
5x10_
3-11.4
84042
3-11.4
• —Ply
v7ALTE rBASAL 1
fila 1
4.0-32 s Feb 18 1599 IVfi7�ekWinVS es, nc. a ay 0 1th:2U:U0" 1:11— iFge 1
7.10.6 _
4x14
2
T1
W3
131
LOADING (psf)
TCLL 450
TCDL 10,0
BCLL 0.0
BCDL 10.0
SPACING 2.0-0
plates Increase 1.15
Lumber Increase 1.15
Rep Stress Ina NO
Code UBCIANSI95
GSI
TC 0.33
E30 0.78
WB 0.74
3-11-4
3
2x411
5x10=
7-10-5
3-11-4
DEFL (in) (1o) I/deil
Vert(LL) -0.09 5 >999
Vert(TL)
ao1z(TL -0 02 4 n/a
1st LC LL Min Udell = 360
PLATES GRP
M20 1971144
Weight: 45 Ib
LUMBER
TO
CHORD 2 X 8 DF SS 50F 1.1E
WEBS 2 X 4 DF Std 'Except*
W32X8DFN0.2
REACTIONS (Ib/size) 6=2965113.8, 4r-2905/0-3-8
Max Horz6=-63(Ioad Case 3)
Max Up1ift6=-205(Ioad case 5), 4=-211(load case 4)
FORCES 05) - First Load Case Only
TOP CHORD 1-6=-209, 1.2=0, 2-3=0, 3.4=-209
B07 CHORD 5.6=4660, 4-5=4660
WEBS 2-6-4038, 2-5=2246.2-4=-4938
NOTES groundtopp
1) This truss has bean designed for the wind Toads generated by 70 mph winds at 25 ft I condition e level, using
b i5.0psf chord deadns ft d and n with
f
bottom chord dead Load, 100 mi from hurricane oceanflne. on an oocupancy wry .
exposure C ASCE 7-93 par UBCIANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they ere not exposed to wind.
The lumber DOL increase is 1.33. and the plate grip Increase is 1.33
2) Except as shown below, special connection(s) required to support concentrated bads) Design connection(s) is delegated to the building designer.
3) Provide adequate drainage to prevent water ponding.
4)All plates are M20 plates unless otherwise Indicated.
5This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other Ilve loads per Table No. 16-B, UBC -94.
6) Provide mechanical connection by others) of truss to bearing plate oepeble of withstanding 205 lb uplift at joint 6 and 2i 1 Ib uplift at joint 4,
7) This truss has been designed MO ANSUTPI 1-1995 criteria.
BRACING
TOP CHORD Sheathed or 6-0-0 on center purlin spacing, except end
verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing.
WEBS 1 Row at midpt 2-6, 2-4
LOAD CASE(S) Standard
1) Regular; Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1.2=-110.0.2-3=-110.0.5-6=-592.8, 4.5=•592.6
Concentrated Loads (Ib)
Vert: 2--600
LO 'd 2S:01 TOOL OT REW
8C9S8L-108:xPJ SSfl2(1 IS311 DW8
Job ,truss Truss Type
60810 ' - 6D1 ROOF TRUSS
G"WESTUrem (rush (Liridon), L radon, U I tf40
-PfTae =e ,
LOADING (psf)
TCLL 45,0
TOOL 10.0
BOLL 0.0
BODL 10.0
-1-6-0 1
1-6-0
4-1-0
y y ALUYBCT
2 1
srib ; •Ti a must
8-2-0
1,
nC.
4-1-0
4x4
4-1-0
1.6.0
2x4 I I
4-1-0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress lncr YES
Code UBC/ANSI95
4-1-0
8-2-0
4-1.0
CS!
TO 0.37
BC 0.13
WB 0.30
LUMBER
TGF+ CI -(ORD 2 X 4 SPF 1650F 1.5E
CHORD 2 X 4 SPF 1650E 1.5E
:LEIS 2 X 4 DF Std
REACTIONS (Iblsae) 8=702/0-5-8, 6=702/0-5-8
Max Horz 8=-73(load case 3)
Max Uplift8=-85(load case 5), 6=-85(load case 5)
FORCES (Ib) - First Load Case Only
TOP CHORD 1-2=53, 2.3=-797, 3-4=-797, 4-5=53, 2-8.-662, 4-6=-662
BOT CHORD 7-8=-0, 6-7=0
WEBS 3-7=451, 2-7=689, 4-7469
NOTES
1) This truss has been checked for unbalanced loading conditions. 5.0 chord dead
2) This truss has been bottom chord dead Toad, 100 M1 from hurricane owind loads oeardlne, on anerated by 0mph winds at 26 ft occupancy category 1, co i6 dosed building. of dime sions 45ftby 24 ft with
exposure C ASCE 7-93 per UBCIANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind.
The lumber DOL increase is 1.33. and the plate grip increase is 1.33
3) Ali plates ere M20 plates unless otherWise indicated,
4) Thla (rues has been designed for a 10.0 psi -bottom chord Rye load nonooncurrent with any other live loads per Table No. 16-B, UBC -94. of bearirt
5) Bearing at joints) 8.6 considers parallel to grain value using ANSI/s'PI 1-1995 angle to grain formula. Building designer should verify capacity g
surface,
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 85 ib uplift at joint 6
and 65 Ib uplift at joint 6.
7) This truss has been designed With ANSI/TPI 1-1995 criteria.
LOAD CASE(S) Standard
DEFL (in) (loc) 1/det
Vert LL) -0.02 7 >999
Vert(Tt.) -0.04 6-7 >999
Horz(TL) 0.03 6 We
1st LC Min Wee = 360
V72001 Nage 17
PLATES GRIP
M20 107/144
Weight: 40 Ib
BRACING
TOP CHORD Sheathed or 6-0-0 on center puriin spacing, except end
verticals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing,
80'd VS:OT TOOZ OT fipW 8ZZ9S8LT08:xed
ssnai Is3ri awa
LOADING (psi)
TCU.. 45.0
TOOL 10.0
BOLL 0.0
BCDL 10.0
4.1-0
4-1-0
1 11
4.C -a
4x4
••• r
8-2-0
e n. us nes,
4-1-0
nc.
2x4 It
4.1-0
4.1.0
8-2-0
4-1-0
-f
'Te. T -V 1'
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Ina NO
Code UBC/ANSI9S
TCI 0.49
9C 0.15
WB 0.68
DEFL (in) (loc) Udell PLATES GRIP
) -0.06 >999 M20 197/144
Vert(TL) -0.07 5 >999
i-Iorz(TL) 0.07 4 n/a
1st LO LL Min 1Vdafl = 360 Weight: 38 Ib
LUMBER
TOP CHORD 2 X 4 SPF 1650E 1.5E
BOT CHORD 2 X 4 SPF 1650F 1.5E
SBS 2 X 4 DF Stud *Except'
W32X8OFNo.2,W22X4DEStd, W42X4DFStd
REACTIONS (Ibrsize) 891210.5-8.4=812!0-5.8
Max Horz8=-91load case 3)
Max Upiift6=-41(Ioad case 5). 4=-41 (load case 5)
FORCES (Ib) - First Load Case Only
TOP
CHORD
73-x032-1732,1-6=•773.3-4=-772
BOT HO -2=-
WEBS 2-5=888, 1-5=1497, 3-5=1497
BRACING
TOP CHORD Sheathed or 4-6-7 on center purlin spacing, except end
verticals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing.
NOTES
1) This truss has bean checked for unbalanced loading conditions• psf chord dead bad and 6.0 psf
2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground
level. using lod np, of top chord 45 ft by 24 it with
bottom chord dead toad, 100 mi from hurricane verticals
ire, on an occupancy CategoryI').c°1
exposure 0 ASCE 7-93 Por UBCIANS195 if end verticals or cantilevers exist, they are exposed to wind. If porches exit. they are not exposed to wind.
The lumber DOL Increase is 1.33, and the plate grip Increase Is 1.33 n of connection{s delegated to the building designer.
3 Except as shown below, spacial connections required t0 support concentrated Ioad(s). DesIg }
4 All plates are M20 plates unless otherwise Indicated,
5 This truss has been designed for a 10.0 psf bottom chord tive load nonconcurrent with any other live toads per Table No. 16-B, UBC -94.
6 Bearing at Joint(s) 6, 4 considers parallel to grain value using ANSUTPI 1-1995 angle to grain formula. Budding
designer should verify capacity of Nearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 4i lb uplift at joint 6
and 41 lb uplift at joint 4.
9) This truss has been designed with ANSI/TPI 1-1995 criteria.
LOAD CASE(S) Standard
1) Regular: Lumber increase=1.15, Plate Increase=1.15
Uniform Loads (Of)
Vert 1-2=-110.0.2-3--110.0, 5-6=-20.0.4-5=-20.0
Concentrated Loads (lb)
Vert: 2=-600
60'd tS:OT T00Z OT IPW
8Z2.9S82.T08: XPJ ssn2il 1S P1 awe
Of)
&0810 ' •
S ru s 16-1 ype
F•FLAT ROOF TRUSS
ram russ Lindon). LindenZR 6464`2
3-11-4
2x4 II
1
W1
5x5 =
3-11-4
6 e
1
3x10=
T1
•
us ies, C.
7-10-8
3-11.4
'l 6:20:03 200-1—MOIFT'
2x4 41
3-11-4
3-11-4
W3
B1
LOADING (psi) SPACING 2.0-0 GSI
TOLL 46.0 Plates Increase 1.15 TC 0.33
TCDL 10.0 Lumbar Increase 1.15 BC 0.61
B Incr NO
CDL 10.00 Cod Stre65UBC/ANSt95 WB 0.89
LUMBER BRACING
TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 on center purlin spacing, except end
BOT CHORD 2 X 8 DF SS verticals.
'7BS 2 X 4 DF Std BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing.
....ACTIONS MbaxiHe4=2119/0-3-8
rz8--64UO d Cage 4)
Max Uplift6=-149(load case 3), 4=-149(Oad case 4)
FORCES Ob) - First Load Case Only
TOP CHORD 1-6=-209, 1.2=0, 2.3=0, 3-4=-209
BOT CHORD 5-6=2971, 4.5=2971
WEBS 2-6=-3154.2.5=1702,2-4=-3154
NOTES
1) This truss has bean designed for the wind loads generated by 70 mph winds at 25 ft aboe ground level, ��d0 p flop chord
dead
d load and 24 h.001pot►
bottom chord dead load, 100 mi from hurricane ooeentlne, on an occupancy category condition
exposure C ASCE 7-93 per UBCIANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind.
The lumber DOL increase Is 1.33, and the plate grip increase is 1.33
2 Provide adequate drainage to prevent water ponding.
3 All pietas are M20 plates unless otherwise Indicated.
4 This truss hat been designed for a 10.0 pef bottom chord live load nonconcurrent with any other live loadsper Table No. 18-B, UBC -94.
5 Provide
r This desmech mechanical connection c ewith (by otheiT _ofPI truss criteria,
plate moble of withstanding 149 ib uplift at int 6 and 149 Ib uplift et Joint 4.
6) has
LOAD CASE(S) Standard
1) Regular: Lumbar Increaser -1.15, Plate Increaser -1.15
Uniform Loads (plf)
Vert 1-2=-110.0, 2.3=-110.0, 543=-446,9,4-67--448.9
3x100
015
5x6=
7-10-8 —4
3.11-4
DEFL (In) (loo) 1/dell PLATES GRIP
Vert(LL)-0.06 5 >999 M20 197/144
Vert(TL-0.09 6 >999
Hort TL 0.02 4 n/a
1st LC Li. Min Udell = 360 Weight: 40 Ib
OT "d V :OT TOOZ OT REN
8 9Ss. Z 08 : X2 J ssn2i.i 1S3fl NB
0
russ
russ Type
84810 • F1 ROOF TRUSS
Nie-WE'S -rem russ In on nclon, U r 84042
LOADING (s1)
TCLL 45.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
uty
2
1
S
e n•us es, ne-
6-1.12 12 0-0 16-2-11
6-1-12 5-10-4 4-2-11 3-4 11 3-8-3
5x611
12
3x4
6-1-12
6-1-12
11-7-12
16-2-11
5-$-0 4-6-15
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code UBC/ANSI95
TCt 0.91
BC 0.92
WB 0.94
(Matrix)
23-3-8
7-0-13
OCL (in (IOc) 1/dell
Vert(LL) -0A9 9.10 >558
Vert(TL) -0.71 9-10 >386
Hort(TL) 0.63 8 nla
1St LC LL Min l/defl 360
r;1
ti
p 1
PLATES GRIP
M20 185/144
M2014 1391108
Weight: 102 Ib
LUMBER
`e. CHORD 2 X 4 SPF 1650E 1.5E
r CHORD 2 X 4 SPF 1650E 1.6E 'Except'
132 2 X 4 DF No.1 Mr
WEBS 2 X 4 DF Std `Except'
W52X4HFSS W12X6DFN0.2,IM12X4HFSS
W102X4HESS
REACTIONS Max Horz 12=1490/ 0d case 4) 9014-5-8
Max Uplift12=-66(ioad case 5), 8=-84(Ioad case 5)
FORGES (Ib) - First Load Case Only
TOP CHORD
2-3=-3952,
3=.1 082, 4--3754408-94896
78, -6,8}-5552, 6 -7* -601, 1-12=-1714.7-8=-403
POT CHORD 112=7
WEBS 4-1023322, 2-10=-46e, 2-11=-375. 5-10=-2511, 5-9=-374, 6-9=1445, 1-11=3143, 6.8=-3796
BRACING
TOP CHORD Sheathed or 2-2-15 on center purlin spacing, except end
verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing.
NOTES
1) This truss has been chocked for unbalanced loading conditions.
2) This trues has been designed mi from hurrrric ane ooeanll on an oc70 cupancy category aboveh winds at 25 ft cc ion 1 building of ime chord
45 by 24 fl whhh
bottomxps chord dead load,
Exposure C ASCD 7-93 per UBC/ANSIO5 If end verticals or cantilevers exist, they are exposed to %find. If porches exist, they are not exposed to wind.
The lumber DOL increase Is 1.33. end the plate grip increase is 1.33
3) All plates are M20 plateS unless otherwise indicated.
4) This 'truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per
Table No. 18-8, UBC -94.
5) Bearing at joint(s) 12, 8 considers parallel to grain value using ANSifTPI 1-1995 angle to grain formula. Funding
designer should verify capacity of bearing surface.
6) Provide mechanical connection (by others) of truss to bearing pieta capable of withstanding 66 Ib uplift at joint 12
and 84 Ib uplift at joint 8.
7) This truss has been designed with ANSI/TPI 1-1995 criteria.
LOAD CASE(8) Standard
TT'd SS:OT TOOZ OT fipN 86L9S8ZTO8:xeI
ssna1 1S3f1 Owe
[Sob --cuss
90810 - F2G
• ram rusS
a6
rasa ype
I ROOF TRUSS
8x8=
1
tsit
c
TCLL'ING f45.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
. on.
2 L
s e 1 a 'i w9fatt a nus ries, nc. a ay : 0 20 Pi3A
6-1.12 12-0-0 15-5-14 18.2-11 19-7-6 4 23-3-8
5-10-4 3-6-14 0-8-13 3-4-11 3-8-3
6-1-12
5x61:
4x10.
v Bub : 4.0002
12
8.00 jig -
et% 11 16111:1171r; INffirrapth'oli
3x6 6x12 M2011
8x8 i0 8
:e
13
6-1-12
t31-12 5-6-0
•
12
5x60
8.0012-
11-7-12
Sx18=t 8
2x411
2.9612
15-5-14 1. 2.11 19-7-6
3-10-2 0-8-13 3-4-11
SPACING 2-0-0
Plates increase 1.15
Lumber increase 1.15
Rep Stress InCr NO
Cede UBCIANSI95
TCI 0.86
BC 0.99
WB 0.77
(Matrix)
8x14-
23-3-8
3-8-3
DEFL (In) (ioc) Udell
Vert(LL)-0.4910-11 >566
Vert(TL-0.7110-11 a391
Horz(TL) 0.59 7 nla
1st LC LL Min Udefl = 360
PLATES
GRIP
M205/144
M20H 148/108
Weight: 260 lb
LUMBER
' P CHORD 2 X 4 SPF 1650F 1.5E
T CHORD 22 X F NF .2 2S 'Exoept'
B2WBS 2 X 4 DF $td'Exceppt'
W52X4HFSS, W72X8OFNo.2,W1 2X4DFNo.1&B1r
W22X4HESS
SLIDER Right 2 X 6 DF No.2 3-9-12
REACTIONS (lb/size) 7=316310-5.6. 13=2332/0-5-8
Max Horz 13=127(load case 4)
Max Uplitt72-194(Ioad case 5), 13=-131(load case 5)
FORCESIb - First Load Case Only
TOP CHORD 1.22-7857, 2-3=-8354, 3.4=-7063.4-5=-14822, 5-6=-14454, 6-14=-11507, 7.14=-11569. 1-13=-2804
BOT CHORD 12-13=1591, 11-12=7170. 10-11212884, 9-10=14337, 8-9=10453, 7-5=10476
WEBS 2.12=-8002, 2-11=457, 3.11=7853, 4-112-6671, 4-10=5038.5-10=-2495, 5-92-1612, 6-93477, 6-82166. 1-12=5217
NOTES
1) 2 -ply truss to be connected together with 10d Common (.1484X3") Nails as follows: Top chords connected with 1 row(s) at 0-9-0 on center. Bottom chor $
connected with 2 row(s) at 0-4-0 on center. Webs connected as follows: 2 X 4 -1 row(s) at 0-9-0 on center. 2 X 8 - 2 row(s) at 0-9-0 on center.
2)This truss has been checked for unbalanced loading conditions.
h winds at 25 ft above ground level, using
This truss has been designed for the Wind loads generated by m p
5.0 psf lop chord dead Toad and 5.0 psf bottom Chord dead Toad, 100 mi from hurricane oaeenline. on an
oocupancy category 1, condition I enclosed build, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per
UBCIANSI95 if end verticals or cantilevers exist, they ore exposed to wind. If porches exist, they are not
exposed to wind. The lumber DOL Increase Is 1.33, and
to support plate
riate
grip
increase
ed Is 1.33 . Design of conneWon(s)
4) Except as shown below, special connection(s) req
Is delegated to the building designer.
erwise indicated.
6) ThiAll sltruss has beee M20 n designed folates unless rta 10.0 psf bottom chord live toad nonco current with any other live loads per
Table No. 16-9, UBC -94.
7) Bearing at joint(s) 7.13 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building
designer should verify capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 194 Ib uplift at joint 7
and 131 lb uplift at joint 13.
9) This truss has been designed with ANSIITPI 1-1995 criteria.
LOAD CASE($) Standard
1) Regular: Lumber Increase=1.15. Plate Increase=1.15
Vart:1.2=-110.0.23=-110.0
Uniform Loads (pit! 3.4=-110.0. 4-5=-110.0. 5-6=-110.0.6-14= 110.0, 7.14=-110.0,
12.13=-20.0,11-12=-20.0.1 1041=-20.0, 9-10-20.0, 8-9=-20.0, 7-5=-20.0
Concentrated Loads (lb)
Vert: 10=-2500
BRACING
TOP CHORD Sheathed or 2-6-6 on center purlin spacing, except end
verticals. or 10-0-9 on center bracing.
BOT CHORD Rigid ceiling directly applied
61'd SS:OT TOY OT
8ZL9S8zT08;xed SSfl 1 1S3M D4
Yet) rush runs ype
¢0810' F3 ROOF TRUSS
-*MC WES 'rem rug• n.on , •on,
4T-
8-1-12
6-1-12
3 1
4.0-32 sF-Cb
12-0-0
5-10-4
mit a -Industries. Inc. Vired-May 09 16:20'07-2111 age T,
15-5-14 23-3-8
3-5-14 7-9-10
4x6=
6
3x4 i t
6-1-12
6-1-12
11-7-12
15-5.14
23-3-8
5-6-0 3-10-2 7-9-10
LOADING (psf)
TCLI. 45.
TCDL 10.0
SCLL 0.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stre66 Ina YES
Code UBCIANSI95
CBI
TC 0.70
130 0.48
WB 0.71
(Matrix)
DEFL (in) (loc) I/defi
Vert(LL)-0.126-7 >999
>985
Ho0r2(T ) 0.10 6-7 ��n!aa
1st LC LL Min Vdefl=360
PLATES GRIP
M20 107/144
Weight: 71 Ib
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.6E
BOT
CHORD PF 1$50F 1.5E
2 X 4 DF Std 'Except'
W12X6DFNo.2
REACTIONS (axxl Horz0=248 load c511982/0-5-8
se 4) 10.5.8
Max Uplifter-2(load case 5), 5=-97(load case 5)
FORCES (ib) - First Load Case Only
TOP CHORD 1.24-2848, 2.3-1446, 3-4=-1219, 1-8=-1170, 4.5=-957
BOT CHORD 7-8=610, 6.7=2314, 5-6=38
WEBS 3-6=777, 2.6=-1006, 2.7=-138, 4-6=956, 1-7'1602
BRACING
TOP CHORD Sheathed or 3+10 on center purlin spacing, except end
verticals.
BOT CHORD Rigid calling directly applied or 6-0-0 on center bracing.
NOTES
1) This truss has been checked for unbalanced loading conditions.
2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level. using 5.0 est top chord dead load and 5.0 psf
bottom chord dead load. 100 mi from hurricane oceanitne, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with
exposure C ASCE 7-93 per UDC/ANSI95 if end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind.
The lumber DOL Increase 161.33. and the plate grip increase is 1.33
3 All plates are M20 plates unless oiherwlse Indicated.
4 This truss has been designed for a 10.0 psf bottom chord live load noncancurrent With any other live loads per Table No. 16-B, UBC -94.
5 Bearing at joint(s) 6 oonssders parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing
surface.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2 lb uplift at joint $
and 97 Ib uplift at joint 5.
7) This truss has been designed wtth ANSVTPI 1-1995 criteria_
LOAD CASE(S) Standard
Td SS:OT 1006 OT neW
8zz9S8 .T08: red Ssnth. 1S3fr1 3143
o Hiss rasa Type
60810 G1 G SCISSORS
�IGfC'WEST Crei russ on , non. 1-84042
Rale
•'
9
uty
1
P{y ASALT
2
$ e•
5-5.5 1 9.6-8 i 13.7-11
5-5-5
4-1-3
4x6 ii
4
4-1-3
e n•us res. nc.
19-1-0
5-5-5
..e, r
y
{ 20-7.01
1.6-0
is i`D$ Vi
LOADING (psf)
TCLL 46.0
TCDL 10.0
BCLI 0.0
BCDL 10.0
5-5-5
5.5.5
SPACING 2-0-0
9-6-8
13-7-11
19-1-0
24=
4-1.3
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr NO
Code UBC/ANSI95
4-1-3
5-5-5
CSI DEFL (in) (IoC) Vdefi
TC 0.55 Vert(LL) -9.36 10 >636
BC 0.52 Vert(TL) -0.52 10 >437
W8 027 Horz(TL) 0.62 7 n!a
1st LC LL Min Udell = 380
LUMBER
TOP CHORD 'Except"'
Ti1 2 X B DF 2 T4 2X 8 Dr
FNo.2
T CHORD 2 X 4 SPF 1650F 1.5E
EBS 2 X 4 DF Std `Except*
W3 2 X 4 I -IF SS
REACTIONS (It dslze) 1=138910-5-8, 7=155910-5-8
Max Harz 1=-139(Ioad case 3)
Max Upllft1-73{load case 5), 7=-127(Ioad case 5)
FORCES - First Load Case Only
TOP CHORD 1-2=-8308.2-3'6308.3-4a-4608.4-5 608, 5.6=-6308. 8-7=-6308, 7-8=19
BOT CHORD 1-11x5795, 10-11=5795, 9-10=5795, 7-9=5795
WEBS 4-104588, 3-11=94, 5-9=94, 3-10=-1392.5-10=-1392
NOTES
1) 2 -ply truss to be connected together with 10d Corrrmon(.148'x3") Nalls as follows: Top chords connected with 2 row(s) at 0-9-0 on center. Bottom s
connected with 1 row(s) at 0-9.0 on center. Webs connected as follows: 2 X 4 - 1 row(s) at 0-9-0 on center.
2) This truss has been Checked for unbalanced loading conditions.
9) This truss has been designed for the wind loads generated by 7D rnph winds at 25 tt above ground levet, us
veusi dngtopchord
h rdded drR0p t
bottom chord dead Ioad, 100 mi from hurricane oceanllne. on an occupancy category I, condition enclosed a!!itop
ft .0i
i
are not exposed to wind.
exposure C ASCE 7-93 per UBC/ANSI95 tf end verticals or cantilevers exist, they ere exposed to wind, If porches exist, they
The lumber DOL increase is 1.33, and the plate grip increase Is 1.33
4) All plates are M20 plates unless otherwise indicated.
5) This truss has been designed for a 10,0 psf bottom chord live bad nonconcurrenl With any other five bads per
Table No. 18-B, UBC -94.
6) Bearing at)oint(s) 1.7 considers parailet to grain value using ANSI/TPI 1-1995 angle to grain formula. Building
designer should verify capacity of bearing surface.
7) Provide mechenloal connection (by others) of truss to bearing plate capable of withstanding 73 lb uplift et Joint 1
and 127 lb uplift at )olnt 7.
8) This truss has been designed with ANSITTPI 1-1995 criteria.
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.15. Plate Increase=1.15
Uniform Loads (pif)
Vert: 1-z7=-127.6.2-3=-127.6.3.4=-127.8, 4-5s-127.6, 5-B=-127.6.6-7=-127.6. 7-8s-110.0. 1-11=-20.0,
10-11=-20.0.9-10= 20.0, 7-9=-20.0
PLATES GRIP
M20 1851144
Weight 170 Ib
BRACING
TOP CHORD Sheathed or 5-2-3 on center pur$n spacing,
BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing.
tri 'd 9S: 01 100Z 01 FPW
8ZL9S8L108: XPA SSf1211 lS3f JWl3
p russ russ ype
50810' , 02 SCISSORS
iflaCIVE - rem russ Gndon), union. 0 f 1S41.142
—Fiats unse
LOADING
TCLL (psf)•f)
TCDL 10.0
BOLL 0.0
BCDL 10.0
r�- 3-3-4
3.3-4
1=frninEEYI
2 1
8.00 rs2-
9.6-8
6-3-4
4x6
S e
15-9-12
6-3-4
e'''' r
e n,us yes, nc.
3x6
4
ale, r
19-1.0 20-7-0
344 1-6-0
Y
11
2x41'
3-3.4
r
3-3-4
f- 1 -.
9-6-8
15-9-12
4x8,*
SPACING 2-0-0
Plates Increase 1.15
Lumber Increatra 1.15
Rep Stein Incr YES
Code UBC/ANSI95
6-3-4
6-3-4
19-1-D
3-3-4
7
2x411
TCI 0.85
BC 0.66
WB 0.29
DEFL (in) (Ioc) ;
Vert(LL) -0.19 g999
Vert(TL) -0.28 9 >799
HorzL) 0.34 7 n/a
1st LOLLMin l/detf=360
Tremain page r
PLATES GRIP
M20 185/144
Weight! 90 Ib
LUMBER BRACING
TOP CHORD 2 X 4 DF 2100F 1,8E TOP CHORD Sheathed or 3-0-9 on center puriin spacing, except end
1T CHORD 2 X 4 SPF 1850E 1.5E verticals.
:BS 2 X 4 DF Std'Excepr SOT CHORD Rigid ceiling directly applied or 6-0-0 on tenter bracing.
W52X4HFSS, W22X4HFSS, W82X4HFSS
REACTIONS (Iblsi Horz11 11=12
2(0-5 8aaae 3) 7=141110-5-8
MaxMax Up11ft11=-64(load case 5), 7=-118(load case 5)
FORCES (Ib) - First Load Case Only
TOP CHORD 1-2=-2763, 2.3=-2839, 3.4=-2839, 4-5=-2763, 5-6=53, 1-11=-1190, 5-7=-1380
BOT CHORD 10-11e-0, 9-10=2570, 8.9=2570, 7-8=0
WEBS 3-9=2460, 2-10=-541, 4-8=-541, 2.9"-66.4-9=66, 1-10=2356, 558=2356
NOTES
1) This truss has been checked for unbalanced loading conditions.
2) This truss hes been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5,0 psf
bottom Chord dead load, 100 mi from hurricane oceanline, on en occupancy category I, condition [enclosed building, of dimensions 45 ft by 24 ft with
exposure G ASCE 7-93 per UBC/ANSI95 If end Verticals or cantilevers exist, they are exposed to wind. if porches exist. they are not exposed to wind.
The lumber DOL increase is 1.33, and the plate grip increase is 1.33
3) AN plates are M20 plates unless otherwise ,ndtkated.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -94.
5) Bearing at joint(s) 11, 7 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building
designer should verify capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 Ib uplift at Joint 11
and 118 Ib uplift at joint 7.
7) This truss has been designed with ANSIITPI 1-1995 criteria,
LOAD CASE(S) Standard
Si "d 9S: OT t00Z OT FieW 8ZL9S8L108:xe3
Ssn i 1S3n DW8
1Job ' truss ITUS type
60810 , H1G ROOF TRUSS
QPM • - remrues fid2
v
e s ' ,Y
LOADING (est)
TCLL 45.0
BCLLL '0.0
BCDL 10.0
P`Y
2 2
S 0
VALLEY-BASAL-J.-
•
ALLEY-3ASALi
• 1
e n us 'es, nc.
1 5-8-8 9-6-0 13-0-0 15-10.41 19-1-0 t
5-8-8 3-9-8 3.6-0 2-10-4 3-2-12
4x4 =
8.00 x12
5x6
1
4x10.s
4x10*
3x6
10
6x8=
6
12
2x4 11
5-8-8
5-8-6
WM" vatfr-Mil 111 WPM,' 10190-5
11
4x8
6.00 FIT
9
6x10-
8
4x4
CO) M2OH 11
2x411 4x4*
9-6-0 1 13-0-0 15-10-41 10-1-0
3.9-8 3-6-0 2-10-4 3-2-12
SPACING 2-0-0
Plates Increase 1.15
Lumber increase 1.15
Rep StresS Incr NO
Code UBC/ANSI95
CS)
TC 0.54
BC 0.80
W8 0.81
(Matrix)
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E
-`)T CHORD 2 X 6 DF No.2
_BS 2 X4 DF Std 'Except-
W52X4HFSS, W72X8DFNo.2,W12X4OFStud
SLIDER Right 2 X 6 DF No.2 3-8-6
REACTIONS (tbls;ze) 7=245310-5-6,12=17820-5-8
MNax Horz122-331(load case 3)
Mex Upirft7=-B2(load case 5), 12=.130(load case 5)
FORCES (lb) - First Load Case Only
TOP CHORD 1-22.1632, 2.32-1526, 3-42-5552, 4-52-8214, 5.62-6494, 6-7=-8749,1-122-1762
BOT CHORD 11.12275, 10-1125003, 9.1027812, 8-925488, 7.825381
WEBS 1-1121362, 2-1121019, 3-112.4920, 3-105548.4-10=-2296, 4-921093, 5-9=1938, 5-82-188
T,ei V
._J
ay x316.20: OD1
2—Piga 1
DEFL (in) (loc)
Vort(L.L) -0.19 9-10 >999
Vert(TL) -0.28 9-10 >805
HorzTL} 0.31 7 ilia
1st LC LL Min Well = 360
PLATES GRP
M20 1951144
M2OH 148/108
Weight: 255 Ib
BRACING
TOP CHORD Sheathed or 4-9-0 on center purlin spacing, except end
verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 on canter bracing.
NOTES
1) 2 -ply truss to be connected together with 10d Common(,148"x3") Nails as follows: Top chords connected with 1 row(s) et 0-9-0 on center. Bottom chords
connected with 2 row(s) at 00 on venter. Webs connected as follows: 2 X 4 -1 row(s) at 0-9-0 on center, 2 X 8 - 2 row(s) at 0-9-0 on center.
2)Thls truss has been checked for unbalanced loading conditions.
3This truss has bean designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 5.0 psi top chord dead load and 5,0 psf
bottom chord dead Mad. 100 ml from hurricane oeeanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft wish
exposure C ASCE 7-93 per UBC/ANSI95 11 end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind.
The lumber DOL increase is 1.33, and the plate grip increase is 1.33
4) Except as shown below, special connection(s) required to support concentrated load(s). Design of connection(e)
Is delegated to the building designer.
5) All plates are M20 plates unless otharwlse indicated.
6) Thie ruse has been designed for a 10-0 psf bottom chord live load nonooncurrent with any other live Toads per
Table No. 16-5, UBC -94.
7) Bearing et Int(s) 7, 12 considers parallel to grain value using ANSI/TPI 1-1985 angle to grain formula. Building
designer should verify capacity of bearing surface.
8) andProvide b chha alolcot 12ct� (by others) of truss to bearing plate capable of withstanding 82 Ib uplift at joint 7
9) This truss has been designed with ANSVTPI 1-1995 criteria.
LOAD CASE(S) Standard
1) Regular. Lumber Increase=1.15, Plata increaser -1.15
Uniform Loads (pit)
Ve4t: 1-22-110.0, 2.3E-110.0, 3-42-110.0, 4-52-110.0, 5.82.110.0, 6-7=-110.0,11-122-20.0, 10-112-20.0
9-1132-20,0. 8-92-20.0, 7-8=-20.0
Concentrated Loads (Ib)
Vert: 9=-1800
9I'd 9S:OT TOOZ OT ReW 8Z19S82108:xpd
ssndi ism NB
o ruse russ ype
80816
H2
ROOF TRUSS
C" - em russ (Lincon), Landon. 01- 84042
5-8-8
9-6-0
VACCLYSASAL 1
9 Mi t ek industries. Inc. Wed May 09-16:20 1' -20-01 'Page 1
13-1-0
5-8-8
8.00 ITE
4x4
3-9-8 3-7-0
"r$$ 9-6-01 13-1-d 1
5.6.8 3-9-8 3-7-0
LOADING (psi)
TCLL 45.0
TCDL 10.0
BOLL 0.0
BCbL 10.0
SPACING 2-0-0
Plates increase 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code UBC/ANSI95
CCI 0.$2
BC 0.20
WB 040
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD 2 X 4 DF 2100F 1.8E °Except`
B2 2 X 4 SPF 1650F 1.5E
.BS 2X4DFStd
REACTIONS (Ib/size) 8=83110-5-8.5=831/0.5-8
Max Horz8=273(lo8d case 4)
Max Upllft8=-69(bad case 5), 5=.34(load case 4)
FORCES (Ib) - First Load Cate Only
TOP CHORD 1-2a-455, 2-3=-455, 3.4=-1015, 1-8=-776, 4-5=-797
BOT CHORD 7-8=-0.6-7=944, 5-6=0
WEBS 2-7z-9, 3-7=-710, 3-81449. 1-7=437, 4-6=845
NOTES
1) Th1s truss hes been checked for unbalanced loading conditions.
2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 5.0 pat top chord dead load and 5.0 psf
bottom chord dead load, 100 mi from hurricane oceanlmwith
e, on an ppoupancy category 1, condition V enclosed building, of dimeonrsiol eked ft wind.
exposure C ASCE 7-93 per UBCIANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they
are The lumber DOL increase is 1.33, and the plate grip increase is 1.33
3 Afl plates are M20 plates unless otherwise indicated.
4 This truss has been deslglgned for a 10.0 psi bottom chord live bad nonconcurrent with any other live loads per Table No. 16-6, UBC -94.
5 Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing
surface.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 69 Ib uplift at joint 8
and 34 Ib uplift at joint 5.
7) This truss has been designed with ANSI/TPI 1-1995 criteria.
LOAD CASE(S) Standard
DEFL (in) (loo) I/defl
VertLL) -0.03 7-8 >999
Vert(TL) -0.06 7.6 >999
Horz(TL) 0.04 5 n/a
1s1LCLLMin i/defl=360
PLATES GRIP
M20 197/144
Weight: 80 Ib
BRACING
TOP CHORD
BOT CHORD
1
Sheathed or 6-0-0 on center purlln spacing, except end
verticals.
Rigid ceiling directly applied or 6-0-0 on center bracing.
T'd ZS:OT TOOZ OT fipW 8Z2.9S8ZT08:xE�
ssn�i 1s3m JWa
fuss
H3
Truss type
ROOFTRUSS
WE T=Orem i runs (LTcronj Lindon, ut 84042
safe Offsets ((,Y ):
Wigtallat:- 'CD
8.007
5.8-8
5-8.8
4x4=
9.8-0
3-9-8
(,$y Fly V LAY kiASAL 1
7 1
4.t-32 s Feb fg fs:99MDITek Industries, Inc. Wed May (9')2T3 JI P e 1
14-1-4
4-7-4
19-0-0 0 -o -Q
4-10-12 1-6-0
5-8-8
5-8-8
9-6-0 1
3-9-8
19-0-0
LOADING (psf)
TCLL 45.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
LUMBER
TOP CHORD 2 X 4 SPF 1850F 1.5E
3T CHORD 2 X 4 DF 2100F 1.8E
iEt1S 2 X 4 DF W5 2 X4 H(d p�
F SS
REACTIONS (Ib/size) 111216!0.5-8, 8=1408/0-5.8
Max Horz11=-390(Ioad case 3)
Max Uplift! 1=-105(Ioad case 5), 8=-77(load case 5)
FORCES (lb) - First Load Case Only
TOP CHORD 1-2=-S28, 2-3=-828.3-4=-2781. 4-5a-2761, 6-7=53.1-11»-1100.8-8=-431
BOT CHORD 10-11=-0, 9-10=2568, 8.9=2621
WEBS 2.104404, 3-10=-2464, 3-9=2444, 5.9=-48, 1-10=794, 5.8=-3117
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code UBC/ANSI95
TCCI 0.79
BC 0.66
WB 0.87
9-6-0
DP.FL (in) (loci I/dafl
Vert(LL) -0.42 8-9 >535
Vert(TL) -0.86 8-9
Horz(TL) 0.34 8 n!a
1st LCLLMin Niel •960
PLATES GRIP
M20 185/144
Weight: 108 Ib
BRACING
TOP CHORD Sheathed or 3-4-14 on center purlin spacing, except end
verticals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 on center brining.
WEBS 1 Row at r'nidpt 3.10.1.11.5-$
NOTES
1) This truss has been checked for unbalanced loading conditions_
2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf
bottom chord dead Ioad, 100 ml from hurricane oceanline, on en ocxxupancy category 1. condition I enclosed building, of dimensions 45 ft by 24 ft with
exposure C ASCE 7-93 per UBGIANSI9511 end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind.
The lumber DOL increase is 1,33, and the plate grip increase is 1.33
3)NI plates are M20 plates unless otherwise indicated.
4This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -94.
5) Bearing et joints) 11, 8 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building
designer should verify capacity of bearing surface.
6) Provide mechanical conneetlon (by others) of truss to bearing plate capable of withstanding 105 Ib uplift at joint
11 and 77 lb up[dt at joint 6.
7) This truss has been designed with ANSI/TPI 1-1995 criteria.
LOAD CASE(S) Standard
81'd /S:OT TOOZ OT fPW 8ZZ9S8/108:xed
SSW 1911 JIBS
[Ell-oTi'"'"— Trype Y Y
0$10 • H3A ROOF TRUSS 7 1
.• F- rem russ in on , non, 4.0-32 s Fe
8.0072"
T
BASALT -
e n
5.8-8 9-6-0 14-1-4 19-0-0
5-6-8 3-9-8 4-7-4 4.10-12
4x4=
3x6
US
s,
10
2x4 11
9
3x81--
6.00
5-8-8 9-8-0
19-0-0
7
5x8.
5-8-8 3-9-8
9-6-0
e tT7-,edges
LOADING (psf)
TCLL 45.0
TCGL 10.0
BCLL 0.0
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Ina VES
Code UBC/ANSI95
TCt 0.79
BC 0.66
WB 0.87
nc
+'! 1
DEFL (in) (ioc) Vdefi
Vert(LL) -0.42 7-0 >535
Vert(TL) -0.88 7-8 >261
Horz(TL) 0.34 7 nla
1st LC LL Mln tidefl = 360
:14.2001 Papel-
PLATES GRIP
M20 185/144
Weight: 106 Ib
LUMBER BRACING
*OP CHORD 2 X 4 SPF 1650F 1,5E TOP CHORD Sheathed or 3-4-14 on center purlin spacing, except and
)T CHORD 2 X 4 DF 2100F 1.8E verticals.
.EBS 2 X 4 DF Std `Except* BOT CHORD Rigid calling directly applied or 6-0-0 on center bracing.
W52 X4 HF SS WEBS 1 Row at mid pt 3-9, 1-10.5-7
REACTIONS ((ib/size) i0=1216/0-5-8.7=1218/08
Max Horzi0=-33 load case 3)
Max Upfifil0=-102(bad case 5), 7-20(load case 5)
FORCES (Ib)- First Load CBEs Only
TOP CHORD 1-2=-828, 2-3=-828, 3-4=-2761, 4-5:-'-2761, 5-6=-0, 1-10=-1160, 6-7=-241
BOT CHORD 9-10=-0, 8-9=2568, 7.8=2621
WEBS 2-9=404, 3-92-2454, 3-8=2444.5.8 —40, 1-92794, 5-7=-3117
NOTES
1) This truss has been checked for unbalanced loading condttion5.
2) This truss h85 been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf
bottom chord dead bad, 100 mi from hurricane (mantlne, on an occupancy category I, condition l enclosed building, of dimensions 45 ft by 24 ft with
exposure C ASCE 7-93 per UBC/ANSI95 If end verticals or cantilevers exist, they ere exposed to wind. If porches exist, they are not exposed to Wind.
The lumber DOL Increase is 1.33, and the plate grip increase is 1.33
3) All plates are M20 plates unless otherwise Indicated.
4) Th1a truss has been designed for a 10.0 psf bottom chord live bad nonconourrent with any other live Toads per Table No. 16-13, UBC -94.
5) Bearing at]otnt(s)10, 7 considers parallel to grain value using ANSUTPI 1-1995 angle to grain formula. Building
designer should verify capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 Ib uplift at joint
10 and 20 lb uplift et joint 7.
7) This truss has been designed with ANS11TP1 1-1995 criteria.
LOAD CASE(S) Standard
6i'd !S:OT TOOZ OT hPN
86Z9S8,T08: XE3 SSfa1 1S3[' 0W8
•
X06 1 russ
110 HI=LAT
rem russ en on , rn on,
2x4 I!
Truss I ype
ROOF TRUSS
N
i
M
2-10-10
City
1
F'ly
1
VALLEY0ASA1-1—
s
I e n'us les, nC.
5-9-4
2-1 0-10
3x12
2-10-10
1
2x4!1
3
4x4
2-10-10
5-9-4
4x4=
2-10-10
2-10-10
-16.20711211 rl'ap6-1-
v
LOADING (psf)
TCLL 45.0
TCDL 10.0
BCLL 0.0
13001- 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Inc' NO
Code USC/ANS195
CSI
TC 0.17
BC 0.62
WB 0.32
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD 2 X 6 OF No.2
WEBS 2 X 4 DF Std Swept'
W32X8DFNO.2
REACTIONS (Ib/size) 6=161010.3.8, 4=161010-3-8
Max Horz6=-81(Toad case 3)
Max Uplift6=-115(Ioad case 3), 4=-122(Ioad case 4)
FORCES (lb) - First Load Case Only
TOP CHORD 1-6=-151, 1-2=0, 2-3=0, 3-4=-151
BOT CHORD 5-6=1522.4.5=1522
WEBS 2-6=-1797, 2.5=1008, 2-4=-1797
DEFL (in) (loc) 1/deft
Ven(LL) -0.02 5 >999
Vert(TL) -0.03 5 >899
Horz TL) 0.01 4 n/a
1st LC Lt. Min I/defl = 360
PLATES GRIP
M20 197!144
Weight 33 Ib
BRACING
TOP CHORD Sheathed.
BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing.
NOTES
1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level. using 5.0 psf top chord dead toad and 5.0 psf
bottom chord dead load. 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, ooftdii dimensions tax by
to wind.
ft with
expoeure C ASCE 7-93 per UBCIANSI95 If end verticals or cantilevers exist, theyarea ed to wind. 11 par Y P
The (umber DOL increase Ila 1.33, and the plate grip increase is 1.33
2) Except as shown below, special connection(s) required to Support concentrated load(s). Design of connection(s) Is delegated to the building designer.
3) Provide adequate drainage to prevent water ponding
4) All plates are M20 plate unless otherwise Indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrenl with any other live loads par Table No. 16-B, UBC -D4-
6 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 115 Ib uplift at joint 6 end 122 Ib uplift at joint 4.
7) This truss has been designed with ANSI/TPI 1-1995 criteria.
LOAD CASE(5) Standard
1) Regular: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads plf)
Vert: 1- =-110.0, 2-3=-110.0, 5-6--368.0, 4-5=-368.0
Concentrated Loads (Ib)
Vert: 2=-600
OZ 'd 8S:0I 1002 OT 62W
8Z.9S8zT08:xPJ SS(&I. 1S3T OW8
••Niimit
1
1111111611r
1
131
-1
5
3x61! 11
4x4
2-10-10
5-9-4
4x4=
2-10-10
2-10-10
-16.20711211 rl'ap6-1-
v
LOADING (psf)
TCLL 45.0
TCDL 10.0
BCLL 0.0
13001- 10.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Inc' NO
Code USC/ANS195
CSI
TC 0.17
BC 0.62
WB 0.32
LUMBER
TOP CHORD 2 X 4 SPF 1650F 1.5E
BOT CHORD 2 X 6 OF No.2
WEBS 2 X 4 DF Std Swept'
W32X8DFNO.2
REACTIONS (Ib/size) 6=161010.3.8, 4=161010-3-8
Max Horz6=-81(Toad case 3)
Max Uplift6=-115(Ioad case 3), 4=-122(Ioad case 4)
FORCES (lb) - First Load Case Only
TOP CHORD 1-6=-151, 1-2=0, 2-3=0, 3-4=-151
BOT CHORD 5-6=1522.4.5=1522
WEBS 2-6=-1797, 2.5=1008, 2-4=-1797
DEFL (in) (loc) 1/deft
Ven(LL) -0.02 5 >999
Vert(TL) -0.03 5 >899
Horz TL) 0.01 4 n/a
1st LC Lt. Min I/defl = 360
PLATES GRIP
M20 197!144
Weight 33 Ib
BRACING
TOP CHORD Sheathed.
BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing.
NOTES
1) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level. using 5.0 psf top chord dead toad and 5.0 psf
bottom chord dead load. 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, ooftdii dimensions tax by
to wind.
ft with
expoeure C ASCE 7-93 per UBCIANSI95 If end verticals or cantilevers exist, theyarea ed to wind. 11 par Y P
The (umber DOL increase Ila 1.33, and the plate grip increase is 1.33
2) Except as shown below, special connection(s) required to Support concentrated load(s). Design of connection(s) Is delegated to the building designer.
3) Provide adequate drainage to prevent water ponding
4) All plates are M20 plate unless otherwise Indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrenl with any other live loads par Table No. 16-B, UBC -D4-
6 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 115 Ib uplift at joint 6 end 122 Ib uplift at joint 4.
7) This truss has been designed with ANSI/TPI 1-1995 criteria.
LOAD CASE(5) Standard
1) Regular: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads plf)
Vert: 1- =-110.0, 2-3=-110.0, 5-6--368.0, 4-5=-368.0
Concentrated Loads (Ib)
Vert: 2=-600
OZ 'd 8S:0I 1002 OT 62W
8Z.9S8zT08:xPJ SS(&I. 1S3T OW8
INSPECTION WILL NOT BE MADE UNLESS
THIS GIRD IS POSTED ON THE JOB
24 HOURS NOTICE REQUIRED FOR INSPECTIONS
li!UILDING PERMIT
GARFIELD COUNTY, COLORADO
I
Date Issued
Zoned Area Permit N� Sfrat
AG REEMENT
In consideration of the issuai' a of this permit, the applicant hereby agrees to comply with all
laws and regulations related to the zoning, location; construction and erection of the proposed
structure for which this permit is granted, and further agrees that if the above said regulations
are not fully complied with in the zoning, location, erection and construction of the above
described structure, the permit may then be revoked by notice from the County Building
Inspector and IMMEDIATELY BECOME NULL AND VOID.
Use f:1)04eRiss. tc,94440k
Address or Legal Desc iption
Setbacks Front Side Side Rear
This Card Must Be Posted So It is Plainly Visible From The Street Until Final Inspection.
INSPECTION RECORD
Footing 5,5. e„,/ A. s
Foundation 3- . 0 i A.'S C'14'4 6.'44. rt A 644
Underground Plumbing
I
Insulation -7.-(& O/
-
VW
Rough Pluming 7_ , ...d 4,0L
Drywall _ �� . - , _
Chimney & ent 7.6 ,( sit
Electric Final (by State Inspector) (t to 47/ P
Gas Piping I 7 _6 _ p ( 1
Final (p.. l i, -o I ...,y
ii
Electric Rough (By State Inspector) 7 I
Septic Final j A,
Framing 17-,.0/ .A. y
(To include Roof in place and Windows
and Doors installed).
Notes:
ALL LISTEQ ITEMS MUST BE INSPECTED AND APPROVED BEFORE COVERING -
WHETHER INTERIOR OR EXTERIOR, UNDERGROUND OR ABOVE GROUND.
THIS PERMIT IS NQT TRANSFERABLE
Phone 384-5003 1U9 8th Street County Courthouse Glenwood Springs, Colorado.
DO NOT DESTROY THIS CARD
APPROVED
bat 01 By
IF PLA ED OUTSID 4 - CO ER WITH CLEAR PLASTIC