HomeMy WebLinkAbout3391 Yukon Court00 l 7 0302
3311 `fUKon C+ INSPECTION RECORD
INSPECTION ONLINE FORM: http://www.ci.wheatridge.co.us/inspection
INSPECTION REQUEST LINE: (303),234-5933
Inspections will not be performed unless this card is p4si
"Request an inspection before 11:59 p.m. (midnight) to receive an inspection the
Occupancy/Type
site.
Inspector Must Sign ALL Spaces pertinent to this project
Foundation Inspections Date Inspector
Initials
Comments
Pier
Wall Sheathing
Concrete Encased Ground (CEG)
Fire Inspection / Fire Protection Dist.
Foundation / P.E. Letter
Mid -Roof
Do Not Pour Concrete Prior To Approval Of The Above Inspections
Underground/Slab Inspections I Date Inspector Comments
Initials
Electrical
Sewer Service
Plumbing
Do Not Cover Underground or Below/in-Slab Work Prior To Annroval Of The Ahnvp Incnpctinnc
Rough Inspections
Date
Inspector
Initials
Comments
Wall Sheathing
Floodplain Inspection (if applicable)
Fire Inspection / Fire Protection Dist.
Final Electrical
Mid -Roof
Final Plumbing
Final Mechanical
Lath / Wall Tie
Roof
Final Window/Doors
Rough Electric
Final Building
NOTE. All items must be completed and approved by Planning, Public Works, Fire and Building before a Certificate
of Occupancy is issued. Approval of the Final Building inspection does not constitute authorization of occupancy.
Rough Plumbing/Gas Line
Rough Mechanical
Rough Framing
Rough Grading
Insulation
Drywall Screw/ Nail
Final Inspections Date Inspector
Initials
Comments
Landscaping & Parking / Planning Dept.
Inspections from these entities should be requested
one week in advance. For landscaping and parking
inspections call 303-235-2846. For ROW and drainage
inspections call 303-235-2861. For fire inspections
contact the Fire Protection District for your project.
ROW & Drainage / Public Works Dept.
Floodplain Inspection (if applicable)
Fire Inspection / Fire Protection Dist.
Final Electrical
Final Plumbing
Final Mechanical
Roof
Final Window/Doors
Final Building
NOTE. All items must be completed and approved by Planning, Public Works, Fire and Building before a Certificate
of Occupancy is issued. Approval of the Final Building inspection does not constitute authorization of occupancy.
For low voitage permits — Please be sure that rough inspections are completed from the Fire District and electrical low voltage
by the Building Division.
Occupancy Is Not Permitted Until A Certificate of Occupancy Is Issued
Protect This Card From The Weather
x
i CITY OF WHEAT RIDGE
_:�9�Building Inspection Division
(303) 234-5933 Inspection line
(303) 235-2855 Office • (303) 237-8929 Fax
INSPECTION NOTICE
Inspection Type: )Qo F
Job Address: d
Permit Number: 70
❑ No one available for inspection: Time U Ak4PM
Re -Inspection required: Yes CNo
When corrections have been made, call for re-inspection/at 303-234-5933
Date: 1 Inspector: �0A/C ctArwt -
DO NOT REMOVE THIS NOTICE
In
A i CITY OF WHEAT RIDGE
Building Inspection Division
(303) 234-5933 Inspection line
(303) 235-2855 Office • (303) 237-8929 Fax
INSPECTION NOTICE
Inspection Type: 0
Job Address: T U Kv�.
Permit Number: : ? vl 7v 3 U )Z
�J
❑ No one available for inspection: Time } AM/J�M
Re -Inspection required: Yes No)
When corrections have been made, call for re -inspection at 303 -234 -
Date: -:7/12,/17
03 -234 -
Date: 1217 Inspector: KK
DO NOT REMOVE THIS NOTICE
City of Wheat Ridge
Residential Roofing PERMIT - 201703092
PERMIT NO: 201703092 ISSUED: 07/01/2017
JOB ADDRESS: 3391 Yukon CT EXPIRES: 07/01/2018
JOB DESCRIPTION: Residential Re -roof to install Owens Corning Duration asphalt shingles with
23 sq.
*** CONTACTS ***
OWNER (303)324-5967 HOLLAND NICK
SUB (303)917-0628 Bob Schneider 160147 New Vision Roofing & Ext.
*** PARCEL INFO ***
ZONE CODE: UA / Unassigned USE: UA / Unassigned
SUBDIVISION CODE: 2406 / BEL AIRE,HILLCREST HEIGHTS, ME BLOCK/LOT#: /
*** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 15,008.71
FEES
Total Valuation 0.00 r-
Use Tax 315.18?,,
Permit Fee 299.40
** TOTAL ** 614.58
*** COMMENTS ***
*** CONDITIONS ***
Effective December 1, 2014, asphalt shingle installations require an approved midroof
inspection, conducted when 25-75 percent of the roof covering is installed, prior to final
approval. Installation of roof sheathing (new or overlay) requires an approved inspection
prior to installation of ANY roof coverings and is require on the entire roof when spaced
or board sheathing with ANY gap exceeding one half inch exists. Asphalt shingles are
required to be fastened to the roof deck with a minimum of 6 nails per shingle. Ice and
water shield is required. Eave and rake metal is required. A ladder extending 3 feet above
the roof eave and secured in place is required to be provided for all roof inspections.
Roof ventilation is required to comply with applicable codes and/or manufacturer
installation instructions, whichever is more stringent. In order to pass a final inspection
of elastomeric or similar type roof coverings, a letter of inspection and approval from the
manufacturer technical representative stating that "the application of the roof at (project
address) has been applied in accordance with the installation instruction for (roof
material brand name) roof covering" is required to be on site at the time of final
inspection.
City of Wheat Ridge
Residential Roofing PERMIT - 201703092
PERMIT NO: 201703092 ISSUED: 07/01/2017
JOB ADDRESS: 3391 Yukon CT EXPIRES: 07/01/2018
JOB DESCRIPTION: Residential Re—roof to install Owens Corning Duration asphalt shingles with
23 sq.
I, by m signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications
applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized
by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with
this permit. I further attest that I am leg�ally authorized to include all entities named within this document as parties to the work to be
performednd that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications.
Signatw-e ;f OWNER or CONTRACTOR (Circle one) Date
1. This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is
subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures.
2. This pen -nit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing, and
received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building
Official and may be subject to a fee equal to one-half of the original permit fee.
1. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard
requirements, fees and procedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of
the Chief Building Official and is not guaranteed.
4. No work of any manner shall be performed that shall results in a changeof the natural flow of water without prior and specific approval.
5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required
inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services
Division.
6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, anviolation of any provision of any
applicable code -or any ordinance or f
`regulation of this jurisdiction. Approval of work is subject to _yviolation
inspection.
.9
Signature of Chief Building Official Date
REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY.
Inspection time requests will be accepted by email only. Please email requests to insptimerequest@ci.wheatridge.co.us
between 7:30am and 8:00am, the morning of the inspection. Please put the address of the inspection in the subject line.
Dane Lovett � lr-2 0
From: no-reply@ci.wheatridge.co.us
Sent: Tuesday, June 20, 2017 11:46 PM
To: Permits CommDev
Subject: Online Form Submittal: Residential Roofing Permit Application
Residential Roofing Permit Application
This application is exclusively for new permits for residential roofs and for licensed
contractors only. This type of permit is ONLY being processed online --do not come
to City Hall to submit an application in person. Permits are processed and issued in
the order they are received. YOU WILL BE CONTACTED WHEN YOUR PERMIT
IS READY FOR PICK-UP AND WILL BE GIVEN A SPECIFIC DATE AND TIME
WINDOW TO COMPLETE THE TRANSACTION. You will be notified if your
contractor's license or insurance has expired, and you may update those
documents at the time you are issued your permit. Permits are currently being
processed within 5 business days, subject to change based on volume.
For all other requests:
Homeowners wishing to obtain a roofing permit must apply for the permit in person
at City Hall. Revisions to existing permits (for example, to add redecking) must be
completed in person at City Hall. All other non -roofing permits must be completed in
person at City Hall. The Building Division will be open from 7:30-10:30 a.m.,
Monday through Friday to process these types of requests.
THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN
REROOFING UNTIL PERMIT HAS BEEN ISSUED.
Is this application for a Yes
residential roof?
How many dwelling units Single Family Home
are on the property?
PROPERTY INFORMATION
Property Address
Property Owner Name
Property Owner Phone
Number
Property Owner Email
Address
3391 YUKON CT
NICK HOLLAND
303-324-5967
nick.hollandsemail@gmail.com
Do you have a signed Yes
contract to reroof this
property?
It will need to be
provided at the time of
permit pick-up.
CONTRACTOR INFORMATION
Contractor Name NEW VISION ROOFING & EXTERIORS
Contractor's License
160147
Number (for the City of
Wheat Ridge)
Contractor Phone
3039170628
Number
Contractor Email Address
newvisionroof@gmail.com
(permit pick-up
instructions will be sent
to this email)
Retype Contractor Email
newvisionroof@gmail.com
Address
DESCRIPTION OF WORK
Are you re -decking the
/
No /
roof?
✓✓✓
Description of Roofing
OWENS CORNING DURATION
Material
Select Type of Material:
Asphalt
If "Other" is selected
Field not completed.
above, describe here:
How many squares of the
23
material selected above?
Does any portion of the
No V/
property include a flat
roof?
If yes, how many squares
Field not completed.
on the flat roof?
2
TOTAL SQUARES of all 23 VZ
roofing material for this
project
Provide additional detail
here on the description of
work. (Is this for a house
or garage? What is the
roof pitch? Etc)
Project Value (contract
value or cost of ALL
materials and labor)
REROOF HOUSE AND ATTACHED GARAGE 8/12
15008.71
SIGNATURE OF UNDERSTANDING AND AGREEMENT
I assume full Yes
responsibility for
compliance with
applicable City of Wheat
Ridge codes and
ordinances for work
under any permit
issued based on this
application.
I understand that this Yes
application is NOT a
permit. I understand I will
be contacted by the City
to pay for and pick up the
permit for this property.
I understand that work Yes
may not begin on this
property until a permit
has been issued and
posted on the property.
I certify that I have been Yes
authorized by the legal
owner of the property to
submit this application
and to perform the work
described above.
Name of Applicant Robert Schneider
Email not displaying correctly? View it in your browser.
3
CUSTOMER AGREEMENT
Contingent upon Insurance approval
New Vision Roofing & Exteriors LLC
7380 W. Calahan Ave, Lakewood, CO 80232
303-917-0628 Bob@New-Vision-Roofina.com
ACCREDITED
BUSINESS
New- Vision -Roofing.com
I iCPncari R Incl irr-rl RRR Ar`rrarJifs rH
Property Owner
A r
Email
Date
Street Address
Estimator
Damage: yes
no Type:
City, ST ZIP
Insurance Company
no Type:
HOUSE GARAGE
PATIO SHED SHED2
STUCCO
Home Phone
Work Phone
Claim #
• Full
Partial Repair
"Offim
Full
Partial Repair
Damage: yes
no Type:
Damage:
yes
no Type:
HOUSE GARAGE
PATIO SHED SHED2
STUCCO
VINYL
WOOD OTHER:
Roof Type:
Style:
Color:
Drip Edge Color:
rcT1J=*
Full
Partial Repair
❑ Inspect Decking
❑ Inspect Flashings
5" —Res.
6" —Comm. Alum. Steel
.❑ Clean Up & Remove
Debris
Lf:
Color:
Payment Options
Work to be completed according to the above specifications in the amount of: $
(not to include insurance supplements, permit costs or any unforeseen construction costs)
0 Balance due upon completion 0 Cash sale
INSURANCE AG REEIVIENT. The homeowner authorizes New Vision Roofing & Exteriors to represent their best interest in pursuit of full
replacement costs for damages believed to be covered under homeowner's insurance and allows New Vision Roofing & Exteriors to deal directly with the
insurance company regarding this claim. This contract does not obligate the homeowner or New Vision Roofing & Exteriors until the claim is approved by
the insurance company, and accepted by New Vision Roofing & Exteriors. Upon approval of claim, New Vision Roofing & Exteriors will complete all
specified work at a price agreeable to the insurance company (RCV only) and New Vision Roofing & Exteriors, with no additional cost to the homeowner
except for the deductible. You have the right to rescind this contract and obtain a refund of any deposit within 72 hours after entering contract. If you plan
to use the proceeds of a property and casualty insurance policy to pay for roofing work, you may rescind this contract within 72 hours after you receive
written notice from the property and casualty insurer that your claim has been denied in whole or in part. Final agreed upon price will become the final
contract price, regardless of estimated contract price above. New Vision Roofing & Exteriors shall hold in trust any payment received from homeowner
until roofing materials delivered at site or a majority of roofing work has been performed.
I (We) agree, by signing below, to all contract conditions on both front and back, of this agreement.
Homeowner's Signature: Date of Acceptance:
Homeowner's Signature:
NVR Signature:
1. If the property owner plans to use the proceeds of a property and casualty insurance policy pursuant to part 1 of article 4 of
title 10, C.R.S., to pay for the roofing work, pursuant to section 6-2-105, the roofing contractor cannot pay, waive, rebate, or promise
to pay, waive, or rebate all or part of any insurance deductible applicable to the insurance claim for payment for work on the
covered residential property.
2. New Vision Roofing & Exteriors carries workers' compensation, automobile and commercial general liability insurance. A
copy of the Certificates of Insurance may be obtained by calling insurance carrier, Colorado Insurance Professionals at 303-755-8600.
3. All Contracts subject to approval by New Vision Roofing & Exteriors LLC management. Contract price is valid for ninety (90)
days.
4. New Vision Roofing & Exteriors reserves the right to perform specified work in accordance with generally accepted
construction guidelines, while adhering to local codes in effect at the time of contract.
5. Our standard payment terms are fifty percent (50%) upon delivery of materials, and the remaining fifty percent (50%) upon
completion of labor. All checks must be made payable to: New Vision Roofing & Exteriors.
6. All excess materials remain the property of New Vision Roofing & Exteriors.
7. Homeowner is responsible for Homeowner's Association approval of roofing products and colors.
8. Homeowner acknowledges New Vision Roofing & Exteriors as a general contactor; as such New Vision Roofing & Exteriors
will be entitled to ten percent (10%) overhead, and ten percent (10%) profit, (O&P) if approved by the insurance company, as part of
the claim.
9. An account is defined as past due when 30 days have elapsed from the date of completion of work. Past due accounts will
earn interest at a rate of one and one-half percent (1.5%) per month or eighteen percent (18%) annually. If New Vision Roofing &
Exteriors is required to turn the matter over to an attorney for collection, the homeowner also agrees to pay all costs incurred,
including attorney's fees.
10. Should default of payment occur on this contract, New Vision Roofing & Exteriors reserves the right to place a mechanic's
lien on the contract property.
11 New Vision Roofing & Exteriors shall not be held liable for failure of performance due to labor controversies, strike, fire,
Flail, weather, inability to obtain material from usual source, or any other circumstance beyond the control of the company.
12. Our standard workmanship warranty for roofing is five (5) years.
13. New Vision Roofing & Exteriors is not responsible for any leaks or water damage below the roof line caused by excessive
wind, ice or hail during the period of the warranty.
14. You have the right to rescind this contract and obtain a refund of any deposit within 72 hours after entering contract. If you
plan to use the proceeds of a property and casualty insurance policy to pay for roofing work, you may rescind this contract within 72
hours after you receive written notice from the property and casualty insurer that your claim has been denied in whole or in part.
However, New Vision Roofing & Exteriors is entitled to retain payments or deposits to compensate New Vision Roofing & Exteriors
for roofing work actually performed in a workmanlike manner consistent with standard industry roofing practices. New Vision
Roofing & Exteriors cannot pay, waive, rebate, or promise to pay, waive or rebate all or part of any insurance deductible applicable
to the insurance claim for payment of roofing work on your property. If this contract is cancelled by the homeowner, after 72
hours of execution, the customer agrees to pay New Vision Roofing & Exteriors twenty percent (20%) of the contract price, set by
the insurance company, only if materials have been delivered or work has been performed, as liquidated damages. This payment is
not a penalty, but is fair and just compensation for services rendered to that point.
15. New Vision Roofing & Exteriors will not be held responsible for slight scratching or denting of gutters, droplets of oil in the
driveway, cracks in concrete, or damage to plants and trees. Furthermore, New Vision Roofing & Exteriors will not be held
responsible for exterior damages such as deteriorated trim pieces, crown molding, stucco, solar panels, evaporative coolers, existing
skylights, or interior damage such as falling dust and debris, cracked plaster, sheet rock or nail pops, as a result of normal re -roofing.
16. Replacement or repair of the deteriorated decking, fascia boards, swamp coolers, ventilators, chimneys, counter flashing, or
any other work completed for the homeowner not explicitly stated in this contract, are not included in quoted price and will be
charged as extra on a time and material basis.
City of Wheat Ridge Municipal Building 7500 W. 29" Ave.
January 23rd, 2017
Owner/Occupant
3391 Yukon Ct.
Wheat Ridge, CO 80033
Wheat Ridge, CO 80033-8001 P: 303.235.2855 F: 303.237.8929
RE: Previously permitted project plans available for retrieval — Permit 201501565 (New Single Family Home)
Owner/Occupant,
This letter is being sent to you because a project for which a permit was issued by the City of Wheat Ridge
Building Division and plans and/or other documents were required was recently completed and approved. In
accordance with the Building Division's document retention policy, the associated plans and/or other documents
are scheduled for disposal.
We are writing to offer you an opportunity to retrieve those approved plans and/or documents prior to their
disposal by the Building Division. The plans and/or documents are available for retrieval for a period of 20
working days (4 weeks) from the date of this letter and must be retrieved in person at the Building Division
offices. This letter must be presented at the time of retrieval of the plans and/or documents. Plans and/or
documents available for retrieval CANNOT be mailed and plans and/or documents will NOT be available for
retrieval after the expiration of the retrieval period, which is 60 days from the date of this letter.
You may retrieve plans and/or documents between the hours of 7:00 a.m. and 5:00 p.m., Monday through Friday,
at the Building Division offices located at 7500 W. 29'h Avenue in Wheat Ridge.
Cordially,
Melissa Mackey
Senior Pennit Technician
7500 W, 29th Avenue
3 -287
hon 3 03
Office Phone: 303- 5-287
Fax: 30�3-2 T 8929
City of
heat 1 jd
�ComwjmwDEVELO PMEN't
www.ci.wheatridge.co.us
"I, A (
city of
Wh6atf�jOge
OMMUNiTy DEVELOPMENT
City of Wheat Ridge Municipal Building 7500 W. 29'�'Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2840 F: 301235,2857
DATE: September 16, 2016
TO: Accounting Department
FROM: Meredith Reckert, Senior Planner
Reimbursement requested for funds in the amount of $6000.00 (Six thousand dollars) being held for
installation of landscaping for property located in the Yukon Grove Subdivision addressed as follows:.
3331 Yukon Court, - $1500.00
3225 Yukon Court - $1500.00
3371 Yukon Court - $1500.00
3391 Yukon Court - $1500.00
The landscape improvements have been completed to the City of Wheat Ridge's satisfaction.
MAKE PAYMENT TO:
SEND TO:
Yukon Grove LLC
C*nstructittin loraw Accou-xt
P.O. Box 102563
Denver, CO 80250
www.ei.wheatridge.coms
City of
c(,�Wh6ait ',R,,L�d
COMMUNiTy DEVELOPMENT ge
MVIFIIMMITM, W
An escrow agreement has been executed for landscaping for the property
located at 3391 Yukon Court. The escrow is in the amount of One
The above amount is to be held in escrow for:
E Landscaping and parking under Planning & Development: landscaping
MEN=
The escrow shall be held by the City as reimbursement to offset cost to City
for completion of site work.
Name Date
A �(
VCity of
:�'Wheatpj,i�d
COMMUNiTy DEvEtoPMENT
Landsca men
ReEscrow AgMe
This agreement made this 2nd day of June, 2016, by and between the City of Wheat
Ridge and Yukon Grove, LLC for escrow in the amount of One thousand five
hundred dollars and zero cents ($1,500.00) being held by the City of Wheat Ridge until
landscaping is competed at
3391 Yukon Court
In the event that landscaping is not installed by August 1, 2016, the City of Wheat Ridge
or its designee shall have the fight to enter upon said property to construct and/or install
such improvements or do other such work to accomplish that put -pose as may be
necessary, provided that the City of Wheat Ridge shall first give notice in writing to the
property owner of its intent to do so.
lythe City of Wheat Ridge exercises its right to pertbrin work of any nature, including
labor, materials and use of equipment either by force account or contract, the City shall
have the absolute right to withdraw the escrow funds to complete said improvements.
The only precondition to the City's right to withdraw the funds for this purpose shall be a
letter front the Community Development Director, stating that the improvements have not
been completed or provided and that the compliance date of August 1, 2016, has expired.
Approved and Agreed:
Business Address / Phone
X , m/ C X�1'1 -.
Date Title
Citv of'Wheat Ridow Colorado
9
By:
Title:
Date:— � --- z, - / (',
■
Outlook.com
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SI.ivail-tive.com/maiWiewOfficePreview.AMQM=l�-.
WILUAM FRIT Z Sign out
Fire P� / Edit in Word & Add to OneDrive
June 2, 2016
Yukon Grove, LLC
Mr. Bob Nettleton
P,O, Box 102563
Deaver, CO 90250
RE: 3391 Yukon Court, W, hear Ridge, CO - Yukon Grove Subdivision
Dear qtr. Nettleton;
Atyour request, this office perforvied an observation for the above listed residence. The purpose of th
was to confinu the conditions described belou-,
It is come to the attention of this office that a fire retardant material (FIRE POLY FP100) utanufactus
Safe, rvas applied to the first floor framing members in the basement area, The applied fire retardant
by this cffxce.fie intaller had relsorted that 2 layers of the product had beet applied and the used pro<
ivas available on site atthetimeofthe oirsmrata on. It was confirmed to be the FIRE POLY FPIOO as
Please contact our office if care may be of flarther assistance.
Sincerely,
principal
HELP IMPROVE OFFICE 100%
City of Cate:
e ..
C %tri UNi°Ty DEVELOPMENT planlpermit#
Building & inspection Services Division Z c
7500 W. 29#h Ave., Wheat Ridge, CO 80033 Plan Review
Office: 303-235-2855 * Fax: 303-237-3929 l
Inspection I ine 303-23 -5933
i Permit Application PAID
n
Property OwnerEmail:
Mailing Address: (if different than property address)
Address:
City, State, .dip. ,
it;on acts r: t,
Contractors l cen+fr kK C> C>1 lt,+na.
Contractor E-mailAddrase:
Sub Contractors.-
Electrical: t Plumbing: . . Mecham i4�:`
W,k City License # Wx k City License # W.R. City License #
CJ
Other City Licensed Sub: Other City Licensed Saab.
City License # Citi License
Complete, all information on BOTH skies of this farm
i i i ' t lIM • . i � � * � * � � y
� 1M i IAr • y. ! 11` y • � Iw IM y
amouni of r atertais to oe usact, etc.)
Sq. FULF Btu's Gallons
Amps Squares either
City of
I'll LAC WORKS
Location:
ATTENTION: BUILDING DIVISION
I have reviewed the submitted application documents to construct a
located at the above referenced address. Please note the comments checked below.
I Drainage:
a. Drainage Letter & flan required: Yes No
b. Site drainage/grading drainage/gradingplan have been reviewed and are: 0K , refer to
stipulations.
. Public Improvements required & to be completed with project:
a. street paving/patching: Yes o Completed
b. curb & gutter: °Yesd Completed
c. sidewalk: Yes No .�.... . Completed
, Other (specify). Yes o Completed
For items not constructed, the amount of funds taken in lieu of construction:
Does all existing roadway/alley R.O.W. meet the standards of the City; Yes No
If not, what is required
If R. >.W. is rewired, has the Gleed been received Yes No (see Note below)
NOTE: All deeds must be reviewed and approved prior to issuance of the Certificate of Occupancy,
. _ VE The Public Works Department Inas reviewed the submitted material and hereby approves
this Pe it Application, subject to the stated requirementsand/or attached. stipulations.
Signature t�
5, NIA T &PPROVED. The Public Works Department has reviewed the submitted material and does not
prove this Permit Application for the stated reason(s):
Signature.favid F. Brossman, P.LS, Dat
fi. Stipulations:
T A Drainage Certification Letter accompanied by As -wilt plans from theEngineer-of-Record shall be
required prior to the issuance of the Certificate of Occupancy.
S. NOTE:ANY NOTE:DAMAGE TO EXISTING PUBLIC IMPROV M AS A RESULT OF PROJECT
CONSTRUCTION SHALL BE REPAIRED PER ROW CONSTRUCTION PERMIT PRIOR TO THE
ISSUANCE OF THE CERTIFICATE O OCCUPANCY,
Rev 061201 3
City of
__��rWh6atRLdgc
tl 1,1C:' WORKS
City ofNVIteat Ridge Municipal Building 7500 W. 9"' Ave, Wheat Ridge, CO 0013-8001 F: 303135.286] F-1 303.235.2857
Date:
Location of Construction:
Purpose of Construction:
Single Family
Commercial
(Required of all projects for document processing)
ctmereia � uti- .l � Ievle� "ees; --,.
Review ofexisting orminimal al technical documents: ......... S200AO
Initial review' of technical civil engineering documents
(Fee includes reviews of the 1" d 2 d submittals):.. ...,..... ...... $600 tttl
Traffic Impact Study Review :Fee:
(Fee includes reviews of the Is' and 2 d submittals):.. ....... 0()lil
'Trip Generation Study Review Fee: ._...... .... 200.0((
0 & lei Manual Review & Sive Recording Fee. ...... $100 0
r Each Application will be reviewed by staff carne and returned for changes. If after review of the second submittal changes have
not been made to the civil documents or the Traffic Studs' as requested by staff, further reviews of tine Application wall be: s
to the following Resubmittal ubject
1�ees-
esubu "tt l Fees.°
3rd submittal (Y2 initial review fee): ......... ......... .�....... MOM
des submittal (full initial review fee)- ......... .......... $600A0
All subsequent submittals:,,, .... ......... ......... ....... 600mild
(Full initial review fee)
k
cif _` OI'
ity, of wheat Ridge Municipal Building 7500 W, 29th Ave. t Rid e,
CO 80033-8003 P: 301235,2861 r 303.23.7
DATED:
—Iq� ADDRESS:
Dear Contractor:
Ireconjunctionwith the apPrOval of the building it pli ton
address, r is to info o t l ist° for the frr�
foa of said ass loll restored, (ifpt�blio � pro�rre�ts to along
acceptable condition, � s determined �' � of t .d� an
in d b from 1'�s
r rtstrta do to
t the issuance of Certificate ofOccupancy. lioWorksDepartment
d prior
Prior to any construction commencing, the City's representative will
inspection to determine the existing condition of thepublic improvementst n onsite
t this address,
If you have any questions, please contact me at 303.235..2864,
Sincerely,
David F. Brossman, P.L.S.
Development Review Engineer
: File
� gas
Address:
.honing:
€ Sipe; � :I b sq. ft»
Lot Width; �
Prop in the flood plain'? �� �� If'ys, adds
condition FLD
TYPe ,
Of Project (applicable survey conditions in parenthesis):
Accessory Isp, JLC or site plan mane
Addition Ilk and site plan if Win ' of c or in floodpi ifin fl plain
1 tin
lie arrd site pt des � pl
if li a ' of s tlra lC )
ifin flood
Maximum Lot Coverage: 4 °r
. sq. ft.
Existing Improvements:
.House: sq, fi, rfl crs
ed l�Io Improv encs:
sq. Shed: eladdition. q. .
Detachft, Shed:
C�tlrer.� age. sq ft. Detached age: sq. fit
sq, fl,Other: sq: &
Total Existing sq. ft.g r'o
Lot Coverage q P'roposed+Existing --4,:Rs
Lot Coverage q' fl
Required Setbacks; FR S
Provided Setbacks; Flt_ S It
For additions or new construction, is the structure within 2 feet of minimum
setbacks?
..,w._�....�....�........
Yes, add surveying
axi Height: 1. �". ._. , �condition MD,
Maximum Sire:
Proposed height: 2-%41 ff. Proposed Size: sq. ff,
sq,
Parkland: If the permit is for new construction, have parkland dedication fees been paid?
If no, add condition PFEE, notify owner, and not iy building division.
Streetscape: Does the permit result in any of the following conditions`?
Construction of new roads 0 Patting of new lots
New development Q Additions that increase floor° area. by 0% or more
(proposed floor area_ existing floor (see formula)
existing floor area
inc.
If anybox is checked...
SF/DUPLEX—Is there existing 4Curb t2 gutter -foot sidewalk adjacent to the prep
If curb, gutter or sidewalk is missing, streetscape ns ction or fees -in -lieu will be
required.
MULTIFAMILY—Does the frontage meet current city standards?
If not, streets pe construction or fees -in -lieu will be required.
Fees -in -lieu ofdedication or construction are due at the time the it is issued,
Response:
P-1 There are not plans provided however in the past this has been allowed. Please be advised that
the fixtures shown indicate that per the demand a Y4 " tap and 1-1/4" supply with a 4" sewer should be
provided.
Provide proper pipe size and installation or stamped drawing with calculations at rough.
ivision Comments
MIN#
A Certificate of Occupancy or Temporary Certificate of Occupan6Y--7W(1-6ot be issued un"fil"all
requirements are satisfied.
a 1#1114111i :
IMF
M JIM- 10 1 UUTZ11
UM
City of Wheat Ridge, Colorado
Building- r' a
By Jim Johansen
aa- a a
MUMIZIMMMOMT1 t
2012 International Building Code
2012 International Mechanical Code
2012 International Plumbing Code
2012 International Fuel Gas Code
2012 International Fire Code
2014 National Electrical Code
2012 International Energy Conservation Code
ICC/ANSI All 7.1 Accessibility Standards
FIRIWT-- A♦ S I +
Accessibility requirements for the disabled will be reviewed in accordance with the proons of
Chapter 11 of the 2012 IBC and IRC and to the requirements of State Law CRS 9-5. Both
requirements are based on ICC/ANSI All 7.1-2003.
Pill I i
-114, M-1 mail, N "IARMIR It
of the accessibility Analysis.
WWNER: Yukon Grove Ilc
P.O. Box 102563
Denver, CO 80250
720-290-3140
Robert Neftlelon
Jeff Burnham
# 11 r -
Parker CO 80134
303-841-6892
Dossey-Sudik
Plaza Quebec
6025 S. Quebec St.Ste 375
Centennial, CO 80111
303-996-0208
SOILS ENGINEER: Colorado Geo fence & Design, LLC
P 0. Box 102563
Denver, CO 80250
303-688-2150
CONTRACTOR: Nicholas Custom Homes, Inc.
Bob.neftleton@ctmaii.com
303-598-4967
DESCRIPTION OF PROJECT
.............
V
I' C
AREA BY OCCUPANCY- 1066 main floor
1446 second floor
914 basement
472 Garage
216 covered porch
270 Patio
1-HITHIiJANUOTA&I 0 &*
Item # Prefixes:
S = Structural Comments
B = Building Code Comments
E = Electrical Code Comments
M = Mechanical Code Comments
P = Plumbing Code Comments
F = Fire Code Comments
General comments do not require a response unless applicable to this project while each specific comment
must be addressed in writing,
The following are typical comments, not meant to be all inclusive code requirements.
Floor plans
a) Doors and Windows
1. Provide a 1-3/8" solid door.. self-closing, self latching, between residence and garage. (8302.5.1
Z Provide permanent landing at exterior doors. (8311.3.1).
3. Doors shall not open directly between a sleeping room and a garage. (8302.5.1).
4. Shower doors shall have safety glazing; hinged shower doors shall open outward. (8308,4.5, P2708.1).
5. Provide and identify all required safety glazing. (8308).
6, Indicate emergency escape and rescue openings in basements and bedrooms. (R310.1).
7. Direction of door swing must be shown. (8311.3.2 ).
8, Provide size of each window and type of operation. (8303.1, 310.1.1-A).
9Window & opening flashing per 8703.8
M Glazing maximum U -factor 0.3 (TN1102.1.1)
11. Opaque doors separating conditioned and unconditioned space- maximum U -factor 0.35. (TN1102.1.1).
12. Skylight - maximum U -factor 0.55. Provide manufacture and IS number. (TN1102.1.1).
AMMMMOMEM
1Provide required natural light and ventilation for habitable rooms (R303).
2. Provide mechanical exhaust ventilation for bathrooms, water closet rooms, laundry room, and kitchen,
a• direct to outside. (R303.3 (M 1507.2).
I Provide attic ventilation per (R806. 1 ) unless insulation is applied on the under -side of roof sheathing.
(R8M5 #5).
1. Show handrail, notes and dimensions where required
Z Show guardrails where required.
1 , Provide a floor or landing at the top and bottom of each stairway. (R311.7.6).
2, Provide code complying stairways; address tread and riser dimensions per type of stairway. (R311 J),
I Provide stairway illumination per (R303.7.9)
4Stairway maximum 12'vertical rise between floor/landing
♦— •
......... ... # M
.................
#
1. Show ceiling heights for all rooms, spaces and hallways. (R305).Basement 6'8"
2. Provide minimum clearances from centerline of water closets to finished wall, cabinets, and other
plumbing fixtures. (R307.1, P2705.1).
I Gypsum Board applied to a ceiling shall be 1/2" when framing members are 16" o.c. or 5/8" when
framing members are 24" oc. or use labeled 1/2" sag -resistant gypsum ceiling board. (Table R702.3.5 (di
1 . Manufacture's installation instructions, as required by this code, shall be available on the job site at the
time of inspection (RI 06.1.2)
2. RANGES AND COOKTOPS.- Show note on plans,
-Provide a listed and approved range and/or cooktop unit installed in accordance with the listing and with
the manufacturer's installation instructions. VERIFY AND MAINTAIN REQUIRED HORIZONTAL AND
VERTICAL CLEARANCES ABOVE THE FINISHED COUNTERTOP SURFACE BEFORE ORDERING OR
INSTALLING CABINETS- 30" per M1901 1.
•
. . ........ . .. ... MIM
I , A complete braced/shear wall plan is required and must reference a braced /shear wall schedule at
each braced/shear wall location. (R602. 10).
2. Braced/Shear wall schedule to include anchor bolts, holdowns, studs and spacing, sheathing and
nailing. (T602.3(l)), (R40 6, 403.1.6.1).
3. Address 'alternate braced wall panels' per (R602.10.6).
4Coordinate post locations with holdowns on foundation plan. (R602.11.1).
5. Show and identify each required holdown on foundation plan. R403.1.6
6Provide Wood -Stud wall Engineering Analysis for bearing walls Over 10 Feet High (T R602.3 (5).
NNH� •�
I . Elevation drawings of building, typical front, back, left, right are required.
2. Provide building heights and dimensions.
3. Label all exterior surface building materials, (R703).
4. Provide manufacture, model number and ICBO/ICC/NER Report Number for stucco, roof materials, stone
veneer, (R703.7).
5Provide weather flashing/proofing and exterior wall penetrations/openings. Per R703. 1, 703.2, 703.8.
1. Provide minimum two building cross sections.
2. Cut cross-sections on foundation, floor and roof framing plans.
3. Foam plastics shall be separated from attics and crawl spaces. (R316.4),
4Show required fire blocking on each section. (R602.8).
5. Show height dimensions on each cross-section.
,V,. Label all rooms, spaces, and hallways on each section.
7. Provide and reference/key structural details for critical connections for cross-sections.
I . Provide a cross section detail and wall legend for each type of wall.
2. Callout exterior materials, including, stucco system, lath, building paper, foam, and sheathing where
required. (R703).
3. Specify on plans, interior wall materials. (R702).
4. Specify on plans, interior wall construction, coverings, and backings for tile and in wet locations.
(R702.1)
5. Provide weep screed and dimensions from soil and paved surfaces. (R703.6.2.1).
1. For single-family custom submittal, provide a soils report stamped by a licensed engineer.
2. Provide a complete fully dimensioned and detailed foundation plan.
3. Address foundation drainage per (R405, 1).
4. Address foundation damp proofing (R406. 1)
5. Show isolated footing dimensions, and reinforcing. (Table R403.1 amended),
6. Show note- Exterior and interior footings shall bear minimum 18 inches below undisturbed soil or enginee
certified compacted fill. (Table R 403.1).
7. Show required reinforcing steel for all footings and stem. (R 403.1.3. 1)
8. Reference a complete set of structural details, footing, stem, turndown, pad footing, post at stem..
9Clearly show, dimension and detail interior bearing footings and shear wall footings.
10. Clearly show each required post location on foundation plan, coordinate with shear wall and roof framing
plans.
11. Clearly show and label each required holdown on foundation plan. (R403. 1.6).
12. Show and detail building retaining walls and basement and foundation walls, including drainage. (R 405.1
13. Provide any/all slab elevations.
MMIMM
1 Provide the following structural engineering calculations:
a, Gravity loads analysis,
b. Lateral loads analysis.
C. Retaining wall calculations engineered over 4'
4. Provide special inspections per (IRC Ch, 17).
. &IMNIMMI INUUM
I . Show mechanical equipment and water heaters on 18 -inch platform if placed in garage or room with
direct access to garage. (Ml 307.3).
IN 6% Willi
IR"WrTg7VITAC5,1110 tit I IT
fuel -fired appliances are installed and in dwelling units that have attached garages. (R315).
11, Provide a LIFER ground encased in concrete footing. (E3608.1.2).
12For Electrical Services greater than 400 amps, PROVIDE ELECTRICAL LOAD CALCULATIONS.
13, Provide an ELECTRICAL SINGLE LINE DIAGRAM for Services 200 amps and larger, stamped by a
qualified engineer.
0
1111;l �!Iijll: 116-AIV&o Ill 11 IMMI
TIT p1ple lengins 7n* 777715 Trum Yo eaun orall7n 11ne ano 10 eacn appliance.
2. Show type of gas piping. (G2414).
3. Do not place gas piping under stab. (G2415.14).
4Provide approved detail for gas piping to kitchen island gas cook top. (G2415.14).
5Provide minimum R-3 insulation to hot water pipes. (N 1103.4).
6. Show all drainage/sewer piping materials. (Tables P3002.1, P30021)
7, Provide low flow plumbing fixtures. (P2903.2).
8, Provide roof drains and over-flow/scuppers. (R903-4).
9Storage-tank type water heaters shall be installed with a drain pan and drain line. (P2801.5),
M WH -pan drain -line shall terminate per (P2801.5.2).
1 All products listed by [CC/N.E.R, number(s) shall be installed per the report and manufacturer's written
instructions, Product substitution(s) for product(s) listed shall also have an ICC approved evaluation report(s) or be
approved.
2. Miscellaneous site structures, pools, spas, fences, site walls, retaining walls, and gas storage tanks may require
separate permits.
°M�I,IrIII �.. III I� ��I M IIS 1pn "N I.
6. Show ln Exterior
Y• orIIN iIDI�, # ., #Y ra !s
I I�
interior footings shall beat
minimum ill inches below io. Identify stair mechanical
undisturbed soil or engineers attachment at top and
1 certified compacted fill. (Table bottom,
FLOOR ROOF
7. Show Me porequired reinforcing n �I�MNK steel °r . �footings��� ; stem.
s... :
iVI�I�i rT j
' * members r': f
a. Reference a complete set F Ma��'
accommodate a.......
y Boo
structuraldetails,footing, fireplace
14
turndown,stem,
I�lI a footing,*4combustibles. (Table
.. '. '� . �. a ♦r.`
�I 4 ,IQ[P Y nI`�IW,itrll III I�u IIS �I
9. Clearly show, dimension
and detil # bearingfootj or wall
iAY
�� II0 I I Inplr i II 0 lil a UI II ` # t +:.
: w' ' F # I .
'.
structural engineeringa. Gr� loads analysis.
b. Lateral loads anal-� s,
pi My M iuu"Y1 1 iM a Mu Retaining wall
calculations engineered
Provide a c6i, le (IRC Ch. 47
detailed r #and/orroof.a r
4
framing plan, (Rirrli).
2.
r
Clearly1 identify framing
members, including
equipment and water
posts/columns, headers,
beams, joists, iimt trusses.
r f • y r
i .II#Niyi epi In nIM MMl ��r�um;�ia iMM �p y+�I
III I ,
+
* 6iIiIC# r r
• r # i' # #'.,..
' lllr IC Prov id `�V ��}�#I M 1'�r1iI
II�11,i
a » r fan vented
yr direct '
connections, in # « N WMV III Mn I Inl IpM ,r r
rwr OIs design' I V n On dri� In W IM Mn %
awing are
required, no later than by AFUE (Annual Fuel
rough frame int .. F..#+. Utilization Efficiency) for
weatherized gas heating
' + A I� I II G SII MIIM '4ull height Y equipment, Non -
blocking
b I I JCI ui l l -
u� !� .r� # equipment
line forjoists, rafters and minimum So%
,!a#, ,.
f 5.2
��, iI InM � M I , uigRo� 1 � Y17I IIl Mii �u �u
Provide � m Np�r unl II 3
OPTIONAL .' O I.•
GER THAN HEAT
Whostri_..ADDRESS:
uossleyjSudik
Yukon Grove Subdivisit:
3391 YukCt.
Wheat Ridge, C
Prepared or
*
m4»: <»v+w »f+<« y¥»d««!<*
fl!j *+«¥y.?y w-
OBJECTIVE: Custom Residence, Full Framing and Foundation Design
SPECIAL CONDITIONS: None
OWNERU STS Structural Steel Basement
Floor (Advanced Floor Concepts)
DESIGN LOADS:
DEAD LOADS (Weight of Structure and all things permanently attached):
Roof
15 psf
Floors:
15 psf
LIVE LOADS:
Roof (Snow):
30 psf
Ground (Snow):
43 psf
Floors.
40 psf
Decks:
40 psf
Balconies.
60 psf
Wind Speed:
105 mpb 3 sec -gust), Exposure C"
Seismic Design Category:
ENGINEERED ROOF TRUSSES TO BE
DESIGNED BY TRUSS
MANUFACTURER
Truss Manufacturer to be determined
FOUNDATION '*
The foundation
by -
Colorado Geoscience & Design Inc.
Dated- July 13, 2015 Project # '"
APPLICABLE C S:
2012 International Residential Code
AISC Manual of Steel Construction D 9"'Edition
ACI Building Code Requirements for Reinforced Concrete ACI -315-05
American food Council National Design Specifications for wood construction
2005 Edition
Masonry Standards Joint Committee Code, Specifications and Commentaries
ACI 530-05, ASCE 5-05, TICS 402-05
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E n,,neer
,Dave W. Dossey Pr pd ID.,
Prcqect Descr. Custm Hom
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1.09
1.00
1.00
1.00
1.00
040
0.00
0.00
0.00
LwVth a 3.0 4 1 U43
0.117
1.50 1,200
1.00
1.00
1.00
1.00
1,00
0.51
233.30
1632.00
0.41
28.12
240:00
+D+0J50L+0.750S+0.5250E+41
1100
1.00
1.00
1.00
LOO
1.00
040
0.00
0.00
0.00
Lwvth = 3.0 4 1 0.143
0117
1.60 1,200
1.00
1.00
1.00
1,00
1.00
0,51
233.30
1632,00
0.41
28.12
240.00
46OD46OW460H
1:200
4.00
1.00
4,00
1400
1.00
0.00
0.00
0,00
0.00
Length = 3.0 4 1 0,035
0.029
1160 1.200
1.143
1.00
1.00
1.00
1.04
0.12
56.77
1632.00
0.10
6.84
240.00
+0.600+0:70E+0.604t
1100
1.00
1.00
1.00
1.00
1.00
010
0:00
0.00
0,00
Lw4th = 3.5 4 1 0.035
0429
1.60 L200
1A
1.00
1.00
1.00
1,00
0.12
56.77
1632,00
0.10
6,84
240:00
Low tia '
"= Dob
L
t
Load Combination
..+. Deft
Location to Spo
+0+L+H
1
0.0081
1.511
0.
0.000
V1�'11it @0,
:H1'
Su rtno% :Farlo441
ss(iP
Load ComWation Sup arl l
Support
� mats
overaa ti MMMUM
0.166
0.166
0.276
0.276
40+L+H
0:816
0416
+1,3+Lr+41
0,276
0.276
+D+S+H
0.276
0.276
+D+0.750Lr+0.750L+t1
0.681
0.681
+D+0.750L+0.750S4H
0.681
0.661
+0+0.60W+H
0.276
0.276
+0+0.70E+H
0.276
0.276
+D+0.750Lr+0.750L+0, 45OW+41
0.681
0.681
+0+0.750L+0.750S+0.450W+4t
0.681
0.681
+D+0.750L+0.750S+0.5250E+4t
0.881
0.681
46 , OW40,
0.165
0,166
+0.60 .70E+0.604t
0.166
0.166
D Only
0.276
0.276'
Lr Only
L Only
0.540
0.540
S Onty
W only
E Only
H Only
Prey
'OD e, Custom - Lot 14
Engin eZ Dan W. Dm"y ftiwt
PMW Descr'. Custom Home
DosseylSudik
Load Comblfwaftn
buppon I
max site" Raks
Ov" MiNknum
0.249
0.249
40+H
I LM���
0A14
40,+L+H
1,224
1.224
S"n
0A14
V
Cd
C FN
c I
Of,
OM
ct
+D-+0j$0L40.750S+H
M
ib
+D460W+H
0.414
0.414
+D+0,70E+H
0.414
0A14
+D40.750Lr40.75DL+0A50W4,H
1.022
1,022
+D,+0,750L4(),750S40.450W+H
1.022
1,022
+D+0.750L*0,750S40,6250E+H
1,022
1M2
4600,460W4,60H
0,249
0.249
460NOJ0E40.60H
0.249
0.249
D Only
0A14
0,414
Lr Only
L OnI
0.810
0.810
M
SopodncWw: Far leftis #1 yid minKIPS
ORO t;=tin allon
buppon I
bupportz
Ov" MiNknum
0.249
0.249
40+H
0A14
0A14
40,+L+H
1,224
1.224
+D+LrA4
0A14
0A14
+O+S41i
0,414
0,414
+D+0.750Lr40,750L4H
1.022
1.022
+D-+0j$0L40.750S+H
1.022
1.022
+D460W+H
0.414
0.414
+D+0,70E+H
0.414
0A14
+D40.750Lr40.75DL+0A50W4,H
1.022
1,022
+D,+0,750L4(),750S40.450W+H
1.022
1,022
+D+0.750L*0,750S40,6250E+H
1,022
1M2
4600,460W4,60H
0,249
0.249
460NOJ0E40.60H
0.249
0.249
D Only
0A14
0,414
Lr Only
L OnI
0.810
0.810
a -
ProjectCusum - Lot 14
Prof cr Custom tart
Load Combination
Max S Ratios
0.3916
0.366
0.609
0:609
1,779
U79
0.609
0.609
0.609
0.609
valuft
t two Sw#
M V
Cd
C FN
Ci
Cr
CM
C t
CL
M
fb
rb
1»487
-W
-N
Length z 6.50 4 1
0.184 0.155
1.15
U00
1.00
1.00
1,00
1.00
1.00
2,42
550.66
.00
1.19
50.91
327.
+046OW144i
UDO
1.00
1.00
1.00
1,00
1.00
040
0.00
0.00
0110
Length =6.504 1
0.654 0446
1.60
I.ODO
I,OD
1,00
1.00
1.00
1.00_
0.99
225,64
MOM
146
2186''
456,00
+p+0.70E+tf
1AD
IS
1,00
1.00
4,00
1.00
0.00
OA
0,00
0:00
Lano =6.600 1
0.054 0.046
1.60
1.000
1.00
1.00;
4.00
4,00
1.00
0.99
225.64
4160.00
OaA6
20.86
456,00
+D+0.75OLr+0.76OL+0.45OW4H
is
4:00
1,00
140
1.00
9.00
0,00
0100
0.00
040
Lerto 26.504 1
0.132 0.412
1.60
I.ODO
1.00
1.00
1.00
4.00
1:00
2.42
$50.66
4460.00
113
50.99
456.00
+f)+0.750L+0.75OS+0.450W+44
1.000
1.00
1.00
1,00
4.00
1.00
0,00
040
0.00
0100
Length =6.506 1
0,132 0.112
1.60
IMO
1.00
1.00
1,00
1.00
1.00
2.42
550.66
4180.00
1.13
50,91
456A
+D+0.750L+0,750S+0.525OE+4i
I.ODO
1.00
1,00
1,00
1.00
1,00
0.00
CA
0.00
OA
Length X6.504 1
0.132 0,112
1.60
1,000
1,00
1.00
1.00
1.00
1,00
2.42
550,66
4160,00
1.13
50.91
456,00
+0.600+0.60W+0.60fi
UDO
1. 1
1.00
1.00
' 1.00
1.00
0.00
0100
040
0.00
6.50 4 1
0.033 0.027
4.60
U00
140
1.00
, 4.00
1.00
1.00
0.59
135.38
4160.00
0.28
12,52
456A
46 .70E+046uti
IAO
1100
1.00
1.00
1.00
1.00
040
OA
0,00
0.00
Length z 6.50 4 1
0.033 0,027
1.60
U00
1.00,
1.00
1.00
1.00
L00
0.59
135.38
4160.00
0.28
12.52
456.00
�Ovel! 1, 41141niviii'MRITUOIJOCII
HIS
Load ComtInako
Span Max, ""#7 '
Location in Spars
Load Coffftelion-
Max. Dd
LocatkutIn Span
40+3.+13
1
0.0465
3.274
0.
0,000
notation: Far4is#1
Values inKIPS
1417
IJIV
0.3916
0.366
0.609
0:609
1,779
U79
0.609
0.609
0.609
0.609
9.467
1.487
1.487
1.487
0,609
0.609
0.609
0:609
9.487
1x487 ;
9,487
1.48x
P 1,487
1»487
0.366
0,366
0.368
0.366
0.609
0.609
1.170
1.170
Project T��Iecr Custom - Lot 14
Engineer;
Pq Dave W. Dossey Pttqed ID.
0 Mea Custom Hwe
DosseylSudik
Load Combinebw
Max Sh" Rafios
Moment values
Shearvolues
Segment Length Span # MV
Cd C Fv
C I
Cr
C rn
C t
CL
M
6
Fla
V
fv
FNf
*0+0.760L,+0,750S,+H
1.200
'LOO
1.00
IM
UO
1,00
0,00
&00
040
0.00
Length a ISO ft 1
0.250 0174
1.15 1.200
1.00
140
tOO
1.00
1,00
0,96
292.84
117100
0.65
29,97
172,50
+D46OW44i
11200
IM
140
1.00
UO
UO
0,04
0.00
Obo
0.00
Length z 3.50 A 1
0.074 0.052
110 1.200
140
1,00
1.00
1.00
IM
0,40
1210
163210
0.27
1142
240.00
+D+O70E+HI-M
1.00
too
140
1.00
1.00
040
0.00
040
UO
Lenox 160 9 1
0.074 0,052
1,60 1100
1,00
1,00
1,00
1,00
1.00
0,40
121 A
1632,00
017
12,42
24OX0
+D,+0.76OLr4750L40.450W+H
M
IM
1A
1,01)
1.00
1,00
0.00
0.00
040
OAG
Length = ISO ft 1
0.179 0,125
1,60 1,2DO
tOO
1.00
IM
1,00
1,00
0,96
23x2A4
163100
0,65
29,97
240.00
+D+0,750L+0J50S40A5OW+Ji
1,200
1.00
1.00
1,00
1.00
1.00
040
0.00
0,00
0.00
Length = 150 It 1
0.179 0.125
1.60 12DO
1.00
1,00
1,00
1,00
1,00
0.96
292,84
163240
0.65
29,97
240,00
+".75M40,7$0S40.525OE+H
1.00
1,00
tOO
1,00
1,00
1.00
OAD
0.01)
0,00
0.00
Le no = 3,60 It 1
0A79 0,125
UO 1200
1,00
1.00
140
IM
IM
0.96
292,84
1632M
HS
UP
240.00
40$0D+0.6OW40,601i
120D
1.00
1,00
140
1,00
tOO
0,00
Obo
0.00
0,00
Length = 3,50 ft 1
0.045 0.031
IM 1.200
1,00
1,00
tOO
1.00
1,00
024
72.72
1632M
0A6
7.45
240,00
,+0,60D+OJ0E+0,60H
1100
1,00
1.00
1.00
too
140
UO
0,00
UO
COO
Length - 340 ft 1
0.046 0,031
1.60 1.200
1,00
UO
1.00
1.00
140
0,24
7212
1632.00
0.16
7,45
240,00
Load Combination
Span
Max. "-' Dd
Location h Span
Load combination
Max. Y Dd
Location In Span
O.
0<
Support
notation:
For
left is #1
Values In KPS
Load Combinaft
Support I
Support2
Overall MINimum
0A72
0,136
+D+H
0.286
0,226
+D+L+H
0,819
0,643
+D4Lr+H
0.266
0226
+D+S+H
0.296
0,226
+D40.75OLr-+0.750L+H
OAS
0.539
40,4750L40150S+H
0,686
0M9
401+010W+H
0,286
0.226
+0470E414
0,286
0,226
+0+0,75OLr+0I5OL-s()A50W+H
0.688
0S39
+0+0,750L,+0.750S40,450W+H
0.686
0,539
+N0,7601,40.760640.525O&H
0,686
0.539
460D+0.60yy+0,60H
0,172
0.136
+040N0,70E40.60H
0.172
0,136
D Onty
0.286
0.226
Lr Only
L Only
0,533
0.417
S only
w Only
E Only
H Only
M
Pro Custom - Lot 14
Ervin Dave W. Dossey Project ID -
pr Custom Home
Dossey[Sudik
Load Combination
max stress Rats
MamentVAIM
Shear Valta
Segment Length Span #
M V
Cd C FN
C 1
Cr
CM
C t
CL
M
fb
Pb
v
fir
F1v
Length =10 A 1
0,179 0A80
1.25 1.2DO
IM
1.910
m 1,00
1.00
140
0,75
22739
1275.00
014
3182
197,60
40+0.750L+0.750SA4
1.200
1.00
1,00
IM
1.00
1.00
OM
0,00
0,00
0,00
Length = 10 It 1
0,194 0A96
1.15 1,200
1,00
1A0
1,00
1.00
1,00
0.75
227,79
1173.00
174
33,82
172:50
+D460W+H
1.200
1,00
140
1,00
1,00
1,00
0.00
Us
0.00 <
0.00
Length a 3.0 4 1
0,069 0M8
110 12DO
1140
1.00
IM
1.00
1,00
0,31
94.23
1632.00
0,30
1196
240.00
+D4.70E+H
UDO
UO
tOO
'LOO
1.00
1.00
(LOO
(LOO
0,00
0,00
Length = 3.0 ft 1
0.058 0,058
1,60 1100
tOO
tOO
140
UO
1.00
0,31
94,23
1632:00
0.30
1196
24040
+0+0.TS0Lr40.750t.+0,4SOW4H
1,200
LOO
1.00
1.00
1.00
LOO
0.00
0.00
0.00
0.00
Length z: 10 4 1
0.140 0.141
110 1,200
1,00
1,00
1,00
1.00
1,00
0.75
227.79
1632,00
0.74
33,82
24040
+D+0.7500:4750S+0.450W*H
1.200
1,00
IS
IS
UO
1.00
ON
Us
UO
0.00
Length -- 3.0 ft 1
0.140 0A41
M 1.2DO
1,931
LOO
LOO
1,00
Los
0j5
227,79
163100
OA
3182
RHO
+D,+0.750L40.750540.5250E+H
1,2DO
1,00
140
1,00
LOO
1,00
0.00
CA
0,00
0.00
8r=3,091 11
0A40 0,141
10 1200
1.00
110
1.00
1,00
1,00
0.75
227,79
163100
OA
3182
24040
.+0.60D+0.60W*0.60H
1200
ILOO
1100
1100
1 IOD
too
040
Us
Us
040
Lengib - 10 A 1
0,035 0.035
1,60 1200
1,00
1.00
1.00
too
too
0,19
56,54
1632,00
OAS
8,37
240.00
460D-470E40.60H
1200
1,00
UO
1.00
1,00
1.00
0,00
0,00
0,00
ILOO
Length z 3,0 0 1
0.035 0,035
1.60 1.20
1,00
UO
1,00
1,00
1.00
0.19
56.54
1632,00
0.18
8.37
240.00
MaX.'+° Deb
LOW#W in Spen
010000
0,000
notation: Far
left Is #1
Was in KIPS
Load Combination
$wW I
SupW2
Overall MIN
0,192
0,192
+D*H
0,319
0.319
+D+L.+H
0.919
0,919
+D+Lt4H
0,319
0,319
+D+S,+H
0,319
0.319
+D40.75OLr+0,750L+H
0.769
0169
+047Sft,+0J50S+H
0.769
0169
+D-460W+H
0.319
0,319
*040J9?&H
0,319
0,319
+D,+0.750Lr40,750L40.460W+H
0.769
0,769
4",750L,+0J50540A50W+H
0.769
0.769
,+0+0.750L+0,750S,+0,5250E+H
0.789
0.789
460D+0,60W+0,60H
0A92
0A92
40,60470E,460H
0192
0192
D ON
0.319
0.319
ME
L only 0.800 0M12
s only
wonly
E Only
H Only
M
roj T"e. Custom - Lir 14
0
nitistve Vii, eY is
PM ct Custorn Home
DosseylSudik
LOW Corownefon
wOrd
Max SaW Rados
moment VOW
Shear values
Segment Length Spark #
V
Cd C FN
C 1
C,
M
C t
CL
Zvi
(b
PbV
1f
ry
+D+0.754L+0,750S+H
12200
1.110
1.00
1.00
1.00
1,00
0.00
(LOO
0.00
0.00
Length = 310 0 1
0,950 0.105
1.15 11,200
1.00
1.00
1.00
1,00
1.00
0,58
175.56
117100
0139
18.07:
172,500
+D+0, +ti
1,200
1.00
1.00
1.00
1.00
UO
0.40
Obo
0,00
" 4.00
Length = 3.0 ft 1
4.045 4.431
1.64 1,200UO
1.40
1,40
144
1.04
4.24
72.42
1682.04
0.16
7,52
240.00
+D+O„70E+H
1.200
1.00;
1,00
1.00
1.00
1.00
0,00
O.i6
0,00
0.40
Length = 10 4 1
0.045 0.031
1.60 1e
1.00
1,00
1.00
1.44
1.44
0.24
72.92
1632.00
4:16
7.52
24040
+D-+0,7541 r+0,7 ? +O 45OW4H
1100
1.00
1.04
1,40
1.00
1.40
4104
4.00
040
, 0.00
Length = 3.4 0 1
0.108 0.075
1,60 1.200
1,04
1.00
1,00
1.00
1.00
4,56
175.66
1632,00
039
18.07
240.04
+0+0.750L 0.750 .450 +H
1.200
1.107
1,00
1,00
1.40
1.00
0.00
0;00
0.00
` 0.00
Length = 3,0 It 1
0108` 0475
1.60 1.204
1.00
140
1,00
1.{10
1,101-;
0:58
175.60
1632.00
0.39
18.07
; 240.00
+D+0.150L+0.75OS+0.5250E+H
1,200
1.00
1.fi0
1.44
1:00
1.00
0.00
0.00
O.OD
Obo
Length z 10 8 _ 1-
0.108 4.476
110 12001.00-
1.101
1.00
1.00
1.00
0,55 -
175,66-
1632.00
0.39
18.07
240.00
4U0D46OW,+OA0H
1100
UO
1.44
' 1.00
1,40
1.04
0,00
0.00
0.00
0.00
bk,z3.00 1
4.027 ', 0.019
1.60 12001.001
144
1.101
1,40
1.40
4.14
43.75
16322,00'
0,10
01
240:00
+0.60D+OJOE+0601i
1.2w
1.00'
1.00
1.00
1100
1.00
440'
040
0.00
4.00
Lmvth = 3.0 8 1
0.027 4.019
1.60 1100
1.00 ;
1.40
1.44
1.60
1.00
0.14
43.75
1632.00
0.10
4,51
240.00
_
Load Combinabon
. *.'ilei!
Locston In Span
Load Coffibiriallon
Max. "+ Dd
Locagon in Span
Support notation, Far M is #1
Values in KIPS
Load Cornbinr
Support 1
Support 2
OverM MIN#mm
4;148
0.108
0.179
4.179
+#1
4,609
4.544
+D4U+H
4.179
0.179
4,179
0.179
+D+0.750Lr+0.754L+H
0.427
0.427
+D+0,75OL+0.750S+H
4.427
4.427
+D+IL60W+H
4.179
ONO
+D+0.74 +H,
0.179
0.179
+D+0.7 4Lr+0.750L+0,450W+H
0.427
0,427
+D+0,750L+0.750+0.450W+H
0,427
0.421
+D+0.75OL+0.754S+0.5250E+H
0.427
0.421
+0.601 401OW, 4.60H
0.148
0108
+0.60 ` .70E+0.SOH
0:108
0.108 `
D
0.179
0.179
L Only 0.330 4.334
S onit,
W only
E Only
H Only
0EnP'01"" lm a*Custom -tart 14
J. Pr4eci;
P oleo c Custom Home
Load Comtkadw Max ` Stress Ratios
0.906
2.606
2.605
0.906
0106
0.906
0.906
MwoentValues
2.181
,1.811
Shearvakies
Segment WO Spee If V
0d
CFN
Ci
0r
Cm
c t
CL
M
to
Flo
v
1x
FIV
Length =10.0 0 1 0,277 0.169
1.15
IMO
1.00
1.00
1.00
1.90
1.00
5.45
828.47
2990,00
1.65
55.53 `
327,75
+0+0. +H
UM
1.00
1.00
1.00
1.00
1,00
0.00
0.00
0.00
0,60
Length zWO ft 1 0.083 0.051
110
U00
1.00
1,00 -
1400
140
1,00
226
344,10
4160.00
0.77
3107`
456A
+D+0.70E+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0100
0.00
0.00
Length = 10.0 ft 1 04083 0.051
1.60
1,000
1.00`
1.00:
1,00
1.00
1.00
2„26
344AO
4160.00
0,77
2107
456.00
+040.7 +0,76001+0,45 +H
1.000
1.00'
1.00'
1,00
1.00
1.00
0:00
0100
0.00
0»00
Length =10.0 0 1 0,199 0.12.2
1.60
ON
1.00
1.00
1.00
1.00
1.00
5A5
828,47
4160,00
1.85
55:53
4566.00
+0+0.7 +0.75OS+0,45OW4H
1.000
1.00
1.00
1.00
1.00
1.00
0.00'
COO
0..00;
0.00
Length ='10.00 1 0.199 0.122 =
1.60
1,000
1.00
1,00'
1.00
1.00
1;00
5,45
828,47
4160,00
1.85
55.53
45640
+0+0.7 +0.750S+0.525OE+H
11DO
140
140
1.00
1.00
1.00
0.00
0.00
0.00
040
Length -;10.014 1 0.199 0.122
1,60
I.ODO
9.00
140
1.00
tOO
1.00
5.45
828.47
4160.00
1.866
66,53
45610
40.600+0, +0.60H
1,000
1,00
1,00
' 1.00
140
1.00
0.00
0.00
0.00
0.00
Length =10.0 0 1 0.050 0,030
1,60
I,WQ
1.00
1.00
1.00
1,00
1,00
1.36
206.46
416040
0.46
13.84
456.00
40.600+0.70E+0,60H
1,000
1.00'
1,00 '
1.00
1.00
1.00
0.00
0.00
0.00
0100
Length =10,0 ft 1 0.050 0.030
1,60
tOOO
1.00
1.00
1.00
1.00
1:00
1,36
206,46
4160.00
0.45
13.84
456:00
Load Combladw SW Mu. "-"
Dd
Location in Span
Load Cwbiniii&i-Max.
".w Del
Locaticm In Senn
+D+L+H 1
0,1655
5.036
0.0000
0.000
S liars: F' le is 1
Values 9n KIPS
g
41QVVQQ iq:MU0
0.543 0.543
0,06
0.906
2.606
2.605
0.906
0106
0.906
0.906
2.181
2.181
,1.811
2q.p1881
0.006
0.906
0,906
GA06
2:161
2.181>
2.161
1161
2,181
2,161
0,543
0.543
0,543
0.643
0.906
0.906
.....}1 $.f;
C-7 Oz -
Project Title; Custom - Lot 14
0
Engineer: Cry W. y Pr "' t ID: Protect or: Custom Horne
Qs eylSud k
Goad Combinabw
max Rados
Mornent "values
Shearvakm
Segment k
M
y
C C FN
C p
Cr
CM
C t
CL
M
fb
F10
v
1V
V
Length = 3.0 0 1
0.211
0.372
1.25 1.000
1.00
1.00
1.00
1,00
1.00
4.62
687.02
3250,00 �
4,41
132.69 '
35615
+n.x td r.7 s4 -r
t000
too
1105
1.00
1100
1100
Oka
0150
too
040
Length =3,00 1
0.230
0.406
1.15 1.600
1.00
1.00
1.00
1,00
i,00
4.52
687.02
299040
4.49
132.59 '
327A
+0+0.60
1:000
1.00
1.00
1.00
1.00
1.00
0,00
0,00
0.00
0.00
Length = 3.i15 1
0.068
r 0.120
1.60 1:
1.00
1.00
1400
1.00
1.00
1.87
284.01
416040
1.02
64.80
456.00
+D+0.70 +H
1.000
1.00
1.00
1.00
1.00
1,00
0A
0.00
too
0.00
Length - 3,00 1
0,068
0.120
' 1.60 ISO
1.00
I.OD
1.00
1.00
1.00
1.87
284.01
416040
1.82
554.80
46640
+D+0.750 .7S0L+0.450W+H
1,000
1.00
1.00
1.0o
1.00
1,00
0.00
oto
0.00
koo
Length = 3,0 0 1
0,165
0,291
1.60 1400
1.00
1,00 '
1.00
1.00
1.00
02
687.02
4160.00
4.41
132.69
45640
+O+0.760L+tt,750S+0.450 +H
1.000
1,00
1.00
1.00
1,00
too
0,00
0.60
040
0A0
Length w 3,0 t 1
0.165
0.291
1.60 1,000
140
1,00
1,00
1.00
1.00
4.52
687.02
4160.00
4.41
132,550
456.00
+D+o.750L+0.750S+0,5260E+H
1400
1.00
1.00
1.00
1.00
1.00
too
0,00
0.00
0.00
Length = 3.0 4 1
0.165
0.291
9.60 1.000
t.00
1100
1,00
1.00
1.00
4.62
667.02
4160.00
4.41
132.59
466.00
+0.60D+0, +0,60H
IMO
1,00
1.00
1,00
1.00
1.00
too
0.00
0.00
0100
Length = 3.0 0 1
0.041
0.072
1,60 1.000
1.Oo;
140
1.00
1500
1.00
1,12
170.40
4160.00
1.09
32.88
466.00
,460D+0.7 +0,60H
1,000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
too
Lenth - 3.0 it 1
0,041
0.072
1.60 1.000
1A
1.00
1100
1,00
1.00
1.12
170A
4160.00
1,09
32.68
456.00
Load Combindon
$pan
Wt '•" Deli
Location to Span
Load Cwbination
Max. '*" D
Location In
Span
+D+L+t l
1
0,0
1.391
0.0000
0.000
a1\\{gi
rtnotation, Far
lt
rsos 9n 9P
Load Combination
Support t
Support 2
1111
mum
1111
1111.
1111..
1111.
1111...
1111...
M�..,m:..
MHOUM
1.179
0.671
-t.965
1.118 ,
+D+L+H
6482
3.232
+ +s r+H
1.965
1.118
+H
1.965
1.118
+D+0.750Lr+0.760t+H
4.763
2.703
+D+0.750L+0.750S+H
4.753
2.703
+0+0.60W+H
1.965
1.118
+D+0.7OE4H
1.965
1.118
+D+o.750Lr+0,750L+0.450W+H
4.753
2,703
+D+01S0L+0,750 +0.450Vhr+H
4,753
2.703
+D+0.7S0L+t750S+0.5250S+H
4,753
2.703
+0.6040.60*0.6014
1.179
0.671
+0.60 ,70 400.60H
1.179
0.671
D Only
1.965
1.118
EWA
L Only 1717 2.113
Only
w Only
Only
H Only
P"' Title. Custom - Lot 1
En i r Cave W. ey Pr ID.
Prol ct or, Custom Home
o S@y Su ik
nota'.. ea ftt is i Va8 In KIPS
0
Ovetall MINknum
0.351
0561
51555
0.935
++L+H
1.714
2.745
+D4U, H
0,585
0,935
+D+S+H
0.585
0135
!
1.432
2.293
+D+0.750L+0.750S+H
1.432
2.293
+0+0.6 +H
0.585
1
e
0.585
0,935
+D+0.75OLr+0,750L+0.450W+H
1.432
2,293
+t}+0,750L+0.7505+0.450W+H
1.432
2.293
+D+0. 50L+0"750S+0.5250
+H 1.432
Z293
+0.607+C60W+0.60H
0.351
0.561
+0.60 .70E+0,60H
0.351
0"5661
D A#4y
0,585
0,935
Lr Qn#
l A#sl
1,130
1.810
+:e t ,,:
#
#
at
:it
t#
t,#
f#
it
is
i •.
##
t
i
=t ##,.
• i t
##
##
#t
$#
##
##
i ##
a $#
# it
t �#
w to #"
#
#
.#
#
dt
ii
##
t#
##
t•
tt
#
t
.t##
•.
c
! # #...# # #'. : #.
t
dt
#i
dt
##
!t
id9
t:##
##!
pt. i'.
nota'.. ea ftt is i Va8 In KIPS
0
(-7(-)' -
Ovetall MINknum
0.351
0561
51555
0.935
++L+H
1.714
2.745
+D4U, H
0,585
0,935
+D+S+H
0.585
0135
+040.75OLt47 G +H
1.432
2.293
+D+0.750L+0.750S+H
1.432
2.293
+0+0.6 +H
0.585
0.935
+D+0,i +H
0.585
0,935
+D+0.75OLr+0,750L+0.450W+H
1.432
2,293
+t}+0,750L+0.7505+0.450W+H
1.432
2.293
+D+0. 50L+0"750S+0.5250
+H 1.432
Z293
+0.607+C60W+0.60H
0.351
0.561
+0.60 .70E+0,60H
0.351
0"5661
D A#4y
0,585
0,935
Lr Qn#
l A#sl
1,130
1.810
(-7(-)' -
Prolect ride., Oust . Lot 14
r$2M Rave W. ey }est !R:
rc0 O Ressr; Rustem Home
os ey Sudik
0.0000
Su not aF r*ftl 1 Values KIPS
OWSOtMp1#i M
0.020.
0,020
0.033
0,033
+D+L+H
0.063
0.063
+CD+Lr+t#
0.033
0.033
+O+S+H
0.033
0.033
+0+0.750Lr+0,750L+H
0,070
4.070
+11+0.7 +0.750+H
0,074
4.070
,60W+H
0.033
0.033
+LD+O. +H
4,033
4.033
+0+0.7 +0.750L+0.450W+H
0.070
0.070
+{D+0.750L+0.7505+0.450W+H
0.070
0,070
+D40150L+0,760S+0.5250E+H
0.070
0.070
+0.60 AOW+OX0H
0.020
0.020
+0.60 .70E+0.60H
0.020
0.020
tD t3nty; ;
0.033
0.033
Lr Only
L Ortly
0.050
0,054
so*
r
y
r
tt
0.0000
Su not aF r*ftl 1 Values KIPS
OWSOtMp1#i M
0.020.
0,020
0.033
0,033
+D+L+H
0.063
0.063
+CD+Lr+t#
0.033
0.033
+O+S+H
0.033
0.033
+0+0.750Lr+0,750L+H
0,070
4.070
+11+0.7 +0.750+H
0,074
4.070
,60W+H
0.033
0.033
+LD+O. +H
4,033
4.033
+0+0.7 +0.750L+0.450W+H
0.070
0.070
+{D+0.750L+0.7505+0.450W+H
0.070
0,070
+D40150L+0,760S+0.5250E+H
0.070
0.070
+0.60 AOW+OX0H
0.020
0.020
+0.60 .70E+0.60H
0.020
0.020
tD t3nty; ;
0.033
0.033
Lr Only
L Ortly
0.050
0,054
so*
W only
E Only
H only
Pr' La.
u tom -tot 14
En0d D e W. sey Project tit;Prbus#
DosseylSudik
Load ContinallonStress UPS
moment values
Shaer values
Span #
M V
Cd D FN
Cl
Cr
Cm
C t
L
81
fa
FID
V
1V
r
- 2,50-4 1
0,141 0.138
1.25 1.200
1,00
1.00"
140
1,0
1.00
0,59
179.66
1275.00
0,56
25,78
18740
+D+0.750L+Ow750S+H
1200
1,0
1.00
1.00
1.00
4.00
0.00
0.00
0.00
0,00
Leno z 2.50 ft 1
0.153 0.149
4.15 1200
1.00
4.00
1.0
1.00
1.0
0.59
Us%
1173,00
0.56
26.18
172:60
+0+0,8 +H
t200
1.00
1.00
1.0
1,00
1,0
0100,
0.0
0.00
0.0
2,50 ft 1
0.045 0.044
1.0 1.200
1.00
1.00
1.00
1,00
4.00
014
73.27
1632.0
0.23
10,51 '
24040
70E+H
1.200
#.00
1.00
1.00
1,00
1.00
0.0
0.00
0.00
0.0
Len v 240 It 1
0.045 0444
1.0 1.200
1.00
1.00
4.00
140
1.00
0.24
7127
1632.0
0,23
#0.51
240.00
+D+0.750Lr+CU6OL+0.450W+H
1.200
1.00
1.0;
1.0
1.00
1:00
0.00
0.0
0.0
0.00
Len* -;2.50 ft 1
0.110 0107
1.60 1,260
1,00
1.0
' 1,00
1.00
1.00
0.69
479.66
1632.00
0.56
25,78`
240.00
+D+0.75OL+4<75OS44SOW+H
1,200
1.0
1.0
f,00
1.00
1.00
0.00
O.00
00=
040
Lenglh a 2.50 It 1
0,110 0.107
LO 1,200
1,04
1,00
1,0
1.00
1.00
049
179,66
4632.0
036
25.18
240w0
+D+0.750L+0.750S+0.622506+H
1100
1.00
4.00
1.00
1:00
1.00 _
0.00
0,00
0,0
0.00
Length - 2.50 It 1
0.110 0.107
4.0 1100
4:00
1,00
1.00
4:00
1.0
0,59
179.66
1632.00
0.56
25.78
240,00
46 .60W+0.60H
1.200
1.0
1.00
1.00
1,0
1.0
0.00
O.0
0.00
0.00
Leno =2,60ft 1
0:027 0.026
1.60 1.200
4.00
1.00
1.00
1.00
1.0
0,14
410
1632,00
0,14
6.31
240,0
+0. +O.70S+0.60H
1.200
1.00
00
IAO
1.00
1,00
0.00
0:00
0.00
0.00
Lenoth z 2,50 It 1
0.027 0.026
UO 12001.0
1.00
1.0
1.00
140
0.14
43,96
1632.0
0.14
6.31
240.00
-Locatonin Spas
+?+L+FI
1
0.0038
#.214
0.00
is #1
Values to KIPS
Overall WMMUM
0.181
0.151
+D+H
0.302
0.252
+D+L+H
0,883
0,735
+H
1302
0,252
+D+S+H
0.302
0252
+ii+O.75OLr+0,75OL4+j
0.736
0x614
+0+0.750L+0,750S+H
6.738
0.614
60W+H
0,302
0.252
70+H
0.302
0.252
70Lr+0.75OL+0.450W+H
0,738
0414
+D+O.75OL+0.750$+0. W+H
0.738
0.614
+0+0,750L+0.75OS+0,52506+H
0.738
0.614
+0.60+0, +0.601
0.161
011
+0.60470+0.6011
0181
0.161
D Only
0.302
0.252
Lr Only
L Only
0.562
0,484
S Only
Only
W^
pO�i
G Only
H only
Project Title, Custom - Lot 14
Engineer Dave W. a }ec1 ID.
1�rc dcr Custom e
os Bey S t k
Load C(xnM&#on max strass Rates
w4ment v
vaa
SwIneff(Length SPN#a
y
Cd C FN
C 3
Cr
CM
C!
C L
M
t
Fb
v
fv
Pv
L f 5.0 8 1
0.249 0.161
1.15 1.200
1.00
1.00
too
1,00
1.00
0.94
286.59
1173,00
0.61
27,82
172.50
+0+017501.00-7601-41
1.200
1.00
1.00
1.00
f.00
1.00
0.00
0.00
0.00
0.00
Length = 5.0 0 1
0,551 0364
1.25 1.200
1.00
1.00
1.00
1.00
1.00
2,31
702.38
1275.00
1:98
68.12 '
187,50
+D+0.750L40.750 +H
1.200
1.00
1.00
1.00
00
1.00
0.00
0.00
000
0,00
Length z 6,0 8 1
0.599 0195
1.15 1,200
1.00,
1.00
1.00
140
1.00
2.31
702.38
1173.00
f.48
88.22 '
172.50
+D+0.6 +H
1.2DO
1.00
1.00
1.00
1.00
1.00
0.80
0.00
0.00 '
0.00
LwVth It 1
0,176 0.116
,1.60 1.200
f.00
1.00
1.00
140
1.00
0.94
286.59
1632,00
0.61
27,82
240.00
+0+0.70E+H
1.200
1.00
Us
1,00
1.00
1.00
0.00
0:00
000
0.00
Length =-5.08 1
0.,176 0.116
1.60 1.200
1,00
1.00;
1.00
1,00
1.00
0.94
286.59
1632.00
0.61
27,82`
240.00
+D+0JW+0.760L+0.460W+H
1,200
UD
Us
1.00
1.00
1.00
0.00
0,00
0.00
0.00
Length = 6.0 A 1
0.430 0.284
1.60 1,200
1.00
1.00
1.00
1,00
1.00
2,31
702.38
1632,00
1.48
68.22
240.00
+D+0.750L+0.750S+0.450W+H
1,2001.00
1.00
1.00
1.00
110
0.00
0,00
0.00
000
Length = 6.0 ft 1
0.430 0.284
1.60 1.200
1,00
1.00
1.00
1.00
1,00
2.31
702.38
1632.00
1,48
68.22
240.00
7 +0.70+0.520+H
1200
1.00
1.00
f.00
1:00
1.00
0.00
0:00
0.00
0,00
Length f
0.430 0.284
1.60 1.2DD
1.00
1.00
140
1.00
1.00
2.31
702,38
1632.00
1.48
68.22
240.00
460+0.60*01601-1
1,2w
1.00
1.00
1.00
1.00
1.00
0,00
0.00
0.00
0.00
Length = 5.08 1
0.105 0.070
1.60 1,200
1.00
Us
1.00
1.00
1.00
0.56
171.95
1632.00
0.36
16.69
240.00
+0.60D+0.70E40:60H
11DO
1,00<
1.00
1.0
1.00
1.00
0.00
0.00
0.00
0.00
Length = 5.0 ft 1
0.105 0.070
1,60 1.200
1.00
1.00
1.00
1.00
1.00
0.56
171.95
1632.00
0.36
16.69
240.00
Load Cornbinaden,
Span
Msx,"-Dd
Locebm
8Y SW
Load Combination
Max, .+° Doll
tion in
S
+D+L+H
1
3
2,518
_ 0.000
#,,.�y ai
notation:Far e�#4 tR1
Vef9 ICY KIPS
S
Load Combination
&Wort 1
Support
Overall MINknurn
0.407
0.407
0.678
0.678
+D+L+H
1.988
fo988
+D+U+H
0.678
0.678
+D+S+H
0,678
0.678
+0+0.760Lr+0.750L+H
1.661
1181
+0+0.7501-+0.750S+H
1.661
146E
+D460W+H
0.878
0,678
70E+H
0.678
0.678
+0+0.760Lr40.760L+0.4$0W+H
1.661
1.661
+D+0.750L+0.70S+0.450W+H
1.661
1.66E
+D+0.750L40.760S+0 5250E+H
1.661
1.661
+0. +0,60 +0.60H
0.407
0.407
460NOJOE40.60H
0.407
0,407
D Only
0.678
0,678
Lr {any
L Only
1.310
1.310
only
W only
E Only
H
Pr'
T le', Custom -tot 14
En ' fnee�r Dave W Dwsey PmiW V
pr 9
0 c escr
0 Je t D , Custom'Hwe
DosseylSudik
Load Combination
Max ftan Rafim
—W
1 Mva
Ov"l wNiftwM
0.636
1,569
+D+H
1.60
2.615
+DAA
1900
7.096
+D+Lr4+3
Segment Lent SW #
2,615
V'
CdC
FAf
C i
Cr
Cm
C t-
c L
M
t
In
RNIM
Load
IwMii �Qft�
Um is"..Lm#w in SW
ONO
Support nolakm: Far Mis 111 Value in KIPS
2.440
41MM
1 Mva
Ov"l wNiftwM
0.636
1,569
+D+H
1.60
2.615
+DAA
1900
7.096
+D+Lr4+3
1.060
2,615
+D+S+H
1,060
2,615
4040.750Lr40,750L*H
ZOO
6.975
2.440
5.476
1460
2,615
IMO
Z615
L,+0.450W+ti 2.440
54176
'40.460W4H 2,440
6.976
'40.5250E+H 2,440
5.975
10H
1 0.636
1.569
ON 0.636
1,569
1460
2.615
INO
4,480
M
�5E
Custom - Lot 14
Cleve W. y P I Custom Hme
DosseylSudik
Load COMWU#on
Max Stess Rdoe
0299
0:26.155 59
6.499.
+H
0,739
1.450
Momt values
0.259
0.499
'Shear values
Segment Length
MV
+{1+0.750Lr+0.7 +H
C d
C IN
Ci
Cr _
O
6WH
CL
M
�167
Pb
V
1v
FIV
+D+0.75OL40.75t1S+H
+13+0.750L+0.756S+0. W+H
0.619
1,219
U00
1:00
1.00
1.00
LOO
1.00
+0.66 ,76E40.60H
0.155
0.00
0,06
0.00
0.00
Length - 5.0 5 1
0.191
6,188
1.15
1.000
1.60
1.60
1.00
1,00
1,00
1.96
570.611
2990,00
0,85
61.56
327.75
+[3+0.6 +H
11000
1.00
1.66
1.60
1.66
1.66
0.00
0.00
0.06
' 0:66
Length = &0 1
6.658
6.655
1.60
14DO
140
1.60
1.60
1.00
1.66
0.86
234,50.
416006
0.35
25.23
466.110
+04.IOE*H
tDOO
1.60
1.00
1,66
1,66
1.66
6.100
0.00
0,00
6.66
Length = 8,0 f 1
6.066
6,055
1.60
IMO
1.00 ,
1.06
1.60
1:66
1,66
6.86
234.56
4160.00
0.35
2523
456.00
+0+0,750Lr+0,750L+6.456W*H
1,00D
1,60
1,60
1.66
1.66
1.66
6.00
0.00
6.00
6.60
Length = 0,0 6 1
6.137
6,135
1.60
M
1.60
1.00
1.00
1.06
1.66
1.96
576.60
4160.06
0.85
61,56
456.60
43+41750L 0„760S+0,454W+H
IM
1.00
1.00
1.00
140
1.06
6.06
0,06
0.00
0,60
Length z 8.00 1
0,137
1135
1.60
ISO
1.00
1.00
<1.00
1.00
UO
1.96
570.60
4160.00
0.85
61,56
456,00
+p+0.7 +6,756S+0.250E+H
1.000
1,66
1100
1.66
too
1.06
0.6D
6.66
0.00
0,00
Length = 8.0 4 1
0.137
0.135
1.60
ILOOO
1.66
1,00
1.60
1:60
1.60
1.96
570.60
4160.00
0,85
61,56
455.60
+0.600+0.64W+6.60H
two
1,06
1.06
1,00
1,00
1.00
0.00
0.66
0,00
0.00
Length= &0 f 1
0.034
0.033
1,60
1,000
1.00
1.60
' 1,06
1.00
1.40
6.48
140,70
4160.00
0,21
15.44
456.00
+0.60D40.70E+0:60H
U00
1,00 t
1.00
1.00
1.00
1.00
0.66 `
6,66
0.60
0,00
Lenge = ILO 0 1
0.034
0.033
1,60
1ZO
1.00
1.00
1,00
140
1.00
0.48
140.70
4160,00
021
15.14
456.00
1�?tt u�rt�Ci
Load Combination
Span
Locaton
in Spm
Load Combination.
V fief
LoCaka
in Span
+O+L+H
1
50
4. 4
0.0000
0.000
n : Far
left is #1
Values in KIPS
0
r.., �..,.
0299
0:26.155 59
6.499.
+H
0,739
1.450
+H
0.259
0.499
S+H
6.259
6.499
+{1+0.750Lr+0.7 +H
0.619
1.218
+D40.154L,+0,754 +H
0,619
1119
6WH
0,239
0,499
+0.470E+H
0,259
6.499 -
+t3+0.750Lr+0,750L+0,456W+H
0,619
1.219
+13+0.750L+0.756S+0. W+H
0.619
1,219
+L1+0.1 0L+0J5OS+0.5 50
+aH 0.619
1..215
+0.600+0.60W+0,60H
6.155
0.299 '
+0.66 ,76E40.60H
0.155
0,299
O Only
0.259
6.499
Lr Only
L Orgy
0.480
0.960
S Only
W Only
E Only
H Only
Project Tifie., Custom - Lot 14
En Dm W, Dossey Proiect ID:
prc�% or Custom Home
DosseylSudik
Load Combinabon
Max Stress Ratios
Mornent values
$bSer vow"
Segment Length Span #
V
C d C FM
C I
Cr
Cal
C
CL
M
fb
rb
V
fv
ry
+04015OL40.750S4H
1.20D
1.00
1,00
1,00
1.00
1,00
0.00
0.00
0100
0100
Length - &0 4 1
C561 0.290
1A5 1.200
1.00
1.00
1,00
1.00
1.00
2.16
657.79
117100
1,09
50,02
172.50
+D+(L60W*H
1,200
1.00
140
1.00
140
IS
UO
0.00
UO
0.00
Length a 8,0 4 1
0.167 0A6
1.60 1.2DO
1,00
140
11,00
1,00
UO
0,89
271,98
1632.00
OA5
2040
240A
4".70E+"
1.200
1A
IV
1.00
1,00
1,00
0,00
041)
040
COO
Length 9,0 A 1
0,161 0,086
1.60 1.200
1.00
UO
1,00
too
1.00
0.88
271.88
1632.00
OA5
2040
240.00
#D+0.75OLr+OJ50J.+0,45OW411
1,2DO
1.00
140
140
tOO
1,00
0A
040
040
0.00
Lamth = 8.0 It 11
0A03 0108
UO 1.200
140
1,00 <
tOO
1.00
1.00
116
65719
1632,00
1,09
80,02
240,00
+D,+0.750I,40.760S,+OA5OW4+i
1,200
1,00
1.00
1.00
1.00
140
0,011
0,00
040
040
Length - 8,00 1
0,403 0.208
110 1100
1.00
1,00
1,00
1.00
1,00
2,16
657.79
1632,00
1,09
50.02
240,00
4D+0.750L+0.76OS4S250E+H
1.200
1.00
ILOO
140
1.00
tDO
UO
0,00
0.00
0.00
Length - 8.0 ft It
0,403 0.208
1,60 11W
ILOO
1,00
UO
1,00
1,00
2,16
65719
1632.00
1,09
$0,02
240,00
,*OS00+0A0W,+0,60H
1.200
1A
1.00
UO
ik()
UO
0,00
0,00
OAD
0.00
Length -8.0 ft 1
0,100 0,051
110 1.200
1,00
140
1.00
140
1,00
0.54
163,19
163240
0.27
1216
24040
460D+0,70E40AH
1.200
1:00
UO
1,00
1,00
1A
0.00
OA
0100
040
Length z 8,0 ft 1
0,100 0.051
1,60 1,200
1.00
1,00
UO
1.00
1.00
0,64
163,19
1632,00
0.27
12.36
24040
Far leftisM
Values in KIPS
moan
Overall MiNimum
0.327
0,183
+D+H
0,646
0,305
+04L+H
1'586
0,865
+04,Lr,+H
0.545
0,305
40+S+H
0,646
0,305
+D+0,75OLt,+0,7$OL+H
1,325
0,725
+D+0,750L40,750S+H
1.325
0J25
+040.60W+H
0,545
0.305
+040.70E4M
0$45
0,305
,+4140.7$OLr*0,750L+OA50W*M 1.325
0.725
+D+0J5OL40J50S,+0.450W*H
1325
0.725
+D+0,760l.+0,75OS40.525OE4+i 1,325
0125
+0.6OD40AOW40,60H
0.327
0A83
460D+0,70E-#0,60H
0.327
01183
D Only
0,545
0.305
Lr Only
L Only
1,040
0A0
S only
WOnhr
E Only
H Only
mom
Prrj e Title: Custom - Lot 14
E�F) En t"" nee W y Pr !D,
Prof Descry Cost tiCr
LOW Cooftsoon
VAX Stan t'1et s
OA44
0157
1.179
0,642
0444
0.257
0.444
moment values
L+H 0.995
0.546
Shear values
SOOMSRI L Spee 1#
, hy
C d
C FN
C i
Cr
Cot
C t
CL
M
fb
Fb
v
tv
FPv
+0+0150Lr+0.750L+4
4.257
TOOD
1.00
i.0D
1.00
1.00
ILOD
0,00
0.00
, 000
Length a 110 ft 1
0.113 0:090
1.25
UDO
1.00
1,00
1.00
1.00
1.00
7,51
366.45
3250,00
049
32.17
35625
+D+0.7 ,7 0S+H
'LODO
1.00
1.00
1.00
1.00
1.00
0.00
0.00
COO
' 0.00
Length a 13,011 1
0123 0.096
1,15
1.000
1.00
1.00
140
1.00
1.00
2.51
366.46
2990.00
0:69
32.17
32775
60W+H
1,
1.00
1,00
1,00
1.00
1,00
0.00
O.00
0.00
0.00
Length -'13.0It 1
0.040 0.031
1,60
1100
1,00
1.00
1.00
1.00
1,00
1,15
164,89
4160.00
0.40
14.32
45640
+D+OI0E++H
UDO
1. } ,
1.00
1.00
1.00
1.00
040
0.00
0.00:
0.00
Length =110 ft 1
0440 0.031
< 1.60
1,000
UO
1.00
1.00
1.00
1.0.
1.13
164.89
4160.06
OAO
14.32
458.00
+D+0t7 +O,?5OL+0,450 ++3
U00
1.00
1.00
1.00
1.00
1.00
0.00
UO
0.00
too
Length =13.0 R 1
0.088 0.071
1.60
'LOOO
1.00
1.00
1100
1.00
1.00
2.51
366.46
4160.00
0,89
32.17
456,00
+D+0,75OL40,75OS+0.45OW+H
1.000
110
00
1.00
1.00
1.00
0.00
040
0»O0
0.00
Length -13.0 4 1
0,088 0.071
1.80
1.000
1.00
I.OD
1.00
1:00
1.00
2.51
366.45
4180.00
0.89
32.17
456.00
+D+0.75OL+0,75OS+0.626O6+H
1MO
1.00
1.00
140
1,00
1.00
0100
0.00
0.00
0.00
Length -13.0 ft 1
0,088 0.071
1,60
'LODO
1.00
1.00
1.00
I
1.00
2,51
366.46
4160,00
0.89
32.17
456,00
+0.600+0.6OW+0.60H
'LODO
1.00
1.00
1.00
1„00
1.00
0.00
0,00
O,OO
0.00
Length =13.0ft 1
0.024 0.019
1.60
1,000
1.00
1.00
1,00
1.00
too
0.68
98,94
416040
0.24
8,59
456.00
+0,600+0,70E+0.60H
1.
1.00
1.00
1.00
1,00
1.00
0.00
Ow00
0.001
0,00
Length z 13;0 ft 1
0.024 0,019
1,60
1,000
1.00
1.00
1.00
1.40
1,00 '
0.68
98.94
4160.00
0.24
8.59
456.00
Load Cambinetion
Seen
Max. "-"
Del
melon
in Spsn
Load Combination
Max. `+^ Dd
Location
in Span
0,0000
0.000
3ifi� ���YO�i4WV„�iw (�'�+ti^'.� 4�� 1�LQ �� `tllpk�'�{�Cl�-"SlS,` 4,�:. 9ti .. �u�•�i 'i
x . uiix
no : Far left is #1
Values in KIPS
Load Cornisnation
Stgaptut 1
SupW 2
mwm...
0.266
0.154
OA44
0157
1.179
0,642
0444
0.257
0.444
0157
L+H 0.995
0.546
>+H 01995
0.546
0.444
0,257
0.444
0.257
L+O,450W+H 0.995
0.546
3+0.45OW+H 0195
0.546
3+0.5250F+H 01995
0.546
WH 01265
0.154
OH 0.266
0.154
0.444
4.257
0,735 0.385
M
P .'tied Ustom - tot 14
Et"tn�er. Dave W. eY rect 10.Pr L Custom Home
Load Combination Max Shas Ratins
MORWO Val
Shear Values
Segment Length SPM It
V
Cd C FN
C t
Cr
Cm
C t
CL
M lb
Fb
V
1v
F"v
+0+0.75OLr+0,75OL+H
1,000
1.00
i.OD
1,40
1.44
1.00
0.00
0.00
0.04
0,00
Length = 7:0 9 1
0,115 0.093
1,25 1 WO
1,00
1,00
1.00
144
1.00
2.57 374.65
3250,00
1192
33.07
35515
+&3+4.7 4(L75OS4H
1.
1.04
t Ot
1.44
440
1.44
4.40
0.00
0,00
0,00
Length = 7.0 0 1
4,125 4.141`L15
1
140
1.44
1.40
1.00
1,00
2.57 374.65
2990,40
4.92
33107 '
327.75
60W+H
UDO
1.44
1.44
1M
1,40
1.00
0,00
0.40
4.04
0.00
Length = 7.O R 1
4.035 4.431
1,64 1400
1.44
1.00
1,44
1.04
1.44
1:48 157:73"
416D,00
0.39
13.99 '
456.00
+D+0.70E+H
1.000
110
1.04
1.04
1,04
1.40
0.0`
0.00
0100'
0.00
Length = 7.08 1
U38 0:431
1.64 1.
1.44
140
1.44
1.00
1.44
1.48 157.73
4164:44
0.39
13,99
456A
+0+4.7 +0.754t+0e484W+H
1.00D
1.00
1.44
1.40
1.44
1.40
0,00
olo
4.00
0.00
Length =7.04 1
0.090 4.473
1,64 1.400
1,44
1.04
1.44
1,00
1.00
2.57 374.65
4150.00
4.92
33.47
45640
+D+4„7 +0.75OS+0 W+H :;
1.000
1.44
1.00
1.00
1.00
1.44
4:44
4:00
4.44
4.04
Length * 74 9 1
0.090 4.473
1.60 1.004
1.00
1.04
1,44
1:00
1.00
2,57 374.65
4160,00
4.92
33:07
456.04
+0+0.750L.+0,750$+0.5260E+H
11000
1.00;
1.00
1,04
140
1,40
0.00'
040
4.00 "
100
Length = 7,0 8 1
4.090 0.073
1.64 1.40
1.00
1.40
1.40
1.00
1.00
2.57 374,65
4160,04
0.92
33.07 ;
x00
+0.60D+0.6OW40.60H
1.000
1.00'
1.44
1.00
1.60
1.40
040
0,00
0.00 `
0.00
Length .7.4 4 1
0.423 4.010
1.60 1,000
1.00
1.00
1,40
1.00
144
0.65 904
416040
0,23
8,39
456,00
460040JOE460H
1.000
1:40
1.00
1,00
1.04
1.00
0.04
0.00
0.00
0.40
Length a 7.0 8 1
0.023 U18
1.64 1,000
1,00
1.40
1.00
1.04
1.40
4.65 94.64
4100.00
023
8.39
456.00
x�
Load Combination
Span
Max,'V Dd
Location 5t SMax.
V Del
Location 8i Span
no ° Far
tet is 91
Vies in KIPS
Load Cwnbinabon
Supwi
SuXat 2
141lhthrhum
4.261
4.198
+D+H
4,436
4.334
+p+L+H
1.218
4.947
+D4U+H
4.435
4.334
+1 t,
4:435
4,334
+D+0,750Lr+0,750L+H
1.423
4.763
+D+0.750+4,750S+H
1.423
4.783
+D+4.60W+H
0.435
0.330
+D40Y0E+H "
0,435
4.334
784Lr+0.750L.+0.4 0W+H
1,023
0763
750L.+0.750S+0.45OW4H
1.023
0183
+D+0.7 4L+0.750 +4,5250E+H
1423
0.763
+4.60N(LOW460H
0.261
0.198
+4 60D+0.70E+0.60H
0.261
0198
D Only
4.435
0.330
Lr Only
L. Only
S OrAy
W Only
E Only
H Only
0.783 0.577
Prrsjer 9 T11 : u . Lot 14
0Erni r. Davi V2.Y P !.
Pr#ct Oeste Oust H
ossey Sud k
Load Cornbinatim
Stress Ratios
Summaryai knentvSummaryofshearvelues
Segment Length Span #
M
V
Max +
M r
Me Max-
Mnx
WxOMa Cb Rm
va Max
Vnx vrodomega
+0+0.6 +H
Osgn. L = A00ft 1
0.312
0,065
2.69
43.40
13.40
130.42
79.09
2.84 1.130
3.49
90.34
$3.56
L- 22,006 2
0.301
0.065
10.86
-13.40
1140
74,40
44.55
3.53 1,00
3,49
60.34 "
53.W6
+O4O,70E+F1
Osgn. L = 14.008 1
0.972
U65
2.69
-13.40
1140
330.42
76.09
2.64 1.00
3.49
90.34
53.56
Osgn. L 2240 ft 2
0.301
0.1515
10.96
-13.40
33.40
74.40
44.55
1.53 1.00
3,49
90.34
$3:86
+{3+0,1 +0.750L40.4 +fl
Os9M L - 100 4 1
0.403
0.152
6.52 '
»31:51
31.51
130.42
78,09
2.83 1,00
8.15
60,34 '
53,56
Osgm L - 22.0011 2
0,704
0.352
25.44
-31,51
31.51
74.69
44.73
1,53 1.00
9.15
80,34
5386
40+0.7 +0.750540.450W+H
Osgn. L = 14.00 It 1
0,403
0.152
6.52
-31.51
31.61
1311:42
79.09
2.63 110
815
8034
5316
O n. L- 22.0011 2
0104
0152
35,44
31.51
31.51
74.69
4413
1.53 3.00
8:15
90.34
$356
+O+0.750L+0.750540.5250E+H
Osgn.L= 14.008 1
0.403
0,152
6.52
-3131
31,51
13.42
78,09
2.93 1.00
8.15
80,34
53,56
Dsp, 22,008 2
0.104
0.152
25,44
-31.51
33.01
74.69
44.73
1.53 1,00
8.35
SOJ4
5158
+0.60040, 40.60H
Osgn, L - 14.04 It 1
0.103
0.039
1,61
-8,04
8,04
130:42
76.09
2,84 1.00
2,09
80,34
5156
Osgn. L = 22.00 R 2
0.180
0.039 '
6.52 "
404
&04
74.40
44.55
1.63 140
2,09
80:34
53.56
+010040,70E40,6011
Osgn, L = 14,00 8 1
0.103
0.039
1.61
04
9.04
130.42
78.09
2.84 3.00
2.09
80„34
53,56
Dsllm Lc 22.00 ft 2
4.380
0.039
6.52
-8,04
8.04
74.40
44,56
1.53 1,00
2.09
80,34
53.56
i!"MORAMAP
--
Lead Combination
Span
Max. ` ° Oe8
Lir 5r
Span
Load Cr ntinekon
Max. V' Oa8
Loca§ s In Seen
4O+L�H '.�.�
1
0,4119.
3.152
+kl
-4:03
11:424
+o4L.+H
2
4,5265
12,144
0.0040
11.424
n : For left is #1
Values
in KFS
Load Combination
Support 1
Support 2
Support 3
MINImum
0.794
4.299
1.442
4O4H
1.324
7.165
2.403
4O+L+H
3904
20.049
6.724
+0 +H
1.324
7.165
2:403
+O+S4H
1,324
7.165'
2.403
+O+0,750Lr40.750L+H
3.191
16,826
5.644
4O4075OL40.750S44
3.191
16.629
5.644
60W+H
1,324
7.165
2.403
+O40.70E+H
1,324
7.165:
2.403
+O+0.750Lr+0.750L+0,450W+H
1189
16.929
5.644
+O+0.750L+0,750540.450W+H
3.191
16.629
5.644
4O+0.754L+0.7505+0.5250E+H
3.191
16.926
5.644'
440.60W40.60H
0194
4.299
1,442
40.6 .14E40,60H
0.794
4,299
1.442
0 Only
1124
7.165
2.403
Lr only
L Only
S Only
worAy
E Onty
H Ordy
/► .
L9teDs
Custom - Lot 94
r uuvs W. y P t ID:
scr. Oust l
Dossey SUdik
IM
x.0314 2.770Ol
y ^mum^,oam�`.�.,,,��:�»a*we'.♦.waiy�+wtlm;Ya*;+.,zi1 �;z�:����kt �.-��.�y����1�ck��z',u. 7 ��i8;��t�$'� �/� li4i{ti�
Lc#sd
kT l
L#
OverWl YIFNiIamkY€imdtl
34
0134
OA34
0224
0224
+04L+fi
0.774
0.774
TH
0.224
0.224..
+H
0.224
0.224
+D+0l50Lr+0.750L+H
0,636
0.636
+D+O750L+0,750S+H
0.636
0^636
+D+0. +H
0224
0.224
70E+1i
0,224
0224
+D+0,750Lr+0.750L+0.450W+H
0.636
0,636
+D+0.750L+0.7505+0.4SOW4H
0.636
0x636
+D+0.7SOL40,T505+O5250E+H
0,636
0,636
+0.600+0.60W+0.60H
0.134
0=134
+0.60 .70E+0.60H
0.134
0.134
D Only
0.224
0124
Lr Only
L! Only
0.550
0.550
s V€dy
YT o*
E Only
H Only
:.� ► _
� t
# t
,€
ii
t€
tt
is
ti
+t
#r
�
: e
.# t#
♦s. 1 ".
€
i #°
,€
##
ti
it
ti
tt
it
t »..
't
tt
t 1
^t ##
IM
x.0314 2.770Ol
y ^mum^,oam�`.�.,,,��:�»a*we'.♦.waiy�+wtlm;Ya*;+.,zi1 �;z�:����kt �.-��.�y����1�ck��z',u. 7 ��i8;��t�$'� �/� li4i{ti�
Lc#sd
kT l
L#
OverWl YIFNiIamkY€imdtl
34
0134
OA34
0224
0224
+04L+fi
0.774
0.774
TH
0.224
0.224..
+H
0.224
0.224
+D+0l50Lr+0.750L+H
0,636
0.636
+D+O750L+0,750S+H
0.636
0^636
+D+0. +H
0224
0.224
70E+1i
0,224
0224
+D+0,750Lr+0.750L+0.450W+H
0.636
0,636
+D+0.750L+0.7505+0.4SOW4H
0.636
0x636
+D+0.7SOL40,T505+O5250E+H
0,636
0,636
+0.600+0.60W+0.60H
0.134
0=134
+0.60 .70E+0.60H
0.134
0.134
D Only
0.224
0124
Lr Only
L! Only
0.550
0.550
s V€dy
YT o*
E Only
H Only
Prat Tine: us -Lot 14
0Engineer. Dave W. y tib
Prole Custom Home
osseySdk
f�4 fe :X k... tr'... bG♦:
1l...
•i
D,
♦:♦ C"Indon
Span,::.
Localm In Sw
.... x D st
LOW
•.... Is" Locawn in +p....
1
8
e F##
# #8F#
0,00
F +...,
D. r • notaboa: a
x.f D:..:.t+£yy:AtD
tDt.
iPY
r. n1
FIs
dy
%4Only 0. 13 0.832
pTM
On#
E Only
H Only
ME
PmIW Title: Custom - Lot 1
Engineer Dave W. Dossey PrqjW 1t7:
Custw Home
ossey Sudik
Load CombinationUess RalkM
mwnwvwm
$hear values
Segment Length SW# W
V
C C Fiv
C1
Cr
Cm
C t
OL
M
th
Ft
v
fv
pw
Length - ItLo 4 1 0.339
0.157
1.25 1,100
t.00
1.00
1.00
1.00
I.00
2,12
396.50
1160.76
0,02
29.39
107.50
+0+4.750L+0.750S+H
1,100
1.00
1.00
1.00
1.00
1.00
0.00
olo
0,00
0.00
Length =. Ito t 1 0.369
6,170
1.15 1.100
1.00
1.00
1,00
1.00
IS
2,12
396.50
1075,25
0.02
29.39;
172,00
+0+0. +H
4.100
1.00
I.00
1.00
1.00
1,00
0.00
0.00
0.00
obo
Length -10.0 4 1 0.097
0,044
` 1.60 1,100
1.00
1.00
1.00
1.00
9.00
0.77
14499
1496.00
019
10,61
240.010
+D+0.70E4H
1.100
1,00
9.00
1.00
1,00
1.00
0.00
0.00
0.00
0.00
Length =10,0 0 1 UP
0.044
1,60 1.100
1,00<
1 00
1.001
1.00
1,00
0.77
144.39
1496.00
0.29
10.61 ;
240.00
+0'4j5OLT+O,j5M4A45(YW+H
1.100
1.00
1.00
1,00
1.00
1,00
0.00
0.00
0.00
0.00
Length =;t0,0A 1 0,265
0.122
140 7,100
1,00
1.00
1.01
0.00
1.00
2.72
395,50
1496.00
0162
29.39
240.00
+0+0,750L,+0.750S+0 450W+H
1.100
1.00
1,00
1.00
1.00
1.00 <
0.00
0.00
0.00
0.00
Length -10.0 A 1 0,265
0,122
1,60 1.100
1,00
140
140
1:00
1.00
2.12
396.50
1496.00
012
29.39
240,00
+0+0.750L+0,750S+0.5200E+H
4.100
1,00
140
1.00
1,00
1.00
0.00
0.00
0.00
0.00
Length # 10.01 1 0.265
0.122
4.60 1,100
1,001
1.00}
9.004
1.00
1.00
2,12
396.50
1496A
0.62
.29.39
340.00
+t60D+0.6OW4QAH
1,100
9.00
1,00
too
1.00
1.00
0.00
0.001
0.00
0.00
Length x 90,0 0 1 0.00
0.027
"1.60 1.150
7.00
1.00
1.00
too
too ''
0,46
06,63`
1496,00'
0:10
6.37
240.00
+(L6OD40,7OE40,60H
1.900
1.00!
I.00
'1.00
1,00
1.00
0,00
0,00
0.00
0.00
L -10,0 0 1 0.060
0427
1.60 1.100
1.00
1.00
IM
1,00
1,00
0.46
06.63
1496.00'
0,19
6,37
240.00
i� �t4tL4C0kl 1S 4i.
Lt cf Cr tlsh as
Spy
Max... Del
Location In Span
Load Combinalon
flax.""+" Dell Locallon in S
+C7+L+H
1
x.1200.
4.091
0.0000
0.000
ina Su I
S 2
Ovwd wwnufn
0:215
0.160
0,350
0.261
+H
1.206
0.923
+DAN4
0,356
0261
+O+S+H
0:356
0.201
+0+0750Lr+0,750L+4i
0,994
0.762
.7 0L+0.750S+H
0.394
0.762
60W+H
0,356
0,261
70+H
0.356
0.261
+11+0.750Lr+0,750L+0.460W+H
0.994
6.762
+{D+0.750L+0.750S+0.450W+H
0.994
0.762
750L+0,750 +t1.5250E+H
k994
0.762
,4600+0.60W+0.60H
0.215
0.166
+0,60D+0.70E*0.60H
0.215
0.160
O Only ''
0.350
0.201
Lr Only
L Only
0.840
0.642
W Only
E Only
H Only
Project Title: Custom - Lot 14
Engineer: Dave W. Dossey Projed IM
Project Descr Custom Home
Load Combination
Max Strass Ralros
Monveldvalues
show vskm
Segment Length
Span #
M
V
C d C FN
C!
Cr
CM
C
CL
M
It)
F
V
fv
F1v
Length =10 0 It
1
0.187
(LOO?
115 1,200
UO
lbo
1.00
140
'LOO
0,52
Wit
1276.00
0.24
16,36
I87.50
Length -10:0 a
2
0187
0,087
1.25 1.200
UO
'LOO
1,00
'LOC
140
0,62
237.91
1275,00
0.24
16.36
187.50
+D+S441
1,200
IM
1,00
UO
1.00
1,00
0.00
CA
0.00
0,00
Length =10.0 A
1
0,203
0.095
1,15 1.200
1.00
1.00
1.00
1,00
1.00
0,52
237,91
117100
024
16,36
172,60
Length - 10.0 It
2
0.203
OMS
1.15 1,200
1,00
tOO
1.00
1,00
1,00
0,52
237,91
1173.00
0,24
16.36
17150
+D+0.750Lr+0,750L4H
1,200
140
1.00
110
1.00
1.00
OM
0,00
0,00
0.00
Length =10:0 It
1
0V2
0.244
Us 1,200
140
UD
1.00
1.00
1,00
1.46
66517
1275.00
0.66
4510
187.50
Length =10,0 It
2
0.522
0,244
125 MO
140
1.00
UO
1,00
1.00
1.46
665.97
1275,00
DA
45.80
187.50
+D+0,750L,+0j60S+H
L200
1,00
1.00
1.00
1.00
1,00
0.00
0100
0,00
0.00
Length =10.0 It
1
0.568
0266
1.15 L200
1,00
IM
1,00
1,00
1,00
1.48
665,97
1173,00
0,66
46.80
172,50
Length = *0 It
2
0.568
0266
1.15 1100
1.00
lbo
1.00
1,00
1,00
1,46
6615,97
117100
CA
46.80
17;L50
+D-460W+N
1,200
140
1.00
1,00
1.00
1.00
040
0.00
0.00
0.00
Length =10,0 ft
1
0.146
0,068
1,60 9.200
1.00
1,00
UO
1,00
1.00
0.52
23711
1632.00
024
16.36
24040
Length = 10,0 It
2
0.146
DAB
110 1,200
1.00
1.00
1.00
1.00
1,00
0.52
237:91
1632.00
024
16,36
240.00
40+0.I0E4H
1.200
UO
1,00
UO
1.00
1.00
CA
CA
0,00
CA
Length =10.0 ft
1
0,146
0.068
1,60 1.200
1,00
1.00
'LOD
leD
140
0,52
237.91
1632.00
ON
16.36
240.00
Length =10.0 R
2
0M6
OAS
1.60 1,200
1.00
1,00
1.00
1,00
1,00
0,52
237,91
1632.00
0,24
16,36
240,00
+D40,75W+0150L4450W+N
1,200
'LOO
1,00
UO
1.00
1.00
0,00
(LOD
0.00
0,00
Length a 10.0 It
1
0,408
0.191
M 1.200
1,00
1.00
11,00
1.00
1,00
1,46
665.97
163100
016
45.80
240.00
Length -10.0 It
2
0.408
0,191
IM 1,200
1.00
1.00
1,00
1.00
UO
146
665.97
1632,00
016
45,80
240,00
4040,7501,40.750S,4450W+H
1.200
UD
1.00
1.00
1.00
1.00
0.00
0,00
CA
0.00
Length =10,0 ft
I
0A08
0.191
1,60 1,200
1.00
1.00
1.00
1,00
1,00
1,46
665.97
1632.00
046
45,80
24(L00
Length =10:0 It
2
DAII
0.191
110 1,200
1.00
1.00
1,00
1.00
1,00
146
665,97
1632.00
0.66
45,80
240.00
+D+0.750L40.750S40.5250EA4
1,200
1.00
00
1,00
1,00
1.00
0.00
0.00
0.00
CA
Length =10.0 It
I
0A08
0.191
1,60 1200
1.00
1.00
too
1.00
1<00
1,46
685,97
1632.00
016
45,80
240.00
Length =10.0 It
2
0,408
0,191
1.60 1.200
UO
1,00
1,00
1.00
JA
1,46
665,97
1632.00
0.66
4540
240,00
*0, +0.60W+0,
1100
UO
1.00
00
UO
140
0.00
0.00
OA
CA
Length =10.0 ft
1
0.087
0,041
1,60 1,200
1,00
1.00
1.00
1.00
1.00
0,31
14175
1632A
CA
9.82
240.00
Length =10,0 It
2
0.087
0,041
1.60 1,200
1,00
1,00
1.00
1,00
1,00
0,31
142,75
1632.00
0.14
9.82
240,00
+0.60D40.70E40.60H
1,200
1.00
1.00
ILOO
1,00
1,00
0.00
0.00
CA
0,00
Length =10:0 It
i
0.087
()L041
1,60 1,200
1,00
too
1,00
1.00
1,00
0.31
142,75
1632.00
0,14
9,82
240.00
Length =10.0 It
2
0,087
0,041
ISO 1,200
1,00
1.00
1.00
1,00
JA
0.31
142.75
1632.00
OA
9,82
240,00
Ai f hi, n "� 'D" 86'w i W- " 6" 'i
M"
Lroed'Combination
Span
Max, %* Dd
Locabort In Span
Load Combination
Max. Dog Location in Span
-_ _.
I
--l-00000-000
+0.+L+H
2
0A71
5.810
0,0000
OMD
M gg'
p�Z' '
Supportnotation. Far left is #1
Values in KIPS
Load CombhOw
Support I
Support 2
Supporta
Overall MINImum
0.094
0,313
0.094
+D4H
0,156
0.521
0,156
40+L+H
0,531
1J71
0.531
+D+Lr+H
0.156
0,521
0,156
+D+S+H
0.156
0.521
0,156
+D-+0.760Lr+0,750L+H
0.438
1.469
0,438
+047501.4760s+H
0,438
1.459
0A38
+0.+0.60W+H
0A6
0,521
0.156
+D40,70E,+H
0,156
0.521
0.156
-+D+0,750Lr+0.750L40.450W-+H
0A38
1.459
0,436
+D+0,750L+0.7S0S,+0,450W+H
0A38
1,459
0.438
+0-+0.760L+0.750S401250E+H
0A38
1,459
0,438
-460D46001,460H
0M4
0.313
0.094
460040J0E40S0H
0.094
0,313
0,094
D Only
0.956
0,521
0.156
Lr Only
LO*
0.375
1,250
0T5
S Only
wo*
Prqect Title: Dave
- Lot 14
"!
Dave W. Dossey ProjW ID:
P1r*1`nt%a: Custom Horne
DosseyjSudik
me
Ma Stress Rdos
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Load Combination Set: ASCE 7-10
Segmerit Langth
Material
V
C d
Anslysis Mothod. Allowable Stress Design
Fb - Terision,
850.0 psi
E: Modulus of Sas#*
Load CornbinaliDn ASCE 7-10
Fb . Cornpr
850.0 psi
Ebend- xx 1,30OAsl
Fc - Pril
1,3MOpsi
Eminbend - xx 470.0ksl
Wood Spwies Hem Fir
Fc. Perp
405.Opsi
Wood Grade No,2
Fv
150.Opsi
Length = 9.50 4
1
Ft
62&OPsi
Density 2710pof
Searn Brocing Beam Is Fully Braced against lateral -torsion buckling
UO
1,00
Z-AXO
sw-150ft
........ . .
1114,16 N-40011,11
04 k"ll
Beam sell weight Calculated and added to Ws
Load for Span Number I
Unflorn Load: 0 = 0,0150, L = 0,040 ksf, Tributary Width = 2,50 ft
Load for Span Number 2
Uniform Load: D - 0.015D. L = 0,040 ksf, Tributary Width - Z50 it
SOM
Load Combination
Ma Stress Rdos
Segmerit Langth
SPaft #
V
C d
C Fiv
C I
Cr
CM
C t
r1L
M
4-441
Length = 9.50 4
1
0,234
OAU
0,90
120D
UO
1,00
1.00
1,00
1,00
0.47
Length = 9,50 4
2
0134
0114
0.90
1.200
UO
1,00
1.00
iM
1.00
0,47
+0-+L+H
1,200
1,00
UO
1,OD
UO
1,00
Lonp - gm 4
1
0.716
0.349
IM
1,200
1,00
1,00
1,00
1,00
1,00
1.60
Length = 9,50 ft
2
0116
0349
1.00
1200
UO
140
IM
1,00
1,00
160
+D4t,t+H
1200
1.00
IM
tOO
140
1,00
WYVX
2114,71 911LOO
2471 gill,lio
OM
729.82 1020,00
729,82 MOM
040
v fu FV
OM 0.00 on
0.22 M39 135.00
0,22 15x39 135.00
UO 0.00 0.00
016 5131 ISOM
016 5131 150.00
UO 0.00 UO
Pmject Title: Custom - Lot 1
Engineer: Cave W. Dossey Pr of ID:
Protea : Custom Hwe
os ey Sudik
IM
Project Title: Custom - Lot 14
Engineer; Dave W. Dossey Proed ID.
Protect Desor Custom Home
LOW Carboafion Max Sha Rdoa
Momentyal
Sheaf vewes
Segment Length Span #"
M y
CO O FN
D I'
Cr
C M
C t
CL
M
lb
P"b
v
tv
E"v
Length 1
0.025 0.029
1.15 I.ODO
1.00
1,00
1,00
1.00
1,00
0.26
75.65
2990A
013
9,56
327.75
60W+H
1400
1.00
1,00
1.00
1.00
IS
0.00
0,00
0.00,
000
Length =4.0 It 1
0.008 0409
1,60 1,000
1.00
1.00
1,00
1.00
1.00
0,11
31:39
4160..00
046
4.03
45640
+D+0J0E+H
1.000
1.00
1.00
1.00
1:00
1,01
0.00
040
040 '
0100
Length -4.04 4
0,008 0.009
1.60 1.000
100
1.00'
1.00
1,00
l.00
0,11
31,69
4160.00
0.06
4,03
466,00
+D+0,750Lt+0,7 +0,450W+H
1400
1100
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length= 4.0 ft 1
0,018 0.021
110 UDO
1.04
1.00'
1.00
1.00
1,00
0,26
75.65
4160.00
0.13
9.56
456,00
+D+0.750L+0.750S+0.450W+H
U00
1.00
1.{&0
1,00
1.00
1,1
0.00
0.00
0.00-
0,00
Length ='ALD 0 1
0.018 0.02' 7
1.60 UDD
1.00
9.00
1.00
1,00
1,00
0,26
75.65
4160.00
4.13
9.56
456.00
+D+0.750L+0.750S+0.5250E+H
U00
7,00
1.00
1.00
140
1.00
0.00
0.00
0A
0.00
Length z 4.0 8 1
0.018 0.021
1.60 1.000
1.00
U0
1.00
1.00
140
0.26
75,65
4160„00
0:13
9,56
4W00
460D40,64W4010H
1,000
1:00
1.00
140
9.00
7.00
0.00
0„00
0.00
040
Length z4,0 ft 1
0.005 0.005
1.60 1,000
1.00
1.00
1.00
1,00
1,00
0,07
19.93
4160.00
0:03
2.42
456Z
+0,60D+0,70E,460H
11000
1.0
t.t10
1.00
1.00
100
0;00
0 f
0.00,
0111
Length = 4.011 1
0,005 0,005
1,60 MD
1.00
1.00
1.00
1.00
1,00
0.01
19.13
4160.00
0.03
142
456.00
LoadInsten
n
•~°
L n
.°+• DO
Locabon 10 $pan
+D+L+!°I'
1
0.0019 I
'
2415
0,6000-0,000
1i Fte�GtiAtt>l���
� ; , �ha at �
Sup a : P r ld [s #1
Values In 3gPS
Load Comtknation
Suppod1
Support 2
OveraMMMUM
0.066
0.066
+D+H
0,109
0.109
+D+L+Ii
0,309
0.308
+D+Lr+H
0:109
0109
+O+ +H
0,109
01109
+0+0750Lr+0,750L+H
0.259
0.259
+D+0,750L+0.750S+H
0,259
0.254
+D+0,60W+H
0.109
0,109
+D+0.70E+H
0.109
0.109
+DD+0.754Lr+0,750L+0.450W+F1
0.259
0269
+D+0.700L+0.750S+0.450W+H
0.259
0.259
+D+0.750L+0J60S+0.5250E+H
0159
0159 ;<
+040D46OW460H
0.066
0.066
+0.60 , ,70E+0.60H
0.066
0466
D Only
0109
0.109
Lr Only',
L Only
0.200
0.200
S Orgy
W Only
Only
H Only
P" Tit""
Custom - Lot 14
0Ervin r. Cs W. y P ltd:
Pr
Iesor. Custom Home
Load Cor"Wation
Max Stress Rabos
Segmentiangth
Span
MCFN
Cl
Ct
cm
*
tl
` et "#,.
btu
#1*
.#
#6#
#:#
k#
##
t#
M'#
•##9.
#;
}!
,40.600+0.70 +0.60H
D Only
Lr Only
L Ordy
S tray
w onl
E Only
H Only
ja � nr,i Support notation ; Far left is #1 Values in KIPS
vorti su
1,108 0.861
1.847 1.435
6.205 3,988
1.847 1.439
1.847 1,435
4.365 3.35
4.365 1350
1,947 1.435
1.847 1.435
4.385 31350
4.365 3.356
4«385 3,356
1.106 0.961
1.108 0,861
1.847 1:435
3,358 2.552
P'*oCustom - Lot 14
0
E4tnm Dave W. ftsey Pm*t ID: Custom How
DosseylSudik
LOW C4mwftsoon Max Seen ROD%
moment values
S Vehies
Segment Length SPa"#adV
Cd C FN
C I
Cr
Cm
E
CL
M
th
rb
v
tv
Fv
+014.7501.40.750s4H
1.000
1,00
1.00
too
too
1.00
0100
0.00
0.00
040
Length = 4:011 1
0.069 0102
1,15 1,000
1,00
1.00
1.00
lZ
140
0,01
266.30
2990,00
0.46
3154
327,75
+0+0,6OW4H
1.00
1,00
140
1.00
1.110
1.00
040
040
040
0,00
Length = 4,0 It 1
0.026 0.030
1,60 1,000
1.00
1.00
1.00
1:00
1.00
0.37
107,75
4160.00
0,19
130
46640
+D40,70E+H
'LOOD
1.00
1,00
1,00
IS
1.00
0.00
0,00
0100
Oka
Length = U It 1
0,026 0.030
1160 1.000
1.00
ILOD
00
1.00
140
0,37
107,75
4160,00
0.19
13.62
46640
4D475OLt,+0.750L+0450W+H
1'000
1100
1.00
1.00
UO
lZ
0,00
0.00
UO
(LOO
Length = U It 1
0,064 0V4
1.60 1, 0
IS
1.00
1.00
too
1,00
0,91
26610
4160,00
0,46
33.64
456.00
+04750L,4750S40.45OW414
1,000
1.00
ilD
1.00
1.00
UO
0,00
0100
0.00
0.00
Length - 4.0 4 1
0.064 0.074
1,60 1,000
UD
1,00
140
1,00
1,00
0,91
26530
416040
046
33.54
456,00
+D4(L7fiOL40,75OS40.5250E4H
1.000
too
1,00
1,00
1,00
1,00
0,00
O.OD
Oka
(LOD
Length = 0 It i
0A4 (LOM
1,60 1,000
1,00
1.00
IS
1.00
1.00
0.91
265,30
4160.00
0.46
33,54
456.00
,+0,60D+0.6OW40.60fj
1:000
1,00
1,00
00
UO
1.00
040
0,00
Obo
040
Length a 4,0 ft 1
0.016 0.010
1,60 U00
140
1,00
1,00
1.00
1.00
0,22
64.65
416040
OAl
6A7
456A
+0.60D+(L70E40,60H
1.ODO
1.00
1,00
1,00
1,00
140
0100
040
0100
0.00
Length - 4.0 A i
0.016 0.018
1.60 1.ODD
140
1.00
1,00
1.00
1.00
0,22
64.66
4160,00
0.11
817
456,00
,"Lomat "IMCOIMM�PUM
�S� Wel
McWon
�
In Spate
Conbna
bon
Mat cei Location in Sw
OvwWJ MINImum
0.22'2
0.222
+D+H
0.369
0,369
+D,+L+H
1,089
1,089
+D+Lt+H
0.369
0.369
+D+S+H
0,369
0.369
+D+0.760tr+0,750L*H
0.909
0.909
+D40.750L+0,750S+H
0I09
0.909
+0460W+H
0.369
0.369
+D*0,7OE4H
0.369
0.369
+D+()760ts40.750L+0A50W-44
0.909
0L909
+D40.750L+0J5OS-+0A5OW-*H
0,909
0,909
+D40.75OL40.750S40.5250E+H
0.909
0.909
40,6OD40,60W+0.60H
0,222
0.222
,46004706+0.601-1
0.222
0122
D Only
0,369
0.369
Lf Oni
L Only
0.720
0Y20
S Only
wonly
EO*
H Only
6? 0(0
Custom - It 14
P: Dave W. Dossey Project ID-
E
Pr
ginee
0 Descr: Custom Home
DosseylSudik
M�
Custom - Lot 14
Project
T""
E PmjW ID:
Pmt
Dave W. Nssey
mjW cr
0 . Custom Home
DosseyiSudik
MIM
Luau I.OMMOUM
buwn I
buwz
Ov" WNIMM
7.037
1.402
+D*H
11,729
2,437
404L+H
16.820
4,566
40+Lr+H
11,729
2A37
+D+S+H
11-729
2,437
,+O*OlSOLr+0.750L*H
11,047
4.026
+D40l50L+0l50S+H
17.047
4,026
+D460W+H
11.729
2A37
+D+0J0E+H
11,729
2.437
+D40.75OLr,+0.750L,+0,450W4fi
I7,047
4.026
+D,+0,750L40,750S+0,450W+H
17,047
4.626
+0+0,760L+0.750S,+0,5250E+H
17.047
4,026
+0,60D,+0,6OW40.60H
7,037
1,462
4600+010E40,60H
7.037
1A62
D Only
11.725
2,437
Lf Onty
L Only
7,091
2,119
S'
WOnty
E Ordy
H O(dy
not
MIM
Luau I.OMMOUM
buwn I
buwz
Ov" WNIMM
7.037
1.402
+D*H
11,729
2,437
404L+H
16.820
4,566
40+Lr+H
11,729
2A37
+D+S+H
11-729
2,437
,+O*OlSOLr+0.750L*H
11,047
4.026
+D40l50L+0l50S+H
17.047
4,026
+D460W+H
11.729
2A37
+D+0J0E+H
11,729
2.437
+D40.75OLr,+0.750L,+0,450W4fi
I7,047
4.026
+D,+0,750L40,750S+0,450W+H
17,047
4.626
+0+0,760L+0.750S,+0,5250E+H
17.047
4,026
+0,60D,+0,6OW40.60H
7,037
1,462
4600+010E40,60H
7.037
1A62
D Only
11.725
2,437
Lf Onty
L Only
7,091
2,119
S'
WOnty
E Ordy
H O(dy
P �er�'e
Cutorn -1 ca# 10rl Dave W. ey Pcc�acl IGI:Rr 1r. Cu$tWn Hom
Dossey Sud k
Load C=WnstionStress Ra#os
MOMOM Values
Shear values
Segment Length Spa
V
Cd C FN
C I,
Cr
C m
C t
CL
F'b
v
fv
ry
+i3+0.75OLr+0.T +H
1100D
1,00
1,00
1.00
1.00
1.00
040
0.00
040
000
Length = 6.5611 1 0.108
0,087
115 I.ODO
1,00
1.00
1.00
1.00
1.00
2,40
34913
3250.101
0.85
31.01
356.25
+04(L75OL 0.750S+H
1A00
1,00
1.00 - -
1.00
1.00
UO
0.08
0.08
0,00
000
Le -8.604 1 0,117
0.095
;1.16 1.
1.00
1,00
1.00
1.00
1.00
2,40
349,93
2990,00=
0.86
31.01
327,75
+N0.6 4l
11000
1.011
1,00`
1,00
1.00
1:00
0,00
000
000:
0.00
Length a 8.50 ft' 1 0.038
0,029
1.60 I -ODD
1.00`
1.00`
140
1.00
1.00
1.02
1439
4160.00
0,37
13,21
456.00
7OE+H
'LODO
1.00
1,00
t00
1.00
1.00
040
0.00
0.00
0.00
Lano =8.50ft 4 (1036
0,029
1.60 1400
10
1.00'
1.00
1.00
1:00
1:02
148.39
4160,00
0.37
13.21
45640
+D40,7 OLc +.750L+0.450k14H
3:
'LOO
1.00`
1.00
1,00
1.00
0,00
0.00
0.00
0,00
Length = 8.50 ft 1 0064
0,068
1,60 1.0001.00
1,00
;;1.00
ILOO
1LOO
2,40
349,93
416040
0.86
31.01'
456.00
+11+0.750L+0.7605+0.450W+H
t000
1.00
1,00
1.00
1.00
1,00-
0,00
000
0.00
0:00
Length, - 8.50 ft 1 0.084
0.068
1,60 1,000
1,00
1,00
1,00
1.00
1.00
2,40
34913
4160,00
086
31.01
461LOO
+C+0.750L+0.76OS+0.5250E+H
t000
1.00
110
140
1.00
'1.00
OM
0,00
0.00
040
Length = 840 It 1 0.084
0468
L60 1,000
1.00
1.10
1.00
1.00
1,00
2.40
349,93'
4160:00
0.88
31:01
456.00
+0,6013+0.60W+0.
1,000
1.00
1,00
-1.00
1.00
1.00
0,00
0.00
0,00
0.00
Le 8.50 ft 1 0.021
0,017
1.60 1.000
1,00
1.00
1,00
1.00
1.00 '
0.61
89.03
4160.00
0.22
T.92
456,00
46ONVOE4010H
1.000
1.00
1,00
1.00
1.0
1.00
0.00
O.OD
(LOO
0,00
Le 8.50 ft 1 0.021
0.017
1.60 ILODO
1000
1.00
1,00
1,80
1.00
0,61 ';
89.03
4160.00
0.22
7.92
45C00
r%.bvtli CIf1r lad1011z9
Loed 6na'
Spon
"-" is8
L
S+•
Load Combination
Max
nnn Span
+1)+1 eH
1
0,0342
4.00
0,0000
0,000
WfNW_ � �„ �
Suppott notabon., For left is 41
Values in KIPS
Load CombinsWASwpod 1
Support 2
Overaff Mmm
0248
0,169
+11+H
0.413
0.266
40+L+H
1148
0.711
+O+Lr+H
0,413
0.266
+11+
0.413
0.266
+D40,75OLr+0.750L+H
0.964
0.600
+p+0.754L+0.750S+H
0164
0.600
+0+0.60W+H
0.413
0266
70E+H
0,413
0,266
+0+0.750U+0,750L+0.450W+H
0.964
0.600 ;
+p+0,750L+0.75OS41.450W+H
0.964
0.600
+D+0,T5OL+0.750S+0.525OE+H
0.984
0.600'
*0,6040,60W4010H
0,248
0.159
+0.60 .70E+060H
0.248
0.159
D Only
0:413
0,266
Lr On
L Nly
0.735
0,445
S only
W Onty
E Only
H Only
Prot Title: Custom - Lot 1
t1 fti r: Cave W. D ey r " a
Protea or; Custom Home
QSseysdk
Load Comboaden - Max Stiva Ratios
moment values
OO i Span ft 1VV
C4 C Fir
C I'"
Cr
cm
C t
CL
M fb
Pb
v
5r
Pv
+13+0.7 +0.75OL+H
1.000
1.00
1.00
1.00
1.00
1,00
(LOD
0.00
0.00
0.00
0 r, 5.50 It 1 0.908
0,087
1,25 1:000
1.00
1,00
1.00
1.00
140 ,
2,40 349.93
MOM
0»86
31.09
356.25
+0+0.7501.40.75O +H
1.000
1.00
9,00
1.00
1,00
1.00
0.00
040
0.00
0.9
Length =8,508 1 0.117
0.095
1.15 1.000
1.00
9.00
1,00
1.00
1:00
2.40 34193
N90.00
0
31.01 '
32IJ5
+D+0.60W+H
1.000
1.00
1A
1.00
1.00
1,00
0A
0.00
0.00'
0.00
Length z 8.50 ft 1 0.036
0,029
1.60 1.0001.00
1.00
1,00
1.00
t.00
1,02 148.39
OWN
0,.37
1121
456.tl0
+D+0.70 +H
1.000
1,00
140
1.00
1:00
1e00
0.00
0.00
000.
0.00
Length = 8.50ft 1 0.036
0.029
110 1400
1.00
140
1.00
1,00
1,00
1,02 948,35
4160.00
0.37
13.21
456A
+D+0,?5OLr+O.750L+0.450W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0A
0.00
040
Length = 8.50 ft 1 0484
0.068
1.60 1400
1.00
UO
1.00
1.00
1,00
2,40 349.93
4160.00
0.86
31.01
456.00
+D+O.75OL40I6OS+OASO i+H
I boo
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
O.00
L -8.50 ft 1 0.084
OMB
1.60 U00
1.00
1.00
1.00
1.00
UO
2.40 349:03
416010
086
31.01
466.00
+D+0.75OL+0.750S+0,525OS+H
U00
1100
1.00
;1.00
9.40
1.00 >
0»00
COO
0.00'
0:00
Lefto =8.50 it 1 0.084
CAB
1.60 1,000
1.00
1.00
1.00
1.40
1,00
2.40 34993_
4160.00
0.86
31.01
456.981
46OD46OW40SH
1,000
1.00
1.00
1.00
1A
1.00
0.00
0.tft1
0.00 '
O.00
Length z 810ft1 0.021
0.017
1.60 1,
1:00
1.00
1.00
1.00
1.00
0.01 89.03
4160.00
0..22
7.92
456.00
+0.60 IOE40.60H
iM
9,DO
1.00
1.00
1.00
1,00
UO
0.00
0,00
0.00
Length a 8.50 It 1 0.021
0.017
1,60 1400
1.00
1.00
1.00
1.00
1.00
0.61 89.03
4160.00
0.22
7,92
45640
L na
Seen
Mix. "-*Daft"
L in
inatitu€
"+°
tion S
+D+L+F1
1
0.0342
4.002
0.0000
0:000 ..;
Lci Crlrrnatxtn Str�arxt 9
Sm12
Overall Miftum
0,246
0.169
+D+H
0,418
0.266
+D+L+H
1.148
0,711
+D+Lt+H
0.413
0.266
+D+S+H
0.413
0.266
+D+0.750Lr+0.750L+H
0,964
0.600
+D+O.750L+0.750S+H
0.964
0,600
+D .60W+H
0.413
0.266
+1)+0.70+H
0,413
0.266
7604+0.7501.+0,46OW41
0.964
0.600
+D+0.750L+0.7505+0.450W+H
0.964
0,600
+D+O.75OL40.75DS401250E+H
0.964
0.600
+0.60D+06OW40.60H
0248
0,159
+0,60D+0,70E+0.60H
0.248
0.159
D OrOy
0.413
0.266
Lronly;
L Only
0.735
0.445
S
Only
8 Only
H Only
1
PrOOct rdle: Custom - Lot 14
Engineer Dave W. Dossey Project V.
•+ Descr Custom Home
notdon : For In is #1 V in KIPS
overwl MMMUM
1.270
6,791
9.030
1,025
+D+H
2.116
11,318
1.717
1,708
+D+L+H
6.053
30.813
4,786
4.808
+D+9r41'4
2,116
11,318
1.717
1,706
+D+S+H
2.116
11,318
1.797
1:708
+D,+0J50LJ40,750L+H
5.068
25.039
4,019
4,033
+040J50L,+0J50S+H
5.068
25,939
4,019
4,033
+D+0MW4H
2,116
19,318
1.717
1,708
+D,+0.70E+H
2.116
39.318
9.717
1108
+D40,750Lr+0.750L40.450W+H
5.068
25.939
4.019
4.033
+D+0,T50L+0.75OS40A50W+H
5.068
25.939
4.019
4,033
+D40,750L+0,754545250E+H
5464
25.939
4.019
4.1}33
460N0S0W40,60H
1,270
6,791
1.030
1.025
40,60D+0.70E+0A0H
1,270
6.791
1,030
IMS
D Ordy
2.116
11,318
1.717
1.708
Lt Onty
L OrOy
3.937
19.495
3,069
1099
So*
is
Qfl Iff 1
111111 Wit
Mill
IN
Load 6
Spin
Max. Dd
Locatim In Span
Load Coni
MaX.*4�`Dd
Location In Span
10000
ONO
2
U000
7.057
+D+L+H
-0.0573
3173
+D+L.+H
3
DA708
7,560
10000
1173
notdon : For In is #1 V in KIPS
overwl MMMUM
1.270
6,791
9.030
1,025
+D+H
2.116
11,318
1.717
1,708
+D+L+H
6.053
30.813
4,786
4.808
+D+9r41'4
2,116
11,318
1.717
1,706
+D+S+H
2.116
11,318
1.797
1:708
+D,+0J50LJ40,750L+H
5.068
25.039
4,019
4,033
+040J50L,+0J50S+H
5.068
25,939
4,019
4,033
+D+0MW4H
2,116
19,318
1.717
1,708
+D,+0.70E+H
2.116
39.318
9.717
1108
+D40,750Lr+0.750L40.450W+H
5.068
25.939
4.019
4.033
+D+0,T50L+0.75OS40A50W+H
5.068
25.939
4.019
4,033
+D40,750L+0,754545250E+H
5464
25.939
4.019
4.1}33
460N0S0W40,60H
1,270
6,791
1.030
1.025
40,60D+0.70E+0A0H
1,270
6.791
1,030
IMS
D Ordy
2.116
11,318
1.717
1.708
Lt Onty
L OrOy
3.937
19.495
3,069
1099
So*
Prot Title: Custom - Lot 14
En € t. D W, ey Pr ' did:
Project Des: Custom Home
DosseylSudik
K
!ation Set: A$CE 140
Propertws
.a
Allowable Design
a.w r w .el �Ar.
Wood •°as russ
Wood
3. ASCE 7-10
w - Tension 2,60Upsiww ofElestkfty
w Cow 2,600.0 psi Ebend-•t1 t:
2,610.0 w i ! r 965,71 ksi
Peril ,psi
Fv psi
Ft 0 psi Density 32,210pcf
-torsion buckling
design OK
i
to : Actual
108. 2psi
fv : Actual
37.89 psi
FB . Allowable
2,60UOpst
Fv : Allowable
288.00 psi
Load Combination
Co
a
Location of maximum on spats
2.994ft
Location of maximum on span
3.0174
Span ## where urn occurs =
Span # 1
Span # where maximum occurs
Span If 1
Maximum Deflection
Max Downward Transient Deflection
0.000 in Ratio =
0<480
Max Upward Transient Deflection
0.000 in Ratio =
0 <480
Max Downward Total Defection
0.002 in Ratio = 24095
Max Upward Total Detiec
-0.001 in Ratio = 18494
Load Combination Max Stress Hallos
M m tt Values
Shear Values
SegmentLength SPO d V
Cd C FN C i Cr Cm
C t CL fb
F'b
y
fv Pv
0.00
0.00
Uri 0.00
Length = 4,0 0 1 0.432 0.488
0.94 1.000 1.00 1.00 1.00
1,06 1.00 0:51 MIs
2340.00
6:42
22150 2.58.50
Length = 1.4 0 2 6.408 4.088
4.90 1,404 1.00 1.46 1,00
1.00 1.00 6.12 18.18
2346.44
4.11
22.50 258,84
+D+L+H
1,004 IM 1.64 1.00
1,00 1.00
4.44
O,OD
0.06 4.00
r
Rzu t - Lot 7D l ; ey Raid 10:
Gus! Hom
c ssey SUd°rk
Sppod fto w Far loft Is i vakles In KIPS
4�aa -ffl
;;s,,,
YYly V.IZI4 V.UVO
g�oo
omy
On
��,yy
H ottly
Projed ate. Custom - Lot 1
Engineer: pave W. Dossey a
Proect : Custom
DosseyiSudik
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t
}
UO ft
7,07
93.74
at
t
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8 It
E„t
t t'
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t
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195,00
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t
M t
t
s
29.12
tl^
116.77
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4.73
93.74
62,50
# t
t
}
1.06 1>00
3.96 '
93.74
t
37.60
i
t t
t4n...
t. ".
D"m L
UO ft
7,07
93.74
Dsgri, L
130ft
Ds}
8 It
! «
t t'
Dsgm L
t3O4
M »
195,00
Dsgn. L
IMI
Dsga, L
13011
s
29.12
tl^
116.77
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4.73
93.74
62,50
# t
t
M }
1.06 1>00
3.96 '
93.74
IM }
37.60
Dr
0,07
-4-44H . !
t t t
Ds}Dsgk L =
UO'
Ds}:Dsgm L =
130 It
it t
1,031.00
4 «110ft
ti
Ds}
.,
1.30
195.00
116.17
Dsgn. L z
1.30'
tt
62.50
ftsgmt^
495,00
Ds9m L =
130ft
r}
E
s
t It
ar }
116.77
D
t It
M »
! It
s
19540
. }
t.
D>
53.74
► t
0,07 ,
-t tt! t .6N t t0
Ds:
t ft
R,
1,30 ft
!stn,
37.92
Ds9m L =
IM,
! r
t It
s
6250
e
t,
► 4
1,05 1.00
stress ..".48$ SUMMY01MMMtVAM
8.71
t t r{
t
1.70 1.00
7,07
93.74
62.50
46.42
195,00
118.77
9.241.00
t t'
t 1•,:
62.50
23.46
195,00
416.7?
1.13 4.00
513 '
93.74
82,60
29.12
195.00
116.77
1.09 1,00
4.73
93.74
62,50
33.77
195.60
118,77
1.06 1>00
3.96 '
93.74
WO
37.60
195,00
116,77
1.04 1.00
3,19
93.74
t
t1
19500
116,77
1,031.00
t
ti
62.50
41.66
195.00
116.17
1.01 1,00
1.62 '
93.74
62.50
42.42
495,00
116.77
1.00 1,00
0.81
E
t tt.
42.42
195.00
116.77
E
t #«
93.74
62.50
41.97
19540
116.77
1.01 1.00
1.54
53.74
62.50
40.42
19540
116,77
1.02 1.00
240
93.74 '
62.50
37.92
195.00
tta
t
3,11
t<:
6250
att�
1
t�a
1,05 1.00
3.88
t t
62.50
29,65
195.00
116.77
4:07 4,00
4.65
93.74
62.50
24.10
195,00
11677
1,131.00
5.45
93.74
62.56
17,.18
195.00
; 116.77
120 1.153
6.22
93.74
62.50
9.57
195.00
116.77
U9 1,00
7.03
93.74
62.50
0,48
195.00
116.77
1,00 1.00
7,07
!
t!
8.71
195.00
11617
E
tt
93.74
62,50
16.42
t
tt
124 1,00
6,30 '
93,74
62.50
2146
193.00
116,77
1,13 1.00
5,53
93.74
62.50
29.12
195,00
E
tt j
4.73
93,74
62.50
33.77
195.00
116.77
1,061.00
196
93.74
62„50
3740
495.00
116,77
1.04 1.00
3.19
9174
62=50
49.26
t +
t tt
1.03 1.00
2,36
93.74
62,50
41.86
196.00
116.77
1.01 1.00
1.82
93.74
62.50
42.42
19540
tt
1,001.00
0.81
99574
62.50
t
t t
11617
1.00 1:90
013
t t
t t
41,97
195.00
116.77
t
t t
9174
:•
40,42
t
! tr
1.02 1,00
2.30 `
93.74
62.60
37:92
19540
116.77
144 1.00
t �
tt.
•F:!
.t
195.00
t
t t
s»
t
62:50
t
tt
116.77
1,07 1.00
4,65
93.74
tt
24.10
19540
118.77
1.131+00
5.45
93.74
62.50
17:18
t
tt
#
6.22
93.74
1
ttt
195:1 3
116,77
1.59 1.00
E
t 1
62,50
0.48
195.00
116,77
1.001:00
7,07
93.74
62.50
8.71
196.00
116.77
1,701.00
7.07
t
t tl
16.42
195.00
116,77
1.24 1.00
6.30
93.74
62.50
23.46
t tis:
t
t •. +..
5.53
93,74
t t.4
t t
19&00
116.77
1,09 1.00
t!
t
62+50
33.77
195,00
116.77
1;06 1,00
3.96
93.74
62.50
37.60
19540
116.77
1:04 1A
3.19
t t r
tf'
40.20
195,00
116„77
tt^
1t
93.74
62,50
41.86
tt}
at t
t,
1.62
93.74
tt�
ttt
t
t
8.71
196.00
116.77
1.70 1.00
7,07
93.74
62.50
46.42
195,00
118.77
9.241.00
6,30
93.74
62.50
23.46
195,00
416.7?
1.13 4.00
513 '
93.74
82,60
29.12
195.00
116.77
1.09 1,00
4.73
93.74
62,50
33.77
195.60
118,77
1.06 1>00
3.96 '
93.74
WO
37.60
195,00
116,77
1.04 1.00
3,19
93.74
62:50
40.20
19500
116,77
1,031.00
2.38
93.74
62.50
41.66
195.00
116.17
1.01 1,00
1.62 '
93.74
62.50
42.42
495,00
116.77
1.00 1,00
0.81
9174 !
62.50
42.42
195.00
116.77
1.00 1.00
013
93.74
62.50
41.97
19540
116.77
1.01 1.00
1.54
53.74
62.50
40.42
19540
116,77
1.02 1.00
240
93.74 '
62.50
37.92
195.00
116.77
1.04 4.00
3,11
93.74
6250
34.21
195.00
116.77
1,05 1.00
3.88
93.74
62.50
29,65
195.00
116.77
4:07 4,00
4.65
93.74
62.50
24.10
195,00
11677
1,131.00
5.45
93.74
62.56
17,.18
195.00
; 116.77
120 1.153
6.22
93.74
62.50
9.57
195.00
116.77
U9 1,00
7.03
93.74
62.50
0,48
195.00
116.77
1,00 1.00
7,07
93.74
62.60
8.71
195.00
11617
1.70 1.00
7,07
93.74
62,50
16.42
195.00
116.77
124 1,00
6,30 '
93,74
62.50
2146
193.00
116,77
1,13 1.00
5,53
93.74
62.50
29.12
195,00
116.77
1.89 1.00
4.73
93,74
62.50
33.77
195.00
116.77
1,061.00
196
93.74
62„50
3740
495.00
116,77
1.04 1.00
3.19
9174
62=50
49.26
195.00
116,77
1.03 1.00
2,36
93.74
62,50
41.86
196.00
116.77
1.01 1.00
1.82
93.74
62.50
42.42
19540
116,77
1,001.00
0.81
99574
62.50
42.42
195.00
11617
1.00 1:90
013
9174
6150
41,97
195.00
116.77
1=01 1x00
1154
9174
6250
40,42
19640
116.77
1.02 1,00
2.30 `
93.74
62.60
37:92
19540
116.77
144 1.00
3.11
93.74 `
62.50
34,21
195.00
116.77
1.05 1.00
3.88
93.74
62:50
29.65
195,00
116.77
1,07 1.00
4,65
93.74
62:50
24.10
19540
118.77
1.131+00
5.45
93.74
62.50
17:18
MAO
116,77
1.20 1.00
6.22
93.74
62.50
9.57
195:1 3
116,77
1.59 1.00
7.03 ,
93.74
62,50
0.48
195.00
116,77
1.001:00
7,07
93.74
62.50
8.71
196.00
116.77
1,701.00
7.07
93,74
62.50
16.42
195.00
116,77
1.24 1.00
6.30
93.74
62.50
23.46
195.00
116,77
1.13 1.60
5.53
93,74
62.50
29.12
19&00
116.77
1,09 1.00
4.73
93.74
62+50
33.77
195,00
116.77
1;06 1,00
3.96
93.74
62.50
37.60
19540
116.77
1:04 1A
3.19
93.74
62.50
40.20
195,00
116„77
1.031.00
2.38
93.74
62,50
41.86
195:00
116,77
1.01 1.00
1.62
93.74
62.50
42.42
195:00
11617
1.00 1:00
0.81 >
93.74
61,50
42.42
195:00
116.77
1,001,00
0,13
93.74
6150
41,97
195.00
116.77
1.01 1,00
1.54
93,74
62.50
40,42
195.00
116.77
1.02 1.00
2.30
93.74
62.50
37.92
19500
116,77
4.94 1.00
3.11 '
93.74
62,50
34.21
19500
116.77
1.05 1.00
3.88
93.74
6250
29,65
19540
116.77
1.07 1.00
4,65
93.74
62.50
24.10
195.0!3
116.77
1.13 1,00
5.45
93.74
62,50
17.18
195,00
116,77
120 1.00
6.22
9174
62.50
9.57
195.00
116.77
1.59 1.00
7,03
93.74
6250
{3;46
195.00
11617
1,00 1,00
7.07
53.74
62.50
2.30
195.00
116.77
1,70 1.00
1.67
93.74
62.50
4.33
195.00
116,77
1:24 1,00
1.66
9174
62.50
6.19
195.00
116.77
1.13 1,00
1.48
93.74
6250
7,66
196,00
116.77
1.09 1.00
1.25
93.74
62.50
8.91
195.00
1477
1.06 1,00
1.04
9174
62,50
9.92
195.00
116,77
1.041.00
0:84
93.74
6250
10,61
195.00
116,77
1.03 1.00
0.63
93.74
62.50
11.05
195.00
116,77
1,01 1,00
0,43
93.74
82.50
6
PROJECT T NAME; Yukon Grove - Plan D (Lot 14)
ENGINEER: Rosalind Villalvazo Ffs
DATE. 132C01
Maximum Bearing Pressure
Minimum Bearing Pressure
BE - til
LIVE POINT LOAD
DEAD POINT LOAD
TOTAL LOAD
PAD DEPTH
PAD STYE
rt MMMU3 40.0.
BEAM 32 - C2
STRUCTURAL ENGINEERS
nn Pad I
DEAD POINT f i
TOTALLOAD
PAD DEPTH
PAD SIZE
WEIGHT OF PAD
PAD DIMENSION
OTAL LOAD 8. PRESS.
RG
yy,. yy y
D.R x i ! x ! ► ».
STRUCTURAL ENGINEERS
nn Pad I
Proji TitPo: Custom - Lot 1
0nir�er. pvU. o Project #;
Prat r: Custwn Hme
ossey tSudi {
�,..Des�gn
Mu
Which
Tonsiona
OK
. .
t
t
if
err a #e
ere a xe .e
.,
«. #
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r e.e
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to #,
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er r`e to xe
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e F'
#
e
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rr e' a tr .!
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ae
6
Load C bin ... Gross Allovable xocc zecc Bottom, -Zo , + Lek -X ` ht,
L�
tiotrdton Axts
Load ComwIleflon.. Ov rwr l Moment R lsttng Moment St&W#ty Ratto
All units ��y k
Force Application Ax
Load Combination— Slidina Force Re alsttngP ,._ a..Stidbt9 irf*RaWtdus
Flexure Axis Loatl ComblnatW
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err a #e
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Project Title: Custom - Lot 14
In "" Dave W. ey Project ID.
eta cr Custom Hw*
aS ey Sudik
Flexure Axis & Load Combination
0 A# # ! a#
to ## # # ♦#
AaM #A.. M ! At
I
r
#
�l
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rt }189137psi
OK
# # f psi
M
*x
40,761 ps
70,018 Psi
m
:} r
}
189,737psi
0369
n �
70418 psi
189,737osi
V018
CK
0,1611
M }
a
181737W
E} }
AaM #A.. M ! At
OK
r
#
38 }:
«M C
rt }189137psi
OK
# # f psi
M
*x
40,761 ps
70,018 Psi
m
411761 s
}
189,737psi
0369
OK
70418 psi
189,737osi
V018
CK
0,1611
OK
a
181737W
#
AaM #A.. M ! At
0.2606 "
OK
r
#
38 }:
«M C
rt }189137psi
OK
# # f psi
M
*x
40,761 ps
70,018 Psi
m
411761 s
}
189,737psi
0369
OK
70418 psi
189,737osi
V018
CK
0,1611
OK
X571 Psi
181737W
10.272 psi
10,272 psi
10,272psi 94.866 psi 0,1083
OK
M027 psi
29,027 psi
X027 psi 94.868 int 0,306
OK
# rw
29427
29.027}
29,027 r.., K868 }:. 0306
Oat...:
15,124 psi
15124 psi
15 124 psi 941% psi OA594
OK
8104 psi
rt
d104 94,868 Mvsi#. 1
OK
MIA psi
iSA24 psi
M 1124 psi 94168 psi OA694
OK
8AD4 psi
8.804 psi
8.8D4 psi 94,868 psi 0,09281
OK
15.124 psi
W24 psi
15.124 Dsi 94,868ps! OA694
OK
I & 124 psi
15,124 psi
WNW 94.868 psi 0.1594
OK
15,124 psi
15 124 psi
1& 124 psi Of QJ594
OK
A.+# r.:
A 0 psi
A M# }.: «a: psi 0.06961
K
&603 s
UO3psi
6.603 r.:. 94.868 pst # #MM#
f::
AM units k
0.2606 "
OK
r
#
38 }:
«M C
rt }189137psi
OK
# # f psi
M
*x
40,761 ps
70,018 Psi
m
411761 s
}
189,737psi
0369
OK
70418 psi
189,737osi
V018
CK
0,1611
OK
X571 Psi
181737W
0.2606 "
OK
OJ083
OK
0.7083
OK
0.369
OK
(2148
OK
0.369OK
0.2148
OK
U69
OK
0369
OK
0,369
OK
0.1611
CK
0,1611
OK
Project Titter CustDm - Lot 14
rOneer: gave W. Dossey Project ID:
Project Dow: Custom Horns
Form Awlication Arris
Force Resisting Force Slang SafetyRat% Status
Has NO Slirgnu
Flexure Axis 9 Load Combination
Mo
Which
Tension 0
As ,,
,�a a
Form Awlication Arris
Force Resisting Force Slang SafetyRat% Status
Has NO Slirgnu
Flexure Axis 9 Load Combination
Mo
Which
Tension 0
As ,,
M
P Custom - Lot 14
%eer D sey Prat t V.
crCUtw Home
ossey S d k
C ,3u"ed u""."t.
,>� � +ta
Flexure Axis & Load Combination
iUu 'Uhich Tenstua Q
As R4d
Ovm, As
fR ## # i ##
# «
«% •
i
4 ,
#• i i f# e#
# ra1Fk
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i► .# i # A
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k : r
## r
. r
i iA r:
t rf r # #° k
i
r ##
Load Combination—
vu
Phl*vn
VulPhrVn
Ti
Lj9ehoeer
tle:Cas a L of 14
0
Dave W. ey Pr t ID.
t cr. Custom Horne
ossey Sud k
i
Design OK
Is
SIM; 10
IN#
Rotation Axis &
a
Load Combination—
Gross Allowable
xecc zecc
B.01ftom, -Z
Top, +z
Rotation r
Combination—
oveiUM111,111 "I Moment
Resisfina Monxil'i't
Stability Ratio status
FootingLoad
Has • Overtutning
#All
units k
ForceApplication Axis
Load Combination—
Viding Force
Resisting Force
Silding SafetyRatic, Status
Footing .... A'..i1.'M
##
£�� #�:.:
�
of ♦'...
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l�«:..
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stA �
r
wP ♦
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P'
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Phi Vn V$$1 Phi`Vn Status
♦#*: Status
18 OK
'2
OK
F2 OK
19 OK
0.04163
OK
0.01739
OK
't
OK
0,01739
OK
0,01739
OK
9,94739
EnqjnoK� Dave W, Dmey
0.007
Project I D:
0.00887
OK
r DescrCustom t.. '.
-pad * -
+1.20D,+O.5OLr+1.60L+1,60H
6.621 psi
189voii
NOVDosseylSudik
#:
w.:.
w
189 737psi
$ *$ $ 1 t$
",: ".:
t;t y .+
,.♦: � <-� M
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.
M .wt'
1 .may
S ..tp�� y� yygyppgqC y
:L.��. df KwOViF7� t
+1,2OD40-50L+1,60S+1.60H
1299 PO
189.737osi
y) �pryy G^��en gg��
LI�C*naG* �4d+3 s?G:�
p( CCt} ��nry§gpp".�
F'mkit AJ#G'l
^apP+p�yt t,y��^' (Y5 If it p�:pRt
:i i41J Re # 6ST8x» dl.VWtY�4'4
+1 .20D40,5W4050L4W+1,60H
1299 psi
189,737osi
$D $ $ $..$ i$H:
t*..
Yk t...:.
+1.2DD4.50L+0.20S+E+1.60H
3,299 psi
189137psi
$ *$D '. $ *$. .
Flexure JW* & Load CombhWon
Mu
Mich
tM
Y
Phi Vn V$$1 Phi`Vn Status
♦#*: Status
18 OK
'2
OK
F2 OK
19 OK
0.04163
OK
0.01739
OK
0.01183
OK
0,01739
OK
0,01739
OK
9,94739
OK
0.007
OK
0.00887
OK
-pad * -
+1.20D,+O.5OLr+1.60L+1,60H
6.621 psi
189voii
21 psi
t**
189 737psi
$ *$ $ 1 t$
psi
189:737psi
+1,2OD40-50L+1,60S+1.60H
1299 PO
189.737osi
+1 .20D40,5W4050L4W+1,60H
1299 psi
189,737osi
$D $ $ $..$ i$H:
t*..
Yk t...:.
+1.2DD4.50L+0.20S+E+1.60H
3,299 psi
189137psi
$ *$D '. $ *$. .
*« is
t#. t..
Phi Vn V$$1 Phi`Vn Status
♦#*: Status
18 OK
'2
OK
F2 OK
19 OK
0.04163
OK
0.01739
OK
0.01183
OK
0,01739
OK
0,01739
OK
9,94739
OK
0.007
OK
0.00887
OK
M
PROYukon Grove -Tolland Peterson (Lot 1 )
ENGINEER: Rosalind Villalvazo 0
ASE; 8/31901
STRUCTURAL ENGINEERS
Im
F
Im
U=
PROJECT NAME: Yukon Grove - Holland Peterson (Lot t )
ENGINEER: Rosalind V llaly o 1)8
DATE. 8/31/2015
STRUCTURAL ENGINEERS
ALLOWABLEFooting Size
MAXIMUM . R
PER t
RE: KEY PLAN
TOT. LIVE TOT.DEAD
360
240
0
90
0
40
0
1t0
0
40
0
1000'
IOTAL 520
1520
WALLTOTALLOAD,2040
R. ,
WALL DEAD •
Plf
SIZE
FOOTINGFOOTING
FOOTING DEAD LOAD
201.39Plf
TOTAL LOAD
2241.39 Plf
TOTAL D LOAD
1721.39 Plf
R 5• •
DEADTOADBEARING
1033
RR
LOADBEARING PRESSURE
Um
PROJECT NAMIE: Yukon Grove - Holland Peterson (Lot 14) 148
ENGINEER: Rosalind Villalvazo
DATE: W31/2015 DosseyjSudik
STRUCTURAL ENrINEERS
Flo2tim" Size
MAXIMUM ALLOWABLE BEARING PRES�
PER SOELS REPORT
RE: KEY PLAN
WALLTOTALLOAD,
WALL DEAD LOAD
FOOTINGSIZE
FOOTING
0rb ttit#131 # •
02MM �
101KINUMAINKIM)
w
360
240
0
90
220
99
0
110
0
0
0
700
AL 590
1239
362.50 Plf
Em
gm
PROJECT "Yukon Gave - Holland Peterson (Lot 14
ENGINEER: ERR. Rosalind Viflalvazo 0
ATI: 31015 DosseyjSudik
STRUCTURAL ENGINEERS
00%
PER SOMS REPORT
WALL TOTAL
WALL DEAD LOAD 1320 Plf
FOOTING AREA 1.33 sf/ft
FOOTING DEAD LOAD 151.11 Pl
TOTAL LOAD 1701.11 Pl
TOTAL DEAD LOAD 1481.11 Plf
DEAD LOAD BEARING PRESSURE 1111 Psf
MAXLOAD BEARING PRESSURE 1275 Psf OK
m
+ ► a ♦ t
*trr
t
• M'
t *t
4
R !te
i t
WALL TOTAL
WALL DEAD LOAD 1320 Plf
FOOTING AREA 1.33 sf/ft
FOOTING DEAD LOAD 151.11 Pl
TOTAL LOAD 1701.11 Pl
TOTAL DEAD LOAD 1481.11 Plf
DEAD LOAD BEARING PRESSURE 1111 Psf
MAXLOAD BEARING PRESSURE 1275 Psf OK
m
PROJECT NAME: Yukon Grove - Holland Peterson (Lot 14)
ENGINEER: Rosalind Villalvazo 0
DATE: V31/2015
y
STRUCTURAL ENGINEERS
FSize
MAXMUM ALLOWABLE HEARING PR*��
PER SOMS REPORT
RE, KEY PLkN
FOOTING SIZE IL
FOOTING AREA /FT
I-MgMIA
I tol V411-1 m U wil 14 m Al I
2070 Plf
1430 Pif
wynTm
1 MKIR a I* j W.10410tll V INW111.1 a" 4 m
0
0
0
0
340
170
0
110
300
150
0
1000
640
1430
Ox i
DEPTH
m
wm
f I'
PER ,O
Mm
MAX LOAD BEARING PRESSP4E
1376 Psf
OK
Mm
Prefect Title; Custom - Lot 14
Engineer: Dave W. Dossey Project ID:
Project Doscr Custom Home
C;SSGYSUd4
Z- , A40D+1,
A.
+X
Bottom
01592
Wm T %
0,62D
23.838
OK
Z -Z. +1. . Lr+1. +1
0.2630
-7t
Bottom
0.2592
Min Te %
0,620
21838
til{
Z -Z, +9.2 +0 r+1. +1.60 l
02630
+X
ftom
02692
MinTemp %
0.620
23.&V
K
SM
P" Custom - Lot 14
ru M Ds t . Oossay P ID:
P##t cx Custom Home
Calculations per A 318-11,IB02012,CBC201$�-ASCE7-10
Load Combinations Used.
t�•r .�
w
�
«w �- t t t
" r
��t
r .
� t
0
Prot T€to Custom - Lot 1
1v PLOW is
t cr Custom
Home
ossey SUdik
- +1,4 Tt7+ 606
03010
+fit
Softoin
0.2592
Min T
H20
23.838
OK
-Z +VONODUAWLAWH
U72D
-x
Wtom
9.2592
Min Temp
U20
21838
OK
2-Z +1. t+1.660L+1.
0.8720
+X
Bottom
0.2592
Min Te
.520
23.839
OK
Project Tits: Cust - Lot 1
Fn (neer C P ID:
t cr; Qatorn Home
osseySudk
CBC 2813, ASCE -10
Material Properties Soil Design Valores
tc : Concrete 26 day strength = 4.4 ksi Ailowable Sot Bearift1.50 kst
?RebarYlekf = 60.0 ksi Increase Bearing By F Weight w No
c . Concrete Eleatic Modulus 3,122,0 ksi Soil Passive R+ (for " ` ) 260 0 pad
Concrete Density z 145.0 pd SolliGoncrele Friction C 0.30
4s Values Flexure 0.90
Shear - 0.750 Incteam'based on foot t�epth
Analysis Saft;1 s F base depth sail earl #
Min S % Ing Reint - Allowable pressure Increase per fust of deptlur ksf
Alin Temp feint: _ 0.00160 when Wing base is below it
Min. Overturning Safety Favor = 1.o :1
Min, Sliding Safety Factor 1.0: 'I Increases based on footing plan dimensim
Add Fig Wt for Soil Pressure Yes Allowable pressure inciesse per foot of dept= ksf
Use ftg wt for stability, moments & shears Yes when maximum length or MA is greater# it
Add Pedestal VW for Sod Pressure No
Use Pedestal rpt for staft mom & shear No
Width par" t to X -X Axis ZO it
Length " to -Z Axis 2.0 it 2
Fooling Ilucknes 12.0 In Ift
Pedestal dim s` s.-
px . ' W to X•X Axis in
pz : parallel to 2-2 Axis in
hiei in
Reb t medine to Edge of Con te�-
at Bottom of footing - 3.0 in
sc
1114
Bars parallel to X -X Axis _
Number of Bars
Reinforcing Bar Size
Bars parallel to Z -Z Axis
Number of Bars 4
Reinforcing Bar SW - # 5
Bandwidth distribution Check (ACI 1.4..2)
Direction Requiring Closer Separation n!d
# Bars, required within zone nt
# Bars, required on each side of zone nle
1 104
D Lr t.- S WI B ft
P: Column Load 1.720 3.Ct7t; k
08 . Overburden ksf
KXX k-ft
ft
V -z k
P'oject Title. Cu tom - Lot 14
En inter D e :
PrCustom Home
Dossey u i
- +140DA60H
1. 6
+X Bottom
.25
Temp
0310
I 237
tett
Z-4 +1 +1r + LGH
5.598
•X Bottom
6.2592
Min T %
0.315
12;237
CX
Z•Z, +1„ 4 +1. +1.
5.598
+X Bottom
19.2592
Mn Temp
0,310
12.237
OK
ans per mtA iia -i i, RK; ZUIZ, kot$k; ZUIJ. AbUt f-lu
nbinations Used: ASCE 7-10
Pedestal dimensions.,
px: parallet to X.X Axis in
�z,. parallel to Z -Z Axis in
' Eat, in
Nebar terline to Edge of Concretc,
at Bow of looting 10 in
Bars parallel to X -X Axis
Number of Bars
5
Reinforcing Bar Size #
5
Bars parallel to Z -Z Axis
Number of Bars
5
Reinforcing Bar Sax( If
5
... ..... . 4"
Pedestal dimensions.,
px: parallet to X.X Axis in
�z,. parallel to Z -Z Axis in
' Eat, in
Nebar terline to Edge of Concretc,
at Bow of looting 10 in
mom
Bars parallel to X -X Axis
Number of Bars
5
Reinforcing Bar Size #
5
Bars parallel to Z -Z Axis
Number of Bars
5
Reinforcing Bar Sax( If
5
mom
wts1 °
04V of far =At
i
,�
r
� iM �u 1► Illi
+cwt
� iM �u 1► Illi
Pro
j l iit Custom - Lot 14
Epi 3n r: Cave i . y D
1 t3 Custom e
DCIS syr SUdi
Load Combinationsty
Segment Length
spo 9
81
V
A&M +
1qn. L = 1.30 ft
1
-0.0960A 3
11.19
11.05
Onm L = 1.30 ft
1
0.096
0.443
11.20
11.48
Dsgn. L= 1.371t
1
0.095
4.006
1148
10:07
Dsgn. L= 1.301t
1
0.091
4.010
10.67
10.01
OVn, L a 1,37 ft
1
0.066
4.613
10.01
9.113
Osgm L = 1.34 9
1
4.477
0.416
9.03
< 7.63
C sgn. L = 1.304
1
U67
4.420
7.83
6.36
Dsgn. L = 1.37 ft
1
0.054
0,423
6.36
4,63
[awn, L = 1.3011
1
0439
4,426
4.53
2163
Osgm L = 1.37 0
1
0.422
4.034
2.53
4.13
Dsgn. L = 4.47 It
1
0.001
4.434
4.13
460 .70E+0,60H
Mgm L = 1,34 ft
1
4,626
4.434
2,30
Mgm L = 1:34 It
1
0.037
0.427
4.33
2.34
Mgm L = 1,37 4 ' -
1
4.453
' 4.423
6.19-
4.33
Dsgn. L = 1.30 ft '
1
4.466
4.020
7.68
6.19
Mgm L = 1.30 ft ;
1
4.476
4,417
6.91
7.66
Dsgn, L a 1.374
1
0.465
4,613
9,92
8.91
ilegn. L = 1.34 ft
1
0,091
4,410
10.61 `'
9.92
Dagn. L= 1.37 ft
1
0.495
0,007
11.06
14.61
Dsgn. L= 1.304
1
4,496
0.003
11.19
1 U
Dsgn. L = 1.30 ft
1
U96
0.003
11.20
11.09
Dsgn. L = 1.374
1
4.495
01
11.06
10,67
Dsgn, L= 1.30 ft
1
0.491
4.414
10.67
10.41
DW L= 1,37 It
1
0.086
4.013
10.01
9.63
Osgm L it 1.34 ft
1
4,477
0,416
9.43
7.63
Osgn, L= UO It
1
0.067
0,420
7.83
' 6.36
Ds9n. L= 1:37 ft
1
0,454
4,023
6.36-
' 4,53
Dsgn, L» 1.344
1
0,039
01026
4.53
2.53
Dsqn, L = 1.37 ft
1
4.422
4.434
2,53 -
0,1
Dsgn. L = 0.47 4
1
4441
4.430
4.13
uwxrwta ��u k :, wtirvwswwc v
Load C n cation
Span
Max. "- Def!„
Lona% m Span
+1) +H
1
4.8Fi54'
12.469
rapport no
Load Combination
support 1
support 2'
neral mum
Overall WRIMUM
1.966
1,866
3.110
3.114
+1i+L+H
8,394
8.394
+11+Lr+H
3.114
3.114
+O+S+H
3,110
3.110
+Li+0.750Lr+0.750L+H
7,474
7,470
+1}+0,7 +4.750S+H
7.474
7.470
0+0,64ti+ 4H
3.114
3.114
+0+0,70E+H
3.114
3.114
+1l+0.750Lr+0.750L+0.450I+H
7,474
7.474
+p+0,750L+0.750S+0.450W+H
1.470
7,474
+t3+4.750L+0.750S40.5250E+H
7.470
7.474
40.60040,60W.460H
1.966
1166
4010NOJOE40,60H
1.966
1„888
0 Only ,
3.110
3.114
Lr 1}rely
L
5.284
5.294
S Ctniy
only
E Linty
H Only
tad Combindw
ion: Far left is d1 Va
lug0.0404 0.000
s In KIDS
Ve >..
...
is
*.. #1
# t#
P •,
i,.
tt
#(
+
##
# #t
#
##
##
#
##
##
#
tad Combindw
ion: Far left is d1 Va
lug0.0404 0.000
s In KIDS
Project TRW Custom - Lot 14
Enoneer: Dave W. Dossey Project V
Project Descr. Custom Home
DosseylSudik
C"fations per AISC 360-10, ISC 2012, ASCE 7-10
Load 6o.natlon Set �kEJ�40
E: Modulus: 29,000.0 ksi
WTI 1MIIIIII1q1
Project Tints: Custom - List 94
Eno r: Rave W. Dossey Pmjw til,
Projectcr. Custom Hom
Do e Sud k
E
H
7
i # * CustomLot 14
Engineer, Daw W,Dossey
i" #.• is
P #.^. t4Customi..
DosseylSudik
STRUCTURAL ENGINEERS
MEMMOOMMt
f:
PISANI, a NOV 201k WHIM
Uc# # : K -06006717
�c n� e : �t1 +SAY ! iit�#K«
a E Rid TfJ fit, NEEM
« i.. R O"m 32 #... w.
Calcu«. ♦ i... a :. "
Lb ad WWn 0
xr
l
.«,
x
[Jtrt t
x w. ^; # i * ,,. i # w 1. : ;: r. ♦
t t ♦.
ta: : •M. i+
iw iF
iw
Load l i.. y... . io Maxftessftosof
!ant:. .: ., .
summary/ .: `.
..l,. 11 «:. .:
« Max.. "t. :.1... w,.
Va Max Vhx Vulomege
#,l.. :: = 14.50 f:, 1 0342 O 86 Ttl
2940 :tt
.t 4.
+ t SIM
M ! tC' 2 0,184 f t .. -0.00
WOO 5189 110 140
1,89 7C50 51,00
Ds.... L = 14.00 '.. 3 0219 0,037
t#
IM 76.60 61.00
# «: a t f: 1 0,961 t #..:. 19,9347,86
28,66 1.50 1,00
25,79 MR stoo
r 1 TOO ft 2 0,511 0.104 tit
Ott 6319 t6o too
528 76.50 51,00
i gm L = 14.004 3 f...1 0,104
40
5,28 M50 51M
t
N.:a. t., 1 0.342 t p:. -9.91t+:.
+tt :10
t i 04
# •.: it' t ttµ: ttt -9,91
191 WOO 53,89 1.60 1,00
1A 76,50 51,00
i 1. L = 14.00 ft 3 0.219 0437it
1.69 76,50 5LOO
Pray TOW, Custom - Lot 14
Engineer: Dave W. Dossay
Project sscr: Custom
Project ID?
B! T
as
f
#
!.+
....... ., »ti , .. <.,. .... ...... ,
Design O
t
{
Load C4mWna#w Max 1,:.„, Rafts Momentvalues
... values
Segment f,..SPan ::Y
Y
f..
+D+H
040
0,00 0,00 0,00
Length t :":.. 1 U63 OZI t't 1400 140 1,00 1,00 1.00 140 1,02 14819
2340AD
0,37 13,21 256,50
,N 00 ## 1.00 1,00 too ##
040
OM # #Ot 0.00
Length 0 4 1 O 60 0.1301.00 1,000 1,00 1.00 t #t 1.00 216 417,11
2600401,02
286,00
M 040 ## ## tt It 1,00
Oho
0,00 0,00 ###
Length ..: # ". 1 0.046 0.037 1,25 ISO t# 1,00 IM lgO 1,00 1,02 M8,39
3250A
037 13,21 35625
1 :.tt# 1,00 1.00 1.00 i4o #t
0.00
0.00 OM 0,00
is 8.60 ft 0,050 0,040 135 1,000 tt 1.00 t iM 1,00 1,02 148.39
2990,00
OX 13,21 327,75
Project � ' Custom -Lot 14
0nr s r Dave N Project ID,
P cr Custwn
�tIN
t t.N S 2012,t t t
fhi t t
Material Pr000rtles
f .•... ,. y..
f.tl f i :• A t Y t...t : xtt tt:
a• t
ttt t.:
'oM ME
y a,
Y! t: x x t. a' a t: t : a. x a ": a • w a:
t f.a ► t t 1 ! t.� - t t f t t
�
i�eir4 C2i
Load COMWnstion Max stress Refios moment values
St*at Values
#... Length Span # "x
Segment
Pb
tv
i tf
1 1 14 0.00
Length 1 It 0,0631 0.90 1,000 1,00 IM 1.00 140 1,00 1,02 148,39
2340.00
0,37 13.21 256,50
C 440 1M IM too 1,00 100
OM
0100 040 111
Length1" 1 0,160 0.130 UO 1,000 tOO tOO 10 1,00 LOO 2,86 417A 1
260040
1,02 36.95 28500
-: ilt 1.00 04 1,00 140 1,00
111
111 1100 0.00
• .h &SO-. 0446 OM7 125 1.00010 1.00 1.00 1.00 1,00 1,02 48.39
3250,00
OX 1121 356,25
t1.000 1.00 1.00 1.00 1.00 1.00
014
UO 0.00 011
Length 8,50 401.1 0,040 115 1,000 0O1 1,00 1.00 10 140 1,02_; •
2990,00
! .37 13,21 327A
Project Tftle: Custom - tot 1
Engineer Leve W, Dossey Project 10:
Project Descr Custom Home
tl
@ ' @
# F v:
'.
#
*
«. « ♦.
A x
@ is �
A « ip
d # #
«
«
k @ # # # @....
x
*
�•#
@
i @
# it
« c#
* at
+x d
F
u *
# «
#
r «
« «
r e#
i
d« a#
•« Pt
iMMIN
0
Pr ` Tltl: Custom - Lot 14
Err W ey ID:Prolyl esr Custom Home
QeySdtk
r r s
rr.♦ a r r 1�
LDeisign Py : Steel Yield:
Beam-by-BeamE:Modulus:
as IUM-
3race at ft and spaced at 1,330 tt
50.0 ksl
29*060.0 kill
W1005
,` _ . M 9arvi ds ante w. a� d F rs k be appt
Beam sell weight calculated and added to loading
Load tot Span Number 1
drift L : D=0.020, L = 0.040 kst, Extent = 0.0 -» 5.0 ft, Tributary Width= 2.0 4
Un orm Load : D=0,020, L = 0.040 kst, Extent= 5.0->> >> 15.0 tt, Tributary Width =1.0 ft
PointLoad: =12. , L = 7.170 k 2,0 ft
PointLoad: 0=0.110„ Lx0.20k5.0ft
PointLoad: D=0,560, L = 1,040 k 11.0 ft
maximum tress natio,
Section :. s . span
Me Applied
Mn I OmegaAllowable
•.r Combination
Locatilin of r:., r..n
Span
Maximum Deflection
Max Downward : #Deffection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total DefiectJon
W10X`i
16.820 k
46.0 k
+D+L+H
0yy,,000 ,�yy ft
span M 1.
697
<480
266
g <240
Design
Load Combination
{SectionI.
TY Itir Wis span
37348k -ft
Applied
of Tallies
SegmentLength
Load Combination
2,014ft
Location of maximum on span
Span
oocurs
W10X`i
16.820 k
46.0 k
+D+L+H
0yy,,000 ,�yy ft
span M 1.
697
<480
266
g <240
Design
Load Combination
-. S: .:;di:.bummary
ot ft -:r... T,l y.
of Tallies
SegmentLength
ld.'
v
Mmax
Mm..:
G Max«!:
t t..
a Max
Vnx
..*..•„
0silm L =
'11311
1
0.389
0255
1513
1&53
6&67
39,92
1.70 1,00
IIJ3
%00
4610
R r
#
0,030
013
2151
66.67
X92
1,03 100
1.37
K00
4640
Dsgri. L -
1.33 it
1
0.519
0.034
2073
1813
20.73
66.67
3912
1.04 1,00
155
6940
400
i.
0.472
#d.
#. toil
1159
69,00
46,00
i rt
0.419
0,036
16,74
1410
16.74
66V
3912
lZ 1.00
114
694046,00
Dagm L =
113111
1
0,310
0038
12,38
10,11
12,36
66,67
39.92
108 1.00
1,73
69,00
46,00
isx
#
0,052
•e *
# /#
##
46,00
i rn
d #:
0.053
4A3
0,94
4A3
*.6.67
39,92
lA2 dt
Z42
*`dd
4600
•
Degn, L =
t33 it
1
0.623
0A09
2418
24.68
66,67
39,92
1.70 1 N
18.82
6940
4640
Dsgn, L =
133ft
1
0,936
0,405
37,35
24,88
3735
66,67
39.92
1,05 00
180
69.00
46.00
Delia. L =
t33 It
1
0,911
0,038
36,35
34,12
3635
66,67
39,92
1.02 1.00
177
6940
462
*a
(57 0 &4-
Project Title; Custom - Lot 14
Engineer: Dave W. Dossey Project IM
Project Descr Custom Home
r NDS 2012, IBC 12. CBC 2013, ASCE 7-10
10
Max Upward Transient Deflection OZOO in Ratio = 0 <480
Max Downward Total Deflection OD07 in Ratio = 7058
Max Up rd Total Deflection 0.000 in Ratio= 0 <240
Load Combination
Max Stress Ratics
Moment Values
Shear Values
Segment Length
SW#
C d
C FN
C i
Cr
Cm
C t
CL
M
fb
FI)
v
fv
F*v
+D+H
Obo
0,00
0.00
100
Length z 4,0 It
1
0,046
0453
MEt
1,000
IM
esign OK
1,00
140
tOO
037
10715
2340A
0,19
1162
256M
+D+L+H
1000
1.00
too
1.00
1,00
1.00
0,00
0,00
0.00
0,00
Length z 4O It
I
O 122
0,141
1,00
1.000
1,00
1,00
tOO
Max Upward Transient Deflection OZOO in Ratio = 0 <480
Max Downward Total Deflection OD07 in Ratio = 7058
Max Up rd Total Deflection 0.000 in Ratio= 0 <240
Load Combination
Max Stress Ratics
Moment Values
Shear Values
Segment Length
SW#
C d
C FN
C i
Cr
Cm
C t
CL
M
fb
FI)
v
fv
F*v
+D+H
Obo
0,00
0.00
100
Length z 4,0 It
1
0,046
0453
0.90
1,000
IM
1,00
1,00
140
tOO
037
10715
2340A
0,19
1162
256M
+D+L+H
1000
1.00
too
1.00
1,00
1.00
0,00
0,00
0.00
0,00
Length z 4O It
I
O 122
0,141
1,00
1.000
1,00
1,00
tOO
1,00
ike
109
317111
2600.00
036
40.17
285,00
+D+Lr+H
1,000
1,00
IM
1.00
1,00
1100
0.00
0100
040
0,00
Length = 4.0 It
1
0,033
OM8
1,25
120
IM
1,00
1.00
1,00
1,00
OX
107.75
3250.00
019
13.62
35625
+D+S+H
IMO
1.00
1.00
140
1.00
1,00
0.00
0,00
0.00
Ogo
Length - 4O it
1
0,036
0,042
115
1.000
1A
1,00
1.00
100
100
017
107,75
299040
0.19
13,62
327,75
+040.76OLr+OJ50L+H
ISO
IM
IM
IM
1100
1100
Obo
0,00
abo
010
Length = 4.0 It
1
0,082
OV94
115
1.000
1,00
1,00
1,00
1.00
100
oji
265.30
3250.00
0.46
3154
356,25
I=
Etc,
# - It
Project Titie: Custom - Lot 14
Engineer Dave W. Dossey PmIW its.
Project mesa: Custom Home
Load CoMWOM
Calculations per NDS 2012, IBC 202, CBC 1613, ASCE 7-10
Load Comi:t0
#
tionent'latues
St"T Tatues
Segment Length
SW#
C d
M.
C i
Cr
CM
. . . . ..... . .
.. . . . ...
. ... .......
. . .. . . . .. .
'A�� .. .. . . . . . ..... ... . ....... ....
... . ... . .
.. . ... ..
Fb
v
fv
Fv
+D+H
-1577gn-07-7
M.
0.00
0100
OM
0,00
Lanot z mo A
1
0.226
0,117
0.90
IMO
ILOO
140
1.00
1,00
1.00
7,65
528,31
2340,00
1.47
2911
ORMITY0@141". O—ElIffiffifig 141 N"MUM 1#101#14 "1 111
+D+LAH
Load CoMWOM
ITIax bum An"
tionent'latues
St"T Tatues
Segment Length
SW#
C d
C FN
C i
Cr
CM
C t
CL
M
fb
Fb
v
fv
Fv
+D+H
0.00
0100
OM
0,00
Lanot z mo A
1
0.226
0,117
0.90
IMO
ILOO
140
1.00
1,00
1.00
7,65
528,31
2340,00
1.47
2911
256.50
+D+LAH
U00
1.00
1 M
1.00
1,00
1,00
0.00
0100
0100
0.00
Length = 19,0 It
1
0,568
0194
1,00
IDO
1,00
1.00
1,00
1,00
'IM
21,12
1,477,91
2600,00
4,11
8342
285,00
40+Lr+H
U00
IS
1.00
1,00
1,00
1,00
100
040
0,00
0,00
Length = 19,0 4
1
0,163
0,084
1.25
1100
1.00
1,00
1,00
1.00
J10
7,55
52V1
3250.00
1,47
2911
35626
40+6+14
1400
1.00
1.00
1.00
too
1,00
040
0.00
010
0.00
Leno = 19.0 It
i
OA77
0.091
IAS
U00
1.00
1 M
1.00
tOO
1.00
755
52&31
2990,00
1,47
29,91
327.76
Project T Custom « Lot 14
EnOneer Dave W. Dossey Profed ID.,
Project Descr Custom Horne
Calculations per NDS 2012, TBC 2012, CBC 2013, ASCE 7-10
0.03511 Maximum Shur Stress Ratio
_
Load Combination Set: ASCE 7-10
6.640 .1
Section used for this spare
Material Properties
Section used for this span
'1.75x19.87
Analysis Method: Allowable Stress Design
Fb-Tension
r .0psi
E: Moduka of Efesticity
Load Combination ASCE 7-10
Fb - Compr
2,600.0 psi
Eben- xx I,OW.Oksi
F : Allowable -
Fc - Parti
2,510.0 psi
Eminbend - xx 965.71 ksi
Wood Species Truss Joist
F - Perp
750«0 psi
Load Combination
Wood Grade Mi Lam LVL 1.9 E
Fv
285:0 psi
Ft
1,55.0psi
Density 32.210pcf
Beam Bracing Beare Is Fully Braced against lateral -torsion buckling
Location of maximum on span
s;tix�r t,ar
s eon
hl\ A "'T,1U jYiaa."lt3' "£N'i tAu Jt?n i 4l x4\l% 1 `3 iii 1 k'
Service loads entered. load Factors Wit be applied has calculations,
Bearer sect weight calculated and aid to loads
Uniform Load : D = 0.020, L = 0.040ksf, Tributary Width = 2.50 ft
Maximum Bending Stress Ratio -
0.03511 Maximum Shur Stress Ratio
_
6.640 .1
Section used for this spare
1.75x11.87
Section used for this span
'1.75x19.87
tb : Actual
90.24 psi
fv : Actual
11.41 psi
F : Allowable -
2,600.00pi
Fv R Allowable
_
705.00 psi
Load Combination
+H
L Combination
+ +H
Location of maximum on span
Z000ft
Location of maximum on span
3,022 ft
Span # wheremaximum occurs
Sparc # 1
Span It where maximum occurs
Span # 1
Maximum Deflection
Max Dovieward Transient Deflection
0.001 in Ratio= 38441
Max Upward Transient Deftection
0.000 in Ratio =
0,080
Max Downward Total Deflection
0.002 in Ratio = 24857
Max Upward Total Deflection
0.000 in Ratio =
0<40
_, ....,.,
" altitrttlrtl �'arc+o�+ S �'�" � �gr Lae C tnaii�tts
__ �.. .. w_,......._
Load Combination Ratioseat
Val
Values
Segment L g Span# hd V
Cd
CF Cl Cr Cm
m...
C t Cl
V
fv fav
0,00
0.00
0.00 0.00
Length =4.00 1 0.014 0,016
0,90
1.000 1.00 1„00 1.00
tt00 1,00 0.11 31„69
2340.00
0.06
4.03 256,50
+H
1.000 1.00 1.00 1.00
1,00 1,00
0.00
0.00
0.00 0.00
Lenitth = 4,0 8 1 0.035 0.040
1,00
1.000 1,00 1.00 1,00
1.00 1.00 0,31 90.24
2600.00
0.16
11.41 285.00
+G+Lf+H
t.000 1.00 1.00 1,00
1.00 1.00
0,00
0.00
0.00 0.00
Length = 4.0 it 1 0„010 0:011
1125
1400 1.00 1.00 1.00
1.00 1.00 0.11 3119
3250„00
0.06
4.03 35625
40+S+H
1.000 1.00 1.00 1.00
1,00 1,00
0.00
0.00
0,00 0.00
Length = 4.0 0 1 0.011 0,012
1.15
1,000 1„00 1.00 1.00
1.00 1.00 0.11 3149
2990.00
0.06
4.03 327.75
+0+0.7501r+0.750L+H
1.000 1,00 1.00 1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 4.0 0 1 0.023 0„027
1.25
1.000 00 1.00 1.00
1n00 1.00 0.26 75.65
3250.00
0.13
9.56 358.25
+0+0.7 +0,750S+H
L000 1.00 1.00 1.00
1.00 1.00
0.00
0,00
0.00 040
Pro*t Title: Custom - Lot 14
Engineer Dave W, Dossey Project ID,,
P*ct Desw Custom Home
MI
A
I t I
t
MI
Profi t T!"e. Custom- Lot 14
En in'ser C W. ey Pr 10:
Protect Cess. Custom
Dossey S U d °r k
Values In KIPS
V tie a +
tw ns S 2 s rt 3
H Only
Project Title: Custom - Lot 14
Engineer: Dwe w, Dossey
Prafact Descr., Custom Home
Project ID:
Load Combinabon
max stress Rados
Moment values
#
Segment Length
SPOVI If
V
Cd
C FN
C i
Cr
Cm
C t
CL
i-F*b
#
v
(V
FV
,+D+H
" ... . .... .... . . ", . . .. . ..
0,00
0,00
040
0,00
Length = 10.0 It
1
0159
0.121
UO
1.200
IM
1,00
UO
►
esign
OK
23711
918.00
024
16,36
MAO
Length = MO 4
2
0.259
O 121
OM
1.200
IM
IM
a#{
1,00
0.52
237M
918,00
ON
16.36
IXOD
+D+L+H
1100
1,00
as
1.00
1.00
1 00
Load Combinabon
max stress Rados
Moment values
Shat Values
Segment Length
SPOVI If
V
Cd
C FN
C i
Cr
Cm
C t
CL
i-F*b
v
(V
FV
,+D+H
0,00
0,00
040
0,00
Length = 10.0 It
1
0159
0.121
UO
1.200
IM
1,00
UO
1,00
1.00
052
23711
918.00
024
16,36
MAO
Length = MO 4
2
0.259
O 121
OM
1.200
IM
IM
a#{
1,00
0.52
237M
918,00
ON
16.36
IXOD
+D+L+H
1100
1,00
as
1.00
1.00
1 00
Us
040
0,00
OM
Leno = 104 4
1
M
0,371
1,00
1,200
1.00
1,00
1,00
1,00
140
JY7
BOOM
1=00
OAI
55V
150A
Length z 10.0 It
2
0.793
0371
1,00
1.200
1,00
UO
LOO
1,00
140
1.77
808M
102040
OV
5&61
150.00
+D+Lr4H
1100
1.00
1.00
1.00
1,00
1.00
0,00
0,00
0.00
0,00
Prot:cr:
: Cus m - Lot 14
EngineDave W. ey Project ID.
Project
Custom Home
M } • r
... r
} }rt
Analysis MOW. } " Stress Design & }
},.pCointiMboASCEI�iO
F Compr
Wood Hem Fir Fc. Perp
}}} N}
ced against lateral -torsion buckling
$50 psi
ulus of Elasfidty
850 psr
nd- xx 1300ks1
g
0.238 :1 "
405
150 psi 50psi
Section used for this span
525 psi
Density 27.7pcf
I.
pp ice loads entered, Load factors will be fled for calculations.
Beam Self weight calculated and added to loads
Load for Span Number 1
Unftm Load: 0 = 0.0150, L z 0.X0 k f, Extent = 0.0 --» 5,0 it, Tributary Width = 5.0 it
Uniform
Load: D =
OkI50, L = Ob40 ksf, Ment = 5,50 > 10.0 ft, Tributary Width - 5,0-ZO ft
mvmv���
Maxlr um i ndlnC ureas Raticr -
w 0.514 1 Maximum Shear Stress Ratio
0.238 :1 "
Section used for this span
3.3x1 ti
Section used for this span
3.2x10
Tb : Actual
450.54psi
fv : Actual
3544 psi
FS : Allowable
S 5.00psl
Fv „ Allowable
1%00 psi
Loaf Combination
+p+L+H
Load Combination+D+L+H
Locafion of maximum on span
4,270ft
Location of maximum on span
040oft
Span # where maximum occurs
Sparc # 1
Span # whom maximum occurs
span # 1
Maximum Deflection
Max Downward Transient Deflection
0.084 in Ratio =
1431
Max Upward Transient Deflection
0.000 In Ratio =
0 <480
Max Dowriward Total Deflection
0.120 In Raba =
1000
Max Upward Total Defl
r
Project Title: Custom - Lot 14
Engineer: gave W. Dossey Project U
Protect cr: Custom Horne
.,
Calculationsper r
!.! C# ! ! 0
M atedlos
bf6
s
#
t
resign
fit
IM #
i. t
Load Combination Stress Refts
Wment Vdues
shear values
+D+H
i#f 61i
0,00 Us
Length i ^" 1 0207 0111 0.90 1.100 !f ii 1.00
1M 1,00 Us 258.59
$41M 0,42
M04 1X00
tlf #i 1# too IM
1.00 1M
0.00 0.00
0,00 UO
Length # ,t0,831 ii 1100 1.00 IM 1,00
*
1.00 tiil.
".1 i ii
f 10 1.00 UO #!
!i 41
OM 0,00
i f! 0,00
Length = t It 1 i 0.080 US 1100 1,00 1.00 iM
tOO 1.00 1.38 258,59
1168J5 0,42
f, 187.50
-4 it IM 1.00 1'00
1,00 1,00
iii 0,00
000 UO
Length { It 1 0,240 i iW. 1.15 1.100 1.00 1,00 IM
1.00 1.00 138 25s,59
1075,250.42
i+. 172.50
+D-+OJ5OLr+OJ50L+H 1100 1.00 UO 1.00
100 100
Iii 040
{ti iti
Project TI#te: Custom - Lot 14
Enlineer Dave W, Dossey PmIW Its:
Project cr: Custom Home
cawillitio$�, # # #
Load R # . . e
Materlo
i.« ... �
t is � «.•:,
is ,
##:
.".# „.#. #... • #
---------------
+
ties!
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• ,^.e # t.:'.
is
#.# # {
Load Combination max Sh" ROWS
Moment valm
Shear as
SegmentLength Span '. *»
#...
0,00
t0
0,00 0,00
Length i:'. 1 0.102 0.059010 1.200 tt 1A
t0 1.00 U0 0,31 93.55
918,00
0,17
«t: 135,00
,1F 40 t0 1,00
1.00 1,00 1.00
0,00
0.00
#::#t 0,00
Length .t It 1 0,317 0,185 1.00 1100 1.00 1.00
1,00 1.00 ►# 1.% 323,75
1020.00
tatt
* 0 t
-# #t #:k
1,OD 1,00 1,00
0.00
0,00
U0 0,00
Length I ' 1 0,073 1043 !# 1.00 IM
1M 1.00 1.00 0,31
Mf
0,17
8.03187M
# t 0 f1
tt }t 00
0100
040
0,00 # t{
Length - # `' 1 0,080 0,047 1t 1.00 1,00
#t 1,00 1,00 0,31 9155
117100
017
8,03 172.50
+# t t: t t:..: It IM 1,00
1.00 tOO 140
0A
040
OR 0A
Length k # ': 0109OA22 1,25 1,00 #
1.00 t t 0,87 #
1275.00
OM
22.84
*t
4040,7501.4.750S+11 tt tl #t
tt !t tt
# t t
t0 f
010 #t
Project Tide: Custom A Lot f
aDave W, Cossey Project IC: ;
Prect . cr, Custom Home
Dose' S U tit
s
Design OK
ixb i Y.: t.. MaxStressx.&t..i$
Summary ofMwMt
Summary of StNeat
t♦
DsIp, L = 14,004 1 0,172 0.065
2S9 -1140
13,40 1130,42 7849
744 1.00
149 80.34
$3,66
Dsp, L = 2100 ft 2 0,301 0,065
10.86 -1140
13.40 74,40 44,55
1.53 1.00
149 8034
5156
DspL- 2100 It 2 0.839 0,181
3011 -37.54
37M 74,74 44,76
1,53 1.00
931 8034
5156
i
P 13,40
1140 74,40 406
1,53 1,00
3A9 80,34
Y
+ 14,00 ft 1 0172 065
+ 1140
13.40 130A2 78-09
2,84 UO
149 $0,34
5156
i 0.301 0,065
1046 i'`
40 440 455
163 tY
1498034
5156
t; 1 Y Y Y..
Ds, Yt ft 2 0304 00
4,15 $034
5156
- 1 Y (. # t
Dagn. L z 14.00 ft 1 0,403 0,152
6.62 -3151
3141 130A2 78.09
2,83 1,00
815 80.34
53.56
s
Prc TWe; Cusum . Lot 14
0 Sineer Dave W. y Project ids:
mi D sax; Custom Home
E .*i
&M
# A i , ##� Y I
Maximum Sending dress Ratio -
0.1721 Maximum Sheer Stress Ratio
-
Calculations # "r NOS 14•ir ASCE 7-10
Section used for this spurn
2-1.75x11 »87
Section used for this span
Load m nag at CE 7-10
2.1.75x11.87
tb : Actual
44O:95psi
material # irtles
30.44 psi
FB: Allowable
2,600.00pst
Fv ; Allowable
285.00 psi
Load Combination
+i7+L+H
Load Combination
+H
##w fLL ♦
.,#
t 1p
off
0, ft
Span # where maximurn =urs
Span # 1
Span # where maximum occurs
Span If 1
Maximum Deflection
E .*i
&M
# A i , ##� Y I
Maximum Sending dress Ratio -
0.1721 Maximum Sheer Stress Ratio
-
0.138.1
Section used for this spurn
2-1.75x11 »87
Section used for this span
2.1.75x11.87
tb : Actual
44O:95psi
tv : Actual
30.44 psi
FB: Allowable
2,600.00pst
Fv ; Allowable
285.00 psi
Load Combination
+i7+L+H
Load Combination
+H
Location of maximum on span
2. Oft
Location of maximum an span
0, ft
Span # where maximurn =urs
Span # 1
Span # where maximum occurs
Span If 1
Maximum Deflection
Max Downward Transient Deflection
O,016 in Ratio =
5331
Max Upward Transient Deflection
0.000 in Ratio -
0,080
Max Downward Total Deflection
0.024 in Ratio =
3437
Max Upward Total Deftedon
0.000 in Ratio =
04240
li##iAtitful#w �idf MtAi# „b'ef af°;Loa�t �,•,,, �it1!�P�t�lR.
Load CombinationMax Stres Fta6as
Moment values
showVaiues
Segment Length Span #
Cd C FN C i Cr Cm
C t CL M lb
Fb
fv � ..
0,00
0.40
4.00 0,00
Length = 7.O it 1 0.087 0.055
0.90 1.000 1.00 3.00 1.40
1.00 1.00 1.08 157,73
2340,00
0.39
33.98 256.50
+L+H
1.000 1.00 1,00 1,00
1.00 1.40
0.00
040
0:00 0.00
Length « 7.0 it 1 0.172 0.13E
3.00 1400 1.00 1.00 9.00
1.00 1.00 3.06 446+95
2600.00
1.08
39.44 285.00
+Lr+N
1.000 1.00 1.00 1.04
1.00 140
4"40
0.101
0.00 4.00
Length = 7.0 it 1 0.048 4.039
1.25 1 :000 1.00 1,00 1.40
1.00 1.04 1.48 157.73
3250,00
0.39
13.98 356.25
+S+H
11.000 1.40 1:00 3.44
1.40 1.44
4.00
100
0.00 4:00
Length = TO it 1 0.053 0.043
1.15 1.400 1.04 1.00 1.44
1.00 1.40 1.4E 157,73
2980.00
439
13,98 327.75
Project Title. Custom - Lot 1
Engineer Dave W, Dossey Project ID.
Project cr; Custom Home
.: NDS 2012.# # #
t
z REM
I III ORION' I
re ,.. ... .,.,.
.... ..,.. :. '
Y. , . :<.,.
w ,wcrmmaxm m m .1N.'
*.x vVax uxa
Awa .zunpx'.th aw iR,.Ne„
.a # "^ #
yy ppyyyy,��
' t
Coftination Max Strom Ratios moment values
shearvalves
Segment Length b
00
OU 0100 OR
Length t` 1 t i i 0,056 0.90 U00 UO 1.00 UO IS 1,00 1,13 164.89
2340,00
(Y40 102 256.50
:.i 116 1,00 1A 1.00 1.00 140
COO
0,00 0.00 0,00
Length 1 '' 1 OA67 6 134 IM 1,0DO 1# 1.00 1.00 IM 100 2,97 433,70
2600,00
1.0638,12'i#
E0 ti 10 #i i# it
# i t
iii 0.00 040
Length = tIO ft 1 0,061 ONO 125 1.000 ti 1,00 1,00 1,00 IS 1,13 S4,89
iii
i xt 14,32 35615
# iii 1.00 1.00 1.00 IS IM
0.00
040 0,00 0,00
p4 «
Project ID:
r.a 4mbinatidin"t
Material P
++
Analysis Method. Allowabiiii Stress Design
Load C # #.. ASCE 7-10
•rt Sas
Wood .#..
Boom Bracing a against laterief-to6tion
Fb-Tension
850 psi
: MaduAig ot66es ° "
Fb - Compr
850 psi
- xx 1300ksi
Fc r Pril
130 psi
Eminbend . xx 47 0ksi
Fe - Perp
405 psi
Fv
150 psi
Ft
625 psi
Density 27.7pcf
buckling
59.82psi
FB: Allowable
3
t r,, v ..,. u, .... .v tttn to .�..i �:. .l ♦ .. i4 1„ x rr art:;i 1 r. r ..: :at +. � � � �'
Service loads entered. Load Factors Wil be applied for calculations,
Beam self weight calculated and added to bads
Uniform Load: D = 0,020, L = (1040 ksf, Tributary Width z 10 ft
Uniform a H20, 1 0440 1 0.0 « 1 k Tributarya r
qtr 51[ri i
;Maximum Bending Stress Retia
0.77t 1 Maximum Shur Stress Ratio
0.399 :1
Section used for this span
*2x$
Section used for this span
3-2x9
hr :Actual786Apsl
tv : Actual
59.82psi
FB: Allowable
1,020. 0psi
Fv : Allowable
_
15040'psi
Load Combination
+D+L+H
Load Combination
+p+L+H
Location of maximum on spari
3.270ft
Location of maximum on span
a
6, ft
Span Al where maximum occurs
Span # 1
Span # where maximum =urs
a
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.100 in Ratio :
958
Max Upward Transient Deflection
0.000 in Ratio =
04480
Max Do rd Total Detection
0.153 in Ratio =
626
Max Upward Total Deflection
j
O,000 in Ratio =
D X240
axltiium' Ol"C.,riti.rl t. eyln o �. r �n oft y
Load CoTibindon Raios
Wment Valm
Shear V i -
Segment Length Span # V
Cd
C FN C i Cr Cm
C t CL M fb
Flo
V
fv F`v
+D+H
0.00
0.00
0.00 0.00
Louth= 8.0 It 1 0295 0.153
0.90
1.200 1.00 1.00 1.00
1,00 1.00 0,89 271,98
918x00
0.45
20,60 115,00
a#p+L+H
1.200 1.00 1.00 1.00
1.00 1,00
0.00
0.00
0.00 0,00
Legth=8,0 it 1 0.771 0.399
1,00
1,200 1.00 1.00 1,00
1.00 1,00 2,58 788.40
1020.00
1.30
59.83 150:00
+D+U+H
1.200 1:00 1.00 1.00
1.00 1,00
0,00
0.00
0.00 0.00
LeNt = 8,0 4 1 0,213 0.110
1,25
1200 1.00 1x00 1.00
110 1.00 0,89 271.98
1275.00
0.45
20.80 187,50
+D+S+H
1200 1.00 1.00 1.00
1.00 1,00
0.00
0.00
0,00 0.00
Length =8.0ti 1 0232 0,119
1,15
1200 1.00 1.00 1.00
1.00 1.00 0.89 271.98
1173.00
0.45
2040 172,50
+0+0.750Lr+0.750L+H
1200 1.00 1,00 1.00
1.00 1.00
0.00
000
02 0,00
Length = 8,0 it i 0.518 0.287
115
11001.00 1.00 1<00
1,00 1.00 2.18 857.79
1275.00
1.09
50,02 187.50
Tftl : Custom - Lot 14
En inter; stave , ey ID,
Pro Cess : Custom Home
DosseylSudik
C7o�4,
« R }.204 ISC 262. 13, ASM 7-10
i i et ASCE 7-10
Proartlei
as
mei un dS. aww
,.
s
+
Design O
}#
Load a a .aa.:.. Maxr R860S
moment values
shear vakles
Segment Length span It M v C it C FN C i Cr CM
Ct CL M b
Flo
tf
0.00
0.00 040 040
Length =:4 ft 1 0.100 0,098 !xf 100 ff f! 1.00
1,00 1,00 !l! 234.50
2340,DD
f 25&50
M t!t 140 1.00 1,00
IM 1,00
0.00
0.00 0,00 040
Length = &0 " 1 0,2630258 1 f 1.000 1,00 LOO 1,00
1.00 1,00 234 682,64
2600.00
1,02 7166 285,00
it }ft 1,00 1,00 1.00
fA 1.00
UO
0,00 0.00 HO
Length = 8,0 f 0,072 0.071 1.25 ,:ff 1.00 1.0001
1.00 100 o,80 234.50
3250.00
0.35 25,23 356,25
t 004 1.00 1.00 !!
1,00 1,00
f }f
0,00 0,00 0,00
Length = 8,0 ft 1 0.078 f.. #tt 1.00 tf 1.00
IM 1,00 0.80 2300
2990.00
F ,35 25,23 327,75
Length = 8,0 It 1 0,176 0.173 116 IMO 140 IM tf
t,00 1,00 1,96 570,60
3250A
015 K56 35615
C7o�4,
Project Tile: Custom - Lot 14
Engineer: Clave W. Dossey Project 113.
Protect . Custom e
DosseyjSudik
Calculations per NDS 2012, IBC 2012, CSC 2013, ASCE 7-10
Load Combination Sat: , SC 7.111
Material ftRE±iii
Analysis od : Allo tyle Stress Design Pb - Tension 2600psi 6: Modidus of blas ` ' y
Load Combination ASCE -10 Fb - Compr 2600 psi d- xx 19Wksi
Fe - Pril 2510 psi Eminterid - xx 965.71 ksl
Wood S : Truss .Waist Pc - Perp 750 psi
W MicroL m LVL 1.9 E Fv 285 psi
BracingBeam Beam Is Pully Bra against lateral -torsion buckling 1655
55psi Density 52,21 pd
t7f3ip16.26}
4kt8
App>ri t ash e� h� r v Y i �a , _ Senvice loads entered, Load Factors Wit be applied for lculations,
Beam self weight calculated and added to loads
Uniform Load: Ci - 0.020, L = 0.040 ksf, Tributary Width = &50 it
Point Load: Ll=3.110, L = 5280 k@3,0it
idw7f47��ri�rl'fti # 10"Nv{�. 111� 1l i iiiU,�} m
+,.aAwM.wmwaa\ed`4d�+a.W."'k.":.�w�d..:a�,..,�„w.awaw'hw.�d �,....._A ..,e....,..,..,»,...__-.,.....w,mW.,......,.s...w.,
'Maximum SendingStress Ratio _0.4021
w._ w ,.... ....,.
1}.402 1 ilataxirrtum Shear truss Ratio 0.715:1
Section used for this span 3.111X9.5 Section used fry this span 3-1.754.5
fb : Actual 1,045.76psi fv : Ami 203.87 psi
FB: Allowable - 2,600.00psl Fv : A)mwable 285.00 psi
Load Combination +D+L+H Load CombinationL+
Location of maximum on span 2.99311 Location of maximum on span a 3.212 ft
Span # where maximum occurs Span # 1 Span # whete maximum occurs V Span # 1
Maximum Deflection
Max Downward Transient Deflection 0.014 in Ratio = 3411
Max Upward Transient Deflection 0.000 in Ratio - 0<480
Max Downward Total Deflection 0.022 In Ratio = 2156
Max Upward Total Deflection 0.000 in Ratio = 0 <240
,k.
i ex iu; Farces: .. rfi?r°�!?�C� �o i� ,r
Load Comb natdrh Max stress Bios Moment Values Shear Values
Segment Length Span 8 Iw! V C d C rnr C i Cr Cin C t CL M fb F"b v fir F°v
+O+i f 0.00 0.00 0.00 0,00
Length A 4.0 it 1 0.165 0.294 0.90 1.000 1,00 1.00 1.00 1.00 1.00 2.54 385.91 2340.00 2.50 75.29 25&.50
+D,+L+H 1.000 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0,00
Length - 4.0 0 1 0,402 0.115 1.00 1.000 1.00 1.00 1,00 1.00 1.00 6.88 1,045.16 2600.00 6.18 203.87 285.00
+D+Lr+H 1,000 1.00 1.00 1.00 1,00 1,00 0,00 0.00 0.00 0.00
Length = 4.0 it 1 0.119 0,211 125 1 o00 1.00 1,00 1.00 1.00 1.00 2.54 385.91 3250,00 2.50 15.29 356.25
+{r 1.000 1.00 1;00 1,00 140 1,00 0,00 0.00 0.00 0.00
Length - 4,0 It 1 0.129 0230 1,15 1.000 1.00 1.00 1.00 1.00 1.00 2,54 38511 2990:00 150 75.29 327.75
+D+0.7501.r+0.750L+fi 1,000 1,00 1,00 1.00 140 1.00 0.00 0,00 0.00 0:00
Length - 4.0 it 1 0271 0.482 125 1,000 1,00 1.00 1.00 1.00 1,00 5.80 880.80 3250.00 511 17132 358.25
Project Title: Custom m Lit 14
Engineer Crave W. Dossey Prot 10:
Project Descr Custom Home
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Load Combination Sat : ASCE 7-10
Material tq +artiels
Analysis Method, Allowable Stress Design Fb t Tension 850.0 pal E Moduhs of Eladay
a
LOW CombinationASCE 7-10 Fb-Compr 850.0psi d-xx 1,300.0ksi
Fc - Pill 1,30040 psi Eminbend - xx 470.Oksi
Wood Species Hem Fir Fc - Perp 405.0 psi
Wood Grade No.2 Fv 150.0 psi
Ft 525.0 psi Density 2710pcf
Beam Bradag
Seam Is Pully Braced against laterat-torsion buckling
014,0451 U0,09)
.x
WOO L10,141
i
E
i
1
Gf
y
py
ap�t7fl
......p ..,.. .,..,,._..,.,..,. mom» . ............,e. ...,.,.. «......,,,. m.,.wm�,. ...,...�.- _ _
SarvtCa loads entered. Load Factors will be applied for ceilations�rv„
Beam self weight c*dculatisd and added to loads
Uniform Load ; 0 = 0:020, L = 0,040 kill, Tributary Width = 3.50 it
Uniform Lead : D=0.0150, L = 0.030 kksl, Tributary Width= 10ft
Point Load, D = 0.250, L = 0,4901 k @ 1;0 it
Point Load 0 = 0250, L = 0,400 it @ 2.50 it
Pant Load ; L7 = 0.250, L = 0.400 it @ 4,0it
Maximum Sending Stress Rause _
0.8241 Maximum Shear Stress Ratio
0.645:1
Section used for this span
3-2x8
Section used for this span
3-2x8
lb : Actual
840,9psi
fv : Actual
81.69 psi,
FS : Allowable
1,020.00psl
Fv, : Nkywable
150,00 psi
Load Combination
+H
Load Combination
+D+L+H
Location of maximum on span
z5wft
Location of maximum on span
U00ft
Span # where maximurn occurs
Spari#1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient reflection
0.043 in Retic
1394
Max Upward Transient Oeflection
0.000 in Ratio
0 <480
Max Downward Total Deflection
0.065 in Ratio =
919
Max Upward Total Deflection
0.000 in Ratio -
0 <240
'Maxi a Oo„Combaacs.M@,in
_.
_ ....,.
LOW Combination Max Stress ReliesWmentValues
Sherr Vales
Segment Length 6psn 4 M V..._..
Cd
C FN C Cr Cm
Ct CL _ i fb
Flo
_ V
fV FV
044
0.00
0,00 0.00
Length = SO fl 1 0:312 0,206
0.90
3,200 1.00 1,00 1,00
1,00 1.00 0,94 288.59
918,00
4.61
27.82 135.00
+H
1.200 1.04 1.04 1.00
1,00 1.40
4,00
4.00
0.00 Obo
Length - 5.0 it 1 0.824 4.545
1.00
1.200 1.00 1.00 1.00
1.00 1.00 2.76 844.98
1024.04
1.76
81.69 150.00
+p+Lr+H
1.200 1.00 1.00 1.00
1.00 3,00
0.00
0.00
0,00 0.00
Lenilth = 5.0 it 1 0,225 0.148
9.26
1.200 1.00 1.00 1,00
1.00 1.00 0x 94 286.59
1275.00
0.81
27.82 187.50
+0
1.200 1.00 1.00 1.00
1.00 1.00
0.00
0.00
0.00 040
Prd)'e0' Title Custom- Lot 14
0
En Ineeer: D W. ey Project 1D°
Pro t D scr Custm Home
Dossey Sudi
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-1
Load Combination Set: ASCE -10
Material Prez ertie
Ana od: Allowable Stress Design Fb - Tension t350.0 psi E: Medullas of Etas '
Load Combination ASCE 7-10 Fb- Compir 860,0 psi xx 1,300.Oksl
F - Pdi 1,300.0 psl Emin w xx 470,t ksi
Wood Species Hem Fir Fc - Perp 405.0 psi
Wood GradeNo-2 Fv 150.1} psi
Et 525.0 psi Density 27.70p
Beam Bracing :' Beam Is Fully Braced against lateral -torsion buckling
001045) 0, .,
I
i
i
snag, =2 so n
Service beads entered„ Load Factors will be applied for calculations.
3
Beam self weight calculated and added to loafs
Uniform Load ; D = 0.020, L = 0.040 k f, Tributary Width = 350 ft
Uniform toad : D = 0.0150, L = 0,030 ksf, Tributary Width = 3.0 ft
Point Load : D=0,250, L = 0.490 @ 1. ft
lVtaxirnLrm Bending Stress Ratio 0.211:1 k4axirumShearcress Rano. n. _ t?.206 :1
Section used for this spare 3-X14 Section used for this span 3-2x€3
fb : Actual 21 A 2p l fv : Actual 30.88 psi
t
FB: Allowable 1,020.00ps! Fv : Allowable _ 160.00 psi
Load Combination +H Load Combination +D+L4H
Location of maximum on span _ lVD41t Location of maximum on span = 0.000 It
span # where maximum occurs Span # 1 Span # where maximum occurs Sparc # 1
Maximum Deflection
Max Downward Transient Deflection
0.003 in Ratio = 11 965
Max Upward Transient Deflection
0.000 in Retic =
04480
Max Downward Total Deflection
0.004 in Ratio =
7884
Max Upward rd Total Deflection
U00 in Ratio a
0 <240
t xt l 1'F rc ° 56 .,-.,,, Mfr &C60 t tl4i
Load combination Max Stress Rafts
-V
_�.
Moment Values
Sia values
Segment Length Span # V
Cd
O FN G i Cr Cm
C t
CL
M
fb
Ph
V
flr
F"v
+D+ti
0.00
0,00
0,40
0.0
Length = 2.50 4 1 0.080 0.078
0.90
1200 1.00 1.00 tOD
9.00
9.40
4.24
73,27
918.00
0.23
10.51
135:04
40+L+N
1..200 1.00 1.44 1.00
1:00
t.O4
4,40
040
0.44
4.00
Length =2.50 it 1 0.211 OZ6
4.00
1.200 1.40 1.00 9.00
1,00
1.00
0.71
295.12
1020,00
0;67
30.85
150.00
1.200 9.00 1.00 110
1.40
1.00
O:00
040
0.00
0.44
Length = 2.50 It 1 0,057 0.056
4.25
1400 1,00 1.40 1.00
1.44
1.00
0.24
73,27
4275.00
0.23
10.51
187.50
+D
9.200 1.00 1.00 1.04
1.00
1.00
0.00
0.00
4.00
0.00
Length = 2.50 fl 1 0.462 0.064
9,15
4.200 UO 1.00 1,00
1.00
1.00
0.24
7327
1173,00
0.23
40.51
172.54
*0+0.750t.r+0.750L+H
1.200 4:00 9,Og 4.00
1.00
1.00
0.00
0.00
0,04
4.40
cf"
Project Title. Custom R Lot 14
Bn iter. Cave W. Dossey Project 1D:
PrDescr., Custom Home
Calculations per NESS 2012, IBC 2012, CBC 2013 ASCD 7.10
Load Combination Set: ASCE 7-1
Material Pro ` les
An s Met a Allowable Stress Design Fts - Tension 8%0 psi flus of Elasticity
Load Combinaton ASCE 7-10 Fb - Compr 850,11 psi nd- xx 1,300,Oksi
Fc -Pril 1,300.0 psi Eminbend -xx 470441
Wood Species Hera Fir Fc - perp405,15 psi
Wood Cr 1<1o.2 Fv 150.i psi
Ft 525.0 psi Density 27.70pcf
Beam Bracing Beam Is Fully Braced against lateral -torsion buckling
E
MEN=
�,tR,-��. �r t tr«.2:�a
i .<3 ` tl lti «4Service loads entered, Load Factors vAll be plied for calculations,
Beam self weight calculated and added to loads
priq tioCniforrt}n Load: g [3p�= 0,020, L = OVO ltsf, Tributary Width =1.0 tl
Maximum Banding Stress Ratio
0.015: 1 Maximum Shear Stress patio
0,013,1
Section used for this spars
3-2x8
Section used for this span
3»2x8
th : Actual -
15.75psi
fv ,, Actual
1.57 psi
FB : Atlowable
1,020.00psi
Fv : Allowable
150.00 psi
Load Combination
+D+L+H
Load Combination
+H
Location of maximum on Span
1.250ff
Location of maximum on span
0. ft
Span # whom maximum occurs -
Span # 1
span # where maximum occursSpan
# 1
Maximum Deflection
r Max Downward Transient Deflection
0.000 in Ratio =
0 <480
Max Upward Transient Deflection
0,000 in Ratio =
0 <480
Max Downward Total Deflection
0.000 in Ratio = £15122
Max Upward Total Deflection
0.000 in patio =
0 <240
,ilii.,! ltl"tUttt Foicera {� , t R t. ii �## t�$ti Y �l1i�Rbt�O
... ett ..wux xwwu ¢ ea tnv..uwm kama rmwn tscSV e. n.¢u,: +;
Load Combination Max Stress Ratios
aww.wwxwmwnx+wwnwm
i s ant VaIM
Shesr Values w,
Seg t Length Span # M V
Cd
C F)V C, Cr C m
mmn
C t CL M fl;
Fb
V
��
fv F'v
+D+H..�....�.-_
aAO
0«00
0.90 0,00
Length = 2.50 ft 1 0.007 0,006
0,90
1,200 1«00 1.00 1.00
00 1:110 0.02 6.25
918.00
0.02
038 135,110
+ll
1100 1.00 1.00 1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 2.50 it f 0.015 0.013
1,00
1.200 1.00 1.00 1.00
1.00 1.00 0.05 15.76
1020.00
0.04
1:97 150.00
+D+1 r+H
1.200 1:00 1.00 1.00
1.00 1.00
0,00
0.00
0.00 0.00
Length = 2.50 it 1 0.005 0.004
1.25
1.200 1.00 1.00 1.00
1«00 1.00 0.02 6.25
1275.00
0.02
0.78 187.50
+D+S+H
1100 1.00 1.00 1.00
1.00 1.00
0.00
0.00
0.00 040
Length = 2.50 ft 1 0.005 0.005
1.15
1.200 1.00 1:00 1.00
1,00 1.00 0.02 6.25
1173.00
0„02
0.78 172$0
+d5+0,750Lr+0.750L+H
1.200 1,00 12 1.00
1.00 1.00
0.00
0,00
0:00 0.00
Length = 2,50 it 1 0.010 0.009
115
1.200 1.00 1.00 1.00
1.00 1.00 0.04 13.38
1275.00
0.04
1:68 187.50
+0+0.750L+0.750S+H
1.200 1,00 1,00 1.00
1.00 1,00
0,00
010
0.00 010
Proiect Title: Oust - Lot 14
Engineer: D y Project ID:
Project Descr; Custom Nie
IM
#_« CdOibinallon
' 7-10
F
! #:..
#
a";?,.::::
.,". ,.
WA
Beamself weight calculated and added to toads
Uniform Load: D = OMD, L = Ob40 ksf, Tiributary Width 8,50 ft
�
D�stn
Load Combination Max Stren Ratios
moment Values
shear values
0.00
040
# ##
UOLength
Length = 5,50 ft 1 0,322 0.282 010
1100 UO 1,00 140
1,00 IM 0,97 MR
918,00
0,83
3SAO 136,
Length = 5sQ It 1 0,849 OJ46 1.00
1200 IM UO 1,00
IM 1.00 28s 866,37
1020X0
2A
IM92 150,
= &SO It 1 0132 0203 1.25
12DO 1,00 LOD 1,00
1,00 UO OR 29524
1275,00
0.83
38AO + TS
t
## 1.00 IS 1,00
1.00 1A
0.00
0,00
0,00 # ##
Length z UO It 1 0,252 0,221 tIS
1.200 1,00 IM 1.00
1.00 1,00 OR 295,24
117100
0,83
38,10 172,54
# #. # #
## ## 1,00 1.00
1.00 140
0.00
0,00
DAD ###
Length - &50 it 1 Os68 OA98 1,25
1100 IM I.DO 140
IM 1,00 2,38 72159
1275,00
2.03
93.47 187
F
Project Title. Custl - Lot 14
Engineer: gave W. Dossey 10 -
Ned cr: Custom Home
Do sey Sud %
Calculationsper rS 2012, IBC 2012,o a
#,#6"iiiatlon set tAsd 14
Mate" Pro«,rties
y ,
2600psi E. ModWus of Efaskity"
26400 psi d- xx 190051
2510 psi ' Sand - xx W5.71 W
750 psi
285 psi
1555 psi Density 32.21 pct
�I
« #:
Max Downward Transient Deflection
i
5490
!t
0.000 in Ratio =
X480
t3esi n OK
Max Downward ictal Deflection
0.010 In Ratio=
3597
ti
Max Upward Total Deflection
0.000 in Ratio
WO
« #:
Max Downward Transient Deflection
0.007 in Ratio=
5490
Max rd Transi
Project Title: Custom - Lot 1
Engineer: Dave W, Dossey
Pr ect cr: Custom Home
Pr*d its.
Calculationsper rS 2012, CBCc 0
Load Combination
}}:
«
e
M.
�XAMMJM1
# i
+%art 4.f l
'# a •. }i�
e.
}! b. }.
{"}
Load } + :. p.}. Stress w.lf.
Moment Values
Shear Values
Length = WO it 1 0,147 (LO90 010 INO IM 1,00 iM
140 140 2,26 34 tO
234040
017
2107 266.50
i tt# 1,00 :6+ 1,00
1,00 1,00
r++
+#+
+00 #+o
Length = 10,0 ft 1 0.381 0,233 IM 1,000 'LOO IM 1A
140 1.00 6.51 989,93
260040
221
6636285,00
,D !+# 0# +# t+
+# ++
1 ##
0.00
# 10 0,00
Length = 10,0 ft 1 0,106 1065 115 1.000 1.00 IM 1,00
tOO 1,00 • F r
040
0,77
23,07 3*25
!r #o It tt r#
i# t#
0100
0++
0,00 0.00
Length = wo ft 1 0,115 OWO IAS 1.000 140 1,00 1,00
1,00 1,00 2,26 3400
2990,00
037
2107 327,76
r t # # + 00 #+ 1.00 1,00
1,00 1,00
+++
++#
#+# ###
Length . + k ft 1 0155 0,156 115 1.000 IM 1.00 0+
1,00 1A 5,45 828,47
3260,00
1,85
55M 356,25
i + # # + +t 1,00 IM 1,00
1M 140
0.00
0A
010 UO
Project Title. Custom - Lot 1
Engineer. Dave W. Dossey
Project Descr; Custom Home
Poliect lD#
Calculations per NDS 2012, ISC 2012, CBC 2013, ASCE 7-10
Load Combination Set: ASCE 7-1
Material Prrhes
Analysis Method: Allowable Stress Design Ill -Tension S% sl `; Modulus of Elasticity
Load Combination SCE 7-10 Fb - Cornpr 850.0 psi d- x 1,300.Okst
F -P41 1.300.8 psi Emit -xx 470.Oksi
Wood Species : Hem Fir Fc - Perp 4015.0 psi
Wood Grade No,2 Fv 160,0 psi
Br Ft 525.1,1 psi Density 27.70pcf
Be
Bracing . Beam is Fully Bra against lateral -torsion buckling
otazejta�a�ri
y
R
}
s 3.0 ft
Servs ds entered. Load Factors will be applied for tions,
�p
Beam self weight calculated and added to low _.
Uniform Load : C = U20, L = ONO ksf, Tributary Width =1,0 it
Point Load : D 0.280, L = 4,545 k @ 1.50 it
, „aqua.,,, '�-,a,. v„,w�ww.:..,�,,;u • #
Naxirmum Banding Stress Ratio
0,20€t 1 Maximum Shear Stress Ratio
0.144:1
Section Used for this span
3.2x0
Section used for this span
3_
tb : Actual
209.90psi
f r : Actual21.59
psi
FIB: Allowable
1,0 0. 0psi
PV : Allowable
150.00 psi
Load Combination
+H
Load Combine'
+f?+L+i
Location of maximum on span
1.50oft
Location of maximum on span
0.00011
Sparc # where maximum occurs -
Span # 1
Span # where maximum occurs
span # 1
Maximum Deflection
Max Downward Transient Deflection
OD03 in Ratio = 11126
Max Upward Transient Deflection
0.000 in Ratio =
0 <480
Max Downward Total Deflection
0.005 in Ratio =
7246
Minx Upward Total Deflection
0.000 in Ratio =
g <240
p
... ..
Load Condlination hbx Stress Rdos
errl Values
Smear LielrieS
Segment two Span #
w.�......
C d
C rant C i Cr C In
C t CL M ft)
r ti
y
fv F"v
+ls
..._,.�....,.e,.
.�.............,
.,..�..
0,00
0.00
O.Qo 0.00
Length = 310 it 1 0.079 OZ6
0.90
1,200 1.00 1.00 1,00
1,00 1:00 0,24 72.92
918,00
0,16
7.52 135.00
+D+L+H
1200 1.00 1.00 1.00
1.00 1.00
0,00
0.00
0.00 0.00
Length = 3,0 it t 0,206 0,144
1.00
1.00 1.00 1.00 1.00
1.00 1.00 0,69 209.90
1020.00
0.47
21.59 150;00
+0+4j+4
1.200 1.00 1.00 1,00
1.00 1.00
0.00
0.00
0.00 0,00
Length - 3.0 4 1 0.057 0.040
1.25
12001.00 1,00 1,00
1,00 1,00 0,24 72,92
1275,00
0.16
7.52 167.50
+{,3+5+11
1200 1.00 1.00 1,00
1.00 1.00
0,00
(LOO
0.00 0.00
Length- 3.0fl 1 0.062 0;044
1.15
12001.00 1.00 1.00
1.00 1,00 0.24 72.92
1173.00
0.16
7.52 172.50
+D+0,75ALr+0.750L+H
1.200 1.00 1„00 1,00
1.00 1.00
040
0,00
0.00 0.00
Lergth = 3,0 it 1 0.136 0.095
1.25
1100 1.00 1,00 1,00
1.00 1.00 0,56 175.66
1275,00
0.39
16.07 187.50
Project Tirte: Custom - Lot 14
n Imeer: Lave W. Dossey
r t Descr Custorn Home
Project iii:
..�� �0(0.28)L(0.)� )�"µa i,_� .M,.»,.. ,..a..._.,., � .. ..�._ ..a. ....
Spon - 10 a
• design O
Maximum Sending Stress Ratio
0.267:1 Maximum Shear Stress Ratio
Cal I# # rs2012, IBC 2012, C13C 2013,
0.270:1
Section used for this spars
Load #binati.n Set: AkE 7-10
Section used for this spare
materiiii #+
fb : Actual
27 .30psi
Analysis Method:x Design
Fb - Tension
850,0 psi
E: MO&AA Of Efadkfty
FB: Allowable -
1,020.00psi
Fv: Allowable
150.00 psi
Load Combination
Wood Species Hem Fir
Fc - Perp
4054 psi
+
Location of maximum on spars -
Ft
Beam Bracing Beam Is Fully Braced against lateral-torston buckling
#.s
Density 2710pof
..�� �0(0.28)L(0.)� )�"µa i,_� .M,.»,.. ,..a..._.,., � .. ..�._ ..a. ....
Spon - 10 a
• design O
Maximum Sending Stress Ratio
0.267:1 Maximum Shear Stress Ratio
0.270:1
Section used for this spars
3-2a6
Section used for this spare
-24
fb : Actual
27 .30psi
fv ; Actual
"40,44
psi'
FB: Allowable -
1,020.00psi
Fv: Allowable
150.00 psi
Load Combination
+D+L+H
Load Combination
+
Location of maximum on spars -
1,500ft
Location of maximum on span
C, f#
Span # where maximum occurs _
Span # 1
Span # where maximurn occurs
Span # 1
Maximum Deflection
Max Dowrmard Transient Deflection
0.005 in Ratio =
6675
MaxUpward 'transient Deflection
0.000 in Ratio =
0: <480
Max Downward Total Deflection
0.005 in Ratio =
4457
Max Upward Total Deflection
0,000 in Ratio =
0 <240
it t:1. C ttr ,tt6 tr ,. .. fMr Ld f ° ,:btrlaki0,
.,»..,.,,�.
Load Combination Max Stress Ratisss
,.,,.„,
,..�....,.....,sw
Moment Values
ear
ShVatues
Segment Length Span # ti4 V
Cd
C FN C I or C m
C t C L _.. fts
Ph
-V'-FV
+D+ii
0.00
0,00
0.00 0.00
Length = 3,0 4 1 0,103 0.103
0.90
1200 1.00 1.00 1.00
1.00 l"00 0.31 94,23
918.06
0.30
13.96 135.00
+£1+L+H
12001.00 1.00 1.00
1.06 1,00
0,00
6.00
0.00 0.00
Length = 3.0 ft 1 0.267 0.270
1.00
1.200 1.00 1.00 1.00
1.00 1.00 0.89 272.30
1026.00
0.86
40,44 150.00
+ii
1200 1.00 f,00 1.00
1.06 1.00
0.00
040
6.00 0.60
Length = 3.0 ft 1 0474 0.074
1,25
1.200 1"00 1.00 1.00
1.00 1.00 6.3i 94.23
1275.00
0.30
13,96 187.56
+O+S-4i
1,200 1.00 1.00 1:00
1.00 1.00
0.00
0,00
0,00 0:00
Length = 3.0 4 1 0.080 0.081
1.15
1.200 1.00 1.00 1.00
1.00 1,00 0.31 94.23
1173.00
0.30
13.96 112.50
+040.750Lr+0"7 +H
1.200 1,00 1.00 1.00
1,00 1,00
0.00
0,00
0,00 0.00
Proiect Title. Custom - Lot 14
Engineer Dave W, Dossey
Project Descr Custom Home
Prq'd ID:
Calcul*k)t* per NDS 2012, IBC 202, 000�013, ASCE 7-10
Max sbess Ratics
Load Odinbination Set - ASCE 7.10
Material
mwwdvatues
Analysis Method: AlIdwable Stress Design
Fb.Tensjon
8%0 psi
E t Modulus of Elestk#y
Load Combination ASCE " 0
Fb - Compr
850.0 psi
EbwW- xx 1,300,Oks!
Cl
Fc - Pill
1,300.0ps!
Emintiend - xx 470,Okst
Wood i.Hem Fir
k. PWP
406bpsi
Wood No.2
F4
pi i...
Ft
625.0 psi
Density 271006f
Beam Oradg Beam Is Fully Braced against lateral -torsion Welding
3-2xg
- 3.50 ft
Load CorWlna*m
Max sbess Ratics
mwwdvatues
►
segment Length
Design OK
V
Cd
C FN
Cl
Ct
CM
C t
#
M
fb
v
fv
Fv
-'Tll,
fw-(vu
qw
Length = 3,50 ft
1
0.132
0,092
010
1,200
1.00
UO
1.00
1.00
UO
0,40
12110
911LOO
0,27
Load CorWlna*m
Max sbess Ratics
mwwdvatues
$beat Values
segment Length
Slian #
V
Cd
C FN
Cl
Ct
CM
C t
CL
M
fb
v
fv
Fv
-'Tll,
fw-(vu
qw
Length = 3,50 ft
1
0.132
0,092
010
1,200
1.00
UO
1.00
1.00
UO
0,40
12110
911LOO
0,27
12A2
13HO
-44L*H
1,200
LOO
1,00
1,00
1,00
1.00
040
0,00
0,00
0,00
Length = 3,50 ft
1
0.343
(Y239
100
1.200
100
1.00
100
too
100
115
350,05
102100
OJ8
35,82
15040
+114tr,+H
1.200
1,00
100
1.00
1,00
1,00
040
0.00
0,00
0,00
Length = 3,50 it
1
U95
0,066
1.25
1.200
00
1.00
100
1,00
UO
OAO
121,20
1275,00
027
12A218TSO
.*,V+S+H
t2OO
UO
1,00
1,00
l,OD
1,00
0.00
DID
0,00
(100
Length = 3,50 ft
1
0,103
0,072
IAS
1100
1,00
100
1,00
1.00
1,00
0,40
12120
W3.00
027
12.42
172.50
4*40I5OLr,+OI5OL+H
11200
UO
1,00
UO
UO
1,00
0100
Oki)
0.00
0,00
Length = 150 ft
1
0.230
0,160
US
1,200
UO
1.00
110
to
1,00
0,96
29184
127540
0,65
2917
187,50
Prisct TJk Customs - Leat 14
Engineer Dave W. Dossey
PrqW Disci; Custom
+r
1 012, CSC 2013, ASCE 7.10
&r
a
b
ME
� p #
Ci�rDii
tit
M' !
valuss
+041
i
-&000.00 1 ii
Length ..r ,! .. 0,096 OMI 0,90 ilOO LOO 1.00 11)
1.00 IM 0,99225M
40 z.,. ii #
# .. i
i 00 it ii IF
ii ii
i i# Fit
0,00 i ti
` 1 0253 0114 1,00 1.000 1,00 1,00 1,00
1,00 1.002,89r it *
2600 ,00
•: MAD
t
,M Ffi F@ FF !F
0 o
0,00 0,00
0,00 iii
Length = : ! It 1 &069 OA'. 125 LOOO 1,00 LOO t1
1,00 1.00 0,99 225,64
3250A 0.46
20,86 35625
itF lbo 1.00 UO
too Loo
0.00 0,00
0.00 3k:.'
Length1 It 1 0,075 0,064 1.15 1,000 LOO 1,00 1.00
100 1,00 }gr. 225,64
2990,00 0.46
20,86
is ! t ....t ilF 1.00 1.00 1,00
IS 1100
0,00 04D
0.00 Fit
Length$ " +. i i iii ii i+ FF
ii ii 550,66
3250,00
" i
-Dk F i i 4ti 140 1,00 IOD
1.00 LOO
iii OM
Coo 0.00
Project Tits: Custom - Lot 1
Engineer: Dave W Dossey
Project Deser. Custom Home
Project la,
a.+
Analysis���hI� II:�IpI�Ve"Allowable �SDesign
Load Com
U�
aa« a^
as Hem Fir
WoodNo.2
i* a agairM
Fb - Tonsio
Fti , Compr
F - Prll
Fc w Perp
FY
Pt
ral-torsion buckling
850.0 psi
ofElastic*
850,0 psi
mxx 1,3DO.Oksi
1 „300.0 psi
Eminbend - xx 470Zksi
405.0 psi
FS . Allowable -
150.0 psi
1,020.00psl
525.0 psi
Nnshy 27.70pcl
s
Span 4„s0 n
Seivice toads entered. Load Factors will bepp tied for catculatrons.
Beam self weight calculated and added to loads
Uniform Load: C = 0.0150, L = 0.030 ksf, Tributary Width =12.0 It
t g
Maxi um 63ending Cres atlo _ Q.6 I Maximum Shear Stress Ratio � � 11.4 to :1
Section used for time span 2-2x8 Section used for this spam 2-2x$
fb ` Actual 62885 ry A l
/fE-
psi
62,25 p#r
FS . Allowable -
1,020.00psl
Fu . Allowable
150.7)0 psi
Load Combination
+C+L+fi
Load Combination
+4
Location of maximum on span
2.250ft
Location of maximum on span
3, If
Span # where maximum occurs-
span # 1
span # where maximum occurs-
Span # 1
Maximum Deflection
Max Downward Transient _ tiecticn
0..027 in Natio =
2001
Max Upward Transient deflection
0.000 in Ratio =
0 <360
Max Downward Total Deffection
0.041 in Ratio =
1324
Max Upward Total Deflection
0.000 in Ratio =
0 <240
'iF#PF �6i#N 4.iA 6� iA t,F�!. C�t fwYWaV lP t#4 F6iw
. w
Wim..,. .-..v....,.«.,
Load b€na s Rallos
eatV
Shur Values
Segment Length Span # M V
Cd
C IN C I Cr Cm
C t CL m_
Ft
V
fv
FV ..
wmm,a.r+
0.00
Ogyo
o,00
OVB)
Lente = 4.50 8 1 0 232 8.156
010
1,200 1900 1.00 1.00
1,00 1.00 0,47 212.87
918.00
0.31
21.07
135,00
+D+t+H
1,200 1.00 1.00 1.00
1.00 1.00
0,00
0.00
0.00
0,00
Length = 4.50 8 1 0:617 0„415
1.00
1,200 1,00 1.00 1.00
1.00 1.00 1,36 628.95
1020.00
00
62.25
950.08
+D+trr+H
1,200 1.00 1;00 1.00
1.00 1,00
0,00
0.00
0.00
0.00
Length = 4.50 ti 1 0,167 0.112
1.25
1.200 1.00 1.00 1.00
1.00 1.00 0,47 212.87
1275s00
0.31
21.07
187.50
+D++H
1,200 1.00 140 1.00
1.00 1,00
0.00
0„00
0.00
0,00
Length = 4.50 0 1 0.161 0.122
1.15
1.200 1.00 1.00 1,00
1.00 1.00 0.47 212.87
1173.00
0.31
21.07
172.50
+0+0.750Lr+0:750t+H
1"200 1.00 1.00 1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 4.50 6 1 0,412 0.277
1.25
1.208 1,00 1.00 1.00
1,00 1.00 1,15 524,93
127&00
0.75
51.96
187.50
+D+0.758L+0.750S+H
1.200 1.00 1.00 140
1,00 1.00
0.00
0.00
0.00
0.00
/fE-
Project Tifle:l Save - Lot 14
Fn t r; Save W. ey Project10:
Protect ccr Custom Home
ossey Sud k
Calculations per DS 2012, BC,2012,
... e
AnalysisMethod: Allowable Stress Design
Fir - Terse► 850.0 psi E AWAis at Elaskily
Load Combination ASCE 7-10
Fb- Comjx 6,50. psi
Ebamd-xx
1.300a01isf
Fc - Pr11 1,300.tl pst
Emtni rrid - xx
470a ksl
Wood i . Hem it
Fcy ^ Perp. iO'}^(S¢a�O psi
�/ }Sro�
ood rade No.2
psi
Ft
525.Opsi
Density
27JOpcf
Hearn Braft Beam Is Fully Braced against lateral -torsion buckling
i
MEMO
j)
t
Y{ h a\ i'e'rwd;,Rb'N3 1`lY �11>�t �k ',sayiP 1" S ?t \i l tl
�Service
loads entered. Load Factors wfi91 be applied for caiculations.
Beast self weight calculated and added to loads
Unii Load: D = 0,01 50, L 0,030 ksf, Tribe Width � 12:17 ft
N ,n :
u ,��
;Maximum Bending Stress Ratio
..�m.� .. _....m� .w...
0.2741 Maximum Shear Stress Retia
...m
�
0.226:1
Section used for this span
2-2x13
Section used for this span
2-2x1
its : Actual _
279.3ps1
fv : Actual
�
33.59 psi
FS : Allowable
1,020,0 psi
Fv : Allowable
_
1%00 psi
Load Combination
+H
Load CombinatOon
+D+L+H
Location of maximum on span
1,500ft
Location of maximum on span
B, ft
Sparc # where maximum occurs -
Span # 1
Span # where maximum occurs
Span #
Maximum Deflection
Max Downward Transient DeOectksn
U05 in Ratio =
6756
Max Upward Transient Deflection
0.000 in Ratio
Max Downward Total DeflecOon
0,008 in Ratio =
4465
Max Upward Total Deflection
0.000 in Ratio -
0 s240
.i � A41 YUitk '@ ffilbtS$dW .f
Load Combination Max Stress Rabois
morneritValues
ShearValues
Segment Length Span # V Cd
D FN C i Cr D in
G t CL M lb
Ph
V
fv F`v
0,00
0.00
0.00 0,00
Length = 3.0 it 1 0.103 0.084 Oe90
1.200 1,00 1,00 1.00
1,00 1,00 0;21 94.81
910.00
0.17
11.40 135.00
+0+L+H
12001x00 1.00 1,00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 3.0 0 1 0.274 0.225 1.00
12001,00 lbtl 1.00
1.00 1.00 0.61 279.53
1020,00
0.49
33,69 150,00
+D+Lt4H
1.200 1.00 1.00 1.00
1.00 1,00
0.00
0,00
0.00 0.00
Length = 3.0 0 1 0.074 0.061 1.25
1200 1.00 1,00 1.00
1.00 1.00 0.21 94.61
1275.00
0.17
11,40 187.50
+D+S+4t
1100 1,00 1,00 1.00
1.00 140
0.00
0.00
0.00 0.00
Length = 3.0 It 1 0.081 0.066 1.15
1,200 1,00 1,00 1.00
1.00 1.00 0.21 94.61
1173.00
0,17
11.40 172.50
+0+0,75OLr+0.750L+ti
12001.00 1,00 1.00
1.00 1.00
0.00
0.00
0,00 040
Length z 3.0 8 1 0.183 0.150 1.25
1200 1.00 1.00 1.00
1.00 1.00 O.sl 233.30
127510
0.41
28.12 187.50
+D+0.7 +0,750S+ti
1:200 1,00 1.00 1.00
1110 1.00
0:00
0,00
040 0,00
33
Project Title: Custom - Lot 14
Engineer: Dave W, Dossey Prolo ID,
Project Descr Custorn Home
0
'pecles Truss Joist
3 'rade
MicroLarn LVL 1.9 E
ars dng Beam is Fully Braced against
4M,
Fb - Tension
2600 psi E,* A46dukis of Elwft#y
Fb-Compr
2600 psi Ebend- xx 1
Fo - Pill
2510 EmMend - xx M5,71 ksl
Fc - Petp
760 psi
Fu
285 psi
Ft
1556 psi Density 32.21 pcf
iteral -torsion buckling
Spsa-2Uft
Service loads entered. Load Factors vAN be applied for calcolaWns,
Beam sell weight calculated and added to loads
Uniform Load: D = 0.0150, L = 0.030 ksf, Tributary Width -12x0 ft
M
sign
MIA -1411111
Load Combination maxa RaWs
moment Values
Shear Values
Segment LengM $P011 # V
Cd CFN C1 Cr Cal
Ct CL M t
Fb
V
tv rV
+D+
0,00
0,00
Oki) OM
Lano = 20 ft 1 0,308 0122
010 IMO 1.00 1.00 1,00
IM 1.00 1175 7211.53
2340,00
1,86
56M 256,50
,+O+L+H
1.000 1.00 1,00 1,00
1,00 1,00
0,00
0.01)
0.00 OR
Length - 24.0 It 1 0,801 U75
140 120 1,00 1.00 1.00
140 IM 39.67 2�081,76
2600,00
U6
16199 285A
+D+Lr+H
U00 1.00 UO IM
UO
0,00
Oki)
OM 0.00
Length = 24.0 ft 1 0,222 0,160
1,25 1,000 fAO 1.00 1,00
iM iA 1175 72153
3250A
1,96
5644 356,25
+D+S+H
IMO 1.00 1A 1,00
1,00 IM
0.00
UO
040 040
Length = 24.0 ft 1 0.241 OA73
IA5 1,000 UO 1,00 1,00
1,00 140 13,75 M53
2490A
1.86
56,84 327.75
+M.75OLr+O150L+H
1,000 1,00 uO 100
Im im
OA
OA
040 040
Length - UO ft 1 U36 0385
115 1.000 1.00 1,00 I.OD
UO IM 33,19 1,741A
3250,00
4A8
137,20 356.26
+D+0,750L+OJ60S+H
1.000 1,00 1,00 too
IM 1.00
040
0,00
0,00 0,00
M
Project Title: Custom - Lot 1
0En r Rave ey Pr a t i.
Pr
r: Costorn Horne
ai
Calculations per ►
Load C6inlibhatlon
Properties
e, t
4
Beam self weight calculated and added to bads
Uniform Load D = 0,0150, L 0,030 ksf, Tributary Width 110 It
!
R�si�tt
CCK
+.: " a '.. +'# : .s, "
+x a a. ♦ r #
+u a.
yw.«
Load Combiriallm Max y... 'd{..
mormtValues
..
+D+H
UO 0.00
0,00 t t r
Length - 560 ft 1 0.375 0.219 010 1200 140 1,00
1,00
1,00 1.00 0,?s 343,89
9400 043
29,50 135,00
-t t# 10 ##
#t
#M# 1.00
0,00 UO
0,00 (YOO
Length # ,. 0,997 022 1,00 1100 IM 1.00
110
1.00 1,00 123 1,01724#
ktt 1.27
$717 150,00
,.t IS 1,00
1.00
t# i00
tat: 0100
0,00 0.00
Length = 6,50 it i U70 GA57 1,26 1.200 140 UO
IM
1.00 1.00 0,75 343,99
1275,00 0.43
29.50 187,50
k #t 1.00 IM
IM
1,00 110
0.00 0,00
0,00 0100
Length = t.•. 1 0,293 OA71 1,15 1.200 1,00 1,00
1.00
1.00 IbO 015 34189
1173.00 0.43
MR172a
a t # t t # kt ##
tt
## #t
0.00 0,00
# #t # t#
Length = &50 ft 1 0.666 0,388 1,25 1,200 IM 1.00
00
1,00 140 186 848.90
1275,00 1.06
72,83 18TSD
,! a #1 k # : t# 1,00 1,00
1.00
1,00 140
HO # to
&00 UO
Project Title: Cus - Lot 1
Engineer. Dave W. Dossey Project ID:
project De cr: Cusum Home
Dose Sud k
Calculations per NDS 2012, IBC 2012, CDC 2013, ASCE 7-10
Load Combination Set: ASCE 7-10
Material P`re2 erne
Analysis Method : Allowable Stress Design Pb - Tension 850.0 psi E: Modulus of EfasWty
Load Combination ASCE -10 Fb • Compt 850.0 psi Ebeu!- xx 1,300.Okst
Fc•FkN 1,300.Opsl Em -xx 470Oksl
Wood Species ': Mena Fir Fcw Perp 406.0 psi
Wood Grade No.2 FV 1 %0 psi
Ft 525.0 psi Density 27.70pcf
Beare Braft Seam is Fully Braced against lateral -torsion buckling
MOIR{
c
,,IA "'0 Service loads entered. Load Factors will be lied for calculations.
ti�tiLOaci „� � ' �, , �, . , r w ti . . ,
applied
Beata sell weight calculated and added to loads
Uniform Load: D = 0.01 500, L = 0,030 ksf, Tributary Width =13.0 ft
?Maximum Bending Stress Ratio -
0.2001 Maximum Shear Stress Ratio
-
0.175:1
Section used for this span
2-2x8
Section used for this span
2-
fb Actual
210.17psi
tv : Actual
25.32 psi
F8 : Allowable -
1,020,00psi
Fv . Nlowable
7Sfy.Q g psi
Load Combination
+D+L+H
Load Combination
+D+L+ I
Location of maximum on spare -
1,250ft
Location of maximum on span
0400tt
Span # whom maximum =ufs -
Span # 1
Span # where maximum orcurs
Span # 1
Maximum Deflection
max Downward transient Deflection
0.003 in Ratio = 14775
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0,004 in Ratio =
7133
Max Upward Total Deflection
0.000 in Ratio =
0 <240
. a v aa� e quva cs^, n �. i
MOW"'.�S . tOr"Ot12lOn>x
Load Combination Max Stress Ratios
Moment Values
Sheer Values
Segment Length Span # V
Cd
C FN C i Cr Cm
C t CL M fb
Pb
V
N F'v
0.00
0,00
0.04 0,40
Lenin = 2.50 R 1 0.077 0.066
0,90
1.200 1,00 1,00 1.00
1.08 1.00 0.16 71.05
918.40
013
8.90 135.00
404L+H
1.200 1.00 1.00 1,00
1,00 1.40
0,00
040
0.00 0,40
Length =2.500 1 0,246 0.175
2.40
1100 1.00 1.00 1.00
1.04 1,00 4,46 210.97
1024"00
0.38
26,32 150.00
+D+Lr-*H
1.200 1.00 1.40 1.00
1.00 1.00
4,80
0.00
0.00 0,00
Length = 150 1 0,056 0.047
1.25
1.200 1.00 1.40 1.00
1,0ti 1.00 0.1 72,05
t375.00
0,13
8.90 187.50
+0+5+H
1.200 1.00 1.00 1,00
2.00 1,00
0100
0.00
0.00 4.40
Length = 2,50 it 1 0.051 8.052
1.15
2.200 1.40 1.00 1,00
1.00 1.00 0.16 71,85
127100
4,13
810 172.50
+D+0.754Lr+0.750L+H
1,200 1.00 140 1.40
1.00 1,00
0.00
040
0,00 040
Length -2,508 1 0,138 0,117
1.25
1,200 1.00 1.00 1,00
1.00 1.00 4.38 175.39
1275.00
0.32
21.97 187,50
+D+0.758L+0.750S+H
1.200 1,00 1.40 140
2,44 1.00
0.00
0.00
0.04 0.00
00+
Pro'ecs Tine: Costen! -Lot 1
"Sl En? rT Have W. ey iect i0.
Pro ie &cr: Custom
Dorsey S u d i k
STRUCTURAL ENGINEERS
SPOA
,^ 'awe: a, ;anvi ala 3a'�`�`aa"ala as �h�1,'T3�1a1"uaa i. ~a aa� aat�a
Service loads eritC. I.Aa'3d Factors &iRd{I t78 applied tC3€ calculations,
Beam self welliht calculated and added to karts
Uniform : 0 = 0.6150, L = U30 ksf, Tributary Width =124 it
rMaximum Bending Stress Ratio -
0.1271 1 Maximum Shear Stress Ratio
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
0.108:1
Section used fear this spars
Load Combination Set: ASCE 7-10
Section used for this span
ateriallPrra
Cb : Actual _
129.91 psi
Analysis Method:; Allowable Stress Design
Fb - Tension
850 psl
; Modulus of Elasticity
Load Combination ASCE 7-10
Fb - Compt
850 psi
d- xx 1300ksi
Fc • PrO
1300 psi
Eminbend - xx 470ksi
Wood Species Hem Fir
Fc k Perp
405 psi
Wood Grade . No -2
Fv
150 psi
1.2506
Ft
525 psi
Density 27.7pcf
Bearn B w Beam is Fully Braced against lateral -torsion buckling
Spars # where maximum occurs
SPOA
,^ 'awe: a, ;anvi ala 3a'�`�`aa"ala as �h�1,'T3�1a1"uaa i. ~a aa� aat�a
Service loads eritC. I.Aa'3d Factors &iRd{I t78 applied tC3€ calculations,
Beam self welliht calculated and added to karts
Uniform : 0 = 0.6150, L = U30 ksf, Tributary Width =124 it
rMaximum Bending Stress Ratio -
0.1271 1 Maximum Shear Stress Ratio
0.108:1
Section used fear this spars
32x8
Section used for this span
3»2x8
Cb : Actual _
129.91 psi
tv . Actual
18.27 psi
FB: Allowable w
1,020.00psi
Fv . Allowable
150,(}0 psi
Load Combination
+B
Load Combination
+H
Location of maximum on span
1.2506
Location of maximum on span
=Oft
Spars # where maximum occurs
Spars # 1
Span If wheremaximum occurs
Span 41
Maximum Deflection
Max Downward Transient Deflection
0.002 in Ratio = 17511
Max Upward Transient De "on
0.000 in relic «
0 <360
Max Downward Total Deflection
0.003 in Ratio = 11540
Max Upward Total Deflection
0.000 in Ratio a
04240
f
.
,•�•ry•.••._•».�•»,q ,
._
LR 4+„,.'1 �Si R9 S\ }-�ansru'„ m �u. m4 �z�,anY was: a �
, M+ilxit'witlilt t`iriCit3 ,rttftktl.Caati Corxlbfrtsotlons
L C laaaiion $tr Rates
Values
_
r Vaftrs __
e
SegtL Swan# M V
C
CF Cl Cr Cm
C t CL M ib
Fb
V
tv F _
+D+H
�
0,00
0,00
0.00 0.00
Le = 2.50 it 1 0.048 0.041
0.90
1200 1.00 1.00 1.00
1,00 1.00 0.15 430
918.00
0.12
5.55 135.00
+04.+H
12001,00 1,00 1.00
140 1.00
0.00
0.00
0.00 0,00
Length = 2.50 4 1 0,127 0.108
1.00
12001.00 1.00 1.00
1.00 1.00 0.93 129,91
1020;00
0.35
15.27 150.00
+D+Lr,+H
t2OO 1.00 1.00 1.00
1.00 1.00
0,00
0,00
0.00 0.00
Length = 2,50 ft 1 0.035 0.030
1.25
1.200 1.00 1.00 1,00
1.00 1.00 0.15 44.30
1275,00
0,12
5,55 187.50
+D+S+H
1200 1,00 1.00 1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 2.50 it 1 0,038 0.032
1.15
1.200 1.00 1.00 1.00
1.00 i.00 0.15 44.30
1173.00
0.12
5.55 172.50
+0+0,75OLr+0.750L+H
1.200 1,00 1.00 1.00
1.00 1,00
0.00
0.00
0,00 0.00
Length = 2.50 it 1 0.085 0.072
1,25
1100 1.00 1.00 1.00
1.00 i.00 0,36 108.51
1275.00
0.30
13.59 187.50
+0+0.75OL+0.75OS+H
1.200 1.00 1,00 1.00
1,00 1.00
0,00
0.00
0.00 0.60
� 1r
1� M, A
1
a
Concrete.
4000 psi
Grade Beams
Reinforcing Steel:
ASTM A-615
Fy = 60 ksi
Structural St
Rolled Sectio
A992
Fy = 50 ksi
Steel Plates
A36
Fy = 36 ksi
Structural Steel Bolts:
A325-1'
Wood:
Doug -Fir #2 (Timber truss)
Fb = 900 psi
F, = 95 psi F = 1 6 x l0
psi
Hem -Fir #2 or Better
Fb = 850 psi
RY = 75 psi E = 1.3 x 106
psi
Manufactured Wood Products
(Minimum Specifications)
LVL:
Fb = 2600 psi
F, = 285 psi';E = 1.9 x 106
psi
LSL:
Fb = 2600 psi
F, = 400 psi -F = 1..7 x 106
psi
LSL Studs;
Fb = 1700 psi
Fu = 400 psi F = 1.3 x 106
psi
:PSL:
Fb = 2400 psi
F, — 290 psiB = 2.0 x 106
psi
METHODS OF DESIGN:
COMPUTER PROGRAMS:
TJ -Beam, Version 6,46
Simpson Strong Tie Connector Selector, Version 2007
FnerCalc, Version 5.
MICROSOFT XCEL TCAI) SPREADSHEETS:
Footing Interior Square Pad,xls
Foundation Wal .mcd
REFERENCES:
Built-up Column Capacity Table
Trus -Joist TJI/Pro Joist Specifications — 2007
Trus -Joist 1.9E Microllam LVL headers and Beams Specifications — 2007
Table of t
General Information.... .... ---- ..............................................................«.1001-1002
Gravity ley Plan ........ ....................... KOOI-1 004
GravityDesi ....................................... ............ ..,.,............. ,........ G001-GO82
Foundation Design ........... ....................:.......... .......:....... .................... ..... FOO1 —F022
Geoscience & Design, Inc.
P.O. Box 68 Franktown, Colorado 88-16 - Phone: 303,688,2150 - Fax: 303.688,129,5 -CoGeoDesign
Yukon Grove, LLC
P 0 Box 102,j,63
Denver, CO 80250
SUBSURFACE INVESTIGATION
m
REPORT N0.15-398
JUIV 13, 2015
R"
Wo %,$I,
30452
10NA1.
NOT VALID WrrHOUT
ORIGINAL SIGNATURE
GEOTECHNI(AL STRUCTI-TRAL CM'L1 EINWMEERS
General
1
Site Conditions
I
Field and Laboratory Investigation
1
Foundation Recommendations
2
Criteria for Concrete Slab on Grade Construction
3
Placement of Foundation Fill
5
Subsurface Drainage
5
Surface Drainage
6
Foundation Excavation
7
Radon Gas
7
General Information
7
Location Map
Figure I
Log of Test Holes
Figure 2
Swell / Consolidation Charts
Figure 3
Summary of Laboratory Testing
Table I
Details of Foundation Drain System
Detail 1
Foundation Grading Detail
Detail 2
Appendix
Information about the Report
Subsurface Investigation
Yukon Grove, LLC
Colorado Geo cense and Design, Inc, Report No, 15-398
The general topography of the site slopes approximately I % to the east. The
vegetation at the site consists of native grass and weeds. The weather was hot and
clear at the time of the investigation,
If the type of construction changes from that specified above, please contact this office
for additional recommendations and/or requirements.
One (1) exploratory test hole was drilled on June 17, 2015 at the site shown on the
Location Map, Figure 1. The test hole was drilled with a four -inch (4") diameter auger
advanced with a CME -45 soil exploration drill rig.
At specific intervals, the drilling tools were removed from the test holes and soil samples
were obtained with a two-inch (7) diameter spoon sampling tube. The depths at which
soil samples were taken and a description of the soil encountered are shown on the Log
of Test Holes, Figure 2, and the Summary of Laboratory Testing, Table I
Groundwater was not encountered at the time of the field investigation. These
observations represent the groundwater conditions at the time of drilling or
measurement and may not be indicative of the conditions at other times. Groundwater
levels can be expected to fluctuate with varying seasonal weather conditions and if the
sites use irrigation for lawns,
Subsurface Investigation
Yukon Grove, LLC
Colorado Geoscience and Design, Inc. Report No, 15-398
w.
EMO _rt
Failure to follow the observation requirements noted herein may jeopardize the
success of this construction project and shall absolve Colorado Geoscience and
Design Inc. from any and all responsibility for any damages arising from the
failure to obtain proper site observations.
a
Subsurface Investigation
Yukon Grove, LLC
Colorado Geoscience and Desi2n, inc, Regort No, 15�=
foundation elements is the major cause of foundation stress, therefore proper
installation of the perimeter drain is very important.
The backfill soil around the foundations should be moistened and well -compacted in 12 -
inch maximum lifts with hanN operated mechanical compaction equipment to prevent
future settling, Controlled puddling of the backfill soils is not allowed,
Site grading is critical, A simple means of reducing moisture change to prevent water
infiltration into the soil is to slope the ground away from the foundation. For proper
drainage, a slope of 10% (V in 10) away from the foundations in all directions is
required. This slope must be maintained for a minimum distance of 10'-0".
The property owner should inspect the area around the foundation regularly particularly
after rainstorms to determine if proper drainage away from the structure has been
maintained. The owners are advised to immediately fill in any settled area near the
foundations to eliminate containment of water.
N
Subsurface Investigation
Yukon Grove, LLC
Coiorado Geosclence and Design, Inc, Report No, 15-398
Changes in site grading by landscapers or property owners can have damaging effects
on foundations and concrete basement and garage slabs -on -grade. It is the property
owners responsibility to control water and maintain the site to prevent infiltration near
founM. tions, Additionally, it is the property owner's responsibility to maintain
downspouts and buried sprinkler system conduits.
Precautions should be taken in deep excavations for safety of workers and to protect
nearby structures, The sides of the temporary excavations should be sloped or
benched at a Y2H to IV maximum rate, Spoils for the excavation should not be placed
within 2 feet of the excavation sidewalls and the excavation should not be subject to
excess vibration wetting or drying, The owner contractor should be familiar with the
OSHA Safety and Health Standards for the Construction Industry, 29 CFR, Part 1926,
or the appropriate foundation chapters of the International Building Code prior to
construction.
Most counties in Colorado have average radon levels (measured in homes) above the
U,S. EPA recommended level of 4 PicoCuries per liter of air (pCi/1). Results of a 1987-
1988
MM "M radon study for Colorado indicated that granitic rocks, in particular,
generally have elevated levels of uranium.
Radon tends to accumulate in poorly ventilated areas below ground level, and can
accumulate in above grade construction as well. Providing increased ventilation of
basements and crawl spaces and seating of the joints can mitigate build-up of radon
gas, This mitigation is best implemented during the design and construction phase of
the residence, The Colorado Geologic Survey and the U.S. EPA are both good
sources 'orad M .a information regarding radon.
Based on this subsurface investigation, the proposed foundations appear to be
technically feasible to be constructed at the proposed site, The structures should be
designed for construction in the direct vicinity of the boring location, If the proposed
locations change, additional borings will be required to assess the soil conditions at the
new location,
Permitting work will be required to obtain any local and state approval, and design work
will need to be performed by a qualified professional engineer to bring this project into
final design, and subsequent construction,
Subsurface investigation
Yukon Grove, LLC
Colorado Geo science and Design, Inc, Report No. 15-398
Ar"vW"i coxrkraot*,Twa.-
of this project. The construction process should be carefully observed and documented
to ensure the construction is performed in accordance with the design drawings and
technical specifications.
The parties specifically agree that Colorado Geoscience and Design, Inc. has not
been retained nor will they render an opinion concerning any environmental
issues, hazardous waste or any other known or unknown conditions that may be
present on this site, since this is not in the scope of this report.
M
2 i":ubsur c Investi tion m JOB NO:. 15-398
Colorado G n e n Design, Ince _
UENT: Yukon Grove, LL
LOCATION -3391 Yuk n Court, Jefferson �nc r
Log of Test Holes
DRILLING METHOD, " Continuous Flight Auger
ME
ow
0
z
BE
In
I
Fire -grained sandy very 10
clayey, loose, moist
calcareous, brown
Fire -grained sand, clayey t
very clayey, medium dense,
moist, brown to rust brow
Im
In
M.
M
84 ^
IN
72
t��it 4�Jhr �pri gni___
s td"scaE s t3 t „ » r arab r § bI f t4 r•pc�s harrtrr� r fal!lrf Irrd catas round water encountered during the dr€IQIng operation,
inches are required to drive a 2 -inch diameter sampler any« number of inches. b ' Indicates ground seater encountered after 24 hours,
Indi tes depth at whichsail samples were t ken. C. � Indi les anger refusal. d, _C- In i ate caving.
—
Figure
SWELL - CONSOLIDATION TESTS
luv JuuIM 3M 5M 10M 20,000 28,000
APPLIED PRESSURE (PSF)
Test Hole No. I ' Soil Desai titan; Fi irained sand v i loose moist calcareous
browns
SWELL, - CONSOLIDATION TESTS
100 300 1 M 3M 5M 10M 20,000 28,000
APPLIED PRESSURE
Test Hole No, 1 D Dth 14' Soil i medium dense
100 300 im 3M 5M 10M 20,000 28,000
APPLIED PRESSURE
Test Hole No. 'I cl2ye to,ve,,
_I De tion-,finj- r clayev medium dense
moist,,.brown to rust brown
JOB NO. 15-398 FIGURE
C
Water
add
sample
100 300 1 M 3M 5M 10M 20,000 28,000
APPLIED PRESSURE
Test Hole No, 1 D Dth 14' Soil i medium dense
100 300 im 3M 5M 10M 20,000 28,000
APPLIED PRESSURE
Test Hole No. 'I cl2ye to,ve,,
_I De tion-,finj- r clayev medium dense
moist,,.brown to rust brown
JOB NO. 15-398 FIGURE
I
I
07
BRACE WALLS, T(,.)P &,: B
D
�FO 8ACKF`LUN(,,., SLOPE12" PER
PRIOR IC
0 FT. MIN, NOT DKE WIT�i
SOD OR EDIG�NG
TOP 12" OF' WELL - COMPAC, TED
BACKFiLL.
CONURIE,,,' 1"E".' ('31"ADE BEAM - MODERATELY COMIPACJED
FLOOR SLAB DAMPPROOFING
POLYETHYLENE GLUED TO WALL
EXPANS�ON
,r --'------,AND EXTENDED ALONG, THE
I BOTTOM OF' 1 -HE EXCAVATiON,
4" NflN,
15# BUiL,DtNG FEL'T
o
3/4" TO 1 1/2" CLEAN GRAVEL
4" DIAMETER PERFORATED PIPE,
SLOPE DRAIN P;PE 1/8" PER FOOT TO
12" IN, DAYLIGHT, OR 1`0 A SUMP PIT, ¢F TO
DAYLGHT, COVER END WTH SCREE'Ek,
BAkCKFlLl- AROUND THIE FOUNDATiON SHOi.JILD BE MOISTENLEED AND
COMPACTED AND THE RNAL GRADE Sl IOULD BE WELL SLOPED TFO
IP,RECLUDE POND�NG OF RAiNFAt-L, IRRIGA1,10N WATLE--'R, AND NO
Mf -`-LT ADJACENT TO FOUNDATION WALIU-S,
DO N01' DIKE OR IMPEDE THE FLOW OF WATER AWAY FROM i-OUNDATION
WALLS Wl-fH SOD, EDG�NG OR Dr'_-_-u`0RATlV'E GRAVEL AND POLYETHYLENE,
DOWNSPOUITS OAND SILL COCKS SHOULD DISCHARGE IN]"O SPLASH
BLOCKS OR LNG EXTENSIONS,
DRAIN SYSTEM BELOW GRADE
AND BACKFILl. DETAILS
(FOR Foar[NG FOUNDATION)
D f-7 71 All 1
U
A 110 N C3 /"A iL,
DECORATIVE GRAVELL
OR BARK AREA
c_jan
'i-*----F0UNDAl'l0N
ML TO BE
SLOPED AWAY FROM
FOUNDATION.
mm
NOTE,
1. PR6VIDE A MINIMUM St OPE OF 6" IN THE
FIRST 10'-0" FROM HOUSE (10%),
2, DOWNSPOUT'S AND EXTENSIONS SHOULD
EXmin "'ND�E'D 5'-0"BEYOND FOUND ATON.
ma
DEEML 2
Important Infonnation About the Report
The data collected by Colorado Geoscience & Design, Inc. during this
investigation was used to provide geotechnical information and recommendations
regarding subsurface conditions on the site investigated, the effect of those conditions on
the proposed construction, and the foundation type for the named client, The
stratification lines indicated on the boring log are approximate, and subsurface conditions
encountered may differ from those presented herein. This uncertainty cannot be
eliminated because of the many variabilities associated with geoloo. For example,
OY
material and engineering characteristics of soil and bedrock may change more gradually
or more quickly than indicated in this report, and the actual engineering properties of
non -sampled soil or rock may differ from interpretations made based on boring logs.
Quantitative conclusions ref 'and ing the performance of geotechnical structures prior to
construction are not possible because of the complexity of subsurface conditions. Rather,
engineering judgments and experience are used to estimate likely geotechnical
performance and provide the necessary recommendations for design and construction.
Put another way, we cannot be sure about what is not visible, so the collected data and
our training and experience are used to develop predictions and recommendations. There
are no guarantees or warranties implied or expressed.
The owner and/or client must understand that uncertainties are associated with
geotechnical engineering, and they, the owner and/or client, must determine the level of
risk they are willing to accept for the proposed construction. 'nie risks can be reduced,
but not eliminated, through more detailed investigation, which costs more money and
takes more time, and through any appropriate construction which mil t beecommended
as a result of that more detailed investigation. To reduce the level of uncertainty, this
report was prepared only for the referenced client and for the proposed construction
indicated in the report.. Unless authorized by Colorado Gcosidence & Design, Inc. in
writing, the owner will assume additional geotechnical risk if this report is used for any
construction that differs from that indicated in the report, Our firm should be consulted
well before changes in the proposed construction occur, such as the nature, size,
configuration, orientation, or location of any unprovet nents. Additionally, the knowledge
and experience of local geotechnical practices is continually expanding and it must be
understood the presented recommendations were made according to the standard of
practice at the time of report issuance, If the construction occurs one or more years after
issuance of the report, the owner mid/or client should contact our firm to deten-nine if
additional investigation or revised recommendations would be advisable,
Georechnical practice in the Denver Region must consider the risk associated with
expansive soils and bedrock, Geotechnical practice in the Denver area uses a relative
scale to evaluate swelling potentials, As stated in the Subsurface Investigation, when the
sample is wetted under a surcharge pressure (loading) of 1000 pounds per square foot
(PSF), the measured amount of swell is classified as low, moderate, high, or very high.
Page 1 of 3
Table I presents the relative classification criteria for the percentage of expansion relative
to the initial sample height, at the indicated surcharge pressore,
Swell Potential Chart
SWELL POTENTIAL, AT 1,000 LBS. CLASSIFICATION
0 to !/i% Non-expansive/Very low
0-
2 to I Y2% Low
1!/:'z to 3Y2% Moderate
31,/2 to 6% High
Very High
6 o8
re, r Im 8 Critical
11 e LiTa 01—ILL
'Flic swell potential classifications are based on the percentage of swell for samples placed on
swell/consolidation machines under a surcharge of] 000 pounds per square foot.
The relative swell classification can be correlated to potential slab damage as
follows:
Low - minor slab cracking, minor differential movement, and heave
Moderate - lab cracking and differential movement, partial framing void and
furnace plenum closure,
High to Very High -large slab cracking and differential movement, closed voids,
closed furnace plenum, and possible pipe rupture,,
These effects are based on monitoring and observation by several firrns in the Denver
metropolitan area and are not limited to the relative swell classification, More or less
Barna ge can occur in all classifications because of the uncertainty associated with
subsurface conditions and geotechnical engineering.
It is important to note that measured swell or soil expansion is not the only geotechnical
criteria for the type of floor and foundation recommendations. Additional criteria
considered include:
* Soil and bedrock type and variability
* Stratigraphy
* Groundwater depth and anticipated post -construction moisture conditions.
* Surface water drainage and features
* Post -construction landscaping and irrigation
* Construction details and proposed use
* Local experience
Page 2 of 3
Post -construction landscaping and owner maintenance will greatly affect
structures on expansive soils and bedrock. Typically, irrigated landscaping increases the
soil moisture content above the pre -constructed water content. Slabs, pavements, and
structures significantly reduce evaporation of the soil moisture, Therefore, post -
construction heave and resulting darnage to buildings and other improvements are likely
to occur on sites with expansive soils because of the high probability that subsurface
moisture content will increase as the property and surrounding area is developed. Poor
owner maintenance, such as negative slopes adjacent to foundation walls and irrigated
landscaping adjacent to the foundation, also will significantly increase the risk of damage
trom expansive soil and bedrock. The property owner, and anyone he or she plans to sell
the property to, must understand the risks associated with construction in an expansive
soil area and also must assume responsibility for maintenance of the structure, The
owner and prospective purchaser also should review "A Guide, to Swelling oils for
Colorado Homebuers and Honieooners, " which is a special publication (SP 43)
Y
produced by the Colorado Geological Sunrey to assist homeowners in reducing damage
caused by swelling soils,
MAVAOA*-
Report SEG 0815-018 - Page 2
IN Will
DISCLAIMER
The following pages summarize the heat gain and heat loss of the building using the ACOA Manual J8
calculation procedure. The calculations are based on the information given to Savoy Engineering Group in
the form of drawings, sketches, and interviews. In certain cases, Savoy Engineering Group may make
assumptions about design conditions that may or may not be accurate for the location of concern. It is the
responsibility of the installing HVAC contractor to verify the design conditions before equipment purchase
and installation.
Any load calculations provided in the following pages are based upon infori-nation provided by the party
submitting a particular project to Savoy Engineering Group. Savoy Engineering Group has not and does not
independently verify that the data provided to Savoy Engineering Group is correct or complete, and any
calculations made by Savoy Engineering Group are based upon the information provided by third parties.
Savoy Engineering Group makes no claim that the information given to us is correct or complete.
Savoy Engineering Group utilizes WrightSoft Residential 15.0 which is an RCCA Certified and ASHRAE
recommended computer program to determine the heating and cooling loads presented in this report, and is
therefore very accurate. If the information given to Savoy Engineering Group is accurate, and the building
is built as per the plans submitted, then the load calculations presented in this report can be assumed to be
accurate. A licensed mechanical contractor may use these calculations as a starting point in system sizing
and selection.
Savoy Engineering Group does not provide architectural or engineering plans or diagrams for the public or
for use by contractors or construction companies as final "construction documents". Savoy Engineering
Group works with architectural and engineering firms and with contractors in connection with their designs
of heating and air conditioning systems.
If the HVAC duct layout installed on-site DOES NOT match the Manual 1) duct design prepared by Savoy
Engineering Group, then Savoy Engineering Group cannot and will not guarantee the performance of any
altered duct design,
Final HVAC sizing and selection should be done by a licensed FIVAC contractor. Many factors beyond the
scope of this report must be considered prior to final system selection and design, such as: exact equipment
availability and selections, system controls and location of controls, system air distribution and cycling,
Uniform Building Code requirements, Uniform Mechanical Code requirements, and many other standard
design conventions as listed by the American Society of Heating, Refrigeration, and Air Conditioning
Engineers (ASHRAE).
Savoy Engineering Group therefore assumes no liability for final equipment selection or final system
design. Various modifications to the information provided to Savoy Engineering Group may have
occurred after this Design Support information was prepared, which would require that this Design
Support information be modified in order to be accurate. After reviewing Savoy Engineering Group's
report, and prior to any system purchase or installation, please inform Savoy Engineering Group in
writing of any changes which may alter the assumptions and calculations contained in this report.
Report SEG 0816-018 - Page 3
Report SEG 0815-018- Page 4
WIM11110
a SHR of 0.90
INIT11 IMIMIRINE111ir 1 11 111 lll��!Iljoij
The Load Analysis includes a duct loss:
* Basement & Main Floor', CONDITIONED SPACE duct location
* Upper Floor: VENTED ATTIC duct location
Report SEG 0815-018 - Page 5
N31MEn-=
• AC cooling equipment should be sized at 95-115% of Design Total Heat Gain, or the next
nominal size that is available to satisfy the latent and sensible requirements.
• Heat pump cooling equipment should be sized at 100-115% (cooling dominant climate) or
100-125% (heating dominant climate) of Design Total Heat Gain, or the next nominal size
that is available to satisfy the latent and sensible requirements unless a larger size is
dictated by the heating equipment selection.
• Listed Output Heat Capacity must be sized at 100-140% of Design Total Heat Loss, or next
nominal size unless a larger size is dictated by the cooling equipment selection.
AED Assessment Job: SEG 0815-018
Cate. Aug 18, 201
Entire House By: Tracy Savoy
Savoy Engineering Group
Phone: (801) 949-5337 Web: wivIvioad-calculations,corn
pr jest Information
Holland/Peterson
Yukon•ve
Lot 14, Wheat Ridge, CO
Design Conditions
Indoor:
Heating
Cooling
Denver Stapleton Int'IAP, CO, US
Indoor temperature (*F)
72
75
Elevation: 5285 ft
DesignLocation-
#
Latitude:!
Relative humidity
50
50
Outdoor:
Heating
Cooling
Moisture difference (gr/lb)
67,6
-45A
Dry bulb (*F)
-7
95
Infiltration:
rangeDaily
Wind speed •'
Test for
Adequate
Exposure Diversity
Hwa' of Day
/ Hain' ..1 Aaraga / AEDI, �f
• • • • . sUAIII
t •+►• r r • •♦ •:111 111 1 1j I •. •• • M • #I
IIIIIrglilirl: 111111111 1 1.
Y 4 * USER=
2015 -Aug -22 15:26:07
♦ •Right-&AeV Universal 2015 M019 RSU13868 Page I
k Calc=W8 FrontDooffaces:
Component Constructions Job: SEG 0816-018
Date: Aug 18, 2015
Entire House By: Tracy Savoy
Savoy Engineering Group
Phone: (801) 90-5337 Web� wm0oad-calculations,corn
For: Holland/Peterson Residence
Yukon Grove Lot 14, Wheat Ridge, CO
Design
Conditions
19,0
5,37
1064
0,70
139
n 114
Location:
0
Indoor:
Heating
Cooling
Denver Stapleton Int'l AP, CO, US
n 50
0.340
Indoor temperature (OF)
26.9
72
75
601
Elevation: 5285 ft
0.340
0
Design TD (OF)
215
79
20
w 123
Latitude: 40*N
0
26.9
Relative humidity (%)
323
50
50
0,340
Outdoor: Heating Cooling
26.9
672
Moisture difference (gr/lb)
67,6
-45A
Dry bulb (OF) -7 95
0
Infiltration:
8582
21.6
6887
e 4
Daily range (OF) - 27 ( H
0
Method
Simplified
32,0
128
Wet bulbConstruction
0.340
0
quality
Tight
17,8
427
e 30
Wind speed (mph) 150 7,5
0
26,9
Fireplaces
0
966
Construction descriptions
Or
Area
U-valuo Insul R Htg HTM
Loss
C19 HTM
Gain
ft,
BkAW,'F ftl-T2fth Bhtff
91h
WNW
Ruh
Walls
15B13-0wc-10: Bg wall, heavy dry or light damp soil, 2"x4" wood int frm,
n
162
0045 13,0
&56
574
0
0
concrete wall, r-13 cav ins, 8" thk, 1/2" gypsum board int frish
e
328
0,045 110
156
1165
0
0
s
273
U45 110
156
971
0
0
w
272
0,045 13,0
156
966
0
0
all
1034
It 13,0
156
3676
0
0
Yukon Plan AG Vinly Wall: Frrn wall, vni ext, 1/2" wood shth, F-8 baft ins,
n
638
0,045 22,0
3,56
2268
0,75
477
r-14 spray foam ins, 1/2" gypsum board int fnsh, 2"x6" wood frm, 16"
a
353
O045 22,0
3,55
1256
0.75
264
o.c. stud
s
698
O045 2ZO
3,56
2480
015
521
w
453
0,045 22.0
3,56
1610
0.75
338
all
2142
O045 22,0
3,56
7614
015
1600
Yukon Plan Windooncrete wall, 2"x4" wood int frm, 8" thk, F-1 3
n
61
0,077 13.0
6,08
374
0,92
56
cav ins, 1/2" gypsum board int fnsh
w
31
0.077 13,0
6,08
187
0.92
28
all
92
OZ77 13,0
6.08
561
0,92
84
fnsh, 2N6" wood frm. 16" o.c. stud
sep)
A r
_QLjjQ.,1 /
sep.)
198
0,068
19,0
5,37
1064
0,70
139
n 114
0,340
0
26.9
3049
12.0
1365
n 50
0.340
0
26.9
1343
IZO
601
a 8
0.340
0
26.9
215
17,8
143
w 123
0,340
0
26.9
3304
323
3971
w 25
0,340
0
26.9
672
323
807
all 320
0,340
0
26.9
8582
21.6
6887
e 4
0,340
0
26,9
107
32,0
128
e 24
0.340
0
26,9
645
17,8
427
e 30
0,340
0
26,9
806
32,2
966
2015 -Aug -22 1516V
Right-Suiteg Unhefsal 2015 150, 19 RSU13868 Page I
_g i5�SEG 0815-018, HollenrhHoftand-Petersonsup Calc = W8 Front Door faces: E
4A5-2ov: 2 glazing, cir low -e outr, air gas, vnl frm mat, clr innr, 112*'gap,
e
12
0,340
0
26.9
322
22,6
272
114" thk; NERC rated (SHGC=0,27)" 6 it overhang (6 It window ht, 2 It
s
12
0.340
0
26.9
322
12,0
144
sep.)
all
24
0,340
0
26,9
645
173
416
485-2fv. 2 glazing, clr low -e outr, air gas, insulated vinyl fern mat, cir
e
7
0,340
0
26,9
180
216
158
innr, 1/2" gap, 114" ink; NERC rated (SHGC=0,27); 6 ft overhang (67 If
window ht, 2 ft sep)
4A5-2ov: 2 glazing, cir low -e outr, air gas, vnl frm mat, ck innr, 1/2" gap,
s
24
0,340
0
26,9
645
12.0
289
1/4" thk; NERC rated (SHGC=0.27)-12.5 ft overhang (4 If window ht, 2 ft
sep.)
4M-2ov: 2 glazing, clr tow -e outr, air gas, vni frm mat, clr innr, 1/2" gap,
s
10
0,340
0
26,9
269
12.0
120
1/4" thk; NERC rated (SHGC=0,27)"6 ft overhang (5 If window ht, 2 ft
sep.)
4A5-2ovd: 2 glazing, cIr low -e outr, air gas, insulated vinyl frm mat, cir
w
72
0.340
0
26,9
1934
323
2325
innr, 1/2' gap, 1/4" thk; NERC rated (SHGC=0,27)
8Ci-2v: Sky glazing, small, r-6 or better curb, no shaft Igt shaft, vnl
w
8
0,480
0
37,9
303
103
822
sash; NFRC rated (SHGC=0.40)
Doors
It DO: Door, wit sc type
a
20
0.390
0
30,8
619
10,8
218
Ceilings
168-38ad: Attic ceiling, asphalt shingles roof mat, r-38 cell ins, 1/2"
1505
0.026
38,0
2,05
3091
1,33
2007
gypsum board int frish
16B-50ad: Attic ceiling, asphalt shingles roof mat, r-50 ceil ins, 1/2"
19
0.020
50,0
1,58
29
1,03
19
gypsum board int fnsh
Floors
20P -30t: Fir floor, firm fir, 8" thkns, r-30 cav ins, gar ovr
517
0,035
30.0
2,77
1430
0.40
204
21A -32t; Bg floor, heavy dry or light damp soil, 10' depth
996
0.020
0
1,58
1574
0
0
29
0.020
0
1,68
45
0
0
22
0,020
0
1.58
35
0
0
all
1047
OMO
0
1,58
1654
0
0
sn
2015 -Aug -22 15�26W
AM44:� Right-Suito& Universal 2015 15A 19 RSU13868 Page 2
_9 ISNSEG 0815-018, Holland\Holland-Peterson rup Cain - WS Front Door faces: E
Load Short o.
Entire HOUSe
Savoy EngineeringGroup
Phone: (801) 949-5337 Web� wwioad-calculations.corn
Project information
Holland/Peterson ,-
Ridge,Yukon Grove Lot 14, Wheat •
«# 0815-018
D.Aug 18,2015
By: Tracy Savoy
Design Information
Ht9 C19 Infiltration
Outside db ed
InsideTight
DesignDFireplaces
Daily
Inside humidity 50 50
Moisture M • i •
♦ � r
Make
Trane
Trade
XB90
Model
TUC B08OA9421 A"
AHRI ref
2008194
AFUE
Area
81000
Btuh
74000
Btuh
•i
OF
•:
cfm
O028
(cfm)
I
in H20
Xa*j; , **1!"j
s.s�a r.t .saw_
Make Trane
Trade «.
s •t N
Coil „t
AHRI ref
•0•*
Efficiency t
Sensible cooling
Latent cooling
Total •• s
Actual air •
pressureAir flow factor
Static
• d sensible heat ratio
13 SEER
Area
36900
a%
ii
Btuh
41000
Btuh
1100
cfrn
0,040cfm/Btuh
(cfm)
0,60
in H20
##
0
ROOM NAME
Area
Htg load
Clg load
Htg AVF
Clg AVF
(ft")
(Btuh)
(Btuh)
(cfm)
(cfm)
MBCH t STRC
126
0
0
0
0
UNFIN Basement 1
530
5193
003
145
27
CL 4
23
0
0
0
0
Bath 2
52
319
0
9
0
UNFIN Basement
180
2550
1167
72
47
Stairs
79
0
0
0
0
CHS
4
0
0
0
0
CH
4
0
0
0
0
Stairs 1
94
0
0
0
0
GRIBNT/KTCHtFYR
703
8364
7375
234
298
PWDR
30
787
341
22
14
Coats
10
0
0
0
0
Closet
14
0
0
0
0
Study
138
1904
1577
53
64
Stairs 2
75
0
0
0
0
Bedroom 3
138
3596
2199
101
89
Calculations approved by
WIC 3
27
0
0
0
0
Bath
98
2856
1992
80
80
WIC 2
33
0
0
0
0
LIN
10
0
0
0
0
Bedroom 2
153
3465
1332
97
54
M.WIC
94
0
0
0
0
Master Bedroom
341
6017
4735
168
191
Master Bath
208
3915
3233
110
131
c
2
0
0
0
0
M,WIC 2
54
1393
500
39
20
Laundry
72
1390
702
39
28
Loft/Bonus
206
3528
1436
99
58
LN
6
0
0
0
0
Entire mouse d
3505
45294
27252
1268
1100
Other equip loads
8595
2176
Equip. @ 1,00 ESM
29428
Latent coaling
0
TOTALS
3505
53889
294.28
1268
1100
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
2015 -Aug -22 15:26:07
�, f fRight-Suiteg Universal 2015 15,0,19 RSU13868 Page 2
,OZ& ... g 15kSEG 0816-018, HollarrMf,lolfand-Petersonxup Cato - W8 Front Door faces: E
mpmev,Gwx, p
Right -JO Worksheet
Entire House
Phone: (801) 949.5337 Web: wow toad-calcWations.com
Date: Aug 18, 20
By: Tracy Sall
Calculations approved by ACCA to meet all requirements of Manual J 8th
2015Aug-22 M26W
Right�SuiteSUniversa�201515,0.19RSU13868 Page I
151SEG 0815-018, Holland\HoRand-Peterson.rop Cato = MJ8 Front Door faces: E
Right -JO 'Worksheet
Entire
4"o j
Phone: (801) 949-5337 Webwwwtoad-calculations.coni
Job: SEG 0815-018
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed
....... ... . . . ..... .. ....
2015 -Aug -22 15�26W
A&kRight-SisteO Universal 2015 15.019 RSUI,3868 Page 2
, g MSEG 0815-018, HofiancRHolland-Petersorroup Cale = W8 Front Door fates: E
Right -JO Worksheet
Entire
•
Phone; (801) 949-5337 Web: vmw ioad-c alcutations, com
11 40- WrlghtStOft- Right-SufteO Universaf 2015 15,0,19 RSU13868 2015 -Aug -22 1516W
Aft, —9 15\SEG 0815-018, HollancAHoltand-Petersonsup Calc = WS Front Doorfaces� E Page 3
Right -JO Worksheet
Entire House
Phone: (801) 949-5337 Web, www, load -calculations, corn
By: Tracy Savoy
�WMMMMUU* #MMMM'
2015 -Aug -22 15:26:07
Right-SufteO Uniwrsal 2015 15.0,19 RSU13868 Page 4
,,,gl5\SEGO815-018,Holland\Hollasid-Peterson.rup Calc=W8 FrontDoorfaces, E
RighWO Worksheet
House
Phone: (891) 949-5337 Web: waload-calcuWfions.corn
r
2015-Aug,22 15:26,m
W
f
Right -JO Worksheet
Entire House
Phone: (801)949-5337 Web: www1oad-calculations,com
By: Tracy Savoy
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
2015-rAug-22 M26:07
Right-SuiteO Universat 2015 15A19 RSU13868 Page 6
,,.glS\SEGO816-018,Hoiland\Hotiand-Peterson.rup Calc=MJ8 FrontDoorfaces: E
Entire «#»»f
«:» a
By: Tracy Savoy
Calculations approved: ACCA4 meet all requirements<of Manual J ithE
Right -JO Worksheet
Entire House
Phone; (801) 949-5337 Web, YNmload-caiculations,com
-pligippsi
2015 -Aug -22 15:26W
A&IRight-SuiteS Universal 2015 15,019 RSU13868 Page 8
,..g MSEG 0815-018, HollarlMHolland-Peterson,rup Cate = W8 Front Door faces: E
Right -JO Worksheet
Entire House
Phone: (801) 949-5337 Web: ww.toad-calculations.com
azmmm�s
L *Ram
--------------
w right -Soft- 2015-Auq-2215�26:07
Right-Suile* Universal 2015 15A19 RSU13868 Page 9
g 15XSEG 0815-018, Holland\Holland-Peterson.rup Calc - MA Front Door faces� E
11-4 TIM R - Fol "M 7 P, TWO MT -7
Entire House
Phonw(801)949.5337 Web: wwwload-calculations,com
By: Tracy Savoy
Calculatioln's apgr9yeld � ACCA to meet all reauirements of Manual J 8th Ed.
-Y
2015 -Aug -22 15:26W
Right-Sufteg Universal 2015 15A 19 RSU13868 Page 10
,.,gl5\SEGO815-018,Ho��agid\Hotiand-Peterson,rup Calc -NUB FrontDoorfaces� E
Right-JOI,forksheet
Entire House
Phone: (801) 949-5337 Web: www load -calculations -coin
By., Tracy Savoy
2015 -Aug -22 15:26:07
Right-Suitet, Universal 2015 1&0-19 RSU13868 Page 11
,,,915kSEGO815-018,Hottand\Holland-Peterson,rup Calc=W8 FrontDoorfaces� E
Job. SEG 0815-018
Dat Aug a 2016
Tracy Savoy
2015-Aug,22 15:26W
I a 15\SEG 0815-018, HollandkHolland-Peterson,rup Calc = W8 Front Door faces: E
Right -JO Worksheet
Entire House
w
Phone; (801) 949-5337 Web: mmload-calculations.com
M. Aug 18, 20
By: Tracy Savol
Calculations approved byACCAto, meet all requirements of Manual J 8th Ed
2015-Aug-22 15:26:07
Aft,Right-Suitwt Universai 2015 15,019 RSU 13868 Page 13
... g 15�SEG 0815-018, HollandkHofiand-Peterson.rup Calc = W$ Front Door faces: E
Right -JO Worksheet
Entire House
Phone: (801) 949-5337 Web,- wvmioad-caiculafions,com
mmmml��
2015 -Aug -22 15,26:07
Right -Suites Universal 2015 15A19 RSU13868 Page 14
... 915\SEGO815-018,Holland\�folland,,Peterson,rup Calc�MJS FrontDoorfaces: E
Satan iNkj3hRawaw{"0
Right -JO Worksheet
Entire House
Phone: (801) 949-5337 Web: mmloud-calculations.com
Calculations a2eroved by ACCA to meet all requirements of Manual J 8th Ed,
2015 -Aug -22 15:26:07
RightSuitee Universal 2015 15.0, 19 RSU13868 Page 15
.,,gl5kSEGO815-018,Holland\Holiand-Peterson.rup Calc=W8 FrontDoorfaces� E
Project Summary
Entire House
S000
Savoy Engineering Group
. 1 t: 0 :
Phom (801) 949-5337 Web: wwmload-caalculations,com ON
Project Information
For: Holland/Peterson Residence
Yukon Grove Lot 14, Wheat Ridge, CO
Notes', Joy Valentine
Cool Sunshine Heating & Air Conditioning, Inc
Design Infra rmaFiog
Weather: Denver Stapleton Int'lAR CO, US
Winter Design Conditions Summer Design Conditions
Outside do
-7
*F
Inside do
72
OF
Design TO
79
"F
Heating Summary
013
Structure
37570
Btuh
Ducts
7723
Btuh
Central vent (120 cfm)
8595
Btuh
Humidification
0
Btuh
Piping
0
Btuh
Equipment load
53889
Btuh
Method Simplified
Construction quality Tight
Fireplaces 0
Make
Heating
Coollin
Area (ft')
3505
3505
Volume (ft')
23986
23986
Air changes/hour
013
0,07
Equiv. AVF (cfm)
52
28
Make
Trane
Trade
XB90
Model
TUC1B080A9421A1
AHRI ref
2008194
Efficiency
92.1 AFUE
Heating input
80000
Btuh
Heating output
74000
Btuh
Temperature rise
64
OF
Actual air flow
1268
cfm
Air flow factor
O028
cfm/Btuh
Static pressure
O50
in H20
Space thermostat -
Btuh
Ducts
Outside db
95
OF
Inside db
75
OF
Design TD
20
OF
Daily range
H
Btuh
Relative humidity
50
%
Moisture difference
-45
gr/lb
Sensible Cooling Equipment Load Sizing
Structure
21525
Btuh
Ducts
5728
Btuh
Central vent (120 cfm)
2176
Btuh
Blower
0
Btuh
Use manufacturer's data
y
Rate/swing multiplier
1,00
Equipment sensible load
29428
Btuh
Latent Cooling Equipment Load Sizing
Structure
89
Btuh
Ducts
-471
Btuh
Central vent (120 cfm)
-3054
Btuh
Equipment latent load
0
Btuh
Equipment total load
29428
Btuh
Req, total capacity at 0.90 SHR
2.7
ton
Make Trane
Trade TRANE
Cond 4TTR3042DI
Coil 4TXC8042BC3
AHRI ref 3790967
Efficiency
10,5 EER, 13 SEER
Sensible cooling
36900
Btuh
Latent cooling
4100
Btuh
Total cooling
41000
Btuh
Actual air flow
1100
cfm
Air flow factor
0,040
cfm/Btuh
Static pressure
0,60
in H20
Load sensible heat
ratio 1.00
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed
2015 -Aug -22 15:2&21
wrightsaft* Right�SufteV Universal 2015 15,0,19 RSU13868 Page I
A&K _ g 15\SEG 0815-018, HomandkHolland- Peterson, rup Cale - W8 Front Doorfaces: E
Manual S Compliance Report Job: SEG 0816-018
Date: Aug 18, 2015
Entire House By: Tracy Savoy
Savoy Engineering Group
1 (801) 949-5337 Web� www1oad-calcutations,corn
I Project Information
For: Holland/Peterson Residence
Yukon Grove Lot 14, Wheat Ridge, CO
Cooling Equipment
Design Conditions
Outdoor design DB: 95VF
Gas furnace
Sensible gain: 29428 Btuh Entering coil DB: 79.5°F
Outdoor design WB: 59.0°F
Actual airflow:
Latent gain: 0 Btuh Entering coil WB: 61.90F
Indoor design DB: 75.0°F
74000 Btuh
Total gain: 29428 Btuh
Indoor RK 50%
Estimated airflow: 1100 cfm
Manufacturees Performance Data atActual Design Conditions
Equipment type: Split AC
Manufacturer: Trane
Model: 4TTR3042D1+4TXCB042BC3
Actual airflow: 1100
cfm
---------- ---- ----- ------------------ ------------ -
Sensible capacity: 31139
Btuh
106% of load -,e
41
Latent capacity: 1383
Btuh
0% of load
Total capacity: 32521
Btuh
111% of load SHR: 96%
Equipment
Design Conditions
Outdoor design DB' -7VF Heat loss, 53889 Btuh
Indoor design DB: 72VI'
111 Ili 'l1C1qllII ��lw� 11 iii I I
Equipment type:
Gas furnace
Manufacturer:
Trane
Actual airflow:
1268 cfm
Output capacity:
74000 Btuh
EMMME31r:�
2015 -Aug -22 15:26:21
A
We#9htS0ft* Rrght-S.AeO Universal 2015 15.019 RSU13M Page I
AM _g 158SEG 0815-018, Holland\Holland-Peterson.rup Calc = W8 Front Door faces: E
Duct System Summary Job: SEG 0816-018
Date: Aug 18, 2015
Entire House By: Tracy Savoy
Savoy Engineering Group
Phone: (801) W-5337 Web� wvmtoad-caiculations,corn
Project Information
For: Holland/Peterson Residence
Yukon Grove Lot 14, Wheat Ridge, CO
2015 -Aug -23 1016:29
Right-Suileg Universal 2015 15,0,19RSU13868 Page I
g 15�SEG 0815-018, HollandlHolland-Peterson,rup Calc - W8 Front Door faces� E
Heating
Cooling
External static pressure
0,50
in H20
0.60 in H20
Pressurelosses
0.27
in H20
0,27 in H20
Available static pressure
023
in H20
0,33 in H20
Supply I return available
pressure
0159 / O071
in H20
0,228 O
102 in H20
Lowest friction rate
O069
in/I 00ft
0,099
in/1 00ft
Actual air flow
1268
ofm
1100 cfm
Total effective length (TEL)
333
ft
Supply
Branch
Detail
Table
Design
ctua
tg. qv
Fh
(Btuh)
n (ft)
Ln (ft)
Bat
2856
qu�
96
007
8.0
OX0
1
70.5
1500
SO 0
Bath 2
h
319
11
0
0114
4,0
OxO0
24.0
115 O
st8
Bedroom 2
h
3465
11 U"
65
0074—
8
OX0
65.5
160,0
stl 0
Bedroom 3
h
3596107
71 OM9
8.0
OxO
80,5
150�O
stl 0
GR/ENT/KTCH/FYR
c
1844
704
89
OA56
6,0
OX0
26O
120.0
st8
GRIENTIKTCH/FYR-A
C
1844
7j�
89
0148
6O
OX0
44.0
110,0
st3
GRIENI"IKTCH/FYR-B
c
I
1844,
705
89
0165
6O
OX0
310
105.0
st3
GR/ENT/KTCHIFYR-C
C
1844
7�
8 9
0,221
6.0
OX0
13.5
900
st9
Laundry
h
1390
4L,
34
0,094
6.0
OX0
34,5
135O
i st2
Loft / Bonus
h
3528
11
70
O072
8,0
OX0
65.5
155.0
sti 0
KWIC 2-A
h
1393
4
24
0.084
6O
OX0
33.5
155,0
st2
Master Bath
c
3915
13
157
0,090
8.0
OX0
27,5
150O
st2
Master Bedroom
c
3009
10,
115
0.088
6,0
OX0
51.0
130.0
st2
Master Bedroom -A
c
3009
101
115
0.069
&0
OX0
55,0
175O
J st2
PVVDR
h
787
2a,,
17
0152
4,0
OxO
145
90,0
St9
Study
C
1904
67�
76
0,115
6O
OxO
18.0
120,0
StI
UNRN Basement I
h
2597
81
16
0120
6O
OxO
42,5
90,0
st3
UNFN Basement I -A
h
2597
8;j
16
6.0
OX0
37O
120,0
st3
UNFIN Basement -A
h
J
25W•57
OA23!
6.0
1
90
120,0
st8
2015 -Aug -23 1016:29
Right-Suileg Universal 2015 15,0,19RSU13868 Page I
g 15�SEG 0815-018, HollandlHolland-Peterson,rup Calc - W8 Front Door faces� E
Name
SO
Tru
Typ
..
r� ak #
`-
PeakAVF
452
s,
337
•
0,069
!s
!
•
!
0 :
M..
M
4x 8
Duct
Material
ShtMetlnk
11
1�
Return
Branch
detail
Table
♦
M_ •
•
i
♦ s
. --1-11-1-- N--.-
.�
_
a
____
•p- •
OX0
9
102,6
586
12x
18
Ox
371
70,5
5791
8x
14
iOX0
271 ♦
++,543,i.6x
12
Return
Trunk
Detail
Table
TrunkIII
♦""
M..
""•Duct
e
Type
"Material
Peak aVF
ShtMetl
Peak
2015 -Aug -23 10:16:29
dk •
g 15\SEG 0815-018, Ho0anMHoltand-Paterson.rup Cato = MJ8 Front Door faces: E
4 x 8 UNF Basement
11 cfM
4 x 8 Bath 2 CL
87 Orn 1 11
Job#: SEG 0815-018
Performed by Tracy Savoy for:
Holland/Peterson Residence
Yukon Grove Lot 14
Wheat Ridge, CO
M n LU'ZA' I I
WATMALM P IMERN E I A 1 0
Scale: 1 '77
Page I
RightSuite@) Universal 2015
15,019 RSU13868
2015 -Aug -23 10A&52
Trane
Condenser: 4TTR3042D1
Colt 4TXCB042BC3
Furnace: TUC 1 B08OA942 I A -
4x8
87 cfm Stairs
6" MECH/STRG
16x8
Ret Riser o -
14x8
UNFIN Basement 1 8x14
61 Rot Riser
271 cfm
I0x4 18x12
86 cfM Sup Riser
6 6" 4" 6
6 22 x 8
LN
4 x 8 UNF Basement
11 cfM
4 x 8 Bath 2 CL
87 Orn 1 11
Job#: SEG 0815-018
Performed by Tracy Savoy for:
Holland/Peterson Residence
Yukon Grove Lot 14
Wheat Ridge, CO
M n LU'ZA' I I
WATMALM P IMERN E I A 1 0
Scale: 1 '77
Page I
RightSuite@) Universal 2015
15,019 RSU13868
2015 -Aug -23 10A&52
is
Job #: SEG 0815-018
'F,erformed by Tracy Savoy foi-
Holland/Peterson Residence
Yukon Grove Lot 14
Wheat Ridge, CO
Mr. I* G Or- I 1w I r. It 01 MX0101 IM
Page 2
Right-SufteO Universal 2015
15A19 RSU13868
2015 -Aug -23 10:16:52
-18, HollandkHohand-Peterson.rup
0
Job0816-018
Performed by Tracy Savoy for:
Holland/Peterson Residenoe
Yukon Grove Lot 14
Wheat Ridge, CO
R IPT#712 4711♦ "T EIMISIM=
my"1kW kxM
01 MOM
Scale: I : 77
Page 3
Right-SuiteO) Universal 2015
15.019 RSU13868
2015 -Aug -23 10A&52
18, Hollandoljand-Petersonsup
AppROVEDO
T
COMMENTS'. D)kTE
1
wcollil 10/812015
If any portion ofa proposediMrs ; f 1st SUBMITTAL
retaining wall is 48" or greater PLO $1,10"D6E—
tf
(including `looting), it east e � l HEAD l
FINAL UPUBLIC WORKS. ENGSNEERING
designed byssaMAY va
Engineer licensed in the state 0 r G SIDEWALK
PW Direct roof draindownspouts i the directions a r� � URS & G TTE ST rT
Coloradoe Re: standard indicated herein t€� protect adjacent properties from OWSCELLANEOUS cPtAr
Retaininq Wall Design checklist. stormwater runoff. COMMENT
Drainage Certification tetter shall be required Adv-"I� T
` prior to C.O. to ensure site has been properly graded. UaJr TTFit-10 o � CTIONS
completed, signed and sealed Foundation GRAPHIC M 1'.10,
Setback vation Certification from a
Professional Land Surveyor will be required.
l 10/8/15
PROPOSE0 SPOT ELEVATION
Q1
LOT
a !W10'M
.' t
`Tot Wag"AUS
.. AW fOR Silt
,. tsc
$010 ow SHOW K
riratati�rc - � � �.�
4FOR StRucri"L 0171l
, \#
'4.
4 ill
. w
i a `
' , ° c ."•,
PROMSLox
10m, 1ATE
C AS 31 INC.
. 2630
HOUSE
6, L 61il LLO
5,0145
"00 POO 0
to WAM M Wow to
APPROVED
Ytn !
` � W t: LOCATE UNDERGROUND UTILITIES
e G 1N0 PLAN SN ONL PRIOR TO EXCAVATION.
° e s THISLO PLAN SHO IMPROVEMENTS
e�
PROPOSED IMPROVEMENTS AT GRADE AND GRADING ONLY, SEE
LCON TRUCTIO ! FOU14CATION PLANS FOR STRUCTURAL
MAY IMFOR iATIOIC
GRAPHIC SCALE 2"-10'
0 to 20 30
t e
y t PROPOSER SPOT ELEVATION
1R 1y
LOT 4� � � LANDSCAPE WALL
s 44a HIGH OR LESS THAN
0 0 T14E LANDSCAPE W AS SHOWN HEREN, ARE. FOR SITE
GRADING PURPOSES. THE SHOULD RE
HOUSEa 17 �1� resp e CONSULTED FOR STRUCTURAL, INTEGRITY.
FINISH GRADES
i r EXISTDIG CONTOURS
`w
s
AV
t LOX � r� C GRADING P' # Ys
4AS�,
#t .0, `DAVI E. ,, ER TEa &N DATE
PPOFESSIO
T9�.. 1
I Y
LOT &" SION
PILI' S Y I, N ,
�5## LLC
is A
. 0 1 0 1 . # j .
NNIAMMA *9 MT 1 -1 - ,
im i 11 rig JAM kj gi.
MEMMMEMEMOMM,
FOR OFFICE USE ONl,Y
Date:
di c-
PlanlPermit #
•l li�lpl qjlll�l 11
•=1 fur -
ill lillwillgilil 11 ! 1 11 Ill: �, 11 '1 Ill, I i # 0 - . I
Property Address:. 2 -sq I vake 0
Property O.Wner Lplease pfint)� "one:
Property Owner Email:
M3NM8M3MMME=
Address:
6-r-q�hite �inqQu-
Architect/Engineer 5�niall. Phone. -
0
5- 6.. 3o3-
Contractors City License M. Phone-- A
0
MeclhanicaL
ALL Cit� Licensl
Complete all information on BOTH sides of this form
�- • r ♦ e �+rs
NEW COMMERCIAL STRUCTURE 0 ELECTRICAL SERVICE UPGRADE
NEW RESIDENTIAL STRUCTURE El COMMERCIAL ROOFING
[ COMMERCIAL ADDITION [ RESIDENTIAL ROOFING
RESDENTIAL ADDITION WINDOW REPLACEMENT
] COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.)
E] RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.)
] MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT
[] PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT
El ELECTRICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT
El OTHER (Describe)
(For ALL projects, please provide'a detailed description of work to be performed, including current use of areas,
proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type al
amount of materials to be used, etc.)
Sq. Ftal_F Btu's Gallons
Amps Squares other
City of
i
jige
CO MMUNITY DEVELOPMENT
City of Wheat Ridge Municipal Building 7500 W. 29th Ave. Wheat Ridge, CO 80033 -8001 P: 303.235.2846 F: 303.235.2857
March 25, 2015
OFFICIAL ADDRESS NOTIFICATION
NOTIFICATION is hereby given that the following address has been assigned to the property /properties as
indicated below:
PROPERTY OWNER(S): Bill Fritz
NEW ADDRESS: Wheat Ridge, CO 80033
Lot 1— 3205 Yukon Ct.
Lot 2 — 3225 Yukon Ct.
Lot 3 — 3245 Yukon Ct.
Lot 4 — 3265 Yukon Ct.
Lot 5 — 3285 Yukon Ct.
Lot 6 — 3295 Yukon Ct.
Lot 7 — 3311 Yukon Ct.
Lot 8 — 3321 Yukon Ct.
Lot 9 — 3331 Yukon Ct.
Lot 10 — 3341 Yukon Ct.
Lot 11 — 3351 Yukon Ct.
Lot 12 — 3361 Yukon Ct.
Lot 13 — 3371 Yukon Ct.
Lot 14 — 3391 Yukon Ct.
Lot 15 — 3360 Yukon Ct.
Lot 16 — 3350 Yukon Ct.
Lot 17 — 3340 Yukon Ct.
Lot 18 — 3330 Yukon Ct.
Lot 19 — 3320 Yukon Ct.
Lot 20 — 3300 Yukon Ct.
SUBDIVISION: Yukon Grove Subdivision, Filing No. 1
Jefferson County Reception Number for Plat: 2015016465 (See attachment)
NOTES This is a courtesy notification.
AUTHORIZED BY: I DATE:
DISTRIBUTION:
1. Property Owner
2. Jefferson County Assessor, ATTN: Data Control, 100 Jefferson County Parkway, Golden, 80419
3. Jefferson County Mapping, ATTN: Addressing, 100 Jefferson County Parkway, Golden, 80419
4. Jefferson County Elections, ATTN: H. Roth, 3500 Illinois Ave., Laramie Building, Suite 1100, Golden,
CO 80401
5. Email to Jeffco IT Services at smitchel@jeffco.us
6. U.S. Post Office, 4210 Wadsworth Blvd., Wheat Ridge, CO 80033
7. Email to erlinda i.martinezna,usps.g and krissy.j.summerfield(a)usps. ov
8. Xcel Energy, ATTN: Correspondence, 1123 W. 3rd Ave., Denver, CO 80223
www.ci.wheatridge.co.us
9. Century Link, Capacity Provisioning Specialist, 5325 Zuni St., Room 728, Denver, CO 80221
10. Comcast, Attn: Scott Moore, 6850 S. Tucson Way, Englewood, CO 80112
11. Consolidated Mutual Water District
12. Wheat Ridge Sanitation District
13. Wheat Ridge Fire District
14. Wheat Ridge Planning Division
15. Wheat Ridge Building Division
16. Wheat Ridge Police Department
17. GIS Specialist
18. Log File
NOTE: Please notify all other parties concerned.
ADDRESS MAP UPDATED BY:
Vicinity Map
DATE:
A
rd
I
M
YUKON GROVE SUBDIVISION, FILING NO. 1
A PARCEL OF LAND LOCATED IN THE NW 1/4 OF SECTION 26, T.3S., R.69W., OF THE 6TH PM
CITY OFWHEAT RIDGE, COUNTY OFJEFFERSON, STATE OF COLORADO
I SHEET 02 OF 03
N00*06'22"W 359
AREA RESERVED FOR FUn
R*HT-OF-A
(SEE TRACT D NOTE ON SHEET
AND SOOIV51: 299.
EASEMENT, TYP
)9oOL 0 R W1
10' x W STORMWATER EASEMENT
HEREBY DEDICATED BY THIS PLAT
R-2 ZONWO
UWPLA 7TED
a Ur4jrY AND
vom" EASEMENT, lypl
R4 #5 RIEW Wl
CAP 4S 115721
wil
STREET RIGHT-OF-WAY MONUME SHALL
MoNU' &Sf; N M 70
FINAL UFT OF ASPHALT PAVEMX VLL
BE PROVIDED BY THE CITY OF WHEAT ROM UPON REQUEST
-Pt No 157♦9
BEKilmaK
WORTH j CORNER, SECTION 2
FRO Z9 BRASS CAP
ELEVATIONS ARE BASED ON THE COY OF WHWI RIDGE ON JPHAC
PLS# 13212 IN RANGE BOX
I A CRY ♦ WHEAT RID" 11/16 STAftESS STEEL ROD 1 2 FOOT
LONG WITH SLEEVE AND DATUM ACCESS COVER,
STATE PLANE COORD
A1 LATN3T46`09,72O504*
u
ELEVATION - 54 FEET (NAVD OAT M
F- LON'WIOS'04'53.207629*
CITY OF WHEAT RIDGE DATUM
U&S QE OFMINQ5.
*70582148
E. 184+125
BEARINGS ARE BASED ON THE SOUTHERLY LINE OF THE
NORTHWEST QUARTER OF SECTION 26, TOWNSHIP 3 SOUTH, RANGE
69 WEST OF THE SIXTH PR94CPAL MERIDIAN BEAR N 89*45 ' 02 'E
BETWEEN THE WEST QUARTER CORNER BEING A FOUND 3 %*
ALUMINUM CAP PLS # 13212 IN RANGE BOX AND THE CENTER
QUARTER CORNER SONG A FOUND 3 34 ALUMJNUU CAP PLS #
132t2 IN RANGE BOX,
rl
N
CHAIN LINK FENCE
--------- BARB #ARE FENCE
PROPOSED
PROPERTY LINE
RIGHT—OF—WAY LINE
SECTION UNE
ME
N
mm
JANUARY 22, 2015
NOVEMBER 3, 2014